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HomeMy WebLinkAbout355 Gulf Cove Dr (2)`� t CITY OF S,� .ORD p`SRMIT APPLICATION Permit # : V Date: ��v< '©� E VED Job Address: �i' �� 7 U� � �a i/.G� .lbs, R, Description of Work: /�L� �'i �C/�/?1.11� f�o/y MA p 2��9 Historic District: _4)0 Zoning: Value of Work: $ (J(] Permit Type: Building �r 'cal Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS % Addition/Alteration hange of Service.. Temporary Pole Mechanical: Residential Non-Resid tial Replacement New (Duct Layout &Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines J of Gas Lines Plumbing/New Residential: # of Water Closets' Plumbing I,e,pair - Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: Ab2e # of Stories: 4— # of Dwelling Units: —t— Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: P R S A 4 F Z,- 355 GULi do v6 PR 54AA&'9( AC Phone: 4)17 -3a a- 21 qs Contractor Name & Address: !6" AA . IAC, D A Ac 'V&A L State License Number: Phone Fax: %�%" `7�,1,� f� ` Contact Person: -&,AAYSAL2//SigRr Phone:�d�.�07Z`ISla Bonding Company:Lid I o l,-AiJ 0 i CO- Address:/, r Mortgage Lender" Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuanc, of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction 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, 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. plpegf t is verification that 11 notify the owner of the prop of the re re e s o lorida L" w, F '713. l^ ��.. CIA 01 h14 nsr i hire of Owner gen �/ Si on or g Daae -_~i �f416 ��.yctF Z• W seti�wner/Agent's Name nt C for/Agent's Name4A I "" D t aw gn • of otary-State of Florida Date Sign ture of Notary-State of Florida i lha Z lt,�ys JHcci�2�( k= ��r2R. _ m's � s 9ies/Agent is _ Personally Known to Me or Contractor/Agent is _ Cl/Personally Known to Me or w..•.N.,•..,,,oduced ID _ Produced ID N N APPLICATION APPROVED BY: Bldg: ,A' a Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: N-ON FIBERGLASS SCREEN 3" ROOF -� EXISTING ROOF SLOPE DN '/s:12 2x2 14D. x 2x2 ") 3'0x6'8 DOOR 3" 6'--1" 3'-2'• im'-m" WALL ELEVATION "B" SCALE -1/4•-1'-O• EXISTING ROOF FIB EfRC3LASS SC EN SLOPE DN X1/2 12 2x2 3 " ROOF 3'0x66' g DOOR 17,3'-m" .I. 3. lm' -m" WALL ELEVATION "C" SCALE -1/4•-1'-O• jz o M c� �a Q o �U-o 0 E �� M o 'C (f) M � 00 4.0 2x2 ND. fQ 4 16- X CL x x 113 3'0x66' g DOOR 17,3'-m" .I. 3. lm' -m" WALL ELEVATION "C" SCALE -1/4•-1'-O• jz o M c� �a Q o �U-o 0 E �� M o 'C (f) M � 00 4.0 16- 0 O CL 16— cc O Q U w 0 O O c V LL w Z d a � O O o cc LL � U N L OL fl_ @ z o o < a < o DRAWING NO. 2 2 OF 500 Carriage Cove Way Sanford, Florida 32773 (407) 323-8160 fax (407) 320-7195 Seibert-Atuminum;lnc-.-- 41 North Bombay Winter Springs, FL 32708 407--327-1500 _ ___ y3" ROOF --------- FIBRCxLAB SCREEN, TY 12-1AD x X x m I t�1 0 ICq I 4'-6" 2x2 2x2 24 2x2 2x2 16" KICK P ATE TYPICAL 4'-lm I/24'-10 1/2" " '�-g� WALL ELEVATION SCALE: 1/4"=1 a Seibert Aluminum, Inc. 5-5 vLr c:avr 41 North Bombay Winter Springs, FL 32708 S ANoORd tel, 407-327-1560 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)-#10x1" per connection unless shown otherwise. 7. Fasten all 1 "x2" 0. B, attached to host structure with %"x3" long lag screws into wood host and %"x2 M." long concrete screws into concrete/masonry host @ 24" o.c. and 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-specific review and seal by the engineer. This applies to all utility sheds, carports, and / or other structures to be attached. b. Fourth wall 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. 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 (mph) 0.156 1 #10 0.188 100 +10.0/-250 15.77' 17.69' 19.23' 22.24' 11 110 +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 +15.81-478 12.47 14.88 16.90 20.07 150 _ +17.8/-54.9 - 11.67 13.94 15.85 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) 0.156 1 #10 0.188 100 +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 1 14.71 16.71 20.84 130 +19.0/-58.1 11.20 13.40 15.24 19.04 140 +22.11-66.7 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 12. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. Fxnns R 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 -Drilling (TEK) Screws (Industry Standard Screws) Screw Nominal Screw Diameter (in) Minimum Edge Distance Minimum Center to Center Distance #8 0.156 1 #10 0.188 00 +14.9/-31.8 #12 0.219 18.50 22.80 #14 114" 0.250 1W 4. 