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HomeMy WebLinkAbout263 Wales Ct (2)Permit # __ 1615 Job Address: to8 W A4 S Description of Work: CAVPoRi' Historic District: & ID wing: CITY OF SANFORD PERMIT APPLICATION Date: Permit Type: Building il— 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: M—y-d— # of Stories: _t__ # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: Owners Name & Address: 41? 0 /YRS (Ae g-% I WAS; GT s j4 A, fogal, Contractor Name & Address: S 016 E)qr Al p /y A)JN 'GR _CP61)Vgr dr-It. 11,1e Phone & r Bonding Address: Mortgage Lender: Address: Arcbltect/Ennglueer: Address: / • J• 4 w r Application is hereby made to obtain a permit to do the work and installations as iudi, issuance of a permit and that all work will be performed to meet standards of all laws permit must be secured for ELECTRICAL WORK. PLUMBING, SIGNS, WELLS, I AIR CONDITIONERS, etc. Attach Proof of Ownership & Legal Description) Phone: yo ?' 92j State License Number: r6P wit bone: y Faz: that o 1 lion nced prior to the Iu co on n i 'uri i 'on. t deitnd that a separate I E TERS,.-Tand 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 management districts, state agencies, or federal agencies. Acceptance of permit is verification nthatlwill notify the owner of the property of the of o 7 3 r uakil a 1 , 1 105, Signature of Owner/Agent Date Signs rc ctor/Ag nt Date rrnt enA9W.Us Nam _ Print Contrac(or/Agent's Name 4) SiP3 No o Date Si -State of on Date -- r CoBBIE BLANTON MYOML-'CSIONi t EXPIRES: Feb uDD 1gg491,.OwFIMeort , ENPiir_ j+e naigwopme oDC fi Produce 'st APPLICATION APPROVED BY: Bldg: Z-7QZoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: EXISTING STRUCTURE -- cv ------------------------------------ - ------- EDGE OF EXIST ROOF ABOVE EXIST. ONCRETE SLA5\ QCCARPORTSCREENROOMr0 EDGE OF RO ® 4 — ABOVEZ 12 " 6 20'-0" ® 3'0x6'8 DOOR Actlin" WALL LAYOUT PLAN PLAN NOTES: SCALE:1 8 =1 —o 1. ALL FRAMING MEMBERS HAVE BEEN SELECTED USING TABLES AND CHARTS PROVIDED IN THE ATTACHED ENGINEERED DOCUMENTS 2. DESIGN WIND SPEED OF 130 M.P.H. 3" RISER PAN 2 x2 5 RACE f- 2 xl S.M. BM N cOL X 3" INSULATED PANEL SLOPED 1/2 "/ Ft—,, I- I I 12'-(o" 12'-(o" 0 6'- 6'-8" ro'-8 251-0" 7d, 20'-0" 40' -0" WALL ELEVATION "A" SCALE:1 8 =1 —0 o N M c>3 a oQ o coc` om ' 2 L M C p _U O a 0 U c E O O U N U CIO d a 0 a 0 ORAWiNG N0. SAIV,;01?cl ,04 MR - MR$ LJ4S7M A R ile. J s L fcf Rod H N a G AVOW/ o v General Notes and Specifications: 1. Conorate shal be minimum 28 day compressive strength of fc=25W psL 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) shelf hie an architect or engineer to verify host structure capacity. 5. The structures designed using this section she[ be limited to maximum spans and upright heights as shown. Structures with beam spans larger than 50 feet are strongly encouraged to have she - specific engineering. S. 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 / manufactured home built prior to 1994 shag use *fourth wall construction' or shall provide detailed plans of the mobile / manufactured Mine along with addition plans for she -specific review and seal by the engineer. This applies to all utility sheds, carports, and / or other structures to be attached. b. Fourth coal 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 frond wall beam. AN fourth wag frames shall have knee traces on both fourth coal 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 shag 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 well shall require skespecifuc engineering. The 20' is measured from the mobile / manufactured home to the outside of the beam wag and does not include overhang. 8. 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 paragal 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 bads. 10. For existing mobile homes that haw existing structures attached to them that are to be ahered 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 shag have ends clipped off for safety of clearung the gutter and the heads of screws through the gutter into the fascia shall be caulked. 13. When using sell -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. Spank 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 imitations and applicability as noted in Table 2DO2.4 and the research paper "Wind Loads on Screen Enclosures' sponsored by the AAF. More information is described in Appendix B Design Specifications, standards, and rates and in the Commentary. 16, Roof design pressures in Table 2002.4 are MWFRS loads. Component 8 Cladding loads fa roof panels are derived from enclosed and partially enclosed conditions after consultation with Dr. Tim Reinhold of Clemson University. 