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Home My WebLink AboutDBPR - Town & Country Roll Up Shutter ft 7lr '�u�llt. r � c�5•�_...misi�nrn�r Fvr�p�dusiness Professional Regulation rch4r�rf:►�L'�nrtrkrM�',smu�.l�.ri�a+cir� ;:... BCIS Home ! Log In I User Registration Hot Topics Submit Surcharge Stats&Facts Publications Contact Us BCIS Site Map Links Search � r 4,1 Product Approval.. USER: Public User ✓7 duc[Aanraval Me111j.>Pradud nr pkilratlnn Sea�r]t>Appkkatlan LJst>Application Detail FL# FL14235-R8 Application Type Revision Code Version 2020 Application Status Approved Comments Archived Product Manufacturer Town and Country Industries, Address/Phone/Email 400 West McNab Road Ft. Lauderdale, FL 33309 (954)493-8551 tomj@tc-alum.com Authorized Signature Tom Johnston tomj@tc-alum.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Shutters Subcategory Roll-up Compliance Method Fvaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i ? Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed the Frank L. Bennardo, P.E. Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 Validated By ORLANDO L. BLANCO, P.E. Validation Checklist- Hardcopy Received Certificate of Independence FL14225 R8 COI INDEP123 pd Referenced Standard and Year(of Standard) 5 ADAa d Year ASTM E1886 2002 ASTM E1886 2005 ASTM E1996 2012 ASTM E1996 2002 ASTM E330 2002 TAS 201 1994 TAS 202 1994 TAS 203 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL14235 R8 Enuly EQUIV123•pd Sections from the Code Product Approval Method Method 1 Option D Date Submitted 02/03/2021 Date Validated 02/05/2021 Date Pending FBC Approval 02/10/2021 Date Approved 04/13/2021 Summary of Products low— L14 # Model, Number or Name Description 35.1 Maestroshield Aluminum Roll-Up Aluminum roll-up shutter with non-end retention slats and Shutter rails. Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL14235 R6 'II €}WG1a.pdf Approved for use outside HVHZ:Yes FL14235 R8 II DWGIb.pdf Impact Resistant: Yes Verified By: Frank L. Bennardo, P.E. PE0046549 Design Pressure: N/A Created by Independent Third Party: Yes Other:See installation instructions for span/design pressure Evaluation Reports schedules and other limitations of use. FL14235 R8 AE EVAL1,pdf Created by Independent Third Party: Yes ...,.. .......... 14235.2 Eyewall Armor 44mm Aluminum Roll- Eyewall Armor 44mm Aluminum Roll-Up Shutter Up Shutter Limits of Use Installation Instructions Approved for use in HVHZ: No FL14235 R8 II DWG2a.pdf Approved for use outside HVHZ:Yes FL14235 R8 II D.WG2b.pdf Impact Resistant: Yes Verified By: Frank L. Bennardo, P.E. PE0046549 Design Pressure: N/A Created by Independent Third Party: Yes Other:See installation instructions for span/design pressure Evaluation Reports schedules and other limitations of use. F114235 R8 AE EVAL2,pdf FL14235 R8 AE FL14235 R3 AE BIII- UL-FCC 1.0-22-13 .(jQE-UL motors electronics)_pdf F-L14235 R8 AE FL14235 R3 AE Bill- UL-_FCC I0-22-13 (- V motor electronics)_pdf FL14235 R8 AE FL14235 R3,.AE Bill -FCC 10-22-13.pdf FL1.4235. R8 AE FL14235 Charts.pdf FL14235 R8 AE FL14235 R3 AE UL cerl3ification standard motors.pdf Created by Independent Third Party: Yes 14235.3 Maestroshield Aluminum Roll-Up Aluminum roll-up shutter with end retention and non-end Shutter retention slats and rails. ..........._.. ...........-.-............................... ... Limits of Use Installation Instructions Approved for use in HVHZ: No FL14235 R8 II I]WG3a.pdf Approved for use outside HVHZ:Yes FLL4235 R8 II OWG3b.pdf Impact Resistant: Yes Verified By: Frank L. Bennardo, P.E. PE0046549 Design Pressure: N/A Created by Independent Third Party: Yes Other:See installation instructions for span/design pressure Evaluation Reports schedules and other limitations of use. FL7.4235 RS AE EVAL3.pdf FL14235 RS AE Bill-UL-FCC 10-22-13_(CE-UL motors electronics)_pdf FL14235 R8 AE Bill,-,UL- FCC 10-22-13(!UV motor_ electronics)_pdf FL14235 R8 AE Bill-UL-ECC 10-22-.tpdf FL142, 5 R8 AE Lifting Charts.pdf FL14235 R5 AE SDI.certification standard motors. cp-ff Created by Independent Third Party: Yes 0 O�-::20-01 elal[_Stone.Road,Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Copyright 2007_-2023 State of Florida, ::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic _ mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.*Pursuant to Section 455.275(1), Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please click here. Product Approval Accepts: . FRANK BENNARDO,PE ANCHOR SCHEDULE: PE#0046549 CA#9885 NON-END RETENTION WALL MOUNT ANCHOR NOTES: 1. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH 02rQ021 MANUFACTURERS' RECOMMENDATIONS. ANCHOR SUBSTRATE MINIMUM MINIMUM EDGE MAXIMUM 2. WHERE ANCHORS FASTEN TO NARROW FACE OF STUD EMBEDMENT DISTANCE SPACING(O.C.) FRAMING,ANCHOR SHALL BE LOCATED IN CENTER OF NOMINAL m 2700 PSI MIN.CONCRETE 1.75" 2.5" 6.0" 2x(MIN) WOOD STUD (i.e. 3/4" EDGE DISTANCE IS N 1/4"DEWALT ULTRACON GROUT-FILLED CONCRETE BLOCK 2.25" 2.5" 6.0" ACCEPTABLE FOR ANCHORS TO WOOD FRAMING). O1 HOLLOW CONCRETE BLOCK 1.25" 2.5" 6.0" 3. MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR ® LU ro o 2:3 SCHEDULE. MINIMUM EMBEDMENT AND EDGE DISTANCE �r^ F- M �u O ° 3192 PSI MIN.CONCRETE 1.75" 2.5" 6.0" (o w " J �(n U 1/4"ITW SS TAPCON EXCLUDES STUCCO, FOAM, BRICK,AND OTHER WALL FINISHES. W M O L� w 6 HOLLOW CONCRETE BLOCK 1.25" 2.5" 5.7" 4. ANCHOR SCHEDULE APPLIES TO ALL PRODUCTS uiu-, ^a w 3500 PSI MIN.CONCRETE 2.0" 3.125" 6.0" CERTIFIED HEREIN, BUT ONLY PROVIDES MAXIMUM ALLOWABLE ZW w U a LL 5/16"DEWALT ULTRACON GROUT-FILLED CONCRETE BLOCK 2.25" 2.5" 6.0" ANCHOR SPACING. MAXIMUM ALLOWABLE SPANS AND � Q _?W o HOLLOW CONCRETE BLOCK 1.25" 3.125" 6.0" PRESSURES INDICATED IN SPAN SCHEDULE SHALL APPLY. U o Q m W z � 2899 PSI MIN.CONCRETE 2.25" 3.125" 6.0" 5. WHERE EXISTING STRUCTURE IS WOOD FRAMING, Z X a� O? N EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT af N �U w 5/16 ITW TAPCON GROUT-FILLED CONCRETE BLOCK 2.25" 4.0" 6.0" W W O J z w N FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS O'i w ,? HOLLOW CONCRETE BLOCK 1.75" 4.0" 6.0" H co NOT INTO PLYWOOD. a z 0 3000 PSI MIN.CONCRETE 2.5" 3.0" 6.0" 6. WOOD BUCKS (BY OTHERS) SHALL BE ANCHORED w F w 0 1/4"DEWALT POWER-BOLT GROUT-FILLED CONCRETE BLOCK 2.5" 5.25" 6.0" 0 wo PROPERLY TO TRANSFER LOADS TO THE EXISTING STRUCTURE. 3 HOLLOW CONCRETE BLOCK 1.5" 12.0" 6.0" 7. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" 3000 PSI MIN.CONCRETE 0.875" 3.0" 6.0" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE w 1/4"ALL-POINTS SOLID-SET HOLLOW CONCRETE BLOCK 0.875" 3.0" 6.0" EITHER A PAN HEAD,TRUSS HEAD, OR WAFER HEAD o 1/4"LAG SCREW G=0.42 MIN.WOOD 1.5" 0.75" 6.0" ("SIDEWALK BOLT") U.N.O. #14 WOOD SCREW G=0.42 MIN.WOOD 1.51, 0.75" 6.0" 8. SHEET METAL SCREWS SHALL BE INSTALLED WITH FULL Sri t ENGAGEMENT OF THREADS INTO METAL HOST STRUCTURE. N (n #14 410 SS SMS FULL THREAD a 1/8"THICK MIN.6063-T6 ALUMINUM 0.5" 6.0" 9. ® DESIGNATES ANCHOR CONDITIONS WHICH ARE (OR 1/4-20 410 SS THRU-BOLT) PENETRATION NOT ACCEPTABLE FOR USE. LL 3.5 3000 PSI MIN.CONCRETE 1, 4.5" 6.0" 3/8"DEWALT SCREW BOLT 10. *ANCHOR SHALL PENETRATE THROUGH FACE SHELL tit E GROUT-FILLED CONCRETE BLOCK* 2.5" 12.0" 6.0" INTO GROUTED CELL. ui 1819 PSI MIN.CONCRETE 3.5" 3.75" 6.0" m 3/8"DEWALT CONFLEX 4510 PSI MIN.CONCRETE 3.5" 3.75" 6.0" N[L" Q o 5 1/4"DEWALT CARBON STEEL 3000 PSI MIN.CONCRETE 1.75" 3.0" 6.0" m 2 OR 304 SS TAPPER HOLLOW CONCRETE BLOCK 1.25" 3.0" 5.3" - m 7 a y zm� z � m U w ANCHOR SCHEDULE: ANCHOR SCHEDULE: uj uj LL NON-END RETENTION INTERIOR MOUNT NON-END RETENTION BUILD-OUT MOUNT o _� LL LL MINIMUM MINIMUM EDGE MAXIMUM MINIMUM MINIMUM EDGE MAXIMUM N ANCHOR SUBSTRATE ANCHOR SUBSTRATE a EMBEDMENT DISTANCE SPACING(O.C.) EMBEDMENT DISTANCE SPACING(D.C.) U 0 2700 PSI MIN.CONCRETE 1.75" 2.5" 6.0" 2700 PSI MIN.CONCRETE 1.75" 2.5" 6.0" y 1/4"DEWALT ULTRACON GROUT-FILLED CONCRETE BLOCK 2.25" 2.5" 6.0" 1/4"DEWALT ULTRACON GROUT-FILLED CONCRETE BLOCK 2.25" 2.5" 6.0" HOLLOW CONCRETE BLOCK 1.25" 2.5" 5.5" HOLLOW CONCRETE BLOCK 1.25" 2.5" ' 3192 PSI MIN.CONCRETE 1.75" 2.5" 6.0" 3192 PSI MIN.CONCRETE 1.75" 2.5" 6.0" o 1/4"ITW SS TAPCON 1/4"ITW SS TAPCON HOLLOW CONCRETE BLOCK 1.25" 2.5" 4.6" HOLLOW CONCRETE BLOCK 1.25" 2.5" 3.4" N o w Lu xxo 0 3500 PSI MIN.CONCRETE 2.0" 3.125" 6.0" 3500 PSI MIN.CONCRETE 2.0" 3.125" 6.0" Q a o o N 5116"DEWALT ULTRACON GROUT-FILLED CONCRETE BLOCK 2.25" 2.5" 6.0" 5/16"DEWALT ULTRACON GROUT-FILLED CONCRETE BLOCK 2.25" 2.5" 6.0" oo=w 2 HOLLOW CONCRETE BLOCK 1.25" 3.125" 6.0" HOLLOW CONCRETE BLOCK 1.25" 3.125" 6.0" ° z y ffi o 2899 PSI MIN.CONCRETE 2.25" 3.125" 6.0" 2899 PSI MIN.CONCRETE 2.25" 3.125" 6.0" U m U m g8 '" w=2 x 5/16 ITW TAPCON GROUT-FILLED CONCRETE BLOCK 2.25" 4.0" 6.0" 5/16 ITW TAPCON GROUT-FILLED CONCRETE BLOCK 2.25" 4.0" 6.0" Z z z k mp=' HOLLOW CONCRETE BLOCK 1.75" 4.0" 6.0" HOLLOW CONCRETE BLOCK 1.75" 4.0" 5.6" o Y � � � o N a _ �3 3000 PSI MIN.CONCRETE 2.5" 3.0" 6.0" 3000 PSI MIN.CONCRETE 2.5" 3.0" 6.0" R o o- 1/4"DEWALT POWER-BOLT GROUT-FILLED CONCRETE BLOCK 2.5" 5.25" 6.0" 1/4"DEWALT POWER-BOLT GROUT-FILLED CONCRETE BLOCK 2.5" 5.25" 6.0" � N a000 w HOLLOW CONCRETE BLOCK 1.5" 12.0" 6.0" HOLLOW CONCRETE BLOCK 1.5" 12.0" 6.0" o w-T nod¢ 3000 PSI MIN.CONCRETE 0.875" 3.0" 6.0" 3000 PSI MIN.CONCRETE 0.875" 3.0" 6.0" w « N w 1/4"ALL-POINTS SOLID-SET 1/4"ALL-POINTS SOLID-SET Y w �wo.w= HOLLOW CONCRETE BLOCK 0.875" 3.0" 6.0" HOLLOW CONCRETE BLOCK 0.875" 3.0" 6.0" m o m m o 0 1/4"LAG SCREW G=0.42 MIN.WOOD 1.5" 0.75" 5.2" 1/4"LAG SCREW G=0.42 MIN.WOOD 1.5" 0.75" 6.0" uj 9a o Sw� #14 WOOD SCREW G=0.42 MIN.WOOD 1.5" 0.75" 5.0" #14 WOOD SCREW G=0.42 MIN.WOOD 1.5" 0.75" 6.0" Z #14 410 SS SMS FULL THREAD #14 410 SS SMS FULL THREAD COPYRIGHT FRANK L.BENNARDO P.E. (OR 1/4-20 410 SS THRU-BOLT) 1/8"THICK MIN.6063-T6 ALUMINUM PENETRATION 0.5„ 6.0" (OR 1/4-20 410 SS THRU-BOLT) 1/8"THICK MIN.6063-T6 ALUMINUM PENETRATION 0.5" 6.0" 20-26180a 3000 PSI MIN.CONCRETE 3.5" 4.5" 6.0" 3000 PSI MIN.CONCRETE 3.5" 4.5" 6.0" SCAL _ a 3/8"DEWALT SCREW BOLT GROUT-FILLED CONCRETE BLOCK* 2.5" 12.0" 6.0" 3/8"DEWALT SCREW BOLT GROUT-FILLED CONCRETE BLOCK* 2.5" 12.0" 6.0" PAGE DESCRIPTION: 3/8"DEWALT CONFLEX 1819 PSI MIN.CONCRETE 3.5" 3.75" 6.0" 3/8"DEWALT CONFLEX 1819 PSI MIN.CONCRETE 3.5" 3.75" 6.0" E 4510 PSI MIN.CONCRETE 3.5" 3.75" 6.0" 4510 PSI MIN.CONCRETE 3.5" 3.75" 6.0" - OF 1/4"DEWALT CARBON 3000 PSI MIN.CONCRETE 1.75" 3.0" 6.0" 1/4"DEWALT CARBON 3000 PSI MIN.CONCRETE 1.75" 3.0" 1 6.0" o V STEEL OR 304 SS TAPPER HOLLOW CONCRETE BLOCK 1.25" 3.0" 4.3" STEEL OR 304 SS TAPPER HOLLOW CONCRETE BLOCK 1.25" 3.0" o N O N O FRANK BENNARDO,PE PE#0046549 CA#9885 IF--3 02,/0i 21 HEADER LENGTH HEADER LENGTH HEADER PER HEADER PER m ADDENDUM ADDENDUM o N INSTALLATION INSTALLATION Z 1 It INSTRUCTIONS INSTRUCTIONS ® w m o 2: rn [- M �-yo p v, LLI i--a NJoN o Q -rn U)U 7 WUZ) JL WMU Iwn l d W O O O o 0 w� wWU ZXZ 0 0 o Q > mwU O o O o ` z0r zZk �} o N 0 0Lu O1-1 JMZ W O O O O U Lu w Z f (d m SEE ANCHOR LL. O o SEE ANCHOR SCHEDULE FOR W w N ° ° SCHEDULE FOR o o w MAX SPACING o w MAX SPACING 0 o STORM BAR PER o o STORM BAR PER STORM BAR PER o w ADDENDUM ADDENDUM ADDENDUM z INSTALLATION INSTALLATION INSTALLATION ° INSTRUCTIONS ° ° INSTRUCTIONS INSTRUCTIONS ° x x M cn C7 0 1,2,3 o U O 1,2,3 0 = 3 = = 3 = z o w o NOTE: SEE ADDENDUM z o Lu o n c x x INSTALLATION INSTRUCTIONS x x 75 8 Q Q FOR STORM BAR AND HEADER Q Q ��' p o ° C° ° LIMITATIONS. ° ° 1r� r L O rM� N N N Ln Ln 'a o N O O \ N O o Z's A Q LLLL N 123 123 U LL 4 4 g J 0 0 0 o Q u N W N OPTIONAL OPTIONAL o LL 0 NON-STRUCTURAL 0 NON-STRUCTURAL o Q WALL MOUNTED WALL MOUNTED STOP PART#30) STOP QPART#30) ¢ J MAY B PLACED MAY B PLACED N ° ° AT BOTTOM OF ° ° AT BOTTOM OF v L d SHUTTER SHUTTER N ANCHORED WITH ANCHORED WITH O o ANY ANCHOR O o ANY ANCHOR o FROM ANCHOR FROM ANCHOR 2 SCHEDULE @16" SCHEDULE @16" y O.C. O.C. 0 ° ° 4.5" ° ° 4.5" E MAX MAX U p O 1 O O w 2 zow a 82.1" MAX SLAT SPAN+82.1" MAX SLAT SPAN 82.1" MAX SLAT SPAN } 82.1" MAX SLAT SPAN�82.1" MAX SLAT SPAN = co Z o�w V U W U W !r zoo a Z Z Z =k °' �0 O Y Of W U g oy � rca W TABLE 3 - NON-END RETENTION SHUTTER NON-END RETENTION STORM NON-END RETENTION SHUTTER ==a INTERIOR&EALLOWAB EODESGNS 2 WITH STORM BARS TRIPLE-SPAN � � - i WITH STORM BARS DOUBLE-SPAN a m m m _ SLAT PRESSURE w ° HE 6 N.T.S. EXTERIOR ELEV SPAN 6 N.T.S. EXTERIOR ELEV opmo POSITIVE NEGATIVE COPYRIGHTF RANK L.BENNARDOP.E. 47.1" +120.0 PSF 120.0 PSF 50.0" +100.5 PSF 104.2 PSF 20-26180a 55.0" +74.0 PSF 83.1 PSF SCALE: - 60.0" +55.8 PSF 67.3 PSF TABLE 3 NOTES: PAGE DESCRIPTION: 65.0" +39.7 PSF 55.2 PSF SLAT SPAN IS AS DEFINED IN DETAILS 1/6 AND 2/6. N 70.0" +28.9 PSF 45.7 PSF • LINEAR INTERPOLATION BETWEEN SHUTTER SPANS of N 75.0" +21.4 PSF 38.2 PSF IS NOT PERMITTED. FOR SPANS BETWEEN THOSE 80.0" +16.2 PSF 32.2 PSF INDICATED ABOVE,THE DESIGN PRESSURES FOR THE o NEXT HIGHER SPAN SHALL BE USED. N 82.1" +14.5 PSF 30.0 PSF O 0 N O ALUMINUM STORM BARS HEADERS AND MULLIONS FRANK BENNARDO,PE PE#0046549 CA#9885 L III ADDENDUM INSTALLATION INSTRUCTIONS FOR ROLL—UP SHUTTER 02,/01f 2021 HEADER LENGTH ROLL-UP SHUTTER ROLL-UP SHUTTER SYSTEM PER THIS SYSTEM PER THIS 8 N APPROVAL APPROVAL Z - HEADER C) rmi O ED w J n U N U W U W lul Ma In ul 7 W X W 0 o Z� WW 'v x r �> —�w 0 o I o 1 1 00 1 00 Lu O L coo Z z END MULLION—1 O,i -ww M W w O O 1 01 0o INTERMEDIATE Ioo INTERMEDIATE U I I BEYOND I MULLION BEYOND--I MULLION BEYOND LL Z (D U) D w w 0 o i of ioo ioo / W ~ ID O STORM BAR STORM BAR 0 1 o1 100 100 14 I I I I O O i 0i ioo ioo r I I I I M N O = O 1 01 100 100 J " z I I I I t" N� O J O 1 0 1 1 00 LZLI 1 00 w ' o 0 m 0 1 o1 Ioo 0 100 r a orn OM � M O O 1 o 1 I Oo 2: 100 m 2 Z LL I 1 I I U J I I I I � � o 0 4 4 0 0 2 00 3 00 3 3 U �t LU LU 0 2 2 0 1 01 2 100 2 oo 2 � 0 I I I ¢ og O 0 1 01 100 00 co ri 1 1 I I I O O 10I 10o 100 0 0 1 01 100 001 1 1 1 I 0 0 Lo 1 100 00 wa � � o N zg _— W r N M O O N � 7 7 oD c0 SLAT SPAN SLAT SPAN SLAT SPAN SLAT SPAN o Z = m � m �: U u- U u- - 1 TYPICAL SHUTTER WITH STORM BARS 2 TYPICAL SHUTTER WITH MULLIONS z , � � m -_- my Of w U 1 N.T.S. EXTERIOR ELEV 1 N.T.S. EXTERIOR ELEV3Q GENERAL NOTES �a�a 1. THE SYSTEM DESCRIBED HEREIN HAS BEEN DESIGNED AND TESTED 5. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE _ a IN ACCORDANCE WITH THE FLORIDA BUILDING CODE SEVENTH EDITION INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM rn -- (2020),THE INTERNATIONAL BUILDING CODE (IBC)AND THE THE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED m m m Moog INTERNATIONAL RESIDENTIAL CODE (IRC), FOR USE WITHIN AND OUTSIDE ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN Sap THE HIGH VELOCITY HURRICANE ZONE. CRITICAL STORM BARS, MULLIONS CONJUNCTION WITH THIS DOCUMENT.THIS CERTIFICATION IS VALID FOR USE ww z o N N AND HEADERS SHOWN HEREIN HAVE BEEN IMPACTED TO VERIFY LARGE IN CONJUNCTION WITH THE MOST CURRENT REVISION OF FLORIDA PRODUCT MISSILE IMPACT RESISTANCE. SEE PRODUCT EVALUATION REPORT FOR APPROVAL#FL14235.1, MAESTROSHIELD ALUMINUM ROLL-UP SHUTTER. COPYRIGHT FRANK L.BENNARDO RE ADDITI INFORMATION. ADEQUACY IN ALLOWABLE STRESS HAS BEEN USED IN STRUCTURE TO W THSTAND SUP RIM OSEDLADS. OF THE EXISTING 2. O 33 1/ 20-26180 b THE DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTOR Cd=1.6 HAS 7. ALL EXTRUSIONS SHALL BE MINIMUM 6063-T5 ALUMINUM ALLOY, UNLESS VISIT ECALC.10/26180b SCALE: - BEEN USED FOR WOOD ANCHOR DESIGN. NOTED OTHERWISE. 3. POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATED FOR USE 8. END CONNECTION DETAILS SHOWN MAY BE INTERCHANGED AS FIELD FOR SITE SPECIFIC DEVIATIONS PAGE DESCRIPTION: WITH THIS SYSTEM SHALL BE DETERMINED PER SEPARATE ENGINEERING IN CONDITIONS DICTATE. &MORE INFORMATION ABOUT THIS DOCUMENT ACCORDANCE WITH THE GOVERNING CODE. PRESSURE REQUIREMENTS AS 9. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS, OR SCAN THIS OR CODE DETERMINED IN ACCORDANCE WITH ASCE 7 AND CHAPTER 1609 OF THE RECOMMENDATIONS. VISIT ENGINEERINGExPRESS.COM/STORE °F z FLORIDA BUILDING CODE SHALL BE LESS THAN OR EQUAL TO THE POSITIVE 10. UNLESS OTHERWISE NOTED,ALL BOLTS &WASHERS SHALL BE ZINC FOR ADDITIONAL PLANS,REPORTS&RESOURCES OR NEGATIVE DESIGN PRESSURE CAPACITY VALUES LISTED HEREIN FOR COATED STEEL, GALVANIZED STEEL, OR STAINLESS STEEL WITH A MINIMUM ANY ASSEMBLY AS SHOWN. TENSILE YIELD STRENGTH OF 60 KSI. 4. DESIGN PRESSURES NOTED HEREIN ARE BASED ON MAXIMUM 11. ALL STEEL IN CONTACT WITH ALUMINUM SHALL BE PAINTED OR PLATED TESTED PRESSURES DIVIDED BY A 1.5 SAFETY FACTOR. AS PRESCRIBED IN THE FLORIDA BUILDING CODE. FRANK BENNARDO,PE PE#0046549 CA#9885 END MULLION 02, %621 4" MIN. BILL OF MATERIALS PER MULLION SCHEDULE �8" MAX. ITEM# DESCRIPTION MATERIAL 0 T- 1 2"x4"xO.125"TUBE 6063-T6 ALUM �1� 2 2"x5"x0.125"TUBE 6063-T6 ALUM `-� 0 It z Q 3 2"xTW.25"TUBE 6061-T6 OR 6005-T5 ALUM Z® W Cl It 0 E g 0.125" MIN. 4 2"x4"xO.25"TUBE 6061-T6 OR 6005-T5 ALUM r^ ..F- m -u O - 0.250" MAX. --------__; u- w D J 9,Ln u fV 5 2'x5'x0.25' TUBE 6061-T6 OR 6005-T5 ALUM ^�LLy_Ir- -----s___z_---------------a W r^ U U W �W Lj 6 2"x6"x0.125"TUBE 6063-T6 ALUM W u�111 LL a w r W x 7 2"x6"x0.25"TUBE 6061-T6 OR 6005-T5 ALUM -------------2-5; Z OW W U 2�X- �� zw 8 3"x3"xo.125"TUBE 6063-T6 ALUM ROLL UP SHUTTER AND ATTACHMENT Q w W 9 3"x3"xO.25"TUBE 6061-T6 OR 6005-T5 ALUM TO MULLION PER ADDITIONAL �( or m o z 10 4"x4"x0.125"TUBE 6063-T6 ALUM INSTALLATION INSTRUCTIONS = E N 0 T ?w ALUMINUM TUBE o J Mzw 11 4"x4"x0.25"TUBE 6061-T6 OR 6005-T5 ALUM INCLUDED IN THIS APPROVAL U H Z Z 12 4"x6x0.25"TUBE 6061-T6 OR 6005-T5 ALUM lL O 6" = V-0" MAT'L PER BOM U) E W w 13 4"x8"x0.25"TUBE 6061-T6 OR 6005-T5 ALUM W F 14 STEEL REINFORCEMENT F =30 ksi MIN. A36 OR STAINLESS STEEL 2 TYPICAL END MULLION o 15 ALUMINUM ANGLE 6061-T6 OR 6005-T5 ALUM 2 N.T.S. HORIZ SECTION T STEEL REINFORCEMENT, 90% OF THE INTERMEDIATE N z Q MULLION LENGTH, MINIMUM. LOCATED MULLION PER AT CENTER OF MULLION. MULLION J 0.125" SCHEDULE N MULLION °QC) 1 2.75" MIN. 1 n a, O M 5.75" MAX. �c a a m _ —j .s 2:--------- _ _r--------------- m Q Fy = 30 ksi MINIMUM "i!i" ° ^ -� z V a w m ; = - a STEEL REINFORCEMENT / ROLL UP SHUTTER AND A,2_'___________ — _2_5 ~� 14 ---� ATTACHMENT L� W W 6 - 1'-0" A36 GALV. STEEL OR STAINLESS STEEL = u' o TO MULLION PER ADDITIONAL Q o g INSTALLATION INSTRUCTIONS INCLUDED IN THIS APPROVAL q' #14 18-8 SS OR COATED SAE GR. TYPICAL S SMSAGGERSDORFULS AT O.C.LENGTH 3 INTERMEDIATE MULLION STAGGERED FOR FULL LENGTH OF REINFORCEMENT 2 N.T.S. HORIZ SECTION Q i TYPICAL REINFORCEMENT 2 N.T.S. SECTION M o 0.250" Lu � � � � _ STORM BAR PER p 2" MIN. STORM BAR Y m m Z 4" MAX. SCHEDULE ROLL UP SHUTTERS = U w U w PER THIS z z z _' APPROVAL p�oo ALUMINUM ANGLE F LL� 15 0" 6061-T6 OR 6005-T5 ALUM zap STORM BAR PER Y w 4 U U U STORM BAR aim mm SCHEDULE w 0� z - - COPYRIGHT FRANK L.BENNARDO P E. 20-26180b SCALE: - PAGE DESCRIPTION: 4 TYPICAL STORM BARS IOF E 2 N.T.S. HORIZ SECTION FRANK BENNARDO,PE PE#0046549 CA#9885 STORM BAR AND MULLION SCHEDULE: 2"x2"x1/4" SLAT SPAN 0 2, L 2 1 STORM 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80" ��JJ"" BAR DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION HEIGHT PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) to N 96" 25.6 213.1 Z � It 84" 38.2 278.3 31.8 278.3 27.3 278.3 ® w m o E 72" 60.6 378.8 50.5 378.8 43.3 378.8 37.9 378.8 33.7 378.8 30.3 378.8 27.6 378.8 25.3 378.8 �r^ w M O 60" 104.7 545.5 87.3 545.5 74.8 545.5 65.5 545.5 58.2 545.5 52.4 545.5 47.6 545.5 43.6 545.5 40.3 545.5 37.4 545.5 34.9 545.5 32.2 536.7 w uJ LL zi w L N 48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 113.7 852.4 102.3 852.4 83.1 761.8 67.3 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 429.3 w W 0 N =tO X a 36" 120.0 375.0 120.0 450.0 120.0 525.0 120.0 600.0 120.0 675.0 104.2 651.3 83.1 571.3 67.3 504.8 55.2 448.5 45.7 399.9 38.2 358.1 32.2 322.0 Z w w U m 'n zLu x 24" 120.0 250.0 120.0 300.0 120.0 350.0 120.0 400.0 120.0 450.0 104.2 434.2 83.1 380.9 67.3 336.5 55.2 299.0 45.7 266.6 38.2 238.8 32.2 214.7 U g Q W o w 0 ZIC m oz02 N �3uj STORM BAR AND MULLION SCHEDULE: 2"x4"x1/8" OR 2x3"x1/4" wW K o 0,1 Lu MZW w �WZ � LL SLAT SPAN U] E vF Lu Z w MEMBER 25" 30" " 80.1 35 40" 45" 50" 55" 60" 65" 70" 75" 0 w LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 120" 36.6 381.1 30.5 381.1 26.1 381.1 108" 50.2 470.5 41.8 470.5 35.8 470.5 31.4 470.5 27.9 470.5 25.1 470.5 M 96" 71.5 595.4 59.5 595.4 51.0 595.4 44.7 595.4 39.7 595.4 35.7 595.4 32.5 595.4 29.8 595.4 27.5 595.4 25.5 595.4 N v 84" 106.7 777.7 88.9 777.7 76.2 777.7 66.7 777.7 59.3 777.7 53.3 777.7 48.5 777.7 44.4 777.7 41.0 777.7 38.1 777.7 35.6 777.7 32.2 751.3 72" 120.0 750.0 120.0 900.0 120.0 1050.0 105.9 1058.6 94.1 1058.6 84.7 1058.6 77.0 1058.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 LL 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 w� 48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.8 67.3 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 429.3 36" 1 120.0 1 375.0 1 120.0 1 450.0 1 120.0 1 525.0 1 120.0 1 600.0 1 120.0 1 675.0 1 104.2 1 651.3 1 83.1 1 571.3 1 67.3 1 504.8 1 55.2 1 448.5 1 45.7 1 399.9 1 38.2 1 358.1 32.2 1 322.0 a Q o N�°� O K STORM BAR AND MULLION SCHEDULE: 211 M x411 x1/411 OR 211 x511 x1/811 J oa ° m zm A a LL z w SLAT SPAN a U J MEMBER 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80" ^-� 3 �V- LENGTH DESIGN EEACTIOPRESSURE RAT ENDSN PRE SURE R TAEN DCTION PRE SURE DESIGNR TAEN DECTION P ES URE DESIGNR TAEN DECTION P ES URE DESIGNRAT ENDSEACTION PRE SURE AET ENDSDESIGN RACTION PRES URE DESIGNR TAEN DECTION PRE SURE DESIGNR TAEN DECTION P ES URE DESIGNR TAEN DECTION P I URE DESIGNRAT ENDSEACTION PRE SURE DESIGNRAT ENDSEACTION PRE SURE DESIGNRAT EN SEACTION E (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) Q o g (D 120" 74.8 778.7 62.3 778.7 53.4 778.7 46.7 778.7 41.5 778.7 37.4 778.7 34.0 778.7 31.1 778.7 28.8 778.7 26.7 778.7 108" 102.5 961.3 85.5 961.3 73.2 961.3 64.1 961.3 57.0 961.3 51.3 961.3 46.6 961.3 42.7 961.3 39.4 961.3 36.6 961.3 34.2 961.3 32.0 961.3 96" 120.0 1000.0 120.0 1200.0 104.3 1216.7 91.3 1216.7 81.1 1216.7 73.0 1216.7 66.4 1216.7 60.8 1216.7 55.2 1196.0 45.7 1066.3 38.2 955.0 32.2 858.7 84" 120.0 875.0 120.0 1050.0 120.0 1225.0 120.0 1400.0 112.3 1473.5 101.0 1473.5 83.1 1333.1 67.3 1177.8 55.2 1046.5 45.7 933.0 38.2 835.6 32.2 751.3 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.8 67.3 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 1 429.3 36" 120.0 375.0 120.0 450.0 120.0 525.0 120.0 600.0 120.0 675.0 104.2 651.3 83.1 571.3 67.3 504.8 55.2 448.5 45.7 399.9 38.2 358.1 32.2 1 322.0 STORM BAR AND MULLION SCHEDULE: 2"x5"x1/4" o N SLAT SPAN MEMBER 25" 30" "35 40" 45" 50" 55" 60" 65" 70" 75" 80" " LL Zk�'< z z LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION J m p `L tr tr L) PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS o (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 120" 120.0 1250.0 113.0 1412.9 96.9 1412.9 84.8 1412.9 75.4 1412.9 67.8 1412.9 61.7 1412.9 56.5 1412.9 52.2 1 1412.9 45.7 1332.9 38.2 1193.8 32.2 1 1073.3 108" 120.0 1125.0 120.0 1350.0 120.0 1575.0 116.3 1744.3 103.4 1744.3 93.0 1744.3 83.1 1713.9 67.3 1514.3 55.2 1345.5 45.7 1199.E 38.2 1074.4 32.2 966.0 96" 120.0 1000.0 120.0 1200.0 120.0 1400.0 120.0 1600.0 120.0 1800.0 104.2 1736.7 83.1 1523.5 67.3 1346.0 55.2 1196.0 45.7 1066.3 38.2 955.0 32.2 858.7 -o 84" 120.0 875.0 120.0 1050.0 120.0 1225.0 120.0 1400.0 120.0 1575.0 104.2 1519.6 83.1 1333.1 67.3 1177.8 55.2 1046.5 45.7 933.0 38.2 835.6 32.2 751.3 m c.) L) L) o S 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 w E o 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 z 48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.8 67.3 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 429.3 COPYRIGHT FRANK L.BENNARDO P.E. 36" 120.0 375.0 120.0 450.0 120.0 525.0 120.0 600.0 120.0 675.0 104.2 651.3 83.1 571.3 67.3 504.8 55.2 448.5 45.7 399.9 38.2 358.1 32.2 322.0 2 0-2 618 0 b SCALE: - PAGE DESCRIPTION: SEE SHEET 7 FOR STORM BAR AND MULLION SCHEDULE NOTES. OF FRANK BENNARDO,PE STORM BAR AND MULLION SCHEDULE: 2"x6"xl/8" PE#0046549 CA#9885 SLAT SPAN 02rK62 i MEMBER 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80" ��JJJ�11 1 LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) '^ 120" 118.9 1238.3 99.1 1238.3 84.9 1238.3 74.3 1238.3 66.0 1238.3 59.4 1238.3 54.0 1238.3 49.5 1238.3 45.7 1238.3 42.5 1238.3 38.2 1193.8 32.2 1073.3 u o It N 108" 120.0 1125.0 120.0 1350.0 113.1 1484.0 98.9 1484.0 87.9 1484.0 79.1 1484.0 72.0 1484.0 66.0 1484.0 55.2 1345.5 45.7 1199.6 38.2 1074.4 32.2 966.0 Z o w M p E 96" 120.0 1000.0 120.0 1200.0 120.0 1400.0 120.0 1600.0 112.3 1684.1 101.0 1684.1 83.1 1523.5 67.3 1346.0 55.2 1196.0 45.7 1066.3 38.2 955.0 32.2 858.7 r^ M y O J rn 84" 120.0 875.0 120.0 1050.0 120.0 1225.0 120.0 1400.0 120.0 1575.0 104.2 1519.E 83.1 1333.1 67.3 1177.8 55.2 1046.5 45.7 933.0 38.2 835.E 32.2 751.3 W O� W Ln U W uj 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 W'1�1 �U1 ° a w 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 Z W Ow w U .a 48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.8 67.3 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 429.3 '^ Q -�w u �Q W oWU' .r m o w K STORM BAR AND MULLION SCHEDULE: 2"x6"xl/4" w C W ON o I,L9w W M a W w a SLAT SPAN LL ° a Z 1p U) 0! F w MEMBER 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80' o W W LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION %D C) PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 228" 31.8 630.1 26.5 1 630.1 216" 37.4 702.1 31.2 702.1 26.7 702.1 