17. Wind loads determined by ASCE 7 Sections 6.5 and 6.6. Section 6.6 for wind tunnel procedure is the basis of FBC Table 2002.4 - 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 8. 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 loads shall also be applied only to structural members that carry wind loads from more than one surface. 20. 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. 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 _RFD Aluminum Construction Design Guide may be used supplemental information with these drawings. Maximum Roof Spans for 3" Riser Pans (feet), All Conditions Except as Described in Tables 3.1 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) TJ i 00 +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 19.26 V12 +25.3/-53.0 11.45 13.36 14.96 18.26 140 +29.4/-61.3 10.61 12.38 13.86 16.92 150 +33.8/-70.6 9.91 11.56 12.95 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) TJ i 100 +21.0/-44.6 11.58 13.68 15.43 19.06 110 +25.4/-53.4 10.42 12.32 13.92 17.21 120 +30.2/-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 1048 11.73 14.32 150 +47.2/-98.6 8.38 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 o 0 0 0 (Psf) 0 0 0 0 x x x x M ih "v o 0 0 x io 0 0 x io v N v N v Factored Wind Design Pressure o 0 0 0 0 (psf) 0 0 0 0 0 X x x x rh in e o to N 0 0 x io TJ i 100 24.9 14.87 17.16 17.16 19.82 21.02 24.27 110 29.7 13.61 15.72 15.72 1815 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 18.88 140 478 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 Exposure C Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels v N v N v Factored Wind Design Pressure o 0 0 0 0 (psf) 0 0 0 0 0 X x x x rh in e o to N 0 0 x io TJ i 100 34.9 12.57 14.52 14.52 16.77 17.78 1 20.53 110 41.8 11.49 13.27 13.27 15.32 16.25 18.77 120 49.4 10.56JjL12�20 12.95 12.95 14.08 14.94 17.25 130 58.1 9.74 11.78 12.99 13.78 15.91 _ 140 66.7 9.09 10.95 12.12 12.86 14.85 150 76.8 8.4711.30 10.21 10.21 11.79 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 N M N 0 Factored Wind Design Pressure o 0 0 0 0 (psfl 0 0 0 0 0 x x x x x n m v v iD 0 0 0 iD TJ i 100 31.8 13.16 15.20 15.20 17.55 18.61 18.15 110 38.1 12. D4 13.90 13.90 16.05 17.02 16.59 120 43.8 11.22 12.95 12.95 14.96 15.86 F16.66 130 53.0 10.21 11.78 11.78 13.61 14.43140 14.09 85.8 8.02 9.26 9.26 10.69 11.34 61.3 949 10.95 10.95 12 65 13.42150 go m g 7D 6 8.84 10.21 10.21 11.79 12.50. 0 Exposure C Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels N m M N Factored Wind Design Pressure o 0 0 0 0 (psf) 0 0 0 0 0 x x x x in i� -v 'v iD M 0 0 io TJ i 100 44.6 11.12 12.84 12.84 14.82 15.72 1 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 8.63 9.96 9.96 11.50 12.20 14.09 85.8 8.02 9.26 9.26 10.69 11.34 13.10 _ _ 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. N W U N W Q J z Cc o �_� W. ;= W cc LL co o U < W w Z N C a = x Q L ~ J LL r rn W W ~ Q ;Y V C) 1 � O •t LL J z LLJ 0- LLJ w Qcl-, o = U Ir U C) a_ LL O H W W 2 V) DO PEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICA F AUTHORIZATIQIy;., 0. 8120 Ashley AIVWnum LLC 1 8 Ta 34 C -O rn W f- rU ' TJ i O Q ry ln._L_ Z LL O W z_ UJ o Q f W o m U m W o WO U 7 - go m g Z n < Q 0 0 lY 0 ;Y V C) 1 � O •t LL J z LLJ 0- LLJ w Qcl-, o = U Ir U C) a_ LL O H W W 2 V) DO PEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICA F AUTHORIZATIQIy;., 0. 8120 Ashley AIVWnum LLC 1 8 Ta 34 Table 3.7 Maximum Spans for Carrier Beams (Edge or Interior), Exposure B, All Conditions Table apphes W Exposure It and begin, UP re 30 rain ���m��mmffl��mf�lf�lm®� QEF.''�±",�i'�;�7�I��rL!lt7"Jf3.7fi'1 r7:71�131t�7f'�J �'iEa•frit.''�'I'd3.fla�lE1Z111*51?It��'I�I�I��� ��t�®�mlLfl��l�l�1I1RfI5�®m�13.'f De vVndSp&,nJ[mph)-15D.ph �I�E�fmmf>mt�1®�f�lf�7�®f3!f®mfg '�I�Ilfi.''�!lFL''f�'IRFI'd�'rx'.7f!'i1 f247f1<7®�1�Fx!f t1!f1 �a1 Wft4EaT�L"� Table 3.9 Maximum Spans for Primary Screen Wal) Posts/Columns for All Roof Type Enclosures (feet), Exposure B f0i�f0f®00 �Imf00m1f7l0ImlE7l0ImIE7lOmf0l01mIf710 ill�l MMMMMMMMMMMMMMMMMIs ®����QI: �mmm®mlf�lmml®m ®M]IMEMEMMImlmCCIM®f E-10RUM®UUIm ®mmmmf�f�]�®mml�m��f�lf59iID �E:ilmmE:i1®®Iml�lmm�®I�1�1��m Table 3.11 Maximum Spans for Screen Wall Girls or K43racing (feet), Exposure B FBC Table 2002 4 Load Case A LNJ=2 (worst case) Design wind speed up to 130 mph with wind load o1`25 6 psf Maximums ac ng at girt, . 7 Teet.