17. Minimum factored design pressure load shall be 10 psf. 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 6 Self -Drilling (TEK) Screws (Industry Standard Screws) Screw, Nominal Screw Diameter (in) Minimum Edge Distance Minimum Center to Center Distance s10 1l12 0.1 0.219 x• S74 1l4 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 Fx .- R FRn,+i"a A. = 19 of 3' Standing Seam Riser Roof Pans (3 d 5 Rib) Panel Thickness Factored Wind Design Pressure Psf) 0.026 0.032 0.D40 O.OSD Wind Speed Zone mph) 100 10.01-25.0 15.77' 17.69' 19.23' 22.24' 110 10.01-29.8 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 15.8u-07.8 12.471 14.88 16.90 1 20.07 150 17.8/-54.9 11.67 1 13,94 15.B5 1 19.79 3' Standing Seam Riser Roof Pans (3 d 5 Rib) Panel Thickness Factored Wind Design Pressure ps1r 0.026 0.032 0.040 DDSO Wind Speed Zone m 100 11.4/-34.9 15.09 17.69' 19.23' 22.24' 110 1 +13.W-41.8 13.53 16.11 1828 22.24' 120 16.2/<9.4 12.33 14.71 16.71 20.84 130 19.0/-58.1 11.20 13.40 15.24 19.04 140 22.1/-66.7 10.26 112.30 14.01 17.54 150 25.3/-76.8 9.45 1 11.36 1 12.96 16.26 Spans iintatP.a Dy t't31: actlectlon limits Table 5.2 Maximum Roof Spans for 3" Riser Pans (feet), All Conditions Except as Described in Tables 5.1 Fxnnaruro A Fffn tw. Anna = 13' cf 3" Standing Seam Riser Roof Pans (3 d 5 Rib) Panel Thickness Factored Wind Design Pressure psi 0.026 0.032 O.D40 0.050 Wind Speed Zone Mph) 100 14.9/-31.8 13.93 16.42 18.50 22.80 110 18.21-38.1 12.49 14,73 16.61 20.50 120 21.61-43.8 11.89 13.96 15.69 19.26 130 25.3/-53.0 1145 13.36 14.96 1%. 140 29.4/-61.3 10.61 12.38 13.66 16.92 150 33.8/-70.6 1 9,91 1 11.56 12.95 15.80 Fxnneiva r: FNn fi"a A.ea ='i5 of 3' Standing Seam Riser Roof Pans (3 d 5 Rib) Panel Thickness Factored Wind Design Pressure peg 0.026 0.032 0, D40 0.D50 Wind Speed Zone ph) 100 21.0/-44.6 11.58 13.68 15.43 19.D6 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 13D 35.5/-74.1 9,66 11.27 12.62 15,41 140 41.1/-85.8 8.98 1DAB 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 ry n n Wed Speed Zone (mph) 1 lbs. EPS Core Composite Panels , Factored Wind Design Pressure Per) o d Im ro o h g 0x 8 o F C0 c b 0ox b 1DO 24.9 14.87 17.16 17.16 19.82 21.02 24.27 110 29.7 13.61 15.72 15.72 18.15 1925 22.23 120 35.4 12.49 14.42 14 42 16.65 17.66 20.39 13D 41.3 11.56 13.35 13.35 15.41 16.35 18.88 140 47.8 1034 12.40 12.40 14.32 15.18 17.53 150 54.9 10.03 11.56 11.58 13.37 14.18 16.37 Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels Factored Wind Design Pressure Psf) a o d h 0 d in a 0 d 4 0 d 6 0 d to 0 d Fo 100 349 12,57 14S2 14.52 16.77 17.78 20.53 110 41.8 11.49 13.27 13.27 15.32 16.25 18.77 120 49.4 1 ).56 12.20 1220 14.08 14,94 1725 130 58.1 9.74 11.25 1125 12.99 13.78 15.91 140 66.7 19.09 10.50119.79 1050 12.12 12.86 14.85 150 76.8 8.47 939 11.30 11.98 13.84 Note: rressureS ShoWn are positive ana negative pressureS. tnecave 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 1 lbs. EPS Core Composite Panels Wind Speed Zone (mph) Factored Wind Design Pressure Ps0 a o lei a, o oc 0o 00 m 0ci 100 31. 8M81.. 8141 15.20 15.20 17.55 18.61 21,49 110 38.1 13.90 13.90 16.05 17.02 19.65 120 43.8 12.95 12.95 14.96 15.86 18.32 1f11 53A 1178 11.78 13.61 14.43 16.66 140 61.3 10.95 10.95 12.65 13,42 15.49 150 70.6 1021 10.21 11.79 12.50 14.44 c--r Wind Speed Zone (mph) 1 lbs. EPS Core Composite Panels Fared Wind Design Pressure P-11) c O c 7 O lei n O o 6 N O led a O lei l0 N O c to 1DO 44.6 11.12 12Z4 12.84 14.82 15.72 18.15 110 53.4 10.16 11.73 11.73 13.55 14,37 16.59 120 63.0 9.35 10.80 10.80 12A7 1323 1527 130 74.1 8.63 9.96 9.96 11.50 1220 14.D9 140 85.8 8.02 1 926 926 10.69 11.34 13.10 150 98.6 748 1 8.64 1 8.64 9.97 1 10.58 1222 Note: rressures snows are positive ana negative pressures. =receive area = av si cw uJu V) F J w Q V Lin 'D co O 2 Z 0 of 1 UJ F- 1CO I- lL LL o7 J v N) Z U CL ZOQ = X Q L ~ J LL u7 w wJ2toQ CO N WnU awl C O Z 00 oI5W J Q ZwZ o m U I I I rr JW N W is 0 Z 0 Go 4 Z O N m Q W Ld0' 0 N V I 0- 1 LLJ t V • a- es I ry 0 Z w Ld a_QQ p Q U v a- UQ DO PEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFIC- A4 17 AUTHORIZAT9WNO. 8120 Ashley u u*^ LC P. O. 8 TgmM 4684 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 feet. Table applies to Exposure Band heights up to 30 feel. Table applies to Exposure B and heights up to 30 feet. Beams TributaryWidth 6. 00 B.00 10.0D 12.00 14.00 16. DO 18OD2000. 