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Lot 92 Carriage Cove (2)
CITY OF SANFORD PERMIT APPLICATION 0 Permit #: O - O Job Address: I' nt Q q 0-Ar-f 1 Date: %a "/ D —0 f Description of Work: Historic District: Zoning: Value of Work: 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: # of Stories: 1 # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: I (Attach Proof of Ownership & Legal Description) Owners Name & Address: IC//AKlp/ f4!r66 Phone: Contractor Name & Address: P C i/bAR7 J n% 81//`y IAa L)IILIT P i Phone & Fax: ;7-3,71_`.fj t%a Bonding Company: Address: / 0 19-S coVITA Mortgage Lender: Address: Architect/Engineer:O/v /l nAddress: I 1D, / RA&100R /E. State License Number: /5 ( oo-0 (a uJ w Person:/IPs Phone: Yo7-9ye 7? 7i a>S /,d Phone: O )3'YRY Dyi/y llFax: 1 Z - g Py - 0 -/ yk 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 issuance 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. Acceptance o ermit is verifica ion that I will notify the owner of the property of the z 3 tgnature of wne Agent D e e nt Owner/Age t' at e Signature o otary-State of Florida Date T"L "py0 Owft"On DbteugpOwner/Agent is _ Personally . dVGn 14 7ProducedID Utilities: FD: _ Initial & Date) (Initial & Date) (Initial & Date) APPLICATION APPROVED BY: B 'L 3 3 Zoning: Initial & Date) Special Conditions: Date Pr' t Contrac r/ a 's Na Signature of otary-State of Florida Date Contractor/Agent is Personally Known [o Ma,q 4 Produced lD r' 1 Resides, uj»fp2clatic,i n Tno w ou// b_^ / FL ) EXISTING STRUCTURE EDGE OF EXIST UTILITY LEXIST. CONCRETE SLAB7 ROOF ABOVE I SHED Sc*EENRG OM ® CARPORT I L---------- ------------- ------------ — ----- — — --- _ —_—_ - 1. 5'-1 1/2" 5'-1" 5'-1" 5'-1" -1 1/2" EDGE OF ROOF ABOVE 25'-ro" O 20'-0" il WALL LAYOUT PLAN SCALE•1/8•-1%-O- PLAN NOTES: I. ALL FRAMING MEM5ER5 NAVE BEEN SELECTED USING TABLES AND CHARTS PROVIDED IN THE ATTACHED SIGNED AND SEALED ENGINEERED DOGUMENTS. 2. DESIGN WIND SPEED OF 130 M.P.N. 3" ROOF SLOPED 1/2 "/ F 1 o lip, II.IIII fill ee IV—nll ll a::::..:• —III Ill:n:a::•— 11.._ :: p:n.•— co O co Q _o O O OLo M pip ' r; Loo X c v L 0 CL Lv U ca OE 0 c 6- Z 3'0 6'S DOOR I 16" KICK PLATE U 1 1/2 " 5'-1" 5'-1" 5'-1" -1 1/2" TYPICAL 6' m 0 10'-6" 20'-0" WALL ELEVATION A" oZ SCALE-1/8•-T-0• 2 Z c 10 2x2 ALUMINUM FRAMING a 24" CC,0 o021/16 065 SPAN RATED SHEATHING rWOdO NO. 2VINALSIDING OF 3 " ROOF SLOPE MNI li .1) EXISTING ROOD ASS a 3'mx6'S D WALL ELEVATION "B" SCALE-1/4•-I'-O• co O N M a Q o L M cri 0 v) O FZ OLo M Cop ' o c (n N O oo L o- L cc v co cr o" o, Ic CD 0 + L e dz Q z W a p DRAWING NO. 2 2OF A Genera! Notes and Specification: 1. Concrete shall be minimum 28 day compressive strength of fc=2500 psi. 2. Actual wall thickness of extruded aluminum members shall not be less than 0.040 inch. 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 condition and of sufficient strength to hold the proposed addition. 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. S. The structures designed using this section shall be limited to maximum spans and upright heights as shown. Structures with beam spans larger than 50 feet are strongly encouraged to have site - specific engineering. 6. 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. 7. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile I manufactured home built prior to 1994 shall use'fourth will 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 oral 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 wal from and outer wall from. 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 20from 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. S. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a'fourth wall" is NOT required. 9. Knee braces are not required perpendicular to the host structure. Knee braces are typically not required parallel to the host structure If beam to post connection follows one of the connection details in this section. These connections have been engineered as moment connections to resist the lateral loads. 10. 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. 11. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 12- Screws that penetrate the water channel of the super gutter shall have ends clipped oft for safety of cleaning the gutter and the heads of screws through the gutter into the fascia shall be caulked. 13, When using see -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. 14. 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. 15. Wind loads determined by ASCE 7 Section 6.6 Method 3 - Wind Tunnel Procedure. The 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. More information is described in Appendix B Design Specifications, standards, and notes and in the Commentary. 16. Roof design pressures in Table 2002.4 are MWFRS loads. Component & Cladding loads for roof panes are derived from enclosed and partially enclosed condiliom after consultation with Dr. Tim Reinhold of Clemson University. 17. Minimum factored design pressure bad shall be 10 psi. 18. 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. 19.. 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) Nominal Screw Screw i Diameter ( in) Minimum Edge Distance Minimum Center to Center Distance 81 0.188 Is 120.219 lie 014 1/4 0.250 Table 5.1 Maximum Roof Spans for 3" Riser Pans (feet), One Wall Against Building Being Solid and Side Wall Length Greater than 45% of Front Wall 3" Standing Seam Riser Roof Pans (3 5 Rib) Panel Thickness Factored Wind Design Pressure pso 0.026 0.032 0.040 0,050 Wind Speed Zone m 100 10.0'-25.0 15.77' IT69' 22.24• 110 10.0/-29.8 15.77' 17.69' 19. 