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RC-17-22150 � RC I�- 221�i� Department of Regulatory and Economic Resources MIAMI•DADE . =121-11337 ') Impact Fee Receipt F4racess Number: M2017017953-0 FofQ: 1121360110430 Fee Payer: 25 NE 108 STREET Batch: Site Address: 25 NE 108 ST Collection Date: 11/06/2017 MIAMI SHORES, FL 33161 Fee Type Dist Category Cat Category Description Id Code Sufix AREA , 1 5002 00 UNIT SIZE (SQ FT) 0. Collection Number: 121337 Units Fee Extended Deferral Deferral Amount Amount Admin 452.00 $0.92 $414.94 Total: $414.94 - Deferred Amount: + Deferred Admin: Total Amount Due: $414.94 Paid Check: $414.94 Paid Cash: $0.00 Paid Credit: $0.00 Paid Convenience Fee: $0.00 Total Paid: $414.94 'eport run on: November 06, 2017 04:28 PM Page 1 of 1 MIAMI SHORES PLANNING AND ZONING BOARD Planning and Zoning Department Staff Report Hearing Date January 26, 2017 Meeting Time 7:00 P.M. File Number PZ-12-16-201689 Folio Number 11-2136-011-0430 Owner Same Applicant Agent Mark Campbell P roperty Address 25 NE 1 Or Street Legal Description 36 52 41 PB 52-33 DUNNINGS MIAMI SHORES EXT NO 7 LOT 11 BLK 215 LOT SIZE 75.000 X 123 OR 19734-3157 06 2001 1 COG 24363-1625 03 2006 1 Assessor's Building Value N/A Property Sq. Ft. 9,225 Building Sq. Ft. 1,954 Flood Zone X Zoning R17.5 Future Land Use Desi nation Single Family Residential Existing Use One -family dwelling Comprehensive Plan Consistent Yes Existing Structure 1 story; 3 bed/2 bath Year Built 1952 Subject Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval re uired. One story addition. Action Required Approve, Approve with Conditions, or Deny the Application Other Required Approvals Village Building Permits MDDRER/EPRD Staff Report David A. Dacquisto, Director, Planning and Zoning Report Date January 26, 2017 Background The applicant is proposing a new 452 sf. master bedroom suite addition at the rear of the residence in the north-east corner. The master suite is accessible from an existing family room. There are no exterior entrances to the master suite. The addition will have a sloped clay tile roof matching the roof on the existing residence. Analysis The addition is compatible with the 1950's residence and will blend with the existing architecture. The design is compatible with the neighborhood and community. The proposal is consistent with the technical provisions of the Zoning Code. Recommendation In acting on a site plan, the Planning Board must make a finding that the proposed improvements comply with the regulations and are harmonious with the community, as required in Articles IV, V and VI of Appendix A Zoning, Sec. 400 and Sec. 600, of the Code of Ordinances, and, in that regard, may add further conditions or delete or modify staff recommended conditions, deny the application, or continue the item for future consideration. S j AJ — � � I w� n� w)A�oc �i � A M IAM FDADE KLOM-DARE COUNTY WNPRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 _NOTICE OF ACCEPTANCE (NOAwww.miamidad&&2y eeunamv 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 o conslgwbon materials. The documentation submitted has been reviewed and accepted by Miami- C tY• jR - • • • • • • Product Control Section to be used in Miami Dade County and other areas whe ow At4g4ty . • • Having Jurisdiction (AHJ). • • • • • • • : • This NOA shall not be valid after the expiration date stated be ty duct • Control Section (In Miami —Dade County) and/or the AHJ (' s dd �;e� ve • the right to have this product or material tested for a os th.• ct of material • • •.. fails to perform in the accepted manner, them er e e ' l� tesphg andMc AW • • • • • may immediately revoke, modify, or suspen e o erial wit�1 14eir jurisdiction. • • • • • • RER reserves the right to revoke this acceptanc t ed , - Dade Caurttyproduft Control •, Section that this product or material fails to meet a of the applicable building code. ""• • aPP � g :..... This product is approved as described herein, an h designed to comply wit&We Florida AuiIding • ... Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "SH 700" Aluminum Single Hung Window — L.NLL APPROVAL DOCUMENT: Drawing No. 4040 20, titled "Alum. Single Hung Window, Impact", sheets 1 through 11 of 11, dated 09/01/05, with revision G dated 06/06/17, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, PE., 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 LABELING: Each unit shall bear a permanent label with the manufaeturees name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product: TERMINATION of this NOA will occur after the expiration date or if there has been.a revision or change. . in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement 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 NOAH 16-0714.06 and consists of this page 1 a evi rice pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by M e)Te NOA No.17-0630.08 .Approval Date: November 30, 2017 Page 1 PGT Industries, Inc. i NOTICE OF ACCEPTANCE: EVIDENCE SU13N=FD A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 05-1018.01 and 07-0322.06) 2. Drawing No 4040-20, titled "Alum. Single Hung Window, Impact", sheets 1 through 11 of 11, dated 09/01/05, with revision G dated 06/06/17, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. • • • • .. . . ...... B. TESTS • • • • •' 1. Test reports on: 1) Uniform Static Air Pressure Test, -Loading perZBI,TAS %% 94 ' • ""' • 2) Large Missile Impact Test per FBC, TAS 201;944 • • : • • • • 3) Cyclic Wind Pressure Loading per FBC, TAS 209R-94 : "" ... • • • along with marked -up drawings and installation diagram of a PVC: Mding &sj door, • .:..' a PVC fixed window and an aluminum sliding glass door, using; Mc •space 49Ci' TPS ..... spacer system, DuraseO spacer system, Super Spacer® NXTTM tpadegsysteln aad XL •, tr EdgeTM spacer system at insulated glass, prepared by Fenestration Testing L�.bt story, • • • • • Inc., Test Reports No. FTL-8717, FTL-8968 and FTL-89'TA, dated 11/16/15, ; • • • •; 06/07/16 and 06/02/16 respectively, all signed and sealed by Idalmis Ortega,• P!Ar (Submitted under previous NOA No. 16-0 714.06) 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, 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 Report No. YI'L-4957, dated 10/03/06, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 07-0322.06) 3. Test reports on: 1) Air Infiltration Test, 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. FTL-4958 and FTL-5063, dated 10/03/06 and 11/2 r0-6, both signed sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 07-0322.06) NOW im 9;;Z" .Manuel P.R. Product Controi�E�-06301.108 NOA No. Ex iration Date: March 26 2021 Approval Date: November 30, 2017 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBAUTTED B. TESTS (coNTamD) 4. 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 single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4645, dated 08/11/05, signed and sealed by Edmundo Largagspada, P.E. .. ...... (Submitted under NOA No. 05-1018.01 • ...... .... . 5. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201.04 2) Cyclic Wind Pressure Loading per FBC, TAS X9L94 • • • • • • • • .....0 along wish marked up drawings and installation diagram of an alu Mhhm single hung ..... window, with fin frame, prepared by -.Fenestration Testing Labor*;i• i�nc., Tit. ..... ' Reports No. FTL4649 and FIL4723, dated 08/11/05 and 10/OS/Q,%4gspective1y ' • • •; • both signed and sealed by Edmundo. Largaespada, P.E. ' ' ' (Submitted under NOA No. 05-1018.01) • • 6. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 " . • • 0 • ""' • ' 2) Uniform Static Air Pressure Test, Loading per FBC TAS 2M-94 3) Water Resistance Test, per FBC, TAS 202-94 A) 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 2411.3.2.1, TAS 202-94 -along with marked -up drawings and installation diagram of an -al -single hung _ window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-4647 and FTL-4650, dated 08/11/05, both signed and sealed by Edmundo Largaespada,. P.E... (Submitted under NOA No. 051018.01) 7. 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. PTL4646 and FTL-4648, dated 08/10/05 and 08/11/05 respectively, both signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 05-1018.01) P.E. Product Contra NOA No. Approval Date: November 30, 2017 E-2 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS I. Anchor verification calculations and structural analysis, complying with FBC St" Edition (2014) and FBC 6th Edition (2017), dated 06/22/17, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami Dade Department of Regulatory and Economic Resources R�. ' • • • ' E. MATERIAL CERTIFICATIONS ' 1. Notice of Acceptance No.15-1201.11 issued to Eastman Chemizo 64mpa13Y AMA) ..... for their "Saflex Clear and Color Glass Interlayers" dated 03/17718, dxpiri.4gog . ..:.. • OS/21/21. 2. Notice of Acceptance No.16-1117.01 issued to Kuraray Amerida, NC. for then •, "Trosifolg Ultraclear, Clear and Color PVB Glass Interlayers" dated. 01lj9f tf g expiring on 07/08/19. • • • • • • • • • • F. STATEMENTS 1. Statement letter of conformance, complying with FBC 5th Edition (2014) and FBC 6th Edition (2017), dated June 22, 2017, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E.. 2. Statement letter of no financial interest, dated June 22� 2017, issued by_zYiauufacturei, signed and sealed by Anthony Lynn Miller, P.E. 3. Laboratory compliance letter for Test Reports No. FTL-4957, FTIA958 and FTL- 5063, issued by Fenestration Testing Laboratory, Inc., dated 10/03/06, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 07-032Z 06) 4. Laboratory compliance letter for Test Reports No. FTL-4646, FTL-4647, FTL- 4648, FTL-4649, FPL-4650, and FTL-4723, issued by Fenestration Testing Laboratory, Inc., dated 08/10/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 05-1018.01) 5. Proposal No.16-0125 issued by the Product Control Section, dated March 09, 2016, signed by Ishaq Chanda, P.E. (Submitted under previous NOA No.16-0714.06) G. OTHERS 1. Notice of Acceptance No.16-0714.06, issued to PGT Industries, Inc. for their' Series "SH-700" Aluminum Single Hung Window - L.M.I., approved on 08/18/16 and expiring on 03/26/21. aii r , P.E. Product Co rol E aminer NOA-0630.08 Expiration Date: March U Ml Approval Date: November 30, 2017 i E-3 GENERAL NOTES' IMPACT SINGLE HUNG FLANGED AND INTEGRAL FIN WINDOWS 1. GLAZING OPTIONS: (SEE DETAILS ON SHOT 2) A IVN•LAMCpSI�T1 NG OF IJTES OF 1Ar ANNEALED GLASS WITH A.0W MWARAYTROSIFOL PVS@Y KURARAY AMERICA HNC.) C IMUCAL COMPANY) MW •Aw Mel OR.OBD•SAR.m • n9EAYHt (BY EASTMAN & CJ1T LAMI CONSISTING OF (1) UHE OF 1HT ANNEALED GLASS AND (1) LITE OF W HEAT STPBNC T IEMED GLASS WITH A E XWXURARAYTR091FOL PYB(SYKURARAYAMERICAMG)OR.OYTSARJJe WBMERLAYER(BYEAS7MANCHEMICALOOMPANY) C. SMTLAM ODISSTNG OF (2) IJTP.B OF 1Ar HEAT STRENGTHENED GLASS OATH A AO•KURARAY TROSIFOL•PVB(BY WRARAYAMERCA, INC.)CR.OBO•BAFLW PVB IMEMAYMMY EASTMAN CiEAIICAH.COWANY) 4 TMT LRAM CONBSTSD OF M UTES CIF 2NB•MINEMED CABS WRH A.DBD'KURARAYTROBIPDI.• P11B (SY MmARAYAMEWA W-I CROW SAFM' PVS INTBRLAVER (BY EASTMAN OIEMGK. COMPANY) E TMT LAM CONSISTING OF (1) LITE OF YIS'ANNEALED CLASS AND (1)LITE OF 3MTHEAT Bt( OWHI LIED GLASS W TH A PVB BRERIAYER(BY EASTMAN CHEM" COMMNY) . .OBO•KURMAYTMMIFOLAPVB(SYKIRMAYAMOW,&BIC.)ORABD•SAFLEXO F. 7MT LAMI CONSISTING OF MLITES OF LIB• HEAT STRENGTHENED GLASS WITHHA DSO" KIRARAY TROSROL "(AY MPMAYAMOWA, WC.) OR LW SAFIEK•PVS INTEFBAYER MY EASTMAN 00ACL COMPANY) 413MT LAM D: (1) LITE OF 1A'TERVEMOLASS. AN AR SPACE AND BAST LAM CCNSIETOK3 OF (2) UTES OF 1AlANNEALED GLASS WRH A *PW (BY MMARAYAMERICA INC.) OR MVSAFIEx* PVB INTERLAVER(BY EASTMAN CHHEMCAL COMPANY) .MWKLWMYTROSEOL R 13MT LAM IG:(1) LIE OF fir T GASS.AN AIRSPACE AND WIT LAM CONSISTING OF M) LINE OF 1Ar ANNEALED MASS AND (1) LITE OF IW HEAT STRENGTHENED GLASS WITH AAW KIRARAYI FOP P11B(By WRARAY AMIMM ILO.) , OR AW SAFLEX *PVS INMRIAYER (SY EASTMAN OIIBAICALCOAPANY) 1. 13MT LAM IQ(1) LITE OF 11V MPIEDMASS. AN AIR SPACE AND EMT LAM CONSISTING OF M LITES OF UT HEATSTRENOTHEIED GLASS VSOIA.IND'KURARAYTFAWOL PM(BYKURARAYAMIBIICA.NC.)OIT.DWSARRJPP%MINTER&AYHR(BYEASTMANCHSWALCOWANY) J. 13mr LIMO K3:(i) LITE OF lir TEMPM=MAN, ANARSPACE AND 71tT LAM CONSISTING OFM LITES OF 3MSANNE, LED GLASS WITH .OBTKUNARAYTROMPOL PVB(BYKWMYAMERICAIND.)ORDSO'BAREK pAMEMAYER(BYEASTMANmeWALCOMPANY) K 13RT LAMI HD:(1) LIFE OF UT 6U148.AN AIRSPACE AND TMS LAB COINWTNG OF (1) LITE OF LICANNEALED GLASS AND(1)LITE CIPLITNEATSTRd4GRENEB WITHADBO'XURARAYTROSIFOC PVS(SYKURARAYAM6XA.INC.)' OR Mr &Q='PVS INIERLAYFA ISY EASTMAN CSHEMCALCOMPANY) L 13MTLAM KL(1) LITE OF TIC TEMPE=ASS.AN AIRSPACE AND 7MT LAW CONSISTING OF M LITES OFLIT NEAT STRENGn*NEO GLASS WITH AA VKURARAY OL VB 9CY 16BWMY MERGC& WM) OR AV BRERLAYER NY EASTMAN%MWAL COMPANY) M.1LM• TAM a: (1) LI TS OF IArAN4EALED GLASS. AN AIR SPACE AID BHT LAM CONSISTING OF M LITES OF 1I8"ANNEALED GLASS WITH A .CEOs KURARAY TROBIPOL *PVB (BY KURARAYAMERMA, INC.) OR.OW SAFLDP PVS IMERLAYER (BY EAST" CHEWCAL COMPANY) • •• • =. H'EDITCH qqppq01 A116•DR IWOD0�1�1•. DN • • 0 D0SIBNLIA/ALAL AMd7Df 000004 goose • 10 • • 02A.D.FRWING 8•••• • • k�JBFMII�NTE3�—_ 1 • • • • • ••••• 6IG1•III SINE&. 33• • • BVATIONB.__........_. 4 • • • • • j, • • RP.�E NS � 6 • RTB 8 • IRIE�ETA�T• • • • • • • • • • • •••••♦ • •• MMew Wit F, MIn. F; Slal Btkd ENo Lass A ♦W SS Elm CiBhFI.10 155 kil IVA kW 177 k5 1B&7 kd 9L0B1 GY 3FI 2. CMFMMTXM'Wr 0M. NEW AND RADIUS TOP.ALLVW LOW ORH KM SU OPTION) - - --3.DESLGNPRESSUREB:(SEETABLES13&4EEr3). ... A. NEGATWE DESIGN LOADS BASSOON TESTED PRESSURE AND GLASS TAKES ASTM E 13OD. .. _ . & P09RME DESIGN LOADS BASED ONWATERTESTPRI! LRBANDGLABSTABLESASTME13a C. DESIGN LOADS ARE BASED ON ALLOWABLE STREW OESICI.ASO. 0. ANCHORAGE: THE 23113%STRESS WMASE Jj4fOT BEEN WED N THE DESIGN OF THIS PRODUCT. SEE SLEETS B THROWN 11 FOR ANCHORAGE DETAILS. 3. SHUTTERS ALE NOT REOUIRHD. & FRAME AND PANEL GOPHERS SEALED WITH WJROW JOINT SEALANT OR GASKET. . 7. REFERENCES: TEST REPORTS PT44648. FTL 4844 FTL4847. FT1,4843, FTL 4840. PR.ASM rn-M1. M 4T23. M407. M-49M AND F7U8063. MISVAFSPA NOS FOR WOOD WNSTgUCTCH ALUMNWOESONMAKUAL ti & SERIEBMMMDESIGNATONSHTOD.ALSO DTOASSKMt. ' B. THIS PRODUCT NAB SEEN DWMNW B TESTED To COMPLY WITH THE REOURBMENTS OF THE FLORIDA MADIND CODE. INCLUDING THE NCH VELOCITY HURRICANE ZONE (HNHZ) 14 FOR INSULATED GLASS INSTALLATIONS N THE H"ADM 30 FT. ONLY GLAZING OPTIONS WITH TEMPERED CAPS (G4.) ARE ALLONW. •N.V•II AM,lM GENERALN07M w,Nws>pe R 8B38N7 a Lw41EDANUTaRADBroIBems CDR.oFAD1H7 IUQ�ALUM MOGLEHUW VIOCIM, HI PACT F 1Y,SS JJ. wiwm�ia+ s188N pre 1—, + tt 401D�70 a SO NA am PE u P•rt• DoSvyGan i WYMSI 1 I ;wr sew paoa8 � �' for 72 Guaw Supersprrcer eE 8VIy1 73 am" GSI•Sd Sp wo • 7A CudSY>4 Edge SpSeer J ,7NDW GLABB BItE II II Li LASSSr GLASS 81Ifl ...... . •••• 70 37 ••••••fflj— •• , jwmmEAm ORHBATBTRSpmHemmAss ,Spp PUB VOWMAYER 3Mr A*FALEDORNEATBTRENCItENEDGLA00 O PVB INTERLAYER 3Mr ANNEAM OR HEAT STRENGTHENED ... ,., •, • •' GLASS .• • • • • • Ur ANHE/VBDORHEATSTFLlS4rE*DGLASS &irp105f. 711V LAWATED • • • • • • • W18' LAMINATED GLASS 80,81 or 82 7/18" LAMINATED GLASS 63,84 or 85 • NO • � 71-74 a€ 1lM�* • • • NLLSECTIM) •• • •••• wm L(SIAYBE UPGRAMTla.M, t../ . KlA7MAYTROBIFOI wIT• ND GW Bt Ow" wwssuw- H2'NON. PVB WTSRLAYER G MfE O1/155 BRE SAPLEePVB I:MMLAYER BY —"'}' __ �.. E/18TMM1 CIEMH:AL OOMPANY 11B'ANNEAL®OR XFJIT STRMC EIED GLASS 3MrANWOLLm ORNEATS REM" ENED GLASS ..__... ... _. ._.. finr LAA1NILTED 7AWLACE �... - .._. _._. ..... ._ . _.. _ . .. _ .. AIRSPACE .. lwANhEAM OR IEMPEq� GLASS 7AYT p1P GLASS .. _ 7NWHOK 13Mr NOG. 13/78" LAMI IG GLASS w/ 5M8" LAMI 88,57,88 or 82 MIT LAM, IG GLASS W/ 7/18' LAM 89,00 or 91 ALLIIANIIN. a OM i1m.Trim .RSVLPoIBAMW �7YD, OESIC OMM"MISA BurvLeHE 31WNM •tr QAL S�pd1 raa peer P0.niNanvicnPAL`rIDLI WIT"sum, rjXL4c m SSICOHE SFx �H. / WRHCESICCAMmicaw FOAM STAMPS STBS. MGutOExr.aLAss Exr aAss B Exr.tAA55 Iron i I , O tr elAss .61ASS .. - �� Atr. atAas ; Law�O :..................C•Ma., KODISPACE SUPER DEAL® OXL EDGE'" *: N, a07pa 4SG TPS O SPACER®NXT5�E= :�i i �1 T' A. ..... SMA7p Fnd 2 r if MfD,ZO 6 PNa op a ON FLANGED WINI 1-I GLASS TYPE STANDAND VIEW d RADEOS TOP FLANGE OR INTEGRAL FIN WINDOWS Wi HIGH SILL OPTION TABLE Z BASED ON FLANGED WINDOW TP-- PRAMS DIAWWONS WrNDOW NEGAR WtOT H GLASS TYPE 38 SA` 44• Will' cr 73' I 7,r I W 48,. A.S,M ,+10.0 •SOLO +00.0 -SOS ♦000 -W.0 +50.0 -aD.0 +MO -700 +70.0 -MO +MO -MO 6r A,S,M +SOLO 2S0 -0.0 -00.0 +BOA 4QO +70.0 -M.5 +7UO •7O0 +70.0 •70.0 +70,0 -70.0 IT A.B.M +SOB .050 +4LS0 -W.0 +SSG •SOLO +709 46.0 +70.0 7S0 +SS.S Jf6.0 V +679 -ST.6 631IS• A.B,M +00.0 •440 •+SOLO �0.0 +00.0 .SQO +75.0 46.0 +SSG 4150 +SS7 +SSS UP TOS37 C,D,E.F.G.K4d.K.L +150 •SDA 480.0 .SOS +00.0 410.0 +SSA -SOLO +750 JSO +TOO -700 +709 -70.0 YPES: TEST REPORTS TABLE 4. !• A7'A.0001/rA - - FnAW 457 W-7VSA,. i/rNS FTLA647W• r71lV'l.AMJ-PhVl4 WA„WO 3lir FRAS404M5 W - 1rA,. 3n FYL4645 4S M 3Mr FTLAMS G. 13Mr LAW 10- 1T MAR SPACE. AW LAVA- 1/r .O101/r FRAS464773 H. 13Mr LAW IG- VrT AR SPACE, Sir LAMI- /rA.A0.11M - F L-4S4S L 131ir UW110- Vr T AR SPACE Sir LAMl-VJrHS.090JTHM F7L4840 .13Hr LAWIG-i/r T,ARSPACE,T/ir LAMI- irA,.OB03M6• FLWS40.46W K ahr AL* IG- Vr T AR SPACE.7Tir LAMI-OlirA.0l0. 3MCHS F7L4MS 480 L. wir LAW K4 -1/r T. AR SPACE, 7mr LAMA- irH3 3H F1L4049. 4= M. 10Mr LAMI IG - VrA, AR SPACE, Str LAW - A,.000 Vr FTL40S3 . NOTES: i.WINDOWS,WITH THE LOW SILL O"ONARE LSARED TO A POSITWES E DIGN PREEN OF+649 PSF OR LOWER AS SHOWN WTHE TABEO. NEWNEDESM.. : r� - PRESSLIRZ Ul7EGRAL AN WLFAOWDEEM PRESSWES USE THE ABOVE TAUS BY DEDUCTING i•FROM THE FLANOEDTWIC-TIP FRAME DMENSK7N0. _ Sam3 AVNLARE $AS" HEKiM1 FOR CUSTOM NANDOWS ARE 13 S r WNWM To 3rKWAUI i 4. GLASS TYPES A G, K AM I MAY BE USED INSASH ONLY S RSTERTOANCHOR 0l7ANT17YTABLE56S FOR ADdT1IX4ILL OP „onci4aLaor D•rS �+• . LIMITATIONS KMw OESI *IMMURESFRI %�� .lRoAld•. c•�E:-.I a4•c ALUM. SlNOLEHUNG l47111DOW, IMPACT 0ih�Nq U E� 3• 11 1 40Po.70 f G f FL P.E.S . •• • 4 SS Vr MAIL FLANGED Vd" OLO(ALL) ` ... I's '�F. �J .. . • SEE DLO �• A . TABLE 0 D_) � O � O ••• •• •• • • • • Tee • Tr MAX . FLANGED FLANQED FLANMHEI • T 7 T SEE DLO MAX TAdt XSEE DLO X T� X 4 • • •. • • • •) i TABLE 4 • • • • • aj •• • • • • IB 1H'MAX •• • war DLo (ALC DETAIL 8 DETAIL C DETAIL A VIEW (STANDARD SASH) RADIUS TOP (STANDARD SASH) �n ■ E� 1 7v I LF. EJ HEI HT SEE DLO . - .. , .._ - . ' _ _... .. _ . _... .. _ _. ... — .. . TABLE O I .. .. g SEE DLOTABIE X I SASH SEE DLO TAKE X SASH• HEIDHT ■ DETAIL D DETAIL E VIEW (CUSTOM SASH) RADIUS TOP (CUSTOM SASH) NOTES: 1. SEE SHEET ■ FOR VERTICAL AND HORMONTALSECTION OETARS. . . S. SEE SHEETT FOR OORNER OETAILVMIMS. SSE6TR 0FORMATM 4. (DETAILS B A CARE EASED DN ATHREE OVER TVYD FORLIAT. 10iven7° L °°YiLIM ELEV 7 pmmuw .M PSaWIT • NDCNAM4ESTMS■IlET. evwr.en w M- a� FX aQSS07 ?*: Waft A. LYNN MILLER P.E. M40+Z0 G FL P.E asm MAK FDW WE OAYLX*rr OPENING HEIGHT 21 MAJC VENT SECTION B-B M1OwwtEHOWN) ' 7,80R •••••• ••••�� • NOTE: BALANCE FW2T5 used • • •BISEO ON SASH WEVHT • • 8,10,11,118 • • • •••••• •• • • • • 2.710' f • • • • • 0.0 • • • r�i • • / SECTION A A 000,600 v (LoNsw SEE NOIEABOVE 11) OLTRALFr ONLY NOTE! MN. (1) SWEEP LATCH AT VENT CENTEM" OR OPrKWAL SOTiOM LOCKS, (1)VFROM EACH SLOE OFWK Nall �`"--MAx vENr DAVLKiHroPer•No� i wn••+w am A.LYNNMNI PF FL P"am �Z 47 1 65 FRAME, LF. HEAD l4D71& W117B OFRAME, I.F. LOW SILL 4 I immom THHlD4" n z1 .azwon, TWCKHF.S8 FRAME I.F. JAMB /;1FRAM . I.F. HIGH SILL MOr44 SOWTO `4 .107SA,.001T! NM A. RADN3 TDP MEAD) A. swo, -I ARS 1 6 . 11 1 iT! LF. FRAME • SEALANT ALONGEN(Mror,r 1or47 ••.•.ft-�LP4,4't4c 2 24 6 • • • 4 • 6 Or 50 •. 1 O FLANGE FP.AAMMEBHEAD L i • • • •' •' WaozA • O FLANGE FRAME SILL (Lan) • . WELD 7.7N $ ..,oeC, 0081-T6 I 80f 50 E SCREW G • f2 SEALANT OR OABKET • • r I ATHEAD AND ELL • • • VIEWD-0 VIEW E-E • • • tt (tn a v�Ew HEAD a SILL. RAMS 10P SW (RAOas TOP HEAD oNLvj ' MOP P SASH STOP COVER FRAME CORNER CONSTRUCTION OFLANGE FRAME JAMB O 51026. SOSYTS 17 1049M 5063-T5 r�� - - 04m, sm-Ts 16�}J�iL (OSEDASM"TOPHEAD) -� 7.100 I+T- - IA62 2.92E-•�1 I t.WB-i+--•�•I� j -�"� Tja 41 GLAZING BEAD.5li8" 1 wvsooe,aassTa t sfs oaz T-L�Ll •� SASH SIDE RAIL asaos. roosts 21FD(ED MEETING RAIL — 6 � ral as �Hrm80r.� RAIL0.a'r) ..oso 2510 a�IHe L --7 h—zTer-1 89 FLANGE FRAME SILL (HIGH) 040=% S003-TS oNpmHFe UMWAUMMl E-7 T O GLAZING BEAD 7MB- $4222. SHW5 rats-}-r-I O GLAZING BEAD. 711(' NNW. 600&TS (USSR W/mL mm t.o2e-I-- OGLAZING BI . 6116' Ns"m wlTS oGRLLKi ff) yr: fb. SS7ps A:LN FL ANCHOR QUANTITIES SUBSTRATE: �ANCHOR TYPEOW : TYPE FOR 1H FLANGED WINDOWS TABLE & ANCHORAOBM OTNS::� 0006 +. A—GT4�yt•8yL'aE8re;U± ORN2 • • • 4i••T2 0.l REWS CRETEf1.EX FDu,pNry•���^q•�O^J�N�iQNg, i-• • • • • 2 MIClIOR TI I BASED �,fy�,THEWDTH HEAD-tslfljIIdCRtOMTOPCOIAE3i3 ,UMW -1 Rd(u0C • rMAXA 614AR.• • 0 SILL-N�If AEOUNED •• • 3.NeTALLASW�UNOCENTTASLEANCHDR WANTITIMB URINE THE DIMENSIONAL CRRERtAOF NCM2-• . . ••• 4. TABLE WMTH AND WEMdi MA0Vw FOR FLAND�yAND(1r15. ♦1rtEDRN[iRAL FdiDWENSIONS ARE I�LE33• • • •• • e.gESIGNPBBSSURE L•4ffATgN3:• • • b2E BLOCKS OF TA13&% Iflk BOLD RNJCRED VALUE ABOVE THEµ NOICATEA MAXIMUM DESIGN PRESSURE WITH THE OUAKM OF ANCHORS SHOWN •I SOLD. OTHERWISE THE MA OAUM Di81ON PRESSURE FOR THE RE6PECt1VE 8QE AND D1/188 M618 AVNLABLG 6. 8EENOTE4.81Efff11 FORMETN.BUBSTRATE IEDIINHBAENrHL TABLE KEY. MAX PSF 119 HEAD 2 JAMB ABOVE 2 3 WMRAL ucr JAMB BELOW "P..O..4��y1eN� waNsW MM RAY. D. �� w Mqt �� z JAMB ABOVE 2 3 J/B aO11Y LYNN .` �•; . A3n{•gAL S870d �� SEE TAKztFOR FULL OP ci WINDOW HEIGHT 26.603 3•� 4&503 40M 52609 5L603 64.603 75.DDD � O i N Z 9 r Wi-1-0 $ C CI r O U m ONO g O Z N� N � � o O Z c°� •- Z $ fYO N p �' "'s z 19.125 C,TYPEG, HAAKI + 1!x 1 111712 1 1 1 t;t i 12221-2722222222122222 1 1 1 1 1 1 1 1- 1 1 x2 1 II22222222, 1 1 1 1 223229a 1 1 1 AB.M t 1 2 t 7 1 t' t t 1+ 11II t 111 t tit t 2 2 1 1I2 1 2-{2 t 2 2 1 2ri 1 2Tz t 2�2 I. 212 t 2l2 1 2 2 1 212 1 2J2 1 212 t 212 t x,2 1 2 9 1 2 2 1 3 3 �'� C,D,E,P,O, H,I,J,KL 1 12111121Ti�217222t1II222222212222222232122i2213 1 1 1 1 1 1 t 1 1 1 1 1 1 1 i 1 1 1 t 122r93,922819 t t 1 1 AB.M _ 1 1,2 1 1 1 1 1 2 1 1 2 1 112 1 112 1 2 2 1 112 1 2 2 1 2 2 1 2'2 1 zT 1 2 2 1 2T 1 2T 1 2 3 1 2 2 1 2i2 t 2 3 +7 et2 1 2I3 1 'i13 1 2 2 I s s 32'� C,D,E,F,G, HAAKL 1 112122z231122T2231 1 1 1 1 1 1 1 i2232192Ix 1 _7_ 1 _t 232192223si92231034323i3343r344 1 1 1 2 1 r1r� 2 _t 1 2 1 1 ABJa 1 1 i 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 i 7 7 1 1121!22x23112212z31 22323222132132r2T 333223133143283349344 97.0D9 C,D,E,F,D, ,QAF 1 221I222231 1 1 1 1 22a292x23232223II,a2 1 2 1 / 2 t 2 2 1 3210 2T� 2 s4238 1 2 394!1334 2 1 2 2 32 1 3344 2 Ad M 1 2Iz112222T3112232'3 1 1 1 1 1 _2_ 1 212 1 23 _2 213x12232i32192139T4z3339149�43-69194i4 1 2 _2 1 2 2 _7 2 _2 2 _2 1 2 4&Dpp - PSF K C,O,E,F.G, HJ,J,IC,L 2 2 2 2 112 1 2 2 2 _2 213 2 2.2 2 23 2_ 213 2I� 2C2 2 213 2 2 3 2 2�3 2 2 3 2 214 2 2 3 2 313 2 9 4 2 213 2 S 4 2 3r _2_ 313 2 314 d15 2 3 s 2 4 4 AS,M 2 2 2 z 1.2 z 21212131212 2 2 2 213 2 213 2 z12 z 2 3 2 2 3 z 213 z 2 3 z 2 4 2 213 2 313 2 314 2 213 -2 � 314 2 3 6 2 9j3 2 3{4 2 3I3 2 .... 4 4 44.ODD PSF 79 C.D,E,F,4 H,U,KL AS,M 2 2222222132!2232322332423313942393a'112334J5333H4453"448 2 2 2 x 2 2 2'1rl 2 2 2 2 219 2 2 2;2 2 2 213 2 _2 2ri 2 _2_ 212 2 2 3i3 2 2 214 2 _2 2t3 2 2 313 2 _2 9;4 2 x 2i9 2 2 9�3 2 2 9r 2 2 213 2 2 3r1 x 2 3 6 2 2 3 2 2 314 2 2 •4 5 2 2 3 4 2 2 4 5 4&ODD P8 78 79 C.D,E.F.G, KIAKL 2 2 2 2 2 1 2 2 2 2 2 2 2 2 3 2 2 212 212 2 2 2 3 212 213 _2 S 4 _2 2 S 3 3 3 4 3 4 315 _2 313 3 4 _3 3I6 9, 3 4 b� 6 8 4 6 8 AB,M 2 2 2 2 2 2112 212 2 3 2 212 2 213 2 9 4 2 2 3 2 3 3 M41 2 3 A 2 3.4 ftl 2 315 2 313 2 3(4 3 3 6 2 3.3 2 4 a 3 416 _2 3 4 2 SIB 63.12E P 72 TV 78 C,D,Ef,Q HJ,J,K,L II 2 x II 2 2 2 2 2 2 2 3 z 3 2 2. 9 2 a 3 2 9 II22Yxx292i223342i394942T3 _2 53143'3s143531314483I4{ _z_ 6453455 _ ABM 2 2 2 2 2i2 2 II x 2 2 3 _2 2t2 2 2�9 2 9 4 2 2r88 2 3I4 2 3 4 2 2'3 2 Si4 a 9:4 2 9T3 2 3!4 3 9 6 2 3 3 2 4i4 9 4 6 2 3,3 2 416 3 4i8 2 Jigs 3 for owe tarnNroioas AAtCNORAGESPAIC 1/1 WINDOWS `'•Ems y,:: A•l1klAiI44FNT`` H3 P.EA 3570E ALUM. SINGLE HUNG WINDOYY lNIPACT .n O60L77 G wL1t4MOF17lYB8HFPr NT'S a + 11 14PID30 O FX 7/1D•F ad. 184D7 ANCHOR GUANTMES FOR STANDARD VIEW AND RADRIS TOP FLANGED WINDOWS TABLE VJP1DOW HERiHi' ' 7RA 29.855 37.155 44A55 1 52.155 53.855 1 67.156Q74AN 78AM O,O z0ZOO O'ONO D O V NQ"OWares YAW aA�f TYPE �aZZ 8 8"g 8$ 0 QD,E.F,O, 1 1 1 1 2 1 1�, , 212 , 1 2 2.2 1 2 1 212 1 22 , 312 1 2 2 1 32 1 9 2 , 2�2 1 3 2 19.125 H,I,J,K,L „ i tr t 1, 112 2, IN 2!2 2 1 2 2�2 1 2 2 1 212 , 1 212 1 , 1 AAA1 11/1111 2TP211222f2212222222122122122is22212P2s2Z12312ST2232 24,000 P GOJ:F,0. H,LJ,KL is 1 1,1,112Y2t1t222r222221222222122(2312322r23129222323222Sit 1 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 1 1 212 1 ,, 1 2 2 1 2 2 1 212 1 272 t 2!2 1 218 1 212 1 2 2 1 2,2 1 3 2 1 3 2 1 212 1 312 1 9 2 1 2 2 1 3r i 9 2 1--I 212 9 Z P 6d 77 92000 GDJ+,F,0. H,W.KL 1 11111122212212232222332.233333123;33132123343324111.39243 1 1 , 1 1 1 1 _'1 2 _1 1 2 1 _7 1 1, 1 42 1 i 1 1 -, 1 1 1 1 1 1 1 2 1 1 2 1 1 1 1 1 1 1 1 1 1 1 ABA1 111T1ti212222229222r3S2233813123SSI92 9T341932419493241 Par ✓m 97 19 ' SMOD CA,E,F, H,W,KL 1 1111712I222:223222133i92297999384,98133.299433-243443T243 1 1 2 1 1 2 1 2 2 1 2 , 2 2 1 2 2 1 2 2 7 2 ABA , 1„11122222122322213 1 1 2 1 1 2 1 2 2 T2r231S]133f3419 1 2. 2 1 2 2 ](S323T94982 1 2 2 1 2 T13 2 414 1' 32 2 413 PsF 54 79 162 1 7D CcLLF0. 2 2 2 2 2 Z 2. 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 40A00 ILLd.KL 1 1 11111111212 2 2 2 2 2!9 212 313 3!9 212 313 413 313 413 ]I9 3.3 4 3 414 8I3 1 9 414 SI3 5{3 A,BJ6 2 , 1 2 ill 2 1 1 Z 2 2 2 2 2 2 2 2 2 21S 2 212 2 3 8 2 9.3 2 212 2 3.3 2 43 2 9.3 2 4:3 2 3 3 2 S 9 2 Ii3 2 4T41 2 M 2 4r3 2 414 2 3.3 2 513 PSFJ p 79 55 791 1 79 W,000 C,D,E,F, H,LLKL 2 11 2 ill 2 Ill 2 222222313229T39,423384143134849 2 2 2 2 2 2 2 2 2 2 2 2 2 4489418{�]S54 2 2 2 2 2 A,BAt 2 1, 2 1l 2 MIR 2 2 2Y29, Z 2 3212398.42898443IS4�34,34f4381.94.19,354 2 2 2 2 2 2 2 2 ±4.23 2 2 2 2 2 2 2 PSF 46 74 51 74 7A » ,4B,Ip0HJ,J,K,L GDAM 2 1 1 2 1 1 2 1 1 Y 2 22 2 2 2 2 2] 2 S 2 212 2 39 214� S719 2 2 S`9 _9 4.4 2 3�9 2 4.4 2 2 9'S 2 4i4 9 4i4 2_ 4 3 2 514 A,B,M 2 4 1 2 1„ 2 1 2 212 2 2 2 2 2 2 2 9 32 2 2 31S 22 9119 2 1r3 3 4 4 •2 St3 2 4;4 �4114 2 3!3 2 /r4 M4 4 3 2 514 PSFI! 07 46 67 76' 79 I 5].123 C,D.E,F,0. KIAKL 2 1 1 2 1 1 2 1 1 2 2 2 2 2'2 2 2 2 S 3 S 2 3.3 2 3 S 3 4%4 2 ST 9 4�4 S2 4 4 3.9 8 4'4 9 4 4 2 3 9 3 A 3 D 5 2 4-!] 3 3.4 2 2 2 S 2 S 2 3 9 2 3] 2 2 3 2 9 A�0.M S 3.9 _2_ 3:8 4 4 9 S 4 4 4!4 3 9 4 4 4;4 3 9 414 5i4 413 5.4 �VUUKXM ANCHORA NOTES: • • .. 1. ANCHOR WOM N 411W ELCO VL79_�OR 01 • SCREINOWTOMETAL • • • 4-4W ELCO SU CRETr4LEX •9-612SCREWB,,B� 2 ANCHOR IQII'/�1pT�KKIi9 B116EDi1 • • • o 1�,rzt?'Li- A7CTCP CCDItM� ,UAIBS'jr CORNIRS • r RAIL • • • 'BILL- REQLMRM • • • S. INSTAL! SAOUNTTASLEANC11BR USMSTHOMENSICNALCR17E1W Q NOTE 2. • • • • 4. TABLE WHAM AND HEIGHT DIMENS♦ON ARE FOR FLANGED 4VBJOOM9. INTEGRAL FIN ORK-MINONS ARE TLESSD • • • • • 6. DESKiN PRESSURE LMMTATION$: • • • • • BIZETHEE ABLE NBM•A BOLD ITALK72ED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE OUANTM OF ANCHM SHOWN IN S LLD. OTHERWISE. THE MAXIII DESIGN PRESSURE FOR THE RESPECTS SQE AND GLASS TYPE IS AVARABLE. S. BEE NOTE 4. SHEET 11 FOR METAL SUBSTRATE REOUIRELBNTS. TABLE KEY: �— MIQ RAIL LIMB BELOW, MrG. RA4 MTG. RAL �ap1iY �TNN JAMBI�LOW� MM RAIL BEE TABLE 2 FOR -*� FlAL .p --' r ANCHOR QUAW SUBSTRATE: HRrMF- WDTH TYPE TrIES ABOVE MEETING RAIL fWKA0 L JAMBSI CUSTOM GED WINDOW HEIGHT Ra H EX: T TABLE 7 W M91US R T LE A 1.125 1 22.00 28211 33.754 d2 1 M.&(ppO] 5q0m ONU 3U 8 ppWRWOWGAN U Xf.1 'ZN V f3N ZaO UC p$ ZUtpJ � U>N+B3O HYOp 'CO 19.126 D.E.F.J, XX i .�... 1 1.. 1 .1_ 1 ..2'. i .2 1 2 1 2 1 2 i 2 1 2 1 2 1 2 1 2 1I. 2 1 2 1 3 1 2 1 3 1 3 1, ....i..., 2 9• t. ! 1 7 1- 7 24ADD MLFA K,L .1.. i 1__-.„?_ 1 1 2 _1__� 2 2 2 2 2 2 2 3 3 2 3 3 2 3 3 3 ] 1 3 3 1 D,E.SJ, KL 1 .; 1 1 , 1 1 ._..._ 2 f 2 1 ._..__ 2 2 3 i �. 2 1 _�._ 3 2 �b 1.. 3 7.._ 2 1: 9 1 __ 2 1 ...-.-- 9 1 4 3 •--..._._.._ 4 4 9 _..._..._. 4 5 .3 _.._. a PSF n 37.000 O,E.F.J. XJ• _ 1 1 1 7 1 7 2 2• 1 2 2 2 2 1 .. __ 8 2 2 �. 3 2 3 1 2 __. _._._ 3 4 2 1 2 ..._....... _ _ 3 3 S 2 ._.. 4 1 _....__....._.. 3 2 4 2 1 2 _.Y. _._.. 4 4 5 2_ 1 2 5 4 5 P 79 79 79 79 ' 40.ODD D,EJ`J. K.L . 2 11 2 2 1 2 - 2 2 2 2 2 2 3 2 3 2 3 2 2.. 4 3 ?. 4 2•. .? ?_..? 4 3 1 .?.?.._?_ 4 3 5 . ?.. 2- 4 4 5 2. ? -2 6 4 8 Ps 79 1 181 791 77 79 1 791 1 79 44=0 D.B,FA K.L 2 2 2 2 2 .2 2 2 2 2 2 1 4 2 4 2 4 2 2 2 2 2 2 2 2 2 2• 2 -7- 1 2 2 Y 3 3 ] 3 5 4 3 5 3 4 6 5 4 a P4F 70 79 70 1 70 1 79 71 7a 73 70 4d000 O,LFJ, KL 2 2 Y 3 2 2 2 2 2 S 4 2 4 2 4 A. 2 2_ 5 4 a 3 6• 2 4� 2 a b 2 2 �6 4 B- 3 T 2 1 1 1 2 2 3 3 a P$FJ 71 79 03 71 79 N 74 N 77 d9 in, 53.125 D.UA KA 2 2 2 2 2 2 3 2 2 7 2 3 8 2 b "s' 9 2 ..! -3. 3 b 2 .e_ .� b .7 3 2 3 tt _6 1 -1-2 2 2 3 3- 3 4 4 4 0 S B ANCHOR OUANTU ES AT JAMBS BELOW MEETING RAIL, CUSTOM FLANGED WINDOWS BASED ON SASH HT. . TABLE & SASH SUBSTRATE.- 1277a idrJB d778 21. 81 24.771 27775 1 WYE 31.108 ANCHOR TYPE' F, � N � ll ~ H ~ ~ ' WDO TH 19.1 1 1 1 2 2 2. 1 2 2 -2 2 2 2 2 2 2 2 a 2 2 2 2 2 24.000 2 t t .2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 32000 2 1 2 2 2 a a 2 a 2 8 8 2 8 S 2 3 4. 2 3 4 2 1 3 79 37.000 y 1 2 2 2 3 2 $ 8 2 3 3 8 a 3 9 $ 4 $ 8 4 S 4 7/ 40.WD 2 2 2 2 2 3 1 2 1 3 1 8 1 2 1 a 3T31 $ 4 19 9 4 3 4 4 3 4 N . 44,000 2 2 2 2 9. 2 3. 2 8 3 3 3 4 3 3 4 a 4 a 9 4 a 3 4 is 46.000 2 2 2 2 2 3 2 3 { 9 3 4 3 4. I a 4 a 3 4 5 S 4 0° OF n ad,za g y y a 2 3 3 3 4 3 4 4 i+ s 3 14 a a a a 3 a =T.OFAVRLJCSAF 1. ANCHOR TYPES ►-&Mj% 0 ULTRACOp�t�162 S�tEW3 WTDMET _ _ . ntbFtLCy S34 CRETE-FLEX• 2. ANCHOR LOCATIO i1jp#ASEDLRE DON THFiFOLLO YNG DIMENSION&: • 00000HEAD -181lC FppQ��4Ay���,,,�� JAMBS-171R" FRQ4ia+ oRNE 'BC Rt+i 11 7Q'MeErING MM• • S MA1C 1S MAX ROTTEN CORNBM • • SILL -A • • • a DETERM M THE ANNCOR OUANiITIE3 FOR CUSTOM VIEW WUDOWli l •18LAS 7. AND 8. UBING THE OIWJMIONAL Ct4TEAU90F IBOTE 2. USE TABLE 7. FOR ABOVE THE MEBTDIG RALAMD TABLE LSOR BMQN. 4. AVAILABLE SASH HEWS FOR CUSTOM616% • • •. WINDOWS ARE IR SEP MMTO 3B" MAIL • & TABLE VAMM ABC HEW CNAENSKIN ARE FOR FLANGED VV0430 OAONTEGIAL FIN DIMENJW ARE & 11 LESS PRE39VRE LIMRATION9: • • • SIZE BLOCKS OF E ABLE W,& j Wb ITALK]7PD VALUE ABOVE THEM, INDICATE A MWOMUM DEBKIN PRESSURE WITH THE OUANM OF ANCHORS SHOWN IN BOLD. OTHERWOTE, T1E W WMUM OBSKiN PRESSURE FOR THE RESPEOTIVE ILM AND MASS TYPE 18 AVALABLB. T. SEENOTE 4, BNEET 11 MR METAL BUBSTRATE REO& TABLE 7. KEY: MAX PSF BEE TABLE 3 FOR LWrFD)Fl-121 FULLOP I•EAp T JAAiBABOVE 2 MM RAL HEAD 2 JAMBASOVE 4 MM RAIL TABLE 8. KEY: MAX. PSF I ,. DP IJLRIED t12 0.• ,�I JANB BELOW 2 ty MM RALRUDP ` N JAMB BELOW1 2 1`` S..•v0 per'; MTO. RAL = * Ma SB70S ON TABLE 3 FOR FULL DP D A:: 4wm�NTSI10 + 1t14040+2D+ 1114040M MIN. EDGE W� ANCHOR Nm •• • ••••' 1. FOR CONCRETE APPLICATIONS M MIAMhDADE ((��UUN►!IIYY USE ONLY MIMIMDA. DCOUNTY �.dABSMNIM (ULI—W ANCHOR) (ALL HEAD AND SILL DETAILS) • (SEE NOTE 2 8 S) APPROVED IRA• ELCO ULTRACONB OR 1H' 834 AtCl 01.11MipFROM ANOM TO CONCRETE EDGE IS I SW FOR LL7pACpHS INTO CONC, 2-Ve E.D. FOR 2.12' MIN EDGE t SANCCHOR 2' WOOD BUCK U-7RACONS AND CRETEFLEX INTO CMU AND COMARANODCONC. • (CRETEPIIDC AVGIDRj (WOOD E3) 1'MIN.EDGE 2. FOR WOOD APPLICATIONS M MWJWADE COUNTY USE•12 STEEL SCREWS(GSL 7/4' SS4 CRETE•FLEX FOR DETAILS B i D OR 0.131W OW COMMON NMLS (FIWO&CM 3 73 KSI MM. 3S KSI MIE &07 Z ")ad PENNY Be ZINC COATED COMMCA NABS, TYPE [.STYLE 1"11161 OKN{ED � '... t 914't•N ONLY (SEE DETAILS E F AND GTHIS SHEET) 3. WOOD BUCKS DEPICTED M THE SECTIONS ON TRW PAGE AS 1x ARE BUCKS WHOSE i OPTIONAL 1x TOTALTHICKNSSB IS LESS THAN 11fi. tx WO�2UtW IEOVnONALr*WCENSE M M�• WOOD BUCK INSTALLED DMECTLYTO SOLID CONCRETE OR CMUOWOO�L1ptS DOWTED 4P 2x#RE OF W000 BNS 7'A N _ (SEE NOTE 3) 1127TICK OR GREATER MTALLATIONTO TMQUBWO%TE W' ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4.FOR ATTAQIMENT TO ALUMINUM, THE ALWMUMVJLOM MINIMUM STRENWH OF MAXMAX SHIM • 0013-TSAND AMIMMUM IS YS'THKIL FOR ATI%CHMIBIR TO STENL OR STEEL STUDS, 61BIt DETAIL A DETAILS THE MATERIAL SMALL BE A MINIMUM STRENGTIYOF 33 KSI MID A MI~ OF X% TO PROV THICK THE METAL STRUCTURAL MEMBER SHALL E OF AWE w•• THEWINDOW FRAME SWLART004AT SHSMN MTHESE VTAILS FOR x TYPICAL FLANGED HEAD ANCHORAGE SUPPORTTO WOOD SUCKS. THE ANCHOR SWILL BE A #12 SEET M•TAL.sCREW WITH FULL 7.TM• MIN. EDGE (ULTITACON INTO CONC.) 1-1R' MIN. ED1,L' (CM S12' MR EDGE (ULTRACON f1EK INTO CM 8 `f.RETFFLEK INTO CANC.) ENGAGEMENT INTO THE METAL TFTESE CROE4A0Jm M V. TB? RESPE`W PPIGN PRESSURSS AND ANCHORAGE SPACING FOR ULTRACONS MAY BE USE4 1�9/4' MM. EEDGE ONC.) • w IL ANCHORS ARE NOT REQUIRED ATTHE SILL OF FLANGED UNITS. • 1M'AIAX. SHIM-1 • —�•I 1� I•� 6flAT HEAD ANCHORS, WHERE REQUIRED, MNSTHAVE i12 TRIMFR HEADS*• 7. MATERW.S, INCLUDING BUT NOT LIMITED TO STEEL SCREWI3, THAT COME INTO 1/4'MA)LSHIM +{{ CONTACT WITH OTHER DISSIMILAR MATEPDALS SHALL MEET THE REQUIREMENTS OF THE CONCRIITB ANCHOR I •MINA®GE FLORIDA BUILDING CODE. —InWOOD ANCHOR ��(M . NOTE FH BELOW MEETING 1 . 3M Kill MN. CONGLETE RAIL. (SEE NOTE 2) . •,�;�^ OR 1S KSI MIN. CMUIT ' ' lix WLLJAMB DETAILS) BUCK OPTIONAL WITH SOLD CONCRETE OR EXTER CMU SUBSTRATE(SEE NOTE 3) DETAIL C DETAIL D . TYPICAL FLANGED JAMB ANCHORAGE 114' SIB'MM. EDGE - 7.72' EMBEOMRO1f �' SHIM FRAME WOOD FRAME tAP MAX. .EDOE PRODUCTREVIS® MMrw o t -ad.Red•x212'NAIL, .137.OA. 21 ? 2-7• AT CORNERS DRn.131' OA. MIN. AND S O.C.FRAME rll.. x2 Vr NAA. ATCORNERS ANDS'O.C. NT MMEOOEMIN.x212'NAILN AT CORNERS SHIM AND S'OC. ENT .•'���� DETAIL F, (HEAD) DETAIL E. (JAMB) DETAIL G. (SILL) TYPICAL INTEGRAL FIN ANCHORAGE 3TA BOF r�:• 1.OlEDIMOIOMYBIIM N.VxNCL,l7•I6 _ IW�iI' '�ORAGE DEMAB•'•MIDA•_,r� '+��''• M9•suoo ALUM. SINO_LEHUNG MOM IMPACT ��NAL IE�:• •,` A. LYN{IIJIL�R P.E N pxBEIO O REYSm TD11NTWAlW2DAACANpbRIBE ..sn.u"we rr� ARID NTS 11 + 11 ~SOIO�ZO 0 FL P.FJ 68703 FA •A03 JJ. E73W , M pk"[- F�zo&w P AZC4:;- OdWL- (D COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries, Inc. N, 1070 Technology Drive North Venice, FL 34275 MIAIVII-DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida. 33175 2474 T (786) 315-2590 F (786) 315-2599 www.miamidade.gov/economy ,SCOPE: This NOA is being issued under ap s regulations governing the use of construction materials. The documentation submitted has b d pted by Miami -Dade County RER-Prgduct�Control•&lan to .... • • be used in Miami Dade Co er ere allowed by the Authority Having Juri9digdoo (AHJ). • • • • • This NOA shall not be vali n date stated below. The Miami Dade County Product Contrpl. Sectiop:• • • ; • (In Miami Dade County) an th (in areas other than Miami Dade County) reswmelbbe right to.have this product or material tested for surance purposes. If this product or material fails is perform is the accepted" manner, the manufacturer will inc the expense of such testing and the AHJ may immedt�tety revolee, m*0C4*, ore v • suspend the use of such product or material within their jurisdiction. RER reserves the right td eke this egCgptanca2 • • • if it is determined by Miami -Dade County Product Control Section that this product or'mafefial fails`tb fleet thee • • • • requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Gada%. " including the High Velocity Hurricane Zone. • • Goo: DESCRIPTION: Series °RFD-101" Aluminum Outswing French Doors w/wo Sidelites- L.M.I. ' APPROVAL DOCUMENT: Drawing No. 11005-1 Rev G, titled "Alum. French Door & Sidelites, Impact", sheets 1 through 15 of 15, dated 04/04/2012 and last revised on 09/17/17, prepared by PGT Industries, 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:. 1. Use of Tables 1 or 2 (sheet 2) requires full length reinforcements (item # 22) for OX, XO, XXO, OXX, OXO and OXXO configurations. The lower design pressure from table 1 or table 2 shall control. 2. Standalone X, XX and O configuration unit do not required, reinforcement (item #22). . 3. Applicable Egress operable doors must comply with. min clear width & height per FBC, to be reviewed by AH1 4. Ix or lac buck to be properly secured to sustain imposed load and to be reviewed by AID. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and series and . following statement: "Miami -Dade County Product Control Approved", noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been'a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement 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 #16-0629.17 and consists of this page 1 c ages E-1 & E-2, as well as approval document mentioned above. The submitted'documentation was reviewed byAsb Ix , Z. `MLil a oaae couN r�r Expiration Date: October 18, 2022 e ' Approval Date: September 28, 2017 .�h Page 1. PGz' Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUB)VIITTED 1. Evidence submitted under previous approvals A. DRAWINGS 1. Manufacturer's die drawings and sections (Submitted under files # listed below) 2. Drawing No.11005-1 Rev F, titled "Alum. French Door & Sidelites, Impact", sheets 1 through 10 of 10, dated 04/04/2012 and last revised on 09/08/16, prepared by PGT Industries, signed and sealed by Anthony Lynn Miller, P.E. • • • • D. TESTS • 1. Test report on 1) Uniform Static Air Pressure Test, per FBC, TAS 2020-N :.... ; 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 Aluminum SlidmgNass Doori&Cwl TPS,...... Super, Cardinal & Duraseal Spacers), prepared by Fenestration Testing LaborUdW,Inc., TesrReports • No(s) FTL-8717, FTL-8970 and FTL-8968, dated 02/15/16, 06/07/16 and 06120116, all slgaed.& sealed by Idalmis Ortega, P.R(submitted Linder file #16-0629.17) • • • • • • 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 fixed sidelite (0) w/ insulated laminated glass, prepared by Fenestration Testing Laboratory, Inc., Test Reports No(s) FTL-6864, dated 04/02/12, signed and sealed by Marlin D. Brinson, P. E. (Submitted under files 412-0516.02/#11- . Z013.22) 3 - Tost report 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 marked -up drawings and installation diagram. of Aluminum outswing doors w/sidelites, prepared by Fenestration Testing Laboratory, Inc., Test Reports -No FTL-5212,.dated 05/05/2007, signed and sealed by Carlos S. Rionda, P. E. (Submitted under files # 12-516.02/#11-1013.22) C. CALCULATIONS (Submitted under file #15-0528.24) 1. Anchor verification calculations and structural analysis dated 05/22/15, complying with FBC- 214 (51h Edition), prepared by PGT, signed and sealed by Lynn Miller, P.E. 2. Glazing complies w/ ASTME-1300-02, 04 & -09. D. QUALITY ASSURANCE 1. Miami Dade Department of Regulatory and Economic Resources (RER). Tshaq T. Chanda, P.E. Product Control Examiner NOA No. 17-0504.01 Expiration Date: October 18, 2022 Approval late: September 23, 2017 E-1 I PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No.14-0916.10 issued to Kuraray America, Inc. (former E.I. DuPont DeNemours & Co., Inc.) for "Kuraray Butaeite PVB Interlayer", expiring on 12/11/16. 2. Notice of Acceptance No. 12-1231.10 issued to Eastman Chemical Company (MA) former Solutia Inc. for their "Saflex Clear or colored interlayer", expiring on 05/21/16. F. STATEMENTS (Submitted under file 415-0528.24) ' • • • 1. Statement letter of conformance to FBC 2014(5t' edition) and letter of no Z.narioial inteil± t prepared by PGT, dated 05/22/15, signed and sealed by Lynn Miller, P.E..::..: ; ; • 2. Lab compliance as part of the above referenced test report. G. OTHER �••••• 1. This NOA revises NOA #15-0528.24, expiring 10/18/17. • • • • • • 2. Test proposal # 16-0152 dated 03/09/16 approved by RER " 3. Test proposals dated Jan 18, 2417 and 02/15/12 approved by Jaime D. Gascoe OP.E. 2. New Evidence submitted A. DRAWINGS 1. Drawing No.11005-1 Rev G, titled "Alum. French Door & Sidelites, impact", sheets 1 through 15 of 15, dated 04/04/2012 and last revised on 09/17/17, prepared by PGT Industries, signed and sealed by Anthony Lynn Miller, P.E. B. TESTS 1. None. C. 1. Anchor verification calculations and structural analysis dated 08/01/17, complying with FBC- 2014 (5TH Edition) & 2017(6ei Edition), prepared by PGT, signed and sealed by Lynn Miller, P.E. 2. Glazing complies w/ ASTME-1300-02, 04 & -09. D. 1. Miami Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No.16-1117.01 issued to Kuraray America, Inc. (former E.I. DuPont DeNemours & Co., Inc.) for "TrosifoI: Ultra clear, clear & color PVB glass interlayer" (former "Kuraray Butacite PVB Interlayer)", expiring on 07/08/19. 2. Notice of Acceptance No.15-1201.11 issued to Eastman Chemical Company (MA.) former Solutia Inc. for their "Saflex Clear or colored interlayer", expiring on 05/21/21. F. STATEMENTS 1. Statement letter of conformance to FBC 2014(5t' edition), FBC 2017(61 edition) and letter of no financial interest, prepared by PGT, dated 08/01/17, signed and sealed by Lynn Miller, P.E. G. OTHER 1. This NOA revises & renews NOA #16-0629.17, expiring 10/18/22. •Ishaq L Chanda, P.E. Product Control Examiner NOA No. 17-0504.01 v�.ra+inn oFw• n+n pr Approval Date: September 28, 2017 E-1 . . ... . . . ... .. .. . . . .. .. . . . . . . . . • . . . . ... . . . . .. . SERIES 101 OUTSWING, IMPACT RESISTANT FRENCH DOOFSANp,SIpELIT Ei• •: •.• • • ••• • • • • • • 1) GLAZING OPTIONS: SEE BELOW. • • • • • • • • • • • ••• • ••• • 2) DESIGN PRESSURES: (SEE TABLES 1-4 ON SHEET 2. A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300. B. POSITIVE DESIGN LOADS BASED ON WATER TESTS DR66SYRE AND CGIL"s Ti 6ES VjM E 1300. C. DESIGN LOADS ARE BASED ON ALLOWABLE ST%SS I f jlGNLASO.: • • • 3) CONFIGURATIONS: X, O XX, XO, OX, XXO, OXX, OXO, ANDOXIKO.• • a • • a —re W f— • • • 000 • • 4) ANCHORAGE: THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 8-11. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FBC, CURRENT EDITION. 5) SHUTTERS ARE NOT REQUIRED 6) SEALANTS: INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. 7) REFERENCES: TEST REPORT FTL-4964, 5212 & 6864; ELCO ULTRACON & CRETEFLEX NOA'S 8) THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 9) DOOR SIZES MUST BE VERIFIED FOR COMPLIANCE WITH EGRESS REQUIREMENTS PER CURRENT FLORIDA BUILDING CODE. APPLICABLE EGRESS REQUIREMENTS TO BE REVIEWED BY AUTHORITY HAVING JURISDICTION (AHJ). INSTRUCTIONS: 1) DETERMINE THE DESIGN PRESSURE, DP REQUIREMENT (LBS/FT-) FOR THE OPENING USING THE ASCE-7 STANDARD. 2) ON SHEET 2, TABLES 1 & 2 REFER TO PRODUCTS THAT ARE REINFORCED. TABLES 3 & 4 REFER TO PRODUCTS THAT ARE UNREINFORCED. DETERMINE THE DESIGN PRESSURE OF YOUR PRODUCT USING THE APPROPRIATE SET OF TABLES. EXAMPLES ARE GIVEN ON SHEET 2. THIS DESIGN PRESSURE NEEDS TO BE HIGHER THAN THE OPENINGS REQUIRED DESIGN PRESSURE FROM STEP 1. 3) DETERMINE YOUR ANCHOR GROUP FROM TABLE A, THIS SHEET AND YOUR GLASS TYPES, (A - D), FROM THE GLAZING DETAILS ON THIS SHEET. 4) FROM SHEETS 7-13, FIND THE SHEET THAT PERTAINS TO YOUR PRODUCT AND DETERMINE THE ANCHOR QUANTITIES REQUIRED. 5) ANCHORS ARE TO BE INSTALLED USING THE LOCATION GUIDELINES GIVEN IN THE NOTES ON SHEETS 7-13. SHEET 14 & 16 SHOW INSTALLATION CROSS -SECTIONAL DETAILS. 3/16" HS GLASS - .090" PVB1 OR PVB2 INTERLAYER 1/8" AN OR HS GLASS - EJRERIOR 3/8" NOM. GLASS STACK DESIGN PRESSURE RATING IMPACT RATING SEE TABLES 1 - 4 ON SHEET2 RATED FOR LARGE &SMALL I MISSILE IMPACT RESISTANCE TARI F A - Min. Anchor Anchor Type From , Substrate Min. Edge Embedment Group Member Distance or Metal Thickness 114"ElcoUhraConS Conende(min. .6 sl) 1- 1.3/8" 1 F =166 ksl. F"=177 ksi Jamb Hollow Block (ASTM C90) 1J/4" 1-1/4' 1/4" 410 SS Elco CrateFle-g- AN Concrete (min. 3.35 kai) 1�N 1-3/4" 2 Jamb Hollow Block ASTM C90 1-&4" 1-1/4' F •127.4 ksl, F 189.7 kal AS Southem Pine (SO = 0.66) 1" 1-318" 3 012 StsN SMS (Gr. 6) outhem Vine ' ) It 1- AA 8%Tn Alumklum 3/8" 1I8" 1)ALL ANCHOR HEAU TYPES ARE APPLICABLE. 2) MIN. OF 3 THREADS BEYOND METAL SUBSTRATE, 3) METAL SUBSTRATE TO MEET MIN, STRENGTH AND THICKNESS REQUIREMENTS PER CURRENT FLORIDA BUILDING CODE AND TO BE REVIEWED BY THE AUTHORITY HAVING JURISDICTION. CODES I STANDARDS USED: .2017 FLORIDA BUILDING CODE (FBC), STH EDITION -2014 FLORIDA BUILDING CODE (FBC). STH EDITION OASTM E1300-09 o ANSI/AF&PA NDS-2015 FOR WOOD CONSTRUCTION -ALUMINUM DESIGN MANUAL, ADM-2015 'AISI S100-12 aAISC 360.10 3/16" HS GLASS .090" PVBt I PVB2 316' AN OR HS GLASS Irr GLASS BITE 3/8" LAMI NOM, GLASS TYPE A, (PVBI), GLASS TYPE B, (PVB2) AN = ANNEALED HS = HEAT -STRENGTHENED TP = TEMPERED GENERAL NOTES ............ 1 GLAZING DETAILS ........... 1 DESIGN PRESSURES ......2 VERT. SECTIONS.............3 HORIZ. SECTIONS........... 4 PARTS LIST ...................... 5 EXTRUSIONS ................... 6 ANCHOR QUANTITY ........ 7-13 INSTALLATION .................14-15 7/18" NOM. 13/16' NOM. GLASS STACK GLASS STACK 3/16" HS GLASS 1/8" HS GLASS 1/4" AIR SPACE .090" PVB1 3/16 TP GLASS OR PVB2 INTERLAYER 73 1/2' GLASS U 1/2' GLASS BITE BITE 30 80-83 71 30 a 71 E"�f 0R 7/16" LAMI NOM. "TER* a 13/16" LAMI IG NOM. GLASS TYPE C, (PVB1), GLASS TYPE E GLASS TYPE D, (PVB2) PVB1 = .090" TROSIFOLO PVB BY KURARAY AMERICA, INC. PVB2 = .090" SAFLEX/KEEPSAFE MAXIMUM PVB BY EASTMAN CHEMICAL CO. moollC f 9 vmw aesealll•a,rkk ar 9tA/i IR•049 Aoorpis00, N• 17-D, `f•OI F) REORGANIZED SHEETS AND UPDATED TO FBC 2017. ADDED TABLE A & ALUM. SUBSTRATE. - JR - 04/10/17 LU N_ (� 3 nab 0 O N � aoo O (� N Ih O A O O �� Z g LL c �' W Z m � Ld W v d ° a LU Mao oN ~O w 4 � J JM0 Z N f� U. ppp ed a O Ix ® O 1�45 Z Z a W a Tp.—S O LL Q w F Q U J 1 a Z L] solo '�sa0 sakes :� ?fir • �EN� � * . No. 587M �'. ATE A. LYNN MILLER P.E. P.E.# 58706 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . TAR! C 1- DESIGN PRESSURES FOR REINFORCED D %4LL GLASS TYPES - X FRAME WIDTH XX FRAME WIDTH FR IT 2 00 • - S' - 79 314" 1 7° - 83 3/4" • •91 3/4" g° . 4^ 30 371/2" g° 71 3/4 +76.01 -75.0 +75.0 -76.0 +76. -76.0 ?5.0I -7 . 75.0 76.0 ABLE 2 • - DESIGN P SURES FOR REIN FORC SID GLASS FRAME WIDTH FRAME HEI TTYPES 4-793/4' 7°-833/4" 87314• •91•J/4273/4" WO +75.0 -75.0 +75.0 -75.0 +75.0 -76.0 +75.0 -A 361/6" +75.0 -75.0 +76.0 -75.0 +71.4 -71.4 +67.6 -... 36 3W +76.0 -75.0 +74.9 -74.9 +70.4 -70.4 66.8 -66.8 +83.1 -63.1 OR E 38 3/4" +75.0 -75. +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 FOR MAX. SIZES OR D UNITS. SEE SHEETS 10-13. DOOR SIZES MUST BE VERIFIED FOR COMPLIANCE WITH EGRESS REQUIREMENTS PER CURRENT FLORIDA BUILDING CODE. APPLICABLE EGRESS REQUIREMENTS TO BE REVIEWED BY AUTHORITY HAVING JURISDICTION (AHJ). EXAMPLE 1, (USING TABLES 1 & 2): XO WITH GLASS TYPE B, REINFORCED, 33-1/2" WIDE X 79-3/4" HIGH SINGLE DOOR WITH 18" X 79-314" SIDE LITE (SEE NOTE 8) DOOR DESIGN PRESSURE = +75 / -75 PSF SIDE LITE DESIGN PRESSURE = +75 / -75 PSF OVERALL DESIGN PRESSURE = +75 / -75 PSF EXAMPLE 3, (USING TABLES 3 & 4): OXO WITH GLASS TYPE C, UNREINFORCED, 30" WIDE X 87-3/4" HIGH SINGLE DOOR WITH (2) 26" X 87-3(4" SIDE LITES (SEE NOTE 8) DOOR DESIGN PRESSURE = +43.6 / -43.6 PSF SIDE LITE DESIGN PRESSURE = +47.2 / -47.2 PSF OVERALL DESIGN PRESSURE = +43.6 / -43.6 PSF EXAMPLE 5, (USING TABLE 1): X WITH GLASS TYPE A, 32" WIDE X 90' HIGH SINGLE DOOR (SEE NOTE 8) DOOR DESIGN PRESSURE = +75 / -75 PSF TARS C 1 • DF�91GN PRESSURES FOR UNREINFORCED DOORS, ALL GLASS TYPES Y:FRAir., RDTO XX FRAME WIDTH FRAME HEIGHT 68 - 79 3/4" 1° - 83 314" 8734' 1 913/4" 1 g° _ 95 3/4" • 16 Ir . 4° 47 314" +68.8 -68.6 +66.4 -66.4 +62.4 1 -62.4 +49.8 -49.8 +47.4 47.4 27112" 51 314" +64.9 -64.9 +51.8 -;W.8 -61.8 +49.01 -49.0 +46.61 .46.5 +44.3 -44.3 29112" 55314' +51.71-51.7 48.8 +46.1 48.1 443.8 -43.8 +41.6 -41.6 ?6 t01 11Y" 61 69 3/4" +49.0 , -49.0 +46.2 -46.2 +43.6 43.6 41.41 -41.4 +38.3 39.3 ?a 3 1p" 54 83 314" +43.1 -43.1 +43.1 -43.1 +41.6 -41.6 439.3 -39.3 +37.3 -37.3 �2 87 3/4" +38,1 1 -38.1 +38.1 -38.1 +38.1 38.1 +37.6 -37.5 +36. 5 8 30 371/2 g° 71 3/4" +34.0: -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 •34.0 34.0 •34.0 TAR[ C A. DESIGN PRESSURES FOR UNREINFORCED SDE LITES GLASS TYPE FRAME WIDTH FRAME HEIGHT g4.79 314" 70 - 63 314" 87 314' 91 3/4" g° - 95 3/4- 10 3/4" +75.0 -75.0 +75.0 -75.0 +75,0 -75.0 +75.0 -75.0 +75.0 -75.0 ORE A B, D E 1234. +75.0 -76.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +7&0 -76.0 1V +72.4 -72.4 +68.5 -68.5 +65.0 -05.0 +61.9 -61.9 +59.0 -59.0 21 3(4' +64.5 -64.5 +61.0 -61.0 +57.8 57.8 +55.0 55.0 +62.4 -52.4 27 3/4" +62.9 -52om 9 +409 499 +47.2 47. *44.7 -44.7 +42.8 -42.6 381/8" +35.2 +35. 2 +35.2 352 +34.4 .34.4 36 314' +34.0 +34,0 34.0 +34.0 734.0 +34.0 -34.0 rvn - of&co yr %,vmoiimru vNI15, Stt Sf1tt IS ILi-13. EXAMPLE 2, (USING TABLES 1 & 2): OXXO WITH GLASS TYPE A, REINFORCED, 68" WIDE X 85" HIGH DOUBLE DOOR WITH (2) 36-1/2" X 85" SIDE LITES (SEE NOTE 8) DOOR DESIGN PRESSURE =+75 /-75 PSF SIDE LITE DESIGN PRESSURE = +70.4 / -70A PSF OVERALL DESIGN PRESSURE = +70.4 / -70.4 PSF EXAMPLE 4, (USING TABLES 3 & 4): OXXO WITH GLASS TYPE B, UNREINFORCED, 71-3/4" WIDE X 95-3/4" HIGH DOUBLE DOOR WITH (2) 36-3/4" X 95-3/4" SIDE LITES DOOR DESIGN PRESSURE = +34 / 34 PSF SIDE LITE DESIGN PRESSURE = +34 / -34 PSF OVERALL DESIGN PRESSURE = +34 / -34 PSF EXAMPLE 6, (USING TABLE 1): XX WITH GLASS TYPE A, 63-3/4" WIDE X 91-3/4" HIGH DOUBLE DOOR (SEE NOTE 8) DOOR DESIGN PRESSURE = +75 / -75 PSF NOTES FOR ALL CONFIGURATIONS: 1) FOR CONFIGURATIONS WHICH CONTAIN A SIDE LITE TO DOOR CONNECTION, (XO, OX, XXO, OXX, OXO, OXXO), THE LOWEST DESIGN PRESSURE SHALL PREVAIL. 2) FULL LENGTH REINFORCEMENT (ITEM 22 SHOWN IN SECTION E-E, SHEET 4), IS REQUIRED AT DOOR TO SIDE LITE CONNECTIONS, WHEN USING TABLES 1 & 2. 3) DOOR AND SIDE LITE COMBINATIONS FROM TABLES 3 AND 4 DO NOT REQUIRE REINFORCEMENT ITEM 22, 4) DESIGN PRESSURES UNDER 40 PSF ARE NOT APPLICABLE IN MIAMI-DADE COUNTY. 5) FOR DOOR -ONLY CONFIGURATIONS (X, XX), ONLY TABLE 1 IS APPLICABLE. REINFORCEMENT, PART#22, IS NOT REQUIRED. 6) FOR SINGLE, STAND-ALONE SIDE LITES (0), ONLY TABLE 2 IS APPLICABLE. REINFORCEMENT, PART #22, IS NOT REQUIRED 7) CONFIGURATIONS WHERE THE DOOR LOCKSTILE ABUTS A SIDELITE ARE NOT AVAILABLE WITH REINFORCEMENT. 8) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SIZE. (E.G. FOR 32" "X" DOOR WIDTH IN TABLE 3, USE 33-1/2") GLASS TYPES (ALL TABLES, THIS SHEET)' A. 3/8" LAMI (1/8" A, .090 PVB, 3t16" HS) B. 3/8" LAMI (1/8" HS, .090 PVB, 3/16" HS) C. 7/16" LAMI (3/16" A, .090 PVB, 3/16' HS) D. 7116" LAMI (3/16" HS, A90 PVB, 3/16" HS) E. 13/16" LAMI IG (3/16" TP, 1/4" AIRSPACE, 1/8" HS, .090 PVB, 3/16" HS) PRODUC f REVISM • ftmpy* wW the Flab. btdd 4Cede Aa PIIAW* No 6 6 O E*r-d-Dea 2-2_ 0) NO CHANGES THIS SHEET. - 0 .. JR - D4/10117 Z N c to 0 ^ea 0 } � o a/op O y OJo �'• ZlL m J Z W (.5W c uIF U N e W F- 'JM0 W 0 o ¢ > J oZ"at O N al IL O ppp w W N ® O Q 7ao45 U co N) fn Z LL Z � W jr a a/on o U. Z J ir v a 0) o d aR!1 rolep se!ias LY o... M�Z * No.58705 �IV- ..... L A LYNN MILLER P.E. P.E.# 58705 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . SECT. B-B ERTICAL . .. . . . .. . ... . . . . . . . . .. . . .. . . ... . . . . ... . . . . .. . SPACING, SAME AS y4^ JAMB ANCHOR SPACING (SEE SHEETS 7,8 AND 9) 67 MAX. SL FRAME WIDTH SEE NOTE 3, O THIS SHEET 22 k ` SL SECT. E-E HORIZ. (DOOR W/ SIDE LITE) REINFORCEMENT NOT REQUIRED FOR STAND-ALONE N' DOORS. REINFORCEMENT MAX. SL FRAME WIDTH NOT REQUIRED FOR STAND-ALONE 'O' r—� SIDE LITES. MAX. DLO SL SECT. F-F HORIZ. (SINGLE SIDE LITE) NOTES 1) CLEAR OPENING FOR X AND -IXX DOORS AS FOLLOWS! WIDTH: W DOORS = DOOR FRAME WIDTH - 5.646 'XX' DOOR = DOOR FRAME WIDTH / 2 - 4.079 HEIGHT: DOOR FRAME HEIGHT - 3.259^ 2) SIDE LITES OVERLAP 7C AND 'XX' DOORS BY 3A4^ WHEN ASSEMBLED TO MAKE AD','Ox','OXC''XXO','OXX AND'OX(O' CONFIGURATIONS. 3) FULL LENGTH REINFORCEMENT APPLICABLE TO DOOR AND SIDE LITE COMBINATIONS FROM TABLES 1 AND 2, SHEET 2. ITEM 221S NOT REQUIRED WITH COMBINATIONS FROM TABLES 3 AND 4, SHEET 2, OR WITH STAND-ALONE'O', 'X' 6'XX' CONFIGURATIONS FROM TABLES 1 AND Z. FRoom f REVIISM a a"ylog wNY he Flwi4 Aaoeepaee H•a1 o.0 3.13�S.1zz. G) NO CHANGES THIS SHEET. - JR - 04/10/17 z � i7o0 OJ M N Z LL (D Z Lu UWd • W U -1 2 pi—.0 .oN 0 AF C, W oZ� � 0 1n U. ppp It 0 O v 7ii45 W FfFn a Z LU J Z W. s LL Z Q J K U N c Q = Q eq!1 'J6BQ Siui$ LY I Af * : No. 58705 t A. LYNN MILLER, P.E. P.E.# 58706 . . . . . . . . . . ITEM DWG • POTS DESCRIPTION SILICONE a • • • • • • • • • STA2IJCTUf� • • • •POLYISOYUTYIEN 1!4" NOM. • • • WITH DESICCANT • • • • • 000 ExT. GLASS • KODISPACE 0 4SG TPS • •• ••• • • • • • • • • • • • • INT. GLASS •• • • • • • ••• •• HOT -MELT BUTYL STRUCTURAL 49 SILICONE FOAM 3l16"NOM. WITH DESICCANT SUPER ' GLASS e1 SPACER@ NXT71A INT. GLASS ALUMINUM REINFORCEMENT 5116" NOM. BUTYL & DESICCANT FOAM DURASEALO EXT. GLASS Bz SPACER INT. GLASS POLYISO- DESICCANT FILL AREA BUTYLENE 5/16• NOM. SEAL SILICONE SEAL ROLL -FORMED STAINLESS STEEL 83 XL EDGE'M EXT. GLASS O SPACER INT. GLASS REFERENCE TEST REPORTS: FTL-8717, 8968 & 8970 ACTIVE DOOR PANEL LOCK STILE o 10 ° ° Q 10 0 OP 21 36 62 ITEMS USED # 17-19, AND ARE 28, 29, 58-59, NOT PART 68, 69, 75-79, 84-91 & W101 ARE NOT OF THIS APPROVAL. 1 9498 8D411 FRAME HEAD 2 1010 BD300 WSTP.,OLON .180 X.379 HGH • 3 7070 87070K BULB WEA7HERSTPoP .187 X.300 HGM ! • • 1 9B5 TBSSX FLUSHBOLT fi7f8KEPUlE • • 000 B 838 793BX 2 PT LOCK SIPoKEPUIE • 8 968 7958A FRAME HEAD STfBKEPU7E BACKING TE 7 7832X12FP7� 71B•92 X.900 PH. FL. MS • S.S. W/91LICONE PATCH 8 889 70889 GASKET (BETWEEN T1f1ESHOU)B FRAME JAMB 8 988 7DBBB GASKET EIWEEN HEAD 8 FMME JAMB) 10 937A 8533018 FILLER HEA ADAPTER 11 11000 611000M OU7SWIN0 THRESHOLD 12 1810 8/1870 WSTP, .380 Po)FGMfILL TSLOT MSBLBiW9201 • 19 1100M 811004M OUTSWING THRESHOLD CHANNEL OOVER • • • U 1100fA 411001A ACETAL SPACER.O89 THRESHOLD, L • • 15 11002A 411002A ACETAL SPACER .OBS THRESHOLD. L 18 11003A 411009A ACETAL SPACER .140 11ifiE8HOLD, OPTIONAL 20 815D 80380 FRAME JAMB O WWO 21 W10 00900 WS1P.,O4.ON .180 X.378 HGH 22 8808 88808M REINFORCEMENT, 1.000 %2790X0.8B0, 8061-TS 23 1140 7BX112PSAT3 9B X 1.900 PH SO A T15 M 1048 71048 JAMB SCREW COVER GP ZS 990 11721N STRIKE PLATE INSERT 2B 1118 710XSIPFA !10 x.750 PH. FL. SMS 27 7070 87070K BULB THER97RIP .187 X.9W HGH 90 810D 8910 DOOR PANEL, TOP 8 BOTTOM RAIL 31 811E 1 DOOR PANEL, 810E MIL 92 917 7FRM0 HINGE EXTRUSION 93 1178 71058FP W,8 810 X.82S PH FL. SMS 94 919A BW78M TRUSS CLAMP 99 1190 BTROG 5118-18 THREADED ROD 98 9B0 7BBONllTA 518.18 FLANGED HEX N 37 91M 79M WEATHERSTRIP CHANNEL 7 T p8 X.7B PM. FL lEK 3B 9B7 70997 GASKET BETWEEN PANEL HEAD/SILL 8 PANEL STLEB 40 1023 87924E WS1P., .187 X .2.•O HIGH FMI6EAL 41 828 41720 SLIDE BOLTASSY. NACTIVE PANEL ONLY 42 1149 78X72FPAW ae X.500 PH FL 3M9 TYPE BOB N 1212 7P90GG 91LLDUSTPLUO (INACTIVE PNL 44 B9B3 DOOR PANEL ASTMGALI OUTSWBiG 4S 0648 BBBO DOOR PANEL ASTRAOAL2 OUISWING 48 1213 8l]?DOK WSTP.,D•LON .190 X.200 MGM 47 929 74LALOK LOCK SUPPORTASSY. 41707841708 48 1139 7894E 41A %.780 PH FL SMB 40 982 FD2PTAY 2 PT TACK ASSY. BO RiBOFS RUBBER 9L E 81 990 417N S7PoKE PL 81SE CT1VE PANEL 92 991 7FR8PX DEADBOLT STRIKE PUTS 53 1118 710704PFA !10 X.790 PH FL SA13 54 8tr7 70957X HANDLE STRIKE PLATE 99 1118 710X3{PFA •10 X.750 PH FL 3M3 80 8200 89200 SIOELf1E HEADER 81 8210 8921 SIOEUTE ILL 8188 80381 SIDELfTE JAM 83 159 781PQA 88 X 1.000 QUAD PM SMS 8< BBB 7888 HEAD GASKETS STOCKING R70898 88 � 7999 SILL GASKETS (STOCKING M008g BB 9]4A 81841M SIDELRE JAMB ADAPTER 87 812 X 1.000 SHEET METAL SCREW 70 7128691( semlNG BLOCK. 332" x v4• x 1• wl SA 71 712B7K SETTING BLOCK 1/18' X tYY X 1' W/PSA 72 222A 84322 BEAD, 7/18" 73 9B8 8888 BEAD, 3r8• 7a 9ae K3 BEAD 92 BBB 84988 DEAD, INTERIOR 93 17J4 8TP247 BULB, THCK (USED M EXTRUDED BEAD 9< OULNO SILKbNE, OD 889 OR 9B3 � UBS, 3fB• UMI.1/8" h .80 PVB, 9118' H6 88 OUSS, 91B" U • 1/8" HS, ,80 PVB, 3r18" HS 37 GLASS, 7118" UMI.9110" A, .BO PVB, 3118" HS M GU3S 7118' UMI - 9118" NS, .90 PVB, 3l18" HS 102 1100BA 11108A ACETAL SPACER .2DB THRESHOLD, OPTK)NAL 109 OFF -THE SHELF DEAD BOLT LOCK, MIN T THROW OR 3 STEEL 104 OFF -THE SHELF HAPDLE/UTCH ASSEMBLY, MIN 7l18' THROW, GR 3 STEEL Peru plulptlon MrabrlN BO Kortmerleq 4SG TPS Spacer System SBB NL9 SheA 81 Ou•lex Sups Spacer NCf wllh HM Me0 Butyl 82 OuaneX Ouraseal Spacer for MMedals 83 CeId0a1 � E S C8a pier IRO WC f RE,V(SM GEN O •111f1 if1F.Pbrir� A.�Ns 1 -b •UI aer; r.ee F) NO CHANGES THIS SHEET. - JR n-04f10M7 w Y ai � D.' �p S �7 � Z ZLL Z u"0 °N Q fn e0 � J LL O p p! � 0 � � IA 7ca4S ® w m z a � O LL w U � j Q O �5 •a '°wa s `LLIIUIIL//' No. 58705 • � ��O• � S rTE F� •••�� LS' �• /' TONAL '///llll ll\1\\ A LYNN MILLER, P.E. P.EJY 58706 . . ... . . . ... .... . ...... . �1,750- .062 4.000 DOOR PANEL 3Q TOP & BOTTOM RAIL 6063-T5 3.655 3.111 550 1.400 .050 FILLER HEAD ADAPTER 1 Q 6063-T6 3.000 +{ 1.2io72 79 A .050 OFRAME HEAD 6063-T6 DOOR PANEL 31 SIDE RAIL 6063-T5 .050 .078 1.489 489 3.000 Y • •• •• • • 4�00• '062 • • •• •• 4 ODOOR PANEL INTERIOR ASTRAGAL 6063-T5 1.750 .062 4.100 4.075 DOOR PANEL 45 EXTERIOR ASTRAGAL 6063-T5 1 500 ,806 �-.363 .750 .683 .050 050 es3 J T- FifF- TRUSS CLAMP 3/16" GLAZING BEAD 5/8" GLAZING BEAD 34 6063-T5 74 6063-T5 % 6063-T5 -3.100+� 1.479 1 5.469 .075 5.212 6.085 075 1 4.586 J_ .750 I 3.100 OUTSWING THRESHOLD SL HEADER SL SILL 11 6063-T6 60 6063•T6 61 6063-T6 1.4801 3.000 .050 20 DOORFRAME JAMB 6063-T6 1.578 800 050 3.000 IL 11 62 SLJAMB 6063-T6 .050 1.820 .250--1, 37 WEATHER STRIP CHANNEL 6063-T5 32 HINGE 6063-T5 �--,172 050 .683 QIG GLAZING BEAD 74 6063-T5 .504 -►j � .830 1_ rl -376-0 .055 } OUTSWING THRESHOLD 13 CHANNEL COVER 6063-T6 2.980 050 I-. 2.750 -+{ 1.000 SL JAMB 66 ADAPTER 6063-T6 850� 125 22 TUBE MULL 6063-T5 rVooucra vam �[ JL• e'11i �e RrYY Aoeep.ealW D p Exphvdw to Z F) NO CHANGES THIS SHEET. - JR -04110117 z > cp naa a O C9 fsV� b Q o M O Z O ZLL(0 UW d .� V SY W J B uxw0 roN JM0 OW � Z � � O e5 LL O 9p d' O t0 ® 0 1aa4S Fy ~ Z 1n LLZO N J w U j F- o Q afl!1 °5aQ SauaS S11n n u�7j� LYNNM * : No.58705 9 �'. ENG``• A. LYNN MILLER P.E. P.E.# 58705 X DOORS, ALL GLASS TYPES ANCHOR TYPE & SUBSTRATE 2, 3, WOOD 3ALUM 1 2 CONC LOAD ZONES x L, x x �J , x F � WIDTH FRAME HEIGHT 25.50 79.75 83.75 87.75 91.75 95.75 5 2 4 2 5 2 4 2 5 2 4 2 5 2 4 2 6 2 4 2 27.50 79.75 83.75 87.75 91.75 95.75 5 2 4 2 5 2 4 2 5 2 4 2 6 2 4 2 6 2 4 2 29.50 79.75 83.75 87.75 91.75 95.75 5 2 4 2 5 2 4 2 6 2 4 2 8 2 4 2 8 2 4 2 31.50 79.75 83.75 87.75 91.75 95.75 5 2 4 2 6 2 4 2 8 2 4 2 6 2 4 2 7 2 4 2 33.50 79.75 83.75 87.75 91.75 95.75 6 3 4 3 6 3 4 3 6 3 4 3 7 3 4 3 7 3 4 3 35.50 79.75 83.75 87.75 91.75 95.75 6 3 4 3 6 3 4 3 6 3 4 3 7 3 4 3 7 3 4 3 37.50 79.75 83.75 87.75 91.75 95.75 6 3 4 3 6 7 7 7 34443 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . ....... .... . • . •• . . .• • . . . • • . . . . . . • • ••• • ••• • •• • • • •• •+�•,.• •• • • • • • • • MAX fJ.C. • • • �� -ill • • • • 13-1/4" MAX. j 23-1/r MAX. O.C. MAX. / FRAME 84-318" HEIGHT MAX OLD 40" \ (TyP•) 24-BN6\ MAX. DLO \ 3 37.1/2" MAX. DOOR FRAME WIDTH TYP. DIMENSIONS OF SINGLE DOOR, X HEAD ZONE'V w C N LOAD ZONES FOR SINGLE DOOR, X NOTES: 1) SEE SHEET 1 FOR GLASS AND ANCHOR TYPE DESCRIPTIONS. 2) DOORS MAY BE LEFT OR RIGHT-HANDED, 3) ANCHOR QUANTITIES ARE BASED ON SPACING AS FOLLOWS (4" MIN. O.C. FOR CONCRETE, 4" MIN. O.C. FOR CMU): JAMBS (ALL): 13-1/4" MAX. FROM CORNERS AND 23-1/8" MAX. O.C. HEAD & SILL OF DOORS: 6" MAX. FROM CORNERS, Ir MAX. FROM ASTRAGAL CENTERS AND 20-7/8" MAX. O.C. 4) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SIZE. 5) FOR ANCHORAGE INSTALLATION DETAILS SEE SHEET 14. Design Pressure See Sheet 2, Tohle 1 F*OBOc r REYtm a,-**bft r,M11ie FMrille �Ac-cWM/wYmvi D1%ae17(-5e5555� 1 Zv t cl� Ceor�i" Ala. F) NEW SHEET COMBINING SIZE ELEVATIONS, ZONE ELEVATIONS ' AND ANCHOR TABLES. - JR - 0 l0/17 > N N $ R 3 C7 "°a 0 i2 g O � u7 o J p� Z f0 LU UU J aN oZ W W W °5 IL O It rl e R 8 Taw y g o U w wan J O IL J Q U 7 LU J � L065 °at ax s ,""1' LYW N.......a,y', L 'llll Nll 11 lltt A LYNN MILLER, P.E. P.E# 58705 TABLE B- M DOORS, ALL GLASS TYPES ANCHOR TYPE & SUBSTRATE 2, 3, WOOD 3 ALUM 1,2, CO NC LOAD ZONES b 6 K MAX DOOR FRAME WIDTH MAX FRAME HEIGHT 47.75 79.75 83.75 87.75 91.75 95.75 4 3 4 2 5 4 4 2 4 4 2 F55 4 4 2 4 4 2 51.75 79.75 83.75 B7.75 91.75 95.75 5 4 4 2 5 4 4 2 5 4 4 2 5 4 4 2 6 4 4 3 55.75 79.75 83.75 87.75 91.75 95.75 5 4 4 2 5 4 4 2 5 4 4 2 6 4 4 3 6 4 4 3 59.75 79.75 83.75 87.75 91.75 95.75 5 5 4 2 5 5 4 2 6 5 4 3 6 5 4 3 6 5 4 3 63.75 79.75 83.75 87.75 91.75 95.75 5 5 4 2 6 5 4 3 6 5 4 3 8 5 4 3 4 3 57.75 79.75 87.75 83.75W76 91.75 95.75 6 5 4 3 3 3 3 3 71.75 79.75 83.75 87.75 91.75 95.75 6 5 4 3 6 5 4 3 6 5 4 3 7 6 4 3 7 6 4 3 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . 20-7Ar MAX. O.C. • •*6. . • • WAX• • • • • • • • • • • • 13-1/4' MAX. • • / \ so so ••• • •� •• / \ • • • •Y• / • • • • • • • • \ 23.116" • • • • / • • • • • • \ MAX. O.C. 843/8" • M�AJC. DLO / 95AX. / MAX. \ / FRAME HEIGHT 249/18: / MAx. oLo\ / �- 71,V4" MAX. DOOR FRAME WIDTH --� TYP. ELEVATION OF XX CONFIGURATION y HEAD I ZONED' A� HEAD-� ZONED* / \ / \ 13.05' a / \ O.C. z N 913l4' N \ / 13-1/4' - 20-7I8" 9• SILL z,. SILL ONE "D" ZONE' 83.314' LOAD ZONES FOR XX CONFIGURATION & ANCHORAGE LAYOUT USED IN EXAMPLE 3 Design Pressure See Sheet 2, Table 1 NOTES: 1) SEE SHEET 1 FOR GLASS AND ANCHOR TYPE DESCRIPTIONS. 2) DOORS MAY BE LEFT OR RIGHT-HANDED, 3) ANCHOR QUANTITIES ARE BASED ON SPACING AS FOLLOWS (4- MIN. O.C. FOR CONCRETE, 4" MIN. O.C. FOR CMU): JAMBS (ALL): 13-1/4' MAX. FROM CORNERS AND 23-1/6" MAX. O.C. HEAD & SILL OF DOORS: 6' MAX. FROM CORNERS, 9" MAX. FROM ASTRAGAL CENTERS AND 20-716' MAX. O.C. 4) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SIZE. 5) FOR ANCHORAGE DETAILS SEE SHEET 14. EXAMPLE: XX WITH GLASS TYPE A, 63.3/4' WIDE X 91J14' HIGH DOUBLE DOOR, ANCHOR TYPE 31NTO WOOD DESIGN PRESSURE --751-76 PSF, SEE EXAMPLE 6, SHEET 2 FOR OP EXAMPLE DOOR ANCHOR REQUIREMENTS FROM TABLE 6: 6 ANCHORS 0 EACH JAMB 5 ANCHORS EACH DOOR PANEL 0 HEAD 5 ANCHORS EACH DOOR PANEL 0 SILL OSEE CIRCLED VALUES ON TABLE 6. X = DENOTES ANCHOR LOCATION. rRoomfRCYBlD is eenpb* w" We nod& Alftlft ..No 1 %-0WF-O •B�Y.114+�W OMe2. mkilwaiv t .NIe1 ` F) NEW SHEET COMBINING SIZE q ELEVATIONS, ZONE ELEVATIONS AND ANCHOR TABLES. - JR - 04110/17 LU � N Q Y 3 C7 •yea � c O "-0 Q 0 OJC Kph 8 O tL o Z w g` oZ p oS LL O co loo4S S F U 2 ¢ W J aloe C LL F Q d a111 'prep re!