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SUBMITTED PAPERS_2
MIAM�DADE MIAMI-DADS COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-2909 NOTICE OF ACCEPTANCE (NOA) www buildi gcodeonline.com Jeld Wen Inc. 3737 Lakeport Blvd. Kalamath Falls, OR 97601 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series W/E Outswing Opaque Insulated Steel Doors & w/wo Sidelites APPROVAL DOCUMENT: Drawing No. S-2108-01, titled "Wood Edge Opaque Steel Outswing", sheets 1 through 8 of 8, prepared by PTC, LLC, dated 12-15-01 Last revised on 10/25/07, signed and sealed by Eric S. Nielsen, 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: 1. Doors: Large and Small Missile Impact 2. Sidelites: None. Approved Hurricane Protection Devices, complying w/ FBC, as applicable are required. 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 # 02-1216.10 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda, P.E. NOA No 07-0709.07 Expiration Date: August 01, 2012 Approval Date: November 15, 2007 Page 1 Jeld Wen Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS (Transferred from file # 02-1216.10) 1. Manufacturer's die drawings and sections. 2. Drawing No. S-2108-01, titled "Wood Edge Opaque Steel Outswing", sheets 1 through 8 of 8, prepared by PTC, LLC, dated 12-15-01 Last revised on 10125/07, signed and sealed by Eric S. Nielsen, P.E. B. TESTS (Transferred from file # 02-1216.10) Original test conducted per SFBC, PA 202-94, now known as FBC, TAS 202-94 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test, FBC TAS 201-94 5) Cyclic Loading Test, per FBC TAS 203-94 6) Forced Entry Test, per FBC 24113.2.1 and TAS 202-94 along with marked -up drawings and installation diagram of outswing Glazed steel door, prepared by Certified Testing Laboratories, Inc., Test Report No. CTLA 697WA, dated 11/12/01, signed and sealed by Ramesh Patel, P.E. 2. Additional test report Test reports on 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 3603.2 (b) and TAS 202-94 along with marked -up drawings and installation diagram of wood edge outswing glazed steel door, prepared by Certified Testing Laboratories, Test Report No. CTLA- 961W, dated 10/23/01, signed and sealed by Ramesh C. Patel, P.E. C. CALCULATIONS 1. Anchor Verification Calculations, prepared by PTC, LLC, dated 06/20/07, signed and sealed by Eric S. Nielsen, P.E. 2. Glazing complies w/ ASTME-1300-02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 05-0921.09 issued to ODL, Inc. for "BP Propropylene Doorlight Assembly", expiring on 1/17/11. 2. Notice of Acceptance No. 07-0828.01, issued to Trinity Glass International, Inc. for "Trinity Lite Frame" expiring on 7/3/12. 3. Tensile Test prepared by Internek Testing Services Inc., Project No. J99006660-001, dated 3/30/99, tested per ASTM E84-97a and ASTM D 1929-91. Ishaq I. Chanda, P.E. Product Control Examiner NOA No 07-0709.07 Expiration Date: August 01, 2012 Approval Date: November 15, 2007 E-1 Jeld Wen Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS (Continue) 4. Photocopy of test report 114884.1 dated 11/24/98 for "Standard test Method for Rate of Burning of Self -Supporting Plastics in Horizontal position per ASTM D 635-97; and test report No. 114884-2 dated 11/24/98 for "Measuring the Density of Smoke or Decomposition of Plastics" per ASTM D 1929.96; and test report No.114884-2 dated 11/24/98 for "Measuring the Density Smoke from the Burning or Decomposition of Plastics" per ASTM D 2843-93; all the above tests reports are for DC-1643-05 Filled Polypropylene Fiberglass & Mica, issued by SGS U.S. Testing Co. Inc. 5. Photocopy 4500 Hours Xenon Arch completed tensile report No. PRI00034 dated December 12, 2000, issued by PRI Asphalt Technologies to ODL for Spartech Polycom .PP5530-C13, 4500 Hours Xenon Arch exposed samples, Tested per ASTM D 63896a, signed and sealed by Charles L. Thomas, P.E. 6. Notice, of Acceptance No. 02-0429.11, issued to Trinity Glass International, Inc. for "Trinity Lite Frame" dated 7/3/02, expiring on 7/3/07. F. STATEMENTS 1. Statement letter of conformance and "No financial interest, dated 06/21/07, signed and sealed by Eric S. Nielsen, P.E. 2. Laboratory compliance letter, as part of above referenced test report. G. OTHER 1. This NOA renews NOA # 02-1216.101 expired on August 01, 2007. 1sk�� 1. L,�tiLAA- Ishaq I. Chanda, P.E. Product Control Examiner NOA No 07-0709.07 Expiration Date: August 01, 2012 Approval Date: November 15, 2007 E-2 10-90IZ-S :ON ONI ua to :se lO-Sl-11 6911-069-1Z£ soj POLI-069-IZE .auo4d 311 'J1d 7/J X0 PaJodaid OWN '0T0 YO 1M1 ,SZI.6L HLOIM '0T0 YO XYN ,SZI•L H111 13NYd YO 'XYW .tl HION 3W a 3111301S YO 'xvW ,TS1 � yZ •p � 1N013H OT0 o Z 7YfIry0i' ,gran .rQFC) e� � FLLOLfl '0"1'O YO aalpyl(� puµmeJ laupw Pz4bfa•4i01i �•'.n v�-'7' N7 1S$ 0151 I?f 1�// aIeQ uonUplm H101M 13NYd aau d Lo'6oLD 400 N waaa v YO 71YW ,tl apaJ 8ulOinfl apuod av191!•M solxldmua sa N1UU1 3WYH1 3lli301S U3M9N311 J.Jnlaoq l YO Im .S'SI mR w WpIW p � 3 Smc oPV4.i '•6PM�f M SZ] �7l5 '1-4s 112 a4S1 on old fLS1t 'aN '3 •d oPMWl UMPIN •S IN3 i ')SZ1 Ol ICI ,SZ9'0 or=1OYdm-"OWM Lsd rt- Iad Lt+ JPd rt- iad Lt+ (OxxD 'Otli 1w %0 LW1 mm i1Bw gum 1OYdf9-ADH O1VM lad 09- lad 09+ lad 09- lad OS+ (OXD 'oX 'xo 'x) IMI M 3VW MS38HI 7IO4mH1 mm Sf LNLR3Bd1039 am" NYO H9WM 33Yd dNf19/M Y1LYM 3�1i11-DNLLY9 3911S53Bd N.XS30 .SL'0 all9 1HOI3N 3vo vo xMl .S.Z6 La00H T3 O d /iX 6 'IYOYHLSYW H1A� 13NVd YO •xw H13NYd YOO 'XMY .9f .dU M TfUl L .SOW ,SZI' .dU .SLB' Sol -- Rium3WMld YO 'Xm .L01 Mm r .m.0 r .91.0 HIOIM 73Wd _ YO 1fM1 .9£ HIOM 3WM13 YO 'xm ,SL'L£ I [,Z I 1d t t tr � tr xvm LHOL3aa 3WYtl3 YO d_ .S'L6 IHWH t 13NVd t YO OR ,96 3ALL3Y Allow HLOIM 13NYd 'dAl H10M1 l3NYd J ��M -dqp YO XYN ,9r SLB' YO 'XYW ,9r i}I YO WOW T3NYd f ,� 'XYW ,SL9'9r -11 TInn sL .SL ,Szl fLLOM7 3WY91 YO 'xM'I ,S'tL - u1n1Y 7N j vn 'YbNI crn/ _ LM BH 31M13 YO 'xvN .9'L6 IN" 13Yd YO 'xvW .96 'dU .SLB' r ,m'O 1HOW Wu YO 1M1 .9.16 IM1311 13Wd YO ,96 F020) ls aqm w0m ,91/L x ,Z W91 (E) WA SOW04 MR 01 PWbAo ogmIn a41 '46W .0•l x dasp ,1y0•t kuntaow Pp492M O*uvd uxp pJopuois0 m 46l4 ,SL'1 Y daap .4Z'S 6uunsoaw p W-LIa ppoduq -j dwnq ump y614 o asn sliun a41 saidDIO alum uMom ,91/L X .Z V991 (£) 411m pay 10 puo s7W apc ayl of Pwla( IW9 p m Pacipow sm sgwo( Poay 6l99Pi9 Pu0 JoOP OU 'daap ,£94't x amin ,Wt 6uIJ-uJ sgwnl -.W-JapuOd woo plomisuo0 aJo saumy a4L 'lonoiddo aloncim jopun 4ao8 'jowwlxa Pu0 Jwaiul an w pawn lam — Sall! 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SEE NOTE 2 0.25" EMB- "":"t MAX. 0.25" EMB. 19 ON SHEET I MAX. SHIM 20 SHIM 20 Ja 2 V-y sEE DETAIL 7-,"- 11 EE DETAIL 7-.,, O ON SHEET 5 N SHEET 5 SEEON SHT. 4 E 6 29 SEE NOTE 3 z ON SHT. 4 10 1.75" MIN 7.75' MIN. F- PANEL THK PANEL THK. INTER EME 96.0" SEE NOTE 2 2 ON SHT, 4 971.5' MAX. MAX. O.A. 0. 125" MIN. OA. FRAME PANEL HEIGHT GLASS THtK. GLASS 97.5" HEIGHT MAX. WTRI EXTERIOR OA . . . FRAME FOR OPTIONAL HEIGHT 112- & I 10 SEE SHEET J7 33 SEE NOTE 2 2 3116- 17W 16 ON SHT. 4 TAPCON 12 is 9 .625" SEE NOTE 6 29 SHT. 4 I ON :.1 . ........... . 1.25" 1.75 2.5- MIN -Al CONCRETE/ 3116- ITW 16 Q . MIN. MIN. GE DIST. MASONRY BY OTHERS TAPCON EMS. VERTICAL CROSS SECTION —THRESHOLD SEE DETAIL 7 ON SHEET 5 X,2 j WITH HIGH DAM 3116- ITW TAPCON F.76,71 44 . . . . . . 1.25" 2. MIN. CONCRETE/ MIN. EDGE DIST. MASONRY EMS. BY OTHERS VERTICAL CROSS SECTION - WITH STANDARD BUMP FACE THRESHOLD 96.0" MAX. O.A. PANEL HEIGHT SEE NOTE 3 ON St4T. 4 7.25" .75 2.5' MIN CONCRETE/ MASONRY MIN. MIN. EDGE DIST. BY OTHERS EMS. ER ICAL CROSS SECTION 7' CROSS A-V T SISDELITCE SASHSEG ..... 44 11-NAMI: HLAU, ZILL �JJ -- Val— WOOD 5L2F—A 131IL10 Dia r Fluld, P. F- No. 41323 PTC. Uc 1535 cog-.11 sv..t S.A. C25 Rockledge, Florida 3205 FVE CUftdke of kawtullm Na 2% PRODUCT RENEWED as complying with the Florida Balding Code A-1-- N-o7-04-.9'7 -fxPl-ti-. D - r �,4V-1,Q 112.0 I'Z- lly-L2 �-- 114lh:oLDsdc'Pmdb,,j contmi Dlvlsinn CC M C3 L.j E DkM' 11-15-01 Prepared Sy., swz- N.T.S. Dwo. M. WLN 111;4� cHv- BY; RW DRAwof0 NO.: PTc, LLC S-2108-02 Phone; 321-690-1788 �EET 2 OF 8 PRODUCT RENEWED w complying with the Florida SEE NOTE 2 19 20 4 52 7 1 15 13 6 5 6 320 19 SEE NOTE 2 Doiaiog Code 3ON SHEET I A F ptence No O 7 ON SHEEP I 2142 4 -o O%•D/ Ea imaoo Date 1 Yale SEE NOTE 7 ey ` IAa a .lam SEE NOTE 4 ON SOT. 4 25 2 ON SHE4 wfwml ae roaect Cootml EXiER10 EXiERroR Dhhlon 1.75' MIN. PANEL THK. SEE DETAIL 4 ' DETAIL 5 ON SHEEP 5 •.. ' ON SHEET 5 INTERIOR ? cf2 10 �\\ 10 17 1 /� ..e ' CONCRETE/ oa & 1 1 51110 WOOD � :' °i 51 %10 WOOD MASONRY SCREW SCREW BY OTHERS wo alb HORIZONTAL CROSS SECTION HORIZONTAL CROSS SECTION 0Z5. MAX. ° 0.25' MIX. LATCH JAMB TO BUCK HINGE JAMB TO BUCK 0 0 SHIM SHIM 1.50' MIN. 1.50' MIN, EMBED. r CONCRETE/ EMBED. FkMASONRYBY OTHERSSEE NOTE 1 26 40 ASTRAGAL THROW BOLTS (2) TOTAL, (1 EACH) ON SIC 4 m� A7 TOP JC BOTTOM � .- 0.31 VIA x 9.0 LG. 17 1 7 40 52 7 1 15 214234 INMRIO LLmSf EXTERIOR ncnvE ;�. SEE NOTE 26 1 SHi 4 / 10 �s8 x t armacAI DETAIL TO SFlLE ATTACHMENT 1.75' MIN PANEL THK \ / \ f INTERIOR NOTE REM 24 NOT SHOWN THIS VIEW FOR CLARITY S 9 nIn ' o 0 W C m DATE- 11-15-01 1 1 srAm- N.T.S. SEE NOTE 4 24 ON SHi 4 SEE DETAIL J//// 1 ON THIS 10 SHEET 1 17 IDILSl�7 Prc� Ely., oxc. er: WLN aHx. er: RW HORIZONTAL CROSS SECTION AT IMPERIAL ASTRAGAL . Erk S. Nldm Florida P. E No. 41323 U.c 1535 coy..., m.a 329 ers RooY4aua Flaada 32yca rVE r rwmt. d wu Nw u.as �'� PT , LLC phone: J2f-690-1788 Fax: J21-690-1789 aRAWING Na.: S-2108-03 SHEET j t1F 8 SEE NOTE 7 PRODUCTRENEWED SEE NOTE 413 6 5 6 3 28 31 44 14 M complying with she Florida Buiding Code 3 ON SHE 4 24 44 28 31 4 52 7 1 �11 21 42 34 ON S Acceptance No 0709.07 Expiration D. Ari4 a12 32 36 17 38 gy, InH • (�� jh B 11dfwdlaie C ntrul 9wmt SOON SHTT 4 31 EXTERIOR 1.75' MIN. PANEL THK. 3 \ / V -j SEE DETAIL 4 N 3 +- �, ON SHEET 5 INTERIOR FOR OPTIONAL �%� �• ►EIIEBl08 10 . SEE NOTE 2 23 1/2' & 1' I.G. 1 ON SHE 4 SEE SHEET 17 36 1 O SEE ON NOTE 5 SHL 4 25 � �\� SEE NOTE 6 z o' SEE NOTE 6 29 �OSEE NOTE N SHi. 45 1 I 1 1 �� \� 29 ON SHE. 4 xF U ON SHE 4 SEE DETAIL 5 FOR OPTIONAL �oQ 0.75' ON SHEET 5 39 0.75' 1/2" & 1" I.G. ,.,to5 39 SEE SHEET 17 wo t zz HORIZONTAL CROSS SECTION HORIZONTAL CROSS SECTION AT SIDEUTE 70 LATCH JAMB AT SIDELITE 70 HINGE JAMB a�z o t> S s o w N 110 WOOD W $3 51 SCREW CONCRETE/ SEE NOTE 3 OL TES: MASONRY 19 SEE NOTE 1 31 3 1. SPACING FOR ITEM 126 THE 110 x I' PFH SCREWS ATTACHING THE IMPERIAL ASTRAGAL TO THE INACTIVE DOOR IS OTHERS ON SHT. 1 ON SHT. 4Ix AS FOLLOWS: FROM THE TOP DOWN & THE BOTTOM UP: 1.0 , Z5 , 4.0 , 5.5. 13.0 , 18.0' & 26.0". 20 4 FOR OPTIONAL 10 �I 2. SPACING FOR ITEM 123 THE 18 x 1 1/2" PiASCREW IS AS FOLLOWS: 32 36 38 i/2" & i" I.O. $ ,= TOP & BOTTOM. HORIZONTAt<Y. SIDELITE PANEL. 3.0' IN FROM EACH CORNER. SEE SHEET 17 ON THE SIDES VERTICALLY FOR THE SiOEL11E PANELS: 3.0 , 13.5, 24.5 , 36.0, 46.0. 57.5 , 68.5' & 79.0' 3. SPACING FOR ITEM 131 THE 16GA x 3/4' BRAD TRIM NAIL ATTACHING THE QUARTER ROUND TO THE SIDEUTE AND : ' THE MULLION CAP i0 THE MULLION BAR VERTICALLY, 1S AS FOLLOWS: TOP & LT0170M HORIZONTALLY: 1.25' IN ! 0.125" MIN. EXTERIOR t w FROM EACH CORNER WITH (1) NAIL MID -SPAN. ; CLASS 1HK. ON THE SIDES VERTICA I Y: 1.25' FROM EACH END & SiX MORE EQUALLY SPACED ON THE FIELD. :. :•: ' 4. WHEN ATTACHING THE STRIKE PLATE TO THE JAMB AND BUCK USE ITEM 125. A 18 x 2 1/2" PFH WOOD SCREW. �•' WHEN ATTACHING THE STRIKE PLATE TO THE JAMB AND SIDELITE JAMB AT THE MULLION USE REM 124, A 18 x 2' �. \ INTERIOR �j Q m a PFH WOOD SCREW 5. SPACING FOR ITEM 125 THE 18 x 2 1/2" PFH WOOD SCREWS ATTACHING THE JAMBS TOGETHER A7 THE MULLION, \� IS AS FOLLOWS 6.0' FROM EACH VERTICAL CORNER WITH (5) MORE SCREWS EQUALLY SPACED ON THE FIELD, p W ' a \� $ 6. THE SIDEUTE PANEL IS SECURED INTO THE SIDELITE JAMB W/ ITEM 129 SILICONE CAULK ON THREE SIDES AND �;. SEE N07E 2 2 3/8' QUARTER ROUNDS SECURED WiTH ITEM 131 BRAD TRIM NAILS x 314' LONG. N N N • i ON SHT.4 00000 Z WHEN ATTACHING THE HINGE TO THE JAMB AND BUCK USE ITEM 127, A 110 x 2' PFH SCREW. WHEN ATTACHING HORIZONTAL CROSS SECTION ^ ^ �� A7 NON -IMPACT SIDELITE TO BUCK THE HINGE TO THE JAMB AND SIDELITE JAMB AT THE MULLION USE ITEM 1i4, A 110 x T 3/4' PFH WOOD SCREW. a� ��� 29 SEE NOTE 6 (SHUTTER REQUIRED AT SIDELETE) — o = g o B. SPACING FOR ITEM 149 THE 16 x 1 1/2' PMHE40 SCREW (TRINITY LTTEFRAME) IS AS FOLLOWS: oN T. 4 w o o m s ono rtc LREFRAME FROM THE TOP DOWN VERWALLY 5.63 , 14.5 , 23.25, 32.06'. 41 � 49.75 � 58.56 67.38" & l kh i 1-15-01 76.31'. srae N.T.S. �l TE l nrFRAA1E TOP & 80Ti0M FROM 7HE • 3.13' & 6.88'. Frepdred e � oxc. er: WLN 9. USE fiEIJ 151 WHEN INSTALLING INTO WOOD SUBSTRATE AT HEAD &JAMBS• USE ITEM 125 WHEN INSTALLING INTO 0.25" MAX. ta�2Ti —'� tatt Bt RW LMULLIONS. USE ITEM 116 WHEN INSTALLING INTO CONCRETE/MASONRY SUBSTRATE AT SIDEUTE SILLS. SHIM Ed. S. Nbl..n DRAWING No.: 1.50MIN. noddu P. E No. 41323 FRG, uC PTC. UC S-2108-04 EMBED• 1535 C.4...n sira.1. sun. c25 Phone: J2I-690-1788 R-Wedg., Florida 3N55 SNEEf 4 OF 8 rnic nda�t. ar aact Y No. 25M Fox: 321-690-1799 — 74.5' MAX. O.A. FITAAIE WIDTH SEE DETAIL 2 f ON THIS SIM SEE DETAIL 4 ON THIS SHE 6TYP. 3' TYP. 1 I 6' TYP. 6' TYR I III 11 1 I B.125' TJ . 51 51 I � /10 WOOD /10 WOOD 6 6 SCREW TYP. SCREW TYP. 25.94' SPACES SPACES 0 14.26 0 1425' SEE DETAIL 5 — 97,5' 97.5' ON THIS SHT MAX. 24 OA MAX. — FRAME O.A. HEIGHT FRAME 12' I I HEIGHT = 3116' 11W 26' 36.625' rAPc 7TP. — 166 L II T6; f— III --I r-7' TYP. t- -�i 12 R - SEE DETAIL 3 ON THIS SHT. DOUBLE DOOR WITHOUT SIDELRES ANCHOR LOCHRONS VIEWED FROM INTERIOR 45 16 SEE NOTE 14 2 7 SHEET 4 \ 41 / 0 6 6 1 C) !41 1 DETAIL 2 - 0 HEAD JAMB nF•raa 7 - 0 THRESHOLD DELAIL4 ASTRAGAL STRIKE PLATE ASTRAGAL STRIKE PLATE HINGES TO JAMB & DOOR F70.25' MAX. OA FRAME WIDTH —1 4.5 TYP. 9' TYP. 3' TYP. i 6.58' F 6 TYP. J' TYP. I TYP.r J' TYP. TV51 /10 WOOD SCREW TYP.— — SEE NOTE 5 ON SHEET 4 SEE DETAIL 6 rON THIS SHE. S8 WOOD — FT CREW TYP. 12 L-+ 36.625' 3' TYP.I- 3' TYP. --{ DETAIL STRIKE PLATES ASTRAGAL ITW I TYP. _ 1 3' TYP. 7' TYP. I 12' I I 2425 SEE NOTE II 4 SHEET 4 DETAIL STRIKE PLATES JAMB PRODUCP RENEWED ri eomptylnq with the Florldh bidding Codc Acccpleom No, 07=n74i�7 Etplutbn DeleyQ�,p,J�$pl tlCoaiv4� Y .1Myy�lDede'P )wulom L SEE DETAIL 4 ON THIS SHE. 8.125' m e2 25.94" z• 24' 0 oa_ t/I o �a % 26' ozs m = gt& J .15' MIN. C-SINK. " i 11'_m 16 5125 1\ SEE NOTE 10 \ ` 52 ON SHEET 4 o c o 0 0 AI 1-1 COUMTERSINKF R ANCHORS g g ^ 2 WQV C1K araE: 11-15-01 Prepared By. erxe N.T.S. orv. BY. WLN 1b12SI.-T N41..n �'m eRW Erk S. Ftorba P. E Na 41313 aar+wwG Iq: bak Plc. uc PTC, LLC S-2108-05 Ce0dgl Sheet. S20 C73 1S3503 Poc 3.0 Sh Si865 Phone: 321-690-1788 SFlEfEf 5 OF 8 revs e.ernw:. a ,aw no. a5ou Fax: 321-690-17 9 I----- 107" MU. O.A. FRAME WIDTH I � SEE DETAIL 2 ON SHEET 5 =4.5'15.42' ilP. SEE DETAIL 4 15.42' TYP.ON SHEET 5 I �I6' TYP. i-I I— 3' TYP. 7YP. 6' TYP. 6 SPACES 0 14.25' 97.5" MAX. O.A. FRAME HEIGHT 111 III I III /10 WOOD 51 _ 51 %10 WOOD SCREW TYP. SCREW IYP. — 5 TE 5 SEE NOTE `-' ON SHEEP 4 — — SEE DETAIL 5 ON SHEEP 5 — — 12" I I II 16 ^ 36.625' .3 16" RW 7APCON TYP. gT 3" TYP.--4 I--� trr' J" TYP. 3" 7 7" 7' TYP. SDEL ON SHEET 5 DOUBLE DOOR WITH SIOELITES ANCHOR LOCATIONS VIEWED FROM INTERIOR 8.125" 6" TYP' PIE 25.94' 6 SPACES A 14.25" 24' 26' L 37.75" MAX. OA r FRAME WIDTH 6" I '1TYP.r L �6' TYP._ 8.125" 7 110 WOOD 25.94" SPACES SCREW TYP. 0 12.21 • — — 97s• SEE DETAIL 6 MAX.ON SHEET 5 24" OA FRAME R 12•— HE Hf / II 26" J6.625 — _ TAPCON TYP. _ 6' �8.58' IYP. TYP. SINGLE DOOR WITHOLR SIDELTES ANCHOR LOCATIONS VIEWED FROM INTERIOR PRODUCTRENEWED --mpbing �vilh the pind4 DmdiD9 Code Aecepfnuee NoO D . Eapinlioa Dalc By �t4ri Mand It—d- C: nlrul UUmo� SEE DETAIL 4 z ON SHEET 5 o�oa o x� 1' F q In who zo w� i Prepared fly., M1¢ 11-15-01 Sate N.T.S. nwc. er: WLN t o(2W/ ax BY..RW Erie Florida P. E N. 41323 IIi35 tort..: ml-c ww cu Raeldwa• Flpddo =55 re'c arakn•. d •mnnmm• rn M. A''� P115 LLC phone: J21-690 1788 Fox: 321-69D-1789 orumuo ra.: S-2108-06 SHEET 6 ae 8 — P EXTERIOR - 0.125' LAIN. TEMP. GLASS THICKNESS 50 INTERIOR 5. GLASS —BITE 50 30 38 23 SEE NOTE 2 ON SHT. 4 38 GIBZING DETAIL OOL LIFE FRAME (PER CURRENT NOA). SINGLE PANE 1/8' TDIPERED GLASS HP POLYPROPYLENE TH0?MOFIL-P6-30FM0391 8 EXTERIOR I: 0.125' TEMP. I: GLASS 1.0' MIN. 0.75' AIR SPACE A. CLASS THK. !III I 0.125' TEMP. GLASS INTERIOR 75' x .50' INTERCEPT GLASS STEEL SPACER 5° BITE 50 4 49 SEE NOTE 8 50 ON SHT. 4 ® GIA7ING DETAIL TRINNY L1fE FRAME (PLR CURRENT NOA). 1' INSULATED TEMPERED GLASS LUPOY EU-5007 TYP. 8 PLCS. EXTERIOR 0.5' MIN. 0.125' TEMP. 0.250' AIR GLASS THK. MASS SPACE • I;Ino 0.125' TEMP. .25' x .50' GLASS INTERIOR GLASS INiERCICD SPT TEEL SPACER 'S BITE 50 45 49 SEE NOTE 8 50 ON SHL 4 45 GLAZING OnYL TRINITY LRE FRAME (PER CURRENT NOA) 1/2' INSULATED TEMPERED GLASS LUPOY EU-5001 PRODUCT RENEWED aseomply g with the Florid* Bidding Cud. 7 .0% Ac.eptao.e No 7 D D�'J. Orratlon DateUI M4ra1Ddi radda Goattq Vkblo. x• E MZ� Or3 o 1 who i �az J glsa� Prepared By: V DWG. Ern WLN IP. RW Ed. S.NIN%w. pNAWINaNG NO, Floral. P.F E. ft. 41327 PTC, S-2108-07 t5a o.a..�str�.% S.N. C25 F—Wedge. rwdaa 32955 69 Phone: 321-690-1788 7 pF 8 .arc a.txmt. m Aeamummn m zav Fax: 321-690-1789 SHEU — — 1.67' 1.6 7' 1.25' 1.00 MOD BOTTOM RAIL @ WOOD HINGE STILE �1.67- — 1.67" 4.56" I �-- 2.19- Ls==0- I 0.75- O 1.00, T LVL LATCH STILE LVL TOP RAIL2 3 WOOD JAMB S FINGER JOINTED 4 44 PONDEROSA PINE 1.67' -11- 1.65' 0.53, .......... 1.21 0.38 1.54* -T 0.14" 1.75- 0.53' 2.52' 12 DOOR BQTFOM CORNER EQ9 COMPRESSION WEATHERSR TRINITY LITE FRAM 24CA (020� STEEL Sm aQuou SCHLEGEL C-LON COS 650 (UNDER SEPERATE NOA) MOF x 3.0' LONG 1.50, 1.25' Irr T I 1.05 --1 0.62' �0 T 1.75' T 1.05. ASTRAGAL HAS TWO .312* 2.50* 0 L VIA. x 9' LONG BOLTS, II 1 ON TOP, I ON sorrom L 3.25" T 2.00" 5 1.02' .25' OASNAGAL WMIAL ASTR4GAL STRIKE PLA COMING HIGH DAM BUMP FACE THRE"H L 6063-T6 ALUMINUM 41 (IMPERIAL 0. 125- STEEL) 0.051' THK. WALL ALUMINUM - BY IMPERIAL WITH WOOD INSERT is' I VIA. VARIES WITH HARDWARE USED 0 15 WOOD LOCK BLOC LVL x 1.71* THK. 4.00* 1.013, 1.54, 1,75- 2.52' 1RINITY LITE FRAME 47 (UNDER SEPERATE NOA) -i 0.375' 0.375- ---i �•--T 318' QUARTER ROUND SIDELITE STOP PINE --1 1.375- �- M7-77, 40. MULLION CAP 28 PINE (97.50- LONG) 2. T 040 0.097- -4- PRORUCrRENEWED 2MGM50114119 with the Florida umaric.& A=pt-.. No o7-07o J-0- Miami Dade DiA,im 0 0 0 0 4.00' HAGER STEEL BUTT HIDE 4' x 4' x .097' THK. STEEL I 1.00" 4.04' rt STANDARD BUMP FACE THRESHOLD N - - - OOUTSWING EXTRUDED ALUMINUM BY PEMKO WITH WOOD IN§,P?T a Forld. P. f N. 41323 Is= FTC, LLC ,� Fl-StrWt. S.1tI. C25 rac c.umH. a Prepared By. Pic. LLC Phone: 321-690-1788 I= 321-690-1789 DAW-* 11-15-01 SCAM N.T.S. WLN �K- RW ORAYWING NO.: S-2108-08 SHEET 8 or 8 .VLlud DU:11U1116 %-uuu "immu Page 1 of � J 0J--JW duct Approval USER: Public User Toduct.Approval Menu > Product or Application Search > Ap.plication List > Application Detail FL # FL10674-R2 Application Type Revision Code Version 2007 Application Status Approved Comments Archived Product Manufacturer Owens Corning Address/Phone/Email One Owens Corning Parkway Toledo, OH 43659 (419)248-7060 darrel.higgs@owenscorning.com Authorized Signature Darrel Higgs darrel.higgs@owenscorning.