23• 19. 23' 22.24' 120 11.7/-35.4 14.85 17.66 19.23' 22.24' 130 13.6/41.3 1362 16.22 18.40 22.24' 140 15.8/-47.8 12.47 14.B8 16.90 20.07 150 W,&-54.9 11.67 13.94 15.85 19.79 3" Standing Seam Riser Roof Pans (3 5 Rib) Panel Thickness Factored Wind Design Pressure Pso 0.026 0.032 0.D40 0.050 Wind Speed Zone mph) 100 11.4/-34.9 15.09 17.69' 19.23' 22.24' 110 13.53 16.11 1828 22.24' 120 13. 8r41.8 16. 2/49A 12.33 14.71 16.71 20.84 130 11.20 13.40 15.24 19.04 140 19. 0/-56.1 22. 1/-66.7 10.1 12-30 14.01 17.54 150 25.3/-76.8 9.45 11.36 12.96 16.26 Spans limited by PbC detlection limits Table 5.2 Maximum Roof Spans for 3" Riser Pans (feet), All Conditions Except as Described in Tables 5.1 Fxrv, ai,ro So Fllnrli"o aroma ='15 f 3" Standing Seam Riser Roof Pans (3 5 Rib) Panel Thickness Factored Wind Design Pressure Psf) 0.026 0.032 0,040 0.050 Wind Speed Zone mph) 100 14.9/-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 19.26 131) 25.31-53.0 11.45 13.36 14.96 18.26 140 29.4/81L3 10.Bf 12.38 13.86 16.92 150 33.8/-70.6 9.91 112 12.95 15.80 i sr.Ranrra yrmmr-.>Lts/ 3" Standing Seam Riser Roof Parts (3 5 Rib) Panel Thickness Factored Wind Design Pressure PsQ 0.026 0.032 0.040 0.050 Wind Speed Zone mph) 100 21.0/-44.6 11.58 13.68 15.43 19.06 110 25.41-53.4 10.42 12.32 13.92 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 6.98 10.48 11.73 14.32 150 47.2/-98.6 8.38 9.78 10.95 13.37 Table 6.3 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 Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels Factored Wind Design Pr< Psf) o i7 0 0 P 0 0 ID 0 IO 100 24.9 14.87 17.16 17.16 19.82 21.02 24,27 110 29.7 13.61 15.72 15,72 1&15 19.25 22.23 120 1 35.4 12,49 14.42 1442 16.65 17.66 20.39 130 _ 140 41. 3 11.56 13.35 13.35 15.41 16.35 18.88 4L8 10.74 12.40 12,40 14.32 15.18 17.53 150 54.9 W.03 11.58 11.58 13.37 14.18 16.37 Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels Factored Wind Design Pressure Psf) o 0 0 0. A 0i? 0 N 0 Io 0 100 1 34.9 12.57 14.52 14.52 16.77 17.78 20.53 110 1 41.8 11.49 13.27 13.27 15.32 16.25 18.77 120 49.4 12.20 1220 14.08 14.94 17.25 130 58.1 9.74 11.25 1125 12.99 13.78 1591 140 66.7 9.09 10.50 10.50 12.12 1 12.86 14.a5 150 76.8 8-47 9.79 1 9.79 11.30 1 1198 13.-4 Note, rressures snown are positive and negative pressures. rnective area = ou sr. Table 5.4 Max. Roof Spans for 1 lbs. EPS Core Composite Panels (feet), All Conditions Except as Described in Tables 5.3 Exposure B Wind Speed Zone (mph) 130 Fv re r 1 lbs. EPS Core Composite Panels Factored Wind Design Pressure0010!01! Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels Factored Wild Design Pressure Psi) Y o ci to I 0 0 in c o 0 o 1 0 0v v 0 0 fo n o 0to 100 44.6 11.12 12.64 12.84 14.82 15.72 18.15 110 53A 10.16 11.73 11.73 13.55 14.37 16.59 120 130 63. 0 9.35 10.80 10.80 12 47 13.23 15.27 74. 1 8.63 9.96 9.96 11.50 12.20 14.09 140 85.8 8.02 9.26 9.26 11 11.34 13.10 150 98.6 7.48 8.64 8.64 1.97 10.. 12.22 Noted rressures snown are positive ana negative pressures. rnewve area = z>u si w U w J w Q -ZC) U to 00 C:)= Z 11) 4 w O J 00 H J W') C) U d w of Z3 a = x O H w w J to QO N_ W - J 2 QO ri/ Crt Z CLL LLO z W oII J Q ULJJ w o N W xUO Z O 4 ZZ I n m Q W LJ Ld O U O F_ 1Q LL In O L 1_. lit p Q cc) a- UQ88 DO PEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION 8120 Ashley Alum _LC P. O. Dr 539$7, Tapap,, 339NJ f Table 5.7 Maximum Spans for Carrier Beams (Edge or Interior), Exposure B, All Conditions Table applies to Exposure B and heights up to 30 feel. Beams TributaryWidth 6. 00 8 00 1000 12 00 1400 16.00 18.00 2000. 2200. 24 DO 2600 28.00 30.00 3200 34 DO 3600 Seff- Mabra Beams SMB 2" x 2' z 0 045 x 0 D45 Hollow 632 548 490 447 4.14 3.87 365 346 316 304 293 2,63 2 74 3" x 2' x 0.045 x 0.045 Hollow 7.34 6.36 5.68 5.19 Also 4.49 4.24 4.02 3.83 3.67 3.53 3.40 3.28 318 3.08 3.00 7 x r Hollow Tt 7.79 675 6o4 5.61 5.10 4.77 450 4.27 4.07 3.90 3.74 3.61 3.48 337 3.27 3.18 2' x 4' Hollow Tilt 9.56 8.28 740 6.76 6.26 5.95 5s2 524 4.99 4 78 4.59 4.43 4.28 4.14 4.02 3.90 2' x 4' x O.D46 x 0 100 12.35 10.70 9.57 613 09 7.56 7.13 6.77 4 6.18 593 5.72 5.52 5.35 5.19 5.04 2' x5"z 0.D50 z 0. 116 15.01 13.DO 11.62 10.61 1 9.82 919 866 8.22 T84 7SO 1 7.21 6.95 6.71 50 1 30 6.13 2". 6" x 0.050 x 0.120 17.70 15.33 13.71 12.52 11.59 10.84 10.22 9.70 9.24 8.85 8.50 8.19 7.92 7.66 7.44 T23 7 x 7' x 0.055 x 0 120 19.77 17.12 15.31 13.98 12.94 12.11 11 41 10.83 1 D.32 9.88 950 9.15 8.84 856 8.31 8.07 2- x 8' x 0.072 x 0.224 25.80 22.35 9.99 18.25 16.89 15.80 14.90 14.13 13.48 12.90 12. 40 11.94 11.54 11.17 10.84 10.53 7 x 9' x 0.072 x 0. 224 28.D7 24.31 21.74 1985. 18.37 17.19 16.20 15.37 14.68 14.D3 13.48 12.99 12.55 12.15 11.79 11.46 2' x r x 0.D82 x 0 306 31.D6 26.90 2406 21 96 2033 10,02 17.93 17.01 16.22 15.5314.92 14.9 1 .45 1 ..05 1 3731 3231 28.90 2638 2443 22.95 21.54 20.41 1949 8.66 17.92 73 120712-x1o'x0092x0389 1567 68 1523 2x3 Tit Bea.m wit 2 OB 9.73 8.43 7.54 6.98 637 5.96 562 5 508 41.8 467 450 89 435 4. 1 14. 3 97 20 Tip Beam wMx2 00 112.00 10.39 9. 8.18 7.8 7.35 6.93 6.57 7 600 576 5.55 1 5.37 15204.90 Table applies to Exposure B and heights up to 30 feel. B.- Tributary W Idth 6.00 8.00 10.00 12.00 14 DOr8.7 18.00 20.00 2200. 