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APPROVED Hurricane Shutter-Zone-Approval-18011803 (1)
MIAMI•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami,Florida 33175-2474 T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Hurricane Fabric,LLC 1505 Poinsettia Drive Suite H-3 Delray Beach,Florida 33444 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Astro Guard "Flexible Wind Abatement System APPROVAL DOCUMENT: Drawing No. 14-2202,titled"Astro Guard Wind Abatement System sheets 1 through 11 Of 11,prepared by Engineering Express, dated July 16, 2012, last revision dated January 05, 2018, signed and sealed by Frank L. Bennardo,P.E., bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each panel shall bear a permanent label with the manufacturer's name or logo,Delray Beach,FL and the following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales,advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA#15-0316.09 and consists of this page 1, evidence submitted pages E-1 &E-2 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A.Makar,P.E.,M.S. NOA No. 18-0118.03 MIA YI DADE COUNTYIE Expiration Date: 10/20/2020 I�L,Wi NEW AI �� Approval Date: 03/2Page 1 Hurricane Fabric,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 10-0607.02 A. DRAWINGS 1. Drawing No. 09-0408, titled "Astro Guard Wind Abatement System ", sheets 1 and 2 of 2, prepared by MEA Engineers, Inc., dated May 04, 2009, last revision 42 dated September 22, 2010, signed and sealed by John H. Kampmann Jr., P.E. B. TESTS 1. Test report on Large Missile Impact Test, Cyclic Wind Pressure Test and Uniform Static Air Pressure Test of Astro Guard Hurricane Fabric Flexible Hurricane Wind Abatement System, prepared by Fenestration Testing Laboratory, Inc., Report No. 08-541, dated January 13, 2009, signed and sealed by Jorge A. Causo, P.E. C. CALCULATIONS 1. Comparative Analysis and Anchor calculations dated January 8, 2009, 10 pages, prepared by MEA Engineering, Inc., signed and sealed by John H. Kampmann Jr.,P.E. 2. Comparative Analysis and Anchor calculations dated September 11, 2010, 8 pages, prepared by MEA Engineering, Inc., signed and sealed by John H. Kampmann Jr.,P.E. D. QUALITY ASSURANCE 1. By Miami-Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. Fabric specifications. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-1004.02 A. DRAWINGS 1. Drawing No. 12-HFC-04, titled "Astro Guard Wind Abatement System ", sheets I through 11 Of 11,prepared by Engineering Express, dated July 16, 2012, last revision dated March 22, 2013, signed&sealed by Frank L. Bennardo, P.E., on 0312512013. B. TESTS 1. Test report on Large Missile Impact Test, Cyclic Wind Pressure Test and Uniform Static Air Pressure Test ofAstro Guard Hurricane Fabric Flexible Hurricane Wind Abatement System,prepared by Fenestration Testing Laboratory, Inc., Report No. 10-541, LAB 46359, dated 0911112012, signed and sealed by Marlin D. Brinson, P.E. 2. Test report on Large Missile Impact Test of Aluminum Storm Bar,prepared by Fenestration Testing Laboratory, Inc., Report No. 12-541, LAB #6384, dated July H, 2012, signed and sealed by Marlin D. Brinson, P.E. C. CALCULATIONS 1. Comparative Analysis and Anchor calculations dated September 26, 2012, 56 pages, prepared by Engineering Express, signed and sealed by Frank L. Bennardo, P.E. il,-,/, d. elmy A.Makar,P.E.,M.S. Pro uct Control Section Supervisor NOA No. 18-0118.03 Expiration Date: 10/20/2020 Approval Date: 03/21/2019 E- 1 Hurricane Fabric, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. By Miami-Dade County Department of Regulatory and Economic Resources. E. MATERIAL CERTIFICATIONS 1. Fabric specifications. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 15-0316.09 A. DRAWINGS 1. Drawing No. 14-2202, titled "Astro Guard Wind Abatement System ", sheets I through 11 Of 11,prepared by Engineering Express, dated July 16, 2012, last revision dated February 27, 2015, signed and sealed by Frank L. Bennardo, P.E. B. TESTS 1. None. C. CALCULATIONS 1. Comparative Analysis and Anchor calculations dated March 03, 2015, 59 pages, prepared by Engineering Express, signed and sealed by Frank L. Bennardo, P.E. D. QUALITY ASSURANCE 1. By Miami-Dade County Department of Regulatory and Economic Resources. E. MATERIAL CERTIFICATIONS 1. None. 4. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. 14-2202, titled "Astro Guard Wind Abatement System ", sheets I through 11 Of 11,prepared by Engineering Express, dated July 16, 2012, last revision dated January OS, 2018, signed and sealed by Frank L. Bennardo, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami-Dade County Department of Regulatory and Economic Resources. E. MATERIAL CERTIFICATIONS 1. None. e my A.Makar,P.E.,M.S. Product Control Section Supervisor NOA No. 18-0118.03 Expiration Date: 10/20/2020 Approval Date: 03/21/2019 E-2 FRANK L.BENNARDO,P.E. #PE0046549 S T Ru*'4 G lu R D" '77- w WIND ABATEMENT SYSTEM /05,r?0 F GENERAL NOTES 1. THE SYSTEM DESCRIBED HEREIN HAS BEEN DESIGNED AND TESTED o IN ACCORDANCE WITH THE FLORIDA BUILDING CODE SIXTH EDITION (2017), r` w M M u z FOR USE WITHIN THE HIGH VELOCITY HURRICANE ZONE PER TAS 201, 202 - i,, 4uJ LLi m a o In AND 203 TESTING STANDARDS. ` (� LL " X m #To 2. NO 33-1/3%INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN W I'' ' w w THE DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTOR Cd=1.6 HAS SCREEN W 0 LLjw U v�a EO BEEN USED FOR WOOD ANCHOR DESIGN. �-> Q -O�w a 3. POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATED FOR USE a a w s w( o WITH THIS SYSTEM SHALL BE DETERMINED PER SEPARATE ENGINEERING IN z�(` O= Coo r ACCORDANCE WITH THE GOVERNING CODE. PRESSURE REQUIREMENTS AS W W ofN M UJ LLJw U DETERMINED IN ACCORDANCE WITH ASCE 7-10 AND CHAPTER 1609 OF THE w o FLORIDA BUILDING CODE SIXTH EDITION (2017) SHALL BE LESS THAN OR STITCHING LL vJ Z EQUAL TO THE POSITIVE OR NEGATIVE DESIGN PRESSURE CAPACITY VALUES cn w .. LISTED HEREIN FOR ANY ASSEMBLY AS SHOWN. UJ 0 w 4. DESIGN PRESSURES NOTED HEREIN ARE BASED ON MAXIMUM TESTED SPLICE DETAIL PRESSURES DIVIDED BY A 1.5 SAFETY FACTOR. PANELS HAVE BEEN DESIGN N.T.S. WITH A TOTAL 2" PRE-LOAD SLACK. - 5. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN,A LICENSED ENGINEER OR u REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR _J USE IN CONJUNCTION WITH THIS DOCUMENT. _I w 6. PERMIT HOLDER SHALL VERIFY THE ADEQUACY OF THE EXISTING U \cn � STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS. WOOD BUCKS (BY Q O MAX O.C. _ OTHERS) SHALL BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE H w U w w " MAX SPACING 2" MAX 2" MAX �—� EXISTING STRUCTURE. 2 d' U � U 7. THIS SYSTEM IS INTENDED FOR USE ONLY DURING WIND STORM FROM PER ANCHOR FROM EDGES } } FROM EDGES co (nm co0 >- ¢ EVENTS. WHEN NOT IN USE, PRODUCT SHALL BE PROPERLY STORED AWAY EDGE SCHEDULES OF OVERLAP ( I OF OVERLAP � LL ¢ < �L, FROM PROLONGED EXPOSURE TO DIRECT SUNLIGHT OR OTHER WEATHERING (NP') Q p w L9 z O CONDITIONS. ¢ Q ¢ O w u 8. UNLESS OTHERWISE NOTED HEREIN,ALL SCREWS SHALL BE 304 OR W w Q a h w m c� ¢ O 316 STAINLESS STEEL OR CORROSION RESISTANT COATED SAE GR. 5 ! Z z >_ ? Lo m¢ w CARBON STEEL. 1 2 OPTIONAL OVERLAPPING SECTION = o 0 9. MAXIMUM PANEL SPAN: 18'-2" 2 SHALL HAVE A MINIMUM OF (2) CLIPS U a w z ¢< 10. MAXIMUM ALLOWABLE DESIGN PRESSURE: ±60 PSF AT EACH END,LOCATED 2" MAX FROM H in in 11. PANELS SHALL BE PERMANENTLY LABELED WITH A MINIMUM OF ONE EDGES OF OVERLAP. CLIP AND � ¢ LABEL PER PANEL CONTAINING THE FOLLOWING: ANCHOR SPACING AT OVERLAPPED HURRICANE FABRIC.COM LLC SECTION SHALL NOT EXCEED THOSE PO BOX 50153 NOTED IN ANCHOR SCHEDULES. CLAYTON, MD 63105 ¢ TAS 201, 202, 203 z MIAMI-DADE NOA NUMBER N 12. HURRICANE FABRIC PANELS MAY BE MOUNTED VERTICALLY OR 00 HORIZONTALLY AS APPLICABLE. ' w 13. DISSIMILAR MATERIALS SHALL BE INSULATED FROM TO PREVENT 13" MIN. ~ o a r m J o izz� N N ofE CORROSION AND ELECTROLYSIS AS NECESSARY IN ACCORDANCE WITH THE " N \ NF 0 0 0 o LL ABOVE REFERENCED BUILDING CODE. 14. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL = m m U) co OR AFFIRMATIONS ARE INTENDED. z r u RETENTION CLIP END CONNECTOR: 122 O Y Y U � mF� SIM. oc RHODIA ENGINEERING PLASTICS �02 POLYAMIDE 66 0 o zo FABRIC SPECIFICATION: 1 7 U U a MAY BE INSTALLED TO UNLIMITED WIDTH 0:a 0 m m �'gg TYPE OF YARN: TEXTILE FABRIC m F > > o o CONSTRUCTION: 25 X 25 WEAVE NOTE: PANELS CAN OPTIONALLY BE ANCHORED ON THREE OR FOUR SIDES. FOR FOUR `' z THICKNESS: 1000 MICRONS t 5% SIDE ATTACHMENT,THE SPAN IS THE SHORT DIMENSION BETWEEN FASTENERS. COPYRIGHT FRANK L.BENNARDO P.E. FINISH: RESIN COATED WEIGHT(ASTM D 3776): 10.83 OZ/YD2 ` � � _a0 14-2202 TENSILE STRENGTH (GRAB METHOD,ASTM D 4632): WARP: 879 LBS,WEFT: 879 LBS 2 TYPICAL PANEL INSTALLTION _ A j- _ .a Z4 SCALE: - BURST STRENGTH (ASTM D 3786): 1500 PSI PAGE DESCRIPTION: ABRASION RESISTANCE (ASTM D 4886): 95%STRENGTH RETAINED 1 N.T.S. EXTERIOR ELEV OF SEWING: 11 SEWING ONLY AT SPLICE (SEE SPLICE DETAIL). NO SEWING AT EDGES. �_j FRANK L.BENNARDO,P.E. #PE0046549 MINIMUM GLAZING SEPARATION FROM GLASS 1/4" MAX TO EXISTING INCLUDING INSTALLATION SLACK , SCREEN EDGE /HOST SPAN POSITIVE DESIGN LOAD(PSF) STRUCTURE +60 PSF +50 PSF +40 PSF +30 PSF ANCHOR PER m 4'-0" 6.88" 6,63" 6.13" 5.75" EMBED. ANCHOR w /////j 6'-0" 11.13" 10.50" 9.88" 9.00" SCHEDULE EDGE DISTANCE 8'-0" 15.75" 14.88" 14.00" 12.75" UI 10'-0" 20.88" 19.75" 18.38" 16.88" t' Ll cTy 12' 0" 26.38" 24.88" 23.13" 21.13" O ANCHOR PER Ty 14'-0" 32.13" 30.38" 28.25" 25.75" �,� o ANCHOR 14'-8" 34.13" 32.38" 32.38" 32.38" 'M4 'w SCHEDULE 1/4" MAX TO SCREEN EDGE 16' 0" 38.25" 36.88" 36.88" 36.88" - _ (8) #8xl/2" PH SMS 1T 0" 41.38" 39.00" 36.88" 36.88" yj,L41,V,.z X :D U Tx 18'-2" 45.13" 42.50" 39.50" 36.88" UI a Q ui o W(D °- z Tx O m �zz0 NOTES: Z ~ 1. SEPARATION FROM GLAZING IS REQUIRED FOR W W KC N 0 M w w u J w /uj (8) #8xl/2" PH SMS ALL INSTALLATIONS. LL o EXISTING /L7 2. INTERPOLATION OF THIS TABLE IS NOT u a w z / HOST =w ui PERMITTED. UTILIZE NEXT HIGHEST w STRUCTURE cSEPARATION FROM GLAZING VALUE IF NEEDED. LD 0 w SCREEN ct SCREEN U J J w U 1 WALL MOUNT CONDITION 2 INTERIOR MOUNT CONDITION v= 1, o Lu 0. LOAD ON EXISTING STRUCTURE FROM SCREEN SYSTEM r,�v/ H 4 CJ � w N.T.S. SECTION VIEW N.T.S. SECTION VIEW 2 2 Tx=PARALLEL LOADS(PLF) M� � m U to U W [n M m C) N Q DESIGN PRESSURE + -PSF Q 1 "' �s Q Z O SPAN 60 50 40 30 LL Q U z (5 z ui U W 4'-0" 235.4 208.5 179.6 148.3 F= <U v O LLJ 6-0" 308.5 273.2 235.4 194.3 w m H Q O 1 596" 4.450" 1 478" 8'-0" 373.7 330.9 285.2 235.4 z z Q ¢ w 00.125" � - 0.188" 10'-0" 433.6 384.0 330.9 273.2 Q 0.281" 12'-0" 489.7 433.6 373.7 308.5 1U-1 un p 0 00.406" 14'-0" 542.7 480.6 414.1 341.9 0 � g 0.486 _ 00.406" O � L 14'-8" 559.8 495.7 427.2 352.6 00.465" o T 8 U�� 000" 16'-0" 593.2 525.3 452.7 373.7 o o O o m W O ® 17'-0" 617.7 547.0 471.4 389.1 = 18'-2" 645.6 571.7 492.7 406.7 0.803" 0.486" V O O LOAD ON EXISTING STRUCTURE FROM SCREEN SYSTEM w s Jig Ty=PERPENDICULAR LOADS(PLF) R D N N o y 0.050" 00.442" -�r0.180" 4.250" SPAN _ DESIGN PRESSURE + -PSF Y m m m m NLL�= 1 60 50 40 30 u LL u F u- �Go 0.100" 4'-0" 120.0 100.0 80.0 60.0 z =G __ n P T0.100" 6'-0" 180.0 150.0 120.0 90.0 3 m TMP' 8'-0" 240.0 200.0 160.0 120.0 o Y Y l o o p ® 10'-0" 300.0 250.0 200.0 150.0 0 t-6T " 0.350" CID14-0 420.0 350.0 280.0 210.012'-0" 360.0 300.0 240.0 180.0 a a w P 00.706L w ' " ® ® ® ` _ ®� 14' 8" 440.0 366.7 293.3 220.0 0.500" 16'-0" 480.0 400.0 320.0 240.0 o m m oKg= 17'-0" 510.0 425.0 340.0 255.0 ww z a] N 2 o 0.063"TYP. 18'-2" 545.0 454.2 1 363.3 272.5 COPYRIGHT FRANK L.BENNARDO P.E. 14-2202 0.063"TYP. mow? SCALE-- PAGE DESCRIPTION: Au, t# 6 .°03 O BOTTOM MOUNTING CLIP TOP MOUNTING CLIP s �� N.T.S. POLYAMIDE 66 N.T.S. POLYAMIDE 66 'FRANK L.BENNARDO,P.E. MAX O.C. �' #PL0446549 SPACING PER ANCHOR r SCHEDULES i v(� 2" MAX 2" MAX �b O�.