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles r-ompliance Method Certification Mark or Listing Certification Agency Underwriters Laboratories Inc. Validated By Robert]. M. Nieminen, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM D3161, Class F 2003 ASTM D3462 2004 ASTM D6381, Class H 2O03 ASTM D7158, Class H 2O05 TAS 107 1995 UL 2390, Class H 2O04 Equivalence of Product Standards Certified By tp://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtBNbEY5V%2boQT%2b6w7ahRe... 02/11/: .onaa nuuomg L;oae vnime Equivalence of Product Standards Certified By Page 1 of Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option A 06/15/2009 06/16/2009 06/23/2009 08/11/2009 tp://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtBNbEY5V%2boQT%2b6w7ahRe... 02/11/: Florida Building Code Online •Page Summary of Products FL # lModel, Number or Name Description 10674.1 Owens Corning Asphalt Roofing Shingles 3-tab, laminated, starter, and hip & ridge and Starters Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL10674_R2_C CAC AH]_.Ietter_ 10_-06,-08-and _06-09-09_Ted. Berman.; Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 10/01/2010 Design Pressure: N/A Installation Instructions Other: Refer to UL letter FL10674 R2 II_AHJ_ letter _10-06-08_and _06--_09-09.Ted _Berman..pdf Verified By: Underwriters Laboratories Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: �d� ttp://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtBNbEY5V%2boQT%2b6w7ahReRIwvnyncPLXNVL%2fe%2btKvuXR... 02/ MIAMFDIADE MIAMI-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-2908 NOTICE OF ACCEPTANCE (NOA) www.miamidade.aov Eastern Metal Supply, Inc. 4268 Westroads Dr. West Palm Beach, Florida 33407 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 (la 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 0.030" Galvanized Steel Storm Panels Shutter APPROVAL DOCUMENT: Drawing No. 09-013, titled" 0.030" Thick Galvanized Bertha Steel Storm Panel", sheets 1 through 9 of 9, and IA of 9, prepared by'Tilteco, Inc., dated 02/04/2009, last revision #1 dated 02/04/2009 signed and sealed by Walter A--Tillit Jr., P.E. on 02/18/2009, bearing Miami Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by Miami Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each panel shall bear a permanent label with the manufacturer's name or logo, city, state and the 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. TERM WATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises & renews NOA # 05-0926.02 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. NOA No. 09-0330.04 CMIAMMEETONTY /�� Expiration Date: 06/07/2014 Approval Date: 07/22/2009 Page 1 Eastern Metal Supply, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #00-0919.10 A. DRAWINGS L Drawing No. 00-252, titled "24 Gage Galvanized Bertha Steel Storm Panels", prepared by Tilteco, Inc., dated July 10, 2000, last revision #1 dated April 3, 2001, sheets 1 through 9 of 9, signed and sealed by Walter A. Tillit Jr., P.E. B. TESTS L Test report on Large Missile Impact Test, Cyclic Wind Pressure Test and Uniform Static Air Pressure Test of Galvanized Steel Storm Panels, prepared by American Test Lab of South Florida, Report No. AM 0425.01-00, dated August 22, 2000, signed and sealed by Henry Hattem, P.E. and William R Mehner, P.E. C. CALCULATIONS L Storm panel shutter Calculations, sheets 1 through 78 by Tilteco, Inc., signed and sealed by Walter A. TillitJr., P.E., dated 0911112000. D. MATERIAL CERTIFICATIONS I Mill Certified Inspection Report, dated 05197, for Hot Dipped Galvanized coating G- 60 Steel, ASTMA653 Grade 40 (ASTM 446GR-Q by Robert O Neil of R & R Metals, Inc., with chemical composition and physical properties. 2. Tensile Test Reports from Hurricane Engineering & Testing Inc., Job No. HE7I--97- T48 dated July 17, 1997 for 20 ga. Galvanized Steel, tested per ASTME8 93, signed and sealed by Hector M. Medina, P.E. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #02-0809.04 A. DRAWINGS 1. Drawing No. 02-446, titled "24gage Galvanized Bertha Steel Storm Panel sheets I through 9 of 9, prepared by Tilteco, Inc., dated September 05, 2002, signed and sealed by Walter A. TillitJr., P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. CMeimy A. Maker, P.E., M.S. Senior Product Control Examiner . NOA No. 09-0330.04 Expiration Date: 06/07/2014 E-1 Approval Date: 07/22/2009 0 Eastern Metal Sunaly, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 04-0517.01 A. DRAWINGS 1. Drawing No. 02-446, titled " 24 gage Galvanized Bertha Steel Storm Panel sheets 1 through 9 of 9, prepared by Tilteco, Inc., dated September 05, 2002, signed and sealed by Walter A. Tillit Jr., P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami Dade County Building Code Compliance QfJ"ice. E. . MATERIAL CERTIFICATIONS 1. None. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 05-0926.02 A. DRAWINGS 1. Drawing No. 05-073, titled " 0.030" Thick Galvanized Bertha Steel Storm Panel", sheets I through 9 of 9, and lA of 9, prepared by Tilteco, Inc., dated 0412512005, last revision #1 dated 0412512005 signed and sealed by Walter A. Tillit Jr., P.E. on 0911512005 B. TESTS 1. Test report on Large Missile Impact Test and Cyclic Wind Pressure Test of Galvanized Steel Storm Panels, prepared by American Test Lab of South Florida, Report No. ATLSF 0616.01-05, dated September 15, 2005, signed and sealed by William R. Mehner, P.E. C. CALCULATIONS 1. Storm panel shutter Calculations, sheets I through 91 by Tilteco, Inc., signed and . sealed by Walter A. Tillit Jr., P.E. on 0911312005. D. QUALITY ASSURANCE 1. By Miami Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. Tensile Test Report from QC Metallurgical, Inc., Job No. S.IM--926, dated September 20, 2005, tested per ASTME8-93, signed and sealed by Frank Grate, P.E. y A. Makar, P.E., M.S. Senior Product Control Examiner NOA No. 09-0330.04 Expiration Date: 06/07/2014 Approval Date: 07/22/2009 E-2 w Eastern. Metal Supply. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. 09-013, titled " 0.030" Thick Galvanized Bertha Steed Storm Panel'; sheets 1 through 9 of 9, and IA of 9, prepared by Tilteco, Inc., dated 0210412009, last revision #1 dated 0210412009 signed and sealed by Walter A. Tillit Jr., P.E. on 0211812009. B. TESTS 1. None. C. CALCULATIONS 1. Storm panel shutter Calculations, sheets 1 through 91 by Tilteco, Inc., signed and sealed by Walter A. 2711itJr., P.E. on 0211812009. D. QUALITY ASSURANCE 1. By Miami Dade County Building Code Compliance Ofce. E. MATERIAL CERTIFICATIONS 1. None. #aGiy- A. Makar, P.E., M.S. Senior Product Control Examiner NOA No. 09-0330.04 Expiration Date: 06/07/2014 Approval Date: 07/22/2009 E-3 P., AMEELAMM I. STORM PAN& SHOWN ON THIS PRODUCT APPROVAL DOCUMENT (PAD.) HAS BEEN VERIFIED FOR COMPLLINCE W ACWR24NW *'IN 'HE 2007 DON OF THE FLORIDA BUILDING CODE S 5TORON ANU law YTHE MTALLEO AT HIGH VELOC/ry HURgKANE ZD/yq (7V110NED LYlDE: DMN WIND LOADS SHALL BE DETERMINED AS PER IN IN ALLOWABLE STRESS FUR WN L� AND ANCHORS ON THIS PAD. M TESTED MERE NOT OVER S/RESSE$ A ,T31C INCREASE DETERMINED IN ACCORDANCE W ly N.D.$ 2005 fAm /N THEIR ANALYSIS FASTENERS SPACING TO MOOD HAS BEEN STORM PANEL'S ADEQUACY FOR IMPACT AND FATIGUE RESISTANCE Ms BEEN VERIRED IN ACCORDANCE WITH SEC17ON 1628 OF THE ABOVE MEMTONED CODE AS PER AIL REPORTS j 2425.01-00 AND J 0616.Oi-a5, AS PROTOCOLS TAS-201. TAS-Z02 AND )AS-20,1 2. ALL STEEL SNEEr METAL PANELS SHALL FAME S/RUCIURAL all/Ty ASIM A-653 SQ, GRADE 40. WITH 0-90 GALVANIZED STEEL DESW770N & Fy- 523 /oI. (AFTER ROLLED) J. ALL ALLMNUM EXTRUSIONS WALL BE ALUMINUM ASSOCAWN 6063-716 ALLOY & TEMPER UNLESS CTHMME ACTED 4. ALL SCREWS TO BE STAINLESS SIE72 J04 OR 316 A57 SER/E5 OR CORROSION RESISTANT COA7m GIRBON STEE1 AS PER DIN 500/8 W/ 50 Arl NETD STRENGTH AND 90 ka/ 7ENSW SIRENGMTL 3. BOLTS 70 BE AS7M A-J07 GALVANIZED STEEL OR AS/ JM4 SERIES STAINLESS STEEL, WITH 36 W M1NIMEAM YIELD S/RENG G ANCHORS 70 WALL SHALL BE AS FOLLOWS.-7N. GV TO La7STN0 POURED CONCRETE UNIMUM EDGE DISTANCE MD.). AS FER SHEETS 5 THRU 7.• TAM-F PCGNS & LI4ti-SET TApCONS ANCHORS AS MWUfACTVRm BY LI:W./Bf/LLDE7(, ID (Nln. fc.,Ti9? psi) 1/4 % CREIE-FLAX 4 ANCHORS AS MANUFACTURED BY ELCC FASMVING Smmws� LLC (kin. r.-MM Fe) 1/410 x 7/8' CALK -IN ANCHORS AS MNUFACTURED BY POWER FASTENVE S. /Na (Min. re-JDoo pal) - //410 7'ANEUMTE FEMALE ID" OR 1/4% 'PANEUTATE PLUS' AAO AM AS MANUFACTURED BY EECO CONSTRUCTION - 1/Po 4'0 J%4 ALL POINTS SL ra-mso �SEr ANCHORS AS DISTRIBUTED LAY ALL POINTS SCREW. BOLT & SPECLAL7Y ca. (Mh. Fc-JOGO pa!) NOTES A.1) MLVUUM EMBEDMENT INTO POURED CONCRETE OF UPCON ANCHOR OR CRE7E-FLEX SS4 IS 1 JI4: AND 2" FOR 'FANEEMATE FEMME ID' AND 7'ANELWrE PLUS' A.2) 7/6' CALK -IN ANCHORS SHALL BE ENTRY EMBEDDED INTO POURED CONCRETE D EMBEDMEM INTO 57UCC0 SHALL BE P-MMED 1/4- 0-20 SCREWS USED SHALL BE 1 1/2' LOAD MINIMUM SHOW.O STUCCO EXIST, AND f' AON/MUN FOR WALLS WITH NO STUCGI7. AJ) MINIMUM EAMBmMEN OF 1/I10 x JI4' ALL POINIS SOUO-S£! ANCHORS SHALL BE 7/8' IN70 POURED CONCRETE SMBEDMD D STUCCO MALL BE P0?M/T7ED• 1/4- 0-20 S$ MACHlN£ SCREW USED SHALL BE f f/2' NO LONG MINIMUM SHOULD STUCCO EXIST, AND f' MINIMUM MR WALLS WPH NO snAcco• IN CASE 44) ANCHORS S�F� 040 EACH T!E MAIN STRUCTURE BOR BEEHIND BE SUCH pAN�EANWNG WALL OR BEETLE 8E 1NDICtTM ON NOTES AI), A2) & AJ) ABOVE. AS (B) R7 EXISTING CONCRETE BLOCK ASIM C-90: 111 % TAPCONS & AS34 ANr TAPCONS ANCHORS & MNL/FACiURm By LT.W./BU1LOEx lD. 7/4 % CRE7F-RIX SSf ANCHORS AS MANUFACTURED BY ELCO FASMVING Msmw& LLC, 1/44 0 'P ELU1,'1 ID' OR %� pAN� PLUS' ER ANCHORS N�� MANUFACTURED BY ELCOMCONSIRUCMV PRODUCTS (Mtn. I1m-2071 peU 1/4.0 x 3I4' ALL PODS SCL/D-SET ANCHORS AS DSIR/BUTD BY ALL POINTS SCREW, BOLT & SPECALTY CO (1i Il2 1m-fam AW) NOTES B 1) MINIMUM EMBEDMENT OF TAPCON ANCHORS, 7'ANEIMA7E FEWLE ID' ANCHOR$ PANEW47E PLUS- ANCHORS AND CRE7E--RFJC SS4 ANCHORS` INTO THE CONCRETE BLOCK LW SHALL BE 1 1/4'. 6-2) 7/8' CALK -EN ANCHORS SHALL BE ENTTRELY EMBEDDED /NTD THE CONCRETE BLOCK UNIT. D £MBmME r 1NID SR/CCO SHAD. BE PfRMRTEA. 1/4' 0-20 SCREWS USED SHALL BE f r/2' LONG MINIMUM SHOULD STUCCO EX1S7; AND 1' MIUl1MUM FOR WALLS Wl7H D STUCCO. AM UNIT � �EABO � M/SIVCCO /SFHALLL BE �MM 114 rµ20 & MANE 718- WO SC LW SMU,DBE1 j22'* LONG ERN/MUM SHOULD STUCCO DZT. AND 1' M/N1WUM FOR WALLS WTIH D STUCCO. 8- 4) THAT PRECAST SMNE OR PRECAST CON HE cone DVOUoH To RE40H THEM UCIURE B£HiNO SIkH PANEZZS. ANCWE fX RNG ALAS CHHORS SNAU. N07E5 IN B. I), 8,2) & B.J) ABOVE ON (G) TD EXISTING WOOD (MIN. SPmw GRAwm G - 0.55 M/N.), MINIMUM EDGE DISTANCE (ED.) AS PER SHEETS B AND 9. 1/4% 'FWAEMAUE PLUS' AND 'FANELA417E FEMALE ID' ANCHORS AS MANUFACTURED BY ELCO CONSTRUON PRODUCTS: 1/4% LAG SCREWS PER N.D.S. 1de 6MINIMUM THREADED PENETPAMN INTO WOOD OF 'ANDUALIE PLUS' ANCHORS AND hmcle PANELMTES SHALL BE 1 7/8' O?) PMEM77ON INTO STUCCO HALL BE CONSIDERED AS PART OF THE REQUIRED THREADED PFN1E R010N (EXCEPT AS NOTED). READ CJ) !N CASE THAT PRECAST STONE: OR PRECW CONCRETE PANELS, STUCCO OR WOOD BANS BE FOUND ON TH£ EXISTING WALL, ANCHORS SHM.L BE LONG ENOUGH TO REACH THE M4W STRUCTURE BEHIND SUCH PANEL£ ANCHORAGE SHALL 8E AS AMENWNED IN 0.1) AND CZ). (0) ANCHORS SHALL BE INSTALLED FOLLOWING ALL OF THE RECOMMENDATIONS AND SPECIFICATIONS OF INE ANCHORS MANUFACTURER. 7. PANELS AAY BE ALSO INSTALLED HORIZONTALLY FOLLOWING INSTALLATION DETAILS SNOTHRU if (SHE7:7S ? & J OF 9) AND SEDTONS A AND B (SHEETS B AND 9) TMV ON SECTIONS 1 EXCEPT THAT HEADERS (Z. CD & QD SHALL NOT BE USED. & AT LEAST ONE WARNING LABEL PER OPENING SHALL BE PLACED /N A COMSRCUOUS LOCATION ON ANY OF THE COMPONENTS OF THE STORK PANELS SYSTEM ADWNG THE HOME OWNER OR TOWN THAT STORM PANS WILL NOT OFFER HURRICANE PROTECTION UNLESS ALL REINFORgD SOLTS ARE PROPERLY ENSTALLED WHEN REQUIRED. 9. T SHALL BE 7H£ RE ARCp ? AN jC Ar COM7 07OR TO VERIFY THE SOUNDNESS OF TILE STRUCTURE WHERE SHUTTER /S 70 BE BUILDNG fi lTKS!!RE PF?OPEIP ANCHORAGE THIY SHUTTER SHALL ONLY BE A7TACHm TO CONCRET$ BLOCK OR WOOD FRAME euROnvcs 10. THE INSTALLATION CONTPA07OR IS TO SFALIG4ULK ALL SHUTTER COMPONENT EDGES WHOH REMAIN !N CLWTMUCUS CONTACT IYTTI THE BUILDING TO PREVENT W. WD/R1IN INTRUSION, It. STORM PANEL INSTALLATION SFNLL COMPLY W17H SPECS INDICATED /N 7H/S DRAWING PLUS ANY BUILDING AND ZONING REGULATIONS PRONDED BY THE JURISDICTION WHERE PEW IS APPIUM TO. 12. (0) THIS PRODUCT APPROVAL DOCUMENT (PAD.) PREPARED BY THIS 04WEM IS GENERIC AND DOES Nor PROWDE INFORMATION FO4 A SITE SPEDIRC PROEEor. T.e. wow THE SITE CCHDmoms DEmrE nwm 7HE PAD. CONTRA CTOR 70 BE RESFoAME FOR THE (b) BASED ON THIS PAD. PROWDED HVSHE*DOES NOT DEVATE FROM THE CONDITIONS DETAILED ON TINS DOCUMENT rs PRODUCT CONSTRUCTION SAFETY AT SITE /S TEE CONTRICTCRS RESPOWEXffY. (0) THIS PRODUCT APPROVAL DOCUMENT WILL BE CONSIDERED INVALID IF MODIFIED. (d) SITENESPEFIFIC PRa1EC7S SHAU• BE PREPARED BY A FLORIL14 RETiI IOW ENGINEER OR ARCHffk* WHICH WILL BECOME THE ENG/iR OF RECORD (EOA) FOR THE PRO/EOT AND WHO MLL BE RMMSFBLE FOR THE PROPER USE OF THE PAD. EPMI-ER RA RECORD, F ACTID AS A DELEGATED ENC'NEER TO THE PAD. EHGINEEIL SHALL SUBMIT TO THIS LATTER THE SITE ENOIN E OOF RECO FOR R17NO (0) THIS PAR SMALL BEAR 7HE DAIF AND ORIGINAL SEAL AND SICNAR/RE OF THE PRDfkSS/OMAL ENGWE7R OF RECORD THAT ff. 1•'L SHUTTER MANUFACTURERS LABEL SHAH BE PLACED ON A READILY AND VISIBLE LOCA77ON AT P,NQ ONE LABEL SHALL BE PLACED FOR EVERY OPENING, LABEL SHALL READ AS FOLLOWS EASTERN MEDIA SUPPLY. w- FL ANW!-A E COUNTY MAMI-LADE COUWEST P" NTY PRODUCT CONTROL APPROVED. PRO UCTHENL46D F.8.C.(High Velocity Hurricane Zone; 02000 ?xt 0.030" THICK GALVANIZED BERTHA STEEL STORM PANEL ecay. DuaNer L E EASTERN METAL SUPPLY, INC. ° aR . tL/r 7a571N0 Z -_x�10709-013 P.E �Ae/sAGKATUAtE/L1Aef• 6 RLki • �. • mma L�OI"No /M 1 J aw - _ _ sTrrrzr I ar a I 2,75• I d5r5• � �,JS- J 10 .P�AIEL JCY£, JA•. r .1,A• +� pk _ ti .,Sa• 5000' 16r. Q 3` Amu s�iMmn our BRAPA2•T .1e5• vwiLs ,.as• Nar. .our 6 ` � {TRACK Af1O' (TOTAL KW" Q000' (Er%EC,71E WD1f11 r G A9 AgtCllf f 'J00• AM. 1d00• .03r vm CAWAWM 2.1J5• QA HALP PANEL 03 3' M= `tI• qu/1 n our .lSJ• 1.050' 07 REVERSED `r` ANGLE M4CK XWE, dro• • r- b� mrQ•ewe msamae 1 or® 1 or® « ��• alrr !� 1 or® d Qrowe d Owarea,® .Op7M i OP17ON %d mcr aurae qA OO KEY HOE AT PANEL 12UND HOLE' AT PANEL (OPT10N TO 10) COMPONENTS O 'U` NEIDER $ME,W. r• 1' AMWFE S B 40 Emnam t 7.OW Q Q, 2f © `F` TRICK ANC-T'• uur, xro•- f• �r�w�w�w�ir►�w�wl _ _ ,..•, Jw .szaEs A ma Annm ro sa N E000' III 5'r5• ry F+0.10• PANEL 1 O== Q9 STUDDED ANGLE �� ff• JOYS t J/D' - r DETML 1: 6 Wd. Alf/• I ems• L A f-�m- if KEY HOLE WASHER 1y 1` r 5`�MerJ r .115` ANGLE lras•Nrx N+n AOOY �� y,. - r. souE r .Ve• - r• IL EC01��. T TESTWO t ENO/N£ER1N0 COMPANY ® aMff . PT SFiU,/SICNIR/AF/G7E �•�v �PC h"I-aW COUNTY 0 F.B.C.(High Velocity Hurricane Zone) 0.030' THICK GALVANIZED BER7HA uav STEEL STORM PANEL AWN M /09 EASTERN METAL SUPPLY, INC. ° DA0/M ,PCR WESR aWS M War P" MCK n MW 09-013 w ii w ■ i ORAWWO Na U OP 9 fINON aaaL7E''wa'ays 9CWL aoM1'rn£r£ �NGroPs SNFETs a pm 7) S (SaE �) g SfY rmw 7) am s s meSHE= 7) 3 cwt. 3 oont IgVRfD I poom aoncaw \ I 2 I POURM POLM COWRMt YL I� oa7f' I I MR NAWN WE 1 t• ur"°" Inoa s t mv"� ro ON GLASS ON 1 � � ON , I I , 1 /�ys w r t}Y 1 �ofae ioomsnov I ivYrO r I 1I I -/a�VsY' I � I s1/s4uisow(f" % • mmsAwo ° ohm wmwi t I a na• I e/oW w i lensgw I I f' I-YO r I 7/a' r J/JP' Nwc I / I g rvro rP as poum fY' as J 1/4' f-Yo r J)//,' 1 1 3t ucruvm tia.Rfe-/ I ytf7E I ( CONCR,e OR cmmvws/YP' irYcN,lr °®• 1 8 L ORfJR cmwm SLOW WALL I �y i tP• Lcavaum 14 COhG'AEIE p &� ma 1 frLnvrma { ii RE0(w£D RLUOW W / I COfKfl'klE ANCHORS a EbnE I � I• fan. c�NaE AfK'I. aw sov rdRU r7) 1 e cm& scrfmYRE oN/ I COWNW ANdfORS/ � I/f' 0-Yo,t/P'sa1Ls. °Mj a awn s�e7s s nmv 7) I sf@L75 s Ixw 7) I (� sn awle MY w/ Nur • ta• o. C. SHEETS 7 INRN 7) 1 OWL SEMON m ANCHOR WALL MOUNT/W INSTALLA rinw BU/LD OUT INSTA L A rinw BUILD OUT INSTA L A rinw SECTION 2 SCALE. ,A' _ I. SECTION 3 ScaE :.r/a' . ,- SECT/ON 4 s z : s/a• . r I . I t t MNMI-DAO£ COUNTY I 3W� 7/d'r yam• �D1 whY1t1BF1ma Nur Code fY' O, a O I O -03 O. / �yyyy�,I fa!- ELnE Q6Z/ACE Sou UnW PONREO�/ I CgfatE1E I . 9 coot F.B.C.(High Velocf4y Hum cone Zone) S£CnON o STUD N07E MR CCM BIMT LW OF SEMNS : 02M ?Xn= Na 0.030" THICK GALVANIZED BERTHA aay. STEEL STORM PANEL WNW on WALL MOUNTING INSTALLATION ANY MY W S r ANY NS CAN e£ COLIBNm fN ANY Iwtr ro swrANr nvsrAcunorr I` E C O ime. £ASTERN METAL SUPPLY, INC 'zDAN SECTION 1 Smr: JA• . ,. r resrfnc eNcfNEEurm carvAffr faae Ncs/xaas rPt Ka i ,ss Iw7M a ma Nta7 P" WAM R M407 hm: oErA¢ rr sL nav o slrm vAuo ALSO 7Ne FEB ii 2003 II.."°!>I ,aro . nr r ( n+ wr 09-013 w.ut YaNiltvO N57AflA/AN - SLCiRtN P ITUPJ is —MONO —. mws. 1r,r rr<. mo. re aaAN7Aro fa P.E Sm,/wA41Nf!ffi/n17E nnQlWAAZ 444-I07 SNEE7 2 07' P : r COAICRtTE MCi'IDRS DmL CaNCREIE i1 i UMS ED. .ut fCGVI sIXD-sLT OR GlK-1N OR swm 8� ;7 / hmrJ/�" SS ILIfWWE ENE l ) EQ shm m rr Pi NE IMTE FEWLE®m OR PANES NTE \ 0 1Y 0. 0. L:LtAYER \ POURED CakVREW Y �E0. SIO MVK BOLT OR O �1/4• -+7/ -- • r•ME. I I r• RVOU�-�I'I TTtArT� zoo �a�r�sli a — I POURED COhgPLTE OR RED006 REFECONCRETE NLWx✓fEn ,Qg yi - LBEOGN WALL I I H 4 I LEO�LOa4wN I f \ I I ConL I 4 OM:L .D 7 OR 8 C=L I 1 SEE SCHEDULEl-R MUM O TO -mmm; 0-205x I SEESC LF I ` ON y I t I i O I IK�MQE ®J j I Ex ro C" j o W t I t ON S EET 4 I y� 1/1. i-2o r 5 sMs w/ otisu®rmsPua II 4' xir 4• r-zo wJ/T2• "wo�I war J PJ oErwo �I b3 I a��r,NiP o Mm%m I OHO P o°t j Y4 -A- w, SCHEVULej SEE airSCHEDULE AeToaw . a a 1 tl I I �noN I I d LED LOCUM I ON SHhEY 4 I 7 x 1� f I tl I 4-20x I I a e Dora I B rz• o. a p 4• s riOLTS I I tint I -� i /Tjb•: J/J7• g i 3 POURED,r rs Li I � lz a a o I a o CONCRETE BLOW LBUL I O B I �!WAUj REQUIRED - REDf/m I . r• Lwr. Da1CRE7E ANpro14S LED1 'Aar y J sa®ue av/I I �I E AIL 'Off awe P�:uv 1.1 WOOR COME' AACMOQS r 1' f-EQ`J 4' SS WCYM EE fstE SQVEDLAE o rz "a a o MtSNfR POURED tmNarErE ED. s/tErs J DIAtr n / �ty�njraJNcxorts o w t/4a(Bg� SfEETS J iMtU 7) Dort L nuraLD r ED. SCJI• �� SN0 8 BUILD OUT INSTA a nA lNRU 7) SECTION 5 nly _CEILING FLOOR MOUNTIN!= CEILING & FLOOR MO WTING WALL MOUNTING INSTALLATION (JIM.) INSTALLATION — SECTION 6 INSTALLATION —SECT%ON 7 —SECTION 8 scVE : s/e• � r SCALE: 31W . 1• WAE : 318• . 1' SGLE : J/B' . 1' • WA ILILAf WE S Ate' J//4YrJ/�zYNiCK M41MC-OAOE COUNTY HF.10 MACHINE SCREW N/LpYG7H AS PLR NOTES A h,�Bp�(SriEE'!' i) DDClRKVIM 4 UAW S REw T %xi ttYt ! � vmoo AS PER NOTES A t S w EfT t) haee No-OTIO.O n8un � E.D..DATANCE B SHEET 7 0 .9mi Da aq� Di felon FQ- F.B.C.(High Velocity Hurricane Zone) 02009 TE.1EC0. Svc 0.030" THICK GALVANIZED BERTHA Eeeu STEEL STORM PANEL MAW/ an NOTE FOR COMBWAAON OF SECTIONS : W-L/FLOOR/CELLINo MOUNANO SEC77ONS CAN BE 1I L E C O INC. EASTERN METAL SUPPLY, INC. ° wrr COMBINED IN ANY WAY To Sul) ANY CLirALtARON. _,� LA esnNo ! "WINEEMW COMPANY 4z� OR f Fa J. P. 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N 'r✓" 1NY /" t-L� SEE NOTES ON SHEET B & 9 OF 9 FOR ANCHOR TYPES h SPACING FOR WSTALLADONS INTO WOOD FRAME BUILDINGS FM 1 a 70E SFA P./9pNW44mIE +• MINIMUM ANCHOR SPACING LISTED BELOW ARE AS PER MIN. EDGE DISTANCE SCHEDULE. FOR E.D. LESS SCHEDULE INDICATED, REDUCE ANCHOR SPACING BY MULTIPLYING SPACING SHOWN ON SCHEDULE BY THE FOLLOWING FACTORS. FOR THIS OPERA77ON TO BE POSSIBLE', REDUCED SPACING OBTAINED USING FAC70R SHALL NOT BE LESS THAN MINIMUM SPACING INDICATED FOR EACH ANCHOR TYPE AT ANCHORS LEGEND. FAC70R TAPCON CREX FUX SS4 A FEMALE PANELMATE PANEYMAT£ PLUS CALK -IN SOLID -SET ACTUAL E. D. 1R't �oaOp.J' Ak me wj, IFO. yon}p.,J• yin rpxyyN• ICY ¢md>♦•1 flAt 1p0e71p.Jt . 