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HomeMy WebLinkAbout137 Andrews Rd #15-1580; ELECTRICALCITY OF SANFORD BUILDING & FIRE PREVENTION DEC 0 2 2015 1 PERMIT APPLICATION Application No 15 01580 Documented Construction Value: 4 Job Address: 137 Andrews Rd. Parcel ID: R Type of Work: Newt Addition Alterat;ion Repair Demo Description of Work: Electrical per drawings Plan Review Contact Person: Phone: 407-243-2278 Name Probuilders Construction LLC Fax: 407-243-2298 Email: Property Owner Information Phone: Street: 5740 Oak Lake Trail Resident of CitV, State Zip: Oviedo, FL 32765 Contractor Information Name Doc Watts Electric, Inc. Phone: Street: 6984 Venture Circle City, State Zip: Orlando, FL 3280 Name: Street: City, St, Zip: Bonding Company: Address: Fax: 407 ric District: Yes No lentiaiNf Commercial hange of Use move Title: owner 2278 com No StateLicenselNb.: EC13004296 Architect/Engineer Information Phone: Fax: E-mail: — Mortgage Lender: Address: 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. T understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 1 Permit Application i NOTICE: In addition to the requirements of this permit, there may be additional restrictions app licable to this property that may be found in the public records ofthis county, and Lhere,may be additional permits required from other governmental entities such as water mar*gemen? districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner ofthe propem, of the requiremerrts of Florida Lien Law, FS 711 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 jobat 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. I 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 z!Oning. Sip 2 gnature ofO%%ner/Agent Date Signature of JI Date I 6'der,"' 4t Fz:: Print O%NnerYAgent's Name pr" t Ctkto'/APenvs Name j 01 Signature of Notary -State of Florida Date mature o fNoutLv-SLpte.Q f Fj,,'riA l FloridaNotaryPublicStateo- Wz Commlsslorili#"FF 20"" My Comm. Expires Mar 32019 OF, d. tonal Notary Assn. Owner/Agent is Personally Kno\vn to Me or A22 11 OR* i RT-F.),unarry known to Me or Produced ID Type of ID Produced ID vpe'71 _D BELOW IS FOR OFFICE USE ONLY Permits Required: Middling[] Construction Type: ElectricaIE] Mechanical Occupancy Use: PlumbingI Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - 4 of Amps Plumbing - # of Fire Sprinkler Permit: YesF No F #of Heads Fire Alarm APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Gas F1 Roof 11 Flood Zone: of Stories: 11 res mit: Yes NoF1 WA-STE WATER: UILDING: Revisc& June 30,2015 1 Permit Application Doc Watts .Electric kic 1 6984 Vewure Circle 07-lando, FL 328,07 Jab Location 1.37 Andrews Rd Sanford, FL 32773 Estimate Date Estimate # I1/1112015 2015-1119 Project Sanford House Description Qty Ulm Rate Total A complete electrical wiring per the electrical Bid set of drawings 1 TL 5,800.00 5,900.00 Install a tug temp pole Owner to furnish all light fixtures except can lights Wall switches to decor type white. outlet to be standard duplex white (non Decora) LxchlSloiS` Underground conduit to the electrical transformer. To be provide by the power company Lights or fans Add 3 phone lines and 5 cable drops i 8 Ea 25.00 200.00 a 0 AM i E Totals l)oo.an Signature--'d..._ Phone # Fax # E-mail Web Site 407.243.2278 407.243.2298 nirivera icidocxvattselectric.com www.docwattselectrie.com Iwc IDAU11 Li Response to Comments p Permit # - Project Address: — o Contact: Ph: Submittal Date Fax; Email: Crades encompassed in revision: . Building Q PIumbing EIectrical Mechanical I7 Life Safety L7 Waste Water Building.& Fire Prev n o D`vnloOfrd Ph: 407.688.5i50 Fax: 407.688.5152 Email: building@sanfordfl.gov General description of revision: ROUTING MFOpdVaTjCON Department Approvals CI Utilities Waste Water Planning Engineering Fire Prevention J Building SPECIFIC PURPOSE SURVEY FOR: LI&AJPROBUILDJERS`CONSSTR U C-CTION r1- " SECTION 18, TOWNSHIP 20 SOUTH, RANGE 31 EAST SEMINOLE COUNTY, FLORIDA LEGAL DESCRIPTION: Lot 50, ROSE HILL, according to the map or plat thereof, as recorded in Plat Book 54, Page(s) 41 and 42, of the Public Records of Seminole County, Florida. 01, 0.00' ECG 25.3' 00, 0 25.4' ' 25.2' 6,0. %K- ly o,° 'S,3• SUREYOR'S NOTES: 1) The surveyor has not abstracted the land shown hereon for easements, rights -of -way or any other matter recorded or unrecorded that may affect the use or title of this land. 2) No sub -surface installations or improvements have been located other than shown. 3) The bearing structure is assumed based on the Northwesterly line of Lot 50, ROSE HILL, Plat Book 51, Page 41 and 42, Seminole County Florida, as being S 50'17'18"W. 4) No environmental or jurisdictional land determination has been made as a part of this survey. 5) No environmental assessment has been made as a part of this survey. 6) This is not a boundary survey. This Specifec Purpose Survey was computed by the Plat and grading and drainage plan provided by the client. 7) This drawing reflects the conditions observed on the field date noted below. 8) All distances shown hereon are measured in standard U.S. foot and decimals of feet. 9) All dimensions are actual or computed unless otherwise noted. 10) This survey was performed to the accuracy of a rural survey. 11) The vertical datum is assumed based on the crown of the road being 0.0" in line with the Southwesterly side of the proposed residence marked by a red X. 12) + 25.2" denotes the elevation above the crown of the road at the corner of the form boards. 13) Copyright © 2015 by The Doudney Companies, Inc. All rights reserved. No part of this survey map or drawing may be reproduced; distributed, or transmitted in any form or by any means, including 6.51 ' photocopying, recording, or other electronic or mechanical methods, without the prior written permission of The Doudney Companies, Inc., except for those parties expressly named hereon, and in no case is this survey map or drawing to be used for any other purposes except for the purpose and intent 25.1' 6.50' P O s so IQ. F O b. 6.46' 0' 20' ' 40' 60' SCALE: 1" = 20' D OUDNEY Companies, Inc. S, ABBREVIATIONS LEGEND: P).......................... PLATTED MEASUREMENT R/W .......................RIGHT-OF-WAY 7 c a 6' 0. qJ 6.50' 24,8' O 25.1 15 O 24.9,251' 0 OI 253' 25.3' Q1 00 S• °p 5 h° C THIS SURVEY MAP OR THE COPIES THEREOF ARE NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT THE WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES, THIS SURVEY IS PREPARED FOR THE EXCLUSIVE BENEFIT OF THE PARTIES NAMED HEREON. FIELD: REVISIONS, DATE, TECHNICIAN, A. C. F. COMPUTED BUILDING STAKE 6 AUGUST 2015 DOUDNEY COMPANIES, INC. Florida Cert a cate of.'.Author i zat Number LB220 COMP. FILE, 13-15 RUI DING STAKFnuT 14 AI101' 2015 By. Dav t d A. Doudney, Pres i dent, F f or t da. Reg i st ion Number 3939 DRAFT FILE, 13-15-FR LOCATED FORM BOARDS 18 AUGUST 2015 Field Date 14 AUGUST 2015 CHECKED BY, D. A. D. PAGE 1 OF -1 JOB NO. 13-15 PROFESSIONAL SURVEYORS AND MAPPERS 200 EAST COMMERCIAL STREET SANFORD, FLORIDA 32771 (407) 322-1451 wd to] DAI f am- '11,kmNlk931 PR OBU J .J J JLj'n4c' J J SECTION 18, TOAVNSHIP 20 SOUTH, RANGE 31 EAST SEMINOLE COUNTY, FLORIDA LEGAL DESCRIPTION: Lot 50, ROSE HILL, according to the map or plat thereof, as recorded in Plat Book 54, Page(s) 41 and 42, of the Public Records of Seminole County, Florida. 0` 1 O. 10 1 O 0.00' JG J ECG y, O`, J 5 a 00, 'IQ 25.4' 6'0. m' \ CA/ 25.1' 6.50' 0' 20' 1 40' 60' SCALE: 1 " = 20' D OUDNEY Companies, Inc. SUREYOR'S NOTES: 1) The surveyor has not abstracted the land shown hereon for easements, rights -of -way or any other matter recorded or unrecorded that may affect the use or title of this land. 2) No sub -surface installations or improvements have been located other than shown. 3) The bearing structure is assumed based on the Northwesterly line -of Lot 50, ROSE HILL, Plat Book 51, Page 41 and 42, Seminole County Florida, as being S 50'17'18"W. 4) ko environmental or jurisdictional land determination has been made as a part of this survey. 5) No environmental assessment has been made as a part of this survey. 6) This is not a boundary survey. This Specifec Purpose Survey was computed by the Plat and grading and drainage plan provided by the client. 7) This drawing reflects the conditions observed on the field date noted below. 8) All distances shown hereon are measured in standard U.S. foot and decimals of feet. 9) All dimensions are actual or computed unless otherwise noted. 10) This survey was performed to the accuracy of a rural survey. 11) The vertical datum is assumed based on the crown of the road being 0.0" in line with the Southwesterly side of the proposed residence marked by a red X. 12) + 25.2" denotes the elevation above the crown of the road at the corner of the form boards. 13) Copyright © 2015 by The Doudney Companies, Inc. All rights reserved. No part of this survey map or drawing may be reproduced, distributed, or transmitted in any form or by any means, including 6.51 ' photocopying, recording, or other electronic or mechanical methods, without the prior written permission of The Doudney Companies, Inc., except for those parties expressly named hereon, and in no case is this survey map or drawing to be used for any other purposes except for the purpose and intent 25.3` \ \ 25.2' s1-1 S• 61 Ate,, F 0 00. O J FG 6.50' S 2418' 25.1 90. \ 25.1' 24.8' 0. 25.3` P J 25.3' 6.46' i O J FN FIELD: REVISIONS, DATE; TECHNICIAM Al F. COMPUTED BUILDING STAKE 6 AUGUST 2015 COMP. FILE, 13-15 111111 DING, STAKEOUT 14 A111UST ?n15 DRAFT FILE, 13-1513 -FR LOCATEDLOCATEDF B DS 18 AUGUST 201518AUGUST2015 CHECKED BY, 11, A. A. D.D. PROFESSIONAL SURVEYORS AND MAPPERS 200 EAST ABBREVIATIONS LEGEND: P)..........................PLATTED MEASUREMENT R/W.......................RIGHT-OF-WAY THIS SURVEY MAP OR THE COPIES THEREOF ARE NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT THE WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES, THIS SURVEY IS PREPARED FOR THE EXCLUSIVE BENEFIT OF THE PARTIES NAMED HEREON, DOUDNEY COMPANIES, INC.: Florida Certificate u orization Number LB220 By: David A. Doudney, President, Flo a Registration Number 3939 Field Date, 14 AUGUST 2015 PAGE 1 OF 1 JOB NO. 13-15 7MMERCIAL STREET SANFORD, FLORIDA 32771 (407) 322-1451 MAY 9 2015 CITY OF SANFORD BY. BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ Job Address: 1 3 7 4wvd0r s K-0 a.c J - Historic District: Yes 1'` No Parcel ID: / Op — 2C) -- 3 1 - 3763 — O o4 o -- Q S oco Zoning: Description of Work: got I j / je j S V P, Plan Review Contact Person: S-TC- \/C S A K H L 67 4 Title: Phone: Fax: V d !- •-s`l2 E-mail ,5`7'e<.-e_5L K k Ie k AbL_ cz," Name ll2b Bj I (ci ey- S Street: /2 7 4-dr-e-ws City, State Zip: - , ` 16a1_j Property Owner Information CO-, S -1 -,)c.- I a r L C,(_ Phone: _7 7- j- ZZ r l S3 32,?7a Resident of property? : .Vo Contractor Information D Name / _0 O.. Je'S cJ ,w LLC Phone: Street: Fax:?—Syz City, State Zip: ' -S 3 y' S ` e Z 20 State License No.: C -G %S-7-Z S%/ 9 S , F tr 3Z70 V Architect/Engineer Information Name: /h cG4E6- Street: I S At s k i 29 +o-n ST, ! JZ i4c, 3 I City, St, Zip: 6 4LAa.4j/D FL_ Bonding Company: 4,1/ Address: Phone: .-to/" 3 A _ /?603 Fax: E-mail: / c4, ' e e Arc, A n X,,./ e cc) -Z, Mortgage Lender: /V/.e Address: PERMIT INFORMATION; Building Permit 0 J` Square Footage: 2 ? 3 Construction Type: 3 No.; of Stories: l No. of Dwelling Units: % Flood Zone: _ tJ 0 Electrical 0Plumbing ,H New Service*.'"' No. of AMPS: 2 New Construction - No. of Fixtures: Mechanical R] (Duct layout required for new systems) Fire Sprinkler/Alarm -o-No. of heads: S ' P' Shall be inscribed with the date of application and the code in effect as of that date (Code 2010 FBC) 731.135(5)(6) Florida Statutes. REV 07.14 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, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. 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. 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. 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. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. k-1 5 ( S Signature o caner/Agent Datb Signature of Contractor/Agent Date a 14 ce Print Owner/Age s N S 1 nature o otary-State of Florida late SAMAR NAJDOVSKIpVP6 Notary Public - State of Florida My Comm. Expires Nov 15, 2015 Owner/ PWW4" i KBDVM5" or F , APPROVALS: ZONING: COMMENTS: Print Contractor/Agent's Name Signature of Notary -State of Florida Date Contractor/Agent is Personally Known to Me or Produced ID Type of ID UTILITIES: 6713`16_ WASTEWATER: ENGINEERING: fA<< 5 1 FIRE: BUILDING: 7 ? - / Shall be inscribed with the date of application and the code in effect as of that date (Code 2010 FBC) 731.135(5)(6) Florida Statutes. REV 07.14 THIS INSTRUMENT PREPARED BY: Name: _Steve Sakhleh Address:SR. 434 - Suite 2209 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number: F E ~ I `st 0 Parcel ID Number: MARYANNE MORSE, SEMINOLE COUNTY CLERK OF CIRCUIT COURT 8 COMPTROLLER BK 08466 Gg 0099; (lpg) CLERK'S # 2015049648 RECORDED 05/07/2015 04:0807 PM RECORDING FEES 10.00 RECORDED BY H DeVore 18-20-31-503-0000-0500 The undersigned hereby gives notice 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. EIESCgIPTION OF PROPERTY: (Legal description of the property and street address if available) tt 1111LLORoseHill Rmrn _M v KjKiF: MORqF 04 CLERK OF THE CI UIT CO 'RT AND it ate, ' C}Nfjgl, DES TION OF IMPROVEMENT: NeW COMPTROLLER i y'•.,`" := tSU11Q 8Y PUTY CLERK OWNER INFORMATION: Name: Probuilders Construction LLC. M A V L7 2 t11 U f LV Address: 855 E. SR 434 - Suite 2209, Winter Springs, FL. 32708 Fee Simple Title Holder (if other than owner) CONTRACTOR: e• ProBuilders Construction LLC. ress: 855 E. SR 434 - Suite 2209. Winter Springs, FL. 32708 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: ProBuilders Construction LLC. Address: 855 E. SR. 434 - Suite 2209, Winter Springs, FL. 32708 In addition to himself, Owner Designates Of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I,, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalties of perjury, I declare that I have read the foregoing and that the facts stated in it are true. to the best of my knowledge and belief. r 4e s Signature/' Owrf-r's Printed Name Florida Statute 713.13(1)(g): "The owner must sign the notice of commencement and no one else maybe permitted to sign in his or her stead.' State of /'t I County of The foregoing Instrument was acknowledged before me this day of 20 by c` h, Who is personally;own own to me r Name of person making statement OR h h o c i n' is to t. e f i entification produced: C SAMAR NAJDOVSKI Notary Public - State of Florida My Comm. Expires Nov 15. 2015 Ciiriimission # EE 14ii532 ! OlE Of FIOP otary Signature Bonded Through National Notary Assn. City of Sanford Building and Fire Prevention Division 300 N. Park Ave Sanford, FL 32772 2015 Residential Permit Fee Calculation Form Effective February 2015 - August 2015 BP# 15-1580 137 Andrews Road Type of Construction: V V-B SQUARE FOOTAGE OF RESIDENCE LESS GARAGE: I 18541square feet i SQUARE FOOTAGE OF GARAGE ONLY: I 399 s uare feet SQUARE FOOTAGE OF GARAGE AND RESIDENCE: I 2253 s uare feet Dollar Valuation of Work: $226,145.50 State Fee: Permit Fee Application Fee: Plan Review Fee: Total Building Permit Fees: DCA Surcharge - $35.03 DBPR Surcharge - $35.02 70.05 1,629.00 25.00 681.00 2,405.05 Plumbing Fixture Calculation Permit # 15-1580 137Andrews Rd Bath Tubs 1 Sinks 1 Drinking Fountain Solar Piping Disposal 1 Soda Fountain Dishwasher 1 Urinals Floor Drain Vacuum Breakers 1 Sewer Connection 1 Washing Machines 1 Ice Maker 1 Water Closets 3 Laundry Tubs Water Heaters 1 Lavatories 4 Water Piping 1 Pool Piping Water Softener Showers 2 Total Plumbing Fixtures - 19 Permit #: 15- 1580 Address: 137 Andrews Rd Structure Information Construction Type: VB Occupancy Type: R3 Roof Type: Asphalt Shingle Flood Zone: None Number of Stories: 1 Number of Bathrooms: 3 Square Footage: 2253 Plumbing Fixtures: 19 Fire Sprinkler System: No Fire Alarm: No Occupant Load: 12 Revision Response to CommentsAL Permit # - Submittal Date Project Address: 1177 1 ncllww S leco Contact: 5- Je a, k- f d Ph: 3 Z / - 2Z ?-6l- 3 City of Sanford Building_& Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Fax: 07- Sq2 -5 Email: STeS ( k l(„eeldt, c..o Trades encompassed in revision:. General description of revision: I Building Plumbing e Electrical Mechanical 1 Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 11 Building JT I' '7' 1 CITY OF SANFORD BUILDING AND FIRE PREVENTION DIVISION 300 N. PARK AVENUE SANFORDr FLORIDA 32772 PHONE: 407.688.5150 FAX: 407.688.5152 PLAN REVIEW COMMENTS Application Number: 15-1580 Date: June 1, 2015 Contact Person: Steve Sakhleh Contact Phone Number: 321.228.6153 Contact Fax Number: Contact E-mail Address: SteveSakhleh(aaol.com Project Description: New SFR Job Address: 137 Andrews Road The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal. Changes to construction documents that require an Architect or. Engineer's seal must be submitted with the appropriate seal. Provide two copies of affected plan sheets and/or supplemental information as requested. COMMENTS: 1. The Truss Engineering package has been designed for Wind Exposure C while the plans have been designed for Exposure B. Please revise so that the truss engineering and plan design are the same. FBC 107 2. Please provide an Exterior Wall Bearing wall detail. The only frame wall detail provided is for an Interior Bearing Wall. FBC 107 J3. A GFCI receptacle is required within 36 inches of each sink in the master bathroom. Please revise the electrical page. FBC 107, NEC 210.8(A)(1) & NEC 210.52(D) 4. A wall switch controlled light is required in the hallway between Bedrooms 3 & 4. FBC 107, NEC 210.70(A)(2) 5. Please provide the location of the switch for the exhaust fan/light combo over the water closet in the master bathroom on the electrical page of the plans. FBC 107 6. The 1 VAC duct layout is required to indicate the size of all registers, for both supply and return. Please revise the 1 VAC duct layout. FBC 107, Florida Energy Conservation Code section 103.2.2 1- J7. Please provide an engineered method of attaching the new condensing unit to the concrete ad that willpgggP meet wind loads as required by FBCR M1307.2.1. This can either be on the plans or on a separate sheet of paper, signed and sealed. FBC 107, FBCR M1307.2.1 1 8. Please provide the location of the required off -ridge vents on either the roof plan or the elevation pages. FBC 107 1 9. The cover sheet of the Energy Calculations is required to be signed and dated by the Owner/Agent. FBC 107, Florida Energy Conservation Code section 103.2.3.2 1 10. The EPL card is required to be filled out. FBC 107, Florida Energy Conservation Code section 401.3 The structural review has not been completed based on the incorrect truss engineering submitted.** Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Steve Fiorey at 407-688-5065 or by E-mail at steve.fiorey@sanfordfl.gov . Respectfully, Steve Fiorey Residential Plans Examiner 2- V RllI 171 —kl City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: ` i CVG- Firm: 'po—,-r2vc-Tr,,)) LLC- Address: "Z'Zct City: J,,J i '12_ c Q6Z1 tJCeS State: FL Zip Code: 'bZ'7018 Phone: 3Z\-ZZ )-LL2]5 Fax: 40,1^542-5`4(. Email: c"VESt4 jgt l Q /Ci.,C(n Property Address: k -j--7 Property Owner: P2t7Z U j LDOls Ccl (Zyc nd LL' Parcel identification Number: 16 20 3 - 03 -- (!:000 -- 0 Sno} Phone Number: 3Z1-Z'Z8--&(53 Email: 5'T 5AK1-{I.EN t, C u'1 The reason for the flood plain determination is: L, New structure 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) tila ail,I nw i171 u i ' OFFICIAL 11SE ONLY q Flood Zone: ) C Base Flood Elevation: 7 Datum: FIRM Panel Number: 120`Zg4 OQ Map Date: 6u, 1, 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 The parcel is not in the: N l 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 information used to determine the base flood elevation is: 1; -P S -ism, Reviewed by: V-A\ylG ('P64 Date: 'j -`1 -2015 BP200I01 CITY OF SANFORD 5/07/15 Application Inquiry 15:22:38 Application number . . . 99 00002161 Application status, date . . CERTIFICATE ISSUED 9/29/99 Property . . . . . . . . . . 137 ANDREWS RD Parcel Number. . . . . . . . 18.20.31.503-0000-0500 Old CID . . . . . . . . . . . Zoning . . . . . . . . . SR1 SINGLE FAMILY Application type . . . . . . SFHD NEW SINGLE FAMILY HOME - DETAC Application date . . . . . . 5/10/99 Tenant number, name . . . . Master plan number, rev'wd by: 138 Estimated valuation . . . . 59697 Total square footage . . . . 0 Public building . . . . . . NO Work description, qty . . . Pin number . . . . . . . . . 5979 Electronic enabled . . . N Application desc . . . . . . Press Enter to continue. F3=Exit F5=Land inq F7=Appl names F8=Tracking inq F9=Bond inquiry F10=Fees Fll=Receipts F12=Cancel F13=Val calcs F14=Misc info F24=More keys City of Sanford Residential Permit Application Guidelines All permit application packages must be complete prior to acceptance. You must, check each box to the left or indicate n/a on this submittal. A complete application package shall include the following: APPLICATION AND SUBMITTAL REQUIREMENTS Building Permit Application completed, signed and notarized. Copy of a contract, signed by the contractor and the property owner, indicating the documented construction value IY Application must include correct address and complete parcel I.D. number. g Contractor information is required to be included on the permit application (if contractor is applicant). 2' Applicant must include the name of the designated plan review contact person, their phone number and either a fax number or email address on the Building Permit Application form. K' Copy of the contractor's license issued by the State of Florida (if contractor is applicant). A site specific notarized power of attorney shall be required from the licensed contractor if he/she appoints an employee of his/her company to sign the permit application as the contractor. El'—" Certificate of insurance indicating worker's compensation insurance coverage and naming the City of Sanford as certificate holder, or a copy of a worker's compensation exemption issued by the State of Florida (must be submitted with each application if contractor is the applicant). Completed and signed Owner Builder Statement / Affidavit (if owner is applicant). Approval letter from sanitary sewer provider (if other than the City of Sanford). Copy of the onsite sewage disposal system construction permit issued by Seminole County Health Department (if applicable). Seminole County Impact Fee Statement (multi -family only). A— Two (2) sets signed and sealed building construction plans. 0--Two (2) signed and sealed site / plot plans. Fa—" Two (2) sets signed and sealed floor and roof truss engineering. 7.i Two (2) copies of completed and signed Sanford Product Approval Specification Form. can be found on our website www.sanfordfl.gov under "Building Permits", then "Forms") When listing products, please provide only the exact products that will be installed. Generic packages will not be accepted. 0— Two (2) copies of the manufacturer's installation instructions for the following products: windows, doors, roofing materials, engineered lumber products, glass blocks, soffit materials and siding. l— Two (2) copies of completed energy calculations. Energy calculations and EPL card must be filled out and signed by all required parties and indicate City of Sanford as the Jurisdiction. Two (2) copies of equipment sizing calculations. Y Two (2) copies Plumbing drain, waste and vent riser diagram Please see the following pages for construction document. submittal guidelines ** Revised.• February 2015 Page 1 of 6 Residential Permit Application Checklist THE CONSTRUCTION DOCUMENTS MUST INCLUDE, AT A MINIMUM, THE FOLLOWING: SITE PLAN / PLOT PLAN Lot number Address / Legal Description Setback lines from principle structure and any accessory structures to property boundary (minimum of eight; two on each side) 2'- Primary building setback lines/envelope Location of any fencing that is currently installed on the property, as applicable. 0' A/C unit locations with setback from property line Gas tank or appliance location with setback from property line and distance from house. Specify size and whether in -ground or above ground. C- Driveway location with dimensions. Please indicate if existing or proposed. COY Survey type Y'_ Existing easements: drainage, utility, etc. Building separations, if applicable Location of septic systems Flood zone reflecting current FEMA map revision date Lot grading type (A,B,C, etc.) Elevations showing crown of the adjacent street or right-of-way upon which the structure fronts (for type A and B lots) G z Lot corner elevations and break point elevations Drainage swales (if applicable) with profile view 2"' Proposed finished floor elevation BUILDING PLAN 93— Construction documents shall indicate code edition being applied D' 1 Construction type D- Plans to minimum 1/8" scale Eg-- Designer information: name, address, registration #, seal and signature on all signed/sealed pages Q- Page size minimum 22" x 34" Zl- All pages numbered and labeled Wind design data required on drawings per FBC 1603.1.4 to meet 139 mph ultimate design wind speed for risk category II buildings (residential) Ultimate design wind speed (Vult) Nominal design wind speed (Vasd) Risk category Exposure category Enclosure classification Internal pressure coefficient Component and cladding design wind pressures in terms of psf Structural Calculations, if necessary Revised: February 2015 Page 2 of 6 Residential Permit Application Checklist r For additions, alterations and renovations - please indicate the portions of the home that are existing and proposed, as applicable. This includes any structural/non-structural elements, electric, mechanical, plumbing, concrete slabs, and any other relevant details. FLOOR PLAN lam' Building area tabulation 1 r'_ Room size Corridors Stair location/guardrails Safety glass locations C Egress door and emergency escape windows sizes and location Stairs construction requirements Special column/post anchorage Interior load bearing wall locations Shear walls tam Down cells 0-' Lintel schedule W,/ Attic access location and size Accessibility restroom (door) location Fire resistant assemblies Identify options to be used FOUNDATION / SLAB Filled cells with reinforcement locations El— Footer denotation/details 0--- Footers minimum 12" below grade Interior bearing walls/pads Porch pads/footers Brick ledge detail 8 Slab thickness/steel/fiber mesh Vapor barrier/termite treatment type Reinforcing steel over lap Relieving arch steel at pipe penetrations All wood minimum 6" above grade Crawl space ventilation Termite shields Stem wall foundation may be required for setbacks less than 10 feet, as deemed necessary by Planning Zoning. To verify if this is required, please contact the Planning & Zoning Division. ELECTRICAL Service riser diagram Electrical load calculations Bonding/Grounding to foundation steel Service location Panel locations Receptacle lay out GFCI protection AFCI protection Tamper resistant outlets Revised: February 2015 Page 3 of 6 Residential Permit Application Checklist 6' Ceiling fans Outdoor receptacles Disconnecting means 19 Switches/lights H17-- Smoke/CO alarm locations hard wired, interconnected and battery backup ELEVATION (front, rear and side views) Attic ventilation 10- Roof pitch Roofing material Exterior finish/stucco thickness D---- Height/bearing elevations Window and door opening locations Chimney location/height MECHANICAL Equipment location Anchorage for condenser, engineered to meet wind loads Protection in garage locations Clearances at equipment Structural detail for air handler in attic Room ventilation Duct layout (usually in energy calculations) R-value of ducts CFM's Balanced return/ducted, transfer ducts or grilles Exhaust Bath exhausts size and termination Dryer exhaust discharge/make up air Energy calculations with equipment sizing calculations Skylights PLUMBING Plumbing waste riser diagram Water heater location Fixture location FUEL GAS BTUs each outlet and total BTUs Pipe type and total length LP regulator and model type Combustion air vents Location of equipment Venting Gas Type Gas Pressure Gas piping riser ROOF TRUSS LAY OUT Z Truss I. D. #s Layout, required on plans and a copy included with truss package Signed/Sealed truss engineering package a--- Strapping/fasteners/truss tie -downs Revised: February 2015 Page 4 of 6 Residential Permit Application Checklist DETAIL SHEETS OR NOTES Footings Beam to wall and/or post attachments Post/column and beam construction Interior bearing walls Stairs section Chimney construction Dormer construction Floor framing Entry construction Arched windows Bay windows Frame to block connections Knee wall construction Sky light framing Top plate splicing requirements Steel requirements (footer, lintel, vertical pour) Grade Over lap Veneer Shear wall locations and construction Connectors Fasteners Roof sheathing & diaphragms Fasteners Blocking Wall and gable sheathing fastening Gable end, frame and block, vaulted and flat Conventionally framed roof members Glass block Header schedule, including strapping/anchorage and frame supports (bearing walls) Bearing/non-bearing wall detail Typical wall section detail, one and two story, block and frame, for all scenarios Connectors Anchorage bolts Materials and assembly Garage and swing door buck fastening Ceiling diaphragms Blocking Any conventional framing Revised: February 2015 Page 5 of 6 Residential Permit Application Checklist MANUFACTURER'S PRODUCT INSTALLATION INSTRUCTIONS Roofing installation instructions & compliance with ASTM standards Window and mullion installation instructions Garage door, sliding glass door and swing door installation instructions El Siding installation instructions Soffit installation instructions Glass block installation instructions Engineered lumber products installation instructions PRODUCT APPROVAL Completed Sanford Product Approval specification sheet Florida Product Approval can be located at www.floridabuilding.org. Product Approval must be approved under the current code edition FS 553.842, FAC 61G20-3 Product Approval and manufacturer installation instructions must be specific for the home being built. Generic packages including multiple items that are not part of the specific project will not be accepted. These guidelines were compiled to assist the applicant in preparing a residential permit application submittal and may not be complete. The applicant is required to meet all city of Sanford, state, and federal requirements. Revised: February 2015 Page 6 of 6 Residential Permit Application Checklist REQUIRED INSPECTION SEQUENCE Permit # 15-1580 Address: 137 Andrews Road BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICAL Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLU BIFNG PE MiT Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT ~ , _ = Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 SCPA Parcel View: 18-20-31-503-0000-0500 Page 1 of 2 Property Record Card Parcel: 18-20-31-503-0000-0500 Owner: PROBUILDERS CONSTR LLC Property Address: 137 ANDREWS RD SANFORD, FL 32773 Parcel:18-20-31-503-0000-0500 Property Address: 137 ANDREWS RD Owner: PROBUILDERS CONSTR LLC Mailing: 5740 OAK LAKE TRL OVIEDO, FL 32765 Subdivision Name: ROSE HILL Tax District: Sl-SANFORD Exemptions: DOR Use Code: 00-VACANT RESIDENTIAL Value Summary F 2015 Working (( 2014 Certified Values _ Values Valuation Method Cost/Market Cost/Market Number of Buildings i 0 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) $13,500 $18,000 Land Value Ag - Just/Market Value $ 13s00 $18,000 Portability Adj Save Our Homes Adj i $0 - _ `` $0 Amendment 1 Adj $0 $0 Assessed Value $13,500 $18,000 Tax Amount without SOH: $358.45 2014 Tax Bill Amount $358.45 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Legal Description LOT 50 ROSE HILL PB 54 PGS 41 & 42 Taxes_ — -- T—'-------- Taxing Authority Assessment Value Exempt Values Taxable Value , County General Fund $13,500 $0 $13,500 Schools $13,500 $0 $13,500 City Sanford $13,500 $0 $13,500 SJWM(Saint Johns Water Management) $13,500 [ $0 $13 500 County Bonds $13,500 ( $0 $13,500 Sales Qualified _ .