�lIJ�Jj FROM (�P') FROM EDGE EDGE r� TOP OF PANEL DENOTES TYPICAL ANCHORAGE POINT ALONG z, r o ®. �� Moue TOP AND BOTTOM OF PANEL ui a W 0 0. �.1 ''11 i'. u-U) M X N �W OW x rnza - > ULL�xa �a W �aw �Wc5o 01- ca � 11i " NrjLj V BOTTOM OF PANEL W W C W Ud z BOTTOM OF PANEL vo . (n a' =w W 2 o W w 3 L 2 ANGLED PANEL INSTALLTION 3 N.T.S. PLAN VIEW J J uj U UW o WW 4 U U PANEL DEFLECTION m U) M m o U Q SHALL BE MEASURED Q i¢ ¢ I- LO FROM THE MID-SPAN o = z w W SECTION OF EACHLL U Q z U PARTIAL SPAN WHEN Lu r w U 1= 3 STORM BARS ARE z W } m z 3 / USED,TYP. Q z x a o 0 x F--1 L^ ' MAY BE INSTALLED TO UNLIMITED WIDTH y Ln a WALL BEYOND y r 1 ANGLED PANEL INSTALLTION y Q = Z a 3 N.T.S. EXTERIOR ELEV U) y DEFLECTION AND GLAZING r w SEPARATION MEASURED z FROM PARTIAL SPAN#1 MID SPAN a w �2 !P �2 3� OR PARTIAL SPAN#2 MID SPAN J NOTE: NON-SPAN OVERLAP SHALL ° BE A MINIMUM OF 1.5 X THE PANEL �2 o 0 m m u pz=g PROJECTION FROM OPENING < x DEFLECTION AND GLAZING N ¢ J z R' J J � SEPARATION MEASURED o Y x Uc)l �Hzd3m FROM PANEL MID SPAN 2 Z iv a co a Asa � C) o` 02 COPYRIGHT FRANK L.BENNARDO P.E. 14-2202 SCALE: 4 INSTALLATION W/ STORM BAR PAGE DESCRIPTION: 3 ANGLED PANEL INSTALLTION 3 N.T.S. VERTICAL SECTION o1 1 3 N.T.S. VERTICAL SECTION Q3_j MAX O.C. STORM BAR FRANK L.BEJVNARt P.E. #pEoo4sS49 SPACING 2'x3"xl/8' 6063-T6 STORM BAR DIRECT MOUNT&2"T-CLIP: 2" MAX 2" MAX ALUMINUM STORM BAR DESIGN SCHEDULE-MAX STORM BAR LENGTH 1✓/ '✓ PER ANCHOR BEYOND,TYP. (2"x4", SCHEDULE (FOR USE FROM SCHEDULES FROM 2" MAX 2"x5", 2"x6"x%8" STORM ANCHORS PER DETAIL 3/4&4/4 i % EDGE (Pyp) EDGE FROM BARS MAY ALSO BE USED) WITH DIRECT MOUNT OVERALL PANEL / EDGE & Z" T-CLIP MOUNT) +60 PSF +50 PSF +40 PSF +30 PSF,-: 3 FT 75" 80" 86" 94' 4 4 FT 68" 72" 78" 86' 2"x3"x1/8" 6063-T6 5 FT 63" 67" 72" 80' ALUMINUM STORM BAR 6 FT 60" 63" 68" 75' �, tY1_ U F BEYOND,TYP. (2"x4", 7 FT 56" 60" 65" 71' ,. � tal�w J n ca 8 FT 53" 57" 62" 68' ' I�a m xO 2"x5", 2"x6" x%a° STORM a��# [BARS MAY ALSO BE USED) L 9 FT 50" 54" 60" 65" ` I,0`� _ Q 7- j 10 FT 47" 52" 57" 63" }� H>`U w m 0 11 FT 45" 49" 55" 61" Cf a a Q W o w 0 2 12 FT 43" 47" 53" 60" ��-+ p CO o? O 0. N 13 FT 41" 45" 51" 58" I'1 Of+' Q d z w w � LZ WW 0 nwWU a 14 FT 40" 44" 49" 56" to *1 H oO Z D _ 15 FT 39" 42" 47" 54" ?� LL �O 3 � zp W m:Lu 4 X L p W w MAX O.C. J STORM BAR SCHEDULE (FOR SPACING USE WITH 1" T-CLIP MOUNT) : PER ANCHOR SCHEDULES (TYP.) STORM BAR 1"T-CLIP MOUNT:DESIGN SCHEDULE-MAX STORM BAR LENGTH U 5 MAX J 4 2" MAX 4 OVERALL (2)-1/4"POWERS DROP-INS (2)-3/8"POWERS DROP-INS L 3 FROM PANEL +60 PSF +50 PSF +40 PSF +30 PSF +60 PSF +50 PSF +40 PSF +30 PSF r' Q EDGE SPAN U _ p g 1- MAXIMUM STORM BAR LENGTH PER STORM 3 FT 75" 80" 86" 94" 75" 80" 86" 94" � I- v U H v BAR DESIGN SCHEDULE 2 INSTALLATION W/ STORM BAR 4 FT 68" 72" 78" 8W 68" 72" 78" 86" ul M � >- U 5 FT 63" 67" 72" 80" 63" 67" 72" 80" L m � Ln i INSTALLATION W/ STORM BAR 4 N.T.S. EXTERIOR ELEV LL 6 FT 63" 68" 75" 60" 63" 68" 75' Q L W = z O 4 STORM BARS &FABRIC MAY BE INSTALLED 7 FT 56" 60" 65" 71" 56" 60" 65" 71" LL- Q U z C7 � v N.T.S. EXTERIOR ELEV Q Q p w STORM BARS &FABRIC MAY BE INSTALLED HORIZONTALLY OR VERTICALLY AS APPLICABLE 8 FT 53" 57" 62" 68" 53" 57" 62" 68" w F L U � �- (VERTICAL STORM BAR INSTALLATION WITH 9 FT 47" 54" 60" 65" 50" 54" 60" 65" Lu m � � m z " HORIZONTALLY OR VERTICALLY AS APPLICABLE z r HORIZONTAL PANEL SPAN SHOWN HEREIN) 10 FT 42" 51" 57" 63" 47" 52" 57" 63 z D Q ¢ L (HORIZONTAL STORM BAR INSTALLATION WITH Q 0 Qd = VERTICAL PANEL SPAN SHOWN HEREIN) 11 FT 39" 46" 55" 61" 45" 49" 55" 61" U a w 3: z p 12 FT 35" 42" 53" 60" 43" 47" 53" 60" I--1 Ln 0 3: (1)-1/4" ELCO PANELMATE INSERT AT EA END (2)-1/4" ELCO PANELMATE INSERTS AT 13 FT 33" 39" 49" 58" 41" 45" 51" 58" Ln 3 Q EA 2"T-CLIP: 14 FT 30" 36" 45" 56" 40" 44" 49" 56" < OF STORM BAR: W/ 1-5/8" MIN. EMBEDMENT,4" 15 FT 1 28" 1 34' 42" 54" 39" i 42" 1 47" 1 54" • W/ 1-5/8" MIN. EMBEDMENT,4" MIN. MIN. EDGE DISTANCE AND 3-1/2" EDGE DISTANCE,AND 4" MIN. SPACING MIN. SPACING TO 2700 PSI MIN. TO 2700 PSI MIN. CONCRETE 2"x3"xl/8" 6063-T6 NOTES: CONCRETE ALUMINUM STORM (2)-POWERS 1. STORM BAR SCHEDULES ARE GOVERNED BY POSITIVE MIN. EDGE DISTANCE AND 2' MIN. GRADE 5 • MIN. THREAD PENETRATION, 3/4" 1-5/8" MIN.THREAD PENETRATION, (2)-Y4"-20 SAE BAR,TYP. (2"x4", DROP-INS PER WIND LOAD DIRECTIONS ONLY. NEGATIVE WIND MIN. 3/4" MIN. EDGE DISTANCE AND 2"x5" 2"x6" %" DESIGN SCHEDULE. LOAD DIRECTIONS DO NOT SUBJECT THE STORM N w SPACING TO WOOD (G=0.55 MIN). 3-1/2" MIN. SPACING TO WOOD THRUBOLTS WITH x8 � � � SEE NOTES HEREIN BARS TO ANY EXTERIOR LOADING. s =o UTILIZE (2) PANELMATES FOR SPANS 12'-0" SAE GRADE STORM BARS MAY a N z (G=0.55 MIN). ALSO BE USED FOR ANCHOR N of OR GREATER,TYP. WASHER AND ) c o 0 0 0HH REQUIREMENTS,TYP. Q _ ✓ / NUT,TYP. in CO m m m og�a F MIN. 2"x3"x1/8" 6063-T6 2" 1"T-CLI 3" � � ALUMINUM STORM BAR, -, � � 3 =o=o ' TYP. 2"x4" 2"x5„ o Y Y m MH ACCESS HOLE ✓ % 2"x6"xY8" STORM BARS A 1" T-CLIP ANCHOR SCHEDULE: o I. 2"x3"x1/8" 6063-T6 MAY ALSO BE USED) A ® o Taos ALUMINUM STORM BAR, N NUMBER OF i w3 TYP. (2"x4", 2"x5", / u ANCHORS/CLIP DESCRIPTION �o 2"x6"xi/8' STORM BARS 2"T-CLIP ¢ o o MAY ALSO BE USED) �� / %� '�� ;��/ i UTILIZE(2)DROP-INS PER CLIP WITH 1"MIN EMBED, 2 820 (2)-1/4"POW w ERS w w o 2 i/ SPACING,5-1/4"EDGE DISTANCE TO 3000 PSI )- ? m` ( 4"-20 SAE GRADE 5 DROP-INS MIN CONCRETE COPYRIGHT FRANK L.BENNARDOP.E. THRUBOLTS AT EA END OF STORM BAR WITH SAE GRADE '= - ✓ _ /__ = �� .i � UTILIZE(2)DROP-INS PER CLIP WITH 1-9/16"MIN STORM BAR / WASHER AND NUT,TYP. PER SCHEDULE (2)-3/8 POWERS 14-2202 SECTION A-A DROP-INS EMBED,2 IN SPACING,5-1/4"EDGE DISTANCE TO 3000 PSI MIN CONCRETE SCALE: 3 DIRECT MOUNT STORM BAR PAGE DESCRIPTION: 4 STORM BAR 4" = V-0" SECTION 4 2" T-CLIP MOUNT s 1" T-CLIP MOUNT �� � ®0 °F � 4" = 1'-0" SECTION 4 4 4" = 1'-0" SECTION a tFh4Nkt=L BEN NARDO,P.E. PEW46.549 : 1/4" MAX TO 1/4" MAX TO SCREEN EDGE SCREEN EDGE EXTRUSION 2 EXTRUSION 2 EMBED. 