- FBC o.c.FBC Table 2002 4 Load Case A LIW=2 (waret case) Design wind speed up to 150 mph with wend load Df 33.6 psf. Maximumspacing at girls a? feet e.c. rx zxo.oar cite r.w z, r.OpT ewr..r rx TxD.aSm t1.101N 2 e-nc, ts.17 rH FBC Table 2002 4 Load Case A LNV=2 (worst case) Design wind speed up to 130 in ph with wind load of 25 6 psf Maximum Vertical spacing of gift a 10 feet ox. rxrxO e.mM rxrxoaT snasua rx r x a0so. 10.7. 1aa ix Tx0.l1aT to SaM FBC Table 2002 4 Load Case A LW=2 (worst case) Design wind speed up to 150 mph with wintl load of 33.6 psf. Maximum vertical spacin of gids s 10 feelo.c. rxrxaDM- 5.7e1aar r, -004V 1.511a01 r x r x o.O6r 12.681ee Table 3.13 Maximum Area of Side Wall for Cable Bracing or K -Bracing of Front Wall for Non -Gable Roof Roof Height Roof Height Table3.14 Maximum Area of Side Wall for Cable Bracing or K -Bracing of Front Wall for Gable Roof Roof Height Notes for Table 3.13 and 3.14: I. Cable bracing shall be 1/8" flexible Steel Cable consisting of 19 individual strands of 0.025" ferrous steel win (min.). 2. Flat bar shall be min. 1 "A" x S h" x 0.120 thick with max. of three 'h" diameter holes. 3. Each side wall not laterally supported by host structure and projecting more than 10 feet from host structure shall be laterally braced by one cable installed adjacent to the front 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 at both ends similar to front all bracing 5. K -bracing of From Wall[Bm k Wall shall be provided in paws, one on each end of wall. 6. Wall area limitations from Table 2.12 and Table 2.13 shall be used for each pair of K- bmcing required 7. Each Side Wall not laterally supported by hose stnicthre and pmjecling more than 10 feet from host structure shall be laterally braced by one K -brace installed adjacent to the Frond Wall. 8. Each Side Wall not laterally supported by host structure 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 @ 45 degrees (+/- 15 degrees) and additional Girls as required. Comer Post @ Top connection may be located on the Intermediate Post 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 / Up to 130 mph Beams Exposure Chg., C, fe Mem Rauf Height (R) w tl R bn Tributary Width 6.00 650 100 110 120 130 14D 150 15 290 266 226 190 164 11s 20 271 230194164141124 25 260 212179 150 130 114 30 249 203 172 144 125 110 35 242197167140121 107 40 2 186 157 132 114 101 45 210 171 144 121 t05 92 3 169 154 jN j29 94 83 55 166 135 114 96 83 73 60 143 116 9a 83 71 63 Notes for Table 3.13 and 3.14: I. Cable bracing shall be 1/8" flexible Steel Cable consisting of 19 individual strands of 0.025" ferrous steel win (min.). 2. Flat bar shall be min. 1 "A" x S h" x 0.120 thick with max. of three 'h" diameter holes. 3. Each side wall not laterally supported by host structure and projecting more than 10 feet from host structure shall be laterally braced by one cable installed adjacent to the front 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 at both ends similar to front all bracing 5. K -bracing of From Wall[Bm k Wall shall be provided in paws, one on each end of wall. 6. Wall area limitations from Table 2.12 and Table 2.13 shall be used for each pair of K- bmcing required 7. Each Side Wall not laterally supported by hose stnicthre and pmjecling more than 10 feet from host structure shall be laterally braced by one K -brace installed adjacent to the Frond Wall. 8. Each Side Wall not laterally supported by host structure 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 @ 45 degrees (+/- 15 degrees) and additional Girls as required. Comer Post @ Top connection may be located on the Intermediate Post 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 / Up to 130 mph Beams 3.00 4.00 5.00 Tributary Width 6.00 650 7.00 8.00 9.00 Self -Matin Beams SMB 2"x4"x0.046 x0.100 2 2 3 3 4 4 4 5 2"x5"x0.050 x0.116 2 3 3 4 4 4 5 5 2"x6"x0.050 x0.120 3 3 3 4 4 4 5 5 2"x7"x0.055 x0.120 3 3 3 4 4 4 5 5 2"x8"x 0.072x0.224 3 3 1 4 1 4 5 5 6 6 2"x9"x0.072x 0.224 3 3 4 1 5 5 5 6 6 2" x 9" x 0.082 x 0.306 1 3 1 4 1 4 1 5 5 5 8 7 Z'xlW* 0.092xO.3891 4 1 4 1 5 1 s 1 6 8 7 7 (b) #10 Screws All Roofs / Exposure B / Up to 150 mph Beams 3.00 4.00 5.00 Tributary Width 6.00 6.50 7.00 800 900 eff-Matin Beams SMB 2"x4"x0.046 x0.100 3 3 3 4 4 5 5 6 2"x5"x 0.050 x0.116 3 3 4 4 5 5 5 6 2" It 6" x 0.050 x 0.120 3 3 4 4 5 5 6 6 2"x7"x 0.055 x0.120 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 51 6 1 6 1 7 7 2" It 9" It 0.082 x 0.308 4 1 4 5 6 1 6 1 6 1 7 8 2" x 10" x 0.092 x 0.389 41 4 5 6 1 B 1 7 1 6 8 (c) # 12 Screws All Roofs / Exposure B / Up to 130 mph Beams 3.00 4.00 5.00 TributaryWidth 6.00 6.50 7.00 8.00 9.00 If -Matin Beams SMB 