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RC-19-410Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Issue Date: Location Address Parcel Number 87 NE 92ND ST, Miami Shores, FL 33138 1132060130290 Contacts Permit No.: RC -02-19410 Permit Type: Wilding (Residential] Work Classification: Addition Permit Status: Approved Expiration: 08/20/2019 PATRICK COWAN Owner HOME OWNER Contractor HOME OWNER Other: 7865473255 Description: BEDROOM, FAMILY ROOM, 2ND FLOOR CLOSET ADDITION AND GARAGE & LAUNDRY ROOM ADDITION 12-16-2016 I. Naranjo, Bo As requested by Mr. 0 rlando Iglesias of Oroni, INC a stop work is in effect until further notice. may change permit to owner builder, need septic final and building finals. 02/21/2019 TO REPLACE PERM IT#RC 18-1252 Valuation: Inspection Requests: 278,734.00 3115 762-49.1 Total Sq Feet: 0.00 Fees Amount Payments Date Paid Amt Paid Notary Fee 5.00 Total Fees 105.00 Permit Fee 100.00 Check # 2250 02/21/2019 $105.00 Total: 105.00 Amount Due: 0.00 Building Department Copy In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatft construction and zoning. Futhermore, I authorize the above named contractor to do the work stated. Signature: Owner v/ Applicant / Contractor / Agent Date February 21, 2019 Page 2 of 2 El BUILDING PERMIT APPLICATION Miami Shores Village RECEIVED Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY: F 21019 7h A Tel: (305) 795-2204 Fax: (305) 7S6-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC//\20 P -r --02,- i C /\ Master Permit No. 'P -r--02,- ]" qI v Sub Permit No. F—] BUILDING ELECTRIC ROOFING REVISION EXTENSION [—]RENEWAL PLUMBING MECHANICAL PUBLIC WORKS CHANGE OF CANCELLATION SHOP CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Title Address: <X -7lWAC%A City: Tenant/Lessee Name: _ Email: — pqjvl*(*k CONTRACTOR: Company Name Address: State: Zip: Phone#: DLJ VXRY , City: State: Qualifier Name: State Certification or Registration #: DESIGNER: Architect/Engineer: LL 8 li C'n r-, ne#: Lip: Phone#: ificate of Competency #: Phone#: Address: QQ City: State: Zip: Value of Work for this Permit: $ O23LI Square/Linear Footage of Work: Type of Work: Addition Alteration New Repair/Replace Description of Work: r(,'r%'I rg me" ro 052— Demolition Specify color of color thru tile: } Submittal Fee $ Permit Fee $ (OD- CCF $ Kww RICO/CC $ 1 Scanning Fee $ Radon Fee $ DBPR $ Notary $ • co Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ 66 n TOTAL FEE NOW DUE $ I • Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice ofcommencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this G day of J 20 f) by 4FF0 C*— 02 iw PN who is personally known to me or who has produced T EV= (1 s identification and who did take an oath. NOTARY P Sign:_ Print: The foregoing instrument was acknowledged before me this day of , 20 , by who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: N`Xe SINDIA ALVAREZ Seal: ,. MY COMMISSION GG 238273 Seal: EXPIRES; September 3, 2022 Ess Flo• Bwd d TNu NotM Publik UndOWRero as APPROVED BY Revised02/24/2014) Plans Examiner Structural Review Zoning Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT q NAME: Paie-t&Ca Ujak'1 DATE: d 1 ADDRESS: 1 -7 N 6 qU i(A S+. Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one -family or two-family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. "You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with -holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a license. Initial 2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial fc 3. 1 understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits and contracts. Initial f 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or lease, which violates the exemption. Initial - 5. 1 understand that, as the owner -builder, I must provide direct, onsite supervision of the construction. Initial 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and by county or municipal ordinance. k Initial— a ' ` , a 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. 1, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and am aware of the limit coverage for injuries to workers on my property. Initial My homeowner's s of my insurance 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I understand that my failure to follow these may subject to serious financial risk, Initial - 9. 1 agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and requirement that govern owner -builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. Initial- 10. nitial 10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or http://www.mVfloridalicense.com/dbpr/pro/cilb/index.html Initial 11. 1 am aware of, and consent to; an owner -builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: Initial—L . 12. 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure. Initial Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this 2-1 day of FTEeFAAC 20 By { .P -t CA-- ('_K --U) P IJ who was personally known to me or who has Produced h r i n TL. t_'RiVe2 L%_1Z!1C— - s identification. NOTAR slivolA uvaAREZdam: My COMMISSION tf GO 238273i'" u. ko:`•` EXPIRES: September 3, 2022BondedThruNotaryn!6 Underwriters Miami Shores Village Building Department 10050 N.E.2nd Avenue ri Shores, Florida 33138 Tel: (305) 795.2204 JUL72i820175Fax: (305) 756.8972 SECTION 8-22 OF THE MIAMI DADE COUNTY CODE I (We) have been retained by /r4-7X4t.(-- Ct Wft^J to perform special inspector services under the Florida Building Code at the project on the below listed structures as of date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: _ (R(V- 1 .S•- c Z0 A •!M.1al inspector for compaction of fill under slabs on grade. 0000.. 00Special ins4et*orfor the installation of structural piles. 0000.. 000.. Special inspeetorfor construction of reinforced masonry structures. 0000.. o . Special inspectorfor welding and high-strength bolting. 0000. o • Special inspectoror fabrication and installation of curtain wall systems on threshold buildings. 0000. .. . .... o• • Speiial insp::%arior fabrication and installation of structural glazed panels. o• • SPECIAL IWSXtTbR FOR 000000 Note: Onl; tlia gwrked J)o)W§ apply. 0000.. 0000 . . The following ft-4ividual(s) employed by this firm or me are authorized representatives to perform inspection 1. 2. 3. - 4. Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by The Village. The Village building inspections must be called for all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspectionsrfdr'rhPedrljy Fje Building Department. Further, upon completion of the work under each Building Permit I will submit to the Builtpygynsei'a 6, time of final inspection the completed inspection log form and a sealed statement indicating that, to the be4r1'h,'ny1'(C6b nrFeJge •'4; . belief and professional judgment those portions of the project outlined above meet the intent of the Flori i Code an re• in substantial accordance with the approved plans. Signed and Sealed Engineer Architect Name Z57,0X//444 _ .4R4L'--, Date:(/J PRINT) - / qAddress N l +6 5 o 7F / Phone No Q i ^• • • vVl t L c L/'t , R 33a l jai U N A®,•• lIIIF1a 6 11--- dwa rd A. UNDERS, REs CONSULTING ENGINEERS P.E. #038398 345)823-3938 1 P.E.#038398 E d wo rd A.---•--® ANDERS • PINI (305)823-3938 CONSULTING ENGINEERS dwa rd A. LANDERS P,E. CONSULTING ENGINEERS P.E. #038398 305)823-3938 lC ` F---- 11--- dwo rd A. UNDER .. CONSULTING ENGINEERS P.E. #038388 1 . ,'7 AX `? ? 345)823-3938 X-7-- l - I ?3 Edwo rd A. HANDERS, PIE, CONSULTING ENGINEERS P.E. #038398 305)823-3938 i cow ko-t, .. Z, . , 34 Edward A. RID P.E. CONSULTING ENGINEERS P.E. #038398 345)823-3938 7.1 MIAMDADE DEPARTMENT OF REGULATORY AND ECONOMIC BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI -BADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 786)315-2590 F(786)315-2599 www.mlamidede.goy/tegnomy DAB Door Company, Inc. NEW M 12195 NW 981" Avenue Hialeah Gardens, FL 33018 SCOPE: This NOA is being issued under the applicable rules and re o ' g the of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid ager the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense ofsuch testing and the A14J may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the Applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zones _ _ _ _ DESCRiPTIOi ruHNicaneMasterModel824/811 Steel Sectional Garage Door up to 9'-4"_Widew/ Window Lite Option (DP +50.0,-60.0 PSF) 0000 APPROVAL DOCUMENT: Drawing No. 01-09, titled "Sectional Garage Door", 4heo I throe& 5 of 5, dated 02/01/2001, with last revision I dated 11/03/2014, prepared by Al-Farooq Corporatioh, signcWdfd. sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control revisionsump wit%the' Notice ofAcceptance number and expiration date by the Miami -Dade County Prod** Co; trot Section L SMISSILE IMPACT RATING: Large and Small Missile Impact LABELING: A permanent Iabel with the manufacturer's name or logo, manufacturIiA081ress, Qtgdel . number, the positive. and negative design pressure rating, indicate impact rated if ap6ltcable, ihstallat 'on instruction drawing reference number, approval number (NOA), the applicable test VntWarfls, anq the statement reading `Miami -Dade County Product Control Approved' is to be locatedon the dooeC sidetrack, bottom angle, or inner surface ofa panel. RENEWAL of this NOA shalt be considered after a renewal application has been filed and there has 6cetrrtn change in the applicable building code negatively affecting the performance ofthis product. TERMINATION ofthis NOA will occur after the expiration date or ifthere has been a revision or change in the materials, use, and/or manufacture ofthe product or process. Misuse ofthis NOA as an endorsement ofany product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal ofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. Ifany portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of &errtirg NOA shell bl provided to the user by the manufacturer or its distributors and shall be available for inspectiml at thg job site 4 tip realest of the Building ci . This NOA revises NOA # 1260VA06 pjtd Vhs0J of 0s page Ian id ee pages E-1 and E-2, as well as approval document mentioned above. _ The submitted documentation was reviewed by Carlos M. U 0000.. 000000 0 0 0 0 0 0 00.0. 0000. 0000.. 0000.. 0000.. rte— NOANo.14-0814.04 Expiration Date: August 9, 2016' MMM")ADECOUNTY ..: : . .0 J Approval Date: February 3,' 2015 f —Page 1 0: egol DAB Door Comuanv. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBNHTTED A. DRAWINGS 1. Drawing No. 01-09, titled "Sectional Garage Door", sheets 1 through 5 of 5,_ dated 02/01/2001, with last revision I dated 11/03/2014, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. B. TESTS "Submitted under NOA # 09-012#,04" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 4) Forced Entry Test, per FBC 24113.2. 1, TAS 202-94 along with marked -up drawings and installation diagram of a DAB 824 24 GA Sectional Garage Door with Fixed Windows, prepared by Hurricane Engineering & Testing, Inc, Test Reports No. HETI-08-2149AB, dated 06/27/2008, signed and sealed by Candido F. Font, P.E. Submitted under NOA # 09-0128.04" , . • 2. Test report of Tensile Test per ASTM E 8, Report No. HETI OSX182, pre! awU by Hurricane Engineering & Testing, Inc., dated 12/23/2008, •signed and sealed Candido F. Font, P.E. . • • • • . ; • . • . Submitted under NOA # 01-0516.03" "" • • • • • 3. Test report of large missile impact test per PA 201 and cyclic windy 1psure tes per PA 203 on "Sectional Residential Garage Door", prepared by Hurrtcgae EngineQring Testing, Inc., Report No. HETI 01-974A, dated 01/29/2001,.signed and >:NWby Hector M. Medina, P.E. • • • • • ; 4. Test report of Uniform Static Air Pressure Test per PA 202 and Force Entry • • • Resistance Test on "Sectional Residential Garage Door", prepared by Hurricane Engineering & Testing, Inc., Report No. HETI 01-969, dated 01/18/2001, signed and sealed by Hector M. Medina, P.E. 5. Test report on Salt Spray (Corrosion) Test per ASTM B 117 of a painted G-40 steel panels, prepared by Ceiotex Corporation, Test Report No. 258592, dated 08/17/1998, signed by W. A. Jackson, P.E. 000 . . . . . . . V . . E-1' 0 . Carlos M. Utrern, P.E. Product Control Examiner NOA No. 14-0814.04 Expiration Date: August 9, 2016 Approval Date: February 5, 2015 DAB Door Company, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED . C. CALCULATIONS 1. Anchor verification calculations prepared by Al-Farooq Corporation, dated 09122/2014 and 07/24/2014, signed and sealed by Javad Ahmad, P.E. Submitted under NOA # 09-0128.04" 2. Anchor verification calculations prepared by A1-Farooq Corporation, complying with F.B.0 2007, dated 12/19/2008, signed and sealed by Humayoun Farooq, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. _ Notice of Acceptance No. 13-0717.01, issued to SABIC Innovative Plastics, "for their Lexan Sheet Products, approved on 11/28/2013 and expiring on 07/17/2018- 2. Notice of Acceptance No. 14-0311.08, issued to Insulfoam, LLC, for their insulfoam Expanded Polystyrene Insulation, approved on 08/14/2014 and expiring on 11/29/2017. 3. Notice of Acceptance No. 11-0926.07, issued to Dyplast Products, LLC, for their Expanded Polystyrene Block Type Insulation, approved oil 11110/2011 and expiring on 01/114QI7. 4. Notice ofAcceptance No. 11-M6.06, issued to Dyplast Products, LI•C, fqr their ' ....' 00000:6 nuDyplastISO -Cl Polyisocyarate Insulation, approved on 11/10/201 t "8 expiring ion• . 01/11/2017. 000000 5. Notice ofAcceptance No. 10-1129.04, issued to Cellofoam North Atumic6lic, for their Expanded Polystyrene Block Insulation, approved on 02/24/2011 and0dofipg on OV42016. • • 0000. Submitted under NOA # 05-0228.02" • • • • • • • • • 0 • 0 • • 0 6. Test Report on Accelerated Weathering Using Xenon Arc Light Appfttiis'Test pet • • 0090:0 ASTM G 155 of "PVC Extrusion Material", prepared by Hurricane E4bhUdng & ' Testing, Inc., Report No. HETI 04-A002, dated 09/27/2004, signed and seated by?WksLE. Droz-Seda, P.E. 0.0 • 7. Test Reports on Tensile Test per ASTM D638 of `TVC Extrusion Material"; prep,40:: ; Hurricane Engineering & Testing Inc., Report No. HET104-T251, dated 11/29/2004 signed and sealed by I. Ghia, P.E. 8. Test Report on Self -Ignition Temperature Test, Rate ofBurn Test and Smoke Density Test of "REHAU non -foam PVC extrusion material", prepared by ETC Laboratories, Report No. 04-761-15019.0, dated 05/06/2004, signed and sealed by J. L. Doldan, P.E. F. STATEMENTS 1.. Statement letter ofcode conformance to the 5'b edition (2014) FBC and of no financial interest issued by Ai-Farooq Corporation, dated 05/13/2014, signed and sealed by Javad ad, P.E. s. 57 Carlos M. Utrers, P.E. Product Control Examiner NOANo.14-0814.04 0 : : Expiration Date: August 9, 2016 6. Approval Date: February 5, 2015 E -2 7-1/2" X 3" X .071" GALV. STEEL END ROLLER HINGE _ W/ (6) 014 X 5/8' SMS Q,. - WITHOUT OELRON SLEEVE WITH DELRON SLEEVE (OPTIONAL) 00 i p tIII t 7-1/2' X 2-1/4" X .071• -- -'_ t1 p MY. STEEL CENTER HINGE W/ (4) 014 X 5/8" SMS WITH OELRON SLEEVE (OPTIONAL) e LOCK - 2/ DOOR t 1" W X .15' THK. LATCH n t I t STANDARD LOCK SPRING LOADED SLIDE BOLT (BOTH SIDES) C • ` •• 0 • • 9 • • FASTENED W/ (4) 014 X 1/2" S.M.S. 5/8' AIN. LOCK ENGAGEMENT 0000 CONFORMS TO SECTION 1008 REGARDING CA1RAGif DOORS 000,41 000004, 1 -----_ a 5a DIA. GALV. AIRCRAFT TYPE CABLE & NICO -PRESS SLEEVE tl` MIN. 5 TO 1 SAFETY FACTOR tt 6• X 3" X 0.1" STEEL PLATE --\\ l • / WITH (2) 014 X 5/8" SMS BRACKET STD. LIFT DOOR cowslsTs of S 18• II SECTIONS III• wM•• 3 SEGO- 21 0421 4 10 I SECTION 21 ' S 10. 2 SECTXM 21 S la' 3 SECTIONS 21 te• 4 SECTIONS 21• S 21' - S la - l- CENTER STILE BRACKET LOW HEADROOM DOOR OPTION TOP FIXTURE 5-1/2" X 2-3/4" X 0.1" STEEL PLATE WITH ONE 5/16-18 MS W/ NUT FASTENED TO ENO OLE OATH OPTIONAL DOOR VIEWER6) 014 X 3/4' SELF DRILLING SCREWS TO BE INSTALLED AT CENTER STILE CENTER STILE V 4 I iiiIr4 i iii I•i I Iii 'hI , ISI IIi I I li I A I 1t OPTIONAL VENT L—A 3) 5' WIDE AT 7. O.C. MAX. OPTIONAI. FLUSH E t OPENING AREA NOT TO EXCEED COLONIAL DESIGN WOOD GRAIN DESIGN 120 SO. W. O MAX. DOOR WIDTH _ 9'-4" 7-7 X 3-1/8• X .010" ST L PLATE WITH (4) 014 X 3/4' SDS jTL. BAIT GUMS INSTALLED ON END•901E0 • • WITH (4) 014 Xe5/8• SMS • 18T X .6W LOCK BAR • • • ENGAGES IN TRACK • • ON EACH SIDE OF DONT • • • OUTSIDE KEYED LOCK (OPTIONAL1 LOCK BAR LOCKING SHOWN ALTERNATE TO SPRING LOADED SLIDE BOT • • • • LOCKS SHOWN ABOVE • • • INSIDE ELEVATION RAISED PANEL EMBOSSED DOOR 14 X UF•01 5% SLING SCREWS MAY BE USED THIS PRODUCT IS RATED FOR LARGE MISSILE IMPACT NERAL NOTES 0 TNIS PROD" NAS SKN DESIGNED AND TESTED TO COMPLY WITH THE RRUIREMENIS OF THE FIRRIOA BUILDING CODE (FOC) FIFTH EDITION (2014) INCUeD1NO RGH4ELOCW HURRICANE ZONE (HVHZ). 2. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS. A14CHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. AJIL43QLTS, NUTS•ANO WAjNERS SHALL BE ZINC PLATED CARBON STEEL. ANCH&ING 00 LORDINIII CONDITIONS OTHER THAN THOSE SHOWN IN TREft DETAILS ARE NOT ftXbF THIS APPROVAL. S AiAA OIIRATKIN T1SF4 IS SISED IN DESIGN OF ARCIXIRs INTO vroo0 ONLY. OOM TESTED WON THE REQUIREMENTS OF FLORIDA SLALOIN0 CODE, TAS -202, TAS -201 k TAS -203 FOR Mg AND ASTM Ei88G-O5 ASIU E1996-09. DAB DOORS INC. Hurricane Mcater® Model 824/811 Max. Size V-4" X 16'-0" High With Window Lite Option DESIGN PRESSURE RATING - + 50.0 PSF 60.0 PSF 4"4 Z 08d T EMr. JAM MD PRODUCli*BYIRmIVIL41e FIA PE 1 70502 I•anRlyMex'MTMiIIIf/e gCAN. ]e awmkMcode- 22014 drawing no. 01-09 00- STEEL TRACK BRACKET FASTENED TO WOOD JAMB WITH 5/16" X 1-5/8" LAO SCREW FULLY THREADED) ONE PER BRACKETA. 024" STL PANEL OUTSIDE OF D SLID BRASS DOOR VIEWER BY 'SCHLAGE SECURITY HARDWARE' INSTALLED IN 9/16" DIA. HOLES IN CENTER STILE POSITIONED AT EYE LEVEL 0004 • • OPTIONAL STOP MOULDING OR CONNECjyNOF WOOD &1CK BY DOOR INSTALLER MASa%S%E4TEf ON SHE . + • • • • HINGEPERHINGE 14 X SMS 3/4" X 2' X 2-1/2" X 18 GA STEEL8ENDSTILE, CONNECT TO PANELS WITH 1/2' X 1-3/4' X .059' FORMED STEEL FLAPS AND 3/16' ALUM RIVETSSOUTHERNPINE • . • : • • CLUED TO PANEL AND SECURED TO SEE DETAIL ABOVE 0.55SIC' • •' EBG-01 JF'• END STILE WITH 3/16' POP RIVETS O 12' O.C. i-7/8' X 2-5/8' X .045' STEEL Kl/2" CENTER STIL, GLUE. AND RIVETED MIN TO PANEL W/ (4) 3/18' RIVETS PDP RIVETSIr/ E4 X S.M.S. / \ 4 B` 1.9' X 2.19' X 3.3" X .102" STEEL TRACK BRACKETS SEE SHEET 3 FOR SPACING 24 GA. STEEL PANEL 3/16" ALUM RIVETS 1 FLAPS BENT OVER PANEL 1 e 1/2' PUNCHED HOLES 04'O.C. I -END STILE 0: OD ANCHORS AT TRACK BRACKET: 8 A) 3/8' DLL PUM-801T BY 'POWERS' 2' MIN, EMBED INTO CONCRETE Lw9 Q 1-7/8' MOI. EDGE DISTANCE 9) 3/8' DLL HIC SLEEVE 'KILN QC9 WBY Z( 1-1/4" MN. EMBED INTO CONCRETE OR FILLED BLACK n N L] I 1-5/8" MN. EDGE DISTANCE INTO CONCRETE 4' MIN. EDGE DISTANCE INTO FILLED BLOCK O O 3 ' U O ZoCONCRETET'e - 3000 PSI MIN. EDGE 8 N r rn DISTANCE C-90 GROUT FILLED BLACK I. - 2000 PSI MN. N r{ 0 A 1 11 1 1 1 1 1 I KOR TYPE A OR 9 PER BRACKET SHEET 3 FOR BRACKET SPAC9I0 W tY uu ' `1/4-20 SS BOLT h NUT 4 a ^! d 7-1/2` X .071` G ST?E'f • • • • • • • • • • w S g C"HINGE • • • • • • • /2' X 3' X A71" 0 o x 49?• • ••• LER HINGE 7/18' PUSHNUT • "0"•Y"'"'' • • • • INSTALLED ON ROLLER SWIFT • • 000 • • • • • • • Engr. ALVAO AHMADq 0 cmL pautwi •FAcvs DINTERIORSIDE1.82" DIA X .50" STEEL ROLLERS (STD. Y STEEL TRACK 1.82' DIA. X .50" NYLON ROLLERS (OPR( RPECAN / 70592 "am w118 tlri1RW g I14CA, X 2-1/8" X 1' (STANDARD) 2.75" U. X.50` STEEL ROLLERS (OPTKINAL w }' FASTENED T05 18' XTRACK PUTES2' ( OPTIONAL)• • • • : • • • : • • : • • a,7 X .50' NYLON ROLLERS (OPTIONAL , W/ 1/4-20 X 5/8' TRUSS HD. • • • • • • • • WITH 5" STEM // 7, SLOTTED M.S. 2 LOGO NUT • • • • • • • • • • • 20 drawing no. 01-09 11 0 .. RIVETS 5/18 X 1-5/8" LAG SCREWS INTO WOOD OR 2-3/4' X 5-1/2" X 3' X .104" 5/16" SLEEVE ANCHORSCALV. STEEL WITH 1-1/4" EMBED INTO MASONRY) TOP ROLLER BRACKET ON EACH SIDE FASTENED W/ (8) / 14 X 5/8' S. M.S. _ 3 PER BRACKET 090 INK. GAIN. STEEL ADJUSTABLE SLIDE FASTENED TO BRACKET 2-1/2" X 4-1/4" X 13 CA STEEL PLATES W/ 5/16-18 X 3/4" HEX HEAD _ WELDED TO 1-1/2" X 1-1/2' X 14 GA ANGLEM. do NUTS. FASTENED TO TRACK TOP BRACKET WITH (4) 1/4-20 SS. BOLT & NUTS STANDIIRO) TOP BRACKETOPTj LOW H ODOR HORIZONTAL REINFORCEMENT 1/2" X 1-3/4' XAND F FORKED STEEL 2' X 5-1/2' % . TEELCLUEDTOPANELANDfASFORMEDTOGAIV. STEELVERTICALSTILESWITHFASTENEDW/_(4) / 14 X 5/3' S.MS. 2) 3/16" POP RIVETS TW ROLLER BRACKET FOR LOW HEADROOM DOOR OPTION HORIZONTAL REINFORCEMENT 1/2" X 1-3/4" X .059" F0RME0 STEEL GLUED TO PANEL AND FASTENED TO VERTICAL STILES WITH 2) 3/16' POP RIVETS 5•tt 6'•NEETN RIB 1.82" DIA X .50" ROLLERS w/*.44 1M. X 4-1/4" STEM 00.00• OPTIONAL INSULATIONS: EPS-4XPANDEO POL)STYRENE NEWSM-91.05 PCF NAA /11-0928.07 41R• ISO -2•5• POLY-I$OCYANURATE 2.0 PCF N.OA /11-0926.06 YNR••• BY.'CELLaFOAM NORTH AMERICA! BE&I" • 1.03 PCF N.O.A. /10-1129.04 OR •• ALC' DENSITY 6 0.92PCF N.O.A. /14-0311JX4 14 GA. CALV. STEEL ROLLER HINGES FASTENED W/ (4) 114 X 5/8' SMS MIN. .024 ROLL FORMED STEEL PANEL DRAWING QUALITY G-40 MIN. YIELD STRENGTH - 34 KSI WITH PRIMER AND BAKED -ON POLYSTER PAINTED TOP COAT APPLIED TO BOTH SIDES OF STEEL 12 GA. GALV. STEEL BOTTOM 1RACK TFASTENED I' S.M.S. O 48" O.C. WEATHERSTRIPPING HORIZ. TRACK SUPF CENTER SUPPORT READ, ON D( EX(1EEOING 8 FT. IN HE Z/1',I. a—J TRACK LENGTH - OPENING HEIGHT PLUS I I X14 GA. GALV. STEEL TRACK 2 X 2 X 1/8' HORIZ. MOLE SPOT WELDED TO HORIZ. TRACK RACKET tt lL V WITH TWO WELDS AT 1-1/2' APART FIRST AT 3" O.C. 87 88 REST AT 9' O.C. 18" 18" 18" 18" CONNECTED TO FUG BRACKET ANGLEZ 23" W/ 3/8-16 X J/4' BOLT c NUT AND TO SPRING SHAFT GUIDE WITH 0 2) 1/4-20 X 5/8' BOLT k HUT r 6'-6" 21" 18" 18" 21" y 8r VERTICAL TRACK n82-1/6" X 1" X .OBD- SECTION A -A gE u Cid< 87" - da 41110PLACEMENTSDOOR • SECTION HEIGHTS HEIGHT 1ST 2ND 3RD 4TH 5TH 81 82 EI B3 B4 85 B6 87 88 6'-0" 18" 18" 18" 18" A 1' TO 2" 11-3/4' 23" 34" 45' 56" 67" - 6'-6" 21" 18" 18" 21" A 1" TO 2" 11-3/4" 23' 34" 45' 56" 87" - 7'-0" 21" 21" 21" 21" N/A1" TO 2. 11--3/4" 23• 34' 45" 56" 87" - T-6" 18" 18" 18" 18" 18" 1" TO 2. 11-3/4" 23" 34" 45" 56" 67' 78-1/4" S'-0" 21' 18" 16" 18. 21" i" TO 2" 11-J/4 23" 34" 45" 56" 67" 78-1/4" JU.IIVRb AKC NUMOMW DIAKIINU AI IML WitUM FOR DOORS MORE THAN 8 FT. HIGH, USE ADDITIONAL TRACK BRACKETS AT 10. O.C. 1ml 1.9' X 2.19" X 3.3" X .090" STEEL TRACK BRACKETS nm 2-3/16' RICH CONNECTED TO TRACK WITH kl) 1/4" BOLTS k NUTS. pTRACKCONFIGURATION VERTICAL LIFT HIGH LQ STANDARD LIFT LOW HEADROOM TRACK AVAILABLE TRACK OPTIONS E.g, JA AM. PROOMRBVEMCIVILY FU. PE / 70592 owwn rMIM W04 s lICAN. 536 l oo191Aoe Pbt a ` 1014" a y,,yn^•7$-,•y, hawing no. 01-09 IN. {_\ oGDIST. to z 1-1/2" MIN, 1 DIST. o m Z 0 Ir - N 28Y 1/4' DU. LAG SCREWS 2. i/4'DIA. LAG SCREW" WOOD 6' FROM ENDS AT a"FROM ENDS AND 19' O.C. MAX. WOOD 8 AND 19' O.C. MAX. h O I OPTION A • • OPTION '8' 000 YlDOD BtlCK CONNEGTION•TO WOOD SUBST R4TE (WOOD SPECIFIC GRAVITY SG -0.55 MIN.) 8 THEMNSTALIATKIN METHODS tH•WN ABOVE SHOWS 2X6 SYP WOOD BUCK ATTACHMENT TO WOOD STRUCTURES. IF THESE METHODS ARE FOLLOWED NO ADDITIONAL CALCULATIONS/OESION to 000 yyRy 9EREOUNB'D FOR EL6TGTROi GARAGE DOOR ANCHORAGE. Q aFOR•DOOR•REF4ACEMNTT APIlICATI0N5 WITH NO ENGINEER OF RECORD, INSTALLATION MAY BE ANCHOR SPACING U 2 r VftFIID•AND APPROV"EPr" aBUILO NG OFFICIAL UPON INSPECTION, ANCHORS STRUCTURE EMBED SPACING EDGE DIST. Z 1" Z e38HLCSLEEVEBYH0.r1 CONC. 1-1 4 8' 1-5 8000 • • • • • • • 3 B HLC SLEEVE BY 'HLT FILLED BLOCK 1-1 4 Ib W 'D Tn rn C3 1 8' DYNABOLT BY CONIC. NON O 03 STEEL STRUCTURE BY OTHERS 3 DY-ABOLT BY LI.EO BLOCK 1-1 2 8' 2-1 5/18" X 3 POWER -BOLT BY POWERS CONIC. 2' 8' 1-7 B W 0p Z SCREWS ._ MUST SUPPORT THE LOADS IMPOSEDLAGSCREWSBYDOORSYSTEM 3/13' SLEEVE -A-1 SDIPSONS CON 1-1 12' c CONCRETE T'e - 3000 PSI MIN. N 5/18" DIA BOLTS C-90 GROUT FILLED BLOCK Fm 2000 PSI MM. WDOD BUCIVCONNECTtON 1b 's' - -WITH WASHER AI Nur o PRESSURE TRE4TED 2X8 VP WOOD JAMBS WHICH SHALL BE ANCHORED TO \" AT 12' O.C. MAX. EDGE GROUTED REINFBRBES MSONRY BLOCK WAIL OR CONIC, COLUMN WITH I1/4' ULTRACON BY 'ELCO' WITH SPACING OF rrrg18" O.C. INTO GROUT FILLED BLOCK WALL, WITH 2-1/4' MIN. EMBED d 18" O.C. INTO 3000 PSI CONCRETE, WITH i -3/4" MIN. EMBED 2-1/2' MIN. EDGE DISTANCE ."_ 1-1 4" X 2-1 /2' X 14 CA i-1/2' 1-1/2' MEL -= X c 1/4' TAPPER BY 'POWERS' WITH SPM,INC OF g T514O.C. INTO GROUT FALEp BLOCK WALL, WRH 1-1 2' MM. EMBED --_ 11 CA CALV. STEEL Ir O.C. INTO 3000 PSI CONCRETE, WITH 1-3/4" MIN. EMBED 1/16' X 2-1/2 FLAT BRACKETS "" LONG 2-1 W X 1' X 14 GA S i 5 Zr MIN. EDGE DISTANCE CAL . STEEL TRACKFILLETWELDSAT12" O.C. IN DOOR OPNG. FASTENED TO TRACK PLATES 8 3/8' CONFLEX BY 'ELCO' OR AT 12' O.C. MAX. AT 18' O.C. ABOVE DOOR OPNC. W/ () 1/4-20X5/6" TRUSS HD. 3/8' LOT BY VW' WITH SPACING OF CONNECTED TO CONI'. ANGLE 5 .414.4 {/ S. 4 LOCK NUT 24" 0.0. IMO 3000 PSI CONCRETE. WITH 2-1/2" MIN. EMBED W/ (3) SPOT WELDS AT EACH SIDE a 2' MM. EDGE DISTANCE [`ONTINLI le ANOI IR y • • • • • • QEVF aPArK CONTINUOUS ANOLE TRACK cO N 9 3/8" HLC SLEEVE BY 'HTLV WITH SPACING Of T4 W000 BUCK • • • • • • • &0 ZEEL TO CONCRETE AND 1 D K 8' O.C. INTO GROUT FILLED BLOCK WALL, WITH 1-1/4" MIN. EMBED, 4" MIN. EDGE DIST. • • •• • • • • • 18' O.C. INTO 3000 PSI CONCRETE, WITH 1-1/4' MIN. EMBED AND • • • • • • • • • • • 2-1/2' MIN. EDGE DISTANCE • • • • • • • • •ALTERNATE TRACK INSTALLATION PREPARATION OF JAMBS BY OTHERS Dqr: JACIVILAHMAO PROPucruvuw FORNEW CONSTRUCTION ENGINEER OF RECORD OR ARCHITECT TO VERIFY FLA PE 70592 •°1 fwafti1•T141spun006 q g 3 ADEQUACY OF SUPPORTING STRUCTURE TO SUPPORT LOADS IMPOSED CAN. BY DOOR SYSTEM. . • • • • • . • • • e • FOR DOOR REPLACEMENT IN RETROFIT Bu1LOINGS WTH NO ENGINEER OF s • '• NOV X 2D19 INSTALLATION • • • • • • Y' b jjRECORD, DOOR MAY BE REVIEWED AND APPROVED BY• • BLUMC OFFICIAL UPON INSPECTION. • • • A. • • • • • • • drawling no. MAXIMUM EXTERIOR(+) LOAD PER JAMB (9.33' X 50 PSF)/2 . 233.3 Lbs par Ft. • • • . . 0 t —09 MAXIMUM INTERIOR(-) LOAD PER JAMB (9.33' X 00 PSF)/2 279.9 Lba par Ft. Sheaf_4 of PLASTIC COMPLIES WITH aoo r-1-250 V Dont PANEL CHAPTER 26 OF FBC 24 GA. (.024) STEEL MIN. SEE EVIDENCE PAGE kQ cgo 725L i U1.765 6 7/16' DIA. WASHER gt1.144 L3fiu1 i u 8 % 3/4' SMS 27 3/4" O 1 1 11 O 3/8" FROM ENDS MAX. .176 800 III 1 , AND 7" O.C. MAX. WDW. WIDTH 0 6 nEXTERIORFRAME * INTERIOR FRAM 0 EG 18 1/8" RIGID PVC ONE PIECE INJECTION RIGID PVC ONE PIECE INJECTION 31I (4) /8 X 3/4" SMS = fig^ 111,1 1 O 7-3/8" FROM ENDS b° MAX. CAND6-1/2' O.C. 'MAX. o O.L.O. III 80,011 ,1 77- 7i Y .062 DEEP R _© 1111 GROOVE. A El ED 1111 • f O 00 nI • • 1111 •1P40 POPeCARSONATE LEXAN % is i' G M s tI BY 'SARI: INNOVATIVE PLASTICS' ,y 1} •NEMA X0717.01 O 1T7 ••••• I Z VI b y. y. i, NO' Qpm 111 •••• 0 3U'RWJg X111 ..:... t ) W O Z 1111 ••f••f IZI El N O) s • r Nr • o 1111 • 175 X .082 DEEP EDGROOVE T 111 l:t i gSSy : (4) /8X 3/4' SMS INSIDE ELEVATION ON11I A FROM ENDS RAISED PANEL EMBOSSED DOOR WITH OPTIONAL WINDOWS $ A 6-1/ B -1/z" o.c. MAX 8 x 3/4' SMB WINDOW LITES CAN BE IN ANY LOCATION IN DOOR SECTION B OOj111IO - 1j FROM ENDS 176 X .082 DEEP jI AND 4-112" O.C. MAX. GROOVE Ili o o'? ,y B X 3/4" OMs • • • • • y 4f i - O 3/8" FROM ENDS • • _y-•• AND 7" O.C. MAX. • • *00 r _ _.•--f' E qr. AAHM"1D 4 gPRODMIrmvisp37/i6" M WASHER _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ FIA. PE 70592 •T!pl9y!4si:1118s Q 3 CAN. Fb GWR PANEL • • • • EXTERIOR NO24GA. (.024) STSEr MW, • • • • • • • 4 DOOR PANEL • • • • • • i5/16" A81• • D. L. [ 70; 24 GA. (.024) STEEL MIN. ••• . WINDOW WIDTH sheet 5 of 5 Q 5wr_ 6'J MIAMI•DADE b MIAW11 DADS COUNTY, FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SN 26 Street, Room 208 BOARD AND CODE ADAIINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.mlamidade.aov/economy PGT Industries, Inc. 1070 Technology Drive North Venice, Fl. 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may, immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements ofthe applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "PGT" Clipped Extruded Aluminum Tube Mullion - L.M.I. APPROVAL DOCUMENT: Drawing No. 6300JR, titled "Impact -Resistant Aluminum Tube Mullions", sheets 01 through 25 of 25, prepared by manufacturer, dated 08/29/1 lwith the latest revision dated 01/29/15, signed, sealed and by Anthony Lynn Miller, P. E., bearing the Miami -Dade County Prctidii'ct'control Revision Section stamp with the Notice of Acceptance number and Expiration qa;e by the Tam.J-Dade":' County Product Control Section. • • • • • • • • • • • • • • MISSILE IMPACT RATING: Large and Small Missile Impact Resistant • • • ` • • 0 0. 0 0 0 LABELING: Each unit shall bear a permanent label with the manufacturer's %a1% -or logo,. ill , state, • • •' series, and following statement: "Miami -Dade County Product Control Approved: vuless othvpvIse noted• • • • herein. 00 0 000000 RENEWAL of this NOA shall be considered after a renewal application has beiti Ttll~Q and there has been - no change in the applicable building code negatively affecting the performance orthis product...:. 000000 TERMINATION of this NOA will occur after the expiration date or if there has beena revisionr. gchange • • • in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an•oridorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. . This NOA revises NOA No. 13-0815.05 and consists of this page 1 and evidence pages E-1 and E-2, as. well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon,. NOA No. 14-1105.01 Expiration Date: May 26, 2016 Z isi V 11 I A/I Approval Date: February 1 Page 1n PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. Submitted under previous NOA No. 10-0819.05) 2.- Drawing No. 6300JR, titled "Impact—Resistant Aluminum Tube Mullions", sheets 01 through 25 of 25, prepared by manufacturer, dated 08/29/11 with the latest revision dated 01/29/15, signed, sealed and by Anthony Lynn Miller, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked—up drawings and installation diagram of clipped aluminum mullions, prepared by Fenestration Testing Lab, Inc., Test Report No. FTL 6443 samples A-1 thru E-1), dated 02/28/11, and addendum letter dated 05/05/11, signed and sealed by Marlin D. Brinson, P. E. Submitted under previous NOA No. 10-0819.05) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, coljying with, y$C2010' and with FBC 51 Edition (2014), prepared by manufacturer; dated 01/29M: signvd.::. and sealed by Anthony Lynn Miller, P. E. "' •' • ; , D. QUALITY ASSURANCE • • • •.. ..:..' 1. Miami—Dade Department of Regulatory. and Economic Resoavces (RER7..'. • E. MATERIAL CERTIFICATIONS 1. None. " • • • • F. STATEMENTS 1. Statement letter of no financial interest, confoiniance to and complying with the FBC 51h Edition (2014), dated 11/03/14, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement letter of no financial interest, conformance to and complying with the FBC2010, dated 06/06/11, signed and sealed by Anthony Lynn Miller, P. E. 3. Proposal issued by Product Control to PGT Industries, Inc., dated 08/06/14, signed by Jaime D. Gascon, P. E., Product Control Section Supervisor. ainte D. Gascon, P. E. Product Control Section Supervisor NOA No. 14-1105.01 Expiration Date: May 26, 2016 Approval Date: February 12, 2015 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 4. Laboratory addendum letter for Test Report No. FT1-6443, issued by Fenestration Testing Lab, Inc., dated 05/05/11, signed and sealed by Marlin D. Brinson, P. E. Submitted under previous NOA No. 11-0922.01) 5. Laboratory compliance letter for Test Report No. FTL-6443, issued by Fenestration Testing Lab, Inc., dated 02/28/11, signed and sealed by Marlin D. Brinson, P. E. Submitted under previous NOA No. 11-0922.01) 6. Proposal No. 10-1070-R issued by BNC to PGT Industries, Inc., dated 01/07/11, signed by Ishaq I. Chanda, P. E., Product Control Examiner. Submitted under previous NOA No. 11-0922. 01) G. OTHERS 1. Notice of Acceptance No. 13-0815.05, issued to PGT Industries, Inc. for their "PGT Series Aluminum Clipped Mullion - L.M.I.", approved on 11/31/13 and expiring on 05/26/16. r • 0000•• •• 0•••• • 0 0000 0000•! 0000•• 0000•• f • 0000•• 0000•• 0000• 0000• 0009•• Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 14-1105.01 Expiration Date: May 26, 2016 Approval Date: February 12, 2015 E-2 SUITABLE FOR ALL LOCATIONS REQUIRING NON -IMPACT OR LARGE AND SMALL MISSILE IMPACT -RESISTANT PRODUCTS FIGURE 1: MULTIPLE OPENING WIDTH FOR VERTICAL MULL MULLIONS / ' SEE DETAILS A-D,G,H; SHEETS 2-3 J SEE DETAILS I 11 / i j i / 1 jATHRUG; SHEETS 2.3 111 I II / III II VERT. MULL LENGTH III I SEE DETAILS HORIZONTAL A-D,G,H; MULL SHEETS 2-3 LENGTH HORIZONTAL MULL LENGTH ADDITIONAL EXAMPLES OF MULL CONFIGURATIONS: GENERAL NOTES: 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. ARCHES TO BE 2) THE TYPE AND NUMBER OF ANCHORS IS CRITICAL TO THE STRUCTURAL PERFORMANCE OF THE MULLED UNITS. MULLIONS INSCRIBED INSIDE HAVE BEEN TESTED AS "FREE-FLOATING" AND DO NOT NEED TO BE DIRECTLY ATTACHED TO THE MULLION CLIPS, BUT SHALL RECTANGULAR NOT HAVE A GAP OF MORE THAN 1/4' FROM THE CLIP. SHAPE SEE DETAILS 1 A THRU G; SHEETS 2-3 OPENING HEIGHT FOR HORIZONTAL SEE DETAIL E, MULL SHEET 3 FENESTRATION PRODUCTS MAY BE OF ANY TYPE. MUST BE MANUFACTURED BY PGT. 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 U180. 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 AND SHEET 24. 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(S). 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) REFERENCE: TEST REPORTS: FTL-6443; ELCO ULTRACON/AGGRE-GATOR NOA'S; ANSUAF&PA NDS FOR WOOD CONSTRUCTION; ADM -ALUMINUM DESIGN MANUAL 9) 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. MULLIONS ARE ONLY TO BE USED WITH PGT -APPROVED FENESTRATION PRODUCTS HAVING CURRENT APPROVALS. 10) MULLIONS ARE IN COMPLIANCE FOR USE IN THE HVHZ. 11) 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 NOA. INSTRUCTIONS: 1) DETERMINE THE DESIGN PRESSURE REQUIREMENT (LBSIM , 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 SHEET 25 TO DETERMINE IF THE WIND LOADING IS "RECTANGULAR" OR "TRIANGULAR/TRAPEZOIDAL'. GENERAL NOTES ........................... 1 INSTRUCTIONS...............................1 ELEVATIONS ................................... 1 MULL TO 2X WOOD ........................ 2 MULL TO 1X & MASONRY .............. 2 INSTALLATION NOTES ................... 2 MULL TO MASONRY ....................... 3 MULL TO STEEL STUD ................... 3 MULL TO MULL ................................ 3 ANCHOR SPECS ............................. 3 ALTERNATATE CLIPS ..................... 4 BAY MULL INSTALLATION .............. 4 1 X 2 X.125 MULL SPECS ............... 5 1 X 2 X .375 MULL SPECS ............... 6 1 X 2.75 X.375 MULL SPECS.......... 7 1 X 2.75 X.65 MULL SPECS ............ B 1 X 3.125 X.500 MULL SPECS........9 1 X 4 X .125 MULL SPECS...............10 1 X 4 X.375 TUBE MULL SPECS.... 11 1 X 4 X.375 'T' MULL SPECS........ 11 1.25 X 3.186 X.265 MULL SPECS..A2 CD 1.25 X 3.25 X.100 MULL SPECS 13 1.25 X 3.25 X .624 MULL SPECS..... 14 1.25 X 3.94 X.624 MULL SPECS..... 15 2 X 4 X.25 MULL SPECS ................ 16 2 X 6 X.25 MULL SPECS ................ 17 1.26 X 2.11 X.125 MULL SPECS.... 10 30' X 3.25 BAY MULL SPECS......... 19 45° X 3.25 BAY MULL SPECS......... 20 MULLION & CLIP DIMENSIONS..... 21 -?•3 EXAMPLES 1 & 2 .........................0. 24i LOADING EXAMPLES ...................... 25 OPENING WIDTH r HORIZ. MULL LENGTH --j 4) FIND THE CHOSEN MULLION'S MULLION CAPACITY (LBS/FT-) FROM TABLES 1A THROUGH 16A, ON SHEETS 5 THROUGH 20 RESPECTIVELY, USING MULL THE MULLION TYPE, LENGTH AND OPENING WIDTH OR HEIGHT (DEPENDING IF THE MULLION IS SPANNING VERTICALLY OR HORIZONTALLY). THE LENGTH MULLION CAPACITY (LBS/M) OBTAINED SHALL MEET OR EXCEED THE DESIGN PRESSURE REQUIREMENT (LBSIFT2) FOR THE OPENING OBTAINED IN F\F OPENING STEP 1). EIGH/ HFORT 5) FROM THE SAME TABLE USED IN STEP 4) ABOVE, FIND THE VALUE IN THE NEXT COLUMN ANCHOR CAPACITY REQUIRED (LBS). THIS VALUE OPENING MULL s" MULL VERT. REPRESENTS THE WINDLOAD TRANSFERRED TO THE SUBSTRATE BY THE ANCHORS AND MUST BE MET TO ATTAIN THE FULL MULLION CAPACITY. HEIGHT LENGTH f/ LENGTH 6) FROM THE ANCHOR CAPACITY (LBS) TABLE ON THE SAME SHEET AND USING YOUR ACTUAL SUBSTRATE CONDITION ( MULTIPLE I ANCHOR/SUBSTRATE/ANCHOR-CLIP PATTERN MAY APPLY) SELECT AN ANCHOR CLIP PATTERN AND VERIFY THAT THE REQUIRED ANCHOR LLL_ __- CAPACITY IS MET. OPENING WIDTH SINGLE MULLION SINGLE MULLION FOR VERTICAL MULL 7) IF THE MULLION CAPACITY (LBS/FT') OBTAINED IN THE TABLE IS HIGHER THAN THE DESIGN PRESSURE REQUIREMENT (LBSIM FOR THE OPENING WIDTH OPENING, YOU MAY USE THE "ANCHOR CAPACITY ADJUSTMENT FORMULA" TO OBTAIN THE LOWER ANCHOR CAPACITY REQUIRED. WITH THIS FOR VERTICAL MULL VALUE A LOWER ANCHOR CAPACITY OPTION MAY BE SELECTED FOR THE SAME SUBSTRATE SEE CORRESPONDING DETAILS MULTIPLE MULLIONS FROM FIGURE 1 ABOVE. 8) VERIFY THE DESIGN PRESSURE RATING (LBS/FT') FOR THE FENESTRATION PRODUCT TO BE USED AND COMPARE WITH THE FINAL MULLION CAPACITY (LBSIFT2) 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 NOA TO APPLY FOR A PERMIT. Z O c— U) W Z W J LLI N uj Z-' OCaCD M to J W Z W 0: PRODUCT REVISED ns complying with ft Florid• Bunding UDd4 AuacpCattOo NO tis; fs HFi>#ioa.D, rr. r.1tTIM7 ! 111{1111!/ OY LYNN P? • 1.{CEMS.F • /ll NO. 58705 0 S N N', NAL A. LYNN IJ 1 lE`t, P.E. FL P.E.# 58705 INSTALLATION NOTES: 1) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 2) QUANTITY OF ANCHORS AND MULLION SIZE SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION 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 -D, EITHER THE STANDARD OR INTERIOR CLIP MAY BE USED. 3) ANCHOR HEAD TYPE MAY BE PANHEAD, HEXHEAD OR FLATHEAD. 4) WOOD BUCKS ARE OPTIONAL, SEE DETAIL C, SHEET 3. 5) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO ULTRACON OR ELCO 1/4" S.S. AGGREGATOR MASONRY ANCHORS. LYIVV Q- LICEIVSF , 7/(i No. 58705 zp 5 ASLYJrYj l1 LI GP.E. FL P.E.# 58705 caNp n1NC4 it QJ k 2,,$• LL DETAIL A: DETAIL B: MULLION O MULLION TO 2X WOOD BUCK MULLION MULLION ATTACHED TO 1X BUCKSTRIP TYP. ANCHOR ^4 w SUBSTRATE, V OR WOOD FRAMING WOOD BUCK AND MASONRY AND ATTACHMENT PER o SEE SEE TABLES IB -168 a l OFFSET CLIP SHOWN) STANDARD CLIP SHOWN) BY OTHERS, NSEENOTE1, I MULLION SHEET 1. t i m o m V ~ to W t I vv SSt j I I IjO MIN 2.7 KSI • U) 4 SEE SHEETS a 21-23 FOR HOLE 4 1 1 I I CONCRETE OR CMU EDGE i I DISTANCE, W EITHER THE ° E I 11 LOCATIONS f I I J SEE SEE TABES _ STANDARD e OFFSET MULL ° I d EDGE o 0 1 I 1 ° EDGE DISTANCE FOR MASONRY 1B-160 of x CLIP MAY BE I I I DISTANCE ° FOR WOOD / I ° ANCHORS 0LuQCDmINSTALLEDBY THIS METHOD. 4 ° I SCREWS ° ° 4 I ILt NSIDEVIEW M W 260' MAX FOR 4° O 1 ALL MULLIONS d EITHER THE 1- d 46 STANDARD OR e d a 4 OFFSET MULL Z v CLIP MAY BE ID 4 ° o. INSTALLED BY i- a r W 4 ° EXTERIOR ° m THIS METHOD. J to G v 12Z 4 EDGE Q Z r e DISTANCE 4 A4 Z o O MASONRY ANCHORS 04 z cr" THE OFFSET CLIP IS RECOMMENDED FOR a . N Q 00 e EXTERIOR 4 ° FIN -FRAMED WINDOWS, BUT MAY e ° a J • W ALSO BE USED FOR OTHER FRAME TYPES. U) (n 4iQO a • Z • gam x rs TYP. ANCHOR TYP. ANCHOR Goo S ' TYP. ANCHOR PER SUBSTRATE, SEE TABLES18 168 PER SUBSTRATE, SEE TABLES 15•18B SEE TABLES 1B-168 DISTANCEDISTANCE BUCKSTRIP AND T— SEE TABLES ATTACHMENT EMBEbMENT BUCKS RIP 18-168 T....IBY OTHERS, AND EMBEDMENT'" SEE NOTE 1, ATTACHME SHEET i. BY OTHERS, a .. SEE NOTE 1. SHEET 1. MIN 2.7 KSI CONCRETE OR CMU PRODULTREVISBD FRONT VIEW asvoniptheFlerids SIDE VIEW uildltigCodc Acaptmcol4" No FRONT VIEW oDa INSTALLATION NOTES: 1) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 2) QUANTITY OF ANCHORS AND MULLION SIZE SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION 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 -D, EITHER THE STANDARD OR INTERIOR CLIP MAY BE USED. 3) ANCHOR HEAD TYPE MAY BE PANHEAD, HEXHEAD OR FLATHEAD. 4) WOOD BUCKS ARE OPTIONAL, SEE DETAIL C, SHEET 3. 5) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO ULTRACON OR ELCO 1/4" S.S. AGGREGATOR MASONRY ANCHORS. LYIVV Q- LICEIVSF , 7/(i No. 58705 zp 5 ASLYJrYj l1 LI GP.E. FL P.E.# 58705 DETAIL C: MULLION DIRECTLY ATTACHED TO MASONRY STRUCTURE STANDARD CLIP SHOWN) EITHER THE STANDARD OR OFFSET MULL CLIP MAY BE INSTALLED BY THIS METHOD. d d EXTERIOR EDGE DISTANCE \° FOR MASONRY— ANCHORS TYP.ANCHOR 1PER SUBSTRATE, SEE TABLES IB -13B 1,zl F_ MULLION MIN 2.7 KSI CONCRETE OR CMU FRONT VIEW BUCKSTRIP AND ATTACHMENT BY OTHERS, SEE NOTE 1, SHEET 1. TYP.ANCHOR PER SUBSTRATE, SEE TABLES 1B -13B EDGE DISTANCE FOR MASONRY ANCHORS u 8 THE OFFSET CLIP IS RECOMMENDED FOR 4 < FIN -FRAMED WINDOWS, BUT MAY ALSO BE USED FOR OTHER FRAME TYPES. TYP.ANCHOR PER SUBSTRATE, SEE TABLES 1B -13B a a EDGE DISTANCE SEE TABLES MIN 2.7 KSI CONCRETE OR CMU 18-136 SIDE VIEW INSTALLATION NOTES: 1) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 2) QUANTITY OF ANCHORS AND MULLION SIZE SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION 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 -D, EITHER THE STANDARD OR INTERIOR CLIP MAY BE USED. 3) ANCHOR HEAD TYPE MAY BE PANHEAD, HEXHEAD OR FLATHEAD. 4) WOOD BUCKS ARE OPTIONAL, SEE DETAIL C, SHEET 3. 5) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO ULTRACON OR ELCO 11,V S.S. AGGREGATOR MASONRY ANCHORS. FRONT VIEW t EXTERIOR DETAIL E: 125•MIN. MULLION TO MULLION INTERSECTION NOTES: U -CLIP) 1) MAY BE INSTALLED IN 'TEE' OR "CROSS' INTERSECTIONS. VARIES 2) MAY BE INSTALLED HORIZONTALLY SHOWN) OR VERTICALLY, c« t 3) SEE U -CLIP DRAWINGS, SHEETS 21-23 TOP VIEW FOR CORRESPONDING MULLION. VARIES— --i FRONT VIEW 1112 STEEL SCREWS, SELF -DRILLING OR PRE -DRILL MULLION AND USE SMS MULLION iECTiON EXTERIOR SEE SHEETS 21-23 FO HOLE LOCATION EDGE DISTANCE SEE TABLES IB -13B DETAIL D: MULLION ATTACHED TO STEEL STUD STANDARD CLIP SHOWN) TYP.ANCHOR PER SUBSTRATE, SEE TABLES I8 -13B SEE SHEETS 21-23 FOR HOLE LOCATIONS MULLION FOR STEEL STUDS THINNER THAN 16 GA AND COMPLIANT WITH THE FL BUILDING CODE, A 2X WOOD BACKER MUST USED. ATTACHMENT BY OTHERS. USE WOOD ANCHOR SPECS NOTES: 1) FOR 2X WOOD -BACKED STEEL STUDS, WOOD ANCHOR VALUES MAY BE USED. 2) SEE CORRESPONDING MULLION TABLES, SHEETS 5-20, FOR QUANTITY OF SCREWS. SIDE VIEW 0000•• 0000•• 0000 0000 0000•• 0000•• M J Q RODUCT REVISED Ls wraplyfng Avith the Florfda undcoe tagCodc mtos 2 IO jy + finrrri Dade Product Contr 1111! DISTANCE ` pNY LYNN SEE TABLES 113-138 Q 10El>!SF l i No. 58705 SIDE VIEW 0''• Sr o ls' OR s • A. L1 NN+M1111AL , P.E. FL P.E.# 58705 EXTERIOR 0 EDGE DISTANCE PER ANCHOR DETAIL F: FIELD -MODIFIED MULLION CLIP F -CLIP) SEE DETAILS A-E, SHEETS 2 AND 3 FOR INSTALLATION TO SPECIFIC SUBSTRATES. SIDE VIEW SHOWN WITH VX 4' X.1 26' MULLION STANDARD MULLION CLIP MODIFIED TO FIT FIELD CONDITIONS. DETAIL G: ANGLE MULLION CLIP ANGLE CLIP) DETAIL H: BAY MULLION INSTALLATION ANGLE CLIP) TYP.ANCHOR PER SUBSTRATE, SEE TABLES 18-14B I I II I I I II I I 1 I II I I I I I I I 1 b I I I I b TYP. ANCHOR PER SUBSTRATE, SEE TABLES 1B -14B INTO WOOD, STEEL, STANDARD CLIP TO BE ALUM, CMU OR MASONRY MODIFIED INFIELD. NOTES FOR INSTALLATION OPTIONS F: 1) DETAIL IS NOT APPLICABLE FOR THE BAY OR 1.26" X 2.11" X.125' MULLION. 2) SEE TABLES 1B -13B FOR ANCHOR QUANTITIES AND SHEETS 21-23 FOR HOLE LOCATIONS. 3) THE 2X6 CLIP IS NOT SUITABLE FOR THIS APPLICATION. EXTERIOR 2'X 5'X.125' ANGLE CLIP, 2 PER MULLION END MUST BE INSTALLED INSIDE OF MULL. O O P VIEW I 16B P, NO, MUST BE • • OF BAY MULL. ' • • • s GE S,()GS01SGTR psR 1 INTO WOOD, STEEL, ALUM OR MASONRY ONOTES FOR INSTALLATION OPTION G & H: G 1) USE 2 ANGLE CLIPS PER MULLION END. CLIPS MUST BE INSERTED INSIDE OF MULLION. 2) DETAIL G: SEE TABLES 1 B -14B FOR ANCHOR QUANTITIES AND SHEETS 21-23 FOR HOLE LOCATIONS. 3) DETAIL H: SEE TABLES 15B OR 16B FOR ANCHOR QUANTITIES AND SHEET 22 FOR HOLE LOCATIONS. Z 0 ji $a m s H J w ll.l Z• 1Cra; wS 0) rO ca Q M i— Z c OU4 z m 21 wmplylnh wO the Flotldaf ildilg Code AA o1» No 14 --Md xwll1IIt/// PCS • LIGENS (F,A No. 58705 O ATE 40RiOP.• S'IONAL A. LYN MILER, P.E. FL P.E.# 58705 Q Z• 1Cra; r0) rO W Q F z 0 wmplylnh wO the Flotldaf ildilg Code AA o1» No 14 --Md xwll1IIt/// PCS • LIGENS (F,A No. 58705 O ATE 40RiOP.• S'IONAL A. LYN MILER, P.E. FL P.E.# 58705 rnnl G 1 A rAnI r ,M r v r= v j 1.000' -- o MCI)M .1.1-1 Date Anchor Ca aci Table lbs 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. Mullion Capacity Table (bele Z 2.7k Concrete HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 2.000' 3.5k Conc. W Hollow CMU 42 Filled CMU PT Wood Metal Anchor Clip Patterns Anchor Type: 3/16' Elco Ultrscon 114' Elco Uitrecon 5116' Elco1/4' Ultracon 3116" Elco Ultracon 114' Elco Ultraeon SS Elco 5116• Elco AggreGator Ultracon 114" SS Elco Aggrer3ator 10 Steel #12 Steel Screw (05) Screw (r35) Opening Width for verticalVsparn)ng mullions) or Opening Height (for horizonta*sparning mullions) varies 2 Anchors @ 4.75' Min. O.C. / Standard or Offset Clip (Fig. 1): 4 Anchors @ 1.15' Kiln. O.C. / Standard (or Oftel) Clip (Fig. 2): 4 Anchors @ 3' Miry. O.C. / (2) 2x5 Angle Clips / (Fig. 3): 2 Anchors @ 0.45' Min. O.C. / U -Clip, Into .125' Alum. (Fig. 4}: 1Anchor /F-CUp(Flo.5):05Ibs 390 lbs 480 lbs 780 lbs WA 390 lbs 700 lbs 780 lbs WA 195 The 450lbs N/A 660 lbs WA 2251bs 890 lbs WA 1560 Ibs WA 445 lbs 1644 lbs WA 1896 lbs WA 822 lbs 270 lbs WA 540 lbs WA 135 lbs 280 lbs 380 1b 560 lbs WA 140 b 354 lbs WA WA WA 177 Itis 740 lbs WA 760 lbs WA 370 lbs 374 lbs WA 748lbs WA 187 lbs 50 in 946 Ibs WA 1892 lbs WA 473 ft 341 lbs 882 lbs 682 lbs WA 170 lbs 60 In 5601bs 11201bs 1120 lbs 715 lbs 280lbs 70 In 350 lbs 801n WA WA WA 90 In N/A WA 100 In WA WA 120 in 442 lbs 1 560 lbs 140 to 160 In 1 X 2 x.126 Rectangular Loading Trap/Trlang. Loading Rectangular Loading Trap/Ttlang. Loading Rectangular Loading TraprTdang. Loading Rectangular Loading TraprMang. Loading Rectangular Loading Traplidang. Loading Rectangular Loading Tmp/Tdeog. Loading Rectangular Loading TraplTdang. Loading Rectangular Loading TrapRdang. Loading Rectangular Loading TrapJTdeng. Loading Alum. Tube Mullionsisa c I j5 t t JP _ t t 9 5 5 42 in 1 111.9 408 129.5 332 93.2 1 408 115.5 325 79.9 408 107.8 321 69.9 408 104.4 319 82.1 408 104.0 319 55.9 408 104.0 319 46.6 408 1 104.01 319 39.9 408 104.0 319 35.0 408 104.0 319 481n 74.9 312 83.8 268 62.4 312 73.4 252 53.5 312 67.0 248 46.8 312 63.2 248 41.6 312 61.3 244 37.5 312 61.0 244 31.2 312 61.0 244 26.8 312 61.0 244 23.4 312 81.0 244 50.625 In 63.9 281 70.6 234 53.2 281 61.5 228 45.8 261 55.7 224 39.9 281 52.1 222 35.5 281 50.1 220 31.9 281 49.3 219 28.6 281 49.3 219 22.8 281 49.3 219 20.0 281 49.3 219 641n 51.6 247 57.5 207 43.9 247 49.8 202 37.6 247 44.8 199 32.9 247 41.5 198 29.2 247 39.4 194 26.3 247 38.4 193 21.9 247 38.1 193 18.8 247 1 38.1 193 16.4 247 38.1 193 60 in 38.4 200 41.2 170 32.0 200 35.4 166 27.4 200 31.5 163 24.0 200 28.9 160 21.3 200 27.1 159 19.2 200 25.9 157 16.0 200 25.0 158 631n 33.1 181 35.3 155 27.0 161 30.3 152 23.7 181 26.9 149 20.7 181 24.5 146 18.4 181 22.8 144 16.6 181 21.7 143 g 661n 28.8 165 30.6 142 24.0 165 26.1 139 20.6 165 23.1 136 18.0 165 21.0 134 72 in 22.2 139 23.3 120 18.5 139 19.9 lie 15.9 139 17.5 116 78 in 18.9 125 19.7 109 1 15.7 125 18.8 107 78 In 17.5 118 18.2 104 rAnI r ,M r v r= v j 1.000' -- o MCI)M .1.1-1 Date Anchor Ca aci Table lbs 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. Substrate: Z 2.7k Concrete HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 2.000' 3.5k Conc. W Hollow CMU 42 Filled CMU PT Wood Metal Anchor Clip Patterns Anchor Type: 3/16' Elco Ultrscon 114' Elco Uitrecon 5116' Elco1/4' Ultracon 3116" Elco Ultracon 114' Elco Ultraeon SS Elco 5116• Elco AggreGator Ultracon 114" SS Elco Aggrer3ator 10 Steel #12 Steel Screw (05) Screw (r35) 12 Steel Sotew (d5) Edge Distance (in): 1' 2412' 1• 2-1/2' 3118' 1" 2-112' 1' 24x2' 2- 3.118' 2- 0.48' 0.54' 0.324 - Embedment (in): 1-3/4' 1-3/4' 1.314' 1-314' 2' 1-114' 1-1/4' 1-1/4' 1-1/4' 1414" 1-114' 2- 1-3/8' 13/8' varies 2 Anchors @ 4.75' Min. O.C. / Standard or Offset Clip (Fig. 1): 4 Anchors @ 1.15' Kiln. O.C. / Standard (or Oftel) Clip (Fig. 2): 4 Anchors @ 3' Miry. O.C. / (2) 2x5 Angle Clips / (Fig. 3): 2 Anchors @ 0.45' Min. O.C. / U -Clip, Into .125' Alum. (Fig. 4}: 1Anchor /F-CUp(Flo.5):05Ibs 390 lbs 480 lbs 780 lbs WA 390 lbs 700 lbs 780 lbs WA 195 The 450lbs N/A 660 lbs WA 2251bs 890 lbs WA 1560 Ibs WA 445 lbs 1644 lbs WA 1896 lbs WA 822 lbs 270 lbs WA 540 lbs WA 135 lbs 280 lbs 380 1b 560 lbs WA 140 b 354 lbs WA WA WA 177 Itis 740 lbs WA 760 lbs WA 370 lbs 374 lbs WA 748lbs WA 187 lbs 664 lbs WA 880 lbs WA 332 lbs 946 Ibs WA 1892 lbs WA 473 ft 341 lbs 882 lbs 682 lbs WA 170 lbs 442 lbs 885 lbs 885 lbs NIA 2211b 5601bs 11201bs 1120 lbs 715 lbs 280lbs 2 Anchors Q 1.15' Min. RC1 F -011p (Fig. 6):H401bs 350 lbs N/A WA WA WA 190 lbs N/A WA WA WA WA 341 lbs 442 lbs 1 560 lbs NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: ANCHOR CAPACITY ADJUSTMENT FORMULA: DP.) X l ANCHOR CAP..,,.,, _ 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. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. 00.00. 0000• 000000 0 • z 117 UJ F j 1.000' -- o MCI)M .1.1-1 Date U) 0 j 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. Z Wg HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 2.000' W N k I I I I I 12 42 0000.. 6 000 • • a • LODUCP RRVISBD cOUVI)'1111$144th th- Fbrida rtldl"A Code ,4 A w SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. j 1.000' -- MCI)M .1.1-1 Date 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 SHEETS 21-23. I iaml ade Pro uct Conti -of HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 2.000' N k I I I I I FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. 125' oiN ...... 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED X\ •'' LIC[NSF ., F` CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED OF i rYELLOWSOUTHERNPINEWITHANSGOF0.55. ALUMINUM SHALL BE 8063-T5 AND BE A MINIMUM .125' NO. 58705 THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT THREADS BEYOND 1' X 2' X .125' MULLION LEAST .125" THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THE MATERIAL. #10 & #12 ANCHORS INTO WOOD MAY BE STEEL, 18-8 S.S. OR 410 S.S. OfvtS4TE SS/ONAL A. LYNUWLLL R, P.E. FL P.E.# 68705 TABLE 2A 1.000" -- Fa SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. BY v[iarrti ado Pro uct 'ontrol 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 2,000" U376" Mullion Capacity Table Ibse HOLES TO BE DRILLED FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. L a Anchor Capacity Table lbs ONy GENSF 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED No. 58705CONCRETEBLOCKUNIT (CMU) YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF .125' 1' X 2"X.375' MULLION Substrate: THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE ATANDA36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND 2.7k Concrete 1 X 2 x.375 Alum. Tube Mullion 42 to 501n Rectangular TreprTflang. Loading Loading 170.0 620 170.0 435 80 in Rectangular TraWdang. Loading Loading g_ 161.3 662 170.0 478 Opening Width (for vertically -spanning 70 in 801n Rectangular Trap{Tdang. Rectangular Trap/Triang. Loading Loading Loading Loading It .. _ 21 c 2 129 7 662 170.0 506 113.5 66Z 169.5 518 mullions) or Opening Height (for horizontaly-spartring muttons) 90 In 100 In 1 1201n Rectangular TraprTriang. Rectangular Trapadang. Rectangular Trapa tang. Loading Loading Loading Loading Loading Loading 140 In Rectangular TrapRriang. Loading Loading 160 In Rectangular Trap/Triang. Loading Loading 100.9 682 168.9 x Q 517 80.8 662 2 165.9 617 75.7 662 168.9 517 64.8 662 f kg 1168.9 517 56.7 662 188.8 517 114' SS Elco 481n 121.8 607 136.0 419 101.4 507 119.2 410 86.9 607 108.7 403 76.0 507 1028 399 67.6 507 99.6 397 60.8 607 99.0 396 50.7 507 99.0 396 43.4 607 99.0 396 38.0 507 99.0 396 2' 1-U4" 1-114" 90.6 364 84.8 456 84.6 360 67.6 456 81.3 357 51.8 456 80.0 366 43.2 456 69.0 356 37.0 456 80.0 356 324 456 60.0 356 60.625 In 103.7 456 114.6 379 86.4 456 99.8 371 74.1 456 4 Anchors @ 1.15' Min. 0.0.1 Standard (or Outset) Clip (Fig. 2): 480 lbs 72.7 322 53.4 400 87.3 318 47.5 400 64.0 316 427 400 623 314 35.6 400 61.8 313 30.5 400 61.8 313 26.7 400 81.8 313 541n 85.4 400 93.3 336 71.2 400 80.9 328 61.0 400 8801bs 60 in 63 In 623 53.8 324 294 66.9 57.4 276 252 511.9 44.8 324 294 57.5 49.2 210 246 44.5 38.4 324 294 51.2 43.6 264 241 38.9 33.6 324 294 46.9 39.8 260 237 34.6 29.9 324 294 43.9 37.1 257 234 31.1 26.9 324 294 42.0 35.2 255 232 26.0 224 324 294 40.5 33.5 253 230 222 19.2 324 294 40.5 33.4 253 230 19.5 16.8 324 294 40.5 33.4 253 230 NIA 661n 46.8 268 49.6 230 39.0 268 42.4 225 33.4 268 37.5 221 29.2 268 34.11 218 26.0 268 31.6 215 23.4 268 29.8 212 19.5 268 28.0 210 16.7 268 27.7 209 14.6 268 27.7 209 72 In 36.0 225 37.9 196 30.0 225 322 191 25.7 225 28.4 188 225 225 25.6 185 20.0 225 23.6 182 18.0 225 221 180 15.0 225 20.3 177 f2.9 225 19.6 176 11.3 225 19,6 176 173 21.9 202 23.9 170 19.2 202 21.6 167 17.0 202 19.7 165 15.3 202 18.4 183 128 202 J 18.7 160 1 10.9 202 15.9 168 9.6 202 15.8 168 7e In 30.6 202 32.0 177 25.5 202 27.2 78 in 28.3 192 29.6 168 23.8 192 25.1 165 20.2 192 22.0 162 17.7 192 19.7 159 15.7 192 18.1 157 14.2 192 16.8 155 11.8 192 15.2 152 10.1 192 14.4 150 8.9 192 14.2 160 90 in 18.5 144 19.0 128 15.4 144 16.1 126 961n 15.2 127 15.6 j 113 TABLE 2B 1.000" -- Fa SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. BY v[iarrti ado Pro uct 'ontrol 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 2,000" U376" LYNN HOLES TO BE DRILLED FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. L a Anchor Capacity Table lbs ONy GENSF 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED No. 58705CONCRETEBLOCKUNIT (CMU) YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF .125' 1' X 2"X.375' MULLION Substrate: THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE ATANDA36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND 2.7k Concrete 3.5k Cono. LEAST .125" THICK Hollow CMU FATE <C/ Filled CMU PT Wood Metal 0" 5/18' Etcoco S/0NAi- 114` SS Elco 5/16" Elco 114' SS Elco 10 Steel 912 Steel 12 Steel FL P.E.