0,548" EMBED. CY 0.548" �- EMBED. EXTRUSION 1 1/4" MAX TO N � _. /2„ SCREEN EDGE ANCHOR ANCHOR z PER PER4 b ANCHOR ANCHOR d w "4,w u Ln SCHEDULE SCHEDULE T l ^'u' CO ANCHOR PER Ty Y =1 b 4.Ln` ,x w ', ANCHOR w �r�' tp w U ?X SCHEDULE Ty a WASHERED WINGNUT #14 SDS AT 1/4-20 STUD W/ a a Q m /Q /~ 12" O.C. MAX WASHERED z X o c O I- /- Tx WINGNUT AT WW O(V -j ^wWv Tx AT 10"O.C. p 1/4-20 STUD W/ w w 10" O.C. c> w �z p WASHERED WINGNUT EXISTING j�7 EXISTING jo L a°o /w Tx AT 10" O.C. HOST /Lu HOST /w 2"X2" =w EXISTING /o STRUCTURE/ STRUCTURE/ BUILDOUT o w u HOST jw (8) #8xl/2" PH SMS TUBE (8) #8xl/2" PH SMS tD p STRUCTURE -- (8) #8xl/2" PH SMS �SCREEN SCREEN SCREEN U J J w U zz 2 ALTERNATE ATTACHMENT � Lo 2 EXTRUSION 2 MOUNT ALTERNATE ATTACHMENT m N M p Q ALTERNATE ATTACHMENT 3 BUILD OUT TUBE MOUNT JE�� w Q Q a z 1 5 N.T.S. SECTION VIEW 5 N.T.S. SECTION VIEW w - a u � o EXTRUSION 1 MOUNTCo Q� Jr N.T.S. co z SECTION VIEW z z } o a ¢ w 1.558" U a w 1--1 Ln inn Q 0.093" r 0.656" Ln M 1.188" �o I N 0.185" �0.185" L /— q �0.374" a N o 315" 1.558" 1.315 0 0 0 o ado F TRACK o 2 1" T-CLIP 2-3/4" LONG U u m u m goFa N.T.S. 6063-T6 ALUM A <,=s N.T.S. 6063-T6 ALUM z m p _ e C Y Y U Ki'a 0 2 0.150" 1 1/4" 3 1 o= °'. 0.125" � 00 4 v o�Q �?:w (n O m m �pg� in 0.185" w > > n oa 2.188" (V COPYRIGHT FRANK L.BENNARDO P.E. 3" 1/8" N 14-2202 f0.185" SCALE: �- PAGE DESCRIPTION: @-NILD OUT F TRACKf 1.315" 2.558" 1.315"—. 6063-T6 ALUM �� &2"X211 BUILDOUT TUBE 5 2" T-CLIP 3" LONG N.T.S. 6063-T6 ALUM N.T.S. 6063-T6 ALUM `FRANK L.BENNARDO,P.E. #PE0046549 A �""�Q R ��� 1/4"ITW SAMMY SSC ANCHOR SCHEDULE-INTERIOR MOUNT CONDITION IN.O.C. " 3295 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK (� C 1. SEE EXTERIOR ELEVATION FOR ANCHOR LOCATIONS AND/OR SPACING. SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 2. PRESSURES LISTED IN ANCHOR SPACING SCHEDULES REPRESENT BOTH POSITIVE AND ' ' "` ° NEGATIVE PRESSURES. ��'"" 4'4' 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 3. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 6'-0" 10.0 10.0 10.0 10.0 8.2 9.4 10.0 10.0 10.0 10.0 10.0 10.0 �n 4. UNLESS OTHERWISE NOTED HEREIN, WHERE ANCHORS FASTEN TO NARROW FACE OF STUD 8'-0" 10.0 10.0 10.0 10.0 6.5 7.5 s.o 10.o s.a 10.0 10.0 10.0 ' u , U FRAMING,ANCHOR SHALL BE LOCATED IN CENTER OF NOMINAL 2x (MIN) WOOD STUD (i.e. 3/4" EDGE 10'-0" 10.0 10.0 10.0 10.0 5.4 6.3 7.5 9.4 7.2 8.5 10.0 10.0 �.n, Z t'��, p DISTANCE IS ACCEPTABLE FOR ANCHORS TO WOOD FRAMING). 12'-0" 10.0 10.0 10.0 10.0 4.6 5.4 6.5 8.2 6.1 7.2 8.8 10.0 W M " E 5. WOOD HOST STRUCTURE SHALL BE "SOUTHERN PINE" G=0.55 OR GREATER DENSITY. w cn o(n o 14'4' 10.0 10.0 10.0 10.0 4.1 4.7 5.7 7.2 5.3 6.3 7.6 9.9 6. MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR SCHEDULE. MINIMUM EMBEDMENT 14'-8" 9.6 10.0 10.0 10.0 4.6 5.5 6.9 5.1 6.0 7.3 9.5 cO ,� w M Xco AND EDGE DISTANCE EXCLUDES STUCCO, FOAM, BRICK,AND OTHER WALL FINISHES. Lu 16'-0" 8.9 10.0 10.0 10.0 4.2 5.1 6.5 4.7 5.5 6.8 8.8 W p = a x 7. ANCHOR SCHEDULE APPLIES TO ALL PRODUCTS CERTIFIED HEREIN, BUT ONLY PROVIDES i, 4.0 4.9 6.2 4.4 5.3 6.4 8.3 w W U x MAXIMUM ALLOWABLE ANCHOR SPACING. MAXIMUM ALLOWABLE SPANS AND PRESSURES INDICATED 17'-O" 8.4 9.9 10.0 10.0 Q w IN SPAN SCHEDULE SHALL APPLY. 18'-2" 7.9 9.3 10.0 10.0 i 4.6 5.8 4.2 4.9 6.1 7.8 <Q w w(7 0 8. ALL CONCRETE ANCHOR SHALL BE INSTALLED TO NON-CRACKED CONCRETE ONLY. ALL CL 4, m (D� EXISTING BLOCK SHALL BE ASTM C-90 MIN. WW oN ° MwWL 9. WHERE EXISTING STRUCTURE IS WOOD FRAMING, EXISTING CONDITIONS MAY VARY. FIELD o w @)z 1/4"ITW SAMMY SSC ANCHOR SCHEDULE-WALL MOUNT CONDITION IN.O.C. 0- VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT INTO PLYWOOD. w 10. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR 3295 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK � w a=w AND MAY HAVE EITHER A PAN HEAD,TRUSS HEAD, OR WAFER HEAD ("SIDEWALK BOLT") U.N.O. SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE p w w 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF tD p 11. ® DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE FOR USE. 4'-0" 10.0 10.0 10.0 10.0 9.7 10.0 10.0 10.0 10.0 10.0 10.0 10.0 1-4 12. EDGE DISTANCES AND EMBEDMENT REQUIREMENTS ARE AS FOLLOWS: 6'-0" 10.0 10.0 10.0 10.0 7.2 B.2 s.7 10.o s.3 9.a 10.0 10.0 12.1. 1/4" ITW SAMMY SSC 8 10.0 10.0 10.0 10.0 5.8 6.7 7.8 9.7 6.8 7.7 9.0 10.0 12.1.1. 2-1/4" EMBEDMENT AND 2-1/2" EDGE DISTANCE TO CONCRETE 1-01 12.1.2. 1-1/4" EMBEDMENT AND 2-1/2" EDGE DISTANCE TO HOLLOW CONCRETE BLOCK 10-0" 10.0 10.0 10.0 10.0 4.9 5.6 6.7 8.2 5.8 6.6 7.7 9.4 12.1.3. 2-1/2" EMBEDMENT AND 2-1/2" EDGE DISTANCE TO GROUT-FILLED CONCRETE BLOCK 12'-0" 10.0 10.0 10.0 10.0 4.3 4.9 5.8 7.2 5.1 5.8 6.8 8.3 U 12.2. 1/4" ELCO PANELMATE (MALE OR FEMALE) 14'-0" 8.7 10.0 10.0 10.0 4.2 5.2 6.2 4.4 5.2 5.1 7.2 J 12.2.1. 1-3/4" EMBEDMENT AND 2-1/2" EDGE DISTANCE TO CONCRETE 14'-8" 8.7 10.0 10.0 10.0 4. 5.0 6.2 4.4 5.0 5.9 7.2 J w 16'-0" 8.2 9.4 10.0 10.0 4.7 5.8 4.1 4.7 5.5 6.8 U 12.2.2. 1-1/4" EMBEDMENT AND 3" EDGE DISTANCE TO HOLLOW AND GROUT-FILLED .M z 17'-0" 7.8 9.0 10.0 10.0 i, 4.5 5.6 4.5 5.3 6.5 Q CONCRETE BLOCK U = O g H 12.2.3. 1-7/8" EMBEDMENT AND 3/4" EDGE DISTANCE TO WOOD 18'-2" 7.4 8.5 10.0 10.0 4.3 5.3 4.3 5.1 6.2 I--I L ry U w 12.3. 1/4" POWERS HOLLOW-SET DROPIN � Q 12.3.1. 7/8" EMBEDMENT AND 3-1/2" EDGE DISTANCE TO CONCRETE AND HOLLOW AND w GROUT-FILLED CONCRETE BLOCK Q p w W z 0 LL.12.4. 1/4" ELCO PANELMATE INSERT 1/4"ELCO PANELMATE MALE OR FEMALE ANCHOR SCHEDULE-INTERIOR MOUNT CONDITION IN.O.C. Q U Q C7 E U 12.4.1. 1-5/8" EMBEDMENT AND 4" EDGE DISTANCE TO CONCRETE Q U O w 12.4.2. 1-1/4" EMBEDMENT AND 3-1/2" EDGE DISTANCE TO HOLLOW CONCRETE BLOCK HOLLOW AND GROUT-FILLED CONCRETE W Lu w a F 3323 PSI MIN CONCRETE BLOCK G=0.55 MIN.WOOD N m � U) m z 12.4.3. 1-1/2" EMBEDMENT AND 3-1/2" EDGE DISTANCE TO GROUT-FILLED CONCRETE BLOCK SPAN z z r n Q Q w DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE Q 6 = p p 12.5. 1/4" ALL POINTS SOLID-SET 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF U a w 3 z Q 12.5.1. 7/8" EMBEDMENT AND 3" EDGE DISTANCE TO CONCRETE AND HOLLOW AND 4'-0" 10.0 10.0 10.0 10.0 8.9 10.0 10.0 10.0 10.0 10.0 10.0 10.0 u 0 0 � GROUT-FILLED CONCRETE BLOCK U') 3 V-0" 10.0 10.0 10.0 10.0 6.5 7.5 8.9 10.0 10.0 10.0 10.0 10.0 1-4 12.6. 1/4" POWERS STEEL DROPIN 8'-0" 10.0 10.0 10.0 10.0 5.2 6.0 7.2 8.9 8.6 10.0 10.0 10.0 g 12.6.1. 1" EMBEDMENT AND 3-1/2" EDGE DISTANCE TO CONCRETE 1o'-0" 10.0 10.0 10.0 10.0 4.4 5.1 6.0 7.5 7.1 8.3 10.0 10.0 D 12.7. 