204" 44.5 787.1 37.0 787.1 31.8 787.1 27.8 787.1 M 192" 53.3 888.6 44.4 888.6 38.1 888.6 33.3 888.6 29.6 888.6 26.7 888.6 180" 64.7 1011.0 53.9 1011.0 46.2 1011.0 40.4 1011.0 35.9 1011.0 32.4 1011.0 29.4 1011.0 27.0 1011.0 LL 168" 79.6 1160.6 66.3 1160.6 56.8 1160.6 49.7 1160.6 44.2 1160.6 39.8 1160.6 36.2 1160.6 33.2 1160.6 30.6 1160.6 28.4 1160.6 26.5 1160.6 156" 99.4 1346.1 82.8 1346.1 71.0 1346.1 62.1 1346.1 55.2 1346.1 49.7 1346.1 45.2 1346.1 41.4 1346.1 38.2 1346.1 35.5 1346.1 33.1 1346.1 31.1 1346.1 w 144" 120.0 1500.0 105.3 1579.7 90.3 1579.7 79.0 1579.7 70.2 1579.7 63.2 1579.7 57.4 1579.7 52.7 1579.7 48.6 1579.7 45.1 1579.7 38.2 1432.5 32.2 1288.0 132" 120.0 1375.0 120.0 1650.0 117.2 1880.0 102.5 1880.0 91.2 1880.0 82.0 1880.0 74.6 1880.0 67.3 1850.8 55.2 1644.5 45.7 1466.2 38.2 1313.1 32.2 1180.7 120" 120.0 1250.0 120.0 1500.0 120.0 1750.0 120.0 2000.0 120.0 2250.0 104.2 2170.8 83.1 1904.4 67.3 1682.5 55.2 1495.0 45.7 1332.9 1 38.2 1 1193.8 32.2 1073.3 oa ° m -i 108" 120.0 1125.0 120.0 1350.0 120.0 1575.0 120.0 1800.0 120.0 2025.0 104.2 1953.8 83.1 1713.9 67.3 1514.3 55.2 1345.5 45.7 1199.E 38.2 1074.4 32.2 966.0 � LL z � a 96" 1 120.0 1000.0 120.0 1200.0 120.0 1400.0 120.0 1600.0 120.0 1800.0 104.2 1736.7 83.1 1523.5 67.3 1346.0 55.2 1196.0 45.7 1066.3 38.2 955.0 32.2 858.7 -00 U w STORM BAR AND MULLION SCHEDULE: 3"x3"xl/8" m Ln � o Wo SLAT SPAN � a � MEMBER 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80" v< v LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS p (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 120" 28.5 296.9 108" 39.1 366.5 32.6 366.5 27.9 366.5 0 0/00/00// ME V/ 96" 55.7 463.9 46.4 463.9 39.8 463.9 34.8 463.9 30.9 463.9 27.8 463.9 25.3 463.9 84" 83.1 605.9 69.2 605.9 59.3 605.9 51.9 605.9 46.2 605.9 41.5 605.9 37.8 605.9 34.6 605.9 32.0 605.9 29.7 605.9 27.7 605.9 26.0 605.9 72" 120.0 750.0 110.0 824.6 94.2 824.6 82.5 824.6 73.3 824.6 66.0 824.6 60.0 824.6 55.0 824.6 50.7 824.6 45.7 799.8 38.2 716.3 32.2 644.0 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 w ' N�� 48" 120.0 500.0 120.0 600.0 1 120.0 700.0 120.0 1 800.0 1 120.0 900.0 1 104.2 868.3 83.1 761.8 67.3 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 429.3 0 o o vvroco o Z STORM BAR AND MULLION SCHEDULE: 3"x3"xl/4" " LL " LL � V= 3:3: SLAT SPAN Y Ir of L) x < R MEMBER 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80" �a LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION w PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) -w 120" 50.2 522.9 41.8 522.9 35.9 522.9 31.4 522.9 27.9 522.9 25.1 522.9 ¢ L m m m f v o 108" 68.9 645.6 57.4 645.E 49.2 645.6 43.0 645.E 38.3 645.E 34.4 645.E 31.3 645.E 28.7 645.E 26.5 645.E w < < o ? m 96" 98.0 817.1 81.7 817.1 70.0 817.1 61.3 817.1 54.5 817.1 49.0 817.1 44.6 817.1 40.9 817.1 37.7 817.1 35.0 817.1 32.7 817.1 30.6 817.1 COPYRIGHT FRANK L.BENNARDO P.E. 84" 120.0 875.0 120.0 1050.0 104.5 1067.2 91.5 1067.2 81.3 1067.2 73.2 1067.2 66.5 1067.2 61.0 1067.2 55.2 1046.5 45.7 1 933.0 1 38.2 835.6 32.2 1 751.3 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 2 0-2 618 0 b 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 SCALE: - 48" 1 120.0 500.0 120.0 r 600.0 1 120.0 1 700.0 1 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.8 67.3 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 429.3 PAGE DESCRIPTION: oF g SEE SHEET 7 FOR STORM BAR n AND MULLION SCHEDULE NOTES. FRANK BENNARDO,PE STORM BAR AND MULLION SCHEDULE: 411x411x1/811 PE#0046549 CA#9885 SLAT SPAN i MEMBER 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80" 0 2 1 LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) rrnn 120" 69.7 726.3 58.1 726.3 49.8 726.3 43.6 726.3 38.7 726.3 34.9 726.3 31.7 726.3 29.1 726.3 26.8 726.3 U o � 108" 95.6 896.6 79.7 896.6 68.3 896.6 59.8 896.6 53.1 896.6 47.8 896.6 43.5 896.6 39.9 896.6 36.8 896.6 34.2 896.6 31.9 896.6 29.9 896.6 Z '� It 96" 120.0 1000.0 113.5 1134.8 97.3 1134.8 85.1 1134.8 75.7 1134.8 68.1 1134.8 61.9 1134.8 56.7 1134.8 52.4 1134.8 45.7 1066.3 38.2 955.0 32.2 858.7 ° uJ LU M o O rn 84" 120.0 875.0 120.0 1050.0 120.0 1225.0 120.0 1400.0 112.9 1482.2 101.E 1482.2 83.1 1333.1 67.3 1177.8 55.2 1046.5 45.7 933.0 38.2 835.E 32.2 751.3 U J V) ob L ui 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 w uJ LL U) w °a w 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 Z W O = w a L48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.8 67.3 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 429.3 `'n Q F j Q z W 36" 120.0 375.0 120.0 450.0 120.0 525.0 120.0 600.0 120.0 675.0 104.2 651.3 83.1 571.3 67.3 504.8 55.2 448.5 45.7 399.9 38.2 358.1 32.2 322.0 U g Q LU o w 0 Z�C °41 m oz� STORM BAR AND MULLION SCHEDULE: 411x411x1/4" wW o� 9IZW LU SLAT SPAN w U U) 0 v Lu MEMBER 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80" O w LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 120" 120.0 1250.0 105.7 1320.9 90.6 1320.9 79.3 1320.9 70.5 1320.9 63.4 1320.9 57.6 1320.9 52.8 1320.9 48.8 1320.9 45.3 1320.9 38.2 1193.8 32.2 1073.3 108" 120.0 1125.0 120.0 1350.0 120.0 1575.0 108.7 1630.8 96.6 1630.8 87.0 1630.8 79.1 1630.8 67.3 1514.3 55.2 1345.5 45.7 1199.6 38.2 1074.4 32.2 966.0 Lri 96" 120.0 1000.0 120.0 1200.0 120.0 1400.0 120.0 1600.0 120.0 1800.0 104.2 1736.7 83.1 1523.5 67.3 1346.0 55.2 1196.0 45.7 1066.3 38.2 955.0 32.2 858.7 N 84" 120.0 875.0 120.0 1050.0 120.0 1225.0 120.0 1400.0 120.0 1575.0 104.2 1519.6 83.1 1333.1 67.3 1177.8 55.2 1046.5 45.7 933.0 38.2 835.6 32.2 751.3 J 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 w 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 w� 48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.81 67.3 673.0 1 55.2 1 598.0 45.7 533.2 1 38.2 477.5 1 32.2 429.3 N0�°2 O M STORM BAR AND MULLION SCHEDULE: 411 x611 x1/411 coM pa a zm A a LL z SLAT SPAN a U MEMBER 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80" ^'� � 0 LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION �V -c w w PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS E (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) ¢ p g 228" 49.2 973.0 41.0 973.0 35.1 973.0 30.7 973.0 27.3 973.0 216" 57.8 1084.1 48.2 1084.1 41.3 1084.1 36.1 1084.1 32.1 1084.1 28.9 1084.1 26.3 1084.1 204" 68.6 1215.4 57.2 1215.4 49.0 1215.4 42.9 1215.4 38.1 1215.4 34.3 1215.4 31.2 1215.4 28.6 1215.4 26.4 1215.4 192" 82.3 1372.0 68.6 1372.0 58.8 1372.0 51.5 1372.0 45.7 1372.0 41.2 1372.0 37.4 1372.0 34.3 1372.0 31.7 1372.0 29.4 1372.0 27.4 1372.0 25.7 1372.0 180" 99.9 1561.1 83.3 1561.1 71.4 1561.1 62.4 1561.1 55.5 1561.1 50.0 1561.1 45.4 1561.1 41.6 1561.1 38.4 1561.1 35.7 1561.1 33.3 1561.1 31.2 1561.1 168" 120.0 1750.0 102.4 1792.0 87.8 1792.0 76.8 1792.0 68.3 1792.0 61.4 1792.0 55.9 1792.0 51.2 1792.0 47.3 1792.0 43.9 1792.0 38.2 1671.3 32.2 1502.7 156" 120.0 1625.0 120.0 1950.0 109.6 2078.3 95.9 2078.3 85.3 2078.3 76.7 2078.3 69.8 2078.3 63.9 2078.3 55.2 1943.5 45.7 1732.8 38.2 1551.9 32.2 1395.3 144" 120.0 1500.0 120.0 1800.0 120.0 2100.0 120.0 2400.0 108.4 2439.2 97.6 2439.2 83.1 2285.3 67.3 2019.0 55.2 1794.0 45.7 1599.5 38.2 1432.5 32.2 1288.0 132" 120.0 1375.0 120.0 1650.0 120.0 1925.0 120.0 2200.0 120.0 2475.0 104.2 2387.9 83.1 2094.8 67.3 1850.8 55.2 1644.5 45.7 1466.2 38.2 1313.1 32.2 1180.7 w c o 120" 120.0 1250.0 120.0 1500.0 120.0 1750.0 120.0 2000.0 120.0 2250.0 104.2 2170.8 83.1 1904.4 67.3 1682.5 55.2 1495.0 45.7 1332.9 38.2 1193.8 32.2 1073.3 a o e N J s 108" 120.0 1125.0 120.0 1350.0 120.0 1575.0 120.0 1800.0 120.0 2025.0 104.2 1953.8 83.1 1713.9 67.3 1514.3 55.2 1345.5 45.7 1199.6 38.2 1074.4 32.2 966.0 v v 96" 120.0 1000.0 120.0 1200.0 120.0 1400.0 120.0 1600.0 120.0 1800.0 104.2 1736.7 83.1 1523.5 67.3 1346.0 55.2 1196.0 45.7 1066.3 38.2 955.0 32.2 858.7 Z w 84" 120.0 875.0 120.0 1050.0 120.0 1225.0 120.0 1400.0 120.0 1575.0 104.2 1519.6 83.1 1333.1 67.3 1177.8 55.2 1046.5 45.7 933.0 38.2 835.6 32.2 751.3 = m c m � a o w U LL U LL K 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 Z z z k 2. 60" 120.0 625.0 120.0 750.0 120.0 875.0 1 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 3 3 m G `L Ir w U � = 48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.8 67.3 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 429.3 36" 120.0 375.0 1 120.0 1 450.0 120.0 525.0 1 120.0 600.0 120.0 675.0 104.2 651.3 83.1 571.3 67.3 504.8 55.2 448.5 45.7 399.9 38.2 358.1 32.2 1 322.0 y w Y w ww� m m m � n LL LL LL o o 1 1 X w V O (r Z N zp COPYRIGHT FRANK L.BENNARDO P.E. 20-26180b SEE SHEET 7 FOR STORM BAR _ SCALE: AND MULLION SCHEDULE NOTES. PAGE DESCRIPTION: oF g FRANK BENNARDO,PE STORM BAR AND MULLION SCHEDULE: 4"x8"x1/4" PE#0046549 CA#9885 SLAT SPAN 02rK62 i MEMBER 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80" ��JJJ�11 1 LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) '^ 228" 99.7 1973.8 83.1 1973.8 71.2 1973.8 62.3 1973.8 55.4 1973.8 49.9 1973.8 45.3 1973.8 41.6 1973.8 38.4 1973.8 35.6 1973.8 33.2 1973.8 31.2 1973.8 u o N 216" 117.3 2199.2 97.7 2199.2 83.8 2199.2 73.3 2199.2 65.2 2199.2 58.6 2199.2 53.3 2199.2 48.9 2199.2 45.1 2199.2 41.9 2199.2 38.2 2148.8 32.2 1932.0 Z o w M p E 204" 120.0 2125.0 116.0 2465.5 99.4 2465.5 87.0 2465.5 77.3 2465.5 69.6 2465.5 63.3 2465.5 58.0 2465.5 53.5 2465.5 45.7 2266.0 38.2 2029.4 32.2 1824.7 r^ F- M y O Y! uJ i--i J rn Ln U 192" 120.0 2000.0 120.0 2400.0 119.3 2783.3 104.4 2783.3 92.8 2783.3 83.5 2783.3 75.9 2783.3 67.3 2692.0 55.2 2392.0 45.7 2132.7 38.2 1910.0 32.2 1717.3 W O Z) W T w ui 180" 120.0 1875.0 120.0 2250.0 120.0 2625.0 120.0 3000.0 112.6 3166.8 101.3 3166.8 83.1 2856.6 67.3 2523.8 55.2 2242.5 45.7 1999.4 38.2 1790.6 32.2 1610.0 W'"1,1 ��1 ° a w 168" 120.0 1750.0 120.0 2100.0 120.0 2450.0 120.0 2800.0 120.0 3150.0 104.2 3039.2 83.1 2666.1 67.3 2355.5 55.2 2093.0 45.7 1866.1 38.2 1671.3 32.2 1502.7 Z W OW w U a 156" 120.0 1625.0 120.0 1950.0 120.0 2275.0 120.0 2600.0 120.0 2925.0 104.2 2822.1 83.1 2475.7 67.3 2187.3 55.2 1943.5 45.7 1732.8 38.2 1551.9 32.2 1395.3 ''nn n� �> Q -�w 144" 120.0 1500.0 120.0 1800.0 120.0 2100.0 120.0 2400.0 120.0 2700.0 104.2 2605.0 83.1 2285.3 67.3 2019.0 55.2 1794.0 45.7 1599.5 38.2 1432.5 32.2 1288.0 U a<Q W W Z 132" 120.0 1375.0 120.0 1650.0 120.0 1925.0 120.0 2200.0 120.0 2475.0 104.2 2387.9 83.1 2094.8 67.3 1850.8 55.2 1644.5 45.7 1466.2 38.2 1313.1 32.2 1180.7 Z 0- m 9 z KN �ULu 120" 120.0 1250.0 120.0 1500.0 120.0 1750.0 120.0 2000.0 120.0 2250.0 104.2 2170.8 83.1 1904.4 67.3 1682.5 55.2 1495.0 45.7 1332.9 38.2 1193.8 32.2 1073.3 W W O,� J M Z w 108" 120.0 1125.0 120.0 1350.0 120.0 1575.0 120.0 1800.0 120.0 2025.0 104.2 1953.8 83.1 1713.9 67.3 1514.3 55.2 1345.5 45.7 1199.6 38.2 1074.4 32.2 966.0LL O H @? 96" 120.0 1000.0 120.0 1200.0 120.0 1400.0 120.0 1600.0 120.0 1800.0 104.2 1736.7 83.1 1523.5 67.3 1346.0 55.2 1196.0 45.7 1066.3 38.2 955.0 32.2 858.7 U) E w w 84" 120.0 875.0 120.0 1050.0 120.0 1225.0 120.0 1400.0 120.0 1575.0 104.2 1519.6 83.1 1333.1 67.3 1177.8 55.2 1046.5 45.7 933.0 38.2 835.6 32.2 751.3 W ~ ow 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 %D p 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.8 67.3 673.0 1 55.2 598.0 1 45.7 533.2 38.2 477.5 32.2 429.3 36" 120.0 375.0 120.0 450.0 120.0 525.0 120.0 600.0 120.0 675.0 104.2 651.3 83.1 571.3 67.3 504.8 1 55.2 448.5 1 45.7 399.9 38.2 358.1 32.2 322.0 vi M STORM BAR AND MULLION SCHEDULE: 2"x4"x1/8" WITH 1 .75"x3.75"x0. 125" STEEL REINFORCEMENT* J LL SLAT SPAN N w MEMBER 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80' _ 3 LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION as Q 0 PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS N a�°f O m (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 120" 93.4 973.2 77.9 973.2 66.7 973.2 58.4 973.2 51.9 973.2 46.7 973.2 42.5 973.2 38.9 973.2 35.9 1 973.2 33.4 973.2 31.1 973.2 29.2 973.2 z m A Q LL 108" 120.0 1125.0 105.4 1186.0 90.4 1186.0 79.1 1186.0 70.3 1186.0 63.3 1186.0 57.5 1186.0 52.7 1186.0 48.7 1186.0 45.2 1186.0 38.2 1074.4 32.2 966.0 a U J 96" 120.0 1000.0 120.0 1200.0 120.0 1400.0 105.5 1406.8 93.8 1406.8 84.4 1406.8 76.7 1406.8 67.3 1346.0 55.2 1196.0 45.7 1066.3 38.2 955.0 32.2 858.7 m Q 84" 120.0 875.0 120.0 1050.0 120.0 1225.0 120.0 1400.0 120.0 1575.0 104.2 1519.6 83.1 1333.1 67.3 1177.8 55.2 1046.5 45.7 933.0 38.2 835.6 32.2 751.3 �_ 3 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 W p 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 _E 48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.8 67.3 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 429.3 g 36" 120.0 375.0 120.0 450.0 120.0 1 525.0 1 120.0 600.0 120.0 675.0 104.2 651.3 83.1 571.3 67.3 504.8 1 55.2 1 448.5 45.7 399.9 38.2 358.1 32.2 1 322.0 L ' � STORM BAR AND MULLION SCHEDULE: 2"x5"x1/8" WITH 1 .75"x4.75"x0. 