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350 3rd St RES21-0169 Hurricane ShuttersOWNER:ADDRESS:CITY:STATE:ZIP: HENDERSON JACQUELINE 350 3rd St Atlantic Beach FL 32233 COMPANY:ADDRESS:CITY:STATE:ZIP: FIRST COAST HURRICANE SHUTTERS 12170 LONGMONT LANE S JACKSONVILLE FL 32246 TYPE OF CONSTRUCTION: REAL ESTATE NUMBER:ZONING:BUILDING USE GROUP:SUBDIVISION: 169784 0000 ATLANTIC BEACH JOB ADDRESS:PERMIT TYPE:DESCRIPTION: VALUE OF WORK: 350 3RD ST RESIDENTIAL ALTERATION RESIDENTIAL hurricane shutters $7500.00 FEES DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BLDG 2ND PLAN REVIEW FEE 455-0000-322-1006 0 $50.00 BUILDING PERMIT 455-0000-322-1000 0 $90.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $45.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $2.78 STATE DCA SURCHARGE 455-0000-208-0600 0 $2.00 LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. 1 of 2Issued Date: 6/16/2021 PERMIT NUMBER RES21-0169 ISSUED: 6/16/2021 EXPIRES: 12/13/2021 RESIDENTIAL PERMIT CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 TOTAL: $189.78 2 of 2Issued Date: 6/16/2021 PERMIT NUMBER RES21-0169 ISSUED: 6/16/2021 EXPIRES: 12/13/2021 RESIDENTIAL PERMIT CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 DESCRIPTION ACCOUNT QTY PAID PermitTRAK $189.78 RES21-0169 Address: 350 3RD ST APN: 169784 0000 $189.78 BLDG SUBSEQUENT PLAN REVIEW FEES $50.00 BLDG 2ND PLAN REVIEW FEE 455-0000-322-1006 0 $50.00 BUILDING $90.00 BUILDING PERMIT 455-0000-322-1000 0 $90.00 BUILDING PLAN REVIEW $45.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $45.00 STATE SURCHARGES $4.78 STATE DBPR SURCHARGE 455-0000-208-0700 0 $2.78 STATE DCA SURCHARGE 455-0000-208-0600 0 $2.00 TOTAL FEES PAID BY RECEIPT: R16105 $189.78 Printed: Wednesday, June 16, 2021 1:32 PM Date Paid: Wednesday, June 16, 2021 Paid By: FIRST COAST HURRICANE SHUTTERS Pay Method: CREDIT CARD 468926138 1 of 1 Cashier: CG Cash Register Receipt City of Atlantic Beach Receipt Number R16105 ~+; CENTRALSQUARE Final Plumbing Final Electrical Final HVAC CC Final Final Building* Swimming Pool Steel Swimming Pool Safety Electrical Grounding & Bonding Swimming Pool Final (Bldg) Swimming Pool Final (PW) Formed Columns/ Beams* Masonry Cell Fill Structural Steel* OTHER: OTHER: OTHER: OTHER: OTHER: Power Pole Silt Fence Piers/ Stem Walls Underground Plumbing Underground Electric Foundation/ Footing Slab** Retaining Wall Footing Driveway Sewer (Building Dept) Sewer Tap (Utilities Dept) Rough Electric* Rough Plumbing/ Top Out* Rough Mechanical* House Wrap Wall Sheathing Roof Sheathing Tie-down Framing Connections Rough Framing Roofing In Progress Window/Door In-Progress Insulation Ceiling Insulation Wall Exterior Lath Stucco Scratch Coat Exterior Siding In-Progress Brick Flashing & Ties Early Power Gas Rough Gas Final* * When all rough electric, plumbing, mechanical are complete but before any work is covered up. * When all gas piping is complete and wallboard is installed but before gas is attached to any appliance. All outlets must be capped and pipe pressurized at a minimum of 15 lbs. * For new living space: When all construction work including electrical, plumbing, mechanical, exterior finish, grading, required paving and landscaping is complete and the building is ready for occupancy, but before being occupied Additional inspections may apply to your project if your project contains these elements: INSPECTIONS REQUIRED FOR BUILDING PERMITS To verify compliance with building codes, inspections of the work authorized are required at various points of the construction. The following inspections are typically required for residential projects: Date: Initial: Date: Initial: _____________________________________________________ Permit Type ____________________________________________________ Permit No. __________________________________________________________ Job Address ____________________________________________________ Contractor POST THIS CARD WITH PERMITS AND PERMIT DOCUMENTATION IN FRONT OF BUILDING Construction Hours per City Code: 7am—7pm Weekdays; 9am—7pm Weekends Building Department Public Works/Utilities Fire Department Phone: 904-247-5826 Phone: 904-247-5834 Phone: 904-630-4789 Fax: 904-247-5845 Fax: 904-247-5843 Fax: 904-630-4203 * When forms and reinforcing steel, anchor bolts, sleeves and inserts, and all electrical, plumbing and mechanical work is in place, but before concrete is poured. * When all structural steel members are in place and all connections are complete, but before such work is covered or concealed. ** FORM BOARD ELEVATION CERTIFICATE MUST BE ON-SITE FOR SLAB INSPECTION IN fE'1r l@N l lN E~ ~I@ ~1-iM Musr CAIi. BY 4PM PREVIOUS DAY FOR NIEXI' DAY INSPECIION Building Permit Application ir~~ City of Atlantic . Beach Building Oepartm •ent 800 Seminole ~oad, Atfan·tic Beath, Fl l 32233 Ph o ne: (904) 247-5826 Email: lP:*A.tl JNFORMATION HK:ililtGNTEO lN GRAY IS R'E:QU:fR 'ED. • ~Jifi tre .. s .\ ~ rem(; .f irti i~S.s ocJati oo •111th .}i:-• Dm . rot ~t? 1 N~'5,Jmust .&tibm,t M~ . · .fil e 1-ree Re mo.•ac P.i<i rr nit ~ > • + -• • < _, • • - . Oti!tet ifle in d~aif. tt1~ type of wo,-rk t:o .be . l)t-rfv_rm€fi: ·, Y\ :,¾. \ \ -Yb \ \ clDV-l (1 . ~~ ~ ~ .. _ .. __ . c...-. \1 . . c.A"'-'L J> CvV'U-\ > . 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OR E.xe·mpt t..i .Etp{tt.:i fion O~t c ·l'AMH~.W _ ~··=· _ l 1.ppJJcat:i~,.n is h~el,!1 mad·e-to Obt~l in ~ per n1it ro do th(• wo1k a,nd Jnmil la tion5 ,aj. i ndicated. I c er:1jf >y· that :~-0 ~t{)r;;; or i nmUatt:Of} h~;~!,'; {~ol"nr nt!1(lC(~d pr1.-0r t◊ fiw.:> iss1Ja rtce of.~ i,7e1mi( ;.1 nd that al ! work wt1t ~i. ticrformed to .m-e~t th~· f.1~d~1rds of all the 1alA1S rtg~il{i:t irte ~otTstructwon jf'I th ~ j fJ.ri~dictlOt). t u nd~~~t ;,nd. t1ta t a s.epar.at~ per:Gn:t :nvst be: .sec~red f ot f l((.TRh:AL ViO RK, PUJ Mij11.JG!' SIGNS .. '!lvtd .. { .. $,, FOOLS~ FURN.t\Q.S , SO ll fRS,,. HE1(f£$.$~ 1AN.K.S_. ~oo Affi C.ON t.l f'n ON f RSJ ~lit , t.JCfrJCE: In ~fldi tJ~n t-0 the Feq:u iren-cents cf t~r~ ~ttr~i:t . the.re l1YwJ' bt'; 1i 1.~d ;~i~r1t.!!l s c:stri,tion.~ ~p,111i,.,,lb le i1..1 ihrs pr ~pttt l ~t tJt~t mav oo fou :r~ ~t .rrre p ubhr r ecoms of ttHs ~~flttf~ ~~,,~i the.re n1a:·y< bP. ,~dt!ifio r1.a t pemli ts .fft<ttd~ h~n iomer.go 1P.?.£tlfn'!tn.t.;I ~itrties such a:::. wat~r rr,at ~age-ment distric.r.~. ~4Jte ~-•genci~,j or fed ~~t~ @~e rtcies. ' OW~Jf,lt'S t,FFl OA\1 rT: J certifyth,;it ~J th:~ f~r ~o-ing i:rtfom1>~tl.On ii 11whv.r ~1:te an[~ tt-~t au 11.tt')rk w4l l be4..1one in c-omptrlflc.~·",fth .~u ~~pfk:~bf.e f~~rai r ·egutat1ng ~n~1fti;ttfort ilnd w ·nw.g. WARNING ·TO OWNER: YO·UR FAILURE TO RECORD .A NOTICE OF COMMENCEMENT MAY RE:SUtT lN YOUR ·PAYJ .NG TWICE· fOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU tNT£NO TO OBTAIN FJNANC.JNG, -CONSULT WITH YOUR LENOER OR AN ATTORNEY BEFORE Rl:-COROING . ·,:•"' .... ~ OTICE Of COMMENCE:M£NT,. . . . ·,t y ,,r--, ,_ w--. . . · . A L -= ---...-,,,;:/ ,.),'C . • -~-~ a -~ ~ ,., ....,...,... .... ~- l t.S,gfla~re ;:z,t Ot'IBtf M .A.gemJ ' .d ,, • .. -.~....... . •• Nota,yi)ublfe~tat - • • Brooke E Taylor !( My Commission HH 018610 ~ Expires 07 /071202 4 t~f, ure· m· ..,,or~mctor) Sl@nl?O and sWOf rl tQ fot .ifllrm , )):iefure me tili'..~ Jl_ ~V i,f _j!)~--.,-w# -~1.,-,\. ' ' . '(!!❖-~'/~~~-~~-~· - Notary Publtc State of -Florltta Brooke E Tayt or · · My Commission .HH 0 1.8610 Expires 07/07/2024 https://mail.google .com/mail/u/1/#inbox/FMfcgxwlttDLBqvGlfnltGqRICmfRffl?projector=1 &messagePartld=0.2 1/1 Page 1 of 4 Updated 10/17/18 PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) *Project Address: _________________________________________________________________________ Permit #: ___________________________ *Owner/Project Name: _______________________________________________________________________________________________________ As required by Florida Statute 553.842 and Florida Administrative Code Rule 9B-72, please provide the information and product approval number(s) for the building components listed below as applicable to the building construction project for the permit number listed above. You should contact your product supplier if you do not know the product approval number for any of the applicable listed products. Information regarding statewide product approval may be obtained at: www.floridabuilding.org. Category/Subcategory Manufacturer Product Description Limitation of Use State # Local # A. EXTERIOR DOORS 1. Swinging 2. Sliding 3. Sectional 4. Garage Roll-Up 5. Automatic 6. Other B. WINDOWS 1. Single hung 2. Horizontal slider 3. Casement 4. Double hung 5. Fixed 6. Awning 7. Pass-through 8. Projected 9. Mullion 10. Wind breaker 11. Dual action 12. Other ! ~ ' ~ ~ - ~ - - - - ~ - ' L_ Page 3 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State # Local # E. SHUTTERS 1. Accordion 2. Bahama 3. Storm panels 4. Colonial 5. Roll-up 6. Equipment 7. Other F. STRUCTURAL COMPONENTS 1. Wood connector/anchor 2. Truss plates 3. Engineered lumber 4. Railing 5. Coolers-freezers 6. Concrete admixtures 7. Material 8. Insulation forms 9. Plastics 10. Deck-roof 11. Wall 12. Sheds 13. Other G. SKYLIGHTS 1. Skylight 2. Other H. NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. Page 4 of 4 Updated 10/17/18 In addition to completing the above list of manufacturers, product description and State approval number for the products used on this project, the Contractor shall maintain on the job site and available to the Inspector, a legible copy of each manufacturer's printed specifications and installation instructions along with this Product Approval Sheet. I certify that this product approval list is true and correct to the best of my knowledge. I further certify that use of different components other than the ones listed in this document must be approved by the Building Official. *Contractor Name (Print Name):_________________________________ *Contractor Signature: ___________________________________________ *Company Name: __________________________________________________________________________________________________________ *Mailing Address: __________________________________________________________________________________________________________ *City: _______________________________________________ *State: ______________________ *Zip Code: _______________________________ *Telephone Number: ___________________________________ *E-mail Address: _______________________________________________________ Cell Phone Number: _____________________________________ Fax Number: _________________________________________________________ -" " .. . I SINGLE WALL ROLL-UP HURRICANE SHUTTER ,-. :c "' w :c "' w I: :::, ill 1" "' "' - r HOUSING I V ~ v ,-~ V V,, // v, 1/ 1/, / / ~ ~ l/ I/ .. 1---MAX SLAT SPAN (SEE SPAN SCHEDULES)---I ' /1\ TYPICAL ROLL-UP SHUTTER \..y_ N.T.S. EXTERIDRELEV SEE REMAINING SHEETS FDR COMPLETE ELEVATION OPTIONS GENERAL NOTES END CAP -0 ~ / EXISTING HOST STRUCTURE, BY OTHERS (SEE SCHEDULES FDR OPTIONS) ---€@ I. THE SYSTEM DESCRIBED HEREIN HAS BEEN DESIGNED AND TESTED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE SEVENTH EDITION (2020), FOR USE INSIDE AND OUTSIDE OUTSIDE THE HIGH VELOQTY HURRICANE ZDNs, PERA5TM E~30, El886, AND El996 AND TAS 201,_ 202 & 203 STANDARDS. SEE PRODUCT APPKOVAL EVALUATiuN FOR ADDITIONAL INFvRMATION. 2. NO 33-l/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTORCd=l.6 HAS BEEN USED FOR WOOD ANCHOR DESIGN. 3. POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATED FOR USE WITH THIS SYSTEM SHALL BE DETERMINED PER SEPARATE ENGINEERING IN ACCORDANCE WITH THE GOVERNING CODE. PRESSURE REQUIREMENTS AS DETERMINED IN ACCORDANCE WITH ASCE 7 AND CHAPTER 1609 OF THE FLORID.6: BUILDING CODE SHALL BE LESS THAN OR EQUAL TO THE POSITIVE OR NEGATIVE ASD DESIGN PRESSURE CAPACITY VALUES LISTED HEREIN FDR ANY ASSEMBLY AS SHOWN. 4. DESIGN PRESSURES NOTED HEREIN ARE BASED ON MAXIMUM TESTED PRESSURES DIVIDED BY A I. 5 SAFETY FACTOR. 5. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FDR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FDR USE IN CONJUNCTION WITH THIS DOCUMENT. 6. ROLL-UP MECHANISM AND HODD ASSEMBLY ARE NOT PART OF THIS APPROVAL. 7. THIS DOCUMENT CONTAINS INFORMATION RELEVANT TO THE NECESSARY STRUCTURAL REQUIREMENTS OF THE SYSTEM INSTALLATION. COMPONENTS AND FASTENERS NOT REFERENCED WHICH ARE PART OF THE INTERNAL FABRICATION OF THE SPECIFIED SYSTEMS OR ASSEMBLIES SHALL BE PER MANUFACTURER PUBLISHED SPECIFICATIONS. 0. THE STRUCTURAL ADEQUACY OF THE EXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS BY THIS SYSTEM SHALL BE VERIFIED BY OTHERS. SINGLE ~ WALL SLATS@) GLASS SEPARATION SCHEDULE SLAT SPAN SCHEDULE SLAT INSTALLATIONS INSTALLATIONS ~ 30' ABOVE ~ 30' ABOVE SPAN SLAT ALLOWABLE DESIGN PRESSURE GRADE GRADE SPAN 76.5"' :t 160.0 PSF 76.~"" 5.0·· 4.9* eo.o·· :t 143.1 PSF 00.0·· 7.o·· 5.o·· 83.5" :1: 137.0 PSF 83.S" 7.0" 5.2" 87.0'" :t 131.7 PSF 87.0'" 7.o·· 5.r 90.5" :t 127.0 PSF 90.S" 7.0" 5.5" 94.o·· :t 122.7 PSF 94.0'" 7.o·· 5.6·· 97.5" :1: 118.9 PSF 97.S" 7.0" 5.8" 101.0· :t 115.5 PSF 101.0·· 7.o·· 6.o·· 104.6· :t112.3PSF 104.5" 7.0" 6.1" 1os.o· :t 109.4 PSF 108.0" 7.2°' 6.3" 111.tl* :1: 106.8 PSF 111.5"" 7_5·· 6.6·· 11&.o· :1: 104.3 PSF 115.0" 7.7" 6.8" 118.~* :t 102.1 PSF 118.5"" 0.0·· 7 .1"" 121.9• :t 100.0 PSF 121.9" 8.3" 7A" 134.0* :t 94.4 PSF 134.0'" 10.1"" 7.5"" t46.o· :1: 88.9 PSF 146.0" 10. t" 7.6" 158.0* :t 83.4 PSF 1f>8.0'" 10.1"" 7T 110.0· :1: 77.9 PSF 170.0" 10.1" 7.8" 102.0· :t 72.4 PSF 182.0"" 10.1"" 7.9"" 194.o· :1: 66.8 PSF 194.0" 10. 1" 8.0" 206.0·· :t61.3PSF 206.0' 10.1"" 8.1"" 218.0" :1: 65.8 PSF 21s.o· 10.1" 8.2" 230.0·· :t f>0.3 PSF 230.0' 10.1"" 0.r 241.5" :1: 45.0 PSF 24 t.6• 10. 1" 8.3" Sl>AN SCHEDULE NOTES: • SLAT SPAN IS DEFINED AS THE DISTANCE BETWEEN RAILS FDR SINGLE SPAN ASSEMBLIES. • LINEAR INTERPOLATION BETWEEN SHUTTER SPANS IS NOT PERMITTED. FOR SPANS BETWEEN THOSE INDICATED ABOVE, THE DESIGN PRESSURES FOR THE NEXT HIGHER SPAN SHALL BE USED. • FDR INSTALLATIONS TO WOOD FRAMING HOST, SEE SPAN CHARTS TO WOOD FRAMING (SHEET 4) GLASS SEPARATION NOTES: • SLAT SPAN IS DEFINED AS THE DISTANCE BETWEEN RAILS FDR SINGLE SPAN ASSEMBLIES • SEPARATION FROM GLAZING IS REQUIRED ONLY IN ASTM ESSENTIAL FACILITIES AND WIND ZONE 4. • LINEAR INTERPOLATION BETWEEN SHUTTER SPANS IS NOT PERMITTED. FOR SPANS BETWEEN THOSE INDICATED ABOVE, THE SEPARATION FROM GLASS FOR THE NEXT HIGHER SPAN SHALL BE USED. 9. ALL EXTRUSIONS SHALL BE MINIMUM 6063-T& ALUMINUM ALLOY, UNLESS NOTED OTHERWISE. LO. EACH SHUTTER ASSEMBLY SHALL BEAR A PERMANENT LABEL ON THE BOTTOM OF THE HOOD FACING THE EXTERIOR OR ANYWHERE ELSE ALLOWED PER SECTION 1709.90F THE FBC 2020 WITH THE FOLLOWING MINIMUM INFORMATION: AMERICAN SHUTTER SYSTEMS ASSOC., INC. WEST PAU•~ BEACH FL MISSILE LEVEL D .' ASTM E l806, El996 & E330 -TAS 201, 202 & 203 FLORIDA PRODUCT APPROVAL NUMBER l I. ALL BOLTS&. WASHERS SHALL BE ZINC COATED STEEL GALVANIZED STEEL, OR STAINLESS STEEL WITH A MINIMUM TENSILE YIELD STRENGTH OF 60 KS!. ALL ALUMINUM 3/l6"0 DR 1/4"0 POP RIVETS SHALL BE 7075-T6 DR STRONGER. 12. ALL STEEL IN CONTACT WITH ALUMINUM SHALL BE PAINTED OR PLATED AS PRESCRIBED IN THE ABOVE-NOTED BUILDING CODE. VISIT ECALC.10/31266 I ,.,1,: t, I: t, ':'JI 1r; L.t.V;. lf.,l'lt, ~ 1.1~,p-1•.F,'Pt.1:.-,'1-1 ..... :~,. rr -:, r,'O 1·.,r,.T VIStT EN&!NEERlN:;EXPRESS.COt,\1EASTERN FOR AODITIONAL PLAN~ REPORTS & RESOURCES RICHAAC> NEET, P.E. Pf# 86488 CAf' 9885 "' w I: :::, ;,: (/1 w z 8 iii "' ::, :c Q. ::, .:. _, i ... ... "' ,: w .., "' z ;;; 20-31266 -.,; U) 10 -'.'.l u. .. _, ~ "' ii: .. ti :::, 0 i a. SCAl£:HT$ UNLESS NOTED 1] 0.473" 1 l~J ~-050"1 ~ CD ;:sARTER SLAT 6063-T6 ALUM I 3.285"" r Olr-1 □ac1u 6 A SIDE RAIL TYPE 2 <CLOSED) N. T.S. 6063-T6 ALUM END CAP W/ MONOLITHIC © :;sREW SL<:~~:wN, RIGHT IS MIRROR) RIGID NYLON, 76-70 TYPE "O" SHORE HARDNESS b=3" MINI ♦ ~ !-. --0.25" II ,:: I .l: --t I MULLIONS (8) 2i 26 MULLIONS ---2.606"-- 0.543" o.o~f o.538" I 2.686" 0 ~!~GER PUL~6 ~T:~L~~ b b 4" 4" 4" (1) PER SHUTTER AS APPUCABLE 0.351" 8.56 ' I I·-;,""". ~ :•,;~ '., I 1 $ 0061"-;,,., 7 0.191" •• t 0.566" 0~~SE SLAT 6063-T6 ALUM h (OPTIONAL COMPONENT) , 0.765" " 0.140" ·r-:· 0.205" 1210.615 ·,, ____ ..•.. ::)) --;-= ~ ·1-1 0.188" 1 0.056" o.J1o""H 1.894.. • #8-32 410 S.S. SCREW 11 ~0-32 X 1.094" AISI 410 S.S. SCREW W/ 0.31" DIAM HV MARKED HEAD & T=0.064" X 0.620" DIAM MONOLITHIC WASHER W/ BERTHA H.V. DACROSHIELD COATING SYSTEM AS MANUFACTURED BY APPROVED COATING APPUCATORS REGISTERED WITH AMERICAN SHUTTER SYSTEM ASSOCIATION. SCREW AT EVERY SLAT, INCLUDING BASE SLAT FOR POURED CONCRETE, GROUTED BLOCK & WOOD INSTALLATIONS BUILD-OUT TUBES AND TRAPPED ANGLE NOTES; FOR 2X ANGLES OR TUBES, THE LONG SIDE OF THE ANGLE OR TUBE SHALL BE FLUSH AGAINST THE HOST WALL 6" 0.250" I I 8" 0.250" 2" -5" 4" 0.250" N.T.S. 6061-T6 OR 6005-TS 0.062" • 1.063 .. I 0 ,L l __ ~ .095 -+---=t=,r--~- 0.225" J . :} 0.0.70" ·o.s15· n ~ --o.oso" "' .,. ,,; fW ln. o.s66"H @;~ORT BAS; 6 ~~~~ 1 (OPTIONAL COMPONENT) tto 250" 1 to 165" 0 707"1 □ EXTENDED SCREW SLEEVE W/O END CAP N.T.S. RIGID NYLON, 76-78 TYPE "O" SHORE HARDNESS 2" -5" ♦ i-0.250" OPTIONAL TRAPPED MOUNTED TUBE TO (13) @ N.T.S. 6063-TG ALUM RICHAAC> NEET, P.E. Pf# 86488 CAf' 9885 u z -z 0 ~ "' w I: 0 ::, ;,:; 0 " (/1 ~.: ~ w z " .... 8 (./) ~ rt iii ~ "' ' "' ::, UJ a -s ;,:; I-t;; ~ Q. V) ., (D ::, >-3: E .:. _, (,/') 0) ~ i er:::~ 4. LU"'~ ... I= .. ... 3: ; => w :c .., V) "' z z ;;; <C u :i! LU ::E <C 20-31266 -.,; U) 10 -'.'.l u. .. _, ~ a: ii: .. ti ::, 0 al a. SCAl£:HT$ UNLESS NOTED I-:c S! w :c "' w I- I-::, :c "' >< <( :;: 1" Ill "' ,., ;- .. . u +----------HEADER LENGTH---------- ENDCAP~ ½ ~ ~ g§ ~ ~ . , .. --.. , ,!,2,3,4\ // 5 ~ g§ HOUSING\ -\ - / / , ,.,. ,1,2, \ 4 - >--------MAX SLAT SPAN (SEE SCHEDULES)---------< TYPICAL SINGLE UI\JIT ELEVATION W O MULLIOI\JS N.T.S. EXTERIOR ELEV ~ ~ t0 / , ~ , / ~ ~ ~ ~- 0 -V/. ½ ,~ ~ EX! STING HOST UCTURE, BY ERS (SEE EDULES OPTIONS) STR ,;-OTH SCH FOR ,,,----(5 (s '·-(TYP. -~'4' '··· ~ --0 z <( 0 -"' t:; w :c "' z 0 w _, ::, 0 w :c u "' w w ~ z 11: "' z 0 ~ ::, ;;: >< <( ;;: '· / '· fl-:2• 6 END MULUON, SEE SCHEDULES MAX MULLION SPACING -(SEE SCHEDULES) - INTERMEDIATE /;"OWOOSO SCHEDULES HOUSING EXISTING HOST RE, BY SEE LES ONS) STRUCTU OTHERS ( SCHEDU r FOROPTI //////////j//j//////////////// ,· ._, .. , I l I ~-i:(~~ I I r24!25}-~ ··~" I :26: I '-2_6) I I ,., r l I l I I I I I I I I I I I -I I I ' ~ I I - I I I I 11 I 11 I 11 I 11 I • 11 I 11 I : i:4--::--I I 6~ I 11 • I 11 I 11 ~ /: 11 I I I I / L-v-, ' ' L ,4,4A. J .... _,.. .... _,.. MAX SLAT SPAN (SEE SCHEDULES) .,..1 .... .,..-..... L ,4,4A. J ..._,.. .... _,.. MAX SLAT SPAN (SEE SCHEDULES) l MAX SLAT j SPAN (SEE SCHEDULES) TYPICAL CONSECUTIVE SINGLE UNIT ELEVATION WITH MULLIONS N.T.S. EXT ERi OR ELEV RICHAAC> NEET, P.E. Pf# 86488 CAf' 9885 "' w I: ::, :c (/1 w z 8 iii "' ::, :c Q. ::, .:. _, al .... .... <( ,: w ., "' z ;;; -.,; U) 10 -'.'.l u. .. _, ~ a: ii: .. ti ::, 0 al a. 20-31266 SCAl£:HT$ UNLESS NOTED (# 113 ,., ;- .. . u HOUSING-· SHUTTER ATTACHMENT TO HOST J," x 1}~" TAPCON @ 24" O.C. EXISTING HOST STRUCTURE, BY OTHERS (SEE SCHEDULES FOR OPTIONS) /// I .f MIN. SEPARATION J TO GLASS (SEE ., SCHEDULE) ' ' ' ' t-.i" x 1%" TAPCON @ 24" o.c. \_ 1/i // \)/// ' :x '\ :::i po / I / EXISTING HOST STRUCTURE, BY OTHERS (SEE SCHEDULES FOR OPTIONS) .. \\. 1 1/2" f ...,. I I NON-STRUCTURAL HEADER TUBE TO MATCH DEPTH OF B.O. TUBES. i" THICK TUBES PERMITTED %" 0 X l;" ITW -BUILDEXTEK ' SCREWS@ 24" O.C. / -,;------- ·; ., f--:c (.!) -/. /~~-.;:_ -,~-~L_E_N-DCAP .)