# 58705 Anchor Type: 3/16' Elco Ultracon 1/4' Elco Ultracon Unracon 3/18" Elco Uttracon 1/4" Eloo Ultracon AggreGator Ultracon AggreGalor Screw (G5) Screw (G5) Screw (G5) Anchor Clip Patterns Edge Distance On): 1" 2-112' i' 2-112' 3.11/8' 1" 2.112' 1' 2-112' 2' 3.118' 2' 0.48' 0.54' 0.324` Embedment (in): 1-3W 1.314' 1-3I4" 13/4' 2' 1-U4" 1-114" 1-1/4' 1-1/4' 1-114' 1-114' 2• 1318" t -3f8' Earles 2 Anchors 0 4.75' Min. O.C. I Standard or Onset Clip (Fig. 1): 390 lbs 390 lbs 450 lbs 890 lbs 1644 lbs 270 lbs 280 lbsFN/A lbs 740 lbs 374 lbs 864 lbs 9481bs 341 lbs 442 lbs 560 lbs 4 Anchors @ 1.15' Min. 0.0.1 Standard (or Outset) Clip (Fig. 2): 480 lbs 700 lbs WA WA N/A WA 360 lbs NIA WA WA WA 6821bs 885 lbs 1120 Ibs 4 Anchors ® 3` Min. O.C. / (2) 2x5 Angle Clips I (Fig. 3Y 780 lbs 780 lbs 680 Ibs 1580 Ibs 18M lbs 540 lbs 560 lbsA lbs 748 lbs 8801bs 1892 lbs 682 lbs 855 lbs 1120 lbs 2 Anchors @ 0.45' Min. O.C. / U-Cllp, Into .125' Alum. (Fig. 4): WA WA WA WA WA WA WAA NIA WA WA WA WA WA 715 lbs 1 Anchor / F•aip (Fig. 5): 195 lbs 195 lbs 225 lbs 445 lbs 822 lbs 135 lbs 140 IbsIt's 370 lbs 187 lbs 332 lbs 473 lbs 170 lbs 221 lbs 28012Anchors@1.15'Min. O.C.I F -Clip (Fig. 8) 240 lbs 350 lbs NIA WA NIA WA 190 lbsA NIA WA WA WA 341 lbs 442 lbs 5801bs NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. FIGURE 1: FIGURE 2: FIGURE 3: 0 0 111 0 0 ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: TABLE NOTES: ANCHOR CAPACITY ADJUSTMENT FORMULA: DP.) X ( ANCHOR CAP.,,,,,,,,) -ANCHOR CAP,, 1 MULLION CAP.,,.,,.,/I 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. N y27o s I m cog J 00 0 r Q 006••6 Q Z. 0000•• •- r 0000 0000•• t,ODUCr RM89D comPuidInng] Cbdo ft F) 0) 0 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. 1.000" -- Fa SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. BY v[iarrti ado Pro uct 'ontrol 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 2,000" U376" LYNN HOLES TO BE DRILLED FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. L a ONy GENSF 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED No. 58705CONCRETEBLOCKUNIT (CMU) YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF .125' 1' X 2"X.375' MULLION THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE ATANDA36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND 0 j S (ULEAST .125" THICK FATE <C/ THE MATERIAL. #10 & #12 ANCHORS INTO WOOD MAY BE STEEL, 18-8 S.S. OR 410 S.S. 0" S/0NAi- A. LY14N MIL'L`ER, P.E. FL P.E.# 58705 TAm1 C 9A r•l7LL vr Anchor Ca Ity Table ibs Mullion Capac4 Table lbsW) 2.7k Concrete 3.5k Cone. Hollow CMU Filled CMU PT Wood Metal Anchor Clip Pattems Anchor Type: 3116' Elco Ultracon 114' Elco Ultracon Will" Elco1/4' Ultracon 3/16' Elco Uilrecon 1/4' Elco Ultracon SS Elco 5116' Eloo AggreGator Ullrecon 1/4' SS Elco AggreGator 010 Steel #112 Steel Screw (G5) Screw (G5) 912 Steel Screw (05) Edge Distance (ln): 1" 2-1/2' 1' 2-1/2' 3418' 1' 2.112" 1' 2-i/2' 2' 3-118' 2' 0.48' 0.54' 0.324' Embedment (inj 1-3/4' 1-3/4' 1.314" 1.314' r 1-1/4' i-1/4' 1-1/4' 1-1/4' 1-1/4" 1-114' 2' 13/8' 1-318' 1 rales Opening Width (for vertically-sparving mullions) or Opening Height (for horizontely-sparring mullions) 450 lbs NIA 680 lbs NIA 225 lbs WA 890 lbs WA 1500 lbs N/A 4451bs WA 1644 lbs WA 1896 lbs WA 822 lbs WA 270 lbs NIA 540 IM N/A 135 We WA 280 lbs 380 lbs 560 lbs WA 140 lbs 190 lbs 354 lbs WA NiA NIA 177 lbs WA 740 Ibs WA 760 lbs NIA 370 lbs WA 374 lbs NIA 748 Ibs NIA 187 We WA 664 lbs WA 680lbs WA 332 lbs NIA 946 lbs WA 1692 lbs WA 473 lbs WA 1 % 2.76 X 501n Rectengular Traphdang. Loafing Loading 60 in Rectangular TraplTdang. Loading Loading 701n Rectangular Loading TraplTrlang. Loading W in Rectangular Trap/Tdeng. Loafing Loading 90 In Rectangular Trapif leng. Loading Loading 100 In Rectangular Trap/Tdeng. Loading Loading 120 in Rectangular Trap/Trleng. Loafing Loading 140 In Rectangular Trap/Trfeng. Loading Loading 180 in Rectangular TiaprMang. Loading Loading 376 Alum. Tube Mullion g gg 3£ gg is t"s 8 g b figg• a 6 yet• d gg d is gg• d is g is 94 XX d is dig a ti t do! is g drc 42 In 170.0 620 170.0 435 170.0 744 170.0 476 170.0 888 170.0 608 170.0 992 170.0 519 170.0 1118 170.0 521 170.0 1240 170.0 521 148.7 1301 170.0 521 1 127.5 1301 170.0 521 111.6 1301 170.0 521 48 in 170.0 708 170.0 524 170.0 850 170.0 584 170.0 992 170.0 630 170.0 1133 170.0 661 151.8 1139 170.0 677 138.6 1139 170.0 680 113.9 1139 170.0 660 97.6 1139 170.0 1 660 85.4 1139 110.0 680 60.625 In 170.0 747 170.0 563 170.0 896 170.0 631 167.8 1032 170.0 664 146.8 1032 170.0 723 130.5 1032 170.0 747 117.4 1032 170.0 756 97.9 1032 170.0 756 63.9 11032 170.0 756 73.4 1032 170.0 756 64 in 170.0 797 170.0 612 161.3 907 170.0 691 138.2 907 164.7 730 120.9 907 152.5 720 107.5 907 145.0 714 95.8 907 141.1 710 60.6 907 140.0 709 69.1 907 140.0 709 60.5 907 140.0 709 60 In 141.1 735 151.5 625 117.6 735 130.3 611 100.6 735 118.0 599 88.2 735 106.2 590 78.4 735 99.5 563 70.5 735 95.1 578 58.8 735 91.8 574 50.4 735 91.8 574 44.1 735 91.8 574 63 in 121.9 666 130.0 570 101.6 668 111.6 667 87.0 668 98.9 547 76.2 668 90.1 538 67.7 666 83.9 631 60.9 666 79.8 526 50.8 666 75.6 521 43.5 666 75.6 521 38.1 666 75.6 521 661n 106.0 607 112.4 522 88.3 607 96.1 511 75.7 607 65.0 601 66.2 607 77.1 493 58.9 607 71.5 486 53.0 807 67.6 481 44.2 607 63.4 478 37.9 607 62.7 474 33.1 607 62.7 474 J 72 In 81.6 510 85.8 443 68.0 510 73.0 434 58.3 10 64.3 426 51.0 610 57.9 419 45.4 510 63.3 413 40.8 510 50.0 408 34.0 510 45.9 402 28.2 510 44.4 399 25.5 510 44.3 9 761n 69.4 458 72.5 400 57.8 458 61.7 392 49.6 456 54A 385 43.4 458 46.6 378 38.6 458 44.6 373 34.7 456 41.6 388 28.9 456 37.7 362 24.8 458 38.0 359 21.7 458 35.7 358 78 In 64.2 435 67.0 381 53.5 435 56.8 373 45.9 435 49.8 368 40.1 435 44.7 360 35.7 435 40.9 356 32.1 435 38.1 351 28.6 435 34.4 344 22.9 435 32.6 341 20.1 435 32.2 340 901n 41.6 327 43.1 290 34.8 327 36.4 285 29.9 327 31.8 280 26.1 327 28.3 275 23.2 327 25.7 271 20.9 327 23.7 268 17.4 327 21.0 262 14.9 327 19.3 256 96 in 34.4 287 35.4 257 28.7 287 29.9 252 24.6 287 26.0 248 21.5 287 23.1 244 19.1 267 20.9 240 17.2 287 19.3 237 14.4 287 16.9 232 108 in 24.2 227 24.7 205 20.2 227 20.8 201 17.3 227 118.0 198 15.1 227 18.0 195 III In 22.3 215 22.7 194 18.6 215 19.1 191 15.9 215 16.6 Still 120 In 17.6 184 17.9 187 i'Anl f- Orl1HDLGJD Anchor Ca Ity Table ibs Substrate: 2.7k Concrete 3.5k Cone. Hollow CMU Filled CMU PT Wood Metal Anchor Clip Pattems Anchor Type: 3116' Elco Ultracon 114' Elco Ultracon Will" Elco1/4' Ultracon 3/16' Elco Uilrecon 1/4' Elco Ultracon SS Elco 5116' Eloo AggreGator Ullrecon 1/4' SS Elco AggreGator 010 Steel #112 Steel Screw (G5) Screw (G5) 912 Steel Screw (05) Edge Distance (ln): 1" 2-1/2' 1' 2-1/2' 3418' 1' 2.112" 1' 2-i/2' 2' 3-118' 2' 0.48' 0.54' 0.324' Embedment (inj 1-3/4' 1-3/4' 1.314" 1.314' r 1-1/4' i-1/4' 1-1/4' 1-1/4' 1-1/4" 1-114' 2' 13/8' 1-318' 1 rales 2 Anchors @ 4.75' Min. O.C. l Standard or Offset Clip (Fig. 1): 4 Anchors @ 1.15' Min. O.C. / Standard (or Offset) Clip (Fig. 2): 4 Anchors @ r Min. O.C.1(2) 2x5 Angle Ctips / (Fig. 3): 2 Anchors @ 0.45' Min. O.C. / 11 -Clip. into .125' Alum. (Fig. 4): 1 Anchor/ F -Clip (Fig. 5): 2 Anchors @ 1.15' Min. O.CJ F12ip (Fig. 8): 390 lbs 480 lbs 760 lbs NIA 195 lbs 240 lbs 390 lbs 700 lbs 780 lbs NIA 1 195 lbs 1 350 lbs 450 lbs NIA 680 lbs NIA 225 lbs WA 890 lbs WA 1500 lbs N/A 4451bs WA 1644 lbs WA 1896 lbs WA 822 lbs WA 270 lbs NIA 540 IM N/A 135 We WA 280 lbs 380 lbs 560 lbs WA 140 lbs 190 lbs 354 lbs WA NiA NIA 177 lbs WA 740 Ibs WA 760 lbs NIA 370 lbs WA 374 lbs NIA 748 Ibs NIA 187 We WA 664 lbs WA 680lbs WA 332 lbs NIA 946 lbs WA 1692 lbs WA 473 lbs WA 341 lbs 682 lbs 682 lbs NIA 170 We 341 lbs 442 lbs 665 lbs 885 lbs NIA 2211 b 1 442 lbs 560 lbs 1120 Ibs 1 120 lbs 715 lbs 280 lbs 6801bs NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDAKU Gull. QDCIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 24. FIGURE 1: 01111 FIGURE 2: FIGURE 3: 0 0 0 ANGLE CLiP MUST BE USED IN PAiRS. FIGURE 4: FIGURE 5: FIGURE 6: M 11 0 1 11 0 61 ANCHOR CAPACITY ADJUSTMENT FORMULA: DP,,,) X ( ANCHOR CAP.,,,,,,,,_) 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. TABLE NOTES: 1) SEE SHEET i FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANDiOR OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 .125" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 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. ZI. 14w,1 ¢I• CD O ODUCf REViSBD complyltis with the Plortds rVOMM o14"11 u(Ilfitl/i eta \ CFNSk-' No.58705 S' ATE OF Y l tom S/0NA1- ``\_ A. LYNKIIMLL15EA, P.E. FL P.E.# 58705 TAM C AA r1OLG YY1 it 100 III= 4 o 0 oz tai 0 Q0LCO_ 1:4) Q 1) Z.= o Anchor Cato) Ity Table Obs o O H 0 Substrate: 3.5k Conc. W Hollow C1titU Filled CMU PT Wood Metal r{ j Mullion Capacity Table IbsW 5116' E" X Q 1/4' SS Elco 5118' Elco 1/4' SS Elco Mo Steel 12 Steel 12 Steel Anchor Clip Patterns Anchor Type: 3156` Elco UtUacon 1!4` Elco UlUacon UlUecon 3116' UlVacon3118 ' S/4' Elco UlVacan AggreGalor Ultracon Aggrec3ator Screw (G5) Screw (GS) Screw (GS) Edge Distance (in): 1' 2-1/2' Opening Width forvertically -sparring mullions) or Opening Height (for horizontally -sparring mtiliom) 2-1/2' tN/A 2-1/Y 2' 3.1/8' 2' 0AW 0.54' 0.324" Embedment On): 1-314' 1.3/4' 50 In 1-3/4' T 60 In 1-114' 70 In 1-1/4' 2' 8010 1318' pedes 2 Anchors @ 4.75" Min. O.C. / Standard or Offset C10 (Fig. 1): 90 In 450 lbs 690 lbs 100 In 280 lbs 120 in 374 lbs 664 lbs 140 in 341 lbs 442 lbs 160 in 4 Anchors @ 1.15' Min. O.C. / Standard (or Offset) Clip (Fig. 2r 480 Ibs Rectangular TrapfTdang. Rectangular Trap/Tdang. Rectangular Trap/Tdang. Rectangular Trap/Tdang. Rectangular Trep/Tdang. Rectangular Trep/Tdang. Rectangular TrWITriang. Reclangular Loading Trap/Tdang. Loadng Rectangular Loadng Trap/3rfang. Loading1x2.76 x Loading Loafing Loadng Loafing Loading Loadng Loading Loadng Loading Loadng Loading Loading Loading Loadng WA WA WA WA 8T Alum. WA WA WA WA 715 lbs 1 Anchor / F-Chp (Fig. 5): 195 lbs 195 lbs Z* k 822 lbs 135 ms 140lba 177 lbs 370 Ibs 187 lbs 332 lbs 473 lbs a 280 lbs a 2+ 350 Ibs WA WA WA WA 2 WA 2^ a Mullion 341 Ibs 560 lbs g G Hp¢ G Q eQ¢ G U G U^ Uc U U Uc U c U Uc U U G UG U UG U iso UG U tsUVUQUVUb t XX t a x f 2 3: a d d 13 g da3dcaG 42 In 170.0 820 170.0 435 570.0 744 170.0 478 170.0 868 170.0 508 170.0 992 170.01 519 170.0 1118 170.0 521 170.0 1240 170.0 521 170.0 1488 170.0 521 158.7 1820 170.0 521 138.8 1820 170.0 521 48 In 170.0 708 170.0 524 170.0 850 170.0 584 170.0 992 170.0 630 170.0 1133 170.0 881 170.0 1275 170.0 677 170.0 1417 170.0 680 141.7 1417 170.0 680 121.5 1417 170.0 880 108.3 1417 170.0 880 50.625 in 170.0 747 170.0 583 170.0 896 170.0 631 170.0 1048 170.0 884 170.0 1195 170.0 723 162.6 1288 170.0 747 146.3 1286 170.0 758 121.9 1286 170.0 758 104.5 1266 170.0 758 91.4 1288 170.0 758 541n 170.0 797 170.0 612 170.0 956 170.0 691 170.0 1118 170.0 754 150.7 1130 170.0 803 133.9 1130 170.0 837 120.6 1130 170.0 656 100.5 1130 170.0 881 88.1 1130 170.0 881 75.3 1130 170.0 861 601n 170.0 885 570.0 701 148.5 915 1 162.3 781 125.5 915 144.5 746 109.9 915 132.3 735 97.6 915 123.9 728 87.9 815 118.5 720 73.2 915 114.4 715 62.8 915 114.4 715 54.9 915 114A 715 63 in 151.8 830 161.9 710 128.5 830 138.9 894 108.5 830 123.2 681 94.9 830 112.2 870 84.4 830 104.8 682 75.9 630 99.4 656 83.3 830 94.5 649 54.2 830 94.1 649 47.4 830 94.1 649 fr 88 in 132.1 757 140.0 650 110.0 757 119.8 836 94.3 757 105.8 624 82.5 757 98.1 814 73.4 757 89.1 808 86.0 757 84.2 600 55.0 757 79.0 593 47.2 757 78.2 591 41.3 757 78.2 591 C 72 in 101.7 636 108.8 552 B4.8 836 91.0 540 72.7 638 B0.1 530 83.8 836 72.2 521 58.5 838 86.5 514 50.8 838 62.3 508 42.4 838 57.2 500 38.3 836 55.3 497 31.8 836 55.2 497 781n 88.5 571 90.4 498 72.1 571 76.8 488 SIT 571 67A 479 54.1 571 60.6 471 48.0 571 55.5 464 43.2 571 51.8 459 38.0 571 47.0 451 30.9 571 44.8 447 27.0 571 44.5 446 781n 80.0 542 83.4 474 68.7 542 70.8 465 57.1 542 62.1 456 50.0 542 55.7 449 44.4 542 51.0 M2 40.0 542 47.5 437 33.3 542 42.9 429 28.6 542 40.8 425 25.0 542 40.1 423 901n 52.1 407 63.7 381 43.4 407 45.4 355 37.2 407 39.8 349 32.5 407 35.3 343 28.9 407 32.1 338 28.0 407 29.6 334 21.7 407 28.1 327 18.8 407 24.1 322 18.3 407 23.0 319 981n 42.9 356 44.1 320 35.8 358 37.2 314 30.7 356 32.4 308 28.6 358 28.8 304 23.8 356 28.1 300 21.5 358 24.0 296 17.8 358 21.0 289 15.3 358 19.2 284 108 In 30.1 283 30.8 255 25.1 283 25.9 251 21.5 283 22.5 247 18.8 283 19.9 244 18.7 283 18.0 240 15.1 283 16.5 237 titin 27.8 287 28.3 242 23.1 267 23.8 238 19.8 287 20.8 235 57.3 287 58.3 23f 15.4 287 18.5 228 120 In 22.0 229 22 3 209 18.3 229 18.8 2051 15.7 229 16.2 202 TABLE 40 it 100 III= 4 o 0 oz tai 0 Q0LCO_ 1:4) Q 1) Z.= o Anchor Cato) Ity Table Obs o O H 0 Substrate: 2.7k Concrete 3.5k Conc. W Hollow C1titU Filled CMU PT Wood Metal r{ j N 5116' E" X Q 1/4' SS Elco 5118' Elco 1/4' SS Elco Mo Steel 12 Steel 12 Steel Anchor Clip Patterns Anchor Type: 3156` Elco UtUacon 1!4` Elco UlUacon UlUecon 3116' UlVacon3118 ' S/4' Elco UlVacan AggreGalor Ultracon Aggrec3ator Screw (G5) Screw (GS) Screw (GS) Edge Distance (in): 1' 2-1/2' 1' MIT 3-1/8' 1' 2-1/2' tN/A 2-1/Y 2' 3.1/8' 2' 0AW 0.54' 0.324" Embedment On): 1-314' 1.3/4' 1-314" 1-3/4' T 1-1/4' 1-114' 1-114' 1-1/4' 1-1/4' 2' 13/8' 1318' pedes 2 Anchors @ 4.75" Min. O.C. / Standard or Offset C10 (Fig. 1): 390 lbs 390 lbs 450 lbs 690 lbs 1644 lbs 270 lbs 280 lbs 740 lbs 374 lbs 664 lbs 946 lbs 341 lbs 442 lbs 560 lbs 4 Anchors @ 1.15' Min. O.C. / Standard (or Offset) Clip (Fig. 2r 480 Ibs 700 lbs WA WA WA WA 380 lbs WA WA WA WA 682 lbs 8851 1120 lbs 4 Anchors @ 3' Min. O.C. ! (2) 2x5 Angle Clips I (Fig. 3): 780 lbs 780 lbs 6801bs 1560 lbs 1896 lbs 540 lbs 560 lbs760 lbs 748lbs 880 lbs 1892 lbs 682 lbs 8- 11201bs 2 Anchors @ 0.45' Min. O.C. / U-0lip, Into.125' Alum. (Fig. 4k WA WA WA WA WA WA NIA WA WA WA WA WA 715 lbs 1 Anchor / F-Chp (Fig. 5): 195 lbs 195 lbs 225 lbs 445 Ibs 822 lbs 135 ms 140lba 177 lbs 370 Ibs 187 lbs 332 lbs 473 lbs 170 lbs 221 lbs 280 lbs 2 Anchors ®1.15' Mtn. O.C./ F Clip (Fig. 8r 240 Ibs 350 Ibs WA WA WA WA 190 Ibs WA WA WA WA WA 341 Ibs 442 lbs 560 lbs NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES A5 THE S I ANDAF CLIP. FIGURE 1: FIGURE 2: FIGURE 3: 0 ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: e • Q--71> CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 24. ANCHOR CAPACITY ADJUSTMENT FORMULA: DP.) X l ANCHOR CAP.,,,,, ") _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. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 .125" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE).. STRUCTURAL STEEL TO BE AT 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. V X 2.75' X .65U' MULLION N& N rz!y N` it 100 III= 4 o 0 oz tai FIGURE 3: 0 ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: e • Q--71> CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 24. ANCHOR CAPACITY ADJUSTMENT FORMULA: DP.) X l ANCHOR CAP.,,,,, ") _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. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 .125" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE).. STRUCTURAL STEEL TO BE AT 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. V X 2.75' X .65U' MULLION N& N rz!y N` it 100 o 4 o 0 oz tai Z O 100 to W f 0 Q0LCO_ 1:4) Q 1) Z.= o N w m o O H 0 J W 6 tODUCT RBVISBD rd Qwhbthe{ Florida ve roe No -r" AA varrtl 1MI01'roduct Control v\C,FN1 3 i No.58705 T 0 S ATE O C(/ F<ORIDQ`. 11 j11 A. LYNN FILLER, P.E. FL P.E.# 58705 f 0 Q0LCO_ 1:4) Q 1) Z.= o f/? x r{ j N X Q Q r- Z p oro tODUCT RBVISBD r d Qwhbthe{ Florida ve roe No -r" AA varrtl 1MI01'roduct Control v\C,FN1 3 i No.58705 T 0 S ATE O C(/ F<ORIDQ`. 11 j11 A. LYNN FILLER, P.E. FL P.E.# 58705 TA 151 C GA TAOC GO 1 r ul..0 vu 111M AnchorCa a Ity Table DO Z to Mullion Capacity Table Ibsllll? 2.7kCom rate 3.5kConc. HCIIowCMU FUledCIiU PT Wood Metal AnchorClip Patterns Anchor Type: 3l16" Elco Uttraccn 114' EkoUltracon 6116' Elco1/4' UMracon 3116' Elco UR(Wcn 141 EkoUltracon SS Eko AggreGalor 6116' EIC0 unracon 114- SS EIC0 AggreGator q10 Steal #12 Steel Strew (G5) Scre,105) 1112 Steel SCrew (G5) Edge Uslance pn) 1" 2-112' 1" 2-112" 3.118 1" 2412' 1" 2412' 2' 318 2' 0.48" 0.54" Embedment n 13/4" 13/4' 1-3I4' 1314" 2' 1-14• 1414' 1-1/4• 1-114' 1.114" 1414" 2' 1-318' 1-16' 0.324" wiles 2 Anchors ® 4.76" Min. O.C. / Stardard or Offset Up (FIg. 1) 4 Anchors @ 1.15' Idin O.C.1 Standard (or Offset) Clip 09g 2) 4 Am hors @T Min. O.C. / (2) 26 Angle Clips 1(Rg. 3) 3 Anchors (dip 0.451611n. O.C. / U -Clip, Into.1217 Alum. (Flg_ 4f 1 Anchor/ F -Clip (Fig. 6) 2Anchms @ 1.16" Mtn O.CJ F-Cg. 6y 1 390 lbs 480 Ibs 780 Ibs II/A 196 lbs 240 Ibs 1 Opening Width for vertically -spanning mtllions) or Opening Height (for lorizorltally'sparri g mtllions) e90 lbs IIA 15W Ibs IIA 4451bs I IUA 1644 lbs IIA 1896 Ibs IIIA 822 w I IIA 2701bs N/A 5401bs IIA 13511)s IIIA 280 Ibs 380 lbs 560 Ibs IUA 140 Ibs 100 ItS 364 lbs 11/A IIIA IIA 1771os I IIIA 7401b6 RIA 760lbs IUA 370 lbs IVA 374 lbs 11IA 748 Ibs 11/A 187166 N/A 664 lbs IUA 880 los IUA 332 lbs IUA 946 lbs IUA 1892 IDs IIA 473 lbs IIA I 341 lbs 682166 68211)s IIIA 170 lbs 341 Ibs 1 442 lbs 885106 885 Ibs IIA 221 Ibs 442 Ibs 560 Ibs 1120Itis ti20 Ibs 1073 Ibs 280 IDs 560Ib6 50 in 60 in 70 In Z U 80 in 90 in 100 In cWi, 120 in 140 in o:Z 180 in j Rectangular DaplTdang. Rectangular Traplidang. Rectangular Trap/Tdang. Rectangular Trapffdang. Rectangular TrWTdang. Rectangular TraplTdang. Rectangular Trap/Tdang. Loading Ra langular Loading TrapJTriang. Loading Rectangular Loading TraplTdang. Loading 1" x 3.126" x Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loafing Loading 500" AlumIds a.• Z i - Tube Mull G G G G G G G G G G Go C N_ G G U 4 U 4 U 0 C Q g 0 0 S 0 04 C C ` tiCj 11 i i ISR L C ty Zj OC YC{ RSe , 7c O s iS r ._ O 7• 7Y C. rrG G C Q R• g G i R• g G V Td G Q G V G G rl SS G G V G i K G G G V 421n 170.0 820 170.0 435 170.0 744 170.0 478 170.0 888 170.0 508 170.0 992 170.0 519 170.0 1116 170.0 521 170.0 1240 170.0 521 170.0 1488 170.0 521 170.0 1735 170.0 521 154.4 1802 170.0 521 48 in 170.0 708 170.0 524 170.0 650 170.0 584 170.0 992 170.0 630 170.0 1133 170.0 681 170.0 1275 170.0 677 170,0 1417 170.0 860 157.7 1577 170.0 680 135.1 1577 170.0 660 118.2 1577 170.0 680 50.625 In 170.0 747 170.0 563 170.0 898 170.0 831 170.0 1046 170.0 684 170.0 1195 170.0 723 170.0 1345 170,0 747 170.0 1494 170.0 756 141.7 1495 110.0 750 121.5 1495 170.0 758 108.3 1495 170.0 75e 541n 170.0 797 170.0 612 170.0 958 170.0 691 170.0 11111 170.0 764 170.0 1275 170.0 803 188.1 1401 170.0 837 149.5 1401 170.0 858 124.6 1401 170.0 881 l0e.6 1401 170.0 861 93.4 1401 170.0 861 50 in 170.0 885 170.0 701 170.0 1083 170.0 797 156.5 1156 170.0 878 136.7 1156 167.0 928 123.3 1158 158.5 917 111.0 1158 149.7 910 02.5 1158 144.5 903 79.3 1158 144.5 903 69.4 1166 144.5 903 63 in 170.0 930 170.0 745 159.6 1049 170.0 850 137.0 1049 155.5 660 119.8 1049 141.7 846 108.5 1049 132.0 836 95.9 1049 125.5 828 79.9 1049 119.3 820 68.5 1049 i18.9 619 59.9 1049 118.9 819 66 to 166.8 955 170.0 789 139.0 955 151.3 804 119.1 955 133.7 788 104.2 955 121,4 775 02.6 955 112.6 765 83.4 955 106.4 757 88.5 955 99.8 749 59.8 955 98.7 746 52.1 955 98.7 746 0 72 in 528.5 803 134.9 897 107.0 803 114.9 882 91.8 803 101.1 870 80.3 803 91.2 859 71.4 803 63.9 649 84.2 803 78.8 812 53.5 800 72.2 632 45.9 803 69.8 628 40.1 803 69.7 027 1 78 109.2 721 114.1 620 91.0 721 97.0 85.1 605 68.3 721 78.5 595 60.7 721 70.1 586 54.6 721 85.4 579 45.5 721 59.4 589 39.0 721 58.8 564 34.1 721 58.1 583 781n 101.0 684 105.4 599 84.2 SU 89.4 64 78.4 576 63.1 684 70.4 567 66.1 884 64.4 558 50.5 884 59.9 551 42.1 664 51.1 541 38.1 684 51.3 538 31.6 684 50.6 534 901n 85.8 514 67.9 456 54.8 514 57.3 514 50.0 MO OA 514 44.6 433 36.5 514 40.5 42732.9 514 37.3 421 27.4 514 33.0 412 23.5 584 30.4 409 20.6 514 29.0 403 98 in 54.2 452 55.7 404 45.2 452 47.0 r1l21 452 40.9 390 33.9 452 38.4 384 30.1 452 32.9 378 27.1 452 30.3 373 22.8 452 26.6 385 19.4 452 24.2 359 18.9 452 22.8 355 108In 38.1 357 38.9 322 31.7 357 32.7 357 28.4 312 23.8 357 25.2 308 21.1 357 22.7 303 19.0 357 9 357 18.0 293 13.6 357 18.2 287 11.9 357 15.0283 Ill In 35.1 338 35,8 308 29.2 338 30.1 338 28.1 29e 21.9 338 23.1 202 19.5 338 20.6 288 17.5 338 a14.9246 6 338 18.5 278 12,5 338 14.8 273 11.0 338 13.8 269 1201n 27.7 289 2822 263 23.1 289 23.7 289 20.5 256 17.3 289 18.1 252 15.4 269 18.3 249 13.9 289 6 289 12.8 240 9.9 289 11.4 238 8.7 289 10.4 232 TAOC GO 1 r ul..0 vu 111M AnchorCa a Ity Table DO Z to Substrates 2.7kCom rate 3.5kConc. HCIIowCMU FUledCIiU PT Wood Metal AnchorClip Patterns Anchor Type: 3l16" Elco Uttraccn 114' EkoUltracon 6116' Elco1/4' UMracon 3116' Elco UR(Wcn 141 EkoUltracon SS Eko AggreGalor 6116' EIC0 unracon 114- SS EIC0 AggreGator q10 Steal #12 Steel Strew (G5) Scre,105) 1112 Steel SCrew (G5) Edge Uslance pn) 1" 2-112' 1" 2-112" 3.118 1" 2412' 1" 2412' 2' 318 2' 0.48" 0.54" Embedment n 13/4" 13/4' 1-3I4' 1314" 2' 1-14• 1414' 1-1/4• 1-114' 1.114" 1414" 2' 1-318' 1-16' 0.324" wiles 2 Anchors ® 4.76" Min. O.C. / Stardard or Offset Up (FIg. 1) 4 Anchors @ 1.15' Idin O.C.1 Standard (or Offset) Clip 09g 2) 4 Am hors @T Min. O.C. / (2) 26 Angle Clips 1(Rg. 3) 3 Anchors (dip 0.451611n. O.C. / U -Clip, Into.1217 Alum. (Flg_ 4f 1 Anchor/ F -Clip (Fig. 6) 2Anchms @ 1.16" Mtn O.CJ F-Cg. 6y 1 390 lbs 480 Ibs 780 Ibs II/A 196 lbs 240 Ibs 1 390 Ibs 700 Ebb 780 lbs IUA 105lbe 350 lbs 450 tbs IIIA 6601bs IIA 225106 N/A e90 lbs IIA 15W Ibs IIA 4451bs I IUA 1644 lbs IIA 1896 Ibs IIIA 822 w I IIA 2701bs N/A 5401bs IIA 13511)s IIIA 280 Ibs 380 lbs 560 Ibs IUA 140 Ibs 100 ItS 364 lbs 11/A IIIA IIA 1771os I IIIA 7401b6 RIA 760lbs IUA 370 lbs IVA 374 lbs 11IA 748 Ibs 11/A 187166 N/A 664 lbs IUA 880 los IUA 332 lbs IUA 946 lbs IUA 1892 IDs IIA 473 lbs IIA I 341 lbs 682166 68211)s IIIA 170 lbs 341 Ibs 1 442 lbs 885106 885 Ibs IIA 221 Ibs 442 Ibs 560 Ibs 1120Itis ti20 Ibs 1073 Ibs 280 IDs 560Ib6 NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN ANU ANUHUK VALUtJ AJ I Ht s I ANUAKU UL!r. FIGURE 1: 110 e FIGURE 2: FIGURE 3: e • • • ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: e e e ANCHOR CAPACITY ADJUSTMENT FORMULA: DP,.) X ( ANCHOR CAP.,,,,,,,, \ = ANCHOR CAP.- MULLION AP., 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. F_1.000" -I TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. - 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. 3,125" 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED 0•500" 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 .125 VX 3,125" X .5" MULLIONTHICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT (1" VF MULLION) 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. S a R w U H 111M Qa LU FIGURE 3: e • • • ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: e e e ANCHOR CAPACITY ADJUSTMENT FORMULA: DP,.) X ( ANCHOR CAP.,,,,,,,, \ = ANCHOR CAP.- MULLION AP., 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. F_1.000" -I TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. - 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. 3,125" 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED 0•500" 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 .125 VX 3,125" X .5" MULLIONTHICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT (1" VF MULLION) 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. S a R w U H LODU4 T RUV1SED complying wM the Florida 109INo -14 "-t lams Dade Product Controlk-YNIV 4f 11111111/// vze No. 58705 10 ar - 61; STATE OF S cotzlDP. C `\ A. LYP.E. FL P.E.# 58705 0) Qa LU Z to O WJ LU C) CD O M Z U CL cWi, L o:Zj rA X Z m o m.- 1n 1i i do a.• Z i - LODU4 T RUV1SED complying wM the Florida 109INo -14 "-t lams Dade Product Controlk-YNIV 4f 11111111/// vze No. 58705 10 ar - 61; STATE OF S cotzlDP. C `\ A. LYP.E. FL P.E.# 58705 TAR[ F RA TART P RR o 0. o= o wU JLL Anchor Capacity Table lbs i 6 O y til Anchor C lip Patterns Substrate: Mullion Capacity Table (ibsW) 3.5k Cone, OC Hollow CMU O Filled CMU PT Wood Metal 5118' Elco Elco Ultracon I/4' SS Elco 5/18' Elco 1/4' SS Elco #10 Steel #12 Steel Anchor Type: 3116' Elco Ultracon 114" Elco Ultracon Ultracon 3116' Elco Ultracon V4' AggreGator Uftrecon AggreGator Screw (G5) Screw (G5) 12 Steel Screw (G5) Edge Distance ft. 1' 2-1/2' 1' 24/2' 3.1/6' 1' 2-12' i' 2-112' 2' 3-1/8' 2' 0.48' 0.54' 0.324' Embedment (In): 1-314' 1-314' 1.314' 1-3/4" T 1-1/4' 1-114' 1-1/4' 1.114' 1-1/4' 1-1/4' 2' 1.318' 1318" edea 2 Anchors @ 4.75 Min. O.C. / Standard or Offset Clip (Fig. 182): 390 lbs 390 firs 450 lbs 890 lbs 1644 tbs 270 lbs 280 lbs 354 Ibs 740 lbs 374 lbs 664 lbs Opening Width (for vertically -spanning mUllons) or Opening Height (for horizonta)ly-spanning mUlions) 341 lbs 442 1b 580 Ibs 4 Anchors @ 2.25' Min. O.C. / Standard (or Offset) Clip (Fig. 3): 700 lbs 700 lbs 580 lbs 1410 lbs 952 lbs WA 560 Ibs WA 50 in NIA 880 lbs 60 In 682 lbs 885 lbs 70 In 8 Anchors @ 1.15' Min. O.C. / Standard (or Offset) CBp (Fig. 4y: 960 lbs 80 in WA WA 90 in WA 760 lbs 100 in WA WA 120 in WA 1383 lbs 140 in 2240 lbs 4 Anchors ® 3' Min. O.C_ / (2) 2x5 Angle Clips / (Fig. 5y: 160 In 780 lbs 1 x 4 x .126 Rectangular Loading TraplTdang. Loading Rectangular Loading TraplTdang. Loading Rectangular Loading Tra"ang, Loading Rectangular Loading TraplTdang. Loading Rectangular Loading TrapfTdang. Loading Rectangular Loading Trap/Tdang. Loading Rectangular Loading TraplTriang. Loading Rectangular Loading TmptTdang. Loading Rectangular Loading Trap/Tdang. Loafing Alum. rube Mullion ug¢ Q 1 F 1!4 F....-,.,. 3e 1320 lbs Is gad 1327 lbs R¢ 4 Anchors @ 0.45' Mtn. O.C. / U1Xip, Into .125 Alum. (Fig. 7): WA WA pg} Q 1 WA WA lY WA WA a WA WA WA 1430 tbs 2 Anchors ® 2.25 Min. O.CJ F•Clip (Fig. By.1 P_,. 350 lbs 290 lbs 705 lbs 476 @s WA 280 lbs WA 315 lbs WA 421n 170.0 620 170.0 435 170.0 744 170.0 478 170.0 868 170.0 508 170.0 992 170.0 519 170.0 1116 170.0 521 170.0 1240 170.0 521 170.0 1468 170.0 521 145.8 1469 170.0 521 127.6 1489 170.0 521 481n 170.0 708 170.0 524 170.0 650 170.0 684 170.0 992 170.0 630 170.0 1133 170.0 661 170.0 1275 170.0 677 158.3 1303 170.0 680 130.3 1303 170.0 680 111.7 1303 170.0 660 97.7 1303 170.0 680 60.025 In 170.0 747 170.0 563 170.0 696 170.0 631 170.0 1048 170.0 684 170.0 1195 170.0 723 156.1 1235 170.0 747 140.5 1235 170.0 758 117.1 1235 170.0 756 100.4 1235 170.0 758 87.6 1235 170.0 756 641n 170.0 797 170.0 612 170.0 958 170.0 691 170.0 1116 170.0 754 154.4 1158 170.0 803 137.2 1158 170.0 837 123.5 1158 170.0 856 102.9 1158 170.0 861 88.2 1156 170.0 881 77.2 1158 170.0 081 60 In 170.0 885 170.0 701 166.7 1042 170.0 797 142.8 1042 161.1 832 125.1 1042 146.7 815 111.2 1042 136.8 801 100.0 1042 130.2 791 63.4 1042 125.1 782 71.5 1042 125.1 782 62.5 1042 125.1 782 63 In 170.0 930 170.0 745 151.2 992 183.8 818 129.6 992 144.4 799 113.4 992 131.0 782 100.8 992 121.4 768 90.7 992 114.6 758 75.6 992 108.4 745 84.8 992 106.0 744 56.7 992 108.0 744 661n 165.4 947 170.0 789 137.8 947 148.0 786 118.1 947 130.3 768 103.4 947 117.7 752 91.9 947 108.7 738 82.7 947 102.2 727 68.0 947 95.1 713 59.1 947 94.0 711 51.7 947 94.0 711 721n 135.9 849 142.7 737 113.2 849 121.6 722 97.0 849 106.9 708 84.9 849 98.4 696 75.5 849 88.7 6811 67.9 849 82.7 675 56.6 849 75.3 659 48.5 849 72.5 652 42.5 940 72.4 651 J 76 in 115.5 762 120.7 665 96.3 762 102.6 652 82.5 762 90.0 640 72.2 762 80.9 629 64.2 782 74.2 820 57.8 762 69.2 60 48.1 762 62.8 602 41.3 762 59.9 597 36.1 762 59.4 595 2 781n 106.9 724 111.4 634 89.0 724 94.6 621 76.3 724 82.9 609 66.8 724 74.4 599 59.4 724 68.1 591 63.4 724 63.4 563 M.5 724 57.3 573 36.2 724 54.3 567 33.4 724 63.5 565 90 In 69.6 543 71.8 483 58.0 543 60.7 474 49.7 543 52.9 466 43.5 543 47.1 458 38.6 543 42.8 452 34.8 643 39.5 446 29.0 543 34.9 436 24.8 643 32.1 430 21.7 643 30.7 426 961n 57.3 478 68.9 427 47.8 478 49.7 419 40.9 478 43.2 412 35.8 478 38.5 406 31.8 478 34.8 400 28.7 478 32.0 395 23.9 476 28.1 386 20.5 478 25.6 380 17.9 478 24.2 376 1081n 40.3 377 41.1 341 33.5 377 34.6 335 28.8 377 30.0 330 25.2 377 26.6 325 22.4 377 24.0 321 20.1 377 22.0 317 16.8 377 19.0 310 14.4 1 377 17.1 304 III In 37.1 357 37.8 323 30.9 357 31.8 316 26.5 357 27.6 313 23.2 357 24.4 309 20.6 357 22.0 305 18.5 357 20.1 301 15.4 357 17.4 294 120 In 29.3 306 29.8 279 24.5 306 25.1 27421.0 306 21.7 270 18.3 306 19.2 267 18.3 308 17.3 263 144 in 17.0 212 17.2 1% TART P RR NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: FIGURE 8: FIGURE 9: FIGURE 5: FIGURE 6: FIGURE 7: ANGLE CLIP (FIGURES 5&6) MUST BE USED IN PAIRS. TABLE NOTES: ANCHOR CAPACITY ADJUSTMENT FORMULA: DPS,) X ( ANCHOR CAP.,.,,.) _ 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 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 .725" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 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, I8-8 S.S. OR 410 S.S. 1 1.000" r--- 1'X4"X.1251 MULLION 125" o 0. o= o wU JLL Anchor Capacity Table lbs i 6 O y til Anchor C lip Patterns Substrate: 2.7k Concrete 3.5k Cone, OC Hollow CMU O Filled CMU PT Wood Metal 5118' Elco Elco Ultracon I/4' SS Elco 5/18' Elco 1/4' SS Elco #10 Steel #12 Steel Anchor Type: 3116' Elco Ultracon 114" Elco Ultracon Ultracon 3116' Elco Ultracon V4' AggreGator Uftrecon AggreGator Screw (G5) Screw (G5) 12 Steel Screw (G5) Edge Distance ft. 1' 2-1/2' 1' 24/2' 3.1/6' 1' 2-12' i' 2-112' 2' 3-1/8' 2' 0.48' 0.54' 0.324' Embedment (In): 1-314' 1-314' 1.314' 1-3/4" T 1-1/4' 1-114' 1-1/4' 1.114' 1-1/4' 1-1/4' 2' 1.318' 1318" edea 2 Anchors @ 4.75 Min. O.C. / Standard or Offset Clip (Fig. 182): 390 lbs 390 firs 450 lbs 890 lbs 1644 tbs 270 lbs 280 lbs 354 Ibs 740 lbs 374 lbs 664 lbs 946 lbs 341 lbs 442 1b 580 Ibs 4 Anchors @ 2.25' Min. O.C. / Standard (or Offset) Clip (Fig. 3): 700 lbs 700 lbs 580 lbs 1410 lbs 952 lbs WA 560 Ibs WA 630 IM NIA 880 lbs WA 682 lbs 885 lbs 1120 lbs 8 Anchors @ 1.15' Min. O.C. / Standard (or Offset) CBp (Fig. 4y: 960 lbs 1400 lbs WA WA WA WA 760 lbs WA WA WA WA WA 1383 lbs 1770 lbs 2240 lbs 4 Anchors ® 3' Min. O.C_ / (2) 2x5 Angle Clips / (Fig. 5y: 780 lbs 780 lbs 690 lbs 1560 lbs 1896 lbs 540 lbs 5601bs WA 760 lbs 748 lbs 880 lbs 1892 lbs 662 lbs 885 lbs 1120 We 6 Anchors ® 3' Min. O.C. / (2) 20 Angle Clips I (Fig. 8): 1170 lbs 1170 lbs 1020 lbs 23401bs 2844 lbs 810 ft 840 1b N/A 1140 Iba 1122 lbs 1320 lbs 2838 lbs 1022 lbs 1327 lbs 1680 tbs 4 Anchors @ 0.45' Mtn. O.C. / U1Xip, Into .125 Alum. (Fig. 7): WA WA WA WA WA WA NIA WA WA WA WA WA WA NIA 1430 tbs 2 Anchors ® 2.25 Min. O.CJ F•Clip (Fig. By.1 350 lbs 350 lbs 290 lbs 705 lbs 476 @s WA 280 lbs WA 315 lbs WA 4401bs WA 341 lbs 442 lb. 560 lbs 4 Anchors ® 1.15' Min. O.C) F•Clip (Fig. 9YI 480 lbs 700 lbs WA WA WA WA 380 lbs WA WA WA WA WA 682 lbs 865lbs 1 1120 lbs NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: FIGURE 8: FIGURE 9: FIGURE 5: FIGURE 6: FIGURE 7: ANGLE CLIP (FIGURES 5&6) MUST BE USED IN PAIRS. TABLE NOTES: ANCHOR CAPACITY ADJUSTMENT FORMULA: DPS,) X ( ANCHOR CAP.,.,,.) _ 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 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 .725" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 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, I8-8 S.S. OR 410 S.S. 1 1.000" r--- 1'X4"X.1251 MULLION 125" PRODUCT REVISED u cornplytng with the Florida Building Lode, 4AcwptmovNo • %ol tt1111f//!/ oGENSF' F,p No. 5(3705 S rA E A. LYNN M LVM\, P.E. FL P.E.# 58705 o 0. o= o wU JLL i 6 O y til Z OC W O WJWco W 10- 0 M J Z LU L s I XZ• J T1_ Rt K a Z u•'' Z i C) i`0 C-4 i4 Rr fCn R/J M o E- Q m,y A ss s PRODUCT REVISED u cornplytng with the Florida Building Lode, 4AcwptmovNo • %ol tt1111f//!/ oGENSF' F,p No. 5(3705 S rA E A. LYNN M LVM\, P.E. FL P.E.# 58705 TABLE 7A Mullion Capacity Table IbsW Opening Width (forverticalty-spannirig mullions) orOpening Height (for horitontalty-spanNng mullions) 50 in 60 In 70 in 80 in 90 in lob in 120 In 140 In 160 in I x 4 X .37b Rectangular Ttapridang. Rectangular/TdTrepfTdang. Rectangular Trapang. Rectangular TraplTdang. Rectangular Trap/Tdang. Rectangular TrapfTdang. Rectangular Trep/Tdang. Rectangular Traplidang. Rectangular TreplTdang. Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loadng loading Loading Loading Loading Alum. Tube A CL Mullion ME 11, 421n 170.0 620 170.0 435 170.0 744 170.0 478 170.0 888 170.0 We 170,01 992 170.0 519 170.0 1116 170.01 521 170.0 1240 170.0 521 170.0 1488 170.0 521 170.0 1735 170.0 521 170.0 1983 170.0 521 481n 170.0 708 170.0 524 170.0 850 170.0 584 170.0 992 170.0 630 170.0 1133 170.0 661 170.0 1275 170.0 1 677 170.0 1417 170.0 680 170.0 1700 170.0 630 170.0 1983 170.0 680 151.8 2024 170.0 680 50.625 in 170.0 747 170.0 563 170.0 896 170.0 631 170.0 1046 170.0 684 170.0 1195 170.0 723 170.0 1345 170.0 747 170.0 1494 170.0 756 170.0 1793 170.0 756 156.0 1919 170.0 768 136.5 1919 170.0 758 541n 170.0 797 170.0 612 170.0 958 170.0 691 170.0 1116 170.0 754 170.0 1275 170.0 803 170.0 1434 170.0 837 170.0 1594 170.0 856 159.9 1799 170.0 661 137.1 1799 170.0 881 120.0 1789 170.0 881 601n 170.0 865 170.0 701 170.0 1063 170.0 797 170.0 1240 170.0 878 170.0 1417 170.0 944 1170.0 15% 170.0 998 155.5 1619 170.0 1033 129.8 1619 170.0 1063 111.0 1619 170.0 1063 97.2 1618 170.0 1063 63 in 170.0 930 170.0 745 170.0 1116 170.0 650 170.0 1302 170.0 940 170.0 1488 170.0 1015 166.7 1542 170.01 1076 141.0 1542 170.0 1122 117.5 1542 1 168.5 1158 100.7 1542 167.9 1157 88.1 1542 167.9 1157 661n 170.0 974 170.0 769 170.0 1169 170.0 903 170.0 4 0364170.0 102 160.6 1472 170.0 1086 142.8 1472 168.8 1148 128.5 1472 158.8 1130 107.1 1472 147.8 1108 91.8 1472 146.0 1104 80.3 1472 146.0 1104 i 721n 170.0 1063 170.0 878 170.0 1275 170.0 1009 150.8 1320 166.2 1101 132.0 1320 149.9 1082 117.3 1320 137.6 1066 105.6 1320 128.6 1049 88.0 1320 117.0 1024 75.4 1320 112.6 1013 88.0 1320 112.5 1012 J761n 170.0 1122 170.0 937 149.6 1184 159.4 1013 128.2 1164 139.9 994 112.2 t184 125.7 978 99.7 1184 115.3 964 89.8 1184 107.5 952 74.8 1184 97.6 935 64.1 1184 93.1 927 1 56.1 1184 92.3 925 781n 166.1 1124 170.0 967 138.4 1124 147.0 965 118.6 1124 128.8 947 103.8 1124 115.6 931 92.3 1124 105.8 916 83.0 1124 95.5 908 69.2 1124 89.0 00 59.3 1124 84.3 881 51.9 1124 83.2 878 901n 106.1 644 111.5 760 90.1 1 644 94.3 736 77.2 844 82.1 724 67.6 844 73.3 712 60.1 844 68.5 702 64.0 844 61.4 693 45.0 844 54.2 878 36.6 844 50.0 668 33.8 844 47.7 662 961n 89.1 742 91.5 663 74.2 742 77.2 652 63.6 742 67.2 641 55.7 742 59.6 631 49.6 742 54.1 1 622 44.5 742 49.8 6t4 37.1 742 43.6 600 31.8 742 39.8 590 27.8 742 37.5 584 Joe in 82.8 586 63.9 530 52.1 588 63.8 521 44.7 686 46.6 513 39.1 588 41.4 505 34.8 586 37.3 498 31.3 586 34.2 492 28.1 586 29.6 481 22.3 566 26.8 472 19.5 586 24.7 466 1111n 57.6 555 58.8 603 48.0 555 49.5 495 41.2 655 42.9 487 38.0 555 38.0 480 32.0 555 34.2 473 28.8 555 31.3 487 24.0 555 27.1 457 20.6 555 24.3 448 16.0 555 22.4 442 1201n 45.6 476 48.4 433 38.0 475 39.0 426 32.6 475 33.7 420 28.5 475 29.8 414 25.3 475 26.8 409 22.8 475 24.5 404 19.0 475 21.1 395 16.3 475 18.7 387 14.3 475 17.2 381 144 In 26.4 330 26.7 305 22.0 330 22.4 301 16.9 330 19.3 297 16.61 330 17.0 293 TABLE 79a ANCHOR CAPACITY ADJUSTMENT FORMULA: NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHUK VALUES AS THE S ANDAKU ULlr. FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: FIGURE 8: FIGURE 9: FIGURE 5: FIGURE 6: FIGURE 7: ANGLE CLIP (FIGURES 5&6) MUST BE USED 1N PAIRS. DP.) X( ANCHOR CAR„n,,,,\ _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 1.062• f --- TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS 4.000" SHOWN ON SHEETS 21-23. 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 .125" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 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. 5. i 1.000" r-- 4.000" 1'X4"X.375' I 1'X4"X.375' T' -MULLION MULLION J g Anchor Ca a Ity Table lbs it Substrate: 2.7k Concrete 3.5k Cono. Hollow CMU Filled CMU PT Wood Metal 5116' Elco114' SS Eloo 5116' Elco 114' SS Elco 10 Sleet 12 Steel 12 Steel Anchor Type: 3116• Elco Ultmcon 114" Elco lAtraecn U1Uacon 3116' Elco Ultracon 114' Elco Ultrecon AggraGatw Ultrecon AggreGator Screw (G6) Screw (05) Screw (05) Anchor Clip Patterns Edge Distance (In): 1" 2-11Y 1" 2-1rr 3-118' i" 2-112' 1" 2-1W 2' 3.118' 2` 0.48' 0.54" 0.324" Embedment an): 1-314' 1.314' 0/4' 1.3/4' 2' 1-114' 1-114' 1-114" 1.114' 1-114' 1-114' 2' 13/8' 1318' jades 2 Anchors @ 4.75' Min. O.C. / Standard or Offset Clip (Fig. W). 390 lbs 390 lbs 450 lbs 890 lbs 1844 tbs 270 lbs 280lbs 354 lbs 740 lbs 374 lbs 664 lbs 946 lbs 341 Ills 442 lbs 560 Ibs 4 Anchors ® 2.25' Min. O.C. / Standard (w ONset) Clip (Fig. 3): 700 lbs 700 lbs 580 lbs 1410 lbs 952 lbs N/A 560 lbs NIA 630 lbs WA 880 lbs WA 682 tbs 885 lbs 1120 lbs 8 Anchors 6 1.15' Min. O.C. I Standard (or Offset) Clip (Fig. 4): 960%s 1400 Ibs WA WA NIA NIA 700 lbs NIA WA NIA NIA WA 1383 lbs 1770 lbs 2240 lbs 4 Anchors @ 3' Min. O.C.1(2) 2x5 Angle Clips / (Fig. 5): 760 lbs 780 lbs 680 lbs 1560 lbs 1896 lbs 540 lbs 660 lbs NIA 760 lbs 748 lbs Soo 1bs 1892 lbs 682 Ibs 885 lbs 1120 Ibs 8 Anchors ® 3' Min. O.C. / (2) 2x5 Angle Clips / (Fig. 8): 1170 Ibs 1170 lbs 1020 lbs 2340 lbs 2844 lbs 810 lbs 8401bs WA 1140 We 1122 lbs 1320 lbs 2838 lbs 1022 lbs 1327 lbs 1680 lbs 4 Anchors ® 0.45' Min. O.C. / U-Cllp, Into .125' Alum. (Fig. 7): NIA WA WA NfA WA N/A WA NIA NIA WA WA N/A NIA NIA 1430 lbs 2 Anchors 2.25" Min. O.CJ F•Clip (Fig. 8): 350 lbs 350 lbs 290 lbs 705 lbs 478 lbs WA 280 lbs WA 315 lbs WA 440 lbs WA 341 lbs 442 lbs 560 lbs 4 Anchors ® 1.15' Min. O.CJ F -Clip (Fig. 9). 480 lbs 700 lbs WA WA WA WA 380 lbs WA WA WA WA WA 662 Ibs 885 lbs 1120 lbs NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHUK VALUES AS THE S ANDAKU ULlr. FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: FIGURE 8: FIGURE 9: FIGURE 5: FIGURE 6: FIGURE 7: ANGLE CLIP (FIGURES 5&6) MUST BE USED 1N PAIRS. DP.) X( ANCHOR CAR„n,,,,\ _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 1.062• f --- TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS 4.000" SHOWN ON SHEETS 21-23. 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 .125" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 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. 5. i 1.000" r-- 4.000" 1'X4"X.375' I 1'X4"X.375' T' -MULLION MULLION J g ODMRBVISED a raplying wiLb I,b e irlattds V_ P__4 r O 0 9i 4i>__ad uct Conuu) " LYNN CFNs, Q No. 58705 'k liv11 -ATE F 5. S A. LYNN MkL R, P.E. FL P.E.# 58705 it 966 ODMRBVISED a raplying wiLb I,b e irlattds V_ P__4 r O 0 9i 4i>__ad uct Conuu) " LYNN CFNs, Q No. 58705 'k liv11 -ATE F 5. S A. LYNN MkL R, P.E. FL P.E.# 58705 TARI F AA TARI F AR t'dLL x 5 AnchorCe aci Table lbs 0oa sZ Uj U AnchorClip Pattems Mullion Capacity Table lbs/e 3.5kConc. HoilowCldU FIW CMU PT Wood bletat U16" Elco114' SS Elco 5&16" Elco 114' SS Elco #10 Steel #12 Steel Anchorlype 3/1S' Elco Ultracon 114" Elco Ultracon Ul racon 3116' Elco Utlracort 114' ElcoURracon AggreGator Ullracon AggreGalor Screw(155) Strew (135) 12 Steel SCM (G5) 2 Anchors @ 4.75" kttn. O.C. r Standard Edge Olstance pn) 1" 2-112' 1' 2411 3-118' 1' 2-112' 1' 2-V2 2 3.176" 2' 0.48' 0.54' 0.324" Embedment onji1314' 13&4' 13141 1314' 2' 1-1/4' 1414' 1414' i -t/4' 14/4' 1-114' 2' 1-318' 13&8' or Met Clip (Fig 1): 300 Ibs 390 Its 450 lbs 890 lbs 1644 Itis 270 1)3 280 lbs 351 lbs 740 lbs 374 Itis 664 lbs 946 Its 1 341 IDs 442 Its Opening Width (for vertically -sparring mullions) or Opening Height for horizDr tagy-spanning mullions) 700 Itis IIIA IIIA IVA IIIA SW lbs 141A IIIA II/A IIIA II/A 682 lbs 50 in 1120 lbs 4 Anchors @ 3' I,lIn. O.C.1(2) 2(5 Angle Clips / (Fig 3) 60 in 780 Itis 680 Itis 701n 1606 lbs 5401bs 80 In NIA 760 lbs 90 In am lbs 1892 Its 10 in 885 Itis 1120 lbs 120 in IIIA IIIA 140 In It/A IIIA 1801n IIIA 1.26" x Rectangular Loafing Trapri'dang. Loading Rectangular Loafing Trap/Tifang. Loading Rectangular Loafing Trspadeng. Loaang Rectangular Loading Traprrdeng. Loafing Rectangular Loading Trapriliang. Loading Rectangular Loafing Trap/Tdang. Loading Rectangular Loafing Tr8p/Tdang. Loafing Rectangular Loading Traprrdang. Loafing Rectangular Loading Traprrdang. Loading 3.188" x n Alu Tube Mull 0unpplqq 170 Itis qqp Fish 240 lbs u}jqpqq NIA 190 Itis is WA IIIA 341 lbs 442 ICs V U t; V c EapqcVUis 42 in 170.0 620 170.0 435 170.0 744 170.0 478 170.0 868 170.0 506 170.0 992 170.0 519 170.0 1118 170.0 521 170.0 1240 t70.0 521 170.0 1488 170.0 521 170.0 1735 170.0 521 151.6 1769 170.0 521 48 in 170.0 708 170.0 524 170,0 650 170.0 584 170.0 992 170.0 630 170.0 1133 170.0 681 170.0 1275 170.0 677 170.0 1417 170.0 680 154.8 1546 170.0 680 132.7 1548 170.0 680 118.1 1648 170.0 680 50.826 in 170.0 747 170.0 563 170.0 896 170.0 631 170.0 1048 170.0 684 170.0 1195 170.0 723 170.0 1345 170.0 747 167.0 1488 170.0 756 139.2 1468 170.0 766 119.3 1468 170.0 756 104.4 1468 170.0 756 641n 170.0 797 170.0 612 170.0 958 170.0 691 170.0 1116 170.0 754 170.0 1275 170.0 803 163.1 1376 170.0 837 146.8 1376 170.0 868 172.3 1376 170.0 861 104.8 1378 170.0 861 91.7 1378 170.0 661 60 in 170.0 885 170.0 701 170.0 1063 170.0 797 156.9 1158 170.0 878 139.0 1158 167.4 830 123.6 1158 158.8 919 111.2 1158 150.0 912 92.7 1158 144.8 905 79.4 1158 144.8 905 69.5 1158 144.8 905 63 In 170.0 930 170.0 745 160.1 105t 170.0 850 137.2 1051 155.9 862 120.1 1051 142.0 848 106.7 1051 132.3 837 86.1 1051 125.7 830 60.1 1051 119.5 822 68.6 1051 119.1 821 60.0 1051 119.1 21 66 In 187.1 957 170.0 789 139.3 957 151.6 805 119.4 957 134.0 790 104.4 957 121.6 777 92.8 957 112.8 767 83.6 957 106.6 759 69.6 957 100.0 750 59.7 057 98.9 748 52.2 957 98.9 748 C 72 in 128.7 804 1352 698 107.3 804 115.2 684 91.9 804 101.3 671 80.4 604 91.4 660 71.5 804 04.1 650 64.4 804 78.8 643 53.6 804 72.3 633 46.0 804 69.9 629 40.2 804 69.8 628 781n 109.4 722 114.4 630 012 722 972 618 78.2 722 85.3 606 68.4 722 76.7 506 80.6 722 70.3 588 54.7 722 65.5 580 45.8 722 59.5 570 39.1 722 56.7 565 34.2 722 56.2 564 78 in 101.2 685 105.6 600 64A 685 89.8 588 72.3 605 78.5 577 63.3 685 70.5 668 66.2 685 64.5 560 50.6 665 80.1 553 42.2 685 64.3 543 36.2 885 51.4 537 31.6 685 50.7 536 901n 65.9 515 68.0 457 64.9 515 57.5 449 47.1 515 50.1 441 41.2 515 44.7 434 36.6 515 40.6 428 33.0 515 37.4 422 27.5 515 33.1 413 23.5 515 30.5 407 20.6 515 29.1 404 961n 64.3 453 65.8 404 45.3 453 47.1 397 38.8 453 41.0 391 33.9 453 36A 385 30.2 453 33.0 379 27.2 453 30.4 374 22.6 453 26.6 366 19.4 453 24.3 360 17.0 453 229 356 108 In 36.1 358 39.0 323 31.8 356 32.8 318 27.2 358 26.4 313 23.8 358 252 306 21.2 358 22.7 304 19.1 358 20.8 300 15.9 356 18.0 293 III In 35.1 336 35.6 306 29.3 338 30.1 301 25.1 338 26.1 297 22.0 338 23.2 203 19.5 336 20.9 289 17.6 338 19.1 285 120 in 27.8 290 28.3 264 23.2 290 23.8 260 19.9 290 20.6 256 17.4 290 18.2 263 15A 290 16.4 249 144 In 16.1 201 18.3 188 TARI F AR NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. FIGURE 1: e FIGURE 2: FIGURE 3: ANGLE CLIP MUST e e BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: e e ANCHOR CAPACITY ADJUSTMENT FORMULA: DPS,) X ( ANCHOR CAP,_ 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. TABLE NOTES: 1) SEE SHEET i FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 BEA MINIMUM OF .125' THICK. STEEL STUDS TO BEA MINIMUM GRADE 33 AND 045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 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. I -1.25V--I 3.188" 285" I 1.25' X 3.188' X .265' MULLION 1-114' VF MULLION) t'dLL x 5 AnchorCe aci Table lbs 0oa sZ Uj U AnchorClip Pattems Substrate: 2.7kConcrete 3.5kConc. HoilowCldU FIW CMU PT Wood bletat U16" Elco114' SS Elco 5&16" Elco 114' SS Elco #10 Steel #12 Steel Anchorlype 3/1S' Elco Ultracon 114" Elco Ultracon Ul racon 3116' Elco Utlracort 114' ElcoURracon AggreGator Ullracon AggreGalor Screw(155) Strew (135) 12 Steel SCM (G5) 2 Anchors @ 4.75" kttn. O.C. r Standard Edge Olstance pn) 1" 2-112' 1' 2411 3-118' 1' 2-112' 1' 2-V2 2 3.176" 2' 0.48' 0.54' 0.324" Embedment onji1314' 13&4' 13141 1314' 2' 1-1/4' 1414' 1414' i -t/4' 14/4' 1-114' 2' 1-318' 13&8' or Met Clip (Fig 1): 300 Ibs 390 Its 450 lbs 890 lbs 1644 Itis 270 1)3 280 lbs 351 lbs 740 lbs 374 Itis 664 lbs 946 Its 1 341 IDs 442 Its varies 560 lbs 4 ArKhwrs @ 1.15- IAin O.C. / Standard (or Offset) Clip (Fig 2)' 480 lbs 700 Itis IIIA IIIA IVA IIIA SW lbs 141A IIIA II/A IIIA II/A 682 lbs 885 Its 1120 lbs 4 Anchors @ 3' I,lIn. O.C.1(2) 2(5 Angle Clips / (Fig 3) 780 lbs 780 Itis 680 Itis 156D Itis 1606 lbs 5401bs 560 lbs NIA 760 lbs 748 lbs am lbs 1892 Its 682 lbs 885 Itis 1120 lbs 4 Amhors ® 0.45" 61in. O.C. / U -Clip, Into .125' Alum. (Fig. 4) IIIA IIIA II/A It/A IIIA NIA IIIA NIA IIIA N/A IIIA IIIA IIIA IIIA 1430 its 1 Anchor! F4;Bp (Fig- 4 195I1)s 195 Itis 225 lbs 445 lbs 822 Its 135 Itis 140 Its 177 IDs 370lbs 187 Itis 3321)5 473 Its 170 Itis 221 lbs 280 lbs 2 Anchors @ 1.15' Mn O.C1 Fa g. 6' 1 240 lbs 350 Its N/A IIIA NIA N/A 190 Itis N/A IIIA WA IIIA WA 341 lbs 442 ICs 660 IDs NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. FIGURE 1: e FIGURE 2: FIGURE 3: ANGLE CLIP MUST e e BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: e e ANCHOR CAPACITY ADJUSTMENT FORMULA: DPS,) X ( ANCHOR CAP,_ 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. TABLE NOTES: 1) SEE SHEET i FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 BEA MINIMUM OF .125' THICK. STEEL STUDS TO BEA MINIMUM GRADE 33 AND 045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 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. I -1.25V--I 3.188" 285" I 1.25' X 3.188' X .265' MULLION 1-114' VF MULLION) Z O J J W o 2 t'dLL x 5a! 4r YY a u. o 0oa sZ Uj U Z O J J W o 2 t'dLL x 6 co CL Z 00Itaatoe lbs Florida xq No . 0 ( LYNN i No. 58705 s AlZ W5 710RtDA •''\ A. LYNNI (.LLF3; P.E. FL P.E.# 58705 TART F AA TAR! G OR sm I 011M AnchorCa acity Table (Ibs LLJ Anchor Clip Patterns Substrate: Mullion Capacity Table (lbelftz) 3.6k Cone. W HoBaN CAtU Filled CMU PT Wood Metal 5118" Elco Elco Uilracon 1/4' SS Elco 918' Elco 114" SS Elco #10 Steel #12 Steel Anchor Type: 3118' Elco Urirecon 1!4• Etco Ultrecon Uttmoon 3118' Elco Uttraoon 114' AggfeGator Ultracon AggreGator Screw (G5) Screw (G5) 12 Steel Screw (G5) Edge Distance (n): 1' 2-112" 1" 2-112' 3-1/8' 1' 2-112" 1" 2-112' 2- 3-118" 2' 0.48' 0.54" 0.324' Embedment On): 1-314' 1-314" 1-3/4' 1-3/4' T 1.1/4' 1-114' 1-1/4' 1-1/4' 1-1/4' 1-114" 2' 1-318" 1-318' varies 2 Anchors a 4.75' Min. O.C. ! Standard or Offset Clip (Fig. ly 390 lbs 390 Ibs450 lbs 890 tbs 1644 lbs _ 270 ft 280 tbs 354 lbs 740 lbs 374 lbs 664 lbs 946 lbs Opening Width (forverlicaly-spanning muflion9) or Opening Height (for horizontaly-spanning mullions) 442 Ibs 560 lbs 4 Anchors @ 1.15' Min. O.C. / Standard (or Onset) Clip (Fig. 2): 480 lbs 700 lbs WA NIA NIA WA 380 tbs WA N/A 50 in WA WA 60 in 885 lbs 1120 lbs 701n 780 lbs 700 lbs So In 1560 lbs 18961 90 In 560 lbs N/A 100 in 748 lbs 880 lbs 1201n 682 lbs 885 lbs 140 In 3 Anchors @ 0.54' Min. O.C. / U -Clip, into .100" Alum. (Fig. 4): NIA 160 In WA 1.2b X 3.2b Rectangular Loading Trap/Triang. Loafing Rectangular Loading TraplTdang. Loading Rectangular Loading Traprrdang. Loading Rectangular Loading TrapJTriang. Loading Rectangular Loading Trep(Mang. Loading Rectangular Loading Trap/Tdang. Loading Rectangular Loading Trap/Trtang. Loading Rectangular Loading Trap/Tdang_ Loading Rectangular Loading Trap/Trfang, Loading x .100 Alum. Tube Mullion P 370 lbs 167 lbs 332 lbs 473 lbs 170 lbs 221 lbs 280 lbs 2 Anchors @ 1.15' Min. O.C./ F -Clip (Fig. 8j 240 lbs j 350 lbs I WA NIA WA 190 Ibs WA I NIA WA WA WA 341 lbs 442 lbs 580 ft 42 in 170.0 620 1 170.0 435 170.01 744 170.0 1 478 170.0 868 170.0 508 170.0 992 170.0 519 11170.0 1116 1 170.01 521 153.31 1118 170.01 521 1 127.7 MS 1 170.0 521 1409.5 1118 1 170.0 1 521 95.8 1118 170.0 521 481n 170.0 708 1 170.0 524 170.0 850 170.0 684 167.6 978 170.0 630 146.7 978 170.0 661 130.4 978 170.0 677 117.3 978 110.0 680 97.8 978 170.0 680 83.8 978 170.0 680 73.3 978 170.0 680 50.825 in 170.0 747 170.0 563 170.0 898 170.0 631 150.7 927 170.0 684 131.9 027 188.5 708 117.2 927 159.1 699 105.5 927 158.3 696 87.9 927 156.3 695 75.4 927 156.3 685 65.9 927 158.3 695 54 In 170.0 797 170.0 612 154.5 889 170.0 691 132.5 869 153.9 683 115.9 869 141.8 669 103.0 869 134.0 660 92.7 689 129.8 854 77.3 689 128.8 652 66.2 869 128.8 652 57.9 889 128.8 652 60 in 143.2 746 163.8 634 1 119.4 748 1 132.3 620 1102.3 1 746 117.8 1 608 1 89.5 748 107.8 599 79.6 746 101.0 592 71.6 746 96.8 587 59.7 746 93.3 563 51.2 748 93.3 583 44.8 746 93.3 583 63 In 123.7 877 132.01 579 103.1 677 113.2 568 88.4 877 100.4 555 77.3 877 91.4 546 68.7 677 65.2 539 61.9 677 61.0 534 51.8 677 77.0 529 1 44.2 677 78.7 529 38.7 677 78.7 529 66 In 107.8 817 114.1 530 89.7 617 97.6 519 76.9 817 88.3 509 67.3 617 78.3 500 59.8 817 72.6 494 53.8 617 68.7 489 44.8 817 64.4 463 38.4 817 63.7 482 33.6 617 63.7 482 72 in 82.9 518 87.1 450 69.1 518 74.2 440 59.2 518 85.2 432 51.0 518 68.8 425 48.1 518 54.2 419 41.4 516 50.7 414 34.5 518 46.6 408 29.6 518 45.0 405 25.9 518 45.0 405 761n 70.6 465 73.7 406 58.7 465 62.6 398 50.3 485 54.9 390 44.1 465 49.4 384 39.2 465 45.3 378 35.2 465 42.2 374 29.4 465 38.3 367 25.2 465 38.5 384 22.0 465 36.2 363 78 in 65.2 441 68.0 3117 64.3 441 57.7 379 46.6 441 50.6 372 40.8 441 45.4 366 36.2 441 41.6 360 32.6 441 38.7 356 27.2 441 34.9 349 23.3 441 33.1 348 20.4 441 32.7 345 90 in 42.4 332 1 43.6 1 295 35.4 332 37.0 289 1 30.3 332 32.3 284 26.6 332 28.8 280 23.8 332 26.1 276 21.2 1 332 24.1 272 17.7 332 21.3 1 268 15.2 332 19.6 262 13.3 332 16.7 1 260 90 In 35.0 20t 35.9 280 29.1 291 30.3 256 25.0 291 20.4 252 21.9 1 291 23.5 24e 19.4 281 21.3 244 17.5 291 19.5 241 14.8 291 17.1 238 12.5 291 15.6 232 i08in 24.8 230 25.1 208 20.5 230 21.1 205 17.5 230 18.3 201 15.4 230 16.2 198 111 in 22.6 218 23.1 197 18.9 218 19.4 194 16.2 218 16.8 191 14.1 218 14.9 188 120 in 17.9 187 1e.2 170 14.9 187 15.3 167 TAR! G OR FIGURE 1: FIGURE 2: sm I 011M AnchorCa acity Table (Ibs LLJ Anchor Clip Patterns Substrate: 2.7k Concrete 3.6k Cone. W HoBaN CAtU Filled CMU PT Wood Metal 5118" Elco Elco Uilracon 1/4' SS Elco 918' Elco 114" SS Elco #10 Steel #12 Steel Anchor Type: 3118' Elco Urirecon 1!4• Etco Ultrecon Uttmoon 3118' Elco Uttraoon 114' AggfeGator Ultracon AggreGator Screw (G5) Screw (G5) 12 Steel Screw (G5) Edge Distance (n): 1' 2-112" 1" 2-112' 3-1/8' 1' 2-112" 1" 2-112' 2- 3-118" 2' 0.48' 0.54" 0.324' Embedment On): 1-314' 1-314" 1-3/4' 1-3/4' T 1.1/4' 1-114' 1-1/4' 1-1/4' 1-1/4' 1-114" 2' 1-318" 1-318' varies 2 Anchors a 4.75' Min. O.C. ! Standard or Offset Clip (Fig. ly 390 lbs 390 Ibs450 lbs 890 tbs 1644 lbs _ 270 ft 280 tbs 354 lbs 740 lbs 374 lbs 664 lbs 946 lbs 341 lbs 442 Ibs 560 lbs 4 Anchors @ 1.15' Min. O.C. / Standard (or Onset) Clip (Fig. 2): 480 lbs 700 lbs WA NIA NIA WA 380 tbs WA N/A WA WA WA 682 lbs 885 lbs 1120 lbs 4 Anchors @ 3" Min. O.C.1(2) 2x5 Angle Clips / (Fig. 3): 780 lbs 700 lbs 680 lbs 1560 lbs 18961 540 lbs 560 lbs N/A 760 lbs 748 lbs 880 lbs 1892 lbs 682 lbs 885 lbs 1120 lbs 3 Anchors @ 0.54' Min. O.C. / U -Clip, into .100" Alum. (Fig. 4): NIA WA WA WA NIA WA NIA NIA NIA NiA WA WA WA WA 950 lbs 1 Anchor/ F -alp (Fig. 5): 195% 195lb. 225 [be 445 lbs 822 The 135 lbs 140 lbs 177 lbs 370 lbs 167 lbs 332 lbs 473 lbs 170 lbs 221 lbs 280 lbs 2 Anchors @ 1.15' Min. O.C./ F -Clip (Fig. 8j 240 lbs j 350 lbs I WA NIA WA 190 Ibs WA I NIA WA WA WA 341 lbs 442 lbs 580 ft FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP MUST e e BE USED 1N PAIRS. FIGURE 4: FiGURE 5: FIGURE 6: o e e ANCHOR CAPACITY ADJUSTMENT FORMULA: CHORMULLION CAP.,,,,,/ DP X ANCHOR 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. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 BE AT 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. 1.25"X 3.26'X.`100' MULLION 100" 0000.. 0000.. 0000 0 0. a O w U sm I 011M FIGURE 3: ANGLE CLIP MUST e e BE USED 1N PAIRS. FIGURE 4: FiGURE 5: FIGURE 6: o e e ANCHOR CAPACITY ADJUSTMENT FORMULA: CHORMULLION CAP.,,,,,/ DP X ANCHOR 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. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 BE AT 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. 1.25"X 3.26'X.`100' MULLION 100" 0000.. 0000.. 0000 0 0. a O w U 0000.. 009.6• . • J . 0000•• 0000•• a • • •0000• RODUCf' REVISED ild e A em./t e with the Pta uinns .•..-- s 1111111/ LYNN NO. ENS No. 58705 T S AATF • S ........ • 5N` A. LYNN MILLP.E. FL P.E.# 68705 sm LLJ W U) O U0 CID_j W j i m J o U Z Q 0) T- o O O X Z o N aa 00 ex10 SC c`! Q 0000.. 009.6• . • J . 0000•• 0000•• a • • •0000• RODUCf' REVISED ild e A em./t e with the Pta uinns .•..-- s 1111111/ LYNN NO. ENS No. 58705 T S A ATF • S ........ • 5N` A. LYNN MILLP.E. FL P.E.# 68705 rA01 C 4AArnuL{ Ivn y1 AnchorCepeclty Table (lbs) AnehorCllp Pattems Substrate. 2.7K Concrete 3.51c Conc. I Hollow CMU Filled Cb1U PT Wood Metal 5116" Elco V4" SS Eko 5116' Eko 114' SS Elco q10 Steel #12 Steel Anchor type: 3x16' Elco Utlracm 1/4" EkoUtlraton Utlracon 3116' Elco Uttracon 114" Eko Ultracon AggreGelor Ultracon AggreGalor Screw (G5) Screw (G5) 012 Steel Screw(G5) Edge Dlstance pn) 1" 2412' 1" 2-112' 3118" 1" 2-112' 1" 2417' 2' 3-118" 2' 0.48" 0.54' 0.$24" Embedment ony 13/4" 1314" 1314" 1314" 2' 1-1/4" 1-114" 1414" 1-1.14" 1-1/4" 1.14" 2' 1-318" I -Mr varies 2 Anchors ® 4.75 hUn O.C. / Standard or 00set Clip (Fig. i) 4 Anchors @ 1.15' Min O.C. / Standard (or Onset) Up (Fig 4 4 Amhm @ 3' MIn. O.C.1(2) 2t5Angle ClIps I (Fig. 3) 390 ft 480 lbs 7801bs 390 lbs 700 lbs 78D lbs 4501bs N/A 680 abs 890 lbs IUA 1560 lbs 1644 lbs NIA 18®6 lbs 270 lbs IUA 540 lbs 280 lbs 310 lbs 560 lbs 354 tbs IUA 141A 740 lbs IUA 760lbs 1 374 lbs II/A 748 lbs 664 Ibs NIA 8801bs 846 ID6 IUA 1892 lbs 341 lbs 682 tbs 442 ahs 885 ft 560 lbs 1120 lbs 112D lbs 3Anchors ® 0.54" /din. O.C. / UCOp, into .'100 Alum. (Fig. 4) 11/A IVA N/A IUA NIA Mullion Capacity Table pbsNtl) I1lA IIIA IUA 11/A IUA IUA LVOlbs W 050106 1 AnchorI FCfip (Rg. 5): 195 the 195Ibd 225 lbs 445106 622 ID6 1351bs 1401bs 177 lbs 370lbs 187 lbs 3321bs 473 lbs 280 lbs 2 Anchors @ 1.15- Min O.CJ FCfi g. 6- 240 tbs Opening Width forverticall"ponning motions) orOpaning Height forhallzontallyspanr>ing indlions) NIA NIA 190 lbs NIA IUA N/A IUA IUA 560 ft so in 60 in 70 in 80 in 90 in 100 in 120 in 140 in 160 in Rectangutat TrapoTdang. Rectangular Trap/Triang. Rectangular Traprrriang. Rectangular TrepfMang. Rectangular Trap/Triang. Rectangular Traprrriang. Rectangular Traprrriang. Rectangular TraprTriang. Rectangular Traprrriang. 