- .____ Description j Date Book ,Page Amount _ (Vac/Imp WARRANTY DEED 5/1/2014 08274 1 0860 $17,000 Yes Vacant SPECIAL WARRANTY DEED 2/1/2014 08213 1975 $12 000 No Vacant WARRANTY DEED 10/1/2013 1 08163 1184 $5,800 l No Vacant QUITCLAIM DEED 12/1/2003 05120 1421 $100 ' No Improved i SPECIAL WARRANTY DEED i 6/1/2002 04434 1016 $114,000 No j Improved SPECIAL WARRANTY DEED 2/1/2002 04373 = 0480 $100 No ;Improved CERTIFICATE OF TITLE i 12/1/2001 04242 0266 $100 ' No Improved WARRANTY DEED 10/1/1999 03745 1322 $99 700 Yes Improved -- SPECIAL WARRANTY DEED 9/1/1998 E 03496 1719 , $1,456,500 ' No Vacant I Find Comparable Sales within this Subdivision Land Method Frontage ( Depth Units Units Pnce Land Value http://www.scpafl.org/ParcelDetaillnfo.aspx?PID=l 8203150300000500 7/14/2015 Blanton, Deborah From: Forte, Jami <1Forte@seminolecountyfl.gov> Sent: Tuesday, July 14, 2015 1:51 PM To: Blanton, Deborah; Scott, Annette; Johnson, JoAnn Cc: STEVESAKHLEL@AOL.COM' Subject: 137 Andrews Rd. Lot 50; SFR demo/rebuild Good afternoon, This is to advise that there will not be any new Seminole County road impact fees for 137 Andrews Rd., Lot 50, single family residential rebuild. Please let me know if you have any questions. Best Regards, 1 lami Forte Planning Coordinator for Impact Fee's & Impact Analysis (Concurrency) Seminole County Development Services Dept., Business Office/Building Division 1101 East 1st Street, Room 1020 Sanford, Florida 32771 T 407-665-7356 bDmaiIto: jforte seminolecountyfl.gov SEA F COUNTY Where Customer Service is a top priority. Please take a moment 8Z tell someone how I'm doing! http:// www. seminolecountyfl. gov/departments-services/development-services/ Florida has a very broad Public Records Law. Virtually all written communications to or from State and Local Officials and employees are public records available to the public and media upon request. Seminole County policy does not differentiate between personal and business emails. E-mail sent on the County system will be considered public and will only be withheld from disclosure if deemed confidential pursuant to State Law.**** RECORD COPY v .. uy,v„a .v.,,a .un.. ,.,u. ., . .i :, v .v,v.-..i, .vv.., v 3 u,.-.., .v.v.,v.. ...uti u. ....OL'/5...,..,v... Legal Description Lot 50, ROSE HILL, according to the plat thereof, as recorded in Plat Book 54, Page(s) 41 through 42, of the Public Records of Seminole County, FL. Community number: 120294 Panel: 0070 Suffix: F ELR.M. Date: 912812007 Flood Zone: X Date offield work: 51112004 Completion Date: 51612014 Certified to: Jared C. Beads 0 TRACT A RETENTION POND LOCATION SKETCH D.E. NOT TO SCALE EOW H H 0 0 r1 r1 N50'17'18"E 50.00' P) N49'55'26"E 49.98'(M) j -- FIRFIR #2495/8" 8 O I O LOT 48 Z I 000 t7 N 00 o 4'WF W W LOT 49 N N 1t' It 0)0) V O I I U i m VACANT LOT 50 w I I N50'07'11"E 57.50'(M) I N50'31'30"E 57.52'(M) 10' U.E. FIR 5/8 10' U.E. N50'1'7'18"E 57.50'('P) N50'17'18"E 57.50'(P) #249 3 " 8 02 I 2498 8" O 0 0 O- N (0 O Ci M LOT 51 w LL.I N N CN C to U FIR 5/8" 10' U.E. NO# FIR 249$ 8" #FIR 2498 8" 0.1O F..: •5' CONC S/W 70.1 OFF 2' CONIC GUTTER N50'1718 E 50.00 P Property Address: N50'16'11 "E 50.01'(M 137Andrews Road ANDREWS ROAD Sanford, FL 32773 46' R/W (IMPROVED) 20' ASPHALT Survey number: S1 LLULIN D El"I nt" ll Iw 1 no 4- ct-F— 4' Chain Link Fence C.M. Concrete Monument O.R.B. Official Records Book 1. Legal description provided by others. 13. Unless otherwise noted, flood zone 6• a.F— 6' Chain Link Fence D. Description or Deed PG. Page 2. The lands shown hereon were not information provided by others. a• Pvc— 4' PVC Fence D.B. Deed Book PVMT. Pavement abstracted for easements or other recorded 14. Septic tank and/or drainfield locations 6, PVC— 6' PVC Fence D.E. Drainage Easement P.C.P. Permanent Control Point encumbrances not shown on the plat. are approximate and MUST be verified by 4 WF— 4' Wood Fence D.H. Drill Hole P.R.M. Permanent Reference Monument 3. Underground portions of footings, foundations appropriate utility location companies. or other improvements were not located. 15. The;closureot structures may not beprecise 6 WF— 6' Wood Fence D.U.E. Drainage & Utility Easement P Plat 4. Wall ties are the face of the wall ;; w' due4416nde_rr and decorative items. onu — Overhead Utilities D/W Driveway P.B. Plat Book n5. Only visible encroachments located..f 16'.,-BPbol and/oi patios may be drawn as anpatios aRP Power Pole ESMT Easement P.O.B. Point of Beginning 6. No identification found,on property)"cornilrs, apOoximaGon and not fully dimensioned g W.M. Water Meter E.O.P. Edge of Pavement P.O.C. Point of Commencement unless noted. . . y.ytilw. due„tooireegular shape.' . 0 Asphalt E.O.W. Edge of Water P.C.C. Point of Compound Curve 7. Dimensions shown are plat and rn' sureil, 17. The nature eztent'`or existence of riparian Block Wall ENCR Encroachment P. C. Point of Curvature unless otherwise noted. .- .,- 8. This is a BOUNDARY SURVEY ss., rights is t•.add noressedhereon. 18. Survey is fo'geference,only unless signed and BrickXX.XX' Existing Elevation P.I. Point of Intersection tune CL Centerline F Field P.R.C. Point of Reverse Curvature otherwise noted. PQ i sealed by a Florjda Registered Land Surveyor. 19 This mei;"tsyall applicable accuracy Q Central Angle/Delta FD Found P.T. Point of Tangency 9. Not valid unless sealed with tl;gning surveyors embossed seal y - il 71 survey egmrements`- Concrete FD N&D Found Nail & Disk P.O.L. Point on Line 10. Where plat or deed bearing §,tical 20 This uvey.is m7"accordance with the Covered Area F.C.M. Found Concrete Monument Rad Radius (Radial) measured, this shall serve as th'eely' is.of; jfulinimum Te n'a Standards promulgated Line Break Not to Scale F.I.P. Found Iron Pipe R. Record bearings, unless noted otherwis'.,;.6 .` ` by'the Flo dab o'ard ofProfessional Land A/C Air Conditioning F.I.R. Found Iron Rod R/W Right of Way 11. All lines are not radial unless of rwise noted: ' Surveyors J-17 ofthe Florida Administrative B.R. Bearing Reference L Length S.I.R. Set Iron Rod & Cap 12. Recertification does not indi teanupdate Co a?Se ion A,3 027, Florida Statutes. A B. M. Bench Mark L.B. Licensed Business S/W Sidewalk CAN Cable Riser M Field Measured TEL. Telephone Facilities I hereby certify that this survey 4,a tr a and correct presen non o/ sury prepared under my direction. C Calculated M.H. Manhole T.O.B. Top of Bank C.L. F. Chain Link Fence N&D Nail & Disk TX Transformer- CH Chord N.R. Non Radial TYR Typical C.B. Chord Bearing N.T.S. Not to Scale U.E. Utility Easement t GONG. Concrete O.R. Official Records W.C. Witness Corner Ralph SWerdO Registered Land Surveyor No. 3411 L.B. 7132 r- American Builders Supply 1801 7th St. S.W. Winter Haven, FL 33880 AxiERICAN Phone: (863) 294-0611 Fax: (863) 293-1561 B1'n.DFRS StJI'm Y Customer Information: Home Specs Address: City, State, Zip: Engineering Cover Sheet Quote # B1403454 Order # 728739 39 Printed: 08/05/14 Job Information: Model: Spec Home Job Name: Spec Home Lot/Blk/Sub: - III n EE)ll Digitally signed Address: by William Ranieri 137 Andrews Rd _ Date: 2014.08.05 Sanford, FL18:41:39-04'00' General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010ITP12007 Design Program: 7.52 May 1 2014 Roof Load: 45.0 psf Wind Code: MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Wind Speed: 140 mph Engineer or Professional of Record: NO FOR AT THE TIME OF SEALING - , , - This package includes 25 individual, dated Truss Design Drawings. No. Date Truss ID# Seal# 08/ 05/2014 A01 A0002483 OB/ 05/2014 A010 A0002492 08/ 05/2014 A011 A0002493 N08/05/2014 A012 A0002494 08/ 05/2014 A02 AO0 2208/ 05/2014 A03 A0002485 004 08/05/2014 A04 A0002486 005 08/05/2014 A05 A0002487 006 08/05/2014 A06 A0002488 007 OB/05/2014 A07 A0002489 008 OB/05/2014 A08 A0002490 009 08/05/2014 A09 A0002491 08/ 05/2014 601OB/05/2014 B02 A0002496 08/ 05/2014 C01 A0002497 N08/05/2014 CO2 A0002498 08/ 05/2014 CO3 A0002499 08/ 05/2014 CA A0002500 019 08/05/2014 CJ3 A0002501 020 08/05/2014 CJ5 A0002502 021 08/05/2014 EJ2 A0002503 022 OB/05/2014 EJ7 A0002504 023 08/05/2014 EM A0002505 025 08/05/2014 HJ10 A0002507 024 1 08/05/2014 HJ3 A0002506 1 5 - 1 5,8 0 William M. Ranieri, P.E. (Truss Design Engineer - Florida PE License # 42704) Monta Consulting & Design of WMR & Associates, Inc.(CA# 9177) 222 S. Westmonte Drive, Suite #100; Altamonte Springs, FL 32714;(407) 681-1917 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters provided by: American Builders Supply. 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. UNLESS NOTED ABOVE, THERE IS NO STRUCTURAL ENGINEER OF RECORD AT THE TIME THESE DRAWINGS WERE SEALE 3 LICENSE o.# 2704 TATE ` oF NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty solely for the truss components shown. The suitability and use of the component for any particular building is the responsibility of the building designer, per ANSI/TPI 1-20A X Forhangerdetailsandspecificationsnotincludedintrussengineeringpackagevisit: www.strongtie.com. Page 1 of 1 2014 Williram M. Ranieri, P c- # 42704 oI russ uss ype ty y Dwg No 001 728739 A01 Hip Girder 1 1 Job Reference (optional) Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:29:52 2014 Page 1 5x8 MT201-1i NAILED NAILED NAILED NAILED Special NAILED 4x4 = 3x8 = 5x6 = 412 = b 30 31 1b 32 33 14 34 35 13 1L 11 4x10 = 5x6 = 7x10 MT20H= 2x4 11 HUS26 4x12 = Special NAILED NAILED NAILED NAILED NAILED Sxs = 7x10 MT20H= 4x6 = Scale = 1:63.3 4x8 = 7- 0-0 11-8 4 16-2-12 20-9 4 25-3-12 30-0-0 37-0-0 7- 0-0 4-8 4 4 6 8 4 6 8 4 6-8 4-8 4 7-0-0 Plate Offsets_(X,Y)— 2:0-5-0,0-1-7],[3:0-4-12,0-2-4],[6:0-3-0,0-3-41,[8:0-3-0,0-2-01,[9:0-4-0 0-1-15],[12:0-5-0 0-4-81,[15:0-5-0,0-5-0] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.43 13-14 999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.88 Vert(TL) 1.23 13-14 360 240 MT20H 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.93 Horz(TL) 0.24 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Wind(LL) 0.48 13-14 928 240 Weight: 216 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 31 *Except* T2, T3: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=3119/0-8-0 (min. 0-2-9), 9=2615/0-8-0 (min. 0-2-3) Max Horz 2=-118(LC 6) Max Uplift2=-913(LC 8), 9=-731(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-8-2 oc bracing. WEBS 1 Row at midpt 4-16, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6272/1754, 3-21=-5610/1637, 21-22=-5610/1637, 22-23=-5610/1637, 4-23=-5610/1637, 4- 24=-7679/2210, 24-25=-7679/2210, 25-26=-7679/2210, 5-26=-7679/2210, 5-27=-8422/2364, 6- 27=-8422/2364, 6-28=-8428/2367, 7-28=-8428/2367, 7-29=-4575/1268, 8-29=-4575/1268, 8- 9=-5130/1345 BOT CHORD 2-16=-1431/5518, 16-30=-2020/7639, 30-31=-2020/7639, 15-31=-2020/7639, 15- 32=-2343/8872, 32-33=-2343/8872, 14-33=-2343/8872, 14-34=-2343/8872, 34- 35=-2343/8872, 13-35=-2343/8872, 12-13=-1674/6693, 11-12=-1678/6695, 9- 11=-1064/4496 WEBS 3-16=-476/2203, 4-16=-2624/716, 4-15=-96/976, 5-15=-1532/407, 5-14=-80/740, 5- 13=-707/464, 6-13=-305/146, 7-13=-638/2215, 7-11=-2755/750, 8-11=-430/1887 NOTES- ( 14) 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 100 lb uplift at joint(s) except Qt=lb) 2=913, 9= 731. 8) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 18-8-12 from the left end to connect truss( es) EJ7J (1 ply 2x4 SP) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) " NAILED" indicates 3-10d (0.148"xY) or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 271 lb down and 269 lb up at 7-0 on top chord, and 336 lb down and 92 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ff 83 In the LOAD C/ SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) otinuedonpage44 LICENSE •- r No.42704 STATE •, ; AL William M. Ranieri, P c # 42704 Job Truss cuss ype ty y Dwg No 001 728739 A01 Hip Girder 1 1 Job Reference (optional) Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:29:52 2014 Page 2 - - ID:FA3LKI1 ED2_3JLFS4emUZpyrSfx-CB9JY?R61?K7gtjhSs_rOTcJ2_dMbiA_2carfHyqu?T 14) Segn:A0002483,Date: 08/05/2014 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-8=-70, 8-10=-70, 2-9=-20 Concentrated Loads (lb) Vert: 3=-134(B)16=-336(B)22=-112(B)23=-112(B)24=-112(B)26=-112(B)27=-112(B)30=-42(B)31=-42(B)32=-42(B)33=-42(B)34=-42(B)35=-977(B) LICENSE•; s No.42704 O , STATE OF William M. Ranieri, P E # 42704 Job I russ Truss Type Qty Ply Dwg No 002 728739 A02 Hip 1 1 Job Reference (optional) Kun: /.oZV s may 7 zuiq rrim r.aN s may -1 Nl9 ml IeK Inausvies, Inc. we Hag uo i4.ZU:oL Lu14 rage 1 ID:FA3LKI1 ED2_3JLFS4emUZpyrSfx-CB9JY?R61?K7gtjhSs_r0TcNr_gzbrF_2carfHyqu?T 1-4-0 4-6-10 9-0-0 15-4-0 21-8-0 28-0-0 32-5-6 3711 38-4-0 1~4-0I 4-6-10 4-5-7 6-4-0 6-4-0 6-4-0 4-5-7 5x6 = 3x4 = 5x6 = 5x6 = Scale = 1:63.3 0 v 0I170 3x6 = 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 3x6 = 9-0-0 18-6-0 28-0-0 37-M 9-0-0 [ 9-6-0 9-6-0 9-M Plate Offsets (X,Y)—[2:0-2-8,0-1-8],[4:0-3-0,0-2-0],[6:0-3-0,0-3-4],[7:0-3-0,0-2-0],[9:0-2-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.20 13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.67 11-13 >659 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2010ITP12007 Matrix-M) Wind(LL) 0.24 13 >999 240 Weight: 183 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15, 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1758/0-8-0 (min. 0-2-1), 9=1758/0-8-0 (min. 0-2-1) Max Horz2=-147(LC 10) Max Uplift2=-455(LC 12), 9=-455(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-3109/1073, 3-22=-3074/1086, 3-23=-2807/923, 4-23=-2793/940, 4-24=-2475/908, 24-25=-2475/908, 5-25=-2475/908, 5-6=-3306/1126, 6-26=-2475/908, 26-27=-2475/908, 7-27=-2475/908, 7-28=-2793/940, 8-28=-2807/923, 8-29=-3074/1085, 9-29=-3109/1072 BOT CHORD 2-15=-869/2714, 14-15=-910/3239, 13-14=-910/3239, 12-13=-914/3239, 11-12=-914/3239, 9-11=-887/2714 WEBS 3-15=-322/263, 4-15=-188/857, 5-15=-1024/371, 6-11=-1024/371, 7-11=-188/857, 8-11=-323/262 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 32-2-15, Interior(1) 32-2-15 to 384-0 zone; cantilever left and right exposed ;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) 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 100 lb uplift at joint(s) except Ot=lb) 2=455, 9=455. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Segn:A0002484,Date:08/05/2014 LOAD CASE(S) Standard i4s LICENSE% fe No.4Z704 STATE OF William M. Ranieri, P # 42704 Job Truss Truss Type Qty y Dwg No 003 728739 A03 Hip 1 1 Job Reference (optional) Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:29:53 2014 Page 1 ID:FA3LKI1 ED2_3JLFS4emUZpyrSfx-gNjhmLSloJSzS1 lu?av4Zh8alOx7K1B7GGJOBjyqu?S 1 4-0 5-9 4 11-0-0 18-6-0 26-0-0 31-2-12 37-0-0 38-4-q 1-4-0 5-9-4 5-2-12 7-6-0 7-6-0 5-2-12 5-9-4 1-40 3x6 = 5x6 = 2x4 11 5x6 = d 23 94 5 25 29 6 3x6 = 5x8 = 3x4 = 3x4 = 3x6 = 18-6-0 28-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TIC 0.54 Vert(LL) 0.22 12-14 999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.91 Vert(TL) 0.65 10-12 681 240 BCLL 0.0 * Rep Stress Incr YES WB 0.37 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Wind(LL) 0.20 12 999 240 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 132: 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1758/0-8-0 (min. 0-2-1), 8=1758/0-8-0 (min. 0-2-1) Max Horz 2=175(LC 11) Max Uplift2=455(LC 12), 8=-455(LC 12) PLATES MT20 Scale = 1:63.3 3x6 = GRIP 244/190 Weight: 183 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-3076/1014, 3-21=-2991/1032, 3-22=-2781/926, 4-22=-2697/944, 4-23=-2805/1018, 23-24=-2805/1018, 5-24=-2805/1018, 5-25=-2805/1018, 25-26=-2805/1018, 6-26=-2805/1018, 6-27=-2697/944, 7-27=-2781/926, 7-28=-2991/1031, 8-28=-3076/1014 BOT CHORD 2-14=-809/2756, 13-14=-574/2305, 13-29=-574/2305, 29-30=-574/2305, 12-30=-574/2305, 12-31=-592/2266, 31-32=-592/2266, 11-32=-592/2266, 10-11=-592/2266, 8-10=-827/2675 WEBS 3-14=-369/277, 4-14=-72/503, 4-12=-213/783, 5-12=-603/338, 6-12=-213/783, 6-10=-71/504, 7-10=-370/277 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Exterior(2) 11-0-0 to 30-2-15, Interior(1) 30-2-15 to 38-4-0 zone; cantilever 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 prevent water ponding. 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 100 lb uplift at joint(s) except (jt=lb) 2=455, 8=455. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Segn:A0002485,Date:08/05/2014 LOAD CASE(S) Standard LICE SE If No 42704 STATE OF IR William M. Ranieri, P c # 42704 Job Truss russ ype y wDg No 004 728739 A04 Hip 1 1 Job Reference (optional) 3x8 = Run: 7.520 S May 1 2014 Print: 7.520 S May 1 2014 Mi I ex InauStrleS, Inc. I ue Aug US 14:29:w ZU14 Page 1 ID;FA3LKI1 ED2_3JLFS4emUZpyrSfx-gNjhmLSloJSzS1 lu?aV4Zh8WLOycKIL7GGJOBjyqu?S 6-9 4 13-M 18-6-0 24-0-0 30-2-12 37-0-0 38 4 Q 6-9-4 6-2-12 5-6-0 5-6-0 6-2-12 6-9-4 1-4-0 - 10-0-0 6.00 F12 5x6 = 2x4 11 5x6 = 4 23 24 5 25 266 3x4 = 3x6 = 12 3x8 = 3x6 = 3x4 = 10-0-0 Scale: 3/16"=1' 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.23 12-14 999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.88 Vert(TL) 0.57 12-14 774 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.15 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 Matrix-M) Wind(LL) 0.18 10-12 999 240 Weight: 187 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except' 132: 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-2-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1758/0-8-0 (min. 0-2-1), 8=1758/0-8-0 (min. 0-2-1) Max Horz2=-203(LC 10) Max Uplift2=455(LC 12), 8=-455(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-3014/976, 3-21=-2851/997, 3-22=-2697/909, 4-22=-2604/925, 4-23=-2328/891, 23-24=-2328/891, 5-24=-2328/891, 5-25=-2328/891, 25-26=-2328/891, 6-26=-2328/891, 6-27=-2605/924, 7-27=-2697/908, 7-28=-2852/997, 8-28=-3014/976 BOT CHORD 2-14=-767/2741, 13-14=-493/2166, 13-29=-493/2166, 12-29=-493/2166, 12-30=-511/2083, 11-30=-511/2083, 10-11=-511/2083, 8-1 0=-785/261 1 WEBS 3-14=457/318, 4-14=-126/617, 4-12=-120/507, 5-12=-426/237, 6-12=-120/507, 6-10=-126/618, 7-10=-457/318 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 13-0-0, Exterior(2) 13-0-0 to 28-2-15, Interior(1) 28-2-15 to 38-4-0 zone; cantilever left and right exposed ;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) 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 100 lb uplift at joint(s) except (jt=lb) 2=455, 8=455. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Segn:A0002486,Date:08/05/2014 LOAD CASE(S) Standard M. LICENSE+•; No.42704 STATE OF,, AIL William M. Ranieri, PE"' 'Lic # 42704 oTruss russ I ype Qty Ply Dwg No 005 728739 A05 Hip 1 1 Job Reference (optional) Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:29:54 2014 Page 1 ID:FA3LKI1 ED2_3JLFS4emUZpyrSfx-8ZH3zhSNZdag4Bt4ZHOJ5uheRoGl3fWGVw3yj9yqu?R r1-4-0 7-9-4 15-0-0 19-8-0 , 22-0-0 29-3-5 37-0-0 q8-4-q 1 40 7-9 4 7-2-12 4-8-0 2 4-0 7-3-5 7-8-11 1 4-0 3x6 7-9-4 6.00 F12 5x10 = 4x4 = 5x6 = 4 26 5 6 17 .- 15 14 2x4 11 15-0-0 3x6 = 2x4 11 7x8 = 3-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.41 10-12 999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.98 Vert(TL) 1.23 10-12 360 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.75 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 Matrix-M) Wind(LL) 0.46 10-12 969 240 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T4: 2x4 SP M 31, T5: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 133,64: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W5,W4: 2x4 SP No.2 REACTIONS. (lb/size) 2=1772/0-8-0 (min. 0-2-1), 8=1745/0-8-0 (min. 0-1-15) Max Horz 2=231(LC 11) Max Uplift2=-458(LC 12), 8=452(LC 12) 5x8 MT201,1z 7-8-11 Scale = 1:67.0 PLATES GRIP MT20 2441190 MT20H 187/143 Weight: 201 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-15, 4-15, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-2995/879, 3-24=-2789/904, 3-25=-2294/780, 4-25=-2171/796, 4-26=-4587/1368, 5-26=4587/1368, 5-6=-3787/1194, 6-27=-4177/1229, 7-27=4293/1213, 7-28=-5400/1565, 8-28=-5438/1540 BOT CHORD 2-17=-710/2620, 16-17=-672/2573, 15-16=-672/2573, 12-13=-1038/4775, 11-12=-1317/4914, 10-11 =-1 334/4889, 8-1 0=-1 321/4892 WEBS 5-13=-238/1230, 3-17=0/284, 3-15=-756/316, 4-15=-1375/315, 13-15=-540/2660, 4-13=-748/3299, 5-12=-1599/402, 6-12=-323/1480, 7-12=-1103/478 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 15-0-0, Exterior(2) 15-0-0 to 26-2-15, Interior(1) 26-2-15 to 38-4-0 zone; cantilever left and right exposed ;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 MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 13 = 0% 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. 8) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=458, 8=452. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Segn:A0002487,Date: 08/05/2014 LOAD CASE(S) Standard No.4a704 e s STATE OF p r Aayb.•asM . ygMMddill'rl YJ. William M. Ranieri, 42704 Job Truss Truss Type ty Ply Dwg No 006 728739 A06 Hip 1 1 Job Reference (optional) Kurt: t.b2U s May 1 ZU14 Print /.b2U s May 1 ZU14 MI I eK inaustrles, Inc. I ue Aug Ub 14:29:bb ZU14 rage 1 ID:FAKKI1 ED2_3JLFS4emUZpyrSfx cmrR61T?JwihhLSG7?XYe6Eq?8cgo4DQkaoVGbyqu?Q 1-4-0i 5-9-6 8-4-12 12-8-12 17-,-0 19-2-11 Zp-0 0 26-1-9 31-3-5 37-0-0 38-4-Oi 1-9-6 2-7-5 4-4-0 4-3-5 2-2-11 -9- 6-1-9 5-1-12 r 5-8-11 5x6 = Sx8 = 6.00 12 3x8 —_ 2x4 11 3x6 = 2x4 11 2x4 11 7x8 = Scale = 1:66.3 5x8 MT20W N m V 0 0 20-0-0 8-4-12 12-8-12 17-0-0 19-2-1119-$Q z8-rrs 37-0-0 B-0-12 4-4-0 43-5 2-2-11 5 8-6-5 8-5-11 OA-0 Plate Offsets (X,Y)—[2:0-8-0,0-0-10],[3:0-3-0,0-3-4],[5:0-3-0,0-2-0] [6:0-6-0,0-2-8] [8:0-3-0,0-3-0] [9:0-3-7 Edge],[15:0-2-12,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) -0.41 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -1.29 11-13 >343 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.74 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Wind(LL) 0.45 11-13 >990 240 Weight: 215 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T4,T5: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-18 B4: 2x4 SP No.3, B3,135: 2x4 SP M 30 JOINTS 1 Brace at Jt(s): 15 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracingW5: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1741/0-8-0 (min. 0-1-15), 2=1775/0-8-0 (min. 0-2-2) Max Horz2=-260(LC 10) Max Uplift9=450(LC 12), 2=-459(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-2912/806, 3-27=-2778/833, 3-4=-2450/824, 4-5=4276/1140, 5-6=-3894/1088, 6-28=-3780/1060, 7-28=-3888/1044, 7-8=-5107/1393, 8-29=-5420/1518, 9-29=-5457/1503 BOT CHORD 2-20=-921/3068, 19-20=-589/2483, 18-19=-589/2483, 14-15=-617/3457, 13-14=-624/3471, 12-13=-1092/4495, 11-12=-1107/4469, 9-11=-1291/4915 WEBS 5-15=-389/1664, 7-11=0/493, 8-11=-284/217, 6-13=-157/706, 7-13=-1036/473, 6-15=-194/926, 4-18=-1686/368, 15-18=-644/2997, 4-15=-212/1744, 3-18=-549/199 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 17-0-0, Exterior(2) 17-0-0 to 20-0-0 Interior(1) 24-2-15 to 38-4-0 zone; cantilever left and right exposed ;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 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) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=450, 2=459. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e ll 10) Segn:A0002488,Date: 08/05/2014 ,..•+••• A. 1•• LICENSE•• No.42704 STATE 4F 0 t•' S, + " 01i LOAD CASE(S) Standard William M. Ranieri, Pi"c # 42704 Job ss Truss Type Qty y Dwg No 007 728739 A07 Roof Special 1 1 Job Reference (optional) Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. rue Aug 05 14:29:55 2014 Page 1 ID:FA3LKI1ED2 3JLFS4emUZpyrSfx-cmrRB1T?JwihhLSG7?XYe6EtjBcho4XQkaoVGbyqu?Q r1-4-0 6-6-5 12-6-3 18-6-0 19-8-Q 25-3-8 30-1%2 37-0-0 Q8-4-Q 1-4-0 6-6-5 5-11-13 5-11-13 1-2- 5-7-8 5-6-9 6-1-14 5x6 = 3x4 11 5 6 3x4 = 46 = 5x6 = 3x8 = 10-5-5 19-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TIC 0.74 Vert(LL) 0.45 11-13 985 360 TCDL 15.0 Lumber Increase 1.25 BC 0.97 Vert(TL) 1.42 11-13 312 240 BCLL 0.0 * Rep Stress Incr YES WB 0.89 Horz(TL) 0.77 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Wind(LL) 0.46 11-13 964 240 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3,T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 133,132: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3,W4,W5: 2x4 SP No.2 REACTIONS. (lb/size) 2=1772/0-8-0 (min. 0-2-1), 9=1745/0-8-0 (min. 0-1-15) Max Horz2=-280(LC 10) Max Uplift2=-456(LC 12), 9=-454(LC 12) Scale = 1:66.7 5x8 MT20H_ PLATES GRIP MT20 244/190 MT20H 187/143 Weight: 202 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 Rows at 1/3 pts 4-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-3003/835, 3-23=-2902/855, 3-4=-2665/777, 4-24=-3151/822, 5-24=-3047/834, 5-6=-3600/1030, 6-25=-3676/951, 7-25=-3795/942, 7-8=-5085/1254, 8-26=-5455/1417, 9-26=-5493/1398 BOT CHORD 2-16=-628/2710, 16-27=-430/2240, 15-27=-430/2240, 15-28=-430/2240, 14-28=-430/2240, 13-14=-331/2032, 12-13=-910/4358, 11-12=-926/4330, 9-11=-1197/4955 WEBS 3-16=-393/246, 4-16=-27/551, 4-14=-2916/569, 4-13=-364/2802, 5-13=-720/2689, 7-13=-990/399, 7-11=-37/614, 8-11=-348/262 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 21-6-0 zone; cantilever left and 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.Opsf. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=456, 9=454. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. q®, 9) Segn:A0002489,Date:08/05/2014 :..••.••, ICENSE 4!/r No. 42704 = STATE OF A LOAD CASE(S) Standard William M. Ranieri, P # 42704 o russ cuss ype ty y Dwg No 008 728739 A08 Scissor 2 1 Job Reference (optional) Kun: i.ozu s may i zul4 rant: t.Dzv s may i zvw nm i eK inausvies, inc. i ue Aug vD i a:za ou zu w rage i ID:FA3LKI1 ED2_3JLFS4emUZpyrSfx-5yPgONUd4EgYJU 1 Thi2nBJm1 qb 1 PXYQZzEY2o2yqu?P r1-4-0 6-7-12 12-6-13 18-6-0 24-5-3 30-4-4 37-0-0 8-4-(] 1 4-0 6-7-12 5-11-2 5-11-3 5-11-3 5-11-2 6-7-12 1 4-0 5x6 = 4x10 c 410 Scale = 1:66.4 9-4-5 18-6-0 27-7-11 37-0-0 9-4-5 9-1-11 9-1-11 9-4-5 Plate Offsets (X,Y)— 2:0-0-14,Edge], [3:0-3-0,0-3-0], [7:0-3-0,0-3-0], [8:0-0-14,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.48 10-12 919 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.68 Vert(TL) 1.52 10-12 291 240 MT20H 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.78 Horz(TL) 0.92 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Wind(LL) 0.50 12-14 887 240 Weight: 171 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-0-14 oc bracing. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing W4: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1758/0-8-0 (min. 0-1-8), 8=1758/0-8-0 (min. 0-1-8) Max Horz2=-280(LC 10) Max Uplift2=-455(LC 12), 8=-455(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-5543/1398, 3-21=-5505/1418, 3-4=-5077/1241, 4-22=-3705/901, 5-22=-3601/921, 5-23=-3601/901, 6-23=-3705/889, 6-7=-5077/1245, 7-24=-5505/1420, 8-24=-5543/1400 BOT CHORD 2-14=-1168/5000, 13-14=-864/4267, 12-13=-848/4300, 11-12=-879/4300, 10-11=-895/4267, 8-1 0=-1 197/5000 WEBS 5-12=-586/2857, 6-12=-1031/444, 6-10=-52/672, 7-10=-420/291, 4-12=-1025/445, 4-14=-53/672, 3-14=-412/290 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 21-6-0 zone; cantilever left and 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. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=455, 8=455. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Segn:A0002490,Date:08/05/2014 LOAD CASE(S) Standard LICENSE'•;I` No. 42704 s : STATE OF,` William M. Ranieri, PFTEOM # 42704 Job TrusS russ ype ty y Dwg No 009 728739 A09 Roof Special 4 1 Job Reference (optional) Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:29:57 2014 Page 1 ID:FAKKI1 ED2-3JLFS4emUZpyrSfx-Z8zCbjVFrYyPxecfEPaOjXJ9f?IvGJjBuHcKUyqu?O r1-4-0, 6-5-10 12-6-13 18-6-0 26-0-0 31-2-12 37-0-0 38-4-q 1-4-0 6-5-10 6-1-3 5-11-3 7-6-0 5-2-12 5-9-4 5x8 MT201-1= 18-6-0 5x6 = 11 10 2x4 11 5x6 = 26-0-0 31-2-12 Scale = 1:66.4 Plate Offsets (X,Y)— 2:0-3-7,Edge], [3:0-3-0,0-3-0], [7:0-2-12,0-3-0], [8:0-2-9,0-1-8], [12:0-8-0,0-1-12], [13:0-4-12,0-3-8], [14:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.45 13-14 976 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vert(TL) 1.42 13-14 312 240 MT20H 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.78 Horz(TL) 0.82 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 Matrix-M) Wind(LL) 0.47 13-14 945 240 Weight: 188 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T4: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B4: 2x4 SP No.3, B5: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W4,W7: 2x4 SP No.2 REACTIONS. (lb/size) 8=1772/0-8-0 (min. 0-2-1), 2=1745/0-8-0 (min. 0-1-15) Max Horz2=-280(LC 10) Max Uplift8=-457(LC 12), 2=-452(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-5484/1391, 3-21=-5446/1411, 3-4=4985/1211, 4-22=-3650/889, 5-22=-3551/910, 5-23=-3535/874, 6-23=-3680/862, 6-7=-5037/1265, 7-24=-2997/802, 8-24=-3033/784 BOT CHORD 2-14=-1161/4952, 13-14=-842/4248, 12-13=-1000/4670, 6-12=0/404, 8-10=-691/2622 WEBS 3-14=-438/305, 4-14=44/647, 4-13=-1026/432, 5-13=-531/2737, 6-13=-1422/546, 10-12=-644/2887, 7-12=-338/1833, 7-10=-1291/381 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 21-6-0 zone; cantilever left and 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. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 8=457, 2=452. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Segn:A0002491,Date: 08/05/2014 LOAD CASE(S) Standard M. LICENSE•; No.42704 •: STATE OF _3 William M. Ranieri, 42704 Job Truss uss Type Qty Ply Dwg No 010 728739 A010 Root Special 8 1 Job Reference (optional) Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:29:57 2014 Page 1 ID:FA3LKI1 ED2_3JLFS4emUZpyrSfx-Z8zCbjVFrYyPxecfEPaOjXJA1?KIGOOjBuHcKUyqu?O 1 4-0 6-3 4 12-0-0 18-6-0 26-0-0 31-2-12 37-0-0 48-4-(] 1 4-0 6-3 4 5-8-12 6-6-0 7-6-0 5-2-12 594 1 4-0 5x6 = 16 lb 11 lu 3x6 = 5x6 = 2x4 II 2x4 11 5x6 = Scale = 1:65.4 3x6 = 6-3 4 121-0 18 6-0 26-0-0 31-2-12 37-0-0 6-3-4 5-8-12 6-6-0 5-2-12 Plate Offsets (X,Y)—[3:0-3-0,0-3-0],[7:0-3-0,0-3-01,[12:0-8-0 0-1-12][14:0-10-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.34 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.87 Vert(TL) 1.11 12-13 >400 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.65 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Wind(LL) 0.35 12-13 >999 240 Weight: 206 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except' TOP CHORD Structural wood sheathing directly applied. T1,T4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-12 oc bracing. BOT CHORD 2x4 SP M 30 *Except* WEBS 1 Row at midpt 4-13, 6-13 B1,B6: 2x4 SP No.2, 132,135: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 'Except* be installed during truss erection, in accordance with Stabilizer W3,W5,W8: 2x4 SP No.2 Installation guide. REACTIONS. (lb/size) 2=1758/0-8-0 (min. 0-2-1), 8=1759/0-8-0 (min. 0-2-1) Max Horz2=280(LC 11) Max Uplift2=-455(LC 12), 8=-455(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-3014/776, 3-23=-2911/796, 34=-4833/1211, 4-24=-3609/880, 5-24=-3495/892, 5-25=-3484/864, 6-25=-3630/852, 6-7=-4990/1253, 7-26=-2914/795, 8-26=-3014/777 BOT CHORD 2-16=-642/2604, 4-14=-26/438, 13-14=-873/4427, 12-13=-988/4626, 6-12=0/412, 8-10=-668/2606 WEBS 3-16=-1272/384, 14-16=-648/2919, 3-14=-247/1617, 4-13=-1249/472, 5-13=-503/2657, 6-13=-1424/543, 10-12=-652/2918, 7-12=-321/1766, 7-10=-1300/383 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Extedor(2) 18-6-0 to 21-6-0 zone; cantilever left and 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=455, 8=455. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Segn:A0002492,Date:08/05/2014 LOAD CASE(S) Standard LICENSE' - No.42704 STATE OF William M. Ranieri, P # 42704 oI russ I russ Type ty y Dwg No 011 728739 A011 Roof Special 5 1 Job Reference (optional) Run: 7.520 s Mayy 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:29:58 2014 Page 1 ID:FA3LKI1ED2 3JLFS4emUZpyrSfx-1LXap2Vtcr4GYoBro75FGksNOPla?WusQY19swyqu?N V0,14-0 6-7-0 12-0-0 18-6-0 26-0-0 31-2-12 W 0 38-4-q 1-4-0 6-7-0 5-5-0 6-6-0 7-6-0 5-2-12 5-9-4 14-0 5x6 = 3x6 = 2x4 11 2x4 11 2x4 11 2x4 11 3x6 = Scale = 1:65.4 6-7-0 5-1-0 014-0 6-6-0 7-" 0-2-0 5-0-12 5-9-4 Plate Offsets (X,Y)-- 3:0-3-010-3-0],[7:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.11 12-13 999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.58 Vert(TL) 0.28 12-13 603 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.06 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Wind(LL) 0.04 16-19 999 240 Weight: 189 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 *Except` BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. B2,65: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Qt=length) 15=0-4-0, 11=0-4-0. lb) - Max Horz2=-280(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-209(LC 12), 15=-258(LC 12), 11=-240(LC 12). 8=-201(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=433(LC 21), 15=1496(LC 17), 11=1296(LC 22), 8=406(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-816/260, 3-23=-273/290, 3-4=-89/1177, 6-7=-54/891, 8-26=-669/202 BOT CHORD 2-16=-368/1301, 14-15=-1442/331, 4-14=-1107/273, 13-14=-811/294, 12-13=-691/237, 11-12=-1242/319, 6-12=-960/297, 8-10=-294/939 WEBS 3-14=-863/296, 4-13=0/862, 5-13=453/191, 6-13=0/654, 7-12=-772/256 NOTES- (7) 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 21-6-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 2, 258 lb uplift at joint 15, 240 lb uplift at joint 11 and 201 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:A0002493,Date:08/05/2014 LOAD CASE(S) Standard aa d'UI® RN au.• LICENSE`•;' No.427Q4 STATE OF•`I William M. Ranieri, P c # 42704 Job s Truss Type uty ply Dwg No 012 728739 A012 Roof Special Structural Gable 1 1 Job Reference o tional may . cuw--. r.o<v„-Y . 4v, o,,v- -,,". .--.y.1 --- -- , -yam , ID:FA3LKl1 ED2W _3JLFS4emUZpyrSfx-VX4y00VN9C7Aym2MgcUoyOYOp4Kk2gOfCmiPNyqu?M 1- 4-0 6-3-4 12-0-0 } 18-6-0 26-0-0 31-2-12 37-0-0 84 1- 0 6-3-4 5-8-12 6-6-0 7-6-0 5-2-12 5-9-4 1-4-0 - Scale = 1:65.4 5x6 = 25 24 23 62 22 21 20 16 15 14 63 13 12 11 10 3x6 = 6- 3 4 12-0-0 18-6-0 26-0-0 31-2-12 37-0-0 6- 3-4 5-8-12 6-6-0 7-6-0 5-2-12 5-9 4 Plate Offsets (X Y)- 3:0-3-0 0-3-0] [7:0-3-0 0-3-0] [26:0-1-9 0-1-0] [30:0-1-9 0-1-0],[43:0-1-9,0-1-01,[46:0-1-9 0-1-0] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.11 17-18 999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.54 Vert(TL) 0.28 17-18 613 240 BCLL 0.0 * Rep Stress Incr YES W B 0.17 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Wind(LL) 0.01 18 999 240 Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: B2, B5: 2x4 SP No.3 10-0-0 oc bracing: 19-20,17-18,16-17. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-0-0 except Ot=length) 2=12-0-0, 20=12-0-0, 20=12-0-0, 19=12-0-0, 23=12-0-0, 21=12-0-0, 22= 12-0-0, 24=12-0-0, 25=12-0-0, 2=12-0-0. lb) - Max Horz 2=-280(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 20, 16, 16, 25, 11, 10 except 2=-190(LC 12), 19=-122(LC 12), 17=- 142(LC 12), 8=-187(LC 12), 23=-216(LC 12), 12=-207(LC 12) Max Grav All reactions 250 lb or less at joint(s) 20, 20, 21, 22, 24, 25, 15, 14, 13, 11, 10 except 2=293(LC 18), 19= 891(LC 17), 17=844(LC 1), 8=277(LC 22), 23=458(LC 17), 12=379(LC 18), 2=285(LC 1), 8=276(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-58=-291/250, 3-58=-254/318, 3-4=-245/284, 4-59=-628/282, 5-59=-514/294, 5- 60=-503/292, 6-60=-648/279, 6-7=-120/298 BOT CHORD 2-25=-202/458, 4-19=-832/199, 6-17=-780/246, 8-10=-199/359 WEBS 3-23=-405/249, 4-18=0/471, 6-18=0/456, 7-12=-353/216 NOTES- ( 12) 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 21-6-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) 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. 4) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * 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. 9) Bearing at joint(s) 19, 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 16, 25, 11, 10 except Ot=lb) 2=190, 19=122, 17=142, 8=187, 23=216, 12=207, 2=190, 8=187. 11) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Segn:A0002494,Date:08/05/2014 I LOAD CASE(S) Standard ICENSE• No. 42704 STATE OF William M. Ranieri, 42704 o russ cuss ype ty y wDg No 013 728739 B01 Common Supported Gable 1 1 Job Reference (optional) I Run: 7.520 s May 12014 Print: 7.520 s May 1 2014 MI I ek Industries, Inc. I ue Aug Ub 14:3U:UU ZU14 rage 1 ID:FA3LKI1 ED2_3JLFS4emUZpyrSfx-zjeKEkX88TK_o6LEwY7jL9xszCY2TWU9tsWGxpyqu7L 1-4-0 6-2-0 12-4-0 13-8-0 1-4-0 6-2-0 6-2-0 1-0-0 4x4 = 3x4 Scale = 1:23.5 0 0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 9 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix) Weight: 56 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-4-0. lb) - Max Horz2=-106(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 13, 14, 11, 10 except 2=-123(LC 12), 8=-123(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- ( 12) 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-4-0 to 1-8-0, Exterior(2) 1-8-0 to 6-2-0, Corner(3) 6-2-0 to 9-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 14, 11, 10 except Qt= 1b) 2=123, 8=123. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Segn:A0002495,Date: 08/05/2014 LOAD CASE(S) Standards n . LICENSE••% 1 0+. No. 427p+4 1 STATE OF J* ORIP William M. Ranieri, P # 42704 oTruss, cuss ype ty y Dwg No 014 728739 B02 Common 1 1 Job Reference (optional) Run: 7.520 s Mayy 12014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:30:00 2014 Page 1 ID:FA3LKI1 ED2_3JLFS4emUZpyrSfx-zjeKEkX88TK_06LEwY7jL9xg1 CTkTW89tsWGxpyqu?L 6-2-0 12-4-0 6-2-0 6-2-0 4x4 = 3x4 = 3x4 = Scale = 1:23.3 Io 6-2-0 124-0 6-2-0 6-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.02 5-8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.07 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Wind(LL) 0.03 5-8 >999 240 Weight: 46 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=553/0-8-0 (min. 0-1-8), 2=650/0-8-0 (min. 0-1-8) Max Horz 2=102(LC 11) Max Uplift4=-126(LC 12), 2=-201(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-795/330, 12-13=-592/218, 3-13=-581/230, 3-14=-581/245, 4-14=-904/452 BOT CHORD 2-5=494/1094, 4-5=-652/1210 WEBS 3-5=0/251 NOTES- (7) 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-2-0, Exterior(2) 6-2-0 to 9-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=126, 2=201. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:A0002496,Date:08/05/2014 LOAD CASE(S) Standard No.42704 STATE ;8F ra William M. Ranieri, PE""PEOVE # 42704 oTruss russ ype ty y wDg No 015 728739 C01 Roof Special Girder t 1 Job Reference (optional) i Faun: f.bzu s May 1 Zu14 rnnC r.bzu S Ma 1 LU14 MI eK InOUSRIes, InC. 1 ue Aug Ub 14:Ju:u i zu 14 rage ID:FA3LKI1ED2_3JLFS4emUZpyrSfx- vCiR4YmvmSrPGvQTFeyuNU?rcpmCyNl6WFpTFyqu?K 1-4-0 6-2-0 7-2-0 9-2-0 10-4-0 11-2-0 12-0-013-2-0 16-4-0 18-2-8 1- 4-0 6-2-0 1-0-0 2-0-0 1-2-0 0-t0-0 0-10-0 1-2-0 3-2-0 t-10-8 3x4 = 4x4 — 4x4 = NAILED „ --- NAILED Scale = 1:33.9 3x4 = 6- 2-0 10-4-0 12-0-0 16-4-0 18-2 6- 2-0 4-2-0 1-8-0 4-4-0 1-10-8 Plate Offsets (X Y)— [14:0-4-8 0-2-0] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.02 20-26 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.08 20-26 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 15 n/a n/a BCDL 10.0 Code FBC2010rTP12007 Matrix-M) Wind(LL) 0.02 18-20 >999 240 Weight: 106 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 JOINTS 1 Brace at Jt(s): 8, 13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. ( lb/size) 15=270/1-2-8 (min. 0-1-8), 2=702/0-8-0 (min. 0-1-8), 17=589/0-8-0 min. 0-1-8) Max Horz 2=143(LC 7) Max Upliftl5=-44(LC 8), 2=-209(LC 32), 17=-181(LC 8) Max Grav 15=275(LC 36), 2=702(LC 1), 17=590(LC 21) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-809/167, 3-4=-335/103, 4-6=-333/125, 3-5=-407/142, 5-7=437/155, 7-8=-378/142, 6- 9=-327/121, 9-12=-343/81, 12-14=-347/24, 14-15=410/53 BOT CHORD 2-20=-196/1092, 19-20=-4/253, 18-19=4/253, 17-27=-30/351, 27-28=-30/351, 16- 28=-30/351, 15-16=-27/352 WEBS 8-20=-76/444, 11-17=-396/176 NOTES- ( 15) 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 2= 209, 17=181. 10) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. p 12) " NAILED" indicates 3-1 Od (0.148" xY) or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. M. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 1391b up at •••'••••, 16- 0-7 on top chord. The design/selection of such connection device(s) is the responsibility of others., '+LICEM SE •• ; 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). . 15) Segn:A0002497,Date:08/05/2014 e ^/ nn aNO.e.42704 i LOAD CASE(S) Standard j i Continued on page 2 ' two" ATEF yxgg10 William M. Ranieri, P c # 42704 Job Truss russ ype ty y wDy No 015 728739 Col Roof Special Girder 1 1 Job Reference (optional) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-14=-70, 14-15=-70, 21-24=-20 Concentrated Loads (lb) Vert: 14=101(F) 16=37(F) 12=26(F) 27=4(F) 28=4(F) Kun: r.ozu s may i zu i v rnnu r.ozu s may i [u rc mi i e. inausuies, mc. i ue n 9 uo 14-V i cu w ra9e c ID:FA3LK11 ED2_3JLFS4emUZpyrSfx-RvCiR4YmvmSrPGvQTFeyuNU?rcpmCyNl6WFpTFyqu?K MO LICENSE'... No.42704 STATEOF William M. Ranieri, P # 42704 o russ Truss Type ty y Dv,g No 016 728739 CO2 Common 2 1 Job Reference (optional) i Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:30:02 2014 Page 1 ID:FA3LKI1 ED2_3JLFS4emUZpyrSfx-v6m5fQZOg4ai1 PUc1 z9BQaOBsOAcxMZSLA?N?iyqu?J 1-4-0 4-5-2 9-2-0 13-10-12 17-8-0 1-4-0 4-5-2 4-8-14 4-8-12 3-9-4 4x4 = 3x4 = xv xv 3x4 = Scale = 1:32.8 6-7-10 11-8-5 1-0r0 17-8-0 6-7-10 5-0-11 0-3- 1 5-8-0 Plate Offsets (X Y)-- [6:0-3-8 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.03 10-13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.09 10-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Wind(LL) 0.01 10 >999 240 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, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=589/0-8-0 (min. 0-1-8), 8=910/0-8-0 (min. 0-1-8), 7=171/0-8-0 (min. 0-1-8) Max Horz 2=139(LC 11) Max Uplift2=-174(LC 12), 8=-244(LC 12), 7=-17(LC 12) Max Grav2=596(LC 21), 8=910(LC 1), 7=188(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-691/212, 3-14=-585/224, 3-15=-459/152, 4-15=-375/164, 4-16=-51/256 BOT CHORD 2-10=-167/659 WEBS 3-10=-343/229, 4-10=-101/390, 4-8=-644/250, 5-8=-345/233 NOTES- (7) 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-2-0, Exterior(2) 9-2-0 to 12-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=1b) 2=174, 8=244. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:A0002498,Date:08/05/2014 LOAD CASE(S) Standard VIA— M. LICENSE• Nos42704 e STATE OF William M. Ranieri, 42704 Job Truss cuss ype ty y Dwg No 017 728739 CO3 Common 1 1 Job Reference (optional) i Hun: /.bZU s May 1 2U14 F'nnt: /.bZU s May 1 ZU14 Mi FeK Intlustrles, Inc. I ue Aug Ub 14:3U:UZ Z014 Hage 1 I D:FA3LK11 ED2_3JLFS4emUZpyrSfx-v6m5fQZOg4a i 1 PUc1 z9BQa0B F03NxOgSLA?N?iyqu?J 1-4-0 4-6-14 9-2-0 13-9-2 18-2-8 1-4-0 4-6-14 4-7-2 4-7-2 4-5-6 Scale = 1:33.0 4x4 = 3x4 = 5x8 = 3x4 = 9-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.10 7-10 999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.71 Vert(TL) 0.27 7-10 819 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Wind(LL) 0.04 7-10 999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=811/Mechanical, 2=921/0-8-0 (min. 0-1-8) Max Horz 2=143(LC 11) Max Uplift6=-187(LC 12), 2=-262(LC 12) PLATES GRIP MT20 244/190 Weight: 81 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-6-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-1337/461, 3-14=-1228/474, 3-15=-988/327, 4-15=-910/338, 4-16=-910/351, 5-16=-989/340, 5-17=-1237/484, 6-17=-1346/471 BOT CHORD 2-7=-371/1147, 6-7=-358/1168 WEBS 4-7=-106/519,5-7=-409/256, 3-7=-395/259 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-2-0, Exterior(2) 9-2-0 to 12-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except Ot=lb) 6=187, 2=262. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Segn:A0002499,Date:08/05/2014 LOAD CASE(S) Standard e i. l.' LICENSE No.42704 i• STATE OF e William M. Ranieri, P l # 42704 Job Truss cuss ype ty y Dwg No 016 728739 CJt Jack -Open 4 1 Job Reference (optional) 1-4-0 M O Run: 7.520 s Mayy 1 2014 Print: 7,520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:30:02 2014 Page 1 ID: FA3LKI1 ED2_3JLFS4emUZpyrSfx-v6m5fQZOg4ai 1 PUc1 z9BQaOD80E7xR7SLA?N?iyqu?J Scale = 1:7.6 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20IOfTP12007 Matrix-M) Wind(LL) -0.00 7 >999 240 Weight: 6 lb 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 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=187/0-8-0 (min. 0-1-8), 4=-9/Mechanical, 3=4/Mechanical Max Horz 2=62(LC 12) Max Uplift2=-119(LC 12), 4=-9(LC 1), 3=-3(LC 9) Max Grav2=187(LC 1), 4=20(LC 12), 3=8(LC 13) 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=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except (jt=lb) 2=119. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:A0002500,Date:08/05/2014 LOAD CASE(S) Standard ma LICENSE % No. 42704 STATE OF w r William M. Ranieri, P1="%# 42704 Job Truss Truss Type ty y Dwg No 019 728739 CJ3 Jack -Open 2 1 Job Reference (optional) 1-4-0 Run: 7.520 s May 1 ZU14 Print: /.o2U s May 1 zU14 Mi I eK Inaustnes, Inc. 1 ue Aug u5 14:dU:U3 zul4 rage 1 ID:FA3LKI, ED2_3JLFS4emUZpyrSfx-NIKTsmZOROiZfZ3pbggQzoZOuQagguNbapkwYByqu?I 3-0-0 Scale = 1:12.6 3-0-0 3-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.00 4-7 >999 240 Weight: 12 lb 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=73/Mechanical, 2=256/0-8-0 (min. 0-1-8), 4=28/Mechanical Max Horz2=102(LC 12) Max Uplift3=-41(LC 12), 2=-102(LC 12) Max Grav3=77(LC 17), 2=256(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 24=-109/255 NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 2-114 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=102. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:AO002501,Date:08/05/2014 LOAD CASE(S) Standard r LICENSE'. No.42704 9 STATE OF I 4 F1d'D4:•''` `v yV(e DNAI William M. Ranieri, P c # 42704 o russ cuss ype ty y Dwg No 020 728739 CJ5 Jack -Open 2 1 Job Reference (optional) Sli Run: /.b2U s May 1 2U14 Vnnt: /.bZU s Mayy 7 zU14 MI I8K Inaustrles, Inc. I ue Aug 05 14:30:03 2014 rage 1 ID:FA3LKI1 ED2_3JLFS4emUZpyrSfx-NIKTsmZOROiZfZ3pbggQzoZMtQYuguNbapkwY8yqu?I Scale = 1:17.7 30 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Wind(LL) 0.03 4-7 >999 240 Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=129/Mechanical, 2=363/0-8-0 (min. 0-1-8), 4=46/Mechanical Max Horz 2=143(LC 12) Max Uplift3=-75(LC 12), 2=-116(LC 12) Max Grav3=134(LC 17), 2=363(LC 1), 4=77(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-559/389 BOT CHORD 24=-722/815 NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=116. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) Segn:A0002502,Date:08/05/2014 LOAD CASE(S) Standard i' i• TATE OF William M. Ranieri, P # 42704 ob Truss russ ype Oty Ply Dwg No 021 728739 EJ2 Jack -Open 2 1 Job Reference (optional) Run: 7.520 s May 1 2014 Print: 7,520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:30:04 2014 Page 1 ID:FA3LKI1 ED2_3JLFS4emUZpyrSfx-sUur36aeChgQGje?9NCfV?6ZegwaPLdIoTUT4ayqu?H 1 4 0 2-0-0 1-4-0 2-0-0 Scale = 1:10.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.00 7 999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.00 7 999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Wind(LL) 0.00 7 999 240 Weight: 9 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=211/0-8-0 (min. 0-1-8), 4=16/Mechanical, 3=44/Mechanical Max Horz2=83(LC 12) Max Uplift2=-101(LC 12), 3=-22(LC 12) Max Grav2=211(LC 1), 4=30(LC 3), 3=47(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 1-11-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb) 2=101. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:A0002503,Date:08/05/2014 LOAD CASE(S) Standard Mm 10 GENSE No.42704 t STATE OJF F4 t3R1p,,P; William M. Ranieri, P c # 42704 Job Truss Fruss Type Qty Ply Owy No 022 728739 EJ7 Jack -Open 6 1 Job Reference (optional) Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:30:04 2014 Page 1 ID:FA3LKl1 ED2_3JLFS4emUZpyrSfx-sUur36aeChgQGje?9NCfV?6Segr1 PLdloTUT4ayqu?H 1 4 0 7-0-0 1 4-0 7-0-0 Scale = 1:22.5 3x4 = Plate Offsets (X,Y)— 2:0-0-4,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.06 4-7 999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.38 Vert(TL) 0.17 4-7 483 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Wind(LL) 0.06 4-7 999 240 Weight: 24 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=182/Mechanical, 2=474/0-8-0 (min. 0-1-8), 4=62/Mechanical Max Horz2=184(LC 12) Max Uplift3=-108(LC 12), 2=-132(LC 12) Max Grav3=190(LC 17), 2=474(LC 1), 4=108(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1110/638 BOT CHORD 2-4=-1155/1627 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 3=108, 2=132. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:A0002504,Date:08/05/2014 LOAD CASE(S) Standard M. LICE NSN_6)_.h No.42704 STATE 8F ass .........' William M. Ranieri, PE"'Y't°"ti" # 42704 Job Truss uss ype ty Ply Dwg No 023 728739 EJ7J Monopitch Girder 1 1 Job Reference (optional) nun: r.o_ayc uDSemx-Ur36aeCgQGeID:FA3LK?9NCfV?6 gnYPJ01oTUT4ayqu. 4-3- 5 7-M 4-3- 5 2-8-11 2x4 II 2x4 11 3xb - 2x4 = LUS24 4-3- 5 1 7-0- 0 4-3- 5 2-8-11 Scale = 1: 24.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in loc) I/deft L/d PLATES GRIP TCLL 20. 0 Plates Increase 1.25 TC 0.16 Vert(LL) 0.02 4-5 999 360 MT20 244/190 TCDL 15. 0 Lumber Increase 1.25 BC 0.60 Vert(TL) 0.05 4-5 999 240 BCLL 0. 0 ' Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 4 n/a n/a BCDL 10. 0 Code FBC2010/TP12007 Matrix-M) Wind(LL) 0.02 4-5 999 240 Weight: 34 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/ size) 1=411/0-8-0 (min. 0-1-8), 4=997/Mechanical Max Horz 1=141(LC 8) Max Upliftl=- 62(LC 8), 4=-279(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-607/108 BOT CHORD 1-5=-277/573, 5-9=-150/490, 4-9=-150/490 WEBS 2- 5=-48/413, 2-4=-641/197 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 4=279. 6) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Use Simpson Strong -Tie LUS24 (4-SD9112 Girder, 2-SD9212 Truss, Single Ply Girder) or equivalent at 6-0-12 from the left end to connect truss( es) CO3 (1 ply 2x4 SP) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Segn: A0002505,Date:08/05/2014 LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: 1- 3=-70, 4-6=-20 Concentrated Loads ( lb) Vert: 9=- 791(B) LICENSE'- No. 42704 t STATE 8F s AMER William M. Ranieri, MTV— # 42704 Job Truss Qty y Dwg No 024 728739 HJ3 Diagonal Hip Girder 1 1 Job Reference (optional) 1-10-10 Run: 7.520 s May 1 2014 Print: (.SZU s May 1 ZU14 Mi I eK inaustries, Inc. I ue Aug u5 14:Ju:UD zui 4 rage 1 ID:FA3LKI1 ED2_3JLFS4emUZpyrSfx-KhSDHSbGz?yHutDBi5ju2Cei1 DFh8otu17D1 cOyqu?G 2-9-3 Scale = 1:9.9 0 M 0 2-9-3 -J 2-9-3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) 0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Wind(LL) -0.01 4-7 >999 240 Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=-12/Mechanical, 2=164/0-10-15 (min. 0-1-8), 4=-22/Mechanical Max Horz 2=81(LC 24) Max Uplift3=-12(LC 1), 2=-121(LC 8), 4=-22(LC 1) Max Grav3=24(LC 17), 2=214(LC 17), 4=35(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-304/334 BOT CHORD 2-9=-360/313 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=121. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) "NAILED" indicates 3-1Od (0.148"xY) or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) Segn:A0002506,Date:08/05/2014 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-5=-20 Concentrated Loads (lb) Vert: 8=190(F=95, 13=95) 9=56(F=28, B=28) M. LICENSE" s No.42704 s, STATE OF t 0 RIP—. William M. Ranieri, P # 42704 Job Truss uss ype ty y Dwg No 025 728739 HJ10 Diagonal Hip Girder 1 1 Job Reference (optional) Run: 7.520 s May 1 2014 Print: 7.520 s May 1 2014 MiTek Industries, Inc. Tue Aug 05 14:30:05 2014 Page 1 ID: FA3LKI1 ED2_3JLFS4emUZpyrSfx-KhSDHSbGz?yHutDBi5ju2Cei 1 DB98IVu 17D 1 cOyqu?G 1-10-10 6-0-0 3-10-1 Scale = 1:22.9 v o A A A JX4 = —"" NAILED NAILED NAILED 3x4 = 6-M 3-10-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.05 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Wind(LL) -0.02 7-10 >999 240 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=1 2 1 /Mechanical, 2=369/0-10-15 (min. 0-1-8), 5=320/Mechanical Max Horz2=184(LC 8) Max Uplift4=-68(LC 8), 2=-149(LC 8), 5=-76(LC 8) Max Grav4=121(LC 1), 2=458(LC 17), 5=323(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-680/261, 11-12=-565/179, 3-12=-494/135 BOT CHORD 2-14=-275/662, 14-15=-166/504, 7-15=-166/504, 7-16=-166/504, 6-16=-166/504 WEBS 3-6=-591/195 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=149. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) Segn:A0002507,Date:08/05/2014 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 5-8=-20 Concentrated Loads (lb) Vert: 11=190(F=95, B=95) 12=51(F=26, B=26) 13=-59(F=-30, B=-30) 14=56(F=28, B=28) 15=0(F=O, B=0) 16=-36(F=-18, B=-18) 00. .1. A LICENSE% No. 42704 STATE 8F William M. Ranieri, Pic # 42704 0 REPAIR FOR BROKEN WEB/CHORD REPAIR (REF. NP5-011) 1) SHORE TRU55 TO PROPER LEVEL 2) REALIGN DROKEN WED 3) APPLY APPROPRIATE 5CAD AND NAILING A5 INDICATED IN TADLE DELOW: 5CAD 5HALL DE OF THE SAME 51ZE, GRADE, AND SPECIES A5 THE WED MEMDER (U.N.O.) OR DETTER. ALL NAIL VALUES ARE DA5ED UPON PNEUMATIC DRIVEN 10d GUN NAILS AND S.Y.P. LUMDER. NOTE: NAILS 5HALL DE 015TRIDUTED 50 THAT THE END DISTANGE, EDGE 015TANGE. AND 5PACIN6 WILL AVOID UNU5UAL SPLITTING OF THE WOOD, TOTAL NAILS 1 Bd GUN) CHORD/WEB FORCE (LBF.) MIN. SORB" LENGTH (FT.) 7 714p 2'0' 9 9181v 2'-6" 11 1122# 3'0" 13 1326# 3'6" 15 1530# 4'0" 17 1734# 4'6" 19 1938# 5'0" 23 2346# 5'6" 25 2550# 6'0' 27 2754# 6'6" 29 295B# 7'0" 31 3162# 7'6" 33 3366# 8'0" 35 3570# 8'6" 37 3774# 9'0" 39 3978# 9'6 41 4182# 10'0" 43 4386# 10'6" 45 4590# 11'0" 47 4794# 11'6" 49 4998# 12'0" NOTE: S(AD DOTH 51DE5, SAME 5IZE E 5PECIE5 OF WED/CHORD. TOTAL NAIL5 INCLUDE DOTH 5CAD5. 5TRE55 INGREA5E = 1.14 OR 102#/NAIL. 2 MIN F%T l NA F19 TO LIK iAMA6 15 C110N pEr, 00 K NOTE Mow INCREA5E MIN.LENGTH A5 REM) TO HAVE 1/2 LENGTH NAILED INTO UNDAMAGED 5ECT10N. N&EPRE5ENT5 THE TOTAL NUMDER OF NAIL, REQUIRED FOR 5CAD5 ON DOTH 5IDE5. NAIL5 5HALL DE EVENLY DIVIDED DETWEEN DOTH 5CAD5 AND ON EACH 51DE OF DREAK. AmericanA-- AB S Builders Ar .kanBuilder SuPPIYSuppl. 1000 Carroll Street - Clermont, Fl. 34711 Phone: 352-394-2116 Fax: 352-394-1968 William R FLORIDA PROFIESA LICENSE& P tiC William M. Ranieri, PE ---FL Vic # 42704 U) W F- O W J J J w Z W U) 0-1 Q U- W 0== W m ZVZX C' 0 J JO W oOf wwr LL UJ O a0oJ— p XC) F-- XNpJcA NoQ off t -< ZM W cna'-W Uw m MOOQmw- O~ a0- 1w== M w D X 0 0 w Uof Z ofw JW000-OOQm NCriWzW I 000 0~(. 0Z0Z wof XOLU d0c' mofZ mW J0 LL 1-Jqta'J Nu)Q=( nOZ 0' F- wF.cnwUO mCw10E-W F- OZYO WZZ zw U)Ya0§ 0> w11afm= UZwwOwUQOF-F- OQU)0 LLLLL 0E-04' J P: EE =J 2Q Q American 4 Builders Amerxan Bui1derf SupplySnppkABS 1000 Carroll Street - Clermont, Fl. 34711 Phone: 352-394-2116 Fax: 352-394-1969 0 w F- p O wC/) lyZ Z=) H OJ Q wC/) 0Y Q W DU)> (o0 Q U)w WOf Pw =a Z LL Q( D = 0 Jw U`1Q 0 a0 J J wmin WU) Cn D p z W Z X U w C> U J Z LL Of O w.- pma W W W O QZZ Q-< N J J awQ U_> Uw W sa w p Z of Z) w OfUU) W Z Q OfwMz D Lug— O j XOXQ OU) UQ U)wOa QJQO ZU: W LL' It p— X-:) 1yaMaXX Z~ QWp(n 5 3: Lnwzw Q NZ)W WO zomin Ja pa' i >¢co - Jww oQ U)- Jo XOfioFU) U W' wLUQa ZU>LLLLOU) wOWO l3: 0 U1JQwm TTp>UU) NUQpIY ZZWw ioQaF- William M. y€CEN FLORIDA PROFES, ENGINEE LICENSE I PE t7(Np. 42' Q, • STATE William M. Ranieri, P 42704 WEB (L & T) BRACING RECOMMENDATIONS x 10a Guy KIAiL5 5FACEb 3" Of x x I x x x TYPICAL T-BRACING w i3 WEB L-BRACE SECTION T-BRACE SECTION NOTE: 1) T-DRAGWG TO DE U5ED WHEN GONTINUOU5 LATERAL DRAGING 15 IMPRACTICAL. T-DRAGE MUST COVER 90% OF WED LENGTH. 2) L-DRAGE CONFIGURATION MAY DE U5ED IN LIEU OF T-DRAGE. 3) MATERIAL SHALL DE 5PF OR 5YP GRADED LUMDER. T-BRACING SIZE TABLE PER SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING IN TRUSS ENGINEERING) ONE -PLY TRUSS TWO-PLY TRUSS WEB SIZE 1 ROW 2 ROWS 1 ROW 2 ROWS 2x3 10 2x4 20 20 20 1x4 20 20 20 2x6 1x6 2x6 2x6 2x6 2x8 2x8 2x8 2x8 2x8 William M. MR Fr E gEAmericanFLORIDAPROFSeINEEI'•' LICENS'# PAABSBU11CerS4270 u, er1cauBu der, Supply * • Supplyi 1000 Carroll Street -Clermont, Fl. 34711 Phone: 352-394-2116 Fax: 352-394-1968 William M. Ranieri, PE-ft" k # 42704 TYPICAL PIGGYBACK ATTACHMENT DETAIL 20 PUP1IN5 - AT 46" O.C. SHIM FOR FULL CONTAC' 5EE NOTE #3C 5EE NOTE #I 5EE NOTE #3I3 5EE NOTE # 2A P&AT 11'U55 5EE NOTE # 23 NTEREACE ( I INTERFACE 5EE NO'i E # 2A I I SEE NOtE # 5A TYPICAL LOADING F.5.F.) TILE: SHINGLES: TOP LIVE LOAD: 20 20 TOP DEAD LOAD: 15 7 DOTTOM DEAD LOAD: 10 10 TOTAL: 45 37 5TRE55 INC. 1.25 1.25 WIND DESIGN: MAX. 140 MPH PER ASCE 7-10 NOT 1) 2x4 PURLIN5 ON FLAT TOP CHORD SECTION OF DA5E TRU55 AT ALL JOINTS, NOT TO EXCEED 4'-0" O.G. OR THE MAXIMUM ALLOWADLE PURLIN 5PAGING OF 13A5E TRU55- (5EE RASE TRU55 ENGINEERING FOR MAX. 5PAGING) ATTACH PURLIN5 TO TOP CHORD OF DA5E TRU55 WITH MIN. 2 EA. 10d NAILS 2) IF SHEATHING DOE5 NOT OVERLAP PIGGYDACK / DA5E TRU55 INTERFACE DY AT LEAST 12" ATTACH PIGGY RACK USING ONE OF THE FOLLOWING: a- 1-1/4" X 12" 20 GAUGE STRAP (U5P # LSTA-12 OR EQUIVALENT) TO ONE 51DE OF TRU55 CENTERED ON INTERFACE WITH MIN. 5 EA. 6P NAIL5 EACH 51PE OF INTERFACE; b 2 X 4 X 4'-0" GRADED 5GAD TO ONE 51PE OF TRU55 CENTERED ON INTERFACE WITH MIN, 10d NAIL5 5TA66ERED Y' O.G. FULL LENGTH OF 5GAb; c- 6" X 5" NOM. 112" 5TRUCTURAL SHEATHING GU55ET PLATE TO DOTH 51DE5 OF TRU55 CENTERED ON INTERFACE WITH MIN. 5 EA, 8d NAIL5 EACH 50E OF INTERFACE. 3) FOR PI66YDAGK5 OVER 16-0" IN LENGTH U5E ONE OF THE FOLLOWING IN ADDITION TO THE ADOVE REQUIREMENT5 a ATTACH MITEK 15 go 7H HAMMER ON PLATES ON EACH 51PE OF TRU55 AT EACH DA5E TRU55 JOINT; b U5P FRAMING ANCHOR HCDP OR 51MP50N H 2.5, ONE CONNECTED TO PIGGYDAGK AND PURLIN, AND ONE CONNECTED TO PURLIN AND DA5E TRU55 STARTING AT MIDDLE OF PIGGYDAGK AND EVERY OTHER PURLIN; c 6" X8" 112" 5TRUCTURAL SHEATHING 6U55ET PLATE AT EACH 6A5E TRU55 JOINT, DOTH 5IDE5 OF TRU55, U51N6 MIN, 3 EACH 6d NAIL5 EACH CHORD- (TOTAL 12 NAIL5) American It Builders A.ff .aB.Rs SupplygwphABS 1000 Carroll Street -Clermont, Fl. 34711 Phone: 352-394-2116 Fax: 352-394-1968 William M-09.1 FLORIDA PROFE LICENSrw# P William M. Ranieri, P c # 42704 WEB LATERAL BRACING RECOMMENDATIONS PIP160NAL 6p,CING (X-3F; 0%) 17EE MAX, M5 FORCE CHVT) IOd GUNK NAIL5 C SEA NGT S AMP 5) Ti?L155 WEI3 ME;Mi3E;p5 I ATEM XZACING TYPICAL WEB BRACING GENERAL NOTES: 11 THE DIAGONAL BRACING (l- BRACING) TRANSFER THE CUMULATIVE LATERAL BRACE FORCES INTO THE ROOF AND/OR CEILING DIAPHRAGM. NO ADDITIONAL TYPE DRACIN6 MATERIALS LATERAL FORCE HAS BEEN ADDED FOR WIND. 2) THESE DIAPHRAGM CALCULATIONS ARE BASED ON THE LATERAL BRACE CARRYING 2Z OF THE WEB FORCE. A 1x4 #2 STD. CON5T. (5PF, OF, HF, OR 5YP) 3) DIAGONAL BRACING MATERIAL MUST BE THE SAME SIZE AND GRADE (OR BETTER) AS THE LATERAL BRACING MATERIAL AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH (2) 10d DUN NAILS 10 10d GUN NAILS FOR 20 #3 5TD. GON5T. (5PF, OF, HF, OR 5YP) 2x6 DIAGONALS). 