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HomeMy WebLinkAboutNOAILSubmittal Transmittal PROCTOR nI 4 Detailed, Grouped by Each Number Construction Co: J V 0/ l s to brv, (SS � Un 2050 U84 Ste. 200 SCANNED Vow Beach, Soria 32000 1 _ Tobpho= V72)2348104 p if rim 1 1 # I S I 0 Ll W BY Faxi?12)234-8188 St. Lucie County Harbour Ridge Yacht and Country Club (Lifestyle (Project # HRYCC-1212015 Proctor Construction Company, LLC Harbour Ridge Yacht & Country Club Tel: Fax: 13400 Gilson Rd Palm City, FI.34990 D. 1 .- 0018 Transmitted To: WaiterScherer Transmitted By: Michael O'Neill Stuart Glass & Mirror, LLC Proctor Construction Company, LLC PO Box 3236 2050 Hwy US-1 Sturat, FL 34995 Suite 200 Tel: 772.287.0080 Vero Beach, FL 32960 Fax: 772.288.3123 Tel: 772.234.8164 Fax:772.234.8188 Qtyckagea.lo Descrtption._ ,.... t;rat@_, aka98AF_on SGM 0001- 084313 - 0 Windows / Storefront 3/18/2016 In For Approval Transmitted_M; 8 ivered Vial _ .:_.:= T.rackmgNumhar Approval e-mail SC: Storefront SD/PD/Product Sales Center In For Approval Harbour Ridge Yacht & Country ClubJoe Shambo Harbour Ridge Yacht & Country ClubMichael Salerno RGD & Associates, Inc. Aida Baez RGD & Associates, Inc. Bob Davenport Please see the attached Submittal Item SGM 084313-001.0 SC: Shop Drawings/ Product Data / Product Approvals, for your approval. Please let me know if you have any questions. �I L Signature gned Date Prologhlanager Printed on: 3/4/2016 Prolog Main Office Page 1 f1c.t Opn x C45 Mu5 or A (D Thvs JuAs (3p n t \t CLEAR, LOW E LAMINATED GLASS. NO TINT. WHITE FRAME. dii Mud 0 Famish a CmeWA 0 Related 0 RM2 ub RewOmil O Submit 4etiBea Item remise 9 mM 1a mvtl mMmnn we LM 9no = OCK• LEWIS AND PLANNERS, LLC Sea Suk Digitally signed by Sean Sukhu 2016A3:1:6 12:5 7 -04'00' U1ti�3eCA a�es ��1uInlWvw� -orr� 'rruwi C� Co00 `rarne/`a Wh1A-4- `5�t� ~11n5�1n�'ea Ca,a•� 1 � eril -�vmnpo�c� Ctilas.S ALL MANUFACTURES LABLES SWOWING U FACTORS AND $HOC COMPLIANCE WITH FBC ENERGY CODE MUST REMAIN ON ALL DOORS AND WINDOWS UNTIL INSPECTIONS ARE APPROVED 314116 pate: l 084313 Architect to confirm frame color and glass tint color. /5I1y �,x nTNG DMSION ST. LUC?E COUNTY B REVIEWED FOR IAN, RI VLtVI D BY DATE L3 PLANS PERMIT MUST BE KEPT ON JOB OR NO INSPECTION WILL BE MADE. �cyr�p4ur �Sr.�d�C'. �clvr.�r•� C\vh 01-E3 Table of Contents y �s .p Gv�- _�", r xe .� s f 'ri t, Hurricane Resistant Storefronts • Series I13500 • Series IG600 SECTION E3 PAGE TECHNICALDATA ......... ................................... ...................................................................................... 02-E3 and 03-E3 SPECIALFEATURES .................................................... .................... ........................................................................ 04-E3 IG500 TYPICAL DETAILS .. ...................... ...................................................................................... ........ 05-E3 thru 07-E3 mooWINDLOAD CHARTS .............................. ..................................................................................................... .06-E3 IG500DEADLOAD CHARTS .............................. ........ ....... ............... ................................................... I .................... 09-E3 IG600TYPICAL DETAILS......................................................................................................................10-E3 thru 12-E3 IG600WINDLOAD CHARTS....................................................................................................................................13-E3 IG600DEADLOAD CHARTS ..... ............ .................................................. .......... ........................................................ 14-E3 U:S. Aluminum warrants its High Impact Glazing Systems to perform at the published values for air and water infiltration and structural performance. Testing standards allow for unit intedayer a maximum rip size after impact and cycle testing. Though considered as successfully passing the test, water infiltration can occur through the glazing material in such cases. U.S. Aluminum does not crarrant any glazing materials resulting from impact from wind-borne debris and subsequent cycling under stone conditions. When using this product, U.S. Aluminum recommends specifying a uniform overall glazing thickness of plus or minus .020' (0.5) over the entire area of the glazing unit. This must include edges and center of unit. It is critical to check the glazing unit prior to glazing to ensure the proper thickness of the intedayer. The monolithic glass must be hvo places of 1/4' (6) thick, heat strengthened with a .090' (2.3) SentryGlas•Plus. Intedayer. For insulated units the glass must be hvo pieces of 1/4' (6) thick, heat strengthened with a .090' (2.3) SentryGlas°Plus intedaye , 1/2' (12.7) air spaceand 1/4' (6) thick, heat strengthened outboard liter Due to the diversity in state/provincial, local, and federal laws and codes that govern the design and application of architectural products, it is the responsibility of the individual architect, owner, and installer to ensure that products selected for use on projects comply with all applicable building codes and laws. U.S. Aluminum exercises no control over the use or application of its products, glazing materials, and operating hardware, and assumes no responsibility thereof. The rapidly changing technology within the architectural aluminum products industry demands that U.S. Aluminum reserve the right to revise, discontinue or change any product line, specification or electronic media without prior written notice. NOTE: Dimensions in parentheses ( ) are millimeters untess othervrise noted. Other metric units shown in this publication are: m-_meter - Kg - kilogram Pa -pascal KPa- kilopascal MPa - megapascal Online usalum,com By Phone (800) 262-5151 Online eriaurence.com By Phone ((800) 421-6144 Esc` ,I 02-E3 GEL NALUMINUNi STORM FRONTTM Specifications Hurricane Resistant Storefronts SECTION 08 4113 ALUMINUM STOREFRONTS • Series IG600 a Series IG600 I. GENERAL DESCRIPTION Work Included: Furnish all necessary materials, labor, and equipment for the complete installation of aluminum framing as shown on the drawings and specified herein. (Specifier Note: It Is suggested that related items such as aluminum entrance doors, glass, and sealants be included whenever possible). Work Not Included: Structural support of the framing system, Interior closures, trim. (Specifier list other exclusions). Related Work Specified Elsewhere: (Specifier list). QUALITY ASSURANCE Drawings and specifications are based on the Series (Specify) IG500 / IG600 system as manufactured by U.S. Aluminum. Whenever substitute products are to be considered, supporting technical literature, samples, drawings, and performance data must be submitted 10 days prior to bid in order to make a valid comparison of the products involved. Test reports certified by an independent test laboratory must be made available upon request. PERFORMANCE REQUIREMENTS Air Infiltration: Shall be tested in accordance with ASTM E 283-91. Infiltration shall not exceed: Dade County Protocol TAS 202-94 • IG500 Storefront -1.00 cfm/ft2 @ 6.24 psf = (5.08 Ustm2) • IG500 Pair of Doors -1.00 cfm/ft2 @ 6.24 psf = (6,10 UsW) Outside Dade County • IG500 / IG600 Storefront -1.00 cfmRt2 @ 6.24 psf = (5.08 Us/m2) • IG500 / IG600 Pair of Doors -1.00 cfm/fP @ 6.24 psf = (5.08 Us/m2) Water infiltration: Shall be tested in accordance with ASTM E 331-93. No water penetration at test pressure of: Dade County Protocol TAS 202-94 • IG500 Storefront - 12 lost • IG500 Pair of Doors-12,psf (Water resistant threshold) Outside Dade County • IG600 / IG600 Storefront -12 psf • IG500 / IG600 Pair of Doors -12 psf (Water resistant threshold) Structural Performance: Shall be tested in accordance with ASTM 330-96 and based on: • Maximum deflection of U175 of the span. 3/4" (10.1) max. • Allowable stress with a safety factor of 1.65. The system shall perform to this criteria under a windload of (Specify) psf Dade County Protocol TAS 220-94 • IG600 Storefront Design 65 psf (159 mph) - Structural +/- 97.5 psf (195 mph) • IG500 Pair of Doors - Design 65 psf (159 mph) - Structural +/- 97.5 psf (195 mph) Outside Dade County • 16500 Storefront - Design 65 psf (159 mph) - Structural +/- 97.5 psf (195 mph) - Design 75 psf (171 mph) - Structural+/-112.5 psf (210 mph) • IG500 Pair of Doors - Design 65 Pat (159 mph) - Structural +1- 97.6 psf (195 mph) - Design 75 psf (171, mph) -Structural +/-112.5 psf (210 mph) Forced Entry Resistance: Shall be tested with a 300lb. force applied to the active door panel simultaneously with a 150,lb. force applied in both perpendicular directions to the 300lb. force. Dade County Protocol TAS 220-94 • IG500 Pair of Doors Outside Dade County • IG500 / IG600 Pair of Doors Large Missile Impact Test - Shall be tested in accordance with: Dade County Protocol TAS 201-94 with a 9 lb. 2x4 traveling at 50 fps. Dade County • IG500 Storefront • IG500 Pair of Doors Outside Dade County - • IG500 / IG600 Storefront • IG500 / IG600 Pair of Doors Cycle Load Test - Shall be tested in accordance with: Dade County Protocol TAS 201-94 for 9,000 cycles. Dade County • IG500 Storefront • IG500 Pair of Doors • IG500 / IG600 Storefront • IG500 / IG600 Pair of Doors If. PRODUCTS MATERIALS Extrusions shall be 6063-T5 alloy and temper (ASTM B221 alloyT5 temper). Fasteners, where exposed, shall be aluminum, stainless steel or zinc plated steel in accordance with ASTM A 164. Perimeter anchors shall be aluminum or steel, providing the steel Is properly isolated from the aluminum. Glazing gaskets shall be E.P.D.M. slastomeric extrusions. FINISH Aluminum extrusions shall be given a caustic etch followed by an`anodic oxide treatment to obtain ...(Specify one of the following): _1111 Clear anodic coating #22 Dark Bronze anodic coating 433 Black anodic coating A Fluoropolymer paint coating conforming with the requirements of AAMA 2605. Color shall be (Specify a U. S. Aluminum standard color). Online usalum.com By Phone (800) 262-5151 Online criaurence.com By Phone (800) 421-6144 NT TM GEL •�ram" ,__% Specifications SECTION 08 4113 ALUMINUM STOREFRONTS FABRICATION The framing system shall provide for Flush glazing on all sides with no projecting stops. Vertical and horizontal framing members shall have a nominal face dimension of 2-1/2' (63.5). Overall depth shall be 5" (127). Entrance framing members shall be compatible with glass framing in appearance. Provide for internal drainage of infiltrated water into an extruded aluminum subsill channel where it is drained to the exterior through weep slots. GLAZING Dade County • IG500 Storefront - 9/16" (14) Heat strengthened with SentryGlaso Plus interlayer Hurricane Resistant Storefronts • Series IG500 • Series IG600 • IG500 Pair of Doors - 9/16, (14) Heat strengthened with SentryGlas Plusinterlayer Outside Dade County • IG500 Storefront and IG500 Pair of Doors. Glazing must meet Impact and Cycle Testing requirements according to Local Building Codes. • IG600 Storefront and IG600 Pair of Doors, 1-5/16" (33) Glazing must meet Impact and Cycle Testing requirements according to Local Building Codes. SEALANTS. All metal -to -metal joints shall use DOW 795 Silicone. Door seal gaskets shall require small joint sealer. ftlect;. Automotive Dealershlp. Atlanta, GA III. EXECUTION INSTALLATION All glass framing shall be set in correct locations as shown in the details and shall be level, square, plumb, and In alignment with other work in accordance with the manufacturer's Installation Instructions and approved shop drawings. All joints between framing and the building structure shall be sealed in order to secure a watertight installation. PROTECTION AND CLEANING After installation the General Contractor shall adequately protect exposed portions of aluminum surfaces from damage by grinding and polishing compounds, plaster, lime, acid, cement, or other contaminants. The General Contractor shall be responsible for final cleaning. Online usalum.com 8y Phone (806) 262-5151 Online crlaurence.com By Phone (800) 421-6144 i. 4 r• j F STORMTIVI S L �4�syi sty,.. RONTLUMINUM I r k Specials Features Storm Front" Entrance Doors are 2-3/16' (55.6) thick with a .125° (3.2) wall thickness and feature a One Glass Stop Glazing System for clean sight lines on both sides of the door. Standard corner construction includes heavy-duty blocks. Corners are welded for maximum strength. TH803 _ TH- 80`2 ri:RhU] TH801 Hurricane Resistant Storefronts • Series IG500 • Series IG600 A low profile Air Resistant Threshold is offered for installations that have soffit overhangs greater than the entrance frame height. Check local codes for compliance. High performance Water Resistant Thresholds are offered to provide superior water and air management, along with Ramps to meet A.D.A. requirements when required. Water Resistant Air Resistant Threshold Threshold TH802 TH003 Online usalum.com By Phone (800) 262-5151 Online crlaurence.com By Phone (800) 421-6144 10-0 'ma's. b La�-� UNLUMINUM (+ STORM FRONT Typical Details FOR 1-5/16" (33) GLASS • Glass Size Maximum: 50 Square Feet (4.65 Square Meters) • Maximum Frame Height is 10 Feet (3.05 m) 1; `2l l2j .3 •. �61 TYPICAL ELEVATION Dow 795 Silicone (Typ.) 1G 1006-1/2'(165) Inn.- at Fasteners NP826 Interior Gasket (Fyp') Hurricane Resistant Storefronts • Series 10600 IG6 4( �1 NP825 jl 1 Exterior I r`3;: Gasket (I'yp.) ` 2-I/2" D.L.O. 2-1/2" D.L.O. ` 2-1/2' (63.5) (63.51 G (63.5) FRAME DIMENSION ROUGHOPENING 3/9' (9.51 1 i2' (12.7 2-1/2' (63.5) ^_-1/2" Online usalunixom By Phone (800)262-5151 Online crlatire nee.coin By Phone (800)421-6144 (4 (61 IG67^_ NOT TO SCALE r STORM FRONT:= f LUMINUM Typical Details FOR 1-5/16" (33)GLASS r.1 � TOP RAIL 4-11116" (119.I ) IF.) 50 -Y--- NP825 Exterior 12' OP7iONAL MUNTIN (1) A TOP RAIL at Overhead Concealed Closer 5-11/16' IE502 044.5) IE150 1 5 NP81 Interior Gasket (1)•p.) IE504 2-3/16' NP825 ',-F(55.6)s; Interior 1 i Gasket (lcp.) BOTTOM RAIL 7-5/16' 1E501 (185.7) . —.- J, 10" (254) :`3,: OPTIONAL AD.A BOTTOM RAIL 1E503 Hurricane Resistant Storefronts (-I'; • Series IG600 Door Size Maximum: Single Door -44' X96" V.I x 2.4 m) Double Door- 88" X96' (2.2 x 2.4 m) NOTE: Doors are designed to withstand a pressure of r/- 65 psf (3112 Pa) without steel reinforcement. .EVAT 1E520 IE526 -1712-M16' 4 4-518" 4-5t8" _ (I17.5) (117.5) ,41 (51 JAMB JAMB STILE STILE IE560 IE550 -- Ala_-11---z L 3/I6" -� (4-8) 4-11116" 4-I1/16" (119.1) 9-9/16" o19-I) (242.9) (i, MEETING STILES NOT TO SCALE Online usalum.com By Phone (800)262-5151 online crlaurence.com By Phone (800) 421-6144 s ,.x 12-E3 UNALUMINUM Typical Details FOR 1-5/16" (33) GLASS ;3 (5: S TO-P M FRONT"" Hurricane Resistant Storefronts • Series IG600 IG IUU TYPICAL ENTRANCE ELEVATIONS 6-It2"i165.1J z O v Long at Fasterners IG634 IG62(,SSS52 _ u '- NPS2C6IG147 fyzSu' � 3i,8,' 2s j. , llu::. {TypJ (9.5) Air Resistant Threshold z LFRAME ,ZZTHSO4 D.O. 2-tl2• I D.LO. � tzt1-1:8' �Si 318' DIMENSIONo O TF;800 IG570 (9.51 OPENING O O _. y ,(; __ 11G663 (15.9) AD. Threshold 15.9 {t Air/Water p V Z I 10100 (^ S6917�r n - Resstant Threshold z g 2-1/2' m X (63.5) 3J IG626 (63,5) (4 Aa NOTE: V Q�. ^ 101411 IGb77 Water Resistant Thresholds are a 1 I 1G1 I7 p� NF803 'III ' required unless entrance is located �`PS01 1 I NPSUI under a soffit overhang depth that is T 111 greater than the door frame height. Check locelcodes forcompliance. NPS25 N1,826 Ramps are required when using (12.71 O� Exterior Gasker T11800 Threshold in order to comply Gaskct r;,; with A.D.A. requirements. I IT, it TVp- z IG663 - �6t - .) O h NOTE: Pact numbers shown are ?z *n 3-7/16" 3-7l16" _ available in 24' (7.3 m)stock tir w (87.3) ........... '-- (87.3) ___ _ lengths. Yish usalmn.com for 00 O `3j I66771 ;jj tIG677 more information. NP803 IG-00 a p IG200 Ci NPR03 I NP801 NP801 t For Overhead Concca)ed Close, For Overhead Concealed Closer With Transom NOTTO SCALE Online usalltin.eom By Phone (800)262-5151 Online crlaurence.com By Phone (800)421-6144 acts Rome ��•� •^ rProduct APProval USER: PUEIIc Uszr 75:::NNN'�peD=�I MeeY > ProducL"iCPPDt!rgLGA51%-a�tSn_'2i > Application Wall L� FL15711 FL # tleW Application Type 2010 Code Version Approved Application Status Comments Archived - '•-' ',''i lumlaum Inc. - Division of CR Laurence USA Aluminum Inc.yccnon, product tlanufacturer US CA 90058-1826 _-""-`- Address/Phone/Email (972) 937-9651 Don tiYlflard@usalum.com Luis Lomas e.com Authorized Signature rilomas@Irlorn"P Representative .-,clinical 'x Address/Phone/Email "�""�°"`�• a � "Quality Assurance Representative P - Address/Phone/Email. "-'•�'' " Panel Walls i Category Storefronts Licensed Florida Su C from a Florida Registered Architect or a Report Method Prefessienll Engineer Report - Hard Received Compliance Comp i Evaluation j` developed Luis Roberto Lomas , or Architect Name who Florida Engineer ' Report PE-625I4 . the Evaluation Architectural Testing, Inc. . ..�; Florida License ' Assurance Entity 12/31/2015 Quality •.s,� Assurance Contract Expiration Date Steven t 1. Urith, PE Received Quality Validation Checklist - Hard Validated BY' - . %;-t;.< �.. @0_C91��Q1.R`11 Fyl_5_Zll -;`Yet - - Certificate of IndePendence 2005 _ - and Year (of Standard) Siant ar wDt1A/CSA 1O11L5.2/A440 2.005 Referenced Standard AA%IA/ 2009 ASTPf E1886 2002 - AST[1 E1996 1994 ASTt•1 e1996 1994 TAS 20 1 1994 rAS 202 -"•. TAS 203 j ' it of Product 5lannardc ......,,al8nce Certified By Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending F11C Approval Date Approved Method 1 Option D O6/21/2012 07/24/2012 08/17/2012 10/09/N1.2 FL ft f Model, Number or Name 15711.1 BT601/IT600 STORM FRONT ALUMINUM STOREFRONT --LhII Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +65/-65 Other: 15711.2 I ST6011IT600 STORM FRONT ALUMINUM STOREFRONT - NON IMPACT Limits of Use Approved far usa in HVHZ: Yes '•' `�'';� Approved for use outside HVHZ: Yes Impact Resistant: No ... •t;; ;.x ,., .i..�-;:;.;.c,�_ Design Pressure: +65/-65 Description- BT601/IT600 STORM FRONT ALUMINUM STOREFRONT - LTII Installation Instructions F I�RO_(I 08.01578A odf Verified By: Luis Roberto Lamas 62514 Created by independent Third Party: Yes Evaluation Reports F 1 7 U_RO_96--1106 40 P fj EL157U_R_4_� 5 2 7A Oi Created by Independent Third Party: Yes I IGS00/IG600 STORM FRONT '' Ev %i•% 15711.3 ALUMINUM STOREFRONT - LPf [ Limits of Use Approved for use in ttVHZ: Yes Approved for use outside HVHZ: Yes {: Impact Resistant: Yes Design Pressure: +65/-65 Other: c� ;i .c.-- ..—t---- —'---- L5711.4 l'[GSIIO/IG600 STORM FRONT t ALUMINUM STOREFRONT•NON IMPACT Limits of Use Approved for use In HVHZI Yes Approved for use outside HVHZ: Yes Impact Resistant: No t. Design Pressure) +65/-65 Other: BT601/iT600 STORM FRONT ALUMINUM STOREFRONT -NON IMPACT Installation Instructions FL 1 _R. _LOB-01NQZA odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports ' ,- IG500/IG600 STORM FRONT ALUMINUM STOREFRONT - LMI Installation Instructions EL1571134_Lt_08-OL5_7k", Lf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports IG500/IG600 STORM FRONT ALUMINUM STOREFRONT - NON IMPACT Installation Instructions 1: I RO LL O &!.a 4"S1f Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports ELIS711-ED AE._5_L22z4&Wl Created. by Independent Third Party: Yes rvi,,lJ.t uF.,., 1.2�:+onn E'Iv^fstsit� ranah�sicf422144 °n2n�iQ-1�'� 2 7-:olL$JL�CL$n_d rnvJ v_itaLCrns9i :: acc;,fs!2d7SW.0me to t n, S- nyrunO. S.tata^.•'^S r the itale al HcnJa a Jn •b,/EEU en+rla'I"r. 4teY4LStL 1%P,!2r II4:v1d •'mdlt JJ:1 r.hSPS-drv' PIIkLC rofds. tl je11 EC rot ,dAt YCJF C"mJll .{.!aJll55 P:IupS•`J Ip PSW f r2J)C CUntjhw, 1 3I.9ISIr1,ts 2YVWSndnt tore. iban IdN. ..n,.: meal P> lhn em:ry. Instead, c.:nlJrt ihC rnicc h'I Ghone or EY 1rad:lmnal ma:t. it You havx mF euxibdni. PI - 155.LSp 1. Flov]J SL�:FfeQD,e CaleFer I, :012, Ucn-nsees 4censeJ w11er I.hJPter 15% F S. mv:t nr•:a,:e the ee kaeS, PSrtmxnt adh +n xma:l . !dre)t .1 ih+'Y hF.x L. Roberto Lonlas P-E, 1432 WOOdferd Rd. I.ewisville, NC 27023 335.945.9G95 ecem rllomas@1Irlonnrsp 41annPact rer: US Aluminum Inc. 720 Cel-River Road Rock Hill, SC 2.9730 Engineering Evaluation RePort Repo>'t NO-.- 512225A Product Line: IG5001IG600 Storm Front Aluminum Store front - LMl lies with compliance: The Product listed herein come The above mentioned.produclhos been evaluated flN-3!005 method d �(d�4u[rements of the Florida Department o fairs for StateVA requirements lot he Florida 6ulld n9 Acceptance P Supporting Technical Oocumentatlon: t ppp Luis Roberto Lomas P.E. royal document: drawing number OS-01576 revision A, by Dad I id J 001I 6P EStonn Front Aluminum Stormfront- Ltvll, prepared, signed and sealed by 2. Test report No.: ATLNG 0124- rd, NC9ned and seralend Zone 4 assure, 15.Opsf water penetration. American 7es1 Lab,1n°•., act Test, Level O, y65.0psf design P TAS 201.94 Large Missile Imp Uniform Static Air Pros suI TAS 202 -94 (vnl�io Prressu01 loading 365.cpsf design Pressure AAMAA,yptiWIGSA 1011! 5.2/A440-05 t65.opsf Design pressure: 18.opsf Water penetration resistance AS7M E1866-05 and ASTM E19sile Impact, ressure Luis Roberto Lomas P.E- ASTM E18861 E1996 largne 4 e Load Missile est t.6Level �. Wind signed and sealed by ASTM E18861 E1996Cyclic number 512225.10, PrsPared - 3. Anchor calculations,report Lfmftattons and conditions of 050' Ops( Maximum design pressure: 62 .10 x tot' (Reinforced units) Maximum panel size: 62W x 66'.