1.26 x 3.26 Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Leading Loading x .824 Alum. Tube r P0 C 0 t 1) rtl rr C 0 0V U tl v C Up rp. CV Y a• 0U CV 0U U . CU U --. 0U 0U tiVU tlU CUUp .--. 0 V n tlr Mulllon v 6 _ d U- v Up U n Y n O U m U n Z. G U UU - G R r G ppUa .-. G U N b G R A G N R G 1d6 Up gyp l0 G p qY p p G II` R Upp A N G n0 O G A aInaG U U v U U U U 9 10U GUy U U Q U 1 U U RU v 10U pU O U U U U y U U v U U v U U U ci aY U ii 9 U U$ U U y U ii O s N 3Y V Qp li Q2. 0{6 G 2 G K G Ir Coe 2S G a Q 42 in 170.0 620 170.0 435 170.0 744 170.0 478 170.0 668 170.0 606 170.0 992 170.0 619 170.0 1116 170.0 521 170.0 1240 170.0 521 170.0 1488 170.0 521 170.0 1735 170.0 521 170.0 1983 170.0 621 48 in 170.0 708 170.0 524 170.0 850 170.0 584 170.0 992 170.0 630 170.0 1133 170.0 661 170.0 1275 170.0 677 170.0 1417 170.0 680 170.0 1700 170.0 680 169.7 1979 170.0 680 148.5 1979 170.0 660 50.625 in 170.0 747 170.0 563 170.0 896 170.0 631 170.0 1046 170.0 684 170.0 1195 170.0 723 170.0 1345 170.0 747 170.0 1494 170.0 756 170.0 1793 170.0 756 152.6 1877 170.0 756 133.5 1877 170.0 756 54 in 170.0 797 170.0 612 170.0 966 170.0 691 170.0 1116 170.0 754 170.0 1276 170.0 603 170.0 1434 170.0 837 1701 1594 170.07 656 156.4 1759 170.0 861 134.1 1769 170.0 861 117.3 1759 170.0 861 60in 170.0 685 170.0 701 170.0 1063 170.0 797 1 170.0 1240 170.0 876 170.0 1417 170.0 414 161.1 1611 170.0 996 145.0 1 1511 170.0 1033 120.8 1511 170.0 1063 103.6 1511 1711.0 1063 90.6 1511 170.0 1063 Win 170.0 930 170.0 745 170.0 1116 170.0 850 170.0 1302 170.0 940 166.6 1370 170.0 1015 139.2 1370 170.0 1076 126.3 1370 164.0 1082 1W 1370 165.9 1072 89.5 1370 155.3 1070 78.3 1370 155.3 1070 66in 170.0 974 170.0 789 170.0 1169 170.0 903 155.6 1248 170.0 1002 136-2 1248 156.6 1013 121.1 1248 147.1 1000 106.9 1248 139.0 989 90.8 1248 130.4 978 77.8 1248 129.0 976 68.1 1248 129.0 976 c0J 72 in 167.8 1049 170.0 878 139.9 1049 150.2 692 119.9 1049 132.1 875 10.1.9 1049 119.1 860 93.2 1039 109.7 848 83.9 1049 102.7 838 69.9 1049 94.3 825 59.9 1049 91.2 820 52.4 1039 91.1 820 0 118.9 941 126.8 805 101.9 9.41 111.2 791 89.2 941 100.0 777 79.3 941 91.7 766 71.4 411 85.5 757 59.5 441 77.6 744 51.0 411 74.0 737 44.6 941 73.3 736 76 in 142.7 941 149.1 822 3 78 in 132.0 894 137.6 783 110.0 894 116.9 767 91.3 691 102.4 7'133 82.5 843 91.9 740 73.3 894 84.1 730 66.0 891 78.3 721 55.0 894 70.7 707 47.1 893 67.0 701 41.3 ti9! 66.1 698 90 in 86.9 671 88.7 596 71.6 671 74.9 585 61.4 67! 65.3 575 63.7 671 58.2 566 47.7 671 52.9 558 43.0 671 48.8 551 35.8 671 43.1 539 30.7 671 39.7 531 26.9 671 37.9 526 96in 70.8 590 72.8 527 69.0 590 61.4 618 50.6 590 63.4 509 44.3 690 47.5 502 39.3 590 43.0 494 35.4 590 39.6 488 29.5 590 34.7 477 25.3 690 31.6 469 22.1 590 29.8 4W tOBin 49.7 466 60.8 421 41.4 466 42.8 414 35.5 466 37.1 408 31.1 466 32.9 402 27.6 466 29.7 396 24.9 466 27.1 391W20.7466 23.5 362 17.41 466 21.2 375 15.6 466 19.6 370 111in 45.8 441 46.7 400 38.2 441 39.3 393 32.7 441 34.1 387 28.6 441 30.2 382 26A 441 27.2 376 22.9 441 24.9 372 21.5 363 16.4 441 19.3 356 14.3 441 17.8 351 120in 36.3 378 36.9 344 30.2 378 31.0 339 25.9 378 26.8 334 22.7 378 23.7 329 20.1 378 21.3 325 18.1 376 19.5 321 16.7 314 f44 in 21.0 262 21.2 242 17.6 262 17.8 239 15.0 262 15.3 236 TAO/ C 4AE5 FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: p ANCHOR CAPACITY ADJUSTMENT FORMULA: ANCHOR CAP., ", _ DP,,,.) X { MULLION CAP.,,,,,,.,,,R,/ ICHOR CAP.ua 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. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHDW 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 BEA MINIMUM OF .100" THICK. STEEL STUDS TO BEA 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. 3. 1.25` X 3.25' X .824" MULLION 0. W Z Cqr 0 Q M O X Z ..o ora ST- V) ui o 0 M x N I -'l Q 0 y1 AnchorCepeclty Table (lbs) AnehorCllp Pattems Substrate. 2.7K Concrete 3.51c Conc. I Hollow CMU Filled Cb1U PT Wood Metal 5116" Elco V4" SS Eko 5116' Eko 114' SS Elco q10 Steel #12 Steel Anchor type: 3x16' Elco Utlracm 1/4" EkoUtlraton Utlracon 3116' Elco Uttracon 114" Eko Ultracon AggreGelor Ultracon AggreGalor Screw (G5) Screw (G5) 012 Steel Screw(G5) Edge Dlstance pn) 1" 2412' 1" 2-112' 3118" 1" 2-112' 1" 2417' 2' 3-118" 2' 0.48" 0.54' 0.$24" Embedment ony 13/4" 1314" 1314" 1314" 2' 1-1/4" 1-114" 1414" 1-1.14" 1-1/4" 1.14" 2' 1-318" I -Mr varies 2 Anchors ® 4.75 hUn O.C. / Standard or 00set Clip (Fig. i) 4 Anchors @ 1.15' Min O.C. / Standard (or Onset) Up (Fig 4 4 Amhm @ 3' MIn. O.C.1(2) 2t5Angle ClIps I (Fig. 3) 390 ft 480 lbs 7801bs 390 lbs 700 lbs 78D lbs 4501bs N/A 680 abs 890 lbs IUA 1560 lbs 1644 lbs NIA 18®6 lbs 270 lbs IUA 540 lbs 280 lbs 310 lbs 560 lbs 354 tbs IUA 141A 740 lbs IUA 760lbs 1 374 lbs II/A 748 lbs 664 Ibs NIA 8801bs 846 ID6 IUA 1892 lbs 341 lbs 682 tbs 442 ahs 885 ft 560 lbs 1120 lbs 112D lbs 3Anchors ® 0.54" /din. O.C. / UCOp, into .'100 Alum. (Fig. 4) 11/A IVA N/A IUA NIA N/A I1lA IIIA IUA 11/A IUA IUA LVOlbs W 050106 1 AnchorI FCfip (Rg. 5): 195 the 195Ibd 225 lbs 445106 622 ID6 1351bs 1401bs 177 lbs 370lbs 187 lbs 3321bs 473 lbs 280 lbs 2 Anchors @ 1.15- Min O.CJ FCfi g. 6- 240 tbs 350 IDs I11A IUA NIA NIA 190 lbs NIA IUA N/A IUA IUA 560 ft FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: p ANCHOR CAPACITY ADJUSTMENT FORMULA: ANCHOR CAP., ", _ DP,,,.) X { MULLION CAP.,,,,,,.,,,R,/ ICHOR CAP.ua 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. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHDW 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 BEA MINIMUM OF .100" THICK. STEEL STUDS TO BEA 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. 3. 1.25` X 3.25' X .824" MULLION 0. W Z Cqr 0 Q M O X Z ..o ora ST- V) ui o 0 M x N I -'l Q 0 y1 000000 PN_ QlfYCr RBVIS$D • .. : • • • • 141x111// LYNN MYe('/i P•tGENSF ' (,Q No.56705 { 0 Q' cv 0%. 51 -ATE OF FCORID .. A. LYNN tMILL` L\R, P.E. FL P.E.# 58705 rAOr C 44A I r%ULL_ 1 Jrl ik a O Anchor Capacity Table (lbs) im rte. o f) H Substrate: 2.1k Cont rete 3.5k cont. Hollow CMU t Filled CIdU PT Woof Metal AnehorClip Patterns Anchor Type 3116" Elco UOr on l4' EkoUlt2con SrUll18 Elco racon 3116' Elco URrecon SI4' FJcoUitracon 114" SS Ekb 5x86' Elco AggreGator Unraton 114" SS Elco AggreGator SO Steel #12 Steel Screw (135) ScreH (G5) 12 Steel Screw (G5) Edge Olslarlce pn) 1" 2-1/2' 1" 2-112' 3118' 1" 2-1/2' 1" Mullion Capacity Table (Ibefle) T 3118" T 0.48• 0.54' 0.324' EmbecMrnl ony 13141 1-T4' 1314" 13&4' 2' 1-114" 1414' 1414" 1-114" 1-114" 1-114' T 1-318' i -Mr varies 2 Anchors @ 4.75 Mln O.C. / Standard or Offset Clip (Fig. 1} 4 Anchors Q 1.15" Mir O.C. / Standard (or Offset)Clip (Fig 4 4 Anchors Q 3' Min. O.C. / (2) 2x6 Angie Clips / (Fig. 3j 4 Anchors ® 0.54" Min. O.C. / UCBp, Into .100" Alum. ft. 4j 1 Are horI FCIip (fag. 5Z 390 ibs 480 lbs 780 lbs II/A 195 lbs 390 IDs 700 lbs 780 Its IUA 595lbe 450 lbs IIIA 66010s NIA 1 225 lbs Opening Width (for vertically -spanning millions) or0pening Height for hodzonlatly,spanning mt1liolls) 270 IN 141A WO lbs N/A 135tbs 280 lbs 380 Ibs SW Ibs IUA 140 Its 354 Ibs IIIA N/A NIA 177 lus 740 lbs IUA 7601bs IUA 3701bs 374 Ibs IIIA 748 lbs UTA 187 lbs 664 Ms IUA 8110 IDs IUA 3321bs 846 Ibs IUA 1892 lbs IUA 473 lbs 341 lbs 682lbs 6B2 lbs IIIA 170 IDS 442 lbs 865 lbs 8115 lbs II/A 221 lbs 560 lbs 1120Ibs 1120 lus 1267 lbs 2801b6 2 Anchors @ 1.19' Min- O.C/ FCiip (Fig. 4 240 Ibs 50 in I I11A WA 60 in NIA Igo lbs 70 in IUA N1A 80 in IUA 341 lbs 90 in 560 11A 100 in 120 in 140 in 160 in Rectangular TrapTriang_ Rectangular Trap/rdang. Rectangular TrapTriang. Rectangular TrapTriang. Rectangular Trap/rdang. Rectangular Trap?riang. Rectangular Trep?riang. Rectangular TrapfTriang. Rectangular Traplrriang. Zb x 3.94 Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading x.624 Alum. Tuba C rS CV1 CU• Y• tlUW YCagi Uwg GWnW LR iA UY VYA LWO2, T iLLVW Mullion Vw nb z iG-. i 2 i 2N n GN wP• aW W yGN OeL NwpWG l0 woto G nW WnW N wae0 qGy WaW G A m O a G W G w G a G w O G b c L W GaN E c CG L C C C tECLY C o Lof r2 v G G C G E 12 Opp QQ• G Rq G Q, O: G' Q,rwY G QtY G Q Q(1' Q(i Q¢ E QrY OC Q 42 in 170.0 620 170.0 435 110.0 744 170.0 478 170.0 868 170.0 606 170.0 992 170.0 519 170.0 1116 170.0 521 1 170.01 1240 170.0 521 170.0 1486 170.0 521 170.0 1735 170.0 521 170.0 1983 170.0 521 48 in 170.0 708 170.0 524 170.0 850 170.0 684 170.0 992 170.0 630 170.0 1133 170.0 661 170.0 1275 170.0 677 70.0 1417 170.0 680 170.0 1700 170.0 680 170.0 1983 170.0 680 170.0 2267 170.0 660 50.625 in 170.0 747 170.0 563 170.0 896 170.0 631 70.0 1046 170.0 684 170.0 1195 170.0 723 170.0 1345 170.0 747 170.0 1494 170.0, 766 170.0 1793 170.0 756 170.0 2092 170.0 75fi 178.0 2391 170.0 766 64 in 170.0 797 170.0 612 170.0 956 170.0 691 170.0 1116 170.0 754 170.0 1275 170.0 803 170.0 1434 170.0 837 170.0 1694 170.0 856 170.0 1913 170.0 661 170.0 2231 170.0 861 160.2 2403 170.0 861 60 in 170.0 885 170.0 701 170.0 1063 170.0 797 170.0 1240 170.0 878 170.0 1417 170.0 944 170.0 1594 170.0 996 170.0 1771 170.0 1033 170.0 2125 170.0 1063 146-3 2163 170.0 1063 129.8 2163 170.0 1063 63 In 170.0 930 170.0 745 170.0 1116 170.0 850 170.0 1302 170.0 940 170.0 1488 170.0 1015 170.0 1673 170.0 1076 170.0 1859 170.0 1122 156.9 2060 170.0 1169 134.6 2060 170.0 1171 117.7 2060 170.0 1171 66 in 170.0 974 170.0 789 170.0 1169 170.0 903 170.0 1364 170.0 1002 170.0 1558 170.0 1086 170.0 1753 170.0 1556 170.0 1918 170.0. 1210 143.0 1966 170.0 1275 122.61001966170.0 1286 101.2 1966 170.0 1286 C 72 in 170.0 1063 170.0 878 170.0 1276 170.0 1009 170.0 1488 170.0 1126 170.0 1700 170.0 1228 154.1 5734 170.0 1315 138.7 171! 169.8 1386 115.6 173! 155.9 1361 99.1 1734 160.4 1352 86.7 173! 150.2 352 0 170.0 1346 170.0 1080 169.5 1556 170.0 1209 147A 1656 165.2 1285 131.1 1556 151.5 1266 117.9 1656 141.3. 1251 98.3 1556 128.3 1229 64.2 1556 122.3 1219 79.7 5556 121.2 t2S6 761n 170.0 1122 170.0 937 78 in 170.0 1151 170.0 967 170.0 1381 1711.0 1116 155.9 1477 169.3 1245 136A 1477 152.0 1224 121.2 1477 139.1 1206 509.1 1477 129.5 1191 90.9 1477 116.9 1169 77.9 1477 110.8 1166 68.2 1477 109.3 1154 90 in 142.0 1110 146.5 986 1]8.4 1110 123.9 968 101.5 1110 107.9 951 88.8 1110 96.3 936 78.9 1110 87.5 922 71.0 1110 80.7 910 59.2 1110 71.3 891 50.7 1110 66.6 678 44.4 1]10 62.7 870 96in 117.0 975 120.3 872 97.6 975 101.5 856 83.6 975 88.3 842 73.2 975 78.5 829 66.0 976 71.2 817 58.5 975 66A 807 48.8 975 57.4 789 41.8 976 52.3 776 36.6 975 49.3 767 108 in 82.2 771 84.0 696 68.5 771 70.7 685 58.7 771 61.3 674 51A 771 54.3 664 45.7 771 49.0 655 41.1 771 44.9. 647 34.3 771 38.9 632 29.4 771 35.0 621 25.7 771 32.4 612 115 in 75.7 730 77.3 661 63.1 730 65.0 650 54.1 730 56.3 640 47.3 730 49.9 631 42.1 730 45.0 622 31.9 730 4-1.11 614 31.6 730 35.6 600 27.0 730 31.9 589 23.7 730 29.5 581 120 in 69.9 624 61.0 569 49.9 624 51.2 560 42.8 624 44.3 562 37.5 624 39.2 544 33.3 624 35.3 537 30.0 624 32.2 531 25.0 624 27.7 619 21.4 624 24.6 509 18.7 624 22.5 501 144 in 34.7 433 35.1 400 28.9 433 29.4 395 24.6 433 25A 390 21.7 433 22.4 385 19.3 433 20.0 381 17.3 433 i8.2 376 rAni C AAO 1 r\ULC 1 1 U ik a O Anchor Capacity Table (lbs) im rte. o f) H Substrate: 2.1k Cont rete 3.5k cont. Hollow CMU t Filled CIdU PT Woof Metal AnehorClip Patterns Anchor Type 3116" Elco UOr on l4' EkoUlt2con SrUll18 Elco racon 3116' Elco URrecon SI4' FJcoUitracon 114" SS Ekb 5x86' Elco AggreGator Unraton 114" SS Elco AggreGator SO Steel #12 Steel Screw (135) ScreH (G5) 12 Steel Screw (G5) Edge Olslarlce pn) 1" 2-1/2' 1" 2-112' 3118' 1" 2-1/2' 1" 2-1/2' T 3118" T 0.48• 0.54' 0.324' EmbecMrnl ony 13141 1-T4' 1314" 13&4' 2' 1-114" 1414' 1414" 1-114" 1-114" 1-114' T 1-318' i -Mr varies 2 Anchors @ 4.75 Mln O.C. / Standard or Offset Clip (Fig. 1} 4 Anchors Q 1.15" Mir O.C. / Standard (or Offset)Clip (Fig 4 4 Anchors Q 3' Min. O.C. / (2) 2x6 Angie Clips / (Fig. 3j 4 Anchors ® 0.54" Min. O.C. / UCBp, Into .100" Alum. ft. 4j 1 Are horI FCIip (fag. 5Z 390 ibs 480 lbs 780 lbs II/A 195 lbs 390 IDs 700 lbs 780 Its IUA 595lbe 450 lbs IIIA 66010s NIA 1 225 lbs Boo its IVA 15W fns IUA 445 lbs 1644 lbs NIA 1896 lbs IUA 622 lbs 270 IN 141A WO lbs N/A 135tbs 280 lbs 380 Ibs SW Ibs IUA 140 Its 354 Ibs IIIA N/A NIA 177 lus 740 lbs IUA 7601bs IUA 3701bs 374 Ibs IIIA 748 lbs UTA 187 lbs 664 Ms IUA 8110 IDs IUA 3321bs 846 Ibs IUA 1892 lbs IUA 473 lbs 341 lbs 682lbs 6B2 lbs IIIA 170 IDS 442 lbs 865 lbs 8115 lbs II/A 221 lbs 560 lbs 1120Ibs 1120 lus 1267 lbs 2801b6 2 Anchors @ 1.19' Min- O.C/ FCiip (Fig. 4 240 Ibs 350 Ibs I I11A WA N/A NIA Igo lbs I IIIA IUA N1A IUA IUA 341 lbs 442 lbs 560 11A FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: ANCHOR CAPACITY ADJUSTMENT FORMULA: DP,u,) X ( ANCHOR CAP_ANCHOR CAP.,, MULLION CAP.,,,,,aF 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. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 BEA MINIMUM OF .100" THICK. STEEL STUDS TO BEA MINIMUM GRADE 33 AND 045' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 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. 91 1.25'X 3.94" X.624' MULLION N C4 N '1 ik a O R4 im rte. o f) W C) 0 im O H t It _ dT1_ O O x .Z I o Q T_v V Q. ZmO'o 0009•• • . • 00::. • • • • 00 0000•••• • ••..• 9 • • • 000..0 000000 • • 9 009 PRODA;CT RASBD %00.: Bu di iftinseW411 4 Mrida 0 Acceptemni No ..). oft,, By land ade Pro uc Control c No.58705 S ATE o BONA\-, 11/11111 A. LYNN MILLER, P.E. FL P.E.# 58705 TABLE 12A TABLEI2B Ny 1 o Anchor Capacity Table (lbs) W X j AnchorClip Pattern• Substrate: Mullion Capacity Table Ibsffe Hdklow Ulu Q Filled Chiu PT Wood Metal 5!16' Elco 114" SS Eko &WE" 1/4" SS Elco #i0 Steel #12 Steei Anchor Type: 3116" Elco Ultracan 114" EkoUflracon Macon31f6" Elco UElracdn 1M" EkoUltracon AggreGalor Ultracon AggreGator Screw (G5) Screw (G5) 12 Steel Screw (G5) O Edge O(stance Qnx 1" 2-112' 1' 241 3118" 1" 2-112' 1" 2-112, r 3-1/8" 2' 0.48• 0.54' 0.324' Embedment pn) 1314' 13/4' 1.314" 1-N4" 2' 1-114' 14/4' 1-1/4' 1-1/4' 1-114' 1-1/4" r i-ve' 118' Opening Width (forverticaliy-spanning mullions) or Opening Height (for horizontally-sparving mullions) 390 lbs 450 lbs 890 lba 1644 lbs 270 lbs 280 ft354 lbs 740 lbs 37411)s 661 lbs 046 ft 341 lbs 50 in R)s 4 Anchors Q 2.681 fAlm O.C. / Standard (orf Offset) Clip (Fig. 3y 60 in 740 Iba 630 lbs 70 in 1424 lbs N/A 80 In i11A 6951ba 90 In 880 tbs iVA 1001n 685lbs 1120 Ibs 120 in 885 lbs 0501 1401n 1946 lbs iUA 160 In 705 lbs 2 X 4 x.26 Rectangular Loading Trap/Tdang. Loadng Rectangular Loading TrapJidang. Loading Rectangular Loading TrspfTdang. Loading Rectangular Loading TraplTdang. Loading Rectangular Loading Trapi7dang. Loading Rectangular Loading Trap/Tdang. Loading Rectangular Loading Trapfitiang. Loading Rectangular Loadng Trap/Tdang. Loading Rectangular Loadng TraWdang. Load" Alum. Tube Muiiton 1892 lbs 602 lbs 3 1120 lbs 6 Anchors ® 3' 1.11n. O.C.1(2) 26 Angle C401 (Fig. 4 11701bs 77 1725 2.3401bs 2844 lbs 2e-- 3.2 Q d' 2G 1140 ibs GOL 1320 lbs d Y G 4 GOC NIA G 2Is O.' G IIIA IIIA iUA NIA WA H/A ILIA IUA NIA IUA C10731 tO 6 Anchors @ 0.61• Min. O.C. / U -Clip, Into .126' Alum. (Fig. 8 421a 170.0 620 170.0 435 170.0 744 170.0 478 170.0 868 170.0 506 170,0 992 170.0 519 170.0 1116 170.0 521 170.0 1240 1170.0 521 170.0 5488 170.0 521 170.0 1735 170,0 521 170.0 1983 170.0 521 NIA 481n 170.0 706 170.0 524 170.0 850 170.0 584 170.0 992 170.0 630 170.0 1133 170.0 661 170.0 1275 170,0 877 170.0 1417 1.170.0 660 170.0 1700 170.0 680 170.0 1883 170.0 680 170.0 2267 170.0 680 50.626 In 170.0 747 170.0 563 170.0 896 170.0 631 170.0 1046 170.0 684 170.0 1195 170.0 723 170.0 1345 170.0 747 170.0 1494 170.0 756 170.0 1793 170.0 756 170.0 2092 170.0 756 170.0 2391 170.0 756 64 In 170.0 797 170.0 612 170.0 958 170.0 691 170.0 1116 170.0 764 170.0 1275 170.0 803 170.0 1434 170.0 837 170.0 1594 170.0 656 170.0 1913 170.0 861 170.0 2231 170.0 661 170.0 2550 170.0 861 60 In 170.0 885 170.0 701 170.0 1063 170.0 797 170.0 1240 170.0 878 170.0 1417 170.0 944 170.0 1594 170.0 996 170.0 1771 170.0 1031 170,0 2125 170.0 1063 170.0 2479 170.0 1063 160.8 2880 170.0 1063 831n 170.0 930 170.0 745 170.0 1118 170.0 650 170.0 1302 170.0 940 170.0 1488 170.0 1015 170.0 1673 170.0 1076 170.0 1859 170.0 1122 170.0 2231 170.0 1169 168.7 2553 170.0 1171 145.9 2563 170.0 1171 66 In 170.0 974 170.0 789 170.0 1169 170.0 903 170.0 1364 170.0 1002 170.0 15M 170.0 1086 170.0 1753 170.0 1165 170.0 1948 170.0 1210 t70.0 2338 170.0 1275 151.9 2437 170.0 1286 132.9 2437 170.0 1286 C 72 in 170.0 1063 170,0 878 170.0 1276 170.0 1009 170.0 1488 170.0 1128 170.0 1700 170.0 1226 170.0 1913 170.0 1315 170.0 2125 170.0 1387 145.6 2184 170.0 1488 124.8 2184 170.0 1529 109.2 2184 170.0 1530 J 761n 170.0 1122 170.0 937 170.0 1346 170.0 1080 170.0 1570 170.0 1209 170.0 1794 170.0 1322 165.1 1960 170.0 1421 148.6 1960 170.0 1505 123.8 1960 161.6 1548 106.1 1960 164.0 1535 92.9 1960 152.7 1531 3 781n 170.0 1151 170.0 967 170.0 1381 170,0 1116 170.0 1611 170.0 1250 170.0 1842 170.0 1369 152.7 1861 170.0 1474 137.4 1861 163.1 1600 114.5 1861 147.3 1473 98.2 1861 139.8 1459 85.9 1881 137.6 5464 90 in 170.0 1328 170.0 1144 149.1 1398 156.0 1219 127.8 1398 138.0 1188 111.8 1398 121.3 1179 89.4 1398 110,2 1162 89.5 1398 101.8 1147 74.5 1398 69.8 1122 63.9 1398 82.7 1105 55.9 1398 78.9 1096 961n 147,4 1229 151.5 127.8 1079 105.3 5229 111.2 1061 92. 1229 98,9 1044 61.9 1229 69.6 1028 73.7 1229 82.4 1016 61.4 1229 72.2 993 52.7 1229 65.9 977 46.1 1229 62.1 967 108 in 103.5 971 105.6 69.0 862 74.0 971 77.2 849 64.7 971 68.4 837 57.5 971 61.8 825 51.8 971 56.5 816 43.1 971 49.0 796 37,0 971 44.0 782 32.4 971 40.8 771 III In 95.4 919 97.3 716 E82.91 81.9 819 88.1 919 70.9 806 59. 919 629 794 53.0 919 56.7 784 47.7 919 51.6 774 39.7 919 44.8 766 34.1 919 40.2 742 29.6 919 37.1 732 120 In 75.5 786 76.8 64.5 705 53.9 766 55.8 695 47.2 786 49.4 686 41.9 786 44A 877 37.7 786 40.5 668 31.5 786 34.9 653 27.0 766 31.0 641 23.6 786 28A 631 144 in 43.7 648 44.2 37.0 498 31.2 546 1 31.9 1491 27.3 546 28.2 465 1 24.3 548 1 25.3 479 21.8 548 22.9 474 18.2 648 19.5 464 15.6 646 17.2 455 13.7 548 15.6 448 TABLEI2B ANCHOR CAPACITY ADJUSTMENT FORMULA: DPS,) X ( ANCHOR CAP.W.T11 ANCHOR CAP... MULLION CAP.,, T/.RF ) 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. NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 24. FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: TABLE NOTES: 2.000" 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. FIGURE 5: FIGURE 6: 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. 4.000" 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED IN . 250" THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS, FIGURE 7: FIGURE 8: FIGURE 9: FIGURE 10: ANGLE CLIP 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT e e • • (FIGURES 5136) (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. MUST BE USED ALUMINUM SHALL BE 6063-T5 AND BEA MINIMUM OF .125" THICK. STEEL STUDS TO BEA MINIMUM GRADE 33 AND .045" THICK (18 2"X 4' X.25' MULLION IN PAIRS. GAUGE). STRUCTURAL STEEL TO BE AT 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. Z O Ny 1 o Anchor Capacity Table (lbs) W X j AnchorClip Pattern• Substrate: 2.7K Concrete 3.5k Conc. I Hdklow Ulu Q Filled Chiu PT Wood Metal 5!16' Elco 114" SS Eko &WE" 1/4" SS Elco #i0 Steel #12 Steei Anchor Type: 3116" Elco Ultracan 114" EkoUflracon Macon31f6" Elco UElracdn 1M" EkoUltracon AggreGalor Ultracon AggreGator Screw (G5) Screw (G5) 12 Steel Screw (G5) O Edge O(stance Qnx 1" 2-112' 1' 241 3118" 1" 2-112' 1" 2-112, r 3-1/8" 2' 0.48• 0.54' 0.324' Embedment pn) 1314' 13/4' 1.314" 1-N4" 2' 1-114' 14/4' 1-1/4' 1-1/4' 1-114' 1-1/4" r i-ve' 118' vanes 2Anchors @ 4.75' hiln. O.C. / Standard or Olhet Clip ". 1&2} 390 lbs 390 lbs 450 lbs 890 lba 1644 lbs 270 lbs 280 ft354 lbs 740 lbs 37411)s 661 lbs 046 ft 341 lbs 44216560 R)s 4 Anchors Q 2.681 fAlm O.C. / Standard (orf Offset) Clip (Fig. 3y 740 ths 740 Iba 630 lbs 1405 lbs 1424 lbs N/A 560 it i11A 6951ba if/A 880 tbs iVA 662lbs 685lbs 1120 Ibs 6 Anchors @ 1.71" Min O.C. I Standard (or OMet)C11p (Fig. 4} 885 lbs 0501 758 Ibs 1946 lbs iUA IIIA 705 lbs NIA 7991b6 IIIA iUA 111A 1022lbs 1327 lbs 16DO lbs 4 Anchors ®3" Min. O.C. / (2) 26 Angie C" / (Fig. 4 780 11)s 78Mbs 680 lbs 16W lbs 1896 Ibs 0lbs 5W Its UTA 760lbs 748 lbs SW lbs 1892 lbs 602 lbs 885 Iba 1120 lbs 6 Anchors ® 3' 1.11n. O.C.1(2) 26 Angle C401 (Fig. 4 11701bs 1170 lbs 1020 lbs 2.3401bs 2844 lbs 8 bs 840 I)s IUA 1140 ibs 1122 lbs 1320 lbs 2838 lbs 1022lbs 1327 Its 1680 ks 3Anchors ®1.34• Min. O.C. t U.Clip, Into .125 Alum. (Fig. 7y NIA iVA NIA iUA IIIA IIIA iUA NIA WA H/A ILIA IUA NIA IUA C10731 tO 6 Anchors @ 0.61• Min. O.C. / U -Clip, Into .126' Alum. (Fig. 8 IUA IUA NIA IUA IIIA IIIA IUA N /A iVA iI/A IIIA IUA IIIA WA 21 Ibs 2 Anctm Q 26W Min O.CJ F•Clip (Fig % 370 lbs 370 lbs 315 lbs 743 IDs 712 to NIA 280 lbs N/A 348lbs NIA 440 Ibs iVA 341 lbs 442 lbs 560 lbs 3Anchors @ 1.71' Min. O.C.1 F-010(Fa.1% 4431bs 5251 379 lbs 973 lbs 111A NIA 1 353 ft IIIA I 3091bs I IIIA iVA WA 611 lbs T 664 lbs 840 Ms ANCHOR CAPACITY ADJUSTMENT FORMULA: DPS,) X ( ANCHOR CAP.W.T11 ANCHOR CAP... MULLION CAP.,, T/.RF ) 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. NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 24. FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: TABLE NOTES: 2.000" 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. FIGURE 5: FIGURE 6: 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. 4.000" 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED IN . 250" THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS, FIGURE 7: FIGURE 8: FIGURE 9: FIGURE 10: ANGLE CLIP 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT e e • • (FIGURES 5136) (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. MUST BE USED ALUMINUM SHALL BE 6063-T5 AND BEA MINIMUM OF .125" THICK. STEEL STUDS TO BEA MINIMUM GRADE 33 AND .045" THICK (18 2"X 4' X.25' MULLION IN PAIRS. GAUGE). STRUCTURAL STEEL TO BE AT 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. Z O Ny 1 o L LU W X j XQ14 W Ooco J It W Ny o 0 W X XQ14 Z PRODiriCTRBV1SED- 00000 •••• • S004*4 Ah [be FI.1Wda• • Bunding i •• AcccpUm 1No v tlllll!// 7 CENSE Q- No. 58705 ' tTE C NO - A, LYNN+MILLER, P.E. FL P.E.# 58705 PRODiriCTRBV1SED- 00000 •••• • S004*4 Ah [be FI.1Wda• • Bunding i •• AcccpUm 1No v tlllll!// 7 CENSE Q- No. 58705 ' tTE C NO - A, LYNN+MILLER, P.E. FL P.E.# 58705 TABLE 13A Mullion Capacity Table Ibeffe x Opening Width (for verdcalVsparving mtliions) or Opening Height (for hori2ontsiVspamirtg mullions)ts 50 In 60 in 70 in 60 In 00 In 1001n 120 In A0 In 180 In k O Rectangular Trap/Tdang. Rectangular TreprTdang. Rectangular Trap/TMaog, Rectangular TrapflIdang. Rectangular TrWTdang. Rectangular Trepfrdang. Rectangular Trap/Tdang. Rectangular Trap/Tdang. Rectangular Trep/Tdang. 110p 2 x 6 x.25 Loafing Loafing Loafing Loading Loading Loafing Loafing Loading Loading Loading Loafing Loadn9 Loading Loafing Loading Loading Loafing Loafingto oU Alum. Tube.., a..s a...... .. a ar, ii Mullion s a a s ;; a is a s s ci ci a ci Ci S c ci v ci ti v ci G ci ` ci o ci ci ci ci ci ci r N TI 3 42 In 170.0 620 170.0 435 170.0 744 170.0 476 170.0 868 170.0 508 170.0 892 170.0 519 170.0 1116 170.0 521 170.0 1240 170.0 521 170.0 1488 170.0 521 170.0 1135 170.0 521 170.0 1983 170.0 521 W 481n 170.0 708 170.0 524 170.0 850 170.0 584 170.0 992 170.0 630 170.0 1133 170.0 681 170.0 1275 170.0 877 170.0 1417 170.0 660 170.0 1700 170.0 880 170.0 1883 570.0 880 170.0 2287 170.0 660 ? _ 50.625 In 170.0 747 170.0 563 170.0 888 170.0 631 170.0 1048 170.0 684 170.0 1195 170.0 723 170.0 1345 170.0 747 170.0 1494 170.0 756 170.0 1793 170.0 756 170.0 2092 170.0 758 170.0 2391 170.0 756 In o 54 In 170.0 797 170.0 612 170.0 956 170.0 691 170.0 1158 170.0 754 170.0 1215 170.0 803 170,0 1434 170.0 837 170.0 1594 ' 170.0 856 170.0 1913 170.0 86t 170.0 2231 170.0 861 170.0 2550 170.0 881 W 0 60 In 170.0 885 170.0 701 170.0 1063 170.0 797 170.0 1240 170.0 878 170.0 5417 170.0 944 170.0 1594 170.0 996 170.0 1771 ,170.0 1033 170.0 2125 170.0 10133 570.0 2479 170.0 1063 170.0 2833 170.0 1083 cD CO 631n 170.0 930 170.0 745 170.0 1118 170,0 850 170.0 1302 170.0 940 170.0 1488 170.0 1015 170.0 1673 170.0 1078 170.0 1859 170.0 1122 170.0 2231 170.0 1169 170.0 2803 170.0 1171 170.0 2975 170.0 1171 66 in 170.0 974 170.0 769 170.0 1189 170.0 903 170.0 1364 170.0 1002 170.0 1558 170.0 1088 170.0 1753 170.0 1155 170.0 1948 170.0 1210 170.0 2338 1170.0 1275 170.0 2727 1170.0 1288 170.0 3117 170.0 1286 Z g C 72 in 170.0 1083 170.0 878 170.0 1275 170.0 1009 170.0 1488 170.0 1128 170,0 1700 170.0 1228 170.0 1913 170.0 1315 170.0 2125 170.0 1387 170.0 2550 170.0 1488 170.0 2975 170.0 1529 170.0 3400 170.0 1530 ' 70 In 170.0 1t22 170.0 937 170.0 1348 170.0 10M 170.0 1570 170.0 1209 170.0 1794 170.0 1322 170.0 2019 170.0 1421 170,0 2243 170.0 1505 170.0 2892 170.0 1628 170.0 3140 170.0 1694 170.0 3589 170.0 1705 J (L Z 2 78 in 170,0 1151 ff177170.0 1381 170.0 1118 170,0 Oil 170.0 1250 170.0 1842 170.0 1369 170.0 2072 170.0 1474 170.0 2302 170.0 1584 170.0 2763 170.0 1700 170.0 3223 170.0 1777 170,0 3883 170.0 1798 J Q p> p 901n 170.0 13284 170.0 1594 170.0 1328 170.0 t859 170.0 1498 170.0 2125 170.0 1653 170,0 2391 170.0 1793 170.0 26W 170.0 1918 170.0 3168 170.0 2125 156.0 3413 170.0 2273 136.5 3413 170.0 M81 Z NQZOD O 90 to81n170.0 14172 170.0 1700 170.0 1434 170.0 1983 170.0 1822 170.0 2287 170.0 1791 170.0 2550 170.0 1952 170.0 2833 170.0 2085 180.0 3199 170.0 2338 137,t 3199 166.8 2470 120.0 3199 156.1 2428 6 O Qr 1081n 170.0 159409 170.0 1913 570.0 1847 170.0 2231 170.0 1670 170.0 2550 170.0 2078 164.8 2781 170.0 2271 148.3 2781 161.9 2333 123.8 2781 140.4 2281 105.9 2781 125.0 2234 92,7 2781 11130 2190 LU1111n170.0 183654 170.0 1968 170.0 1700 170.0 2293 570,0 t932 170.0 2821 170.0 2149 t51.8 2832 182.3 2245 136.8 2832 t48.42216 113.8 2832a2186 97.6 2632 115.1 2128 85.4 2892 106.3 2098 W X1201n170.0 177186 170.0 2125 170.0 1859 154.4 2252 159.9 1991 135.1 2252 141.4 1964 120.1 2252 127.2 1938 108.1 2252 116.1 19115 90.1 22521872 77.2 2252 88.9 1836 87,8 2252 81.4 1808 X Q j1441n125.1 156445 104.3 1564 106.1 1425 88.4 1581 91.5 1407 782 1584 80.7 5390 89.5 1584 72,3 1373 82.6 1584 85.7 1358 52.1 15645330 44.7 1564 49.2 1305 39.1 1564 M.4 1283 Q CV Z '0 d Mr'1.n TABLE 13B ANCHOR CAPACITY ADJUSTMENT FORMULA: NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANUHUR VALULS AS THE STANDARD t;Llr. FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: FIGURE 8: FIGURE 9: FIGURE 10: FIGURE 11: FIGURE 5: FIGURE 6: FIGURE 7: ANGLE CLIP FIGURES 5-7) MUST SE USED IN PAIRS. X ( ANCHOR CAP-_-) _ 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. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS 1S ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT-FIL CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE-TREATE YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF. THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL BE AT 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. F-- 2.000"--( 2' X 8' X .25" MULLION 111lIlII/// Z`.• \rls P i6.000" 1 No. 58705 i5 ATE I 11 A. LYNN dER, P.E. FL P.E.# 68705 Anchor Ca Ity Table DO Substrate: 2.7k Concrete 3.5k Cone. Hollow CMU Filled CMU PT Wood Metal Anchor Clip Patterns Anchor Type: 3116' Edo UlUacon 11/4' Eloo U1lrecan 5/161 Elea Ultracon 3116' Edo Ultracon 1J4' Elco Ultrecon 1/4' SS Elco 5116' Elea AggreGator Uttrecon 114" SS Elco AggreGator 10 Steel #12 Steel Screw (G5) Screw (05) 12 Steel Screw (05) Edge Distance (tn): 1" 2.112' i' 2-V2' 3-1/8' 1• 2-112` 1" 2.1/2' 2' 3-118' 2' 0.48" 0.54' 0.324' Embedment(in): 1.314' 1.3/4' 1.3/4" 1-3/4' 2' 1-1/4' 1414' 1-1/4' 1-1/4' 1-114' 1-114" 2' 1-318' 1318' Nodes 2Anchors @ 4.75' Min. O.C. / Stendard or Oftset Gip (Fig. 1&2j: 4 Anchors ® 4.68' Kiln. O.C. I Standard (or011set) CGp (Fig. 3): 8 Anchors C 5.71' Min. O.C. J Standard (or Offset) Clip (Fig. 4): 4 Anchors Q 3' Min. O.C. / (2) 2x5 Angle Clips / (Fig. 5): 8 Anchors ® 3' Min. O.C. / (2) 2x5 Angle Clips I (Fig. 8): 390 lbs 780 We 1180lbs 780 lbs 156o lbs 390 lbs 780 lbs 1400 lbs 760 lbs 1560 lbs 450 lbs 900 lbs 1010 lbs 680 tbs 1360 lbs 890 lbs 1780 lbs 25951be 1560 lbs 3120 lbs 1644 lbs 3232 lbs WA ISM lbs 3792 lbs 270 lbs 540Ibs WA 540 U 1080 lbs 280 lbs 680 lbs 940 lbs 560 lbs 1120 lbs 354 lbs 708 lbs WA WA WA 740 lbs 1480 lbs 1065 lbs 760 lbs 1520 lbs 374 1b 7481be WA 748 lbs 1498 lbs 664 lbs 1272 lbs WA 880 lbs 1760 lbs 946 lbs 1892 lbs WA 18921bs 3784 lbs 341 lbs 682 lbs 1363 lbs 682 lbs 1363 lbs 442 lbs 885 lbs 1770 lbs 885 lbs 1770 lbs 580 lbs 1120 Iles 2240 Ibs 1120 lbs 2240 lbs 12 Anchors @ 1.5' Min. O.C.1(2) 2x5 Angle Clips I (Fig. 7): 4 Anchors ®1.34' Mtn. O.C. / U -alp, Into .125' Alum. (Fig. 8): 8 Anohors C 0.64' Min. O.C. / U -Clip, thio .125' Alum. (Fig. 9): 2 Anchors a 4.88` Min. O.CJ F -Clip (Fhg. 10): 4 Anchors ®1.71' Min. O.CJ F-C8p (Fig. 11): 1600 lbs WA WA 390 Iles 590 lbs 2100 lbs WA WA 390 lbs 70D lbs 1440 lbs WA WA 450 lbs 1 505 ft 3780 lbs WA WA 690 lbs 12981bs WA WA WA 1816 lbs I WA WA WA WA 270 lbs WA 1320 lbs WA WA 280 1b 470 lbs WA WA WA 354 lbs I WA 1500 lbs WA WA 740 lbs 1 533 tbs WA WA WA 374 1b WA WA WA WA 8311 lbs WA WA WA WA 946 lbs WA 2045 lbs WA WA 341 lbs 682 lbs 2654 lbs WA N/A 1 442 lbs 895 lbs 3360 lbs 1430 lbs 2861 Iles 560 lbs 5120 lbs NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANUHUR VALULS AS THE STANDARD t;Llr. FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: FIGURE 8: FIGURE 9: FIGURE 10: FIGURE 11: FIGURE 5: FIGURE 6: FIGURE 7: ANGLE CLIP FIGURES 5-7) MUST SE USED IN PAIRS. X ( ANCHOR CAP-_-) _ 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. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS 1S ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT-FIL CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE-TREATE YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF. THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL BE AT 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. F-- 2.000"--( 2' X 8' X .25" MULLION 111lIlII/// Z`.• \rls P i6.000" 1 No. 58705 i5 ATE I 11 A. LYNN dER, P.E. FL P.E.# 68705 11 -API P: 'Ida rwnr AAP] ikirNr Stek Anchor Capacity Table pbs) sx Sltstrate: 2.7k Concrete Mullion Capacity Table Ibsltf Filed CMU PT Wood Metal AnchorClip Patterns Anchor, 3/16'EkoUltracm U4•ElcoUttracm 3/18"EkoUtlracon 1/4"EkoUllracm 114' SS Eko AggreGator 5116' Etc0 Ullsacon 1/4' SS Eko AggreGator 10 Steel 1112 Steel Screw(G5) Screw(G5) 12 Steel Screw(G5) Edge Distanc a (ft 1" 2-112' 1' 2112' 1" 2.112' 1' 2-112' 2' 3418' 2' 0.48' 0.54' FIN6 0.324' Embefnent pn) 1314" 1314' 1.3x4" 1314"1-114' 1-14' 1-114• 1-114' 1-1141 1-14' 2' 1318' 1318" varies 4 Anctms ® T htin. O.C.1 WA le Clips / (Fig. 1? 780lbs 780 lbs 680lbs 15601bs tido lbs 560Ibs Opening Width for vertically-sperining mullions) or Opening Height (tor horiz ntally-spanning mullions) 682 IIA 865 WB 1430 Ibs 601n 60 in 701n 00 In 90 In 1001n 120 in 1401n 160 in 1.26" X 2.11" Rectangular Loading TraprTriarg. Loading Rectangular Loading TraplTriang. Loading Reotangular Loading Trap+Triarg. Loading Rectangular Loafing TraprTrtang. Loading Rectangular Loading Trap/Tdang. Loading Rectangular Loading Trap+Triarg. Loading Rectangular Loading Trap/Triang. Loading Rectangular Loading Trap/Triang. Loading Rectangular Loading Trep/rriang. Loading x.1 26" Alum Tube mull I L qg h L meg{ a a d j i g Q i d 421n 144.2 526 167.0 428 120.2 526 1 148.9 419 103.0 526 138.9 414 1 90.1 526 134.8 411 80.1 526 134.1 411 721 526 134.1 411 60.1 526 134.1 411 1 51.5 526 134.1 411 45.1 526 134.1 411 48 In 96.6 403 108.0 333 60.5 403 94.7 325 69.0 403 86.4 320 60.4 403 81.4 317 53.7 403 79.1 315 48.3 403 76.6 314 40.3 403 78.8 314 34.5 403 78.6 314 30.2 403 78.6 314 60.626 in 823 362 91.0 301 88.6 362 79.3 294 58.6 362 71.9 289 61.6 382 67.2 286 45.7 362 84.6 284 41.2 382 63.6 283 34.3 362 63.6 283 29.4 362 63.6 283 26.7 362 63.6 Zai 641n 67.8 318 74.1 267 66.5 318 64.2 261 48.5 318 57.7 256 42.4 318 63.5 253 37.7 318 50.8 260 33.9 316 49.5 249 26.3 318 49.1 248 24.2 318 49.1 248 21.2 318 49.1 248 60 In 49.5 258 53.1 219 41.2 258 45.7 214 35.3 258 40.7 210 30.9 258 37.2 207 27.5 268 34.9 204 24.7 258 33.4 203 20.6 258 32.2 201 17.7 258 32.2 201 15.5 258 322 201 a 631n 427 234 45.6 200 35.6 234 39.1 195 30.5 234 34.7 192 26.7 234 31.6 189 23.7 234 29.4 186 21.4 234 28.0 184 17.8 234 26.6 183 1 15.3 234 1 26.5 183 13.4 234 26.5 183 681n 37.2 213 39A 183 31.0 213 33.7 179 26.5 213 29.8 176 23.2 213 27.0 173 20.6 213 25.1 170 18.8 213 23.7 169 15.5 213 22.2 167 13.3 213 220 166 11.6 213 1 22.0 166 72 in 28.6 179 30.1 155 23.9 179 25.6 152 20.4 179 22.5 149 17.9 179 20.3 147 15.9 179 18.7 146 781n 24.3 161 25.4 140 20.3 161 21.6 137 17.4 1 161 19.0 135 16.2 161 17.0 133 781n 22.5 162 1 23.5 1 133A18.8 152 19.9 131 16.1 1 152 17.6 128 rwnr AAP] ANCHOR CAPACITY ADJUSTMENT FORMULA: DPS,) X r ANCHOR CAP.,k,,,,."\ _ ANCHOR CAP.,,,, MULLION CAP.f,,,,,_9 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. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. 1.266--1SEESHEETS2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. FIGURE 1: 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 2.116' FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. ANGLE CLIP MUST BE USED IN PAIRS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED 125" CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED T YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF .125" 1 THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 1.26'X 2.11' X .125' MULLION LEAST .125" THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND (INTEGRAL FIN MULLION) THE MATERIAL. #10 & #12 ANCHORS INTO WOOD MAY BE STEEL, 18-8 S.S. OR 410 S.S. ikirNr Stek Anchor Capacity Table pbs) sx Sltstrate: 2.7k Concrete Hollow CMU Filed CMU PT Wood Metal AnchorClip Patterns Anchor, 3/16'EkoUltracm U4•ElcoUttracm 3/18"EkoUtlracon 1/4"EkoUllracm 114' SS Eko AggreGator 5116' Etc0 Ullsacon 1/4' SS Eko AggreGator 10 Steel 1112 Steel Screw(G5) Screw(G5) 12 Steel Screw(G5) Edge Distanc a (ft 1" 2-112' 1' 2112' 1" 2.112' 1' 2-112' 2' 3418' 2' 0.48' 0.54' FIN6 0.324' Embefnent pn) 1314" 1314' 1.3x4" 1314"1-114' 1-14' 1-114• 1-114' 1-1141 1-14' 2' 1318' 1318" varies 4 Anctms ® T htin. O.C.1 WA le Clips / (Fig. 1? 780lbs 780 lbs 680lbs 15601bs tido lbs 560Ibs NIA I 760 lbs 748 lbs 880 lbs 1892 lbs 682 IIA 865 WB 1430 Ibs ANCHOR CAPACITY ADJUSTMENT FORMULA: DPS,) X r ANCHOR CAP.,k,,,,."\ _ ANCHOR CAP.,,,, MULLION CAP.f,,,,,_9 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. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. 1.266--1SEESHEETS2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. FIGURE 1: 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 2.116' FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. ANGLE CLIP MUST BE USED IN PAIRS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED 125" CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED T YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF .125" 1 THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 1.26'X 2.11' X .125' MULLION LEAST .125" THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND (INTEGRAL FIN MULLION) THE MATERIAL. #10 & #12 ANCHORS INTO WOOD MAY BE STEEL, 18-8 S.S. OR 410 S.S. ikirNr Stek Q sx N X 04 Z en O fit No -L •1 t 1111i1//// 0A1 I IVI Q\ ICENg N0.58705 rA;7 ZORION S/0NAL 11Ir11I111 A. LYNN MILLER, P.E. FL P.E.# 58705 No -L •1 t 1111i1//// 0A1 I IVI Q\ ICENg N0.58705 rA;7 ZORION S/0NAL 11Ir11I111 A. LYNN MILLER, P.E. FL P.E.# 58705 TA01 G 49A r•u s.. ivr t+ •5 rn m Anchor Ca Ity Table(lbs) a 90 U) Mullion Capacity Table (Ibs1W 2.7k Concrete 3.5k Cono. I Hollow C IIJ Filled CAIU PT Wood Metal Anchor Type: 3116' Elco Ullracon 114' Elco Ultracon 5/18' Elco ultracon 3116'Elco Ultracon 114' Elco UlUacon 114' $S Elco 5/18' Elco AggreOator Ultraeon 114• SS Elco AggreOetor 10 Steel #12 Steel Screw (135) Screw (G5) 12 Sleet Screw (G5) Anchor Clip Patterns Edge Distance (in): Embedment (In): V 1-314' 2-112' 1-314' 1' 1.3/4' 2-12' 1-3/4' Opening Width for verticalVsparWrig mtlllons) or Opening Height (for hor)zorttall -sparring mtilions) 2-1/2' 1-1/4' 2' 1-114' 3.118' 1-1/4' 2' 2' 0.48' 1318' 0.54' 1-318' 0.324' edes 2 Anchors ® V Min. O.C. / (2) 2x5 Angle Clips / (Fig. 1): 4 Anchors ® 3.5" Mia O.C. / (2) 2x5 Angle Crips / (Fig. 2): 6 Anchors @ 2.71' Min. O.C. / (2) 2x5 Angie Clips / (Fig. 3j: 390 Ibs 780 lbs 1120 lbs 390 lbs 780 lbs 1120 lbs 3.26" 30 50 In Rectangular Replydang. Loading Loading 60 In Rectangular Traprnlang. Loading Loafing 70 In Rectangular Trap/Ttlang. Loading Loading 80 In Rectangular TraplTdang. Loading Loading 00 in Rectangular TraplTrlang. Loading Loading 100 in Rectangular TrapfTdang. Loading Loading 120 In Rectangular TrapfTdang. Loading Loading 140 In Rectangular Trap/Trlang. Loading Loading 160 in Rectangular T"Wrilang. Loading Loading DEO. AL BAY MULL 8 F yytt 8 XX S S g 8 Z g d 8 8 z•_ figg• d Z g d ill.2 g g,rda g d x•_ 1' ` dOC g l gs g d`eIe t d g fig rc Vr 42 in 170.0 820 170.0 435 170.0 744 170.0 478 170.0 SW 170.0 506 170.01 992 170.0 519 170.0 1116 170.0 521 170.0 1240 170.0 521 170.0 14881 170.0 521 170.01 1735 170.01 521 1149.1 1740 170.0 521 46 In 170.0 708 170.0 52A 170.0 850 170.0 584 170.0 992 170.0 630 170.0 1133 170.0 661 170.0 1275 170.0 677 170.0 1417 1 170.0 680 152.2 1522 170.0 680 130.6 1522 170.0 680 114.2 1.522 170.0 680 50.6251n 170.0 747 170.0 563 170.0 898 170.0 631 170.0 1048 170.0 684 170.0 1195 170.0 723 170.0 1345 170.0 747 164.2 1443 170.0 756 1 138.9 1443 170.0 766 117.3 1443 170.0 756 102.6 1443 170.0 768 541n 170.0 797 170.0 612 170.0 956 170.0 891 170.0 1116 170.0 754 170.0 11275 170.0 803 160.4 1353 170.0 837 144.3 1353 170.0 858 120.3 1353 170.0 861 103.1 1353 170.0 861 90.2 1353 170.0 861 60 in 170.0 885 170.0 701 170.0 1063 170.0 787 587.0 1218 170.0 878 148.1 1218 170.0 944 128.9 Vill 159.8 936 116.8 1218 152.1 924 97.4 1218 146.1 913 83.5 5218 146.1 913 73.1 1218 146.1 913 631n 170.0 930 170.0 745 170.0 1116 170.0 850 160.2 1150 168.8 933 131.4 1150 153.0 914 116.8 1150 141.9 898 105.1 1150 134.2 885 87.6 1150 128.7 8711 76.1 1460 1126-2 870 65.7 1150 126.2 870 68 in 170.0 974 170.0 789 152.4 1048 185.8 881 1 130.6 1048 146.8 864 114.3 1048 MA 850 101.6 1048 123.4 839 91.4 1048 116.6 830 76.2 1048 109.4 821 85.3 1048 108.2 818 57.1 1048 108.2 818 C 72 In 140.8 880 147.9 764 117A 880 126.0 748 100.6 860 110.8 734 68.0 880 100.0 722 78.2 880 92.0 712 70.4 880 66.2 703 58.7 880 79.2 693 50.3 680 76.5 668 44.0 880 76.4 688 J t= 76 In 119.7 780 126.1 690 99.8 790 108.4 676 55.5 790 93.3 663 74.6 790 83.9 652 68.5 790 76.9 643 59.8 780 71.7 635 49.9 780 65.1 624 42.8 790 62.1 618 37.4 790 61.5 817 2 781n 110.8 750 115.5 657 92.3 750 98.1 644 79.1 750 85.8 632 69.2 750 77.1 621 61.5 750 70.6 612 65.4 750 65.7 605 46.2 750 69.4 594 39.8 750 56.2 588 34.6 750 55.5 901n 72.1 563 74.4 500 60.1 563 62.8 491 51.6 563 54.8 483 45.1 683 48.9 475 40.1 563 44.4 468 36.1 563 40.9 462 30.0 663 1 38.2 462 25.8 563 33.3 445 22.6 663 31.8 442 961n 59A 495 61.1 443 49.5 495 51.5 435 42A 495 44.8 427 37.1 495 39.9 421 33.0 495 36.1 415 28.7 495 33.2 409 24.8 495 29.1 400 21.2 495 28.6 394 18.6 495 25.0 390 1081n 41.7 391 42.6 353 34.8 391 35.9 348 29.8 391 31.1 342 26.1 391 27.6 337 23.2 391 24.9 333 20.9 391 22.8 328 17.4 391 18.7 321 14.9 391 17.8 316 1111x1 38.4 370 39.2 335 32.0 370 33.0 330 27.5 370 28.6 325 24.0 370 25.3 320 21.4 370 22.8 318 19.2 370 20.8 312 16.0 370 18.1 305 1201n 30.4 317 30.9 289 26.3 317 26.0 284 21.7 317 22.5 280 19.0 317 18.9 278 16.9 317 17.9 273 144 In 17.6 220 17.8 203 IMMLE1Do t+ •5 rn m Anchor Ca Ity Table(lbs) a 90 U) Substrate: 2.7k Concrete 3.5k Cono. I Hollow C IIJ Filled CAIU PT Wood Metal Anchor Type: 3116' Elco Ullracon 114' Elco Ultracon 5/18' Elco ultracon 3116'Elco Ultracon 114' Elco UlUacon 114' $S Elco 5/18' Elco AggreOator Ultraeon 114• SS Elco AggreOetor 10 Steel #12 Steel Screw (135) Screw (G5) 12 Sleet Screw (G5) Anchor Clip Patterns Edge Distance (in): Embedment (In): V 1-314' 2-112' 1-314' 1' 1.3/4' 2-12' 1-3/4' 3.118' 2' 1" 1-1/4' 2-1/2' 1-114' 1' 1-1/4' 2-1/2' 1-1/4' 2' 1-114' 3.118' 1-1/4' 2' 2' 0.48' 1318' 0.54' 1-318' 0.324' edes 2 Anchors ® V Min. O.C. / (2) 2x5 Angle Clips / (Fig. 1): 4 Anchors ® 3.5" Mia O.C. / (2) 2x5 Angle Crips / (Fig. 2): 6 Anchors @ 2.71' Min. O.C. / (2) 2x5 Angie Clips / (Fig. 3j: 390 Ibs 780 lbs 1120 lbs 390 lbs 780 lbs 1120 lbs 450 lbs 790 lbs i 958lbs; 890 lbs 1670 lbs 2246 lbs 1700 lbs 2525 lbs 2254 The 270 lbs 540 lbs WA 280 1b 560 lbs 840 lbs 354 lbs WA WA 740 lbs 1120 lbs 1059 lbs 374 lbs 748 1b WA 720 Ibs 8W lbs 1320 lbs 946 Ibs 1892 lbs; NIA 341 Ibs 682 IM 1022 Ibs 442 Iba 685 lbs 1321 lbs 580 lbs 1120 lbs 1680 lbs FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP (FIGURES 1-3) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 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 SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 .125" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 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. ANCHOR CAPACITY ADJUSTMENT FORMULA: DP.,) X If \ ANCHOR CAP. y, , =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. RI"Visbpo - - - - tg with the Flo da ... 3 *2209- 0 -QONO- - - - , I I I I f I I I LYM F xCEiv1SF No. 58-/05 )' U •. ST ; rs NAL. A. LYNNIMIL• LAR, P.E. FL P.E.# 58705 t+ •5 rn m z a 90 U) J W W C) OMCD0 U M g W J Z 1) m 8 Z Q Z Q Q r - 0 p CO Z CQ00 v- O 1 W 3 C> F5 0: o 0 U) U) Vr M Q O n RI"Visbpo - - - - tg with the Flo da ... 3 *2209- 0 -QONO- - - - , I I I I f I I I LYM F xCEiv1SF No. 58-/05 )' U •. ST ; rs NAL. A. LYNNIMIL• LAR, P.E. FL P.E.# 58705 a 90 60:09: 4,00000 RI"Visbpo - - - - tg with the Flo da ... 3 *2209- 0 -QONO- - - - , I I I I f I I I LYM F xCEiv1SF No. 58-/05 )' U •. ST ; rs NAL. A. LYNNIMIL• LAR, P.E. FL P.E.# 58705 WWII 10.4Z". rA01 c 4ao I a0 Mullion Capacity Table IbstW U Anchor Capacity Table Ibs O Substrate: Z 2.7k Concrete 3.5k Conc. n Hollow CMU m0 QMix Filed CMU PT Wood Opening Width for vertically -sparring millions) or Opening Height (torhorinontaiV-spanning mtilions) P 5/16' Elco1/4' SS Elco 5116' Etco 114' SS Elco 1110 Steel 50 in 1112 Steel 601n 3/16' Elco Ultrecon 1/4' Elco 70 In 3/96' Elco Ultracon 60 In Macon AggreGator 90 in Screw (G5) Screw (G5) 100 in Edge Distance (in): 1" 120 in 1' 2.1/2" 140 In 1' 2-1/2' 160 In 2-1/2' 3.26" 46 Rectangular Loading Trap/Tdang. Ling Rectangular Loading TraplTdong. Loading Rectangular Loading TrWTdang. Loading Rectangular Loading TrapJTdang. Loading Rectangular Loading IMPr Bang. Loading Rectangular Loading Trap/Tdang. Loading Rectangular Loading Trap/Tdang. Loafing Rectangular Loading Trap/Triarg. Loading Rectangular Loam TraplTdang. Loading AL G 1-18' G 8 • F5 2 G 390 Ibs 412 450 Ibs 011 0 G by u 270 lbs is Q G 740 lbs E G 720 Ibs G yQ. 442 Ibs 560 lbs Cp G V G puscDEO. 9 U JJJ VBAYMULL i V wT.' G7 G 4 {G ciS w' G 1120 The r:• G Q s: G ci G 4 S.. G 1120 lbs 6 Anchors @ 2.71' Min. O.C. / (2) acs Angle Clips / (Fig. 3):l 421n 170.0 620 170.0 435 170.0 744 170.0 478 170.0 868 170.0 508 170.0 992 170.0 519 170.0 1116 170.0 521 170.0 1240 170.0 521 170.0 1488 170.0 521 170.0 1735 170.0 521 180.3 1871 170.0 521 48 In 170.0 708 170.0 524 170.0 850 170.0 584 170.0 992 170.0 630 170.0 1133 170.0 681 170.0 1275 170.0 677 170.0 11417 170.0 1170.0 860 163.7 1637 170.0 680 1140.3 1837 170.0 680 122.6 1637 570.0 880 50.625 in 170.0 747 170.0 583 170.0 898 170.0 531 510.0 1046 170.0 684 170.0 1195 170.0 723 170.0 1345 170.0 747 170.0 1494 758 147.1 1552 570.0 758 126.1 1552 170.0 758 110.4 1552 170.0 758 54 in 170.0 797 170.0 812 170.0 958 170.0 691 170.0 1116 170.0 754 170.0 1275 170.0 803 170.0 1434 170.0 637 555.2 1455 170.0 656 129.3 1455 170.0 681 110.8 1455 170.0 881 97.0 1455 170.0 861 601n 170.0 885 170.0 701 170.0 1063 170.0 797 170.0 1240 170.0 678 157.1 1309 170.0 944 139.7 1309 170.0 998 125.7 1309 163.5 994 104.6 13091 157.5 982 89.8 1309 157.1 982 76.6 1309 157.1 982 83 In 170.0 930 170.0 745 170.0 1118 170.0 850 182.9 1247 170.0 940 142.5 1247 184.5 983 128.7 1247 152.8 955 114.0 1247 144.3 952 95.0 1247 136.2 936 81.4 1247 135.7 935 71.3 1247 435.7 935 68 In 170.0 974 170.0 769 170.0 1169 170.0 903 148.4 1190 163.7 905 129.9 1190 147.0 945 115.4 1190 136.5 928 103.9 1190 128.4 914 86.8 1190 119.5 898 74.2 1190 118.1 893 64.9 1190 116.1 893 m 72 in 161.6 1050 169.8 877 134.7 1010 144.8 859 115.4 1010 127.2 842 101.0 1010 114.7 828 89.8 1010 105.6 817 80.6 1010 08.9 607 67.3 1010 90.0 795 57.7 1010 87.8 78D 50.5 1010 87.7 789 a 78 to 137.4 906 143.8 792 114.5 908 1220 775 98.1 906 107.1 7111 85.9 908 96.2 749 76.3 906 88.2 730 68.7 906 82.3 729 57.3 908 7 716 49.1 908 71.2 710 42.9 806 70.8 708 781n 127.1 861 132.5 754 105.8 881 112.5 738 90.8 861 98.6 725 79.4 861 65.5 713 70.6 861 81.0 703 63.6 661 75.4 694 53.0 881 1 33.4 681 45.4 881 64.5 675 39.7 881 63. 7 672 1 90 in 827 848 85A 574 68.9 846 721 564 59.1 846 62.0 554 51.7 646 50.1 545 46.0 648 50.9 537 41.4 848 47.0 530 34.5 848 5 519 29.5 848 38.2 5111 25.9 1148 38.5 507 98 in 68.2 5M35.5331 56.8 588 59.1 499 48.7 568 51.4 491 42.8 588 45.6 483 37.9 588 41.4 476 34.1 588 38.1 470 28.4 568 459 24.3 568 30.5 452 21.3 588 28.7 447 1081n 47.9 439.9 449 41.2 399 34.2 449 35.7 303 29.9 449 31.7 387 28.6 449 28.6 382 23.9 449 28.1 377 20.0 448 22.7 388 17.1 449 20.4 361 15.0 449 18.9 358 111 in 44.1 438.8 425 37.9 379 31.5 425 32.8 373 27.6 425 20.1 307 24.5 425 28.2 382 22.1 425 24.0 356 18.4 425 20.7 350 15.8 425 18.8 343 1201n 34.9 329.1 364 29.8 328 24.9 384 25.6 321 21.8 384 22.6 317 19.4 304 20.5 313 57.5 384 18.7 309 1441n 20.2 216.8 253 17.1 230 rA01 c 4ao FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP (FIGURES 1-3) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANDlOR OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 .125" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 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. ANCHOR CAPACITY ADJUSTMENT FORMULA: DP,)X 1 ANCHOR CAP.,,.,, _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. Q O tL u O s m 1- N LU W 2 p O O 1- @O O J J m J W U z r Q Q O I a0 U Anchor Capacity Table Ibs O Substrate: Z 2.7k Concrete 3.5k Conc. n Hollow CMU m0 QMix Filed CMU PT Wood Metal 0Y P 5/16' Elco1/4' SS Elco 5116' Etco 114' SS Elco 1110 Steel 1{12 Steel 1112 Steel Anchor Type: 3/16' Elco Ultrecon 1/4' Elco Ultracon Ultracon 3/96' Elco Ultracon 1/4' Elco Macon AggreGator Unmeon AggreGalor Screw (G5) Screw (G5) Screw (G5) Anchor Clip Patterns Edge Distance (in): 1" 2-1/2' 1' 2.1/2" 3-116• 1' 2-1/2' 1• 2-1/2' 2' 3-111• 2' 0.48• 0.54' 0.324` Embedment (in): 1.3/4' 1-3/4' 1-3/4' 1-3/4' 2' 1-114' 1.1/4' 1-1/4' 1-114' 1-1/4' 1-114' 2' 1-18' 13/8' ante• 2 Anchors @ 5' Min. O.C. / (2) 2x5 Angie Clips /(Fig. i):l 390 Ibs 390 Ibs 450 Ibs 890 lbs 1700 Ibs 270 lbs 280 lbs 354 Ibs 740 lbs 374 Ibs 720 Ibs 046 lbs 341 Ibs 442 Ibs 560 lbs 4 Anchors @ 3.5' Min. O.C. / (2) 2x5 Angle Clips I (Fig. 2):1 710 lbs 780 lbs 790 Ibs 1670 Ibs 2525 lbs 540 Ibs 560 Ibs N/A 1120 The 748 Ibs 880 Ibs 1892 lbs 682 lbs 885 Ibs 1120 lbs 6 Anchors @ 2.71' Min. O.C. / (2) acs Angle Clips / (Fig. 3):l 1120 Ibs 1120 Ibs 956 Ibs 2246 Ibs 1 2254 lbs I NIA 840 Ibs NIA 1059 Ibs WA 1320 lbs N/A 1022 lbs 1327 lbs 1680 lbs FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP (FIGURES 1-3) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANDlOR OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 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 .125" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 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. ANCHOR CAPACITY ADJUSTMENT FORMULA: DP,)X 1 ANCHOR CAP.,,.,, _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. Q O tL u O s m 1- N LU W 2 p O O 1- @O O J J m J W U z r Q Q O Xt 1111111// GEN No, 58705 STATC S/ONA1; , A. LYNI +}iILLER, P.E. FL P.E.# 58705 I a0 U Q O OZ n m0 QMix0Y P 3 cott'14 g, with the Florida Fiuituit>A^,acd: / .a • . PAuxAt(v= r10 .L Xt 1111111// GEN No, 58705 STATC S/ONA1; , A. LYNI +}iILLER, P.E. FL P.E.# 58705 1.000" f -- 125" 2.000" 375" T VX 2" X .375' MULLION 6063-T6 ALUM. X -SECTION STANDARD CLIP 6063 -TB ALUM. X -SECTION 125" 5.500" 125" CUT HERE TO .375" 3375" y _ CREATE F -CLIP, SEE MIN. MIN. DETAIL F. SHEET 4 r--------1 r --------j I I I I I A L -----J L -------J L- STANDARD CLIP 6063-T6 ALUM. CENTER OF ANCHOR HOLE MUST LIE TOPVIEW WITHIN THE DASHED BOUNDARY. SEE SHEETS 5-17 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER + 1/16'. 5.500' .375" 375" MIN. MIN. r------ -----I------------- I ( I I I I I I I E I B p I I I I I I I I I C OFFSET CLIP 125" 6063-T6 ALUM. I TOPVIEW 740"-I--- P i 2.125" U -CLIP 6063-T6 ALUM. X -SECTION 125"F I .740" - 338" MIN. U -CLIP 6063-T6 ALUM. TOPVIEW CENTER OF ANCHOR HOLE MUST LIE WITHIN THE DASHED BOUNDARY. SEE SHEETS 5-17 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER + 1/16'. TADI C D 1" X 2.75" X .650" MULLION 6083-T6 ALUM. X -SECTION 2X5 ANGLE CLIP 6063-T6 ALUM. X -SECTION 125" 5.000" 375" MIN. r--------------------- Ir------------------ CENTER OF ANCHOR HOLE MUST LIE WITHIN THE DASHED BOUNDARY. SEE SHEETS 5-17 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER + 1116'. F--1.250"--i 2X5 ANGLE CLIP 6063-T6 ALUM. TOPVIEW Mull Dimension (sheet #) 1" X71 X .12W (5) For Mullion: A PGT Part # 1" X2" X.125' Aluminum Tube Mullion B 2.654 Mullion Std. Clip 66605 666113M Offset Clip 6661118M U -Clip 666243M Angle Clip' 666511 M 1" X2- X.375" (6) 666006 666114M 6661119M 666244M 666512M 1" X 2.75" X.376' (7) 66607 666115M 6661120M 666245M M13M 1" X 2.75" X.650" (8) 66608 666116M 6661121 M 666246M 666514M 1" X 3.125" X. 5W- (9) 6%37M 6661116M 6681114M 666242M 666515M 1.26'X3.188" X.265' (12) 66641 M 6661117M 6661113M 666241 M 666516M 1.26" X 2.11" X .125" (18) 69370 WA NIA WA 666517M NOTES: 1) HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS GIVEN ON THIS SHEET. 2) SEE SHEETS 5-20 FOR SUGGESTED, APPROXIMATE HOLE LOCATIONS & ANCHOR O.C. DISTANCE. 3) SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. TART F A U.900" 25" 2.116" 125" 125" 1.26"X 2.11" X .125' MULLION 6063-T6 ALUM. X -SECTION Dimension Value (in) For Mullion: A 1.625 1" X2" X.125' Aluminum Tube Mullion B 2.654 C 0.895 D 0.740 A 1.125 1" X20 X.3754 Aluminum Tube Mullion B 2,404 C 0.635 D 0.490 A 1.875 1" X2.750" X 375 Aluminum Tube Mullion B 3.000 C 0.757 D 1.118 E .450 Min. A 1"X2.75"X 650" Aluminum Tube Mullion B C L47 D A 2.000 1" X 3. 125" X 500" Alum Tube Mull B 2.637 C 0.863 D 1.137 A 2.625 1.25" X 3.188" X .285" Alum Tube Mull B 3,262 C 0.862 D 1.762 A 1.813 1.26" X2.11" 121" Alum Tube Mull w s= E! 6I-5°°1 r v -I It n LYNN C'.•'\CENSE. CF'p ii NO-58705fy x c _- ST TE OF A. LYNN MIJPEf , P.E. FL P.E.# 58705 Q W W oA O L Z r) M 1 v -I It n LYNN C'.•'\CENSE. CF'p ii NO-58705fy x c _- ST TE OF A. LYNN MIJPEf , P.E. FL P.E.# 58705 K 1 1.000" r-- --j 1.000" [-- 1"X 4'X.125' 1"X4'X.125' MULLION 6063-T6 ALUM. X -SECTION 4.000" 25" 125" 125 i .820" I--- } 1.25' X 3.25' X .100" MULLION 6005-T5 ALUM. X -SECTION 00" 100 VX4'X.375" MULLION 6063-T8 ALUM. X -SECTION 062" - i 062" 385" 4.000" For Mullion: F 2.62: 125" G 1.000 031' 1r -- 1 3.000 1 155"J 3.187 1' X4" X 375' Aluminum Tube &'T 375" H 2.430 1 3.000 1" X 4' X.375' 2.250 T' -MULLION G 0.760 6063-T6 ALUM. 1 3.250 X -SECTION W I .820" 1-- --1 .820' 1- - 1.25' X 3.25" X .624' 1.25"X 3.94'X.624' MULLION MULLION 6005-T5 ALUM. 6005-T5 ALUM. X -SECTION X -SECTION I 125" STANDARD CLIP 2.000" 606346 ALUM. X -SECTION t-. 125" 740" 1 2.125" U -CLIP t 6063-T6 ALUM. X -SECTION 125"- 5.500" CUE HERETO75" 375" 3.125" -CREATE F -CLIP, SEE MIN. I I DETAIL F, SHEET 4 r--------- I r --------7 I I I I I I I I I I I I { I I I I I 1 1 I I I 1 I t 2.875" - - - - I I ! I I I 1 I I 1 I I I I I I I t I ( I I I I I t 1 L _ STANDARD CLIP CENTER OF ANCHOR HOLE MUST LIE 6063-T6 ALUM. WITHIN THE DASHED BOUNDARY. SEE TOFVIEW SHEETS 5-20 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER + 1/16'. CENTER OF ANCHOR HOLE MUST LIE WITHIN THE DASHED BOUNDARY. SEE SHEETS 5-20 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER + 1116'. 375" 3.469' 5.500" 2.661" / 11II{ 125" .375' I 375' 877" MIN.25" 1.3770 125" . 125' 45° 2.250" 1 30- 3.250"45- BAY MULLION 7/ 3.250" 30- BAY MULLION 6063-T6 ALUM. 6063-T6 ALUM. X -SECTION -- J X -SECTION I G OFFSET CLIP 125" I 6063-T6 ALUM. 228"- T .226"T . 740" 10 i TOPVIEW NOTES: qi 1) HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS GIVEN ON THIS SHEET. 2) SEE SHEETS 5-20 FOR SUGGESTED, APPROXIMATE HOLE LOCATIONS. 3) SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. U -CLIP 6063-T6 ALUM. TOPVIEW TABLE C 125" r----------------------- CENTER OF ANCHOR HOLE MUST LIE WITHIN I THE DASHED I I BOUNDARY. SEE I I I 1 SHEETS 5.20 FOR F 4 THE ANCHOR O.C. DISTANCE. I I MAXIMUM I I I I ANCHOR HOLE t DIAMETER: ANCHOR------------------ -- DIAMETER + 1116'. Dlmension Value (In) For Mullion: F 3.687 1" X4' C 125" Aluminum Tube Mullion G 1.000 H 2.680 1 3.000 1 F 3.187 1' X4" X 375' Aluminum Tube &'T G 0.757 H 2.430 1 3.000 F 2.250 1.25" X325" X.100" Tube Mullion G 0.760 H 1.500Alunimum113.250 TAM C r% TABLE C_ CONT. Dimension Value (in) For Mullion: F 1.938 1.25" X 3.25' X.624" Aluminum Tube Mullion G 0.500 H 1.438 1 3.250 F 2.625 1.25' X 3.94" X.624' Aluminum Tube Mullion G 1.125 H 1.500 1 3.250 F 2.813 1 30° BayMufl F 2.875 1450 Say Mull 2X5 ANGLE CLIP 6063-T6 ALUM. TOPVXW 000* 09 Mull Dimension sheet#) Z Std. Clip Na U -Clip Angle Clip 1' X 4' X. 125* (10) 69364 668111 M 6661122M 866241 M 668518M V X4- X.375' (11) O 666112M W 666242M l" X 4' X .375' "T" (11) 66653 666112M W 666242M 6W519M 1.25' X3.251 X .100- (13) 20160 6661127M 6661124M 6662410M 6665115M 1.25' X 3.25' X.624" (14) 20181 6861128M 6661125M 6662411 M W U)00 20162 6661117M OF - 666241M 375" Do Qtto WA N/A NIA MIN. 45 Degree (20) 66650 WA NIA WA 1.375"Q Z Wg m MIN. J jw d,o aZ J Z Q Qz..ZQ N 00 O 2X5 ANGLE CLIP 6063-T6 ALUM. TOPVXW 000* 09 Mull Dimension sheet#) Mullion Std. Clip POT Part# Offset Clip U -Clip Angle Clip 1' X 4' X. 125* (10) 69364 668111 M 6661122M 866241 M 668518M V X4- X.375' (11) 66610 666112M 6661123M 666242M 666519M l" X 4' X .375' "T" (11) 66653 666112M 6861123M 666242M 6W519M 1.25' X3.251 X .100- (13) 20160 6661127M 6661124M 6662410M 6665115M 1.25' X 3.25' X.624" (14) 20181 6861128M 6661125M 6662411 M 6665116M 1.25" X3.94' X.624' (15) 20162 6661117M 6661126M 666241M 19) 66649 WA N/A NIA 8665110MNa6665111M45Degree (20) 66650 WA NIA WA rill llllf//I li 4.YNN GENSf No. 58705 O -- CTV ecu SITE A. LYt ItLliVl tii, P.E. FL P.E.