3/8" POWERS STEEL DROPIN 12'-0" 8.8 10.0 10.0 10.0 4.a 5.2 6.5 6.0 7.1 8.6 10.0 = 12.7.1. 1-9/16" EMBEDMENT AND 5-1/4" EDGE DISTANCE TO CONCRETE 14'4" 7.7 9.0 10.0 10.0 4.6 5.8 5.3 6.2 7.5 9.6 12.8. 1/4" POWERS POWER-STUD (STAINLESS STEEL) 14'-8" 7.4 8.7 10.0 10.0 i 4.5 5.6 5.0 5.9 7.2 9.2 12.8.1. 2" EMBEDMENT AND 3" EDGE DISTANCE TO CONRETE 16'-0" 6.9 8.1 9.7 10.0 4.2 5.2 4.7 5.5 6.7 8.6 12.8.2. 2" EMBEDMENT AND 5-1/4" EDGE DISTANCE TO GROUT-FILLED CONCRETE BLOCK 17'-0" 6.6 7.7 9.2 10.0 i 5.0 4.4 5.2 6.3 8.1 N � � � 12.9. 1/4" ELCO PANELMATE WAS W ZsJ=ti 18'-2" 6.2 7.2 8.7 1 0.0 / �- 4.7 4.2 4.9 6.0 7.7 �" " `� " 'nZsllti 12.9.1. 2" EMBEDMENT AND 2-1/2" EDGE DISTANCE TO CONCRETE o " N 0 o o 0 12.9.2. 1-1/4" EMBEDMENT AND 3" EDGE DISTANCE TO HOLLOW AND GROUT-FILLED o _- CONCRETE BLOCK = m m co 0. U u- u- F u- , 12.9.3. 1-7/8" EMBEDMENT AND 3/4" EDGE DISTANCE TO WOOD 1/4"ELCO PANELMATE(MALE OR FEMALE)ANCHOR SCHEDULE-WALL MOUNT CONDITION(IN.O.C.) z 12.10. 1/4" ELCO PANELMATE FEMALE ID 3323 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE G=0.55 MIN.WOOD � BLOCK msy � YYCJ � 12.10.1. 1-3/4" EMBEDMENT AND 2-1/2" EDGE DISTANCE TO CONCRETE SPAN HE 12.10.2. 1-1/4" EMBEDMENT AND 3" EDGE DISTANCE TO HOLLOW AND GROUT-FILLED DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE CONCRETE BLOCK 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF o a o00 j w 12.10.3. 1-7/8" EMBEDMENT AND 3/4" EDGE DISTANCE TO WOOD 4'-0" 10.0 10.0 10.0 10.0 8.7 9.9 10.0 10.0 10.0 10.0 10.0 10.0 = Jw w 6'-0" 10.0 10.0 10.0 10.0 6.4 7.3 8.7 10.0 8.9 10.0 10.0 10.0 w _z 8'-0" 10.0 10.tl 10.0 10.0 5.1 5.9 7.0 8.7 7.2 8.3 9.7 10.0 Q o M M ag 10'-0" 9.4 10.0 10.0 10.0 4.3 5.0 5.9 7.3 6.1 7.0 8.3 10.0 E m > > 12'-0" 8.2 9.4 10.0 1 10.o 4.3 5.1 6.4 5.3 6.1 7.2 8.9 ? 14'-0" 7.3 8.3 9.9 10.0 4.6 5.7 4.8 5.5 6.4 8.0 COPYRIGHT FRANK L.BENNARDO P.E. 14'-8" 7.0 8.1 9.5 10.0 4.4 5.5 4.6 5.3 6.2 7.7 14-2202 16'-0" 6.6 7.5 8.9 10.0 i 4.1 5.1 4.3 4.9 5.8 7.2 1 T-O" 6.3 7.2 8.5 10.0 i 4.9 4.1 4.7 5.6 6.9 r SCALE: 18'-2" 6.0 6.8 8.1 10.0 i i 4.7 4.5 5.3 6.6 PAGE DESCRIPTION: FRA7L.BENNARDO,P.E. #PE 046549 1/4"POWERS HOLLOW-SET DROPIN ANCHOR SCHEDULE 1/4"ELCO PANELMATE INSERT ANCHOR SCHEDULE-INTERIOR MOUNT CONDITION IN.O.C. " / r INTERIOR MOUNT CONDITION(IN.O.C.) 2700 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK 4000 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE O 1��0 S/t?:� 8 SPAN BLOCK 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF � DESIGN PRESSURE DESIGN PRESSURE 4'-0" 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 J = 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 6'-0" 10.0 10.0 10.0 10.0 9.7 10.0 10.0 10.0 10.0 10.0 10.0 10.0 4'-0" 10.0 10.0 10.0 10.0 5.2 5.9 6.8 8.3 8'-0" 10.0 10.0 10.0 10.0 7.8 9.0 10.0 10.0 7.9 9.2 10.0 10.0 U t0 N 6'-0" 9.6 10.0 10.0 10.0 4.5 5.2 6.3 10'-0" 8.6 10.0 10.0 10.0 6.5 7.5 9.0 10.0 6.6 7.7 9.2 10.0 'T 8'-0" 7.710.0 10.0 10.0 4.3 5.2 12'-0" 7.3 8.6 10.0 10.0 5.6 6.5 7.8 9.7 5.7 6.6 7.9 10.0 m�® w It r g 10'-0" 6.5 7.5 8.9 10.0 4.5 14'-0" 6.4 7.5 9.2 10.0 5.0 5.7 6.9 8.6 5.1 5.9 7.0 8.8 LL uj H M a 0 n 12'-0" 5.7 6.5 7.7 9.6 14'-8" 6.1 7.2 8.8 10.0 4.8 5.5 6.6 8.3 4.9 5.6 6.8 8.5 ' W f f1 w M aLn FL n 14'-0" 5.1 5.8 6.9 8.5 i 16'-0" 5.7 6.7 8.1 10.0 4.4 5.2 6.2 7.8 4.5 5.3 6.3 7.9 W U. _ x 14'-8" 4.9 5.6 6.7 8.3 i. 17'-0" 5.4 6.3 7.7 10.0 4.2 4.9 5.9 7.4 4.3 5.0 6.0 7.6 z w w U ° z a S 16'-0" 4.6 5.3 6.2 7.7 i 1 8'-2" 5.1 6.0 7.3 9.4 4.6 5.6 7.0 4.1 4.7 5.7 7.2 �j�n ~> Q W a u�L aQ w owU' 17'-0" 4.4 5.0 5.9 7.4 Z O m o z z 18'-2" 4.1 4.8 5.7 7.0 x 4-1 N M z w V 1/4"ELCO PANELMATE INSERT ANCHOR SCHEDULE-WALL MOUNT CONDITION IN.O.C. W W 2700 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK U o z 1/4"POWERS HOLLOW-SET DROPIN ANCHOR SCHEDULE SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE V) D- a w z WALL MOUNT CONDITION(IN.O.C.) w x w 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF ow L'u 4000 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE 4'-0" 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 t0 p SPAN BLOCK 6'-0" 10.0 10.0 10.0 10.0 9.2 10.0 10.0 10.0 9.3 10.0 10.0 10.0 DESIGN PRESSURE DESIGN PRESSURE 81_0" 8.3 9.4 10.0 10.0 7.4 8.5 10.0 10.0 7.5 8.6 10.0 10.0 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 10'-0" 7.1 8.1 9.4 10.0 6.2 7.2 8.5 10.0 6.3 7.2 8.6 10.0 4'-0" 10.0 10.0 10.0 10.0 8.3 9.7 10.0 10.0 12'-0" 6.2 7.1 8.3 10.0 5.4 6.2 7.4 9.2 5.5 6.3 7.5 9.3 6'-0" 10.0 10.0 10.0 10.0 5.7 6.8 8.3 10.0 14'-0" 5.6 6.3 7.4 9.1 4.8 5.5 6.6 8.2 4.9 5.6 6.6 8.3 8'-0" 8.4 9.7 10.0 10.0 4.4 5.2 6.4 8.3 J 14'-8" 5.4 6.1 7.2 8.8 4.6 5.3 6.3 7.9 4.7 5.4 6.4 8.0 10'-0" 7.0 8.1 9.7 10.0 4.3 5.2 6.8 16-0" 5.1 5.8 6.8 8.3 4.3 5.0 5.9 7.4 4.4 5.1 6.0 7.5 J w 12'-0" 6.0 7.0 8.4 10.0 4.4 5.7 z 17'-0" 4.8 5.5 6.5 7.9 4.1 4.8 5.7 7.1 4.2 4.8 5.7 7.1 u 14'-0" 5.3 6.2 7.4 9.3 ix 5.0 M 18'-2" 4.6 5.3 6.2 7.6 4.5 5.4 6.7 4.6 5.4 6.8 Q 14'-8" 5.1 5.9 7.1 9.0 4.8 U Lu w a. 16'-0" 4.8 5.5 6.6 8.4 4.4 d U F- U 17'-0" 4.5 5.3 6.3 8.0 4.2 m m Q 18'-2" 4.3 5.0 6.0 7.6 Q 0 w ¢ z LL 0 a V 00wu 1/4"POWERS STEEL DROPIN ANCHOR SCHEDULE 3/8"POWERS STEEL DROPIN ANCHOR SCHEDULE W w i-INTERIOR MOUNT CONDITION(IN.O.C.) INTERIOR MOUNT CONDITION(IN.O.C.) w m � 1 ¢ O 1/4"ALL POINTS SOLID-SET ANCHOR SCHEDULE-INTERIOR MOUNT CONDITION(IN.O.C.) 7- Ln >_ a cn coZ HOLLOW AND GROUT-FILLED CONCRETE 4000 PSI MIN CONCRETE 4000 PSI MIN CONCRETE Q z a 2 Q p p 3000 PSI MIN CONCRETE O � _ BLOCK SPAN DESIGN PRESSURE SPAN DESIGN PRESSURE U Q a w � z 0 SPAN DESIGN PRESSURE DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 4'-0" 10.0 10.0 10.0 10.0 4'-0" 10.0 10.0 10.0 10.0 �� Q 4'-0" 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 6'-0" 10.0 10.0 10.0 10.0 6'-0" 10.0 10.0 10.0 10.0 2: 6'-0" 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 8'-0" 10.0 10.0 10.0 10.0 8'-0" 10.0 10.0 10.0 10.0 8'-0" 10.0 10.0 10.0 10.0 8.0 9.3 10.0 10.0 10'-O" 10.0 10.0 10.0 10.0 10'-0" 10.0 10.0 10.0 10.0 10'-0" 10.0 10.0 10.0 10.0 6.8 7.8 9.3 10.0 12'-0" 9.4 10.0 10.0 10.0 12'-0" 10.0 10.0 10.0 10.0 12'-0" 