�eg `1tNuIIIIIrI LYNN 'C�.•' �10EN� ' i4�� �i * : No.58705 "7,;r10NAL E�C?`�� A, LYNN MILLER, P.E. P.E.# 58705 O SIDE LITE, ALL GLASS TYPES ANCHOR TYPE 3 SUBSTRATE 2, 3, WOOD 3 ALUM 1 2 CONC LOAD ZONES m 0 w 8 0 m 0 w w _ 0 MAX SIDE UTE FRAME WIDTH MAX FRAME HEIGHT 10.75 79.75 83.75 87.75 91.75 96.75 4 1 4 1 4 1 4 1 4 1 4 1 4 1 4 1 4 11 4 1 12.75 79.75 83.75 87.75 91.75 95.75 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 19.00 79.75 83.75 87.75 91.75 95.75 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 21.75 79.75 83.75 87.75 91.75 95.75 4 2 4 2 4 2 4 2 4 2 4 2 5 2 4 2 5 2 4 2 27.76 79.75 $3.75 87.75 91.75 95.75 5 2 4 2 5 2 4 2 5 2 4 2 6 2 4 2 F 6 2 4 2 36.13 79.75 83.75 87.75 91.75 95.75 6 1 3 4 3 6 3 4 3 7 3 4 3 7 3 4 3 7 3 4 3 38.75 79.75 83.75 87.75 91.75 95.75 6 3 4 3 6 3 4 3 7 3 4 3 7 3 4 3 7 3 4 3 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . • . .• . . .• . . . . . • . . • . . . • . ••. • . . • • . • • ••• • ••• • •• • • • •• ••• •• • • • • • • • • • 17-7/8" • ••• • • • • ••[-- ,O.C. • • e • • r •• • • • MAY • fie•• • 23-W MAX. O.C. Mar 13-1r4" MAX. 84-30 w MAX. DLO 33.518" MAX. DLO FW HER LI 36.3/4" MAX. IDE LITE FRAME WIDT TYP. ELEVATION OF SINGLE SIDELITE, O 14" C dE HT HEAD ZONE "E" -� m w = z s f� SILL ` ZONE "E" �I LOAD ZONES FOR SINGLE SIDELITE, O NOTES: 1) SEE SHEET 1 FOR GLASS AND ANCHOR TYPE DESCRIPTIONS. 2) ANCHOR QUANTITIES ARE BASED ON SPACING AS FOLLOWS (4" MIN. O.C. FOR CONCRETE, 4" MIN. O.C. FOR CMU): JAMBS (ALL): 13-114" MAX. FROM CORNERS AND 23-1 B" MAX. D.C. HEAD 8 SILL OF SIDE LITES: 8" MAX. FROM CORNERS AND 24-&4" MAX. O.C. 3) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SIZE. 4) FOR ANCHORAGE INSTALLATION DETAILS SEE SHEET 15. Design Pressure See Sheet 2, Table 2 PRODUCf REV! as aemow%w%b as lAeYo slpkW A `.e `as 4 ro Q 1 1 g' F) NEW SHEET COMBINING SIZE -O„ ELEVATIONS, ZONE ELEVATIONS AND ANCHOR TABLES. - JR - W 10117 > 0 co '^'a OM Oro L' Z Z LL S w z d r.� LU O LU J JM0 n> W LL °0 O ppp IY w 0 1aa45 ® o f2 z z aLu area O LL J It 0 0 7 a O d apl �xa0 sapag ��11111 u1rrr I V LYNN * N0.58705 !IFS �'•F�OR10►".•'-G\� /S�ONAL fcN.�`• 7rr11111111` A. LYNN MILLER, P.E. P.E.0 58705 . . ••• • . . ••• .. .. . . . .. .. . . . . . . . . . . . XO & ox • ALL GLASS TYPES • IsANCHOR • STYPAE & 2, 3, WOOD 3SUBAtLM 1,2�Of • • LOAD ZONES 7 O w _J N x O h =1 THT d d = X ¢ m X m O �u Ry a cull x O b Th K • a X MAX SIDE LLTE FRAME WIDTH MAX'X DOOR' FRAME WIDTH FRAME HEIGHT 10.75 25.50 79.75 83.75 87.75 91.75 95.75 4 2 3 5 4 2 1 2 4 4 2 4 5 4 2 2 4 4 2 4 5 4 2 2 4 4 2 4 5 4 2 2 4 4 2 4 6 4 2 2 4 12.75 27.50 79.75 $3.75 87.75 91.75 95.75 4 2 4 5 4 2 2 4 4 2 4 5 4 2 2 4 4 2 4 5 4 2 2 4 4 2 4 8 4 2 2 4 4 2 4 6 4 2 3 4 19.00 29.50 79.75 63.75 87.75 91.75 95.75 4 3 4 5 4 2 2 4 4 3 4 5 4 2 2 4 4 3 4 6 4 2 2 4 4 3 4 6 4 2 3 4 4 3 4 6 4 2 3 4 21.75 31.50 79.75 83.75 $7.75 91.75 95.75 4 3 5 4 2 2 4 4 3 5 _5 1 6 4 2 2 4 4 3 5 6 4 2 3 4 5 3 5 6 4 2 3 4 5 3 5 7 4 2 3 4 27.75 33.50 79.75 83.75 87.75 91.75 95.75 5 3 5 6 4 2 2 4 5 3 5 6 4 2 3 4 5 3 5 6 4 2 3 4 6 3 5 7 4 3 3 4 6 3 6 7 4 3 3 4 36.13 35.50 79.75 83.75 87.75 91.75 95.75 6 4 5 6 4 3 3 4 6 4 5 6 4 3 3 4 7 5 5 6 4 3 3 4 7 5 6 7 3 4 7 5 8 7 4 3 3 4 36.75 37.50 79.75 83.75 87.75 95.75 6 4 5 6 4 3 3 4 6 4 3 3 4 75 391.75 7 5 g64 3 7 5 3 1 3 1 4 IUVtA'1UR IfUNIYIIIICJ Vn inc-nnu-cuic wec DETERMINED INDEPENDENTLY. 9' MAX. Zane MAx. D.C.(r MAX Is aMAx • • • 3 • IN It • • • *23.1IAD • • • • • • • • • • • • • • • •�i -Is J_ _ 13.1/4" MAX. 37-M* MAX. DOOR _ FRAME WIDTH 95-3(4' MAX. FRAME HEIGHT 38-3/4" MAX. SIDE LITE FRAME WIDTH TYP. ELEVATION OF XO CONFIGURATION HEAD ZONED" ,v^ J m' HEAD ZONE "E- --{ 9' MAX -►{ 6- MAX. w \ w o � N N m [__�20-7- -+-{ I I 8"� 6" MAX. MAX24J/4'LL ZONE "0" SILL ZONE M" - LOAD ZONES FOR XO CONFIGURATION & ANCHORAGE LAYOUT USED IN EXAMPLE (OX SIMILAR) Design Pressure Reinforced: Sse Shoot 2 Tables 1 a 2 UnrelMorced: Sell Shoot 2, Tables 3 a 4 NOTES: 1) SEE SHEET 1 FOR GLASS AND ANCHOR TYPE DESCRIPTIONS. 2) DOORS MAY BE LEFT OR RIGHT-HANDED. 3) ANCHOR QUANTITIES ARE BASED ON SPACING AS FOLLOWS (4" MIN. O.C. FOR CONCRETE, 4• MIN. O.C. FOR CMU): JAMBS (ALL): 13.114" MAX. FROM CORNERS AND 23-110" MAX O.C. HEAD a SILL OF DOORS: 6" MAX. FROM CORNERS, 9" MAX FROM ASTRAGAL. CENTERS AND 20.7/8' MAX. O.C. HEAD a SILL OF SIDE LITES: 6• MAX. FROM CORNERS AND 24.3W MAX. O.C. 4) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SIZE. 5) FOR ANCHORAGE INSTALLATION DETAILS SEE SHEETS 14 a 15, 6) CONFIGURATIONS WHERE THE DOOR LOCKSTILE ABUTS A SIDE LITE ARE NOT AVAILABLE WITH REINFORCEMENT. 7) SIDE LITE OVERLAPS DOOR BY 3/4. ONCE ASSEMBLED. R6!CK'V,ff &D7 Asec�titrrs 17-0SD4•'N x II414• Rath f L7-, WYr4da� EXAMPLE: XO WITH GLASS TYPE B, 36" X 84" SINGLE DOOR WITH 36" X 84" WIDE SIDE LITE, ANCHOR TYPE 31NTO CONC. DOOR DESIGN PRESSURE • +75 /-75 PSF DOOR ANCHOR REQUIREMENTS FROM TABLE 8: 4 ANCHORS @ DOOR JAMB 3 ANCHORS 0 DOOR PANEL G HEAD 3 ANCHORS 0 DOOR PANEL 6 SILL 4 ANCHORS 0 SIDE LITE JAMB 3 ANCHORS 6 SIDE LITE 0 HEAD 3 ANCHORS 0 SIDE LITE 4 SILL OSEE CIRCLED VALUES ON TABLE 8. X = DENOTES ANCHOR LOCATION. F) NEW SHEET COMBINI"JR ELEVATIONS, ZONE ELE L AND ANCHOR TABLES. -04/10/17 >vt Y o g N Opv J cn • O o J LL W p J p LU O J W Z °d LL O O o ® 0 of U Q 2 L mr O LLI LL O X U . :0 O _j O a O X a mu "x°Q c°u°S - �QNY LYNly'.,. No.58705 ''1.L[� (OfVAL 1E `"`. A. LYNN MILLER, P.E. P.E.# 58705 OXO, ALL GLASS TYPES ANCHOR TYPE & SUBSTRATE 2.3, WOOD 1 3 ALUM 1,2, CONC LOADZONES O O y X m O O b x MAX SSE LITE FRAME WIDTH MAX'X DOOR FRAME WIDTH MAX FRAME HEIGHT 10.75 25.50 79.75 83.75 87.75 91.75 95.75 4 1 2 7 4 1 2 3 4 2 7 4 2 3 4 2 7 4 2 3 4 2 7 4 2 3 4 2 7 4 2 3 12.75 27.50 79.75 83.75 87.75 91.75 95.75 4 2 7 4 2 3 4 2 7 4 2 3 4 2 7 4 1 2 3 4 2 7 4 2 5 4 2 7 4 2 5 19.00 29.50 79.75 83.75 87.75 91.75 95.75 4 3 8 4 2 3 4 3 8 4 2 3 4 3 8 4 2 5 4 3 8 4 2 5 4 3 6 4 2 5 21.75 31.50 79.75 83.75 $7.75 91.75 95.75 4 3 8 4 2 3 4 3 8 4 2 5 4 3 8 4 2 5 5 3 8 4 2 5 5 3 10 4 2 5 27.75 33.50 79.75 63.75 87.75 91.75 95.75 5 3 6 4 2 3 5 3 8 4 2 5 5 3 1 8 4 2 5 6 3 110 4 1 3 5 6 3 110 4 1 3 5 36.13 35.50 79.75 83.75 67.75 91.75 95.75 6 4 8 4 3 5 6 4 8 4 3 5 7 5 8 4 3 5 7 1 S 1101 4 3 5 77 5 10 4 3 5 36.75 37.50 79.75 83.75 $7.75 9115 95.75 6 4 1 6 1 4 3 5 6 4 3 5 7 4 3 5 7 A46 4 3 5 7 4 3 5 nrvcnurt uunn n nca ram 7 nc uwra nrvu aiuc u i c � v oc DETERMINED INDEPENDENTLY. . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ••• • • • • %j�� 6' MAX.. 1 • • • • • • • 61 MAX. 24-3/4' MAX. O.C. � • • MAX• i • • • • • ••• m z N 13-114" MAX. / 9iL MA FRA /MAXD AK. DLO HEI( / \ 4 33-518" 24-9/18\ MAX. DLO MAX. DLO \ 30-314" MAX. SIDE 3 LITE FRAME WIDTH 37-1/2' MAX. DOOR FRAME WIDTH 109-112' MAX. DOOR + SIDE LITE FRAME WIDTH TYP. ELEVATION OF OXO CONFIGURATION (NOT AVAILABLE WITH AVAILABLE WITH REINFORCEMENT) ZONE'E"---ZONE"F"�20NE'E-� / m / / z N \ f �e.5uc c,T„ulcL JI o--� SILL �nuc"r ZONES FOR OXO CONFIGURATION 4" C. dE HT Design Pressure Reinforced: I WA Unreinbrced: I See Street 2, TeWka 3 & 4 NOTES: 1) SEE SHEET 1 FOR GLASS AND ANCHOR TYPE DESCRIPTIONS. 2) DOORS MAY BE LEFT OR RIGHT-HANDED. 3) ANCHOR QUANTITIES ARE BASED ON SPACING AS FOLLOWS (4- MIN. O.C. FOR CONCRETE, 4" MIN. O.C. FOR CMU): JAMBS (ALL): 13-1/4' MAX. FROM CORNERS AND 23-1/8" MAX. O.C. HEAD & SILL OF DOORS: 6' MAX. FROM CORNERS, 9' MAX. FROM ASTRAGAL CENTERS AND 2D-7B' MAX. O.C. HEAD & SILL OF SIDE LRES: 8' MAX. FROM CORNERS AND 24-3W MAX. O.C. 4) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SIZE. 5) FOR ANCHORAGE INSTALLATION DETAILS SEE SHEETS 14 & 15. 6) CONFIGURATIONS WHERE THE DOOR LOCKSTILE ABUTS SIDE LITE ARE NOT AVAILABLE WITH REINFORCEMENT. 7) SIDE LITE OVERLAPS DOOR BY 3/4" ONCE ASSEMBLED. pillowrarvmm 9 Mtlr be ✓ 'L Mawr pMl, rci CaMA ` F) NEW SHEET COMBINING SIZE I n ELEVATIONS, ZONE ELEVATIONS ' AND ANCHOR TABLES. -JR- 04/10117 LU > N C Y (9 nay O } n atop tO = LLI a O U_ a ® ui s LU LD LU LU ­0 W LD J oZo� � 0 In N 06 LL O 7aa4S O co- ® O ar? a tZiJ O LL. J w 0 o a O X d O apl� �sap sauag �.�`1111YILYN �IGENyF'.4;p * No.58705 rl '.S 0G�� A. LYNN MILLER, RE P.E.# 58705 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... TABLE 10: XXO & OXX, ALL GLASS TYPE% • • ANCHOR TYPE & SUBSTRATE 2' 3' WOOD 3 ALUM 01,2•CONC • • • LOAD ZONES O w J ?amc u� x O a m ' J J_Jn w• _ J B _ m O J m O • m JJ J _ J• _J• _• MAX SIDE LfiE FRAME WIDTH MAX W DOOR FRAME WIDTH FRAME HT 10.75 47.75 79.75 83.75 87.75 91.75 96.75 4 2 4 3 6 4 2 4 2 3 4 2 5 4 7 4 2 4 2 3 4 2 5 4 7 4 2 4 2 3 4 2 5 4 7 4 2 4 2 3 4 2 5 4 7 4 2 4 2 3 12,75 51.75 79.75 83.75 87.75 91.75 95.75 4 2 5 4 7 4 2 4 2 3 4 2 5 4 7 4 2 4 2 3 4 2 5 4 7 4 2 4 2 3 4 2 5 4 7 4 2 4 2 3 4 2 6 4 7 4 2 4 3 5 19.00 55.75 79.75 83.75 87.75 91.75 95.75 4 3 5 4 7 4 2 4 2 3 4 3 5 4 7 4 2 4 2 3 4 3 5 4 7 4 2 4 2 3 4 3 6 4 7 4 2 4 3 5 1 4 3 6 4 8 4 2 4 1 3 5 21.75 59,75 79.75 83.75 87.75 91.75 95.75 4 3 5 5 8 4 2 4 2 3 4 3 5 5 8 4 2 4 2 3 4 3 6 5 8 4 2 4 3 5 5 3 6 5 8 4 2 4 3 5 5 3 6 5 8 4 2 4 3 5 27.75 63.75 79.75 83.75 87.75 91.75 95.75 5 3 5 5 8 4 2 4 2 3 5 3 6 5 1 8 4 2 4 3 5 5 3 6 5 8 4 1 2 1 4 3 5 6 3 6 5 8 4 3 4 3 5 6 3 7 6 10 4 3 4 3 5 36.13 67.75 79.75 83.75 87.75 91.75 95.75 6 4 6 5 8 4 3 4 3 5 6 4 6 5 8 4 3 4 3 5 7 5 8 5 8 4 3 4 3 5 7 5 7 6 110 4 3 4 3 5 7 5 7 6 1 101 4 3 4 3 5 36.75 71.75 79.75 83.75 87.75 91.75 95.75 6 4 6 5 8 1 4 3 4 3 5 6 4 6 5 9 4 3 4 3 5 7 5 8 5 9 4 3 4 3 5 7 5 7 6 10 4 3 4 3 5 7 5 7 6 10 4 3 4 3 5 DETERMINED INDEPENDENTLY.VvvR .�.V sVc ���� �v x • : 20d%8-WAX. O.Q • •8' NtAX � • • • • • • • • • 23-1V • • • MNC. O.C. s • • ••4 Z N . % MAX. • • 9" MAX. 243/4' MAX O.C. • • • • A -A 6' MAX. •• / \ LA • / • \ SEE TABLES 1.4, 23-1R' MAX. DLO SHEET 2 FOR • REINFORCEMENT / \ REQUIREMENTS. 9S3r MA) \ / / FRAO HEIG 84:3/8' MAX. 40 / / / 4 _ 24-9/16\ / 3.- MAX. MAX. DLO\ / MAX. DLO A 71-/4" MAX. DOOR FRAME WIDTH 36-3/4" MAX. SIDE LITE FRAI 107"3/4" MAX. DOOR + SIDE LITE FRAME WIDTH TYP. ELEVATION OF XXO CONFIGURATION (OXX SIMILARI ZONED" -ZONE 'F ZONE'E' I / \ / \ w �Icl I SIcL SILL LOAD ZONES FOR XXO CONFIGURATION (OXX SIMILAR) NOTES Design Pressure Reinforced; Sea Sheet 2, Tables 1 & 2 Un*nf=od: See Sheet 2, Tables 3 & 4 L" IE iT 1E WIDTH 1) SEE SHEET 1 FOR GLASS AND ANCHOR TYPE DESCRIPTIONS. 2) DOORS MAY BE LEFT OR RIGHT-HANDED. 3) ANCHOR QUANTITIES ARE BASED ON SPACING AS FOLLOWS (4' MIN. O.C. FOR CONCRETE, 4' MIN. O.C. FOR CMU): JAMBS (ALL: 13-1W MAX. FROM CORNERS AND 23.1/8" MAX. O.C. HEAD & SILL OF DOORS: 6" MAX FROM CORNERS, 9" MAX. FROM ASTRAGAL CENTERS AND 20-7/8" MAX O.C. HEAD & SILL OF SIDE LITES: 6" MAX. FROM CORNERS AND 24.3/4' MAX. O.C. 4) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SIZE. 5) FOR ANCHORAGE INSTALLATION DETAILS SEE SHEETS 14 & 15. 6) CONFIGURATIONS WHERE THE DOOR LOCKSTILE ABUTS A SIDE LITE ARE NOT AVAILABLE WITH REINFORCEMENT. 7) SIDE LITE OVERLAPS DOOR BY 3/4" ONCE ASSEMBLED. F'809UC f avmw b4 Md, eM �ledlia 6�pl�ale• Da1e0.6 1 4 a 51 q. O i HEET COMBINING SIZE F) NEW SS, •O ELEVATIONZONE ELEVATIONS .r AND ANCHOR TABLES. • JR - 04/10/17 N 0 � O q Eli - LL i $ ZJ� R WU I.- LLJ uxaQ ama O W J Lo o>� $ Z u p N LL O N ® Q JaaVS Q V) jL) Z X w S ° LL O w Q O -nu '�saQ sa!ieS lttttn In/J/� �-�N .......... ��! No. 58705 �iCCis '•F�ORIDP.•''G\�� 70NAL EN��`• J rlllllit\\ A. LYNN MILLER P.E. P.E.# 58705 BLE OXXO, ALL GLASS TYPES ANCHOR TYPE & SUBSTRATE 2' 3, WOOD 3 ALUM 1.2. CONIC LOAD ZONES SA s - O w m < O m x X m 2 O w m 3 o r< m x 7( MAX SIDE LITE FRAME WIDTH MAX'& DOOR FRAME WIDTH MAX PAME HEIGHT 10.75 47.76 79.75 83.76 87.75 91.75 95.75 4 2 6 4 2 3 4 2 7 4 2 3 4 2 7 4 2 3 4 2 7 4 2 3 4 2 7 4 2 3 12.75 51.75 79.75 83.75 87.75 91.75 95.75 4 2 7 4 2 3 4 2 7 4 2 3 4 2 7 4 2 3 4 2 7 4 2 3 4 1 2 1 71 4 2 5 19.00 55.75 79.75 83.75 87.75 91.75 95.75 4 3 1 7 1 4 2 3 4 3 7 4 2 3 4 3 7 4 2 3 4 3 7 4 2 5 4 3 8 4 2 5 21.75 59.75 79.75 83.75 87.75 91.75 95.75 4 3 8 4 2 3 4 3 8 4 2 3 4 3 1 81 4 1 2 1 5 5 3 1 8 1 4 1 2 1 5 5 3 1 81 4 1 2 1 5 27.75 63.75 79.75 83.75 87.75 91.75 95.75 5 3 8 4 2 3 r 5 3 8 4 2 5 1 5 3 8 4 2 5 6 3 8 4 3 5 6 3 10 4 3 5 36.13 67.75 79.75 83.75 87.75 91.75 95.76 6 4 8 4 3 5 6 4 81 4 3 1 5 7 5 8 4 3 5 7 5 10 4 3 5 7 5 10 4 3 5 36.75 71.75 79.75 83.75 87.75 91.75 95.75 6 4 8 4 3 5 6 4 9 4 3 5 7 5 9 4 3 5 F7 5 110 13 17 1 5 11014131 5 ANCHOR QUANTITIES FOR THE DOOR AND SIDE LITE TO BE DETERMINED INDEPENDENTLY. •• •• • • • •• •• • • • • • • • • • • • 20.7/8" MAX. O.C. 6" • MAR. • B MAX. • • • • • • • • • 9" MAX. (A 8" MAX. B" MAX. 24314' MAX. O.C. y3 lire ♦AAX. 0.4. • • • • • a • • • • • • • • / / / / \ / \ \ i SEE TABLES 1-4, • • • I,a • • / \ SHEET 2 FOR REINFORCEMENT • • • • • • • • • • • • • • •� \ REQUIREMENTS. MAX." FRAME -� MAX. DLO \ / HEIGHT 4 \ 4 24-9/166\ / 33.5/8' MAX. DLO\ / MAX. DLO 7-1 $ 3 AA 36.3/4" MAX. SIDE 71-3/4" MAX. DOOR FRAME WIDTH LITE FRAME WIDTH 1433l4' MAX. DOOR + SIDE LITE FRAME WIDTH TYP. ELEVATION OF OXXO CONFIGURATION 6..? ZONE 'E" ZONE'F" nuw ZONE "F' �- MrAU ZONE 23-1/6" / \ m w / / / \ \ \ m w 9 N N a) IIY-- SILL MAX ZONE"E" -�- I+-0.7l8' 2 SILL ZONE "F" MAX, 6" M AX. SILL 24.314" SILL ZONE'E' LOAD ZONES FOR OXXO CONFIGURATION & ANCHORAGE LAYOUT USED IN EXAMPLE Design Pressure Reinforced: See Sheet 2, Tadas 1 & 2 Unrainb bed: See Sheet 2, Tables 3 & 4 NOTES: 1) SEE SHEET 1 FOR GLASS AND ANCHOR TYPE DESCRIPTIONS. 2) DOORS MAY BE LEFT OR RIGHT-HANDED. 3) ANCHOR QUANTITIES ARE BASED ON SPACING AS FOLLOWS (4" MIN. O-C. FOR CONCRETE, 4" MIN. O.C. FOR CMU): JAMBS (ALL): 13.114" MAX. FROM CORNERS AND 23.1/6" MAX. O.C. HEAD & SILL OF DOORS: 6" MAX. FROM CORNERS, 9' MAX. FROM ASTRAGAL CENTERS AND 20.7/8" MAX O.C. HEAD & SILL OF SIDE LITES: 6" MAX. FROM CORNERS AND 24.3/4" MAX. O.C. 4) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SIZE. 5) FOR ANCHORAGE INSTALLATION DETAILS SEE SHEETS 14 & 15. 6) CONFIGURATIONS WHERE THE DOOR LOCKSTILE ABUTS A SIDE LITE ARE NOT AVAILABLE WITH REINFORCEMENT, 7) SIDE LITE OVERLAPS DOOR BY 3/4" ONCE ASSEMBLED. EXAMPLE: OXXO WITH GLASS TYPE B, 71-3/4" WIDE X 95.3/4" HIGH DOUBLE DOOR WITH (2) 36-3/4" X 95-3/4" SIDE LITES, ANCHOR TYPE 21NTO CONCRETE, DESIGN PRESSURE _ +34 / 34 PSF, SEE EXAMPLE 4, SHEET 2 FOR DP EXAMPLE DOOR ANCHOR REQUIREMENTS FROM TABLE 11: 4 ANCHORS 0 EACH SIDE LITE JAMB 5 ANCHORS EACH DOOR PANEL ® HEAD 5 ANCHORS EACH DOOR PANEL 0 SILL 3 ANCHORS EACH SIDE LITE ® HEAD 3 ANCHORS EACH SIDE LITE 0 SILL OSEE CIRCLED VALUES ON TABLE 11. X = DENOTES ANCHOR LOCATION. r+eoeucrgsys� iaaa•wYe wll� � F1s/Y11 As P6eariN. gspbvdr M1e. R.2 •r'PA* Phdwt c4ow F) NEW SHEET COMBINING SIZE ELEVATIONS, ZONE ELEVATIONS m AND ANCHOR TABLES. -JR - 04/10/17 11 N Y f7 �' L 3 ^•z a w o 9a o } I` •l00 c a � 55 to o Z LL g �- 7 W xdi ®S FZ E u,ww .ON O J JMC LU W) to O •6 0 d" "- O !••v ® 8 U � o LL 0 J O 0 U O 0 •Il1 '�a0 sel.e ```1111111Ir I/!!!ii �. J SF'•.����i * N0.58705 Gt 0 B ►�-: p�. ORION �ONAL,\,\\\ ` " lilt A. LYNN MILLER, P.E. P.E.# 68705 EDGE DISTANCE —�•� 2X WOOD BUCK, NOTE1I DOOR HEAD (WOOD) EMBEDMENT 1/4' MAX. STAGGERED ANCHORS 2X WOOD BUCK, NOTE DOOR JAMB (WOOD) SEE TABLE A, SHEET 1 . . ... . . . ... .. .. . . . .. .. . EDGE DISTANCE .ET•I • • •SEE TMLE • • • • s • •A, SHE • • • • • • 17•WCOD •,1:; �. EMBEDMENT " MAX. SHIM 1/4' MAX. SHIM •• • • • •• ••• •• • • • • • • • • • • • SEE TABLE • • • • • • • • • A, SHEET i • • • • • • • • •• • • • • • ••• •• DOOR HEAD (CONC) EMBEDMENT--►{ 1/4' MAX. SHIM EDGE DISTANCE 7T EDGE DISTANCE STAGGERED ANCHORS SEE TABLE A, SHEET 1 MAX. SHIM iX W000 j-1 BUCK, NOTE DOOR JAMB (CONC) TABLE A, SHEET 1 EDGE DISTANCE --I A, 1!4' MAX. SHIM EvSEE TABLE A. SHEET 1 DOOR HEAD (ALUMINUM) 1/4" MAX. SHIM EDGE DISTANCE STAGGERE ANCHOR SEE TABLE j A, SHEET 1 DOOR JAMB (ALUMINUM) '4' MAX. SHIM SEE TABLE ►RODUC CvAltim a wIM lie FbAk Aaep"m n. 17-o b .DI w..r era F) CLARIFIED DETAILS, ADDED ALUMINUM. - JR - 04/10/17 A, SHEET 1 A, SHEET 1 O LL Z J EMBEDMENT EMBEDMENT Ir j O p U J Q � 2X WOOD ...--�— EDGE DISTANCE eNu '�sep se�eg EDGE DISTANCE BUCK, NOTE 1 EDGE DISTANCE DOOR SILL (CONC) LYNN`''�,, DOOR SILL (WOOD) DOOR SILL (ALUMINUM) ..........INOr * No.58705 1. WOOD BUCKS DEPICTED AS 1 x ARE LESS THAN 1 112" THICK. Ix WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE OR CMU. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" * _ THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). � 0� •. 7E FZ . 440 SILL IS TIGHT TO OF SUBSTRATE, NON-SHRINK, TINON-METALLIC THE SILLL THAT OT TIGHT TOT SUBSTRATE AND TRANSFEER SHEAR LOADO AD S BSRATE.SUBSTRATE IS OTHERS) MUST FULLY SUPPORT THE IRE IF WOOD, 30# FELT PA ER OR MASTIC IS REQUIRED BETWEEN THE GROUT LENGTHSE %��CCSS • c�ORIDP.•''G���� AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. a ��NAL EXTERIOR INTERIOR 3. TYP. ANCHOR TYPE, EMBEDMENT & EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1.. (ALL HEAD & SILL SECTIONS) A. LYNN MIILLLE70.R P.E. . . ... . . . ... .. .. . . . .. .. . 2X WOOD BUCK, NOTE 1 EDGE DISTANCE • • • SEE TABLE A. SHEET 1 • • F+--EDGE DISTANCE I . • • • • • • • • • •♦- .. • • ••• • • • • '• 7 :, EMBEDMENT • • • • • • • i '�•'• "• ' EEEBEDMW4T • • • • • • • o I WOOD 1/4' MAX. SHIM BUCK 1/4" MAX. SHIM •• • • • •• N04WO • SEE TABLE • • • • • • • • • • • SEE TABLE A, SHEET I • • • • • • • • A. SHEET 1 •• • • • • • ••• •• SIDE LITE HEAD (WOOD) 1/4" MAX. SHIM -EMBEDMENT JEDGE DISTANCE SEE TABLE A, SHEET 1 BUCK NOTE IJ SIDE LITE JAMB (WOOD) SIDE LITE HEAD (CONC) EMBEDMENT 1/4" MAX SHIM SEE TABLE A, SHEET 1 EDGE DISTANCE SEE TABLE .,+ A, SHEET 1 I WOOD BUCK NOTE I -I SIDE LITE JAMB (CONC) 'DGE DISTANCE SEE TABLE A, SHEET 1 14" MAX. SHIM ISLE ET 1 SIDE LITE HEAD (ALUMINUM) SEE TABLE A, SHEET 1 1/4" MAX. SHIM EDGE DISTANCE SEE TABLE A. SHEET 1 SIDE LITE JAMB (ALUMINUM) TABLE A, SHEET 1 r--SEE TABLE A. SHEET 1 r—SEE TABLE A, SHEET 1 1/4" MAX. SHIM 1/4" MAX. SHIM I WOOD BUCK, NOTE 1 1/4" MAX. SHIM SEE TABLE EMBEDMENT SEE TABLE A,SHEETI a A, SHEET 1 EMBEDMENT EDGE DISTANCE 2X WOOD ' BUCK NOTE 1 EDGE DISTANCE SIDE LITE SILL WOOD - - -I-EDGE INSTANCE (WOOD) SIDE LITE SILL (CONC) SIDE LITE SILL (ALUMINUM) 1. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1 1/2" THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE OR CMU. WOOD BUCKS DEPICTED AS 2x ARE 1 10 THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 2. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON -SHRINK, NON-METALLIC GROUT (3350 PSI MIN.), (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. � EXTERIOR INTERIOR 3. TYP. ANCHOR TYPE, EMBEDMENT & EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1.. (-ALL HEAD & SILL SECTIONS) rN9•UC [ i6[YI/. r ar�.grY• wN► ae lloeYY Aasgn�e N• I%^0�'U .DI 6aptr+tlr Yu�e�,�,? gi7y22 ..r 1►A, 4'.rd F) CLARIFIED DETAILS, ADDED .q ALUMINUM. - JR - 04/10/17 z C4 Y O a O > a�a O C9 E - in o Z r3 �� W "f U W d e8 y B u V LU H O J JWO oZC) o o O O W) T.-r U Z a W 2 0 LL F mn J W J W O U Q � d LY/vA( Q-: * No.58705 /�/�/illlt111� A. LYNN MILLER P.E. P.E.# 58705 I MP/+Cr FI Y_w.� w1 n0 &,-j (P M IAM MADE MIAMI-DARE COUNTY EW PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADK MSTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamiaade.¢ov/econom9 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 coetion materials. The documentation submitted has been reviewed and accepted by Miami -Dade CouhlN RBR - ...... Product Control Section to be used in Miami Dade County and other areas where a1•le,44by the Al therity . • Having Jurisdiction (AHJ). ' •' ; • • • • • • date below. The Miami'�• County Product • • • • • • • This NOA shall not be valid after the expiration stated . Control Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami-'bme. Coulul Vrve : 0000 0 the right to have this product or material tested for quality assurance purposes. If tMs psting roduct br material . fails to perform in the accepted manner, the manufacturer will incur the expense of sjj teand the AHJ • •• • • may immediate revoke mod' or suspend the use of such product or material eff unss( ction. Y immediately � �Y� sP Pr �'l�l � � j "' •: • RER reserves the right to revoke this acceptance, if it is determined by Miami Dade r-olij ProdVot 62ntrol 0 Section that this product or material fails to meet the requirements of the applicable building code. • • • • 0 This product is approved as described herein, and has been designed to comply whk4e:Floride. Building ; • • • • ; Code, including the High Velocity Hurricane Zone. .. 0. DESCRIPTION: Series KPW-701/720/820" Aluminum Fixed Window - L.M.I. APPROVAL DOCUMENT: Drawing No. MD-720-820.1, titled "Fixed Window Installation Chuidelinee , sheets 1 through 11 of 11, dated 04/12/13, with revision C dated 06/06/17, 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. MM5SILE IMPACT RATING: Large and Small AI wile 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 otherwise noted herein. RENEWAL of this NOA shall be considered after a re ag 'cXfion has been filed and there has been no change in the applicable building code negative ee ofthis product. TERMINATION of this NOA will occur r th it i ere has been a revision or change in the materials, use, and/or man e o two s. ' e of this NOA as an endorsement of any product, for sales, adv o ses t omatically terminate this NOA. Failure to comply with any s ' of b e lion and removal of NOA. ADVERTISE nu er by the words Miami -Dade County, Florida, and followed -by-the-ir�t 1 -b - ' ayed-in-advertising literature -If any -portion -of the-NOA-is— — displayed, then it sh I b6NonW`m ' tirety. INSPECTION: ActpPSisentir 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# 16-062914 and consists of th=1ddence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Jorge. NOA. No. 17-0614.11 Expiration Date: February 19, 2019 Page 1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 03-1105.01) 2. Drawing No. MD-720-820.1, titled "Fixed Window Installation Guidelines", sheets 1 through 11 of 11, dated 04/12/13, with revision C dated 06/06/17, prepared by. manufacturer, signed and sealed by Anthony Lynn Miller, P.E. • • • • B. TESTS • 1. Test reports on: 1) Uniform Static Air Pressure Test, Loading peu:F1-1G,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 a PVC gfi$ing glHs tlpor, a PVC fixed window and an aluminum sliding glass door, using; ).Qbpace 49C TPS spacer system, Duraseal O spacer system, Super Spacer® NXTTM 1pa&-4systern and XL Edg6rm spacer system at insulated glass, prepared by Fenestration Testing LaMMry, Inc., Test Reports No. FTL-8717, FTL-8968 and FTL-8976, dated .)11;6J15, 06/07/16 and 06/02/16 respectively, all signed and sealed by Idalmis Ortega, P.E.' (Submi#ed under previous NOA No.16-0629.14) 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 2411.32.1, and TAS 202-94 along with marked -up drawings and installation diagram of an 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. (Submitted under NOA No. 13-0502. 05) 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) 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 an aluminum fixed- - — wmdow,-prepared byFenestration Testing Laboratory,-Iuc—T-est Reports No. FTL-3935 and FTL-3850, dated 07/18/03 and 07/31/03 respectively, all signed and sealed by Joseph C. Chan, P.E. (Submitted under NOA No. 03-1105.01) orge M. Plasencia, P.E. Praduct Control Unit Supervisor NOA No. 17-0614.11 Expiration Date: February 19, 2019 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-5a' Edition (2014) and FBC-e Edition (2017), dated 09/15/17, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P-E. 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE • • • ' • • • •' 1. Miami Dade Department of Regulatory and Economic Resource,S Qaa). • E. MATERIAL CERTIFICATIONS • • • •0 • 1. Notice of Acceptance No.16-1117.01 issued to Kuraray Ame;1N; Inc. fo;N'i r • "Trosifol® Uhraclear, Clear and Color PVB Glass Interlaye *0.*dated O111V17, expiring on 07/08/19. 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray AmeAca, I$c. for. then "Sentry0as8 (Clear and White) Glass Interlayer" dated 06425116, exp ping611 07/04/18. • • • • • 3. TREMCO Part No. TR-1.4271E EPDM exterior glazing gasket complying vMhlhe 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 lb/ in. Jorge A Piasencia, P.E. Pr uct Control Unit Supervisor NOA No. 17-0614.11 Expiration Date: February 19, 2019 Ap �-z PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance to FBC-5" Edition (2014) and FBC-6'd Edition (2017), dated 08/29/17, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Statement letter of no financial interest, dated 06/09/17, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. .... 3. Proposal No. 16-1372B issued by the Product Control Section, dated 11 /0§46, signed • • • .. by Manuel Perez, P.E. • 4. Proposal No. 16-0125 issued by the Product Control Section, d4tj,03/0911' ,.*signed " by Ishaq Chanda, P.E. ; • • • • 5. Laboratory compliance letter for Test Report No. FTL-7212, gated 03/1f1fl; signed:... . and sealed by Marlin D. Brinson, P.E. ...00000. .. .. .. . ...... (Submitted under previous NOA No.13-0502.03) • • . • 6. Laboratory compliance letter for Test Reports No. FTL-38& and FT1-.r38!j0, dated 07/18/03 and 07/31/03 respectively, all signed and sealed by Jpseph C. Chan, P'E. . . .. . . (Submitted under NOA No. 03-1105 01) .. . . . .....• G. OTHERS 1. Notice of Acceptance No. 16-0629.14, issued to PGT Industries for their Series "PW- 701/720/820" Aluminum Fixed Window — L.M.I." approved on 08/04/16 and expiring on 02/19/19. Jorge M. Plasencia, P.E. Product Control Unit Supervisor NOA No. 17-0614.11 Expiration Date: February 19, 2019 Approval Date: October 12, 2017 E-3 GENERAL NOTES: SERIES 720/820IMPACT-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 (H HZ). — 2) SHUTTERS ARE NOT REQUIRED WHEN USED IN WIND-BORNE DEBRIS REGIONS. FOR INSULATED GLASS INSTALLATIONS ABOVE XY IN THE HVHZ, THE OUTBOARD LITE (CAP) MUST TEMPERED. 3) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY. USE ONLY MIAMI-DADE COUNTY APPROVED MASONRY ANCHORS. MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE, ASTM COO CONCRETE MASONRY UNITS AND CONCRETE WITH MIN. KSI PER ANCHOR TYPE. 4) ALL WOOD BUCKS LESS THAN 1-1/2" THICK ARE TO BE CONSIDERED A 1X INSTALLATIONS. 1X WOOD BUCKS ARE OPTIONAL IF UNIT IS SHEE'. INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2' THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY 12" MAX. OF THE ENGINEER, (EOR) OR ARCHITECT OF RECORD, (AOR). O.C. 5) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. USE ANCHORS OF SUFFICIENT EMBEDMENT. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. INSTALLATION ANCHORS SHOULD BE SEALED. OVERALL SEAUNG/FLASHINO STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. DESIGN PRESSURE RATING IMPACT RATON� VARIES, RATED FOR LARGE & SMALL SEE SHEETS 2-5 MISSILE IMPACT RESISTANCE 48' TIP -TO -TIP WIDTH 4r BUCK WIDTH 4r BUCK WIDTH 48' BUCK WIDTH _ 44-1/4" VISIBLE 45-1/4" VISIBLE 4"14" NSIBLE LIGHTWIDTH GHT WIDTHS LIGHT WIDTH �r— B, SHEET 9 I MAXM D, SHEET 7 - i H, SHEET 9 I 2" MAX Ir i C E, SHEET 8 i E. SWEET 8 SHEET 8 SUCK SHEET 7 i SHEET 7 G, SHEET 8HEET 9 i BUCK 96" HEIGHT I BUCK -�-- -- I f-- HEIGHT 92-1/4" I 83.1/4" L / VISIBLE VISIBLE 12"MAX. / 93-1/4' i, / i LIGHT LIGHT O.C. i VISIBLE LIGHT HEIGHT HEIGHT HEIGHT i w i TIP -TO BUCK HEIGHT TIP i 5" MAX i HEIGHT O.C. 6) MAX. 1/4' SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE I F. SHEET 8 OF TRANSFERRING APPLIED LOADS. WOOD BUCKS, BY OTHERS, MUST '-+-8 — -, I•+— I MAX. O.C. MAX �— 12° MAX. O.C. ET 2° ' H, SHEET-9a BE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY T MAX SHEET 6 7 S.MAX. O.C. THE WINDOW. TYP, FLANGED FRAME TYP. EQUAL -LEG FRAME TYP, FIN FRAME ELEVATION 7) DESIGN PRESSURES: S Ed— (TESTED UNIT) ELEVATION (TESTED UNIT) (TESTED UNIT) A. NEGATIVE DESIGN LOAD BASED ON STRUCTURAUCYCLE TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM E1300. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE, FIGURE 1: STRUCTURAU CYCLE TEST PRESSURE, FRAME ANALYSIS AND GLASS 12' O.C. PER ASTM E1300. GUIDE TO SHEETS: MAX C. DESIGN LOADS ARE BASED ON ALLOWABLE STRESS DESIGN, ASD. GENERAL NOTES ........................ 1 �l 8) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO ELEVATIONS ............. _............ ..... RESIST THE WANDLOADS CORRESPONDING TO THE REQUIRED DESIGN GLAZING DETAILS........... ............ 2-6 PRESSURE. THE 33-1/3% STRESS INCREASE HAS NOT BEEN USED IN DESIGN PRESS URESINSTALLATION. FLANGGE.._......... 8 MAX. ............. 2-6 tY O.C. / THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD DURATION FACTOR WAS / 7 USED FOR THE EVALUATION OF ANCHORS INTO WOOD. ANCHORS THAT INSTALLATION, EQUAL-k.EG....... ( . COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET INSTALLATION, INT. FIN A.....-... 6 THE REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR INSTALLATION, INT. FIN B...........9 CORROSION RESISTANCE. CORNER ASSEMBLY ................... 10 6„ EXTRUSION PROFILES ................ 11 9) REFERENCES: TEST REPORTS FTL- M35, 3850 8 7212; ELCO PARTS LIST.....................-....,.......11 MAX. ULTRACON NO& ELCO CRETEFLEX NOA; ANSVAFBPA NDS FOR WOOD CONSTRICTION AND ALUMINUM DESIGN MANUAL TABLE 1: 10) THE 720 SERIES USES A PVB INTERLAYER, THE 820 SERIES USES AN SG INTERLAYER. THE 720 AND 820 SERIES MAY ALSO BE REFERRED AS THE 701 SERIES. CODES I STANDARDS USED: •2017 FLORIDA BUILDING CODE (FBC), BTH EDITION e2014 FLORIDA BUILDING CODE (FBC). STH EDITION •ASTM E13OD-09 •ANSI/AF&PA NDS-2015 FOR WOOD CONSTRUCTION *ALUMINUM DESIGN MANUAL, ADM-2015 •AISI $100-12 •AISC 300.10 Type # Deec0pWn Sheet # 1 7/18' Le ml 16' An -.090" PVB - 3m Ir HS) 2 2 7/10" LenN 1W HS -.090' PVB - 3/18' HS 3 1-1/18'Ve IG (3/18'T-7/t6'A.kr CAn .090"PVB-3/16'HS 2 4 1-1/10'LenH.qt8'T-7/16'Ak•&18'HS- .090"PVB•9/18"H9 3 6 711B'Leml 18'M-.OBO'SG•3/18'M 4 8 7/1B' LeM 18' HS - .OBO• BG - 3H8' HB 5 7 1-I/Ir Lam- q 16'T•7/16"Ah• 31ft90" -.0SG-3118'An 4 H8 1.1/18"Lang. q 18'T-7/18"Air•8118"HS-.090'SG-&18'HS 5 'SG='KURARAY SENTRYGLAS INTERLAYER' BY KURARAY AMERICA. INC. 'PVB'-'KURARAY TROSIFOL• PVB INTERLAYER' BY KURARAY AMERICA INC. SHAPES AS SHOWN BELOW OR SIMILAR, MAY BE USED BY INSCRIBING THE SHAPE IN A BLOCK AND OBTAINING DESIGN PRESSURES FOR THAT BLOCK SIZE FROM THE TABLES ON SHEETS 2.5. ANCHOR SPACING TO BE 6" MAX FROM CORNERS AND 12" O.C. MAX FOR ALL CURVED FRAME MEMBERS, SEE FIGURE 1, THIS SHEET, r----WIDTH=i f•'- WIDTH -+{ I► —WIDTH WIDTH -+{ y=) I=i � =I � =I I 1 1 1L_ J I-L— —J - WIDTH WIDTH WIDTH --1 1- - WIDTH +1 Tr-- •T• �•r MCF•!.� — J J _WIDTH WIDTH WIDTH -H I►- WIDTH -^I ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • - PRODUCT REVISED as confpbinp• With the Florida 44a NOA17-0614.11 Expiration D}W 02/1912019 JR - OWMI7 - UPDATED ANCHORAGE TO FBC 2017. U A e�0 N CD N � J O LL uMD $Z (J LLR 8 W 0 LU Z 5: < 7 "pN 0410 o Z �i O Z O Q W O J ' O z W ay ieWS to W Z Z Z npps O N� da LL � eltl 'xa0 sa,ms --`1111111 f1l1//// No. 68706 -'o5 �"Z, 70NAI Et ////i11111111 A. LYNN MILLER, P.E. P.E.# 53706 U Window Design Pressure (+/-, piM for Glass Type 1 Long Sicle (in) 67-718 1 72 76 1 80 84 88 92 96 100 104 1 10942 30 +/80 +I80 .1-80 1 080 +180 +la0 +t80 .1-80 +1a0P+113 +1-80 32 +I80 +1-$00+71�R +l +180 +7-80 +180 +/80 H +18 34 ♦I80 +i 0 •1-80 +/80 +1.80 +/-00 +180 +laD .1- .4 38 +/•80 +180 +180 +180 r180 +/-79.7 +1-772 +1-75.1 +1.722 38 +I.80 +IAO +)80 +1-00 +1-781 +f.75.2 0.725 +/- 0.3 +1-M3 4 r/80 +180.1-79.8 +1-77.2 +!- {. +f-71.3 N87g +! 5.1 +I81.6 42 71 +f8 +1-n.4 +/-74.3 +/.71.3 +IA8.2 +1.84.7 N 1. +/- .2 44 +I80 +I80 H-75.4 H721 +/a8.9 +I85.6 +la22 +1 48 H80 +i-80 +/-73.8 +/-70.1 +f-6B8 +1415 +I803 +157.7 m 48 +I80 +/-79.3 . +1-71.9 +IBB3 +1-049 +/-et. *i- 50 +180 +I-T7.6 +1•74.1 +00.3 +18G7 1 +1431 +(•59.7 52 +1.79.1 +/-75.6 +1-724 +10.8 +185.1 1 +f81.5 rA 54 +/-T7.4 +1.73.8 +1-70.5 +187.3 +183.5 58 +1. 42 +1.70.3 +1438.8 So +l• 27 488.7 +1-0 62 +1. 1.2 44$/.1 84 +I89.7 +185.5 BE +r 3 87.7r8 +1-87 Window Design Pressure (+F, psQ for Glass Type 3 LOW Side 0n 67-718 72 76 1 80 84 88 92 96 100 104 109-V2 30 +180 1 +140 080 1 .180 +ta0 +1a0 +)-m +/.80 +140 +f-80 +f80 32 +180 +1-80 .1-60 + 0 + 8o +1.80 +I8D +180 +1 +t +180 34 +/.M ./ao +I w +la + aD +7 80 +1.80 +l 0 +r .J-80 +l•60 36 +/-W «)-80 .180 +1a0 7780 +7.80 +1.W +/80 +1a0 +la +I80 36 +1.80 +J80 +I80 +/a0 +/ +/80 +/-W +!-00 +179.4 +1-76A +04.3 40 +180 +1.80 +I80 +J +1 7/80 +/80 +1-7S7 ♦1-73.5 +1-70.9 +/-% 42 .180 +I80 +l80 N80 +/-W +l *1- +!_ 31 +1a9.6 +I-W.9 +185.2 44 +140 +180 +I80 +1-00 +I80 +/.77.6 +f.74.1 +1-70.3 +1a1.5 +)fiW.9 48 +/-80 +r-80 +140 +I80 +1.79.2 +/-754 +1-71.7 .18al +1a5.1 A 48 +f80 +! H +l +1-T7.2 +1.733 .7A.5 +1858 H80 +f +I +1- .4 +1.75.3 +1- 1.3 +187.5 52 +f80 1 +/.80 +I-00 +1•77.7 -1.73.5 +14M5 +180 +180 .1-79.6 +178 +/-71.8 56 +1-m +I.80 +r-77-5 +/-73-8 58 *f80 +J_79,4 +1-75.4 80 0-W +l- .8 +1-73.5 62 +/-W +/- . 64 +1.78.8 +/-74 06 +l-77.2 87-7/8 +/-74.4 7/16' LAMINATED GLASS STACK i 08I 3 3/16' ANNEALED GLASS USED AT CURVED FRAME MEMBERS ONLY 11-7/8- O.C. MAX. EXTERIOR a PVBINTERLAYER 8' HEAT STRENGTHENED GLASS �-- LONG SIDE SHORT SIDE i` LONG SIDE -►� SHORT SIDE L TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN, 1-1fle' NOM. GLASS STACK 711WILAMINATE0 GLASS STACK 1-41 3116' HEAT 3116" TEMPERED GLASS STRENGTHENED GLASS 3l18• ANNEALED GLASS 7116"AIRSPACE �.P� SHORT INTERLAYER SIDE 11 5 USED AT CURVED wr FRAME MEMBERS ONLY 29 GLASS BITE 11-7/8• O.C. MAX. LONG 1-3 SIDE EXTER OR C] >s7 21 13 GLASS TYPE 3 -i • • • • • SIDE SORT • • • • • • • • • •• ••• •• • • • a• • ••• • ••• • • • • • NOTES: • • • • • • • • • • • t • • 1) BUCK DIMENSIONS SHOWN. FOR FLANGED WINDOWS, SUBTRACT 1' FROM THE TIP-TO•TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. • • • • • • • • • • 2) FOR SRES NOT SHOWN. ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. • • • • • • • • • 3) FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. • a • • ••• • • • • ••• • • • • • •a• • • • •• •• • • • •• •• PRODUCT REVISED as com, With the Florida Bolldi� • NOA-No. 17-0614.11 Expiration Dots 02/19/2019 NO CHANGES THIS SHEET. z m Y U > Of O > O m p� d w Z LL n n W LU Z < IN �z o J J Q in - 07 LL O N rry5 ®w z O W Z Q Z of Io�S NN O 1. Z ~ W � da j 0111 '�sr0 wuc5 \� o�;Y1LYNHJ//'''' *�' �. 5W06 pavj 70NAL1 A LYNN MILLER, P.E. P.E# 58705 Window Design Pressure (+/-,psf)fbrGLass Types 2& 4 NOTES: 1) BUCK DIMENSIONS SHOWN. FOR FLANGED WINDOWS, SUBTRACT 1' FROM THE TIP -TO -TIP DIMENSION TO DETERMINE THE BUCK DIMENSION, 2) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 3) FOR ARCHITECTURAL WINDOWS. FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. '1-1M6" NOM- TABLE DIMENSIONS MAYBE } 7/16" LAMINATED GLASS STACK 7/16"LAMINATED ORIENTED VERTICALLY OR GLASS STACK GLASSSTACK HORIZONTALLY AS SHOWN. .090" PVB INTERLAYER 3I18"TEMPERED GLASS 3/16" HEAT STRENGTHENED GLASS LONG 3/16' HEAT 3/16' HEAT STRENGTHENED GLASS r..`— LONG SIDE ` SIDE 3/16" HEAT STRENGTHENED GLASS STRENGTHENED GLASS 7116" AIR SPACE .Ogg• PVB INTERLAYER + 10 4 11 11 5 SIDET USE AT FRAME MEMBERS CN YD 2811 616' FRAME MEDMBERS OATCURNLY 28 5/r SHORT a 11.71W OC. MAX. GLASS SITE 11.7/6" O.C. MAX f GLASS BITE EXTERIOR1 u a 20 13 EXTERIOR U G] see 21 13 }•�— LONG SIDE —� } T GLASS TYPE 2 GLASS TYPE 4 SHORT ` L. LONG •• ••WE• • • • •• � SIDE • •y • •• •• • • • • ••• • • • ON • • • ••• •• • • • ••—ij SHORT SIDE • ••• • ••• • • • • • • • • ••• • • • • • • • • • • • • • • • • • •• • • • • • •• - • • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PRODUCT REVISED as conw=wIth the Florida Building NOA-No. 17-0614.11 Expiration oat• 02/19/2019 NO CHANGES THIS SHEET. S� o•I Y U W iD N i � Q �i V% N QJ p Z ' h Z U. b ^ J "" O �Z C77 ua W a OZ .aw... 0 N F- LU LU W g o J Q cn Q 1 W l++o4S Z W m coF p W Z _Z MAT o Z ILI 0 nN O 6 LU 0 h Lt 0 N7!1 'tea aoYo W. Ly 4 Eli •N�/,��' 11O '•`cam _ * NO.58705 ss. TONAL A. LYNN MILLER, P.E. P.E.IR 58703 TABLE b: Window Design Pressure (+1., psf) for Glass Type 5 LapSide n 67- 18 1 72 76 1 80 84 1 88E+1-71.3 100 104 109.112 30 .90.125.4 +901-120 +9W-115.5 +90'-111.5 +901-108.5 a90 408 +901.103.5 +90'.1025 +MAOD.7 +9097.9 32 +90t-118. +90-1%8 +�/•105.3 +90-101.5 +9W.9&7 +90/-95.7 +9W90.6 + I-90.3 +/49.9 +149 34 + -106.9 +9W-103 +9W9&8 +9096.1 +9W-91.8 -1-88.2 +f41.5 H40.1 t1-79.8 +f-79.4 38 +90.102.6 +9W-97.1 +9W928 +148.9 +145.5 +1-426 +l• .2 +1-75.1 tf.73.4 +1.722 38 +901-W4 +90-922 +146.7 +143.2 +140.7 +l-7&1 +/-725 +1.70.3 +/58.5 +1-08.3 40 +9W-94.6 +148.2 +1-82.0 +1-79.6 +1.77.2 +/-74.3.!$79 +15514 +9W-91.3 +l44. +1-80 +1-774 +1-74.3 +/-71.3 +/647+761A+1-Sa3 +1424 +1.78.9 +1-75.4 +1-721 H4&9 +14522 +I59.7 +7157.5 46 +1-854 +I40. +1-77.2 +1-736 +1-70.1 .14&8 +/43.5 +/50.3 +157.7 48 +1827 +1.79.3 +/-75,6 +1-71.9 +/-6&3 +1449 +141.5 1 +M%2 LA 50 +/40.9 +1--77.5 +1.74.1 0-702 +74&7 +l431 +159.7 52 N- 9.1 .8 +I- .4 +14&8 7167 +/41.5 +/.77.4 +/•73.8 +1-70.5 +147.3 +l43.5 rA +1-75• +1-72 +l48.6 +145.3 +l- .2 +1-70.3 +148.8 60 +1-72 +198.7 +1-65 82 +/•71.2 +1,611 64 +149.7 +/.e5.5 66 H 87- /8 1 +I$7 ifT?9=lr:5 Window Design Pressure (+/ , psf) for Glass Type 7 ono Skle (In) 67-718 1 72 76 80 84 e8 92 N 100 104 109-1 30 -00/430 1 +901-130 +BW-/30 +9W126 +901-122.8 +90/-119.8 +901-1/8. + 17 +901- 16.8 +9W-1127 i 4901-709.9 32 +90.130 ♦90-125.1 te6l•118.9 +90/-114.8 +901-111.5 +9W108.1 +9W-104.3 +9W-102.4 +9W-102 +90/-101.4 +9W-W.7 34 +9W-123.1 +9W-116.4 +9W-111.7 +9W-107.5 +031.103.8 +9W-09.7 3 +901-02.1 +B -W5 H40 --;TWO- 38 +9W-110 +8W-109,8 +90-104.8 +901-100.5 + 8 +8W4M3 +AW +/47,3 +/ .9 +/-82.3 +/$1.2 38 +9W-111.2 +9W-104.2 +W-87.9 +9W44 +901-01.1 +1-08.2 +/-04.9 +/-61.9 +1-79A +1-7&4 +- 4.9 40 +9W-108.9 « -0&8 +9W-03.4 +90-00.1 +/87.2 + 84 +1-00,5 +1• +/-73.e +/-70.9 42 +90-103.2 «901 7 41.2 +1.87.4 +/-84 N .8 41-77 ,/- 3.1 +140A +/-08.9 4,145.2 44 +W40.7 «9014&1 +149A +1452 481.4 +/- .8 +/-74.1 +- 0.3 +W.5 +/-Me 46 +904&5 +9041.3 +.87.2 t1-83.2 +/. .2 +/-75.4 +/-71.7 +/-010 +143.1 y4 48 +9W4)&5 +149.8 4&4 +/81.2 +!-7r. +/-7&S +l +/-as 1O 60 +901•BtA +l-BT.e H-83.7 +R .4 +/- +/-71.3 +/-07.b 8 +/-09.4 +/45.5 +/-0 1 7-77. +/.73,5 +-09.5 54 +f-07.5 +/43.4 +/-79.8 +/. 8 +/ 71.8 56 +/.85A . +1.81.4 +/•77.5 -73.8 5o +/-83.6 +/.79.4 N-75.4 80 + +- ,8 +-73.5 62 +/.80.4 +f-75.e 64 + •78.8 +174 68 t/ 77.2 97.7/8 +l-74.9 7116" LAMINATED GLASS STACK ter\ .090"SG INTERLAYER 3/16'ANNEALED GLASS 3/16' ANNEALED GLASS 4 11 USED AT CURVED FRAME MEMBERS ONLY 29 5!8" 11-7l8' O.C. MAX. GLASS BITE I-..--- LONG SIDE 1-2 r EXTERIOR SHORT (� v- 20 13 SIDE GLASS TYPE 5 T f-- LONG SIDE 7 SHORT y SIDE / TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. 1-t/i6' NOM. GLASS STACK TED GLASSSTACK GLASS STACK 3116" TEMPERED GLASS 3/15' ANNEALED GLASS 311W ANNEALED GLASS 7/16' AIR SPACE ,090' SG INTERLAYER SHORT 11 SIDE 5 USED AT CURVED FRAME MEMBERS ONLY 29 5/w a 11-7/w O.C. M4X GLASS BETE 1� LONG SIDE EXTER OR G] Io• 21 13 GLASS TYPE 7 • • • • • SHORT • • • • • • • • SIDE • • ••• PRODUCT REVISED as cwnpi M with th • FI*Ma Cuit•inp • NOA-No. 17-0614.11 rmpir+tlon Daft 02/1912019 NO CHANGES THIS SHEET. z° a o g� s o y W 00a J m S.' a N u Z LL S LU W U a LU 4� o z Z O c+t 3 y a u. 0 Q ® 1�45 Z � C) y Z oron 13 w ti as lL O olll 'xa NOTES: SUBTRACT SHOWN.T-SHORFROMTO DETERMINE THE BUCKDIMENSION. UTO • • • • •:• iYS -'• .'• ' G� �- �'�/S��NAl1EN � THE NEXTWINDOWS, LONG IA-TO-TIN.IMENSION 2) FORSDIMENSIONS OT ROUND 00 : =•: ••• 3) FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WRHIN. • • • • • • • • • 4) THIS SHEET APPLIES ONLY TO FLANGE AND EQUAL -LEG WINDOWS. DO NOT USE WITH FIN -FRAMED WMOOWS, • • • • • • • • • • • • • A. LYNN MILLER P.E. • • • • • • RE.At 58706 ••• • • • • ••• Window Design Pressure (+l-, psfl for Glass Types 6 & 8 L m 67.7/6 T T2 78 80 84 88 i 92 96 100 104 1 IM112 112 116 120 124 128 1 132 13B 140 144 30 a9W-130 I +9W-13D +9W.130 +101-130 +9W-130 +90JAW +90/-130 +901.130 +901.130 +901-130 I +9a-130 •13D +9C1.130 +9a-130 7901-130 +90f-13D +9a-130 +M-130 +901-130 +900-130 32 +9W-130 +901-13D .901.130 +901-130 +9W130 +90I- 30 +9W130 +9W-130 +gW-130 +901-13D +W-130 +901.130 +9W-130 +9W-130 +9W-130 +9W-130 +9W-130 +901-136 +901-130 +9W130 34 +9W730 +901430 +9W.13D +9W-130 +90/.130 -13D +901-130 +M-13D +9W130 + /-130 1 +9W-130 a90/-130 +9W-130 +gW.1 +BW-130 + -130 +M-130 . 36 +901-130 +9W.130 +90/-130 +901-130 +W-130 +901-130 .13D 4 -130 + /-130 +90f.13D +901-13D +W-130 +9&-13D +9D/-13D +91Y-130 +9N-13D 38 +90/-130 •130 +901-130 +901.130 + W-130 ♦9W-130 +gW-130 +9W730 +9W130 r9W1 00 +9O/- 330 +9Di-130 W129.2 +9W-V7.3 40 a9W-130 +9W.130 a9W.130 +9W-130 +9W-130 +9W-1 79W_ 330 +901-130 *9W1 +90- .8 +9W123.2 +9W122 42 +101.130 +9W130 +9W- 330 -130 +90t-130 -130 -1W +901.129.3 +W-123.2 +90i 119.7 +901-116.4 44 +9W-130 +W-130 +9W-130 +9W130 +90L130 +906130 -1 +90-124.5 -W-119.4 +901.115 s 46 +9W-130 +9W-130 +901-13D +9W-130 +90%130 -130 +90r-1 .9 a901-120.5 +W-115. 48 *9W.130 +9W130 +9W430 +901-130 +90-130 + -129.7 +W-123 90'-116.6 50 +90/.130 +9W130 +901.130 +90/•130 r9W-130 +9(V- 2 89.4/-i . Y 52 +90/•13D +901-130 +90t-130 +901-13D r9W-130 +88.1Y.123 54 +9W-130 +9W130 +9W 330 79W 330 +88 -1 77.1 56 a9W.1 +90/-1 +901-19D +8.41-129 58 +9W.130 +9W130 +90A13D ' 80 +9W130 +901-130 +89.61.129. 62 +10730 +9W130 84 +9W.13D +90J130 86 +9W.130 67-7/8 +9W-130 oIOTE& 1) BUCK DIMENSIONS SHOWN. FOR FLANGED WINDOWS, SUBTRACT 1-FROM THE TIP•TO-TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. 2) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 3) FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. 4) THIS SHEET APPLIES ONLY TO FLANGE AND EQUAL -LEG WINDOWS. DO NOT USE WITH FIN -FRAMED WINDOWS. 1-1/16' NOM. 7/16" LAMINATED GLASS STACK 7116" LAMINATED GLASS STACK CLASS STACK C90' SO INTERIAYER 3/16" TEMPERED GLASS ��.OW 6"HEAT STRENGTHENED GLASS 3/16"HEATH 6'HEAT STRENGTHENED GLASS 3M6"HEAT STRENGTHENED GLASS STRENGTHENED GLASS 7/16" AIRSPACE SG INTERLAYER USED AT CURVED FRAME MEMBERS ONLY ® 11-7/8' O.C. MAX. EXTERIOR a GLASS TYPE 6 i 5/B" GLASS SITE USED AT CURVED FRAME MEMBERS ONLY ® 11.7/8' O.C. MAX EXTERIOR GLASS BITE TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. LONG SIDE E LONGSIDE SHORT BIDE id SHORT SIDE �-- LONG SIDE —� } T-- 21 13 SST ` LONG SIDE r SIDE GLASS TYPE 8 • •• • • • • • • • • •0 0 • • • ••• • •• ••• • • • • • •SHORT SIDE • • • • • • • - • • • • 0.0 000 r a- ••• • •• • • • •• •• • • ••• • 0 PRODUCT REVISED as eom a with the Florida Building NOA,No. 17-0614.11 Expiration Dot* 02/19/2019 Br �� NO CHANGES THIS SHEET. i K p •i f0'7 C7 crt °7oa O m W y N 0, O Z •/8 h Z U. m A62 W = W OR 0 U= 0ma o Z p a F LL g o J W) Q F 1.45 0 y Z W K V_ Z a O Z NN w p C7 n cp U W x w a. cL LL L7 aq1 ��v°a sous '� = ' VICENSF � • �(� � * NO, W705 :jD�,�'• ar 11� i '•."ZORIDA,.•' NAL '7j/111111011\ A. LYNN MILLER P.E. REM 58705 EDGE DISTANCE INSTALLATION TYPE A WINDOW EXTERIOR BUCK HEIGHT TP-TO•TIPI WINDOW HEIGHT VISIBLE LIGHT HEIGHT= WINDOW BUCK HEIGHT- 2-3/4" 5 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET s^� EMBEDMENT �1/4" MAX 1 SHIM -TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE B, THIS SHEET USED AT CURVED FRAME MEMBERS ONLY @ 11-7/8" O.C. MAX. INSTALLATION TYPE C EMBEDMENT 1/V MAX SHIM EDGE B DISTANCE 1/4" MAX SHIM STEEL SELF -DRILLING SMS (GS), SEE TABLE 8, THIS SHEET INSTALLATION TYPE B 1X WOOD BUCI SEE NOTE 2, THIS TYP, ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE B, THIS SHEET • 11 -EXTERIOR CPE 4 � 1� ANCHOR PER ANCHOR VISIBLE LIGHT WIDTH = REQUIREMENT WINDOW BUCK WIDTH - 2-,V4' WINDOW BUCK WIDTH TIP -TO -TIP WINDOW WIDTH I HORIZONTAL SECTION A -A INSTALLATION METHOD D INSTALLATION ANCHOR UNDERNEATHTHE BEADING tE)CrERJOR MIAMI-DADE APPROVED MULLION (SEE SEPERATE NOA), ALUMINUM, STEEL FRAMING OR STEEL STUD, SEE SUBSTRATE PROPERTIES, TABLE 8,THIS SHEET _1-1/4' MAX SHIM 1X WOOD BUCKSTRIP, SEE NOTE 2, THIS SHEET T CONCRETE PER EMBEDMENT - ANCHOR ' REQUIREMENT INSTALLATION — EDGE TYP. ANCHOR TYPE, EMBEDMENT DISTANCE AND EDGE DISTANCE PER TYPE B SUBSTRATE, SEE TABLE 8, THIS SHEET VERTICAL SECTION B-B INSTALLATION NOTES T..' ... EMBEDMENT EDGE DIST IA14CE • L CONCRETEICMU PER ANCHOR REQUIREMENT Anchor Substrate dge Dbtan a Min. Embedment k Pxw0I.C. 612 or 014 410 88 Serm PT 0 0. 2 AkNnW^ W8345 min. 1 A36 Sla•1 3/8• 0.083' • 12' SWI Stud Gr. 33 min. we* 0.045 (18 Go)/7 #12 or 044 Steel Screw (05) P.T. Southem Plne (SG� .86) Wt8" I-w 12" Allunhu n, iWT5 In. 318" 0.06Y • A36 Steel S4at Stud Gr. 33 min. 3Y8" WS" 0.083" 0.045' 16 Ge 12' 12' 114' 410 SS CmteFleX U touted CMU, STM C•60 2-1/2, 1-1/4' 17 Conctele (min. 3.351up 1• I-Y4" 12• I/4" Steel Ultmoon Comicte (min. 285 k41) 1' M. r 17 Conrnete (mkt. 2.0 RI) 2-V7 I-w 12• Ungrouted CMU, (ASTM C4Xt 2-V7 1-1/4• 12• Grouted CMU, IASTM 2-1/7 I -we 12" 5/16" at" Utmem Corterete 8nk6 3.5 keg 1-V4 i-we 12" MU, STM C-1K 2-11Z me 120 •UNGROUTED CMV• VALUE9 MAYBE USED FOR GROUTED CMU APPUCATIONS. USE ONLY ANCHORS LISTED ON THIS SHEET, FOLLOW EMBED. OM AWfp4PE: 0 • DISTANCE LIMITS. • • • • • • •1, • 2. WOOD BUCKS DEPICTED ON THIS SHEET AS "1X", ARE BUCKS VAOSE TOFAL • • • • k red! min, Fr Min. f" THICKNESS IS LESS THAN 1.11r. I X WOOD BUCKS ARE OPTIOWjLtUNIT CAR BE* • • I So 82kei 120 kel INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED Afl�L•ARE VIR' • 4 So 80 kel 110 kol THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE Elan 165 kal 177 kel ENGINEERED BY OTHERS OR A3 APPROVED BY AUTHORITY HAVING JURISDICTION. 410 8E Elan 0vWFIme0 127A kal 180.7 kal 6063-16AItmhum 16 ka1 22 kd 3. FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBERCHALLr"QFASIZET A388ted 38 k31 Wkd PROVIDE FULL SUPPORT TO TILE WINDOW FRAME. • • • • • a • Or. Eked Stwl 33 It.]46W • 4. IF APPLICABLE, LOWER DESGN PRESSURE FROM EITHv%7DOWIOR MNLUCN&OA • • • • • APPLIES TO WHOLE SYSTEM. • : • • • • • = • PRODUCT REVISED as complyingith wthe Florida Building Cod• NOA,Na. 17-0614.11 mWration Date 02/19/2019 NO CHANGES THIS SHEET. iF cnUJI Y U _ U) �a I� > � a N C O C4 Q yeD lY 0 LL o z ZLLco d C�cWjd e-2{ o rL>LJ ANO V Z 02O H LL g O J Z t0 O f O F Z < Z 2 awes O 3 W NN W Z ri T U. LL eqD '>aaQ aeuas LYNN� , ` � • UwENBF ``�A No. 58705 ST TEE �� •''((/� (� F(ORID?.. \�� .S G� ZONAL A. LYNN MILLER P.E. P.E.0 58705 ••• •o:a •• •• 2X WOOD BUCKSTRIP EDGE OR FRAMING, SEE DISTANCE NOTE 2, THIS SHEET INSTALLATION TYPE E EXTERIOR a WINDOW BUCK HEIGHT VISIBLE LIGHT HEIGHT = WINDOW BUCK HEIGHT- 23/4" INSTALLATION TYPE G INSTALLATION TYPE F 1X WOODBUCKSTRIP, EMBEDMENT SEE NOTE 2, THIS SHEET 1/4"MAX EMBEDMENT ~� I SHIM TYP. ANCHOR TYPE. EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, EDGE 8 SEE TABLE 9, THIS SHEET DISTANCE IA"MAX 2 2 SHIM -- ki TYP. ANCHOR TYPE, \—EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, 11 SEE TABLE 9, THIS SHEET EXTERIOR USED AT CURVED 4 -F-I 11 FRAME MEMBERS ONLY 1' '• • - VISIBLE LIGHT WIDTH s 11.7/8' O.C. MAX. CONCRETE/CMU WINDOW PER ANCHOR BUCK WIDTH • 2.T14" REQUIREMENT f WINDOW BUCK WIDTH 1/4" MAX. SHIM —►{ �— STEEL SELF -DRILLING SMS (G6), SEE TABLE 9, THIS SHEET INSTALLATION TYPE H EXTERIOR MUU4i•DADE APPROVED MULLION (SEE SEPERATE NOA), ALUMINUM, STEEL FRAMING OR STEEL STUD, SEE SUBSTRATE PROPERTIES, TABLE 9,THIS SHEET 1/4"MAX SHIM 1 } 1X WOOD BUCKSTRIP, I SEE NOTE 2, THIS SHEET ' CONCRETE PER EMBEDMENT,ANCHOR REQUIREMENT INSTALLATION I EDGE TYP.TYPE F t"•� DISTANCE AND ANCHOR TYPE, EMBEDMENT AEDGE DISTANCE PER VERTICAL SECTION D-D SUBSTRATE, SEE TABLE 9, THIS SHEET HORIZONTAL SECTION C-C Tam C C' EMBEDMENT EDGE DISTANCE CONCRETE/CMU PER ANCHOR REQUIREMENT Anchor 6ubetnM Distance Min. Embedment SPaakW 012 or 014 410 SS Semw vie, 1- keen BD63•TS min, 1 A36 Sted 316" 0.067 12' Steel Stud, Gr. 33 min. 306' MOW 1e t3o 12• e12or•14SteNScrow(GM P.T. Sodhem Pine (6P0. 9/1e' 13/ 12" AWminun, W53-TO min. 0.0w. 1P A36 Sted we, 0.063• • 12, Steal Stud Gr. 33 vnin. 3/e' 0.045(10 Ge 12• 1l4. 410 S3 CroleFNx (kVmuted CMU, (ASTM C4W) 2-1@ 1-114" 12' Concrete (min. 3.35 kal) I. /S14' 12" 116. 8feei Ulrecan CSndmte min 2.e6 ksq 1' 1.314" 12" Conorofe (min 2.B6 ke 2-t12 t 8" t2' tlrplouted CMU, (ASTM Q90) 2-1l2' 1-114' 12" GMUI dCMU TM G90 2-1/? / 4 12• 5flir Steel lMncan Conerok mkt 3.5 k81 1-1/4• I've 12" Grouted CMU ASTM C•90 2.1/P I 1 C 12" ' MIN. OF 3 -I HKtAUJ M-YUNU I Mt- Mt I AL , iV tsb I KA 1 C. 'UNGROUTED CMU" VALUES MAY BE USED FOR GROUTED CMU APPLICATIONS. INSTALLATION NOTES: 1. USE ONLY ANCHORS LISTED ON THIS SHEET, FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. 2. WOOD BUCKS DEPICTED ON THIS SHEET AS "1X', ARE SUcm WHOSERTE'a1L • • THICKNESS IS LESS THAN 1-if2'. 1X WOOD BUCKS ARE OPTIOI•U. IF UNIT C Bra • • INSTALLED DIRECTLY TO SOLID CONCRETE, WOOD BUCKS DEPICTED ASS' R AVA-:12- � THICK OR GREATEINSTALLATION TO THE SUBSTRATE OF WOOD6UCKS TO BFa • • ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HX*G JU(ICDICTIO14 a • 3. FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO Matahl Mh Fy Mh F. 01cmn • • 92W 120 kW /0 00W 110kai 155 kai 177 kel 10 127.4 Rsi IK7 ksl TS 10ka1 22 kai A36S 35 kW 65 ka1 Or. Bled Btud 9k 461W PROVIDE FULL SUPPORT TO THE WINDOW FRAME. 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WNDOff OR MULL60RNOA • • • a • APPLIES TO WHOLE SYSTEM. • • • • • • • • • • •• • • • • • • fT • • • ••- • • ••• • • PRODUCT REVISED as compiyinp wttb the Florida luilding soda No"o. 17-0614.11 Expiration Data 02/19/2019 NO CHANGES THIS SHEET. rc m Y U U aoy a 3 ix 0 L9 C4 Q a1o0 N Oc c" N Oo Z 9 ^ zLL'to o U_Ud oe o a0fw Z o (1 `1M0 n v Z oZ� O �] 5 Z o O ^ H ® to J lae4S O Z Z U O Na-S Z_Lu 3 J cm U.. W as a1NJ 7ra0 sau '��• V1GENgf �`, *LYMV No.58705 +<' S !ONAL SE A LYNN MILLER P.E. P.EA 59705 TYP. ANCHOR TYPE, 2X WOOD BUCKSTRIP EMBEDMENT AND EDGE EMBEDMENT OR FRAMING, SEE DISTANCE PER SUBSTRATE, NOTE 2, THIS SHEET SEE TABLE 10, THIS SHEET EDGE INSTALLATION DISTANCE TYPE 4 1/4' MAX 3 SHIM 11 USED AT CURVED EXTERIOR 29 FRAME MEMBERS ONLY 11.7/8' O,C. MAX. WINDOW BUCK HEIGHT VISIBLE LIGHT HEIGHT - WINDOW BUCK HEIGHT- 2-3/4* INSTALLATION TYPE J 1/4' MAX. SHIM INSTALLATION TYPE L #10 STEEL SELF -DRILLING SMS (GS), SEE TABLE 10, THIS SHEET 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2. THIS SHEET �1/4' MAX SHIM INSTALLATION TYPE EDGE { .� DISTANCE -~•'i I 1/4• Wp,)( SHIM O 2X WOOD SUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, 8 SEE TABLE 10. THIS SHEET EMBEDMENT L � MIAWDADE APPROVED MULLION (SEE SEPERATE NOA), ALUM NUM, STEEL FRAMING OR STEEL STUD. SEE SUBSTRATE PROPERTIES, TABLE 10,THIS SHEET EDGE DISTANCE TYP. ANCHOR TYPE, EMBEDMENT �- EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 10, THIS SHEET VERTICAL SECTION F-F INSTALLATION TYPE K EDGE DISTANCE -+-{ 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 2, THIS SHEET PRODUCT REVISED •• com i with the Florida Buli4hg • NOA-Mo. 17-0614.11 bcpiration Date1+2/1912018 >l\ ' EMBEDMENT 47���I•\L\IIU`,IIhJ �'111I'' � c NO CHANGES THIS SHEET. 2 EXTERIOR VISIBLE UGIiT WIDTH = WINDOW BUCK WIDTH -23/4' WINDOW BUCK WIDTH HORIZONTAL SECTION E-E Anchor SOEehpts Min. Edge u6/t1Gx Liu. O.C. wv 2-112' X .113" Box —No P.T. Soullem Pine 0 Bc -1/2x .131' Common Nei P.T. SathaPigs 3/82 S 2.11? x .145' Rooling N•1 P.T. Scullion Ppl• 8[2-0.55 3.re" 5" S10x 1' Steel Screwwr P.T. S0 gwm P" .55) i/2" 5' 0.093'Akm1hn, 8063-75min. 5/1S B' 1M6' A36 St•d 5ltl3r 5" 0.01, 18 Ge Sled 51ud 1. 33 i S" MIN. OF 3 THREADS BEYOND THE METAL SUBSTRATE. INSTALLATION NOTES: 1. USE ONLY ANCHORS LISTED ON THIS SHEET. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. 2. WOOD BUCKS DEPICTED ON THIS SHEET AS "W', ARE BUCKS WHOSE U tww I Min Fy I MN. F. TOTAL THICKNESS IS LESS THAN 1-1r7. 1X WOOD BUCKS ARE OPTIONAL 84WS-----A e2kd I i20kiFj IF UNIT CAN BE INSTALLED DIRECTLY TO SOLIO"NCpQT* WQOO BUCKS DEPICTED AS "2X'ARE 1-1/2" THICK OR GREATER. 16ST"ON • 806173 AkrnI— A e/W • • 1p k4 22 k I3pk. W W TO THE SUBSTRATE OF WOOD BUCKS TO BE%NGWEEREDIBY OlJRS • ui I3] *.146 W OR AS APPROVED BY AUTHORITY HAVING JURA DICTIOW • • • • • 3. FOR ATTACHMENT TO METAL: THE STRUCTIItAL Mt&PR SHMJIBE • • • • OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. • • • • 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULUON NOA APPLIES TO WHOLE SYSTEM. • • • • • • ••• ••• • • • • • ••• • ••• • • • • •• • • • • • • • • • 't • • • • • • • • • • • • • • • • • • ••• • • • •• •• m U j a U) �a O a �C; i� N e1 W IY O LU z Z i((i�� m O FW- 0mo a� k p t+ g o J 00 Q ® Wys O ¢ Z ZCDCw (/~J fV N ~ W Z ^R ?5 Z a a LL LL LYN � L10ENyF •. VC� '. *� NO. 58705 _ VAOt�OF� '/7','70NAL I00\\\ A. LYNN MILLER, P.E P.E.# 68706 2X WOOD BUCKSTRIP �— EDGE OR FRAMING, SEE INSTALLATION TYPE M DISTANCE NOTE 2, THIS SHEET EMBEDMENT INSTALLATION 1/4• MAX TYPE M EMBEDMENT [_ I SHIM a 2X WOOD BUCKSTRIP OR FRAMING, SEE 114• MAX NOTE 2, THIS SHEET I 3 SHIM l 1 EXTERIOR a WINDOW BUCK HEIGHT VISIBLE LIGHT HEIGHT = WINDOW BUCK HEIGHT- 2.3/4" INSTALLATION TYPE N 4EN7 - • + DGE DISETANCE TYP. ANCHOR TYPE. EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 11, THIS SHEET USED AT CURVED EDGE FRAME MEMBERS ONLY DISTANCE 0 11-7/8" O.C. MAX. CONCRETEICMU PER ANCHOR REQUIREMENT 1/4' MAX. SHE'— 1 I+-- INSTALLATION TYPE O STEEL SELF -DRILLING SAPS (G5), SEE TABLE 11, THIS SHEET TYP. ANCHOR TYPE, EXTERIOR EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 11, THIS SHEET r1/4"MAX SHIM MWdI-DADE APPROVED MULLION —ij (SEE SEPERATE NOA), ALUMINUM, STEEL FRAMING OR STEEL STUD. SEE SUBSTRATE PROPERTIES, TABLE 11 THIS SHEET INSTALLATION TYPE N 1X WOOD BUCKSTRIP, SEE NOTE 2, THIS SHEET TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE. SEE TABLE 11, THIS SHEET v VISIBLE LIGHT WIDTH = WINDOW BUCK WIDTH - 2-W4" WINDOW BUCK WIDTH HORIZONTAL SECTION G-G TABLE 1 i EMBEDMENT J T EDGE DISTANCE CONCRETE/CMU PERANCHOR REQUIREMENT EXTERIOR V Anchor substrate Min. Edge Min. Min. Embedment Max. O.C. S I 012 or •14 410 SS Sobw P.T. SmOmm— na G-0.55 te' 7 8' 3. Aluminum. 80e3-115 mh 9/8" 0.0or 37 A36 Steel 3/8' QOBY • 3.r Steel StL4 Gr. 33 min. 318" 0.045 18 Go) • 37 #12 or S14 Steel Sorew (GS) P.T. Southern Plot G-0.55 91iM 1d/8' 3.r Aluminum W83-15 mtn. 3/8" 0.063' • 3.r A36 Steel 3/8" 0.063" • 3.r Steel ShA Gr. 33 min. 3/8' 0.045" 18 Go)' I 3.r 1q' 41099 pebFbx Ungrouted CM ASTM G90 2-1/2'1-1/4' ex Concrete (min. 3.35 kel) i" law ex VC steel Ultmoon Canereta(min. 2.85 kel 1" 1 V4' e.r Concrete min. 2.55 kai 2-1/2' 1-Le" 87 Ungmuted CM TM M 2-lfZ 1-iM B.r Grouted CMU ASTM C-90 2-1/7 1,V4' e.r 5116" Steel llmeoan Conorata min. 3.5 k 1.114" i V4' B.r GWed CMU TM C•10 2-1/P 11u, 87 • MIN, OF 3 THREADS BEYOND THE METAL SUBSTRATE. �SEE WOOD BUCKSTRIP, "UNGROUTED CMU' VALUES MAY BE USED FOR GROUTED CMU APPLICATIONS. NOTE 2, THLS SHEET INSTALLATION NOTES: • • • • • : • • • • • • • • • • • • • • • • • 1, USE ONLY ANCHORS LISTED ON THIS SHEET, FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS• • • • • • • • 2. WOOD BUCKS DEPICTED ON THIS SHEET AS 'IX-, ARE BUCKS WHOSE TOTAL THICKNESS IS I &@ THANe1M/r. 1X Y4D • • BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS-2X" ARE 1.172THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 3. FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FyLL SNORT TO rrt NoowFRAME. •• • VERTICAL SECTION H-H W1• • • • 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR Mi1WON NOAAPIbUES TO V•16LE SYS A, • • • • • • 0Niadd • Min. Fr Min. F, e 8 e2 kW 120k. 410 Sawa 90 kel 110 kal El. UereCor& 165 kai 177 kal 410 BB Ebo OrdeR•r• 127A kW 188.7 kai e063-T6 Aiur-m le kw 22 kal AA ehwl • 38 kal 6eka1 Or. Stud! • 33 kai 45 kal • • • • • • • • • ••••• • • • • • • ••• • • • •• •• PRODUCT REVISED as 0ing Ing with the Florida E•Bd NOA-No. 17-0614.11 Explration Date 02/19/2019 JR-OSPoB/17-UPDATED .. ANCHORAGE TO FBC 2017. LU P1 Y rn U •.a8 0 Ix N LU O LL $ Z •re 1; z 3:cWi � o •yA0 Z 3, f�7 0 Li �Z O o 07 ® Z z laws O O z Z < Z awes 3 P co Z dd LL LL ma rosa0 saps NOv pY LYNN 'It, No. UM SYONA�tti A. LYNN MILLER. PE. ASSEMBLY DETAILS FOR FLANGE &EQUAL -LEG FRAMES f ANGLEDICURVED FRAME ASSEMBLY 900 CORNER m FRAME ASSEMBLY 1 10 ALLCORNERSTUSE j GASKET /1 AND/OR SEALAN/ // f��.FLANGE EQUAL -LEG FRAME FLANGE FRAME EG FRAME MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDSME (SHOWN) OR CORNER KEYS AT SCREW BOSSES. SEALANT AT ALL CORNERS ASSEMBLY DETAILS FOR FIN FRAMES 90'CORNER FRAME ASSEMBLY m I i ALLCORNERSTO j USE GASKET I AND/OR SEALANT / JJnr 30 E�J D/CURVED ASSEMBLY R (SHOWN) OR CORNER KEYS AT SCREW BOSSES. SEALANT AT ALL CORNERS • ••• . ••• 0.0 • , • • • • • PRODUCT REVISED u can n9 •rifh ihf FbrMa smN•I•, otl• NOA-Nw 17-0614.11 laplmuon Dab 02/19/2019 NO CHANGES THIS SHEET. Ci' N � � •7.0 O OJ _j z U. S z ao d U U ci ® 0 � '•N 7M0 Z :3 C9 Co W o Z m 5 c� m O Q 0 gg ® bi W Z ° 3 z O In Z U) � •loss M. I n cp W gp U1 ?5 � O ;; a. a IL m Mau .,,,D nu•6 ONY LYNHM,.,� • rl.• • \,10ENSF'••�� NO. 58705 STEOP ' Fs''•�ORIDI'.•'' \�� s!oNaL A. LYNN MILLER, P.E. P.E.# 6B'706 It0m POT Part# Description Material 1 42530 Flanged Frame Alum. 6063-T5 2 4285 Equal-Isg Frame Alum, 6063-T5 3 4256 Integral Fin Frame Alum. W63-T5 4 4255 7/16' Lama. Glass Bearing Alum. W63:M 5 4254 LG. Glass Beading Alum. 6063T5 ea 4270 Installation Fastener Cowr Alum, 6063-T5 6b 4224 Installation Fastener Cow Rigid PVC 10 706MC Gasket (at 901 comer joints) Polyethylene 11 TP247/8 Vinyl Bulb WeeMeratrlp Flex PVC, Duro. e5 +/-1 13 Dow 791, e99 or GE 7700 Backbedding Silicone 20 716M Settle Block, Mono. 3/18' x 7/161 x 4" Neoprene, Duro, 86 +/-1 21 717D4AK Setting Black, I.G. 3/1e' x I-Wr x 4' Neoprene, Duro. 85 +/-1 29 #e x 1-1/4' FH SMS Stainless Steel 30 1 781PQX 1#8 x 11' Quad PH SMS Stainless Steel STRUCTURAL 1/4"NOM POLYISOBUTYLENE WITH DESICCANT ExT. GLASS INT. GLASS 75 KODISPACE 4SG TPS -- 2.784" 2.784" —►{ FZ —rA If I .074• .062' OBY 1 375'1.876438" 500",43g• 1.000"_iT . 500" ��F+— A5wa ocr r _ tl _ GW OFLANGE FRAME EQUAL-LEGFRAME #4253C,6063-T5 #4285,6063-T5 .970" I��-- .875- F1 —4— -- A80" 7/16" LAMI, OGLASS BEADING #4265,6D63-T5 Jam-{ �-- .346• .B__7LL5_T'____ T �11-- .D50- I.G. GLASS 5 BEADING #4254,6063-TS 2.784" ow ,074' ,062" 1.375" ,F r I 1.125" 07r 3 FIN FRAME #4256, 8063-T5 1.03r .050 INSTALLATION 68 FASTENER COVER #4270, 6063-T5 ELT BUM STRUCTURAL REINFORCEMENT POLYISO- DESICCANT FILL AREA SILI BUTYLENE 5116" NOM, 5/16' NOM. SEAL BUTYL & SILICONE SEAL �S� DESICCANT ROLL -FORMED FOAM STAINLESS STEEL 4,3116"NOM, E)CT.GLAEM'.GLASSINT, GLASS EXT.GLASS GLASS INT. G. 7e SUPER 77 DURASEALO 7e XL EDGE"" SPACER®NXT17 SPACER SPACER Part # Description Material 75 KDmmeding 4SG TPS Spacer System 76 Quanex Super Spacer nXr with Hot Melt Butyl See this Sheet for Materials 77 Quanex DuraseaiSpacer 78 Cardinal M. Edge Spacer •• ••• •� ••• i i ••• ••• •i• • ••• ••• • • • • • • •• •• • • • • • • PRODUCT REVISED as comPihod• wNh the FlcNda ealleing NOMto. 17-0614.11 Exphatlon Date 02119/2019 NO CHANGES THIS SHEET. 0 r$ OCD\1 Y r g sop p o ig ;7 1 d rn Z lWWL r tiw ea U � Lu 0 _ F z (D LLj � aua •- Z O C " 5 $ o FF- z Z 753-4 ® ZQ Z O ti p In = z N yZ 3 CDN O as LL m A'1 'ecr0 nurg LYSR �i'/. CEN * No. e8705 //Z,'0NAL ENG\\ /+nl1 n1n1 A. LYNN MILLER, P.E. P.E.0 58705 s�'SH Miami Shores Village : Building Department 10050 NE 2"d Ave. Miami Shores, FL 33138 6. 305-795-2204 / Fax 305-756-8972 f- i (J NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS S ,• A INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained b to perform special inspector services under the Florida Building Code 2010 at the 'ZZ' S f project on the below listed structure as of I I - l' • ( 7 (date). I am a re gistered architect/professional engineer licensed in the State of Florida. fvKr— Process Number: V 2 x 20V _ Special Inspector for Piling, FBC 1822.1.20 (R4404.6.1.20) _ Special Inspector for Trusses > 35 ft. long or 6 ft. high, FBC 2319.17.2.4.2 4409.6.17.2.4.2) A Special Inspector for Reinforced Masonry, FBC 2122.4 (R4407.5.4) _ Special Inspector for Steel Framing, FBC 2218.2 (R4408.5.2) Special Inspector for Soil Compaction, FBC 1820.3.1 (R4404.4.3.1) Special Inspector for Precast Attachments, FBC 1927.12.2 (R4405.9.12) _ Special Inspector for Roofing Applications, Lt.Weight. Insul.Conc. FBC 1917.2 (R4405.12.2) _ Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* • 1. 2. ...... 3. 4. ...... .. .... % 66O • *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by • • • • • • • education or licensure to perform the duties assign by Special Inspector. The qualifications shall fncludelicensuse as a • ..0* . *0 ..... professional engineer or architect: graduation from an engineering education program in civil or structural al engine enn4 • • • • • graduation from an architectural education program; successful completion of the NCEES Fundamewtals•ExamiMation; • or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authori:ed • • • , • • • • 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 Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspec e by the owner are in addition to the mandatory inspections performed by the d rtment. F rther po ompl work under each Building Permit, I will submit to the uilding Ins to th ime e fi inspection the completed inspection log form and a sealed stat di t' o >st of my knowledge, belief and professional judgment those po th �d above meet the intent of the Florida Building Code and are in sub c tt e.approval plans. Engine Architec Name p•XJ �✓� L!` tub d ed Print Da (- (' Address 3-7 5 N C- 012, �J i c ej -A ...,.•.e: i.YlM:—�'•.a•�lV .X-��.�.�:1 ~.,..,�ff��':��:; ......riT.,_...-..i.,..,,,� ,-.,�.�;`�.a..�•-��i�' ...�>r.:•..,« > fill- oo ic" . •r.v^-: y,,. -. ..s .n . .. Nv _. .n%'.v-.n--.6'_,.. _ v L r i r AT F _1 '-�1- Edward A. LANDE ES CONSULTING ENG1 7.7 14 Z &. 398 -w; �0AP23'eV38 FLQ,1 S S 1 O loss ... @sit• 2 f '(7 [d rd A CONSULTING ENGINEERS LANDERS, REs P.E. #038398 (305)823-3938 ^` » 0�p Edward A. NDERE, RE. CONSULTING ENGINEERS P.E. #038398 (305)823-3938 --Cj 6--f T-)e, 60 . .. ... .. ... • ... . ...... . ...... .. .... - eg - -Z•. .. ............... Z- '01 . .... . .... .......... . . .. .. ... ....... .. ... ..... .... . ... .. .... 0A A 01, ... ... .. ........ tj .. ...... .... ..... ... ... ... so *.o 4, .... .......... .. ..... . . ..... . ......... ...._... too o . . .......... .. Edward A. P.E. #038398 LANDIRS, RE* (305)823-393*8 CONSULTING ENGINEERS i TABLE3.2.1.2: Reinforced Wall Properties for Load Combinations Not Including Wind or Seismic Concrete Masonry Wall Properties Steel Reinforcement Pro erties 8 in E, 29,000,000 psi For Effective Depth , d =. 