2" x 4" x 0.046 x 0.100 2 2 2 3 3 3 4 4 2"x5"x0.050x0.116 2 2 3 3 3 3 4 4 2"x6"x 0.050 x0.120 2 2 3 3 3 3 4 4 2"x7"x 0.055x0.120 2 2 3 3 3 4 4 4 2" x B" x 0.072 x 0.224 2 3 3 3 4 4 4 5 2"x9"x 0.072x0.224 2 3 3 4 4 4 5 5 2" x 9" x 0.082 It 0.306 1 2 3 3 1 4 1 4 4 5 5 2" x I V x 0.092 x 0.389 1 2 J 3 1 4 1 4 1 4 1 5 1 5 1 6 (d) # 12 Screws All Roofs / Exposure B / Up to 150 mph Beams 3.00 4.00 5.00 Tributary Width 6.00 6.50 7.00 8.00 9.00 Self -Mating Beams SMB 2"x4"x0.046 x0.100 2 2 3 4 4 4 5 5 2"x5"x0.050 x0.116 2 3 3 4 4 4 5 5 2"x6"x0.050 x0.120 2 3 3 4 4 4 5 5 2"x7"x 0.055 x0.120 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" it 0.072 x 0.224 2 3 1 4 1 4 5 5 5 6 2" x 9" x 0.082 x 0.306 1 3 3 1 4 1 4 5 1 5 6 6 2" x 10" x 0.092 x 0.3891 3 1 3 1 4 1 5 1 5 1 5 6 7 w � I Q C O Z (n%0 OO 2 Z co 1 1 O co J � CO M U Lu co- 3 a = x N ~ W U 0 - J > `n Fu Q 0 W [-- u - U D O aQ� Z a- 00 W z W - a -MM W I- U LLJ 7 O Elf a_ DO PEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICAT, 17 A U TH O R I Z A TI Q h2N 0. 8120 Ashley u?fWum, LLC P.O. 1 8 Tariq 3$$ \J 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 0 0 e •a ° 'A Y+ . N • rn �.. ` N F- 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 d a e• • dds• • .e A • 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 W z U_ 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) 7b" ANGLE WITH (2) - Yi 0 CONCRETE SCREW ANCHOR, 04 MIN. EMBEDMENT, 2 PLACES (IYP.)� 1" x 2" OPEN BACK FASTENED TO 2" x 2" CORNER SECTION WITH #10 x 1)i" S.M.S.O 24" O.C. OR CONTINUOUS SNAP---L—"O -SP CING12 PLACES (1YP) C -C DETAIL 4: TYPICAL EXTERIOR CORNER DETAIL (PLAN VIEVV) 0 e mo GRADE �� • z 'd. ° _JEA� v L -av G FOOTING WIDTH PER TABLE 3.22 COLUMN TO FDN. CONNECTION, SEE TABLE 3.19 & 3.20 FOR DETAIL NUMBER 1" x 1" x Ks" BY 2" LONG ANGLE, EACH SIDE (TYP.) OR EQUIVALENT "U" RECEIVING CHANNEL 2" x 2" GIRT (10'-0" MAX.PURUN SPACING (4) #8 x )i" S.M.S., 2 SCREWS MIN. (2) - #10 x 1" LONG EACH LEG (TYP.) S.M.S. INTO SCREW BOSSES COMPACTED SOIL/SAND (TYP. ALTERNATIVE) 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)-#10x%- 0 12" O.C. OR (1)-#14x3'4" 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 & 3.8 SCREW 1" Y" MIN. EDG DISTANCE Z U EDGE/CARRIER Yl" MIN., EQUALLY SPACED (TYP.) `- ROOF BEAM USE 0.040" MIN. THICK ANGLE (EACH SIDE) WITH CONNECTIONS WITH 5 OR LESS FASTENERS PER VERTICAL UNE. USE 0.10" MIN. THICK ANGLE (EACH SIDE) WITH CONNECTIONS WITH 6 OR MORE FASTENERS PER VERTICAL UNE. 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. CARRIER BEAM TO BEAM CONNECTION MAX. DISTANCE FROM 1" BEAM EDGE (TYP.) DETAIL 6: TYP. BEAM TO HOST STRUCTURE CONNECTION N w _y Y" 0 x 21¢" LONG WOOD LAG SCREW OR Yi 0 x 2Y4" LONG MASONRY ANCHORS U) w a dam' PER TABLE 3.16 & 3.17 0 i 'o co ' W Z z b o w k J ) m 4 '�-_ HOST STRUCTURE ANCHORS w m Q ry o :. a' EQUALLY SPACED (TYP.) uf U ( n Z 19 W w Skf z r Ln w Lu ~ a HOST STRUCTURE (MASONRY OR WOOD) x Q USE 0.040" MIN. THICK ANGLE (EACH SIDE) WITH CONNECTIONS o 2 � WITH 5 OR LESS FASTENERS PER VERTICAL UNE. ill uj USE 0.10" MIN. THICK ANGLE (EACH SIDE) WITH CONNECTIONS WITH 6 OR MORE FASTENERS PER VERTICAL UNE. � U 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 N w U O U) w a 0 i 'o co ' W Z z b o w k J ) m w m Q ry o D- - c) zor zo N = x uf U ( n Q N H J r Ln w Lu ~ x Q '/ V n o 2 � ill uj Q� f � U I 01-1 z CL 0 Q z_ ,� LLJ 0 ® w c LJJ m w Y ai w U 0 �I � Z O 3 4 Z Loi N y m LLJ U) DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION,, . 8120 Ashley Alum, LLC P.O. Dr w 15398 Tam' 33619 O W Z F- LLJ � Q ry o D- - c) uf U ( n DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION,, . 8120 Ashley Alum, LLC P.O. Dr w 15398 Tam' 33619 ■� 8-1 )8" 0 FLEXIBLE STEEL CABLE (TYP.) DETAIL 9-1 2- x BRACE (TYP.) SEE NOTES ON TABLE 3.13 & 3.14 / 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 8-2 DETAIL 8: TYPICAL LATERAL CABLE BRACING DETAIL 8-1 e15 I °O h (B) #12 x V4' S.M.S. TO WALL MEMBERS OPTIONAL DETAIL 8-1 x X' S.M.S. ANGLE I h - EYE BOLT THRU-BOLTED TO 2x2 HEADER W/ DOUBLE WASHER & NUT EACH SIDE, EYE SNUG AGAINST ANGLE OPTIONAL DETAIL 8-1 f---(1)-36- CONCRETE ANCHOR W/ 2V2- MIN. EMBEDMENT (TYP.) DETAIL 8-2 (ALTERNATIVE) x %- x 0.120 THICK IINUM FLAT BAR TABLE 2.13 & 2.14) — (2) - Yi x 1)i' CONCRETE SCREW ANCHOR (TYP.) Q DETAIL 8-2 3- STEEL-CAMELBACK- CUP OW.) \(\J� THIS CUP MAY BE INSTALLED ON T/C OR ON SIDE OF CONC. SLAB (2' MIN. CONCRETE EDGE DISTANCE) U U `(2) - Yi x 1Y2' CONCRETE SCREW ANCHOR (TYP.) OPTIONAL DETAIL 8-2 9-2 DETAIL 9-3 DETAIL 9: TYPICAL LATERAL K -BRACING POST /-- 2- x 2- EAVE RAIL 1' x 2- D.B. C PATIO SECTION o p 3- x 3' x 0.050' MIN. 6063-T6 ALLOY PLATE OR STRONGER WITH (3) - #14 x X S.M.S, EACH SIDE AS SHOWN ()V MIN. PLATE EDGE DISTANCE & C -C FASTENER SPACING) I K -BRACE DETAIL 9-1 6' x 5- x 0.050. 