10.0 10.0 10.0 10.0 5.9 6.8 8.0 10.0 14'-0" 8.3 9.6 10.0 10.0 14'-0" 10.0 10.0 10.0 10.0 14'-0" 9.0 10.0 10.0 10.0 5.2 6.0 7.1 8.9 14'-8" 8.0 9.2 10.0 10.0 14'-8" 10.0 10.0 10.0 10.0 14'-8" 8.7 10.0 10.0 10.0 5.0 5.8 6.9 8.6 16'-0" 7.5 8.6 10.0 10.0 16'-0" 10.0 10.0 10.0 10.0 m r r °J 16'-0" 8.1 9.4 10.0 10.0 4.7 5.4 6.4 8.0 17'-0" 7.1 8.2 9.8 10.0 17'-0" 10.0 10.0 10.0 10.0 ¢ _' N N o a 3 g a 17'-0" 7.7 8.9 10.0 10.0 4.4 5.1 6.1 7.7 ` o" 18'-2" 6.8 7.8 9.3 10.0 18'-2" 10.0 10.0 10.0 10.0 0 0 0 0 18'-2" 7.3 8.5 10.0 10.0 4.2 4.9 5.8 7.3 = m m m m 1/4"POWERS STEEL DROPIN ANCHOR SCHEDULE 3/8"POWERS STEEL DROPIN ANCHOR SCHEDULE 3 z m �= 1/4"ALL POINTS SOLID-SET ANCHOR SCHEDULE-WALL MOUNT CONDITION IN.O.C. J y WALL MOUNT CONDITION(IN.O.C.) WALL MOUNT CONDITION(IN.O.C.) o Y Y 3000 PSI MIN CONCRETE HOLLOWAND GROUT-FILLED CONCRETE N LLo BLOCK 4000 PSI MIN CONCRETE 4000 PSI MIN CONCRETE O �<�a SPAN DESIGN PRESSURE DESIGN PRESSURE SPAN DESIGN PRESSURE SPAN DESIGN PRESSURE 9 0 6O = 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 4'-0" 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 4'-0" 10.0 10.0 10.0 10.0 4'-0" 10.0 10.0 10.0 10.0 Y w a O L) m o 6-0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 6'-0" 10.0 10.0 10.0 10.0 6'-0" 10.0 10.0 10.0 10.0 ¢ LL o y 8'-0" 10.0 10.0 10.0 10.0 8.1 9.3 10.0 10.0 8'-0" 10.0 10.0 10.0 10.0 8'-0" 10.0 10.0 10.0 10.0 w w W o N =o n ? � Lr � , 10'-0" 10.0 10.0 10.0 10.0 6.8 7.8 9.3 10.0 10'-0" 10.0 10.0 10.0 10.0 10'-0" 10.0 10.0 10.0 10.0 COPYRIGHT FRANK L.BENNARDO P.E. 12'-0" 10.0 10.0 10.0 10.0 5.9 6.8 8.1 10.0 12'-0" 9.5 10.0 10.0 10.0 12'-0" 10.0 10.0 10.0 10.0 14'-0" 9.1 10.0 10.0 10.0 5.2 6.0 7.1 8.9 14'-0" 8.4 9.8 10.0 10.0 14'-0" 10.0 10.0 10.0 10.0 14-2 2 0 2 "'-8 10.0 10.0 10.0 14'-8" 8.8 10.0 10.0 10.0 5.0 5.8 6.9 8.6 14'-8" 8.1 9.4 10.0 10.0 14 10.0 � SCALE: - 16'-0" 8.2 9.5 10.0 10.0 4.7 5.4 6.4 8.1 16'-0" 7.6 8.8 10.0 10.0 16'-0" 1D.0 10.0 10.0 10.0 .0 PAGE DESCRIPTION: Z _ 17'-0" 1 7.8 9.0 10.0 10.0 4.4 5.1 6.1 7.7 17'-0" 7.2 8.4 10.0 10.0 17'-0" 10.0 10.0 10.0 10.0 f 18'-2" 7A 8.5 10.0 10.0 4.2 4.9 5.8 7.3 18'-2" 6.8 7.9 9.5 10.0 18'-2" 10.0 10.0 10.0 10.0 J OFF q NOTE: SEE SHEET 6 ��J FOR ANCHOR NOTES //J/ FRANK L.BENNARDO,P.E. #PE0046549 1/4"POWERS POWER-STUD ANCHOR SCHEDULE-INTERIOR MOUNT CONDITION IN.O.C. y n p 4000 PSI MIN CONCRETE GROUT-FILLED CONCRETE BLOCK 1/4"ELCO PANELMATE FEMALE ID ANCHOR SCHEDULE-INTERIOR MOUNT CONDITION(IN.O.C.) SPAN DESIGN PRESSURE DESIGN PRESSURE HOLLOW AND GROUT-FILLED CONCRETE G=0.55 MIN.WOOD 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 3350 PSI MIN CONCRETE BLOCK 4'-0" 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 6'-0" 10.0 10.0 10.0 10.0 9.5 10.0 10.0 10.0 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF w o N 8'-0" 10.0 10.0 10.0 10.0 7.5 8,8 10.0 10.0 4'-0" 10.0 10.0 10.0 10.0 8.9 10.0 10.0 10.0 10.0 10.0 10.0 10.0 E' 10'-O" 10.0 10.0 10.0 10.0 6.3 7.3 8.8 10.0 V-O" 10.0 10.0 10.0 10.0 6.5 7.5 8.9 10.0 10.0 10.0 10.0 10.0 LU M m O g 12'-0" 8.6 10.0 10.0 10.0 5.4 6.3 7.5 9.5 8'-0" 10.0 10.0 10.0 10.0 5.2 6.0 7.2 8.9 8.6 10.0 10.0 10.0 YVrnJ w F- M o N O 0n 14'-0" 7.6 8.9 10.0 10.0 4.7 5.5 6.7 8.4 10'-0" 10.0 10.0 10.0 10.0 4.4 5.1 6.0 7.5 7.1 8.3 10.0 10.0V J LL M a m 14'-8" 7.3 8.5 10.0 10.0 4.6 5.3 6.4 8.1 12'-0" 8.8 10.0 10.0 10.0 4.4 5.2 6.5 6.0 7.1 8.6 10.0 W Vj', O _�Q U _ 16'-0" 6.8 7.9 9.5 10.0 4.2 4.9 6.0 7.5 14'-0" 7.7 9.0 10.0 10.0 4.6 5.8 5.3 6.2 7.5 9.6 w Lu U ?x 17'-0" 6.5 7.5 9.1 10.0 4.0 1 4.7 5.7 7.2 14'-8" 7.4 8.7 10.0 10.0 / 4.5 5.6 5.0 5.9 7.2 9.2 'n F-> Q w a 18'-2" 6.1 7.1 8.6 10.0 4.4 5.4 6.8 16'-0" 6.9 8.1 9.7 10.0 L;J 0 a ED o w F-/, 4.2 5.2 4.7 5.5 6.7 8.6 m z_z 0 17'-0' 6.6 7.7 9.2 10.0 i 5.0 4.4 5.2 6.3 8.1 Z^ a+� I'1 afNU ^wwu 18'-2' 6.2 7.2 8.7 10.0 / 4.7 4.2 4.9 6.0 7.7 W W w U� W �pz 1/4"POWERS POWER-STUD ANCHOR SCHEDULE-WALL MOUNT CONDITION IN.O.C. u' ui J 4000 PSI MIN CONCRETE GROUT-FILLED CONCRETE BLOCK Lu =w W 1/4"ELCO PANELMATE FEMALE ID ANCHOR SCHEDULE-WALL MOUNT CONDITION IN.O.C. SPAN DESIGN PRESSURE DESIGN PRESSURE HOLLOW AND GROUT-FILLED CONCRETE G=0.55 MIN.WOOD w 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 3350 PSI MIN CONCRETE BLOCK 'i 4'-0" 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 6'-0" 10.0 10.0 10.0 10.0 8.4 9.6 10.0 10.0 _ 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF- 8'-0" 10.0 10.0 10.0 10.0 6.8 7.7 9.1 10.0 4'-0" 10.0 10.0 10.0 10.0 8.7 9.9 10.0 10.0 10.0 10.0 10.0 10.0 10'-0" 9.3 10.0 10.0 10.0 5.7 6.6 7.7 9.6 6-0" 10.0 10.0 10.0 10.0 6.4 7.3 8.7 10.0 8.9 10.0 10.0 10.0 12'-0" 8.1 9.3 10.0 10.0 5.0 5.7 6.8 8.4 6-0" 10.0 10.0 10.0 10.0 5.1 5.9 7.0 8.7 7.2 8.3 9.7 10.0 U 14'-0" 7.2 8.3 9.8 10.0 4.5 5.1 6.0 7.5 10'-0" 9.4 10.0 10,0 10.0 4.3 5.0 5.9 7.3 6.1 7.0 8.3 10.0 .2 J u� 14'4' 7.0 8.0 9,5 10.0 4.3 4.9 5.8 7 12'-0" 8.2 9.4 10.0 10.0 4.3 5.1 6.4 5.3 6.1 7.2 8.9 U 16'-0" 6.5 7.5 8.9 10.0 4.0 4.6 5.5 6.8 14'-0" 7.3 8.3 9.9 10.0 4.6 5.7 4.8 5.5 6.4 8.0 M z 2 1 T-O" 6.2 7.2 8.5 10.0 4.4 5.2 6.5 14'-8" 7.0 8.1 9.5 10.0 4.4 5.5 4.6 5.3 6.2 7.7 1--i h OU F w 18'-2" 5.9 6.8 8.1 10.0 4.2 5.0 6.2 16'-0" 6.6 7.5 8.9 10.0 4.1 5.1 4.3 4.9 5.8 7.2 � H d U N U U 8.5 10.0 4.9 4.1 4.7 5.6 6.9 to m >- p V Q 18'-2" 6.0 6.8 8.1 10.0 / / 4.7 4.5 5.3 6.6 < Q = z w 0O Lu W � w � ° SF- w co ce 0 1/4"ITW SAMMY SSC ANCHOR SCHEDULE-EXTRUSION 1 MOUNT(IN.O.C.) Z Ln r m z 1/4"ELCO PANELMATE TVAS ANCHOR SCHEDULE-INTERIOR MOUNT CONDITION(IN.O.C.) 3295 PSI MIN CONCRETE GROUT-FILLED CONCRETE BLOCK Q z Q a a w - a 2 p p HOLLOW AND GROUT-FILLED CONCRETE G=0.55 MIN.WOOD SPAN DESIGN PRESSURE DESIGN PRESSURE U 3350 PSI MIN CONCRETE w z 1--1 �n BLOCK p SPAN 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF O DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 4'-0" 6.1 6.9 8.0 9.8 4.4 5.1 6.2 &,�// ,r-, a 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 6'-0" 4.6 5.2 6.1 7.4 4.7 4'-0" 10.0 10.0 10.0 10.0 9.5 10.0 10.0 10.0 10,0 10.0 10.0 10.0 1 8'-O" i 4.2 5.0 6.1 D 6'-0" 10.0 10.0 10.0 10.0 7.0 8.0 9.5 10.0 10.0 10.0 10.0 10.0 10'-0" 4.2 5.2 / 8'-0" 10.0 10.0 10.0 