- (Non-Remforced units) lazed Per ASTM E' -11800-4, see installation instfuclions for glass options. Units must be g protection in wind borne deb[fs regions' This product is rated to be used in the 8 not Framer duct is impact to r ruded Alumlate I and inum 6063 Tyre impa°t P Installation., Units must be installed !n accardancevnh aPP royal document, 08-01576. Revision A. company the ropleas) note thatllich this t have eport is being issued. Also, I don't have nor will acquire.a Cori of Indopondonco; Please note that I dori t have nor vrill acquire a financial interest in an manufacturing or distributing hefty involved in the apProval process of the listed produd(s). financial interest in any Cj OF :W �i��`'•A60R\I31t_ ii�FSs,QNIA; LuisR. Lamas, P.E. FL No:62514 0711612012 loft nail - NOA number for 10500/600 https://mail.google.com/tin i I/?ui=2& i k=97d6d8d63b&view=Ptc""-'... NOA number for I135001600 1 message Walter Scherer <walterkingscherer@gmail.com> Bobby Bedford <Bobby_Bedford@usaium.com> To: "walterkingscherer@gmail.com" <walteMngscherer@gmail.com> Hi Walter Wed, Jan 27, 2016 at 4:10 PM Please see attached FPA and the NOA numbers once approved by NOA counsel. NOA LMI - M-D NOA 15-0519.03 (previous 09-1015.04 Storefront OS Door. �4LMI - M-D NOA 15-0519.04 (previous 09-1021.07) - Storefront - FPA See attached Hobby BecJnrd :Ippliecrtions Engineer Unfired Stoles .il umimon-1 f'asaGnc•hie Divisinn of CA Laurence Co., Inc. bobby_bedford@usalunt.corn plrr))re: (972) 937-9651, Ext. 7285 f•'ns: 600-289-6440 1/27/2016 6:39 PM MIAM MIMMI-DARE COUNTY, FLORIDA METRO -DADS FLAGLER BUILDING BUILDING CODE COMPLIANCE pRFICE (BCCO} 140 \YEST FLAGLER STREET, SUITE 1603 1563 PRODUCT CONTROL DIVISION M.2901IAMI, FLORIDA 33130-6339 (305) 375.2901 FAX (305) 372.6339 United States Alumu 720 Cel-River Road Rock Hill, SC 29730 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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 "IG-500/IG-600 Storm FYont" Aluminum Storefront System —L.M.I. APPROVAL DOCUMENT: Drawing No. 08-00861, titled "Series IG500QG600 Storm Front Aluminum Storefront - LMr' Sheets 1 through 10 of 10, dated 09108/09 with revision A dated 01115110, prepared by manufacturer, signed and sealed by Luis R. Lomas, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state 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: Acopy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the jab site at the request of the Building Official. This NOA consists of this page I and evidence page E-1, as'well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 09-1021.07 MwMwnoacourrr Expiration Date: March17,2015 Approval Date: ➢larch 17, 2010 Page 1 United States Aluminum Co oration A. DRAWINGS 1, Manufacturer's die drawings and sections.Front Alun-linum 2 Drawing No. 0 8.00861, t l0 of S0, dated 09/O8I09 erles O Sh rev son a dated 01115/10, Storefront LMI" Sheets 1 through Luis R. Lomas' P.E. prepared by manufacturer, signed and sealed by B. TESTS er TAS 202-94 per TAS 202-94 1, Test reports on: 1) Air Infiltration Test, p 2) Uniform Static Air Pressure TS Test, Loading 3) Water Resistance Test, p TAS PA201-94 4) Large Missile 02-94 Impact Te FBC TAS 203-94 5) Cyclic Loading Test,p r F1 C TA15 2.1, TAS 202-94 6) Forced Entry Test, P along with installation diagram of aluminum storefront system ort Nor ATLNC-r system, marked -up by American Test Lab, Inc. North, Test Rep David Wesley Johnson, P.E. Ysto J_1 dated 0 22ana, with addenda and #2 dated 5/31/07 and 10/08/0 respectively, all sign ed C. CALCULATIONS 1 'n with FBC-2007, r ared, signed and sealed by Luis R. Lomas, 1, Anchor verification calculations and structural analysis, comp Y� dated 09/14/09 and revised on 2/Z/10, prepared, P.E. Complies with ASTM E1300.02/04 D. QUALITY ASSURANCE trance Office (BCCO). 1. Miami Dade Building Code Comp il Co., Inc. MATERIAL CERTIFICATIONS E. on 01I14/12. 1, Notice of Acceptance No. Glass®interla layer" dated O5/13109eexpiring for their "DuPont Sentry F. STATEMENTS 1, Statement letter of coLuo R Lomas, P E financial interest, dated October 5, 20 , signed and sealed by G. OTHERS 1. None. E-1 product C011trol 9"Buyul 17,22015 Etroltjon Date. ApprovatDate: 111a ch 17,2010 03 Jo Iles LarbYlw• ..•• __-..-. sr33a I:aam. is.. . — . 'xyt tlt C9 •cN opyMJ q C9BW-SO , mo-f j�f4 y:W>3S SSOb> t •3•d �o.vel 'tl rynl u 5310i1 0!tt N04YA311, '•c!w"a Sxi30 Gl`ZIlO 0\Y tYlilYn Inl - NOtll3NOl5 a 5310'i Oa E. OtDON?Y L p /,r�i^ n(INIn113v S�OnJ ntl015 OOMly00101 531tl35 w�M �wr�� 531W OYY 5,.`?bYh313 I �_/- OSLLL O$'lYN MWtl 'O� L33F �,iA%}JKnY 050Y M]Atl-l3•l pLL AbJdV a530 AIY.IFpN31b S SD3.,X.pp5pC S31U3S % I eav � o-ra nos�ma IS 335 3Sn .B/[ $t al+.n>» octal 'TYn .4/L'OL 6' VAY. 1 M. is VAN. 6' LMY. �k•) sf4-P - I V2 IYatMC- oc. PP. PP. F.Wt u4S r NO a/U/10 oosm I-1 T VIA. Pr. J 0 O O 6 TIP. T— OF Q PP. 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RaidD Fie. 626%, /1 IEK SC 1-1.1 vn 6LCIRR P00 MD MPPOISO SJ HT 3Y OTPEPS 3/0- MAR-b%i S;L TO BE SET PTO OF M-w W VN. STEEL FP WZG BY O..m fl2r VNt: Sr.Y ,PWnEDSSEAuIT I,yFE�gfl 1 pS T E3 afifl IJ/ A'al BE COI'I II A1O1 MPPOK] SEI1A�' a 9 Q S 2- v.\. < EV6EOVERi COMPETE O ® V < I- 0111CRS V a Y V. a 1A2- V.v r- EWc OST. EWE PST. O 91EEEFAIV B-IE. D S PAD TAS£PiBA AF $vV I I of OM40 SElV'xt VUSI BE CO'rLPLD B( OMEPS OIIN MGPOr'FD 16G>. 1111. SF•V'q $RCL OTHERS q( OMFPS — INTESIon � ✓� EX(Efl%M 1/1•.iFR $ERPo } xaF/OS 11.'i. � BiCACR P00 M'D 6fl'C'.0 SRFL MFPOVEO E[/IA1f (p}V+G g( oixega � JAMB WSTAEEATO $.STMMIN ""'. '.61514 4 6116" 1 39/61' .�--T1aII.21/x. �� Lf) R" 11� /,{;OAIZONTALM \•J'/4W]XN6tE>TS Di5' 4 m/D4' l 63/a4• Enjoin r © FinntiEa'LA.—I lW/I �J L�� 1 ] 1(3- I`.� �L O2 hUtN FAhM�iX LS�mwfouwaw rcun Qi At 4VFMNE-9'16'1]Us9 EYTtt.C6aw6T+.u9aor3raf T16oE 1 61/a4' r 1 n/3]' 41/64' � IXIHKfUHP [SaKX Fy1NLCEaHW �� 4 T u � sx6 v p(Tfll![EOHWAW IXNn.(df' pC/f I�I 9 FflLEH 71CA1.-3 NIO Q 6y1pAEaHWTW6041'n��CX OFhL�iLM�x .vxs•eLass a —�IItU rn• - .e Ldi A. Lomas P.L. 41adLa'Ne. 6t514 I iil pv r�----s i/a•-1 �s sussru 6xramenu6—w,�ua9n on•nrol ' 4 19/SR• ---� `Nr ry 11 a 1 1/i4• u F/LLEHJA.V1eHEAD 6nraxuuwwcVam rs.c9r rvG< 4 1>/64 R RS/SR- —{ R9/6Y I r 1 1,/SR• 9 i6 EEL SUFFENERHEAVY ravl2oena AavmSr VR R 11/16' S/6' Y2l RS/)R' 24l' ] 7/I6' R 9/8' S I/I6'. V� L EXTEHA�R Q4SKETpH GASKET _ �ry R, ncvdxHerExGxu � 6a>rvvxF o� VERMAL CLOSER PLATE rP9wwW rEF{R2T ♦LVVIVVV ,�/' Lol, A. Lem., P.E. Fl9dde N.. 6251, Mt41 Vt — R'lY.p L` iLi V.(V1N fVm 01/IJ/10 01/IS/'0 PL .aI ❑E4 112 JVYS -110"�\ / IIEU is OR 12 y 'IN +12 SVPi Ll1 PEV /1OR /2 1 O 11 12 0 ) OR � 1) 2 / � In. 19 OR 19 SWS C00 RE" II OR I) y 5Ol O 55 2 IIE'A 112 S'WS W IO loor I/ O ILFV 11 OV /2 iol/ 3 / O1J /5 OR tR y / } © / }6 Ci } ' FiW.fEAS^.FAIBLY OETA0. IS UNITED STATES ALUMINUM cR 9 )NI <Eltn!CR ROAD' ROCK NRI, St 29R0 � )•10 SERIES 2500/16600 STQRU BONE ALUVINUN }b EFR. ME STOREFRONT - LIN CORNER CONSTRUCN011 OCUNS ti11 n FJN 09-00961 A Luis R. lenwa P.F. TwNCe xo. 62911 x..c NT9 — 09/09 09 i1410 OE IO busines its Profess) l r Product Approval n USER: puDBc User Regulation PmI -+� A2roval Msy> I'MUd or Aoolkanon S"Mh > Application LIST Search Criteria Refine Search Code Version 2014 FL# ALL Application Type ALL Product Manufacturer Corrim Company Category ALL Subcategory ALL Application Status ALL _Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Dole Searc- Apolications FL# TIM Manufactmmr Validated By Status iM4-R Revision Corrim Company Category. Windows Subcategoryi Fixed Jorge A. Pomerantz, P.E. (954)394-8521 Approved History FI-14311-RZ Revision Corrim Company Category: Exterior Doors Subcategory: Swinging Exterior Door Assemblies Jorge A. Pomerantz, P.E. (954) 394-8521 Approved History Opp y OBpR Shill De revfened aM 2tme4 Dy me NOC endjdr Cw CortNY55bn rteorssary. M S:: lit Ulf Mon Stn - T R h � FL 32399 Phone: BSD4V.IBM TN Stem of Fbdda b an A MEO enOtlayen r&mmaM200210.3 sem OfFIMtl :: pdrayStalon' :: Aol nbUW Stabs olt;:4 UMsta mm 1 `ryReddned Cfamish as Com w 13 Re)epted O Red:e and Resubmit _ O SuW Specified Item + LEWIS PLANNERS, LLC 6'Digitally Sea n7 signed by �,�, Sean Sukhu S U k�l' 1 Date: 14:53:( -04'00' FREER, aWA Crea k �ar�i t�=: SAFE nnen do Otwd t n Uyuu do kenSao n rou ere a IiLenSee under Michael O'Neill- ev. 314116 :Data 08 io oo' http://www.fIoridabuilding.org/pr/pr_app_lst.aspx 2/23/2016 FIBERGLASS OUTSWING DOOR LARGE AND SMALL MISSILE IMPACT RESISTANT 100° MAX FRAME WIDTH (P.W.) 94 314" MAX D.LO- 0 MAX v MAX DYP.) -3- 6° MAX (TW.) . o low �d m� B G. TO TOP OF HINGE BOLT 30 CLOSER A $ i 0 36 �\ CLOSER A.B `ftEO� fANOME SW. 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ANCHOR SCHEDULE 0 wPu U F -fyPICALALLSIDES 2 N DOUBLE DOOR WITH, SIDELITE NOTES. 1 1/S-r-D° EXTERIORELEv imlol I I tel USED iN THE DESIGN OFIMIS SYSTETf. WINDIDADDURATLON D FORUSE WIiH 113(S SYSTEM SHALLOE OCIDRMMED BY OTHER6 4-PPUTED OR OTHERIW$E PROTECTED WITH CORROSION -RESISTANT WM ED LOADS. WOOD RESISTANTSI-IMERS. TO THIS DOCOMENTARE NOT PERMITTED AND INVALIDATE I II FRAME WIDTH (F-W.) 6•TO TOP OF HINGE MAX w r$ B \d L ate oenoeoLT //VE INACf226 lOCl2 �2T 28 1 TYPICAL DOUBLE DOOR 2 3/2' - V-0' EXTERIOR ELEV 9 ANCHOR SCIIEOVIH SEE ELEVATIOZt4/2 FOR HINGE OFFSET FROM TOP 6 DOTFOM. AND TYPICAL SPMNG TYPICAL FIRE DOORFIRE DOOR Z 112' EXIERIORELCV WIDTH x oD 1 a V i IOCN 35 26 z i `zm n2a a a� N GE 8 ' ANCHORG 5' 4U+ c ANCHOR (irp:) � m SONEOVIE � ,� $4 O rHREsxow- U PICALSPACING 47 3/4'MAX DDOA NOR SPHE04LE, PANEL WIDTH. TT. ALALLSIDW.. SEE ELEVATION 112 FOR HINGE ONSET FROM TOP ROOTTOM P:S AND TiNICAL SPACING SS 3 TYPICAL SINGLE DOOR fig, 1/2-a11W EXTERIOR ELEV L, M FNC�C�+eC]4'1J •NOTE: ALLJAM3 MAY IN NETALL U INCHANAN MAY 3E $SED TERGEABLY FORR TPAN5EC DETELIGHT]A VaDE SILIS, SEE DETAIL M MR HFAOFR OPNON$ 1 TYPICAL TRANSOM 3 2• a 1' 3* HORIZ SKUQN 9 14-1937 oescnimox� ANCHORS ATHEM PER - eRARRLEEeuranro,ve (1¢FFwFDVRI E%ISRNG AN SCHEDULE (SEE EIEVATiOUS) EXISTING rnNCRETE " !!� • y . '// 4y - 't HOST 5TRUCNRE 2 ORMASONRYHOST-':/ �'�.ij,.! i% STAUCTVRF %i%�; /:':>i i4i FXISIFNP MOSTTUR •'+"" l� �//�,' MAX. i SHIM ,y 7 MIN, la GA METAL STUD um 85 ALT. TRANSOM FRAME OFTION#1 ALT TRANSOM FMME 2 - I J --ALT. TRANSOM FRAME � OPTION #T (EXPANDED] ,s �$ r� 1/a° EXTERIOR INTERIOR .� 9 S --NOTE, ACT. TRANSOM FRAME OPTION R3 (EXPANDEO)19 AF➢LIfAaFE FOR HFADEA J INSTALLATIONS ONLY. ALL ORiER _ % ^ a g e g 6 TRANSOM FRAME OT4101b MAY BE USED 'INTERCHANGEABLY FOR HEADER, JAM3AND BFLLINSTALIAIIONS AS WELOWMDITIONS z o G a G a$ DICTATE. CL gig ' a a o V op �'• yY1 F�.F d P]JJ r �. PG S7 �a°[ sro 1 TYPICAL DOUBLE DOOR Wl TRANSOM�� q 2'=3'•M VERTSECTION � '° s 0 aQU REEO(sEETMEL IONS, 14-1937 A PEk ANCHORSCHEDULE P�AZORS PAGE DESMMIGM " ;�EEDGE �DIST DOT. STWG EMBE. i HOST L/ 4 SSTRUCTURE V MAX. ' SHIM 1/4` MAX. D d r 5/@" SHIM SEE DETAR3/3 FOR M' 1 /F1 223/4° - IWERIOR 6 ALTERNATE D00A ;. ro Ma%DI.O. y\:\ )AM60PTIDNS 1�4•'Ap : i1 O 5 5/6• 34 5J8• 1 DA.0'. 011 L"I pOr. $ `Q•``S ANCHORS PERRI - \ S t, SLHEOU \ 6 6 5 S `, EXISTING HOST s PI o SEEDUAL.113FOR ] 2° II -0S" STRUCTURE- 53/4"—'---36°—{-53/4" 2° �jC -sm �$ AL'IPAN4TE 47 1/2° NAXOOOR PANEL WIDTH 7 In' NIA% DOOR PANEL IYID ]I WW SIDEIIGHT/FMNSQMIAMB 2" ]/lG"EXTERIOR 3w. OFHONS _ J 120MAXFW EWIDTH(V.W.) 1 TYPICAL DOUBLE DOOR. W1 SIDELIGHT < $ 2 =t'4° ANCHORS ATHEAD AS HOR SECHON EXISTING EXISTMG REQUIREDPERANCN0' FXLSTINd% CONCRETE OR SMEOULE (SEE ELEVATIONS) i CNM1450N EXISTING -a ��, 1/4'• ;' MAX. / .�, CONCRETE OR i (�MASOPIRY L MASONRY� / %;�,/ RVI;-;' :/' !/ HOSE HOST q�/ E%ISBN , �; /i 4 /� '• `'�,/' ° % HOSTy' �' .%/ /•.; . .! ;% SIRUCTURE�\•�\\ ci --I g ;y. SHIM �,/� :%'. HOST ��.' % STRUCTURE 1/4• STRUCTURE O/i;;' N0 ;'..,� /j:: / STRUCR 1 . STRUCNRE;'1;'7 ._I N a d NA MIN. z B ' SHIM Ue' iry STUD u '•' Dom, 1 ] -= MNERLINER C X� t-j SEE UETAR 1/4 S/6' 1 R 4 T 4 4E LT D00 �O�LLgqryry� ' v y 4 FTIRFLTERNATfi ALT. DOORFAAAIE OPTFONYf u IOw! Z C g ON�;S JJS SIDEUGHT/HEADER 4 OPTIONS N M 6 a°ALT. DOOR FMME mN i�4i to S OPTION 83 (EXPANDED) 1£LRR ^Gg3 10R TNiER10R $�'' I IO ID --5 LY v Q' �dF ° 51B• +*NOTE: ALT. DOOR FRAME OPTION l3 a ! � i (fI -DEDj IS APPUCAELE FOR HEADER OT[: NO TIUiESW OR INSTALLATtON5 6NLY. ALLOTFEA DOOR d HEADAS�VIRED JDOKIONS NHEAOER Y BE EIAMO uu0�� [wREACHAw ¢ABLY FORFRAME �� ANO x p ww0 :n �.6 mo INSRAUATIDNS THRESHOLD INSTALLATLONS AS FIELD CONDITIONS=ATE. HE €3:SEE DETAIL I/4MRALTERNATESIDELIGHT/SULANCHORS R114119371 AT THRESHOLD ASDTTOIREQUIRED(SEE'ELEVATIONS.SILL MSTALLATION ANrnORS PER ANCHOR EXSTING SCHEDULE- 1/4" CONCRE FORMAXI—:iY ��/:!.i MASONRY 3/B` ��%.:' EDGE SHIMHOST S71tUCNRE EDGE DIST. DiST. a TYPICAL SIDELIGHT E 5„� a TYPICALDOOR�STRUCTURE $ T=1'-0• VERTSECIION SEEDETAIL2/3FOR Oa aNL PLTERNAIEOOOR uSHIMX• .- ]M/R OPTIONS 1/4-PA Q N '* 5 1 SHIM IAMB ANCHORS •y:s •g�-V u NTER[ •"c PER evCHEDULE .Z,•v A $y W 5 343/4' (SEE ELEVATION)[`' EXISTING ` ` - Q 43 HURE 0 6 MAX D.lO S 9 �EXLSTINGHOST NOANCHORS SI7RU NOH09' STRUCTURE 2 \ 4 `\ STRUCTURE REQUIREOATMEAD - ''TRUCNRE 5/U° — 7 M' 3y'57/8' 473/M1'M PANELWIDTH s555 EXTERIOR s 48" MAX INSIDE FRMIE WIDTH .. —52• MA%FRAME WIDTH (F.W.) � a > TYPICAL GLAZED SINGLE DOOR : OTHRESHOLDOR HEADER ANCHORS PEQUIRED .J_I 6 Y.1'-0' HORN SECTION FOR SINGLE -DOOR F INSTALLATIONS V 15 } N g 3}° 90 L6 a J/a' MRX. SHIM LSE' MAX F11ANE WIDTH (FW.)� {-1/4' MAX SHIM 12 FXIEItlOR 9 N i Is i5. ECt °\ I I INTE IO _ i ANCHOROR SCHEO� I I o. ANCHORS PER 5' i I I ! %ANCHOR SCHEQUIX 4 43 51 48 EXI F,•e I I / as �g� \% 'EXISTING CONCRETE STINGS' % �. �.' �i ,�•✓% %' B OR MASONRY HOST HOB o SF5 \ / SNUIGNRE NO ANCHORSTHIHES OLO ,l`/,. STRUCTURE ATTNRQIOIA � X /�. � 15 9 9 35 25 EST¢RIOR TYPICAL FIRESINGLE DOOR vow= 1/e' 6 6°al'-0' VERT SECTION ttPIR41RFx0aEEN: r�Vss 14-1937 4W MAX INSIDE FRAME WIDTH sE' - pPGEYESCRIPRON i [2� TYPICAL FIRE SINGLE DOOR 6 V. P47' HQRIZ9ECT10N 3/16' LUIINATED GLA$$ 3/1WL IINATED SIASS 1I.((BEE OPf10N5 BEIDW) (SEE OPTIONS BELOW) 3M a49: EXFERWR I INTERIOR 7=11 I E 10 I T ENIQS 10 CM KU0VH8 GLWNG TAPE [_ 1 3 3/8' MIN. 3/8" MIN. GVss BITE GIA55 BITE 12 47 DOW m SIUMNE CAU 9] �DOW 993 SILICONE CAUIX GUSINGTPES: 3/160 H.S. / 0.096- S6LUTIA SAFLEB FVB IMERIAYER / 311V H.S. 3/16'. N.S. / 0107$' OLDCA!I%E GLASS SiORMGLASS INTERIAYER/ 3/16' H.S. ® 1M WIRE GLASS W/ 3/W EXTERIOR LEMAN (FOR U$E ONLY WITH FIRE OOQR) 1 TYPICAL GLAZING DETAILS 'l / N.T.S. VERTSEUION M OSSSJi EWf Y'WIREGIASS •'� /4 MIN.S MNE BB o.I INTERIOR 0.25' MIN. . EXTBOOR KJN. MO�INIWBOIOW ^ FPMESYSIBMIWALL MEfA151Md'GA',dIC. V y N 3/8• MIN. SITE 6AZIHOTpE Y $ 1$•PHB 3° MpS lIP 1¢K" FMONCCERIVff�R d 15 1S s Q yqt 1DETAIL g O YJ I8 FIRE DOOR GLAZING FOR USE ONLY WIri1 FIRE DOORAND GUIZINGTPE'C' Noo S L) z zGB U FM jNAPR0, R6 Y. AMY 2 ANCHORSCHEDULE: A/ No�¢� s w Rod o E is 6 iy i IY y N 4 P ¢� p PAM 8E g. o Y ANCHOR NOTES: 1. USETN CONtUNL BE tYFA EX INR ORDMCE W FOR ANOIORIDGAAgNS ANO)OR AF ONSG. $ • 6� u 2, ANQIORS SHNL REINSTALLED IN ACCORDANCE W17H MANUR9ONRERS REOOMMCNDATIONS. y'TAPCONS SHALL SE STAINLESS STS ONLY. ¢ a 3. ALE UMUN)WOO STUD TO NARROW 'EDGE DISTANCE FRAMIMAACCEPTABLE FORAMrAO BEL WOOD FRAMING). S�II, NORN ALO(MIN)WOODSTUD(1K4 SEDGE DISTANCELSACCEPTABLEREATFRGHORB TO WOOD FMMfNf�. _ S. WN114UM TSDMMTRESWILEB NOnDIN PINE'G=O.Sj ORGRMA U14EMSE �. S. MINIMUM STUCCO, EOM, BRIa,LLDAS ER WALNANISHES. H,EDVLE MINIMUM EMBEDMENT ANDEWEDISTANCE EXCLUDES MASONRFOAM, BRIO(,AND OTHER II6STEEL MINI. 6, T MASONRY ANCHOR SMALL ALL' MASThINIM M TO 18EL FBI HAS NYAM IN'WAMINIMUM DIMENSIONS OF I' WIDTH AND TN7. WHS. EMBEDMENT HALL BE 9" MINIMUM TO FRAMING, PBISTING C YYFA 10115 M UM. � IS ]. YMERSEXWOA EQUATE WOOS FRAMING GMWIG',EXISTINGCOPLYWOOD MAY VARY. FIELD VENFYTNAT FASTENERS ARE1NT0ADEOVAR )SMA F LL BE ANC MEMBERS.NOT INFO PLYWOOD. WOO8. ANCHORAGE WITH OTHERS) OR WOOD SCREWS REQUIRES ME OF FRP ER LOADS TOBLOM(ART THEEXISITNG SiItUCTUPE. EB3j S. ANOfORMOWIgISMONSORW000"C OREQUIREOWOFSMGMDMRINRTB20). 10. • NO ANOIORAGE 15 gE4VIRED AT THE HEAD Oft THRESHOLD OF SMGW p00RINSFAWT[ONS 47i WUDIt®f 937 ROH, co) 0 MAXIMUM TYPICAL SPACING MINIMUM ANCHOR CLUSTERS ATHMptta y MBE F0�01B E Ill LENTEq OFOOUgIE g}.TRANSOM F SUBSTRATE ANCHOR, IXIENOEOFMIAE gTREN NAPII" e= 1AMe9 �' R 9 0.D' AT FA" DW/QT NO�g D4DRATHFAO4N ORSIOEMIE WUBLE.DWR AT FERROUS RARi RlI•. OTHERFRgMFS• FRpME(PTRTTef qLL OIHENGPAME3 111 NAtgg fIPTRNTAPCOryBTIBtOUGH WD40 BUCI(S OR NR6.TLY VOD 10.6" G.UBTEROF (� CILSTFI(OF CWGTFA OF MAEON1WRlONCRERWi1x MtA NA IB`PGNAX O.D. i6"O.0 M4% WA pNCH0.46.SPACEDT BANCHOR9 (�PACFPT �A�TPS MWQAUMFb1RfDMENlAN01M fiNN' O'G MWIMUM®GE MSTANCE 0.G D.C. HatOW 6NTITWlPPCON8TXR0UGH W900 BUCKS OROIRECiLY INTO 1g" GW6TEROF (B) 4LDBTEROFPI .CWSTEROF CLUSTER OF CONCgEtE M1MSONRYICONCRETE NfTHf�NY 18"0.0,M1M%. ISO.G MA% O.C. 1g"O.C.MgC ANCNOflS6PACE0 AN4MOA98PACEC (OANCNOfL9 PjgHLHOR6 BIOpLOR BVNk1UM ETABEDNhTITANDC MAX }L4°D.G J.Y40.F SPACFOSS•d• SPACEO88'd• CONCRETE NINVAW,I POOE016FPPoCE O'r" �`P" T MABONRYPNCNOR 1YD.C; MAX Rd"0.0 FVS Zak NIA R ANCNOREAT �ER SPACED ICI P)ANCHORSAY CENIFAOS�OEOte" 6NANCHORS WA � MAT SPACEOS'OA WiR6 AN60NRYANCHOR N0.G. hiiX 14°OA. LMIL 26" O.C. WA �(UANCMORAT COMER H)ANCHORAT BjANCHOa DEiiN:REOAT WA � CENFEP MULLION AfgyrO0D6CNEWWRNt-Ih' t0.6' CLU9TEROFRj CLUSIFROF CWBTEROF MMIMUAITHRFAO PENETRATION N'q ITO.G Milt 0.G tTO.G MAX WA AxCHORS (M ANafoRS (g)ANCHORe LVOODBUCKOR WOpOH(i8T gNSSp`MBUMUM EDOED45TANCE MN( SPACEDTOD. 6PACEOT0.G 6PPCEp TGG STRUCTURE (O+B.EEMVf1dUM rsh WODOSCPEYVWITIII Milt 1<' tg'A.G MAX CIUbT[ROF (e) CLUSTEq OF (N CLUSTEROF CLD6TEROF IIIMxDMTNflFADFENEIPATION AN03M'M1SNIMUNEOGE 019TANCE 1M'O.G MA% ANCHORS SPACED 3"O.C. ANCHOgs' SPACEOYOIl (IIANCHOAS SPACmYQG (b)ANCHOa$ 6PAC608.O.G T.0.230 i 2.630 --� 1,5�00 4-- 0219 I I I I-L 9OFFI{IIIRRIII�EE DOOR COLLAR 1.500 �- 0.129 IS00 O5 DOOR SUPPORT TUBE 12.000 I 0230 ®EXTENDED MULLION n ©PAR DOOR SUPPORT —} ae�5 50 63 1,550 -� � OA09 t-- O,688 ll ALT GLASS STOP 9.080 ®MODIFIED FRAME 2.000 0100 ADJUSTABLE SECTION J— I j asoo 0.500 10 GLASS STOP BAR ,v- C- i ;a PROCTOR Construction Co. 2666 U9l Bte. MG Vem Bea M, Fbrkb UNG Tebphone: r7rl)n"164 Submittal Transmittal Detailed, Grouped by Each Number Harbour Ridge Yacht and Country Club (Lifestyle (Project # HRYCC-12/2015 Proctor Construction Company, LLC Harbour Ridge Yacht & Country Club Tel: Fax: 13400 Gilson Rd Palm City, FI. 34990 Date: 311512016 Reference Number: 0021 Transmitted To: Sean Sukhu - Transmitted By: Michael O'Neill Peacock + Lewis Architects and Proctor Construction Company, LLC Planners, Inc. 1295 US Hwy 1 2050 Hwy US-1 North Palm Beach, FL 33408 Suite 200 Tel: 561.626.9704 Vero Beach, FL 32960 Fax: 561.626.9719 Tel: 772.234.8164 Fax: 772.234.8188 Approval W BI 0003 - 061000 - 0 Rough Carpentry 3/29/2016 In For Approval e-mail Items✓''-O.: ".-«, Description ':Notes, ","•, "�": .I='': .., �Jteirl?Aotton ` .. " 2 1 PD: Truss Tie -Down Hardware In For Approval Cc: ;Com an" iName Contaiet.Name Co ies- Notes Harbour Ridge Yacht & Country ClubJoe Shambo Harbour Ridge Yacht & Country Club Michael Salerno Remarks" Please see the attached Submittal Item W BI 061000-002.0 PD: Truss.Tie-Down Hardware,. for your approval. Please let me know if you have any questions. Prolog Manager Printed on: 3/15/2016 Signature Prolog Main Office Signed Date Page 1 02.0 russ BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE i United Steel Products Company 14305 Southcross Drive # 200 Burnsville, MN 55306 SCOPE: MIAMI-DADE COUNTY, FLORIDA METRO-DADE:FLAGLER BUILDING. 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 372-6339 This NOA is being.issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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: HLPTA75 Wood Connectors APPROVAL DOCUMENT: Drawing No. MD0503, titled "HLPTA75" sheet 1 & 1, with no revisions, dated 05105103, prepared by United Steel Products Company, signed and sealed by Robert W. Lutz, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County:Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state 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 renews NOA # 03-0508.04 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 08-0715.01 MIAMI-DADE COUNTY Expiration Date: November 20i 2013 L-25 Approval Date: September 4. 2008 f3��2�t Page 1 United Steel Products Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS- 1. Drawing No. MD0503, titled "HLPTA75", sheet 1 & 1, with no revisions, dated 05/05/03, prepared by United Steel Products Company, signed and sealed by Robert W. Lutz, P.E. "Submitted under NOA # 03-0508.04" B. TESTS 1. Test report on HLPTA75 Wood Connectors load capacity, parallel and perpendicular to the wall and uplift per ASTM D1761, prepared by Stork Twin City Testing Corporation, Test Report No. 033047, dated 04/29/03, signed and sealed by John D. Lee, P.E. "Submitted under NOA # 03-0508.04" C. CALCULATIONS 1. Anchor and wood connectors capacity calculations prepared by United Steel Products Company, dated 05/06/03, signed and sealed by Robert W. Lutz, P.E. "Submitted under NOA # 03-0508.64" D: QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. None. F: STATEMENTS 1. Statement letter of code conformance issued by SouthEast Structures, Inc., dated 07/01/08, signed and sealed by Robert W. Lutz, P.E. 2. No change letter issued by United Steel Products Company, dated 07/01/08, signed and by Robert W. Lutz, P.E. G. OTHER 1. Notice of Acceptance No. 03-0508.04, issued to United Steel Products Company, approved on 11/20/03 and expiring on 11/20/08. E -1 J iF �S Carlos M..Utrera, P.E. Product Control Examiner NOA No. 08-0715.01 . - Expiration Date: November 20, 2013 .. Approval. Date: September 4, 2008 : �2 2 /0 HLPTA75 GROUT FILLED CONCRETE BLOCK (C-90) W/ TYPE S MORTAR !1 l WALL REINFORCING REQUIRES (1) #7 BAR @ CENTER OR (2) # 5 BARS @ SIDES. (SEE SECTION ..2121.2.3 OF THE FLORIDA BUILDING CODE) L2� HLPTA75 18 GAUGE GALVANIZED'(TYP) SECTION 2121.2.3 OF FLORIDA BLDG. CODE PRODUCT CODE DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS (tbs.) W1 W2 H1 H2 TRUSS SEAT L1 L2 UPLIFT H,LPTA75. 7 3/.8 1 9/16 5 1/8 9 9/16 (20) 106 X 1-.1/2 (2) lOd X 1-1/2 01 1715 1 2125 GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G90. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED, (� 3) ALLOWABLE LOADS HAVE BEEN INCREASED BY A SHORT TERM DURATION FACTOR OF 33% FOR WIND LOAD CONDITION. NO FURTHER INCREASE IS ALLOWED, ()� 4) ALLOWABLELOADS-AREBASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION �y�n 1997 EDITION FOR SOUTHERN YELLOW PINE /� J (G= 0.55 OR BETTER). LL TEST PERFORMED IN /I;1 ACCORDANCE WITH ASTM D1761. (U 5) MINIMUM '2000 PSI GROUT. 6) PENETRATION IS:ASSUMEDJD BE 1 1/2' INTO WOOD. BETWEEN RAFTER & STUD. as oom$YiFq Wien We 00" BWIdivgCode Oa•07/ ;Pr A,mptmwFmo ._ d..._ G UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MK 56069 PHONE (507) 364-7333 'AME: HLPTA75 5/5/03 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG, NO. 55409 1 OF 1 I MD0503 MDADE FaMenerv, -7777�-:� :7 ------- =w' Model �—j OU T XlrW7 XI i Concrete 16 600 L7 —�(,166j Tfdbfb,, OY,-, 1TSM16 16 7-10d 4-Ax2l/l Titen 4-1/4xlY4T!ten 860 860 750 750 ATSM20. 