24.00 26.00 2800 3000 32.DO 3400 3600 Sell -Ms' Bnms SMB 2" x 7 x 0.045 x 0.045 Hollow 6.03 5.22 4.67 4.ffi 3.95 3.48 3.30 3.15 3.01 2.90 2.79 2.70 2.61 2.63 248 3" x 2" x 0.045 x 0.045 Follow 7.00 6.0E 5.42 4.95 4.56 4.04 3.93 3.65 3.So 3.3E 3.24 3.13 3.03 2.04 2.88 7 x 3- Hollow Tit 7.43 8.43 5.75 5.25 4.89 429 4.07 3.58 3.71 3.57 3.44 3.32 3.22 3.12 3.03 2' x r Hollow Tit 0.11 7s9 7.06 045 5.97 528 4.99 4.76 4.50 4.3a 4.22 4.08 396 3.83 3.72 T x 4" x 0.046 x 0.100 11.78 10.20 9-12 8.33 7.71 B.Bo 45 8.15 5.89 S.Bs 645 5.27 5.10 495 4.81 2" x 5' x 0.050 x 0.110 14.31 1239 11.08 10.12 9.37 8.26 A 7. 84 7.47 715 6A7 6.82 6.40 6.20 6.01 s.81 2' x 8" x 0.050 x 0.120 16.88 14.62 13.07 1193 11.05 10.34 1 9.74 1 9.24 8.81 844 8.11 Tat 7.55 7 31 7.09 6.all 2' x 7' x 0.055 x 0.120 18.85 15.32 14e[I 13.33 12.34 11.54 1088 10.32 Digit 942 Oros 873 8.43 816 7.92 770 7 x 8" x 0.072 x 0.224 24.60 21.31 19.08 17.40 16.11 15o7 14.20 13.18 12.85 1230 11.82 11.39 11.00 10.65 10.34 10.04 7 x T x 0.072 x 0.224 26.76 23.10 20.73 18.92 17. 52 16.38 15.45 14.66 13.98 13.38 12.86 12.39 11.97 11.59 11,24 10.92 7 x 9' x 0.082 x 0.306 29.81 25.64 22.94 2094. 19.38 18.13 17.10 16.22 1S.40 14.81 14.22 13.71 1324 12.82 12 e4 12.OB 7.to" x 0.OD2 x 0.380 35.58 30.61 27.56 25.16 23.29 21.79 20.54 1949. 18.58 17.79 17.09 18.47 1591 15.40 14.94 14.52 2z3Ta Bum W1x206 9.25 B.D3 7.19 656 So7 sell 5.38 508 4.84 4.84 4.4a 4.29 4.15 4.02 3.90 3.79 2,4 Tix Beam W1 x20Hill" 991 8.n 809 1 749 700 Bell 6.27 1 5.97 572 550 530 1 5.12 4.95 1.81 467 Table applies to Exposure Band heights up to 30 feet. Bearrre TributaryW Waa 6.00 B. 00 10.00 12.00 14.00 16. DO 18.00 2000 2200. 24.00 26.00 28.00 3000 32.00 34.00 36.00 Set -Mao Beane SMB 7' x 7 x 0.045 z 0 045 Hollow 555 4.80 4.30 392 363 3.40 320 277 266 257 248 2.40 233 226 3" x 7 x 0.045 x 0.045 Fblbw 6.44 5.57 4.99 4.55 4.21 3.94 3.72 3.71 3.09 2.98 288 2.79 270 2.63 7' x 3" Hollow Tilt 683 5.92 529 4.83 447 4.18 3.95 J1743.57 342 3.28 316F7.75 296 287 279 T x 4 Hobw Tit 8.38 7.2E649 5.93 5.49 5.13 484 419 4.03 3.as363 352 342 Tx 4x 0. 046 x 0.100 10.83 9.38 8.39 7.8E 7.09 6.63 6.25 542 5.2D 5.02 4eD 455 442 Tx5"xoo50x0 116 1316 1140 10.20 9.31 8.02 8.06 7.60 6.58 6.32 6.09 5.70 5.53 5.37 Tic 6' x 0050 x 0 120 15.53 13.45 1203. 10 9B 1016 9.51 8.9E 8.50 8.11 7.76 746 719 6.72 6.52 634 Tx 7' x 0.055 x 0.120 17.34 15.02 13.43 1226 11.35 10.62 10.01 9.50 9.06 8.67 8.33 8.03 7.51 7.28 7.08 Tx 6'x 0.072 x 0.224 2263 19.60 17.53 16.00 14.82 13.86 13.07 12.4D 11.82 11.32 10.87 10.46 9.80 9.51 9.24 7' x 9' x 0.072 x 0.224 24.62 21.32 19.07 17.41 16.12 1507 14.21 13.48 12.86 12.31 11.83 11.40 1101 10.66 10.34 10.05 Tx T x 0.082 x 0.30E 27.24 23.59 21.10 19.26 17.83 16.68 15.73 14.92 1422 13.62 13.08 12.61 1218 11.79 11.44 11.12 1,11 x O.OB2 x 0.389 2.73 28.34 25.1 2314 21 42 1 18.88 17.. 17.. 16 36 11.72 15.15 14.64 14.17 13.75 133E 2x3 T. Beam wylx20B 8.53 7.39 East 603 5.59 5.23 493 467 446 477 4.10 3.95 3.82 369 358 348 2x4 Tit Beam w/1x20B 10.52 9.11 8.15 744 6.89 644 600 5.76 550 5.26 5.05 4.87 471 4.5E 442 43D Table applies to Exposure B and heights up to 30 feet. rl"-MA-1 Qnn 1 1-1,1 = 1'4n -1, Beams TributaryWidth 6. 00 8.00 10.00 12.00 14.00 16.00 18.00 20 W 22.00 24.00 26.00 28.00 30.00 3200 34.00 36.00 sa-mabro Beams SM 7' x 7' x D045 x 0.045 Hollow 5.16 4.47 4.00 365 3.38 3.16 298 2.83 270 2.58 2.4E 239 231 224 217 2.11 3"x7x0045 z0045 Hollow 599 5.19 4.W 4.24 3.92 3.67 346 3.28 313 3.OD 2.88 2.77 268 259 252 245 2'x3"Flobw Tilt 6.3E 5.51 4.93 450 4.1E 3.90 3.67 3.48 3.32 3.18 3.0E 294 285 275 267 2.80 Txr F101ow TXI 7. 81 6.76 6.05 552 511 4.78 4.51 4.ffi 4.08 3.90 375 3.61 3.49 3.38 3.28 3.19 T z 4' x 0.048 x 0.100 10.09 8.73 7.81 7.13 6.60 6.18 5.82 5.52 5.27 5.D4 4.85 4.67 4.51 4.37 4.24 4.12 7' x 5" x 0.050 x 0.116 1225 10.61 9.49 8.66 8.02 7.50 7.07 6.71 6.40 6,13 5.89 567 5.48 5.31 5.15 5.00 7' x Tx 0. 050 x 0.120 14 45 1252 11.20 10.22 0.46 0.85 8.34 7.92 7.55 7.23 6.94 6.69 6.4E 6.2E 6-07 5.90 7' x 7' x 0.05E x 0.120 16.14 13.98 12.50 11.41 10.57 9.88 9 32 8.84 8.43 807 7.75 T47 7.22 6.99 6.78 6.59 7' x 6' x 0.072 x 0.2224 21.07 18.25 16.32 1490 13.79 1290 1216 11.54 11.00 10.53 10.12 9.75 9.42 9.12 8.85 8,60 2'x 9' x 0.072 x 0.224 22.92 19.85 17.75 16.20 15 00 14.03 13.23 1255 11.97 11.4E 11.01 10.61 10.25 9.92 9.63 9.36 T x 9' z 0.082 x 0.30E 25.3E 21.9E 19.64 17.93 16.60 15.53 14.84 13.89 13.24 12.68 12.1E 11.74 11.34 10.98 85 10.35 7 x 1D' x 0.092 x 0.389 30.47 26.3E 23.60 21.54 1%94 18.6E 17.59 16.- 15 91 15.23 14.64 14.10 13.62 13.19 1 2so 12.2Cd TSIBwnw/1x2 C1B 794 66E 615 562 5.20 486 4.59 4.35 4.15 3.97 3.82 36E 3.55 3.44 34 3.24 2x4 Tit Bern w71x2 OB 9.80 8.40 7.59 6.93 6.41 6.o0 5.66 5.37 5.12 490 471 453 4.38 4.12 4.00 Table 5.7 Maximum Spans for Carrier Beams (Edge or Interior), Exposure B, All Conditions Table applies to Exposure B and heigfds up to 30 feet. aeams Tnbu6ry Width 800 800 1000 1200 1400 1600 1800 2Dlb 2200 2400 26.00 28.to 3000 3200 34 DO 3600 Seth Beams SMB 2'x T x 0. 045 x 0. 045 Hollow 485 4.2D 3.76 343 3.17 287 280 288 253 242 233 2.24 2.17 210 2D4 1.98 T x Tx o045 x 0.045 Hollow 5.63 487 4.36 398 3.68 3,45 3.25 30B 284 2.81 270 261 252 244 236 2.30 2x3'Fb1bw Tt 598 518 463 423 3.91 366 345 3.27 3.12 299 287 2.T7 2.67 259 251 2U 7 .,r Wbw Td 7. 33 635 5.66 518 4.80 4.49 4.23 4.02 383 3.67 52 3 3.39 328 3173.06 2.99 7xrx0.046x0. 100 947 8. 20 734 670 6.20 5 547 5.19 495 4.74 455 439 4.24 4.10 3.98 387 7 x 5' x 0. 050 x 0.116 11.51 997 8.92 814 7.53 7.05 6.65 6.30 6.01 5.75 5,53 5.33 5.15 4,99 4.94 4.70 7 x6" x0.O50x0.120 13.SB 11.7E 10.52 980 e.BB 831 7B1 744 709 6.79 6.52 6.ffi 6.07 588 5.70 5.54 7 x T x 0. 055 x 0.120 15.16 13.13 11.75 10.72 9.93 9.29 8.75 8.31 7.92 75ll 7.28 7.02 6.78 8.57 6.37 6.19 7 x 9" x 0. 072 x 0.224 1979. 17.14 15,33 13.99 12.96 1212 11.43 10.84 10.34 9.90 9.51 Oa is 8.85 657 831 8.08 7x9"x 0-D72 z0. 