22.00 24oD Moo 2800 30.00 32DO 34.00 36.00 See -Mali Beams SMB Tx 7' x 0.045 x 0.045 Hollow 5.55 4.80 4.30 3.92 3.63 3.40 3.20 IN 2.90 2.77 2.66 2.57 2 48 2.40 2.33 2.26 3' x Tx 0.D45 x 0.045 Hollow 644 5.57 4.99 4.55 4.21 3.94 3.72 3.53 3.36 3.22 3.09 2.98 2.88 2.79 2 7D 2.63 T x 3" Hollow Tit 6.83 5.92 5.29 4.83 4.47 418 3.95 3.74 3.57 342 3.2B 316 3.06 2.96 2.87 2.79 7' x 4" Hollow Tit 8.38 7.26 6.49 593 5.49 5.13 4.84 4.59 4.38 419 4.03 3.88 3.75 3.63 3.52 342 7' x 4' x 0.046 x 0.100 10.83 9.38 8.39 766 7.09 6.63 6.25 5.93 5.56 542 5.20 5.02 4.85 4.69 4.55 442 7' x S' x 0.ow x 0.116 13.16 11 40 10.20 931 B.62 8.06 7.60 7.21 6.a7 6.50 6.32 609 5.89 5.70 5.53 5.37 Tx 6" x D.D50 x 0120 15.53 1345 1203 1098 1016 9.51 896 8.50 811 7,76 746 719 694 6.72 6.52 634 7'xT' x DOSS x 0. 120 17.34 15.02 13.43 1226 1t35 10.62 10.01 9.50 9.D6 867 8.33 803 7.75 7.51 720 7.D8 Tx 8" x D 072 x 0.224 2263 W 60 1753 16.D0 14.62 13.86 13.07 12.40 11.a2 11.32 1 D.87 10.48 1012 9.80 9,51 9.24 7' x 9' x 0.072 x 0.224 24.62 21.32 1907. 17.41 1612 15-D7 14.21 1348 12.86 12.31 11.83 11.40 11.of 10.66 10.34 10.05 T' x 9' x 0.0B2 x 0.306 27.24 23.59 21.10 1926. 17.B3 16.6E 1573 14.92 14.22 13.62 13.08 12.61 12.18 11.79 11.44 11.12 T x 1D' x 0.092 x 0.389 3273 2B.34 25.35 2314 21 42 2004. 18.89 17.92 17.D9 16.36 15.72 1515 14 64 1417 13.75 13.36 2x3 Tit Beam wltx2 OB 6.53 7.39 6.61 6.03 5.59 5.23 493 4.67 446 4.27 410 3.95 3.82 3 69 358 348 2x4 Tit Beam wh X2 OB 10.52 9.11 8.15 7.44 6.89 644 608 5.76 5.50 5.26 5.05 4 87 4.71 4.56 4 42 4 30 Table applies to Exposure B and heights up to 30 feet. Beams Trbutary Width 6.D0 8.00 10.0D 12.00 14.00 16.00 18.00 20.0D 22.00 24 DO 26.0D 28.00 30.00 3200 34.00 36.00 Sett -Mari Beams SMB 7' x T x D 045 x 0.045 Hol low 5.16 4.47 4.00 3.65 3.3B 3.16 295 2.83 270 258 2.46 2.39 231 224 217 2.11 3'x T x D. D45 x 0.045 Hollow 5.99 5.19 4.64 4.24 3.92 3.67 346 3.28 3.13 300 2.BB 2.T7 26B 2.59 252 245 7' x 3" Hollow Tit 6.36 5.51 4.93 4.50 4 is 3.90 3.67 3.48 3.32 3.18 3.06 2.94 285 2.75 2.67 2.60 Tx4"Hdlav Tit 7.81 6.76 6.05 5.52 5.11 4.78 4.51 4.28 4.D8 3.90 3.75 3.61 3.49 3.38 3.28 319 2" x 4' x 0.046 x 0.100 10.09 673 7.81 713 6.6D 618 5a2 5.52 5.27 5.D4 4.85 4.67 4.51 4.37 4.24 412 2' x 5" x 0.050 x 0.116t30 10. 61 9.49 8.66 8.02 7.50 7.07 6.71 640 6.13 5.89 5.67 5.48 5.31 5.15 5.00 T' x 6" x 0.050 x 0.120 12.52 11.20 10.22 9 46 B.BS 834 7.92r755 7.23 6.94 6.69 646 7 5.90Tx 7" x0.055 x 0120 13.98 12.50 1141 1D.57 9.88 932 8. B4 8.07 7.75 747 722 8 6 59Tx 9' x0.072 x 0.224 1B.25 1632 14.90 13 79 12.90 1216 11.54 10.53 10.12 9.75 942 5 8.607'x 9' x 0 072 x 0.224 19.85 17.75 16.20 15.DD 14.03 13.23 1255 1146 11.01 1061 10.25 3 9.367'x 9'x 00B2 x 0.306 2196 1964 1793 16 60 1553 1464 1389 12.6E 12.18 1174 11.34 142'4'1 65 10.35T'x 10'x 0.092 x 0.389 2638 2360 21.54 19.94 18.66 17.59 16.69 15.23 1464 1410 1362 80 12 442x3 Ttl BeamwM)Q OB 6.88 615 5.62 5.20 486 459 4.35 3.97 3.82 3.68 3.55 4 3.24 2x4 Till Beam w/1'a OB 8.4B 7 59 6.93 6 41 6 f70 5 - 5.37 5.12 4.90 4.71 4.53 4.38 12 4.00 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 feet. Beams TriBufaryWidlh 6OD 80D 10.00 12 OD 14 OD 1600 1800 2000. 2200. 24.00 26.00 28.00 30.00 320D 34.00 36.Do See_M48D Beams SMB 2' x 2' x 0.045 x 0.045 Fbll- 4 85 4.20 376 343 3.17 297 2.80 2 66 2.53 242 233 2.24 217 210 2.D4 198 3' x Y' x 0.045 x 0.045 W Xow 563 4.87 4.36 3.98 3.se 345 3.25 3.0B 2.9d 2.81 27D 2.61 2.52 244 2.36 2.30 Tx3°HDlbw TiR 5% 518 463 423 3.91 3.66 345 3.27 3.12 2.99 287 2.77 2.67 259 2.51 244 T x 4" Fblbw Tt 733 6.35 5.68 516 4.80 4.49 4.23 AIM 3.83 3-67 3.52 3.39 3.28 3.17 3.D8 2.99 2". 4" x 0.046 x 0 100 947 8 2D 7 34 6.70 6.2D 5 8D 547 519 425 4.74 4.55 4.39 4.2d 4 10 198 3.87 2" x 5" x 0.050 x D. 116 1151 9.97 8.92 8.14 7.53 7.05 6.65 6.30 6.01 5.75 553 5.33 5.15 4.96 4.84 470 Z' x 6" x D.050 x 0.120 13.58 1176 10.52 9.60 8.89 8.31 7.84 744 7.09 6.79 6.52 6.28 6.07 588 5.70 5.54 2" x T' x 0.D55 x 0.120 15. 16 13.13 11.75 10.72 9.93 9.29 8.75 8.31 7.92 7.58 7.28 7.02 6.78 6,57 6.37 6.19 7'zB" x0072 x0.224 1979 17.14 l2% 12.12 1143 1D.B4 1D.34 9.90 951 916 8.85857 831 BOB 2' x 9x 0072 x D.224 2153 18.64 1409 1318 1243 1179 1124 1D76 1034 9 % 963 932 9.D4 8.79 7' x 9' x 0.D82 x 0.306 2382 2Ds3 1559 14.59 13.75 13.D5 1244 1191 11old 11.D3 10.65 10.31 10.01 9.72 x 0. 092 x 0.389 2862 2478 A 1873 1752 1652 15 67 1494 1431 1375 11:2 12 8D 1239 12027dm Wt10 OB7466464.88 4.57 4.31 4.09 3.90 3.73 358 345 3.34 323 313 3b5 2x4 Tit BeamWW OB 9.2D 7.97 6.02 5.in 5.31 5.04 4.91 1 4.60 442 4.26 4.12 3.98 3.87 376 Table applies to Exposure B and heights up to 30 feeL Beams Trlbudry Widb 6.00 B.Do 10.00 12.00 14 Do 16.00 18 OD 20.0D 2ZD0 24.00 26.00 26.00 30.00 32.00 34.00 36.DD SeF-Maftiw Beams SMB 2' x 7' x 0.045 x 0.045 HDlim 4.47 367 3.46 316 2.93 274 2.58 245 2.33 224 215 2.07 200 1.94 I M 183 3'x70z 0.045z0.045 HDIxaV 5.19 4d9 4.02 367 340 3.18 3.00 284 2.71 2.59 249 zdo 2.32 225 218 212 2'x 3' Follow Tilt 5.51 4.T7 4.27 3.90 3.61 3.37 3.18 3.02 2.88 2.75 Z65 255 246 239 2.31 2.25 2"x 4'Fbn-Tie 676 5.a5 524 479 4.43 414 3.90 3.7D 353 33B 325 3.13 3.02 293 284 2.76 7' x 4" .0 046 z 0. 