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HomeMy WebLinkAbout544 Casa Marina PlPermit #.05 . Job Address: CITY OF SANFORD PERMIT APPLICATION Date: Description of Work: t:N(J-LD�,tALI, ' Q1 2f'll A �1%0 9 a& Ph -TIO SLA9 I3istoric 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 Oras Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: RECEIVED 02005 Construction Type: # of Stories: # of Dwelling Units: _ _ Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) , Owners Name & Address: X Y -r A- kAj;ATHC-R- L2�T©i1,) Phone: ?S'86 .� C_.tractor Name &'Address: eSaate:Lieeu�""'se-Number ,hone &Fax:Cont" tactact Person: C=--Flhone� Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the 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 of permit is verification that I will notify the.owner of the property of the requirements of Florida Lien Law, FS 713. is o -Signature of Owner/Agent fbate SiignatureaoWontractor/Agent Print O A is Name , Signature of No - tag o, Date tNY DEBB�IESIOBNLANTON O # D 188 491 Va� M qet,i, �e PNaduced D APPLICATION APPROVED BY: Bldg:D0 - G 1-1 O T Zoning: (Initial & Date) Special Conditions: Prinontractor/,Agent ssName. Signature of Notary -State of Florida cE1ate­ Date Contractor/Agent is _ Personally Known to Me or _ Produced ID (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) Seminole County Property Appraiser Get Information by ParcelNumber Page 1 of 1 AIRC1 DAvin, JOH74sDH _CFA, ASA PROPERTY' ''APPRAISER SE I1NOLEPQ1C,NTY-FL' l lf?l E: FrRST 5f SANFGRD,FL32771-14 Z 407 -€Z5.750E 2005` WORKING VALUE' SUMMARY GENERAL. Value Method: Market Parcel lid: 29-19-31-501-0000-1320 Tax District:S1- SANFO'RD Number of Buildings: 0 Depreciated Bldg Value: $0 CROOKSTON Depreciated EXFT Value: $0 Owner:. DOUGLASJ'& 'Exemptions: HEATHER: Land' Value (Market);: $30,000 Address: 544 CASA MARINA PL Land Value Ag: $0 City,State,ZipCode: S`ANFORD FL 32771 JustlMarket Value: $30,000 Property Address: 544. CASA MARINA PL'SANFORD 32771 Assessed Value (SOH); $30,000 Subdivision Name:' CELERY KEY Exempt Valuer $0 Dor: 00 -VACANT RESIDENTIAL Taxable Value: $30,000 Tax Estimator SALES 2004 VALUE SUMMARY Deed Date Book. Page Amount Vactimp 2004 Tax Bill Amount $336 WARRANTY iDEED 03/2005 05730 0871 $195,100 'Improved 2004 Taxable Value: $16,410 DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND Land Assess Land Unit Land LEGAL DESCRIPTION PLAT Method Frontage Depth Units. Price Value LOT 132 CELERY KEY PB 64 PGS 85 - 96 LOT' 0 0 1:000 30;000:001 $30,000 NOTE: Assessed values shown are NOT certifred'val ies and therefore are subject to change before being finalized for ad valorem tax ,purposes. *** If you recently purchased a homesteaded property your,next year's.pLoperty tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re web.seminole county tithe?parcel=29].931501.00001320... 6/22/2005 CITY OF SANFORD BUILDING DIVISION __-OWNERIBUILDER AFFIDAVIT CONSTRUCTION CONTRACTING C)-V� \ � i� C:)�'"`�-�' ion Owners of property when acting as their own contractor and providing direct, onsite supervision themselves of all work not performed by licensed contractors, when building or improving farm outbuildings or one -family or two-family residences on such property for the occupancy or use of such owners and not offered for sale or lease, or building or improving commercial buildings, at a cost not to exceed $25,000, on such property for the occupancy or use of such owners and not offered for sale or lease. In an action brought under, this part, proof of sale or lease, or offering for sale or lease, of any such structure by the owner -builder within 1 year after completion of same creates a presumption that the