# 58705 TABLE E Mull Dimension PGT Part sheet #) " I Mullion Std. Clip U-Cllp Angle Clip I - • 1 5 2" X4" X.25' (16) 66602 666261 M 666271 M 6665112M 2" X 6" X.2511(17)1 66604 666282M 666272M 6665113M I STANDARD CLIP 2.000" 6063-T6 ALUM. NOTES: XSECTION I 1) HOLES TO BE DRILLED IN THE FIELD FOLLOWING . 125" DIMENSIONAL RESTRICTIONS GIVEN ON THIS SHEET. 2) SEE SHEETS 5-20 FOR SUGGESTED, APPROXIMATE HOLE LOCATIONS. 3) SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 5500" 250" 250" X2.000" --j 6.000" CUT HERE TO 3.500" CREATE F -CLIP, 375" SEE DETAIL F, 375" MIN. I .« i y SHEET4 MIN. I 1 I I I I 2' X 4" X.26" MULLION 6063-T6 ALUM. I X -SECTION I I 2'X6"X.25' MULLION 6063-T6 ALUM. X -SECTION I I I 1 i I I I I I I I L _ STANDARD CLIP CENTER OF ANCHOR HOLE MUST LIE 6063-T6 ALUM. WITHIN THE DASHED BOUNDARY. SEE TOPVIEW SHEETS 5-20 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER + 1/16. 5.500" CUT HERE TO 375" 3.500" CREATE F -CLIP, SEE DETAIL F, 375" MIN. SHEET4 MIN. r----- -- -------------- I I I I I I I I I I II III I I I I I I I 1 4.68 I I I I I I I I I I I I I I I I I I I I 1 L-------•----I-----------J L STANDARD CLIP 6063-T6 ALUM. TOP VIEW I U -CLIP 2.125" I 6063-T8 ALUM X -SECTION I I T . 125" 1.490'-I r 375" I 3.438" O2"X ALUM. SEION, SHEET 1 TOPVIEW CENTER OF ANCHOR HOLE MUST LIE WITHIN THE DASHED BOUNDARY. SEE SHEET$ 5.20 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER + 1/16'. i t I 375"1 U -CLIP 6063-T6 ALUM. USED FOR 2' X 6' MULLION, SHEET 17 TOPMEW 2X5 ANGLE CLIP 6063-T6 ALUM. X -SECTION 125" n C4NvC4 cm 4k w o o z cwi r 1; 5.000" _.375" W o S O MIN. Z C7 s- O Z gf ---------------------i Z UJ UJ € O W r tl Z. I I Q r } I 1-- 0. ZN O Q 0 Z3.438" { I Z ap Q i4 C) 375'Z y o 0 MIN. O 2X5 ANGLE CLIP Q Q Q Q CENTER OF ANCHOR HOLE MUST LIE 6063 T6 ALUM. g g Z m Q OWITHINTHEDASHEDBOUNDARY. SEE TOPVIEW SHEETS 5-20 FOR THE ANCHOR O.C. • w DISTANCE. MAXIMUM ANCHOR HOLE. y •' DIAMETER: ANCHOR DIAMETER + 1116".000.. . • 0 6••00• •6 000000 00000 • . 0 00005.000" "' " 0 6 6 6 375" •666 . 6• •6.6• MIN. •6.6•• •6 • 06:60' 0. 00 •6 00000. 6 I I I I 6 5wftloioiid8onuvi I I 5.438" I i 11t11!1// I \ N•S LYNNII I I - No.58705 ` I I .375' , -_ MIN. U ' TTATEOF 1 T FLORIOP.••,C\ 2X5 ANGLE CLIP S '' • 0000. 6063-T6 ALUM. S/ONAITOPVIEW A. LYNN MKIldR, P.E. FL P.E.# 58705 EXAMPLE 1: SINGLE VERTICAL MULLION MUL LEh NO ANCHORS IN HEAD NO ANCHORS IN WINDOW SILL 32" 32' MULL WIDTH OPENING WIDTH EXAMPLE 2: MULTIPLE MULLIONS r VERTICAL I MULLION LENGTH OPENING HEIGHT FOR HORIZ. _ MULL WIDTH SEE FENESTRATION PRODUCT'S SEE DETAILS. SHEETS 23 THE BUILDING SUBSTRATE IS KNOWN TO BE WOOD ON ALL FOUR SIDES. THE WINDOW FRAME DEPTH IS 2-1/4". THE OPENING REQUIRES A DESIGN PRESSURE OF +60.0/-60.0 PSF. 1) INITIALLY ASSUMING THAT A 1- WIDE MULLION IS SUITABLE,THE MULLION LENGTH IS 72" AND THE OPENING WIDTH IS 32"+32+1'=65". REFERENCING SHEET 25, THE COLUMN USING RECTANGULAR LOADING MUST BE USED. SCAN THE MULLION TABLES FOR A MULLION THAT IS AT LEAST THE WINDOW FRAME DEPTH OF 2-1/4" AND WILL MEET OR EXCEED THE REQUIRED DESIGN PRESSURE OF +60.0/-60.0 PSF. IF THE TABLE DOES NOT SHOW THE EXACT SIZE, USE THE NEXT LARGER SIZE AVAILABLE. FROM TABLE 3A, SHEET 7, THE 1' X 2.75- X.375' MULLION (LENGTH = 72", OPENING WIDTH = 70') MEETS THE DEPTH REQUIRED, HOWEVER THE DESIGN PRESSURE IS +/-58.3 PSF AND WOULD NOT BE SUITABLE FOR THIS APPLICATION. FROM TABLE 4A, SHEET 8, THE 1- X 2.75" X.650' MULLION (LENGTH = 72", OPENING WIDTH = 70') HAS A DESIGN PRESSURE OF +/-72.7 PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 636 LBS. 2) USE TABLE 4B TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE WOOD SUBSTRATE. BOTH THE STANDARD CLIP WITH (4) #12 ANCHORS AND THE 2X5 ANGLE CLIPS WITH (4) #12 ANCHORS HAVE A CAPACITY OF 885 LBS. THOUGH EITHER ONE COULD BE USED, THE STANDARD CLIP IS EASIER TO INSTALL. 3) VERIFY THE DESIGN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM. THE LOWER DESIGN PRESSURE, OF MULLIONS OR FENESTRATION PRODUCTS, WILLAPPLYTOTHEOVERALLASSEMBLY. FINAL DESIGN PRESSURE REQUIRES THAT THE BOTH THE MULLION AND THE FENESTRATION PRODUCT BE INSTALLED IN ACCORDANCE WITH THE INSTALLATION SPECIFICATIONS INTO RESPECTIVE SUBSTRATES AND FENESTRATION PRODUCTS TO MULLION. IN THIS EXAMPLE, THE DESIGN PRESSURE REQUIRED WAS +/-60.0 PSF. TH OVERALL MULLION SYSTEM WAS DETERMINED TO BE 72.7 PSF WITH AN ANCHOR CAPACITY OF 636 LBS. ALTERNATIVELY, THE ANCHOR CAPACITY ADJUSTMENT FORMULA COULD HAVE BEEN USED TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR THE EXACT DESIGN PRESSURE OF 60 PSF: 60 PSF) X( 636 LBS / = 524 9 LBS (MAYBE USED TO QUALIFY # 10 STEEL SCREWS FROM TABLE 4B) 72.7 PSF THE BUILDING SUBSTRATE IS KNOWN TO BE CMU ON THE JAMBS AND USES A CONCRETE HEADER AND SILL. THE WINDOW FRAME DEPTH IS 2-3/8". THE OPENING REQUIRES A DESIGN PRESSURE OF +50.0/-55.0 PSF. SEE FOR THE VERTICAL MULLION: SEE 1) INITIALLY ASSUMING THAT A 1" WIDE MULLION IS SUITABLE, THE MULLION LENGTH IS 32"+72"+1"=105" AND THE OPENING WIDTH IS 36"+36"+1" =73". REFERENCING SHEET 25, FENESTRATION DETAILS, FROM TABLE 3A, SHEET 7, THE 1' X 2.75" X.375' MULLION (LENGTH = 108", OPENING WIDTH = 80') MEETS THE DEPTH REQUIRED, HOWEVER THE DESIGN PRESSURE IS +1-15.1 PSF PRODUCTS AND WOULD NOT BE SUITABLE FOR THIS APPLICATION. SHEETS FROM TABLE 12A, SHEET 16, THE 2" X 4- X.250- MULLION (LENGTH =108', OPENING WIDTH = 80') HAS A DESIGN PRESSURE OF +/-64.7 PSF WHICH EXCEEDS THE REQUIREMENTS SEE APPROVAL DETAILS, SHEETS 23 23 2' THE 73' DIMENSION (35-1/2"+35-1/2"+2"=73'). i 2) USE TABLE 128 TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CONCRETE SUBSTRATE. IN THIS EXAMPLE, ASSUME THE POURED LION CONCRETE HEADER AND SILL ARE 8" WIDE. IF THE MULLION CLIP WARE TO BE CENTERED WITHIN THE 8', CARE MUST BE TAKEN TO MAINTAIN THE FASTENER'S EDGE DISTANCE. I USING THE STANDARD CLIP WITH (6) 3/16' ULTRACON ANCHORS AT AN EDGE DISTANCE OF 2-1/2" GIVES AN ANCHOR CAPACITY OF 1050 LBS WHICH IS GREATER, AND SEE IGTH DETAIL E, SHEET 3 FOR THE HORIZONTAL MULLIONS: BECAUSE THE VERTICAL MULL WILL BE A 2"X 4"X.250- MULLION, IN.THiS EXAMPLE WE WILL MATCH THE HORIZONTAL AND VERTICAL MULLIONS, ALTERNATIVELY, ANOTHER MULLION TYPE COULD BE CHOSEN. THE OPENING HEIGHT IS 32"+72.+2' =106-. REFERENCING SHEET 25, THE COLUMN USING TRAPEZOIDAL/TRIANGULAR LOADING MAY BE SEE USED. FROM TABLE 12A, SHEET 16, THE 2" X 4" X.250- MULLION (@ LENGTH = 42", OPENING HEIGHT =120') HAS A DESIGN PRESSURE OF +/-170.0 PSF REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 521 LBS. DETAILS, 2) USE TABLE 12B TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CMU SUBSTRATE. IN THIS EXAMPLE, ASSUME THE CMU JAMBS ARE 8' SHEETS WIDE. IF THE MULLION CLIP WERE TO BE CENTERED WITHIN THE 8-j CARE MUST BE TAKEN TO MAINTAIN THE FASTENER'S EDGE DISTANCE. USING THE 2X5 ANGLE CLIPS WITH SHEETS ANCHOR CAPACITY OF 521 LBS. r 2-3 NO ANCHORS IN WINDOW SILL 32" 32' MULL WIDTH OPENING WIDTH EXAMPLE 2: MULTIPLE MULLIONS r VERTICAL I MULLION LENGTH OPENING HEIGHT FOR HORIZ. _ MULL WIDTH SEE FENESTRATION PRODUCT'S SEE DETAILS. SHEETS 23 THE BUILDING SUBSTRATE IS KNOWN TO BE WOOD ON ALL FOUR SIDES. THE WINDOW FRAME DEPTH IS 2-1/4". THE OPENING REQUIRES A DESIGN PRESSURE OF +60.0/-60.0 PSF. 1) INITIALLY ASSUMING THAT A 1- WIDE MULLION IS SUITABLE,THE MULLION LENGTH IS 72" AND THE OPENING WIDTH IS 32"+32+1'=65". REFERENCING SHEET 25, THE COLUMN USING RECTANGULAR LOADING MUST BE USED. SCAN THE MULLION TABLES FOR A MULLION THAT IS AT LEAST THE WINDOW FRAME DEPTH OF 2-1/4" AND WILL MEET OR EXCEED THE REQUIRED DESIGN PRESSURE OF +60.0/-60.0 PSF. IF THE TABLE DOES NOT SHOW THE EXACT SIZE, USE THE NEXT LARGER SIZE AVAILABLE. FROM TABLE 3A, SHEET 7, THE 1' X 2.75- X.375' MULLION (LENGTH = 72", OPENING WIDTH = 70') MEETS THE DEPTH REQUIRED, HOWEVER THE DESIGN PRESSURE IS +/-58.3 PSF AND WOULD NOT BE SUITABLE FOR THIS APPLICATION. FROM TABLE 4A, SHEET 8, THE 1- X 2.75" X.650' MULLION (LENGTH = 72", OPENING WIDTH = 70') HAS A DESIGN PRESSURE OF +/-72.7 PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 636 LBS. 2) USE TABLE 4B TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE WOOD SUBSTRATE. BOTH THE STANDARD CLIP WITH (4) #12 ANCHORS AND THE 2X5 ANGLE CLIPS WITH (4) #12 ANCHORS HAVE A CAPACITY OF 885 LBS. THOUGH EITHER ONE COULD BE USED, THE STANDARD CLIP IS EASIER TO INSTALL. 3) VERIFY THE DESIGN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM. THE LOWER DESIGN PRESSURE, OF MULLIONS OR FENESTRATION PRODUCTS, WILLAPPLYTOTHEOVERALLASSEMBLY. FINAL DESIGN PRESSURE REQUIRES THAT THE BOTH THE MULLION AND THE FENESTRATION PRODUCT BE INSTALLED IN ACCORDANCE WITH THE INSTALLATION SPECIFICATIONS INTO RESPECTIVE SUBSTRATES AND FENESTRATION PRODUCTS TO MULLION. IN THIS EXAMPLE, THE DESIGN PRESSURE REQUIRED WAS +/-60.0 PSF. TH OVERALL MULLION SYSTEM WAS DETERMINED TO BE 72.7 PSF WITH AN ANCHOR CAPACITY OF 636 LBS. ALTERNATIVELY, THE ANCHOR CAPACITY ADJUSTMENT FORMULA COULD HAVE BEEN USED TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR THE EXACT DESIGN PRESSURE OF 60 PSF: 60 PSF) X( 636 LBS / = 524 9 LBS (MAYBE USED TO QUALIFY # 10 STEEL SCREWS FROM TABLE 4B) 72.7 PSF 36', HORIZ. 36-, HORIZ. 4) FOR THE U -CLIP IN THE HORIZONTAL MULLION TO VERTICAL MULLION, USE THE SAME ANCHOR CAPACITY OF 521 LBS. TABLE 12B FOR THE U -CLIP SHOWS THE ANCHOR MULL LENGTH MULL LENGTH CAPACITY IS 1074 LBS WHEN USING 3 ANCHORS, WHICH IS GREATER, AND THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPACITY REQUIREMENT OF 521 LBS. THE OPENING WIDTH FOR VERTICAL MULL ANCHOR TYPE IS A #12 STEEL SCREW. FROM THE ABOVE STEPS, OUR MULLION DESIGN PRESSURE IS: 64.7 PSF FROM THE VERTICAL MULLION; 170.0 PSF FROM THE 36" HORIZONTAL MULLION ATTACHING TO CMU; 1-170.0 PSF FROM THE 36" HORIZONTAL MULLION ATTACHING TO THE VERTICAL MULLION (INTERSECTION). THE LOWEST DESIGN PRESSURE IS +/-64.7 PSF AND WOULD APPLY TO ALL OF THE MULLIONS. VERIFY THE DESIGN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM. THE LOWER DESIGN PRESSURE, OF MULLIONS OR FENESTRATIONPRODUCTS, WILL APPLY TO THE OVERALL ASSEMBLY. FINAL DESIGN PRESSURE REQUIRES THAT THE BOTH THE MULLION AND THE FENESTRATION PRODUCT BE INSTALLED INACCORDANCEWITHTHEINSTALLATIONSPECIFICATIONSINTORESPECTIVESUBSTRATESANDFENESTRATIONPRODUCTSTOMULLION. 0• • 00.00 0000 0000• 0••• m a. 0000•• 0000•• s • 0000•• RII • g tho FbrlQa :....: No XIIII!// 1-Y NIV ENS c FAQ A{ NO.58705 } I{ TATEF 4(!/ O{ CORtOA. NA\- A. LYNN MILIA P.E. FL P.E.# 58705 THE BUILDING SUBSTRATE IS KNOWN TO BE CMU ON THE JAMBS AND USES A CONCRETE HEADER AND SILL. THE WINDOW FRAME DEPTH IS 2-3/8". THE OPENING REQUIRES A DESIGN PRESSURE OF +50.0/-55.0 PSF. FOR THE VERTICAL MULLION: 1) INITIALLY ASSUMING THAT A 1" WIDE MULLION IS SUITABLE, THE MULLION LENGTH IS 32"+72"+1"=105" AND THE OPENING WIDTH IS 36"+36"+1" =73". REFERENCING SHEET 25, THE COLUMN USING RECTANGULAR LOADING SHALL BE USED. SCAN THE MULLION TABLES FOR A MULLION THAT IS AT LEAST THE WINDOW FRAME DEPTH OF 2-3/8" AND WILLMEETOREXCEEDTHEREQUIREDDESIGNPRESSUREOF +50.0%55.0 PSF. IF THE TABLE DOES NOT SHOW THE EXACT SIZE, USE THE NEXT LARGER SIZE AVAILABLE. FROM TABLE 3A, SHEET 7, THE 1' X 2.75" X.375' MULLION (LENGTH = 108", OPENING WIDTH = 80') MEETS THE DEPTH REQUIRED, HOWEVER THE DESIGN PRESSURE IS +1-15.1 PSF AND WOULD NOT BE SUITABLE FOR THIS APPLICATION. FROM TABLE 12A, SHEET 16, THE 2" X 4- X.250- MULLION (LENGTH =108', OPENING WIDTH = 80') HAS A DESIGN PRESSURE OF +/-64.7 PSF WHICH EXCEEDS THE REQUIREMENTS SEE FOR THE OPENING AND MAY BE USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 971 LBS. DETAILS, SHEETS BECAUSE IT IS NOW KNOWN THAT THE MULLION WILL ADD 2" TO THE WIDTH OF THE MULLED UNIT, THE ADJUSTED OPENING WIDTH IS 36'+36"+2'=74", NOT 73' AS PREVIOUSLY 23 ASSUMED. VERIFY THAT THE DESIGN PRESSURE IS STILL APPLICABLE FOR THE ADJUSTED OPENING. ALTERNATIVELY, THE WINDOW WIDTHS MAY BE REDUCED TO MAINTAIN THE 73' DIMENSION (35-1/2"+35-1/2"+2"=73'). i 2) USE TABLE 128 TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CONCRETE SUBSTRATE. IN THIS EXAMPLE, ASSUME THE POUREDCONCRETEHEADERANDSILLARE8" WIDE. IF THE MULLION CLIP WARE TO BE CENTERED WITHIN THE 8', CARE MUST BE TAKEN TO MAINTAIN THE FASTENER'S EDGE DISTANCE. I USING THE STANDARD CLIP WITH (6) 3/16' ULTRACON ANCHORS AT AN EDGE DISTANCE OF 2-1/2" GIVES AN ANCHOR CAPACITY OF 1050 LBS WHICH IS GREATER, AND SEE THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPACITY OF 071 LBS. DETAIL E, SHEET 3 FOR THE HORIZONTAL MULLIONS: BECAUSE THE VERTICAL MULL WILL BE A 2"X 4"X.250- MULLION, IN.THiS EXAMPLE WE WILL MATCH THE HORIZONTAL AND VERTICAL MULLIONS, ALTERNATIVELY, ANOTHER MULLION TYPE COULD BE CHOSEN. THE OPENING HEIGHT IS 32"+72.+2' =106-. REFERENCING SHEET 25, THE COLUMN USING TRAPEZOIDAL/TRIANGULAR LOADING MAY BE1) THE MULLION LENGTH IS 36' AND WHICH EXCEEDS THEUSED. FROM TABLE 12A, SHEET 16, THE 2" X 4" X.250- MULLION (@ LENGTH = 42", OPENING HEIGHT =120') HAS A DESIGN PRESSURE OF +/-170.0 PSF REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 521 LBS. SEE DETAILS, 2) USE TABLE 12B TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CMU SUBSTRATE. IN THIS EXAMPLE, ASSUME THE CMU JAMBS ARE 8' SHEETS WIDE. IF THE MULLION CLIP WERE TO BE CENTERED WITHIN THE 8-j CARE MUST BE TAKEN TO MAINTAIN THE FASTENER'S EDGE DISTANCE. USING THE 2X5 ANGLE CLIPS WITH 4) 3/16" ULTRACON ANCHORS AT AN EDGE DISTANCE OF 1" GIVES AN ANCHOR CAPACITY OF 540 LBS WHICH IS GREATER, AND THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPACITY OF 521 LBS. 36', HORIZ. 36-, HORIZ. 4) FOR THE U -CLIP IN THE HORIZONTAL MULLION TO VERTICAL MULLION, USE THE SAME ANCHOR CAPACITY OF 521 LBS. TABLE 12B FOR THE U -CLIP SHOWS THE ANCHOR MULL LENGTH MULL LENGTH CAPACITY IS 1074 LBS WHEN USING 3 ANCHORS, WHICH IS GREATER, AND THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPACITY REQUIREMENT OF 521 LBS. THE OPENING WIDTH FOR VERTICAL MULL ANCHOR TYPE IS A #12 STEEL SCREW. FROM THE ABOVE STEPS, OUR MULLION DESIGN PRESSURE IS: 64.7 PSF FROM THE VERTICAL MULLION; 170.0 PSF FROM THE 36" HORIZONTAL MULLION ATTACHING TO CMU; 1-170.0 PSF FROM THE 36" HORIZONTAL MULLION ATTACHING TO THE VERTICAL MULLION (INTERSECTION). THE LOWEST DESIGN PRESSURE IS +/-64.7 PSF AND WOULD APPLY TO ALL OF THE MULLIONS. VERIFY THE DESIGN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM. THE LOWER DESIGN PRESSURE, OF MULLIONS OR FENESTRATIONPRODUCTS, WILL APPLY TO THE OVERALL ASSEMBLY. FINAL DESIGN PRESSURE REQUIRES THAT THE BOTH THE MULLION AND THE FENESTRATION PRODUCT BE INSTALLED INACCORDANCEWITHTHEINSTALLATIONSPECIFICATIONSINTORESPECTIVESUBSTRATESANDFENESTRATIONPRODUCTSTOMULLION. 0• • 00.00 0000 0000• 0••• m a. 0000•• 0000•• s • 0000•• RII • g tho FbrlQa :....: No XIIII!// 1-Y NIV ENS c FAQ A{ NO.58705 } I{ TATEF 4(!/ O{ CORtOA. NA\- A. LYNN MILIA P.E. FL P.E.# 58705 EXAMPLES OF RECTANGULAR LOADING: LOADING OF VERTICAL MULLION LOADING OF VERTICAL MULLION j SILL OF WINDOWS NOT ANCHORED WITH INTERSECTING HORIZONTAL MULLIONS I EXAMPLES OF TRAPEZOIDALITRIANGULAR LOADING: LOADING OF HORIZONTAL MULLION I Z(1) Z REMO- m LOADING OF VERTICAL MULLION LOADING OF VERTICAL MULLION j SILL OF WINDOWS NOT ANCHORED WITH INTERSECTING HORIZONTAL MULLIONS I EXAMPLES OF TRAPEZOIDALITRIANGULAR LOADING: LOADING OF HORIZONTAL MULLION LOADING OF VERTICAL MULLION LOADING OF VERTICAL MULLION I% a PANEL OF HINGED DOOR IS NOT CAPTURED OR ANCHORED WITH INTERSECTING HORIZONTAL MULLIONS I SGD LOADING OF VERTICAL MULLION LOADING OF VERTICAL MULLION SHIDH Z(1) Z c C,4N m PW PW O g W w r m HR• o 1— LOADING OF HORIZONTAL MULLION LOADING OF HORIZONTAL 0:0: • 0 MULLION 00000 0000. M NOTES•• J 1)DRAWINGS ARE complying wl uildingC" — 1RERESENTATIONSOFTYPICAL Z PW CONFIGURATIONS. iato CONFIGURATIONS NOT SHOWN MAY BE EXTRAPOLATED FROM con LOADING OF VERTICAL MULLION LOADING OF VERTICAL MULLION I% a PANEL OF HINGED DOOR IS NOT CAPTURED OR ANCHORED WITH INTERSECTING HORIZONTAL MULLIONS I SGD LOADING OF VERTICAL MULLION LOADING OF VERTICAL MULLION SHIDH r 0000. 0000 ... 0000. HR• 00.90 000 00.0.0 LOADING OF HORIZONTAL MULLION LOADING OF HORIZONTAL 0:0: • 0 MULLION 00000 0000. NOTES•• IZ't DUC7' REVj9ED' FI$rida • 1)DRAWINGS ARE complying wl uildingC" — 1RERESENTATIONSOFTYPICALoctiptencetZo ` PW CONFIGURATIONS. iato CONFIGURATIONS NOT SHOWN MAY BE EXTRAPOLATED FROM con THOSE SHOWN. 2) IF THE LOADING TYPE CANNOT I.YtqN A., BE DETERMINED, USE PW F RECTANGULAR LOADING. 3) SEE PRODUCTS' APPROVAL FOR N0.58705 ACTUAL ANCHOR LOCATIONS. T _... — ir- GilO t TIkj -E 1 COR\O..-• (jam LOADING OF HORIZONTAL A. LYNN MIULIEK,.P.E. MULLION FL P.E.# 58705 Edward A. LANDERS, pit II CONSULTING ENGI C 2 GCG 0 w • 9' Z ' 938 P.E.#038398 Edward A. r4-110 LANDSRS,PeEl (305)823-3938 CONSULTING ENGINEERS S Edward A. HDERS I CONSULTING ENGINEERS R.E. #038398 305)823-3938 P.E. #038398 Edward A. - LAKIERKILSW j PiE. (305)823-3938 CONSULTING ENGINEERS Q TABLE3.2.1.2: Reinforced Wall Properties for Load Combinations Not Including Wind or Seismic d Concrete Masonry Wall Properties S{eel Reinforcement Properties _ t om 8 In E 29,000,000 psi Fm= 1,350 PSIForEffectiveDepth , d a 3.8125 in FY 60,000 psi (Table Arranged by increasing MR) pm° psisl Out -of -Plane Resisting Moment and Shear for Bars Positioned In the Center of the Wall I'm =1,350 psi fm 5 1,500 psi Bar Bar Bar Bar Bar Size Spacing in)1(ldft)(In-Ib/ft) A MR Bar Ize SpacingIin) In' ft MA In-lb/ft Bar Size Spacing in) q, I h, In-lb/ft) Bar Size Spacing In A in'%ft) In-Ib/ft 8 8 1.19 20,072 4 24 0.10 8,311 8 8 1. 9 21,880 8 72 0.13 8,928 7 8 0.90 19,008 8 72 0.13 8,310 7 8 O0 20,647 4 24 0.10 8,348 6 8 OAS 17,730 8 56 0.09 7,804 6 8 0.6 19,201 7 72 0.10 8,114 8 16 0.69 16,609 6 40 0.09 7,763 8 16- 0. 18,065 6 68 0.09 7,840 5 8 0.47 16,221 7 72 0.10 7,582 6 8 0.47 17,511 6 40 0.09 7,786 7 16 0.46 16,650 8 64 0.08 0,829 7 16 0.46 16,963 6 64 0.08 6,860 8 24 0.40 15,040 5 48 0.08 6,608 8 24 0.40 16,308 R- fl8 0.10 6.6.908180.33 14,499 4 32 0.08 8,306 6 18 0.33 15,660 6 48 10.08 8,53a - 4 8 0.30 14,301 8 96 0.10 6,232 4 8 0.30 15,381 a- 1;w e 1nf 7 24 0.30 14,087 8 72 0.07 6,070 7 24 0.30 16,196 6 72 0.07 8,097 8 32 0.30 13,987 7 96 0.08 6,687 8 32 0,30 16,118 7 98 0.08 6,086 8 40 0.24 13,180 6 66 0.07 5,678 8 40 0.24 14,181 6 66 0.07 6,000 6 16 0,23 13,134 4 40 0.06 5,086 5 16. 0.23 14,127 6 120 0.08 5,357 7 32 0.23 12,972 8 120 0.08 4,984 7 32 0.23 13,963 4 40 0.06 6,104 6 24 0.22 12,896 6 64 0.06 4,861 6 24 0.22 13,871 6 64 0.06 4,900 8 48 0.20 12,465 6 98 0.06 4,662 8 48 0.20. 13,392 7 120 0.06 4,868 7 40 0.18 12,103 7 120 0.06 4,549 7 40 0.18 12,982 6 96 0.08 4,573 6 32 0.17 11,758 6 72 0.05 4,339 6 32 0.17 12,592 5 72 0,06 4,366 5 24 0.16 11,606 4 48 0.06 4,264 5 24 0.16. 12,316 4 48 0.05 4,278 7 48 0,16 11,374 4 66 0.04 3,665 4 16 0.15. 12,171 4 66 0.04 3,667 4 16 0,15 11,374 6 120' • Q,OS eJ612 i< • . 48 0.1.6 12,171 6 120 0.04 3,658 6 40 0.13 10,836 6 96.: QXF 2jj 56 0.17 11,479 5 96 0.04 3,267 8 56 0.17 10,684 4 04.: 0113 3,118 40 0.13 10,888 4 64 0.04 3,209 7 66 0.13 9,749 4 72 0.03 2,843 7 66 0.13 10,432 4 72 0,03 2,852 5 32 0.12 9,598 5 120 0.03 2,603 8 64 0.15 10,044 5 120 0.03 2,614 8 84 0.15 9,349 4 0(13 2,132 32 1 4 96 0.03 2,139 8 0.11M,28 6 48 0.11 9,105 1220 . D.02 1,796 6 4 129 0.02 1,711 7 64 0.11 8,530 V 0.0 l e cr eChiScy. 3 k's Edward A. QNDERS U CONSULTING ENGINEERS P.E. #038398 305)823-3938 o -(S-- n, Edward A. LANDERS, PoEs CONSULTING ENGINEERS P.E. #038398 305)823-3938 CA-f 1 5. Pll PAZ 0 z 4 '... Qz. Jl- r? A imeoe 00 is : i . ..... ... 0.0.40...... 90 r. • 0'0 r- Edward A. LANDERS, PoEs CONSULTING ENGINEERS P.E. #038398 305)823-3938 CA-f 1 P.E. #038398 Edward A. _ LA DERS, Ple (305)823-3938 CONSULTING ENGINEERS`O` - TABLE3.2.1.2: Reinforced Wall Properties for Load Combinations Not Including Wind or Seismic d Concrete Masonry Wall Properties Steel Reinforcement Properties tom 8 In E. 29,000,000 psifm=1,350 psiForEffectiveDepthd =. 3.8125 in F 60,000 psi (Table Arranged by Increasing MR) n E fm= 1,500 psi Out -of -Plane Resisting Moment and Shear for Bars Positioned in the Center of the fm = 1,350 psi fm = 1,500 psi Bar Bar Bar BarBarSpacingA, MR Bar Spacing AS MR Bar Spacing A, MR Bar Spacing AS MRSizein) in /ft) in-Ib/ft) ize in) in /ft) in-Ib/ft) Size in) ins/jt) in-Ib/ft) Size in) in'/ft) in-Ib/ft) 8 8 1.19 20,072 4 24 0.10 8,311 8 8 1. 9 21,860 8 72 0.13 8,928780.90 19,008 8 72- 0.13 8,310 7 8. 0 0 20,647 4 24 0.10 8,348680.66 17,730 6 56 0.09 7,804 6 8 0.66 19,201 7 72 0.10 8,1148160.59 16,609 5 40 0.09 7,753 8 16 0.59 18,055 6 56. 0.09 7,840580.47 16,221 7 72 0.10 7,582 5 8 0.47 17,511 5„ 40 0.09 7,7867160.45 15,650 6 64 0.08 6,829 7 16 0.45 16,963 6 64 0.08 6,8608240.40 15,040 5 48 0.08 6,508 8 24 0.40 16,306 8 96 0.10 6,6966160.33 14,499 4 32 0.08 6,306 6 16 0.33 15,660 5 48 0.08 6,534480.30 14,301 8 96 0.1.0 6,232 4 8 0.30 15,381 4 32. 0.08 6,3317240.30 14,067 6 72 0.07 6,070 7 24 0.30 15,196 6 72 0.07 6,0978320.30 13,987 7 96 0.08 5,687 8 32 0.30 15,118 7 96 0.08 6,0858400.24 13,160 5 56 0.07 5,578 8 40 0.24 14,181 5 56 0.07 5,6005160.23 13,134 4 40 0.06 5,086 5 16 0.23 14,127 8 120 0.08 5,3577320.23 12,972 8 120 0.08 4,986 7 32 0.23 13,963 4 40 0.06 5,1046240.22 12,896 5 64 0.06 4,881 6 24 0.22 13,871 5 64 0.06 4,9008480.20 12,465 6 96 0.06 4,552 8 48 0.20 13,392 7 120 0.06 4,8687400.18 12,103 7 120 0.06 4,549 7 40 0.18 12,982 6 96 0.06 4,5736320.17 11,758 5 72 0.05 4,339 6 32 0.17 12,592 5 72 0.05 4,3565240.16 11,506 4 48 0.05 4,264 5 24 0.16- 12,315 4 48 0.05 4,2.787480.15 11,374 4 56 0.04 3,655 4 16 0.15 12,171 4 56 0.04 3,6674160.15 11,374 6 120 0.04 3,642 7 48 0.1.5 12,171 6 120 0.04 3,6586400.13 10,836 5 96 0.04ee 2Rk4, 8 . 56 11,479 5 96 0.04 3,2678560.17 10,684 4 64 0.02 3,1b8 6: 0.17 4) 0.13 10,888 4 64 0.04 3,2097560.13 9,749 4 72 0.03' 2,rM 7: v6 x. 0.13 10,432 4 72 0.03 2,8525320.12 9,598 5 120 0.03' 2Ua3 8 ' 6'4 0.15 10,044 5 120 0.03 2,6148640.15 9,349 4 96 0.03 2,132 5 32 0.12 9,643 4 96 0.03 2;1396480.11 9,105 4 120 O.D2..11706 6.. 40 G.11 9,146 4 120 0.02 1,7117640.11 8,530 7 . 6%. 0:11 9,128 CD 5' O n D CL 0 n D D O O D T. D CL U) Cl) CD a 0 O W TABLE 8.4 (Continued) Grading Rules Agency SPIE SPIE Design values in pounds per square inch Psi) Species and commercial grade Size Sendingparallel Tension parallel Shear Compression perpendicular Compression Modulus Non -Dense Select Struclural classification FD - to grain FI to grain F„ to'grain Parallel to,grain of ElasticityNo.1 Dense 1850 F, c1 Fr. ENo.1 2"-4"thick 1450 950 775 90 480 1750No.1 Non -Dense No -2 Dense 10" wide 1300 1200 725 90 90 660 1750 1, 7.00,000 1,800,000 No.2 1200 650 625 90 565 480 1600 1500 1,700,000 No.2 Non -Dense 1050 575 90 60 1650 1,600,000 N0.3 950 550 90 565 1500 1,700,000 Dense Select Structural 600 325 yo 90 480 1400 1,600,000 1,400,000SelectStructural Non -Dense Select Structural 2050 1900 1100 90 565 6601, 850 1,400,000 No.1 Dense 1750 1050 90 565 1950 1,900,000 No.i k 1350 900 725 90 480 1800 1700 1,800,000 No.1 Nan -DenseN i" tae 11 675 90 1700 1,700,000 ense No.2. I 1150 1950 600 90 90 560 565 480 1600 1,800,000 1,700,000 0.2 Non -Dense 575 550 90660 1500 1600 1,600,000 No.3 900 525 90 565 1450, 1,700,000 e • 575._.. 325 90 90 480 1350 11600,000 1,400,000 Dense Structural 86 2^-4'thi_pk, 565110/ -MIOC4 C4ncVrjQn • • 825 s'""•y9'o or.less 1 400 000 1s> S1ruCtUral72Dense 513 •. V-66 moisture tt?iPclj1, Structural 65 2"& wider 2 ia900 • 180 • • 660 2000e1. 660 1650 1,800,000 Dense Structural 86 wet service conditions) 1;800,000 1 8DenseStructural72' 2-1/2" 4"thick 2100• • Dense Slruclural 65 2-112-8 150• 14 • 1200 145 • wider 1600• T05D 1 0 • 440 X440 1300 110D 1,600,000 1 0 440 l000 1,600,000 600,000 AF[ '.-1 tf! rrncr-•- FP:%). Washington. DC. 199:1 Grading Rules Agency SPIE SPIE 19, Dense Selecl Structural Select Structural 3050 2850 1650 1600 100 100 660 2250 1,g00,o00 Non -Dense Select Structural 2650 1350 100 565 2100 1,800,000 No.1 Dense. 2000 1100 100 480 660 1950 2000 1,700,000 1,800,060No.1 No.1 Non -Dense 2"-41hick 1850 1050 100 565 1850 1,700,000 N0.2 Dense 2"-4" wide 1700 1700 900 875 100 480 1700 1,600,000 N0.2 90 666 7850 1,700,000 No.2-Non-Dense 1500 1350 825 775 90 565 1650 1,600,000 No.3 850 476 90 90 480 1600 1,400;000 Stud Construction2"-4"thick 875 500 90 565 565 975 975 1,400;000 1,4001000 Standard 1100 1625 100 565 1800 1,500;000 Utility 4"wide 625 300 350 175 90 90 565 1500 1,300;000 Dense Select Structural 2700 1500 565 975 1,300,000 Select Structural 2550 1400 90 90 660 2150 1,900,000 Non -Dense. Select Structural 2350 1200 565 2000 1,600,000 No.1 Dense 1750 950 90 90 480 660 1850 1,706,000 No.1 No.1 Non -Dense 2"-4"thick 1650 900 90 565 1900 1750 1,800,000 1,700,000 N0.2Dense 5"-6" wide 1500 1450 800 775 90 90 486 1600 1,600,000 No.2 No.2 Non -Dense 1250 725 90 660 565 1750 1600 1,700,000 1,600,000 No.3 1150 675 90 480 1500 1,400,000 Stud 750 425 90 565 925 1,400,000775_._, 425 90 565 925 1,400,000DenseSelectStructural Select Structural 2450 135090 660 2050 1,900,000 SPIE Non -Dense Select Structural 2300 2100 1300 90 565 1900 11800,000 No.1 Dense 2"-4"thick 1650 1100 B76 • • 90 g0• 4 480 Geo 1750 1800 1,700,000 No.1 No.1 !Non -Dense 1500 825 • 0: • go • 4165 1650 1,800,000 1,700,006 No.2 Dense B" wide 1350 725 • • 67 90 • 490 1550 1,600,000 No.2 1400 66d 1700 1,700,000 Non-Dense 1200 1100 650 I 600 90 565 1550 1,600,000 700 400 90 480 1450 1,400,000FDeIn910--A 565 B75 1,400,000seSelectSj, ural 2150 1200ctStructural205011460 1100 90 0 64669 . 2000 900,000 90• 1850 11,800,000 Edward A. UNDERS, REs CONSULTING ENGINEERS 345)823-3938 - .. 12 P.E. #038398 Edward A. LANDERS1 El (305)823-3938 CONSULTING ENGINEERS Edward A. LANDERS, PsEe CONSULTING ENGINEERS 305)823-3938 9 - -- Gas - 40-c . t+ Edward A. UNDERSy P,E, CONSULTING ENGINEERS P.E. #038398 305)823-3938 i - -- oA 5- 4--G0--c S' is' P.E. #038398 Edward A. _ LANDER (305)823-393 CONSULTING ENGINEERSENGINEERS 16 1/- il--- dwo rd A. ENDERS` PsEs. CONSULTING ENGINEERS P.E. #038398 335)823-3938 4-f0"( r f7 I 0 go • 4000 0-0 y • Zen il--- dwo rd A. ENDERS` PsEs. CONSULTING ENGINEERS P.E. #038398 335)823-3938 4-f0"( r f7 Edward A. LANDERS, POE$. CONSULTING ENGINEERS P.E. #038398 345)823-3938 4 -w -c S Edward A. LANDERS, PlEs CONSULTING ENGINEERS P.E. #038398 305)823-3938 Edward A. LANDERS, REI CONSULTING ENGINEERS P.E.#038398 305)823-3938 4.,t Opt J Zv J6 ....... ....ui Y F f a mss-• i .•' tw 00 • • • • 000000 00 ems _ s C 1.7 co Edwo rd A. LANDERS, P.E.. CONSULTING ENGINEERS P.E.#038398 345)823-3938-" 7! 57, i . ... ...... .. ..... f. .. .'... .'. i.. .. e. SSU . Y" too Z•.:7, l...... t_ l 00000 40 10 •• i••1• 000000 . g• P.E. #038398 Edward A. LANDERS, PINI (305)823-3938 - CONSULTING ENGINEERS Zf- MECAWind Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2015 wwio.mecaenterrjrises.com Date 4/11/2015 Project No. 1513954-01 Company Name Edward A. Landers, P.E. Designed By Edward A. landers, P.E. Address 7850 NW 146th Street Description Wind Pressures City Miami Lakes Customer Name 87 NE 92nd Street State Florida Proj Location Miami Shores, Florida File Location: C:\Program Files (x86)\MECAWind\1513954-02.wnd Roof not l shov,YY Z I x Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd 1.13 45.02 psf Parapets Components & Cladding (Ch 30 Part 4, Para 30.7.1.2) Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF =1.625), Topographic Factor (Kzt = 1.00) and Reduction Factor RF = 1.0). The effective area for the parapet is 10 sq ft [0.929 sq m] to be conservative, which makes the Reduction Factor 1. 4l 'Y A Walls r' Gayle Pt of.@f::= - .... l. Ap a Wind Pressure on Components and Cladding Ch'30.%art 14.' All pressures shown are based upon ASD Design, with a Lo&d tliactor o4f•• .6 Width of Pressure Coefficient Zone a" 6-14t.. Description Width Span Area Zone Max Min Max'. P' .'Min $ . ft ft ft^2 GCp GCp psf.. psf ;'•••• WINDOW B 3.00 4.00 12.0 5 0.89 1.23 48.05-63.7Q• ; WINDOW C 7.33 5.33 39.1 5 0.81 1.07 44.39 -56.36 WINDOW D 3.00 8.00 24.0 5 0.84 1.14 45.90 -59.39 WINDOW E 5.00 5.33 26.7 5 0.83 1.12 45.58 -58.74 WINDOW F 5.00 4.00 20.0 5 0.85 1.16 46.47 -60.52 WINDOW G 2.00 4.00 8.0 5 0.90 1.26 48.62 -64.83 WINDOW H 2.00 5.00 10.0 5 0.90 1.26 48.62 -64.83 WINDOW J 4.33 5.00 21.7 5 0.85 1.15 46.22 -60.03 UPLIFT 2.00 10.00 33.3 1 0.25 0.95 19.26 -50.77 UPLIFT 2.00 10.00 33.3 2 0.25 1.43 19.26 -72.66 UPLIFT 2.00 10.00 33.3 3 0.25 1.91 19.26 -94.14 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd 1.13 45.02 psf Parapets Components & Cladding (Ch 30 Part 4, Para 30.7.1.2) Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF =1.625), Topographic Factor (Kzt = 1.00) and Reduction Factor RF = 1.0). The effective area for the parapet is 10 sq ft [0.929 sq m] to be conservative, which makes the Reduction Factor 1. File Location: C:\Program Files (x86)\MECAWind\1513954-0l.wnd MECAWind Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2015 wwxe.mecaznterprises.com Date 4/11/2015 Project No. 1513954-01 Company Name Edward A. Landers, P.E. Designed By Edward A. landers, P.E. Address 7850 NW 146th Street Description Wind Pressures City Miami Lakes Customer Name 87 NE 92nd Street State Florida Proj Location Miami Shores, Florida File Location: C:\Program Files (x86)\MECAWind\1513954-0l.wnd Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd 1.13 45.02 psf Parapets Components & Cladding (Ch 30 Part 4, Para 30.7.1.2) rl Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF =1.625), Topographic Factor (Kzt = 1.00) and Reduction Factor RF = 1.0). The effective area for the parapet is 10 sq ft [0.929 sq m] to be 0000•• 0000•• 0000•• 04 r "^ R001 110t X rf I I sho ii 5 I IR't r I I aI r- I a Wind Pressure on Components and Cladding Ch'•30•'Pari All pressures shown are based upon ASD Design, with a Lould•bacto r.c• Width of Pressure Coefficient Zone a" 6.1•.t.. Description Width Span Area Zone Max Min May, P• Min ft ft ft^2 GCp GCp psf. • i::s-.t------ psf ;0000• WINDOW B 3.00 4.00 12.0 4 0.89 0.98 48.05 52.-i7:•• • WINDOW C 7.33 5.33 39.1 4 0.81 0.90 44.39 48.44 WINDOW D 3.00 8.00 24.0 4 0.84 0.93 45.90 49.95 WINDOW E 5.00 5.33 26.7 4 0.83 0.92 45.58 49.63 WINDOW F 5.00 4.00 20.0 4 0.85 0.94 46.47 50.52 WINDOW G 2.00 4.00 8.0 4 0.90 0.99 48.62 52.67 WINDOW H 2.00 5.00 10.0 4 0.90 0.99 48.62 52.67 WINDOW J 4.33 5.00 21.7 4 0.85 0.94 46.22 50.27 DOOR 2 5.00 8.00 40.0 4 0.80 0.89 44.31 48.37 DOOR 3 3.00 8.00 24.0 4 0.84 0.93 45.90 49.95 DOOR 6 4.00 8.00 32.0 4 0.82 0.91 45.01 49.06 DOOR 8 4.00 8.00 32.0 4 0.82 0.91 45.01 49.06 DOOR 11 5.00 8.00 40.0 4 0.80 0.89 44.31 48.37 DOOR 10 9.00 8.00 72.0 5 0.76 0.99 42.49 52.56 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd 1.13 45.02 psf Parapets Components & Cladding (Ch 30 Part 4, Para 30.7.1.2) rl Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF =1.625), Topographic Factor (Kzt = 1.00) and Reduction Factor RF = 1.0). The effective area for the parapet is 10 sq ft [0.929 sq m] to be 0000•• 0000•• 0000•• 04 1'j a Wim1waid pai-aput Load Fast: A LCCN•ard panan tL Load Caw B Perp i,(jru•Litct Me 0000 0000.. 0000 00.0• 0.0• 00400. Load Case A - Apply Positive Wall Pressure to Front and negative r9pi::ressure4to back. 4.. 4 0000.. 4 p1: Positive Wall Pressure on Front of Parapet Zone 4) = 3:32 4 • psf444 0••0 pi: Positive Wall Pressure on Front of Parapet Zone 5) = 4t='i: psf44444, 4.444 00 .• 0000 400000 p2: Negative Roof Pressure on Back of Parapet Zone 2) = 1.3.04 psf 4 0' p2: Negative Roof Pressure on Back of Parapet Zone 3) = 185:22 psf, 4.44 0*00:0 4 4 0000•. Load Case B - Apply Positive Wall Pressure to Back and Negative Walt PIressuxt :% the 40 4 front. p3: Positive Wall Pressure on Back of Parapet Zone 4) = 67.13 psf p3: Positive Wall Pressure on Back of Parapet Zone 5) = 67.13 psf p4: Negative Wall Pressure on Back of Parapet Zone 4) = 79.52 psf p4: Negative Wall Pressure on Back of Parapet Zone 5) = 123.04 psf Me MECAWind Version 2.1.0.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2015 wrjw.mecaenterorises.com Date 4/11/2015 Side wall pressure acting uniformly outward = .57 Project No. 1513954-01 28.46 psf company Name Edward A. Landers, P.E. Designed By Edward A. landers, P.E. 17.23 Address 7850 NW 146th Street Description Wind Pressures Windward wall pressure acting uniformly outward = ph-pl = City Miami Lakes psf Customer Name 87 NE 92nd Street pw0: Windward wall pressure acting uniformly outward = State Florida 31.02 Proj Location Miami Shores, Florida File Location: C:\Program Files (x86)\MECAWind\1513954-0l.wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category D Natural Frequency = N/A Flexible Structure No Importance Factor = 1.00 Kd Directional Factor 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg 700.00 ft At = 0.09 Bt 1.07 Am = 0.11 Bm 0.80 Cc = 0.'15 1 650.00 ft Epsilon = 0.13 Zmin 7.00 ft Slope of Roof = 0.25 : 12 Slope of Roof(Theta) 1.20 Deg Ht: Mean Roof Ht = 25.00 ft Type of Roof Gabled R.Ht: Ridge Ht = 28.00 ft Eht: Eave Height 22.00 ft OH: Roof Overhang at Eave= 00 ft Roof Area Q"4-?QO ft^ 0606 04009• 2 Bldg Length Along Ridge = 80.00 ft Bldg Width Across*Rid e= 61'!90 ft • 466.0. Structures - Simplified Method••••• oboe Gust Factor Category I Rigid 644.40 Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 00. 0_• 0.86 66 6 oese Gust Factor Category II Rigid Structures Complete Analys"9.6• 66.6 00: 646 Zm: 0.6*Ht 0. w0 15.*Qqo t 9644.. lzm: Cc*(33/Zm)^0.167 96e9we 0.17. 4• Lzm: 1* (Zm/33) ^Epsilon 588,99 ;t 600000 Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 0:g "' Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) 6.'=; 0.$9... 6 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi Internal Pressure Coefficient = +/-0.18 Topographic Adjustment 0.33*z = 8.25 Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 175.00 mph Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MFTFRS-Wall Pressures for Wind Normal to 61 ft wall 1.31L/B ph: Net Pressure at top of wall (windward + leeward) = 49.83 psf p0: Net Pressure at bottom of wall (windward + leeward) = 48.24 psf ps: Side wall pressure acting uniformly outward = .57 ph = 28.46 psf pl: Leeward wall pressure acting uniformly outward = 35 * ph= 17.23 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 32.60 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 31.02 psf Z4 MWFRS-Wall Pressures for Wind Normal to 80 ft wall L/B Load Casel Load Case2 0.76 Psf ph: Net Pressure at top of wall (windward + leeward) = 51.91 psf p0: Net Pressure at bottom of wall (windward leeward) = 50.34 psf ps: Side wall pressure acting uniformly outward 54 * ph = 28.03 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 19.73 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 32.18 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 30.61 psf See Fig 27.6-2 for Parapet wind Roof Pressures See Table 27.6-2 in roof ht. Wind Wall Pressures j h r 8 See Table 27.6.1 • seas.. Plan .,.:.. ease P3 •••• ease. EIeFat`on 9 Net Wind Pressures on Roof (Table 27.6-2)e: , Exposure Adjustment Factor = Zone Load Casel Load Case2 Psf Psf 1 - 00 00 2 00 00 3 47.71 00 4 42.53 00 5 34.89 00 Note: A value of 10' indicates that the zone/load case is not applicable. sees.. sees.. ease 0090.• ease.• seas•• GO a Gabled Roof Parapet Wind Loads (Figure 27.6-2): t 1 t _ t 1 1 1 mire t t t 1 t' 1 C top toil, 1 L..___ I Fly w LU pressurc Additionryl load on Mt' FIkS from all pv ipets <<nd parapet stuffai:es Pr, = 2.25 utiles the pre dctcrmifleti li• IM TaMc 2 fOr n 116Fhr mcaqIrc:d tri th of,the p_uapet Parapet: hp: Height to Top of Parapet php: Wall Pressure for L/B = 1 at hp (Fig 27.6-1) psf pp: Parapet total pressure (Leeward + windward) psf mean rc N' ht. h 2!6.5 f t • bJ..56 •••••• 2 6 • • Ox mire C top 2.25*php 2!6.5 f t • bJ..56 •••••• 2 6 • • Ox s FORMS FLORIDA BUILDING CODE, ENERGY CONSERVATION FORM 402-2010 Residential Building Thermal Envelope Approach ALL CLIMATE ZONES Scope: Compliance with Section 402 of the Florida Building Code, Energy Conservation, shall be demonstrated by the use of frorm 402 for single and multiple family residences of three stones or less in height, additions to existing residential buildings, renovations to existing residential buildings, new heating, cooling, and water heating systems to existing buildings as applicable.To comply, a building must meet or exceed all of the energy efficiency requirements on Table 40 and all appliable mandatory requirements summarized in Table 4028 01 this form. If a building does not comply wdh this method or Alternate frorm 402, 8 may sbll comply under Section 405 of the Florida Building Code, Energy Conservation. PROJECT NAME: AND ADDRESS: OWan Residence 87 NE 92th St. Miami Shores, Florida BUILDER: PERMITTING MIAMI SHORES VILLAGEOFFICE: OWNER: PERMIT NO.: JURISDICTION NO.: 232600 General Instructions: 1. New construction which incorporates any of the following features cannot comply using this method: glass areas in excess of 20 pecent of conditioned floor area, electric resistance heat and air handlers located in attics. Additions 5 600 sq.R., renovations and equipment changeouts may comply by this method with exceptions given. 2. FII in all the applicable spaces of the "To Be Installed" column on Table 402A with the information requested. All "To Be Installed" values must be equal to or more efficient than the required levels. 3. Complete page 1 based on the "To Be Installed" column information. 4. Read the requirements of Table 402B and check each box to indicate your intent to comply with all applicable items. 5. Read, sign and date the "Prepared By" certification statement at the bottom of page 1. The owner or owners agent must also sign and date the form. 1. New construction, addition, or existing building 2. Single-family detached or multiple -family attached 3. If multiple -family -No. of units covered by this submission 4. Is this a worst case? (yes/no) S. Conditioned floor area (sq. fL) 6. Glass type and area: a. U -factor b. SHGC c. Glass area 7. Percentage of glass to floor area 8. Floor type, area or perimeter, and insulation: a. Slab -on -grade (R -value) b. Wood, raised (R -value) c. Wood, common (R -value) d Concrete, raised (R -value) e. Concrete, common (R -value) 9. Wall type, area and Insulation: a. Exterior: 1. Masonry (Insulation R -value) 2. Wood frame (Insulation R -value) b. Adjacent: L Masonry (Insulation R -value) 2. Wood frame (Insulation R -value) 10. Ceiling type, area and Insulation: a. Under attic (Insulation R -value) b. Single assembly (Insulation R -value) 11. Air distribution system: Duct insulation, location, On a. Duct location, insulation b. AHU location c. Qn, Test report attached (< 0.03; yes/no) 12. Cooling system: a. Type b. Efficiency 13. Heating system: a. Type b. Efficiency 14. HVAC sizing calculation: attached > 15. Hot water v96-Mla1 b. Efficiency rhereby certify that the C a ov e6 dt re in compliance with the Florida Energy Code. L,I PREPAR DATE: ( 1 hereby this building is in compliance with the Florida Energy Code: A OWN AOENi: AnAl Q ' /ir bT T (. .[ DATE: / 7' .t Please Print 1. Addition 2. Single Flamily 3. No 4. No S. 334 6a. 0.64 6b. 0.3 6c. 65.0 sq.fL 7. 19.46 % 8a. R= 0 78 lin.ft. 8b. R= sq.ft. 8c. R= sq. ft. 8d. R= sq. ft. 8e. R= sq. ft. 9a-1. R = 7.8 680 sq. ft. . 9a-2. R= - 9b -1. 9b-1. R = • • • : sq. tL 9b-2. R= q_% 10a. R= 30 III4.ft . 334 .. 10b.R= •••. q 0000•• •, 11a. R= 11 00'00' - 11b. Conditioned_s m_ 11c.Test report attached.• Yes No 12a. Type: Spot SOW - 12b. SEER/EER: "13.0 • 13a. Type: Heat Pump , 13b. HSPF/COP/AFUE: HSPF=8.7 14. Yes El NOD 15a. Type: Instant W/H 15b. EF: 0.99 CK J 1 J I// Review of plansand specificationscovered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed, this building will be inspected for compliance in accordance with Section 553.908, F.S. CODE OFFICIAL: CA 2010 FLORIDA BUILDING CODE - ENERGY CONSERVATION FORMS TABLE 402A BUILDING COMPONENT PERFORMANCE CRITERIA' INSTALLED VALUES: REQUIREMENTS • • • U -Factor < 0.65 Windows (see Note 2): SHGC = 0.30 U -Factor = 0.64 Air leakage of CFA < = 20% SHGC = 0.30 of CFA = 6.1 % Skylights U -Factor < 0.75 Ceilings/knee walls Doors: Exterior door U -Factor U -Factor < 0.65 U -Factor = WA Floors: Slab -on -grade No requirement Where forced -air furnace is primary system, programmable thermostat is required. Over unconditioned spaces see Note 3 R-13 R -Value = 0 Walls - Ext. and Adj. (see Note 3): Frame R-13 R -Value = Mass (see Note 3) 403.4 marked circuit breaker (electric) or shutolf (gas). Circulating system pipes insulated to = R-2 + accessible manual Interior of wall: R-7.8 R -Value = 7.8 Exterior of wall: R-6 R -Value = Ceilings (see Notes 3 & 4) R=30 R -Value = 30 Test report Reflectance 0.25 Reflectance = 0.25 Attached? YestNo Air distribution system (see Note 4) efficiency = 78% (82% after 4/16113. Heat pump pool heaters minimum COP= 4.0. Ductwork & air handling unit: Siring cak:ulation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification Location: Conditioned space Test reportUnconditionedspace Conditioned space Not allowed Attached? Yes/No Duct R -value R -value >_ 6 Ductless Lighting equipment Air leakage On On < 0.03 On = 0.030. Air conditioning ems see Note 5 SEER = 13.0 SEER = 13.0 Heating system Heat pump (see Note 5) Cooling: SEER = 13.0 SEER = Heating: HSPF = 7.7 HSPF = 8.7 Gas furnace AFUE 78% AFUE = Oil furnace AFUE 78°,6 AFUE = Electric resistance: Not allowed (see Note 5) Water heating system (storage type) Electric (see Note 6): 40 gal: EF = 0.92 Gallons = 65 gal 50 gal: EF = 0.90 EF = 0.92 Gas fired (see Note 7): 40 gal: EF = 0.59 Gallons = Other (describe): Instant W/H 50 gal: EF = 0.58 EF = 0.99 1) Each component present in the As Proposed home must meet or exceed each of the applicable performance criteria in orderto comply with this code using this method; otherwise Section 405 compliance must be used. 2) Windows and doors qualifying as glazed fenestration areas must comply with both the maximum U -Factor and the maximum SHGC (solar Heat Gain Coefficient) criteria and have a maximum total window area equal to or less than 20% of the conditioned floor area (CFA); otherwise Section 405 must be used for compliance. Exception: Additions of 600 square feet (56 IT) or less may have a maximum glass to CFA of 50 percent. 3) R -values are for insulation material only as applied in accordance with manufacturers' installation instructions. For mass walls, the "interior of wall" requirement must be met except if at least 500/6 of the R-6 insulation required for the "exterior of wall" is installed exterior of, or integral to, the wail. 00004) Ducts & AHU installed substantially leak free per Section 403.22.1. Test by Class 1 BERS rater required. 0 • • • Exception: Ducts installed onto an existing air distribution system as part of an addition or renovation; duct must be R-6 installed per Sec. 5032W • • • • • • 5) For all conventional units with capacities greater than 30,000 Btu/hr. For other types of equipment, see Tables 503.2.3(1-8). " • • :900 • Exception: The prohibition on electric resistance heat does not apply to additions, renovations and new heating systems insta MMAdxisting baildilgs. • . • • ; • 6) For other electric storage volumes, minimum EF = 0.97-(0.00132 x volume). • • • • • • • • • 7) For other natural gas storage volumes, minimum EF = 0.67-(0.0019 x volume). 0000 0000 • •• 0000• 0000••• • 0000 0000• TABLE 4026 MANDATORY REQUIREMENTS • • • • COMPONENTS SECTION REQUIREMENTS • • • CHECK To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated mg ASTM E • Air leakage 402.4 283. Windows and doors = 0.30 cfrNsq.fL Testing or visual inspection required. Fireplaces: ggsketed doors & • outdoor combustion air. • • • Ceilings/knee walls 405.2.1 R-19 space permitting. • • • 00, Programmable thermostat 403.1.1 Where forced -air furnace is primary system, programmable thermostat is required. Do • ' Air distribution system 403.2 Ducts in attics or on roofs insulated to R-8; other ducts R6. Ducts tested to Q, = 0.03 by a Class 1 BERS rater. Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly Water heaters 403.4 marked circuit breaker (electric) or shutolf (gas). Circulating system pipes insulated to = R-2 + accessible manual 1r OFF switch. Spas and heated pools must havevapor -retardant covers or a liquid cover or othermeansproven to reduce heat Swimming pool & spas 403.9 loss except if 70% of heat from site -recovered energy. OffRimer switch required. Gas heaters minimum thermal NA efficiency = 78% (82% after 4/16113. Heat pump pool heaters minimum COP= 4.0. Siring cak:ulation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification Cooling/heating equipment 403.6 required. Special occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages, Lighting equipment 404.1 At least 50% ofpermanently installed lighting fixtures shall be high -efficacy lamps. b••• 2010 FLORIDA BUILDING CODE - ENERGY CONSERVATION C.5 r FORMS UAJ IT " Z FLORIDA BUILDING CODE, ENERGY CONSERVATION FORM 402-2010 Residential Building Thermal Envelope Approach ALL CLIMATE ZONES Scope: Compliance with Section 402 of the Florida Building Code, Energy Conservation, shall be demonstrated by the use of Form 402 for single and multiple family residences of three stories or less in height, additions to existing residential buildings, renovations to existing residential buildings, new heating, cooling, and water heating systems m existing huildings as appliable.To comply, a building must meet or exceed all of the energy efficiency requirements on Table 40 and all appliable mandatory requirements summarized in Table 4028 0{this form. If a building does not comply with this method or Alternate Form 402, it may still comply under Section 405 ofthe Florida Building Code, Energy Conservation. PROJECT NAME: AND ADDRESS: OWan Residence 87 NE 92th St. Miami Shores, Florida BUILDER: PERMITTING MIAMI SHORES VILLAGEOFFICE: OWNER: PERMIT NO.: JURISDICTION NO.: 232600 General Instructions: 1. New construction which incorporates an of the following features cannot comply using this method: glass areas in excess of 20 percent of conditioned floor area, electric resistance heat and air handlers located in attics. Additions cannottionss600sq.0., renovations and equipment changeouts may comply by this method with exceptions given. 2. Fill in all the applicable spaces of the "To Be Installed" column on Table 402A with the information requested. All 'To Be Installed" values must be equal to or more efficient than the required levels. 3. Complete page 1 based on the "To Be Installed" column information. 4. Read the requirements of Table 402B and check each box to indicate your intent to comply with all applicable items. 5. Read, sign and date the "Prepared By" certification statement at the bottom of page 1. The owner or owner's agent must also sign and date the form. 1. New construction, addition, or existing building 2. Single-family detached or multiple -family attached 3. H multiple -family -No. of units covered by this submission 4. Is this a worst case? (yes/no) 5. Conditioned floor area (sq. ft.) 6. Glass type and area: a. U -factor b. SHGC c. Glass area 7. Percentage of glass to floor area 8. Floor type, area or perimeter, and insulation: a. Slab -on -grade (R -value) b. Wood, raised (R -value) c. Wood, common (R -value) d. Concrete, raised (R -value) e. Concrete, common (R -value) 9. Wall type, area and Insulation: a. Exterior: 1. Masonry (Insulation R -value) 2. Wood frame (Insulation R -value) b. Adjacent: 1. Masonry (Insulation R -value) 2. Wood frame (Insulation R -value) 10. Ceiling type, area and Insulation: a. Under attic (Insulation R -value) b. Single assembly (Insulation R -value) 11. Air distribution system: Duct Insulation, location, On a. Duct location, insulation b. AHU location c. Qn, Test report attached (< 0.03; yes/no) 12. Cooling system: a. Type b. Efficiency 13. Heating system: a. Type b. Efficiency 14. HVAC sizi lation: attached 15. H at system" a. Type b. Efficien i Please Print 1. Addition 2. Single Flamily 3. No 4. No S. 143 6a. 0.64 6b. 0.3 6c. 00.0 sq. ft. 7. 0.00 % 8a. R= Iin.ft. 8b. R= 11 143 sq. ft. 8c. R= sq. ft. 8d. R= sq. ft. Be. R= sq. ft. 9a-1. R = 7.8 340 sq. ft. • 9a-2. R = sq. ftv • 9b-1. R = sq. ft. 9b-2. R =_sq. ft. • 6••6 10a. R= 30 sq.K 6 143 10b. R= 0000•• • 11a. R= 11 iib. Conditioneq s ace 11c -Test report attackeal nsONo[3 12a. Type: SPIt Sy9tgm • 12b. SEER/EER: 00110 • 13a. Type: Heat Pump 13b. HSPF/COP/AFUE: HSPF=8.7 14. YesO No 15a. Type: Instant W/H 15b. EF: 0.99 CK J J J WA 0000•• 0000•• 0 0 0000• 6000• 0000• J 0 0 • • 0 • 0 0 0000• 6 J J I hereby certify that a dsp Ellee 0 on are in compliance with the Florida Review of plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Energy Code. Before construction is completed, this building will be inspected for compliance In i PRER DATE: accordance with Section 553.908, F.S. PA CODE OFFICIAL: II here Rrtify that this uildin i in r,omP ice 't a da Energy Cod AGENT: ATE: `"1 DATE: C 4.., C.4 2010 FLORIDA BUILDING CODE - ENERGY CONSERVATION FORMS TABLE 402A BUILDING COMPONENT PERFORMANCE CRITERIA' INSTALLED VALUES: REQUIREMENTS •••••• U -Factor < 0.65 Windows (see Note 2): SHGC = 0.30 U -Factor = 0.64 Air leakage of CFA < = 20% SHGC = 0.30 Skylights U -Factor < 0.75 of CFA = 6.1% Doors: Exterior door U -Factor U -Factor < 0.65 U -Factor = WA Floors: Slab -on -grade No requirement R -Value = 0OverunconditionedspacesseeNote3R-13 Where forced -air furnace is primary system, programmable thermostat Is required. • Walls - Ext. and Adj. (see Note 3): Air distribution system 403.2 Frame R-13 R -Value = Mass (see Note 3) Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or dearly Interior of wall: R-7.8 R -Value = 7.8 Exterior of wall: R-6 R -Value = Ceilings (see Notes 3 & 4) R=30 R -Value = 30 Test report Reflectance 0.25 Reflectance = 0.25 Attached? Yes/No Air distribution system (see Note 4) NA Ductwork & air handling unit: Location: Conditioned space Test reportUnconditionedspaceNotallowed Coolingtheating equipment Attached? Conditioned space Yes/No Duct R -value R -value >_ 6 R -Value = Ductless 404.1 Air leakage On On:5 0.03 Qn = 0.03 Air conditioning systems see Note 5 SEER = 13.0 SEER = 13.0 Heating system Heat pump (see Note 5) Cooling: SEER = 13.0 SEER = Heating: HSPF = 7.7 HSPF = 8.7 Gas furnace AFUE 78% AFUE = Oil furnace AFUE 78% AFUE = Electric resistance: Not allowed (see Note 5) Water heating system (storage type) Electric (see Note 6): 40 gal: EF = 0.92 Gallons = 65 gal 50 gal: EF = 0.90 EF = 0.92 Gas fired (see Note 7): 40 gal: EF = 0.59 Gallons = Other (describe): Instant W/H 50 gal: EF = 0.58 EF = 0.99 1) Each component present in the As Proposed home must meet or exceed each of the applicable performance criteria in orderto comply with this code using this method; otherwise Section 405 compliance must be used. 2) Windows and doors qualifying as glazed fenestration areas must comply with both the maximum U -Factor and the maximum SHGC (solar Heat Gain Coefficient) criteria and have a maximum total window area equal to or less than 20% of the conditioned floor area (CFA); otherwise Section 405 must be used for compliance. Exception: Additions of 600 square feet (56 ma) or less may have a maximum glass to CFA of 50 percent. 3) R -values are for insulation material only as applied in accordance with manufacturers' installation instructions. For mass walls, the "interior of walr requirement must be met except it at least 50% of the R-6 insulation required for the "exterior of walr is installed exterior of, or integral to, the wall. 4) Ducts & AHU installed substantially leak free per Section 403.2.2.1. Test by Gass 1 BERS rater required. • • • • Exception: Ducts installed onto an existing air distribution system as part of an addition or renovation; duct must be R-6 ins{plled jAr•Sec. 503.A-A.f!. • • • • • • • 5) For all conventional units with capacities greater than 30,000 Btu/hr. For other types of equipment, see Tables 503.2.3(1-8).• • • 0000 Exception: The prohibition on electric resistance heat does not apply to additions, renovations and new heating systems installed ipexisting Wfts. • 6 For other electric storage volumes, minimum EF = 0.97-(0.00132 x volume 00 7) For other natural gas storage volumes, minimum EF = 0.67-(0.0019 x volume). • • • • • • • ; . • • • TABLE402B MANDATORY REQUIREMENTS • • • • • • • • • COMPONENTS SECTION REQUIREMENTS •••••• CHECK To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated al meeting ASTM E • 000Airleakage402.4 283. Windows and doors = 0.30 cfrVsq.ft. Testing or visual inspection required. Fireplaces: %askete :doors & • outdoor combustion air. • Ceilings/knee walls 405.2.1 R-19 space permitting. • • • • 000 .41 • • • Programmable thermostat 403.1.1 Where forced -air furnace is primary system, programmable thermostat Is required. • j Air distribution system 403.2 Ducts in at8cs or on roofs insulated to R-8; other ducts R-6. Ducts tested to 0, = 0.03 by a Class 1 BERS rater. Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or dearly Water heaters 403.4 marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat Swimming pool & spas 403.9 loss except if 701/6 of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal NA efficiency = 78% 82% after 4/16/13. Heat pump pool heaters minimum COP= 4.0. Siang calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification Coolingtheating equipment 403.6 required. Special occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Lighting equipment 404.1 At least 50% of permanently installed lighting fixtures shall be high -efficacy lamps. 2010 FLORIDA BUILDING CODE - ENERGY CONSERVATION C.5 HVAC Load Calculations for Cowan Residence 87 NE 92th St. Miami Shores. Florida r RHVACHVAC LOADS 0 UPIT * 3 0000.. 0 0 0 0 0 0 0000 0000 0000.. 0000. Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. 0000 0000 0000 0000 0000 0000.. eed 0•'•0• 0000.. 0000. 0000. i•• 0.000. ii' i •: C:\Program Files\Elite\Rhvacw\Projects\ Cowan Residence Friday, April 3, 2015, 1:47 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Page 3 System 9 A/C -1 Summary Loads Component Area Sen tat Sen TotalIDescriptionQuanLossGainGain _ Gain Storm Window: Glazing -1/8" Clear+0.090" Clear 73 1,698 0 3,881 3,881 PVB+1/8" Clear, ground reflectance = 0.23, u -value 0.97, SHGC 0.44 Storm Window: Glazing -1/8" Clear+0.090" Clear 147.4 3,432 0 6,932 6,932 1 PVB+1/8" Clear, ground reflectance = 0.23, light color blinds at 45° with 50% coverage, u -value 0.97, SHGC 0.44 13A-4ocs: Wall -Block, board insulation only, R-4.1 board 544.6 1,869 0 1,659 1,659 insulation, open core, siding finish 16E-30: Roof/Ceiling-Under Attic with Insulation on Attic 617 521 0 673 673 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Light Tile, Slate or Concrete, R-30 insulation 22A-pl-t: Floor -Slab on grade, No edge insulation, no 85 2,018 0 0 0 insulation below floor, tile covering, passive, light dry soil Subtotals for structure: 9,538 0 13,145 13,145 I People: 2 400 500 900 Equipment: 200 600 800 Lighting: 200 682 682 Ductwork: 2,748 937 3,346 4,283 Infiltration: Winter CFM: 80, Summer CFM: 42 2,120 1,771 779 2,550 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 521 521 System 1 A/C -1 Load Totals: 14,406 3,308 19,573 22,881 Check Figures Supply CFM: 890 CFM Per Square ft.: 1.313 Square ft. of Room Area: 617 Square ft. Per Ton: 356 Volume (ft') of Cond. Space: -6,102- 0000 f System Loads i • • Total Heating Required Including Ventilation Air: — 14,406 Btuh 14.406 MBH "V • Total Sensible Gain: 19,573 Btuh 86 o Total Latent Gain: 3,308 Btuh 14 Total Cooling Required Including Ventilation Air: 22,881 Btuh 1.91 d • • • Tons, jQ§§gd On ienslble + •':". jLatepjr, Notes Rhvac is an ACOA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. •. • Logo: All computed results are estimates as building use and weather may vary. 1 Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's perf6wvAnde data at your design conditions. I C:\Program Files\Elite\Rhvacw\Projects\ Cowan Residence Friday, April 3, 2015, 1:47 PM Rhvac - Residential & Light commercial HVAC Loads Elite Software Development, Inc. Page j Project Report General Project Information Rel.Hum Project Title: Cowan Residence Designed By: Mark A. Campbell Project Date: Friday, April 3, 2015 Client Address: 87 NE 92th St. Client City: Miami Shores, Florida Design Data Reference City: Building Orientation: Daily Temperature Range: Latitude: 25 Elevation: 10 Altitude Factor: 1.000 Outdoor Outdoor Dry Bulb Wet Bulb Winter: 48 45.04 Summer: 89 77 Check Fiaures Miami Shores, Florida Front door faces South Low Degrees ft. Outdoor Indoor Rel.Hum Rel.Hum 80% n/a 59% 50% Indoor Grains Dry Bulb Difference 72 n/a 72 62 Total Building Supply CFM: 890 CFM Per Square ft.: Square ft. of Room Area: 617 Square ft. Per Ton: Volume (ft') of Cond. Space: 6,102 Building Loads _ Total Heating Required Including Ventilation Air: 14,406 Btuh 14.406 Total Sensible Gain: 19,573 Btuh 86 Total Latent Gain: 3,308 Btuh 14 Total Cooling Required Including Ventilation Air: 22,881 Btuh 1.91 1.313 356 Tons (Based On Sensible + Latent) lNotes _— _ — - *too Rhvac is an ACCA approved Manual J and Manual D computer program. • +• . • .. • • • Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D'.• • •.. . • ease00 :• All computed results are estimates as building use and weather may vary. 000 0000; • Be sure to select a unit that meets both sensible and latent loads according to the manufaCt 1dr6l performance data• 0 0000.. at your design conditions. 0000 • . 0000 . .. 0000. 0000.. 0000 0000. 0000 0000.. 0000.. 0000:. 0000.. 0 .0009. 00 • C:\Program Files\Elite\Rhvacw\Projects\ Cowan Residence Friday, April 3, 2015, 1:47 PM ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 75 The lower the EnergyPerfornance Index, the more efficient the home. 87 NE 92th St,-` ; Miami Shores, FL, 1. New construction or egg 2. Single famr7y ormultiple family 3. Number of units, ff mWbple famtiy 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area #F) 7. Wridows" C a U -Factor. Sgi, U=0-97 SHGC: SHGCNO.44 b. U-Facbr: SHGC: NIA c. U -Factor: SHGC: WA d. U -Factor WA SHGc. Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Addition 1 1(1) No = 617 Area 21522 W 1t' 1P fie 8. Floor Types insulation a. Slab -Om -Grade Edge insukdon R=0.0 b. WA R-- c. c. WA R= 1.000 iL OA40 Area 617.00 ft if' iP 9. Wall Types a. Concrete Block - Int Incl, Exterior b. WA a WA d. WA 10. Ceiling Types a. Under Attic (Vented) b. WA a WA - 11. Duds a. Sup: Aftic, Ret Attic, Alt Attic 12 Coofing system a. Central Unit Insulation R=4-1 R= R-- R-- R=30.0 R= R=30.0 - R= R= Area 765.00 it= W W iP Area 617 00 IFF IF fP R f12 6 135.6 kBtulhr Efficiency 29.8 SEER --1&50 13. Healing systems kBhi /. 19i erg! a. Electric Strip Heat 16A COP:1.00 14.Hotsystems - Replacement equipment gallElectricons EF: 0.99 b. Conservation feahaes None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code far Building Construction through the above energy saving -features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature. Address of New Home: City/FL Zip: I U M -VI" Note: This is not a Building Energy Rating. If your Index is below 70, your home may, qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321, 638-1492 or see the EnergyGauge web site at energygauge corn for information and a list of certified Raters. For infornation about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - ReRes2010 Section 405.4.1 Compliant Sobme dna . U M -VI" Note: This is not a Building Energy Rating. If your Index is below 70, your home may, qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321, 638-1492 or see the EnergyGauge web site at energygauge corn for information and a list of certified Raters. For infornation about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - ReRes2010 Section 405.4.1 Compliant Sobme w. FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Departinent of Business and Professional Regulation - Residential Performance Method PwjedName- Cowan Residence Nam Sheet 87 NE 92th St Permit Office: 01Y, Stffle ZIP- Miami Shares, Florida Permit Number. Owner: Avisdic tim: Design Location: FL, Nriarni ; ... I. New construction orwdsting Addition 9. Wall Types (765-0 sq(t) InuAition Area 2- Single- ftnffy or multiple ftnoy Single-lamilY a. Concrete Block - Int hrsul, Exterior R-4.1 765.00 IF 3. Number ofurns, 9 multiple famtiy i b. NIA c. WA p~ IF R= f12 4. NumberofBedr BedrrnsInAdditim) 1(1) d.WA R= W 5. Is this a worst rase? No 10 Ceiling Types (6780 sgfl.) Insulation Area a. UnderAtlic (Vented) R-30.0 " 617.00 tiz 6. Conditioned flow area above grade (it) 617 b. WA tt2 Condrtmrmd floor area below grade (1y 0 G WA R= I 11. Ducts R f12 7. Wmdows(215.2 sgft) Description Area a. Sup: Affie, Ret Aflic, AH: Attic 6 135.6 a. U -Factor: 80, U=0.97 215.221P SHGC: SHGC=0.44 b. U -Factor. WA 1112 1z c4oiin9 sysh= kBkdhr Eft SHGC: a- Central Unit 29.8 SEER:18.50 r- U-Factm WA 1112 SHGC- 13- Heating systems kBkdhr Efficiencyd. U-F//acttor• WA IF ta. tic Strip Heat 16.4 COP:1.00 Area Weighted Average Ovediang Depth: 1.000 ft• Area Weighed Average SHGC: 0.440 14. Hotvrater systems - ReplacmrWilt a Aph1rd *see • 8. Floor Types (678.0 sqR) hvRAatim Area a. tic Tanldess Gapr 1 gatbns • . • .. • a. Slab -On -Grade Edge Insulation R.0 617.00 f12 b. C features EF -1.076. b.WA R= W None c. WA R= 112 15. Credits Total Proposed Modified Loads: 18.44Glass/Floor Area: Total Standard Reference Loads: 24.58 PASS I herItrat the s by Review of the plans and this adatton are in tom speCifiCaft s covered W this o p calarlation indicates compliance fwiththeFloridaEnergyCode- z PREP Belpre construction is completed DATE this bLdMrg will be inspected for compliance with Sechon 553908 t hereby certify that this building, as designed, is in compliance Florida StahAes. C'UawiththeFloridaEnergyCode. f{1.1 C.='lPQ CLOWNEAGEyvI BUILDING OFFICIAL DATE: !y • 2, . , DATE: Compliance requires Ston by the air handler unit n mmbcftw that the air handler enclosure qualifies as certified factory -sealed in accordance with 403.2.21.1. Compliance requires completion of a Florida Air Barrierand Insulation Inspection Chesldist Compliance requires an air distribution system test report, bya Florida Class 1 Rater, confirming system leakage to outdoors tested at 25 pascals pressure difference In accordance with 403.2.2.1. Is not greater than 20 cfin:DucWl) 2111/2015 2.20 PM FnergyGauge® USA- FlaRes2010 Section 405.4.1 Compliant Softere Page 1 of 5 2/1112015 220 PM EnergyGaugei USA - FlaRes2010 Section 405.4-1 Compliant Solhw a Page 2 of 5 PROJECT Tine: Cow= Residence Bedroom + _ Address Type: S'tree2 Address BuMmg Type: User Conditioned Area 617 - Lot# Owner Total Stories: 1 of Units: 1 Worst Case. No PkdBodk: Builder Name: Rotate Arm: 0 Street 87 NE 92th St: Permit Office Cross Verillia6on: • County: Dade. Jurisdiction V*wle house Farr Ally, Stat3e, Zip: Miand Shores , Famr7yType: Singfa. FL New/Erds ft: Comment Addition CUNIATE IECC Design Temp Int Design Temp Healing Design Duly TempVDesignLocationTMYStieZane97.5 % 2-5 % Whiter Summer Degree Days Moisuue Range FL, Miami': R_ _MIAMI INM AP 1 51 90 70 75 149.5 58 I.ow BLOCKS Number Name Area Volume 1 Blockl 678 6102 SPACES Number Name Area Volume MWien Occuparrts Bedrooms lyd1ID Fadshed Cooled Heated 1 Mein 617 6102 No 2 1 1 Yes see ,xes Yes FLOORS Roor Type Spam Perimeter R-Value Area so*** rr%• • 11YOOd " • • 1 Slab On Grade Edge Insulatio Main 85 ft 0 611-661p A 0 0 . ROOF V/ Roof Gable Roof Solar SA • • • •Emitt oI; I Deck Pitch Type Maw Area Area Color Abs r- TesW ;' : TesteA Insul. de 1 Gable or shed Baine! tie 758 ft2 170 ft' tVteBlmm O s5No* p.9 NO ... 0 2G5 ATTIC V # Type Ventilation _ VentRatio (1 m) Area RBS IRCC 1 Fun attic Versed 300 617 00 1112 N N CEIUNG ACeft Type Space R-Valae Area Framing Frac Truss Type 1 Under Af ic(Vented) Main 30 617 00 ft' 0.11 wood 2/1112015 220 PM EnergyGaugei USA - FlaRes2010 Section 405.4-1 Compliant Solhw a Page 2 of 5 fi 2111/2015 2:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 WALLS Adjacent 10 Wall Space Cavity Width Height lvpe_ RA-1alue Et In Et In Area Sheathing Framing Solar R --Value Frartim AbSor Below Gradp-% 1 S Exterior Concrete Block - Int Insul Main 4.1 20 0 9 0 180 W 0 0 0.3 0 2 W Exterior Concrete Block - Int Insul Main 4.1 38 0 9 0 342 ft' 0 0 0.3 0 3 E Exterior Concrete Block - Int Insul Main 4.1 27 0 9 0 243 ft2 0 0 0.3 0 WINDOWS Orientation shown is the entered Proposed orientation. Wall Overhang Omt ID Frame Panes NFRC U -Factor SHGC Area Depth Separation Int Shade Screening 1 S 1 Metal Single (Clear) Yes 0.97 0.44 16 fi= 1 ft 0 in 3 ft 0 in None None 2 W 2 Metal Single (Clear) Yes 0.97 0.44 24 ft' 1 ft 0 in 3 ft 0 in None None 3 W 2 Metal Single (Clear) Yes 0.97 0.44 9 ft1 ft 0 in 3 ft 0 in None None 4 W 2 Metal Single (Clear) Yes 0.97 0.44 24 fl= 1 ft 0 in 3 ft 0 in None None 5 E 3 Metal Single (Clear) Yes 0.97 0.44 142.2222 1 ft 0 in 3 ft 0 in None None INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH '50 1 Wholehouse Best Guess 0.000500 889.20 48.816 91.805 • 0.3450 8.7433 HEATING SYSTEM System Type Subtype Efficiency Capacity iliac Ducts' 1 Electric Strip Heat None COP: 1 16.4 kBkdhr t sywt* : • COOLING SYSTEM System Type Subtype Efficiency Capacity Air pgW...SHR ..Block Duals • • 1 Central Unit None SEER: 18.5 29.8 kBtu/hr 894 t4 • • 0.75 '*0010' W HOT WATER SYSTEM System Type SubType Location EF Cap Use SeWnt C~Ion 1 Electric Tankless Main 0.99 1 gal 40 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft= fi 2111/2015 2:20 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 0000 0000 0000 0000•• 0000 0000•• • 0000 •• • 0000 • •• 0000•• 0000 0000 0000.• • 0000.. 0000•• 000•. 0000.• 0.0• 0000• 0000.• 0000•• 0000• 2/11/2015 220 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 DUCTS v Supply — Return — Air Percent HVAC # Location RValue Area Location Area Leakage Type Handler CFM 25 Leakage ON RLF Heat Cool 1 Attic 6 135.6 ft Aide 33.9 ft' Prop_ Leak Free Attic 20.3 dm 2.28% 0.03 0.60 1 1 TEMPERATURES Programable Thermostat Y Ceiling Fans: Cooling Jan Heating Jan H Feb Feb WMar Mar W Apr Apr JIMay May Jun Jun Jul Jul Aug Aug n Sep Sep Oct OctM NovMNov DecHDec VentingJanFeb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) 68 68 68 68 68 68 68 6666 66PM668866886688 0000 0000 0000 0000•• 0000 0000•• • 0000 •• • 0000 • •• 0000•• 0000 0000 0000.• • 0000.. 0000•• 000•. 0000.• 0.0• 0000• 0000.• 0000•• 0000• 2/11/2015 220 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: .87 NE 92th St. PERMIT #: Miami Shores, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfrrt/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating controls and cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the.. primary air containment passageways for air distributiou systems shUlo. be considered ducts or plenum chambers, shall be con1vielLrte'd and • • sealed in accordance with Section 503.2.7.2 of this code.... • • 403.3.3 Building framing cavities shall not be used as supply dt pft Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efti wiles in ... Table 403.4.3.2. Provide switch or clearly marked circuk Breaker ' ... electric) or shutoff (gas). Circulating system pipes insulated4e = • R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or witirgnical . ventilation ventilation systems shall not exceed the minimum ASHRAE 62 leve%,, 9 No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78°x6 (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 2111/2015 220 PM EnergyGaugeO USA - RaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 PREPARED BY: 3GUNTER GROUP, INC. LAND SURVEYING - LAND PLANNING FLORIDA CERTIFICATE OF AUTHORIZATION # LB 4507 9350 S.W. 22nd TERRACE MIAMI, FLORIDA 33165 305) 220-0073 PROPERTY ADDRESS: 87 NE 92nd Street, Miami Shores, Florida 33138. LEGAL DESCRIPTION: LEGEND: CENTER LINE WPP — WOOD POWER POLE ABBREVIATIONS: A/C AIR CONDITIONER Meas) MEASURED R) RECORD RES. RESIDENCE No. NUMBER CONC. CONCRETE TYP) TYPICAL W.F. WOOD FENCE PL PROPERTY LINE CL CLEAR O.E.L. OVERHEAD ELECTRICAL LINE L= ARC LENGTH Tan= TANGENT A= INTERIOR ANGLE OF CURVE R= RADIUS Lot 22 and 23, in Block 2, of "AN AMENDED PLAT OF MIAMI SHORES SECTION No 1" according to the Plat thereof as recorded in Plat Book 10 at Page 70 of the Public Records of Miami -Dade County, Florida. FOR: PATRICK G. COWAN AND BERNADETTE A. LOPEZ, HUSBAND AND WIFE. SURVEYOR'S NOTES: 1) This survey was conducted for the purpose of a "Boundary Survey" only and is not intended to delineate the regulatory jurisdiction of any federal, state, regional or local agency, board, commission or other entity. 2) The accuracy obtained by measurements and calculations on this survey, meets and exceeds the Minimum Technical Standards requirements for a Suburban area (1 foot in 7,500 feet) as specified in Chapter 5J-17, Florida Administrative Code. 3) The North arrow direction shown herein is based on an assumed Meridian. 4) In some cases graphic representation have exaggerated to more clearly illustrate a particular area where dimensions shall have preference over graphic location. 5) Legal description was provided by the client and is subject to any dedications, limitations, restrictions reservations or easements of record. 6) Examination of the Abstract of Title will have to be made to determine recorded instruments, if any affecting the property; search of Public Records not performed by this office. 7) No effort was made by this office to locate any underground utilities and/or structures within or abutting the subject property. 8) This survey has been prepared for the exclusive use of the entities named hereon only and the certifications hereon do not extend to any unnamed parties. 9) According to the National Flood Insurance Program the subject property falls in Community No. 120652, Panel No. 0302, Suffix "L", Date of FIRM 09-11-2009, Flood Zone "X". 10) Contact the appropriate authorities prior to any design work on the hereon -described parcel for Building and Zoning information. 11) Professional Land Surveyor and Mapper in responsible charge: Rolando Ortiz LS 4312, State of Florida. 12) This survey is not valid without the signature and the raised seal of a Florida Licensed Land Surveyor and Mapper. I hereby certify to 1) North American Title Company; 2) Chicago Title Insurance Company; 3) Bank of America, N.A.; its successors and/or assigns, as their interest may appear; 4) Patrick G. Cowan and Bernadette A. Lopez, husband and wife; that the Sketch of Boundary Survey of the described property is true and correct to the best of my knowledge and belief, as recently surveyed and platted under my direction; also that meets the Minimum Technical Standards set in Chapter 5J-17, Florida Administrative Code, pursuant to Section 472.027 Florida Statutes. Date: 02-18-2014 Job No.: 14-29590 Sketch No. 26970 By: Rtando Ortiz LS 4312 Professional Land Surveyor S: Mapper, State of Florida. fo SKETCH O F SURVEY SCALE 1" = 20' NORTH LOT 2, BLOCK 2 I LOT 1, BLOCK 2 wINV)6(-A) <4(P M AM MIAMI-DADE COUNTY, FLORIDA N PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SSV 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy PGT Industries 1070 Technology Drive North Venice, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction inaterials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami --Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity_Hurricane Zone. DOC iEPilON: Series "PW -701/ 720/ 820" Aluminum Fixed Window - L.N.I. APPROVAL DOCUMENT: Drawing No. MD -720-820, titled "Series Fixed Window Installation Guidelines", sheets 01 through 10 of 10, dated 07/14103 with the latest revision dated 07/01/13, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami -Dade County Product Control Section Renewal stamp with the Notice of Acceptance number and Expiration date by the Miami - Dade County Product Control Section. • • • • MISSILE IMPACT RATING: Large and Small Missile Impact Resistant • • • • 0 * 0 0 • *so*:* 0000 LABELING: Each unit shall bear a permanent label with the manufacturer's ,naixo -or log%:eity, stats? • • • model/series, and following statement: "Miami -Dade County Product Control Apptaaed", unless0othetwit....; 0000 .. rioted herein. REVISION of this NOA shall be considered after a renewal application has b • and t • • • • : . pP AFL fSigd heie has bee, ; ..' no change in the applicable building code negatively affecting the performance ofib%pi'bduct.'.... 0 0.0 0, 0 TERMINATION of this NOA will occur after the expiration date or if there has: MOT 8 revision'or change '. in the materials, use, and/or manufacture of the product or process. Misuse of thit NOA as as eadUsemeiif of any product, for sales, advertising or any other purposes shall automatically t4minat e this 1IOA.,Faihtry • • • to comply with any section of this NOA shall because for termination and removal ofNOA. 0: 0r. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shalt be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA No. 11-1110.15 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed byJaiA D. Gaston, P. E. NOA No. 13-0502.03 .r Expiration•Date:-_February 19; 20192 f'y Approval Date:.Jdlyt8 2013- Ali l Page 1 IV G\," w w PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. MD -720-820, titled "Series Fixed Window Installation Guidelines", sheets 01 through 10 of 10, dated 07/14/03 with the latest revision dated 07/01/13, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202--94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of aluminum fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-7212, dated 03/21/13, signed and sealed by Marlin D. Brinson, P. E. 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of aluminum fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s F 3835 and • • • FTL-3850, dated* 07/18 and 31/03, all signed and sealed by ftvPl :C. Chan,.$. E. . • Submitted ander previous NOA No. 03-1105. 01)• • • • • • • • • • 6696:0 6666.. 6666.. 6666 .• C. CALCULATIONS • 1. Anchor verification calculations and structural analysis, cotpoying with. FJIC2010;,,• prepared by manufacture, dated 04/29/13, signed and sealod,bgb•Anthdxy•lz' Miller,... P. E. 6666..00 2. Glazing complies with ASTM E1300-09 • • • • • • 666660 6666.. D. QUALITY ASSURANCE • 1. Miami --Dade Department of Regulatory and Economic Resources (RER). Jaime D. Gasco , P. E. Product Control Section Supervisor NOA No. 13-0502.03 Expiration Date: February 19, 2019 Approval Date: July18, 2013 E-1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice ofAcceptance No.134129.27 issued to E.I. DuPont DeNemours & Co., Inc. for their `DuPont Butacite® PVB Interlayer" dated 04/11/13, expiring on 12/11/16. 2. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont SentryGlas® Interlayer" dated 08/25/11, expiring on 01/14/17. 3. TREMCO Part No. TR -14271E EPDM exterior glazing gasket complying with the following: a) ASTM C864 Specification for Dense Elastomeric Compression Seal Gaskets, Setting Blocks, and Spacers with Option II exceptions. b) ASTM D412 Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers—Tension of 1600 PSI. c) ASTM D395B Test Methods for Rubber Property—Compression Set for 22 HRS 158°F. d) ASTM D 624 Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers of 143 IN in. F. STATEMENTS 1. Statement letter of conformance, complying with FRC2010, issued by manufacture, dated 04/29/13, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement letter of no financial interest, issued by manufacture, dated 04/29/13, signed and sealed by Anthony Lynn Miller, P.E. 3. Laboratory compliance letter for Test Report No. FTL-7212, dated 03/21/13, signed and sealed by Marlin D. Brinson, P. E. 4. Proposal issued by Product Control dated 07/26/12 signed bY.•ne D. Gj•FFP•, P.1; 7 • • 5. Laboratory compliance letter for Test Reports No.'s FTLr-3&IS acid FTLr3850, dated..:. 07/18 and 31/03, all signed and sealed by Joseph C. Chan, P. -B.-: • • 0 0 • • 0100 .. Submitter) underprevious NOA No. 03-1105. 01) . . 0000 . .. 0000. 0000.. 0000 0000. G. OTHERS. 0000 0000.. 1. Notice of Acceptance No. 11-1110.15, issued to PGT Industres foy their Series "PW– • 701 Aluminum Fixed Window – L.M.I." approved on 02/02/1'2 and.expiring b1f' • • 02/19/14.•0000. 0000 Jaime D. Gasconj":T. Product Control Section Supervisor NOA No. 13-0502.03 Expiration Date: February 19, 2019 Approval Date: 3uly18, 2013 E-2 GENERAL NOTES: SERIES 720/820 IMPACT -RESISTANT FIXED WINDOW 1) THIS PRODUCT HAS BEEN DESIGNED &TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE W44 2) SHUTTERS ARE NOT REQUIRED WHEN USED N WRDAORNE DEBRIS REGIONS. FOR INSULATED GLASS INSTALLATIONS ABOVE 3T N THE HAIL THE OUTBOARD LITE (CAP) MUST TEMPERED. 3) FOR MASONRY APPLICATIONS N MIAWDADE COUNTY. USE ONLY MIAMI-0ADE COUNTY APPROVED MASONRY ANCHORS. MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE, ASTM CW CONCRETE MASONRY UMTS AND CONCETE WITH MN. KSI PER ANCHOR TYPE. 4) ALLWOOD KICKS LESS THAN I IrZ' TMLXARETO BE CONSIDERED 1XINSTALLATIONS. 1XWOOD BUCKS ARE OPTIONAL IF UNLIT S INSTALLED DIRECTLY TO SUBSTRATE. WOOD BLOCKS DEPICTED AS 2X ARE, -IR' THICK OR GREATER 1X AND ZX BUCKSOWEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TOTHE STRUCTURE. WOOD BUCK DESIGNAND INSTALLATION IS THERESPONSBRITY OFTHEENGINEER. (EM)OR ARCHITECT OF RECORD. (AOR). 5) ANCHOR EL49ED9ENT TO BASEMATERIALSHALL BE BEYOND WALL DRESSING STUCCO.USEANCHORSOF SUFFICIENT EMBEDMENT. NARROW DONTSEALANT ISUSED ONALL FOUR CORNERS OF THE FRAME. INSTALLATION ANCHORS SHOULD E SEALED. OVERALL SEALINCRASHINO STRATEGY FORWATER RESISTANCE OF INSTALLATION SMALL BE DONE BY OTHERS AND S BEYOND THE SCOPE OF THESE INSTRUCTIONS, 6) MAXIM' SHIMS ARE REQUIRED ATEACH ANGOR LOCATION WHERE THEPRODUCT S NOT FLUSHTO THE SUBSTRATE, USE SHIMS CAPABLE OFTRANSFERRING APPLIED LOADS. WOOD BUCKS. BYOTTERS. MUST BE 3UFPICIENTLY ANCHORED TO RESIST LOADS (POSED ON THEM BYTHEWINDOW. 7) DESIGN PRESSURES: KNE DESIGN LOADS BASEDON ST RUCTURAIICIICE TEST PRESSURE. FRAMEANALYSIS AND (LASS PER ASTM E13000L B. POSITIVE DESIGN LOADS BASED ONWATERTEST PRES!'ARE,STRUCTURAl CYCLE TESTPESSURE, FRAME ANALYSIS AND MASS PER ASTM E130009. 8) THEANCHORAGE METHODSSHOWNHAVE BEEN DESIGNED TORESIST THEWMNOLOADS CORESPONDNG TOTHEREQUIRED DESIGN PRESSURE. THE 3340% STRESS WCREASE HASNOTBEENUSEDNTHE DESIGN OFTHIS PRODUCT. THE IALOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTOWOOD. ANCHORS THAT COME INTO CONTACT WITH OTTER DISSIMILAR MATERIALS SHALLMEETTHE REQUIREMENTS OFTHEFLORIDA BUILDINGCODE FOR CORROSION RESISTANCE. 9) REFERENCES TEST REPORTS FTL.T&M, 3850 & m2 ELCO ULTRIOON NO k ELCO CRETEFlEX NOA; ANSVAF&PA NDSFORWOOD CONSTRUCTION-CIM)ANDADM ALUMINUM DESIGN MAMA. -(M05} 10) THE rA SERIES USES APVS INTERIAYER THE 820 SERIES USESM SO INTERLAYER. THE 720 AND820SERIES MAYALSOBEREFERRED ASTHE701 SERIES CTTP-TO-TPWOTH Ir BUCKYNDTH RB' BUCK 111 M -/MVSBRE 67MVISBIE LIGHTTHWIDTH Tom' Fr—c-7 A - SHEET I AC - SHEET& BUCK ETI 12 -MAX. HEIGHT 92-1/P - VISIBLE ,SMAX D.C. I LIGHT 0.0. HEIGHT9T TO _ J '+D—^i If- 12 MAX.O.C.2SHEET DESIGN PRESSURE RATNO IMPACT RATING VANES. RATED FORLARGE BSMALL SEE SHEETS 2b MISSILE IMPACT RESISTANCE T MAX CIT I E.= JET G 9CBUCKNEKIR 90 -IM L VISSIE 1 6 -MAX LIGHT O.C. HEIGHT I- AC BUCK WIDTH ASIK LASSIE LKIR WIDTH UF. SHEET. " I I — SMA1C 911MVISIBLELIGHTIIEI(IfT BUCK9T HEIGHT FIGURE 1: GLIDE TO SHEETS: 12'O.C. MAX GENERAL No,ES__..-- , EIEVAiONS.________—_ 1 G AZ9O0ETAILS__—__ 2-5 DESIGN PRESSURES..__ 2-6 12' O.C. / INSTALLATION, FLANGE__ 6 MAX / INSTALLATION, EOUA.LEG_ 7 INSTALLATION, M. FN A-8 INSTALLATION. WT. FN B.—_9 / CORNER ASSEMBLY ---10 6, EXTLNSIONPROFILES_U)MAXPMTSLIST..—_.____ 70 _ TABLE,: ljrye Oea-Ww- fi1WA1 1"1" M -LOBI PVB-3HT HS 2 2 TONT InNl8I1B'NS-LOBI PVB-31/T H5) 2 J 1-IT8'LArnLO IVT -7/1C AV -VIIIA -.PJC AVB-YWHS 3 4 1-1118'IAm1.O TCT-7/76'AM-Y16 H5-.OBO'PVB-3/IT IS 3 6 7/HTUO" ICM-.0WSO-3HTM 1 8 TOOT LAm1 IT HS -ABT SO-3IIT HS 4 7 1-V15'LNN.O IT -711V A -MIT M -.09C 96 -MIT 6 0 1-1/1T LmI.IG CT-7HC A- 3110 HS-.OBCSG-L1C 6 BG'=910a • SENTRYGLAS IRERLAYEW BY EI. DUPONT DBIEMOURS 8 CO,. INC. SHAPES AS S110WH BELOW OR s%• MAY BE USED BY INSCRIBING THE SHAPE N A BLOQK • AND OBTAINING DESIGN PRESSURES FOR THAT BLOM SIZE ?HET ON 9EETS2 • ANCHOR SPACED TO BE C MAX. FROM CORERS AD 12O VJC Fqp CURVED FRAMEMBERS. SEE FIGURE 1. THIS SHEET. F --WIDTH -( WIDTH --I I.jI y I F- • 1L_ WIDTH --i F- WIDTH --1 F-- 1 --I r-- -- _ fir- - H• • T T T f 1 J_l••• J 1L J • wmN -i F- WIDTH --( F• WIDTH --I• I-- worth -1 T--- --- 1 j r--- r— -TIV11 •1• 1 1 1 1 No. 58705 • W STPi U /1111111 GPP A LYNN MILLER PE. PElam WX GO.P MAX. SHEET MAX J '+D—^i If- 12 MAX.O.C.2SHEET J F. 311EEf H. SNEET9 C NAX 0.C. TVP. FLANGED FRAME TYP. EQUAL -LEG FRAME TVP. FIN FRAME ELEVATION ELEVATION_TOESTED UNIT) ELEVATION (TESTED UNI NESTED UNIT) FIGURE 1: GLIDE TO SHEETS: 12'O.C. MAX GENERAL No,ES__..-- , EIEVAiONS.________—_ 1 G AZ9O0ETAILS__—__ 2-5 DESIGN PRESSURES..__ 2-6 12' O.C. / INSTALLATION, FLANGE__ 6 MAX / INSTALLATION, EOUA.LEG_ 7 INSTALLATION, M. FN A-8 INSTALLATION. WT. FN B.—_9 / CORNER ASSEMBLY ---10 6, EXTLNSIONPROFILES_U)MAXPMTSLIST..—_.____ 70 _ TABLE,: ljrye Oea-Ww- fi1WA1 1"1" M -LOBI PVB-3HT HS 2 2 TONT InNl8I1B'NS-LOBI PVB-31/T H5) 2 J 1-IT8'LArnLO IVT -7/1C AV -VIIIA -.PJC AVB-YWHS 3 4 1-1118'IAm1.O TCT-7/76'AM-Y16 H5-.OBO'PVB-3/IT IS 3 6 7/HTUO" ICM-.0WSO-3HTM 1 8 TOOT LAm1 IT HS -ABT SO-3IIT HS 4 7 1-V15'LNN.O IT -711V A -MIT M -.09C 96 -MIT 6 0 1-1/1T LmI.IG CT-7HC A- 3110 HS-.OBCSG-L1C 6 BG'=910a • SENTRYGLAS IRERLAYEW BY EI. DUPONT DBIEMOURS 8 CO,. INC. SHAPES AS S110WH BELOW OR s%• MAY BE USED BY INSCRIBING THE SHAPE N A BLOQK • AND OBTAINING DESIGN PRESSURES FOR THAT BLOM SIZE ?HET ON 9EETS2 • ANCHOR SPACED TO BE C MAX. FROM CORERS AD 12O VJC Fqp CURVED FRAMEMBERS. SEE FIGURE 1. THIS SHEET. F --WIDTH -( WIDTH --I I.jI y I F- • 1L_ WIDTH --i F- WIDTH --1 F-- 1 --I r-- -- _ fir- - H• • T T T f 1 J_l••• J 1L J • wmN -i F- WIDTH --( F• WIDTH --I• I-- worth -1 T--- --- 1 j r--- r— -TIV11 •1• 1 1 1 1 No. 58705 • W STPi U /1111111 GPP A LYNN MILLER PE. PElam Window Design Pressure K. psi) forWas Type i TMWLAAEUTED GLASSSTACK PVe GG11—.,BNEAT SlWNGTIEKED OUSE USEDATCURVED FRAW LEWENSONLY 011-7APO.C. NAIL NOTM 1 DMENSION3 SHOWN. FOR FLANGED WRIODYYS, SUBTRACT V FROM THE TP -TO -TIP DIMENSION TO DETERYNE THE SUMO•EENSIOII 2) FOR SIZES NOT SHOWN. ROUND UP TOTHE NEXT AVAILABLE SHORT OR LONG OWIENFION. SI FOR ARCHITECTURAL WIDOWS. FIND THE SMALLEST WINDOW SDE IN THE TABLE ABOVE VIHIOI THE OVERALL DBENSMOS C0664ETMY FR VMR6N. WNMow, Design Pressure (K, psi) forGinsType3 EXTERIOR GLASS TYPE 1 1-11urNON. GLASSSTACK 3MS' TEMPERED GLASS - 711e'AR SPACE USED AT C —. FRA6EIiEA1BER4 ONLY CQ11-7A7' O.C. MAX 13 EXTERIOR a GLASS TYPE 3 mom 1) SUCKmENSIONS SNOVwi. FOR FANGED WINDGM. SUBTRACT 1 -FROM THETP40.71P OMENSIDN TO DETERMINE THE SUCK DMENSION. 2) FOR SIZES NOT MOM. ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG LMENSKIN. 3)FOR ARCIQT MURAL WIDOMB, FMD THE SMALLEST MOM SIZE IN THETABLE ABOVE VWILCHTHEOVERALL ORENSDNS COMPLETELY FIT WINK GLAS"S WE LUNGSDE { 3.Mr W - AT I K• ••••• d• RMD wb STRENGTEN IASS WFEFMYER •• • • • Lp • W GLASS SITE •••• • E 13 • • • • •••i sSRIRS 6 1-0 : 1I 1j ENS k No. 56705• '- 00:41: 0 00, eTtnLiTFwluw, 00 OAFS riom•or`?: I Ali .•. A. .....ILL..... MER. PE. PF mm rSIDE Lim LONG SLESHORT SDE W Y d cri N wo0 O TABLE IMMENSIONS MAV BE ORIENTED VERTICALLY OR O J In D HORIZONTALLY AS SHOW Z LL LL X UWV xN W p F Z m 0_ c d LD z axo 1 i a.z F w a 7N6'LAMINATED GRASSSTALK D F N 3.Mr W - AT I K• ••••• d• RMD wb STRENGTEN IASS WFEFMYER •• • • • Lp • W GLASS SITE •••• • E 13 • • • • •••i sSRIRS 6 1-0 : 1I 1j ENS k No. 56705• '- 00:41: 0 00, eTtnLiTFwluw, 00 OAFS riom•or`?: I Ali .•. A. .....ILL..... MER. PE. PF mm Window Design Prossm• (M; psQ for Ghss Types 2t 4 NOTM 1) BUCK DDIENSKINS SHOYMN. FOR FLA40ED WIDOWS. SUBTRACT 1' FROM THE TRIO -TP DRENSION TOOETERh4 ETHE BUCK DwENMN_ Z) FOR SIESNOTSHOMM. ROUND WTOTHE NEXT AYALABLE SHORT ORLONGDRETISION. 3) FOR ARCHITECTURAL WINDOWS. FIND THE SMALLEST MOM SIZE IN THE TABLE ABOVE V"CH THE OVERALL DIMENSIONS COMPLETELY FTWITHOL MMCNOAI. _ 7HCLAMpATED GLASS STACK _.,I TMr LAMMTEO GLASS STACK – - I GLASSSTACK r3ln PVBMTERIAYER YICTEMPEREDOLSS • HEAT STRENGTHENED GLASS C HEAT CNEAT STRENGTHENED GLASS 3TICHEAT STRENGTHENED GLASSRENGTHENED GLASS ItHrAIR SPACE AW PVB INTERLAYER 116USEMBERSONLY 11 USED ATCURVETC—_ 1 FIAAE SEVATC VE yp SIC SDATCUVE'! 9fimX. ASS SITE ®11-TAYO.C.MAX._ GLASS SITE EXTERIOR HI_T.iy 1i Y'] GLASS TYPE 4 TABLE DIMENSIONS ANY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOW lONOSIDE • • • LONGSDE y • T_ SIDE y .. 000000 r— LONG SIDE —' • • • • SNORT 0 .. LONG sNE • • • . sroEvim SIDE 00 ic: No. 5875• . Wmdm Design Pmssm (K, PSQ0M Glass Type 5 7170• LAMNATED GLASS STACK -(' 71 7 {d..{ -w SG MERIAYER OME ANNEALED GLASS 11 USEDATCCIIM FRAME MEMBERS OPV2B ii-TAPO.C. MAX. FOR FLANGED V NOOWS. SUBTRACT 1' FROM THE T*XTO-TP MBISIDM TO DEIEWNIE THE BUCK DIMEMSK 1 1RID UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. OWS. FMTHESMALLEST YWOOWSUENTHETABLEABOVE WNGI THE OVERALLOMENSIONSCOMPLETELYFITWTHK TO FLANGE ANO EOUAL-LEGYNNDOWS. DO NOT USE WDH FRCFRAMEO WINDOWS. Windm Design Pmswm (+F, psQfor Glass Type 7 EXTERIOR a GLASS TYPE 1-1nPMOLL GLASS STAG( SIN' TEMPERED GLASS THWAITSPACE LIED AT CURVED FRAME MEMBERS ONLY @wTw O.C. MAX EXTERIOR OOENSIONS SHOWN. FOR FLANGED VAN]OWS. SUBTRACT 1' FROM THETP -TO -TIPDIMSPMO ITO OETERMPE THE BUCK Da.E4410N. SI>i5 NDT SHOMIG R011lm 11P lO THE NEXT AVAIABLE SMORTORLONO DYIENSKiN. ARdgTEOTURAL VYIMOOW",i, FIMD THE S1IIeLEST WNDOW SUE N THE TABLE ABOVE WHIC71 THE OVERALL 061BiS0lS COMPLETELY fiT YII1111L SHEETAPPllE3ONLY TO Fl/1NCE AHO EpIAL-lE0 N•DOWS. DONOTVE WTM FW FRAMED VMlIl0YM5. SIB' GLASS BITE UJN3SIDE SHORE a SM 5 1_ F-- L« NOSK) E ---- j SHORTSIDEI 6 I TABLE DIMENS10HS YNY BE oRIENTED VERTICALLY OR HORUONTALLY AS SLIOWN. Q THSLAMNATED 00GLASSSTACKSHORO yte•ArrEN.EDgrss • 1rYle•AMNEMEII(aAS$• • T OWSO NTERLAM • -rl 0000•• • • LONG Mw 0 0 0. 0 IEyS GLASS mfE **06 1 0 0000 19 ••000• -..,SHORT / 5°fi GLASS TYPE 7 • • • • • • • / 0000•• • s 00 NOTES; 1) SLICK DMENSIDNS SHOWN. FOR FLANGED WJdXM& SUBTRACT l- FROM THE TP -TO -TIP DIMENSION TO OEfERIANE THE w-OME1191OR 2) FOR SIZES NOT SHOWN, ROUND -Ij_P TO THE HEM AVAILABLE SHORT OR LONG DIMENSION. 3) FOR ARCHITECTURAL VI.ODOWS, FIND THE SMALLEST WINDOW SIZE W THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS OOMP EIELY FR W nW 4) THIS SHEET APPLES ONLY TO FLANGE NOD EOUAL•LEG VHNDOWS. DO NOT USE WITH RNFRA ED VVNDGWB. TABLE DILENSIO" IMV BE ORIENTED VERTIGALLr OR 1-1HP NOM. HORIZONTALLY AS SHOWN. 7AWLAMMATED LLISSSTPCK I 7/Ir LAMINATED LONG G,ASSSTACK I - OLASSSTACK y IDE ... WSGWTERLAYER VII TEMPERED GLASS-3H8'NEAT STRENGTHENED GLASS LONG SIDE • O' SG' 3MrHEATSRTENGTIENEO- r 1 ... 13WEATSTRENGTHENEDGLASSSTiENGTENEDGLASS7HS'ANSPACE ASD'SONTERLAYER SSDRT • • • • 4 11 1 SDE USED AT CURVED S 11 _ l. _ L • 0 • WDE . • :. FRAME AIELNIEAS ONLY 2B USED AT CARVED • FRAME MEMBERSONLY 28 `5w • • • • • • • Q11-YRr O.C.MAX OLASS BRE 8114WO.C.MAK. GLASS lg7E 1-3 _ 1J _ r r-- LONGSDE --.. . }.. Q 13 a 22 21 13 SHORT • QLO • YY GLASS TYPE 6 GLASS TYPE B L / • • • SIDE• • • I • • • MIGHT I i 0NEEM0 ON a N v N tai z- j$ Q p`S W 9 d UiwZ m0 p0 L9 Z o 2i dz ? o g wI LLo h W Q W NOTES; 1) SLICK DMENSIDNS SHOWN. FOR FLANGED WJdXM& SUBTRACT l- FROM THE TP -TO -TIP DIMENSION TO OEfERIANE THE w-OME1191OR 2) FOR SIZES NOT SHOWN, ROUND -Ij_P TO THE HEM AVAILABLE SHORT OR LONG DIMENSION. 3) FOR ARCHITECTURAL VI.ODOWS, FIND THE SMALLEST WINDOW SIZE W THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS OOMP EIELY FR W nW 4) THIS SHEET APPLES ONLY TO FLANGE NOD EOUAL•LEG VHNDOWS. DO NOT USE WITH RNFRA ED VVNDGWB. TABLE DILENSIO" IMV BE ORIENTED VERTIGALLr OR 1-1HP NOM. HORIZONTALLY AS SHOWN. 7AWLAMMATED LLISSSTPCK I 7/Ir LAMINATED LONG G,ASSSTACK I - OLASSSTACK y IDE ... WSGWTERLAYER VII TEMPERED GLASS-3H8'NEAT STRENGTHENED GLASS LONG SIDE • O' SG' 3MrHEATSRTENGTIENEO- r 1 ... 13WEATSTRENGTHENEDGLASSSTiENGTENEDGLASS7HS'ANSPACE ASD'SONTERLAYER SSDRT • • • • 4 11 1 SDE USED AT CURVED S 11 _ l. _ L • 0 • WDE . • :. FRAME AIELNIEAS ONLY 2B USED AT CARVED • FRAME MEMBERSONLY 28 `5w • • • • • • • Q11-YRr O.C.MAX OLASS BRE 8114WO.C.MAK. GLASS lg7E 1-3 _ 1J _ r r-- LONGSDE --.. . }.. Q 13 a 22 21 13 SHORT • QLO • YY GLASS TYPE 6 GLASS TYPE B L / • • • SIDE• • • I • • • MIGHT I i ON a N v N tai z- j$ Q p`S W 9 d UiwZ m0 p0 L9 Z o 2i dz ? o g wI LLo h W Q W z 410 S T V LY'* 04, "0 A' IPo.*.+810. • !A _ 7* 1p) •14: SSOMhL!F!r ` yn1 • A LYMM Main P.EPEiBNOS J EDGE I DISTANCE INSTALLATION_ F---t— TYPE A — YPDD0IY EXTERIOR BUCKHEIGHT 4 OP-TO.TW WIDOWtffl(IiT VLIGHTHEIGHT• WIDOWBUCKwxw- 2-3W 2XWOOD 9UCKSTRIP OR FRAMING, SEE NOTE2. TMS SHEET EMBEDMENT subdra% EDGE NM. EmMMlrnl M.0a DISTANCE 1 Small iyr TYP. ANCHOR TYPE, s12.I144M99S— EMIEDMENTAADEDOE TYP. ANCHOR TYPE. EMBEDMENT AND DISTANCE PER SUBSTRATE. EDGE SEE TABLES. THIS SHEET BWI81w .95 min USEDATMXWEO QdT 16 (iu 1FRAMEMEMBERS ONLY Q11-7/B•O.C. MAX. CONCRETE0CMU 1T PERANCHORREQUIREMENT VSSLE LIAR WIDTH WIIDOWIICI(WDTH-2+U4' 1N• MAXSHIM s12 STEEL SElF-DRILLING SNS 65j, SEE TABLE A THIS SHEET 4E INSTALLATION METHOD D INSTALLATION ANCHOR UNDERNEATH THE BEA00i(• EXTERIOR MIAMI-0ME APPROVED MUl)ON ME SEPERATE N04 AMABAIM STEEL FRAMING ORSTEEL STUD. SEE SU413TMTE PROPERTIES. TABLEILTMSSHEET r - INSTALLATION INSTALLATION subdra% TYPE C TYPE 8 NM. EmMMlrnl M.0a EMBEDMENT EMBEDMENT 1XNOODBUCKSTRIP. iyr UP MAX SEE NOTE 2. THISSHEET SHIM s12.I144M99S— Amiu4A,1D .mh A36 SIM TYP. ANCHOR TYPE. EMBEDMENT AND 0.010, EDGE EDGE DISTANCE PER SUBSTRATE. B SEETABLE 8. THIS SWEET BWI81w .95 min DISTANCE QdT 16 (iu 1 P.T. 9mAhm Pin 1.0^0.55) 1T 11 __ E)GTERIOIi 1r Ila H4S14tlS—(0% VSSLE LIAR WIDTH WIIDOWIICI(WDTH-2+U4' LT5•• O.OBr• 0.087• wNDovr9ucKWIDrH TIP.TO-TIP WIIDON WIDTH ooNcaETENa1u PERANCHOR Ld Sttd. Dr. 95mh REQUIREMENT HORIZONTAL SECTION A -A T2'— tIW 1-1Ar MAX SHIM An subdra% Ma' EON ON, P NM. EmMMlrnl M.0a a— )0'6* iyr IF s12.I144M99S— Amiu4A,1D .mh A36 SIM vLT 0.010, 11 BWI81w .95 min 19• QdT 16 (iu IT P.T. 9mAhm Pin 1.0^0.55) 1T 1Jw 1r Ila H4S14tlS—(0% AMMPAn, maNSwh A911 SMu1 LT5•• O.OBr• 0.087• 12. 12• Ld Sttd. Dr. 95mh Le' 16 T2'— tIWIW41098C,.t~ UA•RuW CMU' (ASTM Cao) 2-ur 1- it CbnueY 0. 9.35 MAB 1• 1r Omaets 2.85 04 r i3r 1r K sko tm— brsNN 1M. 2.85 tA•e,/aB OSI. (A9TY Cao 2-112' vr 1r1r D,ew44 aao 2 -VT 0 0 OIWO 0 1r LIT 91M I1M1Pem C—A F,NL 3.5 kw)i-v4• I've 1r GaoMd CMU 7Yok Nvr it TT I 1XWOW . RIP. MN. OF 5THREADS BEYONDTMETAL * 0000 • .• • . SE NOTE 2THIS SHEET Il _• PER EMBEDMENT coHI;RETe . • . C; ANCHOR WSTALIATKNH NOTES • • • • • • • REGUIEMENT I. USEONLY ANCHORS LISTED ONTHIS SHEET. FOLLOW ENBEOMENT ANDEDGE DISTANCE LIMITS- • • • • • • • II - 2. WOW BUM DEPICTED ON THIS SHEET AS•1X•. ARE SUCKS WHOSE TOTAL THICKNESS SLESS •yyWW111-•fN'.1 NE INSTALLATION T'•— — •TYP. ANCHOR TYPE, EMBEDMENT OPTIONAL IF UNIT CAN BE WSTALLED DIRECTLY TO SOLD CONCRETE. WOOD BUCKS DEPICTED ASTDCARE 1-1 ' • TYPES DISTANCE AND EDGE DISTANCE PER WSTAL . TOTHESUBSTRATE OF WOODBUCKS TOBE ENDNE. BY OTHERS OR AS APPRCWEO BY AUVIOIM HANNO• SUBSTRATE. SEE TABLE ILTHSSHEET .DRISDDTON. • • • VERTICAL SECTION B -B 3 FORATTACH ENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OF ASIDE TO PROIOE FULLSUPPORT TO UE WIDOW FRAME. • 4.•APPLICABLE. LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOAAPMIES TO WHOLE SYSTEM. •• LLrtpl r0 rM 15y LYNN 1D,• cewsF r N0.58705 O; G STA Et" 2 SS rTIJ i HJ ALYNIMLLER.PE 2X WOOD BUCRSTWP INSTALLATION INSTALLATION STANDISTANCE OR FRMNIKL SEE NOTE 2, THIS SHEET TYPE G TYPE F f•+--- EMBEDMENT INSTALLATION iX TE2. THC SHEETEMBEDMENTSEENOTE2, THIS SHEET TYPE O L M•MAXHM TYP. ANCHOR TYPE, EMBEDMENT AND RRBWEO EMBEDMENT EDGE E TABLES PER SUBSTRATE. EDGSTAN8SEETABLE&TMSSHEET DISTANCE W+0' EDGE tr comgyh8w11 OrPIal4 i DISTANCE A38 Sleal WMA.N. 2 F12.9 0.08] s + Irr w• Iw ss ewM w. 01O1ee° . TM coo 4 TYP. ANCHOR TYPE. 1rt2• EMBEDMENT AND EDGE - .. OMIMN.M nw. zee 11 DISTANCE PER SUBSTRATE, 11 ••. L DeInHal. DANT+. x.es Aon SEE TABLE 0, THIS SHEET EXTERIOR 12' EXTERIORUSED ATCURVED •_'. 428FRAMEMEMBERSONLY SIIB'Stetl Illblem C RM pJn. 3s w.H i-111• Q11-]AT'O.C. MAX COfICRE MMI PERANCHOR VISIBLESUCKWWH-2-WWINDOWBIXCtWBiN -23Y 6AwwcMu TMC00 alrr + 1z REOUN EMEM WIAWN BtICI(WN711 WINDOW V" CONCRETErMU ANCHORHORIZONTALSECTIONC—C RECO HREMENf M 3 Ma HEIGHT 1M MAX SM II. 0 v m G0AAL7efWO4812STEE 50.E-0RKLIN65M5 N N t N O NSITRf O5). SEETABLE & WO¢ N J 8ZU- Z rdLIGHTTHISSHEETTABLEW. W d+T= Melo SWeb M Mh Emb6M11 U v X N dg OWINDOW46jZBtim BUCKHEIOHT- zalr INSTALLATION v.T. sou+lf.m 1r ) 112 ate144W SS Seasw AYnniPnn'M69-lS nlh . A388MI 11e• 0.083 1S W O 1_. r> O Yzaz $ C'I ZO avn p TYPE H S" F ZO O EXTERIOR • • • Q 5 MAM•DADEAPPROVED MULLION Z Z21 (SEE SEPERATENMS, ALIRlBYA B STEEL MAMINO OR STEEL"JU. • O wo SEE SUBSTRATABLE TE • • • SHEET CMIl 3 o NN00 5 1//•MAX SHMA A MHN. OF 3 THREADS BEYONDTHE METALSUBSTRATE. • • • • 4P.1 bTT1XN000B I SEE NOTE 2, TyIIS SHE. TM SHE. tt LYI• O j. • ••. y CONCRETE PER a1.' tCENgF, EMBEDMENT _ ANCHOR INSTALLATION NOTES: • • • • • • • 1\..; • • • • •• *' T REOIAREMEM 1. USEONYANCHORS LISTED ON THIS SHEET. FOLLOW EMBEDMENT AND EDGE DISTANCE Uh ft • • • • • No. 58705 • •. INSTALLATION .. EDGE - KK"" x. WOODBUCKS DEPICTED ON THIS SHEET AS •+X•. AREBUCIISWHOSE TOTAL THB IS, ATHAN PW.V WOOD BUCP ME 0 '. • . BUCKS-2r t AND EDGE DISTANCE PER SUBSTMTE.SFETABLE&TMS SIE" INSTALLATION TO THESUBSTRATE OF WOOD BUCKS TO BEENGINEERED BYOTHERS ORAS APPROVED BYAUTHORITY HAVYA m"B DIC710N. • • CLORIOT` \` i (/ SSrOR- VERTICAL SECTION D D 3 FOR ATTACHMENT TOMETAL: THE STRUCTURAL MEMBER SHALL BE OFASMTPTOPROVIDEFULL WWORT TrTHEWINDOW FVAME• I I II,,,., • 4. FAPPLICABLE. LOWER DESIGN PRESSURE FROM EITHER VOIDOWOR MULLION NDAAPPLES TOWHOLE SYSTEM. • • 11 ALYNN wIc0. PE P.EA 68706 swa or.33 mn o.o4s• +e r RxaefI SIMM SewepS) P.T. 5oUI1Nm (36x0.56) W+0' 1J/8' tr AWmNwn.8C8N6 mF. 0. i A38 Sleal ya' 0.08] s + Irr w• Iw ss ewM w. 01O1ee° . TM coo 2-1rr f 1r CemMl Pnh 9.36Mail 1' ••f3Y t2• M• aw+rlcen OMIMN.M nw. zee r HdN• 1r DeInHal. DANT+. x.es Aon 1r tViMIOHA41 TM CAD) 3-flr 1 N' 12' douNe srMlcao z -Br f 1r SIIB'Stetl Illblem C RM pJn. 3s w.H i-111• 1 r 6AwwcMu TMC00 alrr + 1z TYP. ANCHOR TYPE. 2X WuoO BULKSTRP EMBEDMENT AND EDGE EMBEDMENT ORFRAMINGSEE INSTALLATION INSTALLATIONDISTANCEPERSUBSTRATE. SEE TABLE 10. THISSHEET NOTE 2. THIS SHEET -- TYPE J TYPE K INSTALLATION EDGE EDGE I DISTANCE DISTANCE Isli EDGE dSTANCE TYPE I 2% WOOD SUCKSTRIP RUM3IVEDORFRAMSNO, SEE T NOTE 2. THE: SHEET vid..h Tid wmP1Y5 I OMAXTVP.ANCHORTYPE.EMBEDIBRAHD A., 3 SH•IEDGE DISTANCE PER SUBSTRATE. SEE TABLE 1a T1IS SHEETEMBEDMENT k2XWOOD—_ I 3EXTERORIBAMEEDMEBER29fRAN1EMEMBERSONLra11-78'O.C.MAK EX1ER10R WIDOW 11 v a Y teaBUGcHEIGHT31VISIBLELIGHTWIDTHIx 1N'MAX. SHdA { IIIA WIDOW BUCK WIDT1-2-W Ix p 3 N C VII DOW BUCK WIDTH Y PI EQ cyi fV a E INSTALLATION HORIZONTAL SECTION E-ELIGHTiLL8 HEIGHT. TYPE L c"i X vi ww r iZ 7 N BUCKRETORT• 2-W 510STEEL SELF-DRILLING SMS n Y o 1 ZG5). SEE TABLE 1a Z v O THISSHEET TABLEIO: O AIKAIr 9u0slwls Mh Eip MTI.O.C. • • • DILL CA J m 2.110 [ .117 8t• NdP.T. SAM•n IM .0156 S. • • • 2-14r K LbIrKaO NN P.T. Svan Ph* 63 6Dm 131*OW 2-1? K Nil P.T. SMMn PIM M.66 H- N6' 21 P.T. S"u"PBM 11P Ir • Z g 2XWOOD SIICKSTRP EXTERIOR a093'ANMNKB,5063-TtI 3DRTHRAMRD,SL'E #Wx1•S"scI•r •••• NOTE 2, TH6SHEET % tnW A35 Sbod SIP B' Q 6 Y MAX SM aas 1SGK SMi Gr 33 • o rn SEE SEADE APPROVED MULLION • MIN. OF 3THREADS BEYOND TEM kSUBSTRATEBEESEPER LV UI st 4FRAMINORSEEL STUD. SSEE 0009 • • izIi SUBSTRATE PROEERIlES. SEE SUBSTRATE frLOPERTIES. • • • • pl! a INSTALLATION TABLEIO.TWSSMET • • • • • • TYPE EDtEoIS7ANCE • • • • • • • • • 71 q LYIMI Vi FDI : INSTALLATION NOTES t.4!%t I sF 00es EMBEDMENT TYP.ANCHIOR TYPE-EMBEDMENT t. USE ONLY ANCHORS LISTED ON THIS SHEET. FOLLOW EMBEDMENT AND EDGE OWANCE LOMB 5B71t• ANDEDGE DISTMKE PER • SUBSTRATE, SEETABIEIO,THISSHEET Am2.WOW SLIM DEPICTED ONTHIS SHEET As,or. ARE BUCKS WHOSE TOTAL THICKNESS B LESS I-A1. ADODsum ARE OPTIONAL UNITCAN BE LED TLY TO ONCRETE SUCKS omAOTHMORAAWSTBETEDE1W: 0 •5"- VERTICAL SECTION F F INSTALLATION TRE OF SUCKS E BY UTHO HAVING: uRs1a1w+ n SQ4AIO FLOR10 .` aFORATTACHMENTTOMETALTHESTRUCTURALMEMBERSHALLBEOFAS TOPROVIDEFULLSNRTOpEYNDOWFRV& 1/,•,ehl O. IF APPLICABLE. LOWER DESDN PRESSURE FROM EITHER WINDOW ORMULLION NDA APPLIES TOWNOLE SYSTEM. • • ALYNN MLLER,PX. PEl6BR7 INSTALLATION TYPE M FORTWS WSTAIUTIOMI METHOD ONLY. ANCNORS MAY BEND MORETNAN 60.G 4 EXTERIOR a w•oow EIHEIOHHIr vISIDLELIGHTHEIGHTWINDOWSUCH( HEIGHT - 2-w O INSTALLATION j TYPE N 2X MOOD SUCXSTRP EDGE OR FRAMING. SEE gSTNILE/ NOTE Z THIS SHEET iN'MAXSHIM THP. ANCHOR TYPE. EMI EDIIEHT A D EDGE DISTANCE PER SUBSTRATE, SEE TABLE 11, TMS SHEET USED ATCURVED Ems' FRAME MEMBERS ONLY DISTANCE 4 Ii -TAT O.C. MAIL PEREAN HORPREQUIREMENTIREIAEMREMEN lie MAX 7-1 1 INSTALLATION TYPE O FORTHIO INSTALLATION METHOD ONLY, ANCHORS ANYBENO MORE THANB• O.G tit STEEL SELWMUNO SMS 06), SEE TABLE 10. THIS SHEET INSTALLATION TYPE M INSTALLATION EMBEDMENT FOR TH{SWSTALUTION TYPE N EMBEDMENT METHOD ONLY, I/P'MAX ANCHORS MNY BE ND SITYI • MORE TWIN B'O.G iXMOOD BDIXSTRP. SEE 2XWOOD BUCKBTRP NOTE 2. THIS SHEET OR FRAWM SEE NOTE Z THIS SHEET TYP. ANCHOR TYPE. EMBEDMENT AND 0, DGE DISTANCE PER SU8.4fRATE. {f B SEE TABLE II. THIS SHEET _ I.,- . L •••_ rr 21 THP. ANCHOR TYPE. B EMSEDMENTADFDGE L DISTANCE PER SUBSTRATE, O.0 T P.T. Sovow. SIM MIA1 DAOEAPPROVEDMULUON SEE SEPERATE NOA). ALUMINUM1H'MAX EDGE SEE SUBSTRATE PROPERTIES, sww Q. 9;iT. 3WO.O/S 180M . TABLE II.THIS SHEET DISTANCE P. T. SwAhmnM 55 W1&' 1.717 8' 0067 -TO Mh YB' O.OB7' r ASB S"SIB' SHBI Sk4 01.33mYl PER M 8' 6' IW4108SOIkFlM NSISE LIOHT WIDTH • WENT 17 OawTls dMn SS6 KM) r 0010490 N,tDOW BUCK WIDTH -2-W W Sad llf Oru11r .2.06 N r mv4l I7 WINDOW BUCK WIDTH 17 EXTE''RIIOR 17 GIwAeO IY CAO 1? •1•I* • 17 V C—ft 15M 21 THP. ANCHOR TYPE. B EMSEDMENTADFDGE L DISTANCE PER SUBSTRATE, O.0 SEE TABLE 11, THISBEET P.T. Sovow. SIM MIA1 DAOEAPPROVEDMULUON SEE SEPERATE NOA). ALUMINUM1H'MAX STEEL FRAMING OR STEEL. STLD. SEE SUBSTRATE PROPERTIES, sww Q. 9;iT. 3WO.O/S 180M . TABLE I I.THIS SHEET IXMOOD BUCKSTRIP, SEE NOTE 2. THISSHEET ENT EDGEDISTANCE VERTICAL SECTION H -H HORIZONTAL SECTION G -G A.d- SWNINB Mh UP Mln. Em7sOneMC" MO O.0 1112.1114410SSSg0 P.T. Sovow. 1 T ANnIiI An 9063 -TSINA 0' M' QASOSWSOOY' B' sww Q. 9;iT. 3WO.O/S 180M . 1112.014 SYN S—fw P. T. SwAhmnM 55 W1&' 1.717 8' 0067 -TO Mh YB' O.OB7' r ASB S"SIB' SHBI Sk4 01.33mYl 0.08 SIB' O. BGA 8' 6' IW4108SOIkFlM CMU, TM 2-107 1-11' 17 OawTls dMn SS6 KM) r 0010490 17 W Sad llf Oru11r .2.06 N r mv4l I7 OawNM#&L 2M5MM bV2' 17 CM TM 2-V7 1-1N' 17 GIwAeO IY CAO 1? •1•I* • 17 C—ft 15M 1-wr • 1.YI' 8 17 GRWN TM 2-107 1 17 t NOSTALLATN NOTES • • • •• • • 1. USEONLY ANCHORS LISTED ONTHIS BEET. FOLLOWEMBEDMENT ANDEDGE DISTANCE LIMITS • • 1 • • • 2. MOOD BUCKS DEPHCTEO ON THIS SHEET AS -Ur, ARE BACKS WHOSE TOTAL THK304M ISLESS SIAN Ae. IN= BUCKS ARE OPTIONAL. EIXIT CANDEINSTALLED DIRECTLY TOSOLD CONCRETE. WOOD BMM DEPICTED ARE 1-T OL GTRATER IISTALLATON TO THESUBSTRATEOFWOODBUCKS TOSE DIOIEENEDBY O1HEtSOR ASAP'ROVFD BYAUTHORIT'HNNNO• • • • JURISDICTION. • • • G. FORATTACHMENT TOMETATHE STRUCTURAL MEMBER SHALL BE OP ASIZETOPROVIDE FULLSSTTOSIEWINDOWFR4W- • a IF APPLICABLE. LONER DESIGN PRESSURE FROM EITHER WIDOW OR MULLION NOAAPPLIESTONNOLE SYSTEM. • • W,Iu1I•u/H • N0. 587''' A I I I A I 10 I ALL CORNERS TO USE GASKET AND/OR SEALANT O ANGLEDKTMVED FRAME ASSEMBLY ALLCORNERSTO j USE GASKET I AND/OR SEALANT f-EGUAL-LEG FRAME FUNOE FRAME MfRERED FRAME WRN HfEWOR AND EKTf300R FRMS YIELDS SHOV"OR CORNER KEYSAT SCREW BOSSES, SEALANT ATALL CORNERS aMZPGTP'GftgIM1eRlel 1R.M* Fenn AkM W03 -T5 2EQ.Mids9 Flalna Akxn. 0083-T5 3htWW Fin Fm Ak— 806575 4711W L—A. Gbs 8ss•g Awn. 600576 5LOL Gass 8sednp AAsn. 6063-T6 Bahll. Futans70— Adm. 80SST5 Bb hstWWw Feet~ 0w Ri91d PVG 10 706690 Geeket (N9P caner )any Pol7Mho- 11 TP24718 Viyl BHbVVsethwaMp Rat FG D— 65 N-1 13 om 899, GE 7700 Slkar. EgUIK 2D 71662K SAWV Block. M— 3'17 x 7116' x C Neopr m D— 86 N-1 21 71704AK Set6n9 Black. I.G. 3718' x 1 -31ST xC Neop M Dwa 85 47.1 22 DJRhK716 711W D—Sesl Specs 29 08 x 1.110 FN SMS Stek9ass Sled 30 781Pm( BB x r Qlwd PN sMs stesdess sts. ASSEMBLY DETAILS FOR FIN FRAMES 9P CORNER FRAME ASSEMBLY 1 - I ANGLEWWRVED FRAME ASSEMBLY MITEREDFRAME WITHvRrenloR MIO EXTERIOR FRAME WELDS SHOM) ORCORNER KEYS AT SCREW BOSSES. SEALANT AT ALL.CORNERS Z- l. ODC 2 -w i OBP Z I.-- 07/' yI- 087 Alf .GTI I 1 .070 • To 1 1dT5 O94. IL 1.87v.SOP 'SOP •. 1. OFLANGEFRAMEEQUAL-LEGFRAME 1 1-' • mr 0000 42530.8083-T5 O #4285.8083-T5 •• G3 "FRn1'kM IE • w6•. 4063-T5 • • L AIP f+- 1 I 34B- .... 1_ 1A3r 875 F -1 p .874 • • ' . • . 19Aep-yl- .06P 7710' LAMI I.G. GLASS • I•LLWQN ' O BEADING B06375 01742 • 8063.75 69 e#4270. iROVER • 4255, • rnulm • ALYI9IMLLEN, P.E. P.E1aeTle f MIAMFP!ADE NUAMI--DADE COUNTY, FLORIDA MMMMEW PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOi<IIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADAMISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy PGT Industries, Inc. 1070 Technology Drive, Nokomis, F1.34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami—Dade County RER— Product Control Section to be used in Miami—Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami—Dade County Product Control Section (In Miami—Dade County) and/ or the AHJ (in areas other than Miami—Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform'in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami—Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "FD -750" Outswing Aluminum French Door w/ Sidelites — L.M.I. APPROVAL DOCUMENT: Drawing No. 8000-11, titled "Alun. French Door & Side Lites, impact", sheets 01 through 12 of 12, dated 12/23/04, with revision "E" dated 10/12/11, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami—Dade County Product Control Section Renewal stamp with the Notice of Acceptance_ number and Expiration date by the Mianii—Dade Coun Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/ series, and following statement: "Miami—Dade County Product Control Approved", unless o1kerwise noted herein. • REVISION of this NOA shall be considered after a renewal application has beenefiW and tk*4 has beer...:. no change in the applicable building code negatively affecting the performance of tm:i bduct. ; • • • TERMINATION of this NOA will occur after the expiration date or ifthere has•12eetjoa revision orchangre. . . . • in the materials, use, and/ or manufacture of the product or process. Misuse of thisXVA as an rpdgrsemerg.;.. • of any product, for sales, advertising or any other purposes shall automatically terminate this %QA.Tailure..... to comply with any section ofthis NOA shall be cause for termination and removalof lOA. • ADVERTISEMENT: The NOA number preceded by the words Miami—Dade County,: Florida, ante ••" followed by the expiration date may be displayed in advertising literature. If atry.pojion ofthe.NOA S• • • • displayed, then it shall be done in its entirety. • INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA No. 11-1013.24 and consists of this page 1 and evidence pages. E-1, 1x2, E-3 and E-4, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascou. Pik. NOA No. 14-71117.05 Date: February 24 2020 Date: February 19,2015 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. Submitted under previous NOA No. 09-1028.10) 2. Drawing No. 8000-11, titled "Alum. French Door & Side Lites, impact", sheets 1 through 12 of 12, dated 12/23/04, with revision "E" dated 10/12/11, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E. Submitted under previous NOA No. 11-1013.24) B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202--94 along with marked up drawings and installation diagram of an aluminum sliding glass door using a low sill threshold, glazed with 7/16" laminated glass, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5941, dated 05/20/09, signed and sealed by Julio E. Gonzalez, P. E. Submitted under previous NOA No. 09-1028.10) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminqu Boors of OXXO configuration, prepared by Fenestration Testing Laboratory, Inc.; X"OReport.... No. FTL-4921, dated 07/17/06, signed and sealed by Edmunao-J:Irargaespgda-, P. E. -; Subtuitted tinder. previous NDA No. 05-0419.03) "6000 "" """ 3. Test reports on: 1) Uniform Static Ai Pressure Test, Loading Rgt tbC, T.4SO?02-94 .... 2) Large Missile Impact Test per FBC, TAS 201wA : '..' ..... 3) Cyclic Wind Pressure Loading per FBC, TAVr2$3-9i • 0.0. *0: 000 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-9V" 600%0 along with marked -up drawings and installation diagram or;;*jlumiqum doors of 0- OXXX configuration, prepared by Fenestration Testing Labaratoty, Inc;7e;rRepW" No. FT1,4527, dated 02/10/05, signed and sealed by Edmunaeei l:arga ,spadal P. E; Submitted under- previous NOA No. 05-0419.03) 00 ' Jaime D. Gascon, P. E: Product Contibl Section Supervisor NOA No. 14-1117.05 Expiration Date: February24, 2020 Approval Date: February 19,2015 E-1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 4. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4528, dated 02/14/05, FTL-4315, dated 09/13/04, both signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 05-0419.03) 5. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked up drawings and installation diagram of an aluminum doors of XXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FT"529, dated 02/14/05, FT"530, dated 02/14/05, FT"311, dated 09/01/04, all signed and sealed by Edmundo J. Largaespada, P. E. Submitted under previous NOA No. 05-0419.03) 6. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked --up drawings and installation diagram of an aluminum outswing French door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4312, dated 09/13/04, signed and sealed by Edmundo J. Largaespada, P. E. Submitted under previous NOA No. 05-0419.03) C. CALCULATIONS 1. Anchor verification calculations and stucttrral analysis, cgmplying Nvij6:r46C 5"'•• Edition 2010, prepared by manufacturer, dated 10/11/11, Agtnccc and sealed by A. . • Lynn Miller, P. E. 6.0.06 6.66 6.66•• 2. Glazing complies with ASTM E130044/ 09 ""' • D. QUALITY ASSURANCE • 1. Miami -Dade Department of Regulatory and Economic Resotw,4s (RER) * • • 6.6 60 0 6 • • E. MATERIAL CERTIFICATIONS ""' • 1._ Notice of Acceptance No. 14-0916.10 issued to Kuraray AnfWta; Inc. fgr jkir ; • • • • ; Kuraray PVB Glass Interlayer" dated 02/19/15, expiring on 12/11/1606 2. Notice of Acceptance No. 14-0423.15 issued to -Eastman Chemical Company (MA) - for their "Saflex CP - Saflex and Saflex'1I1` CoMliosite Glass Interlayers with PET Core" dated 06/19/14, expiring on 12/11/18. f Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 14-1117.05 Expiration Date: Fcbruary 24, 2020 Approval Date: February19, 2015 E-2 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS (Coi`1TMED) 3. Notice of Acceptance No. 14-0423.16 issued to Eastman Chemical Company (MA) for their "Saflex HP Clear or Color Glass Interlayers" dated 06/19/14, expiring on 04/14/18. F. STATEMENTS 1. Statement letter of conformance to FBC2010 and complying with FBC 5" Edition 2014), issued by manufacturer, dated 11/,06/14, signed and sealed by A. Lynn Miller, P. E. 2. Statement letter of no financial interest, issued by manufacturer, dated 11/06/14, signed and sealed by A. Lynn Miller, P. E. 3. Department of State Certification of PGT INDUSTRIES, INC. as a for profit corporation, active and organized under the laws of the State of Florida, dated 01/27/15 and filed by Ken Detzner, Secretary of State. 