100 8.73 7.56 6.77 6.78 5.72 5.35 5.04 4.78 4,56 4 37 4.20 4.01 3.91 3.78 3.67 3.57 2' x 5'x 0.050 x 0116 1061 9.19 8.22 7sD 6% 65D 6.13 581 5'54 531 5.10 4.91 475 459 446 4?3 T x 8' x D.O50 x 0.120 1252 10.84 9.70 885 8.19 7.66 723 686 6.54 6.26 6.01 5.79 5.80154215,26 5 11 2' x T' x 0.D55 x 0 120 13.9B 12.11 10.83 968 9.15 8.56 8.07 7.66 7.30 6.99 6,72 6.4-i 6.25 6.05 5.87 5 71 7' x 8' x 0. D72 x 0.22d 1625 1580 14 13 12.90 17.94 11.17 10.53 9.99 953 912 877 8.45 8.16 7.90 7.66 7.45 2' x 9' z 0.072 x 0.224 19.85 17.19 15.37 14 03 12.99 12.15 1146 1 D.87 1 D.36 9.92 9.53 9.19 8.88 8.59 834 8.10 Tx 9" x 0 D92 x 0.306 21.96 1902. 17.D1 15.53 1438 1345 1268 12.03 1147 109E 10.55 10.17 9.82 951 9.23 8.97 2' x 10" x 0.D92 x 0. 389 26.38 22.85 20 44 1866 17.27 16.16 15.23 14 45 1378 1319 12-67 1221 11.80 1142 11.M 10.77 2t3 TIR Beam W1z20B 6.88 5.96 533 4.86 4.50 4.21 3.97 377 359 3.44 3.30 318 3.DB 29B 2.89 281 20 Td Beam WbQOB 848 7.35 657 6N 5.55 5M 4.90 4.65 4.43 4.24 4.08 3.93 3.79 367 3.56 346 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 2'4M 7-tT' 90 82 69 so 53 45 2'-6" x 2'-6"x 2'-0" 188 170 144 125 110 94 3'-(7' x 3'-0"x 2'-0" 270 245 208 180 159 135 3'-D" x 3'-0"x 2'-0" 338 307 260 225 199 169 3'-6' x 3'-6"x 2'-6" 459 418 353 305 270 230 3'-6" x 3'-6"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'-(Yx 4'-0"x 4'-0" 960 873 738 641) 565 4BD 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'-O"x 2'-0" 75 60 50 43 38 32 2'-6" x 2'-0"x 2'-0" 156 125 1 D4 89 78 67 3'-0" x 3'-0"x 2'-D" 225 180 150 129 113 95 3'-0" x 3'-0"x 2'-13" 281 225 188 161 141 121 3'-6' x 3'-0"x 2'-0" 383 306 255 219 191 164 3'-6" x 3'-6"x 3'-0" 459 368 3D6 263 230 197 4'-0" x 4'-0"x 3'-D" 600 480 400 343 300 257 4'-0" x 4'-0"x 3'-6" 700 560 467 400 350 300 4'-0" x 4'-0"x 4'-0" 800 640 533 457 400 343 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 1 120 130 1 140 1 150 3' x 3" x 0.045 x 0.045 Scalloped Post 8 423 385 1 326 1 262 249 212 10 287 261 221 191 169 144 12 211 192 162 141 124 105 14 163 148 126 1 109 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 0.126 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 20 296 269 227 197 174 146 22 255 232 196 170 150 127 24 223 203 172 149 t 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) 1 100 1 110 1 120 130 1 140 150 3" x 3" x 0.045 x 0.045 Scallo ed Post 8 353 282 235 202 176 151 10 239 191 160 137 120 103 12 176 141 117 too 88 75 14 136 109 91 78 68 58 3" x 3" x 0.093 x 0.093 Post 10 448 358 299 256 224 192 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 62 72 61 3" x 3" x 0.125 x 0.126 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 18 216 173 144 124 108 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 20 246 197 164 141 123 106 22 212 17D 142 121 106 91 24 186 149 124 106 93 80 Note: See Table 5.19 for Tributary Roof Area limitations due to foundation anchors. 0 w U ytriUJ J w Q LU 4: 1 V) 10 00uN`O OO z n CO6010wF J I3 Co H IL- CO J Z . 0 Z f V? a=x O H w i p - J u0 w w ~ J Q C ON N JU O aQ ZCL 00 zW o YYY m W NW I o C) O gZNI 3 Q LLI Y) W 0 U 0 Q Z L0 OfLLJ0 Z LIJ LLI 0 a- < Q Q F- U c) U of a- U Q DO YEON KIM, P. E. FLA. REG. NUMBER 49497 CERTIFIt'OF AUTHORIZA1*S NOr>8120 Ashley (lgplinur 9LLC 8 P.O. a98FL'3684 1 Note: See Table 5. 19 for Tributary Roof Area limitations due to foundation anchors. tommi nnnnnn eseasa asasesae©© nenesnsass©©©©© asoenasss©©©©©©© asses©©©©©©©©©©© eee©©©©nn nnnns oseasaaa©©©©©©©© oeoeoe©©©©©©©©©© See does©©©©©©nn See©©©nnnneeoee neoen000soonenso neseneassosn©©©© sesenooasn©©©©©© oeoeoe©©©©©©©©©© eee©©©©©©©©©©©©© nnnn©©©©©eoeoo nneoossasonnee©© onens000©©©©©©©© eoeoo©©©©©©©©©©© non oe00000©©© ssanas©ns s s s s n ssesse©©©©©©©©©©© sea©©©©©©©©©©©©© essa©©©n nnnn eee©©©nnnneoeonn essa©©©©©©©©©©©© ea©©©©sue©©©nt©©©©© nnnnnnn©© Seed©©©©nnnnnn nnn©©©©nnnne ee nn©©©nnneoe nnnn essa©©s•s©s•n©©nn© 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 tag 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 5,00 600 6.50 7. DO B.00 9. DO Self -Mating Beams SMB 2"x4"x0.046x0.100 2 2 3 3 4 4 4 5 2" x 5" x 0.050 x 0.116 2 3 3 4 4 4 5 5 2" x 6" x 0.050 x 0. 