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HomeMy WebLinkAbout263 Wales Ctr ,, CITY OF SANFORD PERMIT APPLICATION Permit # : P ` 6 —7 ` Date: Job Address: rl L d G CT PA A r-#,Vd A% Description of Work: HistoricDistrict: ,lI t'1ATA y Value of work: s _ pl o7 Gi Permit Type: Building l-- Mectrical Medmial Plmairing Fite SprMedAlazm Pool Electrical: New Service — # of AMPS Addition/Altaation Chimp of Service Tempotary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & F.uagy Cale. Required) Plumbing/ New Commercial: # of Fib # of Water & Sewer Lines # of Gas Liras Plumbing/ New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type. Residential Commataal Industrial Total Square Footage. Construction Type: # of Stories: --I— # of Dwelling Units Flood Zone (FEMA form regaired for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: 1VM t jyffZ 4!6 sj9iPlr19r b3 A BS Cr SAAJ09*M AL. Phone: A u J.dh 11t i l lr Bonding Company. Address: % O Mortgage Leader: Address: av Address: 1P 0 -ONUTAR M, Application is hereby made to obtain a permit to do the wort and installations a I artily that no work or installation has a lior to the issuance of a permit and that all wort will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK. PLUMBM SIGNS. WENS. POOLS, FURNACES, BOILERS. HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAVIT: I certify that all oftbe foregoing information is accurate and that all wort will be done in compliance with all applicable laws regulating coostruction and zoning. WARNING TO OWNER. YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE : In addition to the requirements of this permit, thin may be additional restrictions this county. and thin may be additional permits required fmm other gowaomeaW entities; Acceptance of permit is verification that 1 will notify the owner of the property of the t1A1iu dk-y- 1-, l oS vta Signature of Agente hM. Q2 Oryfvner/Agent' Name 2 '4 - t;- ( Sr o o l r Date 0 s.: wP—Me or ti r• ^ F aced lD,• _ , to this property that tray be found in the public records of X management distr icu, state agencies, or federal agencies. Si of utractor/ Agent Date Print Contra Actor/ gent'sNameSignamof Notary -State of Florida Date Conumtor/Agent is _ Personally Known to Me or Produced ID VIP AtJOyAi' p L O APPLICATION APPROVEDBY: Bld Zoning: Utilities: Initial nit Date) (Initial & Date) Special Conditions: FD: Initial & Date) ( Initial & Date) a o 3 ZJA 4 SAIuFo1:2cJ 144 MR f AIRS 1J957-M A )? l<' O' 4 G GRfcf Rod New G ARpapy l . vl' ci EXISTING STRUCTURE — EDGE OF EXIST -- ROOF ABOVE EXIST. ONCRETE SLAB C F CARPORT SCREENROOM r F EDGE OF RO ® 9 ABOVE it itu u n12 -(0u 12 -(o— 25'-O" wlf-4u WALL LAYOUT PLAN I ., 3'0x6'8 DOOR PLAN NOTES: SCALE: 1 /8-=1'-0- 1. ALL FRAMING MEMBERS HAVE BEEN SELECTED USING TABLES AND CHARTS PROVIDED IN THE ATTACHED ENGINEERED DOCUMENTS 2. DESIGN WIND SPEED OF 130 M.P.H. 3" RISER PAN 3" INSULATED PANEL 2x2 BRACE SLOPED 1/2"/ FT 2xi S.M. BM cal ctl X X 12'-(o" 12'-(0" 6'-8" o'-8" 20'-0" I'. WALL ELEVATION "A" SCALE: 1 8 =1 —0 o c Q o O OVjZo m C '; O Q11, O ce 0 a L U k Oy ry 4 y L cr V rn n "V UZQ Ln 0 N0 d 0 a N 0 Z s; a RBEF CSLASS SCREEN ---, 3" ROOF SLOPE EXISTING ROOF WALL ELEVATION "B SCALE: "I /4"= 1'-a" EXIStINCs M1 ROOF oPE DN %:12 2x2 FIBER3LASS SCREEN 3" ROOF t 3'0x6'8 DOOR WALL ELEVATION "C" C/"AI C.1 /A"-4' nn o M c`a Q o ro M 0M CO O a N O o O U O a 0 U C F . to, E3v O W 0S N lzfS M cn a e 0 Z 0 DRAWNG NO. General Notes and Specifications: 1. Screen density shall be a maximum of 20 x 20 mesh. 2. Actual wall thickness of extruded aluminum members shall not be less than 0.040 inch. Snap patio extrusions less than 4' x 4' can be assumed to have similar material strength properties as equivalent non -snap extrusions. 3. The following structures are designed to be attached to block and wood frame structures of adequate structural capacity. The contractor shall verify that the host structure is in good visible condition to hold the proposed addition. Contractor shall exercise due diligence with questionable structures. 4. If there is a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 5. When using self -drilling (TEK) screws in lieu of S.M.S., longer screws must be used to compensate for drill head so that the required embedment length of threaded parts of the screw are in positive contact with the host or connected material. For the purposes of structural calculations, TEK screws and SMS are used interchangeably throughout this Manual. 6. Connections using screw bosses shall have minimum (2)-#l0x1"per connection unless shown otherwise. 7. Fasten all 1"x2" O.B. attached to host structure with''Vx3' long lag screws into wood host and %"x2 %" long concrete screws into concrete/masonry host @ 24" o.c. and within 6" at each perpendicular member. B. Spans may be interpolated between values but not extrapolated outside values. The values shown for the smallest Beam to Beam spacing may be used for lesser Beam to Beam spacing values. 9. Every panel of screen mesh shall be fastened securely in place with spline. Each panel shall be fastened at all sides, independent of surrounding panels. This requirement shall include purlins and chair/kickplate rails. Screen mesh panels are not required to be secured to rigid diagonal bracing members. Screen mesh is incidental to the structural integrity of the overall structure. 10. Spans are applicable for enclosures with mean roof heights equal to or less than 30 feet for Exposure B and mean roof heights equal to or less than 15 feet for Exposure C. For enclosures with greater heights, contractors shall retain the services of a qualified structural engineer. 11. The following rules apply to attachments involving mobile and manufactured homes: Fourth wall' construction shall be required unless the AHJ or mobile/manufactured home manufacturer certifies in writing that the addition may be attached. Contractor shall meet all requirements specified by the manufacturer as a condition of allowing the addition to be attached to the mobile/manufactured home. 12, For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 13. Screws that penetrate the water channel of the super gutter shall have ends clipped off for safety of cleaning the gutter and the heads of screws through the gutter into the fascia shall be caulked. 