4. Statement letter of conformance to and complying with FBC 2010, issued by manufacturer, dated 10/11/11, signed and sealed by A. Lynn Miller, P. E. Submitted ander previous NOA No. 11-1013.24) 5. Statement letter of no financial interest, issued by manufacturer, dated 10/11/11, signed and sealed by A. Lynn Miller, P. E. Submitted underprevious NOA No. 11-1013.24) 6. Notification of Successor Engineer for manufacturer's NOA document per Section 61G15-27.001 of the Florida Administrative Code, notifying original engineer that the successor engineer is assuming full professional and legal responsibility for all engineering documents pertaining to this NOA, dated 10/07/11, signed and sealed by A. Lynn Miller, P. E. .... Submitted under previous NOA No. 11-1013.24) • • • • • • • • • • 7. Laboratory compliance letter for Test Report No. FTL-5941 * issued by FVr e'stration ' • Testing Laboratory, Inc., dated 05/20109, signed and sealed bac JutinE. Gotiz&*lez, P. V. Stebnritted ufnder previous NOA No. 09-1028.10) :*00% 8. Proposal No. 08-1891 issued by Product Control, dated 01/ 9W 9, signed by Ishac*" Chanda P. E. ' Submitted under previous NOA No. 09-1028.10) • • • • • • • Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 14-1117.05 Expiration Date: February 24, 2020 Approval Date: February 19, 2015 E-3 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONThNUED) 9. Laboratoiy compliance letter for Test Reports No.'s FTL-4921, dated 07/17/06, FTL-4527, dated 02/10/05, FTL-4528, dated 02/14/05, FTL-4315, dated 09/13/04, FTL---4529, dated 02/14/05, FTL-4530, dated 02/14/05, FTL-;1311, dated 09/01/04 and FTL-4312, dated 09/13/04, all issued by Fenestration Testing Laboratory, Inc.; all signed and sealed by Edmundo J. Largaespada, P. E. Submitted under previous NOA No. 05-0419.03) 1. Notice of Acceptance No. 11-1013.24, issued to PGT Industries for their Series "FD - 750" Outswing Aluminum French Door w/Sidelites - L.M.I., approved on 11/24/11 and expiring on 02/24/15. Y Jaime D. Gascon, PE Product Control Section Supervisor NOA No. 14-1117.05 Expiration Date: February 24, 2020 Approval Date: February 19, 203 E-4 NOTES: OUTSWING IMPACT FRENCH DOOR(S) AND SIDE LITE(S) 1. GLAZING OPTIONS - A 7/16' LAMI CONSISTING OF (1) LITE OF 3116" ANNEALED GLASS AND (1) LITE OF3116" HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OFDUPONTBUTACTTEORSAFLEXKEEPSAFEMAXIMUM. 8.7116' LAMI CONSISTING OF (2) LITES OF 3116' LSAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DUPONT BUTAOTE OR SAFLEXMEEPSAFE MAXIMUM. C. 7118 LAMICONSISTING OF (1) LITE OF3116' ANNEALED GLASS ALIO (1) LITE'OF3116• HEAT STRENGTHENED GLASS WITH AN .075VANCEVA MRERLAYER. D. 7118' UMI CONSISTING OF (2) UTES OF 3116' HEAT STRENGTHENED GLASS WITH AN.075 VANCEVA INTERLAYER NOA DRAWING MAPE. 7/C IAMI I.Q. CONSISTING OF (1) LITE OF 3/18' TEMPERED GLASS OUfSIDE,.114' AIR SPACE AND (1) 7118' LAMI GLASS ASSEMBLY INSIDE (3118" A,.090 PVI, 3/18• HS), F. We UMI LG. CONSISTING OF (1) LITE OF 3116• TEMPERED GLASS OUTS pE,I1/4' AIR SPACE AND (1) 7116' UMI GLASS ASSEMBLY INSIDE (3118' HS,AM PVB, 3118' HS} TOPIC SHEET GENERAL. NOTES ........... 1 a 718' UMI LO. CONSISTING OF (1) LITE OF 3/18' TEMPERED GLASS OUTSM 11CAIR SPACE AND (1) 7/18' LAME GLASS ASSEMBLY INSIDE CONFIGURATIONS___.._ i GLAZING DETAILS„•_...,. 23118” A.075 VANCEVA. 3118' HS} DESIGN PRESSURES...... 3 H. 716' 1J1M14G. CONSISTING OF (1) LITE OF 3/16' TEMPERED GLASS OUTSIDE, IW AIR SPACE AND (1) 7/18' UMI GLASS ASSEMBLY INSIDEV.076 ELEVATIONS .................... 4 VERT. SECTIONS ............. 63/18` VANCEVA. 3/18' HS). HORIZ, SECTIONS........... 8 2. DESIGN PRESSURES TABLE 1, SHEET 3. PARTS UST...._..._........... 7 EXTRUSIONS._ 8.9A. NEGATIVE DESIGNLARDSBASEDON TESTED PRESSURE ANDGLASS TABLESAS77A E1300-02. ANCHORAGE ................... 10-1 S. POSITIVE DESIGN LOADS BASED ONWATER TEST PRESSURE AND GLASS TABLES ASTM E13DO.OZ 3. CONFIGURATIONS:g, X75 Xp Off, XIX, XXQ, X7.G W -P, XXX, MW 4)OOL OR OXXO WHERE 2REPRESENTS EITHER THE NARROW JAMB OR FULL JAMB SIDE LITE. ANY TWO ADJACENT UNITS CAN BE EITHER TWO SINGLE, X DOORS OR ADOUBLE, XX DOOR' BOTH USING EITHER THE STANDARD OR THE LOW-RISE SILL. THEFRENCHDOORASSEMBLYBEAMSUSEDTOASSEMBLEX -(L7( AND 2UNIT$ TOMAKE THE ABOVE CONFIGURATIONS fs"u0rMRYLSYR Nx 4.®A NCH ORAGE: THE 331!3%STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 9TH RU 11. 5. SHUTTERS ARE NOT REOLXRm, 6. SEALANT: INSTAIJATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH G:IEAR COLORED SEALANT. VERTICAL ASSEMBLY BEAM SEA -AS SEALED ON THEINTERIORANDEXTERIORWITHCONTRACTORSSEALANT. 7. REFERENCES: TEST REPORTS: FTL4311. Fl14312, FTL•4315, FTL4527, FTL4528, FTL4529, FTL4530, FTL49V AND FR -W41. ANSVAFILPA NDS -=5 FOR WOO) CONSTRUCTION ADM•20DO ALUMINUM DESIGN MANUAL - 8. THIS PRODUCT HAS BEEN DESIGNED 8 TESTEDTOCOMPLY WITH THEREQUIREMENTS OF THE FLORIDA BULDNG CODE, INCLUDING THE HIGH VELOCITY • • • • 000 PorY HIl1RRK./1NE ZONE (HVHIZ} - • I. t7t7r 00 jam •.t': T:" •• r8106 S N • C _ W- P.Q Mp(•f1wuMxsanl rV' iA. LYNN MILWfR,W.E, rmNo t • 12 • 8000.1, b FL I611048i0O • WNW. UWANNEALED OR HEAT STRENGTHENED GLASS A80' DUPONT BUTACTTE OR SAFUMMEPSAFE MAXIMUM PVB @RERLAYER 3f18' HEAT STRENGTHENED GLASS 518" 3R8' ANNEALED OR HEAT STRENGTFENEDGLASS A7S VANCEVAWTERLAYER 3H8" FEAT STRENGTHENED GLASS EXTERIOR MITERIOR --11 NI INTERIOR GLAZING DETAIL SANG BLOCK GLAZING DETAIL SETTING BLOCK 7/16" LAMI GLASS W/ PVB INTERLAYER 7/16" LAMI GLASS W/ VANCEVA INTERLAYER I 7f8' NOM. 7/8" NOM. I 3/18' TEMPERED GLASS AIR SPACE 3/18" ANNEALED OR FEAT STRENGTHENED GLASS - 898" DUPONT BWACITE OR SAREW IEEPSAFE MAXIMUM PVB INTERLAYER 3H8" HEATSTRENGTHENED GLASS 518' 3fir TEMPEREDGLASS AIRSPACE 3N8" ANNEALED ORHEAT STRENGTHENED GLASS 075 VANCEVA INTERLAYER 18" HEAT STRENGTHENED GLASS ees.ucr..KneK• Ie•Y"NMRw1AM EXTERIOR INTERIOR EXTER OAR INTERIOR . ,I LYNN GLAZING DETAIL SET" BLOCK GLAZING DETAIL SETTING BLOCK 7/8" LAMI I.G. GLASS W/ PVB INTERLAYER 7/8" LAMI I.G. GLASS W/ VANCEVA INTERLAYER • 3 LIZa 40'. F.K teyaos cnNi•[na. r - as QLAZINODET• • • • • G'p0', ST: AILS A oaN• NOOew eeani••ter P.4•N(/Km ALUM.fRENCHDOCR e PLITES htitAt1 SSbf+1RL1 i ar NOK•MelAaW4 "" 800P•11 a A.I.fM.L P.E F.K N?/13N0 L7. 1/•06 fD7d0 FUL 1 +•1! • • • Ccs Table 1. Ma)dmtm DesianPressures (Ds(1 Configuration Width (in) Allowed F 411, 412, 43 7116" LAMI (3116"HS,.090 PV8, 3116 -HS) Holght (In) 7116" LAMI (3/16'A,.U75 VANCEVA, 3/1("HS) FTL4527, 4626, 4529.4S Glass Types 79 3/4" (6) 83 MV (70) 97 314" 91314" 95 314' (8°) Freneh+1000 M-4311, 4312, 43' 7/B" LAMI I.G. (MB -T, 114• AIR SPACE, 3118"HS,.090 PVB, 3/16`HS) UPGRADE FTL-4311, 4312, 43' 70.0 -80.0 70.0 -00.0 70.0 -900 700 -800 70,0 -80.0 400.0 +100.0 400.0 +100.0 -100.0 +100.0 -100.0C' DoorA,E 100.0 -100.0 q73rMA,E 1 3/4" (Bq 70.0 -800 70.0 -80.0 70.0 -80.0 70.0 •80.0 70.0 -80.0 C,G +100.0 -100.0 1 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 100.0 -1000 Fug Jamb 3611116" AE 70.0 -80.0 700 -80.0 70.0 -80.0 70.0 -80.0 +70.0 -80.0 C,G +100.0 -100.0 +1000 -100.0 +100,0 -1000 +100.0 -100.0 +1000 •100.0 3011/16" C,G 100.0 -1000 100.0 -100.0 +1000 -100.0 1000 -100.0 100.0 -100.0 Sidellte Narrow 331111(" C,0 100.0 -1000 100.0 -100.0 100.0 400.0 1000 400.0 97.4 -07.4 Jamb 3611116" A. S. E. F +700 -80.0 70.0 -80.0 70.0 -00.0 700 -90.0 70.0 800 1 C,G +100.0 -100.0 +99.9 1 -99.9 +98,3 -98.3 +91.4 -91.4 87.9 -67.9 DH 1+100.0j. -100.01+10D.01 400.0 1 +100.0 -1000 1 +100.0 . -100.0 1 +100.0 -100.0 atlfe 1a: Gfass TVp9 and Te¢Re ort Number 7116" LAMA (311 A,. PV , 3/18' SS) F 411, 412, 43 7116" LAMI (3116"HS,.090 PV8, 3116 -HS) UPGRADE FTL4311, 4312, 43' 7116" LAMI (3/16'A,.U75 VANCEVA, 3/1("HS) FTL4527, 4626, 4529.4S 7/16• (AMI (3/16'HS„075 VANCEVA, MIMS) UPGRADE FTL-1527, 4WA 4529,46 718" LAMI LG. (9/16'7, 1/4" AIRSPACE. 3M6A,.090 PV0, 3MIMS) M-4311, 4312, 43' 7/B" LAMI I.G. (MB -T, 114• AIR SPACE, 3118"HS,.090 PVB, 3/16`HS) UPGRADE FTL-4311, 4312, 43' 7/8' LAMA LG. (3/16"T, 114" AIRSPACE, 3/18"A,.075 VANCEVA, 311("HS) FTL-4527, 4528, 4529, 4S 718' LAM] I.G. (3116"T, 1N" AIR SPACE, 3/18"HS,.076 VANCEVA, 3116 -HS) UPGRADE FTL-4527, 4628, 4529.4& O WI HO LENG OVERHANG K HELg0 A NOTM I. FUSING THE OPTIONAL LOW-RISE SILL PART 10, SHEET 8 OF 14 THE OVERHANG HEIGHT MUST BE GREATER THAN THE OVERHANG LENGTH (SEE DIAGRAM) IF NOT, THE MAXIMUM POSM%E (+) DESIGN PRESSURE IS LIMITED TO +5" PSF FOR ALL STYLES AND SIZES OF THE DOOR ANDANY ADJOINING SIOELITES. (REF. FTL5941) taetwcratvume M M X7"4 A.•r....a" D 15 LYKIV 4fz •i, ' 7GENSp ep ' e • * : Na 58705 87 * H to w rc erw4 s 7mnmtNnoa 1Nt7HiIMlO0Y0M4£RDESIGNPRESSURE5• • •• i O,c•....Rdeoµ!,' X24.: ue avztiw a iowwsr eamra FLSOW .........• x P x•aw4ct,+x••rrr 1AeWOM ALUM.FRENCH DOfliiA l_LITES, Aftl S/e ramrol n.am - • • " A. LYNri LLf FK 18814M LT. 45N7 rent N75 9 t 8000-}i E H7313lir MAX WIDTH 1 to sw MAX. WIDTH r-145aWMAX. WIOTH953W HEMAX IGHT ALL XO OR XO OXO OXXO (SHOWING EACH VERSION SIDELITE II........ 3r I MAX. W67fH WM If aoALL 9 713WMAX. WIDTH—'{ 3611116• 36116' ....11 MAXI H 1 AAN33L3TH I Iowo, a6Wlto tarns MAX, OLD MAX OLD..r nrwwMw 79116° MAX OLD ALL e ucrHuar wtn mrq.usu.vl•a. DIM X I.aD.een•e•. cera uun T„yy lYN•N ! NOTES.' O (FULL JAMB) O (NARROWJAMB) 1. CONROURATIONS WITH SIDE LITES CAN BE EITHER NARROW JAMB OR FULL JAMB VERSION. • • • 2. FORANCHOR SPACING ANDDETAILS SEE SHEETS 9THROUGH 1t, • 3. FORVERTICAL SECTIONS SEE SHEET 6ANDFORHORIZONTALSECTIONS SEE BEET6. • • • • • No. 56705 _ Ic« _ ro : 1 Hlr? • _ iX wvr nw EXAMPLEELEVATIOldS• O'.,_ STATE • 4/, m v o u virq awx0rsoxmeM aam°e P,o• Hveeetaa r A;L.M FRENCHDOM 8 LRES ImAt? ruva N78 4•r•1 • • • 860D-Tf E A. YiSN -•'1i FL P. El567o6P F Haswe LY: VERTICAL SECTION A NARROW AND FULL JAMB SIDE LITE HEAD MAX OLA EXTERIOR VERTICAL SECTION C VERTICAL SECTION B OUTSWING HEAD 4 OR 9ORKHM VERSION TOP RAIL 21 '& 55 ALTERNATE VERSION TOP RAIL - MON BOTTOM RAIL t Ofi t SION BOTTOM RAIL VERTICAL SECTION D OUTSWING SILL arwtaa P IMftIQI vamm SECTIONS• • • ALUM FRENCHDODI?* ff04 Es fmw '1/2 Ps 'Al Ivr000&ll B•BCT MLVISkT w'M•e1ev16 AM r.rlb •. 3 unl r 0000 00009 see, N. 58705 ' 0000•• Goo p'. t•I I 00 A LYifid P.E.• k• FLP 658705 0000 00009 0000•• 000• 00000 000.0• 00.0• 0000• 0000•• 0000•• 0000.. 0000 0000. 0000.. 0000. 0000.. 0 0000. W0759 DOOR(S) PD7SO FUMJAMB SIDE LITE—— M?A PM IWO IT9411MG1111 013CRWnM run FMN MrrA 1 SM IFIRAMR-11FAMMMAMAOM am IMM P1RAW-/FADAMMMIAt19 an { 31DOPCAP@ 2 "m F. 3WWML 63MASM WCNBWODMR 6gDi l 1310 iA'BAOBLOOMR 610010 T 139 R$TA PIA_7 6309 f 60JOt 1MBAESF3AOLYSCRLwtt%1'PM D AIPQAS !A MBWRl1DFRSTR• 6 0001 CDYFX 20 6m D SON MIL N7Ia3 ' 6100 n qll MW 6311tASSB1aLYSQIB•HXI'MI D HI 9 133 OB3L — DBDRWRWISXW OTRODA 10 Sp'Y NUf f/1Ht 79906UfARM P 37 0079 MP ITMA S MMeWBS NP lEOS 60 OxIw DMVETE03CMW 7W/PBTW q am lour610n NDam L m4MI 3MNDWRW •p4 @ ODM UMAMM 27 313 1UMWMRAlLaIPMDWWODMW M3 PD75O NARROWJAMBSIDBLTTr. 33 T SWIFT 63D I t00f MB- DA @36 N SQBBP 63N CAP 16%I N 6 CDVM @007 36 A MACfM 6313 3 t03 BMTA LPIAW 6M3 7 IB t A BLY X1'PD N R SKM 1 N L 4 8. "ATR am II qp AAW 6313 30 q9A MIA D Jll MXSN a 13S @31 _ YKN A . R _ F6.tt.ve n q.+9 Rte a .R i.rrwrDRSIMFAVmwMD@HXYPVBSCOW +A•R[YM34MiR It ri TIRI3IQ p 13TBMPAD7@M Nw I$ 0 PRAMILLAM am 39MIMN 1B4Y Ion 31 QA 33 01 M8MAMRM A*" 3 t q• DOODA YB&SN @338 M M i 2t/r PBSQIRW @—OINIHB)INIR 4v jMA8n3CfMMnXrnPH11LLUM 7WWAX p ••---_tnxli 7MI0'IeSdtlef337MOLT3II YDfBOLT9W/ARRW VA 331 aRae f311 GLAMOLWS&SIUODNE N BOLTOUIM& IMSMBWL32XIW= TRIID qonotrojoystgnmogemnuarr y Y'AMA®QA3$ WA P r01f ACERM•9R." N 3D1. 18P•013KR9OtWTASXyrS. CY7VBBItI N113471 M YIPU TPDQASS IP YIN BoO6Y• A TRSCI®Y8 W3%YN SS PNLLTRNO 3 .—_ YIO'LAMBU7FDOIAS3 PA - VA YIN M. O y ---4srmmmATsmwwKmw6mxvrm 7612FM 96 YI6'UMMAYPDQAS3 IN VANMAYW 0 396 RB TBATMBADA@13. 911 Yr IAN LQ INT LW SPAC43W ANNMM3110 3dilil+i 3lMriheJ•1OwMd M MMI)SYNKINOPOnSM112PNILM '/6A2A% q— 7/f IAMIIA Mw T W SrAmor tM D n"qVtA-M8PWM FMLSStx I2P/3LlR Waft W1 1 N Vr UMIIACVWT UrIMMYIN AIM 073WKEV P R OMI CDVBT RBT MRA 9l — UMIIA T W'SPA YIP V 9111 111/ 33 M P ERt W I BAMBMD 3m3 a'1 .VM ....Af/t4 SI SW 2TA"MFrEELPA8MWLOCKGMR(A4M1LA"106 >O1H 8AC708PAD `,rV.'CENSE * SIM RAL BOLT 6gIM It7 tlBA AIP EBRD {@M 22' : J SOIM KnTCMRAL OBOLT 6f0M3A 3t IUNA WIOBRAD 4g2M • • • : M0.5H7p5 17 ---YW.2VrtAOilOM3 majol I 1011 1 I2N VMYLDXONtw • ip OC_ OI 1'•31/ qc n IiM7RIMf•inaq •u•9L PARTS LIST •• • •• Pot'ADau%aL•7MItMBeT va40K3@0 ALUM. FRENCH DOM11159LITES11119W I91ONI''3f•' orr NAWIO]60(a0Q11 """r' • `•'":• AlYl1L 6, P. FAL T22306 LT. &W F7N60 7 i'L 800011 rt 1 FL P 0000 • •• 0000• 0000•• 0000 0000• 0000 0000•• 0000•• • • 0000•• 0000•• 00.000 f. 062 L1 58 . 1.0331Ti"--3.898---{ 1 050 8006 6063, J 8008003A6063-T6 #4C 6063-T5 A L # 8008 6063-T5 #8007 6063-T6 AND SIDELITE SILLOFRAME, HEAD, AMB O OUT -SWING SILL O OS SILL COVER O DRIP CAP O SCREW COVER 3.0111- 1-1 — I_ . 082 - .074 1 L::7583 050 T, 3.838^'—•^i 3990 .080 3-T5OINSOTOALLPATE ®10 OUT-SWIN#8056GOW SILL 20 #80S 6063-T6 #8017 6063-T523TILETOPSWEEP 938 .190 ,.938 1 T} L -00 •sir tis l 1 IT I 8.250 ; 4A34 --i T 22 O13 6063-T6 TTOM RAIL 21 STOP RAIL 14 TS 8016 6063-T5 BO24 BOTTOM SWEEP 1.139 00 1 8013A 6063-T6OBOTTOMRAIL, LAG BLT DESIGN 11WCPf A75 TIFrA07 4.431.-; 8014A 6063-T5OTOPRAIL, AG BOLT DESIGN Y.0.Ip[16P ILJ \ \ I I.Iami•Aa>w& `. folab 1.170 F---2514 •— O#8015 6063-T6 ASTRAGAL 9•• 5,17EOF • n • • •• Lam••.,-..sl••r: Y A LYfJJ R, PF.• 8000.11 E FL P. 142 7421^ 075 I_,' r_ 2250 . 075 783-4353t Fes+——`-'"-.' U1 072 27 #8021B 6063-T6 28 #8020A 6063-T6 29 #8018 6063-T5 30 #8019A 6063•T6 37 #8039 6063 -TB GEAR HINGE, JAMB GEAR HINGE, COVER HINGE, BACK-UP GEAR HINGE; DOOR TRUSS CLAMP TL 050 AN 1 2.822 61 #8028 6063-T5 SL HEAD TRIM 7T— . 325 125J .0 O#8056.6063-T4 SUBSILL•, OPTIONAL M2 r'1 J 3on- .4 70 #8010 6063-T6 NARROW SL JAMB 126 a2s1 1.836 O#8033B 6105-T5 O FD ASSY BEAM 11- o 15 p V HS..... p* 5n705 rrra oc«+rwrs EMRUSIONPROFILte rt, m ALUM. FRENCHDCM 1MMES /RIafd1 nm .,Z.. . t/2 0 t be fr_80oo.1' ti R E}s P 045 j 2 955 1}- 1.158 985 L .046 j 760 1 ,818 040 8022 6063-T5 BACKBEAD 8026A 6063-T5 SL BACKBEAD 8023A 6063-T5@7116' BEAD @#8024A 6063-T5 I.G. BEAD 060- 063- TS 62 #SLLJAMB TRIM 11- o 15 p V HS..... p* 5n705 rrra oc«+rwrs EMRUSIONPROFILte rt, m ALUM. FRENCHDCM 1MMES /RIafd1 nm .,Z.. . t/2 0 t be fr_80oo.1' ti R E}s P 600 11" 11' 3'MIN. HEAD ASILL 1T 3`MN. HEADBSILL 7 7 ATYP. ANCHOR ATYP. ANCHOR it' CLUSTER CLUSTER 10.571' (TYPICAL) (TYPICAL) IOAMBjC. 10.571' MAX 1 J 18MA MAX O(C. L® a ,.L® KT. OT. OTY. H OTY. 't1i 01Y^. 314'-(5) O•C• 95314•-(8) 95314'-(5) O.C. ® ® 96314'-(8) 314'-(6) 91314••(8) 913!'-(6) (2)E0. (3) EO. 913!4'-(B) Y,4r-(6) 87314'-(8) 87314'-(6) SP.TYP. SP. TYP. 87314'-(8) L 314' - (5) 833/4' -0) 833!' -(6) 83 3!4'-(5) 793/4•-(7) 79314'-(6) 793!'•0) 3W- 0) 11• 11• 1P 1P T (CONCRETE) A DETA B (WOOD ®DETAll C (CONCRETE)sE ENo TE s A D AI 0 (WOOD) 1 pD MAr.1 (SINGLE PANEL) (SINGLE PANEL) (2 OR MORE PANELS) (2 OR MORE PANELS) APPLIDA9 ITY 11ANCHORTYPES: ANCHOR TYPES: ANCHOR TYPE8: OF ENCIRCLED ANCHOR TYPES: i OR 20113 1 OR 2 ANCHOR 2 OR 3 LOCATIONS ANCHORAGE SPACING REQUIREMENTS: NNS t DETAILS A AND B ABOVE REPRESENT ANCHORING OF SNGLE X DOORS, OR NDNIDUAL SIDE LITE O PANELS WITH FULL OR NARROW WIDTH JAMBS DETAILS C AND DABOVEREPRESENTANCHORINGOFANYMIXTUREOFDOUBLEXXOOORS, SMLE X DOORS NARROW JAMB OR FULL JAMB SIDE LITE PANELS, FOR MULTPLEPANEL 15INSTALLATIONSOFTWOORMOREPANELS,UNLESS OTHERWISE STATED, DIMENSIONS OF DETAILS ATHROUGH D ARE MAXIMUMS. 2. ANCHOR TYPES: 1 -114' ELCO ULTRACON 2 -114' ELCOSS4CRETE -FLEX 3 - 812STEEL SCREW (G5) A CONCRETE SUBSTRATE USE TYPE 1 AT 1 318' MN, EMBEDMENT OR TYPE 2 AT 1 3W EMBEDMENT. 1314- MM. EDGE DISTANCE FOR BOTH. WOOD SUSTRATE - USE TYPE 2O TYPE 3AT 1 318' MN. EMBEDMENT. 3. SNgF PANEL C0NFIMURAPONS: (DETAIL A. CONCRETE SUBSTRATE. DETAIL B. WOOD SUSSTRATE) 0 A HEAD AND 591._.8' MAX. FROM FRAME ODRNEM. MODUcrRERNWR0JAMBS.__.__........11'MAX F'R0M FRAME CORNERS. 18.600• MAX.O.C. CONCRETE SUBSTRATE (DETML A) Me 10.6T/' MAX.O.G WOOD SUBSTRATE (DETAfL B} a4 N• iA.eryllne.4-- 4. TWO OR MORE PANEL QGNFKXMTWNS: (DETAIL C. CONCRETE SUBSTRATE) HEMHEAD AND SILL. --rMAX. FROM FRAME CORNERS. AND AT 3' AND 8' MAX. ON EACH 8IDE OFASSEMBLY BEAMAND/OR ASTRAON. LOCATIONS (CLUSTER OF 4} JAMBS....II' MAX FROM FRAME CORNERS AND iSAW MAX. O.C. 5. TWO OR bWE PANEL CONFIGURATIONS:(DETAIL D, WOOD SUBSTRATE) tl LYNN 4°pEANDSILL-0HDASILL-0MAX. FROM FRAME CORNERS, AND AT 3', C.9' AND 12' MAX ON EACH SIDE OF ASSEMBLY BEAM ANDOOR ASTRAGAL LOCATIONS (CLUSTER OF 8} do e.• 10EN8FTHSPLUSENCIRCLEDANCHORSOUTSIDECLUSTERS. REQUOiED ONLY ON PANEL WIDTHS OVER 27 314'. FROM FRAMECORNERS AND 10.571' MAX. O.C. • • • 2 * . N.. 58705 ' A1C 1.17.1 • 7NYtIp10 iff. ANCH0R4GESPACIIQA ALUM. FREHCHDdMA UTES WAAA& j— • • "• Form U4 10 t ?l BOOS -11 N STATE OF •.' A!/ TFS•:!YORN! 5lNfA-1AL1(M.LR P.E• FL WIDE_ e awo•7ti•wsr naam PA Bm t7aluf nam. u • • u117•en•uwoa'rmur111cax: PJc T—m _.l.7. _Tawe 600 0 A' CONCRETE ANCHOR 114' MAX, IfW MAX. (NOTE 1) GROUT, OROUT, SEE sea -1 NOTE5 NOTE6 fir': a .<• ; EMBED 3.4 KSI w ;, SEEMNOTE1 TYPICAL SIDE LITE SILL DIRECT TO CONCRETE) CONCRETE ANCHOR SEENOTE1 3 OPTIONAL SIDE LITE SILL TYPICAL SIDE LITE SILL SUBSILL TO CONCRETE) ® (DIRECT TO WOOD) EXTERIOR INTERIOR[: V&L HEAD & SILL SECTIONS) 114' MAX. WOOD ANCHOR, GROUT SEE NOTE2 OPTIONAL 84NOTE5 MIN. 2x WOOD, SEE NOTE 3 OPTIONAL SIDE LITE SILL SUBSILL TO WOOD) 44K I TE EMBED. CONCR- SEE' EMBED. 111'® .NOTE1. SEE Mmzx w000ETE. '. NOTE1BH&4 SEE NOTE3 131M MIN. ' It 3 it4'MAX MAX SHIMSHIM. METE ANCHOR• SEE NOTE t A rtnur:xNmt eurwro eee un rs Awmn uNeunu aro un•rc TYPICAL DOOR & SIDE LITE HEADri°",a,'1O®jF1p9diNO 114' MAX. NOTES: GROUT 1. FOR CONCRETE APPLICATIONS IN MIAMI mm COUNTY, USE ONLY MIAMI-OADE COUNTY APPROVED ELCO IIC U.TRACONS OR V4' SS4 CRETE -FLEX. MIN. DISTANCE l SEE mrs Os4peW (bMa/ ' 2. FOR WOOD APPLICATIONS USE 912 STEEL SCREWS (05) OR ELCO 1M' SS4 CRETE -FLEX -1 318' MN. EMBEDMENT FOR EITHER 3. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1 ifl THICK. Ix WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE WOOD BUCKS tf _g'i: .•,: EMBED i i•3 ;:"- SEE i CONCRETE4:'. NOTE t MIN. 3 OPTIONAL SIDE LITE SILL TYPICAL SIDE LITE SILL SUBSILL TO CONCRETE) ® (DIRECT TO WOOD) EXTERIOR INTERIOR[: V&L HEAD & SILL SECTIONS) 114' MAX. WOOD ANCHOR, GROUT SEE NOTE2 OPTIONAL 84NOTE5 MIN. 2x WOOD, SEE NOTE 3 OPTIONAL SIDE LITE SILL SUBSILL TO WOOD) 44K I TE EMBED. CONCR- SEE' EMBED. 111'® .NOTE1. SEE Mmzx w000ETE. '. NOTE1BH&4 SEE NOTE3 131M MIN. ' It 3 it4'MAX MAX SHIMSHIM. METE ANCHOR• SEE NOTE t A rtnur:xNmt eurwro eee un rs Awmn uNeunu aro un•rc TYPICAL DOOR & SIDE LITE HEADri°",a,'1O®jF1p9diNOeaoucrxxNSwm NOTES: A O 1. FOR CONCRETE APPLICATIONS IN MIAMI mm COUNTY, USE ONLY MIAMI-OADE COUNTY APPROVED ELCO IIC U.TRACONS OR V4' SS4 CRETE -FLEX. MIN. DISTANCE l FROM ANCHOR TO CONCRETE EDGE IS 1314'. MN. EMBEDMENT: V4' ULTRACON -1 3B', 1H" SS4 CRETE -FLEX - t 3M'. mrs Os4peW (bMa/ ' 2. FOR WOOD APPLICATIONS USE 912 STEEL SCREWS (05) OR ELCO 1M' SS4 CRETE -FLEX -1 318' MN. EMBEDMENT FOR EITHER 3. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1 ifl THICK. Ix WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE WOOD BUCKSDEPICTEDAS2xARE11f2' THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS ORAS APPROVED BYTHE1 i AUTHORITY HAVING "ISDICTTON (AHd). 4. 1 V LYNN 4/`! FOR ATTACHMENTTO ALUM: THE MATL SHALL BE AMIN. STRENGTH OF8053.75 AND AMIN. OF 1A7' THICK. THE ALUM. STRUCTURAL MEMBER SHAT BE OF ASIZE TO CEN : PROVIDE FULLSUPPORT TOTHE DOORFRAMESIMILAR TOTHATSHOWN IN THEDETAILSONTHIS SHEETFOR 2x WOOD BUCKS. THEANCHOR SHALL BE A912SMS WITHFULL ENGAGEMENTINTOTHE ALUM. IF THESE CRITERIAAREMET, THE PRESSURES SHOWN ONSHEET3ANDANCHORAGESPACING FORWOOD SHOWNONSHEET10MAYBEUSED. • 000 No. SBT05 5. IFSILL ISTIGHTTOSUBSTRATE, GROUTOROTHERMATERIA. ISNOTREQUIRED. IFUSED, NONSFRI•C, NONMETALLIC GROUT, 3100 P§iMON., (LANEBYOTHE% 4' * aMUSTFULLYSUPPORTTHEENTRELENGTHOFTHES&LTHAT ISNOTTIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TOS TRA • • a I I - IX I ANO•Apxyp` ANCHORAGEDETAmarILS` 0.(•'• STATE OFf [(` a F •. ROAwM_: .2 4x um— oewomn rcarroa*+u vaepMa ALUM.FRENWej UTESlltladCr A.L iI1IL It. FJC 122344 LT. °i4ocs sAKJm ram1/4 t 11- 8000 -it P,F• FL EXTERIOR INTERIOR ALL SILL SECTIONS) CONCRETE AANCHOR SEE NOTE 1, SH", 'i11'r MAX SHTET, GROUT, SEE 3HEEi 11 tIMNMD SHE" II TYPICAL DOOR SILL DIRECT TO CONCRETE) 4 INTERIOR ALLJAMB SECTIONS) EXTERIOR IG CONCRETE OPTIONAL OR 1.5 KSI _ MN. emu ANCHOR, SEE NOTE 1, vVOw, SHEET 11 lAkAPOZ52 CONCRETE 1/4- MAX SHlM----j ANCHOR. lw MAX TYPICAL DOOR & SIDE LITE JAMB sEE"O7E1- 4 NOTE GROUT, SEE NOTE SHEET II I M: MTE 5, SHEET 11 GF:; w A SEENOTE "I MMMOTH I A MRL_ SEE NOTE 3= SHEETtt—_ OPTIONAL'DQOR SILL TYPICAL DOOR SILL SUBSILL TO CONCRETE) (DIRECT TO WOOD) EMBED. 7E NOlt I — ZoA=. MEET ;j SEE NOTE 1, T1 EETtlSt 3.4 KSI CONCRETE OR 1.5 KSI _ MN. emu vVOw, wSEENMTM3, CONCRETE 1/4- MAX SHlM----j ANCHOR. TYPICAL DOOR & SIDE LITE JAMB sEE"O7E1- 4SHEETII C( EMBED. 7E NOlt I — ZoA=. MEET ;j SEE NOTE 1, T1 EETtlSt 3.4 KSI CONCRETE OR 1.5 KSI _ MN. emu vVOw, wSEENMTM3, 1/4- MAX SHlM----j SHEI IETWMAX Smm---4 TYPICAL DOOR & SIDE LITE JAMB WOODANCHOR, SEs NMI,SHeETIi_ A 1/4• MAX, GROUT, SEENOTE 5.SHEET 11 T -Tf OPTIONAL DOOR SILL SUBSILL TO WOOD) CONCRETEANCHORSEENOTEi,' t 2' 3W-1 SHEET 11MIN. 2XWOOD. WODUCT RENRWED SEE _Fdy P, 6 1.7rj 4, I r'y LYNN Mq "', N.. 5a?05 0 XU - 0 0 0 AIPCP 4kA. vows a 0 : 0..* 00, 0000. 60 so• 0009 0 0 so 0 0 000 0 • 0.0 : MIAMI•DiADE V "S / MIDE` OUN ,FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 S.W. 261h Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590. F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.mlamldade gWyera/ PGT Industries 1070 Technology Drive Nokomis, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami—Dade County PERA— Product Control Section to be used in Miami—Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami—Dade County Product Control Section (In Miami—Dade County) and/or the AHJ (in areas other than Miami—Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami—Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. aDESCRIPTIONr•Series "SII700" Aluminum Single Hung Window — L.M.I APPROVAL DOCUMENT: Drawing No. 4040-20, titled "Alum. Single Hung Window, Impact", sheets 1 through 11 of 11, dated 09/01/2005, with revision "D" dated 10/07/2011, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami—Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami—Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant— LIMITATIONS: Miami -Dade County Product Control Approved Shutters Or Protection 116VAOs shall be required for Glazing Option "M" at installations above 30 Ft. above ground (See Aeet 10of 11 }."' • " 0' 0 0 0000 .' LABELING: Each unit shall bear a permanent label with the manufacturer's name -or. logo, ciVA:state, modeY.:. series and following statement: "Miami—Dade County Product Control Approve#'•anless otherwise ngtp¢ herein. • • • • • • • RENEWAL of this NOA shall be considered after a renewal application has b • 0 0 • • has b• • 0.0 . pp Gil - fllpd and tll@ no change in the applicable building code negatively affecting the performance oftMs ptoduef ..... 0 0 0 0.. TERMINATION of this NOA will occur after the expiration date or if there he b"4 a revisidh or change•. in the materials, use, and/or manufacture of the product or process. Misuse of this NOAOas an rKiS semen' of " any product, for sales, advertising or any other purposes shall automatically ternypa;g.-this NQQ Failuri•tcr •; comply with any section of this NOA shall be cause for termination and removal ofNOA. . 00 ADVERTISEMENT: The NOA number preceded by the words Miami—Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,- then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 114405.10 and consists o his page 1, evidence pages E-1, E-2 and E-3, as well as approval document mentioned abov . The submitted documentation was revie ed y Jai4 cm. k. E. 5. NOA No. 11-1013.14 Expiration Date: March 26, 2016 Approval Date: November -03,101-1 oG t' Page 1 s PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No 4040-20, titled "Alum. Single Hung Window, Impact", sheets 1 through 11 of 11, dated 09/01/2005, with revision "D" dated 10/07/2011, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 24113.2. 1, TAS 202-94 along with markedup drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4957, dated 10/03/06, signed and sealed by Edmundo Largaespada, P. E. Submitted under previous NOA No.07-0322.06) 2. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4958 and FTL-5063, dated 10/03and 11/21/06, both signed and 9999sealedbyEdmundoLargaespada, P. E.Is • • • • • • • • Submitted under previous NOA No. 07-0322.06) .. .... . • 3. Test reports on: 1) Large Missile Impact Test per FBC, TAS -201.—W • • % • *000:0 2) Cyclic Wind Pressure Loading per FBC, IM 203-94 :9600: along with marked -up drawings and installation diagram of -C Jvunim*& §;ngle hgn& •' window, with fin frame, prepared by Fenestration Testiug.Laboratory, Jnc., Te4L. Report No. FTL-4645, dated 08/11/05, signed and sealed bybdtliundo•L•argaespadap:• P. E. 9999.. Submitted under previous NOA No.07-0322.06) • • • • • • 4. Test reports on: 1) Large Missile Impact Test per FBC, TAS ?.Q? -94 : • • • •; 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 • • along with marked -up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4649 and FTL-4723, dated 10/05 and 08/11/05, both signed and sealed by Edmundo Largaespada, P. E. Submitted under previous NOA No. 051018.01) t in me D. Gasco , P. E. Product Control Section Supervisor NOA No. 11-1013.14 Expiration Date: March 26, 2016 Approval Date: November 03, 2011 E-1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 3) Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Small Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203--94 6) Forced Entry Test, per FBC 24113.2. 1, TAS 202-94 along with marked—up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4947 and FTL-4650, dated 08/11/05, both signed and sealed by Edmundo Largaespada, P. E. Submitted under previous NOA No. 05-1018. 01) 4) Test reports on: l) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked—up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4948 and FTL-4646, dated 08/10/05, both signed and sealed by Edmundo Largaespada, P. E. Submitted under previous NOA No. 05-1018. 01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with -PBC -2007, dated 01/11/2011, prepared, signed and sealed by Robert L. Clauk P. E.... • • • • •; • Complies with ASTM E130044 • Submitted under previous NOA No.H-0128.03) ...:.. D. QUALITY ASSURANCE • • • • • • • • • • • 1. Miami—Dade Department of Permitting, Environment, and Reg;jtpry Af€*,s;(I'ER4j..:: • E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 114624.01 issued to E.I. DuPont DeNemodrs & Co., 1r..: for their "DuPont Butacite® PVB Interlayer" dated 09/08/11; expiring Qn 6$/11/16. • 2. Notice of Acceptance No. 110325.05 issued to Solutia Inc. for their "Saflex and Vanceva clear and color interlayers" dated 05/05/2011, expiring on 05/21/2016. a/ Jaime D. Gasco , P. E. Product Control Section Supervisor NOA No. 11-1013.14 Expiration Date: March 26, 2016 Approval Date: November 03, 2011 E--2 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance and compliances with the FBC--2007 and FBC-2010, dated October 07, 2011, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement letter of no financial interest and independency, dated October 07, 2011, signed and sealed by Anthony Lynn Miller, P. E. 3. Laboratory compliance letter for Test Reports No.'s FTL-4957, FTL-4958, FTL-5063, FTL-4645, FTL4649, FIPL--4723, FTL-4947, FTL-4650, FTL-4948 and FTL-4646, issued by Fenestration Testing Laboratory, dated 10/03/06 through 08/10/05, all signed and sealed by ndo Largaespada, P. E. Submitted under previous NOA No. 07-0322.06 and 03-1018.01) G. OTHERS 1. Notice of Acceptance No. 11-0405.10, issued to PGT Industries for their Series SH -700 Aluminum Single Hung Window - L.M.I.", approved on 04/21/2011 and expiring on 03/23/2016. E-3 f 0000 0000 0000 0000.. 0000 0000.. 0000 0000 0000.. 0000 0000.. 0000 0000 0000.. 0000 0000.0 0000.. 0*00: 000. 0000. 0000.. 0000.0 00,00. 9 - I Jaime D. Gasc n, P. E. Product Control Section Supervisor NOA No. 11-1013.14 Expiration Date: March 26, 2016 Approval Date: November 03, 2011 GENERAL NOTES: IMPACT SINGLE HUNG FLANGED AND INTEGRAL FIN WINDOWS 1. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2) A.5/16" LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A.090 DUPOUT-BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. B. 5/16"LAMI CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) LITE OF 118" HEAT STRENGTHENED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEXIKEEPSAFEMAXIMUMPVBINTERLAYER. C. 5/16" LAMI CONSISTING OF (2) LITIES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER, D. 7/16" LAMI CONSISTING OF (2) LITES OF 3/18" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. E. 718" LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3118" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE ORSAFLEX/KEEPSAFEMAXIMUMPVB. F. 7116" LAMI CONSISTING OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. G. 13/16" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 5/16" LAMI CONSISTING OF (2) LITE$ OF 1/8" ANNEALED GLASS WITH A 090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. H. 13/18" LAMI IG: (1) LITE OF 1/6" TEMPERED GLASS, AN AIR SPACE AND 616" LAMI CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. I. 13/16" LAMI IG: (1) LITE OF 118" TEMPERED GLASS, AN AIR SPACE AND 5/16" LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. J. 13/16" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 7/16" LAMI CONSISTING OF (2) LITES OF 3118" ANNEALED GLASS WITH A090DUPONTBUTACITEORSAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. K. 13/16" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 716" LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITEOF3/18" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB. L. 13/18" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 7/16" LAMI CONSISTING OF (2) LITES OF 3/18" HEAT STRENGTHENED GLASSWITHAN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. M. 13/18" LAMI IG: (1) LITE OF 1/8" ANNEALED GLASS, AN AIR SPACE AND 6/16" LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE ORSAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. 2. CONFIGURATIONS: "OX" (111, VIEW AND RADIUS TOP, ALL W/ LOW OR HIGH SILL OPTION) 3. DESIGN PRESSURES: (SEE TABLES, SHEETS 3) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 13OD-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300.02. 4. ANCHORAGE: THE 331/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. 6. SHUTTERS ARE NOT REQUIRED. 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. 7. REFERENCES: TEST REPORTS FTL4645, FTL-4846, FTL-4647, FTL-4848, FTL-4849, FTL-4850, FTL-4661, FTL-4723, FTL4957, FTL-4958 AND FTL-6083. ANSI/AF&PA NDS -2001 FOR WOODCONSTRUCTION ADW200D ALUMINUM DESIGN MANUAL 8. SERIES/MODEL DESIGNATION SH700, ALSO REFERRED TO AS SH701. 9. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITYHURRICANEZONE (HVHZ). NOA DRAWING MAP PRODUCT RSWISLD w oongdying with dw 1110fids Nudding Calc .. , —. 00 SHEET GENERAL NOTES ............. I GLAZING DETAILS ............ 2 DESIGN PRESSURES....... 3 ELEVATIONS ..................... 4 VERT. SECTIONS ............. 5 HORIZ. SECTIONS............ 6 PARTS LIST ....................... 8 EXTRUSIONS .................... 7 CORNER DETAIL .............. 7 ANCHORAGE .................... 8-11 PRODUCT RSWISLD w oongdying with dw 1110fids Nudding Calc .. , —. 00 s t % I I I III I, y LYNN MIC(FR,''. s • • : : i : • i • • ice` 0. o(oo Of11Z p,,p , FBCUPOATE • • w° GENERAL NOTES SSP FLOR\PIGEDCAPGLASSTWETC& IWAVIORWO 1` 46 4618 • iro r®,wsY,r Pvc,Bqx, NOKOMM ALUM. SINGLE HUNG WINDOW IMPACT A. LYNiIIKAILLETi, P.E. Visibly Boner ww.were sr. uwwvx. I— NT5 1 • 11 4040-20 DFL8421.4 V07 FL P.E.# 55705 10,81 or 8; 1/2" NOM. GLASS SITE 1 tfl 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIAOR DUPONT PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS B/18" NOM. 5/16" LAMINATED GLASS W. BITE or 39.90 or 91 1/2" NOM. GLASS SITE NOTE: LAMI IG OUTBOARD UTES MAY BE UPGRADED TO 3/18" WITH NO CHANGE IN DESIGN PRESSURE. aEXTERIOR INTERIOR ALL SECTIONS) 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PVB INTERLAYER 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 7/18" LAMINATED 7/16" LAMINATED GLASS 1/2" NOM. GLASS SITE PRODUCF R9VISFD as complying with the Floride Banding Coda .. . _.. 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PVS INTERLAYER .090 SOLUTIAOR DUPONT PV8 INTERLAYER 1/8- ANNE 0 HEAT STRENGTHENED GLASS 3/18" ANNEALED OR HEAT STRENGTHENED GLASS t 11118/18" LAy11NATEU • i : • • • : : • • • 7/18" LAMINATED ` N i AIR SPACE • • • • • • • • AIR SPACE ` 1 SYN kqq, i 1/8" ANNEALED OR•rEM'GL94S • • it 1/8" TEMPERED GLASS® Z 4Oa•\CENBE 13/18` NOM. • • • • • • • • • • 13/18" NOM. ¢;;' 58,05 13/16" LAMI IG GLASS W/ 5/16" LAMI 13/16" LAMI IG GLASS W/ 7/16" LAMI * N° LU; J.J. +0117111 0 NO CHANGES TNS • • • • • • • • GLAZING DETAILS p `•. S1PTE OP.,: •O? L MA11n1 c CHAHaEOCAP"a Ed M • 1'70 P +t+" ; 0,; •.•, F oa,.• : F.K ++nsroa a AODrTEg+e2nocweLA liCdo1A99 eLAalrroNDrE PA.egxtcw• ALUM. SINGLE HUNG WINDOW, IMPACT '.FSSIONA; ` Mpw-pel" oar: NOK 34274 Vbib&Bea„ •""'"' a"` ~"" a'"t•t`'" > A.LI/IGNMIL6870P.E. F.K. W1116 J.J. 2/2"7 8,700 FUII 2 • 11 4040-20 1. O FL P.E.# 68705 o® 1/1 FLANGE OR INTEGRAL FIN WINDOWS W/ HIGH SILL OPTION BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WIDTH GLASS TYPE 63" 68" 66" WINDOW HEIGHT 70" I - 72" 74" TABLE 1. 78" 48" A,B,M 80.0 -80.0 60.0 -80.0 80.0 -80.0 80.0 -80.0 1 80.0 40.0 80.0 -80.0 80.0 -80.0 60" AAM 60.0 80.0 60.0 60.0 60.0 80.0 80.0 80.0 80.0 80.0 80.0 -80.0 70.0 -70.0 62" A, ,M 80. 80 80.0 80.0 -80.0 80.0 -00 788 6 773, 75.8 631/8" A,B,M 80. 0 -80 80.0 78.6 •70.6 78.2 •702+ 757.3 5. 0 7.4 74.0]74. 00 UP TO 531/ C,D,E,F,G,H,IJK,L 80.0 -80.0 80.0 -80.0 80.0 -80.0 80.0 0+ 80.0 80.0 -80.0 80.0 80.0 STANDARD VIEW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS W/ HIGH SILL OPTION® BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WINDOW HEIGHT WIDTH GLASS TYPE 38318- W' 80 818" 63" 72" 74" TABLE 2. 76" 4S" A, ,M +80.0 -80.0 +80.0 -80.0 +80.0 40.0 +80.0 1 -80.0 +70.0 -70.0 70.0 -70.0 70.0 -70.0 80" A,B,M +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +76.8 -78.8 +70.0 -70.0 70.0 -70.0 70.0 -70.0 62" A.B.+80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +76.8 -76.0 +70.0 -70.0 88.8 •68.8 87.8 67.8 631!8" A,B,M +80.0 -60.0 +80.0 -80.0 +80.0 -80.0 +76.0 -78.0 +88.0 -6- - 88.7 80.7 65.8 -85.5 UP TO 63118" C,D,E,F,G,H,I,J,K,L +80.0 -00.0 +80.0 80.0 +80.0 80.0 +80.0 60.0 +7p.0 -70.0 70.0 •70.0 70.0 •70.0 CUSTOM VIEW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS W/ HIGH SILL OPTION® TABLE 3 BASED ON FLANGED WINDOW TIP -TO -TP FRAME DIMENSIONS WINDOW HEIGHT MINUS SASH HEIGHT (MAX. WINDOW HT. W/ BASH 76" FLANGED AND 76" INTEGRAL FIN) WIDTH GLASS TYPE 1 17116" 1 2211116" 26 3116" I 33 3/4" I 38 5116" 4413116" I 603/6" I 6616/16" 63118" D,E F,J,K,L +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 •60.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 GLASS TYPES: TEST REPORTS TABLE 4. A. 5118" LAMI- 1/8"A,.080,118"A F7L-4847, 4648, 4723, 4857 B. 5118" LAMI- (1/8"A,.080,1/6"HS) F7L4647, 4648 C. $18" LAMI- 118"HS,.080,1/0"HS) FTL.-4847, 4848 D. 7/16" LAMI - 3/18"A,.080, 3/18"A FTL-4845, 4885 E. 7/16" LAMI - (3/18"A„080, 3118"HS) FTL-4845 F. 7/18" LAMI - (3118"H8,.080, 3/18"H8) FTL-4845 0. 13/18" LAMI 10 -1/8" T, AIR SPACE, 6/18" LAMI - (1l8"A,.080,1/8"A) FTL4646, 4723 H. 13/16" LAMI 10.1/8" T, AIR SPACE, 5118" LAMI - (1/8"A,.080,118"H8) F7L•4646 I. 13118" LAMI IG -1/8" T, AIL SPACE, 5118" LAMI - (1/8"HS,.080,1/8"HS) FTL4646 J. 13118" LAMI 10 -118" T. AIR SPACE, 7/18" LAMI - (3/16"A,.080, 3118) FTL4648, 4650 K. 13118" LAM110 - 1/8" T, AIR SPACE, 7/18" LAMI - (3/18"A,.080, 3/16"H8) FTL-4848, 4660, 4858 L 13/18" LAMI Ki -1/6" T, AIR SPACE, 7/18" LAMI - (419PHSr.00, 3M8"NS) • GTL -4848, 4850 M. 13/18" LAMI KL - 118"A, AIRSPACE, 5118" LAMI - (4/8"A,.080, l8" • • FTL-6083 MEETING RAIL HT. MEETING RAIL WIT. O" MINUS SASH HT. HT, MEETING RAIL X" SASH NOTES: 1. WINDOWS WITH THE LOW SILL OPTION -ARE MINITED Tq4 P*001TIVBDE6IGN VRESSURE OF +64.0 PSF OR LOWER A3 SHOWN IN THE TABLES. NEGATIVE DESIGN PRESSURES ARE UNEFFECTED. 2. FOR INTEGRAL FIN WINDOW DESIGN PRESSURES USE THE ABOVE TABLES BY DEDUCTING 1" FROM THE FLANGED TIP -TO -TIP FRAME DIMENSIONS. 3. AVAILABLE SASH HEIGHTS FOR CUSTOMWI DOWS ARE 12 6/8" MINIMUM TO38_MAXIMUM. P.O. AQoc +m3 NOKO 119, fi9!271 8H0 I NTS 1 3 « 11 I 040,20 withu• (+Imide P_ 1 -LAI 111111, p1o, 58705 p' P stA N r 2 OAF .......... LOR\P' O SSIONA A. LYIJIGMILlEi3, P.E. FL P.E.# 68705 F SEE DLO TABLE SEE DLO TABLE 49 6/8" MAX. FIXED OLD (ALL) O j X j 481/4" MAX. VENT DLO (ALL) DETAIL A 1/1 531/8" MAX. FLANGED WIDTH 62 1/8" MAX. I.F. WIDTH D +I 1 75" MAX. I.F. D —J HEIGHT 76'MAX. FLANGED 38 /18" HEIGHT MAX. SASH HEI HT 0 X j 75" MAX. A I.F. HEI HT 76"1 FLANGED HEI HT SEE NO E 4 DETAIL B VIEW (STANDARD SASH) B E---1 76" MAX. 1 75" MAX. I.F. I.F. SEE DLO I HEI HT E -j HEI HT TLE SEE OLDABj76" MAX TABLE j 76" MAX FLANGED FLANGED HEI HT HEI HT L SEE DLO TABLE X j I SASH SEE DLO TABLE X jSASH HEIGHT HEIGHT 8 DETAIL D DETAIL E VIEW (CUSTOM SASH) RADIUS TOP (CUSTOM SASH) NOTES: • • • 1. SEE SHEET 5 FOR VERTICAL AND HORIZONTAL SECTION 81TAtS.: • • • 2. SEE SHEET 7 FOR CORNER DETAIL VIEWS. • • 000 • • • • • • • 3. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE INFORMATION. 4. SASH HEIGHTS FOR STANDARD SASH WINDOWS (DETAILS B & C) ARE BASED ON A THREE OVER TWO FORMAT. O C DETAIL C VERTICAL D Y OPENING T DETAIL FIXED LITE LOW SILL HIGH SILL A 34 1/2" 34 3/16" B 415/6" 411/4" C 411/4" 40 7/8" D 52 5/8" 52 11/16" E I 521/4" 525/16' SASH DETAIL LOW SILL HIGH SILL A 341/2" 34 3/16" B 277/16" 271/8" C 277/16" 271/8" D 16 3/8" 15 3/4" E 16 318" 15 3/4" TABLE 5. CHANGES THIS SHEETO 0 • • • • 0LE EVATIONSOTODOIV! rCHANGESTHISSHEET .. • Naconu-azss ALUM. SINGLE HUNG WINDOW, IMPACINTEGRALFIN .F. VERSION CHO. NOTE 9. ADD NOTE 4. NoA -:INI yblbb• Better28/D7 SH?W NTS 1 4 • 11 404020 000 0 • 75' MAX. I.F. HEI HT 76"MAX. FLANGED HEI HT SEE NO E 4 REVISED twith the Floridatok%. \01 Tull LYNN l`i`'•CgNSF ' .'p jt No. 58105 OF OA'-, PLOFtYA Q '• I 1plli SIONA A. LYiffd?JII Ikt P.E. FL P.E.# 58705 2.784" INSIDEIIIIINSIDE NOTE: MIN. (1) SWEEP LATCH AT VENT CENTERLINE OR OPTIONAL BOTTOM LOCKS, (1) W FROM EACH SIDE OF SASH. INSIDE —MAX. VENT DAYLIGHT OPENING 1 1 77111 NOTE: BALANCE PARTS USED BASED ON SASH WEIGHT 9,10,11,15,16 I 19.9STIDEMAX. FIXED LITE DAYLIGHT OPENING r MAX. WIDTH SECTION A -A INTEGRAL FIN (I.F.) FRAME SECTIONS® INSIDE g$- 47 2. 48 HIGH SIL 2. 30 LOW L H SILL 48 LOW SILL HEAD 68 2.710" I.F. FRAME q 53 II0"— OUTSIDE I v (LOW SILL) SEE NQT€ ABQYE • • • • ALTERNATE H P.O.*imp NOKOMIS. FL $/274 HIGH SILL) ULTRALIFT ONLY SECTION C -C RADIUS TOP DETAIL - FLANGED V ILUM. SINGLE HUNG WINDOW IMPACT ewr •.we •,»rox. ShImo Half 6 + 11 4040-20 ulllr 0 1 LYNN M/Z Q STANEIIo A. LYNN MILL11O.E. FL P.E.# 58705 2.784—{ T- 1.3 082 O FLANGE FRAME HEAD 4002A,8063 -TB 1.749 121,710 082 O FLANGE FRAME JAMB 04004,6063-T5 USED AS RADIUS TOP HEAD) 1.342 ff 082 6 21 FIXED MEETING RAIL 4054A,8063HD-TB 062 2.830 0 I—•-2.7ea--{ O FLANGE FRAME SILL (LOW) 4003C,6063 -T8 062 1 1.461- { T OSASH STOP 4026,6083-T6 h+-2.279-- 7 oe2 23 SASH TOP RAIL 4008C,8083HS-T8 I-2.784--{ 69 FLANGE FRAME SILL (HIGH) 4050A, 8083-T8 CHANGES THIS SHEET• 738 040 9---j f 17 SASH STOP COVER4053,8083-T5 2,328----1 1.979 D82 SEALANT ALONG ENTIRE JOINT I.F. FRAMEQ II SEALANT OR GASKETS n IIII \ rL_ I AT HEAD AND SILL UI VIEW D -D VIEW E -E 1/1 & VIEW HEAD & SILL, RADIUS TOP SILL) (RADIUS TOP HEAD ONLY) FRAME CORNER CONSTRUCTION 050 1.186 WW . 878 1.096 062 T1s GLAZING BEAD, 5/16" 41 # 40398, 6083-T5 28 SASH BOTTOM RAIL (LOW) 4007,6083-T5 050 i 878 1.096 1166—I -- T 44 GLAZING BEAD 7/16" 4222,8083-T5 UOO SASH BOTTOM RAIL (HIGH) 4051A,6063 -T5 7010 WTo"NOLODPMI NIMN110 FL @TO SLY INCLUDE .. • • 0r.0. apx Lazo S, FL3x74 31 SASH SIDE RAIL4008,6083-T5 0504-1- 1878 1.115 45 GLAZING BEAD, 7/16" 9860, 6063-T6 USED W/ GRILL KIT) 050— 61t- .678 1.096 1 --- 42 GLAZING BEAD, 5/16" 4044B,6063 -T5 USED W/ GRILL KIT) eiofio T-1.097 46 GLAZING BEAD, 13/14067,8083-T5 aH7ooI Hal/ 1 7 + 11 1 4040-20 BOSS (2) wilh dl" Florida 1111111 c0 LYNN MIIIF'. CENSE ' p t No. 55705 K SIONA- ` A. L,YIGNMILLLA, P.E. FL P.E.# 58705 ANCHOR QUANTITIES FOR 111 FLANGED WINDOWS TABLE 6. WINDOW HEIGHT SUBSTRATE: 28.603 34.603 40.603 46.603 52.603 58.603 64.603 78.000 ANCHOR TYPE: PRODUCT RBVISQD na with the F9otide U p 01NGLSpONZOz O U p 0 U U p UO-Oc U U U ZWINDOW U 0N U U O ON 0N- U O U O U 00 U U U U U U UWIDTHTYP C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 19.125 H,I,J,K,L 1 2 1 1 1 1 1 2 1 1 1 2 2 2 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2"12 2 2 1 2 2 2 2 2 2 2 2 2 8 2,.. 2 3 3 A,B,M 1 1 1 1 1 1 1 1 1 1 1 1 _..._..- 1 1 1 1 1 2 1 1 1 1 1 2 1 1 1 2 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 21'i 3 3 C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 24.000 H,I,J,K,L 1 2 1 1 1 2 1 2 1 2 1 2 2 2 1_-..._ 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 2 2 3 2 2 2 3 3 3 I-- 2 2 3 3 A,B,M 1 1 1 1 1 1_ 1- 1- 2 _ 1- 1- 2f2. 213 21-i1211- 11- 1-1'[22 1 2 1 2 2 2 21-21-i[2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 3 3 3 2 2 3 3 C,D,E,F,G, 11 1 1 1 1 1 1 2 2 1_ 1 32.000 H,I,J,K,L 1 21 2222 31 222_i31 22323222323 t__1 1 1 2223 1 2 3322333432 1 1_ 33343344 A,B,M1_ i_ 121222231222231223232223232223332233343233343344 C,D,E,F,G, 1 1 1 1 1 1 2 1 1 2 1 2 2 2 2 2 2 1 2 2 1_ 2 37.000 H,I,J,K,L 2E2 9 2 2 2 2 3 1 2 2 3 2 3 2 2 2 3 2 3 2 2 T 3 2 3 1 2 3 2 3 3 4 1 2 3 3 3 3 4 3 3 3 4 3 5 3 3 4 4 A,B,M221222231223232223232223232323342333343334353344 1 1 1 1 1 1 2 1 2 1 2 2 1 2 2 1 2 2 2 2 1 211_ IPSF 79 C,D,E,F,G, 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 40.000 H,IJ,K,L 2 2 1 2 2 2 2 3 2 2 2 2 3 2 2 3 2 2 2 2 3 2 3 2 2 3 2 3 2 4 2 3 3 3 2 3 4 2 3 3 4 3 5 3 3 3 4 4 5 3Ti 4 4 ABM 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 2 2 2 2L3 2 2 2]:3 2 3 2 2 2 2 2 3 2 3 2 2 3 T 3 2 4 2 2 3 3 3 3 4 2 3 3 4 3 5 3 3 3 4 4 5 1 3 3 4 4 PSF 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 44.000 H,I,J,K,L 222222232223232233242333342333342 2 1. 33 11- 4353334453445 A,B,M 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2L2 2 3 2 2 2 3 2 3 2 2 3 3 2 4 2T3 3 3 3 4 Z 3 3 3 3 4 2 3 3 4 3 5 3 3 3 4 4 5 3 4 4 5 PSF 79 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2_ 2 2 3 2 2 3 2 2 48.000 H,1,J,K,L 222222232223342333342 2 33434 2 2334 T 353334353345483455 A,B,M 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2. 2 3 2 2 3 2 2 2 2 2 2 2 2 2 2 3 2 2 1 4 1 3 3 4 2 3e 4 3 4 2 3 3 4 3 5 3 3 3 4 3 5 3 3 4-F-463455 PSF 72 79 79 C,D,E,F,G, 2 2 2 2 0 2_ 2• 2:. 0 i 2 3 2 Z 2 3 2 3 3 2 3 53.125 H,I,J,K,L 2222222 322 2 3 3 434233 Z 34 3334353344483445483456 3_ 2 A,BM 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 1 2 3 2 2 3 2 3 2 2 2 2 2 2 2 3 2 2 3 4 2 3 3 4 3 2 3 4 3 3 3 3 4 3 5 3 3 4 4 4 5 3 3 4 5 4 8 3 4 4 b 10/07/it DD NO CHANGER THfB BHEET• • • • • • • • • • aM/11 I O INO CHANGES TMS SHEET • • • • • • • t Nbkn t DfI Baran I 8H7ao I NTS 1 8 - 11 ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 -1/4" ELCO TAPCONS 2 -1/4" ELCO SS4 CRETE -FLEX 3 - #12 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWIING DIMENSIONS. HEAD -181/2' MAX. FROM TOP CORNERS JAMBS -17 1/2" MAX. FROM TOP CORNERS 16" MAX. FROM BOTTOM CORNERS 6" MAX. BELOW MTG. RAIL SILL - ANCHORS NOT REQUIRED 3. INSTALL PER THE ADJACENT TABLE ANCHOR QUANTITIES USING THE DIMENSIONAL CRITERIA OF TE 2. 4. TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1" LESS. 6. DESIGN PRESSURE LIMITATIONS: SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR TH RESPECTIVE SIZE AND GLASS TYPE AVAIIS LABLE. TABLE KEY: MAX PSF 2 NN IDP LIMITED) 118 PRODUCT RBVISQD na with the F9otideHEAD2 JAMB ABOVE 2 3 odeeNo J O MTG. RAIL IJAMBNI. inp BELOWMTG. RAIL de Product con FULL DP) 111111 JAMB ABOVE 2 3 oto?.\ oENSB MTG. RAIL ; JAMB BELOW * ' w. 58105 MTG. RAIL q.•. i' tello ; •' = W FSSIONP' A. LYNf h811LLLR; P.E. 1`` FL P.E.# 58705 HEAD M2NN 4040-20 ANCHOR QUANTITIES FOR STANDARD VIEW AND RADIUS TOP FLANGED WINDOWS TABLE 6. 1111++ HEAD _ 2 WINDOW HEIGHT SUBSTRATE -----29.855 37.155 44.655 52.155 59.855 67.155 74.655 76.000 ANCHOR TYPE,oo U U O GLASS N$NO'-ON$NO 8 jS U U O U O'-OfJ U U 0'-'oa U O U 0 U ocl-o o U U 801 O U 0 U o oclN0 U U 0WINDOW WIDTH TYPE U U 5 U U 3 U U U U U U 3 U U U U U U C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 19.125 H,I, J,K,I 1 1 1 1 1 1 2 2 2 1 2 2 2 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 3 2 3 2 2 2 3 2 A,B,M 1 1 1 1 1 1 1 1 . 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 1 2 2 2 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 3 2 3 2 2 2 3 2 PSF 79 C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 24.000 HI,J, K,L 1 1 1 1 1 1 2 2 IL 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 3 2 2 2 3-[-2 i1-2 2 2 3 2 3 2 2 2 3 2 ABM 1 1 1 _1 1 1 1 1 1_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 111 2 2 3Ti 3 2 2 2 3 2 2 2 3 2 3 2 122-.L2 PSF 68 77 3=2 C,D,E,F,G, 1 1 1 1 1 1 1 1 2 1 1 2 1 1 1 1 1 1 1 1 32.000 HI,J,K,L 1_ 1 1 1 1 1 1 2 2 2 2 2 2 2 3 2 2 2 2 3 3 2 2 3 3 3 3 1_ 3 2 3 3 3 3 2 2 1 3 3 4 3 3 2 4 3 4 3 1 3 2 -4T-3 A,B,M 1 1 1 1 1 1 _1 1 1 2 1 1 2 1 1 1 1 1 1 111111222222232222332233333233332233433243433243 1 1_ 1_ _t 1 PSF 59 67 79 C,O,E,F,G, 1 1 1 2 _1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 2 2 2 37,000 H,I,J,K,L 11 111 11112122222232223332233333343333233433243443243 1 1 ABM 1 1 1 2 1 1 2 1 2 2 1 1 2 2 2 2 1 2 2 1 2 1 1 11-1 1 1 2 2 2 2 2 2 2131212 2 3 3 3 2 2 2 33 2 3 3 3 3 4=3 3 3 1 3 2 3 3 4 3 3 2 4L3 4 4 3 2 4 3 PSF 54 78 82 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 40.000 H,I,J,K,Lr2l 1 1 11 2222222322 333322334333 2_ 3333334343443353 ABM 2 2 2 2_ 2 2_ 2 2 2 2 2 2 2 2 2 2 2 4i 2 2 2 2 1 1 1 1 2 2 2 2 2 2 2 3 2 2 3 3 3131212 3 3 4 3 3 3 4 3 3 3 3 3 4 3 4 3 4 4 3 3 5 3 PSF 49 79 1 58 79 79 C,D,E,F,G, 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 44.000 H,I, J,K,L 111 Ill 11 222 2223322 2 3334233344 2 3343443343443343443354 ABM 2 2 2 2 2 2 2. 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Ill 111 ill 2 2 2 2 2 2 3 3 2 2 3 3 314'-2T3- 3 3[_4 3 3 4 3 2 4 4 -3T-3-41-3 4 4 2 3 3 4 3 4 4 3 3 2_ 54 PSF 45 74 51 74 79 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 2 2 3 2 2 3 2 2 48,000 H,1,J,K,L 11 11 11 222222332 2 2 3334333344 3344443344444354444354 ABM 2 2 2 2 2 2 2 2 2 2 2 2 3 r4 2 2 2 2 2 3 2 2 3 2 41j 2 51-411illi1112122233-9 3 3 a i 313 3 4 3 3 4 4 4 4 3 3 4 4 4 4 4 3 5 4 4 4 PSF 41 87 48 87 7j 78a a• • • • • • C,D,E,F,G, 2 2 2 2 2 L2 • 3• S 2 3 2 3 2_ 3 53.125 H,I, J,K,L 1 11 1 11 22222233 333344334444 3344443344554 3 3 354554354 3 2_ 3 ABM 2 2 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 2 3 2 3 3 2 3 1 1 1 1 1 1 111:2: 2% 2 $ 3 3 3 3 3 3 4 4r- 3 3 41_4 4E 3 3 4-'F-4- 5 4 4 3 51-i 5 4 4 3 5 4 TMS SHEET• 0 0 0 • I•• s P.O. BQX 162Y MOKOMIB, Fl34274 w• s • • •aa • • ILUM. SINGLE HUNG WI w.•ws a,•: 8NT00 NT5 1'19' a 11 ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 •1/4" ELCO TAPCONS 2 -1/4" ELCO SS4 CRETE -FLEX 3-#12 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWING DIMENSIONS: HEAD -181/2" MAX. FROM TOP CORNERS JAMBS -171/2" MAX. FROM TOP CORNERS 16" MAX. FROM BOTTOM CORNERS 6" MAX. BELOW MTG. RAIL SILL -ANCHORS NOT REQUIRED 3. INSTALL PER THE ADJACENT TABLE ANCHOR QUANTITIES USING THE DIMENSIONAL CRITERIA OF NOTE 2. 4. TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS AN 1" LESS. 6. DESIGN PRESSURE LIMITATIONS: SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE S1ZE AND GLASS TYPE IS AVAILABLE. TABLE KEY: MAX. P mmplyia wiU aha JAMB ABOVE 3 3 undingcodcmacc NoIWG. RAIL xplc am JAMB BELOW MTG. RAIL T ap GO 1rULL UY) 1111++ HEAD _ 2 y LYNN mit//' JAMB ABOVE 2 2 ENSe MTG. RAIL 5805 _ JAMB BELOWIc 40.o• MTG. RAIL A w; 10 to N ;' 0. 9SPt Z 0X'., FLOR P a: FSSIONP,` DARD VIEW N IMPACT A. LYNN MILL K. P.E. w.a« 4040-20 D FL P.E.# 58705 ANCHOR QUANTITIES ABOVE MEETING RAIL HEAD & JAMBS CUSTOM FLANGED WINDOW HEIGHT MINUS SASH HEIGHT WINDOW HEIGHT MINUS SASH HEIGHT FROM TABLE 8, SUBSTRATE: 17.126 22.888 28.211 33.754 39.296 44.839 1 50.382 TABLE 7. 55.925 ANCHOR TYPE: o MOZ 2MO TYPE U p U o pp U NO Z Nz 8 o ZZMON 8 U U 2081UZ Z 8 8O ZM o UZNWINDOWGLASS8 Z 00, WIDTH 19.126 D'E,F,J, K,L 1 1 1 2 2 2 2 2 2 2 2 2 2 .._2. 2...,._.3_ 2....._3 3..._2,.....-.3.- 15.776 3.. 3.....3... 24.000 D,E,F,J, KL1 1 1 1 1 1 1 2......_2.....2...-..2..._...Z_.. 1 1 1 1 1 2..-..2 1 ... 2.._-3.-..3....2_ 1 4 1 1 1 3._....3_..2 1 1 1 3.....3-....3_ 1 1 1 3_...3 1 1 3....4.-. 1 32.000 D,E,F,J, K,L 1 1 i 1 1 1 1 2 1 2 1 2 2 3 1 ...... 2 1._ 3 2.....- 3 3 i -- 3 3 1 2 3 1 4 3- 4 4.......-3--.. 1 11-1- 5 1 _..... 3..........5... 1 1 PSF 79 19.125 1 1 1 2 1 2 2 1 1 37.000 D,E,F,J, KL 1 1 1 1 12 1 2 1 2 2 2 2 3 1 2 2 3 2 3 1 3 2 4 2 3 1 3 2 3 2 4 4 3 2 4 2 4 1 4 2 5 2 .,....---..._._... 5 1 4 2 5 2 PSF 2 2 3 79 79 32.000 79 1 2 2 79 2 3 2 2 3 2 3 3 2 3 3 2 3 4 2 3 4 2 3 40.000 D,E,F,J, K.L 2 1 2 f- 1 2 1 2 2 2 2 2 2 2 3 2 3 2 3 2 4 2 3 2 4 2 4 2 3 2 4 2 4 2 3 2 6 2 4 2 4 2 5 2_ 5- 2 4.. 2 8 3 PSF 78 3 78 79 3 77 79 1 79 3 4 79 4 40.000 74 44.000 D,E,F,J, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 5 2 4 2 3 L-2 5 b 2 4 2 6 2 6_...4-- 2 2 6_ K,L 1 1- 1 2 2._ 2 3 3. 3 4.._-..4- 4--4_._ 4 PSF 78 79 70 79 78 71 78 1 1 73 78 2 2 2 2 2 48.000 D,E,F,J, 2 2 2 2 2 2 3 4 3 2 3 2 2 2 2 2 3 2 2 3 2 2 3 2 2 K,L 1 1 1 2 2 2 FE, 3 4-_44 2 2 2 64-6-546-6 3 2 3 4 3 3 4 46666 473 PSF 71 79 63 71 79 84 88 J22 88 77 89D,E,F,J, 2 2 2 2 2 2 2 2 2 2 2 4 1 T 2 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 K,L 1 1 1 2 2 2 ANCHOR QUANTITIES AT JAMBS BELOW MEETING RAIL, CUSTOM FLANGED WINDOWS BASED ON SASH HT. HEAD2 _ 4JAMBABOVE[ MTG. RAIL comPbl°iwldt h°NMdd° N - tol 9. V-4 TABLE 8. KEY: r ' MAX. PSF DP LIMITED) 112 JAMB BELOW1 2 1 TABLE S. Y. N,M/A F.,, MTG. RAIL ONI JGENSF . FULL DP)* r 140. 58705 JAMB BELOWB2 MTG, RAIL 0 •. c A• N OF 36 , . FIORtOP•' ( lSS/ONA4 \ A. LYNIUILLt f, P.E. CUSTOM VIEW SASH HEIGHT oN. 4040-20 D FL P.E.# 68706 SUBSTRATE. 12.778 1 15.776 18.776 21.776 24,778 1 27.778 1 30.778 31.108 ANCHOR TYPE, . M WINDOW WIDTH 19.125 1 1 1 2 1 2 2 1 1 2 2 2 2 2 2 2 2 2 2 2 2 1 2 2 2 2 24.000 2 1 1 2 1 2 2 1 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 32.000 2 1 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 3 4 2 3 4 2 3 37.000792122 2 2 3 2 3 3 2 3 3 3 3 3 3 3 --47-3—F 3 4 3 4 40.000 74 2 2 2 2 2 2 3 3 2 3 3 3 3 4 1 3 1 3 4 3 4 -41 3 1 4 44.000 68 78 2 2 2 2 2 2 2• 3 3 3 4 3 4 6 3 4 5 3 4 83 72 IP FE, 2 2 2 2 2 2 3 2 3 4 3 3 4 3 473688872 2 2 2 2 2 2 3 3 4 4 j 4 1 T 4 5 3 4 5 3 5 5 3 5 1010 TBEHN•LOOYDWVE NOKOM•l FL 612M Po, ALUM. SINGLE HUNG W 1KOMI6, FL WV4 V&lbb Better w. sH oimo -;Ts f0 - 11 ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 -1/4" ELCO TAPCONS 2.1/4" ELCO S84 CRETE -FLEX 3 • #12 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWING DIMENSIONS: HEAD - 18 1/2" MAX. FROM CORNERS JAMBS - 171/2" MAX. FROM TOP CORNERS 11 1/2" MAX. ABOVE THE MEETING RAIL 6" MAX. BELOW MTG. RAIL 15" MAX. FROM BOTTOM CORNERS SILL - ANCHORS NOT REQUIRED DETERMINE THE ANHCOR QUANTITIES FOR CUSTOM VIEW WINDOWS FROM TABLES 7. AND S. USING THE DIMENSIONAL CRITERIA OF NOTE 2. USE TABLE 7. FOR ABOVE THE MEETING RAIL AND TABLE 8. FOR BELOW. 4. AVAILABLE SASH HEIGHTS FOR CUSTOM VIEW WINDOWS ARE 12 518" MIN. TO 38" MAX. ATABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1" LESS. 6. DESIGN PRESSURE LIMITATIONS: SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVETHEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. TABLE 7. KEY: MAX. PSF DP LIMITED)142 HEAD 2 JAMB ABOVE 2 MTG. RAIL FULL DP) INDOW HEAD2 _ 4JAMBABOVE[ MTG. RAIL comPbl°iwldt h°NMdd° N - tol 9. V-4 TABLE 8. KEY: r ' MAX. PSF DP LIMITED) 112 JAMB BELOW1 2 1 Y. N,M/A F.,, MTG. RAIL ONI JGENSF . FULL DP)* r 140. 58705 JAMB BELOWB2 MTG, RAIL 0 •. c A• N OF 36 , . FIORtOP•' ( lSS/ONA4 \ A. LYNIUILLt f, P.E. CUSTOM VIEW IMPACT oN. 4040-20 D FL P.E.# 68706 3.35 KSI MIN. CONCRETE OPTIONAL I WOOD BUCK SEE NOTE 4) j EXTERIOR INTERIOR C ALL HEAD AND SILL DETAILS) CONCRETE ANCHOR SEE NOTE 1 & 3) ® 2x WOOD BUCK I®(SEE NOTE 4) 1 3/8" MIN., 1/4" TAPCON& f •1•.3/4" MIN., 1/4" CRETE -FLEX va" MAX. SHIM NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED 1/4" ELCOTAPCONS OR 1/4" SS4 CRETE -FLEX. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 13/4". WOOD ANCHOR 2. FOR WOOD APPLICATIONS IN MIAMI-DADE COUNTY, USE #12 STEEL SCREWS (G5) OR SEE NOTE 2 & 3)®1/4. SS4 CRETE -FLEX. 3 FLAT HEAD ANCHORS WHERE REQUIRED MUST HAVE #12 TRIMFIT HEADS DETAIL A DETAIL B TYPICAL FLANGED HEAD ANCHORAGE 1/4" MAX. SHIM MIN. 11/4" 1l4" MAX. SHIM MIN. ALT llfl/nlll,, .. • ,,. CONCRETEANCHOR, FH BELOW MEETING RAIL. (SEE NOTE 1 & 3) METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM, IF THESE CRITERIA AMC MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR TAPOONS MAY BE USED. A FLANGED FRAME COMPONENT MAY BE SUBSTITUTED FOR AN INTEGRAL FIN FRAME COMPONENT FOR MULLED APPLICATIONS. FOR INTEGRAL FIN MULLED APPLICATIONS IT IS EXCEPTABLE TO REMOVE THE FIN AND ATTACH TO THE MULL THROUGH THE FRAME USING THE FLANGED FRAME ANCHORAGE REQUIREMENT. 