3.8125 in FY 60,000 psi (Table Arranged by Increasing MR) Out -of -Plane Resisting Moment and Shear for Ban; Positioned in the Center of the Wall d fm=1,350psi fm= 1,500psi r 5ie f'm = 1,350 psi Bar f' = 1,500 psi g A. , IVIs Bar Spacing q Bar Bar (1n2/ft) (in-lb/ft) ize (in) in2' (in- MR Size Bar Spacing MR Bar Spacing A O (In (in-lb/ft) Size (in) (in4ft) (in -lb q 808 8 0.90114,499 19,0008 g 72. 0.10 8,311 8 8 1. 9 21,860 8 72 6 8 0.6617.008 6 56 0,13 8,310 7 0.13 8,928 8 0 0 20,647 4 24 0.10 8,348 8 16 0.5916,609 5 40 0.09 7,753 g 6 0.6 -19,201 7 72 0.10 8,114 5 8 0.4716.221 7 72 0.10 7,582 5 16 0. 18,055 6 56 0.09 7,840 7 16 0.4515.660 6 64 8 0.47 17,511 5 40 0.09 7,786 8 24 0.4015.040 5 48 0.08 6,508 g 16 0.40 16,306 6 64 0.08 6,860 6 16 0.33 4 32 0.08 6,306 6 24 0.33 15,660 8 96 0.10 6,696 4 8 0.30 14,301 8 96 0.1.0 6,232 4 16 0.33 15,660 5 48 0.08 6,534 7 24 0.30 14,08T 6 72 0.07 6,232 7 8 0.30 15,381 4 32 0.08 6,331 8 32 0.30 13,987 7 96 0.07 6.070 8 24 0.30 15,196 6 72 0.07 6,097 8 40 0.24 13.160 6 56 0.07 6.678 8 32 0.30 14.118 7 96 0.07 56.085 .600 5 16 0.23 13,134 4 40 0.06 5,086 5 40 0.24 14,181 5 56 0.07 5,600 7 32 0.23 12.972 8 120 0.08 4,986 7 16 0.23 14,127 8 120 0.08 5,357 6 24 0.22 12,896 5 64 0.06 4,881 7 32 0.23 13,963 4 40 0.06 5,104 8 48 0.20 12,465 6 gg0.06 4,1552 24 0.22 13,871 5 64 0.06 4,900 7 40 0.18 12,103 7 120 0.06 4,549 7 48 0.18 13,982 7 120 0.06 4,868 6 32 0.17 11.758 5 72 40 0.18 12,982 6 96 0.06 4,573 5 24 0.16 11,506 4 48 0.05 4,2,3 6 32 0.17 12,592 5 7 48 0.15 11,374 4 56 0.04 3,655 4 24 0.16 • 12,315 4 48 . 0.05 4,278 4 16 0.15 11,374 6 120 0.04 3,642 7 18 0.15 12,171 4 56 0.04 3,667 6 40 0.13 10,830 g 96 0.04 48 0.15 12,.71 6 120 0.04 3,658 8 56 0.17 10,884 4 64 0.04 3,254 198 6 56 0.17 11,479 5 7 56 40 0.13 10,888 4 96 0.04 3,267 0.13 9,749 4 72 • • 0!0� � x8 �7 � • • • 64 0.04 3,209 5 32 0.12 9,598 5 120 • • 0, . • 56 0.13 10,432 4 72 0.03 2,852 8 64 0.15 9,349 4 96 0� . Z� � .. •64 0.15 10,044 5 120 0.03 2,614 6 48 0.11 9.105 4 120 �• 0.02 1,706 5 32 0.12 9,643 4 96 0.03 2,139 7 64 0.11 8,530 48 .0.11 9.146 4 120 0.02 1,711 • 7 64 0.11 9,128 .... ....... . • • .. . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . rn O coo a 0 O N Cn O O cc' G. w N 0 : t eW f AI G- 3. 571 S� U .... 2 Xc�d -7 .. . A :.... j.2 ... .. r 1 74 `true .t� ... ... ,.. k V. ...... 0�. 0A. .. .. ...... x r t, Edward A. P.E. #038398 LANDERS1 P.E. (305)823-3938 CONSULTING ENGINEERS _ ....... ..... .. . Edward A. LA DEN, PoEs CONSULTING ENGINEERS L/0 wi P.E. #038398 (305)823-3938 i—CA-re 5 -7 Z- • ga go ........ ... go 0 0,0:0 o v .......... .. 0 0.0 Edward A. LANDERS,--P,E, CONSULTING ENGINEERS P.E. #038398 (305)823-3938 I I--( p5v� T"LE 8.4 (Coretin d) Design values In pounds Per P egiiaTe inch (psi) :Species Tension and Size Shear commercial grade Sending oarallel Compression parallel (Perpendicular Compression Modulus classification F grain to grain parallel Non•Rense Select Structural � Fi F 1o�grain of No.1 Dense - v 1o,grain Elasticity Grading No.1 2"-4"thick 1850 950 F`1 iEc Rules 1450 90 E Ni9.1 Non -tense i 1300 775 90 480 1750 Agency NO-2 Dense 10' wide 725 660 175o 1,7D0,00o No.2 1200 650 90 565 1,800,000 No;2 Non -Dense 1200 625 90 480 1600 1,700.p00 No 3 ' 1050 575 90 660 1500 1.600,000 950 550 90 565 1650 1,700,000 Dense Select Structural 80 480 1500 1,60o,000 Select Structural 325 90 1400 Non -Dense Select Structural 2050 1100 565 1.466,000 19o0 90 850 1,400,000 No.1 Dense • 175D 1050 90 660� 1950 No.1 '" ""���^k 900 565 1800 ! I . 1,900,000 No Non-DenSg 1350 725 80 480 11 . 10,00 ense '1�"Wr:re 125o 675 90 660 170o 1,70Q000 No. 2. �-' 1150 600 90 565 170o 1,t300,000 1575 90 480 1600 1,700,000 on•Dense �660 9Q 1500 1 6pp000 No.3: 550 e - 9. 525 90 565 1 50 1,700,000 325 90 480 1350 1.600,000 Dense Structural 86 i�ry service conditions , 565 825 1,400 000 �1slistr�truCturdl7Z 2^'4^thick. 15 /o or. 1 400 000 I D 1 u 16' 2200 • • : • • 1 • pis moisture •�10 • 145� • i i 131 • • • 66600 20oo Dense Structural 86 i650 1,800•,00D Dense Stru (Wet serv,?Cre COnditlogs) 1 i80Q,000 Structural 72 2-1P2" 4^thidr 21� Sp16 Dense Structural 65 21400 ;1 1750 � 16DO • • at t 45 �2'8 wider • • d't� • • Y • 1300 • 0 • • • 440 1.600,000 11 .16-* A Iv,'! *, �•, 44Q 1000 1'B 000 SPIB �� ••• • • 'tit-_:;;�, • 000 �iFP.A ,(r:rrncrly \FPAt, Washington. DC. 1991. • • • • • • • • • • ••• • • • ••• • • Dense Select Struclural V-6"wide 114 i °°° ° °°° ° ° ° 000 ° ° ...... ..... . . .... ........ .. . .. ...... Y. ... ..... .. Edward A. LANDERS, P.E. CONSULTING ENGINEERS ...... ...... V-3 W • vLose 60669: do .-. A�f "=- ©,- 1-5 kt PL-Z441, c{ / P.E. #038398 (305)823-3938 L cq--L-cr 1, 1 --1 � --t -7 I/ Edward A. 1ANDERSLED111 CONSULTING ENGINEERS P.E. #038398 (305)823-3938 Edward A. IANDERSL P.E. CONSULTING ENGINEERS P.E. #038398 (305)823-3938 Edward A. 1ANDERS, RE, CONSULTING ENGINEERS P.E. #038398 (305)823-3938'� I --(-7 1 Iq Edward A. LANDERS, RE. CONSULTING ENGINEERS P.E. #038398 (305)823-3938 MECAWind Version 2.1..0.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2016 wwn.macaer�rerprises.com Date 11-1(e• 1-7 Project No. 1615186-01 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 : :Z5 NE 10S Street State : Florida Proj Location : Miami Shores, Florida File Location: C:\Program Files (x86)\MECAWind\1615186-ol.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 = C Natural Frequency - N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt - 1.00 Am = 0.15 Bm - 0.65 Cc - 0.20 1 = 500.00 Epsilon = 0.20 Zmin ft - 15.00 Slope of Roof = 3 : 12 Slope of Roof(Theta) = 14.00 ft Deg Ht: Mean Roof Ht = 12.50 ft Type of Roof = Hipped RHt: Ridge Ht = 15.00 ft Eht: Eave Height = 10.00 OH: Roof Overhang at Eave- 1.50 ft ft Roof Area 664.00 2 = ft^ Bldg Length Along Ridge = 45.00 ft Bldg Width Across Ridge= 50.00 ft :0•*:* Gust Factor Category I Rigid Structures - Simplified Method ...... , . Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 •' 0.85. •• Gust Factor Category II Rigid Structures - Complete Analysis :00:** Zm: 0.6*Ht •• •'ft• lzm: Cc*(33/Zm)^0.167 00 15.00 .••••. "�•�� ' Lzm: 1*(Zm/33)^Epsilon ' =..'0.23; '..' ..... ' = 4�7.06 Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 •66 ' fit ' '..' •���� .: ..•0.92: Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) ...... • = 0.88 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 Topographic Adjustment 0.33*z 13 Kzt (0.33*z): Topographic factor at elevation 0.33*z - 4.00 Vto o: Adjust V * = 5.00 P � per Para 27.5.2: V [Kzt(0.33*z)J^0,5 = 175.00 mph Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 50 ft wall L/B ph: Net Pressure at top of wall (windward + leeward) = 38.70 psf p0: Net Pressure at bottom of wall (windward + leeward) = 38.70 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 20.90 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 14.71 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 23.99 psf pw0: Windward wall pressure acting uniformly outward = p0-pi = 23.99 psf r,� MWFRS-k'all Pressures for Wind Normal to 45 ft wall LAB 1.11 ph: Net Pressure at top of wall (windward + leeward) = 38.14 psf p0: Net Pressure at bottom of wall (windward + leeward) = 38.14 psf ps: Side wall pressure acting uniformly outward = .55 * ph = 21.02 psf pl: Leeward wall pressure acting uniformly outward = .37 * ph= 14.03 psf pwh: Windward wall pressure acting uniformly outward = ph -pi = 24.11 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 24.11 psf See Fig 27.6-2 for Parapet wind pressures Ph Wall Pressures Sep Table 27.6-I �0 Roof Pressures See Table 27.6-2 Mean roof ht. Wind h —b Plan ...... P. .. Ele1.,ation .... . .. • Net Wind Pressures on Roof (Table 27.6-2): 0•:••% ��• �• Exposure Adjustment Factor .. .. ...... .- . . .. • 1. Q00 Zone Load Casel Load Case2 . • •••••• • psf psf •..• ... 1 -35.37 5.12 2 -24.35 -7.17 3 -36.05 .00 4 -32.18 .00 5 -26.37 .00 Note: A value of 'D' indicates that the zone/load case is not applicable. MECAWi.nd Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2016 cjtn,, mecaenterprises.com Date 11/17/201 Project No. 1615186-01 - Company Name Edward A. ianders, P.E. Designed By Edward A. landers, P.E. Address 7850 NW 146th Street Description Wind Pressures City Miami Lakes, customer Name : 2S NE J04y Street State File Location: Florida C:\Program Files (x86)\MECAWind\1615186-0l.wnd Proj Location Miami Shores, Florida Hip Roof 7<.0<=27 Wind Pressure on Components and Claddin •• ����� g (Ch 3�0 �°rdrt 2 ) All pressures shown are based upon ASD Design, with a Load*FttPeor of * 6 Width of Pressure Coefficient Zone "a" = 4.5 f �•••• 0 �••• Description Width Span Area Zone Max Min Max P••:N1V p :•. •0 ------------------------------------ ft ft ftA 2 GCp GCp Psf • • psf • • UPLIFT 2.00 10.00 33.3 1 0.40 -0.85 19.51 *34.88 ' UPLIFT UPLIFT 2.00 10.00 33.3 2 0.40 -1.44 19.53, 54� .94 ••�••• DOOR 2 2.00 10.00 33.3 3 0.40 -1.44 19.5-•r54.94 •••• DOOR 3 3.00 6.00 7.00 7.00 21.0 4 0.94 -1.04 38.12 -41.51 •• WINDOW B 3.33 3.33 42.0 11.1 4 4 0.89 0.99 -0.99 -1.09 36.32 -39.71 WINDOW C WINDOW D 2.00 4.33 8.7 4 1.00 -1.10 39.78 -43.18 40.05 -43.45 WINDOW E 4.00 4.50 4.33 3.33 17.3 4 0.96 -1.06 38.62 -42.02 WINDOW F 3.33 3.33 15.0 11.1 4 4 0.97 0.99 -1.07 -1.09 39.00 -42.39 39.78 -43.18 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256 *VA 2*Khcc*Kht*Kd 0.85 = 33.94 psf Hipped Roof Roof Overhang Loads (Figure 27.6-3): Load Case 1• Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 Load Case 2• Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 _ -26.53 psf _ -27.03 psf = 3.84 psf _ .00 psf + ..+... . ...... (�3) /-6) MIAM1•DADE MIAIYII-DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 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, 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 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.- DESCRII'TION: Series "SH-700" Aluminum Single Hung Window — L.M.I. APPROVAL DOCUMENT: Drawing No. 4040-20, titled "Alum. Single Hung Window, Impai sheets 1 through 11 of 11, dated 09/01/05, with revision F dated 05/05/16, prepared by rgan ;fnjturer,•signee and • • • • • sealed by Anthony Lynn Miller, P.E., bearing the Miami -Dade County Product Contr" RCvisior;$t;apM with • the Notice of Acceptance number and expiration date by the Miami -Dade County Prajtjf! ontrdi Section. • •' • • • ..... MISSILE IMPACT RATING: Large and Small Missile Impact Resistant. .... .. : " LABELING: Each unit shall bear a permanent label with the manufacturer's naltre•8r logo, city, state, • • • model/series, and following statement: "Miami -Dade County Product Control Appl`&,Wcr; unleg? ptlterwise 0 noted herein. ...... RENEWAL of this NOA shall be considered after a renewal application has been:fileii dnd there hus been...... no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a'revisidtf br change' ' in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shalt 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 th ser by the manufacturer or its distributors and shall be available for inspection at the job site at the req e f e Building Official. This NOA revises NOA# 15-0519.08 and consists of this page 11, d e ges E-1, E-2 and E-3, as well as approval document mentioned above.' The submitted documentation was reviewed by Manul Pe e ; P ' NOA No.-16-0714.06 MIAMI•DADE COUNTY Expiration Date: March 26, 2021 fn • • •. gA proval Date: August 18, 2016 � ` n Page 1 V PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 05-1018.01 and 07-0322.06) 2. Drawing No 4040-20, titled "Alum. Single Hung Window, Impact", sheets 1 through 11 of 11, dated 09/01/05, with revision F dated 05/15/16, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. B. TESTS 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 along with marked -up drawings and- installation diagram of a PVC sliding glass door, a PVC fixed window and an aluminum sliding glass door, using: Kodispace 4SG TPS spacer system, Duraseal® spacer system, Super Spacer® NXTTM spacer system and XL EdgeTM spacer system at insulated glass, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-8717, FTL-8968 and FTL-8970, dated 11/16/15, 06/07/16 and 06/02/16 respectively, all signed and sealed by Idalmis Ortega, P.E. 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TA$ 202-94 3) Water Resistance Test, per FBC, TAS 202-9.4 • • • • • • •; • ..4) Large Missile Impact Test per FBC, TAS 202-94 ' ;...;. '. 5) Cyclic Wind Pressure Loading per FBC, TA; ..94 • • • • • • . • • • • • • 6) Forced Entry Test, per FBC 2411.3.2.1, TAS.202-94.. along with marked -up drawings and installation diagram of an a v"hum single hung ..... window, with fin frame, prepared by Fenestration Testing LabCf%6ry, Inc.; Test. • • • • • Report No. FTL-4957, dated 10/03/06, signed and sealed by Eatnij do Lafgadtada, • • • • . . P.E. ...... (Submitted under NOA No.07-0322.06) ' 3, Test reports on: 1) Air Infiltration Test, .per FBC, TAS 202-94 • • • • • • • • • • •' ..2) Large Missile impact Test per FBC, TAS 201-9 .. 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. FTL-4958 and FTL-5063, dated 10/03/06 and 11/21/06, both signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No.07-0322.06) Manuel Per c, uE. �. Product Contrat Exa er NOA No. 16-0714.06 Expiration Date: March 26, 2021 Approval Date: August 18, 2016 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (coNwwED) 4. 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 single hung window, with fin frame, prepared by. Fenestration Testing Laboratory, Inc., Test Report No N.TL-4645, dated 08/11/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 07-0322.06) 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 single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-4649 and FTL4723, dated 10/05/05 and 08/11/05, both signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 05-101.8.01) 6. 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, TA.6S 208-94 • • • • • • 6) Forced Entry Test, per FBC 2411.3.2.1, TAS202 9 ...... .... ...... along with marked -up drawings and installation diagram of an UV window, with fin frame, prepared single hung d b Fenestration Testing Laborggw, Inc•.;'esl ; • • • • parey Reports No. FTL-4947 and FTL-4650, dated 08/11/05, both signed. And se 4W-11y • • • • • ...... .. . ..... Edmundo Largaespada, P.E. • .. .. . .. ...... (Submitted under NOA No. 05-1018. 01) 7. Test reports on:. 1) Uniform Static Air Pressure Test, Loading ger3C TAS 202-94 • ..2) Large Missile Impact Test per FBC, TAS 201-94 : 3) Cyclic Wind Pressure Loading per FBC, TA5•101-94 • • • • along with marked -up drawings and installation diagram ofnalunsiTest ung window, with fin frame, prepared by Fenestran g a Reports No. FTL-4948 and FTL-4646, dated 08/10/05, both signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No.05-1018.01) Manuel P ez, E. Product Control x in NOA No.16-0714.06 Expiration Date: March 26, 2021 Approval Date: August 18, 2016 E-2 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-511' Edition (2014), dated 05/12/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. (Submitted under previous NOA No.15-0519.08) 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0423.17 issued to Eastman Chemical Company (MA) for their "Safiex Clear and Color Glass Interlayers" dated 06/19/14, expiring on 05/21/16. 2. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Kuraray Butacite® PVB Glass Interlayer" dated 04/25/15, expiring on 12/11/16. F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5"' Edition (2014),.dated May ...... 16, 2015, issued by manufacturer, signed and sealed by A. Lyntj MiHjr, PA • (Submitted under previous NOA No.15-0519.08) • • • • • • • .... . ...... 2. Statement letter of no financial interest, dated May 16, 2015, i��gc;by manufacturer • signed and sealed by A. Lynn Miller, P.E. • • • • • • • (Submitted under previous NOA No.15-0519.08) 0000 ` • • • "' 3. Laboratory compliance letter for Test Reports No. FTL-4957, F'i -V58 8V4 FTL- ""' • 5063, issued by Fenestration Testing Laboratory, Inc., dated 1 O�Q31C?6, signed'd ' • •' • •...•• • • sealed by Edmundo Largaespada, P.E. *so*:* (Submitted under NOA No. 07-0322.06) • 4. Laboratory compliance letter for Test Reports No. FTL-4649, FTC-4723. IiL-4947,% • • FTL-4650, FTL- 4948 and FTL-4646, issued by Fenestration Testing Laboratory, Inc., dated 08/10/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 05-1018.01) 5. Proposal No. 16-0125 issued by the Product Control Section, dated March 09, 2016, signed by Ishaq Chanda, P.E. G. OTHERS 1. Notice of Acceptance No. 15-0519.08, issued to PGT Industries for their Series "SH-700" Aluminum Single Hung Window - L.M.I., approved on 07/09/15 and expiring on 03/26/21. f Manuel Pe, ez, .E. Product Control E am' er NOA No. 16-0714.06 Expiration Date: March 26, 2021 Approval Date: August 18, 2016 E-3 NOTES: IMPACT SINGLE HUNG FLANGED AND INTEGRAL FIN WINDOWS STANDARDS USED: •2014 FLORIDA BUILDING CODE (FBC), STH EDITION GENERAL 1. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2) •ASTM E1300-00 •ANSI/AF&PA NDS-2012 FOR WOOD CONSTRUCTION A. 5/16" LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A .090" KURARAY BUTACITE' PVB (BY KURARAY AMERICA, INC.) -ALUMINUM DESIGN MANUAL, ADW2010 •AISI•8100-07/S2-2010 OR .090" SAFLEX PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) OF 118" ANNEALED GLASS AND (1) LITE OF VB" HEAT STRENGTHENED GLASS WITH A B. 6/16" LAMI CONSISTING OF (1) LITE KURARAY BUTACITE® PVB (BY KURARAY AMERICA, INC.) OR.090' SAFLEX' PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) .090" C. 5/16" LAMI CONSISTING Of (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH A KURARAY BUTACITE PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX• PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) BPVB .090" (BY KURARAY AMERICA, INC.) D. 7/16" LAMI CONSISTING OF (2) LITES OF 3/16" ANNEALED GLASS WITH A .090" KURARAY BUTACITE OR .090" SAFLEX° PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/18" HEAT STRENGTHENED GLASS WITH A NOA DRAWING MAP E. 7116" .090" KURARAY BUTACITE® PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX• PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) OF LITES OF 3116" HEAT STRENGTHENED GLASS WITH A .090' KURARAY BUTACITE 8PVB (BY KURARAY AMERICA, INC.) SHEET F. 7/16" LAMI CONSISTING (2) OR .090" SAFLEX® PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) GLASS, AN AIR SPACE AND 5116" LAMI CONSISTING OF (2) LITES OF 1/8' ANNEALED GLASS WITH A GENERAL NOTES.............1 GLAZING DETAILS ............ 2 G. 13/16" LAMI IG: (1) LITE OF 1/8" TEMPERED KURARAY BUTACITE' PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX°PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) DESIGN PRESSURES.......3 .090" H.13116" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 5116" LAMI CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) LITE ELEVATIONS ..................... 4 OF 1/6" HEAT STRENGTHENED GLASS WITH A .90" KURARAY BUTACITE® PVB (BY KURARAY AMERICA, INC.) VERT. SECTIONS ............. 5 OR .090" SAFLEX' PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 5/16" LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS HORIZ. SECTIONS............ 5 PARTS LIST ....................... 6 I. 13116" WITH A .090" KURARAY BUTACITE P B (BY KURARAY AMERICA, INC.) OR.090" SAFLEX' PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) GLASS, AN AIR SPACE AND 7/16" LAMI CONSISTING OF (2) LITES OF 3/16" ANNEALED GLASS WITH A EXTRUSIONS .................... 7 CORNER DETAIL .............. 7 J. 13/16" LAMI IG: (1) LITE OF 1/8" TEMPERED KURARAY BUTACITE' PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX'PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) ANCHORAGE .................... B-11 090" K. 13/16" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 7/16" LAMI CONSISTING OF (1) LITE OF 3/16"ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH A .090" KURARAY BUTACITE' PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX' PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) GLASS, AN AIR SPACE AND 7/16" LAMI CONSISTING OF (2) LITES OF 3/15" HEAT STRENGTHENED GLASS L. 13/16" LAMI IG: (1) LITE OF 1/8" TEMPERED KURARAY BUTACITE VPVB (BY KURARAY AMERICA, INC.) OR.090" SAFLEX' PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) WITH A .090" SPACE AND M GLASS, AN AIRING) OR 905SAFLEX 11 PVBINNSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A 13/6"LAMI IG: INTERLAYER (BY EASTMAN CHEMICAL COMPANY) (BUTACITOE'1PV KURARAY AMER CALED .090, KURARAY BY . 2. CONFIGURATIONS: "OX" (1/1, 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 1300. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300. 4. ANCHORAGE: THE 33 113% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. PRODUCT REVISED ns rnolpiyiey with the FIMMA 5. SHUTTERS ARE NOT REQUIRED. Bai10od0 ((p•O t Atteptmce Nu 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. tmt D°t` ;� 7. REFERENCES: TEST REPORTS FTL-4645, FTL-4646, FTL-4647, FTL-4648, FTL-4649, FTL-4650, FTL-4651, FTL-4723, FTL-4957, FTL-4958 AND FTL-5063. By D tiwni )wk praEuat Cu»u ANSI/AF&PA NDS FOR WOOD CONSTRUCTION ALUMINUM DESIGN MANUAL 8. SERIES/MODEL DESIGNATION SH79, ALSO REFERRED TO AS SH701. 0 BEEN DESIGNED &TESTED TO COMr•.Y WITH T* R%4RE3AEVSbF=HFyFLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY 9. THIS PRODUCT HAS HURRICANE ZONE (HVHZ). to • • • • • • • • • • HVHZ ASME 3M,, bNLYVAZIA OPTIOA 1AI M TEMPERED CAPS (G-L) ARE ALLOWED. 10. FOR INSULATED GLASS INSTALLATIONS IN THE F ADDED SPACERS TO SHEET 2. y E01%1�(�3Y 1u21VET"71 GENERAL NOTES• HUNG WINDOW, IMPACT • •10 • ��o eox� ALUM. SINGLE A. LY�It '&UER, P.E. • • • • tee. a+rt a ."- a.: µ NOKOMIS, FL 34274 "WhAy Better SN700 NTS 1 a 11 4040.20 F FL P.E.# 58705 i • • i • i i • • • • • • • • • • • • •• •• • • • • •• •• ••• • • ••• • 0 1/2" NOW GLASS BITE 118" ANNEALED OR HEAT STRENGTHENED GLASS 090 PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 6/18" NOM. 5/16" LAMINATED GLASS 80,81 or 82 71-74 1/2" NOM. GLASS BITE 1/2" NOM. GLASS BITE Part# Description Material 71 Kommeding 4SG TPS Spacer System See this Sheet for Materials 72 Quanex Super Spacer nXT with Hot Melt Butyl 73 Quanex Duraseal Spacer 74 Cardinal A. Edge Spacer 3/18" ANNEALED OR HEAT STRENGTHENED GLASS .090 PVB INTERLAYER 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 7/16' LAMINATED 7/16" LAMINATED GLASS 83,84 or 85 71-74 a EXTERIOR INTERIOR (ALL SECTIONS) "PV - KURARAY BUTACITE 112" NOM. PVB INTERLAYER GLASS BITE °r SAFLEX PVB INTERLAYER BY �n EASTMAN CHEMICAL COMPANY 1/8' ANNEALED OR HEAT STRENGTHENED GLASS 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 090PVBINTERLAYER 090 PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 3116" ANNEALED OR HEAT STRENGTHENED GLASS 5/16' LAMINATED 7/16" LAMINATED AIR SPACE AIR SPACE 118" ANNEALED OR TEMPERED GLASS 118" TEMPERED GLASS 13116" NOM. 13/16" NOM. 13/16" LAMI IG GLASS W/ 5/16" LAMI 86,87,88 or 92 13/16" LAMI IG GLASS W/ 7/16" LAMI 89,90 or 91 STRUCTURAL STRUCTURAL SILICONE POLYISOBUTYLEN 1/4" NOM. FOAM WITH WITH DESICCANT DESICCANT EXT. GLASS EXT. GLASS INT. GLASS KODISPACE 7, 4SG TPS HOT -MELT BUTYL SUPER 72 SPACER®NXT' • ••• ALUMINUM 3/18" NOM. 8/16" NC BUTYL s DESICCANT FOAM EXT. GLASS } __� • • • • • IN. • • • .3 DURASEALO " SPACER ••• ••• ••• ••• • 1070 TECHNOLOGY DRIV• • • • ON. VENICE, /L94275 • • •_ P.O. BOX 1629 NOKOWS, FL 34274 1 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• 0 0 n�.clwcn I POLYISO- DESICCANT FILL AREA BUTYLENE 5/16"NOM. SEAL SILICONE SEAL ROLL -FORMED STAINLESS STEEL EXT.GLASS GLASSINT. GLASS XL EDGE 74 SPACER ILUM. SINGLE HUNG WINDOW IMPACT SN70o Full 2 a 11�40L40-20 NOTE: LAMI IG OUTBOARD LITES MAY BE UPGRADED TO 3/18" WITH NO CHANGE IN DESIGN PRESSURE. PRODUCT REVISED m emptying with em Florids Euildiug Code //�� Agxpianee Not ' O l ei".�' Ex imt pate µ'G ny Miami I ade Product Con \\\1111 III"/ ,....,.. /i I11' A. LYNN MILLER, P.E. FL P.E.# 58705 "91 III FLANGE OR INTEGRAL FIN WINDOWS WI HIGH SILL OPTION BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WINDOW HEIGHT WIDTH GLASS TYPE 63" Bell 68" 70" 72" T4" TABLE 1. 76" 48" A,B,M +80.0 -80.0 1 +80.0 -80.0 1 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 50" A,B,M +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +79.0 -79.0 62" A,B,M +BO.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +78.8 -78.8 +77.3 -77.3 +75.9 -75.9 531/8" A,B,M +80.0 -80.0 +80.0 -80.0 +79.6 -79.6 +78.2 -78.2 +76.9 -76.9 +76.4 -76A +74.0 -74.0 UP TO63118" C,D,E,F,G,H,I,J,K,L +80.0 -80.0 1 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 STANDARD VIEW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS WI HIGH SILL OPTION BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WINDOW HEIGHT WIDTH GLASS TYPE 38 3/8" 44" 606181, 63" 72" 74" TABLE 2. 76" 46" A,B,M +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 60" A,B,M +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +79.9 -79.9 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 62" A,B,M +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +76.0 -76.9 +70.0 -70.0 +68.8 -68.8 +67.6 -87.6 631/8" A,B,M +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +75.0 -76.0 +68.0 -68.0 +86.7 -66,7 +B6.b -85.5 UPTO531/6" C,D,E,F,G,H,I,J,K,L +80.0 .80.0 +80.0 -80.0 +80.0 80.0 +80.0 80.0 +70.0 -70.0 +70.0 -70,0 +70.0 -70.0 CUSTOM VIEW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS WI HIGH SILL OPTION TABLE 3 BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WINDOW HEIGHT MINUS SASH HEIGHT (MAX. WINDOW HT. W/ SASH = 76" FLANGED AND 76" INTEGRAL FIN) WIDTH I GLASS TYPE 1 17 1/8" 1 2211/16" 1 28 3/16" 1 33 314" 39 6116" 4413/16" 1 50 318" 6616/16/ 631/8" D,E,F,J,K,L4 +80.0 -80.0 +80.0 -80.0 +80.0 -80,0 +80.0 -80.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 GLASS TYPES: TEST REPORTS TABLE 4. A. 5116" LAM I - (11WA,.090,1/8" q) FTL4647, 4648, 4723, 4957 B. 5/18" LAM[ - (1/8"A,.090,10HS) FTL-4647, 4648 C. 6116" LAMI - (1/8"HS,.09%1/9'1-IS) FTL4647, 4848 D. 7/16" LAMI - 3/16"A,.090, 3/16 A FTL4645, 4885 E. 7/16" LAMI - (3/16"A,.090, 3/16"HS) FTL-4645 F. 7/16" LAMI- 3/16"HS,.090, 3/16"HS) FTL4645 G. 13/16" LAM] IG -1/8" T, AIR SPACE, 5/16" LAMI - 118"A,.090,1/8-A) FTL4646, 4723 H. 13MIT' LAMI IG - 1/8" T, AIR SPACE, 5/16" LAM] - 1/B"A,.090,1/8"HS FTL4646 I. 13/18" LAMI IG -1/8" T. AIR SPACE, 5/16" LAMI - 1/8"HS,.090,1/8"HS FTL4646 J. 13/16" LAM[ X3 -1/8" T, AIR SPACE, 7/16" LAMI - 3/16-A,.090, 3/16"A FTL4649, 4650 K. 13116" LAMI IG - 1/V T, AIR SPACE, 7/16" LAMI - (3/16"A,.090, 3/16"HS) FTL4649, 4650, 4958 L. 13/18" LAM] IG -1/8" T. AIR SPACE, 7/16" LAMI - (3/1% S,.095, 6" S) • • • • A49, 4650 M. 13/16" LAMI IG - 1/8"A, AIRSPACE, 5/16" LAM[ - 1/8�A 090, 1/ ' • • • • • • NIL-5063 MEETING RAIL HT. I H HT. MEETING RAIL -T .X„ SST WIT. MINUS SASH HT. HT. MEETING RAIL j .X„ SASH NOTES: 1. WINDOWS WITH THE LOW SILL OPTION ARG Lmar•4T0 A?6Sff11e1DE:IGo PW9URE OF +64.0 PSF OR LOWER AS 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 CUSTOM WINDOWS ARE 12 6/8" MINIMUM TO 38" MAXIMUM. 4. GLASS TYPES C. G, H, AND I MAYBE USLb IN rH ONLY• • • • • • • • • • • • • • 10707EEHNOLaGY ORIVS DESIGN PRESSURES R p.� • • • • • • k VENICE, /4275 • >d P.O. BOX 1529 • �� ALUM. SINGLE HUNG WINDOW, IMPAC7 On oar: NOKOMIS., R 34774 ylrl* Bemr an.r7oe� - er."w•w. sN7oo NTS 3 w 11 4040-20 • • • • • • • • • • • • • • • • • • • • • • ••• • 0 • ••• • • PRODUCT' REVISED oa c"mPlYiuB with the film& Buildiu8 Code A-ptwm No IG-0 14 I`-�pirnti,m DeleL , ,,�{I1?1;l, pl A. LYNk UdER, P.E. FL P.E.# 58705 53118" MAX. FLANGED WIDTH 52 1/8" MAX. I.F. WIDTH 49 5/8" MAX. FIXED D C DLO (ALL) —11 75' MAX. 75 MAX. Lf I.F. A A I.F.I.F. SEE DLOO TABLE D—j HEI HT SEE DILO O HEIHT SEE DLO HEI76" MAX.76" MAX. 76" MAX. FLANGEDL FLANGED FLANGED HEI HT HEI HTHEI HT SEE DLO X.TABLE x S H SEE DLO X SEE SEE DLOSEE (MHEI HTTABLE NO E 4 TABLENO E 4 48 1/4'. MAX. VENT DLO (ALL) DETAIL B DETAIL C DETAIL A VIEW (STANDARD SASH) RADIUS TOP (STANDARD SASH) 1 /1 B SEE DLO TABLE O SEE DLO i ABLE III X 1 E 75" MAX. I.F. E —J HEI HT 76" MAX. FLANGED HEI HT 20" SASH HEIGHT B—� DETAIL D DETAIL E VIEW (CUSTOM SASH) • • • • • • • RADIUS TOP (CUSTOM SASH) NOTES: • •• • • • • ••• • 1. SEE SHEET 5 FOR VERTICAL AND HORIZONTAL SEC•Tp$I D&1.S.• • • • • • • • 2. SEE SHEET 7 FOR CORNER DETAIL VIEWS. 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. • ••• ••• ••• ••• ••• Xnabrir • • • • • v9dw- -now.• • • • • • 10jjO T&HNOd DRI4! •I4. VENICE,40 1II4275 P.O. BOX 162E NOKOMIS, FL 34274 1�irrbb Berm �cw waHM5 .l J_ p2&07 75" MAX. I.F. HEI 3HT SEE TAII 76' MAX. FLANGED HEI HT i 20" SASH SEE DLO HEIGHT Q j x j • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ELEVATIONS ALUM. SINGLE HUNG WI rwstea: aae: � SH7w NTS 1 4 d 11 4040-20 PRODUCT REVISED " complying with Ifia Rk" Building Cods R4cypinft4V gAp I G+- O I . b fo tty Miami a e Prtlduct J u,. :ifsrh' jt If ;:,,1�:�6 JAL 1.'LYN�r61-LER, P.E. FL P.E.# 58705 F:::' MAX. FIXED LITE DAYLIGHT OPENING OUTSIDE VENT DAYLIGHT B-B INSIDE 7,8 OR 17 NOTE: MIN. (1) SWEEP LATCH AT VENT CENTERLINE OR OPTIONAL BOTTOM LOCKS, (1) 8" FROM EACH SIDE OF SASH. INSIDE MAX. VENT DAYLIGHT OPENING I I I_ 1�� IC 1J04 MAX. FIXED LITE DAYLIGHT OPENINC MAX. WIDTH SECTION A A INTEGRAL FIN (I.F.) FRAME SECTIONS 47 2. 48 HIGH SI L 2. 30 LOW SI).L 49 HIGH SILL 48 LOW SILL —1 HEAD 68 I.F. FRAME 53 . OUTSIDE Jd (HIGH SILL) 52 (LOW SILL) SEE NOTL•ABOWN • • • • • 54 12 Ub ALIV. • • • • 6g • • • • ULTRALIFT ONLY 12 ONLY • �•• ••• ••• ALTERNATE HIGH SILL • • • • • • *lGT SECTIOI • • • 107D TF�HNO GY DRIV••• •• •N. VENICE, 275P.O. BOA520 ALUM. 5 NOKOMIS, FL 34274 Vwby Better e1*11o1"' SH70 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • `\iE OUTSIDE INSIDE —2.710"— SECTION C-C RADIUS TOP (HEAD DETAIL - FLANGED VERSION) 'LE HUNG WI Half 15 d 11 4040-20 NOTE: BALANCE PARTS USED BASED ON SASH WEIGHT 9,10,11,15,16 2.710" PRODUCT' REVISED as complying with the Flo" eWlnmacoee tj•o 14. t Acceplmw No p[al' Uate , I Ry A4•ia[ai ck Pmdeet Ill/;+ �, ,t• Ivy! �. A. LYNN MILLER, P.E. FL P.E.# 58705 1 4002A' FLANGE FRAME HEAD 612225 2 1155 #B X 1.000 QUAD PN. SMS 781 PQA 3 I dBO3C In ANRE FRAME SILL (LOW SILLI 6'12226 5 1626 ADHESIVE OPEN CELL FOAM PAD 7PADIS26 6 4004 FLANGE FRAME JAMB 612227 7 4025 SASH STOP 612244 8 4025 SASH STOP EGRESS)1.125 LONG 612244 9 4029 SPIRAL BALANCE, 318", 518", OR 11/16" 10 1080 BALANCE COVER, 3/8" OR 5/B" SBALCVR916 11 #8 X.750 PH. PN. SMS 7834M 12 BALANCE BOTTOM BRACKET 7BALTBKT 13 1085/1086 SASH TOP GUIDE 42504 15 #8 X 1 PHILLIPS FLAT HEAD S. STL 78X1 FPAX 16 1080-1 BALANCE COVER, 11/16" 6BALCVR870 17 4053 SASH STOP COVER 64053 18 4029-1 SASH BRACKET 7ULBRKT 19 #8-32 X 1/2" LG. PH. FH. TYPE F S. STL 7832X12FPFX 21 4054C FIXED MEETING RAIL 64054C 23 4006C SASH TOP RAIL 64006 25 1236 WSTP.,.170 X 270 BACK, FIN SEAL 67S16G 26 1096 SWEEP LATCH 71096 27 1016 #8 X .625 PH. FL. SMS 7858 28 4007 SASH BOTTOM RAIL (LOW SILL) 612230 30 1226 WSTP., BULB VINYL STP249 31 4008 SASH SIDE RAIL 612231 34 1268 SASH FACE GUIDE 42501 35 1822 LAMI SETTING BLOCK 3132" X 25/64" X 1" 71622K 36 1052 LAMI IG SETTING BLOCK 1" X3/4" X 1/16" 71052K 37 1224 VINYL GLAZ. BEAD BULB (THICK) BTP247W,K 38 1226 VINYL GLAZ. BEAD BULB (THIN) 6TP248K 41 4039B GLAZING BEAD, 5/16 LAM GLASS, 64039B 42 4044B GLAZING BEAD, 5116 LAMI W/GRILL KIT 644703 44 4222A GLAZING BEAD, 7/16" LAM 84222 46 985C GLAZING BEAD, 7/16" LANK W/GRILL KIT 6985 48 4067 GLAZING BEAD, 13/16" LAMI I.G. 64067 47 4071A FRAME, I.F. HEAD 64071 48 4072A FRAME, I.F. LOW SILL 64072 49 4073A FRAME, I.F. HIGH SILL 64073 60 4074B FRAME, I.F. JAMB 64074 52 4009 SILL LATCH (EGRESS) LOWSILL 764009 53 1088 SPRING, SILL LATCH (EGRESS) 7SPRNG 54 2740 SILL LATCH (EGRESS) (HIGH SILL) 62740 55 1014 SCREEN FRAME (HOR. & VER.) 61014 56 1630 SCREEN CORNER KEY W/RI • • • 71820• 57 1631 SCREEN CORNER KEY WIOUT RINGS • • • • • • 7 31 58 1073 SCREEN SPRING • • • • •7CAASP 59 1624 SCREEN SPLINE-.135 DIA FWlM 000 • • • • 08162A T • • • 1WRfECHNOOOGY DRNE • • • A VENICEIFL 34275 • P.O. BU• I. NOKOMIS, FL 34274 • • • 009 • • • • • • • • • • • • • ••• • 0 ITEM DWG.# DESCRIPTION PGT# 60 1635 SCREEN SPLINE-.135 CIA HARD 61635K 61 SCREEN CLOTH 61816 63 505 GLAZING CHANNEL (.688 X.600) 6533402 64 1161 #6 X 1.000 PH. BUGLE TEK 706X1 87 GLAZING TAPE,1/16 X 1/2 -7/16 LAMI 62BV1510 68 4051A SASH BOTTOM RAIL HIGH SILL 64061 69 4050A IFLANGE FRAME SILL HIGH SILL 64050 70 ISILICONE, DOW 899, 996 OR EQUIV, 80 A GLASS, 5/16" LAMI, 118"A.090 PVB,118"A) 81 B. GLASS, 5/16" LAMI, (1/8"A.090 PVB,1/8"HS .82 C. GLASS, 5/16" LAMI, (1/8"HS,.090 PVB,1/B"HS 83 D. GLASS, 7/16" LAMI, (1/8"A.090 PVB,1/8" 84 E. GLASS, 7/16" LAMI, (1/8"A.090 PVB,1/8"HS) 85 F. GLASS, 7/16" LAMI, (1/8"HS,.090 P\/B,1/8"HS) 86 G. GLASS,13/16" LAMI IG;1/8'T, AIR SPACE, 5/16" LAMA, 1/8"A.090 PVB,1/8" 87 H. GLASS,13/16" LAMI IG; 1/e'T, AIR SPACE, 5/16" LAMI, (118"A.090 PVB,118"HS) B8 I. GLASS,13/16" LAMA IG; 1/8"T, AIR SPACE, 5/16" LAMI, 1/8"HS,.090 PVB,1/8"HS 89 J. GLASS,13/16" LAMI IG; 1/8"T, AIR SPACE, 7/16" LAMI, (3/16"A.090 PVB,3/16" 90 K. GLASS, 13/16" LAMI IG; 118"T, AIR SPACE, 7/16" LAMA, (3116"A.090 PVB,3/16"HS 91 L. GLASS, 13/16" LAMI IG; 1/8'T, AIR SPACE, 7/16" LAMI, (3/16"HS,.090 PVB,3116"HS 92 M GLASS, 13116" LAN IG; 1/8"A AIR SPACE, 6/16" LAMI, 118"A,090 PVB,1/8"A) 2.784 1, 30 062 47 FRAME, I.F. HEAD #4071A,6063-T6 49 FRAME, I.F. HIGH SILL #4073A,6063-T6 48 FRAME, I.F. LOW SILL #4072A,6063-T6 2.37 2. 10IC NOM THICKNESSS 50 FRAME, I.F. JAMB #4074B,6063-T6 (USED AS RADIUS TOP HEAD) PARTS LIST ALUM. SINGLE HUNG WINDOW, IMPACT Visibly Better - 801�" e"` 8H7D0 NTS 6 a 11 4040-20 PRoD1aCP R13VISED as cmmdyia8 with n• Flo" BaiWng Code A-pt". hlo .014.0e _. L. iml' Date: , By Miami de Product Coeard i A LYNk 10LLER, P.E. FL P.E.# 58705 �► -- 2.784 1.363 .062 O FLANGE FRAME HEAD #4002A,6063-T6 1.749 2 7710 .082 O FLANGE FRAME JAMB #4004, 6063-T5 (USED AS RADIUS TOP HEAD) 062 2.830 2.330 I— 2.784 O FLANGE FRAME SILL (LOW) #4003C,6063-T6 .0621.490 -1.451- { T OSASH STOP #4025,6063-T5 -�{ 1.342 ff I.--2.279� .062 5 I 1.707 I 2.15 .062 21 FIXED MEETING RAIL 23 SASH TOP RAIL #4054A,6063HD-T8® #4006C,6063HS-T8 3.446 i+-2.784 69 FLANGE FRAME SILL (HIGH) #4050A,6063-T6 • 2.326 2.838 ' •• •• • • •• 00 • • . •• • •• •• ••• •• • • • •• OSASH BOTTOM RAIL (HIGH) 68 #4051A, 6063-T5 • ••• ••• 10i TECHN;OGV DRIVE • • • • • • .GENIC: 34275 • • • P.O.50K lot 8 NOKOMIS, FL 34274 -1.613+{ 738 040 1 1 1� SASH STOP COVER #4053, 6063-T5 SEALANT ALONG ENTIRE JOINT I.F. FRAME SEALANT OR GASKET\— � AT HEAD AND SILL V I VIEW D-D VIEW E-E �a& VIEW HEAD & SILL, RADIUS TOP SILL) (RADIUS TOP HEAD ONLY) _ FRAME CORNER CONSTRUCTION 1r.050 ' 1.165 (jTIC—� 999000 TTT IIICCCLLLLL--' .878 1.090 -T .062 1.349 GLAZING BEAD, 5/16" a #4039B, 6063-T5 31 SASH SIDE RAIL #4008, 6063-T5 28 SASH BOTTOM RAIL(LOW) #4007,6063-T5 �r 05� p 1 IC 878 1.096 44SS—I-----ILL�� T 44 GLAZING BEAD 7/16" #4222,6063-T5 WELD ALONG BOSS (2) i 678 .050 1.098 T 42 GLAZING BEAD, 5/16" PRODUCTREVISED As M100.13 with the plmida #40448, 8083 T5 Aa HtwiCode p wa No IG-0 14.0(o (USED W1 GRILL KIT) E rPir"1 Dxc �21 By J� Mimi dd. Product Cue 'a 683 ,0f0 678 1.097 050--I � � I 46 GLAZING BEAD, 13/1 1,115-T� #4067, 6063-T5 45 GLAZING BEAD, 7/16" #985C,6063-T5 (USED W/ GRILL KIT) ' EXTRUSIONS & FRAME CORNER DETAIL WT ALUM. SINGLE HUNG WINDOW, IMPACT Visibly Better ewN`1i4tl1 `" 1°r0 °""1°"' S11700 Half 1 7 all 14040-20 u; IG , A. LYNN fv{ILLER, P.E. F FL P.E.# 58705 ANCHOR QUANTITIES FOR 1/1 FLANGED WINDOWS TABLE 5. WINDOW HEIGHT SUBSTRATE: 28.603 1 34.603 40.603 46.603 52.603 58.603 64.603 76.000 ANCHOR TYPE: p O U N Z U Z p w O U N Z U Z p 01 O U N Z U Z p M O U 04 Z U Z p t+r 0 U N Z U Z p M O U N Z U Z p M O U N Z U Z p M O U N 2 U Z WINDOW GLASS O' U OcY U O' 00 Onf O' 00 ONO�ON 00 O"Ori 00 O' 00 Oci O' 00 ON O` 00 O WIDTH TYPE C,D,E,F,G, 1 1 1 1 1 1 1 1 1 t 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 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 2 2 3 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 AB,M _. _ _.. _ _.. ... 1 2 Ill 15 1 2 11111121212 1 2 212 2121212 2 2 2 2 2 2 2 2121212 2 2 2 2 2 2 2 2 2 2 3 212 3 3 C,D,E,F,G, 1 1 1 1 1 t 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 21 1 1 2121 21 2221 22222222222212222322 22232223332233 t 1 1 1 1 1 1 1 1 1 1 1 1 1 112 1 1 1 1 1 1 1 1 1 /{B,M 121 1 112 1 21�21 2221 222222222222222322 22232223332233 C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 2 1 1 2 1 1 32.000 H,I,J,K,L 1 2 1 2 212 213 1 2 2 2 213 1 2 2 3 2 3 2 2 2 3 2 3 2 2 2 3 3 3 2 2 3 3 314 312 3 3 3 4 3 3 414 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 f,B,M 1[2 1 2 2I2 2 3 1 2 2 2 2 3 1�2 Y 3 2 3 212 2 3 2 3 2 2 2 3 3 3 2 2 3 3 3I4 312 3 3 314 3�3 414 C,D,E,F,G, 1 t 1 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 37.000 H,I,J,K,L 22 112212231 2232322232 322232323`23 *3423 33'3433314353344 1 1 1 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 fAB,M 21211222231223232223232223232I323342333343133l4353344 PSF 79 C,D,E,F,G, 2 2 2 2 2 i 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,L 221 22223222 32322232323232�423333423 34353334453344 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 AB'M _2 2 2 1i2 212 213.212 2 3 213 2�2 2 3 2 3 2 3 2 3 2j4 2 3 3,13 3 4 2 3 3 4 31613131314 4 5 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 25132 2 2 2 2 44.000 H,I J,K,L 2 2 2 2 2 2 2 3 2 2 2 3 2 3 2 2 3 3 2 4 2 3 3 3 3 4 _. _. 2 3 _ . 3 3 . 3 4 2 3 3 4 3 3 3 4 4 5 3 4 4 5 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 f�B M 222122[223222I3232233242�3333�423333423 343533 344531445 PSF 79 79 C,D,E,F,G, 2 2 2 2 2 2 2 2„ 2.. 2.,, 2 2 2 2 2 2 2 3 2 2 3 2 2 48.000 H,I,J,K,L — 222I222232I22334233334233431421334 _. ... ._2. ._ 3533 343,533454634515 ABM 2 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 2I2 2 2 2 3 2� 2I3 3!4 ( 3I 3 213 3 4 3 4 2I3 3-14 3l5 3I9 3I4 3I5 3�3 4 5 4 6 3�4 5I5 PSF 72 79 79 • • • • • • • • 53.125 C,D,E,F,G, H,IJ,K,L 2 2 2 2 2�2 2 2 2 2 2 3 2 •2 2.. 2j •`2 S 4 2� 28 4 3 4 2• 3I� �_. 3 Z 3 3�4 2 3 3 2 3 4 3 3 5 2 3 3 2 4 4 3 4�6 2 3 4 3 4 5 3 4 6 2 3 4 3 5 6 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 2 3 2 3 qB,M =�:2 12 2�3 3 4 213 3�4 3 4 2 3 3 4 3j4 3 3 3 4 3 5 313 414 415 3I3 4 5 4I6 314 4 5 ftwft- • • • • t071fE NICEIW 3 DRIVE ^� ANCN! • • • ....IINOWG 4276 -r `ate'' T� MY: ••• • •• •• • • •P.O.BOyt528 ALUM. w."n er. ar a abe ow: NOKOMIS, R. 34274 Visibly Better F.K. 7a M5 J.J. 2/23707 8F1700 ••• • • • • ••• • • • • • • • • • • ••••• • • • • • • ••• • • • •• •• 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 -18 1/2" MAX. FROM TOP CORNERS JAMBS -17 1/2" MAX. FROM TOP CORNERS 15" 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 ARE 1" LESS. 5. 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 SIZE AND GLASS TYPE IS AVAILABLE. TABLE KEY: MAX. PSF (DP LIMITED) 118 PRODUCTREVISED as —orAydng with the Florid¢ HEAD 2 Ame� Code No O O JAMB ABOVE 2 3 E Itretin Dote r r MTG. RAIL JAMB BELOW Mianu a. roduct control MTG. RAIL (FULL DP) a i; ; HEAD 2 JAMB ABOVE 2 3 MTG. RAIL JAMB BELOW MTG. RAIL i C{• 'PACING, 1/1 WINDOWS NTS 1 8 - 11 I 4040-20 .6 A. LY1414, YIILLbk P.E. FL P.E.# 58705 ANCHOR QUANTITIES FOR STANDARD VIEW AND RADIUS TOP FLANGED WINDOWS TABLE 6. WINDOW HEIGHT SUBSTRATE-."",—.-29.655 37.155 44.655 52.155 59.655 1 67.155 74.855 76.000 ANCHOR TYPEffE ❑ 0 U z O U z U ❑ U Z NO"u O 0 ZcoO U ❑ 0 z�zef0 N^ `� U ONNOON 0 ❑ U z U U zM0 U ❑ U Z_zr�O NO L) U ON U ❑ U z,-,zr�0 NO 0 0 ON 0 ❑ � 0 z NOON 0 0 zmo 0 ❑ U z NO 0 z �0 WINDOW WIDTH GLQNO�Otu TYs C,D,E,F,G, H,I,J,K,L 1 7 1 1 1 1 11 1 22212222 1 1 1 1 21 1 2122Y222222222222222232223219.125 1 1 1 1 1 1 1 1 1 1 1 1r32 1 1 1 1 1 2 22 1 2 2 2 2 111A,B,M1 2 12 2 2 2 2 2 22 2 2 2 2 212 2 2 2 2 2 j 2 3 2 2 2 312 2 2 3 2 PSF 79C,D,E,F,G, 24.000 H,I,J,K,L1 1 '1 1 ,1 2 2 1 1 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 3 2 2 23 2 212 3 2 A,B,M 1 1 1 1 1�1 1 1 1 1 212 1 1 1 1 212 1 212 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2I2 1 312 1 3i2 1 2 2 1 3 2 1 3 2 1 2 2 1 3 2 1 312 1 2 2-3 1 2 PSF 68 77 32,000 C,D,E,F,G, H,I,J,K,L 1 111 1 111222222232E2233223333323331322 1 1 1 1 1 1 1 2 1 1 2 1 1 1 1 1 33433243433243 1 1 1 1 1 1 A,B,M 1 1 1 1 1 1 1 1 1 1 21212 1 2 1 212 1 21312[2112j, 1 1 2 3 3 1 2 2 1 3 3 2 3 3 1 3 2 1 313 1 313 1 2 2 1 3 3 1 4j3 1 3I2 1 4 3 1 41 3 1 312 1 4�3 PSF 59 67 79 37.000 C,D,E,F,G, H,I,J,K,L 1 1 1 1 1 1 1 2 2 2 1 2 2 1 2 2 2 23 1 2 2 2 2 3 2 3 3 1 2 2 2 3 3 2 3 3 1 3 3 2 4 3 2 3 3 1 3 2 2 3 3 2 4 3 1 3 2 2 4 3 2 4 4 1 3 2 2 4 3 1 1 ABM 1 111111222222213222333223331133343333233433243443243 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 PSF 54 79 62 79 40.000 O,D,E,F,G, H,I,J,K,L 2 1 1 2 1 1 2 1 11212 2 2 2 2 2121 2 2 2 2 2 3 2 2 2 2 3 3 2 3 3 2 2�2 2 3 3 2 413 2 3 3 2 4 3 2 3 3 2 3�3 2 4 3 2 4 4 2 3 3 2 4�3 2 4 4 2 3 3 2 5 3 ABM 2 111111 2 2 2 22222122�3 2 2 2 2 if, 2333322 2 2 2 2 3 34�333413333343414334344 2 2 2 2 2 2 2 2 2 2 2 313513 2 PSF 49 79 58 79 79 44.000 C,D,E,F,G, H,I,J,K,L 2 1 1 2 1 1 2 1 1 2 2 2 2 2 1 2 2 212 2 313 2 2 2 2 3 3 2 3 (4 2 2 3 2 3 3 2 414 2 3 3 2 413 2 4 4 2 3 3 2 4 3 2 4 4 2 3 3 2 4 3 2 4 4 2 3 3 2 5 4 ABM 2 1 1 _2 1 1 2 1 1 2 2 2 2 2 2 _2 2 2 2 3 3 2 2 2 2 313 2 3 4 2 1213 2 3 3 2 4 4 2 3 3 2 413 2 4 4 2 3 3 2 4I 3 2 4 4 2 3 13 2 4 13 2 4 4 2 31'3 2 514 PSF 45 74 51 74 79 78 48.000 C,D,E,F,G, H,I,J,K,L 2 111111 2 2 2 2221222332�23�33433 2 2 2 2 2 2 2 2 33414334�4443 3 2 2 2 2 2 44444435444413514 3 2 2 3 2 2 A,B,M 2 2 2 2 2 2 2 2 3 2 �3iZ31 2 .2 2 33 2 3 3 4�4313 J.2 2 414 2 414 2 313 2 4�4444 3 2 354444354 2 3 2 2 111 1 11 22 2 PSF 41 87 48 87 • 76 •• • • • • C,D,E,F,G,j122 H,I,J,K,L 2 1 1 2 2 2 2 2t 2 2! 3 2� !! 3 8 3: 4 C • 8 3 1 3 4 4 2 3 3 3 414 3_ 4',4 2 3�3 3 4 4 3 5 5 2 4 3 3 5 4 3 5�5 4 3 253.125 514A,B,M 2 1 1 2 2 2 2 212 2 2 2 _3 3 3 2 3I3 2 3 3 3 4j4 2 3131414 3 3 4 4 2 31314141414 3 3_2 3 3 2 4,4 3 5 4 2 4 3 33 5 4 5'4 2 4�3 3 5 4 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 -16 1/2" MAX. FROM TOP CORNERS JAMBS -17 1/2" MAX. FROM TOP CORNERS 15" 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 ARE 1" LESS. 5. 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 SIZE AND GLASS TYPE IS AVAILABLE, TABLE KEY: (DP LIMITED) 117 PRODUCT REVISED HEAD 3 as cm plying with the Florida Building Code JAMB ABOVE 3 3 nccepla ce N I O 14: �21 E task Data MTG. RAIL JAMB BELOW i.4 ; e Product MTG. RAIL JAMB ABOVE MTG. RAIL JAMB BELOW MTG. RAIL v. • • • • : ANCHORAGE SPACING STANDARD VIEW • 107 TECH GY DRIVE aye • • • • • t� VENICL 3427e 000 • • • . pD�� ._�—. ALUM. SINGLE HUNG WINDOW, IMPACT wtr � DNK • • 130* U.0MI9,1<L 34214 Visibly Bauer aMSH so.r mq c"—w xa. .. __ sn7on NTS 8 � 11 4040-20 I„ 1 ••• 00 0• • •• •• ANCHOR QUANTITIES ABOVE MEETING RAIL HEAD & JAMBS CUSTOM FLANGED WINDOW HEIGHT MINUS SASH HEIGHT TABLE 7. WINDOW HEIGHT MINUS SASH HEIGHT FROM TABLE 8. SUBSTRATE: 17.125 22.668 28.211 1 33.754 39.296 44.839 50.382 55.925 ANCHOR TYPE: o NQziNOU U z U zMO 0U o U z C)U O zt?O Oc43 o U z�zMO O U 0r4 o z 0 U zt?O ONQNOUr o U z U zMO OU�Q$NO0 in v z' U zl?O 0cl o z�zMO 0 o 0CII o 0 zz 0U� U 8 WINDOW WIDTH GLASS"'O TYPE 19.125 D,E,F,J, K.L 1 1 1 1 1 1 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 3 1 2 1 3 1 9 1 2 1 3.. 1 .- 3 1 3 1 3 24.000 D,E,F,J, K,L 1 1 1 1 1 1 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 3 1 3 1 2 1 3 1 3 1 2 1 3 1 3 1 3 1 3 1 3 1 ..8.......4.,., 1 32.000 D,E,F,J, K,L 1 ._1. 1 1.....1.....2 11- 1 1 _2... 1 __2 2 3 1 ....-2 1 ..3.,. 2 3 1 ..3......_..3. 1 1 _...3.......2 1 1 .,3.......4--.-.,3 1 1 1 _..4_. 1 1. 1 _1 1 _4._ 1 5.. 1 3 1 1 5 PSF 79 37.000 D,E,F,J, K,L 1 1 1 1 1 1 2 2.._.. 1 2 2 2 2 3 1 2 2 3 2 3 1 3 2 4 2 3. 1 2 2 -4 1 2 2 1 2 2 1 2 PSF 79 79 78 79 40.000 D,E,F,J. K,L 2 1 2 1 2 1 2 2 2 2 2 2 3 2 3 2 2 4 2 3 2 4 2 4 2 3 2 4 2 4" 2 3......6._ 2 2 _-.4 2 4 5PSF 2ft 2 3 79 76 79 77 79 79 78 44.000 D,E,F,J, 2 1'12 2 2 2 2 2 2 2 2 3 2 33 2 2 44 2 2 4 2 4 2 3 2 5 2 ...4._ 2 .3 2 . 5. 2 5 2 4 2K,L 5PSF 78 79 70 79 79 71 79 73 7648.000 D,E,F,J, K,L 2 1 2 1 2 1 2 2 2 2 2 3 2 3 3 4 2 4 2 4 2 5 2 4 2 ...5. 3 5 2 4,. 2 8 . 3 5 2 4 2 .._8.. ...8.....5 8_ 2 2 2 3 PSF 71 79 63 71 79 64 74 66 77 68 69 53,125 D,E,F,J, 2 2 2 2 2 2 3 2 3 2 3 3 4 2 ...4 3 3 5 2 4 3 5 3 B 2 5 3 6 iE 3 fi 2 5 7.. 3K,L 1 41 2 2 2 3 4 ANCHOR QUANTITIES AT JAMBS BELOW MEETING RAIL, CUSTOM FLANGED WINDOWS BASED ON SASH HT. TABLE 8. SASH HEIGHT SUBSTRATE. 12.776 15.776 18.776 1 1.776 24.778 1 27.776 30.776 1 31,106 ANCHOR TYPE. o M N L z NO U U�y Z 8 o M O tVQN $ UU 2 8'8 U z o rf O NAI- j U $ O 0'8 (�y) Z o M O NpN S Z $ z O o M O N Z NO U'c4 ((JJ Z o M N N oz c4 z cg Qp M 0 N N z— 9 . Z t4 o M N . N 2 8'8 () Z WINDOW WIDTH 19.125 1 1 1 2 1 2 2 1 1 2 2 2 2 2 1 2 2 • 2 2 2 2 2 2 2 2 2 24.000 2 1 1 2 1 2 2 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 37.000 78 2 1 2 2 2 2 3 2 3 _ 3 2 3 3 3 3 3 3 3 4 3 3 4 3 4 40.000 74 2 2 2 3 2 3 3 2 3 3 3 3 4 3 3 4 3 4 4 3 4 44.00D 68 48 • • • • • 2 2 2 2 2, 2 •3 31 •3 4 3 3 4 3 4 5 3 4 5 3 4 48.000 63 2 •! • • • • ••• • 2 Z 2 2 P. 2 •3t 7 4 4 3 4 4 3 4 5 3 4 5 3 4 53.125 73 58 68 72 2 2 2 2 2 2 3 3 3 4 3 4 4 3 4 5 3 4 5 3 5 1 5 3 5 D.I.: Reaaae • • ••• ••• • • ••• • • • • 07N TECIINLO Y DRIVE N. • • E • , FL3 *0* • • • • • • • P.OPIAX 1529 N Law I NOKOMIS, FL 34274 Visibly Better ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 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 - 18 1/2" MAX. FROM CORNERS JAMBS -17 1/2" MAX. FROM TOP CORNERS 11 M" MAX. ABOVE THE MEETING RAIL 6" MAX. BELOW MTG. RAIL 15" MAX. FROM BOTTOM CORNERS SILL - ANCHORS NOT REQUIRED 3. DETERMINE THE ANHCOR QUANTITIES FOR CUSTOM VIEW WINDOWS FROM TABLES 7. AND 8. 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 5/8" MIN. TO 38" MAX. 5. 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 THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. TABLE 7. KEY: MAX. PSF (DP LIMITED) 112 HEAD 2 JAMB ABOVE 2 MTG. RAIL FULL DP HEAD 2 1 JAMB ABOVE 4 PRODUL7 REVISED MTG. RAIL as complying with dro Florida oniidi„g cock p� nreopleocc Nul ?�21 Fixpiral' Date TABLE 8. KEY: Muni de Pmduct MAX. PSF (DP LIMITED) 112 JAMB BELOW 2 MTG. RAIL (FULL DP) 21 ... ,` Joc JAMB BELOW 2 '. MTG. RAIL CUSTOM VIEW » ILIUM. SINGLE HUNG WINDOW IMPACT waer. air a+".e oa.tyw, Rm A. LYNN MILLER, P.E. SH700 NTS 10 d 11 4040 20 F FL P.E.# 58705 AEXTERIOR INTERIOR ALL HEAD AND SILL DETAIL ) 1-3/4" MIN. EDGE CONCRETE ANCHOR 2x WOOD BUCK (SEE NOTE 1 & 3) (SEE NOTE 4) 3.35 KSI MIN. CONCRETE , 1 3/8" MIN., 1/4" TAPCON •1.314" MIN., 1/4" CRETE-FLEX OPTIONAL WOOD BUCK o �t (SEE NOTE 4) 114" MAX. SHIM NOTES: WOOD ANCHOR 1. FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY (SEE NOTE 2 & 3) APPROVED 1/4" ELCO TAPCONS OR 1/4" SS4 CRETE-FLEX. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1 314". 2. FOR WOOD APPLICATIONS IN MIAMI-DADE COUNTY, USE #12 STEEL SCREWS (G5) OR MIN. EDGE 1/4" SS4 CRETE-FLEX. 3. FLAT HEAD ANCHORS, WHERE REQUIRED, MUST HAVE #12 TRIMFIT HEADS. 4. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 112". 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE OR CMU. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 5. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 5083-T5 AND A MINIMUM OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR TAPCONS 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. 8. ANCHORS ARE NOT REQUIRED AT THE SILL OF FLANGED UNITS. 7. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT EDGE WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FBC CURRENT, EDITION. WOOD ANCHOR, FH BELOW MEETING RAIL. (SEE NOTE 2 & 3) 1v , 3.35 KSI MIN. CONCRETE Lr OR 1.5 KSI MIN. CMU INTERIOR (ALL JAMB DETAILS) I BUCK OPTIONAL WITH SOLID CONCRETE 2x WOOD BUCK EXTERIOR OR CMU SUBSTRATE (SEE NOTE 4) (SEE NOTE 4) DETAIL C DETAIL D TYPICAL FLANGED JAMB ANCHORAGE 1/4. 518" MIN. EDGE 2-1/2" EMBEDMENT MAX.. SHIM 114" WOOD FRAME MAX. PRODUCTI7>ivISFL O - WOOD FRAME SHIM I eseomplyiogndlhthe Flaids o 1 Iluildiug 5/8" MIN. EDGE nccaptauco Code 1 -O 14" .131" DIA. MIN. rxpiruti,m Dste ?p2,1 2-1/2" EM EDMENT —� x 2 1/2" NAIL, .131"DIA. MIN. AT CORNERS Mixmi edc product x 2 1/2" NAIL, AND 5" O.C. AT CORNERS WOOD FRAME AND 5" O.C. 5/8" MIN. EDGE • j• • •• jj • • 131" DIA. MIN. • • ' • • • • • • *A 21/2" NAIL, O *MAX. • • • • • • • • AT CORNERS 5 SHIM • • • • • • • • • • AND 5" O.C. 2-1/2" EMBEDMENT • • • • • • • • • r1o.5W'I" DETAIL F, k-im-ADI" OINETAIL E, (JAMB) DETAIL G, (SILL) TYPICAL INTEGRAL FIN ANCHORAGE 6/lr'16 • s • • 10781TECHNOGDGY DRIVE ANCHORAGE DETAILS • R VENICE:L 34275 • •.0. BOA'42a �— ALUM. SINGLE HUNG WINDOW, IMPACT • • • sw.eawe anw done os..oM. m.: A. LYNt� MILLER, P.E. O"b: Gw •OKOMIB,FL 34274 Vlsih6 Better F.K. &IM J.J. ?lIN07 SH700 NTS 11 a 11 4040-20 F FL P.E.# 58705 DETAIL A DETAIL B TYPICAL FLANGED HEAD ANCHORAGE 1 318" �L 1/4" MAX. SHIM �1 1 /4" 1 3/8" 1/4" MAX. SHIM I Z .II I MIN. 1/4" MAX. SHIM ��MIN. — 1-3/4" MIN EDGE O 1" CONCRETE ANCHOR, FH BELOW MEETING RAIL. (SEE NOTE 1 & 3) ••• • • • • ••• • • • • • • • • • • • ••• •• •• • • • •• •• • • • ••• • • vV)c4AJ MIAMI•DADE MIAMI-DARE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/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 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 "CA-740F Fixed Casement" Aluminum Fixed Window - L.M.I. APPROVAL DOCUMENT: Drawing No. MD-CA740E-LM, titled "Fixed Casement Window Details - LM", sheets 1 through 11 of 11, dated 08/08/12, with revision A dated 05/15/15, 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-, • • • • ...... LABELING: Each unit shall bear a permanent label with the manufacturer's AaMre or•logo, city .state, . • .. .. model/series, and following statement: "Miami -Dade County Product Control Apprb%,W,*unless of erwise .... �. noted herein. :....: RENEWAL of this NOA shall be considered after a renewal application has been T46d.alud thetc,!V s•been • no change in the applicable building code negatively affecting the performance of this•�i+o . ct. .. • •; • • • TERMINATION of this NOA will occur after the expiration date or if there has been a revisioh of change • • •... in the materials, use, and/or manufacture of the product or process. Misuse of this p fts an endorsement •, of any product, for sales, advertising or any other purposes shall automatically tenpinatg this T�OAttailure* to comply with any section of this NOA shall be cause for termination and removal of". .. • ; • • • • 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# 12-1218.11 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 Manuel Perez, P.E. NOA No. 15-0519.15 MIAMI•DADE COUNTY Expiration Date: April 11;'2018 Approval Date: July 16 2015 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 12-121811) 2. Drawing No. MD-CA740E-LM, titled "Fixed Casement Window Details --- LM", sheets 1 through 11 of 11, dated 08/08/12, with revision A dated 05/15/15, 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 a series CA740F aluminum fixed casement window, prepared by Fenestration Testing Laboratory, Inc. Test Report No. FTL-7063, dated 09/17/12, signed and sealed by Marlin D. Brinson, P.E. (Submitted under previous NOA No.12-1218.11) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-5" Edition (2014), dated 05/16/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Glazing complies with ASTM E1300-04 ; • • • ; • D. QUALITY ASSURANCE • • • • • • • ...... . ...... 1. Miami -Dade Department of Regulatory and Economic Resoivpv: jjMR). • ...... E. MATERIAL CERTIFICATIONS "" • ' • • • • "• 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray AmHMA Inc.-Vhrr ttvir • • : • • "Kuraray Butacite® PVB Glass Interlayer" dated 04/25/1�:P7cp�ring on f2/11/16. 2. Notice of Acceptance No.14-0916.11 issued to Kuraray Arfierlcd, Ine..for heir • • • • ; • "Kuraray SentryGlasO (Clear and White) Glass Interlayprs; cited MAV/15, ; • • • •; 00 expiring on 07/04/18. • • • • Manuel P ez P.E. Product Control x iner NOA No. 1 -0519.15 Expiration Date: April 11, 2018 Approval Date: July 16 2015 E-1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC-51 Edition (2014), dated May 16, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Statement letter of no financial interest, dated May 16, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. G. OTHERS 1. Notice of Acceptance No. 12-1218.11, issued to PGT Industries for their Series "CA- 740F Fixed Casement" Aluminum Fixed Window - L.M.I." approved on 04/11/13 and expiring on 04/11/18. ...... . ...... .... . .. ..... ...... .. . ..... .. .. . .. ...... . . . . ...... :Soo*: Manuel Per , Product Control E er NOA No. 15-0519.15 Expiration Date: April 11, 2018 Approval Date: July 16 2015 E-2 GENERAL NOTES: SERIES 740 IMPACT -RESISTANT FIXED CASEMENT WINDOW 1) THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 2) SHUTTERS ARE NOT REQUIRED WHEN USED IN WIND-BORNE DEBRIS REGIONS. FOR INSULATED GLASS INSTALLATIONS ABOVE 30' IN THE HVHZ, THE OUTBOARD LITE (CAP) MUST TEMPERED. 3) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED MASONRY ANCHORS. MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE, ASTM C90 CONCRETE MASONRY UNITS AND CONCRETE WITH MIN. KSI PER ANCHOR TYPE, SEE TABLE 3. SHEET 4. 4) ALL WOOD BUCKS LESS THAN 1.112" THICK ARE TO BE CONSIDERED 1X INSTALLATIONS. 1X WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1.1/2" THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD SUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. 5) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. USE ANCHORS OF SUFFICIENT EMBEDMENT AS SPECIFIED ON TABLE 3, SHEET 4. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME INSTALLATION ANCHORS SHOULD BE SEALED. OVERALL SEAUNGIFLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 6) SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. WOOD BUCKS, BY OTHERS, MUST BE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY THE WINDOW. 7) DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON STRUCTURAL TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM E1300. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE, STRUCTURAL TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM E1300. B) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. THE 33.113%STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF DESIGN PRESSURE RATING IMPACT RATING VARIES, RATED FOR LARGE 8 SMALL SEE SHEETS 6.10 MISSILE IMPACT RESISTANCE 60" WIDTH r 53"VISIBr LyLIOHT WIDTH (DLO)4'MAX. I B, SEE SHEET 2 I` 69, VISIBLE LIGHT HEIGHT (DLO) 23" O.C. MAX. IF HEAD OR SILL IS 60" OR LESS. 19' O.C. MAX. IF HEAD OR SILL IS OVER 60". TYP. ELEVATION OF FIXED CASEMENT WINDOW 76" HEIGHT Glass Types Sheet #t 1 5116' Lem l 11 I An - .D90' PVB - V8 An) 6 2 711W Leml (31'18 An • .090" SG • 3/16 An 8 3 7116' Leml (3116 HS - .090" SG - 311e HS) 9 4 7/8" Leml. 10 (1/ ' An - 7118" Air -11W An - .090" P-1/8" VB An 10 5 718"Lami.IG 1/8"T-7f18'Air-118'An-,090'PVB-1/8'An 7 6 7/8" Leml. IG 3118" An - 1l4" Air - 3/16" An • .090" SG - 3/18" An 8 7 718" Lami. 10 (3/18" An -1/4' Air - 3118" HS • .DOW SO - 3116' HS 9 B 7f8" Leml. 10 (3118" T -1/4" Alr - 3/18" An • .090' SG - 3/16'An 8 9 7/8' Lemi. IG 3118' T • 1";Air • 31 8" HS - .090' SG - 3118" HS 8 5/16" LAMINATED 1� 7/16' LAMINATED �1 GLASS STACK � I— o GLASS STACK --ll .OW" OW PVB .OW 6(f BY KURARAY 116"ANNEALED BY KURARAY 3116" ANNEALED OR AMERICA, INC. GLASS AMERICA, INC. HEATSTRENGTHEWDGLASS 3/16"ATFIEN DOR • 116"ANNEALED GLASS EXTERIOR GLASS EXTERIOR 96 pLASS 11/18' GLASS n Iill 6" GLASS GLASS TYPE 1 GLASS TYPES 2 & 3 IN NOM. GLASS STACK LAMINATED 7W MOM, GLASS STACK LAMINATED Goss STACK GLASS cuss STACK GLASS 7/16'AIRSPA 116' ANNEALED GLASS .OW' BUTACITE • 1/4"AIRSPACE 3/16' ANNEALED OR HEAT -STRENGTHENED GLASS ,OBD' SG%Y KURARAY 1p"ANNEALED OR PVB BY KURARAY 9I16'ANNFAI.ED AMERICA, INC. TEMPEREDG�LASS AMERCA, INC. ` 13e/� 116" ANNEALEO `J \ 3116• ANNEALED OR HEATSTRENOTHENED GLASS GLASS TYPES 4 & 5 GLASS TYPES B & 7 716' NOM. pLA999TACK GLASS STACK O GLASS STACK 1/4'AIRSPACE 3116'ANNEALEDOR HEATSTRENGTHENED GLASS 3116'TEMPERED .OW"DUPONT SG%V GLASS KURARAY AMERICA, INC. 39 3118"ANNEALED OR HEAT -STRENGTHENED GLASS EXTERIOR 11, 61 GLASS ANCHORS INTO WOOD. ANCHORS THAT COME INTO CONTACT • • • • • • • pygi BUT CIT n11rvltllt.ATcI ..�� „�. WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE • • • 34` SFNTYG�NR�Iir LAYER BY KUor nuRARAY AME c^ INC. REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR • • • • • • • • • �� /7 CORROSION RESISTANCE. • • • • • • • • • • • `�� ON.. LYNty 41 9) REFERENCES: TEST REPORTS FTL-7063, 3579, 3580. 3724; • • POMERAWNIOTES.a•....... .•.....•••••Ail • Q'��,•'' VLCENSF (�,� ELCO ULTRACON NON. ELCO CRETEFLEX NOA; ANSI/AF&PA NDS ELEVATION ....................................... 1 fir: >r FOR WOOD CONSTRUCTION AND ADM ALUMINUM DESIGN GLAZING DETAILS ........................... 1 No. 50705 MANUAL. INSTALLATION ................................. 2 - • •• ASSEV6YJUB��FJAILS.....&. &..•3 • • - i) '. (i(, • • ANCHOR SVCI 1 IONS........ .4 • • ANCHOR4]UANT17WES................*.. 4.5 �()�� •, g') 'E F 7 �7`� 1070 TECHNOLOGY DRIVE • • DEEIGM PRESSYRE3.....•.........•.Ali N. VENICE. FL 34275 • • ASSEMBLY4DE1%ILSIBOM..........•.is11 • '` '•:c.ORIOP,. ,\'� cSS, �(�CV \, P.o. eox I529 • • • • "'6' / NOKOMIS, FL 34274 CERT. OF AUTH. 029296 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • 0 92 �/ PRODUCTREVISED m comPIyfng with the Florida GLASS TYPES 8 & 9 molding coax Acreptmlce No 15-051Dl-1�J6 te,ised By: Dote: Revision B. B. 116116R Dale A 2018 ey 2evlsed BY: Data: Revision A: M d 15/15 5TH EDITION(2014) LM 5/ FBC UPDATE Description: Omrn By: GENERAL NOTES & ELEVATION J ROSOWSKI Date: FIXED CASEMENT WINDOW DETAILS - LM 08/08/12 CA-740 I NTS 11 OF 11 1 MD-CA74OF-LM I A INSTALLATION EDGE OPTION 1 DISTANCE INSTALLATION ANCHORS INTO 2X W00D. AS REQUIRED PER TABLE 3, SHEET4 WINDOW I HEIGHT VISIBLE LIGHT HEIGHT (DLO) EXTERIOR a TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 3, SHEET 4. INSTALLATION OPTION 3 INSTALLATION ANCHORS THROUGH 1X BUCKSTRIP INTO MASONRY. INSTALLATION - EDGE DISTANCE OPTION 2 INSTALLATION PERANCCONCRETHOR ANCHORS DIRECTLY EMBEDMENT EQUIRE EN INTO MASONRY. REQUIREMENT TYP. ANCHOR " TYPE, EMBEDMENTAND EDGE DISTANCE ' PER SUBSTRATE, ' SEE TABLE 3. ` /1 SHEET4. EDGE DISTANCE EMBEDMENT OPTIONAL ADDON FLANGE @ HEAD, SILLS JAMBS SEE DEren Al, BE NOTES I1) USE ONLY SUBSTRATE -APPROPRIATE ANCHORS LISTED ON TABLE 3, SHEET 4. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. ANY INSTALLATION BUCK OPTION SHOWN MAY BE USED ON ANY HEIGHT SIDE OF THE WINDOW. 2) ALL WOOD BUCKS LESS THAN 1.112' THICK ARE TO BE CONSIDERED 1X INSTALLATIONS. 1X WOOD BUCKS ARE OPTIONAL. UNIT MAY BE INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1-1I2' THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD, MAXIMUM SHIM THICKNESS TO BE 1l4'. U.. ... • • . . .. • • WSUOKSAIP,• • • ..----yy. SEE'N01E 2� • � • • • • / • H15 �ET• • • • • L 114'MAX SHIM � 1.1e'.' S• LASIMLb ENT•.• 009 CONCRETE ,•, •. PER ANCHOR •• • • • • REQUIREMENT • • • • • • • • • • VERTICAL SECTION B-B • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1l4' MAX SHIM BUCK WIDTH AS REQUIRED PER TABLE 3, SHEET4 �v v 3p� .---- VISIBLE LIGHT WIDTH (DLO) WINDOW WIDTH HORIZONTAL SECTION A -A LOW 10' MAX. --I I� I DETAIL Al 10' MAX. / I L—� SEE DETAIL A2, BELOW DETAIL A2 !'YNN M7zl���', P�•'. •'�1GENSF '•. F�1 10' MAX. --I I� I DETAIL Al 10' MAX. / I L—� SEE DETAIL A2, BELOW DETAIL A2 !'YNN M7zl���', P�•'. •'�1GENSF '•. F�1 No. 50705 51T"r- TECHNOLOGY DRIVE '• S' F ��) .. ' .FY ORIDP.•' C\ • D 1070 N. VENICE, FL 34275 BOX 1529 •..... `11ONA1- ' P.O. NOKOMIS, FL 34274 rA LY411 A{ILLER, RE CERT. OF AUTH. #29296 NOTES: 1) WHEN INSTALLING COMBINATION UNITS, ADDITIONAL INSTALLATION ANCHORS MAY NEED TO BE INSTALLED THROUGH THE WINDOW FRAMES AT 10' MAX. FROM EACH SIDE OF THE FRAME ASSEMBLY TUBE CENTERLW E. SEE TABLE BELOW: Additional Anohore RoquhW on each side olthe From AroonNy Tube FA ti LL Window I Width Anchor A S. C i 0 1 '-220 0 0 23•-25.g' 0 1 264 1 1 i- W Window Height Anchor ir-22.•r 0 0 2T-25.111' 0 1 2r+ 1 1 INSTALLATION OPTION 4 INSTALLATION ANCHORS DIRECTLY INTO METAL. 012 STEEL SELF -DRILLING SMS, SEE TABLE 3, SHEET4. DADE APPROVED MULLION, ALUMINUM, STEEL FRAMING OR STEEL STUD. EXTERIOR 15 VISIBLE LIGHT FORMULAS WIDTH: WINDOW WIDTH - 7 HEIGHT: WINDOW HEIGHT - 7 PRODUCT REVISED as complying with the Florida 9: nioCno Att1Neo: 0519. 150 i a Miami odic tevised By: I Dole: I Revision a• LM 1 5/15/15 INOCHANGETHISSHEET Description: Drawn By: GENERAL NOTES & ELEVATION J ROSOWSKI Title: Dole: FIXED CASEMENT WINDOW DETAILS - LM 08/08/12 Series/Model: Sccie: Sheet: Droving No. Rev: CA-740 NTS 2 OF 11 MD-CA740E-I M A FIXED CASEMENT(0) 1 WINDOW HEILEI GHT WINDOW -�1 WIDTH 740 SERIES FIXED EXTERIOR CASEMENT jD WINDOW FOR SINGLE UNITS: 1) DETERMINE YOUR WINDOW SIZE AND GLASS. 2) KNOWING YOUR ANCHOR TYPE AND SUBSTRATE, DETERMINE YOUR ANCHOR GROUP FROM TABLE 3, SHEET 4. 3) FROM SHEETS 6.10. FIND THE SHEET FOR YOUR GLASS TYPE. FIND THE PRODUCTS DESIGN PRESSURE FROM THE TABLE LABELED -DESIGN PRESSURE (PSn FOR SINGLE WINDOWS, ALL ANCHOR GROUPS'. FIXED CASEMENT / CASEMENT (OX) FIGURE 1: 740' I � 40 SERIES FRAME SERIES FIXED ASSEMBLYCASEMENT CASEMENT TUBE WINDOW WIN{OOW 1 I 10'. SEE NOTE 7, THIS SHEET AWNING / CASEMENT / FIXED CASEMENT (XXO) FIGURE 2: 740 SERIES ED AWN1N0 kWINOOVr �Q ►D FRAME _�► --� �.� ASSEMBLY TUBE ►D 740 SERIES h —CASEMENTWINDOW � El FRAME �- ASSEMBLY_ ►E TUBE 740 SERIES ` FIXED CASEMENT WINDOW ��r7/" 'SEE PRODUCT'S NOA FOR INSTALLATION SPECS MIN. #12 X 1' SMS THROUGH INSTALLATION HOLES / MIN. # 12 X L 1"Sus THROUGH INSTALLATION HOLES 740 SERIE"PCTERIOR FRAME 740 SERIES CASEMENT FIXE ^ ASSEMBLY WSW CASEMENT J�/L TUBE EXTERIOR WINDOW HORIZONTAL SECTION C-C 740 SERIES AWNING WINDOW FRAME ASSEM TUBE 740 SERIES CASEMENT WINDOW 1) DIMENSIONS SHOWN ARE TIP -TO -TIP DIMENSIONS FOR EACH INDIVIDUAL WINDOW. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 2) ANY 740-SERIES PRODUCT (CASEMENT, AWNING OR FIXED CASEMENT)MAY BE ATTACHED TO TH E FRAME ASSEMBLY TUBE. FOR ALL WINDOWS, USE THE WINDOWS NOA FOR ANCHORAGE, SIZE AND DESIGN PRESSURE LIMITATIONS. 3) ALL WINDOWS IN THE COMBINATION UNIT MUST BE ABLE TO INDIVIDUALLY COMPLY WITH THE REQUIREMENTS OF THEIR RESPECTIVE NOA. 4) FRAME ASSEMBLY TUBE TO BE 740 SERIES FASTENED TO WINDOW, AS SHOW IN CASEMENT DETAILS, WITH MIN. #12X 1' SHEET WINDOW METAL SCREWS. USE THE SAME SPACING AND QUANTITY AS THE OPPOSITE FRAME MEMBER. FRAME —ASSEMBLY 5) THE FRAME ASSEMBLY TUBE MAY TUBE NOT EXCEED 62" IN LENGTH (AS USED IN A 63' FLANGED WINDOW) OR BE MIN. # 12 X USED IN TEE OR CROSS i1' SMS CONFIGURATIONS. THROUGH INSTALLATION 6) THE FRAME ASSEMBLY TUBE IS HOLES NOT REQUIRED TO BE CLIPPED TO THE SUBSTRATE. ALL EXTERIOR JOINTS TO BE SEALED BY INSTALLER. 740 SERIES EXTERIOR FIXED CASEMENT WINDOW 4) DIMENSIONS SHOWN ARE TIP -TO -TIP. FOR SIZES NOT ♦ • • • • • VERTICAL SECTION D-D VERTICAL SECTION E-E SHOWN. ROUND UP TO THE NEXT FOR EACH WINDOW IN A WA MNE8 R4E4LY� • w • • • AVAILABLE WIDTH OR HEIGHT • • W TiYPFi • • SI A `may' :- vimAT(vP, SEE FIGURES I d 2, THIS SHEET. DETERMINE YOUR ANCHOR GROUP FROM TABLE 3. SHEET 4. DIMENSION SHOWN ON THE 1) DETERMINE EACH INDIVID►IAL WINDO TABLES. • • • • • • • • • 2) FROM SHEETS 6-10, FIHbtHE SAREP FOR •OWR GLASS TYPE. • • • 5) USING THE TABLES LABELED 'WINDOW ANCHORS REQUIRED' 3) FIND THE DESIGN PRESSURE FROM THE TABLES LABELED 'WINDOW ANCHORS REQUIRED' (TABLES 2A d 2B, SHEETS 4 6 5). THIS MUST BE DONE FOR EACH WINDOW I (TABLES 2A & 2B, SHEETS 4 A 5). THE ASSEMBLY, AND THE LOWEST DESIGN PRESSURE APPLIES TO THE ENTIRE ASSEMBLY. DIMENSIONS SHOWN ARE TIP -TO -TIP. FOR SIZES NOT SHOWN, ROUND UP TO DETERMINE THE NUMBER OF THE NEXT AVAILABLE W1WH QP"IGHT D"ti`SION JVWN ON jI jE•TABjFj.• ANCHORS NEEDED IN THE HEAD, • • • • SILL AND JAMBS OF YOUR 4) USING THE TABLE LABELED WNDOWANGIHORS R&QU1RED' (T&LES 24& 2B, SHEETS 4 d 5), DETERMINE THE NUMBER OF ANCHORS NEEDED IN THE HEAD, SILL AN WINDOW. JAMBS OF YOUR WINDOW. • • • • • • •• • •• • • • • • •• 6) INSTALL AS PER THE 5) INSTALL AS PER TlPEMATRUCTIONS ON EMEETS A. NOTE THAW ADDITIONAL ANCHORS THROUGH THE WINDOW FRAME INTO THE SUBSTRATE MAY BE REQUIRED (SEE INSTRUCTIONS ON SHEET 2. SHEET 2). AND THAT MIN. # 12 X 1" ANCHORSARE TO BE USED THROUGH THE FRAME INTO THE FRAME ASSEMBLY TUBE (SEE DETAILS ON THIS SHEET} • • • • • • • • • • • •• •• • • • •• •• 7) FOR ALL COMBINATION UNITS, ADDITIONAL INSTALLATION ANCHORS MAY NEED TO BE INSTALLED THROUGH THE WINDOW FRAMES AT 10' MAX. FROM EACH SIDE OF THE FRAME ASSEMBLY TUBE CENTERLINE. SEE TABLE BELOW: N Additi J Anthem RWed on aach t1 SMa Fame Assomay 7LW A Window Anchor LL V"h A B,C6D 17'•22.0 0 0 25725.7 0 1 VYMMow Anchor Type u Haight A B, C 6 D 1r-22.P o 0 23' - 25.6r 0 1 2V- 1 1 PRODUCT REVISED as complying with the Florida Building Caao tg'o5)q'I6 Acccptm,ce No Bxpirmion Date 0b16 MB i i ad�Pmducdt � LU S t (n O J t z Q LLl J a _ gU LLJ py LL LL �O o } LU 0 Z .O M tp in Z Z gO ca LL) YLu Lu 3 a a W., O ..w U #� c end u- vXV 1= LL a� a oJ�^LL x 0 =;mv; ww Oo o >o x �o a 22 u LYNN /y / i VIr-ENSc, P. 7 No.68705 -,0 S ATI F �'••. FIOR0 ' S,/Orv,aG A. LJr✓N I(IILi1=�, P.E. PEA 66705 TABLE 2A: Window Anchors Required (37" and Lesson Short Side Dimension) Short sae Anchor lYDe un a 2 t S 314 A B C D A 8 C y A B C D A B C D A B C D A B C D A B C D A B C D 23" LonD Side 3 3 3 3 3 3 3 3 3 3 3 3 under Shod Side 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 2 2 2 L Side 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 25•ty18" 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 ��� 2 2 2 2 2 2 3 3 3 3 9 3 3 S 3 3 3 L Side 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 1 3 3 3Y Shod Side 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Side 3 3 3 3 3 3 3 3 3 1 3 3 3 4 3 3 4 3 3 3 4 3 3 3 4 3 3 3T' L 2 2 2 2 131�3 3 3 3 3 3 3 3 3 3 4 3 3 Shod Side 2 2 2 2 2 2 2 2 2 2 4 2 3 3 4 6 3 4 5 341336hg122 LonD Side 3 4 3 3 3 4 3 3 4 33 33 3 339 3 433441M'LSlda15 44' p y 2222Y22 22 8 3 3Olt$ids222222 3345!533453 31 633 /B 33 5 222222 3 333 333 333 3 4 3353110'LSlda45 e3 3583 4 3 5 8 4 8 4 3 5 7 4 3 3315 3 35 3 3 3 3 3 3 3 3 3 3 3 3 3 4 9 Short Side 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 0 7 4 1 Side 1 8 4 4 5 8 4 4 6 B 4 1 5 8 1 4 5 7 4 4 8 7 4 4 8 7 I 4 �„ Long 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 3 4 3 3 Shod Side 2 2 2 2 2 2 2 2 7 ! 4 8 7 4 a 8 8 1 4 8 8 4 4 8 8 5 4 7 8 5 1 83' L Side b 8 4 1 6 7 ! 4 8 2 2 3 3 3 3 3 3 3 3 4 3 3 Shod Slde 2 2 2 2 2 2 2 2 2 2 2 2 2 2 5 7 D 5 5 7 B 5 6 Long Silo 5 7 6 6 8 7 6 6 8 7 5 5 8 8 5 5 8 8 5 5 7 8 5 fi 88.13!18' 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 3 4 3 3 Short ids 2 2 2 7 8 5 5 1 9 6 5 7 9 b 6 7 B 5 5 8 67112' L Side 5 7 5 5 8 7 5 8 B 5 5 8 2 8 2 5 2 5 2 9 3 3 3 3 3 3 3 3 3 3 3 4 3 3 � Short Side 2 2 2 2 2 2 2 2 2 2 2 2 5 7 9 6 5 7 5 5 7 9 5 5 Long Side 5 7 5 5 8 7 6 5 8 8 5 b 8 8 5 5 7 B 5 Shat S(da 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 9 3 3 PRODUCT REVISED m complying with tho Florida Fhritding Cod, ts-o5ri9•r 37'Acceplmice 'o piretl Doi 18 By Miarn' ado Produ 1) USE THIS TABLE FOR ALL WINDOWS PER THE �j Q ELEVATIONS ON SHEET 1. DIMENSIONS SHOWN W ARE TIP -TO -TIP. 7�• J 2) FOR SIZES NOT SHOWN, ROUND UP TO THE V LL NEXT AVAILABLE SHORT OR LONG SIDE DIMENSION SHOWN ON THE TABLE. U 3) THE WINDOWS SHORT AND LONG SIDE MAYBE J °i 1 INVERTED. L.1 4) SEE NEXT SHEET FOR MDRIONAL 9 Q 0 LL INFORMATION. 0 o Z N a to 1— .. Z H o Z $ to g o w w x Y W 11 SAMPLE CONFIGURATIONS: W Q O V J N S2 a 8Q X g �O .Q W �U 0 x x x o Z �X .e J o gQ tiLL X n 2N a X 0 0 • ��na N j" vn o,0 _ x o o x� 5 TABLE 3: TABLE 3: (cool.) i . S vi a z X O X X x >a0 0 oZ Z w III u • 0 O OOP O \\\ "N .. LYNN j;lee i E • 1J� P �J� No. 50705 =17 / • • • • 1) OPERABLE (X) WINDOWS MAY BE CASEMENT : r(� '•, S' A L f ,L�`� • • WINDOWS OR AWNING WINDOWS OF THE SAME . • • SERIES. (GIs •FC....... - C-) WAOR MUSIMTENCD&IMIMUM OF 3 THREADS BEYOND ANY METAL SUBSTRATE. SInl�t�l- IG`, A CHORS MA SE HEXFREAD, PANHEAD OR FLATHEAD. A. LYN�! i.IiLLIER P.E. P.E.e56703 f34 Anchor Min Group Anchor substrate 41 �I;A2)j No Min. Min. Min. Group Anchor Substrate Min. Edge adena Min. O.C. patena Embedment Anchor PIeU Ragt4nd7 • • Nta, ated 8M81�) or#N,1f0888MS • S. Ins ttrtr 1 8• es 8083•TS Alum. 3!8' &8' .0713' Yn —Yes A383ta1 318' S18' .0150' A853 Stud Gr. 33 318' &B' .0/5' 18 Ga. Yu • 094 • • •D • • Vg' a�el Ulreoon • 2.BSk Conorote 1' 4' 1JI4' Yee 2.85k Concrete —Hollow Block 2.1/2' 2.112' 4' 6' 1J/8' 1.114' Yee Yea Filled Block 2.112' 4' Yes 1!4" 4108& CroteFlax 3.36kCorrorele 1' S' 15/4' No Follow Block 2-1/2' 6' 1.1/4' ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PRODUCT RBVISED m complying with the Flortdr Building code 15-p51q...13 'ONO Bxpirnlion Dnlc 7A 1� By Miem' ado P ut 1) USE THIS TABLE FOR ALL WINDOWS PER Lll THE ELEVATIONS ON SHEET 1. DIMENSIONS = J SHOWN ARE TIP -TO -TIP. (n LL 2) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG SIDE DIMENSION SHOWN ON THE TABLE. i Q 3) THE WINDOWS SHORT AND LONG SIDE MAY Z J BE INVERTED. Q i Qg H 4) SEE NEXT SHEET FOR ADDITIONAL 1 INFORMATION. U Q �Z z O Q O❑ -.In Lo d z `- ZICS ❑ z Az (L w Y W 3 x q U a J vX }Y g Q I. LL oT EXAMPLE 1: FOR WINDOW SHOWN BELOW; 7/18' ANNEALED LAMI. GLASS, 1/4' MASONRY +70/-80 PSF OP REQUIRED, NO ANCHOR PLATE ANCHORS INTO CONCRETE, 10" 10' L� 4' I 4' r.-I 4• �1 4� AWNING ANCHORS ISEE SEPERATE NOA): FIXED CASEMENT ANCHORS A) FROM TABLE B, ANCHORS C & D ALLOW A DP OF *701-83.1. A) FROM TABLE B. ANCHORS C & D ALLOW A DP OF +70/-90. • • • • • B) FOR THE JAMB, FROM TABLE 3, ANCHOR TYPE C HAS THE ANCHOR AND SI BSTRATE • • •ie 6' • • �/ • • 1 1 8) FOR THE JAMB, FROM TABLE 3, ANCHOR TYPE C HAS THE ANCHOR AND SUBSTRATE DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE. DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE. • • • ARE REQUIRED IN EACH JAMB. • • • • • • • • • • • • �• • • •�!�-, • 13.25' C) FROM TABLE 2B, 6 ANCHORS ARE REQUIRED IN EACH JAMS. C) FROM TABLE 2, 8 ANCHORS 01' "V D) SIMILARLY, 3 ANCHORS ARE REQUIRED W THE HEAD & SILL. D) SIMILARLY, 2 ANCHORS ARE REQUIRED IN THE HEAD & SILL. \ E) DISTRIBUTE ANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON SHEET 1. E) DISTRIBUTE ANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON S116ET j.: • • : . • • y F) PER RULES ON SHEET 2, INSTALL 1 ADDITIONAL ANCHOR ON THE FRAME F PER RULES ON SHEETS 2 & 3, INSTALL 1 ADDITIONAL ANCHOR ON THE FWME ASSEMBLY • • + • • • 1 ASSEMBLY TUBE SIDE OF THE FIXED CASEMENT (HEAD & SILL). TUBE SIDE OF THE AWNING (HEAD & SILL). • • • qy 4' 25' F- 20- ► — zo rl 48' • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • \ `\\" A4 I.YNN 4 '// � 0 i. ••. is % is r No.58705 ..``D rs•; Iu;� SIR FOf ,A LY�1�J�h)I�L" P.E. P.E.4 08703 CO ED TABLE 4: Oe-Ign PM,jun (p4Q fa Sit"Sit"WWKWM, NI Amb"Gmuq Ellun Btax181de der 23' 261a16• 27-V4• 33.117 3T M'1 48.14• 6b1/8• % 83• War 23• OW40 .701410 +ro•D .ro-0o +ro-0D +7a4p +ra•9D .ro•90 +ro•9D +7a 2S1N1C -1-- +7a-90 +ro-0D .ro•90 ara-W +7a-00 +ra4q +ra.90 +70F9D +7a-oo 1. +7W-90 +701-90 .ram .7a•BD +7a-9D .70140 +70f-00 +ro-64.1 +70/•71 4700-70.1: M' +7a.90 +la-00 +ro410 +7a-90 .70F90 +7a-00 +7a24.1 +Ba•70 +Ba-07.8 +Ba-01.3 454114' .701.90 +VY +7a-00 +7a•90 +701.90 +7a-04.1 .ra-00.1 .0a-70 +60/453.2 y1 2 63.11M +7a-90 +701-00 +1a40 +7a-90 .7a-M.1 +0a-70 +Ba-70 *W-87.6 9 1. .7a-90 +70PW +moo .701d.1.2 +7a•77 +Il .043.2 63• .70ME .10/40 +ro40 +70148.6 +7a-10.1 +110-011A T6• +701-00 +7a.64.6 +ro-7&7 +/88.9 +14Q6 84• +701-00 +m-w4 .7001.3 0-54.2 1) THE WINDOWS WIDTH AND HEIGHT MAY BE INVERTED. FIGURE FOR VERTICAL FRAME ASSEMBLY TUE 10• FRAME _ ASSEMBLY TUBE WINDOW DIMENSION •A• WINDOW ADDITIONAL -DIMENSION ANCHOR B• (4), IF REQ. SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS SEE SHEETS 1, 4 & 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIE%.&EEgW"T • • 3 FOR AW ADDITIONAL • • ANCHOR% REQUIRED• • • FOR THE FRAME • ASSEMB`Y•TEBE, • • • • FOR GLASS TYPES: 1) 5/18" LAMI (1/8 AN - .090" PVB - 1/8 AN) •PVB•= BUTACITE"IPVB INTERLAYER BY KURARAY AMERICA, INC. LONG SHORT SIDE SIDE LONG I SHORT SIDE -�'1 SIDE 1) SEE SHEETS 1, 4 & 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. 2) TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. 'IOURE FOR HOHILUN 1 AL trwme n�acmo� R67ADD ME WINDOWEMBLY DIMENSIONBE I • •0' MAX. •• • • •NCITIONA • • • WINDOA ANCHOR •IML!NSION (4), IF RED. •A' • ••• ••• ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • SEE SHEETS 1, 4 & 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. PRODUCTREVISED m complying with the Florida BuaAngCodc 15�Og14.15 Ac"plvxe No E nation Date 1$ By Miam Dade Mdocl LL H LL Z U O O z � u a �5 w L�f2 o Iz In 4 o N Lu rj)Y M W � IZ Z J fn fi C €� w • J LL 0 J ZU1 � •= C, O LL 0 19(o _z � N ZZ LL LL co V en W 'U X LL v, \\III I1111111////, IYNN ... '[ No.58705 ' ElOwign Pmem(W0 for Single WindaYfe, AO Anchor Groups Bmn Skm under 27 1 25-1'J/a• I 2T414' 33-W 3r 44' 48114' 53.11M 5e• 87 undo 23' +ro +7a•90 .701t10 .7a- +78f4k ♦lam .rom +rom +rom +rom 26•ta19' +rom .7am +7am +70140 ♦700m +70/40 +rom +rom +rom +ro-90 3r +rom I +70/4D +7am +7am +7a-9D +rom +rom +ro-90 +70147.9 .ro-79.9 411' +7am +ra-W +7am .7a-WO +ram ,7am +rom 4a v4 +ro•90 +7am +rom +7a-90 «7am .7am .7am @ 63.1ro' +701•90 +ro-9D _*MI-90 +701m .7am 9 5r .7a•90 +700•9D +7a4a +To/40 .7a47A ex +701•90 +rom +rom .70147.2 1 -70179.9 7e• +701•90 +ram .70f-e01 64' +7am +rom .7a41.a FOR GLASS TYPES: 5) 7/8" LAMI. IG:(1/8" T - 7/16" AIR - 1/8" AN - .090" PVB - 1/8" AN) 'PVB'= BUTACIT VB INTERLAYER BY KURARAY AMERICA. INC. LONG SHORT a SIDE SIDE LONG �J SHORT SIDE SIDE 1) SEE SHEETS 1, 4 6 6 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. 2) TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. TABLE 7: Deegn PRYUe Qx5 for Windows AtUehM to • Fr•r• ANemdy TUEe under 23' 26fa1C 274t4' 33.1lY&3r43T 44' Wir4- Dlrnemlen'A' 4611VS411YArches fir ey under 2r 1a1W Grail +7am +7a-OD +7am Anchor CYoW AO +701.90 ,ro•90 +ro•90 Anohor OraWAE Al +7am +7am +7am Anchor Groutr A,CeD 8 . m +ra42.1+ra-74.3 +7am ,rom+70/.90 +7am +7a•go+ram Grout 0 Anchor Gawp A B +ra-7W.7 +I42b +70F7B.7 +7am +7am +Tam CeD .7am +7am +ro•go ArO. Group A B CeD +7a-72.7 +1m.9 +7am +144.4 +rom +7am +7am +ra46.4 .7a•90 Anchor Grout A B .149.1 +/41.e +149.e .rom +7am .7am.5 Ce❑ ,7am +7am +7am Anchor Group A B C D +/4o.e +7.47.4 .m.67A +ram .1.53.6 +70144 +rom +ram+1�9.3 +7a4Te .ia•734 +7a•e7.e .ro47.e A +145.7 +ro•7.9 Arches GMW B C .1�3.6 +7am.7 +ro-T7.3 +rom +/4'7.8 +ro 19.B D .7a4B6 +ro-7D.9 .7amar 44• +TW40 +7am +7am +rom -701.90 .7am +7a•90 +7am +7am +7am«7am .ra•90+7am .ra-m +Ta-90 +7a41.e ,Ta4112 +Tam +ram .7am .7a4e5 +Ia•74.4 +70141a +7am46-11V ,m- 0O53.11a' +7am +701m «7am +7a-9D +Tam5r ♦7am +701.00 +7am «7am +7a•90 +ro47.B1.+701m +ro-90 +7am .7a4T.2 +7a47z 9 +7a•79.9 TV +70/m +Tam .70145a +701m + a-90 .ro4La µ' 1) THE WINDOWS WIDTH AND HEIGHT MAYBE 1NVhK1 tu. FIGURE FOR VERTICAL FRAME ASSEMBLY TUE g• FRAME ASSEMBLY TUBE WINDOW DIMENSION •A' __4WINDOW ADDITIONAL 1MENSION� ANCHOR 'B' (4), IF REG. SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS SEE SHEETS 1, 4 & 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY 111l1DITIE14A! • • ANCHOR REQUIRED • FOR THE RAME • • • • ASSEM8LYIVE. • • • • • • • • • • • FIGURE FOR HORIZONTAL FRAME ASSEMBLY TUBE WINDOW FRAME ASSEMBLY SEE: DIMENSION g• TUBE FOR' LOC/ �L 10' MAX QUAI 3 FOI • • • • • ANCI • • • • • • • • • • ADDITIONAL AS$[ • I ANCHOR YWI7A • : IM fA III- (4), IF REO. • ••• ••• ••• ••• ••• • •• • • • • •• •• ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • GREETS 1, 4 6 5 NNDOW ANCHOR TIONS AND JTITIES, SEE SHEET 2 ANY ADDITIONAL TORS REQUIRED THE FRAME :MBLY TUBE. 2 J J H W 0> O Z Z W 2 W co U 0 X M 2 J LL LL O h ouZ n U PRODUCT REVISED w complying with the Plotida Building Code 15-05 FS ly Acccptonce No C piratitm Date By Mimi ewPC t W S H Q ? U O U Z Lf)_14 (L 8 w Z in 1 oUj � S2 W W �U 40 t J g o • 1) THE WINDOWS WIDTH AND HEIGHT MAY BE INVERTED. 10• 1 _ FRAME ASSEMBLY TUBE WINDOW DIMENSION •A' ADDITIONA -�WINDOW DIMENSION� ANCHOR •B• (4), IF REQ, SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS SEE SHEETS 1, 4 & 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR YmolltA �. • • ANCHO) REQUIRED • • FOR THE FAME • • • • ASSEMBLY 1WBE. • • •• ••• • •• FOR GLASS TYPES: 2) 7/16" LAMI. (3/16" AN - .090" SG - 3/16" AN 6) 7/8" LAMI. IG: (3/16" AN - 1/4" AIR - 3116" AN - .090" SG - 3/16" AN) 8) 7/8" LAMI IG: (3/16" T - 1/4" AIR - 3/16" AN - .090" SG - 3/16" AN) 'SG'= SENTRYOLAS'INTERLAYER BY KURARAY AMERICA. INC. L - D LONG SHORT SIDE SIDE L SIDE SSIDET 1) SEE SHEETS 1, 4 S 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. 2) TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. FIGURE FOR HORIZONTAL FRAME ASSEMBLYTU5E FRAME WINDOW ASSEMBLY SEE DIMENSION NBE I • FOR LOC/ —1y- 10, MAX. QUAI 3 FO • • • ANCI • • • • FOR • • • • ADDITIONAL ASSI • • • • ANCHOR • • (4), IF REQ. • DIM€X • ••• ••• ••• ••• ••• • •• • • • • •• •• • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • SHEETS 1. 4 S 5 NINDOW ANCHOR ITIONS AND iTITIES. SEE SHEET i ANY ADDITIONAL iORS REQUIRED THE FRAME EMBLY TUBE. PRODUCT REVISED . -.oYInS will, the Flmlds L'tlildinSCode Is-OSIGII Acc"Plencc N" Bxviretion DMc 16 DY lJ Miami Ado Producl W LL W 0 0 � �d a a zz U p Z W a z LL 00 In s� l o w L0 CD Z xZ � W � � w d w w 0 J .. N Z U g O � (r) w U A \-YNN 41/r,l�'�i, - •)C u La; C S5/ONA� o" AWNN MILkW. P.E. P.E.M58705 TABLE 1U: ❑ Onlpn Prwsurs "Q for SHds Wkid-, All Anch. III-" 91w1 Sid9 untlar 23' 2611W6• 29' 31•tYt' 3_4 T 00• 64' 60• 1 W' 67-11Y wAW 2Y 25.15MV +W430 +M-130 .9a•130 +9a-130 .9a-130 +ga•13D .9a-130W.13()a-130 +gm-130 +9m-I3D +9a-190 +ga•/30 W430 iff-_130 •ga-130 .9a•130 *ga-130 ,ga•130 +9m-130 +9m-130 +Oa-130 +gm-130 .9m-130 +9m•13D +0430 .9a-130 +ga-130 +W430 TM-130 +ga•130 +110 30 +W-130 +9a-130 +gm-130 72' +9a-130 +901430 +9a-130 .901-130 +ga-130 +ga-130 +ga-130 +g01.130 +gm-130 76• +ga-130 +gm-13D +9m-130 aOW-I30 +Oa-130 +ga-130 a9a-130 +gD1.130 04• +ga.130 +9a-130 +9m-130 ,90 430 +9a-130 .9a•13o +9a-130 11M +901-130 «9a-130 +ga-1311 Wm-130 +ga•130 +ga-130 134• .90-130 .9m-130 +9m-130 +gm-130 +gm•13D 145' .gm-130 +9a4 +9a-13D wa•130 FOR GLASS TYPES: 3) 7/16" LAMI (3116 HS - .090" SG - 3/16 HS) 7) 7/8" LAMI IG: 3116" r AN - 1/4" AIR - 3116' HS - .090" SG - 3/16" HS) 9) 7/8" LAMI IG: (3/16" T -1/4" AIR - 3/16" HS - .090" SG - 3/16' HS) -SG'= SENTRYGLASSINTERLAYER BY KURARAY AMERICA. INC LONG SHORT SIDE SIDE T I } LONG -.4 I SHORT I SIDE -�'I SIDE 1) SEE SHEETS 1.4 S 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. 2) TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. TABLE 11: Dsslpn pmst" (paQ fa WYslows AUachod to 9 Fronts Ms"md7 TuOs WVWDW DivnerWIM'A' Uiq_W 2r 2615115 29' 31.1rr 3/' 4m &• �• Anchor AmM AnOM AnaM Croup Anctw Crap MOM Group Anchm Croup Anolw OmW ArMW Gr*W Croup Croup Gmup B CAD A B Ci0 A B C D A S C D AN ANNI A•C6D B +ro 7.4 A•C60 +ro40 B +D.6 m-B A +m-67.7 ♦I-06.7 .m40 +IES +1-60.9 .7m-go .1m.6 +1.4G6 +m44.7 +im•g0 +ta6.7 .N3.6 +70F6t1.7 .76bB.6 ur.w 2r -70140 +m4D +m40 +m40 +m40 +7a40 +7a-77.7 +7a4o +7a4D Nb7A +7a•9D .7a4D +I-61.6 +m41,2 .mAll .Tm-BO .H0.1 .701713 .mg0 .m•g0 15.15r1S ,Ta40 +7a40 +moo +7a40 ,m•go .7a40 .7a60 +m40 +m40 +7a40 +m-90 +ro40 +7a40 +711140 .m4D +1a40 +m-90 .701M .7W .7ab7.6 .moo +Ta40 or .7a4D .m•9D .m-90 +7a4o +70690 +7m-90 +70160 +m•9D +m40 +m4D .7a-DO +7a•90 +7a4D +7m-69.1.m40 67.1Ir .1a40 +moo +m4D +Ta40 +m40 +70140 +ro-90 m40 +moo +m•90 +ro40 .7a40 +7a•90 +7a-W.7m40.7a40 .70MO .lm•90 .To/-90 .m•90 +m•90 +7?W ro-00 +m40 .m-90 .mAO+70, +m-9D «7a-go ,7a-BD +m.90 .7a-00 .m•90 +m•90 +7a40 .70t•90 .m40 M.701-011141ro40 +ro4o .7a40 .m40.7a40 +m4D +m40+7ag0 +m90 +Ta4o .7aao +m4D 134• .7m40 +m40 +m•gD .Ta40 "o' .7a•W +7a-90 14S .moo +m•90 .m•90 .7m40 +m-w 1) THE WINDOWS WIDTH AND HEIGHT MAY BE NYEHTEU. FIGURE FOR VERTICAL FRAME ASSEMBLY TUBE FRAME alllX ASSEMBLY � TUBE L WINDOW c DIMENSION 3 .A. F F -+�WINDOW ADDITIONAL F DIMENSION�- ANCHOR EE SHEETS 1. 4 6 6 FOR ANOOW ANCHOR :)CATIONS AND NANTITIES. SEE SHEET FOR ANY AWITION10 • • NCHORIPREQUIRED • • ORTHEf OE •• • • •SSEMBLY , • • • •• •.• •• FIGURE FOR HORIZONTAL FRAME ASSEMBLY TUBE FRAME SEE: WINDOW ASSEMBLY DIMENSION TUBE FOR' B' LOCI 10• MAx. QUAI 3 FOI • • • • • ANC I • • • • • • • • • • ADDITIONAL FOR I • : : • e,M.. I ANCHOR IM%V I IVY.- (4), IF REO. . ... ... ... ... ... . .. . . . . .. .. SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • iHEETS 1. 4 & 5 NNDOW ANCHOR TIONS AND 4TITIES. SEE SHEET T ANY ADDITIONAL OFIS REWIRED THE FRAME XBLY TUBE. PRODUCT REVISED m complyingwith the Florida Building CodeNo' ej•0 919.16g A,c pl- Ba iratio 1 Date By Miami odud' IVd WLLJ aQ LL ul W Z Q o U � p ZLL a 0 O Lo Z $ W W uj a W a o LLJ Z U 1� Fn w Lu � J o'7 �� DIMENSION 3 .A. F F -+�WINDOW ADDITIONAL F DIMENSION�- ANCHOR EE SHEETS 1. 4 6 6 FOR ANOOW ANCHOR :)CATIONS AND NANTITIES. SEE SHEET FOR ANY AWITION10 • • NCHORIPREQUIRED • • ORTHEf OE •• • • •SSEMBLY , • • • •• •.• •• FIGURE FOR HORIZONTAL FRAME ASSEMBLY TUBE FRAME SEE: WINDOW ASSEMBLY DIMENSION TUBE FOR' B' LOCI 10• MAx. QUAI 3 FOI • • • • • ANC I • • • • • • • • • • ADDITIONAL FOR I • : : • e,M.. I ANCHOR IM%V I IVY.- (4), IF REO. . ... ... ... ... ... . .. . . . . .. .. SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • iHEETS 1. 4 & 5 NNDOW ANCHOR TIONS AND 4TITIES. SEE SHEET T ANY ADDITIONAL OFIS REWIRED THE FRAME XBLY TUBE. PRODUCT REVISED m complyingwith the Florida Building CodeNo' ej•0 919.16g A,c pl- Ba iratio 1 Date By Miami odud' IVd WLLJ aQ LL ul W Z Q o U � p ZLL a 0 O Lo Z $ W W uj a W a o LLJ Z U 1� Fn w Lu � J o'7 �� FIGURE FOR HORIZONTAL FRAME ASSEMBLY TUBE FRAME SEE: WINDOW ASSEMBLY DIMENSION TUBE FOR' B' LOCI 10• MAx. QUAI 3 FOI • • • • • ANC I • • • • • • • • • • ADDITIONAL FOR I • : : • e,M.. I ANCHOR IM%V I IVY.- (4), IF REO. . ... ... ... ... ... . .. . . . . .. .. SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • iHEETS 1. 4 & 5 NNDOW ANCHOR TIONS AND 4TITIES. SEE SHEET T ANY ADDITIONAL OFIS REWIRED THE FRAME XBLY TUBE. PRODUCT REVISED m complyingwith the Florida Building CodeNo' ej•0 919.16g A,c pl- Ba iratio 1 Date By Miami odud' IVd WLLJ aQ LL ul W Z Q o U � p ZLL a 0 O Lo Z $ W W uj a W a o LLJ Z U 1� Fn w Lu � J o'7 �� . ... ... ... ... ... . .. . . . . .. .. SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • iHEETS 1. 4 & 5 NNDOW ANCHOR TIONS AND 4TITIES. SEE SHEET T ANY ADDITIONAL OFIS REWIRED THE FRAME XBLY TUBE. PRODUCT REVISED m complyingwith the Florida Building CodeNo' ej•0 919.16g A,c pl- Ba iratio 1 Date By Miami odud' IVd WLLJ aQ LL ul W Z Q o U � p ZLL a 0 O Lo Z $ W W uj a W a o LLJ Z U 1� Fn w Lu � J o'7 �� 1) THE WINDOWS WIDTH AND HEIGHT MAY BE INVERTED. FIGURE FOR VERTICAL FRAME ASSEMBLY TUBE 10 FRAME ASSEMBLY TUBE WINDOW DIMENSION A' �WINDOW ADDITIONAL DIMENSION�— ANCHOR •g• (4), IF REQ. SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS SEE SHEETS 1.4 5 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FORANYWITIORA! • • ANCHOR REQUIRED • • FOR THE`Q IIE ASSEMBLY BE. • • • • •• ••• •• FOR GLASS TYPES: 4) 7/8" LAMI. IG:(1/8" AN - 7/16" AIR -1/8" AN - .090" PVB -1 •PVB'= BUTACI VB INTERLAYER BY KURARAY AMERICA, INC. I ll LONG SHORT SIDE SIDE L LONG .-4 I SHORT SIDE 1) SEE SHEETS 1, 4 8 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. 2) TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. FIGURE FOR HORIZONTAL FRAME ASSEMBLY TUBE FRAME SEE: WINDOW ASSEMBLY FOR' DIMENSION TUBE •B• — it LOW QUM 10' MAX. 3 FOI • • • • ANCI • • • • • • • • ADDITIONAL ASSI • • • • I ANCHOR • • • W Ai (4), IF REQ. • • A I • ••• ••• ••• ••• ••• • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 'HEETS 1, 4 g 5 NNDOW ANCHOR TIONS AND JTITIES. SEE SHEET t ANY ADDITIONAL {ORS REQUIRED THE FRAME iMBLY TUBE. PRODUCT REVISED as complying with the Flmida Building C"de A, c tattoo No Bx 'ralionDale is Ey Miami ade ProdtlG' LLJ z z : d ¢ a U p Z N d Q o LL Z_ o LLJ In `o D z Z s � w w � w o ..Z _ �(D to 0 2 ¢ 0 W A uU W Ztn v m m n �NOIN N 0,Nn 0,1 =Umyt Q wZ 3 W o 0 oz z •� U \,"N 44i4( Q- ,' •'. tit is Wo.58705 t. /I/U� 4Ju� 4J '7 '• STATC OF .� 705 FOR GLASS TYPES: 4) 7/8" LAMI. IG:(1/8" AN - 7/16" AIR -1/8" AN - .090" PVB -1 •PVB'= BUTACI VB INTERLAYER BY KURARAY AMERICA, INC. I ll LONG SHORT SIDE SIDE L LONG .-4 I SHORT SIDE 1) SEE SHEETS 1, 4 8 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. 2) TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. FIGURE FOR HORIZONTAL FRAME ASSEMBLY TUBE FRAME SEE: WINDOW ASSEMBLY FOR' DIMENSION TUBE •B• — it LOW QUM 10' MAX. 3 FOI • • • • ANCI • • • • • • • • ADDITIONAL ASSI • • • • I ANCHOR • • • W Ai (4), IF REQ. • • A I • ••• ••• ••• ••• ••• • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 'HEETS 1, 4 g 5 NNDOW ANCHOR TIONS AND JTITIES. SEE SHEET t ANY ADDITIONAL {ORS REQUIRED THE FRAME iMBLY TUBE. PRODUCT REVISED as complying with the Flmida Building C"de A, c tattoo No Bx 'ralionDale is Ey Miami ade ProdtlG' LLJ z z : d ¢ a U p Z N d Q o LL Z_ o LLJ In `o D z Z s � w w � w o ..Z _ �(D to 0 2 ¢ 0 W A uU W Ztn v m m n �NOIN N 0,Nn 0,1 =Umyt Q wZ 3 W o 0 oz z •� U \,"N 44i4( Q- ,' •'. tit is Wo.58705 t. /I/U� 4Ju� 4J '7 '• STATC OF .� 705 • ••• ••• ••• ••• ••• • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 'HEETS 1, 4 g 5 NNDOW ANCHOR TIONS AND JTITIES. SEE SHEET t ANY ADDITIONAL {ORS REQUIRED THE FRAME iMBLY TUBE. PRODUCT REVISED as complying with the Flmida Building C"de A, c tattoo No Bx 'ralionDale is Ey Miami ade ProdtlG' LLJ z z : d ¢ a U p Z N d Q o LL Z_ o LLJ In `o D z Z s � w w � w o ..Z _ �(D to 0 2 ¢ 0 W A uU W Ztn v m m n �NOIN N 0,Nn 0,1 =Umyt Q wZ 3 W o 0 oz z •� U \,"N 44i4( Q- ,' •'. tit is Wo.58705 t. /I/U� 4Ju� 4J '7 '• STATC OF .� 705 �3.545'�— .062" .125' NOM. .439' 2.701' 52` bar O1 FRAME HEAD, 71 FRAME SILL & JAMB ASSEMBLY TUBE #7005,6063-T6 #7004.6063-T6 993' 68' .040' 1.32203' .083" AS REQUIRED PER TABLE 3, 488" J I .086" J I SHEET 4 •093' O INST. HOLE COVER ANCHOR PLATE ADDON FLANGE 70 #7007, 6063-T6 O #7071, 6063-T6 #134, 6063-T6 Item I Dwp. # Description Mat 1 1 7005 Main Frame Head SIII & Jambs 6063-TO Alum. 2 7071 Anchor Plate W63•T6Alun• 3 7007 Installation Hole Cover W63-TSAIvn• 4 7010 Frame Corner Key Steel 6 7078 Frame Gasket Vinyl Foam 10 7055 Fixed Frame Hole Plug PVC 31 DuraSeal Spacer 32 1713 Setting Block 5 32' x 3 16" x 1- 4" EPOM 33 1714 Setting Block 5 32" x 2.7 16" x 1.1/4" EPDM 35 7036 Bead 6063-TSAWM. 36 7042 Bead 808346Altan. 37 1 7059 Bead D W63•76 Akan' 38 1 1224 IVInyl Bulb WSW fla 70 39 1225 Vln I Bulb Wstp ffhln • • • • aF'kUPVl70• 50 Dow 899Silicon 8a beddIn 70 134 Add -on Fla e • • • • • 0083drBAG . 71 71)04 Casemen[FrameAss Tube "urn.86 #8X1-1/2"QuadPnSMSStainlessSteel StakilessSt•ol 90 #12x V Ph. Pn. TEK Stainless Steel .706' � .172' A50'.050, 17 .865" .865` .870" ,050, 7 �L f T—:7-4 �— .569, O35 BEAD B 36 BEAD C 37 BEAD D 07036,6063-T6 O #7042,6063-T6 #7059,6063-T6 r• \\\\11111f 1////// "tV o • LYNN M��( i No. 58705 tar ST TE Or ••• • • • • rr�/I,YMN MIAI.RA PF ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PRODUCT AEVISBD as complying with the Florida Building Code trJ'—OSI 15 Aaeptonce No Revsed By: Date: Revision B: iration Dale 18 By Mimn' ate Product' Revised By: Dole: Revision A' LM 5/15/15 NO CHANGE THIS SHEET ]no De 6pli— Drawn ey: BOM AND EXTRUSIONS J ROSOWSKI 1070 TECHNOLOGY DRIVE Title: Dole: N. VENICE, FL 34275 FIXED CASEMENT WINDOW DETAILS - LM 08/08/12 P.O. BOX 1529 NOKOMIS, FL 34274 Series/Modal: Scale: Sneer: Drawing No. Rev: CERT. OF AUTH. #29296 CA-740 NTS 11 OF 11 MD-CtA740E-LM A ZZINIM M IAM UDME NHAMI--DADE COUNTY, FLORIDA e PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DMSION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidagEaov/ecoiioirry PGT Industries, Inc. 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 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 "Alum. 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 Miami -Dade County 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 If logo; ai4.state, '. •..• c8 • •..... model/ series, and following statement: "Miami -Dade County Product Control Apprrs�+g�, unless otherwise noted herein. . . REVISION of this NOA shall be considered after a renewal application has been file# and there has been* • : • • no change in the applicable building code negatively affecting the performance of d it4*5luct. •' • 00000 TERMINATION of this NOA will occur after the expiration date or if there has llama.revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of thisNC1A&s an endorsement....;. of an product, for sales advertisingor an other a oses shall automatically terminate this I�A��aiIure. any > Y P Y . . . ...... to comply with any section of this NOA shall be cause for termination and removal Of4NO'w1. • • • . 0 • 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 threquest of the Building Official. This NOA revises and renews NOA No. 11-1013of this page 1 and evidence pages-E---1, E-2, E-3 and E-4, as well as approval documen ea The submitted documentation was reviewed by . E. NOA No.14-71117.05 AW OUNTY Expiration Date: February24,2020 ' .t�' U Approva[Date: February i9,,,/� Page agc 1 1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted render 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 alumi4vin.doors of OXXO configuration, prepared by Fenestration Testing Labkatoij Inc! Test Repdr't'*:' No. FTL4921, dated 07/17/06, signed and sealed by Edmunj.1..I..arga , P. Ej . . •: • (Submitted under. previous NOA No. 05-0419.03) • • • • • • 0 • 3. Test reports on: 1) Uniform Static Air Pressure Test, Loading "OgBC, 'fi%S •202-9 • 2) Large Missile Impact Test per FBC, TAS 24i !94 ' • ' o o 3) Cyclic Wind Pressure Loading per FBC, T.4�.203-9 • - • • • • • • 4) Forced Entry Test, per FBC 2411.3.2.1, ap4TAS 202-94. along with marked —up drawings and installation diagram of an a1umiRu.T.-doors•o1s.:. OXXX configuration, prepared by Fenestration Testing LaborAtda , Inc'., Test Report..: No. FTL 4527, dated 02/10/05, signed and sealed by EdmunN J. argaespads, P. 9. (Submitted under previous NOA No. 05-0419.03) 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-1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONThNUED) 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, FT1-4315, dated 09/13/04, both signed and seated by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 05-0419.03) 5. Test reports on: 1) Large Missile Irnpact 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 FT1-4529, dated 02/14/05, FTL-4530, dated 02/14/05, FTL-4311, 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 structural analysis, cdm�Nng NAth FBC 514 • •: • Edition 2010, prepared by manufacturer, dated 10/11/11, sign&; and;&@4(U by A. '. Lynn Miller, P. E. Gee:** 2. Glazing complies with ASTM E1300-04/ 09 • • • • • • D. QUALITY ASSURANCE • • • • • • • • .. .. . .. ...... 1. Miami -Dade Department of Regulatory and Economic ResotvW54RER). • • . . .... % E. MATERIAL CERTIFICATIONS • 1._ Notice of Acceptance No.14-0916.10 issued to Kuraray America, Inc.'%l tlikir ' "Kuraray PVB Glass Interlayer" dated 02/19/15, expiring on 12/11/16. 2. Notice of Acceptance No. 14-0423.15 issued to Eastman Chemical Company (MA) for their "Saflex Cl? - Saflex and Saflex'1I1` Coin] ibsite Glass Interlayers -with PET Core" dated 06/19/14, expiring on 12/11/18. Jaime A Gascon, P. E. Product Control Section Supenrisor NOA No. 14-1117.05 Expiration Date: )February 24, 2020 Approval Date: FebruaiT 19, 2015 E-2 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS (CONTMUED) 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 04/14118. F. STATEMENTS 1. Statement letter of conformance to FBC 2010 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. (Submtitted under 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 under previous 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-6941;1SStted by Fenestration• • • Testing Laboratory, Inc., dated 05/20/09, signed and sealed byYul�o E. Gonzalez, P. 1cc.... (Submitted anderpreviousNOA No. 09-1028.10) : '..' ..... 8. Proposal No. 08-1891 issued by Product Control, dated Oi WIV, siglito icy Ishnq: • • .. .. . .. ...... Chanda, P. E. ...... (Submitted under previous NOA No. 09-1028.10) . . . . **too* . . .. ...... Jaime D. Gas on, 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 (CONTIINUED) 9. Laboratory compliance letter for Test Reports No.'s FTL-4921, dated 07/17/06, FTL-4527, dated 02/10/05, F"I"528, dated 02/14/05, FTL-4315, dated 09113/04, FTL-4529, dated 02/14/05, FTIr-4530, dated 02/14/05, FTL--4311, 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) G. OTHERS 1. Notice of Acceptance No. 11-1013.24, issued to PGT Industries for their Series "FD- 750" Outswing Alumintun. French Door w/Sidelites -- L.M.I., approved on 11/24/11 and expiring on 02/24/15. •000:0 . . . . ...... ...... . ...... • • • .... . 9 .. 0 ..... ...... •• . 00000 ...... 0 so ...�.. .0-000 ... ... ...... of Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No.14-1117.05 Expiration Date: February 24, 2020 Approval Date: February l% 200 E-4 NOTES: OUTSWING IMPACT FRENCH DOOR(S) AND SIDE LITE(S) 1. GLAZING OPTIONS: A, 7/16" LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN ,090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM. B. /17 8„ LAMI CONSISTING OF (2) LITES OF 3/18" HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM, C. 711&'LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .075 VANCEVA INTERLAYER. D. 7/16" MI CONSISTING OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .075 VANCEVA INTERLAYER. E, 7/6" LAMI LG. CONSISTING OF (1) LITE OF 3/16" TEMPERED GLASS OUTSIDE 1/4" AIR SPACE AND (1) 7/16" LAMI GLASS ASSEMBLY INSIDE (3116" &.090 PVB, 3/16" HS). F. 7/8" LAMI I.G. CONSISTING OF (1) LITE OF 3/16" TEMPERED GLASS OUTSIDE; 1/4" AIR SPACE AND (1) 7116" LAMI GLASS ASSEMBLY INSIDE (3/16" HS,.090 PVB, 3118" HS). G. 7/8' LAMI L CONSISTING OF (1) LITE OF 3/16" TEMPERED GLASS OUTSIDEI 1/4' AIR SPACE AND (1) 7/16" LAMI GLASS ASSEMBLY INSIDE (3/16" A,.076 VANCEVA, 3116" HS). H. /LAW I LG. CONSISTING OF (1) LITE OF 3/16" TEMPERED GLASS OUTSIDE, 1/4" AIRSPACE AND (1) 7/16" LAM[ GLASS ASSEMBLY INSIDE (3l16" HS,.076 VANCEVA 3118" HS), 2. DESIGN PRESSURES: TABLE 1, SHEET 3. ®, NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E`1300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E13W-02, 3. CONFIGURATIONS: 1 Q XX, Xp !a X�X, M'QXX", O O ?COX, 4M, OXXX, OR OXXO WHERE Q REPRESENTS EITHER THE NARROW JAMB OR FULL JAMB SIDE LITE. ANY TWO ADJACENT X UNITS CAN BE EITHER TWO SINGLE, X DOORS OR A DOUBLE, XX DOOR' BOTH USING EITHER THE STANDARD OR THE LOW-RISE SILL. THE FRENCH DOOR ASSEMBLY BEAM IS USED TO ASSEMBLE X AND O UNITS TO MAKE THE ABOVE CONFIGURATIONS. 4. ANCHORAGE: THE 33 1!3%STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 9 THRU 11. 5. SHUTTERS ARE NOT REQUIRED. 8. SEALANT; INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. VERTICAL ASSEMBLY BEAM SEAMS SEALED ON THE INTERIOR AND EXTERIOR WITH CONTRACTORS SEALANT. 7. REFERENCES: TEST REPORTS: FTL-4311, FTL-4312, FTL-4315, FTL-4627, FTL-4628, FTL-4529, FTL•4630, FTL-4921 AND FTL-6941. ® ANSI/AF&PA NDS-2006 FOR WOOD CONSTRUCTION ADM-2005 ALUMINUM DESIGN MANUAL 8. THIS PRODUCT HAS BEEN DESIGNED 8 TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY eHURRICANE ZONE (HVHZ). • •• • • • • ••• • SHE6j • • �NOICONIB, FL 8t176 "tQE • • F:a eqx tam NOKOhfl9, FL 91171 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ALUM, FRENCH DOOR A SIDE LITES, 1,, ew,� u.+row F-1. FUL 1 n 12 8000-11 NOA DRAWING MAP TOPIC SHEET GENERAL NOTES............ 1 CONFIGURATIONS ........... I GLAZING DETAILS.........., 2 DESIGN PRESSURES...... 3 ELEVATIONS .................... 4 VERT. SECTIONS ............. 5 HORIZ. SECTIONS ........... 6 PARTS LIST ...................... 7 EXTRUSIONS ................... 8-9 ANCHORAGE .................... 10.1 /WRIJOT REVIUD • •Iry Wilk 1pe Mpr1A. IIu1W� Cwe N• IIM. 015 10 1111/ \,"N M114 '.' ''i g14 a *~� �Ro, 58105 . ........... /S'S, A. LYNN M(LLE P.E. FL P.E.1158705 7/16" NOM. - 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 090" DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER - 3116" HEAT STRENGTHENED GLASS 91 OR 92 . 6/8" XTE ERIOR INTERIOR GLAZING DETAIL SETTING BLOCK 7/16" LAMI GLASS W/ PVB INTERLAYER 110" NOM. 3/16" ANNEALED OR HEAT STRENGTHENED GLASS .075" VANCEVA INTERLAYER •3/10" HEAT STRENGTHENED GLASS 93 OR 94 6/8" 0 LASS EXTERIOR I , T �ry ERIOR ^I I GLA�ZIN� G DETAIL SETTING BLOCK 7116" LAMI GLASS W/ VANCEVA INTERLAYER 7/8" NOM. 7/8" NOM. Y11NAU.CT:NRV{s80 11/� i{lrllh the No" 3/16" TEMPERED GLASS AIR SPACfr 3/10" TEMPERED GLASS AIR SPACEN•M Yr lApy D15 3/10" ANNEALEO OR HEAT 3/18" ANNEALED OR HEAT STRENGTHENED GLASS STRENGTHENED GLASS 090" DUPONT BUTAGTE OR SAFLEX/ KEEPSAFE MAXIMUM PVB INTERLAYER 075 VANCEVA INTERLAYER �— 3/16" HEAT STRENGTHENED GLASS 3116" HEAT STRENGTHENED GLASS 95 OR 96 109 OR 90 108 e618"GLASS PRODUCT'RENBWED . m complyb* with the Florida &dtdlog t N 106 6/8" GLASS Dew 8KT7 ERIOOj • • : : : : INTERIOR EXTERIOR INTERIOR �� �XNN M///� i���/ "' Y3LAZINC3 DE7hPtIL SETTING BLOCK GLAZING DETAIL SETTING BLOCK �',: * ; 140,58705 7/8" LAMI I.G. GLASS W/ PVB INTERLAYER 7/8" LAMI I.G. GLASS W/ VANCEVA INTERLAYER FIXNoclrAAbEn7H911Fer • • Muepef" ,p'•, sSAt II F !'3 —11"fd�orEClrlroroorpFrvE GLAZING DETAILS !JL NOCHAV7*19 NFE7• • •_ N6KOM1 iL 9/Y1'1 t* JR • AvlNI9 m4w46 ,r 4rr • • • _ F.O. egx lm ALUM. FRENCH DOOR A SIDE LITES, IMPACT NOKOA19,F1.94274 A..r"". — A. L1�1��114flLL , P.E. F.K. 12/2&W Li �6 FDTE0 FUL 2 s 12 8000.11 E FL P.E.# 68706 • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Table 1. Maximum Design Pressures (Dsf) Configuration ' Width (In) Allowed Glass Types Height (in) 79 3/4" (6) 83 3/4" (70) 87 3/4" 91 3/4" 95 3/4" (80) French A,E +70,0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 C,G +100.0 -100.0 +100.0 -100.0 +100.0 •100.0 +100.0 -100.0 +100.0 -100.0 _Door A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80,0 C,G +100.0 -100.0 +106.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 Full Jamb 3611lt6" A,E +70.0 -80.0 . +70.0 -80.0 +70.0 -60.0 +70.0- •80.0 +70.0 -80.0 C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 3011/16' C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 Sidelite Narrow Jamb 3311/16" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +97.4 -97.4 3611/16/, A, l3, E, F +70.0 80.0 +70.0 -80.0 +70.0 80.0 +70.0 -80.0 +70.0 =80.0 C,Cd +100.0 -100.6 +99.9 -99.9 +96.3 -95.3 +91.4 -91.4 +87.9 -87.9 D,H +100.0 -100.0 +100.0 .100.0 +100.0 .100.0 +100.0 -100.0 +100.0 -106.0 f%- // 10 LMMI kof IO m,.vvv ry P, J/ I0 no/ r IL.-4.7Is, 9JIG, w la B - 7/16" LAMI (3/16"HS,.090 PVB, 3/16"HS) UPGRADE FTL•4311, 4312, 431E C - 7116" LAMI (3116"A,.075 VANCEVA, 3116"HS) FTLA527, 4628, 4529, 4630 D - 7/16" LAMI (3116"HS,.075 VANCEVA, 3/16"HS) UPGRADE FTLAS27, 4528, 4529, 4630 E - 7/8" LAMII.G. (3/18"7, 114" AIR SPACE, 3l16"A,.090 PV0, 3/16"HS) PTL-4311, 4312, 4316 F - 7/8" LAMI I.G. (3/16"T, 1/4" AIR SPACE, 3/16"HS,.090 PVS, 3/16"HS) UPGRADE FTL-4311, 4312, 4316 G • 7/8" LAMI I.G. (3/167, 114" AIRSPACE, 3l16"A,.076 VANCEVA, 3116"HS) FTLA527, 4528, 4529, 453E H - 7/8" LAMI I,G. (3/16"T, 1/4" AIR SPACE, 3/16"HS,.076 VANCEVA, 3/16"HS) UPGRADE FTLA527, 4528, 4529, 4630 OVERHANG I, LENGTH OVERHANG �p HEIGHT O A N T S: 1. IF USING THE OPTIONAL LOW-RISE SILL (PART 10, SHEET 8 OF 12), THE OVERHANG HEIGHT MUST BE GREATER THAN THE OVERHANG LENGTH (SEE DIAGRAM), IF NOT, THE MAXIMUM POSITIVE (+) DESIGN PRESSURE IS LIMITED TO +50.0 PSF FOR ALL STYLES AND SIZES OF THE DOOR AND ANY ADJOINING SIOELITES. (REF, FTL5941) AKiO.UCrRRYI'�F0 �� ne wll6 tYe ►ln.lt!► .„,,.. D 3 �1r.eM 15 RENEWED , wI& f- Flmid- `•`�`� \.YNN hk • • • • • • • • • •• ••• •• • • • •• *: NO.58770055 • �F • ate' • • • °"°i'°"' '• • STATE AK f0M MCIM00YORM NOM0, FL 3417E P.0 60X 152p a w .34274 DESIGN PRESSURES O� ' . FLOR{OP,•' G i, ` �''�`,S/ONA%- A, LYN�i �tltl�ri, P.E. JR •OR72VP ••� 0 • PORL 81 ALUM. FRENCH DOOR A SIOELITES, IMPACT J,a °radio -Z76 D NOClwlKiE•17�BNEET • . -FK. --- p4/5/°5 '"1L6°°� "'" `�" '"�'•� 122"4 L.T. P0760 NTS 3 a 12 8000-11 E FL P.E.# 56705 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • I-7313116" MAX. WIDTH 95 3/4" MAX. HEIGHT ALL �110 5/8" MAX. WIDTH 146 318" MAX. WIDTH OX OR XO OXO OXXO (SHOWING EACH VERSION SIQELITE 37• 36 11/16" 36 11/18" MAX. WIDTH MAX. WIDTH MAX. -- WIDTH DLO ALL X {�913/4' MAX. WIDTH -- 2b" 33 3/18" fWDIUCT REVIIKD UNITS I I MAX. DL p e !bswld Ibe'Pb.ro. ipriw b�iw 2016 79118" r ' DLO ALL PAODUCf RBNBW[iD m wmplft •1lhIse Ptaid% Bulldioa Code AoMtow No EvisatimDoo � � r Mimi D Product Oonlwl • • • • • 11III 1f XX �� GENSg ' .• P • • • 000 • • • • • • O (FULL JAMB) O (NARROW JAMB) a NOTES: * ;' 1. CONFIGURATIONS WITH SIDE LITES CAN BE EITHER NARROW JAMB OR FULL JAMB VERSION. _ No. 53705 2, FOR ANCHOR SPACING AND DETAILS SEE SHEETS 9 THROUGH 11. - k ' 3. FOR VEPJIC&%ECTIOU%%EE•SVJET 6 AND FOR HORIZONTAL SECTIONS SEE SHEET 8. a '• Ar • ll �ll • • f.K 10'Ifbd NO • T)f78 66T • • °M°IDt01" :O •'. STATE OF ; : \_�` • • • loloM"Moovomr EXAMPLE ELEVATIONS ;;� -' R.AolLwF�oaloP•'G. .oan>a • N0 NMMA fl a276 ALUM. FRENCH DOOR & SIDE LITES IMPACT ��ss/ONAG • • naafi stNilstfaT �• • qqXXrr Mat plrhvlo NOKOU fli 2M Ry. IN TS4 a 12^A° B00}1pk2P= ot FD7ARk A. LYN�IUILLk'f�. P.E. E FL P.E.# 58705 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • VERTICAL SECTION A NARROW AND FULL JAMB SIDE LITE HEAD MAX. OLO EXTERIOR VERTICAL SECTION B OUTSWING HEAD ORIGINAL VERSION TOP RAIL 21 ® 55 ALTERNATE VERSION TOP RAIL - ORIGINAL VER610N BOTTOM RAIL 22 ® 58 ALTERNATE VERSION BOTTOM RAIL • • • • • • • • • ®23 OR 24 �� ONY LYNN M/( VERTICAL 3L'C710M C • VERTICAL SECTION D NARROW AND FULL OUTSWING SILL = *' No. seros JAMBSILITF... •.. •. ro r II fX • a asw n�fa e►wwA< nrutittw • rnwlr�n Exmmusrox VERTICAL SECTIONS �O� ., ' sTA7 0 ;4�` • • • 107074CNNOf.00YDRevE i LORlO P.•''G\; -Al • c e • • rvDrcOMr4 n s�2ta T•tl _ ,S'S/0 , , • E� ��� rro 9HER • • RO• , ALUM. FRENCH DOOR &SpgCITES IMPACT ��, NAl- Rx am .e cr..yx, A. LY�II� 14 Uell, P.E. ,AIR' oiava D w� &MOMlan34274 j�2TFg750 -112 5 ^� 12 800411 E FL P.E.#58705 KK. 1?/23l04 L.T. 4181DB • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • OXXO HORIZONTAL SECTION SHOWING (1)OF EACH SIDE LITE TYPE o (AT HINGE JAMB) • • HORS T7 t0707R6NA0LQQYoxrvs • • Norron+�a, Ft sa27a ALUA • • PABp7f f619 Noj,oW F6 01774 Fn.F rs.uese FD750 ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 4N U;olt�lll. r W` ice�A• gSPj�OP �ETA��.S i rQ '••. FLOa\�.•' � VCH DOOR & SIDE ITES IMPACT FS310N P�; A. LYN'UMiLLWd, P.E. 1/2 8 • f2 00001 i E FL P.E.# 58705 T� FD750 DOORS PD750 FULI.JAMD SIDE LITE _ 1'IKWUC7 Yl4i pith eft WA � �' 004 �r5 t:oet PRODUCTRENSWED ..1 w"hdw Fbti& P YU8 BAWl=di= — O E Dale -. -• Miami Dade ProdM Control `'� �� L......... 1/''i. O • '' ~� JG ••• = 4 �• g870g '.. _ * No a_ •• \ 1 w '. PQ •' SFLolkPP T ..........•'�rR IMPACT ` L I \J.R. aweA• LYNNMILILtFi, P,E. 8l)00 i i E FL P.E.# 50705 R'FM DWO# D CR PTION Pam rral DW DESCRIPTION Pr7T# FRAMRKTTPARTS 1 8006 F MU•HEAD81 &IAMB 1 800E PRAMS-HEAD&HINGEJAMB 68006 4 8008 DRIPCAP 68008 2 B003A CATTSWINOSII.L 66003A 8007 SC COVER 68007 3 BOOK •SWINOSIU.COVM 68004C 7 8009 Ll, TA PIATR 68M 4 KW DRIPOP ow 8 ........... FMMEASSEMBLYSCREW PBX I- PH QUAD 78 5 ••••••••••• HEAD ILL AMB WFATHFR.4TRIP SCHLEQAL U8))3 8500 20 9012 STILS12 6 8007 SCREW COVER 67 21 8014 TOPRAIL 6W14 7 8009 ALLPLATE 68009 22 9013 BOTTOM RAIL 6SO13 6 ••••••••••• RAMBASSEMBLYSCRBW #SXI•PII AD 791 A 7 R D 6•I9X36' R A 9 WZ JASTRAg�kUNPSEAL 4803 36 .. ..-P H NVr5/J6•l8 799DNUCA 10 80 SW 8 U. TAW 4&=37 8.0�9 U CIAP 60378M P WEL 60 ........... f8X3/4*Ed80MVETFKSCR8V 78X34PSTW 5 •- •• —•••H D ILL t3T IAMBWPATHRi SCHLEOAL U63337T 61 SIDS BM. DT M 1 1 68012 62 6029 SIDBUTE)AMB RIM 68029 21 $014 TOP RAI PADWRODDESI 22 8017 I ED ROD DESIGN 1 800E PRAME-HEAD&SILL2A a01 TOP SWPFY 806 MSW D CAP .•••••••••• SW • SC 8 #4X1 •PHI J601014FD750NARfiUWJAMBSIDELITE 6 SCREWCOVER 68007I A INACTIVE 7 S009 INST PLATS7 lB 111 / IDE 8 •••••^••^ SASS LYSC A X I• PH A 1 AR V 8014 ITOPRAU. WJ4 1910 C • PIATE 68018 1 22 $013 DOTtOM FAIL 69013 30 SIDE 68019A 35 ••••••-•••• 5/16.18X36' 6TRWA 3 6035 6803 .• Sll6•IB 7_VAN.UTA 3 .......... R IN 3 #6.32x l/4' 37 9 TR P 6Q)llm 13 •••••••••• R MT EW R012 0/4' TRUSS HD 60 .......... . .#8XL4'P S QD VBTEKSC 7 RSTW 34 •......•.., QMR JOMMIUKREWOil wl Itt TRUSSHD. 1_WL SIPBUTSHEADTRIM 8 3 5/ 6•IB 36' A 1 10 FRAMIWAMB 600,10 36 ' NUT 5/&18 7 NUT• A9SBMB�.Y Kl1' 37 $09, SSCA P 6W78M 80 80330 ASSPMBLYBPAM 680318 3 4943- 03'R MECHANISM ASHLAN 8 •••••••••••#10• 2 /2'PH SCRGW 9 80 400 82 •••^••••••#10.24HBXNUT 40 •• TCHASS'YSCRBWS#3X2'S3PMILTRHD 71XZTPAX 1 83 •.•••••..•• P 2X 11 'TRHDT SCRMV d 7 9l 8 T VAN 64 SUBSILL(OPTIONAP U056 4 BLX.TSW/BSROD AN GLASS, 13190S&SIfACONF 43 8W1 3 WLTOWDE 48031 90 I•• INS NT W W 983 VAIPNf 44 ----• S BMTOUI & PJ BSCREWBa2X3/8'SS HI TRHD 7WSPFTX 91 •••7/16"LAMINA'T�MASS 16'A J6q 6'HS 4 P ATA T OAL ACI'IVBI 2511043SI 92 ....7/16'LA TFD GLASS 19B3, 90 PVE 3/16'HS 46 SMLLEFT- STRI BP TRAT A3TRAOAL ACTIVBHft4m W51104491 93 •••. 7/16' IAMINATFDOIAS3 16' ANN .073VANCEVA 3116• 47 --• S B TE8CRwS 8. 2 X 318.33 PHIU.TR HD 7 XJ X 94 ......^'• 7/16' IAMINATEOOLASS I6• S. O3 VANCBVA LIE" HS 48 •8036 8 PLA MI SCREW 4 I/ ' FH 7612PPTX 93 ••••7/8'LAM11.4 N16'T 1/4.9PA 3! ANN. A90P 3f16'US) KBPIA AT HEAD&SILL •49 50 ST S SSS8X112 HIU.FH UWAX 96 •• ••••-7/8'LAMI1.4 I6•T1/4'SPA 1 IIS.090PVB3/16'HS $1 ••• 8 K TESC S IU.SS8X1/2PHRLUNDERCUTPII 79X1 PPHUX 97 ........... l IAMII.Q /161T IW PAC LI ANN..075VANCBVA 6'H S? . 1 ACRVBT SAT A�lRA • • ♦ 98 •.......-• 7/9, MI I.O I6" T. 1/4- SPAC 3116' HS. •075 VANCEVA 3/l6• 33 'WL P 91 TRIM S • • • 103 SW BACK EPAD 6M2 Sa ST 87FJZPABSIVe1J,5dKl RS ND • 106 8026A SLBACKBRAD UM6A S 8014A P L adbabwl& 63014A 107 8023A 7/16" BEAD ' 68 A 56 8013A 807TOM RAILIAODOLT• DMCN 6wim 108 8MA 71VIOBEAD 6802AA 57 •^•.•••••• 5116' 21/T LAOBOLTS 7516IEOLTX 109 1224 YINVLOULB W3TP lCK 6TP247 F.K UPMTun*Aa AOD�lEMB N10N. ta�aTECINOLOOYORA45 AOXO/JLR fl lIT71'�,FSSIONP�\\ALUM. r.O. aqXia2# XOKOA#$F7.a4274 • PARTS LIST Lo eaRc • • FRENCH DOOR & SIpE LITES g0410r."' ier • a"x`"k'1i PD780 aa4 NA 7 12 .v A.K. 6 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • -,062 1.0�00 1 L c+` 3.836« i #8006 6063-T6 O FRAME, HEAD, JAMB AND SIDELITE SILL 3.018 .050 O7 #8009 6063-T5 INSTALL PLATE .062 2.236 .050 -`-{ 1.180 4,027 I � 1 .583 _ S -+4 1.353 �. 1.033 .050 .040—+ " T�3.838-- a{ 008 O ® #B5 OUT -SWING SILL O OS SILL COVER O DRIP CAP O CREW COVER .082 1 r18 .074 2,p00 1.940 L 1.498583 Tj� 3.836--'—.-"I I 3.990 _..—=j 060 A 10 #8056 6063-T6 9#8012 6063-T6 OUT -SWING LOW SILL STILE T .075 1.936 ,100 1.93 I T 1.407 ��8,250— f+-- `--4.434---+i 22 #8013 6063-T6 BOTTOM RAIL 21 #8014 6063-T5 TOP RAIL #8017 6063-T5 23 TOP SWEEP j .0 .797 C72.240-1 #8016 6063-T5 24 BOTTOM SWEEP T .075 .075 1.1 938 .100 1,938 1.487 1.170 �_2.644— ��8.250 4.434--�-{ • • • • ; 18Q14A C30$4r6r • • #8014A 6063-T5 56 OTTgtA VqL„LgG�L7 pE$IGN 55 TOP RAIL, LAG BOLT DESIGN F,Q 6(1K f6S0 NOK0.NI0, fL 3014 • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • FD760 26 #8015 6063-T6 ASTRAGAL OOR B SIDE LITES, I 8 as 12��. 80000.118000.11 ewDUCT rAv"'0 00, 58705 ' SS10NA��`�� A. LYNiUMILL�R, P.E. FL REM68705_ �-+-- 2.260 --►i 075 27 #8021 B 6063-T6 GEAR HINGE, JAMB L060 .436 2.822---►I 61 #8028 6063-T5 SL HEAD TRIM -�{ .742 I-� ;- I�31663 072 j 28 #8020A 6063-T6 GEAR HINGE, COVER �+ 3,776---- a 326 126- .060 B4 #8056.6063-T4 SUBSILL, OPTIONAL 1.188 j�— I .046 10 #8022 6063-T5 10 #8026A 6063-T5 BACKBEAD O SLBACKBEAD . • ... . . . . . .. • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 142 1.812— .075 3 - 1 000 (-+— 1.763—• 1� "100 29 #8018 6063-T5 .30. #8019A 6063-T6 37 #8039 6063-T6 HINGE, BACK-UP GEAR HINGE,•DOOR TRUSS CLAMP 082 3.636 70 #8010 6063-T6 NARROW SL JAMB 7I- ?4—. 045 �..818 l+-- #8023A 6063-T5 10 7/16" BEAD P.Q w N F1194174 .040 437 .957 108 #8024A 6063-T5 I,G. BEAD Fo7ao ,125 3.251 P—1.836 #803313 6105-T5 80 FD ASS'Y BEAM r—2.313-- -1 060 62 #8029 6663-TS SL JAMB TRIM OOR & SIDE LITES A.t aMgAh 8 12 8000.11 nRonu y1„ �" "•t1- � 15 aw UN6WED \,YNN Mq�F!,,l * No,58705 uj It 11 "",, IONA\- \ A. LYNN'NI1Ldl , P.E. FL REA 68706 12" 6" 6„� l 3" 11" 11" 3" MIN. HEAD & SILL 11' 3` MIN. HEAD & SILL 11° ATYP. ANCHOR ®TYP. ANCHOR I CLUSTER CLUSTER 10.671" (TYPICAL) (TYPICAL) 10.671" MAX. MAX. IZE ! O.C. 0 C, A CHORS 00" J�NCHORS ® NC p g 18.5001, NAMB � H RS �® HT. OTY.MAX,HT. QTY. H Q1Y. MAX. H , QTY. 96 314" - (B) 96 3/4" - (8; 95 3/4' - (6) O'C' ® ® 91 3/4" - (8) 91 3/4" - 5 91 3/4" - 8 91 314' - 6) (2) EQ. (3) EQ. 87 314" - (6) 87314 .(8) 87 3/4" - (6) Sp. TYP. SP, TYP. 87 3/4"-(8) 83 3/4" - (6) 83 3/4" - (7) 83 314" - (5) 83 3/4" - (7) 79 3/4" - (6) 11' 79 314" - (7) 11 • 79 3/4" - (5) 11" 79 3/4" -(7) 11" D T (CONCRETE) ® DETAIL B (WOOD) ®D TAIL (CONCRETE)�SEE NOTE 6 ® CIE A14 D (WOOD) REGARDING (SINGLE PANEL) ($INGLE PANEL) (2 OR MORE PANELS) APPLICABLITYJ (2 OR MORE PANELS) ANCHOR TYPES: ANCHOR TYPES: ANCHOR TYPES: OF ENCIRCLED ANCHOR TYPES: 1 OR 2 2 OR 3 1 OR 2 ANCHOR 2 OR 3 LOCATIONS ANCHORAGE SPACING REQUIREMENTS: 1. DETAILS A AND 8 ABOVE REPRESENT ANCHORING OF SINGLE X DOORS, OR INDIVIDUAL SIDE LITE O PANELS WITH FULL OR NARROW WIDTH JAMBS, DETAILS C AND D 4� ABOVE REPRESENT ANCHORING OF ANY MIXTURE OF DOUBLE XX DOORS, SINGLE X DOORS, NARROW JAMB OR FULL JAMB SIDE LITE PANELS, FOR MULTIPLE -PANEL INSTALLATIONS OF TWO OR MORE PANELS. UNLESS OTHERWISE STATED, DIMENSIONS OF DETAILS A THROUGH D ARE MAXIMUMS. 2. ANCHOR TYPES: 1 -1/4" ELCO ULTRACON 2 -1/4" ELCO 884 CRETE-FLEX 3 - #12 STEEL SCREW (G6) ® CONCRETE SUBSTRATE USE TYPE 1 AT 1 3/8" MIN. EMBEDMENT OR TYPE 2 AT 1 3/4" EMBEDMENT. 1 3/4" MIN. EDGE DISTANCE FOR BOTH. WOOD SUSTRATE - USE TYPE 2 OR TYPE 3 AT 1 3/8' MIN, EMBEDMENT. 3. SINGLE, PANEL CONFIGU5g1QNS: (DETAIL A, CONCRETE SUBSTRATE. DETAIL B, WOOD SUBSTRATE) It HEAD AND SILL 6" MAX. FROM FRAME CORNERS. PRODUCT RRNBWBD 4. TWQOR MORE PANEL CONFIGURAT ONS :: (DETAtLCORNERC, CONCRETE SUBSTRATE)ETE SUBSTRATE (DETAIL A) AND 10.571"MAX. O.C. WOOD SUBSTRATE (DETAIL 8} sw tan No� ¢ !� 0 HEAD AND SILL ..,.,.6" MAX. FROM FRAME CORNERS, AND AT 3' AND 6" MAX. ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS (CLUSTER OF 4). Mfw ( Dade Pro id o t-ml JAMBS....I I- MAX. FROM FRAME CORNERS AND 18.600" MAX. O.C. 6. TWQ OR MW P&4j6 4N@GURATIOMS :jDETMI1D, WOOD SUBSTRATE) ® HEAD AND JILL....,.W yn.1:904 F 4RARS, AND AT 3", 8", 9' AND 12" MAX. ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS (CLUSTER OF 8). �� 4 �1oENSF''• p • PWSEN01RMLEs ANCHORS OL9TSIDE CLUSTERS, REQUIRED ONLY ON PANEL WIDTHS OVER 27 3/4", JAMB3,....It.9 ... t" MAA PROMPF'RAME COAIRS AND 10.571- MAX. D.C. *.' No. 50705 :* po 15111 � (U� • 1 RWMW IREMOM - o+pt•+s %�0 '•, STATE OF AK 1tV17Nd • REVI,98 C Fff gfiViBfi TE8 A0.. fo70 tr atNaoorur+rvs ANCHORAGE SPACING �. G .4R dazrfo Rowwo • ff•CHM061Nf8Alf=6T • • • WKaNW n9IY)'6 �/'ss'••., ••...•�C���� • cfcwaEo nocar�ou7raaars • r.a a rsao ALUM, FRENCH DOOR & SIDE LITES IMPACT �I,,IONAILL`"�" dR Ot • •T NOKOMfB Fi 902)Y ,e �"+r m.e n..rox. A. LYNN I(1iU114, P.E. P.K. 1?123N4 L.T. 8J06 i0760 1/4 10 a 12 8000 11 E FL REA $8705 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• A CONCRETE ANCHOR 1/4'MAX, (NOTE 1) GROUT, SEE NOTE 61 CONCRETEANCHOR 1/4" MAX. SEE NOTE 1 GROUT, SEE NOTE 5 KsSI MINz. ;.•. EMBED. SEE CONCRETE' '.'`' `> ,... `!NOTE 1 TYPICAL SIDE LITE SILL (DIRECT TO CONCRETE) a )PTIONAL WOOD ANCHOR, 1/4"MAX. WOOD ANCHOR, SEE NOTE 2 GROUT SEE NOTE 2 OPTIONAL 84EE 1/4" MAX.A NOTES 84 GROUT 3EE NOTE 6 j EMBED. SEE 13/8" ' 31� 1 NOTE 1 MIN. 2x WOOD, SEE MIN. 2x WOOD, SEE -----,- i NOTE 3 i hlnTF a OPTIONAL SIDE LITE SILL ® TYPICAL SIDE LITE SILL OPTIONAL SIDE LITE SILL (SUBSILL TO CONCRETE) (DIRECT TO WOOD) (SUBSILL TO WOOD) EXTERIOR INTERIOR (ALL HEAD & SILL SECTIONS) t 1' �3.4 KS�I MI . ''d:i%r EMBED. ..`?•''; '.• ,'r i:'; . CONCRETE NSEE OTE ®8igC411aY iMMwMa NIS "EMBED. MAX, � r ;.•'::<. `0.4 KSI MI13.• SEE WOOD 2x .: «1 `-CONCRETE: SHIM 1 30' MIN, :�f::;S":•.;'•.;;.:.:`-;,,:;�� .,e'� �NOTE 1 SEE NOTE 3 IxWOOD 1 SEE NOTE 3 1/4"J 1/4" MAX. MAX, SHIM ® SHIM CONCRETE ANCHOR, SEE NOTE 1 &CONCRUS ANCHOR SEE NOTE 1 AWOOD ANCHOR SEE NOTE 2 PRODUCT REMW13D TYPICAL DOOR & SIDE LITE HEAD of complying with ma Florida ® Building Coda Aaepr n palaJ1fe; 1, FOR CONCRETE APPLICATIONS 1N MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO 1/4" ULTRACONS OR 1/4" SS4 CRETE-FLEX. MIN. DISTANCE _ FROM ANCHOR TO CONCRETE EDGE IS 1 314 MIN. EMBEDMENT: 1/4" ULTRACON - 1 318", IM" SS4 CRETE-FLEX -1 3/4", Miami Dade Product Coca 2, FOR WOOD APPLICATIONS USE #12 STEEL SCREWS (05) Oft ELCO 1/4" SS4 CRETE-FLEX -1 3/8" MIN. EMBEDMENT FOR EITHER. 3. WOOD BUCKS DEPICTED AS I ARE LESS THAN 1 117 THICK, 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE t t i i 1 fill, AUTHORITY ygi/IN0.JYRIQDI INK I� • • � V LYNN 'i, 4 PROVIDE FG� SUPP,*T 1w. HE.DOOR•#WWE 81MILAR TO THAT SHOWN IN THE DEEA MIN, STRENGTH OF 6083-TB DTAILS ON THIS "SHEET FOR 2x WOOD BUCKS, THE ANCHOR THICK. THE ALUM. STRUCTURAL MEMBER SHAL LBE A #12E OFA 1SMS ZE TO��ICENS.........M���t�p WITH FULL ENQAGEMRNT+IN'M T149 RLU11. � TWF,,St CRITERIA ARE MET, THE PRESSURES SHOWN ON SHEET 3 AND ANCHORAGE SPACING FOR WOOD SHOWN ON SHEET 901MAYTIE ESEDP • _ N0. 58705 5, IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED, IF USED, NON -SHRINK, NON-METALLIC GROUT, 3400 PSI MIN., (DONE BY OTHERS) = a - MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE. AND TRANSFER SHEAR LOAD TO SUBSTRATE. o l fK }NIL{Y!• •d• R• ••• •-•• aFFe[ar %�Q�•,, STATE OF :•'[V41; GNNOED KBIAf • • 1070TBCHHOLOOYDRW ANCHORAGE DETAILS F vom%110 c�s;,. �ORIDP,.NG\� Qozzwo 0 A0060 R8 B D NOkQMiB, a X2T4 i OA 01 ro i e+cw0lipvAPcarr0e4n"ww..• • • •` apagxldPB ALUM. FRENCH & SIDEWES IMPACT '11, 0NAL t�� a,r: •�•�• NDi[OMIB,fi 942T1 wa,a wry m.a .�,r, tu,A. LYU IS11Lit ,P.E. F.w 12/2ava L.T. 4/BA78 fiDT60 1/4 11 a 12 B000-11 E FL P,E.4 68706 ••• • • • • ••• • • • • • • • • • • • • <DEXTERIOR INTERIOR (ALL SILL SECTIONS) CONCRETE .ANCHOR SEE NOTE 1, 1/4" MAX. SHEET 11 J GROUT, SEE NOTE 5 - • .3 SHEET 11 't CONCRETE,;i. SH6@T 11 '; s TYPICAL DOOR SILL (DIRECT TO CONCRETE) _0�1 INTERIOR (ALL JAMB SECTIONS) EXTERIOR V EMBED. ® SEE NOTE 1, SHEET 11 -, i "';' ;' - " r_ ;J r; 3.4 KS I MIN .< CONCRETE 1/4" MAX, SHIM ----I .. ... . . . . . .. • •• • • • • ••• •• •• ••• •• • • • •• CONCRETE ANCHOR,_ SEE NOTE 1, SHEET 11 1/4" MAX. GROUT, SEE NOTE 5, SHEET 17 * WOOD NO 6E O ® 8 HE6Tti 1/4" MAX. GROUT ® SEE NOTE 5, SHEET i 4, .. ,� ;;.,:•;` f'9$E NOTE 1, CONCRETE.; .. SHEET 11 ® 8 cx vvvvu, _ MIN. SEE NOTE 3,—_ SHEET I I OPTIONAL'DQOR SILL TYPICAL DOOR SILL (SUBSILL TO'CONCRETE) (DIRECT TO WOOD) WOODANCHOR, Q SES NOTE 1, SHIIET 11 1/4" MAX, GROUT, SEE N07E 5, SHEE711 T__ 1318. SEE NOTE 3,' SHEET 1� OPTIONAL DOOR SILL (SUBSILL TO WOOD) rpstnuer Nr+wVi EMBED. VA' +MQ Ile I1rIM ® SEE CONCRETE CONCRETE NOTE 1,�ANCHOR ANCHOR, HEE711 E " NOTE 1, ®3�, SEE NOTE 2, •"°s OT5 SHEET 11 . 1 ISHEET 11 .,1.;:.1':•,, MN. 1 CONCRETE ANCHOR, S,oil SEE NOTE 1, SHEE711 34KSIMIN. CONCRETE OR 1.5 KSI ' % `• :3 ';> a O MIN. .,•..; ..s ••' 2x WOOD, PRODUMENWID 1xWOOD SEE NOTE 3, Compiyhig with the Plodds , !. "h N;•.•. SEE NOTE SHEETII BuiidinoCoda 3, „ :;. . I I Axepta:pe No 2�{-- SHEET 1�4" MAX SHIM ----I I--- 1/4" MAX. SHIM TYPICAL DOOR & SIDE LITE JAMB P0.8QX 1620 ALUM. FRENCH DOOR & SIDE LITES G n�vGI1 11.1,14 JU�• F00-11 o %4 12 a 12 y 1 IYNN No. 58705 STATE OFAl sS A. AM M(I!Cw P.E. FL P.Ef158705 11A� i(-- Vvi U(o W M IAMDADE NUA511-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC R1vSOURCFS (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE MA) •www.miamidade.gov/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 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 "PGT" Clipped Extruded Aluminum Tube Mullion — L.M.I. APPROVAL DOCUMENT: Drawilrg No. 63003R, titled "Impact -Resistant Aluminum Tube Mullions", sheets 1 through 25 of 25, prepared by manufacturer, dated 08/29/11, with revision B dated 10/10/14, signed and sealed by Anthony Lynn Miller, F.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. 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", upless otherwise ...... ...... noted herein. • RENEWAL of this NOA shall be considered after a renewal application has b tIfiled and t Wit jias been'. no change in the applicable building code negatively affecting the performance of tlti$'producf. ' • • • • • TERMINATION of this NOA will occur after the expiration date or if there has Ingn a revWonAr charVe in the materials, use, and/or manufacture of the product or process. Misuse of tftAICFA as an Udorsement••• of any product, for sales, advertising or any other purposes shall automatically uWaiisate thi g" Failrw • • to comply with any section of this NOA shall because for termination and removes} of+TOA. •• ADVERTISEMENT: The NOA number preceded by the words Miami-Ewc; 4ounty� Florida, ago..;, followed by the expiration date may be displayed in advertising literature. If pny }lortion pf't?k5-NOA.is ••..•• displayed, then it shall be done in its entirety. *so* ; • INSPECTION: A copy of this entire NOA shall be provided to th1duser by the manufactuHr or its distributors and shall be available for inspection at the job site at tMe t of the Building Official. This NOA revises and renews NOA# 14-1105.01 and co lists o1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by NJaA eAR �t/� JV NOA No.16-0218.03 MIAMI•DADE CaVNTY V" Expiration Date: May 26, 2021 Approval Date: April 14 2016 !T Page 1 PGT Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 10-08.19.OS) 2. Drawing No. 6300JR, titled "Impact -Resistant Aluminum Tube Mullions", sheets 1 .through 25 of 25, dated 08/29/11, with revision B dated 10/10/14, 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 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 NOA No. 10-0819. 05) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2010 and with FBC 5tn Edition (2014), prepared by manufacturer, dated 01/29/15, signed and sealed by Anthony Lynn Miller, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. ...... ...... . ...... .... . .. ..... ...... .. . ..... .. .. . .. ...... . . . . ...... Manue a ez, P.E. Product Cont of aminer NOA N . 6-0218.03 Expiration Date: May 26, 2021 Approval Date: April 14 2016 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5" Edition (2014), dated February 15, 2016, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Statement letter of no financial interest, dated February 15, 2016, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. G. OTHERS 1. Notice of Acceptance No. 14-1105.01, issued to PGT Industries, Inc. for their Series "PGT" Clipped Extruded Aluminum Tube Mullion — L.M.I., approved on 02/12/15 and expiring on 05/26/16. ...... . ...... .... . .. ..... ...... .. . ..... .. .. . .. ...... . . . . ...... Manuel , P.E. Product Contr EE miner NOA No.-0218.03 Expiration Date: May 26, 2021 Approval Date: April 14 2016 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 I SEE ATHRUG;DETNL6 SHEET62-3 I_��= - L VERT. MULL LENGTH HORIZONTAL MULL LENGTH 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 IX OR 2X WOOD SUCKS 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 INSCRISED 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. 1 SEE DETAILS ATHRU G; / SHEETS 2-3 OPE ING HEIGHT FOR HORIZONTAL SEE DETAIL E, MULL SHEETS FENESTRATION PRODUCTS MAY BE OF ANY TYPE. MUST BE MANUFACTURED BY POT. I/SEEDETAILS AA,G,H; SHEETS 2.3— HORIZONTAL -- MULL LENGTH ADDITIONAL EXAMPLES OF MULL CONFIGURATIONS: MULL [-OPENING WIDTH-�i I—HORIZ. WILL LENGTH --ILENGGTH OPENING HEIGHT OPENING MULL FOR HEIGHT � LENGTH MULL JL • ID SINGLE MULLION SINGLE MULLION • • F v NO TI LLL(� • • • • • OP IQGbVIDTH• •• ••• •• •FUR RTI�AL:� SEE CORRESPONDING DETAILS MULTIPLE MULLIONS FROM FIGURE 1 ABOVE. 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 UISO. THE 113 STRESS INCREASE WAS NOT USED IN THIS ANCHOR EVALUATION, THE 1.0 LOAD DURATION FACTOR WAS USED FORTHE EVALUATION OF WOOD SCREWS. 4) PROPER SEALING OF ENTIRE ASSEMBLY IS THE RESPONSIBILITY OF OTHERS AND 16 BEYOND THE SCOPE OF THESE INSTRUCTIONS, 6) 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. 8) 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. S) REFERENCE; TEST REPORTS: FTL-6443; ELCO ULTRACONIAGGRE-GATOR NOA'S 0) 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 HVH7_ 11) QUANTITY OF UNITS WITHIN A MULTIPLE MULLED ASSEMBLY IS UNLIMITED PROVIDED THAT THE SPAN AND OPENING WIDTWHEIGHT OF EACH INDIVIDUAL MULLION COMPLIES WITH THE REQUIREMENTS OF THIS NOA INSTRUCTIONS: 1) DETERMINE THE DESIGN PRESSURE REQUIREMENT (LBSIFT') FOR THE OPENING USING THE ASCE-7 STANDARD. 2) CHOOSE A MULLION TYPE THAT WILL FIT THE DEPTH OF THE FENESTRATION PRODUCT'S FRAME DEPTH. 3) REFER TO SHEET 26 TO DETERMINE IF THE WIND LOADING IS 'RECTANGULAR' OR "IANGULAR(rRAPEZOIDAL'. GENERAL NOTES ........................... 1 INSTRUCTIONS ........... ... ....I............ I ELEVATIONS .................................. 1 MULLT02X 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...............6 1 X 2 X.375 MULL SPECS.._........... B 1 X 2.76 X.976 MULL SPECS .......... 7 1 X 2.75 X.65 MULL SPECS............ a 1 X 3.126 X .500 MULL SPECS 1 X 4 X .126 MULL SPECS_ ............ 10 1 X 4 X.375 TUBE MULL SPECS.... 11 1 X 4 X.375 T WILL SPECS........ 11 1.25 X 3.I86 X .265 MULL SPECS...12 1.25 X 326 X .100 MULL SPECS...., 13 1.25 X 316 X .624 MULL SPECS..... 14 1.25 X 3.94 X .024 MULL SPECS....,15 2 X 4 X .25 MULL SPECS ................ 15 2 X 6 X .25 MULL SPECS................17 1.26 X 2.11 X .125 MULL SPECS.... 18 30' X 3.26 BAY MULL SPECS......... 19 46' X &26 BAY MULL SPECS......... 20 MULLION & CLIP DIMENSIONS...... 21.23 EXAMPLES 1 & 2.............................. 24 LOADING EXAMPLES ...................... 26 �--- 4) FIND THE CHOSEN MULLION'S MULLION CAPACITY (LBSIFT') FROM TABLES 1A THROUGH 16A, ON SHEETS 5 THROUGH 20 RESPECTIVELY, USING PRODUCT REVISED u complying wNh 1ho FIOTift THE MULLION TYPE, LENGTH AND OPENING WIDTH OR HEIGHT (DEPENDING IF THE MULLION IS SPANNING VERTICALLY OR HORIZONTALLY), THE Roil"S Code i �s VERT. MULLION CAPACITY (LSSI n OBTAINED SHALL MEET OR EXCEED THE DESIGN PRESSURE REQUIREMENT (LBS1FT9 FOR THE OPENING OBTAINED IN AceePluice No MULL STEP 1}. iI61I lAw 12Q� LENGTH 5) FROM THE SAME TABLE USED INSTEP 4) ASOVE, FIND THE VALUE IN THE NEXT COLUMN ANCHOR CAPACITY REQUIRED (I US). THIS VALUE Ry hodud r11L REPRESENTS THE WINDLOAD TRANSFERRED TO THE SUBSTRATE BY THE ANCHORS AND MUST BE MET TO ATTAIN THE FUMULLION CAPACITY. LL Mlem i ••• ••• ••• ••• STANDARDS USED; • • • • • • •2014 FLORIDA BUILDING CODE B91LTH IIOA A. • � ••ANSIIAF&PA NDS-2012 FOR WOOp CONST�• • • • • � • � • *ALUMINUM DESIGN MANUAL, ADW2DW • • • • • •AISI-S100.07IS2.2010 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 6) FROM THE ANCHOR CAPACITY CAPACITY CUBS) TABLE ON THE SAME SHEET AND USING YOUR ACTUAL SUBSTRATE CONDITION ( MULTIPLE MAY SELECT AN ANCHOR CLIP PATTERN AND VERIFY THAT THE REQUIRED ANCHOR ���`\\ I. p • • N . • '(A(( ANCHOPJSUBSTRA.TFJANCHOR-CLIP PATTERN APPLY) \� \\ON CAPACITY IS MET. P.��,.•'�1GENSE''•.FP 7) IF THE MULLION CAPACITY (LBSfFP) OBTAINED IN THE TABLE IS HIGHER THAN THE DESIGN PRESSURE REQUIREMENT (L8S/FT') FOR THE : : No. 55705 • T1 T J OPENING, YOU MAY USE THE "ANCHOR CAPACITY ADJUSTMENT FORMULA" TO OBTAIN THE LOWER ANCHOR CAPACITY REQUIRED. WITH THIS VALUE A LOWER ANCHOR CAPACITY OPTION MAY BE SELECTED FOR THE SAME SUBSTRATE - '� $) VERIFY THE DESIGN PRESSURE RATING (LBSIFT') FOR THE FENESTRATION PRODUCT TO BE USED AND COMPARE WITH THE FINAL MULLION :�� ' , TE F (U '� CAPACITY (LBSJFT') OBTAINED FOR THE MULLION SYSTEM. THE LOWER OF THE TWO SHALL APPLY FOR THE ENTIRE MULLED FENESTRATION 'L�'••..F<OR10I, •' G��: PRODUCT ASSEMBLY."