125" STEEL REINFORCEMENT* C� SLAT SPAN MEMBER 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80" LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION w N PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS � ^ o o (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) o N o v Q 120" 120.0 1250.0 106.2 1327.6 91.0 1327.6 79.7 1327.6 70.8 1327.6 63.7 1 1327.6 57.9 1327.6 53.1 1327.6 49.0 1 1327.6 45.5 1327.6 38.2 1193.8 32.2 1073.3 0 p 108" 120.0 1125.0 120.0 1350.0 116.9 1534.7 102.3 1534.7 90.9 1534.7 81.9 1534.7 74.4 1534.7 67.3 1514.3 55.2 1345.5 45.7 1199.6 38.2 1074.4 32.2 966.0 = m m a o w 96" 120.0 1000.0 120.0 1200.0 120.0 1400.0 120.0 1600.0 120.0 1800.0 104.2 1736.7 83.1 1523.5 67.3 1346.0 55.2 1196.0 45.7 1066.3 38.2 955.0 32.2 858.7 z " - Z �k2'< 84" 120.0 875.0 120.0 1050.0 120.0 1225.0 120.0 1400.0 120.0 1575.0 104.2 1519.6 83.1 1333.1 67.3 1177.8 55.2 1046.5 45.7 933.0 38.2 835.6 32.2 751.3 z z m o 33m s== 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 c Y o 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 48" 120.0 500.0 120.0 1 600.0 120.0 700.0 120.0 800.0 120.0 1 900.0 1 104.2 868.3 83.1 761.8 67.3 1 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 429.3 36" 120.0 375.0 120.0 450.0 120.0 525.0 120.0 600.0 120.0 675.0 104.2 651.3 83.1 571.3 67.3 504.8 55.2 448.5 45.7 399.9 38.2 358.1 32.2 322.0 g Y w ww� (n LL LL LL ¢�o w V O o COPYRIGHT FRANK L.BENNARDO P.E. 20-26180b *NOTE: STEEL REINFORCEMENT LENGTH SHALL BE A MINIMUM OF 90%THE MULLION SCALE: - SEE SHEET 7 FOR STORM BAR PAGE DESCRIPTION: LENGTH, LOCATED AT THE CENTER OF THE AND MULLION SCHEDULE NOTES. MULLION AND FASTENED IN PLACE WITH #14 18-8 SS OR COATED SAE GR. 5 STEEL IOF SMS OR SDS AT 12" O.C. MAX STAGGERED g ALONG THE FULL REINFORCEMENT LENGTH. (REFERENCE STEEL REINFORCEMENT DETAIL 1/2) FRANK BENNARDO,PE STORM BAR AND MULLION SCHEDULE: 2"x6"x1/8" WITH 1 .75"x5.75"x0. 125" STEEL REINFORCEMENT* PE#0046549 CA#9885 SLAT SPAN 0 2VQQ 2 i 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80" ��JJJ�111 1 MEMBER LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 1 toO N It 120" 120.0 1250.0 120.0 1500.0 115.0 1676.7 100.6 1676.7 89.4 1676.7 80.5 1676.7 73.2 1676.7 67.1 1676.7 55.2 1495.0 45.7 1332.9 38.2 1193.8 32.2 1073.3 Z o W M o E 108" 120.0 1125.0 120.0 1350.0 120.0 1575.0 120.0 1800.0 114.E 1934.0 103.1 1934.0 83.1 1713.9 67.3 1514.3 55.2 1345.5 45.7 1199.E 38.2 1074.4 32.2 966.0 p F_ M u 0 ED uJ i--i J Ln U 96" 120.0 1000.0 120.0 1200.0 120.0 1400.0 120.0 1600.0 120.0 1800.0 104.2 1736.7 83.1 1523.5 67.3 1346.0 55.2 1196.0 45.7 1066.3 38.2 955.0 32.2 858.7 W v zi LL -b W� 84" 120.0 875.0 120.0 1050.0 120.0 1225.0 120.0 1400.0 120.0 1575.0 104.2 1519.6 83.1 1333.1 67.3 1177.8 55.2 1046.5 45.7 933.0 38.2 835.6 32.2 751.3 W'"1- �fn ° a w 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 Z' 0 LLJ Lu U m.a 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 'n nQ > Q _ W 48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.8 67.3 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 429.3 U� Q W w U Z o L ED o Z z WWit 3Lu 0, J MZL LU STORM BAR AND MULLION SCHEDULE: 3"x3"x1/8" WITH 2.75"x2.75"x0. 125" STEEL REINFORCEMENT* U� U) E <Z w SLAT SPAN 0 W 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80.1 MEMBER LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) Ln 120" 64.2 668.4 53.5 668.4 45.8 668.4 40.1 668.4 35.6 668.4 32.1 668.4 29.2 668.4 26.7 668.4 24.7 668.4 22.9 668.4 21.4 668.4 20.1 668.4 N v 108" 88.0 825.2 73.3 825.2 62.9 825.2 55.0 825.2 48.9 825.2 44.0 825.2 40.0 825.2 36.7 825.2 33.9 825.2 31.4 825.2 29.3 825.2 27.5 825.2 96" 120.0 1000.0 104.4 1044.4 89.5 1044.4 78.3 1044.4 69.6 1044.4 62.7 1044.4 57.0 1044.4 52.2 1044.4 48.2 1044.4 44.8 1044.4 38.2 955.0 32.2 858.7 LL 84" 120.0 875.0 120.0 1050.0 120.0 1225.0 116.9 1364.1 103.9 1364.1 93.5 1364.1 83.1 1333.1 67.3 1177.8 55.2 1046.5 45.7 933.0 38.2 835.6 32.2 751.3 wi 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 1 644.0 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 1 536.7 }-a Q o 48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.8 67.3 673.0 55.2 598.0 45.7 533.2 38.2 477.5 32.2 429.3 'n a'°f O M I- a K M 0a e m J zm A a LL STORM BAR AND MULLION SCHEDULE: 4"x4"x1/8" WITH 3.75"x3.75"x0. 125" STEEL REINFORCEMENT* a Z w SLAT SPAN ~ LU - � w w 25" 30" 35" 40" 45" 50" 55" 60" 65" 70" 75" 80" 0 MEMBER v g LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 120" 120.0 1250.0 120.0 1500.0 115.4 1682.8 101.0 1682.8 89.7 1682.8 80.8 1682.8 73.4 1682.8 67.3 1682.5 55.2 1495.0 45.7 1332.9 38.2 1193.8 32.2 1073.3 108" 120.0 1125.0 120.0 1350.0 120.0 1575.0 120.0 1800.0 120.0 2025.0 104.2 1953.8 83.1 1713.9 67.3 1514.3 55.2 1345.5 45.7 1199.6 38.2 1074.4 32.2 966.0 96" 120.0 1000.0 120.0 1200.0 120.0 1400.0 120.0 1600.0 120.0 1800.0 104.2 1736.7 83.1 1523.5 67.3 1346.0 55.2 1196.0 45.7 1066.3 38.2 955.0 32.2 858.7 84" 120.0 875.0 120.0 1050.0 120.0 1225.0 120.0 1400.0 120.0 1575.0 104.2 1519.6 83.1 1333.1 67.3 1177.8 55.2 1046.5 45.7 933.0 38.2 835.6 32.2 751.3 72" 120.0 750.0 120.0 900.0 120.0 1050.0 120.0 1200.0 120.0 1350.0 104.2 1302.5 83.1 1142.6 67.3 1009.5 55.2 897.0 45.7 799.8 38.2 716.3 32.2 644.0 60" 120.0 625.0 120.0 750.0 120.0 875.0 120.0 1000.0 120.0 1125.0 104.2 1085.4 83.1 952.2 67.3 841.3 55.2 747.5 45.7 666.5 38.2 596.9 32.2 536.7 W N 48" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 104.2 868.3 83.1 761.8 67.3 673.0 55.2 1 598.0 45.7 533.2 38.2 477.5 32.2 429.3 10 o o vvroco STORM BAR AND MULLION Z aoIw = m � m � ZU- UU- K k4g SCHEDULE NOTES: � � co == G `L of Of U � = 1. PRESSURES SHOWN IN "STORM BAR AND MULLION SCHEDULE"ARE MAXIMUM ALLOWABLE POSITIVE AND NEGATIVE DESIGN PRESSURES AT EACH RESPECTIVE SLAT SPAN AND STORM BAR/MULLION HEIGHT. DESIGN VALUES NOTED HEREIN WHEN USED WITH MULLIONS SHALL ONLY BE g USED WITH NON-END RETENTION ROLL-UP SHUTTERS. _- 2. "STORM BAR AND MULLION SCHEDULES" ARE APPLICABLE TO ALL STORM BARS AND NON-ENDm 0 o W o RETENTION MULLIONS. a m m m ui ago s� 3. SEE SHEET 2 FOR STORM BAR, MULLION,AND REINFORCEMENT DETAIL AND MATERIALS. 4. FOR END MULLIONS, ONE HALF OF THE SLAT SPAN MAYBE USED TO DETERMINE ALLOWABLE COPYRIGHT FRANK L.BENNARDO P.E. DESIGN PRESSURES AND END REACTIONS. END MULLIONS ARE AS DEFINED IN ELEVATION 2/1. *NOTE: STEEL REINFORCEMENT LENGTH 5. ALLOWABLE DESIGN PRESSURES AND SLAT SPANS INDICATED ARE FOR DETERMINING 20-26180b SHALL BE A MINIMUM OF 90%THE MULLION PERMISSIBLE STORM BAR AND MULLION HEIGHTS ONLY. ACTUAL SLAT SPANS AND DESIGN PRESSURES SCALE: - LENGTH, LOCATED AT THE CENTER OF THE SHALL NOT EXCEED THOSE INDICATED IN SEPARATE ROLL-UP SHUTTER APPROVAL. PAGE DESCRIPTION: MULLION AND FASTENED IN PLACE WITH 6. "REACTION AT ENDS" IS LISTED FOR EACH COMBINATION OF DESIGN LOAD, STORM BAR/MULLION TYPE, &SLAT SPAN. CHOOSE MOUNTING CONNECTIONS (PER APPLICABLE CONNECTION #14 OR SS SDS AT 12" O.C. MAX STAGGERED COATED SAE GR. 5 STEEL DETAILS HEREIN)THAT PROVIDES "CONNECTION CAPACITY" GREATER THAN OR EQUAL TO "REACTION of SMS OR �g ALONG THE FULL REINFORCEMENT LENGTH. AT ENDS" GIVEN ABOVE. 7. THIS SCHEDULE MAY BE USED FOR ALL MOUNTING CONDITIONS LISTED HEREIN. (REFERENCE STEEL REINFORCEMENT DETAIL 1/2) 8, ® DENOTES CONDITIONS NOT APPROVED FOR USE. FRANK BENNARDO,PE HEADER SCHEDULE: 2"x4"xl/8" HEADER PE#0046549 CA#9885 STORM BAR HEIGHT 02VftL2 i HEADER 60" 72" 84" 96" 108" 120" 132" 144" 156" 168" 180" 192" ��JJJ�11 1 LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) '^ 120" 39.2 326.7 32.7 326.7 28.0 326.7 u o It N 108" 53.8 403.4 44.8 403.4 38.4 403.4 33.6 403.4 29.9 403.4 26.9 403.4 Z o w M p E 96" 76.6 510.5 63.8 510.5 54.7 510.5 47.9 510.5 42.5 510.5 38.3 510.5 34.8 510.5 31.9 510.5 29.5 510.5 27.3 510.5 25.5 510.5 r^ F- M U O Y! uJ i--i J rn V U 84" 114.3 666.8 95.3 666.8 81.7 666.8 71.4 666.8 63.5 666.8 57.2 666.8 52.0 666.8 47.6 666.8 44.0 666.8 40.8 666.8 38.1 666.8 35.7 666.8 W O Z) W W ui 72" 120.0 600.0 120.0 720.0 118.7 831.0 103.9 831.0 92.3 831.0 83.1 831.0 75.5 831.0 69.3 831.0 63.9 831.0 59.4 831.0 55.4 831.0 51.9 831.0 W'`11 �U1 °�a w 60" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 120.0 1000.0 109.3 1002.1 100.2 1002.1 92.5 1002.1 85.9 1002.1 80.2 1002.1 75.2 1002.1 Z W OW Lu U x a 48" 120.0 400.0 120.0 480.0 120.0 560.0 120.0 640.0 120.0 720.0 120.0 800.0 120.0 880.0 120.0 960.0 120.0 1040.0 120.0 1120.0 120.0 1200.0 117.4 1252.6 �11II11� Q -�w 36" 120.0 300.0 120.0 360.0 120.0 420.0 120.0 480.0 120.0 540.0 120.0 600.0 120.0 660.0 120.0 720.0 120.0 780.0 120.0 840.0 120.0 900.0 120.0 960.0 U�l o Q w W ZX a� moz� wW o,�41 9MWW HEADER SCHEDULE: 2"x4"xl/4" HEADER � � °<z U) � v�W w STORM BAR HEIGHT 0 W %D p HEADER 60" 76" 92" 108" 124" 140" 156" 172" 188" 204" 220" 228" � LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) r 120" 69.9 582.6 55.2 582.6 45.6 582.6 38.8 582.6 33.8 582.6 30.0 582.6 26.9 582.6 108" 95.9 719.3 75.7 719.3 62.5 719.3 53.3 719.3 46.4 719.3 41.1 719.3 36.9 719.3 33.5 719.3 30.6 719.3 28.2 719.3 26.2 719.3 25.2 719.3 v 96" 120.0 800.0 107.8 910.4 89.1 910.4 75.9 910.4 66.1 910.4 58.5 910.4 52.5 910.4 47.6 910.4 43.6 910.4 40.2 910.4 37.2 910.4 35.9 910.4 LL 84" 120.0 700.0 120.0 886.7 120.0 1073.3 113.2 1189.1 98.6 1189.1 87.4 1189.1 78.4 1189.1 71.1 1189.1 65.1 1189.1 60.0 1189.1 55.6 1189.1 53.6 1189.1 72" 120.0 600.0 120.0 760.0 120.0 920.0 120.0 1080.0 120.0 1240.0 120.0 1400.0 120.0 1560.0 112.9 1618.5 103.3 1618.5 95.2 1618.5 88.3 1618.5 85.2 1618.5 LU 60" 120.0 500.0 120.0 633.3 120.0 766.7 120.0 900.0 120.0 1033.3 120.0 1166.7 120.0 1300.0 120.0 1433.3 120.0 1566.7 120.0 1700.0 120.0 1833.3 120.0 1900.0 48" 120.0 400.0 120.0 506.7 120.0 613.3 120.0 720.0 120.0 826.7 120.0 933.3 120.0 1040.0 120.0 1146.7 120.0 1253.3 120.0 1360.0 120.0 1466.7 120.0 1520.0 }'a" o N Cn°� O 36" 120.0 300.0 120.0 380.0 120.0 460.0 120.0 1 540.0 120.0 620.0 120.0 700.0 120.0 780.0 120.0 860.0 120.0 940.0 120.0 1020.0 120.0 1100.0 120.0 1140.0 '_ a cl, M oa m° HEADER SCHEDULE: 2"x5"xl/8" HEADER zm zLL a U w m Z Q STORM BAR HEIGHT �, E HEADER 60" 72" 84" 96" 108" 120" 132" 144" 156" 168" 180" 192" L c W LU LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTIONESSURE ESSURE ¢ o g PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PR AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PR AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS v� cl (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) IPSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 84" 120.0 700.0 120.0 840.0 120.0 980.0 105.2 982.3 93.6 982.3 84.2 982.3 76.5 982.3 70.2 982.3 64.8 982.3 60.1 982.3 56.1 982.3 52.6 982.3 o 72" 120.0 600.0 120.0 720.0 120.0 840.0 120.0 960.0 120.0 1080.0 115.7 1156.8 105.2 1156.8 96.4 1156.8 89.0 1156.8 82.6 1156.8 77.1 1156.8 72.3 1156.8 60" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 120.0 900.0 120.0 1000.0 120.0 1100.0 120.0 1200.0 120.0 1300.0 120.0 1400.0 112.1 1401.8 105.1 1401.8 48" 120.0 400.0 120.0 480.0 120.0 560.0 120.0 640.0 120.0 720.0 120.0 800.0 120.0 880.0 120.0 960.0 120.0 1040.0 120.0 1120.0 120.0 1200.0 120.0 1280.0 36" 120.0 300.0 120.0 360.0 120.0 420.0 120.0 480.0 120.0 540.0 120.0 600.0 120.0 660.0 120.0 720.0 120.0 780.0 120.0 840.0 120.0 900.0 120.0 960.0 '"HEADER SCHEDULE: 2"x5"xl/4" HEADER 7 V aD (O - mLLwp z r w STORM BAR HEIGHT o ww�g 'l m J m uz�o 60" 76" 92" 108" 124" 140" 156" 172" 188" 204" 220" 228" L) L � oe= HEADER Z aka LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION z z z m� PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS 3: 3: m x' G `L Ir of U g oo (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) w o 120" 120.0 1000.0 98.2 1 1036.E 81.1 1036.E 69.1 1036.E 60.2 1036.E 53.3 1036.E 47.8 1036.E 43.4 1036.E 39.7 1 1036.E 36.E 1036.E 33.9 1036.6 32.71 1036.E 108" 120.0 900.0 120.0 1140.0 111.3 1279.8 94.8 1279.8 82.6 1279.8 73.1 1279.8 65.6 1279.8 59.5 1279.8 54.5 1279.8 50.2 1279.8 46.5 1279.8 44.9 1279.8 w o R 96" 120.0 800.0 120.0 1013.3 120.0 1226.7 120.0 1440.0 117.6 1619.8 104.1 1619.8 93.4 1619.8 84.8 1619.8 77.5 1619.8 71.5 1619.8 66.3 1619.8 63.9 1619.8 84" 120.0 700.0 120.0 886.7 120.0 1073.3 120.0 1260.0 120.0 1446.7 120.0 1633.3 120.0 1820.0 120.0 2006.7 115.7 2115.6 106.7 2115.6 98.9 2115.6 95.4 2115.6 x w w w 0' m U L) U oho 72" 120.0 600.0 120.0 760.0 120.0 920.0 120.0 1080.0 120.0 1240.0 120.0 1400.0 120.0 1560.0 120.0 1720.0 120.0 1880.0 120.0 2040.0 120.0 2200.0 120.0 2280.0 a m m m 60" 120.0 500.0 120.0 633.3 120.0 766.7 120.0 900.0 120.0 1033.3 120.0 1166.7 120.0 1300.0 120.0 1433.3 120.0 1566.7 120.0 1700.0 120.0 1833.3 120.0 1900.0 w ~ z 48" 120.0 400.0 120.0 506.7 120.0 613.3 120.0 720.0 120.0 826.7 120.0 933.3 120.0 1040.0 120.0 1146.7 120.0 1253.3 120.0 1360.0 120.0 1466.7 120.0 1520.0 COPYRIGHT FRANK L.BENNARDO P.E. 36" 120.0 300.0 120.0 380.0 120.0 466.0 