1 1/2• .35 .50 2 1/2' - - - - 0.50 .63 J. 1.00 1.00 - 1.00 O.BJ - 3 1/2• - - 1.00 - 1.00 1.00 A REDUCTION FACTOR APPLICABLE FOR POURED CONCRETE ONLY. E.D.. EDGE DISTANCE a 1I/NIMUM ANCHORS ED. SCHEDULE ANCHORS TYPE MINIMUM EDGE OLSTANCE CONCRETE G ECACK f/4L upcom J• J. PMTIWTE 1ELLYE A J. J 1/2• I/4Y PNMMIr PLUS J. J A. 1/4'0 CALK-N J. 4' I/411 SOLDZSCY J "*. J 112' M/AMI-OADE COUNTY F.B.C.(High Velocity Hurricane Zone) 02M m/EW, Ne. 0.030' THICK G4LVAN/zE0 BERTHA Lear STEEL STORM PANG vmww or 04*bfAv L ET Q N- EASTERN METAL SUPPLY, INC. 42M �� mt Na ! tNO/N2ERlNO eOaPANY °e}r„� °L,n,'a'B1"'. 'r °iiur�"' "ts P" arA t n MW 09-013 ®-o00e718 a„ LIL75 A .Y. P.G LOAM Lre N187 l� ot0 0>�7 _ _ _ _ saw 5 or 9 YfWaf AMMM 9NOM B00 OOA671aA:!lOII la 9 a J 1 FA0dL7S p0m0wro lJL4 A Lw om I'M orr,WA Ir WA l2• WA 1r WA la" WAWA WAI r IY 0 I/2' 1!' fi' 1r e' I!' 7 1/!• '. /r 1 7r WA 11' WA lr WA rr WA 12- WA Ir tr T Imp) 11• a' 17 d 1Af' 11' I7• 1r r rY 7 I/Y WA WA 2 (6alW 1T WA or WA 1. WA Jr WA /T' WA WA WA J (Yap) lT' r fr S 1/2' Tr It, IY r I1' 7 1/2• NAN/A J (d01f01Q dt0. -720 rp• WA 12' WA 12• 1 WA IY WA /7' WA WA WA 1 (IM) 1-0' ro Y- 11' 12' r7• Ir r f2' 7 7/1' WA WA I (mmm) WA IY I WA IY WA IY WA WA WA J (ipe) IP 4' a' r Ip• r IY 4' fY 4 I/!• WA WA d twmm) I2• WA Ir WA 7!' 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WA 12' WA lY WA !r WA Ip' l(/A WA WA J (IM) /Y r 1r 4 r/r lr tr Ir T lY' a I/2 WA WA J MOIfW) A -no Ir WA fY WA Ir WA Ir WA fY N/A WA WA 1 nM) r-0• ro r-0 fY a" i2' 1 r/Y IT• IO' fY a I/p' WA WA 4 (0=60 Ir WA Ir WA IY WA IT' WA I!' WA WA WA d (7M) r J. a' WA It, r II' r D' J 1/Y WA WA S (A9/IrMO WA 11' WA It 1/2• WA WA WA 10' WA WA WA / OM) a• r WA 7' WA 1' WA WA r WA WA WA a (00I W 1/2• WA 71/Y �WA WA WA r WA WA WA 7 (L-IW"" WA WA WA I!' IY r 11' 1• l2' tl• a (7M/H7/IaD ,/ t ) .(N:(r • SEE NOTES ON SHEET 8 @ 9 OF 9 FOR ANCHOR TYPES & SPACING FOR INSTALLATIONS INTO WOOD nZWE BUILDINGS FM 1 A 20 9 PE SE4VMW nW,.UlE *+ MINMIUM ANCHOR SPACINGS LISTED BELOW ARE AS PER MIN. EDGE DISTANCE SCHEDULE. FOR E.O. LESS THAN INDICATED ON SCHEDULE. REDUCE ANCHOR SPACING BY MULTIPLYING SPACING SHOWN ON SCHEDULE BY THE FOLLOWING FACTORS FOR THIS OPERATION TO BE POSSIELF, REDUCED SPACING OBTAINED USING FACTOR SHALL NOT BE LESS THAN MINIMUM SPACING INDICATED FOR EACH ANCHOR TYPE AT ANCHORS LEGEND. ' FACTOR TApCON CRETE-FLEX SS4 A FEMALE PANELM'AT£ PANELMATE PLUS CALK_IN SOLID -SET ACTUAL-E. D. 19t ,t *-r YM gor9q-r OL *Mhg j" IAh ,podv r w +m l,,f 0 Va pafrgtil". 1 1/2- .35 .50 - - - _ 2 1/2' - - - 0.50 .63 J' 1.00 1.00 - 1.00 0.63 - J 1/2' - 1 - 1 1.00 - I 1.00 1.00 A REDUCTION FACTOR APPLICABLE FOR POURED CONCRETE ONLY. ED. - EDGE DISTANCE +► MINIMUM ANCHORS ED. SCHEDULE ANCHORS TYPE 4IT wuu EDGE DISTANCE 0. CONCRETE G BLOCK 1/411 LIPM J. J• /410 PAAa M FOWX tl J. J 7/2- 1/PY PANRMTE no J' J !/2• 1/410 60A'-W J. 4' 1/4-0 Sae-w J 1/2• MNMI—DAD£ COUNTY F.B.C(Mgh Velocity HuEn'oone Zone) 02009 nOM w¢ 0.030'STHIC GALVANIZEDBERTHA STORM Quw ir: L E C O ewe. EASTERN METAL SUPPLY. 1NC. 4M WERROWS At NWr PAIY MMM fi o'CAFE nNn..o t DWdM=gxoV COMPANr apr�rm. aM(+JMn-ian r~ 09-013 ICRR®-aW71.F. 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Ilw 1 11 1/2 WA 12' WA it WA Ir WA lr 1r a (ADP) Ir a• II I/a• 4 1/r la• a' Ir I` fr / r/r MA NA 2 (bO-4 w WA IF 0* KiA Ir WA Ir WA rr WA WA N/A J Oa% 12' a' If 1/2' 4 I/Y fa• a' Ir 4• Ir ".4. WA WA J RmlOm) 4 _7" 1. WA 11 1.4' WA 12• WA Ir WA 1r WA WA WA 4 M or-r M r iY r it 1/r 4 1/Y rr r jr r 12' 1 lAr WA WA 4 (sa/raU Ir WA if 1/2' WA 12' WA 1. WA 1. to WA WA a DIW) r WA 014. r to, 4 1/7' to, r r J' WA WA A (110 W! WWA I01/1' WA 1I' WA i(/A WA 1• WA WA N/A IOW) r WA r WA a I/Y' . WA WA WA r WA WA WA I (:0N0W Y WA a I/r• WA 7 I/Y WA WA WA r WA WA WA 7 (111"AI0Tf7IO WA WA WA WA !7' r /r r I2• a• Ir or a (wAm W 4I!m! uLff JWR DV3f'A7.LI7•ION3 IlV7A9 MMI7PlIAB R172 l'Oh/ PI'! 7MN 4Aa 1YM717J1•Q F • SEE NOTES ON SHEET B k 9 OF 9 FOR ANCHOR TYPES X SPACING FOR INSTALLAWNS INTO WOOD FRAME BUILDINGS. RF MINIMUM ANCHOR SPACING LISTED BELOW ARE AS PER MIN. EDGE DISTANCE SCHEDULE. FOR ED. LESS SCHEDULE INDICATED. REDUCE ANCHOR SPACING BY MUL77PLY/NG SPACING SHOWN ON SCHEDULE BY THE FOLLOWING FACTORS. FOR THIS OPERATION TO BE POSSIBLE, REDUCED SPACING OBTAINED USING FACTOR SHALL NOT BE LESS THAN MINIMUM SPACING INDICATED FOR EACH ANCHOR TYPE AT ANCHORS LEGEND. FACTOR TApCON CRETE-FUD( SS4 A FEMALE PAN£LMATE PANELMATE PLUS CALK -IN SOLID-SEF ACTUAL E. D. lFl ol,-M•r JAM *-P" • Ak *Ddv-r Ak A>XkF-j' w a 044 1 W W dvlr 11/2' .35 .50 - - - - 2 1/2' - - - - 0.50 .63 J.1 1.00 1.00 - 1.00 0.63 - 3 1/2' - - 1.00 - 1.00 1.00 A REDUC170M FACTOR APPLICABLE FOR POURED CONCRETE ONLY. L;a - mw oLsrA)ICE FR WAYMUM ANCHORS ED. SCHEDULE ANCHORS TYPE MJNMI(AW m0E wsTANCE a CONCRETE C. El." I/NI TAPCON J' J. 14-0 AW111J lr IFMYE D J. J 112' 11410 AWRWW NR J' J 1/2• 114-0 =K-01 J. 4' T/4ti mm-s7 J 1A' J 1/2• FEB 18 2009 P.L JEq/SNCA nWMATE LIECO MGIMI-nix COUNTY FB.C.(High Velocity Hurricane Zone) 0.030" THICK GALVANIZED BERTHA may. STEEL STORM PANEL wpm an EASTERN METAL SUPPLY, INC. a'D vad/tv IREPRaW D& MW RUH WAN IL JX07 09-013 WAIr1A0 1!0 or oo,— I w 1w14 M aD 0a-072 4 y7Ry7 7 0( / 1•x 2' x.126•(Mma Ahmr. TUBE W/ 1/4' LAa W&_AS O 6' OL C W/ I f ' MM, IHRIADED WOOD N&Ww. ON TO DOSTWO Y LAC I O 6''C REOum Ar C 1 T FOR MAr. SEPARARON SEE SOPEDC" 1 ON SNEU 4 I I ALTERNATIVE 5 SEE St9ARATTON I MR MM.TO 1 1 VWW GLASS $ 1SW ON MaT 4I I I I B)�Jy�/4' SSBpLT3 W/ i14'I-TD12. 0. C 5 GMG �gV: J/�eT0LT5w/SCREWS O B' 0. C W/ 2' x 4' WOO WINC M17 O ARM I Wn. 7HRFADm PlA7F RWUMO 1/4• I LAC iT• C a A PM ToC. SCRE*5 O e• C a w "' I I ' ►Bn. IHRFAOED I/SL"REMS O 6. 0. C. W/ TON 70 DOSWWC 1 I ' Wn. THREADED RECULRM �� N000 RATEIV= PLATE W" To DOSTINO W" STUD O 24' O. C ALTERNATIVE ALTERNATIVE A ALTERNATIVE-6 REaDRm _WALL MOUNTING INSTALLATInus SECTIONS A NOTE FOR COMBTNATmm OF grQT?QNS. SGIE : Ile . I' WALL JIOUNBNG SECTIONS CAN 9E COMBINED IN ANY WAY TO SUIT ANY WSRUAIZON. INSTALLATION DETAILS ON EXISTING WOOD BMD/NGS own AIm= m .AfD1E51 , 1. INSTALIMONS ARE ONLY VAUD FaR DEBICN WIND LOADS AND Max. ' E C O 1MC. PANEL LENGTHS AS PER SCHEDULE ON SHEET 4 OF 9 2. FOR NEW WOOD fRWE CONSTRLICRON: WOOD ML3/BERS 77) B£ SOUTHERN r TFSTINO t JWGINCCRIN0 COMPANY PINE ft 2. W/ SPEE= DENSITY DF 0.55 OR EDUAL. � 1 8 2009 "w...' '1m�'-ra'�c. P.E SFe/.WmnRF/DOE SEE Ammr W. I ARMN TO E CLAW J/L 7 B' I xSEE SCMEDU ON SHEET !.E $ i NUT EYEIrr SrUO 0 C I �I 1/4' / W sa%w O 6' 0. C. W/ I t 'N KW PLATE ALTERNATIVE 7 Mmo-w£ COUNTY F.B.C.(High Velocily Hurricane Zone) 0.030' THICK GALVANIZED BERTHA m.ay. STEEL STORM PANEL AMIM BY, EASTERN METAL SUPPLY, INC. 07u'IEAv NOT PAW EDt°« 3MO7 09-013 m 1mr1-1 rnah,r — OAAWNa Na • 6 !AG Sa4w O a W/ 1 1/2' Yn. TNREADm RATION >a fV5W WOOD NE DE t7 cone 1 +L-10414' IS BMTS O Y• O.a W/ NUT & WASHER SD: ON fORANELYA� IE PLUS W 17/e' A AENETR�4�wgN. = MIT i rEVWY STUD O W��CO/� .500'/ .Soo' � OR 1RLBS LOCALE S 14 S. J/+S I Sp7E1r5 AT LLCWIOM OF O e' 0. waa Cone jv p j - ZE S HOME 1 1 rd 12 ALTERNATIVE f ALTERNATIVE 3 ( umr. AW Law - Lai - 6-0.1 I' 1 +• /-TO PANETMA)E $ S &"L." E7D67-T9 1f.Ef ��'E I -- cunt. I __3�3�¢yjjf1L ax+• mar PANDYAtE Ptus o s r/2• a lti1 re r I E4 0.a W/ T 7/e•Yln. i AM m OR nM= LLmir nL 11L4£AOED PENETRATK4KSCOM 6 L I (xteT �A1TMnWIDM oT f' ANn. . 584 W/ 7/e1 I W .2II _ /J� NUT MR uh ' p 0 IT• as yy �J SBVMTIOR ro 1 E17 ( + rj 1' LOn. e 3 C i "Xi ,,+• F10 ./+' 1/4' W eAc SCRew •6 4 ®2�y0�/Ss ON SHEET 4 1 S/S 6Y W 7/e7 /; 12. AC"WASNLR ;at Qa W/ , //7 Yin TNRFAOED d 1p PENElRA7fON O 4' 4a ALTERNATIVE 1 f ALTERNATIVE 2 ALTERNATIVE 4 u0 SCREWS A (Nox. DESIGN Lao. t e1.0 p.7 24' d a B' a C. W/ 1 1/Y Lon. 7NRF/OTD Mar. PANET. LFNGT!!� 6'-0• ) Pe?Lf721nON TO FXJSONG WOOD RAM CEILING & FLOOR MOUNTING INSTALLATIONS ALTERNATIVE 9 NOTE MR COWAAWN OF sEOTrONS SWTIONS B SaLe: fi00R/ WALL/ CEWNG MOUNnNG SE077ONS CAN BE WA�,L MOUNTING- INSTALLATIONS coMelxm !N ANY wAr >a SLITANY lNS7ALUnorL SECTIONS A lNSTALLAT/ON DETAILS ON EX/STING WOOD BUILDINGS SCAX : 1/4' - 1• F.B.C.(High Velocity Hurricane NOTES: OFWD MAD N0. 0.030' THICK GALVAN 1. lNSTALLA770.VS ARE ONLY YAL/D FOR DE37CN WIND La1D5 AND Yo STEEL STORMx. PANEL LENnWXAnS As PER ON SHEET' 4 OF 9.F EXCEPT THAT � J A Moir. FOR AL7ERNA7lVES 2 AND J A Mor. PANEL LENGTH OF 6 =0' AND A A'T E.r O ENO EASTERN METAL S Mal. DESIGN LOAD OF t 61.0 PSF SHALL BE CLSm. 42ee X3 M4 ?. FOR NEW WOOD FRAM£ CON W000 MEMBERS TO BE SOUMERN FCC GT TQgNO ! ENOaLLRWO COMPANY Rrq bb SiS MOIn ..rG[At(0. N1N .n-ran. *m P" PINE No. 2, W/ SPECff7C OENSBY OF 0.55 OR EQUAL DENSITY F i P r.. r (snlor-ran Le-a0eT10 PE SEAL/90mnw,/OITE WALIM A ULD .►. P.L r .rD o=-0n WIF St. Lucie County PUBLIC WORKS DEPARTMENT CODE COMPLIANCE DIVISION 2300 Virginia Avenue Fort Pierce, FL 34982 772-462-1553 Design Certification for Wind Load Compliance This Certification must be completed by the project design architect or engineer. This Certification must be submitted in duplicate with all applications for building permits involving the construction of new residence (single or multi- family), residential addition, any accessory structure requiring a building permit, and any nonresidential structure. This Certification shall not apply to interior renovations (provided that no exterior structural walls, columns or other components are being affected) and certain other minor building permits. For further assistance, please contact the Building Inspection Office at (772)462-2172. Project Name Street Address ko,,el /J 1:6 rh Permit Number _L, Occupancy Type 5,W(0- J=�aH! /c Construction Type Certification Statement: I certify that, to the best of my knowledge and belief, these plans and specifications have been designed to comply with the applicable structural portion of the Building Codes currently adopted and enforced by St. Lucie County. I also certify that structural elements depicted on these plans provide adequate resistance to the wind loads and forces specified by current code provisions. Design Parameters and Assumptions Used: (Please check or complete the appropriate box.) 1 Florida Building Code 20fi3 Edition with 20� Supplements and ASCE 7 br 2. Building Design is: Enclosed: _kl"- Partially Enclosed:'—' Open Building: 3. Mean Roof Height: 45-'6 Roof Pitch: �0 Internal Pressure Coefficient: ©• ( g 4. Width of End Zone:__ Wind Speed: A 3 (3 sec. gust) �•^ 5. Building Classification Table 1-1. ASCE 7"05' . FBC Table 1604.5 6. Wind Exposure Classification: Adjustment Factor for Exposure & Height: 7. Components & Cladding Wind Pressure on Roof Zone 1-2-7 S' 2 ^46- 43^71• (o PSF 8. Components & Cladding Wind Pressure on Wall Zone 4 ::�3•U 546-1 PSF 9. Components & Cladding wind Pressure on Overhead Garage Door N A% . PSF 10. Loads: Floor 4o PSF Roof/dead PSF RooVlive ! b PSF 11. Shear Walls Considered for Structure? Yes No (if No, attach explanation) 12. Continuous Load Path provided? Yes_ No (if No, attach explanation) 13. Are Component and Cladding Details Provided? Yes -X.,- No — (if No, attach explanation) 14.. Minimum Soil Bearing Pressure: 0 ° Presumptive: ✓ By Test: PSF As witnessed by my seal, I hereby certify that the information included with this certification is true and correct, to the best of my knowledge and belief. Name: 4{ A'xy 'g'-f Ko (-, tai l0r Cert #:-- Design Firm: Date:. HARVEY E. KOEHNEN Pmfesslonal Engineer PE-3283 1 \ SLCCDV Form # 020-00 7205 ©yse Circle Revised 5/18/09 (CL) E FXR 452-321'- FORM 1100A-08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION ','Florida Department of Community Affairs Residential Performance Method A Project Name: HABITAT 1175 MODEL Builder Name: Street: Permit Office: City, State, Zip: FT. PIERCEA , FL, Permit Number. Owner. Jurisdiction: Design Location: FL, Fort Pierce 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1018.30 IF 3. Number of units, if multiple family 1 b. N/A R= fFc. NZA R= ft2 4. Number of Bedrooms 3 d. NIA R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area 6. Conditioned floor area (112) 1175 a. Under Attic (Vented) R=30.0 1175.00 ft2 7. Windows Description l b. N/A R= ftzea a. U-Factor. Sgl, default 100.00 ftZ c. NIA R= ft2 SHGC: Clear, default 11. Duds b. U-Factor. N/A ft2 a. Sup: Attic Ret: Attic AH: Interior Sup. R= 6,125 ft2 SHGC: 12. Cooling systems c. U-Factor. N/A ft2 a. Central Unit Cap: 24.0 kBtu/hr SHGC: SEER:14 d. U-Factor. N/A ft2 13. Heating systems SWGC: e. U-Factor. NIA ftz a. Electric Heat Pump Cap: 24.0 kBtulhr SHGC: HSPF:7.7 8. Floot�,Types Insulation Area 14. Hot water systems a. Stab -On -Grade Edge Insulation R=0.0 1175.00 ftz a. Electric Cap: 40 gallons gallons b. NIA R= fl2 b. Conservation features EF: 0.9 c. WA R= ft2 None 15. Credits pstat Glass/Floor Area: 0.085 Total As -Built Modified Loads: 24.23 PASS Total Baseline Loads: 28.96 I hereby certify that the plans and specifications covered by Review of the plans and ST9?� this calculation are in compliance with the Florida Energy specfications covered by this O�ZHE �� O Code. calculation indicates compliance •_ y� �,' _ `� 'V6 with the Florida Energy Code. PREPARE ��Y(zi Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 * Q I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energ ood-e. �"� �i'r'��"i��� OWNER/AGENT. BUILDING OFFICIAL: DATE: ---,) —0 DATE: 1� - 1/7/2010 8:20 AM EnergyGauge® USA - FlaRes2008 Page 1 of 5 V PROJECT Title: HABITAT 1175 MODEL Bedrooms: 3 Adress Type: Street Address Building Type: FLAsBuilt Bathrooms: 0 Lot # Owner.' ` Conditioned Area: 1175 SubDivision: # of Units: 1 Total Stories: 1 PlatBook: Builder Name: Worst Case: No Street: Permit Office: Rotate Angle: 90 County: ST. LUCIE COUNTY Jurisdiction: Cross Ventilation: No City, State, Zip: FT. PIERCEA , Family Type: Single-family Whole House Fan: No FL, New/Existing: New (From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Fort Pierce FL ST LUCIE CO_INTL 2 39 90 75 70 722 62 Low FLOORS # Floor Type Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 140 ft 0 1175 ft2 0 0 1 ROOF / Roof Gable Roof Solar Deck w �/ # Type Materials Area Area Color • Absor. Tested Insul. Pitch 1 Gable or Shed Composition shingles 1238 ft2 196 ft2 Medium 0.9 N 0 18.4 deg ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1175 ft2 N N CEILING # Ceiling Type R Value Area Framing Frac Truss Type 1 Under Attic (Vented) 30 1175 ft2 0.1 Wood WALLS # Omt Adjacent To Wall Type Cavity Sheathing R-Value Area R Value Framing Solar Fraction Absor. 1 N Exterior Frame - Wood 13 171.6 ft2 0.25 0.8 2 E Exterior Frame - Wood 13 292.7 ft2 0.25 0.8 3 S Exterior Frame - Wood 13 178 ft2 0.25 0.8 4 W Exterior Frame - Wood 13 376 ft2 0.25 0.8 C, DOORS # Omt Door Type Storms U Value Area 1 N ` 2 E Insulated Insulated None None 0.39 0.39 20.5 ftZ 19.36 ftZ WINDOWS Window orientation below is as entered. Actual orientation is modified by rotate angle shown in "Project" section above. / V # Omt Frame Panes NFRC U-Factor SHGC Storms Overhang Area Depth Separation Int Shade Screening 1 'N Metal 2 N Metal 3 E Metal 4 E Metal 5 S Metal 6 S Metal 7 W Metal 8 W Metal 9 W Metal Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) Single (Clear) No No No No No No No No No 1.3 0.75 N 1.3 0.75 N 1.3 0.75 N 1.3 0.75 N 1.3 0.75 N 1.3 0.75 N 1.3 0.75 N 1.3 0.75 N 1.3 0.75 N. 8 ftz 2 ft 0 in 6 ft 0 in 8 ftZ 2 It 0 in 6 ft 0 in 4 ftZ 2 ft 0 in 4 ft 0 in 12 ft' 2 It 0 in 5 ft 0 in 15 ftZ 2 It 0 in 6 ft 0 in 15 ftZ 6 ft 0 in 6 ft 0 in 8 ftZ 6 ft 0 in 6 ft 0 in 15 ft2 6 ft 0 in 6 ft 0 in 15 ftZ 2 ft 0 in 6 ft 0 in HERS 2006 HERS 2006 HERS 2005 HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 None None None None None None None None None INFILTRATION & VENTING / 1/ Method SLA CFM 50 ACH 50 ElA EgLA — Forced Ventilation — Supply CFM Exhaust CFM Run Time Fraction Fan Wafts Default 0.00036 1110 7.08 60.9 114.6 0 cfm 0 cfm 0 0 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit None SEER: 14 24 kBtu/hr cfm 0.7 FALSE HEATING SYSTEM # System Type Subtype Efficiency Capacity Ductless 1 Electric Heat Pump None HSPF: 7.7 24 kBtu/hr FALSE HOT WATER SYSTEM # System Type EF Cap Use SetPnt Conservation 1 Electric - 0.9 40 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 V DUCTS V- — Supply — — Return — Air Percent # Location R-Value Area Location Area Leakage Type Handler CFIM 25 Leakage QN RLF - 1 Attic 6 125 ft2 Attic 10 ft2 Default Leakage Interior TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan HeatinJan Feb Feb rXj Mar Mar Apr Appr Ma MayX Jun Jun Jut 0 Jul Au Au MAugPSe Se Sep Oct Mx OctX] ]Nov Nov Dec Dec Ventin [X] Jan Feb [X] Mar LxJ [X] Apr May [[XX]] Jun [X] Jul Oct [[XX] Nov [X] Dec L�J Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) 68 68 68 68 68 PM 68 68 68 68 68 66 66 FORM 1100A-08 :y Code Compliance Cheklist Residential Whole Building Performance Method A - Details AD©RESS: PERMIT* FT. PIERCEA, FL, INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors N1106.AB.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls N1106.AB.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the to plate. Floors N1106.AB.1.2.2 Penetrations/openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings N1106.AB.1.2.3 Between walls & ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. " EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Re essed Lighting Fixtures N1106.AB.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC with < 2.0 cfm from conditioned space, tested. Multi -story Houses N1106.AB.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts N1106.A6.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all rpcidancas COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters N1112.AB.3 Comply with efficiency requirements in Table N112.ABC.3. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas N1112.AB.2.3 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Heat pump pool heaters shall have a minimum COP of 4.0. Shower heads N1112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems N1110.AB All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section N1110.AB. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls :[NI N1107.AB.2 Separate readily accessible manual or automatic thermostat for each system. Insulation N1104.AB.1 Ceilings -Min. R-19. Common walls -frame R-11 or CBS R-3 both • sides. Common ceiling &floors R-11. ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 84 The lower the EnergyPerformance Index, the more efficient the home. FT. PIERCEA, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame -Wood, Exterior R=13.0 1018.30 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2, 5. Is this a worst case? No 10. Ceiling Types Insulation Area 6. Conditioned floor area (ftz 1175 a. Under Attic (Vented) R=30.0 1175.00 ft2 b. N/A R= ft2 7. Windows * Description Area c. N/A R= ft2 a. U-Factor. Sgl, default 100.00 ft2 SHGC: Clear, default 11. Ducts b. U-Factor. WA ft2 a. Sup: Attic Ret: Attic AH: Interior Sup. R= 6, 125 ft2 SHGC: 12. Cooling systems c. U-Factor N/A ft2 a. Central Unit Cap: 24.0 kBtu/hr SHGC: SEER: 14 d. U-Factor: N/A ft2 13. Heating systems SHGC: a. Electric Heat Pump Cap: 24.0 kBtu/hr e. U-Factor. N/A ft2 HSPF:7.7 SHGC: 14. Hot water systems 8. Flodr Types Insulation Area a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 1175.00 ft2 EF: 0.9 b. N/A R= ft2 b. Conservation features c. N/A R= ftz None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code co pliant features. oiRE sr'O� Builder Signature: Date:�5�� Address of New Home: ) ��� � j)L, 7-& -- City/FL Zip: D } 9 `"� *Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638-1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the Department of Community Affairs at (850) 487-1824. **Label required by Section 13-104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 Project Summary Entire House QLT16K CALCS, INC., 317 ST. LUCIE LN. Phone: 772-466-6799 For: HABITAT 1175 MODEL FT. PIERCE, FLORIDA Notes: Weather: Fort Pierce, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 15710 Btuh Ducts 1632 Btuh Central vent (43 cfm) 1337 Btuh - Humidification 0 Btuh Piping 0 Btuh Equipment load 18679 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft') 1 M 11 A Volume (ft3) 9536 9536 Air changes/hour 0.45 0.23 Equiv. AVF (cfm) 72 37 Heating Equipment Summary Make Trane Trade XR14 WEATHERTRON Model 4TWR4024C1 ARI ref no. 1382134 Efficiency 8.5 HSPF Heating Input Heating output 24000 Btuh @ 47°F Temperature rise 0 OF Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Space thermostat Job: Date: Jan 07, 2010 By: Summer Design Conditions Outside db Inside db 90 75 OF OF Design TD Daily range Relative Humidity 15 L 50 OF % Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 12818 Btuh Ducts 4249 Btuh Central vent (43 cfm) 716 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 16893 Btuh Latent Cooling Equipment Load Sizing Structure 2327 Btuh Ducts 1119 Btuh Central vent (43 cfm) 1815 Btuh Equipment latent load 5261 Btuh Equipment total load 22154 Btuh Req. total capacity at 0.70 SHR 2.0 ton Cooling Equipment Summary Make Trane Trade XR14 WEATHERTRON Cond 4TWR4024C1 Coil 4TEC3F30B1 ARI ref no. 1382134 Efficiency 14 EER Sensible cooling 16800 Btuh Latent cooling 7200 Btuh Total cooling 24000 Btuh Actual air flow 800 cfm Air flow factor 0.047 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.77 BoldrdaRc values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wrigtitsofC Right -Suite® Universal 7.1.08 RSU08101 2010 Jan 07 09:25:19 ACM CADocuments and SettingsW ikki_21My Documents\Wrightsoft HVACIHABITAT-1175 MODEL.rup Calc = MJ8 Page 1 a' Right-M Worksheet Job: - • Entire House Date: Jan 07, 2010 By: QUIC-K CALCS, INC., 317 ST. LUCIE LN. Phone: 772-466-6799 1 Room name Entire House BEDROOM 1 2 Exposed wall 140.0 ft 27.0 ft 3 Ceiling height 8.0 ft p 8.0 ft heal/cool 4 Room dimensions 11.0 x 16.0 ft 5 Room area 1192.0 ftz 176.0 ftz Ty Construction U-value Or HTM Area (W) Load Area (W) Load number (Btuh/ft? °F) (B or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Coal Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Os 0.091 n 2.55: 2.18 208 112 437 375 0 0 0 0 IA -Glom 1.270 n 35.56 24.81 8 0 284 198 0 0 0 0 1A-clom 1.270 n 35.56 17.90 8 0 284 143 0 0 0 0 11 DO 0.390 n .10.92 11.31 20 20 223 231 0 .. 0 .. 0 0 % 11 12C-Osw 1A-clom 0.091 1.270 a a 2.55 35.56 2.18 91.12 328 4 293 0 746 142 639 364 128 0 128 0 326 0 280 0 {-G 1A-clom 1.270 a 35.56 32.23 12 0 427 387 0 0 0 0 L�_Gp 11 DO 0.390 a 10.92 11.31 19 19 210 218 0 0 0 0 16 12C-0sw 0.091 s 2.55 2.18 208 178 454 389 88 73 186 159 IA-clom IA-clom 1.270. 1.270 s s 35.56 35.56 34.77 12.14 15 15 15 15 533 533 522 182 15 0 15 0 533 0 522 0 12C-Osw 0.091 w 2.55 2.18 376 330 841 721 0 0 0 0 1A-clom 1.270 w 35.56 91.12 16 0 569 1458 0 0 0 0 IA-clom 1.270 w 35.56 63.86 15 0 533 958 0 0 0 0 1A-clom 12C-0sw 1.270 0.09.1' w 35.56 2.55, 28.26 1.28 15 144 0 144 533 367 424 185 0 0 0 ' 0 0 " 0 0 - 0 P C 1613-30ad 0.032 0.90 1.68 1192 1192 1068 2003 176 176 158 296 1= 22A4ph 1.358 38.02 0.00 1192 140 5323 0 176 27 1027 0 6 c) AED excursion 1899 254 Envelope losstgain 13509 11295 2230 1511 12 a) Infiltration 2201 603 424 116 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 2 460 Appliances @ 1200 0 0 01 0 Subtotal (lines 6 to 13) 15710 12818 2654 2087 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution -0 -0 5 8 14 Subtotal 15710 12818 2659 2095 15 Duct loads 10% 33% 1632 4249 10% 33% 276 694 Total room load 17342 17066 2935 2789 Air required (cfm) 0 800 0 131 Printout certified by ACCA to meet all reauirements of Manual J 8th Ed. -r{i- wrige�tsoTt- Right -Suite® Universal 7.1.08 RSU08101 2010-Jan-07 09:25:19 C:1Documents and SettingsWikki_21My Documents\Wrightsoft HVACIHABITAT- 1175 MODEL.rup Cale = MJ8 Page 1 C?t7XCKiA`Ur%S�IFdG7 Job: Right-J® Worksheet Entire House Date: Jan 07, 2010 By: QUICK CALCS, INC., 317 ST. LUCIE LN. Phone: 772466-6799 1 Room name BEDROOM 2 BATH 2 2 Exposed wall 28.0 ft 5.0 ft 3 Ceiling height 8.0 ft heat1c ool 8.0 It heat/cool 4 Room dimensions 15.0 x 13.0 It 11.0 x 5.0 ft 5 Room area 195.0 ft2 55.0 ft2 Ty Construction U-value Or HTM Area (W) Load Area (112) Load number (Btuh/ft2-OF) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw '0.091 n 2.65 2.16 6 0 0 0 0 0 0 0 IA-clom 1.270 n 35.56 24.81 0 0 0 0 0' 0 •0 0 IA-clom 1.270 n 35.56 17.90 0 0 0 0 0 0 0 0 11D0 0.390 n. 10.92 11.31 0 0 . 0 0 .0 0 0 0 W, 11 12C-Osw IA-clom 0.091 1.270 a a 2.55 35.56 2.18 91.12 0 0 0 0 0 0 0 0 40 4 36 0 92 142 79 364 �--G 1A-clom 1.270 a 35.56 32.23 0 0 0 0 0 0 0 0 11 DO 0.390 a 10.92 11.31 0 0 0 0 0 0 0 0 12C-0sw 0.091 s 2.55 2.18 120 105 268 229 0 0 0 0 1A-clom, 1A-clom 1.270 1.270 s s. 35.56 35.56 34.77 12.14 0 15 0 15 0 533 0 182 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.55 2.18 104 89 227 194 0 0 0 0 IA-clom 1.270 w 35.56 91.12 0 0 0 0 0 0 0 0 1A-clom 1.270 w 35.56 63.86 0 0 0 0 0 0 0 0 IA-clom 12C-0sw 1.270 0.091 w - 35.56 2.55 28.26 ! 1.28 15 0 0 0 533 0 424 . 0 0 48' 0 ! 48 0 122 0 62 P' C 16B-30ad 0.032 - 0.90 1.68 195 195 175 328 55 55 49 92 F 22A-tph 1.358 - 38.02 0.00 195 28 1065 0, 55 5 190 0 6 c) AED excursion 392 74 Envelope losstgain 2801 1750 596 671 12 a) Infiltration 440 121 79 22 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances @ 1200 0 0 0 1 0 Subtotal (lines 6 to 13) 3241 1870 674 693 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 14 25 8 14 14 Subtotal 3255 1895 682 707 15 Duct loads 10% 33% 1 338 628 10% 33%1 71 234 Total room load 3593 2523 753 941 Air required (cfm) 0 118 0 44 • Printout certified by ACCA to meet all requirements of Manual J 8th Ed. 6 w�:g�.tsoit- Right -Suite® Universal 7.1.08 RSU08101 201 O-Jan-07 09:25:19 C:1Documents and SettingskNikki_2ft DocumentslWrightsoft HVACkHABITAT- 1175 MODEL.rup Calc = MJ8 Page 2 au�1�e��cs,mc; Right-JO Worksheet Job: Entire House Date: Jan 07, 2010 By: QUICK CALCS, INC., 317 ST. LUCIE LN. Phone: 772 466-6799 1 Room name BEDROOM 3 HALL 2 Exposed wall 15.0 ft 0 ft 3 Ceiling height 8.0 ft heat1cool 8.0 ft heat1cool 4 Room dimensions 1.0 x 142.0 ft 1.0 x 83.0 ft 5 Room area 142.0 ft' 83.0 ft' Ty Construction U-value Or HTM Area (ftl Load Area (112) Load number (Btuh/ft2 -F) (Btu ft or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6. 6! 091 6' Z66 2'18 0 0 0 0 0 0 0 0 IA-clom 1.270 n 35.56 24.81 0 0 0 0 0 0 0 0 N12C-Osw IA-clom 1.270 n 35.66 17.90 0 0 0 0 0 0 0 0 11 DO 0' 390 n 10.92 11.31 0 0 0 0 0 0 0 0 Val 11 12C-Osw 1A�1om 1.270 a a .55 355.56 2.1 91.12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I�.091 IA-clom 1.270 a 35.56 32.23 0 0 0 0 0 0 0 0 --�--pGG 11130 0.390 a 10.92 11.31 0 0 0 0 0 0 0 0 Val 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 0 0 0 0 II-CG 1A-clom 1A-clom 1.270 1.270 s s 35.56 35.56 34.77 1214 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0.091 w 2.55 2.18 120 105 268 229 0 0 0 0 1A-clom 1.270 w 35.56 91.12 0 0 0 0 0 0 0 0 Ti12C-Osw IA-clom 1.270 w 35.56 63.86 15 0 533 958 0 0 0 0 IA-clom 12C-05w 1.270 0.091' w - 35.56 2.55 28.26 1.28 0 0 0 0 0 0 0 0' 0 0 0 0 0 0 0 0 P C 1613-30ad 0.032 - 0.90 1.68 142 142 127 239 83 83 .74 139 F 22A-tph 1.358 - 38.02 0.00 142 15 570 0' 83' 0 0 0 6 c) AED excursion 571 -8 Envelope loss gain 1499 1997 74 131 12 a) Infiltration b) Room ventilation 236 0 65 0 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances @ 1200 0 1 01 0 1 0 Subtotal (lines 6 to 13) 1734 2062 74 131 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 29 52 -74 -131 14 Subtotal 1764 2114 0 0 151 uct loads 10% 33% 183 701 10% 33% 0 0 Total room load 1947 2814 0 0 Air required (cfm) 0 132 0 0 • Printout certified by ACCA to meet all reauirements of Manual J 8th Ed. +•�- w.:gt•tsott- Right -Suite® Universal 7.1.08 RSU08101 2010-Jan-07 09:25:19 C:\Documents and Seftings\Nikki_21My Documents\Wrightsoft HVAC\HABITAT-1175 MODEL.rup Calc = MJ8 Page 3 Right-M Worksheet Job: Entire House Date: Jan 07, 2010 By: QglgK CALCS, INC., 317 ST. LUCIE LN. Phone: 772-466-6799 �1 Room name LIVING ROOM BATH 2 Exposed wall 34.0 ft 0 ft 3 Ceiling height 8.0 It heat1cool 8.0 It heat1cool 4 Room dimensions 15.0 x 19.0 ft 1.0 x 51.0 It 5 Room area 285.0 ft' 51.0 ftz Ty Construction U-value Or HTM Area (ft� Load Area (W) Load number (Btuh/ff-°F) (Btuh/ft-) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Coal Gross N/P/S Heat Cool IGross N/P/S Heat Cool 6 12C-Osw 6.091 n 2.55 2.18 120 92 233 200 0 0 0 0 %-clom 1.270 n 35.56 24.81 8 -0 284 198 01 0. 0 0 1A-clom . 1.270 n 35.56 17.90 0 0 0 0 0 0 0 0 11DO 0.390 n 10.92 11.31 20 20 223 231 0 0 _ 0 0 yJ 11 12C-Osw 1A-clom .091 1 1.270 a a 2.55 35.56 2.18 91.12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1A-clom 1.270 a 35.56 32.23 0 0 0 0 0 0 0 0 IMF------pGG 11DO 0.390 a 10.92 11.31 0 0 0 0 0 0 0 0 12C-Osw Oc091 s 2.55 2.18 0 0. 0 0 0 0 0 0 1A-clom JA-clom 1.270 1.270 . s s 35.56 35.56 34.77' 12.14 0. ` 0 '0 0 - 0 0 0 0 0 `. 0 0 0 0 0 0 0 w1i1A-clom 12C-Osw 0.091 w 2.55 2.18 152 136 347 297 0 0 0 0 1.270 w 35.56 91.12 16 0 569 1458 0 0 0 0 1A-clom 1.270 w 35.56 63.86 0 0 0 0 0 0 0 0 1A-clom 12C-osw 1.270 0.091 w - 35.56 2.55 28.26 1.28 0 0 0 0 0 0 0 0 0 64 0 64 0 163 0 82 P C 16B-30ad 0.032 - 0.90 1.68 285 285 255 479 51 51 46 86 F: 22A-tph 1,358 . - 38.02 0.00, 285 34 1293 0 51 . 0 0 0 6 c) AED excursion 593 -10 Envelope loss/gain 3204 3456 209 158 12 a) Infiltration 534 146 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances @ 1200 0 0 0 0 Subtotal (lines 6 to 13) 1 3739 3603 1209 158 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 8 14 11 19 14 Subtotal 3747 3616 220 177 15 Duct loads 1 10% 33% 389 1199 10% 33% 23 59 Total room load 4136 4815 242 236 Air required (cfm) 0 226 0 11 Printout certified by ACCA to meet all reauirements of Manual J 8th Ed. .4 C A -FW Right -Suite® Universal 7.1.08 RSU08101 2010-Jan-07 09:25:19 C:1Documents and Settings%ikki_2wy Documents\Wrightsoft HVACIHABITAT-1175 MODEL.rup Calc = MJ8 Page 4 4ulmeAws'M Right-JO Worksheet Job: • Entire House Date: Jan 07, 2010 • By: Qj11�'K CALCS, INC., 317 ST. LUCIE LN. Phone: 772-466-6799 •1 Room name KITCHEN/DINING 2 Exposed wall 31.0 ft 3 Ceiling height 8.0 It heaUcool 4 Room dimensions 1.0 x 205.0 ft 5 Room area 205.0 ft' Ty Construction U-value Or HTM Area (ft-) Load Area Load number (Btuh/ft�-°F) (Btuh/W) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 yJ 12C-0sw 6,091 n 2.55 2.18 88 80 204 175 ELF--{OG' IA-clom 1.270 n 35.56 24.81 ` 0 0 0 0 IA-clom 1.270 n 35.56 17.90 8 0 284 143 11 DO 0.390 n 10:92 11.31 0 . 0 0 0 . 11 12C-Osw 1A-clom .091 1.270 1 a a .55 355.56 .1 91.12 160 0 12 0 0 328 0 281 0 IA-clom 1.270 a 35.56 32.23 12 0 427 387 L----GDG 11 DO 0.390 a 10.92 11.31 19 19 210 218 W, 12C-0sw 0.091 s 2.55 2.18 0 0 0 0 {--GG IA-clom - IA-clom 1.270 1.270 s s 35.56 '. 35.56 - 34.77 1.2.14' 0 0 .0 0 0 0 0 0 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 IA-clom 1.270 w 35.56 91.12 0 0 0 0 IA-clom 1.270 w 35.56 63.86 0 0 0 0 1A-clom 12C-0sw 1.270 0.091 w 35.56 2.55 28.26 1.28 0 32 0 32 0 82 0 41 P C 16B-30ad 0.032 0.90 1.68 205 205 184 344 F 22A-tph 1.356 - 38.02 0.00 ` 205 31 1179 0 6 c) AED excursion 32 Envelope loss/gain 2897 1621 12 a) Infiltration 487 133 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 2 460 Appliances @ 1200 0 0 Subtotal (lines 6 to 13) 3385 2215 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 3385 2215 15 Dud loads 1 10% 33%1 352 734 Total room load 3736 2949 t-t Air required (cfm) 0 138 - Printout certified by ACCA to meet all requirements of Manual J 8th Ed. - wrigtitsoit- Right -Suite® Universal 7.1.08 RSU08101 2010-Jan-07 09:25:19 C:1Documents and SettingsWikki_2\My DocumentslWdghtsoft HVAC\HABITAT- 1175 MODEL.rup Calc = MJ8 Page 5 i+ ' i cr] — C�- / Perm'R nber: Lot Number: _ Ou ;.'.�M N +-; ous: Address: _ err in w lin this box if for administrative purposes only and is not part of this -- ruoo-t-abricator: East Coast Lumber Jab Reference: SL HABITAT FOR HUMANITY/1175 MODEL/21296/ACJ Robbins 6904 Parke East Blvd. Tampa, FL 33610 Engineering, Inc. (813)972-1135 Engineering Index Sheet Index Page 1 of 1 Job Number Date . FBC2007 Specification Quantity 21296 01 /12/2010 9 A Professional Engineer's Seal affixed to this Index Sheet indicates the acceptance of professional Engineering responsibilities for individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibilty of the Building Designer, as defined in ANSI/TPI 1-95, Section 2.2. Permanent files of the original Truss Specification Sheet are maintained by East Coast Lumber. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to East Coast Lumber @ or Robbins Engineering Inc. @ (813) 972-1135, (Software - Online Plus) Standard Loading: T.C. Live 20 psf T.C. Dead 15 psf B.C. Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI / ASCE 7-05 Main Wind Force Res. Sys. Wind Speed: 140 Mean Roof Ht.: 15 Exposure Category: B Occupancy Factor: 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load: 7.0 BC Dead Load: 3.0 Date Mark Dale Mark Date Mark Date Mark Notes: Refer to Individual truss design drawings 1 1 1 2 1 O1114/10 A3 3 1 0111211 1 4 1 01/12110 A1F for special loading conditions. 5 01/12/10 -C11 6 01112/10 -CJ3 7 O1l12110 -CJ5 8 01/12110 -EJ7 9 01/12/10 I -HJ7 Morris A. Shashoua, P.E. qc' MAURICE A. SHASHOUA, P.E., INC. 1908 N 1 2 Avenue Coral! s, 33071 • c 9s8 - ��I >AP License s: EB5 8c 19554 l 111 -'r / -v Engineering, Inc./Online Plus- 0 1996-2009 Version 25.0.012 Job Index Sheet 1/12/2010 9:09:25 AM Pagel 1*UPLIFTS* * Page: 1/I 21296/ 2 1 HIPP A4H 2237 823 2237 823 21296/ 2 1 HIPP A3 1129 410 1129 410 21296/ 2 1 HIPP A2 1129 410 1129 410 21296/ 15 1 TR A1F 1289 609 1289 609 21296/ 8 1 ENDJ —CJ1 166 73 208 4 71 17 21296/ / 8 1 ENDJ —CJ3 257 103 218 2 87 54 21296/ / 8 1 ENDJ —CJ5 334 121 231 --3 150 92 21296/ / 14 1 ENDJ —EJ7 412 140 • 244 4 213 130 21296/ \I 4 1 ENDJ —HJ7 462 204 364 74 288 154 EAST COAST LUMBER/TRUSS DIV. 5285 ST. LUCIE BLVD. FORT PIERCE, FLORIDA 34946 Job Name Z IZ^ to Calculations provided herein are based on layout done I - I t - 1 0 Any changes made to layout affect these values. •_ ofWind Speed- ( Oist Mean Ht. D 2nd Mean Ht.- Loading: TL- Zo TD- I S BL—,C> BD —Total Load- Morris A. Shashoua, P.E. • � c L' 1 Z ,S xi �' MAURICE P.E., INC. 19rA/SHMHOUA, 11 Avenue UPLIFTSC 9 .7 ,+FL33071 License Nos: EB5251 & 19554 Robbins Fngineering, IncJOnline Plus' ' 0 1996-2009 Version 25.0.012 Summary Page Uplift Report Date 0111V10 Page:1 of I Job Mark guan Type Span P1-H1 Left OH Right OH Engineering 21296 A4H 2 HIPP 250000 5 1- 9- 0 1- 9- 0 SL HABITAT FOR HUMANITY/1175 MODEL/21296/ACJ HO 4-1 HO 4-1 I1-9-01 "I 1_9_0 1 7-0-0 1 11-0-0 1 7-0-0 � 1-9-0� 3x4 2x4 0 P 4x10 4x10 B C T 3x4 3x4 5 �I L 3-3-1 3x8 3x8 4x6 A 4x6 D x H F N M E K 2x4 3x4 3x4 7x12 43X41 2x4 W:308SPL W:308 R:2237 R:2237 U: 823 U: 823 BC 25-0-0 25-0-0 ALL PLATES ARE MT2020 Scale: 0.237" = V Online Plus -- Version 25.0.012 RUN DATE: 12-JAN-10 . --CSI -Size- ----Lumber---- TG 0.61 2x 4 SP42 BC 0.52 2x 4 SP-SS WB 0.34 2x 4 SP-#3 PB --- 2x 4 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 25- 0- 0 BC Cont. 0- 0- 0 25- 0- 0 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Total Load Reactions (Lbs) it Down Uplift Horiz- A 2238 823 U 81 R D 2238 823 U 81 R it Brg Size Required A 3.5" 2.6" D 3.51, 2.61, LC# 1 Girder Loading Dur Fctrs - Lbr 1.25 Plt 1.25 plf - Dead Live* From To TC V 30 40 0.0' 25.0' BC V 10 0 0.0' 25.0' TC V 38 50 7.0' 18.0' BC V 13 0 7.1' 17.9' BC V 280 280 7.1' CL-LB BC V 280 280 17.9' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) .Checked for NonConcurrent 200 �i Lbs Moving Point Load applied at Panel Points and Mid -panel on BC •` 'Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.45 4643 C 0.18 0.27 Robbins Engineering, Inc./Online P1us- I -B 0.57 4620 C 0.17 0.40 B -0 0.60 5109 C 0.25 0.35 O -P 0.54 5105 C 0.22 0.32 P -C 0: 61 5105-C-0.25-- -0:36 C -L 0.57 4621 C 0.17 0.40 L -D 0.45 4643 C 0.18 0.27 --------Bottom Chords --------- A -H 0.52 4256 T 0.40' 0.12 H -F 0.52 4256 T 0.40 0.12 F -N 0.43 4276 T 0.40 0.03 N -M 0.52 5109 T 0.48 0.04 M -E 0.44 4277 T 0.40 0.04 E -K 0.52 4255 T 0.40 0.12 K -D 0 .52 4255 T O A0 0.12 ------------- Webs ------------- H -I 0.05 161 T I -F 0.04 179 C F -B 0.20 634 T B -N 0.34 1069 T N -0 0.12 590 C O -M 0.05 142 C M -P 0.12 589 C M -C 0.34 1062 T E -C 0.20 636 T E -L 0.04 178 C K -L 0.05 161 T TL Defl -0.60" in N -M L/492 LL Defl -0.24" in N -M L/999 DL Defl -0.35" at M L/831 Shear // Grain in B -O 0.40 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MTBH 18 Ga, Gross Area it Type Plt Size X Y JSI A MT20 4.Ox 6.0 1.1 0.9 0.85 A MT20 3.Ox 8.0 4.2 1.2 0.89 D MT20 4.Ox 6.0-1.1 0.9 0.85 D MT20 3.Ox 8.0-4.2 1.2 0.89 N MT20 3.Ox 4.0-0.5 Ctr 0.81 M MT20 7.Oxl2.0 0.5 Ctr 0.99 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2007 TPI 2002 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 -OH-Loading - - _ - - Soffit psf 2C41 Design checked�'':fo"r'410 psf non - concurrent LL i:on4'3C. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 -Building Type:'Enclosed Zone locaticln:•.1Exterior TC Dead Loads: 7.0 psf BC Dead Load-: 3.0 psf Max comp. force 15109 Lbs Max tens. force 5109 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST LUMBER &;SUPPLY 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ 11SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: ACJ Robbins Engineering, Inc./Online PlusTM ©1996-2009 Version 26.0.012 Engineering - Portrait 1/12/2010 9:09:16 AM Page 1 Job --F Mark Quan Type Span P1-H1 Left OH Right OH Engineering 21296 A3 2 HIPP 250000 5 1- 9- 0 1- 9- 0 SL HABITAT FOR HUMANITY/1175 MODEL/21296/ACJ HO 4-1 HO 4-1 TC 1-9-0 1 9-0-0 1 7-0-0 1 9-0-0 1-9-0 4x8 4x4 8 C T 2x4 2x4 5 �G H 4-1-1 4x4 4x4 1 A D F S1 E 3x4 3x4 3x6 W:308 W:308 R:1129 R:1129 U: 410 U: 410 BC 25-0-0 a 25-0-0 ALL PLATES ARE MT2020 Scale: 0.237" = V Online Plus -- Version 25.0.012 RUN DATE: 12-JAN-10 CSI =Size= Lumber=-== TC 0.58 2x 4 SP-#2 BC 0.79 2x 4 SP-#2 WB 0.15 2x 4 SP-#3 •Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 25- 0- 0 BC Cont. 0- 0- 0 25- 0- 0 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- A 1129 411 U 105 R D 1129 411 U 105 R it Brg Size Required A 3.5" 1.5" D 3.5" 1.5" Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd .----------Top Chords ---------- A -G 0.31 1989 C 0.01 0.30 G -B 0.30 1647 C 0.01 0.29 B -C 0.58 1531 C 0.03 0.55 •C -H 0.29 1649 C 0.01 0.28 H -D 0.30 1993 C 0.01 0.29 --------Bottom Chords--------- RobbinsEngineering, Inc./Online Plus - A -F 0.79 1834 T 0.19 0.60 F -S1 0.64 1524 T 0.17 0.47 S1-E 0.48 1524 T 0.14 0.34 E -D -0.79 -1838-T-0-:19- '0-:60` -------------Webs------------- G -F 0.14 331 C F -B 0.10 323 T B -E 0.14 150 T E -C 0.08 299 T E -H 0.15 335 C TL Defl-0.281' in A -F L/999 LL Defl 0.14" in E =D L/999 DL Defl -0.12" at F L/999 Shear // Grain in B -C 0.29 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area it Type Plt Size X Y JSI A MT20 4.Ox 4.0 Ctr 0.1 0.91 D MT20 4.Ox 4.0 Ctr 0.1 0.91 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2007 TPI 2002 OH Loading Soffit psf 2.0 This truss has been designed for 20.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the H.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof -Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building"Type:-Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1993 Lbs Max tens. force 1838 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ 11SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: ACJ Robbins Engineering, Inc./Online Plus' 0 1996-2009 Version 25.0.012 Engineering - Portrait 1/12/2010 9:09:17 AM Page 1 Job Nark Quan Type Span P1-H1 Left OH Right OH Engineering 21296 A2 2 HIPP 250000 5 1- 9- 0 1- 9- 0 I SL HABITAT FOR HUMANITY/1175 MODEL/21296/ACJ HO 4-1 HO 4-1 TC11-9-01 11-0-0 1 3-0-0 1 11-0-0 11-9-0� 4x8 4x4 B C T 2x4 2x4 5 1G H 4-i1-1 4x4 4x4 A D F E 3x4 5x8 W:308 Spy W:308 R:1129 R:1129 U: 410 U: 410 BC 25-0-0 ALL PLATES ARE MT2020 Scale: 0.236" = 1' Online Plus -- Version 25.0.012 RUN DATE: 12-JAN-10 CSI -Size- TC 0.41 2. 4 SP-#2 BC 0.91 2x 4 SP-#2 WB 0.33 2x 4 SP-#3 Brace truss as follows: 0. C. From To TC Cont. 0- 0- 0 25- 0- 0 BC Cont. 0- 0- 0 25- 0- 0 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- A 1129 411 U 128 R D 1129 411 U 128 R it Brg Size Required A 3.5" 1.5" D 3.5" 1.5" Plus 6 Wind Load Cases) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC yMembr CSI P Lbs Axl-CSl-Bnd -------Top Chords ---------- A -G 0.41 1943 C 0.01 0.40 G -B 0.32 1445 C 0.01 0.31 B -C 0.11 1326 C 0.07 0.04 C -H 0.33 1444 C 0.01 0.32 H -D 0.41 1944 C 0.01 0.40 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- A -F 0.91 1802 T 0.18 0.73 F _-E _0 _72 _1322 . T .0..14 0.58 . E -D 0.90 1803 T 0.18 0.72 ------------- Webs ------------- G -F 0.33 517 C F -B 0.12 379 T B -E 0.07 155 T E -C 0.08 305 T E -H 0.33 519 C TL Defl-0.481' in A -F L/608 LL Defl 0.3411 in E -D L/855 DL Defl-0.121' at F L/999 Shear // Grain in A -G 0.24 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area it Type Plt Size X Y JSI A MT20 4.Ox 4.0 Ctr 0.1 0.89 D MT20 4.Ox 4.0 Ctr 0.1 0.89 E MT20 5.0x 8.0-0.5-0.5 0.63 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2007 TPI 2002 OH Loading Soffit psf 2.0 This truss has been designed for 20.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph ._Mean Roof. -Height: .15.-0 -- Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1944 Lbs Max tens. force 1803 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: ACJ Robbins Engineering, Inc./Online Plus- ©1996-2009 Version 25.0.012 Engineering - Portrait 1/12/2010 9:09:18 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 21296 A1F 15 TR 250000 5 1- 9- 0 1- 9- 0 SL HABITAT FOR HUMANITY/1175 MODEL/21296/ACJ + HO 4-1 HO 4-1 • TC 11-9-0 I 12-6-0 1 12-6-0 11-9-0 I 4x4 B 2x4 2x4 5 �F G 5-6-9 3x8 3x8 A C E S1 D 3x4 #18G-MT8H-3x10 3x4 W:308 W:30B R:1289 i R:1289 U: 609 U: 609 HC 25-0-0 25-0-0 D-1 EXCEPT AS SHOWN ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.237" = 1' Robbins Engineering, Inc./Online Plus - Online Plus -- Version 25.0.012 in areas where a rectangle RUN DATE: 12-JAN-10 Membr CSI P Lbs Axl-CSI-Bnd 3- 6- 0 tall by - ----------Top Chords---------- 2- 0- 0 wide CSI -Size- ----Lumber---- A -F 0.46 2342 C 0.04 0.42 will fit between the B.C. TC 0.46 2x 4 SP42 F -B 0.45 2085 C 0.03 0.42 and any other member. BC 0.86 2x 4 SP42 B -G 0.45 2085 C 0.03 0.42 Design checked for 10 psf non- WB 0.37 2x 4 SP-#3 G -C 0.46 2342 C 0.04 0.42 concurrent LL on BC. --------Bottom Chords--------- NOTE: USER MODIFIED PLATES Brace truss as follows: A -E 0.86 2164 T 0.20 0.66 This design may have plates O.C. From To E -S1 0.77 1442 T 0.14 0.63 selected through a plate TC Cont. 0- 0- 0 25- 0- 0 S1-D 0.68 1442 T 0.17 0.51 monitor. BC Cont. 0- 0- 0 25- 0- 0 D -C 0.86 2164 T 0.20 0.66 Wind Loads - ANSI / ASCE 7-05 -------------Webs------------- Truss is designed as a Main psf-Ld Dead Live F -E 0.10 410 C Wind -Force Resistance System. TC 15.0 20.0 E -B 0.37 765 T Wind Speed: 140 mph BC 5.0 0.0 B -D 0.37 765 T Mean Roof Height: 15-0 TC+BC 20.0 20.0 D -G 0.10 410 C Exposure Category: B Total 40.0 Spacing 24.0" Occupancy Factor : 1.00 Lumber Duration Factor 1.25 TL Defl -0.47" in E -D L/626 Building Type: Enclosed Plate Duration Factor 1.25 LL Defl -0.34" in E -D L/865 Zone location: Exterior TC Fb=1.00 Fc=1.00 Ft=1.00 DL Defl -0.13" at Sl L/999 TC Dead Load 7.0 psf BC Fb=1.00 Fc=1.00 Ft=1.00 Shear // Grain in E -S1 0.30 BC Dead Load 3.0 psf Max comp, force 2342 Lbs Total Load Reactions (Lbs) Plates for each ply each face. Max tens. force 2164 Lbs it Down Uplift Horiz- Plate - MT20 18 Ga, Gross Area Connector Plate Fabrication A 1289 609 U 146 R Plate - RHS 18 Ga, Gross Area Tolerance = 20% C 12B9 609 U 146 R Plate - MTBH 18 Ga, Gross Area This truss is designed for a it Type Plt Size X Y JSI creep factor of 1.5 which it Brg Size Required A MT20 3.Ox 8.0 0.1 Ctr 0.78 is used to calculate total A 3.5" 1.5" C MT20 3.Ox 8.0-0.1 Ctr 0.78 load deflection. C 3.5" 1.5" S1#MT8H 3.0x10.0 Ctr 0.2 0.69 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY LC# 1 Standard Loading # = Plate Monitor used 5285 ST.LUCIE BLVD. Dur Fctrs - Lbr 1.25 Plt 1.25 REFER TO ROBBINS ENG. GENERAL FORT PIERCE,FL 34946 plf - Dead Live* From To NOTES AND SYMBOLS SHEET FOR TC V 30 40 0.0' 25.0' ADDITIONAL SPECIFICATIONS. MAURICE A. SHASHOUA, BC V 10 0 0.0' 25.0' P.E.#EB5251 & 19554 BC V 0 40 8.5' 16.5' NOTES: 1908 NW 112 AVE. Trusses Manufactured by: CORAL SPRINGS, FL 33071 Plus 6 Wind Load Case(s) East Coast Lumber 2. !!!CAUTION!!! READ 11SCSI-B1 Plus 1 UBC LL Load Case(s) Analysis Conforms To: SUMMARY SHEET" BEFORE • 'Plus 1 DL Load Case(s) FBC2007 HANDLING , INSTALLING & TPI 2002 BRACING TRUSSES. w Checked for NonConcurrent 200 OH Loading 3. SEE ATTACHED DETAIL SHEET Lbs Moving Point Load applied Soffit psf 2.0 FOR: 1-JACK NAILS. •at Panel Points and Mid -panel This truss has been designed 2-TBRACE. 3-BEARING BLOCK. on BC for 20.0 psf LL on the B.C. 4. DESIGNER: ACJ Robbins Engineering, Inc./Online PlusT" 01996-2009 Version 25.0.012 Engineering - Portrait 1/12/2010 9:09:19 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 21296 -cil 8 ENDJO 10000 5 1- 9- 0 0 SL HABITAT FOR HUMANITY/1175 MODEL/21296/ACJ HO 4-1 HO 9-1 TC1-9-0 1-0-0 1 5 C T 2x4 A 9-1 4 i W:308 R: 166 U: 73 BC - - 1=0-0 ALL PLATES ARE MT2020 Online Plus -- Version 25.0.012 RUN DATE: 12-JAN-10 CSI -Size- ----Lumber---- TC 0.04 2x 4 SP-#2 BC 0.04 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 0- 0 BC Cont. 0- 0- 0 1- 0- 0 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- A 167 73 U 18 R B 71 17 U C 208 5 U 13 R it Brg Size Required A 3.5" 1.5" B 1.5" 1.5" C 1.5" 1.5" Plus 4 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) ,Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- RobbinsEngineering, Inc./Online Plus - A -B 0.04 24 T 0.00 0.04 --------Bottom Chords --------- A -C 0.04 12 T 0.00 0.04 TL Defl 0.00" in E -D L/999 LL Defl 0.00" in E -D L/999 DL Defl 0.00" at L/999 Shear // Grain in C -C 0.09 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - RHS 20 Ga. Gross Area Plate - MT8H 18 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2007 TPI 2002 OH Loading Soffit psf 2.0 This truss has been designed for 20.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. 2-16d toenails 2-16d toenails Scale: 0.968" = 1' Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 7 Lbs Max tens. force 24 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ 11BCSI=B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: ACJ Robbins Engineering. 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CSI -Size- ----Lumber---- TC 0.25 2x 4 SP-#2 BC 0.41 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 ,Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- A 334 122 U 101 R C 232 4 U B 150 93 U 69 R it Brg Size Required A 3.511 1.5" C 3.5" 1.5" B 1.5" 1.5" Plus 4 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent '200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- RobbinsEngineering, Inc./Online Plus - A -B 0.25 47 C 0.00 0.25 --------Bottom Chords --------- A -C 0.41 0 T 0.00 0.41 TL Defl -0.04" in A -C L/999 LL Defl -0.02" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.19 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: T:=usses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2007 TPI 2002 OH Loading Soffit psf 2.0 This truss has been designed for 20.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 47 Lbs Max tens. force 42 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: ACJ Robbins Engineering, Inc./Online Plus- 01996-2009 Version 25.0.012 Engineering -Portrait 1/12/2010 9:09:21 AM Pagel Job Mark7-l Quan Type Span Pl-Hl Left OH Right OH Engineering •21296 -EJ74 ENDJO 70000 5 1- 9- 0 0 SL HABITAT FOR HUMANITY/1175 MODEL/21296/ACJ HO 4-1 HO 3-3-1 3-3-1 W:308 R: 412 U: 140 BC 7-0-0 7-0-0 ALL PLATES ARE MT2020 Online Plus -- Version 25.0.012 RUN DATE: 12-JAN-10 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.65 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) it Down Uplift Horiz- Robbins Engineering, Inc./Online P1us- A -B 0.54 67 C 0.00 0.54 --------Bottom Chords --------- A -C 0.65 0 T 0.00 0.65 TL Defl -0.17" in A -C L/454 LL Defl -0.07" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A =B 0.28 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MTBH 18 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction A 413 141 U 143 R NOTES: C 245 4 U Trusses Manufactured by: B 213 131 U 97 R East Coast Lumber Analysis Conforms To: it Brg Size Required FBC2007 A 3.5" 1.5" TPI 2002 C 3.51" 1.5" OH Loading B 1.5" 1.5" Soffit psf 2.0 This truss has been designed Plus 4 Wind Load Case(s) for 20.0 psf LL on the B.C. Plus 1 UBC LL Load Case(s) in areas where a rectangle Plus 1 DL Load Case(s) 3- 6- 0 tall by 2- 0- 0 wide . Checked for NonConcurrent 200 will fit between the B.C. • Lbs Moving Point Load applied and any other member. at Panel Points and Mid -panel Design checked for 10 psf non - on BC concurrent LL on BC. • Wind Loads - ANSI / ASCE 7-05 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as a Main ----------Top Chords---------- Wind -Force Resistance System. Robbins Engineering, Inc./Online Plus- 01996-2009 Version 25.0.012 Engineering - Portrait Ill2/2010 9:09:21 AM Page 1 2-16d toenails 2-16d toenails Scale: 0.549" = V Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 67 Lbs Max tens. force 59 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: ACJ Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering .21296 -HJ7 4 ENDJV .91013 3.536 2- 5-11 0 SL HABITAT FOR HUMANITY/1175 MODEL/21296/ACJ HO 3-13 HO 3-2-13 11 2-5-11 9-10-13 •. 2x4 B 2-16d toenails 3.536 2x4 � D 3-2-13 3x3 A C 3x33-16d toenails W:415 R: 462 U: 204 BC 9- 0-13 9-10-13 ALL PLATES ARE MT2020 Scale: 0.443" = 1' Online Plus -= Version 25.-0.012 RUN DATE: 12-JAN-10 CSI -Size- ----Lumber---- TC 0.52 2x 4 SP42 BC 0.85 2x 4 SP42 WB 0.32 2x 4 SP-#3 Brace truss as follows: O.C. From. To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 psf-Ld Dead Live TC 15.0 20.0 BC 5.0 0.0 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Total Load Reactions (Lbs) it Down Uplift Horiz- A 462 205 U 65 R C 365 75 U B 289 155 U 171 R it Brg Size Required A 4.9" 1.5" C 3.5" 1.5" B Robbins Engineering, Inc./Online Plus- Plus 1 DL"Load-Case-(s) - - Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -D 0.52 707 C 0.00 0.52 D -B 0.44 100 T 0.00 0.44 --------Bottom Chords --------- A -C 0.85 698 T 0.08 0.77 ------------- Webs ------------- D -C 0.32 733 C C -B 0.03 0 T WindLd TL Defl -0.35" in A -C L/316 LL Defl -0.23" in A -C L/476 DL Defl 0.00" at L/999 Shear // Grain in D -B 0.33 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MT8H 18 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 LC# 1 Girder Loading National Design Specification Dur Fctrs - Lbr 1.25 Plt 1.25 (NDS) for Wood Construction plf - Dead Live* From To TC V 30 40 0.0' 9.9' NOTES: BC V 10 0 0.0' 9.9' Trusses*Manufactured by: . TC V -30 -40 0.0' East Coast Lumber 34 45 9.9' Analysis Conforms To: BC V -10 0 0.0' FBC2007 11 0 9.9' TPI 2002 - Girder King Jack Plus 5 Wind Load Case(s) Loading TC and BC Plus 1 UBC LL Load Cases) Setback 7- 0- 0 Robbins Engineering, Inc./Online Plus'' 01996-2009 Version 25.0.012 Engineering - Portrait 1/12/2010 9:09:22 AM Page 1 OH`Lo'ading _ Soffit psf 2.0 Design checked for SO psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 140 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 733 Lbs Max tens. force 698 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 5285 ST.LUCIE BLVD. FORT PIERCE,FL 34946 MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 1908 NW 112 AVE. CORAL SPRINGS, FL 33071 2. !!!CAUTION!!! READ 11BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL 'SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: ACJ GENERAL NOTES NOTES GENERALES Trusses are not marked in any way to identify the Los trusses no estdn marcados de ning6n modo que frequency or location of temporary lateral restraint idenb'fiquelafrecuenciaolocalizaddnderestdcddnlateral and diagonal bracing. Follow the recommendations yardostre diagonal tempordles. Use lasrecomendadones for handling, installing and temporary restraining de manejo, instalad6n, restdoddn y ardostre temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses. Vea el folleto SCSI - Guia de Buena Prdctica Gdod'Practice for Handling, Installing, Restrainingpars el Maugio, Instalad6n. RestriccOn yArdostre de los & Bfacing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal*** Trusses*** for more detailed information. para informaddn rods detallada. Truss Design Drawings may specify locations of Los dibujos de disefio de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizations de restriod6n lateral permanente o individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. yea la B3*** for more information. All other permanent hoja resumen BCSI-B3*** para mds informacidn. El bracing design is the responsibility of the building resto de los disenos de ardostres permanentes son la designer. responsabilidad del disen"ador del edifido. -WARNING! The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalacidn, restriccidn y arrisotre incorrecto puede ser la cadda de la estructura o alin peor, heridos o muertos. ® CAUTIONI Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. ICAUTELAI Chapas de metal tienen bordes afilados. Lleve guantes y lentes protectores cuando corte las m ataduras. HANDLING - 11707MAvoid lateral bending. Evite la flexidn lateral. MANEJO A CRtMORI Use special care in windy weather or near power lines and airports. Spreader bar for truss The contractor is responsible for properly receiving, unloading and storing " O 0- the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. 0 El contratista tiene la responsabilidad de redbir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tiers liso para prevenir el dan"o. ICAUTELAI Utilice cuidado especial en dias ventosos o cerca de cables eldctricos o de aeropuertos. 0 Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored horizontally for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en e/ sue/o en aquel momento de entrega o almacenados temporalmente en contacto con el suelo despu€s de entrega. Si los trusses estardn guardados horizontalmente pars mds de una semana, ponga bloqueando de altura suliidente detrds de la pila de los trusses a 8 hasta 10 pies en centro (o.c.). 0 For trusses stored for more than one week, cover bundles to protect from the environment. Use proper rig- Use equipo apropiado ging and hoisting pars levantar e equipment. improvisar. DO NOT store NO almacene unbraced bundles verticalmente los upright. trusses sueltos. Para trusses guardados por mds de una semana, (S) DO NOT store on NO almacene en Berra cubra los paquetes para protegerlos del ambiente. uneven ground. desigual. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of «� _ trusses. Vea el folleto BCSI*** para informacOn mds detal- lada sobre el manejo y almacenado de los trusses ` e en Brea de trabajo.-- HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DONT overload the crane. NO sobrecargue la grua. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. � J 0 A single lift point may be used for bundles with trusses up to 45' (13.7 m). Two lift points may be used for bundles with trusses up to 60' (18.3 m). Use at least 3 lift points for bundles with trusses greater than 60' (18.3 m). Puede usar un solo lugar de levantar para paquetes de trusses hasty 45 pies. Puede usar dos puntos de levantar pare paquetes rings de 60 pies. Use por to menos tres puntos de levantar pars paquetes mds de 60 pies. At WARNING! Do not over load supporting structure with truss bundle. iADVERTENCLA! No sobrecargue la estructura apoyada con el paquete de trusses. 0 Place truss bundles in stable position. Puse paquetes de trusses en una posfcOr estable. HOISTING RECOMMENDATIONS OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDMDUALES POR LA MANO 0 Trusses 20' (6.1 m) or r less, support at peak. Soporte del pico los trusses de t. Trusses up to 20' -►I 20 pies o 1 (6.1 m) menos. Trusses hasta 20 pies Trusses 30'- (9.1 m) or r less, support at quarter points. Soporte de los cuartos de trdmo los E Trusses up to 30' _Io.- trusses de 30 (9.1 m) pies o menos. Trusses hasta 30 pies HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDMDUALES 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicidn con equipo de grua hasta que la restricddn lateral temporal de la cuerda superior este instalado y el truss estd asegurado en los soportes. Using a single pick -point at the peak can damage the truss. 18 El use de un solo lugar en el pico para levantar puede hacer dan-o al truss. eader bar Toe -in T� oe-In Tagline Spreader bar 1/2 � � truss length TRUSSES UP TO 60' (18.3 TRUSSES HASTA 60 PIES Tagline 60' or less �—. Approx. 1/2 truss length TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Attach Locate Spreader bar L-ax.c above or stiffbadc mid -height �— Spreader bar 2g3 to I 3/4 truss length —►II USSES UP TO AND OVER 60' (18.3 TRUSSES HASTA Y SOME 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL EmRefer to BCSI-B2*** for more 0 Top Chord Temporary information. in Vea el resumen BCSI-B2*** para mds infor- macidn. 0 Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). coloque los arriostres de Berra para el primer truss directamente en Ifnea con cada una de las filas de restriccOn lateral temporal de la cuerda supedor (vea la tabla en la prdxima column). DO NOT walk on unbraced trusses. NO camine en trusses Qsueltos. r NMI' t1 1%'0:61k�t Brace first truss 4erection y before of addifional . STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACIUN DE LOS TRUSSES 21 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set. 1) Instale los arriostres de tlerra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instale los prdximos 4 trusses con restriccidn lateral temporal de mlembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal pare IDS pianos de IDS miembros secundarios pare estabilice los primeros cinco trusses (vea abajo). 6) Instale la restriccidn lateral temporal y arriostre diagonal pars la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos IDS trusses esten instaladosFMOTM . Refer to BCSI-B2*** for more information. vea el resumen BCSI-B2*** para finds informacidin. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES QESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccidn y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. vea la parte superior de la columna pars la restriccidn y arriostre temporal de PCTs. L) TOP CHORD — CUERDA SUPERIOR Truss Span. Longitu ide�Tramo Top Chord Temposry LateraliRestraint (,TCTLR) Spacing Espaciamie'nto,del Arr o re Temporal de la Cuerda Superior Up to 30' 10' (3 m) D.C. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) D.C. max. 45' (13.7 m) 45' (13.7 m) - 6' (1.8 m) D.C. max. 60' (18.3 m) 60' (18.3 m) - 4' (1.2 m) D.C. max. 80' (24.4 m)* *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). �/ *Consulte a un Professional Registrado de Diseffo pars trusses mas de 60 pies. See BCSI-62*** for TCTLR options. vea el BCSI-B2*** para las opciones de TCTLR. Refer to BCSI-B3*** for Gable End Frame re- straint/bracing/ reinforcement information. Para informacidn sobre restric- cidn/arriostre/refuerzo para Armazones Hastiales vea el Repeat diagonal resumen BCSS-B3*** braces for each set of 4 trusses. Note: Ground bracing not shown for clarity. Repita los arri- sotres diagonales Para cada grupo t) WEB MEMBER PLANE — PLANO DE LOS NIENBROS SECUNDARIOS de 4 trusses. MUM Diagonal RESTRAINT bracing -ATERAL Web members 3t DIAGONAL BRACING 4RE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL 4RRIOSTRE DIAGONAL Bottom chords 5ON MUY [MPORTANTES! Diagonal braces every 30 truss spaces 10' (3 m) - 15' (4.6 m) max. Same spacing 20' (6.1 m) max. as bottom chord lateral restraint Note: Some chord and web members not shown for clarity. 1) BOTTOM CHORD — CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. Bottom chords' 1- 77 Diagonal braces every 10 truss spaces 20' (6.1 m) max. 10' (3 m) - 15' (4.6 m) \V Note: Some chord and web members max. not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' 3 m) or Diagonal. bracing Repeat diagonal bracing Refer 15(4.6 m)• every 15 truss spaces 30, to BCSI-B7*** for more Information.�— vea el resumen SCSI-B7*** para mas informacion. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 151(4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION Outof:Flane [� Tolerances for Out -of -Plane. Tolerancias pars Fuera-de-P, Length --I--I Max. Bc Max. Bow T Length —. Max. Bow < Length Tolerances for Out -of -Plumb. Tolerancias pars D150 Fuel-de-Plomada. CONSTRUCTION LOADIN4 CARGA DE CONSTRUCCIG DO NOT proceed with con sL,.,... ,. �. restraint and bracing is securely and properly in place. NO proceda con la constructidn hasta que todas las restric- ciones laterales y los arriostres esten colocados en forma apropiada y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas maximas de montdn. Yea el resumen BCSI-84*** para mas informacidn. Mi ximum stad II- eight fonMaterialon Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2bundles Concrete Block 8" (203 mm) Clay Tle 3-0 tiles high (S) DO NOT overload small groups or single trusses. NO sobrecargue pequen-os grupos o trusses individuales- NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiales cerca de un pico. Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. 0 Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES Truss bracing not CEMshown for clarity. Refer to BCSI-B5.*** vea el resumen BCSI-B5. *** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corte, altere o perfore ningiln miembro estructural de un truss a menos que este especificamente permitido en el dibujo del disen"o del truss. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durance la construction o han sido alterados sin la autorizacidn previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantia limitada del Fabri- Cante de Trusses. —Contact the Component Manufacturer for more Information or consult a Registered Design Professional for assistance. To view a non -printing PDF of this document, visit www.sbcindustrv.com/b1. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined in this document are Intended to ensure that the overall construction techniques employed will put the trusses Into place SAFELY. These recommendations for handling, Installing, restraining and bracing trusses are based upon the collective experience of leading personnel Involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not Intended that these recommendations be Interpreted as superior to the building designer's design specification for handling, Installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the contactor. Thus, vrrrA and TPI expressly discialm any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. WE- °° TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 w 608/274-4849 • www.sbcindustry.com 703/683-1010 • ww.tptnst.org Morris A: Sliashoua, P.E. Maurice A, Sliashoua, P.E. Inc. 1908 NW 112 AVeltue CORAL SPRINGS, FL, 33071 (954) 753-1988 TYPICAL DETAIL INDEX SHEET 1. DTI 2. DT2 3. DT3 4. DT4 5. DT5 6. DT6 7. DT7 8. DT8 9. DT9 10. DT10 11. DTI 12. DT12 13. DT13 14. DT14 15. DT15 Morris A. Sliashoua, P.E. NOV 19 Z008 License #19554 Morris A. Shashoua, P.E. Maurice A. Shashoua, P.E. Inc. 1908 NW 112 Avenue CORAL SPRINGS, A. 33071 (954) 753-1988 ID: DTI July 21, 2006 Subject: Compression Member Bracing Requirements Compression web bracing shall be applied to all specified members, indicated by an X on the corresponding engineering sheet supplied by East Coast Lumber. Continuous lateral bracing is required in order to reduce the effective length of individual truss web members. To. apply continuous lateral bracing a minimum run of 3 like webs must be present. A 1 x4 Construction Grade Spruce — Pine — Fir, or better, bracing material is adequate for continuous lateral bracing (CLB) in order to reduce. effective length of individual truss web members. A ` .x4 Construction Grade Spruce — Pine — Fir, or better, "T" brace or one scab brace (same size and grade as web, attached with 10d nails at 4" o.c. staggered) may be substituted for a single CLB. One 2x4 Construction Grade Spruce — Pine — Fir, or better, "T" brace or two scab braces, one per face (same size and grade as web, attached to each face with 1Od nails at 4"'o.c. staggered) may be substituted when two CLB's are specified. The "T" braces are to be nailed to flat edge (1-1/2" dimension) of the web member with 1 Od common nails, spaced 4" o.c. The "T" brace and scab brace must be a minimum length of 90% of the web length. Whatever bracing you use, it may be placed on the top or bottom edge of the web member. Please note, since Construction Grade Spruce — Pine — Fir is the minimum allowed for lx4 or 2x4 CLB and "T" bracing, better or equal grades of Spruce — Pine — Fir and Southern Pine may also be used. Also you may substitute (2) 1 x4 for (1) 2x4 "T" brace 40 vac E N'�� i tio.1" :M ss'kn of �.. 0 Pt Pad NOV I S 201, Morris A. Shashoua, P.E. • " Maurice A. Shashoua, P.E. Inc. 1908 NW 112 Avenue CORAL SPRINGS, FL. 33071 (954) 753-1988 10MU a HIP AND JACK HANGERS: Manufacturer Model Simpson THJA 26 SINGLE 2X HANGERS: Manufacturer Model Simpson LUS 26 Simpson HUS 26 Simpson THA 29 Simpson LSSU 210 NuVue NVBN 24 SINGLE 4X PLY HANGERS: • Manufacturer Model Simpson THA 422 Simpson HUC 414 Simpson LSSU 410 DOUBLE 2X HANGERS: Manufacturer Model Simpson HGUS 28-2 Simpson . HUS 28-2 Simpson HHUS28-2 HGUS 414 3-PLY 2X HANGERS: Manufacturer Mcdal Simpson HGUS 28-3 Hip Uplift 730 Invoice Code Not Stock Item 2X Not Stock Item LSU Not Stock Item Jack Uplift Hip Roof React. Jack Roof React. 245 2380 795 Uplift 935 1550 750 730 364 Invoice Code ` Uplift 4X 1550 HHU 1810 1156 Invoice Code 62 Engle Only HHS2 Invoice Code G3 Roof React Floor React. 1045 835 3205 2565 2500 2125 1390 (Slope) 1110 (Slope) 1250 (Skewed) 1000 (Skewed) 1113 1113 Roof React. Floor React 4250 3630 4020 3215 2990 (Slope) 2395 (Slope) .: 2085 (Skewed) 1665 (Skewed)::' Uplift Roof React Floor React. 2820 7675 6140 1550 1885 1505 2000 4855 3885 10260 Uplift Roof React. Floor React. 2820 7675 6140 Nov 1 9 2006 _ Morris A. Shashoua, P.E. Maurice A. Shashoua, P.E. Inc.. 1908 NW 112 Avenue CORAL SPRINGS, FL. 33071 (954) 753-1988 ID: DT3 To Whom it May Concern: The nailing pattern specified for open end jacks also works(forclosed end jacks; as long as the spans are the same. The number of nails to top chord and bottom chord are the same for trusses of the same spans. If a jack with an end vertical is only nailed at the bottom chord, then a nailing pattern or hanger must be specified. If you have any questions, please feel free to contact me at 772-466-2480. Sincerely, ,,Morris A. Shashoua, P.E. NOV 19 2008 06 c a STk,IE 0'F �L o it a t LUMBER SCHEDULE:' TOP CHORD 2X4 BOTTOM CHORD 2X4 WEBS 2X4 ID: DT4 SP#2 OR 2X3 SP#2 SP#3 Typical trusses Girder TYPICAL ROOF PLACEMENT PLAN SHOWING USE OF 12'-0" VALLEY SET. This valley will resist 100# horizontal load per toe -nail if it is toe -nailed into supporting trusses with 16d common nails. NOV 1 9 2008 WEB BRACING SCHEDULE: Web Length # of Braces Up to 7'-0" 0 7'-0" to 11'-9" 1 1 1' ,4'-0" 2 Wo.1si364 NOTE: Truss top chords, under a valley set may have sheathing attached to them with nails "spaced per.. ;code. requirments.. OR. Valley Trusses; may ,be, nailed directly to the perpendicular`moirl' trussas shown. However, the main trusses under the valleys must be checked for purlins at 24't on center in this area. - OR A scab must be attached to each truss top chord for full extent of the valley area; attach scabs to truss top chords with 16d common nails at 12't on center. Scabs must be the some size as the truss top chord and of #2 grade or better. This truss is designed wind. per ASCE 7-02, height 30', MWFRS. In provide connection for supporting truss. to withstand 140 mph exp. B. mean 'roof addition to tad -nails, 170# uplift to each CUT FROM NOMINAL SIZE LUMBER 4'-Orr 4X4 OPTION: Trusses may be stubbed in Iley set the field, using a carbide tip blade. Attach 2x4 SP #2 scab to one face of truss, at stubbed location, using 3X4 3-10d common nails clustered into each intersecting member. 5ua 4X,1 16d TOE —NAIL 2X4 // 4 SECTION "A -An OPTIONAL SPLICE i rn W It► �� la IN 3 X�,/ IN PROVIDE CONNECTION FOR 170{/ UPLIFT AT EACH SUPPORTING TRUSS Up to 36 0" with vertical members spaced of maximum 6'-0" 2X3 EQUAL PIECES Supporting trusses spaced at max. 24" on center. RIPPED FROM 2X6 Vertical members may not necessarily line up with STOCK tap chard of supporting trusses. SLOPE SAME AS ROOF, USE 2X3 OR 2X4 FOR BOTTOM CHORD. . ne V W � ROBBMS connector plates shill be applied on bath faces of tress at eaeh joint Center e plan, tmlaa indicated otherwise. No loose knots or wale In plan wtuaet atw, lice only where shaven. Overall spans assrona hearings st web and, ualm tndlwted mvise. Naing and filniution shill M performed on equipmmtwfilch pradum -fiaingjobtu and plater Unkaa athcrxire Doted, moLaoeewlmloflumhc tbaB cad l9 Y. at dme of (abricuion and dds design b not applfwble forux whh terdant lumber and soma prerervative trutmrnit This design wv prepaed I rd.nce widt'N.tiaeal Design Specifications for Wood Caaauuction• iAFAPAI. renal Design Standard (or Mad Phte Corrected Wend Truce Constsvedoo• 151/fP11.2002) and HUD Desip Criteria forTrvsted AaRar Rubbing - Eng. Co. beet rto respattsthBiry fitrtlse tnalon of trucsa, field bracing of permmeot tttoa hnemg. Aefer m 8C51 I-07 u published by she Ttttn Plate fastimm, Ilt Narth foa fhael Salta ] l; Alauodtiti VA 2171d. Pmans nsdn{ pv.: wue qutlaned maeek prvfe:+lopaldrjw mneemotg proper enzdon bracing m pn:venl toypllnjmd•damiohtng•. Cieitio'uld be takes mprevott daauge during fahriwtlm., amngel abtpldog and ereetloo. Top and twmmr cLords shill be ulegtratdy braced U the ahtaa aCshwth(ng at(gid eeffiag, respeedvely. his the mpooslblSry of atbaa m aseert.ln that Ib° dnlge loads trtllaed on th6 trawmg meriarezwed the amid dead Rude iu�osed by the thvebue and the live loads bttpased by die load bulldtngtsde or bivailal clbttalit: taootdi. FURNISH A COPY OF THIS DESIGN TO FRECCION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THIS TRUSS DESIGN DRAWING& VERIFY ' TC Live 20,0/30.0 psf TC Dead 7/15.0 psi BC Llve 0.0 psf BC Dead 10.0 psf TOTAL 47/55.0 psf DURATION FACTOR: 1.33/1.25/1.15 SPACING: 24_0 1n Deatgned By: MG Checked By: MS Rev. Date: 07/20/06 Dwg. No: Gen.Det, 5-8-140-30-EL + LUMBER SCHEDULE: TOP CHORD 2X4 BOTTOM CHORD 2X4 WEBS 2X4 ID: DT5 SP#2 OR 2X3 SP#2 SP#3 Typical trusses Girder TYPICAL ROOF PLACEMENT PLAN SHOWING USE OF 12'-0" VALLEY SET, This valley will resist 100# horizontal load per toe -nail if it is toe -nailed into supporting trusses with 16d common nails, NOV 1 9 2008 WEB BRACING SCHEDULE: Web Length # of Braces Up to 7'-0" 0 7'-0„ Aal,_1.9 9„ 1 SjR„ 2 NOTE: Truss, top chords under.. a valley set may have; sheathing, attached to them with nails spaced per."code ;'requirments... OR Valley Trusses._.may be, nailed.._ directly to the perpendiculor''main` truss` as sHown. However, the main trusses under the valleys. must be checked for purlins at 24" on center in this area. OR This truss is designed to withstand 140 mph, wind. per ASCE 7-02, exp. C, meon'roof height 30% MWFRS. In addition to toe —nails, provide connection for 200# uplift to each supporting truss. CUT FROM NOMINAL SIZE LUMBER A scab must be attached .to each truss top chord for full extent of the volley area; attach scabs to truss top chords with 16d common nails at 12" on center. Scabs must be the some size as the 4'—Or' truss top chord and of #2 grade or better. 4X4 OPTION: Trusses may be stubbed in alley set the field, using a carbide tip blade. Attach 2x4 SP #2 scab to one face of truss, at stubbed location, using 3X4 3-10d common nails clustered into each intersecting member. 2X4 4X4 V-0" TO 16'-0" 3X5 16d TOE—NAI�� 2x4 OPTIONAL SPLICE SECTION "A —A" 3X5 A 2X4 W P? � 0 cn .0000 � (S tN V'1 N_ Z a Z U U ai 2X4 W r IN �,�W ��129 3X�kq PROVIDE CONNECTION FOR 200# UPUFT AT EACH SUPPORTING TRUSS Up to 36'-0" with vertical members spaced at maximum 6'-0" 2X3 EQUAL PIECES Supporting trusses spaced at max, 24" on center. RIPPED FROM 2X6 vertical members may not necessarily line up with STOCK top chord of supporting trusses. SLOPE SAME AS ROOF, USE 2X3 OR 2X4 FOR BOTTOM CHORD. �•- r - - T •. + • BINS connector plates shall be applied on both races of truss at each Joint Center Robbins Eng. Co. been no responsibility for the rrecdca of tras ca, Geld tracing or tes,udemindiatedotherwise. No loom knots or wane Inplamcontact am pernsaneuttrannbraetng. RefataEfstl.0a,publistbdbytherruarFwr: TC Uve 20,0/30.0 psf Designed By: MG ' r�qt� No. m poly wbere shown. Overall spans assume 48 bearings a each end, t dess radiated Institumt 2I Ngph Ise $vea, Suite 3)2, Alezmdria, VA 22314. Persova eseamg TC Dead 7/ 1 5.0 psf Cudogand rebriudanshall bepelbrmedonequipmentwhkbproduw buasesame,utionedtoiQ—j;iufevloNladvltzaoeQtningpsop4ensdonbratang rnu ajaiauandpkw. Unlwohawlsenoted,moistumeanrentoflumbershaG to prevent toppling and •dominolea•, Cam should beW=toprevent damnge SC Uve 0.0 pSf Checked By; MS :'et�'; rant ad 19 % at tlrM of fibricaivn and d,ia design is not appl'rabk larvae with during fibrkaeaq atange, skipping and e,eedoa. To? .ndl,atmm drarda shall be dequatelybraced in mtlumber and mote preervativetseatami. This dmgnwas prid the abseaofshatiftordgldm76r&respectively It is SC Dead 10.0 psf • dNae with 'National Design Specifications far Wood CnnrWdlon•fAF&PAb the mpon>t316ry ofmhen taumuln ghat the desigc kadr utiliad an ttdsdnwmg atDaigoStandard for MemrlamConnected Wood Truss Conruo<Gan• medore:�the aodead load;�s4bythaamebneand the live lash TOTAL 47/55.0 psf Rev. Date; Q7 Z� Q6 / / ` ��f�Q ; S1ffP11.2002) and t= Design Ctileria ror Tmrsed Rafters i tpoted by Ibe tool building elide or histaiW crmatk tetmrds ..' ,�► FURNISH ACUPYOFTHIS DESIGN TOERE iomooNTRAGT00. ". DURATION FACTOR: Dwg, No; Gen.Def. .\, O 1ID�•• •'�••.,, \ ITISTHEREVONS03D2fYOF THE BUDDING DESIGNERTO REVU-:W THIS TRUSS DESIGN DRAWING&VERDR THATDATA INCLUDING DIM. & LOADS CONFORM TO ARCH. FIANAPECS&FAB.TRUSS PIACEMENTDIAGRAM. 1.33/1.25/1.15 SPACING: 24.0 In 5—C-140-30—EL PIGGYBACK LUMBER SCHEDULE: ID: DT6 TOP CHORD 2X4 SP12 BOTTOM CHORD 2X4 SP12 WEBS 2X4 SP13 ROBBINS LOCK 20 PLATE CHART JOINT TYPE SPANS UP TO 30'-0" 34'-0" 38'-0" 42'-0" A 3X6 3X6 4X6 4X6 B 5X6 5X6 5X6 5X6 C 2X4 2X4 3X4 3X4 D 5X6 WIS 5X6 5X6 E DO 5X6 5X6 5X6 run ALL LUMCtK, VLAILb, LIU. OF IHE SUPPORTING TRUSS NOT SHOWN; REFER TO ORIGINAL DRAWINGS SEALED BY ROBBINS ENGINEERING INC. APPLY ALL NAILS SO AS TO AVOID DAMAGING OF LUMBER AND LOOSENING OF PLATES AT JOINTS. (+) ATTACH 2X4 CONTINUOUS LATERAL BRACING (cm) AT 24" ON CENTER MAX. SPACING TO TOP SIDE OF TOP CHORD OF SUPPORTING TRUSS WITH 2-16d COMMON NAILS AT EACH TRUSS. LATERAL BRACING SHOULD OVERLAP AT LEAST ONE TRUSS AND MUST BE PROPERLY ANCHORED OR RESTRAINED TO PREVENT SIMULTANEOUS BUCKLING OF ADJACENT TRUSS MEMBERS. CONNECT PIGGYBACK TRUSS TO SUPPORTING TRUSS WITH i/2"X8"X8" CDX PLYWOOD OR OSB GUSSETS APPLIED TO EACH FACE AT 4'-0" ON CENTER MAXIMUM SPACING, USING 4-6d COMMON NAILS INTO EACH FACE OF EACH CHORD. NOTE: 3X8 TL NAIL —ON PLATES EACH FACE, MAY BE USED IN LIEU OF PLYWOOD OR OSB, USING 4-1,5" GALV. TRUSS NAILS PER MEMBER (8 NAILS PER PLATE). OPTION: IF THERE IS NO GAP BETWEEN PIGGYBACK TRUSS AND SUPPORTING TRUSS, THE 2X4 CONTINUOUS LATERAL BRACING MUST BE APPLIED TO TOP EDGE OF PIGGYBACK BOTTOM CHORD, OR TO BOTTOM EDGE OF SUPPORTING TRUSS TOP CHORD AT MAXIMUM SPACING OF 24" ON CENTER. (a•) THE GUSSETS OR NAIL —ON PLATES MUST BE APPLIED TO EACH FACE AT EACH LOCATION OF CONTINUOUS LATERAL BRACING. WEB LENGTH UP TO V-9". NO ADDITIONAL WEB BRACING IS REQUIRED. FOR WEBS LONGER THAN 7'-9", ATTACH 2X4 T—BRACE (SAME GRADE AND LENGTH AS WEB) WITH 16d COMMON NAILS AT_4.:.A CENTER. DESIGNED FOR LATERAL WIND TY R.:I''CA L PIGGYBACK .D ETAI L PLYWOOD GUSSET (TYPICAL) B A B 12 PITCH AS REQUIRED. �— B B C(TYP.) B -- D PIGGYBACK TRUSS BOTTOM CHORD M1 E 4'-0" MAXIMUM TYP. (••) EXCEPT AS NOTED ZZ2'—O- MAXIMUM (TYP.) TOP CHORD OF SUPPORTING TRUS + • 3X6 RL SPLICE PLATES IF NEEDED. WIND LOADS ANSI/ASCE 7-02 Morris A. Shashoua TRUSS IS DESIGNED AS A MAIN WIND FORCE , p =� RE. RESISTING SYSTEM FOR EXTERIOR ZONE 1%4AURICE A. SHASHOUA, RE., INC. LOCATION. 1908 NW 1 I2 Avenue WIND SPEED UP TO 140 MPH MEAN ROOF HEIGHT: 30' Coral SPrings, FL 33071 EXPOSURE CATEGORY: B OR C (954 OCCUPANCY FACTOR: 1.0 ) 753-1988 ENCLOSED BUILDING. NOV 19 2008 License Nos: FB5251 & 19554 v •. -- . • • • eQ j• N '' �':' �° '•, ROBBMS connector plans shall be isppGed on both fen of"ua •t ach joist Center Robbins Eog. Co. bun on responsibility foe thisacoion of tnoQ; field bnuang or 1hep6tu unlessmdiatedauhetwvC Nolooaeimoemwmeinplateoontscsarea gerertoSCSI 1.O7ubyTrust PWo e Permmmtts¢abracing. published the Splice Overall d• beatings indicated Imtimtc, 21S Nmtlr Lee TC Uve 20,0/30.0 psf Designed By: MG .'