•tp' 9) HIGHLIGHT OPTION USED AND TABLE VALUES USED IN A SPECIFIC APPLICATION WHEN USING THIS NOA TO APPLY FOR A PERMIT. \J• A.LhIN J,l,f (t1`I�\E. FL P. . 58705 DETAIL A: DETAIL B: MULLION MULLION TO 2X WOOD BUCK MULLION MULLION ATTACHED TO IX BUCKSTRIP TYP. ANCHOR C rt !11 AMU PER SUBSTRATE, ^p0 OR WOOD FRAMING WOOD BUCK AND MASONRY A7TAG MENT SEE SEE TABLES 18dSB LL (OFFSET CLIP SHOWN) (STANDARD CLIP SHOWN) BYorHERs, _ SEE NOTE 1, N j ULLION SHEET I. y/ E $$m I~- M I n I I Ji N B WN 1 EE SHEETS a I I I MIN2.7KSI •' . ,'. FOG E � L•' EI7HERTHE I d 1 1 I CONCRETE OR CMW I '�.I DISTANCE,J l�yJOCATIONS Z I, ,t SEE SEE TABLESOFFSET MEDGE e I EDGE DISTANCE 1B•1BB Q' if InCLIP MAVBEDSTANCEa I e FOR MASONRY ITALLBdFOR WOO�a2l-!2.3FCRHOLr I I ANCHORS W Q Q THIS METHOD < I SCREWS L �MAX F� <d I I I SIDE VIEW co Z J q ALL MULLIONS de J d e e EITHER THE j 6 c STANDARD � 2 e a e < da OFFSET MULL Z y d a e /,ter MAY BE YBE d en EXTERIOR o TMSLeHD� > ifS IIIZLLL d 4 u EDGE 4 w DISTANCE a f,• .e d < FOR Z Q Ol p MASONRY e THE OFFSET CLIP IS ANCHORS f- F 00 . O RECOMMfNDEDFOR VI 10 � e d FIN -FRAMED ��Shh EXTERIOR %MNOOWS, BUT MAY N OT1�lFOR EOR FERUMAEOT1'p , TYP. ANCHOR TYP.ANCHOR PER SUBSTRATE, PER 6UBSTRATE, SEE TABLES 10,105 SEE TABLES 1B•I$B EDGEIEND DISTANCE SEE TABLES EMBE WENT E ,BASS , SIDE VIEW FRONT VIEW INSTALLATION NOTES: 5) ANCHOR EMBEDMENT TO BASE MAJVINJ%LL�E B•EYON� WALL DRESSING : R STUCCO. 2) QUANTITY OF ANCHORS AND IJ SIZE O�N OTT ONLY.BECAUSE HE ANCHORCAPAGITTYSB,%DP4Y R-T ANCHORDISANCE THE CORRECT QUANTITY AND LOCATION OF5ANCHORS MUST BEFOILOVVED,iREFER TO THE TABLES ON THE FOLLOWING SHEETS. FOR DETAILSOAtb, EITPIM;PrHE WANDAM OR MTESUO10/LIP MAY BE USED. 3) ANCHOR HEAD TYPE MAY BE PANHEAD, HEXHEAD OR FLATHEAD. 4) WOOD BUCKS ARE OPTIONAL, BRIE D*YAI& C, SHEiU91e • • • 000 000 • • • • • 5) FOR MASONRY APPLICATIONS A I DAD�y CO Rrv, USL•ONLY MIAJDADE ODUNTY APPROVED ELCO ULTRACON OR ELCO I/4'•S. . AGG ATOR M IjNRtANrdhs. • i • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ANCHOR PER SUBSTRATE, SEE TABLES 1B-1BB BUCKSTRIP AND ATTACHMENT EMBEDMENT' • ' BY OTHERS, � •• 8EE NOTE 1, SHEET 1. MIN 2.1 KSI CONCRETE OR CMU FRONT VIEW PRODUCT REVISED as m1plying will the Fwft BUllding Code Ae«ptence No 03 Ex ilslionbeta /lp�.i B Mini de►Ilodual III 0�N� LYNN N����i ` .. 0�r;NSE ., q )` NO.58705 c Qj A. LfNNIMILLE-O.E. FL P.El 58705 DETAIL E: DETAIL C: --I .123.MIN. MULLION TO MULLION >� INTERSECTION NOTES: MULLION DIRECTLY ATTACHED TO MASONRY STRUCTURE MULLION (U-CLIP) 1) MAY BE INSTALLED IN SEE" OR 'CROSS' �i a (STANDARD CLIP SHOWN) INTERSECTIONS. a V ES�Z I .. ' 2) MAY BE (SHOWN) INSTALLED HORIZONTALLY B I TYP. ANCHOR c EITHER THE I V c� PER SUBSTRATE, N STANDARD I SEE TABLES 10-138 3) SEE U-CLIP DRAWINGS, SHEETS 21.23L '• m p MAy g L I i - TOP VIEW FOR CORRESPONDING MULLION. ct) N d EDGE DISTANCE MULLION U r I hIS MEED BY II I ' FOR MASONRY LL7 THIS METHOD. I I I ANCHORS VAPoE9-t-----�i ILI #12 STEEL SCREWS, ydd Z I SELF -DRILLING OR PREDRILL O MULLION AND USE SMS 0 RL o com p a N aD to EXTERIOR A. 4 a MULLION Z EDGE DISTANCE a THE OFFSET CLIP IS 0 FOR MASONRY ,.a RECOMMENDED FOR Z FIN -FRAMED L ANCHORS a ALSO BE USED TFMAY OR LL Ep ECTION FFL_ d' OTHER FER�oYPES. EXTERIOR JQ Z • a THOR .4 ERSUBQ O ERSUBSTRATE, 4 Z SEE TABLES i13-138 O a0 C / TYP. ANCHOR SEE SHEETS LELO AT FOR F y0 / SUCKSTRIP PER SUBSTRATE, MOLE LOCATIONS N AM) FRONT VIEW SEE TABLES EDGE UJ ATTACHMENT DISTANCE I-L N .. 6Y OTHERS, SEE TABLES I- N ASEORilJT � • BEE NOTE 1, 15-130 U Z Q 0O • • , •' '. SHEET i. EDGE a X0^g'CJ DISTANCE SEE TTABLLES SIDE VIEW 8� •� MIN 2.7 KS1 CONCRETE OR CMU MIN 2.7 KSI CONCRETE OR CMU 15-130 FRONT VIEW SIDE VIEW DETAIL D: MULLION ATTACHED TO STEEL STUD (STANDARD CLIP SHOWN) INSTALLATION NOTES: STRUCTURE TYP. ANCHOR 1) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ICODE, PESUBSTRATESEE TABLESIB-13B 2) QUANTITY OF ANCHORS AND MULLION SIZE SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION SEE SHEETS ® PRODUCTREVISLD ONLY. BECAUSE THE ANCHOR CAPACITY IS BASED PARTLY ON THE ANCHOR TO ANCHOR DISTANCE, THE 21-23 FOR I• complying wish Iho Watid• CORRECT QUANTITY AND LOCATION OF ANCHORS MUST BE FOLLOWED, REFER TO THE TABLES ON THE HOLE Building Cade FOLLOWING SHEETS. FOR DETAILS A-D, EITHER THE STANDARD OR INTERIOR CLIP MAY BE USED. LOCATIONS plance No_&Z •6'33) ANCHOR HEAD TYPE MAY BE PANHEAD, HEXHEAD OR FLATHEAD. Expin111 Del4) WOOD BUCKS ARE OPTIONAL, SEE DETAIL C, SHEET 3. ••••••••••••5) FOR MASONRY APPLICATIONS IN MIAMI-DARE COUNTIeUS:OMLY MIAAM-DARE •OUMTYAPPROVED plus E �1LYNN rt/'It�ELCO ULTRACON OR ELCO'1/4' S.S. AGGREGATOR MASS RRY� RMOMS. •FOR STEEL AND S UDSwrrwE�TA L au1LDtNG SEET B�O\,�CENSE 'Q,,% FRONT VIEW A 2X WOOD BACKER MUST USED. = �' • • • • • • • • • • • • ATTACHMENT BY OTHERS. Yam•; i! �i ,, EXTERIOR USE WOOpANCHORSPECS SIDE VIEW NO''S'l0� C NOTES:[OY_ • • • • • • • • • • • • • • • • 1) FOR 2X WOOD -BACKED STEEL STUDS, WOOD �J • • • • • • ANCHOR VALUES MAY BE USED. : Cam'., �.LORIOP,,•' �: ` • • • • • • • • • • • 2) SEE CORRESPONDING MULLION TABLES, f �, `. • • • • • • • • SHEETS 5.20, FOR QUANTITY OF SCREWS. t�L'Y n"II'Ll P.E. FL P.E.# 58705 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DETAIL F: FIELD -MODIFIED MULLION CLIP (F-CLIP) SEE DETAILS A•E, \ ` SHEETS 2 AND S FOR INSTALLATION X TO SPECIFIC SUBSTRATES STANDARD MULLION CLIP MODIFIED TO FIT FIELD CONDITIONS. INTO WOOD, STEEL, ALUM. CMU OR MASONRY EXTERIOR O SIDE VIEW SHOWN WITH 1• X 4' X .125• MULLION TYR ANCHOR PER SUBSTRATE, SEE TABLES 18.145 EDGE • • • Ufa f • • • DISTANCE F •�TrT• • • • PER ANCHOR • • • • • • • • • • • • • • ••• • •• • • • Gr •• ••• • • •• NOTES FOR INSTALLATION OPTIONS F: 1) DETAIL IS NOT APPLICABLE FOR THE BAY OR 1.28' X 2.11- X .126' MULLION. 2) SEE TABLES 1 B-13B FOR ANCHOR QUANTITIEG AND&HEETS 21131OR CIE LOCATIO& • : • 3) THE 2X5 CLIP IS NOT SUITABLE FOR THIS APPLICATION. • 0 • : • • s • � • 000 • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • 0 DETAIL G: DETAIL H: ANGLE MULLION CLIP BAY MULLION INSTALLATION (ANGLE CLIP) (ANGLE CLIP) TYP. ANCHOR 1 /--PER SUBSTRATE, SEE TABLES 15B OR 16B EXTERIOR 2' X 6' ANGLE CLIP, /-2 PER MULLION END, MUST BE / INSTALLED INSIDE OF BAY MULL. INTO WOOD, STEEL, ALUM OR MASONRY Y PRODUC'C REVISED m cnmPlying with thu Florida Building Code Aeceplw>ce No iG- 1 EDGE O 1 Em" Data Z) pSPEANCE by M'i I lroduG 4 ANCHOR ylr—E � NOTES FOR INSTALLATION OPTION G 6 H. %,,I V F� O 1) USE 2 ANGLE CLIPS PER MULLION END. CLIPS MUST BE INSERTED INSIDE OF MULLION. ,......... � .�'r,.• ��GENS!• i 2) DETAIL G: SEE TABLES 18-14B FOR ANCHOR QUANTITIES AND SHEETS 21.23 FOR HOLE ;; ;' NO. SB705 LOCATIONS. - r •'•, 3) DETAIL H: SEE TABLES 168 OR 16B FOR ANCHOR QUANTITIES AND SHEET 22 FOR HOLE C� g �6 ! ,`1 Uv, LOCATIONS. .; ��_.• SE �� Ak11YNt•J b R?p E. FL F� 68705 TABLE 1A Mullion Capacity Table pbsM Opening WWIh (Ibirverlice"parding mullons) or Opening Haight (forhorimniaYy-spamirg mulllorm) 501n 001n 701n 60 N 901n IOD N IM In 140 N too it 1 x 2It.125 FYalenputr Laedin9 Tra"an9. Leading R•CAVA Loading Tep Lmd g Reafwgu]r Leading 1bpRdaig, Losdirg tract a, Laafg hepl7derg. Losferg Fteatergdar Laang TrepRnerg. Loading tiealeneuly 1.0"M n ding. fcadirg Rxtrrp0r L.-ft lie dag. Lasting r Lading Tr Loddine Raat r Loading 77epRden9. Lading Alm* Tube Mullion fj 42N 111.9 406 129.5 332 932 106 118.8 325 70.9 101 107.0 32t N.9 408 f01.1 319 021 106 101.0 316 56.9 105 f14.0 319 46.0 406 1040 319 30.9 405 5D1,0 319 36.0 408 104.0 3/9 4817 74A J12 6JA 208 62.4 312 73.1 2S2 65.5 312 87.0 ?A5 48.6 S12 07Z 248 41.0 312 01.3 2/4 37.6 312 61.0 244 31.2 312 01.0 7M 25.6 312 61.0 244 23.1 312 61.0 244 50.8281n 63.9 285 70.6 234 63.2 261 41.6 226 45.6 251 56.7 224 39.0 261 52.1 222 35.5 251 40.1 220 St.$ 251 49.3 MO 25.6 281 49.3 210 22.8 2111 49.3 219 MO 281 49.3 210 54In 516 247 07.0 207 43.9 247 49.0 Mt 31.6 247 44.0 1% 32.9 247 41.5 190 29.2 247 3e.4 104 2a1 247 X4 107 21.9 24T X1 1W 18.6 247 98.1 193 10.4 247 J0.1 193 BON 36A 200 41.2 170 $2.0 200 35.4 166 21.4 200 51.5 103 24.0 200 28,9 160 21.3 200 27.i 139 19.2 200 20,9 167 16.0 200 26.0 tSe 63N 93.1 181 35.3 155 71.6 181 X3 152 23.7 let MO 140 2017 181 24.5 148 14.4 181 220 144 10.E 191 21.7 143 60N 28.5 155 SOA 142 24.0 165 28.1 1>? 20.6 168 23.1 138 /0.0 105 21.0 1 134 721n 22.2 f39 23.3 120 18.5 ISO 56.9 115 15A ISO 17.5 ile 74 In 1a9 125 19.7 ISO 16.7 125 10.6 i07 ## 7e In 17.5 115 16.2 f04 F , . TAR] F 1R AMA aharCa a01 TableJibs) Anchor Clip Patterns Ou0elrsta 2.7k Concrete 3.5k Cone. Ndlalr CMU I Fasd CMU PT MNN Type' J11C Eko Ulbecon 1/4' Eke Venom d10' Eko Ulhcon 3110' Eke lXbeaa tf4' Eke 180eaan 1/4' SS Eta A9pie0alon d16• Elao Ukrwan VY S9 Eke A99re0a1or #to steel Sam (05) e129teel 9o" (05) #12 sued Screw (05) Edq Distance OnkC12-IM17C 1• 2-Ur 3AW 1'2.1I2" 1'2-1rl, 2• 3-116' r 0.48' OAV 0.321'Embetinent(krll' taN' 1.31Y Y 1-V4' 1-f!Y 1-1H' 1.1N' 1-1N' 1-If1' 7 tara 1J1S'2 Irera ® 4.71 MN. O.C.1 Strrdrd a ObN 017 (Fg. i):•e 160 Ds 0901N 1el{ Poe 2701N 2601N S61 tee 7401N 371 6011a b 341 Me 442 rh MO a• 4 A•dkra IAA Mh O.C. I SYndrd (a ObeO Cep (Fg. 2kO •s WA WA WA WA 3501N WA WA WA WA WA 682 IOe 5551N 1120 •s4 Ane1wF ® r FAn O.O 1(2) 2e8 Anpk Dlps I pip. Sto 10e S001N 16OO IM 1895 die 5401N 560 ]be WA 780IN 7481N 6501Nt11921bs 002 9• 5851i1a1120 •s00.45• IAR 0.01 U43h. Nto.125'Abm. fFip.4tA WA WA WA WA WA WA WA WA WA WA WA NIA 7151 AnOw I F,(Np (RIg.6):5 roe 226•s135 Its 140 fN 171 no 370 •s 1871N 3321N 4731N 170 Non 1.16'MhO.CJF-a .6 Poe WA WA WA WA tODIN WA WA WA WA WA 3111N 4421N 56p Ws NOTE: FOR THE OFFSET CUP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. FIGURE 1: FIGURE 2: FIGURE 3: ANGLE CLIP MUST BE USED IN156IRS. • • • • • FIGURE 4. FIGURE 5: FIGI6RE 8: • • •• • • • TABLE NOTES: 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 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 21-2& HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FI%Lftft SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. • • 4) S IS 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 • • YLft4DW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 8063-T5 AND BE A MINIMUM OF A25' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK (1S 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. #10 & #12 ANCHORS INTO WOOD MAY BE STEEL, 18.8 S.S. OR 410 S.S. ••• ••• • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PRODUCT RBV ISBD ea complying with me Flake Building Code Acaplaia Date ND ` By Miami Na( �YNN U-I Z rLOfk A, IVNMIMI4ERiA.E. FL P.E.# 58705 iMC110f{ 1.\YMM.U.4/r�+ r .a. �-vw ru..,. .•.. ._.. NOTE: FOR THE OFFSET CLIP, USt ] nE snme mu—m rnl 1 cnn ..n... 1-1 ..-•- •-.. • • •-- FIGURE 1: FIGURE 2: 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. FIGURE 3: F• • • • • • �3) M"ON AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. • • • • • • • • • •H ES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21.23, • • • • ••• • • • •FIGU$ES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. ANGLE CLIP MUST BE USEVIRPAIRS. • • • • • • • • 4) SUBSTRATES: CONCRETE SHALL CONFORM TO AC1301 SPECIFICATIONS. HOLLOW AND GROUT•FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED FIGURE 4: FIGURE 5: FIGURE 8: YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 8083T5 AND SEA MINIMUM OF .125' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK (18 GAUGE). STRUCTURALSTEELTO BEAT • • • • • • • IYEAST•ia%THICK AND AW. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND i i { • • IPHE MATERIAL. #10 & #12 ANCHORS INTO WOOD MAYBE STEEL.18-B S.S. OR 410 S.S. . .. . .. . .. .. ail PRODUCT REVISED as comply1m Witt to Fkft Build0lg014 . --.. LYN,N No. W705 ]' CIC F A. ONN MIhhEF?; P.E. FL P.E.# 68705 TARLF 3A Mu8lonCa ac Table Ib Opening Width (for veNea6y-spanning mJiform) or Opening HeIpM (lor hodnoMelyapar911rg mWlons) 50 in 60 N 70 in so In 901n IDS in 120In 140 N 160 N 2 %2.T8% Rseterouler TrwTd-V. Loadro Rectee0uler Loe•ng Tn"anc. LeN•ng RN MOANr LNadro 71ePfTdena. Loe•ro Rxt@WA.r Lwdrq TropTONro. Loe•np Rect qWw LOadOq TWTO.V Loed'4nWa Red.r10t4Nr L."n TmplTdang. RNMN6pdw LON•np RWT" Lowing RectNngW.1 LadM TraprTduq. RaatanONar Tnp/01Nro. Lo••p aM Ilb]oen va�FlaaAnnObO 't66LoWlgabq 'L46•LONOrq gn$LaNOrrp 42 in 170.0 ON U0.0 1 435 170.0 744 170.0 1 476 170.0 86O 170.0 5m 170.0 9O2 170.0 619 170.0 ilia t70.0 621 1170.0 1240 170.0 621 1146.7 001 170.0 621 127.6 1301 170.0 521 H1.6 1301 170.0 521 481, 170.0 714 111.0 124 170.0 860 170.0 561 170.0 992 1700 030 170.0 1133 170.0 661 151.6 1130 170.0 SIR 135.6 1130 170.0 680 11&0 1139 170,0 6a0 97.6 1132 170.0 680 S6.4 1139 170.0 680 50.626N 170.0 747 f70.0 663 170.0 OM 170.0 631 /67.8 1032 170.0 au 146.E 1032 170.0 723 1032 170.0 747 117.4 1032 1T0.0 750 97A 1032 170.0 70 83.9 1032 170.0 750 73A fW2 170.0 756 54In 170.0 797 1700 812 101.3 907 170.0 691 130.2 007 164.7 no 120.9 OOT 152.E 120 007 145.0 714 0aS W7 141.1 710 00A OW 140.0 TOO 86.1 007 140.0 709 60.5 807 t40.a 709 00In 141,1 735 161.5 425 117.4 T36 130.3 Oil 100.8 735 116.0 590 89.2 TM 105,2 600 735 09.6 603 70.4 735 05.1 576 58A 735 91A 574 50A 735 91.8 374 44.1 736 01.0 614 63N 121.9 006 130A 670 1014 668 111.6 061 87,0 8a6 90A 617 76.2 16a 90.1 638 660 87.9 531 00.9 668 79.8 626 BOA 606 76.6 "I N,6 066 75.6 621 3a1 800 76.6 021 t a6N 106.0 a07 1121 022 M.S 007 06.1 tilt 76.7 601 56.0 801 60.2 807 77.1 193 [41 60'1 71.5 168 65.0 607 97A 481 442 8W 63A 476 31.9 007 e3.7 174 33.1 607 62.7 474 Jet 72In 81A MO 86A 443 60.0 M0 73.0 ISI 68.3 10 64.3 426 51.0 610 67.0 4 99 610 63.3 413 40.8 510 50.0 406 U.0 510 40.9 402 29.1 $10 44.4 309 25.5 810 44.3 3" 76In 69.4 454 72.6 400 61.8 {68 01.1 302 0.0 450 54.1 385 43.4 {36 /6.0 'S76 444 44.6 373 34.7 459 41.8 300 ZOA IS6 b7.7 382 IAA 158 8e0 360 21.7 450 36.7 b66 70 N 64.2 435 07.0 281 63.5 435 58A 373 45.9 436 41.8 366 40A 435 44.7 300 435 40.0 355 32.1 435 36.1 351 20.0 435 34.4 344 22.9 435 326 341 20.1 435 32.2 340 00 In 41.6 327 43.1 200 34.8 327 36.4 283 20.9 327 31.8 230 26.1 327 28A 275 23.2 327 25.7 271 20.0 327 23.7 280 17.4 327 21.0 282 14.0 327 19.3 258 Oil In 34.4 267 US 267 18.7 237 20.9 252 24.6 207 25.0 249 21.5 287 23.1 244 19.1 287 20.0 240 V.2 287 fO.S 237 1{A 257 109 232 114In 24.2 227 21,7 205 20.2 227 20.6 201 17.3 227 10.0 191 16.1 16.0 195 III In 223 215 22.7 104 18.6 215 19.1 191 16.9 215 16.6 1B8 121 In 47.6 184 We 167 TAR] E 3R Anchor Cap ItvT&bI9 be AnchorCllp patterns SWtaw. 2.7k Cawrale Holow CAtU F2kd CMU PT VAfod Nelel n' Y10' Eko Union 1N' Ebo UltrNo•r Y18' Ebo Ullrsoan lN• Ebo lAr.con 1N'BSEko AgyeOala 5116'Eko Ufncm /N'83 Ebo A00NONIor NIOSkeI Stunt/(OS) e128M1N Borow(05) e128te• Sc (G5) Edge Cktfte L 1' 2-11r 1' 2-Im 1' 2-lR• r 3n13' r 0.43• 0.54• 0.324Embedmml N - 1-Y4'I-W 1-Y4'1-314'1-114' P 1-114' I -IN' I.1M I -we r tAl6' I-W %aw 2Anah•• 4.7CMN.O.C.18t.W.rdarOW- 9ap Fq,1� 3 •s 3002a 450Its 890lbs 2702N 951 •e 7102• 3NIM 861I 940Ns 3/1 Yx /121bs1 Anthm 1,15•MNO.C.1swo•O(a Ofksl C14 q. 4 400 be 700 to WA WA WA N221' WA WA WA WA WA 021be 885 fb4 11201bN 4 An01pn 3' Mfn.O.C.! 2N5 k Cr I (F . 3): 780 0s 7501M Sao lbe 15801bs 540 aN WA TOO •e 7481be 8801bs 10921bs 0821bN 0851bs 1120 to 2 Amins e4Y Y15'.C.1 U , Ntb,125' Alum, (FW 41 WA WA WA WA WAWA WA WA WA WA WA NU 7151 Ae WIF ' ffq. By 1951bs 1951be 225 be Mike 5222n 1351be177Ibe 370IDN 1811W 5722Anolw" 1.15'MN.O.C/F131 Fq, 6' 2401bs 350 be WA WA WA WA WA WA WA WA WA 341 roe N216a SBOIW NOTE: FOR THE OFFSET CUP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CUP. �\CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 24. FIGURE 1: FIGURE 2: Is 1111 FIGURE 3: • • • • • • ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 6: FIGURES:* • • • • • • • • TABLE NOTES: ANCHOR CAPACITY ADJUSTMENT FORMULA: (DP-) X N (ANCHOR CAP.,o,,,,,� ANCHOR CAP.- `MULLIO 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. • • 21 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. • • PES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23, • • IGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS • • 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS, HOLLOW AND GROUT -FILLED ON EIIE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED • ELLOUTHERN PINE WITH AN SG OF 0.56. ALUMINUM SHALL BE 606345 AND BE A MINIMUM OF .126' • THICKOSTEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT • • LEASTel25' THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND • !HE MATERIAL #10 8 012 ANCHORS INTO WOOD MAY BE STEEL, i" S.S. OR 410 S.S. • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PRODUCT REVISRD as ...Plying wish Wo FlorOff Building Cade Aeaolmee NO lcrp 249 tOCI( LYf4IV 41/�`�i, No. L°O705 �i �O •'•.jP,CORIUP.•' C� �� A! 4((TTjj�ryry�yy� R; P.E. FL P.Ib5�05 TABLE 4A Mullion Ompsolty Table Ibs/R' Opening Width (for lertlos*sp•rri mWons)or Opening H•pht(forhodmltelYspemlrGmiLlbro) 501n 801n 701n 501n 00 in 100 in 1201n lb In Ito in 1 x 2.76 x ReotmpW Wed31p TtWtftV. LoWnp Ib WVAv Lamp T epRdeng Lo.anp Reolmpav TFe MNIUl Lntaap Rodenpeiv Laanp TmprTMnp. Loaft Rwlmp0• Ladn9 Vepr70eng lade R WwVJw Imdnp Ttep/Tde1p Loadlre PAM.npNv Laana TrW11jenp. R-Wnguly Ladnp TnplTdmg Lam9 ReWwgdw Ln+arw Tm"sm. (dadro Tube Mullion yY{laolq glnedllp 12M 170.0 020 woo 435 170.0 744 170.0 478 VC1.0 We 170.0 508 170.0 092 17a0 619 170.0 the 170.0 521 170.0 1240 170.0 S21 t70.0 14U 170-0 521 158.7 $820 170.0 521 110.6 1620 170A 62+ 481n 170.0 700 170.0 674 170.0 850 170A 581 170.0 0V! $70.0 630 170.0 1133 170.0 001 t70,0 1275 170.0 On 170.0 M17 170.0 650 141.7 1417 170.0 WO 121.6 1417 170.0 180 106.3 M17 170.0 060 50.625 In 170.0 747 170.0 503 170.0 805 170.0 $31 170.0 1045 170.0 W4 170.0 1105 170.0 723 162.8 1200 1710 747 146.3 12H t70,0 760 121,9 1265 170.0 760 104.5 1264 1T0,0 755 0L4 1200 170.0 766 541n 170A 797 /T0.0 612 170.0 VA 170.0 091 170.0 111$ 170.0 754 150.7 1130 170.0 003 133.9 1130 170.0 837 1202 1130 170.0 5W f00.S 1130 170.0 801 e0.1 1130 170.0 061 76.3 1130 1T0.0 861 00 In 1740 666 170.0 701 148.E 616 1623 701 125.5 01S 144,5 746 100.1 915 1327 735 97.8 015 423.0 725 87.a 916 1%5 720 7&2 915 /14.4 715 02.8 016 114.4 7% 54.0 915 114.4 715 101, 151.E 830 1111A 710 128.E 630 130.0 004 1055 670 123,2 681 04,9 830 1122 670 04.4 430 104.5 602 75.9 630 NA 556 63.3 ON 04.5 640 54.2 830 94.1 e49 47A 630 p4.1 049 M„ 132.1 757 140.0 850 itOA 767 110.E 630 04.3 767 105.8 624 62.6 767 90.1 611 73.4 757 89.1 806 00.0 767 81.2 600 50.0 767 70.0 603 47.2 737 10.2 601 41.3 767 71,2 501 S 72 In 101.7 6W 100.0 662 04.0 00 9L0 510 727 8b 60.1 530 63S 036 722 521 56.5 696 00.5 614 50.8 ON 623 508 42.4 636 57.2 500 35.3 W5 65.3 497 31.8 536 55.2 407 TO In 86.3 671 90A 408 72.1 671 76.6 486 0 . 71 VA 470 64A 91 404 471 40.0 $71 63.5 4M 43.2 $71 51.6 450 35.0 671 47A 461 30.0 671 44.8 N7 27.0 671 44,5 M5 781n O0.0 542 $3.4 474 06.7 542 70.6 405 57.1 562 02A 450 50.0 642 55.7 449 44.4 60 61.0 442 40.0 542 47,5 437 333 642 42.0 429 25.6 613 40A 425 25.0 642 40.1 423 901n 52.1 407 63.7 381 43,4 407 46A 366 37.2 407 30.6 349 32.a 407 35.3 343 28.0 407 32A 336 25.0 407 20A 334 21.7 407 20.1 827 16A l07 N.1 722 10.9 407 73.0 719 951n 420 39Ct3N 35.8 366 37.2 314 7a7 351 32.4 301 25.4 355 21,8 704f081n 30.1 283 26./ 283 26.0 251 21.b 283 22A 2!1 t0.0 243 10.9 2N 15.7 263 780.1 283 16.III In 27.6 207 23.1 257 238 230 10.8 257 20.6 235 17.3 281 Ie.S 231 15.4 207 t8.5 2281201n 22.0 220 18.3 229 168 2lA 10.7 720 /0.2 302 TABLE 4B Ane bar C acItv Table libel Anchor Clip Patterns 9Wttrel& 2.7k C=nft Hnsc cmu FBed CMU PT mew AnehorTYDr Ltr Eko Ullnca 1N'EboUXixa Ltr Eko UlYeca Ill' Eko UXn1em VI.89 Eko Ap9MG61or Wr Eloe UXrxa 1M'88 Eke Al1We0va #1061a1 8omv(OS) WSWI Bcm/(r;51 #1261ed &rew(G5) Ed040414noe M): 1' 2.1rY V 241r i' 2.11r r 3a/8' r 048' a04• 0.32PEmIM•n•1l Y.1.3l4- 14' 1-314'1-114' Elk 1414' mIC 1-114' 1.114' i-11v r tdlr 12 Amhen G 4.75• In. O.C. I Bta•d a (F .1); 390 Xu 6• 8201be 270 rat 2801be 354Ibt 740 ri4 374Xs W4 ke a 34U 44214 AnehM 01.10' MIn. O.C./ 51AM d(aONU (FIG. 2r 4801a A WA WA 3601a WA WA WA WA WA 082b,4 Anchen Wn.O.C. 111) 245 AI•k C41M I ff10. 3T 780•t tr1' M 15e01be 540 Xu 5001M WA 750 on 746 •t 81oIb4 te921te te2 u 2 A. @0.46' WrW Q I U13p, Wo.12WAkm. (Fig. 47 WA A WA WA WA WA WA WA WA WA WA 1ArdhaIF IF 57 1968v5 ke 445 RUA M 6» 1351b4 1401be Ir7 Bs 370 a» 1571b 93214 413 •t RO m 221 Ib 280 ke 2 Anelk• t.fr Min. O.C/F-01 .6 24069 A WA WA NIA 1901be WA WA WA WA I WA 341 to 4421be 560 N» ANCHOR 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. 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: TAKE NOTES: 1 000' r 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 26 FOR INFORMATION ON LOADING. 1, SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. • ` : a : INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. FIGURE 3 • • • • •J :LINEAR • MULMQN AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21.23. LFF��SSJJB BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23, 2.750' r • • • •• • • HOLE LOCATIONS GUAES SHOW SUGGESTED, APPROXIMATE ANGLE CLIP MUST BE USED IN PAIRS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED 8T0 '� RBLOCK UNIT (CMU) SHALL CONFORM TO ASTM 0-90. WOOD SHALL BE PRESSURE -TREATED FIGURE 4: FIGURE 5: FIGURE • • • ` • • : L�W HERN PINE WITH AN SO OF 0.55. ALUMINUM SHALL BE 6083•T5 AND BE A MINIMUM OF .125' • • • is • SE STUDS TO BE A MINIMUM GRADE 33 AND .046' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT • • LEAST .125iTHICK AND A38. ALL ANCHORS INTO METAL SHALL EXTEND A7 LEAST 3 SCREW THREADS BEYOND 1' X 2.75' X.e50' MULLION • • • • THEMATEp1AL. #10 & #12 ANCHORS INTO WOOD MAYBE STEEL, 1&8 S.S. OR 410 S.S. • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • bFY DI PRODUCT REVISED ro wn'Plyin6 wish LIM FlurifY Buildurg Code w b7+6�j' .0.4i Atceplma No $01( Expiration Deb / V`f11�, ., rrlr Q NO. 58705 x �MMO1,6F .W A. LYNN MILLER, P.E. FL P.E.# 58705 TARI FBA Million Cap!cky Table bate Oponlnq W elth (for ver5ce"parrVrg rmlio 1s) or Op9nlnp Ms IpM (for horlm ft'""perril g mAlor•) 50In 501n Tot SO in Son 100 In t2oh 140In 1001n 1"x3.126"x R.WOAsr L004 Rafmang loadnp RKWVAW I.000V TWdso9. Loading RWMVJW Loaft MWTJsg. Lowing Realwghr Ladnit Tmprillani< Loaft fttw W foadn9 Tnrdm. g. I.oedn9 Radsnpfer Laadag TmoTd o Lw4.o RwM a Leadnp T(WTdog. Loadn9 Rto-Osr loadng MWTIsry. IosAr9 RVAMVAsr Loadm Tt�rTdal9. taaft .500" Alum Tube Mull 9aa r $ ^ P E 11111 off 421n 90.0 ON 170.0 435 170.01 744 170.0 418 170.0 Met 170.0 we 1170.01 992 1 170.0 $12 170.0 1110 170.0 521 170.0 1240 170.0 521 1170.0 $40,170.01 621 170.0 1735 11170.0 521 10.4 1002 170.01 521 48In 170.0 708 170.0 WA 170.D 080 VM0 Me 170.0 912 170.0 430 170.0 1139 170.0 651 170.0 1276 170.0 677 170.0 1417 170.0 ON 157.7 1577 170A SM 13S.t IS77 f70.0 000 11&2 1577 1T0.0 010 50.8251n 170.0 747 170.0 667 110.0 W0 170.0 M71 170.0 1010 170.0 6M 170.0 1105 170.0 733 f70.0 IMS f70.0 717 1TD.0 5494 170.0 766 14+.7 1{W 170.0 76S 121.5 14W 170.0 736 100.3 14W tTao T64 61b 170.0 767 1TO.0 612 1T0.0 SM 1TO.0 091 170.0 1110 170.0 7M 170.0 1275 170.0 SW te6.1 f401 00.0 $37 140.5 1401 f70.0 666 124.0 1401 170.0 Set 10S.S 140f 170.0 Bat 03.4 1401 170.0 001 001n 170.0 ON V00 701 170.0 1063 170.D 107 158.5 +166 170.0 078 138.7 1156 147.0 128 123.3 1150 166.E S57 111.0 1158 140.7 910 12.6 11W 144.E 003 79.3 1160 144.E 903 00.4 1158 144.E ON 03In 170.0 WO 170.0 745 150.8 1049 170.0 $50 137.0 1049 155.5 No Ile.$ 1049 141.7 840 1045 100 132A SM 95.0 1049 125.E ON 70A 100 119.3 620 Ceti 1040 118.0 $19 %a 1040 114.9 016 lain 166.6 955 170.0 709 134.0 0 6 151.3 0W 119.1 056 f33.7 780 04.2 Sell 121.4 775 92.4 965 112.4 765 $3.4 055 1D0.4 157 08.5 N6 00.0 740 60.0 W6 so.? 748 62.1 ON 08.7 748 j 72in 1246 5W 134.2 017 fOT.O M 114.9 682 11.1 SOS 101.1 670 00.3 603 91.2 650 71.4 003 829 M9 04.2 W3 78.0 642 63.6 SW 722 632 45.0 503 018 524 40A 8W 80.7 027 70 In 100.2 721 114A 429 01.0 721 1 17.0 016 70.0 721 MA ON 06.3 721 70,5 MS 047 721 70.1 We 64.6 72t 65.4 570 46.5 121 50.4 669 30.0 721 50,6 MAI 34,1 721 MA 663 70In 101,0 SM 105.4 591 84.2 04 1 80.4 MY 72.2 SM 70A 514r 70.4 687 661 604 M.4 5M 50.5 064 50.0 551 42.1 ON 54.1 541 30.1 eM 51.3 63e WA OM 50.6 534 Win 85.8 514 87.9 456 MA 514 57.3 448 41.0 514 60.0 MO 44.6 433 M.6 514 40.6 427 321 614 37.3 421 27.4 50 33.0 412 2A5 514 $0.4 100611 20.0 403 Win 54.2 452 55.7N2.1 45.2 452 47.0 iW $8.1 452 40.9 300 36.4 364 30.1 452 32.0 378 27A 462 30.3 373 274 452 20.S 306 19.4 452 24.2 361 fO.S /62 120 335 1W In 36.1 357 M0031.7 357 327 3f7 2T.2 257 20.4 $12 262 3M 21.1 307 22.7 303 i0.0 351 20.6 200 15.9 357 16.0 203 13.6 317 10.2 247 IfA 3S7 13A 203 Ili in 35.1 MS 35.829.2 3M 30.1 301 25.0 336 25.1 29a 2].i 202 19.5 338 20.6 244 17.6 330 15.0 2M 11.6 3b 18.6 276 12.5 330 14.0 2T3 11,0 730 13.0 2M1 1201n 27.1 209 26.223A 281 23.7 259 10.6 280 20.5 2lb 18A 252 I t3A 289 16.3 242 12.0 281 10.4 232 TAOI C Gm Anchor C ad Table 68 AnchorClipPollemO SuOsOMa 2.7K Comde 9.6k cent. I Holow cmu I FUOCMU P WOW Magi Arcllvlypa 911PEICOUAIam IICEk0U11XOn Y1S' Elto USlawn 3'14ENOUa1xm 1/4'RoUNetoll 114' 6S Eko Ag7eGsw 5n6' Eko U6mcm VC SS Eko A901eGda MO Stec Screw (05)9croA 012 Mee( (G5) w12 Steel 9cr4w (G5) E0Jp0sImejq 10 2.117 1• 24WjNfA P 2-V7 V 2-U2' T 3-1t7 T 0.45, 0.5C 4' EmIm*mM 1.V4' 14C ia/4' I VV1-114' 1-V4' 1-114' 1.vC 1.114' 411C T 1.W lar VMS 2Arch17 4317 Min O.C. I OUR 100r0ftd 7 30005 9 to 45D OX Sao to 2700s 20D 0S 35408 7401os 3741Us ISS 1 4 Amhan 1.15- Min O.C. I Sta dell (ar 0fW ff10 2t 480 •s 7W 0o NIA WA NM 3800s NIA WA NIA WA WA 20a 006 00 117D 0s 4Arc1q• 9'14t1. O.C./00 �6Angle C SI 76D 0s 7W 06 6W The 15601U6 MO•a 660b NIA Tb01Ds 719IOs SOD NIa 18920s 6C21Ds 6R51 11W106 9Arclnn 0.45-Min O.C. I UC1p, VM.125'AaM. NIA WA XM WA HM WA N/A 19A NM WA WA NIA W1 Archer/ 1W 0» fW 00 2Li 0s M50s 1350s 1400a 17T 0s 37010s 1071M 3320s 473 to 170ts 10S NA 2ArKtM@1.1I7MIn G CJ9 9. 240 00 SM06 NM WA NM 1 W to NIA WA WA I WA WA 31103 C2 NINUMUR UAFAUITT AUJU5TMhN I t VMmULA: (� )X/ANCHOR ""_ANCHORCAP.", `MULLION USE THIS FORMULA TO OBTAIN THE'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWERTMAN 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. NUl t: 1.OH 1 Ht V"bt:I ULIF, Ubt 1 Mt bAMt ANI;MUM FA I 1 CMN AN11 ANIXIUM VAIAIC.S. A� I MC O I ANIIAMU %,Llr•. i F'1-000'-I FIGURE 1: FIGURE 2: 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) BNEAR INTERPOLATION BETWEEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE. 3.125" FIGURE 3; • • • • • • • • • • • • • •3) MULLON AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21.23. [-1* • •� • • • • • •HOR1116 TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 1 1-0 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 '500" • • • • • • • • • • • WWCV61bBLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED FIGURE 4: FIGURE 5: FIGURE 6:• • • OELLOW46OUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF .125" 1• X 3.125' X MULLION • • • • • ~ • }HICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT • ST .1 5" THICK AND A38. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND .6' (V VF MULLION) • • � MAV VIAL. #10 & #12 ANCHORS INTO WOOD MAY BE STEEL, 18-9 S.S. OR 410 SS. • • • • • • • • • • • • • •• •• • • • •• •• ••• • • 0 ••• 0 0 PRODUCT REVISED os wmplyln6 with 41m0 FWridl OW14ins Code Accepts- No i�V'b Z1$•O '� E1(pirttion Dafegliz= 9021 �1 ( Lrnw Ml Na 5f)705 6 rr (Y = nn 4 A. LYI+IN MILLER, P.E. FL P.E.7158705 #12 ANGRUHJ IN IV WUUU M/Ml oc J lccl� lo-u Ja. v�• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • PRODUCT RMSED as cnnplyinj with We Flank Auilding Code 1(o-b21$, O Aceepnrrcc No Expinti- DmAF 41 0A ,Ir mo.53705 a. Tv tu; sa<u, :O ; A. LYNNIIUILLER, P.E. FL P.E.# 58705 - — 2Mcl°n4R45'M1,.0.CJF171PC%8Y 350" 1 3500H Y01W 7050• 475 U. WA 35M 44W0x 302 4 A�cAa7 1.15'MN. O.C./FCII IFq. 9Y 45D IW 7001W WAWA WA W 301W WA A WA A A WA A IEa /110b 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 & FIGURE 8: • • • • • ••FIGURE • FIGURE 5: FIGUFIEB: 7• 0 as ANGLE CLIP (FIGURES 5&6) MUST B Lis IN FAIRS. • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 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 AC1301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C40. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6083-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 .126' THICK AND A38. 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. Flai PRODUCT RBVISGD as compiyhy with iho Florida rs 16-o2t8.o3 Dnk�/Zp2� \�' , \.'(NN SI(j'4. � A.'i NN'MILLEk P.E. FL P.E.# 58705 TABLE 11 Mullion Capacity Table Ib Opening Width (tor verOcely-spaminp mullions) Or Opening Hepht (tor hon2ordely-aparW np mullions) 501n so In 70 in 001n OO In too In 120 In 140 b IN In 1.26" x P-wroA f L sdrq Tr Le"np RodwoAer lnsdnp 71aprTlAnp. LamtO Ralnpuler I Loedno TreprTdrq. Lamnp Rb*ngWM I LoaAnO TM dm9. Leed"a Rehm a IN TbrpllMvQ. LeednO Ractm9ulm Ladn9 TrWTdanO. Ladn9 Wotenoulw L-Ong Trepnilanp. lmdnp Rectenpuler Imd'n9 Tleprtd&N. loadnp Realm9ular Ladino Tamp IlWp. Lama 3,166" x .266' AkIM Tube Mull 421n 170.0 00 170.0 436 1170.0 144 1170.0 478 V0.0 NO 170.0 506 00.0 002 170.01 519 170.0 111$ 170.0 521 t10.0 1240 170.0 521 170.01 1488 V0.01 521 170.0 1735 170.0 521 151.E 1769 170.0 521 170.0 706 170.0 524 110.0 No 170.0 584 170.0 992 1T0.0 630 170.0 1133 170.0 061 IT0.0 1275 170.0 671 170.0 1417 170.0 060 154.8 1646 170.0 000 1321 1540 170.0 680 t10.1 1646 1T0.0 680 In 170.0 747 170.0 663 170.0 696 170.0 631 170.0 100 170.0 084 170.0 1105 170.0 723 170.0 1345 170.0 747 187.0 1466 170.0 758 09.2 1408 170.0 756 119.3 1486 170.0 758 104.4 14" 170.0 7m 170.0 7% 170.0 612 170.0 No 170.0 691 170.0 111$ 170.0 754 1T00 1276 170.0 603 163.1 0711 110.0 $37 146.E 1378 170.0 NO 122.3 1176 170.0 NJ 104.6 1375 470.0 881 01.7 5370 17" 061 170.0 Bey 17" 701 170.0 1083 170,0 767 58.9 IIN 170.0 $76 13910 1158 IOTA r50 1230 1156 150.6 9/0 111.2 1158 150.0 912 92.7 1158 144.0 1105 70.4 1158 144.6 905 0.5 1153 144.8 OW 170.0 930 170.0 745 100.1 trot 170.0 NO 117.2 1051 155.0 0e2 120.1 1051 14LO 610 108.7 $051 132.3 837 90.1 1051 125.7 630 50.1 1051 119.5 an $0.0 1051 110.1 521 110.0 1051 119.1 021 167.1 957 1a.0 700 130.3 057 151.6 805 110.4 9S7 134.0 790 104.4 $57 121.0 777 92.8 1167 112.0 767 $3.6 057 105.0 769 $9.0 957 100.0 750 69.7 957 N.9 746 622 957 90.9 746 125.7 804 135.2 698 107.S N4 115.2 and 91.9 ON 101.3 671 40s1 004 9fA NO 71.5 N4 61.1 650 64.4 804 70.8 sa we 604 72.7 e33 No, w4 e9.9 60 40.2 604 N.8 OX jr2 100.4 722 t14A 630 9t.2 722 97.2 618 76.2 722 65.3 ON 68A 722 76.7 696 60.6 722 70.3 ON $4.7 722 65.5 No 45.6 722 Wit 570 39.1 722 N.7 NO 34.2 722 46.2 664 1012 ON 105.6 600 $4.4 485 09.6 000 72.3 NO 78.5 677 03.3 NO 70.6 IN 50.2 805 64.6 NO 50.5 ON 60.1 653 422 ON 54.3 543 382 435 51.4 537 34.6 so 50.7 636 65.0 5% 68.0 437 $4.0 515 57.5 449 47.1 515 60.1 441 41.2 Bill 44.1 434 36.6 615 40.6 428 33.0 515 37.4 422 27.5 515 33.1 413 23.5 $IS 30.5 407 20.8 616 20.1 404 64.3 453 55.8 404 46.3 453 47.1 397 368 463 41.0 301 33.9 465 36.4 365 30.2 453 3A0 370 27.2 453 30.4 374 22.4 453 26610.4 45S 24,3 J80 11.0 48] 22A 350 n 34.1 360 39.0 323 31.6 358 32.8 t10 27.2 NO 20A 313 23.41 360 25.2 300 21.2 350 22.7 J04 1&1 39 20.6 300 16.0 356 10.0 35A 338 35.8 306 21.3 336 30.1 301 25.1 339 25.1 297 22.0 33D 23.2 203 19.6 EJ6 20.9 209 17.6 338 10.1 205 n 27.8 290 204 201 23.2 290 2At 300 19.9 290 20.6 266 17A 290 16.2 26J 15A 200 10.a 240 16.1 201 +0.3 140 TABLE RR AnchorCsoscltv Tabitilbel Anchor Clip Patterns substawl LA COnCRIS 05x COnc. I Holow CMU FMOCMu PT Ono M•• Ytr Hco UA•c1D VP FJc0U8mca dial Elm Uaracen Y1r pc0UlrROn 114'ExoUAgcan V4'SS Ete ANOGOW Mir Err UArecm 114•SS FJco AW,,GIW 61081ed SCme(05) 6128wj StMN(OS) 012 stem War9➢5) Edge p118MA P 2417 1• 2-V7 3-1/r 1• 2-V7 1• 2-117 7 3.175' 7 0.4r 0.6C 0.324, Emuomm 1aIP 15r4' I V4' 1 Y4' 2' 1.1M' 1.V4' 1-114' 1-ur 1.114' 141C 7 14V 13'r WWI Ancron 47T Na .C. I Standard Or 0861 C t 39D Ds for 4W Dt ON De 16441M 27O DS 20D O 354 811 7401te 3740 1 tes / Is D6 4 AMUM 01.15' Min O.G I SlmhN C@el DIP 0 2) 400 DS 700106 NIA WA NM NIA NO Ds NIA WA MIA WA WA sem 0BS % 1120 tOs 4AKtma Y Min. O.C.I 215A s1 4 780Ibs 78o a• 680 Dt 15M D6 1E96lbs 64obs 560 C6 NIA 7601to 748 Ms 60 its 1892 De 8621D6 NO Its 112Db 1 Arclots ® 0.4Y Mn O.C.I U . W0.12V AIUrk WA WA MIA WA NIA NIA WA NIA WA WA WA WA WA WA 143D Its 1 Artn"I FCa 0 105 Dt 1951b6 225 Bn 445 ee On VA 136Ds 140 A» 1T7 An 370 its I87 Ds 832 Aa 473 ee 570" 221 101 2N Its 2 Arad• 91.17 Mirk O.CJ F-0 240 M I 3M is I NIA WA INfA NIA 19D A1s NIA WA N/A WA 1 341 Ms 4a Ae sm D1 NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS FIGURE 1: FIGURE 2: • ••• • • • • •• • FIGURE 3: • • • • • • • • • • • • • • • ANGLE • • • • • • • • • BEIU EDST IN PAIRS. FIGURE 4: FIGURE 5: • •IISORE 8: • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • W 040'. TABLE NOTES -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. 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 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 MAYBE STEEL, I" S.S. OR 410 S.S. PRODUCT RI?VISED as onmplyin6 with tho Flatly Building Code %rp b AccelI a. No 216•03 IN �Dww-26Z( BMis Nn.5U705 IEO� (7J: A. LP.E. FL P.E.# 58705 TART F OA Mullion Caps"Caps"Wi Table(be7117 Opening Width (for vereea*sparu9rlp muNoro) or Opening Height (for horimrdey-spaming lmlgons) 50in 501. 70 in 801n OO In 1001. . 120in 14oin 9wN 1t 1.26 K 3.2a[1....2 Rea I*, OV Tnprrdeng Lowing flee eaI Lesdeg Treprtdew Lo6dng Reeten9ular Leedt4 TNPT&ng. Lades RKlergdeI Lodnq TnprTderlg Leednq Neoleng" Leadng T•WTMn9. leedeq RKten•der I. -ding TnWR4n9 L-4" RKterlpder Lad q Tnp'Tdeng. Lading RKIv I r Lading Trep7Tdxl9 1...ft RKteng" LKdn9 Tnpf76en6. Leedn9 .100 �Mu01 n�II II I II II I II I II I J)I IA II I II IA I I II II I I I II I 11 II 1 II 11 I 1 11 11 11 1 11 �11 11 7TI 11 II 1 II 1A 'II I II I II 'A II II I I II II I II I II II II II 42In 020 170.0 435 17ao 744 00A 476 179.0 ON 170.0 506 110.0 102 170.0 510 170A 1116 170.0 521 153.3 Me 17D.0 521 127.7 11% 110.0 521 100.E 111e 110.0 521 05.6 114 1700 521 48In 709 170.0 624 170.0 060 170.0 5m IV.$ 076 wo.0 4o 146.7 97e 170.0 w1 130.4 976 170.0 677 117.3 078 ITD.O 6w 97.1 O7S 170.0 a4 a76 97e 170.0 beg 73.3 We 110.0 060 50.825In 747 170.0 563 170.0 ON 170.0 631 150.7 $27 170.o W4 13L9 07 10A 108 111.1 .11 151.1 . 105.E $27 156.3 426 $7.9 927 156.3 US 15.4 922 IM.3 695 45.9 07 tw3 095 win 797 170.0 d12 164.E bet 170.0 501 132.5 80 10.9 813 116.9 09 10.8 ee9 103.0 80 1S4.0 600 92.7 ON 129.9 854 77.3 00 128.E 652 0.2 80 126.6 652 57.0 w9 124.0 e52 00In 748 153.6 w4 110.4 746 t323 620 102.3 746 MA We 69.5 141 107.1 6W 111 70 1.1.. 692 71.6 746 "A 567 69.1 74 93.3 56S 51.2 T46 03.3 583 44.6 74e e3.3 wa p 0.7N 677 t32.0 519 103.1 $11 +191 Sea ae.4 e77 1WA sm T7s e77 st.4 am u-7 efl 6s.2 539 61.2 e77 51.0 634 6L6 677 7zo 6" 44-2 a7 76.7 529 3e.7 V? 76.7 629 73!•p win.1 630 69.7 6v 27.0 61O 76.9 GO 09.3 NO $7.3 617 76A 500 US e17 12e 494 Ata s17 661 4a 44.4 617 e44M25.24N 7 67.7 482 334 617 03.7 4e2 72N 61S 17.1 40 69.1 519 74.2 440 50.2 518 66.2 42 6Le 61e 6e.e 1!6 10.1 ale w.! H9 41.1 5U 50.7 4N 345 618 46Ale 454 406 25.0 514 45.0 45 78 to 70.5 485 73.7 400 56.7 465 62.6 US 60.3 44 Me 300 44A 39.2 465 46.3 378 35.2 4w 42.2 374 29.4 4w 361 sa.6 3w 22.0 45 36.2 US 76In 65.2 40 68.0 387 6k3 MI 61.7 Sn 46.6 441 50.e R! 40.6 35.2 441 41.0 360 32.0 441 38.7 35a 27.2 40 34.241 33.1 34 20.4 441 32.7 746 00N4l.4 772 43.e 406 36.1 77Z 37.0 2e9 90.3 792 92.3 TBI 16.6 2a.e 332 28.1 27e 11.2 J32 24.1 172 11.7 392 71,332 19A 2s2 17.7 7]210.7tsow N 36.0 291 35.0 250 PB.1 191 3p.e 256 23.0 291 26.4 252 !1.$ 8 S164196 19.4 291 21.3 244 17.5 291 19.5 241 146 291 $7.101 15.6 222 fosN 24.6 no 25.1 2w 20.6 2M 21.1 205 17.5 230 10.3 201 16A 6111 N226 214 23.1 197 1111 21e 19./ 1w 11.2 218 18.0 191 14.1 120 N 17.9 187 18.2 170 14.9 167 15.9 16i TADI C DD Anohor Capacity Table 11m Anchor Clip PalGrn6 8Welrete� 2. k Calenk 3.5k Cone. I Helm CMU I Fried d6U PT Wood Mehl Archer Type: 7ItY Eko Ult•eon 111" Ebo Ultr000n 9I16' Eko UMreeon U4' Eko Upm6on 114' 89 Eke AppreQeta 5116' Ela Ulhaca 1N' 8S Ek0 ApQeftetar $10 BteN Boreal (G5) e12 8" so" (05) 4128te• 8-W (G5) EOp80UW1a GO 1' 2-1/7 1• 2•ifr1' 2-1/2'tWA 2-i/r r 3.1fv r 0.4' O.w• o.324• Eobdmem 14' i-W 1.314' 1.51P1.111' 1.111' mir 1-114' 1-Ile r I.=* I -No, mm 2 Arollon O 4.76• Mk. O.C. / SIenM1d or Oleet dq (Flp. 1): 3901M 390 M 450 be B901M270 e• 2B0 8• 741M 974 tM aw the w IM 3411M 4421M 600b4AroM•Q15.1B•Mh O.C. ! etelldrd forOtbeO dip (Flp. 2k 160 be 700 be WA WAWA JK 980 9r WA WA WA WA w2 A1e w51M 1120 be 4Anehors TMN.00.IRI225Anpkdips/(Fp,Sk78Dbe 7BO be 660 b iw0 M• 5401De 500 e•7601M 741M eeo be 10p21M e62 e• e851a +12oI3Arohde O.w' MN. O.C. I UCllp, Mo.100• Alum. (Fig. 4Z WA WA WA WAWA WA NIA WA NIA 11AWA1 AWher I F47p (Fig. 0 195bs195 be 225 be 4451M135 be HO IM 3701M 187 IM4T2Arohen 1.1YMinO.C.IFdIp(Flp.6). 24 Afe 350 Ad WA WAWA 190IM NM WA WA WA 311 be 1421M 500 bt FIGURE 1: FIGURE 2: • • • • • ••• • • • • •• FIGURE 3: • • • • • • • • • • 14GLE • • • • • • • • • Ee • • • �e • • • • •• CIyIP MUtiT BE USED 1N PAIRS. FIGURE 4: FIGURE 6: E 8: • • : ••: % % ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TABLE NOTES: Auj.olnec.. t•VRM- �?"„e,' ) =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 MULLIM 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 8063-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 A38. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. #10 8 #12 ANCHORS INTO WOOD MAY BE STEEL, 18-8 S.S. OR 410 S.S. 1.251" 3.250' .100' 1.25'X3.25"XAW MULLION PRODUCT REVISED v complying with the FI9rkla B111Iding CO& 1G_ M 1 a _ NG.58705 is A. N. MILLEk P.E. FL P.E.# 58705 TAt31 C -A M4allon Cops Toble pbse@ Opening IMdlh (forvadlcs"paming mdlons) or Opening Height (for h0dzortalyparti O rMi[MI15) 60 N 60 in 101. 101. OCT. too If, We in U" NO 1. 126X326 X A24 1Wctan9du Ladn9 Trsp'rrWp. leading ll d..&Aar Lady Tupltdon0. loading RIC$.,"' Loading Tnplydwq. Leadinq PuMolw L4a4n9 TnplydW4. Lsednp R4O1angAar Laaaq Tup77dsn0 L..*q vl4etugWr Leading Trsp/T*V. Leadetp TWd.VW Lsadnp TnpRdanq. Lading R40t rlar Leadir• Tmprrdsnq. Lma q RaclBngdN Lasdin9 TIWTIWV LoadWq Alum Tube N Ilion $�. ra g $ $� $ � $�. t< $� $ $�• $ PE. $ $$ $ R $B. $• $�. 421. V0.1 620 114.0 435 170.0 744 170.0 418 170.0 NO 110.0 606 1TOO 192 170.0 619 170.0 tilt 170.0 621 110.0 1240 170.0 621 1T0.0 toe 1TD.0 621 170.0 tIBS 570.0 621 VOLD 1203 110.0 621 461m tm.0 106 170.0 624 170.0 850 1TO.O 664 170.0 992 170.0 630 170.0 1133 1711.0 661 170.0 1276 170.0 677 170.0 1417 174.0 6W 170.0 1700 170.0 660 169.7 1919 17e.0 6t0 141.5 1179 119.6 no 60.626 in 176.0 747 170.0 S63 170.0 $0 1109 631 Wee 1Os6 170.0 NI 170.8 1195 110.0 723 1700 1346 170.0 747 170.0 1494 110.0 761 /70.0 1713 170.0 766 162-5 on 170.0 766 133.6 1177 170.0 166 641. 170.0 727 170.0 612 1le-0 tee 170.0 691 170.0 1116 170.0 754 170.0 1276 110.0 903 170.0 N31 1T0.0 $37 170.0 1591 170.0 O51 166A 1169 110.0 Bit 134.1 1769 170.0 841 117.3 t16/ 170.0 $61 6011 f10.0 616 170.0 /at Into told 110.0 H1 ime 1240 170.6 111 170.0 1411 170.0 /11 t61.5 1611 tM.0 996 146.0 $611 170.0 1033 120.0 1611 110.0 1063 103-6 1611 110.0 tOW 90.6 1611 111.0 1*3 63 in 110.0 9% VOA 746 170.0 1118 170.0 050 110.0 1302 110.0 NO 168.6 1370 170.0 1016 1392 We 170.0 1076 126.3 1310 164.0 1042 04A 1370 USA 1072 H.1 1110 155J 10f0 70.3 1710 166.3 1070 ec 66In 170.0 911 1T0.0 769 110.0 1169 170.0 90] 166.8 124e 170.0 1001 1%.2 1249 161.8 1017 121.t 12/8 147.1 1000 106.9 1211 189.0 919 10.1 121e 1%.1 911 77.8 11/9 129.0 876 68.1 1218 129.0 9T5 72 in 167.1 1049 110.0 eve 139.9 1049 IM2 812 119.1 tag 132.1 076 104.9 1049 111.1 NO 932 tag IOU 840 83.9 1049 102.7 1% 69.9 1D42 94.3 126 69.1 100 912 820 62.4 1049 $1.1 920 loin 142.7 941 149.1 822 1Jet 941 126A $05 101.0 941 111.2 191 n.2 941 100.0 111 713 Sit 91.7 let 11A 941 85.5 157 69.6 941 71.6 744 We 141 74.0 137 44.6 141 73.3 736 111n 132-0 BBI 137.6 703 1WO 614 116.9 767 $4.3 SM 102.4 763 12.6 094 01.9 740 73.3 114 04.1 730 66.0 891 78.7 121 66.0 891 70.7 707 47.1 pl 67.0 101 41.3 191 66.1 6% 90 in 851 671 80.7 Me 71.6 fill 1{.9 60 61.4 671 16.3 615 637 671 68.2 1 6% 47.7 671 62.0 Me 43.0 ell 48.9 661 36.6 611 43.1 639 1 30.1 1 671 39.7 631 26.9 671 31.0 526 96In I&S 690 12.6 627 59.0 690 61.4 614 50.6 Sae 63A 609 /1.3 520 41.6 602 39.3 0D 43.0 494 36.4 990 39.6 4Be 29.6 690 %.1 477 26.3 MO 31.6 462 22.1 690 21.8 464 1081a /9.1 166 60.8 121 47J 166 /2.1 IN %.fi 466 37.1 /01 31.1 loll 72.2 IOt 21.6 166 29.T 386 21.9 4tB Zi.t %t YO.T Ifi6 23.5 %2 17.8 166 253 ]l6 16.6 {16 19.6 370 1111n 16.1 M1 4fi.7 400 3B2 7 39.3 393 32.7 441 34.1 %7 21.6 UI %.2 312 26./ 411 21.Y 776 22.9 Nt 24.9 312 19.1 441 11.6 %7 l6A IH /9.7 B56 f1.7 N1 17A 351 1201n %.3 3" 36.9 714 30.2 3Te 31.0 339 25.9 Bill 2e6 344 22.1 3T6 27.7 721 20.1 3T1 11.3 316 te.1 37t 19.5 921 15.1 ]78 16.7 71/ 1441n 21.0 262 11.2 1/12 17.6 262 1TA 2% 1SA 262 163 236 An horCepacltyTable (ths) AnehorCRpPatleme "bate 1.6kCat. lidk.V CMU Faa6CMU PI rind Mdal 911e'EI[DUIlte011 VrEkoUgmCOn t91e' Ek0 U9ncon 1�1e'EIcOUencm V4Ek0U1taCOn V4.89 Eko AgQaGdd yt• Eko Ulmtcn VCse VC0 AgptOdOr 810 Sled 9tfew(G6)Strew(Cq 012 steal O12 81ee1 Icrewp5) Edge ditme 9 1• 2-Ur 1• 2-tlr 31tr 1• 2-Vr 1• 2-tlr r 3110' r 0.48• 06r 0.37A• FJnbeckmNa a' 1d141 144' 1314• 131r r 1-V41 1-Vr 1-V4• t-11r 1-V41 t-ile r I -Ile• 14V vanes 2 AnChOn ® 4.72r Mtn .C. I Inwood Cr Obd Cep 1) 3W is MD Be 4501M 690 nB Iti61 is 270 sn 116 354 The 7{o IM 3741M 661 u 6 Ys all im { 10s 560 be 4 AMhW6.1.15.OAK O.0 1 S&Wftd (v ORM) Cep 2) 480 Es 700 t6 NIA WA NM WA 380 is NIA WA NIA WA WA 6521M 885 bs 1120 es 1 A/chon r Mln. O.C. / 2t6 C / 3) M lbs 700 9• GOD bs 15W to 1808 bs 540Ibs 560 t6 NIA 7B0 me 140 D1 am be lo�21n M2 Ws e85 to 112D to 3Arkttd•O.N1Mt.O.C.l U43b,Mo.tWAIUM. IOQ N/A WA NM WA NIA NIA WA NIA WA NIA WA WA NIA WA 060 is t Arer"I FC (fl 41 7069>a Joe b 225 IM 445IM 6221a 138 bs 110 is 117IDS 3701M 18T ma 331 Rb Me 6• Wit bs 221 ID6 250 im 2 AMlnn®1.19 MIrt O.CJf 8qM 9Q0 td NM WA NIA NIA 10Dm NIA WA NIA WA WA 3/1lss 442105 550 to FIGURE 1: FIG RE 2: • • • • • • • • • • • • • • • • • • • • • • FIGURE 3: Ee I • ••• •• • 4GLF•a CLIP MUST BE USED IN PAIRS. FIGURE4: FIGURE5: • Flr•11RE8: 9 • • ••• •• • •[L • j- IND 00 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TABLE NOTES 411CNUN L:APAUITT AVJUtd I Mt191 I• V11MULA: (OP-) X ( MUWCHORLLION ANCHOR CAP ­ USE 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 •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, 1" S.S. OR 41D S.S. 1.25' X 3.25' X .624• MULLION d ; C1 t'RUT)UCr REVISED as Complying with she F1011fY Oaildms Code' �621$ Acceplance No Exoimllon W,. �/ 1111111Itrr, T N� LNN ' (10.58705 ' t f L lY. 7 YE ONAN A LfNIVimiLL�R, P.E. FL P.E.# 58705 I H6LC I IN Mullion Capacity Table Plasim 1) Opening VAdlh(lorvertica onringMillions)orOpeningHeight(brllolfml{e"Penning1111oim) K in N in 7o in Nin N 61 too In 1 12011 i4l in ISO 1. 1.25 %SA4 R6clenyWw Lorin{ T76pRliwg. Lowing R61.1=1 166dM0 T.1-no- L660na R6etwl9- La6lIn0 TIWT&ing. Leodln0 R6C1nn1u16r L116np Tnpfri•g. L.Wip ReH6n•t6f L6nQrp Tfopffriwo. I.e6d6q R6c16npWv L66din1 TnpTrilnl. Lok6g R6t1.wl., La66n0 %prrhIg. LN6ny Rncl6nglls, Lwglq Tf8#Td6n9, LN•n{ R6clvgJv Lwdn{ Tr"Mil669. 46din0 %Au Tube lition mill t g $g 1 is $ fa 3 u4o f 342M t.2 170.0 620 170.0 435 170.0 NI ITO0 479 I"A 170.0 N6 170.0 992 VGA 65{ 170.0 1116 171.0 621 ITO.0 1240 170.0 621 IT00 14N 170.0 621 110.0 1736 178.0 621 170.0 1913 170.0 621 48 in 110A 7N 110.0 524 170.0 N0 1700 614 170.0 170.0 ss0 170.0 its] 170.0 K1 170.0 1276 170.0 671 110.0 141T 170.0 NO Iled[2.- 110.0 NO 170.0 1043 170.0 KO i"A 2261170.0 6N6062511 170.E 747 170.1 561 1?0.0 N6 1700 611 1100 MA N4 170.0 1195 1700 723 170.0 1346 1TG0 i47 V0.0 1491 170.0 7K 170.0 170.0 IN 17ee 2092 170.0 764 170.0 2351 110.0 1K KM 110.0 797 170.0 812 170,0 956 170.0 691 170.0 1118 I70.0 764 I70.0 1276 170.0 ql 170.0 1431 1T0.0 831 170.0 159/ 170.0 {56 170.0 170.0 N/ 170.0 2231 170.0 501 1K.2 2403 170.0 N1 lDin 1no N5 170.0 To, 170.9 loss 170,0 797 1r0.0 1240 1T0.0 178 170.0 UIT V0.0 9U 110.0 1544 170.0 996 Ime 1771 I'. .0 1033 170.0 170.1 1067 141,1 2163 t70.0 1063 129.0 2163 110.0 lop 63in 170.0 930 170.0 US 170.0 Ills 170.0 1K 170.4 I= 110.0 140 170.0 14N 170.4 1015 it" IST3 17" INS 170.0 INS 170.0 1122 10A9 170.0 1163 134.6 2060 1700 1171 111.7 21K 170.0 We n Kin 110.D 974 170.0 TN 170.9 1169 170.0 !ss 170.0 1761 1T0.0 loot 1700 16N 110.0 tON 110.0 1153 n6.a 11K 1T0.0 t8/1 170.0 1210 1/3.0 110.0 12T6 1226 1N6 170.0 12N f0T.2 11K 170.0 12N 7216 170.0 less 170-0 B70 170.0 1276 170.0 1009 170.0 1410 170.0 1126 ITLO 1700 170.0 1229 IS4.1 173t 170-0 1315 INJ 1734 lots 1386 1168 1559 1364 N.1 1734 160A 1352 141 IT31 160.2 1352 761. 00.0 1122 170.0 ON 170.0 046 1T0.0 10K ISCS use 170.0 1201 17.4 1656 166.2 1286 131.1 ISM 161.5 1266 117.9 16K U1.3 1261 $93 01.3 1229 06.2 1656 1223 t219 13.7 IVA 121.2 121fi170.0 1161 170.0 NI 110.0 1781 170.0 1118 /N.1 U71 115.2 17/5 138A 1177 162.0 1224 121.2 1477 139.1 1206 109.1 1177 129.5 1181 KA 11{.9 11N 11.0 UTi 1UA itN 60.2 117/ U9.3 145t go In 142.0 the 146.5 9N 1184 1110 $23.9 9N 101.6 Ilia 10TA 961 NA 1110 N.3 938 11.9 1110 87.5 922 1/.0 1110 N-1 210 62.2 I1f0 71.3 $It KJ 1110 $66 970 44A 1110 62.7 110 Nin 117.0 975 120.7 V2 $7.6 976 101.5 1K 93A 975 81.3 042 73.2 975 71.6 129 66.0 976 71.2 oil 68.6 976 66A 007 48.9 975 6T.4 719 41.1 975 523 1T6 N.6 915 19A "1 SN in 82.2 TTt N.0 hT6 684 711 70.7 6N N.7 D1 61.7 NI 5fA 7T/ 64.3 fi61 16.7 715 40.0 BK 41.1 171 11.9 Ni M.3 171 A.B 832 79A 711 15.0 621 25.1 111 32A 012 tit in 76.1 7N 77.3 66 63.1 730 65.0 6K 61.1 7K 56.3 KO 41.3 IN 49.9 631 42.1 730 I5.0 822 71.8 7N 11.1 611 71.5 730 76.6 Bw 27.0 iJ0 JIA 5{9 2s.7 770 79.d 511 1201n 69.11 624 61.0 SN 493 ss1 61-2 SOD 42.1 624 I4.3 02 11.5 6& 79.2 6U 13.] 82/ Je.l 63T 30.0 624 32I 531 25.0 62t 2i.T 519 Y7A NI 21A 601 11.7 NI 22.5 K1 144 in 31.7 433 35.1 40D 26.9 q3 Y9A 3N 2/.1 131 26.1 390 21J 173 2i.1 765 1l.7 p] 20.0 J81 1TA 173 11] 9/6 Anchor Cepeeity Table (Ibs) ARChofC9p PNbrne SUD6Neln 2.7%tbrc119e Cone. FtontlAU FoOCU PTWOW Most � � 5�14 Etc o U9nYm of EkoUMv:m 911P E110 U9fNm 3'1B Elea Lamm of Elco Ulfawll of 9S E%o Agoie0dor3 &Ie• Elea Ufa, UP SS El AgglOWOU #to Sled 9t"(05) w12 Sled 9ercw pf) 012 Steel Suew(06) EdW 01111[e 1 2.vT 1' 1 2.11T 3.1f6' 1• 1 2-11T 1• 2-117 T 3-i f 2' 0.10• I OQ54' 0.92f EIRDea0m1 1.5141 1.Vf T 1-v4' 1-Iff 1-1M• 1-v4 1-v4• 141r 7 la'S• 151e' W10s 2 Arclpn 475' Mln O.C. / sllm•o a 4]efel t 9B01s 9s ISS 0 Bn 2801s M4 tit 7101ao 374 •s eel 9s 946 Os s41101 4121a{ B60 Aa 4 Artnan 1.15• Min O.G / 9191MYd C Ol 400813 10D As NM NIA mo a WA WA NfA WA WA K21» 905 As 17201s tArchp• S Min. O.C. I $e • / 790 b T8O lot s WNIAWA 1BB61M 51010s 590 9s NM 76010E 746 qS BB0 9s 19ffi 100 K21D{ ills An 5120108 1 Af6hsn 0.54'Mh O.C.IU h10.10a Alum 1 NA1 WA N/A WA WA NM WA WA WA WA NIA WA IN7It's 1 ArcI 1 100 F1 196 As o e221u 136lot 140IN 1170 57011s 1971R s72leb ITJ w 170 AS 221 Its 2501K2 Archon 1.117 NM1O.C7F9 240 As S509s NIA NfA 1B01A NIA WA NfA WA WA 9611M 442 to NO Its FIGURE 1: Ll•• FIGURE 2: ••• • • • • •• • FIGURE 3: • • • • • • • • •- •! • • ••• •• • MIGL,•• CLIP MUST Flo BE USED IN PAIRS. FIGURE 4: FIGURE 5: • FIOAURE 6: • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• 0 0 0 ••• 0 0 TABLE NOTES WCHUR GAPAGIT T AUJU`37 Mtn 7 ►URMUI.A: (DP,,,,) X (ANCHLLION CAP CAP.,�,,,,,a\ .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. 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 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 0.65. ALUMINUM SHALL BE 6083-T5 AND BE A MINIMUM OF A00' 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 #10 & #12 ANCHORS INTO WOOD MAY BE STEEL, 18-8 S.S. OR 410 S.S. 1.25' X 3.94• X .024' MULLION PRODUCFREVISED m wmPlying wild be F1o7N4 Building Code ,r �.a ,a 1, luui711,� No.56705 J �•� M116 I11... %S'5'/ONA .'-�\\\ A. by NMILL�R, P.E. FL P.E.# 58705 Mullion Capacity Table W Opening Width (tor 5erticely-Sparring mJllon9) or Opening Height (for hod2axeIVsparsing mll6Ans) 501n 00In 70In 80 In 00 in 100 N 1201n 1401n 16010 2x4x.26 Reclanylu WSng Tteprn1W4 Lo•dre R t1VAr I L*sft TrWIdenO L0adn9 RWI&VAM leednp Tmpriaanp. Wedle Tbct-mum Loading P/idenp. Loving Recta gfiar le8dna TspMierg. LoWng Redrgi/ar Loadno TWpfTd•np Leading Redo w leading Trep]Tdanp. Lo•dN Redsnµler Lowing TraprTrYn9 1,06dna Wct rpar L08*4 TWPMMI. Lowing PJum. Tube Mullion qIgg yq�q $ $QQ$ pI¢¢ g 111111 p¢ 1 � � py � 56 � Igo y�y �• q5 � q5 'pg � C6� yq � yp � 1 a U N 110.0 120 17OO j 435 170.0 744 170.01 47/ 1170.0 Bea 1 170.0 1 We 170.0 092 170.01 510 1170.0 1110 170.01 521 1700 1240 170.01 521 1170.0 1466 170.0 1 62VI 170.0 1735 170.0 621 1170.0 /90.T 170.0 521 KIn 170.0 704 170.0 ON 170.0 550 170.0 554 170.0 002 470.0 430 170.0 1133 170.0 01 170.0 1276 170.0 5R 170.0 H17 1TOO 660 170.0 1700 170.0 5/0 {70A 1963 170.0 860 170A 2257 170.0 /80 50.6251n 170.0 747 1740 503 170.0 e96 170.0 531 170.0 1046 170.0 064 170.0 1105 170.0 723 V&D 1345 170.0 747 Ila0 1404 170.0 758 170.0 ITO3 170.0 756 170.0 2092 170.0 768 170.0 mi 170.0 766 5<b 170,0 707 170.0 012 475.0 ON 170.0 Sol 17010 1115 170,0 764 1".0 1216 170.0 803 170.0 U34 170.0 837 570.0 1694 170.0 856 510.0 1013 170.0 601 1TOA 2231 170A %1 1T0.0 2660 00.0 Mi SOW 170,O an ITOA 701 170.0 J003 170.0 797 VOO 1240 170.0 678 170.0 141T 170.0 044 170.0 1594 170.0 Seat 170.0 1771 170.0 1033 170.0 2125 170.0 1063 170.0 2479 110.0 1063 160.8 2M0 110.a 1063 631n 170.0 OAO 170.0 745 170.0 11{6 170.0 $50 170.0 1302 170.0 940 1T0,0 14U woo 1015 {TO.0 1073 INN 1076 170.0 less 110.0 1122 170.0 2231 470A 1169 180.7 2553 170.0 1171 145.9 2553 170.0 11T1 as In 170.0 071 t70.0 789 170.0 1189 170.0 s03 170.0 1344 17a0 1002 17O.0 1581 170.0 IOB6 170.0 1753 170.0 110e 17Q0 5941 1T0.0 1210 170.0 23351170.0 12T6 56L0 2137 570.0 12% 1329 2U7 170.0 1260 721n 170.0 10a3 IT0.0 am 170.0 1276 170.0 1000 W0.0 14N 170A 112a 170.0 1700 170.0 1226 170.0 1013 170.0 1316 170.0 V25 07 145.0 2104 170.0 1481 124.E 2154 170.0 1520 109.2 2164 170.0 ISM Tat In t70.0 1123 170.0 S37 1T0.0 1%5 t70.0 Isis 170.0 eels 170.0 1209 170.0 1704 170,0 1322 f65.1 1000 1]0.0 1421 f4sA 110005 /23.8 10aD 101.E 16% 101.1 19e0 16/.0 1595 92A 1950 162.7 1631 Tell 1T0.0 1165 170.0 06T 170.0 1J11 170.0 1116 1T0.0 1011 170.0 1260 170,0 1142 170.0 1380 152.7 1801 170.0 t474 137.4 1161 00 114.E 1161 1/7.b 1473 a8@ 1681 t%.6 5/69 15.0 1881 U7.0 145{ go In 1T0.0 1328 i70.0 11M 119.1 1%e 110.0 12W 127.8 1398 1b0.0 11M 111A ISae 121.3 1170 90.4 1J06 1f0.2 1102 a9.6 13961/1 74.fi U0a W.e 1122 Q.0 1391 82.7 1fOS 600 f3W 70.s 1090 001n 147.4 1229 161.5 f0B6 122.9 1220 127.a 1070 105.3 1229 111.2 WBt 02. 1229 98A 1044 81.9 1220 89.8 1020 737 1229ota [n.1474 61.4 4220 72.2 003 52,7 117D 66.9 B77 46.1 1220 62A SIT f011n 103A 071 106.E t71 56A 071 19.0 682 74.0 871 77.2 149 64.7 071 01A 177 STA 071 01.8 826 6t.6 %1 16 43.1 971 {A.0 710 37.0 971 /4.0 712 32A 075 40A 771 1111n 06.4 019 97.3 634 79.5 01s 11.0 110 55.1 919 70.0 ass69. 19 02.0 TW 63.0 910 56.7 70447.7 StO14 39.7 111 44.1 106 MA 019 40.2 742 z9.e 010 37.1 732 1201n 70.6766 76.0 710 e2A 700 04.5 TOS 63.0 706 55.4 095 47.2 78a 11.4 618 4L0 788 44.1 5T7 76e6e 31.fi 7e6 34.9 863 27.0 T60 b1.0 641 216 71a %.1 BJ1 441n43.7 346 4/.2 604 38.{ 6N b7.0 401 bi.2 d18 31.0 N1 27.3 646 28.2 115 24.3 616 26.J 470 21.1 ale74 11.2 616 19.6 4a4 t6A 648 11.2 16S 13.7 60 16.6 MB AnchorCapacity TabloOba Anchor Cnp Pattema 66"Ifiliall 27k Oxcmle Sall Cant. I NdIDWCM F6edemu PT Wood Metal S118'EIco lRmcon U4'Elo Ualuon a14lio E UOfKW YIP FJco Mlran Vt E1coU9mcon 1N' 83 FRo � a18' FJco Ulfacan U4- SS Elco Amr•Galor sf0 S1ad sum tOS 01281ed Screw 012 BWal Scrar(O5) E dname 1' 2.1f2' 1' 2-112' 311T 1' 2-Val 1' 2-V2' T 31f8' Y 0.4r 0.51' 0.3w Embernmt n 1'f4" 14r I.YY 131t 2' S-V4' 1-vt mw I -tit 1-114' 14W r I-w I-wir 1e1•f 1.7 n.O.C. Dad fa SODS 300SO 480•e 000Its 16MIoo OOe 29DMe M41a 740IN 3740» ass We Des to Inn 442fo4 Is 4 ArcMn 2.fi6' MK O.C. f 61r106m dater - 740 Nri 740 Its 87D We 1485 ari 147A aq N/A 5e0 as NM 696 as N/A a801a WA 062ds 595 to 1131 be SO 1.71' M11 O.0 I SlenOeN r d8d OWN M p5p 1 756 a• 194611s NIA NA 706IM NA 79010a NIA WA WA 1D22 Na 1327 a•S 4A Don 3' Min. O.C. / 215 A / 70D •e 1 No be 15M Do ims 0s 0 560 to NIA 760111 745 DS am its /B92 be 692 Da 685 wssAmlore 3'Mln.O.Cf 2t5 ]eC ! WO tb 1170 N• 1020Al 2340 WS 28" SO 8 s $401a NIA 1140 25 51221n ism 10e 200 b W NW 1327 Oe9ArcMa 1.91'MIn. O..IUC Inb.129'Alum. NIA WA NfA WA NIA NIA WA NfA WA NIA WA WA NIA WA-0MIDA2V Mrs. NA WA WA WA NU NIA WA NIA WA NIA WA WA NA WA 2AMMn 26B' Mln O.CI F 370 bs 370Its 3151De 745" 71210a WA 2M to NIA 31111x NIA W 8s WA 311 <a 4U lab3Archre 1.71•MMO.C./f�U .1 443104 526 as J7D Da OTe Is NIA WA 3%M5 NIA 309 WIN NIA WA WA 511 a• SUM NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. CD CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 24. FIGURE I: FIGURE2: FIGURE 3. FIGURE4: • FIGURE5: FIGURES:* • • • FIGURE 7: FIGURES: FIGURES: FIGURE 10: • N LE CLIP • • •• • • •�• 10 E$$5 • MUSZ1S • • LL. m• IN PAIRS. ANG NON GAPAGITY a 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) VE JHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 26 FOR INFORMATION ON LOADING, SEE SHEETS 2.4 FOR :GAEMk6lNSTALLATION METHODS. � 2) ISNE616INTERPOLATION 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 LDG'►TIDNS • • 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACi 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT •(CM SHALLtONFORM TO ASTM C-00. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.65. ALU�RUM RUB BE 60S3-T5 AND BE A MINIMUM OF .125' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045"THICK (16 GAUGGGGGGE). ST CTURAL STEEL TO BE AT LEAST .125' THICK AND A36, ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL 00 fl #12 ANCHORS INTO WOOD MAY BE STEEL, 18-8 S.S. OR 410 S.S. • • • • • • • • • • ••• • • • ••• • • �k PRODUCT REVISED m complying with ire Flaridlt 0,91dh16CodeG+2�y AcaplenM No �-DZ1S•C7 Pxpin I n Date �14 By Mi Ddde Product 511111111f11 No.68705 Is // fY NAk- A. LYI�N' ,A I IF P.E. FL P.E.# 58706 TABLE 13A Mullion Ca as Table ilbsKel opening 1Mdth (for veroca"p9rWnp mJllore) 9rOpaning H9 ht (TorhWoli rte/�apem g mJAQn9) 50In ra in 7010 R4ctenguW T7ap7Tdang. 1lacten0ular Ractangd 90In r Tm 9daro• R• lanplar 10D N TWfTMnO. Rectw 1201n Wr Tra moo. Rac*wmr 140. TnprTdaro. Racwww f00 N Tmpmaro. 60 N Tmpf01m0. Ractangulr haPlTdm9 1•MarpWar hap77daro• Ltm*i loadro Lo�O Le• in Loodag Loadro toadng Laadn9 lmdtq Loodro Lmdro L"ft u"m LoWro Loadro Lcednp La6p Lodro 2x8x,26 it1� 744 17o.0 478 170.0 600 17ok 500 170.0 M2 170.0 519 170.0 621 170.0 1240 17OA 521 170.0 1488 170.0 621 170.0 1735 170.0 621 170.0 1963 170.0 62111 2N 170.0 020 170.0 435 t7Q0 570.0 992 170.0 030 170.0 5133 I70.0 41 U0.0 677 170.0 1417 170.0 000 170A IT00 174.0 680 170.0 1983 170.0 6MM 170.0 2267 170.0 660 /8IN 1700 708 t70.0 24 170.0 050 170.0 604 17o.0 631 170.0 1040 170-0 064 1T0.0 1195 170.0 723 170.0 747 170.0 1494 170.0 750 170.0 1793 1700 750 170.0 2092 170.0 766 1TQ0 2391 170A 756 50A25in 17o.0 747 170.0 603 170.0 696 691 110.0 1f18 170.0 764 170.0 IV$ 170-0 803 170.0 037 170.0 1504 170.0 660 170.0 1913 170.0 Nt 170.0 2231 170.0 661 170.0 2560 170.0 N1 61N 170.0 797 17Q0 012 110.0 M 170.0 1240 f7Q0 878 170.0 1N7 170.0 M 170.0 990 170.0 1771 170.0 1033 170.0 2125 110.0 1083 170.0 2470 170.0 1003 17Q0 28W 17Q0 1053 OON 170.0 665 770,0 701 170.0 1003 1T0.0 707 170.0 VOA 1302 I7UA 940 170.0 1466 170.0 1015 1T0.0 1016 170.0 1859 170.0 1122 /70.0 2231 170.0 1189 170.0 2603 170.0 t7Tt 170.0 2915 110.0 4171 03N 170.0 930 170.0 745 170.0 1115 170.0 VA 1361 170.0 1002 170.0 15W 170.0 1088 ITQO U55 170.0 1945 170.0 1210 170.0 2335 170.0 1275 170.0 2nT IMA 176E 170.0 3117 170.0 1268 bIn 170.0 W4 170.0 49 170.0 1189 170.0 903 170.0 1276 170.0 1000 1T0.0 1488 1T0.0 1126 170.0 1700 170.0 1228 170.0 1515 170.0 2125 170.0 1]07 17QD 2650 170.0 1406 170.0 2976 170A 1529 170.0 3100 170.0 1530 72N 170.0 1063 170.0 870 170.0 170.0 1710 170.D 1010 170.0 1670 170.0 1209 170.0 1794 170.0 1372 170.0 1/21 170.0 2249 1M.0 1506 170.0 2892 170.0 1829 170.0 31/0 170.0 1094 170.0 7569 170.0 1705 781n 170.0 1122 170.0 937 087 170.0 1381 170.0 1116 170.0 1811 170.0 1250 170A 0042 170.0 13N 170.0 1474 170.0 2302 170.0 1604 1700 2703 170.0 1700 10.0 3223 170.0 /777 170.0 3663 170.0 1798 nth 170.0 1161 170.0 1694 170.0 132170.0 1859 170.0 uN 170.0 2125 170.0 1053 170.0 1793 170.0 2650 170.0 1918 170.0 31N 170.0 2125 150.0 3413 170.0 2273 13l.6 3/I3 170.0 2301 901n f70.0 1320 170.0 itN 170.0 170.0 1700 170.0 i474 170.0 1963 170.0 I= 170.0 2207 17Q0 119400.01251 170.0 1854 170.0 2633 170.0 2096 look 3100 170.0 2336 137.1 3102 108.0 2470 120.0 3199 158.1 2428 iqN 170.0 1417 170.0 1232 170.0 1M7 170.0 2231 170.0 1670 1T0.0 2550 170.0 2078 170.0 2271 148.3 2781 10/A 2373 123.8 RTH /40.4 2281 106.9 2761 125A 2234 92.7 2T81 118.0 2100 f061n 1T0.0 1594 170.0 1409 170.0 1913 170.0 783f 170.0 14N 170.0 1966 170.0 1700 170.0 2R97 170.0 1932 170.0 2031 170.0 2492 1823 22/S 430.E 2632 148.4 2216 113A 2872 128A 2100 97A 283R 116.f R1R6 65.4 1052 108.3 2098 111 N 177f 170.0 1568 170.0 2123 170.0 1859 154.4 2252 130.9 1091 135.1 22fi2 141.4 1961 120.1 2252 127.2 1%6 f08.1 2252 110.1 i915 90.1 2252 99.8 1872 77.2 2252 88.9 1630 87A 2262 61./ 1008 12J In 170.0 1564 1a8.1 1425 69.1 13M 91A 1/07 76.7 1ti0/ OD.7 1390 08.5 156/ 72.3 1375 62.6 1fiM 66.7 1356 521 16M 58.0 1370 N.7 1564 49.2 1306 N� 1441n 126.1 1504 120.E 14/5 104.3 ,^SDw^ wSbl - •n6J STMENTFORMULA: (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, FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: FIGURES:• FIGURE: FIGURE 10: FIGURE it: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON • • • • • • • • • • `MING. SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. • • ••• • •• • • • • • • • 2)jINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. • • • • • • S)MIULLION 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 FIGURE 5: FIGURE 0: FIGURE 7: SHEETS 21.23. FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. ANGLE • • • • • �•LS-O. •19P• • • al) Sjj%%RATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT-FI (FIGURES • CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM G80. WOOD SHALL BE PRESSURE -TREAT 6m) • YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE 6063-T6 AND BEA MINIMUM OF TJSESINE• THICK I�TTEEL STUDS TO BE A MINIMUM GRADE 33 AND .015" THICK(18 GAUGE). STRUCTURAL STEEL PARS • •BE A1;1AST .125' THICK AND A36. ALLANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. #10 & #12 ANCHORS INTO WOOD MAYBE STEEL, 18-8 S.S.OR410 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PRODUCT REVISED as cemplyht with 9w Fkdb Building Code Acccpr9nec NO %O-C 19 f/\\11111111/ l/ i � � ,.�,GY.NSF ••. -P i plr , ,fS705 A LYNNV'K L9R, P.E. FL P.E.# 58705 I AMC 19A Mullion CapackV Table •llta Opening WIAth (forwilrAl"pann! muAon6) or Opening Helght(brh5rzxoft r6peMlg mullions) Win Bo In 70In 00 in 901n t96 in 120 in 140 in 1001n 1.211"It2.11" RftlarQ 01 we0iro TYepTnaM. L."ne Reclar•Wn l.aean0 TreWrderp. Lcadit Rectangular wade• TrepTdero. waaro Reolargular Loadaq ro. Reds uler L-Org TwYNaro. weero ROCIGMWar waaro Trop(Merp. I'ad9r9 Rectangular tnedW Trap'7nug. Load90 Reclan9ul" Lading T prrdaro. Loading aofaroul• LAwW Traprdaro wean a Tuba Mull 8 �• qg� i� 421n 144.2 52a 167.0 420 1".2 526 1489 410 103.0 520 13fl0 414 911 SR6 911 a0.1 ON 104.1 411 721 520 134.1 411 811 526 134A 411 51.5 526 134.1 411 461 OX 1391 411 461n we 403 106.0 333 00.5 403 94.7 325 49.0 403 80A 320 60.4 403 317 53.7 403 79.1 315 463 403 76.6 314 40.3 403 70.8 M4 34.6 403 70.0 314 302 403 780 314 IAMB n 623 302 81.0 301 686 W2 79.3 294 0fl6 3M 71.0 209 51.5 362 286 10M 487 3=0 04.6 204 41.2. J62 60.0 203 34.3 M 015 283 29A 382 635 203 257 382 035 253 541n 67.e J70 74.1 267 50.6 310 61.2 241 ffl6 918 67.7 258 421 116 263 37.7 316 WA 250 839 318 49.5 249 20.3 314 49.1 240 24.2 310 40.1 240 2t.2 310 401 246 BOIn 40.5 250 53A 219 41.2 256 45.7 214 363 258 40.7 210 30.0 256 207 27.6 258 34.9 204 24.7 268 33.4 203 20.6 266 322 201 77.7 260 32.2 201 186 280 32.2 201 13In 42.7 23445.0 211 11.6 234 39.1 195 30.6 234 347 192 25.7 234 lag R87 234 --A 18e 21.4 i34 x6.0 1M 17.0 234 2aB 163 15.3 234 255 183 1J4 234 29.5 183 e01n 37.2 213 30A 103 31.0 213 33.7 179 28.6 213 29.6 176 23.2 213 173 20.8 213 25A 170 188 213 237 10D 15.5 213 222 197 13.3 213 220 106 11.8 213 22.0 100721n 286 179 80.1 106 73.8 1T9 268 tsZ 20.4 179 226 /40 17.8 179147 169 179 ta.7 14578 Ef-, ar 21A 181 264 140 20.3 161 21.6 137 17.4 181 19.0 135 15.2 161133 TO In 22.5 152 23.5 133 1Be 1S2 18.9 131 tfl1 167 17.5 120 tAKLI= AnehorCe eel reWa be Meh07Cllp PetbTe ar•alola 2.7a Ca GRIM 13.151(com-1 HOW CMU I Faed CMU I I uuOa 1 Meld AMhalVpB 31WEICONOKm 1IP Elto Uareem dt6•Eko 11AIecm y15EkoUNaton VP Eko Wlncon 1fi88 Eko ApOeGalor Nkatm dghwm V4.8Gdw AlAefiflor e1001a1 9cn1w (05)Berwr e12 to (GS} 1 (0 8cmalOW E e 1' • • 2-V.- 2. 3•vC r 04a 0.61' 0.171• EnM 1d4" 1A HI r / 1.11 1V 7 1-1/f 1•v'r r 1.3re• 1J'S qks 4Mlnn TMn.O.C./ 2r6 ! 1' 011r 80M wo its I lava D3 I150810aI -IM I MOM I WA 10a 718 ka ma 10a I ta92 M• I 5021a I6tlb 11901oe 91a{iHVR 1•HI•A411 i =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 t FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 24 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. FIGURE t: 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. ANGLE CLIP MUST BE USED W PAIRS. • • • a)sjbo.��EOWTSH S: (�NCRCfE tHALL•OONFORM TO ACI 301 SPECIFICATK)NS. HOLLOW AND GROUT -FILLED • • YGM OFE25" THTi1D�TO�E i MINIIv�1 jM GRADE 33 AND .045' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LCST .125 ♦HICK4AND A86. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREAD$ BEYOND THE MATERIAL. #10 & f712 ANCHORS INTO WOOD MAY BE STEEL, 18-5 S.S. OR 410 S.S. • ••• ••• ••• ••• Or • • • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Oil f--1.268"� PRODUCT REVISED T ea cwnplying will, W Ploft Build'n18 Code Acaplance No I�P02lb • 433 I Eapitaion IjCZ) 2.718" 1 .125• MI tit 11111I ( 1.Y4N ` C�� .