120 3 3 3 4 4 4 5 5 2"x7"x0.066x0.12D 3 3 3 4 4 4 5 5 2" x 8" x 0.072 x 0.224 3 3 4 4 5 5 6 6 2" x 9" x 0.072 x 0.224 3 3 4 5 5 5 5 6 2" x 9" x 0.082 x 0.306 3 4 4 5 5 5 61 7 2" x 10" x 0.092 x 0.389 4 4 5 5 6 6 7 7 b) # 10 Screws All Roofs / Exposure B / Up to 150 mph Beams Tributary Width 3.00 4.00 5.00 6.00 6.50 7. DO 8.00 9.00 elf -Malin Beams SMB 2" x 4" x 0.046 x 0.100 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" x 6" x 0.050 x 0.120 3 3 4 4 5 5 6 6 2"x7"x0.055x0.120 3 3 4 5 5 5 6 7 2"x8"x0.072x0.224 4 4 4 1 5 1 5 1 6 6 7 2"x9"x0.072xO.224 4 4 5 5 6 6 7 7 2"x9"x0.082x0.306 4 4 5 6 6 6 7 8 2"x10"x0.092x0.389 1 4 4 5 6 6 1 7 8 8 c) # 12 Screws All Roofs / Exposure B / Up to 130 mph Beams Tributary Width 3.00 4.00 5. DO 6.00 6.50 7.00 8.00 9.00 Self -Malin Beams SMB 2"x4"x0.046x0.100 2 2 2 3 3 3 4 4 2"x5"x0.050x0.116 2 2 3 3 3 3 4 4 2"x6"x0.050x0.120 2 2 3 3 3 3 4 4 2"x7"x0.055x0.120 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 2 3 3 4 4 4 5 5 2" x 10" x 0.092 x 0.389 2 3 1 4 4 4 5 5 6 d) # 12 Screws All Roofs / Exposure B / Up to 150 mph Beams Tributary Width 3.00 4. DO 5.00 6.00 6.50 7.00 8.00 9.00 Self -Malin Beams SMB 2"x4"x0.046xOADO 2 2 3 4 4 4 5 5 2" x 5" x 0.050 x 0. 116 2 3 3 4 4 4 5 5 2" x 6" x 0.050 x 0.120 2 3 3 4 4 4 5 5 2" x 7" x 0.055 x 0.120 2 3 3 4 4 4 5 6 2"x8"x0.072x0.224 2 3 4 1 4 4 5 5 6 2" x 9" x 0.072 x 0.224 2 3 4 4 5 5 5 6 2" x 9" x 0.082 x 0.3D6 3 3 4 4 5 5 6 6 2" x 10" x 0.092 x 0.389 3 3 4 5 5 5 6 7 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 5.00 6.00 6.50 7.00 8.00 9.00 eft -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 6 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"x9"x0.082x0.306 4 5 5 6 7 1 7 1 8 9 2"x10"x0.092x0.389 4 5 6 7 7 1 B 1 9 9 f) # 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" x 4" x 0.046 x 0.100 3 4 5 6 7 7 8 9 2"x5"x0.050x0.116 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 B 8 9 10 2" x 9" x 0.072 x 0.224 1 4 5 6 7 B 8 9 10 2" x 9" x 0.082 x 0.3D6 4 5 7 8 B 9 i 10 11 2" x 10" x 0.092 x 0.389 5 6 7 8 9 9 1 10 11 g) # 12 Screws All Roofs / Exposure C / Up to 130 mph Beams Tributary Width 3.00 4.00 5,00 6.00 6.50 7.00 8,00 9.00 elf -Malin Beams SMB 2"x4"x0.046xOA00 2 2 3 3 3 4 4 5 2"x5"x0.050x0.116 2 2 3 3 4 4 4 5 2"x6"x0.050x0.120 2 2 3 4 4 4 5 5 2" x 7" x 0.055 x 0.120 1 2 3 3 4 4 4 5 5 2"x8"x0.072x0.224 2 3 3 4 4 4 5 6 2" x 9" x 0.072 x 0.224 2 3 4 4 4 5 5 6 2"x9"x0.082x0.306 2 3 4 4 4 5 5 6 2" x 10" x 0.092 x 0.389 3 3 4 1 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" x 7" x 0,055 x 0.120 2 3 4 4 5 5 6 6 2" x 8" x 0.072 x 0.224 3 3 4 5 5 5 6 7 2" x 9" x 0.072 x 0.224 3 3 4 5 5 6 6 7 2" x 9" x 0.082 x 0.306 3 41 4 5 5 1 6 6 7 2"x10"x0.092x0.389 3 4 5 1 5 1 6 1 6 1 7 1 7 Table 5.17 Minimum Concrete Slab / Turn -Down Slab Requirements All Roofs / Exposure B / Mean Roof He M Up to 30 Feet Monolithic ouFndations Maximum Root Spans (it) Reinforcement Height (in W d11 in) 00 m 10 mp 120mp 30 m h 140 mph 150 mph X' 4' Nomina Thick Stab Only 20 18 15 13 12 10 6 x 6 x 10 x 10 W W 6 S 27 23 20 18 15 15 1 - #5 bar continuous 8 12 33 28 24 21 18 18 2-#5 bar continuous 12 12 42 35 31 27 23 23 2-#5 bar continuous 12 16 48 41 35 31 27 26 2-#5 bar continuous 16 16 56 1 48 1 1 36 31 31 12 - #5 bar continuous All Roofs! Exposure C / Mean Roof eikilt Up to 15 Feet Maximum Roof Spans ft Reinforcement Height (inWidth in 00 m 110 m 20 m 130 m 140 m 150mph 4' Nomina Th ck Slab Onl 19 16 13 11 10 9 x 6 x lox 10 W W 8 8 23 19 17 15 13 15 1 - 05 bar continuous 8 12 28 23 20 17 16 18 2 - #5 bar continuous 12 12 36 30 25 22 20 23 2-#5 bar continuous 12 16 41 34 29 26 23 26 2 • #5 bar continuous 16 16 48 40 34 30 27 31 2-#5 bar continuous Table 5. 18 Minimum Perimeter Concrete Footing Requirements All Roofs / Exposure B / Mean Roof Height Up to 30 Feet Height (in) idth (in) Maximum Roof Spans (ft) Reinforcement 00 mph 110m 20 mph 130m 40 mph 150m 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 18 2 - #5 bar continuous 12 16 45 41 35 30 26 23 2 - #5 bar continuous 16 16 58 53 45 39 34 29 12 - 95 bar continuousl All Roofs / Exposure C / Mean Roof Heiaht Uo to 15 Feet Height (et) Maximum Roof Spa ft Reinforcement Width ( in) 100mp 10 mph 120m 30 mphil 40m h mph 8 8 17 14 12 10 9 8 1 - #5 bar continuous 8 12 24 19 16 14 12 11 5 bar continuous 12 12 34 27 23 17 15 5 bw conliniiiiiiuiii 12 16 44 35 29 25 22 19 5 bar continuous 16 16 56 45 37 32 2B 25 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 Cl, 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 w LU n w a uJ J Z n 00 Co UO ? w rJNj Cc J Cc U d Z c0 o 3Q = x N ~ L L J y u7 w w ~ x N QOo W J U d T D V Cl) 0Q Q/ Z 0- 00 W o U1 1 1 444jrrt W U W v O Z MI U- 0 H Z O I m QUj w CnDf W O U O I--- Ln OfLLIO Df Z w W O Q Q QU U a- U Q DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICA OF AUTHORIZA NO. 8120 Ashley 'inut6raLLC P.O. r 398 ort 684 DO Ln THIS ROOF AREA u- y 5/ ATTRIBUTABLE T TRIBUTARY WIDTH EDGE BE > HOST STRUCTURE n r p VERHAN a LJ p n J O U Z. 3" RISER OR COMPOSITE ROOF PANELS LL a / / / / / / / Q w J