6063-T6 ALLOY PLATE OR STRONGER K -BRACE GIRT (CHAIR RAIL) O O O O O 00 CORNER POST 3- x 2- x 0.050' MIN. 6063 -TS ALLOY PLATE OR STRONGER ---\ (3) #14 x V4 SALS, (•ACH SIDE AS SHOWN DETAIL 9-2 Q¢' MIN. PLATE EDGE DISTANCE & o C -C FASTENER SPACING) p O o K -BRACE �1' x 2' SOLE PLATE FOUNDATION PROVIDE COLUMN TO FOUNDATION CONNECTION DETAIL 1, %- 0 CONCRETE ANCHOR (2 PLACES) IN LIEU OF TYP. Ys' 0 CONCRETE SCREWS FOR CORNER COLUMN DETAIL 9-3 GIRT (CHAIR RAIL) (11 TOTAL) - #14 x 34* S.MS AS SHOWN Q¢' MIN. PLATE EDGE DISTANCE & C -C FASTENER SPACING) G U LLQ z �-- LLQ U 0- Ld Lu Q 0 =U U (n DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE.PF AUTHORIZATION tO 8120 Ashley Alumilkom, LLC P.O. Draft 15398 TOmpa . 3\� N Lu U > +�+ ROOF PANELS Lu J N H J a U, o O z o x z w O J H u- 00 U z d Z cO i p X N Q = O~ J LL } to W W F- J N a EDGE BEAM i I 3- X 2' X 0.045' iii ` T o 0 'y f u ) ` LU N (4)-#10 X 4- SMS j U I INTO SCREW BOSSES ii ii T 2-x3"x0.045-POST Q (SCREEN FACE) ELEVATION CFrTOb 0 z EL EDGE BEAM FASTENING DETAILS- 3" x 2" BEAM TO 2" x 3" POST � z W 0 J � ZnZW C L) I I I J QN W U O OI Z � O m 3 Z to 0 } m Q W o It N GIRT (CHAIR RAIL) (11 TOTAL) - #14 x 34* S.MS AS SHOWN Q¢' MIN. PLATE EDGE DISTANCE & C -C FASTENER SPACING) G U LLQ z �-- LLQ U 0- Ld Lu Q 0 =U U (n DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE.PF AUTHORIZATION tO 8120 Ashley Alumilkom, LLC P.O. Draft 15398 TOmpa . 3\� 36' MIN. C -C SPACING (TYP.) /POST (SEE TABLE 3.7 & 3.8) 36- THICK ANGLE EACH SIDE SEE TABLE 3.14 - 3.15 FOR MIN. SCREWS REQUIRED 36' ! (MAX.) CONCRETE ANCHOR, 236- MIN. EMBEDMENT (TYP.) 4 • 4 Sf- MIN. MP.) A DETAIL 171: COLUMN TO FOUDNDATION NOTES: 1. %' ! CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 28M LBS. S.M.S. WITH MIN. 36 EDGE DISTANCE ANDC-C SPACING (TP.) SEE TABLE S.M.B. COLUMN OR HOLLOW POST 3.14 OR 3.15 FOR MIN. SIZE AND J6' ANGLE, EACH SIDE (TYP.) QUANITY OF SCREWS REQUIRED �OR EQUIVALENT 'U' RECEMNG CHANNEL 36- /CONCRETE ANCHOR (TYP.) B B ? 1' z 2' OB SOLE PLATE EDGE OF .i Y4' ! x 04' CONCRETE SCREW • MIN. (2)-#10 x 1- ANCHOR O 24' O.C. (TP.) LONG S.M.S. INTO SCREW BOSSES (TYP.) SECTION A -A SECTION B -B MN OR HOLLOW POST x 2' OB SOLE PLATE 36- MIN. C -C SPACING (TYP.) A • 4 .1 0150MN/POST (SEE TABLE 3.7 & 3.8) )6' THICK ANGLE EACH SIDE SEE TABLE 3.14 - 3.15 FOR MIN. SCREWS REQUIRED 36' 0 (MAX.) CONCRETE ANCHOR, 236' MIN. EMBEDMENT (TYP.) S4' MIN. A1 -L DETAIL F2: COLUMN TO FOUDNDATION NOTES 1. 36' ! CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2800 LBS. S.M.S. WITH MIN. 36- 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 16' ANGLE. EACH SIDE (TYP.) QUANffY OF SCREWS REQUIRED �OR EQUIVALENT RP RECEIVING CHANNEL 36- !CONCRETE ANCHOR (fYP.) B e 1 1' x 2' OB SOLE PLATE 1' x 2' OB SOU EDGE OF Y4' ! z 2Y4' CONCRETE SCREW • MIN. (2)-/10 z 1' ANCHOR O 24' O.C. (TIP.) LONG S.M.S. INTO SCREW BOSSES (TP.) SECTION A -A - S.M.B. COLUMN OR HOLLOW POST 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 I 2' DE X 3' LONG X 0.050' MIN THICK STRAP WI (5052-H32 OR 6063-T6 ALLOY) WITH (2) O Q 'o J #10 X 3'4 S.M.S. EACH SIDE OF CONNECTION. NOTCH POST AS REQUIRE Z z of O U O O 1'X2' O.B. MAY BE ATTACHED FOR SCREEN w J 00 00 LL p7 W/(1)-#10 X 1-1/2 S.M.S. O 6- FROM TOP & BOTTOM AND 24' O.C. SIDE NOTCH TO CARRIER BEAM CONNECTION 13'4 LEGS x 0.010- MIN THICK Q� RECEMNG CHANNEL THRU BOLTED TO POST AND SIDE BEAMS - O Z � O n Q = X ROOF PANEL O � OO ANCHOR PER DETAIL FOR PAN OR O COMPOSITE PANELS 0 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 REQUIR W/(1)-OAO 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 4 . 