• �tLENSE '• 'P 1,261X 2.11' X .125• MULLION (INTEGRAL FIN MULLION) ' = 7": jd0, 58105 OF _ A. LYNN'MILLt�, P.E. FL P.E.0 68705 TABLE 15A MUIIbnCapacity T6ble bs1R3) Opening IMa03 gor varlically-aperrllrg mlAion) or Opening Helght (br halizontaLy annir g Mullions) so in win 70in earn 00In 100in Q In Ili) In ISDIn 5.2V 30 Rxtoo.W I towdng T.VTftV. Ladro ft.WA4• Lwdn9 TfWT6•l6. Loading R.MWO9er Loading %PRrYnp. Lmdro RectangWr (awing TrWTdwo, Laadng Rent.wm t,eedng Trs".V. Lowing Rild.n9am Loading Tmp17/eno. LwNng Re0Yn9N• Laean9 T'apritlan6. Lang Raeleno.' L0adn6 Ira n6. tmdro Re0Yn6ww tnNro TrwplRYn6. laadng DEO,AL$ BAY MULL E E gg �. p� �. 3@ d i g� 3 �• i f g5Ig� E n t yg 3 ■5 tE g I tg� t yp• d 1 dr ■g$Q i e ypg 2 ggp5,gL Sl d a 42 in 170.0 an 170.0 438 170.0 744 170.0 478 170.0 See 170.0 No 170.0 112 i70.0 619 170.0 ilia 170.0 021 170.0 1240 170.0 521 170.0 1480 170.0 621 170.0 1736 170.0 621 1{9.1 1740 170.0 02i 461n 170.01 704 i70.0 624 170-01 660 1 170.0 5" 170.01 093 I 17a0 030 170.01 1133 1 170.01 801 470-0 1275 1 170.01 077 170.0 1417 1 170.0 1 680 152.2 t522 1170.0 1 600 130.E 1522 170.0 680 114.2 022 170.0 600 50.6281n 170.0 747 t70.0 563 170.0 M 170.0 031 170.0 1040 170.0 584 W0.0 1126 170.0 Td 170.0 1345 17o.0 747 1S4.2 1443 170.0 ?SS 136.9 1443 170.0 766 1171 1443 170.0 756 102.E 1443 170.0 750 64Y 170.0 797 170.0 ii2 110.0 066 170.0 601 170.0 1116 17a0 764 170.0 1276 170.0 803 160.4 13ri 170.0 837 144.3 1353 170.0 606 120.3 1353 170.0 "1 10SA 1*3 Imo a31 90.2 1J65 170.0 a01 (loin 170.0 085 Ins 701 170.0 1063 170.0 707 i87.0 12/8 170.0 070 146.1 1218 170.0 9N 129.9 1215 13g.9 SM 118.9 1210 162.1 924 07.4 1216 U&I 113 83.5 12% 146.1 913 73.1 1216 148A Oil 63In 170.019J0 170A 745 110.0 ilia 170.0 850 160.2 J150 100A 203 1SIA 1150 163.0 014 116.0 ilM 1469 US 106.1 1150 134.2 $85 67.6 1150 i20.7 RI 75.1 1150r.2 670 65.7 1150 126.2 670 08 in 170.0 974 170.0 780 152.4 1048 165.8 881 130.6 1046 148.6 864 114.3 1040 03.1 M 101.6 1048 120.4 LU 91.4 1045 11OA 630 7a2 1048 t09.4 821 85.3 1040 813 S7.t t043 106.2 818 721n %0A 600 147.2 784 117.4 SW i20.0 7N 100.6 "a 1fo.6 734 0.0 1S0 100.0 722 70.2 880 02.0 712 70,{ BBO 86.2 703 30.7 880 792 e93 60.8 600 666 MA e60 76A 066 Twin 119.7 790 125.1 ago 0.6 700 108.4 076 05.8 790 93.3 on 74.4 790 13.9 052 66.5 790 76.0 643 69.• 790 71.7 1ri 49A 790 65.1 024 42.6 790 619 37.4 790 61.5 017 79 Y 110.E750116.i6572.8700 96.I 9M 70.1 7S0 15A 832 0S2 760 77.1 ri1 01.6 760 70A 812 56.4 71i0 80.7 a05 482 750 50.4 594 39.0 750 566 34.0 750 585 590 90in p01n 72.1 60.4 50 495 74.4 61A 600 443 a0.1 49.6 3M 425 02.0 51.5 491 435 51.6 42.4 511 495 54.8 MA 463 427 45.1 37A S07 496 4a9 39.9 475 421 40.1 33.0 bat 495 44.4 36.1 468 410 31LI 28.7 663 493 40.9 rig 482 409 3D.0 24.4 b03 495 3a2 28.1 452 400 288 212 563 496 26A 443 394 22.6 0.6 liri 496 31.6 20.0 N2 390 1061n 42.5 353 54.0 lot $5.0 US 20.4 301 SIA 342 20.1 391 27A ri7 23.2 S% 24.0 ri3 20a Set 22.8 37a 17.4 391 10.7 321 $4.9 301 17.6 S16 III In 992 Jri 32.0 370 ri.0 S30 27.5 370 26A 323 24.0 370 23.5 ]20 21.{ 570 22.8 316 10.2 370 209 312 Ia0 370 Wi 306 120Y q17,6220 So,9 289 20.3 N7 2eA 284 21.7 317 22,6 260 19.0 117 f1.9 2M 19.9 317 17.9 27J 144 Y 17.9 203 Bub6tMe: AnchorCapackv 2.7k Corolele 3.5k Coro. I Table b6 F•e6C48U PT Malal $12 SIN 511e' Eko 1l4' 88 Ek0 IN' SS EM 010 Sind 012 Steel �WTyQe: Y18'EkoUlkwon iN'Elool�um Uilrecan 3r10'EbeUlinean 1/4-EkoUBneon AggmGaWr A9gre0et• Be"(GS)Sa (GS) Sc"(�) Anchor CUP Patterns 1' 2.171' 1' AIR' Y 2' 0.4C 0.61' 0.321' E DlsYroa OnY t' 2-f/C 1 2-1R' 3.118' 1-1I/1-1N' ift-mm Y 191C 1-LM vlrY4 Entw4 Bonk 1-J14' 1-3N' 1.3l4' 1JN'7 1-11{' 1.1N' I-1l1' 94310s 3{11M M2 Iba1 2 Artelron Y Min.O.C. 2w5 1 . 1 Ib♦ 300 Ya 150 M a90 1 00 mw 270 e•2B016w b 740Yn >7 law i120Wa6An4Mn AroMN J.Y Min. O.C. I 246 CUM l . 2T. 780 6A 780 roe 790 0• 1B701M 23 5 Ws 6101bw 70010• WA I I201b 710Ib 109'L lbw 002 bs 8B5Iew 2.71'Min. O.C. 2w5 k I . 3 MOW 1120ibw 930.4 22461De2251 er WA MO IW WA 10591ha WA WA 1022 ft 1327 bw 1680 b4 FIGURE 1: TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. FIGURE 2: 2) LINEAR IjT�RP.0WIOjBETWEEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE, • • • • •• 3) MULLWN AND MULI ON•C{48 $I10 E rTTO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. • • • • HOLES TO 36 DRILUFM INJHf�lEl� F LL V�I G NSIONAL RESTRICTIONS SHOWN ON SHEETS 21.23. FIGURES SH• ••• ••OW SUGOESIPE0,•aPRROJYMAIE WILE LOCATIONS. •• • • •• 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED FIGURE 3: 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 .126' THICK. SIEEt? jtK A TO i�ALL A N 14ORS INTOAMETAL THICK(18 END AT L E). STRUCTURAL STEELS O BE BEYOND LEAST .115' TFi�K AND A38. ARL ANCHORS INTOlt4ETAL L EXTEND AT LEAST 3 SCREW THREADS BEYOND • • THE m#TERIAI•S10 ai#12,AACHORANTO WOODMAY B&STEEL, 18.8 S.S. OR 410 S.S. • •• • • • • •• •• ANGLE CLIP (FIGURES 1.3) MUST BE USED IN PAIRS. • • • • • • • • • • • • • • • • Is • • •• •• 000 • •• 0• •) -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 MULLIOF 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 30' BAY MULLION PRMUCT REVISED as Cemply6m with "Flows Rutldlt4g CodO ACaptanee No 110ZIS Gvpindion, Date Rw e\, \}}INN 11IIIl� 'jpTc Of A, LIAIJN M11212 R, P.E. FL P.E.# 58705 MiAllionCepatakyT4610020) Opening Width (for wrtice9y-9pllrrirg mJ50116) (0TOpining Hel htQof ho7fmnletyapanni g mtA5on3) 50in Pop 701n SO In Poln too in 120 in 140in tool, 3.2V 43 Reetenguler I T WTdong. Iced ReeWgdu Loedn Tropma g. Lulling Reclen0uler Loecilq TrWTdxv. losing Rednod C.oedn9 11epfTAeng. Lacing Rectenpir Loedlq TrWTd"' Leedom Reclenuder laedn0 TwrduU Loedeq pwbalwAr Loeft VWTdrq. Mang Reotenow Ladng Twpf1deng- Lacing Reelenyuler Lowing Trwrdeng. Lacing DEG. AL MAY OIUU. I� I� }} 1� �} 1� g •� y �¢ �• � a �• �• �. { � �} 42h 170.of 620 i7o.01 415 470.0 744 1 170.0 478 110.01 866 1700 SM 170.0 002 170-01 510 170.0 "161 170.0 621 170.0 t2A0 1170.0 521 170.0 14081 170.0 521 1110.0 inn 1 170.0 621 1013 1871 1 470.0 521 40h 170.0 708 IM 624 170.0 NO 170.0 6M 170.0 092 1T0.0 SM 170.0 1153 170.0 861 170.0 127E 470.0 077 170.0 1417 170.0 680 103.7 1031 170.0 640 140.3 1637 170.4 680 127.E 1637 170.0 640 50.026In 170.0 747 170.0 03 170.0 60e 170.0 631 170.0 1040 170.0 084 170.0 1195 170.0 723 $70.0 1345 170.0 747 170.0 1494 170.0 750 117.1 ISM 170.O 764 USA t55'4 170-0 756 It" 1552 170.0 754 54In 00.0 707 170.0 612 170.0 956 170.0 601 170.0 111d 170.0 754 170.0 1275 170.0 803 1704 4134 170.0 037 155.2 1466 170.0 $56 129.3 1456 170.0 $61 110.8 1455 170.0 $01 07.0 1465 170.0 461 00in 170.0 645 170.0 701 170.0 1053 170.0 707 170.0 1240 l"A 678 157.1 1300 170.0 oN 139.7 1309 170.0 006 125.7 13M 183.E 9% 104.8 13M 157A 082 89.9 1300 157.1 002 78.0 1309 157.1 M 03h 170.0 030 170.0 745 11$ 170.0 NO 102.9 1247 170.0 010 142.5 1247 184.6 on 120.7 1247 152A Poo I14.0 1247 04.3 052 05.0 1247 1302 OX $1.4 1247 135.7 936 71.3 1247 135.7 25 {, 40 in 170.0 974 170.0 790 160 110.0 000 145.4 1100 1617 055 t2g.0 11Po 147.9 046 11a{ 1100 136.5 926 103.0 1190 128.4 011 65.6 11Po 119.5 600 742 11Po 116.1 493 04.0 11Po 11a1 803 151A 10f0 160.E 577 0,10 IM.6 $59 11a4 1010 127.2 M2 t01.0 1010 114.7 On Sae iolO 105.0 617 40.6 1010 age 507 67.3 10f0 0DA n5 57.7 1010 $7.6 700 50A Will 07.7 750 1n 137.4 006 143.6 792 06 122.0 775 96.1 no 107.1 761 SSA ON 90.2 749 78.3 006 $8.2 736 611 006 62-3 720 67.3Poo 71.1 716 40.1 006 71.2 710 42A 000 70.6 7011n E72In 127.1 661 132.5 764 et 1t2.5 736 10.6 SOt We 725 79A 801 45.5 7U 70.0 661 61A 703 S16 661 75A 6M 51.0 S61 60.1 061 46.1 001 61.6 S76 50.7 66183.7 672 In 82.7 60 46.4 574 40 jWn. n.1 561 50.1 64e 02.0 S% 51.7 ele 55.1 So 40.0 00 50.0 537 41.4 646 47.9 SW 34.5 so 41.5 Sig 20.5 64S 35.2 511 25.0 616 39.5 607 h 65.2 SM 70.1 504 664 69.1 409 /6.7 506 41A p1 42A 508 45.5 483 37.0 S65 41.{ 4711 34,1 566 30./28A 666 33.4 459 21.9 568 306 462 215 S68 ?0.7 MT fO6h 47,0 44 445.9 405 449 41.2 309 34241096.739]2.0 440 31.7 267 26.6 449 2a6 112 210449 20.1 3774/p 10.0 iS6I it In44.1 425 45.0 S46425 37.9 710 31.b 126 9a8 573 27.6 120 24.1 7e7 21.6 426 20.2 1521201n 34.0 304 35.5 331 354 29.4 325 2A.0 964 24.0 321 21.6 364 22.6 717 10A 304 20 313 WA 3641M In 20.2 253 20.4 2a3 267 17.1 230 c Anchor Cs 0cl Table libel BuOenela' Anchor Clip Patterns AnchmTyw Edge Meets OnA E1nOedtler ih Anerore 5' Min O.0 1 215 / t 4 Aroteae 3A' Min. O.C. I 235 A I 2 S Anoewe 2.71• MN. O.0 I 2i6 p ! . 3 2.7e C0MWO 3.Sk Caw. I Hd- cmu Feed OW PT Mod m" 3116'Elm tAum. 114'Elw131101100 5110• Eb0 ultwa YtSEb0U8te0n 1N'Elcouu. IAWwca VC 36 Eloo r1S' Eklo UnwAn lir SS Ek0 AWaGetr #to Steel Sc"(0)Bclew(G5) 0f2 SIMI 912 Sled Sctew(05) V 2-lir I 1• I 2•tfr 3.1011 1'1 2-12' 1• 2.1Ir r 311C r 0.48' oAP 022r 1.1'4- 7901ee 760 •i 1120 •e 1314' b 780 roe I1201be 1-3f4' 450 •e 700 ew 9561De 1.3N' 8908w 10701a 221018e r 1700 N» 2525Ibe 22511D1 1-174' 270 ke 540 •e WA t-lf4' 2801a 580 roe 84011w 1-V4' 354IN WA WA 1-11. 74o I6e 1120Im 1059 its 1-114• 77l la 74e Its WA M14' 729 f9e 8e0 N• 1320 •e r 946 ew 18921a WA 1wr- 511 roc 6621bb fort lbs 1.1f8" M Ib 695Ii• 1727 roe 1erMe 56p be Iew i e 1880 b 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 26 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE. •• ••• • • • • • •• 3) MULLK ' AND MUL NC61A S ARE IIOT lO SCALE. FOR EXACT DIMENSIONS. SEE SHEETS 21-23. HOLES TO DRILL IN E F L DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW SUGQES•T&ED, 0 LQCATIONS. •• ••• •• • • • •• 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 0.66. ALUMINUM SHALL BE 6083-T5 AND BE A MINIMUM OF .126" THICK. SiEEWWfyDS TO GRAD EE ��J1pJ1[[��.. THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST. ills" THICK AND A3e. A11L ANCHORS INT%t1r C LL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE M4ARIAL:1110 & #12 ARCHORSONTO WOODIMAY BEIISMI., 1" S.S. OR 410 S.S. • • • • •• • • •• • • • • •• •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • •• • •• •• • • • •• •• • • • • ••• • • ANCHOf S MENTFORMULA: (DP,„) X (ANCHOR CAP.,,o,,.,,t\ _ 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 LOWERTHAN 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. PRODUCT REVISED m cemPlyins with 01e Flory Buildin6Code ri gnu 2021 \ ( 13NN n..� t` A.71 W 14 E. FL P.E.# 58705 -j 1.000' r- -j 1.000' f- 4.000" 4.000' - .125' .125" -.12 .376' 1' X 4' X .125'-T 1• X 4" X .376" -�- MULLION MULLION 6053-T6 ALUM. 6063-T8 ALUM. XSECTION X-SECTION 1"X4'X.375' 'T'-MULLION 0063•TO ALUM. X-SECTION 1.25' X 3.26" X .100' 1.25' X 3.25" X e24" 1.25' X 3,04" X .624' MULLION MULLION MULLION BOOSTS ALUM. 600545 ALUM. 8005-T5 ALUM, XSECTION X-SECTION X.SECTION 2.881" 1.377'� •125 1.877' I / I .125" 125' 30' f;3.250'45- BAY MULLIO 30' BAY MULLION 6063-T8 ALUM. 6063-TB ALUM. X-SECTION X-SECTION .228"j-,981"--, `- . -4 .226'� l_-.981"-4 740" j'j.125' --'i I--.125" I I �a 126" • STANDARD CLIP 1' 2•�" 8083•Te ALUM. 2.125" 2.000' 2X5 ANGLE CLIP X•SECTICN U-CLIP 6063-TB ALUM. I 6003-TB ALUM. X•SECTION 126' N I .125" XS. ECTION Y m ✓`dN I� .'126'� $fi 5.50(' ' CUT MERE TO 3.125.375' .376' --'-� _ CREATE F-CLIP, SEE MIN DETAIL F, SHEET 4 r----'---� I r-------- I I I I I I I I I I I I I I I I I I I I I I I I 1 I '-- 1 I 1 I F I I I I 1 I I I I I I I I I I I { I 1 I I I STANDARD CLIP CENTER OF ANCHOR NOLE MUST LIE 6063-TO ALUM. WITHIN THE DASHED BOUNDARY. SEE TOPVIEW SHEETS 5-20 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER ANCHOR DIAMETER ♦ 1116". CENTER OF ANCHOR HOLE MUST LIE WITHIN THE DASHED BOUNDARY. SEE SHEETS 6-20 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER - 1110'. .375" CENTER OF ANCHOR HOLE MUST LIE WITHIN THE DASHED F BOUNDARY. SEE @ SHEETS 5.20 FOR THEANCHORO.0 DISTANCE, MAXIMUM ANCHOR HOLE I DIAMETER: ANCHOR DIAMETER r 11iW. U-CLIP 5063-TS ALUM. TOPWEW TABLE C 5.600' .375" .375" MIN. 1 1 I I I I I I 2,250" I I I I 1 I I H 1 •� ••• • i• I •• •• • • • • • "F%ET CLIP .125'-+• f • 600346 ALUM. TOPVIEW NOTES: • 0*0 •a• ••• .•. .•. 1) HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS GIVEN ONE HIS SHEET. • • • • • • • • • • • • • • 2) SEE SHEETS 5-20 FOR SUGGESTED, APPROXIMATE HOLE LOCATIONS. • • • • • • • ••• • • • • • 3) SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• 0•• • • • ••• • • Dimension V#Iw on)l For Mullion: 1) ' G 1. .125' Aluminum H Z660 1 3,000 ion F 3.187 1' X4' X G 0.757 .375 Aluminum H 2 30 I 3000 Tube 6'T' F Z250 1.25' X3,25' G 1 0.760 XAW I Aluminum IMF 1 1 3250 1 Tube Mullion TABLE D r------------------ -1 1 I I I I 1 { I I I I I I t I I I 1 I I I I I TABLE C, CONT Dimension Value (In) For Mullion: G 1.936 0.600 11.25'X3.25' X.824' Aluminum Tube Mullion H 1 1.438 3.250 F G 2.625 1.125 1.2W X3.94• X.624' Aluminum Tube Mullion H I 1.500 3,250 F 1 2.813 30' Bay Mull F 2.878 45' ea Mull MIN. 2X5 ANGLE CLIP 6063-TB ALUM. TOPVIEW Mull Dimension (Sheet#) POT Part Mullion OlhetClip U4311p An9loClip 1' X4' X.125' (10) 89364 0081122M 886241M W8518M 1' X4' X.375' (11) 60010 ONI123M OM42M 686510M P X4' %.376"T (11) 88853 NStd.Clip 801123M OW42M M8519M 1.25' X3.2W XAW (13) 20160 ONI124M 8882410M 8686115M 1.28' X3.25'.e2A' (11) -101 ON1125M 6S82411M 886511eM 1.26'%3.94• X.624' (16) 20162 6MI126M SM41M S66517M 30 Degma (19) 86848 WA NIA 00110M 46 Degree (20) 6050 WA INIA WA 6886111M -20d)UCT RFVISF13 :a complying Widr Ile FleridS Building Code Acoeplerlce No BfiPbmlipn 1Mte� Qpj ( 1y,Iyo�yJ706 FLO A. LKN jy�i 4Ft; Y.E. FL P.E. 58706 Mull Dlmenslon (sheet #) PGT Part Mullion Sid. Clip U-Clip Angle Clip 2" X4- X.25" (16) 66802 666261M 066271M OW5112M 2" X6' X.25"(17) 66604 666262M 668272M 6665113M STANDARD CLIP 6063-T6 ALUM. 00 X-SECTION NOTES: .125' 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. 1.490' 3) SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. 6 500" CUTHERETO 3.500' CREATE F-CLIP, ,375' 2.000" .375' MIN. SEEOETAILF, MIN. r SHEET4 r________ I ___'__ -_______-I I 4.00D' I I I -I- I - - I I I I - -r 3.438" .250" 2'X4'X.26"MULLION U 6003-TB ALUMX-SECTION �_ STANDARDCLIP CENTER OF ANCHOR HOLE MUST LIE 6W3-TB ALUM . WITHIN THE DASHED BOUNDARY. SEE TOPVIEW SHEETS 5-20 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER + 1/16". I--2.000'-----j 2'X6'X.2V MULLION 8063-Te ALUM. X-SECTION .375" MIN. CUT HERE TO CREATE F-CLIP, SEE DETAIL F. r -SHEET 4 MIN. U-CLIP 8063-TB ALUM. 2.125' X-SECTION .125" L� I - -i I I ♦r - + 3.436' I U-CLIP. 6003-T6 ALUM. 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, 1/16'. I I _ _ _ L4.888' ••• •II • �,,,,J •• CLIP • • • • • eM •• • • • • .376" T - 6.438" ••• •••II I II • • U-CLIP • • 6063-T6 ALUM. •• •• • USFFD FOR 2' X 8" MULLON. SHEET 17 TOPVIEW • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • L2X5GLE CLIP T6 ALUM2.000" ECTION 126' 375" MIN, T_____________________I I I I I I I I I I T 3.438" I I 1 I L I I .375" I L_ j ____________________ MIN. 2X6 ANGLE CLIP CENTER OF ANCHOR HOLE MUST LIE 6053-T6 ALUM, WITHIN THE DASHED BOUNDARY. SEE TOPVIEW SHEETS 5.20 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE VDIAMETER; ANCHOR DIAMETER + 1116". 11-.376" MIN. r----------------------I I I I I I I I I I I I I I I I I I I I I I I 5.438' I I --------------------- I I I I I I I I I I I I I 2X5 ANGLE CLIP 6063-T6 ALUM TOPVIEW m h a oY :+100UCT REVISED as cumplyin` with the FEwidr building Coda Ilo-C%l15.03 Aecepl•ue No F.xnirwlim Oete-ma IM 909 ) L ,,,Illlll,,c/ e\�..• cerlsE •.Fp i No,58705 it .375" MIN. P F/OR{O 1, �N: !i"ONN E`l A. LYN UIILLER, P.E. FL P.E.# 58705 EXAMPLE 1: SINGLE VERTICAL MULLION THE BUILDING SUBSTRATE IS KNOWN TO BE WOOD ON ALL FOUR SIDES. THE WINDOW FRAME DEPTH IS 2.114". THE OPENING REQUIRES A DESIGN PRESSURE OF +60.01-60.0 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 p, :T NO ANCHORS IN HEAD RECTANGULAR LOADING MUST BE USED. SCAN THE MULLION TABLES FOR A MULLION THAT IS AT LEAST HE WINDOW FRAME DEPTH OF 2-114' AND WILL MEET OR EXCEED THE REQUIRED -- DESIGN PRESSURE OF +80.014i0,0 PSF. IF THE TABLE GOES NOT SHOW THE EXACT SIZE, USE THE NEXT LARGER SIZE AVAILABLE. DESIGN PRESSURE IS +1.56.3 PSF AND WOULD 9EE FENESTRATIONS SEE OETAllS, FROM TABLE 3A, SHEET 7, THE V X 2.75" X .375' MULLION (LENGTH - 72•, OPENING WIDTH - 70") MEETS THE DEPTH REQUIRED, HOWEVER THE BE SUITABLE FOR THIS APPLICATION. u PRODUCT APPROVAL SHEETS 2.3 NOT FROM TABLE 4A, SHEET 8, THE 1" X 2.75' X .850' MULLION (LENGTH - 72", OPENING WIDTH - 70") HAS A DESIGN PRESSURE OF +1.72.7 PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE sY T OPENING AND MAY BE USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 636 LBS. C4 MULLION ENGTH - 2) USE TABLE 48 TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE WOOD SUBSTRATE. BOTH THE STANDARD CLIP NH (4) #12 ANCHORS AND THE 2X6 co A N ANGLE CLIPS WITH (4) 02 ANCHORS HAVE A CAPACITY OF 886 LBS. THOUGH EITHER ONE COULD BE USED, THE STANDARD CLIP IS EASIER TO INSTALL. Z DEYALS. 3) VERIFY THE DESIGN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM. THE LOWER DESIGN PRESSURE, OF MULLIONS OR FENESTRATON PRODUCTS, WILL 0 SHEETS APPLY TO THE OVERALL ASSEMBLY. FINAL DESIGN PRESSURE REQUIRES THAT THE BOTH THE MULLION AND THE FENESTRATION PRODUCT BE INSTALLED IN ACCORDANCE WITH THE 23 INSTALLATION SPECIFICATIONS INTO RESPECTIVE SUBSTRATES AND FENESTRATION PRODUCTS TO MULLION. a IN THIS EXAMPLE, THE DESIGN PRESSURE REQUIRED WAS +1-60.0 PSF. THE OVERALL MULLION SYSTEM WAS DETERMINED TO SE 72.7 PSF WITH AN ANCHOR CAPACITY OF 636 LBS. ALTERNATIVELY, W _ NOANCHORB INS-W-I-N—DO—W 90.L THE ANCHOR CAPACITY ADJUSTMENT FORMULA COULD HAVE BEEN USED TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR THE EXACT DESIGN PRESSURE OF 80 PSF: F sx----10 --I Muu WIDTH (80 PSF) X 524.9 LBS (MAYBE USED TO QUALIFY q 10 STEEL SCREWS FROM TABLE 4B) ) a � WV—IDTH 7116 2.7 PSF Z y EXAMPLE 2: MULTIPLE MULLIONS MULL WIDTH--1 SEE SEE DETAILS, 3I, FENESTRATION SHEE PRODUCTS MULLION < —SEE -SEE LENGTH 8 DETAILS, DETAIL E, OPENING SHEETS 2-33 SHEET3 HEIGHT FOR HORi2. MULLION 72' SEE DETAILS, SHEETS r 23 LL— 38, Hop"' HORGTH R 1IV+—MULL LENGTH MULL LEN OPENING WIDTH FOR VERTICAL MULL THE BUILDING SUBSTRATE IS KNOWN TO BE CMU ON THE JAMBS MOUSES A CONCRETE HEADER AND SILL. THE WINDOW FRAME DEPTH IS 2.3/8". THE OPENING REQUIRES A DESIGN PRESSURE OF +50.01-55,0 PSF. FOR THE VERTICAL MULLION: 1) INITIALLY ASSUMING THAT A 1" WIDE MULLION IS SUITABLE, THE MULLION LENGTH IS 32.+72'+1'•105-AND HE OPENING WIDTH IS 36'+36'+l' -7T. 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 2.3W AND WILL MEET OR EXCEED THE REQUIRED DESIGN PRESSURE OF +50.01.55.0 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, HOWEVERTHE DESIGN PRESSURE IS +/-15.1 PSF AND WOULD NOT BE SUITABLE FOR THIS APPLICATION. FROM TABLE 12A, SHEET 16. THE 2" X 4- X .250' MULLION (LENGTH • IOB", OPENING WIDTH • 80") HAS A DESIGN PRESSURE OF +1.84.7 PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APPLICATION, NOTE THE ANCHOR CAPACITY REQUIRED OF 971 LBS. BECAUSE IT IS NOW KNOWN THAT THE MULLION WILL ADD 2" TO THE WIDTH OF THE MULLED UNIT, THE ADJUSTED OPENING WIDTH IS 36'+38'+2'-74", NOT 73" AS PREVIOUSLY ASSUMED. VERIFY THAT THE DESIGN PRESSURE IS STILL APPLICABLE FOR THE ADJUSTED OPENING. ALTERNATIVELY, HE WINDOW WIDTHS MAY BE REDUCED TO MAINTAIN THE 73' DIMENSION (35-112'+35-112'+7-73'). 2) USE TABLE 12B TO FIND HE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CONCRETE SUBSTRATE, IN HIS EXAMPLE, ASSUME THE POURED CONCRETE HEADER AND SILL ARE 6' WIDE. IF THE MULLION CLIP WERE TO BE CENTERED WITHIN THE 9, CARE MUST BE TAKEN TO MAINTAIN THE FASTENERS EDGE DISTANCE. USING THE STANDARD CLIP WITH (6) 3116- ULTRACON ANCHORS AT AN EDGE DISTANCE OF 2.112" GIVES AN ANCHOR CAPACITY OF 1050 LBS WHICH IS GREATER, AND THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPACITY OF 071 LBS. 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. 1) THE MULLION LENGTH IS 36' AND THE OPENING HEIGHT IS 32"+72'+2' -1 OW. REFERENCING SHEET 25. HE COLUMN USING TRAPEZOIDALITRULNGULAR LOADING MAY BE USED. FROM TABLE 12A, SHEET %, THE 2" X 4- X .250' MULLION (a LENGTH - 42'. OPENING HEIGHT -120'1 HAS A DESIGN PRESSURE OF +I.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 12B TOtFIND Tq6IP�H�E ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CMU SUBSTRATE. IN THIS EXAMPLE, ASSUME THE CMU JAMBS ARE T (� 3E 6FU TRACONTHE I &NcFl A AtANID(l DI�*NCE eE TO BE CENTERED l FHIN ts GIVES 6N ANCHOR CE 8, CARE MUST APACITY TAKEN OF 640 /LOS WHICH IS GGNTAIN THE REATER, AND THEREFORE SUITABLE, FOR HE REQUIRED ER'S EDGE DISTANCE. USING THE 2X5 ANGLE CUPS NTH ANCHOR CAPACITY OF 521 LBS. • • • • • • • • 4) FOR THE U-CLIP IN THE HORIZONTAL AWLLIN =0`,yk�, L ALLION, USE THE SAME ANCHOR CAPACITY OF 521 LBS. TABLE 128 FOR THE U•CLIP SHOWS THE ANCHOR CAPACITY IS 1074 L99 WHE11U ING 3 ANGHORSII WHI`.J I GRJAJ&, AND THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPACITY REQUIREMENT OF 521 LBS. THE ANCHOR TYPE IS A Al2 STEEL SCREW. FROM HE ABOVE STEPS, OUR MULLION DESIGN PRESSURE IS: +1.64.7 PSF FROM THE VE T MULLION; +1-170.0 PSF FROM HE 3 H 8NTAL McLt1eN A M6HING T%%1; • • • +1.170.0 PSF FROM THE 3 HORDONTAL MU LION ATTADHING TO THE VERTICAL MULLION (INTERSECTION). THE LOWEST DESIGN R;iESSU IS +1664.7SF ANR FOULO APPLIP TO ALLOF THE MULLIONS. • •• . • VERIFY THE DESIGN VW6SUR6.OF THE FEw TRATJ()A PRODU,c,•js%sED•MTH THIS MULLION SYSTEM. THE LOWER DESIGN PRESSURE, OF MULLIONS OR FENESTRATION PRODUCTS, WILL APPLY TO THE OVERALL ASSEMBLY. FINAL DESIGN PREftURE 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. • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PRODUCT REVISED as conlplyin= wish sic Fleft I;c� Acep 16.021b.03 E> 0-dian DaielMTMd621 ze ' No.;iS705 �: C),[•• RAlf"Ir O A. AN MIlLEE2, P.E. FL P.E.# 58705 EXAMPLES OF RECTANGULAR LOADING: I li� atl� ��II LOADING OF VERTICAL MULLION LOADING OF VERTICAL MULLION SILL OF WINDOWS NOT ANCHORED WITH INTERSECTING HORIZONTAL MULLIONS I a a SGD EXAMPLES OF TRAPEZOIDAUTRIANGULAR LOADING: IN PW 00 HINGED DOOR LOADING OF HORIZONTAL MULLIOi 11, I/ -- LOADING OF VERTICAL MULLION I LOADING OF (2) HORIZONTAL MULLIONS LOADING OF HORIZONTAL MULLION I MULLION ;:;GDUCT REVISED PN HINGED DOOR PW PW I NOTES: complyin{ with the Florede 1) DRAWINGS ARE Building Code RERESENTATIONS OF TYPICAL AcoelNmue Nu p PW CONFIGURATIONS, iml' Dcu CONFIGURATIONS NOT SHOWN PW MAY BE EXTRAPOLATED FROM B Y Minn' tmduel THOSE SHOWN. • •j• 2) IF THE LOADING TYPE CANNOTL.YIJN • • •I • • PW BE DETERMINED, USE .�Q�; ,,....... C i i .�� .,, (f� • • •I • • • RECTANGULAR LOADING. PW • PW• • I•• I 3) SEE PRODUCTS' APPROVAL FOR is r N", .,U70r _ I ACTUAL ANCHOR LOCATIONS. LOADING OF VERTICAL MULLION LOADING OF VERTICAL MULLION I — , ',.�• �r� / PANEL OF HINGED DOOR IS NOT CAPTURED OR ANCHORED WITH INTERSECTING HORIZONTAL MMOONS • o • • ., !(Y_. ' TS� O • • • • � I • • • SGD 1 :�C )`;., ST -1l: JF �!!_ LOADING ONVERTICAI LOADING OF HORIZONTAL A.�LYNN)�IFFt� E. MULLION MULLION FL P.E.# 58705 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• 0 0 _. Desip Wind Speed`.,.... Ultimate Wind Velocity (mph) 175 Exposure C Internal Pressure Enclosed HeIzIst above artmad e - n 0.0 StsndwA Wall Hei bt- n 10.0 Mean Roof Hei ht - n 15.0 Buildift Width n 52.0 BuUdinj Length (ft 57.5 RoofSlope s:12 03 Roof Ante(degrees) 1.43 a Edge St-d n 5.20 End Zone(n) 10A0 Parapet Along Ro•f Perimeter (n) WINDLOADCALC.com Windloadcalcxom Your Window to Success ASCE 7-10 Wall Opening (Windows & Doors) Wind Load Program 2003 - 2016 Client Address 25 N.E. 103TH Street Com Mark A. Campbell, Architect Job Number 17 Prewer Mark A, CarnpbelL Architect HID shaDeFlat - No Hip H ft IA n 1.0 : n 1.0 Zr (n 1.0r, . • a • •wwe,w• •wwsa ; s s •woe. •w•w• wwaww• 0 a • •sao•c Pagel FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Builder Name: Street: 25 N.E 108°i Street Permit Office: City, State, Zip: Miami Shores, Florida 33138 Permit Number. Owner. Jurisdiction: 161400 Design Location: FL, Miami 1. New construction or existing New 9. Wall types (428.0 sgf .) Insulation Area 2. Single family or multiple family Single-family a Concrete Block - Int Insul, Exterior R=5.2 428.00 ft2 b. N/A R= ft2 3. Number of units, if multiple family t C. N/A R= ft2 d. N/A R= ft2 4. Number of berdrooms(bedrms in addition) 4(1) 10. Ceiling type (452.0 sqft.) Insulation Area a Under attic (vented) R=30.0 452.0 ft2 5. Is this a worst case? No b. N/A R= ft2 C. N/A R= ft2 6. Conditioned floor areas above grade (ft2) 452 11. Ducts I R ft2 Conditioned floor area below grade (ft2) 0 0 a. Sup: Attic, Ret: Attic, AH: AH2 6 210.4 7. Windows (119.0 sgft.) Description Area a.U-Factor Sgl, u=0.75 119.00ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a Central Unit 40.5 SEER:16.00 b.U-Factor N/a ft2 SHGC: c.U-Factor N/a ft2 13. Heating systems kBtu/hr Efficiency SHGC: a Electric Strip Heat 27.3 COPA.00 d.U-Factor N/a ft2 SHGC: Area weighted Average Overhang Depth: 2.000 ft. 14. Hot water system - Supplemental for Addition Area weighted Average SHGC: 0.250 a Gas Tankless • Cap, l.gallons 8. Floor types (452.0 sgft.) Insulation Area ' 0.9205 • • . EF: a. Slab -On -Grade Edge Insulation R=0.0 452.00 ft2 b. Conservation features • • • ; • • • ; , b. NIA R= ft2 None . • .... • • • • c. N/A R= ft2 15. Credits ' .•.•.. • • slat... Glass/Floor f Total Proposed Modified Loads: 15.8��++' ' • • ... • 0.263 - otal Baseline Loads: 40.5• V :::?.*AS*... 1 eby certify that lhpl y is calculation areen i F1 Review of the plans and specifications covered by this '' �btE S>��,� • • • "��, `�•c> ;�r0`, • Code. calculation indicates compliance • '.f,;.-'�r, with the Florida Energy Code.ti,,,,,..%;; ;_'k`;g�p, Before construction is completed DATE: 2 `f this buildin will be inspected for compliance with Section 553.908�t'i - I hereby certify that this building, as designed, is in compliance Florida Statutes. E : ,- .t � with the Florida Energy Code. Yc �, CO' OWNE GEId . krLtc A (;A-M(" Srt L, Wl -CiI'C7Uv( BUILDING OFFICIAL: DATE: / 7 I 1 DATE: - Compliance requires certification by the air handier unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402A.1.2. 9/27/2016 7:17 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: 25 ME 10e Street Bedroom: 4 Address Type: Street Address Building Type: user Conditioned Area: 452 Lot #: Owner: Total Stories: 1 Block/SubDivision: # of units: 1 Worst Case: No P1atBook: Builder Name: Rotate Angle: 0 Street: 25 ME 108th Street Permit Office: Cross Ventilation: County: Miami -Dade Jurisdiction: 161400 Whole House fan: City, State, Zip: Miami Shores, Family Type: Single -Family FL, 33138 New/Existing: Addition Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Miami FL MIAMI_INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 blockl 452 3842 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil11D Finished Cooled Heated I bed#4 452 3842 Yes 3 4 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area . Tiie Wood Carpel •' 1 Slab -On -Grade Edge Insulation Main 83 0 452 ft2 00. ROOF •••••• ' # Type Materials Roof Gable Roof Area Area color Solar SA Emitt • Trutt Absor. Tested Deck • Pi tch lisii), •?{ed • (Deg) 1 Hip Concrete tile- 452 OR2 Medium 0.96 No •• ATTIC' # Type Ventlation Vent Ration (I in) Area RBS IRCC _ I Full attic Vented 452 452 fit N N CEILING # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts - 1 Central unit none SEER: 13.5 40.5 kBtu/hr 16W crm 0.75 1 sys#1 9/27/2016 7:17 A3: EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 # Omt Adjacent to Wall type -- 1 N — 2 E ---- 3 S Exterior Exterior Exterior Concrete Block - Int insul Concrete Block - Int insui Concrete Block - Int instill # Omt Door Type Space 1 2 N S # Omt ID Frame Panes NFRC -- 1 N B Metal Single(Tinted) Yes -- 2 W B Metal Single(Tinted) Yes ----- 3 E B Metal Single(Tinted) Yes # Scope Method 1 Whdehouse ProposedACH(50) # System Type 1 Electric Strip Heat V # System Typ 1 Central Unit WALLS Space Cavity R-Value. Width Ft. In Height Sheathing F_t In Framing Solar Below Area R-Value Fraction Absor Grade%o Main 5 171 8.5 133 ft2 0 0.75 00/0 Main 5 26.6 8.5 .182 112 0 0.75 0% Main 5 22.0 8.5 113 ft2 0 0.75 0% DOORS Storms U-Value Width Height Area Ft in Ft In .46 '46 ft= WINDOWS n shown is the entered. Proposed orientation. U-Factor -- --- SHGC Area — Depth Separation Int shade Screening 0.75 0.25 17.0112 2 ft. 0 in 2 ft. 0 in DrapesBtinds Yes 0.75 0.25 67.0 ft2 2 ft. 0 in 2 ft. 0 in Drapes/Blinds Yes 0.75 0.25 35.0 ft2 21t. 0 in 2 ft. 0 in Drapes/Blinds Yes INFILTRATION . S!A CFM 50 ELA EgLA ACH • • • 9aL'!-i 50 ' :.... .000025 76.7 4.21 7.92 .0175 • ' ' ' 0000 HEATING SYSTEM ' • ..... .. .. . .. ..... , Subtype Efficiency Capacity • • • . Block Ducts• • • None COPA 36 kBtu/hr • • • 1 s COOLING SYSTEM .. • Subtype Efficiency Capacity Air Flow SHR Block Ducts None SEER: 14.5 36 kBtu/hr 1080 cfm 0.75 1 sys#1 9/27/2016 7:17 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R4n5-7n1d HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless Main 0.99 1 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ffz DUCTS / — Supply — — Return— Air CFM 25 CFM25 HVAC # v # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 255.6 f? Attic 63.9 ft2 Default Leakage Main (Default) c(Defauft) c 1 1 TEMPERATURES Programable Thermostat None Ceiling Fans: Cooling Jan H Jan Feb Feb Mar M Apr May May Jun Jul Aug Sep Oct Oct Nov Dec Venting X 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 (W D) AM PM 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM PM 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM PM 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 • w•.§1• 68 Heating AM PM 68 68 68 68 68 68 68 68 68 68 68 68 68 68 �g • ' : 68 • 8 . .• 68. 68 68 6& . • • ...... . ------ ...... ...... .. . ..... .. .. . .. ...... . . . . ...... 9/27/2016 7.17 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 84 The lower the EnergyPerformance Index, the more efficient the home. 25 ME 108 'STREET, MIAMI SHORES, FL 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of berdrooms(bedrms in addition) 5. Is this a worst case? 6. Conditioned floor areas above grade (ft2) Conditioned floor area below grade (11:2) 0 7. Windows (119.0 sgft.) Description a.U-Factor Sgl, u==0.75 SHGC: SHGC=0.25 b.U-Factor N/a SHGC: c.U-Factor N/a SHGC: d.U-Factor N/a SHGC: Area weighted Average Overhang Depth: Area weighted Average SHGC: New Single-family 9. Wall types (428.0 sgfL) Insulation Area a. Concrete Block - Int Insul, Exterior R--5.2 428.00 ft2 1 b. N/A R= ft2 c_ N/A R= ft2 4(l) d. N/A R= ft2 10. Ceiling type (452.0 sgfL) Insulation Area No a. Under attic (vented) R=30.0 452.0 ft2 b. N/A R- ft2 452 c. N/A R= ft2 0 11. Ducts R R2 a. Sup: Attic, Ret: Attic, AH: AH2 6 210.4 Area 119.00ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 40.5 SEER:16.00 ft2 13. Heating systems kBtu/hr Efficiency 112 a. Electric Strip Heat 27.3 COP:1.00 8. Floor types (452.0 sgft.) Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. N/A R= c. N/A R= 2.000 ft. 14. Hot water system - Supplemental for Addition 0.250 a. Gas Tankjess • Area • • • 452.00 ft2 b. Conservation features ft2 None •' • "' ft2 15. Credits • • • • I certify that this home has complied with the Florida Energy Efficiency Code for Building • • . •' • Construction through the above energy saving features which will be installed (or exceeded) :0 0 0 * 0 in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: A! r '2 � 1, I D a S1�e�.,�-�-- City/FLZip: M/j�^. I S &yyF.� • Cap:l.gallblif • "' • EF: 0.611& • : • :' . ' • Pstat *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.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/27/2016 7:19 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Unit/ area served: New AHU # 1 ITEM N. Glass NE. Glass E. Glass SE. Glass S. Glass SW. Glass W. Glass NW. Glass Hor. Glass Glass Areas = Residential Cooling and Heating Load Calculations Based on ASHRAE Cooling & Heating Load Calculation Manual, Second Edition. SOLAR SHADE T.AREA BTU/HR 37 x x 17 = 518 66 x x 0 = 0 91 x x 35 = 3185 82 x x 0 = 0 37 x x 0 = 0 82 x x 0 = 0 91 x x 67 = 6097 66 x x 0 = 0 x x = 0 119 Subtotal = 9800 Job NAME: Date: Calculated by: Checked by. ITEM N.wall NE. wall E. wall SE. wall S wall SW wall W wall NW wall Knee wall T. Wall Area Summer design 91.0 ° F Summer Coincident W.B.: 77.0 OF Summer Daily range.: 11.0 OF Data Source 2001 ASHRAE Hand Book Motiani Residence 25 ME 108`h Street Miami Shores, Florida 33138 09/12/17 E.0 M.A.0 T U T.AREA BTU/HR 14 x 02 x 133 = 372.4 20 x 02 x 0 0.0 24 x 0.2 x JO = 873.6 22 x 02 x 0 = 0.0 17 x 02 x 0 = 0.0 22 x 0.2 x 0 = 0.0 24 x 02 x 113 542.4 22 x 0.2 x 0 = 0.0 0.0 428 Subtotal = 1788.4 ITEM T U T.AREA BTU/HR ITEM BTU/Unit TOTAL BTH/HR Partion 13 x 0.9 x 0 = 0.0 People 230 x 3 = 690 Roof 48 x 0.03 x 452 = 650.88 Kitchen 1200 x 1. = 1200 Floor 13 x 0.09 x 452 = 528.94 Infil./Vent = 1.1xQxDT= 67.32 x 16.5 = 1110.8 Ceiling 0 x 0.00 x = 0.0 Miscellaneous OA Subtotal = 1179.72 Subtotal* • = 3001 TOTAL SENS. =15769 Btu/Hr • • • • • • GRAND TOTAL = 40500 Btu/Hr (TOTAL SENSIBLEMAX + LATENT) MAALLOWED PER UNIT 1.15%= "' *0' 46575 B&dHr • • • TONS = 3.5 •••••• ' : HEAT LOSS USE = 4.0 Tons 00000 • • • ' ' ITEM T.AREA T U BTU/HR Cfm = 1600 �. • • • : • • • • • • • Walls 428 x 27 x 02 = 23112 Sq.FtIT = 452 * • 0 0.0 v . • • :.. Roofs x 27 x 0.03 = 366.12 CFWsq.ft = 1.10 • • • • • Floor ,'452 452 x 27 x 0.09 = 1098.36 • Glass 119 x 27 x 1.1• = 3534.3"�' • • venwatim=i.ixDTxQ= 1.1 x 27 x 67.32 = 1999.4 • • *fo• ' ' • Partition 0 27 x 0.09 = 0.0 • • ' • • • ' w TOTAL 930938 Btu/hr • . i • . • • KW 5.4 Kw • Q=ARCHxVOLJ60= 0.68 x 3842 / 60 = 43.54 Area A/C 54 2 SgJL Volume A/C 452 x 8.5 = 3842 Cu. Ft. U.S. DEPARTMENT OF HOMELAND SECURITY OMB No. 1660-0008 Federal Emergency Management Agency Expiration Date: November 30, 2018 National Flood Insurance Program ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance aaent/comnanv and «) hiuldmn nwnor SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name MW Policy Number: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number: 25 NE 108 ST City State ZIP Code MIAMI SHORES Florida 33161 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 11, BLOCK 215, DUNNINGS MIAMI SHORES EXTENSION NO. 7, PB 52, PG 33 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat.25°52'27.91"N Long. 80*1 1'50.24"W Horizontal Datum: ❑ NAD 1927 ❑x NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) 0.00 sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade 1g• • • • c) Total net area of flood openings in A8.b 1782.00 sq in '..' : . • .....• ..• d) Engineered flood openings? El Yes Yes 9 No . •; • . A9. For a building with an attached garage: • • . •.. . .. ... • a) Square footage of attached garage 200.00 sq ft ...... .. . ..• .. .. . .. •.. b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade:9 • • c) Total net area of flood openings in A9.b 0.00 sq in d) Engineered flood openings? ❑ Yes ❑x No " • • • SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State MIAMI SHORES 120652 MIAMI-DADE Florida B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) Date Effective/ Zone(s) (Zone AO, use Base Flood Depth) Revised Date 12086CO302 L 09-11-2009 09-11-2009 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 139: ❑ FIS Profile ❑x FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 139: ❑x NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑X No Designation Date: ❑ CBRS ❑ OPA FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 1 of 6 it OMB No. 1660-0008 ELEVATION CERTIFICATE Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 25 NE 108 ST City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33161 SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ❑x Finished Construct n- - *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: N-566 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. 0 NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 11.60 Q feet ❑ meters b) Top of the next higher floor 13.20 ❑x feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A ❑x feet ❑ meters d) Attached garage (top of slab) 12.13 0 feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) 11.91 ❑ feet ❑ meters f) Lowest Adjacent (finished) grade next to building (LAG) 10.99 ❑x feet ❑ meters Hi hest*@ad acen4 finished rade next to building HAG 11.20 x feet meters • h) Lwvrestedjacent grade at lowest elevation of deck or stairs, including structural suppbit•"' 10.99 ❑x feet ❑ meters • • • • **SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION this certification is to be bi5ned and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. • t Certify th9t P•nform;tierl en this Certificate represents my best efforts to interpret the data available. 1 understand that any false Ze • sl9temenimay punishobte.by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and IongrtC8 WtSection A provided by a licensed land surveyor? 21Yes ❑ No ❑ Check here if attachments. Oertifiers ama License Number • •OEORGE IBA44RA �.. • 2534 G ...' .I 'Q Title PROFESSIONAL LAND SURVEYOR 'G11�RTIFic *C9 ;' NO. Company Name NOVA SURVEYORS Lu T * a OF � Address 1355 NW 97 AVE #200 lot- �� RIDP' <q N p .. l .. ` * { City State ZIP Code MIAMI Florida 33172 Signature Date Telephone Ext. 08-31-2017 (305)264-2660 Copy all pagers btfis-Eleiffition C i to and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) SECTION C 2 (E) LOWEST ELEVATION OF MACHINERY IS A/C PAD. LAT & LONG PROVIDED BY GOOGLE EARTH. CROWN OF ROAD ELEVATION= 10.94 FT FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 2 of 6 ! ELEVATION CERTIFICATE OMB No. 1660-0008 Fvniratinn r-te• Aln....... L.... on nn4 o IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 25 NE 108 ST City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33161 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1-2 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is []feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFM- TICDV The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (tnffobf a FEIJA-issued or • • community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to•thetest of my kn8wledge. ;.. Property Owner or Owner's Authorized Representative's Name • • • • • • • • SHARAD MOTIANI & PUJA MOTIANI • • • • • • • • Address City State NP Vbde 25 NE 108 ST MIAMI SHORES Florida ;";'; 33191 Signature "• Date Telephone ; •" Comments .: ❑ Check here if attachments. rmvim Form uub-u- 3 (iiib) Replaces all previous editions. Form Page 3 of Building Photographs 17-0000951-1 See Instructions for Item A6. For Insurance Company use: Building Street Address (including Apt., Unit, Suite and/or Bldg. No.) or P.O. Route and Box No. Policy Number 25 NE 108 ST City State ZIP Code Company NAIC Number MIAMI SHORES FL 33161 AL E ,I1 v xa •.••• Front View Date of Photograph A8b31 /2017 • • • • • • • • ...... .. . .... j NL F' r -1' Rear View Date of Photograph: 08/31/2017 • Building Photographs 17-0000951-1 Continuation Page For Insurance Company Use: Building Street Address (including Apt., Unit, Suite and/or Bldg. No.) or P.O. Route and Box No. Policy Number 25 NE 108 ST City State ZIP Code Company NAIC Number MIAMI SHORES _ 33161 r • r' • Jill I! Left Side View Date of Photograp#i!P@W31/20170 • • • •; • .. 000, Right Side View Date of Photograph: 08/31/2017 1355 NW 97 AV SUITE 200 SURVEY No. 17-0000951-1 MIAMI, FLORIDA 33172 TELEPHONE: (305) 264-2660 u n § rr r U P u ja r' n r FAX. (305) 264-0229 LAND SURVEYORS SHEET No. 2 OF 2 DRAWN BY. AL. BOUNDARY SURVEY SCALE = 1" = 20' 4 At LOT-7 LOT-6 LOT-5 BLOCK - 215 BLOCK - 215 BLOCK - 215 15'ALLEY (N.A.P.) o v " o L V 10'ASPHALT c Z o vi o W PVM ui.. 75.00' 4' C.L.F. F.I.P 3/4" F.I.P 3/4':>--" NO CAP NO CAP I 0.50'CL. p 11.27 � rn 1.54 11.55 LL 49.78' •0 ••••••BLOCK 11.58,E IVY•S. LOT- 12 • • • •••.••- • . •^ N *� N iv BLOCK-215 o • • • • • • • . • • op 11.91 11.44 10.95 A/C 25.50' �— 3.20'CL. • d. _ • }El 16.65' 10.60' WOOD ONE STORY POLE RES. # 25 F.F.E.=13.20' LOT - 11 GARAGE EL.=12.13' 9.90' 6.35' BLOCK - 215 0 M h o 0.40'CL. _ 17.40' 15.40' riLn 6.2' C.P. N PL. `a 15.40' 10.51 ' CONC STEPS 10.89 O -Y x� v o 06 11.48 Q o O .- N x / U N N = o ZLO CD rn O 1 U 149.73' 10.8 3.5' 10.88 2 i .0' 10.92 B.C. F.I.P 3/4"% '75.00' % 5' CONC. SWK x F.LP 3/4'. F.I.P 3/4" NO CAP NO CAP NO CAP �Y, o N t M 23' PWY k„ h 77 TT ' efi�sd� x '9�� � , „} �.1��'t �_ aw._. 'rv. "�U.m .. 3'!S's� �,�;FP.Mwx. '�.�iu$, � a _ � r _ ._ ...1 J+ M.�::i ��t' �-• SURVEYOR'S NOTE: - There may be Easements recorded in the Public Records not shown on this Survey. 1355 NW 97TH AVE, SUITE 200MIAM(FInc. TELEPHONE: 33172 X'ova Surveyors, Inc. TELEPHONE: (305) 264-2660 FAX: (305) 264-0229 DRAWN BY: A.A. LAND SURVEYORS SURVEY NO 17-0000951-1 SHEET NO 1 OF 2 SURVEY OF LOT 11, BLOCK 215, OF DUNNINGS MIAMI SHORES EXTENSION NO. 7, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 52, PAGE 33, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. PROPERTY ADDRESS: 25 NE 108 ST, MIAMI SHORES, FL 33161 FOR: LOCATION SKETCH Scale 1" = NT.S. 4 0 ¢D I� 74.49 s z >� 9 A /� n ►M 11 I N 7-f 73 7.5 � � I .9-, 7,5-7a,73 N IV N � -- P.R!`1, .a i N N j 01 nt Aj N ( f Q i \ Q 9S' 7S' b SUBJECT _TM PROPERTY S T R E E= T' __�? !o 7 - Y rev M • 00 i' p „ N N M � o N AI N ABBREVIATION AND MEANING A - ARC FNIP. = FEDERAL NATIONAL INSURANCE A/C - AIR CONDITIONER PAD PROGRAM A.E. = ANCHOR EASEMENT IN.&EG. = INGRESS AND EGRESS A/R = ALUMINIUM ROOF EASEMENT A/S = ALUMINIUM SHED L.F.E. = LOWEST FLOOR ELEVATION ASPH. = ASPHALT L.M.E. = LAKE MAINTENANCE EASEMENT B.C. -BLOCK CORNER L.P. = LIGHT POLE B.C.R. = BROWARD COUNTY RECORDS W = MEASURED DISTANCE B.M = BENCH MARK M/H = MANHOLE B.O.B. = BASIS OF BEARINGS N.A.P = NOT A PART OF C = CALCULATED NGVD = NATIONAL GEODETIC VERTICAL C.B. = CATCH BASIN DATUM C.B.W. = CONCRETE BLOCK WALL N.T.S. = NOT TO SCALE CH = CHORD O.H.L. = OVERHEAD UTILITY LINES CH.B. = CHORD BEARING O.R.B. = OFFICIAL RECORD BOOK CL = CLEAR CIS = OFFSET C.L.F. = CHAIN LINK FENCE OVH. = OVERHANG C.M.E. = CANAL MAINTENANCE P.B. = PLAT BOOK EASEMENTS P.C. = POINT OF CURVE CONC. = CONCRETE P.0 C. = POINT OF COMPOUND CURVE C.P. = CONCRETE PORCH PL. = PLANTER C.S. = CONCRETE SLAB P.L.S. = PROFESSIONAL LAND D.E. = DRAINAGE EASEMENT SURVEYOR D.M.E. = DRAINAGE MAINTENANCE P.O.B.. = POINT OF BEGINNING EASEMENTS P O.C.. = POINT OF COMMENCEMENT DRIVE = DRIVEWAY P.P. = POWER POLE ENCR. = ENCROACHMENT P.P.S.. = POOL PUMP SLAB E.T.P. = ELECTRIC TRANSFORMER PAD P.R.C. = POINT OF REVERSE CURVE F.F.E. = FINISHED FLOOR ELEVATION PRM = PERMANENT REFERENCE F.H. = FIRE HYDRANT MONUMENT F.I.P. = FOUND IRON PIPE PT. = POINT OF TANGENCY F.I.R. = FOUND IRON ROD PVMT. = PAVEMENT F.N. = FOUND NAIL PWY = PARKWAY F.N.D. = FOUND NAIL & DISK R. = RECORD DISTANCE 30' '—;', .�... i p: ��� 2 •. Q ' N ? r..:• 2 • LEGEN[11YQICAL ' • •' • • • • •••••• •• • ••••• RAID. = RADIUS OF RADIAL - 0-- OV:�I�p UTILITY L:JEt • • • • • • RGE. = RANGE • •' • R.P. = RADIUS POINT zzzz C.D.'. t WAOL ICBW) • • R.O.E. =ROOF OVERHANG EASEMENT .X—*C.*F. = CHAIN LINK PEN�F • • • •• • • RAN = RIGHT-OF-WAY • • • • SEC. =SECTION ----0- IF =yROy FENCE • • • • • • S.I.P. = SET IRON PIPE L.B. #6044 • • • • -sr-rr W.P� = WOOD FENCE• • • • • SWK. = SIDEWALK • • T = TANGENT . 0.00 = EXISTING ELEVATIONS TWP = TOWNSHIP U.E. = UTILITY EASEMENT U.P. = UTILITY POLE W.M. = WATER METER W.R. = WOOD ROOF W.S. = WOOD SHED = ANGLE L = CENTRAL ANGLE = CENTER LINE = MONUMENT LINE LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY ("SURVEY"), THERE MAY BE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY. THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING, AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES. EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY. THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD, AND LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. BOUNDARY SURVEY MEANS A DRAWING AND / OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND / OR NOT TO SCALE. EASEMENTS AS SHOWN ARE PER PLAT BOOK, UNLESS OTHERWISE SHOWN. - THE TERM "ENCROACHMENT" MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. - ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS AND SETBACKS, AND THEY WILL BE RESPONSIBLE FOR SUBMITTING PLOT PLANS WITH THE CORRECT INFORMATION FOR THEIR APPROVAL FOR AUTHORIZATION TO AUTHORITIES IN NEW CONSTRUCTIONS, UNLESS OTHERWISE NOTED. THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND/OR FOUNDATIONS. FENCE OWNERSHIP NOT DETERMINED. THIS PLAN OF SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED. - HEREON. THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. 1 HE SURVEYOR MAKES NO GUARANTEES AS TO THE ACCURACY OF THE INFORMATION BELOW. THE LOCAL F.E.M.A. AGENT SHOULD BE CONTACTED FOR VERIFICATION. THE FNIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE SITUATED IN ZONE: X COMMUNITY/PANEUSUFFIX: 120652 0302 L DATE OF FIRM: 09/11/2009 BASE FLOOD ELEVATION: N/A. CERTIFIED TO: SHARAD MOTIANI &. PUJA MOTIANI SURVEYOR'S NOTES 1) IF SHOWN, BEARINGS ARE REFERRED TO AN ASSUMED MERIDIAN, BY SAID PLAT IN THE DESCRIPTION OF THE PROPERTY. IF NOT, THEN BEARINGS ARE REFERRED TO COUNTY, TOWNSHIP MAPS. 2) THIS IS A SPECIFIC PURPOSE SURVEY 3) THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. 4) IF SHOWN, ELEVATIONS ARE REFERRED TO MIAMI-DADE COUNTY. ALL ELEVATIONS SHOWN ARE REFERRED TO NATIONAL GEOGRAPHIC VERTICAL DATUM OF 1929 MIAMI DADE COUNTY BENCH MARK NO. N-566 LOCATOR NO. 3100 NW ELEVATION 10.78 FEET OF N.G.V.D. OF 1929 SURVEYOR'S CERTIFICATION I HEREBY CERTIFY: THAT THIS "BOUNDARY SURVEY" OF THE PROPERTY DESCRIBED HEREON, AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION, COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027, FLORIDA STATUTES. BY: 0 8 .1-1 GEORGE IBARRA (DATE OF FIELD WORK) PROFESSIONAL LAND SURVEYOR NO. 2534 STATE OF FLORIDA (VALID COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING LAND SURVEYOR). REVISED ON: REVISED ON: /D AGE /gq C24i. �pT IF ' n NO. 2534 a. 0 * w m N STATE OF F t �� D SUFi�b SURVEYOR'S SEAL Certificate of Completion Miami Shores Village 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department Description: THE ADDITION OF A 452 SF MASTER BEDROOM AND BATHROOM. Permit Type Owner Subdivision/Project Construction Type V-B Square Footage Location 25 NE 108 ST Miami Shores, FL 33161 Building (Residential) 452.00 Bldg. Permit No. RC-8-17-2215 Contractor IAMI SKYLINE CONSTRUCTION SERVICE COP Date Issued 06/05/2019 Occupancy Single Family Type Flood Zone X If the building is located in a special flood hazard area documentation of the as -built lowest floor elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores Village. This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. 4p�� elf Building Officials Approval Not Transferable POST IN A CONSPICUOUS PLACE Ismael Naranjo, CBO NSPECTION RECORD Miami Shores Village 10050N.E 2r.dAve-ve Miami Shores, FL 33138-0000 Phone. (305)795-220a Fax: (305)756-8972 Permit NO.RC-8-17-2215 Pennit Type- Residential Construction Work Classification Addition/Alteration Issue Date: 1/12/2018 I Expires: 07/1 V2018 INSPECTION REQUESTS: (305)762-4949 or Log on at https:/lbldg.miamishoresvillage.convcap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1121360110430 Owner's Flame Owner's Phone: (305)323-1964 Job Address: 25 NE 10L Street _. Total Square Feet: 452 tbarrli Shores, FL 33161- r " Total Job Valuation: $ 52,000.00 Bond Number: 3607 .,1q YVORK IS ALLOWED: i-MONDAY THROUGH FRIDAY, 8:OOAM - 7:OOPM. Contractors? Pho a tray % ' SATURDAY 8:OOAM - 6:OOPM. M,AMI SKYLINE CONSTRUCTION S ( 6- e T +' NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. jh ftif y fBUILDING AND ROOFING INSPECTIONS ARE DONE ;II ,d1NONDAY THROUGH FRIDAY. IJAi� / /0yei r_✓.+r�iCl rd-r ��-6 %- �l J f T0 ejj 6 NO INSPECTION WILL BE MADE UP •_ESS THE PERNi11T CARD IS D'Sr LA'IED AND HAS BEEN APPROVED PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION WARNING TO OWNER: YOUR FAILURE TO RECORD A. `NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO Ora i AIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. INSPECTION RECORD STRUCTURAL INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) 3 7 Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing Insulation Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance YX to IN DOCUMENTS Soil Bearing Cert Soil Treatment Cert [ Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS WINDOWSf • INSPECTION DATE INSP Attachment INSPECTION WORKSPUBLIC DATE INSP Excavation ELECTRICAL INSPECTION it DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground 'S 1 Footer Ground Slab Wall Rough Ceiling Roug Rough��r l Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With l3 1 ELECTRICAL C MMENTS INSPECTION DATE INSP Final Sprinkler Final Alarm PLUMBING INSPECTION DATE INSP Rough ro I Yw Water Service 2°d Rough Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final ! 1 PLUMBING COMMENTS MECHANICAL INSPECTION DATE INSP Underground Pip t Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum Z MECHANICAL C M NTS 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 Miami, FL 33165-0213 Tel. (305)552-0141 / 1-800 782-9284 FAX (305) 227-1797 Web Page: www.alflexexterminators.com / Email: alflex@bellsouth.net CONFIRMATION OF COMPLETION OF NATIVE SUBTERRANEAN TERMITE PRETREATMENT AND CERTIFICATE OF COMPLIANCE Purchaser: Address of Treated Premises MIAMI SKYLINE CONSTRUCTION SERVICE CC RESIDENTIAL Address 12864 BISCYNE BLVD #176/NORTH MIAMI, FL Lot- 0 Block- 0 Phone (305) 899-9696 25 NE 108 ST/ MIAMI SHORES, FL Number of Structure(s) to be treated : ONE Product Used Square Footage: 300 Gallons Used: 30 DOMINION 2L Linear Footage : 68 Gallons Used: 27 IMIDACLOPRID (0.05 ) Permit #: Date Initial Treatment: 2/21/2018 3:00 PM Date of Completion : 5/29/2019 8:00 AM Technician: CARLOS AI -Flex Exterminators hereby confirms that the structures described above have received a complete treatment for the prevention of NATIVE SUBTERRANEAN TERMITE infestation. Treatment has been made in accordance with the rules and laws as establishedby the Florida Department of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. AI-Flex's limited warranty is presently in full force and effect. (WARRANTY EXCLUDES FORMOSAN & ASIAN TERMITES) M •9N .•Q,Q0 CVO _3_ �p,L'0 S AI -Flex Exterminators, Inc. by President po?at�s@e1� Dated: 5/28/2019 This is not valid without a Company Seal 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 Miami, FL 33165-0213 Tel. (305)552-0141 / 1-800 782-9284 FAX (305) 227-1797 Web Page: www.alflexexterminators.com / Email: alflex@bellsouth.net CONFIRMATION OF COMPLETION OF NATIVE SUBTERRANEAN TERMITE PRETREATMENT AND CERTIFICATE OF COMPLIANCE Purchaser: Address of Treated Premises MIAMI SKYLINE CONSTRUCTION SERVICE CC RESIDENTIAL Address 12864 BISCYNE BLVD #176/NORTH MIAMI, FL Lot- 0 Block- 0 Phone (305) 899-9696 25 NE 108 ST/ MIAMI SHORES, FL Number of Structure(s) to be treated: ONE Product Used Square Footage : 300 Gallons Used: 30 DOMINION 2L Linear Footage: 68 Gallons Used: 27 IMIDACLOPRID (0.05 ) Permit #: Date Initial Treatment : 2/21/2018 3:00 PM Date of Completion : 5/29/2019 8:00 AM Technician: CARLOS AI -Flex Exterminators hereby confirms that the structures described above have received a complete treatment for the prevention of NATIVE SUBTERRANEAN TERMITE infestation. Treatment has been made in accordance with the rules and laws as establishedby the Florida Department of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. AI-Flex's limited warranty is presently in full force and effect. (WARRANTY EXCLUDES FORMOSAN & ASIAN TERMITES)J to ��INATO Lu .A LL. AI -Flex Exterminators, Inc. by President Dated: 5/28/2019 This is not valid without a Company Seal 13 ARCHITECT 373 N.E. 92NE SUM Q AIAMI SHORES. RA. 33135 754-231 S p F 75S-M666 FL. Ur— * AR 0011074 Date: May 29, 2019 Miami Shores Village -Building Department 10050 N.E. 2°d Avenue Miami Shores, Florida 33138 Re: Permit # RC-8-17-2215 esidence 25 N.E. 108th Street Miami Shores, -Florida 33161 Folio # 11-2136-011-0430 Attn: Building Department, I, Mark A. Campbell, having performed and approved the required inspections for the reinforced Unit -Masonry; mortar, horizontal reinforcement, filled cells, columns, lintels, Reinforcing steel and concrete pour etc. as per FBC 2122.4. This letter will hereby attest that I have approved the installation. Should -you have any- questions or need -any additional information please do not hesitate � to con',fc/ 7 a �--- -- _C7__ZP---- G7------------ Mark . Campbell, Architect State of Florida: #0011074 25 Motiani Res Unit Masonry letter 5-29-19 1355 NW 97TH AVE, SUITE 200 TELEPMIAMI,HONE: FL 33172 Nova Surveyors, Inc. SURVEY NO _ , 7-0000951 _2' TELEPHONE: (305) 264.2660 FAX: (305) 264-0229 ' DRAWN BY: LAND SURVEYORS SHEET NO OF — SURVEY - 2 SURVEY OF LOT 11, BLOCK 215, OF DUNNINGS MIAMI SHORES EXTENSION NO. 7, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 52, PAGE 33, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. PROPERTY ADDRESS: 25 NE 108 ST, MIAMI SHORES, FL 33161 FOR: LOCATION SKETCH Scale 1" = NT.S. 7s' 74.4s 74-G5 q$ ,,• , — - n ` 40 ¢D !� q% tq i• r 7 j• I / fly 30 30i N Q' O I (�, ,(U Ri h N N ; nj 2 1 8 I� I 4` s :` 4 N 3 RA Z ti N a b 7 74. 9 � 7 A 69 7S 7 W a Ali A 7S' 74.7'3 7 .73 7� •, •, >5 75' _ o0 b SUBJECT x — - M �PROPERTY I i• �• �� 8 S T Q E E 7' m V 4 S!♦ fo �y �s 74,7.3 F74 d 31"'101 o ex to a ABBREVIATION AND MEANING LEGEND TYPICAL A = ARC FNIP. = FEDERAL NATIONAL INSURANCE RAD. = RADIUS OF RADIAL A/C = AIR CONDITIONER PAD PROGRAM RGE. = RANGE A.E. = ANCHOR EASEMENT IN.&EG. = INGRESS AND EGRESS R.P. = RADIUS POINT AIR = ALUMINIUM ROOF EASEMENT R.O.E. = ROOF OVERHANG A/S = ALUMINIUM SHED L.F.E. = LOWEST FLOOR ELEVATION EASEMENT ASPH. = ASPHALT L.M.E. = LAKE MAINTENANCE EASEMENT R/W = RIGHT-OF-WAY B.C. = BLOCK CORNER L.P. = LIGHT POLE SEC. = SECTION B.C.R. = BROWARD COUNTY RECORDS M. = MEASURED DISTANCE S.I.P. = SET IRON PIPE L.B. #6044 B.M. = BENCH MARK M/H = MANHOLE SWK = SIDEWALK B.O.B. = BASIS OF BEARINGS NAP. = NOT A PART OF T = TANGENT C = CALCULATED NGVD = NATIONAL GEODETIC VERTICAL TWP = TOWNSHIP C.B. = CATCH BASIN DATUM U.E. = UTILITY EASEMENT C.B.W. = CONCRETE BLOCK WALL N.T.S. = NOT TO SCALE U.P. = UTILITY POLE CH = CHORD O.H.L. = OVERHEAD UTILITY LINES W.M. = WATER METER CH.B. = CHORD BEARING O.R.B. = OFFICIAL RECORD BOOK W.R. = WOOD ROOF CL = CLEAR O/S = OFFSET W.S. = WOOD SHED C.L.F. = CHAIN LINK FENCE OVH. = OVERHANG cx =ANGLE C.M.E. = CANAL MAINTENANCE P.B. = PLAT BOOK EASEMENTS P.C. = POINT OF CURVE A = CENTRAL ANGLE CONC. = CONCRETE P.C.C. = POINT OF COMPOUND CURVE g =CENTER LINE C.P. = CONCRETE PORCH PL. = PLANTER C.S. = CONCRETE SLAB P.L.S. = PROFESSIONAL LAND ¢3 = MONUMENT LINE D.E. = DRAINAGE EASEMENT SURVEYOR D.M.E. = DRAINAGE MAINTENANCE P.O.B.. = POINT OF BEGINNING EASEMENTS P.O.C.. = POINT OF COMMENCEMENT DRIVE = DRIVEWAY P.P. = POWER POLE ENCR. = ENCROACHMENT P.P.S.. = POOL PUMP SLAB E.T.P. = ELECTRIC TRANSFORMER PAD P.R.C. = POINT OF REVERSE CURVE F.F.E. = FINISHED FLOOR ELEVATION PRM = PERMANENT REFERENCE F.H. = FIRE HYDRANT MONUMENT F.I.P. = FOUND IRON PIPE PT. = POINT OF TANGENCY F.I.R. = FOUND IRON ROD PVMT. = PAVEMENT F.N. = FOUND NAIL PWY = PARKWAY F.N.D. = FOUND NAIL & DISK R. = RECORD DISTANCE LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY ('SURVEY"): - THERE MAY BE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY. EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY. THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD, AND LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. BOUNDARY SURVEY MEANS A DRAWING AND / OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND / OR NOT TO SCALE. EASEMENTS AS SHOWN ARE PER PLAT BOOK UNLESS OTHERWISE SHOWN. THE TERM "ENCROACHMENT' MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS AND SETBACKS, AND THEY WILL BE RESPONSIBLE FOR SUBMITTING PLOT PLANS WITH THE CORRECT INFORMATION FOR THEIR APPROVAL FOR AUTHORIZATION TO AUTHORITIES IN NEW CONSTRUCTIONS, UNLESS OTHERWISE NOTED. THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND/OR FOUNDATIONS. FENCE OWNERSHIP NOT DETERMINED. THIS PLAN OF SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED. HEREON, THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. THE SURVEYOR MAKES NO GLIAj2ANTEE AS TWTHF•A$CUcR$C.Y (,,F•THE INFORMATION BELOW. THE LOCAL F.E.M.A. AGENT SHOULD BE CONTACT C F,0Rs/E IFI� 4PN•T Flill FLOOD4,AAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE SITUATED IN ZONE: A • OOMMUdITi/RANEWSUFFIX: 120652 0302 L DATE OF FIRM: 09/11/2009 BASE FLOOD ELEVATION: N/A • • • • • • • • • • • —OH— OVERHEAD UTILITY LINES Z= C.B.S. = WALL (CBW) ->F—x C.L.F. = CHAIN LINK FENCE �0 I.F. = IRON FENCE sr sr W.F. = WOOD FENCE • 0.00 = EXISTING ELEVATIONS SURVEYOR'S NOTES 1) IF SHOWN, BEARINGS ARE REFERRED TO AN ASSUMED MERIDIAN, BY SAID PLAT IN THE DESCRIPTION OF THE PROPERTY. IF NOT, THEN BEARINGS ARE REFERRED TO COUNTY, TOWNSHIP MAPS. 2) THIS IS A SPECIFIC PURPOSE SURVEY. 3) THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. 4) IF SHOWN, ELEVATIONS ARE REFERRED TO MIAMI-DADE COUNTY. ALL ELEVATIONS SHOWN ARE REFERRED TO NATIONAL GEOGRAPHIC VERTICAL DATUM OF 1929 MIAMI DADE COUNTY BENCH MARK NO. N-566 LOCATOR NO. 3100 NW ELEVATION 10.78 FEET OF N.G.V.D. OF 1929 SURVEYOR'S CERTIFICATION 1 HEREBY CERTIFY: THAT THIS "BOUNDARY SURVEY" OF THE PROPERTY DESCRIBED HEREON, AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION, COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027, FLORIDA STATUTES. BY: Iw GEORGE IBARRA (DAT IEL W RK) PROFESSIONAL LAND SURVEYOR NO. 2534 STATE OF FLORIDA (VALID COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING LAND SURVEYOR). REVISED ON: REVISED ON: CERTIFIED TO: SHARAQ MOTJANI &. RUJA MOTIANI. • • • N • • • • • • • • • • *�t4aTIFIC,gA* �* A ; NO.2534 '• a W E • • • • r • • u • • • • • • • • • • � • °io'. STATE OF F °1• •'. F<ORIOP` a gu' • • • • • • • • • • t1ND SUP��1 •• • •• • • • • •• •• • ••• • • • ••• SURVEYOR'S SEAL S U.S. DEPARTMENT OF HOMELAND SECURITY OMB No. 1660-0008 Federal Emergency Management Agency Expiration Date: November 30, 2018 National Flood Insurance Program ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/comoanv, and (3) buildina owner SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number: 25 NE 108 ST City State ZIP Code MIAMI SHORES Florida 33161 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 11, BLOCK 215, DUNNINGS MIAMI SHORES EXTENSION NO. 7, PB 52, PG 33 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat.25°52'27.91"N Long. 80*1 1'50.24"W Horizontal Datum: ❑ NAD 1927 ❑x NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) 1782.00 sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade 16 c) Total net area of flood openings in A8.b 1782.00 sq in d) Engineered flood openings? ❑ Yes ❑x No A9. For a building with an attached garage: a) Square footage of attached garage 200.00 sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ❑x No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State MIAMI SHORES 120652 MIAMI-DADE Florida B4. Map/Panel 85. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) Number Date Effective/ Zone(s) (Zone AO, use Base Flood Depth) Revised Date 12086CO302 L 09-11-2009 09-11-2009 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9: ❑ FIS Profile ❑x FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 139: ❑x NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑x No Designation Date: ❑ CBRS ❑ OPA FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 201t IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 25 NE 108 ST City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33161 SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑Construction Drawings" ❑ Building Under Construction* ❑x Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones Al—A30, AE, AH, A (with BFE), VE, V1—V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: N-566 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. ❑x NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 11.60 ❑x feet ❑ meters b) Top of the next higher floor 13.20 ❑x feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A ❑x feet ❑ meters d) Attached garage (top of slab) 12.13 ❑x feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 11.91 ❑x feet E] meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 10.99 ❑x feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 11.20 ❑x feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support 10.99 ❑x feet ❑ meters SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ❑x Yes ❑ No ❑ Check here if attachments. Certifier's Name License Number GEORGE IBARRA 2534 O�C?E. " •@,y� Title TIF1C PROFESSIONAL LAND SURVEYOR'G�� q NO cL Company Name NOVA SURVEYORS a -0„ W m a `t' A E OF -Z Address 1355 NW 97 AVE #200 �ORtOp. off <q J0-k Np ou— City State ZIP Code MIAMI Florida 33172 Signature Date Telephone Ext. a05-29-2019 (305) 264-2660 Copy all pages ft is Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) SECTION C 2 (E) LOWEST ELEVATION OF MACHINERY IS A/C PAD. LAT & LONG PROVIDED BY GOOGLE EARTH. CROWN OF ROAD ELEVATION= 10.94 FT FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 2 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30 901A IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Buildin"j Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 25 NE 108 ST City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33161 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,and C. For Items El—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1-2 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is feet ❑ ❑ meters E] above or ❑below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑feet ❑meters ❑above or ❑below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name SHARAD MOTIANI & PUJA MOTIANI Address City State ZIP Code 25 NE 108 ST MIAMI SHORES Florida 33161 Signature Date Telephone Comments - ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 3 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY-60§E Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 25 NE 108 ST City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33161 SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2 ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments (including type of equipment and location, per C2(e), if applicable) ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 4 of 6 Miami Shores Village RECEIVED Building Department MAR 19 2018 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION [F(BUILDING ❑ ELECTRIC ❑ ROOFING FBC 201q Master Permit No. ?