120.0 540.0 120.0 620.0 120.0 700.0 120.0 780.0 120.0 860.0 120.0 940.0 120.0 1020.0 120.0 1100.0 1 120.0 1 1140.0 2 0-2 618 0 b SCALE: - PAGE DESCRIPTION: oF g SEE SHEET 12 FOR HEADER SCHEDULE NOTES. Q FRANK BENNARDO,PE HEADER SCHEDULE: 2"x6"xl/8" HEADER PE#0046549 CA#9885 STORM BAR HEIGHT 02VftL2 i HEADER 60" 76" 92" 108" 124" 140" 156" 172" 188" 204" 220" 228" ��JJJ�11 1 LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) IPSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) IPSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) '^ 120" 106.0 883.0 83.7 883.0 69.1 883.0 58.9 883.0 51.3 883.0 45.4 883.0 40.8 883.0 37.0 883.0 33.8 883.0 31.2 883.0 28.9 883.0 27.9 883.0 u o It N 108" 120.0 900.0 104.1 989.3 86.0 989.3 73.3 989.3 63.8 989.3 56.5 989.3 50.7 989.3 46.0 989.3 42.1 989.3 38.8 989.3 36.0 989.3 34.7 989.3 Z o W M p E 96" 120.0 800.0 120.0 1013.3 109.8 1122.7 93.6 1122.7 81.5 1122.7 72.2 1122.7 64.8 1122.7 58.7 1122.7 53.7 1122.7 49.5 1122.7 45.9 1122.7 44.3 1122.7 r^ F- M y O Y! W�--� J rn Ln U 84" 120.0 700.0 120.0 886.7 120.0 1073.3 120.0 1260.0 107.4 1295.0 95.1 1295.0 85.4 1295.0 77.4 1295.0 70.9 1295.0 65.3 1295.0 60.5 1295.0 58.4 1295.0 W U zi � s W ui 72" 120.0 600.0 120.0 760.0 120.0 920.0 120.0 1080.0 120.0 1240.0 120.0 1400.0 117.4 1525.7 106.4 1525.7 97.4 1525.7 89.7 1525.7 83.2 1525.7 80.3 1525.7 W'`1�,1 LL U1 M a w 60" 120.0 500.0 120.0 633.3 120.0 766.7 120.0 900.0 120.0 1033.3 120.0 1166.7 120.0 1300.0 120.0 1433.3 120.0 1566.7 120.0 1700.0 120.0 1833.3 116.9 1850.2 Z W OW w U x a 48" 120.0 400.0 120.0 506.7 120.0 613.3 120.0 720.0 120.0 826.7 120.0 933.3 120.0 1040.0 120.0 1146.7 120.0 1253.3 120.0 1360.0 120.0 1466.7 120.0 1520.0 ''nn n� > Q -�w 36" 120.0 300.0 120.0 380.0 120.0 460.0 120.0 540.0 120.0 620.0 120.0 700.0 120.0 780.0 120.0 860.0 120.0 940.0 120.0 1020.0 120.0 1100.0 120.0 1140.0 U o Q W w G Or m o z 02 HEADER SCHEDULE: 2"x6"xl/4" HEADER wW KN o �ZW C W M W W STORM BAR HEIGHT LL ° w z HEADER 60" 76" 92" 108" 124" 140" 156" 172" 188" 204" 220" 228" o W F w LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION %D C) PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 228" 29.2 462.3 216" 34.3 515.1 27.1 515.1 Ln 204" 40.8 577.5 32.2 577.5 26.6 577.5 N 192" 48.9 652.0 38.6 652.0 31.9 652.0 27.2 652.0 180" 59.3 741.8 46.9 741.8 38.7 741.8 33.0 741.8 28.7 741.8 25.4 741.8 -j 168" 73.0 851.6 57.6 851.6 47.6 851.6 40.6 851.6 35.3 851.6 31.3 851.6 28.1 851.6 25.5 851.6 LL 156" 91.2 987.6 72.0 987.6 59.5 987.6 50.6 987.6 44.1 987.6 39.1 987.6 35.1 987.6 31.8 987.6 29.1 987.6 26.8 987.6 w 58 144" 115.9 1159.1 91.5 1159.1 75.6 1159.1 64.4 1159.1 56.1 1159.1 49.7 1159.1 44.6 1159.1 40.4 1159.1 37.0 1159.1 34.1 1159.1 31.6 1159.1 30.5 1159.1 GC o a 132" 120.0 1100.0 118.8 1379.4 98.1 1379.4 83.6 1379.4 72.8 1379.4 64.5 1379.4 1 57.9 1379.4 52.5 1 1379.4 48.0 1379.4 44.3 1379.4 41.0 1379.4 39.6 1379.4 N a Q o 120" 120.0 1000.0 120.0 1266.7 120.0 1533.3 111.3 1669.0 96.9 1669.0 85.8 1669.0 77.0 1669.0 69.9 1 1669.0 63.9 1669.0 58.9 1669.0 54.6 1669.0 52.7 1669.0 o a � m 108" 120.0 900.0 120.0 1140.0 120.0 1380.0 120.0 1620.0 120.0 1860.0 117.7 2060.5 105.7 2060.5 95.8 2060.5 87.7 2060.5 80.8 2060.5 74.9 2060.5 72.3 2060.5 z•g co -i 96" 120.0 800.0 120.0 1013.3 120.0 1226.7 120.0 1440.0 120.0 1653.3 120.0 1866.7 120.0 2080.0 120.0 2293.3 120.0 2506.7 115.1 2607.9 106.7 2607.9 102.9 2607.9 -a U w m Q HEADER SCHEDULE: 3"x3"xl/8" HEADER W LU STORM BAR HEIGHT ¢ oo g HEADER 60" 72" 84" 96" 108" 120" 132" 144" 156" 168" 180" 192" v� LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION O PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 120" 26.1 217.8 108" 35.9 268.9 29.9 268.9 25.6 268.9 zz 96" 51.1 340.3 42.5 340.3 36.5 340.3 31.9 340.3 28.4 340.3 25.5 340.3 84" 76.2 444.5 63.5 444.5 54.4 444.5 47.6 444.5 42.3 444.5 38.1 444.5 34.6 444.5 31.8 444.5 29.3 444.5 27.2 444.5 25.4 444.5 BE MIM 72" 120.0 600.0 100.8 605.0 86.4 605.0 75.6 605.0 67.2 605.0 60.5 605.0 55.0 605.0 50.4 605.0 46.5 605.0 43.2 605.0 40.3 605.0 37.8 605.0 w r N 60" 120.0 500.0 120.0 600.0 120.0 700.0 120.0 800.0 116.2 871.3 104.6 871.3 95.0 871.3 87.1 871.3 80.4 871.3 74.7 871.3 69.7 871.3 65.3 871.3 J a � o ; N 48" 120.0 400.0 120.0 480.0 120.0 560.0 120.0 640.0 120.0 720.0 120.0 800.0 120.0 880.0 120.0 960.0 120.0 1040.0 119.3 1113.4 111.3 1113.4 104.4 1113.4 0 v v LL 36" 120.0 300.0 120.0 360.0 120.0 420.0 120.0 480.0 120.0 540.0 120.0 600.0 120.0 660.0 120.0 720.0 120.0 780.0 120.0 840.0 1 120.0 900.0 120.0 960.0 G Z o p Z u- 0 u-W a HEADER SCHEDULE: 3"x3"xl/4" HEADER � � m x =a G Y Er W U STORM BAR HEIGHT 60" 72" 114" 96" 108" 120" 132" 144" 156" 168" 180" 192" woos HEADER -� LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) ¢ w m m m v o 120" 46.0 383.7 38.4 383.7 32.9 383.7 28.8 383.7 25.6 383.7 w o 108" 63.2 473.7 52.6 473.7 45.1 473.7 39.5 473.7 35.1 473.7 31.6 1 473.7 28.7 473.7 26.3 473.7 COPYRIGHT FRANK L.BENNARDO P.E. 96" 89.9 599.5 74.9 599.5 64.2 599.5 56.2 599.5 50.0 599.5 45.0 599.5 40.9 599.5 37.5 599.5 34.6 1 599.5 32.1 599.5 30.0 599.5 28.1 599.5 84" 120.0 700.0 111.9 783.0 95.9 783.0 83.9 783.0 74.6 783.0 67.1 783.0 61.0 783.0 55.9 783.0 51.6 783.0 47.9 783.0 44.7 783.0 41.9 783.0 2 0-2 618 0 b 72" 120.0 600.0 120.0 720.0 120.0 840.0 120.0 960.0 118.4 1065.7 106.6 1065.7 96.9 1065.7 88.8 1065.7 82.0 1065.7 76.1 1065.7 71.0 1065.7 66.6 1065.7 SCALE: - 60" 120.0 500.0 120.0 1 600.0 1 120.0 700.0 120.0 800.0 120.0 1 900.0 120.0 1000.0 120.0 1100.0 120.0 1 1200.0 120.0 1300.0 1 120.0 1400.0 1 120.0 1 1500.0 115.1 1534.7 PAGE DESCRIPTION: 48" 120.0 400.0 120.0 480.0 120.0 560.0 120.0 640.0 120.0 720.0 120.0 800.0 120.0 880.0 120.0 960.0 120.0 1040.0 120.0 1120.0 120.0 1200.0 120.0 1280.0 36" 120.0 300.0 120.0 360.0 120.0 420.0 1 120.0 480.0 120.0 540.0 120.0 600.0 1 120.0 1 660.0 120.0 720.0 120.0 780.0 120.0 840.0 120.0 900.0 120.0 960.0 OF SEE SHEET 12 FOR HEADER SCHEDULE NOTES. FRANK BENNARDO,PE HEADER SCHEDULE: 4"x4"x1/8" HEADER PE#0046549 CA#9885 STORM BAR HEIGHT 02VftL2 i HEADER 60" 76" 92" 108" 124" 140" 156" 172" 188" 204" 220" 228" ��JJJ�11 1 LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) '^ 120" 63.9 532.9 50.5 532.9 41.7 532.9 35.5 532.9 30.9 532.9 27.4 532.9 u o It N 108" 87.7 657.9 69.2 657.9 57.2 657.9 48.7 657.9 42.4 657.9 37.6 657.9 33.7 657.9 30.6 657.9 28.0 657.9 25.8 657.9 Z o W M p E 96" 120.0 800.0 98.6 832.6 81.5 832.6 69.4 832.6 60.4 832.6 53.5 832.6 48.0 832.6 43.6 832.6 39.9 832.6 36.7 832.6 34.1 832.6 32.9 832.6 r^ F- M y O Y! uJ i--i J rn Ln U 84" 120.0 700.0 120.0 886.7 120.0 1073.3 103.6 1087.5 90.2 1087.5 79.9 1087.5 71.7 1087.5 65.0 1087.5 59.5 1087.5 54.8 1087.5 50.8 1087.5 49.1 1087.5 W O� W -b W U) 72" 120.0 600.0 120.0 760.0 120.0 920.0 120.0 1080.0 120.0 1240.0 116.7 1361.9 104.8 1361.9 95.0 1361.9 86.9 1361.9 80.1 1361.9 74.3 1361.9 71.7 1361.9 W'1�1 LL U) °)a w 60" 120.0 500.0 120.0 633.3 120.0 766.7 120.0 900.0 120.0 1033.3 120.0 1166.7 120.0 1300.0 120.0 1433.3 120.0 1566.7 115.4 1634.3 107.0 1634.3 103.2 1634.3 Z W 0 LLJ Lu U x a 48" 120.0 400.0 120.0 506.7 120.0 613.3 120.0 720.0 120.0 826.7 120.0 933.3 120.0 1040.0 120.0 1146.7 120.0 1253.3 120.0 1360.0 120.0 1466.7 120.0 1520.0 'n n� Q -�w 36" 120.0 300.0 120.0 380.0 120.0 460.0 120.0 540.0 120.0 620.0 120.0 700.0 120.0 780.0 120.0 860.0 120.0 940.0 120.0 1020.0 120.0 1100.0 120.0 1140.0 U�l Q W W O O.r co W Wof u U w 0,� J M Z Lu HEADER SCHEDULE: 4"x4"x1/4" HEADER "� � Paz STORM BAR HEIGHT Lu ~W W O W HEADER 60" 76" 92" 108" 124" 140" 156" 172" 188" 204" 220" 228" � C) LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) IPSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 120" 116.3 969.2 91.8 969.2 75.8 969.2 64.6 969.2 56.3 969.2 49.8 1 969.2 44.7 969.2 40.6 969.2 37.1 1 969.2 34.2 969.2 31.7 969.2 30.6 1 969.2 Ln 108" 120.0 900.0 120.0 1140.0 104.0 1196.5 88.6 1196.5 77.2 1196.5 68.4 1196.5 61.4 1196.5 55.7 1196.5 50.9 1196.5 46.9 1196.5 43.5 1196.5 42.0 1196.5 N 96" 120.0 800.0 120.0 1013.3 120.0 1226.7 120.0 1440.0 109.9 1514.3 97.4 1514.3 87.4 1514.3 79.2 1514.3 72.5 1514.3 66.8 1514.3 62.0 1514.3 59.8 1514.3 84" 120.0 700.0 120.0 886.7 120.0 1073.3 120.0 1260.0 120.0 1446.7 120.0 1633.3 120.0 1820.0 118.3 1977.9 108.2 1977.9 99.7 1977.9 92.5 1977.9 89.2 1977.9 E' 72" 120.0 600.0 120.0 760.0 120.0 920.0 120.0 1080.0 120.0 1240.0 120.0 1400.0 120.0 1560.0 120.0 1720.0 120.0 1880.0 120.0 2040.0 120.0 2200.0 120.0 2280.0 N 60" 120.0 500.0 120.0 633.3 120.0 766.7 120.0 900.0 120.0 1033.3 120.0 1166.7 120.0 1300.0 120.0 1433.3 120.0 1566.7 120.0 1700.0 120.0 1833.3 120.0 1900.0 w 48" 120.0 400.0 120.0 506.7 120.0 613.3 120.0 720.0 120.0 826.7 120.0 933.3 120.0 1040.0 120.0 1146.7 120.0 1253.3 120.0 1360.0 120.0 1466.7 120.0 1520.0 pQ o 36" 120.0 300.0 120.0 380.0 120.0 460.0 120.0 540.0 120.0 620.0 120.0 700.0 120.0 780.0 120.0 860.0 120.0 940.0 120.0 1020.0 120.0 1100.0 120.0 1140.0 "CD12 O ❑a e Co J HEADER SCHEDULE: 4"x6"x1/4" HEADER zm z LU -a U w m Q STORM BAR HEIGHT 3 HEADER 60" 76" 92" 108" 124" 140" 156" 172" 188" 204" 220" 228" E LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION < g PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS v� (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 228" 45.1 713.9 35.6 713.9 29.4 713.9 25.0 713.9 �++� 216" 53.0 795.4 41.9 795.4 34.6 795.4 29.5 795.4 25.7 795.4 204" 62.9 891.7 49.7 891.7 41.1 891.7 35.0 891.7 30.5 891.7 27.0 891.7 192" 75.5 1006.7 59.6 1006.7 49.2 1006.7 41.9 1006.7 36.5 1006.7 32.4 1006.7 29.0 1006.7 26.3 1006.7 180" 91.6 1145.3 72.3 1145.3 59.8 1145.3 50.9 1145.3 44.3 1145.3 39.3 1145.3 35.2 1145.3 32.0 1145.3 29.2 1145.3 26.9 1145.3 168" 112.7 1314.8 89.0 1314.8 73.5 1314.8 62.6 1314.8 54.5 1314.8 48.3 1314.8 43.3 1314.8 39.3 1314.8 36.0 1314.8 33.1 1314.8T63.4 1314.8 29.7 1314.8 156" 120.0 1300.0 111.1 1524.9 91.8 1524.9 78.2 1524.9 68.1 1524.9 60.3 1524.9 54.1 1524.9 49.1 1524.9 44.9 1524.9 41.4 1524.91524.9 37.0 1524.9 144" 120.0 1200.0 120.0 1520.0 116.7 1789.6 99.4 1789.6 86.6 1789.6 76.7 1789.6 68.8 1789.6 62.4 1789.6 57.1 1789.6 52.6 1789.61789.6 47.1 1789.6 132" 120.0 1100.0 120.0 1393.3 120.0 1686.7 120.0 1980.0 112.4 2129.8 99.6 2129.8 89.4 2129.8 81.0 2129.8 74.2 2129.8 68.3 2129.82129.8 61.1 2129.8 o v 120" 120.0 1000.0 120.0 1266.7 120.0 1533.3 120.0 1800.0 120.0 2066.7 120.0 2333.3 118.9 2577.0 107.9 2577.0 98.7 2577.0 91.0 2577.0 84.3 2577.0 81.4 2577.0 0 108" 120.0 900.0 120.0 1140.0 120.0 1380.0 120.0 1620.0 120.0 1860.0 120.0 2100.0 120.0 2340.0 120.0 2580.0 120.0 2820.0 120.0 3060.0 115.7 3181.5 111.6 3181.5 Z a o w 96" 120.0 800.0 120.0 1013.3 120.0 1226.7 120.0 1440.0 120.0 1653.3 120.0 1866.7 120.0 2080.0 120.0 2293.3 120.0 2506.7 120.0 2720.0 120.0 2933.3 120.0 3040.0 " '- Zk�< 84" 120.0 700.0 120.0 886.7 120.0 1073.3 120.0 1260.0 120.0 1446.7 120.0 1633.3 120.0 1820.0 120.0 2006.7 120.0 2193.3 120.0 2380.0 120.0 2566.7 120.0 2660.0 z z m o 72" 120.0 600.0 120.0 760.0 120.0 920.0 120.0 1080.0 120.0 1240.0 120.0 1400.0 120.0 1560.0 120.0 1720.0 120.0 1880.0 120.0 2040.0 120.0 2200.0 120.0 2280.0 c Y Er W L) o 60" 120.0 500.0 120.0 633.3 120.0 766.7 120.0 900.0 120.0 1033.3 120.0 1166.7 120.0 1300.0 120.0 1433.3 120.0 1566.7 120.0 1700.0 120.0 1833.3 120.0 1900.0 48" 120.0 400.0 120.0 506.7 120.0 613.3 120.0 720.0 120.0 826.7 120.0 933.3 120.0 1040.0 120.0 1146.7 120.0 1 1253.3 120.0 1360.0 120.0 1466.7 1 120.0 1520.0 36" 120.0 300.0 120.0 380.0 120.0 460.0 120.0 540.0 120.0 620.0 120.0 700.0 120.0 780.0 120.0 860.0 120.0 940.0 120.0 1020.0 120.0 1100.0 1 120.0 1140.0 g Y w ww� � m m m m (n LL LL LL ¢�o w V O o COPYRIGHT FRANK L.BENNARDO P.E. 20-26180b SCALE: - PAGE DESCRIPTION: o�g SEE SHEET 12 FOR DJ HEADER SCHEDULE NOTES. FRANK BENNARDO,PE HEADER SCHEDULE: 4"x8"xl/4" HEADER PE#0046549 CA#9885 STORM BAR HEIGHT 02VftL2 i HEADER 60" 76" 92" 108" 124" 140" 156" 172" 188" 204" 220" 228" ��JJJ�11 1 LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) IPSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) IPSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) '^ 228" 91.5 1448.2 91.5 1448.2 91.5 1448.2 91.5 1448.2 91.5 1448.2 91.5 1448.2 91.5 1448.2 91.5 1448.2 91.5 1448.2 91.5 1448.2 91.5 1448.2 91.5 1448.2 u o It N 216" 107.6 1613.5 107.6 1613.5 107.6 1613.5 107.6 1613.5 107.6 1613.5 107.6 1613.5 107.6 1613.5 107.6 1613.5 107.6 1613.5 107.6 1613.5 107.6 1613.5 107.6 1613.5 Z o W M p E 204" 120.0 1700.0 120.0 1700.0 120.0 1700.0 120.0 1700.0 120.0 1700.0 120.0 1700.0 120.0 1700.0 120.0 1700.0 120.0 1700.0 120.0 1700.0 120.0 1700.0 120.0 1700.0 F- M y O r^ ED uJ i--i J rn Ln U 192" 120.0 1600.0 120.0 1600.0 120.0 1600.0 120.0 1600.0 120.0 1600.0 120.0 1600.0 120.0 1600.0 120.0 1600.0 120.0 1600.0 120.0 1600.0 120.0 1600.0 120.0 1600.0 W O zi LL w ui 180" 120.0 1500.0 120.0 1500.0 120.0 1500.0 120.0 1500.0 120.0 1500.0 120.0 1500.0 120.0 1500.0 120.0 1500.0 120.0 1500.0 120.0 1500.0 120.0 1500.0 120.0 1500.0 W'`1�,1 �U1 M a w 168" 120.0 1400.0 120.0 1400.0 120.0 1400.0 120.0 1400.0 120.0 1400.0 120.0 1400.0 120.0 1400.0 120.0 1400.0 120.0 1400.0 120.0 1400.0 120.0 1400.0 120.0 1400.0 Z W OW LL;U a 156" 120.0 1300.0 120.0 1300.0 120.0 1300.0 120.0 1300.0 120.0 1300.0 120.0 1300.0 120.0 1300.0 120.0 1300.0 120.0 1300.0 120.0 1300.0 120.0 1300.0 120.0 1300.0 (3 n� <-> Q -�w 144" 120.0 1200.0 120.0 1200.0 120.0 1200.0 120.0 1200.0 120.0 1200.0 120.0 1200.0 120.0 1200.0 120.0 1200.0 120.0 1200.0 120.0 1200.0 120.0 1200.0 120.0 1200.0 ' of Q W W Z 132" 120.0 1100.0 120.0 1100.0 120.0 1100.0 120.0 1100.0 120.0 1100.0 120.0 1100.0 120.0 1100.0 120.0 1100.0 120.0 1100.0 120.0 1100.0 120.0 1100.0 120.0 1100.0 Z X a� co 1 z Of �C7w 120" 120.0 1000.0 120.0 1000.0 120.0 1000.0 120.0 1000.0 120.0 1000.0 120.0 1000.0 120.0 1000.0 120.0 1000.0 120.0 1000.0 120.0 1000.0 120.0 1000.0 120.0 1000.0 W W O,� J M W w 108" 120.0 900.0 120.0 900.0 120.0 900.0 120.0 900.0 120.0 900.0 120.0 900.0 120.0 900.0 120.0 900.0 120.0 900.0 120.0 900.0 120.0 900.0 120.0 900.0 U H @�? 