--=i. \,.. i,.," 0 x 1" HEX !' '-HEAD TEK ANCHORS (SEE SCHEDULE) ~ :. EXTERIOR/ INTERIOR* 4 /\ \ '----0::i.; W/ (~; (TYP). I @ EVERY SLAT • • .. -UJ :c a: UJ ~ :::, :r l/') X ~ , N l/') N ANCHORS ./~ .:CREW5. @ 4" O.C. (SEE -,-+-) ••• ~1_3i OR (1_4i SCHEDULES) ,-<---f, .,. " .. ·-i : ... :Jf\\ ·,./ \ --,! I / EXTERIOR/ INTERIOR* ~4 fiit.;w I (9 ; ( OP Ti O NAL) / f--:r I.!) -.., :r a: ~ :c IJ) X <( :;:: ;..., l/') N ...,. * WHEN REVERSE MOUNTED ADD 1" OF GLASS SEPARATION PER "GLASS SEPARATION SCHEDULE" ON SHEET 1 WALL MOUI\IT INSIDE/-rRAPPED MOUNT N.T.S. SECTION VIEW N.T.S. SECTION VIEW HOUSING NOTES: 1. HOUSING (0.040" THICK ALUM, 3105-H 14 MIN) 2. END CAP (CAST ALUM, SHALL BE CAPABLE OF SUPPORTING SLAT AND LIFT MECHANISM WEIGHT) 3. ~~6 " ALUM POP RIVETS (6 TOTAL PER SIDE CAP, 2 AT TO, 2 AT REAR, 2 AT BOTTOM) 4. HOOD HAS BEEN TESTED FOR IMPACT/ CYCLING AND MAY BE INSTALLED WITHIN OPENING ../ \ --,. ; EXTERIOR/ INTERIOR* / BUILD-OUT MOUNT N.T.S. SECTION VIEW "' w I: ::, -:c (/1 .,; w U) 10 z -8 '.'.l iii u. .. "' _, ::, :c ~ Q. ::, a: .:. ii: _, i .. _. ti _. ::, "' 0 ,: i w a. ., "' z ;;; 20-31266 SCAl£:HT$ UNLESS NOTED (# 113 .. . u .;- SHUTTER ATTACHMENT TO HOST EXISTING HOST STRUCTURE, BY S EXISTING HOST TRUCTURE, BY OTHERS (SEE SCHEDULES FOR OPTIONS) ~~~?:~~~ ///n SCHEDULES) / /,, I , .· /,. I I EQ ~ EQ _....Jl WALL MOUNT N.T.S. SECTION VIEW EXISTING HOST STRUCTURE, BY OTHERS (SEE SCHEDULES FOR OPTIONS) ~ ~ . ::, Oo w w . :c zU -(I) ::i:w w ~ J' - y--,L:....:.L...:,--= l INSIDE/TRAPPED MOUNT REVERSED N.T.S, SECTION VIEW .375" .09S" SLIP w _, . ::, oo w w . :c zU _v, !Ew w ~ w _, . :::, Oo .;w . :c zU -VI ::i:w w ~ ♦ ♦ ♦ • ;1 I I I / / SPAQNG (SE '/// __ ---- -_, •• SCHEDUL ) / / -- -_ I >-///: • ·, 7 I :j_4; OPTIONAL ANCHORSAJ,l6, p:, / __ -FOROPTIONS) ,-' • / • / ,• 13. I .. / . , -I . / , / , / / .. . . I I ... 1/ ////:. · >r, / r 1 .. 1.----~l~ft~H!~g~A~;~~-20 c ,/ · , , .. .. . ---· -, 1 "'™ :,'f,W'!:,11 ~"' / .· / : I I ;~, r. I ///_rr==~~=::-::--~,j__ ,-''ii . ////::; = 1 · ·~--·-'__.:...,✓_·_' , /// , ·. ·. . / '·-f · r' ', // , ·.. // - .L...~~/::_.,_.:.,_·::_~..L./~~· ', :···, .375" '\ / ' ,,'' MIN -.. " MAX ..Z, SLIP \ ·. \ ...... ~.'.(: ~~;'IDE/TRAPPED MOUNT SECTION VIEW LJ • EQ • EQ ,.-:11 I ,,/ OPTIONAL I I I ••" 0 XI" HEX HEAD TEK SCREWS@ 4" 0 C OR 1 .. ~AE GRADE s OR ss BOL~~o WITH WASHER AND LOCKNUT ~_µ~:a', ,.;: ·'."!<lX I" HEX HEAD TEK SCREWS @4"0.C. ),--111 '-, ,., ,·· .. (ii l . ~ <' _.\_ ,.., \ \-~3': • .375" ,· • SLIP ',, (5,.,-6·• BUILD-OUT MOUN/-;.~ N.T.S. SECTION VIEW u z -z 0 ~ ,_. u 0 .... V) ~.: ~ " ... c.r, ~ rt ~ "' ' UJ ~ -6 t,; tt ~ ► 4' CD c.r, ! .€ er!: ~2 LU..,. tt 5 ; :r:: V) z <C u ii! LU ::E: <C "' w I: :::, :c -(/1 .,; w U) z 10 8 -'.'.l iii u. "' .. ::, _, :c ~ Q. ::, a: .:. ii: _, i .. .... ti .... :::, "' ~ ,: w ., a. "' z ;;; 20-31266 SCAl£:HT$ UNLESS NOTED (# 113 .. . u Y" ex I" HEX HEAD TEKSCREWS @ 4" o.c. 8 I SHUTTER ATTACHMENT OPTIOI\J TO ALUMINUM MULLIONS I f-------MULLIONS -------l SEE MULLION SCHEDULES FOR MULLION OPTIONS /4"0XI" HEX HEAD TEKSCREws7 @4"0.C. \ ,@ FACE MOUNT EI\JD MULLION SECTION VIEW -----------MULLIONS-------------- FACE MOUNT END MULLION N.T.S. SECTION VIEW ORIENTATION #2 FACE MOUNT END MULLION _ANA~ -----71 13 I I I I I I ~itqj}----,---~+ :'~""7.:.1 1-.-.1-.:.r;--, I x:~r-.-.'S ,;:: -,·,,;. a,!•·.·r. I I •~,:..:,;Pt.Ct ::..:,r•~:''.\.I"~ ·.•:-I ,:.,A,!=:I PA~; I '.;'.".V~. r- 3 1--t-T;..;.RA.;;..;.;..P.;..;PE=.:D;;....;..M;.;;;O;.;;:U;.:..;N;..;.T~IN.:.;T;..;. . ..:.M.:.::U~L;.=;LI::.::;~~: N~ ~ FACE MOUNT INT. MULLION) N.T.S. SECTION VIEW N.T.S. SECTION VIEW RICHAAC> NEET, P.E. Pf# 86488 CAf' 9885 "' w I: ::, ;,: (/1 w z 8 iii "' ::, ;,: Q. ::, .:. _, i _. _. "' ,: w .., "' z ;;; -.,; U) 10 -'.'.l u. .. _, ~ a: ii: .. ti ::, 0 i a. 20-31266 SCAl£:HT$ UNLESS NOTED (# 113 u SLAT SPAN 76.&' 108" 146 .. 170" 20~· 241.S"" OESIQN PRESSURE +/· 40 PSF +/· 68 PSF +/· 95 PSF +I-12a PSF +I-150 PSF +/· 40 PSF +/· 57 PSF +/· 75 PSF +I· 92 PSF +I-109 PSF +/· 40 PSF +/· 52 PSF +/· 64 PSF +/· 77 PSF +/· 89 PSF +/· 40 PSF +/· 49 PSF +/· 59 PSF +/· 68 PSF +/· 78 PSF +/· 35 PSF +/· 42 PSF +/· 48 PSF +/· 55 PSF +/· 61 PSF +/· JO PSF +/· J4 PSF +/· J8 PSF +/· 41 PSF +/· 45 PSF Rx &l 225A LB/FT 212.5 LB/FT 62J.6LBIFT 3~8.7 LB/FT 1021.a LBJFT 504.8 LBIF T 1418.6 LBJFT 650.9 LBIF T 1815.4 LBJFT 797.0 LBIF T 196.9LBJFT aoo.1 LBIFT 1219.4 LBJFT 4a6.1 LB,FT 1641.a LBJFT 596.2 LBIF T 2062.6 LBIF T 160.8 LBIF T 2483.2 LB/FT 929.9 LB/FT 14J6.7 LB/FT 462.8LB/FT 190J.7 LB/FT 631.1 LB/FT 2J69.7 LB/FT 807.8 LB/FT 2834.6 LB/FT 992.8 LB/FT J298.J LB/FT 1186.2LBIFT 1850.9 LB/FT 622.5 LB/FT 2J01.8 LB/FT 810.6 LB/FT 2750.7 LBIF T 1012.HBJFT 3191.6 LBIFT 1227.HBJFT 3642.4 LBIFT 1456.0LBJFT 2212.8 LBIF T 547.3 LBIFT 26a8.2 LBIF T 652.7 LBIF T 306a.5 LBIFT 758.3 LBIF T 3488.8 LBIFT 86a.9 LBIF T J9I4.1 LB/FT 969.6 LB/FT 24 27.4 LB/FT ~~3.7 LB/FT 27 3~.J LB/FT 624.0 LB/FT JQ43.J LB/FT 694.J LB/FT JJ51.2 LB/FT 764.6 LB/FT J659.1 LB/FT 834.9 LB/FT ANCHOR SCHEDULE: WALL MOUNT 1J4•DEWAL T 1M"SS ITW ~I6*OEWALT ULTRACON TAPCON UL TRACON TO 2700 PSI TO3192PSI TO 3500 PSI MIN. MIN. I1111N. CONCRETE: CONCRETE: CONCRETE: 2'MIN. 1.7~' MIN. 1.75""MIN. EMBEDMENT: EMBEOt.1ENT: Et.1BEDMENT: a.125° MIN. 2.5"" MIN. EDGE 2YMIN.EDGE EDGE DISTANCE DISTANCE DISTANCE 6.a·· 6.Cl'" 6.a·· 5.50' 6.00" 6.00' 3.50' 3.75" 6.00' 2.50' 2.75" 4.75° 2.00' 2.25" 3.75· 4.15° 5.25" 6.00' 3.2&' 3.50" 6.00' 4.50' J.~o· 2.1~· s.2~· 4.00' J.00* 2.~o· 2.2~· 4.00' 3.25" 2.50' 2.25" ~ 3.50' 3.00' 2.50' 2.25· 2.00' J.2~· J.00' 2.~o· 2.2~· 2.2~· M6•ITWTAPCON MAXIMUM SPACIHG 10.C.) 1/4 .. ALL-POINTS SOLIO·SET 1/4 .. DEWALT lf4• LAG POWER-BOLT SCREW TO 2899 PSI TOF~~~~T-TO HOLLOW TO~.~~~PSI TO 3000 PSI TO HOLLOW TO G=0.55 MIN Co MCINRE. TE CONCRETE CONCRETE CONCRETE: MIN. BLOCK: WOOD: N : BLOCK· BLOCK· 2.'"MIN. CONCRETE·. 0.875*MIN. 1.S""MIN. 225"MIN . · C.J EMEIEDnENT 2.2~· MIN. 1.1~· MIN. EMBEDMENT; o.87S'MIN. EMBEDt,tENT: EMBEDt.1ENT: 3 .125,. ~.UN. Et.1BEDMENT: EMBEDt,\ENT: 3" MIN. EMBEDt,\ENT: 3* MIN. 0.75"' MIN. EDGE 4'MIN. 4 .. MIN.EOGE EDGE J'"t,UN. EDGE EDGE EDGE DISTANCE EDGE DISTANCE DISTANCE DISTANCE DISTANCE DISTANCE DISTANCE 6.Cl'" 6.0'" 6.a·· 6.0'' 6.0* 6.0* 6.a·· 6.00' 6.00" a. rn· 6.00" 6.00' 3.75" 2.75° 6.00' 5.00" 2.50' 4.50" 4.25'' ~ 4.75" 3.75" ~ 3.50" 3.00' 3.75· 3.00" 2.75" 2.50' 6.00' 6.00" 6.00" 6.00' 6.00' 4.75" 4.25" 4.00" 4.25" 3.50" 3.25" 2.7~· J.~o· 2.75"" 2.sa·· 2.2~·· 2.75'" 2,25'" 2.00·· s.2~· 4.aa·· 3.75"" 3.~c,- J.7~' 3.aa·· J.00* 2.25"" 2.sa·· 2.00·· 2.00·· 4.00"" 3.aa·· 3.00' 2.50" 2.50" 2.25" ~ 3.50' 3.00' 2.50" 2.25" 2.00·· J.2~· 2.75'" 2.sa·· 2.25'" 2.00·· 5/16' LAG SCREW TO G~.42 MIN #l4WOOD SCREW TOG=0.55 a14 410 ss SMSW/FULL Tl-IRE.AO PENETRA llON WOOD: MIN WOOD; OR 114-20410 2·· MIN. 1.s·· MIN. SS THRU-8OL T EMBEOt.1ENT: EMBEOt.1ENT; TOO 125.MIN 0.7S""MIN. 0.75"'MIN. 606a:T6ALUM: EDGE EDGE 0.5" MIN. EDGE DISTANCE DISTANCE DISTANCE 6.0'' 6.a·· 6.a·· 2.50" 3.00' 5.2&' --3.50' 2.50' 2.00' 5.00' 3.50' 2.50' 2.00'" 318' DEWALT CONFLEX 5/16' 410 SS a/8" DEWALT 1---------' SMS W/ FULL SCREW THREAD BOLT PENETRATION TO 3000PSI TO 1819 PSI TO4510PSI OR 5/16-18410 MIN. MIN. MIN. SS THRU-8OLT CONCRETE: CONCRETE: CONCRETE: TO a.2s·· MIN. J.s·· MIN. a.5• MIN. a.5" MIN. 606J•T6ALUM: Et,\BEDMENT; M8EDMENTEM8EDMENT: 0.62~•• MIN. 4.5"" MIN. 3.75" MIN. 3.75° MIN. EDGE EDGE EDGE EDGE DISTANCE DISTANCE DISTANCE DISTANCE 6.0'' 6.0'' 6.a·· 6.0'' 5.25" 6.00" 6.00' 6.00" 3.50' 6.00" 6.00' 6.00" 2.75° 6.00" 6.00' 6.00" 2.00' 6.00" 6.00' 6.00" 5.50' 6.00" 6.00' 6.00" 3.75· 6.00" 6.00' 6.00" 2.75° 6.00" 6.00' 6.00" 2.00* 6.aa·· 6.00'" 6.aa·· ~.75'" 6.00'' 6.00'" J.2~· 6.aa·· 6.00'" 6.aa·· 6.00'" 6.00'' 6.00'" 6.aa·· 6.00'" 6.aa·· ~.aa·· s.2~·· 6.00'" 4.25"" 4.~o· ~.75"" 6.00'" 6.00'' 6.00'" 6.00" 6.00' 6.00" 5.25" 5.2&' 6.00" 4.50" 4.50' 5.75" 3.75" 4.00' 5.00" 6.00" 6.00' 6.00" 5.75" 6.00' 6.00" 5.00" 5.2&' 6.00" 4.25" 4.7~* ~.75"" 4.00'" 4.2~* ~.25'" 6.aa·· 6.00'" 6.aa·· ~.75'" 6.00'' 6.00'" ~.aa·· 5.~c,-6.aa·· 4.50'" 5.00'' 6.00'" 4.25"" 4.~o· ~.so·· ANCHOR NOTES: WALL MOUNT DIRECTIVE 1. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 2. WHERE ANCHORS FASTEN TO NARROW FACE OF STUD FRAMING, ANCHOR SHALL BE LOCATED IN CENTER OF NOMINAL 2x (MIN) WOOD STUD (i.e. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR ANCHORS TO WOOD FRAMING). 3. MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR SCHEDULE. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO, FOAM, BRICK, AND OTHER WALL FINISHES. 4. ANCHOR SCHEDULE APPLIES TO ALL PRODUCTS CERTIFIED HEREIN, BUT ONLY PROVIDES MAXIMUM ALLOWABLE ANCHOR SPAONG. MAXIMUM ALLOWABLE SPANS AND PRESSURES INDICATED IN SPAN SCHEDULE SHALL APPLY. 5. WHERE EXISTING STRUCTURE IS WOOD FRAMING, EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT INTO PLYWOOD. 6. WOOD BUCKS (BY OTHERS) SHALL BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE EXISTING STRUCTURE. 7. MACHINE SCREWS SHALL HAVE MINIMUM OF l/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHERA PAN HEAD, TRUSS HEAD, OR WAFER HEAD ("SIDEWALK BOLT") U.N.O. 8. SHEET METAL SCREWS SHALL BE INSTALLED WITH FULL ENGAGEMENT OF THREADS INTO METAL HOST STRUCTURE. 9. ~ DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE FOR USE. 10. ANCHORS TO GROUT-FILLED BLOCK SHALL PENETRATE THROUGH FACE SHELL INTO GROUTED CELL. Rx Ry AHCHOR PER SCHEDULE n ___ , , __ J2...5 RICHAAC> NEET, P.E. Pf# 86488 CAf' 9885 "' w I: ::, :c (/1 w z 8 iii "' ::, :c Q. ::, .:. _, al _. _. "' ,: w .., "' z ;;; -.,; U) 10 -'.'.l u. .. _, ~ a: ii: .. ti ::, 0 al a. 20-31266 SCAl£:HT$ UNLESS NOTED (# tl 113 SLAT SPAH 76.5" 108" 146" 17CJ' 20~· 241.&' 0ES!GIN PRESSURE +I-40 PSF +I-68 PSF +I-95 PSF +/· 123 PSF +/· 150 PSF +I-40 PSF +I-57 PSF +I-75 PSF +I-92 PSF +/· 109 PSF +I-40 PSF +l-52 PSF +I-64 PSF +I-77 PSF +I-89 PSF +l-40 PSF +l-49 PSF +I-59 PSF +I-68 PSF +I-78 PSF +I-35 PSF +I-42 PSF +I-48 PSF +I-55 PSF +I-61 PSF +I-30 PSF +I-J4 PSF +I-38 PSF +I-41 PSF +l-45 PSF Rx 22&.4 LBIFT 62a.6LBIFT 1021.J LB/FT 1418.6 LB/FT 1815.4 L8JfT 796.9 LB/FT 1219.4 LSJFT 1641.J LB/FT 2062.6L8J'FT 2483.2 LSJ'FT 14J6.7 LB/FT 190a.7 LSJFT 2J69.7 LB/FT 2834.6L8J'FT J298.3 LB/FT 1850.9 LSJFT 2301.8L8JFT 2750.7 LB/FT 3197.6L8J'FT J642A LB/FT 2212.8L8JFT 26J8.2 LB/FT 3063.5 LSJ'FT 3488.8 LSJ'FT J914.1 LB/FT 2427 .4 LSJFT 27J5.3 LB/FT 3043.a LSJ'FT JJ51.2 LB/FT 3659.1 LSJFT ANCHOR NOTES: SEE SHEET 7 FOR ANCHOR NOTES, ANCHOR SCHEDULE: BUILD-OUT MOUNT MAXl/,11..9,t SPAC!HG jO.C.) 1/4""0EWAL T 114' SS ITIN S/16""0EWALT 5116' ITW TAPCON 114• ALL-POINTS SOU~SET 31a• OEWAL T ULTRACCN TAPCON ULTRA.CON 1/4 .. OEWA1. T 1/4'LAG ~16' lAG a14WOOO a14 4 10 SS st111S 51'16' 410 SS SMS SCREVJBOL T POWER·BOLT SCREW SCREW SCREW W/FULL THREAD WJ FULL THREAD TO2700PSI TO 3192 PSI TOJS00 PSI T02899PSI TO GROUT• T03000PSI TOG~.55MN TO G=0.42 TO G=0.55 MIN PENETRATION PENETRA. TICN TO 3000PSI MIN. MIN. MIN. TOHOllOW TO aoOOPSI MN. t.1!N. FILLED t.\lN. TO HOLLOW wooo: l111NWOOO; WOOD: OR: 1/4-20410SS OR 5116-18410 SS CONCRETE: CCNCRETE: CCNCRETE: CONCRETE: CONCRETE CONCRETE 1111N. BLOCK: CONCRETE: CONCRETE: 1.5'' MN. Z'MN. 1.5"MIN. THRU-BOL T TO 11-RU-BOL T TO 1.7~' MIN. 1.7S"l111N. 2•M1N. 2.25'"MN. BLOCK; BLOCK: CONCRETE: 0.81&•M1N. J$'MN. 1.75•MIN. 2.5•MIN. 0.875•MN. Et.1BECl'v1ENT: EMBEDt.\ENT: Et.1BEDMENT: 0.12!:,•MIN. 0.25"MIN. 6063,-T6 EluBEDMENT: EM8EDMENT: EM8EDtv'ENT: EM8EDMENT: 2.25• MIN. EMBEDt.\ENT: EM8Ec:t..1ENT: 0.75"MIN. 0.7S"MN. 0.7&' MIN. 606.J· T6 ALUM: ALUM: EMBEDMENT: 2.&•MtN. 2.5"MIN. J.125'' MIN. 3.12&•MtN. EMBEOMENT: Et,\BEDMENT: Et,\BEDMENT: 3"MIN. EDGE 4.&•MtN. 4• MIN. EDGE 3"MIN.EDGE 3• MIN. EDGE EDGE EDGE EDGE 0.5• MIN. EDGE 0.625• MN. EDGE EDGE EDGE EDGE EDGE 4' MIN. EDGE DISTANCE CISTANCE CISTANCE DISTANCE DISTANCE DISTANCE DISTANCE EDGE DISTANCE DISTANCE DISTANCE DISTANCE DISTANCE DISTANCE DISTANCE DISTANCE !lll 127.HBIFT 6.0[1" 6.oo· 6.oo· 6.00'' 6.00' 6.oo· 6.00'' 6.oo· 6.00'' 6.00' 6.00'' 6.00' 6.00' 215.2 LBIFT 6.00' 6.00' 6.00' 6.00' 6.00' 5.00' 6.00' 6.00' 4.50' 6.00' 6.00' 6.00' 302.8 LB/FT 4.0CJ' 4.25· 6.oo· 6.00' 5.75· a.25· 5.50' 5.oo· 2.75" 4.50' 5.00' 6.00' 390.HB/FT 2.7&" 3.oo· &.so· &.&Cl'' 4.25" 4.00'' J.so· J.2&" J.75· 6.oo· 478.1 LBIFT 2.2&' 2.50' 4.25· 4.25" 3.25· 3.2&' 2.75· 2.50' 3.00' 6.00' 180.0 LB/FT 5.&D'' &.75· 6.oo· 6.00'' 6.00' 6.00'' 6.oo· 6.00'' 6.00' 6.00' 261.6 LBIFT 3.50' a.15· 6.oo· 6.00' 5.00' 5.00' 4.50" 4.25'' 5.00' 6.00' 3&7.6 LB/FT 2.&D'' 2.75· &.oo· &.OD'' J.75· 3.7&" J,25• J.00'' J.75· 6.oo· 456.4 LBIFT 2.00' 2,25• 4.00' a.rn· 3.00' 3.00' 2.50' 2.50' 2.75· 6.00' 557.8 LBIFT ~ a.25· 3.W' 2.50' 2.W' 2.00' 2.00' 2.25· 6.00' 277.6 LB/FT 3,25• &.75· &.7&" 4.SO" J.75· 4.50' 6.00' a78.6 LBIFT 4.25· 4.25'' 3.25· 3.25· 6.00' 484.6 LB/FT 3.so· 3.&D'' 2.so· 6.oo· 595.6 LBIFT 2.75· 2.75'' 5.50' 711.6 L&'FT 2.so· 2.&D'' 4.7S" an.4 LBIFT 4.50' 4.50' 6.00' 486.a LBIFT a.5o· 3.50' 6.00' 607.3LB/FT 3.oo· 3.00'' 5.75· 736.a LBIFT 2.50' 2.50' 4.75" 873A LB/FT 2,25• 2.00'' 4.25" a28.H81FT 4.oo· a.75'' 6.00' 391.6LB/FT 3,25• 3.2&" 6.oo· 454.9 LBIFT 2.75· 2.75'' 2,25• 5.25· 518.2L81FT 2.50' 2.50' 2.00' 4.75" &81.6 LB/FT 2,25• 2,2&" 4.25" aa2.1 LBIFT a.5o· 3.50' 3.00' 6.00' 374.3 LB/FT 3,25• 3.2&" 2.75· 6.oo· 416.5 LBIFT 2.75· 2.75'' 2.50' 5.50' 4&8.7 LB/FT 2.so· 2.&D'' 2.00' 2.25' 5.00' 500.9 LBIFT 2.25· 2.2~· 2.00' 4.50" BUILD-OUT MOUNT DIRECTIVE Rx Ry a;a• OEWAL TIOEWAL T CONFLEX TO 1819 PSI MIN. TO 4~10 PSI t.\!N. CONCRETE: OONCRETE: 3.&•MIN. a.5"MIN. EMBECMENT: EMBEDMENT: 3.75" MIN. EDGE a.75• MIN. EDGE CISTANCE DISTANCE 6.00'' 6.00'' 6.00' 6.00' 6.00' 6.00' 6.00'' 6.00'' 6.00' 6.00' 6.00'' 6.00'' 6.00' 6.00' 6.00'' 6.00'' 6.00' 6.00' 6.00' 6.00' 6.00'' 6.00'' 6.00' 6.00' 6.00'' 6.00'' 6.00' 6.00' 5.00" 6.00'' 6.00' 6.00' 6.00' 6.00' 6.00'' 6.00'' 5.25" 6.00' 4.&D'' &.50'' 6.00' 6.00' 6.00'' 6.00'' 5.75" 6.00' 5.00" 6.00' 4.&D'' &.50'' 6.00' 6.00' 6.00'' 6.00'' 6.00' 6.00' 5.25" 6.00'' 5.00" 6.00' RICHAAC> NEET, P.E. Pf# 86488 CAf' 9885 u z -'Z 0 ~ ,_. u 0 V) ~ c.r, ~ LU t,; >-c.r, a:: LU I= ::) :r:: V) z <C u ii! LU ::E: <C ..: .... ~ " ... ~ rt "' 0 .c "' ~ tt .. 4' CD :I: E .. -.,, !!. N tt ... .. :I: "' w I: ::, ;,: (/1 w z 8 iii "' ::, ;,: Q. ::, .:. _, al _. _. "' ,: w .., "' z ;;; -.,; U) 10 -'.'.l u. .. _, ~ a: ii: .. ti ::, 0 al a. 20-31266 SCAl£:HT$ UNLESS NOTED (# 113 ~ ::. ,. :i: L " :!", ~ 'le' ' ~ :;; ~ ~ < ' =~ ;~; {~ J .: "!', C ;~' < ;- ., ~ < ,. ' u SLAT DESIGN ...... PRESSURE th +/-40PSF 225.4 LB.f'T +/· &8 PSF 62J.& LB/FT 76.5· +/· 95 PSF 1021.a LBIFT ~ 12J PSF 1418.& LB/FT +I-150 PSF 1815.4 LBIFT +/•40PSF 796.9 LB/FT +I· 51 PSF 1219.4 LBIFT 106" +I· 7~ PSF 1641.3LB/FT +/· 92 PSF 20&2.6 LBfFT +I-109 PSF 248a.2 LBIFT +/•40PSF 1436.7 LB/FT +/· 52 PSF 1900.7 LBIFT 14&" +/· 64 PSF 23&9.7 LBfFT +/· H PSF 283-4.6 LB/FT +/· 89 PSF J298.J LBfFT +/· 40PSF 1800.9 LBIFT +/•49PSF 2301.8 LBfFT 170'" +/· 59 PSF 2750.7 LB/FT +/· 68 PSF 3197.6 LBIFT +/· 78 PSF J642.4 LBfFT +/· a5 PSF 2212.8 LB/FT +/•42PSF 2&38.2 LBfFT 206' +/-48PSF 306a.5 LB/FT +I·~~ PSF J488.8 LBfFT +/· 61 PSF 3914.1 LB/FT +/· 30 PSF 2427.4 LBfFT +/· 3,4 PSF 27a5.3 LB/FT 241.5'' +/· 38 PSF J043.J Laf'fT +/· 41 PSF J3~1.2 LBfFT +/· 45PSF 3659.1 LB/FT ANCHOR NOTES: SEE SHEET ? FOR ANCHOR NOTES. ANCHOR SCHEDULE: INTERIOR MOUNT 1f4•OEWAL T 114•55 ITW 5116" DEV/ALT ~16' ITW TAPCON LlTRAOON TAPCON ULTRA.CON TO 2700PSI TO3192 PSI TO3500 PSI T02899PSI TO GROUT• MN. MIN. MIN. MIN. FILLED TO HOLLOW CONCRETE: OONCRETE: CCNCRETe: CONCRETE: CONCRETE CONCRETE 1.75'MIN. 1.75" MIN. 2'MIN. 2.25'MIN. BLOCK: BLOCK: U~*M!N. Et,\BEDMENT: EMBEDl11'ENT; EMBEDl11'ENT; EMBEDMENT: 2.25"MIN. 2.~*M!N. 2.5"t.11N. J.125"t.11N. 3.125"t.11N. Et,\BEDt.\ENT: EMBEDMENT: 4"MIN. EDGE EDGE EDGE EDGE EDGE 4"MIN. EDGE CISTANCE DISTANCE DISTANCE DISTANCE DISTANCE OSTANCE !!X 127.5 LBJH 6.00' 6.00' 6.00' 6.00' 6.00' 6.00' 215.2LBIFT 6.00' &.oo· &.oo· &.oc,· 6.0C,· s.oc,· 302.8 LBJFT 4.0CJ' 4.25· 6.oo· 6.00' 5.75" 3.2~· J90.5 LB/FT 2.7~" 3.oo· ~.so· ~.~c,-4.2~" 478.1 LSJ'FT 2.W' 2.50' 4.25· 4.251' 3.2&' 180.0 LBA'T 5.50' ~.7S" &.oo· &.oc,· s.oc,· 261.6 LBJFT 3.50' u,· 6.00' 6.00' 5.00' J57.6 LB/FT 2.50' 2.1,· 5.00' 5.00' 3.75" 456A LB/FT 2.00'" 2.2s· 4.00* 3.7~" J.00'" 557.8 LSJ'FT ~ 3.2,· 3.W' 2.50' 277 .& LB/FT ~.7S" ~.7~" 4.~c,· 378.6 LBJFT 4.25· 4.251' 3.2~' 484.&LBIFT 3.so· 3.~c,- 595.6 LSJ'FT 2.75· 2.751' 711.6 LB/FT 2.50* 2.so· 373.4 LBJFT 4.50' 4.50' 486.3 LB/FT 3.so· 3.~c,- 607 .a LSJ'FT 3.oo· 3.00'" 736.3 LSJ'FT 2.50' 2.50' 87J.4 LB/FT 2,25* 2.00· 328.3 LBJFT 4.oo· a.75'' J91.6 LB/FT 3.2S" 3.2~" 454.9L8J'FT 2.75· 2.751' 518.2 LB/FT 2.50* 2.so· 581.6 LBJFT 2.25· 22,· JJ2.1 LB/FT 3.so· 3.~c,- 374.3 LSJ'FT 3.2,· 3.2&' 416.~ LB/FT 2.75· 2.1,· 458.7 LB/FT 2.50* 2.so· 2.oc,· 500.9 LBJFT 2.25· 2.2,· UAXIUUU SPACINO (0.¢.) 1/4 .. ALL-POINTS SOLID-SET 318• DEV /ALT 1f4•OEWALT 1f4•LAG &'16"LAG #14WOOO #14 410 SS SMS 5116'410 SSStJS PO'l,1:R-BQ T SCREW SCREW SCREW '/,'/FULL THREAD W/FULL THREAD SCREW BOLT TO 3000 PSI TO G=0.55 MIN TO G=0.42 TO G=0.55 MIN PEt-ETRATION PENETRATION TO3000PSI TOJ000PSI TO HOLLOW MIN. MIN. MIN. WOOD; MIN WOOD: WOOD; CR 1~20 410 SS OR 511~18 410 SS BLOCK: CONCRETE: CCNCRETE: CONCRETE: 0.875"MIN. Hi"MIN. 2"MIN. Hi"MIN. THRU-BQT TO THRIJ.BOL T TO a.5•MIN. 2.~*M!N. 0.875"t.11N. Et,\BEDMENT: Etv'BEDt.\ENT: Et,\BEDMENT: 0.12~*M!N. 0. 25'" t.11 N. 60&3-T6 EMBEDMENT: EMBEDMENT: 0.75• MIN. 0.75"MN. 0.75• MIN. 6063· T6 ALlM; ALUM; Etv'BEDt.\ENT: EMBEDMENT: 3*M!N. EDGE 4.5"t.1!N. 3*MIN. EDGE a"MN.EDGE EDGE EDGE EDGE 0.5" MIN. EDGE 0.&2~• MIN. EDGE DISTANCE EDGE DISTANCE DISTANCE DISTANCE DISTANCE DISTANCE DISTANCE CISTANCE DISTANCE 6.00' 6.00' 6.00' 6.00' 6.00' 6.00' 6.00' 6.00' 6.00' &.oo· &.oc,· 4.50* &.oc,· 6.0C,· 6.0C,· 5.5o· 5.00' 2.75· 4.50' 5.00' 6.00' 4.00* 3.~c,-3.2~" J.7~" 6.00'" a.25· 2.751' 2.50' 3.00' 6.00' &.oo· &.oc,· &.oc,· 6.oc,· 6.0C,· 5.00' 4.50' 4.25" 5.00' 6.00' a.15· 3.2~· 3.00' 3.75'' 6.00' 3.00* 2.50' 2.~c,-2.7~" 6.00'" 2.25· 2.00' 2.00' 2.W' 6.00' 4.25* 3.7~" 4.~c,· 6.0C,· a.25· 3.2~· 6.00' 6.00'" 5.50' 4.7~" 6.00' 6.00'" 5.7~" 4.75'' 4.2~" 6.00' 6.00'" 5.W' 2.oc,· 4.7~" 4.25'' J.00'" 6.00'" 2.75'' 6.00' 2.50' 5.50' 2.2~" s.oc,· 2.00' 4.50' INTERIOR MOUNT DIRECTIVE HOST STRUCTURE PER SCHEDULE ANQiORPER SCHEDUl£ J/8* OEWAL TJOEWAL T CONFLEX TO 1819 PSI MIN TO4510 PSI MIN. CCNCRETe: CONCRETE: a.5"MIN. 3.~*111\IN. EMBEDtv'ENT: EMBEDMENT: 3.7~* MIN. EDGE 3.75" MIN. EDGE DISTANCE CISTANCE 6.00' 6.00' &.oo· 6.0C,· 6.oo· 6.00' &.oo· 6.00'" 6.00' 6.00' &.oo· 6.0C,· 6.00' 6.00' 6.oo· 6.00' &.oo· 6.00'" 6.00' 6.00' &.oo· 6.0C,· 6.oo· 6.00' &.oo· 6.00'" 6.00' 6.00' ~.oo· 6.0C,· 6.00' 6.00' &.oo· 6.00'" &.oo· 6.00'" 5.2,· 6.00' 4.50* 5.~c,· 6.oo· 6.00' &.oo· 6.00'" 5.751' 6.00' ~.oo· 6.0C,· 4.5o· 5.50' &.oo· 6.00'" 6.00' 6.00' 6.00' 6.00' ~.2s· 6.0C,· 5.00' 6.00' RICHAAC> NEET, P.E. Pf# 86488 CAf' 9885 u z -z § u 0 ~ c.r, ~ LU t,; >-c.r, a:: LU 5 :r:: V) .. =-""'"' "' w I: ::, :c (/1 w z 8 iii "' ::, :c Q. ::, .:. _, i _. _. "' ,: w .., "' z ;;; -.,; U) 10 -'.'.l u. .. _, ~ a: ii: .. ti ::, 0 i a. 20-31266 SCAl£:HT$ UNLESS NOTED (# 113 I INTERMEDIATE MULLION SCHEDULES I MULLION .. -9.-. .. -Q.-.. SCHEDULE INTERMEDIATE Rxrr.-~ RxtRx MULLIONS Ry Ry Ry ~ 4"x6"x0.2S' ALUM TUBE 6"x4"x0.2S' ALUM TUBE 4"x8"x0.25" ALUM TUBE 8"x4"x0.25" ALUM TUBE :: ,. SLAT DESIGN MAX MULLION END MAX MULLION END MAX MULLION END MAXMULLION END l SPAN PRESSURE LENGTH REACTION Rt LENGTH REACTION Rt LENGTH REACTION R: LENGTH REACTION Rt -•I-40 PSF 144.0" 1530.0 LB 144.0" 1530.0 LB 144.0" 1530.0 LB 144.0" 1530.0 LB " " •!-68 PSF 144.0" 258~.9 LB 130.6" 234 1.1 LB 144.0" 2581.9 LB 142.0" 2545.2 LB ,· 77" •I-95 PSF 144.0·· 3633.8 LB 116.5" 2940.1 LB 144.o·· 3633.8 LB 126.T' 3~96.5 LB ~ " •I-123 PSF 132.6" 4314.8 LB 107.0" 3483.1 LB 144.0" 4685.6 LB 116.4" 3786.9 LB ' ~I-150 PSF 123. 7" 4929.7 LB 100.1" 3986.6 LB 138.9" 5534.0 LB 108.8" 4334.3 LB 3 •i-40 PSF 144.o·· 2':60.0 LB 138.6" 2078.6 LB 144.o·· 2160.0 LB 144.o·· 2~8J.O LB ·-~ •I-57 PSF 144.0" 3~39.2 LB 122.3" 2666.9 LB 144.0" 3139.2 LB 133.0" 2899.5 LB ~ < 1 108" •!-75 PSF 136.5" 4069.4 LB 110.2" 3285. ~ LB 144.0" 4291.7 LB 119.8" 3571.5 LB ::> •I-92 PSF 125_9·· 4787.6 LB 101.6" 3864.8 LB 142.2·· 5406.7 LB 110.S--4201.9 LB ;~ •i-109 PSF 114.5" 5324.7 LB 95.o·· 4418.2 LB 128.6" 5977.4 LB 103.3" 4803.5 LB •!-40 PSF 144.0" 333'..5 LB 119.9" 2774. 