-, C— R— Z Z S Sub Permit No ❑ REVISION ❑ EXTENSION [:]RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ 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: FIFE: OWNER: Name (Fee Simple Titleholder): Phone#: Address: City: State: Zip: Tenant/Lessee Name: Phone#: Email: ( SP CONTRACTOR: Company Name: I �✓Lt 1� �0�C, Phone#: Address: Z 9 Co ly A Ls C C City: of tt', State: Zip: J Qualifier Name: e4t Q Phone#: S Z (& State Certification or Registrations V#:: C �{LG Certificate of Competency #: DESIGNER: Architect/Engineer: 1, zf , �2 �� E% l� 2_ Phone#: 5 2 c9�- Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Dpsrrintion of Work-- Ar:::) /N O Specify color of color thru tile: Submittal Fee $ Q Permit Fee $ Scanning Fee $ —i Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ CCF $ CO/CC $ DBPR $ Notary $ S Double Fee $ Bond $ TOTAL FEE NOW DUE $ \ O (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 of commencement 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 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: Seal: as The foregoing instrument was acknowledged before /m his day of 20 by 9-n to me or who has produced kel� identification and who did take an oath. NOTARY PUBLIC: n. ... MAHARN K. GONZALEZ "" ' EXPIRES: November 2, 2020 nt: ' :: �� � ':'�fo O;a' BOMIB Seal: *sssss*�*s***�***s*r****ssss*s*s**r*■rrrrrs**•ss**sss**s****s*t*****s*s**sssrsss**r***************s:**ss***r APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) 'C' r - + P-- r- s 1 Trusses & Building Materials 13980 SW 252 Street, Miami, Florida 33032 Telephone_ (305) 257-1910 Fax: (305) 257-1911 www.decotruss.com WARNING: FExreZB-91 Care is required in Handling, Erecting and Bracing Trusses. Refer to TPIs Summary Sheet", which is attached, to the engineering package. BUILDING DESIGNER (ARCHITECT or ENGINEER of Recorded) .... It is your responsibility to determine that the dimensions conform to the architectural plans and A loads util)Ecd • • • • • • herein meet or exceed the actual Dead Loads Specified and /or imposed on your structLRt, aild Live.l'b4s: •• imposed by The Building Code. PERMANENT BRACING shall be designed and specified by thelwirding desilnef' """ for the structural safety of the building. It shall be the responsibility of the building design er, o•indica to size, :.... : location and attachments for all permanent bracing as required by design analysis. The desigg �pI;Itocatiopfof Ae 00000 bracing shall be such that they work together with other structural parts of the building (. Gil,S shear ways • •: • • • portal frames, bearing walls, columns, beams etc.) to achieve total structural integrity*Wersnanent grp'simg' 0*00:* includes and is not limited to The Top Chord Plane, The Bottom Chord Plane and The Web ber Planes. The • 0 Anchoring / Strapping of trusses to walls, beams, ledgers etc., shall be the responsibility of The Building D jjgpg!C.• • • • • • • Truss to Truss Connections shall be The Responsibility of The Truss Manufacture. (Refer to Qocur'snts ANSI/TPI- : • • •: 95 & W7CA-95 for further information) • • • �. • • TRUSS ERECTOR / INSTALLER (Builder) The proper and safe erection of all the trusses is exclusively your responsibility. You are cautioned to seek professional advice regarding the Erection / Installation and Bracing, which is ALWAYS required to prevent toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced, as per the attached HIB-91 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and The Engineering when erecting Trusses, to insure proper placement. Not all trusses are symmetrical in loading and/or design. Proper Placement and/or direction are always required. Check all Flat Truss to insure they are not installed UPSIDE DOWN. Never cut or alter trusses in anyway. Never concentrate Building Materials, such as Plywood or Blocks on installed Trusses. Alterations to Trusses: "The act of cutting or attaching any item that the truss was not originally designed for" Trusses cannot be altered from the attached engineering designs, with out proper re -designing by a Florida Registered Engineer. We highly recommend to our customers to use our engineer, however to our knowledge there is no code that states you must use the engineer, who sealed the truss engineering and layout. However, it is of the utmost importance that, any Florida Registered Engineer who takes the task of designing repairs to trusses, should be extremely knowledgeable, not only in structural designs but also have experience designing trusses. Should any alterations be made to our design or manufactured item, the engineer, contractor and homeowner waive all warranties and liabilities by Deco Truss Company, Inc., its officers and engineer. All future, questions regarding said structure and warranties will be held by the persons whom redesigned said trusses and altered them. R9M T9TFl`FATTACHED`HIB;9I y . Deco Truss Company, Inc. 13980 SW 252nd ST TRUSS COMPANY, INC.' Miami, FL 33032 Trusses & Budding Materials Tel: (305) 257-1910 Fax: (305) 257-1911 Re : 10482: Addition: Motiani Site Information: Project Customer:MIAMI SKYLINE Job Name Addition: Motiani Residence Lot/Block: Subdivision Site Name: Site Address: 25 NE 108 St. Miami Shores St: FL Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2017/TP12014 Design Program: 8.13 Nov 13 2017 Roof Load: 55.Opsf Floor Load: N/A Wind Code: Wind Speed: 175 mph This package includes 18 individual, dated Truss Design Drawings and 0 AddgiondI.DrawAbY.• '••':' With my seal affixed to this sheet, I hereby certify that I am the Truss Design EngjrjjVj;and th1I 4�dex sheep• conforms to 61G15-31.003, section 5 of the Florida Board of Professional EngineerrDN"Ies. . No. Date Truss ID# Seal# 1 03/02/18 Al 2 03/02/18 A2 3 03/02/18 A3 4 03/02/18 A4 5 03/02/18 A5 6 03/02/18 A6 7 03/02/18 A7 8 03/02/18 A8 9 03/02/18 AG9 10 03/02/18 CJ7 11 03/02/18 A 12 03/02/18 J3 13 03/02/18 J5 14 03/02/18 J7 15 03/02/18 V12 16 03/02/18 V16 17 03/02/18 V4 18 03/02/18 V8 •••• • ••••• •••••• • •• ••••• • :**:0: • • • • • • •••••• • • • • • • • • • • The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the truss design drawings listed above and attached. - Truss Design Engineer's Name: Mahmound Zolfaghari P.E. License Number #: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 Phonr:; _ 05-253..2428 Fax `30'i-i�.31:y- 2,, NOTE: The suitability and use of each component for any particular building is thgr,C,1,.rof-ss,f ;! F,,Q,r eeM,; s,;s,,,s, Nr .:s5n responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. < l ,,; , ff,;,,�;;;<,d t_„� ;E,, , ;`;r,, 0, Page 1 of 1 Engineers Name Date Job Truss Truss Tyl 10482 Al Common DECO TRUSS COMPANY INC -, Pnnceton, FL 33032 -1-8-0 4-3-8 1-8-0 4-341 3.00 12 13 18 1x4^II 2x4 zZ 19 3 4x4 = 4 IDA 1 Job Reference 8.130 s Nov 13 Umgs_16iLUrm_zey2C 18-10-0 r 1_80 Scale= 1:32.8 4x4 1 axo — 4x4 4 • • •••• •••••• •••••• •• •• •••••• • 8-7-0 17-2-0 • • • • • • • • • 8-7-0 8-7-0 • • • • • • Plate Offsets (X Y)- [1 0-2-4 0-0-8j [2 0-3-6 Edge) [6 0-3-6 Edgej [7 0-2-4 0-0-81 • . • •••• • ••••• LOADING(psf) SPACING- 2-O-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.47 Vert(LL) -0.11 9 >999 360 • • • PT20 : .2"l90 • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(CT) -0.30 9-14 >679 240 • • • • • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.05 6 n/a n/a • BCDL 10.0 Code FRC2017/rP12014 Matrix-MSH • • : • Weight: 78 lb • FT = 0% • • LUMBER- BRACING- • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dire,:tly a_WppIV or 3-6-1t oc pudins. • • BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling direct) applied or 6ig141 �J cc bracin 9 9 Y PP 9 • • • • • • • • • • • WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and requi o� j ng be installed dur ng OTHERS 2x4 SP No.2 truss erection in accordance with Stabilizer Installs Ion ulde. REACTIONS. (lb/size) 2=1097/0-8-0 (min. 0-1-8), 6=1097/0-8-0 (min. 0-1-8) Max Horz2=-61(LC 6) Max Uplift2=432(LC 5), 6=-432(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-678/163, 13-18=-2673/1399, 3-18=2640/1406, 3-19=-1952/1013, 4-19=1903/1021, 4-20=-1903/1021, 5-20=-1952/1013, 5-21=-2640/1406, 16-21 =26730 399, 6-16=-678/167 BOT CHORD 12-22=-194/701, 14-22=194/701, 14-23=1238/2562, 9-23=1238/2562, 8-9=-1238/2562, 8-24=-1238/2562, 17-24=-1238/2562, 17-25=-165/701, 15-25=-165/701 WEBS 4-9=-92/492, 5-9=793/445, 3-9=793/445, 2-12=-680/579, 13-14=-194/252. 12-13=-679/298, 2-14=-232/536, 6-15=680/579, 16-17=-194/252, 15-16=679/298, 6-17=232/536 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-8-7 to 1-3-9. Interior(1) 1-3-9 to --7-0, Extenor(2) 5-7-0 to 8-7-0, Interior(1) 11-7-0 to 15-10-7 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Ot=Ib) 2=432, 6=432. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, noncwncurrent with any other live loads. LOAD CASE(S) Standard j%-3t,-li, F1Or,.i:a 33 376 i,to,lt .)5-2.53-2428 Fa;s:365-23ti_4248 Florid.si t rof6sionai i ngincering License No. R,-'; c� eni2l sF, :.tn3" LiCen: i:' Nn. 06 Job Truss Truss Type Oty Ply Addition:Motiani Residence (DL) 10482 A2 Roof Special 1 1 Jab Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032 8.130 s Nov 13 2017 MiTek Industries, Inc Fri Mar 2 14:23:52 2018 Page 1 ID:dSgOYVi7vgDm_BXlw3ehu6zfK?t-?mnMDiz7n 1 oB3_gstXHJw6P7bORgYIwhTFzaklzeyO 1-8-0 1-2-0 4-10-8 8-7-0 12-3-8 160-0__ , 17-2-0 , 18-10-0 1 8 0 1-2-0 3 8-8 3-8-8 3-8-8 3-8-8 1-2-0 ' 1-8-0 4x4 = 4x4 lx4 It 4x4 i 1.50 12 1-2-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.2 OTHERS 2x4 SP No.2 4-10-8 SPACING- 2-0-0 CSI. Plate Grip DOL 1.33 TC 0.40 Lumber DOL 1.33 BC 0.94 Rep Stress Incr YES WB 0.34 Code FRC20171TPI2014 Matrix-MSH REACTIONS. (lb/size) 2=1097/0-8-0 (min. 0-1-8), 6=1097/0-8-0 (min. 0-1-8) Max Horz2=-61(LC 6) Max UIJIA2=432(LC 5), 6=432(LC 6) DEFL. in (loc) I/deft L/d Vert(LL) -0.15 11 >999 360 Vert(CT)-0.2711-12 >753 240 Horz(CT) 0.08 6 n/a n/a Scale = 1:33.3 • • •••• •••••• • • • • • • • • • • • • • • • • • a cw" • • , 1762-0 , • • 3-8-8 1-2-0 • • • • • • •••• • ••••• PLATES GRIP • • 0:0•¢1T20 .2"1V ••••• • • • : • 11,leight: 87 Ito • FT = 0% • • BRACING- 900000 TOP CHORD Structural wood sheathing directly a�pRe or 3-0-1S oc puffins. � • • • • BOT CHORD Rigid ceiling directly applied or 2.2.0 oc racing. • • • • • MiTek recommends that Stabilizers and require o s'braEing be installed during truss erection in accordance with Stabilizer Installat n euide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-18=-872/233, 3-18=-2899/1400, 3-23=-1956/1075, 4-23=-1914/1082, 4-24=-1914/1082, 5-24=-1956/1075, 5-21=-2899/1400, 6-21=872/225 BOTCHORD 17-25=-219/757, 19-25=-218/759, 19-26=1226/2768, 13-26=1225/2769, 13-27=-154/483, 14-27=154/483, 13-28=1151/2331, 12-28=-1151/2330,12-29=-1203/2615,11-29=-1203/2615,11-30=1203/2615,10-30=-1203/2615,10-31=-1151/2330,8-31=-1151/2331, 9-32=-134/483, 8-32=-134/483, 8-33=1225/2769, 22-33=-1226/2768, 22-34=-182/759, 20-34=183/757 WEBS 4-11=217/608, 5-11=-834/367, 5-9=0/289, 3-11=-834/367, 3-14=0/289, 2-17=-714/549, 17-18=-766/386, 2-19=-3207710, 6-20=714/549, 20-21=-766/386, 6-22=-320/710 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. If; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-8-7 to 1-1-1, Interior(1) 1-1-1 to 5-7-0, Extenor(2) 5-7-0 to 8-7-0, Interior(1) 11-7-0 to 15-10-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=432, 6=432. 6) This truss has been designed for a moving concentrated load of 200.01110 dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard C.,�311557%iiizl f-.ft"� ,.>Jl:. A-1iarlti; °` it7 tria .s3 E 1;; Phone 305-253-2428 Fax F j.)rlt:l:7 Profossi0nall F,11ginef ring, LScense No. 692 N O Job Truss Truss Type Qty Ply Addition:Motiani Residence (DQ 10482 A3 Roof Special 1 1 Job Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032 6.130 s Nov 13 2017 MiTek Industries, Inc. Fri Mar 2 14,25:39 2018 Page 1 ID:dSgOYVi7vgDm_BXIw3ehu6zfK?t-NMIpgHFEbvH?OQMReWlPig LLIWxE741 R3OOk?2zey?A -1-8-0 3-2-0 8-7-0 14-0-0 17-2-0 1 18110-0 1-8-0 3-2-0 5-5-0 5-5-0 4x4 = 4x4 4x4 i 1.50 12 8-7-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.74 TCDL 15.0 Lumber DOL 1.33 BC 0.97 BCLL 0.0 Rep Stress Incr YES WB 0.62 BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2D'Except' B2: 2x4 SP M 31 WEBS 2x4 SP No.2 *Except* W1: 2x8 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=1097/0-8-0 (min. 0-1-8). 6=1097/0-8-0 (min.0-1-8) Max Horz 2=-61(LC 6) Max Uplift2=-432(LC 5), 6=432(LC 6) DEFL. in (loc) I/deft Ud Vert(LQ -0.23 9-10 >891 360 Vert(CT) -0.44 9-10 >470 240 Horz(CT) 0.15 6 n/a n/a Scale = 1,33.3 • • •••• •••••• • • • • •••••• •• •• •••••• • • ,• • • • • 17-2-0 • • • •••• • ••••• PLATES GRIP • • •.••IT20 Jd"r O ••••• • ••MT20HS •9$761 3 0000•0 • • • : • Weight: 81 lb • FT = 0% • • BRACING- 000000 TOP CHORD Structural wood sheathing directly aWReg or 2-5-89ic pudins. • • BOT CHORD Rigid ceiling directly applied or 2•Z,P oc Ivacing. • • • 0 • • • • 0 MiTek recommends that Stabilizers and required rolsbraCng be installed during truss erection in accordance with Stabilizer Installa�on ..de._ FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-918/254,3-14=-3935/1855,3-19=-2310/1214,4-19=-2275/1221,4-20=-2275/1221,5-20=-2310/1214, 5-17=-3935/1855,6-17=-918/245 BOTCHORD 13-21=251/854, 15-21=-250/855, 15-22=-1684/3785, 10-22=-1681/3790, 10-23=-1667/3620, 9-23=-1667/3620, 9-24=1667/3620, 8-24=-1667/3620, 8-25=-1681/3789, 18-25=-1684/3785, 18-26=-211/855, 16-26=-212/854 WEBS 4-9=147/562, 5-9=-1442/667, 5-8=-39/504, 3-9=-1442/667, 3-10=-39/504, 2-13=-705/546, 14-15=-382/204, 13-14=-853/420, 2-15=-344/743, 6-16=705/546, 17-18=-382/204, 16-17=-853/420, 6-18=344/743 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) VMnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-8-7 to 1-1-1, Interior(1) 1-1-1 to 5-7-0, Exterior(2) 5-7-0 to 8-7-0, Interior(1) 11-7-0 to 15-10-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=432, 6=432. 7) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard J iOrif'tfi PTO:?ti�'O i'�°; f�.'.il);hieering Lk.t t'.PtSe No. 31 92y's ';�?:;C1`t! lsi, n;'•(a?`S' _ iCi3c..1',l3. 't, �O+'r 0 Job Truss Truss Type aty Ply Addition:Motiani Residence (DL) 10482 A4 Roof Special 1 1 Job Reference o tional ULUU I KUJJ UUM-1— I,VU., -111 e10n, rL JJVJL 1 < r a, " .- . "' -'- ' ID:dSgOYVi7vgDm_BXlw3ehu6zfK?t-viFHcZfxp2RKsVNm4xo8bdC0EgDfL3DHf1 u_edzey_1 1-8-0 5-2-0 8-7-0 12-0-0 17-2-0 18-10-0 1-8-0 5-2-0 3-5-0 3 5 0 5-2-0 1-8-0 Scale = 1:33.3 46 = a1; 4x4 i 4x4 � 1.50 F12 •••• • • • • •••• •••••• ••••t•• •• •• •••••• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2017/TPI2014 CSI. TC 0.59 BC 0.92 WB 0.36 Matrix-MSH DEFL. in (loc) I/deft Vd Vert(LL) -0.36 8-9 >576 360 Vert(CT) -0.72 8-9 >285 240 Horz(CT) 0.20 6 n/a n/a 9000 • PLATES GRIP •: • • tT20 0 "190 • • • T20HS • %-4 �43 • • : • Weight: 74 lb • FT = 0% 00000 • • • • • • • 400000 • • LUMBER- BRACING- • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dir&ly aodlied or 2-5-*oc purlins. • • BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied oh.Voctracing. • • • • • • • • • B2: 2x4 SP M 31 MiTek recommends that Stabilizers and requiredcros3br9ting be installed dur ng WEBS 2x4 SP No.2 truss erection in accordance with Stabilizer InstallltAn c%ide. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=1097/0-8-0 (min. 0-1-8), 6=1097/0-8-0 (min. 0-1-8) Max Horz 2=61(LC 6) Max Uplift2=-432(LC 5), 6=432(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=909/241, 3-13=-4027/1982, 3-4=-4006/2070, 4-5=-4006/2070, 5-16=-4027/1982, 6-16=-909/232 BOT CHORD 12-18=231/806, 14-18=230/807, 14-19=-1795/3865, 9-19=-1790/3873, 9-20=-1143/2330, 8-20=-114312330, 8-21=-1790/3873, 17-21=1795/3865, 17-22=-192/807, 15-22=193/806 WEBS 4-8=-748/1719, 4-9=748/1719, 2-12=-713/553, 13-14=578/369, 12-13=-853/436, 2-14=-373/802, 6-15=-713/553, 16-17=578/369, 15-16=-853/436, 6-17=373/802 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-8-7 to 1-1-1, Interior(1) 1-1-1 to 5-3-12, Exterior(2) 5-3-12 to 8-7-0, Interior(1) 11-10-4 to 15-10-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=432, 6=432. 7) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 33 f)"76 Fhone 305-2-53-2428 Fax it-6-235-424il riorida Pro ess;ortat Ent inF ering Liconse No. 3692`1 F"PeC,al 1f�4'(1;C('Ot 636 10482 j A5 I Roof Special I D:d SgOYVi7vg Dm_BXlw3eh u6zfK?t-O WzE DnvYZh Qii KIZc481 G Lzb7 LQi—g 1 SLYKxm9zexz: 1-8-0 6-0-0 8-7-0 11-2-0 17-2-0 10-0 _ 1-8-0 6-0-0 2-7 0 2-7-0 6-13-0 1-8-0 Scale = 1:33.3 4x4 = 4x4 � 1.50 F12 4x4 G •••••• •• •• 7-2-0 10 0-0 17-2,P• .:.. 7-2-0 2-10-0 7-2-0 • • •0_0••0 Plate Offsets X Y — 1:0-2-4 0-0-8 2:0-3-7 Ed a 6:0-3-7 Ed a 7:0-2-4 0-0-8 8:0-3-0 0-3-4 9:0-30 0-3-4 • • • • • • • • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud10. PLATES GRIP : • TCLL 30.0 Plate Grip DOL 1.33 TC 0.66 Vert(LL) -0.32 8-9 >640 360• • • � T20 2"90 • • • • • TCDL 15.0 Lumber DOL ' 1.33 BC 0.74 Vert(CT) -0.58 8-9 >356 2408009 • • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.20 6 n/a n/a • BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH • • Weight: 72 lb • FT = 0% • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'ExcepC B2: 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=1097/0-8-0 (min. 0-1-8), 6=1097/0-8-0 (min. 0-1-8) Max Horz2=-61(LC 6) Max Uplift2=-432(LC 5), 6=-432(LC 6) BRACING- • • •••••• •••••• TOP CHORD Structural wood sheathing dirMly applied or 2-5-10 oc purlins. • • BOT CHORD Rigid ceiling directly applied or5.2.EPbc:racing. • • • • • • FMiTek recommends that Stabilizers and requiredwcrossobraldng be installed during truss erection in accordance with Stabilizer InstallStAn Aide. FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2-13=-881/226, 3-13=-4000/1988, 3-4=3604/1784, 4-5=-3604/1784, 5-16=-4000/1988, 6-16=881/217 BOT CHORD 12-18=-251/891, 14-18=-250/892, 14-19=1799/3845, 9-19=1793/3851, 9-20=1242/2755, 8-20=1242/2755, 8-21=-1793/3851, 17-21=1799/3845, 17-22=207/892, 15-22=208/891 WEBS 4-8=-412/1021, 5-8=-448/281, 4-9=-412/1021, 3-9=-448/281, 2-12=-697/541, 13-14=565/420, 12-13=-873/428, 2-14=-354/707, 6-15=-697/541, 16-17=-565/420, 15-16=873/428, 6-17=354/707 NOTES- 4 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-8-7 to 1-1-1, Interior(1) 1-1-1 to 5-7-0, Exterior(2) 5-7-0 to 8-7-0, Interior(1) 11-4-12 to 15-10-7 zone;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSt/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=432, 6=432. 6) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard vis2.:;1i= 9orit�a Jai /G i'icri ,:� ar(feGssic;l p C': tti=ine�. ing License No. :s6y 1 10482 Roof Special J I HU66 UOMPANY INC., Princeton, FL 33032 8.13U s Nov 13 ZU1 / MI I elk InduStneS, Inc. Fn Mar 2 14:2t1:3/ 2Uld Page 1 I D:dSgOYVi7vgDm_BXlw3ehu6zfK?t-9bV618Pug bjllnze3uv8zCjoZHhvgeld?4w9EjzexyC 1-8-0 5-5-8 8-7-0 11-8-8 17-2-0 18-10-0 1-8-0 5-5-8 3-1-8 3 _a 5-5-8 1-a-0 4x6 = Scale = 1 33.3 aI 4x4. 1.50 12 4x4 i . . .... ...... ...... .... ...... 5-5-8 11-8-8 ..vim. 5-5-8 6-3 0 5-5-8 ..... . Plate Offsets X Y — 1:0-2-4 0-0-8 2:0-3-7 Ede 6:0-3-7 Ede 7:0-2-4 0-0-8 8:0-4-12 0-2-12 9:0-4-12 0-2-12 • •••• • ••••• LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.60 Vert(LL) -0.35 8-9 >584 360 • : • • tT20 • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(CT) -0.69 •2�4l190 &9 >297 240 • • • T20HS • •1&41.43 • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.20 6 n/a n/a • BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH • •: • fVeight: 73 lb • FT = 0% • • LUMBER- BRACING- • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dirdCtty a@Aed or 2-4-16 oc pudins. • • BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied o%2 oc:racing. • • • � • • • • • B2: 2x4 SP M 31 MiTek recommends that Stabilizers and requiredkxos7b Ang be installed during WEBS 2x4 SP No.2 truss erection in accordance with Stabilizer InstallAtian Hide. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=1097/0-8-0 (min. 0-1-8), 6=1097/0-8-0 (min. 0-1-8) Max Horz2=-61(LC 6) Max Uplift2=-432(LC 5), 6=-432(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-907/239, 3-13=-4007/1938, 3-4=3986/2025, 4-5=3986/2025, 5-16=-4007/1938, 6-16=-907/230 BOT CHORD 12-18=-230/804, 14-18=229/806, 14-19=-1751/3848, 9-19=-1746/3853, 9-20=-1131/2382, 8-20=-1131/2382, 8-21=-1746/3853, 17-21=1751/3848, 17-22=-191/806, 15-22=-192/804 WEBS 4-8=720/1662, 5-8=-264/196, 4-9=720/1662, 3-9=264/196, 2-12=713/549, 13-14=581/377, 12-13=-851/428, 2-14=367/802, 6-15=-713/549, 16-17=-581/377, 15-16=851/428, 6-17=-367/802 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft, Cat. II; Exp C. Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-8-7 to 1-1-1, Interior(1) 1-1-1 to 5-7-0, Exterior(2) 5-7-0 to 8-7-0, Interior(1) 11-6-12 to 15-10-7 zone,C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=432, 6=432. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard )30(,I1 S ..,.. 1111e�. F Phonic; -f 17-.._ _ -2 ."% t'a5:.5it:'- L..jC1i' ise i°rrii, 6,`)—' 110482 IA7 Roof Special C TRUSS COMPANY INC., Princeton. FL 33032 8.130 s Nov 13 2017 MITek Industries, Inc. I-n Mar 2 14:2`J:14 2101t1 I -age 1 I D:dSgOYVi7vgDm_BXlw3ehu6zfK?t-ajE5oos5yzNVhTllk93gz?14DBLk?lt4VLzdl4zexxl 1-8-0 3-5-8 8-7-0 13-8-8 17-2-0 18-10-0 1-8-0 3-5-8 5-1-8 5-1-8 3-5-8 1-8-0 44 = 4 4x41 1 50 F12 4x4 i 5-1-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.72 TCDL 15.0 Lumber DOL 1.33 BC 0.96 BCLL 0.0 Rep Stress Incr YES WB 0.65 BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.21D'ExcepC 62:2x4 SP M 31 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=1097/0-8-0 (min. 0-1-8), 6=1097/0-8-0 (min. 0-1-8) Max Horz2=-61(LC 6) Max Uplift2=-432(LC 5), 6=-432(LC 6) 13-8-8 DEFL. in (loc) I/defl L/d Vert(LL) -0.25 9-10 >840 360 Vert(CT) -0.46 9-10 >447 240 Horz(CT) 0.16 6 n/a n/a Scale = 1,33.3 sees • • •••• sees:* ••sees •• •• ••sees • 17 2-0 sees.• --- • • ••••PLATES• GRIP ••:••• sees T20 • 2�411190 ••••• •e•• T20HS••i§7(1"43 ••sees • S • • • • dVeight: 80 Ib • FT = 0 % • BRACING- • • • • • • TOP CHORD Structural wood sheathing dirdDey applied or 2-5-11 oc purlins. • • BOT CHORD Rigid ceiling directly applied o� oc bracing. • • • 00000 • MiTek recommends that Stabilizers and requiredlbross9brating be installed during truss erection in accordance with Stabilizer Install1ii8n guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-14=-915/252, 3-14=3963/1890, 3-19=-2350/1236, 4-19=-2317/1243, 4-20=-2317/1243, 5-20=-2350/1236, 5-17=-3963/1890,6-17=-915/244 BOTCHORD 13-21=-251/853, 15-21=-250/855, 15-22=-1716/3811, 10-22=-1713/3816, 10-23=1701/3718, 9-23=-1701/3718, 9-24=-1701/3718, 8-24=-1701/3718, 8-25=-171313816, 18-25=1716/3811, 18-26=-210/855, 16-26=212/853 WEBS 4-9=161/585, 5-9=-1490/679, 5-8=-58/480, 3-9=-1490/679, 3-10=58/480, 2-13=-705/546, 14-15=-420/237, 13-14=856/423, 2-15=-348/747, 6-16=-705/546, 17-18=420/237, 16-17=-856/423, 6-18=348/747 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-8-7 to 1-1-1, Interior(1) 1-1-1 to 5-7-0, Exterior(2) 5-7-0 to 8-7-0, Interior(1) 11-7-0 to 15-10-7 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) 2=432, 6=432. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard =ilnnw 305-2',-i-2428 Fa;,: 305-235-424 Fi rjda i'rr .ssiart:li ngirice,ring Licf-, 1�'v.:��°�. CC lJob (Truss Truss Type Uly IPly Addition: Motiani Kesiaence(UL) 10482 A8 COMMON 1 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 8,130 s Nov 13 2017 MiTek Industries, Inc. Fri Mar 2 14:32:01 ID:dSgOYVi7vgDm_BXlw3ehu6zfK?t-BrgDrvtrdGPpD7ZrOkZ_ED9h2WROdwtfvi -1-8-0 4-3-8 8-7-0 12-10-8 17-2-0 1 18-1 �3 4x4 = 4 3.00 FI2 Scale = 1:321 B 11 21 13 3x8 = — za 14 4x4 4x4 i • • •••• •••••• • • • • •••••• •• •• •••••• • i 8_7_0 , 17-2-0 • • • • • • _ •_ • • 8-7-0 8-7-0 • • • • • • 2:0-3-6 Ed a 6:0-3-6 Ed a 7:0-2-4 0-0-8 • •••• • ••••• LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) 1/deft Ud PLATES GRIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.47 Vert(LL) -0.11 9 >999 360 •: • •:AT20 ."1.90 • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(CT) -0.30 9-13 >679 240 • • • 0096 • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.05 6 n/a n/a • BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH • • Weight: 76 lb • FT = 0 % • LUMBER- BRACING- 000000 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dirACtty a'eRMed or 3-&* oc purlins. • • BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied o�C�1.19 c4bracing. • • • 0 • • • • • WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required�cros1lo Ing be installed during OTHERS 2x4 SP No.2 truss erection in accordance with Stabilizer Install�t' ide. REACTIONS. (lb/size) 2=1097/0-8-0 (min. 0-1-8), 6=1097/0-8-0 (min. 0-1-8) Max Horz2=-61(LC 6) Max Uplift2=432(LC 5), 6=-432(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-678/163, 12-17=2673/1399, 3-17=2640/1406, 3-18=195211013, 4-18=-1903/1021, 4-19=1903/1021. 5-19=1952/1013, 5-20=-2640/1406,15-20=2673/1399,6-15=-678/167 BOT CHORD 11-21=194i701, 13-21=194/701, 13-22=-1238/2562, 9-22=123812562, 8-9=1238/2562, 8-23=-1238/2562, 16-23=-1238/2562, 16-24=-165/701, 14-24=-165/701 WEBS 4-9=-92/492, 5-9=-793/445, 3-9=-793/445, 2-11=680/579, 12-13=194/252, 11-12=679/298, 2-13=232/536, 6-14=-680/579, 15-16=194/252, 14-15=-679/298, 6-16=-232/536 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-8-7 to 1-3-9, Interior(1) 1-3-9 to 5-7-0, Exterior(2) 5-7-0 to 8-7-0, Interior(1) 11-7-0 to 15-10-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=432, 6=432, 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard 13901 3 hmx7 305-25_i-:4128 i ar. "'15-2.35-42i=., Florida Professional Enwi ieif ring i 1Cf'.11CC l,N , 36921 Special lnsp) t:i iO( LiCct:1S;; i`ds',, 67'6 Job Truss Truss Type - Qty Ply Addition: Motiani Residence (DL) - 10482 AG9 HIP GIRDER 1 2 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 8.130 s Nov 13 2017 MiTek Industries, Inc Fri Mar 2 14:33:52 2018 Page 1 ID:dSgOYVi7vgDm_BXIw3ehu6zfK?t-RC1 B8sDUUN032BYBOY2OEdGa8FCF78y?RbJKozzextl 1-8-0 5-2-12 7-0-0 10-2-0 11-11-4 17-2-0 18-10-0 1-8-0 S 2-i2 1-9 4 3-2-0 1-9 4 5-2-12 1-8-0 Scale = 1:33.8 Contractor must refer to For En8"neerra- proper na - D 4x8 = Ing Multi R instructs- p e Member 4x4 = onW Girder 3.0012 4 5 Attachment 3x611 36x61/ 3 W 2 N 79 0 16 7 1x4 II 2 82 U4 8 t 22 12 23 11 24 10 25 io to t 9 27 e 26 20 r e t 17 15 21 4x16 = WO = 4x8 II 7x8 = 4x16 = 5x10 MT20HS= 28 18 3x8 = 1.50 12 3x8 = • • •••• •••••• •• • • • • 5-2-12 7-0-0 10 2-0 11-11-4 • 37.4r0 • • • 5-2-12 1-9 4 3-2-0 1-9 4 5-2-12 • 00090 Plate Offsets X Y — 1:0-2-4 0-0-8 3:0-3-0 0-1-0 4:0-5-12 0-1-12 6:0-3-0 0-1-0 8:0-2-4 0-0-8 9:0-740-2-4 9:2-5-2 0-2-8 10:0-4-0 0-4-4 11:0- 12:2-5 12:0 5 8 E 0 12 • •••• • ••••• LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Vert(LL) 0.30 10-11 >687 360 • •' CT20 0 • P4�1/190 • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(CT) -0.51 10-11 >400 240 • • • T20HS • • JEWA43 • • • • • • BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.15 7 n/a We • BCDL 10.0 Code FRC2017rrP12014 Matrix-MSH " • Weight: 197 lb • FT = 0% • • • • • •••••• LUMBER- BRACING- • . • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly aVffed or 3-0-511toc purlins. • • BOT CHORD 2x4 SP M 31 *Except* BOT CHORD Rigid ceiling directly applied or*8,V oc gracing. 10,110 • 0 • • • • 62: 2x6 SP No.2 • • • WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=2219/0-8-0 (min. 0-1-8), 7=222310-8-0 (min. 0-1-8) Max Horz 2=55(LC 34) Max Uplift2=993(LC 3), 7=-996(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-3109/1196, 3-16=-9737/3965, 3-4=-7510/3113, 4-5=-7542/3109, 5-6=-7435/3070, 6-19=-9808/3957, 7-19=-3125/1211 BOTCHORD 15-21 =-1 164/3035. 17-21 =1 163/3036, 17-22=3809/9412, 12-22=-3806/9418, 12-23=3259/7741, 11-23=3261/7739,11-24=-3008/7460,10-24=-3008/7460,10-25=-3173/7690,25-26=318W7726, 9-26=3187/7728, 9-27=-3744/9487, 20-27=3747/9482, 20-28=-1170/3052. 18-28=-1171/3051 WEBS 3-12=652/2087, 3-11=825/387, 4-11=611/1634, 4-10=-98/289, 5-10=-600/1617, 6-10=885/409, 6-9=-666/2176,2-15=15741729,16-17=-633/313,15-16=-1629/673,2-17=-551/1305,7-18=1577/727, 19-20=641/312, 18-19=1634/676, 7-20=-540/1310 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 •'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at G-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wnd: ASCE 7-10: Vul1=175mph (3-second gust) Vasd=136mph, HVHZ, TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C. Encl., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) Bearing at joint(s) 2, 7 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except @=1b) 2=993, 7=996. 10) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 857 lb down and 345 lb up at 7-0-0, 342 lb down and 156 lb up at 7-0-12, 342 lb down and 156 lb up at 8-7-0, and 342 lb down and 156 lb up at 10-1-4, and 857 lb down and 345lb up at 10-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 5-8=-90, 12-15=-20, 9-12=-20, 9-18=-20 .' Concentrated Loads (lb) .Si"1 j S. v . ? 0}3 Zvi;" Vert: 11=-959(B=-330) 10=-330(B) 24=-330(B) 25=629 i= 1011;. 305-253-24 8 FR.t,: ja; ila ;3mfO SS;oi a .' ilt f3i€' iiS4 I.,!'.o?``.', Nr'. 1h9 i t Job Truss Truss Type Ory Ply Addition.Motiani Residence (DL) 10482 CJ7 Diagonal Hip Girder 2 1 Job Reference (optional) ID:dSgOYVi7vgDm_BXlw3ehu6zfK?t-9v9gHWgjEyd9xxD2Za71 n_70nROjJ7zn_sLGYyzey3b -2 4 5 6-0-0 9-9-13 9-1Q 13 Z-4-5 6-0-0 3-9-13 0-1-0 Scale = 1:22.8 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.60 TCDL 15.0 Lumber DOL 1.33 BC 0.86 BCLL 0.0 Rep Stress Incr NO WB 0.43 BCDL 10.0 Code FRC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 *Except* W3: 2x6 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=78010-11-5 (min. 0-1-8), 6=658/0-1-8 (min. 0-1-8) Max Horz 2=196(LC 3) Max Uplift2=-606(LC 3), 6=316(1-C 7) Max Grav2=911(LC 17), 6=886(LC 20) DEFL. in (loc) I/defl L/d Vert(LL) 0.07 7-10 >999 360 Vert(CT) -0.15 7-10 >765 240 Horz(CT) 0.02 6 n/a n/a U4 II 4 5 i • • PLATES GRIP • • • OT20 � aRAV ••••w ••••• • • • eggs 000000 • • • : • Weight: 54 lb • FT = 0% • • -_..• g e goes BRACING- 000000 TOP CHORD Structural wood sheathing directly a�Re� or 3-10-f0 oc pudins, except end vertltals. BOT CHORD Rigid ceiling direct) applied or gg.7g7 oc acin s o e • s e 9 9 Y PP IY 9• • • • • • MiTek recommends that Stabilizers and required slsbrp"'ng be installed during truss erection in accordance with Stabilizer tnstalla�iion q.ide. FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1950/558, 3-9=-1940/600 BOT CHORD 2-12=676/1905, 12-13=-676/1905, 10-13=-676/1907, 10-14=-677/1907, 7-14=-677/1907, 7-15=677/1907, 15-16=677/1907, 6-16=-677/1907 WEBS 3-7=0/644, 3-6=1860/653, 9-10=239/254 NOTES- 1) VNnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; End., GCpi=0.18, MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=606, 6=316. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190lb down and 173 lb up at 7-1-3 on top chord, and 294 lb down and 172 lb up at 1-5-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=90, 4-5=-90, 2-6=20 Concentrated Loads (lb) Vert: 11=-101 13=46 15=-82 �'�' .:�t J _?_�-•/ £its ?`.ia ,� .. ^a.'� s `tr/r�.Y i't 2'fcia ' ci i,If^r'll�e j i!` ,it3 ,„° Job Truss Truss Type Qty Ply Addition:Motiani Residence (DQ 10482 J7 Jack -Closed 3 1 Job Reference o tional u�uv i r<wa i.�mrirrvi nv�.., rnncewn, r� oow� ... .... .. ... ... _,... ..... _.. ..___..__, ..._... ..._. ID:dSgOYVi7vgDm_BXIw3eh...u6zfK?t-eQGwfjleSCO..jLWJi3. L9wrdWi_iSirYJEI Ww0izzeyFK -1-8-0 3-6-0 7-0-0 1-8-0 3-6-0 3-6-0 Scale = 1 17.1 2x4 II 4 11 ••• 4x4.:00= • • • • • • 000 0* • 6-4-0 ••Soso • • • Plate Offsets (X Y) 11:0-2-4 0-0-8j f5 0-2-4 0-1 81 • • ••• • Soo•• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 5-9 >999 360 • : • • PT20 � ?"O • • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 -0.02 TCDL 15.0 Lumber DOL 1.33 BC 0.82 Ven(CT) -0.18 5-9 >447 240 • • • • • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.01 5 n/a n/a • • • 351b • FT = 0% • • BCDL 10.0 Code FRC2017/TPI2014 Matrix -MP IIVeight: • LUMBER- BRACING- • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dire:tly agp!q or 6-0-Obc purlins, except find verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 79413 ogbracing. • • • 0 • o • •: WEBS 2x4 SP No.2 Mff recommends that Stabilizers and required ro s Wing be installed during OTHERS 2x4 SP No.2 truss erect on in accordance with Stabilizer Install a�ii n guide. REACTIONS. (lb/size) 2=587/0-8-0 (min. 0-1-8), 5=350/Mechanical Max Horz2=146(LC 5) Max Uplift2=-302(LC 5), 5=136(LC 9) Max Grav2=587(LC 1), 5=362(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=286/0, 8-10=704/448, 3-10=659/453 BOT CHORD 7-11=15/287, 9-11=15/287, 9-12=560/688, 5-12=560/688 WEBS 3-5=707/576, 2-7=453/550, 8-9=26/307 NOTES- 1) Wnd: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MVVFRS (envelope) and C-C Exterior(2) -2-0-7 to 0-10-7, Interior(1) 0-10-7 to 2-7-5, Exterior(2) 2-7-5 to 6-10-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except of=lb) 2=302, 5=136. 4) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 1390,1 P16one 3054 2423 Fa)- "05 Sy..424'.b Job Truss Truss Type Oty Ply Addition:Motiani Residence (DL) 10482 J5 Jack -Open 4 1 Job Reference (optional) utw i r ubb t umrANr im_ rnnceron, rL JJu3e Q. Ious —-<u i, iwieni wue '°'. I D: dSgOYV i7vq Dm_BXlw3eh u6zfK?t-U 7h 23 P Ekg V228g N OPItJT2AYcgn U Dff7VIc85fzey Ei 5-0-7 3 Scale = 1:12.9 3.00 12 7 T7 0 r o 2 tx4 II 1 81 p 8 10 4 6 8• Q. 3x4= 9 •••• • • •••• •••••• •••••• •• •• •••••• • 5-0-7 •••••• • • • 5-0-7 •••••• Plate Offsets (X Y)- f1 0-2-4 0-0-8j • • • • • • • • LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud • • • •PLATES : G_Rj 360 T20 ��J • • 0 • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.39 Vert(LL) 0.05 4-8 >999 • � TCDL 15.0 Lumber DOL 1.33 BC 0.60 Vert(CT) -0.11 4-8 >555 240 • • • • • • • 400090 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a • • • • • =Height: 20Ib FT = 0% • • BCDL 10.0 Code FRC2017/TP12014 Matrix -MP • • LUMBER- BRACING- • • • • • • No.2 TOP CHORD Structural wood sheathing dirq:tly a&ot%l or 5-0--Poc puriins. • • TOP CHORD 2x4 SP BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 16Q0 oebracing. • • • • • OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and requir �ng be installed during truss erection. in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3=178/0-1-8 (min. 0-1-8), 2=453/0-8-0 (min. 0-1-8), 4=69/0-1-8 (min. 0-1-8) Max Horz2=111(LC 5) Max Uplift3=-97(LC 9), 2=242(1_C 5) Max Grav3=178(LC 1), 2=453(LC 1), 4=250(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-364/480, 7-8=136/288 NOTES- 1) VJnd: ASCE 7-10; Vul1=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb) 2=242. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard y�fii} s,Ve'. I1ho11,v 3 0 5 -'2 5 3 . ?A2 8 Fa,; ;;i. 5-235-42 is 1`10rlda Pr0}`.i:ssi')P; d fingincering LiceT?`ie No. dill t ,>•1��.i�i IS1::()4:i:rflP' �.�RC:t,'�rF ;y1sI- 06 Job Truss Truss Type City Ply Addition:Motiani Residence (DL) 10482 J3 JACK -OPEN 4 1 Job Reference (optional) utt.v i rcV ao i.vmr`+ry r irvt,.. rnnc;emn, r� oow� -1-8-0 I DASgOYVi7vq Dm_BXlw3ehu6zfK?t-BJpFjdYgJoSDtpxaVwse3lnBZj472tL5iRe3YbzeyEH 3-0-7 3 2x4 11 • 0000 • • Scale = 1:9.2 • •••••• ••••• Plate Offsets X Y 1:0.2-4 0.0.8 2:0-1-3 0-31 • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud • • • •P•LATES GgIP • • TCLL 30.0 Plate Grip DOL 1,33 TC 0.34 Vert(LL) -0.01 4-8 >999 360 • MT20 244/190 • TCDL 15.0 Lumber DOL 1.33 BC 0.26 Vert(CT) -0.02 48 >999 240 • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a • : • • • • • • • BCDL 10.0 Code FRC2017/TPI2014 Matrix -MP • Weight: 14 Ib FT = 0 % • • • • • • LUMBER- BRACING- • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=88/0-1-8 (min. 0-1-8), 2=361/0-8-0 (min. 0.1-8), 4=31/0-1-8 (min. 0-1-8) Max Horz2=81(LC 5) Max Uplift3=-48(LC 9), 2=222(1_C 5) Max Grav3=88(LC 1), 2=361(LC 1), 4=226(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-309/431 NOTES- 1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3 except Qt=lb) 2=222. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Pour}1ts 305-25_ _N?S Fa;: �. _')'-235-4j,, 'IGt'I: B e TC 1z `Sff%11 ?j tr',1;r iix-^ring 3..1Cc,1isi,, i`a,% St""92",. 10482 1J1 JACK -OPEN 14 1 1 1 8.130 s Nov 13 2017 MiTek Industries, Inc. Fri Mar 2 14:44:49 2018 Page 1 ID:dSgOYVi7vgDm_BXlw3ehu6zfK?t-ibEZ1 VAbmEAgM9GS01 L4MBz?Y5fMZKRiWJzbMOzexj( -1-8-0 1-a7 1-8-0 1-0-7 2x4 It 7 3 4 Scale = 1:6.2 •••• •••••• • •• •• •••••• •••••• •••• • ••••• • • • • • • G P LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • • VLATES � •• TCLL 30.0 Plate Grip DOL 1.33 TC 0.13 Vert(LL) 0.00 6 >999 360 • ►1T20 244/190 • TCDL 15.0 Lumber DOL1.33 BC 0.07 Vert(CT) -0.00 6 >999 240 • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a • : • 0000 • • BCDL 10.0 Code FRC2017/TP12014 Matrix -MP • Weight: 9 ItoFT = 0% • • • • • • LUMBER- BRACING- • • • • • • TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 1-4-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=325/O-8-0 (min. 0.1-8), 4=23/0-1-8 (min. 0.1-8), 3=3/0-1-8 (min. 0-1-8) Max Horz2=57(LC 5) Max Uplift2=-242(LC 5), 4=-23(LC 1), 3=-3(LC 1) Max Grav2=325(LC 1), 4=197(LC 20), 3=71(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-289/430 NOTES- 1) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=O.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except (jt=lb) 2=242. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 1 1'4" rFC5s4 ,im! Cnpincer3n.-' i.1t; r:31S;,', No. 3602 (DL) 10482 V16 Valley 1 1 Job Reference (optional) DECO TRUSS COMPANY INC.. Princeton, FL 33032 8.130 s Nov 13 2017 MiTek Industries, Inc. Fri Mar 2 13:56:34 2018 Page I D:dSgOYVi7vgDm_BXlw3ehu6zfK?t-zep7Rc8fXl RbYFS3wXvBXhZD?6Vjm?haoPBvFhzeyC 8-0-0 Scale = 1:24.9 4x4 = 3.00 12 3 tx4 II 10 11 4 2 11 9 7 10 T1 12 ST T1 ST1 5 1 • 13 8 14 7 15 6 16 • • 3x4 3x4� • • • 1x411 1x411 1x411 • • •••• • •••••• • • •••••• •• •• • • •••••• 16-0-0 •••• • ••••' 16-0-0 ... • .. . . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d ' " PLATES ' IMP """ TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(LL) n/a n/a 999 • • • • MT20 2Q4/190 0 � TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(CT) n/a n/a 999 • • • BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 5 n/a n/a • • �' t? = 0% """ BCDL 10.0 Code FRC2017ITP12014 Matrix-SH • Weight: 51 16 LUMBER- BRACING- " ' " • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-ebr, 00, • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=37(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7=136(LC 23), 8=-219(LC 5), 6=-219(LC 6) Max Grav All reactions 250 lb or less at joint(s) 7 except 1=297(LC 24), 5=297(LC 28), 8=575(LC 1), 6=575(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-422/387, 4-6=-422/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) 1-2-3 to 4-2-3, Intenor(1) 4-2-3 to 5-0-0, Extedog2) 5-0-0 to 8-0-0, Interior(1) 11-0-0 to 11-9-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 5 except Qt=lb) 7=136, 8=219, 6=219. 6) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard _ 6921 L 10482 I V12 J Valley 11 1 1 0 TRUSS COMPANY INC., Princeton, FL 33032 8.13o s NOV 13 2U1 r ml i eK Inousenes, Inc. rn mar 2 i a oova zu to rage I I D:dSgOYVi7vq Dm_BXlw3ehu6zfK?t-CgohB3q_Q4H92P2FynyK0P 1 yd 1 zVPhOv3Od5sezeyQc 6-0-0 12-0-0 6-0-0 6-0-0 Scale = 1:18.7 4x4 = 3.00 F12 2 T1 T1 ST1 3 1 5 4 6 • • • • •••• 3x4 � 1x4 II • • • 3x4 � •• • • • • • • • • • • • • • • •••••• • • • • • • • • 12-0-0 •••• • ••••• 12-0-0 •••••• • ..IL LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud ' " PLATES ' MP """ • TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Vert(LL) n/a - n/a 999 • • • • 44T20 2Q4/190 • TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(CT) n/a n/a 999 • • • BCLL &0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 3 n/a n/a • • •' Weight: 3 j18 ;T = 0% """ BCDL 10.0 Code FRC2017ITP12014 Matrix-SH • • LUMBER- BRACING- 00 ' " • No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-01% g0ligs'. • • TOP CHORD 2x4 SP BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=221/12-0-0 (min. 0-1-8), 3=221/12-0-0 (min. 0-1-8), 4=618/12-0-0 (min. 0-1-8) Max Horz 1=26(LC 9) Max Upliftl=-85(LC 9), 3=-88(LC 10), 4=163(LC 5) Max Grav1=298(LC 22), 3=298(LC 24), 4=618(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-435/428 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 1, 88 lb uplift at joint 3 and 163 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 11Attll17 di1L1i1:1 7-cliaghanxi'.L., C,nsuiting P.ngillcers i 39 0 j . l". ?.08 Avr., Man,;, M1' 10rida .3131 4, I'1lorle 305-":53-2425 Fax ��vS�23�.•�i2�3 Floridp Profc.isional t nginecxing Licc irise No. 36921 Special l,,ne-cwr IJ(,,;! srcc iTo, (c: (t Job Truss Truss Type Oty Ply Addition:Motiani Residence (DL) 10482 V8 Valley 1 1 Job Reference o tional uC U IRUOO 4el--1 II 1, YIIIII:CIUII, IL-1 2x4 i 3.00 12 5 2 4 ID:dSgOYVi7vq Dm_BXIw3ehu6zfK?t-vUtljglb4wP8iKOv2pKhExEnBCdFGX2tSOR D6YzeyO> 8-&0 4x4 = 1x4 II 6 Scale = 1:14 4 LOADING (psf) SPACING- 24 -0 CSI. DEFL. in (loc) I/deft Ud • • • PLATES • 4OW 000009 TCLL 30.0 Plate Grip DOL 1.33 TC 0.20 Vert(LL) n/a n/a 999 • • • • )y1T20 2A /190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.28 Vert(CT) n/a n/a 999 • • • BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a • • • • • • • • • BCDL 10.0 Code FRC2017/TP12014 Matrix-P • Weight: 2tIt • • 4T = 0 % • • LUMBER- BRACING- • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-N jdhii9 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=150/8-0-0 (min. 0-1-8), 3=150/840-0 (min. 0-1-8), 4=320/8-0-0 (min. 0-1-8) Max Horz 1=15(LC 9) Max Upliftl=-60(LC 5), 3=61(1-C 6), 4=-74(LC 5) Max Gravi=264(LC 22), 3=264(LC 24), 4=354(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-250/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)1AM1nd: ASCE 7-10. Vult=175mph (3-second gust) Vasd=136mph; HVHZ, TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 1, 61 lb uplift at joint 3 and 74 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard r Vllitel:� ' liik"P tii; 3S 3 �Ytf NhonC 305-253-2428 i a31-6-235-42. S Florid:1 P'r:j: e2�'Ioaal Engineering License Igo. 1692% 10482 Iva I Valley 11 1 1 8.130 s Nov 13 2017 MiTek Industries, Inc. Fri Mar I D:dSgOYVi7vgDm_BXIw3ehu6zfK?t-CZGFdFdJQrSZVoF_Si8Lggg74 2-0-0 4-0-0 4x4 = 300r2 Z 3 Scale = 1:7.1 • • • • • • LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d • • • • PLATES • •6RIP • • • • : • TCLL 30.0 Plate Grip DOL 1.33 TC 0.04 Vert(LL) n/a n/a 999 • • • • • •MT20 2,14/190 • TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(CT) n/a n/a 999 • • • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a • • • • 009000 Weight: 1= %' • • F•T = 0 % BCDL 10.0 Code FRC2017lTP12014 Matrix-P • • • • LUMBER- TOP CHORD 2x6 SP No.2 BRACING- TOP CHORD • • • • • • • • Structural wood sheathing directly applied or 4-0-8 V.-trunt. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=95/4-0-0 (min. 0-9-12), 3=95/4-0-0 (min. 0-9-12) Max Horz 1=6(LC 9) Max Uplifts=47(LC 5), 3=47(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11, Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 47 lb uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard LZl;it�rt, r1u79:i,.a ��) J� i:lf_' ... -".., J 3J_ 42 I 1 9,2s:Or2S� f�J:;..;Gtr'<]z . STANDARD LATERAL WEB BRACING TRUSSES @ 24" O.C. TYP. 2x4 LATERAL BRACE PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #3 OR BETTER. \ NOTE: PROVIDE X—BRACING AT 20'-0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10'-0" FPR FORCE GREATER THAN 2509 lbs. . •••••• •• •• • END OF BRACING MEM. s • • • • SHALL BE CONNECTED TO A FIXED RIGID POINT OR X-BRACED AS NOTED LATERAL B R A C T N•(=.'D E•T!� I L CE ON THIS DETAIL. ALT. _LATERAL BRACING DETAIL TRUSSES @ 24" O.C. TYP. E WITH i @ 6" NOTE: •••••• • • • VD0d @ 6" .C. TYP. T—BRACE SAME SIZE AND GRADE AS WEB. WEB (2x6 MAX.) WEB SECTION DETAIL BRACE MUST BE 80% THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. MINIMUM GRADE OF LUMBER TPI-2007 C o Mahmoud Zol't;ghori , T.0SEE STRUCTURAL SHEET. 13901 S.W. 108 Ave. ...... Revised: nzlE [1Miami, FL._ 33176 B.0...... SEE STRUCTURAL SHEET. 7/7/94 305-253-2428 WEBS ... SEE STRUCTURAL SHEET. 03/2012 P.E. No. 36921 _ _ -I �-Hin LOADING PLF) STR. INCR.: 33% L. D DRAWN BY: G.L.H. T.C. 30 CHECKED BY: J.A.I. r 1 B.C. 0 10 SPACING: 24 INCH O/C.. REP. STRESS: YES MITek Industries Inc. _ Approved for MITek Industries Inc. L•ii� STANDARD ROOF VALLEY DETAIL SUPPORTING VALLEY VALLEY TRUSSES TRUSSES AREA PARTIAL ROOF LAYOUT SEE NOTE (a). STRAP @ 48" O.C. SEE NOTE (c) BELOW. 3x5 • • SUPPORTING TRUSSES. • • •••• ••••• • @ 2'-0" O.C. MAX. • • ' . • • • • •••••• 604 NOTES: ...... . .. ..... ' (a) Provide continuous brd iinl�e on ver•tic'dls ••••; over 6'-3". Connect bsocin.; to verticals '• w/2-8d nails and bracing•must ba•�1ied t o a fixed point at each Ail. • • ••••• (b) Max. spacing for verticals studs 0�5�04". ' On trusses with spans over 24'-0" the verticals should be spaced at 6'-0" o.c.. Max. (c) Conn. for wind uplift w/ min. 1 1/4", 16 go. twist strap at 4'-0" intervals w/4 10d nails each side of strap. Max. 175 mph wind speed 20'-0" max. wall height. (ASCE 7-10). 12 VALLEY TRUSSES AT QiTru )'-n" n r NAAY 6" WEDGE NAILED TO TRUSS W/2-8d TOE NAILS OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS. MINIMUM GRADE OF LUMBER REFER TO ENGINEERING FBC-2010 SHEETS. LOADING (PLF) L. C. T. C. 30 15 B.C. 0 10 SPACING: 24 INCH 0Z STIR. INCR.: 339 DRAWN BY: CHECKED BY: REP. STRESS: YES Note: Plywood sheathing may be extended below valley trusses. Provide opening for straps to connect to trusses below. Mahmoud Zolfoohnri 13901 S.W. 108�Av�. Miami, FL. 33176 305-253-2i28 DECO TRUSS COMPANY P.E. No. 36',2V 13980 S.W. 252 ST. _ PRINCETON, FL. 33032 v TRUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-191 O Fax: (305) 257-1911 HIP / JACK HANGER DETAIL SHEET 1. FOR HIP CORNER JACK 5'-0" AND T-0" SETBACK, USE USP HJC24 •. • • • • • • UNIVERSAL HIP HANGER, ON BOTTOM CHORD. TOP CHORDS NAIL WITH • • THREE (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE Cd.•IP. • FOR HIP CORNER JACK 9'-0" AND 11'-0" SETBACK, USE USP 14JQ28 • • • • • UNIVERSAL HIP HANGER ON BOTTOM CHORD. TOP CHORDS•1 ATZ WI'1 I-L •'. 0*0 THREE (3) —16D NAILS AND USE USP RT8A (UR) HURRICANE "LP,. • 2. FOR 1'-0" TO 9'-0" SIDE JACKS, NAIL TOP & BOTTOM CHORD iWrNkI THIN' • (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AT -?'OP & • • •. •. BOTTOM. 0 • • 3. FOR COMMON JACKS 5'-0" TO T-0", USE USP JUS26 HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AT TOP 4. FOR COMMON JACKS 9'-0" TO I V-0", USE USP THD 26 HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AT TOP NOTE: Refer to attached Florida Approvals For nailinLy and proper use of hangers. Hanger / Strap I.D. Number State of Florida Approval Number HJC26 & HJC28 Florida Approval Number FL17236-R1 SKH26 UR Florida Approval Number FL17243-R1 RT8A — Hurricane Clips Florida Approval Number FL17236.11 JUS 26 Florida Approval Number FL17232.13 THD 26 Florida Approval Number FL17232 Code Evaluation Information Code Evaluations Most structural products shown in this catalog are listed in a current code evaluation report from the code evaluation agencies listed to the right. The load values shown in this catalog were current at the time of printing but we are continually improving our products through better engineering design and development so some of the evaluation reports may have been updated with better load values after the catalog was printed. In a few cases, we have submitted a formal independent test report from an approved lab to the code evaluation agency and are awaiting on an evaluation report. We recommend visiting our web site: USPconnectors.com/code-reports or, the specified code evaluation agency's web site, shown below, to obtain the latest bad values from the most current evaluation report. Some code jurisdictions may require additional load reductions and/or use limitations for some products listed in this catalog. In those cases, the products may not be approved or may need further review for approval. We recommend contacting the code jurisdiction having authority for your project to confirm they accept the evaluation reports shown to the right, or contact our Engineering Department for further assistance. Code Watch "Code Watch" items are included to highlight relevant sections of the 2012 IBC and 2012 IRC building codes that discuss the use of products contained in this catalog. We strongly encourage you to consult with Y a qualified design professional to review the exact requirements of the relevant code 0 references for your project. e Please note that not all code sections relating to the use of all products in this catalog are included. In addition, some states and local municipalities may have adopted amendments to the referenced code section. Code references are for the 2012 International Residential Code (IRC) and 2012 International Building Code (IBC). Code Reference Key Chart Code Agency Approval Lisfing Code Ref. IC�—'1- ESR-2266 1 ESR-3444 2 ESR-1678 3 ESR-1702 4 ESR-3445 5 ESR-3446 6 ESR-1970 7 ESR-3447 8 ESR-2685 9 ESR-3448 10 ESR-3449 11 ESR-2761 12 ESR-2787 13 ESR-3455 14 ESR-3456 15 ESR-2089 16 ESR-2362 17 ESR-2526 19 ESR-3768 20 ESR-3847 21 ESR-3754 22 IAPMO-UES ER ER-0200 30 ER-0201 31 ER-0311 32 ER-0473 33 'sLAOBS LA City - City of Los Angeles, California RR 25993 R1 RR 26017 R2 RR 25992 R3 RR 25991 R4 RR 25843 R5 RR 25759 R6 RR 25753 R7 RR 25976 R8 RR 25745 R9 RR 25972 R10 RR 25971 R11 RR 25749 R12 RR 25779 R13 RR 25836 R14 RR 25850 R15 RR 25954 16 RR 26048 !Rl7 DO- usP STRUCTURAL CONNECTOR$ Welk Code Agency Approval Listing e Ref. . �1.� • •' ; �' sees _{ )' j "" State bf....' Florid..... Product,'..' Approvals. • • • ' • • • FL17241 F1 FL17232 F2 FL17243 F3 FL17240 F4 FL17236 F5 FL17239 F6 FL17244 F7 FL17245 F8 FL5-M F9 FL17247 . F10 FL77248 • • F11. FL17249 F1 Y• FL176P.4... Flf FL17.325 • • F15• FL77304..' F161 FL17699 • F17 FL2fi Z2.:. F18' FL10739 F19 FL1247.' .' F22 FL2033 F23 FL5631 F25 FL6223 F26 FL17229 F28 FL17231 F29 FL17219 F31 FL17227 F32 FL17230 F33 FL17246 F35 Prescriptive Code — 100 Pending for Code Evaluation Contact us for test data 110 No Load Capacity -- 120 No Code Listing C Contact us for test data 130 New products or updated product information are designated in blue font. Code Evaluation Agency websKes ICC-ES — ESR reports: http://www.icc-es.org/Evaluation_Reports IAPMO Uniform ES — ER reports: www.iapmoes.org/EvaluationReports City of Los Angeles — LARR reports: http://netinfo.ladbs.org/rreports.nsf State of Florida — Product Approvals: wwwflnridahiiildinn nrn/nr lose. .' 6 N m Plated Truss HHC / HJC / HJHC / HTHJ Hip/Jack Connectors HHC — Designed to support hip/hip truss/rafter. Contact USP when using in multi -ply applications. HJHC — Allows for hip/hip support and hip/jack/hip installations. HJC & HTHJ — Used to simultaneously hang a combination of hips and jacks off girder trusses. These hangers fit both left-hand and right-hand applications. An open back design allows for retrofit installations. Materials: HHC, HJC, & HJHC —12 gauge, HTHJ —18 gauge Finish: G90 galvanizing Options: See Specialty Options Chart. Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. _3-1 � .-. Tr 45° ► - 45° %d Typical HJC/HTHJ installation top view 1-3/4" P3-1/4" H 6' HJC a 2" o H 5-7/8". HTHJ } Typical HJC/HTHJ installation Typical HHC installation top view iY 1-7/8" f 9 �3-1/4" HHC 8USP� STRUCTURAL CONNECTORS MiTek . . .... ....•. • !CD • it • . • . . 45° 1 45° • • • TypJal •Fh•1HC • • • • • • installation top view; • 1-3/4" k_4_73 10-1/2"-1/4" HJHC Fastener SchedutO DF/SP S-P-F Allowable Loads (Lbs.)2 Allowable Loads (Lbs.f Supported Member per per Floor Roof UPIIW Foot Roof UprW UP Steen H Memberprong Cede Qtyl Type Qty Qty Description Stock No. Ref. No. Gauge m) Type 100% 115% 125% 160% 10U% 115% 125% 160% Ref. LTHJA26,i � I I 10, 2 x 6 right / left HJC26 THJA26, 1 12 5-3/8 16 16d 5 7 10d � 2385 2740 2980 1840 2180 2510 2725 ll 5 R8. THJU26 I F5 2 x 8 right / left HJC28 12 7-1/8 20 16d 6 8 10d 2980 3425 3505 1 MO 2725 MS 2855 1965 2 x 6 terminal HHG26 12 5-7/16 20 16d 5 10d 3100 3505 3505 2130 2725 28W 2800 1870 TH�66. 2 x 8 terminal HHC28 12 7-3116 24 16d 6 — 10d 3505 3505 3505 2410 2805 2805 2805 1930 130 2x6terminal HJHC26 12 5-7/16 20 16dT75 10d 3100 3505 3505 2410 2725 2815 2815 1935 2 x 8 terminal HJHC28 12 7-3/16 24 16d 10d 3505 3505 3505 2410 2820 MO 2820 1940 _ 10, R8, 2 x 6 terminal HTHJ26 18 18 5 16 16d16d 2190 2520 2740 1790 1920 2110 .10 1225 F5 HJC Specialty Options Chart Option Hip Truss Skew Range 30't0 60' Allowable Loads 100% of table load . Add SK, angle of hip Ordering required, to product number. Ex- HJC26_SK55 �® -Specify angle (60" max) Typical HJC (skewed) installation with altpmatp draw annip tnn view 1) Uplift loads have been increased 60% for wind or seismic bads; no further increase shall be permitted. 2) Loading published for total load of hip / jack connection. 3) NAILS: 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. 1-3/4" H r )�3-1/4" Varies _ 8"max. width HJC (skewed) 0 Hangers SKH / SKHH Skewed 450 Hangers D 4 A 4 �W 1 ,14 W Typical SKH26L installation SKHH210L left skew left skew 'USP STRUCTURAL CONNECTORS MTek D r AVAILABLE IN ■ MN a H COAT d r SKHH21OL-2 left skew Fastew sdkdule2 OF/SP S-P-F Dirnaisiaa (m) Allowable Loads Wr4 "Mr" Loads (l" • Meaft ,lv Beam/Jold USP t w • Cade I 1 I I Floor Roof UppR� FIoBr •Rost UpI 100% 115% 125% 160% 100%L 115% 125% 1699 size Stock No. Ref. No. 6a. W H D 0ty Type MY Type 3 � • Ref. 2x 4 SKH24LIR SUR/1-24 1 16 1-9/16 3-1/4 1-7/8 4 1 16d 1 4 10dxl-1/21 5101 510 510 1 565 395 440 6,1111, i SKH26UR SUR/L26 16 1-9/16 5 1/4 1-7/8 6 16d 6 10d x 1-1/2 830 890 890 1085 708.1'?J •700 980 F3 2 x 6-8 SKHH26L1R 14 1-58 5-18 3-1/4 18 16d 12 10dx 1-12 1950 19M 1980 885 1555 15551 69J 1 130 2x 8-12 SKH28LJR — _ 16 1-9/16 7-1/4 1-7/8 10 16d 8 10dx 1-12 1380 1465 1465 1360 111111) 1 •1160 1Q!•5 ' Q R11,F3 SKHH28L/R — 14 1-5/8 7 3-1/4 26 16d 16 10dx 1-12 2485 2780 2790 1280 2115 2200 22DO 995 130 SKH21OUR SUR/L210, 16 1-9/16 9-1/4 1-7/8 14 16d 10 10dx 1-1/2 1790 1790 1790 1565 1425� t425I�425 1245 0 1.6,R11, SURIL214 • • • • • • F3 2 x 10-14 _ SKHH21OL/R — 14 1-5/8 9 4-1/4 34 16d 20 10dx 1-12 2935 2935 2935 ISM 2311 IV 2M 1210 • 130 • 1-3/4x SKH1720L/R SUR/L1.81/9 16 1-13116 9-1/8 1-7/8 14 10d 10 10d x 1-12 1625 1870 2030 1565 114:F 164Y 1730 12 f i• 0 0 61 0 9-1/4-14 1-3/4x SKH1724UR SUR/L1.81/11, 16 1-13/16 11-1/8 1-7/8 16 10d 10 10d x 1-12 1855 2135 2320 1565 1635 •� hN 1040 a• 12,P • 11-1/4 -18 SUR/Lt81/14 2-2-1/8x SUR/L2.06/9, SKH2O20L/R 16 2-1/8 9 1-7/8 14 10d 10 10d x 1-12 1625 1870 2030 1565 1430 1645 1715 1235 9-1/4-14 SUR42.1/9 2-2-1/8x SKH2O24L/R SUR/1-2.06/11, 16 2-1/8 11 1-7/8 16 10d 10 10dx 1-12 1855 2135 2320 1565 1635 18M 2040 1235 11-1/4 -18 SUR/L2.1/11 2-1/4 - 2-5/16 x SKH232OL/R SURU.37/9 16 2-3/8 8-7/8 1-7/8 14 10d 10 10d x 1-12 1625 1870 2030 1565 1430 1645 1715 1235 9-1/4-14 2-1/4 - 2-5116 x SUR/L2.37/11, SKH2324UR 16 2 3/8 10-7/8 1-7/8 16 10d 10 10dx 1-12 1855 2135 2320 1565 1835 ISM2010 1235 11-1/4-18 SUR/L2.37/14 6, 3x 6-8 SKH36L/R 16 2-9/16 4-3/4 1-3/8 6 16d 6 10dx 1-1/2 830 950 1025 1085 725 830 830 980 R11, 3x 8-12 SKH38UR 16 2-9/16 6-3/4 1-3/8 10 16d 8 10dx 1-12 1380 1585 1585 1360 1210 1255 1255 1240 F3 3 x10-14 SKH310L/R 16 2-9/16 8-3/4 1-318 14 16d 10 t 10d x 1-12 11930 2220 2250 1565 1780 2045 2090 1245 3 x 12 -14 -16 SKH312L/R 16 2-9/16 10-3/4 1-3/8 16 16d 10 10d x 1-12 2210 2500 2500 1565 2035 2190 2190 1245 2-1/2x SKH252OL/R SUNU56✓9 16 2-9/16 8-5/8 1-7/8 14 10d 10 10d x 1-12 1625 1870 2030 1565 1430 1645 1705 1230 9-1/4-14 2-12 x SKH25241IH SUR/L2.56/1 16 2-9/16 10-3M 1-7/8 16 10d 10 10dx 1-12 1855 2135 2320 1565 163s 1880 2040 1230 22 11-1/4 -16 SUWL256/14 f 2-5/8 x SKH262OL/R — — 16 2-11/16 8-11/16 1-7/8 14 10d 10 10dx 1-12 1625 1870 2030 1565 1430 1645 1705 1230 9-1/4-14 2-5/8x SKH2624L/R — 16 2-11/16 10-11/16 1-7/8 16 10d 10 10dx 1-12 1855 2135 2320 1565 1635 1880 2040 1230 i 11-1/4 -16 j ii SKH26L/R-2 ` SUPA26-2 16 3-1/16 4-12 1-3/8 6 16d 6 10d 830 950 1035 1115 725 835 1 865- 960 (2)2x6-8 SKHH261111-2 HSUM26-2 14 3-1/16 j 5-1/4 2 12 16d 4 16dx2-12 7850 2040 �40 885 1495 1495 1495 650 730 SKHH26L/R-21F HSUR/LC26 2 14 3 1/16 5-1/4 2 12 16d 4 16d x-2 (2)2x 8-12 SKH28L1R-2 ` 16 3-1/16 1 6-12 1-3/8 t0 16d 8 10d 1380 1585 1725 1360 12167 1395 1515 1065 6, SKH21OL/R-2 ' SURA210-2 16 3-1/16 1 8-12 1-3/8 14 16d 1 10 10d 1930 2220 2415 1565 1695 1950 2120 1235 R11,F3 (2) 2 x 10-14 SKHH21 OLIR-2 HSUR/L210-2, HSUWL214-2 14 3-1 M 6 8-12 2 20 16d 6 16d x 2-12 1695 3080 3475 3695 2280 2560 2745 2745 130 SKHH21UA-21F HSUR/LLC210-2 14 3-1/16 8-12 2 20 16d 6 16dx 2-12 (2)2x 12-16 SKH212L/R-2 ` SURI1.214-2 16 3-1/16 10-12 11-3/81 16 16d 101 10d 2240 2575 2800 1565 1940 '2230 24051 1235t 3-1/2x8-14 SKH41OUR • SURIL410 14 3-9/16 8-12 2-12 16 16d 10 16d 2255 2540 2540 1565 1995 2290 24001 1215 6, 3-12 x12-18 SKH414L/R ` SURIL414 14 3-9116 12-12 2-12 22 16d 10 16d 3100 3565 3880 1565 2740 3150134251 1215 i R11, SKH46L/R ` SUR/L46 14 3-9116 4-3(4 2-12 10 16d 6 16d 1410 1590 15901 1355 1225 1225 12251 1050 F3 4 x 6-8 SKHH46L/R HSURIL46 14 3-9/16 5-1/4 2-12 12 16d 6 16d 2040 2040 885 1490 1490 1490 650 130 SKHH46L/RIF HSURILG46 14 3-9/16 5-1/4 2-12 12 16d 6 16d 1850 SKH410L/R ` SUR/1,410 14 3-9116 8-12 2-12 16 16d 10 16d 2255 2540 2540 1565 1995 2290 2400 1215 6,R11,F3 4 x 10-14 SKHH410UR HSUR/L410 14 3-9/16 8-12 2-12 20 16d 10 16d 3080 3475 3695 22M 25M 2735 2735 1690 130 SKHH410L/RIF HSUR/LC410 14 3-9116 8-12 2-12 20 16d 10 16d SKH414L/R ` SUR(L414 14 3-9116 1 12-12 2-1/2 22 16d 10 16d 3100 3565 38801 1565 2740 3150 3425 1215 6,R11,F3 4x 14-18 SKHH414L/R HSUWL414 14 3-9/16 1 12-12 2-12 26 16d 1 10 16d 4005 4515 4650 2280 3520 3740 1740 1835 130 SKHH414L/RIF HSIAVLC414 14 3-9/16 12-12 2-1/2 26 16d 10 16d 1) Uplift loads have been increased 60% for wind and seismic loads; no further increase shall be permitted. Corrosion Finish 2) NAILS: 10d x 1-12 nails are 0.148" dia. x 1-12" long, 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-12" long. ® Stainless Steel 17 Gold Coat 'Miter cut required on end of joist to achieve design loads. .. . . .. . . .. - .. . . . .. .. - . = unr- M Tri.J. 7i., n Truss & Rafter HC / HCPRS / HHCP / LFTA / RT Ratter Ties Installation: • Use all specified fasteners. See Product Notes, page 17. • To achieve full allowable loads listed, fasteners must be installed as prescribed in the chart. • Depending on pitch, birdsmouth notching may be required with some models to enable installers to fill all nail holes. • Designer shall determine if solid blocking is required. • LFTA6, RT4, RT5, and RT7 ship in equal quantities of left and right versions. Left version images shown. 00- us P STRUCTURAL CONNECTORS MiTek USP Stock No. Ref. No. Steil Gauge Fastener Schedule�x OF/SP Allowable loads (Lbs.) S-P-F Allowable Loads #Jm)1 o E m $ -a' Code Ref. Truss/Rafter Plate Stud Uplift 160% Lateral Uplift with Sd x 1-1/2' tIpBR 160% Lateral Upfiftwith 8d x 1-1/2" F7 160X F2 160% fl 160% F2 160Y. 01y Type 01y Type Qly Type 16094 160% RT3A H3 18 1 4 1 8d l 4 1 8d -- - 610 190 1 190 610 525 160 1 160 1 52$ • • RT4 H4 18 4 Bd 4 8d - - 410 215 1 215 410 345 18o •180 1S•• RT5 H5 18 4 Bd 4 8d - 540 265 265 540 450 •225 • 225 450 RT6 HS24 18 8 10d xl-1/2 6 10d x 1-1/2 - - 665 800 800 665 560 6 0 6 0 a • F1 RT7 - 18 5 8d 15 8d 585 195 195 585 495 *IV 160 496 • • • RT7A H2.5A 18 5 8d 5 8d 670 210 210 670 565 •1I9' 6 al M 565 • • MAT H2.5T 18 5 8d x 1-1/2 5 8d x 1-1/2 555 210 210 555 465 1j% 1.180 4G5 FV* RTBA H3 18 5 10dx1-1/2 5 10dxl-1/2 775 215 215 775 650 5 80 •• ••• RT10 RT15 H2,112A H1 18 18 6 5 8d 1 8d x 1-1/2 8 5 Bd 8d 6 - 8d - 585 530 195 500 1 195 340 585 530 495 445 160 •�� 160 r4;0 495 —• to, • Rg • • RT16A H10H14a 18 9 10d x 1-1/2 8 tOd 1380 800 645 1380 1160 •6i i 545 11A • • Ff • • RTi6AR H10AR 18 9 10d x 1-1/2 8 10d - 1380 800 645 1380 1160 •670 1160 1 • RT16-2 H10-2 18 1 8 1 8d 8 8d - - 1160 655 415 1160 975 550 345 91`9 • • 10,R8, HHCP2 HCP2 18 101 10d x 1-1/2 10 10d x 1-1/2 - - 800 370 - 800 670 •.410 ♦ 6 0 F: • • NHCP4-TZ HCP4Z 16 8 1 10d 8 10d - 1100 470 - - 920 Af A• • • —� - 130 HC520 GBC 18 11 8d 6 8d 515 470 430 515 445 405 370 449 •HCPRS 18 T91 5 8d 6 8d 540 500 340 540 455 375 285 455 10,R8,F5 LFrA6 z H6 16 8d 8 Bd - - 1210 700 90 1210 1015 590 75 1015 14, R9, F7 R720 f 16 x 1-1/2 4 10d 9 10d x 1-1/2 1200 - - 1200 1 1005 - - i 1005 10,R8,FS 1) Allowable loads have been increased 60% for wind or seismic bads; no further increase shall be permitted. 2) LFTA6: To achieve Fl lateral bads, three nails must be installed on each side on the strap located closest to the bend line. Lateral F1 and F2 bad directions do not apply to roof truss -to -top plate installations. 3) 8d common nails may be substituted for Bd x 1-1/2 nails, and 10d common nails may be substituted for 10d x 1-1/2 nails. 