J H Ln Q=x F- / / / / / / / / / X / / / / > o a iaw 4 0 / / / / / / / / / .fi / / / / w p N ~ W N i 1 I n io xa \z / / / / / / / / /i m W •y X z v BEAM SPAN / POST SPACIN = w / / / / / / / / / Xi / / / / EL 2 o /////////X//// V/ ( N" MAX EDGE BEAM SPAN do POST SPACING 30X MAX / / / / / / / / / } E / / / / p OOFBEAMSPANREFERTOBEAMSELECTIONTABLE5.7 & 5.8 OF BEAM SPAN PLAN VIEW -SHED TYPE ATTACHED COVER EL 3` RISER OR COMPOSITE PANEL ROOFF EDGE BEAM WSEETABLE5.7 & 5.8 OST (TYP) Q SCHEMATIC PARTIAL PLAN /TRIBUTARY LOAD WIDTHS J ROOF PANEL CLEAR SPAN Mz m ALLOWABLE SPAN PER TABLE U W o TRIBUTARY WIDTH EDGE BEAMU Z wO 1/2 SPA 1/2 SPAN —OVERHANG -- SEE; U 4 Z Im FOOTING TABLE m F Q ww Lo ROOF CONNECTS V) FRONT ELEVATION -SHED TYPE ATTACHED COVER TO HOST WALL EDGE BEAM ROOF PANELS w A U) ROOFO OVERHANG ROOF PANEL CLEAR SPA V) F U o ', POSTS O ALUMINUM ROOF PANELS FOUNDATION Q TABLE 5.1-5.6 SLOPE .e: •'r..•.qy ;wi.'' '•• s • :i. Ln Qh C.n .,t . t... •,• Of w0 VERALL PROJECTIONw w Z L Q Q m BEAM TO / SCHEMATIC SECTION / TRIBUTARY LOAD WIDTHS W p Q U w POST DETAIL cw EDGE BEAM DETAIL R2 k R3 / U u Q c w(REFER TO TABLE 5.7 k 5.8) a DO YEON KIM, P.E. F FLA. REG. NUMBER 49497 r cn w CERIIFICA OF w AUTHORIZA NO.,.$120 Ashleym Lc DETAIL Cl THRU C6 P.Oa98 EnFt t3'j, 684 TYPICAL SECTION • ATTACHED COVER 1 CARPORT C w Jo OPEN OPEN OPEN U 0 o_ THIS ROOF AREA IST ST ACT I HOST STRUCTURE INTERMEDIATE BEAM-IKItiUlAKT WIU IH tU(;t tltA VERHAN a ROOF N TONHOSnNG EAVE/FASCIALL W\\\\\ W/ z SCHEMATIC PARTIAL PLAN / TRIBUTARY LOAD WIDTHS TRIBUTARY WIDTH EDGE BEAN 2 SPAN 1/2 SPA /2 SPAN ROOF PANELS ROOF CONNECTS TO HOST EAVE/FASCIA ROOF PANEL CLEAR SPAN 10WABLE SPAN PER TABI FOUNDATION 1/2 INTERMEDIATE BEAM ROOF PANEL CLEAR SPAN ALLOWABLE SPAN PER TABI. OVERALL PROJECTION SCHEMATIC SECTION / TRIBUTARY LOAD WIDTHS WIDTH EDGE EDGE BEAM TRIBUTARY INTERMEDIATE WIDTH BEAM TRIBUTARY WIDTH EDGE BEA VERHAN LROOF CONNECTING To HOST PERIMETER WALL EAM SPAN / CARRIER BEAM (REFER TO TABLE} POST (TYP) SCHEMATIC PARTIAL PLAN / TRIBUTARY LOAD WIDTHS TRIBUTARY WIDTH EDGE BEAM TRIBUTARY WIDTH EDGE 2 SPAN 1/2 SPAN 1/2 SPAN 1/2 SPAN VE ROOF PANELS PROOF CONNECTING TO INTERMEDIATE BEAMHOSTPERIMETERWALL CARRIER BEAM IF ROOF PANEL CLEAR SPAN ALLOWABLE SPAN PER TABL FOUNDATION ROOF PANEL CLEAR SPAN LOWABLE SPAN PER TABI SCHEMATIC SECTION / TRIBUTARY LOAD WIDTHS BEAM POSTS xV O Z O 3 c Qm Z cD NN ym o 0 N cn IK LLJ U U O F_ Q cf) Ln Cif LLJ O z w Q Q LLJ p QI-U c a UQc d DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIF OF AUTHORIZA NO. 8120 Ashley nu!}LLC P.O. D 53 8 684 B... Size B... SNfcili I Serve! 21• os. r. r. x_v-1. ibz r. r. r.r.. r.+n lox%' r. r.rl66.aem ttOx%' r. r.o.oT2vo.zxA p12x%' r. r.o.mz vosA p12x%' BEAM STITCHING SCREW O 24' O.C. TYP. TOP AND BOTTOM OF SMB) 1)-j10x% O 12' O.C. OR 1)-/14x_vi O 24' O.0 S.M.S. AT MID -HEIGHT OF BEAM PER 20 FOOT OF TRIBUTARY WIDTH ON EACH SIDE OF BEAM I I O.C., TOP h BOTTOM- I I POST TO FDN. CONNECTION, SEE TABLE S79 4' NOMINAL CONCRETE SLAB (2500 PSI, MIN.) W/ 6 x 6 10/10 W.W.M. OR FIBER REINFORCED SEE TABLE 5.1 FOR MAIL ROOF SPANS 24' MIN. FROM EDGE OF SLAB CF , SCREW GRADE S 10' t-7 f SLOPE .. , ....>. w. If" MIN., EQUALLY SPACED (TYP.) PROOF BEAM DOUBLED CARRIER BEAM CARRIER BEAM SE 0.D40' MIN. THICK ANGLE (EACH SIDE) SEE TABLE 5.7 & 5.8 MATH 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. CARRIER BEAM TO BEAM CONNECTION MAXISTAN FROM 1' BEAM EDGE (TYP.) I EDGE/CARRIER BEAM 4'. 4 2 V x 2)r LONG WOOD LAG SCREW OR V • x X LONG MASONRY ANCHORS PER TABLE 5.9 & 5.10 s• :- HOST STRUCTURE ANCHORS EQUALLY SPACED (TYP.) z . g N HOST STRUCTURE (MASONRY OR WOOD) USE 0.040' MIN. THICK ANGLE (EACH SIDE) WITH CONNECTIONS WITH 5 OR LESS FASTENERS PER VERTICAL LINE. USE 0.10' MIN. THICK ANGLE (EACH SIDE) WITH CONNECTIONS WITH 8 OR MORE FASTENERS PER VERTICAL UNE SCREWS PER TABLE 5.9 R 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 COMPACTED OR UNDISTURBED SO./SAND VAPOR BARRIER (OPTIONAL FOR SCREEN ENCLOSURES) DETAIL 1: TYP. SLAB FOOTING SEE TABLE 6.17) COAT IM8EDED LE1NGri OF POST W/ BITUMINOUS PAINT SEE TABLE 5.14 3 5.15 BAR 1Y IG THRU POST 1 1 -05 REBAR, CONTINUOUS SEE TABLE 5.18) FOOTING MAD SEE TABLE 5.16 DETAIL 5: SECTION I CONTINUOUS PERIMETER FOOTING Pal rAs1n•. Pxc l YI 1A.2 LI, lt ! Alr.t?-- AII 14I11M P a nrcx 2 PERB ALMP.M POSTE PAIEID x Y L x 1P1o' UPI ll.ot S 2-= .. ol>-11 Mulls - (2) x r.u• F WE 60M>:1.1 POST TO FDW CONNECTION, SEE TABLE 5.19 NOMINAL CONCRETE SLAB 2500 Pg. MIN.) W/ 6 . 6 . 10 / 10 4, W. W.M. OR FIBER REINFORCED APPROXIMATE • , • . d ' A GRADE • • • , 4' a; i .. COMPACTED OR UNDISTURBED SOL/SAND a • 41 4 VAPOR BARRIER (OPTIONAL FOR SCREEN ENCLOSURES) 05 REBAR, CONTINUOUS FOOTING D SEE TABLE 5.17FOR QUANTITY) SEE TABLE 5.17 DETAIL 2: TYP. TURNDOWN SLAB FOOTING SEE TABLE 6.17) COLUMN TO FDN. CONNECTION, SEE TABLE 5.19 m OR I .