43 CONNECT LATERAL BRACE TO EACH TRUSS WITH (2) 10d GUN NAILS H31 10d GUN NAILS FOR 2x6 LATERAL BRACES). 5) THE 10d NAILS SPECIFIED SHOULD BE 3.0- LONG AND .131' IN DIAMETER. G 2x4 #3 5TD. CONST. (5PF, OF, HF, OR 5YP) 6) LATERAL BRACING SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 7) FOR ADDITIONAL GUIDANCE REGHR01NO DESIGN AND INSTALLATION OF TRUSS D 2x6 #3 5TD. GON5T. (5PF, OF, HF, OR 5YP) BRACING. REFER TO BCSI-BI SUMMARY SHEET. 8) SEE SEPARATE TRUSS ENGINEERING FOR WEB FORCES. MAXIMUM WEB FORCE (LBS.)" 24" ON CENTER 48" ON CENTER 72" ON CENTER X-BRACE 6RAG[NG MATERIAL TYPE 6RAGIN6 MATERIAL TYPE 6RAGING MAT. TYPE GAY 5IZE A 8 G D A 6 C D G D 10'-0" 4600 ' 4600 ' 4600 ' 6g00 ' 1344 4600 4600 ' 6g00 ' 4034 6302 12'-0" 3g42 ' 3g42 ' 3C142 ' 5C114 ' 1344 3g42 ' 3G42 ' 5g14 ' 3G42 5g14 14'-0" 3450 ' 3450 ' 3450 ' 5175 ' 1344 3450 ' 3450 ' 5175 ' 3450 5175 16'-0" 3066 ' 3066 ' M66 ' 4600 1344 3066 3066 ' 4600 x 3066 x 4600 18'-0" 2760 ' 2760 " 2760 " 4140 ' 1344 2760 " 2760 ' 4140 " 2760 ' 4140 " 20'-0" 250g " 250g ' 250g " 3763 ' 1344 250g ' 250g ' 3763 " 250g ' 3763 CONTROLLED BY CONNECTION MAX. FORCE5 FROM MITEK DETAIL # 1-13-001-0801g3 M. William M. F' cE gE ••% FLORIDA PROFE 1 E GINEERAmerican • PlS42-flb 42701ABuildersLICENSE# American Bnildm suvpl,' Supply STIR Es 1000 Carroll Street -Clermont, Fl. 34711 Phone: 352-394-2116 Fax: 352-394-1968 • William M. Ranieri, PE -=Tic # 42704 TYPICAL GABLE END DETAIL VpICA PIAGONA, G\ACE ATTACHEP TO VEI?TICAI.- Tl1'ICA, IX4 OF 2Xz11 5EE TA3LF FOI? MAXIMUM 13 E, (IF A Ft ICAIA E) , IrIGHTS NALEi7 TO VEC?(ICG 5EE TAI3LF FOP\ MAX. HEIGHTS 2 MAf COMMON t'1J57E5 Al i3racinq to be a Minimum 5PF %, Grade or Better TYPICAL GABLE END Exterior Grade 5heathinq MINIMUM GRADE OF LUMDER TOP CHORD (2x4): N0. 2 5YP DOT CHORD (2x4): NO. 2 5YP WEDS (2x4): NO. 3 5YP lx4 O 20 3 A5 r\EaUIPE17 2) CONNECTOR PLATE5 MINIMUM 1) 20 GAUGE AT EVERY JOINT L" BRACE DETAIL TYPICAL LOADING (P.5.F.) NOTE: TILE: SHINGLES: 1) U5E 8d GUN NAILS AT 4" D.G. FOR 10 AND TOP LIVE LOAD: 20 20 10d AT 4" D.G. FOR 2x4. TOP DEAD LOAD: 15 7 DOTTOM DEAD LOAD: 10 10 2) IF 5TRUCTURAL SHEATHING 15 U5ED ON THE TOTAL: 45 37 FACE OF GRADE THE ENGINEER OF RECORD 5TRE55 INC. 1.25 1.25 MAY DEEM L-DRAGING UNNEGE55ARY. MAXIMUM HEIGHT TABLE WIND VELOCITY - 140 M.P.H. SPAGING OF MAK LENGTH MAK LENGTH MAK LENGTH MAK LENGTH VERTIGALS NO DRAGE 10 DRAGE 2x4 DRAGE" 2x6 DRAGE 12" 4' 2 ' 6 '11" 5'cl" 13,101, 16" 3'10" 5'11" 7'10" 12'3" 24" Y 4" 4' 10" 6' 5" BEYOND TH15 LENGTH U5E 2x6. William M. Rani American FLORIDA PROFESSI GfA(!-PS Builders LICENSE# 427Q4 NC.4a7Q BTa,AB Supply *epk9 1000 Carroll Street -Clermont, Fl. 34711 Phone: 352-394-2116 Fax: 352-394-1968 , A Va"KCX T . William M. Ranieri, PE TrUic # 42704 TYPICAL CORNER SET INSTALLATION 12 (2) IOd NAIL5 OPTIONAL 5055015 O TOM COpb 2) IOd NAIL5 TYPICAL OPEN JACK (CJ'5)' OP 35) O 2 (3) I0JK&5 5 VFJ:IES EACH M PIONA1 V95 CONFIGWAIION TYPICAL COPUP, JACK (HJ) NOTE: PLATES SHOWN ARE MINIMUM 51ZE, 20 GAUGE TRU55 CONNECTOR GU55ET5 ATTACHED TO EACH JOINT, DOTHFACE5. MINIMUM GRADE OF LUMDER \ TOP CHORD (2x-): NO, 2ND 5YP' DOTTOM CHORD (2x-): NO. 3ND 5YP WEDS (2x-): NO. 3 5YP EXCEPT #3 5YP CHORD 5' 5PAN TYPICAL LOADING (P.5.F.) TILE: SHINGLES: TOP LIVE LOAD: 20 20 TOP DEAD LOAD: 15 7 DOTTOM DEAD LOAD: 10 10 TOTAL: 45 37 5TRE55 INC. 125 1.25 WIND DE5I6N: MAX. 140 MPH PER A5CE 7-10 2) IOd NAIL5 FACH 51PF 12 (3> IOd NAIL5 VFJ?I S FACH 5M 2) IOd NAIL5 FACH 5M TYPICAL 505501;5 COFMP JACK (HJ) S CJ( #) CJ( #) CONN C110N I7 rAll 2) IOd GUN NAIL5 v v FOP FACH LOCMON SHOWN American Builders mericanBu,ad'_era.. SupplyP' AB S 1000 Carroll Street - Clermont, Fl. 34711 Phone: 352-394-2116 Fax: 352-394-1968 TYPICAL COPNEk 5F1 LAYOUT William M. JALL EENN g-En FLORIDA PRC 'L EN iNEEF •' LICENSC# PE42-N63 4270 William M. Ranieri, PE —=i-C # 42704 FEBRUARY 8, 2008 a o0 O 00 U MiTek USA, Inc. LATERAL BRACING RECOMMENDATIONS ST-STRGBCK MiTek USA, Inc. Page 1 of 1 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS 0.131 "x 3") BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS 0.131" x 3") ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d USt Mt I AL FRAMING A l l AGH 1 U VEH I ICAL ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS TO BOTTOM CHORD WEB WITH (3) - 10d NAILS ( 0.131" x 3") 0.131" x 3") 4-0-0 WALLTRUSS STRONGBACK (TYPICAL SPLICE) (BY O INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS 0.131"x 3") ATTACH TO CHORD WITH TWO #12 x 3" WOOD SCREWS L216" DIAM.I INStH I SGHEW I HHUUGH UU I SIUE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS 0.131" x 3") EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d NAILS (0.131" x 3") STAGGERED AND EQUALLY SPACED. TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) BLOCKING BY OTHERS) William M. Ranieri, LICEN.SE 6' ; No.4Z704 STATE OF Y-X 0 fi1OA' E is # 42704 01*EEREO This product is preferable to similar connectors because of u? ", a) easier installation, b) higher loads, c) lower installed cost, L or a combination of these features. THAC422 i The THA series have extra long straps that can be field - formed to give height adjustablhty and top flange hanger convenience. THA hangers can be installed as top flange or face mount hangers. THA4x and THA2x 2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top flange installation. MATERIAL: See table FINISH: Galvanized. Some products available in ZMAX8 coating; see Corrosion Information, page 14-15. 2,. INSTALLATION: • Use all specified fasteners. See General Notes. THA422-2 The following installation methods may be used: THA 42E 2 Top Flange Installation —The straps must be field formed over the header — see table for minimum top flange requirements. H Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top flange installations, straighten the double shear nailing tabs and install the nails straight into the joist. Face Mount Installation —Install all face nails according to the table. Not all nail holes will be filled on all models. On models where there are more nail holes than required, the lowest 4 face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. Alternate Installation— The THA 4x hangers may be installed in a top flange configuration using the tabulated fasteners for face mount installation and achieve the face mount installation loads. Install the tabulated face nails into the face and top of the carrying member. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist Into the header. 1, ,;;t , L .. <; ,..' ,.. OPTIONS. • THA hangers available with the header flanges turned in for 314V Double - except THA413) and larger, with no Shear load reduction — order THAC hanger. _ Nailing CODES: See page 13 for Code Reference Top View Key Chart. Double -Shear Dome Double -Shear Nailing Side View Nailing Side View Do not bend tab (available on unless otherwise some models) Alternate Instal noted U.S. Patent5,603,580 of THA422 Ilijf f j11tMin. Header Depthf i L Typical THA29 Face Mount Installation Double 4x2 — Use full table value 4 Top Nails Total) pica) THA Top Flange Itallation on a Nailer cept THA29) puffs^ 1 t lation These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. Model No. Ga Dimensions Min. S Top Flange Min. Header Depth Fasteners DF/SPAllawable,Loads SPF/HFAllowable loads Code Ref. WHCCarrying Member Carried Member Uplift 160) Floor 100) Snow 115) Roof 125) Wind 160) Uplift 160) Floor 100) Snow 115) Roof 125) Wind 160) TopsFaceStraightSlantTOP FLANGE INSTALLATION' THA29 18 15/s 9"/e 5% 2'/6 4-10d 4-10d 4-10d 560 2260 2310 2350 2350 480 1740 1785 1815 1815 THA213 18' 1%a 135/6 5% 1'f, 4-10d 2-10d 4-10dxl/ 1615 1615 1615 1615 1280 1280 1280 1280 THA218 18 1'/a 17'/,e 5 2 4-10d 2-10d 4-10dx1%2 1615 1615 1615 1615 1280 1280 1280 1280 THA218- 2 16 31/a 1711/,5 8 2 4-16d' 2-16d 6-10d 2245 12245 2245 2245 1935 1935 1935 1935 18, L15, F7 THA222- 2 16 31A 223/,s 8 2 4-16d 2-16d 6-10d 2245 2245 2245 2245 1935 1935 1935 1935 THA413 18 3% 135/e 4/ 1'/ 4-10d 2-10d 4-10d 1615 1615 1615 1615 1280 1280 1280 1280 THA418 16135/a 17'/ 7'/s 2 4-16d 2-16d 6-10d 2245 2245 2245 2245 1935 1935 1935 1935 THA422 16 3%a 22 77/s 2 4-16d 2-16d 6-10d 2245 2245 2245 2245 1935 1935 1935 1935 18, F7 THA426 14 31/a 26 77/a 2 4-16d 4-16d 6-16d 2435 2435 2435 2435 2095 2095 2095 2095 F23 THA422- 2 14 7Y< 221/e 9'/ 2 4-16d 4-16d 6-16d 3330 3330 3330 3330 2865 2865 2865 2865' 170 THA426- 2 14 7Y4 261/a 9'/4 2 4-16d 4-16d 6-16d' 3330 3330 3330 WAn 2865 2865 2865 2865 170 FACE MOUNT INSTALLATION' THA29 18 is/a 911/, 5Ya 9'Ye 16-10d 4-10d 560 2125 2310 2350 2350 480 1740 1785 1815 1815 THA213 18 15/s 13%e 5'/2 13a/,e 14 lOd 4-10d 1170 t ar,'z=' 780 1385 1425 1450 1450 THA218 18 1'/a 173/e 5'F 173/a 18-10d 4-10d 1170 i 780 1385 1425 1450 1450 THA218- 2 16 3A 1711/1a 8 14/11a 22-16d 6-16d 1855 3695 3695 3695 3695 i1595 3185. 3185 3185 3185' 18, L15, F7 THA222- 2 16 31/ 22a/a 8 141/e 22-16d 6-16d 1855 3695 3695 3695 3695 1595 3185 3185 3185 3185" THA413 18 3% 135/s 41/ 13% 14-10d 4-10d 1170 1940 2235 2400 2400 780 1660 1910 2075 2210 THA418 16 31/a 17% 7% 14'/1e 22-16d 6-16d 1855 3695 3695 3695 3695 1595 3185 3185 3185 3185 THA422 16 35/a 22 7% 14'/e 22-16d 6-16d 1855 3695 3695 3695 3695 1595 3185 3185 3185 3185 18, F7 THA426 14 35/a 26 77/s 16'/s 3016d 616d 1855 4550 4550 4550 4550 1595 3915 3915 3915 3915 F23 THA422- 2 14 7Y 2211/,e 93/4 16'/e 30-16d 6-16d 1855 5160 5520 5520 5520 1595 4440 4745 4745 4745 170 THA426- 2 14 7'/4 26'/1s 9'/ 18 38-16d 6-16d 1855- 5520 S520 5520 5520 1595 414-- 4745, 4745 4745 170 1. Uplift has been increased 60 % for wind or earthquake loading with no carrying member. For single 2x carrying members, use 10dx1'/a" nails into the carrying further increase allowed; reduce where other loads govern. member and tabulated fasteners into the carried member, and use 0.80 of the table value for 2. Wind (160) is a download rating, 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 3. For single 4x2 top chord carrying members or single 2x nailers, the 5. Min. Top Flange refers to the minimum length of strap that must be field formed over the header. following THA hangers can be installed using 10dx1'/" top nails and 6. For the THA 2x models, one strap may be installed vertically according to the face mount 2- 16d face nails with reduced allowable loads as noted: THA418/THA422: nailing requirements and the other strap wrapped over the truss chord according to the 1415 lbs. for DF/SP, 1215 lbs. for SPF; THA426: 2245 lbs. for DF/SP, top flange nailing requirements (see drawing above) and achieve full tabulated top flange 1930 lbs. for SPF; THA422-2/THA426-2: 2345 lbs. for DF/SP, 2015 lbs. installation loads. for SPF, Loads are based on hanger installations at panel points. 7. NAILS: 16d = 0.162" dia. x 3'/F long, 10d = 0.148' dia. x 3" long, 4. Face mount installation loads are based on minimum of 2-ply 2x 10dx1'/ = 0.148" dia. x 1'/2" long. See page 22-23 for other nail sizes and information. 131 William M. Ranieri, PE FL Lic # 42704 Plated Truss Connectors W2 EEREa This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. b' All hangers in this series have double shear nailing — an innovation that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation, and the use of all common nails for the same connection. Double shear hangers range from the light capacity LUS hangers to the highest capacity HGUS hangers. For medium load truss applications, the MUS offers a lower cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. MATERIAL: See tables below and on page 135. FINISH: Galvanized. Some products available in stainless steel or 7MAX`1 coating; see Corrosion Information, page 14-15. INSTALLATION • Use all specified fasteners. See General Notes. Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. Not designed for welded or nailer applications. OPTIONS: • LUS and MUS hangers cannot be modified. HUS hangers available with the header flanges turned in for 2-2x (31/a") and 4x only, with no load reduction. See HUSC Concealed Flange illustration. Concealed flanges are not available for HGUS and HHUS. See Hanger Options, page 216, for sloped and/or skewed HHUS models. Other sizes available; consult your Simpson Strong -Tie representative. CODES: See page 13 for Code Reference Key Chart. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. Model No. Min, Heel Height Ga Dimensions_ Fasteners W H B Carrying Member Carried Member SINGLE 2x SIZES r LUS24 2%s 18 1 %e i;'- 13/ 4-10d 2-10d LUS26 4% 13/,, 4%, 1'/ 4-10d 4-10d MUS26 4"/6 18 1a/e 55/1.6 2 610d 6-10d HUS26 45/,6 16 15/a 5% 3 14-16d 6-16d HGUS26 44/,6 12 15/s 5% 5 20-16d 8-16d LUS28 06. 18 19/,e 6% 1M 6-10d 4-10d MUS28 65/,6 18 1sY% 6"3/,6 2 8-1Od 8-10d HUS28 6'h 16 15/a 7 3 22-16d 8-16d HGUS28 69/16 12 15/s 7Ys 5 36-16d 12-16d MUE* 18 19/e 7'3/6 13/ 8-10d 4-10d 16 15% 9 3 30 i6d 1016d V or2x's 1 e" for 4x's , t 911• f Y 6 i Y I b u ti. H PI I I ii w ----A LUS28 r HHUS210-2 Truss Designer 1.See table to provide fastener on page quantity for connecting 135 for multiple members allowable ', together) loads. rypr7 I r' C 6. W MUS28 c o o r a0 HUS210 HUS26, HUS28, and HHUS similar) 6 I x; E H r , dHGUS28-2 a F r\ • a: I 5 m a ,w• M tn i HUSC Concealed Flanges not available for HHUS, HGUS and HUS2x) th Heaucea Heel Height Double Double Shear Dome Double Shear Shear Nailing Nailing Side View Side View (available on ilia Do not some models) Top bend tab°' U.S. Patent 5,603,580 DF Allowable Loads SP Allowable Loads SPF/HF Allowable Loads Moodel Uplift' 160) Floor ` 100), Snow 115) 1 Roof 125) Wind 160) Uplift' 160) Floor 100) Snow 115) Roof 125) Wind 160) Uplift' 160) Floor 100) Snow 115) Roof 125) : Wind 160) Rafe SINGLE 2x SIZES LUS24 490 670 765 825 1045 490 725 830 895 1135 420 575 655 705 895 LUS26 1165 865 990 1070 1355 1165 940 1075 1165 1475 1005 740 845 915 1160 17,F6,L17 MUS26 1090 1295 1480 1605 1825 1090 1410 1610 1745 1825 940 1110 1265 1370 1570 HUS26 1550 2720 3095 3335 3335 1550 2950 3335 3335 3335 1335 2330 ` 2650 '.;2820: 2865; HGUS26 1765, 4360 ,'; 4885 " 5230 5390 1765 4725 5290 5390 5390 1520 3750" 4200 4500 4635" L17 LUS28 1165 1100 i 1255 `. 1360 1725 1165 1200 1365 1480 1835 1005 940 r 1075 1165 1475 MUS28 1555 1730 1975 2140 2645 1555 1880 2150 2330 2645 1335 1475 1690 1830 2275 17,F6,L17 HUS28 2000 3965 4120 4220 4335 2000 3790 3960 4070 4335 1720 2905 3035 3125 3435 HGUS28 3015 6745 6970 7125 7275 3015 6460 6705 6870 7275 2595 4960 5160 5290 5745 L17 LUS210 1165' 1340' 1525 1656 2090 1165 1445 1660 1795 2270 1005 1145 1305 1415 1745 17, F6, L17 HUS210 3000` 4255: 4445 4575 5020 3000 4105 4310 4450 4930 2580 3150 3315 3425 3815: 134 Note: For dimensions and fastener information, see table above. See table footnotes on page 135. William M. Ranieri, PE FL Lic # 42704 J These products are available with additional corrosion protection. Additional products on this page may also be available with this option. check with Simpson Strong -Tie for details. These products are approved for installation with the Strong -Drive SD Structural -Connector screw See page 27 for more information. Min. Dimensions Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads Model No. H ght Ga W H B Carrying Member Carried Member Uplift' 160)- Floor 100) Snow 115) Roof 125) Wind 160) i Uplift' Floor Snow 160) (100) (115) Roof 125) Wind 160) Code Ref. DOUBLE 2x SIZES LUS24-2 274 18 V6 3% 2 4-16d 12-16d 440 800 910 985 1250 380 680 780 845 1070 LUS26-2 49/6 18 3;s 47e 2 4-16d 4-16d 1165 1030 1180 1280 1625 ' 1000 880 1010 1090 1385 17: F6, L17 HHUS26-2 46/s 14 3'/6 5'/s 3 14-16d 6-16d 1550 2785 3155 3405 4265 1335 2390 2710 2925 3665 HGUS26-2 46% 12 35/,6 5'% 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 17, L17,1 " LUS28-2 4`/,E i18 3Y6 7 2 6-16d 4-16d 1165 1315 j 1500 1625 2060 1000 1125 1285 1390 1765 HHUS28-2 6%6 1 14 36/,6 1 7A 3 22-16d 8-16d 2000 4210 4770 5140 6440 1720 3615 4095 4415 5375 17, F6, L17 HGUS28-2 6`-,6 12 3s/,6 T/,6 14 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 1 6415 6415 IZ 1_17, E"3 LUS210-2 fi 16 18 3Ys 9 2 8-16d 6-16d 1745 1830 2090_ 2265 2870 1500 1565 1785 1935 2455 17, F6, L17 HHUS210-2 8Ma 14 35/e 8% 3 30-16d 10-16d 4000 5635 6380 6880 7165 3525 4835 5270 5380 5765 HGUS210-2 89/16 12 36/,6 9'/,6 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7465 7730 7825 7825 17, L17, TRIPLE 2x SIZES HGUS26-3 413/,s 12 415/,6 5Y2 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-3 61% 12 415/6 7A 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 16415 6415 HGUS210-3 8'Gs 12 4"As 9/4 4 46-16d 16-16d 4095 9100'. 9100 ' 9100 9100' 3525 7825 7825 7825 7825 17,L17, HGUS212-3 10%6 12 41Vs 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-3 126/6 12 4t5/16 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 QUADRUPLE 2x SIZES HGUS26-4 5% 12 69/,6 5'% 4 20-16d 8-16d 2155 4355 4875'' 5230 5575 1855 3750 4200 4500 4795 HGUS28-4 7A 12 6%6 7/6 4 36-16d 12-16d 3235 7460 7460 ' 7460 7460 2785 6415 6415 6415 6415 HGUS210-4 9/44 12 6y/6 93/6 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 j 7825 7825 7825 7825 17 L17 HGUS212-4 1'0% 12 6%6 10% 4 56-16d 20-16d 5045 9600' 9600< 9600 9600` 4335 8255 8255 8255 8255 HGUS214-4 125/8 12 69& 12% 4 66-16d 22-16d 5515 10100 10100` 10100 10100 4745 8685 8685 8685 8685'' 4x SIZES LUS46 4% 18 36/16 4'/4 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 17,F6,L17 HGUS46 4'/16 12 3% 4As 4 20-16d 8-16d 2155 4355 4875 5230 5575 j 1855 3750 4200 4500 4795 HHUS46 4'/6 14 3% 53/,6 3 14-16d 6-16d 1550 2790 3160 3410 4265 1335 2390 2710 2925 3665 17;L17,'`„ LUS48 4% 18 39/16 6'/ 2 6-16d 4-16d 11`65 1315i 1500 1626 2066 1000 1125 1285 1390 1765 HUS48 6% 14 36/,6 7 2 6-16d 6-16d 1550 1595 1815 1960 , 2470 1550 1365 1555 1680 2115 17, F6, L17 HHUS48 6/22 14 3'/a 7'/s 3 22-16d 8.16d 2000 4215" 4770 5150 6440 1720 3615 4095 4415 5535 HGUS48 1 6% 12 3% 7'/,6 4 36-16d 12-16d 3235' 7460: 7460 7460 7460. 2785 1 6415 6415 1 6415 6415 17. L17 LUS410 6/44 18 39/,s 8'A 2 8-16d 6-16d 1745 1830 2090 2265 2870 i 1500 1565 1785 1935 2455 HHUS410 8% 14 3% 9 3 30-16d 10-16d 3745 5640 6385 6890 7165 3440 4835 5480 5910 6165 17, F6, L17 HGUS410 8'/,6 12 36% 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17 L17 1:4 HGUS412 10%, 12 35% 10%6 4 56-16d 20.16d 5045 9600i` 9600 9600 9600 4335 8255 8255 8255 8255' HGUS414 - 1P/,e' 12 1 3s/a 127/s 4 66-16d I 22-16d 1 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 17, L17 1. Uplift loads have been increased 60% for wind or earthquake loading with no further increase allowed. For normal loading applications such as cantilever construction refer to Simpson Strong -Tie" Connector Selector'"software or conservatively divide the uplift load by 1.6. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-REDHEEL (see page 232 for details). 4. Truss chord cross -grain tension may limit allowable loads r IJ,-J i i r 5. Loads shown are based on minimum of 2-ply 2x carrying member. With 3x carrying members, use 16dx2%2" nails into the header and 16d commons into the joist with no load reduction. With single 2x carrying members, use 10dxt'/1" nails into the header and 10d commons into the joist, and reduce the load to 0.64 of the table value. 6. NAILS: 16d = 0.162" dia. x 31/," long. See page 22-23 for other nail sizes and information. 135 William M. Ranieri, PE FL Lic # 42704 Hatch Legend M9'4' WALL HEIGHTS M3/12 PITCH CEILINGS EZ13/12PITCH CEILINGS Truss Connector Total List Manuf Product Qty HUS26 1 Simpson LUS24 1 General Notes Required interior bearing walls shown @ heights noted Trusses may not be cut or altered in any way without prior authorization from ABS, Inc. Any trusses that are cut or altered without authorization will be repaired or replaced at the customers expense No backcharges of any kind will be accepted without prior review and written consent from ABS, Inc. For proper truss handling and bracing, refer to the "TPI" documents "BCSI-Ell through 64" Any multi -ply trusses must be attached together per the engineering specifications prior to installation Permanent and temporary bracing is the responsibility of the truss installer. The Engineer of Record" for the project Is responsibile for the design of the permanent bracing, the diaphram system, shear walls, and structural elements to resist lateral loads from wind and or seismic activity. The "EOR" is also responsible to call out the required strapping materials to sufficiently attach the trusses to the load bearing structure below, to verify truss design spec-ifications (pitch, span, profiles, applied loading, wind application, etc.), and for the overall design and placement plan of the truss system. If any job site accidents occur involving trusses, the installer must immediately stop work on the project and notify a representative of ABS, Inc.. All trusses involved in an accident must be inspected by a licensed structural engineer to determine the cause of the accident. The builder assumes all liability if trusses Involved in an accident are altered or moved in any way before an inspection is completed. All decisions regarding necessary repairs or replacement of trusses will be based on the recommendation of the report sub-mitted by the structural engineer. Loading and Design Criteria Design FBC2012 Roof Floor Code TPI2007 TC LL 20 41 Mean Hgt 30 TC DL 15 12 Wind Speed 140 BC LL 0 0 Exposure C BC DL 10 14 Duration 1.26 1.00 N A: iERICA\' BkALDEPL St.11111LY HOME SPECS SPEC HOUSE 137 ANDREWS ROAD, SANFORD FLORIDA Lot 728739 JS TJM 08/03/2014 William M. Ranieri, PE FL Lic # 42704 RECORD COPY FORM 40.5-10 FLORIDA ENEROY'EFFICIEMCTIGODE FOR.-'_WLDIN'0' CONST RUCTION Florida Department of Business and Professional Regulation! - Residential Performance Method Project Name: CSF1672 Builder Name: PROBUILDERS INC Street: -1 37ANDREWS ROAD Permit Office:, §ANFORD City, State, Zip: SANFORD, FL,'32771- Permit Number. 5 1 5 8 0Owner. SPEC' -HOME Jurisdiction: SooDesignLocation: FL, Orlando I New. construction crexistJT19 New (From Plans) 9. Wall Types(2072.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete, Block - Int insui, ExteriorI R=4:2 i40o:00z.ft2 b- Frame - Wood; Exterior R=l 1,0 336.0012 3. Numberof units, if.rnuftiple-famiiy I c. Frame.- Wood, Adjacent RF=1,1.0 336.00 ft2 4. Number of Bedrooms 4 d. NIA R= ft2 5. Is this a worst se.., No 10. Ceiling Types (1672-0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1672.00 ft2 6. Conditioned -floor area above grade (ft2) 1572 b. N/A R= ft2 Conditioned floor area below grade 0 c: N/A R= ft2 11. Ducts R ft2 7. Windows(247.0 sqft.) Description Area a.. Sup: Attic, Ret: Attic, AH: Garage 6 334.4 a. UFactibr. S* 1, U::0.50 g247.00 fl:2 SHOC: SHGC--0.30 b. U-F66tor. N/A ft-, 12. Cooling systems kBtu/he Efficiency SHGC-- a. Central Unit 35.0 SEER:13.00 c: Um -Factor NIA ft2 SHdC-' 13. Heating systems kBtu/hr Efficiency d. Um -Factor. NIA ft2 a. Electric Heat Pump 34:8 HSPF-8.00 SHGCf Area.. W6ighti.-d,kVerag-e,OVbrhang Depth: 4.464 ft. Area Weighted Average SHGC: 0.3Q0 14. Hot water systems Floor" rypies (1812-0, sqft) Insulation Area a. Electric Cap: 50.gqllqns a. Slab-oOn-Grade Edge Insulation :R=0.0 1672.00 ft2 b. Conservation features EF: 0.910 b. N/A R"_ ft2 None c. N/A R= ft2 15. Credits CF, Pstat Glass/ Floor Area: 0.148 Total Proposed Modified. Loads: 33.75 . PASS TotalStandardReferenceLoads, 42.97 I hereby certify that the plans and specifications covered by Review ofthe plans, and` IiT SN rAthiscaldu_14iion are, `compliance 'th h l6tda Energy qqmpiancewrtheCode. specifications covered by calculation, indicates compliance A with the FloridaEnergy: Code. t PREPARED BY Before construction is completed DATE ........... this building will be insp6c;tpd for compliance : with Section- 553.90a y R!," I hereby certify -that, this -building, as designed, is in compliance Florida -Statutes. with the Florida Energy Code OWNER/ AGENT BU ILDIN G OFFICIAL: DATE: . .... ............ .. DATE: Compliance requires cerfificatioh by fhe air handler unit manufacturer that, the air hand[er.entibsurit,oualifi".,as_ certified factory -sea ' led:in accordance, with 403.2.2.1.1. Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 1. 0/13/2014 6:58 PM, Energ;GaugeO USA FlaRes201 0 Section 405.4.1 Compliant Software Nige. I of 1. New construction or existing 2 Single family ar multipie fatly 3. Number df units, if multiple family 4. Number of"Bedrooms 5. Is this a°worst case? 6. Conditidn60"floor area (fie) 7. Windows" Description a. U-Factor. Sgl, U=0:50 SHGC: SHGC=0.30 b. U-Factor. N/A SHGC: c. U-Factor. N/A SHGC: d. U-Factor:: N/A SHGC: AreaWeighted Ave age.Overhang Depth` Area Weighted Average SHGC: 8. Floor Types - a. SlabOh-Grade Edge Insulation b. N/A c. N/A New ( From Plans) 9. Wall Types Insulation Area Stngle= fanli7y a. Conaete Bock - )nt )nsu), Exterior R=4.2 1400.0ff2 b. Frame -' Wood,-Exterior R=1.1 0 " 33&'OO-ft2 1 c. Frame - Wood,. Adjacent R=11.0 336:00 fie' 4 d. N/A R= ft2. No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1672.00 ft2 1672 b. NIA R"= ft= Area c. N/A R= ft2 247.00 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: Garage 6 .334.4 ft2 12.' roofing systems kBtu/hr Efficiency ft2 a. Central Unit 35.0 SEER:13.00 ft2 13. Heating systems kBtu/hr Efficiency 4•464: ft. a. Electric Heat Pump 34.8 HSPF:8.00 0.360 Insulation Area R=0: 0 - 1672.00 ft2 R= ft2 R= ft2 14. Hot water systems a.,Etectric Cap: 50 gallons EF: 6. 91 b. Conservation features None 15. Credits CF, Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction throughtheaboveenergysaving-feature's which will be installed (or exceeded) in this home before final inspection: Otherwise, a new EPL'Display Card wal be completed based oninstalled'Code compliant rafes, Builder Signature: City/FL Zip: - h r Date: / Z y Address of. New Home: 3 "I _ L r! U,1 S _ ......... --._. 3 Note: Thisis not:a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage. (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline,at (321) 638-1492. or see the EnergyGauge web site.at energygauge.com for information and a -fist of.certified. Raters. ,For, information about the Florida Building Code, Energy• Conservation, contact the Florida Building Commission's support staff. Labelrequired by.Section 303.1 3 of the Fionda.Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - RaRes2010 Section 405.4.1 Compliant Software PROJECT Title: CSF1672 Bedrooms: 4 Address Types Street Address Building Type: User Conditioned Area: 1672 Lot # Owner: SPEC HOME Total Stories: I Block/SubDivision: of Units: I Worst Case: No: PlatBook: Builder Name: PROBUILDERS INC Rotate Angle- 0 Street: 137 ANDREWS ROAD Permit Office: SANFORD Cross Ventilation: County: SEMINOLE Jurisdiction: Whole.,House Fan: City, State, Zip- SANFORD, Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE V IECC Design Temp Int Design Temp Heating Design Daily TempDesignLocationTMYSiteZone97.5% 2,5 O/o Winter Summer Degree Days Moisture Ran9 e FL,OrlandoFL ORLANDO INTL AR 41 91. 70 75 526 44 Medium BLOCKS Number Name Area Volume Blockl 1672 15716.8 SPACES Number Name Area Volume Kit I chen occupants Bedrooms lnfil ID Finished . Cooled Heater Main 1672 1.5716.8, Yes 5 4 1 Yes Yes Yes: FLOORS Floor Type Space Perimeter R=Value' Area. Tile. Wood, Carpet I Slab -On -Grade Edge In.sulatio Main 200 ft 0 1672 W 0-2 0 0.8 ROOF Type Roof Gable Roof Solar SA Emitt Eryiift Deck Pitch Materials Area Area Color Absor- Tested Tested Insul. deg.j. Gable or shed Composition shingles 1811 ft348 ft' Medium 0.85 No 0.0 1. 1- No 0 22.6 ATTIC Type Ventilation Vent Ratio (I in) Area RBS, IRCC I Full, attic Vented 300 1672 ft2 N. N CEILING Ceiling Type Space R-Value . .. . . ...... .. ................... . . . .. ..... Framing Frac Truss Ty 11 .... . ...... . . . ... .............. .. UnderAtti. c. (Vented) Main 30 1672 ft2 0.11 Wood 10/ 13/2014 6:58 PM EnergypaugeO USA - FIaR6s201 0,Section 405.4.1 Compliant Software Paget` of'6 WALLS Adjacent To.. Tom:. Space Cavity Width Height Sheathing Framing Solar' BelowYsta11 ._.. 1-Value_ Ft... in Ft in _.... Area t _Value Fraction....:. Absor:...._Grade%_ 1 NW Exterior Concrete Block - Int Insul Main 4.2 4 8 9 4 43.6. ft2 a 0 3 0 2 SW Exterior Concrete Block - Int Insul Main 4.2. 7 8 9 4 71.6 ft2 0 0.3 0 3 NW Exterior Concrete: Block -;Int Insul Main. 4.2 12 4 9 4 11511 ft2 0 0.3 0 4- NE Exterior Concrete Block Int Insul Main 4.2 63 0 9 4 58&0 ft? 0 0.3 0'. 