20 7-10d 4-YWI/Mten 4-%xlV4Titejn 860 750 750 .,860 2351 90, i2UMflift' — Model N W H P 'C' f Concrete 'J Joist upjjft Ao�wnl' HU26 lVjG 3M6 2% 4-Y4x2Y4 Titen 4-1/4xl%Tittn 2-10dx1K 290 1545 HUM 1%6 51/4 2% 6-%x2Y4T!ten 6-Mxl%Titen 4-10dkl'A 575 2400 _71k,— -2VV�--f 4- NTiten -'10dxl!& 575" 2900 HU26-2 3% 53A 2/2 12-YwNTiten 12-1/4xl%Titen 6-10d 1085 3950 HU48 3%6 6"Mfi 214 14-1/4xV/4Titen 14-%x1Y4Tden 6-10d 1085 4350 4 gy1T"AW, -I HU210-2 Va 813A6 21h 18-1/4x2% Titen 18-Y4xll/4Tden 10-10d 1810 5085 HSUR/L26.2 Va 41% 2M6 12-Y4x2Y4Titen 12-MlMiten 4-16dx2% 815 26255 Connector ' " rasteners AIIMMOIe'U�lltf[ Lp$QS (IQS j,5 Model No. Material;_ Thickness : To Rafterl a 33 mil, 43 mil , mil (ga)�Truss CMU Concrete: �20 ga) LTA2 Perpendicular to 43 (18 gay 10 - #10 Embed . Embed.. 1295 1425 Wall Installation LTA2 Parallel to _ ; 43.(8 ga). 10 #10 mbed_ Embed 1295:. 1390 InsG�llation: . _ :.. _ _ _ , tWaIC S/HGAMiCKT $8 (14 ga) 4 - #14 4-'/4x23/4 Titen 4 - /4x1 V4 Titen 810 850 .,, H108 43 (18ga) ' . 8 #i0 "; 2 4 -fiten HD ` 2 = %' i4 Then kD ` 915 SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# Product FL# . DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4' LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7. META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473:18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473,19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.16 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 114732 HTSM20 11473.11 MTSM20 11473.2 SIMPSON STRONG -TIE COMPANY, INC. Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 3222419041821-5206 Evaluation reports are the opinion of the engineer who prepared the report, basednn the findings, and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P. Arneson, an employee of Jai Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined in.Florida Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved, evaluation entity. Neither Jeffrey P.. Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code. All test reports were prepared by an approved testing laboratory. . REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY:. SIMPSON STRONG -TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated,in Florida Administrative Code Chapter 913-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong -Tie Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40; HETALI2, HETAL16, HETAL20, HHETAI2, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL. Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM2104, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION' Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either'/ax2%" Titan Masonry Screws for a masonry wall, or'/4x13/W Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener -schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of,twist straps for masonry.. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either%x2'/<" Titan Masonry Screws for a masonry wall, or'/<x13/4" Titan Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1. for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson '/4 X 1'/2" SDS screws (provided with the part), and fastens to the wall with either'/<x2'/<" Titan Masonry Screws for a masonry wall, or'/<x 13/4" Titan Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. . Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson '/4 X 1'/z° SDS screws (provided with the part); and fastens to the wall with '/4x2'/<" Titan Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong -Tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete wall. Embedded truss anchors fasten to a single -plywood truss with 10dx1'/ nails or to a multiple -ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and HETAL, and 51/16" for HETAL). The strap portion of the anchor is 1 Y" wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50; Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dX1'/2" common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a. high capacity connector: used to anchor single -ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dx1'/2" nails. They are embedded in the masonry or concrete wall -to a depth of 41/2inches. The strap portion of the anchor is 1 %" wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33 The strap anchors are 16 ga. steel and the seatis 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table, 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1'/4" wide for use on 1'/z' and larger members. They are installed with 16d common nails to the wood and either '/4x2Y4" Titan Masonry Screws to masonry, or'/4x13/4" Titan Masonry Screws to _ concrete. The MSTCM Strap is 3" wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the. wood and either %x2'/4" Titan Masonry Screws to masonry, or'/4xlY4" Titan Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4.. The galvanized coating complies. with the G90 requirements of ASTM A653. 'Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non -pitch specific girder tie down that can be used in new;construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Shang -Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS'/4" wood screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie''/z" diameter Titan HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and Fu=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and Fu=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong -Drive Screws (which are provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be'/" deeper than the specified Titen HD length. The SIDS screws are installed best with a low-speed''/z" drill and a %" hex head driver. Predrilling holes for SIDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm) for the LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued -laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir -Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce - Pine -Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield strength Fyb: Common Nail Penn ei ht(inch)Fyb Nail Shank Diameter (psi) 10d 0.148 90,000 16d sinker_ 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure -preservative treated wood shall be hot -dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong -Tie 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, fc 2500 psi Masonry, fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi. Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 psi or by proportions) 6. INSTALLATION Installation shall be in accordance with this report.and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845, H756 2/27/90, 1216/00 HTSM 02-3667 1/30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3125/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674, 02-3802, 02-3861,04-4675' 614/02, 6/8/02, 7/24/02, 2/8/04 META FT 02-3674, 02-3802 614/02, 6/8/02 META F2 02-3674, 02-3802, 02-3861 6/4/02, 6/8/02, 7/24/02 HETA Uplift 044676676 02-3862, 04-4 6/10102, 7/26/02, 2/8/04 HETA F1 .02-3803 6/10/02 HETA F2 02-3803, 02-3862 - 6/10102, 7/26/02, -HHETA Uplift 02-3676, 02-3863, 04-4674 6/4/02, 7/29/02, 2/7/04 HHETA F1 02-3676 6/4/02. HHETA F2 02-3676, 02-3863 6/4/02, 7/29/02. HETAL Uplift 02-3803, 02-3862 ; 04-4676 6/10/02, 7/26/02, 218/04 HETAL-F1 D793 3/17/94 Page 5 of 13 Simpson Strong -Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13102 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02, 5117/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17102 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004, 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHL/R Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, M222, M224 7/13/06, 7/13106, 7/13/06, 7/14/06, 8/03106 LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, M217 9/11/06, 9/11/06, 10/20/06, 10/20/06 HGUM Uplift M729, M731 8/3/06, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report; subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this reportare not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perp. to Plate/Allowable Lateral Peril. to Plate < 1.0 10. CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong -Tie Florida Building Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Fasteners= Allowable Uplift`Loads Model Length,, 1 60 ` No Ga (im) CMLl 'J "Concrete Southern 'Truss/Rafter" (Then} (T;den) Pine/Douglas.Fir- Spruce -Pine Fir. Larch MTSM16 16 .16 .7-10d. 4'/4x21/4 4'/4X1:% 875 755 MTSM20 16 20 7-10d 4-1/4X21/4 4-1/4X13/4 875 755 HTSM16 14 16 8-10d 4-1/4X21/4 4?/4X13/4 1175 1010 HTSM20 14 20 10-10d 4?/4X21/4 4-'/4X13/4 1175 1010 HM9 18 - 4-SDS1/4X1'/z 5-1/ 144 51/ 1?/4 805 690 HGAM10 14 - 4-SDS'/4X1'/z 4'/4X2Y4 4-1/aX2Y4 850 850 Notes: 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern! 2. HM9 allowable F1 load shall be 635 lbs (DFUSYP) & 545 lbs (SFP), and allowable F2 load shall be 200 lbs (DFUSYP) & 170 lbs (SPF). _ 3. HGAM10 allowable Fl load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs. (DFUSYP) & 950 lbs (SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 Y:" must be used when framing anchors are installed on each side of the joist or truss. . Figure 1 Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong -Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS fi Model No Ga Hk t t �= 1 PlyiSot Pme Truss . Y'So2P oe 7iuss� Lateral,Goads .g ^ META12 18 8 7-10dx1'/ 1450 6-16d 1450 340 725 META14 10 7-10dx1+% 1450 6-16d 1450 340 725 META16 12 7-10dx1+/2 1460 6-16d 1450 340 725 META18 14 7-10dxi% 1450 6-16d 1450 340 725 META20 16 6-10dxl% 1270 5-16d 1245 340 725 7-10dxl% 1450 6-16d 1450 340 725 META22 18 7-10dxl% 1450- 6-16d 1450 340 725 META24 20 7-10dx1'% 1450 6-16d 1450 340 725 META40 36 7-10dxt'/2 1450 6-16d 1450 340 725 HETA12 16 8 7-10dx1'/2 1520 7-16d 1780 340 725 HETA16 12 9-10dxl% 1810 8-16d 1810 340 725 HETA20 16 8-10dxl% 1735 7-16d 1786 340 725 - 9-10dxl% 1810 8-16d 1810 340 725 HETA24 20 9-10dx1'% 1810 8-16d 1810 340 725 HETA40 36 9-10dx1+/s 1810 8-16d 1810 340 1 725 HHETA12 14 8 7-10dx1+h 1565 7-16d 1820 3406 815 HHETA16 12 10-10dx1'/z 2235 9-16d 2235 340s 815 HHETA20 16 9-10dx1'/2 2010 8-16d 2080 3406 815 10-10dx1'/z 2235 9-16d 2235 3406 815 HHETA24 FE 10-10dx1'/z 2235 9-16d 2235 3406 815 HHETA40 I 10-10dx1'h 2235 9-16d 2235_ 3406 815 HETAL12 16 7 10-10dx1'/z 1085 10-16d 1270 415 1100 HETAL16 11 14-10dx1'/z 1810 13-16d 1810 415 1100 HETAL20 15 14-10dx1'/2 1810 13-16d 1810 415 1100 LTA1 18 3% 12-10dx1'/2 1420 12-10dx1'% 1 1420 485 1 1425 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading, where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted: Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel -to -plate load towards face of HETAL is 19751bs. 4. Minimum fc is 2,OOOpsi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1'/:" fasteners are used withtheMETA anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. Typical KTA Inslalled 0h TSS Figure 4 Figure 5 Pao META/HETAIHHETA Tvnical Installation LTA1 Typical Installation Simpson Strong -Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Uplift Loads " „Lateral Loadssy Model No: Qty Application, 1`PI 9outhemu 1, Pine Tniss. .' '2 or 3 PI Southem Pine Truss . F1 (parallel F7 ' (perpan. Fasteners _ 'Load Fasteners" ` Load to wallp + ., . 'to wall)'. z �, DETAL20 1 CMU 18-10dx1%m 2480 20006 1370 Concrete 18-10dx1Yz 2480 2000 1505 META 2 CMU 10-10dx1+/z 1985 14-16d 1900 1210 1160 10710dx1+/ 1985 14-16d 2565 1210- 1160 Concrete HETA 2 CMU 10-10dx1Y: 2035 12-16d 2500 1225 1520 10-10dx1+/ 2035 12-16d 2700 1225 1520 Concrete rHHETA7 2 CMU 10-10dx1+h 2035 12-16d 2500 1225 1520 10-10dx1+/. 2035 14-16d 3350. 1225 1520 Concrete Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads de not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum f, is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 118" wider than the truss width. 4. Install half of the required number of fasteners in each strap, except for the DETAL26. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3-ply applications with anchors spaced a minimum of 3" apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single -ply application. 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 lb. may result in deflection up to 5/32" in the Fi direction. r r Typical Installation with two META§ M V �1 4' t' uY Figure 6 DETAL and Double METAIHETAIHHETA Application Page 9 of 13 Simpson Strong -Tie: TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Model No Ga..(inches Dimensions Sim-PSO 'Strong-T.ie =Titen=Screws D_F/SP 160 ; SPF,t 1$0 W I L CMU Concrete Nails Load , Nails Load MSTAM24 18 1% 24 5-%x2Y4 5-11/x13/4 8-10d 1500 9-10d 1500 MSTAM36 16 1% 36 8-%x2'/a 81/4x13/4 10-10d 1870 11-10d 1870 MSTCM40 16 3 40Y4 14-'/4x2'% 14-1/4x13/4 22-16d Sinker 4220 26-16d Sinker 4226 MSTCM60 16 3 591/2 14'/4x21/4 14-%x13/4 26-16d Sinker 4220 26-16d Sinker 4220 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1'/" for Titan Masonry Screws. 3. Minimum fm =1500 psi and minimum f, = 2500 psi. 4. Products shall be installed such that the Titan screws are not exposed to moisture. 0 0 0 a 0 0 0 00 MSV" xsrowo Typical MSTAM36 Installation. Figure 7 MSTAMIMSTCM Typical Dimensions and Installation Typical MSTCM60 Installation Page 10 of 13 Simpson Strong -Tie TABLES FGTR SERIES ALLOWABLE LOADS AND FASTENERS -Fasteners Allowable ' Model NO-' Qty: To Block and ' "To Uplift Load ., ncrete Wa11 , Co11 Truss , (160) 1 2-Titen HD %xY 18-SDS1/4x3 50006 FGTR 2 4-Titen HD YzX5" 36-SDS1/4x3 9400 FGTRHL/R 1 2-Titen HD YzX5" 18-SDS1/4x3 3850: FGTRE 1 2-Titen HD YzX5" 18-SDS1/4x3 4685s FGTRE+FGTRI 1 Each I 4-Titen HD Y:X5" 36-SDSi/4x3 5000s Notes 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel: No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titan HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for comer applications shall be limited to 4685 Ibs allowable 7. Loads are governed by the grouted wall capacity based.on testing of the products attached to the comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 Ibs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. FGTRHL ,Two FGTRs, FGTR- FGTRE Figure 8 FGTR/FGTRE/FGTRHUFGRHR Typical Installation Page 11 of 13 Simpson Strong -Tie TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions m Fasteners ' " ,Allowable Model No Ga Wt H "= + B CMUIConcrete a Jolst U lift Download DF/SP/LVL/PSULSL ,' w TdenHD SbSScrews � CMU Concrete DOUBLE 2x SIZES LGUM 26-2 12 3 /+6 5 4 4 - a/" x 4" 4 - Y4"x2+/V 1430 5595 LGUM 28-2 12 3 /+6 7 4 6 - %" x 4" 6 - Y4"x2+/:" 2435 8250 LGUM 210-2 12 3 /+s 9 4 8 - %" x 4" 8 - Y4"x2Y" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5 % 5 Y 4 4 - %" x 4" 4-'/."x2'/z" 1430 5610 LGUM 28-3 12 5 Y, 7 Y 4 6 - %" x 4" 6-'/,"x2+l/ 2435 8290 LGUM 210-3 12 5 +% 9 Y 4 8 - %" x 4" 8-'/."x2+/" 3575 9715 QUADRUPLE 2x SIZES LGUM 26 4 12 6 /+s 5 /is 4 4 - %" x 4" 4-'/."x2'/i' 1430 5625 LGUM 28 4 12 6 /+s 7 /+6 4 6 - %" x 4" 6-'/"x2'/," 2435 8335 LGUM 210-4 12 6 /+s 1 9 /is 4 8 - %" x 4" 8 - Y"x2+/" 3575 9860 4x SIZES LGUM 46 12 3 % 4 Y. 4 4 -'/" x 4" 4-%N2'/" 1430 5600 LGUM 48 12 3 % ji 6 % 4 6 - 3/," x 4" 6 -'/,"x2Y:" 2435 8260 LGUM 410 12 3 s/ 1 8 % 4 8 - 3/," x 4" 8 - %N2Yz' . 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU HGUM5.25 7M71/4 5 Y4 8 - 5/," x 5" 24-'/4"x2'/2' 10085 14965 16015 HGUM5.50 711 5 +/4 8 - 5/" x 5" 24 - Y4"x2+/" 10125 14940 16015 HGUM7.00 7to 5 +/4 8 - 5/," x 5" 24 -Y,"x2Y" 10375 14770 16015-- HGUM7.25 730 5+/4 8-Wx5" 24-Y4"x2Y" 10415 14740 16015 H.UM9.00 7 ` 5 Y4 8 - %" x 5" 24 - Y4"x2Y" 10705 14545 16015 Notes: 1. Uplift loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum f, =1500 psi and f, = 2500 psi. t/dsG Ww Mtz� TYPkd LGUM InsW100 Figure 9 LGUM/HGUM Typical Installation TypWI SCUM las[alleon Page 12 of 13 Simpson Strong -Tie x 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. y6 YL[t+ b ".'• `_ J° 9Y. Inc. "•. J� y F�;. rh P.E. 9 Page 13 of 13 Simpson Strong -Tie ESR-2549 Used for Florida State Wide Product Approval # FL10655 Products on this Report which are approved• Product FL# Product FL# Product FL# Product FL# HHUS210-2 10655.1 HU36 10655.42 HUC44 10655.82 SUL210 10656.122 HHUS26-2 10655.2 HU38 10655.43 HUC46 10655.83 SUL210-2 10655.123 HHUS28-2 10655.3 HU410 10655.44 HUC48 10655.84 SUL214 10655.124 HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 SUL24 10655.125 HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 SUL26 10655.126 HHUS48 10655.6 HU416 10655.47 HUC614 10665.87 SUL26-2 10655.127 HSUL210-2 10655.7 HU44 10655.48 HU0616 10655.88 SUL414 10656.128 HSUL214-2 10655.8 HU46 10655;49 HU066 10655.89 SUR210 10655.129 HSUL26-2 10655.9 HU48 10655.50 HUC68 10655.90 SUR216-2 10655.130 HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131 HSUL414 10655.11 HU612 10655.52 HUS210-2 10655.92 SUR24 10655.132 HSUL46 10655.12 HU614 10655.53 HUS212-2 10655.93 SUR26 10655.133 HSUR210-2 10655.13 HU615 10655.54 HUS26 10655.94 SUR26-2 10655.134 HSUR214-2 10655.14 HU66 10655.65 HUS26-2 10655.95 SUR414 10655.135 HSUR26-2 10655.15 HU68 10655.56 HUS28 10655.96 U210 10655.136 HSUR410 10655.16 HUC210-2 10655.57 HUS28-2 10655.97 U210-2 10655.137 HSUR414 10655.17 HU0210-3 10655.58 HUS410 10655.98 U2103 10655.138 HSUR46 10655.18 HUC212-2 10655.59 HUS412 10655.99 U21OR 10655.139 HU210 10655.19 HUC212-3 10655.60 HUS46 10655.100 0214 10655.140 HU210-2 10655.20 HUC214-2 10655.61 HUS48 10655.101 U24 10655.141 HU210-3 10655.21 HU0214-3 10655.62 LU210 10655.102 U24-2 10655.142 HU212 10655.22 HUC216-2 10655.63 LU24 10655.103 U24R 10655.143 HU212-2 10655.23 HUC216-3 10655.64 LU26 10655.104 U26 10655.144 HU212-3 10655.24 HUC24-2 10655.66 LU28 10655.105 U26-2 10655.145 HU214 1065525 HU026-2 10655.66 LUS210 10655.106 U26R 10655.146 HU214-2 10655.26 HUC28-2 10655.67 LUS210-2 10655.107 U310 10655.147 HU2143 10655.27 HUC310 10655.68 LUS214-2 10655.108 U314 10655.148 HU216-3 10655.29 HUC310-2 10655.69 LUS24 10655.109 U34 10655.149 HU24-2 10655.30 HU0312 10655.70 LUS24-2 10655.110 U36 10655.150 HU26 10655.31 HUC312-2 10655.71 LUS26 10655.111 U410 10655.151 HU26-2 10655.32 HUC314 10655.72 LUS26-2 10655.112 U41OR 10655.152 HU28 10655.33 HUC314-2 10655.73 LUS28 10655.113 U414 10655.153 HU28-2 10655,34 HUC316 10655.74 LUS28-2 10655.114 U44 10655.154 HU310 10655.35 HUC34 10655.75 LUS410 10655.115 U44R 10655.155 HU310-2 10655.36 HUC36 10655.76 WS414 10655.116 U46 10655.156 HU312-2 10655.37 HUC38 10655.77 LUS44 10655,117 U46R 10655.157 HU314 10655.38 HUC410 10655.78 LUS46 10655.118 U610: 10655.158 HU314-2 10655.39 HUC412 10655.79 LUS48 10655.i19 U61OR 10655.159 HU316 10655.40 HUC414 10655.80 MUS26 10655.120 U66 10655.160 HU34 10655.41 HUC416 10655.81 MUS28 10655.121 U66R 10655.161 �S REPORTTM ICC Evaluation Service, Inc. www.jcc-es.ora DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastic Fastenings REPORT HOLDER: SIMPSON STRONG TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 04588 (800) 925-5099 www.stronatie.coni EVALUATION SUBJECT: ESR-2549 Issued February 1, 2008 This report is subject to re-examination In two years. Business/Regional office # 6360 Waiolwl to Road, Whb , C�agmja 80801 # (562) 8930543 Regional Oiffaf # 900 Montdair Road, Sude A, Kani gli m, Nab>alna 35213 # (205) 699.9800 Regional Of loe#4051 West FlosstnoorRoad, CauntryCub NO% lff ds604780 (708) M2305 SIMPSON STRONG TIE FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 intemational Building Code® (IBC) # 20061ntemational Residential Code° (I RC) # Other Codes (see Section 8,0) Properties evaluated: Structural F_fflxlm=[ : The -Simpson Strong -Tie face -mount hangers described In this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated underthe IRCwhen an engineered design is submitted in accordance with Section R301.1.3 of.the IRC. 3.0 DESCRIPTION 3.1 : General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the Installation of nails Into the face of the supporting wood header or beam or ledger. 3.1A LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure.I fora drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 fore drawing of a typical U series hanger. 3.1.3 HUIHUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 291,a inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No.18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45-degree angle through the joist and Into the header, which Is described as double shear nailing in the Installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the Installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation Instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS Series Hangers: The HUS series hangers are formed from No.14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are formed from No.16 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven atan angle through the joist and Into the header, which Is described as double shearnailing in the installation Instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7. HHUS Series Hangers::The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the Installation of joist; nails that are driven at angle through the joist and into the header; which is described as double shear nailing in the installation Instructions. See Table 7 for the Banger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. 3.1.8 SURIL Series Hangers: The SURIL series hangers are formed from No.16 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively- See Table 8 for the hanger dimensions, required fasteners,:and allowable loads; and Figure 8 for a drawing of typical SURIL series hangers. 