construction was undertaken for purposes of sale or lease. This subsection does not exempt any person who is employed by or has a contract with such owner and who acts in the capacity of a contractor. The owner may not delegate the owner's responsibility to directly supervise all work to any other person unless that person is registered or certified under this part and the work being performed is within the scope of that person's license. For the purposes of this subsection, the term "owners of property" includes the owner of a mobile home situated on a leased lot. To qualify for exemption under this subsection, an owner must personally appear and sign the building permit application. State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor with certain restrictions even though you do not have a license. You must provide direct, onsite supervision of the construction yourself. You may build or improve a one -family or two-family residence or a farm outbuilding. You may also build or improve a commercial building, provided your costs do not exceed $25,000. The building or residence must be for your own use or occupancy. It may not be built or substantially improved for sale or lease. If you sell or lease a building you have built or substantially improved yourself within 1 year after the construction is complete, the law will presume that you built or substantially improved it for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person to act as your contractor or to supervise people working on your building. It is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. You may not delegate the responsibility for supervising work to a licensed contractor who is not licensed to perform the work being done. Any person working on your building who is not licensed must work under your direct supervision and must be employed by you, which means that you must deduct F.I.C.A. and withholding tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. I, L." ao& C-i2cxo v Tyjt 4 , do hereby state that I am qualified and capable of performing the requested construction involved with the permit application filed. I will assume full responsibility as an Owner/Builder Contractor, and will personally supervise all work allowed by law on the permitted structure. OwnerBuilder Signature Dat _L\,DL) Ci2aGlf�� f Gt4 S �2i + c S Print Owner/Builder Name olds -- Date DEBBIE BLANTON MY COJ41VISSION # DD 188491 En. ci;-,•. Kra 'irson f*?AoW to e or has a Mar, 10. 2005 1, 57PM CELERY KEY HOMEOWNERS ASSOCIATION, INC. ARCHITECTURAL REVIEW BOARD D R NORTON HOMES DATE: 2 pj PROPERTY OWNER: %)� /,2� LOT # 132 PHASE # No. 1041 K 2 PROPERTY ADDRESS: Ldt 13Z __- 6F CASA M&?UhIA PtAJjj MAILING ADDRESS (if different) :.�r'o[{`� �L ��73 TELEPHONE_. St>1, G•9.� FAX A Architectural Review application for: Swimming pool Exterior paint colors Landscaping Fencing ocheri 9 a*em kwAaG 8tF ATTACHMENTS FROM PROPERTY OWNER: written request describing addition, change or installation ,property survey showing where addition or installation is to be located _specifications (copies of plans indicating dimensions, materials made'of, color, etc.) other (i.e., paint chip color samples, pictures, brochure) NOTE: Please be advised that work cannot be started until the ARB has provided a written approval of e anp.l.i.Gatzo„. FOR USE BY THE ARCHITECTURAL REVIEW BOARD request recd forwarded to ARB to owner The ARB's decision on the plans submitted is as follows: APPROVED with the following comments: 1) must conform to all local zoning and building regulations. And you must obtain any permits that are required. 