7LB 144.0" 3331.5 LB 130.4" 3016.7 LB {~ •I-52 PSF 134.0" 4226.7 LB 108.2" 3412.1 LB 144.0" 4543.0 LB 117.6" 3709.6 LB J 146" •I-64 PSF 122.9" 4962.8 LB 99_5·· 4022.4 LB 138.0" 5571.2 LB 108.3" 4373.2 LB .: •i-77 PSF 1 10.9" 5502.0 LB 93.0" 4615.4 LB 124.4" 6176.4 LB 101. ~" 5017.9 LB '!'> •I-89 PSF 101.4" 6013.9 LB 87.6" 5196. 7LB 113.9" 6751.1 LB 95.3" 5649.9 LB C •I-40 PSF 134.6" 4~88.1 LB 108. 7" 3380.9 LB 144.0" 4480.9 LB 118. , .. 3675.8 LB ;~ < •i-49 PSF 122.7" 497~.4 LB 99.S--403'. 7 LB 137.T' 5580.8 LB 108.2·· 4383.3 LB ~70" •I-59 PSF 109.8" 5555.6 LB 92.4" 4675.5 LB 123.2" 6236.7LB 100.5" 5083.3 LB ;- •I-68 PSF 99.7' 6~17.6LB 86.6 .. 5316.6 LB 11 , .9" 6867.6 LB 94.2" 5780.2 LB ~ •!-78 PSF 91.5" 6662.8 LB 81.3" 5918. 7LB 102.8" 7479.5 LB 89.0" 6477.0 LB < •I-35 PSF 140.5" 3843.8 LB 113_4·· 3102.9 LB 144.o·· 3939.8 LB 123_3·· 3373.5 LB ,. .. •I-42 PSF 132.5" 4322.9 LB 106.9" 3489. 7 LB 144.0" 4698.8 LB 116.3" 3794.0 LB . ~ 206" •!-48 PSF 126.0" 4777.0 LB 101. 7" 3856.3 LB 142.4" 5397.7LB 110.6" 4'92.6 LB -•I-55 PSF 118.8" 5'i32.2 LB 97_4·· 4206.5 LB 133.4" 5761.3 LB 105_9·· 4573.4 LB +i-61 PSF 112.2" 5437.1 LB 93.T' 4543.0 LB 125.9" 6103.6 LB 101.9" 4939.2 LB ·-•!-30 PSF 140.0" 3873.5 LB 113.0" 3126.9 LB 144.0" 3995.5 LB 122.8" 3399.6 LB ·' •!-34 PSF 134.5" 4194.8 LB 108.6" 3386.3 LB 144.o·· 4491.6 LB 118.0" 3681.6 LB C 242" •I-38 PSF 129.8" 4504.3 LB 104.8" 3636.' LB 144.0" 4997.7 LB 113.9" 3953.2 LB ~ •l-41 PSF 125. 7" 4803.5 LB 101.5" 3877.7LB 14'.8" 5420. ~ LB 110.3" 4215.9 LB '·'· •I-45 PSF 120.9" 5045.5 LB 98.5" 4112.0 LB 135.7" 5664.0 LB 107.'" 4470.6 LB " MULLION SCHEDULE NOTES: ~ 1. VALUES SHOWN IN MULLION SCHEDULES ARE MAXIMUM ALLOWABLE MULLION LENGTHS AT EACH ' 1 RESPECTIVE SLAT SPAN AND DESIGN PRESSURE . . '.: 2. "INTERMEDIATE MULLIONs·· ARE AS DEFINED IN ELEVATION 2/3. -3. ..END MULLIONs·· ARE AS DEFINED IN ELEVATION 2/3 . 4. ALL MULLIONS SHALL BE 6061-16 ALUMINUM DR EQUIVALENT. ~ ·-5. ALLOWABLE DESIGN PRESSURES AND SLAT SPANS INDICATED ARE FOR DETERMINING PERMISSIBLE MULLION LENGTHS ONLY. ACTUAL SLAT SPANS AND DESIGN PRESSURES SHALL NOT EXCEED THOSE INDICATED IN SPAN SCHEDULES . 6. .. END REACTIONS" ARE LISTED FOR EACH COMBINATION OF DESIGN LOAD, MULLION TYPE, SLAT TYPE (OPEN OR CLOSED) & SLAT SPAN. CHOOSE MOUNTING CONNECTIONS (PER APPLICABLE CONNECTION DETAILS HEREIN) THAT PROVIDES ··coNNECTION CAPAQTY--GREATER THAN OR EQUAL TO "END REACTIONs·· GIVEN ABOVE. ' 7. "INTERMEDIATE MULLIONs·· SHALL HAVE EQUAL SLAT SPANS(+/-12'°) ON ADJACENT SIDES OF " MULLION. OTHERWISE, USE "END MULLION'. TABLES. Rx~R• Ry 4"X4"X0.25" ALUM TUBE MAX MULLION END LENGTI-1 REACTION Rt '.39.0' 1476.8 LB ~16.7' 2093.3 LB io4.2' 2628.9 LB 95.7" 3114.5 LB 89.5" 3564.7 LB '23.9' 1858.5 LB ';09.4' 2384.6 LB 98.6" 2937.3 LB 90.9" 3455.8 LB 85.0" 3950.5 LB '.07.2' 2481.0 LB 96. 7" 3050.9 LB 89.':" 3596.7 LB 83. ~" 4126.9 LB 76.2" 4516.9 LB 97.2" 3023.' LB 89.o·· 3605.0 LB 82.5" 4172.7LB 74.9" 4594.8 LB 68.8" 5004.3 LB 101.4' 2774.5 LB 95.6" 3120.3 LB 91.0" 3448. ~ LB 87. ~" 3761.3 LB 83.8" 4062.~ LB '.01.0' 2796.0 LB 97. r· 3027.9 LB 93. 7" 3251.3 LB 90. 7" 3467.3 LB 88. , .. 3676.8 LB RICHAAC> NEET, P.E. Pf# 86488 CAf' 9885 "' w I: ::, ;,: (/1 w z 8 iii "' ::, ;,: Q. ::, .:. _, i .... .... "' ,: w .., "' z ;;; 20-31266 -.,; U) 10 -'.'.l u. .. _, ~ a: ii: .. ti ::, 0 al a. SCAl£:HT$ UNLESS NOTED -" " MULLION SCHEDULE: END MULLIONS END MULLION SCHEDULES Y-Rx + Ry RICHAAC> NEET, P.E. Pf# 86488 CAf' 9885 [!J Ill N ov z ""'""° E -wt'> 8::,: II.r ~5 ~ !~~ lli I t::Vl .. ~f:{J ""7 0 .. :c i~« ii=: yaW U e,C)c. (!) ~~ ;Ii -/;i~ ..,. o,.c:m§lttz &..ii,\ ~...., 0 i~ffi W11,1 o~ _J ~iw (,) w i'~! :: ~ ti: ii',~ l1 4"x6"x0.25" ALUM TUBE 6"x4"x0.25" ALUM TUBE 4"x8"x0.25" ALUM TUBE 8"x4"x0.25" ALUM lUBE 4"x4"x0.25" ALUM lUBE ,. Ill a; "'"' •i.: ·/ oIB .... DESIGN MAX END END END MAX END END END MAX END END END MAX END END END MAX END END END ; ~ o SLAT ~ SPAN PRESSURE MULLION REACTION REACTION REACTION MULLION REACTION REACTION REACTION MULLION REACTION REACTION REACTION MULLION REACTION REACTION REACTION MULLION REACTION REACTION REACTION 1--aa-=--...-----1 LENGTH Rv Rt Rsum LENGTH Rv Rt Rsum LENGTH Rv Rt Rsum LENGTH Rv Rt Rsum LENGTH Rv Rt Rsum ~ +i-40 PSF 144.0" 1352.6 LB 765.0 LB 1553.9 LB 144.0" 1352.6 LB 765.0 LB 1553.9 LB 144.0" 1352.6 LB 765.0 LB 1553.9 LB 144.0" 1352.6 LB 765.0 LB 1553.9 LB 144.0" 1352.6 LB 765.0 LB 1553.9 LB ,_. +i-68PSF 120.7" 3135.0LB 1081.7LB 3316.4LB 115.4" 2997.8LB 1034.4LB 3171.3LB 136.5" 3546.5LB 1223.7LB 3751.7LB 125.4" 3259.3LB 1124.6LB 3447.8LB 99.2" 2578.0LB 889.5LB 2727.2LB Z +i-95 PSF 95.T 4073.9 LB 1208.0 LB 4249.2 LB 97.9' 4165.3 LB 1235.1 LB 4344.6 LB 108.3" 4609.7 LB 1366.8 LB 4808.1 LB 106.4" 4528.6 LB 1342.8 LB 4723.5 LB 79.0" 3360.5 LB 996.4 LB 3505.1 LB 0 +i-123 PSF 81.8" 4834.4 LB 1330.7 LB 5014.2 LB 87.5" 5169.9 LB 1423.0 LB 5362.1 LB 92.6" 5470.7 LB 1505.9 LB 5674.2 LB 95.4" 5637.7 LB 1551.8 LB 5847.4 LB 67.6" 3993.4 LB 1099.2 LB 4141.9 LB § +/-150 PSF 72.6" 5490.2 LB 1445.9 LB 5677.4 LB 77.8' 5881.5 LB 1549.0 LB 6082.0 LB 82.1" 6213.3 LB 1636.4 LB 6425.2 LB 87.5" 6618.5 LB 1743.1 LB 6844.2 LB 60.0" 4538.8 LB 1195.4 LB 4693.6 LB u +/. 40 PSF 110.9" 3682.8 LB 831.9 LB 3775.6 LB 106.3" 3530.4 LB 797.4 LB 3619.3 LB 125.6" 4166.7 LB 941.6 LB 4273.7 LB 115.6" 3838.3 LB 867.0 LB 3935.0 LB 91.9" 3052.7 LB 689.6 LB 3129.7 LB O ,-.. +i-57 PSF 90.0" 4573.0 LB 981.1LB 4677.1LB 92.3' 4688.0 LB 1005.7 LB 4794.6 LB 101.9" 5176.7 LB 1110.6 LB 5294.5 LB 100.3" 5096.8 LB 1093.5 LB 5212.8 LB 74.7" 3793.9 LB 813.9 LB 3880.2 LB ~ ..: ~ +!-75 PSF 77.5" 5299.5 LB 1154.8 LB 5423.8 LB 83.6" 5714.9 LB 1245.3 LB 5849.1 LB 87.7" 5999.0 LB 1307.2 LB 6139.7 LB 90.9" 6213.4 LB 1353.9 LB 6359.2 LB 64.3" 4395.4 LB 957.8 LB 4498.6 LB <C " "' +i-92 PSF 69.0" 5934.1 LB 1313.0 LB 6077.6 LB 74.5' 6398.2 LB 1415.7 LB 6553.0 LB 78.2" 6717.2 LB 1486.3 LB 6879.7 LB 83.8" 7197.9 LB 1592.7 LB 7372.0 LB 57.3" 4920.6 LB 1088.8 LB 5039.6 LB ~ ii.: +i-109 PSF 62.9" 6503.9 LB 1461.0 LB 6665.9 LB 67.7' 7008.8 LB 1574.4 LB 7183.5 LB 71.2" 7362.0 LB 1653.8 LB 7545.5 LB 76.2" 7884.9 LB 1771.2 LB 8081.4 LB 52.1" 5391.7 LB 1211.2 LB 5526.0 LB LU ~ t +i-40 PSF 83.5" 4999.9 LB 966.2 LB 5092.4 LB 87.4' 5229.5 LB 1010.6 LB 5326.3 LB 94.6" 5660.6 LB 1093.9 LB 5765.3 LB 95.0" 5685.6 LB 1098.7 LB 5790.8 LB 69.4" 4154.6 LB 802.8 LB 4231.5 LB In ~ J: +!-52 PSF 72.4" 5744.4 LB 1142.4 LB 5856.9 LB 78.4" 6216.2 LB 1236.2 LB 6338.0 LB 82.0" 6503.3 LB 1293.3 LB 6630.7 LB 86.5" 6859.2 LB 1364.1 LB 6993.5 LB 60.2" 4771.3 LB 948.8 LB 4864.7 LB >-:I: E (.I') Q) ';jj +!-64 PSF 64.8" 6396.8 LB 1308.1 LB 6529.2 LB 70.0" 6915.8 LB 1414.2 LB 7058.9 LB 73.3" 7241.6 LB 1480.8 LB 7391.5 LB 78.8" 7779.1 LB 1590.7 LB 7940.1 LB 53.8" 5310.8 LB 1086.0 LB 5420.7 LB a:: ~ a.. 77" 100· 146" "' w I: ::, ~ w z g "' ::, :c Q. ::, .:. _. i -.,; :a -'.'.l u. .. +/-77PSF 59.1" 6982.8LB 1467.2LB 7135.3LB 63.9' 7542.5LB 1584.8LB 7707.2LB 66.9" 7904.8LB 1660.9LB 8077.4LB 71.8" 8484.4LB 1782.7LB 8669.6LB 49.1" 5795.0LB 1217.6LB 5921.5LB LUI=" I f~---•-i-_8_9_P_S_F~_54_.7"_~7_51_8_.1_LB~_16_2_1_.9_L_B~,_69_1_._1_LB~_5_9._0_"~8_1_1_3._3_L_B~1_75_0_.3_LB~8_30_0._0_L_B~_6_1_.9_"--8_51_0_.5_L_B~1_8_36_._0_L_B~8_706_.3_LB~_66_._4'_'~9_1_2_6_9_L_B~1_9_00_._0_L_B-9_336_9_L_B~_45_._4'_'~6_2_3_6._6_L_B~1_3_45_._5_LB-_63_8_0_.1_L_B~~ w _. , +i-40 PSF 73.4" 5658.7 LB 1141.6 LB 5772.7 LB 79.4' 6120.5 LB 1234.8 LB 6243.8 LB 83.1" 6406.1 LB 1292.4 LB 6535.2 LB 87.3" 6731.8 LB 1358.1 LB 6867.4 LB 60.9" 4699.0 LB 948.0 LB 4793.7 LB :C: "' z +!-49 PSF 65.6" 6290.0 LB 1328.8 LB 6428.8 LB 70.8" 6792.8 LB 1435.0 LB 6942.8 LB 74.2" 7120.4 LB 1504.2 LB 7277.6 LB 79.7" 7641.2 LB 1614.2 LB 7809.8 LB 54.4" 5219.5 LB 1102.6 LB 5334.7 LB V) +i-59 PSF 59.8" 6854.0 LB 1513.1 LB 7019.1 LB 64.5' 7390.7 LB 1631.6 LB 7568.7 LB 67.7" 7758.5 LB 1712.8 LB 7945.4 LB 72.5" 8314.3 LB 1835.5 LB 8514.5 LB 49.6" 5683.6 LB 1254.7 LB 5820.4 LB Z +/. 68 PSF 55.3" 7366.4 LB 1696.3 LB 7559.1 LB 59.5' 7931.2 LB 1826.4 LB 8138.8 LB 62.6" 8336.0 LB 1920.1 LB 8556.3 LB 67.0" 8923.0 LB 2054.8 LB 9156.6 LB 45.8" 6104.2 LB 1405.7 LB 6263.9 LB ~ +i-78 PSF 51.6" 7837.2 LB 1879.3 LB 8059.3 LB 55.5' 8425.7 LB 2020.4 LB 8664.5 LB 58.4" 8870.5 LB 2127.1 LB 9121.9 LB 62.5" 9480.0 LB 2273.2 LB 9748.7 LB 42.8" 6489.8 LB 1556.2 LB 6673.8 LB LU 170" ;;; +/-35 PSF 68.4" 6302.8 LB 935.1 LB 6371.8 LB 74.6" 6880.1 LB 1020.8 LB 6955.4 LB 77.4" 7137.6 LB 1059.0 LB 7215.8 LB 82.2" 7583.0 LB 1125.1 LB 7666.0 LB 57.0" 5256.0 LB 779.8 LB 5313.5 LB ::E: +/-42 PSF 62.6" 6881.8 LB 1021.4 LB 6957.2 LB 68.3' 7512.0 LB 1115.0 LB 7594.3 LB 70.9" 7793.3 LB 1156.7 LB 7878.7 LB 76.8" 8445.9 LB 1253.6 LB 8536.4 LB 52.2" 5738.8 LB 851.8 LB 5801.6 LB <C 206" +/. 48 PSF 58. 1" 7415.6 LB 1101.1 LB 7496.9 LB 63.4" 8094.7 LB 1201.9 LB 8183.4 LB 65.8" 8397.9 LB 1246.9 LB 8489.9 LB 71.3" 9101.0 LB 1351.3 LB 9200.7 LB 48.4" 6183.9 LB 918.2 LB 6251.7 LB ~ f ~ lat§ +i-55 PSF 54.4" 7913.5 LB 1175.5 LB 8000.3 LB 59.4' 8638.1 LB 1283.1 LB 8732.9 LB 61.6" 8961.7 LB 1331.2 LB 9060.0 LB 66.8" 9711.9 LB 1442.6 LB 9818.5 LB 45.4" 6599.1 LB 980.2 LB 6671.5 LB 0 l :·,i Hf! ,. 1----+-•~l-~6~1 ~P~S~F+-~5~1~.4~·-+~83~8~1~.8-LB=+-~12~4~5~.5~L~B-+-,84~7~3~.8-LB=+~5_6.~1~· -+9~1~4~9-~2~L~B+-1~35~9~.5~LB--+9~2~4~9-~6~L~B+-~5~8~.2~"-+~9~492=. O~L~B=+-1~4~1~0._5~L~B-+=9~596~.2-LB=+~63~·~1 ·~· -+1~0~286~. 5~L~B+-1~5~28~·~5~L~B+1~0~3~99~·~5~L~B+-~42~·=9•~· -+6~9~8~9.~6~L~B-+-,1~0~38~.6=LB-~70~6~6~.3~L~B,-l ~ •.·. •.·. ltl!ii •I~ +l-30PSF 65.5" 6628.4LB 906.9LB 6690.1 LB 71.7" 7250.7LB 992.1 LB 7318.3LB 74.2" 7506.9LB 1027.1 LB 7576.8LB 79.7" 8065.6LB 1103.6LB 8140.7LB 54.7" 5532.8LB 757.0LB 5584.3LB i.;~;f~=-=-~--''-'-g:,1.~ +i-34 PSF 61.7" 7036.2 LB 962.8 LB 7101.8 LB 67.5' 7696.8 LB 1053.2 LB 7768.6 LB 69.9" 7968.8 LB 1090.4 LB 8043.0 LB 75.9" 8652.8 LB 1184.0 LB 8733.4 LB 51.5" 5873.2 LB 803.7 LB 5927.9 LB ~ L ~ ~f!~~ +/. 38PSF 58.5" 7421.7LB 1015.7LB 7490.8LB 64.0' 8118.5LB 1111.0LB 8194.1 LB 66.3" 8405.3LB 1150.3LB 8483.6LB 72.0" 9126.7LB 1249.0LB 9211.8LB 48.9" 6194.9LB 847.8 LB 6252.7LB O ,. > • !lH ~ +i-41 PSF 55.8" 7788.0 LB 1065.9 LB 7860.6 LB 61.0' 8519.2 LB 1166.0 LB 8598.6 LB 63.2" 8820.2 LB 1207.2 LB 8902.5 LB 68.6" 9577.3 LB 1310.8 LB 9666.6 LB 46.6" 6500.7 LB 889.7 LB 6561.3 LB i 0 )• ' 1 .'.: 242" " .. !::i; +l-45PSF 53.4" 8137.9LB 1113.9LB 8213.8LB 58.4" 8901.9LB 1218.5LB 8984.9LB 60.5" 9216.5LB 1261.5LB 9302.5LB 65.6" 10007.5LB 1369.8LB 10100.8LB 44.6" 6792.8LB 929.8 LB 6856.1 LB ""YI ..... . '----'-------'----'----'-------'----'----'-------'----'-----'------'----'-----'-----'-----'-----'-----'----'-----'-----'-----'-----' ~ MULLION SCHEDULE NOTES: SEE SHEET 10 FOR MULLION SCHEDULE NOTES. -2•d it,~ 1asld 20-31266 SCAl£:HT$ UNLESS NOTED n" l . n . ; : . ; : : " n 1 .a 1 _,. , zl 3 : m i; : 0 z · c o ~ 3: !: ! I ~ ( ) z 3: -J C o F ,_ . ,_ . ) > 0 G) z :: : 0 - ) > -- i 3: :: : 0 ) > " " m 0 ~1-- i z !" :: : 0 - I J> m " :: : 0 " ,_ . m o 0 :: : 0 3: 3: Q C c • z C: - j 0 - z 0 ,_ . ) > G) uil~ i 3 : -, ~ ( ) ~ ~ IV .. 0 _ _ f \ ~ I L _ _ J " ' w ~ c: : \ ~ :V U\ ' : . J ! 8: n ,· . ·• J l : - • 1 ; :: : : 1 , ; : . - •J · .: , , , : : .• 1: : · -, .. :: 1 1 · 1 : ·I :· • P 1 : : . - • , I ;· . ' • n .H " 1 . 1 . - • . 1 A~ : ' : ~ •J I • · . · : , , p .. ~· . I : : · · - : • / • . · - = · , ; . " n r r . c . .; n .1 "A 1 . n ;' . 15 ! ' : 1 r\ • \ • " ' , :: , · • • J RE U A R K S 11 • .1 - :, ~ r ·· : . ·n " : iO .. . U l :, : C : Q ; , , U l ~ - , ~ U l :, : C : 0 ; , , U l ► -, ~ ·- t ' 'y _ , . , "'. 1> ¢ -> -,- , . '£ ; . ~1 3 : m " ' 0 z c O ~ !: ! I ; o n z 3: - J c o F ,_ . ,_ . ) > 0 G) z :: : 0 - ) > . , ; 3: ) > ( ) m !1 3 : ! = ii , 0 " . - I ~ :s : m -, ~ ( ) C m z ;: o - I ,_ . = O 0 ;: o ,_ . ) > 3: G ) C ~E 3 : 0 z -~ m ~~ ii ! -, ( ) m U l :, : C : 0 ~': : : : ~ iO ., : :, J r T ~ OR ' n N I C M K O DA TE ,: : ~ ~ ; I AM E R I C A N SH U I T ~ ! ; J ~ T ; ~ ~ ~S O C I A T I O N , I N C 1 ~ ~ . J ~ ~ ~ 1 t IG ' , r -- · P· : , N P· : , N We s t Pa l m Be a c h , FL 33 4 0 7 CO R P O R A T E OF F I C E , 1 6 0 S W 1 2 t h A V E , S U I T E 1 0 6 ~: = • : - : : : > ; ~ ' , ' : ' . : : . : 1- - - - - S - I _ N _ G _ L E _ W _ A - L L _ R _ O _ L _ L _ · U _ P _ H _ U _ R _ R I _ C A _ N _ E _ S _ H _ U _ T T _ E _ R _ _ _ - - - I DE E R F I E L D BE A C H , F L 3 3 4 4 2 "' 1 ' 1 f 1 " 1 9 t C E M e l r f O E 1 U 1 & 1 1 0 ~ N . 1 D ! l l . ' l l ( ) , S . , (9 $ 4 ) JS 4 - « i 6 0 I (8 6 6 ) 39 6 · $ 9 9 9 ~ O l l ' I N l Of l O ' M J l . l , • i . v . t o n u 1M B OO C U I S I T AA f ~ TE A M @ E N G I N E E R J N G E X P R E S S , C O M = ' > ~ ~ (, ! I 5' . ~~ · I Pm i l l m O M D ~ r a c w c 9 1 T f ' ' & : A T I J • . PR O D U C T ' AP P R O V A L #F L 3 1 6 5 8 , 1 EN G I N E E R J N G E X P R . E S S . C O M s: C r r -0 z m z 0 ~ ~ ( ) I s: m z - I ( / ) ~ . ~-·: : ; . 'o -i - """ ) , ii ! ? \ ,, , .. . t •• 1 ,, , C l ) ~ _,, ... . , ' "; , , ~ .. l ,. r \,. .·~ •• "• Il l ~ .: o t ' · -: . rn i : t ~ f 1;~ \ ~! ! I ·" \ ... ' 1 ·, , .: ; ,o ~~ .. : t f ~ i ! i e : ·7 ~. , \ . : ) "" $- I: , ' : ' · ❖-~ . . ·• : .. -t .. . . ,u ,,,., ., u I-ANGLES MAY BE POSITIONED ON LONG SIDES OF MULLION AS FIELD CONDITIONS DICTATE SEE ALUM , - - --- -7 ANGLE , (4) _,.'SMS -SAE GR 5 OR DIRECTIV3~4" 111 '1._ _ -'::::_ __ s:._oj EACH SIDE (8 TOTAL) (2) ANCHORS PER MULLION ANCHOR SCHEDULE (2) ALUM ANGLES ON OPPOSITE SIDES PER ALUM ANGLE DIRECTIVE. BOLTED ANGLE LEG MAY BE POSITIONED INSIDE OR OUTSIDE MULLION FACE MULLION PER MULLION SCHEDULES CD J;.f PPED MOUNT OPTION 1 / ANGLES MAY BE POSITIONED ON LONG SIDES OF MULLION AS FIELD CONDITIONS DICTATE SEE ALUM ANGLE DIRECTIVE ,- 10 ---(4)•"SMS-SAEGRSOR SS ON EACH SIDE (0 TOTAL) 3/4" MIN (2) ANCHORS PER ,-t--rf.:==-=~2:'.'.'.:__ __ ..::;jry---77 MULLION ANCHOR 0 I SEE ALUM t ANGLE DIRECTIVE ' -... ------j 0 0 ! SCHEDULE MIN SPACING PER !--+-_,ANCHOR SCHEDULE MULLION PER MULLION SCHEDULES (2) ALUM ANGLES ON OPPOSITE SIDES PER ALUM ANGLE DIRECTIVE. BOLTED ANGLE LEG MAY BE POSITIONED INSIDE OR OUTSIDE MULLION FACE ([);~APPED MOUNT OPTION 2 (6) ¼" SMS -SAE GR 5 OR SS ON EACH SIDE(l2 TOTAL) (4) ANCHORS PER MULLION ANCHOR SCHEDULE (4) ';" SMS -SAE GR 5 OR SS ON EACH SIDE (0 TOTAL) t z ;;: ' -... MIN. SPAQNG PER ANCHOR SCHED. (2) ANCHORS PER MULLION ANCHOR SCHEDULE (2) ALUM ANGLES ON OPPOSITE SIDES PER ALUM ANGLE DIRECTIVE . BOLTED ANGLE LEG MAY BE POSITIONED INSIDE OR OUTSIDE MULLION FACE -MULLION PER MULLION SCHEDULES CD ~~~E MOUNT OPTION 1 SEE ALUM ANGLE DIRECTIVE (4) ANCHORS PER MULLION ANCHOR SCHEDULE (4) ¼" SMS -SAE GR 5 OR SS ON EACH SIDE (8 TOTAL) l" MIN 0 --,- z ;;: ' -__,_ I SEE AWM t ANGLE MIN SPACING PER ANCHOR DIRECTIVE LL.-----, fl'----'-' SCHEDULE MULLION PER MULLION SCHEDULES EID ~f.'sCE MOUNT OPTION 2 (6) 0" SMS -SAE GR 5 ORSS ON EACH SIDE (12 TOTAL) (4) ANCHORS PER MULLION ANCHOR SCHEDULE J/4" MIN _........--(2) ALUM ANGLES ---J:::::---7-ITT;---m-r--- ,----f---,r,::±====,-,--f---,---ON OPPOSITE SIDES Q Q PER ALUM ANGLE 0 0 0 Q -I---" DIRECTIVE. BOLTED <.'.> 'I! ANGLE LEG MAY BE ~ ~ POSITIONED INSIDE '.;i ct OR OUTSIDE & !j? MULLION FACE . u zz i:: C>. 0 MULLION ANCHOR SCHEDULE MINIMUM MINIMUM CONNECTION CONNECTION ANCHOR TYPE SPACING ECGE CETAIL CAPACITY CISTANCE 4.~--1All 3, 1 BJI 3 Tcep 3660 LB 6" v,.,, 2249 LB 1/2" CEl.NAL T SC REW BOLTS (OR Tc.,1p 6442 LB EOUIV .j W/2-1t2• EMBEC TO 3KSI 4.0'" 4.~--2A/13, 28/13 Vcsp 4106 LB l111IN. CONCRETE Tc.,1p 4.6" 3.A/13. 38J13 12883 LB 4.0" v,.,, 8213 LB 2.$" 1AII 3, 1 BJI 3 Tcep 1905LB 6.0" v,.,, 1007LB 318"" OEWAL T SCREWBOL TS\OR Tcep 3801 LB EOUIV.j WJ2• EMBEC T03KSI MIN. 3.0" 2.~·· 2A/13, 28/13 Vcsp 1700 LB CONCRETE 3.A/13, 38J13 Tc.,1p 7622 LB 3.0" 2.~·· v,.,, 3399 LB 4.~--1Arl 3. 18/13 Tc.,1p 19~3LB 6.0" Vcsp l233LB 318' CEWAL T SCREW BOLTS (OR Tcep 3906 LB EOUIV .) W/ 3, 1/4' EMBED TO 3.0" 4.6" 2A/13, 28J13 GROUT-FILLED CONCRETE BLOCK• Vcsp 2467 LB 4.6" 3A/13, 38/13 Tcep 78l2LB 3.0" v,.,, 4934 LB 1Arl 3. 18/13 Tc.,1p 1310 LB 2.0" 1.25"" v,.,, 302 LB ~16"" LAG SCREWWJ 2' MIN. Tc.,1p 2620 LB THREAD PENETRATION TO 2.0" 1.25"" 2A/13. 28J13 G=0.42 MIN WOOC Vcsp 604 LB 1.25" 3A/13, 38/13 Tcep 3930 LB 2.0" Vcsp 906 LB -,.o·· L1;)')" 1Arl 3. 18/13 lr,1p 1Ci70LB \/(,11) 1 7110 IU 5/16"" DEWALT ULTMCON(OR 2A/13. 28J13 lr,1p 1 K)() 1U l(lUIV.)).ilf/ )., I ~.11UI nnn.',KSI :~.7.'I" L1;)')" \/(,11) ;)K40 1B MII-J ( Of-l('.111 Tl lr,1p :~t14o rn :~.7.'I" L1;)')" 3A/13, 38/13 \'(.<lfJ ')fl~)'.) IB l r·• 1AII 3, 1 BJI 3 Tl<IP .,_•,mm s.o· ., \'(.<lfJ 7-,11 rn .\f1b" DI WAIT UITIIA(Ot-l(OI• 2A/13. 28J13 Tl<IP 11fl01U s.o· l r·• I QUI\/.) 'W/;, 1/4" I MUI OTO ., \'(.<lfJ 1500LB GROUT -FILLECl CONCRETE BLO(K Tl<IP s.o· l r·• 3A/13, 38/13 l?.20 LB ., \'(.<lfJ 3000 LB MU LUON ANCHOR SCHEDVLE NOTES: 1. FOR ""TRAPPEC MOUNT"" CONDITIONS \.VlTH END MULUOI\IS, 'Rsum· VALUES IN MULLION SCHECuLE SHALL t-lOT EXCEED MAX 'Vcap' VALUES NOTED It-I THIS SCHECULE. Z, FOR "FACE MOUtH" COHOITIOt-lS VlflTH Et-10 MULUOHS, RV/V(ap + Rt/TC.ap SHALL BE LESS THAN OR EQUAL TO 1,(), WHERE 'Rv' ANC 'Rt' ARE PER MuLUON SCHEDULES, AND ·reap· AND 'V<.ap' ARE PER THIS SCHECULE. ~. FOR ""TRAPPEC MOUNT"" CONDITIONS \.VlTH INTERMEDIATE MuLUONS, 'Rt' VALUES IN MULLION SCHEDULES SHALL HOT EXCEEC 'Vcap' VALUES 1-JOTEO It-I THIS SCHEDULE. 4. FOR ""FACE MOUNT"" CONDITIONS \.VlTH INTERMEDIATE MuLUONS, 'Rt' VALUES IN MULLION SCHEDULES SHALL NOT EXCEEC 'Tcap' VALUES NOTEC IN THIS SCHEDULE S. * ANCHORS SHALL PENETRATE THROUG-1 FACE SHELL INTO GROUTED CELL. 6. AL TERNA.TE ANCHORSANC OR END CONNECTION CONFIGURATIONS MAY BE DESIGNEDJCERTIFIEC ONA SITE SPECIFIC BA.SIS BASED ON THE ENO LOACINGS LISTED IN THE MULLION SCHECULES. 7. 1/2' UNC THRU BOLTS MAY BE USED IN LEIU OF't' SIAS PER THE FOLLOWING DIRECTIVE 7.1. \4j SMS PERSICE = (2).;.""UNC THRU OOL TS/(6) SMS PER SIDE= (3) t• UNC THRU BOLTS ALUM ANGLE DIRECTIVE N.T.S . 6061-T& OR 6005-TS ALUM ANGLE DIMENSION NOTE: MINIMUM REQUIRED ANGLE LEG SIZES AND LENGTH SHALL BE MIN. SPACING PER ANCHOR SCHED. MULLION PER MULLION MULLION PER MULLION zt .,L----,_,, ,0.25" DETERMINED BASED ON SCHEDULES SCHEDULES < ~ THE ANCHOR MIN. SPAQNG PER ANCHOR SCHED. RICHAAC> NEET, P.E. Pf# 86488 CAf' 9885 "' w I: ::, :c (/1 w z 8 iii "' ::, :c Q. ::, .:. _, i _. _. "' ,: w .., "' z ;;; 20-31266 -.,; U) 10 -'.'.l u. .. _, ~ a: ii: .. ti ::, 0 i a. SCAl£:HT$ UNLESS NOTED ([) ® 'i£ ;;: \' REQUIREMENTS IN THE 31A3 TN.TR.SA. PPED MOUNT OPTIOl'J 3 21B3 NF.TA.SC. E MOUI\JT OPTION 3 1" ~ I k:::=:::?-:: .,.~......... MULLION ANCHOR .J_ L.: ~-<, ,,-1-SCHEDULE AND THE C# ~ 1-;:: :~-i\--i'' MU~~~:l~~~~~~NENT 1] ® i$ ~1-----------------------------------------------------------------------------------------------------------· ·. C .i ·- I ' EASTERN METAL SUPPLY 2" CLEAR BERTHA STORM PANEL (HVHZ & NON-HVHZ) THE CLEAR POLYCARBONATE PANELS APPROVED IN THIS DOCUMENT MAY BE INTEGRATED WITH ALTERNATE STEEL/ALUMINUM PANEL APPROVALS PROVIDED THE MINIMUM INSTALLATION CONDITIONS OUTLINED HEREIN ARE NOT EXCEEDED WIDTH UNLIMITED -(PERP TOPANELSPAN)l TOP MOUNT (CONN~ TYP,::,,. TYPE AS REQ'D) \ SECTIONS PLAN VIEW V I PLAN VIEW V R0.297" --, ·o --✓...,,-' ~ • I .. .. -~ -. -.. '-BOTTOM MOUNT {CONN AS REQ'D) ' I\ :' _,_ ___ i=:=c===-=,=====c:=t===i'5~ I \ g: ", I ' \ q ARCH TOI> BOTTOM MOUNT (CONN TYPE AS REQ'D) -'\ \ \ ~ { - '\ l ~j Q'.625" STRAIGHT TOP ~0.578:tc" ; MAY BE AT TO '-_ _,,. /1\ TYPICAL VERTICAL MOUNT ELEVATION &BOTTOM DGEOFPANEL ---\..V N.T.S. ELEVATION / ", / ' ,6.30S \ \ I \f I ' I OR1 -,--+-) 1.260: FIE LO ORI LLED PANEL HOLES SHALL NOT EXCEED THE LIMITATIONS SHOWN IN THESE DETAILS AND SHALL NOT HAVE ANY CRACKS/BREAKS \ \J •1• ,1.25! · / 0,625 '~,-~ ...... ' -R-0~. !%~,,..--, MINIMUM POLYCARBONATE PANEL PROPERTIES FOR use WITH THIS APPROVAL: SPECIFIC GRAVITY 1.20 G/CC ASTM 0792 TENSILE YIELD STRENGTH 8700 PSI ASTM 0638 FLEXURAL STRENGTH AT YIELD 12500 PSI ASTM 0790 FLEXURAL MODULUS 340000 PSI ASTM D790 NOTCHED IZOO JS FT-LB/IN ASTM 0256 SMOKE DENSITY 75 MAX ASTM 02843 RATE OFBURNlf\JG C-1 CLASS MAX ASTM D635 SELF IGNITION 650 DEG. F ASTM D1929 --- OGE OF PANEL MAVBEATTOP &-BOTTOM ;f DESIGN NOTES: POSITIVE&. NEG.