224 2153 1864 1667 15.22 1409 13.18 12. 1778 1124 1076 1034 998 9.63 932 9.D4 879 7 air x 0.082 x 0.306 23.92 20.63 18.45 16,84 15.59 14.59 13.75 13.05 12" 11.91 11.44 11.03 1065 10.31 loot 9.72 7 x 10" x 0. 092 x 0 389 2892 2478 2217 20.21 19 73 17.52 13 52 15117 14.0 14 31 13.75 13.ffi 12 80 1239 12. 111115 2z3 Tit Beam W11Q OB 748 Hits 5.78 528 4.BB l57 4.31 4.09 390 3.73 358 3.45 3.34 323 3.13 3.05 2xd Tit Beam W11Q 0a 9.20 7.97 7.13 fi51 8.02 583 5.31 504 4.81 480 442 4.ffi 4.12 399 387 3.78 Table applies to Exposure B and freights up to 30 feet. Baams TributaryWld81 600 1 8. 00 10 00 12.00[361 16.00 1800 2000. 22 00 24 OD ffi.00 28.00[3, 32.00 34o0 36. 00 Sez-Mato Beams SMB 2'. 7' x 0.045 x 0.045 Fblbw 447 387 346 316 271 2.58 245 2.33 2-24 215 2.07 1.94 1.BB 1.83 3x7z0.045 x0.015 Hallow 1 5 8 4 49 4. O? 3.87 3is 3.00 284 271 259 249 2.40 225 218 212 7x3'HoWwTit 551 477 4. 27 390 3318 302 288 275 266 255239 231 225 7 xr Follow Tt 676 585 524 478 414 390 370 353 3.38 325 3.13 293 264 276 2' xr x 0046 x 0. 1 Do 873 756 677 618 5,35 504 478 4.56 4.37 42D 4.04 3.78 3.67 367 Tx5"x 0 D50 x0116 1061 919 872 750 650 613 581 5.54 5.31 5.10 491 459 446 433 7 x 8' x 0. D50 x 0.120 12.52 10.84 9.70 8.85 8.19 1 7.86 7.23 6.86 6.54 6.26 601 5.79 5.00 542 5.26 5.11 7 x 7' x 0. x 01 13.98 1111 10.83 9.88 9.15 8.07 7.66 T30 6.90 6 6.47 6.25 6 05 5.87 5.71 7 x 6' x 0. 072 x 0.224 18.25 15.80 1413 1290 1194 11.17 10.53 999 9.53 9.12 877 8.45 816 7.90 766 745 7 x 9" z 0. 072 x 0.224 19.85 17.19 15 37 14.03 1Z.99 12.15 11.46 10.87 1 D.36 9.92 853 9.19 a m 859 8.34 8.10 7z 9"x0082x0.30E 21N 1902 1701 15.53 1438 1345 12.68 1203. 11.47 1095 10.55 1D.17 9.82 9.51 9.23 897 2". 10" x 0.092 x 0,389 26.38 22.85 20.44 1896 17.27 16.16 15.23 11.45 13.71 13111 1287 1221 1190 11.42 1108 10.77 2x3 Tilt Boon Wtx208 689 5.9E 5.33 4.8E 4.50 4.21 3.97 377 3.59 3.M 330 318 308 298 2N 281 Tt Beam W 1 OB 8 48 7.35 6.57 600555 5 4.90 1.65 4.43 4. 1 4. 3 93 3.79 3.67 3.58 3 46 Table 5.15 Isolated Footing Requirements -Maximum Tributary Roof Area for Carports & Patio Covers (sf) , Exposure B Isolated Footing Wind Speed - Exposure B 100 110 120 130 140 150 2'-0" x 2'-0" x 2'-0" 90 82 69 60 53 45 2'-6" x 2'-6" x 2'-0" 188 170 144 125 110 94 3'-0' x 3'-0" x 2'-0" 270 245 208 180 159 135 T-0" x 3'-0" x 2'-6" 338 307 260 225 199 169 T-6" x 3'-0" x 2'-6" 459 418 353 306 270 230 3'-6' x 3'-0" x 3'-0" 551 501 424 368 324 276 4'-0" x 4'-0" x 3'-0" 720 655 554 480 424 360 4'-0" x 4'-0" x 3'-6" 840 764 646 560 494 420 4'-V' x 4'-0" x 4'-0" 960 873 738 640 565 480 Note: See Table 5.19 for Tributary Roof Area limitations due to foundation anchors. Table 5.16 Isolated Footing Requirements - Maximum Tributary Roof Area for Carports & Patio Covers (sf) , Exposure C Isolated Footing Wind Speed - Exposure C 100 110 120 130 140 150 2'-0" x 2-0" x 2'-0" 75 60 50 43 38 32 2'-6" x 2'-0" x 2'-0" 156 125 104 89 78 67 3'-0" x 3'-0" x 2'-0" 225 180 150 129 113 96 3'-0" x 3'-0" x 7-6" 281 225 188 161 141 121 3'-6" x 3'-6" x 2'-0" 383 306 255 219 191 164 3'-6" x 3'-6" x T-0" 459 368 306 263 230 197 4'-0" x 4'-0" x T-0" 600 1 480 400 343 300 257 4'-0" x 4'-0" x X-6" 700 1 560 467 400 350 300 4'-U' x 4'-0" x 4'-0" 800 1 640 533 457 400 343 Note: See Table 5.19 for Tributary Roof Area limitations due to foundation anchors. Table 5.13 Maximum Tributary Roof Area per Post for Carports & Patio Covers, Exposure B Wind Speed - Exposure B Column/ Post Height(ft) 100 110 120 130 140 160 3" x 3" x 0. 045 x 0.045 Scalloped Post 8 423 385 326 282 249 212 10 287 261 221 191 169 144 12 211 192 162 141 124 105 14 163 148 126 109 96 82 3" x 3" x 0. 093 x 0.093 Post 10 538 489 414 358 316 269 12 394 358 303 263 232 197 14 305 277 234 203 179 152 16 245 223 188 163 144 123 18 203 184 156 135 119 101 20 172 156 132 115 101 86 3" x 3" x 0. 125 x 0.125 Post 10 686 624 528 457 404 343 12 503 458 387 336 296 252 14 389 354 300 260 229 195 16 313 285 241 209 184 157 18 259 236 200 173 153 130 20 220 200 169 147 129 110 4" x 4" x 0. 125 x 0.126 Post 10 922 839 710 615 543 461 12 677 615 521 451 398 338 14 524 476 403 349 308 262 16 421 383 324 281 248 211 18 349 317 268 233 205 174 20 296 269 227 197 174 148 22 255 232 188 170 150 127 24 223 203 172 149 131 112 Note: See Table 5.19 for Tributary Roof Area limitations due to foundation anchors. Table 5.14 Maximum Tributary Roof Area per Post for Carports & Patio Covers, Exposure C Wind Speed - Exposure C Coumn/ Post Height (ft) 100 1 110 120 1 130 140 1 150 3" x 3" x 0. 045 x 0.045 Scaflo 4 d Post 8 353 282 235 1 202 176 151 10 239 191 160 137 120 103 12 176 141 117 100 88 75 14 136 109 91 1 78 Be 58 3" x 3" x 0. 093 x 0.093 Post 10 448 358 299 256 224 182 12 328 263 219 188 164 141 14 254 203 169 145 127 109 16 204 163 136 117 102 88 18 169 135 113 97 85 72 20 143 115 95 82 72 61 3" x 3" x 0. 125 x 0.125 Post 10 572 457 381 327 286 245 12 419 336 280 240 210 180 14 325 260 216 185 162 139 16 261 209 174 149 131 112 18 218 173 144 124 108 93 20 183 147 122 105 92 78 4" x 4" x 0. 125 x 0.125 Post 10 769 615 512 439 384 329 12 564 451 376 322 282 242 14 436 349 291 249 218 187 16 351 281 234 201 175 150 18 291 233 194 166 145 125 20 248 197 164 141 123 108 22 212 170 142 121 106 91 24 1 186 1 149 1 124 106 93 1 80 Note: See Table 5.19 for Tributary Roof Area limitations due to foundation anchors. w U N IY Cn LU a Of s o U (no ,0 CO O U O oo cc Lu J M 00 F Co I J NiZU W Z 3Q0 Q O HlL N J w J Q C O N W N J U Q Z EL O W o YY Y Q w o UIII W W O 41IW Z 0 n 0 3 4 0 Z N 0m HZ Q W W C O V) V) Of L1.J 0 U O Q V) If) O Z Of W Q Q w pQUJ X _ cU a UQ DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE 0 AUTHORIZATION N . 