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54 NE 101 St (10)COMPONENTS AND CLADDING WINDLOAD PER ASCE 7 -93 Residence : Puma Residence Location : 54 NE 101 St Municipality: Miami Shores Date: 11/07/00 Specific Data Exposure Classification = Hz = Wind Velocity = I - Importance Factor = Kz - Element Height Exposure Coefficient Velocity Pressure Calculation qz = .00256 x Kz x (I x V)^2 Calculations for Components and Cladding Gcpi - Internal Press. Coeff. = Gcp - Interpolate from Table 3 for Specific Area AREA (SF) 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Sect 4 - (Mid) Sect 4 a Gcp+Gcpi PSEE {=) 1.75 1.70 1.65 1.64 1.63 1.61 44 =06 1.60 43:72 ... _ .............................. 1.59 43 1.57 1.56 42:55 1.55 42:22 1.54 1.54 420 1.53 -= 1.53 41:80 1.53 1.52 1.51 1.51 1.50 40:92 1.50 = 4098 1.49 1.49 nd 74` 0- 4146' ==4112 25 Sect 4/5 - (Mid) Gcp+Gcpi 1.65 1.62 1.59 1.58 1.57 1.55 1.53 1.52 1.51 1.51 1.50 1.50 1.49 1.48 1.48 1.47 1.46 1.45 1.45 1.45 1.44 1.44 1.43 C 15.00 feet 110.00 mph 1.05 , Table 5 0.80 , Table 6 27.32 psf for element 0.25 +/- , Table 9 FSect 4/.5 PSF( ±jN 45: = 43' =44 43 1;4 4 .W-40-74 4043 4013 39 °53' X3W62 39:31: X39:34 39:04:_ Sct 5 - (Edge) Gcp+Gcpi 2.25 2.17 2.09 2.06 2.02 1.99 1.95 1.92 1.89 1.86 1.83 1.80 1.78 1.77 1.75 1.74 1.73 1.71 1.70 1.69 1.69 1.68 1.67 m X49:89 49`04 4863 ���48a3g 4781a _4727 Dynamic. Engineering Solutions, Inc, John H. Omsiaer,:P.E.' FL PE #52733 7017 Davit- Cir -- Lake Worth ��� 65.00 63.00 61.00 59.00 57.00 .. 55.00 a x• ILI 51.00 49.00 ILI 47.00 45.00 43.00 41.00 39.00 37.00 35.00 � wndloads Per ASCE 7 -93, Hz = 15 FT n�0 t y 0 6 0 AQ' AREA (SF) --t- Sect 4 - PSF( -) —• Sect 4/5 - PSF( +) -*-- Sect 5 - PSF( -) Dynamic Engineering Solutions, Inc, John H. Omslaer, P.E. FL PE #52733 7017 Davit Circe Lake W orth ' • 4 1/ FRAME/TRUSS WINDLOAD PER ASCE 7 -93 Residence : Puma Residence Location : 54 NE 101 Street Municipality: Miami Shores Date: 11/07/00 Specific Data Exposure Classification = C Roof Area = > 100.00 ftA2 Hz = 15.00 feet Wind Velocity = 110.00 mph I - Importance Factor = 1.05 , Table 5 Kz - Element Height Exposure Coefi 0.80 , Table 6 Velocity Pressure Calculation qz = .00256 x Kz x (I x V)"2 27.32 psf for element Design Pressure Calculations p(cladd) = (qz x (Gcp) + qz x (Gcpi)) - 10, where Gcp from Fig 3, Gcpi from Table 9 p(main) = ((qz x Gh x Cp) +(qz x Gcpi)) - 10 where Gh from Table 8, Cp from Fig. 2 Porches = ((qz x Gh x Cp)) - 10 where Gh from Table 8, Cp from Fig. 2 Hips- Assume 7 ft with 1.5 ft overhang, 5.5/2 = 2.75, p(cladd) =(2.75 x qz x (qz x Gcpi)) -10 Gh ZONE 1 283 Main Porches Hips Gcp 1.1 2 Gcpi 0.25 0.25 1.32 1.32 Cp 0.7 1.5 J(cladd)wPSF 71.96 p(main) PSFJ Main are main supporting girder trusses or beams carrying other trusses. Porches are evaluated as main members Hips are assumed to be 7 feet with 1.5 ft overhang, Therefore: Hip Uplift = p(Gadd) x 2 x 3.5 = I EWH pssusem6g 0#supliftastrap 503.74 Ibf uplift Dynamic Engineering Solutions, Inc, John H. Omslaer,_P.E. FL PE #52733 7017 Davit Circle Lake Worth, FL 334671 FRAME/TRUSS WINDLOAD PER ASCE 7 -93 Residence : Puma Residence Location : 54 NE 101 Street Municipality: Miami Shores Date: 11/07/00 Specific Data Exposure Classification = C Roof Area = > 100.00 ftA2 Hz = 15.00 feet Wind Velocity = 110.00 mph P1 - Zone 1 pressure 26.88 psf P3 - Zone 3 pressure 51.47 psf GTP - Girder Truss - Main Frame 22.07 psf OP - Open Porch 44.1 psf GIRDER TRUSS 1 S - Span w- Width of Load R= S /2xwxGTP= 11.16667 ft 5ft 616.1208 Ibf INDEPENDENT TRUSS 1 a 4.5 ft S - Span 9.5ft S1 =S /2 -a 0.25ft R1 =axP3x2ft 463.23Ibf R2 =S1xP1x2ft 13.44Ibf R = R1 + R2 476.67 Ibf Dynamic Engineering Solutions, Inc, John H. Omslaer; P.E. _ FL PE #52733 7017 Davit Circle • - Lake Worth, :FL ' h pp' (9° ITEM Height IWdth P.S.F. Width Carried LBF / C.F. LBF / L.F. LIVE LOAD 30.00 5 Na 150 Roofing 6.00 5 Na 30 Joist/Sheathing 8.00 5 Na 40 Insulation 3.00 5 Na 15 Ceiling 8.00 5 Na 40 Misc/Elect/Mech 5.00 5 n/a 25 TIE BEAM 12 1 8 Na Na 150 100 ITEM Height IWdth P.S.F. Width Carried LBF / C.F. LBF / L.F. LIVE LOAD 40.00 5 Na 200 Slab 8.00 5 n/a 40 Partition 20.00 5 n/a 100 Tile 32.00 5 Na 160 Misc 5.00 5 n/a 25 GRADE BEAM 10 1 20 Na Na 150 208.33 Beam Rational Analysis Residence : Puma Residence Location : 54 NE 101 Street Municipality: Miami Shores Date: 11/7/00 Roof Data Tie Beam S - Span w - ROOF LOAD x 1.5/1000 M = ((w x L "2)/10) d - distance to extreme fiber AS Req'd = (M / (4 x d)) Try #5, Area "a" = Spacing "s" = First Floor Data Grade Beam S - Span w- (ROOF +FLOOR) x 1.5/1000 M = ((w x L "2)/14) d - distance to extreme fiber AS Req'd = (M / (4 x d)) Try #5, Area "a" = Spacing "s" = 9ft 0.6 kif 4.86 kip.in 10.00 in 0.12 inA2 /ft 0.31 inA2 0.25 ft 1.24 inA2 / ft > 2 - #5 Top and Bottom O.K. 9ft 1.7 kif 9.84 kip.in 8.00 in 0.31 inA2 / ft 0.31 inA2 0.67 ft 0.47 inA2 /ft > Use 2 -#5's Bottom ROOF LOAD = 400 0.12 AS Req'd FLOOR LOAD = 733.33 LBF /L.F. 0.31 AS Req'd Dynamic Engineering Solutions, Inc, John H..Oinslaer, P.E. FL PE #52733 7017- Davit CirGe Lake Worth,,FL233467 LBF /L.F. I j r , w jLEVA11ON INFORMATION; THE CERTIFICATE DOES NOT 00E010 TO ANY UNNAMED PARTY. 1EATMO T4 LAWRENCE M1D KAREN PUMA LEE GROSS, PA ATTORNEYS' TITLE INS. FIND. TRANSLAND FINANCIAL SERVICES, INC. rrs SUCCESSORS AND /OR ASSINGS LOCATION SKETCH SCALE: NITS PL • ° AMMON MJJL - SC 101 NOD PAC OIMK ° MOW ROA - PCNT OF CCEMOf -COOK P.C. O.P. . NW POLE F.N. - FOUND NIL FAO LOA. - 10111 OF NOM P.T. • PONT OF 1M E MY P.C.C. A/C • AR COOffOSS RI ID SAC. - DKSL4A0A0/T NA A • ML INTINCE Fit - FR FHDAMiT BOY. - NAOMI IAA • MUM 101 PPE CA - CATCH MIN P1N - POND lEION CAL ■ COMM NOM MUCIUS LIZ - LOUT FLOG 0.0010 CI. - MO OR ME LP. - UNIT POLE 0.. - 01M QD - wAaNA CA - OFAIER LIVE (R) ■ AMMO MM. ■ came a A 4 - NOM A MIME OE - DIMDIAO IIAIIIE1wa MASOOIT - Poser OF NlE moron PONT OF IMAM CUM ° Pam OF CULIOUS - Fano ow= - PONT OF COMM CUM - MANN LJNE - WOW/ N3MMd10 WAD/ DATLM • OY!>MEAD 11.E1.7sC Ile - PLAT m01 • PE70WOR COMMON. MOO w 11A0: - POROFtOOWS - PROrtxrY LNE - NOT 10 1CFM BASED ON THE FLOOD INSUR/NCE RATE MAP OF TIE FEDERAL EMERGENT MANAGEl1ENT AoE dCY MATED OR ROASED ON 7/17/95 THE HERON DESCRIBED PlI0P IS MATED WHIN ZONE )1 BASE FLOOD ELEVATION — OOMMUNIIY i l2N.7Z MEL NUMBER 0093 SUFFIX �— ELEVAIIONS(WHEN SHOWN) REFER TO N.C.V.D., 1029 DATUM. COUNIN 10104001 LJSafl ELOATIOtMt - FEET B.Y. LOCATOR LEGAL NOTES 1146 AMY Om NOT MET OR DEMME MOM. 01014111011 OF DIE AMMO EP HOLM MOLL WM TO NO WDE 10 OCTIOO M Nmo1LOm 11011,1 01111. IF ANC WENN 1M PROMMY. 1115 ai* v is Sumer l0 DEDIOATlOFS, LMTA11OS. IrWRIC1OIR 18101ParFS ON MORI OR NE M. LE AL OEIMHMP1101e POMO M oLOIT. T 3MIN O'110 *sLINO®101000TOF DIE SAM 11/110010111D 0IDROA MAIN. • MW. ME NOT MOW 11I11 F01 14* NOT A71OPTED 10 maw F00110 ANDA11 MuN11.9101S *0. Nl WEINNE DLIm MMIIDroofe OF NM NAR1L4. IT DOM IM MO MM MN= 10 M AMSJMIN Ii11SIM1. • NOM GLIIOOS AILS WORM TO NA.VA OF TOIL DEL NOM NI DE ECUMPAY SLINKY ALOES id0000. ll1M MANY S LMT OITMAMAN POI I&Tt1411 OMSON TOM COFST1LJCT10N POMPOiM. FOR NOE NMI= A 1OIONI MO SAW S 1101.1110. FORE OIOSIIP NOT Dlslpsl® JOB No 00 -0838 PROPERTY ADDRESS 54 NE 101 E ST MIAMI FL LEGAL DESCRIPTION: (FURNISHED BY CLIENT) LOT LOT 6 AND THE WEST 1/2 OF LOT 5 SUBDIVISION MIAMI SHORES SECTION 1 ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10 AT PAGE 7 OF THE PUBUC RECORDS OF MIAMI —DADE COUNTY. FLORIDA. LEGEND AND ABBREVIATIORS BLOCK 10 A - 1/ — - — M AM ROL MC. LIP. 511 EN PACE 1 OF 2 MOT (PALM MOICUT MOE 2 of 2 . COMP ANON - 000 FENCE EP MIND .OM N LIP MOE (4' MI0D -caa +� • BOCK COMER • RO M • BANK • MF NCE - *14T CP ISW • 11E0011 . OP ION PPE ■ STORY • S07WL ■ LRLJTY FiAB]IF) Y FIELD WORK REVISIONS ATM NM/OD ONE 11i COMM THAT TIM AMY OF 110 PROPERTY MIMEO O IL11EO1 INS I NCE 1I0E0 W AMMO AND 110 THE MAZE MEM 118: YNMLW 11011101. L NSIOA OS MET MOM 0 TIE rum MdutD OF MLSI = MO WARM N 0411 51017 -11, R01LdA ADISOTRAINE COQ. FLRIM 10 MOIO1 477.07. PLa00A .DOME, GWIERAL SERVICES GROUP, INC LAND SURVEI<X18 MD WPPERY AO 01 7TH NW MITE 101 WM. FL NM 4I1 -M71 4/1!77 CARLOS A. HERNANDEZ LAND SURIESOR MD MAPPER No. 6716 SOFA OF ROM LR ow WPM Pt UM= NO Ile air Mi AL W • Tam LIM= IMO= NO MIMI r rice Cu uu •C: .3 LOT 4 BLOCK 10 GENERAL SERVICES GROUP. iNC PAGE 2OF2 LAND SURVEYORS AND MAPPERS NOT WT)UJV F 1 2 1060 NW 701 STREET SURE 001 MIAMI. FL 33121 PN0Ng306) 401 -7676 FAx(306) 461 -7102 SCALD 1' =20' BOUNDARY SURVEY RP .l4' 0.05'CL 0.80'CL RP .K' I.