2 ) - - - DENIED INFORMATION RECEIVED IS INCOMPLETE --required information is: �� ►.p ��`311V50�1 A� ori Au/i�t.It y o- , $S . G. 700 Ll -r c . PLANS A CITY OF OFFI PLAT OF SURVEY DESCRIPTION: ( AS FURNISHED ) LOT 132, CELERY KEY AS RECORDED IN PLAT BOOK 64, PAGES 85-96 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. KEY HAVEN DRIVE PI 50' RICHT OF WAY :VIE' ED A DI it I a LOT 131 x 147.50' I w _-NB9'55'29'W N89'55'29"W4v L✓V 25'x- -_ 5' DRAINAGE @ UTILITY EASEMENT V ly F' ------- o ------------------------------ ______________ QUP o TI ) I" = 30' GRAPH 0 15 30 LOT 128 NOTE: THE FINISHED FLOOR ELEVATION THIS STRUCTURE MEETS OR EXCEEDS THE TH SNoz THE REQUIREMENTS SET FORTH IN THE o CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). KEY HAVEN DRIVE PI 50' RICHT OF WAY :VIE' ED A DI it I a LOT 131 x 147.50' I w _-NB9'55'29'W N89'55'29"W4v L✓V 25'x- -_ 5' DRAINAGE @ UTILITY EASEMENT V ly F' ------- o ------------------------------ ______________ QUP o TI ) I" = 30' GRAPH 0 15 30 LOT 128 NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. - 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 03-21-05, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT'ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO. 120294 006S E. DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE THE 100 YEAR FLOOD PLAIN, THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F.E.M.A. AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEWNOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE SOUTHERLY LINE OF LOT 132 BEING N89'55'29"W, PER PLAT. (FIELD DATE:) 12-07-04 REVISED: SCALE: 1" 30 FEET APPROVED BY: SJ JOB NO. ASM46206I FOUNDAT03-21-OION AND FINAL S FBC DRAWN BY: PLOT PLAN 10/27/04 DLC LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE 131 A EXISTING ELEVATION CONCRETE LB LICENSED BUSINESS LS LICENSED SURVEYOR PRM PERMANENTREFERENCE MONUMENT PCP PERMANENT CONTROL POINT (P)PER PLAT (,a MEASURED FND FOUND CW C014CRETE WALK 5/W S40EWALK CPCONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE 32789 (407) 426-7979 OFND 112* IRON ROD AND CAP LB 06393 (03/21/05) QFND NAIL AND DISC LB 05736 (03/21/05) 0 SET 1/2• IRON ROD AND CAP LB 06393 (03/21/05) CNA CORNER NOT ACCESSIBLE o DENOTES DELTA ANGLE LDENOTES ARC LENGTH C.B. `., ••).. ..: .I .;tea,,:<.:' 59.3' •Vtb --� PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT LLJ � :',:t;'L•A;-y,. Q ;?.; ONE STORY CONCRETE BLOCK p1� L f I N vIi CONCRETE BLOCK WALL RP RADIUS POINT CHU ,! (. `��}� " RESIDENCE IDENTIFICATION POL PCC W UP UTILITY PAD c) Q 'l} ; 3.7' ^�twr FINISH FLOINt ELEVATION=16.44 j '.A� w Q �o Y 0 QN. i n :,. w0 p ; z O O 3 ain O z ; 25.50 °:? _ a ry 9.0' L O CD LOT 127 N U w� �w i 2 uR 46.7' I 61.7' L_______O -----------------------------O 5' DRAINAGE k UTILITY EASEMENT I --------- _---_ J _ _ (3250) -(115.00) N89'55'29"W a �� I ------------- 147.50' I 1 I LOT 133 LOT 126 N Z., FOR THE BENEFIT AND EXCLUSIVE USE OF: CHI TITLE OF FLORIDA, INC. FIDELITY NATIONAL TITLE INSURANCE COMPANY OF NEW YORK PT DOUGLAS JOHN CROOKSTON AND HEATHER D. CROOKSTON FIRST HORIZON HOME LOAN CORPOR NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. - 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 03-21-05, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT'ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO. 120294 006S E. DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE THE 100 YEAR FLOOD PLAIN, THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F.E.M.A. AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEWNOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE SOUTHERLY LINE OF LOT 132 BEING N89'55'29"W, PER PLAT. (FIELD DATE:) 12-07-04 REVISED: SCALE: 1" 30 FEET APPROVED BY: SJ JOB NO. ASM46206I FOUNDAT03-21-OION AND FINAL S FBC DRAWN BY: PLOT