4 DETAIL F3: SIDE WALL COLUMN TO FOUDNDATION NOTES: 1. Y' • CONCRETE SCREW ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF SDO LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 1050 LBS. S.M.B. COLUMN OR HOLLOW POST /��� Y4- ! CONCRETE SCREW ANCHOR A g W/ 1Y4- MIN. EMBEDMENT (TYP.) T • 1' x 2' OB SOLE PLATE THICK PLATE EACH SIDE BEAM AND POST / POST EXTERIOR ' INTERIOR GABLE END WALL / RIDGE BEAM SUPPORT POST (PARTIAL ELEVATION O SCREEN FACE) THRU BOLT ROOF HEADER 0BOLTRECEIVING CHAl2' O. L �IDGE CAP (OPTIONAL) BUT TO BEAR! W/ 1/4'0 BOLT O 12' O.C. RIDGE SHALLBE SEALED FROM WATER PENETRATION. ROOF PANQ- ROOF P,wQ 2x2 WALL HEADER-- 1/8' THICK PLATE EACH SIDE OF RIDGE BEAT/ & SUPPORT POST FASTEN PER TABLE 3.15 - 3.18 1z2 OB O POST ---""""- OSE WMN / POST (OP110NAL) PER TABLE 3.9 & 3.10 GABLE END WALL I RIDGE BEAM SUPPORT POST (PARTIAL ELEVATION O SCREEN FACE) t.. - z� 36' ! x 2Y4' CONCRETE SCREW • MIN. (2)-f10 x 04' ANCHOR O 24' O.C. (TYP.) LONG S.M.S. INTO SCREW BOSSES (TYP.) SECTION A -A SECTION B -B AN OR HOLLOW POST z 2. OB SOLE PLATE W OLUMN/POST (SEE TABLE 3.7 & 3.8) Oz S.M.S. INTO SCREW BOSS A FROM FRON UPRIGHT (TYP. EACH END) I Y' 0 CONCRETE SCREW ANCHOR, 1X4' MIN. EMBEDMENT (TYP.) 4 . 4 DETAIL F3: SIDE WALL COLUMN TO FOUDNDATION NOTES: 1. Y' • CONCRETE SCREW ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF SDO LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 1050 LBS. S.M.B. COLUMN OR HOLLOW POST /��� Y4- ! CONCRETE SCREW ANCHOR A g W/ 1Y4- MIN. EMBEDMENT (TYP.) T • 1' x 2' OB SOLE PLATE THICK PLATE EACH SIDE BEAM AND POST / POST EXTERIOR ' INTERIOR GABLE END WALL / RIDGE BEAM SUPPORT POST (PARTIAL ELEVATION O SCREEN FACE) THRU BOLT ROOF HEADER 0BOLTRECEIVING CHAl2' O. L �IDGE CAP (OPTIONAL) BUT TO BEAR! W/ 1/4'0 BOLT O 12' O.C. RIDGE SHALLBE SEALED FROM WATER PENETRATION. ROOF PANQ- ROOF P,wQ 2x2 WALL HEADER-- 1/8' THICK PLATE EACH SIDE OF RIDGE BEAT/ & SUPPORT POST FASTEN PER TABLE 3.15 - 3.18 1z2 OB O POST ---""""- OSE WMN / POST (OP110NAL) PER TABLE 3.9 & 3.10 GABLE END WALL I RIDGE BEAM SUPPORT POST (PARTIAL ELEVATION O SCREEN FACE) t.. - z� 36' ! x 2Y4' CONCRETE SCREW • MIN. (2)-f10 x 04' ANCHOR O 24' O.C. (TYP.) LONG S.M.S. INTO SCREW BOSSES (TYP.) SECTION A -A SECTION B -B AN OR HOLLOW POST z 2. OB SOLE PLATE W IJ U m O Lu w Lu ry IY O Q 'o J wz Z z of O U O O L�i 0- .JJ w J 00 00 LL p7 Q LL/ O =U U of Q� U (n n O Z � O n Q = X Q ~ J LL } Ln w Lu ~ J Q Cf) C O O W F- > O) J 2 O Q Elf ZLL O W o Q a V n a m w g Y U O 01 z O 3 z TSI m < o N DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NA -,8120 Ashley Alum*?( , LLC P.O. Dr 5398 Tampa 33684 IJ O ry IY wz LLI O L�i 0- .JJ Li Q LL/ O =U Q� U (n n DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NA -,8120 Ashley Alum*?( , LLC P.O. Dr 5398 Tampa 33684 E.P.S. WALL PANEL PLYWOOD DECK (OPT) _ OR 4'4X6 OR 2X6 DECK ANGLE x LlL- NMl MEAGER EDGE aFw —� •• `-AmoLz EACJI /1 r x r x O.Dw I I tUMW/ M EEAOI%u ASSHOWN NG 11 II SMS � EACI C LOSR FASEFEEm AS SHOWN 11 II TO EACH MaIDER M/ EACH /14 96 (SIWP 11 II ¢'x WOR Wx96') 2'0' OR 2•x4' HOLLOW POSE (P � TO AOCDIOMTE BEAM) tSCREFy F.= SZmR EDGE BEAM FASTENING DETAILS- 3" X 2" BEAM & HOLLOW POST (3" X 2" HEADER DETAIL 02) 1Y," X 3' X 0.060 RECEMNG CHANNEL #10x1¢" SMS O 6- O.C. MIN. BOTH SIDES LAP (2) Yi 0x2X" LAG SCREWS O 18" O.C. PERIMETER DOUBLE STRINGER COMPOSITE PANEL WALL TO DECK 13 >yfJC�s Ayyc� ��1y�� Su= CENTER OF GIRDER SECTION B -B EDGE BEAM FASTENING DETAILS- 3" X 2" BEAM & SELF -MATING OR SNAP POST (3" X 2- HEADER DETAIL #4) DECKING MAY BE 5/8" OR 3/4" PLYWOOD OR 2 X 6 PLANKING TYPICAL WOOD DECK FRAMING PLAN Y4" PRESSURE TREATED PLYWOOD OR 2X6 PRESSURE TREATED DECKING 1" X 2" CHANNEL 4'4' 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 2x8 OR 2x8 O 16" O.C. USE LAG SCREWS IN UEU OF MASONRY SCREWS SHOWN IN DETAILS EETA'AIILcS F1 -F2. .I %* (MIN.) LAP --"FF -PERIMETER DOUBLE STRINGER SCREEN ROOM WALL TO WOOD DECK Y4.0 THRU BOLT W/1Yi '0 WASHER O 12" O.C. (TYPICAL) COMPOSITE ROOF PANEL o -o-0-0-0-0- 0 0 0 0 0 0 00--000-000-00-0M 0 0 0 0 0 o 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 °^O^°�°O°O°O.o?o°o°o°o°o0 2'x2"x%- ANGLE 2" LONG W/ #12 SMS O 6. O.C. (TYPICAL) ANGLE MAY BE CONTENUOUS BEAM NOTE: THE 2'X2i4' ANGLE MAY BE ELIMINATED BY BOLTING THE COMPOSITE PANELS THRU THE SECTION SUPPORTING BEAM. COMPOSITE ROOF PANEL FASTENING DETAIL (OPTIONAL) SLOPE 1104' S.M.S. W/ %" 0 FENDER WASHER AND NEOPRENE GASKET O 12" O.C. (TYP.) FOR EXPOSURE C WITH WIND SPEEDS OVER130 MPH USE PATIO SECTION BEAM DETAIL FOR ROOF PANS: (3)-#8xY4" S.M.S. W/ INTEGRAL 34- 0 WASHER AND NEOPRENE GASKET PER 12" WIDE PANEL, EQ. SPACED (TYP.) S.M.B. (TYP.) TYP. S.M.B. BEARING BEAM CONNECTION SLOPE #10x4' S.M.S. W/ 1Y; 0 SLOPE WASHER AND NEOPRENE GASKET O 9. O.C. (TYP.) FOR EXPOSURE C WITH WIND SPEEDS OVER130 MPH USE ANGLE DETAIL JFOR ROOF PANS: (6)-8x31" S.M.S. W/ INTEGRAL 34" 0 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 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 3.' PRESSURE TREATED