6. ANCHORS ARE NOT REQUIRED AT THE SILL OF FLANGED UNITS. 7, MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FBC CURRENT, EDITION, SECTION 2003.8.4 (SUPPLEMENT 2005). WOOD ANCHOR, FH BELOW MEETING® RAIL. (SEE NOTE 2 & 3) INTERIOR ALL JAMB DETAILS) EXTERIOR ID 3.35 KSI MIN. CONCRETE OR 1.5 KSI MIN. CMU 4 1x BUCK OPTIONAL WITH SOLID CONCRETE 2x WOOD BUCK SUBSTRATE (SEE NOTE 4% (SEE NOTE 4)® DETAIL C DETAIL D TYPICAL FLANGED JAMB ANCHORAGE MAX. SHIM Null I11+— WOOD FRAME 1 131" DIA. MIN.I ' ll x2 1/2" NAIL, AT CORNERS I M AND 6" O.C. 114" i i i • • • i i lt!31 .MIN. 21/2" NAIL, VAX. AtNERS IM••i ••• ••• i i 6496"O.C. DETAIL F, (HEAD) DETAIL E, (JAMB) lYPISCAL INTgGRALFIN ANCHC D NO CHAMOES TH18 SHEETS • • • • • • • • • t0A TLLFINSLOOIY D!•VE C NOCHANQE8 THIS SHEET • •• • • • • NaWMIfl1 F/17! SE18A 7.UINANCCO UP TE60 R NO 9. ADDNOP.O.BQ)C 762Y ar: NDKONI0. FL X4274 vial FRAME 131" DIA. M x2 1/2" Ni AT CORNE AND WC DETAIL G, (SILL) AGE ANCHORAGE DETAILS ALUM. SINGLE HUNG WI Bettor srwnn subr 8H7W NTS 1 11 • 11 REVISED a with The Fluids FRAME 111111 0 ,( LYNN M// pd . • <F No. 55105 * /; V, IMPACT "',SSIONP-` na w,n A. LYNN MlLlpl P.E. 4040-20 D FL P.E.# 58706 4. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 11/2'. Ix WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE 1 311 INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 11/2" M1 ® THICK OR GREATER, INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 6. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 8063-T6 AND A MINIMUM OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE 1/4" MAX OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHIM SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET 11/4" 1l4" MAX. SHIM MIN. ALT llfl/nlll,, .. • ,,. CONCRETEANCHOR, FH BELOW MEETING RAIL. (SEE NOTE 1 & 3) METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM, IF THESE CRITERIA AMC MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR TAPOONS MAY BE USED. A FLANGED FRAME COMPONENT MAY BE SUBSTITUTED FOR AN INTEGRAL FIN FRAME COMPONENT FOR MULLED APPLICATIONS. FOR INTEGRAL FIN MULLED APPLICATIONS IT IS EXCEPTABLE TO REMOVE THE FIN AND ATTACH TO THE MULL THROUGH THE FRAME USING THE FLANGED FRAME ANCHORAGE REQUIREMENT. 6. ANCHORS ARE NOT REQUIRED AT THE SILL OF FLANGED UNITS. 7, MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FBC CURRENT, EDITION, SECTION 2003.8.4 (SUPPLEMENT 2005). WOOD ANCHOR, FH BELOW MEETING® RAIL. (SEE NOTE 2 & 3) INTERIOR ALL JAMB DETAILS) EXTERIOR ID 3.35 KSI MIN. CONCRETE OR 1.5 KSI MIN. CMU4 1x BUCK OPTIONAL WITH SOLID CONCRETE 2x WOOD BUCK SUBSTRATE (SEE NOTE 4% (SEE NOTE 4)® DETAIL C DETAIL D TYPICAL FLANGED JAMB ANCHORAGE MAX. SHIM Null I11+— WOOD FRAME 1 131" DIA. MIN.I ' llx21/2" NAIL, AT CORNERS I M AND 6" O.C. 114" i i i • • • i i lt!31 .MIN. 21/2" NAIL, VAX. AtNERS IM••i ••• ••• i i 6496"O.C. DETAIL F, (HEAD) DETAIL E, (JAMB) lYPISCAL INTgGRALFIN ANCHC D NO CHAMOES TH18 SHEETS • • • • • • • • • t0A TLLFINSLOOIY D!•VE C NOCHANQE8 THIS SHEET • •• • • • • NaWMIfl1 F/17! SE18A 7. UINANCCO UP TE60 R NO 9. ADDNOP.O.BQ)C 762Y ar: NDKONI0. FL X4274 vial FRAME 131" DIA. M x2 1/2" Ni AT CORNE AND WC DETAIL G, (SILL) AGE ANCHORAGE DETAILS ALUM. SINGLE HUNG WI Bettor srwnn subr 8H7W NTS 1 11 • 11 REVISED a with The Fluids FRAME 111111 0 ,( LYNN M// pd . • <F No. 55105 * /; V, IMPACT "',SSIONP-` na w,n A. LYNN MlLlpl P.E. 4040-20 D FL P.E.# 58706 Frm:% "Cew7aIry 1070 Technology Dr. / N. Venice, FL 34275 I / /I UTel. 941 -MO -1600 v 1 pgtindustries.com Product Evaluation Report Date: June 19, 2012 Product Description: Aluminum Tube Mullions Florida Product Approval M 13867 Manufacturer: PGT Industries 1070 Technology Dr. North Venice, FL 34275 941) 486-0100 Statement of Compllance-The product listed in this evaluation report, meets the requirements of the Florida Product Approval Rule, 9N-3. This product complies with the requirements of the 2010 Florida Building Code. Technical Documentation: Elevation, anchorage/installation drawings andTest Reports: Drawing # : 6300JR Test Report(s): FTL-6443 Test Standard: TAS 201, 202 & 203 as per FBC 2010. ' • Tested by Fenestration Testing Laboratory, Inc. at Medly, FL. • Installation: Units to be installed as per the attached installation drawings. • • • • • Limits of Use: 1. Maximum Design Pressures and sizes to be as listed in the lnstalltatiN Drawings. • 2. This product is impact Resistant and does not require shutters ip . • windborne debris regions. • • • • 3. This product is not for use in the High Velocity Hurricane Zone (HVHZ). Certification of independence: A. Lynn Miller, P.E. is employed by PGT Industries, and therefore has a ktiJfnancial interest in the company or any company manufacturing or V,(NN MlZj i, distributing products for which this report is b Ing issued, but does not, nor will acquire a financial interest in any other ty involved in the approvalZ` . • AGE F process of this product. 110.55705 _ 1 LLJilx OSSlNO-7 1 A. Lynn Miller, P.E. P.E. # 58705 , FL Cert. of Auth. #29296 IUITABLE FOR ALL LOCATIONS REQUIRING NON -IMPACT OR LARGE AND SMALL MISSILE IMPACT -RESISTANT PRODUCTS FIGURE 1: [—OPENING FOR VERTICAL MULL ARCHES TO BE MULTIPLE— SEE DETAILS INSCRIBED INSIDE RECTANGULARMULLIONS / A-D,G.H; SHEETS 2J SNAPS 1, SEE DETAILS I III / 11 A HRETS G; -3 A THRU AISHEETSI _ III SEE OETAp.S SHEETS2J VERT. OPENING MULL FOR LENGTH HORIZONTALMULL SEE DETAIL E, SHEET 3 FENESTRATIONPRODUCTSMAY BE OF ANY TYPE, 41 MUST BE III MANUFACTURED I I BY PGT. Ir- SEE DETAILS HORIZONTAL A -0,0,H; MULL SHEETS 2-3 LENGTH HORIZONTALMULLLENGTH ADDITIONAL EXAMPLES OF MULL CONFIGURATIONS: MULL [ —OPENING --y I m ORM MULL LENGTH— LENGTH i P OPERA OFOR P MOIL MORIZOPENINGLENGTHfYMULL s VERT. L r" ,r " MULLTN SINGLE MULLION SINGLE MULLION OPENING FOR VERTICALMULLOPENING FOR VERTICAL WILL SEE CORRESPONDING DETAILS FROM FIGURE 1 ABOVE, MULTIPLE MULLIONS GENERAL NOTES: • • • • 000 • • • • • • • • 1) DETAILSSHOWN ARE FORYHPMUCL ONLY CHO S OWN A IN JqQDI N TO ANY ANCHORS REQUIRED FOR THE FENESTRATION PRODUCT IN%Tj TYPIC WLI I NS ARQ WI"i.9 CH 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 DyESIGNED BY OTHERS. 2) THE TESTED ASEFREEAND NUMBER OF FIOATNG' ANQ DQ N( N EDI jT %E CTLI A ACif O THE MULLION CLIPS. TRAL jEfFORMANCE OF THE MULLED UNITS. MULLIONS HAVE BEEN 006 • • • • • • • 3) THE ANCHORAGE METHODS SHOWN HIAVE4BEBN D*SIGWD TORESIST THEW WDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. MULLIONS ARE CALCULAFED40 SEF@ECIP NCPMORE ?WAN U180, ?HE 1/3 STRESS INCREASE WAS NOT USED IN THIS ANCHOR EVALUATION. THE 1.6 LOAD DURAMIDN FACTOR WAS USES FCR TRE"AL84IONOF 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 SPAN OF ONLY TWO ADJACENT FENESTRATION PRODUCTS TO DETERMINE PRESSURES ANDANCHORAGE FOR THE COMMON MULLION, SEE EXAMPLES ON THIS SHEET AND SHEET 21. 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 FINDINGYOUR SIZE INTHE MULLION TABLES, ALWAYS ROUND UP TO THE NEXTSIZE SHOWN ON THE TABLE(S). 7) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TOTRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BECOATED OR CORROSION RESISTANTAS APPROPRIATE FOR SUBSTRATE MATERIAL. DISSIMILAR MATERIALS SHALL BE PROTECTED AS REQUIRED TO PREVENT REACTIONS, 8) REFERENCE: TEST REPORTS: FTL41443; ELCO ULTRACON/AGGRE-GATOR NOAS; ANSVAFBPA NDS -2005 FOR WOOD CONSTRUCTION; ADM -2005 ALUMINUM DESIGN MANUAL 9) MULLIONS AND CLIPS HAVE BEEN DESIGNED E TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT EDITION, SECTION 1626 AND ARE APPROVED FOR IMPACT AND NON -IMPACT APPLICATIONS. MULLIONS ARE ONLY TO BE USED WITH PGT -APPROVED FENESTRATION PRODUCTS HAVING CURRENT APPROVALS. INSTRUCTIONS: 1) DETERMINE DESIGN PRESSURE REQUIREMENT FOR THE OPENING 2) CHOOSE A MULLION THAT WILL FIT THE FENESTRATION PRODUCT 3) REFER TO SHEET 22 TO DETERMINE IF THE WIND LOADING IS RECTANGULAR OR TRIANGULAR/TRAPEZOIDAL. 4) FIND THE MULLION DESIGN PRESSURE FROM THE TABLES ON SHEETS 5 THROUGH 17 USING THE MULLION SPAN AND OPENING SIZE. THIS VALUE MUST MEET OR EXCEED THE DESIGN PRESSURE REQUIREMENTS FOR THE OPENING. 6) FROM THE SAME TABLE USED IN 114ABOVE, NOTE THE CORRESPONDING COLUMN, REQUIRED ANCHOR CAPACITY'. THIS VALUE REPRESENTS THE WINDLOAD TRANSFERRED TO THE OPENING BY THE ANCHORS AND MUST BE MET TO ATTAIN THE MULLION DESIGN PRESSURE. 6) FROM THE ANCHOR CAPACITY TABLE (SAME SHEET) AND USING YOUR OPENING'S CONDITIONS, VERIFYTHATTHE THE REQUIRED ANCHOR CAPACITY IS MET. MULTIPLE ANCHOR/SUBSTRATE/MULL CLIP COMBINATIONS MAYAPPLY. 7) VERIFY THE DESIGN PRESSURE FOR THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM. THE LOWER DESIGN PRESSURE, OF MULLIONS OR FENESTRATION PRODUCTS, WILL APPLY TO THE OVERALL ASSEMBLY. GENERAL NOTES ........................... 1INSTRUCTIONS .... .... ....... .......... i ELEVATIONS ...... -..._...................... MULL TO2XWOOD ......................_ 2 MULL TO 1X 6 MASONRY..........._. 2 INSTALLATIONNOTES ......... _........ 2 MULL TOMASONRY ................. .... 3 MULL TOSTEEL STUD ....... .__....... 3 MULL TO MULL ............................. 3 ANCHOR SPECS ............................. 3 ALTERNATATE CLIPS.....................4 BAY MULL INSTALLATION..............4 1 X 2 X.125 MULL SPECS ........ .... .8 I X2 X.375 MULL SPECS._............8 1 X 2.76X.375 MULL SPECS......._.7 1 X 2.75 X .05 NULL SPECS ...... ..... 8 1X 3.125X.500 MULLSPECS......., 9 1 X 4 X.126 MULL SPECS ..... ......... 10 1 X 4 X .375 MULL SPECS ....... _..... 11 1.25 X3.155 X.265 MULL SPECS.,, 12 2 X4 X .25 MULL SPECS ..... .......... 13 2 X5 X.25 MULL SPECS.............. 14 1.25 X2.11 X,123 MULL SPECS.... 18 30• X 3.25BAY MULL SPECS.._.... 15 46' X 3.25 BAYMULLSPECS......... 17 MULLION B CLIP OIMENSIONS...... 18-20 EXAMPLES 1 82 ......... ............... .....21 LOADING EXAMPLES ..... ................ 22 VNN hvttFR., do .•X SV,SE 56705 W i Q''•.,, FLOat' FSSIONP,,•: A. LYIfgMILLLR, P.E. FL P.E.# 68705 PER SUBSTRATE, PER SUBSTRATE, SEE TABLES 1B•1013 ATTACHMENT EMB MENT' BYOTHERS, SEE NOTE /, 6MEET 1. 0% DETAIL A: • • DEIA}L93: • 000 MULLION MULLION TO 2X WOOD BUCK MULLION MULLION ATTACHED TO 1X BUCKSTRIP TYP. ANCHOR 4 OR WOOD FRAMING WOOD BUCK AND MASONRY AND PER SUBSTRATE, ps ATTACHMENT 9EE SEE TABLES IB -108 d BY OTHERS, SEENGTE I, NIIMULLION • • • • • • • • • • SHEET 1. I I $ h I • • • • • • a Y •I j •'.•. z N I SEE SHEETS • • • • • • • • • •i MIN 7.7 KSI •' • O EITHER HE I I I 18-20 FOR HOLE d b I CONCRETE OR CMU' I" I DISTANCE J OFFSET MUARD LL ° e I LOCATIONS ° I I SEESEESEE TABLESEDGEoEDGEDISTANCE16108CLIPMAYBEIDISTANCEm a I e FOR MASONRYINSTALLEDBYd1IIFORWOODIIANCHORS Ui < THIS METHOD. SCREWS L 25VMAX FOR ° •d ° I I I SIDE VIEW OALLMULLIONSd 4 ° e ERHER THE e e ° 6TANOMD 0 d a a d OFFSETMULL ? eCLIPMAVBE0:aU d EXTERIOR ° e • e INSTALLED BY f p EDGE THIS METHOD. y ae ° d DISTANCE ° 4 ? y=+ FOR ° F- ZAd < c0 ANCHORS L< O Z EXTERIOR ° d e° ° ANCHORS TYP'ANCHOR PER SUBSTRATE, SEE TABLES 18 -ICC L/f / AND ATTACHMENT BY OTHERS, { SEE NOTE k 1, SMEETI. SIDE VIEW FRONT VIEW INSTALLATION NOTES: 1) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 2) QUANTITY OFANCHORS AND MULLION SIZE SHOWNABOVE ARE FOR PICTORIAL REPRESENTATION 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 -D, EITHER THE STANDARD OR INTERIOR CLIPMAY BE USED. 3) ANCHOR HEAD TYPE MAY BE PANHEAD, HEXHEAD OR FLATHEAD. 4) WOOD BUCKS ARE OPTIONAL, SEE DETAIL C, SHEET 3. TYP. ANCHOR TYP. ANCHOR PER SUBSTRATE, PER SUBSTRATE, SEE TABLES IS -108 SEE TABLES 1B•1013 EDGEENDDISTANCE BUCKSTRIP SEE TABLES AND 16108 ATTACHMENT EMB MENT' BYOTHERS, SEE NOTE /, 6MEET 1. MIN 2.7KSI CONCRETE OR CMU FRONT VIEW 111111 LYNN No.58705 q q • [amu; 0x •, STAT F ORIOP.•'' N SS/0NAL E A. LYS/ "IL@t, P.E. FL P.E.# 68705 DETAIL C: MULLION DIRECTLY ATTACHED TO MASONRY STRUCTURE EITHER THE STANDARD OR OFFSET MULL CLIP MAY BE INSTALLED BY THIS METHOD. 4 a 6EE NOTE 1, EXTERIOR 4. 4 EDGE EDGE DISTANCE DISTANCE FOR MASONRY SEE TABLES AN TYP. ANCHOR PERSUBSTRATE, SEE TABLES 18-105 AIN 2.7 KSI CONCRETE OR CMU FRONT VIEW Y I ' 4 TYP. ANCHOR PER SUBSTRATE, SEE TABLES IS, -10B By OTHERS, 6EE NOTE 1, SHEET 1. EDGEDISTANCE SEE TABLES MIN2.7 KSI CCNCRETEORCMU 1610S SIDE VIEW INSTALLATION NOTES: 1) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO, 2) QUANTITY OF ANCHORS AND MULLION SIZE SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION ONLY, BECAUSE THE ANCHOR CAPACITY IS BASED PARTLY ONTHEANCHOR TO ANCHOR DISTANCE, THE CORRECT QUANTITY AND LOCATION OF ANCHORS MUST BE FOLLOWED, REFER TO THE TABLES ON THE FOLLOWING SHEETS. FOR DETAILS A -D, EITHER THE STANDARD OR INTERIOR CLIP MAY BE USED. 3) ANCHOR HEAD TYPE MAY BE PANHEAD, HEXHEAD OR FLATHEAD. 4) WOODBUCKS ARE OPTIONAL, SEE DETAIL C. SHEET 3. f • • f • • • DETAIL E: MULLION TO MULLION128IN.• : • • f TERSECTION NO AYBE INSTALLED IN "TEE" OR "CROSS' INTERSECTIONS. VARIES 2) MAY BE INSTALLED HORIZONTALLY SHOWN) OR VERTICALLY. 3) SEE U -CLIP DRAWINGS, SHEETS 18.20 T}1 "' • FOR CORRESPONDING MULLION. f f • • • • • • • • MULLION VARIES—l---1 12 STEEL SCREWS, SELF -DRILLING OR PRE -DRILL MULUON AND USE BMS zz c MULLION LU -CLIP —SECTIONU-DLK EXTERIOR SEE SHEETS 18.20 FOR HOLELOCATIONS FRONT VIEW EDGEDISTANCE SEE TABLES1S -los SIDE VIEW FRONT VIEW EXTERIOR DETAIL D: MULLION ATTACHED TO STEEL STUD TYP. ANCHOR FPERSUBS7MTE, SEE TABLES IB -10B r' SEESHEETS 1&20 FORHOLE LOCATIONS MULLION FORSTEELSTUDS THINNER THAN 10 GA AND COMPLIANT WITH THE FL BUILDING CODE, A 2X WOOD BACKER MUST USED. ATTACHMENT BYOTHERS. USE WOOD ANCHOR SPECS NOTES: 1) FOR 2X WOOD -BACKED STEEL STUDS, WOOD ANCHOR VALUES MAY BE USED. 2) SEE CORRESPONDING MULLION TABLES, SHEETS 8-17, FOR QUANTITY OF SCREWS. m EDGEDISTANCE SEE TABLES 1S -10B SIDE VIEW ZO P LYNN .......... ee''ii N0.58705 A• STAT OF ` I '• N PLOR0 SS(ON AA- A. LJ UMILLO P.E. FL P.E# 68705 DETAIL F: FIELD -MODIFIED MULLION CLIP SEE DETAILS AF. SHEETS 2AND 3FOR INSTALLATION. x TO SPECIFIC SUBSTRATES. SIDE VIEW 00 00 .. . 00 DETAIL G: • • • • • • • • • DETAIL H: ANGLE MULLION CLIA° • • • • • • • BAI6MULLION INSTALLATION ULLION • • •• •• • • • • • • • • 00 • •• • • • • 0 09 0 0 0 0 TOP VIEW 30* OR 15' BAY MULL 90p, O00 3 m I TYP. ANCHOR t I 2 I= gSTANDARDMULLIONCLIPIIPERSUBSTRATE, I I EXTERIOR f[ MODIFIED TO FR FIELD I SEE TABLES 113-1IS I J CONDITIONS. I 11 I Q Z 1 I W j I 2'XR ANGLECUP. EN Z Q a51II I 2PERMUWONEND,MUST bE 0 Z MULLION I 11 1 I INSTALLED INSIDE OF SAY MULL. LrLI Q Y8. II I 1 2'X 5'X.126' 'T yI1IANGLECUP, 2PER MULLION END. V? Q11IMUSTREINSTALLEDQZ 0 INSIDE OF MULL. 1 I TYP. ANCHOR PER SUBSTRATE, SEE TABLES 1&100 1 INTO WOOD, STEEL, ALUM INTO WOOD, STEEL, STANDARD CLIP TO BE EXTERIOR OR MASONRY Ey ALUM, CMU OR MASONRY MODIFIED IN+19LD. EXTERIOR INTO WOOD, STEEL, OALUM, CMU OR MASONRY DISTANCEPER ANCHOR3EDGE DISTANCEANACHOR NN !2< NOTES FOR INSTALLATION OPTION G 8 H: \ PER O` 0.•'1GENSF NOTESFOR INSTALLATION OPTIONS F: 1) USE 2 ANGLE CLIPS PER MULLION END, CLIPS MUST BE INSERTED INSIDE OF MULLION. `' : '•. * 58705 1) DETAIL IS NOT APPLICABLE FOR THE BAY OR 1.28' X 2.11' X.125- MULLION. 2) DETAIL 0: SEE TABLES 18-118 FOR ANCHOR QUANTITIES AND SHEETS 15-20 FOR HOLE _ .k ; 140. LOCATIONS. 2) SEE TABLES 1B-100 FOR ANCHOR QUANTITIES AND SHEETS 18.20 FOR HOLE LOCATIONS. = iA i"L41 ,• 3T LARLES120OR130FORANCHORQUANTITIESANDSHEETS18.20 FOR „0 •. TE OfHOLELOCATIONS. ; • Z ; 3) THE 2X5 CLIP IS NOT SUITABLE FOR THISAPPLICATION. SiP0, • FLoa1pP•'C SSIONN A. LYiJN TIIl 114, P.E. FL P.E.# 68705 ABLE 1A Opening • • • • • *00 501n 60 in 70 in 80 in 901n • • • •t01Rn • • 120 •• 1401n 1s0Ie ReasngWu Trapfilarg. R&MA gNu TrWTAeng. Recten9uin Trap?nang. Reclargulu Trap/Tdang. Rectangular TmPrr elt. alRaclan9*ff TmWriarg. Reatangular Talprrftq. Rectangular TrWTfieng. Rectangular TaplMan1X2tt .125 Luadin9 Loadkt9 Ldadlno Loadkm LWdim Lcadlna Loadino Ladlm Ladlm t nemm tcadlna r •, • n..nm • aemm • i ,uAln„ i..•wx,,, ,., , Alum. Tube Mullion SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. LIS J1 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. F e 0 1 ANGLE CLIP MUST BE USED 84 PAIRS. FIGURE 4: FIGURE 6: me ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES, HOLES MAY BE DRILLED IN 2000• 0 THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. 1111 11 42in 111.9 406 129.5 332 03.2 408. 118.5 325 79.9 400 107.81 321 1 69.9 408 104.4 319 621 408 104.0 319 55.1* 4t•104.5 379 46.er 4 s 704. 3% 39.9 408 104.0 319 35,0 408 104.0 319 481n 74.9 312 83.0 258 62.4 312 73.4 252 53.5 312 67.0 248 46.8 312 83.2 246 41.8 312 61.3 244 37.6 312 61,0 244 31.2 312 61.0 244 25.8 312 61.0 244 23.4 312 61.0 244 50.6251n 63.9 281 70.6 234 63.2 281 67.6 226 46.6 281 55.7 224 38.9 281 82.1 222 36,5 281 60.1 210 31.9 261 49.3 219 28.6 281 49.3 219 228 281 49.3 219 20.0 281 49.3 219 64 in 528 247 67.6 207 43.9 247 49.8 202 37.6 247 W,8 109 32.9 247 41.8 198 29.2 247 39.4 194 26.3 247 38.4 193 21.9 247 36.1 193 19.8 247 36.1 193 16.4 247 38.1 193 00 In 38.4 200 41.2. 170 320 200 35,4 166 27,4 200 31.5 163 24.0 200 28.9 160 21.3 200 27.1 169 192 200 25.9 157 16.0 200 25.0 156 63 1n 33.1 181 35.3 155 27.8 181 30.3 t52 23.7 Al 26.9 149 20,7 181 24.5 146 16.4 181 226 1" 16.6 161 21.7 143 68ln 2a8 106 30.6 142 24.0 165 20.1 139 20.6 105 23.1 138 1 18.0 165 21.0 134 721n 22.2 139 23.3 120 Is's 139 18.9 118 ti9 130 17.b 118 78 In 18.9 125 19.7 109 15.7 125 16.8 107 78 N 17.5 118 10.2 104 ABLE 1B Substrata: 2A Concrete3,,'* Caro. Flollav CMU FWW CMU PT Wood Metal TO CALCULATE THE ANCHOR CAPACITY Anchor Capacity Anchor Anchor tea' Y16' Eke LM=- Ekot/4' Eko Wracon Ultmon 311W Elco U6raeon 11P S6 Eko &16"Elco 14" 68 Elw O10 tYaal OttWeal $12 ENOREQUIRED14' Eft t4lnem AppraOeta Utlraoan AgWaGida Screw (GS) Scnw (G5) Sc, (GS) FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTEDONTHE TABLE, Ibs) EdgeDlstanosQN: V 2-1/Y t" I 2-1rr 1118` 1• 2.1/2• 1` 2-1rl 2- 3.118" 7 0.48• 0.54` 0.324" THE FOLLOWING FORMULA MAY BE USED: Embed -rd Qn): 1-3/4^ 2 Anahas IWandani a OffsetGI i t . 390 Ws 1.314' 390 Ws 1.3x4^ 450 Ws 1.34` T 1-114" a90" 1541 Ibs Z70lbs 1.714` 2W Ibs 1.114` 354 Ws 1.14` 1-114' 1-1/4` 7401bs 7 1.3/0• 1.318^ (ala nolo4 CAPACITY „yDP,) X ) •CAPACITY,,, 40a M 064 Wa 11a2lbs 328 Ws 4201W 580 Ws 4 Anchor / Etandard or Oft@Q GI (Fig. 480 Ws 700 6» WA WA WA WA 360 rot WA WA WA WA WA 652 Ws 640 Wa 1120 Ws THE RESULT WILLYIELD A MINIMAL. ANCHORIM4ArcherI276AngleCa3: 780 lba 780 Wa a80IW 1560 Wa 180IW $40 Wa 660IW WA 700 Ws RX Ibs s69 Ws 23541 W 632IW 840 Ws 1120 get CAPACITY AND MAYBE USED QUALIFY2Ar1cMn / U•CH It -do 1I6" Alum. 4: WA WA WA WA WA WA WA WA WA WA WA WA WA WA 770 Ws ADDITIONAL ANCHORAGE OPTIONS. 108 Ws 196 its 2261St 4461b• 622 Ia t3S MM 401W 177 Wa 370 Wa 234 sm 332 Ws 391111. 183 b. 210roe 280Wa 2Allchaa / F•CNp (Fla :a 240 Wa 1 350 Wt I WA I WA ) WA I WA I 1901W I WA WA - - ( _ - WA WA T WA 3Z Ib. 4201bs 560 Ica TOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN ANDANCHORVALUES ASTHE STANDARD CLIP. FIGURE 1: FIGURE 2: O 11 O 101 0 • 11 11 • 01 FIGURE 3: SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. LIS J1 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. F e 0 1 ANGLE CLIP MUST BE USED 84 PAIRS. FIGURE 4: FIGURE 6: FIGURE 8: me ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES, HOLES MAY BE DRILLED IN 2000• 0 THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. 1111 TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR 04FORMATION ON LOADING. SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. 1.000- 000• 2) 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TOSCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18.20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES, HOLES MAY BE DRILLED IN 2000• THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. 1 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT-FILLED[ [-'126• CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED .-L YELLOW SOUTHERN PINE WITH AN SG OF 0.66, ALUMINUM SHALL BE 8083-T5 AND BE A MINIMUM OF ,125" f THICK STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045• THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 1' X 2• X.126* MULLION LEAST .125' THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3SCREW THREADS BEYOND THE MATERIAL 001.x.• 1G6NSE •. 'Q No. 58705 a F` w= STA E OF 1ONNIA.MILLE'R P.E. FL P.E.# 58705 ABLE 2A iO t t: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA MAY BE USED: CAPACITY- APACITYOP-) X ( DP-- )= CAPACITY - THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. FIGURE 1: Substrate: 2.7k Concrete 3.5k Coac. Opening • 0 • 0 • PT Wood Metal Ar1Ch07 Capacity Anchor Type: 3/18" Eko Unrecon 50 in d18" Elmounracorr 80 in 701n 80 in 901n • So M • 120M • 1401n 3.1/0" 160In 2-1/S 2 x.375 m. Tube lullfon 42 In Rectangular Traprtdang, Ramlango Trap/Tiiang. Rectangular TrsplTnang. Rectangular TFap/Tdang. Rectangular TrapRnang. Rectangular Tntp/frkng. Rectangular rap/ ang. Rectangular TrWMang. Rectangular TraprTdWVLoadingLoafingLadngLoadingLoafingLoedlngLoafingloadingLoadngLoadingWalingLwdingLoafingWadingLoadingLoadigLeadngLoafing n a _ ate• _ 5 • t 170.0 620 170.0 435 1151.3 662 1 170.0 478 1297 662 170.0 506 1113.5 662 169-51 616 1100.0 662 168,9 517. 908 662 168.9 517 75.7 652 168.9 517 64.9 662 188.9 517 56.7 552 188.91 517 48 in 121.8 807 136.0 419 101A 507 119.21 410 1 88.9 507 108.7 403 76.0 507 1028 399 67.6 507 99.6 397 60.8 507 99.0 3% 50.7 607 99.0 396 43.4 507 99.0 396 36.0 507 89.0 396 60.625 in 103.71 456 114.8 379 86.4 458 99.9 371 74.1 456 90.5 364 64.6 456 54.6 360 57.6 456 81.3 357 51.8 456 80.0 356 43.2 456 80.0 356 37.0 458 80.0 3% 32.4 456 60.0 358 54 M 85.4 400 93.3 336 71.2 400 80.9 328 61.0 400 727 322 53.4 400 67.3 318 47.5 400 84.0 315 42.7 400 82.3 314 35.6 400 61.8 313 30.6 40D 61.8 313 26.7 400. 81.8 313 80 M 82.3 324 88.9 278 57.9 324 57.5 270 44.5 324 51.2 261 38.6 324 46.9 250 34.6 324 43.9 257 31.1 324 42.0 255 28.0 324 40.5 263 22.2 324 40.6 253 19.5 324 40.5 253 631n 53.8 294 57.4 252 44.8 294 49,1 246 38.4 294 43.8 241 33.6 294 39.8 237 29.9 294 37.1 234 26.9 294 36.2 232 22.4 294 33.5 230 19.2 294 33.4 230 16.6 294 33.4 230 65 in 48.6 286 49.6 230 39.0 288 424 225 33.4 268 37.5 221 29.2 268 34.1 216 28.0 168 31.6 215 23.4 266 29.6 212 19.5 268 28.0 210 1&7 265 27.7 209 14.6 266 27.7 209 72 in 38.0 225 37.9 196 30.0 225 322 191 25.7 225 28.4 186 22.5 225 26.6 185 20.0 225 23,5 182 1 18.0 225 22.1 180 1 15.0 225 20.3 177 1 12.9 225 19.6 176 11.3 225 19.6 176 761n 30.8 1 202 32.0 177 25.5 202 27.2 173 21.9 202 23.9 170 19.2 202 21.6 167 17.0 202 19.7 165 1 16.3 202 18.4 163 12.8 202 16.7 160 1 10.9 202 15.9 158 9.8 202 15.8 158 78 in 28.3 192 29.8 168 23.6 162 26.1 165 20.2 192 220 162 17.7 192 19.7 159 15.7 192 78.7 157 14.2 792 16.8 155 11.8 192 15.2 162 10.1 192 14.4 150 8.9 192 14.2 150 901n 18.5 144 19.0 128 16.4 744 18.7 128 96 M r ono 15.2 127 15.8 713 iO t t: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA MAY BE USED: CAPACITY- APACITYOP-) X ( DP-- )= CAPACITY - THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. FIGURE 1: Substrate: 2.7k Concrete 3.5k Coac. 101 11.1low CMU O I Filled CMU PT Wood Metal Ar1Ch07 Capacity Anchor Type: 3/18" Eko Unrecon 114' Elco Unraccn d18" Elmounracorr 3/16" Eko tntrxon 114" Eft Ullracon 1114"88 Eko d/6" EW 114" S6 Eko 010 6t" 812 91.• 112S AgpreGalw Ultramwl AggteQMw 6crrrw (05) Smmv (QS) Screw (OS) Ibs) Edge Distance (In): 1" 2.1/r 1" 2•1/r 3.1/0" 1" 2-1/S 1" 2•trr r 3.1/w 2' 0.4r O.W 0.324" ANGLE CLIP MUST BE USED IN PAIRS. Embsdmem MY 1.314" 1.N4" 1.314" 1•d4" 2' 1.114• 1-1/4" 1.114" 1-i/4" 1-114^ 1.1/4" r 1.31e" 1.3rr see naleQ2Anchors / Standard w00" Cp 0'I . 1y 390lbs 3901135 450 Its on on 15" lbs 270135 260 t. 354 IW 740135 480 IW 64t. 1162 1. 3201 I. Z20135 9801 s 4 Anchor. / Standard w Ot6a0 C9 F 2: 4801W 7001. WA WA WA WA 38016. WA WA WA WA WA 8 ba 8401. 11201. 4Arlchp5 / 2s5 A • (F 3 • 760ks 7801. Oe0 1. 1580 IW Is" tW 540 les 890113. WA 760 ba 9361135 OBO bs 2364 bs 852 bt H40 bs 11201. 2 Anchors I U•Cp , Into 1/r Alum. . 4 WA WA WA WA WA WA WA WA WA WA WA WA WA WA 71e 1. t Anchor l F ff . 6 1951 1951. 225 Ms 4451. 822113. 1331. 1401. 1771. 370 be 234 lbs 3321. 9911. 163 IW 2101. 280113. 2 Andras / F•Clip F . e . 2401. 501. WA WA WA WA 7901. WA WA WA WA WA 3281. 4201. SBO 135 iO t t: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN ANDANCHOR VALUES AS THE STANDARDCLIP. TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULAMAY BE USED: CAPACITY- APACITYOP-) X ( DP-- )= CAPACITY - THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. FIGURE 1: FIGURE 2: TABLE NOTES: 101O 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 24 FOR GENERAL INSTALLATION METHODS. j 1.000' j-- FIGURE 3: 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 SHEETS 16-20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED W 2,000' ILTHEFIELDFOLLOWINGDIMENSIONSSHOWNONSHEETS18.20. ANGLE CLIP MUST BE USED IN PAIRS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED 376" FIGURE 4: FIGURE 5: FIGURE 6: CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED O YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF .125" THICK, STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK (18 GAUGE). STRUCTURAL. STEEL TO BE AT 1' X 2' X.376' MULLION LEAST .125' THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3SCREW THREADS BEYOND THE MATERIAL, 1r4i IIIIllllr ONN Alit, 55705 G dl yaILI w O STATEOF EPOS'•.,• FL.OS\ A. L4 NMIIQ111' P.E. FL P.£.# 58705 ABLE 3A 0 -inn • • • • • • a • . eau iw I wn IwA wq I1ae be WAI WAI WA I WA 1 328 Ibs 1 420 bs f 560 ba TOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 21. FIGURE 1: FIGURE 2: 0 F -0 -' Ip 0 1111 0 ' D I FIGURE 3: 501n 60 in 70 In 80 in 90 in 4109 M 120 in • 1401n 180 In 1 X 2.76 X 375 Alum. Rectangular TiapfTrlarp. Loading Loading Rect"uler Tmp/TMng. Rectangular TraprTdeng. Loading Loading Loading Loading Rectangular Trap/Tdarg. Rectangula Trap/idarg. Loading Loading Loading Loading sectanguler Tnap/T*% Loading Loading ReClrpular Trip M1`ng. Lading Loading tectsngular Trap/Tdang. Rectangule TnVTMng. Leading Lading Loading Loading Tubb Mullion g _ _ g 99 _ g _ _ _ 5 _ _ c a d ' ' S • T I g I 1 skiI I 5 5 5 _ g ii' a 421n 170.0 620 170.0 436 170.0 7M 170.0 478 170.0 We 170.0 506 170.0 992 170.0 519 170.0 1116 170.0 621 17 . 1240, 1700 6A 1407 .301 47700 4611 127.5 1301 170.0 521 111.5 1301 170.0 621 481n 170.0 708 170.0 524 170.0 850 170.0 584 170.0 992 170.0 830 170.0 1133 170.0 651 151.8 1139 170.0 877 136A 1139 170.0 SW 113.9 1139 170.0 680 97.6 1139 170.0 SW 65.4 1138 170.0 680 50.826 M 170.0 747 170.0 583 170.0 896 170.0 631 167.8 1032 170.0 684 146.8 1032 170.0 723 130.5 1032 170.0 747 117.4 1032 170.0 756 97.9 1032 170.0 768 53.8 1032 170.0 756 73.4 1032 170.0 756 541n 170.0 787 170.0 612 161.3 907 170.0 691 138.2 907 184.7 730 120.9 907 162.5 720 107.5 907 145.0 714 96.8 907 141.1 710 00.8 907 140.0 709 69.1 9007 140.0 709 60.5 907 140.0 700 601n 141.1 735 151.5 625 117.8 735 130.3 011 100.8 735 116.0 599 862 735 108.2 580 76.4 735 99.6 583 70.5 735 95.1 576 58.8 735 - 81.8 574 50.4 735 91.8 574 44.1 735 91.8 574 631n 121.9 666 130.0 570 101.6 886 111.5 857 87.0 Bee 96.9 547 75.2 086 9D.1 638 67.7 686 83,9 631 00.9 868 79.8 626 50.6 668 75.8 521 43.6 668 75.6 521 38.1 686 76.6 621 co 6810 106.0 807 112.4 522 863 607 88.1 511 75,7 607 85.0 501 66.2 607 77.1 493 58.9 607 71.5 405 63.0 607 67.6 481 44.2 607 63.4 470 37.8 607 62.7 474 33,1 807 627 474 721n 0 81.8 510 85.8 443 68.0 510 73,0 434 58.J 510 64.3 428 51.0 510 57.9 419 45.4 510 53.3 413. 40.8 510 50.0 408 34.0 510 45.9 402 29.2 610 41A 399 25.6 810 44.3 399 76 in 69.4 458 72.6 400 67.8 458 51,7 392 49.6 438 54.1 385 43.4 468 416 378 38.6 458 44.6 373 34.7 456 41.6 366 28.9 458 37.7 382 24.8 458 36.0 359 21.7 456 35.7 358 781n 64.2 435 67.0 381 53.5 435 58.8 373 45.9 435 49.6 366 40.1 435 44.7 380 35.7 436 40.9 385 32.1 436 36.1 351 26.8 435 34.4 344 22.9 435 32.8 341 20.1 435 322 340 90 M 41.6 327 43.1 290 34.8 327 36,4 286 29.9 327 31.B 280 20.1 327 28.3 275 23.2 327 25.7 271 20.9 327 23.7 286 17.4 327 21,0 252 14.9 327 19.3 268 9610 54,4 257 35.4 257 28.7 267 29.9 252 24.8 287 25.0 248 21.5 207 23.1 244. 19.1 287 20.9 240 17.2 287 19,3 237 14.4 287 16,8 232 10810 24.2 227 24.7 206 20.2 277 20.0 201 17.3 227 18.0 108 16.1 227 18.0 195 111 In 22.3 215 22.7 141 15.6 215 19.1 191 18.9 215 18.6 188 1201n 17.6 154 179 167 ABLE 3B Substmis: 27k Concmle 3.5k Conc. Holim CMU Filled CMU PT Wood Morel TOCALCULATE THEANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ONTHE TABLE, THE FOLLOWING FORMULA MAYBE USED: CAPACITY— DP"„,) X ( / . CAPACITY,,,, M1er THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAYBE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. Anchor Capacity 5/16" Elco t/4" SS Eko 1416" Elco v4" 88 Ek. #10 S1r1 #12 81stl M72 Slawmean114" Elco Utracan Macon y10' Elea uer4em 1l4" Elm Uarecan Ag..Satw U6rewn Aggim0ator Screw (GB) Sow (05) Screw (G5) Anchor ryI»: fift'. lbs) Edge Ostanee pro:.112' 10 2.1/2" ave" 1" 2 -Irl" 1" 2.1/7 2" Y1/8" 7 0.48" 0.54" 0.324" Embodmerd ftty4' 1-y4" 1.374" 1. 1-1/4" 1.114" 1.114" 1.1/4" 1.114" 1-v4" ? Im3Ir 1.38' (seenoleq 2Anchm / Standard aOR.tl . 1):9D Ibs 450 Ibs 890 its 1644its 270Jos 2W Ibs 354 lbs 740 ibs Me bs 664 Ibs 118214 328 Ibs 420 Ili 500 the 4Anchor / Stanard orO9aet U Q:1g. :0010. WA WA WA WA 38080 WA WA WA WA WA 652 Ibs 840 Ibs 1120 Ibs 4 Anchor I 2X5 Angle CII flg. 3):80 Ibs 6w Ibs 1680 Ibs 16981bs 540 Ibs 5W Ibs WA 780 bs 036 bs 880 bs 2354 Ibs 652 tbs 840 ibs 112014 2 Anahao / U -CB kde 1/8" Akm. . 4 :WA WA WA WA WA WA WA WA WA WA WA WA WA 710 lbs 1Anchor / F CII . s :95 I. 22514 MS b, 82210+ 13516, 140 Ibe 177 be 370169 231 ba332 Ib. 501 Ws 10:1 bs 21014 280 p1e eau iw I wn IwA wq I1ae be WAI WAI WA I WA 1 328 Ibs 1 420 bs f 560 ba TOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 21. FIGURE 1: FIGURE 2: 0 F -0 -' Ip 0 1111 0 ' D I FIGURE 3: 0 ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING SEE SHEETS 2-4 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 SHEETS 18.20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. 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 -TS AND BE AMINIMUM OF .125' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33AND .045" THICK (18 GAUGE). STRUCTURAL STEELTO BEAT LEAST .125" THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. illlllllli/ LYNN .........flz l •''\CENSe ''•,'P N0.56705 craSTO_=. 10 11/IStONA\- Ool E A. LYf 111'N78LLEA, P.E. FL P.E.# 58705 ABLE 4A TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA MAY BE USED: CAPACRY,,,,,\ DP,) X ( DR / a CAPACITY - THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. Subetms: vrwr. rnI r cnrr VA UCO Ab I nE a IAIVUAItU cLir. (AKGLEU VALUES ARE USED IN THE EXAMPLE ON SHEET 21. 2.7k m• FIGURE 2: 3.5k Cone. 0 Holies CMU Opening 114" Eko Ullnxon SHS' ElcoWraeon W in i/4" Elcu 1111 wan i/4' SS Elco &18" Elco 1/4" 88 Eloo 910 SINI 012 Sint 012 SlealAaveGalorUkraeonA9araGator8cme(GS) Screw(G5) S. -(G5) 50 N 7D N 1" 80 N 1 1" 90 N Z In at 120 In • 70 140 N 180 in K 2.75 x OAIUm. Rectangular Loading Trap/idang. LoaWng Reclarlgular I Trap/Tdnng. RsotanguW TraplTdeng. Loatlng LoaGnQ Loading Loatl(ng Rectangular LoadNg TraplTdeng. Loeding Rawengular Tm dan . PrT Q Loading Ladng s ular TraRnp • prt .• Loadkg g ja ular T pang. clarquler T Loadl'ng. Reclerguler TrapRdarp. Load ng a np Lpatlinp LoatlinQ Ldatling Loading Tube lullioil 42 in a yuI nIIg s p d 6 d 170.0 620 170.0 435 r S e` Iu iR s a K • _ a d b Zd 6 Z @. 2 d Z d •d 170.0 744 170.0 478 170.0 889 170.0 506 170.0 092 170.0 519 170.0 1116 170.0 621 11110.0 1241 111.0 S' 6 $ X 6a® < a 8 dB ¢ 691 IJD.0 D1489 1911D.0 a 1e1 156.7 1620 170.0 $21 138.8 1020 170.0 521 48In 1 170.0 708 170.0 524 170.0 850 170.0 684 170.0 992 170.0 630 170.0 1133 170.0 881 170.0 1275 170.0 677 170.0 1417 170.0 890 141.7 1417 170.0 680 121.6 1417 170.0 860 108.3 1417 170.0 880 60.626 In 170.0 747 170.0 663 170.0 696 170.0 631 170.0 1016 170.0 684 170.0 1195 170.0 723 162.6 1288 170.0 747 146.3 1268' 170.0 756 121.9 1286 170.0 756104.5- 1286 170.0 756 91.4 1288 170.0 758 54N 170.0 797 170.0 612 170,0 956 170.0 891 170.0 1116 170.0 754 150.7 1130 170.0 503 133.9 1130 170.0 937 1208 1130 110.0 SW 100.5 1130 170.0 551 88.1 1130 170.0 861 75.3 1130 170.0 661 60N 170.0 885 170.0 701 146.5 915 162.3 TO 125.5 915 144.5 748 109,9 915 132.3 736 97.8 915 123.9 726 87.9 915 118.5 720 73.2 915 114.4 716 62.8 D16 114.4 716 54.9 915 114.4 715 631n 151.8 630 161.9 710 128.5 530 138.9 69,11 108.5 830 1232 681 94.9 - 830 112.2 570 84.4 830 104.6 662 76.9. 830 99.4 868 93.3 830 94.5 648 54.2 930 94.1 1 649 47.4 630 94.1 549 68N 1321 757 140.0 650 1 110.0 757 119.8 We 94;3_,757 105.9 624 92.5 757 96.1 814 73.4 757 89.1 606 66.0 757 94.2 800 55.0 757 79.0 593 47.2 787 78.2 691 41.3 757 78.2 591 721n 101.7 636 106.6 562 1 84.8 S36 91.0 540 r72.7 636 80.1 1 530 63A 836 72.2 1 521 58.8 838 66.5 514 50,9 838 82.3 508 42.4 636 1 572 500 38.3 636 65.3 497 31.8 836 55.2 497 76 in 85.6 671 WA 496 72.1 571 76.6 486 61.9 571 87.4 479 64.1 671 60.6 471 46.0 571 55.3 484 43,2 571 51.8 459 36.0 571 47.0 451 30.9 671 447 27.0 671 M,6 446 78 In 80.0 542 83.4 474 607 542 70.8 465 57.1 642 52.1 456 W.0 542 55.7 449 14.4 642 51.0 442 40.0 842 47.5 437 33.3 542 42.9 429 28.8 542 425 25.0 602 40.1 423 901n 52.1 407 53,7 361 43.4 407 434 355 37.2 407 39.8 349 32.5 407 35.3 343 28.9 407 32.1 336 20.0 407. 29.6 334 21.7 407 26.1 327 18.6 407 322 16.3 407 23.0 319 so N 429 356 44.1 320 35.6 36& 37.2 314 30.7 358 32.4 309 26.8 358 28.8 304 23.8 358 25.1 300 21.5 358 24.0 299 17.9 358 21.0 24.1 269 15.3 358 294 1081n 30.1 283 30.8 265 25.1 283 26,9 251 21.6 283 22.6 247 18.8 283 19.9 244 16.7 263 18.0 240 16.1 283 18.6 237 111 N 27.8 267 28.3 242 23,1 257 23,8 236 19.6 267 20.8 235 17.3 267 15.3 231 15.4 267 16.6 228 120 N 22.0 229 22.3 209 18.3 229 18.8 205 16.7.-M22291&.2 TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA MAY BE USED: CAPACRY,,,,,\ DP,) X ( DR / a CAPACITY - THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. Subetms: vrwr. rnI r cnrr VA UCO Ab I nE a IAIVUAItU cLir. (AKGLEU VALUES ARE USED IN THE EXAMPLE ON SHEET 21. 2.7k m• FIGURE 2: 3.5k Cone. 0 Holies CMU I Filed CMU PTWood MetalAnchor Capa6lty Anchor Typa: 116' Eko U9nwn 114" Eko Ullnxon SHS' ElcoWraeon 3116' Elco Utracon i/4" Elcu 1111 wan i/4' SS Elco &18" Elco 1/4" 88 Eloo 910 SINI 012 Sint 012 SlealAaveGalorUkraeonA9araGator8cme(GS) Screw(G5) S. -(G5) lbs) Edge Disleme fn): 1" 2-1/T 1 1" 2.117 3.118" 1" 2.112' 1" 2.1/7 7 3-1/11" 7 0.48" 0.54" 0.324" Embedment (In): 1.3/4" 1.1P 1-14' 1-3W 7 1.114" 1.1/4" 1.1/4-1-1/4' ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN 1-114' 1-114" 2' 1.18" 1.18" see nota 4) 2Anchors / Standard (wO8ee1) CUP Fig. 1): 390 ba 390 log 480 Ibe Sao be 1844 The 270 lbs 2W lbs 354 In 740 IN 460 be 654 W 1182 lbs 326 that 125' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125' THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND 4AnehonlSteMam wOBsM pl I. 480 be 70010s WAWA THE MATERIAL. WA WA 380 IDs WA WA WA WA WA 6521hs4AnchorI225AkCi780bs780IM680Ibe1580IW1828bs540lbs580IbsNIA780Ibeg3Sbe880be2354Ibe652lbs2AnchorsIU-Cli, into1/8' Alum. I . 4: WA WA WA WA WA WA WA WA WA WA WA WA t A1AnchFLII ft11bs5*w0 195 ba 196180 725180 MS lbs H22 bs 135 bs 14016s 177 ba 770 be 234 bs 3321Ds 591 ba 153 bs 2Anchm I F -O I 6): 240 bs 380 lb. WA WA WA WA 1901ba WA WA WA WA WA 3261ot TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWERTHAN LISTED ON THE TABLE, THE FOLLOWING FORMULA MAY BE USED: CAPACRY,,,,,\ DP,) X ( DR / a CAPACITY - THE RESULT WILL YIELD AMINIMAL ANCHOR CAPACITYAND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. vrwr. rnI r cnrr VA UCO Ab I nE a IAIVUAItU cLir. (AKGLEU VALUES ARE USED IN THE EXAMPLE ON SHEET 21. FIGURE 1: FIGURE 2: TABLE NOTES: 0 D O 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATIONON LOADING. SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. FIGURE 3: 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18.20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. ANGLE CLIP MUST BE USED IN PAIRS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C -W. WOOD SHALL BE PRESSURE -TREATEDFIGURE4: FIGURE 5: FIGURE 6: YELLOW SOUTHERN PINE WITH AN SG OF 0.65. ALUMINUM SHALL BE 6083-T6 AND BE A MINIMUM OF O 125' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125' THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. V X 2.75" X .850" MULLION 111111// P• C,. • 00ENSLc •' •. F'P No.5870o05 ; p0 .• STA E F :' 4j: PLORIOP.•• ONA\ E. A. LYNN MILL9E , P.E. FL P.E.# 58705 ABLE 5A ABLE 5B u.lrsla: 27k Concraut Sok Cmc. 0 1 Hollow CMU FIGURE 4: Opening 1/4" Eko Ultacon 0110" ElcoUltwon 3/16' Elw Ulaacon 114" Elco 161recOn 114. 66 Elea 5f10" Elco 114" 86 Elco 910 Sl -1 012 SIGN 912 SIWANMGaonUkraconAggrao. Screw (GS) Screw (G6) Screw (G5) 50in Edge Obtance Bnk 60 in 701n I" 80 In 3.110" 901- 4 • 186 in • 1I • 4 140 in 160 M 0.54" 3.125" x RectangularLoading Trmp/Tdarg. Rectangular TropnTdarq. Rectangular hapl Onlg. RrxhrgWar Tnapartag. Loading Loading Loafing Loading loading Loading Loading Rectangular lhp/Trlarp, hrgdlar Loading Load' "V Loading TgpR ding. Loading Rectangular Loading T rang. loading targular T-upRdag. ReclarpulOr Trap?darg. Loading Loading loading Loading D" Alum be Mull 42 in a• ffi . 170.0 620 170.0 435 170.0 744 170.0 478 170.0 688 170.0 508 170.0 992 170.0 619 1700 1118 1700 621 170.0 1240 170.0 521 170.0 1488 170.0 c 521 170.0 a _ ffi 1735 170.0 521 154.4 1802 170.0 521 48 In 170.0 700 170.0 524 170.0 850 170.0 5114 170.0 992 170.0 630 170.0 1133 170.0 681 170.0 1275 170.0 677 170.0 1417 170.0 880 157.7 1577 170.0 650 135.1 1577 170.0 080 116.2 1577 170.0 660 6D.625 In 170.0 747 170.0 583 170.0 1198 170.0 631 170.0 1046 170,0 664 170.0 1195 170.0 723 170.0 1345 17D.0 747 170.0 1494 170.0 758 141.7 1495 170.0 756 121.5 1495 170.0 755 106.3 1495 170.0 758 54 In 170.0 797 170.0 512 170.0 950 170.0 691 170.0 1116 170.0 754 170.0 1275 170.0 803 166.1 1401 170.0 837 149.5 1401 170.0 SOO MA 1401 170.0 861 106.6 1401 170.0 861 93.4 1401 170.0 861 601n 170.0 SOO 170.0 701 170.0 1089 170.0 797 158.5 1156 170.0 878 138.7 1156 167.0 928 123.3 1158 156,5 917 111.0 1158 149.7 910 925 1150 144.5 903 79.3 1156 144.6 003 08.4 1156 144.5 903 631n 170.0 930 170.0 748 169,8 t049 170.0 850 137.0 1049 155.5 860 119.0 1049 141.7 848 108.5 1049 132,0 ON 95.9 1049 125.3 828 79.9 1049 119.3 820 68.5 1D49 118.9 819 59.9 1048 118,9 819 68 in 186.6 955 170.0 TOO 139.0 953 161.3 804 119.1 957 139.7 768 7012 955 121.4 775 928. 966 112.8 786 83.4 955 108.4 767 89.5 956 99.8 749 59.8 855 98.7 748 52.1 955 98.7 748 72 in 126.5 803 134.9 697 107.0 003 114.9 682 91.8 803 101.1 670 80.3 603 91.2 659 11.4 803 83.9 649 64,2 803 78.6 642 63.5 503 72.2 632 45.9 803 69.5 82B 40.1 803 69.7 627 76 in 1D9.2 721 114.1 629 91.0 721 97,0 616 78.0 721 65.1 605 683 721 76.5 685 60.7 721 70.1 SBO 64.6 721 65.4 579 45.5 721 69.4 509 39.0 721 56.6 584 34.1 721 6&i 663 78 In 101,0 684 105.4 599 1 94.2 684 89.4 507 72.2 684 784 S76 63.1 684 70.4 667 56.1 684 64,4 658 50.5 664 59.9 551 421 SO4 54.1 541 38.1 884 51.3 636 31.5 684 80.6 534 90 in 6&11 514 67,9 456 54.6 14 57.3 MO 47.0 814 50.0 MO 41.1 514 44.6 433 36.5 514 4D.6 427 32.9 514 37.3 421 27.4 514 33.0 412 23.5 514 30.4 408 206 514 29.0 403 901n 54.2 452 55.7 404 45.2 452 47.0 396 38.7 462 40.9 390 33.9 452 38.4 364 30.1 1 452 329 378 27.1 452 30.3 373 226 452 26.6 365 19.4 452 24.2 359 16.9 452 228 355 1081- 381 357 36,9 322 31.7 357 327 317 27.2 357 28.4 312 23.6 357 23.2 306 21,1 357 227 303 19.0 357 20.8 299 16.9 387. 18.0 293 16.2 287 11.9 357 15.0 283 111 in 35.1 336 35,8 308 29.2 338 30,1 301 25.0 338 26.1 296 21,9 338 23.1 282 19.5 335 20.8 286 17.5 335 19.0 284 14.6 338 18.3 278 3!6357 338 14.8 273 11.0338 13.8 i691200127.7 289 28.2 283 23.1 289 23.7 250 i9.B 288 20,5 258 17.3 289 16.1 252 154 259 16.3 246 13.9 289 14.9 246 11.8 289289 1U 236 0.7 289 10.4 232 ABLE 5B TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA MAY BE USED: CAPACITY .,,, Dl?_) X ( DP," _ ). CAPACf7Y_ THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. IOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. FIGURE 1: FIGURE 2: TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. 0 O SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. FIGURE 3: u.lrsla: 27k Concraut Sok Cmc. 0 1 Hollow CMU FIGURE 4: FIGURE 5: f01ed CMU PT Wood Molal Anchor Capacity Anchor Type: 3110- Elco I.Mracon 1/4" Eko Ultacon 0110" ElcoUltwon 3/16' Elw Ulaacon 114" Elco 161recOn 114. 66 Elea 5f10" Elco 114" 86 Elco 910 Sl -1 012 SIGN 912 SIWANMGaonUkraconAggrao. Screw (GS) Screw (G6) Screw (G5) lbs) Edge Obtance Bnk 1" 2.1/2' I" 2.1Ir 3.110" 1' 2-1/r 1" 241r r 3.1/8" r 0,40" 0.54" 0.324" Embedment On): 1.311' 1.314" 113/4' 1.314" T 1.114" 1-114' 1.114• 1-114" 1.114" 1-114" r 1.31- 1.Vr an note 4) 2 Anchor 1 Stand" or O59a1) C9 1): SOO 1. 3901. 45011» ego roe 1044 lbs 270 th6 2001. 354 16a 7401. 4911109 604 104 1192 I. 326 I. 42019 680 I. 4 Anchorsl Standard ra Ofbat) C : 4601. 700 too WA WA WA WA 3001. WA WA WA WA WA 0521. 840109 1120 rba 4 Anchors / 2x5 Angl. CII (Fig. 3) 7601. 75010a 680 lb. 16001. 1689 049 540 ab 060 f. WA 700169 9369. 080 I. 2304 an 652 1. 8409- 1120104 2 Anchor9 I U-00, Into IIS' Alum. (Fig. 4); WA WA WA WA WA WA NIA WA WA WA WA WA WA WA 718156 1 Anchor/ F•pl i . 6 : 195 a 1951. 2251. 4401. 8221. 1]4 lbs 140 rob 177 roo 370 rot 274 W6 72 W9 Sgt I. 1631. 2100a 2901. 2 Anchor l F•C11 F1 . e): 240 die 3501. WA WA WA WA 190 lce WA WA WA WA WA 320 9» 4201. 5001. TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA MAY BE USED: CAPACITY .,,, Dl?_) X ( DP," _ ). CAPACf7Y_ THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. IOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. FIGURE 1: FIGURE 2: TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. 0 O SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. FIGURE 3: IFLe 0 1 ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 5: FIGURE 6: 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 SHEETS 18.20, ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18-20. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-00. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063.75AND BE A MINIMUM OF .125 THICK STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125" THICK ANDA36. ALL ANCHORS INTO METAL SHALL EXTENDAT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. oy 11111111// OtW- MltziR", Cg14SE * '. iL No S* p5 w Q• 1 Q I ' 2; 0 •'. sli, SSION F A. LYNN MILVt3 t, P. E. FL P.E.# 58705 ABLE BA ' f _ ' UlM O j v Gw eZ 3 ® '2! 1 ct , i ARLE BR Substrate: f 27k J o 3.6k Conc. o o • Hollow CMU o • I Filled CMU Opening 3116' Eloo Ultrecon 1/4" 88 Elco 5116" Elco 1/4" SS Elco 410 61ee1 912 Sleal 912 Steel AgWeGatcr Ullracon AgpraGator Screw (GS) Screw (GS) Screw, (GS) jibs) Edge ONNnce(in): 1" 2.1/7 501. 2.1/7 Goin 1" 70 In P 2-117 So In 3.110" BOM to in 020 in • 1-Y4' 1 • 1401n 1601n 13/4' 1 x 4 x.1126 Rectangular Top/Tdenp. Loading Loadkp Rectangular Lading Trep/Teeng. Loading RectengWx Loadkq Trep/Tdang. loaolng Reelanguler TraprfdanB. Lading Loading Rect-guly Trep/idenp. eclangraer Lading lading Lading Impi Ini . Loading Reot polo T n np, Lading Lading etanpuNr Lading T1aplTdenp. Retlergular Treplfdanp. LoadingLadkq Loeolnp klum. Tube@3QMullion 421n a_ a 170.0 620 170.0 433 170.0 744 170.0 470 170.0 088 170.0 3pr a S F a a d• SOIL 170.0 992 170.0 1 519 170.0 1716 170.0 521 170.0 5: : • 1240 170.0 521 170.0 1480 00.0 a 621 145.6 1482 170.0 521 127.6 1489 1 170.0 521 F 481n 170.0 7D6 170.0 $24 170.0 550 170.0 584 170.0 892 170.0 630 1 170.0 1133 170.0 881 1 170.0 1275 170.0 877 158.3 1303 170.0 660 130.3 1303 170.0 600 1 111.7 1903 170.0 BBO 87.7 1303 170.0 880 60.625 In 170.0 747 170.0 583 170.0 898 170.0 631 170.0 1046 170.0 684 170.0 1195 170.0 723 15x.1 1235 170.0 747 140.5 1235 170.0 756 117.1 1235 170.0 756 100.4 1235 170.0 786 87.6 1235 170.0 756 64 In_.170.0 1 797 170.0 012 170.0 956 170.0 681 170.0 1116 170.0 754 154.4 1148 170.0 603 137.2 1158 170.0 837 123.5 1158 170.0 BSB 102.8 me 170.0 861 68.2 1168 170.0 eel 77.2 1108 170.0 861 BOM C631.-' 170.0 170.0 885 170.0 701 930 170.0 746 160.7. 151.2 1042 170.0 992 163.6 797 818 142.9 1042 129.6 992 181.1 144.4 832 709 125.1 113.4 1042 146.7 992 131.0 015 782 111.2 1042 136.0 100.6 992 121.4 801 100.0 1042 766 90.7 992 130.2 114.8 791 750 93.4 73.8 1042 125.1 992 108.4 782 745 71.5 1042 04.0 992 126.1 782 62.6 108.0 744 56.7 1042 125.1 992 106.0 782 744 68 in 165.4 947 170.0 789 137.8 947 148.0 786 118.1 947 130.3 765 103.4 947 117.7 752 91.6 947 7011.7 730 02.7 947 102.2 727 68.9 947 95.1 713 59.1 947 94.0 711 51,7 947 94.0 711 721n 136.9 049 142.7 737 113.2 846 121.6 722 97.0 849 105.6 706 04.9 849 96.4 298 75.5 640 88.7 686 67.9 649 82.7 675 56.6 BIB 75.3 559 40.6 849 72.5 052 42.5 649 72.4 651 a 78117 115.6 782 120.7 665 98.3 782 102.6 852 62.5 762 00.0 10 72.2 762 00.8 029 04.2 782 74.2 820 57.0 782 69.2 613 48.1 782 628 602 47.3 762 59.9 697 38.1 762. 62.4. 693 To In 105.9 724 111.4 634 89.0 724 94.6 021 70.3 724 02.0 002 S&S 724 74.4 599 59.4 724 88.1 91 63.4 724 63.4 Sell 44.5 724 57.3 573 38.2 724 54.3 567 33.4 724 63.6 605 90 in 69.6 643 71.8 483 65.0 543 60.7 474 49.7 643 629 466 43.5 543 47.1 450 Me 50 42.8 452 34.8 543 38.5 446 29.0 043 34.9 436 24.8 543 32.1 430 21.7 543 30.7 426 911 - 57.3in 478 58.9 427 47.8 475 49.7 419 40.9 470 43.2 412 35.8 478 30.5 405 31.8 478 34.8 400 28.7 478 32.0 396 23.9 478 28.1 3116 20.5 470 25.6 350 17.9 478 24.2 378 108in 40.3 377 41.1 341 33.5 377 34.6 1 335 20.8 377 30.0 330 25.2 377 26.6 325 22A 377 24.0 321 201 377 22.0 317 16.6 377 19.0 310 14.4 377 17.1 304 111117 37.1 357 37.0 323 30.9 35791.a1274318 20.5 357 27.8 313 23.2 357 24.4 309 20.6 367 220 305 18.5 357 20.1 301 15.4 357 17.4 294 12010 28.3 320 29.6 279 24.5 306 25.1 21.0 300 21.7 270 18.3 300 19.2 207 110.3 308 17.3 263 144 In 17.0 212 17.2 196 ARLE BR TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA MAY BE USED: DP ) X(CAPACITY_ CAPACITY- DP,„ ) m THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. v, r„ v11.„c v, 1..._,. , "aa=r„c,a FIGURE 1: FIGURE 2: Substrate: V " TABLE NOTES: 27k rata o 3.6k Conc. o o • Hollow CMU o • I Filled CMU PT Wood Metal Anchor Capacity Anchor 70e: 3116' Elco UltreeOn 114" Elco Ulbxon 8116' mooNbacon 3116' Eloo Ultrecon 1/4" Elco UlbwAn 1/4" 88 Elco 5116" Elco 1/4" SS Elco 410 61ee1 912 Sleal 912 SteelAgWeGatcrUllraconAgpraGatorScrew (GS) Screw (GS) Screw, (GS) jibs) Edge ONNnce(in): 1" 2.1/7 1" 2.1/7 3.118" 1" 2.1/2' P 2-117 7 3.110" T 0.46" 0,54" 0.324" Emhar1.lem Orly 1-Y4' 1-34- 13/1" 13/4' 7 1.114" 1.1114" 1.1/4" 1.1/4" 1.1/4" 1.114" 7 1-3/6" 1.315" see note 4) 2 Anchone I Standard Oeset) Clip ft 1 or2 3901ba 390 be 450lbs 890Wa 1644 We 270 Rm 260UMIbs 740 WS 460'ft 864 is 1182 lbs 326 9x 420 Ibs 660 The 4 Anchors / Standard Oltet q . 3 700 Ws 700Sea 580 Me 1410 be 952 Ws WA 6601ba WA 630 The WA 680 [be WA 652 be 840 lbs 11201bs 8 Anchors IStandard Oftel CII .4 • 960 We 1400 Itis WA WA WA WA 760Ibs WA WA WA WA WA 1304 We 1680 ft 2240 We 4 Arohn / 2x8 a Cllpe . 5 : 780 be 780We 900Ice 1780 WS 32881bs 540Ibs 660lbe 708 )be1480 IM 936 817 1328Ica 2361 ft852 91s 840Ibs 1720 We 8 Anch°s ! (2) 2x5 Angle GI F . 8 1170 Ws 1170 Ws 10201bs 23401bs 2844 Ibs 610 ibs 840 Ws 0Na 11401bs 1104 Ibs 1320 Ws 3546 01e 975 We 12601bs 1680 be 4 ABCNtre / U -01N Into 118" Alum. (Flo. 7): WA WA WA WA WA WA WA WA WA WA WA WA WA WA 1432 its 2Anchone IF -01p (Fig. 8 350 IQs 350 lbs 290ft. 705 9m 476 ft WA 220We WA 318 Ill. WA 440 Ila WA 328 Wa 42D W6 560 We 4 AnchorsIF -Clip Flo. Vyj 480 Ibs 700TheWA WA WA WA 380 Net WA WA WA WA WA 652 We 840 Ws 1120Ibs TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA MAY BE USED: DP ) X(CAPACITY_ CAPACITY- DP,„ ) m THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. v, r„ v11.„c v, 1..._,. , "aa=r„c,a FIGURE 1: FIGURE 2: rv--1c 1NVYIV--Y/1l '-.r FIGURE 3: FIGURE 4: FIGURE 8: FIGURE 9: V " TABLE NOTES: o o ° o o o o • o • 1 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATIONON LOADING. SEEIIFSHEETS2.4 FOR GENERAL INSTALLATION METHODS. 0 0 o • 0 0 0 ° o o • o . 10 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS G ALLOWABLE, 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18-20. ALL FIGURE 5: FIGURE 6: FIGURE 7: jl Iqr•'16pa MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. 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 LLJI ANGLE CLIP (FIGURES 588) MUST BE USED IN PAIRS. SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 8083-T5AND BE A MINIMUM OF .125" THICK STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TOBE AT LEAST .125" THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL j 1.000" r- illlllll 4.000" No. 58705 Uj 126" STATE Of FLOP\ ':1R_ SSIONX\ l" X4" X .126' MULLION A. L71jIM MILL'EIi,1P. E. FL P.E.# 68705 661n 170.0 974 170.0 789 170.0 1189 170.0 903 170.0 1384 170.0 1002 180,6 U72 170.0 1086 1428 1672 168.8 1119 128.8 1672 168.8 1130 107.1 1472 147.8 1108 81.8 1472 168.0 1101 80.3 1472 148.0 1101 72 In 170.0. 1083 170.0 878 170.0 1275 170.0 1009 IMB 1320 186.2 1101 1320 1320 149.9 1082 117.3 1320 137.8 1066 1D5.6 1320 126.6 1049 88.0 1320 117.0 1024 75.4 1320 1126 1013 66.0 1320 112.5 1012 76 In 110.0 1122 170.0 937 149.8 1181 159.4 1013 128.2 1184 139.9 994 1122 1184 125.7 978 90.7 1164 1153 961 89.8 1184 107.5 952 74.8 1184 97.6 935 64.1 1184 93.1 927 66.1 1161 923 925 751n 188.1 1126 170.0S138.41 1126 117.0 96S 118.6 1124 126.8 947 103.6 1124 116.6 931 92.3 1124 105.8 918 63.0 1124 98.5 008 69.2 1124 89.0 690 69.3 1124 04.3 881 51.9 1124 83.2 878 901n 108.1 844 111.5644 91.3 736 T/.2 844 82.1 724 67.8 844 79.3 712 60.1 814 66,5 702 64,0 844 61A 893 45.0 844 54.2 678 38.6 844 50.0 888 33.8 8M 47.7 682 ABLE 7A • • • • • • • • Opening • • • • • • • • • • • • 50 in 60 in 70 in 50 in 90 in • Igoin • • • 120 in • 4 • 140 M 160 in RmtanguwTiap7Tdenq. Rectanwlar TmWTdang. RectangWar Tmp/Tdang. Reolangular Tmp rdanp. Rcctengdar TreO/TdenD. Tmp/T Rr T ng. IergWer Tmp?tang. ReG1x4x.375 Loads Lcadno Loading toad- 1--din.--din.L-Hnn I --,din. 1.uMm r,.vn.,., ,.. . . ec , ,__ anpWer rrap/Td Alum. Tube Mullion @' 9 s $F' S d $ S Egg5, 5 d %3ff d 8Cd a• • r$$ t _ ci S $5 _ 8# r $ 6 d dE d d E <dca bd a s 8d 42 in 170.0 620 170.01 435 170.0 744 170.0 478 170.0 We 170.0 508 170.0 992 170.01 519 170.0 1116 170.0 521 176.0 1240 170.0 521 170.0 1488 170.01 521 170.0 1735 170.0 621 170.0 1883 1 170.01 521 48 In 170.0 708 170.0 524 170.0 860. 170.0 564 170.0 992 170.0 630 .170,0 1133 170.0 661 170.0 1275 170.0 677 170.0 1417 170.0 680 170.0 1700 170.0 660 170.0 ISO 170,0 680 151.8 2024 170.0 680 50.825 In 170.0 747 170.0 563 170.0 898 1 170.0 631 1 170.0 1048 170.0 684 170.0 1W 1)0.0 723 170.0 1345 170.0 747 170.0 1494 170.0 756 170.0 1793 170.0 786 156,0 1919 170.0 755136.6 1919 170.0 756 54 in 170.0 797 170.0 612 170.0 958 1 170.0 691 170,0 1116 170.0 751 1700 1275 170.0 803 170.0 1434 170.01 837 170.0 1594 170.0 858. 159.9 1799 170.0 861 137.1 1790 170.0 861 120.0 1799 170.0 1 581 BOIn 170.0 885 170.0 701 170.0 1063 170.0 797 170.0 1240 170.0 578 170.0 1417 170.0 944 J7o0 1594 170,0 996 155.5 1619 170.0 1033 129.8 1819 170.0 1083 111.0 1619 170.0 1053 97.2 1819 170.0 1063 63 in 170.0 930 170.0 745 170.0 1115 170.0 850 170.0 1302 170.0 940 170.0 1488 170.0 1015 166.7 1512 1760 1076 141.0 1542 170.0 1122 117.5 1542 158.5 1158 100.7 1542 167.9 1157 85.1 1542 167.0 1157 661n 170.0 974 170.0 789 170.0 1189 170.0 903 170.0 1384 170.0 1002 180,6 U72 170.0 1086 1428 1672 168.8 1119 128.8 1672 168.8 1130 107.1 1472 147.8 1108 81.8 1472 168.0 1101 80.3 1472 148.0 1101 72 In 170.0. 1083 170.0 878 170.0 1275 170.0 1009 IMB 1320 186.2 1101 1320 1320 149.9 1082 117.3 1320 137.8 1066 1D5.6 1320 126.6 1049 88.0 1320 117.0 1024 75.4 1320 1126 1013 66.0 1320 112.5 1012 76 In 110.0 1122 170.0 937 149.8 1181 159.4 1013 128.2 1184 139.9 994 1122 1184 125.7 978 90.7 1164 1153 961 89.8 1184 107.5 952 74.8 1184 97.6 935 64.1 1184 93.1 927 66.1 1161 923 925 751n 188.1 1126 170.0S138.41 1126 117.0 96S 118.6 1124 126.8 947 103.6 1124 116.6 931 92.3 1124 105.8 918 63.0 1124 98.5 008 69.2 1124 89.0 690 69.3 1124 04.3 881 51.9 1124 83.2 878 901n 108.1 844 111.5644 91.3 736 T/.2 844 82.1 724 67.8 844 79.3 712 60.1 814 66,5 702 64,0 844 61A 893 45.0 844 54.2 678 38.6 844 50.0 888 33.8 8M 47.7 682 961n 89.1 742 91,6742 77.2 652 63.6 742 67,2 641 55.7 742 69.8 631 49.5 742 64.1 622 41.5 742 48.8 814 37.1 742 43.6 663 31,b 742 39.8 590 278 762 37.5 581i08In62658563.9See 53.8 521 41.7 606 46.6 513 39.1 688 41.4 50S 34.8 586 37.3 498 31.3 588 34.2 492 26.1 686 29.8 481 223 586 26.6 472 18.6 SBS 26.7 188 III In 678 655 86.8 558 49.5 495 41.2 655 42.9 487 38.0 556 380480 32.0 556 34.2 473 28,8 555 31.3 467 •24.0 555 27.1 457 2016 555 243 MB 18.0655 224 442 1201n 16.6 47S 4 4 478 39.0 428 326 Qb 33.7 420 28.8 476 29.8 414 26.3 475 26.8 409 228 475 24.8 406 19.0 475 2L1 39S 16.3 478387 143 47S 17.2 381144in26.4 330 28,7 330 224 301 18.0 330 19.3 297 18.8 330 17.0 203 ABLE 7B Substrate: 27k Connate 3.5k Cora. Hallow CMU F9kd CMU P7 Wood Mew TO CALCULATE THE ANCHOR CAPACITYAnchor Anebor Typw 3116" Elco uItne in 1/4" Elm UBracen 5116" Elco 3116" Capacity UBtracon Elco LBtm cn IW Elco Ultredon Ila" SS E7oo 5/1lco6" E 114" S6 Elco #10Stell #12 Steel 812Steel REQUIRED FOR DESIGN PRESSURES THATAgWWslorUltmconANsUorScmw (G5) Screw (G5) Semw (GS) ARE LOWER THAN LISTED ON THE TABLE, nb6) Edge D&UmeOn7. 