PLAN 10/27/04 DLC LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE 131 A EXISTING ELEVATION CONCRETE LB LICENSED BUSINESS LS LICENSED SURVEYOR PRM PERMANENTREFERENCE MONUMENT PCP PERMANENT CONTROL POINT (P)PER PLAT (,a MEASURED FND FOUND CW C014CRETE WALK 5/W S40EWALK CPCONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE 32789 (407) 426-7979 OFND 112* IRON ROD AND CAP LB 06393 (03/21/05) QFND NAIL AND DISC LB 05736 (03/21/05) 0 SET 1/2• IRON ROD AND CAP LB 06393 (03/21/05) CNA CORNER NOT ACCESSIBLE o DENOTES DELTA ANGLE LDENOTES ARC LENGTH C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT CHU OVERHEAD UTILITY LINE 10 IDENTIFICATION POL PCC POINT ON LINE POINT OF COMPOUND CURVE UP UTILITY PAD SURVEY, SUBJECT TO THE SURVEYOR'S NOTE CONTAINED HEREON MEETS THE APPLICABLE "MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17-6, FLORIDA AOMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. j% ZZ/ps FOR THE FIRM ES JAY JILES PSM #4997 DATE OP. 3.,B(O. PC) G:?,g ----------- rb &7 ZO- - ---------- 4,2— axe qj TM o2 -t'72V-1� VN VSV--? h hs NNO 1-5 \A0OZl-? 'ZX -- - f , .. . I i �4�' Sc,.a►3 -46)( '2 o x y DOOM -Owner's ' OP7. ,1 • L12�b x� Bath + Owner,oSute C.D.,,r,!, t10'-0' 9'-U h,. — ' OP !0'. - 12..1D. u:t 9' •i- C1g. Walk <�-�-T-T- j - Ani A?.c N in Nook ' Closet '9' -o FLAT acor Bedroom 2 F-ac;:!v Room :::- Kitchen Dco �7\ 1 %;.a+�x:a.•s,.reorma�an..H•na ,i: ,slag:, - - - —r- }3 Bedroom 3 s _ °F + 9'- 4"� Cig, r.. it — — l lltlOPT. I y -, w I Dining Room. 3 2 -Car Garagz UvN Room. -�-+ Eo'!er - i{ _ l Entry Genera! Notes and Specifications: 1. Screen density shall be a maximum of 20 x 20 mesh. 2 Actual wall thickness of extruded aluminum members shall not be less than 0.040 inch. Snap patio extrusions less than 4" x 4" can be assumed to have similar material strength properties as equivalent non -snap extrusions. 3. The following structures are designed to be attached to block and wood frame structures of adequate structural capacity. The contractor shall verify that the host structure is in good visible condition to hold the proposed addition. Contractor shall exercise due diligence with questionable structures. 4. If there is a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 5. 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, unless shown otherwise. For enclosures with greater heights, contractors shall retain the services of a qualified structural engineer. 7. Screws that penetrate the water channel of the super gutter shall have ends clipped off for safety of cleaning the gutter and the heads of screws through the gutter into the fascia shall be caulked. 8. When using self -drilling (TEK) screws in lieu of S.M.S., longer screws must be used to compensate for drill head so that the required embedment length of threaded parts of the screw are in positive contact with the host or connected material. For the purposes of structural calculations, TEK screws and SMS are used interchangeably throughout this Manual. 9. Connections using screw bosses shall have minimum (2)-#1 Dx1" per connection unless shown otherwise. 10. Fasten all 1"x2" O.B. attached to host structure with '/."x3' long lag screws into wood host and '/Vx21/4" long concrete screws into concrete/masonry host @ 24" o.c. and within 6" at each perpendicular member. 11. All self -mating beams (S.M.B.) shall be stitched with screws @ 24" o.c. top and bottom per Table 2.16- 12. 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. 13. Every panel of screen mesh shall be fastened securely in place with spline. Each panel shall be fastened at all sides, independent of surrounding panels. This requirement shall include purlins and chair/kickplate rails. Screen mesh panels are not required to be secured to rigid diagonal bracing members. Screen mesh is incidental to the structural integrity of the overall structure. 