PLYWOOD OR 2X6 PRESSURE TREATED DECKING 2x6 FLOOR JOIST FASTENED/ TO DOUBLE 2X8 GIRDER W/ J SIMPSON JOIST BUCKETS _ AUGER O EACH PIER FASTENED TO 2X8 GIRDER W/FLAT STRAP #8x44- S.M.S. W/ INTEGRAL 4i 3" RISER ROOF PANELS WASHER AND NEOPRENE GASKET O 24' O.C. FOR EXPOSURE B AND 18' O.C. FOR EXPOSURE C 2'x2' HEADER J h 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 #10x4' 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 1 Y1" PANEL WIDTH MAX. TYP. 3" COMPOSITE ROOF PANEL TO PARALLEL HEADER CONNECTION w (2) SIMPSON H-5 CUPS OR EQUAL II 11 DOUBLW 2X6 P.T.P. W/ -Y4" EJW iia IxnaC ANGLE x r PLYWOOD (PT) SPACER ODM' II It Smut W/ (ESHOWN ERNE n4 AS Mo®ER NAILED W/ 16d COMMON Q J GALV. (2) EACH ® 16" O.C. BGeesEs II 2x6 a su>>) Posr 13 >yfJC�s Ayyc� ��1y�� Su= CENTER OF GIRDER SECTION B -B EDGE BEAM FASTENING DETAILS- 3" X 2" BEAM & SELF -MATING OR SNAP POST (3" X 2- HEADER DETAIL #4) DECKING MAY BE 5/8" OR 3/4" PLYWOOD OR 2 X 6 PLANKING TYPICAL WOOD DECK FRAMING PLAN Y4" PRESSURE TREATED PLYWOOD OR 2X6 PRESSURE TREATED DECKING 1" X 2" CHANNEL 4'4' 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 2x8 OR 2x8 O 16" O.C. USE LAG SCREWS IN UEU OF MASONRY SCREWS SHOWN IN DETAILS EETA'AIILcS F1 -F2. .I %* (MIN.) LAP --"FF -PERIMETER DOUBLE STRINGER SCREEN ROOM WALL TO WOOD DECK Y4.0 THRU BOLT W/1Yi '0 WASHER O 12" O.C. (TYPICAL) COMPOSITE ROOF PANEL o -o-0-0-0-0- 0 0 0 0 0 0 00--000-000-00-0M 0 0 0 0 0 o 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 °^O^°�°O°O°O.o?o°o°o°o°o0 2'x2"x%- ANGLE 2" LONG W/ #12 SMS O 6. O.C. (TYPICAL) ANGLE MAY BE CONTENUOUS BEAM NOTE: THE 2'X2i4' ANGLE MAY BE ELIMINATED BY BOLTING THE COMPOSITE PANELS THRU THE SECTION SUPPORTING BEAM. COMPOSITE ROOF PANEL FASTENING DETAIL (OPTIONAL) SLOPE 1104' S.M.S. W/ %" 0 FENDER WASHER AND NEOPRENE GASKET O 12" O.C. (TYP.) FOR EXPOSURE C WITH WIND SPEEDS OVER130 MPH USE PATIO SECTION BEAM DETAIL FOR ROOF PANS: (3)-#8xY4" S.M.S. W/ INTEGRAL 34- 0 WASHER AND NEOPRENE GASKET PER 12" WIDE PANEL, EQ. SPACED (TYP.) S.M.B. (TYP.) TYP. S.M.B. BEARING BEAM CONNECTION SLOPE #10x4' S.M.S. W/ 1Y; 0 SLOPE WASHER AND NEOPRENE GASKET O 9. O.C. (TYP.) FOR EXPOSURE C WITH WIND SPEEDS OVER130 MPH USE ANGLE DETAIL JFOR ROOF PANS: (6)-8x31" S.M.S. W/ INTEGRAL 34" 0 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 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 3.' PRESSURE TREATED PLYWOOD OR 2X6 PRESSURE TREATED DECKING 2x6 FLOOR JOIST FASTENED/ TO DOUBLE 2X8 GIRDER W/ J SIMPSON JOIST BUCKETS _ AUGER O EACH PIER FASTENED TO 2X8 GIRDER W/FLAT STRAP #8x44- S.M.S. W/ INTEGRAL 4i 3" RISER ROOF PANELS WASHER AND NEOPRENE GASKET O 24' O.C. FOR EXPOSURE B AND 18' O.C. FOR EXPOSURE C 2'x2' HEADER J h 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 #10x4' 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 1 Y1" PANEL WIDTH MAX. TYP. 3" COMPOSITE ROOF PANEL TO PARALLEL HEADER CONNECTION w ULu m Lu w J Q J 2 Z'o co 00 O U C) 'o J Lu H J n H LL co J ...J In U a w Z O CL z Na = x QN ~ J LL r ,n w w ~" x Ln v / c o Wa� .Tj 0 ��i V♦ O Q n/ Z ALL 00 z_ 5W oI J Q W 0 (� V III m W Y U U W U O O Z 0 0 GO 4 CD Z DDS N LI LID o 0 0: Of Ld w V) O wz f-- W U LIJ w Q Of o =U a� U (n a - DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 8120 Ashley Aluminurrw,ZLC P.O. Drawe 398 Tampa, "6, 3684 254' HOLLOW CORNEA POST w �rrrrrr�rI 4w 2" x 2" x 76" BY 2" LONG ANGLE, EACH SIDE (TYP.) OR EQUIVALENT 'U" RECEIVING CHANNEL r S.M.B. COLUMN OR HOLLOW POST 1 `/lost STRUCIIWE DETAIL 3 (MASONRY OR WOOD) DETAIL 10: MONO SLOPE ROOF SIDE WALL HEADER CONNECTIONS EXTRUDED OR BRAKE -FORMED ROOF HEADER OR RECEIVING CHANNEL (0.044' MIN. THICKNESS) WITH MIN. 1$' BEARING LEG. COMPOSITE ROOF PANEL— SECURE FASCIA TO EACH RAPIER TAIL W/ (1)-A,"f x 4' LONG PAN HEAD LAG SCREWS BEFORE ATTACHING ROOF HEADER/RECEMNG CHANNEL D%BxAa" S.M.S. W/ INTEGRAL �a f WASHER AND `4 NEOPRENE GASKET* 12' O.C., TOP h BOTTOM. X4 f x RYA' LONG WOOD IF CLEARANCE PROHIBITS INSTALLA11ON OF TOP NAG SCREW O 24' O.C. MAX. FASTENERS USE /10x4' S.M.S. W/ 14 f FENDER WASHER AND NEOPRENE GASKET O 12' O.C. HOST STRUCTURE (MASONRY OR WOOD) TYP. 3" COMPOSITE ROOF PANEL TO HOST FASCIA COMPOSITE ROOF PANEL ja,h- S.M.S. W/ INTEGRAL %- f WASHER AND NEOPRENE CASKET* 12' O.C., TOP h BOTTOM. IF CLEARANCE PROHIBITS INSTALLATION OF TOP r x A' LONG WOOD LAG SCREW OR x 2h: LONG MASONRY ANCHORS :4 O.C. MAX. STRUCTURE (MASONRY OR WOOD) FASTENERS USE 111 0x4' S.N.S. W/ 1z' f FENDER EXTRUDED OR BRAKE—FORMED ROOF HEADER WASHER AND NEOPRENE CASKET O 12' O.C. OR RECEIVING CHANNEL (0.044' MIN. THICKNESS) WITH MIN. 1At' BEARING LEG. TYP. 3" COMPOSITE ROOF PANEL TO HOST STRUCTURE WALL DETAIL 3: ROOF PANEL TO HOST STRUCTURE CONNECTION DETAIL SLOPE / —I ROOF EDGE PANEL (TYP.) 2"x2"x0.045' PATIO HEADER (TYP.) — (4)-#8 x V S.M.S., EACH LEG (TYP.) 3 x 7¢" S.M.S., LEG (TYP.) HOLLOW POST SLOPE ROOF EDGE PANEL (TYP.) (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 RECEIVING CHANNEL (0.044 MIN. THICKNESS) WITH MITI:. 