— C. ..a 1S. , I I 22.00' PK/W1' RE LOT 8 AND THE WEST HALF OF LOT 5 BLOCK 10 31.00' ONE STORY RESIDENCE I N' 54 µms' ASPH PORCH 75.00'(RSM) NE 101 ST (75.00' TOTAL R/W) CONC. FlP .34' 0.10'CL k x I x 1— v 1 x I 20.80' 0.05'CL _ x 0.80' CONC. • FlP 5.00' SWK 20.00' PAVEMENT JOB No 00-0638 LOT 7 BLOCK 10 IMPUR 1 AN r: In Poliny um bf r R these spaces, copy the corresponding Information from Section A. BUILDINGATRUT ADDIWSS (Including Apt., Unit, Suite, and /or Bldg. No.) OR P.O. ROUTE AND BOX NO. 54. t. 101 ST. CITY (MIAMI SHORES ADDRESS SIGNATURE COMMENTS SIGNATURE COMMENTS FFMA rnrm R1-A1 AI 1r3 qq 3fi' '•.al i ? FL STATE '; SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) Insurance agent/company, and (3) building owner. COMMENTS g '1 El ) O -/ • SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED FOR ZONE AO and ZONE hero JWITHOU'T SPE file For Zone AO end Zone A (without BFE), complete Ileme E 1 through E3. if the Elevation Certificate Is Intended for use as supporting • Information for a LOMA or LOMR -F, Section C must be completed. El. Building Diagram Number (Select the building diagram most similar to the building for which this certificate Is being completed — pages 8 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (Including basement or enclosure) of the building is 1_1-1 ft.(m) cm I— I —Iin• ( (check one) the highest adjacent grade. ) ( -1 above at LI below E3. For Zone AO only: If no flood depth number Is available, Is the top of the bottom floor elevated In accordance with the community's floodplaln management ordinance? (-I Yes I_LNo LI Unknown. The local official must certify this Information In Section 0. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- lssUed or community- Issued BFE) or Zone AO must sign here. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME 04. PERMIT NUMBER I 08. DATE PERMIT ISSUED CITY LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE STATE ZIP CODE •DATE TELEPHONE L_) Cheok her Itettec in SECTION Q - COMMUNITY INFORMATION (OPTIONAL) The local official who le authorized by law or ordinance to administer the community's floodplaln,menagement ordinance can complete Sections A, 8, C (or E), and 0 of this Elevation Certificate. Complete the applicable Item(s) and sign below. -i:: •,, ;,:.• . 01. I_1 The Information In Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, ' engineer, or architect who Is authorized by state or local law to certify elevation Information. (Indicate the source and date of the elevation data In the Comments area below.) 02. i—I A community offidal completed Section E for a building located in Zone A (without a FEMA- issued or community- Issued BFE) or Zone AO. G3. 1_1 The following information (Items G4 -09) Is provided for community floodplain management purposes. 08. DATE CERTIFICATE OF COMPLIAt CE/OCCUPANCY ISSUED 07. This permit has been Issued for: (__1 New Construction 1__I Substantial Improvement 08. Elevation of es -built lowest floor (including basement) of the building Is: . ft.(m) Datum: ' 09. BFE or (In Zone AO) depth of flooding at the building site Is: . ft.(m) Datum: DATE . Check here If attachment") PIP$ Ar.FA Al I PPIV1f11 IS FfITIr1NC • FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Im ortant: Read the Instructions on ' a es 1 7. SECTION A - PROPERTY OWNER INFORMATION Fot In511r8rxs�;.peny.�yg; "r <'i;;; .:.' Company NAIO;NtuMb ZIP CODE BUILDING OWNER'S NAME u BUILDING TR �� T DR S,g Including Apt., Unit, Suite. end /or Bldg. No.) OR P.O. ROUTE AND BOX NO CITY N.G. 1 Uf ST JTREET MIAMI SHORES F STATE cr PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description,, etc.) BUILDING SE (e.g., Residential, Non- msidentlal, Addition, Accessory, oto. Use Comments section 1r necessary.) K ESIDENCE LATITUDE/LONGITUDE (OPTIONAL) ( ##° - N#' - ##.##' or 0 4.0#### ° ) H ORIZONTAL ATUM: Q 1_1 NAD 1927 Lit NAD 1083 SOURCE: I _I GPS (Type) USG9 Quad Map Li Other. SECTION B - FLOOD INSURANCE RATE MAP FIRM INFORMATION 81. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER 82. COUNTY NAME MIAMI SHORES 120652 MIAMI B7. FIRM PANEL EFFECTIVE/REVISED DATE 84. MAP AND PANEL NUMBER 0093 B5. SUFFIX B8. FIRM INDEX DATE 1 -20 -93 B8. FLOOD 7-17-95 ZONES) B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in 89. r r LI FIS Profile (X.I FIRM _ `p 811. Indicate the elevation datum used for the BFE In 89. ) J( Ity eterinined �__I Other (Describe): _ 812. the bub Date: located In a Coastal Barrier Resources System (D �_� NAVD 1988 ( Other (Describe): (CBRS) area or Otherwise Protected Area (OPA ? �1___1 � Yes 1_1 No e Date: ---- -- ) D SECTION C - BUILDING ELEVATION INFORMATION SURVEY REQUIRED C1. Building elevations are based on: 1__1Constructlon Drawings' 1__IBuilding Under Construction' •A new Elevation Certificate will be required when construction of the building is complete. .2. Building Diagram Number _ Finished Const • (Select the building diagram most similar to the building for which this certificate Is being pages 6 and 7. 11 no diagram accurately represents the buildin g, provide a sketch or photograph.) `C3. Elevation — Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A , AR/AE, , AR/A1 -A30, AwAH,.AR/AO completed -see . Complete Items C3a -t below according to the building diagram specified in Item C2. State the datum used. the datum used for the BFE In Section B, convert the datum to that used for the BFE. Show field measurements and datum conversi on calculation.' Use the space provided or the Comments area of Section D or Section 0, as a If the datum Is different from • Datum 4144_49. Conversl n/Comments I s , appropriate, to document the datum conversion. Elevation reference mark used t. 0 U N T Y _ Does the elevation reference mark used appear on the FIRM? ❑ a) Top of bottom floor (Including basement or enclosure) 12 , ft.(m) �_1 Yes No ❑ b) Top of next higher floor ❑ c) Bottom of lowest horizontal structural member (V zones only) 1 0 d) Attached garage (top of slab) ❑ e) Lowest elevation of machinery and /or equipment servicing the building ❑ f) Lowest adjacent grade (LAG) 10 .(0S R.(m) ❑ g) Highest adjacent grade (HAG) � 0 • R.(m) • ❑ h) No. of permanent openings (flood vents) within 1 R. above adjacent —=- ft.(m) 1 O I) Total area of all permanent openings (flood vents) In C3h SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by.law to certify elevation Informal ! certify that the Information in Sections A, B, and C on this certificate I understand that an false statement ma be r unishab/e b fine or im�sonment under 18 U.S. t Interpret the data available. Code, Section 1001. Ion CERTIFIE NAME , W • C : R ' LICENSE NUMBER :►D PLS #1 TITLE ADDRESS 9245 NATURE u V 0 COMPANY NAME 161 44TH STRE T MIAMI STAT ZI FLORD g Sq5 NOVERM 27TH' 2000 TELEP - FFMA Fnrm R1 -11 Al Ir; qq 83. STATE t p- 89. BASE FLOOD ELEVATION(S) (Zone AO, use depth of flooding) nI sq. In. (sq. cm) CFF PF\ /Fpcp CIr1F Fr1R f:r1NTINl IATI(1N RFPI 4(:FC Al 1 GF}F \ /Ir11 FrIITIr1NC ,�..,�, = S/.�E TCH O Si.../1 l V Y i E_QatSESCRIPTIQN •, _or 5 and the :^/esT /2 of Lot 5, Block 10; AMENDED PLAT 1 JF MIAMI SHORES SECTION NO. 1, .t E' according to the plot thereof as re- =ended in Plat Book 10, Page 70, of • -- B � , ' • r 6 7' orrz. • he Public Records of Dade County, " ' lorido. 1 Y } 1 '• t C rot $rk'E C OC~'.T I ON S:. GI.E I "= = P ' r vey for: CLOUDMAN, Franklin and Barbera Gary B. Castel, Surveying 9561 S.W. 66 Street Miami, Florida 33173 li Q .1 oI 4. of -1- r.- C .c.„--7- _.