\TIVE (ASO) DESIGN PRESSURES FOR USE WITH THIS SYSTEM SHALL BE DETERMINED ON A SITE-SPECIFIC BASIS ANO COMPARED TO UMlTlHG FACTORS AS STIPULATED HEREIH. THEY SHALL BE CALCULATED HI ACCORDAHCE V,JITH THE GOVERHIHG CODE REOUIREMEHTS & 1H ACCORDANCE \l\ffTH ASCE 7 AHO CHAPTER 1609 OF THI: FLORIDA BUILDING CODE. THEY SHALL BE LESS THAN OR EQUAL TO THE POSmvE OR NEGATIVE DESIGN PRESSURE CAPACITY VALUES LISTED HERElt,J FORANV ASSEMBL VAS SHOWN. TOP&. BOTTOM DETAJLS SHOWH MAY BE INTERCHAHGEO AS FlELD CONDffiOHS DICTATE. PANELS MAY BE MOUNTED vERTICALL V OR HORlZOlflALL Y AS APPLICABLE. MAXIMUM ALLOWABLE DESIGN PRESSURES: GENERAL NOTES: AS NOTED IN DESIGN SCHEDULES 1. THIS SPECIFICATION HAS BEEH DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORJDA BUILDIHG CODE seveHTH eomor,1 (~O~O) FOR U!".e IU!".IOE ANO OUl"SIOe OF THE HVHZ, PER TAS 201, 202 & ~03 ANO A!".TM E330, e 1886 & E1996 TEST PROTOCOLS. COHTAACTOR SHALL HIVESTIGATE AHO CONFORM TO ALL LOCAL BUILDING CODE AMENDHEN"5 WHICH MAY APPLY. DESIGN CRITERIA BEYOHOAS STATED HEREIH HAY REQUIRE ADDffiONAL SlTE·SPECIFIC SEALED EHGHIEERING. 2. HO 33-1/3% INCREA!".e m ALLOWABLE !".TRESS HA!". eeeH useo m THE OESIGN OF THIS SY!".TEM. 3, THEARCHITECT/EHGINEEROF RECORD FOR THE PROJECT SUPERSTRUClVRE WITH WHICH THIS DESIGH IS USED SHALL BE RESPONSIBLE FOR THE HITEGRITY OF ALL SUPPORTING SURFACES TO THIS DESIGN WHICH SHALL ee COORDINATED 8YTHE PERMITTIHGCONTRACTOR. ◄. !".EPA.RATE 'SITE·!".PECIFIC' !".IGHEOAHO !".EALEO EHGIHEERING SHALL ee REQUIRED IN OROER TU DEVIATE, IHTERPOlATE, ANO EXlRAPOlATE FROM LOADS, DEFLECTIONS, OR SPAHS (OlffAINEO HEREIH. CONTACT THIS EHGlf>JEERAHOVISITTHE AC(OMPAHYlHG DIGITAL INFORMATION REFEREHCEO HEREltl FORALTERHATE SPAH (A.L(ULATIOHS AS HAY BE REQUIRED, 5. THE !".YSTEM OETAILEO HERern IS GENERIC AHO DOE!". NOTPROVIOe INFORMATION FOR A !".PECIFIC SITE. FOR !".rre cor,1omoNS OIFFEREHT FROM THE COHOITTOHS DETAILED HEREIIL A ucer,,seo EHGmeeROR REGI!".TEREO ARCHITECT SHALL PREPARE SITE SPECIFIC OOCUMEN"5 FOR use ]ti COHJUHCTION WITH THIS OO(UHEHT. 6. OE!".IGH PRE!".!".URE!". HOTEO HEREIN ARE 8ASEO ON MAXIMUM TE!".TEO PRE!".!".URE!". OIVIOEO SY A 1.5 !".AFETY FACTOR. 7. ALL FASTENERS TO BE Xu."'0 OR GREATER SAE GRADE SUH LESS HOTEO OTHERWISE. FASTEHERS SHA BE (A.OMIUH·PLATEO OR OTHERWISE CORROSlOH·RESISTAHT MATERIAL AND SHALL COMPLY WITH "'SPEClfl(A.TIOHS FOR AWMIHUM STRUCTIJRe!".• !".ECTlON J.3 SY THE ALUMINUM ASSOOATIOH, INC., & AHY APPUCA8LE FEDERAL, !".TATE, AUO/OR LOCAL cooes. $, All STORM PAHELS SHALL BE CLEAR POLYCA.RBOHATE, t=0.100'" AHO COHFORM TO THE SPEClfl(ATIOHS LISTED HEREIN. 9, All ALUHUIUH EXTRUSlOHS SHALL BE 6063-n; ALUMINUM ALLOY OR eeneR, UNLE!".!". NOTED OTHERWISE. 10. CONCRETE AHCHOR!". NOTED HEREIN SHALL ee eMseooeo TO NOH·CRACKEO CONCRETE OHLY. IH!".TALL AU. CONCRETE AHCHORS, PER MAtlUFAcnJRER'S RECOHMENDATIOHS. 11. THE CONTRACTOR IS RESPOHSIBLE TO lflSULATE OR PROTECT ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVEHT ELECTROLYSIS, 12. ENGrneeR !".EAL AFFIXEO HERE TO VAUOATES !".lRUCTURAL OE!".IGH AS SHOWH ONLY. use OF THI!". !".PECIFICATION SY CONTRACTOR, et. al. INDEMHIFlES &SAVES HARMLESS THIS EHGlHEERFORALL COST & DAMAGES INCLUOIHG LEGAL FEES&. APPELLATE FEES RESULTIHG FROM MATERIAL FABRICATION, SYSTEM ERECTIOH, &CONSTRUCTIOH PRACTICES BEYOHOTHAT VIHICH I!". CALLEO FOR SY LOCAL, STATE, & FEOERAL CODE!". & FROM oevIATION!". OF THIS PLAN. 13. excePT AS EXPRESSLY PROVIOEO HERem, HO AOOITIOUAL CERTlfl(A.TlOHS ORAFFIRMATIOHSARE HITENOEO. 14, ALTERATIOHS,AOOITTOHS, OROTHERMARKIHGS TO THIS DO(UHEHT ARE HOT PERHITTEOAND INVAUOATE THIS CERTIFICATION. 15. PANEL!". !".HALL se PERMAHENnY LA8ELEO WlTH A MIIHMUM OF (1) LABEL PER PAHEL, CONTAIIUNG THE FOLLOWING INFORMATIOH: EASTERN METAL SUPPLY, lfl(. WEST PALM BEACH, FL TAS 201, TAS 202 &. TAS 203 A!".TM E330. ASTI•I E1886 & A!".TM eL996 FLORIOA PRODUCT APPROVAL NUMBER VISIT ECALC.10/28341 ,.,1,: ':l: ... N Hit...);...,,.,.': VISIT ENGIM:ERIN&EXJ"RESS.COM(EASTERN FOR ADDITIONAL PL..,UIS, REPORTS & RESO~ces ,II FRANK BENNAAOO, PE PEI 0046549 CAt98S5 ~ a. 0. ..., => w ~ (/) er: ii Q ' :t: _,I Vl :C ;; .. <( ~ ~ ~ ~ lu ~; ~ <t ~ :E:~~o w I-0 "' z ~ 1(1 ~ a: ct: " ~ ~ w u • I-N ~ w w Q 0 u " z Q ..., 5 II) "' Q ci! 9 u. 20-28341 -0 "' .., ., ~ u. ~ ~ 0. <t UJ Q ~ w !;i tii ~ ci! g u. SCALE: NTS UNLESS NOTED i] ._ ________________________________________________________________________ ..._ _____ _ ;:-: ~ OvERLAP = 2.576" 12000" r---t 2.000" t- 1+--+-l.SQ,A"'"l, ______ I -4.749"__j >-----12 .000" PANEL COVERAGE------< 1+--------14. 573" PANEL LENGTH-------_, lj"' 0.100'' THICK PANEL '-t /-10% TOLERANCE) \!.-' l"Q.. ''CAltBO~TI: ••• '2140,1so- OA10 9+• ... , 0.4711 l ..... l _e,a• Q094 ""' 2A7l 0,37C OJ80 1 "671 1-_,,.. '"' ... -1 lJ2:S l",115S l .... .... l.315J 1-..... -0J2SD , .... •j] ., .. :'6 31)00 ••= om-io w z.o:,::, M10 ..... I 2J25 on 3• BUILD-OUT ·u· HEADER "ii' 2" BUILD-OUT "U 0 HEADER ~(40-CQL(lll-»70) ,WV ~(40-CCI..OR-JS&;lj }.LllV uea t-o.t?-1 r-1ttc1=±-t-''°' ,.., ... , 031) U!f;1 0.rc!I I\Z70 J ., . . .,, @ 1" BUILD-OUT "U 0 HEADER (40-C0LOR-JS.,O) }.Lllll T 0,. .-+t- o, . 0i .:..M::•o;.:, 1•· :::)',',•:: •C:', •; 1 -~:.·. ·:.e: .,.,.,:tt,;: •:.~H::u_e·:. '"''-''"· 1-..,, ©ANGLE 4 (11-C0LOfl-<410) F: ~;•,'I[•: f :'1 ·:..·'.f ~ :' •:R~~ ~M·:.:'-TS' ~-.~. ~•,I) ••' ••C:M • M ;;,, •; • • U:> Cl U•H!::'.::r.. I •• '-•• ,, ... 11a.,o~nm x !'1 E1' u• O.<.:. ~---{ .. ::=:f'"'' @ STUD ANGLE !':.(I I-OOl.Dlt-000) """ II ,;, \ ~: • I 1\1 ...,. ~ 3"' BVILO-OUT "f'' TRACK ~ e(40-CCC.OA-8!16) M.IM 2• BUILD-OUT "F" TRACK @(,O-CClt..OR'-IIJl) AlJ.M Lt<; Um.tCl!Or· HAY ~t Rl"Vrl:t<:m ® •F" ANGLE -TRAOC S (<10-CQ.OR-610) AWlol ta-i Al T. "L ANC! f ~ WJ..9-IEREO W!NCNUT \!J("O-Ga.01'-620) ALIM '& (ZAI.CAC l ALLOY) 'ii' ALT. BUILD-OUT OPTION \ty ALW •M:CI :.JI~-=. ""','F. @ KEYHCI.E WASHER •, C SCHEDULE 1: ALLOWABLE PANEL SPANS (HVHZ & NON-HVHZ) 2" CLEAR PANELS ;(.·-10 ~:c,e·:::• .• < ~-= •::':,e-:11e ~~•.Te" ·•·:0.'-.111 ~F : ·•••M:>•,11• (1 :;.:.':).:: .,.;: \II,, c•~• .,, :" • • rn ', • :U.l f ~.: ;r .. ;_·., ::?:'' ~--S.'•l..M :'.11~-= .4 '-:?) ~:C•f~•:t• .• < ~-: .. .:.t: Ml .;) I .t 1,; ,::•. o .. -._ .. ,. ~ree. •i .... I' :.. (:I•;;-:< .··•: . :;.,·,,:,,.:.,,~.II" :'-'•:L: MINIMUM STORM PANEL SEPARATION FROM GLASS (HVHZ, WIND 20N E 4 & ESSENTIAL FACILITIES) MAXIMUM DESIGN ALLOWABLE INSTALLATIONS INSTALLATIONS PRESSURE SPAN (Lmax) LESS THAN 30' GREATER THAN 30' (PSF) ABOVE GRADE ABOVE GRADE -t/-21 132.0 in 10.50 in 9.75 in +/-26 120.0 in 10.00 in 9.25 in +/-31 10S.5 in 9.50 in 8.50 in +/-36 9&.5 in 9.00 in 8.00 in +/-41 84.5 in 8.50 in 7.25 in +/-46 73.0in 8.00 in 6.75 in +/-51 61.0 in 7.50 in 6.00 in -t/-56 49.5 in 7.00 in 5.25 in -t/-&O 40.0 in 6.50 in 4.75 in -SEE SHEET 4 FOR ANCHORAGE OPTIONS •:••'"· .... :, ·;;1,:,·;:;; I.ODD" OVERLAP © <:ORNl"R (;I O~IJRI" l)l"Tf\1I I.ODO" OVERLAP 1.000· SCHEDULE 2: ALLOWABLE PANEL SPAI\JS (NON-HVHZ ONLY) 2" CLEAR PANELS MINIMUM STORM PANEL SEPARATION FROM GLASS (WIN OZONE 4& ESSENnAL FACILITIES) MAXIMUM DESIGN PRESSURE (PSF) -t/-35 -t/-40 -t/-45 ALLOWABLE INSTALLATIONS LESS SPAN (Lmax) THAN 30' ABOVE GRADE 144.0 in 133.0 in 122.0 in 10.25 in 9.75 in 9.50in INSTALLATIONS GREATER THAN 30' ABOVE GRADE 7.00 in 6.25 in 5.50 in -t/-50 111.0 in 9.00 in 4.75 in -t/-55 100.0 in 8.50 in 4.00 in +/-60 89.0 in S.00 in 3.00 in -SEE SHEET 5 FOR ANCHORAGE OPTIONS -SPANSANDSEP. FROM GLASS LISTED IN THIS TABLE ARE ONLY APPLICABLE FOR CONNECTION TYPES Cl ANO C2 ONLY. -"H" HEADER. "U" HEADER ANO "C3" CONNEcnoN OPTIONS SHALL NOT BE USED l/JITH THIS TABLE -MINIMUM PANEL SPAN IS 36.0". unuzE GLASS SEPARATION FOR89" SPAN TIER FOR SPANS LESS THAN SHOWN IN TABLE >: :" ',(• ::c:•,:: , •• H~·.L•;·;; fl~< ( ~-: ·::•>;[, =R,'·MI, ~,--i""f-- SPAN SCHEDULE NOTES: 1. ENTER SPAN SCHEDULES WITH NEGATIVE DESIGN LOAD &. PANEL FASTENER SPACING TO DETERMINE MAXIMUM ALLOWABLE STORM PANEL SPAN. SCHEDULE IS ACCEPTABLE FOR USE WITH POSITlVE LOADS LESS THAN OR EQUAL TO NEGATIVE DESIGN LOADS. 2. LINEAR INTERPOLATION BETWEEN LOADS IS ACCEPTABLE, OTHERWISE USE NEXT HIGHER LOAD. GLASS SEPARATION NOTES: 1. ENTER SPAN SCHEDULE WITH POSITlVE DESIGN LOAD TO DETERMINE MINIMUM ALLOWABLE SEPARATION FROM THE OPENING TO BE PROTECTED. 2. SCHEDULE IS REQUIRED FOR USE WITH POSITIVE LOADS ONLY. INTERPOLATION BETWEEN LOADS IS ACCEPTABLE, OTHERWISE USE NEXT HIGHER LOAD. 3. FOR INSTALLATIONS OUTSIDE OF THE HVHZ AND OUTSIDE OF ESSENTIAL FAOLITIES IN ASTM WIND ZONES 1 THROUGH l, THE GLASS SEPARATION SCHEDULE IS NOT REQUIRED AND NO MINIMUM SEPARATION FROM THE PROTECTED OPENING IS REQUIRED. BUILD·OUT J~~=-' :>:i·:.-1, o •>;11:r.r: H~•-L•:·;; f -~< < c:i· · .. ·cc:u •·:.. .. 11••:• ..... :..•,o•c:i· '-.() 11 : • .1 • ,:0.'-.1 U :)', •··p Cl .::.•:)\ :•'".('M C: ,,: :>:i·:.-1,0 •>;11:r..e-: H~·.L•;·;; fl~< ( ~-: ·::•;~-: DISTANCE 1/"--D.25" MAX. ~-= u:r .r..e .'•l..f.1:'.lla: ='t•:,re,:r..,~ 1~•· ,; ~ ~-: ::~::11-~•:'.C•·:. .:•:,.:. TK·'.U•;r.. :? .. :..! :),,,: EMBED •·.:.. ...... :,. $1 :0.',()1(:1• ... :: • 011 e.ASI u :>', ·:i:• CF ~TR.·;-" .r..: Ol"Tf\1I ® TRAP MOIJl,/T (:I O~IJRI" l)l"TAII II.LS. © 01.1110-0UT MOU,,IT (;l()~IJRI" Ol"Tf\1I II.LS. 1.5D0" MIN . 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" ·" · :. 0 - .! , " © ; ,; , -! ,l l ., ., ff i ~ ~ a l .. - " ,, , : , : f i i -: : - n m . ., ti ~5~~ ; l= : -:- :: )T c : EA S T E R N ME T A L SU P P L Y 42 6 8 WE S T R O A D S DR WE S T PA L M BE A C H , F l (8 0 0 ) 43 2 - 2 2 0 4 2• Cl . E A R BE R T H A ST O R M PA N E L FL O R I D A BU I L D I N G CO D E FL O R I D A ST A T E W I D E AP P R O V A L Fl . 2 8 3 9 0 . 1 :· ' , t . - u '> · ~ ~ m: - c • . r , T A" Y • F . . ' . ° ; " ' F . . " A . T r r, y , · , ~ t - H • A " I - - - - - - - < r, "' A ' I r, ; . 1 rr ; 1 . r :- : · t• r . @ ' E N G .IN E E R l r •I G ~ c : - ~ · CO R P O R A T E OF F I C E : 1 6 0 S W 1 2 t h AV E , S U I T E 1 0 6 D E E R F I E L D B E A C H , F L 3 3 4 4 2 (9 S 4 J J. 5 4 . 0 6 0 0 I (8 6 6 ) Yl 6 " 9 9 9 9 TE A M O E N G J N EE R l N G E X P R E S S . C O M EN G l N E E R l N G E X P R E S S . C O M ~ :: : © ~ ~ ~ < ,. \ , . , :: ; : , ; , ~ - ( ~ / • ·· r . : ;' ) ,, j !~ o, . .,, Im -~4 - ., , , '° ~ "1 .. , ., : <~ 11 8 !: ' !€ \ ~ \ 'l . '•" ' ' ;" · ; '· . i , ' ".: ~; : ii << . i , . f. ' '• , ·~1 .,:.,,. : ? ,.- t ·. C I ,_: u tii :, 0~ :C Ul w I-w ~ u z 0 u I-t; "' :, 0~ :c "' :.: u 0 ..I a:, ,_ 0 Ill ..I ..I ... ... I I-= 0 ~ i:, ~ 0 -.J :: 0 ..I ..I 0 ::c ANCHOR SPACING (FOR SCHEDULE 1 -HVHZ & NON-HVHZ): 2" CLEAR PANELS Sea ns Ue To 3'-4 .. {40""} Seans Ue To 7"-o·· (84""} LOAD COHHECTIOH TYPE COHHECTIOH TYPE ANCHOR (psij Cl C2 C3 Cl C2 C3 1/4"" ITW TAPCON WITH 1-3/4"" EMBED ANO 21 12.0" 12.0" 12.0" 12,0" 12.0" 12,0" 1-1/2"" MIN. EDGE DISTANCE (3L92 psi MIN 31 12.0" 12.0" 12.0" 12.0" 12.0" COl<CRETE) 41 12.0·· 12.0·· 12.0·· ~ SL 12.0" 12.0" 12.0" 60 12.0" 12.0" 12.0" 1/4" OE\,.o/ALT ULTRACOH \l\lfTH 1-3/4" EMBED 21 12.0·· 12.0·· 12.0·· AHO 1" MIH. EDGE OISTAHCE (2846 psi MIH 31 12.0" 12.0" 12.0" COl<CRETE) ~ 41 12.0" 12.0" 12.0" SL 12.0·· 12.0·· 12.0·· 60 12.0" 12.0" 12.0" 1/4"" DEWALT PANEL.NATE (FEMALE, MALE, or 21 12.0" 12.0" 12.0" PLUS) W/ 2" EMBEDA"D 2-1/2" MIN. EDGE 31 12.0·· 12.0·· 12.0·· OISTAHCE (3350 psi MIH COtlC) 41 12.0·· 12.0·· 12.0·· * : i;E, 51 12.0" 12.0" 12.0" 60 12.0·· 12.0·· 12.0·· 1/4"" ITW TAPCON STORM GAURO W/ 1-3/4"" 21 12.0·· 12.0·· 12.0·· EMBED ANO 1-1/4"" MIN. EDGE DISTANCE 31 12.0" 12.0" 12.0" (3295 psi Mlt,J CONCRETE) 41 12.0·· 12.0·· 12.0·· X 51 12.0·· 12.0·· 12.0·· 60 12.0" 12.0" 12.0" 1/4-20 AU. POIHTS SOUO· SET WITH 7/8" 21 12.0·· 12.0·· 12.0·· EMBED AHO 1·1/4" MIN. EDGE DISTANCE 31 12.0·· 12.0·· 12.0·· (3000 psi MIN COl<CRl:TE) 41 12.0" 12.0" 12.0" X ~ SL 12.0" 12.0" 12.0" 60 12.0·· 12.0·· 12.0·· S1;!<1 ns u1210 3'-4" (40"} St2:ans u12 To 7'-0" (84"} s ans u To 11'·0" 132" LOAD CONNECTION TYPE CONNECTION TYPE CONNECTION TYPE ANCHOR (psQ Cl C2 C3 Cl C2 C3 Cl C2 C3 1/4" ITW TAPCOH WITH l" EMBED AHO 2" 21 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· 11.0·· MIH. EDGE DISTANCE (L900 psi MIH CMU) 31 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· 7.5" 41 12.0" 12.0" 12.0" a SL 12.0·· 12.0·· 9.5" 60 12.0·· 12.0·· s.o·· 21 12.0" 12.0" 12.0" 1/4" OE\,.o/ALT ULTRACOH \I\IITH L-1/4" EMBED AHO L" MIH. EDGE OISTAHCE (1900 psi MIH 31 12.0·· 12.0·· 12.0·· CMU) a 41 12.0·· 12.0·· 12.0·· 51 12.0" 12.0" 9.5" 60 12.0" 12.0" 8,0" 1/4" OE\ .. o/ALT PAHELNATE (FEMALE, MALE, or 21 12.0·· 12.0·· 12.0·· PWS) W/ 1-1/4"" EMBED ANO 2"" MIN. EDGE 31 12.0" 12.0" 12.0" DISTANCE (2000 psi MIN CMU) 41 12.0" 12.0" 12.0" * 4 : ~ 51 12.0·· 12.0·· 12.0·· 60 12.0" 12.0" 12.0" 1/4·20 AU. POIHTS SOUO· SET WITH 7/8" 21 12.0" 12.0" 12.0" EMBED AHO l·L/4" MIH. EDGE DISTANCE 31 12.0·· 12.0·· 12.0·· (1800 psi MIN CMU) 41 12.0" 12.0" 12.0" a.is: 51 12.0" 12.0" 9,5" X 60 12.0·· 12.0·· s.o·· ,_: EDGE DISTANCES AS HOTEO St2:ans Ut2: To 3'-4" (40"} Sj;!ans U!;! To 7'-0" (84"} s ans u To 11'·0" 132" LOAD I-u Ul :, 0~ ANCHOR :c "' (psi) COHHECTIOH TYPE Cl C2 C3 COHHECTIOH TYPE CON HECTIOH TYPE Cl C2 C3 Cl C2 C3 L/4"" lDN TAPCON WITH 1-3/8"" THREAD PEN. ANO 3/4"" MIN. EDGE DISTANCE (G=0.42 MH-1) ~ L/4" DEWALT ULTRACOH WITH 1-3/8" THREAD PEH. AHO 3/4" MIH. EDGE DISTA,.CE (G=0.42 MIN) a L/4"" DEWALT PANELMATE (FEMALE, MALE, or PLUS) W/ 1-7/6'" EMBED ANO 3/4"" MIN. EDGE DISTANCE (G=0.54 MIN.) 21 12.0·· 31 12.0" 41 12.0·· 51 12.0·· 60 12.0" 21 12.0" 31 12.0·· 41 12.0" 51 12.0" 60 12.0·· 21 12.0" 31 12.0" 41 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· 12.0" 12,0" 12,0" 12.0" 12.0·· 12.0·· 12.0·· 12.0·· 12.0" 12.0" 12.0" 12.0" 12.0·· 12.0·· 12.0" 12,0" 12.0" 12,0" 12.0·· 12.0·· 12.0" 12.0" 12.0" 12.0" 12.0·· 12.0·· O X Q:::::11-11> 0 51 12.0" 12.0" 12,0" 60 12.0" 12.0" 12,0" 0 L/4" trW TAPCOH STORM GAURO W/ L-3/4" :: EMBEDAl<D 1·1/4" MIN. EDGE DISTAl<CE (G=0.42 MIN) *---L/4-20 PANELMATE lNSERT WITH L-S/8"" EMBED ANO 3/4"" MIN. EDGE DISTANCE (G=0.42 MIN.) X tJe L/4"" WOOD OR LAG SCREW WITH 1-3/6,. MIN THREAD PEN. ANO 3/4"" MIN. EDGE DISTANCE (G=0.42 MIN.) ANCHOR NOTES: 21 12.0·· 12.0·· 12.0·· 31 12.0·· 12.0·· 12.0·· 41 12.0" 12.0" 12.0" 51 12.0·· 12.0·· 12.0·· 60 12.0·· 12.0·· 12.0·· 21 12.0" 12.0" 12,0" 31 12.0·· 12.0·· 12.0·· 41 12.0·· 12.0·· 12.0·· 51 12.0" 12.0" 12.0" 60 12.0·· 12.0·· 12.0·· 21 12.0·· 12.0·· 12.0·· 31 12.0" 12.0" 12,0" 41 12.0" 12.0" 12,0" 51 12.0·· 12.0·· 12.0·· 60 12.0" 12.0" 11.0" 1. ANCHOR SCHEDULE APPLIES TO ALL PRODUCTS CERTIFIED HEREIN, BUT ONLY PROVIDES MAXIMUM ALLOWABLE ANCHOR SPACING, MAXIMUM ALLOWABLE SPANS AND PRESSURES INDICATED IN SPAN SCHEDULE SHALL APPLY. 2. ENTER ANCHOR SCHEDULE BASED ON PANEL FASTENER SPACING, THE EXISTING STRUCTURE MATERIAL, & ANCHOR TYPE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN.SELECT CONNECTION TYPE BASED ON APPROPRIATE MOU~/TING CONDITION (SEE MOUNTING DETAILS ON SHEET 3 FOR IDENTIFICATION OF CONNECTION TYPE). 3. "PANEL FASTENERS" ARE STUDS USED IN CONJUNCTION WITH ALL MOUNTING EXTRUSIONS ("F"-TRACK, STUDDED ANGLE, ETC.). "PANEL FASTENERS" SHALL BE SPACED AT 12" O.C. ALL END PANEL HOLES SHALL HAVE PANEL FASTENERS, TYP. 4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS, 5. HOLLOW BLOCK HOST STRUCTURE SHALL CONFORM TO ASTM C90 BLOCK. 6, MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR SCHEDULE. 7. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO, FOAM, BRICK, AND OTHER WALL FINISHES. WALL FINISHES SHALL BE LIMITED TO 1/4" MAX OR SHALL BE VERIFIED BY OTHERS TO ADEQUATELY TRANSFER LOADS TO HOST STRUCTURE. 0. CONCRETE ANCHORS NOTED HEREIN SHALL BE EMBEDDED TO UN-CRACKED CONCRETE ONLY. 9. WHERE EXISTING STRUCTURE IS WOOD FRAMING, EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD. FASTENING TO PLYWOOD IS ACCEPTABLE ONLY FOR SIDE CLOSURE PIECES . 10. WHERE ANCHORS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2" X 4" (MIN.) WOOD STUD(/,," EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING). WOOD STUD SHALL BE G =0.42 OR GREATER DENSITY, U.N.O. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 11. REMOVABLE ANCHORS ARE: DEWALT PANELMATE, ALL-POINTS SOLID-SET. 12. MACHINE SCREWS SHALL HAVE 1/2" MINIMUM ENGAGEMENT OF THREADS INTO THE BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWAU< BOLT) U.N.O. 13, MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO OR OTHER WALL FINISHES. 14. = DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. 15. * DIRECT MOUNTING CONDITIONS. 16. LINEAR INTERPOLATION IS NOT PERMITTED FOR USE WITH THE ANCHOR SCHEDULES LISTED ON THIS SHEET. 17. PROVIDE KEYHOLE WASHER FOR 1/4·20 SIDEWALK BOLTS (OR TRUSS HEAD SCREWS) FRANK BENNAAOO, Pf PEI 0046549 CAt98S5 tw N~~ .. ,,, ....... , 20-28341 ' SCALE: NTS UNLESS NOTED ._ ________________________________________________________________________ ..._ _____ _ ·. C I ANCHOR SPACING (FOR SCHEDULE 2 -NON-HVHZ ONLY): 2" CLEAR PANELS EDGE DISTANCES AS NOTED ,_: $Dons Uo To 3·-0· Snons Un To 7·-0" SP9ns Up To 12.'·0 .. <., I-:, LOAD CONH TYPE CONN TYPE corm TYPE 8~ ANCHOR (ps') Cl C2 Cl CZ Cl CZ :r "' 1/4"" ITW TAPCON WITH 1-3/4"" 35 12.0" 12.0" 12.0" 12.0" 12.0" 12.0" EMBED AND l-l/2"" MIN. EDGE 40 12.0" 12.0" 12.0" 12.0" 1// /// DISTANCE (3L92 psi MIN 45 12.0·· 12.0"" 12.0·· 12.0"" CONCRETE) so 12.0·· 12.0"" 12.0·· 12.0"" // // 0 55 12.0" 12.0" 12.0" 12.0" v~ 1/~ 60 12.0·· 12.0·· 12.0·· 12.0·· 1/4"" DEWALT ULTRACOH WITH l-3/4"" 35 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· EMBED AND l .. MIN. EDGE DISTANCE 40 12.0" 12.0" 12.0" 12.0" 1// /// (2846 psi MIN CONCRETE) 45 12.0·· 12.0"" 12.0·· 12.0"" so 12.0·· 12.0"" 12.0·· 12.0"" // // 0 55 12.0" 12.0" 12.0" 12.0" v~ 1/~ 60 12.0·· 12.0·· 12.0·· 12.0·· ... 1/4"" DEWALT PANEU,tATE (FEMALE, 35 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· ~ MALE, or PLUS) W/ 2"" EMBED AND 40 12.0" 12.0" 12.0" 12.0" v// /// ... IX 2-1/2"" MIN. EDGE DISTANCE (33S0 45 12.0·· 12.0"" 12.0·· 12.0"" u psi MIN COHC) so 12.0·· 12.0"" 12.0·· 12.0"" // // z 0 * =I! ~ 55 12.0" 12.0" 12.0" 12.0" v~ //~ (,) GO 12.0" 12.0" 12.0" 12.0" 1/4" fTW TAPCOH STORM GAURO Vo// 35 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· 1-3/4"" EMBED ANO l-l/4"" MIN. EDGE 40 12.0" 12.0" 12.0" 12.0" 1// /// DISTANCE (3295 psi MIN CONCRETE) 45 12.0" 12.0" 12.0" 12.0" * so 12.0·· 12.0" 12.0" 12.0" // // 55 12.0" 12.0" 12.0" 12.0" // / / / GO 12.0" 12.0" 12.0" 12.0" / / / / / 1/4-20 AU. POINTS SOUO-SET 35 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· WITH 7/6" EMBED AND l-l/4" 40 12.0" 12.0" 12.0" 12.0" V/ /// MIN. EDGE DISTANCE (3000 psi 45 12.0" 12.0" 12.0" 12.0" V// /// MIN CONCRETE) so 12.0" 12.0" 12.0" 12.0" * ~ 55 12.0" 12.0" 12.0" 12.0" // / / / 60 12.0" 12.0" 12.0" 12.0" / / / / / EDGE DISTANCES AS NOTED ,_: Snans Un To 3•,o·•s ns Un To 7'·0" Spons Up To 12'•0" <., iii :, LOAD CONN TYPE COHU TYPE COHU TYPE 0~ AHCHOR (ps') Cl C2 Cl CZ Cl CZ :c "' 1/4" ITW TAPCON WITH l" EMBED 35 12.0" 12.0" G.O" 11.5" 6.0" 6.0" AND 2" MIN. EDGE DISTANCE (1900 40 12.0" 12.0" 6.o·· 10.0" // // psi MIN CMU) 45 12.0" 12.0" 6.o·· 9.o·· / / // :,: so 12.0" 12.0" G,O" 8.0" V// 1/// u 55 12.0" 12.0" G.O" 7.0" s 0 60 12.0·· 12.0·· 6.o·· 6.o·· V// /// a, 35 12.0" 12.0" 12.0" 12.0" G.O" 7.0" -1/4" DEWALT ULTRACON WITH l·l/4" 0 EMBED AHO 1" MIH. EDGE DISTANCE 40 12.0" 12.0" 12.0" 12.0" // // ... (1900 psi MIN CMU) 45 12.0" 12.0" 6.o·· 10.5" / / // ... ... so 12.0" 12.0" G.O" 9.5" // // Ii! 0 55 12.0" 12.0" G,O" 8.5" v~ 1/~ • I-60 12.0·· 12.0·· 6.o·· 1.0·· ::> 35 12.0" 12.0" 12.0" 12.0" 12.0" 11.0" 0 1/4" DEWALT PANEU,tATE (FEMALE, IX MALE, or PLUS) W/ l-l/4" EMBED 40 12.0" 12.0" 12.0" 12.0" 1// /// (.:, AND 2" MIN. EDGE DISTANCE (2000 45 12.0" 12.0" 12.0" 12.0" Cl! psi MIN CMU) so 12.0" 12.0" 12.0" 12.0" // // 0 55 12.0" 12.0" 12.0" 12.0" v~ 1/~ -* ~ == -60 12.0·· 12.0·· 12.0·· 11.0·· 0 1/4-20 AU. POINTS SOUO-SET WITH 35 12.0·· 12.0·· 12.0·· 12.0·· 6.o·· 8.5" ... .., 7/6" EMBED ANO l-l/4" MIN. EDGE 40 12.0" 12.0" 12.0" 12.0" 1// /// 0 DISTANCE (1800 psi MIN CMU) 45 12.0" 12.0" 12.0" 12.0" :r so 12.0" 12.0" 6.o·· ll.0" // // * ~ 55 12.0" 12.0" G,O" 10.0" v~ 1/~ 60 12.0" 12.0" 6.o·· BS ,-: <., iii :, 0~ :r "' Q 0 0 == EDGE DISTANCES AS NOTED Snons Un To 3'-0"SDons UD To 7'·0" Spons Up To 12'•0" LOAD (ONH TYPE (OHH TYPE (OHH TYPE AHCHOR (ps') Cl CZ Cl CZ Cl CZ 1/4" ITW TAPCON WITH 1-3/6" THREAD 35 12.0" 12.0" 12.0" 12.0" 12.0" 12.0" PEN. AHO 3/4" MIN. EDGE DISTANCE 40 12.0" 12.0" 12.0" 12.0" // /// (G=0.42 MIN) 45 12.0" 12.0" 12.0" 12.0" // / / / so 12.0" 12.0" 12.0" 12.0" / ,/,, 1/// 0 55 12.0·· 12.0·· 12.0·· 12.0·· / 60 12.0·· 12.0·· 12.0·· 12.0·· / / / /// 1/4" DEWALT ULTRACON WITH l-3/8" 35 12.0" 12.0" 12.0" 12.0" 12.0" 12.0" THREAD PEN. ANO 3/4" MIN. EDGE 40 12.0" 12.0" 12.0" 12.0" // /// DISTAl<CE (G=0.42 MIN) 45 12.0" 12.0" 12.0" 12.0" // / / / so 12.0" 12.0" 12.0" 12.0" / ,/,, 1/// § 55 12.0·· 12.0·· 12.0·· 12.0·· / 60 12.0·· 12.0·· 12.0·· 12.0·· / / / /// 1/4" DEWALT PANEU,tATE (FEMALE, MALE, 35 12.0" 12.0" 12.0" 12.0" 12.0" 12.0" or PLUS) W/ l-7/8" EMBED AND 3/4" MIN. 40 12.0" 12.0" 12.0" 12.0" // /// EDGE DISTANCE (G=0.54 MIN.) 45 12.0" 12.0" 12.0" 12.0" // / / / so 12.0" 12.0" 12.0" 12.0" / ,/,, 1/// * =ai :ia 55 12.0" 12.0" 12.0" 12.0" / 60 12.0·· 12.0·· 12.0·· 12.0·· / / / /// 1/4" ITW TAPCON STORM GAURO W/ 1-3/4" 35 12.0" 12.0" 12.0" 12.0" 12.0" 12.0" EMBED AND l-l/4" MIN. EDGE DISTANCE 40 12.0" 12.0" 12.0" 12.0" // / / / (G=0.42 MIi<) 45 12.0" 12.0" 12.0" 12.0" // / / / so 12.0" 12.0" 12.0" 12.0" // // * 55 12.0" 12.0" 12.0" 12.0" / /, //// 60 12.0·· 12.0·· 12.0·· 12.0·· / 1/4-20 PANEU,tATE IHSERT WITH 1-5/6,. 