96" 120.0 800.0 120.0 800.0 120.0 800.0 120.0 800.0 120.0 800.0 120.0 800.0 120.0 800.0 120.0 800.0 120.0 800.0 120.0 800.0 120.0 800.0 120.0 800.0 � LL w w 84" 120.0 700.0 120.0 700.0 120.0 700.0 120.0 700.0 120.0 700.0 120.0 700.0 120.0 700.0 120.0 700.0 120.0 700.0 120.0 700.0 120.0 700.0 120.0 700.0 W ~ O W 72" 120.0 600.0 120.0 600.0 120.0 600.0 120.0 600.0 120.0 1 600.0 120.0 600.0 120.0 600.0 120.0 1 600.0 120.0 600.0 1 120.0 600.0 120.0 1 600.0 120.0 600.0 %D p 60" 120.0 500.0 120.0 500.0 120.0 500.0 120.0 500.0 120.0 1 500.0 1 120.0 1 500.0 1 120.0 500.0 120.0 1 500.0 120.0 500.0 1 120.0 500.0 120.0 1 500.0 120.0 500.0 48" 120.0 400.0 120.0 400.0 120.0 400.0 120.0 400.0 120.0 1 400.0 1 120.0 1 400.0 120.0 400.0 120.0 400.0 120.0 400.0 120.0 400.0 120.0 400.0 120.0 400.0 36" 120.0 300.0 120.0 300.0 120.0 300.0 120.0 300.0 120.0 1 300.0 1 120.0 1 300.0 120.0 300.0 120.0 300.0 120.0 300.0 120.0 300.0 120.0 300.0 120.0 300.0 vi HEADER SCHEDULE: 2"x4"xl/8" WITH 1.75"x3.75"x0. 125" STEEL REINFORCEMENT* N J STORM BAR HEIGHT LL HEADER 60" 76" 92" 108" 124" 140" 156" 172" 188" 204" 220" 228" w LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION a� rn PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS r j QO (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) ' K M 120" 48.3 402.2 38.1 402.2 31.5 402.2 26.8 402.2 a ° m E' 108" 66.2 496.5 52.3 496.5 43.2 496.5 36.8 496.5 32.0 496.5 28.4 496.5 25.5 496.5 O0 z U J 96" 94.3 628.4 74.4 628.4 61.5 628.4 52.4 628.4 45.6 628.4 40.4 628.4 36.3 628.4 32.9 628.4 30.1 628.4 27.7 628.4 25.7 628.4 m Z Q 84" 120.0 700.0 111.1 820.8 91.8 820.8 78.2 820.8 68.1 820.8 60.3 820.8 54.1 820.8 49.1 820.8 44.9 820.8 41.4 820.8 38.4 820.8 37.0 820.8 H 0 72" 120.0 600.0 120.0 760.0 120.0 920.0 120.0 1080.0 108.1 1117.2 95.8 1117.2 85.9 1117.2 77.9 1117.2 71.3 1117.2 65.7 1117.2 60.9 1117.2 58.8 1117.2 _ w LU 60" 120.0 500.0 120.0 633.3 120.0 766.7 120.0 900.0 120.0 1033.3 120.0 1166.7 120.0 1300.0 120.0 1433.3 115.1 1503.1 106.1 1503.1 98.4 1503.1 94.9 1503.1 48" 120.0 400.0 120.0 1 506.7 120.0 613.3 120.0 720.0 120.0 826.7 120.0 1 933.3 120.0 1040.0 120.0 1146.7 120.0 1253.3 1 120.0 1360.0 120.0 1466.7 120.0 1520.0 Q o g 36" 120.0 300.0 120.0 1 380.0 120.0 460.0 120.0 540.0 120.0 620.0 120.0 1 700.0 120.0 780.0 120.0 860.0 120.0 940.0 1 120.0 1020.0 120.0 1100.0 120.0 HEADER SCHEDULE: 2"x5"xl/8" WITH 1.75"x4.75"x0. 125" STEEL REINFORCEMENT* STORM BAR HEIGHT HEADER 60" 76" 92" 108" 124" 140" 156" 172" 188" 204" 220" 228" LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS v r o (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) Lu Q N o o N J 120" 84.4 703.1 66.6 1 703.1 55.0 703.1 46.9 703.1 40.8 703.1 36.2 1 703.1 32.5 703.1 29.4 703.1 26.9 1 703.1 0 It v 108" 115.7 868.1 91.4 868.1 75.5 868.1 64.3 868.1 56.0 868.1 49.6 868.1 44.5 868.1 40.4 868.1 36.9 1 868.1 34.0 868.1 31.6 868.1 30.5 868.1 G Z o p 96" 120.0 800.0 120.0 1013.3 107.5 1098.6 91.6 1098.6 79.7 1098.6 70.6 1098.6 63.4 1098.6 57.5 1098.6 52.6 1098.6 48.5 1098.6 44.9 1098.6 43.4 1098.6 1 U LL U LL K 84" 1 120.0 700.0 120.0 886.7 120.0 1073.3 1 120.0 1260.0 119.0 1435.0 105.4 1435.0 94.6 1435.0 1 85.8 1435.0 78.5 1435.0 72.4 1435.0 1 67.1 1435.0 64.7 1435.0 z l k 2 72" 120.0 600.0 120.0 760.0 120.0 920.0 1 120.0 1080.0 120.0 1240.0 120.0 1400.0 120.0 1560.0 120.0 1720.0 110.8 1735.2 102.1 1735.2 94.6 1735.2 91.3 1735.2 J 3 3 m m 0 `L of of U 60" 120.0 500.0 120.0 633.3 120.0 766.7 1 120.0 900.0 120.0 1033.3 120.0 1166.7 120.0 1300.0 120.0 1433.3 120.0 1566.7 120.0 1700.0 120.0 1833.3 120.0 1900.0 �R r 48" 120.0 400.0 120.0 506.7 120.0 613.3 120.0 720.0 120.0 826.7 120.0 933.3 120.0 1040.0 120.0 1146.7 120.0 1253.3 1 120.0 1360.0 120.0 1466.7 120.0 1520.0 N 36" 120.0 300.0 120.0 1 380.0 120.0 460.0 120.0 1 540.0 120.0 620.0 120.0 1 700.0 120.0 780.0 120.0 860.0 120.0 940.0 1 120.0 1020.0 120.0 1100.0 120.0 1140.0 - M, Y w gw m m m � (n LL LL LL ¢�o w V O o COPYRIGHT FRANK L.BENNARDO P.E. 20-26180b *NOTE: STEEL REINFORCEMENT LENGTH SHALL BE A MINIMUM OF 90%THE MULLION SCALE: - PAGE DESCRIPTION: LENGTH, LOCATED AT THE CENTER OF THE MULLION AND FASTENED IN PLACE WITH #14 18-8 SS OR COATED SAE GR. 5 STEEL SMS IOF OR SDS AT 12" O.C. MAX STAGGERED ALONG g THE FULL REINFORCEMENT LENGTH. (REFERENCE STEEL REINFORCEMENT DETAIL SEE SHEET 12 FOR 1/2) HEADER SCHEDULE NOTES. FRANK BENNARDO,PE HEADER SCHEDULE: 2"x6"x1/8" WITH 1.75"x5.75"x0. 125" STEEL REINFORCEMENT* PE#0046549 CA#9885 STORM BAR HEIGHT I�p� i HEADER 60" 76" 92" 108" 124" 140" 15 6" 172" 188" 204" 220" 228" 02 l 21 LENGTH DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION DESIGN REACTION PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS PRESSURE AT ENDS (PSF) (LBS) IPSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) (PSF) (LBS) 0 N 120" 120.0 1000.0 105.9 1117.5 87.5 1117.5 74.5 1117.5 64.9 1117.5 57.5 1117.5 51.6 1117.5 46.8 1117.5 42.8 1117.5 39.4 1117.5 36.6 1117.5 35.3 1117.5 0 It 108" 120.0 900.0 120.0 1140.0 112.1 1289.4 95.5 1289.4 83.2 1289.4 73.7 1289.4 66.1 1289.4 60.0 1289.4 54.9 1289.4 50.6 1289.4 46.9 1289.4 45.2 1289.4 Z o It W Cl z 96" 120.0 800.0 120.0 1013.3 120.0 1226.7 120.0 1440.0 110.3 1519.8 97.7 1519.8 87.7 1519.8 79.5 1519.8 72.8 1519.8 67.0 1519.8 62.2 1519.8 60.0 1519.8 �'^ F_ [1 U O uJ uJ J rnLnU 84" 120.0 700.0 120.0 886.7 120.0 1073.3 120.0 1260.0 120.0 1446.7 120.0 1633.3 120.0 1820.0 110.3 1844.9 100.9 1844.9 93.0 1844.9 86.3 1844.9 83.2 1844.9 W U W w 72" 120.0 600.0 120.0 760.0 120.0 920.0 120.0 1080.0 120.0 1240.0 120.0 1400.0 120.0 1560.0 120.0 1720.0 120.0 1880.0 120.0 2040.0 120.0 2200.0 120.0 2280.0 W"+ U1 60" 120.0 500.0 120.0 633.3 120.0 766.7 120.0 900.0 120.0 1033.3 120.0 1166.7 120.0 1300.0 120.0 1433.3 120.0 1566.7 120.0 1700.0 120.0 1833.3 120.0 1900.0 Z W OW w U wx a 48" 120.0 400.0 120.0 506.7 120.0 613.3 120.0 720.0 120.0 826.7 120.0 933.3 120.0 1040.0 120.0 1146.7 120.0 1253.3 120.0 1360.0 120.0 1466.7 120.0 1520.0 'n n� �-> Q -z w 36" 120.0 300.0 120.0 380.0 120.0 460.0 120.0 540.0 120.0 620.0 120.0 700.0 120.0 780.0 120.0 860.0 120.0 940.0 120.0 1020.0 120.0 1100.0 120.0 1140.0 ' ,Q W W z Zk a m oz� HEADER SCHEDULE NOTES: STORM BAR TO HEADER KN _j ,"W O J M Z LLu U 0 H � W <Z CONNECTION DETAILS 1. PRESSURES SHOWN IN "HEADER SCHEDULE"ARE MAXIMUM HEADER PER (n F w ALLOWABLE POSITIVE AND NEGATIVE DESIGN PRESSURES AT EACH (3) #14 410 SS OR COATED HEADER 0 W RESPECTIVE HEADER LENGTH AND STORM BAR HEIGHT. DESIGN SAE GR. 5 STEEL SMS OR SCHEDULE PRESSURES ARE APPLICABLE TO BOTH DOUBLE-SPAN AND TRIPLE-SPAN SIDS PER ANGLE 1/" MIN. CONDITIONS. FROM ANY ALURIUUM EDGE, ------5---- ------ HEADER PER SPACED /$ O.C. MIN. 2. "HEADER SCHEDULES" ARE APPLICABLE TO ALL HEADERS. 1/z /8 1/z %8" -7 --- -------- M 4. ALLOWABLE DESIGN PRESSURES AND STORM BAR HEIGHTS (2)5/6" 18-8 SS OR COATED SAE GR. 5 I INDICATED ARE FOR DETERMINING PERMISSIBLE HEADER LENGTHS STEEL THRU-BOLTS, WITH Y4" MIN. EDGE 15 I I V(6) 15ONLY. ACTUAL STORM BAR HEIGHT AND DESIGN PRESSURES SHALL NOT DISTANCE FROM ANY ALUMINUM EDGE.EXCEED THOSE INDICATED IN "STORM BAR AND MULLION SCHEDULES" (3) 3/8" 18 8 SS OR I IwSTORM BAR PER 15 #14 410 SS OR COATED 3 g AS APPLICABLE. 1" MIN. COATED SAE GR. 5 I I SAE GR. 5 STEEL SMS OR '�� STORM BAR AND I I '� rn 5. "REACTION AT ENDS" IS LISTED FOR EACH COMBINATION OF MULLION SCHEDULE STEEL THRU-BOLTS, SIDS PER ANGLE 1/' MIN. r a Q o DESIGN LOAD, HEADER LENGTH, &STORM BAR HEIGHT. CHOOSE I WITH 3/4" MIN. EDGE FROM ANY ALURIUUM n rn.. O M MOUNTING CONNECTIONS (PER APPLICABLE CONNECTION DETAILS I I DISTANCE FROM ANY EDGE, SPACED 5/8" O.C. MIN. a w m HEREIN)THAT PROVIDES "CONNECTION CAPACITY" GREATER THAN OR ALUMINUM EDGE. STORM BAR PER STORM BAR zm R ¢ u' EQUAL TO "REACTION AT ENDS" GIVEN ABOVE. CONNECTION CAPACITY: 4262 LB AND MULLION SCHEDULE �74 a U J 6. THIS SCHEDULE MAY BE USED FOR ALL MOUNTING CONDITIONS CONNECTION CAPACITY: 8524 LB co Q �LISTED HEREIN. 9 0 7. ® DENOTES CONDITIONS NOT APPROVED FOR USE. 1 STORM BAR TO HEADER 3 STORM BAR TO HEADER = W o 12 N.T.S. VERT SECTION 12 N.T.S. VERT SECTION Q o g (6) #14 410 SS OR COATED SAE GR. 5 STEEL SMS OR HEADER PER SIDS PER ANGLE,%z" MIN. HEADER FROM ANY ALUMINUM EDGE, SCHEDULE PACED 5/8" O.C. MIN. (3) 3/8" 18-8 SS OR COATED SAE GR. 5 w N _ STEEL THRU-BOLTS, WITH 3/4" MIN. EDGE ¢ N o N DISTANCE FROM ANY ALUMINUM EDGE. a0 3 1 1, (2) ANGLES PER U m U m 15 z 12 MIN.�MIN.� LL STORM BAR, ONE Z ?�o EACH SIDE OF m I I STORM BAR STORM BAR PER I I p STORM BAR AND MULLION SCHEDULE - CONNECTION CAPACITY: 8524 LB =3p STORM BAR TO HEADER Y w 2 Q (n m m m LL LL LL W � V 12 N.T.S. VERT SECTION z �p¢ COPYRIGHT FRANK L.BENNARDO P E. 20-26180b *NOTE: STEEL REINFORCEMENT LENGTH SHALL BE A MINIMUM OF 90%THE SCALE: - PAGE DESCRIPTION: MULLION LENGTH, LOCATED AT THE CENTER OF THE MULLION AND FASTENED IN PLACE WITH #14 18-8 SS OR COATED of SAE GR. 5 STEEL SMS OR SIDS AT 12" 113 O.C. MAX STAGGERED ALONG THE FULL REINFORCEMENT LENGTH. (REFERENCE �ILJII STEEL REINFORCEMENT DETAIL 1/2) 2-j FRANK BENNARDO,PE STORM BAR AND MULLION CONNECTION DETAILS (2)All 18-8 SS OR COATED SAE STORM BARS PER STORM BAR PE#0046549 CA#9885 GR. 5 STEEL THRU-BOLTS, WITH AND MULLION SCHEDULES �2)X" 18-8 SS OR COATED %2" MIN. EDGE DISTANCE FROM AE GR. 5 STEEL THRU-BOLTS, (2)ANCHORS PER ANY ALUMINUM EDGE. WITH%2" MIN. EDGE DISTANCE /7` MIN. SPACING SCHEDULE 'A1' 15 ONE EACH SIDE OF FROM ANY ALUMINUM EDGE. 02i 0 �n2 PER SCHEDULE 'A1' STORM BAR,TYPICAL — — — — — — — — — — — — 15 ONE EACH SIDE OF 15 j STORM BAR,TYPICAL j 1" MIN. 6063-T6 ALUMINUM BAR, cf 15 1" MIN. 0.25" MIN. THICKNESS. SIZE 00 N VARIES PER STORM BAR SIZE. Z • CLUSTER OF(4) 3/8" DEWALT r°^ Lu r i o O 3/4" MIN, SCREW BOLTS AT CENTERED 2))i/4"-20 18-8 SS OR COATED SAE E ui Ln U TYPICAL 1 �R. 5 STEEL THRU-BOLTS PER W 1- v� W vi 6 EACH STORM BAR W/ 3/z MIN. — — — — — — — — — — — — — ANGLE W/1/z" MIN EDGE DISTANCE VJ u-U) M a w (2) 16" 18-8 SS OR COATED SAE EMBED 3" MIN. EDGE DISTANCE W Lu GR. 5 STEEL THRU-BOLTS, WITH STORM BAR OR MULLION PER STORM BAR AND 41/Z" SPACING TO 3KSI MIN. (2)I/q"-20 316 SS THRU BOLTS PER q�T TO ANY ALUMINUM EDGE W O Lu w U a s AND MULLION SCHEDULES. ORIENTATION CONCRETE. BALANCE SPACED AT ANGLE W/1/Z MIN EDGE DISTANCE FQ Q �> Q —�w /4" MIN. EDGE DISTANCE FROM 18" O.C. MAX TO ANY ALUMINUM EDGE N,qT fl a a a w o cu ANY ALUMINUM EDGE. VARIES FOR INTERIOR OR WALL MOUNT, 15 F J 0 m o z z SEE DETAIL 4/13. • CLUSTER OF(4) 5/16" ITW Zk OL TAPCONS AT CENTERED EACH - - - - - - - - - - - - - - - - - - - - - - - - -((—)) 1_gg _R- - X LJ (ow STORM BAR W/ 2-1/4" MIN. r C2OA ED SAE GR SOSTEEL l a @ 1 INTERIOR R O CONNECTION TWA WALL MOUNT EMBED/ 4" MIN. EDGE DISTANCE, I (SCOATED SAETEEL SMS O GSDS IN. MIN. MiN. M/N. THRU-BOLTS PER ANGLE W/ I w �2 O AND 4' SPACING TO GROUT-FILLED CONCRETE BLOCK. 1" MIN. 1" MIN. % MIN EDGE DISTANCE TO I U1 w F w 13 N.T.S. BALANCE SPACED AT 18" O.C. EDGE DI DISTAICE TO AY ALUMINUM EDGE w ANY ALUMINUM EDGE 6063-T6 ALUMINUM ANGLE, • CLUSTER OF(4) 5/16" LAG I 0.25" MIN. THICKNESS. SIZE (4) ANCHORS PER SCREWS AT CENTERED EACH I FEQ VARIES PER STORM BAR SIZE. SCHEDULE 'A1' STORM BAR W/ 2" MIN.THREAD CLUSTER OF(9) #14 18-8 SS OR COATED SAE GR. 5 STEEL MIN. SPACING PENETRATION, 1-1/4" MIN. EDGE SMS OR SDS CENTERED AT EACH STORM BAR W/%" MINIMUM PER SCHEDULE 'A1' DISTANCE, AND 2" SPACING TO i EQ. in 15 ANY/"THICK ALUMINUM EDGE DISTANCE TO ANY ALUMINUM EDGE (INCLUDING M G=0.42 MIN. WOOD. BALANCE I TUBE FR6M SHEETS 2 AND 3 ACCESS HOLES FOR WEDGE BOLTS , SPACED 3/4" O.C. MIN, 3" ) ^� SPACED AT 18" O.C. MAX \ O.C. MAX. BALANCE SPACED AT 18'�O.C. MAX r ' — — — — — — — — — — — — — — — — Q ? 