14. Unless otherwise shown, screws shall have minimum edge distance and center to center distances as shown in this table. C-1022 Low Carton Steel SMS & Self -Drilling (TEK) Screws (Industry Standard Screws) Screw Nominal Screw Diameter (in) Minimum Edge Distance Minimum Center to Center Distance 10 0188 12 0.219 9/a" 9/16 414 1/4^ 0,250 15. Wind loads determined b ASCE 7 Sections 6.5 and 6.6. Section 6.6 for wind tunnel procedure is the basis of FBC Table 2002.4Y Design Wind Pressures for Aluminum Screen Enclosure Framing. Wind pressures from Table 2002.4 are subject to limitations and applicability as noted in Table 2002.4 and the research paper "Wind Loads on Screen Enclosures' sponsored by the AAF. 16, Load Case A loads are for components & cladding loads and shall only be used for secondary members that do not carry wind loads from more than one surface. The design of primary members such as roof beams and columns shall use Load Case B. 17. Load Case B loads are the total drag forces, including drag on screen surfaces parallel to the wind, which must be transmitted to the ground. These loads are typical of MWFRS loads are shall be used to design horizontal bracing members such as diagonal bracing and cable bracing. Load Case B loads shall also be applied only to structural members that carry wind loads from more than one surface. 18. Roof design pressures in Table 2002.4 are MWFRS loads. Component & Cladding loads for roof panels are derived from enclosed and partially enclosed conditions after consultation with Dr. Tim Reinhold of Clemson University. 19. Minimum factored design pressure load shall be 10 psf. 20. For Exposure C values, multiply Exposure B values by 0.90 for tables that do not list Exposure C. For exact Exposure C values, tables from the LRFD Aluminum Construction Design Guide may be used supplemental information with these drawings. Table 3.1 Maximum Roof Spans for 3" Riser Pans (feet), One Wall Against Building Being Solid and Side Wall Length Greater than 45% of Front Wall Fvrvu„ro R Fff-ti.,e A- = 7S of 3" Standing Seam Riser Roof Pans (3 5 Rib) Panel Thickness Factored Wind Design Pressure psf) 0.026 0 032 0.040 0.050 Wind Speed Zone mph) 100 10.0/-25.0 15.77* 17.69* 19.23* 22.24* 110 10.0/-29.8 15.77* 17.69* 19.23* 22.24* 120 11.7/-35.4 14,85 17.66 19.23* 22.24* 130 13.6/-41.3 13.62 16.22 18,40 22.24* 140 150 15.8/-47.8 17.8/-54.9 12.47 14.86 16.90 20.07 11.67 1 13.94 15.85 1979 Fxoosure C Fffectivo Area = 35 sf 3" Standing Seam Riser Roof Pans (3 5 Rib) Panel Thickness Factored Wind Design Pressure psf) 0.026 0.032 0.040 0.050 Wind Speed Zone mph) 100 11.4/-34.9 15.09 17.69* 19.23* 22.24* 110 13.8/-41.8 13.53 16,11 18.28 22.24* 120 16.2/-49.4 12.33 14.71 16.71 20.84 130 19.0/-58.1 1120 13A0 15.24 19.04 140 22.1/-66.7 10.26 12.30 14.01 17.54 150 25.3/-76.8 1 9.45 11.36 12.96 16.26 spans limited by FBC deflection limits Table 3.2 Maximum Roof Spans for 3" Riser Pans (feet), All Conditions Except as Described in Tables 3.1 Fvr.nc R Cffe ;". ernes - 19 f 3" Standing Seam Riser Roof Pans ( 3 5 Rib Panel Thickness Factored Wind Design Pressure psf) 0.026 0.032 0.040 0.050 Wind Speed Zone mph) 100 14.91-31.8 13.93 16.42 18.50 22.80 110 18.208A 12,49 14.73 16.61 20.50 120 21.61-43.8 11.89 13.96 15.69 1926. 130 25.31-53.0 11.45 13.36 14.96 1 18.26 140 29.4/-61.3 10.61 12.38 13.66 16.92 150 33.8/-70.6 9.91 11.56 12.95 15.80 Frn -re r: Fff-ti- Gwa = 1S cf 3" Standing Seam Riser Roof Pans (3 5 Rib) Panel Thickness Factored Wind Design Pressure psf) 0.026 0.032 0.040 0.050 Wind Speed Zone mph) 100 21.0/-44.6 11.58 13,68 15.43 19.06 110 25.41-53.4 10.42 12.32 13.92 1721 120 30.21-63.0 9.97 11.72 13.18 16.20 130 35.51-74.1 9,66 11.27 12.62 15.41 140 41.1/-85.8 8,98 1 10.48 11.73 14.32 150 47.2/-98.6 1 8.36 1 9.78 1 10.95 1 13.37 Table 3.3 Max. Roof Spans for 1 lbs. EPS Core Composite Panels (feet), One Wall Against Building Being Solid and Side Wall Length Greater than 45% of Front Wall Fvnns;rrro R Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels Factored Wind Design Pressure psf) v o 0 x in N 0 0 x 2n v 0 0 x v N 0 0 x v v 0 0 x i0 N 0 0 x M 100 24.9 14.87 17.16 17.16 19.82 21.02 24.27 110 29.7 13.61 15.72 15.72 18,15 1925. 22.23 120 35.4 12.49 14.42 14.42 16.65 17.66 20.39 130 41.3 11.56 13.35 13.35 1541 16.35 18.88 140 47.8 10.74 12.40 12.40 14.32 15,18 17.53 150 54.9 10.03 11.58 11.58 13.37 14.18 16.37 Frnnerrra r. Ind Speed Zone (mph) 1 lbs. EPS Core Composite Panels Factored Wind Design Pressure psf) o o 0 x in N 0 0 x i o 0 0 x o N 0 0 x o v 0 0 x io N 0 0 x io 100 34.9 12.57 14.52 14.52 16.77 17.78 20.53 110 41.8 11,49 13.27 13.27 15.32 16.25 18,77 120 49.4 10.56 12.20 12.20 14.06 1 14.94 1 17.25 130 58.1 9.74 11.25 1 11.25 12.99 1_ 13,78_1 15.91 140 66.7 9.09 10.50 1 10.50 12.12 12.86 1 14.85 _ 150 76.8 8.47 9.79 9.79 11.3n 11.98 13.84 Note: Pressures shown are positive and negative pressures. Effective area = 50 sf. Table 3.4 Max. Roof Spans for 1 lbs. EPS Core Composite Panels feet), All Conditions Except as Described in Tables 3.3 Exposure B Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels Factored Wind Design Pressure psf) o o x 0 6 x 06 x 06 x V 0 0 x 10 0 6 x O 100 31.8 13.16 15.20 15.20 17,55 18.61 21.49 110 38.1 12.04 13.90 13.90 16.05 17.02 19.65 120 43.8 1 IM 12.95 12.95 14.96 15.86 18.32 130 53.0 11.78 11.78 13.61 14,43 16.66 140 61.3 9.49 10.95 10.95 12.65 13.42 15.49 150 70.6 8.84 10.21 10.21 11.79 12,50 14.44 Fxnnsure C Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels Factored Wind Design Pressure pso o 0 x f7 0 0 x f7 0 0 x V 0 0 x O 0 0 x t0 0 0 x O 100 44.6 11.12 12.84 12,84 14.82 15.72 18.15 110 53.4 10.16 11.73 11.73 13,55 14.37 16.59 120 63.0 9.35 10.80 10.80 12.47 13.23 15.27 130 140 150 74.1 85.8 98.6 8.63 8.02 9.96 9.26 9.96 9.26 11.50 10.69 9.97 12.20 11.34 10.58 14.09 13.10 1 12.227,48 8.64 8,64 Note: Pressures shown are positive and negative pressures. Effective area = 50 sf. NyU L w .D a LU s U O .D co Z Z n co 00 U O 61wHJw) W Li- m Z U LUz NJ FNJ w Jw wJ rnQ O rn W J Nf 2w Cl) OQQZLLCL W z_ 1- LLJ o Q w Z o 5.: U M W W d W U O Z o In o f Q w DO PEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE Ql"i AUTHORIZATION NZi. 9584 Ashley Aluom, LLC P.O. r 3153 8 L, Table 3.7 Maximum Spans for Carrier Beams (Edge or Interior), Exposure B, All Conditions Table applies to Exposure B and heights W o, What Desgn Wind Speed (mph). too mph A_"11.itt ii iiiitiiiit tii a•tt rn eatsi®t I mRnt t f rm t Amrrt 7 7rT!'STr:'i".'e'rf7m m(t!!1t'ID®t®mmmmm if71''"!S7F7}ft'i.7iTJt t 7tL7 b l l t>Jt>RS1RJ{1'1 ft'f51f 1'S f'JI2'S ll3't>E1tFJlT'tt 71 i•1i f4810t•1 tee+a s l e txlaiIie r t tthat MMM tti'S*J7!!7'R•!'fRxfllFl{eft'1['E7t Q31R 1lift'L7I S11R!,1I Sf t't'l!1RS1 Table appbn W Exposue B and heiglm et upto3Dfebeslgn Wind Speed(mphl=10 mph tR'' R!}'l'7iti.ti.ii...tii. ii tf ttt• 7RlrTt1* f RIITI t'lff ltflmmE 1®FIDi f1!•1RtfRlSlFLr1 S' t' At!•1Q!1®l t'fE'J<7ELI' IZfiT11 111 E1F'JE1 1'Ji 1 s mmmmmmmmm®rum®mE 1tT,f ii! A 71 e71f I 31C t!}PL1P1 1 E1:%:Q!f LL7E}7I10f E'> t'tit•»'®t1®F'J titlf>f®t t 77tf,7®t'- 1 Ef l B!"aiiliiiisiiitf)it!iiil mtntm r t±l id7 a'IR"S Jt[81®l tifli lF i>C1G} WWMMM s= srar•.sat+r•ri1f*r r. alrIft s>m ar tti! ILZ±'[St!7R[T[>'1t261i'<'1R't7tL'f IL+IPDJPr1t t!Rf P tE1"7tL9 mmmmmmmmmmmm® Table appeea W Exposure Bad heighb up 10 30 feet Deslpn Wad Speed fmoh) - 12D mM rum'•,'. EL•"'..•''.•'•""!.•f•'5.•'•".•"•l ra•1'•5•"•'!aSl!!•' RlRfRAR R!fl1l1 i iiitt tt iitii iii itii mmmmmmmmmmelmtMRMm® tT3®lam m lam tli7mm mmmmm ttti[ T11f7®['t181®C f mmm®m ELt1[f SQ® m®mmmmmmmmm® S S!?1L" tl tL'1I tiQIL f42'1F 1i91 7[1<At1Al Emrmmy! mm MMMMMMM TTM= t17 t t lmm[LfPLf tL7®t'Ctm iflifl® Table apples to Exposue B and heights up to 30 feet Design Wmd spesd(mph)• 130 mph t1Qtt> 61ti7mtl:'1 mt tS rum 11m t1a 717+ fT 1T ff!t[!L tl1tL t;7 m t>01 rum FL7 mF f F7Z1 m® ti'•t t tm mm®t 7lLlmmtL7 ttf[ f St'}!SaRf'•r I FBR''tL9tf 7lif•>1'flEf Lli;'7[ m[TJm t[ 4*tt t lmlL9 tam m mt1LL1 Table applies W Expotue B and heights W to 30,eet Design Wald speed fmph) • 140 mph. tlaTlT. T."!1t1 i i li i i i i i i i i i i i tt i t f G1t>E7 tL' 1lfllfl m l!• f 4La lt m 11 fl lL7 m m mm®rum®®ice®mmmmm ism lir1 l RL7mlfllflli,7ti71 11'E1mmm RLt mlLflmm mml3ill m tRSt> saeir>• a m mtr®e©®mmenmer,lz mt f ff mmm®mmmm®rum® sai"• s>-m mmm®m I t lt tf tm lt t m ttt S7+!lfE:1m[t'11118R7G[7®m i ta i ti mm 1171 Ii51Plfl11•f13.(111m1!!IRml l irl 1®® Tabie appears to Exposue B and hailing; up to 30 het Design Wad Speed (mph) • 150 mph II l'1 i i ti i i i i i. i ii i i i i m® t m[3fl m®®mt•t1!•7tt_!R'!tf7 fEOm®®® m®t 1E1t(1?7[t"1i1<'1t t1:7 m® mmt37IS1tErf[IDPE f fL' 1!£ff181l 1 1!>tl:I ILrft f® t) t>Qf®tZlmmmt&7t 1tL-lt'L7®® S%' JS1"L'I SL"'"tL'1®t16f ml>41(>mm[T1RL7 ttt l 51Q S1 ' tL•1 7 t tzf m m I1xit1> T Iti'r IE.rt ttl t>"1t ff• 1®®®®t t'S47t1 t>••1t>mt f L1t 1t lfllf11l3 m1 1ml1.!"•1Pl7®®I l l lmtfrlm Table 3.9 Maximum Spans for Primary Screen Wall Posts/Colmns for All Roof Type Enclosures ( feet), Exposure 8 Notes For all sideval columns, use too( span - 10 feet. cm. m. _an ea mmmmpmmmmmmmmmmmmme e EMmliYI[ Mmmmmmmmlli'[^ mmmmmtmmmmmmmm aaimmmmml 1111mml3111. mm® m®®®EMIMmMMEMM 3f M mmmmmm mm®mm m0 mmmm®® tig3 m m®m mmmmf l L e e®em•e®e©e® mmmmmmmmmmmammlemme s a mmmmmmmmmmmmmmmm®m m® mm mmmmmmmm e mm®mmmmm®®®®m®m®rum ism® rum®11.*90mtg9m®®m mm mom® mmm®®gym®®gym® mmOm I?U7m 1:31mm tlt®®®®m® mmmmmm COMMMMC13® Guam-.. 0-T-A). m m0 0 m Om DI000 mlmmmmmmmammammamas mm mmmmmmmmmmOmmm® aa• mmmmmmmmmmmmmmmm mmtmmmmommmmm ia; s s mm®®®mmmmm®rum®mmm® i; alR®mmmm®tIDtlIDf m m® MmmEM®®®MOSOCO MEOMM e e e®ewe®e©ev ea mmammammammemeamasl mmmmmmmmmmmmmmmmmm, MMEMmmmmmmmmmmmmmmmm®' m® mm®mmmmmmmmmmmmm m ili2 aocom[mtm Jmmmmmm+wammmmm, m®®®® mOm®mmEM®mm®®m ewe® ems®eve© mmammammamsamaemse emmimmmmmmmmmmmmmmme le, r•r mmmmmmmmmmmmmmmmmm, Imp® mmmmmmmmmmmmmmmmm sum® m®®®mmm®m®®mmmm® i ommmoM)COrn®m®mmmmm Table 3,11 Maximum Spans for Screen Wall Girls or K-Bracing (feet), Exposure 8 F BC Table 2002 4 Load Case A LAN=2 (worst case) Design w hot speed up to 130 mph with wind load of 25 6 psf Maximum spacing of gift a 7 feet os. rx T.O.O.e• ]BB tar" ra T.O dS qSe lea rxa' xDUem II.a. 4.1 zx Sxa b67 11 setw FBC Table 2002 4 Load Case A L/W=2 (worst case) Design word speed up n 150 mph with wad load of 33 6 psf Maximums ctn of Irts - 7 feet c.c. r. 7.0- a.ss- r. T.D.p.S aalk.t Tx .•. D.aW n101e" r. r.- 15.171-1 FIK Table 2002 4 Load Case A LAV=2 (worst case) Design vend speed up to 130 mph with wind load of 25 6 par Maximum vertical spacing of gift 10 feet oz. zx z.00..• e.rore" r. r.00.r crow" z..• xplew mr.,.. r. r.00ez us. lie FBC Table 2002 4 Load Case A LAN=2 (worst case) Design wind speed up b 150 mph with wntl load of 33 6 psi r4aaimum vertkal spacing of gifts = 10 feet pr. rx rxb.orr zsl n.ae ra4• xo.oso v.a w" zrxooar IIw1.a Table 3.13 Maximum Area of Side Wall for Cable Bracing or K-B racing of Front Wall for Non Pliable Roof Mean Roof Height (B) Exposure Cate o 8 Il' Wind Re n too 1,0 120 13D 140 150 457 39 323 274 239211 457 392 323 274 239 211 457 392 323 274 239 211 F4573923232742M211436 373 307 261 227 201 400 343 282 240 209 184357 30625214186165308 264 2,7 65 69 142 258 2 16 5 t9 GO 111211.2 5 251319 mmmOF m a®® oomm a® m©prom am ommm mmmmm' amommm® Om Table 3.14 Maximum Area of Side Wall for Cable Bracing or K-Bracing of Front Well for Gable Roof mmmmm® TiJ am mmm mmm ii1Qw F i7F17lFi]'3® ViMFMIMIMIMMM sEmm Inmm lmmm® mo ammmomm m® MI a® mmm® ao® mmm® amm® mmm i F:7d•*•9L137 F7 ®R a m om ammmoo© Lammommo Notes for Table 3.13 and 3.14: 1. Cable bracing shall be 1/8" Flexible Steel Cable consisting of 19 individual strand of 0. 025- ferrous steel wire (min.). 2. FIa1 bar shall be rum 1 '/." x 5 'i' x 0.120 thief with max. oC Unee ': - dwme,er holes. 3. Each side wall not laterally supported by host structure and projecting more than 10 fed from host structure shall be laterally braced by able cable installed adjacent to the from wa1L 4. Each side wall not laterally supported by host structure and projecting more than 20 fed From host structure shall be laterally braced by cable bracing installed at both ark similar to front wall bracing 5. K-bracing of Flom W ali Sack Wall shall be provided in pays, one on each end of wall. 6. Wdl area limitations from Table 2.12 and Table 2.13 shall be used for each pair of K. bracing required 7. Each Side Wall not laterally supported by host strucume and projecting more than 10 feet from host structure shall be laterally braced by one K-brace imtalled adjacent to the From Wall. 8. Each Side Wall not laterally supported by Host structure and projecing more than 20 fed from host structure shall be laterally braced by K-bracing installed u both ends of Side Wall similar to Front Will bracing 9. Wall height greater than 10 fed shall haw k-bracing Diagonals 0145 degrees (+1- 15 degrees) and additional Grins as required. Clxncr Post L Top eomnection may be located on the hnl ermedinteP.L Table 3.15 Minimum Screw Requirements (each side of connection) for Roof Beams and Wall Uprights (unless otherwise noted in details), Exposure B Note: To determine the number of lag screws or masonry screws required to fasten beam to host structure, take half the value in the table and round up to the nearest number. a) # 10 Screws All Roofs / Exposure B / UD to 130 moth Beams Tributary Width 3 00 4.00 5.00 6.00 6.50 7.00 8.00 9.00 Self - Mating Beams SMB 2" x4"x0.046x0.1DO 2 2 3 3 4 4 4 5 2" x5"x0.050x0.116 2 3 3 4 4 4 5 5 2" x 6" x 0.050 x 0.120 3 3 3 4 4 4 5 5 2" x7"x0.055x0.120 3 3 31 4 4 4 5 5 2" x 8" x 0.072 x 0.224 3 3 4 4 5 5 6 6 2" x 9" x 0.072 x 0.224 3 3 4 5 5 5 5 6 2" x 9" x 0.082 x 0.306 3 4 4 5 5 1 5 B 7 2" x 10" x 0.092 x 0.389 4 4 5 5 6 6 7 7 b) # 10 Screws All Roofs / Exposure B / UD to 150 moh Beams Tributary Width 3. 00 4.00 5.00 6.00 6.50 7.00 9.00 Self - Mating Beams SMB 2" x 4" x 0.046 x 0.100 3 3 3 4 4 5 6 2" x 5" x 0.050 x 0.116 3 3 4 4 5 5 V 6 2" x 6" x 0.050 x 0.120 3 3 4 4 5 5 6 2" x 7" x 0.055 x 0.120 3 3 4 5 5 52"xB"x0.I72x0.224 4 4 4 5 5 6 7 2" x 9" x 0.072 x 0.224 4 4 5 5 6 7 7 2" x 9" x 0.082 x 0.306 4 4 5 6 6 f 7 8 2" x10"x0.092x0.389 4 4 5 6 6 8 8 c) # 12 Screws All Roofs / ExDosure B / UD to 130 mDh Beams Tributary Width 3 00 4.00 5.00 6.00 6.50 7.00 8.00 9.00 elf - Malin Beams SMB 2" x 4" x 0.046 x 0.100 2 2 2 3 3 3 4 4 2" x 5" x 0.050 x 0.116 2 2 3 3 3 3 4 4 2" x 6" x 0.050 x 0.120 2 2 3 3 3 3 4 4 2" x 7" x 0.055 x 0.120 2 2 3 3 3 4 4 4 2" x 8" x 0.072 x 0.224 2 3 3 3 4 4 4 5 2" x 9" x 0.072 x 0.224 2 3 3 4 4 4 5 5 2" x9"x0.082x0.306 2 3 3 4 4 4 5 5 2" x10"x0.092x0.389 1 2 3 4 4 4 5 5 6 d) # 12 Screws All Roofs / Exposure B / Up to 150 moh Beams Tributary Width 3. 00 4.00 5.00 6.00 5.50 700 800 9 00 Self - Mating Beams SMB 2" x 4" x 0.046 x 0.100 2 2 3 4 4 4 5 5 2" x5"x0.050x0.116 2 3 3 4 4 4 5 5 2" x 6" x 0.050 x 0.120 2 3 3 4 4 4 5 5 2" x 7" x 0.055 x 0.120 2 3 3 4 4 4 5 6 2" x 8" x 0.072 x 0.224 2 3 4 4 4 5 5 6 2" x 9" x 0.072 x 0.224 2 3 4 4 5 5 5 6 2" x 9" x 0.082 x 0.306 3 3 4 4 5 5 6 6 2" x 10" x 0.092 x 0.389 3 3 4 5 1 5 1 5 6 7 n toN W 10 Z fn 'o co COLIJ J L L v f oU Lu O - OLto Q = X O F LU L LNL11 F- J Q C/) W - J U C O Q (11/ Z OL 00 W W oI JQ C) MM WU LLB D O a_ 4 Z Zm Q W n O wiz W W Q U U ( n DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF, AUTHORIZATION 584 Ashley Alu er 19 P. O. D ay 1539$ Tpr, fit33Ct 4+ Table 3.17 Minimum'/." Diameter Thru-Bolt (in double shear) Requirements for Roof Beams and Wall Uprights (unless otherwise noted iA details) Exposure B, All Conditions Table applies to Exposure B and heights up to 30 feet. rleeinn WiM Q—e Imnhl = 1M mnh aeaasssaasesenna asassseoasesense asaassesaseegnee 11,1!esaese noes aseess i n©©©©©Pngg oases senses©©© Table applies to Exposure B and heights up to 30 feet. flee inn Wi.W C,—.A t—hl = 11n mnh MMMMMMMMMMMMMMMM easeesoeasesennn oeaessoosoeoonnn aseeesoaasesennn oaaas sease©©©©© sseesssaas©©©©©© Table 3.18 Minimum'/." Diameter Thru-Bolt (in double shear) Requirements for Roof Beams and Wall Uprights (unless otherwise noted in details) Exposure C, All Conditions Table applies to Exposure C and heights up to 15 feet. n..A e.,se m.. - m., MMMEEEEMMMMMMMWM esasesaasesesoe a aaasasaaosose© saooasasose©©© eosasoaa©©©©©nn© nnnnnnnn Table applies to Exposure C and heights up to 15 feet. aaoessoessesasas aagassasaaes©©©© ea asoaoas©©nnnn nnnnnnnn nnnnnnn©©© Table applies to Exposure B and heights up to 30 feet. sesaesooasaeoenn saoaasseasaesenn eseaeseoesaesn©© sasseseses s©©©©© i SHIP e©©©©©©©©©©©©©©© sasessse©©©sue©©©© Table applies to Exposure B and heights up to 30 feeL 17—inn Wm Q—A —M = 1In mnh esesaessas ea en seooassaae sae i©© asasasososao©©©© ese000a©©©©©©n©© nnnnnnn nnnnnnnn© asses©©©©©nee Table applies to Exposure C and heights up to 15 feel. rleeinn wmn Q-- 1-1 = — mnh m M aaseesasasasenen aaaassaa a©©©©nn aeaasaa©©©©©©© sesess s©©©©©en nos nnnnnnn©© eeoeoe©©©n© ese©©©©nnnnnnn Table applies to Exposure C and heights up to 15 feet. rlp<inn Wim CnesA 1-1 = 11n mnh aaaasasaaas©©see aaeslean©© en nnnnnn nnn©©©nnnn©© Table applies to Exposure B and heights up to 30 feet. MMMMMMMMMMMMM-w esesasasasss©senssesasasas©©Es men nts©©©©©nnnnnnnn Table applies to Exposure B and heights up to 30 feet. asasaasesessanns ssasasssas©©©©© asessass©©©©©©©© nt©sue©©©©©©©©©©nee nnnnnnn©©© n©©©©nnnnnn©nn©© nnn©©©©nnnnnoo Table applies to Exposure C and heights up to 15 feet. rbeinn WiM Cneed 1—hl = 1dn mnh esaaasesa©©©©nnn asantnt©©©©©©©©©nn sense ease©©©©©nnnn nn©©©nnnneseenn Table applies to Exposure C and heights up to 15 feet. rlesinn Wind Cnead /mnhl = Irn mnh Rrmmm7m sees©©©©©©nnn eose©©©©nnnnnn wU V) W Q J O` U (n D N 0, Z ) .0 U O O w H J rl .0 1--• J lL - rr) v C Z N Q 2 X O I— J uN iw r n ~ W JN Q C Oto JU 0 QZ o- 0 z W C Wa 0 V Z> m W WY 0 IinW Z U- 0c cozUJ DO PEON KIM, P.E. FL4. REG. NUMBER 49497 CERTIRCATE AUTHORIZATION9584 Ashley Alu In m, LLCM P. O. T Jp Table 3.16 Minimum Screw Requirements (each side of connection) for Roof Beams and Wall Uprights (unless otherwise noted in details), Exposure C Note:To determine the number of lag screws or masonry screws required to fasten beam to host structure, take half the value in the table and round up to the nearest number. a) # 10 Screws All Roofs / Exposure C / Up to 130 m h Beams TributaryWidth 3. 00 4.00 5.00 6.OD 6.50 7.00 8.00 9.00 Self - Mating Beams SMB 2" x 4" x 0.046 x 0.100 3 3 4 5 5 6 6 7 2" x 5" x 0.050 x 0.116 3 4 4 5 5 6 7 7 2" x 6" x 0.050 x 0.120 3 4 5 5 6 6 7 a 2" x 7" x 0.055 x 0.120 3 4 5 5 6 6 7 8 2" x 8" x 0.072 x 0.224 3 4 5 6 6 7 8 8 2" x 9" x 0.072 x 0.224 4 4 5 6 7 7 8 9 2" x 9" x 0.082 x 0.306 4 5 5 6 7 7 B 9 2" x 10" x 0.092 x 0.389 4 5 6 7 7 8 9 9 b) # 10 Screws A0 Roofs / Exposure C / Up to 150 mph Beams TributaryWidth 3.00 4.00 5.00 6.00 6.50 7.00 8.00 9.00 Self -Mating Beams SMB 2" x 4" x 0.046 x 0.100 3 4 5 6 7 7 8 9 2" x 5" x 0.050 x 0.116 3 4 5 6 7 7 8 9 2" x 6" x 0.050 x 0.120 4 5 6 7 7 7 8 9 2" x 7" x 0.055 x 0.120 4 5 6 7 7 8 9 10 2" x 8" x 0.072 x 0.224 4 5 6 7 8 8 9 10 2" x 9" x 0.072 x 0.224 4 5 6 7 8 6 9 10 2"x9" x0.082x%.06 4 5 7 8 B 9 10 11 2"x10" x0.092x0.389 5 6 7 8 9 9 10 11 c) # 12 Screws All Roofs / Exposure C / Up to 130 mph Beams TributaryWidth 3.00 4. 00 5.00 6.00 6.50 7.00 8.00 9.00 Self -Mating Beams SMB 2" x 4" x 0.046 x 0.100 2 2 3 3 3 4 4 5 2" x 5" x 0.050 x 0.116 2 2 3 3 4 4 4 5 2" x 6" x 0.050 x 0.120 2 2 3 4 4 4 5 5 2"x7"x0. 055x0.120 2 3 3 4 4 4 5 5 2" x 8" x 0.072 x 0.224 2 3 3 4 4 4 5 6 2" x 9" x 0.072 x 0.224 2 3 4 4 4 5 5 6 2" x 9" x 0.082 x 0.306 2 3 4 4 4 5 5 6 2"x10"x0. 092x0.389 3 3 4 5 5 5 6 6 d) # 12 Screws All Roofs / Exposure C / Up to 150 mph Beams Tributary Width 3.00 4. 00 5.00 6.00 6.50 7.00 8.00 9.00 Self -Mating Beams SMB 2" x 4" x 0.046 x 0.100 2 3 3 4 4 5 5 6 2" x 5" x 0.050 x 0.116 2 3 4 4 5 5 5 6 2'x6"x0. 060x0.120 2 3 4 4 5 5 6 6 2"x7"x 0.055 x 0.120 2 3 4 4 5 5 6 6 2" x 8" x 0.072 x 0.224 3 3 4 5 5 5 6 7 2" x 9" x 0.072 x 0.224 3 3 4 5 5 6 6 7 2" x 9" x 0.082 x 0.306 3 4 4 5 5 6 6 7 2"x 10" x 0.092 x 0.389 1 3 4 5 5 6 6 7 7 Table 3.19 Connection Detail # for Column to Foundation and Roof Beam to Host Structure Table 3.20 Connection Detail # for Secondary Column to Foundation (Side Wall) Wall (Combined Stresses from Uplift and Lateral Loads) All Roofs / Exposure B / Mean Roof Height Up to 15 Feet All Roofs / Exposure B / Mean Roof Height Up to 15 Feet Wind Speed Distance from Column to Column 3.00 0 6.50 7.00 8.00 9.00 100 F1 F1 F1 F1 F2 110 F1 MPF F1 F1 F1 F2 120 F1 F1 F1 F2130 F1 F1 F2F22140F1F2 F2 F2 F2 F2 F2 F2 F2 All Roofs / Exposure B / Mean Roof Height Greater Than 15 Feet and up to 30 Feet Wind Speed Distance from Column to Column 3.00 4. 00 5.00 6.00 6.50 7.00 8.00 9.00 100 F1 F1 F1 F2 F2 F2 F2 NA 110 F1 F1 F2 F2 F2 F2 NA NA 120 F1 F2 F2 F2 F2 NA NA NA 130 F2 F2 F2 F2 NA NA NA NA 140 F2 F2 F2 NA NA NA NA NA 150 F2 F2 I NA I NA I NA I NA NA NA All Roofs / Exposure C / Mean Roof Height U to 15 Feet Wind Speed Distance from Column to Column 3.00 4. 00 5.00 6.00 6.50 7.00 8.00 9.00 100 F1 F1 F1 F1 F1 F1 F2 F2 110 F1 F1 F1 F1 F1 F2 F2 F2 120 F1 F1 F1 F1 F2 F2 F2 F2 130 F1 F1 F1 F2 F2 F2 F2 NA 140 F1 F1 F2 F2 F2 F2 NA NA 150 F1 F2 I F2 F2 F2 1 NA NA NA All Roofs / Exposure C / Mean Roof Height Greater Than 15 Feet and up to 30 Feet Wind Speed Distance from Column to Column 3.00 4 00 5.00 6.00 6.50 7.00 8.00 9.00 100 F1 F1 F1 F2 F2 F2 NA NA 110 F1 F1 F2 F2 F2 NA NA NA 120 F1 F2 F2 F2 NA NA NA NA 130 F2 F2 F2 NA NA NA NA NA 140 F2 F2 NA NA NA NA NA NA 150 F2 NA NA 1 NA NA NA NA I NA Table 3.22 Minimum Perimeter Concrete Footing Requirements All Roofs / Exposure B / Mean Roof Heiaht Up to 30 Feet Height (in) Width ( in) Maximum Roof Spans ( ft) Reinforcement 100 mp 110 mph 120 mp 130 mph 140 mph 150 mp 8 8 13 12 10 9 8 15 12 7 1- #5 bar continuous 8 12 20 18 10 2 - #5 bar continuous 12 12 30 27 23 20 18 15 2 - #5 bar continuous 12 16 40 36 31 27 24 20 2-#5 bar continuous 16 16 53 49 41 1 36 31 27 5 bar continuous All Roofs / Exposure C / Mean Roof Heiaht Up to 15 Feet Height (in) Width ( in) Maximum Roof Spans ( ft) Reinforcement 100 mph 110 mph 120 mph 130 mph 140 mph150 mph 8 8 11 9 7 6 6 5 1- #5 bar continuous 8 12 17 13 11 10 8 7 2 - #5 bar continuous 12 12 25 20 17 14 13 11 2 -#5 bar continuous 12 16 33 27 22 19 17 15 2 - #5 bar continuous 16 1 16 45 1 36 30 25 22 20 12 - #5 bar continuous Wind Speed Distance from Column to Column 3.00 4. 00 5.00 6.00 6.50 7.00 8.00 9.00 100 F3 F3 F3 F3 F3 F3 F3 F1 110 F3 F3 F3 F3 F3 F3 F3 F1 120 F3 F3 F3 F3 F3 F3 F1 F1 130 F3 F3 F3 F3 F3 F1 F1 F1 140 F3 F3 F3 F1 F1 F1 F1 F1 150 F3 F3 F3 F1 F1 F1 I F1 I F1 All Roofs / Exposure B / Mean Roof Height Greater Than 15 Feet and up to 30 Feet Wind Speed Distance from Column to Column 3.00 4. 00 5.00 6.00 6.50 7.00 8.00 9.00 100 F3 F3 F3 F1 F1 F1 F1 F1 110 F3 F3 F3 F1 F1 F1 F1 F1 120 F3 F3 F1 F1 F1 F1 F1 F2 130 F3 F1 F1 F1 F1 F1 F2 F2 140 F3 F1 F1 F1 F1 F1 F2 F2 150 F1 F1 F1 F1 F2 F2 F2 F2 All Roofs / Exposure C / Mean Roof Height Up to 15 Feet in Speed Distance from Column to Column 3.00 1 4.00 1 5.00 6.00 6.50 7.00 B. OD 9.00 100 F3 F3 F3 F3 F3 F3 F3 F1 110 F3 F3 F3 F3 F3 F3 F1 F1 120 F3 F3 F3 F3 F1 F1 F1 F1 130 F3 F3 F3 F1 F1 F1 F1 F1 140 F3 F3 F3 F1 F1 F1 F1 F1 150 F3 F3 F1 F1 F1 F1 F1 F1 All Roofs / Exposure C / Mean Roof Height Greater Than 15 Feet and up to 30 Feet Wind Speed Distance from Column to Column 3.00 4. 00 5.00 6.00 6.50 7.00 8.00 R.00 100 F3 F3 F1 F1 F1 F1 F1 F1 110 F3 F1 F1 F1 F1 F1 F2 F2 120 F1 F1 F1 F1 F1 2 F2 F2 130 F1 F1 F1 F1 F2 F2 F2 F2 140 F1 F1 F1 F2 F2 F2 F2 NA 150 1 F1 1 F1 1 F2 I F2 F2 F2 NA NA Table 3.21 Minimum Concrete Slab / Turn -Down Slab Requirements All Roofs I Exposure B / Mean Roof Height Up to 30 Feet Monolithic Foundations Maximum Roof Spans (ft) Reinforcement Height (in) Width in 9 ) () 100 mphP 110 mphP 120 mphP 130 mphP 140 mphP 150 mphP 3 f' (4" Nominal) Thick Slab Only 25 23 20 18 16 14 6 x 6 x 10 x 10 W WM 8 8 27 24 22 20 18 16 1 - #5 bar continuous 8 12 33 28 24 21 18 18 2 - #5 bar continuous 12 12 42 35 31 27 23 23 2 - #5 bar continuous 12 16 1 48 41 35 31 27 26 2 - #5 bar continuous 16 16 56 44 41 36 31 31 12 - #5 bar continuous All Roofs / Exposure C / Mean Roof Height Up to 15 Feet Maximum Roof Spans ( ft) Reinforcement Height (in) Width in 9 ) O 100mphP 110 mphP 120 mphP 130 mphP 140 mh P 150 mphP 3 %" (4" Nominal) Thick Slab Only 23 21 18 16 14 12 5 x 6 x 10 x 10 W WM 8 8 24 22 20 18 16 14 1 - #5 bar continuous 8 12 28 24 21 18 18 18 2 - #5 bar continuous 12 12 35 31 23 23 2 - #5 bar continuous 12 16 41 35 1 26 26 2 - #5 bar continuous 16 16 48 41 31 31 2 - #5bar continuous LU w U W aOfU n N Z o o w r J nCO Wu-m 00 UIj1:O 3 a x xN ~ w t L J W Y HJQ C V) o m W CD TJ i O ary Z EL 0OC z W5 oI G I Q w c o M z m rUn W OI W O Z u- O o Q mm Q w LLI C) G O li Wz 1- F- w U Q_ LIJ LLI Q o =U Ir U ( n a_ DO YEON KIM, P. E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. ! 6b4 Ashley Alumiril!tLC P. O. Dra 115398 T., 368( 0 0 COLUMN TO FDN. CONNECTION, SEE TABLE 3.19 & 3.20 FOR DETAIL NUMBER 4" NOMINAL CONCRETE SLAB (2500 PSI, MIN.) W/ 6 x 6 x 10/10 W.W.M. OR FIBER REINFORCED SEE TABLE 3.18 FOR MAX. ROOF SPANS toVI Z NU COMPACTED SOIL/SAND VAPOR BARRIER (OPTIONAL FOR SCREEN ENCLOSURES) DETAIL 1: TYP. SLAB FOOTING SEE TABLE 3.21) COLUMN TO FDN. CONNECTION, SEE TABLE 3.19 & 3.20 FOR DETAIL NUMBER a e d G FOOTING WIDTH SEE TABLE 3.21 4" NOMINAL CONCRETE SLAB 2500 PSI, MIN.) W/ 6 x 6 x 10 / 10 W.W.M. OR FIBER REINFORCED COMPACTED SOIL/SAND VAPOR BARRIER (OPTIONAL FOR SCREEN ENCLOSURES) 5 REBAR, CONTINUOUS SEE TABLE 3.21 FOR QUANTITY) DETAIL 2: TYP. TURNDOWN SLAB FOOTING SEE TABLE 3.21) Ya- ANGLE WITH (2) - Yti 0 CONCRETE SCREW ANCHOR, 1Y: MIN. EMBEDMENT, 2 PL — `- 1" x 2" OPEN BACK FASTENED TO 2" x 2" CORNER SECTION WITH 10 x %' S.M.S.O 24" O.C. OR CONTINUOUS SNAP 12 S.M.S., %- MIN. C-C 2 PLACES (TYP.) o o', m d 11=11 =1I1=1I1=1I1-=lI - ii—r_ li-11MIl,dI1i FOOTING WIDTH PER TABLE 3.22 COLUMN TO FDN. CONNECTION, SEE TABLE 3.19 & 3.20 FOR DETAIL NUMBER 1" x 1' x X6" BY 2" LONG ANGLE, EACH SIDE (TYP.) OR EQUIVALENT U" RECEIVING CHANNEL 2" x 2" GIRT 10'-0" MAX.PURLIN SPACING 4) #8 x Y2" S.M.S., 2 SCREWS MIN. (2) — #10 x 1" LONG EACH LEG (TYP.) S.M.S. INTO SCREW BOSSES TYP. ALTERNATIVE) COMPACTED SOIL/SAND S.M.B. COLUMN OR HOLLOW POST 5 REBAR, CONTINUOUS SEE TABLE 3.22 FOR QUANTITY) DETAIL 7: TYP. GIRT TO POST CONNECTION DETAIL 3: TYP. CONTINUOUS PERIMETER FOOTING SEE TABLE 3.22) BEAM STITCHING SCREW 0 24' O.C. TYP. TOP AND BOTTOM OF SMB) SEE TABLE 3.21 FOR FASTENER SIZE 1)-#1004'- 0 12" O.C. OR 1)-#14x34 0 24" O.0 S.M.S. AT MIDHEIGHT OF BEAM PER 20 FOOT OF TRIBUTARY WIDTH ON EACH SIDEOF BEAM 1)-#8xY4 S.M.S. 0 24" O.C., TOP & BOTTOM DOUBLED CARRIER BEAM CARRIER BEAM SEE TABLE 3.7 & 3.B SCREW NI% DISTANCE (TYP ROOF BEAM EDGE/CARRIER BEAM Y2- MIN., EQUALLY SPACED (TYP.) USE 0.040" MIN. THICK ANGLE (EACH SIDE) WITH CONNECTIONS WITH 5 OR LESS FASTENERS PER VERTICAL LINE. USE 0.10" MIN. THICK ANGLE (EACH SIDE) WITH CONNECTIONS WITH 6 OR MORE FASTENERS PER VERTICAL LINE. SCREWS PER TABLE 3.16 & 3.17 NOTE: TOTAL NUMBER OF FASTENERS ON ROOF BEAM SHALL BE SAME NUMBER USED TO CONNECT TO THE CARRIER BEAM MAX. DISTANCE FROM 1" BEAM EDGE (TYP.) i y I Yi x 21i" LONG WOOD LAG SCREW OR Ya' 0 x 2Y4 LONG MASONRY ANCHORS PER TABLE 3.16 & 3.17 HOST STRUCTURE ANCHORS A' EQUALLY SPACED (TYP.) i J L1 i • ' w<— HOST STRUCTURE (MASONRY OR WOOD) a aC USE 0.040" MIN. THICK ANGLE (EACH SIDE) WITH CONNECTIONS WITH 5 OR LESS FASTENERS PER VERTICAL LINE. USE 0.10" MIN. THICK ANGLE (EACH SIDE) WITH CONNECTIONS WITH 6 OR MORE FASTENERS PER VERTICAL LINE. SCREWS PER TABLE 3.16 & 3.17 NOTE: TOTAL NUMBER OF FASTENERS ON ROOF BEAM SHALL BE SAME NUMBER USED TO CONNECT TO THE CARRIER BEAM DETAIL 6: TYP. BEAM TO HOST STRUCTURE CONNECTION LnwU w ~ p w D O oaircf) Urn N 0, 10 z co °o U O O W J % bWu- U Q w ZJ o- ZO n Q = X O H L Q _ JW w x Q 0 Nu o W - J U I 2 V Oacl- Z CL O T- U D o G J Wz oa0 m W N W x O• OIr- z LLO o m Q CDZ Ln O Cn C G O N w 7 1JJ LLI Q Q: D = U DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NQ, 9584 Ashley AlumiQt , LLC P.O. Drawer 15398 Toip 4 33684` DETAIL 4: TYPICAL EXTERIOR CORNER DETAIL (PLAN VIEW) DETAIL 5: TYP. CARRIER BEAM TO BEAM CONNECTION L 8-1 7i3" 0 FLEXIBLE STEEL CABLE (TYP.) SEE NOTES ON TABLE 3.13 & 3.14 DETAIL 8-2 DETAIL 8: TYPICAL LATERAL CABLE BRACING 9) 112 x 34 S.M.S. TO WALL MEMBERS DETAIL 8-1 f (1) CONCRETE z ANCHORR W/ 23¢- MIN. EMBEDMENT (TYP.) N DETAIL 8-2 (ALTERNATIVE) h 7 8) #12 x 4' S.M.S.` TO WALL MEMBERS OPTIONAL DETAIL 8-1 2' MAX. _ -J8 x )¢- S.M.S. r 2x2x16' ANGLE d- EYE BOLT THRU-BOLTED TO 2x2 HEADER W/ DOUBLE WASHER & NUT EACH SIDE, EYE SNUG AGAINST ANGLE OPTIONAL DETAIL 8-1 1Y4' x 5h' x 0.120 THICK ALUMINUM FLAT BAR SEE TABLE 2.13 & 2.14) 2) - Y•' x 1Y2' CONCRETE SCREW ANCHOR (TYP.) DETAIL 8-2 3- STEEL-CAMELBACK- CUP (TYP.) THIS CUP MAY BE INSTALLED ON T/C OR ON SIDE OF CONC. SLAB 2' MIN. CONCRETE EDGE DISTANCE) L 9-1 2- x BRACE (TYP.) SEE NOTES ON TABLE 3.13 & 3.14 INTERMEDIATE GIRTS SHALL BE INSTALLED TO MEET BRACE SPAN LIMITATIONS ON TABLE 3.11 & 3.12 9-2 DETAIL 9-3 DETAIL 9: TYPICAL LATERAL K-BRACING CORNER POST 2' x 2' EAVE RAIL 1- x 2' O.B. O PATIO SECTION O 3- x 3- x 0.050' MIN. 6063-TS ALLOYO PLATE OR STRONGER WITH 3) - %14 x % S.M.S. EACH SIDE AS SHOWN MIN. PLATE EDGE DISTANCE & C-C FASTENER SPACING) K-BRACE DETAIL 9-1 6- x 5- x 0.050. 6063-TB ALLOY PL K-BRACE GIRT (CHAIR RAIL) DETAIL 9-2 CORNER POST 3- x 2' x 0.050' MIN. 6063-TB ALLOY PLATE OR STRONGER 3) - /14 x -- S.M.S. EACH SIDE AS SHOWN Q¢- MIN. PLATE EDGE DISTANCE & C-C FASTENER SPACING)- 0 COLUMN IRT (CHAIR RAIL) 11 TOTAL) - %14 x '%' S.M.S AS SHOWN Q¢- MIN. PLATE EDGE DISTANCE & C-C FASTENER SPACING) K-BRACE 7- x 2- SOLE PLATE GE BEAN 2'X OX 10 X 4' CREW BC n nds-o EDGE BEAM FASTENING DETAILS- 3" x 2" BEAM TO 2" x 3" POST ns4x b -x 0 H4SImpson Strong-TIe HOST STRUCTURE 2x5 FASCIA NAILED TO 2x6 JOIST W/ 2)-/IDC COMMON NAILS 12` O C SIMPSON H4 HURRICANE 11E (TYP.) SIMPSONDJT14 GIRDER/POST CONNECTOR. 2 O EACH POST SIMPSON LU528 JOIST HANGER (TYP 4'x4' PT. POST OR MIN, 3-x3'xO.090- ALUMINUM POST MAX. HEIGHT OF POST SHALL BE 48-) 4x4 POST W/ SIMPSON PBS44 POST BASE EMBEDDED IN FOOTING. Z ALUMINUM POST USE ALUMINUM BASE INSERT AND CONNECTION DETAILS SHOWN IN TABLE 5.19 O T/C GRADE 2) - Yi x 1Y CONCRETE SCREW ANCHOR (TYP.) OPTIONAL DETAIL 8-2 FOUNDATION PROVIDE COLUMN TO FOUNDATION MIN 24-x24'x24' CONCRETE FOOTING W/ 2500 CONNECTION DETAIL 1, UNDISTURBED SOIL OR 4' MIN. OF COMPACTED (2)-j5 REBAR EACH WAY O BOTTOM DEEP s- 0 CONCRETE ANCHOR (2 PLACES) SAND UNDER FOOTING (VERIFY THAT ALL ORGANIC PSI MIN. CONCRETE) OR 18'0 x 4' DEEP IN UEU OF TYP. Y' 0 CONCRETE SCREWS IS CLEARED UNDER FOOTING) W/ (4)-15 REBAR VERTICAL, EQUALLY FOR CORNER COLUMN SPACED (7 5 CF OF CONCRETE VOLUMN DETAIL 9-3 FOR TYPICAL DECK POST TO ISOLATED FOOTING DETAIL Li o N w .p 0 wQ N 01 U o aD Z 10 U z' w H J 7 lL U w cJZdZ 3 a = x ioNF wti J Y F- J Q`} CO NI W - a> 0-1 OaQ zn O W z_ W o yyYwzaO mz w w OIUO z LL OI0 m 0 0 z N y M Ld o n V I O rr) OLLJLL wz LiJ a- LLJ 0 = U V ,Un DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 9584 Ashley AluminurTl; LLC P.O. Drawei".15398 Tampa, 4-W3684 V W MIN. C-C SPACING (TTP.) LUMN/POST (SEE TABLE 3.7 &'3.8) 2^ A' THICK ANGLE EACH SIDE Gl SEE TABU 3.14 - 3.15 FOR MIN. i cWi SCREWS REQUIRED 0 (MAX.) CONCRETE ANCHOR MIN. DABEDMEM OYP.) 4 . A, 3>¢' MIN. (TYP.) 1 I a DETAIL F1: COLUMN TO FOUDNDATION NOTES: 1. %- a CONCRETE ANCHORS SHAD. HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LES. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2500 LB& S.M.S. WITH MIN. EDGE DISTANCE AND C-C SPACING (TYP.) SEE TABLE S.M.B. COLUMN OR HOLLOW POST 3.14 OR 3.15 FOR MIN. SIZE AND I6' ANGLE, EACH SIDE (fYP.) OUANIIY OF SCREWS REQUIRED OR EQUIVALENT 'U' RECEIVING CHANNEL 0 CONCRETE ANCHOR (TYP.) B B 1x 2' OB SOLE PLATE 0 x 2Y' CONCRETE SCREW MIN. ( 2)-j10 x 1' ANCHOR O 24' O.C. (TYP.) LONG S.M.S. INTO SCREW BOSSES (TYP.) SECTION A -A EDGE OF MN OR HOUDW POST x 2' OB SOLE PLATE SECTION B-B MIN. C-C SPACING (TYP.) r CEC- MN/POST (SEE TABLE 3.7 k 3.8) A' THICK ANGLE EACH SIDE SEE TABLE 3.14 - 3.15 FOR MIN. SCREWS REQUIRED MAX) CONCRETE ANCHOR, 2W MIN. EMBEDMENT (TIP.) A f Vj' MIN. (TYP.) A DETAIL F2: COLUMN TO FOUDNDATION NOTES: 1. %' A CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 22DO LB3. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2800 LBS. S. M.S. WITH MIN. is EDGE DISTANCE AND C-C SPACING (TYP.) SEE TABLE S.M.B. COLUMN OR HOLLOW POST 3. 14 OR 3.15 FOR MIN. SIZE AND W ANGLE, EACH SIDE OYP.) OLLWTTYOFSCREWSREQUIREDOREQUIVALENT 'U' RECEIVING CHANNEL 0 CONCRETE ANCHOR (TYP.) B B 1' x 2' OB SOLE EDGE OF 1' x 2' OB SOLE PLATE Y. A x 0'4CONCRETE SCREWY MIN.-, x 1' ANCHOR O 24' O.C. (TYP.) LONG S.L.S. INTO SCREW BOSSES (TYP.) SECTION A -A r- S.M.B. OOWMN OR HOLLOW POST SECTION B-B FOR FASTENING REOUIERMENTS, SEE TABLE 3.17, 3.1 ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANELS BEAM AND POST SIZES SEE TABLES 3.9 & 3.10. 3.7 & 3.8 WIDE X 3' LONG X 0.050' MIN THICK STRAP 2' 5052- H32 OR 6063-T6 ALLOY) WITH (2) f 10 X %- S.M.S. EACH SIDE OF CONNECTION. NOTCH POST AS REQUIRE 1' X2' O.B. MAY BE ATTACHED FOR SCREEN W/( 1)-f10 X 1-1/2 S.M.S. O 6- FROM TOP BOTTOM AND 24' O.C. SIDE NOTCH TO CARRIER BEAM CONNECTION 1Y4 LEGS x 0.010' MIN THICK RECEIVING CHANNEL THRU BOLTED TO POST AND SIDE BEAMS - ROOF PANEL O OO I OO ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANELS i O FOR FASTENING REOUIERMENTS, SEE TABLE 3.17, 3.18 BEAM AND POST SIZES SEE TABLES 3.9 & 3.10, 3.7 & 3.8 1' X2' O.B. MAY BE ATTACHED FOR SCREEN NOTCH POST AS REOUIR W/(1)-f10 X 1-1/2 S.M.S. O 6' FROM TOP BOTTOM AND 24' O.C. CENTER NOTCH TO CARRIER BEAM CONNECTION 1/ 2 PANEL WIDTH MAX. OVERHANG COLUMN/ POST (SEE TABLE 3.7 & 3.8) S. M.S. SCREW FROM UPRIGHT (TYP.INTO EACH END) BOSS At I Y' 0 CONCRETE SCREW ANCHOR. C IX' MIN. EMBEDMENT (TYP.) 4 . DETAIL F3: SIDE WALL COLUMN TO FOUDNDATION NOTES 1. Y' 0 CONCRETE SCREW ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 800 LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 1050 LBS. S. M.B. COLUMN OR HOLLOW POST Y' 0 CONCRETE SCREW ANCHOR B / B W/ IY.- MIN. EMBEDMENT Dr.) 1' x 2' OB SOLE PLATE x 21.' CONCRETE SCREW MIN. ( 2)-f 10 x tYl 'ANCHOR O 24- O.C. 0-T?.) LONG S.M.S. INTO SCREW BOSSES OW.) SECTION A -A THICK PLATE EACH SIDE BENT AND POST POST DM3UDR I INTERIOR GABLE END WALL / RIDGE BEAM SUPPORT POST PARTIAL ELEVATION O SCREEN FACE) THRU BOLT ROOF HEADER / RECEIVING CHANNEL ---RRR IDGE CAP (OPTIONAL) BUT TO BEAM? W/ 1/4'0 BOLT O 12- O.C.- / RIM SiWl BE SEALED FROM WATER PENETRATION. ROOF Pwo- ROOF PANEL 2. 2 WALL HEADER- 1/B- THICK PLATE EACH SIDE OF RIDGE BEAM & SUPPORT POST FASTEN PER TABLE 3.15 - 3.18 1x2 OB O POST LUMN / POST OFNONAL) PER TABLE 3.9 & 3.10 GABLE END WALL / RIDGE BEAM SUPPORT POST PARTIAL ELEVATION 0 SCREEN FACE) SECTION B-B MN OR HOLLOW POST x 2' OB SOLE PLATE w 13) fY Q¢ - 1 O` F- ') N 01 Vn' V O C, b F J LL o7 W oC Udo Zza z: x o H u LL p N J wnH w Ja C oN_ W f- 0) f2 O Z nLL 00 z> 5W oI 0 0 QNYU W m w Y I wOz LL OIn Ix L% I cn L O LLB z F-- LLJ U 0- L-L/J LLJ L QLD U ctf U u) a_ DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 9584 Ashley Aluminym;'LLC P. O. Drawer_ 15398 Tampa, t T84 V CLE x S /& 2' Ill AOf1t BFMI — I ii \— 1p10-t EEAGI%u AS EM -' 9 HID F/al Mal" x IEII r IDND = FASTEKW 11 AS 9 1 1D EIOI IOHA M/ ECH /14 sa (57RFP ii II xWDR WX16") I- FPIW .- smmfi EDGE BEAM FASTENING DETAILS- 3" X 2" BEAM & HOLLOW POST 3- X 2' HEADER DETAIL 02) EAY / ii ii MIRE z Y LONG W i MI (2) FAL11 014 11 11 11IIFi1O1 YOt AS MEMBER 9117lAI BDs 4 II 11 e sw) wn rSYEFN FAM HFVAT SECWy EDGE BEAM FASTENING DETAILS- 3" X 2" BEAM & SELF -MATING OR SNAP POST 3- X 2- HEADER DETAIL 14) BUCKET 2) SIMPSON H-5 CLIPS OR EQUAL DOUBLW 2X6 P.T.P. W/ 4: PLYWOOD ( PT) SPACER NAILED W/ 16d COMMON 2x6 GALV. ( 2) EACH 0 16" 0 CENTER OF GIRDER SECTION B-B Yi 0 THRU BOLT W/1Y"0 WASHER 0 12' O.C. (TYPICAL) COMPOSITE ROOF PANEL 2- x2-x%- ANGLE 2- LONG W/ 1 2 SMS O 6" O.C. (TYPICAL) ANGLE MAY BE CONTENUOUS NOTE THE 2'X2')%* ANGLE MAY BE ELIMINATED BY BOLTING THE COMPOSTE PANELS THRU THE SECTION SUPPORTING BEAM. COMPOSITE ROOF PANEL FASTENING DETAIL OPTIONAL) V PRESSURE TREATED PLYWOOD OR 2X6 PRESSURE TREATED DECKING 2x6 FLOOR JOIST FASTENED TO DOUBLE 2XB GIRDER W/ SIMPSON JOIST BUCKETS OR H- 2.5 HURRICANE ANCHORS FOR JOIST SETTING ON GIRDERS SLOPE FlENDER WASHER AN1D4 NEOPRENE GASKET O 12- O.C. (TYP.) FOR EXPOSURE C WTTH WIND SPEEDS OVER130 MPH USE PATIO SECTION BEAM DETAIL FOR ROOF PANS: 3)— eX3' s.M.S. W/ INTEGRAL X m WASHER AND NEOPRENE GASKET PER 12' WIDE PANEL, EQ. SPACED (TYP.) TYP.) TYP. S.M.B. BEARING BEAM CONNECTION SLOPE # 10x4' S.M.S. W/ 1Y4' 0 FENDER WASHER AND NEOPRENE GASKET O 9" O.C. (TYP.) FOR EXPOSURE C WITH WIND SPEEDS OVER130 MPH USE ANGLE DETAIL FOR ROOF PANS: 6)-# 8x34- S.M.S. w/ INTEGRAL 34" m WASHER AND NEOPRENE GASKET PER 12' WIDE PANEL, EQ. SPACED (TYP.) PATIO SECTION BEAM (TYP. WALL THICKNESS 0.045-) TYP. PATIO SECTION BEARING BEAM CONNECTION FOR WALL THICKNESS < 0.10") DETAIL 2: ROOF PANEL TO BEARING BEAM FASTENING DETAIL CONCRETE BLOCK OR P.T.P. WOOD PIERS ( PER GIRDER TABLES) CONSTRUCTED ON 4" X 16" X 16" CONCRETE FOOTING PAD CELLS POURED SOLID W/( 2) #5 BARS AND (1) SIMPSON H-6 ANCHOR IN EACH CELL FASTENED TO DOUBLE 2X8 GIRDER 3' RISER ROOF PANELS FOOTING TO DECK CONNECTION SECTION A -A Yz" PRESSURE TREATED PLYWOOD OR 2X6 PRESSURE TREATED DECKING 2x6 FLOOR JOIST FASTENED TO DOUBLE 2XB GIRDER W/ SIMPSON JOIST BUCKETS 500# CAPACITY SOIL ANCHOR 0 EACH PIER FASTENED TO . 2X8 GIRDER W/FLAT STRAP 2' x2' JBxY4' S.M.S. W/ INTEGRAL i.• 0 WASHER AND NEOPRENE GASKET O 24' O.C. FOR EXPOSURE B AND 18' O.C. FOR EXPOSURE C PANEL WIDTH MAX. TYP. 3" RISER ROOF PANEL TO PARALLEL HEADER CONNECTION CONCRETE BLOCK OR P.T.P. WOOD PIERS CONSTRUCTED ON 4" X 16' X 16" CONCRETE FOOTING PAD 3' COMPOSITE ROOF PANELS 2' x2' HEADER flOx4' S.M.S. W/ 1Y4 0 FENDER WASHER AND NEOPRENE GASKET 0 24' O.C. FOR EXPOSURE B AND 18' O.C. FOR EXPOSURE C w v_ V) w o a 0, 61 Onb61Zno U O wFJ r7 b wc0 ZUzo 3i G = x CD w a p N J n w w x Q V / C Om W a) U TJi 0 a Z o- 0 w z WIv Z a_z 0zr mM UWo U Yj V 0 d Z O o GO t 0 Z CO In r w 0 0 LO n 0 ry wz w U I W LLJ Q U 0: U (/) 0- DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 9584 Ashley Aluminytn LLC P. O. Drawer; T5398 Tam a FL 684 DECKING MAY BE 1/2" (MIN.) PLYWOOD OR 2 X 6 PLANKING 1- A1 AIPY/11\—\ ^A —AA IA MI A- ALTERNATE FOOTING TO DECK CONNECTION SECTION A -A TYP. 3" COMPOSITE ROOF PANEL TO PARALLEL HEADER CONNECTION 2'.2' HOLLOW CORNER POST DETAIL 10: MONO SLOPE ROOF SIDE WALL HEADER CONNECTIONS EXTRUDED OR BRACE -FORMED ROOF HEADER OR RECEIVING CHANNEL (0.044' MIN. THICKNESS) WITH MIN. %- BEARING LEG. MAX. COMPOSITE ROOF PANEL SECURE FASCIA TO EACH RAFTER TAIL W/ (1)-Y.'f x 4' LONG PAN HEAD LAG SCREWS BEFORE ATTACHING ROOF HEADER/RECEIVING CHANNEL 4.4' sBx14• S.M.S. W/ INTEGRAL 34- f WASHER AND NEOPRENE GASKETO 12' O.C.. TOP k BOTTOM. IF CLEARANCE PROHIBITS INSTALLATION OF TOP r,• f x 7Y' LONG WOOD FASTENERS USE j1Ox4' S.M.S. W/ A. • FENDER LAG SCREW O 24' O.C. MAX.~ WASHER AND NEOPRENE CASKET O 12' O.C. HOST STRUCTURE MASONRY OR WOOD) TYP. 3" COMPOSITE ROOF PANEL TO HOST FASCIA l ROOF EDGE PANEL (TYP.) 2"x2"xO.045" PATIO HEADER (TYP.) — 4)—#8 z V S.M.S., 2" x 2" x V BY 2" LONG ANGLE, EACH LEG (TYP.) EACH SIDE (TYP.) OR EQUIVALENT U' RECEIVING CHANNELJ ( 2)—#8 x )2" S.M.S., S.M.B. COLUMN OR HOLLOW POST EACH LEG (TYP.) u RE HOLLOW POST OR WOOD) SLOPE ROOF EDGE PANEL (FYP.) 4)—#10 x 4" S.M.S., INTO SCREW BOSSES (TYP.) DETAIL 1: SECONDARY POST TO HEADER CONNECTION OPTIONS EXTRUDED OR BRAKE -FORMED ROOF HEADER OR RECEMNG CHANNEL (0.044' MIN. THICKNESS) WITH MIN. 1N' BEARING LEG. COMPOSITE ROOF PANEL — SA' S.M.S. W/ INTEGRAL %* f WASHER AND NEOPRENE GASKETO 12' O.C.. TOP h BOTTOM. IF CLEARANCE PROHIBITS INSTALLATION OF TOP FASTENERS USE #10x4• S.M.S. W/ fY' f FENDER WASHER AND NEOPRENE GASKET O 12' O.C. 3)-#12YY2" W/ INTEGRAL WASHER AND NEOPRENE GASKET S.M.S. ALTERNATE DETAIL THRU BOXED END OF EACH PAN IN LIEU OF S.M.S. INTO HEADER LEG(S) SECURE FASCIA TO EACH RAFTER TAIL W/ (I)-Y.'f x 4' LONG PAN HEAD LAG SCREWS BEFORE ATTACHING ROOF HEADER/RECEIVING CHANNEL f x 214' LONG WOOD SCREW O 24' O.C. MAX. HOST STRUCTURE MASONRY OR WOOD) TYR. 3" RISER ROOF PANEL TO HOST FASCIA E.P.S. WALL PANEL— JJ" PLYWOOD DECK (OPT) OR 44X6 OR 2X6 DECK 2X6 OR 2x8 O 16" O.C. 4) - # 10 x %" LONG S.M.S. INTO SCREW BOSSES TYP.) COLUMN OR HOLLOW POST 1Ji" X 3' X 0.060 RECEIVING CHANNEL 1DA* SMS O 6" O.C. MIN. BOTH SIDES LAP 2) VOX21¢" LAG SCREWS O 18" O.C. PERIMETER DOUBLE STRINGER COMPOSITE PANEL WALL TO DECK 1" X 2" O.B. 1¢" PLYWOOD DECK 2X6 OR 2x8 X O 16" O.C. 1 Y4•( MIN. LAP USE LAG SCREWS IN LIEU OF MASONRY SCREWS SHOWN IN DETAILS F1-F3. 10 PERIMETER DOUBLE STRINGER 0 0 cl SCREEN ROOM WALL TO WOOD DECK LLI Z EXTRUDED ALUMINUM BASE w MAX a ALUMINUM POST (SEE TABLE 0 L1J COMPOSITE ROOF PANEL i MAX. a U Q t POSRECOMPOSITE ROOF PANEL CARROSION RESISTANT THRU BOLT 34 PLYWOOD DECK PER SCHEDULE p U z}i' LONG WOOD LAG SCREW OR x• Y. f x 2Y' LONGO24O.C. MAX. MASONRY ANCHORS t 1 X. • : 2h: LONG WOOD LAG SCREW OR J Y. f x D.C. LONG MASONRY ANCHORS24' o c MAN 2X6 OR 2x8 Y4" LAP O 16" O.C. 0 YEON KIM P.E. FLA. REG. NUMBER 497 BA" S.M.S. W/ INTEGRAL %' f WASHER AND HOST STRUCTURE (MASONRY OR WOOD) LAG SCREWS (SEE TABLE XX) CERTIFICATE OF NEOPRENE GASKETO 12' D.C. TOP a BarTOM. IF CLEARANCE PROHIBITS INSTALLATION OF TOP IB>d5• S.M.S. W/ B4TEGRAL • •WASHER AND NEOPRENE GASKETO HOST STRUCTURE (MASONRY OR WOOD) AUTHORIZATION NO. 9584 Ashley Alumin LLC FASTENERSUSEj1Dx4' SM.S. W/ 1Y.' f FENDER WASHER AND NEOPRENE GASKET O 12' O.C. EXTRUDED OR BRAKE -FORMED ROOF HEADER OR RECEIVING CHANNEL (0.044• MIN. THICKNESS) 1z' o.c. TOP k BOTTOM. IF CLEARANCE PROHIBITS INSTALLATION OF TOP PERIMETER DOUBLE STRINGER Y.: P. O. Drawer, 13398 WITH MIN. Ui' BEARING LEG. FASTENERS USE #1Dx4' S.M.S. W/ tip' f FENDER WASHER AND NEOPRENE GASKET O 12' O.C. EXTRUDED OR BRAKE -FORMED ROOF HEADER OR RECEIVINGCHANNEL (0.D• MIN. THICKNESS) Tampa F'C .3684 TYP. 3" COMPOSITE ROOF PANEL TO HOST STRUCTURE WALL WITH MIN. 1h' BEARING LEG. TUBE COLUMN BASE SCHEMATIC (INTERNAL BASE) l DETAIL 3: ROOF PANEL TO HOST STRUCTURE CONNECTION DETAIL TYP. 3" RISER ROOF PANEL TO HOST STRUCTURE WALL DETAIL 3: ROOF PANEL TO HOST STRUCTURE CONNECTION DETAIL II II n x II II 3" RISER OR COMPOSITE ROOF PANELS Z ii II JJ J Q ii ii cnnn w B ii II I c tr w II II II II a~ pO ON II ii o Ir C mIIIJ 2 I t EAM SPAN / POST SPACING 30% MAX. 30" MAX. OF BEAM SPAN EDGE BEAM SPAN k POST SPACING OF BEAM SPAN REFER TO BEAM SELECTION TABLE 3.7 k 3.8 PLAN VIEW -SCREEN ROOM (SHED TYPE) z 0 0a NOTE: CABLE BRACING OR OTHER LATERAL BRACING IS NOT REQUIRED FOR SHED TYPE ROOF STRUTURES. 3' RISER OR COMPOSITE PANEL ROOF EDGE BEAM z To W C m K Sw c IJNN I>F HAIR RAIL ICKPLATE RAIL X2 OB OLE PLATE EE DOTING TABLE Lf FRONT ELEVATION -SCREEN ROOM (SHED TYPE) II II II II II II II II wIILiII I I vlQIIIISQ' D. F- FALL M w i m w FALL I I Z CA I h O 0 0 0 0 , W W I N m v1 II N ii ¢ II w Cw? 11 M O cn I W I I a I I fl I I cn d. m I I o Irk- o o f II U II I i II IIIIIIII II II IIIIIIII POST SPACING POST SPACING POST SPACING POST SPACING 2 -6' ROOF PANEL CLEAR SPAN RnnF PANFI T:1FAR CPAN 2'-6 PLAN VIEW -SCREEN ROOM (GABLE TYPE) GABLE END ELEVATION - SCREEN ROOM ROOF OVERHANG RDOF PANEL CLEAR SPAN ) 2•-6- MAX_) (WALL ATTACHMENTS ROOF PANEL SPAN (FOR FASCIA ATTACHMENT) FKXISE ROOF SIDE WALL LENGTHOJFI7FU11G RIDGE BEAM CANTILEVER CLEAR SPAN GABLE RIDGE B° 30x MAX. OF BEAM SPAN) F PANELS LE RIDGE BEAM ! + c2XSLOPEHOLLOWSfYP SIDE WALL HEADER) 3' R1 OR COMP Ilk PANEL EDGE B NCIDEMAL LL / TO DESIGN) ' N/ KICKPLATE RAIL WALL HEAD / OR CHAIR RAFL & EDGE BEAM d / V 1X2 OB SOLE _--- - DOOR CHAIR RAIL 2X2/ O ZS KICKPLATE RAIL 2X2 1 xz o6 soLE .. .. .. . ............. .... ...... .. .. i iSOLID KICKPtAIE i i i i i i .SOLID 10CKPLATE, POSTrq TYPICAL SIDE VIEW / SECTION FOR SCREEN ROOM (SHED TYPE) TYPICAL SIDE VIEW / SECTION FOR GABLE TYPE SCREEN ROOM BRACING OPTION SHOWN DETAILS PPLICABLETABLES Ir Ww Nw I- N ULo co O O -1 10 OWHLLcoZ U < Z o0 OfOn Q 2 X OF LL LL O N W W Ja Inm N j U i O QryZ IQ_I_ O z Lu o Q c o w m Um< W V) w 0 0 Z LL 0 3o m Z 0 a Q w ao: _ 0op (n VC/ G O LLJ z Nw 7Q []: U= u V J DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 9584 Ashley Aluminum,LLC P. O. Drawer''15398 Tampa, " 3684 10 HAIR RAIL ICKPLATE RAIL X2 OB OLE PLATE EE DOTING TABLE Lf FRONT ELEVATION -SCREEN ROOM (SHED TYPE) II II II II II II II II w IILiIII I vl QIIIISQ' D. F- FALL M w i m w FALL I I Z CA I h O 0 0 0 0 , WWI N m v1 II N ii ¢ II w Cw? 11 M O cn I W I I a I I fl I I cn d. mI I o Irk- o o f II U II I i II II IIIIIIII II II IIIIIIPOST SPACING POST SPACING POST SPACING POST SPACING 2 - 6' ROOF PANEL CLEAR SPAN RnnF PANFI T:1FAR CPAN 2'-6 PLAN VIEW -SCREEN ROOM (GABLE TYPE) GABLE END ELEVATION - SCREEN ROOM ROOF OVERHANG RDOF PANEL CLEAR SPAN ) 2•-6- MAX_) (WALL ATTACHMENTS ROOF PANEL SPAN (FOR FASCIA ATTACHMENT) FKXISE ROOF SIDE WALL LENGTH OJFI7FU11GRIDGE BEAM CANTILEVER CLEAR SPAN GABLE RIDGE B° 30xMAX. OF BEAM SPAN) F PANELS LE RIDGE BEAM ! +c 2XSLOPEHOLLOWSfYPSIDE WALL HEADER) 3' R1 OR COMP Ilk PANEL EDGE B NCIDEMAL LL / TO DESIGN) ' N/ KICKPLATE RAIL WALL HEAD / OR CHAIR RAFL & EDGE BEAM d / V 1X2 OB SOLE _--- - DOOR CHAIR RAIL 2X2/ O ZS KICKPLATE RAIL 2X2 1 xz o6 soLE .. .. .. . ............. .... ...... .. .. i iSOLID KICKPtAIE i i i i i i .SOLID 10CKPLATE, POST rqTYPICAL SIDE VIEW / SECTION FOR SCREEN ROOM (SHED TYPE) TYPICAL SIDE VIEW / SECTION FOR GABLE TYPE SCREEN ROOM BRACING OPTION SHOWN DETAILS PPLICABLE TABLESIr W w Nw I- N ULo co O O - 1 10 O WHLLcoZU < Z o0 O fOnQ 2 X OF LL LL O N W W J aInm N j U i O Q ryZIQ_ I_ O z Lu o Q c o w m Um< W V) w 0 0 Z LL 0 3o m Z 0 a Q w a o: _ 0 op (n VC/ G O LLJ z Nw 7 Q []: U= u V J DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 9584 Ashley Aluminum, LLC P.O. Drawer''15398 Tampa, "3684 10 PLAN VIEW - SCREEN ROOM (GABLE TYPE) GABLE END ELEVATION - SCREEN ROOM ROOF OVERHANG RDOF PANEL CLEAR SPAN ) 2•-6- MAX_) (WALL ATTACHMENTS ROOF PANEL SPAN (FOR FASCIA ATTACHMENT) FKXISE ROOF SIDE WALL LENGTH OJFI7FU11G RIDGEBEAM CANTILEVER CLEAR SPAN GABLE RIDGE B° 30x MAX. OF BEAM SPAN) F PANELS LE RIDGE BEAM ! +c 2XSLOPE HOLLOWSfYPSIDEWALL HEADER) 3' R1 OR COMP Ilk PANEL EDGE B NCIDEMAL LL / TO DESIGN) ' N/ KICKPLATE RAIL WALL HEAD / OR CHAIR RAFL & EDGE BEAM d / V 1X2 OB SOLE _--- - DOOR CHAIR RAIL 2X2/ O ZS KICKPLATE RAIL 2X2 1 xz o6 soLE .. .. .. . ............. .... ...... .. .. i iSOLID KICKPtAIE i i i i i i .SOLID 10CKPLATE, POST rq TYPICALSIDE VIEW / SECTION FOR SCREEN ROOM (SHED TYPE) TYPICAL SIDE VIEW / SECTION FOR GABLE TYPE SCREEN ROOM BRACING OPTION SHOWN DETAILS PPLICABLE TABLES IrW w NwI- N ULo co O O - 1 10 O W HLLcoZU < Z o0 O f OnQ2 X OF LL LL O N W W J a InmN j U i O Q ry ZIQ_I_ O z Lu o Q c o w m Um< W V) w 0 0 Z LL 0 3o m Z 0 a Q w a o: _ 0op (n VC/ G O LLJ z Nw 7 Q []: U= u V J DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 9584 Ashley Aluminum,LLC P.O. Drawer'' 15398 Tampa, "3684 10 TYPICAL SIDE VIEW / SECTION FOR GABLE TYPE SCREEN ROOM BRACING OPTION SHOWN DETAILS PPLICABLE TABLES IrW w NwI- N ULo co O O - 1 10 O W HLLcoZU < Z o0 O f OnQ2 X OF LL LL O N W W J a InmN j U i O Q ry ZIQ_I_ O z Lu o Q c o w m Um< W V) w 0 0 Z LL 0 3o m Z 0 a Q w a o: _ 0op (n VC/ G O LLJ z Nw 7 Q []: U= u V J DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 9584 Ashley Aluminum,LLC P.O. Drawer'' 15398 Tampa, "3684 10 VC/ G O LLJ z Nw 7 Q []: U= u V J DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 9584 Ashley Aluminum,LLC P.O. Drawer'' 15398 Tampa, "3684 10 cl- y OF NIL,