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HomeMy WebLinkAboutTRUSSHIB-91 Summary Sheet COMMENTARY:and-RECOMMENDATIONS for HANDLING, INSTALLING.& BRACING METAL PLATE CONNECTED WOOD TRUSSES ° It isthe respcnsibiliryofthe installer (builder, building contractor, license dContra ctor. erectororergctionwntradt d to propedyrece vve unload. store. handle install and brace metal plate connected wood trusses to protect life and property Theinstaller must exercise the same high degree of safety awareness as with any otherstruotural material. TPI does not intend these recommendations to be Interpreted as superiorto the. project Architect's or Engineer's design specification for handling, installing and bracingwoodtrussesforapar[ioular roof orfloor. These recommendations are based upon the collective experienceof leading technical personnel in the :wood truss, Madison, Wisconsin 53719. (608)833-5900 industry, but must, due to the nature of responsibilities involved,be presented as a guide for the use of a qualified building designer or installer. Thus; the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application: or relianceon the recommendations and information contained. herein by building designers; installers, and others. Copyright © by Truss Plate Institute, Inc. ..All rights reserved. This document or any pan thereof'must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. Frame 1 MONO TRUSS TOP CHORD TEMPORARY BRACING SPAN MINIMUM' PITCH TORCHORD LATERALBRACE SPACING(LBd. TOPCHORD DIAGONALBRACE SPACING(DBJ [#trusses] SPIDF -S F HF Up to 24' 3/12 8' 17 12 Over 24' - 42' 3112 T 10 6 Over 42' - 54' 3/12 6' 6 1 4 Over 54' 1 See a registered professional engineer Note: Bottom chord & web member temporary bracing also required -refer to Frame'4 DF - Douglas Fir -Larch SP - SouthernPine. HF'- Hem -Fir SPF - Spruce-Pme�Fir Diagonalbrace also required On endverticals: , Top chords that are laterally braced can huddle togelherand purse collapse if there Is no diago- net bracing. Diagonal bracing should be nailed tome underside of thetopchordwhen pudinsam attached to the topside of the top chord. PLUMB Truss Depth D(in) Lesser of I N D/50 or 2" 1 Maximum t �< �. plumb Misplacement Line V46o INSTALLATION TOLERANCES D(in) D/50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' all 1" 4' 60" 1-1/4" 5' 72" 1-12" 6' 84" 1 4" T 96" 1 2" 8' 108" 1 2" v OUT -OF -PLUMB INSTALLATION TOLERANCES �• u or g eat, Ali'iateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required - BOW L(in) L200 L(ft)• L(in) 1-200 L(H) _ 200" 1" 16.7' 100" 12" 6.3' 250" 1 1-1/4" 20.8' 150" 3/4" 12.5' 300" 1 1-12" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES Frame 6' Spreader MECHANICAL INSTALLATION A&%k Lirtmg devices snoula be connected to Strongback( _ the truss top chordwith a closed -loop Spreader t3a attachment utilizing materials such as tp� slings, chains, cables, nylon strapping, ^, etc. of sufficient strength to carry the - _ - set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracina is Installed. Line Less than or equal to 60, - Tag Line Line d Frame 2 2x4/2x6 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING TOPCHORD TOPCHORD DIAGONALBRACE MINIMUM. LATERALBRACE SPACING(DBa) SPAN DEPTH SPACING(LBJ [#trusses] _ SPIDIF - SPF1HF Up to 32' 30" 8' 16 10 Over 32' - 46' 42" 6' 6 1 4 Over 48' - 60' 48" 5' 4 1 2 Over 60' 1 See a registered professional engineer DF -Douglas Fir-LarchSP-Southern Pine HF-Hem-Fir SPF- Spruce,Pine-Fr i The end diagonal:. bracefor cantilevered' trussesmustbe placed: on vertical webs in line with: the support. 