3.1.9 HSURIL Series Hangers: The HSURIL series hangers are formed from No.14 gage galvanized steel. SUR and SUL.are mirror -Image identical hangers, skewed at 45 degrees.right and left, respectively. See Table 9 for; the hanger dimensions, required fasteners, and allowable loads: and Figure 9 for a drawing of typical HSURIL series hangers. REPORTS" 'are not to he eonshwedat representing aesthe Jim or mw other attributes not spectftmll), addressed nor are tiny to ba construed on, endorsement afthe subject ofthereport or reconmlendailon for its me, Aere It no xarrav4t by7CCGtaluadon Servlce, hrc., espress or Implied,,as to only flndiagoralhernmtter in tht,repmt, arm to anypredael comirdby thereport. ' Copydghl®200S Y6f4a,mrn„Dn tsrxrmmwa Page f of 10 a Page 2 of 10 ESR-2649 3.2 Materials: 3.2.1 Steel: The hangers described In this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, Grade 33, with a minimum yield strength, F of 33,000 psi (227 MPa) and a minimum tensile strength, Fw of 45.000 psi (310 MPa). Minimum base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 14 0.0685 No. 16 0.0555 No.18 0.0445 No. 20 0.0335 For SI:1 inch = 25A min. The hangers have a minimum G90 zinc coating specification In accordance with ASTM A 653. Some models (designatedwith a model numberending Wth Z) are available with a G185 zinc coating specification In accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as 'batch" galvanization, in accordance with ASTM A 123, with a minimum specified coaling weight of 2.0 ounces of zinc per square foot of surface area (600 g/m'), total for both sides. Model numbers in this report do not Include the Z or HOG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors In contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specificgravity of 0.50 forengineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables In this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described In this report must comply with ASTM F 1667 and have the following minimum fastener dimensions and bending yield strengths (F)J: COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (Inches) F,b (psi) 10d x 1,/, 0.148 111, 90,000 10d 0.148 3 90.000 16d x 211, 0.162 2% 90,000 16d 0.162 3% 90,000 For 81:1 Inch = 25.4 mm,1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASO) and Include the load duration factor, Co, corresponding with the applicable loads In accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are Installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, Cm specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.80C), the allowable loads in this report must be adjusted by the temperature factor, Cr, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published Installation instructions. In the event of a conflict between this report and the manufacture's published Installation Instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong-Tle face -mount hangers for wood - framed construction described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and Installed in accordance with this report and the manufacturers published Installation .instructions. A copy of the Instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be In accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a dle- stamped label Indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an Index evaluation report ESR-2523) that is used as an identifier for the products recognized in this report. 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products In this reportwere evaluated forcompliance with the requirements of the following codes: Page 3 of 10 ESR-2549 # 2003 International Building Code° (2003 IBC) # 2003 Intemationat Residential Code° (2003 IRC) # 2000 Intemational Bullding Code®(2000 IBC) # 2000 Intemational Residential Code® (2000 IRC) # 1997 Uniform Building Coder" (UBC) The products described In this report comply with, or are suitable alternatives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2 Uses: 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See Section 2.0 of this report. 8.2.2 UBC: Replace the Information in Section 2.0 with the following: Simpson Strong -Tie face -mount hangers are used as wood framing connectors In accordance with Section 2318.4.8 of the UBC. 8.3 Description: 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. 8.3.2 2000 iBC and 2000 IRC: Sae Section 3.0 of this report, except modify Section 3.2.3 of this report to reference Section R323.3 of the IRC. 8.3.3 UBC: See Section 3.0 of this report, except modify the first sentence In the last paragraph of Section 3.2.3 as follows: Fasteners used In contact with preservative treated or Ore retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and UBC: See Section 4.0 of his report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong-Tle products described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 8.0, subject to the same conditions of use indicated in Section 5.0 of this report. 6.6.2 UBC: The Simpson Strong -Tie products described In this report comply with, or are suitable alternatives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 Is replaced with the following: Fasteners used In contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 7.0 of this report. 41 Page 4 of 10 ESR-2549 TABLE 1—ALLOWABLE LOADS FOR THE LU SrRIFS JOIST NnNGERS DIMENSIONS' (Inches) FASTENERS' (quantity -Type) ALLOWABLE LOADS A5 (Ibs) M NDEL W H B Header' Joist Uplltts Download Co=1.33 or - 1.6 Co=1.0 Ca=1.15 Co=1.26 1od 16d 10d 16d 10d 16d LU24 12/18 3% 1'1A 4 2-10dx1'6 245 445 530 610 610 555 665 W26 18/js 4'/. 1% 6 4-10dxl% 490 665 800 765 920 830 1,000 LU28 to/,, 6'/. 1% 8 6-10dxl% 735 890 1,055 1,025 1,225 1,110 1,300 LU210 19/ra P8/1a 1% 10 6.10dx1'h 735 1.110 1,330 1.275 1,530 1,390 1,660 For SI: 11nch = 26A mm, 1 Ibf = 4A5 N. 1. Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. LU Series hangers provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) times the depth of the Joist at which the lateral movement of the top or bottom of the Joist with respect to Its vertical position Is 0.125 Inch (3.2 mm). 5. The quantity of 10d or 16d common nails specified in the'Header column under'Fasteners' Is required to achieve the tabulated allowable loads shown In the Allowable Download'1 Od' or'16d' columns. 6. Allowable uplift loads are for hangers Installed with either 10d or 16d common nails Into the supporting headerlbeam, and have been Increased forwlnd or earthquake loading with no further Increase allowed. The allowable uplift loads must be reduced when other load durations govern. Iiar�d24 FIGURE 1—LUSERIES HANGER Page 6 of 10 ESR-2549 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL DIMENSIONSI (inches) FASTENERS' (Quantity Type) ALLOWABLE LOADS ' Ibs Upllk Download No. W H B Header' _ Joist Co=1.33 or =1.6 Co=1.0 Co=1.15 Co=1.25 10d 16d 10d 16d 10d 16d U24 19116 3% 2 4 2-10dxl'/2 240 445 530 610 610 555 665 U26 1911s 49/4 2 6 4-10dxl'12 480 665 800 765 920 830 1.000 U210 is/1e 7 3/18 2 10 S-10dx11/2 720 1,110 1,330 1,275 1.630 1,390 1,660 U214 19116 10 2 12 8-10dxl'/2 960 1,330 1.695 1'530 1,835 1.665 1.995 U34 29/1e 3% 2 4 2-10dx11/2 240 445 530 510 610 555 665 U36 29/te 53/s 2 8 4-10dx11/2 480 890 1.065 1,025 1,225 1,110 1,330 U310 2 /1e 9/e 2 14 6-10dx11/2 720 1,60 1,860 1,790 2,140 1,940 2,330 U314 2s/1e 10 /2 2 16 6.10dx11/2 720 1,775 2,130 2,040 2,450 2.220 2,660 U44 2r/e 2 4 2-10d 295 445 530 510 610 555 665 U46 4118 2 a _ 4-10d 590 890 1'065 1,025 1,225 1,110 1,330 Will. 8'/e 2 14 6-10d 690 1,555 1,860 1,790 2,140 1,940 2,330 U414 [3% 10 2 16 -6-10d 890 1,775 2.130 2.040 2.450 2,220 - 2,660 U24-2 3 2 4 2-10d 295 445 530 610 - 610 555 665 U26-2 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210-2 8112 2 14 - 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U66 5 2 8 4-10d 590 890 1.065 1,025 1.225 1,110 1,330 U510 8'/2 2 14 _ 640d 890 1.555 , 1,860 1.790 2,140 1,940 2,330 U210.3 7914 2 14 640d 890 1,6% 1,860 1,790 2,140 1,940 2,330 U24R 3 /a 2 4 2-10dx1 /2 240 445 530 510 610 555 665 U26R r2%. 08 2 8 4-10dxl'/2 480 890 1.065 11,025 1.225 1,110 1.330 U210R 91/e2 14 6-10dxi/2 720 1,555 1.860 1.790 2,140 1,940 2,330 2'/a 2 4 2-16d 355 445 530 510 610 555 665 45/e 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 81/e 2 14 6-16d 1.065 1,555 1,860 1.790 2,140 1,940 2,330 U66R 6 5 2 8 4-16d 710 890 1,085 1,025 1,22S 1,110 1,330 U810R 6 8112 2 14 6-16d 1,065 1.555 - 1,860 1,790 2,140 1.940 2,330 For Sh I inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 2,(thls page) for definitions of hanger. nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nall sizes and required minimum physical properties 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. U Series hangers provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) limes the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.126Inch (3.2 mm). 6. The quantity of 10d or 16d common nails specified In the -Header column under'Fasteners- Is required to achieve the tabulated allowable loads shown in the Allowable Download -10d' cr'l6d' columns. 6. Allowable uplift toads are for hangers installed with either IOd or 16d common nails into the supporting headerlbeam, and have been Increased for wind or earthquake loading with no further Increase allowed. The allowable Uplift loads must be reduced when other load durations govem. FIGURE 2-1.1 SERIES HANGER FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (Sea Table 2-above) (See Table 3-Next Page) (See Table 3, Footnote 3-Next Page) p r Page 6 of 10 ESR-2549 TABLE 3-ALLOWABLE LOADS FOR THE HUIHUC SERIES JOIST HANGERS MODEL HANGER DIMENSIONS' (Inches) FASTENERS' (Quantity -Typo) ALLOWABLE LOADS (lbs)""' NO. W H B Header Joist Uplift Download Co=1.33or =1.8 Co=1.0 Co=1.15 Co=1.25 HU26 lolls 3/1a 2'/ 4-16d 2-10dx1 /2 240 635 615 670 HU28 1716 5'/. 2'/. 6-16d 4-10dx1 /2 480 805 925 1.005 HU210 19/,g 7 /a 2'/. 8-i6d 4-10dxt /2 480 1,070 1.230 1,340 HU212 1s/lg 9 2 % 10-16d 6.10dx1 /2 720 1,340 1,540 1,676 HU214 1s/fe --TO '/e 2'/s 12-16d 6.10dx1 /2 220 1,610 1,850 2,010 HU34 33/e 2'/: 4-16d 2-10dx1 /2 240 535 615 1 670 HU36 6% 2 % 8-i6d 4-10dx1 /2 480 1,070 1,230 1,340 HU38 2 /ts 7 /a 2'/: 10-16d 4-10dx1 /2 480 1,340 1,540 1,675 HU310 81. 2'/ 14-16d 6-10dx1 /2 720 1,876 2,165 _2.345 HU312 2g/lg 10 /a 2'/a 16-16d - 6.10dx1 /2 - 720 2,145 2,465 2,680 HU314 2s/1e 12 /e 2'1% 18-16d 6-1-0 1 /2 960 2,410 2,770 3,015 HU316 2'he 14 /g 2'/: 2046d CIOdx1 /2 960 2,680 3,080 3,350 HU44 9/,s 2 /g _2'/2 4-46d 2-10d 300 635 616 670 . HU46 2'% 8-16d 440d 605 1,070 1,230 1,340 HU48 3 /ta 6 !te 2 % 10-16d 4-10d 605 1,340 1.540 1,675 HU410 As Bs/e. 2 % 14-16d 6-10d 905 1,876 2,155 2,345 HU412 3 /tg i0 /ta 2 Y. 16-16d 640d 905 2.145 2,405 2,680 HU414 3s/1e 12 /g 2'/a 18.16d 8-10d 1,205 2,410 2,770 3.015 HU416 3'/,a 13 /e 2'/ 20-16d 8-70d 1,205 2,680 3,080 3,350 HU65 5% 4s/tg 2 Y. 8-16d 446d 715 1,070 1,230 1.340 HU68 5'/a 5'/1e 2 %: 10.16d 4-16d 715 1.340 1,640 1,675 HU610 5'/: 7 /a 2 % 14-16d 646d 1,070 _ 1,876 2.155 2,345 HU612 5'/: Os 2 % 16.16d 6.16d 1,070 2,145 2.465 2,680 HU614 5% 11/8 2% UAW 8-16d 1,430 2,410 2,770 3.015 HU616 5'/: 12111, 2 % 20-16d 8-16d 1,430 2,680 3,080 3,350 HU24-2 31/e 3 ha .2'/2 4-16d 2-10d 300 535 615 670 HU26.2 3 /a 5,/s 2 Y. 8-16d 4.10d 605 1,070 1,230 1,340 HU28-2 3 /s 7 2 % 10-16d 4-10d 605 1,340 1,640 1,675 HU210.2 3 /a 8 3/ta 2 % 14-16d 6-10d 905 1.875 2,155 2,345 HU212-2 3/a 10/to 2'/: 16-16d 6-10d 905 2,145 2A65 2,680 HU214-2 3 /e 12 /1s 2'/a 18.16d 8-10d 1,205 2,410 2,770 3,015 HU216.2 3 /a 13 /e 2'/ 20-16d 8-10d - 1,205 2,680 3.080 3.350 HU310-2 5 /s 81. 2'% 14-16d 6-10d 905 1.876 2,156 2,345 HU312-2 6 /g 10 /e 2'% 16-16d 6.10d 905 2,145 2,770 2,680 HU314-2 5/s 12/a 2'/: 18-16d 8-10d 1,205 2,410 2,770 3,015 HU2103 4 /Is 85118 2'% 14-16d 6.10d 905 1,875 2,155 2,345 HU212-3 4111,o 10 he 2 % 16-16d 6-1Od 905 2,145 2,465 2,680 HU2143 4 /ls 12 /1a 2 h i8-16d 8-10d 1,205 2,410 2,770 3,015 HU2163 4 /te 13 /e 2 %: 20-16d 8-10d 1,205 2;680 3.080 3,350 For 51: 1 inch = 25.4 mm, 1 Ulf = 4A5 N. 1. Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3. HU series hangers with widths (W) equal to or greater than 2 alts Inches (65 mm) are available with header flanges turned In (concealed) and are Identified with the model designation HUCN. See Figure 3b (previous page). 4. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5. HU Sedes hangers provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) times the depth of the Joist at which the lateral movement of the top or bottom of the joist With respect to the vertical position of the joist Is 0.125 Inch (3.2 mm). 6. Allowable uplift loads have been Increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. r r � Page 7 of 10 ESR-2549 TABLE 4-ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) COMMON NAILS' (Quantity -Type),: ALLOWABLE LOADS''' (lbs) NO. W H B Header Joists Uplift° Download CD=1.33or =18 CD=1.0 Co=1.15 CD=1S5 LUS24 3/8 134 4-10d 2-10d 465 640 735 800 LUS26 4'/4 114 4-10d 4-1Dd 930 830 955 1,040 LUS28 6 /e 1314 6-10d 4-10d 930 1,055 1,215 1,320 WS210 Alto i�la 8.10d 4-10d 930 1,275 1,465 1,595 LUS24-2 - RV111a 31e 2 4-16d 2-16d 440 765 880 960 WS26.2 4 /is 2 4-16d 4-18d 1,140 1,000 1,150 1,250 LUS28-2 7 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS210-2 8 s/rs 2 8-16d 6-16d 1,710 1,766 2,030 2,210 LUS214-2 10 !re 2 10-16d 6.16d 1,710 2,030 2,335 2,540 LUS44 3'Irs 3 2 4-16d 2-16d 440 765 880 960 LUS46 39116 4% 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 3slis 6% 2 6.16d 4-16d 1,140 1,265 1,455 1,585 LUS410 3lie 8%4 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LU5414 39/1s 1014 2 10.16d 6.16d 1,710 2,030 2,335 2,640 For SI: i Inch = 25A man, 1 ibf - 4.45 N. 1. Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H. B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When LUS Series hangers support joists, they provide torsional resistance, which is definedasa moment of not less than 75 pounds.(334 N) times the depth of the Joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.126Inch (32 mm). 5. Joist nails must be driven at a 45 degree angle through the joist Into the headeribeam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further Increase is allowed. The allowable uplift loads must be reduced when other load durations govem. .. 11/a may FIGURE 4-LUS SERIES HANGER r, t Page 8 of 10 ESR-2549 TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS DIMSNSIONSI COMMON NAILSa ALLOWABLE LOADS Inches(Quantity-Type)Ibs MODEL Uplifts Download NO. W H. B Header Jolsts Ca=1.33 or Cam o=10 Co=1.15 Co=1.25 MUS26 1 8/ls 53/18 2 6-10d 6-10d 1.000 1.310 1,505 1,640 MUS28 1 efts 4 2 fi-i0d 8-10d 1,555 1.750 2,010 2,185 For SI:1 inch = 25.4 mm,1 Ibf = 4A5 N. 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W. H. B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) limes the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical. position of the joist Is 0.125 Inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist Into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been Increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 5-MUS HANGER (see Table 5) FIGURE 6-HUS SERIES HANGER (sea Table e) TABLE 6-ALLOWABLE LOADS FOR THE HUB SERIES HANGERS DIMENSIONS' (Inches) COMMON NAILS' (Quantity -Type) ALLOWABLE LOADSU (Ibs) MODEL No. W H B Header Joist! Uplifts Download Co -1.33 or -16 Co=1.0 Co=1.15 Co-1.25 HUS26 1 /e 5% 3 14-16d 6.16d 1,650 2,565 2,950 3,205 HUS28 1 /a 7 /ie 3 22-16d 6-16d 2,000 3,685 3,700 3,775 HUS210 1 /a 91 he 3 30-16d 10-16d 2,845 3,775 3,920 4,020 HUS46 3s/ra 4 /re 2 446d 4-16d 1,080 1,005 1,115 1,255 HUS48 3s/re 61re 2 6-1Sd 6-16d 1.650 1,505 1,730 1,885 HUS410 V,, 8 /fe 2 8-16d 8-16d 2,160 2,010 2.310 2,510 HUS412 S'/,a i0 /4 2 10-16d 10-16d 2,700 Z610 2,885 3,140 HUS26-2 3la lra 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS28.2 3 /a 731u, 2 6-16d 6-16d 1,550 1,505 1.730 1.885 HUS210.2 3 /a Who 2 6-16d 8-16d 2.160 2,010 2.310 2,510. HUS212-2 3/a 11 2. 10-16d 1g.16d 2,560 2,510 2,885 3,140 For Sk 1 Inch = 25.4 mm,1 pound = 4A5 N. 1. Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists, they provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the fateral movement of the top or bottom of the jolst with respect to the vertical position of the joist Is 0.125Inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been Increased for wind or earthquake loading with no further increase Is allowed. The allowable uplift loads, must be reduced when other load durations govern. Page 9 of 10 ESR-2549 TABLE 7-ALLOWA13LE LOADS FOR THE HHUS SERIES HANGERS DIMENSIONS' COMMON NAILS2 ALLOWABLE LOADS (Inches) (Quantity -Type) - (Ibs) - MODEL NO. Uplifts Download W H B Header Jolsts Co=1.33 or =1.6 CD=1.0 Co=1.15 C0=1.26 HHUS26-2 3fihs 5 hs 3 14-16d 6-16d 1;550 2.680 2,985 -3,225 HHUS28-2 3 /rs 7 /2 3 22-16d 8-16d 2,000 3,885 4,470 . 4,855 HHUS210-2 3 hs 911. 3 30-16d 10-16d 2,855 5,100 5.900 6,900 . HHUS46 35/8 5 /4 3 14-16d 6-16d 1,550 2,580 2,965 3,224 HHUS48 3 /s T1s 3 22-18d 8-16d 2;000 3,885 4.470 4,855 HHUS410 3 /s 9 3 30.18d 10.16d = 2,855 5,190 6,900 5,900 For Sh I inch = 25A mm, 1 Ibf = 4.45 N. 1. Refer to Figure 7 (this page) for dentitions of hanger nomenclature (W. H, B). 2. Refer to Section 12.3 of this report for nail sizes and required' minimumphysical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted. by the applicable building; code. - 4. Where HUS series hangers support solid -sawn joists having a maximum depth of 11 inches, they provide torsional resistance, which Is defined as a moment of not less than 76 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist Into the headerlbeam to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further Increase is allowed. The allowable uplift loads- must be reduced when other load durations govern. A FIGURE 7-HHUS SERIS HANGER (see Table 7) FIGURE "UR/L SERIES HANGER (see Table 8) TABLE 8-ALLOWABLE LOADS FOR THE SUR/SULSERIES JOIST HANGERS DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS"' Qbs) MODEL NO. W H B - Al A2 - _ Header Joist Uplift Download Cc=1.33 or :=1.6 : CD=1.0 - - Cc=1.15 CD=1.25 SUR/L24 ishs - 31/tfi 2 17e 1'/. 4-16d 4-10dx1 /2 450 630 610 665 SUR/L26 1 /ie 5 : 2 W. 1 4. 6.16d : 6-10dxl /z : 720 800 960- 1,000 SUR/L26-2 3'le _4' hs 2 /e 1 /z 2 /s 8-16d 4-16dxl /2 710 :1,055 1,225 1,330 SUR/L210-. 1 frs 8'/�6. 2 1 /e i 4 10-16d 10-10dx1/z '1,200 1,330 _ 1.630 1,660 SUWL214 babe 10 2 I A I 12-16d 12-10dx1 lz 1,440 1.695 1,835 1,995 SU W1.210-2 3 /s 1 8 hs 25, 1'h 23/s - 14-16d _ -_ 6-16dx2 /z _ 1,065 - 1.860 -.2,140 - 2,330 SUR/L414 - _ 99hs -12% /a 1 2'ls.. - 18-16d 8-1662 /2 1,420 2,395 _2,560 Z500 For Slt 1 Inch = 25.4 mm,1 Ibf = 4A5 N. 1. Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45' skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on.duration of load as permitted by the applicable building code. 4. Where SURIL series hangers support solidsawn joists, they provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral of the toper bottom of the joist with respect to the vertical position of the joist Is 0.125 inch (3.2 mm). - 5. Allowable uplift leads have been Increased for wind or earthquake loading with no further Increase is allowe& The allowable uplift loads must be reduced when other load durations govern. Page 10 of 10 ESR•2549 TABLE 9—ALLOWABLE LOADS FOR THE HSUR/HSUL SERIES JOIST HANGERS DIMENSIONS (Inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS" _ (Ibs) MODEL NO. W H B Al. A2 Header Joist Uplifts Download Co=1.33 or =1.6 CD-1.0 CD=1.15 Co=1.25 HSURIL26-2 3% Otis ]'/. 23/10 12-16d 4-16&2% 715 1,610 1,850 2,000 HBURIL210-2 3r/0 2°/rs 1'/ 2�/rs 20-16d 6-16d72r/2 1,070 2,610 3.080 3,350 HSURIL214-2 3f/e fl12"/,, 0% 1Ys 0,s 26-16d 8-16d72'/2 1,430 3,485 4,005 4,355 3s/rs2�/s 1 2'/,s 12-16d 4-16d 715 1,610 1,85g 2,000 2r/rs 1 25/re 20.16d 8-]Bd 1,070 2,680 3,0803s/tsfl, 1 23/,s 26-16d I 8.16d 1,430 3,485 4,005 4,355 t-or au 1 mrn = 25.4 mm, 1 let = 4.45 N. 1. Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a.45" skew. 2. Refer.lo.Sect on 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4- Where HSUR/L series hangers support sold -sawn joists, they provide torsional resistance, which Is defined as a moment of not less then 75 pounds (334 N) times the depth of the Joist at which the lateral movement of the top or bottom of the Joist with respect to the vertical position of the Joist Is 0.126Inch (3.2`mm). 5. Allowable uplift loads have been Increased for wind or earthquake loading with no further Increase Is allowed. The allowable uplift loads must be reduced when other load durations govem. FIGURE 9—HSUR/L SERIES HANGER 0 Submittal Transmittal PROCTOR Construction Co: Orn A N� Detailed, Grouped by Each Number S# U bIm lsS 1' Voa sa.zoo oki SCANNED Vow Beach, Florida 32940 Telephone:(772)U"164 C 014 BY Fax(112)2348133 1 St. Lucie County Harbour Ridge Yacht and Country Club (Lifestyle (Project # HRYCC-1212015 Proctor Construction Company, LLC Harbour Ridge Yacht & Country Club Tel: Fax: 13400 Gilson Rd Palm City, Ft. 34990 Date:( 0018 Transmitted To: WatterScherer Transmitted By: Michael O'Neill Stuart Glass& Mirror, LLC Proctor Construction Company, LLC PO Box 3236 2050 Hwy US-1 Sturat,FL 34995 Suite200 Tel: 772.287.0080 Vero Beach, FL 32960 Fax: 772.288.3123 Tel: 772.234.8164 Fax: 772.234.8188 Qty_..._ Submittal Pacicag@No�bscnptton __<., Due DateR. age Ac oat SGM 0001 - 084313 - 0 Windows / Storefront 3/18/2016 In For Approval 7ransm�ttbid Approval e-mail - l� SC: Storefront SD/PD/Product Sales Center In For Approval (Gc_. Gomgany,,rtre S ontaCt ija:( m__, Copies Notes;< y� v Harbour Ridge Yacht & Country ClubJoe Shambo Harbour Ridge Yacht & Country ClubMichael Salerno RGD & Associates, Inc. Aida Baez RGD & Associates, Inc. Bob Davenport Please see the attached Submittal Item SGM 084313-001.0 SC: Shop Drawings / Product Data / Product Approvals, for your approvaL Please let me know If you have any questions. Signature FILE�F'e Y Signed Date Prologhlanager Printed on: 3/4/2016 Prolog Main Office - Page 1 k (.1c%, Orin 1 rt Mu5Ofh (,Thos e �t B 'D. -T h us. CLEAR, LOW E LAMINATED GLASS. NO TINT. WHITE FRAME. U r a l erA 5 N CA e- s A t u'In' w� dlteetdaed O Fundeft a cdeected O Rejected O Rhin AM Rnftit O Submit Spedw Item PEACOCK♦ LEWIS ECIS AND PLANNERS, LLC SeaDigitally ,� signed by Sean Sukhu Su k T ate: Ur` 12:55:-- �-04'00' pr"% Fr•Ue'Y-I Co (00o `rS �5�i�, 'uric vla 'ea Gta\/ �f R 9 `PG\C C71QC.S ALL MANUFAC TURN LAUL0 OHOWING U FACTORS AND SHGO COMPLIANCE WRH FBC ENERGY CODE MUST REMAIN ON ALL DOORS AND WINDOWS UNTIL INSPECTIONS ARE AppROVED 08.4313 Architect to confirm frame color and glass tint color. ST. LUCIF, OUNTV RUILnLvC nIVISIO REVIEWED FOR C IAIN 'I REVIEWED BY S DATE PLANS A PERMIT MUST E KEPT ON JOB OR NO INSPECTION WILL BE MADE. cw \pour 1�" ti CA 6Y'' r, cIu v" k r -' Q \ 0 t� %THESE PLANS AND ALL PROPOSED W09 Cj ct, � Q- 5 C �vti r ARE SUBJECT TO ANY CORRECTIONS y REQUIRED BY RELD INSPECTORS THAT .NAY BE NECESSA,AY IN ORDER TO `. FILEpy COMPLYWITHALL APPLICABLE CQDES.' STORMTM GEL IMIALUMINUM Table of Contents SECTION E3 TECHNICAL Hurricane Resistant Storefronts • Series IG500 • Series IG600 PAGE ...02-E3 and 03-E3 SPECIALFEATURES............................................................ ................................................... ................................. 04-E3 IG500TYPICAL DETAILS ............................................... .............................................. ......................... 05-E3 thru 07-E3 IG500WINDLOAD CHARTS .................................... .............. ................................ ..................................................08-E3 IG500DEADLOAD CHARTS....................................................................................................................................09-E3 I0600 TYPICAL DETAILS ..., IG600 WINDLOAD CHARTS IG600 DEADLOAD CHARTS 10-E3 thru 12-E3 ..................13-E3 ..................14-E3 U.S. Aluminum warrants its High Impact Glazing Systems to perform at the published values for air and water Infiltration and structural performance. Testing standards allow for unit intedayer a maximum rip size after Impact and cycle testing. Though considered as successfully passing the test, water infiltration can occur through the glazing material in such cases. U.S. Aluminum does not viarrant any glazing materials resulting from impact from wind-borno debris and subsequent cycling under stomt conditions. When using this product, U.S. Aluminum recommends specifying a uniform overall glazing thickness of plus or minus.020' (0-9 over the entire area of the glazing unit. This must include edges and center of unit. It is critical to check the glazing unit prior to glazing to ensure the proper thickness of the interlayec The monolithic glass must be two pieces of 1/4' (6) thick, heat strengthened vrith a .090' (2.3).SentryGlasePlus Intedayer. For insulated units the glass must be lavo pieces of 1/4' (6) thick, heat strengthened with a .090' (2.3) SentryGlass Plus intedayeg 1/2' (12.7) air space and 114' (6) thick, heat strengthened outboard lite. Due to the diversity in statelprovincial, local, and federal laws and codes that govern the design and application of architectural products, it is the responsibility of the individual architect, owe, and installer to ensure that products selected for use on projects comply vfith all applicable building codes and laws. U.S. Aluminum exercises no control over the use or application of its products, glazing materials, and operating hardware, and assumes no responsibility thereof. The rapidly changing technology within the architectural aluminum products industry demands that U.S. Aluminum reserve the right to revise, discontinue or change any product line, specification or electronic media without prior wi itten notice. NOTE: Dimensions in parentheses ( ) are millimeters unless othervrlse noted. Other metric units shown in this publication are: m - meter - Kg - kilogram Pa -Pascal KPa- kilopascal . MPa - megapascal Online usalum.com By Phone (800) 262-5151 Online criaurence.com By Phone (800) 421-6144 � E3g� L STORM 02-E3 GE FRONT TM INALUMINUM Specifications Hurricane Resistant Storefronts' • Series IG600 SECTION 08 4113 ALUMINUM STOREFRONTS • Series IG600 L GENERAL DESCRIPTION Work Included: Furnish all necessary materials, labor, and equipment for the complete installation of aluminum framing as shown on the drawings and specified herein. (SpecirrerMote: it is suggested that related items such as aluminum entrance doors, glass, and sealants be included whenever possible). Work Not Included: Structural support of the framing system, interior closures, trim. (Specifier list other exclusions). Related Work Specified Elsewhere: (Specifierlist). QUALITY ASSURANCE Drawings and specifications are based on the Series (Specify) IG500 / IG600 system as manufactured by U.S. Aluminum. Whenever substitute products are to be considered, supporting technical literature, samples, drawings, and performance data must be submitted 10 days prior to bid in order to make a valid comparison of the products involved. Test reports certified by an independent test laboratory must be made available upon request. PERFORMANCE REQUIREMENTS Air Infiltration: Shall be tested'in accordance with ASTM E 283-91. Infiltration shall not exceed: Dade County Protocol TAS 202-94 • IG500 Storefront -1.00 cfm/ft2 ® 6.24 psf = (5.08 Uslmz) • IG500 Pair of Doors -1.00 cfm/ft2 6.24 psf = (6.10'Udrn2) Outside Dade County • IG500 / IG600 Storefront -1.00 cfm/ft2 6.24 psf = (5.08 Us/m5 • IG500 / IG600 Pair of Doors -1.00 cfm/ft2 6.24 psf = (5.08 Us/m2) Water Infiltration: Shall be tested in accordance with ASTM E 331=93. No water penetration at test pressure of: Dade County Protocol TAS 202-94 • IG500 Storefront -12 psf • IG500 Pair of Doors -12 psf (Water resistant threshold) Outside Dade County • IG500110600 Storefront -12 psf • IG500 / IG600 Pair of Doors -12 psf (Water resistant threshold) Structural Performance: Shall be tested in accordance with ASTM 330-96 and based on: • Maximum deflection of U175 of the span. 3/4" (19.1) max. • Allowable stress with a safety factor of 1.65_ The system shall perform to this criteria under a windload of (Specify) psf Dade County Protocol TAS 220-94 • IG500 Storefront - Design 65 psf (159 mph) Structural +/- 97.5 psf (195 mph) • IG500 Pair of Doors - Design 65 psf (159 mph) - Structural +/- 97.5 psf (195 mph) Outside Dade County • I0500 Storefront - Design 65 psf (159 mph) - Structural +/- 97.5 psf (195 mph) - Design 75 psf (171 mph) - Structural +/-112.5 psf (210 mph) • IG500 Pair of Doors - Design 65 psf (159 mph) - Structural +1- 97.5 psf (195 mph) - Design 75 psf (171:mph)' - Structural +/-112.5 psf (210 mph) Forced Entry Resistance: Shall be tested with a 300lb. force applied to the active door panel simultaneously with a 150 lb. force applied in both perpendicular directions to the 300 lb. force. Dade County Protocol TAS 220-94 • IG500 Pair of Doors Outside Dade County • IG500 / IG600 Pair of Doors Large Missile Impact Test - Shalt be tested in accordance with: Dade County Protocol TAS 201-94 with a 9 lb. 2x4 traveling at 50 fps. Dade County • IG500 Storefront • 10500 Pair of Doors Outside Dade County • IG500 / IG600 Storefront • IG500 / 1G600 Pair of Doors Cycle Load Test - Shall be tested in accordance with: Dade County Protocol TAS 201-94 for 9,000 cycles. Dade County • IG500 Storefront • IG500 Pair of Doors • IG500 / IG600 Storefront • IG600 / IG600 Pair of Doors II. PRODUCTS MATERIALS Extrusions shall be 6063-T5 alloy and temper (ASTM B221 alloy T5 temper). Fasteners, where exposed, shall be aluminum, stainless steel or zinc plated steel In accordance with ASTM A 164. Perimeter anchors shall be aluminum or steel, providing the steel :Is properly isolated from the aluminum. Glazing gaskets shall'be E.P.D.M. elastomeric extrusions. FINISH Aluminum extrusions shall be given a caustic etch followed by an anodic oxide treatment to obtain ...(Specify one of the following): _#11 Clear anodic coating #22 Dark Bronze anodic coating _#33 Black anodic coating A Fluoropolymer paint coating conforming with the requirements of AAMA 2605. Color shall be (Specify a U. S. Aluminum standard color). Online usalum.com By Phone (800) 262-5151 Online criaurence.com By Phone (800) 421-6144 GA � �:. n``/-ems. = 3 �� 'p7„4�- NIU t Specifications SECTION 08 4113 ALUMINUM STOREFRONTS FABRICATION The framing system shall provide for flush glazing on all sides with no projecting stops. Vertical and horizontal framing members shall have a nominal face dimension of 2-1/20 (63.5). Overall depth shall be 5• (127). Entrance framing members shall be compatible with glass framing in appearance. Provide for internal drainage of infiltrated water into an extruded aluminum subsill channel where it is drained to the exterior through weep slots. GLAZING Dade County • IG500 Storefront - 9/16' (14) Heat strengthened with SentryGlast Plus interlayer Hurricane Resistant Storefronts ® Series IG500 ® Series IG600 • IG500 Pair of Doors - 9/1W (14) Heat strengthened with SentryGlas Plus interiayer Outside Dade County • IG500 Storefront and IG500 Pair of Doors. Glazing must meet Impact and Cycle Testing requirements according to Local Building . Codes. • IG600 Storefront and IG600 Pair of Doors. 1-5/16• (33) Glazing must meet Impact and Cycle Testing requirements according to Local Building Codes, SEALANTS All metal -to -metal joints shall use DOW 795 Silicone. Door seal gaskets shall require small joint sealer. PmjecC Automotive Dealershlp, Atlanta, GA III. EXECUTION INSTALLATION All glass framing shall be set in correct locations as shown in the details and shall be level, square, plumb, and in alignment with other work In accordance with the manufacturer's Installation Instructions and approved shop drawings. All joints between framing and the building structure shall be sealed in order to secure a watertight installation. PROTECTION AND CLEANING After Installation the General Contractor shall adequately protect exposed portions of aluminum surfaces from damage by grinding and polishing compounds, plaster, lime, acid, cement, or other contaminants. The General Contractor shall be responsible for final cleaning. Online usalum.com By Phone (800) 262-5151 Online orlaurence.com By Phone (800) 421-6144 nE3 = < Storm Front" Entrance Doors are 2-3/16' (55.6) thick with a .125° (3.2) wall thickness and feature a One Glass Stop Glazing System for clean sight lines on both sides of the door. Standard corner construction includes heavy-duty blocks. Corners are welded for maximum strength. TH803 TH802 TH801 r A low profile Air Resistant Threshold is offered for installations that have soffit overhangs greater than the entrance frame height. Check local codes for compliance. High performance Water Resistant Thresholds are offered to provide superior water and air management, along with Ramps to meet A.D.A. requirements when required. Water Resistant Threshold TH802 TH803 Online usalum.com By Phone (800) 262-5151 Online criaurence.com By Phone (800) 421-6144 Air Resistant Threshold FOR 1-5116" (33) GLASS Glass Size Maximum: 50 Square Feet (4.65 Square Meters) Maximum Frame Height is 10 Feet (3.05 m) (s ;SJ TYPICAL ELEVATION Dow 795 Siticonc (Typ.) tG too 6.1!2" Q 65 ) Long at Fasteners IG626 10626ISS852 IG6-4 NP826 Interior Gasket (TYPJ Ij Oasket(Ij•p.) 2-1/2" DLO.J2-112" I DLO L2�112"� (63.5) (63.5) - (63.5) 318" DIMENSION 318" ra ct lfvS' y 2-Il2' , 5/8" (15.9) NOT TO SCALE Online usalum.cont By Phone (800)262-il51 Online crlatire nce.coin By Phone (800)421-6144 STORM FRONT TM 41116 r R.? Typical Details FOR 1-5/16" (33)GLASS Hurricane Resistant Storefronts .t" • Series IG600 LEVAT Door Size Maximum: Single Door -44• X96' (I.I x 2.4 m) Double Door- 88" X96' (2.2 x 2.4 m) NOTE: Mors are designed to withstand a pressure of '1-65 psf(3112 Pa)x•ithout steel reinforcement. J l�,• A TOP RAIL- TOP RAIL at Overhead 4(I I.1) ❑ Concealed 1119.]) Closer �l IE506 5-11i16" IH502 1144.5) IE150 _�� ITEI50 rk Y 1: NP825 NP815 IE520 Exterior t �' Interior 1+• Gasker(fyp Gasket (i)•p.) 2-3at16^ i[6 C2i __— �L_ y OPTIONAL i MUNTIN 4-578' 4-5/9' (117.5) (11.7.5) 7-5116" IE504 (185.7) 14) 15 ) j"amit JAA{B 2-3/l6" STILE STILE _ NP825 4-(55.6}s Interior I I IE150 Gasket IE560 IE550 f. � r a 1 (a.a) BOTTOM t y�4-11/16'�4-Illl6' RAIL { (119.1) 9-9/16" (119.1) 10" (24'_.9) (254) IE503 7-5116' •6, (155.7) IE501`j: MEETOVG . OPTIONAL STILES AD.A BOTTOM RAIL NOT TO SCALE Online usalum.eom By Phone: (800)262-5151 Online crlaurence.com By Phone (800)421-6144 STORM FRONT" M HIALUMINUM Typical Details FOR 1-5/16" (33) GLASS IG I au ban^ 10626 Long at Fasterners IG 147 46 2-1l2^ D.O. (63.5) 3/8' FRAME DIMENSION (9.5) ROUGH OPENING V p t I lGlnn () 63.5`3J 2 p a u o� II II M 5 O ti 112- (12.71 Hurricane Resistant Storefronts • Series IG600 r� •gin, ;3 1 i 15; TYPICAL ENTRANCE ELEVATIONS IG6_4 NPSz6 NPS25 (Typ-) D.O. 2-1/-172' I " D.L.O. > IG 1417 NP801 A. .I� O � S911 z-vt B 2^ ' 0 NP803 T NPS25 O EMerwr -3 Gasket p ITYp.) IG603 3-7l16" (87.3) O NPSP3 d A U Z Z O U Z � � z O o' _ p O 0 Say O g 2 ILI r THRII C W :[f.'i[ ..... 3/8•''.. ... ...... (4.5) Air Resistant Threshold 1-1/8^ LS} (28.6) .iL- 518" (15.9) A.O.A.Threshold AG/Water Ramp Resistant Threshold --nl IG677 NOTE: -Resistant L__lU Water Thresholds are I required unless entrance a located NP8U1 I undera soffit overhang depth that is r greater than the door frame height. Check locale odes for compliance. NP 826 Interior Ramps are required when using kk t I Gasket Y (ryp 1 T11800 Threshold in orderto comply with AD.A requirements. NOTE: Part numbers shown are r available in 24' (7.3 m)stock lengths. visit usalum.com for IG677 more information. 11 ... IG2UU II II LNPBuI 1 II II \ ---NP801 t For Overhead Concealed Closer For Overhead Concealed Closer With Transom Online usalum.con) By Phone (800)262-5151 Online crlaurence.com By Phone (800)421-6144 NOTTO SCALE Bcjs:4ame.e�.....-.-_. user Re9i5trauoo gC15 Nome Log In DproductApproval �(USER: 1h) User�LAQCtCs31_za`J > PraduS.gr Ae01!ert�GAsr ttCh > @PO_1!4atJ322'1> AOP11Wtlen Oetall FL15711 FL # Application TYPe Code Version Application Status Comments Archived product Manufacturer Address/Phone/Email Authorized signature Technical Representative Address/Phone/Email Quality Assurance Representative . ,.Address/Phone/Email category Subcategory compliance Method Mew 2010 Approved US Aluminum Inc. � Division of CR Laurence us Aluminum Inc. Vernon, CA 90058-1826 (972) 937-9651 Don_W 111ard@us alum.com Luis Lomas e.com dlomas@lrlomasp Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance contract Expiration Date validated By. - Certificate of independence Referenced Standard and Year (of standard) Panel Wa115 Storefront; froma Florida Registered Architect or a Licensed Florida Evaluation Report Professional Engineer Received r Evaluation Report - HardcopY Luis Roberto Lomas PE-62514 Architectural Testing. Inc. 12/3l/2015 Steven i L urich, PE Received Validation Checklist - HardcaP'J ypar NO $$-Lamar 101/1.5.2(A440 2005 iU11A/plDMA/CSA 2009 ASTM E1886 2002 ASTf•I E1996 1994 ASTM ei996 1g94 TAS 2o1 1994 D\S 202 TAS 203 .:...,,,,.�4vlrn of Product Slandardc Certified By Sections from the Code • �•%v .r�(: is Product Approval Method Methad 1 Option D . •'�^'("" ". ' , Date Submitted 06/21/2012 Date Validated 08/17/2012 Date Pending FBC Approval 10/09/2012 - Date Approved FL # Model, Numbor or Name 15711.1 BT601/1T600 STORh1 FRONT ALUMINUM STOREFRONT - LMI Limits of Use Approved for use In HVHZ: Yes Approved for Use outside HVHZ: Yes Impact Resistant: Yes ...... .;;,;,i,:;il., Design PrOSsurei +65/-65 Other: 15711.2 IBT601/I1600 STORM FRONT — ALUMINUM STOREFRONT - NON IMPACT BT601/IT600 STORM FRONT ALUMINUM STOREFRONT Installation Instructions F IL S711 RQ_II 0B•01578A.pdf Verified By: Luls Roberto Lamas 62514 Created by Independent Third Party: Yes Evaluation Reports F1 15711 _ED-AE-110624D2.Pff FL157LA RO_� 22�7AP-df Created by Independent Third Party: Yes Limits of Use for use in HVHZ: Yes ;;%',•;',.' Approved AppProved for use outside HVHZ: Yes Im act Resistant: No °•'t `1 `'`•''''('` Design Pressure:+65/•b5 STORM FRO- . ''r� ;f>•� 15711.3 I/IG G500600 L I ALUMINUM STOREFRONT -LMI Limits of Use Approved for use III HVHZi Yes Approved for use outside HVI1Z: Yes Impact Resistant: Yes Design Pressure: +651-65 Other: 1G5W/IG600 STORM FRONT ,. 15711.4 ALUMINUM STOREFRONT • NON IMPACT Limits Of use Approved for use In HVHZ: Yes Approved for use outside}IVI1Y: Yes IImpact Re515tant: NO Design Pressure: +65/-65 Other: LMI BT601/15`600 STORM FRONT ALUMINUM SlvncrtWNT -NON IMPACT Installation Instructions FLIS711_K-U- B-Ot582A.o4 Verified ey: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports ' IG500/IG600 STORM FRONT ALUMINUM STOREFRONT - LMI Installation Instructions EL— 5711_R4_Ll_4>�41�76A.p fied VeriBy: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports IG500/IG600 STORM FRONT ALUMINUM STOREFRONT - NON IMPACT Installation Instructions ' FL15ZI RO .LLQa-WWA odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports ELL5? 11_R911E-51=3A.PS1f Created, by Independent Third Party: Yes ^_ i_ow 4.. t'�4:lDnh tI0�n1r.51[SS IJ 1.th�z4€fS�J142 �1n�-$-Q-1ii� the Stale al IIanJJ s Jn •LyfEUa^plo'ler. G<eYr�RLbS07-i4115bt>_vLC1�da :vnvJ 'LitJLJ^+�( :: dccgpil�'[_Sta�D_y�S .' nyl�nq, 51p[s^."nS JJ r-Ul zerd 011t'"'i 12af0 Nnlact'J'i0.lel U95. •DWv.,fit to 5d4un un•:e. >imds Ian. ••mail adtlnas2s arc paEbe rerords. 11 •Inu do nut .vanl Yeur e'mJ:i ntidr25z r:kAteJ io rv:sWDze to a D'rLhpiecorJII retluez m!d M Ih,s enr:t'r. imwjd, <rnlan lha tl11k, III phone or by tradNOOJI MYI. if Wu haY2 fn/ WeillOnt, p {55 LSp 1� PordJ SL�hdes,; 911ed1•m falch,a 1. 2012, Ub!nices 4c2nted wrJ<+ iRreltr 155, r 5. mint Dm:'n!e the C:Nrpnent adh m email Jddr2,s •1 L, Robe) -to Lomar P.E. 1432 Woodford Rd. l.e„'ie"ille, NC 17023 336-945-9695 rllonlasntrlomaspe.com rinnutnclmcr: L)S Alumiallin Inc. 720 Cel-River Road Rock 14111, SC 29130 Engineering Evaluation Report Report NO.: 512225A Product Line: IG50011G600 Stone Front Aluminum Storefront ce With the requirements of the Florida Department of Compitanco: roduct has been evaluated for comp The product listed herein comPlles'n'th The above mentioned p per Rule 9N-3.005 method i(d) Community requirementsfof the Florida bufairs for Slate�ylild ng Code.id P Suppowlig Technical0oeumentation: i Approvat document: drawing number OuiOR tiere `aurae titled E d IG5001IG600 Slomi Front Aluminum Storm iron - Lt,11, Prepared Devi it P.E. re ared, signed and sealed by 2. Test report No.: Lab, I , Breve d NGgned and sealed Zone 4 ressure, 15.opsf "later Penetration. American Test Lab, Ina,, act Test, Level D, +66.opsf design p TAS 201-94 Large Missile impact Static Air pros pressure TAS 202.94 (yAth Abessu0r l)l Unl o t65.Opsf design p TAS 203.94 Cy AANIA1WpMA1GSA t0111.S.21A4* 50psf Design pressure: 15•opsf Water Penetration resistance ASTM E1886-05 and ASTM Et9sile impact. stdesign pressure Luis Roberto Lomas P.E. ASTM E18861 E1996 Large Missile 65 op ff a ig nd Zone e signed and sealed by ASTM E7886/ E1996 Cyclic Load lest, 3. Anchor calculailons, report number 512225.1, Prepared, Limitations and Conditions er uset65.Opsf tataximum design p 62 ,. I x Ipt° (Reinforced units) Maximum panel size: 62 y� x 88 K' (Non -Reinforced units) lazed per ASTM E 1300.04, see installation instructions for glass options. ions. Units must be g rotection in wind borne debris re9 This product Is rated to be uis sed in the es not Framer material tobeex approval Aluminum 606345. impact P roval document, 08-01576. Revision A. company Installation: Units must be installed in accordance vnth app acquire a financial interest in. any t have Certification otlndopendonca: Please vole lhat ch this eporti nor'rng ssu manufacturing or distributing the producl(s) fdrwhich this pracesseof9he listed Produd(s) don't have nor will acquire a financial interest in any other entity involved in the approvalo)111 I I 1 ///j S s'�gs�'% rO 0 14TA?'ru ON�i k.�����\� Luis R. Lomas, P.E. FL No.: 62514 07116/2012 toff „all - NOA number for IC500/600 https://tnail.google.cotn/mail/?ui=2& i k=9.7d6d8d63b&vicw=Pt&"el... NOA number for IG6001600 1 message Walter Scherer <walterldngscherer@gmail.com> Bobby Bedford <Bobby_Bedford@usalum.com> To: "walterkingscherer@gmail.com” <walterkingscherer@gmail.cam> Hi Walter Wed, Jan 27, 2016 at 4:10 PM Please see attached'FPA and the NOA numbers once approved by NOA counsel. NOA LMI - M-D NOA 15-0519.03 (previous 09-1015.04 Storefront OS Door. LMI - M-D NOA 15-0519,04 (previous 09-1021.07) - Storefront - FPA See attached Bobby Becybrd :Ipplicutions Engineer United States.11tuuinunt-1 {'mahncbie Division of C.R. Lanr•enee Co., Ine. bobby _bed ford@usalum.com Phone: (972) 937-9651, Ext. 7285 Fox: 800-289-6440 1/27/2016 6:39 Pivl MM NILM4I-DADE COUNTY, FLORIDA IAM METRo-DARE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130-1563 (305)375.2901 PAX(305)372.6339 NOTICE OF ACCEPTANCE (NOA) www amamidade.t:ov/buhl ccode 720 Cel-River Road Rock Hill, SC 29730 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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 "IG-500/IG600 Storm Front" Aluminum Storefront System —L.M.I. APPROVAL DOCUMENT: Drawing No. 08-00861, titled "Series IG500/10600 Stonn Front Aluminum Storefront - LMP' Sheets 1 through 10 of 10, dated 09/08/09 with revision A dated 01115110, prepared by manufacturer, signed and sealed by Luis R. Lomas, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division, MISSILE IMPACT RATING: Large Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturet's name or logo, city, state 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 ibis 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 jab site at the request of the Building Official. This NOA consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 09-102I.07 MUMFMDECOUNrr ExpiratlouDate: March17,2015 Approval Date: March17,2010 Paget United States Aluminum Co oration A DRAWINGS 1 Manufacturer s die drawings and sections. 2 Drawing No. 08-00861, titled 10 of 10 dated 09/08109 o Storm a sion a dated 01//15110, on - LMI" Sheets 1 through Luis R. Lomas, P.B. prepared by manufacturer, signed and sealed by B, TESTS Test reports on: 1) Air Infiltration Test, per TAS 202-94 er TAS 202 94 1. 2) Uniform Static Air Pressure t202-94 Loading p 3) Water Resistance Test, p TAS TAS PA 201-94 4) Large Missile Impact Test, 5) Cyclic Loading Test, per FBC TAS 203-94 6) Forced Entry Test, per FBC 24113.2'1, TAS 202-94 am of aluminum storefront system rt stot f °riNC-r along with instailatibn Am Test Lab, Inc. North, Test Rep system, marked -up Y 31 0724.01-06, dated 0 -2 and sealed addend David W� oY j hn on/ P.E.r d 10/0810 tespectively, all sign CALCULATIONS complying with FBC-2007, C. signed and sealed by Luis R. Lomas, 1, Anchor verification calculations and structuana� is, comp yl dated 09/14/09 and revised on 2/2/10, prepared, P.E. Comply with ASTM E1300.02104 QUALITY ASSURANCE ltancR Office (BCCO). D. 1, Miami Dade Building Code Comp E. MATERIAL CERTIFICATIONS on 01114/12. 1, Notice of Acceptance No. G9.0312.03 lass®Interlayeel dated 051131 9e xpiring & Co., Inc• for their "DuPont Sentry F. STATEMENTS nforinalicc and no 1. statement dletter � CO by Luis It Lomas, P E. financial interest' dated October 5, 20 , signed an G. OTHERS 1. None. E-1 product OAyotO w 0cr EApprovatDate% March 1712010 I 7/8• VAXH. ASDV 41 1! 