1" 2-V2' 1" 2-112' 3.1/8" V 2-Irr T 2-112' 2' 3-1/8" 2' 0.48" 084" 0.324" THE FOLLOWING FORMULA MAYBE USED: Embedment On7 1.3/4" 1.314" 1.3/4" 1.314" 2" 1.1/4" 1.114" 1.1/4" 1.114" 1.1/c 1-1/4" 2' 1.3/8" 1-3/8" (see note 4) rCAPACITY2MchomJSlantlerd (lX4ret) dip 1 ar Z): 390 lbs 390 Poa 450101 890163 1544 Ito 270 61s 280 to 354 lbs -74-01bs 4881bs 684 be 1182 be 3261bs -742-0bs SBO ibe (D) X l ) =CAPACITY,,,, r2bs6Anchgs / Standard (OB4eU Clip (F 3: 700 Lbs 700 [be SBO lbs 14101M -WA D 680 6x wA 8301bs WA 880 roe WA 652 roe $401a 1120 Its 8 Mchps / Stabled (t78sat Clip (F 4' BBD be 1400 8x WA WA WA WA THE RESULT WILL YIELD A MINIMAL ANCHOR760IllsWAWAWAWAWA1301Its16BOlbs224016sCAPACITYANDMAYBEUSEDTOQUALIFY4AnchorsI ) 2x5 Angle CS , 6): 780 lbs 760 Its I goo rot 178o roe 3288 Ws -34a Ice 560 be I I'M 1bs 1480Ms 936 W 1328 8x 33641be 662 ft Note 112611x ADDITIONAL ANCHORAGE OPTIONS. 6Anbham / ) 2x5 Caps . 6): 1170lbs 1170 lbs 1020 lbs 23401bs 2844 Wa 810 0x 810 Ib8 01bs 1140Ms 1404 me 1320 9x 350 ft 978 6x 1260 las 1680 Bx 4 Anchone I U -CB into US* Akm. g. 7): WA WA WA WA WA WA WA WA WA NIA WA WA WA WA 14321ba 2Anchors I F B): SSE, 350 roa 280 toe 705106d (Fig. 47610s WA 280 8x WA 3151bf WA 440 bs I WA 318 We 420 IM SBO Ibe -- 1.000' r4AnchorsIF-C8p (Fig. 9): 4801be 700 IM WA I WA WA WA 380 M WA WA WA WA WA 652 Ibt BOO lbe 1120 We OTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: FIGURES: FIGURE g: TABLE NOTES: o o o o o o • • o 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEEP-1- 0 SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. 4.000' 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 SHEETS 18-20. ALLFIGURE5: FIGURE 6: FIGURE 7: MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 16-20. rnut-r_ cur (rWUHES 556) MU5T BE USED IN PAIRS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-80. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE .375' WITH AN SG Of 0.56. ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF.125" THICK. STEEL STUDS TO BEA MINIMUM 'fGRADE33AND .045' THICK (1B GAUGE), STRUCTURAL STEEL TOBE AT LEAST .125" THICK ANDA36. ALLANCHORS INTO 1' X 4• x .376- Ml1WONMETALSHALLEXTENDATLEAST3SCREWTHREADSBEYONDTHEMATERIAL. 11{Illlll o , 1111... • FR , Q No. 511705 LU op SIX FLOM FSSIONA\-' A, LqO MILA, P.E. FL P.E.# 68705 ABLE BA SO in 1 60 in 1 70in 1 00 In 1.25"x rteaerg" 1 rnapiniling. I necungWarlWnang. I MCI9ngUlar Trap/Tnang, RectanpWar T 3.188" x Loadinng• loading Loading Loading Loading Loading Loading Tube Mull SFS g a I imp, R 421n I oil 10i 170.0 620 170.0 435 1 170.0 744 170.0 478 170.0 688 170.0 506 170.0 992 170.0 619 170.0 1118 170.0 521 170.0 1240 170.0 521 170.0 1489 170.0 521 170.0 1735 170.0 521 151.6 1759 170.0 621 40 in 170.0 706 170.0 624 170.0 Opening • 170.0 1133 170.0 661 170.0 1275 170.0 677 913 in • 8DO in • 120In* • 140 In 100 in a% RectangWer ToprTharg. ReCW War T 11179. enguar ang. RectergWar Traprrd2rQ 1195 170.0 723 Loading Loading Loading Loading Loading LoealnyyO Loading Loading 541n 170.0 797 170.0 612 170.0 955 170.0 1. 170.0 1275 170.0 7ftctarV,-av, ng 91 153.1 1378 110.0 837 421n I oil 10i 170.0 620 170.0 435 1 170.0 744 170.0 478 170.0 688 170.0 506 170.0 992 170.0 619 170.0 1118 170.0 521 170.0 1240 170.0 521 170.0 1489 170.0 521 170.0 1735 170.0 521 151.6 1759 170.0 621 40 in 170.0 706 170.0 624 170.0 BW 170.0 564 170.0 992 170.0 630 170.0 1133 170.0 661 170.0 1275 170.0 677 170.0 1417 170.0 680 154.8 1648 170.0 BBO 132.7 1516 1700 880 116.1 1518 170.0 680 SOM5 in 170.0 747 170.0 563 170,0 1 170.0 631 170.0 1046 170.0 684 170.0 1195 170.0 723 176.13 1345 17(1.0 747 167.0 1465 170.0 766 139.2 1468 170.0 788 119.3 1468 1700 756 104.4 1468 170.0 758 541n 170.0 797 170.0 612 170.0 955 170.0 691 170.0 1116 170.0 764 170.0 1275 170.0 803 153.1 1378 110.0 837 USA 1376 170.0 056 122.3 1376 170-0 861 104.8 1376 170.0 861 91,7 1376 170.0 881 601n 170.0 $85 170.0 701 170.0 1083 170.0 797 158.9 1158 170.0 878 139.0 1158 167.4 930 123.6 1158 156.8 919 111.2 1158 150.0 912 927 1158 144.8 905 79.4 1158 144.8 905 69.5 1158 144.8 905 63 in 170.0 930 170.0 745 160.1 1051 170.0 650 137.2 1051 155.9 682 120.1 1051 1420 848 106.7 1051 1323 537 96.1 1051 125.7 830 80.1 1051 119.5 822 68.6 1051 119.1 821 60.0 1051 119.1 821 Be In 167.1 957 170.0 769 139.3 957 151.6 805 119.4 957 134.0 790 1104.4 957 121.6 777 928 957 112.8 787 1 83.6 957 108.8 769 69.8 957 100.0 750 59.7 8.57 98.8 748 52.2 957 95.9 748 72 in 128.7 804 135.2 698 107.3 M 115.2 864 91.9 804 101.3 571 80.4 1 804 91.4 680 71.3 804 84.1 650 64.4 804 78.5 043 53.8 804 723 633 4&0 Wil 69.9 629 - 40.2 NX 69.8 026 761n 109.4 722 114.4 630 91.2 722 97.2 618 78.2 722 85.3 508 68.4 1 722 76.7 595 60.8 722 70.3 588 50.7 722 65.5 580 45.8 722 59.5 570 39.1 722 56.7 585 34.2 722 66.2 584 78 in 101.21 085 1055 600 84.4 685 59.6 we 44.3 685 76.5 577 63.3 685 70.5 588 88.2 895 64.5 560 50.6 685 801 SW 42.2 655 54.3 543 36.2 685 51.4 537 31.6 GBS 50.7 538 901n 65.9 515 68.0 457 S4.9 515 57.5 449 47.1 615 60.1 441 41.2 515 44.7 434 1 36.6 515 40.6 426 33.0 515 37A 422 27.5 515 33.1 413 23.5 515 30.5 407 20.8 515 29.1 404 96 in 54.3 453 55.6 404 45.3 453 47.1 397 38.8 453 41.0 391 33,9 453 36.4 385 30.2 453 33.0 379 27.2 453 3D.4 374 226 453 26.6 366 19.4 453 24.3 380 17.0 453 22.9 356 100 In 38.1 358 39.0 323 31.8 358 328 318 27.2 358 28.4 313 23.8 35G 25.2 308 71.2 358 227 304 19.1 338 20.8 300 1&9 356 1B.0 293 111 in 33.1 338 35.6 306 29.3 338 30.1 301 25.1 338 28.1 297 22.0 338 23.2 283 19.5 338 20,9 289 17.6 338 19.1 285 120in 27.8 290 28.3 264 23.2 290 23.8 280 19.9 290 200 - 256 17.4 290 18.2 253 15.4 290 184 249 1441n 18.1 201 18.3 188 FABLE 8B TO CALCULATE THE ANCHORCAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, FOLLOWING FORMULA MAY BE USED: CAPACITV„e,'- R-) X ( > s CAPACITY,,,, THE RESULT WILL YIELD AMINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. ubstote: 2.7k Conenee 3.5k Conc. moo" cmu Filled GMU I PTWWd Metal Anchor Capacity still Elco v4" SS Elm 5118• Elm 1/4• SS Elm 010Steel 012 Steal #1231WMawrtype: 3/18• Elco Macon 111" Elco UllreCon 3111W Eko LOU- 1/1• Elm Moltentntncon AppoOet« Unomn A9poGawr grow (Os) stew (06) Scow (136) lbs) Edge DsUuw' (in): r 2-1/2' 1•2.1Ir ave• r z-1rr r z-1rr r 3-118' z 0.111^ 0.54' 0.324'THE Emb.dm.nt 9n): 1.314" 1.3/4" 1-3/4" 1.314• 2' IA.. 1 -td" 1.1/1• 1.171• 1.1/4^ 1•i/! r idle^ I'vir, (an not.4) 2Anchor I S endiod «Oetet(M 1 . 39D lbs 390101 450 Ws 890 61s 1544 lee 270 lea 290 •s 351 lbs 740 We 498 ibs 681 Ib. 1162 The 329 lbs 420;t» 590 W. WA Seo be WA WA WA WA WA 652 m. $40 11 1120 MG4AneheoIBt.ndaN or Offset) cu . 2y. 160 a• Tao 1a wq WA wAws 614Anchor/ 2 2x6 An M . 3y. 780 Ms 780 lea 86010. 1380Its lee- 0the 560 W WA 750 3» 936165 NO be 2364 His 02 Ill 840 Joe 1120 817 2 Mchm I t100, Into 1/8" Alum. . 1 : wA WA WA WA WA WA WA WA WA WA WA NIA WA WA 7161-. 1 Anchor / F-GLP ff10. 6): 196 iW 195IM 218 n• 44S ks 82216a 135 ks 11010. 1771011 370 It's 234 144 3321ba 591 Id tea es 210 re. 1 21111ih. 2 Anoh«s1F-O9p (Flg. e):I 240 IM I 350lbs I WA I WA I WA I WA F 1901011 NIA WA I WAI WA I WA 1 326 ala 1 42011. I 880 rba VOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. FIGURE 1: FIGURE 2: TABLE NOTES: 1-1.250"•--{ 0 0 • 1) SEE SHEET I FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 11111111I/ 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS ISALLOWABLE. FIGURE 3: VN••••il(zFRi ANGLE 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE 3.188" `` N UNUSED HOLES. O?,y\O,14SE •'•. CLIP MUST SHEETS HOLES MAYBE DRILLED IN THE fED FOLLOWING IMES. ALL MULLION CLIPS MAY BE FACTORY FIONSHOWN ON INEDAND SHEETS 16.20. 5g705 IN USED .266" _ N0 •: W - IN PAIRS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND FIGURE 4: FIGURE 5: FIGURE 6: GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL ei ( ZBEPRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF0.55. ALUMINUM SHALL BE6063-TS AND % ^ Q 0 • •M GRADE 33 045 THICK SEGAUGE) STRUCTURAL STEEL TO BESTAOF. 125* THICK. STEELTTOLEAST . 25" TO BE A TAHICBKAND A36. ALL D 1.25'X 3.188' %.265'MULLION ; iC •• SFL..... ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. (1-114- VF MULLION) A. 1- ML R, P.E. FL P,E.# 68705 Opening • • M Y Anehots/ILCIIp, klo l/r Num. Ol9. 8):0 WA ) WA { 50 In 600 70 In WA ) WA WA 1 WA WA 1 wA N/A ------NA WA WA 21 t 65 N 80 N • • 1qPin • • • 14pN • • 140 In 160 N 2 Anchens / F•C9p (Fig. 9j:) 370106 1 370156 1 Redanpuler Trap/Tdang. ReClmglaar Tmp/Tdang. Rectangular Tnip(TMng. Reclawit, Trap/TMnp. Rectangular Trap/Ttmg. R tan Trr/Tde , R to er T 12.128. R anpr4ar hap/7Mrg. Reclmgolar TnpTdwill2X4X .26 Wading Ladkg Loading Loading Loading Loading Loading Loading Loading Loading &Dokg L to10 Ing loading Loading Loading Loadingklum. Tube FIGURE 4: CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 21, t e e 0 e e MullionMullion 5 g 6 5 a 3g, ,• e 5 5 S 0 0 0 dy I$L¢ e aO o o o pG. g' j p• E 1 0 e o • 0 0 o 13 1J j d a b d S b 42 N 170.0 620 170.01 435 1 170,0 744 170.0 478 170.0 866 170.0 508 170.0 982 170.0 519 170.0 1116 170.0 621 170.0 240 17;0 21 17 i 170.0 521 170.0 1735 170.0 521 170.0 1887 170.0 521 48 N 170.0 708 170.0 524 170.0 850 170.0 584 170.0 992 1700 630 170.0 1133 170.0 641 170.0 1275 170.0 677 170 1411 1700 sib 170.0 all 0 170.0 1983 170.0 680 170.0 2287 170.0 OW 60.626 In 170.0 747 170.0 583 170.0 1196 170.0 631 170.0 1018 170.0 684 170.0 1185 170.0 723 170.0 1345 170.0 747 170.0 1494 170.0 768 170.0 1793 170.0 758 170.0 2092 170.0 758 170.0 2391 170.0 766 64 N 170.0 797 170.0 812 170.0 956 170,0 691 170.0 1116 170.0 754 170.0 1275 170.0 803 170.0 1434 170.0 637 170.0 1594 170.0 856 170.0 1913 170.0 061 170.0 2231 170,0 561 170.0 2550 170.0 861 601n 170.0 885 170.0 701 170.0 1053 170.0 797 170.0 1240 170.0 676 170.0 1417 170.0 944 170.0 1884 170.0 988 170.0 1771 170.0 1033 170.0 2125 170.0 1063 170.0 2479 170.0 1063 160.0 2600 170.0 1083 631n 170.0 930 170.0 745 170.0 1118 170.0 850 170.0 1302 170.0 940 170.0 1468 170.0 1015 170.0 1673 170.0 1076 170.0 1858 170.0 1122 170.0 2231 170.0 1169 166.7. 2553 170.0 1171 145.9 2553 170.0 1171 6 68 In P 170.0 974 170.0 789 170.0 1169 170.0 903 170.0 1364 170.0 1002 170.0 1558 170.0 1088 170.0 1753 170.0 1155 170.0 1946 1 170.0 1210 170.0 2338 170.0 1276 151.9 2437 170.0 1288 132.9 2437 170.0 1260 721n 170.0 1083 170.0 878 170.0 12TS 170.0 10091 170.0 1486 170.0 1125 170.0 17001 170.0 1228 170.0 1913 170.0 1315 170.0 21251 170.0 1347 145.6 2184 170.0 1488 124.8 2184 170.0 /528 109.2 2164 170.0 1630 74 in 170.0 1122 170.01 937 1170.01 130 170.0 1060 170.0 1670 1-10.01 1209 1 170.0 1794 1700 1322 1 165.1 12801 170.01 1421 148.6 1960 170.01 1505 123.8 1960 161.6 1548 106.1 1960 154.0 1536 92.9 1950 152.71 1531 78 in - 170.01 1151 170.0 967 170.0 1361 170.0 11161 170.0 1811 170.0 1250 170.0 1642 170.0 1389 /52.7 1081 170.0 1474 137.4 1661 183.1 1600 114.5 1861 147.3 1473 98.2 1561 139.6 1459 65.0 INN 137.6 1434 90 N 170.0 1328 170.0 1144 149.1 1398 156.0 1219 127.6 1398 136,0 1198 111.8 1398 121.3 1179 99.4 1398 110.2 1182 89.5 1398 101.6. 1147 74.6 1396 09.8 1122 63.9 1398 82.7 1106 55.9 1398 76.9 1098 go In 147.41 1229 151.5 1096 1219 1228 127.8 1078 105.3 1229 111,2 1081 92,1 1229 01L 1041 OMI 1229 89.8 1029 73,7 1228 82.4 1016 81.4 1229 72.2 983 52.7 1229 65.9 977 46.1 1229 82.1 967 108 In 703.5 971 105.8 877 88.3 971 88.0 062 71.0 971 772 649 64.7 971 88.4 837 57.5 971 51.8 825 61.8 971 56.6 1115 43.1 971 49.0 796 37.0 971 41.0 782 32.4 971 40.8 771 111 In 86.4 919 97.3 032 79.5 919 81.9 879 80.1 919 70.0 BOB 59,8 1 919 82.9 704 53.0 919 58.7 784 47.7 g19 511 774 39.7 419 44.8 758 34.1 919 40.2 742 29.6 919 37.1 732 120N 76.6 786 78.8 710 42.9 780 84.6 705 83.8 788 55.4 1195 47.2 788 49.4 888 11.9 708 44.4 877 37.7 786 40,6 ION 31.5 784 34.0 853 27.0 788 31.0 641 23.8 788 28A 631 144 N 43.7 646 142 604 38.4 bib 37.0 498 31.2 610 31.8 481 27.3 648 282 486 24.3 648 25.9 479 21.8 6411 1 22.9 471 18,2 654 19.6 484 1 15.6 SlB 17.2 1 455 13.7 618 1 15.6 MB ABLE 9B 8ubsvide: 2.7k ConerNe 3.5k Conc. Follow CMU Filled CMV PTWood Metal Anchor Anchor Type: 3/16• Elco U11mcon 1/4' Elco U6rabm 76" Elco 3116' Elco U6raoon 1/4" Elco Ultracm IW SS Elco 5/18' Elco 1/4' SS Elm 010 61NI 812 SIval 012 SteelCapacityI18racmApgreGslorUatmemAggreGalorScraw (G5) Screw (GS) Screw (Ob) TO CALCULATE THE ANCHOR CAPACITY Ibs) Edge Dbtanea MR 1' 2.1/7 1" 2.1/7'3-1/6" 1' 2.1/2" 1' 2.112" 2" 3-1/0" 2" 0.4r0.54" REQUIRED FOR DESIGN PRESSURES THAT0.324" ESESTHEEmbedment (N): 1.3x4' I.Y,1" 1.3/4" 1.3/4• 2" 1-V4' 1.114" 1.1/4" 1.1/4' 1.1/4" 1.1/4" 2' i -87r 1.3/8" ARE LOWER THAN LISTED TABLE, pee rule 4) 2 Anchors / Standard 00 ft. t or 390 lbs 390 s 480IUa g Ibs 1 Ibs 270 Ibs 280 Wt THE FOLLOWING FORMULAMAY BE USED: 354 Ibs 740 On IBB lbs OBI Ibs 1182 1. 3Z He I201bs SW- 4Anchors / Standard COP (Fig. 3): 7 s 740157 6311lbs 1485 Ibs 14241. WA 560106 WA 69591s WA BOO ma WA 852IDt 010-Ibs /120114 (DPM) X(CAPACITYCAPACITY,,,,, 8Anbhpa ISlendaldC9 .1: 845 bs 7060107 765 les 1918 Ibt NA 705106 WA 799Ibt WA WA WA 978Its 1250 Wt lead os DR,M•... I 4 MChon I 7x8 An la CII 7 a 780Ibs 680 Ibs 166515. 1896156 5101. SBO Ibs NA 760165 938 int BBO Iba 2364 lbs 662 We 010 os 11201. THE RESULT WILL YIELD A MINIMAL ANCHOR 6 Mehors/ 2x5 M (FI . (i: 117010. 1170 Ns 1020 Iba 2340 I. 2844 Ibs 8 940150 WA 11401. 140/ 1. 13201. 36181. 978 91s 12601as 1 t CAPACITY AND MAYBE USED 70 QUALIFY Anchors / U -C1 ,into 1/r Num. (Fig. WA WA WA WA NA WA WA WA WA WA WA WA WA WA 1074 • ADDITIONAL ANCHORAGE OPTIONS, M Y Anehots/ILCIIp, klo l/r Num. Ol9. 8):0 WA ) WA { WA ) WA WA 1 WA WA 1 wA N/A ------NA WA WA 21 t 2 Anchens / F•C9p (Fig. 9j:) 370106 1 370156 1 WT 7I31bsP.M. 7121. WA 2801. WA 3401. WA 440 Ibe WA 320 Ibs 4201. NO I. 3 Anchor / F•C (Fig. 1q: 380 Ibs 390 Ibs 340 9u 1 7801. 945ibt 1 2701. 2801. WA 3301ae 1 488 las 1 440106 1 11521114 I 320 I. 420 me 1 Seo m• 9GURE 1: FIGURE 2, FIGURE 3: FIGURE 4: CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 21, t e e 0 e e o e TABLE NOTES: 2.000" 0 0 0 0 o e o o e aO o o o 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2.4 FOR 1 0 e o • 0 0 o o • e o •• a o GENERAL INSTALLATION METHODS. 1,VNN M/ IGURE 6: FIGURE 8: 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS 18 ALLOWABLE. 10ENS, 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS. SEE SHEETS 18.20. ALL MULLION CLIPS MAY 250` 4.000' k ; N0. 58705 BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20.• a• LU; FIGURE 7: FIGURE8: FIGURE 9: FIGURE 10: ANGLE CLIP 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT SST E O c • o o o • o o • e o o e e • FIGURES 588) MUST BE USED CMU) CMU SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 606375 AND BE A MINIMUM OF .125' THICK. STEEL STUDS TO BE AMINIMUM GRADE 33 AND .045" THICK (18 2" X 4" X .25' MULLION FLORIOP.•( FS3(ONAL o • 0. • o o • IN PAIRS. GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125' THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. r 1`1A. LYMd MIUI1EA, P.E. FL P.E.# 58705 I AbLt IUA TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA MAY BE USED: DP,) X( CAPACITY,,,,,,,,,, CAPACITY„ THE RESULT WILL YIELD AMINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS, 3URE 1: FIGURE 2: FIGURE 3: FIGURE 4: FIGURE 8: FIGURE 8: FIGURE 10: FIGURE 11: TABLE NOTES: ea o • es • • • • eo • oe• o ee • ee 0 oe o o eo 0 0 oe o • ee • oe oe • e O a e O o e e O O o e O • e e • e e o o e • o e 3URE S: FIGURE 6: FIGURE 7: ANGLE CLIP FIGURES 6-71 MUST BE USED w PAIRS. 250' 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 24 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 SHEETS 18-20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. 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 OF0.55. ALUMINUM SHALL BE 6063•T5 AND BE A MINIMUM OF .126' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125' THICK AND A38. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL teice i` aC 111111111 y \,VN.. , l!t(F 58705 FSSIONN A. LY UMILWk P.E. FL P.E.# 58705 11A uatrate: 2.7kCanclaie 3.bk Conc. VloBow Cb1UFilled CMU T Wool Mstnl TO CALCULATE THE ANCHOR CAPACITY Opening• • • • • 9 • • • • a • • • O MctWf Capacity Anchor Type: 3116' Elco Uitracon 114" Elco UWaem 501n REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA 601. 70 in 80 M 90 in • • in • 120 M • 1401n 1601n x 2.11" RectangdarLoading Trap/Trlanp. Rectangular Trap/friang. Loadhq Loading Loadng Rectangular Trap/frieng. ReGanpulx TrapRdanp. Rectangular TrapRAanp. R4x:tergW T Loading Loafing Loading Loading Loading Loaft Loading Loa&V W am Loading Loading IngnAar Loading Tnp?denp. Rectargn4ar Lading Loading Trep?dIng. Loadingt6" Alurn be Mull 42 In gg 144.21 528 1 167.0 428 120.2 $26 148.9 419 103.0 526 138.9 414 90.1 526 134.11 411 80.1 528 134.1 411 72.1 526 134.1 411 0.1 6 134.1 411 51.5 52i 130.1 411 45.1 526 134.1 411 481n 95.6 403 108.0 333 80.5 403 94.7 325 69.0 403 86A 320 60.4 403 81.4 317 53.7 403 71.1 315. 48.3 403 78.6 314 40.3 403 78.6 314 34.5 403 78.6 314 30.2 403 78.6 314 60.625 In 623 352 - 91.0 301 68.6 362 79.3 294 58.8 362 71.9 289 51.5 362 67.2 286 45.7 352 64.6 2& 41.2 382 63.8 283 34.3 382 63.5 253 29.4 362 63.5 283 25.7 362 53.5 253 54 in 67.8. 318 74.1 287 56.5 318 64.2 261 46.5 318 57.7 255 42.4 318 53.5 253 37.7 315 60.8 250 33.9 318 49.5 249 253 318 49.1 248 24.2 318 49.1 248 21.2 318 49.1 248 60 in 49.5 266 53.1 219 41.2 258 45.7 214 35.3 258 40.7 210 30.9 288 37.2 207 27.5 255 34.9 204 24.7 258 33.4 203 20.6 258 322 201 17.7 258 322 201 15.5 258 322 201 63 In 427 234 45.8 200 35.8 234 39.1 195 30.5 234 34.7 192 26.7 234 31.6 189 23.7 234 29.4 166 21.4 234 25.0 184 17.8 234 25.6 183 15.3 234 26.5 183 13.4 234 28.5 163 681n 37.2 213 39.4 183 31.0 213 33.7 179 26.5 213 29.8 176 23.2 213 27.0 173 20.6 213 25.1 170 18.6 213 23.7 169 18.5 213 22.2 187 13.3 213 220 168 11.6 213 22.0 188 72 in 26.6 179 30.1 156 23.9 179 25.5 162 20.4 179 225 149 17.9 179 20.3 147 15.9 179 18.7 146 76 81 24.3 181 25.4 140 20.3 161 21.6 137 17.4 161 t9.0 135 15.2 161 17.0 133 THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 16.20. CONCRETE 78 in 22E 152 23.6 1 133 18.6 152 19.9 131 16.1 152 17.5 1211 uatrate: 2.7kCanclaie 3.bk Conc. VloBow Cb1UFilled CMU T Wool Mstnl TO CALCULATE THE ANCHOR CAPACITY d1 O MctWf Capacity Anchor Type: 3116' Elco Uitracon 114" Elco UWaem 16` Elco 114" SS Elco 5176" Eleo 114" S8 Eko at0 Steel M2 31ee1 K12 Steel3115" Elco Ultrwm 114" Elco UltmcatUNnacon AgpaGMor Ulratm AggreGAW Seneca (OS) S. (05) Sonfx (05) REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA WfyT X Ube) Edge Olatarxe OnC 1" Z-1/2 1" 2.112 31/5 1' 21/2 1' 2 112 7 3.1lB 7 OA8 O.SY 0.924" MAY BE USED: 1ONEmbedinsnt (in): 1.3/4" 1.3/4" 1.314" i.Y4' 2" 7.1/4' 1.114" 1.1/4' 1.1/4" 1-1l4' 1.1/1` T 13/8" 1.'y6" 44ee naa 4) CAPACITY o ,,, ) aCAPACffY,,, DP ) X ( D V d Q 4 Anchors /(2) 2a5 Angle CII (Fig. 1): 7 la 780 Ens 8801a 15801bs 1898 Ibs S40lba Em WA 760 9381De 801os 23W IW 8621bs 84 Ia 1432 Ws w,... THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. 4SEESHEETS2 - FOR GENERAL INSTALLATION METHODS. r-12• FIGURE 1: 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. 3j MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18.20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN 2.118• THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 16.20. CONCRETE 126' 1111 t t 111111ANGLECLIPMUSTBEUSEDINPAIRS. SHATES: GROUT-FILLEDLLOWAND CONCRETE BLOCK NIT LLLCONFORM TOASTM CONFORM TO ACI 301 SC.90.IWOODSPECIFICATIONS. NHALLBECMU) PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063-T5 AND BE A r ay VNSEMINIMUMOF .126' 1 O . E THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK (16 GAUGE). STRUCTURAL STEEL TO BE AT 1.28• X 2.11' %.126' MULLIONLEASTTHICKANDA36. ALL ANCHORS yO 125• INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND (INTEGRAL FIN MULLION) THE MATERIAL. 5eT!)5 ` NO •: Ic ; ,.. W = UL'1 :' 2 FLO A. LYNN iI LtiELR, P.E. FL P.E.# 58705 ABLE 12A ABLE 12B Anchor 8118 ElcowlraE1/4 IS Eldo We' Elm' 1/4" 8S EtaArclgrtype: y18' Elco Ullradon 1 y164" Elco wtnacon 'Elmeon tlf Elco wtracmCapacityIII ApgreGata wtracal AggreGata Ib•) Edge Distance (Iny.1 1 2.117 1 1" 1 2.117 1 31/6 1" 1 2-1/7 1 1" 1 2.111 1 7 1 3116 7' FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP (FIGURES 1.3) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET i FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING SEE SHEETS 2-4 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 SHEETS 18.20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-80. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063•T5 AND BE A MINIMUM OF .125" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .046• THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125" THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. Mew TO CALCULATE THE ANCHOR CAPACITY 12 Steel REQUIRED FOR DESIGN PRESSURES THAT Saw (GS) ARE LOWER THAN LISTED ON THE TABLE, 0.324" THE FOLLOWING FORMULA MAY BE USED: see note 4) (D)X//CAPACITY ,...1 CAPACITY,,, 680 flat\ DP„d,"„ 1120 i THE RESULT WILL YIELD A MINIMAL ANCHOR1880CAPACITYANDMAYBEUSEDTOOUALIFY ADDITIONAL ANCHORAGE OPTIONS. 1 30" BAY MULLION 1(1111111/ NN A11(lLcR' 440.58105 _ B'/ iyoOFl 2 FSSlONP, A. LYWMIILARt, P.E. FL P.E.# 58705 Opening• 501n 60 in 70 in 80 M 90 M 1001% 6a. • • • • 14-018 160 M 26" 30 Rectangular TrwTdanp. Loading Lo -%V Raatan9War Traprtnanp. Loading Loading Rectangtif TrWTriang. Rectangular Loading loading Loafing TrayTdang. Loosing Rectangular TraprTriarg. Loading Loading Rectargul Trapffdang. Ldedirrp loading Rectangular Tnp7nanp, Rectangular Trap?rlanp. loading Loading Loading Loading Rectangular TrWT-9. Loading LoadingEG. AL Y MULL 42 in Txh!H u III I lil'i 111'n 11 Mil 1111111 11 f1 H if il 111 11 An 111 11 170.0 620 170.0 435 170.0 744 170.01 478 170.01 86B 170.0 508 170.0 992 170.0 519 1 170.0 1116 1700 521 1 170.0 1240 170-01 621 170.0 1486 170.01 521 170.0 1735 170.01 521 149.1 1740 170.01 52148in170.0 7D8 j 170.0 524 170.0 850 170.0 564 170.0 992 170.0 630 170.0 1133 170.0 661 170.0 1275 170.0 677 170.0 1417 170.0 680 152.2 1522 170.0 660 130,5 15M 170.0 660 114.2 1522 170.0 680 50.625 In 170.0 747 1 170.0 563 170.0 898 170.0 631 170.0 1048 170.0 684 170.0 1195 170.0 723 170.0 1345 170.0 747 164.2 1443 170.0 758 136.9 1443 170.0 756 117.3 1443 1 171).01 756 1026 1443 170.0 756 641n 170.0 797 V170.0 612 170.0 956 170.0 Set 170.0 1116 170.0 754 170.0 1275 170.0 803 160.4 1353 170.0 837 144.3 1353 170.0 856 120.3 1353 178.0 861 103.1 1353 1 170.0 881 90.2 1353 170.0 861 601n 63 M 170.0 685 170.0 170.0 930 170.0 701 746 170.0 1063 170.0 170.0 1116 170.0 797 850 161.0 1218 170.0 678 146.1 1216 1602 1150 168.8 933 131.4 1160 170.0 044 153.0 914 128.9 1218 159.8 936 118.8 1150 141.9 898 116.9 1218 1S21 924 105.1 1150 134.2 05 97.4 1218 146.1 91383.5 1218 146.1 913 87.6 1150 126.7 871 75.1 1160 126.2 870 73.1 1218 148.1 913 66.7 1150 126.2 870 661n 170.0 974 170.0 789 1524 1048 165.8 881 130.6 1046 146.6 854 114.3 1048 133.1 850 101.6 1040 123,4 639 91.4 1048 118.6 630 75.2 1048 109.4 821 65.3 1048 108.2 816 67.1 1048 108.2 818 721n 140.8 OW 147.9 764 117.4 SBO 126.0 748 1006 680 110.8 734 88.0 880 1 100.0 722 76.2 880 92.0 712 70.4 680 86.2 703 58.7 860 79.2 693 50.3 SW 76.5 688 44.0 880 76.4 688 76M 119.7 790 12&1 690 99.8 790 tOBA 676 65.5 790 93.3 663 74.8 780 83.9 652 66.5 790 7&9 643 59.9 790 71.7 635 49.9 790 65.1 624 428 790 821 610 37.4 790 61.5 617 78 M 110.8 750 115.5 657 923 750 96.1 644 79.1 750 85.9 632 69.2 750 71.1 821 61.5 750 70.6 612 55.4 750 65.7 606 46.2 750 59.4 504 39.6 750 56.2 588 34.8 750 55.5 588 90 in 72.1 553 74.4 500 60.1 563 629 491 51.5 563 61.8 483 4&1 583 48.9 475 40.1 663 44.4 466 35.1 553 40.9 462 30.0 663 36.2 452 25.8 563 33.3 445 225 563 31.8 442 96 M 59.0 486 81.1 443 49.5 495 51.5 435 42A 495 44.6 427 37.1 495 39.9 421 33.0 405 36.1 415 29.7 495 33.2 409 24.8 495 29.1 400 21.2 495 26.5 394 18.8 495 25.0 390 108in 41.7 391 428 363 31.8 391 35.9 346 29,8 391 31.1 342 28.1 391 27.8 337 29.2 391 24.9 333 20.9 301 22.8 328 17.4 391 19.7 321 14.9 391 17.8 316 111 in T201n 38.4 370 '39.2 335 32.0 370 33.0 330 27.5 370 28.6 325 24.0 370 25.3 320 21.4 370 22.0 316 19.2 370 20.9 312 '16.0 370 18.1 305 30.4 317 30.9 289 25.3 317 28.0 284 21.7 317 22.5 280 19.0 317 19.9 278 16.9 317 17.9 273 144 M 17.6 220 17.8 203 ABLE 12B Anchor 8118 ElcowlraE1/4 IS Eldo We' Elm' 1/4" 8S EtaArclgrtype: y18' Elco Ullradon 1 y164" Elco wtnacon 'Elmeon tlf Elco wtracmCapacityIII ApgreGata wtracal AggreGata Ib•) Edge Distance (Iny.1 1 2.117 1 1" 1 2.117 1 31/6 1" 1 2-1/7 1 1" 1 2.111 1 7 1 3116 7' FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP (FIGURES 1.3) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET i FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING SEE SHEETS 2-4 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 SHEETS 18.20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-80. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063•T5 AND BE A MINIMUM OF .125" THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .046• THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125" THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. Mew TO CALCULATE THE ANCHOR CAPACITY 12 Steel REQUIRED FOR DESIGN PRESSURES THAT Saw (GS) ARE LOWER THAN LISTED ON THE TABLE, 0.324" THE FOLLOWING FORMULA MAY BE USED: see note 4) (D)X//CAPACITY ,...1 CAPACITY,,, 680 flat\ DP„d,"„ 1120 i THE RESULT WILL YIELD A MINIMAL ANCHOR1880CAPACITYANDMAYBEUSEDTOOUALIFY ADDITIONAL ANCHORAGE OPTIONS. 1 30" BAY MULLION 1(1111111/ NN A11(lLcR' 440.58105 _ B'/ iyoOFl 2 FSSlONP, A. LYWMIILARt, P.E. FL P.E.# 58705 ABLE 13B Anch07 5110" Elco 1/4" SS Eko 5116" Eko 7/4^ SS Elco #10 SttaBAnehorTypo: 3/18' Eteo llpraeorl 1/4" Elco Ullraoan 3116' Elco Ultramtl4' Eko UltracanCepeCilyUltracan A reGator Uitn4eon _ Agara0ator - 8raew (GS) lbs) Ed9a Distance pn).l 1 j 2.1/7 I v, I 112 I 3.113 I- I 2.1/7 I 1" I 2-7/2 I 7 I 31/8' 1 7 1 0.49" FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP (FIGURES 1.3) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING SEE SHEETS 2-4 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 SHEETS 18.20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED INTHEFIELDFOLLOWINGDIMENSIONSSHOWNONSHEETS18.20. 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 6W3 -T5 AND BE A MINIMUM OF.125' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125" THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA MAY BE USED: DP-) X(CAPACIT1;,m,,\CAPACITYDP ,,- THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. V \:04N, 611LLER'/', Oa.•' ENSE •. •K : W P •'• Ali. A. LY"A ISA LgR, P.E. FL P.E.# 58705 Opening 9 • 50 in 80 in 70In BOM 90 in i( In • 1201n • t 160 to 25" 45 EG. AL Rdxlanpular Loading TrapTrlarp. Loading ReclanpWar Trap/Tdarg. Loading Loading Recl•npular Loading Tra{v7darq. Reclading Trapr7darp, loading Loading Loading ReclanpWar TrapTdanp. RectangWar Tre lhag. loading Loading LoaWnp Loading Reelaniiular TraplTdang. Loading Loading Rectangular Tra iiia RdxWrpWar TrapTnang. Loading Loading Lwding Loading YMULL 421n y fill t3! ! I 8 • 170.0 620 170.0 435 170.0 744 170.0 478 170,0 868 170.0 506 170,0 DB2 170.0 619 170.0 1116 170.01 521 170.0 1240 170.0 521 170.0 1488 170.0 521 170.0 1735 170.0 521 1%31 1871 1 170.0 52148in170.01 708 170.0 524 170.0 850 170.0 584 170.0 982 170.0 630 170.0 1133 170.0 661 1 170.0 1275 170.0 677 170.0 1417 170.0 600 16347 1637 170.0 680 140.3 1637 170,0 6110 1228 1537 170,0 680 60.625 In 170.01 747 170.0 653 170.0 896 170.0 631 170.0 1046 170.0 884 1700 1195 170.0 723 1 170.0 1345 170.01 747 1 170.0 1494 170.0 758 147.1 1562 170.0 756 126.1 1552 170.0 756 110.4 1552 170.0 756 54 In 170.0 797 170.0 512 170.0 955 170,0 691 170,0 1116 170.0 754 170.0 1275 170,0 603 170.0 1434 170.0 937 165.2 1455 170.0 956 129.3 1455 170.0 881 110.8 1455 170,0 861 97.0 1456 170.0 881 60 in 170.0 565 170.0 701 170.0 1053 170.0 797 170.0 1240 170.0 878 157.1 1309 1700 944 139,7 1309 170.0 986 125.7 1309 163.5 994 104.8 1309 157.1 992 89.0 1309 157,1 982 78.8 1309 157.1 082 63 In 170.0 1 930 170.0 745 170.0 1118 170.0 950 1629 1247 170.0 940 142.5 1247 154.5 983 126.7 1247 152.8 965 114.0 1247 144.3 952 96.0 1247 136.2 935 111.4 1247 135.7 935 71.3 1247 135.7 935 66 in 1700 674 170.0 789 170.0 1189 170.0 903 1 14&4 1190 163.7 965 129.9 119D 147.9 945 115.4 1190 139.5 928 103.9 1190 129.4 914 56,6 1190 119.5 888 74.2 1190 118.1 693 64.9 1190 116.1 593 721n 181.8 1010 169.9 877 134.7 1070 144.8 BSB 115.4 1010 127.2 842 101.0 1010 714.7 1126 09.8 1010 105.8 817 80.8 1070 98.0 807 87.3 1010 80.9 795 57.7 1010 87.6 700 50.5 1010 67.7 789 761n IVA 606 143.6 782 114.5 906 1220 775 98.1 We INA 761 85.9 906 26.2 749 76.3 906 8&2 736 68,7 9011 823 729 57.3 906 74.7 716 49.1 906 71.2 710 429 006 70.6 708 78 In 127.1 851 1325 754 105.9 861 112.5 738 90.9 Ni 98.6 725 79.4 861 88.5 713 70.6 861 81.0 703 63.8 961 75.4 694 53.0 681 68.1 Wl 45.4 861 64.5 675 39.7 861 83.7 872 901n 827 548 85.4 574 68.9 646 721 554 59.1 646 629 554 51.7. 848 58.1 545 46.0 816 50.9 537 41.4 648 47.0 530 34.6 646 41.5 619 29.5 648 38.2 511 25.9 546 3&5 507 961n 88.2 668 70.1 606 66.8 588 59.1 499 48.7 568 51.4 491 42.6 568 45.8 4113 37.9 598 41.4 476 34.1 668 38.1 470 26.4 568 33.4 469 24.9 688 30.5 452 21.3 585 28.7 M7 449 4&9 405 39.9 449 41.2 389 34.2 449 35.7 393 29.9 449 31.7 387 26.8 M9 2&8 382 23.9 MB 2&1 377 20.0 419 22.7 968 17.1 449 20.4 361 16.0 149 19.9 358t1n2.0.2 425 45.0 305 36.8 4. 37.0 379 31.5 425 328 373 27.8 426 29.1 387 24,b 425 28.2 382 22.1 126 24.0 368 18.4 425 20.7 360 16.8 426 18.8 313 364 35.5 331 29.1 381 29.8 326 24.9 364 26.0 321 21.8 3& 228 317 49.4 384 20.5 313 17.6 354 18.7 309 253 20.4 233. 16.6 263 17.1 230 ABLE 13B Anch07 5110" Elco 1/4" SS Eko 5116" Eko 7/4^ SS Elco #10 SttaBAnehorTypo: 3/18' Eteo llpraeorl 1/4" Elco Ullraoan 3116' Elco Ultramtl4' Eko UltracanCepeCilyUltracan A reGator Uitn4eon _ Agara0ator - 8raew (GS) lbs) Ed9a Distance pn).l 1 j 2.1/7 I v, I 112 I 3.113 I- I 2.1/7 I 1" I 2-7/2 I 7 I 31/8' 1 7 1 0.49" FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP (FIGURES 1.3) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING SEE SHEETS 2-4 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 SHEETS 18.20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED INTHEFIELDFOLLOWINGDIMENSIONSSHOWNONSHEETS18.20. 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 6W3 -T5 AND BE A MINIMUM OF.125' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125" THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR DESIGN PRESSURES THAT ARE LOWER THAN LISTED ON THE TABLE, THE FOLLOWING FORMULA MAY BE USED: DP-) X(CAPACIT1;,m,,\CAPACITYDP ,,- THE RESULT WILL YIELD A MINIMAL ANCHOR CAPACITY AND MAY BE USED TO QUALIFY ADDITIONAL ANCHORAGE OPTIONS. V \:04N, 611LLER'/', Oa.•' ENSE •. •K : W P •'• Ali. A. LY"A ISA LgR, P.E. FL P.E.# 58705 F•1.000'-+ • • F"-1.b0'--I , 1.000' -- 1.000' j- --j 1.000" f-- • • • • • • • • • • • • ' f 125' 125' a2375* 25" 2.750 2.750 .125' • 3••.125' •••125' • 3.•18•8 " 2.000" 2.000' 125' 25' 2.118"usw i 126' ' tL650 „ .1253 Z" •• oT 1' X 2" X .125 MULLION V X 2' X. 375' MULLION 1' X 2.75' X .376'MULLION V X 2.76' X .850' MULLION 1" X 3.125' X .5' MULLION 1.25"X 3.188" X.265' MULLION 1.28' X 2.11' X .125 MULLION6063-T8 ALUM. S06348 ALUM. 6063T8 ALUM. 6053-T8 ALUM. 8083jT6 ALUM. SW3-T6ALUM. 6063-T6ALUM. cc 8XSECTIONX-SEC710N XSECTION X•SECTDN X -SECTION X -SECTION XSECTION W .-I C t-{ x.125 }y r--.125" -{ 1--.125' FSTANDARD CLIP U -Cup 2X5ANGLE CLIP1 8083B ALUM. 6053 -TO ALUM. 2.000" 805376 ALUM. 2.125' XSECTION X -SECTION 2.000" XSECTION 126" 77 I I .125' F .125'J -- I Q L i .740" H- 5.500' .375' 375" j'MIN. MIN. i + I 1.15' ( AMIN. Y O.C. 0.312' I STANDARD CLIP 6063 -TB ALUM. TOPVIEW 6.500' .375" MIN. MIN. MIN. 376" i 1.15' + MIN. O.C. --p 0.312' B D G OFFSETCLIP .125- 6003 -TO ALUM. . 740TOPVIEW Q .338" MIN. U -CLIP106083T8ALUM. A TOPVIEW 0.225 TYP. E 33W MIN. UCLIP A 1' X 3.125' X .800' MULL ONLY E 8063T8 ALUM, TOPVIEW 3MIN. 0-7 U -CLIP 1.25'XLLO X.285 A MULL ONLY 6063-T6 ALUM. TOPVIEW 0.317 3.000' MIN. 2X5 ANGLE CUP 8053-T8 ALUM. TOPVIEW TABLE B Mull Dimension Mullion I Std. Clip POT Part 0 Offset Clip U -Glp Angle Clip 1" X 2" X. 126' 66805 668113M 6661118M 686243M 888511 M 1"X2"X,375" 666006 666114M 6661119M 686244M 666512M 1" X 2.75" X .375" 66807 6MI15M 6681120M 666245M 868513M 1" X 2.75" X .650 I 66606 686116M 6681121 M 6246M 666514M 1" X 3.125" X .500" 866371M 6661116M 6661114M 666242M M515M 1.25" X 3.188" X .285" 66641M 6661117M 8861 113M 688241 M 688518M 1.26" X 2.11" X.125' 69370 WA WA WA GW517M TABLE A Dimension Value (in) For Mullion: E NOTES: 1" X 2" X. 125" Aluminum Tube Mullion B 2.654 C 0.895 1) ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. IF NEEDED, E .450 Min. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS GIVEN ON THIS SHEET. 1.125 2) SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. TABLE A Dimension Value (in) For Mullion: A 1.625 1" X 2" X. 125" Aluminum Tube Mullion B 2.654 C 0.895 D 0.740 E .450 Min. A 1.125 1" X2' X.375" Aluminum Tube Mullion 8 2.404 C 0.835 0 0.400 E 0.450 A 1.876 1" X 2.76"" X 375 Aluminum Tube Mullion 8 3.000 C 0.757 D 1.118 E .450 Min. A 1.312 1" X 2.75" X 860" Aluminum Tube Mullion B 3.000 C 0.478 D 0.838 E .460 Min. A 2.000 1" X 3,125" X 500" Alum Tube Mug B 2.837 C 0.863 D 1.137 E .450 Min. A 2.625 1,25"X3.188" X.265" Alum Tube Mull B 3.262 C 0.862 D 1.762 E .450 Min. A 1.813 1.26"X2.11"X 121" Alum Tube Mull V LYNN 4!/('/ LICENSE '•F'Q No.58705 TFAE 9 ACE: ,. A. LYNNIMILLER; .E. FL P.E.# 58705 1.000" 1.000- 4.000" 4.000" 125'.125" 125" 375 1"X4'X.125"-T 1. X4'X.37b' MILLION MULLION 8063-T6 ALUM. 6063-T8 ALUM. X -SECTION X -SECTION 2.681' 1.377' •125 I 125' 30• 3.2b0" 30' BAY MULLION 6063-T6 ALUM. I X -SECTION 7 228'J 45' 61 226', 4-.981"-4 376• MIN. 2.875' f - f 125' 2.000" 125' STANDARD CLIP 8083.76 ALUM. X -SECTION r 375' 1 MMN.qI I 125; • C. `/}' O.C. 1.000 0.312" H 2.125" Tube Mullion 125• U-CLIE a • • 6083-75 ALUM. O I o Aluminum H 2.430 0 F i STANDARD CLIP 6063-T6 ALUM. TOPVIEW 6.600' MIN. MIN. .375" I 1.15' + MIN. 0 0.312' O.C. 2.250" 3.000' L -0 Too 0 NOTES: OFFSET CLIP W63 -TB ALUM. 1) ALL MULLION CLIPS MAY BE FACTORY MACHINED AND TOPVIEW CONTAIN UNUSED HOLES. IF NEEDED, HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS GIVEN ON THIS SHEET. 2) SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. f 338' a O MIN. F 1 f P P1.225' U -CLIP 6063.76 ALUM. TOPVIEW TAR[ F n ii-riz5.•• r -a- 2.000' 125' 2X5 ANGLE CLIP 6063-T6 ALUM. X -SECTION TARLF C 5.000" 375" MIN, 0.3120.312 - Po 375' O MIN. 00" 1.5 T 2XS ANGLE CLIP MIN. O.C. W83 -TS ALUM, TOPVIEW Dimension Value {In For Mullion; 740' 3.687 125; • G 1.000 Aluminum H 2.125" Tube Mullion 125• U-CLIE a • • 6083-75 ALUM. X -SECTION f 338' a O MIN. F 1 f P P1.225' U -CLIP 6063.76 ALUM. TOPVIEW TAR[ F n ii-riz5.•• r -a- 2.000' 125' 2X5 ANGLE CLIP 6063-T6 ALUM. X -SECTION TARLF C 5.000" 375" MIN, 0.3120.312 - Po 375' O MIN. 00" 1.5 T 2XS ANGLE CLIP MIN. O.C. W83 -TS ALUM, TOPVIEW Dimension Value {In For Mullion; F 3.687 1" X 4" X .125" G 1.000 Aluminum H 2,680 Tube Mullion F 3.167 1" X 4" X .375' G 0.757 Aluminum H 2.430 Tube Mullion F 2.813 30' Bay Mull145'BayF2.875 Mu0 Mull Dimension Mullion POT Part # Std. Clip Offset Clip tl-Clip Angle Clip 1"X4"X.125" 69364 666111M 6661122M SW241M 666516M 1"X4"X.375" 66610 W61 12M 6661123M 666242M 668519M 30 Degree 66649 WA WA WA 6W5110M 45 Degree 68650 WA WA WA 6665111M p a 1111 N 4 i No. 58705 qq bII FTOA SS/0NA1. A. LYNkMILV99, P.E. FL P.E.# 58705 TABLE E s ••• Mull PGT Part a + • s • • • • • • •le DI enalon 125" • • • • • • : : • : • • • ` R•1 Mullion Std. Clip U -Clip Angle Clip r i1 5' • • • --•I 1-•.125'• • + 2" X 4" X.25" 66602 666261 M 868271 M IM5112M F• • • • • • • • • u0 2" X 6" X.25" 66604 666262M 668272M 6865113M STANDARD CLIP U -CUP 2X5 ANGLE CLIP 8 a 2.000' I 606378 ALUM. I 8083 -TBALUM. 6063 -TB ALUM. 8 NOTES: X -SECTION 2.126' • • SECT N 2.00p' • • XSECTION LL 1 1 • • • • • • • • • t) ALL MULLION CLIPS MAY BE FACTORY MACHINED .725 ,y v • • • • I• • .125' AND CONTAIN UNUSED HOLES. IF NEEDED, HOLES • • • • • • • • • N xYBEDRILLEDINTHEFIELDFOLLDMENSIONSGIVENON THISHEETOWING t 4" I--i.4g0" • • • • • s • s • • • • O 8 2) SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 02.000" .375` MIN. 4.000" 250" 2"X 4'X 25" MULLION SM345 ALUM. XSECTION 250" 2.000"--j 2'X0'X.25' MULLION 6063-T8 ALUM. X -SECTION S.B00" STANDARD CLIP 6083T8 ALUM TOPVIEW 6.500' MIN. . 375" MIN. 1 (- MIN. Ii— MIN. i— MIN. D.C. ww^^ 5.000' 3.000' MIN.— y 4 `- 0.312' 1.344' 4.688- 0 I 5.4 2.620" STANDARD CUP 8083T6 ALUM. TOP VIEW 0.225" I 0 E 3.438" O 1 0 4.67- U-CLIP 37' ULUP 608376 ALUM. TOPVIEW r' ----5.000'-----j 2X5 ANGLE CLIP 6063T6 ALUM. TOPMEW LYNN Xf1t4 1,1/ Z.•10ENSF •. ' P * ' k ;' No.58T05 5 s A. L1'41VIMILLP.E. FL P.E.# 58705 5.000' 3.000' MIN.— y 375" MIN. 1.344' 0.31 r MIN. 3.438" O.C. L O MIN. IN. 1.500" MIN. 2X5 ANGLE CLIP 6063T8 ALUM, TOPVIEW r' ----5.000'-----j 2X5 ANGLE CLIP 6063T6 ALUM. TOPMEW LYNN Xf1t4 1,1/ Z.•10ENSF •. ' P * ' k ;' No.58T05 5 s A. L1'41VIMILLP.E. FL P.E.# 58705 O 375' 1.344' MIN. O.C. p10 T 5.438' 5,438- 0 0 01 O 637" U -CLIP 6063.76 ALUM. TOPMEW r' ----5.000'-----j 2X5 ANGLE CLIP 6063T6 ALUM. TOPMEW LYNN Xf1t4 1,1/ Z.•10ENSF •. ' P * ' k ;' No.58T05 5 s A. L1'41VIMILLP.E. FL P.E.# 58705 EXAMPLE 1: SINGLE VERTICAL MULLION NO ANCHORS INHEAD 72' MULLION LENGTH SEE ' SEE FENESTRATION DETAILS, PRODUCT'S SHEETS APPROVAL 2.3 THE BUILDING SUBSTRATE IS KNOWN TO BE WOOD ONALL FOUR SIDES. THE WINDOW FRAME DEPTH IS 2.1/4'. THE OPENING REQUIRES A DESIGN PRESSURE OF +60.01-60.0 PSF. 1) INITIALLY ASSUMING THAT A 1" WIDE MULLION IS SUITABLE,THE MULLION LENQTH IS•72' AND THE OPENING PI 32'+32+1" =45'. RBFPRlNCING SHEET 22, THE COLUMN USING RECTANGULARLOADINGMUSTBEUSED. SCAN THE MULLION TABLES FOR A MULLION THAT 15.47 IEASP THE WINDOW RRAME DPPTH OF! -M4' AND WILL MEET OR EXCEED THE REQUIRED DESIGN PRESSUREOF +60.01.60.0 PSF. IF THE TABLE DOES NOT SHOW THE EXACT SIZE, USE THE NEXT4 AMERSIZIAVAILAELE! • • • • • FROM TABLE 3A, SHEET 7, THE 1' X 2.75"X.375* MULLION (LENGTH - 72", OPENj; 70') MF)TS THOJP.TH REj MRED, Hg4wR•Tp%ESIGN PRESSURE IS +1.68.3 PSF AND WOULD NOT BESUITABLEFORTHISAPPLICATION. FROM TABLE 4A, SHEETS. THE 1" X 2.75" X .850' MULLION (LENGTH a 72', OPENING - 70') HAS A DESIGN PRESSURE OF +1-72.7PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE OPENING ANDMAYBEUSEDINTHISAPPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 630LBS. Q Q 2) USE TABLE 48 TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRE F SU E BO THE STANDARD CLIP WITH (4) #12 ANCHORS AND THE 2X5lJANGLECLIPSWITH (4) #12 ANCHORS HAVE A CAPACITY OF 640 LBS. THOUGH EITHERDt E O QL BE;SE ,, T F ARD CLIP SfASIER TO INSTALL oETA Ls, 3) VERIFY THE DESIGN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH &j MU4.IOy SYST.A. THE LOWER YBBIGY PRESSURE, OF MULLIONS OR FENESTRATION PRODUCTS, WILLSHEETSAPPLYTOTHEOVERALLASSEMBLY. FINAL DESIGN PRESSURE REQUIRES THAT THE BOTH THE MULLION AND THE FENESTRATION PRODUCT BE INSTALLED IN ACCORDANCE WITH THE2.l INSTALLATION SPECIFICATIONS INTO RESPECTIVE SUBSTRATES AND FENESTRATION PRODUCTS TO MULLION. NO ANCHORS IN WINDOW 6KL 3r 3r I--MUl4 WIDTH OPENING WIDTH EXAMPLE2: MULTIPLEMULLIONS MULL WIDTH --i r 1hSHEETS SEE DETAILS. SHEETS 97 FENESTRATIONAPP VERTICAL- II j SEESEEMULLION6DETAILS, DETML E, OPENING SHEETS 2.3 SHEET 3 FORHORR. HORIZ. 36', HORIZ LENGTH MULL LENGTH jOPENINGFORVERTICALMULL IN THIS EXAMPLE, THE DESIGN PRESSURE REQUIRED WAS +/-60.0 PSF. THE OVERALL MULLION SYSTEM WAS DETERMINED TO BE 72.7 PSF WITH AN ANCHOR CAPACITY OF 836 LBS. ALTERNATIVELY, THE DESIGN PRESSURE ADJUSTMENT FORMULA COULD HAVE BEEN USED TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR THE EXACT DESIGN PRESSURE OF 60 PSF: 60 PSF) X( 636 LBS \ S 524.9 LBS (MAY BE USED TO QUALIFY # 10 STEEL SCREWS FROM TABLE 4B) 72.7 PSF / THE BUILDING SUBSTRATE IS KNOWN TO BE CMU ON THE JAMBS AND USES A CONCRETE HEADER AND SILL. THE WINDOW FRAME DEPTH IS 2-3/8". THE OPENING REQUIRES ADESIGNPRESSUREOF +60.0/-55.0 PSF. FOR THE VERTICAL MULLION: 1) INITIALLY ASSUMING THAT A 1' WIDE MULLION IS SUITABLE, THE MULLION LENGTH IS 32"+72"+1 1=105"AND THE OPENING IS 36'+36'+1' •73". REFERENCING SHEET 22, THE COLUMN USING TRAPEZOIDALITRIANGULAR LOADING MAY BE USED. SCAN THE MULLION TABLES FOR A MULLION THAT IS AT LEAST THE WINDOW FRAME DEPTH OF 2-3/S' ANDWILLMEETOREXCEEDTHEREQUIREDDESIGNPRESSUREOF +50.0/-55.0 PSF. IF THE TABLE DOES NOT SHOW THE EXACT SIZE, USE THE NEXT LARGER SIZE AVAILABLE. FROM TABLE 3A, SHEET 7, THE 1" X 2.76' X.375' MULLION (LENGTH =108", OPENING - 80') MEETS THE DEPTH REQUIRED, HOWEVER THE DESIGN PRESSURE IS +/-18.0 PSF AND WOULD NOT BE SUITABLE FOR THIS APPLICATION. FROM TABLE 9A, SHEET 13. THE 2' X 4" X .125" MULLION (LENGTH . 108', OPENING • 80') HAS A DESIGN PRESSURE OF +/-68.4 PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APPLICATION, NOTE THE ANCHOR CAPACITY REQUIRED OF 837 LBS. BECAUSE IT IS NOW KNOWN THAT THE MULLION WILL ADD 2' TO THE WIDTH OF THE MULLED UNIT, THE ADJUSTED OPENING IS 3('+38'+2"•74', NOT 73' AS PREVIOUSLY ASSUMED. VERIFY THAT THE DESIGN PRESSURE IS STILL APPLICABLE FOR THE ADJUSTED OPENING. 2) USE TABLE 98 TO FIND THE ANCHOR TYPE. ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CONCRETE SUBSTRATE. IN THIS EXAMPLE. ASSUME THE POURED CONCRETE HEADER AND SILL ARE S• WIDE. IF THE MULLION CLIP WERE TO BE CENTERED WITHIN THE 8", CARE MUST BE TAKEN TO MAINTAIN THE FASTENERS EDGE DISTANCE. USING THE STANDARD CLIP WITH (6) 3118" ULTRACON ANCHORS AT AN EDGE DISTANCE OF 1" GIVES AN ANCHOR CAPACITY OF 856 LBS WHICH IS GREATER, AND THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPAGTY OF 837 LBS. FOR THE HORIZONTAL MULLIONS: BECAUSE THE VERTICAL MULL WILL BE A 2"X 4'X,125' MULLION, IN THIS EXAMPLE WE WILL MATCH THE HORIZONTAL AND VERTICAL MULLIONS, ALTERNATIVELY. ANOTHERMULLIONTYPECOULDBECHOSEN. 1) THE MULLION LENGTH IS 36' AND THE OPENING IS 32'+72"+2" -106'. REFERENCING SHEET 22, THE COLUMN USING TRAPEZOIDAL/TRIANGULAR LOADING MAY BE USED. FROM TABLE 9A, SHEET 13, THE 2' X 4' X.1 25* MULLION (0 LENGTH • 42', OPENING =120'7 HAS A DESIGN PRESSURE OF --170.0 PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 521 LBS. 2) USE TABLE 98 TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CMU SUBSTRATE. IN THIS EXAMPLE, ASSUME THE CMU JAMBS ARE 8' WIDE. IF THE MULLION CLIP WERE TO BE CENTERED WITHIN THE 8, CARE MUST BE TAKEN TO MAINTAIN THE FASTENERS EDGE DISTANCE. USING THE 2X6 ANGLE CLIPS WITH 4) 3/16' ULTRACON ANCHORS AT AN EDGE DISTANCE OF 1' GIVES AN ANCHOR CAPACITY OF 540 LBS WHICH IS GREATER, AND THEREFORE SUITABLE, FOR THE REQUIREDANCHORCAPACITYOF521LBS. 4) FOR THE U -CUP IN THE HORIZONTAL MULLION TO VERTICAL MULLION, USE THE SAME ANCHOR CAPACITY OF 521 LBS. TABLE 98 FOR THE U -CLIP SHOWS THE ANCHOR CAPACITY IS 840 LBS WHEN USING 3 ANCHORS, WHICH IS GREATER, AND THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPACITY REQUIREMENT OF 521 LBS. THEANCHORTYPEISA #12 STEEL SCREW, FROM THE ABOVE STEPS, OUR MULLION DESIGN PRESSURE IS: 88.4 PSF FROM THE VERTICAL MULLION; 170.0 PSF FROM THE 36' HORIZONTAL MULLION ATTACHING TO CMU; 070.0 PSF FROM THE 38' HORIZONTAL MULLION ATTACHING TO THE VERTICAL MULLION (INTERSECTION). THE LOWEST DESIGN PRESSURE IS +/-68.4 PSF AND WOULD APPLY TO ALL OF THE MULLIONS. VERIFY THE DESIGN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM. THE LOWER DESIGN PRESSURE. OF MULLIONS OR FENESTRATION PRODUCTS, WILL APPLY TO THE OVERALL ASSEMBLY. FINAL DESIGN PRESSURE REQUIRES THAT THE BOTH THE MULLION AND THE FENESTRATION PRODUCT BE INSTALLED IN ACCORDANCE WITH THE INSTALLATION SPECIFICATIONS INTO RESPECTIVE SUBSTRATES AND FENESTRATION PRODUCTS TO MULLION. LYNN 'LpC t.•.•`pENSE •' 00, to 56705 S ONAL o A. L'YidrOMM (LEE , P.E. FL P.E.# 58705 SEE DETAILS. SHEETS2.3 HORIZ. 36', HORIZ LENGTH MULL LENGTH jOPENINGFORVERTICALMULL IN THIS EXAMPLE, THE DESIGN PRESSURE REQUIRED WAS +/-60.0 PSF. THE OVERALL MULLION SYSTEM WAS DETERMINED TO BE 72.7 PSF WITH AN ANCHOR CAPACITY OF 836 LBS. ALTERNATIVELY, THE DESIGN PRESSURE ADJUSTMENT FORMULA COULD HAVE BEEN USED TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR THE EXACT DESIGN PRESSURE OF 60 PSF: 60 PSF) X( 636 LBS \ S 524.9 LBS (MAY BE USED TO QUALIFY # 10 STEEL SCREWS FROM TABLE 4B) 72.7 PSF / THE BUILDING SUBSTRATE IS KNOWN TO BE CMU ON THE JAMBS AND USES A CONCRETE HEADER AND SILL. THE WINDOW FRAME DEPTH IS 2-3/8". THE OPENING REQUIRES ADESIGNPRESSUREOF +60.0/-55.0 PSF. FOR THE VERTICAL MULLION: 1) INITIALLY ASSUMING THAT A 1' WIDE MULLION IS SUITABLE, THE MULLION LENGTH IS 32"+72"+1 1=105"AND THE OPENING IS 36'+36'+1' •73". REFERENCING SHEET 22, THE COLUMN USING TRAPEZOIDALITRIANGULAR LOADING MAY BE USED. SCAN THE MULLION TABLES FOR A MULLION THAT IS AT LEAST THE WINDOW FRAME DEPTH OF 2-3/S' ANDWILLMEETOREXCEEDTHEREQUIREDDESIGNPRESSUREOF +50.0/-55.0 PSF. IF THE TABLE DOES NOT SHOW THE EXACT SIZE, USE THE NEXT LARGER SIZE AVAILABLE. FROM TABLE 3A, SHEET 7, THE 1" X 2.76' X.375' MULLION (LENGTH =108", OPENING - 80') MEETS THE DEPTH REQUIRED, HOWEVER THE DESIGN PRESSURE IS +/-18.0 PSF AND WOULD NOT BE SUITABLE FOR THIS APPLICATION. FROM TABLE 9A, SHEET 13. THE 2' X 4" X .125" MULLION (LENGTH . 108', OPENING • 80') HAS A DESIGN PRESSURE OF +/-68.4 PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APPLICATION, NOTE THE ANCHOR CAPACITY REQUIRED OF 837 LBS. BECAUSE IT IS NOW KNOWN THAT THE MULLION WILL ADD 2' TO THE WIDTH OF THE MULLED UNIT, THE ADJUSTED OPENING IS 3('+38'+2"•74', NOT 73' AS PREVIOUSLY ASSUMED. VERIFY THAT THE DESIGN PRESSURE IS STILL APPLICABLE FOR THE ADJUSTED OPENING. 2) USE TABLE 98 TO FIND THE ANCHOR TYPE. ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CONCRETE SUBSTRATE. IN THIS EXAMPLE. ASSUME THE POURED CONCRETE HEADER AND SILL ARE S• WIDE. IF THE MULLION CLIP WERE TO BE CENTERED WITHIN THE 8", CARE MUST BE TAKEN TO MAINTAIN THE FASTENERS EDGE DISTANCE. USING THE STANDARD CLIP WITH (6) 3118" ULTRACON ANCHORS AT AN EDGE DISTANCE OF 1" GIVES AN ANCHOR CAPACITY OF 856 LBS WHICH IS GREATER, AND THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPAGTY OF 837 LBS. FOR THE HORIZONTAL MULLIONS: BECAUSE THE VERTICAL MULL WILL BE A 2"X 4'X,125' MULLION, IN THIS EXAMPLE WE WILL MATCH THE HORIZONTAL AND VERTICAL MULLIONS, ALTERNATIVELY. ANOTHERMULLIONTYPECOULDBECHOSEN. 1) THE MULLION LENGTH IS 36' AND THE OPENING IS 32'+72"+2" -106'. REFERENCING SHEET 22, THE COLUMN USING TRAPEZOIDAL/TRIANGULAR LOADING MAY BE USED. FROM TABLE 9A, SHEET 13, THE 2' X 4' X.1 25* MULLION (0 LENGTH • 42', OPENING =120'7 HAS A DESIGN PRESSURE OF --170.0 PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 521 LBS. 2) USE TABLE 98 TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CMU SUBSTRATE. IN THIS EXAMPLE, ASSUME THE CMU JAMBS ARE 8' WIDE. IF THE MULLION CLIP WERE TO BE CENTERED WITHIN THE 8, CARE MUST BE TAKEN TO MAINTAIN THE FASTENERS EDGE DISTANCE. USING THE 2X6 ANGLE CLIPS WITH 4) 3/16' ULTRACON ANCHORS AT AN EDGE DISTANCE OF 1' GIVES AN ANCHOR CAPACITY OF 540 LBS WHICH IS GREATER, AND THEREFORE SUITABLE, FOR THE REQUIREDANCHORCAPACITYOF521LBS. 4) FOR THE U -CUP IN THE HORIZONTAL MULLION TO VERTICAL MULLION, USE THE SAME ANCHOR CAPACITY OF 521 LBS. TABLE 98 FOR THE U -CLIP SHOWS THE ANCHOR CAPACITY IS 840 LBS WHEN USING 3 ANCHORS, WHICH IS GREATER, AND THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPACITY REQUIREMENT OF 521 LBS. THEANCHORTYPEISA #12 STEEL SCREW, FROM THE ABOVE STEPS, OUR MULLION DESIGN PRESSURE IS: 88.4 PSF FROM THE VERTICAL MULLION; 170.0 PSF FROM THE 36' HORIZONTAL MULLION ATTACHING TO CMU; 070.0 PSF FROM THE 38' HORIZONTAL MULLION ATTACHING TO THE VERTICAL MULLION (INTERSECTION). THE LOWEST DESIGN PRESSURE IS +/-68.4 PSF AND WOULD APPLY TO ALL OF THE MULLIONS. VERIFY THE DESIGN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM. THE LOWER DESIGN PRESSURE. OF MULLIONS OR FENESTRATION PRODUCTS, WILL APPLY TO THE OVERALL ASSEMBLY. FINAL DESIGN PRESSURE REQUIRES THAT THE BOTH THE MULLION AND THE FENESTRATION PRODUCT BE INSTALLED IN ACCORDANCE WITH THE INSTALLATION SPECIFICATIONS INTO RESPECTIVE SUBSTRATES AND FENESTRATION PRODUCTS TO MULLION. LYNN 'LpC t.•.•`pENSE •' 00, to 56705 S ONAL o A. L'YidrOMM (LEE , P.E. FL P.E.# 58705 EXAMPLES OF RECTANGULAR LOADING: LOADING OF VERTICAL MULLION SILL OF WINDOWS NOT ANCHORED LOADING OF VERTICAL MULLION SILL OF WINDOWS NOT ANCHORED LOADING OF VERTICAL MULUON LOADING OF VERTICAL MULLION PANEL OF HINGED DOOR IS NOT CAPTURED OR ANCHORED LOADING OF HORIZONTAL MULLION 0- IN 0HGE HINGED DOOR LOADING OF VERTICAL MULLION PANEL OF HINGED DOOR IS NOT CAPTURED OR ANCHORED LOADING OF HORIZONTAL MULLION LOADING OF HORIZONTAL MULLION it-,' IN 0HGE I LOADING OF HORIZONTAL MULLION it-,' OPO101 I 00A oi// w 4/tom' LOADING OF VERTICAL MULLION IL PW PIN EXAMPLESQF TW ZOIDAL/TRIQNGUTAQIOADING: OF TYPICAL CONFIGURATIONS. CONFIGURATIONS NOT SHOWN MAY BE EXTRAPOLATED FROM THOSE PW PIN SHOWN. 2) ALWAYS USE TRAPEZOIDAL/ TRIANGULAR LOADING WITH HORIZONTAL MULLIONS, 3) IF THE LOADING TYPE CAN NOT BE DETERMINED, USE RECTANGULAR LOADING. 4) SEE PRODUCTS' AP- PROVAL FOR ACTUAL ANCHOR LOCATIONS. LOADING OF HORIZONTAL MULLION LOADING OF VERTICAL MULLION PW SH/DH 4 LOADING OF HORIZONTAL LOADING OF HORIZONTAL LOADING OF VERTICAL MULLION MULLION MULLION g mm 11111„ LYNN Af/! 1•'•\CENSE •'•F i No. 58705 CA -, it' STATE OF k 40R% GRID?;. •G\: NAI A. LYNI NIIMEK P.E. FL P.E.# 58705 v/'mSHIDH SNNH SHIDH IL PW PIN LOADING OF HORIZONTAL MULLION LOADING OF (2) HORIZONTAL MULLIONS LOADING OF HORIZONTAL MULLION NOTES: 1) DRAWINGS ARE RERESENTATIONS OF TYPICAL CONFIGURATIONS. CONFIGURATIONS NOT SHOWN MAY BE EXTRAPOLATED FROM THOSE PW PIN SHOWN. 2) ALWAYS USE TRAPEZOIDAL/ TRIANGULAR LOADING WITH HORIZONTAL MULLIONS, 3) IF THE LOADING TYPE CAN NOT BE DETERMINED, USE RECTANGULAR LOADING. 4) SEE PRODUCTS' AP- PROVAL FOR ACTUAL ANCHOR LOCATIONS. LOADING OF HORIZONTAL MULLION LOADING OF VERTICAL MULLION PW SH/DH 4 LOADING OF HORIZONTAL LOADING OF HORIZONTAL LOADING OF VERTICAL MULLION MULLION MULLION g mm 11111„ LYNN Af/! 1•'•\CENSE •'•F i No. 58705 CA -, it' STATE OF k 40R% GRID?;. •G\: NAI A. LYNI NIIMEK P.E. FL P.E.# 58705 PREPARED BY: : ' ::•: : ' GUNTER GROUP, INC. ' ' ' "' ' LAND SURVEYING - LAND PLA. LNG ... FLORIDA CERTIFICATE OF AUTHORIZATION # L6:45©1 ".• : : : 9350 S.W. 22nd TERRACE : . : : •. MIAMI, FLORIDA 33165 ••'LEGtNY:* ' 305) 220-0073 CENTER LINE vp • • W®OD POWER POLE MVV • • • • • • • Q• — EXISTING ELEVATION PROPERTY ADDRESS: 87 NE 92nd Street, Miami Shores, Florida 33138. LEGAL DESCRIPTION: ABBREVIATIONS: A/C AIR CONDITIONER Meas) MEASURED R) RECORD RES. RESIDENCE No. NUMBER CONC. CONCRETE TYP) TYPICAL W. F. WOOD FENCE PL PROPERTY LINE CL CLEAR O.E.L. OVERHEAD ELECTRICAL LINE L= ARC LENGTH T(3n= TANGENT A= INTERIOR ANGLE OF CURVE R= RADIUS Lot 22 and 23, in Block 2, of "AN AMENDED PLAT OF MIAMI SHORES SECTION No 1" according to the Plat thereof as recorded in Plat Book 10 at Page 70 of the Public Records of Miami—Dade County, Florida. FOR: PATRICX G. COWAN AND BERNADETTE A. LOPEZ, HUSBAND AND WIFE. SURVEYOR'S NOTES: 1) This survey was conducted for the purpose of a "Topographic Survey" only and is not intended to delineate the regulatory jurisdiction of any federal, state, regional or local agency, board, commission or other entity. 2) The accuracy obtained by mea3urement3 and calculations on this survey, meets and exceeds the Minimum Technical Standards requirements for a Suburban area (1 foot in 7,500 feet) as specified in Chapter 5J-17, Florida Administrative Code. 3) The North arrow direction shown herein is based on an assumed Meridian. 4) In some cases graphic representation have exaggerated to more clearly illustrate a particular area where dimensions shall have preference over graphic location. 5) Legal description was provided by the client and is subject to any dedications, limitations, restrictions reservations or easements of record. 6) Examination of the Abstract of Title will have to be made to determine recorded instruments, if any affecting the property; search of Public Records not performed by this office. 7) No effort was made by this office to locate any underground utilities and/or structures within or abutting the subject property. 8) This survey has been prepared for the exclusive use of the entities named hereon only and the certifications hereon do not extend to any unnamed parties. 9) According to the National Flood Insurance Program the subject property falls in Community No. 120652, Panel No. 0302, Suffix "L", Date of FIRM 09-11-2009, Flood Zone "X". 10) Elevations shown referred to National Geodetic Vertical Datum (1929); Miami—Dade County benchmark No.: N-588, elevation 9.65 feet; located at NE 95th Street (35 feet North of center line), N. Miami Avenue (25 feet West of protected West edge of pavement) and 30 feet East Northeast of a Fire Hydrant, 10 feet East of a traffic control box. (pk nail and brass washer in concrete curb, Southwest of a handicap ramo). 11) Contact the appropriate authorities prior to any design work on the hereon—described parcel for Building and Zoning information. 12) Professional Land Surveyor and Mapper in responsible charge: Rolando Ortiz LS 4312, State of Florida. 13) This survey is not valid without the signature and the raised seal of a Florida Licensed Land Surveyor and Mapper. I hereby certify to Patrick G. Cowan and Bernadette A. Lopez, husband and wife; that the Sketch of Topographic Survey of the described property is true and correct to the best of my knowledge and belief, as recently surveyed and platted under my direction; also that meets the Minimum Technical Standards set in Chapter 5J-17, Florida Administrative Code, pursuant to Section 472.027 Florida- Statutes. Up—Date: 04-20-2015 Date: 02-18-2014 Job No.: 14-29590 Sketch No. 26978 By: 211 6ad, Ortiz LS 4312 Professional Land Surveyor Mapper, State of Florida. SKEtCV:CSF :SUR\/EY SCALE 1" = 20' NORTH LOT 2, BLOCK* -2 LUF l; 9L• OCK 2