35 12.0" 12.0" 12.0" 12.0" 12.0" 11.5" EMBED AND 3/4" MIN. EDGE DISTANCE 40 12.0" 12.0" 12.0" 12.0" 1// ///, (G=0.42 MIi<.) 45 12.0" 12.0" 12.0" 12.0" so 12.0" 12.0" 12.0" 12.0" // // * -55 12.0" 12.0" 12.0" 12.0" / /, 1/// 60 12.0·· 12.0·· 12.0·· llS / 1/4" WOOD OR LAG SCREW WITH l-3/8" 35 12.0·· 12.0·· 12.0·· 12.0·· 12.0·· 11.5" MIN THREAD PEN. AND 3/4" MIH. EDGE 40 12.0" 12.0" 12.0" 12.0" 1// ///, DISTANCE (G=0.42 MIN.) 45 12.0" 12.0" 12.0" 12.0" so 12.0" 12.0" 12.0" 12.0" // // t1nunn1nunn1~ ~ 1SHSSSHSSSHSSS► 55 12.0" 12.0" 12.0" 12.0" v /, 1/// 60 12.0" 12.0" 12.0" ll.5'' / ANCHOR I\JOTES: 1. ANCHOR SCHEDULE APPLIES TO ALL PRODUCTS CERTIFIED HEREIN, BUT ONLY PROVIDES MAXIMUM ALLOWABLE ANCHOR SPACING. MAXIMUM ALLOWABLE SPANS AND PRESSURES INDICATED IN SPAN SCHEDULE SHALL APPLY. 2. ENTER ANCHOR SCHEDULE BASED ON PANEL FASTENER SPACING, THE EXISTING STRUCTURE MATERIAL, & ANCHOR TYPE. SELECT DESIGN LOAD GREATER THAN OR EQUAL TO NEGATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN GREATER THAN OR EQUAL TO SHUTTER SPAN. THIS SHEET APPLIES TO CONNECTION TYPE "Cl" AND "C2" ONLY (SEE MOUNTING DETAILS ON SHEET 3 FOR IDENTIFICATION OF CONNECTION TYPE). "H" HEADER AND "U" HEADER OPTIONS ARE NOT APPLICABLE FOR THESE TABLES. 3, ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS, 4. HOLLOW BLOCK HOST STRUCTURE SHALL CONFORM TO ASTM C90 BLOCK. 5. MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR SCHEDULE. 6. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO, FOAM, BRICK, AND OTHER WALL FINISHES. WALL FINISHES SHALL BE LIMITED TO 1/4" MAX OR SHALL BE VERIFIED BY OTHERS TO ADEQUATELY TRANSFER LOADS TO HOST STRUCTURE. 7. CONCRETE ANCHORS NOTED HEREIN SHALL BE EMBEDDED TO UN-CRACKED CONCRETE ONLY. 8. WHERE EXISTING STRUCTURE IS WOOD FRAMING, EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT PLYWOOD, FASTENING TO PLYWOOD IS ACCEPTABLE ONLY FOR SIDE CLOSURE PIECES. 9. WHERE ANCHORS FASTEN TO NARROW FACE OF STUD FRAMING, FASTENER SHALL BE LOCATED IN CENTER OF NOMINAL 2" X 4" (MIN.) WOOD STUD(/.," EDGE DISTANCE IS ACCEPTABLE FOR WOOD FRAMING), WOOD STUD SHALL BE G=0.42 OR GREATER DENSITY, U.N.O. LAG SCREWS SHALL HAVE PHILLIPS PAN HEAD OR HEX HEAD. 10, REMOVABLE ANCHORS ARE: DEWALT PANELMATE, ALL-POINTS SOLID-SET. 11. MACHINE SCREWS SHALL HAVE 1/2" MINIMUM ENGAGEMENT OF THREADS INTO THE BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD (SIDEWALK BOLT) U.N.O . 12. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO OR OTHER WALL FINISHES. 13. = DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. 14. * DIRECT MOUNTING CONDITIONS. 15. LINEAR INTERPOLATION IS NOT PERMITTED FOR USE WITH THE ANCHOR SCHEDULES LISTED ON THIS SHEET. 16. PROVIDE KEYHOLE WASHER FOR 1/4·20 SIDEWALK BOLTS FRANK BENNAAOO, PE PEI 0046549 CAt98S5 ,,•"''"II,,,, ,,,.'\,. et:,~.:.:····-: .. 20-28341 C SCALE: NTS UNLESS NOTED ._ ________________________________________________________________________ ..._ _____ _ BERTHA ASTROGUARD GENERAL NOTES 1. THE SYSTEM DESCRIBED HEREIN HAS BEEN DESIGNED AND TESTED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE SEVENTH EDITION (2020) FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE PER TAS 201, 202 AND 203 TESTING STANDARDS. THE SYSTEM IS DESIGNED AS LARGE MISSILE RESISTANT. 2. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTOR Cd=l.6 HAS BEEN USED FOR WOOD ANCHOR DESIGN. 3, POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATED FDR USE WITH THIS SYSTEM SHALL BE DETERMINED PER SEPARATE ENGINEERING IN ACCORDANCE WITH THE GOVERNING CODE. PRESSURE REQUIREMENTS AS DETERMINED IN ACCORDANCE WITH ASCE 7 AND THE FLORIDA BUILDING CODE SHALL BE LESS THAN OR EQUAL TD THE POSITIVE OR NEGATIVE DESIGN PRESSURE CAPACITY VALUES USTED HEREIN FDRANY ASSEMBLY AS SHOWN. 4. DESIGN PRESSURES NOTED HEREIN ARE BASED ON MAXIMUM TESTED PRESSURES DIVIDED BY A I. 5 SAFETY FACTOR. PANELS HAVE BEEN DESIGN WITH A TOTAL 2" PRE-LOAD SLACK. 5. THE SYSTEM DETAILED HEREIN IS GENERIC AND ODES NOT PROVIDE INFORMATION FORA SPECIFIC SITE. FDR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A UCENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT. 6. PERMIT HOLDER SHALL VERIFY THE ADEQUACY OF THE EXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS. WOOD BUCKS (BY OTHERS) SHALL BE ANCHORED PROPERLY TD TRANSFER LOADS TD THE EXISTING STRUCTURE. 7. THIS SYSTEM IS INTENDED FDR USE ONLY DURING WIND STORM EVENTS. WHEN NOT IN USE, PRODUCT SHALL BE PROPERLY STORED AWAY FROM PROLONGED EXPOSURE TO DIRECT SUNLIGHT OR OTHER WEATHERING CONDITIONS. 8. ALL ALUMINUM EXTRUSIONS SHALL BE 6063-T6, U.N.O. 9. UNLESS OTHERWISE NOTED HEREIN, ALL SCREWS SHALL BE 304 OR 316 STAINLESS STEEL DR CORROSION RESISTANT COATED SAE GR. 5 CARBON STEEL. 10. MAXIMUM PANEL SPAN: 10'-2" 11. MAXIMUM ALLOWABLE DESIGN PRESSURE: ±60 PSF 12. PANELS SHALL BE PERMANENTLY LABELED WITH A MINIMUM OF ONE LABEL PER PANEL CONTAINING THE FOLLOWING: EASTERN METAL SUPPLY 4260 WESTROADS DRIVE WEST PALM BEACH, FL 33407 TAS 201, 202, 203 FLORIDA PRODUCT APPROVAL NUMBER 13, PANELS MAY BE MOUNTED VERTICALLY DR HORIZONTALLY AS APPLICABLE. 14. DISSIMILAR MATERIALS SHALL BE INSULATED FROM TO PREVENT CORROSION AND ELECTROLYSIS AS NECESSARY. 15, EXCEPT AS EXPRESSLY PROVIDED HEREIN, ND ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. RETENTION CUP END CONNECTOR: RHODIA ENGINEERING PLASTICS POLYAMIDE 66 FABRIC SPEOFICATION: TYPE OF YARN: TEXTILE FABRIC CONSTRUCTION: 25 X 25 WEAVE THICKNESS: 1000 MICRONS ± 5% FINISH: RESIN COATED WEIGHT (ASTM D 3776): 10.83 OZ/YD' TENSILE STRENGTH (GRAB METHOD, ASTM D4632): WARP: 079 LBS, WEFT: 079 LBS BURST STRENGTH (ASTM D 3706): 1500 PSI ABRASION RESISTANCE (ASTM D 4086): 95% STRENGTH RETAINED SEWING: SEWING ONLY AT SPUCE (SEE SPUCE DETAIL). NO SEWING AT EDGES. WIND ABATEMENT SYSTEM 2" MAX FROMM EDGE CI) ;:SLICE DETAIL 1 2 2 MAX O.C. SPACING t-----t PER ANCHOR I I SCHEDULES YP. 2" MAX FROMEDGESM OF OVERLAP SHALL HAVE A MINIMUM OF (2) CL! AT EACH END, LOCATED 2" MAX FRO EDGES OF OVERLAP. CUP AN ANCHOR SPACING AT 0\/ERLAPPE SECTION SHALL NOT EXCEED THDS NOTED IN ANCHOR SCHEDUL SCREEN 2" MAX tt FROM EDGES OF OVERLAP f---------MAY BE INSTALLED TO UNLIMITED WIDTH--------- NOTE: PANELS CAN OPTIONALLY BE ANCHORED ON THREE OR FOUR SIDES. FOR FOUR SIDE ATTACHMENT, THE SPAN IS THE SHORT DIMENSION BETWEEN FASTENERS. TYPICAL PANEL INSTALLATION N.T.S. EXTERIOR ELEV 20-31278 5CAl.f: PAGI! Dl!SCIUPTION1 Ty 1/4" MAX TO jSCREEN EDGE (0) #Sxl/2" PH SMS SCREEN WALL MOUNT CONDITION N.T.S. 00.465" -::::::::;,:,--=~ml!l 't' 0 .050" 0.100''"' TYP. 0.350" 0.500" 0.063" TYP. SECTION VIEW 1------4.450" 00.406' ---,- § --I- Tx l/4" MAX TO SCREEN EDGE (8) ~Sxl/2" PH SMS SCREEN INTERIOR MOUNT CONDITION N.T.S. t--1.478" 0.281" 0.406" 1210.442"~ 10.180" 0.063" TYP. .j_ To.100" TYP. SECTION VIEW @ ~~p MOUNTING CLIPPOLYAMIDE 66 MINIMUM GLAZING SEPARATION FROM GLASS INCLUDING INSTALLATION SLACK SPAH POSITIVE 0ESIG" LOAD fp50, +60 PSF +SO PSF +40 PSF +30 PSF 4'-0" G.88" G.63" 6,13" S.7S" 6·-o·· 11.13°° 10.so·· 9.88'. 9.oo·· 8'-0" 15,75" 14.88" 14.00" 12,75" 10'-0" 20.88" 19,75" 18.38" lG.88" 12°-o·· 26.36'" 24.66"" 23.lr 21.1r 14'-0" 32.13" 30,38" 28,25" ZS.7S" 14'-8" 34.13" 32.38" 32.38" 32.38" 16·-o·· 38.2s·· 36.ss·· 36.88 .. 36.88"" 17'-0" 41.38" 39.00" 3G.88" 36,88" 18·-2·· 45.13'" 42.50"" 39_50·· 36.88"" NOTES: 1. SEPARATION FROM GLAZING IS REQUIRED FOR ALL INSTALLATIONS WITHIN THE HIGH VELOCITY HURRICANE ZONE, WIND ZONE 4 AND ESSENTIAL FACIUTIES. 2. SEPARATION IS NOT REQUIRED FROM A~N FENESTRATION PRODUCT THAT DOES NOT CONTAIN GLAZING. 3. SEPARATION FROM GLAZING IS NOT REQUIRED FOR INSTALLATIONS OUTSIDE OF WIND ZONE 4 AND ESSENTIAL FACIUTIES. 4. INTERPOLATION OF THIS TABLE IS NOT PERMITTED. UTIUZE NEXT HIGHEST SEPARATION FROM GLAZING VALUE IF NEEDED. LOAD ON EXISTING STRUCTURE FR0/111 SCREEN SYSTEl11I Tx = PARALLEL LOADS \PLF) SPAH DESIGN PRESSURE ( ~/-PSF) 60 so 40 30 4'-0" 23S.4 206.5 179.6 148.3 6'-0" 308,5 273,2 23S.4 194.3 s·-o·· 373.7 330.9 285.2 235.4 10·-o·· 433.6 3S4.0 330.9 273.2 12'·0" 489,7 433,6 373,7 308,5 14'-0"" 542.7 460.6 414.1 341.9 14'-8" 559,8 495.7 427.2 352.6 lG'-0" 593,2 525,3 4S2.7 373.7 ir-o·· 617.7 547.0 471.4 389.1 18'-2" 645.6 571.7 492.7 406.7 LOAD ON EXISTING STRUCTURE FROM SCREEN SYSTEM Ty = PERPENDICULAR LOADS (PLFj SPAH DESIGN PRESSURE t ~'-PSF\ GO so 40 30 4"-0'" 120.0 100.0 80.0 60.0 6·-o·· 180.0 150.0 120.0 90.0 8'-0" 240,0 200,0 160,0 120,0 10·-o·· 300.0 250.0 200.0 150.0 12'-0" 360,0 300,0 240.0 180,0 14'-0" 420,0 350,0 280.0 210.0 u·-s·· 440.0 366.7 293.3 220.0 lG'-0" 480,0 400.0 320.0 240.0 17'-0" 510,0 425.0 340.0 255.0 18'-2" S4S.0 454.Z 363,3 272,5 20-31278 St.Alf: PAGI! Dl!SCR.IPTION1 2" MAX FROM t1 EDGE MAX O.C. SPACING t------t PER ANCHOR I I SCHEDULES TYP. 2" MAX M FROM EDGE ANGLED PAI\JEL INSTALLATION N.T.S. NOTE: NON-SPAN OVERLAP SHALL BE A MINIMUM OF 1.5 X THE PANEL PROJECTION FROM OPENING EXTERIOR ELEV DEFLECTION AND GLAZING SEPARATION MEASURED FROM PANEL MID SPAN TOP OF PANEL\ / DENOTES TYPICAL ANCHORAGE POINT ALONG TOP AND BOTTOM OF PANEL BOTTOM OF PANEL BOTTOM OF PANEL ANGLED PANEL INSTALLATION N.T.S. PLAN VIEW WALL BEYOND DEFLECTION AND GLAZING SEPARATION MEASURED _.....__....__, FROM PANEL MID SPAN PANEL DEFLECTION SHALL BE MEASURED FROM THE MID-SPAN SECTION OF EACH PANEL WHEN STORM BARS ARE USED, TYP. INSTALLATION W/ STORM BAR ANGLED PANEL INSTALLATION N.T.S, VERTICAL SECTION N.T.S. VERTICAL SECTION 20-31278 St.Alf: PAGI! Dl!SCR.IPTION1 2" MAX FROMM EDGE lo - MAX O.C. SPACING n PERANCHOR SCHEDULES (TYP) ;> 3 4 'I!'. ><. 2"" MAX M FROM EDGE ALUMINUM STORM BAR, SEE STORM BAR -SCHEDULES ON SHEET 5 o I 2'" MAX r ~~~M LGE MAX O.C. SPACING • PER ANCHOR SCHEDULES (TYP.) I X .x. ALUMINUM STORM BAR, SEE STORM BAR /SCHEDULES ON SHEET 5 " ,,.,. XI' MIi )< 0 .x "1 ,r ,c: ,r ,c: X (\ y ~'S"~ ., -::, "'"' 0 ;;: Ow "' ,-:c 0"' u ,-"' "' Vl ~ Z ~ :c ~ ::, ,-"' !E (,!) w -zO X w « .., _,., ;;: ., STORM BAR NOTES: I. THE STORM BAR SCHEDULES ON SHEET 5 ARE GOVERNED BY POSITIVE WIND LOAD DIRECTIONS ONLY. NEGATIVE WIND LOAD DIRECTIONS DO NOT SUBJECT THE STORM BARS TO ANY EXTERIOR LOADING, 2. DIRECT MOUNTS AND 2" T-CLIP MOUNTS SHALL BE ATTACHED TO THE HOST STRUCTURE PER DETAILS 3/4 AND 4/4, RESPECTIVELY. 3, 1" T·CLIP MOUNTS (DETAIL 5/4) SHALL BE ATTACHED PER THE ANCHOR SCHEDULE ON SHEET 5. 4. STORM BAR LENGTHS, SHAPES OR ATTACHMENT METHODS THAT ARE NOT DETAILED IN THIS DRAWING SHALL BE DESIGNED ON A SITE SPECIFIC BASIS, I• 4 \ __ 3 x")(V"'l1x 2"MAx-r--~ FROM+-- """' EDGE MAXIMUM STORM BAR LENGTH PER STORM_ 1---BAR DESIGN SCHEDULE INSTALLATION W/ STORM BAR NT S EXTERIOR ELEV STORM BARS&. FABRIC MAY BE INSTALLED HORIZONTALLY OR VERTICALLY AS APPLICABLE (HORIZONTAL STORM BAR INSTALLATION WITH VERTICAL PANEL SPAN SHOWN HEREIN) (1)·1/4" DEWALT PANELMATE INSERT AT EA END OF STORM BAR: • W/ 1·5/8" MIN. EMBEDMENT, 4" MIN. EDGE DISTANCE, AND 4" MIN. SPACING TO 2700 PSI MIN. CONCRETE • l·S/0" MIN. THREAD PENETRATION, l/4" MIN. EDGE DISTANCE AND 2" MIN. SPACING TO WOOD (G=0.55 MIN). UTILIZE (2) PANELMATES FOR PANEL SPANS 12'·0" OR GREATER, TYP, ACCESS HOLE ALUMINUM STORM BAR, SEE STORM BAR SCHEDULES ON SHEET 5 STORM BAR DIRECT MOUNT N.T.S. SECTION (2)·1/4" DEWALT PANEL.MATE INSERTS AT EA 2" T-CLIP: • W/ 1·5/0" MIN. EMBEDMENT, 4" MIN. EDGE DISTANCE, AND l-1/2" MIN. SPACING TO 2700 PSI MIN. CONCRETE • 1·5/8" MIN. THREAD PENETRATION, 3/4" MIN. EDGE DISTANCE AND 3-1/2" MIN. SPACING TO WOOD (G=0.55 MIN). 1" MIN. AWMINUM STORM BAR, SEE STORM BAR SCHEDULES ON SHEET 5 2" T·CLIP (2)·1,"-20 SAE GRADE 5 THRUBOLTS AT EA END OF STORM BAR WITH SAE GRADE WASHER AND NUT, TYP. STORM BAR 2" T-CLIP MOUNT N.T.S. SECTION INSTALLATION W/ STORM BAR N.T.S. EXTERIOR ELEV STORM BARS & FABRIC MAY BE INSTALLED HORIZONTALLY OR VERTICALLY AS APPLICABLE (VERTICAL STORM BAR INSTALLATION WITH HORIZONTAL PANEL SPAN SHOWN HEREIN) (2)-Y,,"-20 SAE GRADE 5 THRUBOLTS WITH SAE GRADE WASHER AND NUT, TYP. AWMINUM STORM BAR, SEE STORM (2)·DEWALT DROP-INS PER DESIGN SCHEDULE. SEE NOTES HEREIN FOR ANCHOR REQUIREMENTS, TYP. rARSCHEDULES, ON SHEET 5 \ ~-Ii'--,, ',,---flc-./'----,, SECTION A-A STORM BAR 1" T-CLIP MOUNT N.T.S. SECTION ·see SHEET 5 FOR l" T·CLIP ANCHOR DESIGN SCHEDULE 20-31278 5tAl.f: PAGI! Dl!satlPTION1 MAX PANEL SPAN 3 FT 4 FT 5 FT G FT 7 FT 8 FT 9 FT 10 FT 11 FT 12 FT 13 FT 14 FT 15 FT 16 FT 17 FT 18.17 FT MAX PANEL SPAN 3 FT 4 FT 5 FT G FT 7 FT 8 FT 9 FT 10 FT 11 FT 12 FT 13 FT 14 FT 15 FT 16 FT 17 FT 18.17 FT 60 PSF t111A.X STORM BAR SPAN 75" 68" 63" 60" 57" 54" 52" 50" 48" 46" 44" 42" 41" 40" 38" 37" END REACTION 281.2 lb 340.G lb 395.2 lb 446.3 lb 494.G lb 540.7 lb 584.8 lb 624.7 lb 655.2 lb 684.4 lb 712.3 lb 739.2 lb 765.1 lb 790.2 lb 814.5 lb 842.1 lb 60 PSF MAX STORM BAR SPAN 114" 104" 96" 91" 86" 82" 77" 73" 70" 67" 64" 62" 60" 58" 56" 54" END REACTION 428.8 lb 519.5 lb 602.8 lb 680.7 lb 754.3 lb 821.0 lb 870.8 lb 917.9 lb 962.7 lb 1005.5 lb 1046.5 lb 1086.0 lb 1124.2 lb 1161.0 lb 1196.S lb 1237.3 lb I STORM BAR SCHEDULES I 2"x3"x1/8" STORM BAR 2"x4"x1/8" STORM BAR 50PSF MAX STORM ENO BAR SPAN REACTION 80" 249.0 lb 72" 67'' 63" GO" 57" 55" 53" 52" 50" 48" 46" 45" 43" 42" 41" 301.6 lb 350.0 lb 395.2 lb 438.0 lb 478.S lb 517.9 lb 555.6 lb 592.0 lb 624.7 lb 650.2 lb 674.8 lb 698.5 lb 721.41b 743.6 lb 768.7 lb 40PSF MAX ENO STORM REACTION BAR SPAN 86" 214.6 lb 78" 72" 68" 65" 62" 60" 57" 56" 54" 53" 51" 50" 48" 47" 45" 259.9 lb 301.6 lb 340.6 lb 377.5 lb 412.6 lb 446.3 lb 478.S lb 510.2 lb 540.7 lb 570.3 lb 599.2 lb 624.7 lb 645.2 lb 665.1 lb 687.6 lb 30PSF MAX ENO STORM REACTION BAR SPAN 94" 86" 80" 75" 71" 68" 65" 63" 61" GO" 58" 57" 55" 54" 53" 52" 177.1 lb 214.6 lb 249.0 lb 281.2 lb 311.61b 340.6 lb 368.4 lb 395.2 lb 421.2 lb 446.3 lb 470.8 lb 494.6 lb 517.9 lb 540.7 lb 563.0 lb 588.5 lb MAX PANEL SPAN 3 FT 4 FT 5 FT 6 FT 7 FT S FT 9 FT 10 FT 11 FT 12 FT 13 FT 14 FT 15 FT 16 FT 17FT 18.17 FT 60 PSF MAX END STORM REACTION BAR SPAN 95" 355.9 lb 86" 80" 75" 72" 68" 65" 62" 59" 56" 54" 52" 50" 49" 47" 46" 431.21b 500.3 lb 565.0 lb 626.1 lb 684.4 lb 730.7 lb 770.2 lb 807.8 lb 843.7 lb 878.2 lb 911.31b 943.3 lb 974.3 lb 1004.2 lb 1038.2 lb 50 PSF MAX ENO STORM REACTION BAR SPAN 101" 92" 85" 80" 76" 73" 70" 67" 64" 62" 59" 57" 55" 53" 52" 315.2 lb 381.8 lb 443.1 lb 500.3 lb 554.5 lb 606.1 lb 655.6 lb 703.1 lb 737.4 lb 770.2 lb 801.71b 831.9 lb 861.1 lb 889.4 lb 916.7 lb 947.8 lb 40 PSF t111AX STORM BAR SPAN 109" 99" 92" 86" 82" 78" 75" 73" 70" 68" 66" 64" 62" 60" 58" 56" END REACTION 271.6 lb 329.0 lb 381.8 lb 431.2 lb 477.8 lb 522.3 lb 565.0 lb 606.1 lb 645.9 lb 684.4 lb 717.0 lb 744.1 lb 770.2 lb 795.5 lb 820.0 lb 847.7 lb 2"x5"x1/8" STORM BAR 50PSF 40PSF 30PSF 60PSF 2"x6"x1/8" STORM BAR 50 PSF 40 PSF MAX STORM BAR SPAN 120" 110" 102" 96" 92" 88" 84" 80" 77" 73" 71" 68" GG" 64" 62" 60" ENO MAX ENO REACTION STORM REACTION MAX END STORM REACTION MAX PANEL SPAN MAX END STORM REACTION MAX END STORM REACTION 375.0 lb 460.0 lb 533.S lb 602.8 lb 668.0 lb 730.2 lb 789.9 lb 837.9 lb 878.S lb 917.9 lb 955.3 lb 991.4 lb 1026.2 lb 1059.9 lb 1092.5 lb 1129.5 lb BAR SPAN 120" 119" 110" 104" 99" 94" 91" 88" 85" 82" 79" 76" 73" 71" 69" 67" 300.0 lb 396.4 lb 460.0 lb 519.5 lb 575.7 lb 629.3 lb 680.7 lb 730.2 lb 778.1 lb 821.0 lb 854.5 lb 886.7 lb 917.9 lb 948.0 lb 977.1 lb 1010.2 lb BAR SPAN 120" 120" 120" 114" 109" 104" 100" 96" 93" 91" 88" 86" 84" 82" 80" 77" 225.0 lb 300.0 lb 375.0 lb 428.8 lb 475.2 lb 519.5 lb 561.9 lb 602.S lb 642.3 lb 680.7 lb 718.0 lb 754.3 lb 789.9 lb 821.0 lb 846.2 lb 874.9 lb 1" T·CLIP ANCHOR SCHEDULE SLIBSTRATE CONCRETE ANCHOR TYPE <2:1 -1/4"" DIAMETER DEWALT STEEL DROP-IN (fc=:lO00 psi MIN.) (2). 31s·· DIAMETER DEWALT STEEL DROP-IN ANCHORSCHEDULE NOTES: EMBEDMENT ,.. 1 9/16"' 3 FT 4 FT 5 FT 6 FT 7 FT 8 FT 9 FT 10 FT 11 FT 12 FT 13 FT 14 FT 15 FT 16 FT 17FT 18.17 FT MINIMUM SPACING BAR SPAN 120" 120" 113" 106" 101" 95" 89" 85" 81" 77" 74" 72" 69" 67" 65" 63" MINIMLIM EDGE DISTANCE 3 1f2'" 51/4"" BAR SPAN 450.0lb 600.0 lb 703.6 lb 794.5 lb 880.5 lb 946.8 lb 1004.3 lb 1058.6 lb 1110.31b 1159.6 lb 1207.0 lb 1252.5 lb 1296.5 lb 1339.0 lb 1380.2 lb 1426.9 lb 120" 120" 120" 113" 107" 102" 98" 93" 88" 85" 81" 78" 76" 73" 71" 69" MAXIMUM ENO CAPACITY 1060 lb 1534Ib !. THE "ENO REACTION" LISTED IN THE STORM BAR SCHEDULES ABOVE SHALL BE LESS THAN OR EQUAL TO THE "MAXIMUM ENO CAPACITY" LISTED IN THIS ANCHOR SCHEDULE. 2. THIS ANCHOR SCHEDULE APPLIES ONLY TO l" T-CUP MOUMTS. DIRECT MOUNT AND 2" T-CLIP MOUNTS SHALL BE INSTALLED PER THE DETAILS ON SHEET 4. 3. ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 375.0 lb 500.0 lb 623.0 lb 703.G lb 779.7 lb 852.3 lb 916.8 lb 966.3 lb 1013.5 lb 1058.6 lb 1101.8 lb 1143.4 lb 1183.5 lb 1222.3 lb 1260.0 lb 1302.6 lb MAX STORM END BAR SPAN REACTION 120" 120" 120" 120" 115" 110" 106" 102" 99" 95" 91" 88" 85" 82" SO" 77" 300.0 lb 400.0 lb 500.0 lb 600.0 lb 671.9 lb 734.5 lb 794.5 lb 852.3 lb 906.5 lb 946.8 lb 985.5 lb 1022.7 lb 1058.6 lb 1093.3 lb 1126.9 lb 1165.1 lb 30 PSF t111AX STORM BAR SPAN 120" 109" 101" 95" 90" 86" 83" SO" 78" 75" 73" 72" 70" 68" 67" 65" END REACTION 224.2 lb 271.G lb 315.2 lb 355.9 lb 394.4 lb 431.2 lb 466.4 lb 500.3 lb 533.2 lb 565.0 lb 596.0 lb 626.1 lb 655.6 lb 684.4 lb 710.1 lb 734.1 lb 30 PSF MAX STORM BAR SPAN 120" 120" 120" 120" 120" 120" 117" 113" 109" 106" 103" 101" 98" 95" 92" 89" END REACTION 225.0 lb 300.0 lb 375.0 lb 450.0 lb 525.0 lb 600.0 lb 655.8 lb 703.61b 749.71b 794.51b 838.0 lb 880.5 lb 916.8 lb 946.8 lb 976.0 lb 1009.0 lb 20-31278 5tAl.f: I PAGI! Dl!satlPTION1 Lil EXTRUSION 1 _ ___,/2" Tx ALTERNATE ATTACHMENT EXTRUSION 1 MOUNT Ty l/4" MAX TO jSCREEN EDGE l/4-20 STUD W/ WASHERED WINGNUT AT 10" O.C. (8) ~8xl/2" PH SMS SCREEN N.T.S, SECTION VIEW 0.150" 0.125" t-----3"-----1 0 ~T~ILD OUT F TRACK 6063-T& ALUM 1/4" MAX TO SCREEN EDGE EXTRUSION 2 ,, :::'.J,....4JJ 1., ... ,.. Ty ,-·\,;). Tx \_ 1/4-20 STUD W/ WASHERED WINGNUT AT 10" O.C. (S) ~8xl/2" PH SMS SCREEN ALTERNATE ATTACHMENT EXTRUSIOl'J 2 MOUI\JT N.T.S. r ;.., ,-. .,, -L 0.093" l---+o.374" 6063-T& ALUM +----2"---- l · '-l/0" ;-, L'::::::::::::: J SECTION VIEW ;,, ~ 2"X2" BUILDOUT TUBE SCREEN l/4" MAX TO SCREEN EOGE EXTRUSION 2 (SJ •8xl/2" PH SMS ALTERI\JATE ATTACHMEI\JT BUILD OUT TUBE MOUNT N.T.S. SECTION VIEW 1.558" 1.108" 'I'. N 0.185" L ~~=~==:..::==::s:0.1S5" t-1.315" 1.315" --t ;,, ~ 'I'. N .___ 1 l/4"'-- · .. 0.185" ....__2,188"- l f==:::;-=====~~=::::::s~0.185" t-1.315 "' -+-!--2 .558" ----1:L-1.315" --j --,- ® 2" T-CLIP N.T.S. 6063-T6 ALUM 20-31278 St.Alf: PAGI! Dl!SCR.IPTION1 ANCHOR NOTES: 1. SEE EXTERIOR ELEVATION FOR ANCHOR LOCATIONS AND/OR SPACING. 