3/4" MIN, u` Lo U J TYPICAL CONNECTION CAPACITY: 2276 LBO+tl, 3 a- Lu 0 w } a ZULn z 15o_ca a m a 3 STORM BAR BUILD-OUT MOUNT C mh z u- Q w U 13 N.T.S. VERT SECTION m 3/4" MIN, Ln � TYPICAL (3)3/s 18-8 SS OR COATED SAE STORM BAR OR MULLION PER STORM E GR. 5 STEEL THRU-BOLTS, WITH BAR AND MULLION SCHEDULES. 28 Q o g 3/4" MIN. EDGE DISTANCE FROM ORIENTATION VARIES FOR INTERIOR LSTORM BAR OR ANY ALUMINUM EDGE. OR WALL MOUNT, SEE DETAIL 4/13. THRU-BOLTS PER MULLION PER o END CONNECTION SCHEDULE 'A1' DETAILS ABOVE O STORM BAR AND �Q 2 INTERIOR OR WALL MOUNT SCHEDUMULLIOLES. N.T.S. MINIMUM 13 ANCHOR TYPE MINIMUM EDGE CONNECTION MOUNTING CONNECTION EXISTING HOST SPACING DISTANCE DETAIL CONDITION CAPACITY STRUCTURE 1/13 WALL MOUNT 4332 LB 7 u2 o 3/8"DEWALT SCREW BOLTS ANCHORS PER � INTERIOR MOUNT 3065 LB o 'D C W/3-1/2"EMBED TO 3KSI MIN. 4.5" 4.5" DETAILS ABOVE o N o 0 WALL MOUNT 8820 LB 4 4 0D CB CONCRETE 2/13 INTERIOR MOUNT 6130 LB INTERIOR MOUNT o z ANCHOR NOTES: = m �, m z WALL MOUNT 1590 LB c� � 3/8"DEWALT STEEL DROPIN 1/13 THRU-BOLTS PER Z w=� 1. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH INTERIOR MOUNT 2290 LB z z W/1-9/16"EMBED TO 3KSI MIN. 4.5" 5.25" j DETAILS ABOVE MANUFACTURERS' RECOMMENDATIONS. WALL MOUNT 3180 LB m oho CONCRETE 2/13 ANCHORS PER o Y 2. MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR INTERIOR MOUNT 4580 LB DETAILS ABOVE �3Q� SCHEDULE. MINIMUM EMBEDMENT AND EDGE DISTANCE WALL MOUNT 2580 LB 2g EXCLUDES STUCCO, FOAM, BRICK,AND OTHER WALL FINISHES. 3/8"DEWALT SCREW BOLTS 1/13 INTERIOR MOUNT 2200 LB oow 3. ANCHOR SCHEDULE APPLIES TO ALL PRODUCTS W/3-1/2"EMBED TO GROUT-FILLED 6.0" 12.0" WALL MOUNT 5160 LB STORM BAR OR MULLION CERTIFIED HEREIN. CONCRETE BLOCK' 2/13 Y w - INTERIOR MOUNT 4400 LB O PER STORM BAR AND EXISTING HOST MULLION SCHEDULES. m m m Woos 4. WHERE EXISTING STRUCTURE IS WOOD FRAMING, WALL MOUNT 1576 LB a 5/16"ITW TAPCON XL OR STRUCTURE gw EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT DEWALT ULTRACON W/2-1/4" 1/13 INTERIOR MOUNT 1702 LB z - FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, MIN.EMBED TO 3.5KSI MIN. 5.0" 3.125" WALL MOUNT 3152 LB COPYRIGHT FRANK L.BENNARDO P.E. NOT INTO PLYWOOD. CONCRETE 2/13 INTERIOR MOUNT 3404 LB 5. MACHINE SCREWS SHALL HAVE MINIMUM OF 5/8" 20-26180b ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE 5/16"ITW TAPCON XL OR WALL MOUNT 584 LB WALL MOUNT EITHER A PAN HEAD,TRUSS HEAD, OR WAFER HEAD DEWALT ULTRACON W/2-1/4" 1/13 INTERIOR MOUNT 744 LB SCALE: - ("SIDEWALK BOLT") U.N.O. MIN.EMBED TO GROUT-FILLED CONCRETE BLOCK 2/13 LAG SCREW W/2"MIN. 1/13 5.0" 3.125" WALL MOUNT 1168 LB END CONNECTION PAGE DESCRIPTION: 6. `ANCHOR SHALL PENETRATE THROUGH FACE SHELL INTERIOR MOUNT 1488 LB _ INTO GROUTED CELL. 5/16" WALL MOUNT 1310 LB 4 MOUNTING CONDITIONS OF THREAD INTERIOR MOUNT 302 LB THREAD PENETRATION TO 2.0" 1.25" 13 N.T.S. 1-5 G=0.42 MIN WOOD WALL MOUNT 2620 LB J� 2/13 INTERIOR MOUNT 604 LB ~ILJII FRANK BENNARDO,PE CONTINUOUSLY ANCHORED MULLION CONNECTION DETAILS PE#0046549 CA#9885 ROLL-UP ANCHORS PER ANCHORS PER 029621 SHUTTER SCHEDULE 'A3' SYSTEM Ls INTERMEDIATE O N END MULLION MULLION PER Z r PER MULLION MULLISCHEDUON Lu LE O U I I I I I I SCHEDULE (VV(�'1 rn J LLl rr ui n ui I ° I 10 O 1 00 1 Lu LL o-w I I I W O lII o II I I I I I -( _n �poo Xz � wW U moxQwf END MULLION INTERMEDIATE Io INTERMEDIATE u � a OIMULLION BEYOND BEYOND MULLION BEYOND ` I wz dt� a I I I I I I ;_.. s I I I I I I � M,zw I I I I I I ROLL UP SHUTTER AND ATTACHMENT TO / ROLL UP SHUTTER AND ATTACHMENT TO L7 w z I I I I I I MULLION PER ADDITIONAL INSTALLATION J MULLION PER ADDITIONAL INSTALLATION > L z I O I I O O I I 00 I INSTRUCTIONS INCLUDED IN THIS APPROVAL INSTRUCTIONS INCLUDED IN THIS APPROVAL I >V) Q z END MULLION INTERMEDIATE MULLION ~w O w 0 100 i 2 CONTINUOUSLY ANCHORED 3 CONTINUOUSLY ANCHORED ° I I I I I I I I I I I I 14 N.T.S. HORIZ SECTION 14 N.T.S. HORIZ SECTION 101 1001 1001 I I I I I I I I I I I I M 101 1001 z IO01 I N JI I I SCHEDULE 'A2' SCHEDULE 'AT I I I I 101 1001 z ooI LL I I I I O I REACTION ALONG LENGTH DESIGN ANCHOR I I I I I I SLAT MINIMUMi I I I I j I �g I SPAN PRESSURE INTERMEDIATE SPACING CONNECTION � 1 0 1 IooI D IooI (PSF) END MULLION MULLION ANCHOR TYPE EDGE '��i CAPACITY rn I I I I I I DISTANCE (ON �r1 rr o o I I I I I I 40 50 LB/FT 100 LB/FT CENTER) 1� Q M I 1 1 I I I 60 75 LB/FT 150 LB/FT 12" 2205 LB/FT M 0 00 00 I I 2 I I 3 I I 3 30" 80 100 LB/FT 200 LB/FT 3/8"DEWALT SCREW BOLTS 18" 1470 LB/FT a a w m LL W/3-1/2"EMBED TO 3KSI MIN. 4.5" I o I LL 14 IooI 14 IooI 14 100 125 LB/FT 250 LB/FT CONCRETE 24" 735 LB/FT a U LL I 1 I I I I 120 150 LB/FT 300 LB/FT 30" 294 LB/FT m Z Q I I I I I I 40 67 LB/FT 133 LB/FT 12" 1290 LB/FT I o I 1 0 0 1 1 0 0 1 3/8"DEWALT SCREW BOLTS - = w w I I I I I I 60 100 LB/FT 200 LB/FT 18" 860 LB/FT p W/3-1/2"EMBED TO GROUT-FILLED II II II 12.0" I I I 40" 80 133 LB/FT 267 LB/FT 24" 430 LB/FTCONCRETE BLOCK' o QI I I 4 I o f I 00 1 I 00 1 100 167 LB/FT 333 LB/FT 30" 172 LB/FT a) v I I I I I I 120 200 LB/FT 400 LB/FT 12" 795 LB/FT co LL I I I 1 I I 3/8"DEWALT STEEL DROPIN O ar I I I 1 I I 40 83 LB/FT 167 LB/FT 18" 530 LB/FT o I ° I 100 I I IooI W/1-9/16"EMBED TO 3KSI MIN. 5.25" s 60 125 LB/FT 250 LB/FT 24" 265 LB/FT I I I I I I I I I I I 50" CONCRETE 80 167 LB/FT 333 LB/FT 30" 106 LB/FT I o f 1 00 1 1 0 0 1 100 208 LB/FT 417 LB/FT 12" 788 LB/FT L 5/16"ITW TAPCON XL OR DEWALT 120 250 LB/FT 500 LB/FT 18" 525 LB/FT ULTRACON W/2-1/4"MIN.EMBED 4.0" 40 100 LB/FT 200 LB/FT 24" 263 LB/FT TO 3.5KS1 MIN.CONCRETE SLAT SPAN SLAT SPAN 60 150 LB/FT 300 LB/FT 30" 105 LB/FT 60" 80 200 LB/FT 400 LB/FT W O N 5/16"ITW TAPCON XL OR DEWALT 12" 292 LB/FT � � � � SHUTTER WITH MULLIONS 100 250 LB/FT 500 LB/FT ULTRACON W/2-1/4"MIN.EMBED 3.125" 18" 195 LB/FT c v Q Q 1 ANCHORED CONTINUOUSLY 120 300 LB/FT 600 LB/FT TO GROUT-FILLED CONCRETE 24" 97 LB/FT o o 40 117 LB/FT 233 LB/FT BLOCK 30" 39 LB/FT = m � m N.T.S. EXTERIOR ELEV 60 175 LB/FT 350 LB/FT 12" 655 LB/FT Z J` U `U- K 14 70" 80 233 LB/FT 467 LB/FT 5/16"LAG SCREW W/2"MIN. 18" 437 LB/FT z z z m THREAD PENETRATION TO G=0.42 1.25" w � � 100 292 LB/FT 583 LB/FT 24" 218 LB/FT o Y w w 0 o MIN WOOD 120 350 LB/FT 700 LB/FT 30" 87 LB/FT 40 133 LB/FT 267 LB/FT 60 200 LB/FT 400 LB/FT _ w so" 80 267L6/FT 533LB/FT CONTINUOUSLY ANCHORED x W =¢¢ 100 333 LB/FT 667 LB/FT a m m m 120 400 LB/FT 800 LB/FT MULLION NOTES: W - 1. USE SCHEDULE 'A2'TO DETERMINE THE REACTION ALONG MULLION COPYRIGHT FRANK LBENNARDOPE. LENGTH FOR THE APPLICABLE SLAT SPAN AND DESIGN PRESSURE. 2O-2G1HOb 2. "REACTION ALONG LENGTH" IS LISTED FOR EACH COMBINATION OF DESIGN LOAD &SLAT SPAN. CHOOSE ANCHOR TYPE AND ANCHOR SPACING FROM SCALE: - SCHEDULE 'A3'THAT PROVIDES "CONNECTION CAPACITY" GREATER THAN OR PAGE DESCRIPTION: EQUAL TO "REACTION ALONG LENGTH" GIVEN ABOVE IN SCHEDULE 'A2'. 3. SCHEDULES ARE APPLICABLE TO ALL NON-END RETENTION MULLIONS. 4. ALLOWABLE DESIGN PRESSURES AND SLAT SPANS INDICATED ARE FOR DETERMINING PERMISSIBLE MULLION ANCHORS ONLY. ACTUAL SLAT SPANS AND IOF DESIGN PRESSURES SHALL NOT EXCEED THOSE INDICATED ROLL-UP SHUTTER N INSTALLATION INSTRUCTIONS. n 5. THIS SCHEDULE MAY BE USED FOR ALL NON-END RETENTION MULLIONS [IL JII ANCHORED CONTINUOUSLY ALONG THEIR LENGTH. 6. SEE ANCHOR NOTES ON SHEET 13 FRANK BENNARDO,PE HEADER CONNECTION DETAILS PE#0046549 CA#9885 MIN. SPACING PER (2) 3/8" 18-8 SS OR COATED SCHEDULE 'B' HEADER PER SAE GR. 5 STEELTHRUBOLTS,3/4" HEADER PER 02 21 (2) 3/8" 18-8 SS OR COATED HEADER FROMFROM ANY ALUMINUM EDGE, 1" HEADER SAE GR. 5 STEEL THRUBOLTS, MIN. SPACING. SCHEDULES /2 3 %4" FROM ANY ALUMINUM 15 o EDGE, 1" MIN. SPACING. N EXISTING HOST Z ,- STRUCTURE ® w M o x (2)ANCHORS PER I I rr^^ F- M '-u O ANCHOR PER I SCHEDULE 'B' I I YJ J °U)U SCHEDULE 'B' I (2)ANCHORS PE R�EQ' EQ'I w l U o;a W 5 6 SCHEDULE 'B' p = W a 15 j Zr wWU �Zx HEADER PER � U� �Q W o w� SHUTTER HEADER EMBED. �( p� [0 o w E RAIL SCHEDULES 15 15 d-- ` N 0 T I?w p J M Z w BUILD-OUT & BUILD-OUT & pLr)� w <Z � � 0�(7 1 WALL MOUNT 4 WALL MOUNT INTERIOR MOUNT 0o ~W 1 rJ N.T.S. ELEV 1 Jr N.T.S. ELEV 1 Jr N.T.S. ELEV ui M N (2) ANCHORS PER SCHEDULE 'B' SCHEDULE 'B' ANCHOR PER / 3/4" IN. 1" MIN.fm 3/4" MIN. N`°' " SCHEDULE 'B' r�r w 3 8 MINIMUM MINIMUM MOUNTING NUMBER OF CONNECTION a HEADER PER ANCHOR TYPE SPACING EDGE CONDITION ANCHORS CAPACITY �a Q o a, DISTANCE O M co �_c a w SCHEDULES BUILD-OUT OR 1 2205 LB Q a „ m WALL MOUNT 2 3093 LB _ EXISTING HOST �m R Q � STRUCTURE MIN. SPACING PER EMBED. 15 4.5" 4.5" U ui ----_--_ SCHEDULE 'B' INTERIOR 1 1533 LB / 3/8"DEWALT SCREW BOLTS m I- Q (2) 3/8" 18-8 SS OR COATED SAE GR. 5 MOUNT 2 3065 LB W/3-1/2"EMBED TO 3KSI MIN. L O HEADER PER STEEL THRUBOLTS,3/4" FROM ANY CONCRETE BUILD-OUT OR 1 1477 LB L�t = w w HEADER EXISTING HOST ALUMINUM EDGE, 1" MIN. SPACING. WALL MOUNT 2 2955 LB o SCHEDULES _ -----_-- STRUCTURE BOLTS MAY BE INSTALLED THROUGH 2.5" 4.5' INTERIOR 1 1272 LB } Q o g ONE OR BOTH WALLS OF HEADER. MOUNT 2 2544 LB SHUTTER RAIL BUILD-OUT OR 1 1290 LB Qy 2 WALL MOUNT 3/8"DEWALT SCREW BOLTS WALL MOUNT 2 2580 LB O s WALL MOUNT W/3-1/2"EMBED TO GROUT-FILLED 12.0" INTERIOR 1 1100 LB �r 1 Jr N.T.S. HORIZ SECTION 15 CONCRETE BLOCK` MOUNT 2 2200 LB N.T.S. VERT SECTION BUILD-OUT OR 1 795 LB (2) 3/8" 18-8 SS OR COATED SAE GR. 4.5" 5.25" WALL MOUNT 2 1590 LB INTERIOR 1 1145145 LB 5 STEEL THRUBOLTS,Y4" FROM ANY 3/8"DEWALT STEEL DROPIN MOUNT 2 2290 LB ALUMINUM EDGE, 1" MIN. SPACING. W/1-9/16"EMBED TO 3KSI MIN. w (3)1/4" 18-8 SS OR COATED BOLTS MAY BE INSTALLED THROUGH ROLL UP CONCRETE BUILD-OUT OR 1 461 LB a N o N ANCHOR PER o SAE GR. 5 STEEL SHUTTER WALL MOUNT 2 922 LB v v SCHEDULE 'B' o s ONE OR BOTH WALLS OF HEADER. 2.5" 5.25" w THRUBOLTS, /4" FROM ANY SYSTEM PER �0 ALUMINUM EDGE, 1" MIN. THIS INTERIOR 1 664 LB = m m MOUNT 2 1328 LB o U- U U w SPACING. I I APPROVAL BUILD-OUT OR 1 788 L6 Z EXISTING HOST (2) ANCHORS PER I 'f 5/16"ITW TAPCON XL OR DEWALT WALL MOUNT 2 1576 LB m o �4 STRUCTURE SCHEDULE 'B' I ULTRACON W/2-1/4"MIN.EMBED TO 5.0" 4.0" o Y how I 1" MIN. X MIN. 3.5KSI MIN.CONCRETE INTERIOR 1 851 LB _ MOUNT 2 1702 LB �a I I 5/16"ITW TAPCON XL OR BUILD-OUT OR 1 292 LB BUILD-OUT TUBE EXISTING HOST I I HEADER PER DEWALT ULTRACON W/2-1/4" WALL MOUNT 2 584 LB =3 p STRUCTURE I 1'I MIN. HEADER 5.0" 3.125" MIN.EMBED TO GROUT-FILLED INTERIOR 1 372 LB Y w LL SCHEDULES CONCRETE BLOCK < m m m 'o'- MOUNT 2 744 LB D a LL LL 1 N MIN. SPACING PER EMBED. I i 15 BUILD-OUT OR 1 655 LB w Z R R R gip' HEADER PER SCHEDULE 'B' I I 5/16"LAG SCREW W/2"MIN. WALL MOUNT 2 1311 LB � Z o HEADER 1 (3)�" 18-8 SS OR COATED THREAD PENETRATION TO 2.0" 1.25" COPYRIGHT FRANKL.BENNARDOPF. SCHEDULES _ ___ I SAE GR. 5 STEEL THRUBOLTS, G=0.42 MIN WOOD INTERIOR 1 151 LB 3/4" FROM ANY ALUMINUM MOUNT 2 301 LB 20-26180b I EDGE, 1" MIN. SPACING. NOTES: SCALE: - 3 BUILD-OUT MOUNT BUILD-OUT TUBE 13/4" MIN. I 1. ALL ANCHORS SHALL BE 3/4" MINIMUM FROM ANY ALUMINUM EDGE. PAGE DESCRIPTION: SHUTTER RAIL 2. `ANCHOR SHALL PENETRATE THROUGH FACE SHELL INTO GROUTED CELL. 3. SEE ANCHOR NOTES ON SHEET 13. 1 s N.T.S. HORIZ SECTION oF � 6 BUILD-OUT MOUNT 1 Jr N.T.S. VERT SECTION MAESTROSHIELD ALUMINUM ROLL- UP SHUTTER FRANK BENNARDO,PE PE#0046549 CA#9885 ir--jii WITH NON-END RETENTION SLATS AND RAILS 02,/01f 2021 88.375" MAX. UNIT WIDTH WITHOUT STORM BARS & 0rn 3 WITHOUT END RETENTION SLATS 'co) N Z � � � c� wM o M U O p �� LLIN rnUIU SEE ANCHOR W-0 1 U) u v SCHEDULE FOR W�j�J w� Xw o o MAX SPACING ZQ w>Q 1-'_' w <QwoWc� v z m Z^ or +, N ° 0-- TABLE 1 TABLE 20 N _ M z w NON-END RETENTION MINIMUM GLAZING SEPARATION v .w. q'E � o o NO STORM BARS NON-END RETENTION w a O (nE W w o ALLOWABLE DESIGN INSTALLATIONS INSTALLATIONS % w ~ a o o SPAN PRESSURE SPAN <_30'ABOVE >30'ABOVE SLAT 0 wp POSITIVE NEGATIVE GRADE GRADE w 47.1" +120.0 PSF 120.0 PSF 47.1" 3.1" 2.5" z ° ° 50.0" +100.5 PSF 104.2 PSF 50.0" 3.1" 2.7" = 55.0" +74.0 PSF -83.1 PSF 55.0" 3.1" 2.8" Ln L w o 1 2 3 0 60.0" +55.8 PSF -67.3 PSF 60.0" 3.1" 3.0" N a = 3 65.0" +39.7 PSF -55.2 PSF 65.0" 3.1" 3.0" -�° z 0 0 70.0" +28.9 PSF 45.7 PSF 70.0" 3.1" 3.0" LL 75.0" +21.4 PSF 38.2 PSF 75.0" 3.1" 3.0" N Q 80.0" +16.2 PSF 32.2 PSF 80.0" 3.1" 3.0" *ENO w o E o 0 82.1" 3.1" 3.0" �� ' � o 82.1" +14.5 PSF 30.0 PSF „ Q -o ^� � O M Ln N O o O M 2 1 3 TABLE 1 &2 NOTES: v zm co• SLAT SPAN IS DEFINED AS THE DISTANCE BETWEEN z LLB 0 0 RAILS FOR SINGLE SPAN ASSEMBLIES. Q N • LINEAR INTERPOLATION BETWEEN SHUTTER SPANS OPTIONAL IS NOT PERMITTED. FOR SPANS BETWEEN THOSE w LU a o NON-STRUCTURAL WALL MOUNTED INDICATED ABOVE,THE DESIGN PRESSURES FOR LL STOP PART#30) THE NEXT HIGHER SPAN SHALL BE USED. } c Q MAY B PLACED Q o o AT BOTTOM OF • SEPARATION FROM GLAZING IS ONLY REQUIRED co SHUTTER WITHIN THE HVHZ. ran N ANCHORED WITH v m o o ANY ANCHOR FROM ANCHOR o SCHEDULE @16" O.C. 45" GENERAL NOTES E MAX ° ° 1. THE SYSTEM DESCRIBED HEREIN HAS BEEN DESIGNED AND 8. PERMIT HOLDER SHALL VERIFY THE ADEQUACY OF THE -r TESTED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE SEVENTH EXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS. N EDITION (2020),THE INTERNATIONAL BUILDING CODE (IBC)AND THE WOOD BUCKS (BY OTHERS) SHALL BE ANCHORED PROPERLY TO INTERNATIONAL RESIDENTIAL CODE (IRC), FOR USE WITHIN AND TRANSFER LOADS TO THE EXISTING STRUCTURE. 