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HomeMy WebLinkAbout710 Briarcliffe St; 18-3742; SFHCITY OF SAN PERMIT APPLICATIONFORD BUILDING DIVISION Application No: I ' Documented Construction Value: $ 2 Job Address: fib" R-rt'Av G f 4f s 3 3 Historic District: Yes No Parcel ID: 3) - 5014 —dou -00?0 Residential Commercial Type of Work: New K A`ddition Alteration Repair Demo Change of Use Move Description of Work: ( S •• o s F" /-/V0 -e- Plan Review Contact Person: -7:1 `1" Phone: 39 - 86 Lf- 3 J2 S Fax: Title: N Email: r, v, 7T7,V5k _y ( l C Property Owner Information7 Name Phone: 1 1 - PH - UM r Street: Se y U St a Resident of property? : yo City, State Zip: S,, 4"--X! >L -3)-7? / Contractor Information Name q 0' C " Phone: Street: 1 U ' QN- 1 City, State Zip: Leo &.A S Name: & 4 AK ,/ r wvt2 Q' DY- 391) s Fax: State License No.:—C&PL,dS'b 3D Architect/ Engineer Information Street: / 0 co 01 . city, st, zip: 0!24-e 3 Bonding Company: Address: Phone: 3 % 5'3 , — 8U0v 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. 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: 61h Edition (2017) Florida Building Code NOTICE: In addition to the requirements of this permit, there maybe additional restrictions applicable to this property that maybe 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 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 Print Contractor/Agent's Name Signature of No oridaDUBt BIAPi{1tt 864a MY GOPdRAISSION # r 25, 2019 c pFa'aruery 1=. ry tvct ublicU Contractor/ A is Personally Known to Me or Produced ID Type of ID 1 BELOW IS FOR OFFICE USE ONLY Permits Required: Building 0 Electrical Mechanical ['Plumbing [f Gas Roof rEi Construction Type: J6 Occupancy Use: 5 Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Zt90 Fire Sprinkler Permit: Yes No # of Heads Sk- 1 APPROVALS: ZONING: / d, %• g'l UTILITIES: COMMENTS: ENGINEERING: c14 C- 60 -10V ZO16 FIRE: kl. Flood Zone: &NC_ s A«p of Stories:_ Plumbing - # of Fixtures 1 's Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Ok to construct Single Family house as shown on Plan. J Meets area and dimension regulations for the fzoning district. Per Schedule J, at least one (1) treeshallbelocatedintherequiredfrontyard. <Kb, Y. U` a w. CITY OF G Sk 40-- !1 PERMIT APPLICATIONY w'fit. .':. 9 BUILDING DIVISION Application No: U 1 t 0 Job Address: Documented Construction Value: $ 7 Go Historic District: Yes No Parcel ID: 3x) - '10 t/ l (U n - © 0 F 0Residential Commercial Type of Work: New K A`ddition Alteration Repair Demo Change of Use Move Description of Work: Cogs 't. ,, o' Plan Review Contact Person: __T-^'/ lam-' Title: I" Phone: F6 Lf Fax: Email: a ioyru l r, , S S 'L,,' f I ve Property Owner Information Name Phone: 7 % ? " F 3 !¢ ` E0 9 P Street: 3yY U p SAIQ6 Resident of property?: /1--0 City, State Zip: s "+O' d -3a7? l Contractor Information Name q a. t!s" Phone: 30 ' POY' 392 S Street: aN- (5 J Fax' City, State Zip: ILeo' S State License No.: CR,PL,'Sb 3 Architect/Engineer Information Name: enf a&% ,/ rubtd- r Street: /d 60 L,4 3 1 City, St, Zip: 2- L7 G 3 Phone: 3 % '5'3 2 — (M ov Fax: E-mail: Bonding Company: Mortgage Lender: -- Address: 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. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. U-r , t - 0 . 0 5 " 'V Revision Response to Comments © k Permit # IS- 9 7 y 2 Submittal Date Project Address: 1 Contact: Ph: 39'6 o 4 - '39 a S Fax: Email ) ,10A- Locra v l Con^ Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov General description of revision: Roxcl -AwntzgI ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building " 8 o 12 Pt1FUR j • U y y BUILDING DIVISION I.Sr. PLAN REVIEW COMMENTS Application Number: 18-3742 Date: 11/20/18 Project Description: New SFR Contact Name: John Taylor Job Address: 710 Briarcliffe St Contact Email: Taylorhomes(a)cfl.rr.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review 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 in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.eov. Provide two copies of affected plan sheets and/or supplemental information as requested. Permit submittals will not be accepted without two copies. COMMENTS: 1. Please submit two (2) sets of Energy Calculations, Equipment Sizing Calculations and a HVAC Duct Layout FBC 107 2. Please submit two (2) copies of an accurately filled out Sanford Product Approval Specification Sheet including the following products and their complete product approval numbers: exterior door, sliding door, garage door, window. roof underlayment, metal roofing and off -ridge vents. FBC 107 3. Please submit two (2) copies of Florida Product Approval and corresponding installation instructions for the following items that will be installed: sliding door, garage door, roof underlayment, metal roofing and off -ridge vents. FBC 107 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. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Deputy Building Official 1- CITY 4f 1" /1S.KF0RD FLORIDA Name Address City: Phone: City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form John Taylor Frim Taylor Homes P.O. Box 1525 Deleon Springs State FL 386-804-3925 Fax: Zip Code: Email: taylorhomes@cfl.rr.com Property Address: 710 Briarcliff Street Sanford, Florida 32773 Property Owner: JRSK Holdings, LLC Parcel Identification Number: Phone: 718-838-8098 01-20-30-504-1100-0080 Fax: The reason for the flood plain determination is: Email: X 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) OFFICIAL USE ONLY Flood Zone X Base Flood Elevation N/A Datum N/A FIRM Panel Number 120294 0070F Map Date September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The Parcel is in the Floodplain Floodway. A portion of the Parcel is in the Floodplain Floodway X The Parcel is not in the X Floodplain Floodway The Structure is in the Floodplain Floodway The Structure is not in the Floodplain Floodway If the subject property is determined to be flood zone 'A', the best available the base flood elevation is: information used to determine BP# 18-3742 Reviewed by: 1ffa/cae1 Cae4' CFh1- Michael Cash, CFM Date: 10/16/2018 T:\Engr-Files\Elevation Certificate\B\Briarcliffe\710-FZD Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & Landscaping in Right -of -Way Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of adriveway, awalkwayorlandscapeimprovementswithinthecityright-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the bowwhatsbelow. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig. 1. Project Location/Address: 710 27- S;9-F014-0 773 2. Proposed Activity: IN Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: This application is submitted by: Property Owner -- Signature:_ Q M Print Name: _ / lzi Address: -7,4<<f-___vL S 9`9 )* 5kA/1OIZQ /'; 771 Phone: ?/A - ff 39 ^ O 0 M" Fax: Email: Maintenance Responsibilities/Indemnification bate: t9I The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationfrmprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree toitsterms. Signature: / ti` " f<-:' Date: Pre - pour Inspection by: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Date: Official Use Only Fee: Date: Date: Date: Date: to- Date: November2015 ROW Use Ddveway.pdr O vI8777- SUBJECT TO SCHEDULE F, SECTION 3, (C) YOU ARE REQUIRED TO IMPROVE THE SURFACE IF YOU PARK IN THE SIDE OR FRONT YARD. MULCH, GRAVEL, CONCRETE, ASPHALT OR OTHER APPROVED MATERIAL IS REQUIRED. ACCESS TO THE PARKING AREA MUST BE VIA A PAVED APRON IN THE CITY RIGHT-OF-WAY (ROW). PROPERTY LINE YOU MAY PARK BOATS, TRAILERS AND OTHER VEHICLES WITHIN THE REAR YARD WITHOUT AN IMPROVED SURFACE SUCH AS MULCH. YOU HAVE TO ACCESS THE REAR YARD FROM YOUR REQUIRED PAVED DRIVEWAY OR FROM AN ADJACENT ALLEY. YOU MAY NOT ACCESS ACROSS THE CURB OR UNPAVED ROW. HOUSE r ( o NOTE: i ALL VEHICLES MUST BE I Q LEGALLY REGISTERED & J I HAVE A CURRENT TAG. riI STREET ROW /..'i — " e ' .ie ... — .+..^. •.. . NOTE: ANY NEW IMPERVIOUS SURFACE IS SUBJECT TO THE OPEN SPACE REQUIREMENTS FOR EACH ZONING CATEGORY AS DEFINED IN SCHEDULE C. THIS WOULD IMPACT THE AMOUNT OF CONCRETE OR ASPHALT PLACED MULCH: 3" MIN. MULCH ON WEED CONTROL FABRIC CONTAINED WITH LANDSCAPE TIMBERS OR PLASTIC EDGING. GRAVEL 3" MIN. GRAVEL ON WEED CONTROL FABRIC CONTAINED WITH LANDSCAPE TIMBERS OR PLASTIC EDGING. GEO GRID: PRIOR TO CITY APPROVAL PLEASE PROVIDE THE CITY WITH DOCUMENTS SHOWING MATERIAL SPECS AND THE INSTALLATION REQUIREMENTS FROM THE MANUFACTURER FOR REVIEW. PAVER BLOCKS: CAN ONLY BE INSTALLED ON SAND OR OTHER PERVIOUS SURFACE. PRIOR TO CITY APPROVAL PLEASE PROVIDE THE CITY WITH DOCUMENTS SHOWING MATERIAL SPECS AND THE INSTALLATION REQUIREMENTS FROM THE MANUFACTURER FOR REVIEW. 1.0' SETBACK FOR PAVING MATERIALS MINIMUM 8'x2O' THAT MAY BE IMPROVED FOR PARKING SPACE(S) STREET RIGHT-OF-WAY YOU MAY OR MAY NOT HAVE A SIDEWALK NO PARKING IN THE RIGHT-OF-WAY ALL WORK WITHIN THE CITY RIGHT-OF-WAY REQUIRES A PERMIT. PAVING WITHIN THE ROW C=MUST BE 6' THICK, 3000 PSI CONCRETI L L ' SCHEDULE N. FIGURES N-9 AND N-10. NO PARKING IN THE RIGHT-OF-WAY STREET RIGHT-OF-WAY STREET RIGHT-OF-WAY NOTE: IF YOU PAVE YOUR PARKING WITH CONCRETE OR ASPHALT, YOU WILL NEED TO SETBACK A MINIMUM 1 FOOT FROM YOUR SIDE PROPERTY LINE. YOUR CONNECTION WITHIN THE RIGHT-OF-WAY WILL NEED TO BE 6 FEET FROM YOUR SIDE PROPERTY LINE TO GIVE ROOM FOR THE FLARE TO REMAIN IN FRONT OF YOUR PARCEL RESIDENTIAL PARKING GUIDELINES 03Z11110 N339 SVH 1V3S 03SIVH 3H1 SS31N0'S31dO0 0INOH10313 ANV NO 03I3IH3A 30 ism 3H01VN'JIS 3H1 0NV O31V3S ONV 03NOIS 03H301SNOO lON 39V 1N3W0000 SIH130 53Id00 031NIHd BL MUOL NO '3'd'NVINf11rOM'r 13VHOILN A9 (131V3S ONV 03NOIS A11V1ICI0 N339 SVH W31l 3NVS SIH1.- ELLdENtl1d9NI0V80 rm ommne V 3d'NVINWOM13V :)M 133a1S 3iillOtlVltlB OIL -ll3 z ff 0 a,ddn3 3 n ytl 30SN0/SI 3a I'll, ill,, :103rodd . 50H JNILLIMU3d NJISM `JNINNVd DNI»33NIJN3 T-------- ------ t o LL m I o w t a$ g o N N n " o F Nd I Ia = LtSd)---- L -Sh m cm Z 0 Lu Grant Maloyy, Clerk Of The Circuit Court & Comptroller Seminole County, FL Inst#2018142505 Book:9269 Page:485; (1 PAGES) RCD: 12/19/2018 12:39:34 PM REC FEE $10.00 CERTIFIED Copy__ CRAhT IM,4(OyCLEP, ; OF ir3+f1'I L)ITCOURTAN THIS INST ENT PREPA ED BY: n Name: Address: 0 BY Date CLERK NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number: Parcel ID Number:y!'ao -30 -504 " U00 - 0080 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. DESCRIPTION OF PrRx PERTY: (Legal description of the property and street address if available) 210 RY.A nC1`Ue -L C1( - ace - 30 - SoLl - NOD - OOFO GENERAL DESCRIPTION OF IMPROVEMENT: OWNER Address: s;n, 6,ol FL 3 a -7 -f Fee Simple Title Holder i( if other than owner) Name: 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: Address: In addition to himself, Owner Designates To receive a copy of the Lienoes 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. _ 0 efs W nature -Owner's JFrinted Name Florida Statute 713.13(1)(g):' The owner must sign the notice of commencement and no one etse may be permitted to sign In Ws or her stead' state of fit L\ O1 County of M N o The foregoing Instrument was acknowledged before me this f(f day of Q C rRlY1 20 v by % A.A AA G pM P K14Lt Who Is personally known to me Nam4 of person making st tement OR who has produced identification type of identification produced: bs ANNETTE BLAND C. aj, 40e NotaryPublic. Notary signature StateofFloridaor`oPo= Commission # GO 060623 rMyComm. Expires Jan 16, 2018 TOPOGRAPHIC SUR VEY I I LOT 16 i LOT 17 BLOCK 11 I BLOCK 11 I 1 I 1 I k190IzI 15.00'(D I I REMAINDER I I OF LOT BLOCK911 NOT INCLUDED) I 15.0'(0) 74.99'(M) ptiO 75.00'(D) AD 1/2' IRON R,X NO NUMBER ,9 I 199h v- LOT10 .. BLOCK 11 I CL 0 o N M0I O I 6h IX I I I X p I kp. I I I I I 1i5.00'(Dj I I I I LOT 18 I BLOCK 11 I I III I I>< I 0 4'C.LF.xk,ry x x__ Aqp 0p 09 eP' 1is., t'.o X ryJ hI k I I 1 7 1I 30' B.S.L. I I I I I I I I I I jF5' O F I I I W. 30' OF LOT 8 iBLOCK 11 IN I LO 1 es VACANT I V) i I I I 1 I LO i I I I I 25' B.S.L. I I I I I 1 I L------------- G------- i I s aI X raJ' yJ I L SETc548 ROD I 1px 75.00'(D&M) k0 564 O N qt fabLa' z%* ASPHAL BRIARCLIFFE STREET I FND 1/2' IRON ROD j NO NUMBER I 4' C LF CORNER LOT 19 BLOCK 11 6. 8'N.&5.8'E. 6. 3'N.&28.8'W. I x— x—{ 30. 0 3000'D I---------- I kX koa REMAINDER OF LOT 8 1 BLOCK 11 NOT INCLUDED) p` ti0I x• I 1 I 30. 0'(D) — I I kq I x i LOT 7 m i -d BLOCK 11 n0 Ill 1 O I I O t0 10 i I O 0) I p I I n 04 1 M I 1 I 1 I iI10k x' I I I I I 30. 00'( D) I I FND 1' IRON PIPE NO NUMBER 75.00'(D) 75.17'( M) bp p k 60PLATTED RIGHT- OF-WAY -— -`L h` ASPHALT ROADWAY ? 9A h P p? SITE eM ri h°EDGE - OF ASPHALTIE _ P —kp. X - SPOT ELEVATIONS WOOD ASPHALT .. a .. _ BRIC" AVER/ TILE coNCRBre Dow 209. 90'( M) 210.00'(D) Zk` I I °jy0 I FND 1/2' IRON ROD NO NUMBER FND 1/2-IRON ROD NO NUMBER SITE BENCHMARK #1 SET NAIL ELEVATION - 39.34 SITE BENCHMARK #2 SET NAIL ELEVATION - 39.39 SURVEYOR'S NOTE: ELEVATIONS SHOWN HEREON ARE BASED ON THE FLORIDA F.D.O.T. GPS NETWORK WITH A PUBLISHED ELEVATION DATAUM OF THE NORTH AMERICAN VERTICAL DATUM DATED 1988 PR OPER TY ADDRESS. BRIARCLIFFE STREET - SANFORD, FLORIDA 32773 P.O.C. B.SJ.. POINTOFCOMB OVCBMENT LEGEND BUBDINGSHMACKLINE M PLAT AQ ABTASURE RL POINTOFIN7RRSBC77ON j CBNTERLPIE N& D NAILANDDESK R/W RIGBTOF WAY CLF. CRAWLINKFENCE W. F. WOODFENCE PC-P. PERMANENT CONTROL POINT PC POBVTOP CURVATURE P.T. POINTOPTANGENCY D) DESCRHMON R RADIUS L ARCLENOTN a CEN7RALANGLE C CHORD C. B. CEORDBEARBVG D.U.E. DRAINAGEVITLITYEASEAffiNT CONC. CONCRETE PAC. POINT OFREVERSE CUR VATURE ACC POINT OFCOM10UND CUR VATURE WM WATER AIETER PJLM PERAMMUREPERBNCBMONUMENT ONU OVBRFMAD UTffW YLINE CN,C CORNER NOTACCESSIBLE FM BOUND B. SL BUEAINGSBTBACKLINE U.B. U77J7YRAS® LffiVT D.E DRAAUGEBASEWENVP P U-E PUBLIC U7MIYPASBMENT PP POWERPOLE PIE POOL EQUIPMENT FLOOD ZONE FOR INFORMATTONAL PURPOSES ONLY) SUBJECFPROPERTY SAOVIW IIWONAPPF. ARS TO BE LOCAT EO BV ZONEY, AREA OU75RX THE 100 YEAR PLOOD PLAIN PER FJ.RM. MAPNUAMER 12117CWMF, DATED 09282007 THIS SURVEYOR ALUCES NO GUARAMERSAS 77M ACCURACY OF 7 NB ABOVE ROURMA770N. THELOCAL FE.MA. AGENT SHOULD BB CONTACTED FOR VOURCAT70N. C Ilexe, ` V LIST OF ENCROACHMENTS: GRAPHIC SCALE: 1' - 30' 0' 115 310' 60' 7UW SURVEYWASPREPARID WI7HOUr7HEBPNEFITOFACVAOMIINT FOR MLEINSURAAAM LEGAL DESCRTPTIONPROV10EDBYOIAFRS UNLESS SNOWN UNDERGROUND U77LIT IMPRO AEONS ANDAOR SUBSUAFACESTRMNES WERENOTLOCAISDB 77ILSSURVBY. RVER(OR ANGLES SBOWNEFiREONARBBASED ON PLA77TDANOLES 7HEPURPOSEOF77BSSURVEYLSMR USEA'OBTAA' ING777LETNSURANCE AND FINANCING AND SHO UL D NOT BE USED FOR COAMR UCDON PURP O SES. OLANZ SNODWNIDNQRNOTABS7RAC7EOFOR EASFAMAIS ORLRRDEE771'ATMAYBBPOUND IN 777E PUBLICRECORDSOFTHECOUNTY. Legal Description: The East 45 feet of Lot 9 and the West 30 feet of Lot 8, Block 11, DREAMWOLD, according to the map or plat thereof, as Recorded in Plat Book 3, Page(s) 90 through 91, inclusive, of the Public Records of Seminole County, Florida CERTIFIF,DTO. CLIENTNO: N/A JJAV4YRAMPERSAUDJOB NO. 1 FOLD DATE: 030385 /30/18 BROKERS OFCENTRAL APPROVEDBY. AERFLORIDA, LLC CHUCKEDBY. AER COMMONWEALTH LAND TITLE DRAWN BY.- GS INSURANCE COMPANY DRAWNDATE: 03130118 I hereby c&Vfy that the survey of the Iretea7 deAvibed property was prepared under my direct supermw and meets the Standards aPracbw set forth by the Rmtda Board of Professional Surrems and Mappers in Qriapter 5J-1Z050 through 5-1Z053, Rorida AdminLgrdd a Code, Rurwant to GWter 4724027 Ronda Statutes. CR _ 03/302018 CERTfl D BY.• ALANE. ROZON, JR. PSM No. 6513DATED FIRST CHOICE SURVEYING, INC. P.O. BOX 470978, LAKE MONROE, FL 32747 407.951.3425 (Office); 407.520.5453 (Fax); LB #7564 NOTVALIDWITHOUTTHESIGNATUREAND ORIGINAL RAISIDSFALOFAFLORIDA LICF MSURVEYORAND WHIR DATE I REVISION I DATE I REVISION a.ria"MM, c:A fpbo=6 zer r+cx:e ,atR.rr^r ri cxts ti Parcel Information Property Record Card Parcel: 01-20-30-504-1100-0080 Property Address: BRIARCLIFFE ST SANFORD, FL 32773 Parcel 01-20-30-504-1100-0080 Owner(s) PAMPERSAUD, JIMMY Property Address BRIARCLIFFE ST SANFORD, FL 32773 Mailing 24 JADE DR APT 13 KEY WEST, FL 33040-5623 Subdivision Name DREAMWOLD Tax District S1-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions Save Our Homes Adj Amendment 1 Adj 0 i $5,700 0 0 P&G Adj 0 _ 0 Assessed Value 14,300 13,000 Tax Amount without SOH: $189.00 2017 Tax Bill Amount $189.00 Tax Estimator Save Our Homes Savings: $0.00 TRIM Notice Help Does NOT INCLUDE Non Ad Valorem Assessments No Permits Permit data tices not odglnate from the Seminole County Property Appraiser's office. For detalls or questions conceming a permit, please contact the building department of the tax district In which the property Is located. Extra Features Description Year Built Units Value New Cost No Extra Features RECORD COPY BEC o® FORMR405-2017; V_ .--- - FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department ofBusiness andProfessional Regulation -Residential Performance Method Project Name: New Residence- 0702801 Builder Name: Taylor Homes Street: Baircliffe St #01-20-30-504-1100 Permit Office: City of Sanford 2 s City, State,Zip: Sanford , FL , Permit Number: # 8 - 3 7 42 Owner: Rampersaud Jurisdiction: 691500 r\ rD Design Location: FL, Sanford County: Seminole (Florida Climate Zone 2) 1. New constructionor existing New (From Plans) 9. Wall Types(1494.2 sqft.) Insulation Area 2. Single familyor multiple family Single-family a. Concrete Block- Int Insul, Exterior R=5.4 1254.80 ft2 b. Frame- Wood, Adjacent R=13.0 239.41 ft2 3. Numberof units, if multiple family 1 c. N/A R= fg 4. Numberof Bedrooms 3 d. N/A R= ff 10. Ceiling Types(1363.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1363.00 ft2 6. Conditionedfloor area abovegrade(ft2) 1363 b. N/A R= fg Conditioned floor area belowgrade(ft2) 0 c. N/A R= ff 11. Ducts R ff 7. Window072.4 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Garage 6 272.6 a. U-Factor: Dbl, U=0.33 172.42 ft2 SHGC: SHGC=0.22 b. U-Factor: N/A ff 12. Cooling systems k Btu/Ir Efficiency SHGC: a. Central Unit 28.0 SEER:15.00 c. U-Factor: N/A ff SHGC: 13. Heating systems kBtWIT Efficiency d. U-Factor: N/A ff a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.333 ft. Area Weighted Average SHGC: 0.220 14. Hot water systems a• Electric Cap: 40gallons 8. Floor Types (1363.0 sqft.) Insulation Area EF: 0.920 a. Slab -On -Grade Edge Insulation R=0.0 1363.00 ft2 b. Conservation features b. N/A R= ff None c. N/A R= ff 15. Credits CIF Total Proposed Modified Glass/Floor 0.126 Loads: 44.57 P A c cPASSArea: . TotalBaseline Loads: 47.54 I herebycertify that the plans andspecifications covered by Reviewof the plans and fl tKE STA?, this calculation are incompliance with the Florida Energy specifications covered by this Code. J,, ,," " A. (3QWvv Gwv calculation indicates compliance hr max with the Florida Energy Code. iirrr' „ .O PREPAREDBY: Southern Energy Evaluation Services Before construction iscompleted a1` t7 DATE: 09-21-19 this building will be inspected for compliance with Section 553.908 I herebycertify that this building, as designed, is in compliance Florida Statutes. 1,) CpswiththeFloridaEnergyCode. W8 OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE:- Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an AirBarrier andinsulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 5.00 ACH50(R402.4.1.2). 8/21/2018 2:52 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 1 of 5 FORMR405-2017 INPUT SUMMARY CHECKLISTREPORT PROJECT Title: New Residence- 0702801 Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 1363 Lot # Owner Name: Rampersaud Total Stories: 1 Block/Subdivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Homes Rotate Angle: 0 Street: Baircliffe Street Permit Office: City of Sanford Cross Ventilation: County: Seminole Jurisdiction: 691500 Whole House Fan: City, State, Zip: Sanford , Family Type: Single-family FL New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO_SANFOR 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1363 12716.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 BR 2 205 1912.7 Yes 1 1 1 Yes Yes Yes 2 Bath 1 82 765.1 No 0 0 1 Yes Yes Yes 3 BR 3 158 1474.1 No 1 1 1 Yes Yes Yes 4 Kitchen 157 1464.8 Yes 0 0 1 Yes Yes Yes 5 Dining 160 1492.8 No 0 0 1 Yes Yes Yes 6 Liung 266 2481.8 No 4 0 1 Yes Yes Yes 7 MST 216 2015.3 No 2 1 1 Yes Yes Yes 8 M Bath 63 587.8 No 0 0 1 Yes Yes Yes 9 WIC 56 522.5 No 0 0 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio BR 2 28 ft 0 205 ft2 0 0 1 2SIab-On-Grade Edge Insulatio Bath 1 6 ft 0 82 ft2 1 0 0 3SIab-On-Grade Edge Insulatio BR 3 25 ft 0 158 ft2 0 0 1 4SIab-On-Grade Edge Insulatio Kitchen 10 ft 0 157 ft2 1 0 0 5SIab-On-Grade Edge Insulatio Dining 10 ft 0 160 ft2 1 0 0 6Slab-On-Grade Edge Insulatio Liurg 17 ft 0 266 ft2 0 0 1 7SIab-On-Grade Edge Insulatio MST 32 ft 0 216 ft2 0 0 1 8/21/2018 2:52 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 2 of 5 FORMR405-2017 INPUT SUMMARY CHECKLISTREPORT FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 8SIab-On-Grade Edge Insulatio M Bath 6 ft 0 63 ft2 1 0 0 9SIab-On-Grade Edge Insulatio WIC 18 ft 0 56 ft2 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V/ Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or shed Composition shingles 1476 ft2 284 ft2 Dark 0.96 No 0.9 No 0 22.6 ATTIC V Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1363 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) BR 2 30 Blown 205 ft2 0.13 Wood 2 Under Attic (Vented) Bath 1 30 Blown 82 ft2 0.13 Wood 3 Under Attic (Vented) BR 2 30 Blown 158 ft2 0.13 Wood 4 Under Attic (Vented) Kitchen 30 Blown 157 ft2 0.13 Wood 5 Under Attic (Vented) Dining 30 Blown 160 ft2 0.13 Wood 6 Under Attic (Vented) Living 30 Blown 266 ft2 0.13 Wood 7 Under Attic (Vented) MST 30 Blown 216 ft2 0.13 Wood 8 Under Attic (Vented) M Bath 30 Blown 63 ft2 0.13 Wood 9 Under Attic (Vented) WIC 30 Blown 56 ft2 0.13 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below 9 Ornt To Wall TypeSpace n Ft in Area 1 W Exterior Concrete Block- Int Insul BR 2 5.4000 13.67 9.33 127.5 ft2 F-Va 0 0.400000 0 2 N Exterior Concrete Block- Int Insul BR 2 5.4000 15 9.33 139.9 ft2 0 0.400000 0 3 N Exterior Concrete Block- Int Insul Bath 1 5.4000 6 9.33 56.0 ft2 0 0.400000 0 4 E Exterior Concrete Block- Int Insul BR 3 5.4000 11.83 9.33 110.4 ft2 0 0.400000 0 5 N Exterior Concrete Block- Int Insul BR 3 5.4000 11.83 9.33 110.4 ft2 0 0.400000 0 6 E Exterior Concrete Block- Int Insul Kitchen 5.4000 11.83 9.33 110.4 ft2 0 0.400000 0 7 E Exterior Concrete Block- Int Insul Dining 5.4000 10 9.33 93.3 ft2 0 0.400000 0 8 W Exterior Concrete Block- Int Insul Living 5.4000 17 9.33 158.6 ft2 0 0.400000 0 9 E Exterior Concrete Block- Int Insul MST 5.4000 15.33 9.33 143.0 ft2 0 0.400000 0 10 S Exterior Concrete Block- Int Insul MST 5.4000 16 9.33 149.3 ft2 0 0.400000 0 11 S Exterior Concrete Block- Int Insul M Bath 5.4000 6 9.33 56.0 ft2 0 0.400000 0 12 N Garage Frame - Wood M Bath 13 9.33 9.33 87.0 ft2 0.125 0.400000 0 13 N Garage Frame - Wood WIC 13 9.33 9.33 87.0 ft2 0.125 0.400000 0 14 N Garage Frame - Wood Living 13 7 9.33 65.3 ft2 0.125 0.400000 0 8/21/2018 2:52 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 3 of 5 FORMR405-2017 INPUT SUMMARY CHFCKLISTRFPQRT DOORS Omt Door Type Space Storms U-Value Width Ft In Height Ft In Area 1 2 W N Wood Liung Wood Liung None None 46 3 46 2.7 7 21 ft2 7 18.7 ft2 WINDOWS Orientation shownis the entered, Proposed orientation. V # Wall Ornt ID Frame Panes NFRC U-Factor SHGC Imp Overhang Area Depth Separation Int Shade Screening 1 2 3 4 5 6 7 8 9 10 W 1 Vinyl N 2 Vinyl N 3 Vinyl E 4 Vinyl E 4 Vinyl E 7 Vinyl W 8 Vinyl E 9 Vinyl S 10 Vinyl S 11 Vinyl Low-E Double Yes Low-E Double Yes Low-E Double Yes Low-E Double Yes Low-E Double Yes Low-E Double Yes Low-E Double Yes Low-E Double Yes Low-E Double Yes Low-E Double Yes 0.33 0.22 N 0.33 0.22 N 0.33 0.22 N 0.33 0.22 N 0.33 022 N 0.33 0.22 N 0.33 0.22 N 0.33 0.22 N 0.33 0.22 N 0.33 0.22 N 16.2 ft2 1 ft 4 in 1 ft 0 in 16.2 ft2 1 ft 4 in 1 ft 0 in 4.8 ft2 1 ft 4 in 1 ft 0 in 16.2 ft2 1 ft 4 in 1 ft 0 in 16.2 ft2 1 ft 4 in 1 ft 0 in 33.3 ft2 1 ft 4 in 1 ft 0 in 32.4 ft2 1 ft 4 in 1 ft 0 in 16.2 ft2 1 ft 4 in 1 ft 0 in 16.2 ft2 1 ft 4 in 1 ft 0 in 4.8 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds None None None None None None None None None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 464 ft2 464 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed CFM(50) .000296 1060 58.19 109.44 .225 5.0013 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ None HSPF:8.2 30 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ None SEER: 15 28 kBtu/hr 840 cfm 0.75 1 sys#1 HOT WATERSYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.92 40 gal 60 gal 120 deg None 8/21/2018 2:52 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-201 7 INPl1T SIIMMARY (_HF(_vi ISTRFPf1RT SOLAR HOT WATERSYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model Area Volume FEF None None f}2 DUCTS Supply--- Return-- Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 272.6 ft Attic 188 ft2 Default Leakage Garage Default) (Default) 1 1 TEMPERATURES Programable Thermostat:None Ceiling Fans: Coolin anEX f Feb [ Mar f A r Ma X Jun X Julf X A4 Se Oct [ Nov DecHeatingJanXFeb [X Mar Apr i May Jun Jl Aug Sep Oct [X Nov XDec Ventin [[ Jan [ Feb X Mar X A r May Jun [ Jul Augu Se Oct [X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating ( WEH) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 MASS Mass Type Area Thickness Furniture Fraction Space Default( 8 Ibs/sq.ft. 0 ft2 0 ft 0.3 BR 2 Default( 8 Ibs/sq.ft. 0 ft2 0 ft 0.3 Bath 1 Default( 8 Ibs/sq.ft. 0 ft2 0 ft 0.3 BR 3 Default( 8 Ibs/sq.ft. 0 ft2 0 ft 0.3 Kitchen Default( 8 Ibs/sq.ft. 0 ft2 0 ft 0.3 Dining Default( 8 Ibs/sq.ft. 0 ft2 0 ft 0.3 Liu ng Default( 8 Ibs/sq.ft. 0 ft2 0 ft 0.3 MST Default( 8 Ibs/sq.ft. 0 ft2 0 ft 0.3 M Bath Default( 8 Ibs/s .ft. 0 ft2 0 ft 0.3 WIC Name: J.A. Bowman Rating Compant: J.A. Bowman Signature: Date: 8/ 21/2018 2:52 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 5 of 5 FORMR405-2017 Alt ESTIMATED ENERGY PERFORMANCE INDEX*= 94 The lower theEnergyPerformance Index, the moreefficient the home. Baircliffe St, #01-20-504-1100 , Sanford, FL, 1. New constructionor existing New (From Plans) 9. Wall Types Insulation Area 2. Single familyor multiple family Single-family a• Concrete Block- Int Insul, Exterior R=5.4 1254.80 ft2 b. Frame- Wood, Adjacent R=13.0 239.41 ft2 3. Numberof units, if multiple family 1 c. N/A R= ff 4. Numberof Bedrooms 3 d. N/A R= ff 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1363.00 ft2 6. Conditionedfloor area (ft2) 1363 b. N/A R= ff, 7. Windows- Description Area c. N/A R= ff a. U-Factor: Dbl, U=0.33 172.42 ftZ 11. Ducts a. Sup: Attic, Ret: Attic, AH: Garage R ff 6 272.6 SHGC: SHGC=0.22 b. U-Factor: N/A IF SHGC: 12. Cooling systems kBtu/Fr Efficiency c. U-Factor: N/A ff a. Central Unit 28.0 SEER:15.00 SHGC: d. U-Factor: N/A ff 13. Heating systems k Btu/IT EfficiencySHGC: a. Electric Heat Pump 30.0 HSPF:8.20 Area Weighted Average Overhang Depth: 1.333 ft. Area Weighted Average SHGC: 0.220 8. Floor Types Insulation Area 14• Hot water systems Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 1363.00 ft2EF: a. Electric 0.92 b. N/A R= IF c. N/A R= ff b. Conservation features None 15. Credits CF I certify that this home hascomplied with the Florida Energy Efficiency Code forBuilding Construction through the above energy saving features which will beinstalled (orexceeded) in this home before final inspection. Otherwise, a new EPL Display Cardwill becompleted based oninstalled Codecompliant features. BuilderSignature: Date: Address of NewHome: Baircliffe St, #01-20-504-1100 City/FLZip: Sanford, FL, Note: This is not aBuilding Energy Rating. If your Index isbelow 70, your home mayqualify for energyefficient mortgage (EEM)incentives if youobtain aFlorida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see theEnergyGauge web site abnergygauge.com fodnformation and a list of certified Raters. Forinformation about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Labelrequired bySectionR303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 8/21/2018 3:00 PM EnergyGauge® USA 6.0.02- FlaRes2017FBC 6th Edition(2017) Compliant Software Page 1 of 1 FORMR405-2017 Alt ENERGY PERFORMANCE LEVEL (EPL) ALTERNATIVE DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX*= 94 The lower theEnergyPerformance Index, the moreefficient the home. Baircliffe St, 01-20-504-1100 , Sanford, FL, 1. New constructionor existing New (From Plans) 9. Wall Types Insulation Area 2. Single familyor multiple family Single-family a. Concrete Block- Int Insul, Exterior R=5.4 1254.80 ft2 b. Frame- Wood, Adjacent R=13.0 239.41 ft2 3. Numberof units, if multiple family 1 c. N/A R= ff 4. Numberof Bedrooms 3 d. N/A R= ff2 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1363.00 ft2 6. Conditionedfloor area (ft2) 1363 b. N/A R= fF 7. Windows" Description Area c. N/A R= fF a. U-Factor: Dbl, U=0.33 172.42 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: Garage R fffF 6 272.6 SHGC: SHGC=0.22 b. U-Factor: N/A fF SHGC: 12. Cooling systems kBtu/Ir Efficiency c. U-Factor: N/A ff? a. Central Unit 28.0 SEER:15.00 SHGC: d. U-Factor: N/A fF 13. Heating systems k Btu/tr EfficiencySHGC: a. Electric Heat Pump 30.0 HSPF:8.20 Area Weighted Average Overhang Depth: 1.333 ft. Area Weighted Average SHGC: 0.220 8. Floor Types Insulation Area 14. Hot water systems Cap: 40gallons a. Slab -On -Grade Edge Insulation R=0.0 1363.00 ft2 a. Electric EF: 0.92 b. N/A R= fF c. N/A R= fF b. Conservation features None 15. Credits CIF I certify that this home hasromplied with the Florida Energy Efficiency Code forBuilding Construction through the above energy saving features which will beinstalled (orexceeded) in this home before final inspection. Otherwise, a new EPL Display Cardwill becompleted based oninstalled Codecompliant features. BuilderSignature: Date: Address of NewHome: Baircliffe St, #01-20-504-1100 City/FLZip: Sanford, FL, Note: This is not aBuilding Energy Rating. If your Index is below 70, your home mayqualify for energyefficient mortgage (EEM)incentives if youobtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see theEnergyGauge web site abnergygauge.com foinformation and a list of certified Raters. Forinformation about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Labelrequired bySection R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 8/21/2018 3:00 PM EnergyGauge® USA 6.0.02- FlaRes2017FBC 6th Edition(2017) Compliant Software Page 1 of 1 briarcnrte street LJ 1 1 Residential System Sizing Calculation Summary Rampersaud Project Title: Baircliffe Street New Residence - 0702801 Sanford, FL 8/21 /2018 Location for weather data: Sanford, FL - Defaults: Latitude(28.78) Altitude(89 ft.) Temp Range(M) Humidity data: Interior RH 50% Outdoor wet bulb 76F Humidity difference 44 r. Winter design temperature(TMY3 99%) 36 F Summer design temperature(TMY3 99%) 95 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 34 F Summer temperature difference 20 F Total heating load calculation 21849 Btuh Total cooling load calculation 24581 Btuh Submitted heating capacity of calc Btuh Submitted cooling capacity % of calc Btuh Total (Electric Heat Pump) 137.3 30000 Sensible (SHR = 0.75) 105.4 21000 Heat Pump + Auxiliary(0.0kW) 137.3 30000 Latent 150.4 7000 Total Electric Heat Pump) 113.9 28000 WINTER CALCULATIONS Winf-r Haafinn I nnri /fnr 13R3 cnftl Load component Load Window total 172 sqft 1935 Btuh Wall total 1282 sqft 5176 Btuh Door total 40 sqft 621 Btuh Ceiling total 1363 sqft 1476 Btuh Floor total See detail report 6098 Btuh Infiltration 76 cfm 2845 Btuh Duct loss 3698 Btuh Subtotal 21849 Btuh Ventilation 0 cfm 0 Btuh TOTAL HEAT LOSS 21849 Btuh SUMMER CALCULATIO iimmar r.nnlinn I nnrl (fnr 13R3 znft) Load component Load Window total 172 sqft 3184 Btuh Wall total 1282 sqft 2514 Btuh Door total 40 sqft 566 Btuh Ceiling total 1363 sqft 2387 Btuh Floor total 0 Btuh Infiltration 57 cfm 1255 Btuh Internal gain 4065 Btuh Duct gain 5953 Btuh Sens. Ventilation 0 cfm 0 Btuh Blower Load 0 Btuh Total sensible gain 19925 Btuh Latent gain(ducts) 1349 Btuh Latent gain(infiltration) 1707 Btuh Latent gain(ventilation) 0 Btuh Latent gain(internal/occupants/other) 1600 Btuh Total latent gain 4656 Btuh TOTAL HEAT GAIN 24581 Btuh tflNtiRt .:' Halls{23 7%} Inril (13.0%} Cxilings{6.8%} . A'indows(8.94ij oi3 rs:s y Walls(10.2°{) Ceilings(9.7%j Windo%vs(13.0%) Int.Gaint 16:5% EnergyGauge® System SizingJO75.eplti A. f30,nrvA.a0_ PREPARED BY: Southern Energy Evaluation Services DATE:08-21-18 EnergyGauge® / USRCZB v6.0 System Sizing Calculations- Winter Residential Load - Room by Room Component Details Rampersaud Project Title: Baircliffe Street New Residence - 0702801 Sanford, FL Building Type: User 8/21 /2018 Reference City: Sanford, FL (Defaults) Winter Temperature Difference: 34.0 F (TMY3 99%) Window Panes/Type Frame U Orientation Area s ft X HTM= Load 1 2, NFRC 0.22 Vinyl 0.33 W 16.2 11.2 182 Btuh 2 2, NFRC 0.22 Vinyl 0.33 N 16.2 11.2 182 Btuh Window Total 32.4 s ft 363 Btuh Walls Type Ornt. Ueff. R-Value Area X HTM= Load Cav/Sh) 1 Conc Blk,Hollow -Ext (0.125) 5.4/0.0 111 4.25 473 Btuh 2 Conc Blk,Hollow - Ext (0.125) 5.4/0.0 124 4.25 526 Btuh Wall Total 235 s ft 999 Btuh Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= Load 1 Vented Attic/D/Shing (0.032) 30.0/0.0 205 1.1 222 Btuh 3 Vented Attic/D/Shing (0.032) 30.0/0.0 158 1.1 171 Btuh Ceiling Total 363 s ft 3936tuh Floors Type Ueff. R-Value Size X HTM= Load 1 Slab On Grade (1.180) 0.0 28.0 ft(perim.) 