8120 Ashley Alumir , LLC P.O. Or 539Eh_ Table 5.11 Minimum %" Diameter Thru-Bolt (in double shear) Requirements for Roof Beams and Wall Uprights (unless otherwise noted in details) Exposure B, All Conditions Table applies to Exposure B and heights up to 30 feet. r-- Wiwi Cronrf lmnhl - Inn mnh oseeeoosseeseene aes ses asses© ennnnn oeeseeseoese©©© Table applies to Exposure B and heights up to 30 feet. weA 1-1 = 11n mnh ses eesl sesessee eessoeseses©©©© eoosee©©©©© eeseseoaoe©©©© Table 5.12 Minimum Y." Diameter Thru-Bolt (in double shear) Requirements for Roof Beams and Wall Uprights (unless otherwise noted in details) Exposure C, All Conditions Table applies to Exposure C and heights up to 15 feet. fle.. 1NinA CnnnA /m nhl = 1nh mnh seesess aess ienn seeeeseoaeesesn© seeeoose©©©©©©©© OD©©©©©©SeOess fl ees!ess Table applies to Exposure C and heights up to 15 feet. M-i - 1xI:..A e--- A 1-1 - 11 r1 mnh seaesesosessaAse seeeseoesees©©©© Table applies to Exposure B and heights up to 30 feet. r .1— Ulivl Q.— /mnh, = 17n mnh essseoesseeesnnn eese ee sses en ooesnnn Table applies to Exposure B and heights up to 30 feet. oessoesesosesn©© oseessessooe©©© neeennn Table applies to Exposure C and heights up to 15 feet. i.. .... m.J.1 - — m..h ossessessseasn©© oes000eoo©©©©©©© Seseese©© eeo000©©©©© Table applies to Exposure C and heights up to 15 feet. rbeinn Wim CnnnA lmnhl = 1,%n mnh eseseesssee©©©© eoosee©©©©©©©©©© eee©©©©©©©©©©©©© Ef©©Ef©oeeoe©©©©©© see©©©e eoe000e Table applies to Exposure B and heights up to 30 feet. Oeeeee0eseeedee0 oeseseoossee©©©© moose©©©©©©©©©©©©© eee©eosossennn oeeeeoe00000©©© o©oeeoe©©o©©© o©ooee©©©©©oeeoe woes©©©©©©©©©©©©© Table applies to Exposure B and heights up to 30 feel. ems Im..h1 - 1sn m.,h RMoss00000ee©©©©©© ass©©©©©©©©©©©©©e eee©© eee©©ennn eee©oseosee©©© eeoose©©©©© e©©ooee©©©©©©en eee©©©0000eneo s000e©©©©©©©©©©© Table appHes to Exposure C and heights up to 15 feet. essees a Ess s oeeoe©©©©©©©©©©© es s©©oeese000nn Table applies to Exposure C and heights up to 15 feet. n ur,..A c..e.A Imnh1 = I mnh sere©©©©©©©©©©©© t 1©ooee©©©eseese eee©©©©es000000 rnwU L 1 LLJN w 0 a_ I U N '0 co U O uu LL -jcc) nH U d ODZZoFOy3a = x N ~ W LL p — J in w wJ Q C y J U cj) Q Q 0 1 Z O z> wo wo V m 0 W o Z LLO 0 m 3 U Z N Q w 0 0 0 co cNn cl_ W 0 0 Q L 0 Q:w0 LLJ z w w QQ p Q U U a U Q DO PEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE QF, AUTHORIZATION N, 120 Ashley Alu LLC P.O. Draw 1539 Tampa; 33r>t 4x Fz Table 5.9 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 Tributary Width 3.00 4,00 5.00 6 00 6.50 7.00 800 900 Self -Mating Beams SMB 2" x 4" x 0.046 x 0.100 2 2 3 3 4 4 4 5 2"x5"x0.050x0.116 2 3 3 4 4 4 5 5 2" x 6" x 0.050 x 0.120 3 3 3 4 4 4 5 5 2" x 7" x 0.055 x 0.120 3 3 3 4 4 4 5 5 2" x 8" x 0.072 x 0.224 3 3 4 1 4 1 5 1 5 6 6 2" x 9" x 0.072 x 0.224 3 3 4 5 5 5 6 6 2"x9"x0.062x0.306 3 4 4 5 5 5 6 7 2" x 10" x 0.092 x 0.389 1 4 4 5 5 6 6 7 7 b) # 10 Screws All Roofs / Exposure B / Up to 150 mph Beams Tributary Width 3.00 4.00 5.00 6.00 6.50 7.00 8.00 9,00 Self -Mating Beams SMB 2"x4"x0.046x0.100 3 3 3 4 4 5 5 6 2" x 5" x 0.050 x 0.116 3 3 4 4 5 5 5 6 2"x6"x0.050x0.120 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"x9"x0.072x0.224 4 4 5 5 6 1 6 1 7 7 2" x 9" x 0.082 x 0.306 4 4 5 6 6 1 6 1 7 8 2" x 10" x 0.092 x 0.389 4 4 1 5 1 6 6 1 7 1 8 1 8 c) # 12 Screws Ali Roofs / Exposure B / Up to 130 m h Beams Tributary Width 3.00 4.00 5.00 6.00 6.50 7.00 8,00 9,00 Self -Malin Beams SMB 2" x 4" x 0.046 x 0.100 2 2 2 3 3 3 4 4 2" x 5" x 0.050 x 0.116 2 2 3 3 3 3 4 4 2" x 6" x 0.050 x 0.120 2 2 3 3 3 3 4 4 2" x 7" x 0.055 x 0.120 2 2 3 3 3 4 4 4 2" x 8" x 0.072 x 0.224 2 3 3 3 4 4 4 5 2" x 9" x 0.072 x 0.224 2 3 3 4 4 4 5 5 2" x 9" x 0.082 x 0.306 1 2 3 3 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 / 6 osure B / Up to 150 m h Beams Tributary Width 3,00 4,00 5.00 600 6.50 7.00 8,00 9.00 Self -Malin 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"x6"x0.050x0.120 2 3 3 4 4 4 5 5 2" x 7" x 0.055 x 0.120 2 3 3 4 4 4 5 6 2" x 8" x 0.072 x 0.224 2 3 4 4 4 5 5 6 2" x 9" x 0.072 x 0.224 2 3 4 4 5 5 5 1 6 2"x9"x0.082x0.306 3 3 1 4 4 5 5 6 6 2" x 10" x 0.092 x 0.389 3 3 4 5 5 5 6 7 Table 5.10 Minimum Screw Requirements (each side of connection) for Roof Beams and Wall Uprights (unless otherwise noted in details), Exposure C Note:To determine the number of lag screws or masonry screws required to fasten beam to host structure, take half the value in the table and round up to the nearest number. e) # 10 Screws All Roofs / Exposure C / Up to 130 mph Beams Tributary Width 3.00 4.00 500 6.00 6.50 7.00 800 900 etf-Malin Beams SMB 2" x 4" x 0.046 x 0.100 3 3 4 5 5 6 6 7 2"x5"x0.050x0.116 3 4 4 5 5 6 7 7 2" x 6" x 0.050 x 0.120 3 4 5 5 6 6 7 8 2" x 7" x 0.055 x 0.120 3 4 5 5 6 6 7 8 2" x 8" x 0.072 x 0.224 3 4 5 6 6 7 8 8 2" x 9" x 0.072 x 0.224 4 4 5 6 7 7 8 9 2" x 9" x 0.082 x 0.306 4 5 5 6 7 7 8 9 2"x10"x0.092x0.389 4 5 6 7 7 8 9 9 1) # 10 Screws All Roofs / Exposure C / Up to 150 mph Beams Tributary Width 3.00 4.00 5.00 6.00 6.50 7.00 8.00 9.00 Self -Mating Beams SMB 2"x4"x0.046x0.100 3 4 5 6 7 7 8 9 2" x 5" x 0.050 x 0. 