14x2 PARALLEL CHORD TRUSS TOP Top chords that are laterally braced can buckle together and cause collapse It Mere is no diago- net bracing. Diagonal bracing should be nailed torte underside of Metopehard when pudins are attached to the topside of the top chord. All lateral braces lapped at least.— twotrusses. Top chords that are laterally braced can buckle Continuous together and rouse colkapsa H there Is no diago- nal bracing Diagonal bracing should be nailed Top Chord to the underside ofuretopchord when parties am Lataral Brace T attached to the topside of the top chord. Required 10" or Greater Attachment Required 20, 'fOTrp�es SPP41P 2 °•c. 'HORD'TEMPORARY BRACING 30'SOBS) TS Trusses @2,o.q All lateral braces lapped at least - iwotrussee.ses.. =45a End' diagonals are essential for stability and must be duplicated: on. -- _. both ends of the truss system.. Frame 5 30"'or ,greater. Continuous — TopChord Lateral Brace Required 10" or Attachment Required .jc — 31/z Trusses must :have lum- ber oriented 'ih.thehori- zontal direction: to use this brace spacing. r 9�9�" 12 1• 4 or greater PITCHED TRUSS TOP CHORD TEMPORARY BRACING SPAN MINIMUM PITCH TOP CHORD LATERALBRACE SPACING(LB, TOPCHORD DIAGONALBRACE SPACING(DB) #trusses ' SPiDF SPFMF U to 32' 4112 8' 20 15 Over 32'-48' 4112 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' 1 See a registered professional en ineer / Note: Bottom chord & web member temporary bracing also: required - refer to Frame 4. DF - Douglas Fr Larch SP Southem Pine HF- Hem-FirSPF - Spruce -Pine -Fir a ` All lateral braces lapped at least.2, continuousTopChord Lateral Brace trusses. Required T 10" or Greater _ Attachment -" Required =_ v or Was - .,:�q5o ".Top chords that are laterally bracedcan buckle togeher and cause collapse ifthere is no diagonal bracing. Diagonal bracing should be nailed to the underside of the top chord when pudins are at- tached to the topside of the top chord SPAN MINIMUM --. PITCH '` DIFFERENCE. " - - TOPCHORD LATERALBRACE SPACING(LB) TOPCHORD ,DIAGONAFBRACE SPACING(DBJ. (#trusses] SP/DF SPFMF' Up to 28' 2.5 7' 17 12 Over 28'-42' 3.0 6' 9 6 Over 42'-60' 3.0 5' 5 3 Over 60' See a registered professional engineer NOW! Bottom chord 8:web member temporary,bracing also required- refer to Frame 4: DF =Douglas Fir -[arch SP - Southern Pine HF.Hem-Firr SPF—Spruce-Pme-Flr All lateral braces continuous Top chord lapped at least 2 Lateral Brace 'trusses. Required - - --1— I 10" or Greater L Attachment Required Top chords that we laterally braced can bucIde together and cause collapse if them Is no diago- nal bracing. Diagonal bracing should be nailed W the undersideofinelop chord when pudinsare attached m the topside of the top ehonL _go a`D�z ry64:.. <�g5 R ,ry Q