40.1 1123 Btuh Floor Total 205 s ft 1123 Btuh Room Envelope Subtotal: 2879 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.36 1913 0.18 14.0 522 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) DLM of 0.204) 693 Btuh Room #1 Sensible Room Subtotal 4093 Btuh Window Panes/Type Frame U Orientation Area s ft X HTM= Load 3 2, NFRC 0.22 Vinyl 0.33 N 4.8 11.2 54 Btuh Window Total 4.8 s ft 54 Btuh Walls Type Ornt. Ueff. R-Value Area X HTM= Load Cav/Sh) 3 Conc Blk,Hollow - Ext (0.125) 5.4/0.0 51 4.25 218 Btuh Wall Total 51 s ft 218 Btuh Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= Load 2 Vented Attic/D/Shing (0.032) 30.0/0.0 82 1.1 89 Btuh Ceiling Total 82 s ft 8913tuh Floors Type Ueff. R-Value Size X HTM= Load 2 Slab On Grade (1.180) 0.0 6.0 ft(perim.) 40.1 241 Btuh Floor Total s ft 241 Btuh Page 1 Manual J Winter Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Baircliffe Street New Residence - 0702801 Sanford, FL Building Type: User 8/21 /2018 Room Envelope Subtotal: 601 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.36 765 0.04 3.0 114 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DLM of 0.204) 146 Btuh Room #2 Sensible Room Subtotal 860 Btuh em.. d s s °'+ "° } ComponentL ads for Room#3 BR 3 _ Window Panes/Type Frame U Orientation Area s ft X HTM= Load 4 2, NFRC 0.22 Vinyl 0.33 E 16.2 11.2 182 Btuh 5 2, NFRC 0.22 Vinyl 0.33 E 16.2 11.2 182 Btuh Window Total 32.4 s ft 363 Btuh Walls Type Ornt. Ueff. R-Value Area X HTM= Load Cav/Sh) 4 Conc Blk,Hollow Ext (0.125) 5.4/0.0 78 4.25 331 Btuh 5 Conc Blk,Hollow Ext (0.125) 5.4/0.0 110 4.25 469 Btuh Wall Total 188 s ft 800 Btuh Floors Type Ueff. R-Value Size X HTM= Load 3 Slab On Grade 1.180) 0.0 25.0 ft(perim.) 40.1 1003 Btuh Floor Total 158 s ft 1003 Btuh Room Envelope Subtotal: 2167 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.36 1474 0.15 11.2 418 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) DLM of 0.204) 527 Btuh Room #3 Sensible Room Subtotal 3111 Btuh EnergyGauge® / USRCZB v6.0 Page 2 Manual J Winter Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Baircliffe Street New Residence - 0702801 Sanford, FL Building Type: User 8/21 /2018 Walls Type Ornt. Ueff. R-Value Area X HTM= Load Cav/Sh) 6 Conc Blk,Hollow - Ext 0.125) 5.4/0.0 110 4.25 469 Btuh Wall Total 110 s ft 469 Btuh Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= Load 4 Vented Attic/D/Shing 0.032) 30.0/0.0 157 1.1 170 Btuh Ceiling Total 157 s ft 170Btuh Floors Type Ueff. R-Value Size X HTM= Load 4 Slab On Grade 1.180) 0.0 10.0 ft(perim.) 40.1 401 Btuh Floor Total 157 s ft 401 Btuh Room Envelope Subtotal: 1040 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.36 1465 0.09 6.6 245 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) DLM of 0.204) 262 Btuh Room #4 Sensible Room Subtotal 1547 Btuh Window Panes/Type Frame U Orientation Area s ft X HTM= Load 6 2, NFRC 0.22 Vinyl 0.33 E 33.3 11.2 374 Btuh Window Total 33.3 s ft 374 Btuh Walls Type Ornt. Ueff. R-Value Area X HTM= Load Cav/Sh) 7 Conc Blk,Hollow Ext (0.125) 5.4/0.0 60 4.25 255 Btuh Wall Total 60 s ft 255 Btuh Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= Load 5 Vented Attic/D/Shing (0.032) 30.0/0.0 160 1.1 173 Btuh Ceiling Total 160 s ft 173Btuh Floors Type Ueff. R-Value Size X HTM= Load 5 Slab On Grade 1.180) 0.0 10.0 ft(perim.) 40.1 401 Btuh Floor Total 160 s ft 401 Btuh Room Envelope Subtotal: 1203 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.36 1493 0.05 3.6 133 Btuh EnergyGauge® / USRCZB v6.0 Page 3 Manual J Winter Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Baircliffe Street New Residence - 0702801 Sanford, FL Building Type: User 8/21 /2018 Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DLM of 0.204) 272 Btuh Room #5 Sensible Room Subtotal 1609 Btuh Window Panes/Type Frame U Orientation Area s ft X HTM= Load 7 2, NFRC 0.22 Vinyl 0.33 W 32.4 11.2 363 Btuh Window Total 32.4 s ft 363 Btuh Walls Type Ornt. Ueff. R-Value Area X HTM= Load Cav/Sh) 8 Conc Blk,Hollow Ext (0.125) 5.4/0.0 105 4.25 447 Btuh 14 Frame - Wood Adj (0.089) 13.0/0.0 47 3.02 141 Btuh Wall Total 152 s ft 588 Btuh Doors Type Storm Ueff. Area X HTM= Load 1 Wood - Exterior, n (0.460) 21 15.6 328 Btuh 2 Wood - Garage, n (0.460) 19 15.6 292 Btuh Door Total 40 s ft 621 Btuh Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= Load 6 Vented Attic/D/Shing (0.032) 30.0/0.0 266 1.1 288 Btuh Ceiling Total 266 s ft 288Btuh Floors Type Ueff. R-Value Size X HTM= Load 6 Slab On Grade 1.180) 0.0 17.0 ft(perim.) 40.1 682 Btuh Floor Total 266 s ft 682 Btuh Room Envelope Subtotal: 2542 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.36 2482 0.12 9.0 337 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) DLM of 0.204) 586 Btuh Room #6 Sensible Room Subtotal 3465 Btuh EnergyGauge® / USRCZB v6.0 Page 4 Manual J Winter Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Baircliffe Street New Residence - 0702801 Sanford, FL Building Type: User 8/21 /2018 Window Panes/Type Frame U Orientation Area s ft X HTM= Load 8 2, NFRC 0.22 Vinyl 0.33 E 16.2 - 11.2 182 Btuh 9 2, NFRC 0.22 Vinyl 0.33 S 16.2 11.2 182 Btuh Window Total 32.4 s ft 363 Btuh Walls Type Ornt. Ueff. R-Value Area X HTM= Load Cav/Sh) 9 Conc Blk,Hollow - Ext (0.125) 5.4/0.0 127 4.25 539 Btuh 10 Conc Blk,Hollow - Ext (0.125) 5.4/0.0 133 4.25 566 Btuh Wall Total 260 s ft 1105 Btuh Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= Load 7 Vented Attic/D/Shing (0.032) 30.0/0.0 216 1.1 234 Btuh Ceiling Total 216 s ft 234Btuh Floors Type Ueff. R-Value Size X HTM= Load 7 Slab On Grade (1.180) 0.0 32.0 ft(perim.) 40.1 1284 Btuh Floor Total 216 s ft 1284 Btuh Room Envelope Subtotal: 2986 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.36 2015 0.20 15.5 577 Btuh Duct load Average sealed, Supply(R6.0-Attic), Retum(R6.0-Attic) DLM of 0.204) 726 Btuh Room #7 Sensible Room Subtotal 4288 Btuh Window Panes/Type Frame U Orientation Area s ft X HTM= Load 10 2, NFRC 0.22 Vinyl 0.33 S 4.8 11.2 54 Btuh Window Total 4.8 s ft 54 Btuh Walls Type Ornt. Ueff. R-Value Area X HTM= Load Cav/Sh) 11 Conc Blk,Hollow - Ext (0.125) 5.410.0 51 4.25 218 Btuh 12 Frame - Wood - Adj (0.089) 13.0/0.0 87 3.02 263 Btuh Wall Total 138 s ft 480 Btuh Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= Load 8 Vented Attic/D/Shing (0.032) 30.0/0.0 63 1.1 68 Btuh Ceilin Total 63 s ft 68Btuh Floors Type Ueff. R-Value Size X HTM= Load 8 Slab On Grade (1.180) 0.0 6.0 ft(perim.) 40.1 241 Btuh Floor Total 63 s ft 241 Btuh EnergyGauge® / USRCZB v6.0 Page 5 Manual J Winter Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Baircliffe Street New Residence - 0702801 Sanford, FL Building Type: User 8/21 /2018 Room Envelope Subtotal: 843 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.36 588 0.11 8.2 307 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DLM of 0.204) 234 Btuh Room #8 Sensible Room Subtotal 1384 Btuh Walls Type Ornt. Ueff. R-Value Area X HTM= Load Cav/Sh) 13 Frame - Wood - Adj 0.089) 13.0/0.0 87 3.02 263 Btuh Wall Total 87 s ft 263 Btuh Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= Load 9 Vented Attic/D/Shing 0.032) 30.0/0.0 56 1.1 61 Btuh Ceiling Total 56 s ft 61 Btuh Floors Type Ueff. R-Value Size X HTM= Load 9 Slab On Grade 1.180) 0.0 18.0 ft(perim.) 40.1 722 Btuh Floor Total 56 s ft 722 Btuh Room Envelope Subtotal: 1045 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.36 522 0.07 5.2 193 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) DLM of 0.204) 252 Btuh Room #9 Sensible Room Subtotal 1491 Btuh EnergyGauge® / USRCZB v6.0 Page 6 Manual J Winter Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Baircliffe Street New Residence - 0702801 Sanford, FL Building Type: User 8/21 /2018 Subtotal Sensible Heat Loss 21849 Btuh Totals for Heating Ventilation Sensible Heat Loss 0 Btuh Total Heat Loss 21849 Btuh 1. Electric Heat Pump # 30000 Btuh Key: Window types - NFRC (Requires U-Factor and Shading coefficient(SHGC) of glass as numerical values) or - Glass as 'Clear' or 'Tint' (Uses U-Factor and SHGC defaults) U - (Window U-Factor) HTM - (ManualJ Heat Transfer Multiplier) t"tflttll t,r' EnergyGauge®/ USRCZB v6.0 Page 7 Rampersaud Baircliffe Street Sanford, FL Reference City: Sanford, FL Sizing3ing Calculationsa1atio t•i ResidenceLoad - Room by Room Component Details Project Title: New 0702801 8/21 /2018 Temperature Difference: 20.OF(TMY3 99%) Humidity difference: 44gr. Type" Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Omt Len H t Gross ShadedUnshaded Shaded Unshaded 1 2 NFRC 0.22, 0.33 B-L No W 1.3ft 1.0ft 16.2 0.3 55.9 9 20 328 Btuh 2 2 NFRC 0.22, 0.33 B-L No N 1.3ft 1.0ft 16.2 0.0 16.2 9 9 142 Btuh Window Total 32 (sgft) 470 Btuh Walls Type U-Value R-Value Area(sqft) HTM Load Cav/ Sheath 1 Concrete Blk,Hollow - Ext 0.12 5.4/0.0 111.4 2.0 223 Btuh 2 Concrete Blk,Hollow - Ext 0.12 5.4/0.0 123.8 2.0 247 Btuh Wall Total 235 (sgft) 470 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sqft) HTM Load 1 Vented Attic/ DarkShingle 0.032 30.00.0 205.0 1.75 359 Btuh 3 Vented Attic/DarkShingle 0.032 3040.0 158.0 1.75 277 Btuh Ceiling Total 363 (sgft) 636 Btuh Floors Type R-Value Size HTM Load 1 Slab On Grade 0.0 205 (ft-perimeter) 0.0 0 Btuh Floor Total 205.0 (sgft) 0 Btuh Zone Envelope Subtotal: 1576 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Load Natural 0.27 1913 0.18 10.5 230 Btuh Internal Occupants Btuh/occupant Appliance Load gain 1 X 230 + 375 605 Btuh Sensible Envelope Load: 2411 Btuh Duct load Average sealed, Supply(R6.0-Attic), Retum(R6.0-Attic) (DGM of 0.426 1027 Btuh Sensible Zone Load 3439 Btuh Type* Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Omt Len H t Gross Shaded Unshaded Shaded Unshaded 3 2 NFRC 0.22, 0.33 B-L No N 1.3ft 1.0ft 4.8 0.0 4.8 9 9 42 Btuh Window Total 5 (sgft) 42 Btuh Walls Type U-Value R-Value Area(sqft) HTM Load Cav/ Sheath 3 Concrete Blk,Hollow - Ext 0.12 5.4/0.0 51.2 2.0 102 Btuh Wall Total 51 (sgft) 102 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sqft) HTM Load 2 Vented Attic/DarkShingle 0.032 30.60.0 82.0 1.75 144 Btuh Ceiling Total 82 (sgft) 144 Btuh EnergyGauge® / USRCZB v6.0 Page 1 Manual J Summer Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Climate: FL_ORLANDO_SANFORD_AIRPOR Baircliffe Street New Residence - 0702801 Sanford, FL 8/21 /2018 Floors Type R-Value Size HTM Load 2 Slab On Grade 0.0 82 (ft-perimeter) 0.0 0 Btuh Floor Total 82.0 (sgft) 0 Btuh Zone Envelope Subtotal: 1 288 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Natural 0.27 765 0.04 2.3 Load 50 Btuh Internal gain Occupants Btuh/occupant Appliance 0 X 230 + 0 Load 0 Btuh Sensible Envelope Load: 338 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DGM of 0.426) 144 Btuh Sensible Zone Load 482 Btuh Type' Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Ornt Len H t Gross Shaded Unshaded Shaded Unshaded 4 2 NFRC 0.22, 0.33 B-L No E 1.3ft 1.0ft 16.2 0.3 15.9 9 20 328 Btuh 5 2 NFRC 0.22, 0.33 B-L No E 1.3ft 1.0ft 16.2 0.3 15.9 9 20 328 Btuh Window Total 32 (sgft) 656 Btuh Walls Type U-Value R-Value Area(sqft) HTM Load Cav/Sheath 4 Concrete Blk,Hollow - Ext 0.12 5.4/0.0 78.0 2.0 156 Btuh 5 Concrete Blk,Hollow - Ext 0.12 5.4/0.0 110.4 2.0 221 Btuh Wall Total 188 (sgft) 377 Btuh Floors Type R-Value Size HTM Load 3 Slab On Grade 0.0 158 (ft-peri meter) 0.0 0 Btuh Floor Total 158.0 (sqft) 0 Btuh Zone Envelope Subtotal: 1032 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Load Natural 0.27 1474 0.15 8.4 184 Btuh Internal Occupants Btuh/occupant Appliance Load gain 1 X 230 + 375 605 Btuh Sensible Envelope Load: 1822 Btuh Duct load Average sealed, Supply(R6.0-Attic), Retum(R6.0-Attic) (DGM of 0.426) 776 Btuh Sensible Zone Load 2598 Btuh EnergyGauge® / USRCZB v6.0 Page 2 Manual J Summer Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Climate: FL_ORLANDO_SANFORD_AIRPOR Baircliffe Street New Residence - 0702801 Sanford, FL 8/21 /2018 Walls Type U-Value R-Value Area(sqft) HTM Load Cav/Sheath 6 Concrete Blk,Hollow - Ext 0.12 5.4/0.0 110.4 2.0 221 Btuh Wall Total 110 (sqft) 221 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sqft) HTM Load 4 Vented Attic/ DarkShingle 0.032 30.00.0 157.0 1.75 275 Btuh Ceiling Total 157 (sqft) 275 Btuh Floors Type R-Value Size HTM Load 4 Slab On Grade 0.0 157(ft-perimeter) 0.0 0 Btuh Floor Total 157.0 (sqft) 0 Btuh Zone Envelope Subtotal: 496 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Load Natural 0.27 1465 0.09 4.9 108 Btuh Internal Occupants Btuh/occupant Appliance Load gain 0 X 230 + 0 0 Btuh Sensible Envelope Load: 604 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DGM of 0.426 257 Btuh Sensible Zone Load 861 Btuh Type" Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Ornt Len H t Gross Shaded Unshaded Shaded Unshaded 6 2 NFRC 0.22, 0.33 B-L No E 1.3ft 1.0ft 33.3 0.5 32.8 9 20 677 Btuh Window Total 33 (sqft) 677 Btuh Walls Type U-Value R-Value Area(sqft) HTM Load Cav/Sheath 7 Concrete Blk,Hollow - Ext 0.12 5.4/0.0 60.0 2.0 120 Btuh Wall Total 60 (sqft) 120 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sqft) HTM Load 5 Vented Attic/ DarkShingle 0.032 30.00.0 160.0 1.75 280 Btuh Ceiling Total 160 (sqft) 280 Btuh Floors Type R-Value Size HTM Load 5 Slab On Grade 0.0 160 (ft-perimeter) 0.0 0 Btuh Floor Total 160.0 (sqft) 0 Btuh Zone Envelope Subtotal: 1077 Btuh EnergyGauge® / USRCZB v6.0 Page 3 Manual J Summer Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Climate: FL_ORLANDO_SANFORD—Al RPOR Baircliffe Street New Residence - 0702801 Sanford, FL 8/ 21 /2018 Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Natural 0.27 1493 0.05 2.7 Load 59 Btuh Internal gain Occupants Btuh/occupant Appliance 0 X 230 + 0 Load 0 Btuh Sensible Envelope Load: 1136 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DGM of 0.426 484 Btuh Sensible Zone Load 1620 Btuh Type* Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Ornt Len Hgt Gross Shaded Unshaded Shaded Unshaded 7 2 NFRC 0.22, 0.33 B-L No W 1.3ft 1.0ft 32.4 0.7 31.7 9 20 656 Btuh Window Total 32 (sqft) 656 Btuh Walls Type U-Value R-Value Area(sqft) HTM Load Cav/ Sheath 8 Concrete Blk,Hollow - Ext 0.12 5.4/0.0 105.2 2.0 210 Btuh 14 Frame - Wood - Adj 0.09 13.0/0.0 46.6 1.8 83 Btuh Wall Total 152 (sqft) 293 Btuh Doors Type Area (sqft) HTM Load 1 Wood - Exterior 21.0 14.3 299 Btuh 2 Wood - Garage 18.7 14.3 267 Btuh Door Total 40 (sqft) 566 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sqft) HTM Load 6 Vented Attic/DarkShingle 0.032 30.00.0 266.0 1.75 466 Btuh Ceiling Total 266 (sqft) 466 Btuh Floors Type R-Value Size HTM Load 6 Slab On Grade 0.0 266 (ft-peri meter) 0.0 0 Btuh Floor Total 266.0 (sqft) 0 Btuh Zone Envelope Subtotal: 1981 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Load Natural 0.27 2482 0.12 6.8 149 Btuh Internal Occupants Btuh/occupant Appliance Load gain 4 X 230 + 900 1820 Btuh Sensible Envelope Load: 3949 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DGM of 0.426 1683 Btuh Sensible Zone Load 5632 Btuh EnergyGauge® / USRCZB v6.0 Page 4 Manual J Summer Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Climate: FL_ORLANDO_SANFORD_AIRPOR Baircliffe Street New Residence - 0702801 Sanford, FL 8/21 /2018 Type" Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Ornt Len H t Gross Shaded Unshaded Shaded Unshaded 8 2 NFRC 0.22, 0.33 B-L No E 1.3ft 1.0ft 16.2 0.3 15.9 9 20 328 Btuh 9 2 NFRC 0.22, 0.33 B-L No S 1.3ft 1.0ft 16.2 16.2 0.0 9 10 142 Btuh Window Total 32 (sgft) 470 Btuh Walls Type U-Value R-Value Area(sqft) HTM Load Cav/Sheath 9 Concrete Blk,Hollow - Ext 0.12 5.4/0.0 126.8 2.0 254 Btuh 10 Concrete Blk,Hollow - Ext 0.12 5.4/0.0 133.1 2.0 266 Btuh Wall Total 260 (sgft) 520 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sqft) HTM Load 7 Vented Attic/DarkShingle 0.032 30.00.0 216.0 1.75 378 Btuh Ceiling Total 216 (sgft) 378 Btuh Floors Type R-Value Size HTM Load 7 Slab On Grade 0.0 216 (ft-perimeter) 0.0 0 Btuh Floor Total 216.0 (sqft) 0 Btuh Zone Envelope Subtotal: 1368 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Natural 0.27 2015 0.20 11.6 Load 254 Btuh Internal gain Occupants Btuh/occupant Appliance 2 X 230 + 575 Load 1035 Btuh Sensible Envelope Load: 2658 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DGM of 0.426 1132 Btuh Sensible Zone Load 3790 Btuh Type* Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Omt Len Hgt Gross Shaded Unshaded Shaded Unshaded 10 2 NFRC 0.22, 0.33 B-L No S 1.3ft 1.0ft 4.8 4.8 0.0 9 10 42 Btuh Window Total 5 (sgft) 42 Btuh Walls Type U-Value R-Value Area(sqft) HTM Load Cav/Sheath 11 Concrete Blk,Hollow - Ext 0.12 5.4/0.0 51.2 2.0 102 Btuh 12 Frame - Wood - Adj 0.09 13.0/0.0 87.0 1.8 155 Btuh Wall Total 138 (sgft) 257 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sqft) HTM Load 8 Vented Attic/DarkShingle 0.032 30.00.0 63.0 1.75 110 Btuh Ceiling Total 63 (sgft) 110 Btuh Floors Type R-Value Size HTM Load 8 Slab On Grade 0.0 63 (ft-perimeter) 0.0 0 Btuh Floor Total 3. sgft) 0 Btuh P. age 5 Manual J Summer Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Climate: FL_ORLANDO_SANFORD_AIRPOR Baircliffe Street New Residence - 0702801 Sanford, FL 8/21 /2018 Zone Envelope Subtotal: 1 409 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Natural 0.27 588 0.11 6.2 Load 135 -Btuh Internal gain Occupants Btuh/occupant Appliance 0 X 230 + 0 Load 0 Btuh Sensible Envelope Load: 545 Btuh Duct load Average sealed, Supply(R6.0-Attic), Retum(R6.0-Attic) (DGM of 0.426 232 Btuh Sensible Zone Load 777 Btuh Walls Type U-Value R-Value Area(sqft) HTM Load Cav/Sheath 13 Frame - Wood - Adj 0.09 13.0/0.0 87.0 1.8 155 Btuh Wall Total 87 (sgft) 155 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sgft) HTM Load 9 Vented Attic/DarkShingle 0.032 30.00.0 56.0 1.75 98 Btuh Ceiling Total 56 (sgft) 98 Btuh Floors Type R-Value Size HTM Load 9 Slab On Grade 0.0 56 (ft-perimeter) 0.0 0 Btuh Floor Total 56.0 (sgft) 0 Btuh Zone Envelope Subtotal: 253 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Natural 0.27 522 0.07 3.9 Load 85 Btuh Internal gain Occupants Btuh/occupant Appliance 0 X 230 + 0 Load 0 Btuh Sensible Envelope Load: 338 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DGM of 0.426 144 Btuh Sensible Zone Load 482 Btuh EnergyGauge® / USRCZB v6.0 Page 6 Manual J Summer Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Climate: FL_ORLANDO_SANFORD_AIRPOR Baircliffe Street New Residence - 0702801 Sanford, FL 8/21 /2018 Windows July excursion for System 1 172 Btuh Excursion Subtotal: 172 Btuh Duct load 73 Btuh Sensible Excursion Load 245 Btuh EnergyGauge@ / USRCZB v6.0 Page 7 Manual J Summer Calculations Residential Load - Component Details (continued) Rampersaud Project Title: Climate: FL_ORLANDO_SANFORD_AIRPOR Baircliffe Street New Residence - 0702801 Sanford, FL 8/21 /2018 Sensible Envelope Load All Zones 13972 Btuh Sensible Duct Load 5953 Btuh Total Sensible Zone Loads 19925 Btuh Sensible ventilation 0 Btuh Blower 0 Btuh Whole House Total sensible gain 19925 Btuh Totals for Cooling Latent infiltration gain (for 44 gr. humidity difference) 1707 Btuh Latent ventilation gain 0 Btuh Latent duct gain 1349 Btuh Latent occupant gain (8.0 people @ 200 Btuh per person) 1600 Btuh Latent other gain 0 Btuh Latent total gain 4656 Btuh TOTAL GAIN 24581 Btuh 1. Central Unit # 28000 Btuh Key: Window types (Panes - Number and type of panes of glass) SHGC - Shading coefficient of glass as SHGC numerical value) U - Window U-Factor) InSh - Interior shading device: none(No), Blinds(B), Draperies(D) or Roller Shades(R)) For Blinds: Assume medium color, half closed For Draperies: Assume medium weave, half closed For Roller shades: Assume translucent, half closed IS - Insect screen: none(N), Full(F) or Half(%)) Omt - compass orientation) EnergyGauge® / USRCZB v6.0 Page 8 ITF OF SM:r-GIRD r j 1 / - 37 y.Z RECORD COPY M n O z D D 0 zz W smo z 8 a a 0 Ok to construct Single Family house as shown on plan. Meets area and dimension regulations for the 1 zoning district. Per Schedule J, at least one (1) tree shall be located in the required front yard. 4L 4 4 Ly ha 31 AV91CVON J.'WNdSV kVM 30-1HJIa 03Lld-1d ,09 En O` Cb'+ 3C6C 4b4 4b4b MW ., ONti (7 i 0 i,u0'SL x aam A= Im I r 1 X x ® t 1 I I's•e sz , , , o I o 1 1 18 01 ro t 1 r I 1 X `zc xl l to 0 18 I I ° 1 tl N00 8 rma 11 >13018 w 4g1 I ,x N 8 101 A8 J0 S0 1 1 1 I 1 Ig I 8 1 010'Of I I I ,x i 'i's", A J 0— — D-- I. l >10018 ' t 9 101 ' 130 830NIVN38 I _ _ j 'a .9'9L u roe ,r'0 0ti 1 dDQW 'J-m o iON 1 I 018 1 l t )0018 101 8 t 101 I I p C r 3 t l 1t0018R 01101vv 1 4 Cobb i x 0),00'S1 f' I O n' 3 (D L s a Wzy`zo a l jF ug5 i ENGINEERING 710 BRIAACUFFE STREET SANFORD,FL32773 l t H0018 L l 101 PLANNING GRADING RAN t0).os ` I (V.iW 1 iJN jVei I X3018 6 101N-30 830NIVV438 I I I 1 i 6r 14Q A 1),00'Ql 4% 1 I f 1 t l X3018 j 9 L 101 1 r DESIGN PERMITTING H—- THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MICHAEL J. WOJTUNIAK, P.E. ON 10/16/2018 PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. UNLESS THE RAISED SEAL HAS BEEN UTILIZED. "' La (.j }j,{ ((C j(,''7'. 7 This document has been electronicallyAFJF11AC ; yl7 l t k7 .! signed using a Digital Signature. Printed copies without an original signature must be verified u sing the original electronic i version. E l llihti { UAlpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando FL 32821 Florida Engineering Certificate of Authorization Number: - i A' •. / Florida Certificate of Product Approval t# FL 1999PageIofIDocumentID: 1 WCS6666ZO51915463% 7dafs1 Truss Fabricator: 7, Truss Wood, Inc. Job Identification: JYQ26659 (DELAND, FL) rTrusssModelCount: code: Florida Building CodeRt0" Truss Criteria:FBC2017Res/TPI 2014(STD) + Engineering Software: Alpine Software,Version 17.02. 4NAL Structural Engineer of Record: The identity of the structural FOR did not exist as of swtmk. Address: the seal date per section 61G15-31.003(5a) of the FAC Minimum Design Loads: Roof 37.0 PSF @ 1.25 Duration Floor N/A Wind 140 MPH ASCE 7-10 -Closed Notes: 07/19/2018 1. Determination as to the suitability of these truss components for the William H.Krick structure is the responsibility of the building designer/engineer of -Truss Design Engineer - record, as defined in ANSI/TPI 1 2. The drawing date shown on this index sheet must match the date shown 2400 Lake Orange Dr, Suite150 on the individual truss component drawing. Orlando FL,32837 3. As shown on attached drawings; the drawing number is preceded by: HCUSR6666 Details: 1 07278--C1 18200121 07/19/18 2 07279--C2 18200109 07/19/18 3 07280--C3 18200110 07/19/18 4 07281--C4 18200111 07/19/18 5 07282--05 18200112 07/19/18 6 07283--C6 18200113 07/19/18 7 07284--C7 18200114 07/19/18 8 07285--C8 18200115 07/19/18 9 07286--CJ1 18200116 07/19/18 10 07287--CJ1A 18200117 07/19/18 11 07288--CJ3 18200002 07/19/18 12 07289--CJ3A 18200118 07/19/18 13 07290--CJ5 18200001 07/19/18 14 07291--EJ3 18200004 07/19/18 15 07292--EJ5 18200119 07/19/18 16 07293--EJ7 18200003 07/19/18 17 07294--EJ7A 18200120 07/19/18 18 07295--GI-2PLY 18200092 07/19/18 19 07296--H11A 18200093 07/19/18 20 07297--H13A 18200094 07/19/18 21 07298--H3 18200095 07/19/18 j 22 07299--H7 18200096 07/19/18 23 07300--H7A 18200097 07/19/18 24 07301--H9 18200098 07/19/18 25 07302--H9A 18200099 07/19/18 26 07303--HJ3 18200100 07/19/18 27 07304--HJ5 18200101 07/19/18 28 07305--HJ7 18200102 07/19/18 29 07306--M1 18200103 07/19/18 30 07307--MH11 18200104 07/19/18 31 07308--MH13 18200105 07/19/18 32 07309--MH5 18200106 07/19/18 33 07310--MH7 18200107 07/19/18 Ref Description Drawing# Date 34 07311--MH9 18200108 07/19/18 w\LDING SA-QF i3 37 42 26659-1 -- I - C1) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP n3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT I1, EXP C, wind IC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 05 (R) III 3-3-7 9-4-0 3X4 (A1) = 3X5 III 1.1-4-QI 21-7-0 Over 2 Supports R=890 U=114 W=8" (1.5" min.) R=809 U=80 W=4" 1..5" min.) RL=157/-110 rt 1.ytliftgllt/Nt1/htr! Design Crit: FBC2017Res/TPI-2014(STD)...... i14`' PLT TYP. Wave FT/RT=20%(0%)/0(0) 17 ad •' VTY:3 FL/-/4/-/-/R/- Scale 3125"/Ft. t'W ARNINGI°W READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. T C L L 20.00 P S F R L F R 6 6 6 6 7278 Tru<s es rep Ire Irene rare In ","I, ca Ll ng, hantlllny, splppl ny, IUSLalliny anA praclny. 0.erer Co an YnllLLCIaLesrenlirwnrscslrm,nmlly LUauwne„r. sarecy IllrnrmaLlnll. Ly TPI al,tl w.cnl rnr .arecr nrarcleg nrl Qd. TOL7 TC DL 7 0 PSF DATE D 7 1 9 1 8 ner rorminy 1 ese ru,m rinr,.a. Ins La n er: ,Wall Dr uvltle Lemn unary nracluy ver acsl. ur,l eax ucetl ncn wisel'La pr Uper l;/ alcnpn, sLn¢t. ral s tl,i and Int 1. nm ,.M1UrV all nave a a I, DRW HCUSR6666 18200121It,q. .1 1— p, I L,- IJ -II 4 L [- :1 r r - I -I L : r Is II e L - y I s1aIT'eNIp flLS i BC DL 10.0 PSF a O 4'r1 Dl D/ DIO II LI At Dly t L t p - II I 1 wn ,Loves p L1 [ I'll -. L l IY i.. 1 [ I,): If OA Z (o L 1' J pl C r 'il lr,s Q jLI A~•" F+ Q R BC LL 0.0 PSF HC -ENG SSB/b1MK n nI„e. tllvlslnn er nw Lnnnl„y Leepnnentl r.rp,v I,r •I„II naL 1,e ,.alhle rpr .,ny nevlaLlo rretarawl„u, a„y ra Wore m m, nll Lne vusx In ,:n„rwrma nce wl u, Au51/Trl t, orl nor nnua a ny. sLl npinq. L,A e t SEQN- 187636ANITWCOMPANVInsLallaUUnxLrarinyoYLrusscs. i,,.•'\'C,1 C- TOT .LD. 37.0 PSF A 1111 pn 111, tlrevl nq or cover page its Clnq Chic tlrevl nq. 1ntllGetes ecceD[e nce Df Drof alslDnel enpl near inq resppnllplllty Solely for Lne tlesign sLpvn, TLe sut[apllt[y entl Vse Di CA Is tlraving for any struc[Ure 15 Ln SSEQNAL AA DUR FAC 1 25 FROM CK050ForumDrive, Suite 305 re spnns,pillty of tr,e H IeInq D-1t; r per ANSI/TPI t S-2. e, AI gtlP` orlaudo,FL 32821 FLcoA90278 e-e arere.pup„ s,.e LnI. Jot s yeae.ral poy,e al,n tllase weL ILa>: ALIINf.: w .a,lpinel'Lw.r.i irl: w w.Lpiilsr..pry: HTLn: Iw sLClllnusl.ry.cpn: ]CC: www.I,:.zare.pr,l iIIiam H. Krick Lic. Number 70 61 SPACING 24.0 JREF 1WCS6666Z05 07/ 19/2018 26659-1 -- I - C2) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set '13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. 5X7= 3 X 5 (Al) _ 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 3X5 (Al) 9-4-0 I 14-4-0 I 14-4-0 1 28-8-0 Over 2 Supports R=1220 U=135 W=8" (1.5" min.) R=1139 U=113 W=8" (1.5" min.) RL=168/-175 Design Crit: FBC2017Res/TPI-2014(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 17,4 WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING Tti IMPORTANT`+ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. i rn seti r yutre a I. ,me ,ru In fa xrieatl ilg, ha ntlllny, shlppl nl. Ina Lalling and braclny. R.— Io "an[}rollr.11e la Leal: ,tlition nfr BCSlt (DIIlltllny Cum Du n, n I. saf,ty Informs tl Un, by TPI a tl NTCA) for saf,I.Y Prat. I:ic Drl I f I J tr r I- i t II .1 11 V 10 L P Y J I xCsl. Ur less n 1 YIw' r1 ( ai, tl r3r Jfl/ DI:O 0 .1 111 1ID Apply Dll 11 L J d 1rL It. :Y Ill D Ir1oI Inyll s'u ly 0 t J lQ LI 1 1 In, f I1: _i L tl Lre 1 I R L 1 I g IGOA Z r Ln tl nla [ , y d,,, AI l a tll 1, nr IT, x nal J c 1 IeI11._s r Inc. zn n G I u nslele rnr ., ny eea u n rrnlr 0 rnwlny, any Iallun! Co builtl LIIe truss In cn nfarmN neu wl[h ANSI/IPI I, ar for hnntl Ting. s'IIDDlny, AN ITW COMPANY I ,tnl I.Llun a nrorinrl nr trn,aes. Anseel on Chit tlrewl ny or cov r p... Ilftlny this tlreylny, intll to tef eccepte nca of prafesflonnl enyi nRarinp r esDD nslDlll Gy solely for theatlesiyn shogun. The sul[eDlltty antl use Df Nlls tlrawl ng for any structure 67io Forum Drive, SHIP, i(U resp -IbIll Gy Df the Rolltllny Designer Der ANSI/TPI T sec. z. 011DRdD,FL 32821 fur n l( llrurma r. , joy s general I. a Day, a wee,FL w, weL sn.ns: FL COA HO 278 ALPINE: www.alol TPI s 1cDlua c.ory: NTCA: 111, Ibli11allatrv. -Iee: ww.I .... re.rq 1 H NOQTY : 4 I 0. 708 1 5 AT 0 1 SfQNAL A, hf„+ ajsrEl„nu+ liam H. Krick Lic, Number 70 FL/-/ 4/-/-/R/ TC LL 20.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT . ED. 37.0 PSF DUR. FAC. 1.25 SPACING 24.0" Scale=. 25"/Ft. REF R6666- 7279 DATE 07/19/18 DR W HCUSR6666 18200109 HC- ENG SSB/WHK SEQN- 187630 FROM CK JREF- 1WCS6666ZO5 07/ I9/2018 26659-1 -- I - C3) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER, Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "138" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 5X7 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 9-4-0 3X5(Al) = 3X5(Al) _ 1-4-0 1-4 0 14-4-0 I 14-4-0 28-8-0 Over 2 Supports R=1217 U=133 W=8" (1.5" min.) R=1217 U=133 W=8" (1.5" min.) RL=188/-188 ylttsTllNhpf+rz,i /Op Design Crit: FBC2017Res/TPI-2014(STD)„N. PLT TYP. Wave FT/RT=20%(0%)/0(0) 17ad •' ¢ `-- TY:4 FL/-/4/-/-/R/- Scale 25"/Ft. WARNING!"* READ AND FOLLDW ALL NOTES ON THIS DRAWING! IMPORTANT'* FURNISH THIS CRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. T C L L 2 0. O P S F R E F R 6 6 6 6- 7280 I rnsses , Illl re ex Gl'. me care I„ fanrlca Ll nO, I,a n<II1 ny, sl,l ppl„y. Ins Galllnn antl n,'atlnq. FerCr r anrf011latestntll1.1 of RC$I (Dw idiny CmupnnCnt. Satoty lurnrniatimi, by TPI .red IRCd) free saeery Orecticy: Prl 7/1D i V(3 ' T C D L 7 P S F DATE 0 7 1 9 1 8 t I t1.1 I I1 II p 'd P Y I'a J 0 DC51 Ih less t. 1 ttRY Iseq r , r 1 -1 n In yr ,oral ly 1 r. r i t r I 1 l er,c uy v, li ncs e ? BC DL 0 10.0 PSF DRW HCUSR6666 18200110 I r1 R1 RID - II I I reel Iv pl - t r r r n nlpn ac v I n n, 11 }}}. 11 ST Q H C- E N G S S B W H KAILIIne1.011 Iles L tl none I N- I 1 1 N- 16m Z f -t d mate pOsiGl All Ine. , dlvlslon n' IiIV flulldl rep C p„ents (rn,P Inc snare Le sP nslnre free anv dcvle[Inn frON, y 1 •"», yT BC L L 0 0 P S F TPwloy. ,,rev rallure eo nun d me crus.. In eon rnrmance w nn ANsI/rPl I. nr roe nannll ny, lnl Ppl O,r, y r » SEON- 187633ANITWCOMPANYGnllaGl.n A nratln l nlr TOT.LD 37.0 PSF A feel pre thlf tlrewl"1 pr cover pay. 1lftin, thlf d—le,. Intlicetef e..... nce pf profefs..... enVlnearin' S —L .,,* D U R F A C 1 2 5 FROM C K r espOnllpilt ty Inlely rue the ae. ,n shown. The .I uiteh111ty end p pf this the Wln, fur eny Itrpcture IS to ihnity of the Upndin, D,sl,ner per ANSI/TPI I S.t.2. f675OForumDrive, Suile 305 tlefrwpgINtftllMt SPACING 24.0" JREF- 1WCS6666Z05 Orlando, FL 32821 Fpr e . Infpr,ua tin.. I. [Iitl inns yeneral "A." nave and th— weh II GeI: FLCOA90278 ALPINE: w .alpinelLw.Cnm: TPI: w w.tplusL.nry: WTCA: w .sb0,,d,,t,y.t ,,; ICQ w . ,. safC.ory illiam H. Krick Lie. Number 70 61 07/19/2018 26659-1 -- I - C4) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bet chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 3X4 (A1) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 5X7 3X4 (Al) 9-4-0 L,1-4-0j 10-0-0 ,, 10-0-0 I 20-0-0 Over 2 Supports R=997 U=407 W=8" (1.5" min.) R=917 U=361 W=8" 1.5" min.) RL=121/-128 idN;nftli;lNttantrr tr Design Crit: FBC2017Res/TPI-2014(STD)o, r•,0TY:3PLTTYP. Wave FT/RT=20%(0%)/0(0) 17,T YY FL/-/4/-/-/R/- Scale 375"/Ft. WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGIg IMPORTANT " FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. I TC LL 20 O PSF R E F R 6 6 6 6 7281 1 rn<eti re nnlre ex l.reme [dr,: In 1'd brl[a [I ny, ndrrtlliny. ..<nlnpirry. Inc Lalllno antl br'deiny. Nerer Ln toll l.ne ,dLesr. rttlll.larr ar DCsI (Dr,IJlny Cnlnpanenl. sdreL, InrwrniaLlari. by TPI ntl wrGal rar <dreLy pra[tifwDrl 708 1 T C D L 7 P S F DATE 0 7 / 1 9 / 1 8 r rnrn l nq Lne.e nrncclorrs. ins [d Hers sbdn pra toe ten a army. b'acl oy Her Desl. unless oleoLnl 0 DRW HCUSR6666 18200121 1 .Mall 1 p' 0 1/ 1 (1 1 't. '1' ,1 1 II y 11 Uv' <n',II n 0 ly Si1Co 1 111 y I L 1 I' f I,r. 1 b sr ,11 rave 1 1 J 1 11 C BC DL 10.0 PSF a O DID , pPll 11 af,lY I t r Host 1 1 0 0 J I L IIeL tl I« L tl Llie I Nefr L 1 1 1 I D 2 f rs s[dr tld rtl D1 L _ILI BC LL 0.0 PSF HC ENG SSB/bIHKAlple, d tll 1 1 r ITu H n el g c eoLs a r I n n L n sDon<l nle r y tl 1 u r qm Arnwlny, aay rdn ur'e Ln brrn a Lnn Lr u.<s 1 cn rorma nce vl u, ausl/rrl 1. nr ror nd otlll e. >nlunlrry. • Qc. SEQN- 187672ANITWCOMPANYlacta, la f.i on A bra[ng br rrn<<e< p•. "' rr +"•`• TOT .LD. 37.0 PSF A seal on this tlrewi nV or covth.er pR Ve 17st1nV Chic tlreNlnp, 7ntlicatee accepts nce of Dr ofaRatonal enVl naerinIDS-2 antl use Ri Nis tlrawtn9 for any Gruature is Lnre.Gon 1bl Il y .1 R 7N O U R F A C 1 2 5 FROM C K 7i(1 Forum Drive, Suite 311i tll,e Hutltlingtl Des9rIlgnera p er ANSIJTPI NA, ; rr tYA s OtPy"i1S P A C I N G 2 4. 0" J REF - 1 W C S 6 6 6 6 Z 0 5Orlando, FL 32821 Far muse I,ferrnd Lion see NO, )ab's general notes pdye and I.nese web III.es: FL COA 90278 ALPINE: w w.alpiueir.w.com: TPI: w .Lpiws rq. l WTCA: w .sbcLrtlusLrY com: IC[: lVilliam H. Krick Lic. Number 70 6 1S 07/ 19/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER. 26659-1 -- I - CS) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #1 Webs 2x4 SP 4#3 :W3 2x4 SP #2: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 5X7 = 2X4 III 5 9-4-0 3X4(Al) = 3X6 III 3-4;11 L 1-4-0:::,j 1, 20-0-0 _I, 2-4-0 _1_ 7-4-0 I 19-8-0 Over 2 Supports R=986 U=405 W=8" (1.5" min.) R=910 U=363 W=4" 1.5" min.) RL=109/-57 PLT TYP. Wave OIA101H Miwtyt,tirtr0 Design Crit: FBC2017Res/TPI-2014(STD) H, FT/RT=20%(0%)/O(0) 17 '••A 'a,0TY:I FL/-/4/-/-/R/- Scale WARNING!