2. PRESSURES USTED IN ANCHOR SPAQNG SCHEDULES REPRESENT BOTH POSITIVE AND NEGATIVE PRESSURES. 3, ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS, 4. UNLESS OTHERWISE NOTED HEREIN, WHERE ANCHORS FASTEN TD NARROW FACE OF STUD FRAMING, ANCHOR SHALL BE LOCATED IN CENTER OF NOMINAL 2x (MIN) WOOD STUD (i.e. 3/4" EDGE DISTANCE IS ACCEPTABLE FOR ANCHORS TO WOOD FRAMING). 5. WOOD HOST STRUCTURE SHALL BE "SOUTHERN PINE" G=0.55 OR GREATER DENSITY. 6. MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR SCHEDULE. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO, FOAM, BRICK, AND OTHER WALL FINISHES. 7. ANCHOR SCHEDULE APPUES TO ALL PRODUCTS CERTIFIED HEREIN, BUT ONLY PROVIDES MAXIMUM ALLOWABLE ANCHOR SPACING, MAXIMUM ALLOWABLE SPANS AND PRESSURES INDICATED IN SPAN SCHEDULE SHALL APPLY. 8. ALL CONCRETE ANCHOR SHALL BE INSTALLED TO NON-CRACKED CONCRETE ONLY. ALL EXISTING BLOCK SHALL BE ASTM C-90 MIN. 9. WHERE EXISTING STRUCTURE IS WOOD FRAMING, EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD FRAMING MEMBERS, NOT INTO PLYWOOD. 10. MACHINE SCREWS SHALL HAVE MINIMUM OF 1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR WAFER HEAD ("SIDEWALK BOLT") U.N.O. ll. = DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE FOR USE. 12. EDGE DISTANCES AND EMBEDMENT REQUIREMENTS ARE AS FOLLOWS; 12.L 1/4" ITW SAMMY SSC 12.l.l. 2-1/4" EMBEDMENT AND 2-1/2" EDGE DISTANCE TO CONCRETE 12.l.2. 1-1/4" EMBEDMENT AND 2-1/2" EDGE DISTANCE TO HOLLOW CONCRETE BLOCK 12.l.3. 2-1/2" EMBEDMENT AND 2-1/2" EDGE DISTANCE TO GROUT-FILLED CONCRETE BLOCK 12.2. 1/4" DEWALT PANELMATE (MALE OR FEMALE) 12.2.l. 1-3/4" EMBEDMENT AND 2-1/2" EDGE DISTANCE TO CONCRETE 12.2.2. 1-1/4" EMBEDMENT AND 3" EDGE DISTANCE TO HOLLOW AND GROUT-FILLED CONCRETE BLOCK 12.2.3. 1-7/8" EMBEDMENT AND 3/4" EDGE DISTANCE TO WOOD 12.3. 1/4" DEWALT HOLLOW-SET DROPIN 12.3,l. 7/8" EMBEDMENT AND 3-1/2" EDGE DISTANCE TO CONCRETE AND HOLLOW AND GROUT-FILLED CONCRETE BLOCK 12.4. 1/4" DEWALT PANELMATE INSERT 12.4.l. 1-5/8" EMBEDMENT AND 4" EDGE DISTANCE TO CONCRETE 12.4.2. 1-1/4" EMBEDMENT AND 3-1/2" EDGE DISTANCE TO HOLLOW CONCRETE BLOCK 12.4.3. 1-1/2" EMBEDMENT AND 3-1/2" EDGE DISTANCE TO GROUT-FILLED CONCRETE BLOCK 12.5. 1/4" ALL POINTS SOLID-SET 12.5.l. 7/8" EMBEDMENT AND J" EDGE DISTANCE TO CONCRETE AND HOLLOW AND GROUT-FILLED CONCRETE BLOCK 12.6. 1/4" DEWALT STEEL DROPIN 12.6,l. l" EMBEDMENT AND 3-1/2" EDGE DISTANCE TO CONCRETE 12.7. 3/8" DEWALT STEEL DROPIN 12.7.l. 1-9/16" EMBEDMENT AND 5-1/4" EDGE DISTANCE TO CONCRETE 12.8. 1/4" DEWALT POWER-STUD (STAINLESS STEEL) 12.8.l. 2" EMBEDMENT AND 3" EDGE DISTANCE TO CONRETE 12.8.2. 2" EMBEDMENT AND 5-1/4" EDGE DISTANCE TO GROUT-FILLED CONCRETE BLOCK 12.9. 1/4" DEWALT PANELMATE TVAS 12.9.l. 2" EMBEDMENT AND 2-1/2" EDGE DISTANCE TO CONCRETE 12.9.2. 1-1/4" EMBEDMENT AND 3" EDGE DISTANCE TO HOLLOW AND GROUT-FILLED CONCRETE BLOCK 12.9.3. 1-7/8" EMBEDMENT AND 3/4" EDGE DISTANCE TO WOOD 12.10. 1/4" DEWALT PANELMATE FEMALE ID 12.10.l. 1-3/4" EMBEDMENT AND 2-1/2" EDGE DISTANCE TO CONCRETE 12.10.2. 1-1/4" EMBEDMENT AND 3" EDGE DISTANCE TO HOLLOW AND GROUT-FILLED CONCRETE BLOCK 12.10.3. 1-7/8" EMBEDMENT AND 3/4" EDGE DISTANCE TO WOOD SPAN 4'-0" 6·-o·· 8~0" 10'-0'' 12'-(J' 14'-0'' 14'-ff 16'-(J' 1 7'-0'' 18'-2' SPAN 4'-0" 6'-0" 3·.o·· 1 o·-a· 12'-0'' 14'-(J' 14'-ff 16'-0'' 17'.(J' 10·-z· SPAN 4'-0" 6'-0" 3·.o·· 1 o·-a· 12'-0'' 14'-(J' 14'-S'' 16'-0'' 17'.(J' 10·-z· SPAN 4'-0" 6'-0" 3·.o·· 1 o·-a· 12'-0'' 14'-(J' 14'-ff 16'-0'' 17'-(J' 10·-z· 114" ITW&\MMY SSC #JCHOR SCHEDULE· INTERIOR MOUNT CONDITION nN. O.C.l 3295 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE EiO PSF 60 PSF 40 PSF 30 PSF 60 PSF SO PSF 40 PSF 30 PSF 60 PSF 60 PSF 40 PSF 30 PSF 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 8.2 9.4 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 6.5 7.5 9.0 10.0 o.o 10.0 10.0 10.0 10.0 10.0 10.0 10.0 5.4 6.3 7.5 9.4 7.2 8.5 10.0 10.0 10.0 10.0 10.0 10.0 4.6 M 6.5 8.2 6.1 7.2 8.8 10.0 10.0 10.0 10.0 10.0 4.1 4.7 5.7 7.2 5.3 6.3 7.6 9.9 9.6 10.0 10.0 10.0 4.6 5.5 6.9 ~.1 6.0 7.3 9.~ 8.9 10.0 10.0 10.0 4.2 ~.1 6.5 4.7 5.5 6.8 8.8 8.4 9.9 10.0 10.0 /, 4.0 4.9 6.2 4.4 5.3 6.4 8.3 7.9 9.3 10.0 10.0 .. .·1///, 4.6 5.0 4.2 4.9 6.1 7.8 1/4" ITl/l/SAMMY SSC ANCHOR SCHEDULE· WALL fi/lOUNT CONDITION (IN. O.C.) 3295 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE EiO PSF 60 PSF 40 PSF 30 PSF 60 PSF SO PSF 40 PSF 30 PSF 60 PSF 60 PSF 40 PSF 30 PSF 10.0 10.0 10.0 10.0 9.7 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 7.2 8.2 9.7 10.0 8.3 9A 10.0 10.0 10.0 10.0 10.0 10.0 5.8 6.7 7.8 9.7 6.8 7.7 9.0 10.0 10.0 10.0 10.0 10.0 4.9 M 6.7 8.2 ~.8 6.6 7.7 9.4 10.0 10.0 10.0 10.0 4.3 4.9 5.0 7.2 5.1 5.0 6.8 8.3 9.0 10.0 10.0 10.0 lj'//2:.,//,1 4.4 5.2 6.4 4.6 5.2 6.1 7.4 8.7 10.0 10.0 10.0 la 5.0 6.2 4.4 5.0 ~.9 7.2 8.2 9A 10.0 10.0 4.7 5.0 4.1 4.7 5.5 6.8 •o 9.0 10.0 10.0 4.5 M ~ 4.5 ~.3 6.~ , .• , 7.4 8.5 10.0 10.0 4.3 ~.3 4.3 5.1 6.2 1/4" OEWAL T PANELMATE (MALE OR FEMAL8.ANCHOR SCHEDULE· 11.JTERIOR MOUNT CONDITION IN. O.C.) 3323 PSI MIN CONCRETE HOLLOW ANO GROUT, FILL ED CONCRETE G=0.56MIN. WOOD BLOCK DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 00 PSF 60 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 60 PSF 40 PSF 30 PSF 10.0 10.0 10.0 10.0 8.9 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 6.5 7.6 8.9 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 5.2 6.0 7.2 8.9 8.6 10.0 10.0 10.0 10.0 10.0 10.0 10.0 7.5 7.1 8.3 10.0 10.0 0.0 10.0 10.0 10.0 6.5 6.0 7.1 8.6 10.0 7.7 9.0 10.0 10.0 5.8 ~.3 6.2 7.6 9.6 7.4 8.7 10.0 10.0 5.6 5.0 5.9 7.2 9.2 6.9 8.1 9.7 10.0 5.2 4.7 5.5 6.7 8.6 6.6 7.7 9.2 10.0 ~.o 4.4 5.2 6.3 8.1 6.2 7.2 8.7 10.0 4.7 4.2 4.9 6.0 7.7 1/4" OEWAL T PANELMATE (MALE OR FEMAL8.ANCHOR SCHEDULE· WALL MOUNT CONDITION IN. O.C. 3323 PSI MIN CONCRETE HOLLOW ANO GROUT, FILL ED CONCRETE G=O.S6 MIN. WOOD BLOCK DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE EiO PSF 60 PSF 40 PSF 30 PSF 60 PSF SO PSF 40 PSF 30 PSF 60 PSF 60 PSF 40 PSF 30 PSF 10.0 10.0 10.0 10.0 8.7 9.9 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 SA 7.3 8.7 10.0 8.9 10.0 10.0 10.0 10.0 10.0 10.0 5.1 ~.9 7.0 8.7 7.2 8.3 9.7 9.4 10.0 10.0 10.0 M 5.9 7.3 6.1 7.0 8.3 8.2 9A 10.0 10.0 5.3 6.1 7.2 10.0 i;e 10.0 10.0 ;i~. 8.9 7.3 8.3 9.9 10.0 4.8 5.5 6.4 8.0 7.0 8.1 9.~ 10.0 4.6 5.3 6.2 6.6 7.5 8.9 10.0 4.3 4.9 6.8 6.3 7.2 8.~ 10.0 4.1 4.7 M 6.0 6.8 8.1 10.0 r./, 4.5 ~.3 7.7 20-31278 7.2 6.9 !It.Al.!: PAGI! Dl!satlPTION1 6.6 ti 1/4" DEI.NAL T HOLLOW SET DROPINANCHOR SCHEDULE INTERIOR MOUNT CONDITION ·IN. O.C.) 4000 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE BLOCK SPAN DESIGN PRESSURE DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF EiO PSF 60 PSF 40 PSF 30 PSF 4·.o· 10.0 10.0 10.0 10.0 5.9 6.8 8.S 6·-o· 9.6 10.0 10.0 10.0 e•.o· 7.7 8.9 10.0 10.0 10'-0' 6.5 7.~ 8.9 10.0 12'-0' 5.7 6.5 7.7 9.6 14·.o· 5.1 5.8 6.9 8.5 14·.9• 4.9 5.6 6.7 8.3 16'-0' 4.6 5.3 6.2 7.7 17'-0' 4.4 5.0 5.9 7.4 18'-2' 4.1 4.8 5.7 7.0 1/4"" DEWALT HOLLOW.SET DROPINANCHOR SCHEDULE WALL MOUNT CONDITION (IN. O.C: 4000 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE SPAN BLOCK DESIGN PRESSURE DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF 00 PSF ~O PSF 40 PSF 30 PSF 4·.o· 10.0 10.0 10.0 10.0 8.S 9.7 10.0 10.0 6·-o· 10.0 10.0 10.0 10.0 5.7 6.8 10.0 0·.o· 8.4 9.7 10.0 10.0 5.2 8.S 10'-0' 7.0 8.1 9.7 10.0 12'-0' 6.0 7.0 8A 10.0 14·.o· 5.3 6.2 7.4 9.3 14•.9• 5.1 5.9 7.1 9.0 16'-0' 4.8 5.5 6.6 8.4 17'-0' 4.5 5.3 6.S 8.0 18'-2' 4.3 5.0 6.0 7.6 114' ALL POINTS SOLID-SET ANCHOR SCHEDULE-INTERIOR MOUNT CONDITION (IN. O.C.) 3000 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE BLOCK SPAN DESIGN PRESSURE DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF EiO PSF 60 PSF 40 PSF 30 PSF 4·.o· 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 6·-o· 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 e•.o· 10.0 10.0 10.0 10.0 0.0 9.3 10.0 10.0 10'-0' 10.0 10.0 10.0 10.0 6.8 7.8 9.3 10.0 12'-0' 10.0 10.0 10.0 10.0 5.9 6.8 8.0 10.0 14·.o· 9.0 10.0 10.0 10.0 5.2 6.0 7.1 8.9 14·.9• 8.7 10.0 10.0 10.0 5.0 5.8 6.9 8.6 16'-0' 8.1 9.4 10.0 10.0 4.7 SA 6.4 0.0 17'-0' 7.7 8.9 10.0 10.0 4.4 5.1 6.1 7.7 18'-2* 7.3 8.5 10.0 10.0 4.2 4.9 5.8 7.S 114' ALL POINTS SOLID-SET ANCHOR SCHEDULE-WALL MOUNT CONDITION ,IN. O.C.) 3000 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE BLOCK SPAN DESIGN PRESSURE DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF EiO PSF 60 PSF 40 PSF 30 PSF 4·.o· 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 6·-o· 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 0·.o· 10.0 10.0 10.0 10.0 8.1 9.S 10.0 10.0 10'-0' 10.0 10.0 10.0 10.0 6.8 7.8 9.3 10.0 12'-0' 10.0 10.0 10.0 10.0 5.9 6.8 8.1 10.0 14·.o· 9.1 10.0 10.0 10.0 5.2 6.0 7.1 8.9 14'-8' o.o 10.0 10.0 10.0 5.0 s.0 6.9 8.6 16'-0' 8.2 9.5 10.0 10.0 4.7 SA 6.4 8.1 17'-0' 7.8 9.0 10.0 10.0 4.4 5.1 6.1 7.7 18'-2* 7.4 8.5 10.0 10.0 4.2 4.9 5.8 7.S 1/4"" DEWALT PANELMATE INSERT ANCHOR SCHEDULE-INTERIOR MOUNT CONDITION \IN. O.C.:, 2700 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF f:IJ PSF ~O PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 4•.o· 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 5·.o· 10.0 10.0 10.0 10.0 9.7 10.0 10.0 10.0 10.0 10.0 10.0 10.0 0·.o· 10.0 10.0 10.0 10.0 7.8 9.0 10.0 10.0 7.9 9.2 10.0 10.0 10'-0" 8.6 10.0 10.0 10.0 6.5 7.5 9.0 10.0 6.6 7.7 9.2 10.0 12·-o·· 7.3 8.6 10.0 10.0 5.6 6.5 •o , .• 9.7 5.7 6.6 7.9 10.0 14'-0" 6.4 7.5 9.2 10.0 5.0 5.7 6.9 8.6 5.1 5.9 7.0 0.0 14'-8" 6.1 7.2 0.0 10.0 4.8 5.5 6.6 8.3 4.9 5.6 6.8 0.s 16"-0"" ~.7 6.7 8.1 10.0 4.4 5.2 6.2 7.8 4.5 5.3 6.S 7.9 17'-0" 5.4 6.3 7.7 10.0 4.2 4.9 5.9 7.4 4.3 5.0 6.0 7.6 18'-2" 5.1 6.0 7.3 9.4 ~ 4.6 5.6 7.0 4.1 4.7 5.7 7.2 1/4"" DEINA.LT PANELMATE INSERT ANCHOR SCHEDULE -lNA.LL MOUNT CONDITION \IN. O.C.:, 2700 PSI MIN CONCRETE SPAN DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF 4•.o· 10.0 10.0 10.0 10.0 5·.o· 10.0 10.0 10.0 10.0 0·.o· 8.3 9.4 10.0 10.0 10'-0" 7.1 8.1 9A 10.0 12·-o·· 6.2 7.1 8.S 10.0 14·.o·· 5.6 6.3 7.4 9.1 14'-8" 5.4 6.t 7.2 o.o 16"-0'" 5.1 5.8 6.8 8.3 17'-0" 4.8 5.5 6.5 7.9 18'-2" 4.6 5.3 6.2 7.6 1/4"" DEWALT STEEL DROPIN ANCHOR SCHEDULE INTERIOR MOUNT CONDITION \IN. O.C.j 4000 PSI MIN CONCRETE SPAN DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF 4·.o· 10.0 10.0 10.0 10.0 6'-0' 10.0 10.0 10.0 10.0 8'-0' 10.0 10.0 10.0 10.0 10·-o·· 10.0 10.0 10.0 10.0 12'-0" 9.4 10.0 10.0 10.0 14'-0" 8.3 9.6 10.0 10.0 14·.9·· 8.0 9.2 10.0 10.0 16'-0" 7.5 8.6 10.0 10.0 17"-0"" 7.1 8.2 9.8 10.0 18'-2"" 6.8 7.8 9.S 10.0 1/4" DEWALT STEEL DROPIN ANCHOR SCHEDULE SPAN 4•.o· 5·.o· 8'-0' 10'-0" 12·-o·· 14'-0" 14·.9·· 16'-0'" 17'-0" 18'-2" WALL MOUNT CONDITION (IN. O.C.) 4000 PSI MIN CONCRETE DESIGN PRESSURE 60 PSF 00 PSF 40 PSF 10.0 10.0 10.0 10.0 9.5 8.4 8.1 7.6 7.2 6.8 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 9.8 10.0 9.4 10.0 8.8 10.0 8.4 10.0 7.9 9.5 NOTE: SEE SHEET 7 FOR ANCHOR NOTES SO PSF 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK DESIGN PRESSURE DESIGN PRESSURE 00 PSF ~O PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 9.2 10.0 10.0 10.0 9.S 10.0 10.0 10.0 7.4 8.5 10.0 10.0 7.5 8.6 10.0 10.0 6.2 7.2 8.6 10.0 6.3 7.2 8.6 10.0 5.4 6.2 7.4 9.2 5.5 6.3 7.5 9.S 4.8 5.5 6.6 8.2 4.9 5.6 6.6 8.S 4.6 5.3 6.3 7.9 4.7 5.4 SA 8.0 4.S 5.0 5.9 7.4 4.4 5.1 6.0 7.5 4.t 4.8 5.7 7.t 4.2 4.8 5.7 7.1 ~ 4.5 5.4 6.7 1//~• •u~ 4.6 5.4 6.8 318" DEWALT STEEL DROPIN ANCHOR SCHEDULE INTERIOR MOUNT CONDITION \IN. O.C.j 4000 PSI MIN CONCRETE SPAN DESIGN PRESSURE 60 PSF SO PSF 40 PSF 30 PSF 4'-0' 10.0 10.0 10.0 10.0 5·.o· 10.0 10.0 10.0 10.0 8'-0' 10.0 10.0 10.0 10.0 10'-0' 10.0 10.0 10.0 10.0 12-0' 10.0 10.0 10.0 10.0 14'-0' 10.0 10.0 10.0 10.0 14·.9• 10.0 10.0 10.0 10.0 16'-0* 10.0 10.0 10.0 10.0 17'-0' 10.0 10.0 10.0 10.0 1s-2· 10.0 10.0 10.0 10.0 319·· DEWALT STEEL DROPIN ANCHOR SCHEDULE WALL MOUNT CONDITION (IN. O.C.) 4000 PSI MIN CONCRETE SPAN DESIGN PRESSURE 60 PSF SO PSF 40 PSF 30 PSF 4·.o· 10.0 10.0 10.0 10.0 6'-0' 10.0 10.0 10.0 10.0 8'-0' 10.0 10.0 10.0 10.0 10'-0' 10.0 10.0 10.0 10.0 12'-0' 10.0 10.0 10.0 10.0 14·.o· 10.0 10.0 10.0 10.0 14·.9• 10.0 10.0 10.0 10.0 16'-0' 10.0 10.0 10.0 10.0 17'-0' 10.0 10.0 10.0 10.0 18'-2* 10.0 10.0 10.0 10.0 20-31278 St.Alf: PAGI! Dl!SCR.IPTION1 1/4' DEWALT POWER-STUD ANCHOR SCHEDULE -INTERIOR MOUNT CONDITION ,;IN.O.C.) 4000 PSI MIN CONCRETE GROUT-FILLED CONCRETE BLOCK SPAN DESIGN PRESSURE DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 4•.o· 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 SPAN 5·.o· 10.0 10.0 10.0 10.0 9.5 10.0 10.0 10.0 60 PSF 0·-0· 10.0 10.0 10.0 10.0 7.5 o.o 10.0 10.0 4·.o·· 10.0 10'-0" 10.0 10.0 10.0 10.0 6.3 7.3 o.o 10.0 e·-o·· 10.0 12·-o·· 8.6 10.0 10.0 10.0 5.4 6.3 7.6 9.5 8~0" 10.0 14'-0" 7.6 8.9 10.0 10.0 4.7 5.5 6.7 8.4 10"-0'" 10.0 14·.9·· 7.3 8.5 10.0 10.0 4.6 5.3 6.4 8.1 12'-{J' o.o 16'-0" 6.8 7.9 9.5 10.0 4.2 4.9 6.0 7.6 14"-0'" 7.7 17'-0" 6.5 7.6 9.1 10.0 4.0 4.7 6.7 7.2 14"-ff 7.4 18~2" 6.1 7.1 8.6 10.0 ~>½'l 4.4 5.4 6.8 16'-{J' 6.9 17"-0'" 6.6 10·-z· 6.2 1/4* DEWALT POWER-STUD ANCHOR SCHEDULE· WALL MOUNT CONDITION \IN. O.C.) 4000 PSI MIN CONCRETE GROUT-FILLED CONCRETE BLOCK SPAN DESIGN PRESSURE DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 4•.o· 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 SPAN 5·.o· 10.0 10.0 10.0 10.0 8.4 9.6 10.0 10.0 60 PSF 0·-0· 10.0 10.0 10.0 10.0 6.8 7.7 9.1 10.0 4'-0" 10.0 10'-0" 9.3 10.0 10.0 10.0 5.7 6.6 7.7 9.6 6"·0'" 10.0 12·-o·· 8.1 9.3 10.0 10.0 5.0 6.7 6.8 8.4 3·.o·· 10.0 14'-0" 7.2 8.3 9.8 10.0 4.5 5.1 6.0 7.6 10'-{J' 9.4 14·.9·· 7.0 8.0 9.5 10.0 4.3 4.9 6.8 7.2 12"-0'" 8.2 16'-0" 6.5 7.5 8.9 10.0 4.0 4.6 5.5 6.8 14'-{J' 7.3 17'-0" 6.2 7.2 8.6 10.0 4.4 5.2 6.5 14'-S' 7.0 18~2" 5.9 6.8 8.1 10.0 4.2 5.0 6.2 16"-0'" 6.6 17'-{J' 6.3 18'-2' 6.0 1/4' DEWALT PANELMATE TVASANCHORSCHEDULE-INTERIOR MOUNT CONDITION (IN. O.C.) 3350 PSI MIN CONCRETE HOLLOW.tND GROUT-FILLED CONCRETE G=0.56 MIN. WOOD BLOCK SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 60 PSF SO PSF 40 PSF 30 PSF 60 PSF SO PSF 40 PSF 30 PSF 60 PSF SO PSF 40 PSF 30 PSF 4·.o· 10.0 10.0 10.0 10.0 9.5 10.0 10.0 10.0 10.0 10.0 10.0 10.0 6°-0• 10.0 10.0 10.0 10.0 7.0 8.0 9.5 10.0 10.0 10.0 10.0 10.0 0·-0· 10.0 10.0 10.0 10.0 5.7 6.5 7.7 9.5 8.6 10.0 10.0 10.0 10·-o·· 10.0 10.0 10.0 10.0 4.8 5.5 6.5 8.0 7.1 8.3 10.0 10.0 12'-0" 10.0 10.0 10.0 10.0 4.2 4.8 5.7 7.0 6.0 7.1 8.6 10.0 14·.o·· 9.7 10.0 10.0 10.0 - 5.0 6.3 5.3 6.2 7.6 9.6 14'-8" 9.4 10.0 10.0 10.0 4.9 6.1 5.0 5.9 7.2 9.2 16'-0" 8.7 10.0 10.0 10.0 4.6 5.7 4.7 5.5 6.7 8.6 17"-0"" 8.3 9.6 10.0 10.0 4.4 5.4 4.4 5.2 6.3 8.1 13·.2·· 7.9 9.1 10.0 10.0 4.1 5.2 4.2 4.9 6.0 7.7 1/4' DEWALT PANELMATE TVASANCHORSCHEDULE-WALL MOUNT CONDITION (IN. O.C.) 3350 PSI MIN CONCRETE HOLLOW-"ND GROUT-FILLED CONCRETE G=0.56 MIN. WOOD BLOCK SPAN DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 60 PSF SO PSF 40 PSF 30 PSF 60 PSF SO PSF 40 PSF 30 PSF 60 PSF SO PSF 40 PSF 30 PSF 4•.o· 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 5·.o· 10.0 10.0 10.0 10.0 7.7 8.9 10.0 10.0 8.9 10.0 10.0 10.0 0·-0· 10.0 10.0 10.0 10.0 6.1 7.1 8.4 10.0 7.2 8.3 9.7 10.0 10·-o·· 10.0 10.0 10.0 10.0 5.1 5.9 7.1 8.9 6.1 7.0 8.3 10.0 12'-0" 10.0 10.0 10.0 10.0 4.4 5.1 6.1 7.7 5.3 6.1 7.2 8.9 14'-0" 9.6 10.0 10.0 10.0 m 5.4 6.8 4.8 5.5 6.4 8.0 14·.9·· 9.2 10.0 10.0 10.0 5.2 6.6 4.6 5.3 6.2 7.7 16'-0" 8.6 9.9 10.0 10.0 4.8 6.1 4.3 4.9 6.8 7.2 17"-0"" 8.2 9.5 10.0 10.0 4.6 5.8 4.1 4.7 5.6 6.9 13·.2·· 7.8 9.0 10.0 10.0 4.4 5.5 ;;w✓:~ 4.5 5.3 6.6 NOTE: SEE SHEET 7 FOR ANCHOR NOTES 1/4"" DEVlfAL T PANEU111ATE FEMALE ID ANCHOR SCHEDULE-INTERIOR MOUNT CONDITION (IN. O.C.) 3350 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE G=0.65 MIN. WOOD BLOCK DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 50 PSF 40 PSF 30 PSF 60 PSF SO PSF 40 PSF 30 PSF 60 PSF SO PSF 40 PSF 30 PSF 10.0 10.0 10.0 8.9 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 6.5 7.6 8.9 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 5.2 6.0 7.2 8.9 8.6 10.0 10.0 10.0 10.0 10.0 10.0 4.4 5.1 6.0 7.5 7.1 8.3 10.0 10.0 10.0 10.0 10.0 6.5 6.0 7.1 8.6 10.0 9.0 10.0 10.0 5.8 5.3 6.2 7.6 9.6 8.7 10.0 10.0 5.6 5.0 5.9 7.2 9.2 8.1 9.7 10.0 5.2 4.7 5.5 6.7 8.6 7.7 9.2 10.0 5.0 4.4 5.2 6.3 8.1 7.2 8.7 10.0 4.7 4.2 4.9 6.0 7.7 114" DEWALT PANELMATE FEMALE ID ANCHOR SCHEDULE-v..cA.LL MOUNT CONDITION (IN. O.C. 3350 PSI MIN CONCRETE HOLLOW AND GROUT -FILLED CONCRETE G=0.65 MIN. WOOD BLOCK DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 10.0 10.0 10.0 8.7 9.9 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 6.4 7.3 8.7 10.0 8.9 10.0 10.0 10.0 10.0 10.0 10.0 5.1 5.9 7.0 8.7 7.2 8.3 9.7 10.0 10.0 10.0 10.0 7.0 8.3 10.0 9.4 10.0 10.0 6.1 7.2 8.9 8.3 9.9 10.0 5.5 6.4 8.0 8.1 9.5 10.0 5.3 6.2 7.7 7.6 8.9 10.0 4.9 5.8 7.2 7.2 8.5 10.0 4.7 5.6 6.9 6.8 8.1 10.0 4.5 5.3 6.6 114" ITWSAMMY SSC ANCHOR SCHEDULE -EXTRUSION 1 MOUNT (IN. O.C. 3295 PSI MIN CONCRETE GROUT-FILLED CONCRETE BLOCK SPAN DESIGN PRESSURE DESIGN PRESSURE 60 PSF SO PSF 40 PSF 30 PSF 40 PSF 30 PSF 4·.o· 6.1 6.9 8.0 9.8 6.2 6°-0• 5.2 6.1 0·-0· 5.0 10'-0' 12-0' 1/4' DEWALT PANELMATE (MALE OR FEMAL8.ANCHOR SCHEDULE-EXTRUSION 1 MOUNT (IN. O.C.) 3323 PSI MIN CONCRETE G=0.56 MIN. WOOD SPAN 30 PSF 4·.o· 7.0 6°-0• 5.3 0·-0· 4.3 1/4* DEWALT PANELMATE INSERT ANCHOR SCHEDULE -EXTRUSION 1 MOUNT (IN. O.C.) 2700 PSI MIN CONCRETE GROUT-FILLED CONCRETE BLOCK SPAN DESIGN PRESSURE 40 PSF 4•.o· 5.9 6°-0• 0·-0· rRtar.JK nrr,mtaROO, Pr t Ptuo1c.:,.,1!:I o.::t 9l:ll:I:, 20-31278 8C:AU!1 PAGE DESCRIPTION: 1/4' ALL POINTS SOLID-SET ANCHOR SCHEDULE- EXTRUSION 1 MOUNT(IN.O.C.) 3000 PSI MIN CONCRETE DESIGN PRESSURE a,9• OEl.NALT STEEL DROPINANCHOR SCHEDULE EXTRUSION 1 MOUNT \IN.O.C.) SPAN 4·.o·· 6'-0" 8'-0" 40 PSF 30 PSF 5.8 7.1 5.4 4.4 1/4' DEWALT STEEL DROPIN ANCHOR SCHEDULE EXTRUSION 1 MOUNT \IN.O.C.) 4000 PSI MIN CONCRETE SPAN SO PSF 4.9 SPAN 4·.o·· 6'-0" 8'-0" 10·-o· 12·-o· 14·.o· 14'-8' 16·-o· 17"-0* 10·-2· EiO PSF 4000 PSI MIN CONCRETE DESIGN PRESSURE 60 PSF 40 PSF 9.6 11.2 0.s 114" OEWAL T POWER-STUD ANCHOR &:::HEDULE · EXTRUSION 1 MOUNT IN. O.C. SPAN 60 PSF DESIGN PRESSURE SO PSF 40 PSF 5.5 4.1 30 PSF 6.7 5.1 1/4"" DEWALT PANELMATE TVASANCHORSCHEDULE-EX.TRUSION 1 MOUNT ,;IN.O.C.) SPAN 10'-0" 3350 PSI MIN CONCRETE DESIGN PRESSURE SO PSF 40 PSF 5.6 6.6 4.9 30 PSF 8.0 6.0 G=0.65 MIN. WOOD DESIGN PRESSURE SO PSF 40 PSF 30 PSF 6.4 30 PSF 12.0 10.4 8.6 7.3 6.4 6.7 5.6 5.2 M 4.8 tJ4• DEWALT PANELMATE FEMALE 10 ANCHOR SCHEDULE· EXTRUSION 1 MOUNT IN. O.C.) SPAN 4'-0" 6"·0" 8"·0" 3350 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE BLOCK G=0.65 MIN. WOOD NOTE: SEE SHEET 7 FOR ANCHOR NOTES SPAN 4·.o·· 6'-0" 8'-0" 10·-o· 12·-o· 14·.o· 14'-8' 16"-0* 11·-0· 18'-2' SPAN 4'-0" 6"-0" 8'-0" 10·-o· 12·-o· 141-0• 14·.g• 16·-o· 17"-0' 10·-2· SPAN 4'-0" 6'-0" 8'-0" 10·-o· 12·-o· 141-0• 14·.g• 16·-o· 17"-0* 10·-2· SPAN 4'-0" 6'-0" 8'-0" 10·-o· 12·-o· 141-0• 14'-8' 16"-0' 11•-0· 18'-2' EiO PSF 12.0 12.0 9.7 8.1 6.9 6.1 5.9 5.4 5.2 4.9 60 PSF 12.0 9.4 7.4 6.1 5.2 4.6 4.4 00 PSF 8.6 5.9 60 PSF 11.1 8.1 6.4 5.4 114" ITW SAMMY SSC ANCHOR SCHEDULE -EXTRUSION 2 MOUNT (IN. O.C. 3295 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 60 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF SO PSF 40 PSF 12.0 12.0 12.0 6.9 8.0 9.6 12.0 9.2 10.6 12.0 12.0 12.0 12.0 6.9 0.0 7.8 9.2 11.3 12.0 12.0 6.9 6.2 7.4 9A 1 t.3 12.0 5.2 6.2 8.1 9.7 12.0 4.5 5.4 7.1 8.6 10.9 4.8 6.8 8.3 10.6 6.4 7.7 9.7 6.0 7.3 9.3 5.7 6.9 o.o 1/4' DEWALT PANELMATE ·MALE OR FEMALE) ANCHOR SCHEDULE· EXTRUSION 2 MOUNT (IN. O.C.) 3323 PSI MIN CONCRETE HOLLOW AND GROUT-FILL ED CON CRETE BLOCK DESIGN PRESSURE DESIGN PRESSURE MPSF 40 PSF SO PSF 60 PSF 50 PSF 40 PSF 30 PSF 12.0 12.0 12.0 5.7 6.6 8.0 10.1 11.0 12.0 12.0 5.7 7.2 8.6 10.4 12.0 5.7 7.1 8.6 11.0 6.1 7.4 9.4 SA 6.5 8.3 5.1 6.2 8.0 4.8 s.0 7.4 4.5 5.5 7.0 4.3 5.2 6.6 1/4"" DEWALT HOLLOW.SET DROPIN ANCHOR SCHEDULE EXTRUSION 2 MOUNT (IN. O.C.) 4000 PSI MIN CONCRETE HOLLOW AND GROUT-FILL ED CON CRETE BLOCK DESIGN PRESSURE MPSF 40PSF 30 PSF 9.9 12.0 6.9 8.5 6.6 G=0.65 MIN. WOOD DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 9.1 10.4 12.0 6.6 7.6 9.1 5.2 6.1 7.2 5.1 6.1 5.2 4.6 4.5 1/4* DEWALT PANELMATE INSERT ANCHOR SCHEDULE· EXTRUSION 2 MOUNT (IN. O.C.) 30 PSF 12.0 11A 9.2 7.8 6.8 6.0 s.0 5.4 5.2 4.9 30 PSF 12.0 11.3 9.1 7.6 6.6 s.0 5.6 5.2 5.0 4.7 2700 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE 60 PSF 40 PSF SO PSF 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 12.0 12.0 12.0 8.4 9.8 11.8 12.0 8.6 10.0 12.0 12.0 9.3 11.1 12.0 6.0 7.0 8A 10.7 6.1 7.1 8.6 10.9 7.4 8.9 11.1 5.4 6.6 8.4 5.6 8.6 6.2 7A 9.3 7.1 5.4 6.4 8.1 6.1 5.7 7.2 5.3 s.s 6.9 5.1 5.1 6.4 4.8 4.9 6.1 4.5 4.6 6.8 4.3 20-31278 SCALE: PME OE60Rlfl'll0N: 112! 