— I ; _.: , NE /oi St- 57- DEFT HEREBY CERTIFY: That the attached SKETCH OF SURVEY of le above described property ie true correct as recently ,rveyed under my directlon,and•that there are no encroachments doss shown. • . • idress: 54 N.E.101 Street ,Miami Shores,Floridc 33138 Flood Zone: C ac ' Pvtirr, • Job' No.184 -627 • This survey meets the minimum technical stondards Os set forth by the :ale 1 = 20' Florida Board of Land Surveyors pursuant to Section 472.07, Florido Statutes. r r • w:)' (Wee J / I-IAJGC..J a. ,.42..rc4 0 R aglatarcd Surveyor Ho.3015 . Slate of Florida NOTE: Not valid unless teal emt47ssad • Date :3 �.�.�.. ��. .....e.���•,. .. .sd1.���... . w. nnvw�:. ��wa• a�. nsa. r. r ...,.................�.— ....�•� , t 6'Zt -/'77 - F,,r - Z • •I.! K :.as V PROVES AL I,aEER FL L'. / No PE '••83 All • •• VIIWAIM scale (drawn by AS NOTED I Mc c / / i / / / sheet 1 of 9 p •I.! K :.as V PROVES AL I,aEER FL L'. / No PE '••83 All • •• VIIWAIM scale (drawn by AS NOTED I Mc design by '(checked b VAC l vnc drawing no. 98 -172 sheet 1 of 9 t: 2.00" 1. 20 "h" HEADER 11/09/98 12:18 SCALE : 3" = V- 0" PRODUCT MARKING r- PRODUCT MARKING LOCATION 12.00" COVERAGE FULL PANEL 13.50" 2.00" 3® "U" HEADER (OPTIONAL LOCATION) 10 STORM PANEL SCALE : 3" = 1'- 0" t . t 185 Zo I[_'B307' (TYP _ 2.000 "l .122" SCALE : 3" = 1'- 0" SCALE : 3" = 1'- 0" GENERAL NOTES: 1. THIS SHUTTER SYSTEM IS DESIGNED IN ACCORDANCE WITH THE SOUTH FLORIDA BUILDING CODE 1994 EDITION. 2. POSITIVE AND NEGATIVE DESIGN PRESSURE CALCULATIONS SHALL BE PERFORMED FOR SPECIFIC JOBS IN ACCORDANCE WITH ASCE 7 -88 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES". TABLES SHALL BE REFERENCED AT THE APPROPRIATE DESIGN LOADS. 3. STORM PANELS SHALL BE 20 GAUGE STEEL (t = .035 ") CONFORMING TO ASTM A653, STRUCTURAL QUALITY, GRADE 50, G60 GALVANIZED COATING. ALUMINUM EXTRUSIONS SHALL BE 6063 -T6, U.O.N. 4. PRODUCT MARKINGS SHALL BE WITHIN 12" OF ONE END OF THE PANEL WITH A MIN. OF ONE MARKING PER PANEL, AND SHALL BE LABELED AS FOLLOWS: STEELTECH INDUSTRIES, INC. MIAMI, FL DADE COUNTY PRODUCT CONTROL APPROVED 5. ALL BOLTS AND WASHERS SHALL BE GALVANIZED OR STAINLESS STEEL WITH A MINIMUM TENSILE STRENGTH OF 60 K.S.I. 6. TYPE I & II PANELS LESS THAN OR EQUAL TO 88" IN HEIGHT SHALL BE FASTENED AT OVERLAPS AT MIDSPAN W/ 1/4 -20 x 1" SIDEWALK BOLTS W/ DIE CAST ALUMINUM WASHERED WINGNUTS (SEE TYPICAL ELEVATIONS). TYPE I & II PANEL SPANS GREATER THAN 88" BUT LESS THAN 144 ", USE FASTENERS AT 1/3 SPANS. FOR TYPE I & 1I PANEL SPANS LESS THAN 33" FASTENERS ARE NOT REQUIRED. TYPE III & IV, NO BOLTS AT PANEL OVERLAPS ARE REQUIRED. 7. MATERIAL SPECIFICATIONS NOTED HEREIN ARE THE MANUFACTURER'S REPRESENTATION OF MATERIALS USED IN PRODUCT TESTING. 8. THE DETAILS AND SPECIFICATIONS SHOWN HEREIN REPRESENT THE PRODUCTS TESTED FOR IMPACT, CYCLIC AND UNIFORM STATIC AIR PRESSURE TESTING IN CONFORMANCE WITH DADE COUNTY PROTOCOLS PA 201, 203, AND 202. REFERENCE CONSTRUCTION TESTING CORPORATION (CTC) TEST REPORTS No. 95-007, No. 95 -026, 96-006 AND 96 -006R. 9. TOP & BOTTOM DETAILS SHOWN MAY BE INTERCHANGED AS FIELD CONDITIONS DICTATE. PANELS MAY BE MOUNTED HORIZONTALLY WHERE APPLICABLE. 10. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. EMBEDMENT LENGTHS SHALL BE AS NOTED AND DO NOT INCLUDE STUCCO OR OTHER FINISHES. 11. AT LEAST ONE WARNING NOTE PER OPENING SHALL BE PLACED IN A CONSPICUOUS LOCATION ON ANY OF THE COMPONENTS OF STORM PANEL SYSTEM ADVISING THE HOME OWNER OR TENANT THAT THE STORM PANELS WILL NOT OFFER HURRICANE PROTECTION UNLESS ALL REINFORCING BOLTS ARE PROPERLY INSTALLED AS SHOWN ON THESE APPROVED DRAWING. 666" I , 2.016 75' 6.00" COVERAGE HORIZONTAL LEG OPTIONAL (LEFT OR RIGHT) ® OPTIONAL ANGLE ® ANGLE O O NI r HALF PANEL in N 2.00" -120" TYP. !VARIES: 5.25" MAX SCALE : 3" = 1'- 0" 1/4 -20 X 3/4" MIN. PUNCHED INTO ANGLE (SEE DETAILS FOR SPACING) © STUDDED ANGLE SCALE : 3" = 1'- 0" (ZAMAC 3 ALLOY) 7® WASHERED WINGNUT SCALE : HALF SIZE FASTENER @ 12" 0.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 100 PSF & ® 6" 0.C. FOR DESIGN LOADS GREATER THAN 100 PSF & LESS THAN C EQUAL TO 200 PSF. OVERLAP FASTENERS TYP. (GCE TOP MOUNT l(PERP. TO PANEL SPAN SECT ON r J m Q w W in 2 l7 z w J -J W Q a X Q (T Y TYPICAL ELEVATION - TYPE I 0 a► I 12" 1. { TYP TYPICAL ELEVATION - TYPE III 1/4" MAX. ' ./(- O NOTE # 6) —� ALUM. ANGLE CLOSURE PIECE: 1" x 2" x .125" MIN. TO 2" x 5" x .125" MAX. EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE) WIDTH UNLIMITED s BOTTOM MOUNT OVERLAP FASTENERS (SEE PLAN VIEW & NOTE 6) WIDTH UNLIMITED (PERP. TO PANEL SECTION SPAN TOP L (NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER FOR THESE MOUNTING CONDITIONS.) EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. (SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE) ALUM. ANGLE CLOSURE PIECE: CONTINUOUS FROM TOP TRACK THROUGH BOTTOM TRACK 1" x 2" x .125" MIN. TO 2" x 5" x .125" MAX. SECTION A A A SCALE: 1 - 1/2" = 1 TOP MOUNT OR DIRECT MOUNT MOUNT BOTTOM MOUNT w J Ca J Q Q Z w 0 w N 1 _ z 0 J J J Q Lai Z 1 Q d Lai X' V WIDTH UNLIMITED (PERP. T.0 PANEL SPAN BOTTOM MOUNT OR DIRECT MOUNT (TYF') L_ OVERLAP FASTENERS (SEE PLAN VIEW & NOTE 6) TYPICAL ELEVATION - TYPE I1 WIDTH UNLIMITED k7 (PERP. TO PANEL SPAN a i 12 TYP) U V V b SECTION A BOTTOM MOUNT OR DIRECT MOUNT TYPICAL ELEVATION - TYPE IV TOP MOUNT OR DIRECT MOUNT FASTENER dal 12" O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 100 PSF & ® 6" O.C. FOR DESIGN LOADS GREATER THAN 100 PSF & LESS THAN OR EQUAL TO 200 PSF. a 1 -1/2" MIN. 7---\ 4 -1/2" MIN. OVERLAP APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE C v DATF dLR.I' �.A e 0 3 19 I� BY PRODUCT C0NTfi0L DIVISION BUILDING CODE COMPLIANCE OFFI E ACCEPTANCE NO. pL - 0 .03 11/09/98 12:18 1 ' EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) GLASS OR DOOR EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE GLASS OR DOOR EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE ANGLE TO WALL DETAIL EMBED tn a W O w WALL MOUNT SECTION SCALE : 3" = 1' -O" FINISH MATERIAL STUCCO, AND /OR PLYWOOD FASTENER. SEE ANCHOR SCHEDULE, REF. CONNECTION TYPE 4" a 1/4 -20 MACHINE BOLT &NUT @12 "O.C. 1 SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) 0 CONT. (TYP. TOP & BOTTOM 0 CONT7\ N a } SCALE : 3" = 1' -0" FINISH MATERIAL STUCCO, AND /OR PLYWOOD FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION wIrYPE 2" FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION "TYPE 4" w J m 4 1- w w N 1- z w J J w 2 Q a. X Q z 1/4" MAX. PANEL TO ANGLE DETAIL L r® 1/4 -20 MACHINE BOLT & NUT (al 6" O.C. FASTENER. SEE REF. ONNECTION" 4" SIDE CLOSURE REQ'D. (SEE PLAN VIEW SEC. A /1) (MAX. DESIGN LOAD = -100 P.S.F. \ -100 P.S.F. J BUILD -OUT MOUNT SECTION GLASS OR DOOR SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) 1/4 -20 MACHINE BOLT & WINGNUT © 6" 0.C. FOR TYPE I & II AND @ 12" 0.C. FOR TYPE III & IV NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. 1/4" MAX. 1/4 -20 MACHINE BOLT & WINGNUT @ 6" 0.C. FOR TYPE I & II AND @ 12" 0.C. FOR TYPE III & IV SCALE : 3" = PLYWOOD AND STUCCO FINISH lir SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) GLASS OR DOOR FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION "TYPE 4" W000 FRAMING FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION "TYPE 3" WOOD CEILING/INSIDE Q3) MOUNT SECTION EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE , PLYWOOD AND STUCCO FINISH SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) 1/4" MAX. EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE ()CONT. GLASS OR DOOR WOOD FRAMING (TYP.) ANGLE TO WALL DETAIL WALL MOUNT SECTION SCALE : 3" = FASTENER. SEE REF H CONNECTION L " E TYPE 3" EDGE DIST/ FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION'TYPE 3" CEILING/INSIDE MOUNT SECTION SCALE : 3" = 1' -0" 1/4" MAX. —USE REMOVABLE ANCHORS ONLY (al 6" 0.C. MAX. FOR TYPE I & II AND @ 12" 0.C. MAX. FOR TYPE III & IV, BUT DO NOT EXCEED ANCHOR SCHEDULE SPACING. FASTENER SEE ANCHOR SCHEDULE REF. CONNECTION TYPE 1" (LOCATE FASTENER IN NARROW PORTION OF KEYHOLE SLOT) 1/4" MAX. 1/4 -20 MACHINE BOLT & WINGNUT (al 6" 0.C. FOR TYPE I & II AND @ 12" 0.C. FOR TYPE III & IV PANEL TO ANGLE DETAIL EXISTING STUCCO FINISH (TYP.) 1/4 -20 MACHINE BOLT & WINGNUT (a� 6" 0.C. FOR TYPE I & II AND © 12 0.C. FOR TYPE III & IV w z w APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT T C- 2w�ln vt o 3 BY o . 