`* READ AND FOLLOW ALL NOTES ON TIIIS DRAWINGI3 • i y IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. / TC LL 2O O PSF R E F R 6 6 6 6 7282 I rnss e.s regulre extreme [are In r:. hr l ca tl ny, hantllshlnnln9, tns Lalllny antl nraciny. Rarer Lo fall ( y r. lie la Lesf. ean,ipr, nr scsl (Rniltll,y cnlanane l. sarecy Inryrnracipr. ny TPI ,ntl wrcA, fur sarety nra[ci nri p,1'Q8 !z nperformingIerune [I ohs. Ins La n ers shah nrpvlde tamnurary nraclny oer Hcsl. unless nu Lea otrwi.0 tnp cnor0 shall nave properly ar. [ache str uc Lural snpaLni ny and Lortnm Chord mall nave a ptt,Ver ly a[ tl rigid ce111mJ. L11Liuns shown rur permanent. lateral 1.,1, alnt of wets shall have Lnminy 1-1, letl r TC DL BC DL 70 PSF 10 0 PSF DATE 07/19/18 DRW HcusR6o66 lezoollz r, AIL AN ITW COMPANY 67? II Forum Drive, Suite 305 0rIOndo, FL 32821 FL eoA NO 278 s D3, n/ or BI n, as aopllcanle. App 1,Y Dla[es to ee r. li race of Lru and poll Linn as shown an ntl n Llie lo lnL Ilelails, unless nncptl u[lie r'wise. NeYer Co tlrawlnys IGUA-Z fors La nla rd Vla [e Vpsl L.l pus. t p . S AT U •l A 1p, ne. a dlvi.al un nr lTw hul lalpy cmnpnnen Ls croup Inc. shall not he esponslnle rur any tlevlan — A'yadrawtny, any Yallure [u hul ld the trus< to co of nr.ante wl Lh ANSI'TPI I.rVr for hantlllny. snlVpin9. Installau nn A nra[Iny nr tr„><es. ,I;fi 4 .•'"`` A Seel on trite tlrewt nN or cover Deye 11a[tnV thls dre Ning. lndtcet et ecceo lance oT Drof esslDnel enDlneer in ( •A ••• resDonsiEn tty solely for the Oes19n snpvn. Tne sultaD111 ty end use oT thls dnwlnD Tor any structure is to V'•(}NA AA esponslbll/ty oT the Dutldtny Deslyner per ANSIATPI 1. Sec.2. # i/ y Fur more inrarmaLipn s.e cliffs jpn s general uptes page anI cease wen sil:ns: RfMHIu+ 1DAa0 ALPINE: www.a l pine l t.w.[ym: IP1: w w. tp its t. ory: wTCA: w .sLtlndas Lr y. t pm: Ice: w w. l[[sa fe,ory illiam H. Krick Lic. Number 70 BC LL TOT. LD 0. 0 PSF 37. 0 PSF HC ENO SSB/WHK SEQN- 187675 D U R F A C 1 2 5 FROM C K 61S P A C I N G 24 0" J REF - 1 W C S 6 6 6 6 Z 0 5 07/ 19/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. I Cbbb J - I -- I - (,b) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFP,S loads based on trusses located at least 15.00 ft. from roof edge. 5X8 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. 5 3X4 (Al) = 4X6 (R) III L,1-4-0j R=986 U=405 W=8" (1.5" min.) RL=106/-57 19-8-0 Over 2 Supports 3-4111 9-4-0 R=911 U=362 W=4" (1.5" min.) Design Crit: FBC2017Res/TPI-2014(STD) 1,0 jai H. `k PLT TYP. Wave FT/RT=20%(0%)/0(0) 17 .e• '•2 0TY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. WARNINGI — READ AND FOLLOW ALL NOTES ON THIS DRAWING' IMPORTANT" FORM'SH THIS DRAWING TO ALL CONTRACTORS IMCLUDIYG THE INSTALLERS. yi * y T C L L 2 0. 0 P S F R E F R 6 6 6 6 7283 T rr,<sCs rr:uulre e>!tr'eme cure lil fabrlca[In9, hnndllny. shlDplrlg, Inc Lall,n9 and brad ny. Refer• [o ly rfnllLhelal;fs[ edll.lon of 5C51 (9ui hfiny CDmDunrnr. SaR;[y lufnrmatiun, by 'IPI and VITCA) fur safr,Ly pracll , nr, o. 7pg t T C D L 7 .0 P S F DATE 0 7 / 1 9 / 1 8 a o Der rnrmlr y cn ese runt f,l ons. Ins ca Hers shall Drov lde LemD ors ry b my Der Dcst. unle,as noted rt wIs DRW HCUSR6666 18200113 Lop cher0 shall nave Droperly attached stn¢'t ural xh ea Lh Lly and hot Gum Uwrd shall have a Dr uperly at ;y d n yid ee n;ny. Locscl m s s own fur Derma, ne nt lacers, rests lit nr webs srrsn have hraclny Inetaned r:ilc BC DL 10.0 PSF d seta nos OS. OJ of DIO. as aD011 cable. ADD1Y Dlates I;D each face of truss and nest tlDn as Shown abov nd D the dolnc ue [a ns, unless r,D fed ocnerwlse. Ne rer co crawl n,s IeoA-z ror standar Mate Dosltlons. r yy S BC LL 0.0 PSF HC ENG SSB/WHKAlDlne. a alvlslon nr nw Ru n al ny comnone nts eronD Inc. Shan not he responsible ror any aev,au on rr^gm- C A. wlny. any Iallnre LD build the Lru1s In cn of or mane with AN51/TPI 1, or for 11,1 11ny, ahlpprny, r los z•• AN ITW COMPANY tallati Dn A brat. , Df Lrn11n1. A Ills Or- 1,1[1np [Ills tlrewtny. lntlicetei eccepte nce o1 Drof a ss,onel enyl ne erinITT f e• ' ` TOT. LD. 37.0 PSF SEON- 187683 1111 on ny or cover Dsye r_Dons,DI „ty solely ror Ile tlesign shown. The su1 [aDlltty antl use OraW ny for any structure iz [h S f 'ON1• NAL D U R F A C 1 2 5 FROM C K r,750 FUNm Dnve,$WIe3Hi esDD nslbility o1 the Rui ltll ng Designer per ANSI/TPI 1 Sec. 2. 4 v; d 1 Mt1Tt1 M 24.0" JREF- 1WCS6666ZO5Orlend0Ft32R21Furmore1„forma 1,— see Lhle job's yerleral cotes Dsye .—d clew web sites: 1111. le. illiamFLCOAg0278ALFINE: w .alp, Ise l r.v.c. ,; TPI: w .I; D ins t. e ry: wrcn: w .sbc 111 us try. r. pm: ICL: ww. Dry H. Krick Lic. Number 70 61SPACING 07/19/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. I LUU Jy - I -- I - 1./) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP m2 Bot chord 2x4 SP '#,2 Webs 2x4 SP $3 Lumber value set '138" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg. not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. 4X8(R) % 4 X 8 = 1 5 3X4 (A1) = 3X5 III 1-4-0]f 19-8-0 Over 2 Supports 9-4-0 3-4111 R=913 U=329 W=8" (1.5" min.) R=836 U=285 W=4" (1.5" min.) RL=127/-78 Design Crit: FBC2017Res/TPI 2014(STD)P`.LLN;+rrfi,j' PLT TYP. Wave FT/RT=20%(0%)/O(0) 17. $TY:1 FL/ /4/ / /R/ Scale WARNINGI** READ AND FOLLOW ALL NOTES ON THIS DRAWING IMPORTANT" FORM THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. T C L L 2 0 .0 P S F REF R 6 6 6 6 7284 T ruse e.s rryul re ex Creole [are 1n Pa nrl to ti ng, ha ntllln9. sniDpl ng, tns to I" one gracing. R¢T¢r' [o a tl.F7 allI.b¢ latest: ndI ion of DCSI (Doll iuy CUey,uncnf SareLy InPnrniaflUn, by TPI nd WTCA) (ur safety practiteG prl jr o. 708 i T C D L 7 P S F D A T E 0 7 / 1 9 / 1 8 n p¢r rnrminy uie sp ru nc Li nr s. Ins Callers .a,aii yr uvitle tempura ry nraciny per ocsl. unless np tea nrue I,yp Lop cnnrd luau nave Dr Doer ly ai.tacned strncoural sneai.nl ny one but cum enord mall nave a Properly acta eFAI yle ceniny. to an n.e sbnwn rns Derma ne n[ Iac¢ral see Lrainc nr wens anon nave nraciny ins to n¢d De Hcs a 0 BC DL 10.0 PSF DRW HCUSR6666 18200114 LIPsr. a r. r.i one DJ. B] or' BIb, as aDDllr.able. b. R plates to eacn face of trn e.s one post Linn as mown about ab¢ onirl; nptaiis, unlees nDC¢d "Alr to drawings IeoA-z rpr standartl place npsiclnns. S . O c BC L L 0 P S F H C- E N G S S B/ W H KAlDlne. a Olvielnn nr ITw DUI'Iny Compose me Grout/ Ins:. snail not be responsible Tor any dev lotion from n t(,` Vv 0 SEQN- 187691ANITWCOMPANYArawlny, any rallure [o bulltl Ln¢ truss In conformance wl[n A1SI/TI'I 1, or ror na ndli ny, shipping, iruta Tla Llpn a bracing nr L-1s S. A seal on 111, drawl ny or Cover peya ltttln, tole erewtnp, lnettetes etDeDte sea oT Dr of esetonel enyl naart np m t<` v..,r :••• \, F' Q TOT. LD. 37.0 P$F D U R F A C 1 2 5 FROM C K r ee po ns,b n lty solely ror Lne deslyn :gown. Tne su' M nrty end use or tole drawlny rpr any strwot use is to 4r A1, 675H Forum Drive, Suite 303 asp-11,11lty of the Bplldlny Desiyner oar ANSI/TPI I Sec.2- flAlAM11TTt 61$PACING 24.0 JREF- 1WCS6666Z05 Orlando, FL 32821 FL COA H027N Fawr mnn inr„rma i.i a.. e, r. < J.—ye eral ptes Paye and tne.ie web s r" 1LPIHE: w .al I h, Rw. 1.1, TPI: w wr l Lr, ins C. o ry: wTCA: .... sbc Indus try. c Dm: ICC: w w..'i ccsaf¢.o ry illiam H. Krick Lic. Number 70 n^ rn nnnlo THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. I c uoD j- I -- I - L,0) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4X4- 9-4-0 3X4(Al) = 3X5 III 3-4-111 mil-4-0]f 13-6-0 I 6-2-0 CE 19-8-0 Over 2 Supports _I R=818 1_1=105 W=8" (1.5" min.) R=737 U=73 W=4" (1.5" min.) RL=147/-98 qIu+Nlu/HtlrtyTArt A Design Crit: FBC2017Res/TPI-2014(STD)..H;•.C try., PLT TYP. Wave FT/RT=20%(0%)/O(0) 17. '" $TY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. WAR NINGI** READ AND FOLLOW ALL NOTES ON THIS DRAWING] IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 20.0 PSF REF R6666- 7285p T rns.c es repuire ex 111reme care In ra brlta[I ng, nantlll ng, snlppl ng, Installing antl bracing. Refer to a tl oil 4 Oftw. lancer. em n "I nr ecII esn a 11ny comnpne,I: sarecv Inrprmaclu,. wr Trt awe wrcAl rnr sarw1, nractice prl ,j T C D L 7 . 0 P S F DATE 0 7 / 1 9 / 1 8 to per rn rininy crlpse runcti . ins callers snail pr ovltle cemnprary Lrael ny per Ocsl. unless nu cetl utl e (, e nnrtl swan nave nrpperly aced cn etl scr„c wral shed corny antl bptcee copra snarl nave n properly atta ell . ° B C D L 10.0 P S FriyitlCeiling. Locations shown (ur parmanent lateral restrahrt "f webs shall wave bractny instal11 pe BCS v G DRW HCUSR6666 18200115 L se r.tion.s R:i. B) nr RID, as appllcaLle App1Y plates tp each Ylr or I,- I alitl post Ll oil as shown above a I T1 i• ` d e ani„c uacali,, unless nncen ncnerWise. Rerer cp rlrawlnys IrnA-z n, zcannartl place pps n:Inns' B C L L O. O P S F H( F N O $ S B W H K A 1pl ne, a 0ivlslnn n' ITW Hullal ny Components Gr ouu Inc. snarl not be onslble for any acv la[I on (r om w' • / drawing, any rrl lure [n Uwlla [ne [r uss In confnrma nee wl to AN51/TPI 1, nr pfor na oaring. snl pptng. •" .• AN Tw COMPANY I s l,a„au pn R`wr ar,np of trus ars '' '• •..... •••' y TOT. LD. 37.0 PSF SEQN- 187694 A sRnt on cols tlrAwing or cover Deus Ifsting cots tlrewing• intll utei eptaDtenu of Dr of ess roost env+neer+nv 1/ R\,,,\\\ resppns lDI1I CY solely for [ne design snow n. T. sp+taC+l+[Y antl use of cols Orewln9 for anY structure is to ti•1./ A1k A D U R F A C 1 .25 FROM C K6730FormDnve, SDlle 305 res nsinllity of the Bulltling Designer per ANSI/TPI 1 Sec.2. lRRp4 tCwlyri MM Oflud.,ED 32821 rpr a.. p ;nrprmarinn tliis )Wl ye eral , s p ,e antl twee web ,ices: " - ED COA NO 278 ALP INe: w .al p,lne Ir.w.c TPIs w w. tp ins L. p rg: WTCA: w e.sbcl ncn,s try.cnni: [CC: w w.lcp sa rn.prg illiam H. Krick Lie. Number 70 61SPACING 24.0JREF1WCS6666Z05 n-r it nn ID 26659-1 -- 1 - CJ1) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Value Set: 138 (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2 ) 0.131"x3" nails, toe nailed at Top chord. Provide ( 2 ) 0.131"x3" nails, toe nailed at Bot chord. 5 F— 2X4(A1) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. R=-34 Rw=38 U=44 (1.5" min.) 0-9-1 9-9-9 R=8 Rw=22 U=171— 9-4-0 1-4-0->J 1-0-0 ver 3 S lOports R=196 U=100 W=8" (1.5" min.) RL=33/-22 1tIK1tl ty{rlilrryrAjV Design Crit: FBC2017Res/TPI-2014(STD) PLT TYP. Wave FT/RT=20%(O%)/0(0) 17. iE $TY:12 FL/-/4/-/-/R/- Scale WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. T C L L 20 . 0 P S F R E F R 6 6 6 6- 7286 T rlrssrs re'ulre a Creme rare In ra Ur l[a[I ny. na ndll ny, sl,ippluy, Ins Lalll uy ane bract n9. Refer [o aie ollaLa.v: eaic;nn ,r Dcsl ,D neirw cnlnroneo7. sarety l,rnrmatlw. by rPl am wrcnl "I' I" sar,l.r pract,ceprl 0. a$ TC DL 7.0 PSF DATE 07/19/18 o uer rn roil uy r.n Csc runic l:l oris. lu.t Callers shall provide temp nrar,y braciriy per RCS I. Unless nu [ee ol; tic j.f r iyp nn rn mall nave properly ar.cacnea slru[tur.,t seen cnlny and bottom more span have a properlyldceiany. Lora c+nns snows ror permanent la ceral res cral m: or weps span nave braclny nns can ea p ecs e BC DL 10. D PSF DRW HCUSR6666 18200116 a iclinns Da. DI m Dlo, as app ncable. npply places ep earn race or cro ann poll [I on as shown abov eea prpcolic: pecan.. ,mess noted nnierwlse. Rorer en eraw,nys Icon-z nlrssrnnard plan:, ppsnlpns. A IVIne, a elv lslnn nr It', Nu11e1 ny compo ne nLs croup Inc. shall no[ be ,esponslUle ror any eev tan on from n n A OiO !'S Y tV e BC LL 0.0 PSF HC-ENG SSB/WHK AN IT'W COMPANY drawlny, any railure to bu n e Lne truss In cpnrnrma nce wl u, npsl/rrl 1. or ror pane a ny, snl pulpy, Instal ,a Cl yn a brar.,ny nr crn,.y,. A Aenl on Cols Orewl np or cover DeVe tls[1np [His Orewlnp. InElCetes etcaDte nce pi prDi esalonel fnVl n«erinp 1••• SS(1 A't gr TOT. LD 37.0 PSF SEQN- 187555 O U R F A C 1 25 FROM C K reSpons1UI11 [y solely ror cne li- T SUDwn. Tpe sot .D 11tY and uSe or tots tlrawtnq rnr any structure is to v r" 4 r 1./±Y L v I20 Forum Drive, Suite 30i reSDonSlblllty or cne Rollmop DeslVner per ANSI/TPI I Sec.R. klpAiey{1 Or!andq FL 32921 rnr r , nrnrmatinn -, I.drs J.,Vs yen 1 ,o l.es pay, and Ll—, web .Ices: www.tDlnst.nrp: rwww.snclnons SPACING 24.0' FL COA 00278 ALr INE: www.a mri ne lltw.[nm: rat: WTCA: cry.com: lee: www.lte sa re.ory illiam H. Krick Lie. Number70 6] JREF- 1WCS6666Z05 THIS DVIG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ICUUJJ-I -- I - l,J1H) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP ,#2 Bot chord 2x4 SP #2 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Left cantilever is exposed to wind Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2 ) 0.131"x3" nails, toe nailed at Top chord. Provide ( 3 ) 0.162"x3.5" nails, toe nailed at Bot chord 5 2X4 (A1) R=-26 Rw=29 U=36 (1.5" min.) 0 9 1 9-9-9 9-4-0 R=-325 Rw=197 U=299 Negative reaction(s) of -325# MAX. (See below) from a non -wind load case requires uplift connection. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART.—ENC. bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 1-4-0 1-0-0 ver 3 S pports R=502 U=307 W=3" (1.5" min.) R L =3 7/- 2 8 q lsuLltel Whu, Design Crit: FBC2017Res/TPI-2014(STD) P.••H:•'.` ah, PLT TYP. Wave FT/RT=20%(O%)/O(0) 17. CL •".,O?Y:2 FL/-/4/-/-/R/- Scale=.5"/Ft. WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. s TC LL 20.0 PSF REF R6666- 7287 I rinses renni1C a Creme are in raer,c atl n9, hd hall n9, sM1i pPl rig, ins La 111 ny antl bracing. Rerer co and 11la[es 1. I'll flan uP BCSI`(Bnildl n) Cpm pp ne ni: Sa fp ty infra rnia ti Un. Uy IPI au NTCA, fnr . fecy prat ti c'e$pN ft w •. TC D L 7 D P $ F DATE 0 7 / 1 9 / 1 8 peperinnul rid r.hp sp runt ltl ns In.V;ellr-rs wall Pr ovidp [empUrn ry ur acin° per SCSI. unless nnfed Clip i.nP cunrd scan Nnve prop e ly ar. e.,enea sr.rncf rill sneaoninn and eo ccum marl sI—, nave a prpperly ac ca rl4id cr.l ll nJ- Lnca t'.i oils iNUwn IVr Verma ne rat. lateral restraint pf wets small Dave uraciny ins take per BCS w y BC DL 10.0 PSF DRW HCUSR6666 18200117 rI t 5:5, B/ pr flip, as applicaule. Apply Ulates to each face pP I.rn s.s and ppsl ci on as slipwn aUpve a i1, s VJ' HC-ENG SSB/WHKalnl; Ile l.all s, li ri l ess ran l.ed ntnerwlse. Nei'nr Lp rlrawi rays IfiOA-Z Ipr stanpard I'rnre Py Lluns. y At BC LL 0.0 PSF n mine. a aivisinn pr ITw Nan lai ray components or miu Inc. shall pt Le respp nslLle any dpviaui• drawlnu. any rau are to pu n a u,r. crwz< In conrorma rice wi u, Ausl/Trl 1. or ror nand n nv, sr.IpninD. t'••••••, •• AN ITN COMPANY insl.al lafipn N Lrapin, pf trptae I. 1e' TOT. LD. 37.0 PSF SEQN- 187567 A•1po s ioliiiy so °roe IT,, I'llT ffto_ IAe•su1[aE111typa na•use oi`Cipil5n0 awl rig foeSanypsCr u tare Is N"•rr+—rry>,_•_r D U R F A C 1 2 5 FROM C K 6750 Fo—Drive, Sulle 303 responsltilTty pr cne RullOinN De91°ner per ANSI/TPI I Sec.z. SPACING 24.0' JREF- 1WCS6666ZO5 Orlando, FL 32821 r„ n ' n'p "1. i nil .t,e 11, 1s Jill, .t °ever, ,n cps Peue and l.ne..e wel, I'l.py: pi tw.i:P (,r Al: i illiam Number70FLcoA4027sTINE: . Tr.: www.fPin.[.pr,,: ww. eindwstry.pi CC: w .itt,afe.pr„ H. KrickLic. 61 26659-1 -- I - CJ3 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP '#,2 Bot chord 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2 ) 0.131"x3" nails, toe nailed at Top chord. Provide ( 2 ) 0.131"xY nails, toe nailed at Bot chord. 5 F_ 2X4 (Al) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 10-7-9 R=58 U=30 1- -i 940 R=49 U=3 1-4-0 R=218 U=70 W=8" RL=61/-25 mrd9tsf t111! ENtt rte/t/AA'Y` Design Crit: FBC2017Res/TPI-2014(STD)P"•H;,kig°,, 5 PLT TYP. Wave FT/RT=20%(0%)/O(0) 17. ECG I•'Cl t,7Y:8 FL/-/4/-/-/R/- Scale 5"/Ft. T WARNING!* IMPORTANT" * READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS GRAYING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. n T C L L 20.0 P S F R E F R 6 6 6 6- 7288 I piss es re9ulre eu Creole rar11In r11, itn Ll ng, banelI n9, 11, I PP n9, Installing did nracing. Refer tp and go 11ilacesf. edi tlVn of 0051 (n ni leI ny ColaponenL Safety Infnrnia tl on. by TPI and WTCA) ror Sa fa, 1.Y Pra[tiUeb Pyr i w; o. 708 1 - 4 z T C D L 7 0 P S F DATE 0 7 1 9 1 8 o ,er [b rmin9 Cnesc rnn[r laus. Ins Callers shall provide Cemnor;, r,v nraclny Per bcsl. urn ess no ten otne ' e17AriV1copras1a11bareprunertyal.La coed strucLn1"1 sneaLnln9 and beLLem clm ra sna,I nave a properly aLLa d" id [r.illny. LPeatin s shown (ur pa anent lateral rCSLraIn[ Vf webs spell have hraciny Ins [a11e0 ueCSV R • N BC D L 10.0 P S F D R W H C U S R 6 6 6 6 18200002 IL CQ sectinos S:I.n,o. as aoP,icaele-rmnpn,Y places Ln each ra c= nr Lrnss arm ups n:Ion as mown above LI n w lr t ne to ns. n, e,s nnren ,rcnerwl.e. Re rer m ,ir awinys Iron-z ror sr nrlarn Pl;r ce nosl opus. y Q y, `•1y BC LL 0.0 PSF HC-ENG AK DFIAIVInc. , nlvlslnn 9r 11'IJ bullet n9 Cnmpn ne nts Gr ouV In[. s all noL be esponslh le for wny der lati on from111 A, 1 SEQN- 84339ANITWCOMPANY„sIr any r,l lure Ln hlrlld Lh,: truss In [un formame wl Lbr Ap51/TPI 1. nr for benelln9. shl UVl ng, l.a l,a Llun A'brnci ng nr Lrb,.n.,. AC. ••••..•-••' y. a TOT. LD. 37.0 PSF A Aenl thls erewl nV or [over Pale "It", thla 1111111 1n1111tee etteptante IT prores i—I enVi ne er l np S J`` ([, 1 r e sDV net R11ity so,ely ror the I- T shown. The sutteelll[Y ane use or thls er awtn9 ror any strut Lure 1e th 44W,ITiAL a\ N Ha@N`wtµit D U R F A C 1 2 5 FROM J HG %iU Fomm Drive, $Ulle 30iVolesponsihll;ty aT the Rulletn9 D-19ner per ANSI/TPI 1 Sec.2. Orlondo,FL 32821 FL COA 40 278 rer I:p e nrp r:„atln:: 1— I:1— 7,1, s genera, , s page and Lwae wet, sues: ALPINE: www.a l'pi ,:Ilt .tr . III: w.tpi is t.pr,,: wTIA:' ICC: t.af,..pr„ illiam H. Krick Lic. Number 70 61S PACING 24.0 JREF- 1WCS6666Z05 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 26659-1 -- I - CJ3A) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #3 Lt Wedge 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2 ) 0.131%3" nails, toe nailed at Top chord. Provide ( 2 ) 0.131"x3" nails, toe nailed at But chord. 2X4(A1) _ 3 X 7 III 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART.—ENC. bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. 10-7-9 R=49 U=22 (1.5" mi .) 1- -1 9-4-0 R=32 Rw=53 U=30 1-4-0- 3-0-0 Over 3 Support R=266 U=110 W=Y (1.5" min.) RL=61/-25 Design Crit: FBC2017Res/TPI-2014(STD) iP PLT TYP. Wave FT/RT=20%(0%)/0(0) 17. k, % `, Y:2 FL/-/4/-/-/R/- Scale 5"/Ft. WARNING! " READ ANO FOLLOW ALL NOTES ON THIS DRAWINGI tNTFURNISHTHISDRAWINGTOALLCONTRACTORSINCLUDINGTHEINSTALLERSIMPORTANT. T C L L 20.00 P S F R E F R 6 6 6 6- 7289 1 - g i f 1 tl y tlll M1ipnl l9 I,s Galling a1J braciny NCr L tl oll h + w* cc) 08 1 IS DATE 07/19/1811fDf, (P 11i / C r p r 1. I rlrnatiu by TPI a tl VIILA) hr s,frrY '.i ,r n TC DL 7 0 PSFi f. f. 1 n i t [ p y n gL51 1 s r tl 11 yy ly i G n nncs Y S BC DL 10.0 PSF DRW HCUSR6666 18200118 a ^ G R! R10 -Doll II Apply DI 1 f I I D i i r I p,' Lr ill it I._s I. 1_ I<e. li[' e 1 it I A C r 1 S A. p BC LL 0.0 PSF HC-ENG SSB/WHK LJ! mine, a Division of IIIJ Nniltllny GDinVonents brVun In[. sM1all no[ be iesDonslble for nY lev lutinn from v SEQN- 187573ANITWCOMPANYJrawlny, any f,l ling [o bnlltl [M1e r.rn ss In [n nforman[e wl to PrISi/TPI 1. Dr for M1a ntlllny, Ohl DVlny. 111 111a1:IDn N'br a[Iny nr Lrn«;.<. Y •••/ G••. •• w\+ TOT. LD. 37.0 PSF A seal un Ghls tlrawi nV Dr cover peye listing GM1is tlraNlnp. tntlicaGes ecGeD[e.. pf Drofess lgnnl enVl naarinp e sDV nsipl ll ty solely for [M1e tles lgn sM1ow n. TDe sultaDlllty and use of [his tlrawing for any structure is [h re.Donslblllty of the RUIltllng DeSlgner per ANSI/TPI 1 Sec.2. H./@y 7W(le'"' DUR FAC . 1 . 25 FROM CK 6750 Forum Drive, Suile 30i 61 S P A C I N G 24 . 0" J REF 1 W C S 6 6 6 6 Z 0 5orlando,FL 32921 FLCOA9027& D „fnrmal.ln tbls .gob s nay, a slGeslgeneralnn1,.< ye .e., weblPINL: www.:,i1ni ,eil.w.enn: TPl:av .I;DIn11_ ry,: wTcn: w .sbclnOn rrycnni: I [: w w.l•:[snrn.nry illiam H. Krick Lic. Number70 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER. LbbbJ-I -- I - l,Jb ) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP '#,3 Bot chord 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2 ) 0.131%3" nails, toe nailed at Top chord. Provide ( 2 ) 0.131%3" nails, toe nailed at Bot chord. 2X4 (Al) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. R=115 U=59 R=88 U=3 1-4-0—>j 5-0-0 Over 3 Supports---- R=283 U=81 W=8" RL=88/-28 ylf3sflil Il eN+ten+ rry/s44DesignCrit: FBC2017Res/TPI-2014(STD) •„H. Ij ,, 1TY:8PLTTYP. Wave FT/RT=20%(O%)/O(0) 17 FL/ /4/ R/ Scale 5"/Ft. WARNING!— READ AND FOLLOW ALL NOTES ON THIS DRAWING IMPORTANT " FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 20.0 PSF R E F R 6 6 6 6 7290 areee r,re ,,, rapr,Dat,nn. nand„n,,. ,n nn,nn. ,,,,1.a,,,n„ and nrac,ny. Here,• t D„ern„ nP ,are,i. nr ncsl (nnI "r" cnn nwne,,. sarety 1",.""r,II" nr TP, nd w,cAl rnr saretr nracc,c nr, a.708 1 T C D L 7 .0 P S F DATE 07 19 18 c r,,,s. in.. r.,iir snail nr ov ide cen n urnrr ,,rac,r y Her ocs,. u,t ess ,o ceo c nn,,i v,a nlihavn wnnnr,r ,v.La cnnd . ,c c,rni ,neA tn,„<, and pn u.,,e morn en;,n nave a nrnver,r , c f _ r , , r wen r „ I- e 1 , / i ,la„ad w ees BC DL 10. 0 PSF DRW HCUSR6666 18200001 T° AIL Ip s , D. 0] HIo un,i rn,r 'I r 1 , r -.i .hown ao ,ve d v, i. i, n•t n: i.. s: i. „ w,,n R," rD maws,,.- ,rn [ r d , r; 1.i, os o A'r p7 BC LL 0.0 PSF HC ENO AK/DF h„ne ., J , IrW R ,dln9 Lo,nnonents Gr nnV „ sr II not he n slpte r r dev, It, on rre, A 1•ki`: ih: wlnJ v,Y , :o n ,ld c • tru,s In ,.Dn nor ma nce wl,] AIIS IJ TPI I r nand„ / s, up, ny, 1 SEQN- 84341ANITWCOMPANYnn,.in, -, , n L• f,,.•• TOT. LD. 37.0 PSF A seA1 un Lnls tlrewlny p cover De ye IlAttnp tnls tlrewlny indlcetee ecapte nce of Dr Df essfpnnl enVineerinpor L t I w\,• OUR . FAC . 1 25 FROM J H e.npons ipn icr snlelr rnr the design snown, me sut cep Hier ena use cnlz drawlny rnr any sI, cure Is cn Itr the DUlld,np Designer ANSI/TPI I see.Z. t ,Ads`? r4,'L(Q AL ,p"' Nr, C,i ill Forum Drive, Suite 31U e5DO"Ib of Der Nek.Rpwiytri xrp 61SPACING 24.0' JREF 1WCS6666Z05 0,1.udO,FL 32821 FLcoA9027S Fnr "" "- ,r rn D,.,, .,,- tlii5 3Dns ynnera, I,rv, nays a d ,.Hess wen - PILAF: www.a „1 e,,.w.,. . 111: „,n.a.nry: "IcA: n0i I,e,rr. .: Ice:" 5.'r: are.erN William H. Krick Lic. Number70 07/ 19/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS 14FR. I c00Dy-I -- I - tja ) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #3 Bet chord 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2 ) 0.131"xY nails, toe nailed at Top chord. Provide ( 2 ) 0.131"xY nails, toe nailed at Bot chord. 2X4 (Al) 1-4-0--j 3 8 B 9ve R=218 U=70 W=8" RL=61/-25 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 10-7-9 R=58 U=30 1- -1 R=50 U=3 + 9-4-0 Design Crit: FBC2017Res/TPI-2014(STD)QA;„H PLT TYP. Wave FT/RT=20%(O%)/O(0) 17,3. TY:5 FL/ /4/ / /R/ Scale LIARN[NG!"` READ AND FOLLOW ALL NOTES ON THIS GRAYING! ,1T IMPORTANT " FUYYISN THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 200 PSF R E F R 6 6 6 6 7291 a AN ITW COMPANY 67?O Forum Drive, Suite 30i I in f.brlt+tt ng Ref C PO II fI , covl„A r r I r cl ,v TII f u, I'cAl 1,r s, r 1.. 1 ., nr, Gcsl n r PCPn , n r i t N 1 n r u 1 r , n e P g Cs 11 Apply PI r. r r i'I n 1 e Lao,i,-:ICI I el 1'1 r IIA N Iltll n9 Con Pnne nts frou0 Inc sb+ll mL ne stole f ,ny tlevlaLlan rro t 1, ,Y 1, to 1 I1 e I:rus In rm,f nrma ncc vl [n FNSI/TPI 1 -pr np nett ). snlPpl nq, I1 tun R , P 's a A seel on tots tlrawl ng or cover pegs 71s[1ng tnls ereutnq, inelea[ea eccePtence or rpressl ppnal englneertnpg ee Ponsi Ellltr :M elt ror the M "N sn..P. Tne su1c+D11ICY +ntl use pf cots e_,. ror any structure is to espp nslPn rzy or cne Uu1101 ng geslgner per ANSIrTPI 1 Sec. z. li or 70 e V / 1. 1i3 s T s 1 eeR+ eu i .+ \ T . hjl V L i.`,r ryrA1{/L TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT .LD. 37.0 PSF DATE 07/ 19/18 DRW HCUSR6666 18200004 HC ENG AK/DF SEQN- 84343 D U R F A C 1 2 5 FROM J H 61 SPACING 24.0' JREF 1WCS6666Z05 OrlRNdo,F], 32821 FL COA 40278 ror .,"o , Pr,,.,tPo, ,e tole Sol, e u:o,r+, oces Peve ,nd these w,n 51tr_s: ALPINE: .a,PlI 1.1 :„."Ill:. TO I ' w—LIP L. rp: NrCA:1 . snc lneu> 1, ry. E-111: ICC: .1- ., re, rg William H. Krick Lie. Number70 07/ 19/20 18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. I C t,. , - I -- I - L 0 D ) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #3 Bot chord 2x4 SP #3 lt Wedge 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 2X4 (A1) 3 X 7 III 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART.—ENC. bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. Provide ( 2 ) 0.131"xY nails, toe nailed at Top chord. Provide ( 2 ) 0.131"x3" nails, toe nailed at Bot chord. 11-5-9 R=103 U=33 (1. 5 " m .) 2 -1 R=74 Rw=87 U=32 9-4-0 1-4-0 6 f 5-0-0 Over 3 Supports R=318 U=110 W=3" (1.5" min.) RL=59/-28 PLT TYP. Wave y>drlisssitliepttalirrrry O Design Crit: FBC2017Res/TPI-2014(STD){'„N f'+'Oh,, FT/RT=20%(O%)/O(0) 17 av -' ` 1TY:2 FL/-/4/-/-/R/- Scale=.5"/Ft. WARNING! — READ AND FOLLOW ALL NOTES ON THIS DRAWING! ' IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 1 T C L L 2 0 0 P S F R E F R 6 6 6 6- 7292 1 IIfIJ IAL AN I7W COMPANY 67511 Forum Drive, Suile 305Rhp e111ti5 odando•RE 3282I FL COA 90278 I ru cce In ra rl In, I,,ntlll n, nl IInal.allin nt) 1.1 Ar1 Rorer [ fall I , d r ncu to in 1y c n „ Irsrr. i,olrnciu o.v in1 I uTCA1 I .arcly I,It. nrl I, o n s! u i I tl narwise 1., alb D-,1 1 I I I Lnl 4 l l LL m 1 d II P Pe ly Ir f nii nr P l,;, ve n ml,v lnvaned n LII .1 1 1 n f II 0CS i fi DI 810, Gp1i nl Apply pl t f 1 In,' "I..- ah annve ul o, s........ 1.11 to ue f. < nI,S ,I ren nrre wi.a c. uer n mawl,{Is (+nA z ru sl:a tl„a nlnre uo.I Ci A h,+ne. a dwlsl n, nr nW Dul iain, co,nn noon Ls er m,o Inc. :Hall noL ne responslnle ror anv dev Tan on rr oiG,L dra•d1ny. any r,n ure to nun d Lne [f us.< In can rnn ma nce wl Ln Arls l/'II i, nr ror' nIntl In' J' sNl VninJ. 1, La naL n a'brariny or Lr,l„,:. A senl In 111s tlrnwiny or cover Daye lis[1 np Cols tlrewtny. ind111111 ecceD[e nce of prof asstonel any 7 neer inp responsibility n'rne Butldibe ngd0es9gneroDer ANTI.SI/TPI[InSet y end use or Lnls drea my r.r any sLruLcure is Ln yen .. ror...:,Ilnn>re r-nos 3nlrs uenera, pa0e. antl rsn wen s ALPINE: www.al pl nr l Lw.tnm: 111: .LpI ne 1. e r4: WTCA:Iw S nc I ndus L ry.I1 om: 1«: Iww S. I CCae re.ury a. 7 08 1 f L G: AT it f t tY1 AA+w ' 4 LS'/Q' AL , s illiam H. Krick Lic. TJ Ulllber 70,6 TC DL p BCDL BC LL TOT TL D 7. 0 100 0. 0 3 7 0 PSF PSF PSF PSF FDATE 07/19/18 DRW HCUSR6666 182001E HC ENG SSB/WHK SEON- 187579 D U R . F A C . 1 .25 FROM C K SPACING 24.0' 1JREF 1WC56666Z05 07/ 19/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 26659-1 -- I - EJ7 ) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP ',>`,2 Bot chord 2x4 SP #2 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 2X4 (Al) 1-4-0->j R=355 U=95 W=8" RL=116/-31 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Provide ( 2 ) 0.131"xY nails, toe nailed at Top chord. Provide ( 2 ) 0.131"x3" nails, toe nailed at Bot chord. 7-0-0 Over 3 Supports 12 3 9 R=167 U=86 3-3-1 9-4-0 R=126 U=5 PLT TYP. Wave Design Crit: FBC2017Res/TPI-2014(STD) ... R. FT/RT-20%(0%)/O(0) 17`T •' ` ')TY:20 FL/-/4/-/-/R/- Scale 5"/Ft. WARNINGI** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI IMPORTANT " FORMISU THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ` NT TC LL 20.0 PSF R E I R 6 6 6 6- 7293 a FE AN FEW COMPANY 67i0 Fomm Drive, SNl,e iOi 1 _ 1 is I P.e I 1 i tlll _hl 14 I I1 11 hracl,g Reler LD a,t foil , 1nn „ r s, ely Dract,c Drl 0.708 re I, q r sl- r,l cr n,ns. Il s;,l lnrs Ilan ornv-ne to Dpr l,y by , Der Ocsl. unless Ivey on aFwsse i r hn nl sr.an have proper ly n La then sl. rlm [oral saes tnlnN anh NDttum 1. nnl shall cave ., DruD er,y aLL h' In eelll,,. Lnratinns , wl`Inr uermanenl. latnrn, res[ralnl. nr wee.: °hall la e eracrnN lnatanetl n acs s C 4 n rawl. 11n0t. 1.,1 nY Bf:/ l Diln'6e 10[ n. . 11 1... L1h1-, s1 1. t, rluss 1I,n 0c,D nfnrma n1.. wiicsnvhh as IlIl hr, hA-[ zf nor,exsptaonhnsatDreDale n,(aDrl:e aDnynsnl el:vlnlna sL. i on friiiDiii« N*„ t n•: O 1TS1 1 ,0.••f a+(-',V! h ANSI/ DTPIhi, * e• l 1 lLnts se Aseal un 111, tlrewt ny or cover Deye 1lsttnp [Hls the NlnV. 7ntllCates ecLepta ace of Dr of ass 1pnnl anVineert np •+' ++ 1ty antl Rne pr [n,a tlrawl nR ror any :[rDetpre , to & S!AL , renppnslD n ,ty aple,y nor tee tlenlyn nnpwn. rhn :pn aon (} esp—IbIllty of the HNiltlt,q Oeslyner per ANSI/TPI 1 Seo. 2.nIiL TC DL BC DL BC LL TOT. LD 7.0 10.0 0.0 37.0 PSF PSF PSF PSF DATE 07/ 19/18 DRW HCUSR6666 I8200003 HC ENG AK/ DFL SEQN- 84348 D U R . F A C . 1 . 25 FROM J H 61SPACING 24.0 JREF- 1WCS6666Z05 OrlankK 32S21 FL COA HO 278 17Dr h , nrDrinn1, Lhl. /Dh.sNeliernl ,rites Da ye a tl these wep si[ A1.1 INL: ww.a 1p 11 uti w.c ,'; III; — LDI- L.DrN: -CA: . I she i nuns t ry. e rim: 1CC .il. a(e.e q. illiam H. Krick Lie. Number 70 07/ 19/2018 THIS OWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Cbbb J-I -- I - LJ/A) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. 2X4(A1) _ 1-4-0--J 7-0-0 Over 2 Supports R=355 U=96 W=8" (1.5" min.) RL=114/-31 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 2X4 III 3-11-6 9-4-0 R=248 U=88 Design Crit: FBC2017Res/TPI-2014(STD) o0p' H, PLT TYP. Wave FT/RT=20%(0%)/O(0) 17 a`1 a''• 2 0TY:3 FL/-/4/-/-/R/- Scale 5"/Ft. WARNING!** READ AND FOLLOW ALL NOTES ON TI{IS DRAWING! RFq IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. .T r TC LL 20. D PSF REF R6666- 7294 lrus vu rcnulre ex Lreme c,re In fabrleatl ng. Na nrlling, shl nPl ny. In5 to 11l ng :urtl Nraeln9. Re1eP [ an 1e11 I„r.ea; aril 1.1 pl pr GC 1l 'INnl ,,,l n, C 1,111.n1.. sarer.y Inf, rnia Ll pn. Ly TPI n<I IITrA, lilt a1eLy j__:1; nrl o. 708 t T C D L 7 0 PSFF DATE 07/19/18 erfnnnl uy those huu.11ons. Ins tallpr's mall provlrle tempo nxy Lrati ngaper BC51. unless np tetl oil@rw15e an nave nr openly aln.a [nail sl.rr¢t r rrel sneatnlrr, ann Lottnm cnnrn aeon nape a pruner ly act r1tryy}}$$ W DRW HCUSR6666 18200120r'' r rl. In , Ir- s I Inn narma rent Iv rr,v rear i [ r Ls r n L r y - cI n a PCs E BC DL 10.0 PSF 1 4 ^ v .i r9 G/ N10 a. p 11 1= Ann1Y mare} rn noel f Li 1 r 51 ti In L ¢1ntl o I.I Ir Ile La lis I...1 t J ,Ll 11, LA Rernr to clrawlr yR If. t1A L nor stilt ,la rtl Vlnl:c npAl l.ln , 1199 BC ILL 0.0 PSF HC-ENG SSB/WHKIIILJIJIArnlne..; all ,•islnn n1 uu Du nel ny cn ann nail is croup Inc. mall not Le .es nonslhle tilt ., ny ne latl nil rr'Gy s+, 1 SEON- 187597ANITWCOMPANYlraveln9, any ral I.,1 En Lul ltl the truss 1n conrormanee Wt[N ANSI/TVI I, or nor na n[111 ny, sh1nniny. Installala pn A nrar,lny nr Wc,••. 1 .•'' TOT. LD. 37.0 PSF A seal In 111, tlrawi nW or cover peg, I1ating this the Wlnp, intlicetes acceptenca of prof esf tonal enWineer7ng esp onsipillty solely for the tlesign sir ow n. The suttab111ty antl use of CN15 tlrawi ng for any i[r ucture 1s [N h 6730 Forum Drive, Suite 305 responsibility of the Rulltltng Designer per ANSI/TPI 1 Sec.R. iY L AC.N DUR . FAC . 1 . 25 FROM CK SPACING 24.0' 7REF 1WCS6666Z05Orlando, FL 3292 n c urorear.l,r thl.. jpL s yeraral rnLes mJe -d tm;se wIPI1'wFLCOAN027NALPINE: w .alniI irt. W.o i, - pi us L.ory: NTCA: .sL i,o try.r.nm: ICC: waw.ltrSafe.pry illiam H. Krick Lia Number 70 61 07/ 19/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR. LDU J J - I -- I - U1-fFL TJ Top chord 2x4 SP #2 Bot chord 2x6 SP SS Dense Webs 2x4 SP #3 Special loads Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.45 to 55 plf at 8.67 TC: From 28 plf at 8.67 to 28 plf at 11.06 TC: From 55 plf at 11.06 to 55 plf at 13.67 BC: From 20 plf at 0.00 to 20 plf at 7.06 BC: From 10 plf at 7.06 to 10 plf at 11.06 BC: From 20 plf at 11.06 to 20 plf at 13.67 BC: 2329.59 It, Conc. Load at 7.06 BC: 1079.05 lb Conc. Load at 9.06.11.06 Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. It is the responsibility of the Building Designer and Truss Fabricator to review this drawing prior to cutting lumber to verify that all data, including dimensions and loads, conform to the architectural plans/specifications and fabricators truss layout. 08 = 2 COMPLETE TRUSSES REQUIRED Nail Schedule:0.148"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 5.75" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. 08 (R) I// 4X4(A1) = 3X7(A1) L—:1-4-0->J 3-8 2329# i -E 13-8-0 Over 2 Supports R=2247 U=687 W=8" (1.5rr min.) Design Crit: FBC2017Res/TPI-2014(STD) PLT TYP. Wave FT/RT=20%(O%)/O(0) 17 J 41ARNING!** READ AND FDLLDH ALL NOTES ON TII IS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. T toss es 12nulre e [ eme are 1n faDri[atlny, na ndll ny, .chippiny. Ins talllny and braclny. Refer to — roll la[r•.s 1: adi l.lan aTr9CSlr (Dnlldlny ConiPonenl. Sa re Cy Infra rnia r,i on. I,Y 1P1 nd IIT CA J fir saf,LY Pracf,lc,s pre r her of r l y Lne.te n,nctlons. Ins l:al lcrs :Hall Pr ev lee temnora ry nranine her ncs t. u,l ess ,D tea otly rwlse on ,: rd sl an nave nrenerly alLacnea s[rnc Coral sne„Lnl oy and noctnm snore mall nave a Prover lY ae yjwtrlyidlceillny. Loca Lions shown (er permanent la Leral res[ral nr. pr wens .shall leave nraclny Inx Lalletl L GCS a rl el .Jnl nl;f 3etails, gri el e.ss snnGed1pl.l erwlsePplR eOerl tp crawl nysl lf. (IAUZ fo rs s tar,aaresplane poll 111 wnsanov na a A lPl ne, n divlslun oY "W Dun aloe ComPo ne rats Gr-r Inc. wall not ne onslnle for dnY dev la[Ipn rr j wlny, any f,l lire Lr nul ltl [ne Cross In canto rma race wl[n ANs UTP1 1, orpPpr na ndllny, snlpVlny, AN ITW COMPANY Install„r.l on x nraclny or Lrussr s. A 1111 on tots drawl nV o . D..* ltstl.. thls drewlnV, Indicates e[-It e race 11 Pr orasitDnel enVl ne erD :Dons lnl 11 ty solely rot [Aeetleslgn shown. Tne sultaR111ty and use or cols tlrawtnV rot any s[ruc cure Is th 6750 Forum Drive, Suite 305 espo-11,111ty pf the Rwtldl,g DeslVner Der ANSI/TPI 1 Sec.2. Orlando; FL 32921 I7or more nfprina r. o, tnls jnn's y--" iote.s pay e. and Lliesr wen Itcs: ITPIFLCOA90278ALPINE: .alpine lll:w.cnm: w.Lpl nsL Dry: NTCA: .sDClndustry.cnm: ICC' .Iccsafe.ory \ 5-0- IINNttigLryt ¢ P. X4n'Vx—"',QTY : 1 0861 Je AC Rs NSA 100 liam H. Krick Lic. Number 9-4-0 R=3239 U=958 W=8" (1.636" min.) FL/-/4/-/-/R/- TC LL 20.