h r Frame 3 BOTTOM CHORD TEMPORARY BRACING s 12 SPAN MINIMUM PITCH BOTTOMCHORD LATERALBRACE -.SPACING(LB).. BOTTOMCHORD DIAGONAL -BRACE 'SPACING(DBJ [#trusses] Up to 32' 4/12 15, 20 15 Over 32' - 48' 4f12 15, 10 7 Over 48'-60' 4l12 15' 6 4 Over 60' See a re istered rofessional engineer DF - Douglm Fi§ Lamh Sr -,Sou hern:P ne HF- Hem -Fir SPF-Spme-Pine-Fit is �o O s Bottom chord diagonal bracing tepeated <�5' at each end of the building and at same spacing as top chord diagonal bracing. - 1 All lateral braceslapped at least 2 trusses. BOTTOM CHORD PLAN acing at wilding sated at J WEB MEMBER PLANE Frame 4 0 D 2.00" 4.50*, 2.00" LABEL T LOCATION-T 0 2.00" I Loll VERAGEE 12.00" COVERAGE +CO 13.75" FULL PANEL ITY L00- 093 N OSTUD ANGLE SCALE: 3" = V-0' WIDTH UNLNITED TOP MOUNTS IPERP. TO PANEL SPAN) 2.00" I 1 .375'• t = 0.063- e .371" r 2.00- I Ili OSTORM PANEL SCALE: 3- = l'-0- 2.00 093- (TYP.1 0 OPTIONAL LEG c� 5a STUD ANGLE SCALE : 3- = l'-0- J D J i a m 2 O^ 0 N QW um a a .mG S E - Q PLAN Q VIEW Gm a 0H W N > I L HALF PANEL O'h" HEADER O SCALE : 3- = V-O" 3]0 �.2]8- ,660- OPTIONAL LEGL25 f m m(I BB a c �[ 2.00- (ZAMAC 3 ALLOY) O"F' TRACK SCALE : HALF SIZE LmA.. SEE STORM PANEL SPAN SCHEDULE. TABLE 1 PAGE 3 (VERTICAL OR HORIZONTAL) f TYPICAL HORIZONTAL ELEVATION 1/L- MAX MOUNT TYPICAL VERTICAL ELEVATION t— ._. — .—, l (D EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING OWALL MOUNT/DIRECT MOUNT 1/L^ MAX. ' 2' MIN.F EXISTING CONCRETE. HOLLOW E%IS TING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING. SEE BLOCK OR WOOD FRAMING ANCHOR SCHED. BASED ON TYPE OF STRUCTURE OTRAP MOUNT OVERLAP WALL BEYOND WINDOW DISTANCE GREATER THAN OR EQUAL TO BUILD -OUT DISTANCE — EXISTING CONCRETE. HOLLOW BLOCK OR WOOD FRAMING OBUILD OUT MOUNT ALUM.ANGLE CLOSURE PIECE 1' . 2- . 12S- MIN. TO 2- x 5' x .125- MAX. 3- MAX. OTRAP MOUNT FASTENER (dT 12- O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 110 P.S.F. L p B' O.C. FOR DESIGN LOADS GREATER THAN 110 P S F (SEE ANCHOR SCHED. FOR ANY ACCEPTABLE ANCHOR] WASHERED OWINGNUT SCALE: HALF SIZE MOUNT WE is 2 61 060 j--rylIna 2.23S- "U" HEADER SCALE : 3- = 1'-0- n� 12$- (TYP ) 3.00 }-- L.00- 5.00- O4 ANGLE SCALE : 3- = 1'-0- GENERAL NOTES: 1. THIS STORM PANEL SYSTEM IS DESIGNED AND TESTED IN ACCORDANCE WITH THE STANDARD BUILDING CODE. 1997 EDITION AND THE FOLLOWING ADDITIONAL CODE ' REQUIREMENTS: ' A. SSCCL SSTD 12 DESIGN L TEST STANDARD FOR DETERMINING IMPACT RESISTANCE FROM WINDBORNE DEBRIS. B. 1999 MARTIN COUNTY AMENDMENTS. 2. REFERENCE THE WIND LOAO TABLES BASED ON THE GOVERNING CODE AND WIND VELOCITY TO DETERMINE THE DESIGN LOADS TO USE WHEN REFERENCING THESE DRAWINGS. 3. WHERE COMPLIANCE WITH SSTD 12-97 IS REQUIRED. STORM PANELS SMALL BE PERMANENTLY LABELED WITH A MINIMUM OF ONE LABEL PER OPENING OR A CERTIFICATE OF COMPLIANCE SHALL BE PROVIDED BY THE MANUFACTURER AND INSTALLER. WHERE LABELS ARE USED. THE LABEL SHALL READ AS FOLLOWS: SAFEGUARD HURRICANE PROTECTION SYSTEMS. INC. BOYNTON BEACH. FL SSTD 12 I.G. MISSILE IMPACT RESISTANT FOR MAX. LOADS AND SPANS. REFERENCE THE THE ENGINEERING DRAWINGS. L. THIS STORM PANEL SYSTEM HAS BEEN DESIGNED AND TESTED TO THE MAXIMUM SPANS AND