10.0 5.7 6.5 7.7 9.5 8.6 10.0 10.0 10.0 12--0" Z11, 4.6 10'-0" 10.0 10.0 10.0 10.0 4.8 5.5 6.5 8.0 7.1 8.3 10.0 10.0 12'-0" 10.0 10.0 10.0 10.0 4.2 4.8 5.7 7.0 6.0 7.1 8.6 10.0 14'-0" 9.7 10.0 10.0 10.0 4.3 5.0 6.3 5.3 6.2 7.5 9.6 ui 14'4" 9.4 10.0 10.0 10.0 4.1 4.9 6.1 5.0 5.9 7.2 9.2 1/4"ELCO PANELMATE(MALE OR FEMALE)ANCHOR SCHEDULE-EXTRUSION 1 MOUNT(IN. < m N N o � 16'-0" 8.7 10.0 10.0 10.0 4.6 5.7 4.7 5,5 6.7 8.6 O.C.) G n co Nw 0 0 0 0 1T-O" 8.3 9.6 10.0 10.0 / / 4.4 5.4 4.4 5.2 6.3 8.1 3323 PSI MIN CONCRETE G=0.55 MIN.WOOD �_6� 18'-2" 7.9 9.1 10.0 10.0 4A 5.2 4.2 4.9 6.0 7.7 = mmwm w9g SPAN DESIGN PRESSURE DESIGN PRESSURE ` LL ~ " a=moo z ��� 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF J Z m 3 J J � 1/4"ELCO PANELMATE TVAS ANCHOR SCHEDULE-WALL MOUNT CONDITION(IN.O.C.) 4'-0" 4.3 4.9 5.7 7.0 4.5 5.3 6.4 o Y Y o=o Q 6'-0" 4.3 5.3 /- 4.9 HOLLOW AND GROUT-FILLED CONCRETE q 3350 PSI MIN CONCRETE G=0.55 MIN.WOOD = BLOCK 8'-0" / 4.3 X111 SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE U ao 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF y ��g 4'-0" 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 1/4"ELCO PANELMATE INSERT ANCHOR SCHEDULE-EXTRUSION 1 MOUNT IN.O.C. M a o m LL o 6'-0" 2700 PSI MIN CONCRETE GROUT-FILLED CONCRETE BLOCK se 10.0 10.0 10.0 10.0 7.7 8.9 10.0 10.0 8.9 10.0 10.0 10.0 � 8'-0" 10.0 10.0 10.0 10.0 6.1 7.1 8.4 10.0 7.2 8.3 9.7 10.0 SPAN DESIGN PRESSURE DESIGN PRESSURE 10'-0" 10.0 10.0 10.0 10.0 5.1 5.9 7.1 8.9 6.1 7.0 8.3 10.0 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF COPYRIGHT FRANK L.BENNARDOP.E. 12'-0" 10.0 10.0 10.0 10.0 4.4 5.1 6.1 7.7 5.3 6.1 7.2 8.9 4'-0" 4.4 5.0 5.9 7.2 4.3 1^_2 2 O 2 14'-0" 9.6 10.0 10.0 10.0 4.5 5.4 6.8 4.8 5.5 6.4 8.0 6'-0" 4.4 5.4 �t 14'-8" 9.2 10.0 10.0 10.0 / 4.3 5.2 6.6 4.6 5.3 6.2 7.7 8'-0" R - 4.4 / / SCALE:PAGE DESCRIPTION: 16'-0" 8.6 9.9 10.0 10.0 4.0 4.8 6.1 4.3 4.9 5.8 7.2 17-0" 8.2 9,5 1 10.0 1 10.0 4.6 5.8 4.1 4.7 5.6 6.9 { 18'-2" 7.8 9.0 1 10.0 1 10.0 4.4 5.5 4.5 5.3 6.6 ¢ ,, 16 0 OF 0- �Z NOTE: SEE SHEET 6 By FOR ANCHOR NOTES FRANK L.BENNARDO,P.E. 1/4"ALL POINTS SOLID-SET ANCHOR SCHEDULE- 1/4"ITW SAMMY SSC ANCHOR SCHEDULE-EXTRUSION 2 MOUNT IN.O.C. #PEOa46549 EXTRUSION 1 MOUNT(IN.O.C.) 3/8"POWERS STEEL DROPIN ANCHOR SCHEDULE 3295 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK F` EXTRUSION 1 MOUNT(IN.O.C.) SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 3000 PSI MIN CONCRETE - i c SPAN 4000 PSI MIN CONCRETE 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF `'"�1, ©5 17 DESIGN PRESSURE SPAN DESIGN PRESSURE 4'-0" 12.0 12.0 12.0 12.0 6.9 8.0 9.6 12.0 9.2 10.6 12.0 12.0 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 6'-0" 12.0 12.0 12.0 12.0 5.0 5.8 6.9 8.8 6.8 7.8 9.2 11.4 4'-0" 4.4 5.0 5.8 7.1 8'-0" 9.7 11.3 12.0 12.0 4.5 5.5 6.9 5.4 6.2 7.4 9.2 6'-0" 4.4 5.4 4'-0" 8.5 9.6 11.2 12.0 rn 6'-0" 6.4 7.3 8.5 10.4 10'-0" 8.1 9.4 11.3 12.0 % %, 4.5 5.8 4.5 5.2 6.2 7.8 U o N r Lf 8'-0" 4.4 8'-0" 5.2 5.9 6.9 8.5 12'-0" 6.9 8.1 9.7 12.0 % 5.0 4.5 5.4 6.8 7 �y o 10'-0" 5.1 5.9 7.3 14'-0' 6.1 7.1 8.6 10.9 %• 4.4 % 4.0 4.8 6.0 L p ; 1}I M1 u r�P Q_ 12'-0" /� 5.2 6.4 14'-8" 5.9 6.8 8.3 10.5 / 4.2 4.6 5.8 � -o to CO 1/4"POWERS STEEL DROPIN ANCHOR SCHEDULE 14'-0" 4.7 5.7 16'-0" 5.4 6.4 7.7 9.7 4.3 5.4 LL V LL ( ) 14'-8" 4.5 5.6 EXTRUSION 1 MOUNT IN.O.C. 1T-0" 5.2 6.0 7.3 9.3 %, 4.1 5.2 1 't 16'-0" , 52 18'-2" 4.9 5.7 6.9 8.8 % % 4.9 Z -,,U'LL x a 4000 PSI MIN CONCRETE . rrnn�nl SPAN DESIGN PRESSURE 17'-0" 5.0 u`� Q m .z z 60 PSF 50 PSF 40 PSF 30 PSF 18'-2" 4.8 Z a'C o cD c 4'-0" 4.0 4.6 5.3 6.5 1/4"ELCO PANELMATE(MALE OR FEMALE)ANCHOR SCHEDULE-EXTRUSION 2 MOUNT(IN.O.C.) W W O N p M z ui w u HOLLOW AND GROUT-FILLED CONCRETE U* W z 6'-0" 4.0 4.9 3323 PSI MIN CONCRETE G=0.55 MIN.WOOD �, 0- BLOCK ?� LL J(D SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE Ul c' =w 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF O LWLI w 4'-0" 120 120 120 12.0 5.7 6.6 8.0 10.1 9.1 10.4 12.0 12.0 0 C) . . . 1/4"POWERS POWER-STUD ANCHOR SCHEDULE-EXTRUSION 1 MOUNT IN.O.C.) 4000 PSI MIN CONCRETE GROUT-FILLED CONCRETE BLOCK 6'-0" 9.4 11.0 12.0 12.0 4.0 4.7 5.7 7.2 6.6 7.6 9.1 11.3 SPAN DESIGN PRESSURE - DESIGN PRESSURE _ 8'0" 7.4 8.6 10.4 12.0 % 4.4 5.7 5.2 6.1 7.2 9.1_ 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 10'-0" 6.1 7.1 8.6 11.0 % 4.7 4.4 5.1 6.1 7.6 4'-0" 4.1 4.7 5.5 6.7 / 4.3 12'-0" 5.2 6.1 7.4 9.4 /- 4.0 %. 4.4 5.2 6.6 6'-0" 4.1 5.1 14'-0" 4.6 5.4 6.5 8.3 4.6 5.8 U 14'-8" 4.4 5.1 6.2 8.0 % 4.5 5.6 J 16-0" 4.1 4.8 5.8 7.4 4.2 5.2 J U 17'-0" 4.5 5.5 7.0 % 5.0 rn z 1/4"ELCO PANELMATE TVAS ANCHOR SCHEDULE-EXTRUSION 1 MOUNT IN.O.C. � ' 2: Q 18'-2" 4.3 5.2 6.6 % %- % 4.7 �_ _ O a 3350 PSI MIN CONCRETE G=0.55 MIN.WOOD P v . Lu U SPAN DESIGN PRESSURE DESIGN PRESSURE c=i� M co p � 1/4"POWERS HOLLOW-SET DROPIN ANCHOR SCHEDULE m 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF EXTRUSION 2 MOUNT(IN.O.C.) Q Q w �E Q F- w0 4'-0" 4.9 5.6 6.6 8.0 4.5 5.3 6.4 z 4000 PSI MIN CONCRETE HOLLOWAND GROUT-FILLED CONCRETE LL_ _Q U z =(7 U 6'-0" 4.2 4.9 6.0 4.9 BLOCK I- Q Q O W w ., 8'-0" 4.1 4.9 %- %- SPAN W F- w DESIGN PRESSURE DESIGN PRESSURE z ui r � � m Z 4.2 % 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF z QQ Q Q w 4'-0" 8.5 9.9 12.0 12.0 4.3 5.2 6.8 U O J z Q 6-0" 5.9 6.9 8.5 10.9 %• %, %, 4.7 w 1-�-I p 8'-0" 4.6 5.4 6.6 8.5 � 10'-0" / 4.4 5.4 6.9 i ^/ 12'-0" 4.6 5.9 14'-0" 5.1 % ZD 1/4"ELCO PANELMATE FEMALE ID ANCHOR SCHEDULE-EXTRUSION 1 MOUNT IN.S.C. 14'-8" 4.9 %- 3350 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE G=0.55 MIN.WOOD 16'-0" 4.6 BLOCK 17'-0" % % % 4.3 SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 4'-0" 4.3 4.9 5.7 7.0 % 4.5 5.3 6.4 ¢ ° N N o a o � Ma � 6'-0" 4.3 5.3 / / i 4.9 0000LLw� 1/4"ELCO PANELMATE INSERTANCHOR SCHEDULE-EXTRUSION 2 MOUNT IN.O.C. oa 8'-0" % 4.3 / % 2700 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK = m m m o o SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE z " 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF J z m J J fn � � id 4'-0" 11.1 12.0 12.0 12.0 