� @I ''•� +4►7 only whcte shown. spate assume arch end, unless Suck, Suite 312, Aleaaadria, VA n3l4. Perwm aadng ,herwise. atu"gand Gbtic.uon shall be pcfotmed an equipment which produces vuoo= condoned m seek pmreobnd advice concerning pmpQemd^n Ong TC Dead 7.0/15.0 psf :.� ug-fiabhg joints and plain. Unless mherwin noted. mo6one content oflumbvaha3 to prevent toppling and Nomhming•. Camdhouhlbetakentopaevrntdanagc I exceed 19% this design is fa during fshliadon, SC Live 0.0 psf Checked B MS y' • a at time orfabrication sad notappliable and with s0onge, shipping and aeedon. Top end boom chords shW be •� rcwdmt[Limber and somepreswativeaatineoa This design was prepared adequately braced tothe absence orsbathbrgorrigldailIng,respectively. Ilia accordmawith 'NsdaielDesign SpaifiadonsrorWood Crmsautxido•(AMPA), iheresponsihNryofarhastonccrtsWdaethe design loads udiadanthis drawing BC Dead 5.0/10.0 psf adonal Dnlgn standard for Metal Plate Connected Wood Trust Construction• Ines or aced the wind desd,losdfinhpmd by the structure and the five lords 32.0/55.0 Date: 8/03/06 ANS VrPI 1-2002) and HUD Design Criteria fwTruszd itauaa. . imposed by the local budding code of historical elhm6c records. TOTAL psf ' ''•?/ DUR. FAC: 1.15/ 1.33 Dwg. No: GD12—H—EL I.gr • ' '► '`� FURNISHACOPYOFTFBSDESIGNTOERECr10NCONIRACfOR ITISTHE RESPONSIBILITY OFTHE BUIDINGDESIGNER TOREVIEW THIS TRUSS DESIGN DRAWING &VERIFY O D.••' 1 SPACING: 24-D° THATDATA INCLUDING DIM.& LOADSOONFORMTOARLUPIANISPECS&FAD. TRUSS PLACEMENT DIAGRAM. w ID: DT7 PLYWOOD G PIGGYBACK TRUSS (SEE ORIGINAL SEALED DRAWI CONTINUOUS LATERAL � 4 —U - U.G. MAXIMUM �l PORTING TRUSS (SEE ORIGINAL SEALED DRAWING.) FOR ALL WIND AND STANDARD LOADING, LUMBER, PLATES, ETC. NOT SHOWN, REFER TO ORIGINAL DRAWINGS SEALED BY ROBBINS ENGINEERING INC. NOV 1 9 2000 Morris A, Shashoua, P.E. MAURICE A. SHASHOUA, P.E., INC;. 1908 NW 112 Avenue Coral Springs, FL 33071 (954) 753-1988 Lkense Nos: EB5251 & 19554 1. BRACE FLAT TOP CHORD OF THE SUPPORTING TRUSS WITH 2X4 CONTINUOUS LATERAL BRACING SPACED AT MAXIMUM 24" ON CENTER USING 2— 16d COMMON NAILS AT EACH TRUSS. TY P I C A L 2. ATTACH PIGGYBACK TRUSS TO SUPPORTING TRUSS WITH 7/16"X4"X8" CDX PLYWOOD OR OSB GUSSETS SPACED AT MAXIMUM 4'-0" ON CENTER ON BOTH PIGGYBACK D ETAI � FACES WITH 4-6d COMMON NAILS PER MEMBER( 8 NAILS PER GUSSET). NO . ]; NAIL —ON PLATES MAY BE USED IN LIEU OF PLYWOOD OR OSB, V. TRUSS NAILS PER MEMBER (8 NAILS PER. PLATE). .. O _ •'•� ROBBINS wooector plain shall be applied an both fuzz oftnw at each joULL Center Rohbme Fag. Co. ban on tepomtbility for the etatioo of tons, field Imciag or i..' the plata•onlessIndicated othevise• No loose knots orwane Inplate contact am pammoatmubndng. Refer toBCSI1-03aspublished bythe TwsPlate Designed' 8 MG y� Ulm 9 •' Splice only where shown. Overall spans assume l' beatings at each cod, unless Indicated Insduae,21 g Nonh Lce Savel. Suite 212. A1e®dda, VA 22214. Pctscusemcting arwlse. Cutting and fabricsihm shall be perrormed on equlpmmt which produces cede professional whim eonmaing pmpa unctim bracing us -fitting joints and plates Unlace otherwise nest4 moisture content oflumberalmll m preym4 tgppling eod'doptilve rag', fPgr#wuld be ulm to pevmt damage 1 eaceW 19'/. at tlme of f brintion and thb deign b nat."licable far —with -,; duriea fihiutioq aiangq i6ippsuj md'a'eRtim. Top and botiam dmrds shall be Checked B MS Y' rcurd.ot lumber and aome psoavalive branoects. This design was pmpaed adequatdyhaetd at We absciiedofsiii hhig mrigid co06tg, nnpwdvely. It h 'National for wood Constmedon•(AF&PA), tl"t dalpt loads drawlag accardence with Design Specifications the mponsibNry ofothets m axaulo the utilized no this Design Standard for Metal Plate Plate Conamed Wood TrCtnswctme? metmd or the dead loads imposed by the moe ucoand the live lads Date: 03 30 06 # •. p/ � '•' A (ANSVITI I-2002) and HUD Design Criteria for Tsus ed Raft— imposed by the load bm'Idmg mdc or histodril climatic rends. .,ado"al r •,�j'[t a. O �'� •6�' FURNISH ACOPYOFTHIS DESIGNTO ERECfiONCON1RACTOR. '!' IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THIS TRUSS DESIGN DRAWING & VERIFY DW9. N0: GD�Z—I • THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLANISPECS & FAB. TRUSS PLACEMENT DIAGRAM. NAL ID: DT8 General detail for field installation removal or repair of cosmetic fillers. For all lumber, plates, etc. not shown, refer to original drawings sealed by Robbins .Engineering Inc. Procedure for trimming or removing of cosmetic fillers in field:;v_- "Attach 2x4 SP, SPF, DFL, Hem —Fir stud grade or better vertiaal:-scab `(shaded) to one face of truss using clusters of (3)10d common nails into each intersecting member where shown ducted -_:(Typical): Use a carbide tip blade to cut and remove portion of truss l shown dashed. Do not cut any structural members or plates. Cosmetic members and cosmetic plates are to be cut only. Entire cosmetic filler may be removed if desired. Procedure for field installation of cosmetic fillers. Install 2x4 SP#3, SPF#3, DFL#3,Hem —fir#3,(minimum) cosmetic bottom chord (+) using 2x4 SP, SPF,DFL,Hem—fir stud grade or better vertical scabs (shaded) applied to one face of truss using (3)10d common nails into each intersecting member. Vertical members may be installed in plane with truss using 3x8 TL nail —on plates applied to each face of truss using 1.5" goly. truss nails where shown circled. Vertical scabs to be spaced at 4'-0" on center max. Notes Cosmetic fillers to be repaired or modified, cannot bear on interior bearing supports or transfer concentrated loads. Continuous lateral bracing to be applied to truss bottom chord at 10'-0" on center max. where cosmetic filler length is 10'-0" or longer. Loading applied to cosmetic 3 9 2000 bottom chord not to exceed 10 psf. -Aor-ri€: A. Shnehoua, P.E. �vIAURICE A. STHIASHOUA, P.lE.,1 1909 NW 112 Avenue Coral Springs, FL 33071 (954) 753-1988 License Nos: EB5251 & 19554 II II — IL, 4'-0" on center max.(typ.) EXISTING COSMETIC FILLER �+ 3 0�_ 3xE1 TL (optional) 4'-0" on center max.(typ.) FIELD INSTALLED COSMETIC FILLER — �•'�••• �•—'_-, • •,�' Ns LGtx eanneetor pale (m go. gatr, alael-AMW AGU Wad@ ae) PAbbb@ Wig. Ca beau m reipol�3iar for IN 61WW n of Wines, : •• 9 a,L on Wh few of pus at am* Jowl. Center er pletswile@ atMr.lw br ekcw toi o. 6nrelaa. IFdm eLherolm bdealad y rrld braaiw or pa vow truss breebq, War to Me-91 an W66hml br the Ina@ Mel@ ImUWk`.,i61 a 4h% M.@.Srr'te WN VDLP! ' o N; N Dble run twrd4l with Ur Uads or hat=ardahr at UN madvaN Miow4n W711L P-M aracum t=m an coulbnsd to seek 11� or h.d No looee krola br .one I, plate conbd arse. Spaea prdasiarat odiie� mrrcaml+a' pups ... ..o to la@..+t lacpirq uriless baeMa!MM aparfamrda"on to mdioroa darnown tw aoamotalyy Nl.awi.a. Ity d^a oral tabr6etl r owAm @nt alwage. aMpeq pMal w=Llo . Tap ad bdltebe'laken onua-Btkq 1�a aid data TM dolan .es @npa.d w .M 1".lk .d aa.:pn 5 dr_U." rar W.W Ca 11W4la. &P11 '"la al D.sgn St ndard for Wld Plot. Cmi cW tsaod Traci brae.d In er obse-a of ehautNwd at d?d c+gw0. issWeW - n b ur rVap lZM M-.Ah r to vldn Yee ur Nataw k.oa = en ui dmnba meet r emceed Ua actual. Wad boas InWo..d y the st W" and Vw �7•f!� % rp @a•k".ir bon AWM 1-Ifia3). oM MW Yaslan Wilma rar Tnamd Roflwe. Sm loafi inpoeed by Yr bad buldrp mY'Pr htaUrtml eLrnik r.eoda. i �e�`" • �'•.,� C 4_ .�.'••......••• FURNISH A COPY'OF THIS DESIGN TO EREC60WCONniWM_ -" IT IS THE RESPONSIBILITY OF THE BUILOWG DESIGNER AN&TRlSs FAQ, TO -REVIEW THIS:DRWG, t VERIFY THAT DATA INCLUDING DIN. do LOADS-CONFORU TO ARCH. PLAWSPECS & FAI TRUSS LAYOUTS. Designed By: MG Checked By: TAA Data: 08/ 13/01 Dwg. No: Gen.Det. 37 t ID: DT9 DETAIL FOR FABRICATION OF BOTTOM CHORD FILLER TO BE USED TO PRODUCE A FLAT BOTTOM CHORD OF VARIABLE LENGTH. REFER TO ROB13INS ENGINEERING SEALED DESIGN FOR LT. GRADES, PLATES, ETC. NOT SHOWN ON THIS DPAWING.-:":.;",:.,'.'..""...... LUMBER (FILLER PORTION ONLY): NoV 19 2008 2X4 SP#2, SPF #2, DFL #2, HEM -FIR #2 (MIN.) j.vlorri-5 A. Shashoua, F.E. BRACE BOTTOM CHORD WITH IX4 CONTINUOUS LATERAL %IAURICE A. SHASHOUA, P.E., INC. BRACING SPACED 10'- 0" O.C. (MAX.). ATTACH WITH (2)'8D NAILS. 1908 N"Al It 2 Avenue Coral Strings, FL 33071 (954) 753-1998 ALT. CONNECTION: ATTACH TL NAIL -ON PLATES TO EACH FACE OF License Nos: EB5251 & 19554 TRUSS USING 1.5" GALVANIZED TRUSS NAILS AS SHOWN CIRCLED. JX4 2X3 (TYP.) OR 3X6TL (W/ (3) 1.5" 1,4'— 0" G.C. qmd N GALV. TRUSS NAILS ON EACH FACE). L VARIES (LENGTH AS REQUIRED) TRUSS SPAN X, ALL PLATES TO BE Romms-T-nm RF7ZW .06 ROBBINS LOCK cammetor platc, (20 J;B- GBIV- S-IIAMM A653. Gil& 40) doll be an both races oftrim at cwh joint Center the pj� d.. Qth,.wjw by Crcto W or dimensions. Unless otherwise indicated by i '%-. all sloti in conneetorpwa nmp w orh the or o dw%m arallel iththecords ciizontally 0 peak & hl. N loose blots TC Live: varies sf TC iNoi io scale Designed By.--DB Of wanes in Plate contact area. SPlicc m* " shown. OYMIL11 spans assirme 4"bcarings at each cad, unless Mc&W Otherwise. Cutting and fibrication shall be performed ancqliRwwWchproduc=mq-fiftjchUs&platcs.Mdsdasipwupmpue4hlzccord}noc 'N , Wit4. 0go DesiFt, Sp9cificatwo for Wood Construction Dead: varies sf BC Live: 00 Sf Checked By: TA n 0 (ANSIIAF&PA). %tional Design Standard for MEW Plate Corm@cW Wood Thw Cw1ftuc;dft-(ANSMI'I-I995Vihd HUD Iksip Criteria ftTmsscs Rafters. Robwm Mfg. Co. bcas no resPawlaity for the section OfWAsek field Or Pemunalt tour braft Refer to HM41 & DSB-89 as published by the T= Plate Institute, 593 BC Dead: 10 psf TOTAL: L D'Onofiio Dr. . Ste. 200, hfgdi:smq WI 53719. Persons mwft trusses at cautioned to seek proficssiond advice rag regarding proper erection bracing to prevent toppling and "dominairig". Care should be taken to prevent damage during fiLbricatim; storage, shipping and crecticeL Top and Bottom chords dun be adequately bm=d in the absence or varies psf Load Duration Date: 10/25/2000 @TAM CRIF s sheathing or rigid calling, respectively. It is the responsibility ofathers to Lwatain dial the design lands utilized on this drai*w meet or exceed the actual dead loads bpasal by the Mean and the be loads unposed bythe local building code arldstadesi clirrodc !ccards. FURNISHACOPY OF . TMS DESIGN TO ERECTION CONTRACTOR. Figures A. B. and C derives! ftm TPI HffdinI�.Instalft manuall Factor 1.15 to 1.33 LER MIETIC FILLER OR & Bmiris 0 1991 Truss-pl* bq Spacing: 24.0" .�* ETAIL ID: DT10 TOP CHORD: 2X4 #2N So. Pine BTM CHORD: 2X4 #2N So. Pine WEBS : SEE TABLE BELOW GABLE END DETAIL — 150 MPH, EXP:B , MEAN ROOF HEIGHT OF 30' — ASCE 7-02 C & C Gable eracino Sr_hPrittle fur ASCI- 7—m fkAl=A1V.6nnc utltcut-in R,t Lumber Grade of Vertical Spacing of Verticals Max Unbroced Length Maximium Len th with "L" Brace (1) 2x4 (2) 2x4 (1) 2x6 (2) 2x6 2x4 SP #3 24" 16 12" 3'-0" 3'-5" 3'-9" 6'-1" 7'-2" 7'-11" 7'-6" 8'-7" 9'-5" 9'-10" 11'-3" 12'-5" 11'-9" 13'-5" 14'-9" 2x4 SP !12 It 24" 16" 12" 3'-2" 3'-7" 4'-0" 6'-7" 7'-6" 8'-3" 7'-10" 8'-11" 9'-10" 10'-3" 11'-9" 13'-0" 12'-3" 14'-0" 15'-0" NOTE: THIS GABLE IS DESIGNED TO WITHSTAND WIND SPEEDS UP TO 150 MPH ACCORDING TO ASCE 7-02. LATERAL STABILITY OF THIS GABLE AND CONNECTIONS TO TRANSFER LOADS TO THE ROOF AND CEILING DIAPHRAGM TO BE DESIGNED BY OTHERS. SHEAR WALL DESIGN TO TRANSFER DIAPHRAGM LOADS ACTING PARELLEL TO GABLE TRUSS IS THE RESPON— SIBILITY OF BUILDING DESIGNER. PROVIDE CONNECTION TO RESIST UPLIFT ALONG CONTINUOUS SUPPORT AS PER FOLLOWING SCHEDULE. Outlooker O.H.) Length Uplift LBS/FT 24 197 16" 151 12" 129 8" 106 60 3x4 3x4 3x4 ALT. END DETAIL UPLIFT CONNE THE TOP CHO' BOTTOM CHOP may be hipped. Minimum plate sizes for vertical members are as follows: 2x4v for verticals up to 6'-0" 3x4v for verticals up to 8'-0" 3x5v for verticals up to 12'-0" 3X6v for verticals up to 15'-0" ' "L"—Braces must be the some grade and species or better as the vertical member and must be attached to the vertical member with 12d common . noils 3" on center for the entire length of brace. 5 connector Plata shall ba appild on both fsea ortnm u ach Joint Ceuta Robbins Eng. Co. ban no responsibility for the avalon orutosa, field bracing or , uniess ladicawd otherwise. No laow Nato" or wane In plate contact sm. p®mat was bracing. Refer to BCSI 1-07 a publMod by the Trust Fide y where shown. Ov=U spar ==a 4• baringe at ach cod, uoleas Indiana! tmdun:4219 Norm Lee Sloe, suite 312, Ale®d!S VA 22314. Pena ocedog . OLtsmg nd fsbriadon shall be pefatmrd anequip--whleb pnd— trusses = cautioned In seek pmfeaaiaal advice caoaruiug propere"ztion bracing IsjolntsandpWea. Unlestotherwimnoted,m bt=rA t ntoflumbershag to Prevent toppling and`dotnlming•. Care should be taken to prevent damage 119 % at time of fabrication and me design Is not applicable for use with during Ghricaton, srorage, ahipping and aasba Top and botnm scorch shall be set lumbc and same praavadw teaunate This datio waa prepared sdapumly h—d in the absaoe of shaming artigid milian rapeed-ly. It is cans with'National Design Specifications for Wood C=Wucdw` (AF&PA), the rapoou3ility ofuthers to umrWn that the design bads utilised an this drawing Design Seudatd for Metsl Platc Comcot Wood Trusa Can tmcdoo` meet er ocaed the L test dad Ind& hopusod by the stream and the live loads PI 1.2002) and HUD Design Criteria for Trussed Italian. Imposed by the local building code or hWariral clinme marde FURNMH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. -. IT IS THE RESPONSIBILITY OF THE BUILDING DFSIaNERTO REVIEW THISTkUSS DESIGN DRAWING & VERIFY THAT DATA INCLUDING DM & LOADS CONFORM TO ARCIL PLA WSPECS & FAD. TRUSS M ACEME NNT DIAGRAM NOV 1 9 2008 : iorris A. Shashoua, 1'tG .LyiAURICE A. SHASHOUA, P.E., INC. 1908 JqW 112 Avenue Coral Springs, FL 33071 (954) 753-1988 License Nos: EB5251 & 19554 PITCH BREAK PLATES TO MATCH TYPICAL TRUSSES MAX. TC LL 30.0 psf MAX. TC DL 20.0 psf BC Live 0.0 psf 8C Dead 10.0 psf MAX. TOTAL 60.0 psi DURATION 1.15/1.33 .SPACING:24.0 Designed By: MG Checked By: MS Dale: 1 1 /29/05 Irg. #: GD-3-8-150-30 D ID: DT11 GABLE END DETAIL — 150 MPH, EXP:C. , MEAN ROOF HEIGHT OF 30' _ ASCE 7-02 C & C TOP CHORD: 2X4 #2N So. Pine BTM CHORD: 2X4 #2N So. Pine WEBS : SEE TABLE BELOW Gable Bracing Schedule (nr ASCG 7—n7 t"P*AN.;--?bc"l,'7aCil i.iT_.-xn...trr-\ Lumber Grade of Vertical Spacing of Verticols Max Unbroced Length Maximium Len th with "L" Brace (1) 2x4 (2) 2x4 (1) 2x6 (2) 2x6 2x4 SP #3 241. 16" 12" 2'-8" 3'—l" 3'-5" 5'-2" 6'-3" 7'-1" 6'-8" 7'-8" 8'-5" 8'-0" 9'-10" 1is— 1" 10'-6" 12'-0" 2x4 SP # 2 24" 16" 2'-10" 3'-3" 51-1On 6'-9" 7'-0" 8'-0" 9'-2n 10'-6" 12'-6" 12" 3'-6" 7'-5" 8'-10" 11'-7" 13'-10" NOTE: THIS GABLE IS DESIGNED TO WITHSTAND WIND SPEEDS UP TO 150 MPH ACCORDING TO ASCE 7-02. LATERAL STABILITY OF THIS GABLE AND CONNECTIONS TO TRANSFER LOADS TO THE ROOF AND CEILING DIAPHRAGM TO BE DESIGNED BY OTHERS. SHEAR WALL DESIGN TO TRANSFER DIAPHRAGM LOADS ACTING PARELLEL TO GABLE TRUSS IS THE RESPON— SIBILITY OF BUILDING DESIGNER. PROVIDE CONNECTION TO RESIST UPLIFT ALONG CONTINUOUS SUPPORT AS PER FOLLOWING SCHEDULE. Outlooker O.H.) Length Uplift LBS/FT 24 276 16 212 12 180 W. 148 84 3x4 3x4 3x4 ALT. END DETAIL lba I 1J 8TAU T Minimum plate sizes for vertical members are as follows: 2x4v for verticals up to 4'-0" 3x4v for verticals up to 6'-0" 3x5v for verticals up to 8'-0" 3X6v for verticals up to 13'-10' UPLIFT CONNECTIONS FOR THE ANCHORAGE OF THE TOP CHORD SHEATHING, OUTLOOKERS AND BOTTOM CHORD TO BE SPECIFIED BY OTHERS. may be hipped. r-- ROBBINS cooneeta w plat. shall be applied no both facf b— at each joint. Cents .the plates, unless Indicted otherwise. No loose knots or wane In plate contact gang. plies only when; shown. Overall apans =unit 44 badogs a ash end, unless Indicated awix. Cooing and fabrication shall be perfm?nW on cquWetvtwhich prnduccs g•flaingjointsand plate& Ualessothawisenoted, rooblurccontentofhnmbaahall exceed 19% at dme of fal"ieadm and this daign is not appliabic for use with ' ■ retudant lumber and some pteservativo treatments This deign was prepared ordance with -National Design Spccifiadow for Wood Cmswaion' (AF&PA), timid Dalgn sta,ndud for Mwl Plate co. —red Wood Trs- comwai-- �' NSTITH 1.2002) and HUD Deign Criteria for Trussed Rafters. FURNISH A COPY OF THIS DESK? rT IS THE RESPONSIBILITY OF THE BUILDING DESIG'NIER THAT DATA INCLUDING DLM. & LAADS CONFORM TO AT "L Broces must be the some grade and species or better as the vertical member and must be attached •to the vertical member with 12d common noils 3" on center for the entire length of brace. NOV 1 9 2008 Robbins Eng. Co. bees no napoudbility far the aectim of trues., field bracing or permeiculumbrachng. Referto. SCSI 1-Maspublishdbythe Tntu Plate lmyduae, II B North La Street. Sultc 3 M Alc.=&b, VA 73314. Pawns ctcaing ow— am audmod to seek pmfcadand advice cmraning propaaadca bracing toptevent"ling and-domfoamg•. Clteabmldbetakabprumtdomagc during fitriWion, ataa c. dripping and.scrim Top and botera chords shall be adequately broad to the absence ofshatbiog or rigid on7iog, respectively. It is the rerpmun3iliry of ohm in ueaulo that the design losds utilmd on this drawing nma or" the.coral dad loads bapoaed by that couch— and the Svc I—& Lmpo54 by the lad bu:ldinp code or,historid elirr adc records. 3ER=ONCOMM&OR....: ' REVIEW THIS TRUSS DESIGNDRAWWq tit VERIFY LFOWISPEC5 & FAB.TRUSS PIACE6►EN'rDIAGRAtd. j.Vi d,UR10E A. SHASHOUA, P.E.,114C. 1908 NW 112 Avenue Coral Springs, FL 33071 (954) 753-1988 License Nos: EE5251. & 19554 PITCH BREAK PLATES TO MATCH TYPICAL TRUSSES MAX. TC LL 30.0 psf MAX. TC DL 20.0 psf BC Live 0.0 psf BC Dead 10.0 psf MAX. TOTAL 60.0 PSI` DURATION 1.15/1.33 SPACING: 24.0 IS SUPPORT Designed By: MG. Checked By: TAA' Doie: 1 1 /29/05 Drg.#:GO-3—C-150-30 ID: DT12 ' BEARING BLOCK DETAIL...,-,... THIS BEARING BLOCK DETAIL IS USED TO INCREASE THE MAXIMUM.ALLOWABLE REACTION (LBS.) OF THE TRUSS BOTTOM CHORD WHEN SUPPORTED'BY 3.511 WIDE BEARING SUPPORTS. THIS DETAIL IS APPLICABLE TO ALL TRUSSES WITH LOAD DURITION FACTOR OF 1.15 OR HIGHER. FOR ALL LUMBER, PLATES, ETC., NOT SHOWN, REFER TO ORIGINAL DRAWINGS SEALED BY ROBBINS ENGINEERING INC. BEARING BLOCKS MUST BE 16" LONG, AND MUST BE THE SAME SIZE, GRADE AND SPECIES AS EXISTING BOTTOM CHORD AND MUST HAVE FULL -CONTACT WITH BEARING SUPPORT. USE A MAXIMUM OF ONE (1) BLOCK FOR SINGLE PLY TRUSSES.(*) TWO (2) BLOCKS ARE REQUIRED FOR ALL MULTI —PLY T.RUSSES. (**) ATTACH ONE BEARING BLOCK (SHOWN SHADED) TO ONE FACE OF SINGLE PLY TRUSSES AND TO EACH OUTSIDE FACE OF MULTI —PLY TRUSSES., USING 10d (.13111 DIA. x 311) NAILS PER SCHEDULE SHOWN IN THE TABLE. APPLY ALL FASTENERS SO AS TO AVOID DAMAGING OF LUMBER AND LOOSENING OF PLATES AT JOINTS. ALL NAILS MUST BE EQUALLY SPACED AND STAGGERED WITHIN THE ADDED BEARING BLOCK. SIZE OF BOTTOM CHORD AND NAILING PATTERN LUMBER SPECIES 1-PLY (`) MAX. REACTION (LBS.) 2-PLY (") MAX. REACTION (LBS,) 3-PLY (-) MAX. REACTION (LBS.) 4-PLY (-) MAX. REACTION (LBS.) 2X4 BOTTOM CHORD 2 ROWS OF 10d NAILS AT 3" ON CENTER. TOTAL OF B NAILS PER BLOCK SP 3941 7883 10849 13815 SP-DENSE 4440 8880. 