2/8• VAX. IMSOV DLO. 101' \W. S.% L iAtiEL HE1ExT SEE SEPARBTC I➢PRCI.4 I I 1 0 I J 1 82 1/2' V•VE 15 2/8" 5] 1/2"'M PIAR DLO PF.fE A PAVE '84M P"HT OLD. TO11 r �O 0 20 ]/8' B — % VAC. t]0" WL'1Y.D VAv. G 0 HLtLM FPAVE O 0 xv,HT J 1 o D S EflIES.'0506'10600 STORH FaggAL Ul UK(AI STOflEFg0" —EY. TF/PCRVev pfeGYPAE55t MTW MMATmmo E dGSPSF 43SLEAF'ACi , 01' vAX. SAY.IL wAn xOCHI A' E T SERIES K]SpWG D STOMIFROMALUNWH S OREFRONlVI pO118LE COOR IXTERlOA\'EW _� nrzs: I T) Ex£ PGCOOCT SF08.1 VtOO'i TS DCSOVEO w\0 VAV�FACO.A10 10 COVPEY etTN GLWAEVEIRS Of +xE ,,,w L11.WU CCC[. ]) .,W CESC'�STEELA:CHORED TO PRF my PL4N.5 TO BE DE AL Mo 10 SiRVOMRE TMV:W_A10 VASO'AT O L I IS TO, RFSPQ:S'B1RY DE THE ARGIIECT CA f1:Fw�(fR 0� RECCRO' ,8W NDT U510 pl 8) 'lOy.E zSTRESS V,c , C D< n,l HERW 'M%D LOW ME OESGI Of THE PRODUCT 51:0' CUM1O4 FXTOR C4-1.5 'A USED FOR VODO W.L TW_Si......e.-0 u,,w,n a 3-18 .Ed0' MOx e �� aE.YY FOCx Ni4 iC 21780 SERIFS 14500 S10R[FAOHIV ELVIC LLVWHOV e't/ /� tN..ERy1 ElFYe1HIN ❑iD I:OIES G pe-00861 A fluids No. 6]!1/ T1H ,m YnR 91n1 Of 10 6- MAY..1 ry O a'n P. G' LVY. J y 4 8• DAY. 1 1 TFP. —1—lll 111"' 17'VAII. TIP. IJ" VA( n OC. P. 6" VAY. nP, TIP. 6' VAT. 1F TIP. O O 0'np Y. /b N O O �- WY. O.0 r. � p 6' VAY. IYP. 17" VAY. I I. 6' VAY. TIP. �1 111___ M. SERIES g50NX)6DOALf/AII,VUM FIXED STORE FRQVT 4'vAv ELUAGKI'EW J' J' 6" VAY. MAN. T AC. I VAT VAY. Vd4 )' J' J' SILL CLUSTERDETA I VAY. AY. V VAR. VV gYiCRETEASTRLNNDN MVFf M1-G"6FtlLY HEAD CLUSTER DETAIL HEADCLUSTERDEFAIL [54 1) SNV AS AEOVAED AT 1401 NSTl1lA'Kft A:CIM.L' AIM LOW DON,!Y. SYM. SNV 'AYEAE SPACE CF 1/16' OR GREATER OCCURS. LL\YWV ALLOAA3L SNV Stax TO B: 1/r. 2) MR AKI MNO NEW MO .NABS LYM VASOI RF USE 1/4- ELM ULTA/DQI TRYOl6 FliM SDRM UIT JORRI TO ACUEIT A 1 I/4' D:NVW EVdFOVEIR INTO SIF6TUIE 'AIM 2 1/]" U4VUV [ORE OSTANCL J) FOR XXIu NO MEW AND YVOS .70 CO'CNETE 0% 1/4' ac0 UtR -I Tura.: %,M 4 rt,r tmm To AC95EVE A 1 J/8' VBVUU EVBEoODIT MO 5 V Ukw xIM 2 1/2- V. 1.3/ CD(C LVSTANCE. 4) MIT ANCNat.W SIL IWO CO!LRE1E USE 3/8' FDAER-ECU ACINRS ARD SUITICCII 1EIBM TO AGMEVE T' VYVUM FUUCVEM Rdo S1,B9WF AIM 4 V2^ Vvuuil FORT INSTACE. 6) FOR macr ilYI IdID ANO RUN IWO %OUO FIRVIN0 USE J14 x000 SCREW WM SLDIOENI IENDIX TO MItLIE A 1 3/4 VYVJV ERMOVEW IWO SV3STMTE. 5) FOR AXHOA.•a FLD AND JAVBS INTO STEEL FRAVE USE E14 TO( WREF WIN VAMMT IEAAM TO ALIIEYE J-MNUDS MIVJV EVUGVCR BLTONO STEEL FMVNG. ]) FOR X%B- 14 SiL INTO STEEL FRIVF WE 3/8' SFIF TAPN.0 SCFEM WITH S•JFFK`DR LFI:GM TO MHINT J-MRU09 VRWV MUOVDlt EESDVU STEEL FPLVE6. 9) AL FASTENERS M BE COKOSOR MISM-9. 9) INSTAJATPW RXM SS S+HL BE INSTALLED CI ACCORDAKE VAY, %IM ARMOR VAVAACTUADYS U,STALIMY V:STAVCTM!6. AA A%OICN LVLL NOT BE USED VI SUBSTRATES 'AIM SMENOMS LESS MAN ME VVVUV STNUMM SFEUFEO BOOK. A xUOD - V YV W SPEp-IC GRAMN V 0-0.42 B. MWE E - IAYVJV CGV-RrS"IC SFAF)t4M M1 1.000 PD. O. VASONA! - SIRMI M COVOAVAWE TO MW C-90. 64ME N. TYPE 1 (OR GREATER). 0. SRLL FPAVAO - 16G1 (.a -) VNVJV STEEL STUD. R 10) ILL DSSNI AR VATWAS W ST BE SEPARUCO FEN STM-M) INYtAW.11FY PRACMES. UNITED STATES ALUMINUM 020 CCL-pA vER 1W0 RMX HILL, SC 29]JO {fA ' 1/Iw SERIES ICSOOJIGGOO STORM FRONT ALUVINUV STOREFRONT - LAID AIICNOAIRO UY60T AND NOTES Fw a lui R, U.PF P.C. N O6-OOB61 A RPddU Be. 626U PARTS ICE _ NJ. PAV INVyfl OES<R P00:1 VKNp/GIWERWf;-H iv f<wm Vi w., to I NILE m, wx - 9/I6- CLASS K HWW.V JLLVMV N51-75 A OW CHF URA GM Ot/U/10 91/IS/10 0.l 2 03 ukv JRV.E - 1 5/15' CLASS LIEALVk.V KLVALV FW-15 3 451E SILL - 911C CLASS K ILLw.V M-15 1 5/16. OA _ 6 an SLL - 1 5/IV a.Ass K KLV.V.V amms, p:65-IS 9/16- OA *tICM.m 5 C170 SLS`L KIIW.YV KINVV 1553-R ihLINE55 1/4'13 6 G555 IQ1N•A ALL - 9/16' 6U35 usNLV.V.V Aumm" ml-O 1/1' 15 .00 SGP 1/E- �m- SCP ) CW2 tWwA ALAI-15/16' cLAS KJILVYV KLVVll i115 OC CUPONE BC WPO\t 6 ON1 rum mt{ - 9/I6' PASS K hILxv.V R%W.- W63-15 1/f• p5 I/1' i5 9 G524 EUERSEum-I5/mvmAaa KAWMV ALVµ116'RS-IS EXTEn INTERIOR WER.GIS JIMERIGR 10 CELL 5'0' - 9/15' CLASS LS /:W.AV ALWA, pfl-O . 11 Qm S5-.IS/IE Om KAWVM XtV vAW-IS�- 12 GIW ELM JA3,5 KALVAJV 11Lwty RW-IS 13 CIfOI EtR-SAL EV56V 16AMYV A -US 9/16' GASS 9/16' 4A55 tL DIED, LEADA GOA9 WIN 4S ALAV.V SO VACVERR,K R, BR[ 21 92 LS 1}J! - K6 uNR ttfJClOi SYSY 21 tt - 16 =I •Jl'1l0E lVER COL[RAi KALVWV NA" 77- YHR ;W am (teed K xamu Navv -1 23 - 2A 10 YNII SNALOE 1I'm (maim K ALVXV ul" 191" nKe uw tc b:lI)n KKIIh.V Al1tA IS "ZING GETAR.'A' GEAZAU GECA/LW 23 Vp15 0A'3 WER EEIIttiW KKLW.V 6TW 316'IAVALATIS 59 IsirmUVA1ROfJKO 21 Aad:S ECDaiY 6lttEl PW im AICLRva 21 tP03 AMER CASQt - 1%LSD SRY SWV,E 93 sots SDI: N/AC-9/16 CLASS LS AtVV.V GW 25 SHR KNW.. SAM - i 5/15- C LS AL'AEV !Lw 25 511E6 )11 . 1'NPA HIS 26 5110 111 . J/P NM M 2) VHE xSa'I[ AaKt [U55 18 _ ea 5RSL SNE\•A HISY LS lll\^AV KS VLO SRR 29 .Sio A EiVX ".CE DO 51015 110. 5/6' M RS 31 ltl\l5 Htf+E SEAUV OEA EPVVa mac UNITED STATES ALUMINUM An..ca K CHILL. SO ROAD 'HI •y Wy ROCK ESL. SE 2 AO /srfp/f pj�-1'/p'�4L0 SERIES I6500/iG600 SIORV FRONT 4UVINOV 9EOi6ERON5 OWING \) w•• B!LL OC YAE WA ydN9 011bAO DETAILS .151VAi54Y Luh R. Lamm P.C. 11N DB-00-A mad. Ne. 625I4 �*•uis P• o9/ae/Da •�3 OF 10 T/A/5 A xR nec 4rER mIm olps/lo - - o1/u/l6 Hi a CCR z zz 21 Qb\ za 1 O3 29 01x }1 \ S 'RfV - � - 22 In 1111 z z1 � i, FyTERXXT IJ j1 O R EXTERIO 31 I _ 3J Jfl 2< � 6 9RC _t 91 O8 CA 9 9 IS D RO/i12QYTA� iCROSS9ECTfUV 91 _ CO3 9 FXTERpR MITER X)R WTERXM . x3 R 2. C Z 15 QY @ 1S_�- v-R1iS 3 C.( 5:•:'.tE GVIEP. TOTC N (UI ftA CF AJVNJV) - "IF" n --�-�[ If 'n) a 5 1 CRO N GLAZED. 2 TOLL 4 (`I IEAW- OF HUV!tJV): 159'03 F' ID CA 11 1 29 $: NLV W V (169703/2.5216 ;,0 n> 1 EXTERIOR 61 91 DD VERROAG xb O,VERROAG CROSQsSECTXA4 UNITED STATES ALUMINUM 720 CR MADHILL. S A. 1. Q1. _;c;• ROCK HILL. SC I9730 NOTE: FOR ARCHCS 110 10 ,•�6pilCj(lyr�� SERIES 10500 91 REFROOTy FEUII 4WUINVY 5 J84AAEC SEE tip)` CA055 SECTORS n 6AC1H8 MtU 9. Ca.a •% � lv6 R. lamos P.E. TJX OH-00061 A Flari:e Ila. 6151t w Ii1S [ct R OH/09 u[p OF 10 /1[ xDoo 5' - waoo rRLu.Yq 6r owFRs, 'AgTRW NG TO O[ K. u.m mo A rc° Dt7 aDm m/uA0 - olpspa RL x __ PiOFFAIY SENREO V N EvaEOv]u II2" Vp: EHV HACAFR BGD AW-1- If.Cm5f.` ,, 'v OThERS I BY.RE0. RW MCI • AFPiD:FD [EW.IT fiY OMEaS FACIER RCD AA FASIF}:ER FFf05 4VOT2M SEAV.YI F .E 1/I" VV( SBV 111,,,���,,, OC Oavdo C6YiAE0 1 I 'nM FPFROAD SEdVLt ' 'AMD FRAY%Z Of OTHEk-. IA00 FRAY AG TU BE INTERIOR PROPERLY SECURED if. AOOJ SCRak EXTERIOR EMFRb.4 INTERAOR. .. W!Np! 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Cy6s"W �AER,PW D S MD VU$fMA K/05 5Ny I I µpOMNN SVV'It yyN DE C0.ERLD Br OMERS Altx /ppRD/FD 14GA yR�, SVwtt SIE nrfOM`.RS �y' Wren EX7EnbA I �- 1/{' IEK SERM B]GEA no A\O BETO'.O SREL 1� MInAD SE lr DINERS ",a WSTAUATIN srEfl.rMvw ��/i. A.P•"f!V olll�o n,da No 52514 Ii 1/]• L _J �fllZGNTALAfULL- f 5'I6'GUSS 0 q-trµOfON6WA 1� 1 61/61- ---'� r�lf O ESS61,S;f0/LWAW R6)-R <64IIKK /6S- I 11 1)/33' �� n STGA 15./6'GUSS 6xml6co uWSw x6rrs I6r flu —3 ..I 1 3/4' z yr (F IX.Uo W.616 E ( AA6 FIMMUUISGNSG E [!fi4(fd /tWI •W K6) SSW MC% 4 61/64' . 39/61' �1 st/64• u OFI-�fl flTICAL-i 6'!6'GIA5.4 Eb/IX60Il1Y1W Ul3TSF)S)kTK p s-IL I ,Mao" Awaon.66rmc< 4 61/64' - r-- , 63 w Sl 6< -� FftLEfl VEfli1G OFKIFMCOXLV WVY.Ais.ass' O S0.L A' pINNCEO f1 W M.V IXN1! OSP INGY a'k ,a.ls 9. " I P.C. {UAta'.N6. 62514 I li T— l/W .I SO SUB SFFL FATN2FDAlWnLL¢6Y)S OIs'RW( 4 19/)z• --� F- 'J 1' ,2 FILLE1RJA.V1'EIMAO IXIH.fE011L4ACV 66f11.OW MGt 2 9/52' ; a� �e VERTICAL CLOSER PLATE m WMA vwrwtaPRKR :2ary2 — 29/6r I )6 3TEELSTIFFENER REAVY awVEo6wAa vmSF 9/16• 1� - I Y1l Tom!/)2" OEXfERONYNS WWU 2t NFFAYYY UNITED STATES Al 720 CEL-RIVE9 R ROCK K" SC 29 SERIES Wlt10/IC600 STORY II STOREFROIIT - I COVPOHEHTS a fIH tv 06-1 ©IN)E)FgRl2A5KE7 2 NfYWI.tE dA11O WI, R. lomo, P.E. ROHJa Ne. 62514 MVA] Vt — FTi [Wy[p • iLi U.0 U101 CVm 01/IJ/10 PI/IS/'0 PL ,„m IIEV 012 JWi5 R190 / ITEV /1 OR /2 / i1fl1 i II t O Vi0 IIEV 1 4 /) 1 O 11 12 OR OR � 1) 2 / / / IR'I fR_OR /9 SWS Imo ow II OR /2 5 25 O]5 � Oi / 1 IIEV /12 S(.'1'S V110 9 OR O I1FV ll OV /2 1 D ` OR O 1} OR y / 26 © OR ) / / j' / FflAM1IEAESEA18LY0ETgR. IS UNITED STATES ALUMINUM 1 ' 5 )p CM -RIVER ROAD A /� ROCK NRI. SC 29730 �•' H91 SERIES I6500/16600 STORU FRORT DLUVINU. y(H STOREFRONT - LVIi" -N" CORNER CONSTRUCTION OCTALS i�y� s.r cw }}N 09-00961 A Lu1J R. Inmm P.E. flMdd. Ha. 62514 "^• NT9 '� 69/09 09 " 10 OF 10 rtunoa Jslulaing t oae Vnane Page 1 of 1 IsProduct Approval USER: Pubac user ftd�Ao Rl Mebu>PrOdOd Or Apelkaenn 5eard, > Application List Search Criteria Code Version 2014 Application Type ALL Category ALL Application Status ALL Quality Assurance Entity ALL Product Model, Number or Name ALL Approved for use in HVHZ ALL Impact Resistant Alp Other ALL Search Resutts - FL# Product Manufacturer Subcategory Compliance Method Quality Assurance Entity Contract Expired .Product Description Approved for use outside HVHZ Design Pressure Refine Search ALL Corrim Company ALL ALL ALL ALL ALL ALL Ehe Bm MIlnufachilrer - Validated By .Status FL12574-R2 Revision Corrim Company Windows Subcategorp Fixed Jorge A. Pomerantz, P.E. (954) 394-8521 Approved HistoryCategory: FL14311-92 Revision Corrim Company - Category: Exterior Doors Subcategory: Swinging Exterior Door Assemblies Jorge A. Pomerantz, P.E. (954) 394-8521 Approved History -,-- ....... —a o,w reunam or ore rui..enworvw u saen rneaasary. C"d Us :::940 fth M awe.,a TeRahassee R 3M99 n ne, e5n 1p-Ie14 The Smte or Runde a an AP/EEO empu wy CeaXd2ht200T_ 0 as�.e rn dd :: edracv SghM 1r Acttszihnnv Statement;: Refurd Sretemene 10 narlewto CFtmlah as co "M O Rejected 13 Rerise aid Resubmit 13 Submit Spedfied Item ♦ LEWIS PLANNERS, LLC Date Digitally Sea nl signed by )Sean Sukhu S u kh�Date: 14:53:( -04'00' C,., - tSCAa"--F E Michael O'Neill _ 314116 Data 081000 h.ttP://Www.floridabuildi-ng.org/pr/prLappjst.aspx 12/23/2016 FIBERGLASS OUTSWING DOOR °1RiTESiRR;"°D,PE LARGE AND SMALL MISSILE IMPACT RESISTANT of potE+lCLUSTER ANCHORSCHEOULE c AUDFD moxE I26' MAX FRAME WIDTH (FIN.) ° od 6' MAX 2 3 W MAX * 1 * N I .pWp�;., RIP. FP 6°Nul7t ��qVR ACE iB 4••Tr ren T�LL� (nP.) CLOSER \ pLT CLOSER A B X �� �°' E d RS PER ACTIVE �Q IN \ y ( ULE ( 35 m X111{ 'n L DEADBOLT � ,V,.,,II N 9` 2] -0' MA% 34 3/4' MA% I .LO. D.LD, 26 q T.E��6 \E� LOOK 72TETIR�2NU6p0 z a dQ PAPER CONI ous \ H NGE SHOWN &. HINGE SHOWN \ 30 o yqy CC O �� SLIREACE O BOLT '�i'i'i �Laox .,� �xI gNIRS C TYPICAL SPAUN6 MAX IYPICALSPAgNG / THRESHOLD ANCHORSFER ry_ ANCNORSCHWULE, PER ANCNORSCHEQIRE 471/2'MAX DOOR ANCHOR O Pu' TYPICAL ALL SIDES. TYPICPLALLSIOFS. PANEL WIDTH , TYR SCHEDULE F '2 DOUBLE DOOR WITH . SIDELI I E GENERAL NOTES 1 1/a•. r-D° ExmwaaE v y@eee 1. THE SYSTEM DESM, HERPINHASBEENDBIGNWANDTESIEOINACCORDANCE WITH iHERARIMQUI1NG CODE, a • g� FOR USE 4YAHIN AND OUISIOel%E NIGH VELOCITY HURRICANE ZONE. SINGLE DOOROYSIEMB HAVE BEEN TEEIEO PER ASM E330, 9 E283, E331, E1886, E1996, AND TA5 20I, 20Z AND 203 SSRT DAROS, DOUBLE OOORSYSTEMG HAV6 B - TESTED PERASTM E330, F38BG, E199G, ANU TAS 201 2pZAt✓D Z03 STANDARDS. ,I REQUTREU CLUSTER OF ANCHORS PANCLVPIDNI,TYP. FACZ NO (ORO 33-1/3A66FENSEEDIER WOOD ASTRESSWOR OHAS BBEEN USEDIN THE DESIGN OFTHIS SYSTEM.WINDLOADOUKATION F�gug E PER ANCHOR SCH®ULE nn [� �& g@ I DOUBLE DOOR WITH TRANSOM BIGIL 3. POSITIVE AND NEOATIVSDERIGN PRESSURES CALCULATED FOR USE WITH THIS SYSTEM SHALLBE DETERMINED BY OTHERS q I ON AIOB-SPECIFIC BASM IN ACCORDANCE WITH THE GOVERNING CODE, 99p 4. AL.ANCHORS SHALLBE SAE GRADES MINIMUM, CADMIUM -PLATED OROTHERWIBE PROTELTEDWITH CORROSIpN•RSISTANt I¢'. C-0' E%IERIOR ELEV MATERIAL UNLESS OTHERWISE NOTE. N S. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE 62 p CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL F 7${ PREPARE PESITE SPECIFIC ERMLTHOIDEk WH VEWFYFTHEADEQUACYDSE IN WOPTHEEWSTTNCTION WITH GSTRUCNRE�T VAMSTANtl SUPMIMPOSEDLOADS.V/OOD �N " BUCKS (BY OTHERS) WILL BE ANCHORED PROPERLYTO TRANSFER LOADS TO THE EXISTING STRUCTURE. 2. PRODITDUCTSSHOJbW HEREIN ARE LARGE MISSILE IMPACT RESISTANT AND 00 NOT REQUIRE IMPACT RE56TANTSMUITERS. mvmxurmoNRIWDDNYss 9. PLASTIC COMPONENTS USEDOWITHIN THE HVHZ MOST RNEAS SHAU BE �MEETNALL LAPPLICABLE FIRE/SMOKgW F�LFORMANCE REQUIREMENTS 14'1937 AS SET MAIN IN THE ABOVE -NOTED BUILDING COOL Le 10. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVHQf EIBCIROLYSLN. P4PeD6cR3enaro 11, ENGINEER SEALAFFTXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, xL el. INDEMNIFIES &SAVES HARMLESS THIS ENGINEER FOR ALL COST& DAMAGES INCLUDING LEGAL FEES& APPELLATE FEES RESULTING FROM &&MATERIAL FABRI=01), SYSTEM ERECTION,& CONSTRUCTION PRACTICES BEYONOTHAT WHICH ILLEXCEPTRAS9kPRESSLYPROVIDEDE HEREIN NOADDRTONALACRRFICATIONS� ORAFFIRMATIONSARL-INTENDED. 13. ALTERATIONS, AUDITIONS; HIGHLIGHTING, OR OTHER MARRINGS TO THIS DOMMENTARE NOT PERMITTED AND. INVALIDATE ILII THIS CERTIFICATION. LLOYVABLE DESIGN SCHEDULE 300°MAX FRAME WIDTH (FW.j 6" MAX j 6. MAX 6"MAX (1YP.)(T1YJ (nP.) s^ MAX n p 30 n 6°TD TOP OFHINGE�.:�.°�� •> � ?B.�CLUSfR CLOBE0. J� CLOSER gNCHp ANCHO SCNED a ACTIVE INACTIVE n 35 ANCHO ANf310 DFAOBOLT PRESSURES CONFIGURATION DOOR PANEL HEIGHT yJHERE WATER INFILTRATION REQUIREMENT IS REQUIRED WHERE WATER INFILTRATION REQUIREMENT IS NOT REQUIRED � flD.O PSF' _. t70,0 PSF SINGLE DOOR 80' t70.0 PSF 270.0 OPAOUE DOUBLE 96" NOT APPROVED t70.0 PSF DOORS 80" __ NOT APPROVED t70.0 PSF GLAZED DOUBLE B6° NOT APPROVED t48.8 PSF DOORS 80^ 'NOT APPROVED tS0.7 PSF 1 TYPICAL DOUBLE DOOR 2 1/2'-1'-0" EMERIOR ELEV 2 TYPICAL FIRE DOOR 2 1/2'c 1'�O' EMERWR ELEV MR SEE KEVAITON 1/2 FOR HWGE OFFSET FROM TOP @BOTTOM M, TYRICAL SPAQNG TYPICAL SINGLE DOOR V2'-x.o. MERIORMV TYPICAL TRANSOM 3 2°aV-6` HOMZSE91ON 14-1937 nNSI ON WQB10R INTERIOR W. TRANSOM FRAME ALT. TRANSOM FRAME OMON #1, ontoNB •�ALT.TRAN50MFRAME OPTION k3 TEIfDANDEDI --NM ACT. TRANSOM FRAME OPTION i3 (EXPANDED) IS AFPLIC1UTM FOR MEATIER INSTALLATIONS ONLY. ALL MITER TRANSOM FRAME OPTIONS MAY MUSED INTERCHANGEABLY FOR NEAOER, MMBAIM SILL IN XIAIIONSAS PII:YDtCONDMONS DICTATE. 3 TYPICAL DOUBLE DOOR W1 TRANSOM q a'=C0" YERTSECIION 10 GA METAL STUD R LIf�R 4 ANCHORS SEE DETAIL 1/4 FORALTERNATS 2' a HOST STRUCTURE MAX DOOR PANEL V —1W MAX FRAME 1/4' MAX, SHIM SEE DETAIL 213 FOR ' INTERIOR R - ll%l ALTERNATE DOOR —411(2" MAX DOOR EXTERIOR u $ 'S's NO THRESHOLD OR �d x .NOTE: 1 HEADERANCHORS REQUIRED \� PORSINGLE-POOR Pu - n ,mj m C INS.TALIATIONS {{ SEE DETAIL I/4 FOR Tip ALTERNATE 3m SIDELIGHT/SDI. OPTIONS. EXPANDED TRANSOM FRAME OPTION 03 NOT 0 5/E' APPLICABLE fOR ML . SILL INSTALLATION EXISTING OR 0ONMAX. : ;-�� � �OCRNRYE 31 SHIP!G:%� i%% G .:L HOSE EDGE 01' STRUCTURE TYPICAL SIDELIGHT EXISTING z HOST 5 2'=1'-O" VERTSECNON STRUCTURE -ANCHORS PER ANCHOR SCHEDULE a TYPICAL DOOR 5 2'=riA' VERTSECRON A"ALT DOOR FPIiME OT jP [ON A3 fE7(PAVDEDI -NOTE: ALT. DOOR FRAME OPTION 43 (EXPANDEDf IS APPLICAPE FOR HEARER INSTAL 1'0`RSONLY. AlLOTNER USDOOR, FRAME OPTIONS MAY BE Etl INTERCHAWEABLY MR HEADER, 3AM0 AND THRESHOLD INSTALLATIONS AS FIELD CONDITIONS DICTATE. U K LG GA 7 W a S L SWWER WWWy D cuNER CL M S G UFA'� sd 6 L IY � u Lu W SEE DETAIL 3/3 FORALTERNATE ' wn MA%. BDDNS OOR 1/4' MAX SHIM g 1 SHIMJWB ANCHORS ';'lIQ :• `LS& '�4"` �\ ,•FS q V $ JJ" INTERIOR CHEDULE 5 343/4' (SCE ELEVATION) m �uZ a Ey rn�y Q'�,mEe E%La 6 MA%D.LO E 5 LJ 4 HOST HOST lEXISTING HOSE NO ANCHORS �y�UE Z x e w C Si1WL1ME2.•� STRUCTURE REQUIRED ATHPAD M ?25 /e^ 57/e•�—S6' S7/6' 1/e SHIM \ mad 47 31V MAX PANEL WIDIR < 6%RIDOR 46"MA%IN9IDE RWAEWIDTM `` aS S2'MAXFM WIDTH(F.W.)NO 710tESHOM OR 1 HEADER ANCHORS REQURED 1�' t 1 TYPICAL GLAZED SINGLE DOOR } v FO0.51NGLED000. y--1— a, 6 1'a 1'-D'NORIY SECRON INSTALLATIONS I 4a 1/4' MA%. SHIM 5=' MAX FRAHE WIDTH (F.W.) 1/4' MAX SHIM 9 90 t6 d y 0 1 2_ r S C L) 0 3 pp 15 �laAv Ear I I o 4 Axao �\ I d INTIF4D0. I ANcxoa scHANCHORSFER H \ I I 41 % jANCHO0.5Q1EQUEE gs yq SS i �� M\EEDD I I l5 51 - IS � IXISTFN As GyStl''i(( EXI NO EXISTING CDNCREYE R aG / OSTRUCTURE xOST SfRVCxfUPE nD M'Cla "�IRREESHHOOLD yy e =O 19 9 9 E7R 0.1 e �sle 3 TYPICAL FIRESINGLE DOOR 471/4' MAX mDflmnoim¢RWm�s1 ' PAPHLwIDTn Us' 6 6•='I'4r VERT SECTION 14-1937 su j de• MAX INSIDE FRAME WIDTH j a TYPICAL FIRE SINGLE DOOR r� (1 6' a r4 HOR2SECTION ^ 0 311V LAMINATED GLASS (SEE OPNONS BELOW) EXTEMQR INTERIOR �.• LEXAN 3/1W LANINATEO GLASS D0W9355111OONEW/-Y"WOiE GLASS (SEE ORNONS 6ELAW) y4 MIN.SNO3NE ELIE 3/16' LAPHWATED GLASS (SEE ORTTONSSELOW) 3=050 VHS EXTERIOR 1 I 025• M[N. GLAZING TAPES f M)N. M1T09.]fOWOIDf EXiHHOR !0 _.L_ �NfHUOR / V.. 1 / .GI. ,NGOTAPE fRM£'TSIF516Y NOON GLAZINGTYPES: 3/161 H.S. / 0.096- SOLOIIA SAFLEX PFB INTa"YER/ 3/16' HS. 312W H.S. / 0435• OL0fA5IlE GLASS $FORMGIASS INIERLAYEA/ 3/16' KS. ® 119'VAREGIASSW/3/R'EXTMORWMN(FORU$60NLYWMMEDOOR) 1\ TYPICAL GLAZING DETAILS 'f / N.T.S. VERf SECT FIRE DOOR GLAZING DETAIL FOR U SE ORLY WITH FI RE DOOR AND GATING T WE V 14-1937 1--- - 7 6 I FfU INNPn0.n.E .Q 2,dL _L OI QNtY "A ANCHOR SCHEDULE: C97�y YtlWpB MAXIMUM TYPICAL SPACING MINIMUM ANCHOR CLUSTERS wU� W 6 iC yy A —J( D° �� m as.SWggy�� 80 Y� n �N ^°R •P+ 19 rye Dyy o Y d ANCHOR NOTES: ,6 ® ®pRp - 1 USEINCONIUNQNONWIOHEXTERIORML ATIONSFORANCHORIO MPMANOYORSPMNG. 2, ANCHORS SHALL BE INSTALLED WACCORDANCE WITH MANUFACRRIfRS'AFLOMMENDATIONS y'TAPCONS SHAILBE STAINLESS STEEL ONLY 3 WHERE ANCHORS FASTEN TO NARROW FACE OF STUD FRAMING ANCHORSUALLBE LPCATED IN CENTER OF 8 NOMINAL 2K (MUQ WOOD STUD (Le 314" EDGE DISTANCE IS ACCEPTABLE FORANCMQRS TO WOOD FRAMING).. 6 $e 4 WOOD ILOSTSIRUCTUFE SMALL BE 'SOUTHERN PINE G 055 ORGMTEA DWPW.. S. MMWUMEMBWMENTSMALLBEA NOTBDIN µCHORSCHEDULE. MIWMUMEMBMMENTANDEDGEDISTANCE g EXCLUDER STVCCO, FOAM, DRICI(, AND OTHER WAW T'INMHES. G TMASONRY ANCHOR SHALL BE ASTM A36 STEEL MINMUM YAM MINIMUM DIMENSIONS OF I'WIDTH AND THICKNESS. EMBEDMENT SHALL BE 9- MINIMUM TO 1800 PSI MASONRY INALLOUNIMUM. E 6 T. WHERE M$T(NG STRUCTURE SWOOP FRAMING EXISTING COMMON$ MAY VARY. FIELD VERIFYTHAT FASTENERS ARE 1Mo ADEQUATE WOOD FRAMING MEMBERS, NOT INTO PLYWOOD. B, WOOD BIICKS(BY OTHERM)$HA(LBE ANCHORED FROPERLYTO TRANSFERLOADSTO THEEXIST(NGS(RUCTURE. @ @aa 9• ANCHORAGE WITH TAPOONS OR WOOD SCREWS REQUIRES USE OF FRP BLOM(PART820). 6f4fRNF@NNEEtLNORR¢35 10.-NOANCHORAGE1SREQUIREDATTHEHEADORTHRESHOWOFSMGMDOORINSTA4 ONS •14-19.37 Buts, ' PRGBPAGB FFyONj O SUBSTRATE T.0,230 i 2.630 �ry{��jj'��—I.5��00 ����j��I—T 0219 LJ LJ 9OFIRE DOOR COLLAR 5.750 4.63D OEXPANDED 4.00D DOOR FRAME tl 0.190 1.500 �— 0,125 1500 SODOOR USUPPORT 12,000 0.230 ®EXTENDED MULLION 9.880 f--f-0,685 17 ALT GLASS STOP @8 MODIFIED FRAME 2.000 ADJUSTABLE SECTION O.SOD D560 T 10 GLASS STOP BAK ITEM 0 PART A 1 ITEM DESCRIPTION PARTSP 1 FBC-IOD•15-50 DOOR FRAME SS 2 FBC-10033-50 E PANDER DOOR FRAME FIBERGLASS 3 F C-100-6-50 MULLION SS fFIBERGLASS- 4 FBC-100-6-50 EXTENDED MULLION. SS 5 FBC-1DO-17-50 DOOR SUPPORT TUBE FIBERGLASS' 6 FBC-100-19-50 DOOR SUPPORT PAR SS 7 FDC-l0O-26-50 MODIFIED FRAME " SECTI S -'8 8FACTURER/F01TES FBC-100-27-50 MODIFIED FRAME ADJUSTABLE SECTION SS 9 FBC-100-30-50 FIRE DOOR COLLAR FIBERGLASS 10 FBC-10D-9-50 GLASS STOP BAR FIBERGLASS U! .FBC-1OP-7-50 HARDWARe PLATE 1875' X 525' X 8' FIBERGLASS 13 FBC-IOD-7-50 HARDWARE PLATE 4875' X 7.5' % 8' FIBERGLM 14 FBC-100-7-50 HARDWARE PLATE .1075' X 115' X B' FIBERGLASS 15 FBC-100-34-50 ➢EIR FACE SHEET D90-,120' THICK FIBERGLASS 16. HOLLOW METAL DOOR FRAME CORBIN 17 - ALTERNATE GLASS STOP Rmm PVC HARDWARE 20 - FRP'BLOCK (LBY X 1.25' X .125' WALL)CORRIM 21 - T-STRAP CORBIN 22 - ADJUSTABLE WIRE ANCHOR CMR114 23 A A DOOR HRESHDLD HAGER O 20S 24 - ABA ➢OOR THRESHOLD HAGER 04775 25 - HINGE 4 1/2' X 4 1/2' STANDARD GER 08B1279 26.. - HINGE, 4.1/2' X 4 1/2' HEAVY WEIGH HAGER OBB1168 27 - HINGE, CONTINUOUS GEAR HEAVY VL0 ROTON 0 80-IIM E8 - HINGE CONTINUOUS GEAR HEAVY WEIGf ROTON 0780-2240 29 - LOCK SET CORBIN MORTISE 0HL2051 30 1 - SURFACE BOLT LOCK HAGER 0275➢ 31 LOCK SET CORBIN 0CL3651 32 LICK SET R 0340DI 33 LOCK SET RIM EXIT ➢EVICE PRECISION BIND X 39L 39 LOCK SET HAGER 03500 35 DEAD BOLT CORBIN'0A 013 36 DEAD BOLT - HAGER 03100 37 DEAD BOLT SCHLAGE. OB660P -38 DODR CLOSER HAGER 0510 SEALS 6 SEALANTS 40 .fAMB. WEATHERSTRIPPING HAGER 09915 41 PRESS -ON WEATHERSTRIPPING IMAGER 0720S 42 I JASTRAGAL WEATHERSTRIPPING IHAGER 4875S 43 I JPRESS-OH WEATIERST IPPitJG HAGER 41725S FASTENERS 47 - 1ID. 6 % 3/-0' SS, jN SMS 1 1/2' FROH CORNERS 6 5' T1 6. O,C, 4B - HO: 72-24 X 1-1 4' S.S. FH SCREV 4 PLR HINGE LEAF HISCELLAIB=OUS ITEMS 50 1 FBC-100-36-50 BALSA WOOD FILLER. 51 1 FBC-100 37-50 IMINERAL CORE FIRE DOOR FILLER g a PROCTOR Construction Co. 20OU9-1 Ste. 206 Vero Beads, Fbrl� 22866 Tebphone: (7n)M"164 Fax(M)2%4168 Submittal Transmittal Detailed, Grouped by Each Number Harbour Ridge Yacht and Country Club (Lifestyle (Project # HRYCC-12/2015 Proctor Construction Company, LLC Harbour Ridge Yacht & Country Club Tel: Fax: 13400 Gilson Rd Palm City, FI. 34990 Date: ) 0021, Transmitted To: Sean Sukhu Transmitted By: Michael O'Neill Peacock + Lewis Architects and Proctor Construction Company, LLC Planners, Inc. 1295 US Hwy 1 2050 Hwy US-1 North Palm Beach, FL 33408 Suite 200 Tel: 561.626.9704 Vero Beach, FL 32960 ,Fax: 561.626.9719 Tel: 772.234.8164 Fax: 772.234.8188 Q ":' Submittal;Package No Descn t)on . = Due Date Packa a Action W BI 0003 - 061000 - 0 Approval Rough Carpentry e-mail 3/29/2016 In For Approval jltems Description„ Notes AIterrrfictiont.. 2 1 PD: Truss Tie -Down Hardware In For Approval Harbour Ridge Yacht & Country ClubJoe Shambo Harbour Ridge Yacht & Country ClubMichael Salerno Remarks Please see the attached Submittal Item WBI 061000-002.0 PD: Truss.Tie-Down Hardware, for your approval. Please let me know if you have any questions. Prolog Manager Printed on: 3/1 Signature 6 Prolog Main Office Signed Date Page 1 Submittal Item WBI 061000-002.0 PD: Truss Tie -Down Hardware I BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROLDIVISION - MIAMI-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 372-6339 NOTICE OF ACCEPTANCE (NOA) www.maimidade.gov/buildinecode United Steel Products Company 14305 Southcross Drive # 200 Burnsville, MN 55306 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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: HLPTA75 Wood Connectors APPROVAL DOCUMENT: Drawing No. MD0503, titled "HLPTA75" sheet 1 & 1, with no revisions, dated 05/05/03, prepared by United Steel Products Company, signed and sealed by Robert W. Lutz, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state 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 renews NOA # 03-0508.04 and consists of this page I and evidence page E-I, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 08-0715.01 Mill ANFDAOECOUNIY Expiration Date: November 20, 2013 C Approval Date: September 4, 2008 (�jJ�7%Cd Page l United Steel Products Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. MD0503, titled "HLPTA75", sheet 1 & 1, with no revisions, dated 05/05/03, prepared by United Steel Products Company, signed and sealed by Robert W. Lutz, P.E. "Submitted under NOA # 03-0508.04" B. TESTS 1.. Test report on HLPTA75 Wood Connectors load capacity, parallel and perpendicular to the wall and uplift per ASTM D1761, prepared by Stork Twin City Testing Corporation, Test Report No. 033047, dated 04/29/03, signed and sealed by John D. Lee, P.E. "Submitted under NOA # 03-0508.04" C. CALCULATIONS 1. Anchor and wood connectors capacity calculations prepared by United Steel Products Company, dated 05/06/03, signed and sealed by Robert W. Lutz, P.E. "Submitted under NOA # 03-0508.04" D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance issued by SouthEast Structures, Inc., dated 01/01/08, signed and sealed by Robert W. Lutz, P.E. 2. No change letter issued by United Steel Products Company, dated 07/01/08, signed and by Robert W. Lutz, P.E. G. OTHER 1. Notice of Acceptance No. 03-0508.04, issued to United Steel Products Company, approved on 11/20/03 and expiring on.11/20/08. 11Y2.4 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 08-0715.01 Expiration Date: November 20, 2013 Approval Date: September 4, 2.008 E -1 �2 GROUT FILLED CONCRETE. BLOCK (C-90) W/'TYPE S MORTAR 0 0 'o• WALL REINFORCING REQUIRES UPLIFT (1) #7 BAR 2 CENTER OR (2) # 5 BARS 2 SIDES. (SEE SECTION 2121.2.3 OF THE FLORIDA BUILDING CODE) L2 L1 TIE BEAM HLPTA75 REQUIRED PER SECTION 2121.2.3 18 GAUGE GALVANIZED (TYP) OF FLORIDA BLDG. CODE PRODUCT CODE DIMENSI❑NS FASTENER SCHEDULE ALLOWABLE LOADS (tbs.) W1 W2 H1 H2 TRUSS SEAT L1 L2 UPLIFT HLPTA75 7 3/8 1 9/16 5 1/8 9 9/16 (20) 10d X 1-1/2 (2) 10cl X 1-1/2 0 1715 1 2125 GENERAL- NOTES 1)STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G90. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. y� 3) ALLOWABLE LOADS HAVE BEEN INCREASED Q BY A SHORT TERM DURATION FACTOR OF 33% FOR WIND LOAD CONDITION. NO FURTHER INCREASE IS ALLOWED. p 4) .ALLOWABLE LOADS -ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTIDN 1997 EDITION FOR SOUTHERN YELLOW.PINE /1 (G= 0.55 OR BETTER). LL TEST PERFORMED IN /1;1 ACCORDANCE WITH ASTM D1761. (U 5) MINIMUM 2000 PSI GROUT, 6). PENETRATION IS ASSUMED 'TO BE 1 1/2' INTO WOOD. BETWEEN RAFTER a STUD. as eaodr�s *Vb am wbd& BWgAoccpWow C UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364-7333 NAME: HLPTA75 5/5/03 �RODERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO.'55409 1 OF 1 1 MD0503 MDADE gr, FaMners , I 7--, Model U A s No EIW�l Affilik- APO- a 'F 6- rosM c mu", Con" 0 6 6# Z 140Y �4 n 1- - 4TSM16 16 7-10d 4-V4x2A Titen 4-1/4xlYi Titen 860 860 750 750 4TSM20. 20 7-10d 4-Yw2V:rlten 4-Y4xlV4 Titen 860 860 750 750 2351 908 '.7'f4'?4i2V4 -Y '1176-7 ITSMI Od", Titinr 5+ WHATRin '71W S7 7 417 62 ; ITSM 7 4,-- Wit I!,4, %x1,VjTi ten ', !J-1.7 &,'f, -'], 175-,, 7.1Q2 0, I 1 1 No w S cm jW151105 HU26 19A6 3%6 2% 4-YAx2% Then 4-Y4xl%Titen 2-10dxl% 290 1545 HU283 We 5% 2Y4 6-1/4x2Y4 Titen 6-%xl%Titen 4-106x1% 575 2400 6. "To 41 �M� 12_KWVrTi teA,' Xty 7 HU26-2 Va 5% 2Y2 12-YW2% Titen 12-%xl%Titen 6-10d 1085 3950 HU48 Ve 6'M6 2% 14-1/4x2Y4 Titen 14-Y4xll/4TRan 6-10d 1085 4350 3 8% fk T H0210-2 3ya 8IM6 2% 18-1/4x2Y4 Titen 18-Y4xl3/4 Titen 10-10d 1810 5085 HSUR/L26-2 Va 4'sAs 2%6 12-Y4x2Y4 Titen 12-1/4xlY4 Titen 4-16dx2h 815 2625$ T6 ttnl (ga) Truss CMU oncrete LTA2 Perpendicular to 43 (18 ga) 10 - #10 Embed Embed 1295 1425 Wall Installation 410 Bibed', Embed 1 95 S/HGAM10KT 68 (14 ga) 4 - #14 4 - 1/4x 23/4Titen 4 - 1/4x 1 %Titen $10 850— 010 - a,,;% , Oe'qHD� 2 0 ti tilen��Q� 915: A SIM200802 Used for Florida State Wide Product Approval #. FL11473 Products on this Report which are approved: Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SD5 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTAi 11473.16 HGAM1.0 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.118 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 _ 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 SIMPSON StrongTie 0 SIMPSON STRONG -TIE COMPANY, INC Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 322241904/821-5200 Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P. Arneson, an employee of Jai Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined in_Florida Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P: Arneson, and. is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed .. calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the directsupervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data: We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intentof, the Florida Building Code. All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG -TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF Jeffrey P. Arneson; the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution.of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter. 913-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page I of 13 - - Simpson Strong -Tie Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, . HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETALI6, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9:00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either'/4X2'/4" Titen Masonry Screws for a masonry wall, or'/X13/4" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade A The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastenerschedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of -twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either'/4X2'/4" Titen Masonry Screws for a masonry wall, or'/4X13/4" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson'/4 X 1'/" SDS screws (provided with the part), and fastens to the wall with either %x2'/4" Titen Masonry Screws for a masonry wall, or %x l %" Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the.HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson '/4 X 1'/" SDS screws (provided with the part), and fastens to the wall with Y4x2'/4" Titan Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies. with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong -Tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete wall. Embedded truss anchors fasten to a single -ply wood truss with 10dX1'/2 nails or to a multiple -ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and HETAL, and 51/16" for HETAL). The strap portion of the anchor is 1'/a" wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTAi Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10&1'/" common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting.ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details ofthe LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single -ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dX1'/z" nails. They are embedded in the masonry or concrete wall to a depth of 4'/z inches. The strap portion of the anchor is 1'/" wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33; The strap anchors are 16 ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional: details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a = masonry or concrete structure. The MSTAM;Straps are'1'/4" wide for use on 1'/i' and larger members. They are installed with 16d common nails to the wood and either '✓4x2Y4° Titan Masonry Screws to masonry, or' xII/4" Titan Masonry Screws to concrete. The MSTCM Strap.is 3" wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either'/4X2'/" Titan Masonry Screws to masonry; or%xI3/4" Titen. Masonry Screws to concrete. The MSTCM Strap has countersunk nail.slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel. meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coatingcomplies: with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non -pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Shang -Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS'/<" wood screws, and fastens.to the masonry or concrete wall with Simpson Strong-Tie''/3" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011. Grade 33 steel having Fy=33ksi and Fu=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and Fu=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Titan HD anchors to attach to the masonry or concrete wall, and Strong -Drive Screws (which are provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be''/2" deeper than the specified Titen HD length. The SDS screws are installed best with a low -speed''/:" drill and a'/8" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm) for the_ LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawnlumber, glued -laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tablesl through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir -Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce - Pine -Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bendina vield strength Fyb: Common Nail' Penn ei ht Nail Shank Diameter inch Fyb (psi), 10d: 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure -preservative treated wood shall be hot -dipped zinc coated galvanized steel with coating weights in accordance with ASTM Al53. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong -Tie 5.4 Concrete/.Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report:. Material Specification Minimum Compressive Strength Concrete, fc 2500 psi Masonry, fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 si' or by proportions) Grout ASTM C476 2000 psi or by proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this. report supercedes any conflicting information between linformation provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845, H756 2/27/90, 12/6/00 HTSM 02-3667 1 /30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 0273793 5115/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 - HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift - 02-3674, 02-3802, 02-3861,04-4675 614/02, 6/8/02, 7/24/02, 2/8/04 META F1 02-3674, 02-3802 6/4/02, 6/8/02 META F2 02-3674, 02-3802 02-3861 , 6/4/02, 6/8/02, 7/24/02 HETA Uplift 02-3803, 02-3862, 04-4676 6/10/02, 7/26/02, 2/8/04 HETA F1 02-3803 6/10/02 HETA F2 02-3803, 02-3862 6/10/02, 7/26/02, HHETA Uplift 02-3676, 02-3863, 04=4674 614/02, 7/29102, 2/7/04 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676, 02-3863 6/4/02, 7/29/02 HETAL Uplift 02-3803, 02-3862, 04-4676 6/10/02, 7/26/02, 2/8/04 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong -Tie Product Test Number Date Tested HETAL F2 D844 3128/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28108 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 0273616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02, 5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004, 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHL/R Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, M222, M224 7/13/06, 7/13/06, 7/13/06, 7/14/06, 8/03/06 LGUM Uplift 211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down A'MM217 207, M209,M216, 9/11/06, 9/11/06, 10/20/06, 10/20/06 HGUM Uplift M729, M731 8/3/06, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design: Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable Lateral, Parallel to Plate + Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate < 1.0 10. CODE REFERENCES Florida Buildina Code. Buildina 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel . Chapter 23 Wood Page 6 of 13 Simpson Strong -Tie Florida Buildino Code. Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS . FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS . Fasteners .� ;Allowable Uplift Loatls Model Len th 9 ' 160 CN1U "Concrete Southern No Ga (n;} Truss/Rafter Pine/Douglas Fif- , Spruce Pine Fir (Tlte�r) (Titers)' Larch MTSM16 16 16 .7-10d 4-Y4X2Y4 4-'/4xi% 875 755 MTSM20 16 20 7-10d 4-Y4X2Y4 4-'/4xi% 875 755 HTSM16 14 16 8-10d 4-%x2'/4 4-'/4X13% 1175 1010 HTSM20 14 20 10-10d 4-Y4X2'/4 4'/4X13/4 1175 1010 HM9: 18 - 4-SDS'/4X1'/z 5-'/4X2Y4 5-'/4X1'/4 805 690 HGAM10 , 14 - 4-SDS'/aX1'/z 4-'/4X2Ya 4-'/aXA; 850 850 Notes: 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building. Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs (DFUSYP) & 545 Ibs (SFP), and allowable F2 load shall be 200 lbs (DFUSYP) & 170 lbs (SPF). - 3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs. (DFUSYP) & 950 lbs (SPF). 4. .Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2%" must be used when framing anchors are installed on each side of the joist or truss. Figure 1 Typical MTSMM/HTSM Application Figure 2 Figure 3 Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong -Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS 4101 tilotlel No ` - Ga Pin,T eis -Zit 'Ul'tpeyw META12 18 8 7-1Odx1'/: 1450 6-16d 1450 340 725 META14 10 7-10dxl% 1450 6-16d 1450 340 725 META16 12 7-10dx1% 1450 6-16d 1450 340 725 META18 14 7-10dx1% 1450 6-16d 1450 340 725 META20 16 6-10dx1Yz 1270 5-16d 1245 340 725 7-10dx1'/z 1450 6-16d 1450 340 725 META22 18 7-10dx1% 1450 6-16d 1450 340 725 META24 20 7-10dx1'/a 1450 6-16d 1450 340 725 META40 36 7-10dx1Yz 1450 6-16d 1450 1 340 725 HETA12 168-10dxl% 8 7-10dxl% 1520 7-16d 1780 340 725 HETA16 9-10dx1+/z 1810 8-16d 1810 340 725 HETA20 r16 1735 7-16d 1780 340 725 9-10dx1% 1810 8-16d 1810 340 725 HETA24 9-10dx1% 1810 8-16d 1810 340 725 HETA40 9-10dxl% 1810 8-16d 1810 340 1 725 HHETA12 14 8 7-10dxl% 1565 7-16d 1820 340s 815 HHETA16 12 10-10dx1Yx 2235 9-16d- 2235 340' 815 HHETA20 16 9-10dxl% 2010 8-16d - 2080 - 3406 815 10-10dx1Ya 2235 9-16d _ 2235 340' 815- HHETA24 20 10-10dx1%a 2235 9-16d 2235 3406 815 - HHETA40 36 10-10dx1Ya 2235 9-16d 2235 3406 815 HETAL12 16 - 7 10-10dx1Y. 1085 10-16d 1270 415 1100 HETAL16 11 14-10dx1Yz 1810 13-16d 1810 415 1100 HETAL20 15 14-10dx1% 1810 13-16d 1810 415 1100 LTA1 18 3+/6 12-10dx1%a 1420 12-10dx1'/e 1420 485 1425 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel -to -plate load towards face of HETAL is 1975 lbs. 4. Minimum fc is 2,OOOpsi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated. by dividing. the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap.. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1 f:" fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. Typi isli---------- Figure 4 Figure 5 Pa, META/HETA/HHETATvoical Installation LTA1 Typical Installation -- -- -- Simpson Strong -Tic TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS. 4 (NodelNo.'. Qty Appl�cation,I • UplifflpadsT Lateial Laadss, , 1 Ply Southern _ : �rpineTruss `"' 2.or 3 Ply Southern = Pine Truss`. F (parallel , towall} p2' . `(perpen: towahTl Fasteners Load t.Fasteners° `:Load DETAL20 1 CMU 18-10dxl% 2480 20006 1370 Concrete 18-10dxl% 2480 2000 1505 META 2 CMU 10-10dxl% 1985 14-16d 1900 1210 1160 10-10dx1Ya 1985 14-16d 2565 1210 1160 Concrete HETA 2 CMU 10-10dxl% 2035 12-16d 2500 1225 1520 10-10dxl% 2035 12-16d 2700 1225 1520 Concrete HHETA 2 CMU 10-10dx1'/2 2035 12-16d 2500 1225 1520 10-10dx1+/ 2035 14-16d 3350 1225 1520 Concrete Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum,f. is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8" wider than the truss width. 4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3-ply applications with anchors spaced a minimum of 3" apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single -ply application. 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790lb. may result in deflection up to 5/32" in the F, direction. .- Figure 6 DETAIL and Double METAIHETA/HHETA Application Page 9 of 13 Simpson Strong -Tie TABLE4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS I Dtmenslons ,_' SimpsonStrong#Tle DF/SP ' SP.,I Morel No Ga °inches Tifen€Screws -= 160 Gohcrdle,f Nails Load Nailsti. Load;,! „CMU MSTAM24 18 1'/4 24 5'/,x2'/n 5-'/,x13/4 8-10d 1500 9-10d 1500 MSTAM36 16 1'/4 36 8-'/4x2'/4 8-Yax13/4 10-10d 1870 11-10d 1870 MSTCM40 16 3 40Y4 14-Y4x2'/4 14-'/4x13/4 22-16d Sinker 4220 26-16d Sinker 4220 iVISTCM60 16 3 59'% 14-'/4x2% 14-'/4x13/4 26-16d Sinker 4220 26-16d Sinker 4220 Notes 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1'/" for Titan Masonry Screws. 3. Minimum fm = 1500 psi and minimum f, = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. msnsrss Mama Typical MSTAM36 Installation. Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Typical MSTCM60 Installation Page 10 of 13 Simpson Strong -Tie TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Fasteners 'h " Al - ,Model No. Qty. Td Block and Uplift Load,m; To Truss • 1N�11 �, (160) ,.C,gnarete FGTR 1 2-Titen HD 1/xx5" 18-SDS1/4x3 50006 2 4-Titen HD 1/x5" 36-SDS1/4x3 9400 FGTRHL/R 1 2-Titen HD 1/zx5" 18-SDS1/4x3 3850 FGTRE 1 2-Titen HD'/zx5' 18-SDS1/4x3 46856 FGTRE+FGTR . 1 Each 47Titen HD %zx5" 36-SDS1/4x3 50006 Notes 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for corner applications shall be limited to 4685 Ibs allowable 7. Loads are governed by the grouted wall capacity based. on testing of the products attached to the corner of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 Ibs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. FGM FGTRHLTOPNEw Two,F,GTRs- FGTR' 6HWW BE SET ,BACK V.' FGTRE Figure 8. ..: FGTR/FGTRE/FGTRHUFGRHR Typical Installation Page 11 of 13 Simpson Strong -Tie ^' TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS ol DOUBLE 2x SIZES TRIPLE 2x SIZES QUADRUPLE 2x SIZES 4x SIZES ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES (HEAW DU Notes: 1. Uplift loadsinclude a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum f,; =15UOpsi and f, =25VO psi. Figure LGUM/HGUM Typical Installation calaaaaa Typical RGUM installation Page l2ofl3 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturers name and/or trademark and the product name. a4. •�' ..'YiVa Inc. E. Page 13 of 13 ESR-2549 Used for Florida State Wide Product Approval # FL10655 Products on this Report which are SIMPSON STRONG -TIE COMPANY, approved: INC Product FL# Product FL# Product FL# Product FL# HHUS210-2 10655.1 HU36 10655.42 HUC44 10655.82 SUL210 10655.122 HHUS26-2 10655.2 HU38 10655.43 HU046 10655.83 SUL210-2 10655.123 HHUS28-2 10655.3 HU410 10655.44 HUC48 10655.84 SUL214 10655.124 HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 SUL24 10655.125 HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 SUL26 10655.126 HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 SUL26-2 10655.127 HSUL210-2 10655.7 HU44 10655.48 HU0616 10655.88 SUL414 10655.128 HSUL214-2 10655.8 HU46 10655.49 HUC66 10655.89 SUR210 10655.129 HSUL26-2 10655.9 HU48 10655.50 HUC68 10655.90 SUR210-2 10655.130 HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131 HSUL414 10655.11 HU612 10655.52 HUS210-2 10655.92 SUR24 10655.132 HSUL46 10655.12 HU614 10655.53 HUS212-2 10655.93 SUR26 10655.133 HSUR210-2 10655.13 HU616 10655.54 HUS26 10655.94 SUR26-2 10655.134 HSUR214-2 10655.14 HU66 10655.55 HUS26-2 10655.95 SUR414 10655.135 HSUR26-2 10655.15 HU68 10655.56 HUS28 10655.96 U210 10655.136 HSUR410 10655.16 HU0210-2 10655.57 HUS28-2 10655:97 U210-2 10655.137 HSUR414 10655.17 HUC210-3 10655.58 HUS410 10655.98 U210-3 16655.138 HSUR46 10665*18 HUC212-2 10665.59 HUS412 10655.99 U21OR 10655.139 HU210 10655.19 HUC212-3 10655.60 HUS46 10655.100 U214 10655.140 HU210-2 10655.20 HUC214-2 10655.61 HUS48 10655.101 U24 10655.141 HU210-3 10655.21 HU0214-3 10655.62 W210 10655.102 U24-2 10655.142 HU212 10655.22 HU0216-2 10655.63 W24 10655.103 U24R 10655.143 HU212-2 1065523 HU0216-3 10655.64 LU26 10655:104 U26 10655.144 HU212-3 10655.24 HUC24-2 10655.65 LU28 10655.105 U26-2 10655.145 HU214 10655.25 HU026-2 10655.66 LUS210 10655.106 U26R 10655.146 HU214-2 10655.26 HUC28-2 10655.67 LUS210-2 10655.107 U310 10655.147 HU214-3 10655.27 HUC310 10655.68 LUS214-2 10655.108 U314 10665.148 HU216-3 10655.29 HU6310-2 10655.69 LUS24 10655.109 U34 10655.149 HU24-2 10655.30 HUC312 10655.70 LUS24-2 10655.110 036 10655.150 HU26 10655.31 HUC312-2 10655.71 LUS26 10655.111 U410 10655.151 HU26-2 10655.32 HUC314 10655.72 LUS26-2 10655.112 U410R 10655,152 HU28 10655.33 HUC314-2 10655.73 LUS28 10655.113 U414 10655.153 HU28-2 10655.34 HUC316 1065514 LUS28-2 10655.114 U44 10655.154 HU310 10655.35 HUC34 10655.76 LUS410 10655.115 U44R 16655.155 HU310-2 10655.36 HU036 10655.76 WS414 10655.116 U46 10655.156 HU312-2 10655.37 HUC38 10655.77 LUS44 10655.117 U46R 10655.157 HU314 10655.38 HUC410 10655.78 LUS46 10655.118 U610 10655.158 HU314-2 10655.39: HUC412 10655.79 LUS48 10655.119 6610R 10655.159 HU316 10655.40 HUC414 . 10655.80 MUS26 10655.120 U66 10655.160 HU34 10659.41 HUC416 10655.81 MUS28 10655;121 066R 10655.161 ESR-2549 REPORTTM issued February 1, 2008 This report is subject to re-examinatlon /n two years. ICC Evaluation Service$ Inc. www.1cc-es.ora DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastic Fastenings REPORT HOLDER: SIMPSON STRONG TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.strongtie.com EVALUATION SUBJECT: BushfesslReglonal Office # W00 Wakrat W Rued. Whittier. Caffmila 90601 # (562) MM543 Regional Office # 900 Mmtd* Road, Suite A, Rnni Vham, NaWma 35213 # (206) 59g9800 Regional O81oe# 4051 West FbwmacrRoad, Counbyaub HM% Iffnols 60478 # (708) 799-2305 SIMPSON STRONG TIE FACE -MOUNT .HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 International Building Code® (IBC) # 2006 lntematlonal Residential Code° (IRC) # Other Codes (see Section 8,0) Properties evaluated: Structural . 