116 3 4 5 6 7 7 8 9 2" x 6" x 0.050 x 0.120 4 5 6 7 7 7 8 9 2" x 7" x 0.055 x 0.120 4 5 6 7 7 8 9 10 2" x 8" x 0.072 x 0.224 4 5 6 7 8 8 9 10 2" x 9" x 0.072 x 0.224 4 5 6 7 B 8 9 10 2" x 9" x 0.082 x 0.306 4 5 7 8 B 9 10 11 2"x10"x0.092x0.389 5 6 7 8 9 9 10 1 11 g) # 12 Screws Al Roofs / Exposure C / Up to 130 mph Beams Tributary Width 3,00 4.00 500 600 6.50 7.00 8.00 900 elf -Malin Beams SMB 2" x 4" x 0.046 x 0.100 2 2 3 3 3 4 4 5 2" x 5" x 0.050 x 0.116 2 2 3 3 4 4 4 5 2" x 6" x 0.050 x 0.120 2 2 3 4 4 4 5 5 2" x 7" x 0.055 x 0.120 2 3 3 4 4 4 5 5 2" x 8" x 0.072 x 0.224 2 3 3 41 4 4 5 6 2" x 9" x 0.072 x 0.224 2 3 4 4 4 5 5 6 2" x 9" x 0.082 x 0.306 21 3 4 4 4 5 5 6 2" x 10" x 0.092 x 0.389 3 3 4 5 5 5 6 6 h) # 12 Screws All Roofs / Exposure C / Up to 150 mph Beams Tributary Width 3.00 4.00 5,00 6.00 6,50 7.00 8.00 9.00 Self -Mating Beams SMB 2" x 4" x 0.046 x 0.100 2 3 3 4 4 5 5 6 2" x 5" x 0.050 x 0.116 2 3 4 4 5 5 5 6- 2" x 6" x 0.050 x 0.120 2 3 4 4 5 5 6 6 2"x7"x0.055x0.120 2 3 4 4 5 5 6 6 2" x 8" x 0.072 x 0.224 3 3 4 5 5 5 6 7 2" x 9" x 0.072 x 0.224 3 3 4 5 5 6 6 7 2"x9"x0.082x0.306 3 4 4 5 5 6 6 7 x 0.092 x 0.389 3 4 5 5 6 1 6 1 7 1 7 Table 5.17 Minimum Concrete Slab / Turn -Down Slab Requirements All Roofs / Exposure B / Mean Roof He' ht Up to 30 Feet Monoldhic Foundations Maximum Roof Spans ft Reinforcement Height in Width in 20 m 130 m 140 m 50 m 4" Nominal Thick Slab Only 15 13 12 10 x 6 x 10 x 10 WW 8 8 542 F 20 18 15 15 1 - #5 bar continuous 8 12 24 21 18 18 2 - #5 bar continuous 12 12 31 27 23 23 2 - #5 bar continuous 12 16 35 31 27 26 2-#5bar cordinuous1616413631312 - #5 barcontinuous All Roofs / Exposure C / Mean Roof eiclht Up to 15 Feet Maximum Root Spans ft Reinforcement Heightin Width in 00U 120 m 130 m 140 m 150 m h' 4' Nominal Thick Slab Orgy1 13 11 10 9 x 6 x 10 x 10 W W 8 8 17 15 13 15 1 - #5 bar continuous 8 12 20 17 16 18 2 - #5 bar continuous 12 12 25 22 20 23 2 - #5 bar cont nuous 12 16 29 26 23 26 2 - #5 bar continuo16 16343027312-#5 continuous Table 5.18 Minimum Perimeter Concrete Footing Requirements All Roofs / Exposure B / Mean Roof Height Up to 30 Feet Height ( in) ffidth (in) Maximum Roof Spans ft) Reinforcement 100 m 10 m 120 m 30 m 140 mph 150 rmph 8 8 18 16 14 12 11 9 1 - #5 bar continuous 8 12 25 23 19 17 15 13 2 - #5 bar continuous 12 12 35 32 27 23 21 16 2 - #5 bar continuous 12 16 45 41 35 30 26 23 5 bar continuous 16 16 58 53 45 39 34 29 5 barcontinuou All Roofs / Ex osure C / Mean Roof Height Up to 15 Feet Height ( in) Width (in) Maximum Roof Spans ft Reinforcement 100m 110m 120m 30m 140m h150m 8 8 17 14 12 10 9 8 1 - #5 bar continuous 8 12 24 19 16 14 12 11 2 - #5 bar continuous 12 12 34 27 23 19 17 15 2 - #5 bar continuous 12 16 44 35 29 25 22 19 2 - #5 bar continuou 16 16 56 45 37 32 28 25 P - #5 bar continuou Table 5.19 3"X3" & 4"X4" Post to Foundation Connection Detail for Maximum Tributary Roof Area per Post, Exposure B & C Max. Tributary Roof Area for Post sf) DETAIL # 150 C1, C2, C3, C4, C5, or C6 200 C2, C3, C4, C5, or C6 400 C3, C4, C5, or C6 450 C3, C5, or C6 500 C5, or C6 700 C6 700 Site Specific NOTE: EMBEDED POST INTO FOUNDATION CONNECTION DETAILS SHALL HAVE A MAX. TRIBUTARY ROOF AREA CAPACITY LIMIT OF 700 SF. TRIBUTARY ROOF AREA MAY BE LIMITED BY FOOTING TABLES 5.13-5.16 U Uj N w J J LU O J of Z co o r) w O J W LL LL co J - N) Z U z 3 a oz x QON - J LL n w w ~ JxQ o to v JU 2 0 aZ 5, NO WZ r WoII J Q W U W m w in w O Z 0) m Z O 0 N m Q I- w Cn 11 w O U O i- Q a L Q Li0 Z LLI W p a- Q Q Q i- U U a U Q DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE AUTHORIZATION NkX 8120 Ashley Alurnko. LLC P. O. Dra er 539 Tampa, 336 ti/ m N THIS ROOF AREA TTRIBUTABLE T TRIBUTARY WIDTH EDGE BEA > + HOST STRUCTURE N r J VERHAN w p J U N 'o co OZ. OZcc co 3" RISER OR COMPOSITE ROOF PANELS as n a w J J < 61W / / / / / / / / / Xi / / / / f p xcn L. G Q O > HCL Lw 00 w ; / / / / / / / / / / / / / V) 2 1 w N Q n _ m 1./ / O0 / i i< O •T n Q \7 N Z / / / / / / / / / / I m / / / W N ` F W y X Z LL EAM SPAN POST SPACING = w / / / / / / / / / X / / / / a En o /////////XI//// A Q 1 30% MAX EDGE BEAM SPAN & POST SPACING 30% MAX o V O OF BEAM SPAN REFER TO BEAM SELECTION TABLE 5.7 & 5.8 OF BEAM SPAN PLAN VIEW -SHED TYPE ATTACHED COVER 3" RISER OR COMPOSITE PANEL ROOF EDGE BEAM SEE TABLE 5.7 & 5.8 OST (TYP) Q SCHEMATIC PARTIAL PLAN 1 TRIBUTARY LOAD WIDTHS J w o Ld ROOF PANEL CLEAR SPAN y Y U LJJALLOWABLESPANPERTABLE o in ITRIBUTARYWIDTHEDGEBEAMp Z c 1/2 SPA 1/2 SPAN VERHAN ; 4 Z SEE m Z n FOOTING TABLE m' Q Li a _ ao ffi cn ROOF CONNECTS FRONT ELEVATION -SHED TYPE ATTACHED COVER \ TO HOST WALL EDGE BEAM c ROOF PANELS LLJ N > ROOFOVERHANG ROOF PANEL CLEAR SPA AI 0 O X POSTS 0 FOUNDATION ALUMINUM ROOF PANELS QTABLE5.1-5.6 SLOPE ti : • s . .;c . . r.:. : • • ,. ; . . 0W OVERALL PROJECTION~ w v I—U uim BEAM TO / SCHEMATIC SECTION / TRIBUTARY LOAD WIDTHS w p Q Q 0 U- POST DETAIL7 J U QpDETAILR2 & R3 U w EDGE BEAM w (REFER TO TABLE 5.7 & 5.8) Z DO YEON KIM, P.E. r- FLA. REG. NUMBER 49497 p,w CERTIFICATE C AUTHORIZATIONTHOfIIZshleyAAuON V. 81C20 Ln DETAIL C1 THRU C6 o POampa$3 53 4 K • •... \ , t TYPICAL SECTION - ATTACHED COVER / CARPORT V C 2 2 Z p U OPEN OPEN OPEN 0 a THIS ROOF AREA Tn,oiiT. ov unnTu I IKIt$UTAbLt I HOST STRUCTURE INTERMEDIATE BEAM IKIt§UIAKT WIUIM tL)Ut dtAIVI VERHAN a ROOF N a CONNECTING TO HOST l w EAVE/FASCIA w m Q\ \ \ \ \ Im v i•\ \ \ \ \ fm w/ a tiz\ a p SCHEMATIC PARTIAL PLAN / TRIBUTARY LOAD WIDTHS 1/2 SPANS]/ 2 SPA ROOF CONNECTS TO HOST EAVE/FASCIA ERHANG ROOF PANEL CLEAR SPAN ALLOWABLE SPAN PER TAB] FOUNDATION—\ WIDTH EDGE SEAM TRIBUTARY WIDTH EDGE BEAM 1/2 SPA 1/2 SPAN--OVERHANG- ROOF PANELS INTERMEDIATE BEAM EDGE BEAM ROOF PANEL CLEAR SPAN4—ALLOWABLE SPAN PER TABLE J1 OVERALL PROJECTION SCHEMATIC SECTION / TRIBUTARY LOAD WIDTHS POSTS TRIBUTARY WIDTH TRIBUTARY WIDTH