82.1" MAX SLAT SPAN OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. SEE EVALUATION 9• ALL EXTRUSIONS SHALL BE MINIMUM 6063-T5 ° N v o o - REPORT FOR ADDITIONAL INFORMATION. ALUMINUM ALLOY, UNLESS NOTED OTHERWISE. o NON-END RETENTION 2. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED LABEL ON THE BOTTOM OF THE HOOD FACING THE EXTERIOR c10. EACH SHUTTER ASSEMBLY SHALL BEAR A PERMANENTYii m U m a 1 SHUTTER W/O STORM BARS IN THE DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTOR WITH THE FOLLOWING MINIMUM INFORMATION: z =oo x Cd=1.6 HAS BEEN USED FOR WOOD ANCHOR DESIGN. w TOWN &COUNTRY INDUSTRIES m 3. POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATED FOR w 3: 3: m < N.T.S. EXTERIOR ELEV USE WITH THIS SYSTEM SHALL BE DETERMINED PER SEPARATE FORT LAUDERDALE, FL o Y oZ 1 ENGINEERING IN ACCORDANCE WITH THE GOVERNING CODE. PRESSURE 9LB MISSILE LEVEL D -TAS 201, 202 AND 2033oG REQUIREMENTS AS DETERMINED IN ACCORDANCE WITH ASCE 7 AND FLORIDA PRODUCT APPROVAL NUMBER �a�a CHAPTER 1609 OF THE FLORIDA BUILDING CODE SHALL BE LESS THAN 11. ALL BOLTS &WASHERS SHALL BE ZINC COATED STEEL, _ w OR EQUAL TO THE POSITIVE OR NEGATIVE DESIGN PRESSURE CAPACITY GALVANIZED STEEL, OR STAINLESS STEEL WITH A MINIMUM w2� o VALUES LISTED HEREIN FOR ANY ASSEMBLY AS SHOWN. TENSILE YIELD STRENGTH OF 60 KSI. ALL ALUMINUM 3/16"0 OR 4. DESIGN PRESSURES NOTED HEREIN ARE BASED ON MAXIMUM 1/4"0 POP RIVETS SHALL HAVE A MINIMUM SHEAR ULTIMATE m coos TESTED PRESSURES DIVIDED BY A 1.5 SAFETY FACTOR. STRENGTH OF 42ksi. a �, ,� ,� ,� 5. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT 12. ALL STEEL IN CONTACT WITH ALUMINUM SHALL BE o gw-o ti PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS PAINTED OR PLATED AS PRESCRIBED IN THE FLORIDA BUILDING z - DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A LICENSED CODE. COPYRIGHT FRANKL.BENNARDORE, ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT.THIS 20-26180a CERTIFICATION IS VALID FOR USE IN CONJUNCTION WITH THE MOST CURRENT REVISION OF FLORIDA PRODUCT APPROVAL#FL14235.1, SCALE: - g ALUMINUM STORM BARS, HEADERS, &MULLIONS VISIT ECALC.10/26180a PAGE DESCRIPTION: 6. ROLL-UP MECHANISM AND HOOD ASSEMBLY ARE NOT PART OF THIS APPROVAL. FOR SITE SPECIFIC DEVIATIONS 7. THIS DOCUMENT CONTAINS INFORMATION RELEVANT TO THE &MORE INFORMATION ABOUT THIS DOCUMENT NECESSARY STRUCTURAL REQUIREMENTS OF THE SYSTEM OR SCAN THIS OR CODE of N INSTALLATION. COMPONENTS AND FASTENERS NOT REFERENCED WHICH VISIT ENGINEERINGEXPRESS.COMISTORE ARE PART OF THE INTERNAL FABRICATION OF THE SPECIFIED SYSTEMS FOR ADDITIONAL PLANS,REPORTS&RESOURCES N OR ASSEMBLIES SHALL BE PER MANUFACTURER PUBLISHED o SPECIFICATIONS. N O FRANK BENNARDO,PE PE#0046549 CA#9885 0.150" 0.083" ' r 0.744" 0 21 2 1 m 1 00 0.150" E2.595" 0.552" 3 N 1.724' Z c� 3.150" c w m 0 0.047" MIN, r^ I— M y 0 o V! ° p TYPICAL r^ w`" J u v , ® W U� w �owU1 W LL 8 SIDE RAIL 11 TYPICAL SLAT ZQ °�Qz W p 6 = 1'-0" 6063-T6 ALUM 6 = 1'-0" 6063-T6 ALUM "Q w -.W(3 z Zk a, Toz E}' 0 �0Lu p wNJMz N O � LLJ �wZ 5 3" MIN. c� U 8" MAX. w F w OD 7 T- z Q w CL 2 0.125" w o 0.125" MIN. z o °� 0.250" MAX. ri r �l 2.75" MIN. 1 N 5 0 cn 0 5.75" MAX. NOTE: SEE BILL OF MATERIALS (BOM) o ' FOR TUBE SIZES AND MATERIALS FY 30 ksi MINIMUM w w NOTE: BACK OF HOOD NOT = t'."SHOWN FOR CLARITY+ g ® 12-26 ALUMINUM TUBE Z� STEEL REINFORCEMENT �78 ° M HOOD ASSEM BLY 6" = 1'-0" MAT'L PER BOM 6" = 1'-O" A36 GALV.STEEL OR STAINLESS STEEL ° M 2 4 6 EXPLODED 0 zm zLL p Z J a can ° N z X �- w w LL BILL OF MATERIALS g 2 200" _� o Q ° 3 ITEM# DESCRIPTION MATERIAL M �1.440" ¢ -1 1 HOOD TOP 3105-1-114 ALUM 0.250" LL N Q N d 2 HOOD FACE 3105-H14 ALUM v 3 SIDE CAP,RIGHT CAST ALUM 0.300" 0.042" MIN, 0 4 MOTOR TUBE,60-88mm DIAMETER,3mm THICK 6063-T5 ALUM 2" MIN. TYPICAL a 4 MOTOR TUBE,60-100mm DIAMETER,3mm THICK GALV.STEEL 7" MAX. E 5 SIDE CAP,LEFT CAST ALUM OPTIONAL 6 IDLE BEARING NYLON/STEEL $ ALUMINUM ANGLE 29 BOTTOM SLAT 0 7 MANUAL GEAR OR ELECTRONIC MOTOR w Lu 0 8 SIDE RAIL,NON-END RETENTION 6063-T6 MIN.ALUM 6" = 1' 0" 6061-T6 OR 6005-T5 ALUM 6" = 1'-0" 6063-T5 ALUM 4 20- izz s �s 11 TYPICAL SLAT 6063-T6 ALUM w w 2 12 1"x3"xO.125"TUBE 6063-T6 ALUM o n 13 2"x3"x0.125"TUBE 6063-T6 ALUM U m U u- =moo a 14 2"x4"xO.125"TUBE 6063-T6 ALUM Z z z =k a 15 2"x5"xO.125"TUBE 6063-T6 ALUM z Q o Y co x o 16 2"x3"x0.25"TUBE 6061-T6 OR 6005-T5 ALUM 3 0 m 17 2"x4"0.25"TUBE 6061J6 OR 6005-T5 ALUM N a w` 18 2"x5"x0.25"TUBE 6061-T6 OR 6005-T5 ALUM w2-= T 0 19 2"x6"xO.125"TUBE 6063-T6 ALUM 0.060" MIN. N 20 2"x6'0.25"TUBE 6061J6 OR 6005-T5 ALUM 0 �, L, I" MIN. aim mm _ 21 3"x3"xO.125"TUBE 6063-T6 ALUM 7" MAX. W ~ o 0 0 22 3"x3"xO.25"TUBE 6061-T6 OR 6005-T5 ALUM COPYRIGHT FRANK L.BENNARDO P.E. 23 4"x4"0.125"TUBE 6063-T6 ALUM WALL MOUNTED STOP 24 4"x4"0.25"TUBE 6061-T6OR6005-T5ALUM 30 6" - 1'-0" 6063-T6 ALUM 20-26180a 25 4"x6"xO.25"TUBE 6061-T6 OR 6005-T5 ALUM SCALE: - 0 26 4"x8"xO.25"TUBE 6061J6 OR 6005-T5 ALUM PAGE DESCRIPTION: 27 STEEL REINFORCEMENT F =30 ksi MIN. A36 OR STAINLESS STEEL E 28 ALUMINUM ANGLE 6061-T6 OR 6005-T5 ALUM 29 OPTIONAL BOTTOM SLAT 6063-T5 ALUM of N lO 30 WALL MOUNTED STOP 6063-T6 ALUM N O O N O FRANK BENNARDO,PE PE#0046549 CA#9885 ' F--36 CONTINUOUS%"THICK 6063-T5 OG�/oi 1 HOOD END CAPS ANCHORED TO ALUM. ANGLE (SIZE VARIES PER HOST STRUCTURE ABOVE WITH TOP OF HOOD ANCHORED TO HOOD END CAPS BUILD-OUT DISTANCE), FASTENED TO ANY(2)ANCHORS FROM ANCHORED TO TOP D- HOOD WITH E), SAE NE 2 ° ANCHOR SCHEDULE EACH SIDE EXISTING HOST STRUCTURE FULL 3 HOOD ANCHORED TO HOST LENGTH WITH ANY%4"O ANCHOR FROM BUILD-OUT TUBE s o N WITH 2 #14 SAE SMS OR /6" POP RIVETS @ 16" O.C., � It STRUCTURE WITH ANY%q"O ANCHOR SCHEDULE @ 16" O.C.; ( ) ANCHORED TO HOST STRUCTURE z It Z c� EXISTING HOST GR. 2 SMS EACH o w M o� ANCHOR FROM ANCHOR ANCHORS SHALL HAVE 1/Z" MIN EDGE THROUGH 1" LEG WITH ANY 3/4"0 rr^^ H M �-U O o j SCHEDULE @16" O.C.; STRUCTURE DISTANCE FROM ANY ALUMINUM EDGE SIDE ANCHOR FROM ANCHOR SCHEDULE VJ w`" J rn u"'U W rn LL U) w M Kui N ANCHORS SHALL HAVE 1/Z" @16" O.C.; ANCHORS AND FASTENERS W'M to Lu N MIN EDGE DISTANCE FROM j EXISTING HOST j SHALL HAVE%Z" MIN EDGE DISTANCE 7 W O 2 iO w� ANY ALUMINUM EDGE. STRUCTURE FROM ANY ALUMINUM EDGE. ANGLE Q w Lo Lu U Z x LEG MAY BE POSITIONED UP OR HOOD END CAPS ANCHORED DOWN. (SEE DETAIL 4/4 FOR Zk o r m o z O TO HOST STRUCTURE WITH ALTERNATE) p N 0 M z w N ANY (2) ANCHORS FROM U � Ca U ANCHOR SCHEDULE °�° , HOOD END CAPS ANCHORED E 'U o EXISTING HOST j ® riJ i i TO INTERIOR MOUNT O �/ �� / 0 w w N STORM BAR INTERIOR ii I O O 1 TUBE/ANGLE WITH (2) #14 HEADER PERLu a STRUCTURE MOUNT CONNECTION PER i ADDENDUM -1 ADDENDUM INSTALLATION i I SAE GR. 2 SMS EACH SIDE ; O O � i� I, INSTALLATION o INSTRUCTIONS it i i ® INSTRUCTIONS z j OPTIONAL �/x i li i STORM BAR TO HEADER CONNECTION/ ^ I ' HEADER PER ii li i DETAILS PER ADDENDUM i h STORM BAR INTERIOR ii // i 0 O i ADDENDUM INSTALLATION INSTRUC ° MOUNT CONNECTION I INSTALLATION s ? 1/q" MINIMUM , PER ADDENDUM i i i I INSTRUCTIONS , IJi o i1 I I I O O OPTIONAL HEADER INSTALLATION I II I I (HVHZ ONLY) i li i II STORM BAR TO HEADER INSTRUCTIONS !• II ' ' I CONNECTION DETAILS I ; ; OPTIONAL HEADER PER iI/ I PER ADDENDUM i INSTALLATION t", ,I I I I , , II = I I I PER ADDENDUM �— ADDENDUM INSTALLATION II �� rn I I INSTRUCTIONS O a il___ I I I I INSTALLATION /;i ' ; INSTRUCTIONS 1 i 1 p p i = } y ¢ o ° 1 i ' I INSTRUCTIONS I i i I ' i n O rMn o MIN. GLASS SEPARATION li i i i MIN. GLASS SEPARATION li i MIN. GLASS SEPARATION I i !� a I!I I I ANCHORS INTO HOST ;'; ; , I = ; I ; z Z3 A Q IL PER SCHEDULE i I I I I PER SCHEDULE �, , STORM BAR TO PER SCHEDULE I1 , I , STORM BAR TO C _m z II I I I STRUCTURE PER ;; ; ; ; ; II ' 1 ; a U w 11 I I 1 , �, , HEADER CONNECTION I I 1 , HEADER CONNECTION w it I I ANCHOR SCHEDULE i1 I� ' ' II 1 , cp ¢ �i-- I I 1 EXISTING HOST _ i i i i DETAILS PER EXISTING HOST '1 i i I i DETAILS PER p M OPTIONAL INTERIOR ADDENDUM ADDENDUM w w N STORM BAR PER STRUCTURE STRUCTURE o a INSTALLATION INSTALLATION ADDENDUM BEYOND BEYOND LL INSTRUCTIONSINSTALLATION INSTRUCTIONS o ¢ I I I I I , , , Q O J INSTRUCTIONS i 1 xx fI; ; ; ' iii °' LL oINTERIOR i i iiEXTERIOR INTERIOR ✓ l I i I EXTERIOR INTERIOR ii j i EXTERIOR v w �1 �1 i i i i �✓ li I i ANCHORS TO 'o EXISTING HOST /11 I I I I , 1 a STRUCTURE BEYOND Al 41 I� i INTERIOR MOUNT OPTIONAL INTERIOR = 1 I I I OPTIONAL INTERIO I� , TUBE/ANGLE PER STORM BAR PER II ' ; I ANCHORS TO �+' I I I i i i ANCHOR SCHEDULE 'I i i ' BUILD-OUT TUBE PER 1 I I I STORM BAR PER , , ADDENDUM II 1 13/q" MINIMUM �' I I i I OPTIONAL ADDENDUM ^i% I' i i i INSTALLATION �� = i ANCHOR SCHEDULE ° I ' I EXTERIOR " ' ' (HVHZ ONLY) it 1 O O i i i STORM BAR PER INSTALLATION li i i i INSTRUCTIONS 11 I i i N o m a`s ^u^ i i ADDENDUM INSTRUCTIONS ii i i i i OPTIONAL EXTERIOR II � ' i � i' STORM BAR PER ,1 I a N a LL 1 1 INSTALLATION ii li i i ; 1 0 � I I 1 1 INSTRUCTIONS ' ' a STORM BAR INTERIOR ' I STORM BAR INTERIOR I' ' ADDENDUM 11 , I , o ��E I ii i i 13/a" MINIMUM 1 = 1 Y m m z y 1 1 �� INSTALLATION 1 , x u � ozo MOUNT CONNECTION PER 1 1 MOUNT CONNECTION. H (HVHZ ONLY) 1 , 1 Q lL - I 1 INSTRUCTIONS _ I a ADDENDUM INSTALLATION 1 I REFERENCE STORM BAR , , i 1 i z =k INSTRUCTIONS i i CONNECTION DETAILS., ' H i i i /'' i i i i OPTIONAL EXTERIOR Of 3 m xo = STORM BAR INTERIOR STORM BAR PER o Y U �30 EXISTING HOST / ii O i EXISTING HOST \ 1 ADDENDUM n 1 i \ I, MOUNT CONNECTION PER i 1 O O , INSTALLATION �ao O O � w STRUCTURE n 1 STRUCTURE ADDENDUM INSTALLATION 1 w a ii i �� ; O O I i O O ; INSTRUCTIONS r- -- -�u �3 __ _ ___ _ INSTRUCTIONS 0 _ b y _- STORM BAR WALL MOUNT O i CONNECTION PER EXISTING HOST STORM BAR BUILD-OUT w a LL II 1 ADDENDUM STRUCTURE MOUNT CONNECTION PER ? - INSTALLATION ADDENDUM INSTALLATION COPYRIGHT FRANK L.BENNARDO P.E. INSTRUCTIONS INSTRUCTIONS 20-26180a WALL MOUNT (SHOWN INTERIOR MOUNT (SHOWN BUILD-OUT MOUNT (SHOWN SCALE: - 1 W/ OPTIONAL STORM BARS 2 W/ OPTIONAL STORM BARS 3 W/ OPTIONAL STORM BARS PAGE DESCRIPTION: E 3 N.T.S. VERT SECTION 3 N.T.S. VERT SECTION 3 N.T.S. VERT SECTION 10F� N NOTE: FOR OPTIONAL MOUNTING CONDITIONS, NOTE: FOR OPTIONAL MOUNTING CONDITIONS, NOTE: FOR OPTIONAL MOUNTING CONDITIONS, N REFERENCE ADDENDUM STORM BAR AND REFERENCE ADDENDUM STORM BAR AND REFERENCE ADDENDUM STORM BAR AND 0 N MULLION INSTALLATION INSTRUCTIONS. MULLION INSTALLATION INSTRUCTIONS. MULLION INSTALLATION INSTRUCTIONS. 0 N O FRANK BENNARDO,PE PE#0046549 CA#9885 IF--3 02,/0i 21 EXISTING HOST INTERIOR INTERIOR m STRUCTURE N EXISTING HOST UM TUBE Z ANY ALUMIN oIt c� BUILD-OUT ANCHORS STRUCTURE ® w m 0� PER ANCHOR SCHEDULE OR ANGLE FROM BILL r^ H M �u 0 / MIN. GLASS OF MATERIALS VrnJ w— ° uS v SEPARATION MIN. GLASS Eo J o� LLZ) � Maui N EXISTING HOST INTERIOR N o EDGE PER SCHEDULE INTERIOR MOUNT SEPARATION W W 0' _�x� STRUCTURE m DIST. �j ANCHORS PER _ __ PER SCHEDULE Z� w W U Z x w WALL-MOUNT ANCHORS � p �, -- r _ , Q —..w w w p ANCHOR SCHEDULE ---r ''nn Q LU o w(B PER ANCHOR SCHEDULE E E / // cy or U� m 8 w z ANCHORS PER 4 Q / EMBED. w I z ` 4' p w ANCHOR SCHEDULE MIN. GLASS I 0 N J ",z w v / EDGE SEPARATION ANY ALUMINUM }--� V. ACCESS I 0 uJ �w ODo PER SCHEDULE MAX o m DIST. TUBE FROM BILL HOLE 1" MAX, I (n F w o /g OF MATERIALS '' %Z" MIN o w EL EL w %4"-20 THRU-BOLT W/ w 8 NUT PER WALL MOUNT z° 8 1 1/4" 11 ANCHOR SCHEDULE 11/4" 11 LHOLE MIN. HOLE MIN. M HOLEE PLUG 8 N cn MIN. PLUG PLUG U- o EXTERIOR EXTERIOR EXTERIOR U- N E NON-END RETENTION NON-END RETENTION NON-END RETENTION +�� o 1 TYPICAL WALL MOUNT 2 TYP. BUILD-OUT MOUNT 3 TYP. INTERIOR MOUNT "�,� o 4 ro N.T.S. HORIZ SECTION 4 N.T.S. HORIZ SECTION 4 N.T.S. HORIZ SECTION as m E ua � N LU M � W W 0 o J :3 O Q o N O J m N N LL o N N v a CONTINUOUS%$"THICK 6063-T5 ALUM. ANGLES (SIZE VARIES PER (2) ROWS OF%4" 18-8 SS E BUILD-OUT DISTANCE) OR COATED SAE GR. 5 STEEL THRUBOLTS, 16" O.C. L %2" ° r ANGLE ANCHORED THRU TyP w N r o m s 1" LEG W/ANY%4"� ¢ o o N o ANCHOR FROM ANCHOR ° Nod a SCHEDULE @16" O.C.,1/z" TYP� Y m m Z � � MIN EDGE DIST. FROM = � o a ANY ALUM EDGE #14 18-8 SS OR Z " U " k�2 w COATED SAE GR. 5 z z m� STEEL SMS @ 16" o Y xo"� €off HOOD O.C.,1/z" MIN EDGE DIST. FROM ANY w w�w a ALUM EDGE �3�F o ALTERNATE Y w 4' � U U U 4 BUILD-OUT HOOD CONNECTION _� m m - w 4 N.T.S. SECTION COPYRIGHTFftL.BENNARDOP.E. 20-26180a SCALE: - PAGE DESCRIPTION: E n N OF GN O N O O N O