5SE' Exterior Concrete Black'- Int Insul Main 42 11 0 9 4 102.7ft2 0 p.3 0 6' SW Exterior Frame -, Wood Main 11, 11 0 9 4' 102.7 ft2 0.23 0.3 0 7 SE Exterior Frame - Wood Main 11 14 Q 9 4 130.7 ft2 0.23 0.3 0 8 NE Exterior Frame - Wood Main 11 11 0 9 4' 102.7 ft2 0.23 0:3 0 9 SE Exterior Concrete. Block - Int Insul Main 4.2 12 0 9 4 112:0 ft2 0 0.3 0 10 SW Exterior Concrete Block = Int nsal Main 4.2 39 4 9 4 367.1 ft2 0 0.3 0 11 NW Garage Frame- Wood Main 1`1 20 0 9 4 188.7:ft' 0.23 0.3 0 12 SW Garage. Frame- Wood Main 11 16 0 9 4 1493 ft2 0:23 0:3 0 DOORS Ornt DoorType Space Storms U-Value Width Height Area Ft In Ft in 1 NW Insulated Main None 4 3 8 24 ft WINDOWS Orientation shown. is the entered; Proposed orientation. Wall Overhang Omt ID Frame Panes NFRC U Factor SHGG Area Depth Separation Int Shade Screening 1 NW 3 Metal Low-E Single Yes 0:5 0.3 18.0 ft2 1 ft 4 in 5 ft 4 in Drapes/blinds None 2 NW 3 Metal Low-E Single Yes 0.5 0.3 18.0 ft2 1 ft 4 in 5,ft 4 in Drapes/blinds None 3 NE 4 Metal Low-E Single. Yes 0.5 0.3 8.0 ft-' 1 ft 4 in 1 ft 4 in Drapesfofinds None 4 NE 4 Metal Low-E Single: Yes 0.5 0.3 1 &0 ft2 1 ft 4 in 1 ft 4 n Drapes/blinds None 5 SW 21 Metal Low-E Single Yes 05 03 18.0 ft2 1 ft 4 in 1 ft 4:in Drapes/blinds None 6 NE 4 Metal Low-E Single Yes 0,5 0.3 18.0 ft2 1 ft 4 in 1 ft 4 in Drapestblinds None 7 NE 4 Metal Low-E Single Yes 0.5 0.3 12.o ft2 1 ft 4 in 1 ft 4 in Drapes/biinds None- 8 SE' 5 Metal Low-E Single Yes 0;5 0.3 1'8.0 ft2 1 ft 4 in 4 ft 5 in DrapesYblinds None 9 SE` 7 Metal Low-E Single Yes 0.5 0 3 80.0 ft? 11 f 0 in 1 ft.4 in Drapes/blinds None 10 SE 9 Metal Low-E Single Yes 0.5 0.3 18.0 ft2 1 ft 4 in 4 ft'6 in Drapes/blinds None. 11 SW 10 Metal Low-E Single. Yes 0.5 0.3 9.0 ft2 1 fit 4 in 1 ft 4 in Drapes/blinds None: 12 SW 10 Metal Low-E Single Yes 0.5 0.3 12.0 ft2 1 ft 4 in 1 ft 4 in Drapes/blinds None GARAGE Floor Area _ Ceiling Area Exposed' Wall Perimeter Avg. Wail Height Exposed Waif Insulation 1 400 ft2 400 ft2 44 ft 9.4 ft 1 10/ 1:3/2014 6:58 PM Energy0auge4 USA - FlaRes2010'Section405.4.1 Compliant Software Page 3 of INFILTRATION Scope Method SLA CFM 50 ELA, EgLA ACH ACH 50 1 Wholehouse Best Guess 000a 1315.7 72.23 135.84 .219 5.0228 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 EleddcAeat Pump None HSPF;'8 34.8 kBtu/hr 1 sys#1 COOING SYSTEM System Type Subtype Efficiency Capacity Air.Flow SHR Block Ducts 1 Central Unit None SEER 13 35 kBtu(hr 1167 cfm 0.81 1 sys#1 HOT WATER. SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation, 1 Electric None Garage 0.91 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company. Name System Model # Collector Model # Area, Volume FEF None None ftz DUCTS Supply — Return -- Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area; Leaf age Type. Handler TOT OUT ON RLF Heat .Cool 1 Attic 6 334.4 ft Attic 83.6 ft' Default Leakage Garage (Default) (Default); 1 1 TEMPERATURES Programabie Thermostat: Y Ceiling Fans: Cooling Jan Feb Mar XjJHeatingJan Feb Mar Apr A r May Jun X •Jul Aug X Sep Oct Nov Ma Jun Ju! Au Se Oct Nov Dee Dec VentinJan, [)Feb -Mar Apr May Jan Jill ( Aug Sep . X Oct` x Nov Dec 10/ 1 M014 6t58 PM EnergyGauge® USA - FlaRes201'0 Section 405.4.1 Compliant: Software. Page 4 of 6 Thermostat Schedule: HERS 20G6 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 W_— 80 80 80PM808078787878787878787878 Cooling (WEHy 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 10/1312014 6:58 PM: EnergyGauge D USA - FlaRes2010 Section 405.4.1 Compliant, Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations. ResidentialWhole Building Performance Method. ADDRESS: 137 ANDREWS ROAD PERMIT#`. SANFORD, FL, 32771 MANDATORY REQUIREMENTS SUMMARY See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) Air leakage gTo be caulked, ggasketed, weatherstngpped or otherwise :.... _ 4024rwisesealed. Recessed li htin IC -rated asmeeting ASTM E 283. Windows and doors = 0. 30 cfm/sq,ft. Test€rig or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air.. Must compete envelope leakage report or visually verify Table 402.4.2 Thermostat &, 403. 1 At least one thermostat shall be provided for each separate heating and controls i cooling system.' Where"forced-air"furnace is primary system,. is programmable: thermostat is required. Heat pumps with supplemental electric heat must -prevent supplemental heat when compressor can meet the load. Ducts j 4032.2: Ail ducts, air handlers, filter boxes and building cavities which form; the primary air containment passageways for air, distribution systems sha11 be considered ducts or plenurn chambers, ;shall be constructed and i sealed in accordance with Section 503.2.7.2 of this code. 403:3: 3 Building, framing cavities shall not be used as supply ducts. 1Nater;heafers 403:4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403. 4.3.2.. Provide switch or clearly marked; circuit breaker electric) orshutoff ( gas). Circulating system pipes insulated to = R-2 accessible manual OFF switch. Mechanical 403:5 Homes: designed to operate at positive pressure ortwith mechanical Ventilation ventilation systems shall not exceed the minimum. ASHRAE 62 level. No make=up: air from attics; crawls aces, garages or outdoors adjacent F ; to pools or spas. Swimming Pools 403. 9 Pool pumps and pool pump motors with 6. total horsepower (HP) af=:1. Spas HP shall have the capability of:operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to. reduce heat loss:except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% o (821Q after 4116113). Heat pump pool heaters minimum COP= 4. 0. Cooling/heating 403. E Sizing calculation performed &" attached. Minimum efficiencies per Tables 503.2. 3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system -or variable capacity system. Electric heat >10kW must be divided into two I or more stages. Ceilings/knee :walls It405.2 1 R-19 space permitting. CHECK 10/13/ 2014 6:58 PM EnergyGaugeO USA - RaRes2010 Section 405.4.1 compliant Software Page 6 of 6 Manual S Compliance Report Job: 137 ANDREWS ROAD Date: Oct 11, 2014 Entire House By: TRICIA HIGGINS SPEEDY CALC'S LLC Plan: CSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 3225788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM For: SPEC HOME 137 ANDREWS ROAD, SANFORD, FL 32771 s s o Design Conditions Outdoor design DB: 93.0°F Sensible gain: 26094 Btuh Entering coil DB: 75.8°F Outdoor design WB: 75.1 °F Latent gain: 5542 Btuh Entering coil WB: 62.9°F Indoor design DB: 75.0°F Total gain: 31637 Btuh Indoor RH: 50% Estimated airflow: 1167 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Actual airflow: 1167 cfm Sensible capacity: 26032 Btuh Latent capacity: 6258 Btuh Total capacity: 32290 Btuh Design Conditions Outdoor design DB: 42.3°F Indoor design DB: 70.0°F Model: 4TW B4036G 1 +GAF2AOA36S31 ++TDR 100% of load 113% of load 102% of load SHR: 81% Heat loss: 26855 Btuh Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWB4036G1+GAF2AOA36S31++TDR Actual airflow: 1167 cfm Output capacity: 35000 Btuh 130% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: 0 Model: Actual airflow: 1167 cfm Output capacity: 8.0 kW 102% of load Temp. rise: 21 °F The above equipment was selected in accordance with ACCA Manual S. Entering coil DB: 69.7°F Capacity balance: 36 °F Economic balance: -99 °F Ca2014-Oct-13 19:04:13 wrig1 t'0ftp Right -Suite@ Universal 2015 15.0.03 RSU08373 Page 1 a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW Project Summary Entire House SPEEDY CALC'S LLC Job: 137 ANDREWS ROAD Date: Oct 11, 2014 By: TRICIA HIGGINS Plan: CSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM MEMO= • For: SPEC HOME 137 ANDREWS ROAD, SANFORD, FL 32771 Notes: Weather: Orlando Sanford AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 °F Outside db 93 F Inside db 70 °F Inside db 75 F Design TD 28 °F Design TD 18 F Daily range M Relative humidity 50 Moisture difference 38 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 24090 Btuh Structure 22195 Btuh Ducts 2765 Btuh Ducts 3900 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping -0 Btuh Equipment load 26855 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 26094 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4907 Btuh Ducts 636 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft2) 1672 1672 Equipment latent load 5542 Btuh Volume (ft3) 17476 17476 Air changes/hour 0.38 0.20 Equipment total load 31637 Btuh Equiv. AVF (cfm) 111 58 Req. total capacity at 0.81 SHR 2.7 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade XB14 WEATHERTRON Trade XB14 WEATHERTRON Model 4TWB4036G1 Cond 4TWB4036G1 AHRI ref 4941225 Coil GAF2AOA36S31++TDR. AHRI ref 4941225 Efficiency 8 HSPF Efficiency 11.0 EER, 13 SEER Heating input Sensible cooling 28350 Btuh Heating output 34800 Btuh @ 47°F Latent cooling 6650 Btuh Temperature rise 27 °F Total cooling 35000 Btuh Actual air flow 1167 cfm Actual air flow 1167 cfm Air flow factor 0.043 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.82 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Oct-1319:04:13 y wr h O Right-Suite®Universal 2015 15.0.03 RSU08373 Page 1 ICCk a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW Component Constructions Job: 137 ANDREWS ROAD Date: Oct 11, 2014 Entire House By: TRICIA HIGGINS SPEEDY CALC'S LLC Plan: CSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM For: SPEC HOME 137 ANDREWS ROAD, SANFORD, FL 32771 Location: Orlando Sanford AP, FL, US Elevation: 56 ft Latitude: 29°N Outdoor: Heating Drybulb (T) 42 Dailyrange (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 Indoor: Indoor temperature (T) Design TD (°F) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 (M ) Method 75 Construction quality 7•5 Fireplaces Heating 70 28 50 22.9 Simplified Average 0 Cooling 75 18 50 38.1 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft, BtuhRN-°F ft'-`FBtuh BtuhM Btuh Btuh/t' Btuh Walls 1213-0sw: Frm wall, stucco ext, 3/8" wood shth, r-11 cav ins, 1/2" ne 85 0.097 11.0 2.69 227 2.76 234 gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud se 88 0.097 11.0 2.69 236 2.76 243 sw 85 0.097 11.0 2.69 227 2.76 234 all 257 0.097 11.0 2.69 691 2.76 711 CONCRETE BLOCK R4 3: Blk wall, 8" ext, 4.2 Foil insulation, stucco, ne 543 0.238 4.2 6.59 3580 6.16 3348 1/2" gypsum board int fnsh se 181 0.238 4.2 6.59 1195 6.16 1117 sw 431 0.238 4.2 6.59 2841 6.16 2656 nw 113 0.238 4.2 6.59 744 6.16 695 all 1268 0.238 4.2 6.59 8360 6.16 7816 Partitions Adjacent Wall R11: Frm wall, r-11 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows CODE MINIMUM: 2 glazing, clr low-e outr, argon gas, mtl no brk frm mat,ne clr innr, 1/2" gap, 1/4" thk; NFRC rated (SHGG0.30); 50% blinds 45°, ne medium; 50% outdoor insect screen; 1.4 ft overhang (4 ft window ht, sw 1.4 ft sep.); 6.67 ft head ht all CODE MINIMUM: 2 glazing, clr low-e outr, argon gas, mtl no brk frm mat,ne clr innr, 1/2" gap, 1/4" thk; NFRC rated (SHGC-=0.30); 50% blinds 45°, medium; 50% outdoor insect screen; 1.4 ft overhang (6 ft window ht, se 1.4 ft sep.); 6.67 ft head ht all CODE MINIMUM: 2 glazing, clr low-e outr, argon gas, mtl no brk frm mat,se clr innr, 1/2" gap, 1/4" thk; NFRC rated (SHG(-_0.30); 50% blinds 45°, medium; 50% outdoor insect screen; 11 ft overhang (8 ft window ht, 1.4 ft sep.); 6.67 ft head ht CODE MINIMUM: 2 glazing, clr low-e outr, argon gas, mtl no brk frm mat,sw clr innr, 1/2" gap, 1/4" thk; NFRC rated (SHGC=0.30); 50% blinds 45°, medium; 50% outdoor insect screen; 1.4 ft overhang (3 ft window ht, 1.4 ft sep.); 6.67 ft head ht 411 0.097 11.0 2.69 1103 1.76 721 8 0.500 0 13.9 111 23.7 190 12 0.500 0 13.9 166 23.7 285 12 0.500 0 13.9 162 21.8 254 32 0.500 0 13.8 439 23.0 729 53 0.500 0 13.9 727 23.7 1246 35 0.500 0 13.9 485 22.7 793 88 0.500 0 13.9 1212 23.3 2039 80 0.500 0 13.9 1108 12.4 991 9 0.500 0 13.9 125 20.9 188 2014-Oct-13 19:04:13 irihO' Right -Suite® Universal 2015 15.0.03 RSU08373 Page 1 a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW CODE MINIMUM: 2 glazing, clr low-e outr, argon gas, mtl no brk frm mat,nw 36 0.500 0 clr innr, 1/2" gap, 1/4" thk; NFRC rated (SHG(=0.30); 50% blinds 45°, medium; 50% outdoor insect screen; 1.4 ft overhang (6 ft window ht, 4.6 ft sep.); 6.67 ft head ht Doors 11 A Door, mtl fbrgl type nw 24 0.600 6.3 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth, carp 80% fir fnsh n 21 0.600 6.3 all 45 0.600 6.3 1672 0.032 30.0 13.9 499 23.7 854 16.6 399 18.5 445 16.6 349 18.5 389 16.6 748 18.5 834 0.89 1482 1.74 2911 181 0.989 0 27.4 4959 0 0 2014-Oct-13 19:04:13 WrightSOW Right -Suite@ Universal 2015 15.0.03 RSU08373 Page a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW AED Assessment Job: 137 ANDREWS ROAD Date: Oct 11, 2014 Entire House By: TRICIA HIGGINS SPEEDY CALC'S LLC Plan: CSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM rp,'rc ect.intormation . For: SPEC HOME Location: Orlando Sanford AP, FL, US Elevation: 56 ft Latitude: 29°N Outdoor: Heating Drybulb (°F) 42 Dailyrange (°F) - Wet bulb (' F) - Wind speed (mph) 15.0 Indoor: Heating Cooling Indoor temperature (T) 70 75 Design TD (T) ' 28 18 Relative humidity (%) 50 50 Cooling Moisture difference (gr/lb) 22.9 38.1 93 Infiltration: 17 (M ) 75 7.5 Hourly Glazing Load Hxrdfty Houdy 1 Average i RE76ri1 Maximum hourly glazing load exceeds average by 16.0%. House has adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 0 Btuh 2014-Oct-1319:04:13 wriightSOW Rig ht-Suite® Universal 2015 15.0.03 RSU08373 Page 1 a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW a Right-J® Worksheet Job: 137 ANDREWS ROAD Entire House Date: Oct 11, 2014 By TRICIA HIGGINS SPEEDY CALC'S LLC Flan: CSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM 1 Room name Entire House BED 2 2 Exposed wall 181.0 ft 32.0 ft 3 Room height 10.5 ft 9.4 ft heat/cool 4 Room dimensions 1.0 x 156.0 ft 5 Room area 1672.0 ft' 156.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number Btuh/ft'-°F Btuh/ft') or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool r_ rod_0 097 ne, 69i 85:85 ma w 0 w,. 76 CONCRETE BLOCK PqqE MINIMUM 0. 238 0. 500 ne ne 6. 59 13. 85 6. 16 23. 73 616 8 543 0 3580 111 3348 190 113 0 113 0 744 0 695 0 CODE MINIMUM 0.500 ne 13.85 23.73 12 0 166 285 0 0 0 0 11 ly G` CODE MINIMUM 126 Osw r GO, DEaMINIMUM CONCRETE BLOCK 0. 500 0 097 m0 500 0. 238 ne se ,' se" se 13. 85 2 69 13: 85< 6. 59 23. 73 2 76' m _ ,., 38 6. 16 53 168 s . 80 216 0 88 O 181 727 236 a„_ v '1108 1195 1246 243 e,: 99,1 1117 0 0 0 0 0 0 Q 0 0 0 0 0 0; 0 W MINIMUM 12BrOsw m 0. 500 Q. 097 se sw 13. 85 rA,,,,,,.. 2 69 22. 66 2: 76 35 85£ 5 85 485 227 793 234 0 0 O 0 0 0 0' F- G CONCRETE BLOCK Pff MINIMUM 0. 238 0. 500 sw sw 6. 59 13. 85 6. 16 20. 89 452 9 431 3 2841 125 2656 188 75 0 75 0 496 0 464 0 G CbDE MINIMUM CONCRETE BLOCK - l,, MINIMUM 0. 500 0 238 0 500 0. 600 sw nwz. nw nw 13. 85 L 6, 59 13 85 16. 62 21. 77 6 16 23 73 18'`. 54 12 173 36 r24, 3 113 0 h_ 24 162 744 499 399 254 695 854 445 0 s 113 36qy, „ 0 0 77f b 0 0 506 499 0 0 3 8 54 q Adjacent Wall R11 0.097 2.69 1.76 432 411 1103 721 0 0 0 0 D 11,10 0.600 n 16.62 18.54 21 21 349 389 0 0 0 0 61 c) AED excursion I 10 232 Envelope loss/gain 1 20724 17794 1 1 3259 2990 12 a) Infiltration 3366 1151 565 193 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 1 230 Appliances/ other 2100 0 Subtotal ( lines 6 to 13) 24090 22195 3824 3413 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 24090 22195 3824 3413 15 Duct loads 11 % 18 % 2765 3900 11 % 18 % 439 600 2686 7 266I 4285I 4013 irreqdfm) Auoml (c I I I 17 I 179 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsa 2014-Oct-13 19:04:13 Right - Suite® Universal 2015 15.0.03 RSU08373 Page 1 a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW Right-J® Worksheet Job: 137 ANDREWS ROAD Entire House Date: Oct 11, 2014 By TRICIA HIGGINS SPEEDY CALC'S LLC Plan: CSI=1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM 1 Room name BATH 2 DINING 2 Exposed wall 6.0 ft 14.0 ft 3 Room height 9.4 ft heat/cool 12.0 ft heat/cool 4 Room dimensions 1.0 x 52.0 ft 1.0 x 211.0 ft 5 Room area 52.0 ft' 211.0 ft' T Y Construction U-value Or HTMI IorArea ft' Load IorArea ft' Load Btuh/ft'- u) perimeter (ft) Btuh) permeter ft) tnumberuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat C..I:J 6 W 1213-0sw 0 097 ne 2,69 2.76 0 0 h-; 0 0 0 a pi CONCRETE BLOCK 0.238 ne 6.59 6.16 56 48 319 298 108 73 481 450 R9QE MINIMUM 0.500 ne 13.85 23.73 8 0 111 190 0 0 0 0 CODE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 0 0 0 0 11 CODE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 35 0 485 831 126-0sw 0097 se 2 69: 2 76 4 SI0 0 0 0 0 p CODE MINIMUM0 5.00 se 13 85 y,,,.12 38'r 0 i A 0 0 0 0 4 0'' CONCRETE BLOCK 0.238 se 6.59 6.16 0 0 0 0 0 0 0 0 J59) 4E MINIMUM 0 500 13,85 22 66 0 0 0 0 0 0, 0 0 W I28-0sw 0'E097 se sw 2.69 yv,2.760, 0 0 0 0 VL2CONCRETE BLOCK MINI 0. 238 0. 500 sw 6.59 3. 85 6. 16 0 0 0 0 0 0 0 0 CODE EMINIMUM 0.500 sw 13.85 20.89 0 0 0 0 0 0 0 0 Adjacent Wall R11 11J0 0. 0971 - 1 2.691 1.76 2041 1831 4921 3211 61 c) AED excursion 1 -291 1 1101 Envelope loss/gain 640 550 3014 2924 12 a) Infiltration 106 36 315 108 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 746 586 3329 3032 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 746 586 3329 3032 15 Duct loads 11 % 18 % 86 103 11 % 18 % 382 533 load 8361 631 3161 71113559 Airrequi (c m) _ — I I I I 1 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014- Oct-13 19:04:13 Right - Suite@ Universal 2015 15.0.03 RSU08373 Paget a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW Right-J® Worksheet Job: 137 ANDREWS ROAD Entire House Date: Oct 11, 2014 By TRICIA HIGGINS SPEEDY CALC'S LLC Plan: CSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM 1 Room name BED 3 LIVING 2 Exposed wall 13.0 ft_ 14.0 ft 3 Room height 9.4 ft heat/cool 12.0 ft heat/cool 4 Room dimensions 11.0 x 13.0 ft 1.0 x 351.5 ft 5 Room area 143.0 ft2 351.5 ft' Ty Construction U-value Or HTM Area (ft') I Load Area (fe) Load number Btuh/ft'-°F Btuh/ft') or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W,,, w 01260ws ay „. - CONCRETE BLOCK O'.097 0.238 ne ne 6.59 6.16 122 105 690 645 00 0 A 0 0 0 RQQE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 0 0 0 0J-,G 11 CODE MINIMUM CODE MNIMUM CODE,MINIMUM , ' CONCRETE BLOCK S9pE MINIMUM 128.Osw , , . ,, 1 ...f: 0.500 0.500 O097 0;500, 0.238 0,500 O'.097 ne ne se se; se se s'w;': 13.85 13.85 269 13.85 6.59 13 85 hnH2.69 23.73 23.73 2.76, 12:38 6.16 22.66 r,..2.76 0 18 0 0 0 0 0 0 0 0 0 0 0 x^ 0 0 242 0 0 0 Q 0 0 415 0 s , ,,,..,, 0 0 0 0 0 0 168 80, 0 0 0._,""" 0 0 88 r 80 0 0 Nr,,,,,,,,,0 0 0 236 r 1108 0 0 4 0 0 243 9,9:1'. 0 0 0' 1028-Osw W G CONCRETE BLOCK RQgE MINIMUM 0.238 0.500 sw sw 6.59 13.85 6.16 20.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G, y b Fq CbDE MINIMUM CONCRETE BLOCK Q(E MINIMUM 11J0„ Adjacent Wall RI 0.500 0.238 0,500 0i600 0.097 sw nw nw, nw1 13.85 6 59 13 85, 16.62.,,.18.54 2.69 21.77 6.161, 23 73 1.76 0 0 s 0 u0w„ 0 w 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 WO'..,,.,,, 0 0 0 0 0 0 0 K 0 t) k..,.0L v D 0 0 0' 0 0 0 61 c) AED excursion 1 -58 139 Envelope loss/gain 1416 1252 204, 1707 12 a) Infiltration 229 78 315 108 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 100 1000 Subtotal (lines 6 to 13) 16451 16601 2355 2814 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 5 10 18 33 14 Subtotal 1650 1671 2372 2847 15 Duct loads 11 % 18 % 189 294 11 % 18 % 272 500 111401 1988 261415I 3150 1_ Air requomdl (cfm) I I I I Calculations aaoroved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Oct-13 19:04:13 Right -Suite@ Universal 2015 15.0.03 RSU08373 Page 3 a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW Right-M Worksheet Job: 137 ANDREWS ROAD Entire House Date: Oct 11, 2014 By TRICIA HIGGINS SPEEDY CALC'S LLC Flan: CSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM 1 Room name BATH 3 H 2 Exposed wall 10.0 ft 0 ft 3 Room height 9.4 ft heat/cool 9.4 ft heat/cool 4 Room dimensions 7.0 x 10.0 ft 4.0 x 13.0 ft 5 Room area 70.0 ft' 52.0 ft' T Y Construction U-value Or HTMI I Area ft' Load AreaI ft' Load number Btuh/ft'-°F Btuh/ft') or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 g' ,- W. "" 12B-Osw " O'.097 ne 2.69< rv- -: 6 0 0 tea,,; 0 rd .....0 0 0 < 0 0'T aim 3. 0: CONCRETE BLOCK 0.238 ne 6.59 6.16 94 82 541 505 0 0 0 0 PjPQE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 0 0 0 0 CODE MINIMUM 0.500 no 13.85 23.73 12 0 166 285 0 0 0 0 11 CODE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 0 0 0 0 126-Osw - 0.497 se 2 69 2.76 A 0 0 0 0 0 0 0 CODE`MINIMUM " O'.SQO se 13.85' 12.38 001„r,,,, 0 e; .., .0 0 0: 0,,, y CONCRETE BLOCK 0.238 se 6.59 6.16 0 0 0 0 0 0 0 0 1 6pgE MINIMUM 0.500 se 13.85 22.66.. 0 0 0 W 126 Osw.. 1 _... O.097 sw 2 69:d .. 2.76,,,.,,.0, 0 Q 0 0, l 0, 0: 0 0 Vy CONCRETE BLOCK 0.238 sw 6.59 6.16 0 0 0 0 0 0 0 0 T-G 69)QE MINIMUM 0.500 sw 13.85 20.89 0 0 0 0 0 0 0 0 Wall R11 1 0.0971 - 1 2.691 1.761 01 01 01 01 01 01 01 O 61 c) AED excursion 1 1 -461 1 1 1 4 Envelope loss/gain 1 1043 866 1 1 46 86 12 a) Infiltration 176 60 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1219 927 46 86 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 14 25 46 86 14 Subtotal 1233 952 0 0 15 Duct loads 11 % 18 % 142 167 11 % 18 % 0 0 room load 13600I 11501 01Airrequired (cfm) IalI00ICalculations approved by ACCA to meet all requirements of Manual J 8th Ed. wriightso 2014- Oct-13 19:04:13 Right - Suite@ U niversal 2015 15.0.03 RSU08373 Page a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW Right-J® Worksheet Job: 137 ANDREWS ROAD Entire House Date: Oct 11, 2014 By HIGGINS SPEEDY CALC'S LLC Plan: CSICIACSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM 1 Room name BED 4 M BEDROOM 2 Exposed wall 33.0 ft 34.0 ft 3 Room height 9.4 ft heat/cool 9.4 ft heat/cool 4 Room dimensions 1.0 x 131.0 ft 12.0 x 13.0 ft 5 Room area 131.0 ft' 156.0 ft' Ty Construction U-value Or HTM Area ft') Load Area (ft') Load number Btuh/ft'-°F Btuh/ft') or perimeter A Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S j Heat I Cool j Gross I N/P/S j Heat I Cool 6 W126a05w 0,097, ne. 269 m2.7,6 0 0 e. 0 0. E 85; 85; vl iG CONCRETE BLOCK 0.238 ne 6.59 6.16 122 122 806 753 0 0 0 0 Rj)QE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 0 0 0 0 CODE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 0 0 0 0 1,11 CODE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 0 0 0 0 o• N2B Osvv t7 097 se ; 2.69 2 76 0 0 0 y % 0 0 0 0' CODE MINIMUM , O S0,,0, set 13.85 R,12 38„ 0 0 , 0 0 @' 0 t-G- CONCRETE BLOCK 0.238 se 6.59 6.16 103 86 566 530 113 95 628 587 1590,E MINIMUM 0 500 se 138 22 66 18 3 242 396 18 3, 242 396 2.69 s. 85 22iiw ,.23„4 Vy CONCRETE BLOCK 0.238 sw 6.59 6.16 0 0 0 0 122 122 806 753 C SQQE MINIMUM 0.500 sw 13.85 20.89 0 0 0 0 0 0 0 0 Wall R11 1 0.0971 - 1 2.691 1.761 01 01 01 0 01 01 61 c) AED excursion 1 1731 1 1 157 Envelope loss/gain 2862 2214 2973 2300 12 a) Infiltration 582 199 600 205 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 2 460 Appliances/other 0 0 Subtotal (lines 6 to 13) 3444 2644 3573 2965 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 9 18 0 0 14 Subtotal 3453 2661 3573 2965 15 Duct loads 11 % 18 % 396 468 11 % 18 % 410 521 Total room load 38501 31211 39831 34861Airrequired (cfm) I I I 167 140 I 173 156 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wriegt7tksQ#m 2014-Oct-13 19:04:13 Right-Suite®Universal 2015 15.0.03 RSU08373 Page 5 a Higgins\Documents\Wdghtsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW ref wE`'""'9M Right-J® Worksheet Job: 137 ANDREWS ROAD Entire House Date: Oct 11, 2014 By: TRICIA HIGGINS SPEEDY CALC'S LLC Plan: CSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM 1 Room name M BATH WC 2 Exposed wall 7.0 ft 0 ft 3 Room height 9.4 ft heat/cool 9.4 ft heat/cool 4 Room dimensions 1.0 x 89.0 ft 6.0 x 4.0 ft 5 Room area 89.0 ft' 24.0 ft' Ty Construction U-value Or HTMI Area (ft') I Load I Area (ft') Load number Btuh/ft'-°F Btuh/ft') or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Wc.; 12B Osw / 00,97- net o,' 2.69 r, r CONCRETE BLOCK RQQE MINIMUM 0.238 0.500 ne ne 6.59 13.85 6.16 23.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CODE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 0 0 0 0 11 CODE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 0 0 0 0 126-0sw y 0'.097 se '' 2 69' 2 76 0 0 0 0 0 C,ODE,MINIMU'ir 0 50,0, se.-, 13 85- 012:3 8': 0, 0 0 0 mow„ „ , 0 0, w0, 0_ Vy CONCRETE BLOCK 0.238 se 6.59 6.16 0 0 0 0 0 0 0 0 0 0 0C, w ODDE MINIMUh% az8 osw : 0 500 q se 13.85 2.69 22.66 0 s0 0 t)y,,.,0 0 0 D 0 00:... Q CFO;'. v f--G z CONCRETE BLOCK Pff MINIMUM h4:097,, 0.238 0.500 sw sw sw 6.59 13.85 ua76; 6.16 20.89 66 9 57 3 374 125 350 188 0 0 0 0 0 0 0 0 I C DE MINIMUM CONCRETE BLOCK38 0.500 sw nw 13.85 6 59 13 21 77 6 16 73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0Q(E MINIMUM 0500nw" 85 23 fl'0 11J0:" 000 nw,_ 1662!-a 1.6.54; ti.A. 0. 0,_...': 0 0.,<,,. 0 F L Adjacent Wall R11 0.097 2.69 1.76 0 0 0 0 0 0 0 0 0 0 0 0 0 C 11J0 a16B;302fd "= > _,,, 0.600 0':032 n 16.62 0.89G 1854 1 74 0 89 0 89 0 7.9 m ,,,,156 FR .. 24 XP 4 2i1 42 F 22A tpl 0.989 27.40 0.00 89 7 192 0 24 0 0 0, L LOW vim•_ ', v'.' y E- / ME w wmP A 0 2%' P.w,,..-,..a,.. ;:a,z2n3"' .':',,, w___- r.. 4.•.w•. V 3..,k" nW a i-s: u r,,, i', ,,,,- a„a.,w 5' " uv u,.,,, ,'TTE L y, i 7 61 c) AED excursion 1 531 1 12 Envelope loss/gain 770 746 21 40 12 a) Infiltration 123 42 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 893 788 21 40 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 893 788 21 40 15 Duct loads 11 % 18 % 103 138 11 % 18 % 2 7 943161 941 24111 42Airrequomd( m) I I 1 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w r®gF tsof - 2014-Oct-13 19:04:13 Right-Suite®Universal 201515.0.03 RSU08373 Page a Higgins\Documents\Wrighlsoft HVAC\CSF1672.rup Cale = MJ8 Front Door faces: NW Right-M Worksheet Job: 137 ANDREWS ROAD Entire House Date: Oct 11, 2014 By: TRICIA HIGGINS SPEEDY CALC'S LLC Plan: CSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM 1 Room name WIC KITCHEN 2 Exposed wall 6.0 ft 12.0 ft 3 Room height 9.4 ft heat/cool 11.0 ft heat/cool 4 Room dimensions 5.0 x 6.0 ft 1.0 x 185.5 ft 5 Room area 30.0 ft' 185.5 ft' Ty Construction U-value Or HTM Area (ft') I Load Area (ft') Load number Btuh/ft'-°F) Btuh/ft') or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 CONCRETE BLOCK 0.238 ne:; ne 2:69i 6.59 2.76 6.16 u 0, 0 0 0 m _ . <0 0 0 0 0 ". 0 0 0 0 0 PQQE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 0 0 0 0 CODE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 0 0 0 0 11 WVy G CODE MNIMUM 126-0wsws CQDE,MINIMUM 0.500 0 097 0 500„ ne se ;, se„ 13.85 2,69 13.85 23.73 2 76 12:38 0 0 0 0 0 MY 0 0 0 0 w0 0 0 0 0 F•: 0 0 0 0 0 0 0' A CONCRETE BLOCK 1599E MINIMUM,,, 126?Osw 0.238 0.500 O,097 se se sw 6.59 13.85 2:69b 6.16 22.66 2Jti 0 0, 0 0, 0 0 0 0 0 0 u0 0 0 0 0 0 0 0 0 0 0 0 0 COQONCRETE BLOCK 0.238 0.500 sw sw 6.59 13.85 6.16 56 56 372 348 132 120 9 793 742 CODMINIMUMEMINIMUM 0.500 sw 13.85 211.77 0 0 0 0 12 162 254 Fj I I lio ent Wall R11 I 0.600I n I 16.62I 18.54 01 1431 1431 3841 2511 61 c) AED excursion 1-211 1 1 17 Envelope loss/gain 563 379 1 1 1832 1563 12 a) Infiltration 106 36 248 85 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 1000 Subtotal (lines 6 to 13) 669 416 2080 2648 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 246 176 14 Subtotal 669 416 2326 2824 15 Duct loads 11 % 18 % 77 73 11 % 18 % 267 496 Total room load 745 4111 25931 3320 Air required (cfm) I I I 32 22 I I 113 148 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. WCMjthlSSCi 13 Rig ht-Suite® U niv ersal 2015 15.0.03 RSU08373 2014-Oct-131 Pageg7 a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW Right-J® Worksheet Job: 137 ANDREWS ROAD Entire House Date: Oct 11, 2014 By TRICIA HIGGINS SPEEDY CALC'S LLC Plan: CSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM 1 Room name D W 2 Exposed wall 0 ft 3 Room height 9.4 ft heat/cool 4 Room dimensions 7.0 x 3.0 ft 5 Room area 21.0 ft' T Y Construction U-value Or HTM Area ft' Load Area Load number Btuh/ft'-°F Btuh/ft') or perimeter ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W.2&Osw m. 0i097 ne' 2.69i3 276' 0 01 CONCRETE BLOCK 0.238 ne 6.59 6.16 0 0 0 0 PQQE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 CODE MINIMUM 0.500 ne 13.85 23.73 0 0 0 0 11 CODE MNMUM 0.500 ne 13.85 23.73 0 0 0 0 12B Osw r,0 097 se 2 69' 276' E 0 0 0 0 r r C,O,DE MINIMUM, µ0:50,0, se. 1,3.85; 12:38; 0, a 0 0 0 m kki h.- VY CONCRETE BLOCK 0.238 se 6.59 6.16 0 0 0 0 C, 599E MINIMUM„ 0.500 se 13.85 22 6 0 0 0 0 kW. "' 1,26 Osw 0..097 sw 2.69 2:'76 6, r 0 G CODONCRETE BLOCK 0.238 sw 6.59 6.16 0 0 0 0 G CCOE M12INIMUM0.500 sw 13.85 211 77 0 0 0 0 Fj AdjlaOcent Wall R11 1 0.6001 n 16.62 2.691 18.541 801 801 2201 1 61 c) AED excursion 1-9 Envelope loss/gain 246 176 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) 246 176 Less external load 0 0 Less transfer 0 0 Redistribution 246 176 14 Subtotal 0 0 15 Duct loads 11 % 18 % 0 0 Total room load 0 0 Air required (cfm) I 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrpgh*s4D,« 2014-Oct-1319:04:13 Right -Suite@ Universal 2015 15.0.03 RSU08373 Page a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW Loads for Multiple Orientations Entire House SPEEDY CALC'S LLC Job: 137 ANDREWS ROAD Date: Oct 11, 2014 By: TRICIA HIGGINS Plan: CSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: WWW.SPEEDYCALCS.COM For: SPEC HOME 137 ANDREWS ROAD, SANFORD, FL 32771 NIEMEN= o a Location: Indoor: Heating Cooling Orlando Sanford AP, FL, US Indoor temperature (T) 70 75 Elevation: 56 ft Design TD (T) 28 18 Latitude: 29°N Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 22.9 38.1 Dry bulb (T) 42 93 Infiltration: Dailyrange (T) - 17 (M Wet bulb (T) - 75 Wind speed (mph) 15.0 7.5 Front Door North Northeast East Southeast South Southwest West NIPPH w, Narkkuvest Sensible Load (Btuh) 26024 26594 27220 28507 26283 27403 25668IEiI 26(}94' Latent Load (Btuh) 5542 5542 5542 5542 5542 5542 5542••;• 55aZ Total Load (Btuh) 31567 32136 32763 34049 31825 32946 31210 31637; Heating AVF (cfm) 1167 1167 1167 1167 1167 1167 1167 161 Cooling AVF (cfm) 1167 1167 11E 1167 1167 1167 1167 1116E7 B-dk6ng Orientation Coding Load DrefimFratDjTf.m Current Orientation: Front Door faces Northwest Highest Cooling Load: Front Door faces Southeast Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Oct-1319:04:14 WrightSOft' Rig ht-Suite® Universal 2015 15.0.03 RSU08373 Page 1 a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW Job #: 137 ANDREWS ROAD Performed by TRICIA HIGGINS for: SPEC HOME 137 ANDREWS ROAD SANFORD, FL 32771 RECORD COPY Sheet 1 SPEEDY CALC'S LLC 2805 STATEN DRIVE DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 VWVW.SPEEDYCALCS.COM SPEEDYCALCS@YAHOO.COM x4 Z cfm BUILp o 4 p© 1;D A' R7TnE Scale: 1 : 93 Page 1 Right -Suited!) U niv ersal 2015 15. 