- COMPACTED O1 UNDISTURBED SOL/SAND a' 4405REBAR. CONTINUOUS SEE TABLE 5.18 FOR QUANTITY) I FOOTING WIDTH DETAIL 3: TYP. CONTINUOUS PERIMETER FOOTING SEE TABLE 5.18) I (--POST. SEE TABLE 5.19 AT BMBEDED LENGTH OF 015 B BAR tYPCOOST W/ BITUMINOUS PAINT THRU POST 4' NOMINAL CONCRETE SLAB D SIDE NOTCH TO CARRIER BEAM CONNECTION OR FIBER REINFORCED W2 ONWELL COMPACTED SOIL 1Y L®. WAIT w w ro PcjGRADE I- a 1 d 11S IxxF PAMfl z Vf a i a• F • 4 I " PEx BETA. FO11 PM m WP PAIQD r-•' 0 2 EACH 05 REBAR. CONTINUOUS sa FAST IFDUERMEIt . E TAB E Lti ! L12 SEE TABLE 5.17 FOR QUANTITY SFE TABLE 5.17 6FI TAtU' S L] ! LL L. ! Llo) IiMN POST u DETAIL 4: FOOTING DETAIL PATIO SLAB W MONDLTTNIC EDGE FOOTING) CENTER NOTCH TO CARRIER BEAM CONNECTION LN Lu ULULU N LUU - W) , 1 DO zDO Z WI.- _ j DO h- U_ J DOPi Z U Z co y Q = X QON F- LU LL 7 LU UM ~ J NQ C r` . O W > d 2 Y / O Z LnL_ O LL Lu 0 Q w o o M z U W m a w Nw x Q U Z O m N } f0Q W W 0o 0 (=n V / LLJ U U Q ( 1 ^ / V Ll / L C) w U 1 LLjLL Z LL1 CL Q Q w p Q f- U U U Q DO PEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE Of AUTHORIZATION-N 120 Ashley Aluminum; LLC P.O. Drawer 5398 Tampa, 3684., k- G I ` 6)-f12x%- S.M.S., 3 EACH LEG V MIN. C-C SPACING (TYP.) OR (2)-VO THRU BOLTS r HOLLOW POST COLUMN (MIN., 3' BASE INSERT W/ 1)6' LEG r THICK 6063-TB ALLOY (TYP.) 2)-)6' 0 (MAX.) CONCRETE ANCHOR, 2i(I' MIN. EMBEDMENT (TYP.), OPPOSITE CORNERS DETAIL Cl: TYP. 3x3 POST W/ BASE INSERT TO FDN. CONNECTION NOTES 1. %* 0 CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2800 LBS 10)-j12xi+' G S.M.S., 5 EACH LEG ij' MIN. C-C SPACIN(TIP.) OR (3- 'f LING BOLTS 3'x3' HOLLOW POST COLUMN (MIN.) 3' BASE INSERT W/ IV LEG 6' THICK 6063-TO ALLOY (TYP.) 4)-%- 0 (MAX.) CONCRETE ANCHOR 2%' MIN. EMBEDMENT (TYP.), OPPOSITE CORNERS HOLLOW POST A THRU BOLTS W/ WA! ANGLE 5052-H32 HGER ALLOY ONCRETE ANCHOR (TY SECTOR soF wETA DETAIL 02: 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. 4'r4' HOLLOW POST 3)—%' 0 THRU BOLTS W/ WA: THICK ANGLE 5052-H32 DR STRONGER ALLOY iOLLOW POST i THRU BOLTS W/ WAS ANGLE 5052-H32 iGER ALLOY ONCRETE ANCHOR (TY1 SECTION SIDE NEW DETAIL C3: TYP. 3x3 POST W/ BASE INSERT TO FDN. CONNECTION NOTES 1. V 0 CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LBS AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2800 LBS r I Ij• I N I I 0 G DETAIL C4: TYP. 4x4 POST W/ BASE INSERT TO FDN. CONNECTION NOTES: 1. %" 0 CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LES. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2BDO LBS. 4)-iP 0 CONCRETE ANCHOR (TY1 SECTDtl SIDE NEW DETAIL CS: TYP. 4x4 POST WI BASE INSERT TO FDN. CONNECTION NOTES I. )(s' 0 CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 22DO LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 28M LBS. HOLLOW POST 4)-%' A THRU BOLTS W/ WA< THICK ANGLE 5052-H32 OR STRONGER ALLOY 0 CONCRETE ANCHOR (TYI SECTOR SIDE M A DETAIL C6: TYP. 4x4 POST WI BASE INSERT TO FDN. CONNECTION NOTES: 1. %* 0 CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TENSON CAPACITY OF 2200 LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 28DO LBS. V wV) w JQ C J Z V) b CCJ V 0 1 W F J 7 co u- LLJ N) U < w cpZ ZO 0- 3N Q = X Q J LL r t17 w w ~ 2 Q CO V / N W HD 2 OaD Z n O W o W O a OZ U m 0wV) CD U O z LLo 3 z c0 OD 0 O IE1n VN/ L_L W O U O F: Q In ry O 7 In z w Q Q LLJ p Q I— U U ate. UQ DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION N8120 Ashley Aluminu LLC P.O. Draw 398 Tampa, 368 YC Nauar mREn DETAIL 10: MONO SLOPE ROOF SIDE WALL HEADER CONNECTIONS DOSOFD 0 BRAZE-FnOED RPF IEAOEEI Qi IEIDNIG CINM36 (fLOrE' LBL TS II rRH NRL tr KAlaa EEO NAIL 3]Iw9E RDff PINED SELVIE FASCIA ro EACH RAPIER TPL r/ W-r. . 4' LONG PAN HEAD LAG 9OE16 BEFORE ATTA ROV IF..00IAI£f17Nq 01AHE1 cl 1BdL' S1H.i r/ rI1F1>fAL K / WEIt ND ---/ NmSmE OA1ElB tY QG, Tv mlotIFOEARAINZPROQISS6iN1ATAIFTOP r r . 3r LOW rOm FASTEXES INg n0N• EELS r/ +r F FDOFRE rIA4IFR NS ND1PIElE CAlQT • tY O.0 tA0 >tkr r G4' OL YAX IgSi S RM I—OURam) TYP. 3• COMPOSITE ROOF PANEL TO HOST FASCIA ROO" MOE PANEL "')ufff- I I I 1 IIIII I RNe Or LONo N+ 0 SCREW B0SBES i cauLR1 oR HO1Or POST r. r.r RrlOw EAO1 SIDE .) w FDu S mLIrI OR NOL O,, POST APE rRO(Y EISE f. rn HEADER4)- P . r B EACH LFL {T'TFEACN IID(1 bt' uu V =4 K r O IFaoe Y ,„ „ PUE.B B9 A Beii' O.0 EUI E]Q9SIIE E NO 0itQLrUlCr. r HEADER—/ PAIm 111NA>L DETAIL 4: TYP. 3" RISER ROOF PANEL TO PARALLEL HEADER CONNECTION n1D. 0 .../ N . YISAPiCR06' PANELS iF)DDI rABER AM IEiP11E1E GASKET ar OG FOf DPOSK B AND 1r 6G fl] I DEOAln Enmt ( TYP-) c rd HEADER r P— Tom NAL DETAIL 1: SECONDARY POST TO HEADER CONNECTION OPTIONS OEINDED OR 91AIE ROOF — OA IEIDNRi CHNSQ (PAµ' NK TACKESY) TH NSL +r IEARNG Ir NAA PAN ROW STORE FASCIA ro EACH RAFTEEI TAR r/ (,)-r. A' IfS10 PAN NFAO LAG SOE6 601E ATTAONRR, ROE w-ADcN/tdm»EG GUNNEL ar Sue r/ wEGRAL K . rASEEl AID — 1 NEE"DE GASEIr it 00, lEP SM1 F CLEARNIQ PROS SSTAWTOI OF TOP r r . 