4, . PRODUCT COW: WI. DIV:S:ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO.L .0 � W W N Z Q <0 � Q C W O LU N at. ac8 AS NOTED ( design by i VJK v T co Q Z� t M a 0. • l F in O LJ VJ. K PROFESSIO AL E WEER FL LI No: PE I. - 83 A \1it • ♦ • • 00/00/$8 drawn by l MC [ chinked by l VJK drawing no. 98 -172 C •ba.t 2 of 9 V.J. ■ •- 11 PROFESSIONAL O MEER FL Lie - e No PE e.10. 4 • Fir Arm drown by MC design by chocked by] VJK VJK drawing no. 98 -172 *hest 3 of 9 • SEE ' MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) 11/09/98 12:18 GLASS OR DOOR PLYWOOD AND STUCCO FINISH 2" x 6" P.T. WOOD BLOCKING 1/4 -20 S.S. BOLT & WINGNUT @ 12" O.C. SCALE : 3" = 1' -0" MIN. 2" x 2" x .125" MAX. 4" x 4" x .125" CONT. 6063 -T6 ALUM. ALLOY OR 18 GAGE GALV. STEEL ANGLE CORNER DETAIL O SCALE : 3" = 1' -0" STORM PANEL f` lD z w J — J w z 4 Q. 4 �CONT. E (MAX. DESIGN LOAD It 72 PSF) NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. WALL MOUNT SECTION (BOTTOM) FOR WOOD BLOCKING USE 1/4"0 S.S. LAG SCREW W/ 1 -1/2" PENETRATION INTO WOOD BLOCKING @ 12" O.C. TWO 1/4 "0 S.S. LAG SCREW CO 24" O.C. MAX. W/ 1 -3/4" PENETRATION IN CENTER OF STUDS STORM PANEL THREE 1/4"115 WOOD LAG SCREWS W/ 2 -1/2" MIN. EMBED. @ 24" O.C. MAX. CONT. 6" x .250" ALUM. PLATE ACROSS W000 JOIST OR ROOF TRUSS PROVIDE CONT. PLATE WHERE TRACK ENDS BETWEEN TRUSSES GLASS OR DOOR 1/4 -20 MACHINE BOLT & WINGNUT Cal 6" 0.0 FOR TYPE I &II AND CO 12" O.C. FOR TYPE III & IV ©CONT. SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED (TABLE 2) (MAX. DESIGN LOAD _ 72 PSF) SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) 06 CONT. 1/4 -20 MACHINE BOLT & NUT @ 12" O.C. CONT. (TYP. OP & BOTTOM `O SOFFIT CONNECTION DETAIL I SCALE : 3" = 1' -0" FASTENER. SEE ANCHOR SCHEDE REF. CONNECT ON "TYPE 4' FINISH MATERIAL STUCCO, AND /OR PLYWOOD EXISTING CONCRETE, SEE MIN. STORM HOLLOW BLOCK OR PANEL SEPARATION WOOD FRAMING. SEE FROM GLASS SCHED. ANCHOR SCHED. BASED (TABLE 2) ON TYPE OF STRUCTURE SIDE CLOSURE REQ'D. (SEE PLAN VIEW SEC. A / 1) GLASS OR DOOR NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANELS. O ALT. BUILD -OUT MOUNT SECTION G SCALE • 3" = 1" -0" EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE ,- WOOD ROOF TRUSS OR FRAMING MEMBER #14 SMS BETWEEN TRUSSES @ 12" O.C. FINISH MATERIAL STUCCO, AND /OR PLYWOOD 1/4" MAX. O / x L7 z w -J J W z 4 a X 4 w -J 4 t ✓ w N 1/4 -20 MACHINE BOLT & WINGNUT @ 6" O.C. FOR TYPE I & II AND @ 12" O.C. FOR TYPE III & IV SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED (TABLE 2) USE REMOVABLE ANCHORS ONLY @ 6" O.C. MAX. FOR TYPE I & II AND @ 12" O.C. MAX. FOR TYPE III & IV, BUT DO NOT EXCEED ANCHOR SCHEDULE SPACING. FASTENER SEE ANCHOR SCHEDULE REF. CONNECTION °TYPE 1e (LOCATE FASTENER IN NARROW PORTION OF KEYHOLE SLOT) EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE SCALE : 3" = 1' -0" FINISH MATERIAL STUCCO, AND /OR PLYWOOD r--FASTENER. SEE / ANCHOR SCHEDULE, / REF. CONNECTION "TYPE 4" 2" x 3" x 1/8" CONT. ANGLE OR 2" X 5" x 1/8" ANGLE 6063 -T6 ALUM. W/ 1/4" 0 THRU BOLT TO HEADER © 12" O.C. 1/4" MAX. 1/2' O DIRECT MOUNT DETAIL H SCALE : 3" = 1' -0" FINISH MATERIAL STUCCO, AND /OR PLYWOOD AP OVED AS COMPLYING WITH T1 SOUTH FLORIDA BUILDING CODE Gc/ (MAX. DESIGN LOAD ± 72 PSF IV I 19 `D BY I'i.e� ANGLE BUILD -OUT PRODUCT CONTRBC D!VIS:ON BUILDING CODE COMPLIANCE OFFJE ACCEPTANCE NO .q $ - 09 1.3 . U z , W F r Q � U 00 O if (,)• w a - w of = U_ > > w " N w z w 4 0 CC 0 -J LL V z a O. " f 4 E W 0 4 z w O F .t • 0 0 o. '0 .o s taJ 4 0 CC W 0 7 -J -J 1- LL N o• m 0 m E 4 o W W Z ZD. J CC O 0 (--1 0 LU N A • • 0 BEAM SCHEDULE DESCRIPTION PANEL LENGTH BEAM SPAN 2" X 5" Tw = .125" If = .125" 5 . -0 ,. 9 ' -5 .. 8' -0" 8' -1" m 11/09/98 12:19 ii X111„ Il ' i I n11 ' r I MA1111; ` �;1 ; �EIs MIN. 1/2" EXISTING CONCRETE OR HOLLOW BLOCK SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE 1 -1/2" 5" TO 10" SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) 1/4 "0 THRU BOLT ANGLE TO ANGLE CONNECTION @ 12" 0.C. 2" x 2" x .093" STUDDED ANGLE EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE WOOD FRAMED POCKET CLOSURE FOR SLIDING DOOR PLYWOOD & STUCCO FINISH O ANGLE BUILD -OUT SCALE : 3" . 1' -0" (MAX. DESIGN LOAD ± 72 PSF) O POCKET DOOR DETAIL L SCALE : 3" = 1' -0" tUr FASTENER. SEE ANCHOR SCHEDULE, REF. CONNECTION TYPE 4" NOTES THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. 1/2 -13 MACHINE SCREW NUT 1/2 "0 POWERS RAWL CALK -IN @ 12" O.C. W/ 1/2 -13 MACHINE SCREW 2 "x3 "x1/8" OR2 "x 5" x 1/8" CONT. ANGLE 6063 -T6 ALUM. (TYP. TOP & BOTTOM) SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) GLASS OR DOOR 2" x 2" x .093" ALUM. STUDDED ANGLE 2" x 3" x 1/8" CONT. 6063 -T6 ALUM. ANGLE W/ 1/4" 0 THRU BOLT TO HEADER @ 12" 0.C. 1/4" MAX. J W z a 0 X 4 0 o 1— L7 z w J EXISTING CONCRETE OR HOLLOW BLOCK SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE J 104�' ' C J= 1» / _ #12 SMS r 1 @12 "O.C.- EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED - \---- 2" x 2" x 1/8" CONT. ALUM. ANGLE 6063 -T6 ON TYPE OF STRUCTURE (MAX. DESIGN LOAD s 72 PSF) M O "PASS THRUM DETAIL SCALE : 3" _ -O" FINISH MATERIAL, STUCCO AND /OR PLYWOOD ALT. LEG DIRECTION TWO -1/4 "0 THRU BOLTS 2 "x3 "x1 /4'x 0' -8" 6063 -T6 ALUM. ANGLE THREE 5/16"O POWERS RAWL CALK -IN @ 3 -1/8" O.C. W/ 1 MIN. EMBED. IN CONC. OR HOLLOW BLOCK W/ 3 -3/4" MIN. EDGE DIST. (MAX. DESIGN LOAD x 72 PSF) HEADER MOUNT DETAIL SCALE : 3" = 1' -0" "; i 3/4" PLYWOOD 2 "x4 "x1 /8 "CONT. ALUM. TUBE (6063 -T6) 1/4"0 POWERS RAWL CALK -IN @ 5" O.C. WITH 7/8" MIN. EMB. IN CONC. OR HOLLOW BLOCK OR 1/4"0 LAG SCREW @ 12" O.C. W/ 1 -1/2" MIN. EMB. IN W000. WOOD SHALL BE OF SPECIFIC GRAVITY G OF 0.55 OR GREATER "C' 1/2"0 THRU BOLT @ 12" O.C. 1/4 "0 POWERS RAWL CALK -IN @ 12" O.C. WITH 7/8" MIN. EMB. IN CONC. OR HOLLOW BLOCK OR 1/4 "O LAG SCREW 24" O.C. W/ 1 -1/2" MIN. EMB. IN WOOD. WOOD SHALL BE OF SPECIFIC GRAVITY G OF 0.55 OR GREATER ALUM. BEAM (SEE BEAM SCHEDULE BELOW FOR BEAM DESCRIPTION & MAX. HORIZONTAL SPANS) -J w z Q a X a 0 II H l7 z W J SEE MIN. STORM PANEL SEPARATION FROM GLASS SCHED. (TABLE 2) 2" x 2" x .093" STUDDED ANGLE MAX. 1/8" TILE FINISH MATERIAL EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE EXISTING CONCRETE 1/4 "0 STUD @ 12" O.C. OR HOLLOW BLOCK SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE 11". x 3" I 2" x 3" x .055" 6063 -T6 ALUM. TUBE FINISH MATERIAL, STUCCO AND /OR PLYWOOD I NOTES THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. (MAX. DESIGN LOAD ± 72 PSF) EDGE MOUNT DETAIL SCALE : 3" =1-0" 1" OR 2" © HEADER MOUNT DETAIL SCALE : 3" = 1' -0" 5/16" 0 POWERS RAWL CALK -1N @ 5" O.C. W/ 1" MIN. EMB. INTO CONC. OR HOLLOW BLOCK. 2" x 5" x 1/8" CONT. ANGLE 6061 -T6 ALUM. W/ APPROVED AS COMPLYING 'NITH THE SOUTH IFLORIDA ' BUILDING CODE DAT 0. 03 lg�.� 3Y PRODUCT CON 01 DiVSi0 BUILDING CODE Q COMPLIANCE OFFICE ACCEPTANCE NO - 4 C C '09 2 .3 t9 5 � FASTENER. SEE ANCHOR SCHEDULE. REF. CONNECTION "TYPE 2" 1/4" MAX. _�1/2" MAX. W J a H w w In U z U3 W 1` 0 0) 0) ca V w N W z LU LU N z J CC <0 WI— . cn C7 W N � K POOH; 5 JAL GNEER FL co se No: PE b0 •989 scale AS NOTED design by VJK N 1- F a V 0 a x W N W z a 1- z } a i 0 V (drawn by l !K (checked by l VJK droving no. 98 -172 4. of 9 BEAM SCHEDULE DESCRIPTION PANEL LENGTH BEAM SPAN 2" x 5" Tw = .125" Tf = .125" 5' -O" 9' -5" 8' -0" 8' -1" O TRAP MOUNT DETAIL R SCALE : 3" = 1-0" 11/09/98 12:20 EXISTING CONCRETE OR HOLLOW BLOCK. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE FINISH MATERIAL STUCCO, AND /OR PLYWOOD FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION "TYPE 3" 1/4 " -20 STUD & WING NUT dal 6" O.C. FOR TYPE I & 11 AND @ 12" O.C. FOR TYPE III & IV 2" x 5" MAX. x .093" STUDDED ANGLE 11 x 2 I x .055" 6063 -T6 ALUM. TUBE 2' x 2' FINISH MATERIAL STUCCO, AND /OR PLYWOOD EXISTING CONCRETE OR HOLLOW BLOCK. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION 'TYPE 1' vv- I2 "MIN. _ 1/4 " -20 STUD & I- Q WINGNUT, PANEL z.- PANEL TO ANGLE CONNECTION @ 6" O.C. )" OR 2" x 5" MAX. x .093" STUDDED ANGLE O S ALT. TRAP MOUNT DETAIL SCALE : 3" = 1' -0" -.-- ,rte- -r 2" x 2" x .093" STUDDED ANGLE 1/4 "415 MACHINE BOLT NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. O 2" x 2" ALUM. TUBE BUILD -OUT SCALE : 3" = 1' -0" EXISTING CONCRETE OR HOLLOW BLOCK. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE FINISH MATERIAL STUCCO, AND /OR PLYWOOD FASTENER. SEE ANCHOR SCHEDULE REF. CONNECTION "TYPE 3" FINISH MATERIAL STUCCO, AND /OR PLYWOOD THREE 5/16 "95 POWERS RAWL CALK -IN @ 3 -1/8" O.C. W/ 1 MIN. EMBED. IN CONC. OR HOLLOW BLOCK W/ 3 -3/4" MIN. EDGE DIST. w w =J I m a Z1— W J 2" x 2" x .093" STUDDED ANGLE 1/4 " -20 STUD & WING NUT C 6" O.C. FOR TYPE 1 & 11 AND @ 12" O.C. FOR TYPE III & IV NOTE: THIS DETAIL MAY BE USED AT TOP OR BOTTOM OF PANEL. (MAX. DESIGN LOAD t 72 PSF) O STORM PANEL SUPPORT BEAM T SCALE : 3" = 1' -0" 1/ 4" THRU BOLT © 12" O.C. ANGLE TO ANGLE CONNECTION 2" x 3" 2 "x4" x1/8" 2" x 5" 6063 -T6 ANGLE 2" x 2 "x .093" STUDDED ANGLE FASTENER. SEE ANC`-IOR SCHEDULE, REF. CONNECTION 'TYPE 3' EXISTING CONCRETE OR HOLLOW BLOCK. SEE ANCHOR SCHED. BASED ON TYPE OF STRUCTURE 2" MIN. EDGE DIST. SCALE : 3" = 1' -0" #12 SMS @ 12" O.C. \- 2" x 3" x 1/4" x 0' -8" 6063 -T6 ALUM. ANGLE TWO -1/4 "0 THRU BOLTS ALT. LEG DIRECTION 2 By ALUM. BEAM (SEE BEAM SCHEDULE BELOW FOR Tf BEAM DESCRIPTION & MAX. HORIZONTAL SPANS) 1/4 " -20 STUD & WING NUT @ 6" O.C. FOR TYPE I & U t AND @ 12" O.C. FOR TYPE III & IV NON- STRUCTURAL 2" x 2" x .093" STUD ANGLE APPROVED AS COMPLYING WITH THE NOTE: THIS DETAIL MAY BE USED ?ST ,ITTH FLORIDA BUILDING CODE TOP OR BOTTOM OF PANEL. DAT: STORM PANEL BUILD -OUT PRODUCT CONT 0L 01VIS.0:v BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO Y < - 9g2 3 -05" W Z Z O- ct J CC <0 01— C9 w O LV CV v_. u PR WE SSI2N'L !)iUN ER /. . FL L,ican %e No: F'E 04109983 (design by l VA( CN 47 co cr) co CD u to c7 drawn by MC checked byi VJKI drawing no. 98 -172 sheet 5 of 9 NEGATIVE DESIGN LOAD W (PSF) TYPE I TYPE II TYPE III TYPE IV "U" & "H" HEADERS WITH STUD SILLS @ 6" 0.C. OR "F" TRACK WITH BOLTS @ 6" 0.C. -Ar FOR STUDDED ANGLE MOUNTS, "F" TRACK MOUNTS W/ STUDS @ 6" 0.C. & DIRECT MOUNTS W/ ANCHORS @ 6" O.C. (TOP & BOTTOM) "U" & "H" HEADERS WITH STUD SILLS @ 12" 0.C. OR "F" TRACK WITH BOLTS @ 12" O.C. -ate -Ar FOR STUDDED ANGLE MOUNTS, "F" TRACK MOUNTS W/ STUDS @ 12" 0.C. & DIRECT MOUNTS W/ ANCHORS @ 12" O.C. MAX. (TOP & BOTTOM) ic fc L MAX. (FT -IN) L MAX. (FT -IN) L MAX. (FT -IN) L MAX. (FT -IN) 30.0 8 -8 12 -0 8 -8 12 -0 40.0 8 -8 11 -10 8 -8 11 -6 50.0 8 -8 11 -1 8 -8 10 -3 60.0 8 -8 10 -2 8 -8 9 -4 70.0 8 -8 9 -5 8 -8 8 -8 80.0 8 -6 8 -9 8 -1 8 -1 90.0 8 -0 8 -3 7 -2 7 -8 100.0 7 -4 7 -10 6 -6 7 -3 110.0 6- 8 7- 6 5- 10 6- 11 120.0 6 -2 7 -2 5 -5 6 -7 130.0 5 -7 6 -10 5 -0 6 -4 140.0 5 -3 6 -7 4 -7 6 -1 150.0 4 -10 6 -5 4 -3 5 -11 160.0 4 -7 6 -2 4 -0 5 -9 170.0 4 -4 5 -10 3 -9 5 -7 180.0 4 -0 5 -6 3 -7 5 -5 190.0 3 -10 5 -3 3 -5 5 -3 200.0 3 -8 4 -11 3 -3 4 -11 210.0 3- 6 4- 9 3- 1 4- 9 220.0 3 -4 4 -6 2 -11 4 -6 230.0 3 -2 4 -4 2 -9 4 -4 POSITIVE DESIGN LOAD (PSF) ACTUAL SHUTTER SPAN (L) (FT -IN) MINIMUM SEPARATION FOR INSTALLATIONS 30' OR LESS ABOVE GRADE (INCHES) MINIMUM SEPARATION FOR INSTALLATIONS GREATER THAN 30' ABOVE GRADE (INCHES) 30.0 5 - 0 2 -5/8 1 -1/8 7 - 4 2 -5/8 1 -3/8 11 - 3 1/2 2 -7/8 2 -1/4 12 - 0 3 -1/4 2 -5/8 40.0 5 - 0 2 -5 /8 1 -1/8 7 - 4 2 -5/8 1 -3/8 11 - 3 1/2 2 -7/8 2 -5/8 11 - 10 3 -1/4 3 50.0 5 - 0 2 -3/4 1 -1/8 7 - 4 2-3/4. 1 -1/2 11 - 2 3 3 60.0 5 - 0 2 -5/8 1 -1/4 7 - 4 2 -5/8 1 -1/2 10 - 8 3 3 70.0 5 - 0 2 -5/8 1 -1/4 7 - 4 2 -5/8 1 -5/8 10 - 3 3 3 80.0 5 - 0 2 -5/8 1 -1/8 7 - 4 2 -5/8 1 -5/8 9 -11 3 3 90.0 4 - 0 2 -5/8 1 -1/8 7 - 4 2 -5/8 1 -3/4 9 - 7 3 3 100.0 4 - 0 2 -5/8 1 -1/8 7 - 4 2 -5/8 1 -7/8 9 - 1 3 3 110.0 4 - 0 2 -5/8 _ 1 -1/8 7 - 4 2 -5/8 1 -1/2 8 - 8 3 3 120.0 4 - 0 2 -5/8 1 -1/8 7 - 4 2 -5/8 1 -1/2 8 - 4 2 -7/8 2 -5/8 V.J. Ki! • PROFESS • AL GINEER L L• ,e r' e No PE ; 1 . 83 A. ••• jib •� • scale drawn by AS NOTED NC design by by] . [checked VAC l VJK drawing no. 98 -172 6 of 9 11/09/98 12:21 TABLE 1 - STORM PANEL SCHEDULE TABLE 1 AND 2 NOTES: 1. ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAX. ALLOWABLE STORM PANEL SPAN. 2. FOR DESIGN LOADS BETWEEN TABULATED VALUES, USE NEXT HIGHER LOAD OR LINEAR INTERPOLATION MAY BE USED TO DETERMINE MAX. ALLOWABLE STORM PANEL SPANS. 3. ENTER TABLE 2 WITH POSITIVE DESIGN LOAD TO DETERMINE MIN. STORM PANEL SEPARATION FROM GLASS. 4. 'or = FOR TYPE I & II - BOLTS REQUIRED @ MIDSPAN TO HOLD PANEL SEAMS TOGETHER. lie = FOR TYPE III & IV - NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER. TABLE 2 - SEPARATION FROM GLASS SCHEDULE APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DATE LA6A O. 1 ot BY PRODUCT CO?•!TTOL DIVIS'ON BUILDING CODE COMPLIANCE OFFICE G .CCEPTANCE NC f?' Oa a3 -05 W LU Z a. J CC C U) � O N N a 1 1 1 P 11/09/98 12:21 TABLE 1 - STORM PANEL SCHEDULE TABLE 1 AND 2 NOTES: 1. ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAX. ALLOWABLE STORM PANEL SPAN. 2. FOR DESIGN LOADS BETWEEN TABULATED VALUES, USE NEXT HIGHER LOAD OR LINEAR INTERPOLATION MAY BE USED TO DETERMINE MAX. ALLOWABLE STORM PANEL SPANS. 3. ENTER TABLE 2 WITH POSITIVE DESIGN LOAD TO DETERMINE MIN. STORM PANEL SEPARATION FROM GLASS. 4. 'or = FOR TYPE I & II - BOLTS REQUIRED @ MIDSPAN TO HOLD PANEL SEAMS TOGETHER. lie = FOR TYPE III & IV - NO BOLTS REQUIRED TO HOLD PANEL SEAMS TOGETHER. TABLE 2 - SEPARATION FROM GLASS SCHEDULE APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DATE LA6A O. 1 ot BY PRODUCT CO?•!TTOL DIVIS'ON BUILDING CODE COMPLIANCE OFFICE G .CCEPTANCE NC f?' Oa a3 -05 W LU Z a. J CC C U) � O N N a FASTENER SPACING ANCHOR SCHEDULE LOADS AND SPANS (INCHES) REQUIRED FOR VARIOUS DESIGN AS NOTED MC ANCHOR TYPE LOAD (W) PSF MA X. (SEE NOTE 1) MIN. 3/4° EDGE DISTANCE SPANS UP TO 5• -0•• (SEE NOTE 1) SPANS UP TO 8' -6" (SEE NOTE 1) SPANS UP TO 12' -0" (SEE NOTE 1) 1 CONNECTION 2 TYPE 3 4 5 1 CONNECTION 2 TYPE 3 4 5 1 CONNECTION 2 TYPE 3 4 5 48.0 12 12 12 12 12 12 12 9 12 12 12 6 6 12 12 � M111111111Ullltllll111111t1+' 1/4 "0 WOOD LAG SCREW W/ 1 - 3/4" THREAD PENETRATION (SHEAR PARALLEL TO GRAIN) 62.0 12 12 12 12 12 12 7 7 12 12 12 5 6 12 11 72.0 12 12 10 12 12 12 5 6 12 12 12 5 6 12 11 92.0 12 9 8 12 12 12 5 6 12 11 12 5 6 12 11 200.0 12 5 6 12 11 12 5 6 12 11 12 5 6 12 11 I 48.0 12 12 12 12 12 _ 12 12 7 12 12 12 6 5 12 12 ML 1111111111111111111111111111> 1/4 "O WOOD LAG SCREW W/ 1 - 3/4" THREAD PENETRATION (SHEAR PERPENDICULAR • TO GRAIN) 62.0 12 12 9 12 12 12 7 5 12 12 12 5 4 12 11 72.0 12 12 8 12 12 12 5 4 12 12 12 5 4 12 11 92.0 12 9 6 12 12 12 5 4 12 11 12 5 4 12 11 200.0 12 5 4. 12 11 12 5 4 12 11 12 5 4 12 11 - odww.m 1/4 "0:0 ELCO MALE/ FEMALE "PANELMATE" W/ 1 - 7/8 MIN. EMBEDMENT & 1/4 - 20 MACHINE SCREW WITH NUT 48.0 12 12 12 12 12 12 12 12 12 12 12 7 9 12 12 62.0 12 12 12 12 12 12 8 9 12 12 12 6 8 12 12 72.0 12 12 12 12 12 12 6 8 12 12 12 6 8 12 12 92.0 12 10 11 12 12 12 6 8 12 12 12 6 8 12 12 200.0 12 6 8 12 12 12 6 8 12 12 12 6 8 12 12 7/16 W000 W/ 5/8" AND EDGE 48.0 12 12 12 12 12 12 5 7 12 12 10 3 5 10 8 11,1 ,,,,, 62.0 12 12 9 12 12 11 3 5 11 11 9 j 4 9 5 "� BRASS BUSHING EMBED. 3/4" MIN. DISTANCE 72.0 12 7 8 12 12 10 %� 4 10 6 9 , 4 9 5 92.0 12 4 6 12 12 9 / 4 9 5 9 4 9 5 200.0 9 4 9 5 9 / 4 9 5 9 // 4 9 5 KNEZEVICH & ASSOCIATES, INC. CONSULTING ENGINEERS • PROOUCT TESTING 641 MOKENA DRIVE•MIAMI SPRINGS, FLORIDA 33166 MIAMI (3051 883-9571 FT. LAUDERDALE (9541 677-9500 FAX. (3051 883-9572 COPYRIGHT 1998 KNEZEVICH & ASSOCIATES, INC. 1 i PROFESS • AL 7. ER FL L (an / Nu: PE ' ' if: 83 .fir 9 19' iiiWA *cal• drawn by AS NOTED MC design by (checked by VJK l VAC drawing no. 98 -172 sheet 7 of 9 0 11109/98 12: 21 • ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 6. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6. WHERE EXISTING STRUCTURE IS WOOD FRAMING, W000 FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE W000 FRAMING MEMBERS, NOT PLYWOOD. 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) WOOD STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING. W000 STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 8. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. 9. DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. * DESIGNATES ANCHOR WHICH ARE REMOVABLE BY REMOVING WASHERED WINGNUT, NUT OR MACHINE SCREW. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE CAT I� J BY r ..� �` PRODUCT COX‘. DIV :S :ON SUILD;NG CODE COMPLIANCE OFFICE ACCEPTANCE NO. T5 c ). - 6 T W LU N Z J CC <0 C .co CD ow Ny 0 • P e O 11109/98 12: 21 • ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 6. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6. WHERE EXISTING STRUCTURE IS WOOD FRAMING, W000 FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE W000 FRAMING MEMBERS, NOT PLYWOOD. 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) WOOD STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING. W000 STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 8. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. 9. DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. * DESIGNATES ANCHOR WHICH ARE REMOVABLE BY REMOVING WASHERED WINGNUT, NUT OR MACHINE SCREW. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE CAT I� J BY r ..� �` PRODUCT COX‘. DIV :S :ON SUILD;NG CODE COMPLIANCE OFFICE ACCEPTANCE NO. T5 c ). - 6 T W LU N Z J CC <0 C .co CD ow Ny FASTENER SPACING (INCHES) ANCHOR SCHEDULE LOADS AND SPANS REQUIRED FOR VARIOUS DESIGN OO /OO /sa ANCHOR TYPE LOAD ( W ) PSF MAX. (SEE NOTE 1) MIN. 2" EDGE DISTANCE MIN. 3" EDGE DISTAICE SPANS UP TO 5 -0" (SEE NOTE 1) SPANS UP TO 8' -6" (SEE NOTE 1) SPANS UP TO 12' -0" (SEE NOTE 1) SPANS UP TO 5 -0 " (SEE NOTE 1) SPANS UP TO 8' -6" (SEE NOTE 1) SPANS UP TO 12' -0" (SEE NOTE 1) 1 CONNECTION 2 TYPE 3 4 5 1 CONNECTION TYPE 2 3 4 5 1 CONNECTION 2 TYPE 3 4 5 1 CONNECTION 2 TYPE 3 4 5 1 CONNECTION 2 TYPE 3 4 5 1 CONNECTION TYPE 2 3 4 5 1/4'•0 1 - 1/4" (MIN. 48.0 12 12 12 12 12 12 6 7 12 12 12 3 5 12 9 12 12 12 12 12 12 8 12 12 12 12 4 8 12 11 6 2.0 12 12 10 12 12 12 4 6 12 12 11 3 5 11 6 12 12 12 12 12 12 5 9 12 12 12 3 7 12 7 :_11111111 ►11111111111111111111111W ITW TAPCON W/ MIN. EMBEDMENT Moo P.S.I. CONCRETE) 72.0 12 9 9 12 12 11 3 5 11 7 11 3 5 11 6 12 11 12 12 12 12 4 8 12 9 12 3 7 12 7 92.0 12 5 7 12 12 11 3 5 11 6 11 3 5 11 6 12 6 10 12 12 12 3 7 12 7 12 3 7 12 7 200.0 11 3 5 11 6 11 3 5 11 6 11 3 5 11 6 12 3 7 12 7 12 3 7 12 7 12 3 7 12 7 * m..,ve110,iatmvm> le I �' ° " °'' " " " "" 1/4". ELCO MALE/ FEMALE "PANELMATE" W/ 1 - 1/4 MIN. EMBEDMENT & 1/4 - 20 MACHINE SCREW (MIN. 3,00 P.S.I. CONCRETE) 48.0 12 12 12 12 12 12 5 7 12 12 11 3 5 11 8 12 12 12 12 12 12 6 8 12 12 11 3 6 11 8 6 2.0 12 12 9 12 12 112 3 5 12 12 10 / 4 i 10 5 12 12 11 12 12 12 3 6 12 12 10 � 5 10 5 72.0 12 8 8 12 12 10 j 4 10 6 10 � 4 10 5 12 8 9 12 12 10 / , 5 10 6 10 / 5 10 5 92.0 12 4 6 12 12 10 4 10 5 10 j/ 4 10 5 12 4 7 12 12 10 j 5 10 5 10 5 10 5 200.0 10 // 4 10 5 10 .. // 4 10 5 10 / 4 10 5 10 /// 5 10 5 10 �� 5 10 5 10 j/ 5 10 5 * REP 1/4 "O POWERS RAWL CALK - IN W/ 7/8" EMBEDMENT & 1/4 - 20 STAINLESS STEEL MACHINE SCREW (MIN. 3.000 P.S.I. CONCRETE) 48.0 12 12 12 12 12 12 12 10 12 12 12 6 7 12 12 12 12 12 12 12 12 12 12 12 12 12 8 12 12 12 62.0 12 12 12 12 12 12 7 8 12 12 12 5 7 12 11 12 12 12 12 12 12 9 12 12 12 12 7 11 12 12 72.0 12 12 12 12 12 12 5 7 12 12 12 5 7 12 11 12 12 12 12 12 12 7 12 12 12 12 7 11 12 12 92.0 12 9 9 12 12 12 5 7 12 11 12 5 7 12 11 12 12 12 12 12 12 7 11 12 12 12 7 11 12 12 200.0 12 5 7 12 11 12 5 7 12 11 12 5 7 12 11 12 7 11 12 12 12 7 11 12 12 12 7 11 12 12 (MIN. 48.0 12 12 11 12 12 12 5 6 12 12 10 �/ 4 10 7 12 12 12 12 12 12 6 10 12 12 12 3 7 12 9 j 62.0 12 11 9 12 12 11 3 5 11 11 9 j 4 9 5 12 12 12 12 12 12 4 8 12 12 11 3 6 11 6 1/4"0 NAIL MIN. 3.000 N. POWERS - N 1 C 1/8" EMBEDMENT P.S.I. CONCRETE) 72.0 12 7 7 12 12 9 �j 4 9 5 9 �// 4 9 5 12 9 11 12 12 12 3 6 12 7 11 3 6 11 6 92.0 12 4 6 12 12 9 4 9 5 9 4 9 5 12 5 9 12 12 11 3 6 11 6 11 3 6 11 6 200.0 9 /. 4 9 5 9 / 4 9 5 9 /4, 4 9 5 11 3 6 11 6 11 3 6 11 6 11 3 6 11 6 (MIN. 48.0 12 12 12 12 12 12 7 8 12 12,12 4 6 12 11 12 12 12 12 12 12 9 12 12 12 12 5 9 12 12 ta 11 ° ° °P 6 2.0 12 12 11 12 12 12 4 6 12 12 12 3 5 12 7 12 12 12 12 12 12 6 10 12 12 12 4 8 12 9 1/4 "ce DYNABOLT ANCHOR 2.100 ITW RED HEAD SLEEVE W/1 - 1/8" MIN. EMBED. P.S.I. CONCRETE) 72.0 12 10 9 12 12 12 3 5 12 8 12 3 5 12 7 12 12 12 12 12 12 4 9 12 10 12 4 8 12 9 92.0 12 6 7 12 12 12 3 5 12 7 12 3 5 12 7 12 7 12 12 12 12 4 8 12 9 12 4 8 12 9 200.0 12 3 5 12 7 12 3 5 12 7 12 3 5 12 7 12 4 8 12 9 12 4 8 12 9 12 4 8 12 9 BOLT 1. (MIN. il 1/4••0 RAWL & 1/4 IN. 2 2,000 48.0 12 12 12 12 12 12 11 10 12 12 12 6 7 12 12 12 12 12 12 12 12 12 12 12 12 12 7 12 12 12 62.0 12 12 12 12 12 12 7 8 12 12 12 5 6 12 10 12 12 12 12 12 12 8 12 12 12 12 6 11 12 12 - POWERS DROP - IN - 20 SIDEWALK (3/4••0 HEAD) W/ MIN. EMBEDMENT T PSI CONCRETE) 72.0 12 12 12 12 12 12 5 7 12 12 12 5 6 12 10 12 12 12 12 12 12 6 11 12 12 , 12 6 11 12 12 92.0 12 8 9 12 12 12 5 6 12 10 12 5 6 12 10 12 11 12 12 12 12 6 11 12 12 12 6 11 12 12 200.0 12 5 6 12 10 12 5 6 12 10 12 5 6 12 10 12 6 11 12 12 12 6 11 12 12 12 6 11 12 12 PROFES L F. NEER FL Lien • No PE 0I` =3 i _ a_ k __.. *-• OO /OO /sa scale by ,(drawn AS NOTED l MC design by checked by VJK VJK dr awing no. 98 -172 sheet 9 of 9 11/09/98 12:21 ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 6. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6. WHERE EXISTING STRUCTURE IS WOOD FRAMING, WOOD FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) WOOD STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING. WOOD STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 8. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. 9. �j DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. * DESIGNATES ANCHOR WHICH ARE REMOVABLE BY REMOVING WASHERED WINGNUT, NUT OR MACHINE SCREW APPROVED AS COMPLYING 'N;TH THE SOUTH FLORIDA BUILDING CODE DATF 4 3 19y`& By PRODUCT CON T ItOL DI V :SION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO E I, ( c "043 g o 11/09/98 12:21 ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 6. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6. WHERE EXISTING STRUCTURE IS WOOD FRAMING, WOOD FRAMING CONDITIONS VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) WOOD STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING. WOOD STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 8. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. 9. �j DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. * DESIGNATES ANCHOR WHICH ARE REMOVABLE BY REMOVING WASHERED WINGNUT, NUT OR MACHINE SCREW APPROVED AS COMPLYING 'N;TH THE SOUTH FLORIDA BUILDING CODE DATF 4 3 19y`& By PRODUCT CON T ItOL DI V :SION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO E I, ( c "043 g 11/09/98 12: 21 ANCHOR SCHEDULE FASTENER SPACING (INCHES) REQUIRED FOR VARIOUS DESIGN LOADS AND SPANS ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 6. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6. WHERE EXISTING STRUCTURE IS W000 FRAMING, WOOD FRAMING CONDITIONS VARY. HELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) WOOD STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING. WOOD STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 8. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS fN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. 9. DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. * DESIGNATES ANCHOR WHICH ARE REMOVABLE BY REMOVING WASHERED WINGNUT, NUT OR MACHINE SCREW. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT BY PRODUCT CO`, D V :s:ON BLUING CC C011PLJ NCE OFFi ACCEPTANCE NO, W N Q CL J CC <0 C� W oW N� 0 L L PROFESSI FL PE date a a 0 • o • o 2 - VJ KPIErZEVI NOV scale As NOTQn design by VJK AL J(GINEER cAnie No 93 ooiooi,e (drawn by ` MC checked byl VJK drawing no. 98 -172 sheet 9 of 9 ANCHOR TYPE LOAD ( W ) PSF MAX. (SEE NOTE 1) MIN. 2" EDGE DISTANCE MIN. 3" EDGE DISTANCE SPANS UP TO 5 -0" (SEE NOTE 1) SPANS UP TO 8' -6" (SEE NOTE 1) SPANS UP TO 12' -0" (SEE NOTE 1) SPANS UP TO 5' -0" (SEE NOTE 1) SPANS UP TO 8' -6" (SEE NOTE 1) SPANS UP TO 12' -0" (SEE NOTE 1) 1 CONNECTION 2 TYPE 3 4 5 1 CONNECTION 2 TYPE 3 4 5 1 CONNECTION 2 TYPE 3 4 5 1 CONNECTION 2 TYPE 3 4 5 1 CONNECTION 2 TYPE 3 4 5 1 CONNECTION 2 TYPE 3 4 5 . 12 12 8 12 12 9 3 4 9 9 6 6 . / A. 48.0 3 6 5 12 12 12 12 12 12 4 7 12 12 8 A 5 8 6 62.0 12 7 6 12 12 7 I 3 7 7 3 6 3 12 9 9 12 12 9 5 9 9 7 i 4 7 4 : �IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ►� 72.0 10 4 5 10 10 6 3 6 3 6 3 6 3 12 6 8 12 12 8 4 8 4 7 4 7 4 1/4"Sb ITW TAPCON W/ 1 - 1/4" MIN. EMBEDMENT 92.0 8% 4 8 8 6 3 6 3 6 3 6 3 10 3 6 10 10 7 4 7 4 7 4 7 4 200.0 6` 3 6 3 6 3 6 3 6 3 6 3 7 j� 4 7 4 7 4 7 4 7 4 7 4 twutticmuu,cum i ` I �� " " " "'' " "" 1/4"0 ELCO MALE/ FEMALE "PANELMATE" W/ 1 - 1/ 4 MI4. EMBEDMENT & 1/4 - 20 MACHINE SCREW WITH NUT 48.0 12 12 12 12 12 12 7 12 12 11 5 11 8 12 12 12 12 12 12 8 12 12 11 6 11 8 62.0 12 12 9 12 12 12 5 12 12 10 4 10 5 12 12 11 12 12 12 6 12 12 10 5 10 5 72.0 12 8 8 12 12 10 4 10 6 10 4 10 5 12 8 9 12 12 10 5 10 6 10 5 10 5 92.0 12 4 6 12 12 10 4 10 5 10 4 10 5 12 4 7 12 12 10 5 10 5 10 5 10 5 200.0 10 // / /// 4 10 5 10 4 10 5 10 4 10 5 10 / , /7 5 10 5 10 5 10 5 10 5 10 5 1 W1 1/4"0 RAWL w/ 7/8" & 1/4 STEEL MACHINE POWERS CALK EMBEDMENT STAINLESS 11 - IN SCREW 48.0 12 12 10 12 12 12 6 12 12 9 4 9 7 12 12 12 12 12 12 9 12 12 12 6 12 9 62.0 12 10 8 12 12 10 4 10 10 8 4 8 4 12 12 12 12 12 12 7 12 12 11 6 11 6 72.0 12 7 7 12 12 9 4 9 5 8 4 8 4 12 8 11 12 12 11 3 6 11 6 11 6 11 6 92.0 12 8, 4 1 5 4 12 8 12 4 8 8 r 4 4 8 8 4 4 8 8 4 4 8 8 4 4 12 11 5 ,' 8 6 12 11 12 6 11 11 6 6 11 11 6 6 11 11 6 6 11 11 6 6 200.0 48.0 12 12 8 12 12 9 5 9 9 6 3 6 4 12 12 12 12 12 11 7 11 11 8 5 8 6 62.0 12 7 6 12 12 7 3 7 7 5 3 5 3 12 9 9 12 12 8 5 8 8 7 4 7 4 1/4 "a RAWL NAIL - IN MIN. EMBEDMENT POWERS ZAMAC W/ 1 - 1/8" 72.0 10 4 5 10 10 6 3 6 3 5 3 5 3 12 5 8 12 12 7 4 4 7 4 7 4 92.0 8 jl 4 8 8 5 3 5 3 5 3 5 3 10 3 6 10 10 7 4 7 4 7 4 7 4 200.0 5 3 5 3 15 3 5 3 5 3 5 3 7 / 4 7 4 7 4 7 4 7 4 7 4 Will 1/4 "0 DYNABOLT AN 48.0 12 12 8 12 12 8 5 8 8 6 5 5 5% 4 rA M r 3 6 4 12 12 12 12 12 10 7 10 10 7 5 7 S I mu= 62.0 11 6 6 11 11 6 5 5 rA rOAr 3 6 6 3 5 3 12 8 9 12 12 8 7 /A 7 r, F 5 8 8 7 7 7 A WI is 4 7 3 ITW RED HEAD SLEEVE M I N EMBED / 72.0 9 4 5 9 9 3 5 3 3 3 5 5 3 3 12 9 5 3 8 6 12 9 12 9 4 4 7 7 4 3 4 4 7 7 3 3 92.0 7 / 4 7 7 3 5 3 200.0 5 / 3 5 3 5A 3 5 3 5 3 5 3 7 7 , 4 7 3 7 4 7 3 7 4 7 3 I- 48.0 12 12 12 12 12 12 11 12 12 12 12 6 11 12 12 12 12 12 12 12 12 11 12 12 12 12 6 11 12 12 1111111111111111111111111' 62.0 12 12 12 12 12 12 6 12 12 12 12 5 10 12 10 12 12 12 12 12 12 6 12 12 12 12 5 10 12 10 r SCREW Roo I 72.0 12 12 12 12 12 12 5 10 12 12 12 5 10 12 10 12 12 12 12 12 12 5 10 12 12 12 5 10 12 10 1/4 - 20 ITW EPCON EPDXY ANCHOR w/ S.S. MACHINE SCREW W/ 2" MIN. EMBED. 92.0 12 8 12 12 12 12 5 10 12 10 12 5 10 12 10 12 8 12 12 12 12 5 10 12 10 12 5 10 12 10 200.0 12 5 10 12 10 12 5 10 12 10 12 5 10 12 10 12 5 1C 12 10 12 5 10 12 10 12 5 10 12 10 11/09/98 12: 21 ANCHOR SCHEDULE FASTENER SPACING (INCHES) REQUIRED FOR VARIOUS DESIGN LOADS AND SPANS ANCHOR NOTES: 1. SPANS & LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE SHUTTER SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 6. 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE MATERIAL, ANCHOR TYPE AND EDGE DISTANCE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. 3. EXISTING STRUCTURE MAY BE CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR PROPER ANCHOR TYPE BASED ON TYPE OF EXISTING STRUCTURE AND APPROPRIATE CONNECTION TYPE. SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES WALL FINISH OR STUCCO. 6. WHERE EXISTING STRUCTURE IS W000 FRAMING, WOOD FRAMING CONDITIONS VARY. HELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2 "x4" (MIN.) WOOD STUD. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING. WOOD STUD SHALL BE "SOUTHERN PINE" G =0.55 OR GREATER DENSITY. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 8. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS fN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT), U.O.N. 9. DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. * DESIGNATES ANCHOR WHICH ARE REMOVABLE BY REMOVING WASHERED WINGNUT, NUT OR MACHINE SCREW. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA BUILDING CODE DAT BY PRODUCT CO`, D V :s:ON BLUING CC C011PLJ NCE OFFi ACCEPTANCE NO, W N Q CL J CC <0 C� W oW N� 0 L L PROFESSI FL PE date a a 0 • o • o 2 - VJ KPIErZEVI NOV scale As NOTQn design by VJK AL J(GINEER cAnie No 93 ooiooi,e (drawn by ` MC checked byl VJK drawing no. 98 -172 sheet 9 of 9 INSTALLER MODEL RETAIL MODEL DESCRIPTION" 93 83 24 GA. STEEL SKIN; 18 GA. STEEL END STIES 94 84A 24 GA. STEEL SKIN: 18 A. PAINTED STEEI END STILES DOOR HEIGHT BRACKET PLACEMENTS "L" lllG4lll d WM X4 RWIillml111RO1Adllml 17Q]1IQl103DWI � � MEamIIIm ■Iilll®I■ 60 IIME01■ 66 I 1 1III 58 (s8000 NOI103S 3Aii) n- g Non(1 • xWI r- •.■ II ill I 1 1III J 1 1 1 ] '1=2 2 ` .1111 111111 111 I (. q .Tommemalimm.......t.mmomme, J Fl I jillh I I I I 1 : i A 111 111 t. • • • 1 .W . ICI I CI I CI I . ■ ■ T ■ ■1 —i��� — — T MA . I�UK MtILjNI / -Q (FOUR SECTION DOORS) l •.■ I l J ♦ J �R J I jillh i I IF!: _ LOCATION OF OPTIONAL VENTS 1 - &MAXIMUM VENT OPENING: 60 IN' MAX. DOOR WIDTH ■ 9' 0" MODELS 83. 84A. 93. 94 END STILES ATTACHED TO DOOR SKIN WITH PATENTED TOG -L -LOC SYSTEM (TOP, BOTTOM, & CENTER) ONE INTERMEDIATE STILE BETWEEN EACH EMBOSS ATTACHED WITH TOG -L -LOC (TOP & BOTTOM) AND URETHANE ADHESIVE (ALONG CENTER) INSIDE Fl FVATION - A NOTE 1 DOORS 6'6' HIGH CONSIST OF (4) SECTIONS; (2) OF 21" & (2) OF 18 ". DOORS 7'0" HIGH CONSIST - OF 4 SECTIONS; 4 OF 21'. DOORS: 7'6" HIGH' CONSIST 'OF. 5 SECTIONS:. . 5 OF '18". DOORS 8'0" HIGH CONSIST OF 5 '.SECTIONS; 2 OF '21" . & (3) OF 18 ". NOTE 7 ;-SUPPORTING STRUCTURAL ELEMENTS SHALL BE DESIGNED BY "A REGISTERED PROFESSIONAL ENGINEER FOR WIND LOADS SHOWN ON THIS DRAWING. - X4" 13 GA. GALV. STEEL FLAG BRACKET. EACH FASTENED TO WOOD JAMB WITH (3) 5/16 "x1 -5/8" WOOD LAG SCREW.. TRACK CONFIGURATION 2" GALV. STEEL TRACK. TRACK THICKNESS: .060" HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUET) TYP. 2 -1/2 - x12 GA. GALV. STEEL TRACK BRACKET. SEE END HINGE DETAIL - SEE INTERMED. HINGE DETAIL TWO POINT LCCX; , INTO TRACK PER SFBC 3603.2 5/8" MIN. ENGAGEMENT (OPPOSITE SIDES O (S EE LOCK OPTIONS) - ALL DOOR MODELS ARE RAISED PANEL EMBOSS 2x6 WOOD JAMB 12 GA. GALV. STEEL TRACK BRACKET FASTENED TO W000 JAMB WITH ONE 5/16 "x1 -5/8" WOOD LAG SCREW PER BRACKET. PREPARATION OF JAMBS BY OTHFRS END STILES ATTACHED TO DOOR SKIN WITH PATENTED TOG -L -LOC SYSTEM (TOP. BOTTOM: & CENTER) ORE INTERMEDIATE STILE BETWEEN EACH EMBOSS ATTACHED WITH TOG -L -LOC (TOP & BOTTOM) AND URETHANE ADHESIVE (ALONG CENTER) 2" GALV. STEEL TRACK FASTENED TO TRACK BRACKETS. EACH BRACKET ATTACHED WITH ONE 1/4 "x5/8" BOLT & NUT QB TWO 1/4 RIVETS. ,IAMB CONFIGURATION A LOCATION OF OPTIONAL VENTS & MAXIMUM VENT OPENING: 60 IN' MAX. DOOR. WIDTH a 9' - 0" INSIDE ELEVATION SUDE BOLT LOCK ENGAGES INTO VERTICAL TRACK. ONE LOCK ON EACH SIDE OF DOOR. INSIDE SLIDE BOLT LOCK OPTION 2" STEEL ROLLER. INTER. STILE OUTSIDE HANDLE O KEIth LOCK LOCK BAR LQCKINO STOP MOULDING BY DOOR INSTALLER (TO SUIT) 20 GA MIN. GALV. STEEL ND STILE 20 GA. GALV. STEEI. INTER. STILE END STILE LOCK BAR GUIDE LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. INTER. STILE OUTSIDE KEYED HANDLE 18 GA. GALV. STEEL INTER. HINGE FASTENED TO CENTER STILE W/(4) EACH (14x5/8" SHEET METAL SCREWS. 