LOADS SHOWN ON THESE DRAWINGS. REFERENCE CONSTRUCTION TESTING CORPORATION (C.T.C.) TEST REPORT NO. 91-006. - S. STORM PANELS SHALL BE SOS2-M32 ALUMINUM ALLOY, 0.063- THICK. WITH A MIN. FT 11 OF 23 KSI. 3004_H34 IS AN ACCEPTABLE ALTERNATE MATERIAL FOR STORM PANELS. ALL EXTRUSIONS SHOWN SMALL BE 6063-T6 ALUMINUM. U 0 N. SCREWSD NO BOLTS SHALL BE ALUMINUM ALLOT OR STAINLESS STEEL ALL AN WITH A MINIMUMAN TENSILE STRENGTHH OF2L 60 60 KSI. CO?16. TOP AND BOTTOM DETAILS MAY BE INTERCHANGED BASED ON FIELD CONDITIONS. PANELS MAY ALSO BE MOUNTED HORIZONTALLY IF STUD ANGLE OR DIRECT - MOUNTING 15 USED. 8 THE PERMIT MOLDER SHALL VERIFY THE ADEQUACY OF THE EXISTING STRUCTURE TO SUSTAIN THE NEW SUPERIMPOSED LOADS AND TO VERIFY ALL DIMENSIONS AT THE JOB SITE BEFORE COMMENCING WITH THE WORK. 9. ANCHORS SMALL BE INSTALLED N ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. _. EMBEDMENT LENGTHS SMALL BE AS NOTED AND DO NOT INCLUDE STUCCO OR OTHER FINISHES. 10. BUILDING PERMIT IS REQUIRED FOR THE INSTALLATION OF STORM PANELS ON A STRUCTURE AND SHALL BE APPLIED FOR IN ACCORDANCE W/ FLORIDA STATUTES. 1/L- MAX.y �\ EXISTING CONCRETE. HOLLOW BLOCK OR w000 FRAMING OWALL MOUNT/DIRECT MOUNT HALF PANEL EXISTING CONCRETE. HOLLOW O BLOCK OR WOOD FRAMING 1/L^m MOLLY JACK NUT CaT LB' O.C. OWALL MOUNT/DIRECT MOUNT (HALF PANEL) HALF PANEL EXISTING CONCRETE. HOLLOW 2- MAX. BLOCK OR WOOD FRAMING 1/L- MAX ALUM.ANGLE CLOSURE PIECE 1 x 2 x .12$ MIN. TO 2- • 5' . 12S' MAX 1/t^m HOLLY JACK FLATTENED PANEL NUT (O 24^ O.C. EXISTING CONCRETE. HOLLOW BLOCK OR WOOD SEE ANCHOR O TRAP MOUNT BASED ONFTYPE OF STRUCTURE SCHED. O BUILD OUT MOUNT TYPICAL CLOSURE DETAILS CALE- 1-1/2- . 1'-0" (PLAN) FASTENER (0 12- O.C. FOR DESIGN LOADS LESS THAN OR EQUAL TO 110 P S.F. L (D 8- O.C. FOR DESIGN LOADS GREATER THAN 110 P S F (SEE ANCHOR SCHED. FOR ANY / ACCEPTABLE ANCHOR] �yv-, `vwj0°N��SCANNO BY St. Lucie Coul W Zr� 6] V z n U3 ` 7 W D m w U ' o ® 0 < a _O S u zI m m OA D �$ LL d g w Pi x U Tn a QW y$1 tm_U W _ � �j N < N W 0 W 2 LL p YI z O W ii LUO C 0 W= Z W m Y 0 zJ c� W Ca C) �' e Z m� 'i. > m � GDu' JQ Q^ m LL Q T= U �U) mam J Zm Co C,D ccq O m U . �O Cf) O W OF I d `J.J. KNEZ ICH PROFESSIONA NGINEEF FL LID I s N0' PE 83 SF%� 1 dA" 03/13/00 =ol• drawn by nOiED H de=:9n 6Y ah.1h. V Ot IAP JK draw:nq n . DO-035 MA sheet 1 RT A 14: CONCRETE.HOLLOW BLOCKOR WOOD FRAMING ITYPJ FASTENER, SEE ANCHOR ISEE ANCHOR SCHEDULE SCHEDULE.REFERENCE BASED ON TYPE OF CONNEC71ON'TYPE 2' STRUCTURE) OCONT. O CONT. 1/L- MAX. N 1/2- MAX. 0 u a SEE MIN. STORM PANEL Z SEPARATION FROM ¢ GLASS SCHEDULE a yI W O W Q GLASS Z r OR DOOR a ¢ aI E a ; aJ Q N V 5© CONT. EXISTING STRUCTURE O Q CONT.--II / �� CONCRETE. HOLLOW BLOCK L� MACBOLT OR WOOD FRAMING L WASHERED WINGNUT@ (SEE ANCHOR SCHEDULE FASTENER. SEE ANCHOR @ 12- D.C. BASED ON TYPE OF SCHEDULE. REFERENCE STRUCTURE) CONNECTION 'TYPE 1- ANGLE TO WALL DETAIL PANEL TO ANGLE DETAIL EXISTING OWALL MOUNT SCALE: 3- = 1'-0- EXISTING STRUCTURE CONCRETE.HOLLOW BLOCK OR WOOD FRAMING ISEE ANCHOR SCHEDULE FASTENER. SEE ANCHOR BASED ON TYPE OF SCHEDULE. REFERENCE STRUCTURE) CONNECTION -TYPE 3- 014 TEN SCREW (a 6- O.C. OR 1/4-20 MACHINE SCREW b NUT Ca 6- O.C. (TYP. --- - TOP b BOTTOM) IAX. O CONT. LEG DIRECTIONA 1A HOLLY GLASS SEE MIN. STORM PANEL JACK NUT (a OR DOOR SEPARATION FROM MIOSPAN ^j__ j_ `5 a� CONT. MACHINE BOLTT WASH b WASHERED WINGNUT @ (a 12- O.C. L CONT. ITYP. EMBED.) TOP b BOTTOM) ITYP.) FASTENER, SEE ANCHOR EXISTING SCHEDULE.REFERENCE STRUCTURE CONNECT10N'TYPE 3- OBUILD -OUT MOUNT SCALE : 3" = 1'-O" rASTENER. SEE ANCHOR SCHEDULE.REFERENCE CONNECTION -TYPE¢' EXISTING STRUCTURE / CONCRETE. HOLLOW OLO:K 00. 