114' BEARING LEG. COMPOSITE ROOF PANEL— %BxA* S.M.S. W/ INTEGRAL 1� f WASHER AND NEOPRENE GASKETO 12' O.C., TOP iBOTTOM. IF CLEARANCE PROHIBITS INSTALLATION OF TOP FASTENERS USE /10x4' &M -S, W/ 1XV f FENDER WASHER AND NEOPRENE GASKET O 12' O.C. `(3)-#12xX2' 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) COMPOSITE ROOF MAX. )i" f x 2)i' LONG WOOD LAG SCREW O 24' O.C. MAX SECURE FASCIA TO EACH RAFTER TAIL W/ (1)-)j'0 x 4' LONG PAN HEAD LAG SCREWS BEFORE ATTACHING ROOF HEADER/RECEIVING CHANNEL 1♦ LL FROST STRUCTURE (MASONRY OR WOOD) TYP. 3" RISER ROOF PANEL TO HOST FASCIA 084' S.M.S. W/ INTEGRAL %' • WASHER AND NEOPRENE GASKET0 12' O.C., TOP R BOTTOM. IF CLEARANCE PROHIBITS DISTALLAMON OF TOP FASTENERS USE /10x4" S.M.S. W/ 1u" f FENDER WASHER AND NEOPRENE CASKET O 12" O.C. Ax 7 ' LONG WOOD LAG SCREW OR A�" f x A LONG MASONRY ANCHORS O 24' O.C. MAX HOST STRUCTURE (MASONRY OR WOOD) EXTRUDED OR BRAKE -FORMED ROOF HEADER OR RECEIVING CHANNEL (O.D44' MIN. THICKNESS) WITH MIN. %' BEARING LEG. TYP. 3" RISER ROOF PANEL TO HOST STRUCTURE WALL `4 --rr DETAIL 3: ROOF PANEL TO HOST STRUCTURE CONNECTION DETAIL #10 x U¢' LONG INTO SCREW BOSSES COLUMN OR HOLLOW POST U LuLu cf) w a of iz - - o v o w J n 00 Z U w o0 p Z Q = X Q ~ J LL } Lo w w ~ J Q C: 0 ND 61 1- 0 W D 0 In 0 rr) O ry ry W z a_ LLJ I--- w Q rV = U Ucf) DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF . AUTHORIZATION Nb., -8120 Ashley Aluminto, LLC P.O. OD15398 Tampa, 1684'1 ,a 3" RISER OR COMPOSITE ROOF PANELS U I I I I I I I I I BEA M SPAN / POST SPACING 30% MAX. OF BEAM SPAN EDGE BEAM SPAN do POST SPACING REFER TO BEAM SELECTION TABLE 3.7 & 3.8 PLAN VIEW -SCREEN ROOM (SHED TYPE) li NOTE: CABLE BRACING OR OTHER LATERAL BRACING IS NOT REQUIRED 3' RISER OR COMPOSITE PANEL ROOF FOR SHED TYPE ROOF STRUTURES. EDGE BEAM w� aR � O O 149 I 30% MAX. OF BEAM SPAN CHAIR RAIL KICKPLATE RAIL 1X2 OB SOLE PLATE SEE FOOTING TABLE FRONT ELEVATION -SCREEN ROOM (SHED TYPE) II 11 II V ii 11 II W 1 NI .j II Zw II M m FALL w LL ii m H Z N r _ [A it O O KK I C7 O O OL'i J i U m --1, it L n KI II I� I> kL{ oj M 0p �-I m jr) 0 w� aR � O O 149 I 30% MAX. OF BEAM SPAN CHAIR RAIL KICKPLATE RAIL 1X2 OB SOLE PLATE SEE FOOTING TABLE FRONT ELEVATION -SCREEN ROOM (SHED TYPE) PLAN VIEW -SCREEN ROOM (GABLE TYPE) BRACING OPTION SHOWN DETAILS PPLICABLE TABLES w II 11 II V ii 11 II W 1 NI II Zw II Q CY O FALL w LL ii m w FALL ii Z N r _ [A it O O KK I C7 O O OL'i J i U m --1, it N n KI II > O H w LL w oj M 0p �-I m jr) 0 Ln W ~ 0 W ii CL ii Q EL ii V) m o 0 0� > N ii O it U it WAWA_—__—_-------- ____----- —___ O Q POST SPACING POST SPACING POST SPACING POST SPACING ry In_f— 2'-6' R()c)F PANFI (I FAR CPA PnnF PANFI (I FAR CPAN L2'-6* PLAN VIEW -SCREEN ROOM (GABLE TYPE) BRACING OPTION SHOWN DETAILS PPLICABLE TABLES w V Q CY O LL, O J W U m z CL z Q x > O H w LL w Ln W ~ Q C O y W > N 2=D O Q ry In_f— Z L� O OC z oII 5w J � Q w o V W � W Y N w m O O Z O 3 m� z OI N } � LLI GABLE END ELEVATION - SCREEN ROOM / ^ ROOF OVERHANG ROOF PANEL CLEAR SPAN (WALL ATTACHMENTS) v / (2'-B' MAX.) C ROOF PANEL SPAN (FOR FASCIA ATTACHMENT) SIDE WALL LENGTH L RIDG BEAM CM CLEAR SPAN / GABLE RIDGE BEM O (30A 6AX. OF BEAM SPAN) O PANELS �SLOPE LE •'-�,R�ID\\G\E� BEAM 2X2 2X2 HOLLOW \n\.(T(P SIDE WALL HEADER) Lij \•\\�\\\1\\ RISER OR COMP 05TTE PANEL ROOF \ \ \CL W EDGE B (LODOOR CATION / Q = U'^ O DESIGN) DEMAL TO _________ / U / P/ WALL_V WALL H / KICKPLATE RAIL R EDGE BEAM 24, / OR CHAIR RAIL �N/ DO YEON KIM, P.E. FLA. REG. NUMBER 49497 __________ CHAIR RAIL 2X2 Txz o6 soLE _LAS/ CERTIFICATE ------ --- � wv1 2x2 AUTHORIZATION W. 8120 .....•. ti ..: / Ash�O. D IOUIT�H LLC 1X2 OB SOLE iiiiiiiiiiiiiii iiiiiiiiiiiiiiiii P. T W 39 i 'SOLID KICKPUTE i i i i i i SOLID KICKPUTFi i i i POST .............. ................. Tamp9-0 8� . TYPICAL SIDE VIEW / SECTION FOR SCREEN ROOM (SHED TYPE) La TYPICAL SIDE VIEW / SECTION FOR GABLE TYPE SCREEN ROOM ?ERMIT #-Qs �3O S PLANS REVIEWED o"ITY OF SANFORD OFFICE