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT. LD. 37.0 PSF DUR,FAC. 1.25 SPACING 24.0" Scale=.5"/Ft REF R6666- 7295 DATE 07/19/18 DR W HCUSR6666 18200092 HC-ENG SSB/WHK SEQN- 187617 FROM CK JREF- 1WCS6666ZO5 07/ 19/2018 THIS D41G PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 26659-1 -- I - H11A) Top chord 2x4 SP #2 Bot chord 2x4 SP M-31 :B2 2x4 SP #2: :B3 2x6 SP #2: Webs 2x4 SP #3 J) Hanger Support Required, by others Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 4X8 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4X8_ J A14 ., ,, ., -- 3Ad ..._ 1_.— t.., ..r 3X5 (Al) 7X10 = 2X10 III 11-0-0 6-8- EE 28-9-0 Over 2 Supports R=1159 U=351 W=8" (1.5" min.) RL=128/-115 Design Crit: FBC2017Res/TPI-2014(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 17 11ARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 1 rri testhelaL,s[ rJui Llri e ex Creme cdre rn ird hrlca Ll ny, hdnNll1ppilnyn, L.nx TLPalliny WndCAhracln9. fR,etyrerDrto Cdif 1 I ,Ile ra Uhl n n v r' ar T9 Der Hcst. ur less J 1:I r. 1,11 1 D'nV 1 tt .e s.r Ltu 111,II tl I LL,1 Lrortl Sr dll navy , DrIp ly C { ri liJII y L tl r f r Vrrmar ent I 1 I r ebs it ,Il t,ve Lraciny rr G 11 tl ri AIL HID DII ,ble ADD IY DI L ,,. 1 r - f rr dntl VnsrttDl ,s alr hov_ tle Jol rL Ilr Lai 1. ,e lr, rptetl oClie rwiae Ner .r to tlrdwlr {i IGDA Z iDrts [dr tlarll pld Ce posl tl Dn. A 1p lne, a ,11v1 sl on of Ina Nun tll n9 Com pnnenLs Gr nun Inc. matt not be resDnn.v'1 Dle rnr any tlevldLinn PrE1 Ondlny, any rdllur e. Ln hulltl Lh r. Lruss In can(nrmnnce wl[n ANSI/TPI 1, pr ror ndntlll ny, shl ppiny. AN ITW COMPANY I -Lally Lion A braclny or Lrusses. A teal on tnla Drautnv or cover pale ltttlnl I'll OrewinR. 1nOtcetet accepts nce oT prof etsionel enllnaarl responslDillty solely ror the tleslln shot/ n. TDe zui [ a Dtllty an0 use of [Nis tlraR[nl for any structure Is 67.10 Forum Drive, Suite 305 a ii—i Dillty oT the HullOtnl 9-111 er per ANSUTPI 1 Sec.R. Orlando, FL 32521 ror n nrorma tlnn ., •.e ti— , lob's yener.v rote., Day, e d these w sites: FL COA NO 278 ALPINE: w .a l o Ines Lw.com: TPI: w.w, Lpi- L.nry: WTCA: lee w w.lcesa r,.nry Q 1 J f'S1 V • ` ee' • k,S/ ONAL 14 ' H:~**,r liam H. Krick Lic. Nun R= 1079 U= 318 TY:1 FL/-/4/-/-/R/- TC LL 20.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT .LD. 37.0 PSF DUR.FAC. 1.25 er70 61SPACING 24.0" 1- 2 9-4-0 + Scale=.25"/Ft REF R6666- 7296 DATE 07/19/ 18 DRW HCUSR6666 18200093 HC-ENG SSB/WHK SEQN- 187603 FROM CK JREF- 1WCS6666ZO5 07/19/2018 26659-1 -- I - H13A) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 SP #2 Bot chord 2x4 SP ',,2 Webs 2x4 SP #3 Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. 3X5(Al) 3-0- 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 4X8= 4 X 8 _ C A 4 IT - JA--P= JAO= - CA`+ III R=1156 U=349 W=8" (1.5" min.) RL=154/-161 I— e -O -V —I- 28-8-0 Over 2 Supports 9-4-0 3X5(Al) R=1075 U=311 W=8" (1.5" min.) Design Crit: FBC2017Res/TPI-2014(STD)PaH PLT TYP. Wave FT/RT=20%(0%)/O(0) 17,44 7•` '°•1 ,''';OTY:I F L/-/4/-/-/R/- Scale=.25"/Ft. WARNING!** READ AND FOLLOW ALL NOTES ON TII15 ORANNGI IMPORTANT" FURNISH THIS DRAWING 70 ALL CONTRACTORS INCLUDING THE INSTALLERS. i- TC LL 20.0 PSF REF R6666- 7297 a IILr AN ITW COMPANY 7 i0 FONnl fil'C, $Wlp 7(li Orlando, FL 32821 FL COA 90278 lr Nsses reNhire extreme care In ra Drica Ll ny, ha n[I11 ny. .shlPpll,y. ins Lal 11 ny antl Dcl ny. Rerer tp an roll Ne ,acesc etl n.l°„ or Resl (Nuiltliny epmn°ne,r, sarery Inrnrmac;o ey TPt a m u7eAJ n,r arecy praLn cY nrl t r I r I sc II r n n -e r n v Drat lny Her acst n,iess -Len cry wise n I n p ly II. r e t tl I rr 1, LrFre van n,v a oral ty rr Ms• r'I y10 -I- y L [I i t r D t l l I t i t l ¢Us stall lave hraciny to r II tl 0 ii.. i El. NI 810 pll DI ApOrY I r cl - f truss antl posiLton as sl D e ntl oil e lninl uelan ,le5a ,otea sate v,5e. uer _r to nrawl, is IGOA [ rot sLa nnartl state oosl tl ,,. A ln ne, a tllvl sloe nr IT11 11,11 11 cumpnne nts Grnl4, Inc. mall noC Dc re spnnslhle rot any eevld 111 nn `47 ny, any ra more II Done [Ile cross In Wulf nrmance wl Lh ANSI/II'I I. nr ibr handlln J, shl pPing, L,s [a Harlon A Lracln!I or [r asses. IF-1 A.1111 en this tell NO or cover °ape "It", thls 0, avinp. 110111tes acceptance pf pr of ess tonal enpine ar my ns lDl It ty solely rot INe Ueslpn shpvn. The suf [a Dl llty and use pi Chls tlravtnp for any structure 15 th resp—IbIllty IT the Nulltlrnp Designer per ANSUTPI 1 See.2. Fir a,nre Infvrma tln„.,ee t0;s inh ., 9-11,11 notes Paye ana l.nese.,eh al tes: ALPINE: .alnlneltv.cnni: TPI: v.tnlnp L.ury: MICA: vv .shcl neusLry.tnnC [CC:.l afe.ory U. 1708 A A ,yP, l fip'°a• `•.•++ ` CL,. t •m n • illiam H. Krick Lie. Number 70 T C D L 7 .0 P S F BC DL 10.0 PSF BC LL 0.0 PSF TOT LD 37 0 PSF DATE 0 7 / 1 9 / 1 8 DRW HCUSR6666 18200094 HC-ENG SSB/WHK SEON- 187623 DUR FAC 1 . 25 FROM CK 61 SPACING 24.0" JREF- 1WCS6666ZO5 07/ 19/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. 26659-1 -- I - H3) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set '138" uses design values approved 1/30/2013 by ALSC Left side jacks have 3-0-0 setback with 0-0-0 cant and 1-5-6 overhang. End jacks have 3-0-0 setback with 0-0-0 cant and 1-5-6 overhang. Right side jacks have 3-0-0 setback with 0-0-0 cant and 1-5-6 overhang. 4X8 2X4 III 3X4 (A1) = 3X4 (Al) - 1-4-0 J 1a1l fc 13-8-0 Over 2 Supports R=630 U=188 W=8" (1.5" min.) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS. 1 hip supports 3-0-0 jacks with no webs. Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. 08 - 5 9-4-0 L,1-4-0,J 3-0-0 _I I R=630 U=188 W=8" (1.5" min.) PLT TYP. Wave Design Crit: FBC2017Res/TPI-2014(STD)`yH• FT/RT=20%(0%)/O(0) 17-'"•l,'''OTY:lit FL/-/4/-/-/R/- Scale=.375"/Ft. a AN FEW COMPANY i7S0 Forum Drive, Suite 305 011ando, FL 32821 FLcoA90278 WARN INGISH REAL AND FOLLOW ALL NOTES TIIIS L AWING! ' IMPORTANT" FUG! THIS ORND FOLLOWTO ALL CONTRACTORSON INCLUDINGG THE INSTALLERS. i rn sSes r,:nulrC a creme care In fa nrl ca Ll nn, nandling. snlPPlr,<J. InS Lalling and nraclny. Refer' [o an'foll Lhc laf.esc CdiLion DCSI 1D11 liINf Compmrent Safety L,fnrniaClou. ny TPI anp NTCAI far safely nraLt;c¢: Pri Ln Pcr(nrml uy [nest fu nc icons. Iris l:allers shall Provide temnubrar.I ny'Per SCSI. unless no r. r. <t och, r i e Lon clip rtl shall nave Prone rly -I., Cheri 01-Lurel s11-1nlny antl en[tnm chnr0 Shall nave a Pro her lY atPt r iyin cen lny. Loc.. Cln rs sr ,, ror Permanent. la[era, resLralnc ur wee: shall nave urac,r,y ;es[a,led P Titise sec Lions s3. D/ or BID. as aPPll[ael e. ADDIy plates co each race pf Lruis and polltton as shown aeov e' n oiwLee .loin[ Ile Lalls, unless holed ocnerwi5e. Refer Lo drawl n95 16OA-Z ror scauda rd pia Ce Post Glohs. A lnl ne, a ,uvlsinn of ITw Nutldl ny Comnnnents croon Inc. snap noL IR r sP—S11)1e ror any devlaLI— fro$ Y drawln9, any fa uurc Ilu nun d Lh r. truss In conPnrmance w1Ln AN51/TPI 1, pr ror Oand11 J, shi pP ny. InS Lnlla[I nn A nraLin„ Pr Lrp„es. A senl an Lola tlrawl nV Dr cover Dave Itsttn, this 1111111 Indicates acLeptenc• of DrDf esstDnai enpinaerl nV respons to n1Ly solely for [ne design :noun. Tne su1LaO11tty end use of cots Orawtny for any s[r uc tore Is LnU e SppnslnD 111tyIftheGuildlnyD-lyner er ANSI/TPI 1 Sec.2. doe- s y —.1l nn Lei na ye and Lnese wen sites: PINL: w .alPineiLw.cnnC TPI: ww-011111-19: -CA: ICL: w .secludus y.Lnm: wafe.pry t' i o. 748 1 s CA 0 I'S V e fi .y F F,•.; t,ea,., t,.,''' Ci * Q A,+'' Wqp ri illiam H. Krick Lie. Number70 T C L L T C D L BC OIL BC LL TOT. LD. 20. 0 P S F 7 .0 P S F 10.0 PSF 0.0 PSF 37.0 PSF R E F R 6 6 6 6- 7298 DATE 0 7 / 1 9 / 1 8 DRW HCUSR6666 18200095 HC-ENG SSB/WHK SEQN- 187594 D U R . F A C 1 . 2 5 F R O M C K 61 SPACING 24.0" JREF- 1WCS6666Z05 07/ 19/2018 r THIS DWG PREPARED FROM COMPUTER INPUT (LOADS B DIMENSIONS) SUBMITTED BY TRUSS HFR. 26659-1 -- I - H7) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 :T2 2x4 SP #1: Bot chord 2x6 SP #2 Webs 2x4 SP #3 Lumber value set '138" uses design values approved 1/30/2013 by ALSC Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-5-6 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-5-6 overhang. Right side jacks have 7-0-0 setback with 0-0-0 cant and 0-0-0 overhang. 1,-4-0 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS. 1 hip supports 7-0-0 jacks with no webs. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4 X 8 5 X 8 1,1-4-QI 9-4-0 I, 7-0-0 _I, 6-0-0 _I, 7-0-0 I 20-0-0 Over 2 Supports R=1534 U=464 W=8" (1.81" min.) R=1534 U=464 W=8" 1.81" min.) Design Crit: FBC2017Res/TPI-2014(STD), tI,1, H, rnf rJy` l PLT TYP. Wave FT/RT=20%(O%)/O(0) 17 "•I' / TY:l FL/-/4/-/-/R/- Scale 3125"/Ft. WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING. THE INSTALLERS. Z T C L L 20 . 0 P S F R E F R 6 6 6 6 7299 i rp aces rcgn lre ex Lreme care In Pa brl[a L, nx, hantlll ng, al,l ppin9, I2 naLalllanCAtl br af[r aIn9. fReferCo an full L b,: latea r. tllLlon nr 6CS1 rR„ Itllny tpmnone nl. SafeLY InTnrmaL, n,,. LY Tnl an„ VIT, „s etY pre[t,[: pr, Y u. 708 1 • T C D L 7 .0 P S F DATE 0 7 / 1 9 / 1 8 1 ! .. I [ 11 ' 1 ,I1 p -tl r P 1 vlr9 prr fiCSI Ih less n,l etl oLl,rvlse L I a 1 ,11 p un 1/ rr r 1 I. tnr 11 Lr , l tt m Lr ,rtl v,n l,vr , prp ,er y lace i LLI r ( L 1 1 I t i t ( ha sh,ll rave brn1,9 ine La llatl x BC DL 10.0 PSF DRW HCUSR6666 a ri Jil 3 p p5• 63. O 61D 11 hl pplY pl L r Ir, ,' rp ti o, as aM1own ahova n,l p i. [ 3pI,L netaneanpLetlpLnervlaeaere,' tp nrawL.Ha I6oA z rpra:Lantlartl plate uea, up„s S © d+4 F` B C L L 0.0 P S F 18200096 H C- E N G S S B/ W H K e Alpine, a ,1lvlslnn ofITWxn1101nyConiponentsr,r unp Inc. Shall noi. I,e spp nalble far -Y tl-1— on fro¢ L p ravel nD, any tnllur e. to hulltl [h r. Crpaa In confprman[e wltn ANSI/TI`I t, or 'or hentlllny, shippin l. t•,,.• AN ITW COMPANY InaLnI,a Ll pn A brn[InI pr Lrpaepa. c;••;• TOT. LD. 37.0 PSF SEQN- 187661 A see, on thls tlreul n0 or cover De4e ltstinD this OrepinD• 1nO1[etes eLLa pte nee of Drolesslonel engineer l n0 respo nsloi 11 [y solely for the 0..19 shoe n. The sul [aG111[y entl use oT LMa tlrevinN for any structure 15 th respons,bn tty pf the Bui ltltng Oeslyner per ANS UTPI 1 Sec.2. z SS/AL p DU R F A C 1 2 5 FROM C K 6790 Forum Drive, Suite30? ArMwI1N5 61SPACING 24.0" JREF- 1WCS6666ZO5 OrI ndo,FL 32821 FLCOA9027s Fur a Job' s Yenerel nn Les na ye ann obese ueb al Les: Pirlr.: vvv.alplunlLw.[nm: TIE:v vr.ICpineL.orx:.TCA: w .ab[IntlpaLrY.Lnm: [CC; p afn.pry illiamH.Krick Lic.Number70 07/ 19/2018 r" THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER, kcu—-! n/.ti/ Value Set: 138 (Effective 6/1/2013) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10. CLOSED bldg, Located anywhere in roof. RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC DL=5,0 psf. Top chord 2x6 SF ;r2 :T1 2x4 SP #1: T4, TS 2x4 SP #2: Rot chord 2x6 SP ;2 :B2 2x6 SP SS Dense: Wind loads and reactions based on MWFRS. Webs 2x4 SP ;r3 Right end vertical not exposed to wind pressure. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC J) Hanger Support Required, by others a) 3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun 0.128"x3",min.)nails @ 6" oc. 1 hip supports 7-0-0 jacks with no webs. Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-5-6 overhang. End jacks have Deflection meets L/360 live and L/240 total load. Creep increase factor for dead 7-0-0 setback with 0-0-0 cant and 1-5-6 overhang. Right side jacks have 0-0-0 setback with load is 2.00. 0-0-0 cant and 0-0-0 overhang. 4 X 8 6 X 8 = 2X4 III 05 — 3X4-- 5X12 - --1 s 4X8 (A1) - 3X10 = 1-4-a 1_ 7-0-0 _1_ 20-5- 28-9-0 Over 2 Supports R=2192 U=651 W=8" (2.586" min.) bX8-- `"' ` 4X8 (R) of 21-5 9 4-0 3X10 III 1-3- R=2330 U=662 H=H1 PLT TYP. 20 Gauge HS,Wave Design Crit: FB T/RT R20%/(0%)/O(0)( STD) 17® P " s TY:I FL/-/4/-/-/R/- Scale=.25"/Ft. WARNINGI " READ AND FOLLOW ALL NOTES ON THIS DRAWING! T C L L 20.0 P S F R E F R 6 6 6 6- 7300IMPORTANT" FURNISH THIS DRAWING TD ALL CONTRACTORS INCLUDING THE INSTALLERS. i ru ssrs reo, Ire er Lr 0" c,re In faprice [I n9, na n[I11 ny, sl,i ppinq, Instal ll ny antl br I CI SA Re rer Co '1'I'l oll o. 708 1I.ne lal.nsl: etlicion of 561 '(Bulltliny Component. sarety Inrnrniatbn. LY TPl nd WTCAI far sarR1, 1" pre I'JCZT. Pr1 Y / [Jl} 7 T C D L 7 . 0 P S F DATE 0 7 / 1 9 / 1 8 Perinrniin9ctiesefuno: ciors Ins callers mall p VV Itle Lenipnrary bra n9 per DCSI. unless nntetic nlai Ctwise op ,- , shall 1 e pruner w ac+acnea sl. r,mcwal snea cnlny a,m bol. com cnnra .a.„n nave a nrpnerly act eeuly. Ip nw, rnr permanent. Interal rescralnc pr wm,s snnll na e brnefny Insl.aned p, ncs « BC DL 10.0 PSF DRW HCUSR6666 18200097 1 ctiorn na, 'I orvnl0"I as a'I,' nle. App1Y Plaf:es Lu each l "1 or Lr uss antl post Ll v, as shown aLove r Q j{ !'1 e j Lne .Ipl, neca n,. ,,,,le.. ppretl ocnerwl.ac. xerer co nrawlsrrs Iron-z rot scannarn pin' a no..fcions. 7 11 V 4 L ~. c, F BC LL 0.0 PSF HC ENG SSB/bIHK All, a tllvlslnn or ITw Nulltllny Compn ne nts Croup Inc. hall lot be ,esp pnsl ple f nny Oevlu [Inn fro t 1 I ny, any rat lure Co Ou11rl Lne truss In rnnPnr ma nee wlth AN]I/11'1 I. or Yor na nc111n9. snlVpl ny, e . AN ITW COMPANY '<i„I,nLlpn A nl„cln, pY Lrn.<e=. .'fi .,,,,,,,.• `, TOT. LD. 37.0 PSF SEQN- 187611 A Seel on this tlrewlnV or cover Deye lts tlnp Cola Or ew Iny. Ind+eetes esceD [e nee of Drofa ss tonal enyl near tn9 resyonslpll Ry solely ror the tleziyn snow.. Tne sul[aD11RY epd use oT tuts Orawing ror anY siruccure is to yA D U R F A C 1 2 5 FROM C K 6750 EDrum Drive, Suite 305 responslpHes ilRy pr cue utldinyDlynerDerANSI/TPI I sec.2. 3jrMR4tA0w7ut+ptA Orlando, FL 32821 ror mare rorma Lf n,l see 1,1— pnb's yrneral 1.1, antl Lneee wen .. SPAC ING 24.0' tJREF- 1WCS6666ZO5 FL COA 90278 ALPINE: .a i pi„ef'I.w.c. . IPi: .Lpl -L.I Y y: WI Ii1-IS try.c 1- ICC:(1 ,. ,all:.orN illiam H. Krick Lic. Number 70 61 07/ 19/2018 26659-1 -- I - H9) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP '#,2 :T2 2x4 SP #3: Bat chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "13B11 uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4 X 8 = 4X8= 3X4 (A1) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 20-0-0 Over 2 Supports R=991 U=403 W=811 (1.5rr min.) RL=130/-130 9-4-0 3X4(A1) R=991 U=403 W=8" (1.5" min.) Design Crit: FBC2017Res/TPI-2014(STD) ...H,. PLT TYP. Wave FT/RT=20%(0%)/0(0) 17 1 •" I. 11 '1TY:1 WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRANING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. l nls vu rerw lre ev creme r,re in ra hrl rn Ll l,R. Dann nnR, :n1 nD1 nR. 1n:1.anlnq ano maclnn. Rerer Lo anc$'ron. 708 1 t li r. la 1. rs r. -nll.i nr BCSI (Onilrli liy cun nolie rrt Sa re Ly lufo rm.; Li on, ny TPI alto IITCAI 1r .nf-ty I,rac r.ic ur1 n-r rnrmi rly t. eye rnnctlons. Ins Laller.s shall orovitle Lemnorary nra ny per Bc51.0nle.ss nnl. r. rl ntllm'I-ae Irvcnnri slmll Love Prroner'ly al. Lach,d .q r.n¢'r. rat nR ann noLcnm ch or'tl mall nave Draper ly aCr. 1Dc in r. einnR. tncaLl ons sn own n,r D,rmon, nr. lat,rat strainr. or w an nave uracl rlR .an,n p Les s !% r r cl.lons B3. R% u' 810. a npllcam e. dPDly Dla Les a[ ,ne of-1 r'u ann ppsi 1.1 ou mown aLov- ul p Q jLT Q LLe .In inL Ile tally. Ilnlesa4noLerl ol:nerwtse. Ner,r I:o rlr awl nRsri60A-2 ro rss Lannartl pla le post ti ons. "" A7 f"a1 •[[[ A lnlne, , nlvl:lon nr II'IJ Bnllni ny Cum po nenL.s l:ronn Inc. s,all nor. ne ,:Inle for' , v Lev l;iclnn fi 1lrrlrawinl, anY rnllure Cn nulltl cne truss In cnnrn r'mnrtce wl l ANSI/TPI (1 snl l ,rorrprLnnn1n9rrVnANITW CO MPANY In<La11a t1 on x marl nil ur tr uccrc l ,.° sent on Cols tlrnwlny or cover Deya IlwnTne s...R tots tlravlnR. tntllcetas eccep [e nee or Drof esslonel enRl neertn0 4 r e:D.-- Guttysolelyrorthetleslynsho. suf Laelll[y A ann use of cols nrewing ror any strut Lure Is ch SSj 3NA1. G7 in Furum Drive, Suite 30S re:Donelhnity or the BunalnR Deelyner Der ANSI/TPI I Sec.2. tra tRRNAYAt ri Orlando, FL 32821 ror Iln nrrorrl a l.i ,r r- 1,10, ,pm s yell, rat note: nay, no Lne..- wen :Ices: FL COA 90278 atPlml: ww.alnl lr, lrl.w.nnnl: IPI w.Lpi-I.. o, R; NIC A: ww .: hr.lnaus try. r., Ica www. . .ane.ory illiam H. Krick Lic. Number 70 TC LL 20.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT. LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale=. 312511/Ft REF R6666- 7301 DATE 07/19/18 DRW HCUSR6666 18200098 HC- ENG SSB/WHK SEQN- 187669 FROM CK JREF- 1WCS6666ZO5 07/19/ 2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS HER. 26659-1 -- I - H9A) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Rot, chord 2x4 SP #2 :R3 2x6 SP #2: Webs 2x4 SP #3 Lumber value set "13B" uses desion values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 3X5(Al) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC DI-=5.0 psf. Wind loads and reactions based on MWFRS with additional CRC member design. Right end vertical not exposed to wind pressure. 7) Hanger Support Required, by others Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4 X 8 = 2X4 III AJ`jr, J) kn/ /it 7X10 2-2 12 9-4-0 III 1-4-0 1, 9-0-0 ,I, 10-8-0 I, 4-5-8 _I, 4-7-8 I 28-9-0 Over 2 Supports R=1159 U=351 W=8" (1.5" min.) R=1079 U=322 RL=103/-75 H=H1 A ..,ut1i45i111 Gip1fYrytrrttr Design Crit: FBC2017Res/TPI-2014(STD) M H. 0TY:1PLTTYP. Wave FT/RT=20%(O%)/O(0) 17 e• '••YY FL/-/4/-/-/R/- Scale 25"/Ft. WARNING!•" READ AND FOLLOW ALL NOTES ON THIS DRAWING! s4 ! IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. X A y I TC LL 20.0 PSF R E IF R 6 6 6 6 7302 T ri,s ses nlre e 1 eme are In ra brlcatiny, hp nlllny, shlnpin9, ',I Lallin1 an hr acl nl. Refer ., toll la l.,e.v.r tl Ripn rrucsl`Ix llel„ emm pnenc sa re l.v I„n,rm,, la e,. oy TPI nl wTcrl u,r sa n:l.y nracn'WNs nr np Lhesc fiu¢rinns. Ins toilers mall vide Lemnura ry 1 ,,i ny goer Rcsl. unless t.,;d n[yla a.7© TC DL 7 0 PSF DATE 07/ 19/18 oerfnrniip°r rn sl r,ll have prnnnrly lacl,eo s cl.ural i eachl ny ,nl l ' rcd sr an n.,ve a rm,cr ly a ,,lYen BC DL 10.0 PSF DRW HCUSR666E 18200099 1 Q O sc GJ D1 6ln ll 11 Iv I c r n l - r wn aeev ann o Ll l 1 C l R eD t r o , el„ ,, LL• AT fl t = BC LL 0.0 PSF HC ENG SSB WHK Lr`l All - ]1 I1W H Ilal J C L [ I I ,nl he I11 f Y ,1 viol inn rr Jr' y I _ r i I1 1 -', 1i ,nf ,rn; ore with AN]I/TPI I, nr ter h,ntllln J, sh9pnl nl + V SEQN- 187606ANITWCOMPANYlr.lallatlon N,af ,y nllhs ,.s. l dg TOT .LD. 37.0 PSF A tent on thlt Crawl ny or cover Daye Its Clop Cols tlrawf np, Inalca [es ecceDtenca oT DroTatslonel enylneerin respond Dillcy solely for the aeelyn shown. The sultaalllty and use oT cols tlraRing ror any structure 15 to F(T L. 44% Ii,/ i+ D U R F A C 1 2 5 F R 0 M C K 6750 FONm Drive, Suite 3Di esponsinility or the yullainp Oeslyner Der ANSI/TDI 1 Sec.2. bly) yj4Aa` 61SPACING 24.0' JREF- 1WCS6666ZO5Orlando, FL 3"" Per mire rtermac"', .,, this Joe s yenaral rotes na ye and LW— —1, sites: I¢: illiamH. FtcoAanns NR: alninel'cw.am,: TPI: v.cpinsc.ery: WTCA: clnnnsl.ry.cpm: w.., .anx.pry Krick Lic.Number70 07/19/2018 P- 26659-1 -- I - HJ3) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP ',,2 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS. Hipjack supports 3-0-0 setback jacks with no webs. Provide ( 2 ) 0.131"x3" nails, toe nailed at Top chord. Provide ( 2 ) 0.131"x3" nails, toe nailed at Bot chord. 10-7-5 3.54 R=51 U=28 (1.5' mi .) 1-6 13 9-4-0 R=16 2X4(A1) 1-10-10—,-J 4-2-15 Over 3 Supports R=178 U=73 W=11.314" (1.5" min.) PLT TYP. Wave Design Crit: FBC2017Res/TPI 2014(STD)`' FT/RT=20%(0%)/0(0) 17 H. ,',0; f. '••, '-, OTY:2 FL/-/4/-/-/R/ Scale=.5"/Ft. WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! + IMPORTANT " FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. y4 T C L L 2 0. 0 P S F R E F R 6 6 6 6 - 7303 I rlr ccc r of lre v[rre Inn llwraecpmrl[l.ninrln1er, .r. ea nrll lnn, sl,i pptnn. ,.talllnq ann er'n[Iny. Nerer Ln a tollmLwn[D" csl tn rnnuasa re l.y Irrrn rm,:Li m, ov TPI na aTCA1 ror .<a recy I Lil nrl LI etr r rin mi nyloneCions. In alters all provltle emPorary hraclu9 a per ncs 1. Dnl ess ri 08 1 TC DL 7.0 PSF DATE 07/19/18 DRW HCUSR6666 18200100 BC DL 10.0 PSF AIL AN ITW COMPANY 67;O Fomm Drive, SHite 3O5 Orlando, FL 32921 FLco,aao278 rlm s RI DtRID , ann ura6l nm v n 1 r a ,. I am u s IOLerI oCl i- Ncl L 1 I ) 1611\ L L 1' t! nla C Unsi L1 Q All ne .. innofIIWenlltlln96neL5Crnincsh11LenslhlefornnyWe1Innrewlny, any ra Wore L, OuiIJ L r. [r uss In confnrma n[e vltn AN51/fPl 1, ur fOr hanou ny. .ah 4,p1 n9, In.l.,l is cl nn x era[lu l nr eru..l•+ . A reef on tots 0"'tnV or cover peye listl np Lhts tlre4l nyintllcetes eccepte nee or proresslonel enylneerfn esyuns. U,;1[y oiIGey Rp,ltl,nytl- Tneroper ATh NSI/TPI`le$ectyantl p:e er eel: the W,ny rpr eny eLr p[c pre rs cn ror nw re I rprman nor s ;s jobs 91--1 rr s nave am L11— vet, sl r.es: ALPINE: w .alP;nelLW. cn^. TPI:'w .t. 1 1.-1.: WI w .,e[I11—Lry.r-°m: [CC: vw.i°[snrr°.n, c 7 e •1 e•- I •«•\ e*,re• Z ''1 •` ' 4% t,, yP"`delt ill iamH. Krick Lic. Number70 BC LL TOT. LD. 0.0 37.0 PSF PSF HC E N G SSB/WHK SEQN- 187588 O U R . F A C . 1 . 2 5 FROM C K 6ISPACING 24.0 JREF- 1WCS6666ZO5 07/19/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. coo»- I -- I - "un) Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP ,'I,2 Bat chord 2x4 SP r2 Lt Wedge 2x4 SP ',,3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC The following trusses need concentrated loads at the end of their overhangs: 3-0-0 span/setback member on the 0-6-8 cant side requires 30 lbs and the 3-0-0 span/setback member on the 0-6-8 cant side requires 30 lbs. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART.—ENC. bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Sub -fascia beam assumptions: 4-4-11 sub -fascia beam on the 0-6-8 cantilever side. 4-4-11 sub -fascia beam on the 0-6-8 cantilever side. Hipjack supports 5-0-0 setback jacks with 0-6-8 cantilever one face; 0-6-8 cantilever opposite face. Provide ( 2 ) 0.131"x3" nails, toe nailed at Top chord. Provide ( 2 ) 0.131"x3" nails, toe nailed at Bat chord. 11 5 5 R=144 U=112 (1.5" n.) 2-4 13 R=73 — * 9-4-0 2X4 (Al) 3X7 III 1-10-10 w 9 s 7-0-14 Over 3 Supports R=320 U=187 W=4.243" (1.5" min.) TYP. Wave Design Crit: FBC2017Res/TPI-2014(STD) 17-20%(0%)/0(0)FT/RT QTY:1 FL/ /4/ R/ Scale 5"/Ft.PLT WARNING!"- READ AND FOLLOW ALL NOTES ON THIS DRAWING! `7' ^' IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ,J T C L L 2 O . D P S F R E F R 6 6 6 6- 7304 r rn cces renulr'e ex lreme rare In fa Url[a[1 nil, nanrlll nV. sl,I nisi ny. Ins Calling antl nra tiny. Hexer Co a roll Lnn laLesl. eNlLlon of 6C51 Isniltliuy ComDDurur. Safe Cy lufornw[ion, oy TPI -d HTCA) for sarisLY nra s nrl r rorml ny Lnese n ncu ons. L. all all nr ovloe en Dore ry oraLlny ner acsl. ur,l ass nuLea ntrwlstLralsNeachlnDan WocomLLha rd shall nave a nroper lY ar. tl n01 'nn rcl shall nave Pruner l:/a Lta elietl 5Ln¢nl. r•I Itl I11 , s lawn for Pn rm,ne L", ow"L pp OO Z ID, 7UQ ' z T G OIL BC D L 7 D 10 Q P S F P $ F DATE 0 7 / 1 9 / 1 8 DRW HCUSR6666 18200101 AN ITW COMPANY 6750 Forum Drive, Suite 30., Orlando, FL 32821 FLCOA90278 se [ I 51 13I sin ,ss,DD11 [,nlP AnD1Y Dt 1 r Lo 1 D A o L 1 1 11 L[tl nirnrwise I<•rn L I I ,: ICOA z AI 1 11vt 1 t ITW II l itll n Lompo ne nLs l: nap Inc. snnll ,ol he 1 Ihle f Y 0 1 Lion fr Jr I T ny t I1 C nu IV Gne cruv< In [onforma n[e wl Ln ANSI/iPI 1. Dr for na n[I1 9, snlppl ny, In, Lalla Linn A h ac,ny or Lrns rf A seal on Lh1, Orevi ny or [over Deye Ilstlny thls tlrevt ny, 1nNice[ef ecceDtence oT Drof eff tonal eng ":,,rin resDo_' e" lLy solely ror Lne tleslyn snovn. Tne fv1[anlltty an0 use oT cols draviny for any structure is to resDons TDTllty of the RUTlelny 0eslyner ver ANSI/TPI I Sec.z. 1' or more 1,, nnaLion s[e thener is J0, , gal w1- Paye -d LAI,— weU sites: ALP INIi: www,.IDlne;tw.[om: TP1: www.LDi,SL.or4: WTLA: www.1U,iId. SLry.con,; ILL. www.ic[sare.nry S AT ® e fr Ar jh' AC1 •,.=. ylf' Y `.•+[ •'• S,aFN i Q ff i,/ y. A el I1YA Y`1 VilliarnH.KrickLic. Number70 BC LL TOT. LD. 0. 0 37. 0 PSF PSF HC— ENG SSB/ WHK SEQN- 187576 D U R . F A C . 1 . 2 5 FROM C K 6ISPACING 24.0" JREF 1WCS6666ZO5 07/ 19/2018 I- THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 26659-1 -- I - HJ7) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 2X4(Al) L,— 1-10-10—,-J 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS. Hipjack supports 7-0-0 setback jacks with no webs. Provide ( 2 ) 0.131"xY nails, toe nailed at Top chord. Provide ( 3 ) 0.162"x3.5" nails, toe nailed at Bot chord 9-10-13 Over 3 Supports R=404 U=136 W=11.313" (1.5" min.) 12-3-5 R=208 U=117 (1.5" n,) 3-2 13 R=362 U=47 + 9-4-0 PLT TYP. Wave Design Crit: FBC2017Res/TPI-2014(STD) FT/RT=20%(0%)/0(0) 17 ecH, 0TY: 4 FL/-/4/-/-/R/- Scale=.5"/Ft. T . WARNING!* Reno AND FOLLOW ALL xor Dx THIS IsOR AWING! IMPORTANT" FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. T C L L 20 . 0 P S F R E F R 6 6 6 6- 7305 a AN ITW COMPANY G7i( 1 FDtum Drive, Suile iU? Orlando, FC i278 Fit.coaaDz x i rnssCs reVul re ex Lreme cure In ra bricatl n9, nannllny, snipVi ny. Ins Lal11'19 antl bracing. Pere. to .. rWoll Ln¢ lal.esl: ¢ni up.. nr Dcsl copllniny cpmnpnenL snr¢ty Inn,rmaLim,. I,y T P I ann urcat n>r sareLy nractl nr; U. %cia 11perinrniinyLbeseICSIons. Ins La Hers mall ",'I vlrle Lemp urnry b my per BCSI. unless note0 , Lnncnnrnsn„n nave nrppeny aLLacnen sl.rnctnral n'Iil, y anJ bo I. ,¢,.rmrn sun„ nave a nrnperty nL ,spa r iglu :¢ulny. tncatinns sbow, fur nermane nr. Iare r;n resLra int or webs span nave brad m/ insca nun c_ f. l V,s 93. B) or DID, a.s apDlt¢a bl e. Apply Mates fI each face of tru an0 posltton ns shown abov `'u$}' t3, n V f ,'` the Joiut n¢Lalls. ,u,l ¢ss noL¢tl oLli¢rulse. Nef¢r [o rir dutnys IGDA-Z rorstlannartl Vlale oust [1 ons. i 'f AlVlne, a tllvlslon Vf Irw HUI1Olny Compon¢nts Group Inc. mall not be re onslble rnr any tlevlatlVn nirgm'A AT Arnwlny. any fallurr Co bul In the [ruts In con(or ma nce wl [h AIJSI/TPI ], or pf Or ha nnlin9, shItpl — f j.,- J• $ in, tp naclpn A brncin(I Dr r.rp„e>. "'CO"`fA • e•' G F' A feel On this tlrev11 gr 11,1n1", thlf ftlrev.nVtltes eo nce pf proleflpnel enyl nriso epg_JbIlItyoleiyforthetleigneh_. Tin.ulbnnurcetf f.•• th 4sS'(Q i i L e spV lbility of the Bui101nq Designer per ANSI/TPI I Sec.2. Nr i1./ X r pittiftY'tAaT For fore I„rp,In,; TPI sae thls .iph f y¢n¢ral „Les page ann w¢se web slLef: f reM ALr,Ne: w .aip;neiLw.c„pq rPI: w w.cninst.Drq: wrcA: w .sbri mnstry.Lpm: Icc: w sar¢.pry illiamH.KriekLie.Number 70 T C D L BC OL BC L L TOT. LD. 7 .0 P S F 10.0 PSF 0. 0 P S F 37. 0 PSF DATE 0 7 / 1 9 / 1 8 DRW HeusR6666 >. azoo>.oz H C- E N O S S B/ W H K SEQN- 187564 D U R F A C 1 2 5 FROM C K 61 SPACING 24.0" JREF- 1WCS6666Z05 07/19/2018 Pr 26659-1 -- I - 11) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS 14FR. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 :T2 2x4 SP #3: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lt Wedge 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Left cantilever is exposed to wind Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 1-4-0 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART.—ENC. bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 2X4 (**) III 4X8 3 -7 9-4-0 x4 H1) 3X7 III 2X4 III 6-10-8 ,I0 9 81 7-8-0 Over 2 Supports _ I R=368 U=142 W=3" (1.5" min.) RL=114/-31 R=301 U=171 W=8" (1.5" min.) Design Crit: FBC2017Res/TPI-2014(STD) o," H PLT TYP. Wave FT/RT=20%(0%)/0(0) 17'•,y'%OTY:1 FL/-/4/-/-/R/- Scale=.5"/Ft. T WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI g IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ff A TC L L 20.0D PSF R E E R 6 6 6 6 7306 I rnsses rep Ire evtr¢me care In fa nrl ca Li n9, ha ndll ng, snlppl ng, Ins [alllny and hraclny. Rer¢r [h anS 101flulatest ¢di[iuu oY 9C51 (Bpildlny CpmppnenL Safrty InfOrnia[Ihn, by iPl and WTCA) f„r safety nraLncs. pp r y. O C3 + S TC D L 7 .0 P S F DATE 0 7 / 1 9 / 1 8 to her rprminy Lliese rune pions. Installers slap Dr uv lde con,purnrY hra Li ny per DCSI. Unless „Led httRirwise lun'd mall nave nrnpe l'I,y aLF.a cl,ed 51 I'iva oral .U,ea tnl ny and hola:um Lhnrd shall nave a pruner ly a[ +c i w ld c¢i a„y. Lvcau has sr,nwn ror p¢rma nenL la tern resLralnt or wens mall nave Nracl ny Ins Lolled csriyc CLlons 63, .) or 010, as appllcahle. Apply Dlates Lp each race pf truss and poll Llhn as mown ahova nd o A BC DL 10.0 PSF DRW HCUSR6666 18200103 HC ENG SSB/WHKathe .loth[ Oe Lal15, nnlnss no[etl otl,e rwlse. Refer LO drawl „y.s l6oA-Z Tor standard plate Dosl[tons. A 1pine, a dlvlsl hn of I1'W IINl lal ny , 11, n11 croon Inc. sna 11 not he resppnslnle ror any dev tdtlnn fr G d rawing, any ra nwre t, nwna nle truss Ip cnnmrmanee with Awsl/rPl I. or ror hooch ny. snl nnlnD. y .+ , C BC LL 0.0 PSF SEQN- 188470ANFFWCOMPANYinsLallatlnnAhraLlnypTtrN<<¢>. W1P.• : : ,..%1 TOT. LD. 37.0 PSF A feel on thla tlrawlnp or cover Depe 11st1np this ErewlnD• InOlcetes ect.Dtence oT DroTasstanel enVlneertnV r esponslhl,l ty solely for the U_j h shown. The sul [a0111ty one use DT tnls Orawin9 rpr any structure Is to Jll `,\ D F A 6750 Forurn Drive, Suia 30i esDonslhill[y hT the Rulldlhg Designer per ANSI/TPI I Sec.2. A, ry/A l/ AL (1 NNNONIINT U R C 1 2 5 FROM C K 61SPACING 24.0" JREF 1WCS6666ZO5Orlando, FL 32921 FLcoA9Dn8 Fpr nw a i,, Forman m, s e cl,ls pm s yeu¢ra1 notes nay¢ and these wen sl ees-. ALPINE: ww .,InlneRw.cnm: TPI: www.Lpi-1.,ury: TCA: www.It, industry.[.m: CC: ...... lilliarnH.Krick Lic.Number 70 07/ l 9/2018 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Zbbb J-I -- I - MH11) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "136" Uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4X8 (R) % 2X4 III 3X4= 9-4-0 3X4 (A1) = 3X6 III MW 4 - I, 11-0-0 _I, 10-7-0 21-7-0 Over 2 Supports R=890 U=256 W=8" (1.5" min.) R=809 U=258 W=4" (1.5" min.) RL=172/-38 tµNi ti l0 tIN ttlhbrff Design Crit: FBC2017Res/TPI-2014(STD) e H PLT TYP. Wave FT/RT=20%(O%)/O(0) 17 er', /'%OTY:1 FL/-/4/-/-/R/- Scale 3125"/Ft. WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! q` IMPORTANT" FURYISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ff y TG ILL 2O , O PSF R E F R 6 6 6 6 7307 Trusses repo lre a [r emc C1.11ae In la nricaClnp, ha ntllln9, anlppi n9, In[alll ny anti braclny. Nefer [o toll u,e lar.esr. etl u:lon >r scsl (6ulltliuy cw^nnnent sarecy Inrormatio. by rDl a..a wrcal ror sarety nraeti prs r U. 7(0i T C D L 7 .0 P S F DATE 0 7 / 1 9 / 1 8 o nerrorn i ny cne se rnncclpns. Insl:an ers .non pruvltle r.enm ovary er a..l nq per Ocsi. unless no tea otter rwise YI cnnrtl shall nave nr unerly al to cnea strr,c coral sneatnln, ana bottom 0b 1 she n 1,-1 a properly at R,41r9itleellilty. Lora [inns sliuwnror permanent lateral r ralnt pf webs s,all rave bract n9 ,nstalletl c r 5 BC DL 100 PSF DRW I+cusR6666 1e200104 rl ^ Q s Da. I+ m NI n. as ann usable. Arro ly places toee,ce laces pf ors and post tl un as snows abpv tl oLlie`Julnt neLnils, unless nOLntl atherulse. Ilerer' [o t,raw'Ir,9s I"A-Q (prstiLrutidro Ovate po5lllons. " n lnlne, nlvi5lon croup Inc. ue for rr AZ hI'e V y e. BC L L 0.0 P S F H C- E N G S S B/ W H K AN ITW CO MPANY a nr Irw t+nilel nu comnnnents shall not r risible any d-I .L nn ehi Jrawln9, any tailor r. [p Oulltl the [rus.a In [pnfu..... wl Cn ANSI/iCl 1, prl for M1antl11n9, Snlppl rig, ins to nau pn t nrati ny pr trp aes. J`- Jo gJICe'. t ..+''F` TOT . LD. 37.0 PSF SEON- 187645 A Seel on [N7f _JejyqI. or cover Deye 111[tnp [bit Orewtnq. 1nEtGetas ecceDte rice oT Drofestl oriel engineer[ nqyandoseofCnisDrawingforanystructureisto j' '•"'` _T.• ONA „`' C7511 Forum Drive, Suite 31)i resppns16111ty oTltne Du1141ngUDeslgnerooer ANSI/TPI[leS_ G/ vv O U R F A C 1 . 2 5 F R 0 M C K II 6 IS P A C ING 2 4. 0" J REF - 1 W C S 6 6 6 6 Z 0 5 0r1Zda,FL 32821 FL con 90278 Fur ^m e lurorma [ion sre I:niS 3nb s general n 1 nays ono these web sites: AI.PINI:: a,p neit.w.eem: T11: w.tninst.ory: wTC.: w w.sbeintlpstry.cnm; ICC: w w.lecsafe.prN illiam H. Krick Lic. Number 70 07/ 19/2018 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER. Zbbb J-I -- I - MH1b) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 140 mph wind, 15.00 ft mean hgt, ASCE 1-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL-5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. 4X8 (R) 111 2X4 III 3X4 3X4(Al) = 3X6III I _ - 4 - 9, R=890 U=249 W=8" (1.5" min.) RL=199/-41 21-7-0 Over 2 Supports Design Crit: FBC2017Res/TPI-2014(STD) PLT TYP. Wave FT/RT=20%(O%)/O(0) 17 'A WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tr IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. f Trusses re4ul re -Creme rare I" f11"C',tl no, nandllny, 1111PPlny. Ins tall)ny and hraclny, ll re to roll be latest edil.l on of RCS, (Rulldi ny Component Safety luTurnia tl un. ny TPI and WTCA) f,r sarety Dra c''I, pri Lb Pe 110 ,ny LNese mall Provide L-porary nrating per Ratunless noted ut'l—ise Con coo rd shall nave Properly al to cued structural sneaLn L,9 antl nuL L)m ehurd shall nave a pruperly at, riyitl cei ll ny. Cucattnns shown Yor permanent lal:eral res Lraln[ uP weLs snail ria— Lrac ,l t-tallyd kAL n.t R:{, D% or R1 o. as .poll can le. Apply pl.aLes I:P each Pace oP F.ru s.s and PosII I'iut I1etNlls, aril ess noted utn erwlse. NeYer to tlrawlnps I60A-Z fur Ita <lard plate uostlugunlvl shinnrlTwulsnnennlIrornydelatrnndrawlny, any Yallure Cn nu11J the truss In canrorma nee wlLn AN51/TPI 1, or for nantlllny, snl ppin9, / AN 17W COMPANY Ins ca nacl on A Nraclny or Lr 11— A creel on thl, Crauf ng or cover page li.tlnp this tlrnuing. lntlicete. e...ptenc. of prof... ton.l Bnglnaartnp r esDo nsipill[y solely for the Oeslgn .Noun. Tree .....Dlltty and use of this Orawing for any structure is th 6750 Forum Drive, Suite 305 responslb—ty or cue UUllding Designer per AHS I/TPI I Sec,R. Orlando, FL 32921 ror , nro nuan nn I, Lnis )on s ye al Dees naee ,red n ese wen FL COA #0178 ALIIHC: w .a l p ine II... omr TPI: w .tpi ns t. Dry: w1CA: wW.. s n c Indus t ry. t om: ICC: www. Iccsa fe.o ry \ 8- 7-0 00i11l ( locahit",,, ZYT H, r,r,4 i S mglO 100 iam H. Krick Lic. Number 70 5-91- 1 9-4- 0 R=809 U=263 W=4" (1.5" min.) TC LL 20.