3r LONG rom FASTENERS 119E now SIu r/ Ir • rEEOEEI LAG BOEr r 3,r GO NAIL rA9EE1 AID NWPRDE GASKET E If 0.0 I N• t:• NEHT SORICRAE QkSWIY ORrOm) TYP. 3' RIDER ROOF PANEL TO HOSTFASCIA 3)-#IZKi' w/ INTEGRAL WASHER AND NEOPRENE GASKET S.M.S. ALTERNATE DETAIL THRU BOXED END OF EACH PIN LIEU HEADER LEG() SMS MN SEALANT K NAL 1. • `{ . CO plasm ROD: PAIEL r r . 3r Lm Rom LAG vEw m T r r . 3r LnD NA9IfgY ANOIO6 yu r/ wIDa, AL K I Wal AID--/ xGcow HHOST FRRICnm OIA+omRT m ram) Pt. rINSTAf1AtIOlIsEvF AIOnEAASETiIYpGaaCIl0. ((&DD.0 LOL THICKNESS) IFEN HER. tr EAmm Lim TYP. 3' COMPOSITE ROOF PANEL TO HOBT STRUCTURE WALL DETAIL R2: ROOF PANEL TO HOST STRUCTURE CONNECTION DETAIL ar ... r/'RII If L C. r IA9Q ANO NEOPRENE oASEn 1Y GCLAAsori •M wIOr W/ ti IOI OF 10 iASiEmERs'ASH R AnNEOB111n/ EE' r If PC urERI AND IErlEB]EBASKET . tr QG r r . Zr LAD'. Rom LAC SOETH OR r LL1HG NA9rET ANOEOS i •N'0G N. AL NDST BIIRR:ItGE (NA, OERY a OI .Dm) OR RAND OI BRAZE- iiR06 IEA0F11 R® 17C OVMQ (C Lim Mt ENIOOE551 w+1f' IHI IEAI61q LimTYP. 3' RISER ROOF PANEL TO HOST STRUCTURE WALL DETAIL R3: ROOF PANEL TO HOST STRUCTURE CONNECTION DETAIL DETAIL 4: TYP. 3" COMPOSITE ROOF PANEL TO PARALLEL HEADER CONNECTION y o. r sN.i r/ 1r r nAVLn AID HEJySDE GA51ET Ir QG (ETPJ Fa EMIPH USE C W rID SEED! OtET IL YPNilgPAW9ELT101FAYPETALFOIROOFPANSR. ND I..L Gl91Ef Rll If r PANE m cm.) TYP. B.M.B. BEARING BEAM CONNECTION SLOPE FociTE• r/ tr r rA91ER ND IF wE?[ Gl9ET r GG SPFIDS (FTR tL MPH SE)PH USEc M OHItEANME DETAILFanROOFPANSSi )-air Bau r/ NEmAL K rrA1iRAdoICEGA91ETm ,r a PANE m 9PA® cm) PATD YSIIOI BEAM (TT. MLL TINGES G01r) TYP. PATIO BECTION BEARING BEAM CONNECTION FOR WALL THICKNESS < 0.10') DETAIL R1: ROOF PANEL TO BEARING BEAM FASTENING DETAIL X'r THRU BOLT W/IX-- E WASHER 01 O c. (TYPicAL) COMPOSITE ROOF PANEL 2'NT•IWS ANGLE C. LONG W/ I2 SMS O 8' O.C. (TYPICAL) ANGLE MAY BE CONTENUOUS NOTE THE 2-X2-)V ANGLE MAY BE ELIMINATED BY BOLTING THE COMPOSITE PANELS THRU THE SECnoN SUPPORTING BEAN. COMPOSITE ROOF PANEL FASTENING DETAIL DETAIL R1 (OPTIONAL) S.M.B. 3LE ON PG 5-48 AM STICHING. j'X4'Xt'-0' PLATE STRAPS IOTH SIDES J Y o j o cl n LL, Z Z r7 b O J J O J Go r LL o EL o a = x Oh w LLL J n W LU ~ J Na 0 V 11LL wO U 0 I— Q Lc) Q-- w 0 LLJ LL Z LQ /</ w O <- F— LJ U a- U Q ER TO TABLE 5.11 k 5. 12 DO PEON KIM, P.E. R NUMBER AND SIZE OF FLA. REG. NUMBER 49497 ROUGH BOLTS CERTIFICATE OF AUTHORIZATION NO. 8120 Ashley AluminumcCILC P.O. Drawer 8 4' X4"XV POST Tampa, F,LN_ 84,E DOUBLE BEAM FASTENING DETAIL OFFICe C0?Y CHY OF ee,a=....ywm=veiuW! NOTICE OFCOMMERCEME"mum amaAof=IN=OGiatt eal t 8Name: FS 713.13 Address: All H19271-1 1*ff,6.9r s INOLE i CIIE:f OF CIRCUIT MW ld nJTeA2 5. i Jc's 2 . '30770 AK %47 FAG 3393 s'... This Instrument Prepared by: P:Jp le s°.,(lc7 CLERK, S d z' .5142387 Address: d RECORDING FEES I& @ID REMM 8y D Tmeas Property n ieatraisersarylIdebn (o o) Number(s): O SPACE ABOVE THIS LINE FOR PROCESSING DATA SPACE ABOVE THIS LINE FOR RECORDING DATA Permit No. NOTICE OF COMMENCEMENT State of Florida County of The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with section 713.13 of the Florida Statutes, the following information is provided in this NOTICE OF COMMENCEMENT. Legal description of property (Include Street Address, N available) 0,3 -s (97-. . S.9.rJ-Aeo & General description of Improvements Owner ` Address Owner's Interest In site of the Improvement Fee Simple Title holder (if other than owner) Name Address Contrac Address Surety Address Any person making a loan for the construction of the Improvements: Name Address Person within the State of Florida designated by owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name Address In addition to himself, owner designates Of to receive a copy of the Llenor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Expiration date of Notice of Commencement (the expiration date Is 1 year from the date of recording unless a different date is specified). DAU Q o,01- Signature of Owner Printed Signature of Owner , Sworn to and subscribed beef to me this AL day of , Check One.) !3 ABiant is personally kjuw416'frie nt •provided the following type of identification: NOTARY RUBBER STAMP SEAL CERTIFIED COPY MARYANNE MOFZ . CLERK OF CIRC IIT ••nIJRISEMILECOUNTY, FLORIDA BY MRDEPUTY CLERKQ S 200S