1/4* ALL POINTS SOLID-SET ANCHOR SCHEDULE· EXTRUSION 2MOUNT (IN. O.C.) 3000 PSI MIN CONCRETE HOLLOW AND GROUT-FILLED CONCRETE BLOCK SPAN DESIGN PRESSURE DESIGN PRESSURE SPAN 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 4•.o· 12.0 12.0 12.0 12.0 8.7 10.2 12.0 12.0 5·.c,· 10.7 12.0 12.0 12.0 6.1 7.2 8.7 1 t.t 4·.o· 8"-CI" 8.S 9.7 11.8 12.0 5.6 6.8 8.7 6·-o· 10•.o· 6.8 8.0 9.7 12.0 7.2 e·-o· 12·-o· 5.8 6.8 8.S 10.7 6.1 10'-0' 14·.o· 5.0 5.9 7.2 9.S 5.4 12'-0' 14'•8' 4.8 6.7 6.9 9.0 5.2 14·.o· 15·.o· 4.5 5.3 6.4 8.S 4.8 14·.9• 17'-0' 5.0 6.t 7.9 4.5 16'-0' 19·.2· 4.7 5.7 7.4 4.3 17'-0' 18'-2' 1/4* DEWALT STEEL DROPIN ANCHOR SCHEDULE EXTRUSION 2MOUNT (IN. O.C.j 4000 PSI MIN CONCRETE SPAN SPAN DESIGN PRESSURE 60 PSF SO PSF 40 PSF 30 PSF 4·.o· 4·.o· 12.0 12.0 12.0 12.0 6·-o· 6'-CI" 9.8 1 t.S 12.0 12.0 0·-0· 8'-CI' 7.6 8.9 10.9 12.0 10'-0' 10·-o· 6.2 7.3 8.9 11.6 12'-0' 12•.o· 5.3 6.2 7.6 9.8 14·.o· 14·.o· 4.6 5.4 6.6 8.6 14'-8' 14·.3• 4.4 5.2 6.4 8.2 16'-0' 16'-0' -4.8 5.9 7.6 11·.o· 4.6 5.6 7.2 10·-2· 4.3 5.2 6.8 17'-0' 18'-2* 318" DEWALT STEEL DROPIN ANCHOR SCHEDULE EXTRUSION 2MOUNT (IN. O.C.) 4000 PSI MIN CONCRETE SPAN DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF 4•.o· 12.0 12.0 12.0 12.0 5·.c,· 12.0 12.0 12.0 12.0 8'-CI' 12.0 12.0 12.0 12.0 10•.o· 12.0 12.0 12.0 12.0 12·-o· 11.2 12.0 12.0 12.0 14'•0· 9.8 1 t.S 12.0 12.0 14'•8' 9A 11.0 12.0 12.0 15·.o· 8.6 10.2 12.0 12.0 17'-0' 8.2 9.7 11.8 12.0 18'·2' 7.7 9.1 11.1 12.0 1/4* DEWA.L T POWER-STUD ANCHOR SCHEDULE -EXTRUSION 2 MOUNT \IN. o.c.; 4000 PSI MIN CONCRETE GROUT-FILLED CONCRETE BLOCK SPAN DESIGN PRESSURE DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 30 PSF 4•.o· 12.0 12.0 12.0 12.0 8.1 9.4 11.2 12.0 5·.c,· 9.2 10.8 12.0 12.0 6.7 8.1 10.2 8"-CI" 7.2 8.4 10.2 12.0 8.1 10•.o· 6.0 7.0 8.4 10.8 6.7 12·-o· 5.1 6.0 7.2 9.2 5.8 14'•0· 4.5 5.2 6.3 8.1 5.1 14'•8' 5.0 6.t 7.8 4.9 15·.o· 4.6 5.6 7.2 4.5 17'-0' 4.4 5.4 6.9 4.3 18'·2' 4.2 5.t 6.5 4.t 114' DEWALT PAt.JELMATE TVASANCHOR SCHEDULE -EXTRUSION 2MOUNT IN.0.C.) 3350 PSI MIN CONCRETE DESIGN PRESSURE 60 PSF SO PSF 40 PSF 12.0 12.0 12.0 1 t.6 12.0 12.0 9.1 10.6 12.0 7.4 8.7 10.6 6.3 7.4 9.t 5.5 6.5 7.9 5.3 6.2 7.6 4.9 6.8 7.0 4.6 5.5 6.7 4.4 5.1 6.S 30 PSF 12.0 12.0 12.0 12.0 1 t.6 10.2 9.8 9.1 8.6 8.1 HOLLOW AND GROUT-FILLED CONCRETE BLOCK DESIGN PRESSURE EiO PSF 60 PSF 40 PSF 30 PSF 6.2 7.S 8.8 11.3 4.3 5.1 6.2 8.0 6.2 60 PSF 9.1 6.6 5.2 1/4' DEWALT PAN ELMATE FEMALE 10 ANCHOR SCHEDULE -EXTRUSION 2 MOUNT 3350 PSI MIN CONCRETE DESIGN PRESSURE 60 PSF 50 PSF 40 PSF 12.0 12.0 12.0 9.4 11.0 12.0 7.4 8.6 10.4 6.1 7.1 8.6 5.2 6.t 7A 4.6 5.4 6.5 4.4 5.t 6.2 4.8 5.8 4.5 5.5 4.S 5.2 NOTE: SEE SHEET 7 FOR ANCHOR NOTES 30 PSF 12.0 12.0 12.0 11.0 9.4 8.3 8.0 7.4 7.0 6.6 HOLLOW AND GROUT-FILLED CONCRETE BLOCK DESIGN PRESSURE 60 PSF 60 PSF 40 PSF 30 PSF 6.6 8.0 10.1 7.2 5.7 60 PSF 9.1 6.6 5.2 G=0.65 MIN. WOOD DESIGN PRESSURE SO PSF 40 PSF 10.4 12.0 7.6 9.t 6.1 7.2 5.1 6.1 5.2 4.6 4.5 IN.0.C.) G=0.65 MIN. WOOD DESIGN PRESSURE 50 PSF 40 PSF 10.4 12.0 7.6 9.t 6.1 7.2 5.1 6.1 5.2 4.6 30 PSF 12.0 1 t.3 9.1 7.6 6.6 5.8 5.6 5.2 5.0 4.7 30 PSF 12.0 1 t.3 9.1 7.6 6.6 5.8 5.6 5.2 5.0 4.7 i;e ;i~. 20-31278 !It.Al.!: PAGI! Dl!satlPTION1 SPAN 4'-0" 6'-0" 3·.o·· 10'-0'' 12"-0'" 14"-0'" 14'-S' 16"-0'" 1 7'-0'' 10·-z· SPAN 4'-0" 5·.o·· 8~0" 10'-0'' 12"-0'" 14'-0'' 14'-S' 16"-0'" 1 7'-0'' 18'-Z' SPAN 4·.o·· 6'-0" 3·.o·· 10"-0'" 12'-0'' 14"-0'" 14'-S' 16'-0'' 17"-0'" 10·-z· SPAN 4·.o·· e·.o·· 8~0" 10"-0'" 12'-0'' 14'-0'' 14"-ff 16'-0'' 17"-0'" 18'-Z' 1/4' ALL POINTS SOLID-SET #•.NCHORSCHEDULE-BUILD OUT TUBE MOUNT \IN. O.C.:, 1/4' ITINSM11IMY SSC.ANCHOR SCHEDULE-BUILD OUT TUBE MOUNT \IN. O.C.:, 3295 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK 3000 PSI MIN CONCRETE DESIGN PRESSURE DESIGN PRESSURE SPAN DESIGN PRESSURE DESIGN PRESSURE HOLLOW AND GROUT-FILLED CONCRETE BLOCK 60 PSF ~O PSF 40 PSF 30 PSF 30 PSF 60 PSF ~O PSF 40 PSF 30 PSF EiO PSF 60 PSF 40 PSF 30 PSF 60 PSF SO PSF 40 PSF 30 PSF 11.8 12.0 12.0 12.0 6.t 7.5 7.0 7.9 9.2 11.3 4·.o·· 9.3 10.6 12.0 12.0 5.4 6.1 7.2 8.8 0.0 10. 1 11.8 12.0 5.6 5.2 5.9 7.0 8.6 5·.o·· 6.9 7.9 9.3 11.4 4.0 5.4 6.6 7.2 8.2 9.6 11.8 ~.7 7.0 8~0" 5.6 SA 7.6 9.3 6.t 7.0 8.2 10.1 4.9 5.9 10"-0'" 4.8 5.5 6.4 7.9 5.4 6.1 7.2 8.8 5.2 12'-0'' 5.6 6.9 4.8 5.5 6.4 7.9 4.7 14'-0'' 5.0 6.2 4.6 5.3 6.2 7.7 14"-ff 4.9 6.0 4.3 5.0 5.8 7.2 16'-0'' 4.6 5.6 4.2 4.8 5.6 6.9 1 7'-0'' 4.4 5.4 4.5 5.3 6.6 18'-Z' 4.2 S.t 1/4"" DEWALT PANELMATE (MALE OR FEMALE) ANCHOR SCHEDULE-BUILD OUT TUBE MOUNT ,;IN.O.C.) 60 PSF 8.7 6.5 5.3 60 PSF 8.2 EiO PSF 8.7 6.5 5.3 3323 PSI MIN CONCRETE DESIGN PRESSURE MPSF 40 PSF 9.9 11.6 7.4 8.7 6.0 7.1 5.1 6.0 5.3 4.7 4.6 4.3 30 PSF 12.0 10.7 8.7 7.4 6.5 s.0 5.6 5.3 HOLLOW ANO GROUT-FILLED CONCRETE BLOCK 60 PSF 6.7 G=0.56 MIN. WOOD DESIGN PRESSURE ~O PSF 40 PSF 7.6 8.9 6.7 5.5 1/4"" DEl/l/ALT P.6NELMATE INSERT ANCHOR SCHEDULE -BUILD OUT TUBE MOUNT ,;IN. O.C.) 30 PSF 10.9 8.2 6.7 1/4' OEWAL T STEEL DROPINANCHOR SCHEDULE BUILD OUT TUBE MOUNT (IN. O.C.) SPAN 6'-0" 3·.o·· 10'-0'' 12'-0'' 14"-0'" 14'-S' 16"-0'" 17"-0'" 10·-z· 60 PSF 6.3 4000 PSI MIN CONCRETE DESIGN PRESSURE ~O PSF 40 PSF 9.7 11.4 7.2 30 PSF 12.0 10.S 8.5 7.2 6.3 5.7 5.5 4.9 4.7 318* DEWALT STEEL OROPIN ANCHOR SCHEDULE BUILD OUT TUBE MOUNT (IN. O.C.) 4000 PSI MIN CONCRETE SPAN DESIGN PRESSURE 00 PSF ~O PSF 40 PSF 30 PSF 4·.o·· 12.0 12.0 12.0 12.0 6'-0" 12.0 12.0 12.0 12.0 0·.o·· 10.9 12.0 12.0 12.0 10'-0'' 9.2 10.6 12.0 12.0 12'-0'' 8.1 9.2 10.9 12.0 14"-0'" 7.2 8.3 9.7 12.0 14'-S' 7.0 8.0 9.4 11.6 16"-0'" 6.5 7.5 8.8 10.9 17"-0'" 6.2 7.1 8.4 10.4 10·-z· 5.9 6.8 8.0 9.9 2700 PSI MIN CONCRETE HOLLOW CONCRETE BLOCK GROUT-FILLED CONCRETE BLOCK DESIGN PRESSURE DESIGN PRESSURE DESIGN PRESSURE ~O PSF 40 PSF 30 PSF 60 PSF 50 PSF 40 PSF 60 PSF ~O PSF 40 PSF 9.3 10.9 12.0 5.3 6.1 7.1 5.5 6.3 7.3 7.0 8.2 10.0 1/, 5.3 5.5 5.7 6.7 8.2 5.7 7.0 5.0 6.t 4.5 5.5 4.3 114" OEWAL T PANELMATE FEMALE ID ANCHOR S::HEDULE -BUILD OUT TUBE MOUNT (IN. O.C.) 3360 PSI MIN CONCRETE HOLLOW ANO GROUT-FILL ED CONCRETE BLOCK G=0.56 MIN. WOOD DESIGN PRESSURE DESIGN PRESSURE 60 PSF 40 PSF 30 PSF 30 PSF 60 PSF 60 PSF 40 PSF 9.9 11.6 12.0 5.8 6.7 7.6 8.9 7.4 8.7 10.7 5.1 5.8 6.7 6.0 7.1 8.7 5.5 5.1 6.0 7.4 4.5 5.3 6.5 4.7 s.0 4.6 5.6 4.3 5.3 30 PSF 9.0 6.7 5.5 1/4• OEWAL T POWER-STUD ANCHOR SCHEDULE· BUILD OUT TUBE MOUNT IN. O.C. 4000 PSI MIN CONCRETE GROUT-FILLED CONCRETE BLOCK SPAN DESIGN PRESSURE DESIGN PRESSURE EiO PSF 60 PSF 40 PSF 30 PSF 60 PSF SO PSF 40 PSF 30 PSF 4'-0" 8.4 9.6 1 t.3 12.0 SA 6.1 7.1 0.0 5·.o·· 6.3 7.2 8.4 10.4 4.6 5.4 6.6 8~0" S.t s.0 6.9 8.4 SA 10"-0'" 5.0 5.8 7.2 4.6 12"-0'" 5.1 6.3 14'-0'' 4.6 5.6 14"-ff 4.4 5.5 16"-0'" 1 7'-0'' 18'-Z' SPAN 10"-0'" 1/4"" DEW'AL T HOLLOW-SET DROPIN ANCHOR SCHEDULE BUILD OUT ruse MOUNT (IN. O.C.) 4000 PSI MIN CONCRETE 40 PSF 30 PSF 6.7 8.2 5.0 6.2 5.0 4.3 114" DEWALT P#JELMATE TVAS ANCHOR SCHEDULE-BUILD OUT TUBE MOUNT IN. O.C. 30 PSF 10.9 8.2 SPAN 6.7 5.8 4·.o·· S.t 6'-0" 4.5 3·.o·· 4.4 10"-0'" 12'-0'' 14"-0'" 14"-ff 16'-0'' 17"-0'" 10·-z· NOTE: SEE SHEET 7 FOR ANCHOR NOTES EiO PSF 10.3 7.7 6.2 5.3 4.6 4.1 33~0 PSI MIN CONCRETE DESIGN PRESSURE 60 PSF 40 PSF 11.8 12.0 0.0 10.3 7.t 8.4 6.1 7.1 5.3 6.2 4.7 5.6 5.4 5.1 4.8 4.6 HOLLOW AND GROUT-FILLED CONCRETE BLOCK DESIGN PRESSURE 30 PSF SO PSF 30 PSF 12.0 6.1 12.0 10.3 8.8 7.7 6.9 6.7 6.2 6.0 5.7 60 PSF 6.7 5.1 G=0.5~MIN. WOOD DESIGN PRESSURE 60 PSF 40 PSF 30 PSF 7.6 8.9 10.9 6.7 8.2 6.7 5.8 S.t 4.5 20-31278 PAGI! Dl!satlPTION1 Revision Request/Correction to Comments City of Atlantic Beach Building Department 800 Seminole Rd, Atlantic Beach, FL 32233 **All INFORMATION HIGHLIGHTED IN GRAY IS REQUIRED. Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: RES21-0169 D Revision to Issued Permit OR ~ Corrections to Comments Date: 06/09/2021 Project Address: _35_0_3r_d_S_t_. -------------------------------- Contractor/Contact Name: First Coast Hurricane Shutters, LLC Contact Phone: _9_0_4_-4_1_9_-9_8_1_5 ________ Email: office@fchurricaneshutters.com Description of Proposed Revision/ Corrections: Re-sent Product Approval Documents -They were locked and Mike Jones could not put his signature or stamp on them . . _T_o_m_R_oz_c_e_k ________ affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? uiNo D Yes (additional s.f. to be added: ____________ _, • Will proposed revision/corrections add additional increase in building value to original submittal? ~No D •ves (additional increase in building value: (Contractormustsignifincreaseinvaluation) (Office Use Only) [¼pproved D Denied D Not Applicable to Department Permit Fee Due$ _____ _ Revision/Plan Review Comments _____________________________ _ Department Review Required: Building Planning & Zoning Tree Administrator Public Works Public Utilities Public Safety Fire Services Reviewed By Date Updated 10/17/18 l ~ " ! " J. ~ ~ i 1 . ! ~ ~ ; r ~ CJ ul ,:: "' .. 5 ~ i ;... 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C . t. / S H U T T E R A T T A C H M E N T T O H O S T h " x l t . " T A P C O N 0 2 4 " 0 . C . ~ , - - E X I S T I N G H O S T S T R U C T \ J R E , - - , / / / ' - " - , _ , _ . . . . . _ _ _ , _ C . . L . . . . ' - - ' - ' " ' - " - - - ' - - - " ' - - ' - - ' - ' - - " " - / B Y O T H E R S ( S E E S O I E D U L E S ~ / / ] ~ / I F O R O P T I O N S ) V / ,.____,__~,~////,! / / / / % / / < - / Mlfl. SEPAR A T I O N HOUSING ~ TO GLASS ( S E E I EXTERJOR / INTERJOR* I SCHEDULE) I~ ~ W/(j) ~ ......_ ___ _ _ , . _ . _ _ _ _ : : : ~----- ' · , - ~ - - - ~ : : : " ' \ -Q) Wf~ ) ( T Y P ) . @ EVER Y S L A T ,..-@w 1 ® (OPTIO N A L ) 1 J . n i . N 1 1 1 N • • P x 1 " H E X ~ H E A D T E K S C R E W S @ 4 " 0 . C . E X T E R J O R / I N T E R I O R * / ' / 3 W / ~ ( T Y P ) . 1 / j a > E V E R Y S L A T l 1 ~ C W / Q ) ~ A W / ; ! ) ( O P T I O N A L ) 1 / ' / , , / / . N O N - S T R U C T U R A L / H E A D E R T U B E T O H A T C H I D E P T H O F B . O . T U B E S . l " E X I S T I N G H O S T S T R U C T U R E , B Y O T H E R S ( S E E S C H E D U L E S / T H I C K T U B E S P E R M I T T E D • · 0 x 1 · n w F O R O P T I O N S ) ~ I B U I L D E X 4 T E K \ j / L S C R E W S O 2 4 " o . c . ! c C ) w : : : ! : : : I l l X ~ : - , I I > N : ~ = 3 / 1 · 1 1 1 2 · - ~ 1 / / ~ 7 1 j ~ , , 1 , - - - - - - - ' L _ _ _ A H C H O R S . L L l _ , , ( S E E ~ ~ • • S C H E D U L E ) / / ✓ , • - ~ ~ ] ~ @ O R ~ ) / ' / 4 l i : X T I E R I O R / ~ \ I N T U I O R . • ~ ~ ; ~ ~ W I @ ( T Y P ) . ~ ~ \ 0 E V E R Y S L A T J : l · ~ E W / ( j ) / 3 : , @ w 1 ~ / . / ( O P T I O N A L ) / / 7 / T • / " ; / / / : / . . / / / , , - , / , , • W H E H R E V E R S E M O U N T E D A D O 1 " O F G L A S S S E P A R A T I O N P E R " G L A S S S E P A R A T I O N S C H E D U L E " O N S H E E T 1 WALL M O U N T I N S I D E T R A P P E D M O U N T B U I L D - O U T M O U N T 11.T.S. S E C T I O N V I E W N . T . S . S E C T I O t l V I E W H . T . S . S E C T I O N V I E W HOUSIHG NOTES: 1. HOUSING (0.040" THIO< ALUM, 3105 - H 1 4 M T N ) 2. ENO CAP (CAST ALUM, SHALL BE CA P A B L E O F S U P P O R T I N G S L A T A N D U F T M E C H A N I S M W E I G H T ) . . . • . , . . . . . . . . . - ' · . 2 0 - 3 1 2 6 6 S C . A t i : N T l \ 1 1 . Z N J r O r l l > 3. 116" ALUM POP RIVETS (6 TOTAL PER S I D E C A P , 2 A T T O , 2 A T R E A R , 2 A T B O T T O M ) f, 4. HOOD HAS BEEN TESTED FOR IMPA C T / C Y C U U G A N O M A Y B E I N S T A L L E D W I T H I N O P E N I I I G ~ 1.__ _________ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . . . . . 1 , . _ _ _ . . , 1 3 S H U T T E R A T T A C H M E N T T O H O S T 7 / 7 ? , / , I E X I S T I N G H O S T • / / . ~ - 7 k . S T R U C T \ J I I I ' S Y J - ~ - ~ · w ~ · - · . < - / . _ ~ E 5 ~ : E ; ~ ~ " ' ' 1 / / - - / " : , : ~ S O f E D U ~ , 7 # / , 7 , , f { 1 , : - - : : . - : : : : : . - : : , i - - / / \ , ~ I _ _ , _ , / , , · / / ~ ½ l I I r ~ £ _ ; - . r ; I ~ . . : r ~ . . : r - . f " A - - - ~ o : ~ ~ , . - @ ' 1 ; , / 2 . , . , / / . · , . a · M : N - l " K A X 1 . R A P P E D M O U N T . . . . , _ _ _ _ ~ ~ ~ I : ; ~ 7 ~ . . 0 - - - ' _ J 7 S " B U I L D - O U ; ~ O U N ' - ' ~ N T . S T S K T l < : W V I E W . , . ' ° N ~ J 1 ~ ~ • 1 A ~ ~ ~ ; I I J b i l 1 I ~ s 1 i ' f O L I " - . . . . . . c V." 0 X L " HEX H E A D TEl( S C A E Y , S 04 " 0 C S H U T T E R A T T A C H M E N T O P T I O N T O A L U M I N U M M U L L I O N S f - - - - - M U L L I O N S - - - - - a S E E M U W O N S C H E D U L E S F ~ l " U W O N O P T I O N S FA C E M O U N T E N D M U L L I O N ~ --------Y." O x 1 • H E ~ I ~ ~ ~ ~ • • I oc I I I I I S E C T I O N V I E W - - - - - - - - - ' I U W O O S - - - - - - - - - - - r ~ ~ - 1 , - - - - - 1 1 1 1 ~ . 0 , . . . ~ ~ ' ; " ' t : : ; , - : i - 1 . - - - - , - - - - l l l D t , , . . . ~ ~ ~ ? ~ ~ ~ ~ 4 . . ~ I I 2 F A C E M O U N T E N D M U L L I O N 6 I I T , S . s e c m : » , V l E W O R J E M ' A T ! O N • 2 F A C E M O U t / T E N D " ' l l l l J C ' I 4 T R A P P E D M O U N T 6 t l . T . S , 2 0 - 3 1 2 6 6 S C A U ~ N T l ' - N . 2 9 1 N C l ' l l ! D FACE MOU N T [,.__ ________ N_T_s ____ _ _ _ _ s f C T I _ O N _ V _ ! E W _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . . J L _ ® : : : : o ~ - 1 , , J 3 A N C H O R S C H E D U L E : W A L L M O U N T M Q W A C N Q O . C : . : ~ • 1 1 W T N " C O N t . U . • A U . . . J I I O U f f S W C P f A I . T C C t f t E X M . r D E W A L T l - - - - - - , - - - - ~ - - - - - , v c · o E W A . U I I V I m · L A G 1 1 1 1 · 1 . A G r • w o c o . w & 1 o s s : ; - . ; J ~ i a ; = : ' - r - - - - - - - < t14• D E ' W A L T t . 1 4 " S S I T W ll. TP ' I A C O N T A P C O N T02n l O P S I T 0 1 1 1 2 ~ ■ - . . . C'OH C l " - E l ! : : C ~ T I 1 J1 ° , l , I N . . 1 . 1 1 ° M H Dlllt. D M D f T ; . ~ . 2 s• \I N E D G ! : U " I I I N l 0 G I ! : : T O O f t C V T - ~ T ~ S C ' t f W ~ S l ~ F U . 1 n « f . A D I C l t . T _ . t o = P S I N . l ! ~ ~ ~ Y N T O ) C I O O l ' " ! I ~ T O ' H C U O W T O O I O H l & N r 0 0 4 A 2 1 1 l t . r o c • . ! 6 P l > e l ' I V I ~ P O a n t A n 0 N T O J O I O P S I I T O ! ! ! . ' . . . . T ' Q ~ ~ P S I C C I N C M T ! C O H C I I E T I : C O N C M T I ! ! C c , , a l l : T ! " C ~ t T ! , _ . & 0 0 ( ; W O O D " : W 0 0 0 : M H W O O D . 0 f \ i , 1 1 , 2 . t . ' 1 0 O f U l t S , . 1 1 ' 1 Q Y N . ~ - r 1 1 1 1 t O a o c K . R . o a t ; J ' . J ' " • C O N Q I I E T ' t . , O l 1 1 " M N U " I I H T M ' t 1 _ J " . . N a T J t l l l l J . e O l T C X > t « : 1 1 1 E : 1 ' 1 ! C O H I C f l l E l E C O N C l t £ t ( D l ~ T ~ 1 2 ' 0 M I N 1 T V M I N . D l l l ! D l i i i l ~ o , r , - 1 1 . . ~ £ M . I I C I M ( N T , D n B l l l l O f f , l M I I I D I . I D I T • r : , ~ 1 T 0 U I ' " ' . . . . . . . 1 1 4 \ i l N J I ' . . . J ~ M H 1 1 2 1 " - « J 1 2 1 " Y N ~ 0 1 R 1 C ' 1 D 1 8 B ) U D f T . : r u : . . . 0 £ 1 a 1 D W H T . r . t . U N e - , , . r . l N . 1 1 ' 1 ' 1 , , 1 " l . T l " \ I H . I C Q , . T I A U . U I O I J . - U A L L I M . ~ DICT A H C E C O S T A H C I : ! 1 ) G t : i f D O I ! 4 ° M , H , . . . . . . . . f D G . I ! E D O I ! ' . : r M 1 N ( O G E E X > < Z E D O f I D G ( E O O f : i , • . . . f . D G I ! i , m • w a , , c , , r . . . . 1 1 5 " 1 & 1 1 . J 1 1 " \ a t r l O t ' f f A H C E : D t S T A H C I ! 1 ! 0 C K 0 - I T A H C I ! D t S T A M : : r . t w S T A N C ! " 0 t S T A N a D f S ' t A N C E 0 1 1 r N < : E C l l l T A N C E O t l t » a E D G E ! D I Z . ~ ~ MI -SPAN PltUSWta I O I S T A . . ' - ' C £ C I S T A . P « % D t S T A H C ! . I!> nr , ... ••r ,,.,. ,cr Ntl• •40PSI' .,..,.s,, ........ .,.,u,,. *HOP9P' ....... ..,. 6JPSf .. ,. ... .. ., ... 22~•LM'T '2UllWT t021 Jl.M"1 141.tllUT "ltULU"T lHtlWT 'MtJLMl ~, .. ,...., 20allllil'i NAUL&FT ....... -41o-S2PSf ..... _ .,.n,.. ... PSI' ........ *4tPSP ........ . __ ,.., .. ,.PSI' ...... 94:l'PSI" .,..,.,,, ...... .,,,,. .,j.JOPSI" ¥ 34PSP ...... .,_UPSF .,_ 4~PSf 1toUI..MCT UMJLIM'1' :tl,:l,CIUM'T UHlLU'i 1UDtl.UT U:llll.U'T SttllL8"T 22\2.11.JUJ'T 21»21.UT .JOIUL&FT , .MMIL.&FT . Slt41U#T :U:1141.UT 2UUUlrT JOUlllll'T »l12UET l6H1l&l'T ANCHOR NOTES: 212$LM'l . . . . . . . , r . . . WJLM't . . . . . . . . . . . . . . . . IMtLM'T . . . . ' , . . . . . . · - .......... , . . . ' , . . . . . . . . . . fflGr..&f'T . . . , , . . , , . . . . . . lOltl&PT . , . . . . . . . . . . Ol~LIIT . . . . . . . . . . . . 1112&.APT , . . . . . . . . , , . JWILIM'T , . . . . . . . . . . . . 12111..M'T , . . . , . , , . .. ,. ...... . . . . , . , . . tJ,tLM'T . . . . ' , . . ., . ..__., 112 IU.,T 11M2LM'T 122.IU#T ll-llLPT 1D12'JL_,. 1221.JL_,. ttKllLlln 1413~1 142JlUT J'SIJ\MT IUILUT tall.MT NJJ LM'T UUlMT "'4.lLMT 1'MIL&fT ll41UlofT l ANCH011S SIW.L SE lr.sTALLEO lN ACCOROAFCE W I T H H A m J F A C T l J R E R S R E C l : » ' M f 1 ' D A T I O N S . . . . . . . . . . , , . . . . . . . . . . . , . . . . . . , , . . u r . . . . 2 WHERE ANCHORS FASTEll TO NAllatOW fN:.E OFS T U O F R A M l t , G , A t l O I O R S H A U . & E I . C X : 4 T E O 1 > 4 C E N T E R o,; Nl:Mo'UIAL 2• (MJN) WOOO STIJD (I o 3/4" EDGE DIST A ' I C E I S A C C l ' P T 4 1 ! l f f O ~ A h C H O i \ S T O W O O D FRN<ING) l HJNIHUH EKBEDH:lff SHALL !IE AS NOTED IN A N O i O R S O ! E O O L E . M [ N I H U ' 4 E M S E D M E H T A N D E D G E DISTANCE EXQ.UDES STUCX:0, FOAM, llRIOC, A~O OTH E R W A U f l N I S H E S . 4 ANCHOR SCHEDULE APPUES TO ALL PROllUCTS C E I I T T f l E D H E R E I N , 8 U T 0 1 , , y P R O I I I D E S M A X l ! > I U M AlJ.OWA!!LE A.~O!OR SPACING MAXIMUM AUOHA8lE S P A N S t , N D P R E S S U R E S l h D I C A T E O t N S l ' A N S 0 1 E O C L E SHALL APPLY. 5 WHERE EXISTIMi STRUCTURE IS WOOD FAA><IN G , E X I S T I N G C O , . D m O N S M A Y V A R Y f l E L D \ l l c R I F Y ntAT FASTEN~RS A'lE INTO ADE(lllATE WOOD FRAMING M E M S E ' I S , N O T l l f f O P I . Y W O O D 6. WO<Xl 11UCKS (&Y OTHEIIS) SHALL SE ANOiORE D P R O l ' E R L Y T O T I W G f t R I . D A D S T O T H E E X I S T I , G STRUCTURE 7. MACHII\E SCREY/5 SHAU. HAI/I: MINlHU-M OIi 1/l. " & ; G A G E ' 4 E N T O F T K ! E A O S I N ! ! A S E A N O i ( ) q A N D H A Y HAVE EITHER A PAN HEAD, TIIUSS HEAD, 01\ WAffll. HE A D ( " S J D E W " ' L I ( 8 0 1 . T " ) U N 0 . 8. Sl<EET .-er AL SCREl'IS SHAU. BE INST-'ll.ED WIT H F U U . E N G A G E I - I E N T C f T H R E A O S I N T O M E T A L H O S - STRUCT\IRE. 9. = DESIGNATES ANCHO!I. CONomo~ YIHI O ! A A f N O T A C X : B ' T A B L E F O i U S E 10. ANCHORS TO GROUT•FllllD BLOO< SHAU. 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S : 5 +1-57 P S F 1 4 ' 0 ' 3 1 3 9 2 L B I 1 2 2 . 3 " 2 6 6 0 . 9 L 8 1 4 4 0 " 3 1 3 9 2 l B 1 3 3 O ' I 2 8 9 9 5 L B 1 0 9 4 ' 2 3 8 4 6 l B z - ~ 1otr +/· 76 P S F 1 3 6 5 · 4 0 6 9 4 L B 1 1 0 2 " 3 2 1 1 5 1 L B 1 4 4 I T 4 2 9 1 7 L B 1 1 9 8 " 3 5 7 1 5 L B 9 & 6 ' 2 9 3 7 J L B 0 I'; +/. 92 P S F 1 2 5 9 " 4 7 8 7 6 L B I 1 0 1 6 ' 3 8 6 4 8 L B 1 4 2 2 " 5 4 0 6 7 L B 1 1 0 5 " 4 2 1 l l 9 L B 9 0 9 ' 3 4 5 5 8 L B i = ; t +/. 109 P S F 1 1 • 5 · s : 3 2 4 7 L t > 9 5 0 " 4 4 1 8 2 L B 1 2 8 6 " 5 9 7 7 4 l B 1 0 0 3 ' • B O O S 1 . 8 & S O ' 3 9 5 0 5 L B a ~ ~ +/. 40 P S F 1 4 ' ( T 3 3 3 ' . 5 L B 1 1 i 9 ' 2 7 7 4 7 L B I 4 4 0 " 3 3 3 l 6 L B 1 3 0 4 " I 3 0 1 6 7 L B 1 0 7 2 " I 2 4 8 1 O L B i i i +/· 52 P S F 1 3 4 0 ' 4 2 2 6 7 L B 1 0 8 2 " 3 4 1 2 . 