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT. LD, 37.0 PSF DUR.FAC. 1.25 1SPACING 24. 0" Scale=.3125"/ Ft. REF R6666- 7308 DATE 07/ 19/18 DRW HCUSR6666 18200105 HC-ENG SSB/WHK SEQN- 187642 FROM CK JREF- 1WCS6666ZO5 07/ 19/ 2018 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. zbbby - I -- I - MH5) Value Set: 138 (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP ',,2 Webs 2x4 SP #3 Lt Wedge 2x4 SP ',><,3: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 1 hip supports 5-0-0 jacks with no webs. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Le—::1-4-0 L 7,41H1J 3X7 III 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART—ENC. bldg, Located anywhere in roof, RISK CAT I1, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left side jacks have 5-0-0 setback with 0-6-8 cant and 1-5-6 overhang. End jacks have 5-0-0 setback with 0-0-0 cant and 1-5-6 overhang. Right side jacks have 0-0-0 setback with 0-0-0 cant and 0-0-0 overhang. 4X8 = 04 9-4-0 7-8-0 Over 2 Supports R=519 U=295 W=Y (1.5" min.) R=520 U=253 W=8" (1.5" min.) Design Crit: FBC2017Res/TPI-2014(STD)H 4, a PLT TYP. Wave FT/RT=20%(0%)/O(0) 17 .• " 4.a Yet "';,0TY:1 FL/-/4/-/-/R/- Scale=.5"/Ft. 4lA RNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING!3' ^' IMPORTANT" FURNISH THIS ORANING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 4. '• . d T C L L 20 .0 P S F R E F R 6 6 6 6- 7309 T rris sns regulrC a Creme care In ra hricatl nq, na I'd ll nq. 1111DDI IIg. Ins Cal l l nq and I,-1nq. Re I- tD a,z rollataLesr. ed n.lo„ ur Rcsl (R n ldlnq comnoneat Sarecy Inn,rn aClun. uy TPI ane wTCAI rnr sareL,r nraccIins Pr o her rPrminy tneso runutl ohs. Installers spelt Dr ovlde re nlnornry Inaclny uer ¢csl. unless noted D[ r O 8 1 T C D L 7. 0 P S F DATE 0 7/ 1 9/ 1 8 DRW HCUSR6666 18200106 4 AN ITW CO MPANY l,7511 Forum Drive, guile 30i1ISt Odnndo, FL 32821 FLCOANO2Ta all I e PrP DCrly al Cached str uc Carol shed l.pl nq and not[em more Shall nave a Properly at tlrii;lnling. oaan ohs mown for Permanent lateral rescrainr. or wens mall nave hr —y Ins to nee aepece n ¢ s. ¢r or ¢10, as anP n cable. ADDIv Dln ces co each I,c nr I:russ and DDsl Lion as shown aNnv a ne e ic.t'm'o,r, recalls, hole>., noted ntnerwlse. uerer to erap,ings Ir6A-z ror standare Plnl:a PPs u.ln s. V Plne, a OIVISinn nr ITW ¢ullel ny CPinU ones LS Group Inc. snail no( he1. "'nsln le rPr' any dev lattnn fY.gl I nq, anY r,llm'e [n nul le the truSx In cnnrPrmance with AN51/TPI orr rnr na haling. sniVpinq. I,stanal.l on x bracing or trn>s es, A sent 11 thls drawing Dr Cover Dag, 11,111, th16 drawlnq, indltatea etteptente of prpiesslpnel engI near in e sDo nslhlli ty solely f., the de.t ign shoo n. The _,Lldh111ty and use of Lois drawing ror any structure % t e sVDns tbI ll ty or the Rulidlnq Designer per AHS[/TPI I Sec.2. F. r L. .e nrP r ea r.lnl ,n this JnL ., qe reral ,n Les Pn qe ,w [base web .Ites: NE: w .a llPlnell.w.r;nm: TPI:su ..tDlnSL.urq: IwTCA: ww . „hind strr.,.nn: I«sw w.Iccsare.Pry Sa AT 0 : ` y iy A ( p P •• f i' 1A•„•• ' . p { ( SV, ,N1y'_rs,. G L fir` µs' rNrT alwl illiam H. Krick Lic. Number70 BC DL 10.0 PSF BC L L 0.0 P S F T 0 T L D 3 7 0 P $ F H C- E N G S S B/ W H K SEQN- 187585 D U R F A C 1 2 5 FROM C K 61 SPACING 24.0' JREF- 1WCS6666Z05 07/ 19/2018 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Zbbb`)-I -- I - M H / ) Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP #2 :T1 2x4 SP #2: Bot chord 2x6 SP #2 Webs 2x4 SP #3 :W4 2x4 SP #2: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128rrx3",min.)nails @ 6" oc. Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. J,j - 4 - Q_ 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. 1 hip supports 7-0-0 jacks with no webs. Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-5-6 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-5-6 overhang. Right side jacks have 0-0-0 setback with 0-0-0 cant and 0-0-0 overhang. 5X7 = 7X8 = 6X8 0 _I_ 14-7-0 R=1608 U=485 W=8" (1.898" min.) 21-7-0 Over 2 Supports Design Crit: FBC2017Res/TPI-2014(STD) PLT TYP. Wave FT/RT=20%(O%)/O(0) 17 WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. .0 I rn cx es require ex [r Line [ e In Pa brl[a[1 n9, nandllnq, ailppl n9, tnx tal 11 ny an0 braLl ny. Pefer [D ak Poi1.Iie lot. n.z r. ndi Lion of BCSI(Ruilalny Coeq,u ne nt Sa re l:y Inrn rm,v:lon, hY TPI nd WTCA) for safe Ly practl,4n nr u perfnrpri nq t e rune l: ohs. Insl:a ller9 snail Dr ov ldC [eaip prary br'aLl nyaper OCSI. unless nu [etl nl'.e rwisaunseprunerlyel. to L pe scrnctnrel slreatnloq ana bo[[nm to ure van nave a ruperly ar d rl qid [ei ll nu. Ln[a Li una shown fur permanent la [eral restral nt. Df webs mall Im ve brats ny Ins caned C f1 I.lic Milo lSi l: R lie l: nli ls. ri Nl e.s>Sn, Le ll oLl e rwls epplieDl%rto rlr awinns rl GllA`Z I' orss [ anaaraspin[e posllllpns abova ndaOnlnlne, a dlv lslno nr lIw Du n al ny a,mun ne n[s rr uup Inc. mall no[ ee res Dnnslble ror any aev lau nn rr rA'Qr d,vrv,l nq, any nllnre co Du nd the cross In con rormance wl ur aNst/TPI 1, nr ror ha nanny. snlDulnq, gq$ AN ITW COMPANY Ins callatlon A hrnelny eI crosses. A seas on this tlraNlnV or Laver Dave lie[iny thle tlraNlnp, intllpatea etLepte nee of Dr ofesilonel enylneerlti+ e ipo nslDlllLy solely ror the deelgn shown. The zultaDlllty and use or cola eraNinq ror any structure la tTh. 6730f'o—Drive,Suile30? esVDn 1011[y of the Du11d1,q Designer per I Sec.2. Odandajt, 32821 ror m e ,I*run aP.', n _ ci'ls inn s ycneral o s na tbese web sites: isFLCOAH027gncnlNe: .aln i el tw.e ,,tl vpinsr.org: wTCA: .sbulnnustry.r, nn: Ice: .iucsare.nry 4rF QTY : 1 i. 708 1 AT INAIL H. Krick Lic. Number 70 3-3-1 9 4 0 R=1771 U=504 W=4rr (2.09" min.) TC LL 20.0 PSF TC DL 7.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT. LD. 37.0 PSF DUR.FAC. 1.25 ISPACING 24.0" Scale=.3125°/Ft REF R6666- 7310 DATE 07/19/18 DR W HCUSR6666 18200107 HC-ENG SSB/WHK SEQN- 187653 FROM CK JREF- 1WCS6666ZO5 07/19/2018 THIS DWG PREPARED FROM COMPUTER. INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER. LbbS`J-I -- I - MHJ) Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set '1313" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 3X4(A1) 1,j-4-QJ 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=5.0 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 08= 2X4III 3X5 3X5 21-7-0 Over 2 Supports 3 X 6 III 9-4-0 W R=890 U=262 W=8" (1.5" min.) R=809 U=253 W=4" (1.5" min.) RL=144/-35 0P111011 t ti4ltJAtrr! r Design Crit: FBC2017Res/TPI-2014(STD) y ,fi H (- "k.", PLT TYP. Wave FT/RT=20%(0%)/O(0) 17 3•• .AG" ` OTY:1 FL/-/4/-/-/R/- Scale 3125"/Ft. WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! 3 ^ IMPORTANT— FURNISH THIS GRAYING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 20.0 PSF REF R6666- 7311 I rrr.c s,:s rey ri ex trr:me rare In Ta Uric., I.l nil. nor, till ny, sUipptny, In.c Lalll ny anJ Uraciny. Ne rer to ar toll « rlateste'Il.; nr DCSI (Rrrl,,,lrry Cpmpprrpnl. sarety Inrnrm.a;prr. ny TPI , d IIIIAI for safety pracrltswpr- . pg y TC DL 7.0 PSF DATE 07/19/18 Pe r rnrmi r,u fnrr r: l:lnns. Iris rollers shall prov i[le emp ovary Urar.i ny per D_ Unless nLe r s DRW HCUSR6666 18200108 111eSpe pruner,q al. La cried smut t. r.I sDr. ny arm noLLnm clror tl shall nave a properly ar petli iinl ce+Ii nCr. ca r.lnn. .,own ror perma ne ntl'latera l" strain[ or webs xl,.,ll nave Drar my ,n.a l.a npa ''rrc , 1 npllcanle. eeacn BC DL 10.0 PSF 0 seal.ln s rsJ. oI o Ulo. asr ApptIt places to race or Liu ana pus, uon as shown anuv tl tLn .in'lur, petal,=' uuies> ten pLlrerwise. NeYpr to rlrawings N.A-Z 1ors5taurlartl pla[e positlores' A lnl op, a ,nvis lop nr ITw Nnllpiny comnnnents or onn Inc. =Hall nor he r onslnle rnr any oev lau on rrrt S i. y« .' CAt BC LL 0 0 PSF HC-ENG SSB W H K U LJ oil. any ra pure rn lrrlln n,e trus, in run n, vino r,cc wlvn ANsI/Trl 1, ore ror na nanny. snl unlny, ,. AM ITwCOMPANv r,llatinn nrarllnll nlr Lrrr,n. A seal on 111, Eraw!ny or cover Rave lts[inp trio tlrewlnp. indicates 1111ptanr:e oT prpfesa,pnnl e,,.neerin 4 ,.- t TOT .LD. 37.0 PSF SEQN- 187648 D U R F A v i r es po nsl Di ll [y solely for the C- T snow n. Tne sui [a D111ty an0 use of this Orawing for any s[r uc Lure tt V,ySuiteresponsiD„tty of the Dul lai ng Des lIt— per ANSI/TPI I Spc.2. 4, }L. fA A_ C 1 2 5 FROM C K 67iO Forum Drive, 305 1 OdandD,FL 32821 Fpr aver,; Irrrpraratinn see Llris 3nn•s yer,eral r . , pay,. and these wen sll.est TPI: lnl.ry.eom: Ice wTCA: enwa re.ory e/awntNASn SPACING 24. 0" JREF- 1WCS6666Z05 FL COAHO278awww.cnlrr.. o. pry: w . sec w sa ALPHIE: www.lnlrnaLw.cyrrr; illiam H. Krick Lie. Number 70 61 07/ 19/2018 RECORD COPY 50' TRUSSWOOD Roof & Floor Trusses 3620 Bobbi Lane P.O. Box 5366 Titusville, FL 32783-5366 Of F i ce : (321) 383 -0366 Fax : (321) 383 -0362 Email:General®trusswood.net CUSTOMER: TAYLOR HOMES JOB NAME: RAMPERSRUD RES DATE: 06/12/2018 JOB NO.: 26659 MODEL: ----- w I! w it i *BUILDERS WARNING* 9'- FLIT CL m I', THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. ii f FOR ERECTION AND INSTALLATION x' BRD• `r;L! i'`'DP 9' -4 (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B1 CDS'.i`. i in SUMMARY SHEETS AND FINAL o I H C7 ENGINEERING SHEETS FOR EACH TRUSS. Q J SEE FINAL ENGINEERING SHEETS Q C6 w 3 FOR NUMBER OF GIRDER PLIES, 011 CONNECTIONS, WEB CONFIGURATIONS, mt C5 BRACING, TRUSS SPACING AND REACTIONS. G1 -2PLY Hu 6 r=__ - f m ALTERATIONS AND/OR REPAIRS TO 1 E TRUSSES MUST BE APPROVED IN 2 H3 MH5 O ADVANCE BY OUR ENGINEERING I` DEPARTMENT. J1 J1 in i J3 z. BRCKCHARGES WILL NOT BE ACCEPTED LL UNLESS OUR ENGINEERING DEPARTMENT 1 APPROVES THEM IN ADVANCE. U\LD/ H9 ALL PLANS ARE NOT TO SCALE. DO NOT co In T J MISSING NORPARE SUNCLEAR, PLEASE RRE N Q H7 CALL THE OFFICE TO GET THE O` ENTRY 9'-4" ': DIMENSION. <rI W/ BERMS BY BLD J5 I I J5 J3 i II . 9' 4" F RT c J3 1 8- 3 7 4 2 J1 I i J1 LORDING: 20+7+10s 37 PSF w ti WIND SPEED: 140 CLOSED C m J7 m SPACING: 24" DRAWN BY: Chris Kearns PITCH: 5/12 OVERHANG: 16" CANT.: FLOOR DEPTH: 9' 4" 7'----20' BEARING SIZESOURRE FT) : g880 WALL HEIGHT (s) : 9' -4"* 50' --- i FL I5a13 e-3 plastpro 5200 W. CENTURY BLVD. LOS ANGELES, CA 90045 Smooth / Wood Grain / White Wood Grain Rustic / Mahogany Series N Fiberglass Door INSWING / OUTSWING NON - IMPACT" GENERAL NOTES 1, This product has been evaluated and is in compliance with the 6th Edition (2017) 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 is required to be protected with. an impact resistant covering that complies with FBC Sections 1609.1.2 & R301. 2.1.2. 4. For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buck masonry construction. 5. 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 Door panel details 3 Horizontal cross sections 4 Vertical cross sections 5 Buck and frame anchoring - 2X buck masonry construction 6 Frame anchoring- 1 X buck masonry construction 7 Bill of Materials, glazing detail & components 37. 50 MAX. OVERALL WIDTH U' Z 3 / z w U' S 57 2 w0 X LL w w O X SWING MAX FRAME DIMENSION TYPE DESIGN PRESSURE (FSF) POSTTNE" NEGATIVE;' INSWING 37.50" x 82.00" GI 47. 0 50.0 OUTSWING 37.50" x 80.50" 50.0 50.0 Y'• fib .~ U N •• o U Z 0 ( 3 O] LNm pZ_ gOQ. C W eNa Moa Lcos cd E0 oc I C1i J6WI: N.T.S. M. BY: JK X. BY, LFS AWING NO, FL- 15213.14 Et7 1 Or 7 36.01 DOOR PANEL WIDTH 21.00MAX. D. L.O. WIDTH 40 DOOR PANEL ITERIO JERIO 1 HORIZONTAL C 2 0. 98" I I N T. 0 42 TOP RAIL ,1 LATCH 8 HINGE STILE Cellulor PVC Wood reinforcement G rw uu IIN I Fr KiR 1. 19" r GLAZING COMPOUND I 1 1-1 1-1 0. 5"GLASS 1"MIN. 4 IT BITE GLASS THK. Gj a^ N N h .. n 1 / 8" TEMPERED y y N zGLASS w w N e j AIR SPACE 41 M HINGE R LATCH STILE Cellular PVC OPTIONAL DECORATIVE INSERT43 W AIR SPACE j w 1/8"TEMPERED GLASS o ALUM. GLAZING SPACER 45 OR N8x1-1/2" PFH DATE. 02116112 LIPLITEODL/WESTERN REFLECTIONS HP SCALE: N.T.S. 2VERTICALCROSSSECTIONDWG. BY: JK G1GLAZINGDETAIL2CHK. BY; LFS DRAWING NO.: FL— 15213.14 SHEET 2 OF J X 1-1/4' MIN. EMB. (TYP.) c . . 0.15" C'SINK TYP.) INTERIOR M EXTERIOR C 27 40 E 1 HORIZONTAL CROSS SECTION 3 Outswing shown - inswing also approved INTERIOR I EXTERIOR 1-1/4" MIN. EMB. (TYP.) 3 HORIZONTAL CROSS SECTION 3 Shown w/1Xsub-buck 0.15, C'SINK { TYP.) INTERIOR IS o L' J j n Z amn 40 mdaox moM° dZacyy`Nh0Z9>mza zca La a9 9Z0 8 CWJa p , T1 o a aaE:02116112 EXTERIOR 10 K SCALE. N.T.S. `. 9 11 B owc. BY. JK a LHK, BY: LFS 3 2 HORIZONTAL CROSS SECTION E ow Z uo.: Outswing shown - inswing FL-15213.14 also approved E SHEET ,J OF % c a pQi Z n E v _ W•. y rnn a ao J UN •• o x04 Z d o a C Em m o m A C i vVV^ a mmaaf° L W8 6 9 W Z ,.. o d 40 20 7 z 7 21 20 ova 8 o 8 z o N 21 EXTERIOR INTERIOR N omEXTERIORINTERIOR SWQ2VERTICALCROSSSECTIONam 1 VERTICAL CROSS SECTION q Shown w/lX sub -buck o q Outswing shown - inswing also approved a a a EXTERIOR INTERIOR EXTERIOR INTERIOR 40 ss 20 zZ g e " 32 00 40 34 30 U o 31 33 Q. E W Q t E o v 0 Z N Z ° SCALE: N.T.S. ° owc. BY: JK m cNK. BY: LFS 3 3 VERTICAL CROSS SECTION 4 VERTICAL CROSS SECTION DRAMNc NO, q Outswing configuration 4 Inswing configuration FL- 15213.14 -" 0 SHEET 4 OF 7 N 6' z a co z TYB a N •. zJAMBSDTYP. HEAD & JAMBS o N g z mc° wMASOMASONRYaaOPENINGOPENING7m 0 1` I 9Z w Jd w 2 z O FRAME u zO z s] 2X BUCK o o 00 zo n 2X BUCK a c Y Wu iELwn o 4cn o¢ zQ o O 0 r YU a a mm JY m BUCKANCHORING STRIKEJAMB FRAME ANCHORING HINGEJAMB n a 0 0 y Ny V) z Masonry 2X buck construction w w o CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the corners may be adjusted to maintain the min, o 0 edge distance to mortor joints. 1!2 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to n a maintain the min. edge distance to mortarjoints, additional concrete anchors 28 may be required to ensure the "MAX ON CENTER" dimension are not exceeded. 9 3. Concrete anchor table: M W 11, p 10 o m o = z o° N 11 DATE:02116112 ioM SCALE: N.T.S. ° Bwc. BY: JK m' 27 cHK. BY: LFS 3 WOOD SCREW INSTALLATION NOTES: DRAWING ND.: rc 1. Maintain a minimum 518" edge distance, 1" end distance, & I"o.c. spacing of LATCH d DEADBOLT DETAIL HINGE DETAIL FL-15213.14 " o wood screws to prevent the splitting of wood. SHEEP $ OF 7 f. ANCHOR ANCHOR` MIN: MIN. CLEARANCE MIN. CLEARA:NCf. TYPE SIZE:: :..:EMBEDMENT. 70 MASONRY 70 ADJACENT ANCHOR`;:.:.;.` ITW TAPCON ULTRACON om Y'• :' ,) < Co of n 1 H 9 .......... o "o' m z J UN•: 10 o Z XzdoU TYP. HEAD & \/v cov g i g a inw v MASONRY JAMBS Vl " N a 'm a a OPENING ° 2c, o 6 E 9z a SG. z HINGE DETAIL Nc f U mo FRAME < z o xc O R OO2mU v' 1XBUCK bw N z o m a ¢z Ln o OfO 0 G a a m G 0 U U o oNN N y Z STRIKE JAMB FRAME ANCHORING HINGE JAMB LATCH & DEADBOLi DETAI[ w w g Masonry I X buck construction CONCRETE ANCHOR NOTES: N 0 0 I, Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to a a maintain the min. edge distance to mortar Joints, addttionot concrete anchors _ _ may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. h 3. Concrete anchor table: ^ w N Q 000 N ^ Z GATE: 02/16/12 SCALE: N. T. S. DWG. BY: JK cHK. BY: LFS DRAVANG NO.: WOOD SCREW INSTALLATION NOTES: I. Maintain a minimum 5/8" edge distance, I" end distance, & 1"o.c. spacing of FL-15213.14 wood screws to prevent the splitting of wood. SHEET 6 ov 7 ANCHOR - ANCHOR: l MIN MIN. CLEARANCE:. MIN. CLEARANCE: TYPE SIZE EMBEDMENT TO MASONRY TO ADJACENT " EDGE ANCHOR -. ITW ® 1/4" 1-1/4" 2" 4" TAPCON ELCO 1/4" i-1/4" 1" 4" U LTRACON® ITV1 ® 3/16" 1-1/4" 3" 1.1/2" TAPCON F z f BILL OF MATERIALS ITEM DESCRIPTION MATERIAL A I X BUCK SG >= 0.55 WOOD B 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 - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90 CONCRETE G 3/16" X 3-1IN' PFH ITW CONCRETE SCREW STEEL H 1 /4" x 3-1 /N' PFH ITW CONCRETE SCREW STEEL J 1 /4' X 3-3/4' PFH ITW CONCRETE SCREW STEEL K 10 X 7PFH WOOD SCREW STEEL L 8 X 2-1/7' PFH WOOD SCREW 1.15' MIN. EMBEDMENT STEEL M 8 X 7' PFH WOOD SCREW STEEL 7 FORCE 5 WEATHER STRIPPING BY ENDURA FOAM 8 COMPRESSION WEATHER STRIP QLON 650 BY SCHLEGEL FOAM 9 4" X N' BUTT HINGE STEEL 10 9 X V PFH WOOD SCREW STEEL 11 9 X 3/4" PFH WOOD SCREW STEEL 17 KWIKSETKEYEDENTRY- SIGNATURESERIES STEEL 18 KWIKSETDEADBOLT- SIGNATURESERIES 780 STEEL 20 FINGER JOINTED PINE FRAME, HEAD & HINGE JAMBS WOOD 21 POLYFIBER JAMB COMP. / VINYL 27 LATCH STRIKE PLATE STEEL 28 DEADBOLT STRIKE PLATE STEEL 30 INSWING VINYL DOOR BOTTOM SWEEP BY ENDURA VINYL 31 OUTSWING BUMP THRESHOLD ALUM./ WOOD 32 VINYL DOOR BOTTOM SWEEP #3628 BY HOLM IND. PVC 33 INSWING ADJUSTABLE THRESHOLD BY ENDURA ALUM. / WOOD 34 INSWING ADJUSTABLE ALUMINUM THRESHOLD BY DLP ALUM. / WOOD 40 DOOR PANEL: SEE DOOR PANEL DETAIL SHEET FOR CONSTRUCTION DETAILS 41 DOOR SKIN MIN. 0.075" THICK FIBERGLASS 42 TOP RAIL CELLULAR/PVC 43 LATCH & HINGE STILE CELLULAR/PVC 44 REINFORCEMENT WOOD FOR LOCKS (2V LONG) WOOD 45 BOTTOM RAIL CELLULAR/PVC 46 POLYURETHANE FOAM BY NAN YA POLYURETHANE 47 CONTINUOUS LATCH & HINGE STILE REINFORCEMENT WOOD 49 GLAZING COMPOUND SILICONE 55 LIP LITE ODL/WESTERN REFLECTIONS HP POLYPROPYLENE 56 GLAZING SPACER ALUM. 57 8 x 1-1 /7' PFH LITE FRAME SCREW STEEL I— 4.56" N SYt) HEAD & SIDE Jamb rwi 33 ADJUSTABLE INSWING THRESHOLD 4. 56" ADJUSTABLE INSWING THRESHOLD 4. 69' Lv N 31 OUTSWING BUMP THRESHOLD Cli' M NQ Z T` a o w y; ` 0 0 W) U 0 0v Z oz m u4 of Owmo.a 4 C z oZcw JaU Zz zp o 0a0- ag w a m N o¢ p Jp Ial m SCALE: N.T.S. DWG. BY: JK CHK. BY: LFS FL- 15213.14 SHEET 7 of 7 plastpro 5200 W. CENTURY BLVD. LOS ANGELES, CA 90045 Smooth / Wood Grain / White Wood Grain Rustic / Mahogany Series Fiberglass Door INSWING / OUTSWING wpAc r GENERAL NOTES 1. This product has been evaluated and is in compliance with the 6th Edition 2017) 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 borne debris protection this product complies withFBC Sections 1609.1.2 & R301.2.1.2 and does not require an impact resistant covering. This product meets missile level "D" and includes Wind Zone 4 as defined in ASTM El976 and FBC Sections 1609.1.2.2 & R301.2,1.2.1. 4. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2X buck masonry construction. 5. 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 I Typical elevation, design pressures, & general notes 2 Door panel details 3 Horizontal cross sections 4 Vertical cross sections 5 Buck and frame anchoring -2X buck masonry construction 6 Frame anchoring - 1 X buck masonry construction 7 BIII of materials & components' 31,11" MAX, O.A, FRAME WIDTH Z Z Z o i w V 2 = 4 X o 0 OVERALL s DESIGN PRESSURE"(PSF). SWING:: FRAME DIMENSION ` POSITIVE NEGANVE ' INSWING 37.50" x 82.00" 65.0 70.0 OUTSWING 37:5T x 80.37" 65.0 45.0 Z— N oZ F, J\\\ J Ofir 10 N o grW u2UCsrnaN 9m0 mo.a 0o O E oZ u Dui C1 SCALE: N.T.S. Dwo BY; JK CHK. er: LFS FL-15213.1 Er 1 of 7 29 INTERIOR M 24 24 N-' d y 7 U N•; m y Z O Z U 40 EXTERIOR $ L m 0 m w vvvjj ' a m a a 20 9 ms 1 HORIZONTAL CROSS SECTION a Z 2 ` W N O Z 35.75' MAX. 1.00'" o DOOR ag J z PANELLWDTH Lr INTERIOR EXTERIOR 3w N am o 2 b ` o 0 2 0o a a 25 TOP RAIL 29 HINGE d LATCH STILE m Cellular PVC 2.5G' Reinforcement 0 2 w n v Z h o 0 0 000 ww 2 X O REINFORCEWW WOOD 1.58" 11 '0' ICC 1 ' 0 0 V O 71 14 ° BOTIOM RAIL HINGE & LATCH STILE w _ o DOOR PANEL 14 Cellular PVC 24 Cellular PVC Z 40 DATE: 02116112 2 VERTICAL CROSS SECTION SCALE: N.T.S. 2 DWG. BY: JK CHK. BY: LFS DRAWING NO.: FL-15213.1 SHEET _L Or 7 EM84 (TYP.) Q 4 4 4 12 23 * rrr2/' m 2 ' , r z° @ r O 30 a // • -.... -• ( tom`\\ N > m va 6 rrrrrrll * 1111 •`« on ° z a N •• 0 0 7 x Z. a 16 b o Em 9mOa 40 INTERIOR 1 ° a V)n o o 0 3 v 3 % a maa 3 2 v t3t8 a K 7 rr, 1 ] to z0w 032 31 EXTERIOR ? N 21 agm 1 3 HORIZONTAL CROSS SECTION 4 D a o 3 Shown w/IX sub -buck 3 4 D C) 1- 1/4"MIN. 4 4 1-114"MIN. 0 ¢_ EMS. ( TYP.) EMS. (TYP.) a a 5 4 0.15'" 0.15" 3 § ' CO 6 C' SINK C'SINK { TYP.) ( TYP.) 6 12 23 23 12 I e ^ a NN N V1 Z6 16 Ww 6Uj 40 INTERIOR INTERIOR ,6 Ww Q< 00j z n N 0 W 2 Q. < • ° . m N Q f a N.-O D Z U n' 31 o i 6 EXTERIOR EXTERIOR 13 DATE: 0216112 9 SCALE: N.T.S. 3 $ 21 40 27 4 DWG. BY: JK m 2 HORIZONTAL CROSS SECTION 1 HORIZONTAL CROSS SECTION AWNG ND.: LFS ; rc 3 Outswing shown - inswing 3 Outswing shown - inswing FL- 15213. 7 " also approved also approved N SHEET _ L OF 7 Z y` 0m a Kj 5 v N oC;; 4' UN.• 3 z4 30?m o 0 xz04 a za a w g 01u,"' mar rro 2 U. CZE w O w p Sa Lim 40 12 40 16 U z a12 16 23 zo 6 ov 6 3 W 23 EXTERIOR INTERIOR EXTERIOR INTERIOR a g m 2 VERTICAL CROSS SECTION cQi 1 VERTICAL CROSS SECTION 4 Shown w/1Xsub-buck o W q Outswing shown - inswing also approved a a a 5 m aEXTERIORINTERIOR m EXTERIOR INTERIOR 40 n a 0 0yN O O N O 40 6 5 10 W W h 16 28 15 1 2 P a a00 i 1 w z O DAiE: Q2 16 12 2 SCALE: N. T.S. 0 3 VERTICAL CROSS SECTION 4 VERTICAL CROSS SECTION DWG. BY: JK mm OHK. Err: LFS4Outswingconfiguroton4Inswingconfiguration DRAWING NO.: N FL-15213.1 0 SHEET 4 DF % N 2X BUC MASONRY OPENING I w Q Z 2 U 2 zO BUCK ANCHORING HINGE JAMB CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR` ANCHOR M1N. MIN. CLEARANCE MIN, CLEARANCE TYPE SIZE : EMBEDMENT TO MASONRY 70 ADJACENT EDGE; ANCHOR ITW ® 1/4" 1-1/4" 2" 4" TAPCON ELCO ® 1/4" 1-7/4" 1" 4" ULTRACON WOOD SCREW INSTALLATION NOTES: 1. Maintain a minimum 518" edge distance, 1"end distance, & I"o.c. spacing of wood screws to prevent the splitting of wood. FRAME rY MASONRY OPENING vQz O a. FRAME ANCHORING Masonry 2X buck construction HINGE JAMB In p'^Un iV o 4 a O X Z0 Em z M. P I o uv to 9 0Way atM mdav o U cZ 0 0 JT O. O Z ORE VO zC oD an m a U w o N O 00 a 0] m a N STRIKE JAMB STRIKE PLATE DETAIL OATE: 02/16/12 SCALE: N.T.S. DWG. BY: JK CHK. BY: LFS DRAWING NO.: FL-15213.1 SHEET S OF o 30 a TYP. HEAD & _ JAMBS 1X BUCK oO. FRAME O! MASONRY i uOPENING _ ZO a a'• HINGE JAMB FRAME ANCHORING Masonry 1 X buck construction CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortar Joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to modarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR .. ANCHOR`: ft MIN-.CLEARANCE.` MIN. CLEARANCE TYPE ...... SIZE : TO MASONRY EDGE ITW TO ADJACENT .'. ANCHOR 142" ELCO 4" TAPCON 1/4" 1"4" ULTRACONITW 3/16" 1.1/4 3" 1-1/2" TAPCON WUUUSE:KtW INWALLAHUN NUIG: 1. Maintain a minimum 5/8"edge distance, 1"end distance, & 1"o.c. spacing of wood screws to prevent the splitting of wood. m•-+ om STRIKE JAMB HINGE JAMB STRIKE PLATE DETAIL i:•• o' Ji6M Q.Q 0 nmz U N •• a v a oz°4 mzN$ 9 c w N0. mpam a a 8 0 tS E 8 z E3 d lid 0 U O VOZN Zzo 0o O Lo UU J Z Lo 20, W O a 4 u O a Y O U m a x LE: N.T.S. BY: JK BY: LFS Y NG NO.: FL- 15213.1 ET 6 OF BILL OF MATERIALS ITEM DESCRIPTION MATERIAL I MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 2 1 X BUCK SG >= 0.55 WOOD 3 2X BUCK SG >= 0.55 WOOD 4 1 /4" MAX. SHIM SPACE 5 1 /4" X 2-3/4"PFH ELCO OR ITW CONCRETE SCREW STEEL 6 10 x 2-1/2" PFH WOOD SCREW 1.15" MIN. EMBEDMENT STEEL 8 9 x 3/4" PFH WOOD SCREW STEEL 9 DOOR SKIN MIN. 0.075" THICK FIBERGLASS 10 INSWING VINYL DOOR BOTTOM SWEEP BY ENDURA VINYL 10A VINYL DOOR BOTTOM SWEEP #3628 BY HOLM IND. VINYL 11 REINFORCEMENT WOOD FOR LOCK WOOD 12 FINGER JOINTED PINE JAMB WOOD 13 9 x 2-1 /4" PFH WOOD SCREW STEEL 14 BOTTOM RAIL CELLULAR PVC 15 INSWING ADJUSTABLE THRESHOLD BY ENDURA ALUM. / WOOD 15A INSWING ADJUSTABLE ALUMINUM THRESHOLD BY DLP ALUM. / WOOD 16 FORCE 5 WEATHER STRIPPING BY ENDURA FOAM 16A COMPRESSION WEATHER STRIP QLON 650 BY SCHLEGEL FOAM 17 KWIKSET KEYED ENTRY - SIGNATURE SERIES STEEL 18 KWIKSETDEADBOLT- SIGNATURESERIES 780 STEEL 20 POLYURETHANE FOAM BY NANYA POLYURETHANE 21 4" x 4" BUTT HINGE STEEL 23 POLY FIBER JAMB COMP. / VINYL 24 HINGE & LATCH STILE CELLULAR PVC 25 TOP RAIL CELLULAR PVC 26 DEADBOLT STRIKE PLATE STEEL 27 LATCH STRIKE PLATE STEEL 28 OUTSWING BUMP THRESHOLD ALUM. / WOOD 29 HINGE & LATCH STILE REINFORCEMENT LVL 30 1 /4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL 31 9 x 1" PFH WOOD SCREW STEEL 32 1 1 /4" x 3-1/4"PFH ITW CONCRETE SCREW STEEL 33 3/16" X 3-1 /4" PFH ITW CONCRETE SCREW STEEL 40 1 DOOR PANEL -SEE DOOR PANEL DETAIL SHEET FOR CONSTRUCTION DETAILS pp Q!Z h d om 7zFr' + co J O tNp W N > M UN •• h v ZZ 0Z in N r L] / N S t0 JO0W 1— 4.56" _L 4. 56" -{ \\V. ^ a "dda m a `a g E 0 S a 2. 17' - -i Fes— 2.43' —I -- 2.4S' n Up Qti zo Wz 12JAMB23POLYFIBERJAMBo0C, 4 5m s wN a a 3S mU U ci o it a a N 4. 56" 4.56" m N m v 0 0 z zww iSA ADJUSTABLE INSWING SILL 28 OUTSWING BUMP THRESHOLD o o 5. 67' I opc 1 -o N z cii, DATE: 02116 12 SCALE: N. T. S. DWG. BY: JK CHK. BY: LFS 15 ADJUSTABLE INSWING SILL DRAWING NO, FL- 15213.1 SHEET __ L OF 7 E ,aI1-9 Q2. SERIES 5470, NON -IMPACT RESISTANT SLIDING GLASS DOOR INCLUDING POCKETS & 900/135Q CORNERS GENERAL NOTES: 1) GLAZING TYPE OPTIONS: SEE GLAZING DETAILS ON SHEET 10. 2) DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS PER ASTM El300. B. POSITIVE DESIGN LOADS BASED ON TESTED PRESSURE, WATER TEST PRESSURE AND GLASS PER ASTM El300. 3) ANCHORAGE: THE 33-1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE (FBC). 4) SHUTTERS ARE REQUIRED PER FBC REQUIREMENTS, AS APPLICABLE. 5) INSTALLATION SCREWS & FRAME SPLICES TO BE SEALED WITH NARROW JOINT SEALANT. 6) REFERENCES ( NOA'S): ELCO ULTRACON, CRETEFLEX & AGGREGATOR ANCHOR NOA'S, VISION EXTRUSION, LTD, WHITE RIGID PVC NOA, VE 1000 TAN 202 AND LIGHTER SHADES (NON -WHITE) RIGID PVC NOA AND BROWN COATED PAINTED OR LAMINATED) WHITE RIGID PVC NOA REFERENCES (TEST REPORTSLFTL-6367, 6368, 6369, 6370, 6371 & 8545, EXOVA-10-002-792(A) & 10-006-10231; CAMBRIDGE 535753- 09; 7) DOOR SIZES MUST BE VERIFIED FOR COMPLIANCE WITH EGRESS REQUIREMENTS PER THE FBC, AS APPLICABLE. 8) DRAWINGS DEPICT EXTERIOR -GLAZING, HOWEVER INTERIOR -GLAZING MAY BE SUBSTITUTED, 9) THE 5470 SERIES SLIDING GLASS DOOR MAY ALSO BE KNOWN AS THE 470 SERIES. ANCHOR NOTES: 1) FOR CONCRETE/CMU SUBSTRATE APPLICATIONS, SEE TABLE A ON THIS SHEET FOR EMBEDMENT, EDGE DISTANCE AND SUBSTRATE REQUIREMENTS. 2) FOR OTHER SUBSTRATE APPLICATIONS SEE TABLE A ON THIS SHEET. 3) WOOD BUCKS DEPICTED AS 1X ARE LESS THAN 1-1/2" THICK. PROPERLY SECURED, 1X WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE OR CMU. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2" THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. BUCK DESIGN AND INSTAL- LATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD & TO BE REVIEWED BY THE BUILDING OFFICIAL. 4) IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON -SHRINK, NON-METALLIC GROUT, MAX. 1/4" THICK & 3400 PSI MIN., (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. INSTRUCTIONS: 1) KNOWING THE REQUIRED DESIGN PRESSURE OF THE OPENING, THE ANCHOR REQUIREMENTS FOR THE SLIDING GLASS DOORS MAY BE DETERMINED FROM DESIGN PRESSURE TABLES 1 OR 2, DEPENDING ON THE REINFORCEMENT LEVEL DESIRED, 2) LOCATE THE SLIDING GLASS DOOR SIZE ON THE TABLE, USING THE FRAME HEIGHT AND THE NOMINAL PANEL WIDTH IF YOUR EXACT SIZE IS NOT LISTED, ROUND UP TO THE NEXT GREATER LISTED WIDTH AND/OR HEIGHT. 3) CHOOSE WHICH ANCHOR GROUP (A-D) IS MOST APPLICABLE. ANCHORS ARE DEFINED IN TABLE A, THIS SHEET, ALONG WITH THE CORRESPONDING SUBSTRATE, MINIMUM EMBEDMENT AND MINIMUM EDGE DISTANCE. 4) FROM THE DESIGN PRESSURE TABLES (TABLES 1 OR 2), VERIFY THAT THE OPENING'S REQUIRED DESIGN PRESSURE IS MET OR EXCEEDED. USE THE ANCHOR QUANTITIES SHOWN. 5) INSTALL AS PER THE GUIDELINES OF THIS SHEET -SET, 6) ADDITIONALLY, SEE THE EXAMPLE ON SHEET 9. TGRI F G Group Anchor Substrate Frame Member Min, Edge Distance Min. Embedment A 12, steel SMS 135)or 410 S.S. SMS, min 11 threads/in) P.T. Southern Pine SG=0. 55) HeadlSill/Jamb 9/i6" 1-3/8- P-hook 9/16" 1-3/8" Aluminum, W63- T5' 0.125" min. thickness) Head/Sill/ Jamb 3/8' 1/8' P-hook 318" 118" Steel, A36' 0.060" min. thickness HeadlSill/Jamb Ne" 0,060" P-took 3/8' 0.060' Steel Stud, A653 Gr. 33' 0.071' min, thickness) Head/SillIJamb 318" 0.071" (14 Ga.) P-hook 318' 0.071" 14 Gii 114" Elco Ultracon P. T. Southern Pine SG-0. 55) Jamb 1" 1.318" P-hook 1' 1-318" 1/4' Elco 410 S.S. CreteFlex P.T. Southern Pine SG=0. 55) Head/Sill/ Jamb 1" 1-318" P-hook 1' 1.3/8" B 12, steel wood screw G5 P.T. Southern Pine SG=0. 55 Head/Sill/ Jamb 9116' i-318" P-hook 9116" 1-3/8" 1/4" Elco Ultracon Concrete min. 2. 85 ksi) P-hook 1' 1-3/8" Head/Sill/ Jamb 1.3116' 1-3/8' Ungrouted CMU, ASTM C- 90) Jamb i" 1-1/4' P-hook 1' 1-1/4' C 1/ 4' Elco 410 S.S. CreteFlex Ungrouted CMU, ASTM C- 90) Jamb 1- 3/4' 1-114' P-hook 1-3/4' 1-114" Concrete min. 3. 35 kai) Head/Sill/ Jamb 1-3)16' 1-3/4' P-hook 1' 1.314' 1/4' Elco 18-8 S.S. Aggre-Gator Concrete min. 2. 22 ksi) Head/Sill/ Jamb 1-112" 1-318' P-hook 1-1/2" 1-3/8" Ungrouted CMU, ASTM C- W) Jamb 2" 1-114" P-hook 2' 1-1/4" P.T. Southern Pine SG-0. 55 Head/Sill/ Jamb 1" 1-318" P-hook 1" 1-3/8' 1/4" Elco Ultracon Concrete min. 2. 85 ksi) Head/Sill/ Jamb 2-1/2' 1-3/8' P-hook 2-112' 1.318' Ungrouted CMU, C-90) Jamb 2- 1/2' 1-1/4' P-hook 2-1/2" 1-114" D(ASTM 1 / 4' Elco 410(min. S.S. CreteFlex Concrete 3. 35 ksi) Head/Sill] Jamb 2-1/2' 1J/4' P-hook 2-1/2" 1-3/8" Ungrouted CMU, ASTM C- 90) Jamb 2- 112" 1-1/4' P-hook 2-1/2" 1-114" Nominal Panel Size Width Height Design Pressure psf (-) list Certification Numbers 60" 96" 60 60 190-771 48" 120" 60 65 190-774 48" 96" 60 60 190-770 48" 96" 80 80 190-772 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 941)-480- 1600 MIN, OF 3 THREADS BEYOND THE METAL SUBSTRATE, FOR STEEL STUDS, MIN. FU= 45 KSI & MIN. FY= 33 KSI. UNGROUTED CMU" VALUES MAY BE USED FOR GROUTED CMU APPLICATIONS. GENERAL NOTES ............. 1 EXAMPLE CONFIGS.......... 2 INSTALL DETAILS.............. 3-6 DP/ANCHOR TABLES 7-8 EXAMPLE ............................9 GLAZING DETAILS.. .......... 10 ANCHOR LOCATIONS ....... 11-16 PANEL TYPES ................... 17 EXTRUSIONS .....................18 ACCESSORIES ..................19 SCREEN DETAILS ............. 20 PARTS LIST ............. ... ......- 21 FIN ADOON INSTALL.........22-25 VINYL SLIDING GLASS DOOR FPA 3/24116 IMPACT RATING NOT RATED FOR MISSILE IMPACT RESISTANCE DESIGN PRESSURE RATING SEE TABLES 1, 2 & B1, B2 ON SHEETS 7 & 8 191 GENERAL NOTES JraI J ROSOWSKI I NTS III 1 OF 25 ONY LYNIV No.58705 ' rj GN" S ONAL I 1 \\` A. LYNN MILLER, P.E. P.E.# 58706 MAX. UNIT WIDTH------ NOM. PANEL WIDTH PER TABLES 1 & 2 s: MAX. UNIT HEIGHT I I I w PER TABLES 1 & 2 POCKET N L-- J 1-PANEL CONFIGURATIONS MAX. UNIT WIDTH NOM. PANEL WIDTH PER TABLES 1 & 2 3l l 3MAX. UN HEIGHTG IT I+3 PER TABLES 1 & 2 2-PANEL CONFIGURATIONS MAX. UNIT WIDTH NOM, PANEL WIDTH PER TAB ----- '-- MAX HEI PER TAB NOM. PANT PER TAB MA) HE PER TAI UNIT GHT T- i 1 _ LES 1 & 2 P i 5-PANEL CONFIGURATIONS V IL WIDTH ES 1 & 2_ TF MHA. UNI I VVw I n------- e UNIT R GHT LES 1&2 j 7-PANEL CONFIGURATIONS AJ MAX. UNIT WIDTH r ---- MAX. UNIT WIDTH ---' NOM. PANEL WIDTH NOM. PANEL WIDTH PER TABLES 1 & 2 — PER TABLES 1 & 2 MAX. UNIT a \ 1 ' I MAX. UNIT I i Iw HEIGHT HPIERT I ) IW W PER TABLES 1& 2 j I W TABLES 1& 2 Poc— IN yI % / PocKEr IN 3-PANEL CONFIGURATIONS r 4-PANEL CONFIGURATIONS Ja NOM. NOM. PAN PER TAE MA) HE PER TAI v— —I I i I POCKET J L WIDTH LES 1 & 2 MAA. UNI I VVIU I n --- R UNIT GHT LES 1 & 2 1 6-PANEL CONFIGURATIONS NOM. PANEL WIDTH PER TABLES 1 & 2 MAX. UNIT HEIGHT PER TABLES 1 & 2 CONFIGURATIONS NOTES: X" =OPERABLE PANEL 1) ALL CONFIGURATIONS SHOWN ARE ALSO AVAILABLE AS POCKET CONFIGURATIONS AT EITHER OR BOTH JAMB "O" = INOPERABLE PANEL LOCATIONS. EXAMPLE: 4-PANEL XXXX IN POCKET (p) CONFIGURATION CAN BE pXXXXp, pXXXX OR XXXXp. OXXX IN „P =POCKET POCKET CONFIGURATION CAN BE OXXXp. 2) 90° & 135° CORNER CONFIGURATIONS ARE A COMBINATION OF ANY 2 STRAIGHT CONFIGURATIONS. 3) POCKET WALL OR CAVITY IS NOT PART OF THIS APPROVAL AND IS TO BE DESIGNED BY OTHERS AND REVIEWED BY THE AUTHORITY HAVING JURISDICTION. DETAIL LETTER 1070 TECHNOLOGY DRIVE 4) FOR NOM. PANEL WIDTH, SEE TABLES 1 & 2. a N. VENICE, FL 34275 L --- SHEET NUMBER (941)-480-1600 _ _ MAX. UNIT WIDTH'- NOM. PANEL WIDTH PER TABLES 1 & 2 MAX. UNIT s to HEIGHT / 5' 0 NOTE PER L sEeT TABLES 1 & 2 POCKET IN r J CORNER, TYP. OUTSIDE CDRNE0. $MOWN. INSIDE CORNER SIMILAR 8-PANEL CONFIGURATIONS DLO WIDTH = NOM. PANEL WIDTH - 8-9/16" Gov LYN AT ' DLO HEIGHT = DOOR HEIGHT - 11-1116" r.•. '•"• N j ' oCENyFPANELHEIGHT = DOOR HEIGHT - 2-1/2" Qa,• P ; No. 58705 '.• VINYL SLIDING GLASS DOOR FPA 11; 3/24/16 710,s[AT odF ( V EXAMPLE CONFIGURATIONS ;gt J ROSOWSKI NAL . IIIIIIIIITA A. LYNN MILLER, P.E. P.E.N 58705SGD-5470I J NTS 2 OF 25 f FPA-SGD5470.21 11 DETAIL Al I I DETAIL 61 METAL TYP., ANCHOR THRU IX WOOD I ASTRAGAL DETAIL C1 DETAIL D1 LENGTH TO BE A MIN. OF INTO MASONRY FACING EXT. INTERLOCK INTO METAL C- THREADS BEYOND THE CONCRETE/CMU PER _ METAL SUBSTRATE ANCHOR REQUIREMENT -- ---- ----- - - --- — -- — FRAME WIDTH 1/4" MAX. REQUIRED IF DOOR 1 __-_— F HEIGHT IS OVER 96" 21 96 - TYP. ANCHOR TYPE, 91 EMBEDMENT AND 91MAX28" D.C. EDGE DISTANCE PER . C EDGE SUBSTRATE, SEE II n l DISTANCE TABLE A, SHEET 1 & i I /mil Ll NOTE 3, BELOW DAYLIGHT \ 1l INTERIOR / 2 o OPENING WIDTH EMBEDMENT Li i - L \ C': 9 6 EDGE--` DISTANCE •` 1 oO 26 ` / I 821 ExTERIOR // SEE NOTE 6. 