4000 FRAMING I., ANCHOR SCHEDULE / BASED ON TYPE OF STRUCTURE) SEE MIN. I STORM PANEL SEPARATION FROM GLASS SCHEOULE— EXISTING STRUCTURE CONCRETE. HOLLOW BLOCK OR WOOD FRAMING _ ISEE ANCHOR SCHEDULE BASED ON TYPE OF , CEILING MOUNT/ OSURFACE MOUNT SCALE : 3- = 1'-O- EXISTING STRUCTURE CONCRETE,NOLLOW BLOCK GLASS OR WOOD FRAMING OR 00C ISEE ANCHOR SCHEDULE BASED ON TYPE OF STRUCTURE) FASTENER. TYP. TOP b BOTTOM CONDITION EDGE DIST OWI ml E 1/L- MAX. O Z ¢ ^ @ a M � m — W Z r a ¢ a E E W J m D oW m V w VI N WASHERS W/ NUTS (GALV. STEEL OR ALUM.) TO ACT AS SPACERS. THICKNESS OF SPACER OR SPACERS TO MATCH I/L-20 MACHINE BOLT OFFSET IN STUCCO BAND b WASHEREO WINGNUT OR OTHER TRIM MATERIALS ' (TYP. TOP b WHERE STUC NOT EXIST, WREQUIRED @CONT. FASTENER, SEE ANCHOR SCHEDULE. REFERENCE *NOT CONNECTION 'TYPE 3' EXISTING STRUCTURE CONCRETE.HOLLOW BLOCKOR WOOD FRAMING ISEE ANCHOR SCHEDULEBASED ON TYPE OF STRUCTURE) WIRE LATH MAY BE USED AS TYPICAL REINFORCEMENT 1/1_20 MACHINE BOLT b WASHERED WINGNUT@ (a 12- O.C. O6 CONT. SEE MIN. STORM PANEL FASTENER, SEE ANCHOR SEPARATION FROM GLASS SCHEDULE SCHEDULE.REFERENCE CONNECTION 'TYPE 3' HIDDEN WALL'MOUNT ('IF" TRACK) ('IF" TRACK) DETAIL "© SCALE : 3" = 1'-0" FILE (A"" 0 m " ; SEE MIN. 1 1 I --- --- SEE MIN STORM PANEL I}� SEPARATION FROM OIN Wlp GLASS SCHEDULE 1 I < E C----j- ¢ c a GLASS ¢ I OR DOOR a I S O p E E W 4 W Illl a I •- C=---- - W O W I \Z y h ^= EMBED ( wt IN m I r N m 0 PLYWOOD AND STUCCO FINISH L MACHINE FASTENER. SEE ANCHOR Sa EOT WASHERED 2 SCHEDULE. REFERENC E WIN GNUT O ¢ _CONNECTION TYPE 5' (a 12- D.C. n r. m OPTIONAL LEG EMBED. DIRECTION ��-- —� —O �l a ' E E W I J O p EXISTING H STRUCTURE v , n EDGE m DIST. — L_ZO MACHINE B BOLT b WASHERED WINGNUT @ STUD ANGLE/SILL MOUNT Cot 12- O.C. O SCALE : 3- = 1'-0" @ S® CONT FOR WOOD BLOCKING USE I/L-m S.S LAG SCREW W/ 1-1/2' PENETRATION INTO WOOD BLOCKING Col 12- 0 C TWO 1/1-0 S.S. LAG SCREW Ca 16- O.C. MAX. W/ 1-3/L- PENETRATION IN CENTER OF STUDS FASTENERBUT DO NOT EXCEED ANCHOR SCNEO. IPG. LI 2' . fi- P T WOOD SPACING USE REMOVABLE ANCHORS ONLY. BLOCKING SEE ANCHOR SCMED. REFERENCE CONNECTION 'TYPE INLOCATE FASTENER IN NARROW PORTION OF KEYHOLE SLOT. TYP. TOP L BOTTOMI EXISTING STRUCTURE CONCRETE.MOLLOW BLOCK OR WOOD FRAMING ISEE ANCHOR SCHEDULE BASED ON TYPE OF STRUCTURE) ODIRECT MOUNT SCALE : 3-- = Y-0" O WALL MOUNT (BOTTOM) SCA._ 3" = 1'-0" W NT Li Z;- 0 6 F I-U ° w o U o ® ° < o S LL N Oa o $ e CD �lyC w S a W W U J N W O Z 2 W 2 x Ua Z � >ILI w Nj z o O Zs W m Fo E $ M 3 Ye 3 D J C W ca CJ � �me JQ 2�mLL a Q� a_'m �Cn MO ca ZOO o� o�gco MO co— QF U) O W 0 Jn a- 9 Pills No: MAR 3 ZO 03/73/ mrmmq no. 00-035MAI 4 v MAXIMUM ALLOWABLE STORM PANEL SPAN SCHEDULE NEGATIVE DESIGN LOAD W (P.S.F.) FORALL MOUNTING CONDITIONS L max. (FT -IN) 33.0 12-4 34.0 12-1 35.0 11-9 36.0 11-5 38.0 10-10 39.0 10-7 40.0 10-3 41.0 10-0 42.0 9-10 43.0 9-7 44.0 9-4 45.0 9-2 50.0 8-3 55.0 7-6 60.0 6-10 65.0 6-1. 