7/16" PUSHNUT INSTALLED ON ROLLER SHAFT FOR UNRES1RICTED DOOR OPERATION. 14 GA. GALV. STEEL END HINGE FASTENED TO END S14.ES W /(4) EACH 1 /4"x3 /4 SHEET " SEF TAPPING SCREWS (4) TWO POINT LOCKINs' INTO TRACK PER SFBC 3603.2 5/8' MIN. ENGAGEMENT (OP� SIDES R R) (SEE LOCK OPTIONS) SNAP LATCH ENGAGES ONTO VERTICAL TRACK. ONE SNAP LATCH ON EACH SIDE OF DOOR i 4 w1. ENO HINGE END STILE INSIDE HANDLE OUTSIDF KFYFD LOCK SNAP LATCH LOCK OPTION 24 GA. MIN. G -60 GALV. STEEL DRAWING QUALITY) WITH PRIMER AND BAKED -ON POLYESTER PAINTED TOP COAT APPLIED TO BOTH SIDES OF STEEL. (4) 114x5/8" SHEET METAL SCREWS (4) 1/4 - x3/4" SELF TAPPING SCREWS THE 2x6 VERTICAL WOOD JAMBS ARE TO BE GRADE 2 OR BETTER YELLOW PINE. NO LOAD IS TRANSFERRED TO THE HORIZONTAL (TOP) JAMB. ALL JAMB FASTENERS MAY BE (BUT NOT REQUIRED) COUNTERSUNK TO PROVIDE A FLUSH MOUNTING. SURFACE. 2x6 W000 JAMB CAN BE ANCHORED TO GROUT REINFORCED BLOCK WALL OR CONCRETE COLUMN. BLOCK CELLS SHALL BE FILLED WITH CONCRETE AND REINFORCED WITH CONTINUOUS 15 BAR EXTENDING INTO THE FOOTING AND INTO 11E BEAMS. ANCHORS CAN BE 1/4 "x1 -3/4" EMBED TAPCON CONCRETE ANCHORS STARTING AT NO MORE THAN 8" FROM BOTTOM AND 16" 0.C., DE WITH 3/8 "x4" (1 -3/4' EMBED) RAWL LOK /BOLT ANCHOR STARTING AT NO MORE THAN 8" FROM BOTTOM AND 24" 0.C. DESIGN ENGINEER: 3 /6 MARK W. WESTERFIELD FLORIDA REGISTRATION No. 48495 MECHANICAL ENGINEERING 13 GA INTERMEDIATE HINGE: 71 7 -8 -97 Ina Iim+lrl ADDEO MAXIMUM VENT OPENING r - 2" THICK S ECTION A - 12 CA GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W /(4) Q14x5/8" SHEET METAL SCREWS. SHIP LAP JOINTS. 14 GA. GALV. STEEL END HINGE. EACH FASTENED TO ENO STILES . W /(4) 114x5/8' SHEET METAL SCREWS & (4) 1/4" SELF ;..PFING SCREWS. At 2- 1/4'x20 GA. GALV. STEEL U -BAR. TWO U -BARS PER SECTION, EXCEPT 3R0 SECTION WHICH HAS ONE U -BAR. U -BARS MADE FROM 80 KSI STEEL EACH U - BAR ATTACHED W /(2) 1/4'x3/4" SELF TAPPING SCREW PER STILE. 13 GA. GALV. STEEL BOTTOM - BRACKET. ATTACHED W /(2) /14 x5/8 " SHEET METAL SCREWS. ALUMINUM EXTRUSION & VINYL WEATHERSTRIP. APPROVED AS COMPLYING WITH THE SOUTH FLORIDA :UILDING CODE DAT ' L[. . . / s.Z 000 BY // 0 � PRODUCT Cl 'DIV!S'ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO 00' 03 20. Of DESIGN LOADS: +42.0 PSF & -48.0 PSF. TEST LOADS: +63.0 PSF .& -72.0 PSF. Clopay Building Products Company CLOPAY BUILDING PRODUCTS COMPANY 312 WALNUT STREET SUITE 1600 CINCINNATI. OHIO 45202 (513) 381 - 4800 `."' PLOT 1..42 o.u. 11/18/96 WWI rt. LIWW IxOR11 I. • MROICAI6 MAMA, OM! [TIC. ':9011 x '8'0`H igionl a• 000R MODELS: 83. 84A, 93. 94 �i a Tll�s - B • i0t7pj -2i TtM OPENING HEIGHT = DOOR HEiGHT INSTALLER MODEL RETAIL MODEL DESCRIPTION' HEIGHT ° L" 93 83 24 GA. STEEL SKIN; 18 GA. STEEL END STI ;.ES 6' -6" 94 84A 24 GA, STEEL SKIN. 18 GA, PAINTED STEEL N' T I DOOR BRACKET PLACEMENTS HEIGHT ° L" 1 X2 3 X4 6' -6" 70' 3 -1 2' 10' 35' 60' 7' -0" 76 3 -1 2' 10" 38' 66 7 - • : TEED IIIMil Mi. 8 -0 88 3 -1 2 10 34 58 'MODELS 83. 84A. 93� 94 END STILES ATTACHED TO DOOR SKIN WITH PATENTED TOG -L -LOC SYSTEM (TOP, BOTTOM, & CENTER) ONE INTERMEDIATE STILE BETWEEN EACH EMBOSS ATTACHED WITH TOC -L -LOC (TOP & BOTTOM) AND URETHANE ADHESIVE (ALONG CENTER) r-_ 1 f� LOCATION OF OPTIONAL VENTS &MAXIMUM VENT OPENING: 60 IN' MAX. DOOR WIDTH - 9' -0' INSIDE ELEVATION NOTE 7; SUPPORTING STRUCTURAL ELEMENTS SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER FOR WIND' LOADS SHOWN ON THIS DRAWING. A NOTE 1 • . DOORS 6'6' HIGH CONSIST OF 4 SECTIONS: (2 OF 21' & (2) OF 18'. DOORS 7'0' HIGH CONSIST OF. 4 - SECTIONS: 4 OF 21'. . DOORS .7'6" HIGH • CONSIST=OFi 5 "SECTIONS: 5 ' OF 18 ". . DOORS 8b'- HIGH CONSIST`OF" 5 SECTIONS; 2 OF 21' &'(3) OF 18'. SEE END HINGE • DETAIL HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUIT) SEE INTERNED. HINGE DETAIL TWO POINT LOCKING INTO TRACK PER SFBC 3603.2 5/8' MIN. ENGAGEMENT OF (OPPOSITE SIDES (SEE LOCK OPTIONS) - X4" 'X3' 13 GA. GALV. STEEL FLAG BRACKET. EACH FASTENED TO WOOD JAMB WITH (3) 5/16 "x1 -5/8' W000 LAG SCREW.. TRACK CONFIGURATION 2" GALV. STEEL TRACK, TRACK THICKNESS: .060" TYP. 2 -1/2 - x12 GA. GALV. STEEL TRACK BRACKET. 0 END STILES ATTACHED TO DOOR SKIN WITH PATENTED TOC -L -LOC SYSTEM (TOP. BOTTOM; & CENTER) ONE INTERMEDIATE STILE BETWEEN EACH EMBOSS ATTACHED WITH TOG -L -LOC (TOP & BOTTOM) AND URETHANE ADHESIVE (ALONG CENTER) 11 11111111 1111 SURE z.BOLT LOCK ENGAGES INTO VERTICAL TRACK. 'ONE LOCK .ON EACH SIDE OF DOOR. INSIDE SLIDE BOLT LOCK OPTION 11 1111 1 11 (11 11 I I1 1I 1 1 11111. Il l LOCATION OF OPTIONAL- VENTS jMAXIMUU VENT OPENING: 60 IN' MAX. DOOR. WIDTH - 9' -0' , JNSIDE ELEVATION - ALL DOOR MODELS ARE RAISED PANEL EMBOSS 2x6 WOOD JAMB 12 GA. GALV. STEEL TRACK BRACKET FASTENED TO W000 JAMB WITH ONE 5/16'x1 -5/8' WOOD LAG SCREW PER BRACKET. 2" GALV. STEEL TRACK FASTENED TO TRACK BRACKETS. EACH BRACKET ATTACHED WITH ONE 1/4"x5/8" BOLT & NUT Qg TWO 1/4' RIVETS. I STILE OUTSIDE --. HANDLE -- - A -- -A OUTSIDE KEY LOCK 1 OCK BAR LGCKING STOP MOULDING BY DOOR INSTALLER (TO SUIT) 20 GA. MIN. GALV. STEEL END STILE 20 GA. GALV. STEEL. INTER. STILE END STILE LOCK BAR GUIDE LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. 18 GAL GALV. STEEL INTER. HINGE FASTENED TO CENTER STILE 1V/(4 EACH 114x5/8' SHEET METAL SCREWS. 7/16' PUSHNUT INSTALLED ON ROLLER SHAFT FOR UNRESTRICTED DOOR OPERATION. 14 CA. GALV. STEEL END HINGE SNAP LATCH ENGAGES ONTO VERTICAL TRACK. ONE SNAP LATCH ON EACH SIOE Of DOOR. OUTSIDE KEYED HANDLE INSIDE HANDLE OUTSIDE KEYED LOCK SNAP LATCH LOCK OPTION TWO POINT LOCKING INTO TRACK PER SFBC 3603.2 5/8' MIN. ENGAGEMENT OF DO SIDES ) (SEE LOCK OPTIONS) 14 GA. END HINGE END STILE 24 GA MIN. G -60 GALV. STEEL (MIN. YIELD STRENGTH: 28 KSI, DRAWING QUALITY) WITH PRIMER AND BAKED -ON POLYESTER PAINTED TOP COAT APPLIED TO BOTH SIDES OF STEEL (4) 114x5/8" SHEET METAL SCREWS (4) 1/4'x3/4' SELF TAPPING SCREWS THE 2x6 VERTICAL WOOD JAMBS ARE TO BE GRADE 2 OR BETTER YELLOW PINE. NO LOAD IS TRANSFERRED TO THE HORIZONTAL (TOP) JAMB. ALL JAMB FASTENERS MAY BE (BUT NOT REQUIRED) COUNTERSUNK TO PROVIDE A FLUSH MOUNTING SURFACE. 2x6 WOOD JAMB CAN BE ANCHORED TO GROUT REINFORCED BLOCK WALL OR CONCRETE COLUMN. BLOCK CELLS SHALL BE FILLED WITH CONCRETE AND REINFORCED WITH CONTINUOUS 15 BAR EXTENDING INTO THE FOOTING AND INTO TIE BEMIS. ANCHORS CAN BE 1/4'x1 -3/4' EMBED TAPCON CONCRETE ANCHORS STARTING AT NO MORE THAN 8' FROM BOTTOM AND 16" 0.C.. Q$ WITH 3/8'x4' (1 -3/4" EMBED) RAWL LOK /BOLT ANCHOR STARTING AT NO MORE THAN 8" FROM BOTTOM AND 24' 0.C. DESIGN ENGINEER: 3 MARK W. WESTERFIELD FLORIDA REC STRATION No. 48495 MECHANICAL ENGINEERING ri 18 GA INTERMEDIATE HINGE rli 7 -8 -97 i ADDED MAXIMUM VENT OPENING --j 2' THICK SECTION A -A 12 GA. GALV. STEEL TOP ROLLER BRACKET. EACH °RACKET ATTACHED , it 1.` 014x5/8 SHEET META SCREWS. SHIP LAP JOINTS. 14 GA. GALV. STEEL END HINGE. EACH FASTENED TO END STILES W /(4) 114;15/9 SHEET METAL SCREWS •s (4) 1/4' SELF TAPPING SCREWS. 2- 1/4'x20 GA. GALV. STEEL U -BAR. TWO U -BARS PER SECTION. EXCEPT 3RD SECTION WHICH HAS ONE U -BAR. U -BARS MADE FROM 80 KSI STEEL. EACH U -BAR ATTACHED W /(2) 1/4'x3/4" SELF TAPPING SCREW PER STILE. 13 GA. GALV. STEEL BOTTOM BRACKET. ATTACHED W /(2) 114x5/8" SHEET METAL SCREWS. ALUMINUM EXTRUSION & VINYL WEATHERSTRIP. APFROVED AS COMPLYING WITH THE SOUTH FLORIDA :UILDING CODE DAT !� / f.Z 00 0 BY — PRODUCT C1'' DIV!S:ON BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE NO. 2O - (23 2 D. OJ' DESIGN LOADS: +42.0 PSF & -48.0 PSF. TEST LOADS: +63.0 PSF & -72.0 PSF. T X2" L - X 1' JAMB CONFIGURATION PREPARATION OF JAMBS BY OTHERS FASTENED TO END STIES W /(4) EACH /14x6/8" SHEET METAL SCREWS do (4) 1/4 "x3/4 _ SELF TAPPNG SCREWS. 2" STEEL ROLLER. • ▪ Cl opay Building Products Company CLOPAY BUILDING PRODUCTS COMPANY 312 WALNUT STREET SUITE 1600 CINCINNATI, OHIO 45202 (513) 381 - 4800 Q " 6 PLOT 1 s.' 11/18/96 oa.m m MWW MIMED IM aAnWKAtIN. xurcw l 117 - : 90 xta 4 W x 8 8 "°""'"' DOOR MODELS '83. 844k-91.94 B 1017Q7 -24 LM