9A I \\ -2 OR 26 L. /2)O Z8 SEE NOTE T 1/4" MAX. Ir / ` THIS SHEET THIS SHEET \^ SEE NOTE 6, 1X OR 2X WOOD 32 = THIS SHEET e /LBUCKSTRIP, SEE EMBEDMENT - SEE NOTE 6, THIS SHEET(— # 8 X 3/4" SMS REINFORCEMENT SCREW; 7ANCHOR / NOTE 4,SHEET 1 L - - _ _ _ - PLATE AT -- 63 PER STILE, LOCATED AT CENTERLINE AND 6", EVERY )// HORIZONTAL SECTION (XXX_SHO_YN - W & 12" FROM ENDS (FACTORY INSTALLED). ANCHOR LOCATION \ ( DETAIL C2 DETAIL D2 DETAIL B2 DETAIL A2 INTERLOCK INTOMASONRY ASTRAGAL 2X WOOD BUCKSTRIP OR INTO zx wooD 19 _ -\ REQUIRED IF DOOR EMBEDMENT FACING INT. FRAMING, SEE ANCHOR 96 DAYLIGHT 21 , -\ HEIGHT IS OVER 96" NOTE 3, SHEET 1 / OPENING 91 1/4 MAX WIDTH f L2 EDGE I INTERIOR o o p DISTANCE TYP. ANCHOR TYPE, SEE NOTE 6, THIS SHEET EMBEDMENT AND ' ,_ 28 R 2J 2s"Ol EDGE DISTANCE PER d (a TYP. ANCHOR TYPE, SUBSTRATE, SEE I I e e 93\23 EMBEDMENT AND TABLE A, SHEET 1 & I 81 - P EDGE DISTANCE NOTE 3, BELOW PER SUBSTRATE, EE TABLE A, SHEE EDGE S& NOTE 3, BELOW T DISTANCE I I ExTERIOR 1/4" MAX. PANEL WIDTH -- t CONCRETE/CMU PER ASTRAGAL MAY BE EMBEDMENT HORIZONTAL SECTION (XO SHOWN) ANCHOR REQUIREMENT INSTALLED IN EITHER FIXED PANEL CLIP & INTERIOR OR NOTES ANCHORS, SEE EXTERIOR DIRECTION. 1) DETAILS APPLY TO 2, 3 AND 4 TRACK CONFIGURATIONS. REINFORCEMENT TYPES (SEE NOTE 6, THIS SHEET) DETAIL SHEET 19 ALL PARTS IDENTICAL. 2) REFER TO ANCHOR NOTES, SHEET 1. 3) SEE SHEET 13 FOR ANCHOR LOCATION &SPACING, FOR FOR ALL IOCKSTILES, ASTRAGALS,FXEO VINYL SLIDING GLASS DOOR FPA 3/24116 ANCHOR QUANTITIES, SEE TABLES 1 & 2. STILES AND 4) CONTINUOUS ANCHOR PLATE, ITEM #8, IS REQUIRED AT ALL HORIZONTAL RAILS II INSTALLATION, HORIZONTAL X-SECT.i mTJ ROSOWSKIFRAMEANCHORLOCATIONS. -------- 5) PANEL WIDTH DOES NOT INCLUDE INTERLOCK OR ASTRAGAL ADD -ON. ® 6) SEE TABLES 1 & 2 FOR REINFORCEMENT REQUIREMENTS. ALL ---- g REINFORCEMENTS ARE APPROXIMATELY THE FULL LENGTH OF INTERLOCKS 27 2e 107E TECHNOLOGY DRIVE m m ONLY I N. VENICE, FL 34275 THE EXTRUSION. REFER TO TEST REPORTS FOR EXACT DIMENSIONS. ` STANDARD Ho - - - - 7) SEE SHEET 20 FOR SCREEN DETAILS. CERT. OF AUTH. #29296 SGD-54701 NTSlj 3 OF 25 ', g FPA•SGD5470.2 EDGE DISTANCE TYP. ANCHOR TYPE' EMBEDMENTAND EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1 & NOTE 3, BELOW NY LYNN/ ' a , VICENSF •.?,' No. 58705 0, STA O i TONAL IEC A. LYNN MILLER, P.E. P.E.# 58705 DETAIL E1 INTO MASONRY ixsucKsrRIP CONCRETE/CMU PER ANCHOR REQUIREMENT i 1 /4" MAX. —I C' T--T- I ANCHOR PLATE AT EVERY ANCHOR LOCATION DAYLIGHT OPENING HEIGHT EXTERIOR a 1/4" MAX. GROUT AS NEEDED,SEE ANCHOR NOTE 5, SHEET 1 TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE A. SHEET 1 & NOTE 3, THIS SHEET EDGE DISTANCE I EMBED- MENT DETAIL E2 INTO WOOD 2X WOOD BUCKSTRIP OR TYP. ANCHOR TYPE, EMBEDMENT FRAMING, SEE ANCHOR AND EDGE DISTANCE PER NOTE 3, SHEET 1 -SUBSTRATE, SEE TABLE A, SHEET EDGE 1 & NOTE 3, THIS SHEET EDGE DISTANCE 1 w DISTANCE 1/4" MAX. -1 1X OR 2X WOOD BUCKSTRIP, SEE ANCHOR NOTE 3, SHEET 1 FOR / LOCKSTILES, ASTRAGALS, FIXED STILES AND HORIZONTAL/ RAILS 25J FRAME SEE HEIGHT NOTE6. THIS SHEET EXTER i LU2 a 82 1/4" MAX.- j L EMBED- q I EMBEDMENT } DISDAN( MENT 1 DETAIL E3 INTO MASONRY CONCRETE/CMU PER ANCHOR REQUIREMENT EMBEDMENT I EMBEDMENT 1/4" MAX. III i I ;e-1 /4" MAX. DETAIL E4 INTO METAL MULLION, ALUMINUM/STEEL FRAMING OR STEEL STUD. MAY BE VERTICAL OR HORIZONTAL. SEE SUBSTRATE PROPERTIES, TABLE A, SHEET 1 EDGE DISTANCE EMBEDMENT 1/4" MAX. tei i TYP. ANCHOR TYPE, EMBEDMENT AND / TYP. ANCHOR TYPE, EMBEDMENT AND eJ EDGE DISTANCE PER SUBSTRATE, SEE — EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1 & NOTE 3, THIS SHEET TABLE A, SHEET 1 & NOTE 3, THIS SHEET NOTES 1) DETAILS APPLY TO 2, 3 AND 4 TRACK CONFIGURATIONS. 2) REFER TO ANCHOR NOTES, SHEET 1. 3) SEE SHEETS 11 & 12 FOR ANCHOR LOCATION & SPACING, 8 X 3/4" SMS REINFORCEMENT FOR ANCHOR QUANTITIES, SEE TABLES 1 & 2. DLO WIDTH = NOM. PANEL WIDTH - 8-9/16" SCREW; 3 PER RAIL, LOCATED AT 4) CONTINUOUS ANCHOR PLATE, ITEM #8, IS REQUIRED AT DLO HEIGHT = DOOR HEIGHT - 11-1/16" CENTERLINE AND 9" FROM ENDS ALL FRAME ANCHOR LOCATIONS. PANEL HEIGHT = DOOR HEIGHT - 2-1/2" FACTORY INSTALLED) 5) SEE SHEET 20 FOR SCREEN DETAILS. 6) SEE TABLES 1 & 2 FOR REINFORCEMENT REQUIREMENTS. PANEL ALL REINFORCEMENTS ARE APPROXIMATELY THE FULL HEIGHT SILL RISER LENGTH OF THE EXTRUSION. REFER TO TEST REPORTS FOR EXACT DIMENSIONS. VARIES WITH REQUIRED POSITIVE DESIGN PRESSURE, SEE SHEETS 7 & 8. 39D 3907 + - f 42 SHOWN L 443.45 ALSO APPLY .823 1.793 L8,87 17 2-1/2" = TOTAL 060 —r-o 060 - SILL HEIGHT 42 SILL RISER 2-1/2"TOTAL as SILL RISERCJ(3-1/2"TOTAL SILL HEIGHT) SILL HEIGHT) a EDGE l TYP. ANCHOR TYPE, DISTANCE ! TYPE, AND EDGE DISTANCE TYP. ANCHOR TYPE, 2X WOOD BUCKSTRIP OR \. EMBEDMEE NT AND FRAMING, SEE ANCHOR EDGE DISTANCE 1070 TECHNOLOGY DRIVECONCRETE/CMU PER SUBSTRATE, NOTE 3, SHEET 1 PER SUBSTRATE, PER ANCHOR IDETAIL F1 SEE TABLE REQUIREMENT SHEET 1 & NOTE 3, INTO MASONRY THIS SHEET IDETAIL F2 INTowooD SEE TABLE A, SHEET 1 & NOTE 3, THIS SHEET N. VENICE, FL 34275 941)-480-16_00 CFRT OF 390 - 390-_1 1 2.947 2.370 3.464 4.041 060 1 O60 O UY LYN/y( FGEN SILL RISER as aSILL RISER ITOTAL s SILL HEIGHT) SILL HEIGHT) VINYL SLIDING GLASS DOOR FPA INSTALLATION, VERTICAL X-SECT NTS III 4 OF 25 No. 58705 Ap TAO eF 3/24/ 16 J ROSOWSKI A. LYNN MILLER, P.E. P.E.# 58705 D5470.2 £ INTERIOR J INTERIOR I 25 I-- oo EXTERIOR Z G' 135° DETAIL 31 Fn INSIDE CORNER 135° DETAIL G2 MAX18.5"O.0 135' MAX 3.5" O.C. SEE SHEET 19 OUTSIDE CORNER 18.5' O.C. 9\•9 MAX 3 5" O.C. SEE SHEET 19 INTERIOR EXTERIOR PaQ C. J S) ( 1 / INTERIOR % \\% 6J MAX 3.5" C.C. 188I1 o 96 SEE SHEET 19 INTERIOR DETAIL H2 1 EXTERIOR c - G= 1 OUTSIDE CORNER l / J / J d i_ x_ ice\ 33 O 90° INT ROR. mirl6ii 41 EXTjEHQR u U LU 90° 39 o f DETAILH1 33 MAX 18.5"O.C.94 90° INSIDE CORNER 40 EXTERIOR INTERIOR 611G v- MAX 3.5" O.C. 19 EEXTERIORQ` Z_ SEE SHEET 19 i— o 98 NOTES 1 1) DETAILS APPLY TO 2, 3 AND 4 TRACK CONFIGURATIONS. 2) SEE SHEETS 14 & 15 FOR ANCHOR LOCATION & SPACING, FOR ANCHOR QUANTITIES, SEE TABLES 1 & 2. 3) CORNER ASTRAGAL MAY BE EITHER TO THE INTERIOR OR EXTERIOR, `.` pNY.LYNN DEPENDING ON CONFIGURATION. VINYL SLIDING GLASS DOOR FPA 3/24116 No. 58705 CORNER ASTRAGAL HORIZ. X-SECT. ml J ROSOWSKI 0 '• / v (( O j [ T 1070 TECHNOLOGY DRIVEI,--- --- m S7 NAL N. VENICE, FL 34275 ill I I I I I I I I\` 941 )-480-160D _-_ - S - A. LYNN MILLER, P.E. CERT. OF AUTH. #29296 SGD-5470' 5 OF 25 FPA-SGD5470.2 i P,E.# 68706 OPTIONAL NON- STRUCTURAL ANCHORS FOR INTERIOR POCKET JAMB INTERIOR POCKETS MUST INCLUDE A NON-STRUCTURAL, FRAME JAMB TO REDUCE THE POSSIBILITY OF WATER INFILTRATION. POCKET BY OTHERS, SEE NOTE 6 BELOW. --- I I - EXTERIOR MB T' MENT• EXTERIOR ° ^ OPT. ANCHOR TYP. ANCHOR TYPE, EMBEDMENT CONCRETE/CMU AND EDGE DISTANCE PER-__/ L EDGE PER ANCHOR SUBSTRATE, SEE TABLE A, SHEET 1 DISTANCE REQUIREMENT NOTE 3, BELOW INTERIOR POCKET INTERIOR SEE FIG 1,- THIS SHEET("_'.l_ P DETAIL 11 INTO MASONRY DETAIL 12 INTO MASONRY TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1 & NOTE 3, BELOW EMBEDMENT EXTERIOR 1/4" MAX. SEE FIG 1,/` THIS SHEET ") EDGE DISTANCE EXTERIOR POCKET CONCRETE/CMU PER ANCHOR REQUIREMENT OPT. ANCHOR FOR DOOR HEIGHTS 96" AND LESS: b d FOR DOOR HEIGHTS OVER 96" 97 21.9" q MAX. O.C. Cr I Q d J 21 TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER METAL TYP., ANCHOR LENGTH SUBSTRATE, SEE TABLE A, SHEET 1 TO BE A MIN. OF 3 THREADS NOTE 3, BELOW— BEYOND THE METAL SUBSTRATE EDGE 2X WOOD BUCKSTRIP OR FRAMING, EDGE SEE ANCHOR DISTANCE NOTE 3, SHEET 1I I DETAIL 13 DISTANCE OPT. ANCHOR _ ^ ` =i OPT. ANCHOR INTO METAL P T. EMBEDMENT _ CPT EMBEDMENT J 1 n, 1/4° DETAIL 14 q o 1/4" MAX. q o MAX. INTO WOOD EXTERIORSEE 1, THIS SHI ETC1/ SEE FIG 1, d THIS 2B bR 27 r- 82 SHEET 22, EXTERIOR LB 21- EXTERIOR POCKET 1111r17j7 EXTERIOR POCKET NCENSF NOTES 1) DETAILS APPLY TO 2, 3 AND 4 TRACK CONFIGURATIONS. VINYL SLIDING GLASS DOOR FPA 3/24/16 p = No. 58705 - 2) REFER TO ANCHOR NOTES, SHEET 1. 3) SEE SHEET 13 FOR ANCHOR LOCATION & SPACING, FOR ANCHOR QUANTITIES, SEE TABLES 1 & 2. P-HOOK EXAMPLES, HORIZ. X-SECT. m J ROSOWSKI 9 _ 4) SEE TABLES 1 & 2 FOR REINFORCEMENT REQUIREMENTS. METHODS. O '. sTo O/ 5) INTERIOR OR EXTERIOR POCKETS APPLICABLE FOR ALL INSTALLATION 6) POCKET WALL OR CAVITY IS NOT PART OF THIS APPROVAL AND IS TO BE DESIGNED BY OTHERS 1070 TECHNOLOGY DRIVE Im ORIDP..•' SS pN'' R AND REVIEWED BY THE AUTHORITY HAVING JURISDICTION. N. VENICE, FL 34275 941)-480-1600 z 1 NAL P,E. A.ILwtJ I iEa, P.E. CERT. OF AUTH. #29296 ISGD-5470 NTS I 6 OF 25 FPA-SGD5470.21p 1 p,E.q 58705 TARI F 1 Design Pressure (DP) and Anchor Quantities Required Use this table for. Astragal Reinforcement #29 Lockstile Reinforcement #25 or #26 Sid. Interlock Reinforcement #27 Door Unit Height 8 96" 68-15/16" O Height 72-15/16" DLO Height 84-15/16' DLO Height Anchor Group Anchor Group Anchor Group A I 8 I C D A B 1 C ID A B C D Design Pressure 60 / -60 psf 60 / -60 ps1 60 / -60 psi 24" 191/8' DLO Head/Sill C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 Width Jamb 5 1 5 5 5 5 5 5 5 5 5 5 5 P-hook 7 1 7 7 7 7 7 7 7 8 B 1 8 8 Design Pressure 60 / -60 psf 60 / -60 psf 60 / -60 psf 25-1/8" DLO Head/Sill C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 I C3+1 C3+1 C3+1 Jamb 5 5 5 5 5 5 5 5 5 5 5 5 P-hook 7 7 7 7 7 1 7 7 7 8 8 8 8 Design Pressure 60 / -60 psf 60 / -60 psf 60 / -60 psf g 3s 31-1/8" DLO Head/Sill 1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 o. Width Iamb 5 5 5 5 5 5 5 5 5 5 5 E P-hook rC3+1 7 7 7 7 7 T 7 8 8 8 8 Z 42" 37-1/8" DLO Design Pressure+60/-60psf 60/-Wpsf 60/-60 Psf Head/Sill C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 Width Jamb 5 5 5 5 5 5 5 5 5 5 5 P-hook 7 7 1 7 7 7 1 7 1 7 1 7 8 8 8 8 Design Pressure 60 / 60 psf 60 / -60 psf 60 / -60 psfH43.1/8 DLO Head/Sill C3+2 C3+1 C3+1 C3+1 C3+2 C3+1 C3+1 C3+1 C5+2 C3+1 C3+1 C3+1 Width Jamb 5 5 5 5 5 5 5 5 5 5 6 5 17- P-hook 1 7 7 7 7 1 7 7 7 7 1 8 6 1 8 8 USED IN EXAMPLE ON SHEET 9 TABLE NOTES: 1) IF WATER INFILTRATION RESISTANCE IS REQUIRED,THE LESSER VALUES OF EITHER TABLE 1 AND TABLE 131 DETERMINES THE WATER LIMITED (+) DP. 2) IF WATER INFILTRATION RESISTANCE IS NOT REQUIRED OR OVERHANG IS PER FIG 1, A SILL RISER IS NOT REQUIRED; OTHERWISE, +DP'S SHOWN IN TABLE 1 MAY BE USED. 3) SEE SILL RISER TYPES ON SHEET 4. 4) SHEET APPLIES TO 2, 3 AND 4 TRACK CONFIGURATIONS. 5) REFER TO ANCHOR NOTES, SHEET 1. 6) SEE SHEETS 11-16 FOR ANCHOR LOCATION & SPACING ANCHORAGE TYPE PER SUBSTRATE REQUIRED TO ACHIEVE THE DESIGN PRESSURE, USING THE ANCHOR QUANTIES LISTED BELOW. SEE TABLE A, SHEET 1 FOR COMPLETE ANCHOR LIMITATIONS. THE MAXIMUM DP AT THESE ANCHOR QUANTITIES. ADDITIONALLY, THE MAXIMUM POSITIVE DP DUE TO THE SILL HEIGHT MUST ALSO BE CONSIDERED, SEE TABLE 61, THIS SHEET. OF ANCHORS THROUGH THE HEAD & SILL. (EX: FOR C3+1, 3 ANCHORS CLUSTERED AT PANEL MEETING POINT AND 1 ANCHOR REQUIRED AT MIDSPAN OF PANEL). TOTAL # OF ANCHORS THROUGH THE JAMB. THE # OF ANCHORS REQUIRED THROUGH THE P-HOOK, PERPENDICULAR TO THE GLASS. TAR[ F R1 Water -Limited Design Pressure Sill Riser Nom. Sill Height Max. (+) DP Allowed None 1-11/15" See Note 2 42 2-1/2" 38.7 psf 43 3-1/2" 60.0 psf 44 4-1/16" 1 +80.0 psf 45 1 45/8' 1 100.0 psf 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 FIG 1: DOOR ASSEMBLIES INSTALLED WHERE THE w OVERHANG (OH) LENGTH IS EQUAL TO OR GREATER THAN 0 THE OVERHANG HEIGHT IS EXEMPTED FROM WATER INFILTRATION RESISTANCE. DLO WIDTH = NOM. PANEL WIDTH-8-9/16" DLO HEIGHT = DOOR HEIGHT - 11-1/16" PANEL HEIGHT = DOOR HEIGHT - 2-1/2" VINYL SLIDING GLASS DOOR FIFA DP & ANCHOR QUANTITY TABLE NTS 111 7 OF 25 3/24/16 JROSOWSKI LYN rr,r ICEN Fs No.58705 0.' TA O (b i Cc •'•F4ORID;' SS ONA. Nv L A. LYNN MILLER, P.E. P.E.# 58705 TART F 2- Design Pressure (DP) and Anchor Quantities Required Use this table for Door Unit Height Astragal Reinforcement #29 80" M. 96" 108" 120 Lockstile Reinforcement #25 15/16" DLO Height 72-1 /16" DLO Height 84-15/16" DLO Height 96.1 1 DLO Height 108-5116" DLO Height HD Interlock Reinforcement #28 Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group A B 1 C D A B 1 C I D A B I C D A I B I C 1 0 A I B I C D Design Pressure 80 / -80 psf 80 / -80 psf 80 / -80 psf 60 / -65 Psf 60 / -65 psf 24' 19-1/8" DLO Head/Sill C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 Width lamb 5 5 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 6 P-hook 7 7 7 7 7 7 7 7 8 8 8 8 9 1 9 9 1 9 10 1 10 10 1 10 Design Pressure 80 / -80 psf 80 / -80 psf 80 / -80 psf 60 / -65 psf f 30' 25-1/8" Head/Sill C3+1 C3+1 C3+1 C3+1 C3+1 03+1 C3+1 C3+1 C5+1 C3+1 03+1 C3+1 C3+1 C3+1 C3+1 C3+1 C5+1 C3+1 C3+1 C3+1 DLO Jamb 5 5 5 5 5 5 5 5 5 1 5 5 5 6 6 6 6 6 6 6 6 P-hook 7 1 7 1 7 7 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 Design Pressure 80 / -80 psf 80 / -80 psf 80 / -80 psf 60 / -65 psf 60 / -65 psf 36' 3DLODLO Head/Sill C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C3+1 C5+1 I C3+1 I C5+1 C3+1 CS+1 C3+1 I C3+1 IC3+1 C5+1 C3+1 C3+1 C3+1 Width Jamb 5 5 5 5 5 5 5 5 5 5 6 5 6 6 6 6 6 6 1 6 6 P-hook 7 7 7 7 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 Design Pressure W / -W psf 80 / -80 psi 80 / -80 psi 60 / -65 psf 60 / -65 psf 42' 37-1/8' DLO Head/Sill C5+2 C3+1 C3+1 C3+1 C5+2 C3+1 C3+1 C3+1 C5+2 C3+1 C5+1 C3+1 C5+1 C3+1 C5+1 C3+1 C5+1 C5+1 C5+1 C3+1 L Jamb 5 5 5 5 5 5 6 5 5 5 7 5 6 6 6 6 6 8 7 6 8 Width P-hook 7 7 7 7 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 105 o Z Design Pressure 80 / -80 psf 80 / -80 psf W / -80 psf 60 / -65 psf 60 / -65 psf 48' 43.1/8' DLO Head/Sill C5+2 C3+2 C5+2 C3+1 C5+2 C3+2 C5+2 C3+1 C5+2 C5+2 CS+2 C3+1 C5+2 C3+1 C5+2 C3+1 C5+2 C5+1 C5+2 C3+1 Width lamb 5 5 6 5 5 5 6 5 5 5 7 5 6 6 7 6 6 6 8 6 P-hook 7 7 7 7 7 7 7 7 8 8 8 8 9 9 9 1 9 10 10 10 10 Design Pressure 60/-Wpsf 60/-60psf 60/-Wpsf 49.1/8" Head/Sill C3+2 C3+1 C3+2 C3+1 C3+2 C3+i C3+2 C3+1 C5+2 C3+1 C5+2 C3+1 54' DLO Jamb 5 5 5 5 5 5 5 5 5 1 5 6 5 Width P-hook 7 7 7 7 7 7 7 7 B 8 8 8 Not available in these sizes Design Pressure 60/-Wpsf 60/-60psf 60/-60psf 551/8" Hea&Sill C3+2 C3+2 C3+2 C3+1 C5+2 C3+2 C3+2 C3+1 C5+2 C3+2 C5+2 C3+1 60' DLO Jamb 5 5 5 5 5 5 5 5 5 5 6 5 Width P-hook 7 7 7 7 7 7 7 7 1 8 8 8 8 TABLE NOTES: 1) IF WATER INFILTRATION RESISTANCE IS REQUIRED,THE LESSER VALUES OF EITHER TABLE 2 AND TABLE B2 DETERMINES THE WATER LIMITED (+) DP. 2) IF WATER INFILTRATION RESISTANCE IS NOT REQUIRED OR OVERHANG IS PER FIG 1, A SILL RISER IS NOT REQUIRED; OTHERWISE, +DP'S SHOWN IN TABLE 2 MAY BE USED. 3) SEE SILL RISER TYPES ON SHEET 4. 4) SHEET APPLIES TO 2, 3 AND 4 TRACK CONFIGURATIONS. 5) REFER TO ANCHOR NOTES, SHEET 1. 6) SEE SHEETS 11-16 FOR ANCHOR LOCATION & SPACING 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 941)-480-1600 ANCHORAGE TYPE PER SUBSTRATE REQUIRED TO ACHIEVE THE DESIGN PRESSURE, USING THE ANCHOR QUANTIES LISTED BELOW. SEE TABLE A, SHEET 1 FOR COMPLETE ANCHOR LIMITATIONS. THE MAXIMUM DP AT THESE ANCHOR QUANTITIES. ADDITIONALLY, THE MAXIMUM POSITIVE DP DUE TO THE SILL HEIGHT MUST ALSO BE CONSIDERED, SEE TABLE B2, THIS SHEET. r # OF ANCHORS THROUGH THE HEAD & SILL. (EX: FOR C3+1, 3 ANCHORS CLUSTERED AT PANEL MEETING POINT AND 1 ANCHOR REQUIRED AT MIDSPAN OF PANEL). TOTAL # OF ANCHORS THROUGH THE JAMB. THE # OF ANCHORS REQUIRED THROUGH THE P-HOOK, PERPENDICULAR TO THE GLASS. FIG 1: DOOR ASSEMBLIES INSTALLED WHERE THE OVERHANG (OH) LENGTH IS EQUAL TO OR GREATER THAN 0 THE OVERHANG HEIGHT IS EXEMPTED FROM WATER INFILTRATION RESISTANCE. TABLE 62: Water -Limited Design Pressure Sill Riser Nan, Sill Height Max. (+) DP Allowed Nate 1-11/16' See Note 2 42 2-1/2" 38.7 psf 43 3-1/2" 60.0 psf 44 4-1/16" 80.0 lost 45 4-5/8" 17T00.0 psi DLO WIDTH = NOM. PANEL WIDTH - 8-9/16" DLO HEIGHT = DOOR HEIGHT - 11-1116" PANEL HEIGHT = DOOR HEIGHT - 2-1/2" VINYL SLIDING GLASS DOOR FPA DP & ANCHOR QUANTITY TABLE D-54701]1 NTS 111 8 OF 25 JAI 3/24/16 J ROSOWSKI Y LYOoGENNN(' No.58705 o sTA ONAL ENG0 rritIII t A. LYNN MILLER, P.E. EXAMPLE: 3-PANEL, 3 TRACK, STRAIGHT CONFIGURATION - PXXX, INTERIOR MOUNT POCKET, 48" X 84" NOM. PANELS, LAMINATED, IG GLAZING, ANCHOR GROUP A IN WOOD SUBSTRATE, PROJECT DESIGN PRESSURE REQUIRED: +48.2/-58.6 PSF POCKET BY OTHERS,SEE NOTE 6, SHEET6 FRAME JAMB REQUIRED @ INTERIOR POCKETS III I I I I I II SPLICE NOTE: OPT. ANCHOR I! ll IIIHI I EXTERIOR NONSTRUCTURAL ANCHORS MAY TO AID IN-- BE ADDED IN -FIELD AS NEEDED TO ALIGNMENT ALIGN THE HEAD OR SILL IF A SPLICE OCCURS WITHIN A POCKET. OPT. ANCHD TO AID ALIGNMEI, P-HOOK ANCHORAGE nFTAILS 4 HEAD SPLICE INTERIOR 6" CENTERLINE MAX. - OF PANEL 1 ANCHORAGE, SHEET 12 "C3"CLUSTER, SHEET 12 SEE POCKET JAMB INSTALLATION ON SHEET6 SILL SPLICE INTERIOR 6" CENTERLINE I MAX. OF PANEL i POCKET BY-- OTHERS,SEE NOTE o SHEET 6 2" ANCHORAGE, SHEET II 'C3"CLUSTER, 21.6' FRAME JAMB SHEET 11 SEE POCKET JAMB MAX REQUIRED @ INSTALLATION ON O.C. INTERIOR POCKETS SHEET6 1) KNOWING THE PRODUCT'S REQUIREMENTS, SCAN THROUGH TABLES 1 & 2 Jl FOR A DESIGN PRESSURE THAT MEETS OR EXCEEDS THE REQUIREMENT OF 48.2/-58.6 AT A NOM. PANEL SIZE OF 48" X 84". FROM TABLE 1, SHEET 7, THE DESIGN PRESSURE IS +601-60 WHICH EXCEEDS THE PROJECT DESIGN PRESSURE REQUIREMENTS. FOR WOOD INSTALLATION USING ANY HeSd Sili C3+2 ANCHOR IN GROUP A (SEE TABLE A), TABLE Jamb 5 1 SHOWS ANCHOR REQUIREMENTS OF: I P-Hook 1 7 11 11 6" MAX. JAMB ANCHORAGE DETAILS FOR PRODUCT REFERENCES, ALSO SEE: A) SHEET 2 FOR ALLOWABLE CONFIGURATIONS AND EXACT LOCATIONS OF CROSS-SECTION DRAWINGS. B) SHEET 10 FOR SPECIFIC GLAZING TYPES. C) SHEET 17 FOR ALLOWABLE PANEL TYPES AND CALL NAMES. D) SHEETS 4 & 18 FOR EXTRUSION CROSS-SECTION DRAWINGS, E) SHEET 19 FOR INSTALLATION OF ADDITIONAL ACCESSORIES. F) SHEET 21 FOR A BILL OF MATERIALS. 2) ANCHOR LOCATION DETAILS, CAN BE FOUND ON: HEAD (CLUSTER ANCHORS): SHEET 12 FOR THE "C3" CLUSTER ANCHORS AT THE INTERLOCK/ASTRAGAL. HEAD (INTERMEDIATE ANCHORS SHEET 12 FOR THE "+2 ANCHORS AT THE MIDSPAN OF EACH PANEL. SILL (CLUSTER ANCHORS): SHEET 11 FOR THE "C3" CLUSTER ANCHORS AT THE INTERLOCK/ASTRAGAL. SILL (INTERMEDIATE ANCHORS)_ SHEET 11 FOR THE "+2 ANCHORS AT THE MIDSPAN OF EACH PANEL. JAMB: 5 ANCHORS, SHEET 13 FOR GEN. LAYOUT. P-HOOK: 7 ANCHORS, SHEET 13 FOR GENERAL LAYOUT. 3) INSTALLATION DETAILS INTO WOOD CAN BE FOUND ON: 107D TECHNOLOGY DRIVE HEAD & SILL: SHEET 4 N. VENICE, FL 34275 JAMB: SHEET 3 941)-480-1600 CERT. OF AUTH. #29296P-HOOK: SHEET 6 CENTERLINE L CENTERLINE SEE FIGURE BELOW FOR ADDITIONAL OF INTERLOCK OF INTERLOCK ANCHOR INFORMATION. CENTERLINE CENTERLINE I OF PANEL 2 OF PANEL 3 2- ANCHORAGE. J SHEET 12 C3"CLUSTER, SHEET 12 HEAD ANCHORAGE DETAILS PXXX (3-TRACK) CENTERLINE OFINTERLOCK 2" ANCHORAGE, SHEET 11 C3" 25- 3I8' MAX. 6- 2' ANCHORAGE, MAX. SHEET 12 END ANCHORAGE EXTERIOR MIN. i ANCHOR) CENTERLINE SEE FIGURE BELOW FOR ADDITIONAL OF INTERLOCK ANCHOR INFORMATION. CENTERLINE I_ CENTERLINE OF PANEL 2 OF PANEL 3 SHEET 11 SILL ANCHORAGE DETAILS PXXX ( 3-TRACK) END PANEL ANCHOR EXCEPTION: 25- 3/8" MAX. If 61 2" ANCHORAGX. E. MASHEET11 END ANCHORAGE EXTERIOR MIN. 1 ANCHOR) DISTANCE TO NEXT CLUSTER TO BE 25.3/8" O.C. OR LESS F - CENTERLINE OF END PANEL FOR SILL ( SHOWN) AND HEAD, ANCHORS AT THE MIDPOINT OF END PANELS ARE ONLY REQUIRED IF THE O.C. DISTANCE TO THE NEXT ANCHOR CLUSTER IS OVER 25-3/ 8", OTHERWISE ANCHORS ARE NOT REQUIRED AS PER THE FIGURE ABOVE: VINYL SLIDING GLASS DOOR FPA 111 3/24/16 STRAIGHT DOOR EXAMPLE Ft-J ROSOWSKI NTS 111 9 OF 25 Pam,.• UICENSF'•. No.58705 P b A, f\••• S AT OF •4c s/0NAL \ EN \. `fill. A. LYNN MILLER, P.E. P.E. a 58705 SILICONE HOT -MELT BUTYL tiL STRUCTURAL SILICONE STRUCTURAL I l- 3/16" NOM. POLYISOBUTYLEN- 1/4"NOM. FOAMS '` :.,X WITH WITH DESICCANT yI DESICCANT EXT.GLASS-- % EXT.GLASS- 1v -INT. GLASS -INT. GLASS 0KODISPACE SUPER 4SG TPS SPACER_% NXT 1 1-1/16' NOM. 3/16" T GLASS 75 7s 11/16" AIR SPACE --- 7 s 3116" T GLASS --- PAINTED/ LAMINATED SURFACE EXTERIOR EXTERIOR- / 1 PRODUCT IS I/ GLAZED" IF #82-831S 718" NOM. D TOWARDS THE EXTERIOR. GLASS BITE IINTERIORPRODUCTIS I 7B> GLAZED' IF #82-83 SOR TOWARDS THE INTERIOR. ,^ ALUMINUM REINFORCEMENT POLYISO- r" DESICCANT FILL AREA BUTYLENE • 5116NOM. GLASS DETAIL 5/ 16"NOM7 SEAL BUTYL 8 ROLL - FORMED SILICONE SEAL DESICCANT -- I 1 STAINLESS STEEL \ FOAMNOTES: EXT. GLASS 1) BACKBEDDING SURFACES SHALL NOT BE PAINTED OR LAMINATED. EXT. GLASS, I 2) PRODUCT MAY BE EITHER INTERIOR OR EXTERIOR GLAZED. T" = TEMPERED INT. GLASS INT. GLASS DURASEAL® 77) XL EDGE TIA 7) SPACER SPACER 711IY ICY NA1717'7 %. CENaF VINYL SLIDING GLASS DOOR FPA 3/24/16 Z* N° SB705 = GLAZING DETAILS tt: J ROSOWSKI L / 1070 TECHNOLOGY N. VENICE, FL 34275 NAL 941-4_ 80-1600_ FPA-SGD5470. 2 SGD-54701NTS10OF25LYNNj l A. LVNN MILLER, P.E. PE.#58705 CERT. OFAUTH. #29296 SILL CLUSTER ANCHORS LAYOUT: ASTRAGAL OR INTERLOCK CENTERLINE 4" o EXTERIOR ID 2-TRACK CLUSTER "C3" ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK — CENTERLINE 4" 0 EXTEERIOR J 3-TRACK CLUSTER'C3" ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK — CENTERLINE q" 0 EXT+FE-IR 0 R 3.22" v 4-TRACK CLUSTER C3" ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK CENTERLINE 4" e o EXTERIOR U2-TRACK CLUSTER'05' ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK — CENTERLINE 4" 4 I EXTERIOR 3.22" 1 3-TRACK CLUSTER "CS" ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK - CENTERLINE 4" 0 0 ERIOR 3.22" NOTES: 1) ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. 2) TRACK -TO -TRACK DISTANCE IS 2.375" 2.375" FOR ALL SILLS: FIGURES PERTAIN TO THE FOLLOWING SILL CLUSTER ANCHOR LOCATIONS: 1 adl 4-TRACK CLUSTER CS ANCHOR LOCATIONS SILL "+" INTERMEDIATE ANCHORS LAYOUT: PANEL_ CENTERLINE L EXTERIOR 2-TRACK INTERMEDIATE 1' ANCHOR LOCATION PANEL__ CENTERLINE EXTERIOR J 3-TRACK INTERMEDIATE 1' ANCHOR LOCATION PANEL CENTERLINE o EXTERIOR, 4-TRACK INTERMEDIATE l' ANCHOR LOCATION 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 941)-480-1600 CERT. OF AUTH. #29296 PANEL CENTERLINE --_ 4„ EXTERIOR 2-TRACK INTERMEDIATE 2" ANCHOR LOCATIONS PANELo PANEL CENTERLINE EXTERIOR 0 EXT` Jv 4-TRACK INTERMEDIATE 2" ANCHOR LOCATIONS CENTERLINE 4" EXTE jRIOR J 3-TRACK INTERMEDIATE 2" ANCHOR LOCATIONS FIGURES PERTAIN TO THE FOLLOWING SILL INTERNE ATE ANCHOR LOCATIONS: 1 HeaTSiII C X- wmb 5 P-hook 7 VINYL SLIDING GLASS DOOR FPA ANCHOR LOCATIONS A PANEL CENTERLINE 4" EXTERIOR 2-TRACK INTERMEDIATE 3" ANCHOR LOCATIONS PANEL CENTERLINE 4" EXTERIOR J 3-TRACK INTERMEDIATE 3' ANCHOR LOCATIONS PANEL _ CENTERLINE — 4" o EXT EIRyIOR_ - 3.22" v 4-TRACK INTERMEDIATE 3' ANCHOR LOCATIONS NOTES: 1) ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. 2) TRACK -TO -TRACK DISTANCE IS 2.375" 2.375'• FOR ALL SILLS: Ml 3/24/16 J ROSOWSKI NTS Ill 11 OF25 Ig I I FPA-SGD54 t t1111111/ ANY LYNN M/ CtGENgF'•. ' No.58705 0,, Ffi U 0 E1'' 1`, 5, INAI A. LYNN MILLER, P.E. P. E.# 58705 HEAD CLUSTER ANCHORS LAYOUT: ASTRAGAL OR INTERLOCK- 74" CENTERLINE F 9 EXTERIOR 15 2-TRACK CLUSTER'C3' ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK CENTERLINE 4„ EXTERIOR 3-TRACK CLUSTER"C3" ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK 4„ CENTERLINE EXT fE-1RyIOR 3.22" 1/ 4-TRACK CLUSTER C3"ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK 4" CENTERLINE EXTERIOR —{ U2-TRACK CLUSTER'C5- 4.81" ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK- ilCENTERLINE 4„ I I EXTERIOR —++ 3.22" 3-TRACK CLUSTER'C5- ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK — CENTERLINE EXT`EE'RIIOR v 4-TRACK CLUSTER CS"ANCHOR LOCATIONS NOTES: 1) ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. 2) TRACKO-TRA 2.37CKEI5DISTANCS2.375" FOR ALL HEADS: FIGURES PERTAIN TO THE FOLLOWING HEAD CLUSTER ANCHOR LOCATIONS; HeadlSiA 1 Jamb 1 5 Pdwok 7 HEAD "+" INTERMEDIATE ANCHORS LAYOUT: PANEL_ CENTERLINE EXTERIOR 2- TRACK INTERMEDIATE I' ANCHOR LOCATION PANEL CENTERLINE EXTERIOR J 3-TRACK INTERMEDIATE I '+ 1' ANCHOR LOCATION PANEL_ CENTERLINE EXTERIOR 4- TRACK INTERMEDIATE i' ANCHOR LOCATION 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 FIGURES PANEL CENTERLINE — I 4" EXT( ERIOR V 2-TRACK INTERMEDIATE 2" ANCHOR LOCATIONS PANEL CENTERLINE I 4. 75" E15 EXTERIOR L 3-TRACK INTERMEDIATE 2' ANCHOR LOCATIONS PANEL CENTERLINE r EXTfffE--- RIOR y 4-TRACK INTERMEDIATE '-2" v ANCHOR LOCATIONS PANEL CENTERLv= NE 4" T I I EXTERIOR 3.22" V 2-TRACK INTERMEDIATE 3" ANCHOR LOCATIONS PANEL _ CENTERLINE 4" EXTERIOR I 3-TRACK INTERMEDIATE v '- 3" ANCHOR LOCATIONS CENTERLINE EXTfE' 1RIOR 2 y 4-TRACK INTERMEDIATE'+3' v ANCHOR LOCATIONS NOTES: 1) ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. 2) TRACK -TO -TRACK DISTANCE IS 2.375" FOR ALL HEADS: Head/ sill 1 Jamb 5 P- hook 7 VINYL SLIDING GLASS DOOR FPA Ml 3/24/16 ANCHOR LOCATIONS B it J ROSOWSKI NTS T 12 OF 25 I 2. 375" LIIUIIIITii ND. 58705 .• 0ta OT '. S7A E 6F !( F ORIDP.. -' C2 SONAL' A. LYNN MILLER, P.E. P-HOOK ANCHORS LAYOUT: JAMB ANCHORS LAYOUT (PARTIAL VIEW)_ FIGURES PERTAINTGTHEFGLLOWING AMA ANCHOR LOCATIONS 2.375" r~ 4.75" 7.125" 6„ MAX. 21.6" 21.6" 21.6" Head/Sill C3+1 MAX. MAX. MAX. Jamb 5 O.C. EXT R O.C. EXT R O.C. EXTERIOR P-hook 7 OPT, ANCHOR TO AID IN ALIGNMENT 1 1 6" 5" 6" NOTES: MAX. MAX. MAX. 1) STANDARD ANCHOR LOCATIONS SHOWN. FOR 3 AND 4-TRACK JAMBS, ANCHORS MAY 2-TRACK FRAME 3-TRACK FRAME f— 4-TRACK FRAME BE LOCATED IN ADJACENT TRACKS JAMB ANCHORS JAMB ANCHORS JAMB ANCHORS (SIMILAR TO THE 2-TRACK JAMB) AS REQUIRED TO MEET MIN. EDGE DISTANCE CONSTRAINTS. OPT. ANCHC TO AID Al Ir_MHF:?, NOTES: 1) SEE TABLES 1 & 2 FOR EXACT QUANTITY OF ANCHORS REQUIRED IN THE P-HOOK. FIGURES PERTAIN TO THE FOLLOWING POCKET JAMB w Y UY 0 o a a H®ad/SIII C3N JemD S P-hook 7 JAMB JAMB JAMB 3) WEEP NOTCHES (4) WEEP NOTCHES (5) WEEP NOTCHES PER END @ 1" X .500" PER END @ 1" X .500" PER END @ 1" X .500" I l SILL SILL SILL EXTERIOR EXTERIOR EXTERIOR 3) TRACK WEEP HOLES EVERY 24" @ 1.125" X .190"; (6) TRACK WEEP HOLES (10) TRACK WEEP HOLES 1) WEEP NOTCH EVERY EVERY 24" @ 1.125" X .190"; — EVERY 24" @ 1.125" X .190"; 24" @ 1.375" X.500" (1) WEEP NOTCH EVERY (1) WEEP NOTCH EVERY 24" @ 1.375' X .500" 24" @ 1.375" X .500" SILL WEEPHOLELWEEPHOLELAYOUT(2 3 & 4 TRACKS)3 & 4 TRACKS) CENse: No. 58705 VINYL SLIDING GLASS DOOR FPA 3/24116 v : A ( t J ROSOWSKI OAANCHOR LOCATIONSCEF1070TECHNOLOGY DRIVE --- ,, S,oNAL 0Nol N. VENICE, FL 34275 941)-480- 1600 CERT. OF AUTH. #29296 11 SGD-5470 11 NTSj13 OF 25 i FPA-SG[5470.2 a LVNN MILLER, P.E. P.E. p 68705 HEAD 90' CORNER CLUSTER ANCHORS LAYOUT: 4" 4" I EXTERIOR 2-TRACK 90' CORNER n C4' ANCHOR LOCATIONS v USE WHERE -C3' IS SPECIFIED) EXTERIOR 3-TRACK 90' CORNER I -I C4" ANCHOR LOCATIONS J USE WHERE'C3' IS SPECIFIED) 4-TRACK 10' CORNER C4' ANCHOR LOCATIONS USE WHERE'CY IS SPECIFIED) FIGURES PERTAIN TO THE FOLLOWING 90- CORNER HEAD ANCHOR LOCATIONS. 90° Head/Sill C 1 Jamb 6 P hook 7 EXTERIOR 43 I EXTERIOR 2-TRACK 90'CORNER C6' ANCHOR LOCATIONS 15 USE WHERE -05- IS SPECIFIED) 3-TRACK 90' CORNER n C6' ANCHOR LOCATIONS v USE WHERE -CS- IS SPECIFIED) SILL 90° CORNER CLUSTER ANCHORS LAYOUT: 4 I 2-TRACK 90°CORNER EXTERIOR C4' ANCHOR LOCATIONS n USE WHERE'C3' IS SPECIFIED) J 3-TRACK 90' CORNER EXTE IIOR C4' ANCHOR LOCATIONS y USE WHERE'C3' IS SPECIFIED) 4" 0 4-TRACK 90°CORNER EXTERIOR EXTERIOR C6' ANCHOR LOCATIONS ' 4-TRACK CORNER USE WHERE 'C5' IS SPECIFIED) CA' ANCHORR LOCATIONS USE WHERE `C3' IS SPECIFIED) NOTES: 1) ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. r 2) DETAILS DEPICT ANCHOR QUANTITY AND SPACING, AND WOULD BE r SIMILAR FOR OUTSIDE (SHOWN) AND INSIDE CORNER CONFIGURATIONS. T K TO TRACK ir 2-TRACK 90' CORNER EXTERIOR C6' ANCHOR LOCATIONS USE WHERE -CS' IS SPECIFIED) 1, 3-TRACK 90' CORNER EXTERIOR C6' ANCHOR LOCATIONS 1 y USE WHERE'C5' IS SPECIFIED) / FIGURES PERTAIN TO THE FOLLOWING 90' CORNER SILL ANCHOR LOCATIONS. 90° Head/Sill 1 Jamb 5 P-hook 7 4° NY LYNN ''. xO.......... 11/'' IGENyF''.. e No.58705 p Arr F 4" 4-TRACK 90° CORNER EXTERIOR C6" ANCHOR IS (USE WHERE'C5. IS SPECIFIED) A. LYNN MILLER, P.E. P.E.k 58705 3 VINYL SLIDING GLASS DOOR FPA 3/24/16 ANCHOR LOCATIONS D litl J ROSOWSKI 3) 1070 TECHNOLOGY DRIVE — DISTANCE IS 2.375' 2.375" 2.375" a FOR ALL HEADS AND SILLS: N. VENICE, FL 34275 941)-480-1600 CERT. OF AUTH. #29296 SGD-5470111 NTS 11 14 OF 25 HEAD 135° CORNER CLUSTER ANCHORS LAYOUT: SILL 135° CORNER CLUSTER ANCHORS LAYOUT: FOLLOW G135TCORN THE ANCHOR LOCATIONS; 135° --- 4 4„ " 4" 4" 4" e PL 1XTERIOREXTERIORIllLLLJamb 53.22" CI' y4" EXT IERRIOR 4, EXTERR P-hook 7 2- TRACK 135' CORNER " 2-TRACK 135° CORNER 2-TRACK 135° CORNER 15 2-TRACK 135` CORNER C4" ANCHOR LOCATIONS 'C6" ANCHOR LOCATIONS USE WHERE "C3' IS SPECIFIED) (USE WHERE "C5' IS SPECIFIED) E WHERE LOCATIONS E WHERE LOCATIONS USE WHERE "C3" IS SPECIFIED) (USE WHERE'C5' IS SPECIFIED) I W /EX-TR V 3- TRACK 135" CORNER C4' ANCHOR LOCATIONS USE WHERE'C3" IS SPECIFIED) 4- TRACK 135' CORNER C4' ANCHOR LOCATIONS USE WHERE "C3" IS SPECIFIED) kl EXTERIOR ID FIGURES PERTAIN TO THE FOLLOWING 135" CORNER HEAD ANCHOR LOCATIONS: 135° HeadISlll 1 Jamb 5 P- hook 7 EXTERIOR 15 3- TRACK 135' CORNER C6" ANCHOR LOCATIONS USE WHERE "C5" IS SPECIFIED) 4" 41 EXTERIOR 3, 22" V 3- TRACK 135' CORNER C4" ANCHOR LOCATIONS USE WHERE'C3' IS SPECIFIED) EXTERIOR 4- TRACK 135° CORNER 4-TRACK 135' CORNER C6" ANCHOR LOCATIONS "CO ANCHOR LOCATIONS USE WHERE `C5' IS SPECIFIED) (USE WHERE'C3' IS SPECIFIED) NOTES: 1) ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. 2) DETAILS DEPICT ANCHOR QUANTITY AND SPACING, AND WOULD BE SIMILAR FOR OUTSIDE (SHOWN) AND INSIDE CORNER CONFIGURATIONS. 3) TRACK -TO -TRACK J DISTANCE IS 2.375" t 2.375" 2.375" FOR ALL HEADS AND SILLS: EXTERIOR V 4„ 4 EXTERIOR If 3.22" V 3- TRACK 135° CORNER C6' ANCHOR LOCATIONS USE WHERE "C5' IS SPECIFIED) j# FX TERVRI 4- TRACK 135'CORNER C6' ANCHOR LOCATIONS USE WHERE -05" IS SPECIFIED) CICENSF'•. l F : No. 58705 E F •'•/ S NAL EN' II/IIIIIt1\\ A. LYNN MILLER, P.E. P. E.# 58705 VINYL SLIDING GLASS DOOR FPA Ml 3124116 ANCHOR LOCATIONS E liki.1 ROSOWSKI 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 941)- 480-1600 _ -- CERT. OF AUTH. #29296 SGD-5470 11NTS 15 OF 25 HEAD SPLICE ANCHORS LAYOUT Co) -INTERLOCK OR ASTRAGAL: I SILL SPLICE ANCHORS LAYOUT @ INTERLOCK OR ASTRAGAL: FIGURESPLICED LAN HORLOCLOCATIONS. WINGSPLICEDSILLANCHORLOCATIONS: SPLICE LOCATION 4" EXTERIOR 1/ 2-TRACK SPLICE C4- ANCHOR LOCATIONS USE WHERE'C3' IS SPECIFIED) SPLICELOCATION 4,71" EXT EIRIOR 4" 3-TRACK SPLICE C4' ANCHOR LOCATIONS USE WHERE "C3' IS SPECIFIED) EXT EjRI( V 4-TRACK SPLICE C4' ANCHOR LOCATIONS USE WHERE "C3- IS SPECIFIED) FIGURES PERTAIN TO THE FOLLOWING SPLICED HEAD ANCHOR LOCATIONS: Fol-ghom ESMFLIM1111© mr=0 SPLICE_ LOCATION 4" EXTERIOR 3.22" ID 2-TRACK SPLICE ANCHOR LOCATIONS USE WHERE'CS" IS SPECIFIED) SPLICE LOCATION 4" EXTERIOR 15 I 2-TRACK SPLICE W ANCHOR LOCATIONS USE WHERE 'C3' IS SPECIFIED) SPLICE LOCATION 4" c EXTERIOR fL 2-TRACK SPLICE 1/ -C6' ANCHOR LOCATIONS USE WHERE'CS' IS SPECIFIED) SPLICE SPLICE SPLICE LOCATION? 4" LOCATION 4" LOCATION 4^ 0 0 EXTERIOR 3.22" EXTERIOR 3.22" EXTERIOR 4" f-Iy 3-TRACK SPLICE nn 3-TRACK SPLICE 3-TRACK SPLICE CB' ANCHOR LOCATIONS V 'C4• ANCHOR LOCATIONS 1 'C6' ANCHOR LOCATIONS USE WHERE -CS' IS SPECIFIED) ( USE ' ANCH R IS SPECIFIED) (USE WHERE'CS' IS SPECIFIED) EXTERI( 4-TRACK SPLICE C6' ANCHOR LOCATIONS USE WHERE -05- IS SPECIFIED) SPLICE LOCATION o 0 0 1 t EXTERIOR %+— 3.22" 4-TRACK SPLICE C4' ANCHOR LOCATIONS USE WHERE'C3' IS SPECIFIED) NOTES: 1) ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. 2) ABOVE FIGURES ARE FOR SPLICES OCCURRING AT THE ASTRAGAL OR INTERLOCK. FOR SPLICES OCCURRING INSIDE OF A POCKET, SEE THE EXAMPLE ON SHEET 9. 3) TRACK -TO -TRACK DISTANCE IS 2.375" 2.375- 2.375" FOR ALL HEADS AND SILLS: 4) POCKET WALL OR CAVITY IS NOT PART OF THIS APPROVAL AND IS TO BE DESIGNED BY OTHERS AND REVIEWED BY THE AUTHORITY HAVING JURISDICTION. EXTERI( 4-TRACK SPLICE C6' ANCHOR LOCATIONS USE WHERE'C5- IS SPECIFIED) 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 941)480-1600 CERT. OF AUTH. #29296 No.58705 0'•. 5T7f E CIS R,(ORIOP,. •' \ S,7 NAL IIII11111\\ A. LYNN MILLER, P.E. P.E.# 58705 VINYL SLIDING GLASS DOOR FPA 3/24/16 lil ANCHOR LOCATIONS F I€ SI J ROSOWSKI NTS'11116OF25 PANEL'S RIGHT STILE TYPE _ JIPANEL TYPES INTERIOR OR EXTERIOR GLAZED SINGLE INTERLOCK i OUT SINGLE INTERLOCK IN FIXED STILE LOCKSTILE I W! HANDLE 1 OUTSIDE 90° INSIDE 90 .OUTSIDE 135° INSIDE 135' ASTRAGAL ASTRAGAL ASTRAGAL 1 ASTRAGAL ASTRAGAL ASTRAGAL j BOX OUT BOX IN RECEIVER I RECEIVER 1 RECEIVER RECEIVER SINGLE INTERLOCK-- OUT E F PP K I L L TC TA TV TW leaxour (epxw, _ LLJ SINGLEINTERLOCK IN B I H P A i C C SC SA SV SW leer our) I sIL — RR R S S FC FD FV FW W J LOCKSTILE WI HANDLE M I I Isoxo o (eoxM,, cn ASTRAGAL BOX OUT 1— I°O1A1 T 8a 002.-L_ I U wxam Uj Ij ASTRAGAL BOXIN N T --a U ASTRAGAL ASTRAGAL RECEIVER IN. 90°__ ASTRAGAL RECEIVER CT A • T I CS AS CF DF LuW I OUT.135° I ASTRAGAL VT VS I VF RECEIVER A-S RAGACEIVERL =i RE WT WS Fj LEFT RIGHT PANEL --- Lam NEL STILE - -- PASTILE PANEL TYPE "F" SHOWN. PANEL NOTES: 1) SEE DP/ANCHOR TABLES 1 & 2, SHEETS 7-8 FOR PANEL SIZES & DESIGN PRESSURE. 2) PANEL TYPES NOT SHOWN ARE NOT REQUIRED FOR ANY CONFIGURATIONS AND ARE NOT AVAILABLE. 3) MAXIMUM NOMINAL PANEL WIDTH FOR ALL PANEL CONFIGURATIONS IS 60", 4) PANEL TYPE MAY BE EITHER EXTERIOR (STANDARD) OR INTERIOR GLAZED, BOTH TYPES QUALIFIED BY THIS APPROVAL, SEE DETAILS SHEET 10. 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 941)- 480-1600 SCREEN PANEL TYPES S CINTERLOCK DOUBLE1 ^vwv ASTRAGAL i I M LOCKSTILE i L wv niv DOUBLE I INTERLOCK i LOCKSTILE ASTRAGAL •, SD SINGLE D UBLE INTERLOCK M INTERLOCK A DOUBLE w LOCKSTILE INTERLOCK l! ASTRAGAL LOCKSTILE DS' DOUBLE INTERLOCK ISINGLE INTERLOCK VINYL SLIDING GLASS DOOR FPA PANELTYPES NTS It 17 OF 25 ONY....1441j ., C10EN, f •. No. 58705 6I O 3/ 24/ 16 J ROSOWSKI A. LYNN MILLER, P.E. P.E.