70.0 5-10 75.0 5-6 80.0 5-1 90.0 4-7 100.0 4-1 110.0 3-9 120.0 3-5 130.0 3-2 135.0 3-1 NOTES: 1. ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAX. STORM PANEL SPAN 11-max). POSITIVE LOADS LESS THAN OR EQUAL TO THE NEGATIVE LOAD ARE ACCEPTABLE. 2. REFERENCE APPROPRIATE SPAN TABLE BASED ON MOUNTING CONDITIONS IN FIELD. - COLUMN MAY BE USED FOR ANY DETAILED CONDITION. INCLUDING DIRECT MOUNT. IF AN "h" OR "U" HEADER IS USED. THE MAX. ALLOWABLE GAP AT TOP OF PANEL IS 1/4'". 3. FOR DESIGN LOADS BETWEEN TABULATED VALUES. USE NEXT HIGHER LOAD OR LINEAR INTERPOLATION MAY BE USED TO DETERMINE ALLOWABLE SPANS. 4. PANELS LESS THAN 32" LONG ARE NOT ACCEPTABLE 5. ENTER TABLE 2 WITH POSITIVE DESIGN LOAD TO DETERMINE MIN. SEPARATION FROM GLASS. IF APPLICABLE. 6. FOR PANELS MOUNTED DIRECTLY TO THE WALL WITH NO HEADER OR SILL AT TOP AND BOTTOM RESPECTIVELY. TABLE 2 IS NOT APPLICABLE AND SEPARATION FROM GLASS IS NOT REQUIRED PROVIDED PANEL LENGTH IS GREATER THAN 441NCHES AN J],SIDES OF PANELS ARE FLUSH WITH THE WALL OR ADDITIONAL CLOSURE PIECES ARE ADDED. 7. FOR PANELS MOUNTED WITH AN ""h" HEADER OR "U" HEADER (OTHER THAN BUILD -OUT) AT TOP WITH ANY BOTTOM MOUNT. TABLE 2 IS NOT APPLICABLE AND SEPARATION FROM GLASS IS NOT REQUIRED PROVIDED PANEL LENGTH IS GREATER THAN 32 INCHES AND SIDES OF PANELS ARE FLUSH WITH THE WALL OR ADDITIONAL CLOSURE PIECES ARE ADDED. B. BUILD -OUT INSTALLATIONS SHALL COMPLY WITH TABLE 2. 9. SOLID PANELS MAY BE USED IN ARRAY WITH PERFORATED PANELS CONFORMING WITH KA. DRAWING NO. 00-037MA. SHEET 3. MIN. STORM PANEL SEPARATION -2 --_ -TABLE FROM GLASS SCHEDULE * POSITIVE ACTUAL PANEL MINIMUM SEPARATION MINIMUM SEPARATION DESIGN SPAN (L) FOR INSTALLATIONS FOR INSTALLATIONS LOAOIW) (FT - IN) 30" OR LESS GREATER THAN 30' ABOVE GRADE A30VEGRADE (P.S.F.) (INCHES) (INCHES) 5 - 0 4-7/8 I/8 25.0 8 - 8 4-7/8 5/8 12 - 4 4-7/8 1-7/8 5 - 0 4-7/8 1/8 35.0 8 - 8 4-7/9 3/4 11 - 8 4-7/8 2-1/8 5 - 0 4-7/8 1/8 45.0 8 - 8 4-7/8 7/8 9 - 1 4-7/8 1-1/8 5 - 0 4-7/8 1/4 55.0.. 7 - 5 4-7/8 5/8 5 - 0 4-7/9 1/4 65.0 6 - 3 4-7/8 3/8 5 - 0 4-7/8 1/4 75.0 5 - 5 4-7/8 I/4 )K SEE NOTES NUMBER 6. 7 & 8.. FILE COPY o� 016 oov OO g d = Zr g 20 U i - < w ¢ = FJ O C O QU S LL N N _p O` LL 11 d w = co $u�M Qw w U W a1- N w =w p o e u wr W > .. NJ m o wz iww } � j c j (D C - Z � 2 _j Q� cj = co `c o /1= U -a uD m m iC - Zm (0 C vt c 0Gl U) o;9N �U^ (D m� (,p (D �- w Do 0- FL Llce a No: PE O 983 �00- 035MAI 14: Sheet 3 of 4 y ANCHOR SCHEDULE FASTENER MAXIMUM SPACING (INCHES) REQUIRED FOR VARIOUS DESIGN LOADS AND SPANS MIN. 2" EDGE D18TANCE MIN. 3" EDGE DISTANCE W O tr Z y 0 H' N ANCHOR TYPE LOAD (W) P.S.F. MAX. SEE NOTE 1 SPANS UP TO 6'-0" (SEE NOTE 1) SPANS UP TO 8,-8" (SEE NOTE 1) SPANS UP TO 12'-4" (SEE NOTE 1) SPANS UP TO 6'-0" (SEE NOTE 1) SPANS UP TO 8'-8" (SEE NOTE 1) SPANS UP TO 12'-4- (SEE NOTE 1) CONNECTION TYPE CONNECTION TYPE CONNECTION TYPE CONNECTION TYPE CONNECTION TYPE CONNECTION TYPE 1 2 3 1 4.5 1 2 3 4 5 1 2 3 4 5 t 1 2 1 3 l c 1 5 1 1 2 1 3 1 4 1 5 1 2 1 3 1 4 1 5 33.0 12112 12112112 12 12112 12 12 12 12 12112 9 112112 12 12112 12 12 12 12 12 12 12 12 12 11 41.0 12 12 12 12 12 12 12 12 12 10 12 12 12112 9.. 