0.12 RSU08373 2015- Jun-25 14:44:43 ents\ Wrightsoft HVAC\CSF1672.rup Duct System Summary Entire House SPEEDY CALC'S LLC Job: 137 ANDREWS ROAD Date: Oct11, 2014 By: TRICIA HIGGINS Plan: CSF1672 2805 STATEN DRIVE, DELTONA, FL 32738 Phone: 407 314-8495 Fax: 407 322-5788 Email: SPEEDYCALCS@YAHOO.COM Web: VWVW.SPEEDYCALCS.COM For: SPEC HOME 137 ANDREWS ROAD, SANFORD, FL 32771 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.31 in H2O 0.31 in H2O Available static pressure 0.19 in H2O 0.19 in H2O Supply / return available pressure 0.136 / 0.054 in H2O 0.136 / 0.054 in H2O Lowest friction rate 0.300 in/100ft 0.300 in/100ft Actual air flow 1167 cfm 1167 cfm Total effective length (TEL) 463 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH 2 h 832 36 31 0.300 4.0 Ox 0 VIFx 31.0 190.0 st2 BATH 3 h 1374 60 50 0.300 5.0 Ox 0 VIFx 53.1 265.0 st3 BED 2 h 4263 185 179 0.300 7.0 Ox 0 VIFx 37.0 185.0 st2 BED 3 c 1964 80 88 0.300 6.0 Ox 0 VIFx 49.1 260.0 st3 BED 4 h 3850 167 140 0.300 7.0 Ox 0 VIFx 60.0 270.0 st3 DINING h 3711 161 159 0.300 7.0 Ox 0 VIFx 29.0 185.0 st2 KITCHEN c 3320 113 148 0.300 7.0 Ox 0 VIFx 11.0 170.0 st1 LIVING c 3348 115 150 0.300 7.0 Ox 0 VIFx 44.0 255.0 st3 BATH h 996 43 41 0.300 4.0 Ox0 VIFx 21.7 180.0 st1 M BEDROOM h 3983 173 156 0.300 7.0 Ox 0 VIFx 26.0 170.0 st1 WC c 47 1 2 0.300 4.0 Ox 0 VIFx 14.1 170.0 st1 WIC h 745 32 22 0.300 4.0 Ox 0 VIFx 23.0 175.0 st1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st1 Peak AVF 362 370 0.300 678 10.0 0 x 0 VinlFlx st3 Peak AVF 422 427 0.300 784 10.0 0 x 0 VinlFlx st2 st2 Peak AVF 804 797 0.300 1024 12.0 0 x 0 VinlFlx 2015-Jun-25 14:41:45 wrightSOW Rig ht-Suite® Universal 2015 15.0.12 RSU08373 Page 1 a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FIR fpm) in) in) Opening (in) Matl Trunk rsb1 Ox 0 167 140 89.7 0.200 479 8.0 Ox 0 VIFx rt1 rb6 Ox 0 80 88 88.7 0.200 329 7.0 Ox 0 VIFx rt1 rb5 Ox 0 221 210 74.0 0.200 501 9.0 Ox 0 VIFx rb2 Ox 0 250 221 73.0 0.200 565 9.0 Ox 0 VIFx rb1 Ox 0 448 508 132.7 0.200 646 12.0 Ox 0 VIFx rt1 Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk rt1 Peak AVF 696 735 0.200 688 14.0 0 x 0 VinlFlx wrightsoft' Right -Suite® Universal 201515.0.12 RSU08373 a Higgins\Documents\Wrightsoft HVAC\CSF1672.rup Calc = MJ8 Front Door faces: NW 2015-Jun-25 14:41:45 Page 2 RECORD COPY City ofSafor Building and Fire- Prevention Product App.roval.,S.pecificati:on Form sa AIFORbif 1# 1 5- 1 5 8 0 Permit # Project Location Address _ As required`by Florida Statute 553".842 and -Florida Administrative Code 9N-3; please provide the f information and product approval number(s)"on the;buildingcomponents listed -below if theyfrare to,be utilized on.the,construction project for which you are applying for a building permit.- We recommend that y you contact -your local I* uct suppher'should`.you-not.know thre product approval -number for any of the applicable:,listed;products.:_Be aware that win dows,,skylights, and exterior doors must_.be tested m accordance with, the Florida Building Code Section:1714.5 More. information -about Statewide9 Product Approval can be"obtained at www.floridabuildina.ora. The following .information must be available° on the jobsite for inspections x 1. This entire product approval form 2: A copy -of tfie manufacturer's installation details and requirements for each product Category / Siahcategory Manufacturer Product Description` Flonda Approval # nclUdedecimal) 1. Exterior Doors mSwinging, Slidih .iio $o`. r l,/ a Sectional Roll Up- . I 0 _gv o..)-T. b 6 " GJI n 1>a l to -'I 2 Autorriatic Other 2. Windows Single Hun S leer I one Q . A ers Zdl S k . Horizontal Slider F Casement Double Hun Fixed Awning Pass Through Projected Mullions_ Wind Breaker Dual Action, Other June 2014 1 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits 1 G C- t M,,.. I l' +s165-03 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products v'As halt Shingles j/Underla ments 4 T I -V ° GA- Q u-14 z flv A Jo 6 Z, 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 / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category Subcategory 5. Shutters ' Manufacturer Product Description Florida Approval # include decimal Accordion Bahama Colonial Roll u Equipment Other S. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature %% Applicant's Name Please Print) June 2014 S-T- L) S q t 0 - + MIX111M Florida Bolding Code Ovine Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map I Links Search i Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL14911-R6 Application Type Revision Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Silverline Building Products Corp. Address/Phone/Email One Silverline Drive North Brunswick, NJ 08902 732) 435-1000 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Craig Calderone Address/Phone/Email 1 Silverline Drive North Brunswick, NJ 08902 732) 435-1000 CraigCalderone@silverlinewindow.com Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer j Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Window and Door Manufacturers Association-QA Quality Assurance Contract Expiration Date 10/21/2016 - Validated By Ryan J. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL14911 R6 COI Certificate of Independence. odf Referenced Standard and Year (of Standard) Standard Year AAMA/W DMA/CSA/101/I.S.2/A440 2008 AAMA/W DMA/CSA/101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1993 ASTM D635 1996 ASTM D638 1996 ASTM E1886 2005 ASTM E1996 2005 https://ttoridabtAlding.org/pr/pr app dtl.aspx?param=wGEVXQwtDquZRj59%2fDrx2lbtdSCxBgXOHiEZgVpBvpCICCBHBJ6xfw%pad%3d 1/5 s _ 44 x N r r r r r SERIES 2900 / 4900 - MODEL 2901 / 4901 WEATHER STOPPER" EXTRUDED VINYL SINGLE HUNG WINDOW iMPAc r GENERAL NOTES 1. This product has been evaluated and is in compliance with the 2010 Florida Building Code FBC) structural requirements excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind bome debris protection this product complies with Section 1609.1.2 of the FBC and does not require an impact resistant covering. This product meets missile level "D" and excludes Wind Zone 4 as defined in ASTM El996. 4. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. TABLE OF CONTENTS SHEET• DESCRIPTION 1 Typical elevation, design pressures & general notes 2 Horizontal & vertical cross sections 3 Horizontal & vertical cross sections 4 Buck & frame anchoring 5 Components 6 Bill of materials, glazing details & components 40.0" MAX. OVERALL FRAME WIDTH o 2 W b v i 40.00" x 66.00" 35.00" x 29.75" G1,G2 50.0 50.0 36.00" x 72.00" 31.W x 32.75" G1,132 50.0 50.0 40.00" x 72.00" 35.W' x 32.75" G3 50.0 50.0 LE: N.T.S. BY: KV C. BY: LFS AN NO.: FL-14911.9 Er _L of 6 d 3 d Y E N U nin v2 oc NW 1 O o y 2 1 ta' D Z sSmcp° a` m m e $ c G C K 4 U 8 X o 38 36 30 37 4 G3 G2 GI 21 2 3 4 EXTERIOR INTERIOR yw y z 2 3 3 O 3 NV o 2 OO j o O G1 G2 G3 a rmE22 7 F C 6 O a 5 10 20 ao o' 20 G1 G2 G3 4 Z3 o z p o00 o INTERIOR B J Z af zi 6 mS u] u p D e W = o N Q0 EXTERIOR E p O ip D 9 GI G2 G3 DATE: 10124111 1-1/4"MIN. B SdIE N.T.S. EMB. TYP. DWO. er: KV m HORIZONTAL CROSS SEC17ON 21 VERTICAL CROSS SECTION ONK. BY. LFS 3 DRAWING NO.: FL-14911.9 6 SHEET 2 OF B INTERIOR EXTERIOR rf'\ HORIZONTAL CROSS SECTION 3 Shown w/IX sub -buck EXTERIOR INTERIOR 3 VERTICAL CROSS SECTION Optional masonry sill EXTERIOR INTERIOR G3 G2 Gt 2 VERTICAL CROSS SECTION 3 Shown w/1 X sub -buck EXTERIOR INTERIOR 4 VERTICAL CROSS SECTION 3 Optional masonry sill n azPS C TYP. 2X BUCK G 1 X BUCK J \ r 2X BUCK BUCK TYP. HEAD V u 0 3 FRAME o° 23 2 OPEON NRY NG MASONRY _ 2X BUCK IF OPENING IXBUCK 'H z TYP. v o v JAMBS 0 4 ......... J m FRAME ANCHORING z z BUCK ANCHORING 2X BUCK N MASONRY o 0 0 a z3CONCRETE ANCHOR NOTES: u I. Concrete anchor locations at the comers may be adjusted to maintain the min. z edge distance to mortarjoints. ^ w 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to * maintain the min. edge distance to mortar joints. additional concrete anchors ° 'm may be required to ensure the "MAX. ON CENTER" dimensions are not exceeded. z 3. Concrete anchor table: z DATE 10/24/11 = s 5 DWG. BY: KV m 3 TAPGON® 1- 1 d 9 EXTRUDED VINYL JAMB 1.W O 0 MEETING RAIL EXTRUDED VINYL HEADER %ZEXTRUDED VINYL SILL 0 06 O o 7 GLAZING BEAD B GLAZNG BEADSashmterbckWindowhome 0.065" 64' S SASH iOP RAIL 10 SASH Si1LE 6 GLAZING BEADSash ae: N.T.S. s. BY: KV C. Br: LFS WING NO.: FL-1491 1.9 rt 5 Of 6 E BILL OF MATERIALS ITEM DESCRIPTION MATERIAL 8 2X BUCK SG >= 0.55 WOOD C 1 /4" MAX. SHIM SPACE D 1 /4" X 2-3/4"PFH ELCO OR ITW CONCRETE SCREW STEEL E MASONRY - 3,192 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F 10 X 7' PFH SMS STEEL G 10 X 2-3/4" PPH SMS STEEL H 1 J4" X 3-1 /4"PFH ELCO OR ITW CONCRETE SCREW STEEL J 1/4" X 3-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL 1 EXTRUDED VINYL PVC WINDOW HEADER #2902 ` VINYL 2 EXTRUDED VINYL PVC WINDOW MEETING RAIL #29D7 ` VINYL 3 EXTRUDED VINYL PVC SASH TOP RAIL LOCK #2908 " VINYL 4 EXTRUDED VINYL PVC SILL #2903 ` VINYL 5 EXTRUDED VINYL PVC SASH LIFT RAIL BOTTOM #2949 ` VINYL 6 EXTRUDED VINYL PVC SASH GLAZING BEAD #2217 ` VINYL 7 EXTRUDED VINYL PVC SASH INTERLOCK GLAZING BEAD #3557 ` VINYL 8 EXTRUDED VINYL PVC WINDOW FRAME GLAZING BEAD #2317' VINYL 9 EXTRUDED VINYL PVC JAMB #2901 • VINYL 10 EXTRUDED VINYL PVC SASH STILES #2905 VINYL 12 INTERCEPT SPACER STEEL 13 DOW 995SIUCONE SILICONE 15 SUPERSPACER SPACER 20 ALUMINUM 6063-T6 SASH REINFORCEMENT BY SILVERLINE #2967 ALUMINUM 21 ALUMINUM 6105-TS INTERLOCK REINFORCEMENT BY SILVERLINE #50-2609 ALUMINUM 22 ALUMINUM 6105-TS MEETING RAIL REINFORCEMENT BY SILVERLINE #50-2608 ALUMINUM 30 SASH LOCK BY SILVERLINE ROTO LOCK 31 KEEPER ATTACHMENT SCREW #6A x 3/4" PFH ZINC PLATED STEEL 32 8 X "FLAT ZINC PLATED STEEL 35 SIDE LOCK OMEGA SHOE 36 SASH LOCK BY SILVERLINE CAM LOCK 37 KEEPER ATTACHMENT SCREW #6A x 3I4"PFH ZINC PLATED STEEL 38 8 X 1" FLAT ZINC PLATED SCREW STEEL 12 6 5/9'OVERALL n • ^_ THK. GLASS b a m N 12 - QN Z p 2 Q 3/37' ANNEALED 5° m a n AIR SPACE - > h `„j'1p 3/3T ANNEALED po 5'` U N 6 LL c 0.090" SAFLEX® PVB INTERLAYER i m z 3/3T ANNEALED g 9 0 J. a maa`m°u o 3 t/z'GLASS 13 EBITE o° GT GlAI1NGDETAIt N15 6 o !s w 5"" OVERALL z o w3 v a THK. GLASS 5 0 2 WU 1/8"ANNEALED AIR SPACE 3/37' ANNEALED z o V O ro0.091T' SAfLEX® PVB INTERLAYER & m 3/37'ANNEALED a a m 1ircLnss 13BITE GY GLAZING DETAIL i u 3 z0 THE APPROVED WHITE RIGID PVC EXTERIOR EXTRUSIONS FOR WINDOWS ARE TO BE PRODUCED 12 6 0 Ln BY EXTRUDERS LICENSEES IN "AAMA CERTIFICATION PROGRAMS FOR RIGID PVC EXTRUSIONS 5/9' OVERALL o THK. GLASS. i 3 J 5 AT 1/8'ANNEALED AIR SPACE 1/6"ANNEALED O Lu 879 0.090'SAFLEX® PVB INTERLAYER w o 125' z rn 1/8'ANNEALED ^ zz ASS' —'1 OA 10/24/11 1/7' GLASS q BITE 13 scve: N.T.S. 20 REINFORCEMENT 21 REINFORCEMENT Y2 REINFORCEMENT DWG. BY: KV m Jamb & Bottom rad Top wsh Meeting rad G3 GLAZING DETAIL CNN. SY: LFS e DRAWING NO.: FL-14911.9 0 N SHEET B OF 6 Q 5a 4/3012015 Florida Building Code Online FL # FL16503 Application Type New Code Version 2010 Application Status Approved Comments Archived Product Manufacturer KAYCAN LTD Address/Phone/Email 1 Memorial Drive Richford, VT 05476 406) 553-6818 Ext 0 alex.jovanovic@kpproducts.com Authorized Signature Jovanovic Alex alex.jovanovic@kpproducts.com Technical Representative Alex Jovanovic Address/Phone/Email 255 Summerlea Road Brampton, NON -US 05476 905) 793-9462 Ext235 alex.jovanovic@kpproducts.com Quality Assurance Representative Alex Jovanovic Address/Phone/Email 1 Memorial Drive Richford, VT 05476 416) 553-6818 alex.jovanovic@kpproducts.com Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert J. Amoruso, P.E. the Evaluation Report Florida License PE-49752 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL16503 RO COI CofI 2241 RevO 413-0204 KavcanSoffit.pdf Referenced Standard and Year (of Standard) Standard Year ASTM D3679 06a ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL16503 RO Eouiv EER 2241 RevO 413-0204 KavcanSoffit.Ddf https:llfloridabtilding.orglprlpr app_Ml.aspx?param=wGEVXQwtDgvgqu2w%2bnFgUOixYpvH%2bzhslZNwfNhH2Lq%2b84mXICXFNA%3d%3d 1/2 KAYCAN LTD VINYL/PVC AND ALUMINUM SOFFIT - SOLID AND VENTED INSTALLATION ANCHORAGE DETAILS GENERAL NOTES: INSTALLATION NOTES: 1. THIS PRODUCT HAS BEEN TESTED AND DESIGNED TO COMPLY WITH THE 2010 FLORIDA BUILDING CODE (FBC) EXCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ) AT THE DESIGN PRESSURES SHOWN ON THIS SHEET (SEE 1. ANCHORS SHALL BE THE TYPE, SIZE, EMBEDMENT AND EDGE DISTANCE SHOWN HEREIN FOR RESPECTIVE SUBSTRATE. TABLE). THESE PRODUCTS WERE TESTED TO ASTM E330-02. STRUCTURAL TEST RESULTS BASED ON ASTM E330-02 WERE DIVIDED BY 1.5 AS REQUIRED BY 2010 FBC, SECTION 1715.9.4 AND 2010 FRC, SECTION R616.4. 2. INSTALLATION ANCHORS SHALL BE AS SHOWN ON THE INSTALLATION FASTENER SCHEDULE ON SHEET 3 AND IN INSTALALTION DETAILS ON SHEETS 11, 12,13 AND 14.. 2. DESIGN PRESSURE (DP) RATINGS SHOWN ON THIS SHEET ARE DOCUMENTED AT TWO EAVE WIDTHS. 2.1. FOR EAVE WIDTHS THE SAME AS THE MINIMUM AND MAXIMUM RANGES SHOWN, THE DP FOR THAT EAVE WIDTH 3. MINIMUM EMBEDMENT EXCLUDE WALL FINISHES (INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER AND SIDING_). SHALL APPLY. EDGE DISTANCES SHALL BE SUCH TO PREVENTIVE CRACKING OF SUBSTRATE MATERIAL. 2.2. FOR EAVE WIDTHS LESS THAN THE MINIMUM SHOWN, THE DP AT THE MINIMUM EAVE WIDTH SHALL APPLY. 2.3. FOR. EAVE WIDTHS GREATER THAN THE MINIMUM BUT LESS THAN THE MAXIMUM SHOWN, THE DP MAY BE 4. ALL FASTENERS SHALL HAVE CORROSION RESISTANT COATINGS OR BE MADE OF CORROSION RESISTANT MATERIALS LINEARLY INTERPOLATED. COMPATIBLE WITH THE SUBSTRATE MATERIALS, 2.4. EAVE WIDTHS GREATER THAN THE MAXIMUM EAVE WIDTH SHOWN ARE NOT ALLOWED. 3. THE PRODUCT DETAILS CONTAINED HEREIN ARE BASED UPON SIGNED AND SEALED FENESTRATION TESTING LABORATORY, INC. TESTING REPORT NO. 7367, DATED 6/1113 AND NO. 7329, DATED 5121/13 INCLUDING ASSOCIATED LABORATORY STAMPED DRAWINGS. 4. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE, MASONRY AND WOOD FRAMING COMPRISING THE ATTACHMENT SUBSTRATE FOR THE SOFFIT SHALL BE DETERMINED TO BE CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THAT STRUCTURE AND IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD FOR THE PROJECT. 5. OVERHANGS RECEIVING SOFFIT SHALL BE CHECKED FOR STRUCTURAL ADEQUACY. DAMAGE, CRACKS OR DEFECTS THAT MAY PRECLUDE THE SOFFIT FROM PERFORMING ITS INTENDED FUNCTIONS SHALL BE ELIMINATED. 6. INSTALLATION OF SOFFIT AND ACCESSORIES SUCH AS CORNER POSTS, STARTER STRIPS, AND TRIM AROUND OPENINGS SHALL BE DONE IN ACCORDANCE WITH THE 2010 FLORIDA BUIDLING CODE AND THE MANUFACTURER'S INSTRUCTIONS. 7. SITE CONDITIONS THAT DEVIATE FROM THE DETAILS OF THIS DRAWING REQUIRE FURTHER ENGINEERING EVALUATION BY A LICENSED ENGINEER OR REGISTERED ARCHITECT 8. SOFFIT SHALL BE LABELED IN ACCORDANCE WITH 2O10 FBC, SECTION 1715.9.2 AND 2010 FRC, SECTION R616.2. 9. SOFFIT NET FREE AREA IN ACCORDANCE WITH 2O10 FBC, SECTION 1715.9.1 AND 2010 FRC, SECTION R616.1 ARE SHOWN IN THE APPROVED SOFFIT SCHEDULE ON SHEET 2. 10. MATERIALS: - 10.1. KAYCAN BUILDING PRODUCTS VINYL SOFFIT IS MANUFACTURED FROM A FORMULATED PVC POWDER COMPOUND MEETING THE SPECIFICATIONS OF ASTM D3679. 10.2. KAYCAN BUILDING PRODUCTS ALUMINUM SOFFIT IS MANUFACTURED FROM ALUMINUM ALLOY WITH ASTM E8 TESTED TENSILE STRENGTH OF 21 KSI AND YIELD STRENGTH OF 9.86 KSI. 10.3. SEE SHEET 2 FOR SOFFIT SPECIFICATIONS. TABLE OF CONTENT SHEET DESCRIPTION 1 GENERAL NOTES AND SPECIFICATIONS 2 APPROVED VINYL AND ALUMINUM SOFFIT AND TRIM SCHEDULE 3 INSTALLATION FASTENER SCHEDULE AND SOFFIT PROFILES 4 TO 11 SOFFIT AND ACCESSORY PROFILES 12 SOFFIT INSTALLATION CROSS SECTION 13 WALL SIDE — STAPLE DETAIL 14 WALL SIDE — NAIL DETAIL 15 EAVE/FASCIA SIDE DETAIL DESIGN PRESSURE (PSF) RATING VINYL (PVC) SOFFIT SERIES EAVE DESIGN PRESSURE WIDTH (IN) PSF) 12" TRIPLE 4 SOLID SOFFIT 10 106.7/-33.3 12" TRIPLE 4 VENTED SOFFIT 12" TRIPLE 4 CENTER —VENT SOFFIT 12" TRIPLE 4 CENTER—O—VENT SOFFIT 24 93.3/-33.312" TRIPLE 4 FULL—O—VENT SOFFIT 10 113.3/-46.7 10" DOUBLE 5 SOLID SOFFIT 10" DOUBLE 5 VENTED SOFFIT 24 106.7/-40 8" BEADED SOLID SOFFIT 10 TO 24 106.7/-40 8" BEADED VENTED SOFFIT EAVE DESIGN PRESSURE ALUMINUM SOFFIT SERIES WIDTH (IN) PSF) 12 93.3/-40 SP-600 16" SOLID SOFFIT SP-600 16" VENTED SOFFIT 24 80/-36.7 12 106.7/-46.7 12" 3 PANEL SOLID SOFFIT 24 93.3/-40 12" 3 PANEL VENTED SOFFIT DESIGN PRESSURE RATINGS SHOWN ABOVE SHALL BE COMPARED TO LOADING BASED ON Vosd BASIC WIND SPEEDS. THUS PROJECT DESIGN PRESSURES AS DETEMINED FROM ASCE 7-10 BASED ON Vult BASIC WIND SPEEDS ARE PERMITTED TO BE MULTIPLIED BY 0.6 PER SECTION 1715.9.4 OF THE 2010 FBC/SECTION R616.4 OF THE 2010 FRC FOR COMPARISON TO THE DESIGN PRESSURE RATINGS ABOVE. OF gzZ F-O IJ) < Z U W !=LL O W 5coU) L) 0_ Z_ < YrWT F U zOQ w CD z Roben J. Amoroso, P.E. Flonda P.E. No. 49752 AMES NO 49752 PCs STATE' Cfg 40RiOP'`e APPROVED VINYL AND ALUMINUM SOFFIT AND TRIM SCHEDULE 0 NO 0 a WJ M N OW ZQ o Y SU z L°r vi 0 U LL Q ~ F O O Q Q m 2 Z J J > co m 3 Q < 0 2 0 O Z_Z e mg Q Y w S » a Y Z°6€ Z a> W h4 Z>p R^j Robert J. Amoroso, P.E. Florida P.E. No. 49752 e% c c nib •. q °.. c. `"•. , NO 49752 az. STATE OF - W rr. R 4 Kaycan Vinyl Soffit and Trim Product Kaycan Drawing No. Panel Length in) Thickness (in) Net Free Area sq. in./lineal ft.) Net Free Area sq. in./sq. ft.) 12" Triple 4 Solid Soffit (Vinyl) VSAAF-0801UA 144 0.040 n/a n/a 12" Triple 4Vented Soffit (Vinyl) VSAAF-0801UD 144 0.040 6.55 6.55 12" Triple 4 Center -Vent Soffit (Vinyl) VSAAF-0801UD 144 0.040 2.18 2.18 12" Triple 4 Center-O-Vent Soffit (Vinyl) VSAAF-0801U6 144 0.040 1.37 1.37 12" Triple 4 Full-O-Vent Soffit (Vinyl) VSAAF-0801UC 144 0.040 4.18 4.18 10" Double SSolid Soffit (Vinyl) VSAAM-08000A 144 0.040 n/a n/a 10" Double 5 Vented Soffit (Vinyl) VSAAM-08000E 144 0.040 5.17 4.50 8" Beaded Solid Soffit (Vinyl) VSAAX-08000A 150 0.040 n/a n/a 8" Beaded Vented Soffit (Vinyl) VSAAX-08000B 150 0.040 3.38 4.64 F-Channel/Trim (Vinyl) VAAAT-08000A n/a 0.040 n/a n/a 4 Fascia Trim (Aluminum) ACAAR-18000A n/a 0.022 Kaycan Aluminum Soffit and Trim Product Kaycan Drawing No. Panel Length in) Thickness (in) Net Free Area sq. in./lineal ft.) Net Free Area sq. in./sq. ft.) SP-60016" Solid Soffit (Aluminum) 606 144 0.015 n/a n/a SP-60016" Vented Soffit (Aluminum) 605 144 0.015 7.70 6.17 12" 3 Panel Solid Soffit (Aluminum) 9518 144 0.015 n/a n/a 12" 3 Panel Vented Soffit (Aluminum) 9517 144 0.015 6.57 6.57 F-Channel/Trim (Aluminum) ACAAN-18000A n/a 0.022 n/a n/a 4" Fascia Trim (Aluminum) ACAAR-18000A n/a 0.022 INSTALLATION FASTENER SCHEDULE Wall Side F-Channel (Trim) Substrate Fastener Embedment Max. Spacing Min. 0.12" Dia. Nail with 3/8" Head Dia. 1-1/4" 24" Wood Three (3) Min. 1" Leg Length x 1/4" Width 3/4" 24" Crown Staples in a Triangular Pattern Concrete or Masonry Min. 0.097" Diameter Hardened T-Nail or Stub 5/8" 24" CMU Block Nail Eave/Fascia Side Substrate Soffit Fastener Embedment Max. Spacing 3/8" Leg Length X 3/8" Width T50 Crown Staple 3/8„ Located In Each Soffit Panel Valle Fascia CapWood Fastener I Embedment Max. Spacing 5d 1-3/4" Long x 0.072" Dia. Trim Nail Stainless 1-3/4" 1 48" Steel Robert J. Amoroso, P.E. Florida P.E. No. 49752 Lt I r1L 1 I 1 2" TRIPLE 4 SOLID SOFFIT - VINYL UL I MiL M 1 2" TRIPLE 0.084 DETAIL A 12" TRIPLE 4 CENTER -VENT SOFFIT - VINYL 4 VENTED SOFFIT - VINYL W ZO z g Woo U LL ZO H I z 0 u i LLO v vi 1 O 05 LL W a QmLL HZ J V7 WF 3 Q O W U 0O Z U LuU Jw R Q 2 d Z; J g g Robert J. Amoroso, P.E. Florida P.E. No. 49752 0 Np C'1 13,519 r _ U o O 375 .375 a 486 3.625 3.625 3.66 596 45 0.084 z S 0,04 p r Q> o 12 JCO Oo Cnrow DETAIL A >_ Zo16 16Q J m R Z J j (n LL 3 Q O 1 2" TRIPLE 4 CENTERO—VENT SOEE — V NYE '°_°=z N m a LLMW ms YWT0>:r TQ W LL Z UwW a ce J o . 13,519a 375 375 N 4B6 3, 625 3,625 3,66 549 6 13 5 0,084 0,04 12 Robert J. Amoroso, P.E. q Flodda P. E. No. 49752 f `e° 45 gsida DETAIL A' cE r.', a,. NO 497, 52 1 2" TRIPLE 4 FULL-0—VENT SOEE T — V NYE ,co.A' '. d"4 " ON A ; 1.34 5630.7765 4,202 ram- 49 04 878 49 1 10 1-4.75 4,85- L-5,3--J 10" DOUBLE 5 SOLD SOFT 3 041 45 VI NYL 45 10 4.75 4.857 5,3—j 1 0" DOUBLE 5 VENTED SOFFIT VI NYC O Z a 000 00LL 76 z O W ZO FN O 050z LLULLW Qm Z J n Z 3 Q ¢ 0OIr w o m U QUO Zo6 2p Y _ U J0S Qu- QW J w OmJ n a Rohen J. Amoroso, P.E. Flonoa P.E. No. 49752 0 NO M U F O a o Z O LLORoa}a H O=Y 0 0 0 o g 3 J ¢ oF } Z % W N FF Q F O QLL. m2 Z J mO $ Z o EEOf I Qw DW mmy Y U Q W 3 0 15 L1.2 K O g QW 6 Ca 625 25 O a- g DETAIL E 9.415 0,899 2,317,35 2,667 2,317.585 04 Robed J. Amoroso, P.E. Flonda P.E. No. 49752 8 SIM jt6 1$a a°ss®r a7 2 8" BEADED SOLID SOFFIT VI NYE 0 N 156 156 M U oc u O tL 078 1.063 0.75 O E DETAIL F Z> o ° 5J o Z i Lu F t- v 1 LL Q F JJ> Ntn 3 078 F1 > o ? i 2 mmm$ 26 J0 cc LL O O 07aJ Q W € 15 , 625 1.2 25 DETAIL H E ZGng DETAIL 6 SECT. E—E 9, 415 0, 899 2.317 -.35 2.667 2,317—.585-- IJRobert J. Amoroso, P.E. FloddaPENo. 49752 a itue aa A4 jPIES r sr r 8 rya b tjCEN* onrrr Cj • fi'•'• : rrr ZNO497.5 STATE f F, kt 9 7 8 BEADED VENTED SOFFIT - VINYL 0 NO M f- U F O W p o OD v6Q O NZ . ; . a16.6 o 15j J OQ 54" 5A„ 5A,. ZF U.,F LL n OU) m¢ z 0_ rn0 Q a opj~ O W o. T SP-600 1 6" SOLID W Do 'me LOCK LAYOUT so SOFFIT ALUMINUM o 6 ZO i CL oQn.By Robert J. Amomso, P.E. Florida P.E. No. 49752 ME 16.6 No 49752 `np" 5j.. 5 5" STATE OF SP-600 1 6" VENTED t` PLC?®:a.`` a` 0.350 SOFFIT ALUMINUM p;; A ;;; LOCK LArOUT I I 1 I I I 1 I I C 4j" 13.0 12.0 41j" 3j:: 12" 3 PANEL SOLID 0.350 SOFFIT - ALUMINUM LOCK L4YOUT 13.000 12.0 4 j" 4:: 0.6 — ---I T 12" 3 PANEL VENTED LUCK L"'UT 0.+50 SOFFIT - ALUMINUM Z2LDZ 5m JHQZ, z Zeo w Q Y o LL w o t: LLO C6 m Z r Z 5ado Wmw 3 00 Z mm Yw= 2 Jp$n QOu a¢ 1 ZiV a"j Roben J. Amoroso, P.E. Florida P.E. No. 49752 No 49752 '°Gi STATE OF t ltt 7 0,37 5 , 022 1,438 0,986 SOFFIT F—CHANNEL/TRIM ALUMINUM 4" FASCIA SMOOTH ALUMINUM 18------,-, 515-i,18 j LR.156L l 775 ,775 0,0,04 L I R 0,156 Roben J. Ammso, P.E. Flonda P.E. No. 49752 785 715 1,5.,, NO 49752 O SOFFIT F—CHANNEL/TRIM] O; STATE OF 0 NO ROOF TRUSS w @ w SOFFIT DRIP EDGE p o FASCIA BOARD Z \ LL gZJO O FASCIA TRIM c0U N I FL- wn Fm mvi I— U JJ> 3 v / m z QFrpjUo a FASCIA - SIDE DETAIL Y0U K~ y= JQS pN KgPg^ FWALL - SIDE DETAIL Q H k 2X WOOD FRAMING WITH 7/ 16" MIN. PLYWOOD/OSB SHEATHING OR Robert J. Amoroso, P.E. Florida P.E. No. 49752 CONCRETE/ MASONRY SUBSTRATE 440%I0m C E N'j r I rP~ I Na 49752 pG Z w' ROOF/ WALL INTERFACE DETAIL STATE r v IAIaL WOODORMASONRY/CONCRETE SUSBTRATE THREE (3) MIN. 3/4" LEG LENGTH X 1/4" WIDTH CROWN STAPLES IN A TRIANGULAR PATTERN 24" ON CENTER FOR WOOD SUBTRATE. SEE PATTERN DEFINITION BELOW. SOFFIT F-CHANNEL 0.08" (VINYL) OR 0.125" (ALUMINUM) THERMAL EXPANSION GAP 3/8" MAX. BETWEEN STAPLES 3/8" BETWEEN STAPLES WALL SIDE - STAPLE DETAIL WOOD SUSBTRATE 2X WOOD FRAMING WITH 7/16" MINIMUM PLYWOOD/OSB SHEATHING N O UW Oofd Robert J. Ammso, P.E. Flonda P.E. No. 49752 MIN. 3/8" HEAD DIA. NAIL WITH 1-1/4" EMBEDMENT 24" ON CENTER FOR WOOD SUBTRATE OR MIN. 0.097" DIAMETER T-NAIL OR STUB NAIL WITH 5/8" ENGAGEMENT 24" ON CENTER FOR CONCRETE/MASONRY SOFFIT F-CHANNEL 0.08" (VINYL) OR 0.125" (ALUMINUM) THERMAL EXPANSION GAP WALL SIDE - NAIL DETAIL WOOD OR MASONRY/CONCRETE SUSBTRATE a N O UUW O a o 5 F J_ 0 6> 0 o uj W t a ui i O 0 0 O LL J N Z Q F aao W rc 0, K ZN Y =a3 gZ w Ml Robert J. Ammso, P.E. Florida P.E. No. 49752 NO 49752 2X WOOD FRAMING WITHie:osraxE 0 f r<u 7/ 16" MIN. PLYWOOD/OSB SHEATHINGOR CONCRETE/ MASONRY SUBSTRATE 'r pO1VAL,1 0 FASCIA BOARD N U F OKa SOFFIT 0 h o FASCIA TRIM g w Q J o NaHZW W , ~ W v plLLL Q H 3/8" LEG LENGTH X 3/8" WIDTH c m z J J (p Lc_ T50 CROWN STAPLE LOCATED IN EACH Z< m U o y w aQ K 0 _` p SOFFIT PANEL VALLEY O oWZLL w a T !Faf 1-3/4" LONG X 0.072" DIA. TRIM NAIL LL.s STAINLESS STEEL 48" ON CENTER J EAVE/FASCIA SIDE DETAIL WOOD OR MASONRY/CONCRETE SUSBTRATE Robert J. Ammso, P.E. Florida P.E. No. 49752 1aAMESeq se' 4........ 0 E y A x = No 49752 '•`no 4/30/2015 Florida Building Code Orline ilo( a DAPertme O BCIS Home ,' Log In User Registration j Hot Topics Submit Surcharge Stats & Facts Publications ' FBC Staff I BCIS Site Map Links Search Busines ApprovalPER: Pubo4; J USER: Public UserJLssl Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL9792-R5 Application Type Revision Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing.com Authorized Signature Meldrin Collins mcollins@atlasroofing.com Technical Representative Ed Todd Address/Phone/Email 2000 Riveredge Pkwy Suite 800 Atlanta, GA 30328 770) 933-4477 etodd@atlasroofing.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By John W. Knezevich, PE Ian Validation Checklist - Hardcopy Received Certificate of Independence FL9792 R5 COI Trinity ERD CI - Nieminen.Ddf Referenced Standard and Year (of Standard) Standard Year ASTM D3161, Class F 2006 ASTM D3462 2007 ASTM D7158, Class H 2O07 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards https:ltfloridabtildin_q.orq/pr/pr_app dtl.aspx?param=wGEVXQwtDgs2cHSPuWTxiRW36eSM1mD3OnJHUAKCQ%2fQ°%3d 1/2 jTRINITY k ERD EVALUATION REPORT Atlas Roofing Corporation 2000 River Edge Parkway Atlanta, GA 30328 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE; (203) 262-9245 FAX; (203) 262-9243 Evaluation Report A12620.12.08-R4 FL9792-R5 Date of Issuance: 12/18/2008 Revision 4: 10/15/2012 SCOPE: This Evaluation Report is issued under Rule 9N-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been designed to comply with the 2010 Florida Building Code sections noted herein. DESCRIPTION: Atlas Asphalt Roof Shingles LABELING: Each unit shall bear labeling in accordance with the requirements the Accredited Quality Assurance Agency noted herein. For HVHZ, shingles shall be labeled in accordance with Miami - Dade requirements. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 5. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 10/15/2012 This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. TrinityJERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Q0TRINITYERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: Atlas Asphalt Roof Shingles, as produced Atlas Roofing Corporation, have demonstrated compliance with the following sections of the Florida Building Code and Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property 1507.2.5, R905.2.4 Physical Properties 1507.2.7.1, R905.2.6.1 Wind Resistance 1507.2.7.1, R905.2.6.1 Wind Resistance 1507.2.7.1, R905.2.6.1 Wind Resistance 1523.6.5.1 Wind Driven Rain 3. REFERENCES: Entity Examination ATI (TST 1558) Wind Driven Rain PRI (TST 5878) Wind Driven Rain PRI (TST 5878) Physical Properties PRI (TST 5878) Wind Driven Rain PRI (TST 5878) Wind Driven Rain PRI (TST 5878) Physical Properties PRI (TST 5878) Physical Properties PRI (TST 5878) Wind Driven Rain PRI (TST 5878) Wind Resistance PRI (TST 5878) Wind Driven Rain PRI (TST 5878) Physical Properties PRI (TST 5878) Wind Resistance PRI (TST 5878) Wind Resistance PRI (TST 5878) Wind Driven Rain PRI (TST 5878) Physical Properties PRI (TST 5878) Wind Resistance PRI (TST 5878) Wind Driven Rain PRI (TST 5878) Wind Resistance UL (TST 1740) Wind Resistance UL (TST 1740) Wind Resistance UL (TST 1740) Wind Resistance UL (TST 1740) Wind Resistance UL (TST 1740) Wind Resistance UL (TST 1740) Physical Properties UL (TST 1740) Physical Properties UL (TST 1740) Wind Resistance UL (TST 1740) Physical Properties UL (TST 1740) Wind Classification Miami -Dade (CER 1592) HVHZ Compliance Miami -Dade (CER 1592) HVHZ Compliance Miami -Dade (CER 1592) HVHZ Compliance Miami -Dade (CER 1592) HVHZ Compliance Atlas Roofing Trade Name Documentation Atlas Roofing Trade Name Documentation Atlas Roofing Trade Name Documentation UL LLC(QUA 9625) Quality Control UL LLC(QUA 9625) Quality Control Exterior Research and Design, LLC. Certificate of Authorization #9503 Standard Year ASTM D3462 2007 ASTM D3161, Class F 2006 ASTM D7158, Class H 2O07 TAS 107 1995 TAS 100 1995 Reference Date TAS 100 01/30/1998 TAS 100 07/09/2003 ATL-021-02-01 04/08/2005 TAS 100 01/31/2005 ATL-020-02-01 02/03/2005 ASTM D3462 05/02/2005 ATL-035-02-01 10/12/2007 ATL-036-02-01 02/28/2008 ATL-054-02-01 04/29/2010 ATL-053-02-01 05/03/2010 ATL-055-02-01 05/12/2010 ATL-054-02-01 04/29/2010 ATL-056-02-01 06/21/2010 ATL-020-02-01; Addendum 09/09/2011 ATL-021-02-01; Addendum 09/09/2011 ATL-079-02-01 02/17/2012 ATL-081-02-01 02/17/2012 ATL-081-02-02 02/17/2012 TAS 107 06/09/1999 02NK6989 03/04/2002 05CA03322 05/06/2005 TAS 107 09/15/2005 TAS 107 / 02NK6989 03/04/2002 ASTM D3462/ R4052 09/17/2002 ASTM D3462/ R4052 03/02/2006 07CA26303 08/31/2007 ASTM D3462/ R4052 11/14/2007 07NK22063 04/29/2008 07-0927.06 04/10/2008 09-0114.01 03/11/2009 10-0519.03 08/04/2010 10-0519.04 08/04/2010 Trade Name Documentation 02/03/2012 Trade Name Documentation 02/07/2012 Trade Name Documentation 02/23/2012 Inspection Report; R4052 01/18/2012 Inspection Report; R4052 09/10/2012 Evaluation Report A12620.12.08-R4 FL9792-R5 Revision 4: 10/15/2012 Page 2 of 5 4. PRODUCT DESCRIPTION: 4.1 GlassMaster° 25, GlassMaster° 30, Tough -Glass 20 and StormMaster° Slate are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Pinnacle°, Pinnacle° 35, Pinnacle° Lifetime, Pinnacle° Lifetime with Scotchgard TM, Pinnacle° HP, and StormMaster° Shake with ScotchgardTM (formerly StormMaster° LM) are fiberglass reinforced, laminated asphalt roof shingles. S. LIMITATIONS: 5.1 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.2 Wind Classification (non-HVHZ): 5.2.1 GlassMaster° 25, GlassMaster° 30, Tough -Glass 20, StormMaster° Slate, Pinnacle° HP and StormMaster° Shake with ScotchgardTM (formerly StormMaster° LM) shingles noted herein have been tested in accordance with FBC Table 1507.2.7.1 and R905.2.6.1 to UL3161, Class F, indicating the shingles are acceptable for us in all wind zones up to Vasd = 150 mph (V,,,t = 194 mph). Refer to Section 6.1 for installation requirements to meet this wind rating. 5.2.2 GlassMaster° 25, GlassMaster° 30, Tough -Glass 20, StormMaster® Slate, Pinnacle°, Pinnacle° 35, Pinnacle° Lifetime, Pinnacle° Lifetime with ScotchgardT'4, StormMaster° Shake with ScotchgardTM (formerly StormMaster° LM) have been tested / examined in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones up to Vasd = 150 mph (V,it = 194 mph). Refer to Section 6.1 for installation requirements to meet this wind rating. 5.2.2.1 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.3 Wind Resistance (HVHZ): 5.3.1 GlassMaster° 25, GlassMaster° 30, Tough -Glass 20, StormMaster° Slate, Pinnacle°, Pinnacle° 35, Pinnacle° Lifetime, Pinnacle° Lifetime with Scotchgard TM, Pinnacle° HP and StormMaster° Shake with ScotchgardTM (formerly StormMaster LM) have been tested / examined in accordance with TAS 107 and TAS 100, and are suitable for use in HVHZ. Refer to Section 6.2 for installation requirements for HVHZ. 5.3.2 Shall not be installed on roof mean heights in excess of 33 feet. 5.4 All products in the roof assembly shall have quality assurance audit in accordance with the Florida Building Code and F.A.C. Rule 9N-3. 