# 58705 D547O.2ii 5.875 ---- - 540 .291 - .061 10.635 - - --- - --j _ - .125 r - .550 FH. O O 7 i .100 O 9 500 Iju Q{ - - .930 J Ef-] 1.8y12 0 p o 0 1.681 - -- .062 1 T 1.9287 G- 100 1 L:ACH;OD 6 d e ® FRAME SCREW 30 INTERLOCK CAP, n 2 TRACK HEAD/JAMB 4 TRACK SILL ` COVER (PVC) 8O ANCHOR PLATE TRACK INSERT EXTENDED POCKET 8.250 - - _ - -- -- 8.250 -- -- -- OLO 1O 1 0 o Q .._ . 100 N 13 a®® 1.681 100 6 3) 3 TRACK HEAD/JAMB 3 TRACK SILL 10.625 ; 5.875 ._...._- - r o-i p'O' p p F7 100 In. 1.813 LA 0 81681 100 t _i 9 4 TRACK HEAD/JAMB (_) 2 TRACK SILL 1- 1.625 570 j 2.833 2,368 110 "- . 188 1.000 252 062 1.435 %---I 231 060 -----1 2.060 - r- 1.613 T 9491 k- .062 060 L1) BOTTOMSUPPORT 12 ADD ON FRAME SILL SILL@COVERACK l7 P-HOOK ADAPTOR Fj , 762 5.178 080 J U P-HOOK L- .540 L r-- .540 291 3.000 t Lt 094 .125 061 229 2.975 r 2.141 • 1 1 062675 500 062 li-.-- .062 T 329II.- EDCJ KEEPER 21 2' 3 FIXED PANEL CLIP KEEPER BAR COVERMENT PLLATEORCEMENTBARFORCEMENT y 1.695 1.595 -,309 - 2.696 _ 3.483 126 1 070 -- 2.768 .400 8 2.768 2.210 2.025 312 300 i i 182 .120--.182- 120 - ~ 2.291 100 v AND S BOTTOM 6 TOP, BOTTOM Z) INTERLOCK .300 EXTENDED POCKET 4J RE NFORCEMENT, REINFORCEMENT 30 INTERLOCK ADAPTERANDSTILEREINFORCEMENT, REINFORCEMENT COMPOSITE STANDARD HEAVY-DUTY REINFORCEMENT 3.452 j 1.472 - 125 - 3.209 f.125 2.175 1 1 300 - g. 070 135° CORNER 135° CORNER 35 ASTRAGAL 36 PASSIVE MOUNT 210 r} 252 -1} 1.261 1.261 E2) 6" 83 1-1/16' BEVELED BEAD OGEE BEAD 2.511 5 77 .•--- 2.838 -- 080 t 2.073 - 099 075 - -7 4.35 4.i79 100 r .090 2.116 34 INTERIOR JAMB COVER 2.710-- Oy Q1.875- INTERLOCK 2- ASTRAGAL ADD -ON 33 PANEL STILE, TOP ADAPTER AND BOTTOM RAIL 3.326-- 3.345 919 0903.713 1 O60 -., 046 1.500 3.247 3.345- I. 060 1 l 065 1.170 - - Imo- .229 J- 37 AST CORNER 8%'AST CORNER OASASTRAGAL 40 ASTRAGAL CAP, 41 ASTRAGAL CAP, ASTRAGAL CAP, ` ASTRAGAL CAP, EXTERIOR INTERIOR EXTERIOR INTERIOR VINYL SLIDING GLASS DOOR FPA EXTRUSIONS 1070 TECHNOLOGYN. VENICE, FL 34275 § 941)-480r1600u u n ^c 1 NTS i 18 OF 25SGD-5470 3 NOTES: - 1) SEE SHEET 4 FOR SILL RISERS. 2) SEE SHEET 20 FOR SCREEN PARTS. 3) ALL DIMENSIONS IN INCHES. LYNN IGENsi v"('i No.58705 • 3/24/16 AkJ ROSOWSKI '•, Ip g CG S NAI it, T- -_- A. LYNN MILLER, P.E. FPA-SGD5470.21§ P.E.a 58705 BOX SCREEN DETAILS: HORIZONTAL SECTION EXAMPLE STANDARD SCREEN DETAILS: HORIZONTAL SECTION EXAMPLE br- L HORIZONTAL SECTION EXAMPLE HORIZONTAL SECTION 1.081 EXAMPLE ~ y - I 1 I 1.202 --I.-{ t 1.778 1.778 j°LJ .935 U ! I 045j - - .050 - III- .050j .875 -. . 875 7-- I I`-- 1.020 --- i }-- d j I r= zo SCREEN 21>SCREEN 1zz SCREEN OXO t 8'93 II 1 993 1 874 < FRAME `JSIDE RAIL, ASTRAGAL RAIL LATCH ADAPTERL , o 062 .062 - .062 MBOX SCREEN >BOX SCREEN BOX SCREEN P RAIL 101 BOTTOM RAIL 102 SIDE RAIL I 725 1.435 f— z .765 .782 Al ORoR - - .040 1 13o na 1.020 1.593 i2a s0 -. 062 SCREEN . 062 FRAME SILL - 101 f ^ // 1z3 SCREEN VINYL 24 063 or -JASTRAGAL-SCREEN 0 2 a e 1.872 - . 055 RzJORJaR ADAPTER ADD -ON pp pp yy i 1.83 1107 vl ----.062 ----- I I--.372 d BOX BOX BOX SCREEN r' 103 oa 10s SCREEN SCREEN OXO INTERLOCK SNAP -ON ASTRAGAL VERTICAL SECTION BUG FLAP ADAPTER EXAMPLE VERTICAL SECTION oNv LrNN ,, EXAMPLE NOTES:'''•`1GEN •'( ' 1.306 1 487 1) ALL DIMENSIONS IN INCHES. F' SF '• t< 055-p No. 58705 P 050- 1.487 1.510j VINYL SLIDING GLASS DOOR FPAi 3/24/16 *' L-- I SCREEN DETAILS pg J ROSOWSKI 70 6 16 C` O ' STATE OF O BOX SCREEN t07 BOX SCREEN (0B BOX SCREEN HEAD T ` ASTRAGAL `SILLADD-ON - AND JAMBADD-ON r %ems ''..OR1GP••'•G\? ADAPTER 1070 TECHNOLOGY DRIVE`5 70//AL EN1` N. VENICE, FL 34275 941)-480-1600 __ - - - SGD-547 TS A. LYNN MILLER, P1 CERT. OF AUTH. #29296 20 OF 25 f FPA-SGD5a70.2 P.E.#58705 TABLE C, Part# Description Material 1 19001 2-Track Head/Jamb Rigid PVC 2 19002 2-Track Sill Rigid PVC 3 19025 3-Track Head/Jamb Rigid PVC 4 19026 3-Track Sill Rigid PVC 5 19027 4-Track Head/Jamb Rigid PVC 6 19028 4-Track Sill Rigid PVC 7 19009 Frame Screw Cover Rigid PVC 8 19031 Anchor Plate 6063-T6 Alum. 9 19007 Track Insert 6063-T6 Alum. 10 19084 Interlock Cap -Extended Pocket Rigid PVC 11 19036 Bottom Rail Support 6063-T6 Alum. 12 19MBA Outer Sill Cover 6063-T6 Alum. 13 19011 Sill Track Cover Rigid PVC 17 19032 P-Flook Adapter 6063-TB Alum. 18 19020 F-Hook 6063-T6 Alum. 19 19047M Extended Keeper 6063-T6 Alum. 20 19029M Keeper 6063-T6 Alum. 21 19014 Reinforcement Bar Cover Rigid PVC 22 19030 Reinforcement Bar 6005-T5 Alum. 23 19037M Fixed Panel Clip 6063-TB Alum. 24 19035M Reinforcement Plate 8063-T6 Alum. 25 19017M Top Rail, Bottom Rail and Lockstile Reinforcement 6005-TS Alum. 26 19046 Composite 27 19018M Interlock .300 Reinforcement, Std. 6005-T5 Alum. 28 19013M Interlock .400 Reinforcement, HD 6005-T5 Alum. 29 19019M Astragal Reinforcement 6005-T5 Alum. 30 19083 Extended Pocket Interlock Adaptor 6063-TB Alum. 31 1 19006 Interlock Adaptor Rigid PVC 32 19008 Astragal Add -on Rigid PVC 33 19004 Panel Stile, Top/Bottom Rail Rigid PVC 34 19040 Interior Jamb Cover 6063-T6 Alum. 35 19078 135' Comer Astragal 6063-T8 Alum. 38 19077 135' Comer Astragal PassKe Mount 6063-T6 Alum. 37 19079 135'Comer Astragal Cap -Ext. Rigid PVC 38 19080 135' Comer Astragal Cap - Int. Rigid PVC 39 l 19078 90- Comer Astragal 6063-T6 Alum. Part# Description Material 40 19081 90' Comer Astragal Cap - Ext. Rigid PVC 41 19082 90' Comer Astragal Cap - Int. Rigid PVC 42 19085 Sill Riser- (2-1/2") 6063-TS Alum. 43 19022A Sill Riser- (3-1/2") 6063-TB Alum. 44 19023A Sill Riser- (4-1/16") 6063-TB Alum. 45 19024A Sill Riser -(45/8") 6063-TB Alum. 50 718609W 187' x .320' Finseal (Stile) 51 71695K 1-112" x l' x 3/4" Fin Seal Dust Plug 52 71696 Dust Plug 60 419041 Interlock Clip Cover PVC 81 78153X Tandem Roller Assembly SS 62 78153N Tandem Roller Assembly Nylon 63 7BX75FPTX 8 x 3/4" Ph. FH SMS @ Roller & Reinf. SS 64 419042 Frame Header Block Nylon 65 48052 Roller Adj. Hole Plug PVC 66 44385 4 Hole Bumper Stop PVC 67 76X114FPTX 06 x 1-114" Ph. FH SMS @Bumper Stop SS 68 7169BG Sill Plug PVC 69 78185X Gemini Mortise Lock w/long Trim plate Steel/SS 70 71032X1 FPFX 1032 x 1" Ph.FH MS Q Lock SS 71 vedes Handle Kit Cast Tunc 75 Kommerling 4SG TPS Spacer System 76 Quanex Super Spacer nXT with Hot Melt Butyl See Shoe! 10 for 77 Quanex Duraseal Materials 78 lCardinal XL Edge Spacer 79 Dow Coming 995 or GE-7700 Backbedding Silicone 82 19044 1.1/18' Beveled Bead Rigid PVC 83 19D45 1-1/16' Ogee Bead Rigid PVC 86 71726K Setting Block 1" x 4' x 1116', 85 -1- 5 duro. Neoprene 90 781PSTX 8 x V Ph. PH SMS @ Frame Assembly SS 91 78X114PHPT410X 8 x 1-1/4" Ph. PH SMS @ Reinf. Bar SS 92 710X1PHPT1"X 910 x V Ph. PH SMS @ Rail Support SS 93 71OX115PPX 10 x 1-1/2' Ph. PH SMS @ Fxd. Pnl. Clip SS 94 710X2.5PHPT18-8X 10 x 2-1/2" Ph. PH SMS @ Reinf. Plate/Ast. SS 95 71420X2.25FPFX 12 x 2-1/4' Ph. PH SMS @ Heir. Block SS 96 710X1.75PPX 10 x 1-3/4' Ph. FH SMS @ Keeper SS 97 71OX34PPX 10 x 3/4" Ph. PH SMS @ Ext. Pkt. Int. SS VINYL SLIDING GLASS DOOR FPA PARTS LIST rCERT. ECHNOLOGY DRIVE ry NOTES: ICE, FL 34275 1) ITEMS # 14-16. 46-49, 53-59, 72-74, 80, 81, 84, 85, 87-89, 98 & 99 ARE NOT 80-1600 USED AND ARE NOT PART OF THIS APPROVAL. SGD-5470 1 NTS 1 21 OF 25OFAUTH. #29296 TABI_F D* BOX SCREEN If Part# Description Material 100 12256 Box Screen Top Rail 6063 T5 Al 101 12257 Box Screen Bottom Rail 6D63 TS At 102 12258 Box Screen Side Rail 6063 T5 Al 103 64426 Box Screen Interlock 6063 T6 AI 104 17347A Box Screen Snap -on Bug Flap 6063 TS AJ 105 64345 Box Screen OXO Astragal Adapter 6063 TS AI 106 17349 Box Screen Astragal Adapter 6063 T5 Al 107 19039 Box Screen Frame Sill Add -on 6063 TB At 1D6 19038 Box Screen Head/Jamb Addon 6083 T6 At 109 720XlX 14-20 x 1" MS @ Top Rail SS 110 720X112X 14.20 x 1-1/Z' MS 0 Bottom Rail SS 111 717M Wstp, .270" x .159' - Fin Seal 112 61805K Wstp, .187' x ,5W' @ Bug Flap 113 7SRAZ Standard Roller Nylon 114 7SRAX HO Roller SS 115 varies Screen Locking Hardware Steal 116 419063 Screen Keeper Sleet 117 7WPPA 6 x 1" Ph. PH SMS Steel 118 1892/3/4 Screen Spline - AW' & .165' Vinyl 119 1816= Screen Cloth Fiberglass TABLE E: STANDARD SCREEN Part# Description Material 120 12033 Screen Frame Rail 6063 T5 At 121 12026A Screen Frame - Side Rail (Latch) 6063 T5 Al 122 17363 Screen OXA Astragal Adapter 6063 T6 AI 123 4853K Screen Vinyl Astragal Adapter Rigid PVC 124 19012B Frame Sill Screen Add -on W63 TO Al 125 6FP95K Bug Flap, 85 -1- 5 duro. Vinyl 126 78X112PSATS 8 x 1.1/2" Ph. PH SMS (Assembly) SS 127 712027 Comer Key Wheel Assembly (Standard) Nylon 128 712027SS Comer Key Wheel Assembly (HD) SS 129 varies Screen Locking Hardware Steel 130 710X34PPSDAX 10 x 3/4" Ph. PH SMS @ Screen Ast. SS 131 78X12PPSMSX 8 x 1/2" Ph. PH SMS @ Door Ast. SS 132 1692/3/4 IScreen Spline - .145" Vinyl 133 1 181BC20 IScreen Cloth Fiberglass J1 3124/16 J ROSOWSKI l trl it I l l// LICEN,gF'•, k N0.58705 ' sT F 1 7 rS/ONAL rE G A. LYNN MILLER, P.E. P.E.# 58705 ANCHORAGE DETAILS FOR SLIDING GLASS DOORS WHEN INSTALLED WITH FRAME FIN ADDON (d.) HEAD AND JAMB (SHEETS 22-25 TO ACHIEVE PROPER ANCHOR EDGE DISTANCE, THE FOLLOWING SHEETS (22.25) SHOW ANCHOR PATTERNS THAT MUST BE USED WHEN USING THE FRAME FIN ADDON. NOTES 1) DETAILS APPLY TO 2. 3 AND 4 TRACK CONFIGURATIONS. 2) REFER TO TABLE A FOR ANCHOR CONSTRAINTS. 3) SILL ANCHORAGE WITH FIN ADDON IS UNCHANGED FROM THE BOX FRAME ANCHORAGE. EDGE DISTANCE SUBSTRATE EMBEDMENT SUBSTRATE EDGE 1/4" MAX. DISTANCE TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER as SUBSTRATE, SEE TABLE A, II / SHEET 1. OREXTERIOR 15 DE 2-TRACK FRAME A2 JAMB ANCHORAGE DETAIL JAMB ANCHORS LAYOUT (USING FRAME FIN ADDON): M 2-TRACK FRAME JAMB ANCHORS I .-- 2.375" 21.6" MAX. O.C. EXTERIOR 6" MAX. 3-TRACK FRAME JAMB ANCHORS EXTERIOR a I- 4.75" 21.6" MAX. O.C. EXTERIOR L MAX. 4-TRACK FRAME JAMB ANCHORS TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1. EMBEDMENT 1/4" MAX. DET 2-TRACK FRAME E3 HEAD ANCHORAGE DETAIL FIGURES PERTAIN TO THE FOLLOWING JAMB ANCHOR LOCATIONS: I Head/Sill I C3+1 Jamb 5 P-hook 7 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 941)-480-1600 EXTERIOR d a 1/4" MAX. EMBEDMENT dQ®I EDGE DISTANCE TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1. DE 2-TRACK FRAME F3 SILL ANCHORAGE DETAIL NOTES: 1) STANDARD ANCHOR LOCATIONS SHOWN. FOR 3 AND 4-TRACK JAMBS, ANCHORS IN THE INTERIOR TRACK MAY BE LOCATED IN THE ADJACENT TRACK AS REQUIRED TO MEET MIN. EDGE DISTANCE CONSTRAINTS FROM THE INTERIOR. VINYL SLIDING GLASS DOOR FPA ANCHOR LOCATIONS A SGD-54701jI NTS 111 22 OF 25 BSTRATE ttlnul,, ONY LYNN/ No.58705 3/24/16 t 6 STA E F G J ROSOWSKI i (( NAL 01lit m IEN A. LYNN MILLER, P.E. P.E.M 58705D5470.2 j HEAD CLUSTER ANCHORS LAYOUT (USING FRAME_FIN ADDON): i HEAD "+" INTERMEDIATE ANCHORS LAYOUT (USING FRAME FIN ADDD ASTRAGAL OR INTERLOCK — CENTERLINE EXTERIOR q" ID 2-TRACK CLUSTER'C3' ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK-- 4" CENTERLINE EXTERIOR —+ 3.22" 3-TRACK CLUSTER "C3" ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK CENTERLINE 4 EXTERIOR 3.22" v 4-TRACK CLUSTER C3'ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK CENTERLINE EXTERIOR 4" ID 2-TRACK CLUSTER "C5" ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK 4" CENTERLINE I I EXTERIOR 3.22" 3-TRACK CLUSTER'CS' ANCHOR LOCATIONS ASTRAGAL OR INTERLOCK — CENTERLINE I OWE_ 1 .• i NOTES: 1) ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. 2) TRACK -TO -TRACK i DISTANCE IS 2.375": 2.375" FI URES PERTAIN TO THE FOLLOWING HEAO CLUSTER ANCHOR LOCATIONS: HaadBill C3 1 Jamb 5 Pfiook 7 4-TRACK CLUSTER C5"ANCHOR LOCATIONS PANEL CENTERLINE EXTERIOR J 2-TRACK INTERMEDIATE 7" ANCHOR LOCATION PANEL CENTERLINE E EXTERIOR_ I Z, 3-TRACK INTERMEDIATE ANCHOR LOCATION PANEL CENTERLINE EXTERIOR R 15 4-TRACK INTERMEDIATE 1" ANCHOR LOCATION 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 941)-480-1600 PANEL CENTERLINE I EXTEERIOR — 4° 7 2-TRACK INTERMEDIATE 2" ANCHOR LOCATIONS PANEL 4 CENTERLINE I v 2" ANCHOR LOCATIONSLLPANELPANEL 4„ CENTERLINE CENTERLINE G 0 I EXTERIOR EXTERIOR •— 3.22' 4-TRACK INTERMEDIATE'+2" 4-TRACK INTERMEDIATE "+3` 15 ANCHOR LOCATIONS ANCHOR LOCATIONS PANEL CENTERLINE EXTERIOR 1 4" 2-TRACK INTERMEDIATE 3" ANCHOR LOCATIONS PANEL CENTERLINE 4" NOTES: 1) ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. 2) TRACK -TO -TRACK 1 DISTANCE IS 2.375" FOR ALL HEADS: Head/Sill c2t 1 Jambb5 P-hook 7 VINYL SLIDING GLASS DOOR FPA 3/24/16 ANCHOR LOCATIONS B TJJ ROSOWSKI NITS 1!1 23 OF 25 2. 375" Iunl, lii77 NCNY LYNN/ P ... UICENSF •. . No. 58705 ID F-` Off'. ST S ' LORIOP G ONAL IIIIII 1EN A. LYNN MILLER, P.E. P. E.# 58705 HEAD 90° CORNER CLUSTER ANCHORS LAYOUT (USING FRAME FIN AMON): 4" 4" EXTERIOR EXTERIOR 2-TRACK 90' CORNER 2-TRACK 90' CORNER C4' ANCHOR LOCATIONS 'C6' ANCHOR LOCATIONS USE WHERE'C3' IS SPECIFIED) (USE WHERE -05- IS SPECIFIED) 3-TRACK 90' CORNER C4' ANCHOR LOCATIONS USE WHERE "C3' IS SPECIFIED) 4" 4-TRACK 90' CORNER C4" ANCHOR LOCATIONS USE WHERE'C3" IS SPECIFIED) FIGURES PERTAIN TO THE FOLLMIND 90- CORNER HEAD ANCHOR LOCATIONS: 90, Heed/SIII 1 Jamb 5 P hook 7 EXTERIOR MERIOR 3-TRACK 90' CORNER C6' ANCHOR LOCATIONS USE WHERE'C5' IS SPECIFIED) HEAD 135° CORNER CLUSTER ANCHORS LAYOUT (USING FRAME FIN ADDON): 2-TRACK 135' CORNER C4' ANCHOR LOCATIONS USE WHERE'C3" IS SPECIFIED) I I 3.22" - 3- RACK 135° CORNER C4' ANCHOR LOCATIONS USE WHERE 'C3' IS SPECIFIED) 4 EXTERIOR V W 4-TRACK 135' CORNER v C4' ANCHOR LOCATIONS 4-TRACK 90' CORNER `-" (USE WHERE "C3' IS SPECIFIED) C6' ANCHOR LOCATIONS ID USE WHERE "C5' IS SPECIFIED) NOTES: 1) ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. 2) DETAILS DEPICT ANCHOR QUANTITY AND SPACING, AND WOULD BE SIMILAR FOR OUTSIDE (SHOWN) AND INSIDE CORNER CONFIGURATIONS. 3) TRACK -TO -TRACK DISTANCE IS 2.375": 2.375" 2-TRACK 135' CORNER C6" ANCHOR LOCATIONS USE WHERE -CS" IS SPECIFIED) 9 9_jEMEnRIO_ R 3.22" V 3-TRACK 135' CORNER C6' ANCHOR LOCATIONS USE WHERE'C5' IS SPECIFIED) EXT EFRIIOR 4- TRACK 135' CORNER v C6' ANCHOR LOCATIONS USE WHERE'C5' IS SPECIFIED) 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 941)-480-1600 FIGURES PERTAIN TO THE FOLLOWING 135' CORNER HEAD ANCHOR LOCATIONS: 135° HaedlSllt C 1 Jamb 1 5 P-hook 1 7 No.58705 '. O . STA I - 1 R,6 ORIOP.. S ONAL 0,'\ A. LYNN MILLER, P.E. P.E.# 58705 VINYL SLIDING GLASS DOOR FPA IMI 3/24/16 ANCHOR LOCATIONS C 114-1 J ROSOWSKI 29296 1 IIISGD- 5470111 NTS Ili 24 OF 25 HEAD SPLICE ANCHORS LAYOUT @ INTERLOCK OR ASTRAGAL (USING FRAME FIN ADDON): SPLICE LOCATION EXTERIOR, 4 nJ 2-TRACK SPLICE C4' ANCHOR LOCATIONS USE WHERE "C3' IS SPECIFIED) SPLICE 4" LOCATION EXTERIOR 3 22" 3-TRACK SPLICE C4' ANCHOR LOCATIONS USE WHERE'C3' IS SPECIFIED) EXTERI( 4-TRACK SPLICE C4' ANCHOR LOCATIONS USE WHERE'C3' IS SPECIFIED) FIGURES PERTAIN TO THE FOLLOWING SPLICED HEAD ANCHOR LOCATIONS: Head/Sill C31 Jamb 5 P-hook 1 7 SPLICE__ LOCATION 2" t = = -4 r EXTERIOR 4" ID 2-TRACK SPLICE C6" ANCHOR LOCATIONS USE WHERE -05- IS SPECIFIED) SPLICE_ 4, LOCATION EXTERIOR' 3.22" S 3-TRACK SPLICE V "C6" ANCHOR LOCATIONS USE WHERE'C5" IS SPECIFIED) EXTERI( 4-TRACK SPLICE C6' ANCHOR LOCATIONS USE WHERE'C5' IS SPECIFIED) NOTES: 1) ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED, 2) ABOVE FIGURES ARE FOR SPLICES OCCURRING AT THE ASTRAGAL OR INTERLOCK. FOR SPLICES OCCURRING INSIDE OF A POCKET, SEE THE EXAMPLE ON SHEET 9. 3) TRACK -TO -TRACK DISTANCE IS 2.375": r2.75" 1.625 875 125 99 FRAME FIN-ADDON ALUMINUM 6063-TO PART # 19033 ONY LYNty UICENSF No.58705 1M' — 16 ;0. S7A f •. C ''•FZORIOp- •'G C: 1 I111II" A. LYNN MILLER, P.E. P.E.# 58705 VINYL SLIDING GLASS DOOR FPA MI 3124/16 ANCHOR LOCATIONS D jtj J ROSOWSKI 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 941)-480-1600 CERT. OF AUTH. #29296 SGD-5470 NTS 25 OF 25 J FPA-SGD5470 GENERAL NOTES, UNCLIPPED 5400/5500 MULLIONS: 1) DETAILS SHOWN ARE FOR THE MULLION ONLY. ANCHORS SHOWN ARE IN ADDITION TO ANY ANCHORS REQUIRED FOR THE FENESTRATION PRODUCT INSTALLATION. TYPICAL APPLICATIONS ARE SHOWN. EACH SITUATION IS UNIQUE AND SHOULD BE EVALUATED BY AN EXPERIENCED INSTALLER FOR THE BEST INSTALLATION METHOD. OPTIONAL 1X OR 2X WOOD BUCKS IF USED, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS AND ARE TO BE DESIGNED BY OTHERS. 2) THE TYPE AND NUMBER OF ANCHORS IS CRITICAL TO THE STRUCTURAL PERFORMANCE OF THE MULLED UNITS. 3) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. MULLIONS ARE CALCULATED TO DEFLECT NO MORE THAN L/180. THE 113 STRESS INCREASE WAS NOT USED IN THIS ANCHOR EVALUATION. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF WOOD SCREWS. 4) PROPER SEALING OF ENTIRE ASSEMBLY IS THE RESPONSIBILITY OF OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 5) USE THE COMBINED WIDTH OR HEIGHT OF ONLY TWO ADJACENT FENESTRATION PRODUCTS TO DETERMINE PRESSURES AND ANCHORAGE FOR THE COMMON MULLION, SEE EXAMPLES ON THIS SHEET FOR MULTIPLE UNITS, CONSIDER ONLY TWO ADJACENT UNITS AT A TIME WHEN USING THE DESIGN PRESSURE AND ANCHORAGE TABLES, THE LOWEST DESIGN PRESSURE OF MULTIPLE MULLIONS OR FENESTRATION PRODUCTS SHALL APPLY. 6) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE COATED OR CORROSION RESISTANT AS APPROPRIATE FOR SUBSTRATE MATERIAL. DISSIMILAR MATERIALS SHALL BE PROTECTED AS REQUIRED TO PREVENT REACTIONS. 7) MULLIONS HAVE BEEN DESIGNED 8 TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, AND ARE APPROVED FOR IMPACT AND NON -IMPACT APPLICATIONS. IMPACT APPLICATIONS ARE LIMITED TO WINDZONES 1, 2 8 3 AS DEFINED BY ASTM E1996, MULLIONS ARE ONLY TO BE USED WITH PGT-APPROVED FENESTRATION PRODUCTS HAVING CURRENT APPROVALS. 8) QUANTITY OF UNITS WITHIN A MULTIPLE MULLED ASSEMBLY IS UNLIMITED PROVIDED THAT THE SPAN AND OPENING WIDTH/HEIGHT OF EACH INDIVIDUAL MULLION COMPLIES WITH THE REQUIREMENTS OF THIS APPROVAL. 9) FOR ADDITIONAL MULLIONS, OPTIONS AND CONFIGURATIONS NOT SHOWN ON THIS APPROVAL, REFER TO FLORIDA PRODUCT APPROVAL #261, 1.250"--I TABLE 1 3.250" 100' 100" i 1820' 1-- SEE CAR 190-1078 FOR CERTIFICATION, Mullion Capacity Table Ibs7R2 1.25 X s.2s X Openng Width or Heigh up to 127-1/4' aI Mane Types106Alum. Tube Mutllon Mu61on Capacity Anchaaga Requirement Install 4 edtlltbnal virtdM anchors tnrouph the WnWW 70.0 IbWlt' names at 10' max. on each aloe nd0.01b a' of the munlonlfmme assembly tube centertule. See fi0ures on this sheet. FE i75-19 3 FOPINING WIDTH, MAX. 111,114' 1.114' MULLION jr WIDTH F MULLION I I LENGTH, .G I I MAX63' I I LI I 1 1 1.25" X 3.25" X .100" MULLION NOTES FOR UNCLIPPED MULLIONS/FRAME ASSEMBLY TUBE: 6005-T5 ALUMINUM 1) NOT TO BE USED WITH SINGLE OR DOUBLE HUNG WINDOWS. 2) NOT TO BE USED IN CROSS OR TEE CONFIGURATIONS, SEE NEXT SHEET. SEE SHEET 3 FOR MULL TO WINDOW CONNECTION SINGLE VERTICAL MULLION F MULLION LENGTH. MAX. 63• L— USE THIS SHEET FOR UNCLIPPED MULLIONS OPENING WIDTH, WDTH ULLION w 14* ULLION 1-110dTH ULLION IIII IIII1 IIII II IIII IIIII N IIII Y' II11IIIIIII 1111 II IIII IIIII lli it OPENING WIDTH, MAX. 127-IM— MULTIPLE VERTICAL MULLIONS MULLION LENGTH, MAX. 63' ADDITIONAL WINDOW ANCHOR THROUGH THE FRAME FOR EQUAL-LEGBOX 6 FLANGE FRAMES. I I I SEE SHEET 3 FOR NAIL FIN d I I I J-CHANNEL FRAMES II I CI 10 MAX l—il—j I II II MULLIONWIDTH OPENING HEIGHT, MAX 1 z7-v4• MULLION LENGTH 1 j j11I 1.114" MAX. 63' OPENING -'1 li— MULLION 1HEIGHT, IDTH_ t 27.1N' 1-v4• rMULLION MULLION A WIDTH t __I WIDTH OPENINGHEIGHT, OPENING MAX. 1 271/4• HEIGHT, MAX. 127-1/4• SINGLE HORIZONTAL MULLION MULTIPLE HORIZONTAL MULLIONS GENERAL NOTES, CLIPPED 5400/5500 MULLIONS: 1) DETAILS SHOWN ARE FOR THE MULLION ONLY. ANCHORS SHOWN ARE IN ADDITION TO ANY ANCHORS REQUIRED FOR THE FENESTRATION PRODUCT INSTALLATION. TYPICAL APPLICATIONS ARE SHOWN. EACH SITUATION IS UNIQUE AND SHOULD BE EVALUATED BY AN EXPERIENCED INSTALLER FOR THE BEST INSTALLATION METHOD. OPTIONAL IX OR 2X WOOD BUCKS IF USED, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS AND ARE TO BE DESIGNED BY OTHERS. 2) THE TYPE AND NUMBER OF ANCHORS IS CRITICAL TO THE STRUCTURAL PERFORMANCE OF THE MULLED UNITS. MULLIONS HAVE BEEN TESTED AS'FREE-FLOATING" AND DO NOT NEED TO BE DIRECTLY ATTACHED TO THE MULLION CLIPS, BUT SHALL NOT HAVE A GAP OF MORE THAN 1/4' FROM THE CLIP. 3) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. MULLIONS ARE CALCULATED TO DEFLECT NO MORE THAN Ll180. THE 1/3 STRESS INCREASE WAS NOT USED IN THIS ANCHOR EVALUATION. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF WOOD SCREWS. 4) PROPER SEALING OF ENTIRE ASSEMBLY IS THE RESPONSIBILITY OF OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 5) USE THE COMBINED WIDTH OR HEIGHT OF ONLY TWO ADJACENT FENESTRATION PRODUCTS TO DETERMINE PRESSURES AND ANCHORAGE FOR THE COMMON MULLION, SEE EXAMPLES ON THIS SHEET. FOR MULTIPLE UNITS, CONSIDER ONLY TWO ADJACENT UNITS AT A TIME WHEN USING THE DESIGN PRESSURE AND ANCHORAGE TABLES, THE LOWEST DESIGN PRESSURE OF MULTIPLE MULLIONS OR FENESTRATION PRODUCTS SHALL APPLY. 6) WHEN FINDING YOUR SIZE IN THE MULLION TABLES, ALWAYS ROUND UP TO THE NEXT SIZE SHOWN ON THE TABLE($). 7) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE COATED OR CORROSION RESISTANT AS APPROPRIATE FOR SUBSTRATE MATERIAL DISSIMILAR MATERIALS SHALL BE PROTECTED AS REQUIRED TO PREVENT REACTIONS, 8) MULLIONS AND CLIPS HAVE BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, AND ARE APPROVED FOR IMPACT AND NON -IMPACT APPLICATIONS. IMPACT APPLICATIONS ARE LIMITED TO WINOZONES 1, 2 & 3 AS DEFINED BY ASTM E1996. MULLIONS ARE ONLY TO BE USED WITH PGT-APPROVED FENESTRATION PRODUCTS HAVING CURRENT APPROVALS, 9) QUANTITY OF UNITS WITHIN A MULTIPLE MULLED ASSEMBLY IS UNLIMITED PROVIDED THAT THE SPAN AND OPENING WIDTH/HEIGHT OF EACH INDIVIDUAL MULLION COMPLIES WITH THE REQUIREMENTS OF THIS APPROVAL. 10) FOR ADDITIONAL MULLIONS, OPTIONS AND CONFIGURATIONS NOT SHOWN ON THIS APPROVAL, REFER TO FLORIDA PRODUCT APPROVAL #261. OPENING WIDTH VERTICAL FOR MULLION SHAPES TO BE INSCRIBED INSIDE --HORIZONTAL MULLION LENGTH-y RECTANGULAR SHAPE I VERTICAL OPENING MULLION OPENING HEIGHT FOR LENGTH HEIGHT FOR HORIZONTAL HORIZONTAL MULLIONS MULLION r / I L I HORIZONTAL !IDTHW_ 1-i/4'MULUON I I-1-114'MULLION ''1.1/4'MULLION WIDTH WIDTH i-- MULLION -il LENGTH `.-. HORIZONTALMULLION OPENINGWIDTHFORLVERTICAL — LENGTH OPENING WIDTH I MULLION FOR VERTICAL MULLION—' CROSS MULLION CONFIGURATION TEE MULLION CONFIGURATION MULLION LENGTHI I i VERTICALMULLIONLENGTH OPENING WIDTH I.. 1-1/d' MULLION WIDTH I I MULLIONLENGTH L-- _ SEE SHEET 3 FOR MULL TO WINDOW CONNECTION SINGLE VERTICAL MULLION NOTES FOR CLIPPED MULLIONS: 1) FOR MAXIMUM SIZES, SEE TABLES 2A-4A. 2) SEE SHEET 9 FOR INSTRUCTIONS ON USING TABLES 2A-4A. 3) CLIPPED MULLIONS MAY BE USED FOR ALL WINDOW TYPES. FOR CLIP ANCHORAGE, USE THE SAME ANCHOR AS WINDOW ANCHOR. USE THIS SHEET FOR CLIPPED MULLIONS OPENING WIDTH----- OPENING WIDTH i-1/4' MULLION IL'1-1/4'MULUCN _1-l/d'AMJLLION II WIDTH I WIDTH r WIDTH I III II lli it I III II lli it I III II I III II I III II I ---OPENING WIDTH-i MULTIPLE VERTICAL MULLIONS MULLION LENGTH— II II II II II it MULLION CLIP I\ j/ ; I 1-114' I MULLIONWIDTH I OPENING I HEIGHT II II II e ,I MULLION LENGTH I ____--_--_ MULLIONULL1I "MULLION OPENING WIDTH HEIGHT r 1-114' 1.1l4' MULLION MULLION WIDTH -. WIDTH OPENINGHEIGHT OPENINGHEIGHT SINGLE HORIZONTAL MULTIPLE HORIZONTAL MULLION MULLIONS 11111111 t" CROSS-SECTION MULLION EXAMPLES USE THIS SHEET FOR CLIPPED & UN( LIPPED MULLIONS FLANGE FRAME SHOWN, MAY ALS( AS AN E( FRAME SHALLOW FLUSH MULL FACE CAP I/— # 20117 I EXTERIOR IV FIG. 1: 1.25" X 3.25" X .100" MULLION & FACE CAPS MAY ALSO BE INSTALLED DEEP EXTENDED TOWARDS EXTERIOR. MULL FACE CAP20175 r-1 SHALLOW FLUSH MULL FACE CAP EQUAL-LEGIBOX FRAME 920177 SHOW INSTALLFRAN DEEP FLUSH EXTERIOR MULL FACE CAP . 2D178 FIG. 2: 1.25" X 3.25" X .624" MULLION & FACE CAPS FIG. 4: MULLION END CAP EXAMPLE EQUAL-LMULLIONSHOWN, MAY ALSOSHOWN, MAY ALSO BE U U END CAP TO SPAN BOTH WINDOWS, ADHERE WITH SILICONE. INSTALL 1 ADDITIONAL NAIUSCREW THROUGH THE NAIL FIN ON EACH SIDE OF THE MULLION/FRAME ASSEMBLY 10', In INSTALLED AFLANGE Q TUBE CENTERLINE. F y P FRAME (SEE FIG. 1) E i oe m C NOTES FOR MULLION END CAP: 1) APPLIES TO FIN OR J-CHANNEL FRAMES. AT HEADER AND I JAMBS. REQUIRED JAMBS. o I i EXTERIOR EXTERIOR PICTURE WINDOW WITH VVERTICAL MULLION SHOWN, 1 SIDE VIEW ALL WINDOW TYPES AND D MULLION ORIENTATIONS MULLEAMAY ALSO BE INSTALLED APPLICABLE. f120178 TOWARDS INTERIOR I SEE CROSSSECTION MULLION FIG. 3: 1.25" X 3.94" X .624" MULLION &FACE CAPS r MAY REQUIRE IN - FIELD TRIMMING EXAMPLES, FIGS. 1-3. FOR--_ WINDOW TO FRAME ATTACHMENT. i I I 1 I\, fito `.........'< tF tsar• 4 ' oGENS/; NOTES FOR MULLION TO WINDOW ATTACHMENT: VERTICAL MULL TO k Ne.^ 1) RECOMMENDED ANCHOR LENGTH = MIN. 3/4' I STRUCTURE FRONTVIEW 2) USE ANCHOR TYPE AND SPACING AS PER THE WINDOWS APPROVAL. 7ss• — 7 u[aMULLION END CAP S„•,TE OF iJ 3) PICTURE WINDOW WITH VERTICAL MULLION SHOWN, ALL WINDOW TYPES AND MULLION ORIENTATIONS APPLICABLE. RIGID PVC L. '. 2X SIDE VIEW Olvr 4) IF APPLICABLE, NAIL FIN AND/OR FLANGE MAY BE REMOVED FROM THE WINDOW A.'LYNN'MILLER, P.E. FRAME MEMBER BEING MULLED. USE THIS SHEET FOR CLIPPED MULLIONS DETAIL A: DETAIL B: —MULLION MULLION TO 2X WOOD BUCK MULLION MULLION ATTACHED TO 1X BUCKS7RIP TYP. ANCHOR OR WOOD FRAMING WOOD BUCK AND MASONRY AND PER SUBSTRATE. ATTACHMENT SEE SEE TABLES 21348 OFFSET CLIP SHOWN) (STANDARD CLIP SHOWN) BY OTHERS, SEE NOTE 1, I I I SHEET 1. ' ` - . 1 / I MIN 2.7 KSI EDGE EITHER THE —__// Te I / a I CONCRETE OR CMU DISTANCE, STANDARD OR I ° I .I SEE SEE TABLES OFFSET MULL a e EDGE (/ I \ EDGE DISTANCE 2SAB CLIP MAY BE ANCE I \ a I FOR MASONRY INSTALLED 8Y. ° \ I I FDISTOR WOOI L ° ANCHORS THIS METHOD \*\ l D SCREWS ° L\ SIDE VIEW ETHER THE 4 \ I OFFSET MUII CLIP MAY BE a EXTERIOR _ YY INSTALLED BY Y ° EDGE ° \C_ .---'1' THIS METHOD. A DISTANCE NCEFORe < ° % _- • / MASONRY \ a 1 THE OFFSET CLIP IS 1 ANCHORS RECOMMENDEDFORI EXTER OR ° 4— < I FIN - FRAMED OR \ JLHANNELWINDOWS. BUT MAY ALSO BE \ r USED FOR OTHER \ L_ FRAME TYPES, 1 TYP. ANCHOR 1 PERSUBSTRATE, TYP. ANCHOR SEE TABLES 284B TYP. ANCHOR PER SUBSTRATE, ONCSUCKSTRIP PER SUBSTRATE, SEE TABLES 284B / AND SEE TABLES 21348 EDGE/END -- —G_ ATTACHMENT DISTANCE BY OTHERS, SEE TABLES EMBEDMENT 20-0B , SEE NOTE 1. EMBEDMENT' _ BUGNSTRIP / I SHEET I. L_ AND ATTACHMENT MIN1.7 K51 CRETE OR CMU BY OTHERS, , SEE NOTE 1, SHEET I. - MULLION FRONTVIEW SIDE VIEW SEE SHEET 9 FOR HOLE LOCATIONS MAY ALSO BE INSTALLED FRONT VIEW DIRECTLYTOMASONRY: TYP. ANCHOR PER SUBSTRATE. I / m SEE TABLES 28 4B L INSTALLATION NOTES: LALLFEMBEDMENT MULLIONS e 1) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. MIN 2.7 KSI CONCRETE OR CIVIL 2) QUANTITY OF ANCHORS AND MULLION SIZE SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION FRONT VIEW ONLY. BECAUSE THE ANCHOR CAPACITY IS BASED PARTLY ON THE ANCHOR TO ANCHOR DISTANCE, THE CORRECT QUANTITY AND LOCATION OF ANCHORS MUST BE FOLLOWED, REFER TO THE TABLES ON THE FOLLOWING SHEETS, FOR DETAILS A-C, EITHER THE STANDARD OR OFFSET CLIP MAY BE USED, 3) ANCHOR HEAD TYPE MAY BE PANHEAD, HEXHEAD OR FLATHEAD. 4) WOOD BUCKS ARE OPTIONAL, SEE DETAIL B, THIS SHEET. USE THIS SHEET FOR fin DETAIL C: DETAIL D: DETAIL E: CLIPPED MULLIONS s FIELD -MODIFIED MULLION CLIP ANGLE MULLION CLIP MULLION TO MULLION x a F-CLIP) (ANGLE CLIP) T-- INTERSECTIONS o SEEDETAILSA88, \ ( U-CLIP) NOTES FOR INSTALLATION OPTIONE: c2° w SHEET 4 FOR INSTALLATION ,' \ OEll1MULLIONSMAYBEINSTALLEDINSPECIFICSUBSTRATES. VARIES)" TEE"OR "CROSS" CONFIGURATIONS. MULLION g 2) U•CLIP MAY BE INSTALLED Lo o; T HORIZONTALLY (SHOWN) OR TOP VIEW VERTICALLY. Z fff O MULLION J Q VARIES-ice—y LL 1 012 STEEL SCREWS, m O J -SELF. RILLINGORPRE-DRILL W O MULLION AND USE SMS m Z C1 gI EXTERIOR MULLION U I TYP. ANCHOR / \` Z STANDARD MULLION CLIP I IKSUBSTRATE. L2 & c1 MODIFIED TO FIT FIELD ITABLES 28-48 LL INTERSECTION Z 0 CONDITIONS. I UCIIP Q EXTERIOR zO oM MULLION Q-g0 .. IIUJ Jw O 1I O O.\I YS 2'X s"X.12s" O In O) ANGLE CLIP, \MUST M LION LEDEND. FRONT VIEW o Z0O INSIDE OF MULL, Im(1 INTO WOOD, STEEL, ALUM, CMU OR MASONRY EXTERIOR EDGE DISTANCEPER ANCHOR TYP. ANCHOR PER SUBSTRATE, SEE TABLES 28-48 STANDARD CLIP TO BE MODIFIED IN -FIELD. INTO WOOD. STEEL. ALUM, CMU OR MASONRY /1 EDGE DISTANCE PERANCHORT 1 I NOTES FOR INSTALLATION OPTION D: 1) USE 2 ANGLE CLIPS PER MULLION END. CLIPS MUST BE INSERTED INSIDE OF MULLION. FRONT VIEW DETAIL F: MULLION ATTACHED TO STEEL STUD STANDARD CLIP SHOWN) FOR STEEL STUDS THINNER THAN 16 GA AND COMPLIANT WITH THE FL BUILDING CODE, A 2X WOOD BACKER MUST USED. ATTACHMENT BY OTHERS. EXTERIOR USE WOOD ANCHOR SPECS NOTES FOR INSTALLATION OPTION F: 1) FOR 2X WOOD -BACKED STEEL STUDS, WOOD ANCHOR VALUES MAY BE USED. i o.""' l :I I" I TARI F ?A Mullion Capacity Table (lbertl) Opening Width (lorwrOca"pamirg mU6ons) or Opening Haight (for hodwrita7ysparnirg mllions) 50 In Win 70 in 80 in BO in 100 in 110 in 1b in 1 W in 1.25 x 3.25 x Pxlan9u1. Loaobg Tnp/Tnarq. lnadng Rntangidw L-thin; Trap/Trlarp. LOWIng RecWngu4r Loadlq TWpRNrp. Lpsollp Rwtarg,aw loafing TraplTrlang. Loading RKWngul wading TWP'Tnerg. Lmdrp Rest-WIar Coming T.Pth g. Loafing Rectalp3kr LOWiry TrepRnarlg. Loatlirp Reclenpllar L9earq TmWTmg, LtlaEinp RecWnpU. Loedrp Tlaprrriay. Loaoirp 100 Alum. Tuba Mullion Qg 5' 2 r ppyy 8 p$ da r y3 3 1s r gp Pj7H8a r 2c qp 8 Pt$[ d G' r gy 2c r gp 9 y d r 0a d1c r_ yp 5 r g g7 c r_ a aCCC r_ 8 8arc 7EEEE s$ 8 a Zo 8 a r Ze B a kp; 7o a yy 7. z yp Sc. r_ xg 70 1 g l 2c I_ Eo r_ a So 8 a r yp is r qy c 42 in 70.0 255 70.0 179 70.0 306 70.0 197 70.0 357 70.0 208 70.0 408 100 214 70.0 459 70.0 214 70.0 510 70.0 Vil 70.0 613 70.0 214 70.0 715 70.0 214 70.0 817 70.0 214 48 in 70.0 292 70.0 216 70.0 3W ro.o 241 70.0 400 70.0 259 70.0 467 70.0 272 70.0 525 70.0 278 roo Wi 70.0 280 70.0 700 70.0 280 70c 817 70.0 290 70.0 933 70.0 250 50.825 In 70.0 305 70.0 232 1 70.0 369 1 70.0 260 70.0 431 70.0 282 70.0 492 70.0 298 70.0 554 70.0 308 70.0 815 70.0 311 70.0 738 70.0 311 70.0 881 70.0 711 65.9 927 70.0 311 541n 70.0 323 70.0 252 70.0 394 70.0 234 70.0 459 70.0 311 70.0 525 70.0 331 700 591 70.0 345 70.0 655 70.0 352 70.0 788 70.0 354 66.2 NO 70.0 354 57.0 Me 70.0 354 W In 70.0 365 70.0 289 70.0 136 70.0 326 70.0 510 70.0 362 70.0 563 70.0 369 70.0 856 70.0 410 70.0 729 70.0 425 59.7 748 70.0 438 51.2 746 70.0 435 14.0 748 70.0 436 0In 70.0 333 70.0 307 70.0 459 70.0 350 70.0 538 70.0 387 70.0 613 70.0 418 68.7 677 70.0 443 61.9 677 70.0 462 51.6 877 70.0 481 44.2 677 70.0 482 38.7 677 70.0 482 W in 70.0 401 70.0 325 70.0 481 70.0 372 70.0 561 70.0 413 57.3 617 70.0 447 59.8 617 70.0 476 53.8 617 WJ Me 4.8 617 64.4 463 SA 617 0.7 482 33.8 617 63.7 482 J 721n 70.0 435 70.0 362 69.1 51a 70.0 416 59.2 518 65.2 432 51.8 518 59.8 425 46.1 518 54.2 419 41.4 518 50.7 414 34.5 518 46.6 408 29.6 618 45.0 405 25.9 518 45.0 405 QC6 76 in 70.0 462 70.0 386 587 485 62.6 398 50.3 465 54.9 390 44.1 465 49.4 384 39.2 485 45.3 378 35.2 465 42.2 374 29.4 465 38.3 367 25.2 485 36.5 364 22.0 465 38.2 363 75 In 55.2 1 W.0 357 54.3 441 57.7 379 0.6 441 50.6 372 40.6 441 45.4 3W 36.2 441 41.6 3W 32.6 441 38.7 356 27.2 441 31.9 349 23.3 441 33.1 346 20.4 441 32.7 345 W in 42.4 3W 43.8 295 3 4 332 37.0 239 30.3 332 32.3 2. 265 332 25.8 280 Ma M2 26.1 278 21.2 332 24.1 272 11.7 332 21.3 266 15.2 332 19.6 252 13.3 332 18.7 2W 96 In 35.0 2" 35.9 260 29.1 An 30.3 258 260 291 29.4 252 21.9 NI 23.6 248 19.d 201 21.3 241 17.5 291 19.5 241 14.fi 01 17.1 238 12.5 N1 15.6 2J2 108 in 24.6 230 25.1 208 20.5 i30 2/.1 205 17.5 230 18.3 201 15.4 230 16.2 198 ill In 22.6 210 23.1 197 16.0 215 19.4 teal 18.2 218 I&S 191 14.1 210 14.9 188 120 W 17.9 187 16.2 170 14.9 1 167 15.3 167 SEE CAR 190-1075 FOR CERTIFICATION. I TALI C 9Q Anchor Capacity Table Ibe SL681me: 2.7k Concrete 3.5k Cone. H.00. CMU raw CLIU PT Wox! Metal Anchor CUp Patterns Anchor TYpa: Y16' El- Ultrxon 1/1' Eko Ultncon 5/16' EIwUBrecm 3/18' Elw 191recm 1/4' Elco UOWcon 1/4• SS Elw AggreGalar 6116' Eko U11-on 114• SS Eko AgQsGator a10 St" Sc (GS) a12 St.[ Sans (G5) 012 SteelSc (G5) Eepe l]slnnca 8n): 1• 24/2' 1• 2.112' 3US' 11 2-1/2- 1• 2.11r 2- 31/8' 2' 0.48' 0.54' 0.324' Emrdmaltl (f : 1-3I4• 1-84' 1-3/P 31 14• 7 1-114' 1-1/4' 1.1 p• 1-1/4' 1-1N' 1-1/4' 2- 13/a• 1319• 2 Andras C 1.75' Min. O.C. / Standud ar OBsat Gip (Fig. 1} 3901bs 390 U 4501bs 8901be 1644 he 2701bs 2W Ibs 354 Ibs 7401N 374 IN 664 Ws 9481t. 341 V.442 lbs 560 Ms 4 Anchm 4Q 1.15• Min. O.C. / SWnoaN a OBaet) Gip (Fig. 2): 4W IN 1W It. WA WA NIA WA 3801N WA NIA WA WA WA 6821bs 88510s 1120 Ibs 4 Anchm 0 r Min, O.C. / (2) 2x5 AjVW Cline/ (Fig. 3): 7W U 7W U 6W tbs 1560 Ws 169810a 540 at. 5601N WA 760 IN 7481N 8W U 1892 U 682 lbs 8851N 1120 U 3 Arc11as 0.51' Mln. O.C. / LLdip, Into .100' Ahan. (Fig. 4): WA WA WA WA NIA NIA WA WA NIA WA WA WA WA WA 95015s 1 Anclax I F{2ip (Fig. 5): 10 Hie 195 U 225 DB N5 U 8221N 1351N 140 10s 1771153 3701N 871N 3J2 U 47J IN 170 U 221 Ibs 2W Ibs rlc 2Ahas01.15- Min. O.C./F{Oip(Flg.6} 240U 3501N WA WA NIA WA 1WU WA N/A WA WA WA 3/1 Ibs N21N Y8D IN FIGURE 1. (STANDARD CLIP SHOWN): FIGURE 2 STANDARD CLIP SHOWN): FIGURE 3: ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: m TABLE NOTES USE THIS SHEET FOR CLIPPED MULLIONS USE RECTANGULAR LOADING FOR ALL TEE OR CROSS CONFIGURATIONS, AND ALL ASSEMBLIES CONTAINING A SINGLEIDOUBLE HUNG WINDOW. USE TRAPEZOIDAL TRIANGULAR LOADING FOR ALL OTHERS. n ANCHOR CAP.,,,J ,mG' DP,,,) X ( ) =ANCHOR CAP.,,, MULLION CAP.,, ,,,,, USE THIS FORMULA TO OBTAIN THE "ANCHOR CAPACITY REQUIRED" CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY ( FROM THE TABLE) OF THE SELECTED MULLION, IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. 1) SEE SHEET 9 FOR INSTRUCTIONS ON USING THE TABLES. SEE SHEETS 3.5 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEET 9. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEET 9. FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT - FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063- T5 AND BE A MINIMUM OF .100' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND 045" THICK (18 GAUGE). STRUCTURAL STEEL TO BEAT LEAST. 125- THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. 10 & # 12 ANCHORS INTO WOOD MAY BE STEEL, 18-8 S.S. OR 410 S.S. 1. 250" 3. 250" 100" 1. 25" X 3.25" X .100' MULLION 1 111; 111,1 TABLE 3A Mullion Capacity Table (lbs/ tI,) Opening Width (for vertically -spanning mtflons) or Opening Height (for horizontally -sparring in dlions) 50 in 60 in 70 in 80" 90 in 100 in 120 in 140 in 16D in 1.2S x 325 x Rxtan "' Loading Tr* rI'np. Loading Raclaigdx Loading TrapTnarig. Loading Recrangulr Loading Traprtr4rg. Loading R.. rViA. Loading Tnip'Trisng. LoadingRacungU Lowng Trap'Tnang. LoadingRactangubr TrapTnaing. LoadingRo lariplar Loading Trap/ Tnang. Loading LotrgRectangular Loading Trap7Tna% loading RwtargUa Loading Trap/ Tnrg . Loading 824 Alum. Tube Mullon P E S i i 8 i yq i id Qg I? g f< 8 E qa ¢ d pg I 2d gg f si+ g sdi8 ty Yy 8 Xp g y} B yea Y g3 8 Z Yp d 42 in 70.0 265 70.0 179 700 3W 70.0 197 70.0 357 70.0 208 70.0 408 70.0 214 70.0 459 70.0 214 70.0 610 70.0 214 70.0 613 70.0 214 70.0 715 70.0 214 70.0 517 70,0 214 48 In 70.0 292 70.0 216 70.0 350 70.0 241 70.0 406 70.0 259 70.0 467 70.0 272 70.0 525 70.0 279 70.0 583 70.0 2W 70o 700 70.0 280 70.0 817 70,0 280 70.0 933 Do 280 50. 626 in 70.0 309 70.0 232 70.0 369 70.0 260 70.0 431 70.0 282 70.0 492 70.0 298 70.0 564 70.0 308 70.0 615 70.0 311 70.0 738 70.0 311 70.0 861 70.0 311 70.0 984 70.0 311 541n 70.0 328 70.0 252 70.0 3N 70.0 284 70.0 459 70.0 311 70.0 525 70.0 331 70.0 591 70.0 345 70.0 656 70.0 352 70.0 788 70.0 3U 70.0 919 70.0 3% 70.0 1050 70.0 354 60 in 70.0 365 70.0 289 70.0 438 70.0 328 70.0 510 70.0 362 70.0 583 70.0 389 70.0 656 70.0 4t0 70.0 729 70.0 425 70.0 875 70.0 438 70.0 1021 70.0 438 70.0 1167 70.0 438 63 in 70.0 393 70.0 307 700 450 70.0 350 70.0 536 70.0 367 70.0 613 70.0 418 70.0 W9 70.0 463 70.0 766 70.0 462 70.0 919 70.0 4a1 70.0 1072 70.0 482 MG 1225 70.0 482 66 In 70.0 401 70.0 325 70.0 481 70.0 372 70.0 561 70.0 413 70.0 642 70.0 447 70.0 722 70.0 476 70.0 802 70.0 498 70.0 963 70.0 525 70.0 1123 70.0 529 68.1 12M 70.0 529 c 72 in 70.0 439 70.0 382 70.0 525 613 70.0 464 70.0 700 70.0 506 70.0 IN 70.0 541 70.0 875 70.0 511 69.9 1049 70.0 613 59.9 1042 70.0 630 52.4 10Q 70.0 SW 761n 70.0 4S2 70.0 386 70.0 SM 647 70.0 498 70.0 739 70.0 5M 70.0 831 70.0 585 70.0 924 70.0 620 59.5 941 70.0 671 51.0 941 70.0 698 44.6 941 70.0 702 76 in 70.0 474 70.0 398 70.0 509 664 70.0 515 70.0 758 70.0 564 70.0 853 70.0 607 66.0 824 70.0 6N 55.0 894 70.0 700 41.1 BB4 67.0 701 1.3 BW 66.1 BBB BO In 70.0 5/7 70.0 471 70.0 858 671 85.3 575 53] 671 58.2 566 47.7 871 52.8 558 03.0 877 48.8 551 35.8 e71 43.1 538 30.7 671 39.7 531 26.9 871 37.9 52fi 961n 70.0 SM 70.0 507 52.0 SID 500 53.4 509 44.3 520 47.6 502 39.3 5B0 47.0 4B1 35.4 590 39.8 486 29.5 1W M.7 471 25.3 SBo 3t.6 4aB 108h 40.7 465 508 421 41.4 485 466 37.1 408 31.1 486 329 402 III In 45.8 N1 46.7 400 3&2 441 441 34.1 387 28.6 Nl 30.2 382 1. n 36.3 378 3fi.9 3N 30.2 378 3101 SEE CAR 190-1076 FOR CERTIFICATION. TABLE 3B Anchor Capacity Table (lbs) Subalrate: 2.n Coronas 351, Conc. Halbw CMU FOIed CMU PT Wood MHeI Clip Pattexns Mdw Type: WIG' Elm Utrecm Ile Eko UMcon 5'16- Elm Urom 316' Elm Ut-on 114' Elco llNawn V4. 55 Eko AggraGwor 5' 16' Eko UMconlie 55 Elw Aggmczaa10 st Saew( G5) 012 St.0 Sawe( G5) 012 SteelAnchor Sawe(GS) Edga Unarm 0n7. 1' 2-1;2' 1' 2-1/2- 11r 1' 2-V7' 1' 2.11 2' 3-118' 2' OAS, 0.54' 0.324' EJnbadmenl( in: 4' 13'6' 1.3I4' 1-Y4' 2' 1- lie 1.Ve 1-11V 1-114' 1-1.- 1-1.- 2' 1-3.V 1-Win 2 Mdws 0 4.75' Min O.C. ! Slandrd a Oesel Clip (Fig. 1). 390 bs 390IN 4501bs 690 ads 1644111s 2701bs 28D Ids 354 Its 74014s 374 1bs 664 bs 946 16e 341 be 4421E 5601be 4 Anchors a 1,15' Min. O.0 / Strldand a OasaQClip (Fig. 2). 4W be 700 Its WA NA N/A N/A 380 IN NIA VA WA NA NA 6821bs 95 4a 1120 Inn 4 Ani M 3' Min. O.C.1 (2) b5 Angle Clips / (Fig. 3): 78D ba 78D gn 680 bs 1560 Ban 1896 lbs 640 bs 5601m WA Mile 749 ft 8601E 1892111. 682 to. 81151bs 1120 Its 3 Ardnn 0.54' Min. O.C. ( ULIip, ireo .100' Plum. (Fig 4). WA WA NIA NA RA NIA WA WA N'A WA NA WA WA WA 9501be 1 Amhw/ FL9p (Fig. 5), 195 lbs 1958A 225 lbs 4a5 lbe 822 be 1354s 140111, 177 lbs 370lbs 187 Ids 332 Inn 4731Ds 1701ds 221 Im 280 bs 2 And.. 1.15' IAn. O.C7 F-0ip (Fig. 6): 240 bs 350 ads WA NA WA WA 19u Its NIA N'A NA NA WA 1 341 bs I A42 lbs 560 be USE THIS SHEET FOR CLIPPED MULLIONS USE RECTANGULAR LOADING FOR ALL TEE OR Q Y it CROSS CONFIGURATIONS, AND ALL ASSEMBLIES CONTAINING A SINGLE/DOUBLE HUNG s WINDOW.^ to N C USE TRAPEZOIDAL Z TRIANGULAR LOADING FOR ALL OTHERS. J na m 41nL:K V K UAVAI:I I T AUJUJ 1 MtN I FUKMULA: OP,r,) X ( ANCHOR CAP.,,,,,,,,) _ANCHOR CAP.,, l MULLIONCAP.,„,,., USE THIS FORMULA TO OBTAIN THE'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. x LO N FIGURE1 STANDARD CLIP SHOWN): FIGURE 2, STANDARD CLIP SHOWN): TABLE NOTES: 1.250' 1) SEE SHEET 9 FOR INSTRUCTIONS ON USING THE TABLES. SEE SHEETS 3.5 FOR GENERAL INSTALLATION METHODS. lil 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. L l A4!r FIGURE 3: 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE 3.250' \,R\ ,,.c'voc •( ANGLE SHEET 9. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS'' CLIP MUSTBEUSED SHOWN ON SHEET 9. FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. IN PAIRS.' 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND - - . 6L ICJ GROUT FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90, WOOD SHALL '' - % . v; FIGURE 4: FIGURE 5: FIGURE 6: 624' % ' TL OF BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE I _1 O 1 \ 6063-T5 AND BE A MINIMUM OF .100" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND Ori o .V 045' THICK ( 18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125' THICK AND A36. ALL C •"" C`.' ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. 1.25' X 3.25" X .624' G A 10 & #12 ANCHORS INTO WOOD MAYBE STEEL, 18-8 S.S. OR 410 S.S. MULLION A. LYN MILLER, P.E. FL P. E.# 58705 TABLE 4A Mullion Capacity Table (IbstW) Opening Width (for verdcallysparwing mullions) or Opening Height (for horizordally-spanning mullons) SEE CAR 190-1077 FOR CERTIFICATION. TART F 4R Anehor Capacity Table ba 6 sfnle: 2.7k Colcras 3.5k Cont. HO—CMU Fitled CMU PT Wood Mehl Anchor Clip Patterns An Typc: 3/16' Eko Ultncan 114' Eko Ullracan 5118' Eko w— y16' Eko l6traton 114' Eko UBn 1N' SS EkoA99nGa S/16' ElcoUkncen 1/4' SS EkoAgpnGator a10 steelScna-(G51 tl12 518Nsils,G57 e12 Steelsuety (Gs) Eelle Distance Pn): 1' 2-112, 1' 2-1/2' 3.1/8- 1' 2.112' 1' 2.1/7 Y 3.1/8' 2' 0.48' 0.54" 0.324' Embedment fin): t,y4' 1-3/4' 1-3/4' 1-3/4' r 1-1/4' 1.1/4• 1.114* tau' tau' 1-1/4• 2' 1-yr 1-3/6' gyros 2Mchon®4.76-Min. O.C./Stallarda7014e1Olp(Fig. 1): 390be Mlibe 450 lbs 8901be 16441bs 270 lba 280 lbs 3541bs 7401be 3741M 681 Ibe 9461be 341Ibe 4421W 560lbs 4Archon®1.15'Min. O.L./SmMard("01se1)Clip(Fig. 2): 4801ba 7001ba WA WA WA WA 3801be WA WA WA WA WA 6521bs 8851. 11201M 4 Archon ® 3- Min. O.C. I (2) 2a5 M& Chips / (F1p. 3): 7801bs 7W ibe m IN 1w 1bs 1096 Ibe 540 Ibs 5601bs WA 7601be 74814 6801ba 18921. 682 Rm 8851be 1120 Iba 4 Arches ®0.54' Min. O.C. / IH2ip. h1o.100' AWm. (Fie. 4): WA WA WA WA WA WA A WAWAWA WA WA W A WA WA 12671M 1 Arch. / Ftlip (Flp. 5): 1951ba 1951bs 2251bs 445 9u 822 8a 1351bc 140lbs 177 r s 370 Ibs 16710s 3321bs 4731ba 170 1M 221 IDs 280Ibs 2 Archer Q 1.15- Min. O.G.! F42ip (F' .6) 240 W 3501M WA WA WA WA 1901be WA WA WA WA WA 341 Iba 4421be 5601ba USE THIS SHEET FOR CLIPPED MULLIONS USE RECTANGULAR LOADING FOR ALL TEE OR CROSS CONFIGURATIONS, AND ALL ASSEMBLIES ka oZ CONTAINING A SINGLE/ DOUBLE HUNG WINDOW. g ar USETRAPEZOIDAL N TRIANGULAR LOADING Z FOR ALL OTHERS, O ANCHOR CAPACITY ADJUSTMENT FORMULA: DF;,,) X ( ANCHOR CAP., = ANCHOR CAP._ MULLION USE THIS FORMULA TO OBTAIN THE "ANCHOR CAPACITY REQUIRED" CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY ( FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. 1. 250"--j FIGURE1STANDARDCLIPSHOWN): FIGURE 2, STANDARD CLIP SHOWN): TABLE NOTES: -- i) SEE SHEET 9 FOR INSTRUCTIONS ON USING THE TABLES. SEE SHEETS 35 FOR GENERAL INSTALLATION METHODS. 1111IIfl FIGURE 3: 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. .nNy LYNN ./e i ' ANGLE 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE 3,94' `'t- 1GEN'SF 'r CLIP MUST SHEET 9. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS BE USED SHOWN ON SHEET 9. FIGURES SHOW SUGGESTED. APPROXIMATE HOLE LOCATIONS. 'x No. 58705 ._ IN PAIRS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS, HOLLOW AND / FIGURE 4: FIGURE 5: FIGURE & GROUT - FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE6063-T5ANDBEAMINIMUMOF.100"THICK. STEEL STUDS TO _ = /• ',TL 045" THICK ( 8 GAUGE). STRUCTURAL STEEL TO BEAT LLEASTB 25" THICK AND A36. LLEA MINIMUMGRADE33D —)4 Q<` 1 . FIOR O°: mANCHORSINTOMETALSHALLEXTENDATLEAST3SCREWTHREADSBEYONDTHEMATERIAL.;#10 & # 12 ANCHORS INTO WOOD MAY BE STEEL, 18.8 S.S. OR 410 S.S. 1.25"X 3.94'X.624' A. LYNN' MILLER, P.E. MULLION FL P.E.# 58705 1.250' 3.250" 100" 7 . 100" i .820' F-- I 1.25" X 3.25" X .100" MULLION 6005-T5 ALUM. X-SECTION I 125" STANDARDCLIP 2.000" 6063-T6 ALUM. X•SECTION J25" 1.25" X 3,25" X .624' 1,25" X 3.94" X .624" - 5.500"---- MULLION MULLION 3 125" CUT HERE TO 6005-T5 ALUM. 6005-T5 ALUM. • 375'_-E E _ CREATE F-CLIP, SEE X-SECTION X-SECTION MIN. I DETAIL F. SHEET INSTRUCTIONS: 1) DETERMINE THE DESIGN PRESSURE REQUIREMENT (LBS/F P FOR THE OPENING USING THE ASCE-7 STANDARD. 2) CHOOSE A MULLION TYPE THAT WILL FIT THE DEPTH OF THE FENESTRATION PRODUCTS FRAME DEPTH. 3) REFER TO SHEETS 6-8 TO DETERMINE IF THE WIND LOADING IS RECTANGULAR" OR'TRIANGULARlfRAPEZOIDAL". 4) FIND THE CHOSEN MULLION'S MULLION CAPACITY (LBS/FT2) FROM TABLES 2A THROUGH 4A, ON SHEETS 6 THROUGH 8 RESPECTIVELY, USING THE MULLION TYPE, LENGTH AND OPENING WIDTH OR HEIGHT DEPENDING IF THE MULLION IS SPANNING VERTICALLY OR HORIZONTALLY). THE MULLION CAPACITY (LBS/FT') OBTAINED SHALL MEET OR EXCEED THE DESIGN PRESSURE REQUIREMENT (LBS/FT-) FOR THE OPENING OBTAINED IN STEP 1). 5) FROM THE SAME TABLE USED IN STEP 4) ABOVE, FIND THE VALUE IN THE NEXT COLUMN ANCHOR CAPACITY REQUIRED (LBS). THIS VALUE REPRESENTS THE WINDLOAD TRANSFERRED TO THE SUBSTRATE BY THE ANCHORS AND MUST BE MET TO ATTAIN THE FULL MULLION CAPACITY. 6) FROM THE ANCHOR CAPACITY (LBS) TABLE ON THE SAME SHEET AND USING YOUR ACTUAL SUBSTRATE CONDITION ( MULTIPLE ANCHOR/SUBSTRATE/ANCHOR-CLIP PATTERN MAY APPLY) SELECT AN ANCHOR CLIP PATTERN AND VERIFY THAT THE REQUIRED ANCHOR CAPACITY IS MET. 7) IF THE MULLION CAPACITY (LBS/FT2) OBTAINED IN THE TABLE IS HIGHER THAN THE DESIGN PRESSURE REQUIREMENT (LBS/FT') FOR THE OPENING, YOU MAY USE THE "ANCHOR CAPACITY ADJUSTMENT FORMULA' TO OBTAIN THE LOWER ANCHOR CAPACITY REQUIRED. WITH THIS VALUE A LOWER ANCHOR CAPACITY OPTION MAY BE SELECTED FOR THE SAME SUBSTRATE 8) VERIFY THE DESIGN PRESSURE RATING (LBS/FT2) FOR THE FENESTRATION PRODUCT TO BE USED AND COMPARE WITH THE FINAL MULLION CAPACITYfLBSIF-V/ OBTAINED FOR THE MULLION SYSTEM. THE LOWER OF THE TWO SHALL APPLY FOR THE ENTIRE MULLED FENESTRATION PRODUCT ASSEMBLY. 9) HIGHLIGHT OPTION USED AND TABLE VALUES USED IN A SPECIFIC APPLICATION WHEN USING THIS APPROVAL TO APPLY FOR A PERMIT. 1 I I I I I I I I I 1 I I t I I I I I I I I I i I I I I I I I I I I I I I I I I I I I i ` STANDARD CLIP CENTER OF ANCHOR HOLE MUST LIE 6063-T6 ALUM. WITHIN THE DASHED BOUNDARY, SEE TOPVIEW TABLES 2B-4B FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER =ANCHOR DIAMETER + 1116'. 740' 121" I 2.125" U-CLIP 6063-T6 ALUM. X-SECTION 125' 375" MIN. 5.500' 375" 3.25" I I H I I I I I I I I I I I I I 1 G OFFSET CLIP 125" 6063-T6 ALUM. TOPVIEW USE THIS SHEET FOR CLIPPED MULLIONS 125' 2.000' E CLIP L60-63-T6LUM. ION125' CENTER OF ANCHOR HOLE MUST LIE WITHIN THE DASHED BOUNDARY. SEE TABLES 28-4B FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER = ANCHOR DIAMETER + 1/16". A 375" CENTER OF ANCHOR HOLE MUST LIE WITHIN THE DASHED BOUNDARY. SEE F TABLES 28-46 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER = ANCHOR DIAMETER + 1/16". U- CLIP 6063- T6 ALUM. TOPVIEW TABLE C Dimension Value (in) For Mullion: F 2.250 1.25" X 3.25' X . 100 Aluminum Tube Mullion G 0.750 H 1,500 F 1.938 1.25' X 3.25' X. 624' Aluminum Tube Mullion 0500 1438 LHG2.625 1.25" X 3.94" X. 624• Aluminum Tube Moll - 1. 125 1. 500 TABLE D 2X5 ANGLE CLIP 6063- T6 ALUM. TOPVIEW Mull Dimension sheet R) I PGT Part if Mullion Sid. Clip Offset Clip U-Clip lAngleClip 1, 25- X 3.25' X.1GO- (5) 20160 6661127M 6661124M 66fi2410M 6665115M 1. 25" X 3.25" X.624- (6) 20161 6661128M 6661125M 6662411M 6665116M 1. 2" X3.94" X.624' "' 20162 6661117M 6661126M 666241M 666517M 375' MIN. MIN. r`L (935 20 MAX. BUCK WIDTH SEE TABLE 1 28' 12" MAX. B, SEE MAX. O.C. SHEET 3 _ A, SEE SHEET3 f- 17.867' Q I MAX. BUCK HEIGHT SEE TABLE 1 X 4 10" MAX. O.C. 13.773 MAX. O.C. A 6.112" MAX. B NO ANCHORS AT SILL ELEVATION FOR TYP. EQUAL LEG FRAME, EQUAL-LITE CONFIGURATION GENERAL NOTES: SERIES 5400 NON -IMPACT RESISTANT, VINYL SINGLE HUNG WINDOW 1) THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) ALL WOOD BUCKS LESS THAN 1.1/2" THICK ARE TO BE CONSIDERED 1X INSTALLATIONS. 1X WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2' THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER, (EOR) OR ARCHITECT OF RECORD, (AOR). 3) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. USE ANCHORS OF SUFFICIENT EMBEDMENT. INSTALLATION ANCHORS SHOULD BE SEALED. OVERALL SEAUNG/FLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 4) MAX. 114' SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS, WOOD BUCKS, BY OTHERS, MUST BE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY THE WINDOW. 5) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE, THE 33.1/3 % STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTO WOOD. ANCHORS THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR CORROSION RESISTANCE. B, SEE SHEET3 A, SEE SHEET3 SEE TABLE 1 28" MAX. 12" MAX. O.C. 12" MAX. MAX. 17.8 76O.C. MAX. E HEIGHI Q TABL A 13, 773• IUAX. O.C. 6--1/2 MAX. I} e . nu nn nvno n, aILL f ELEVATION FOR TYP. FLANGE FRAME, PROVIEW/ORIEL CONFIGURATION COTTAGE SIMILAR) MAX. BUCK WIDTH SEE TABLE 1 2' MAX. D, SEE - •+-- 4' MAX. O.C. SHEET C. SEE , } SHEET4 O 4- MAX. JCK O.C. SEE X 1 D MAX. BUCK HEIGHT SEE 4 TABLE 1 C 2- MAX. --+j ELEVATION FOR TYP. FIN OR J-CHANNEL FRAME, EQUAL-LITE CONFIGURATION SIMILAR ANCHOR DIMENSIONS FOR OTHER CONFIGURATIONS) Window Buck Size Configuration Reinf. Level Design Pressure Certification CAR) NumberWidthHeightpal, psf 40" 63" Equal-lite R4 50.0 70.0 190-1022 36" 62" Equal-lite R4 50.0 50.0 190-1027W. 62" Sid. ProView 36" 67-9/16" Custom Sash 52-118" 84" Equal-lite R1 50.0 50.0 190-102152-1/8"' 84" Std. ProView 52-1/8" 91-13116" Custom Sash 52-1/8" 84" Equal -cite R2 65.0 70.0 190-102652-118" 84" Std, ProView 52-1/8" 91-13/16" Custom Sash CERT. OF AUTH. 429296 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 941)-480-1600 VINYL SH WINDOW FPA (NON -IMPACT) GENERAL NOTES & ELEVATIONS . o SHAPES MAY BE USED BY INSCRIBING THE SHAPE IN A BLOCK AND OBTAINING DESIGN PRESSURES FOR THAT BLOCK SIZE FROM THE TABLE ON THIS SHEET. SH-5400 ICI NTS hI 1 OF lo?I FPA-5400.0 Iyzl I I ". LYNN °L-KI``' P.E)t 58705 i Anchor Substrate Min. Edge Distance Min. Embedment 10 SMS steel, 18-8 S.S. or 410 S.S.) Max. DP of 50.0 P.T. Southern Pine (96=0.55) 7/16" 178 Steel, A36 3/8" 0.05(y Steel Stud, A653 Gr. 33 3/8" 0.0346" (20 Ga.) Aluminum, 6063-T5 3/8" 0.0713" 14 Ga. 12 SMS steel, 18-8 S.S. or 410 S.S.) P.T. Southern Pine (SG-0.55) 9/16" 13/8" Steel, A36 3/8" 0.050" Steel Stud, A653 Gr. 33 3/8" 0.0346" (20 Ga.) Aluminum, 6063-T5 3/8" 0.0713" j14 Ga. 3/16" Ultracon steel) Max. DP of 50.0 P.T. Southern Pine (SG-0.55) 7/16" 1.TIT, Concrete (min. 2.85 ksl) i" 1 V8" Un routed CMU, (ASTM C-90) 2-1/2" 1-1/4' 1/4" Ultracon steel) P.T. Southern Pine (SG=0.55) V 13A8" Concrete (min. 2.85 ksi) V I-N Ungrouted CMU, (ASTM C-90) 2-1/2" 11-1/4" Concrete (min. 2.85 ksl) 2-1/2" 1.V4" 1/4" Crete -Flex 410 S.S.) P.T. Southern Pine (SG=0.55) 1" 1 V8" Concrete (min. 3.35 ksi) 1" 1-3/4" Un routed CMU, (ASTM C-90) 2-1/2" 1-1/4" Concrete min. 3.35 ksi 2-1/2" 1 1_T 1. 1/4" Aggre-Gator l" S,S,) Concrete (min. 3.275 ksl) 1-1/2" 1_/8" P.T. Southern Pine (SG=0.55) 1" 1J/8" Ungrouted CMU, ASTM C-90 7' 1-114" TARI 9 q- ANr:HhRC INCTAI I =n TNRr111f:H INTP r PAI GIN Anchor Substrate Min. Edge Min. Distance Embedment 2-1/2" x .131" Common Nail P.T. Southern Pine (SG=.55) 9/16" 2-7/16" Max. DP of 50.0 2-1/2" x .131" Ring -shank Nail P.T. Southern Pine (SG=.55) 9/16' 2-7/16' 2-1/2" x .145" Roofing Nail P.T. Southern Pine (SG=.55) 9/16 2-7/16" P.T. Southern Pine (SG=.55) 34" 1.3/8' 10 SMS Aluminum, 6063-T5 318' 14 Ga.)( steel, 18-8 S.S. Steel Stud, Gr. 33 3!8" E0,0713" 6" (20 Ga.) or 410 S. S. ) Steel, A36 318" 0.050" ANCHOR NOTES: 1) "UNGROUTED CMU" VALUES MAY BE USED FOR GROUTED CMU APPLICATIONS. 2) PANHEAD, FLATHEAD OR HEXHEAD ARE ACCEPTABLE, 3) ANCHOR LENGTH TO BE SO THAT A MIN. OF 3 THREADS EXTEND BEYOND THE METAL SUBSTRATE. GE-7700 OR DOW-791 SILICONE r 1/2" NOM.GLASS BITE TYP. EXTERIOR a 7 j TYP. GLAZING DETAIL WINDOW SHAPES AS SHOWN BELOW OR SIMILAR, MAY BE USED BY INSCRIBING THE SHAPE IN A BLOCK AND OBTAINING DESIGN PRESSURES AND ANCHORAGE FOR THAT BLOCK SIZE FROM THE TABLE ON SHEET 1. WIDTH WIDTH - O O H 0 / J W RAOIUSTOP ARCHTOP EQUAL -CITE SNOwN) (PROVIEWIORIEI SHOWN) 3/4' NOM. 3/4" NOM. 7/8" NOM. Imo- -+{ 7/8" NOM. 1/8" ANNEALED OR 3/16" ANNEALED OR TEMPERED GLASS TEMPERED GLASS 5/16" A/A PVB 5116" A/A PVB 112" AIR SPACE 3/8" AIR SPACE 7/16" AIR SPACE 3/8" AIR SPACE -- 1/8" ANNEALED OR 3/16" ANNEALED OR 1/8" ANNEALED OR 3/16" ANNEALED OR TEMPERED GLASS TEMPERED GLASS TEMPERED GLASS is TEMPERED GLASS DURASEAL, DURASEAL, DURASEAL, i DURASEAL, 10 SUPERSPACER OR CARDINAL SUPERSPACER OR CARDINAL SUPERSPACER OR CARDINAL SUPERSPACER OR CARDINAL XL EDGE XL EDGE XL EDGE XL EDGE GLAZING TYPES TARI Pd PP1NPnPrFAAFNT T PPq Reinforcement Upper Ute LowerLite Level Bottom Rail Top Ball BottomRail SideIRails R1 B A A A R2 C A A A R4 B A A N/A F4 Ll REINFORCENT TYPE A REINFORCENT TYPE B REINFORCENT TYPE C VINYLSH WINDOW FPA(NON-IMPACT) 0 12/13/1 o GLASS/ANCHOR OPTIONS 2, J ROSOWSKI T 1070 N. PVB INTERLAYER MANUFACTURED BY DUPONT INC. (AKA KURARAY AMERICA, INC.) 1(941)-480-1600 E TECHNOLOGYO SDRIVE SH-5400 NTS 20174 FPA-5400.0 4 SHOWN INSTALLED THROUGH 1X SUCKSTRIP FLANGE FRAME SHOWN BUCK HEIGHT EDGE DISTANCE EMBEDMENT J- EMBEC El DISI ff OPT. SASH TOP LIFTRAIL OPT. SASH BOTTOM LIFT J HANDLEILOCK EQUAL LEG FRAME SHOWN 1- NO ANCHORS REQUIRED IN FLANGE OR EQUAL -LEG FRAME SILLS VERTICAL SECTION B-B SHOWN SHOWN INSTALLED INSTALLED AENT E ICE E JCE SHOWN `----`-' BUCK WIDTH -I FRAME HORIZONTAL SECTION A -A SHOWN INSTALLATION NOTES 1) SEE SHEET 1 FOR SPACING REQUIREMENTS. 2) SEE TABLE(S) ON SHEET 2 FOR ANCHORAGE AND SUBSTRATE REQUIREMENTS. 3) MAX. SHIM THICKNESS TO BE 114". 4) GLASS SHOWN IS FOR ILLUSTRATIVE PURPOSES ONLY AND MAY DIFFER TO MEET DESIGN REQUIREMENTS. 5) FIN ANDIOR FLANGE MAY BE REMOVED TO CREATE OTHER FRAME TYPES. INSTALLATION THROUGH EXTERIOR THE FRAME, INTO METAL VINYLSH WINDOW FPA(NON-IMPACT) 12/13/14 a: FLANGE & EQUAL-LEG/BOX FRAMES J ROSOWSKI CA 6 C9115 CERT. OF AUTH. #29296 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 941 }480-1600 SH-5400 NTS 3OF 4 FPA-5400.0 Z A L MILLER, P.E. PE#58705 i SHOWN INSTALLED THROUGH THE FRAME J-CHANNEL FRAME SHOWN II II BUCK HEIGHT EXTERIOR a FIN FRAME SHOWN EDGE DISTANCE SHOWN INSTALLED SHOWN INSTALLED THROUGH THE THROUGH THE 1 FRAME INTEGRAL FIN EMBEDMENT El DISI OPT. SASH TOP LIFT RAIL V FRAME1_ JHUwry SHOWN BUCK WIDTH -- -y„-II HORIZONTAL SECTION C-C OPT. SASH BOTTOM LIFT JHANDLEILOCK EXT,jERIRI, INSTALLATION THROUGH XT€Ru INSTALLATION THROUGH THE RENT INSTALLATION NOTES: 1) SEE SHEET 1 FOR SPACING REQUIREMENTS. 2) SEE TABLE(S) ON SHEET 2 FOR ANCHORAGE AND SUBSTRATE REQUIREMENTS. 3) MAX. SHIM THICKNESS TO BE 1/4". 4) GLASS SHOWN IS FOR ILLUSTRATIVE PURPOSES ONLY AND MAY DIFFER TO MEET DESIGN REQUIREMENTS. 5) FIN AND/OR FLANGE MAY BE REMOVED TO CREATE OTHER FRAME TYPES. ILA l ul THE FRAME, INTO METAL INTEGRAL FIN, INTO METAL SHOWN EDGE INSTALLED THROUGH DISTANCE THE VINYL SH WINDOW FPA (NON -IMPACT) B 12/13/14 INTEGRAL FIN EDGE DISTANCE y J-CHANNEL & INTEGRAL FIN FRAMES 2' J ROSOWSKI VERTICAL EMBEDMENT SECTION D-D 1070 N. 941)-480-1600 CERT. OFAUTH.#29296 TECHNOLOGY DRIVE VENICE, FL 34275 tia SH-5400 NTS 4 OF 4 3 Z FPA-5400.0 p z A LYP E.# 158705 P E F—L (Solz- PS C.NL OVERHEAD DOORSX ff o00 WINDBREAKER SERIES .. o00 Supplemental Instructions Pan Doors: Residential Higher wind pressures and larger doors require additional reinforcement. ACAUTION Premature failure of door system may result from improper application. See chart in lower left corner of drawing sheet one for the approved wind pressures and door sizes. These supplemental instructions do not contain basic door installation steps and related safety information. WARNING Failure to follow basic installation steps and related safety information may result in injury or death. Door installers must follow a primary instruction manual for basic door installation steps and related safety information. The correct selection of door and framing materials in adherence with local building code directives is the responsibility of the building owner/designer. Use of a reinforced garage door does not constitute automatic compliance with any building code. Local building code officials determine compliance criteria. A locking system must be installed if the door is not electrically operated. See drawing for stop molding requirements, when door is not more than 1" wider than opening. When using stop molding, secure molding with minimum 8d nails or 2-1/2" long screws. Supplemental —Instructions —Pan Digitally signed by John E. Scates P.E. Date: 2018.02.0 fl 33:00-06'00' Copyright 2017 C.H.I. Overhead Doors 0\%%l1I r////, No. 51737 0 STATE OF SSIONALrrrl1 John E. Scates, P.E. 2560 King Arthur, Ste 124-54 Lewisville, Texas 75056 TXPE 56308, F-2203 Florida P.E. # 51737 Professional Engineer's seal provided only for verification of windload construction details I Page 1 of 6 100 Roof Slope / Residential Applications C.H.I. ASCE 7-05 ASCE 7-10 Pressure (PSF) by Door Width Wind Zone Exp BMPH Exp BMPH 8'x7' 9'x7' 10'x7' 12'x7' 14'x7' 15'x7' 2:16'x7' Zone 1 90 116 12.9/-14.7 12.8/-14.5 12.7/-14.3 12.5/-14.1 12.4/-13.9 12.3/-13.8 12.3/-13.7 4Tr .H e T 3: 1 P 7/ 0f7m/171 , ,,,,h1,5. .1571,6 151-CY a ' 2/ 9 •a Zone 3 110 142 19.3/-21.9 19.1/-21.6 19.0/-21.4 18.7/-21.0 18.5/-20.7 18.4/-20.6 18.3/-20.4 Zone 5 130 168 27.0/-30.6 26.7/-30.2 26.5/-29.9 26.2/-29.3 25.9/-28.9 25.7/-28.7 25.6/-28.5 2:one 4,K4, 140.., 18,E 31 3/-35.5 , .. t .,.:31 0/ 35.1„ ., 30,8/,34.7.,.. ,., ,304/ 34,=Q<.,. ",,,3,0 0/,33,,5. , , ,;«>29.8/„.33 3, t:,''• 29 7/-33.1_,. Zone 7 150 194 35.9/-40.8 35.6/-40.2 35.3/-39.8 34.8/-39.1 34.4/-38.5 34.3/-38.2 34.1/-38.0 F , tt4^::" U"" :""@";S'u+y, Zone 8 q* ,.mm ,. mww4 ==:.t... ., , r. 160.. ry;.•. ,...,. i:-,• . S *r • ;.: f m. ^a' ,,>e a,,:: ,.. .. »34r• '%nme4"ro' S:, ,}'"t,. aA TM°'% .E:%`9N" r„r.pA "uw':?5r ^ .,'"„^£'c, T` 'rt""%.:^ `g""Y .::;w+' ,. At ";*,«,\^,w% YS'h t"'"f"533', '. y" +i " ,. ` , a,,a . ', Tr ... .,a' ,..« .+w.!K. •x,F 1 hz.,,:, m . Y: C'... I *, 38.3•;-43 3`„ 44 A : Y" :..: a W , , 156 v. ,. , f 20,1 ,Z06 38.6 <:43 „,_ , ., Zone 9 166 214 43.9/-49.8 43.6/-49.3 43.3/-48.7 42.7/-47.8 42.2/-47.1 42.0/-46.8 41.8/-46.6 the higher Exp 8 values apply to doors greater than 10' wide 510° Roof Slope / Commercial Applications C.H. I. Wind Zone ASCE 7- 05 Exp BMPH ASCE 7- 10 Exp BMPH Pressure (PSF) by Door Width 8'x8' 9'x8' 10'x8' 12'x8' 14'x8' 15'x8' >_16'x8' Zone 1 90 116 11.7/-13.3 11.6/-13.1 11.6/-13.0 11.4/-12.7 11.3/-12.6 11.2/-12.5 11.2/-12.4 wr,. _ "+W v. _ z ,•, Zone, 2a, ,„, r} m,i"f, :, iw10.Q,,a ;: 3 nat :P ... 129,..,E1• ',. ' H .:. +,., a ,.. < 4:, , ,... .-. v .. .:. ,< -. .. .. ,5-:<- , r< ,.. r v, `4, s : , .,: r. K 2:, f... :., _.. .. t 5 z;'. 3 _r z ...,v, ,H . s... t ,.:.„ t+. z v . _., ., .b -,r i... Y. .. —.. , .. <vf :,.. _c .:. a: .s 16 4 . 14.4 16 2. .«. 14.3 ; 0. 14:1 15.7 ,._. 13.9 ,,15.5 , . ,.13..8 ..,15.4 = 13 8 3• t«F14.5 , <1.6 , =-:1.5 Zone 3 110 142 17.5/-19.9 17.4/-19.6 17.3/-19.4 17.0/-19.0 16.8/-18.8 16.7/-18.6 16.7/-18.5 R: z' 4'&. .i F t,' e f M.>. .f ..., ry :,« r id •.., , v y ' ,,x.:. ,:... T."„ of +... 0 ,,.,. ...il t ,., .1, ., ,a 5,;=. ..4. . , 1 a*, t 7 , aC , r 198/.-Z2:1 d19y9/22;2,,, Zone 5 130 168 24.5/-27.7 24.3/-27.4 24.1/-27.1 23.8/-26.6 23.5/-26.2 23.4/-26.0 23.3/-25.9 g., h Zone 7 150 194 32.6/-36.9 32.3/-36.4 32.1/-36.0 31.7/-35.4 31.3/-34.9 31.1/-34.7 31.0/-34.5 C'„T.. 1' , "d'.i". .:v k y r,. a A:.ff 7e,r0m . < ^ t^e^r i't. W wt2\.. ^C,," ,\ afT.,., x 0^'• q u+.'.r ` Jt ,y_nd3 : =s # z Z;r';a,\ r„9,9:,.. d'.. St , e.: „ ,N`h t„ x,. ,.:.. 4 ' , , . .&r'.^,. rF „ ., 4 t. 34.3/;388rk::x ,,.t,Y 340/,383„r,.,%, ,33.7,j.,37r 9, ,,,33.3/,•3,7.2=w .,,t«.3:Z9/-36;7,`„ :32„7/36;5.,T,, c32`.6/3Y62 T,='=: Zone 9 166 214 39.8/-45.0 39.4/-44.4 39.1/-44.0 38.6/-43.2 38.2/-42.5 38.0/-42.3 37.8/-42.0 General Notes Exp B values are to nearest miles -per -hour (MPH) Pressure values are pounds -per -square -foot (PSF) Positive pressure signifies pressure acting inward to the building Negative pressure signifies pressure acting outward from the building Enclosed structure classification with 2' of the door in the end zone 60' x 40' building size (larger buildings may require higher negative PSF) 30' Mean Roof Height (MRH), see chart for differing MRH and Exp values Greater door heights require lower PSF values to meet same MPH ASCE 7- 05 notes Importance Factor of 1.00 Utilizes nominal / basic wind speeds ASCE 7- 10 notes Risk Catergory II Utilizes ultimate wind speeds Mean Roof Height (MRH) / Exposures (Exp) MRH Exp B Exp C Exp D 15' 100% 90% 82% 25' 100% 86% 78% 3\" yu r AU77/ 0 w 35' 97% 83% 76% 45' 94% 80% 74% 55' 91% 79% 73% These percentages reduce Exp B wind speeds to approximate MPH for mean roof heights shown in MRH column. Page 2 of 6 For Use With Drawing Number Z4-16-01306 Strut Placement Door Height Section Number 6'-6" to T-0" T-6" to 8'-0" 8'-3" to 8'-9" 9'-0" to 10'-6" 10'-9" to 12'-3" 12'-6" to 14'-0" 14'-3" to 15'-9" 16-0" to IT-6" I T-9" to 19'-3" 19'-6" to 20'-0" 12 N/A N/A N/A N/A N/A N/A N/A N/A N/A 1 at Detail A 11 N/A N/A N/A N/A N/A N/A N/A N/A 1 at Detail A 1 at Detail B 10 N/A N/A N/A N/A N/A N/A N/A I at Detail A t at Detail B I at Detail B 9 N/A N/A N/A N/A N/A N/A 1 at Detail A I at Detail B I at Detail B 1 at Detail B 1 at Detail C 8 N/A N/A N/A N/A N/A 1 at Detail A 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 7 N/A N/A N/A N/A 1 at Detail A 1 at Detail B 1 at Detail B l at Detail B I at Detail B 1 at Detail B 6 N/A N/A N/A I at Detail A 1 at Detail B 1 at Detail B 1 at Detail B I at Detail B I at Detail B I at Detail B 5 N/A 1 at Detail A 1 at Detail A I at Detail B 1 at Detail B I at Detail B 1 at Detail C I at Detail B I at Detail C I at Detail B 1 at Detail C I at Detail B I at Detail C 1 at Detail B 1 at Detail C 4 1 at Detail A 1 at Detail B 1 at Detail B I at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 3 1 at Detail B 1 at Detail B 1 at Detail B I at Detail B l at Detail B l at Detail B 1 at Detail B I at Detail B 1 at Detail B I at Detail B 2 1 at Detail B 1 at Detail B 1 at Detail B I at Detail B 1 at Detail B I at Detail B I at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 1 at Detail B 1 at Detail C 1 at Detail B 1 at Detail C 1 at Detail B 1 at Detail C 1 at Detail B 1 at Detail C 1 at Detail B 1 at Detail C 1 at Detail B 1 at Detail C 1 at Detail B 1 at Detail C 1 at Detail B 1 at Detail C 1 at Detail B I at Detail C I at Detail B I at Detail C Push Nut Detail (use on all rollers) use 3/8" I. D. on bottom fixture roller stem use 7/16" I. D. on end hinge and top fixture roller stems Push nut: Slide roller into fixture and tap push nut onto roller stem using 1/2" socket and hammer. Leave 1/8" to 1/4" space between push nut and fixture. r__j Track Bracket Spacing Track bracket spacing shown for doors up to four sections high. Additional door sections may be added for maximum door height depicted on line drawing. Track brackets must be added (per track) for each section and spaced at a distance not greater than the corresponding section height (see line drawing for required quantities). Strut Placement Concerning Windows Where a strut crosses a window, it is acceptable to move the strut from a position of "Strut above hinge" down to "Strut on top half of the hinge". Strut End Hinge Nomim Spacin; Strut C 38" B 28" A l.Qrr End Hinge +/-3" tolerant Strut above hinge Strut on top half of hinge Page 3 of 6 Strut Placement Detail Strut Cop Fixture Strut above top fixture Detail A For Use With Drawing Number Z4-16-01306 Strut on bottom half of hinge Detail B id Hinge Strut Strut above bottom fixture Detail C Strut 3idential ttom Fixture Strut Strut Strut Strut Strut 5 Struts Page 4 of 6 16-0" width shown see notes for other widths) Optional Windows see Glazing Options) Top Fixture t1 t1 p n If End Hinge Bott in F x re v 2B 22 Intermediate Strut Hinge This door has been evaluated in accordance with ASTM E 330-2002 and ANSI/DASMA 108-2002, 108-2005 & 108-2012 Applicable wind speeds are dependent on building envelope and must be determined in compliance with relevant ASCE 7, IBC or IRC standards to meet regional and local requirements. Maximum door height: 20'-00" Glazing and door have not been tested for windbome debris. Width Design Pressure (PSF) Stile Qty. 11'-00" 32.3 /-35.9 2 12'-00" 29.6 / -32.9 3 13'-00" 27.3 /-30.4 3 14'-00" 25.41-28.2 4 15'-00" 23.7/-26.3 4 16-00" 22.2 / -24.7 5 Glazing Options: (max daylight opening 39-3/8" x 12-1/2") 1/8" DSB 1/4" Tempered Glass or Polycarbonate a7/16" Insulated Glass w/opt for Tempered I111111/ O? cEN sArFs i i V F No. 51737 C STATE OF O.t'•.RCORI P% d PON /SA; \\?` John E. Scates, P.E. J 2560 King Arthur, Ste 124-54 Professional Engineer's seal provided Lewisville, TX 75056 only for verification of windload TXPE 56308, F-2203 construction details Florida P.E. # 51737 C T T Y L door height 6'-6' to 7 -0" 4 5 3 T 6" to 8 0" 5 6 4 8'-3" to 8'-9" 5 6 4 9'-0" to 10'-6" 6 7 5 10'-9" to 12'-3" 7 8 6 12'-6" to 14'-0" 8 9 7 14'-3" to 15-9" 9 10 8 16-0" to IT-6" 10 11 9 1T-9" to 19'-3" 11 12 10 19'-6" to 20'-0" 12 13 11 Track bracket quantities shown are for use with grade 2 or better Southern Yellow Pine. Refer to Jamb Attachment Detail supplemental instructions for usage of alternate jamb materials. Details for door heights up to 20'-0" are contained in the Supplemental Instructions, which are required in addition to this drawing for installation. Do not install door using only this drawing. Supporting structural elements shall be designed by a registered professional engineer for wind loads shown on this drawing. If door is not electrically operated, a lock must be installed. Details on some views may have been omitted for clarity. Top Fixture 059) galvanized steel top fixture attached with four 1/4" x 3/4" screws. push nut End Stile 034) steel end stile Optional Top Fixture 109) galvanized steel top fixture attached with two 1/4" x 3/4" screws. push nut 034) steel end stile O 2" (max. for .058 thick) 4" (max. for .109 thick) The vertical wood jamb fasteners may be counter sunk to provide a flat mounting surface. See jamb attachment details for more information about attaching jambs to structure. 2" x 7/16" (nominal) stop molding to be attached with minimum 8d nail or 2-1/2"long screw on 8" spacing. Stop molding not required when door is more than 1" wider than opening. nominal (.0185) galvanized steel minimum 034) steel center stile 2" (min) x .045 (min) galvanized steel track End Hinge galvanized steel attached with four 1/4" x 3/4" screws. push nut 2 3/4" nominal 0 2" (min.) 3-1/2" (min.) stem 10 (min.) ball roller with nylon or steel tire. coo Bottom Bracket 102) galvanized steel bottom bracket attached with / four red 1/4" x 3/4" screws. L push nut Vinyl Aluminum extrusion weatherstrip J \_ push nut Optional Bottom Bracket 109) galvanized steel bottom bracket attached with four red 1/4" x 3/4" screws. Intermediate Hinge 058) galvanized steel Q attached with four 1/4" x 3/4" screws. 2 3/4" 3„ 1 71/9" 1/2" Strut 051) 50 ksi galvanized steel 3" strut attached with two 1/4" x 3/4" screws per stile. Flag Bracket 086) galvanized steel flag bracket attached to wood jamb with three 5/16" x 1-5/8" wood lag screws, to horizontal track with two 1/4" x 5/8" track bolts and nuts and to vertical track with two 1/4" x 5/8" track bolts and nuts. Track Bracket 102) galvanized steel track bracket attached to wood jamb with one 5/16" x 1-5/8" wood lag screw per bracket and ° attached to vertical track with one 1/4" x 5/8" track bolt and nut or two 1/4" x 11/32" rivets. N` -4 N >0,--;GEN8F••S X • No.51737 O STATE OF 'A - i 0,t• •`•;C,OR1pP•• AL I11110 Professional Engineer's seal provided only for verification of windload construction details John E. Scates, P.E. 2560 King Arthur, Ste 124-54 Lewisville, TX 75056 TXPE 56308, F-2203 Florida P.E. # 51737 REQUMED RqSPECTION' SEQUENCE-. 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