1212 _12--12- 42- 12 12 12 12 12 -12 12 72 12 1l 1/4-0 ELCO TAPCON W/ 1-3/4- MIN. EMBEDMENT 48.0 12 12 12 12112 12 12 12 12 9 12 12 12112 9 12 12 12 12 12 12 12 12 12 11 12 12 12 12 11 64.0 12 12 12 12110 12 12 12 12 9 12 12 12112 9 12 12 12 12 12 12 12 12 12 11 12 12 12 12 11 W/ ANY APPROVED TAPCON HEAD 89.0 12 12 12 1219 12 12 12 12 9 12 12 12 12 9 12 12 12 12 11 12 12 12 12 11 12 12 12 12 11 -(MIN. 3,300 P.S.I. CONCRETE) 1/4-0 ELCO MALE/ 33.0 12 12 12 12 12 12 12 12 12 12 12 12 12. 12 8 12 12 12 12 12 12 12 12 12 12 12 12 12 12 10 41.0 12 12 12 12 12 12 12 12 12 9 12 12 12 12 8 12 12 12 12 12 12 12 12 12 12112 12 12 12 10 48.0 12 12 12 12 12 12 12 12 12 8 12 12 12 12 8 12112 12 12 12 12 12 12 12 10 12 12 12 12 10 FEMALE -PANELMATE" W/ 1-3/4 MIN. EMBEDMENT 61.0 12 12 12 12 9 12 12 12 12 8 12 12 12 12 8 12 12 12 12111 12 12 12 12 10 12 12 12 12 10 W Ij 0C & 1/4-20 MACHINE SCREW WITH NUT (MIN. 3.300,�00 P.S.I. CONCRETE) 89.0 12 12 12 12 8 12 12 12 12 8 12 12 12 12 8 12 12 12 12 10 12 12 12 12 10 12 12 12 12 10 Z 33.0 12 12 12 12 12 12 12 12 12 9 12 12 12 9 6 12 12 12 12 12 12 12 12 12 11 12 12 12 12. 8 12 12 12 12 10 12 12 12 11 7 12 12 1219 6 12 12 12 12 12 12 12 12 12 9 12 12 12 12 8 L)41.0 V L_�ll 1/L-0 POWERS CALK -IN W/ 7/8" EMBEDMENT 48.0 12 12 12 12 9 12 12 12 9 6 12 12 12 9 6 12 12 12 12 11 12112112 12 8 12 12 12 12 8 64.0 12 12 12 10 7 12 12 12 9 6 12 12 12 9 6 12 12 12 12 8 12 12 1 12 12 8 12 12 12 12 8 & 1/4-20 STAINLESS STEEL MACHINE SCREW 89.0 12 12 12 9 6 12 12 12 9 6 12 12 12 9 6 12 12 12 12 8 12 12 12 12 8 12 12 12 12 8 (MIN. Z980 P.S.I. CONCRETE) 33.0 12 12 12 12 10 12 12112 11 7 12112 12 7 5 12 12 12 12 12 12 12112 12 9 12 12 12 9 6 41.0 12 12 12 12 8 12 12 12 9 6 12 12 12 7 5 12 12 12112 10 12 12112 11 1 7 12 12 12 9 6 1/6-0 POWERS RAWL ZAMAC 48.0 12 12 12 11 7 12 12 12 7 5 12 12 12 7 5 12 12 12112 9 12 12 12 9 6 12 12 12 9 6 64.0 12 12 12 8 5 12112112 7 5 12 12 12 7 5 12 12 12 10 6 12 12 12 9 6 12 12 12 9 6 NAIL -IN W/ 1-1/8" MIN. IN 89.0 12 12 12 7 5 12 12 12 7 5 12 12 12 7 5 12 12 12 9 6 12 12 12 9 6 12 12 12 9 6 (MIN. 3.000 P.S.I. CONCRETE) 33.0 12 12 12 12 12112 10 10110 12 12 12 12 12 12 12 12 12 41-0 12 12 12 11 11 ill 10 10 10 12 12 12 12 12 12 12 12 12 1/L-0 ELCO TAPCON W/ 1-1/L- MIN, EMBEDMENT 48.0 12 12 12 10 10110 10 10 10 12 12 12 12 12 12 12 12 12 61 0 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 W/ ANY APPROVED TAPCON HEAD 89.0 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 Y 0 O1/G"0 W Ul 't ELCO MALE/M FEMALE "PANELMATE" W/ 1-1/4" MIN. EMBEDMENTW & 1/4-20 MACHINE SCREW WITH NUT89.0 33.0 12 12 12 12112 11 Ill 11 12 12 12 12 12 12 12 12112 41.0 12 12 12 12 11 11 11 12 12 12 12 12 12 12 12 12 48.0 12 12 12 11 t1212 11 11 11 12 12 1212 12 12 12 12 12 64.0 12 12 12 11 11 11 11 12 12 12 12 12 12 12 12 12 11 11 11 it / 11 11 11 12 12 12 / 12 12 12 12 12 12 p O 33.0 10 10 10 7 7 7 4 (. L 12 12 12 8 8 8 6 6 6Zz 41.0 8 8 8 5 5 S L L L 10 10 10 7 7 7 6 6 6 3 LB 0 7 7 7 L L 4 4 4 4 8 8 