8.4 9.8 11.8 12.0 8.6 10.0 12.0 12.0 pY Y UT 6'-0" 8.1 9.3 11.1 12.0 6.0 7.0 8.4 10.7 6.1 7.1 8.6 10.9 1 SN$E E_ MR 8'4' 6.4 7.4 8.9 11.1 4.6 5.4 6.6 8.4 4.8 5.6 6.7 8.6 s 8wF_ 10'-0" 5.4 6.2 7.4 9.3 4.5 5.4 7.0 4.6 5.6 7.1 12'-0" 4.7 5.4 6.4 8.1 4.6 6.0 % 4.8 6.1 14'-0" 4.1 4.8 5.7 7.2 4.1 5.2 % 4.2 5.3 ¢ o m LL o 0 0 14'-8" % 4.6 5.5 6.9 / 5.0 % -`S2 5.1 w � > >: o �F 16'-0" 4.3 5.1 6.4 4.6 4.8 � ? � � � m 17'-0" 4.1 4.9 6.1 4.4 4.5 COPYRIGHT FRANK L.BENNARDO P.E. 18'-2" 4.6 5.8 % % % 4.2 4.3 14-2202 SCALE: :r PAGE DESCRIPTION: OF NOTE: SEE SHEET 6 FOR ANCHOR NOTES g FRANK L.BENNARDO,P.E. 1/4"ALL POINTS SOLID-SET ANCHOR SCHEDULE-EXTRUSION 2 MOUNT(IN.O.C.) #PE0046549 1/4"ELCO PANELMATE TVAS ANCHOR SCHEDULE-EXTRUSION 2 MOUNT IN.O.C. 3000 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE r BLOCK 3350 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE G=0.55 MIN.WOOD °` :: Q SPAN BLOCK DESIGN PRESSURE DESIGN PRESSURE SPAN DESIGN PRESSURE DESIGN P ESSURE DESIGN PRESSURE '0 1 /0 5/? `tity 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 4'-0" 12.0 12.0 12.0 12.0 8.7 10.2 12.0 12.0 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 6'-0" 10.7 12.0 12.0 12.0 6.1 7.2 8.7 11.1 4'-0" 12.0 12.0 12.0 12.0 6.2 7.3 8.8 11.3 9.1 10.4 12.0 12.0 n, 6'-0" 11.6 12.0 12.0 12.0 4.3 5.1 6.2 8.0 6.6 7.6 9.1 11.3 - 8'-0" 8.3 9.7 11.8 12.0 4.8 5.6 6.8 8.7 a 10'-0" 6.8 8.0 9.7 12.0 4.6 5.6 7.2 8'-0" 9.1 10.6 12.0 12.0 i 4.8 6.2 5.2 6.1 7.2 9.1 N 10'-0" 7.4 8.7 10.6 12.0 i / 5.1 4.4 5.1 6.1 7.6 `Z d o 12'-0" 5.8 6.8 8.3 10.7 4.8 6.1 14'-0" 5.0 5.9 7.2 9.3 4.2 5.4 12'-0" 6.3 7.4 9.1 11.6 / / 4.3 4.4 5.2 6.6 Lu fY' M ri O 14'-0" 5.5 6.5 7.9 10.2 4.6 5.8 4 g`.'w,' L L W H o v)U Ln 14'-8" 4.8 5.7 6.9 9.0 5.2 14'4" 5.3 6.2 7.6 9.8 4.5 5.6 i �` U M a u Lu rn 16'-0" 4.5 5.3 6.4 8.3 4.8 W -(n x(n # 1 T-0" 4.2 5.0 6.1 7.9 4.5 16'-0" 4.9 5.8 7.0 9.1 4.2 5.2 Z W O _ z a 17'-0" 4.6 5.5 6.7 8,6 / 5.0 _ w U Z Z x 18'-2" 4.7 5.7 7.4 i• / 4.3 18'-2" 4.4 5.1 6.3 8.1 /, / 4.7 a w a W w(7 O w N o� mo�z � �ON � N'EL wW U • I @ 1/4"POWERS STEEL DROPIN ANCHOR SCHEDULE 1/4"ELCO PANELMATE FEMALE ID ANCHOR SCHEDULE-EXTRUSION 2 MOUNT IN.O.C. U � o EXTRUSION 2 MOUNT(IN.O.C.) 3350 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE G=0.55 MIN.WOOD Ul W =w BLOCK p w w 4000 PSI MIN CONCRETE SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE LD p SPAN DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 4'-0" 12.0 12.0 12.0 12.0 5.7 6.6 8.0 10.1 9.1 10.4 12.0 12.0 4'-0" 12.0 12.0 12.0 12.0 6'-0" 9.4 11.0 12.0 12.0 4.0 4.7 5.7 7.2 6.6 7.6 9.1 11.3 6'-0" 9.8 11.5 12.0 12.0 8'-0" 7.4 8.6 10.4 12.0 i 4.4 5.7 5.2 6.1 7.2 9.1 8'-0" 7.6 8.9 10.9 12.0 10'-0" 6.1 7.1 8.6 11.0 / 4.7 4.4 5.1 6.1 7.6 10'-0" 6.2 7.3 8.9 11.5 12'-0" 5.2 6.1 7.4 9.4 i i/ 4.0 4.4 5.2 6.6 U 12'-0" 5.3 6.2 7.6 9.8 14'-0" 4.6 5.4 6.5 8.3 / 4.6 5.8 J J w 14'-0" 4.6 5.4 6.6 8.6 U 14'4" 4.4 5.1 6.2 8.0 i 4.5 5.6 14'-8" 4.4 5.2 6.4 1 8.2 M z 16'-0" 4.1 4.8 5.8 7.4 4.2 5.2 U = O 16'-0" 4.1 4.8 5.9 7.6 17'-0" 4.5 5.5 7.0 / / 5.0 1--1 H v U w w 17'-0" 4.6 5.6 7.2 �/ d U U 18'-2" 4.3 5.2 6.6 / 4.7 LL M (n 4.3 5.2 1 6.8 cn M m n (nQ Q w a ~ O LL < = z L) ww 3/8"POWERS STEEL DROPIN ANCHOR SCHEDULE LLJ w U O w EXTRUSION 2 MOUNT(IN.O.C.) z (Lu n >_ � � co 4000 PSI MIN CONCRETE z n aaw SPAN DESIGN PRESSURE U a w z_ 60 PSF 50 PSF 40 PSF 30 PSF H o in 2 H 4'-0" 12.0 12.0 12.0 12.0 Ln a 6'-0" 12.0 12.0 12.0 12.0 8'-0" 12.0 12.0 12.0 12.0 10'-0" 12.0 12.0 12.0 12.0 12'-0" 11.2 12.0 12.0 12.0 14'-0" 9.8 11.5 12.0 12.0 14'-8" 9.4 11.0 12.0 12.0 16'-0" 8.6 10.2 12.0 12.0 a o v m 17'-0" 8.2 9.7 11.8 12.0 w F "I N Q N O o a 18'-2" 7.7 9.1 11.1 12.0 izz 0 0 0 0 . = Co m EDm 1/4"POWERS POWER-STUD ANCHOR SCHEDULE-EXTRUSION 2 MOUNT(IN.O.C.) 0 "' w ~ w C 4000 PSI MIN CONCRETE GROUT-FILLED CONCRETE BLOCK J z m3'= J J 'M SPAN DESIGN PRESSURE DESIGN PRESSURE O Y Y U(n K 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 4'-0" 12.0 12.0 12.0 12.0 8.1 9.4 11.2 12.0 o d o 6'-0" 9.2 10.8 12.0 12.0 5.8 6.7 8.1 10.2 = w 8'-0" 7.2 8.4 10.2 12.0 4.5 5.3 6.4 8.1 �o C m m o6� 10'-0" w 0 6.0 7.0 8.4 10.8 4.4 5.3 6.7 0: m C-) 12'-0" 5.1 6.0 7.2 9.2 4.5 5.8 w > > a 14'-0" 4.5 5.2 6.3 8.1 is /• 5.1 14'-8" 4.3 5.0 6.1 7.8 4.9 COPYRIGHT FRANK L.BENNARDO P.E. 16'-0" 4.6 5.6 7.2 4.5 p R El 14-2202 17'-0" 4.4 5.4 6.9 4.3 <•x_t SCALE: 18'-2" 4.2 5.1 6.5 / 4.1 , f PAGE DESCRIPTION: 1 m0 By °� NOTE: SEE SHEET 6 (Do FOR ANCHOR NOTES •- . . • • • • • . -• • - PE0046549 • • . - • GROUT-FILLED CONCRETE BLOCKBLOCK DESIGN PRESSURE ... - • - 0 DESIGN PRESSURE i i VZ '�///.�iY/ON 04ME011001, /%%�V,IIwZ/ MWE %/A /110VI&,=10 Y///.%/.1W/�%/L��i. ® VZd= /W�//////Il%/%�%//�./%Dly/%M'dw,A POWERS STEEL DROPIN ANCHOR SCHEDULE 3/8"POWERS STEEL DROPIN SCHEDULE ANCHOR _ BUILD. . .4000 PSI MIN CONCRETE 4000 PSI MIN CONCRETE I i i � . W114, pro.���i�oi��///�i�iiii�/ii��� iicsriii/�i�■� ���® ���� '///.3�%//.%/�Y///. %/E=014.%/W,040,D/�V/14M%/I?'/%%/lll/%'�///1=014 � G Lu //id/%%/ll/I/% ®'///�LI//%/ ///.%/ ///.%//.YJI///.%/�Y///.%//hY///.%/i�///:///i�Y///. //:%/ //:�® ����� 9MINW//:%/.NJr//J,9 /: W,or1Y/%FMIN ApEdWA,11O NWIN%%i%/.YyO%/III/%i % %%/�Y/%%GAY%� ����� • 2700 PSI MIN CONCRETE o gligippwi Lu Lu %/IGI/%i���%/.lid////.%/ALL///.%/�lY///.%/�///.%/CIS'///.%/�Y///.'///�Y///:� ®���%/�lY///.%/�'///:�� ����� ■ /i'l/X///:%//ICY///:�®'///i�il/%%i�/%%/�Y/%%/1JY/%i%irZ�Y/%i%/I7'/%i%/�YL/%i%/�%i ���®%/.l�l/%i%/IGl/%i%/�YiY/%ice ��®�� ■ %IWi%I�l/101VAN Gf/1a, /%/.%'�Y%/%/Xl///. %//lY///.%/.W///.%/ ///.%//YJ///.%/'mil///..%/.I�I///:VZ'd Z'ld ��1�///.%/lam///. ®%/DIY///.%IW//:'FROWN/:'////I.l(/% %'�WZl • 3350 PSI MIN CONCRETE NONNI BLOCK DESIGN FRESSURE milli %/AM//%/�///.%/.fY///.%/�/OVZAOf///.��� - /�///.�®�%//I�1(/%%/I/rl�% //.%/V///..�®��� %/Xid////120=1VId ///.%/ilL///.� /JY�//%/1ff// %/ilY///.%/�///..=10W//:'%M//..%/I?'/%%/lil/%%/I�%% �'//ZZff,%///.fJ"Ai p/21ICYN4VZZ /%i0WINwj,F/rI I/%OX�%OYy%'///JIB///� V10 ////%/OY//%�Y///.%/llL///.� �%/i X///:'��//..'��Y///:�pNOW%%I'/�%%OIZO'%�%iFZ21AW%i%irI//%i%�%i „ ///.%/.yY///.%/�I //.%//Ix///..%//Ill///. �// PAGE DESCRIPTION: 11 • 11