EDGE BEA INTERMEDIATE BEAM rVERHAN mw¢ci m P-, WF- F S.Z m a Sr,NU 0 X LROOF CONNECTIN TO HOST PERIMETER WALL a Z Ln WaLd amm vaiw u ma 00maoLu Za aN Z N < a a< m oL' iH Ima rnw-p awe POST ( TYP) EAM SPAN / CARRIER BEAM (REFER TO TABLE SCHEMATIC PARTIAL PLAN / TRIBUTARY LOAD WIDTHS TRIBUTARY WIDTH EDGE BEAM TRIBUTARY WIDTH EDGE BEA 1/ 2 SPAN 1/2 SPAN 1/2 SPAN 1/2 SPAN--OVERHANG— ROOF PANELS ROOF CONNECTING TO INTERMEDIATE BEAM HOST PERIMETER WALL 7EDGEAM CARRIERBEAMROOF PANEL CLEAR SPAN ALLOWABLE SPAN PER TABL FOUNDATION ROOF PANEL CLEAR SPAN LOWABLE SPAN PER TABL PROJECT] SCHEMATIC SECTION / TRIBUTARY LOAD WIDTHS Ln w CIOo w CJ cf)'D c O Z n .0 o J w J c coru- U m Z0- Z X aoh w i J Y Ln Q V / 0 q Lu Q) J U Of V) o Q O Z O z Lu - w o Q z Z m L1J UMw N yUj a)l U O Q 0 4 m Z O N r mo w n Ld O U U Q Ln 11 w0 LLJ z w a- Q Q wo Q U 0) Q UQ DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF: — AUTHORIZATION .` 5120 Ashley Alumint,LtD, LLC P. O. Draw 398 t Tampa, F6 4 Beam Size Beam St 11NiaqScrew • 24" 0.c. rx4•x o.wxD.10D 98x K' r. r. e.eeo, o.lm OtO x'K' r.r. 0.a66.D 1. 010 xi6' r, rx 11.072. 0.224 12 x4L' r.r. 0.072.0-M i12x%' r. r. a.m.o i14x% r.la•, 0 P2.aJtl 14 X%' SCREW 1' ' MIN. EDCI DISTANCE BEAM STITCHING SCREW O 24' O.C. TYP. TOP AND BOTTOM OF SMB) 1)-/1Ox-' O 12' O.C. OR , \ 1)-/14x34 O 24' O.0 S.M.S. 6 AT MID -HEIGHT OF BEAM PER i 20 FOOT OF TRIBUTARY WIDTH F ON EACH SIDE OF BEAMS 1 I 1)-#BxV S.M.S. O 24' O.C., TOP & BOTTOM 6 IIII EQUALLY TYP.) PROOF BEAM DOUBLED CARRIER BEAM CARRIER BEAM SE 0.040' MIN. THICK ANGLE (EACH SIDE) SEE TABLE 5.7 k 5.8 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 5.9 k 5.10 NOTE TOTAL NUMBER OF FASTENERS ON ROOF BEAM SHALL BE SAME NUMBER USED TO CONNECT TO THE CARRIER BEAM. USE TABLE 5.11 h 5.12 IF THRU-BOLTED CONNECTION. TYP. CARRIER BEAM TO BEAM CONNECTION BEAM EDGE AN FR 1' EDGE/CARRIER BEAM j x' 0 x 2)r LONG WOOD LAG SCREW OR 1[' 0 x 2W LONG MASONRY ANCHORS PER TABLE 5.9 k SAO HOST STRUCTURE ANCHORS EQUALLY SPACED (TYP.) HOST STRUCTURE (MASONRY OR WOOD) r 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 5.9 k 5.10 NOTE TOTAL NUMBER OF FASTENERS ON ROOF BEAM SHALL BE SAME NUMBER USED TO CONNECT TO THE CARRIER BEAM. USE TABLE 5.11 k 5.12 IF THRU-BOLTED CONNECTION. TYP. BEAM TO HOST STRUCTURE CONNECTION POST TO FDN. CONNECTION, SEE TABLE 5.19 4' NOMINAL CONCRETE SLAB (2500 PSI, MIN.) W/ 6 x 6 x 10/10 W.W.M. OR FIBER REINFORCED SEE TABLE 5.17 FOR MAX ROOF SPANS 24' MIN. FROM EDGE OF SLAB OF GRADE S 10' i • f SLOPE _. .._......_ COMPACTED OR UNDISTURBED SOIL/SAND VAPOR BARKER (OPTIONAL FOR SCREEN ENCLOSURES) DETAIL 1: TYP. SLAB FOOTING SEE TABLE 6.17) COAT IMBEDED LENGTH OF POST W/ BITUMINOUS PAINT ST, SEE TABLE 5.14 3 5.15 BAR 12' LONG THRU POST POST TO FDN. CONNECTION, SEE TABLE 5.19 4' NOMINAL CONCRETE SLAB 2500 PSI, MIN.) W/ 6 x 6 x 10 / 10 W.W.M. OR FIBER REINFORCED T n APPROAMATE . • .d • p 6 GRADE • • 4 € A• , Al s ,.. j.;.. y II1 FOOrNG NDTN ( SEE TABLE 5.17 DETAIL 2: TYP. TURNDOWN SLAB FOOTING SEE TABLE 6.17) m ®3 7 1 1 U3 1 2 - 05 REBAR, CONTINUOUS SEE TABLE 5.18) FOOTING WIDTH SEE TABLE 5.18 DETAIL 5: SECT10N / CONTINUOUS PERIMETER FOOTING Fa FASTDM MXLWsDrL III 1A61E 111 A &'1 61EW AND P96T SM IE TAIlx S7 A 6J, 6J • n10}-/ 10101 POST AS IDA F1D]7N10 otAllroFar DHDx M DETAIL io i, PAN OR B•OIR PA IDE X r LOI x Oa6U• III T S1RAP 02 aR eanr-te w1a') rm (2) x )F S - Sox: 1J c"'EMOE SIDE NOTCH TO CARRIER BEAM CONNECTION IC011 I'm DETAIL F0, PAN a VQIa PAIE3J F0, FASIDIID PIDWA31UNM M TAM 111 •112 61EAM AID Fosr WIOi "117 Al IEOJ CENTER NOTCH TO CARRIER BEAM CONNECTION COMPACTED OR UNDISTURBED SOIL/SAND VAPOR BARRIER (OPTIONAL FOR SCREEN ENCLOSURES) REBAR, CONTINUOUS E TABLE 5.17 FOR QUANTITY) FDN. CONNECTION, 5.19 GRADE e 4 4 \ COMPACTED OR UNDISTURBED SOIL/SAND ur) Q, • . A • 4 t .' E 5 REBAR, CONTINUOUS SEE TABLE 5.18 FOR QUANTITY) FoonNc mDTH DETAIL 3: TYP. CONTINUOUS PERIMETER FOOTING SEE TABLE 5.18) POST. SEE TABLE 5.19 COAT IMSEDED LENGTH OF POST W/ BITUMINOUS PAINT 5 BAR 12- LONG THRU POST 4 NOMINAL CONCRETE SLAB 2500 PSI, MINW/ 610 W.W. M. OR FIBER REINFORCED ON WELL COMPACTED SOIL 2 1 i A Ji d 1 A A: 2 EACH 05 REBAR. CONTINUOUS SEE TABLE 5.17 FOR QUANTITY) F DTI+ sEE r s.n DETAIL 4: FOOTING DETAIL PATIO SLAB WI MONOLITHIC EDGE FOOTING) In U Of J O Lu En WLu Q_=-1q. i c.7 ( n 1D DO O W OF00 Do W ITJ to Z V a Z N N Q 2 x OH D_ Q N Lu LL Y Lo W W cn Q CO NW - J U Q Q rl/ ZLL y p Lu M Zi LJJ m 0 x p U Z O O Q Z CV Q W W 00 (= n ry w O U O nQn ( n L L LC) Q Ct w0 Z LLJ a- Q Q w O Q U U a- u Q C d DO PEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE 06, AUTHORIZATION NQ. 0120 Ashley Alumin l LLC P.O. Drawer f539 Tampa, FL" W6844 L 6)-P2x%- S.M.S., 3 EACH LEG i(,• MIN. C-C SPACING (TYP.) OR (2)-%•0 THRU BOLTS HOLLOW POST COLUMN (MIN.) 3• BASE INSERT W/ Vr LEG Ib• THICK 8063-TO ALLOY (TYP.) 2)-W • (MAX.) CONCRETE ANCHOR, 2%- MIN. EMBEDMENT (TYP.), OPPOSITE CORNERS DETAIL C1: TYP. 3x3 POST W/ BASE INSERT TO FDN. CONNECTION NOTES 1. V • CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2800 LBS. 10)-j12iV.- S.M.S., 5 EACH LEG MIN. C-C SPACING (TYP.) OR (3)-%-0 THRU BOLTS }• x}' HOLLOW POST COLUMN (MIN.) 3• BASE INSERT W/ 1V LEG b• THICK 6063-TB ALLOY (TYP.) 4)-%* 0 (MAX) CONCRETE ANCHOR, 2% MIN. EMBEDMENT (TYP.), OPPOSITE CORNERS 4 DETAIL C4: TYP. 4x4 POST W/ BASE INSERT TO FDN. CONNECTION NOTES 1. %' 0 CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 22DO LBS AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2800 LBS HOLLOW POST 0 THRU BOLTS W/ WAS ANGLE 5052-H32 4GER ALLOY ONCRETE ANCHOR (TY SECTION SIDE VILIV DETAIL C2: TYP. 30 POST W/ BASE INSERT TO FDN. CONNECTION NOTES 1. w 0 CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2800 LBS. 4•x4• HOLLOW POST 3)-%- • THRU BOLTS W/ WAS 6• THICK ANGLE 5052—H32 OR STRONGER ALLOY 0 CONCRETE ANCHOR (7)1 SECION SIDE VIEW DETAIL CS: TYP. 4x4 POST W/ BASE INSERT TO FDN. CONNECTION NOTES. 