1 L B 1 4 4 O ' 4 5 4 3 O L B 1 1 7 E r I 3 7 0 9 6 L B 9 6 . T ~ 9 l B " ' .. '46' •I• 64 P S F 1 2 2 9 " 4 9 6 2 8 L B 9 9 6 ' 4 0 2 2 . 4 L B 1 3 8 O ' 5 5 7 1 2 L B 1 o e 3 ' 4 3 7 3 2 L B 8 9 1 · 3 5 9 6 7 L B ~ ~ ! ; 2 . .,. 77 P S F ~ 2 . 0 L B 9 3 0 " 1 2 , . - 6 1 7 6 4 L B l 1 ' 0 9 " 4 6 1 5 4 L B 1 0 1 . r 5 0 1 7 9 L B 8 3 . 1 · 4 1 2 6 9 L B U > J c • !-♦/-89 P S F 1 0 1 4 • & > 1 3 . 9 L B 8 7 6 " 5 1 9 6 7 L B 1 1 3 8 " 6 7 5 1 1 L B 9 5 3 " 5 6 4 9 9 L B 7 5 . 2 · 4 5 1 6 9 t B E . £ i +/• 40 P S F 1 3 4 6 ' 4 1 8 a . 1 L B I 0 6 . T 3 3 8 0 9 L B 1 4 4 O ' 4 4 8 0 9 L S 1 1 8 ► - 3 6 7 5 8 L B 9 7 2 " I 3 0 2 3 1 L B l ¾ . 1 . . +/· 49 P S • 1 2 2 r 4 9 ' 1 4 L B 9 9 5 • 4 0 l 1 7 L S 1 3 7 7 " 5 5 8 0 8 L S 1 0 1 1 2 " ~ 3 L B 1 1 9 O ' 3 6 0 5 0 L B : , 170" +/. 59 P S F 1 0 9 6 " i l & 5 5 . 6 t B I 9 2 4 • 4 6 7 5 5 L B 1 2 3 2 " 6 2 3 6 7 L S 1 o o s · 5 0 8 3 3 L B 8 2 . S ' 4 1 n 7 L B ~ • . 1 ; a . +/-68 P S f 9 9 T 6 1 1 7 6 L 8 8 6 6 " S 3 1 6 6 L B 1 1 1 8 " 6 8 6 7 6 L S 9 4 2 " 5 7 8 0 2 L B 7 4 9 " 4 5 9 4 a L B o ! ! . t i ; .,. 78 p s < 9 1 s · 8 6 6 2 . & L B 6 1 3 " 5 9 1 8 7 L S 1 0 2 6 ' 7 4 7 9 5 L S 8 9 0 " 6 4 n O L B 6 8 8 " 5 0 0 4 3 L B L U . . . ' t +1-35 P S f 1 4 0 5 · 3 1 1 4 3 . 8 L B 1 1 3 . 4 . 3 1 0 2 . 9 L B 1 4 4 O ' 3 ! 1 3 9 8 L B 1 2 3 3 ' 3 3 7 3 5 L B 1 , 1 4 · 2 T T 4 5 L B ' 5 • • ~ +I•42P S F 1 3 2 . 5 " 4 3 2 2 . 9 L B 1 0 6 9 " 3 4 8 9 7 L B 1 ◄ 4 I T 4 ! 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U O N R E A C T I O ~ R E A C T I O N R E A C T I O N M U L L I O N R E A C T ' O t . R E A C 1 1 0 N R E A C T I O N I I U L L I O N R E A C T I O N R E A C T I I D N R E A C T I D N 1 1 . . . . , _ . . . . _ _ _ _ . . . . . . . ! SPA,'l LENGTH Rv Rt R s u m L E N G T H R v R t R s u m L E N G T H R v R t R s u m L E ~ T l i R v R t R s u m L E N G T H R v R I R s u ' T I ~ . . . . . ~ +/-40 PSF 14'10-13526LB 785.0LB 1 5 5 3 . I I L B 1 4 4 . 0 - 1 3 5 2 . 6 L B 7 e 5 0 l . 8 1 5 5 3 9 l . 8 1 4 4 0 " 1 3 5 2 6 L B 7 1 5 5 . 0 L B 1 5 5 3 9 L B 1 4 4 . 0 - 1 3 5 2 . 6 L B 7 6 5 . 0 L B 1 5 5 3 . S L B 1 4 4 . 0 - l 3 : ; 2 . 6 L B 7 8 5 . 0 L B 1 5 5 3 . I I L B z - ~ +/.68PSF 120r 31350LB 10Bl.7LB 3 3 1 6 . 4 L B 1 1 S t r 2 9 9 7 8 l . 8 1 0 3 4 . 4 L B 3 1 7 1 . 3 L B 1 3 6 5 " 3 5 4 6 S L B 1 2 2 3 7 L B 3 7 5 1 . 7 l B 1 2 5 4 " 3 2 5 1 1 3 L B 1 1 2 4 6 L B 3 4 4 7 . B L B W . 2 " 2 5 7 8 0 L B 6 8 1 1 S L B 2 7 2 7 2 L B , Tr +/.QSPSF 95T 40739LB 12080LB 4 2 4 9 2 l B 9 7 1 1 " 4 1 6 5 . 3 L B 1 2 3 5 . 1 L B 4 3 4 4 . 6 L B 1 0 8 . 3 " 4 e 0 9 7 L B 1 3 6 6 . B L B 4 6 0 8 1 L B 1 0 6 . 4 " 4 5 2 8 6 L B 1 3 4 2 . B l B 4 7 2 3 S L B 7 9 0 - 3 3 6 0 . S L B 9 Q 6 4 L B J S 0 5 . 1 L B O ~ -+/-123PSF 81.8" 48344LB 13307LB 5 0 1 ~ 2 L B 8 7 5 " 5 1 6 9 9 L B 1 4 2 3 0 L B 5 3 6 2 1 L B 9 2 6 " 5 4 7 0 7 L B 1 5 0 5 9 L B 5 6 7 4 2 L B 9 5 4 " 5 6 3 7 7 L B 1 5 5 1 8 L B S l l 4 7 4 L B 8 7 8 " 3 9 9 3 4 L B 1 0 W 2 l . 8 4 1 4 1 9 L B § { II +/. 150 pSf nff' 5490 2 LB 1445.11 l.8 5 6 7 7 4 L B 7 7 . 8 " 5 8 8 1 5 l . 8 1 5 4 9 0 L B 6 0 8 2 0 L B 8 2 1 ' 8 2 1 3 3 L B 1 8 3 1 1 . 4 L B 6 4 2 5 2 L B 8 7 . 5 " 8 6 1 8 . 5 L B 1 7 4 3 . I L B 6 8 4 4 . 2 L B 8 0 . 0 - 4 5 3 8 8 L B 1 1 1 i 5 . 4 L B 8 3 8 L B ~ ~~-➔~.,~_~40~PS~F~~11;;o~v~~:3682~~87LB~~~~,g~LB~ " " 3 ~ n = s ~ . 8 ~ L B ~ ~ , ' = o e ~ 3 " ~ ~ 3 5 3 0 ~ ~ 4 ~ L B ~ . . . ; w ~ r . _ 4 ~ L B ~ r . ~ ~ 1 9 = - 3 ~ L B ~ - 1 ~ 2 ~ s ~ f f ' ~ ~ 4 ~ 1 6 8 ~ 7 , . , L ' : : B ~ 9 4 ~ 1 ' - : 6 ' - : L B ~ r 4 ~ 2 F . n ~ 1 7 L = B ~ . ; : . 1 1 ~ S ~ . 8 " ~ 1 - ~ = ~ ~ 3 . = : L B ~ ~ 8 6 ~ 7 ~ 0 ~ L B ~ - ; ; 3 9 3 5 = . ~ o = - L ~ B ~ ~ 9 ~ 1 ~ 9 ' ~ ~ 3 0 5 2 . = ~ 7 ~ L ~ B + ~ ~ 9 ~ 8 = - L ~ B ~ ~ 3 1 ~ 2 9 ~ 7 7 L B ~ 1 ~ ~ +/-57PSF 900" 45730LB 1181.ILB 4 8 7 7 1 L B 9 2 3 " ~ O L B 1 0 0 S . 7 L B 4 7 9 - 4 . 6 L B 1 0 1 9 ' 5 1 7 ' 6 7 L B 1 1 " 0 8 L B S . 2 9 4 S L B 1 0 0 . 3 " 5 0 9 6 8 L B 1 0 9 : l S L B 5 2 1 2 8 L B 7 4 T 3 7 9 3 . Q L B 8 l 3 9 L B 3 6 8 0 2 L B t r > i ~ 108" ♦/-7SPSF n.~ 52995LB 1154.8LB 5 4 2 3 8 L B 8 3 . f f ' 5 7 1 4 9 L B 1 2 " 5 . 3 L B 5 8 4 9 1 L B 3 7 . r S W I I O L B 1 3 0 7 . 2 L B 6 1 3 9 7 L B 1 1 ( ) ' 1 ' 8 2 1 3 . 4 L B 1 3 5 3 9 L B 8 3 5 1 1 . 2 L B 8 4 3 " 4 3 1 1 5 4 L B G 5 7 8 L B 4 4 9 8 8 L B < I S : ; t { ♦/. 92 PS~ 69 0-5934.1 LB 1313.0 LB 6 : 1 7 7 . 6 L B 7 4 . 5 " 6 3 9 8 . 2 L B 1 4 1 5 . 7 l B 8 5 5 3 . 0 L B 7 8 . 2 " 8 7 1 7 . 2 L B 1 4 8 6 3 L B 8 8 7 9 7 L B 8 3 8 " 7 1 9 7 . 9 L B 1 5 9 2 . 7 L B 7 3 7 2 . 0 L B S 7 . 3 " 4 9 2 0 8 L B 1 o e a a L B 5 0 3 9 6 L B ~ f ~ l---1-•;.:,l-~1:.:09;::,;.P.;:.S;;.F-1-.;;:82..;::'l';,,-+.1550:=3,'-,9;;.LB;:,;..r1'=46=:1;c-O;';L<" B i - i , 8 6 6 5 = : : . . : · 9 ; - ; L : ; ; B , . + - - , 6 , . 7 c c T ; - ; - - + , . 7 0 0 8 . ; : ; i : ; ; 8 . ; : . L B : , , . + . , . 1 5 7 ; : ' : ; ; 4 ' : ; ; . 4 : - i l B ' ; ; - t , 7 - : ; ; 1 8 3 . : ; , ; ' ; 5 , . , L B : ' = : - - ' f - 7 i : ' . l : - : . ' X ' : : - - + . , 7 3 6 2 : = r . O c i L B ' i < - + - : - 1 8 5 3 . = : ' : : 8 : - : L ' : : B : - + . 7 , ' , 5 4 5 : ; ; : i , - S ~ L B ~ - = 7 8 = - Z ' = - + . 7 8 & 1 , ; ; , : : , ' : " 9 , . , L B ~ f - 1 ; ; 7 , ; , 7 : : = 1 - = 2 7 L = - B ~ 8 0 6 = 1 ' - : . 4 : - i L : ; ; B ; + - . . . ; 5 2 . ~ 1 = - " - + - e ' S 3 9 ~ 1 . ° = 7 7 L : ; : : B + ; l ; ; 2 1 : , : 1 : ; : : . 2 : , : L ; ; B : + 5 5 2 = 8 : : : · ~ 0 . = : L B : - l l ~ J 1 ~ +/-40PSF 835" 49999LB 9662LB 5 0 9 2 . 4 L B 8 7 4 " 5 2 2 9 5 L B 1 0 1 0 . B L B 5 3 2 6 . 3 L B 9 4 6 " 5 e a 0 6 L B 1 0 9 3 9 L B 5 7 6 S 3 L B 9 5 0 " 5 6 8 5 6 L B 1 0 9 8 7 L B 5 7 9 0 8 L . B 6 9 t r 4 1 5 4 6 L B 8 0 2 8 L B 4 2 3 1 5 L B t r > f ~ +/.52PSF 72.4" 5744.4LB 1142.4LB s a 5 6 . I I L B 7 8 . 4 " 8 2 l 6 . 2 L B 1 2 3 6 2 L B 8 3 3 8 . 0 L B 8 2 . 0 - 6 5 0 3 3 L B 1 2 9 3 . 3 L B e 6 3 0 7 L B 8 1 1 ~ 6 6 5 9 2 L B 1 3 8 4 1 L B l ! Q 9 3 . S L B 8 0 2 ' " 4 n l 3 L B 9 4 8 8 L B 4 8 6 4 7 L B ( n J i 148" ♦/. 64 PSF 84.8" 8396.8 LB 1308, I LB 6 S 2 9 . 2 L B 7 0 . 0 ' 8 9 1 5 8 L B 1 4 1 4 2 L B 7 0 6 8 9 L B 7 3 3 " n 4 1 6 l B 1 4 8 0 8 L B 7 3 9 1 S L B 7 8 8 " n 1 g 1 L B 1 S l l 0 7 L B 7 l M 0 . 1 L B 5 3 . 8 " 5 3 1 0 8 L B 1 0 8 6 0 L B 5 4 2 0 . 7 L B a : : ! ! I t . ; ♦/-77PSF 59.1" tl982.8LB t4672LB 7 1 3 5 . 3 L B 8 3 . 9 " 7 5 4 2 . S L B 1 5 8 4 . S L B 7 7 0 7 . 2 L B 6 6 9 ' 7 9 0 < 8 L B 1 " 8 0 9 L B e o n 4 L B 7 1 8 " 8 4 8 4 . 4 L B 1 7 8 2 . 7 L B a e e Q . 6 L B 4 9 . 1 " 5 7 9 5 0 L B 1 2 1 7 8 L B ! j g 2 1 . S L B u . , " . :.11---1-+~I;..• ~89~PS;;F;,.+~54:;''-::T:--1!-;7;5T.1a;c,1~LB.+-1,.:;B2:;..;.1 -;9.;:L;; B r . , 7 ' 6 9 ; ; : ; 1 , s 1 : - , L B ~ _ . ; 5 9 ~ . o ~ · - + ; , 8 1 ; - : ; 1 ~ 3 . : : , 3 7 L B i s t . ; . 1 7 ; ; ; 5 0 ~ . 3 : . . ; L B ~ - : ; 8 3 0 0 ~ ; ' ; - 0 , - L c i B s + - B : : 1 : " . ! J " : - ; - - r . 8 5 ; ; 1 ; 0 - ' ; S : . . ; L : . B + . 1 : ; : 8 3 8 ~ - 0 ; - ; L B c i s - l r . 8 7 ; ; 0 8 ~ 3 ~ L B : < ' 1 " ~ 8 6 . . 4 " ; - - + . , g ; ; 1 z e ~ g ' " L B ; : i ; - - l f c 1 ; ; 1 1 6 1 1 ~ - 7 0 7 L B i s f " ' 9 3 3 8 ~ : : . ; - g : - . ; L B ~ - ; 4 , : 5 . : ; : 4 " : . - + . ; 8 2 3 & . = : ; 6 . ; : L ; , B ~ 1 3 4 5 ; ; : : , ; 5 : ; . L : , B : + : 6 3 8 0 ; ; ; : : : = - , ; - 1 ; L B ~ I ~ ~ ; ♦/-40PSF 734" 56587LB 1141eLB 5 7 7 2 7 L B 7 9 4 • 8 1 2 0 5 L B 1 2 3 4 8 L B e 2 4 3 . 8 L B 8 3 1 " 6 4 0 8 1 L B l 2 1 1 2 . 4 L B 6 5 3 5 2 L B 8 7 3 " e 7 3 1 8 L B l 3 5 6 . 1 L 8 6 8 6 7 4 L B 0 0 9 " 4 6 9 9 0 L B 9 4 8 0 L B 4 7 9 3 7 L B : I : .,. 49 PSF 85 I!" 6290.0 LB t32a8 LB 8 4 2 8 . 8 L B 7 0 . 6 " 6 7 9 2 . 8 L B 1 4 3 5 0 L B 6 9 4 2 . 8 L B 7 4 2 " 7 1 2 0 4 L B ! S O l . 2 L B n n 6 l B 7 9 T 7 6 4 1 . 2 L B 1 6 1 4 2 L B 7 8 0 9 . B L B 5 4 4 " 5 2 1 9 . S L B 1 1 0 2 . 8 L B 5 3 3 4 . 7 L B U > -+/-59PSf 59ff' 6854.0LB 1513.fLB 7 0 1 9 . l L B 6 4 - 5 " 7 3 e a . 7 L B 1 8 3 1 . B L B 7 5 6 8 . 7 L B 6 1 . T n 5 8 5 L B 1 7 1 2 . B l B 7 1 1 4 5 4 L B 7 2 . o 8 3 U . 3 L B 1 8 3 5 S L 6 8 5 1 4 . S L B 4 9 8 " 5 6 8 3 6 L B 1 2 5 4 7 L B 5 8 2 0 . 4 L B ~ +/-68 PSf 55 3" 7386.4 LB '696.3 LB 7 5 5 9 • L B 5 9 s · 7 9 3 1 2 L B 1 8 2 6 4 L B B 1 3 8 8 L B 6 2 6 " 6 3 3 8 0 L B 1 9 2 0 . f L B 8 5 5 6 3 L B r r r r r 8 9 2 3 . 0 L B 2 0 5 4 . 8 L B 1 1 1 5 6 8 L B 4 5 . 8 " 8 1 0 4 2 L B 1 4 0 5 7 L B 8 2 6 3 . 9 L B U , __ __;1-•~I~-78~PS~F:,.+...;,51;.;;.ff''=-+-7tl3~7,-'2;;.L~B~1:;:87.,ll;:..3::,=;L B : ' + 8 0 6 9 = ' 7 - : 3 - : ' L : ; B + . . . , s s ~ . 5 = - · - + . 8 4 2 ; ; - ; : ; : 5 . ~ 7 7 L B ~ ; ; m o : i : , i . ' , : 4 ~ L B : , , . + ~ 8 6 6 4 ~ , : . ; · 5 ~ L B : : ; ; . i _ . ; 5 8 ~ 4 : : - " - + ~ s a , . , r o ~ s . ; : . L B : , , . + . ; 2 . : ; 1 2 , , 7 ' : : . 1 , . ; L : ; ; B + . : g : i : - 1 2 : ; ; 1 , . ; 9 ; . ; l ; : ; B ~ _ 8 2 = ' ~ ~ + = 9 4 8 0 > ' = ~ 0 ~ L : ; : B : + = 2 2 : : : 7 ; : 3 , : . . 2 ; . . ; : : L B ~ 9 7 = = 4 8 c ; . ; , 7 . ; L : ; B + - . . : ; 4 : ; 2 . : ; B " , _ 1 - 6 4 8 : = = 1 1 ~ 8 ; . : : : L B ; ; + . ; ; 1 5 5 6 ~ . ; : . 2 : , : : L B ~ . . ; 1 1 6 , ; : 7 3 : , ; : ; - 8 ; ; L ~ B ; . i 1 f f i -♦/-3SPSF 684" 63028LB 9351LB 8 3 7 1 . 8 L B 7 ~ f f ' 6 8 8 0 1 L B t 0 2 0 8 L B 6 9 S 5 4 L B 7 7 4 • 7 1 3 7 6 L B 1 0 5 9 0 L B n 1 S 8 L B 8 2 Z ' 7 5 8 3 0 L B 1 1 2 5 1 L B 7 6 6 6 0 L B 5 7 r r S 2 5 8 0 L B n l l 8 L B 5 3 1 3 S L B : : E ':i +J. 42 PSF 82 6" e881.8 LB 1021.4 LB 8 9 5 7 2 L B 6 8 . : r 7 5 1 2 0 L B 1 1 1 5 0 l B 7 5 9 4 3 L S 7 0 . f T n 9 3 3 L B 1 1 5 6 7 L S 7 8 7 8 . 7 L B 7 8 8 " 8 4 4 5 . 9 L B 1 2 5 3 6 L B 8 5 3 8 . 4 L B 5 2 . T 5 7 3 8 8 L B 8 5 1 8 L B 5 6 0 1 . 8 L 9 c : ( :: 206" +/-48PSF 581" 74156LB 11011LB 7 4 9 6 9 L B 6 3 4 " 8 0 9 4 7 L B 1 2 0 1 9 L B 8 1 8 3 4 L B 8 5 6 " 6 3 9 7 9 L B 1 2 4 6 . 9 L B 8 4 8 9 9 L B 7 1 3 " 9 1 0 1 0 L B 1 3 5 1 3 L B 9 2 0 0 7 L B 4 8 4 " 8 1 S 3 . 9 L B 9 1 6 2 L B 8 2 5 1 . 7 L B 5 ~ 1 ~ , , 1 , 1 1 1 e " ♦f-SSPSF 54<1" 79t3SLB 11755LB 8 0 0 0 3 L B 5 9 4 " 8 8 3 8 . l l B l 2 8 3 1 L B 8 7 3 2 . 9 L B 6 1 1 ! " 8 9 6 1 . 7 L B 1 3 3 1 2 L B 9 0 6 l 0 L B 8 8 8 " ! 1 7 1 1 9 l . 8 1 4 4 2 6 L B 9 8 1 8 5 L B 4 5 4 " 8 5 1 1 9 1 L B 9 8 0 2 L B 8 8 7 1 S L B 0 • 1 • • +/-61 PSF 514" 8381.SLB 124SSLB 8 ' 7 3 8 L B 5 6 . 1 " 9 1 4 9 2 L B 1 3 5 9 5 L B 9 2 4 9 6 L B 5 8 2 ' " 1 1 4 9 2 0 L B 1 4 1 0 . S L B 1 1 5 9 8 2 L B ~ 1 • 1 0 2 8 8 5 L 9 1 5 2 8 S L B 1 0 3 9 9 5 L B 4 2 . 9 ' " 6 9 6 1 1 6 L B 1 0 3 8 6 L B 7 0 6 6 3 L B 0 I f I ! --++::!,::.._ ~30;,.;PS~F~~es;..;,~~..;882=8~.4:-LB~~006::2',9"°'L;';9a'-ti: : 8 6 9 0 = : . . ; _ 1 : . ; L : ; ; B ; + - . ; 7 ~ 1 ' s . r ; ; - - t 7 ; ; 2 5 0 ~ _ ~ 7 7 L B i s + - : : 1 1 9 2 : ; ; ; ° ' - ' : - 1 , ' ; L B ; ; ' - + ~ 7 ~ 3 1 ; ; 8 c , 3 ' " L B ~ 1 - ' 7 a c 4 ' " 2 " ; ; - r . c 7 5 0 6 , ; ' ; . ; : 9 , - : = L ~ B + : - 1 0 2 " " ' 1 " . , : . . ; L = ; : B , + : ; 7 ; ; : S 7 t l ; - : 8 , . . L " B a + - - ; 7 9 : - 7 ; ; - + ; ; 8 0 & 5 ~ ~ 6 ' " L B ~ ' " " 1 ~ 1 = o o ' " e ~ l B ~ ~ e 1 = " 4 0 = - a _ 7 : . ; L : ; ; B ~ ~ 5 4 ~ r = - i - . : 5 5 3 2 . ~ ~ 8 7 ' l B : - - l - - : 7 ; : 5 7 ~ 0 ~ L B ~ . . . ; 5 5 8 4 ~ ~ - 3 ~ L B ~ ! ! ! · · 1 1 ;_ -+I• 34 PSF 6\.T 7036.2 LB 962.8 LB 7 1 0 1 . & L B 6 7 . S " 7 6 9 8 8 L B 1 0 5 3 2 L B 7 7 6 8 . 6 L B 6 9 . 9 " 7 9 6 8 8 L B 1 0 9 0 . 4 L B 8 0 4 3 0 L B 7 5 9 " 8 8 5 2 . 6 L B 1 1 8 4 . 0 L B 8 7 3 3 . 4 L B 5 1 S 5 8 7 3 2 L B 8 0 3 . 7 L B 5 1 1 2 7 9 L B ! 0 _ _ ~ I , 1 1 1 1 , 1 • ::S 242' -♦/-38PSF 585" 7~21.7LB '015.7LB 7 4 9 0 . 8 L B 6 4 0 - 8 l 1 a S L B 1 • 1 1 . 0 L B 6 1 9 4 . 1 L B 6 8 . 3 " 8 4 0 5 3 L B 1 1 5 0 . 3 L B 8 4 8 3 6 L B n r r 9 1 2 6 . 7 L B 1 2 4 9 . 0 L B 9 2 1 l . 8 L B 4 8 . 1 1 " 6 1 9 4 . 9 L B 8 4 7 . B L B 6 : 1 5 2 7 L B , • •1•41 PSF 558" naaoLB ,Q659LB 7 8 6 0 6 L B e 1 0 - 8 S 1 9 2 L B 1 1 e e o L B 8 5 Q 8 . B L B 6 3 . 2 · a a 2 0 2 L B , 2 0 1 . 2 L B 8 9 0 2 5 L B 6 8 8 " e s n 3 L B 1 3 1 0 8 L B s e e e e L B 4 8 6 " 8 5 0 0 . 7 L B 8 6 9 7 L B e i s e 1 . 3 L B I { ♦/-45PSF 534" 8137.9LB 11139LB 8 2 1 3 . 8 L B 5 8 . 4 ' T 8 9 0 1 9 L B 1 2 1 8 S L B 8 9 8 4 9 L B 6 0 5 " 9 2 1 6 5 L B 1 2 6 1 5 L B 9 3 0 2 5 L B 6 5 8 " 1 0 0 0 7 S L B 1 3 e 8 8 L B 1 0 1 0 0 8 L B 4 4 f f ' 6 7 9 2 . 8 L B 9 2 9 8 L B 8 6 5 8 . l L B I - 1 ·•-~=~::.......i.=:=~~==.,__:::::...:. _ _ i . = = . . = . . i . . : . . : = = - = ~ . : : . : : : : . . L . - " = - - = - . . . i . = = c . : : . . = : c . J . = ~ = = . l . . . . . . = . : ' - - - - l . : . : : = = ~ = = - = - = - - = ~ . - = : . = = . i . . . . = : = . . . i . = : : : = , i 1 - · 1 u 1 " 1 i f ; : 1 1 1 170" 2 0 - 3 1 2 6 6 I MUlUON SQ1EQ,LE '<OTES :: SH SHtfl 10 fOR MUWON -SOiEOULE 1'CT£S l " : . 1 A 3 jL...-_______ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . . . _ 1 J _ i ] _ l . . . ! . ! ! ! _ . S I C A U : N r a I M . E a , M J T ! D I M U L L I O N E N D A T T A C H M E N T S END M U L L I O N " F A C E GD ~T~U N T " D I A G R A M I S O M E T R I C H O S T S U R F A C E I N T E R I O R M U L L I O N " F A C E G D M O U N T " D I A G R A M N , T , S , I S O M E T R J C END M U L L I O N " T R A P P E D I N T E R I O R M U L L I O N H O S T S U R F A C E N H T , P . I ! . P H N 4 1 1 C A f l l l 5 u z - C : O P \ I R I G H T f N C : 1 t < E E R I N G E > C P I I E ! l s 9 2 0 - 3 1 2 6 6 J u\1 32 MN.To.s.u N T " D I A G R A M 4 " T R A P P E D M O U N T " D I A G R A M S C A L l , N T S U I U S O - : w ' Qv I S O M E T R I C 1 2 N , T , 5 , I S O M E T R I C c ; ' 7 { n ) 1 3 l...._ _________ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ , _ _ _ _ u c S _ _ i " ANGLES MAY BE PO S I T I O N E D O N /LONG SIDES OF MUL L I O N A S F I E L D CONDITIONS DICTAT E (4) i' .. SMS -SAE GR 5 O R SS 0~ EACH SIDE (B T O T A L ) (2) A N C H O R S P E R MU L L I O N A N C H O R SC H E D U L E (2) A L U M A N G L E S O N OPP O S I T E S I D E S P E R ALU M A N G L E D I R E C T I V E . BOL T E D A N G L E L E G M A Y BE P O S I T I O N E D I N S I D E OR O U T S I D E M U L L I O N FAC E MULL I O N P E R M U L L I O N SCH E D U L E S ® J~APPED MOUNT OPTI O N 1 /ANGLES MAY B E P O S I T I O N E D O N LONG SIDES O F M U L L I O N A S F I E L D CONDITIONS D I C T A T E -, (4)t" S M S - S A E G R S O R SS ON E A C H S I D E ( B T O T A L ) .-----~-r1F::::==Z::===:::'n- - - f , ~ J i 1 ~ g ; f ~ i ~ ~ I SEE ALUM t ANGLE DIRECTIVE ' MULLION PER MULL I O N SCHEDULES S C H E D U L E M I N S P A C I N G P E R A N C H O R S C H E D U L E ( 2 ) A W M A N G L E S O N O P P O S I T E S I D E S P E R A L U M A N G L E D I R E C T I V E . B O L T E D A N G L E L E G M A Y B E P O S I T I O N E D I N S I D E O R O U T S I D E M U L L I O N F A C E @J~APPED MOUNT OPTI O N 2 0 0 ( 4) A N C H O R S P E R M U L L I O N ANC H O R S C H E D U L E ( 2 ) A L U M A N G L E S O N O P P O S I T E S I D E S P E R A L U M A N G L E Q D I R E C T I V E . B O L T E D A N G L E L E G M A Y B E P O S I T I O N E D I N S I D E O R O U T S I D E M U L L I O N F A C E M I N . S P A C I N G P E R A N C H O R S C H E D . ( 4 ) : I " S M S • S A E G R 5 O R S S O N E A C H S I D E ( B T O T A L ) r + - ~ , - - ~ " ' - - - - " " T T , - - - , - ( 2 ) A N C H O R S P E R M U L L I O N A N C H O R S C H E D U L E ( 2 ) A L U M A N G L E S O N O P P O S I T E S I D E S P E R A L U M A N G L E D I R E C T I V E , B O L T E D A N G L E L E G M A Y B E P O S I T I O N E D I N S I D E O R O U T S I D E M U W O N F A C E G D ~ ~ C E M O U N T O P T I O N 1 ( 4 ) A N C H O R S P E R M U L L I O N A N C H O R S C H E D U L E ( 4 ) ¼ ' S M S • S A E G R 5 O R S S O N E A C H S I D E ( B T O T A L ) M U L L I O N P E R M U L L I O N S C H E D U L E S F A C E M O U N T O P T I O N 2 N . T . S . ( 4 ) A N C H O R S P E R M U L L I O N A N C H O R S C H E D U L E 0 M U L L I O N A N C H O R S C H E D U L E M I N I M U M M I N I M U M C O N N E C T I O N C O N N E C T I O N A N C H O R T Y P E S P A C I N G E D G E D E T A I L C A P A C I T Y D I S T A N C E I I " 4 . 6 " 1 A / 1 3 , 1 8 1 1 3 T c 1 p 3 8 8 0 L i l V c , p 2 2 " 8 L i l 1 1 2 " D E W A L T S C R E W B O L T S ( O R T c 1 p 8 ' 4 2 L i l E O U I V . ) W / 2 - 1 1 2 " E M B E D T O 3 K S I 4 . o · 4 . 6 " 2 A / 1 3 , 2 8 1 1 3 V c , p 4 1 0 6 L B M I N C O N C R E T E T c 1 p 1 2 8 8 3 L B 4 . 0 " 4 . 5 " 3 A / 1 3 , 3 8 / 1 3 v , . . 8 2 1 3 L B s o · 2 . 5 " 1 " ' 1 3 , 1 8 / 1 3 T c 1 p 1 9 0 5 L B V c o p 1 0 0 7 L B 3 1 1 1 ' D E W A L T S C R E W B O L T S ( O R T c 1 p 3 9 0 1 L i l E O U I V . ) W I r E M B E D T O 3 K S I M I N . 3 0 " 2 . 5 " 2 A l 1 3 , 2 8 / 1 3 V c o p 1 7 0 0 L B C O N C R E T E 3 . 0 ' 2 . 5 " ~ 1 3 , 3 9 / 1 3 T c 1 p 7 1 2 2 L B v , . . , 3 3 9 8 L i l 8 0 ' 4 . 5 " 1 A / 1 3 , 1 8 / 1 3 l e a p 1 9 5 3 L B v , , . 1 2 3 3 L B 3 1 8 " O E W A L T S C R E W B O L T S ( O R T e a p 3 0 0 6 L i l E O U I V . ) W I : , . . 1 1 4 • E M B E D T O 3 . 0 ' 4 . 1 5 " 2 A l 1 3 , 2 8 / 1 3 G R O U T - F I L L E D C O N C R E T E B L O C K ' V c o p 2 4 " 7 L B 3 0 ' 4 . 1 5 " 3 A / 1 3 , 3 8 / 1 3 l e a p 7 9 1 2 L B V c a p • a : w L B 2 0 " 1 . 2 1 5 " 1 A / 1 3 , 1 B / 1 3 l e a p U 1 0 L B V C M 3 0 2 L B 6 / 1 8 ' L A G S C R E W V ' t l / 2 " M I N . l e a p 2 S 2 0 L B T H R E A D P E N E T R A T I O N T O 2 0 ' 1 . 2 6 ' 2 A / 1 3 , 2 8 / 1 3 V c , p 0 0 < L B G • 0 . 4 2 M I N V V O O D 2 0 " 1 . 2 6 " 3 A / 1 3 , 3 8 / 1 : ! I l e a p : ! l l i l : ! I O L B V c , p & 0 6 L B ' i O " 3 . 1 2 5 " 1 A / 1 3 , 1 8 / 1 3 l n p 1 6 7 0 L B V c a p 1 7 0 0 L B 5 / 1 6 " D E W A L T U L T R A C O N ( O R 3 1 2 5 " 2 A / 1 3 , 2 8 / 1 3 ! U p 1 B 2 0 L O [ Q U I V . ) W / 2 " [ M 0 C O T O 3 . 5 1 C S I 3 7 ' 1 " V c a p 2 8 4 0 L B M I N C : O N C R f T E l n p 3 5 4 0 L B 3 7 ' i " 3 . 1 ' 5 " : l A / 1 3 , 3 8 / 1 3 V c a p ' 6 8 0 L B s o · 2 . 5 " 1 A / 1 3 , 1 8 / 1 3 T c . i p l 8 0 L B V c a p 7 5 0 L B 5 , / 1 6 " D E W A L T U L T R A . C O N ( O R 2 . 5 " 2 A / 1 3 , 2 8 / 1 : ! I T c : i p U G O L B [ Q U I V . } W / 2 - 1 / • " [ M O [ D T O S O " V c a p G R O U T - f l t l E D C O N C R E T E B L O C K 1 m t & 5 0 " 2 S ' 3 A / 1 3 , 3 8 / 1 3 T c . i p 2 3 2 0 L B V c a p 3 0 0 0 L B M U L U O N A N C H O R S C H l ! D U L E N O I Q 1 1 , F O R " T R A P P E D M O U N T " C O N D I T I O N S W I T H E N C M U L U O N S , ' R s u m ' V A L U E S I N M U L L I O N S C H E D U L E S H A L L N O T E X C E E D M . a . x ' V c a p ' V A L U E S N O T E D I N T H I S S C H E D U L E . 2 , F O R " F A C E M O U N T " C D N O m O N S W I T H E N C M U L L I O N S , R V / V C I P + R t J T c 1 p S H A L L I I L B S T H A N O R E Q U A L T O 1 , 0 , W H E R E ' R v ' A N O ' R t ' A R E P E R M U L L I O N S C H E D U L E S , . A N O ' T c 1 p ' A N O ' V c 1 p ' A R E P E R T H I S S C H E D U L E , 3 . F O R " T R A P P E D M O U N T " C O N O m O N S I N I T H I N T E R M E D I A T E M U L L I O N S , ' R t ' V A L U f : 5 I N M U L L I O N S C H E D U L E S S H A L L N O T f : X C E E C ' V c 1 p ' V A L U E S N O T E D I N T H I S S C H E C U L E . 4 , F O R ' F A C E M O U N T " C O N O m O N S W I T H I N T E R M E D I A T E M U L U O N S , ' R t ' V A L U E S I N M U L L I O N S C H E D U L E S S H A L L N O T E X C E E D ' T t l p ' V A L U E S N O T E D I N T H I S S C H E D U L f S . • A N C H O R S S H A L L P E N E T R A T E T H R O U G H F A C E S H E l - L I N T O G R O U T E D C E L L . S A L T E R N A T E A N o - t O R S A N O O R E N O C O N N E C T I O N C O N F I G U R A T I O N S M A Y B E O E S I G N E D I C E R T I F I E O O N A S I T E S P E C I F I C B A S I S B A S E O O ' I T H E E N O L O A D I N G S L I S T E D ~ T H E M U L L I O N S C H E D U L E S . 7 1 / 2 ' U N C T H A U B O L T S M A Y B E U S E D I N L E I U O F / ' S M S P E R T H E F O L L O W l N G D I R E C T I V E 7 . 1 . ( 4 1 S M S P E R S I D E • ( 2 l ½ ' U N C T H A U B O L T S / ( I ) S M S P E R S I O E • ( 3 ) 1 / U N C T H R U B O L T S N l ! t T , P , ! . P f f 1 1 4 1 1 C A t l l l 5 IL------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -