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HomeMy WebLinkAboutLot 92 Carriage CoveCITY OF SANFORD PERMIT APPLICATION Permit #: O 1A — _ y `o Job Address: Description of Work: [;1t R pc gi Historic District: ND Zoning: Date: 1 g _) 0— d 3 Value of Work: $ 5 9/0 6 Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole_ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial _ Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: 04 # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: 6 9 - Owners Name & Address: Attach Proof of Ownership & Legal Description) Phone: Contractor Name & Address: S15/ bg R r /No , Ni Ad 14M! 14.) , D;rr3,Q .5PR77vy LJ /' v/ 7Statee License Number: 1 a Phone &Fax: y % %7/( / Cs t Person: L .l I L S I5 j/ r Phone: Q o) - R ] ^3c3 Bonding Company: 5U r uv- Address: / O ZS 5 U cl %4 ' r`1,a R,fi i3 ( r % 0S> Mortgage Lender: Address: Architect Address: Or Application is hereby made to obtain a permit to do the work and installations as indX I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet sianda ds=b"I laws ti ns to this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING';SICriV$;=WILLS, POOLS, FURNA , BOILERS;.HEATERS, TANKS, and AIR CONDITIONERS, etc. l OWNER'S AFFIDAVIT: I certify that all of the foregoing inforr f4ftgnasaccur t t a I wo . w I ee o in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAIL tE TO RE A O I' +G QM NCEMENT-MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF Yt7TNTEND O iNm C NSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COWM1 NCEMENT. 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. AcceptancAfrmit is verificatio t at I will notify the owner of the property of the z//% 3 S nature of Owner/Age Date fli ci,/Z. P t Owner/Agent's me Signature of otary-State %W onda Date co, Owner/Agent is Personally Known t "23, 207 Produced ID I La 4, 'S 7 Agent Date 1 11 .. ___ ; Prin ontractor/Agent's a 47-1, Signature of No State of Florida Date p"r'Ya Tefry L Hmw My COnmlfton BD'10M h M1 Contractor/Agent is"Personally Known to Me or b Mtsrd123, 2007 Produced ID APPLICATION APPROVED BY: Bldg . [ 7" Z '01 Zoning: Utilities: initial & Date) (Initial & Date) Special Conditions: FD: Initial & Date) (Initial & Date) 0 N c'M cB a Q o co- Q EXISTING U o co Fz cp Lo co ROOD cop 'c t; o 3" ROOFSLOPE oN DN 1i2:12 2X2 Z o U F15E GrtLASS 6GRE EN 2x2 ND. 0 d6, 4 X m x 0 aNOCl) U e cl x C O 2X2 2X2 E u. Llx2O 3'(dx6'S DOOR 3'-4" O 4" 3'-m" 0'-S" C c 101-01, 01 V LL U mm 0 WALL ELEVATION "B" 0 3CALE-1/4•-1'-0• C 12 DRAWING NO. 2 OF 2 71 co EXISTING STRUCTURE oR T- c I - EDGE OF EXIST > aUTILITYEXIST. CONCRETE SLAB ROOF ABOVE SHED :., U-- coc SCi EENRC OM ® CARPORT -o u (,Z,)) '(21 oop to) to ` o a o 1 1/2" 5'-1" 5'-1" 5'-1" -1 1/2" EDGE OF ROOF z a? r\ I 1 1 (4 145OVE WALL LAYOUT PLAN SCALE-1/8'-1'-0' PLAN NOTES: I. ALL FRAMING MEMBERS HAVE BEEN SELECTED USING TABLES AND CHARTS PROVIDED IN THE ATTACHED SIGNED AND SEALED ENGINEERED DOCUMENTS. 2. DE61GN WIND SPEED OF 130 M.P.N. f— 3" ROOF SLOPED 1/2 "/ FT III!.._.. —• u I _..._...loorm•- 01) a c U co CC E N O cr tor N Q co 3'0 6'8 DOOR I 1 1 5'-i" 5'- " 5'-1" - 1 16" KICK PLATE U m TYPICAL m 0 lm'-6" 2m'-011 0 WALL ELEVATION "A" o 80ALE-1/8'-1'-0' 0,0 Q 2x2 ALUMINUM FRAMING 6 24" OC 0 1/16 OSB SPAN RATED SHEATHING DRA1NWO NO' 3VINAL SIDING 1 OF 2 Name: FS 7,1,3.1 Vil Inji'II III I fill u III u dill 11 w a sit II isitiri ttttrtltarrrrrr•- Address: ; 1/v /" ihri% This Instrument Prepared by: tAddress: 1 /1 k?p L%6/ Zt'f %i/C%\ j At,1;1 Property Appralsers Parcel Identification (Folio) Number(s): SPACE ABOVE THIS LINE FOR PROCESSING DATA MARYANNE MORSE, CLERK OF CIRCUIT'COURT SEMINOLE COUNTY BK 05154 PG 0656 CLERK'S # 2004000737 RECORDED 01/05/2004 12t49t48 Pill RECORDING FEES 6.00 REDORDE-D BY S O'Kelley SPACE ABOVETHIS LINE FOR RECORDING DATA Permit No. NOTICE OF COMMENCEMENT State of Florida County of The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with section 713.13 of the Florida Statutes, the following information is provided in this NOTICE OF COMMENCEMENT. Legal description of property (Include Street Address, H available) wI V 9 (!:ARffl—Aq roO4 General description of Improvements0aR v-R% . .IGF[/. ozoi5w /Poy6y Owner <' ARk1AQ I/ f'I UIWILIS) cafe Address I Ma YANNF M1110-Cel Owner' s Interest In site of the Improvement CLERK OF CIRCUIT COURij Fee Simple Title holder (If other than owner) 5SOLI a0R= Name Address Contractor — A S0/bf%3J Address r 'IV we- T-' 41 J VheR -l-''i'lN9 - J Surety a% RO P41-1 S /o Z.S s E& FAov R,4 vd_ I'iop Address l'v, 80 F - - 00a L Amount of bond i Ode Any person makino a loan for the construction of the Improvements: Name Address Person within the State of Florida designated by owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name P71 , Address 11thAr In addition to hlnfiiekn& de agate %1 Of to receive a c y of the I or's Notice as provided In Section 713.13(1)(b), Florida Statutes. Expiration date of Notice of Commencement (the expiration date Is 1 year from the date of recording unless a different date is specified). seAL enNt-F 13t1 W 7.20 Printed Signature of I OWM— Swom to and subscribed before me this ILI da of IT.Q- Check one:) VOAfliant is personally known to me. 0 Aflj pt provided the following type of identification: r 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)-Ili per connection unless shown otherwise. 7. Fasten all 1k2" O.B. attached to Last structure with'/.NX long lag screws into wood host and %'x2 G' long concrete screws into concrete/masonry host Q 24" o.cand within 6" at each perpendicular member. 8. 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: a. Structures to be placed adjacent to a mobile / manufactured home built prior to 1994 shall use "fourth wall construction" or shall provide detailed plans of the mobile / manufactured home along with addition plans for site -speck review and seal by the engineer. This applies to all utility sheds, carports, and / or other structures to be attached. b. Fourth wag construction means the addition shall be free standing with only the roof flashing of the two units being attached. The most common 'fourth wall construction' is a post and beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. All fourth wall frames shall have knee braces on both fourth wall frame and outer wall frame. c. For mobile / manufactured homes built after 1994, structures may be attached, provided the project follows the plan provided in this manual. The contractor / owner shall provide verification that the structural system of the host structure is adequate for the addition to be attached. d. Any attachment that extends more than 20' from a mobile / manufactured home wall shall require site -specific engineering. The 20' is measured from the mobile / manufactured home to the outside of the beam wall and does not include overhang. 12. R the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall' is NOT required. 13, For existing mobile homes that have existing structures attached to them that are to be altered or added to a fourth wall shall not be required unless the addition or alteration adds more than 50% of the assessed value of the existing home. 14. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 15. 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. 16. Unless otherwise shown, screws shall have minimum edge distance and center to center distances as shown in this table. C- 1022 Low Carbon Steel SMS & Self-Drillin (TEK) Screws Industry Standard Screws) Screw Nominal Screw Diameter ( in) Minimum Edge Distance Minimum Center to Center Distance 8 0.156 1/4" 116' 10 0.188 66 14" 012 0.219 a° 16, 14 1 /4' 0.250 I 6/e 17, Wind bads determined by ASCE 7 Sections 6.5 and 6.6. Section 6.6 for wind tunnel procedure is the basis of FBC Table 2D02.4 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. 18. 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. 19. 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 bads shall also be applied only to structural members that carry wind loads from more than one surface. 20. Roof design pressures in Table 20024 are MWFRS loads. Component & Cladding bads for roof panels are derived from enclosed and partially enclosed conditions after consultation with Dr. Tim Reinhold of Clemson University. 21. Minimum factored design pressure load shall be 10 psf. 22. 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 Exposure B Effective 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 m 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 13.61-41.3 13.62 16.22 18.40 22.24' 140 15.8147.8 12.47 14.88 16.90 20.07 150 17.8/-54.9 11.67 13.94 15.85 1 19.79 Exposure C Effective 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 16.21-49.4 12.33 14.71 16.71 20.84 130 19.0/-58.1 11.20 13.40 15.24 19.04 140 221/-66.7 10.26 12.30 14.01 17.54 150 25.31-76.8 1 9.45 1 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 Exposure B Effective 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 14.9/-31.8 13.93 16.42 18.50 22.80 110 18.2/-38.1 12.49 14.73 16.61 20.50 120 21.6/-43.8 11.89 13.96 15.69 1 19.26 130 25.3/-53.0 11.45 13.36 14.96 18.26 140 29.41.61.3 10.61 12.38 13.86 16.92 150 33.8/-70.6 9.91 11.56 1 12.95 1 15.80 Exposure C Effective 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 21.0/-44.6 11.58 13.68 15.43 19.06 110 25.4/-53.4 10.42 12.32 13.92 17.21 12D 30.2J-63.0 9.97 11.72 13.18 16.20 130 35.5/-74.1 9.66 11.27 12.62 15.41 140 41.1/-85.8 8.98 10 48 11.73 14.32 150 47.21-98.6 8,38 1 9.78 10.95 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 Exposure B Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels Factored Wind Design Pressure psf) 9 0 x in 9 0 x in 9 0 x v 9 0 x v 0 0 x to 0 0 x Eo 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 19.25 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 15.41 16.35 18.88 140 47.8 10.74 12.40 12.40 14.32 15.18 17.53 150 1 54.9 10.03 11.58 11.58 13.37 14.18 16.37 Exposure C Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels Factored Wind Design Pressure Psf) o o o x in N 0 0 X c o 0 0 x v 0 0 x v v 0 0 x io N 9 0 x to 100 34.9 12.57 14.52 14.52 16.77 17.76 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 14.08 14.94 17.25 130 58.1 9.74 11.25 11.25 12.99 13.78 15.91 140 66.7 9.09 10.50 10.50 12.12 12.86 14.85 150 768 847 9.79 11 30 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 M 0 c x in 0 0 x Q 0 0 x R 0 0 10 0 0 xt0 100 31.8 13.16 15.20 15.20 17.55 18.61 21.49 110 38.1 12.D4 13.90 13.90 16.05 17.02 19.65 120 43.8 11.' 12.95 12.95 14.96 15.86 18.32 130 53.0 1, 10.21 11.78 11.78 13.61 14.43 16.66 140 61.3 9.49 10.95 10.95 12.65 13.42 15A9 150 70.8 8.84 10.21 10.21 11.79 12.50 14.44 Exposure C Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels Factored Wind Design Pressure PSO N o 0 x In 0 0 0 x io N 0 0 x IT rri 0 0 x W N 0 0 x Eo 0 Ci x ED 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 1 14.37 16.59 120 63.0 9.35 10.80 10.80 12.47 13.23 15.27 130 74.1 8.63 9.96 9.96 11.50 12.20 14.09 140 85.8 8.02 9.26 9.26 10.69 11.34 13.10 150 98.6 7.48 8.64 8.64 9.97 10.58 12.22 Note: Pressures shown are positive and negative pressures. Effective area = 50 sf. W LUof LuaLU C> z in o co 0 incoLu 0 JL M10J - M ZU Z co O 03 < 0 x o - a a N L LL in w L ~ x Q V / O ai Wd J U 0 y Z CL O`J Z W o J W O Z 0 4 O Z LLI N U O LLJ z F - LJJ U a- W LiJ Q D =U Qo U U a_ DO PEON KIM, P.E. FLA. RED. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 8120 Ashley Aluminum, LLC P.O. Drawer 15398 Tampa, FL, 4.t3684 Table 3.7 Maximum Spans for Carrier Beams (Edge or Interior), Exposure B, All Conditions Tabu apples b Expowj B a M heft up M 30 reel 19eeeeeee.eeeeeeee J4'II Te*,f,Rl!*®mm ml®I'. 1tfl l 1tL17tE7t1mi ft3 1•tsit t t>m it eriiR:iEi mt it ti eitiri m®mmmm®®®rem®®Q7tT 1• S t1E tf.7 tL'3 t2'Jt l tL!1! t3'1 tsE3t ff7 t'Qf SL"• mmmtfl®m m fS1Rlfsslfils s'*'-'i liatx7i}ir t it3li:+.lFoerl i!tST!!4R6T1F 1t 1R9tf?1 Sf t'f!1t1Slt'Rlt6'1Q!1tRt11 R!,llitltlLSllb51R31 ne*ss mmmt tml i l t>mt»t mm Is- appess m exposure a lira neigme up,. w feet. yearr er•n tla t m tn®Imi t t t>omt'Qtl l l tEr i te trfel ert i t)R7®f117lflml mm®®tltlti%1t>61m. s;t»trtiLnt>t f ll t e t ir•t i 1 m tm FF,) m tL'-f 137 m tLt7 tIES1 tm ml Ita rr+}tiR IlESI't!!'"It7FfEl7[1"1[1:'1m®0<llf tl!"t(Lr1tSlt frl fi7S7 T'r1'[E'>•'d}"'S11R"'"[1*!'ifltFJtf®f l!'1 t tt t1<9fL9 R"1S3'7!Ef L`S'"*5L•;Ei"* IRL L' S!'S!'ttl'1tl;7 ml>Ql ftll t l lrJ ll:1®!!•1lL tStl Tabu applies to Exposure B and hepma up no W feet f7!±"!.w+79 a ee.eee.ee ee a ee e m®tr. f l it>ti>t'ot'omi®mt'omm nr is7®®®C1±1l I tL7t'®tLflriiltt!'Tf r lmtil m®®gym relit® t.Tt"psi'•.r"ir ti!1amta ta.7ialiT!Ifii1 t!1 ml>m mf>7 l7 7lfl®!>0 m m Efl T sou apples b Exposuro 8 and fuphu up b W leer f"wi'"eee...tl•e.eeeeeee r®gym®mmmmmm®m®® iL'1®t l'S?1f l:L ml E mt»Eflt)r7tEf l mmmmmm®m m®tm m mmm®mtmi>"lmm Tabu aWppbu b_exposure B and insigne, up to 30 feet weeeeeeeeeeeeeeee t#!! mlfltmt151®®rem®®t1!7®®f tL'1 m 7leaaart*1!r m®mm ti7®®l t3fl mt>E1m mrl;flm®m®m®mmmm® m mmtlm m!fl®lflmm ti1 Efl®film as ti'1®tLfliL'l m ®m f lfl® s•r+•>•tnfrintsmmt l lrs t lltrlt ttx!I mmm®rem®m®mmm e!1n+rrtsr. l• m 1® I m iif t&1 tit t)D m tl l m ffl®®ix m m®l lilll®m®® Tabu applies m Expoaue B are Mpha up m 30 rest m®m®mtltil ilQl o ti9®0L7 E®tiltL t 11®t ltitFilFLf ofl t>"1 mffl l llElmllOm fl m ®®mmm IFL'"lS:f tlmtLlt lt%1tLl t t>"f tmt'E1tlm Ili" 'm ti1 f m mm tit tillS77tm Table 3.9 Maximum Spans for Primary screen Wall PostslColumns for All Roof Type Enclosures (feet), Exposure B Nole For all Wei columns, use mof span s 10 feel. r_. eve®ewe®e©® eaa.mmmmmmmmmmmmmmmmme mmmmmmmmmmmmm l! m®mtLi7®tLrl®t'J9m®mmm®rem® liiil tmll"31 tID®Il'fDtFF3m®® eemmmmmm®®t mtmmmmm®®m mm0li7 mmmmmmm mm 9'f51mm®®®mtII9t t E t 7t]IID mE t 7T moomoom00000000moo mmmmmmmmmmmemmemme E'er mmmm mmmmmmmm mmmmtt37® tmfi®1 1 1t mt>mmmmmmmmm tL*1{tF ll"F3®®t i®®tFD®Il'm®®lam®gym l Il'1atIDl0.Ull"L!®®®®®®®t mmm mm l mt%x1t37tifl ll']Il"10®ta11®IlTnl'l® e7 7 a mmf mmt ilZlm i7jfl®tiE7t31 mm®® tee®e®e®em•e©ea mmmmmmmmemmemmamee' mmmmmmmmmmmmmmmmmm s-:m mmmmmmmmmmmmm® L7®®IMEMMI 1IMEM®®tIDtID®lmmtPJmm ESIMIMEDIMEMtII]tl:Dtl? M[MmM3mmmm® I MIMEMI 1®mtmlEU®®®ln®®®lmlmtM EMEMEM MEMIMM1[MtIDlIIl®®® m®Mmmom®mtm®®IMIMMEnIM®ilE IsEO®EMmmm®mm0m®®mmt> M saea!'mmemmemmemmemeemee mmmmmmmmmmmmmmmmmm s mrr.l mmmmmmmmmmmmmltnitmmlta 1'm®tID®19Af 3 mlt mmmmmmmmm E®®m©mmmm mE mmm®®®m r+*+le©e®ewe®e©ev mmemmammemeameemm mmmmmmmmmmmmmmmm® s mmmmmmmmmmmmmmmm® rem m m mmmm mm mmmmmmmmmmmmmm e",IOfitl.*:]tii3®Il'E li'E®®IIDImtIDmtIDmmmmm m lmt lmmm l ll'IDtTml®®1 f 7 e4em•e e®ewe®e® 0 m m mmm mm Om O e ra mmemmemaemeemesmee sa.mmmmmmmmmmmmmmemme mmmmmmmmmmmmmmmmmm mmmm®Immtmmmmmmmmmmmm mmlIDmmmmmmmmmmmmmm gym®®®®®lmtmmmmmmmmmmm saar,mmmmmmmm®®®tmo®1179®rem e©e®ewe®eve moomoom00000moomoo' mmemeemeemeemeemee mmmmmmmmmmmemmemmeImmmmmmm®mmmmmmmmmm mmmmmmmmmmmmmmmmmm mmmmmmmmmmmmmmmmmm l®® Il'mm t>f]mm rem Item rem Italmlt>7 l'EJ®®®tIDliD mt'IIImm oomm®mm®®mo mmlIDm mmm Table 3.11 Maximum Spans for Screen Wall Gins or K-Bracing (feet), Exposure B FBC Table 2002 4 Load Cue A LM=2 (west use) Design wind speed up b 130 mph with wnd load of 25 6 psf Marinuan smcing of gins • 7 hat O.C. zxzxooar 1 raster z.rxa.wr 1o.2e nw 7.1.005r 1 1261 r.r.00ir I "M,iee FBC Table 2002 4 Load Cue A LAN=2 (writ use) Design -di speed up o 150 m ph with wnd bad or 33.6 psf Maxanurn spacing of gift • 7 feat o.c. Tx TxeOM' 0.m red r. T.oas esrfr rx l.0.0ar 111pM z. r.o.oez 15.n 6r1 FBC Table 2002.4 Load Cue A LAN=2 (worst use) Design wind speed up In 130 mph with wind bad of 25.6 pat MaxYnum vartlest spectra of girts • 10 fast o.e. zxz:our! emf..r z. r.oas am- rxlxe.OSP 10.74M T.r.- 1e s.f.a FBC Table 2002 4 Load Cue A LAN=2 (worst case) DesMaxsnnumnvamvertical sptopwi ga lrh • 10 feel c.c./ 33 6 psi Tx TOOK sra le• z.T.a ar rsf f.w z.l.ocar snf«r z.s=ooaz nest~ Wall for Cable Bracing K43raciTable3.13 Maximum Area of Side W g or ng of Front Wall for Non Gable Roof Mean Roof Height (f) Exposure Calingly S. fe 100 Wind 110 120 R000n 130 140 150 15 457 392 323 274 239 211 20 457 392 323 274 239 211 25 457 392 323 274 239 211 30 457 392 323 274 239 211 35 436 373 307 261 227 201 40 400 343 282 240 209 164 45 357 306 252 214 186 165 50 308 264 217 185 180 142 55 258 222118211M 135 119 fill 212182 IM 1W 111 98 Man Rod Height (ff) Ex sure Catego C, lit? Wind Region I" 14110120130 0 750 15 399 361 301 258 226 195 20 373 311 MR 222 194 168 25 357 286 238 204 179 155 30 274 229 196 172 148 333 266 222 190 167 144 d0 314 251 209 180 157 736 45 288 231 192 165 144 125 50 280 208 173 148 130 112 55 226 18 152 130 114 99 80 196 157 131 j 112 98 85 Table S.14 Maximum Area of Side Wall for Cable Bracing or K43racing of Front Wall for Gable Roof can Roo/ FMpat (RI axposoneC a,fe 100N-1 no 0 Reach 130 140 150 15 3439 203 1 T7 152 20 34339 203 177 152 25 34339 203 177 1 30 34339 2M 177 152 35 727 1. 1. 1. 40 30009 176 1 133 45 26886 159 138 119 50 23/7 119 1031.35 175 100 86fill159-94 82 71 mijmm anm emmm mm 000mmm. ao®mmm® ammmm® am lmm® ee 1•m®m lhl!?7 amm®om© aimimommm Notes for Table 3.13 and 114: I. Cable bracing shall be 1/9" Flexible Steel Cable -fisting of 19 individual strands of 0.023" ferrous steel wine (min.). 2. Flat bar shall be min 1 14" x 5 kV x 0.120 thick with maxof three '.'." diameter holes. 3. Each side wall not laterally supported by host stucte and projecting more than 10 feet from host stmctae shall be laterally braced by one cable installed adjacent to the from wall. 4. Each side wall not laterally supported by host structure and projecting more than 20 feet from host structure shall be laterally braced by cable bracing installed a both ends similar to frail wall bracing 5. IGbracing of From W all/Back Wall shall be provided in pans, one on each end of wall. 6. Well area limitations from Table 2,12 and Table 2.13 shall be used for each pair of )- bracing regwred 7. Fach Side Wall not laterally supported by host structure, and projecting more than 10 feet From host structure shall be laterally braced by one K-brace installed adjacent to the From Wall. 8. Each Side Wall not laterally supported by host stmcture and projecting more than 20 feet from host structure shall be laterally braced by K-bracing installed at both ends of Side Wall similar to Front Wall bracing 9. Wall height greater than 10 feet shall have K-bracing Diagonals la, 45 degrees (+/. 15 degrees) and additional Crirts as required. Comer Post Cal Top connection may be located on the intermediate P.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 / Ex ure B / U to 130 m Beams Tributary Width 3. 00 4.00 5.00 6.00 6.50 7.00 8.00 9.00 elf - Malin Beams SMB 2" x4"x0.046x0.100 2 2 3 3 4 4 4 5 2" x 5" x 0.050 x 0.116 2 3 3 4 4 4 5 5 2" x 6" x 0.060 x 0.120 3 3 3 4 4 4 5 5 2" x 7" x 0.055 x 0A 20 3 3 3 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 1 4 4 5 5 5 6 7 2" x 10" x 0.092 x 0.389 4 1 4 5 5 6 6 7 7 b) # 10 Screws All Roofs / Ex osure B / Up to 150 m h Beams Tributary Width 3. 00 4.00 500 600 650 700 800 900 elf - Malin Beams SMB 2" x 4" x 0.046 x 0.100 3 3 3 4 4 5 5 5 2" x 5" x 0.050 x 0.116 3 3 14 4 5 5 5 6 2" x 6" x 0.060 x 0.120 3 3 4 4 5 5 6 6 2" x 7" x 0.055 x 0.120 3 3 4 5 5 5 6 7 2" x 8" x 0.072 x 0.224 4 4 4 5 5 6 6 7 2" x 9" x 0.072 x 0.224 4 4 5 5 6 6 7 7 2" x 9" x 0.082 x 0.308 4 4 5 6 6 6 7 8 2" x 10" x 0.092 x 0.389 4 4 5 B 1 B 1 7 8 8 c) # 12 Screws All Roofs / xposure B / Up to 130 m h Beams Tributary Width 3. 00 1 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 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" x9"if0.072x0.224 2 3 3 4 4 4 5 5 2" x 9" x 0.082 x 0.306 2 3 3 1 4 4 4 5 5 2" x 10" x 0.092 x 0.389 2 3 4 4 4 5 5 6 d) # 12 Screws All Roofs / Ex osure B / Up to 150 m h Beams Tributary Width 3. 00 1 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 4 4 4 5 5 2" x 5" x 0.050 x 0. 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 B" 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 5 5 6 7 w LU LULU U ( n 'o co O M co 1 1w J do J Ov M Z U d Z all N3Q= x N ~ W 1L- J Q V / O N W f- J U N N 2 O Qr1/ lnl_ Cal Z i O 5W o G Q U w o m 0 111 w YyV 2- O OIN 0 m 4 Z N n to ton O rq 0 LLw z UEl- W 7N- L-LQQZ U cif U ( n a - DO PEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 8120 Ashley Aluminum, LLC P.O. Drawer 15398 Tampa, FL { 83684 4- o- COLUMN TO FDN. CONNECTION, SEE TABLE 3.16 & 3.17 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 0 0 0 0' COLUMN TO FDN. CONNECTION, SEE TABLE 3.16 & 3.17 FOR DETAIL NUMBER 1" x 1" x KB" BY 2' LONG ANGLE, EACH SIDE (TYP.) OR EQUIVALENT U" RECEIVING CHANNEL 2" x 2" GIRT 10'-0" MAX.PURLIN SPACING N III— U m o GRADE I a s s I I II II DZ a 11ILI III= (4) #B x S.M.S., 2 SCREWS MIN. . I # 10 x 1" LONG 1 m - — EACH LEG (TYP.) S.M.S. INTO SCREW BOSSES C4 TYP. ALTERNATIVE J = I —I I a a III= COMPACTED SOIL SAND d • • 4 I I I=I S.M.B. COLUMN OR HOLLOW POST I —I d _ # 5 REBAR, CONTINUOUS I I ILL _ I I —I I (SEE TABLE 3.19 FOR QUANTITY) COMPACTED SOIL/SAND i 1-1 I —III— III —I I I=I I =I 1(— VAPOR BARRIER (OPTIONAL FOR SCREEN ENCLOSURES) -I I I; I I= I I I I IiI IIi . DETAIL 7: TYP. GIRT TO POST CONNECTION DETAIL 1: TYP. SLAB FOOTING FOOTING WIDTH PER TABLE 3.19 SEE TABLE 3.18) COLUMN TO FDN. CONNECTION, SEE TABLE 3.16 & 3.17 FOR DETAIL NUMBER 4' NOMINAL CONCRETE SLAB 2500 PSI, MIN.) W/ 6 x 6 x 10 / 10 W.W.M. OR FIBER REINFORCED 0 of 4. 4, 4 A. FOOTING WIDTH SEE TABLE 3.18 COMPACTED SOIL/SAND VAPOR BARRIER (OPTIONAL FOR SCREEN ENCLOSURES) 5 REBAR, CONTINUOUS SEE TABLE 3.18 FOR QUANITTY) DETAIL 2: TYP. TURNDOWN SLAB FOOTING SEE TABLE 3.18) 6" ANGLE WITH (2) - Y" 0 CONCRETE SCREW ANCHOR, 1Y4' MIN. EMBEDMENT, 1' x 2' OPEN BACK FASTENED TO 2" x 2" CORNER SECTION WITH 010 x 1Y2' S.M.S.O 24" O.C. OR CONTINUOUS SNAP 2 S.M.S., %' MIN. C—C 2 PLACES (TYP.) DETAIL 4: TYPICAL EXTERIOR CORNER DETAIL (PLAN VIEW) DETAIL 3: TYP. CONTINUOUS PERIMETER FOOTING SEE TABLE 3.19) M BEAM STITCHING SCREW O 24" O.C. TYP. TOP AND BOTTOM OF SMB) SEE TABLE 3.21 FOR FASTENER SIZE 1)-#1Ox34 O 12' O.C. OR 1)-#14x34- O 24" O.0 S.M.S. AT MIDHEIGHT OF BEAM PER 20 FOOT OF TRIBUTARY WIDTH ON EACH SIDEOF BEAM 1)-#BxY1" S.M.S. 0 24" O.C., TOP & BOTTOM DOUBLED CARRIER BEAM CARRIER BEAM SEE TABLE 3.7 & 3.8 SCREW DISTANCE EDGE/CARRIER MIN., EQUALLY SPACED (TYP.) ROOF BEAM 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 5: TYP. CARRIER BEAM TO BEAM CONNECTION MAX. DISTANCE FROM 1" BEAM EDGE (TYP.) I I I .. f 4 i Y4" 0 x 2Y' LONG WOOD LAG SCREW OR Yi 0 x 2Yi LONG MASONRY ANCHORS PER TABLE 3.16 & 3.17 HOST STRUCTURE ANCHORS A' EQUALLY SPACED (TYP.) 4 Z Ld I 7 aW a HOST STRUCTURE (MASONRY OR WOOD) aN 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 0 U LU Lu O U N O 2 z 7 c° U Ow J co07LLLL U d cpzO z - xNa Q ~ J L r w JJ c r Ln 0o N W UTJ Qi U) OQ Z a- O I I W o Q W U W m 0WY in W Q OI Z L.LO 3 4 Z n m Z m Q w U LL_I z LLJ 0— LLJ F- Q p - U U cn DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 8120 Ashley Aluminum, LLC P.O. Drawer 15398 Tampa, F4 33684 n LL) ETAIL 8-1 Y8" 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 OPTIONAL DETAIL 8-1 4)—j8 x )f' S.M.S. r2x2x16' ANGLE hl a' EYE BOLT THRU— BOLTED TO 2x2 HEADER W/ DOUBLE WASHER & NUT EACH SIDE, EYE SNUG AGAINST ANGLE OPTIONAL DETAIL 8-1 CONCRETE A ZANCHOCHOR W/ 21j' MIN. EMBEDMENT ( TYP.) N DETAIL 8-2 (ALTERNATIVE) 1X" x W x 0.120 THICK ALUMINUM FLAT BAR SEE TABLE 2.13 & 2.14) 2) — Y•* x 1ho CONCRETE Z SCREW ANCHOR (TYP.) N DETAIL 8-2 3H STEEL 'MAY BE INSTALLED CLIP ( ON THISCLIPMAYBEINSTALLEDONT/C OR ON SIDE OF CONC. SLAB 2' MIN. CONCRETE EDGE DISTANCE) I u (2) — Y. x %o CONCRETE SCREW ANCHOR (TYP.) OPTIONAL DETAIL 8-2 DETAIL 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 DETAIL 9-2 DETAIL 9-3 DETAIL 9: TYPICAL LATERAL K-BRACING CORNER POST 3' x 2' x 0.050' MIN. 6063-T6 ALLOY PLATE OR STRONGER 3) - 114 x Yi S.M.S, EACH SIDE AS SHOWN Q¢' MIN. PLATE EDGE DISTANCE & C- C FASTENER SPACING) CORNER POST 2' x 2' EAVE RAIL 1' x 2'O.B. o PATIO SECTION e 3' x 3' x 0.050' MIN. 6063-T6 ALLOY PLATE OR STRONGER WITH 3) - # 14 x Yi S.M.S, EACH SIDE AS SHOWN 6' MIN. PLATE EDGE DISTANCE & C- C FASTENER SPACING) K- BRACE DETAIL 9-1 DETAIL 9-3 6' x 5' x 0.050' 6063-T6 ALLOY PLATE OR STRONGER PROVIDE COLUMN TO FOUNDATION CONNECTION DETAIL 1, CONCRETE ANCHOR (2 PLACES) IN LIEU OF TYP. Yi • CONCRETE SCREWS FOR CORNER COLUMN COLUMN GIRT ( CHAIR RAIL) 11 TOTAL) - #14 x 3'iS. M.S AS SHOWN Q4' MIN. PLATE EDGE DISTANCE & C- C FASTENER SPACING) V) ww o Low a C U L0 'O c O 2 Z 00 U O M w H J co F J u_ Jv fo Z U d w c0 Zo a = x O J u- \ w s C - OV O a z z wo Zw Ct m C m w Y IvOi w U O z W O3 4 Z OI co _ m Z Q f 3 W 0 0 0 Ln n O U Li z I— LLJ U [ L LLJ Q o = U U ( n DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 8120 Ashley Aluminum, LLC P. O. Drawer kn98 Tampa, FL .53684 b MIN. C-C SPACING M.) LUMN/POST (SEE TABLE 3.7 & 3.8) y^ Gi i a j' THICK ANGLE EACH SIDE SEE TABLE 3.14 - 3.15 FOR MIN. SCREWS REQUIRED o 6' (MAX.) CONCRETE ANCHOR, 2i6- MIN. EMBEDMENT M.) DETAIL F1: COLUMN TO FOUDNDATION NOTES: 1. )6' 4 CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2B00 LBS. 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 MID 16ANGLE, EACH SIDE (T(P.) QUANITY OF SCREWS REQUIRED OR EQUIVALENT 'U' RECEMNG CHANNEL 6. 4 CONCRETE ANCHOR (TYP.) B B1' x 2' 011 SOLE PLATE i Y4' • x 014' CONCRETE SCREW 4MIN. ( 2)-010 x 1' ANCHOR O 24- O.C. (TYP.) LONG S.M.S. INTO SCREW BOSSES (TYP.) SECTION A -A EDGE OF MN OR HOLLOW POST x 2' OB SOLE PLATE SECTION B-B MIN. C-C SPACING (TYP.) 4 41 COLUMN/ POST (SEE TABLE 3.7 & 3.8) I6' THICK ANGLE EACH SIDE SEE TABLE 3.14 - 3.15 FOR MIN. SCREWS REQUIRED 96- • ( MAX.) CONCRETE ANCHOR. 2%- MIN. EMBEDMENT (TYP.) 3h- MIN. (TYP.) 4 DETAIL F2: COLUMN TO FOUDNDATION NOTES: 1. %' 0 CONCRETE ANCHORS SNAIL LAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LES. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2800 LBS. S. M.S. WITH MIN.' EDGE DISTANCE AND C-C SPACING (TIP.) SEE TABLE S.M.B. COLUMN OR HOLLOW POST 3. 14 OR 3.15 FOR MIN. SIZE AND ?<' ANGLE, EACH SIDE (TYP.) QUARRY OF SCREWS REQUIRED OR EQUIVALENT 'U' RECEIVING CHANNEL 6' • CONCRETE ANCHOR (TYP.) e 6 I. Y 2 OB SOLE PLATE i Y4' • x 96' CONCRETE SCREW 4MIN. ( 2)-/10 x 1' ANCHOR O 24- O.C. OYP.) LONG S.M.S. INTO SCREW BOSSES (TYP.) SECTION A -A S. M.B. COLUMN OR 1' x 2' OB SOLE PLATE-7 EDGE OF CONCRETE J SECTION B-B FOR FASTENING REQUIERMENTS, SEE TABLE 3.17, 3.18 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) 10 X % S.M.S. EACH SIDE OF CONNECTION. NOTCH POST AS REQUIRE 1- X2' O.B. MAY BE ATTACHED FOR SCREEN W/( 1)-j10 X 1-1/2 S.M.S. O 6- FROM TOP BOTTOM AND 24' O.C. SIDE NOTCH TO CARRIER BEAM CONNECTION IX LEGS x 0.010' MIN THICK RECEIVING CHANNEL THRU BOLTED TO POST AND SIDE BEAMS. ROOF PANEL O OO ANCHOR PER DETAIL FOR PAN OR pO COMPOSITE PANELS O FOR FASTENING REQUIERMENTS, 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 REQUIRED—""W/(1)-/10 X 1-1/2 S.M.S. O 6' FROM TOP BOTTOM AND 24' O.C. CENTER NOTCH TO CARRIER BEAM CONNECTION LUMN/ POST (SEE TABLE 3.7 & 3.8) FROMI BOSS UPRIGHT ( TYP.EACH END) A Y4' 0 CONCRETE SCREW ANCHOR, 114- MIN. EMBEDMENT (TYP.) 4 4 lh- MIN. (TYP.) A DETAIL F3: SIDE WALL COLUMN TO FOUDNDATION NOTES: 1. Y4' 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 X- 0 CONCRETE SCREW ANCHOR e W/ U4' MIN. F iBEDMLM (TYP.) Ex 2' OB SOLE PLATE jB4t- - -- X' 0 x 2)14' CONCRETE SCREW MIN. ( 2)-/10 x 1Y[ ANCHOR O 24- O.C. OYP.) LONG S.MS. T. SCREW BOSSES (TYP.) SECTION A -A GABLE END WALL / RIDGE BEAM SUPPORT POST PARTIAL ELEVATION O SCREEN FACE) THRU BOLT ROOF HEADER / RECEIVING CHANNEL ,---gDOE CAP (OPTIONAL) BUT TO BEAM W/ 1/4-0 BOLT O 12- O.C. / RIDGE SHALL BE SEALED FROMWATERBESEALEDROOF PANEL ROOF PANEL 24 WALL HEADER -- 1/8• TH" PLATE EACH SIDE OF RIDGE BEAM & SUPPORT POST FASTEN PER TABLE 3.15 - 3.18 U1x2OBOPOSTLUMN / POST oPf10NAu PER TABLE GABLE END WALL / RIDGE BEAM SUPPORT POST PARTIAL ELEVATION O SCREEN FACE) MN OR HOLLOW POST x 2' 08 SOLE PLATE N WUV) w QLu 0_ t O SZ _ J W O J cc HLLU oC 0ZOo N Q z x ONH Q LULL Y W Lu ~ Jin a C c om W xJ U T c/ O O W5 0 o 0 Q N Y a w Y N O z IU O m m Q W LLJ Q C) 0 ry cr- LLJ Z U 0- LLJ W Q ct 0 - U U U/ DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 8120 Ashley Aluminum, LLC P. O. Drawer Z5398 Tampa, QLA3684) CU EP.S. WALL PANEL PLYWOOD DECK (OPT) _ OR 44X6 OR 2X6 DECK NICIE x Y / - ` — WI F e J •• II ` 11XI'W AMaE x Y I E n1 Yx2'x Dad ,u Ina r/MEACH /14 As 3.0" AS SHOW x' IS1RN iASfEMED „ II ro ua been r/ n FIo, /14 as CmwA Y x 16• an t\' x ilPi 2Yo' an rx4• Hater PM7 rccr Pgram ro ro eEw) 2 muu EDGE BEAM FASTENING DETAILS- 3" X 2" BEAM & HOLLOW POST 3- x 2- HEADER DETAIL /2) 2x6 OR 2x8 O 16' O.C. ly X 3- X 0.060 RECEMNG CHANNEL p10A' SMS O 6' O.C. MIN. BOTH SIDES LAP 2) Yi • x2Y2' LAG SCREWS O 18' O.C. PERIMETER DOUBLE STRINGER COMPOSITE PANEL WALL TO DECK 2) SIMPSON H-5 CUPS OR EQUAL u „ DOUBLW 2X6 P.T.P. W/ -Y4' rN, ii ii 1')Q'A• MIQE x Y PLYWOOD (PT) SPACER caC i u 1nPw r 2) vat 014 NAILED W/ 16d COMMON uc an ii ii 2x6 GALV. (2) EACH ® 16' O.C. R SWP') POST y r Su ptl CENTER OF GIRDER SECTION B-B EDGE BEAM FASTENING DETAILS- 3" X 2" BEAM & SELF -MATING OR SNAP POST 3' x 2' HEADER DETAIL J4) DECKING MAY BE 5/8" OR 314" PLYWOOD OR 2 X 6 PLANKING TYPICAL WOOD DECK FRAMING PLAN 74 PRESSURE TREATED PLYWOOD OR 2X6 PRESSURE TREATED DECKING 1' X 2' CHANNEL Yi PLYWOOD DECK 2x6 FLOOR JOIST FASTENED TO DOUBLE 2X8 GIRDER W/ SIMPSON JOIST BUCKETS OR H-2. 5 HURRICANE ANCHORS FOR JOIST SETTING ON GIRDERS USE LAG SCREWS IN LIEU OF MASONRY SCREWS SHOWN IN DETAILS F1- F2. c I %' ( MIN.) LAP PERIMETER DOUBLE STRINGER SCREEN ROOM WALL TO WOOD DECK Yi • THRU BOLT W/1Y"0 WASHER O 12' O.C. (TYPICAL) COMPOSITE ROOF PANEL 1x2'SM ANGLE 1sMONG 12so6' D.C.o.c. (TYPICAL) ANGLE MAY BE CONTENUOUS NOTE THE 2' X2'A' ANGLE MAY BE ELIMINATED BY BOLTING THE COMPOSITE PANELS THRU THE SECTIO SUPPORTING BEAM. COMPOSITE ROOF PANEL FASTENING DETAIL OPTIONAL) Z SECTION g10x4' S.M. S. W/ tY4' 0 FENDER WASHER AND NEOPRENE CASKET O 12- O. C. (TYP.) FOR EXPOSURE C WITH WIND SPEEDS OVER130 MPH USE PATIO BEAM DETAIL FOR ROOF PANS: 3)—#8x34' S. M.S. W/ INTEGRAL Y4 0 WASHER AND NEOPRENE GASKET PER 12' WIDE PANEL. EQ. SPACED (TYP.) S.M.B. ( TYP.) TYP. S.M. B. BEARING BEAM CONNECTION 10x4' S.M. S. W/ tY4' 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: JII (6)—j6x3' 4' S.M.S. W/ INTEGRAL i'4 0 WASHERAND NEOPRENE CASKET 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 CONCRETE BLOCK OR P.T.P. WOOD BEAM FASTENING DETAIL 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 FOOTING TO DECK CONNECTION SECTION A -A Y'4' PRESSURE TREATEDPLYWOOD OR 2X6 PRESSURE TREATED DECKING 2x6 FLOOR JOIST FASTENED TO DOUBLE 2X8 GIRDER W/ SIMPSON JOIST BUCKETS t P AUGER 0EACH PIER FASTENED TO 2X8 GIRDER W/FLAT STRAP r j8xY4_ S. M.S. W/ INTEGRAL Y'i 0 3' RISER ROOF PANELS l WASHER AND NEOPRENE GASKET 1 O 24- O.C. FOR EXPOSURE B AND 18' O.C. FOR EXPOSURE C L.. e 2' x2' HEADER —/ Yt 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 ALTERNATE FOOTING TO DECK CONNECTION SECTION A -A 2'x2' HEADER 11Ox4- S.M. S. W/ 1y4_ 0 FENDER WASHER AND NEOPRENE GASKET O 24' O. C. FOR EXPOSURE B AND 18' O.C. FOR EXPOSURE C TYP. 3" COMPOSITE ROOF PANEL TO PARALLEL HEADER CONNECTION W U N n w 1 QLU x J UN O 0 O 2 Z co U O w H J co H J .0 OU d To Z Q=x 0 ON~ Uj La x Q O N WO J 2 v' L: Q O Z E O ' z Lu o z U N1 0 y E N W x U O ZOI LL O 3 0 4 Z col N y a Ld o Lf) O O LLI wz w Q o z U U un CL DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 8120 Ashley Aluminum,,LLC P.O. Drawer 1,15398 Tampa`, FLL M6841 a 43 2'Q' HOLIDW GORIER POST ROOF EDGE PANEL (TYP.) S I ROOF EDGE PANEL ( SLOPEPE SLOPE 2'x2"xO.045" PATIO HEADER (TYP.) 4)-#8 x V S.M.S., x. PER! ; 2" x 2" x X" BY 2" LONG ANGLE, EACH LEG (TYP.) EACH SIDE (TYP.) OR EQUIVALENT U" RECEIVING CHANNEL V(2)-#8 x Xz" S.M.S., r EACH LEG (TYP.) i • S.M.B. COLUMN OR HOLLOW POST SEE DETAL 1 iW O.B. FASTENED TO 2x2 POST WITH 1Ce1% S.M.S O 24' O.G DR UOI/S SNAP DETAIL 10: MONO SLOPE ROOF SIDE WALL HEADER CONNECTIONS EXTRUDED OR BRACE -FORMED ROOF HEADER DR RECENING CHANNEL (0.D44' MIN. THICKNESS) WITH MIN. %' BEARING LEG. COMPOSITE ROOF PANEL--, foxy?' S.M. W/ MEIGM %' 0 WASHER AND NEOPRENE CASKETO 1Y' O.C., TOP k BOTTOM. IF CLEARANCE PROHIBITS RISTALAMON OF TOP FASTENERS USE j1Dx4' S.N.S. W/ OV • FENDER WASHER AND NEOPRENE GASKET O 12' O.C. COMPOSITE ROOF PANEL SECURE FASCIA TO EACH RAFTER TALL W/ (1)4'0 x 4' LONG PAN HEAD LAG SCREWS BEFORE ATTACHING ROOF HEADER/RECEMNG CHANNEL t• r a, 4 i4)v E It 2v IDNC WOOD :. fir• '4 LAG SCT iW O 24" O.C. MAX. , C•`\ HOST STRUCTURE MASONRY OR WOOD) TYP. 3" COMPOSITE ROOF PANEL TO HOST FASCIA 8,4' S.MS W/ INTEGRAL %- r WASHER AND NEOPRENE GASKETO 12. O.C.. LOP h BOTTOM. IF CLEARANCE PROHIBITS INSTALLATION OF TOP I• i—XT' E x 2Ji' LONG WOOD LAG SCREW OR 1(,' x 211,' LONG MASONRY ANCHORS O 24" O.C. MAX. HOST STRUCTURE (MASONRY DR WOOD) FASTENERS USE /1Dx4' S.M.S. W/ %- 0 FENDER `—EXTRUDED OR BRACE -FORMED ROOF HEADER WASHER AND NEOPRENE GASKET O 12' D.C. OR RECEMNG CHANNEL (0.044' MIN. THICKNESS) WITH MIN. 01' BEARING LEG. TYP. 3" COMPOSITE ROOF PANEL TO HOST STRUCTURE WALL jcTRE HOLLOW POST OR WOOD) 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) WTM MIN. 17i' BEARING LEG. COMPOSITE ROOF PARE— JM' S.MS. W/ INTEGRAL %* I WASHER AND NEOPRENE GASKETO 12' O.C.. TOP R BOTTOM. IF CLEARANCE PROHIBITS INSTALLATION OF TOP FASTENERS USE j1Gx4' S.M.S. W/ Ui' 0 FENDER WASHER AND NEOPRENE GASKET O 12' O.C. 3)-#12A- 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 LE S) COMPOSITE ROOF MAX. SECURE FASCIA TO EACH RAPIER TAIL W/ (1)-)40 x 4' LONG PAN HEAD LAG SCREWS BEFORE ATTACHING ROOF HEADER/RECEMNG CHANNEL x 21i' LONG WOOD • ' ',x SCREW O 24" O.C. MAIL 4.; d•• 1 HOSE STRUCTURE MASONRY OR WOOD) TYP. 3" RISER ROOF PANEL TO HOST FASCIA 84- & MS. W/ INTEGRAL V4' • WASHER AND NEOPRENE GASKETO 12' O.C., TOP i BOTTOM. IF CLEARANCE PROHIBITS INSTALLATION OF TOP FASTENERS USE #10.4' S.M.S. W/ t%' • FENDER WASHER AND NEOPRENE GASKET O 12' O.C. im 0 X W LOW WOOD LAG SCREW X* 0 A,2W IOW MASONRY ANCHORS 24" CLM MAX HOST STRUCTURE (MASONRY OR WOOD) EXTRUDED OR BRAKE -FORMED ROOF HEADER OR RECENING CHANNEL (0.044' MIN. THICKNESS) WITH MIN. %' BEARING LEG. N wLU rnw 44 0 Q 1 O U N'0 W O 1 w H JNTLL co U ZTL Z _ y3a0x y N ~ w w 4) - # 10 x 1X' LONG In S. M.S. INTO SCREW BOSSES J TYP-) En Qc 3 S. M.B. COLUMN OR HOLLOW POST 0 W v2 J U O arZ a- S Ozwo Q w o U LJJ ow N W I OU( o U W O 0 r' r 0 ry LLJ z NW QLLZ U U ( n DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 8120 Ashley Aluminum, LLC P. O. Drawer 1,498 Tampa, FL 35684 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 3" RISER OR COMPOSITE ROOF PANELS JJ LL BEAM SPAN / POST SPACING 30% MAX. OF BEAM SPAN EDGE BEAM SPAN & POST SPACING REFER TO BEAM SELECTION TABLE 3.7 k 3.8 PLAN VIEW -SCREEN ROOM (SHED TYPE) NOTE: CABLE BRACING OR OTHER LATERAL BRACING IS NOT REQUIRED zz RISER OR COMPOSITE PANEL ROOFFORSHEDTYPEROOFSTRLTfURES. EDGE BEAM zf J FRONT ELEVATION -SCREEN ROOM (SHED TYPE) JJ Lai Al ri C K f w > 5 I F r 30% MAX. OF BEAM SPAN HAIR RAIL ICKPLATE RAIL X2 OB SOLE PLATE EE DOTING TABLE II 11 W II II 11 A N OO Tim 00 fn I W o G W 0 I m n Q En i J N w p I M1 0 CAIIII 0W II O II O II IIII IIIII 11II IIII IIII IIII POST SR(1(1F POST SarncGPeucTPdNFIf:l FeRPDP SPACING rl FAR ¢PeuPACING I 7 8 R I. PLAN VIEW -SCREEN ROOM (GABLE TYPE) BRACING OPTION SHOWN DETAILS PPLr_A LE TABLES GABLE END ELEVATION - SCREEN ROOM 2'-8' MAX.) ROOF PANEL CLEAR SPAN (WALL ATTACHMENTS) ROOF PANEL SPAN (FOR FASCIA ATTACHMENT) ROIX 04E7MUfIC SIDE WALL LENGTH RI A MAX. OF BEAM SPAR) CLEM SPAN / GABLE RIDGE PANELS RIDGE O W SIDE WALL HOLLOW B++EEAMGABLE RISER OR COM\POSffE PANEL ROOOF\\\\\\\\\ EDGE DOOR LOCATION INCIDENTAL TO DESIGN) I` c+ KICKPIATE RAL OOO WALL H h EDGE BEAM 4 / OR CMA1R RAIL y / CHAIR ARIL 2X2 IX2 OB SOLE x2 oe SOLE- iSOLKGPUTE--- KAUT. POST TYPICAL SIDE VIEW / SECTION FOR SCREEN ROOM (SHED TYPE) w U WV) LuLu QJJ J 7 wC. Li J rn O N Q = X R ~ J In w w ~ J NQ N_ W - y II U T Q V LJn Z LLO1J z LU o Q W 0, U rn w Y NW O O U Z u- O m 3CD 4 Z>> OI o m C) L OO LL LLJ Z L_L_ I Cl- LLJ LLI Q o =U U (n L DO PEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 8120 Ashley Aluminum, LLC P.O. Drawer 15398 Tampa, FL IT684 CU TYPICAL SIDE VIEW / SECTION FOR GABLE TYPE SCREEN ROOM OFfIC` £o?"IY c