2.0 USES - The Simpson Strong -Tie face -mount hangers described In this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products mayalso be used in structures regulated under the IRCwhen an engineered design is submitted in acoordancewith Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: : The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the Installation of nails Into the face of the supporting wood header or beam or ledger. : 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure.2 for a drawing of a typical U series hanger. .3.1.3 HUIHUC Series Hangers: The HU and HUC series hangers are formed from No.14 gage galvanized steel. HU hangers having a width equal to or greater than 29/1a inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No. I B gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45-degree angle through the joist and Into the header, which is described as double shear nailing in the Installation instructions. See Table 4 for the hangardimemlons, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3A.5 MUS Joist Hanger: The MUS series hangers:are formed from No. 18 gage galvanized steel. The Ushaped portion of the hangers has prepunched holes for the _ Installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation Instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS Series Hangers: The HUS series hangers are formed from No.14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are formed from No.16 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and Into the header, which Is described as double shear nailing in the installation Instructions. See Table 6for the hangerdimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No.14 gage galvanized steel. The hangers have prepunched holes for the installation of joist.nails that are `driven at an angle through the joist and into the header; which is described as double shear nailing in the installation instructions. See Table 7 forthe Banger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. 3.1.8 SURIL Series Hangers: The SUR/L series hangers are farmed from No.16 gage galvanized steel. SUR and SUL are minor image identical hangers, skewed at 45 degrees right and left, respectively. See Table 8 for the hanger. dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SURIL series hangers. 3.1.9 HSURIL Series .Hangers: The HSURIL series hangers are formed from. No.14 gage galvanized steel. SUR and SUL are mirror -Image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for: the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUWL series hangers.. :;REPORTS'- me nor to be eombnedos reiemenfiw aesthelfcs or av other 41mbutes nofspm1j?w1•add resset{ nor me lbeylobecoturruedarmf endomement of the subfeet ofthe report or reconunendaflon for Its use. Acre is no amranq• by7CCEmlaotion Sen1ce, hm, esprm or fmpfted:as fo ma• 'finding orofhermatterin thin mjwl, oral to anyprodt e1 coned by the repor6 ' copyright 02008 smreuaw� traits Page 101110 Page 2 of 10 ESR-2549 3.2 Materials: 3.2.1 Steel: The hangers described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, Grade 33, with a minimum yield strength, F of 33,000 psi (227 MPa) and a minimum tensile strength, F,, of 45,000 psi (310 MPa). Minimum base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No.14 0.0685 No. 16 0.0555 No.18 0.0445 No.20 0.0335 For Sh 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification In accordance with ASTM A 653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification In accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as 'batch" galvanization, In accordance with ASTM A 123, with a minimum specified coaling weight of 2.0 ounces of zinc per square foot of surface area (600 glm2); total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie _ Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors In contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.21 Wood: Wood members with which the connectors are used must, be either sawn lumber or engineered lumber having a. minimum specific gravity of 0.50 (minimum equivalent specificgravity of 0.50 forengineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables In this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F 1667 and have the following minimum fastener dimensions and bending yield strengths COMMON NAILSIZE SHANK DIAMETER (Inch) FASTENER LENGTH (inches) FA (psi) - 10d x 1% 0.148 1112 90,000 10d 0.148 3 90,000 -- 16d x 2112 0.162 2'12 90,000 16d - 0.162 314 90,000 For 81.1 Inch =.25.4 mm,1 psi = 6.895 kPa: Fasteners used in contact with preservative. treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be. contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: duration factor, Co, corresponding with the applicable loads In accordance with the NOS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100"F (37.8°C) or less. When products are Installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, C. specified in the NOS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.80C), the allowable loads in this report must be adjusted by the temperature factor, Cf, spedfied in the NDS. Connected wood members must he analyzed for load - carrying capacity at the connection in accordence.with the NOS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published Installation instructions. In the event of a conflict between this report and the manufacture's published installation Instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report comply with, or are suitable alternatives to what is specified in, those codes listed In Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, Identified and Installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 6.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4' Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or Ore retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label Indicating the name of the manufacturer (Simpson Strong-Tle), the model number, and the number of an Index evaluation report ESR-2523) that Is used as an identifier for the products recognized in this report, 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products In this reportwere evaluated for compliance with the requirements of the following codes: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load Page 3 of 10 ESR-2649 #. 2003 International Building Code" (200316C) # 2003 International Residential Code° (2003 IRC) It 2000 International Building Code* (2000113C) # 2000 International Residential Code® (2000 IRC) # 1997 Uniform Building Code"' (UBC) The products described in this report comply with, or are suitable alternatives to what is specified in,"the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2" Uses: 8.2.1 2003 IBC, 2003 IRC, 2000113C, and 2000 IRC: See Section 2.0 of this report. 8.2.2 UBC: Replace the information in Section 2.0 with the following: Simpson Strong -Tie face -mount hangers are used as wood" framing connectors in accordance with Section 2318.4.8 of the UBC. 8:3 'Description: 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. 8.3.2 2000 iBC and 2000 IRC: See Section 3.0 of this report, except modify Section 3.2.3 of this report to reference Section R323.3 of the IRC. 8.3.3 UBC: See Section 3.0 of this report, except modify the first sentence In the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and UBC: See Section 4.0 of his report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 8.0, subject to the same conditions of use Indicated in Section 5.0 of this report. 8.6.2 UBC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 Is replaced with the following: Fasteners used In contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC:' See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 iRC, and,USC: See Section 7.0 of this report. C r. I Page 4 of 10 ESR-2549 TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' (Inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS''' (lbs) MODEL - Wr H B Header' Joist Uplift' Download Co=1.33 or - 1.6 CD=1.0 Co=1.16 Co=1.25 10d 16d tOd 16d 104 16d LU24 1'/ta 3% 1'1A 4 2-10dxl% 245 445 530 610 .616 555 665 LU26 I'll, 4% 1% 6 440dxlY 490 665 60o 765 920 830 4,000 LU28 1'/ra 6'/, 1% 8 6.10dx1� 735 890 1,085 1.025 1,225 1,110 1,300 W210 18/ia Plis 1% 10 6.10dx1'h 735 1,110 1,330 1,275 1'630 1,390 1,660 For SI: 1 Inch = 25A mm,1 Ibf = 4.45 N. 1. Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code: 4. LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the Joist at which the lateral movement of the top or bottom of the Joist with respect to its vertical position is 0.125 inch (3.2 mm). 5. The quantity of 10d or 16d common nails speed In the'Header column under'Fasteners' Is required to achieve the tabulated allowable loads shown In the Allowable Download'10d' or't6d' columns. 6. Allowable -uplift loads are for hangers installed with either 10d or 16d common nails Into the supporting header/beam, and have been Increased forwlnd or -earthquake loading with no further Increase allowed. The allowable uplift loads must be reduced when other load durations govern. 1.04 FIGURE 1—LU SERIES HANGER Page 5 of 10 > ESR-2549 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS Ibs uplifts Download No. H B Headers Joist Co =1.33 or =1.6 CD =1.0 CD =1.15 . Co =1.25 led led 10d led led led U24 3% 2 4 2-10dxi% 240 445 630 510 610 555 665 U26 b2o'/1,8, 4314 2 6 4-10dxl% 480 665 80D 765 920 830 1,0D0 U210 7131te 2 10 CIOdxl /2 720 1,110 1,330 1,275 1,630 1,390 1,660 U214 10 2 12 8-10dxl% 960 1,330 1.595 1,530 1,835 1,665 1,995 U34 33/a 2 4 2-10dx1'/2 240 445 530 510 610 555 665 .U36 53/8 2 8 4-10dxi% 480 890 1,065 1.025 1,225 1,110 1,330 U310I 6 ele 2 14 6-1odx1'/2 720 1,555 1,860 1,780 2,140 1.940 2,330 U314s 10 /2 2 16 6-tOdxt /s 720 1,775 2,130 2,040 2,450 2,220 2,680 U44 e 23/8 2 4 2-10d 295 445 530 510 610 555 665 U46 e 47/8 2 6 _ 4-1 Od 590 890 _ 1,065 1,025 _1.225 1,110 1,330 U410.a 83/e 2 14 6-1 Od 880 1,655 1,860 1,790 2.140 1,940 2,330 U414a 10 2 16 --.6-10d 890 1,775 2.130 2,040 2,460 2,220 2,660 U24-2e 3 - 2 4 2-10d 295 445 530 510 610 - 555 665 U26-2 a 5 2 8 4-10d 590 690. 1,065 1,025 1,226 1,110 1,330. U210.2s 8'/2 2 ' 14 6-10d 890 1,555 1,060. 1,790 2,140 1,940 2.330 U66 5 2 8 4-10d 590 890 1,065 1.025 1,225 1,110 1,330 U6102 8 /z 2 14 640d 890 1,555 1.860 1,790 2,140 1,940 2,330U21032 701, 2 14 6-10d 890 1,555 1.860 1,790 2,140 1,940 2,330 U24Ra 3s/e 2 4 2-10dxi% 240 445 630 51D 610 555 665 U26Rs 5% 2 8 4-10dxl% 480 820 1,065 1,025 1.225 1,110 1.330 U210Re 9'/e 2 14 6-1Ddxl'/2 720 1,555 1,860 1,790 2,140 1.940 2,330 . U44R 41/1e 2s/e 2 4 2-16d 355 445 530 510 610 555 665 U46R 41/1e 45/e 2 8 4-16d 71D 11110 1,065 1,025 1,225 1,110 1.330 U41OR 4'/le 81/e 2 14 6-16d 1,065 55 1,5 1,86o 1,790 2,140 1.940 2,330 U66R 6 5 2 8 4-16d 710 890 1,065 1,025 1,225 4,110 1,330 UB10R 8 8% 2 14 6.16d 1.065 1.555 1.860 1,790 2,140 1.940 - 2,330 For SI: 1 inch = 25A man, 1 Ibf = 4.45 N. 1. Refer to Figure 2 (Oils page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building coda. 4. U Sales hangers provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) limes the depth of the Joist at which the lateral movement of the top or bottom of the Joist with respect to the vertical position of the joist is 0.126Inch (3.2 mm). 5. The quantity of 10d or 16d common nails specified In the 'Header column under'Fastenere Is required to achieve the tabulated allowable loads shown in the Allowable Download -10d' or'16d' columns. 6. Allowable. uplift loads are for hangers Installed with either 10d or led common nails into the supporting headeribeam, and have been Increased for wind or earthquake loading with no further Increase allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 2-11 SERIES HANGER FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (Sea Table 2-above) (See Table 3-Next Page) (See Table 3, Footnote 3-Next Page) Page 6 of 10 ESR-2549 TABLE 3-ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS MODEL HANGER. DIMENSIONS' (Inches) FASTENERS° (Quantity -Type) ALLOWABLE LOADS (Ibs)3'° NO. W H B Header Joist Uplift Download Co=1.33or =1.8 Co=1.0 Co=1.15 Co=1.25 HU26 19/is 1 3 /16 2'/. 4-16d I 2-tOdx1 /2 240 535 616 670 HU28 18/16 5% 2'/. 8-16d 4-10dx1 /, 480 805 925 1,005 HU210 lulls 7 /s 2'1/ 8-16d 4-10dx1 /z 480 1.070 1,230 1,340 HU212 19/16 9 2'/ 10-16d 6-10dxl h 720 1,340 1,640 1,675 HU214 1 /16 10le 2'/, 12-16d 6.10dx1 /, 720 1.610 1,850 2,010 HU34 29/ts 33/8 2 % 4-16d 2-10dx1 /2 240 535 615 670 HU36 2'/t° 5 /e 2 % 8-16d 4-10dx1 /Z 480 1,070 1,230 11340 HU38 29116 7 /B 2'/: 1046d 4-10dx1 /= 480 1,340 1,640 1.675 HU310 Vhs 818 2'% 14-16d 6-1Odx1 /, 720 1,875 2.155 2.345 HU312 29116 lolls 2 % 16.16d 6.10dx1 /, 720 2,145 2,465 2,680 HU314 2/1s 12/s 2'/ 18-16d ti-10dxt /z 960 2,410 2,770 3,016 HU316 2 /1s 14 /e 2'/, 20.16d 8-10dx1 /2 960 2,680 3,080 3.350 HU44 3911s 2 /s 2'/ 4-16d 2-10d 300 535 615 670 HU46 3 /1s Ite 2 Y. 8-16d 4-10d 605 1,070 1,230 1,340 HU48 3 /1e 6 /16 2'/ 10-16d 440d 605 1,340 1,540 1,676 HU410 2'1% 14-16d 6-1Od 905 1,875 2,155 2,345 HU412 39/18 10116 2 % 16-16d 610d 905 2,145 2,465 2,680 HU414 39/i8 12 /s 2'/, 18.16d 8-10d 1.205 2,410 2,770 3,015 HU416 39/16 13 /8 i % 20-16d 8.10d 1,205 2,680 3,080 3,350 HU66 5% 4 /re 2 V. 8-16d 4-16d 715 1,070 1,230 1,340 HU68 5'/z 5 /1a 2 % 10.16d 4.16d 715 1,340 1,540 1,675 HU610 5% 7 /s 2 % 14-16d 6-16d 1,070 1,875 2,165 2,345 HU612 5'/: 9 /s 2 % 16.16d 6-16d 1,070 2,146 2,465 2,680 HU614 5'/: 11 /e 2'/, 18-16d - 8-16d 1,430 2,410 2,770 3,015 HU616 6'/: 12 116 2'/, 20-16d 8-16d 1,430 2,680 3,080 3.360 HU24-2 3% 3 /1s 2'/, -TV-. 4-16d 2-10d 300 535 -615 670 HU26-2 3% 5 /s 8-16d 4.1Od 605 1,070 1,230 1,340 HU28-2 31/e 7 2'/: 10-16d 4-tOd 605 1,340 1.640 1,675 HU210.2 3 /e 814118 2 % 14-16d 6-10d 905 1,875 2,155 2,345 HU212-2 3'/e 10l16 2'/: 16-16d 6-10d 905 2,145 2,465 2.680 HU214-2 3 /e 12 /16 2'% 18.16d 8.10d 1,205 2,410 2,770 3,016 HU216.2 3% 13 /6 2 Y, 20.16d 8-10d 1,205 2,680 3,080 3,350 HU310-2 61/8 W/o 2 % 14-16d 6-10d 905 1,876 2,155 2,345 HU312-2 5 /8 10 /° 2'% 16.16d 6.10d 905 2.145 2,770 2,680 HU314.2 5% 12 /, 2'/, 18-16d 8.1od 1,205 2,410 2,770 3,015 HU2103 4' /16 09/1s 2'% 1446d 6.10d 905 1,875 2,155 2,345 HU2123 411/1s 10/16 2% irmlid 6-1Od 905 2,145 2.465 2.680 HU214-3 4 h. 12 /16 2 Y. 18-16d 6-10d 1,205 - 2.410 2,770 3,015 HU2163 4' 11s 13 le 2 %: 20.16d 8-10d 1,205 2,660 - 3,080 3,350 For Sh 1 inch = 25.4 man,1 Ibf = 4A5 N. 1. Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3. HU series hangers with widths (W) equal to or greater than 2 9/1s Inches (65 mm) are available with header flanges tamed In (concealed) and are Identified with the model designation HUC4. See Figure 3b (previous page). 4. Tabulated allowable loads must be selected based on duration of lead as permitted by the applicable building coda. 5. HU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the Joist at which the lateralmovement of the top or bottom of the Joist With respect to the vertical position of the Joist Is 0.125 Inch (3.2 mm). 6. Allowable uplift loads have been Increased for wind or earthquake loading with no further Increase allowed. The allowable uplift loads must be reduced when other load durations govern. Page 7 of 10 1ESR-2549 TABLE 4—ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS DIMENSIONS' (Inches) COMMON NAILS' (Quantity -Type) ALLOWABLE LOADS34 (Ibs) MODEL NO. W H B Header Joists Uplifts Download CD=1.33or =1.6 Co=1.0 Co=1.15 Co=1.25 LUS24 is/le 3/e 1314 4-10d 2-10d 465 640 735 _ 800 LUS26 1 /re 414 13/4 4.10d 4-10d 930 930 955 1,040 LUS28 1 he file 114 6.10d 4-10d 930 1,055 1.215 1.320 WS210 lolls 7"/le 1 14 8.10d 4-10d 930 1.275 1,465 -1,695 LUS24-2 3 /a 3 /e 2 4-16d 2-16d 440 765 880 060 LUS26.2 3 /e 4 lie 2 4-16d 4-16d 1,140 1,000 1,150 1.250 LUS2a-2 3 /a 7 2 6-16d 4-16d 1.140 1,265 1,455 1,685 LUS210.2 3 /a 815116 2 8-16d 6-16d 1.710 1,765 2,030 2,210 LUS214-2 31/e 101ta 2 10-16d 6-16d 1,710 2,030 2,335 2,640 LUS44 3 /re 3 2 - 4-16d 2-16d 440 765 880 960 WS46 3 /ra 4%. 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 3e/1e - 8'/. - 2 6-16d 4-16d 1,140 1.265 1A56 1,685 LUS410 3 /18 8%4 2 8-16d 6-16d 1,710 4.765 2.030 2,210 WS414 3 /ra 1014 2 10-16d 6.16d 1,710 2,030 2,335 2,640 For 51:1 Inch = 25.4 mm, 1 Ibf - 4.45 N. 1. Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, S). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When LUS Series hangers support joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.126Inch (3.2 mm). 5. Joist halls must be driven at a 45 degree angle through the joist Into the headeribeam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been Increased for wind or earthquake loading with no further Increase is allowed. The allowable uplift loads must be reduced when other load durations govem. FIGURE 4—LUSSERIES HANGER . ., . Page 8 of 10 ESR-2549 TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS DIMENSIONS COMMON NAILS2 ALLOWABLE LOADS Inches (Quantity-Typo Ibs MODEL I Uplifts Download NO. W H B Header Joists Co=1.33or =1.6 Co=1.0 Co=1.15 Go=1.26 MUS26 1 s/1e 5 e 2 6-10d 6-10d 1,090 1,310 1,505 1.640 MUS28 1 /rs 4 2 8-10d 8-10d 1,555 1,750 2,010 2.185 For SI:1 Inch = 25A mm,1 Ibf = 4A5 N. 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. S. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, Which Is defined as a moment of not less than 75 pounds (334 N) limes the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the varlical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist Into the header/boom (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been Increased for wind or earthquake loading with no further increase Is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 5-MUS HANGER (see Table 5) FIGURE 6-NUS SERIES HANGER (see Table 6) TABLE 6-ALLOWABLE LOADS FOR THE HUS SERIES HANGERS DIMENSIONS' (Inches) COMMON NAILS' (Quantity -Type) ALLOWABLE LOADS'' (Ibs) MODEL NO. W H B Header Joists Uplifts Download. Co=1.33 or -1.6 Co=1.0 Co=1.15 Co=1.25 HUS26 5'le 3 14-16d 6-16d 1,650 2,565 2,950 3,205 HUS28 7'he 3 22-16d "Scl 2,000 3,685 3.700 3.775 HU5210 9 /re 3 30-16d 10.16d 2,845 3,775 3,920 4,020 HUS46 K3111s 4 /r8 2 4ABd 4-16d 1,080 1,005 1,115 1,255 HUS48 111 2 6-16d 6.16d 1,550 1,505 1,730 1,885 HUS416 8 /ra 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS412 VA/ 2 10-16d 10-16d 2,700 2,610 2,885 3,140 HUS26-2 5 /ra 2 4-16d 4-16d 1,080 - 1,005 1,115 1,255 HUS28.2 3/s 70/rs 2 6.16d 6-16d 1,550 1.505 1.730 1.885 HUS210.2 3 /e 9 /te 2 8-16d 8-16d Z160 2,010 2.310 2,510 HUS212-2 3% 11 2 10-16d 10-16d 2,560 2,510 2,885 3,140 For S1:1 Inch = 25.4 mm,1 pound = 4A6 N. 1. Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H. B). 2. Refer to Section 3.2.3 of this report for hall sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists, they provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the toper bottom of the jolst with respect to the vertical position of the joist Is 0.125Inch (3.2 mm). 6. Joist nalls must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been Increased for wind or earthquake loading with no further Increase is allowed. The allowable uplift loads must be reduced when other load durations govern. Page 9 of 10 ESR•2549 TABLE 7-ALLOWA13LE LOADS FOR THE HHUS SERIES HANGERS DIMENSIONS+ (Inches) COMMON NAILS2 (quantity -Type) ALLOWABLE LOADS'14 (Ibs) MODEL NO. W H B ' Header Jolsfs U life p Download Co=1.33 or =1.6 CD=1.0 Cow 1.16 Cam 1.25 HHUS26-2 3e11e 5 qa 3 14-16d 6-16d 1,650 - 2.680 2,965 3,225 HHUS28-2 3/1a 7 /2 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS210-2 311e 9 /a 3 3&16d i0-16d 2,855 5,190 5,900 6,900 HHUS46 3a/e 5 4 3 14-16d 6-16d 1,550 2,580 2,965 3.224 HHUS48 3/e 7!a 3 22=16d &16d 2;000: 3,885 4,470 4,665 HHUS410 3/a 9 3 30.16d 16-1ad 2,855 6,190 5,900 5.900 t-or w: i lncn = zoA mm, 1101 = 4Ab N. 1. Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building; code. 4. Where HUS series hangers support solid -sawn joists having a maximum depth of 11 inches, they provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral. movement of the top or bottom of the joistvrith respect to the vertical position of the joist Is 0.126Inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist Into the header/beam to achieve the tabulated loads. 6. Allowable uplift loads have been Increased for vAnd or earthquake loading with no further Increase Is allowed. The allowable uplift loads must be reduced when other load durations govern. A, Aq , � e FIGURE 7-HHUS SERIS HANGER (see Table 7) FIGURE "URIL SERIES HANGER (see Table 8) TABLE 8-ALLOWABLE LOADS FOR THE SURISUL SERIES JOIST HANGERS DIMENSIONS' (inches) FASTENERS' (quantity -Type) ALLOWABLE LOADS,' (Ibs) MODELNO.Uplift Wj-7 B Al A2 Header Joist Download Cam 1.33 or = 1.6 . Co=1.0 Co=1.15 CD=1.25 SUR/1.24 1 /ts 3 /1a 2 1 /e 1+/. 4-16d 4-10dxl /2 450 630 610 665 SURIL26 18/ts 5 2 1 /a i /a. 6-16d 66-10dX1 /2 720 800 960 1,000 SURIL26.2 3 /e 4 /is 2 /s 1 /2 2 /a &16d 4-16dx1 /2 710 1,065 1,226 1,330 SUR/L210 1 /1a Saps 2 1 /e i V 10-i6d 10-10dx1 /2 1,200 1,330 1,630 1.660 SURA214 1 /te 10 2 1 /a 1 /� 17-16d 12-10dx1 /2 1,440 1,595 1,835 1,995 SUR1L210-2 3/e 8 /1fi 2!a 1/2 2s/a 1416d 6-16dx2/z_. 1,065 1.860 2.140 2,330 SUR1L414 39/1s 12 /2 1a 1 22/e 18.16d 8-16dx2 /z 1,420 2,395 2,500 2.500 For Sh 1 Inch = 25.4 mm,1 Ibf = 4A5 N. 1. Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 450 skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where SURIL series hangers support solid -sawn joists, they provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the Joist with respect to the vertical position of the joist Is 0.125Inch (3.2 mm): 5. Allowable uplift loads have been Increased for wind or earthquake loading with no further Increase Is allowed: The allowable uplift loads must be reduced when other load durations govern. Page 10 of 10 ESR•2549 TABLE 9—ALLOWA111-E LOADS FOR THE HSUR/HSUL SERIES JnIST HANGFRs DIMENSIONS' (Inches) FASTENERS'' (Quantity -Type) ALLOWABLE LOADS"4 (Ibs) MODEL NO. . W H B Al A2 Header Joist Uplifte Download Co=1.33 or =1.6. Co=1.0 Co=1.15 Co=1.25 HSURIL26.2 3'/8 4"/Ie Y116 t'/s 2311e 12-16d 4-16dx2112 716 1,610 1,850 2,000 HSURIL210.2 3% 8"/1e 2'/is 1Y 2llje 20-16d 6-16dX2'/2 1,070 2,680 3,080 3,350 HSURIL214.2 3'ls 12" /re 2�/te 1'% 2'/ts 26-16d 8-16dX2% 1,430 3AS5 4,005 4.355 HSURIL46 3'hs 4314 2'!rs 1 23/r6 12-16d 4-16d 715 1,610 1,850 2,000 HSURIL410 3s/Is 8% ell, 1 23/,s 20-16d S-16d 1,070 2,680 3,080 3,350 HSUR/L414 3s/re 12% 2'/is 1 23/,s 26.16d I 8.16d I 1,430 3,985 4,005 4,355 For Sl: l inch = 25.4 mm, 7 let = 4.46 N. 1. Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building, code. 4. Where HSUR/L series hanger; support solid -sawn joists, they provide torsional resistance, which Is defined as a moment of not less then 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.126 Inch (3.2 mm). 5. Allowable uplift loads have been Increased for wind or earthquake loading with no further Increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 9—HSUR/L SERIES HANGER