4) NAILS: 8d x 1-1/2" nails are 0.131" dia. x 1-1/2" long, 8d nails are 0.131" dia. x 2-1/2" long, 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long. New products or updated product information are designated in blue font. O Uplift •� _ F1 N 1 y `" a~ i9 '/F2 p Typical RT3A Typical RT4 Typical RT5 truss/rafter to plate truss/rafter to plate trusstrafter to installation installation double plate installation V O,iNI uplift F2 J Typical RT7A Typical MAT Typical MA truss/rafter to 2x4 bottom chord stud to double plate rfnnhlp nlatp inctallatinn inctallatinn inctallatinn 1. Typical RT6 truss/rafter to plate installation - 1 Typical RT10 truss/rafter to double plate fn chid inctallatinn Corrosion Finish O Stainless Steel ® Gold Coat Q HDG M Triple Zinc /'i I Typical RT7 truss/rafter to double plate installation Typical RT15 truss/rafter to rlmrhlp nlatp inctallatinn Hangers HUS / JUS / MUS Slant Nail Face Mount Joist Hangers The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 30' to 45° nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS -18 gauge; MUS -18 gauge; HUS -14 or 16 gauge Finish: G90 galvanizing Options: See Chart for Corrosion Finish Options. See HUS Specialty Options Chart. Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. • Joist nails must be driven at a 30' to 45' angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. • JUS & MUS -16d sinkers (0.148" x 3-1/4") may be used where 10d commons are specified with no load reduction. Double shear nail design Uses standard features fewer nails and length nails faster installation HUS Specialty Options Chart Refer to Specialty Options pages 228-229 for additional details. Option Inverted Flange Not available in Range widths less than 2-1/4". 100% of table load. Allowable 65% of table load when Loads nailing into the support members end grain. Add IF Ordering to product number. Ex. HUS410 IF � t yQ Typical HUS4101F inverted flange installation Typical HUS46 installation n HUS28-2 AVAILABLE IN U S P STRUCTURAL CONNECTORS MiTek T f Typical JUS26 installation — 1.0. W. r • • !0 to 45of • aRln •a •••i 9 ww• W •••••• .AIF&F- H D W MUS A Hangers Face Mount Hanger Charts CUSP, STRUCTURAL CONNECTORS MiTek Joist Size LISP Stock No. Ref. No. Steel Gauge Dimensions (n) Fastener Schedule2,4 DF/SP a Allowable Loads Q Code Header Joist W H D 1 A Qty Nail Oty Nall Floor Roof upow 100% 115% 125% 160% JL24 LU24 20 1-9/16 3 1-1/2 15/16F 4 10d 2 10d x1-1/2 470 540 580 1 320 5, 115, F2 4 16d 2 10d x 1-1/2 560 640 SEIST 320 2 4 JL241F-TZ 18 1-9/16 3-1/8 1-1/2 __ __ 4 10d HOG 2 1Od x 1-1/2 HOG 465 535 580 280 31, R1, F32 4 16d HOG 2 10d x 1-1/2 HOG 550 615 615 280 x JUS24 LUS24 18 1-9/16 3-1/8 1-3/4 1 4 10d 2 10d 675 775 835 510 SUH24 U24 16 1-9/16 3 1/4 2 1-3/16 4 10d 2 10d x 1-1/2 500 560 605 380 R5, 4 16d 2 10d x 1-1/2 590 665 720 380 HD26 HU26 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 10dx1-1/2 565 650 705 2g0 5 F2 JL26 LU26 20 1 9/16 4 3/4 1-1/2 15/16 6 10d 4 10d x 1-1/2 710 805 870 650 6 16d 4 10d x 1-1/2 840 960 1045 650 JL261F-TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 — — 6 10d HOG 4 10d x 1-1/2 HDG 695 800 870 7- '1 ; 31,R1, F320 • 6 16d HOG 4 1 Od x 1-1/2 HOG 830 ' 950� 35 730' JUS26 LUS26 16 1-9/16 4-13/16 1-3/4 1 4 1Od 4 10d 870 iaeo 1ff80 1115 5,R5,F2 2 x 6 MUS26 MUS26 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1285 b4 $ 1,505 • • • 31, SUH26 U26 16 1-9/16 5 1/8 2 1-3/16 6 10d 4 10d x 1-1/2 750 0 755 • • •• 6 16d 4 10d x 1-1/2 880 _ Q 1080 HUS26 HUS26 16 1-5/8 5-7/16 3 2 14 16d 6 16d 27W 3140 3B45 19@6 • i • 5,• H026 HU26 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 10d x 1-1/2 565 705 2 R5 �' HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 10d x 1-1/2 1130 10 7:0 ' ' F2• • JL26 LU26 20 1-9116 4-3/4 1-1/2 15116 6 10d 4 10d x 1-1/2 710 %W 1 11870 650, • • • 650 • w • 6 16d 4 10d x 1-1/2 840 4" 1045 JL261F-TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 --__ 6 10d HOG 4 tOd x 1-1/2 HOG 695 * 8W 70 730 • 31,Rj • F3 6 16d HOG 4 10d x 1-1/2 HOG 830 950 10 55 (F• JL28 LU28 20 1-9/16 6-3/8 1-1/2 15/16 10 10d 6 10d x 1-1/2 1180 1299 1295 855 • • 5,R5,F2 • 10 16d 6 10d x 1-1/2 1400 1600 1740 SG6 " JL281F-TZ -- -- 18 1-9/16 6-1/8 1-1/2 ---- 8 1Od HOG 4 1Od x 1-1/2 HOG 930 10651 1160 73 31, Rl, F32 8 16d HOG 4 10d x1-1/2 HOG 1105 1215 1215 730 JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 4 10d 4 10d 870 1000 1080 1115 5,R5,F2 2 x 8 JUS28 LUS28 18 1-9/16 6-5/8 1-3/4 1 6 1 10d 4 10d 1110 1270 1375 1115 MUS26 MUS26 18 1-9/16t 5-1/16 2 1 1 6 10d 6 10d 1285 1475 1605 865 31,R1, MUS28 MUS28 18 1-9/16 7-1/16 2 1 8 10d 8 10d 1710 1970 2140 1230 F32 SUH26 U26 16 1-9/16 5-1/8 2 1-3116 6 10d 4 10d x 1-1/2 750 840 910 755 6 16d 4 10d x 1-1/2 880 1000 11080 1 755 SUH28 ` - 16 1-9/16 6-5/8 2 1-3/16 8 10d 6 10d x 1-1/2 1000 1120 1210 800 5 R5 8 16d 6 10dx 1-1/2 1175 1335 1440 BOO HUS26 HUS26 16 1-5/8 5-7/16 3 2 14 16d 6 16d 2760 3140 3345 1925 HUS28 HUS28 16 1-5/8 7-3116 3 2 22 16d 8 16d 4170 4345 4345 2570 HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 10d x1-1/2 1130 1295 141 7730 HD210 HU210 14 1-9/16 7-3116 I 2 1-1/8 12 16d 4 10d x1-1/2 1690 1945 2115 730 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUS, MUS slant nail hangers. 3) For JUS, HUS, and MUS hangers: Nails must be driven at a 30" to 45` angle through the joist or truss into the header to achieve the table loads. 4) NAILS: 10d x 1-1/2" nails are 0.148" dia. x 1-112" long, 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish 13Stainless Steel Z2Gold Coat ®HDG OTriple Zinc 0 N S m ca W Plated Truss THD Heavy -Duty Face Mount Truss Hangers Medium -to -heavy capacity face mount hanger. Some THD models are available with a min/max installation option. Materials: See chart Finish: G90 galvanizing Options: See chart for Corrosion Finish Options Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17 • THD Min — Fill all round nail holes. • THD Max — Fill all round and diamond holes. Some model designs may vary from illustration shown Typical THD28 installation U usp STRUCTURALCONNECTORS MTek A 1` I H 3„ W , W THD28 THD double or larger •••••• •• •• Joist / Truss Size USP Stock No. Ref. No. steel Gauge Dimensions (n) Fastener Schedule2 OF/V • • • • Allowable LoaQs(pt. o m •• Code R W H D A Header Truss Min/ Max Qty Type Qty Type Roor I Roof • • d{1lift, 100% 1115%1 fAl r W8 2 x 6 - 8 ii 1 THD26 HTU26 I 16 1-5/8 P 5-1/16 3 ' 1-7/8 Min 18 16d 12 10d x 1-1/2 2645 1 30M SM • 1265 000 • Max 1 20 16d 20 10d x 1-1/2 2940 3335 ►1r®1.11380 2 x 8 - 10 THD28 _ HTU28 16 1-5/8 _ 7 3 1-7/8 Min 28 16d 16 10d x 1-1/2 4115 4485 2i0 • • • Max 28 16d 26 10d x 1-1/2 4115 4670 5040 2330 2 x10-12 THD210 HTU210 16 1-5/8 9 3 1-7/8 Min 38 16d 20 10d x1-1/2 5115 5115 6115 3085 • • Max 38 16d 32 10d x 1-1/2 5585 6335 (Z) 2 x 6 - 8 THD26-2 HTU26-2 HHUS26-2, 14 .3-7/16 5-3/8 3 2 — 18 16d 12 10d 2770 3150 3355 2340 160 (2) 2 x 8 -10 THD28-2 HHUS28-2, HTU28-2 14 3-7/16 7-1/8 3 2 — 28 16d 16 10d 4310 4860 5005 25% (2) 2 x 10 -12 THD210-2 NHUS210-2, HTU210-2 14 3-7/16 9-1 /8 3 2 — 38 16d 20 10d 51i50 6600 7045 3905 I 5, R5, 4 x 6 8 THD46 HHUS46 14 3-5/8 5-5/16 3 2 18 16d 12 t Od 2770 3125 3355 2340 F2 4 x 8 -10 TH648� HHUS48 14 3-5/8 7-1/16 3 2 28 16d 16 1Od 4310 4860 5005 2595 4 x 10 -12 THD410 HHUS410 14 3-5/8 9-1/16 3 2 38 16d 20 10d t 5850 6600 7045 39D5 4 x 12 - 14 THD412 14 3-5/8 11 3 3 48 16d 20 10d 7045 7045 7D45 3905 4 x 14 -16 _(3) 2 x 10 -12 THD414 THD210-3 -- -- HHUS210-3 14 12 3-5/8 5-1/8 12-7/8 9 3 3 3 3 -- 58 38 16d 16d 20 20 10d 10d 7045 6535 7045 7255 7045 7605 3905 3850 i 6 x 10 -12 THD610 I HHUS5.50/10 12 5-1/2 9 1 3 3 38 16d 20 10d 6535 7255 7605 3410 6 x 12 -14 THD612 12 5-114 11 3 3 48 16d " A 20 - 10d 8255_ 8415 8415 4255 6 x 14 -16 THD614 --_ 12 5-1/2 12-7/8 3 3 -- 58 16d 2 10d� 8415 8415 8415 4255 (4 2 x10-12 TH0210-4 HHUS210-4 12 6-3/4 9 3 3 38 16d 20 10d 6535 7255 7605 3850 7 x 9-1/4 - 14 THD7210 HHUS7.25/10 12 7-1/4 9 ! 3 3 38 j 16d 120 10d 6535 7255 71305 3410 i 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) NAILS: 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long,16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish 10Stainless Steel [1Gold Coat C"".,HDG ®Triple Zinc Specialty Options Chart — refer to Specialty Options pages 228-229 for additional details. Option Skewed'' Sloped Seae Sloped / Skewed"- Inverted Flange Not available in widths < 3". Range 1' to 45' V to 45' See Sloped Seat and Skewed Widths > 3" can have one flange inverted. 100% of table load. Allowable 85°� of table load 65% of table load 65% of table load 65% of table load when Loads nailing into the support members end grain. Add SK, angle required, Add SL, slope required, right (R) or left (L), and Add 11F, one flange, square cut (SQ) or and up (19 or See Sloped Seat and Skewed. right M) and left (L), Ordering bevel cut (BVJ down (D), to Ex. THD410_SK45R_SO_SL30D to product number. to product number. product number. Ex. THD410_11FR Ex. THD410_SK45R_SO Ex.THD410_SL30D i 1) Skewed hangers with skews greater than 15° may have all joist nailing on outside flange. 2) Sloped or sloped / skewed hangers with slopes greater than 15" may have additional joist nails. 3) For skewed hangers, the required cut type (square or bevel) of Joist member may vary based on skew angle and width of hanger. Some square cut hangers will require custom pricing due to welded back plate. New products or updated product information are designated in blue font. n m n General Motes Notas Generales Trusses are not marked in any way to identify the Los trusses no estan marcados de nini modo qua frequency or location of temporary lateral restraint identifique la irecuencia o localizacidn de restricci6n and diagonal bracing. Follow the recommendations lateral y arriostre diagonal temporales. Use fas for handling, installing and temporary restraining recomendaciones de manejo, insta/aci6n, restricci6n and bracing of trusses. Refer to BCSI - Guide to y arriostre temporal de IDS trusses. Vea el folleto BCSI Good Practice for Handlina. Installing. Restraining - Gull de Buena Practica Para el Manejo. Insta/acibn. 8 Bracing of Metal Plate Connected Wood Restriccibn v Arriostre de los Trusses de Madera Trusses'*' for more detailed information. Conectados con Placas de Metal*** para informacion Truss Design Drawings may specify locations of mas detallada. permanent lateral restraint or reinforcement for Los dibujos de diseno de los trusses pueden especiffcar individual truss members. Refer to the BCSI-B3*** fas localizations de restricci6n lateral permanents o for more information. All other permanent bracing refuerzo an fos miembros individuales del truss. Vea design is the responsibility of the building designer. la hoja resumen BCSI-B3*** Para mas informacion. El resto de los disenos de arriostres permanentes son la responsabilidad del disehador del ediffcio. iTs DANGER The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iPELIGRO! El resultado de un manejo, levarl miento, insta/acidn, restricci6n y arriootre incorrecto puede ser /a caida de /a estructura o ; a6n peor, heridos o muertos. w A@Z`t u 0o a Exercise care when remov- ing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. m i 992G9FiCL 29 Utilice cautela at quitar fas ataduras o los pedazos de metal de sujetar para eviler dano a los trusses y prevenir /a henda personal. L/eve el equipo protectivo personal para Ojos, pies, manos y cabeza cuando trabaja con A Oa Use fC Zu 6 9 trusses. special care in Utilice cufdado windy weather or especial an near power lines dials ventosos o Handling - Manejo and airports. cerca de cables efectricos o de Avoid lateral aeropuertos. bending. Spreader bar Evite la flexion lateral. for truss VNIM The contractor is responsible for property receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir, descargar y a/macenar adecuadamente los trusses an la obra. Descargue los trusses an la tierra liso para prevenir el dano. IVI n Use proper rig- Use equipo apropiado ging and hoisting para levantara equipment. improvisar. Trusses may be unloaded directly on the ground at Q DO NOT store the time of delivery or stored temporarily in contact unbraced bundles with the ground after delivery. If trusses are to be upright. stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (D.C.). Los trusses pueden ser descargados directa- mente an at suelo an aquel momento de entrega o almacenados tempora/mente an contacto con el suelo despues de entrega. Si los trusses estaran guardados para mas de una semana, ponga bloqueando de altura suficiente detras de la pill de los trusses a 8 hasta 10 pies an centro (o.c.). If trusses are to be stored for more than one week, cover bundles to protect from the environment. 0 DO NOT store on P Para trusses 9 uardados or mas de una semiuneven ground. cubs los a uetes are rote erlos del ambiente. P 9 P P 9 Refer to BCSI*** for more detailed information per- taining to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informacion mas detal- y lada sobre at manejo y almacenado de los trusses an area de trabajo. NO a/macene vertica/mente los trusses sueltos. NO a/macene an tierra desi9 ual. Hoisting and Placement of Truss Bundles Recomendaciones Para Levantar Paquetes de Trusses DON'T overload the crane. NO sobrecargue la grba. NEVER use banding to lift a bundle. NUNCA use fas ataduras para levantar un paquete. A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- A W NG Do not overload supporting lel chord trusses up to 45' (13.7 IT). Use at least structure with truss bundle. three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses itt No sobrecargue la >45' (13.7 m). estructura apoyada con el paquete de trusses. Puede user un solo full de levantar para paquetes de trusses de la cuerda superior hasta 0 Place truss bundles in stable position. 45' y trusses de cuerdas paralelas de 30' o Puse paquetes de trusses an una menl posici6n estable. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas hasta 45'. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45'. Mechanical Hoisting Recommendations for Single Trusses Recomendaciones Para Levantar Trusses Individuales Using a single pick -point at the peak can damage the truss. E/ use de un solo lugar an e/ pico para levantar puede hacer dano al truss. 60or less Approx. t/2 _.7. truss length Tagline e TRUSSES UP TO 70' (9.1 rnI TRUSSES PASTA 30 PIES Bader bar Toe -in Toe -in Attach -� �- Locate Spreader bar 10'(3 m) above or stiffback o.c. max. Spreader bar Ito mid -height 2/3 truss lengtgt h -� Tagline TRUSSES UP TO 60' (18.3 `1 - Il i-� TRUSSES HASTA 60 PIES Spreader bar 2/3 to Q Hold each truss in position with the erection 314 truss length y equipment until top chord temporary lateral Tagline rethe IS installed and the truss IS fastened TRUSSES UP TO AND OVER 60' (18.3 no r re the bearing points. f - TRUSSES HASTA Y SOBRE 60 PIES -� Sostenga cada truss an posici6n con equipo de groa hasta qua la restriction lateral temporal de la cuerda superior este install y e/ truss esta asegurado an los soportes. Installation of Single Trusses by Hand Recommendacciones de Levantamiento de Trusses Individuales Por La Mani (� Trusses 20' t - - f 0 Trusses 30' -' t (6.1 m) or n (9.1 m) or less, f less, support support at near peak. /// quarter points. rill, Soporte Soporte de I cerca at Pico ---- -- los cuartos los trusses -el Trusses up to 20' -►�� de tramo los .4-Trusses up to 30' -� de 20 pies o (6 1 m) trusses de 30 (9.1 m) menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies Temporary Restraint & Bracing Restriction y Arriostre Temporal Refer to BCSI-B2*** for more information. Top Chord Temporary Vea at resumen BCSI-B2'*' para mas informacidn. � Lateral Restraint (TCTLR) 0 Locate ground braces directly in line with all rows 2x4 min. of top chord temporary lateral restraint (see table in the next column). 5 2'o.c., typ. Coloque los arriostres de tierra para at primer truss directamente an lines con cada una de fas files de restricci6n lateral temporal de la cuerda -90' Brace first truss superior veal la table an la r6xima columns . P ( P I securely DO NOT walk on unbraced trusses. before NO camine an trusses sueltos. t- erection of additional DO NOT stand on truss overhangs until trusses. Structural Sheathing has been applied to the truss and overhangs. 4 r NO se pare an voladizos cerchas hasta Revestimiento estructura) ha sido aplicado a la armadura y voladizo5. 'Steps to Setting Trusses Las Medidas de la Instalacion de los Trusses 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de Berra. 2) Instate el primero truss y ate seguramente a/ arriostre de tierra. 3) Install los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea abajo). 4) Install e/ arriostre diagonal de /a cuerda superior (vea abajo). 5) Instate arriostre diagonal pars /os plans de los miembros secundarios para estabilice los pdmeros tine, trusses (vea abaiii 6) Instate la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento an grupos de cuatro trusses hasta qua todos los trusses esten instalados. ETTOTM Refer to BCSI-B2*** for more information. Vea el resumen BCSI-B2*'* para mas informacion. RestraintBracing for All Planes of Trusses Restriccion/Arriostre Para Tbdos Pianos de Trusses Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach to each truss with at least 2-10d (0.128x3"), 2-12d (0.128x3.25") or 2-16d (0.131x3.5") nails. La madera 2x4 clasificada por estres as la madera minima utilfzada para restricci6n lateral y arriostramiento di- agonal. Atadas a cada bra uero con at minimo 2 clavos 10d 0.128x3" 12d 0.128x3.25" o 16d 0.131 x3.5" . This restraint and bracing method is for all trusses except 3x2 and 42 parallel chord trusses (PCTS). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restricci6n y arriostre as para todo trusses excepto trusses OR cuerdas paralelas (Il 3x2 y 4x2. Vea la parte superior de /a column para la restricci6n y arriostre temporal de PCTs. 11 Ti rNr)Pn III ANIP _ i`119WEIA CIIPFPInJ7 Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' (3 m) o.c. max. (9.1 m) 30'- 45' 8' (2.4 m) o.c. max. (9.1 m - 13.7 m) 45' - 60' (13,7 m - 18.3 m) 6' (1.8 m) o.c. max. 60'- 80' ' (18.3 m-24.4IT) * 4' (1.2 m) o.c. max. -Consult a Registered Design Professional for trusses longer than 60' (18.3 ni 'Consults a on Professional Registrado de Diserlo para trusses mas de 60 pies. See BCSI-B2*** for TCTLR options. v Vest e/ BCSI-B2**' para fas opciones de TCTLR. ®• Refer to BCSI-63*** for Gable End Frame restraint/bracing/ reinforcement information. Para informacion sobre restriction/ arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI-B3 ** Note: Ground bracing not shown for clarity. S2' o.gJtyp, TCTLR 10" or Truss attachment Repeat diagonal braces for each set of 4 trusses. required at support s) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT jLA RESTRICCION LATERAL V EL ARRIOSTRE DIAGONAL SON MUV IMPORTANTES! 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS _\ Diagonal Continuous Lateral Restraint braCing (CLR) splice reinforcement \�l Truss Member 444 2x_ CLR I I A L` Bottom G Chords Minimum 2' 2x_ Scab block center d over CLR splice. Attach Diagonal braces every to CLR with minimum 8-16d 10 truss spaces 20' (0.135x3.5") nails each side (6.1 m) max. of splice or as specified by the 10' (3 m) - 15' (4.6 m) max. Building Designer Same spacing as bottom chord Note: Some chord and web members SECTION A -A lateral restraint not shown for clarity. 3) BOTTOM CHORD PLANE - CUERDAINFERIOR Lateral Restraints - 2x4xl2' or greater lapped over two trusses or CLR splice reinforcement. Bo ttom chords 10'(3 m) - 15'(4.6 ni max. _� ►'Truss .iMember Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Restriccidn y Arriostre Para Trusses de Cuerdas Paralelas 3x2 y 4x2 10' (3 m) or Diagonal bracing Repeat diagonal bracing VTOTM Refer to 15' (4.6 m)` every 15 truss spaces 30' BCSI-B7*** for more (9.1 m) max. information. Vea el resumen BCSI-87*** pare mas informacion.'-_ '�- 5 2'o.c., typ. `� Apply diagonal brace to vell-I webs at end of cantilever and at i bearing locations. All lateral restraints lapped at least two trusses. `Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. Installing - Instalacion put -of -Plumb Tolerances for Out -of -Plane. Tolerancias para Fuera-de-Plano. D/50 D (ft.) n�- Length -► Max. Bow 1/4" 6mm 1' 0.3m - T_ � 2' , •� Length -►tJ Max. Bow Le9 TIED) 13 rum 0.6 m Max. Bow p 3/4" 3' t 19 mm 0.9m Length Uci Plumb 1 4 ./line f 25 mm 1.2 IT Tolerances for 1-1/4" 5' Out -of -Plumb. 32 rum 1.5 m Tolerancias para D/5o max I 8 n m 11.8 IT Fuera-de-P/omada. A/+• • 7' 4 1*n 2.1 m Construction Loading i >2.4 m Carga De Construction • •••• DO NOT proceed with construction until all latera�rgsir,ir: and bracing is securely and properly in place. • • • NO proceda con la construction hasta qua todas ?as reM Out -of -Plane Max. Bow Truss Length 7/8" 14.6' 22 rum 4.5 m 1" 16.7' 25 mm 5.1 m 1-1/8" 18.8' 29 mm) (5.7 m 1-1/2" 25.(7 8 mIT • 7.6 ED '{� 4" 29.2' 4d mm • 8.9 lh'J • 20 ?333' 51 mm 00. Maximum Stack Heigh or Material on Trusses' • clones laterales y los arriostres esten colocados ell Ib•r.e • Gypsum Board apropiada y Segura. • • • Plywood or OSI G DO NOT exceed maximum stack heights in tablet right. •• Refer to BCSI-B4*'* for more information. 0 • Asphalt Sting NO exceda fas alturas maximas de monti Vea erresumetr Concr•tgrl BCSI-B4**' para mas informacion • Height • • 12" (305 rum) • • 16" (406 rum) • r • 2 bundles 8" Clay lee• • 1 3-4 tiles high 1. Based on truss live load of 40 psf or PI greater. For other conditions, contact .-- a Registered Design Professional. 9 9 2. Install stacks of materials as quickly as possible. NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUNCA apile los materiales cerca de un pica, a centro de la luz, an cantilevers o aleros. DO NOT overload small groups or single trusses. NO sobrecargue pequehos grupos o trusses individuates. Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses come, sea posib/e. Position loads over load bearing walls. Coloque /as cargas sobre fas parades soportantes. Alterations - Alterations ®R• efer to BC51 B5.*** Vea el resumen BCSI-65. "* Truss bracing not shown for parity. DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte altere o erfore nin 6m n miebro estructura/ de un truss a P 9 menos que este especificamente permitido an at dii del diserio " del truss. Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses qua se han sobrecargado durante /a construction o han sido a/terados sin /a autor- izacibn previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantia limitada del Fabricante de Trusses. "Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, It should seek assistance from a competent party. The methods and procedures outlined thsdocu a t e-intended t e thattheoverall construction thn ues employed will Ptmetrusses into place SAFELY Thesef h ill 1 II'n t nil b 'n trusses are based upon the collective experience of leading 9 9. 9 9 P P 9 per I -involved with thuss design failure and'installation, but must, due to the nature of responsibilities -involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as supenor to the build' g designer's design specification fo ha dling installing, nestraining and bracing trusses and itdoes not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages ansing from the use, application, or reliance on the recommendations and information contained herein. SBCA TRUSS PLATE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608-274-4849 • sbcindustry.com 703-683-1010 • tpinst.org A 111 F/2' A mom �s� c✓P��epxrov ec s c�� W 109" 1 I4ecu I i o 9 BILLING CONTACT SM 25 Ne 108 St Miami Shores, FI 33161 Payment Date: 05/28/2019 Reference Number Fee Name ORES 3jln u� �Etirfs,^vs"N�-yO FZORIDP' Transaction Type Payment Method Amount Paid RC-8-17-2215 CCF (Manual) Fee Payment Credit Card $24.00 DBPR Fee (Manual) Fee Payment Credit Card $17.67 DCA Fee (Manual) Fee Payment Credit Card $11.78 Education Surcharge (Manual) Fee Payment Credit Card $8.00 Permit Fee (Manual) Fee Payment Credit Card $1,177.84 Technology Fee (Manual) Fee Payment Credit Card $29.45 25 Ne 108 St Miami Shores, FL 33161 SUB TOTAL $1,268.74 TOTAL $1,268.74 May 28, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 1 Permit Number Main Address Permit Type Permit Status Apply Date Work Class Finalize Date Square Feet Valuation RC-8-17-2215 25 NE 108 ST Building (Residential) Approved 8/31/2017 Addition/Alteration 452.00 52,000.00 PL-12-17-2961 25 NE 108 ST Plumbing - Residential Closed 12/18/2017 Septic 500.00 3,500.00 PL-2-18-348 25 NE 108 ST Plumbing - Residential Closed 2/12/2018 Addition/Alteration 1/15/2019 0.00 3,000.00 REV-4-18-1024 25 NE 108 ST Revision Closed 4/18/2018 Building 0.00 0.00 MC-4-18-1105 25 NE 108 ST Mechanical - Residential Closed 4/26/2018 Addition/Alteration 1/3/2019 0.00 1,000.00 WS-6-18-1638 25 NE 108 ST Windows/Shutters Approved 6/14/2018 Window/Door Replacement 0.00 3,000.00 RF-6-18-1639 25 NE 108 ST Roof Closed 6/14/2018 Tile 12/20/2018 800.00 7,470.00 EL-10-18-3110 25 NE 108 ST Electrical - Residential Approved 10/9/2018 Alteration 452.00 1,000.00 PW-03-19-620 25 NE 108 ST Public Works Approved 3/22/2019 Public Works 20.00 500. 2,224.00 71,470.00 MIAMI SKYLINE CONSTRUCTION SERVICE CORP.. Phone: 305-899-9696 Fax: 305-899-8840 License: CBC 1260660 CONTRACT, PROJECT NAME: Motiani Residence _ JOB SITE ADDRESS: 25 NE 108 Street Miami Shores, Florida - 1203 (p _ DATE: July 10, 2017 SCOPE OF WORK: New Addition and Renovations Project - DEMOLMON 1. Remove existing septic tank located under new construction area. 2. Remove existing window and block up where indicated in drawings. _ 3. Remove interior door -and window indicated in drawings. 4. Remove return air and block in as indicated in drawings. 5. Clean up and haul away of construction debris. �....�.�;,..-.._.,.BUIILDINGY 6. Land preparation. 7.Open trenches for new footers and column pads as indicated in drawings. 8. Provide and install #5 steel re -bars for new footers. -— .__._ _s ­ _e : - 1­ . _ _. ___ 9. Provide and pour concrete (3000 p.s.i. @ 28 days) for new footers. 10. Provide and install new cement blocks and erect new addition exterior walls. 11. Form new columns, tie downs and tie beams indicated in drawings using plywood and #5 steel re-bars.- 12. Provide and pour concrete (3000 p.s.i. @ 28 days) for new columns, tie downs and tie beams. 13. Prepare areas for new concrete slab using fill, wire and vapor barrier if -and as needed.--- 14. Provide and pour concrete (3000 p.s.i. @ 28 days) for new slab areas: indicated in - drawings. -15. Manufacture and install new wood roof trusses over new addition and tie into existing roof structure as indicated in the drawings. 16. Provide and install 5/8 inch plywood sheathing over all new roof trusses only. All existing roof areas throughout the house to remain and no work has been included to those areas in this agreement. 17. Provide and install #30 roof paper tin tagged over new plywood sheathing throughout new roof areas only. 18. Provide and apply new peel and stick roof system on top of tin tagged paper throughout new roof areas only. Owner/Agent's Initials aff ! Contractor's Initials Page # 1 of 9 NIIAMI SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, Fl 33181 Phone: 305-899-9696 Fax: 305-899-8840 19. Provide and install new Spanish "S" clay roof tiles over all new roof areas only. New roof tiles to be terracotta color thru to match existing throughout the house as close as - possible. Customer understands that Miami Skyline Construction does not guarantee exact matching of new roof tiles to existing. - - 20. Apply stucco finish to exterior face of new blocks installed and match to existing exterior walls throughout the house as close as possible. Miami Skyline Construction _ does not guarantee exact matching of new stucco to existing. Customer understands that - any other area(s) where stucco repair patches are applied the repairs -may -be -noticeable. - Miami Skyline Construction does not guarantee exact matching of stucco - patches to existing surrounding stucco. - - - - - 21. Paint exterior walls and trims of new construction using mid -grade -level paints. Customer to select color(s) of choice. Miami Skyline Construction is including (2) colors maximum for exterior. Each additional color requested by owner shall be charged at a rate of $400.00/per color. Miami Skyline Construction shall select - paint manufacturer. Primer shall be applied to new stucco areas. 22. Provide and install new windows indicated in drawings, All new windows -to be PGT - Winguard or similar, impact resistant glass, white aluminum frame, grids and clear glass (no tints). Miami Skyline Construction is including (4) single hung windows and (4) fixed glass windows.. 23. Provide and install (1) new PGT Winguard or similar, impact resistant glass, single french door with white aluminum frame, colonial grids and clear glass (no tints). 24. Provide and install framing' material for interior partitions and new block walls indicated-in-drawings•to•include 1x3 -1-x4; 2x4;-fuiTing•-strips; studs, -etc =� 25. Provide and install R-5.2 insulation for new exterior facing walls that are exposed and R-30 BATT insulation throughout new ceilings of new addition roof areas only. 26. Provide and install Y2 inch drywall over new framing material in new work areas only. Wet areas and tile walls shall have moisture resistant drywall as well as durock cement - board installed as needed. All new drywall to be taped, plastered and sanded in order to prepare for paint. 27. Window sills shall be finished in drywall. Upgrades are available uponrequest. 28. Replace interior doors as shown in the drawings (door allowance $150 each door). Hardware to be supplied by owner. New doors to be paintable grade.. ,1, � ., - , . 29. Install ceramic tiles throughout new master bathroom floors and around (3) shower _ enclosure walls only. Ceramic tiles shall be installed in standard layout form. Upgrades are available upon request (i.e. marble, stone, porcelain, inserts, schluters,,mosaic,-glass, diamond shape installation, inserts, special patters, tiling of walls 4 feet up or higher, sealer work, etc.). Customer to purchase and provide all tiles and grout material of choice. - 30. Provide and install new hardwood floor throughout new addition floors only as indicated in drawings. Miami Skyline Construction does not guarantee exact matching of new wood floors to existing throughout the house with regards to width, color finish, etc. Material availability is not guaranteed by Miami Skyline Construction. However, Miami Skyline Construction shall match as close as possible. Owner/Agent's Initials0i �7, Contractor's Initials C, Page # 2 of 9 MIAMI SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, F133181 Phone: 305-899-9696 Fax: 305-899-8840 31 Paint interior of new a dition areas only to inc u e walls, ceilings ims using mid -grade level paints. Customer to select color(s) of choice. Miami Skyline Construction is including (3) colors for interior maximum. Each additional -color requested by owner shall be charged at a rate of $400.00/per-color. Miami -Skyline shall----- - -- - --- -- select paint manufacturer. Sheens are also considered as different colors.. . 32. Provide and install new approximately 4 inch tall wood baseboards throughout interior perimeter of new addition areas only. New baseboards -to be paintable grade; _. staining is not included. Matching of new baseboards to existing throughout.the house -is... not guaranteed by Miami Skyline Construction. - 33. Cleanup and haul away of construction debris and materials. _ ELECTRICAL 34. Provide and install conduits and wiring for all new electrical points indicated in the drawings provided for original bid. All existing electrical points are to remain. Additional electrical points requested or above and beyond those on the original -plans provided shall - be charged at $125.00/per point. An electrical point is defined as an outlet, switch, light box, etc. Dedicated circuits and specialty items may be charged at a higherrate-(i.e.-220v, - dedicated lines, home run pipes, etc.). - - - - 35. Customer understands that all lighting fixtures shall be purchased and provided by him and are not included in this agreement (i.e. recessed cans and trims, bulbs, lamps, fans, smoke detector/carbon monoxide detector fixtures, dimmers, timers, etc.). Miami Skyline is not including any data/networking cable work of any kind. 36. Provide outlets, switches and plates in d6cor style in white or ivory color. Specialty items notrincludeddimmers; timer-s; special -plates remote:controis;-etc:).- �- -- -•• •�� _ -- - y-- v� _.. .. _• _'..y . .37. Existing main electrical meter and panel(s) at exterior or in other areas of house to remain as is. .38. Electrical work does not include wall or ceiling repairs needed for routing of -wires• - and/or conduits in areas of existing house. Miami Skyline will need to wait to see what, if any, damage requires repairs once the electrical work has been completed and will inform customer of additional cost of repairs if needed (i.e. installation of smoke detectors and - - recessed lights in locations of existing house indicated in drawings). PLUMBING 39. Install new 1050 gallon septic tank with 500 square foot drain field. Extend main drain pipe at location of old septic tank to location of new tank and make connection. Miami Skyline Construction is not responsible for existing. condition of main drainpipe underneath the house. If existing drain line requires replacement it shall be charged separately. 40. Provide and install water supply lines for hot and cold water to new plumbing fixture , locations in new master bathroom as specified in the drawings. New water lines shall supply (2) sinks, (1) toilet, and (1) shower. Miami Skyline Construction shall tie into existing water supply lines in attic at closest connection point if accessible. If connection point is not accessible and breaking of walls and/or ceiling is required to gain access, there may be additional charges involved. Customer shall be advised prior to proceeding with additional work or charges. Owner/Agent's Initials�e Contractor's Initials �J - K Page # 3 of 9 MIAMI SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, F133181 Phone: 305-899-9696 Fax: 305-899-8840 L -_4 e in to existing samtaryine at exterior running towards new -Io io' n and branch off into new master bathroom. Sanitary lines throughout existing•house and in any other areas, are to remain as is and .no work is being included to them in .this agreement. - - From connection point Miami Skyline Construction shall extend new -sanitary -lines to-- - - - connect to (2) new sinks, (1) new toilet, and (1) new shower. If main drain line requires replacement or replacement is requested, it shall be charged separately. 42. Miami Skyline Construction shall provide and install new vent thru roof stack for new master bathroom. __. �_... _....... 43. Customer to purchase and provide all plumbing fixtures of choice (i.e. sink, faucets, shower mixer valves, etc.). Miami Skyline Construction shall install plumbing fixtures - provided by customer. Variations from the quantity of plumbing fixtures indicated in drawings may require additional charges. MECHANICAL 44. Existing central air conditioning split system to remain and shall be disconnected, _._ relocated and then connected at new locations. As per sheet M=1- existing.unit is to remain-._.-_ and shall be relocated. Miami Skyline Construction is not responsible for the condition of the existing units. If new split unit is requested it shall be charged separately. 45. Provide and install new plenum for air handler unit at new closet location by extending from previous location as indicated in drawings. _ 46. Provide and install ductwork indicated in drawings connecting to new interior A/C unit and supplying the areas indicated. Plans show ductwork routed through ceiling of new addition in flexible ducts to include a 16x20 distribution box. Changes requested to ,-.._...,.. -.- �. the-routing.•of--the�ductwor-k-may be�additional-char-ges:_._...--------,--.-.----: �..____.-n.:_�. 47. Provide and install return ductwork as indicated in drawings for bedrooms to include grills. 48. Provide and install condensation line, refrigeration line and thermostat low voltagew: wiring after relocation of units. 49. Provide and install standard, white A/C supply grills at locations indicated in drawings. 50. Provide and install ductwork for exhaust in Bathroom # 3 - To vent thru walls as indicated in drawings. r 51. Undercut existing bathroom door indicated in drawings.1 inch from.the bottom. EXCLUDED - 52 thru 64: -Y 52. Architectural/engineer services of any kind. Permit fees, processing of permits; city • _ �_ and county fees of any kind (i.e. DERM, HRS, building department, notice of, commencement, etc.). _.. . 53. Termite treatments, compaction tests, roof tile uplift tests, surveys of any kind, etc. Import any fill material. 54. Electrical and Plumbing Fixtures (i.e. water heaters, faucets, tiles, grout, tub, sink, lamps, vanity, bulbs, toilet, etc.). Supply and install shower door. Low voltage wiring (i.e. alarm, security cameras, sound systems, etc.). 55. Landscaping/irrigation work of any kind. Customer understands that these areas may be affected during the construction work. Owner/Agent's Initials r 14 Contractor's Initials C • Page # 4 of 9 MIAMI SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, F133181 Phone: 305-899-9696 Fax: 305-899-8840 56. Flooring work of any kind in any areas not specified in this agreement. Customer understands that as a result of the construction work involved in this project, existing floor areas may require repair, replacement, etc. 57. Repairs to ceilings and/or walls required as a result of any -work -being_performed. inside the existing house shall be charged separately. During installation of existing bathroom exhaust fans as well as return air between bedrooms and hallway and routing of electrical wires may require some walls and ceilings to be repaired. 58. Roofing work of any kind to existing sections and/or areas of roof not located in the - area of new work or connection points. 59. Cabinetry of any kind. Supply and install shower enclosure. 60. Fence work of any kind including, but not limited to, replacement, -repairs, new installations, etc. - - - 61. Sealing, varnishing or staining work of any kind. 62. Plastering complete walls to avoid seeing patches. - - 63. Mold remediation. Lead residual removal or remediation. Asbestos test or special tests required by building officials. 64. Any other work not specified in this agreement is not included and shall not be, -__e. assumed to be included by either parry. PAYMENT SCHEDULE: 65. 5% at signing the contract - 66. 10% Upon foundation inspection 67. 10% Upon blocks are erected 68. 10% Upon tie beam and columns inspection inpeotiori 70. 10% Upon underground plumbing inspection 71. 10% Upon roof trusses are inspected 72. 10% Upon rough electrical inspection - -- - _- -_ 73. 10% Upon drywall inspection 74. 5% Upon plumbing and electrical final inspections 75. 5% Upon mechanical final inspection 76. 5% Upon final Building inspection; punch list items and/or change -orders -will not hold back this final payment. Punch list items shall be covered under builder's -warranty. - Total Price: $97,900.00 (Ninety Seven Thousand Nine Hundred dollars and - Zero Cents). This price is valid for sixty (60) days. 7 `�Q�,,ww� JD77. Alternate Price: $3,250.00G` 4 Remove existing overhead electrical service and install new underground service. Patch asphalt for new service trench crossing the rear alley. Note: FPL charges are excluded. MIAMI SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, F133181 Phone: 305-899-9696 Fax: 305-899-8840 7 . PAYME Tf e Contractor shallave per o m the manner specified in this contract and the Customer shall have become delinquent in his account, then the Customer agrees to pay all resulting collection costs, including, but not limited.to - Attorney's fee for trial, arbitration and appeal. Late payment -will -include 1.5% monthly interest. Job will be stopped if payment terms are not followed. Construction will not be - restarted until payment due is received. Prior to resumption of work the Contract sum shall be increased by the amount of the Contractor's reasonable expenses relating to the cost of such shutdown, delay and start-up. These sums shall be paid along with any prior balance owed to -the Contractor. In -the- -- - event the contractor has completed all the work specified above and final -inspection -....._ =..: cannot be be obtained because of work outside the scope of work specified, above; the r Customer agrees to make the final payment to the contractor regardless. -After completion of each stage of construction, Contractor shall prepare and deliver or e-mail to the. owner- -. an application for payment. Upon Customer's receipt of the foregoing, Owner shall disburse the required funds to Contractor with in three (3) calendar days. 79. ARBITRATION: Customer and Contractor hereby agree to seek informal = resolutions to any possible disagreements arising out of or related to the contract, or" - breach thereof, before pursuing legal remedies. In the event of said -informal -resolutions not being possible, any disagreements shall be settled by arbitration in accordance with the Construction Industry Arbitration Rules of the American Arbitration Association. 80. MODIFICATIONS. Modifications in design, materials, or contract can be made by mutual agreement of both parties. Cost or credits affected by such modifications shall be adjusted accordingly. _----••---•-.•.Change•orders may not-be,car-r-ied••out:without:prior written-approval-fromthe- CUSTOMER/OWNER AGENT. Change orders are works that were not included in the Agreement. 81. DELAY IN CONSTUCTION. Contractor will not be responsible for delays caused - by any act or neglect of the Owner or Customer, or by any of his employees or by labor - disputes, unusual delay in transportation, adverse weather conditions no reasonably - anticipated (rainy days), unavoidable casualties, change orders or change in:the scope -.of:.:.. . work, delays caused by city officials, owner, customer or architect,.or:any.causes:beyond,,.=-=.- the Contractor's control. :._�_. �_ 82. VALIDITY OF AGREEMENT. This Agreement is valid on and from the date it is executed by the CUSTOMER and Miami Skyline Construction Service Corp. The above price, conditions and specifications are satisfactory and considered accepted -and -Miami -- - - -- Skyline Construction Service is authorized to proceed to perform the work as specified. Payments will be made as outlined in Payment Schedule Section of this Agreement. Changes or modifications to this Agreement can be made only by written agreement between the CUSTOIV ER/OWNER AGENT and authorized representative of Contractor. 82. MERGER CLAUSE: This agreement embraces the entire understanding and agreement between parties and it is hereby agreed that this agreement supersedes any proposals, negotiations, or prior agreements. Owner/Agent's InitialtDLI—P Contractor's Initials Page # 6 of 9 MIAMI SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, F133181 Phone: 305-899-9696 Fax: 305-899-8840 83__A.DDITI-ONAL COMMENTS _Contractor shall perform all of the work "Work" as shown on the Plans of Architect Mark Campbell, subject to additions and deletions by written amendments or changes as provided herein, in connection with the Project. The Work shall not include any items or matters being performed by other than -Contractor or its Sub-- Contractors. Contractor shall not deviate from the plans provided by said architect. If contractor does so, contractor, at his own expense will cure any defects/changes to conform_-. _ with said plans. In connection with the performance of the Work: 1.1.1 Contractor shall be responsible for all construction means, methods, techniques, sequence and procedures; 1.1.2 Except as provided explicitly herein, Contractor shall provide and pay for all labor, materials, equipment, tools, machinery, transportation and other facilities and services - necessary for the proper execution and completion of the Work;- - - 1.1.3 Upon completion of the Work, Contractor shall: (i) clean the Project of any and all =- debris created in connection with the Work, and (ii) remove all of its tools, equipment and..... . surplus materials; and - 1.1.4 Contractor shall comply with applicable laws, ordinances, rules and regulations applying to the performance of the Work. - -- 2. At the commencement of each payment period as identified by this Agreement, Contractor shall provide written notice of payment due to Owner. Such written notice shall identify the line items for which payment is requested. Owner shall have a period of three (3) days from R.. - ---� - -r receipt of the notice•of paymenfi toc (1) .verify that the _Wor-k-represented=in-a he.=application.has..i.� _ . been completed in accordance with the standards of quality required; and (2) make payment of the sums requested in the application for payment. Payment will be requested when required inspections (as specified in the payment schedule) in connection with.permits have_ been conducted by the appropriate municipal, county, and/or State authorities. 2.2 Subject to the foregoing, if Owner fails to make payment within said period, Owner will be in default hereunder and: (a) Contractor may stop work until payment of all amounts of all amounts owing has been received; (b) the contract time shall be extended, as appropriate;(c) Contractor shall be entitled to all reasonable costs of shut down, delay, -start up, plus.:interest as provided in this Agreement; and (d) Contractor may pursue all remedies provided in this Agreement or'otherwise available at law or equity. - - -- -- 2.3 Lien Releases: Simultaneous to the time of receipt of a payment required under this -- Agreement, Contractor shall provide to Owner: (a) written release of -lien which must be signed by any subcontractors and/or material men paid for funds from theprevious-payment;:., or who performed any Work in connection with this Agreement; and (b) a written release of _ lien from Contractor for each payment issued by the owner. _ The malting of interim payments shall not constitute a waiver by the Owner on account of. any: (i) unsettled liens; (ii) improper workmanship or defective materials; (iii) failure of the Work to comply with the Plans. 2.4. Final payment: When Contractor achieves Substantial Completion and so notifies Owner, Owner shall have (10) days to complete any inspection and notify Contractor of any punch list items needing repair. Punch list items and repairs requested by owner shall follow MIAMI SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, F133181 Phone: 305-899-9696 Fax: 305-899-8840 industry stands. Own— er shall remit fma pa�willim (3T&y-s of Contractor s completion of punch list items identified by Owner. Upon receipt of Final Payment, y __ „-„Contractor shall provide, a final contractor's affidavit complying with.713.06 (3),.Florida_ Statutes. Any sums not paid when due as set forth in this Agreement, shall: (i) bear interest at the highest rate allowed by Florida law; (ii) be secured by a lien against the Property, including but not limited to, a lien in accordance with the provisions of Chapter 713, Florida Statutes. The making of Final Payment shall constitute a waiver of all claims by the Owner except those arising from: (i) unsettled liens; (ii) improper workmanship or defective materials = appearing during the warranty period; (iii) failure of the Work to comply with the Plans = during the warranty period. - - - - - -- --- 3. TBH OF COMMENCEMENT AND COMPLETION. Contractor shall commence the Work within fifteen (15) days following the issuance of the Building and Septic Tank Permits-., , ("Commencement Date"). Contractor warrants that it will achieve Substantial Completion of-, the Work within one hundred and eighty (180) days from the Commencement. Date ("Substantial Completion Date"). For purposes of this Agreement, "Substantial Completion" means the time that the Work (or - designated portions thereof) is capable for use as intended, except for "punch listitems":. - 4.1. Excusable Delays Contractor shall not be liable for delays caused by "Force Majeure"/"Acts of God," such as weather conditions which render the Work impracticable; the unavailability of materials outside of the Contractor's control, labor problems, strikes outside of the Contractor's control, delays in obtaining required building and/or _-.-.. ;--...-environmental.per-mits,.gover-nmental::order-or-.other-.events.:which..are..beyond.Contractoms.W_.— ,_--, ..-_:..--..I--.-- control. 5. WARRANTY. Upon Substantial Completion, and subject to Owner_ not being in default_ hereunder, including, payment of the Contract Sum in full, Contractor shall provide to Owner a limited one (1) year Warranty against improper workmanship or defective materials in the form attached hereto as Exhibit A ("Express Warranty"). The Express Warranty shall be limited only to the Work performed by Contractor and/or its direct Subcontractors. As to items manufactured by others, such as appliances, equipment or "consumer products", as - defined by the Federal Trade Commission,. Contractor agrees to -obtain for Owner the r manufacturer's warranty without recourse or Contractor warranty concerning those. items: THE EXPRESS WARRANTY IS THE ONLY WARRANTYASSOCIATED WITH THE _ == WORK AND IS IN LIEU OF ANY WARRANTY OF MERCHANTABILITY, FITNESS FOR A PARTICULAR PURPOSE, WORKMANSHIP, OR ANY OTHER NATURE- _ EXCEPT AS SET FORTH HEREIN CONTRACTOR SHALL NOT BE LIABLE FOR ANY CONSEQUENTIAL, EXEMPLARY, PUNITIVE OR SPECIAL DAMAGES, - CORRECTION OF DEFECTS COVERED BY THE EXPRESS WARRANTY SHALL. CONSTITUTE FULFILLMENT OF ALL LIABILITIES TO OWNER, WHETHER BASED ON CONTRACT, TORT OR OTHERWISE. If Contractor fails to provide any item of the Work required by the Agreement, Owner's sole remedy against Contractor will be to collect liquidated damages in an amount equal to Contractor's charge for the appropriate item and for its installation had it been installed at the appropriate time during construction. Owner will not be entitled to, and waives its right to, Owner/Agent's InitiatsDk(A4 Contractor's Initials Page # 8 of 9 MUM SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, F133181 Phone: 305-899-9696 Fax: 305-899-8840 c4 sue Contractor or t e cost of inst at on after completion of construction and/or for of er damages, including but not limited to consequential, exemplary, -punitive or special damages = . of any nature, and/or specific performance. - 6. INSURANCE. Prior to commencement of any Work, Contractor shall, at its expense, take out, maintain and pay for the following insurance: Contractor shall obtain (i) workmen's compensation insurance in accordance with applicable law; (h) comprehensive general liability with a combined bodily injury and property damage limit of not less than $1,000,000.00; and (iii) any and all other insurance coverage's required by applicable law: - Proof of insurance must be provided to Owner prior to the commencement of any work. Furthermore, contractor agrees to list Owner as an additional insured under contractor's insurance policy. Furthermore, contractor's licensed subcontractors must.also provide proof of insurance to Owner prior to the commencement of any work. Subcontractor's -insurance must include comprehensive general liability with a combined bodily injury and -property damage,limit-of $1,000,000 or any insurance coverage's required by applicable law. 7. SEVERABILITY. In the event any term or provision of this Agreement shall -be- - _ determined by appropriate judicial authority to be illegal or otherwise:invalid, such provision.. shall be given its nearest legal meaning or be construed as deleted as such authority determines, and the remainder of this Agreement shall be construed in full force and effect. CUSTOMER / OWNER AGENT: CONTRACTOR: SERVICE CORP. Si r Print Name f+)Mon Signature r _r Print Name Date Page # 9 of 9 MIAMI SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, F133181 Phone: 305-899-9696 Fax: 305-899-8840 MIAMI SPLINE CQNSTRUCTIPl`i SERVICE CORP. Phone:305-899-9696 Fax:305.899-8840 License: CDC 126OW Change Order # 01 PRojFc-r NAME: Motiani Residence jon SITE Atitlttt:SS: 25 NE 108 Street, Miami Shores, FI 33138 DATE: March 02, 2018 DESCRIPTION AMOUNT - Eliminate three windows (labeled F in drawings) with steel columns, adjust opening and install a 6'0" x 6'8" French door. - Build a ne%r 8" x 12" concrete column with 4 # 5 rebars, # 3 ties 8" on center to reinforce new French door opening. - Eliminate one window (labeied D in drawings) from Bathroom shower and block, stucco, durock and file opening. Even exchange of this additional work vs window value. - Remove single exterior door (labeled 2 in drawings) connecting DRm with exterior patio, blockopening, drywall inside, stucco outside. New door (labeled 2 in drawings) has been credited towards new work. - Remove .four windows from two openings (labeled A in drawings) from Family / iDRm, cut and remove concrete block/sill from bottom of window down to floor level. - install two French doors in'the two new openings. Build three concrete landings of approx 7 Ft long x 3 Ft in front of each French door.- Crgdit for 3 fixed window and mull bars (labeled F in drawings) ($1.500.00) Total Change Order # 01 ($4,950.00 - $1,500.00) $3,4550.00 Payment Term: 50% Deposit / 50% when concrete work is completed Excluded: Supply three new 6'0" x 6'8" French doors. Painting and Fluor Finishing in existing house. Permit fees and processing. OWNER'S APPROVAL ature Print Name & DFate M1AM1 SKY NE CONSTRUCTION SERVICE CORP. 12864 Rt ayxxne Mvd. M 176, North MIu14 Fl 33161 Phone.30."99-9696 Fax: 305-8994E840 MIAMI SKYLINE CONSTRUCTION SERVICE CORP. Phone: 305-899-9696 Fax: 305-899-8840 License: CBC 1260660 Change Order #02Rev-1 Project Name: Motiani Residence - Job Address: 25 NE 108t6 Street Miami Shores, Florida 33150 Date: June 7, 2018 DESCRIPTION AMOUNT Supply Three (3) French Doors 6'0" x 6'8" Material Only Total Material Cost including Tax..........................................................$6,338.56 _ DeliveryChange................................................................................$150.00 SubTotal........................................................................................$6,488.56 20 % MSCSC OHP (Change Order#2Rev-1)............................................$1,297.71 Total Change Order Requested..............................................$7,786.27 (Seven Thousand Seven Hundred and Eighty Six Dollars and Twenty Seven Cents) Payment Term: 50% Deposit is required upon the signing of this Change Order. 50% Balance due prior to delivery of material to the jobsite. - This amount is based on estimate #5244107 received and approved by Owner, see attached. - OWNER'S APPROVAL _a - Si ature Print Name & Date "WE APPRECIATE YOUR BUSINESS" MIAMI SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, FI 33181 Phone: 305-899-9696 Fax: 305-899-8840 MIAMI SKYLINE CONSTRUCTION'-" SERVICE CORP. Phone: 305-899-9696 Fax: 305-899-8840 License: CBC 1260660 Change Order #03 Project Name: Motiani Residence Job Addrew 25 NE 1,08th Street Miami Shores, Florida 344-150-- Date: September 12, 2018 ... ...... .. DESCRIPTION AMOUNT Additional Work Not In Scope: -0 Removal of existing Electrical exposed conduit to junction' -boxes and wall .outlet.-, • Install new wiring and four (4) recessed lights in overhang. (2 in the existing house and 2 in the new addition) Replace vent mesh along the overhang where the Two (2) new French doors were installed. Repair overhangs wood where the Two (2) new French doors were installed. Install a light switch to -control the Four (4) new recessed lights. 'Total ...................................................................... . ..................... $950.001, TotalChange Order Requested ................................................. (Nine Hundred andFifty Dollars and Zero Cents) 5;H464-Alb .7 Print Name& Date._ "WE APPRECIATE YOUR BUSINESS" MIAMI SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, FI 33181 Phone: 305-899-9696 Fax: 305-899-8840 Please sign this Change Order in order to procecd with work as indicated above. The approval orthis Change Orderrepresents an cxtension ortime up to date with respects to activity being performed. MIAMI SKYLINE CONSTRUCTION - SERVICE CORP. Phone: 305-899-9696 Fax: 305-899-8840 License: CBC 1260660 Chanize Order #04 Project Name: Motiani Residence Job Address: 25 NE 109th Street Miami Shores, Florida 931-58934 Date; October 10, 2018 -DESCRIPTION AMOUNT Additional Electrical Work— This work is not in scope: .0 -installed: - Remove two existing o ' utlets where french doors were • Add one new outlet between the two new french doors • Lower one outlet in Family Rin • Wire and install two additional recessed lights in Family Rm. Wire :and relocate center light in Family./ DRm Remove two light fixtures from outside overhang Credit to eliminate one recessed light in Bth shower is -included -in price below. Total.................. . I ............................ .............................................. $525.00. Total Change Order Requested ......................... Ive r. 7 Hundred Twenty 'FiV6D61lars and Zero Cents OWNF ISAPPROVAL .4. rg.. Si atone Print Name& Date_ "WE APPRECIATE YOUR BUSINESS" MIAMI SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, Fl 33181 Phone: 305-899-9696 Fax: 305-899-8840 Please sign this Change Order in order to proceed Nvith work as indicated above. The approval of this Change Order represents an extension of time up to date with respects to activity being perfornied. MIAMI SKYLINE CONSTRUCTION SERVICE CORP. Phone: 305-899-9696 Fax: 305-899-8840 License: CBC 1260660 Change Order #05 Project Name: Motiani Residence - Job Address: 25 NE 108th Street Miami Shores, Florida 33150 Date: November 28, 2018 ---- DESCRIPTION - AMOUNT Additional Work — This work is not in scope: - • Remove shutters from 2 windows in the front of the house - Repair stucco band in the 2 windows where shutters were removed • Install stucco band in one window in the new Bedroom Addition (East side) --- • See Pictures Note: Installation of Shutters is not included Painting is not included Total..............................................................................................$750.00 Total Change Order Requested .............................. ......$750.00 ,.,.. (Seven Hundred Fifty Dollars and Zero Cents) Payment Schedule: - - - -" 50% Due to commence work 50% Balance due upon completion _.... �.�. ._y. ... _.. s._ •�:., r OWN 'S APPROVAL �M � new � s.L� T � !Si*wl _ t ! �•19 t -! $ _ _ ignature Print Name & Date "WE APPRECIATE YOUR BUSINESS" MIAMI SKYLINE CONSTRUCTION SERVICE CORP. 12864 Biscayne Blvd. # 176, North Miami, FI 33181 Phone: 305-899-9696 Fax: 305-899-8840 Please sign this Change Order in order to proceed with work as indicated above. The approval of this Change Order represents an extension of time up to date with respects to activity being performed. MIAMI SKYLINE CONSTRUCTION -- SERVICE CORP. Phone: 305-899-9696 Fax: 305-899-8840 License: CBC 1260660 Change Order #06Rev-1 Project Name: Motiani Residence Job Address: 25 NE 1081b Street Miami Shores, Florida 3AIS&- ,3-/., Date: December 12, 2018 DESCRIPTION -,_ _ _ AMOUNT 1. Plaster entire walls in kids BRm, Family and DRm where patches were done. $275.00 CONTRACT - EXCLUDED - 52 thru 64: 62. Plastering complete walls to avoid patches. - - 2. Interior and exterior painting on wall where new French doors were installed:- - EXCLUDED - (See exclusion in approved CO # 01) 3. Cut existing tile to make line straight and install new the accent along French Doors $150.00 (See exclusion in approved CO # 01) 4. Build and tile a shower niche in new Bathroom shower wall. $180.00 S. Install porcelain and small stone instead of ceramic tile, as stated in the contract $285.00 CONTRACT- BUILDING 29. Install ceramic tiles throughout new master bedroom floors and around (3) shower enclosure walls only. Ceramic tiles shall be installed in standard layout form. Upgrades are available upon request (i.e. marble, stone, porcelain, inserts, schluters, mosaic, glass, diamond shape installation, inserts, special patters, tiling of walls 4 feet up or higher, sealer work, etc.). Customer to purchase and provide all tiles and grout material of choice. - Total Change Order Requested..................................................$890.00 - (Eight Hundred and Ninety Dollars and Zero Cents) Payment Schedule: 50% Due in order to commence work 50% Balance due upon completion OWNER'S APPROVAL r.''" � ;z.�`" .,.-.,,-�...-... c�l•f�i.�har3 1dta7.:s,�.yd Ja, 10"_ Signaturd `' Print Name Date Please sign this Change Order in order to proceed with work as indicated above. The approval of this Change Order represents an extension of time up to date with respects to activity being performed. n • SeIRMIWE Pip »e. MOJECT IM66mri Put5id F1 I:. a; ,of Ir empty, t. for % �: _ s both . ai, • ' � + i a. ` tom. i,qe_wCmduits, ' - mpwill be led ,.1will imW C: at the s� e10r T tom con awn* te- 12"' per has cowultedvvit Ccz= ; cmfirnled A'. Total, Change Cirderig 07 ftym,pn t. "C j � * when . 5mciu t)a7. 7yy $114 00 op, J 131 SITE +i.DREK-S: 43 I's.1� iaiI. 16hz 1:1+,N�+,t` w.` ` ixrrmvw;1'S;ci vi" *d .LF.I"i `t .'ua.17j' '' •w�'ia"" .Y 1''k»r'4 i�1.' °�w' .raw � Yf►!�. n.[}••+ta tAta..,. et,. o- � c a �. rt•�.♦ �;JOWOOW� q rkrr s«»arm+h •. 'a:-» + n 7i..'�'��l� ► ►"� t "! .t ?"I. AMP M -i:tt *."C `!+°s ,k a �?+ ,: �1" t'1 v fit. any:til 4j 1*401c': 'fur F, r t; x r4 fi k"O if A n `r,%' c, �7:al,t�f jk,% Ov 4,yJ�4�'I�LL _t�,aai1 P rl� 'i� ft » z �(�"4�� 'C �+F t• :11:^'.'t t +� , ��. � � W r7�Ctti1iA � taG +fit � • i° � .}L. k���''!j� Total Cik"At Order N, O sum cmnpki �►t k Kc Order matt MIMI xt�cir"l 1mpw" � App�rA Al r * n �rt ionvamuct 1eljlikOOtA '1"td drq±C'ta m1, fic t1we Von* wpm t�rr Pcnd1. )' C-VKUtmad1"erm ceff. to r+oordinsft norms 1W of J It ilt , #acm N'r r F <