6. INSTALLATION: 6.1 Non-HVHZ: 6.1.1 Underlayment: 6.1.1.1 Underlayment shall be acceptable to Atlas Roofing Corporation and shall hold current Florida Product Approval, or be Locally Approved per Rule 9N-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.1.2 Asphalt Shingles: Exterior Research and Design, LLC. Evaluation Report A12620.12.08-114 Certificate of Authorization #9503 FL9792-R5 Revision 4: 10/15/2012 Page 3 of 5 V 6.1.2.1 Installation of asphalt shingles shall comply with the manufacturer's current published instructions, using minimum four (4) nails per shingle in accordance with the requirements of FBC Sections 1507.2 or R905.2. 6.1.2.2 Nails and nail placement shall be in accordance with manufacturer's current published installation instructions, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.1.2.3 Where the roof slope exceeds 21 units vertical in 12 units horizontal, special methods of fastening are required. Contact Atlas Roofing for details. 6.2 HVHZ: 6.2.1 Shingles and flashings shall be installed in accordance with RAS 115. 6.2.2 The manufacturer shall provide clearly written application instructions to be used in conjunction with RAS 115. Should a particular section of the installation instructions conflict with RAS 115, the requirements of RAS 115 prevail. 6.2.3 Nail placement requirements are as detailed below. 6.2.3.1 GlassMaster° 25, GlassMaster° 30, Tough -Glass 20: Nat1l6 6.2.3.2 StormMaster° Slate: 7'1r , 2 .. -... I. Exterior Research and Design, LLC. Evaluation Report A12620.12.08-114 Certificate of Authorization #9503 FL9792-R5 Revision 4: 10/15/2012 Page 4 of 5 y TINY ERD 6.2.3.3 Pinnacle°, Pinnacle° 35, Pinnacle° Lifetime, Pinnacle Lifetime° with ScotchgardT", StormMaster° Shake with ScotchgardTM (formerly StormMaster LM): 6.2.3.4 Pinnacle° HP: N'A through the double layer area', 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. For HVHZ, shingles shall be labeled in accordance with HVHZ requirements. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. H. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the noted QA agency for information on product locations covered by QA procedures 10. QUALITY ASSURANCE ENTITY: UL LLC - QUA9625 (T) 847-664-3281 Exterior Research and Design, LLC. Certificate of Authorization #9503 END OF EVALUATION REPORT - Evaluation Report A12620.12.08-R4 FL9792-R5 Revision 4: 10/15/2012 Page 5 of 5 4IW20- 6 Florida Building Code Online L1oOda r;;t? BCIS Home Log In User Registration . Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search 1tBusines' Prafessi nal 9 Product Approval USER: Public User Regulation fii t Product Aooroval Menu > Product or Application Search > Application List > Application Detail Lii'ifii \iYW. FL # FL10626-R11 Application Type Revision Code Version 2010 Application Status Approved Comments Archived Product Manufacturer GAF Address/Phone/Email 1 Campus Drive Parisppany, NJ 07054 973) 872-4421 lindareith@trinityerd.com Authorized Signature Beth McSorley lindareith@trinityerd.com Technical Representative Beth McSorley Address/Phone/Email 1361 Alps Road - Bldg 11-1 Wayne, NJ 07470 973) 872-4421 BMcSorley@gaf.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 08/10/2015 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL10626 R11 COI 2014 04 COI Nieminen.odf Referenced Standard and Year (of Standard) Standard Year ASTM D1970 2001 ASTM D6164 2005 ASTM D6757 2007 FM 4474 2004 FRSA/TRI 07320 2005 TAS 103 1995 Equivalence of Product Standards hops://floridabuilding;orgtpr/pr app dtl.aspx?param=wGEVXQwtDgtBNbEYSV%2boQY9nVE2RUHV0uwgULxCexQ3utd2j%2bwPCbg%3d%3d 1/2 ri J TRINITY ERD a TABLEZ(CONTINUEO) TILESYSTEMOPTIONSPERFRSA/TRt073,20/8-OS y System Underlay Section Reference Roof Underlayment(s) Option Base Layer: ASTM 226, Type II felt, GAFGLAS® #80 Ultima- Base 2 3.02B No. 30 / Modified Cap Sheet, Ruberoid® 20 Smooth System Four "A": Top Layer: Ruberoid° Mop Granule, Ruberoid• Mop Granule FR Adhesive -Set Tile, Unsealed Self -Adhered or Sealed Underlayment System 4 3.02D Underlayment UnderRoof" 2 Polyester -Surfaced Leak Barrier No. 30 / Self -Adhered Base Layer: ASTM 226, Type 11 felt or StormSafe'" Anchor Sheet 5 3.02E Underlayment Top Layer: UnderRoof" 2 Polyester -Surfaced Leak Barrier Base Layer: ASTM 226, Type II felt, GAFGLAS° #80 Ultima" Base 1 3.02A No. 30 / Modified Cap Sheet, Ruberoid° 20 Smooth System Four "B": Top Layer: Ruberoid® Mop Granule, Ruberoid° Mop Granule FIR Adhesive -Set Tile, Sealed 3 3.02C Self -Adhered UnderRoof'" 2Polyegter-Surfaced Leak Barrier Underlayment System Underlayment No. 30 / Self -Adhered Base Layer: ASTM 226, Type 11 felt or StormSafe'" Anchor Sheet 4 3.02D Underlayment Top Layer: UnderRoof— 2 Polyester -Surfaced Leak Barrier INSTALLATION: 6.1 GAF Roof Underlayments shall be installed in accordance with GAF published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application, and prime the substrate (if applicable). 6.3 Install self -adhering underlayments when ambient temperatures are minimum 45°F and rising. 6.4 All metal surfaces shall be primed with Matrix'" 307 Premium Asphalt Primer or alternate GAF accepted ASTM D41 primer prior to application of self -adhering membranes. 6.5 VersaShield® Fire -Resistant Roof Deck Protection: 6.5.1 Install VersaShield® Fire -Resistant Roof Deck Protection in compliance with manufacturer's published installation instructions and the requirements for ASTM D6757 underlayment in FBC Section 1507.2.3 for the type of prepared roof covering to be installed. A double layer is required for 2:12 < roof slope < 4:12. No hammer tacks or staples are permitted 6.5.2 Optional, or if required by the Authority Having Jurisdiction: Install a leak barrier of Liberty" SIBS Self -Adhering Base/Ply Sheet; StormGuard" Film Surfaced Leak Barrier; UnderRoof' 2 Polyester -Surfaced Leak Barrier; UnderRoof" HT High Temperature Leak Barrier; WeatherWatch® Mineral Surfaced or WeatherWatch® XT Mat Surfaced Leak Barrier at vulnerable leak areas, including but not limited to eaves, valleys, rakes, skylights and dormers. At eaves and valleys, install the leak barrier prior to installation of the underlayment. Along the rake, install the underlayment, leaving 6 to 8-inch of the deck exposed, and then install the leak barrier over the underlayment and exposed decking. At other areas, install the leak barrier over the underlayment. 6.6 Liberty" SBS Self -Adhering Base/Ply Sheet: 6.6.1 Install Liberty" SIBS Self -Adhering Base/Ply Sheet in compliance with manufacturer's published installation instructions and the requirements for ASTM D1970 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. 6.6.2 The minimum and maximum roof slopes are %:12 and 6:12, respectively. Back -nailing is required when slope is 1:12 or greater. Back -nailing shall consist of minimum 1-inch square or round cap nails spaced 18" o.c. within 3-inch side laps. 6.6.3 For non -tile applications, direct to deck: For direct -bond to deck applications plywood shall be primed with Matrix" 307 Premium Asphalt Primer or alternate GAF accepted ASTM D41 primer at '/ to % gallon per square. Exterior Research and Design, LLC. Certificate of Authorization #9503 Evaluation Report 01506.04.08-1131 FL10626-R11 Revision 11: 12/16/2014 Page 6 of 9 Is TRINITY 1ERD Prior to removal of release film, align sheets properly starting at the low -point of the roof leave) with the selvage edge upslope and for minimum 2-inch overhang at eaves and rakes. Roll out sheet and allow to 'relax' for min. 30 minutes. Remove the lower piece of release film and bond to substrate and fold the overhanging 2-inch over the eave and nail into place 12" o.c. Remove the top piece of release film and bond to substrate. Install primed drip edge and fasten to meet FBC Chapter 16 wind load requirements. Install 1/8-inch troweling of Matrix'"' 201 Premium SBS Flashing Cement over drip edge. Continue upslope in a similar manner, maintaining minimum 3-inch side -laps and minimum 6-inch end -laps. Ensure all end laps, are staggered at least 18-inch apart. Use a weighted lawn or linoleum roller to ensure complete adhesion to the substrate. Use a hand roller to firmly bond side and end laps. 6.6.4 For non -tile applications, to mechanically attached anchor sheet: Install ASTM D226, Type II felt in accordance with codified requirements or StormSafe'" Anchor Sheet in accordance with Section 6.6. Install LibertyT" SBS Self -Adhering Base/Ply Sheet over the mechanically attached anchor sheet as noted above. 6.7 StormGuard® film Surfaced Leak Barrier: 6.7.1 Install StormGuard® Film Surfaced Leak Barrier in compliance with manufacturer's published installation instructions and the requirements for ASTM D1970 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. 6.7.2 Back -nailing is required. Back -nailing shall consist of minimum 1-inch square or round cap nails spaced 18" o.c. within 3-inch side laps. 6.7.3 For non -tile applications, direct to deck: Prior to removal of release film, align sheets properly starting at the low -point of the roof leave) with the selvage edge upslope and for minimum 2-inch overhang at eaves and rakes. Remove the lower piece of release film and bond to substrate and fold the overhanging 2-inch over the eave and nail into place 12" o.c. Remove the top piece of release film and bond to substrate. Install primed drip edge and fasten to meet FBC Chapter 16 wind load requirements. Install 1/8-inch troweling of Matrix" 201 Premium SBS Flashing Cement over drip edge. Continue upslope in a similar manner, maintaining minimum 3-inch side -laps and minimum 6-inch end -laps. Ensure all end laps are staggered at least 18-inch apart. Use a hand roller to firmly bond side and end laps. 6.7.4 For non -tile applications, to mechanically attached anchor sheet: Install ASTM D226, Type II felt in accordance with codified requirements or StormSafeT" Anchor Sheet in accordance with Section 6.6. Install StormGuard® Film Surfaced Leak Barrier over the mechanically attached anchor sheet as noted above. 6.8 UnderRoofT" 2 Polyester -Surfaced Leak Barrier: 6.8.1 Install UnderRoof'" 2 Polyester -Surfaced Leak Barrier in compliance with manufacturer's published installation instructions and the requirements for ASTM D1970 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. 6.8.2 The minimum and maximum roof slopes are 2:12 and 12:12, respectively. Back -nailing is required when slope is 4:12 or greater. Back -nailing shall consist of minimum 1-inch square or round cap nails spaced 12" o.c. within 4-inch side laps. 6.8.3 For tile roof installations: Reference is made to FRSA/TRI 07320/8-05 Installation Manual, Fourth Edition, and Table 2 herein, using the instructions noted herein as a guideline. Tile shall be loaded and staged in a manner that prevents tile slippage and/or damage to the underlayment. Exterior Research and Design, LLC. Evaluation Report 01506.04.08-1131 Certificate of Authorization #9503 FL10626-R11 Revision 11: 12/16/2014 Page 7 of 9 10 Q,)TRINI"rYIERD 6.8.4 For non -tile applications, direct to deck: Prior to removal of release film, align sheets properly starting at the low -point of the roof leave) with the selvage edge upslope and for minimum 2-inch overhang at eaves and rakes. Remove the lower piece of release film and bond to substrate and fold the overhanging 2-inch over the eave and nail into place 12" o.c. Remove the top piece of release film and bond to substrate. Install primed drip edge and fasten to meet FBC Chapter 16 wind load requirements. Install 1/8-inch troweling of MatrixT" 201 Premium SBS Flashing Cement over drip edge. Continue upslope in a similar manner, maintaining minimum 4-inch side -laps and minimum 6-inch end -laps. Ensure all end laps are staggered at least 3-feet apart. End laps shall be sealed with a 1/16`h to 1/8`h inch thick trowel application of Matrix— 201 Premium SBS Flashing Cement. Use a hand roller to firmly bond side and end laps. 6.8.5 For non -tile applications, to mechanically attached anchor sheet: Install ASTM D226, Type II felt in accordance with codified requirements or StormSafeT" Anchor Sheet in accordance with Section 6.6. Install UnderRoofT" 2 Polyester -Surfaced Leak Barrier over the mechanically attached anchor sheet as noted above. 6.9 UnderRooff' HT High Temperature Leak Barrier: 6.9.1 Install UnderRoofT" HT High Temperature Leak Barrier in compliance with manufacturer's published installation instructions and the requirements for ASTM D1970 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. 6.9.2 The minimum and maximum roof slopes are 1:12 and 12:12, respectively. Back -nailing is required when slope is 4:12 or greater. Back -nailing shall consist of minimum 1-inch square or round cap nails spaced 12" o.c. within 4-inch side laps. 6.9.3 For non -tile applications, direct to deck: Prior to removal of release film, align sheets properly starting at the low -point of the roof (eave) with the selvage edge upslope and for minimum 2-inch overhang at eaves and rakes. Remove the lower piece of release film and bond to substrate and fold the overhanging 2-inch over the eave and nail into place 12" o.c. Remove the top piece of release film and bond to substrate. Install primed drip edge and fasten to meet FBC Chapter 16 wind load requirements. Install 1/8-inch troweling of TopCoat® FlexSealT" Caulk Grade over drip edge. Continue upslope in a similar manner, maintaining minimum 4-inch side -laps and minimum 6-inch end -laps. Ensure all end laps are staggered at least 3-feet apart. Use a hand roller to firmly bond side and end laps. 6.9.4 For non -tile applications, to mechanically attached anchor sheet: Install ASTM D226, Type II felt in accordance with codified requirements or StormSafeT" Anchor Sheet in accordance with Section 6.7. Install UnderRoofT" HT High Temperature Leak Barrier over the mechanically attached anchor sheet as noted above. 6.10 WeatherWatch® Mineral Surfaced Leak Barrier or WeatherWatch® XT Mat Surfaced Leak Barrier: 6.10.1 Install WeatherWatch® Mineral Surfaced Leak Barrier or WeatherWatch® XT Mat Surfaced Leak Barrier in compliance with manufacturer's published installation instructions and the requirements for ASTM D1970 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. 6.10.2 WeatherWatch® Mineral Surfaced Leak Barrier may be installed as a secondary water barrier using minimum 4-inch wide rolls to seal plywood deck joints prior to installation of the primary underlayment system. 6.10.3 Back -nailing is required. Back -nailing shall consist of minimum 1-inch square or round cap nails spaced 18" o.c. within 4-inch side laps. 6.10.4 For non -tile applications, direct to deck: Prior to removal of release film, align sheets properly starting at the low -point of the roof (eave) with the selvage edge upslope and for minimum 2-inch overhang at eaves and rakes. Remove the lower piece of release film and bond to substrate and fold the overhanging 2-inch over the eave and nail into place 12" o.c. Remove the top piece of release film and bond to substrate. Install primed drip edge and fasten to meet FBC Chapter 16 wind load requirements. Install 1/8-inch troweling of Matrix" 201 Premium SIBS Flashing Cement over drip edge. Exterior Research and Design, LLC. Certificate of Authorization #9503 Evaluation Report 01506.04.08-R31 FL10626-R31 Revision 11: 12/16/2014 Page 8 of 9 7. 8. 9. TRINITY1ERD Continue upslope in a similar manner, maintaining minimum 3-inch side -laps and minimum 6-inch end -laps. Ensure all end laps are staggered at least 18-feet apart. Use a hand roller to firmly bond side and end laps. 6.10.5 For non -tile applications, to mechanically attached anchor sheet: Install ASTM D226, Type II felt in accordance with codified requirements or StormSafe"" Anchor Sheet in accordance with Section 6.6. Install WeatherWatch® Mineral Surfaced Leak Barrier or WeatherWatch® XT Mat Surfaced Leak Barrier over the mechanically attached anchor sheet as noted above. 6.11 Ruberoid® Mop Granule: Ruberoid® Mop Granule FIR: 6.11.1 Shall be installed in compliance with current GAF published installation requirements, subject to the limitations herein. 6.11.2 Non -Tile Applications: 6.11.2.1 Fully adhere in ASTM D312, Type IV hot -asphalt to the substrates noted in Section 5.5. Side laps shall be minimum 4-inch and end -laps minimum 6-inch wide, and offset end -laps minimum 3-feet from course to course. Side and end -laps shall be fully adhered in a complete mopping of hot asphalt with asphalt extending approximately 3/8-inch beyond the lap edge. Consult GAF instructions regarding back -nailing requirements. 6.11.3 Tile Applications: 6.11.3.1 Refer to FRSA/TRI 07320/8-05 Installation Manual, Fourth Edition and Table 2 herein. 6.11.3.2 Tile shall be loaded and staged in a manner that prevents tile slippage and/or damage to the underlayment. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 CIA requirements. QUALITY ASSURANCE ENTITY: UL, LLC. — QUA9625; (847) 664-3281 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 01506.04.08-R11 Certificate oJAuthorization #9503 FL10626-R11 Revision 11: 12/16/2014 Page 9 of 9 c 4l30i2015 Florida Building Code Online Honda BCIS Home Log In i User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search ? Busines p QesSl*,USER: Product Approval Public User Regulation Product ADDroyal Menu > Product or Apolication Search > Application List > Application Detail FL # FL15332-R1 Application Type Revision Code Version 2010 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Luis Lomas rllomas@lrlomaspe.com Technical Representative Ivan Paredes Address/Phone/Email 1001 W. Crosby RD. Carrollton, TX 75006 ivan.paredes@gactx.com Quality Assurance Representative Ivan Paredes, M.E. Address/Phone/Email 1001 W. Crosby Rd. Carrollton, TX 75006 ivan.paredes@gactx.com Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urich, PE i Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL15332 R1 COI FLCOI.pdf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Year 2005 Sections from the Code https:ltfloridabuilding.or,g,tpr/pr app dtl.aspx?param=wGEVXQwtDgtH8572gvdWldkLl3BmvbCOTbHls3QIX4TMab3meel%2be6Q%3d%3d 113 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE, IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13, ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 8. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 5063-T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OXO TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/05/12 R.L. REVISED NAME 10/15/13 R.L. ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. SIGNED: 1210612013 MI WINDOWS 001 W. cND Rose RD LLC i\\`` S Rf1!LI0 CARROLLTON, TX 75006 `ter SERIES 420 k' 145 3/4" X 96" REINFORCED I 1D 61 FORCED :+'!(, NOTES , TAT Af 11I F.A. I 08-00501 SCALE NTS IDATE 02/23/09 1SHEET 1 OF 10 6" MAX 6" MAX f 96" MAX FRAME HEIGHT L 6" MAX 145 3/4" MAX FRAME WIDTH SERIES 420 SGD DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE WITH 2 1132" SILL SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.01-28.4PSF NONE WITH 1 112" SILL SEE CHARTS #3 AND #4 FOR OTHER UNITS RATINGS CHART #1 WITH 2 1132" SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. 6" MAX SEE NOTE 9 SHEET 1 Design pressure chart (p4 Frame Single Panel and Total Frame WSdth (in) Height 30.0 36.0 42.0 48.6 90.00 108.00 126.00 145.75 n) Pos Neg Pos Neg Pos I Neg Pos Neg 84.0 40.0 58.7 40.0 12.1 40.0 48.0 88.0 40.0 55.3 40.0 49.5 40.0 45.0 92.0 M40.O57 40.0 52.3 40.0 46.7 40.0 42.4 96.0 40.0 49.6 1 40.0 44,2 40.0 7140.0 REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/05/12 R.L. REVISED NAME 10/15/13 R.L. ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. CHART #3 WITH 1 112"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (psi Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 48.6 in) 90.00 108.00 126.00 145.75 Pas F Neg Pos I Neg I Pos Neg Pas Neg 84.0 25.0 47.8 25.0 41.7 25.0 37.4 25.0 34.1 88.0 25.0 45.2 25.0 39.3 25.0 35.2 25.0 32.0 92.0 25.0 42.9 25.0 37.2 26.0 33.2 25.0 30A 96.0 25.0 40.7 25.0 35.3 25.0 31.4 25.0 28.4 CHART #2 CHART #4 WITH 2 1132" SILL WITH 1 112" SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 SEE NOTE 9 SHEET 1 WITH 1 112"SILL Design pressure chart (pso Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 48.6 in) 90.00 108.00 126.00 145.75 Pos Neg Pos Neg Pos Neg Pos Neg 84.0 60.0 60.0 58.7 52.7 52.7 48.0 48.0 88.6 60.0 60.0 19.6 55.3 49.5 49.5 45.0 45.0 92.0 60.0 60.0 52.3 46.7 46.7 42.4 424 96.0 57.3 57.3 49.6 44.2 44.2 40.0 40.0 Design pressure charl (pA Frame Single Panel and Total Frame VMdth (in) Heigh 30.0 36.0 12.0 18.6 in) 90.00 109.00 126.00 145.75 Pos I Neg Pos Neg Pos Neg Pos Neg 94.0 47.8 47.8 41.7 41.7 37.4 37.4 34.1 34.1 88.0 46.2 45.2 39.3 39.3 1 35.2 1 35.2 32.0 32.0 92.0 42.9 42.9 37.2 37.2 33.2 33.2 30.1 30.1 96.0 40.7 40.7 35.3 35.3 31.4 31.4 28.4 28.4 CHART #5 Number of anchor locations required Frame Single Panel and Total Frame Width (in) lot 30.0 36.0 42.0 48.6 n) 90.0 f08.0 126.0 145.8 H&S I Jamb I H&S Jamb H&S Jamb H&S Jamb 84.0 6 6 7 6 8 6 9 6 88.0 6 6 7 6 8 6 9 6 920 6 6 7 6 8 6 9 6 96.0 6 1 6 7 6 8 6 9 6 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD 145 3/4" X 96" REINFORCED ELEVATION DRAWN: DWG NO. F.A. 08-00501 SCALE NTS IDATE 02/23/09 1SHEET OF 10 Sl1Rt 1 IL/O/''' E Nfs p c M FR HE SERIES 420 SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE WITH 2 1132" SILL SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.01-28.4PSF NONE WITH 1112" SILL SEE CHARTS #3 AND #4 FOR OTHER UNITS RATINGS 6" MAX REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/05/12 R.L. B REVISED NAME 10/15/13 R.L. C ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. ruaPTr Number of anchor locations required Frame Single Panel and Total Unit VAdth (in) Height in) 30.0 90.0 36.0 108.0 420 126.0 48.6 145.8 H85 Jamb H85 Jamb HSS Jamb H&S Jamb 84.0 9 6 10 6 10 6 88. 0jg6 9 6 10 6 10 6 92.09 6 9 6 10 6 96.09 6 9 6 10 6 5 3/8" 7 2 1/32" 2 1/32" SILL ALUMINUM 6063-T5.055 THICK 5 3/8" { 1 1/2" 1 1/2" SILL ALUMINUM 6063-T5.055 THICK MI WINDOWS oDw. cNDRosev00oRS LLC `\\J\5 CARROLLTON, TX 75006 = ,••CENSF i%' SERIES 420 SGD =*• 0, 145 3/4" X 96" REINFORCED( ELEVATION ' - STATE Of tv DRAWN: DWG NO. c.A. O8s00501 REV ss/O+{N%RA11. NTS DATE 02/23/09 V` 3 OF 10 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. SHIM 10 WOOD p SPACE SCREW I Y I ff4 3i EXTERIOR 1 1 INTERIOR 1 3/8" MIN. EMBEDMENT 7- 1/2" MIN. EDGE DISTANCE SILL TO BE SET IN 10 WOOD A BED OF VULKEM 116 SCREW CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 3 10 WOOD FOR SILL OPTIONS SCREW WOOD FRAMING OR 2X BUCK BY OTHERS WOOD FRAMING OR 2X BUCK j BY OTHERS MIN. v1ENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 /4" MAX. SHIM SPACE REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/05/12 R.L. REVISED NAME 10/15/13 R.L. ADDED FLANGE AND FIN INSTALLATIONS , 12/06/13 R.L. O INTERIOR 1—:1 E] EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD 145 3/4" X 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00501 SCALE NTS IDATE 02/23/09 SHEET 4 OF 10 REV SN.b P. ILO'l/ l i 0 TAT rE 0 FS,S 0R10 ill /' 0NAL1 t REVISIONS REV DESCRIPTION A ADDED CHARTS DATE APPROVED 03/05/12 R.L. METAL 1/4" MAX. B REVISED NAME 10/15/13 R.L. STRUCTURE SHIM SPACE C ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. BY OTHERS 1/4" MAX. SHIM SPACE 10 SMS OR INTERIOR SELF DRILLING T OSCREW 7/8" MIN. EDGE DISTANCE ElEl EXTERIOR INTERIOR 10 SMS OR SILL TO BE SET IN SELF DRILLING A BED OF VULKEM 116 SCREWS 10 SMS OR CONSTRUCTION ADHESIVE a EXTERIOR SELF DRILLING OR EQUAL METAL SCREW SEE SHEET 3 STRUCTURE BY OTHERS METAL FOR SILL OPTIONS STRUCTURE BY OTHERS JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION MI WINooWw.cRosev00oRS LLC IR 'to CARROLLTON, TX 75006 EN$F Qs% NOTES: SERIES 420 SGD o 6 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, 145 3/4" X 96" REINFORCED FRAME INSTALLATION DETAILS AT Oi` NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN: DWG N0. REV j O 08005 C 71js 0 1A1`0\` cAe NTS DATE 02/23/09 SHEET 0E 10 CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2" MIN. EDGE DISTANCE aT— d a. - 1 1/4" MIN. a. d EMBEDMENT 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE o 1/4" MAX. 2 1/2" a SHIM SPACE MIN. , EDGE DISTANCE - a 3/16" TAPCON 3/16" TAPCON CONCRETE/MASONRY v BY OTHERS EXTERIOR INTERIOR joa. a SILL TO BE SET IN a > A BED OF VULKEM 116 ONSTRUCTION ADHESIVE T 3 j-{ Irnico R EQUALII,II'ILII FOR SISEELLEOPTIONS L OPTIONAL 1 X BUCK ur TO BE PROPERLY Q VI @ V SECURED a ° I SEE NOTE 3 SHEET 1 a, 1 1/4" MIN. d°- EMBEDMENT a 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION REVISIONS DESCRIPTION DATE I APPROVED ADDED CHARTS 03/05/12 R.L. REVISED NAME 10/15/13 R.L. ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. INTERIOR JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD 145 3/4" X 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00501 SCALE NITS DATE 02/23/09 SHEET 6 OF 1 1/2" MIN. EDGE DISTANCE WOOD FRAMING OR 2X BUCK 1 3/8" MIN. BY OTHERS IFEMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREWS 1/2 EDGE I EXTERIOR INTERIOR 10 Sc SILL TO BE SET IN A BED OF VULKEM 116 10 WOOD CONSTRUCTION ADHESIVE SCREW OR EQUAL SEE SHEET 3 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS i 1 3/8" MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/05/12 R.L. REVISED NAME 10/15/13 R.L. ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOLLC Ww. c IR 11 ID i ooRoseY00oRSSCARROLLTON, TX 75006 CENSF9' p 6 *= SERIES420SGD145 3/4" X 96" REINFORCED FLANGE INSTALLATION DETAILS TAT OF Z ORlO?' DRAWN: DWG NO. REV F. A. 0800501 0 ONAL0? i' SCALE LENTS DATE 02/23/09 s0F 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE SMS OR DRILLING N INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 TO BE SET IN D OF VULKEM 116 STRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS 7/8" Mil EDGE DISTA i 10 SMS OR SELF DRILLING SCREWS M ETAL STRUCTURE BY OTHERS REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/05/12 R.L. REVISED NAME 10/15/13 R.L. ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD 145 3/4" X 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00501 GALE NITS DATE 02/23/09 ISHEET8 OF 10 REV REVISIONS 2 1 /2" MIN. REV DESCRIPTION DATE APPROVED EDGE DISTANCE A ADDED CHARTS 03/05/12 R.L. B REVISED NAME 10/15/13 R.L. a-- C ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. 1 1/4" MIN. a a. EMBEDMENT 1 1/4" MIN. CONCRETE/ d MASONRY EMBEDMENT BY OTHERS 1/4" MAX. SHIM SPACE OPTIONAL - 1/4" MAX. iX BUCK rTOBEIQ SHIM SPACE INTERIOR PROPERLY 2 1/2„ , SECURED MIN. _ SEE NOTE 3 EDGE SHEET 1 DISTANCE 3/16" TAPCON ® 3/16" TAPCON EXTERIOR INTERIOR CONCRETE/MASONRY BY OTHERS a EXTERIOR SILL To BE SET IN A BED OF VULKEM 116 3/16" TAPCON CONSTRUCTION ADHESIVE , OR EQUAL SEE SHEET 3 FOR SILL OPTIONS JAMB INSTALLATION DETAIL MASONRY OPTIONAL 1X BUCK CONCRETE/MASONRYINSTALLATION CONCRETE TO BE PROPERLY BY OTHERS SECUREDtSEENOTE3SHEET 1 1 1/4" MIN. a EMBEDMENT d 2 1 /2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOooWw. c RoseY00oRS LLC R!1`C70/ CARROLLTON, TX 75006 S w•; CFN+F 9 0. 8 5 SERIES420SGD145 3/4" X 96" REINFORCED 1r FLANGE INSTALLATION DETAILS TATE OF '. DRAWN: DWG NO. REV Ae 08 50059 10F 0 isIONAL1 N scNTS °ATE 02/23/09 10 WOOD FR BY 0 1 EMBE 8 WC SCF i/ 10 MIIN EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/05/12 R.L. B REVISED NAME 10/15/13 R.L. C ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. 1 5/8" MIN. EDGE DIST. TRIM ° 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/1 6" TAPCON EXTERIOR PANEL INTERLOCK MASONRY/CONCRETE 1 1ED MIN. EMBEDMENT METAL STRUCTURE 8 WOOD WOOD BY OTHERS SCREW FRAMING BY OTHERS INTERIOR TRIM TRIM 1/4" MAX. 741 3/8" MIN. SHIM SPACE EMBEDMENT INTERIOR 7/16" MIN — EDGE DISTANCE HOOK STRIP HOOK STRIP 10 WOOD SCREW S#10CR SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK EXTERIOR INTERIOR EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCIGWOOD FRAMING METAL STRUCTURE VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC WOOD FRAMING OR 2X BUCK INSTALLATION 1001 W. CROSBY RD FOR SILL INSTALLATION SEE SHEETS4-9. CARROLLTON, TX 75006 NOTES: SERIES 420 SGD 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 145 3/4" X 96" REINFORCED NOT SHOWN FOR CLARITY. FIN AND HOOK INSTALLATION DETAILS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN: DWG NO, REV F.A. 08-00501 C sCAEE NTS IDATE 02/23/09 SHEET 10 OF 10 J o tyc3 5 ,44T(A(T frE O w'._ 4/30,12015 Florida Building Code Orgine S«• .Ru fie;. .• • ` u: ' Wy w: rl da'i BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search Product ApprovalProfessiIUSER: Public User Regulation AFk4 ' , 4E Pdi!'LYY.Q!!E!P Product Approval Menu > Product or Application Search > Application List > Application Detail a ; a, FL # FL14991-RO Application Type New Code Version 2010 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. i Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM E1300 2004 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 11/14/2011 Date Validated 03/26/2012 Date Pending FBC Approval Date Approved 04/06/2012 httAs://ttoridaWidirxt.orq/pr/pr_app ctl.aspx?param=wGEVXQwtDgLiZRj59p/o2fDrx2xvHHy3hK03QJAVOZy6BThfgpOhgkZerrQ%3dp/o3d 1/5 q No GENERAL NOTES 1. This product evaluation drawing has beeriAeveloped4n compliance With the F9C) indudingihe'*Hgh Velocity Hurricane 1one" (f4VIO). Seethe Certificafic 2. Produdt drfchors shall be as fisted and sp&4d as shoyfii on details. Anchbrembedment,to base material shall bebeyond wall dressing or stucco. 3. - W ' henused, in the 14VHr this product complies,Mth Section 1626 of the FBC and does not require an Impact resistant covering. 4. When used in oreascutside.of the "HVHZ" requffingeAnd borne debris protection this productcomplies with Section 1609.1.2 of the,FBC and does not require an impact resistant covering. This product meets; missile level V and includes Wind Zoneas: defined In ASTM E 1996 and Section 1609.1,2,4 of liv FBC; 5. For 2x stud framing construction, anchoring of these units sh&be the some as that shown for 2x.buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered orchilect. 