12345 15810 DF 4109 1 8219 11500 14781 IHF 2899 5798 7924 10051 ISPF 2256 5971 8203 10434 2X6 BOTTOM CHORD 3 ROWS OF 10d NAILS AT 3" ON CENTER. TOTAL OF 12 NAILS PER BLOCK SP 4429 B858 11824 14791 SP-DENSE 4928 9B56 13321 16786 DF 4523 9047 12328 15609 HF 3285 6571 8697 10823 SPF 3363 6720 8957 11188 2X8 OR 2X10 BOTTOM CHORDS 4 ROWS OF 10d NAILS AT 3" O TER. T ER BLOCK SP 4917 9833 12800 15766 SP-DENSE 5415 10831 14296 17761 DF 4937 9875 13155 16437 HF 3872 7344 947.0 1'1596 SPF 3740 7480 9711 11943, 1'-4" END BEARING (TYP.) ,4 INTERIOR BEARING 32" MIN. (TYP.) LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SP 565 PSI SP—DENSE 660 PSI DF 625 PSI HF 405 PSI SPF 425 PSI Nov 19 2008 ;;'93is1shC via, .i �1.. r:�riAURICE A. S.IEalASHOUA, P.E.,11,1C. 1908 NW 112 Avenue COral Springs, FL 33071 (954)753-1988 License Nos: EB5251 & 19554 `gWho CENT? �. Rewy ••, Y. Iva" • �, ROBOINS eonncawr plated shall be xpplid an both fwgs of truss at etch joint n n Center Robbias Eng. Co. beers mpnmbgity, ror the erection of ttpsses, field bracing or be plxtes,unleaindimted*dne ise. No loom knots orwaaaioPWocom"su PermaomttP-k-m,g. Refr .BCSI1-03upabtlahodbyd,.TmssPtare pIke only wham shown. Overall span autms 4• borings a/ eseb cod, m,less Indicated IuWwtc, 218 Mouth fee Saect. Suite312, Akx odd% VA22314. Pm— aeccrg dn"I=. Cutting and rabrimteon shall be performed on equipmmtwhich produces truucs ate cautioned to seek ptofetsmoal advice concerning proper oecti m bracing ug•fittingjalmsmulplaus. Uolgs otherwise noted, moisture emM tentofober shag . topteventwppltogmd•daminaing'. CLrv0ouldbetakmtopm tdaauge ' of exceed I?% at time of rabricnion and this design Is not appikable rot = with . during fsbriation, staruge, td Fing and eiection. Top and boa=chords sitall be Designed By: MG Checked By: MS WATE •, Q R1�.••' u7 a q'> ac retardant lumber and some preswadve treatments. This deign wadptitp ted adegmt* brand 1. the absence ofshodmug or dgld ceiling, tcsprctively. It is in accordance weth'Nalional Design Specifications rot Wood Construction•(AF&PA),-Ihernpmsmiliiy ofathcn to asarnin that the design loads calird on this drawing •National Design Standard for Maul Plate Connected Wind Tana Crmsauetion• tucaor exceed the acted dud loads imposed by the smndum sod the iiso loads (ANBVTPI 1.2002) end HUD Desip Critatig for Trussed Rafitas. Impasod_by lie local building code or biriorical dimstic mwnt FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THIS TRUSS DESIGNDRAWIIjG&VERIFY TIIAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. iLANXS ?a 6FAB. TRUSS PLACE1.tENT DIAGRAM. Date: 09/05/06 C Dw9 No: GD-18-1.15 OCTOBER 1, 2006 i LATERAL BRACING RECOMMENDATIONS ST-STRGBCK Page 1 of 1 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" LATERAL SUPPORTS SHOULD BE LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. STRONGBACK MAY BE POSITIONED DIRECTLY'UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. TO VERTICAL INSERT SCREW THROUGH OUTSIDE ATTACH SCAB - TIC10d EDGE OF CHORD INTO EDGE OF USE METAL FRAMING ATTACH TO VERTICAL COMMON WIRE NAILS STRONGBACK (DO NOT USE ANCHOR TO ATTACH WEB WITH'(3) - 10d , DRYWALL TYPE SCREWS) TO TOP CHORD\ COMMON WIRE NAILS BLOCKING BEHIND THE �J VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK \ ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d COMMON WIRE NAILS IN EACH CHORD I ATTACH TO CHORD WITH TWO #12 x 3" WOOD SCREWS (.216" DIAM.) I e� wtt�►7ttttt�i��w� !Elm ttttt���ttt��� I, tt�tttt7te_�9��t��t��ttttttttt7!_ ■ ttttt�ttti��t���1� USE METAL FRAMING ANCHOR TO.ATTACH TO BOTTOM<pHORD TRUSSES i/ ATTACH TO VERTICAL WEB WITH (3) - 10d COMMON WIRE NAILS ATTACH TO VERTICAL SCAB WITH (3) - I Od COMMON WIRE NAILS 4-0-0 (TYPICAL SPLICE) INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) 2x6 AS REQUIRED BLOCKING / SIDEWALL I THE STRONGBACKS SHOULD EITHER BE SECURED TO ADJACENT PARTITION ' WALLS OR ALTERNATE "X"-BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED OVER THE SPLICE AND JOIN WITH (12) -10d NAILS EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OP 4'-0" AND FASTEN WITH (12) -10d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS. c� 0 CV rn Rim .KO � Z o � a 0r" w~c''j S�2 ` Mtn xn 0 C-'�' , 1D: DT14 BRACE HP CARRIER TO RESIST ROT BEFORE NSZTALLNO ANY OF THE CANTL ED JACK SYSTEM LSTA24 ON THE EN). JACK TOP CHORD TOPACHO36 RD THE HPJACK-, psi Nov 9 9 200 m NO.195" tftl RSTAT! Oi R 1 �': HP JACK TOP BRAD EAST COAST LUMBER 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 TYPICAL cma JACK US. CJ3. or CJ HPJACK BOTTOM CHORD) LLSTAI2 ON ALL JACI( TYPES I'AL ALL LSTA12 STRAPS USNG (5) IOd x 1 1/2' NALS N EACH MEMER INSTALL ALL CORNER JACKS TO ONE FACE OF THE HIP JACK FIRST AND THEN INSTALL JACKS TO THE OPPOSITE FACE Wr,APPING THE STRAP OVER AND PAST THE ALREADY INSTALLED STRAPS. INSTALL END JACKS IA USING 5TA24 w/ (a 10d xIMI 1u.%2" NAILS HION IN EMBER. ALL NOTED STRAPS TO BE SUPPLIED 9)' THE BUILDERICUSTOMER A. h»�hnua, Ia E. ,AAURICE A. SHASHOUA, P.E., INC. ,--COLLw To SLWmT 1908 1d VI,' 112 Avenue THe W JACK Coral Spr igs, FL 33071 (954)753-1988 License Nos.- EE5251 & 19554 CANTILEVERED CORNER STRAPPING DETAIL HT IT H 2 Butterfly IYC Tl ger rFasiener Schedule :allowable Loads (Ibs) Size[:: t Code Uaugeer Joist Gravity Wind Uplift Sd 100% 133% 2 x 4H 24 13 12 6 1113 364 Notes : I. Use all specified Fasteners in schedule to achieve values indicated. 2. Values are based on 1 W' header and joist thickness. 3. This table is based on Miami Dade County NOS, # 04.1202.01 4. See General Notes, page 01. SY LVI. @ fl+LLd•Span I Uplift 3/16 Downward Load (Gravity) l a t MAXIMUM ALLOWABLE REACTION FOR TOE`=NAIL"CONNECTION: THIS DETAIL IS APPLICABLE ONLY TO 2X4 AND 2X6 SOUTHERN PINE LUMBER SPECIES. ' FOR ALL LUMBER , PLATES, ETC.; NOT SHOWN, REFER TO ORIGINAL TRUSS DESIGN DRAWINGS SEALED BY ROBBINS ENGINEERING INC. APPLY ALL FASTENERS SO AS TO AVOID DAMAGING OF LUMBER AND LOOSENING OF PLATES AT JOINTS. REFER TO THE TABLE PROVIDED FOR MAXIMUM ALLOWABLE REACTIONS FOR CASES SHOWN IN DETAIL. CASE A: MEMBERS ARE ATTACHED TOGETHER AT 90 DEGREES AND TOE —NAILS ARE DRIVEN AT -30 DEG. BEGINNING AT 1/3 OF NAIL LENGTH INTO SIDE MEMBER (*). CASE B: MEMBERS ARE ATTACHED AT 45 DEG. AND SIDE MEMBER HAS SINGLE. OR DOUBLE BEVEL CUT. IN THIS CASE, NAILS ARE APPLIED AT 45 DEG. TO THE SIDE MEMBER (a) AND PERPENDICULAR TO THE MAIN MEMBER. CASE C: MEMBERS ARE ATTACHED AT 45 DEG. AND SIDE MEMBER (*) HAS SQUARE CUT. IN THIS CASE, NAILS ARE APPLIED AT 45 DEG. TO THE SIDE MEMBER AND PERPENDICULAR TO THE MAIN MEMBER AS SHOWN IN DETAIL. 30' CA "A" op 45' 1 457 45' CASE LOAD DURATION FACTOR OF 1.60 MAY BE USED ONLY FOR IIPI IFT QeerTIAKIC rat tt- rn -- CASE B 1.26 294 441 I row 888 cwu 1811 f 510 i 680 1.33 313 469 626 192 271 1 288 361 384 CASF C 1.80 e �e 378 5fi4 753 231 347 462 1.33 turn 135 202 N/A 262 993 N/A 143 215 WA 1.60 315 472 1 N/A 1 172 1 258 I WA R 0 B ROBBINS.brneemr pktes ahyl bo app0ed on bosh &Lena of aur,.t eaeb joint. Cantor du Plata unlesiadiand otherwj,e No looselmok or waste to rn B I N S plena . ohet so SPiim only when shown. Overall spaaa auwme 4" bearings d each cad, untess indicated othawim. poring and fabrication shdl be paf=ed on equipment wideb produces Engineering Inc. snug-flningjomnand plates. Unleuathe:wlrohaed,mohawcoateotoftumbaslug not exceed 19% at time of fabdcadon and this design is not applicable foram with fimRtratsatI=ba ee� endSomePtnti.atnxm,a,tLThisdesignwasFrep� P.O.Bog 280055. Tampa, k 33882 in attankare with "Igrtiotui Design SPeai6wtioos for Wood Cenwncdon' (AF&PA), Nationd Design Stmdad for MeW Plate Cono led Wood Teas Constructive (ANSUTPI 1.2002) and HUD Dealgn Criteria forTrurmd Raflaa IT IS THE RFSPONSMILIIY OF THE BUILDING DESIGNERT THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARE * (2) NAILS MAX. FOR 2X4 MEMBERS FOR CASE C. (3) NAILS MAX. FOR 2X6 MEMBERS FOR CASE C. 44. .IZ — �.t5, STATE IMF _bFAi6ii�'rl' Li `.I�.�Eb;ns 6n�tnernng 9.�wla aarirm Eaai Blvd TRt'fr;lA. FL 3• h1:Ct FI_ IA-0 09/02/2008 Robbbu Eog. Co. bran no rpponaibRhy for the aection of bu po®■nat anus bmmp Reform SCSI 1.03 a publisbed by the Tram Plate ing or lmdtute, 218 North Lee Sbect, Suite 312, Alauuddk VA 22314. Parana treetlng tense am eautkred to cede pmfeufmutadrieo earitemiagPeapaem:don tracing m ptevem mpplmg and "dominaiog'. Cate shaatd ba taken m pmant e dmiog fibrica6on, storage. shipping and txeclion, Top and hanam ehotdashaR be edetPutety bramd to the absence of sheathing orrigid adtng,sarMcd ely. jib the rupausild ity afaibe s to attxnain that the design ladtubltmd on lhit thawing smet orextad the 10111load loads lmpasrd by the etruc9ae tad the fwe lotdt ft*sed by the htulbua coda or histadcd elbnagcmaurds. Designed By: MG Checked By: MS Date: 09/12/06 GD-74 STATE OF FLORIDA APPLICATION # AP947n51 DEPARTMENT OF HEALTH PERMIT # 56-SF-1115557 ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM DOCUMENT # SE805734 SITE EVALUATION AND SYSTEM SPECIFICATION APPLICANT: St. Lucie Habitat for Humanity CONTRACTOR / AGENT: Culpepper & Terpening, Inc LOT: 20 BLOCK: Q SUBDIVISION: Harmony Heights ID#:240650202790009 TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEERS MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN: [X]YES [ ]NO NET USABLE AREA AVAILABLE: 0.13 ACRES TOTAL ESTIMATED SEWAGE FLOW: 300 GALLONS PER DAY [ RESIDENCES -TABLET / OTHER -TABLE 2 ] AUTHORIZED SEWAGE FLOW: 325.01 GALLONS PER DAY [ 1500 GPD/ACRE OR 2500 GPD/ACRE ] UNOBSTRUCTED AREA AVAILABLE: 750.00 SQFT UNOBSTRUCTED AREA REQUIRED: 563.00 SQFT BENCHMARK/REFERENCE POINT LOCATION: NAIL IN POWER POLE IN FRONT OF PROPERTY ELEVATION OF PROPOSED SYSTEM SITE 15.00 [ INCHES / FT ] [ ABOVE / BELOW ] BENCHMARK/REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES SURFACE WATER: FT DITCHES/SWALES: FT NORMALLY WET: [ ]YES [ ]NO WELLS: PUBLIC: FT LIMITED USE: FT PRIVATE: FT NON -POTABLE: FT BUILDING FOUNDATIONS: FT PROPERTY LINES: FT POTABLE WATER LINES: FT SITE SUBJECT TO FREQUENT FLOODING? [ ]YES [X]NO 10 YEAR FLOODING? [ ]YES [X]NO] 10 YEAR FLOOD ELEVATION FOR SITE: FT[ MSL / NGVD ] SITE ELEVATION: FT [ MSL / NGVD CnTT_ DDnVTT_W TWVnnMn TTnN CTTF T RnTT. PRnFTT.F. TNFARMATTON STTF. 2 USDA SOIL SERIES:Tantile sand Munsell #/Color Texture Depth 10YR 4/1 Fine Sand 0 To 12 1 OYR 6/1 Fine Sand 12 To 32 10YR 2/1 Hardpan 32 To 39 1 OYR 3/3 Fine Sand 39 To 48 1 OYR 614 Sandy Clay 48 To 60 REFUSAL Refusal 60 To 72 USDA SOIL SERIES:Tantile sand Munsell #/Color Texture Depth 10YR 4/1 Fine Sand 0 To 12 10YR 6/1 Fine Sand 12 To 30 10YR 2/1 Hardpan 30 To 40 10YR 3/4 Fine Sand 40 To 48 10YR 611 Sandy Loam 48 To 60 REFUSAL Refusal 60 To 72 OBSERVED WATER TABLE: 57.00 INCHES [ ABOVE / FLOW ] EXISTING GRADE TYPE: [ PERCHED / APPARENT ] ESTIMATED WET SEASON WATER TABLE ELEVATION: 24 INCHES [ ABOVE / BELOW ] EXISTING GRADE HIGH WATER TABLE VEGETATION: [ ]YES [X]NO MOTTLING: [X]YES [ ]NO DEPTH: 24.00 INCHES SOIL TEXTURE/LOADING RATE FOR SYSTEM SIZING: DRAINFIELD CONFIGURATION: [X ] TRENCH [ [- REMARKS/ADDITIONAL CRITERIA SITE EVALUATED BY: Duncan, ames DH 4015, 09/2006 (Previous Editions Fine Sand/0.80 DEPTH OF EXCAVATION: 69 INCHES ] BED [ ] OTHER (SPECIFY) Be Used) Specialist II) (St. Lucie County Environmental He DATE: 01 /08/2010 Page 3 of 4 AP947951 EiD11'15557 v 1.0.2 N STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE DISPOSAL SYSTEM SITE EVALUATION AND SYSTEM SPECIFICATIONS • a7 a PERMIT APPLICANT; A 4rg� [ n x4 il01 t, AGENT: M LOT: ,, BLOCK: •r ae SUBDIVISION': PROPERTY ID #: ['Section/Township/Range/Parcel No. or Tax ID Number] TO BE COMPLETED BY ENGINEER, HEALTH UNIT EMPLOYEE, OR OTHER QUALIFIEDPERSON. ENGINEER'S MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN: [YES [ ] NO NET USABLE AREA AVAILABLE: ACRES .TOTAL'ESTIMATED SEWAGE FLOW: GALLONS PER DAY [RESIDENCES --TABLE 1 / OTHER -TABLE 21 AUTHORIZED SEWAGE FLOW: 1115 GALLONS PER DAY (150.0 GPD/ACRE OR 2500 GPD/ACRE] UNOBSTRUCTED AREA AVAILABLE: 7 oe9 SQFT UNOBSTRUCTED AREA REQUIRED: SQFT BENCHMARK/REFERENCE POINT LOCATION: /�`�/ / / i/ /,�'.-� /' i�19 �%''%?_T7✓ ��, l/iJf� l ELEVATION OF PROPOSED SYSTEM SITE IS cIIiCHES.wFT1 [ABOVE/,BELOW BENCHMARK/ FERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES: SURFACE WATER: /� � FT DITCHES/SWALES: 1-::5— FT NORMALLY WET? [ ] YES [,q`960 WELLS': PUBLIC: FT LIMITED USE: ,'rr FT PRIVATE:' %�� FT NON -POTABLE: FT BUILDING FOUNDATIONS:' FT PROPERTY LINES: 4Z:2 FT POTABLE WATERLINES: s,/ FT SITE• SUBJECT TO FREQUENT FLOODING: [ ] YES [),,]f'NO 10 YEAR FLOODING? [ ] YES [y.]—NO 10 YEAR FLOOD ELEVATION FOR SITE: ice FT MSL/NGVD SITE ELEVATION: .4 FT MSL/NGVD SOIL PROFILE INFORMATION SITE 1 Munsell #/C,/o+lor Texture, Depth 112 !� �f r .f ifs i' .CJI�)t o / Z P to to ,�-� to to to to USDA SOIL SERIES: 44- SOIL 'PROFILE INFORMATION SITE 2 Munsell #/Color_ Texture Depth to to to to to to to to to USDA SOIL SERIES: OBSERVED WATER TABLE: -5INCHES [ABOVE�EXISTING GRADE. ESTIMATED WET SEASON WATER TABLE ELEVATION:, INCHES,[ AB HIGH WATER TABLE VEGETATION: [ ] YES [ ] NO -MOTTLINGs [•] YES . 6.'D°1�' AB iZW ] 'EMI NP D SOIL TERTURE/LOADING RATE FOrDEPTH SF ECAT INCHESITv DRAINFIELD CONFIGURATION: [ vTRENCH { ] BED [ ]' OTHER (SPECTFY)�r^,, REMARKS/ADDITIONAL CRITERIA: a. SITE EVALUATED BY: % 1✓� . ' 6[ 4 5 � DATE: J d� Page 3 of 3 DH 4015, 10/96' (Replaces HRS-H Form 4015 [Page 31 which may be used) (Stock Number: 5744-003-4015-1) INSTRUCTIONS: PERMIT NUMBER: APPLICANT: AGENT: LOT, BLOCK, SUBDIVISION PROPERTY ID NUMBER: PROPERTY SIZE: Permit tracking number by County Health Department. Property owner's full name. " Property owner's legally authorized representative. Lot, block, and subdivision for lot. 27 character number for property (property appraiser ID number or section/township/range/parcel number). Check if property at site conforms to submitted site plan. Record net usable area available - lot area exclusive of all paved areas and prepared road beds within public rights -of -way or easements and exclusive of streams, lakes, normally wet drainage ditches, marshes, or other such bodies of water. SEWAGE FLOW: Record the estimated sewage flow for the establishment from Table 1 (residence) or Table 2 (non-residential), Chapter IOD-6, FAC. Record the authorized sewage flow for the lot based on net usable area and water supply (1500 gallons per day per acre for private water supplies and 2500 gpd per acre for public water supplies). If authorized sewage flow does not equal or exceed the estimated sewage flow, the application must be denied. UNOBSTRUCTED AREA: Record the square feet of unobstructed area available and the amount required. Unobstructed area must be at least 2 times as large as the drainfield absorption area and at least 75 percent of the unobstructed area must meet minimum setbacks in Chapter IOD-6, FAC. The unobstructed area must be contiguous to the drainfield. BENCHMARK INFORMATION: Record the location of the benchmark. If using a surveyor's benchmark record the actual elevation. Record the elevation of the proposed system site in relation (above or below) to the benchmark. MINIMUM SETBACKS: Record minimum setbacks which can be meet to all listed features. Actual measurements must be recorded or "NA" for nonapplicable features. Features on site plan or within 75 feet of the applicant lot must be treasured. The location of any public drinking well within 200 feet of the applicant's lot must also be verified. FLOOD INFORMATION: Record information on lot's subject to flooding. For lots subject to flooding record 10 year flood' elevation for site and actual site elevation. SOIL PROFILE INFORMATION: Two soil profiles within the proposed absorption area to a minimum depth of 6 feet or refusal are required. Soil identification will use USDA Soil Classification methodology (Munsell colors and USDA soil textures). Refusals must be clearly documented. Provide USDA soil series if available, record "UNK" if the series cannot be determined. WATER TABLE: Record the depth of the observed water table at the time of the evaluation. Mark "perched" or "apparent" as appropriate. Record the estimated wet season water table elevation based on site evaluation, USDA soil maps, and historical information. Indicate if there is high water table vegetation present. Indicate if mottling is present and depth. SOIL TEXTURE: Record soil texture or loading rate for system sizing. DEPTH OF EXCAVATION: If applicable record depth of excavation required. Record "NA" if not applicable. DRAINFIELD CONFIGURATION: Check drainfield configuration required. If other, specify type. . ADDITIONAL CRITEFR]A: Record any additional remarks pertinent to site or installation. Ex, dosing required. SITE -EVALUATED BY: Signature of evaluator, title, and date of evaluation. Professional engineers must seal all documents submitted. ELEVATION WORK SHEET ELEVATION OF BENCHMARK / REFERENCE POINT IS: BENCHMARK SITE 1 SITE 2 SITE 3 [ + ] SHOT H.I. H.I. H.I. H.I. [ - ] SHOT [ - ] SHOT [ - ] SHOT STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: (St. Lucie Habitat for Humanity) PROPERTY ADDRESS: 1804 N 46th St Fort Pierce, FL 34945 LOT: 20 PROPERTY ID # BLOCK: Q 240650202790009 SUBDIVISION: PERMIT #:56-SF-1115657 APPLICATION # : AP947951 DATE PAID: FEE PAID: RECEIPT #: DOCUMENT #: PR796690 Harmony Heights [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T ( 900 ] GALLONS / GPD SeDtIC CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K ( ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] D [ 375 ] SQUARE FEET SYSTEM R [ ] SQUARE FEET N/A SYSTEM A.TYPE SYSTEM: [ ] STANDARD [ ] FILLED [X] MOUND [ ] I CONFIGURATION: [X] TRENCH [ ] BED [ ] N F LOCATION OF BENCHMARK: NAIL IN POWER POLE IN FRONT OF PROPERTY I ELEVATION OF PROPOSED SYSTEM SITE [ 15.00][ INCHES FT ][ABOVE BELOW BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 15.00][ INCHES FT ][ABOVE BELOW BENCHMARK/REFERENCE POINT L D FILL REQUIRED: [ ] INCHES EXCAVATION REQUIRED: ( 69.00] INCHES O T H E R OFFICE TO INSPECT EXCAVATION. SEPTIC TANK CONTRACTOR IS RESPONSIBLE FOR INSTALLING THE MINIMUM CATAGORY TANK IN DRDANCE WITH CH 64E-6.013(3)(F), FAC. TERS REQUIRED IF SEPTIC SYSTEM SUBJECTED TO ROOF DRQAINAGE. SPECIFICATIONS BY: James CfRuncan TITLE: Environmental Specialist II APPROVED BY: TITLE: Environmental Specialist II St. Lucie CHD D can DATE ISSUED: 01/2 0 EXPIRATION DATE: 07/25/2011 DH 4016, 10/97 (Previous Editions May Be Used) Page 1 of 3 STATE OF PLO DA PERMIT NO OF HEALTH 'DATE PAID: -DEPARTMENT ONSITE SEWAGE DISPOSAL'SYSTEM FEE PAID: Q0D WE APPLICATION FOR CONSTRUCTION PERMIT RECEIPT 1: APPLICATION FOR: .[Alf Now System Existing System Holding Tink Innovativie Repair Abandonment Temporary APPLICANT: 0 14 A4 AGENT: TELEPHONE K22 z MAILING ADDRESS: ZE-T-220-ALe A4, .12 LS e TO BE COMPLETED BY.APPLICANT OR APPLICANTI,S AUTHORIZED AGENT. SYSTEMS MUST BE CONSTRUCTED BY A PERSOXLICENSED PURSUANT'TO 489.105(3)(m),OR 489.532,.FLORIDA STATUTES. PROPERTY INFORMATION LOT:j BLOCK:, SUBDIVISION: PLATTED: N PROPERTY ID #t ZONING: I/N OR 'EQUIVALENT: 1, Y .-PROPERY SIZE: ACRES WATER SUPPLY: PRIVATE. PUBLIC-�411'<=2000GPD ]>2000GPD IS SEWER AVAILABLE AS PER 381.0065, FS? Y DISTANCE TO SEWER: FT PROPERTY ADDRESS: C DIRECTIONS TO PROPERTY: A99 /,j 7.4 57 .. 0-1. Jj - "K1.1--A TT - - BUILDING INFORMATION Unit Type of No Establishment 2 3 4 1671 IX SIGNATIM DF14 0 Stock I 0. (U. COWWCIAL No. ofBuillliitdowjL/Institutional System benign , . 'Y Bedrooms Area Sqfi..,jei6"de 1,`Chaptoii_64B-6. FAC A A J C Other (Specify) -r -Roo H,5 J, 41__� glj i, ORA', DATE rah .....editions may be used) .,,-`__Page tpf 3