1. %' CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LBS AND MINIMUM ULTIMATE SHEAR CAPACITY OF 28M LBS IOLLOW POST THRU BOLTS W/ WAS ANGLE 5052-1132 1GER ALLOY ONCRETE ANCHOR (TYI SECTION SIDE VIEW DETAIL C3: TYP. 3x3 POST W/ BASE INSERT TO FDN. CONNECTION NOTES 1. V R CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 22DO LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 28DO LBS. 4'x4' HOLLOW POST 4)-%- 0 THRU BOLTS W/ WAS THICK ANGLE 5052-1132 OR STRONGER ALLOY 0 CONCRETE ANCHOR (TY7 SECTION SIDE VIEW DETAIL C6: TYP. 4x4 POST W/ BASE INSERT TO FDN. CONNECTION NOTES 1. %- 4 CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 28M LBS wU N Q 1 C -Z 2 Z O U O J y H J COw i J LL r7 Z v zs 7 Q K ON ~ J LL L0 lur wJ LoQ CO N a J v U 2 O r Z E ' s O z W o Q WO V m m 0w VU U IUU z o 3 coz co tN F- W 0 0 0 (n W O U O Q O U z L a QQ LLI U Q U U a- U Q DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF,, AUTHORIZATION N0k 8120 Ashley Alumin rl1 LLC P.O. Drawer5398:, Tampa, 36E ROW ONE PANE. ".) 1 I 11 AO' OR IGO9Low!LaM0E'/ MNIM3 T I ( TIP.) T• 1•.: 7,. y +++uuw '• .••a ta,N.l ON Nauo. POST Yd H101A a78ER DETAIL 10: MONO SLOPE ROOF SIDE WALL HEADER CONNECTIONS W. A., OR BRAIQ ROOF NEAM CR R C OMISEi (nOM' HL RSom" MOI HEL I)< IEARFIO LEM LLAK E/ APOSITE ROOF PANEL ECtRE FATOA ro EACH RAFTER TK W/ (I)-X•r 4• LOW PAN HEAD WO SCREWS YOUR ATTAOMO HOOF K/IDI/% CHANNEL SYS W/ NIFOIIAI r• / WASEII AWO IF LE RA IYSETW lY aC 1.A ! PO TCP CLEARANCEf• , y Jr r a Zr LOW) WOO) • ' FASTCEN6 USE FIOW SSW/ I r 0 RIECER LAO somm E SC n0 NAL }• .'? W/ SER AWO REOREIF aAWET • IY 6c H TOT * UNIONISTSYa aw Rpm) TYP. 3' COMPOSITE ROOF PANEL TO HOST FASCIA 1• SEALANT i• '' amraffE low PANG r 1< .. 3; UNO WOOD W SOEW OR r r . TA' LOW; mom" ANODRa E SP an MAX t.i• SCP /- ROOF CM PANEL N LUr RRN Roa PAINTS YMlOI ." IFDIRI .w Lu W 11J W 24' CUM FOR OPC41NE F A o 1C na fUl t Q O Z N .O Co Z 00 W2 M LL C. Yd IF.wRJ N) j Z 4P w IV5 0 NF LU LL J DETAIL 4: TYP. 3" RISER ROOF PANEL TO Lf) w PARALLEL HEADER CONNECTION Q NEA[ EN (M) /lbf' S1LS W/ 1R• r ORMCC) Y CJ11 E PAIE1! FORA WAStFR AID 1[ONmE aANEf EAOI IEO.) E4ETON7OOB'OI B ffi (TIP.) ' a RE EXPOSURE a AND 1!' at Y . Y r BY r LDID ANON EACH SIDE .) a EORVAtENr REOCSWD aAISEt ar.E COLUMN a HOLLOW POST HIOLDW POST Yd HEAOP J )Y YNEL NTH NK DETAIL 1: SECONDARY POST TO HEADER CONNECTION OPTIONS DETAIL 4: TYP. 3" COMPOSITE ROOF PANEL TO PARALLEL HEADER CONNECTION EAIAPR ERRSOED ON WAIF-FVliD ROOF HEAOR OR REm1. N0 ONAMQ (aOM' Rl T Kwc !) MTII IK L{' EAIMO LZa YAC PNI ACYF BECIM TABOR TO -r# RECLft TAILW/ EACH , 4• L. PAN HEAD uo SOWN IIFIUE ATTA010 A0OF IEAOR/ 1®NIO OWML LLS W/ RtIFISIK {r r M8E1 Am 4 NEOF16E aAyEIW lY aIti TO• ! BOFIOL IFNPROHIBITSOF CLEARANCE PROHIBITSINSTALLATIONOFT W • >K' IOi WOm FASTENERS USE AM• SILt N/ tX r iTlOF11 W DO • ar aG MAX RAINIER APO IFBRTE OANET B If na J IIR1 PSSCRR OERSOSTF a WDm) TYP. S' RISER ROOF PANEL TO MOST FASCIA 3)-/IZX W/ INTEGRAL WASHER AND NEOPRENE GASKET S.M.S. ALTERNATE DETAIL THRU BOXED END OF EACH PAN IN LIEU OF S.LLS. INTO HEADER LEG( S) _/ pJE' sALt W/ NTDBIAIWAlQ AID J I L... H106T s1RiCRRE ( NA'NDIETY OR SOCH) III[ aAWE1W IY aC. TOF • SOT IOIL F0£ ARANCE MPOHTS WBTALLAMN OF TOP FA5I M USE AIM• S W/ IV r "W"I CORDED C. BRA3E USED ROOF HEADER WASHER AND NEDP EIE BANaT • Ir at OR REa11S1C CHANNEL, (MOW MR. momm WIN OL Ur EARSD IS TYP. 3• COMPOSITE ROOF PANEL TO HOST STRUCTURE WALL DETAIL R2: ROOF PANEL TO HOST STRUCTURE CONNECTION DETAIL SFNANT PAN ROOF A1w' SMa W/ PTI!)7fI& M F WASHER AND NEOPRENE aAZWKM IY C.Q. TOP ! POfIOt F aL1ANNE PROHIBITS INSTALLATION OF TOP FASTENERS USE F C SLIS W/ Ir r FENDER WASHER AND NCWRM QASET • IY at J. •'4 ; L • •. IC ZC LOW WCOIS LAC SCREW OR 2r as MAX i• HRETs1IRcnWE ( WAaaM* OR SOCC) EIfTRDED 01 PRATE -FOR= NmOF NE OR RFOTSIO CHANNEL (MIMe MN THWOOESS) MTN LK lA' PE/JYO LEa TYP. 3' RISER ROOF PANEL TO HOST STRUCTURE WALL DETAIL R3: ROOF PANEL TO HOST STRUCTURE CONNECTION DETAIL SLOPE 0' 1 WET( ND11' NDTEIE c IY 6aSPECIESOVEISOPBRFCWRONMEA OVERILIwllRPAWEI.'RCHBEAMDETAILFORROOF PANS V 1a; 6w a,uTEAL[ R/ B—aN* . AID PER If WO[ PANEL, Ea AOID TYP. S.M. B. BEARING BEAM CONNECTION SaE MA k NE . roc (T) OC INni WAD SPEEDS OVER IA NPH USE ARGUE OTK FOR ROOF PARS PER I f uO IPA. 11- SPACED PER If NR TAMa [a A® (TIP.) PAM SECTION ENI ". WALL TrOOOS 0,01n TY. PATIO BECTION BEARING BEAM CONNECTION FOR WALL THICKNESS < 0.10') DETAIL R1: ROOF PANEL TO BEARING BEAM FASTENING DETAIL YI'W THRU BOLT W/ 1YA'-P WASHER 01 O.C. (TYPICAL) COMPOSITE ROOF PANEL 2'x2' X)6' ANGLE Y' LONG W/ 12 SMS O B' O. G (TYPICAL) ANGLE MAY BE OONTENUOUS NOTE THE 2'XrW ANGLE MAY BE ELIMINATED BY BOLTING THE COMPOSITE PANELS THRU THE SECTION SUPPORTING BEM(. COMPOSITE ROOF PANEL FASTENING DETAIL DETAIL R1 (OPTIONAL) I S. M.B. RE ON PG 5-49 AM STICHING. i X4'Xi'- O'PLATE STRAPSIOTH SIDES FER TO TABLE 5,11 R 5.12 R NUMBER AND SIZE OF ROUGH BOLTS 4'X4')W POST N W U O Z OTI LL O U 4 Z Q) m r M F u, Ljo In 0N Cr) LIJ 0 U 0 Q L0 11 W 0 z W Q Q W p Q F— U U U Q DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF{-' AUTHORIZATION N 8120 Ashley Alumin CA,L P. O. Drower 98 Tampa, FL 8 O DOUBLE BEAM FASTENING DETAIL 1 T OFFICE COPY