8 6 6 6 6 6 6 O J O = 1/4-0 POWER CALK -IN W/ 7/e" EMBEDMENT 8 1/G-20 ST AINLE55 STEEL MACHINE SCREW 64.0 5 5 5 L 4 4 4 4 4 6 6 6 6 6 6 6 6 6 89.0 4 4 4 4 .4 4 4 4 4 6 6 6 6 6 6 6 6 6 33.0 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12112 41.0 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 72 1/4-0 POWERS RAWL ZAMAC 48.0 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 l2 12 12 fi4.0 12 12 12 12 12112 12 12 72 12 12 12 12 12 12 12 72 12 NAIL -IN W/MENT MIN. EMBEDMENT 89.0 12 12 12 72 12 12 12 12 12 12 12 72 12 t2 12 12 12 72 ANCHOR SCHEDULE FASTENER MAXIMUM SPACING (INCHES) REQUIRED FOR VARIOUS DESIGN LOADS AND SPANS MIN. 3/4" EDGE DISTANCE w it Z F O ANCHOR TYPE LOAD IW) P.S.F. MAX. SPANS UP TO 6'-0" (SEE NOTE 1) SPANS UP TO 8'-8" (SEE NOTE 1) SPANS UP TO 12'-4" (SEE NOTE 1) CONNECTION TYPE CONNECTION TYPE CONNECTION TYPE SO 5 w � V) NOTE 1 1 2 3 c 5 1 1 2 3 L 5 1 2 3 t 1 5 33.0 12 12, 12 12112.12112 12 12 12 12. 12 -12 10 -8 41.0 12 12 12 12 12 12112 12 11 9 12 12 12 10 8 1/t-0 S.S. LAG SCREW 48.0 12 12 12 12 11 12112 12 10 8 12 12 12 10 8 W/1-3/4-MIN. THREAD PENETRATION 6/ .0 12 12 12 10 8 12 12 12 10 8 12 12 12 10 8 SHEAR PARALLEL OR PERPENDICULAR TO WOOD GRAIN 89.0 12 12112 10 8 12 12 12110 8 112 12 12 10 8 33.0 12 12 12 12 10 12 12 12 12 7 9 9 9 9 5 41.0 12 12 12 12 8 11 11 11 10 5 9 9 9 9 5 O yk O O 3 �0 LWJ-L-Y 7/16-0 O.O.BRA55 L8.0 12 12 12 12 7 9 9 9 9 5 9 9 9 9 5 BUSHING W/ 1- MIN. 64.0 10 10 10 9 5 9 9 9 9 5 9 9 9 9 S PENETRATION b VC-20 MACHINE SCREW 89.0 9 9 9 9 5 9 9 9 9 5 9 9 9 9 1 5 f� 33.0 12 12 12 12 12 12 12 72 12 12 12 12 12 11 8 41.0 12 12 12 12 12 12 12 12 12 10 12 12 12 11 8 t/4-0 ELCO MALE/ FEMALE "PANELMATE" W/ 48.0 12 12 12 12 12 12 72 12 11 8 12 12 12 11 8 64,0 12 12 12 12 9 12 72 12 11 8 12 12 12 11 8 1-7/8" MIN. PENETRATION & 1/4-20 MACHINE 89.0 12 12 12 11 8 12 12 12 11 8 12 72 12 11 8 SCREW WITH NUT ANCHOR NOTES: 1. SPANS AND LOADS SHOWN HERE ARE FOR DETERMINING ANCHOR SPACING ONLY. ALLOWABLE STORM PANEL SPANS FOR SPECIFIC LOADS MUST BE LIMITED TO THOSE SHOWN IN TABLE 1, SHEET 3. 2. ENTER ANCHOR SCHEDULE 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 MOUNTING SECTION DETAILS FOR IDENTIFICATION OF CONNECTION TYPE. L. 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. FASTENING TO PLYWOOD IS ACCEPTABLE ONLY FOR SIDE CLOSURE PIECES. 7. WHERE LAG SCREWS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2" x 4" (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. B. 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. 10. DESIGNATES ANCHORS WHICH ARE REMOVABLE BY REMOVING MACHINE SCR NUT OR WASHERED WINGNUT. G 11. FOR LOADS GREATER THAN THOSE SPECIFIED (ANCHOR SCHEDULE), Q�E6 FASTENER ANALYSIS SHALL BE PREPARED BY KNEZEVICH & AJS C FILE COPY O E N o d Z ,t�Tjj U z �N LL i 2 rn uwI U W U w 0 U Q 0 O H _O 3 LL 0 p¢ 0` z ° < ' w s aw U W = y U N W 0 > Y =W LU W j N> w o o W= >mt $ ~ s Y0 u �N Z� r (2) c C - Z ") �w coQ U '_ E>;q Z (yQJV JQ Q 5,M a-0U)CO Cn Cd O CC N� C 0 2 Ccii mac)^>^ Q) ma CO, (�0L �r O _3 V.J. KNE V H >BOFE5510 L GINEEF FL Li a No: PE O 0GAp XAV I oar` Q 03/13/00 aravn ey AS NOT ED rz levgn tacne E1 IaG V1K aravmq nc. )0-035MA sheet L of 4 10