7. OUtswing configurations meat water Infiltration requIr4ments for "HVHr. 8. Inswing configurations do not . meet the water lnriitrafibn r6clutr6rnents f& the 1-IVHr and stiolLbe installed only in non -habitable areas of at habitable locations protected by anoverhang or canopy such that the angle between the edge of canopy of oveftng to sill is less thanA5degre.es... TABLE OF CONTENIM sHaT # OMRIMON 2 Door panel details 3 HCHizontal cross soctiong 4 Vertlodf cro, sections 5 Buckandhome cmnc oring - 2X buck mosoniy CMUtiction me anchoring' -IX buck masonry construction ButofMotedals & Component r_ 37, W MAX, OVERALL WIDTH 9-1 37. AW x: M0V + 40. 0 -60,0 Outmo w/ low.profile,bump threshold) 37.sv, x.qakor +554 .40.0 OUTSWING w/ high dam,burnp threO old): P.50-':x 99 0T:1 +60.0 -60.0 EM I FL-14091,11. I a 00 Q. LU e z Eo iT 4 e o a 5i 4 EMB. (TYP.) I HORIZONTAL CROSS SECTION lnsv,Ang configLwaVon INTERIORLi 21) EXTERIOR 6 3 zc 6A 1-1/41 MR EMB. (TYO.,) 3 HORIZONTAL CROSS SEC17ON V-4V—S \,3 Shown w/Msub-buck WERIOK INTERIOR EXTERIOR EXTERIOR E E Z: 7 < ti zoom 0 (D Zen: z0 MY CW Typ-) HORIZONTAL CROSS SECTION pp.) I Fl"1.4991,11 I" MIN. FROM, V MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) (TYP.) 2-1 IT MIN:FROM 2-1/71 'MIN. FROM MASONRY EDGE MASONRY EDGE ' J oE-- 0 z L w7 --o0AcP77= 77M ItJTF:Plr)P ryTppink> INTERIOR, EXTERIOR rf-' VERTICAL CROSS SECTION 14: InsvAng co0guraflon 2- 1 /TMIN. FROM 2-1/7'MIN-FROM MASONRY EDGE 'MASONRY EDGE TYPI) ( TYPJ 12- 1/7MIN. FROM 2-1/7'MIK FROM MASONRY EDGE MASONRY EDGE Typ.) ( TYP.) 3-"\ VERTICAL CROSS SECUON I InsvAng configuration see general notes, sheet I for " HVHr Water infbation requ! rerrients, INTERIOR EXTERIOR ( 8 2"\ VERTICAL CROS S.SECnON 4 Sh-. 111/1 X AlWck 2- 1 IT MIN. FROM ) 2-1 IT MIN. FROM MASONRY EDGE MASONRY EDGE PP.) PP.) VEIRUCAL CROSS SEMON 4 ge seeneral at I for " T'water lR Micifion reqvirements 0 P 031131, 12 AL- NJ.& 01 By, JK x uyl LFS FL- 14991.11 eu 4 to Z- a a 2X E z0 I STRIKE JAMB FRAME 2X DUCK—,\, FF SEE 140TE2 I SEE NOTE2 FRAME ANCHORm Masonry 2X buck corrOucHion ry NOTES: I 114".Bco:Concrete screws anchodng:2x buck requhre.o minimum r cfeoranee to rnasanry edges, &JA'14" minimum embedment and minimum. If'clearance, to:adjacent concrefe,screwsi,Sebstitution of equal cancrafe:scraws from a different supprieP may;have dfferetil edge distance and center distance requirements; Concrete screw locations at the compalmay be adjusted to maiptaln'the minimum edge distance tqrporiarjophls, if 66rlcieieicrew locations noted as 'MAX. ON CENTER" must adjusted to maWaiii the minimum edge distance to mortQrJoInts- additional Concrete screws may be required 10 ensure the, maxirmm.on center dimension is not exceeded. Z 1/- f'ITW concrete screws anchoring frame and/or sill,reouire a minim any 2-'J /T clearance to masonry edges, a 1-1 14"mmimum embedment and a minimum 3" clearanve to adyacent concrete screws. Substitution of e4uafconciee screws kom a different supplier may have different edge distance and center distance requirements. Concrete screw localions at the comers may be adjusted to maintain the minimum edge dlstonce> to manorJaints. 19 Concrete screw locations noted as "MAX. ON CENTER must be adjusted to maintain " minimum edge.distance to morlarloints, addlillonot Concrete screws may be required to,ensure " moximm on cerif6r dimension is not exceeded. LINGEJAMB HINGE OfTAIL LATCH & DEADSOLT WAlL IsHmr J5 * F_7 n MASONRY TYP. HEAD t . ro OPENING &.JAMBS c"v 18 - ' n°':a °. SEE NOTE SEE NOFr 2 o E SEE NOTE 2 FRAME PATCH i DmsoLTDEfAtt > . wv, 1XBUCK o F.SEEAOTE 1 ' ` g a SEE NOTE t m a z 9 SEE NOTE 1' STRPKElA1A6 FRAME AHCtdORPNG HINGE JAMB 11 Masonry I X buckc"wclison i 1il G NOTES: w Z 1. 11-f" tTW concrete screws anchoring frame iandlor silt require q minimum 2-1/2" clearance to masonry edges, a :I-114" m nimurn m. embedment and a: n nimum Y clearance. to adjacent concrete screws Substitution of equal concrete screws from a different supplier o mdy hove different edge distance and center distance requirements. Concrete screw locations at the comers may be adjusted to. HINGE DEWI •1 maintain the minimurn edge distance to mortar joints. if Concrete screw iocations noted as "h"X. ON CENW must be.adtusted to ears: 03/i gZ 12 . a mointain the minimum edge distance to mortar joints, addition! Concrete screws maybe required to ensure the maximum on center ;, d dirmensionIsnotexeeeded: _ BY: JK m g 2. 3/1b" 1TW concrete screws anchoring frorne ond/ or sillrequiie a intnOwhl 2-5/8" cieorahce to masonry edges, a l- l4" minimum CM`: Sy: LF' i. embedment and a minimum 2-1/4" clearance to adjacent concrete screws uniess otherwise noted by concrete screw manufacturer, °R°NNO NO; C o FL— 14991,1 1 d o sr: r & nr ry ro Via: BILL Of MATERIALS OEM DESCRIPTION MATERIAL A 1 X BUCK SG >= 0.55 WOOD 8 2X BUCK SG >= 0.55 WOOD C MAX. 114" SHIM SPACE WOOD D 114" X 2-314" PFH ELCO CONCRETE SCREW STEEL E MASONRY - 3,192 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90 CONCRETE' F 1/4"X1-314'tTWCONCRETE SCREW STEEL. G 3/16" X 3-.1/4" PFH ITW CONCRETE SCREW STEEL H 1/4'x 3=114 PFH ITW CONCRETE SCREW STEEL I 1/4"XV/4'PFHITW"CONCRETESCREW - STEEL J 1/4 X 3.3/4' PFH ITW CONCRETE SCREW STEEL K 10 X 2' PFH WOOD SCREW STEEL. L 10 X:2-112" PFH WOOD SCREW STEEL. 7 SHORT REACH COMPRESSION•WEATHER-STRIP (THERMA=TRU) FOAM 8 LONG REACH COMPRESSION WEATHER-STRIP. (THERMA-TRU) FOAM 9 4" X 4"'HINGE .097" THK. (THERMA-TRU) STEEL 1: 0 10:X 3/4' PFH WOODSCREW (HINGE TO FRAME) STEEL i 1 10;X I"PFH WOOD SCREW STEEL 17 PASSAGE LOCK- KWIKSETSIGNATURE 'SERIES STEEL 19 HEADER JAMB 4.6W, X 1..25" THERMA-TRU, PINE 'SG >= 0.42 WOOD 20 SIDE; JAMB 4:656'X 1.25 THERMA-TRU SG>='0.42 WOOD 21 DEADBOLT - KW IKSET SIGNATURE SERIES 80j_ _ STEEL 27 LATCH STRIKEPLATE STEEL 28 DEADBOLT PLATE STEEL 31 BUMP FACE THRESHOLD LOW PROFILE ALUM. T WOOD 32 DOOR BOTTOM, SWEEP PVC. 33 SELF ADJUSTING'' SADDLE THRESHOLD ALUM.COMP, HIGH. WATER DAM THRESHOLD ALUM. 60 STEEL DOOR - SEE DOOR PANEL DETAIL SHEET.FOR DETAILS 61 DOOR SKIN: 24GA.• .022'.MIN. Fy = 24,580 PSI'MIN. STEEL 6.2 TOP RAIL. COMP, b3 LATCH STILE WOOD' 64 HINGE STILE WOOD b5 BOiTc3M RAIL COMP'. 66 POLYURE-THANFFOAM ( BASF, 1 Sibs. DENSITY) FOAM 67 LOCK -BLOCK 2.625" X 10.375" X 1.625" THK: WOOD o 2:36" I9 2D°'. HEAQ 3 SiDE' m a 12dr ppppq 3J RUA4PFACETiiRESHRtALOwPRQFtLE` off. t l a m 4:6tY' FAIN :........ ......: 2.34,... " NdGH. gyFT€R DAAt eHRE3iJOItti R-1,499; 1, t I Comments Archived Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 475-6000 gtaylor@Wayne-Dalton.com Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Greg Taylor gtaylor@Wayne-Dalton.com Greg Taylor 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer t Evaluation Report - Hardcopy Received Mark A. Sawicki PE-72613 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 03/06/2020 Jeffrey P. Arneson, P.E. LA Validation Checklist - Hardcopy Received FL8248 R10 COI Independence Wayne -Dalton Door 2010.pdf FL8248 R10 COI Mark Sawicki Ind cert.pdf Standard Year ANSI/DASMA-108 2002 ANSI/DASMA-115 2005 TAS-201 1994 TAS-202 1994 TAS-203 1994 Equivalence of Product Standards https:ltfloridabuilding.orglprlpr app dtl.aspx?param=wGEVXQwtDqujmebBGbxRyWG4a6mWcHye96D2g7XDfpXmjk2a7hLPgQ%3d%3d 1/5 NOTES: 1. IMPACT RESISTANT GLAZING OPTION- IMPACT 13 GA HORIZ ANGLERESISTANTGLAZINGSYSTEMMAYBEINSTALLEDIN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4" 13 GA FLAG ANGLEPOLYCARSONATE. MAXIMUM GLAZING DIMENSIONS SHALL BE 11' x 17" CUTOUT, FASTENED WITH /8 X 1" SMS: 3X ALONG THE HORIZONTAL AND 2X ALONG 15 CA MIN HORIZ THE VERTICAL SEE DETAIL J ON SHEET 2 FOR ASSEMBLY DETAILS. TRACK 2. NON -IMPACT REISTANT GLAZING OPTION - .090" 5/16x1-5/8" LAG SCREW (MIN 4MINIMUMSSBGLAZINGINMOLDEDFRAMESSCREWED AS SHOWN) TOGETHER WITH A MINIMUM OF (10) #Bx1" SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH 4) 1/4-20x9/16' LARGE OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM HEAD TRACK BOLTS OR STATIC WIND PRESSURES SHOWN ON THIS DRAWING. 1/4-20 STUDS WITH GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 10.69" 1/4-20 HEX NUTS AND A MAXIMUM LENGTH OF 16.94'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE 15 GA MIN VERT REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. TRACK 3. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM 1/4-204/16" TRACK OF 6" O.C. MUST OVERLAP TOP AND BOTH ENDS OF BOLT AND 1/4-20 HEX PANELS MINIMUM 7/16" TO MEET NEGATIVE NUT AT EACH JB-US PRESSURES. JAMB BRACKET LOCATION 4. KEY LOCK OR SLIDE LOCKS REQUIRED 5. LOUVER OPTION - .040" MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER NTH A MINIMUM OF (10) #Bx1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. 6. SECTION STEEL TO HAVE A MINIMUM 26 GA THICKNESS. 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. B. DOOR JAMB TO BE MINIMUM 2x4 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. FOR LOW HEAD ROOM LIFT CONDITIONS, TOP BRACKET SHALL BE A 13 GA LHR 7/4 TOP BRACKET WITH A MINIMUM OF (3) 1/4-14x7/8" SELF DRILUNG CRIMPTITE SCREWS IN LIEU OF THE BRACKET SHOWN ON THIS DRAWING. U-BAR ON TOP SECTION SHALL BE INSTALLED ON TOP OF LHR TOP BRACKETS. 5/160-5/8' LAC SCREW AT EACH JAMB BRACKET 15 GA STIFFENED JAMB BRACKETS SEE SCHELDULE FOR QUANITY, LOCATION, AND TYPE KEY LOCK OR SLIDE LOCK EACH END (SEE NOTE 4). SLIDE LOCK SHOWN FOR CLARITY SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX MAX UNIFORM POINT LOAD AT HEADER AND DOOR DOOR LOAD EACHI SLAB AT EACH POST WIDTH HEIGHT JAMB (PLF) LOCATION (LBS) 17'-0" 7-0" 185.5/-209.6 1507.4-1712.9 8'-O" 185.5 -209.6 1704.0-1936.3 18'-0" 7'-O" 190.7/-215.7 1637.0/-1850.5 8'-0" 190.7 -215.7 1860.3-2102.9 NOTE: (4) SECTION SOL DOOR SHOWN. SEE SHEE' 2 FOR U-BAR LOCATIONS ON DOORS WITH OTHER SECTION QUANTITIES AND SEE NOTES 1 AND 2 THIS SHEET FOR GLAZING OPTIONS. DOORS. FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16" TRACK BOLT AND NUT AS SHOWN ABOVE. REVISIONS MODIFIED NOTES TO TE THAT LOUVERS NOT IMPACT ISTANT. INCREASED IGN PRESSURES TO i.00/-52.00. 6/29/07 ADDED IMPACT ISTANT GLAZING. IED DETAIL J SHEET 2 GLAZING. REMOVED ICRETE SPECIFICATION IM NOTES AND ADDED AIL H SHEET 2 FOR ICRETE SPECIFICATION. IED MAX GLAZING ENSIGN TO NOTES ET 1. MODIFIED JAMB ICKET SCHEDULE. IED TRACK TO FLAG VECTION NOTE. IED SUPERIMPOSED IIGN PRESSURE LOAD kRT. 11/10/07 MODIFIED LOUVER ION. ADDED TEXAS NSE NUMBER TO E BLOCK. 9/19/08 UPDATED TITLE BLOCK IMPACT GLAZING 4/16/12 PE2507SMARATEHWYKA. SA 12KI, SUITE 200 LEWISVILLE. Tx 75067 FL PE 72613 Tx PE 106291 PROFE%VONAL ENGINEERS SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. Vragne aiton STATIC PRESSURE RATINGS DESIGN ( PSF): +46.00/-52.00 APPROVED SIZES MAX WIDTH: 18'-0" SCALE: N.T.S. DATE SIZE: A NAME TEST ( PSF): +69.00/-78.00 MAX HEIGHT: 8'-0" DRAWN 5/26/06 CRT IMPACT/ CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 1/22/07 MRB MODELS 8000/8100 SHEET 1 OF 2 A DIVISION OF OVERHEAD DOOR CORP 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 WINDLOAD SPECIFICATION OPTION CODE 1144 DRAWING PART NO. 327024 REV. P4 13 GA ROLLER SLIDE ATTACHED TO BRACKET/.ATH 5/16-18 BOLT & NUT IN CENTER SLOT AND 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUuH ANY TWO AUGNINC HOLES 2) 13 GA COMMERCIAL 'A' I , FRAME TOP BRACKETS EACH \ ATTACHED WITH (4) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS ADD (2) 1/4-147/8' ' SELF DRILLING CRIMPTITE SCREWS DETAIL A INSIDE OF EACH INSIDE END STEEL ROLLER WITH GRADE 1144 OR IIVALENT STEM — ir, r• ;,air . i !•r . i;! 2) 14 GA WIDE BODY END - —' HINGES EACH ATTACHED D TFallR WITH (4) 1/4-14x5/8" SELF TAPPING SCREWS—— z TOP PLATE 14 CA WIDE BODY HEADER EXTENSION INTERMEDIATE HINGE ATTACHED WITH (4) o HEADER LOCK TOP LOCK 1/4-14x5/8" SELF ' ob BRACKET PLATE TAPPING SCREWS 12 GA EXTENSION BRACKET DETAIL C I ATTACHED WITH (3) 1/4-14x7/8" v, SELF DRILLING CRIMPTITE SCREWS 2 THROUGH STRUT AND BRACKET) 4) 5/16x1-5/8" 14 GA BOTTOM BRACKET LAG SCREWS . ATTACHED WITH (2) 5/16-18x2-1/2" 4 ) 5/16-12z1" 1/4-14x7/8" SELF DRILLING HEX BOLT & NUT •. SELF DRILLING CRIMPTITE SCREWS THROUGH STRUT AND BOTTOM BRACKET SCREWS AND (1) 1/4-14x5/8" SELF DETAIL E INNER DRILLING TAMPER RESISTANT POST SCREW DETAIL D 2500 PSI MIN CONCRETE o o HINGE HITCH 14 GAAEACH SELF TAPPING/ 8 SCREWS a" 8" 4) 1//8" CKING X B" MIN SELF TRAP TURNDOWN SLAB 8" MIN CRIMPEWS AT EDGE EDGE ADDEDH DISTANCE ' HINGE POSTSTRAP DETAIL H( 2) 5/1" SELFDRIWNWS EACHWITHFLATWASHE DETAIL F POST NO. 2 HALF HINGE ALIGN BOTTOM OF HINGE WITH TOP OF THE U—BAR— 4) 1/4-14x7/8" SELF DRILLING CRIMPTITE HITCH PIN SELF ORILUNG SCREWS W/ 5/16 FLAT WASHERS BOTTOM BRACKET 4) 5/16-12x1" SELF DRILUNG SCREWS DETAIL G EXTERK FRAME 5) SECTION DOORS WITH 7) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 4) SECTION DOORS WITH 5) 3" 20 CA 80 KSI U—BARS LOCATED AS SHOWN l ATTACH U—BAR WITH 2) 1/4-14x7/8" SELF DRILUNG CRIMPTITE SCREWS AT EACH STILE LOCATION, TYP LOCKING STRAP I 1/2-13x3-1/2" HEX BOLT 1/2-13 HEX NUT AME SCREW 4RBONATE REVISIONS MODIFIED NOTES TO TE THAT LOUVERS NOT IMPACT II STANT. INCREASED IIGN PRESSURES TO ADDED IMPACT II STANT GLAZING. ED DETAIL J SHEET 2 GLAZING. REMOVED 1CRETE SPECIFICATION IM NOTES AND ADDED AIL H SHEET 2 FOR 1 CRETE SPECIFICATION. ED MAX GLAZING ENSI ON TO NOTES ET 1. MODIFIED JAMB tCKET SCHEDULE. ED TRACK TO FLAG 1NECTION NOTE. IFIED SUPERIMPOSED IIGN PRESSURE LOAD ART. 11/10/07 MODIFIED LOUVER ION. ADDED TEXAS NSE NUMBER TO E BLOCK, 9/19/08 UPDATED TITLE BLOCK IMPACT GLAZING 4/16/12 0 STATIC PRESSURE RA7INGS DESIGN (PSF): 446.00/-52.00 I APPROVED SIZES MAX WIDTH: 18'-0" SCALE: N.T.S. DATE SIZE: A NAME 5AWCPEE anon TEST (PSF): +69.00/-78.00 MAX HEIGHT: 8'-0" DRAWN 5/26/06 CRT IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 1/22/07 MIRE MODELS 8000/8100 SHEET 2 of 2 2501 ,MARK E tzKI, 200LEwlsTETx75D67 FL PE 72613 Tx PE 106291 A DIVISION OF OVERHEAD DOOR CORP 3 39 5 ADDISON DRIVE PENAOLA. FLORIDA 32514 WINDLOAD SPECIFICATION OPTION CODE 1144 DRAWING PART NO, REV- PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF 1NNDLOAD CONSTRUCTION DETAILS. 850 474-9890 327024 P4 Oct 14 1511:43a Air Handlers Inc. 4073201865 p.2 V JL- " CITY OF SANFORD OCT 4 2015 BUILDING & FIRE PREVENTION PERMIT APPLICATION a Application No• 1-5— Documented Construction Value: $ Job Address: \ ` -1Na c--a LA - y ,rr\ Historic District: Yes No Parcel ID: 9>,2c) -D\ Da cccz QSLO Residential ommercial Type of Work: New aAddition Alteration Repair Demo Change of Use Move ription of Work: Plan Review Contact Person:Title: Phone: ` Fax: 2 , ` Email: Name Street: City, State Zip: Property Owner Information Phone: Resident of property? : fit Contractor Information Name r K S L`Q_C'rY Phone: Street: \ C '(CQvk-Fax: 1-4 aD las City, State Zip: State License No.: CtaC t 7lC Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: _ Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYLNG 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 LN- TENDTO OBTAIN FINA_ NCLNG, 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, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5f° Edition (2014) Florida Building Code Revised: June 30, 2015 Pc=t Application Oct 141511:43a Air Handlers Inc. 4073201865 p.3 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 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 const ti n and zoning. Signature of Owner/Agent Date Print Owner/Agent's Tame Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Print t lkgent's Na rfeim.t 1L « 1`S Si re REB CA MARIE SLADE F• F MY COMMISSION *FFC'84485 o,;;°i EXPIRES January 20, 2018 407) 38"J53 FlorWBNala Sary 0.!Qrn1 Contractor/Agent is Personally Kilo-%Nn to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Vain. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application Oct 14 15 11:43a Air Handlers Inc. 4073201865 p.4 Refte1 -1 1 - act IONV rO rr "Olv 0PO AMP-1, ".!"0* 000*t", d Wo ou 4j Wivgoo xC (f1weinAw W,qi?o;,bo my F. M. w ar , -W-0-ro"W'4e umtmhcr 6 . alce-of m ON 0P-1XWP*rVQ thO.-bD14traftru"inving y Sh wr Oct 14 15 11:43a Air Handlers Inc. 4073201865 P.5 ar rmi* -pet -on sue:ge O*q!** pq p ul A C JT alt wi*khQ plays by.-JaLMnD M.foird-luM TrepQdgteid-Z rm beco. W.to,00swe -OW P'n C'We"'4 0-Y. tw 'Mq-.CQ1Ptm P* Cm Thu botmmtwrt be *adeadfoiJam: Aq.P. ".1't lmeiiing qt ignor. 41d_uovar krata I I W-M t qV I Lv, Oat a* qe oflh vo*. O&Utift h t jr hPiriw-m4e fth,'*j m0ag vwmkom-wo Pe moftloml wo* wo(reoz Page 2..Uf;4 Oct 14 15 11:44a Air Handlers Inc. 4073201865 p.6 owmirbor"I Heim," IVAI*er h*-ff 'mm 'ot . tJ#e requerrtthp-;cqjTt m.q*' fjor.pj$j-,C net ftf-t *tqft.w - -_- Air WOW tto., 119 Commem!;Wqy P Vh-VO -344AA -.1. 9t'-PQ4WAr,1j11Bti t' be MisgT(O'f gT Wffi& OVAL& % OAtRn Y op pf 0 'd A n. opqOpp, F; ddd 6reto •CPT uf WgdJtl% -- fYn '9 I "" /' - aocr3is exe;vpoTq#jept _two fte Oct 141511:45o Air Handlers Inc. 4073201885 pJ Oct 141511:43a Air Handlers Inc. 4073201865 p.1 Date:,L iC--ice- / yT l;"9+i,•rsr ioi''. 119 Commerce Way # C. Sanford, Florida 32771 Seminole Co. - (407)-320-1855 Orange Co. - (407)-409-8081 Volusla Co. - (386)-409-8266 Fax Number - (407)-320-1865 rS 1 nC Fax Number: : - (0 • S1 Number of Pages (including cover sheet) vS -C--) Urgent For Review Please Comment Please Reply D O° CITY OF SANFORDfIREECEIVE'D BUILDING & FIRE PREVENTION JUN 1 2 t7 PERMIT APPLICATION r Application No: / 00 Documented Construction Value: $ 02 , 750, Job Address: 137 Bellagio (135) Cir Sanford FI 32771 Historic District: Yes No IJ Parcel ID: 29-19-30-520-0000-0250 Residential Commercial Q Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: install one illuminated wall sign Plan Review Contact Person: Michael Giesinger Title: Phone: 407-878-3981 Fax: Email: permitting@whitesigncompany.com Property Owner Information Name Bricol Property Mgmt Inc Phone: Street: 137 Belagio Cir Resident of property? : No City, State Zip: Sanford FI 32771 Contractor Information Name White Sign Company, LLC Phone: 407-878-3981 Street: 909a S Charles Richard Beall Blvd Fax. 386-320-0625 City, State Zip: DeBary, FL 32713 State License No.: ES12000976 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: 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. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 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 [CC 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 Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Permits Required Construction Type: Total Sq Ft of Bldg: Gl h 7 ignature of kontractor/Agent Date' / 30V,1 (XJ 14 G 1 / 7PriContfor/Agent'sN- mje / — 7 L. KIR MbRGAN Commission # FF 37580 My Commission Expires September 29, 2017 Contract gent is " Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Building Electrical Mechanical Plumbing[] Gas[] Roof Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of eads Ste'.. APPROVALS: ZONING: Co' 1-7 UTILITIES: ENGINEERING: COMMENTS: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Based on linear facade length of 22.08 feet ok to install "Lavish Nail Bar' wall signage at 19.33 square feet as shown on plan. Any additional attached signage on canopy, wall or window shall require approval by City of Sanford Planning Department. Revised: June 30, 2015 Permit Application White Sign Company,, LLC 909 S. Charles Richard Beall Blvd. Sifite A Debary, Florida 32713 Bill To Lavish Nail Bar Ship To Invoice Date Invoice # 3/14/2017 5684 S.O. No. P.O. No. Terms Project Item Description Ordered Prev.lnvoi... Backord... Rate Amount 1 Lavish Nail Barl8" channel letters 2,750.00 2,750.00 Manufacture, permit, and installation of 1 set of led lighted channel letters as per customer supplied design, reuse existing box portion and change to new graphics. deduct $250.00 if we dont use led lighting in sign. Subtotal $2,750.00 Sales Tax (7.0%) $0.00 Total $2,750.00 Payments/Credits _$1,275.00 Balance Due $1,475.00 1 \1' °I % k' THIS INSTRUMENT PREPARED BY: GRANT MALOY, SEMINOLE COUNTY Name: white sign Company 'uz t,J>ti C CLERK OF CIRCUIT COURT & COMPTROLLER Address: 909A S Charles Richard Beall Blvd, eK 8923 Ps 1865 (1Pes ) DeBary, FL 32713 CLERK'S 4 2017054419 RECORDED 06/01/2017 10:18:35 AM NOTICE OF COMMENCEMENT RECORDING FEES kenr$ 10.10 l RECORDED BY ,ier_kenl o Permit Number: I -7, I "' v ( Parcel ID Number: 28-19-30-520-0000-0250 The undersigned hereby gives notice 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: (Legal description of the roperty and street address if available) n 137 Bellagio Circle, Sanford, FL 32771 TS- Tlxt EourAec,Sov- , iJ ^^ 2. GENERAL DESCRIPTION OF IMPROVEMENT: install one (x1) wall sign 3.. OWNER INFORMATION OR ESE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: d n3. Name and address: LAU15H Interest in property: LZE Fee Simple Title Holder (if other than owner listed above) Name: 4. CONTRACTOR: Name:, White Sign Company Phone Number: 407-878-3981 Address: 909 S Charles Richard Beall Blvd. DeBaN. FL 32713 5. SURETY (If applicable, a copy of the payment bond is attached): Name: Address: Amount of Bond: 6. LENDER: Name: Phone Number: Address: 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents maybe served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Phone Number: 8. In addition, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under Ities of erjury, I declare that 1 have read the foregoing and that the facts stated in it are true to the best of my knowledge and r>— bei) i essee, or Owner's or Lessee's (Print Name syprWide Signatorys Tide/Office) Auih i rGcer/Director/Pariner/Manager) State of County of V( The foregoing instrument was acknowledged before me this day of by Ek l [ A F—/6j1(j Who Is personalty known to OR Q C . Name o erson making statement rz R who has produced Identification type of Identification produced: 1.9" ;;,,, L. KIRSTI MORGAN Commission # FF 37580 My Commission Expires September 29, 2017 vd2; f T U U Notary Signature 0 O O o LL x U Z 1=0ccUj VUQV SIGN COMPANY WWW.WHITE SIGN COMPANY.COM PHONE: 407478-3961 Date: W", Re: Lavish Nail Bar 137 Bellagio Circle Sanford, FL 32771 This letter authorizes Joel White of White Sign Company and its agents, as authorized agents of the property owner to s04,'re permits and install signs at the project address listed above. The specifics of the project are as follows: 1. i ' signima Property Owne tho ' Agent Signature 11o_,4D g i-"/ Property Owner/Authorized Agent FjFint STATE OFF » County of The foregoinument as acknowledged before me this q day of 1 , 20, by Ni(;(71.t Z ig>bC 6 14L-1 who is personally known to me or ho has produced t'(. ) L 0WO- )o - W - -q9-d as identification and*ho did1did Wt) take an oath. Signature Name Print or type name Notary Public - State of ti ar ale .,. VICTOR A. BARNHART III Notary Seal) Commission No. Notary Public -State of Florida My Commission Expires: a ` My Comm. Expires Apr 1, 201B Commission # FF 091949 o Bonded Through National Notary Assn. White Sign Company 9 909 S Charles Richard Beall Boulevard, DeBary, FL 32713 • Phone: 407-878-3981 Fax: 407-878-3981 L IVaTED POWERER OF ATTORNEY Date: ( /I I I hereby name and appoint: 7,0 +4 tJ 0 2 b O Al an agent of: WHITE L to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check one option): o All permits and applications submitted by this contractor. The specific permit and application for work located at: F0610C IQCLE , <4-JEO-C-13+T7-L- street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Joel White State License Number: ES 120009 6 Signature of License Holder: STATE OF FLORIDA COUNTY OF SEMINOLE The foregoing instrument was ackn ledged before me this ay of Jt, 2 l (, by Joel White who is personally known to me or jk ho has produced as identification and who did (did not) take an oath. L. KIRSTI MORGAN Commission q FF 37580 My Commission Expires September 29, 2017 Itu SignrePrint or type nam01 \ / (-j7- 5/26/2617 SCPA Parcel View: 28-19-30-520-0000-0250 Property Record Card 0 dJu ,CFA Parcel: 28-19-30-520-0000-0250 Owner: BRICOL PROPERTY MGMT INC as Property Address: 137 BELLAGIO (135) CIR SANFORD, FL 32771 Parcel Information Parcel 28-19-30-520-0000-0250 Owner BRICOL PROPERTY MGMT INC Property Address 137 BELLAGIO (135) CIR SANFORD, FL 32771 Mailing 137 BELLAGIO CIR SANFORD, FL 32771 Subdivision Name THE FOUNTAINS MARKET PLACE A CONDOMINIUM Tax District S1-SANFORD DOR Use Code 1105-RETAIL CONDO Exemptions j 'Legal Description UNIT 25 THE FOUNTAINS MARKET PLACE A CONDOMINIUM ORB 6521 PG 1690 Taxes IValue Summary I 2017 Working Values 2016 Certified Values Valuation Method Number of Buildings Cost/Market 1 Cost/Market 1 Depreciated Bldg Value Depreciated EXFT Value 197,800 204,250 Land Value (Market) Land Value Ag Just/MarketValue rrPortability Adj 197,800 204,250 Save Our Homes Adj 0 0 Amendment 1 Adj _ 0 0 P&G Adj 0 0 Assessed Value 197,800 204,250 Tax Amount without SOH: $4,094.00 2016 Tax Bill Amount $4,094.00 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments http://parceldetai i.scpafl.org/Parcel Detai I lnfo.aspx?PI D=28193052000000250 1/3 NAIL ART & BEAUTY LOUNGE ` 116 DESCRIPTION: 116" X 12" CHANNEL LETTERS WITH VARIOUS VINYL MOUNTED TO RACEWAY m Y M p ai 3C 0 oa c a 00 a, 3 0 N C p O An Q Ta3 A+- O s m c tLacD 3 Q 0. O TaQJ 0 cm V Z o p p QJ w t a; CL i Ln OO C1 av nYa fac Ta Q C J aCn o 1 LN r C cc0 Ln Ea Nf CL vi A. 4" .040 ALUMINUM RETURN B..060 ALUMINUM BACK C. BLACK JEWH_r E W D. 3/16- ACRYLIC FACE E. LED LIGHTING F. SELF CONTAINED POWER SUPPLY G. ELECTRICAL PRIMARY THRU 1/2" SEALTITE AND WHIPS AS REQUIRED H. 1/4" WEEP HOLES AT LOWEST POINTS L LETTER INTERIOR PAINTED WHITE ALL WALL PENETRATIONS PROPERLY SEALED MI WALL TYPE NDUNTToENGINEERENGINEERED VI soV Lanoru 1Y PAINTED TO BUILDING COLOR SAMPLE LETTER TOTAL COPY AREA: 19.33 SQ FT NT VINYL AND LAMINATE. - - 3/16" TRANS WHITE ACRYLIC ® V3 TRANSLUCENT MAGENTA CUT VINYL 0 ® . PEASE REVIEW DISCLAIMER AND CUSTOMER APPROVAL NOTES CAREFULLY,CHECK APPROPRIATE BOX AND RETURN TO WHITE SIGN COMPANY L ® v2 DAYTIME NIGHTTIME PERFORATED VINY. Design OK As le Revision RegUtred 3 INTERMEDIATE BLACK CUT VINYL ® TURE DATE DISCLAIMER; RENDERINGS ARE FOR GRAPHIC PURPOSES ONLY AND NOT INTENDED FOR CTN6TRUCTION DIMENSIONS. FOR WIND I= REQUIREMENTS, ACTUAL DIMENSIONS AND MOUNTING DETAIL, PLEASE REFER TO ENGINEERING 9WFICAT70NS AND INSTALLATION DRAWINGS (IF APPLICABLE). THESE DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF WNTIE SIGN COMPANY, USE OR DUPLICATION IN ANY MANNER INCLUDING BUT NOT LIMITED TO ELECTRONIC TRANSFER WITHOUT EXPRESS WRITTEN PERMISSION OF WHITE SIGN COMPANY IS PROHIBITED. CUSTOMER APPROVAL UNLESS SPECIFIED BY CUSTOMER, ALL SLW% GRAPHICS AND COLORS WILL BE USED UNLESS SPECIFIED BY CUSTOMER. ANY SPEWNG,SPACING, AND PUNCTUATION MUST BE SPECIFIED BY CUSTOMER PRIOR 70 APPROVAL CHANGES TO DESIGN AFTER APPROVAL MAY REQUIRE ADDITIONAL FEES. SINGLE SIDED DOUBLE SIDED NON -ILLUMINATED ILLUMINATED EXTERIOR INTERIOR START DATE: 4/27117 LATEST REV: 4/27/17 REVISION HISTORY: 4/27/17 JOBM CUSTOMER: LAVISH NAIL R JOB ADDRESS: MUNICIPALITY: DESIGNER: J.BRENAN WHITE SIGN CO. ww. W M1 IteSignCompeo.eom K MENIBEH a- E319113 SEE ELEVATION 5'-0" MAX DENOTES 3/8" DIA. FASTENERS (SEE SGH Q I—1-I--------------- - T ° o ZI Ail'— 4410 TEK SGREN5 T'T. DIA6RAMMATIG LETTER ON RAGENAY N.T.5. 5" MAX LETTER EXI5TIN6 HA 5/5" DIA. FAS SEE SGHEDUL D 15GONl 5E' 110N a SI N.T.S. WIND DESIGN GRITERIA R15K GATEGORY 2 ULTIMATE KND 17,q MPH Vult ® 50 SE<:OND GUST (50 P5F MIN) FFAIOW. E CATEGORY MMRF) B COWOIeg d CLADDIN6 PRE5aRff, I 52.4 P5F FORCE COEFF101ENT T 1 . 2 TYP WALL TYPE ATTAGHMI= NT 5GHEDULE 3/8' DIA x 4' POY62 YED6E 3/' x a' rAxaNs MAYJNRY 3/8' DIA a 4' E)VAN51CN ANCHOR 3/8' DIA ALL THREAD r LEWTH A5 READ. W AWLE STRIN6Sc 5PJ000 ! FOAM / LATH d STUD ELECTRICAL NOTES. TOTALANIPS "I.1 1 - 120V r 20 AMP CIRCUIT REQ. P° PIA . a -_v ,_E sf;co ! FOAM ! i_a fH LISTED d ')° WHEN STRING E2 NOT O'D GENERAL NO (ES THIS SIGN IS TO BE INSTALLED IN ACCORDANCE WITH 5/8, D'.a. x a* LA-, 50LTSTUGGv % NOOD LAT'r+ THE REQUIREMENTS OF ARTICLE 600 OF THE '> iUltJli9l., NATIONAL ELECTRIC CODE. 1) GROUNDED AND BONDED PER NEC 600.7 ;' NEC 250 2) EXISTING BRANCH CIRCUIT IN COMPLIANCE WITH NEC 600.5, NOh TO EXCEED 20 AMPS 3) SVGN IS TO BE UL LISTED PER NEC 600.3 4) UL DISCONNECT SWITCH PER NEC 600.6 - REQUIRED PER j SIGN COMPONENT BEFORE LEAVING MANUFACTURER. NO TE: I. DESIGN WIND PR 55URE IN GONFORMANGE K-1 A5C•E 7-10, I39 MPH Vult, ;PER F.B.G. 2014 5th EDITION) 2. E30LTS: A5TM A50-7 3. CONTRACTOR. SHALL Bc 'RF-5PON5IPLE FOP.. iNATERPROOF I N&. 4. ALUM: 6061-T6 S, AIE C,4W Y *.E, /, p331 a •FAIN NGE iiLUSOM TRi" v yQ,Dj 0, L. • i O"'ES . F 280% D y IGT R FORS • ' Ti L'R I WALLY a: 2Oil-02T3 I CATS: 04 I--=''il SHEET I OF I I PONT OF r POW C VACANT LAND 74An m Fi LA it I 1 10, SE-m r iL I !_.I A a NOT F KEYED NQTES A ARIIMENT COMPLEX APPROVED P y- ~~ u>`~ ` L, Based onlinear bl;adelength ofZ].08feet uk toinstall "Lavish Nail Bar" wall signageat 19.33 square feet asshown onplan. Any additional attached dgnageoncanopy, wall n/window shall require approval by City of Sanford Planning Department. INSPECTION SEQUENCE BP# 17-1601 ADDRESS: 137 Bellagio circle unit 135 BU'IL''DIN6 PERMIT Min Max Inspection Descri tion Footer / Setback Stemwall Slab / Mono Slab Lintel / Tie Beam / Fill / Down Cell Sheathing — Walls Sheathing — Roof Roof Dry In Frame Insulation Rough Firewall Screw Pattern Drywall / Sheetrock Lath Inspection Building Ceiling Air Barrier Insulation Roof (Com'l) Building Ceiling Grid Final Roof Final Stucco / Siding Final Insulation Final Firewall Final Door Final Window Final Utility Building Final Screen Structure Final Pool Screen Enclosure Pre -Demo Final Demo Final Single Family Residence Final Commercial — Final Commercial — Addition / Alteration Final Commercial — Change of Use Final Building (Other) ELECTRICAL PERMIT„ - " Min Max Inspection Descri tion Electric Underground Footer / Slab Steel Bond Electric Ceiling Rough Electric Wall Rough Electric Rough Pre -Power Final Temporary Pole 1000 Electric Final PLUM ING PEjRMIT r = = _ -`ram Min Max Inspection Description Rough Plumb Plumbing Underground Plumbing 2nd Rough Plumbing Tubset Plumbing Sewer Plumbing Grease Trap Rough Plumbing Steam / Chill Water Rough Plumbing Final r ei MECHANI,CALPERMSIT ram- s sq, -sia,1 ON4 Min Max Inspection Description Mechanical Rough Mechanical Fire Damper Framing Mechanical Ceiling Rough Mechanical Fire Damper Annular Space Mechanical Insulation Wrap Mechanical Fire Damper Angle Light / Water, Test Ck Welds Mechanical Grease Duct Wrap Mechanical Final REVISED: June 2014