14. 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. 15. 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. 16. Unless otherwise shown, screws shall have minimum edge distance and center to center distances as shown in this table. C-1022 Low Carbon Steel SMS & Self -Drilling (TEK) Screws (Industry Standard Screws) Nominal Screw Screw Diameter (in) Minimum Edge Distance Minimum Center to Center Distance 0.156 '/V / " 0.188 5/16 '/" 0.219 3/8" 9/16" #14 1/4" 0.250 /z" 516" Table 2.2 , Maximum Spans for Purlins or Diagonal Bracing for Screen Roofs (feel) Design Wind Speed (mph) up to 150 mph. Table applies to Exposure B & C and eave heights up to 15 feet. Maximum spacing of purlins_.= 7 feet o.c x2"x0. 100fe 2" x 0.045" 13.0 feet 2" x 4!'x 0.050" 16.2 feet Design Wind Speed (mph) up to 150 mph. Table applies to Exposure B & C and eave heights up to 15 feet. Maximum spacing of purlins ee 10 feet o.c 2" x 2' x 0.044" 1 8.0 feet 2" x 3" x 0.045" 10.4 feet 2" x 4" x 0.050" 1 13.0 feet Note: Nfseimum purlin spans are indirectly limited to 9 feet since maximum beam -to -beam span tables end at 9 feet o.c. TABLE 2.13 Maximum Area of Side Wall for Cable Bracing (each pair) or K -Bracing (each Mean Roof Height (ft) Exposure Category B, ft' Wind Re ion 100 110 120 130 140 150 <15 20 25 343 283 177 152 343 289 03 177 152 343 289 239 203 177152 30 343 289 239 203 177 152 35 40 327 275 227 194 169 145 300 252 209 178 155 133 45 186 159 138 119 .268225 50 231 194 160 137 119 103 55 194 163 135 115 100 86 60 159134111 94 82 71 Table 2.3 Maximum Spans for Carrier Beams (screen roof only) Table applies for Beam spacing (lateral support) of 10 feet or less. Table applies to Exposure B & C and heights up to 15 feet. Design Wind Speed (mph) up to 150 mph. Beams Tributary Width 6.00 1 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 4.0026..D 8.0030.0032.0 34.0 .0 elf -Matt Beams SMB Distance from Beam to Beam 5.00 6.00 6.50 7.00 2" x 4" x 0.046 x 0.100 12.04 10.61 9.49 8.66 8.01 7.49 7.06 6.70 6.39 6.115.87 5.66 5.47 5.30 5.14 4.99 2" x 5" x 0.050 x 0.116 14.78 12.80 11.44 10.44 9.66 9.03 8.51 8.07 7.69 7.36 7.06 5.62 5.43 5.26 5.10 4.96 2"x 6" x 0.050 x 0.120 17.52 15.19 13.58 12.40 11.47 10.73 10.11 9.59 9.14 8:75 8.40 8.11 7.83 7.58 7.36 7.15 2" x 7" x 0.055 x 0.120 19.60 16.97 15.17 13.85 12.81 11.98 11.29 10.71 10.21 9.77 9.38 10.3 9.99 9.67 9.38 9.12 2" x 8" x 0.072 x 0.224 24.79 22.13 19.79 18.06 16.71 15.63 14.73 13.97 13.31 12.7 12.2413.3 12.9 12.5 12.1 11. 2" x 9"x 0.072 x 0.224 27.27 24.07 21.52 19.63 18.17 16.99 16.01 15.19 14.47 13.8 13.3012.8 12.4 12.01 11.6 11.3 2" x 9" x 0.082 x 0.306 29.17 26.51 23.80 21.72 20.10 18.79 17.71 16.79 16.01 15.3 14.7114.1913.71 13.2 12.8812.5 2" x 10" x 0.092 x 1"-- 34.15 31.03 28.57 26.07 24.12 22.56 21.26 20.16 19.21 18.3 1 7.6 17.0 16.4715.9 15.4715.04 Notes I. Maximum spans for doubted carrier beams may use twice the spens shown on this table provided they are connected per attachment Detail 5 on page 2-101. ?.Tributary beams shall be smaller or equal in depth to the carrier beam. Connections when tributary beams are larger r dept than the carrier beam shall have site-specific engin-ing to verity connection adequacy. Table 2.1 Maximum Spans for Primary Screen Roof Beams for Roof Screen Enclosures (feet), (Combined Axial and Bending Stresses) Table applies to Exposure B & C and eave heights up to 15 feet. npsinn Wind Sneed fmnhl unto 150 Minh. Beams 3.00 4.00 1 Distance from Beam to Beam 5.00 6.00 6.50 7.00 8.00 9.00 Hollow Sections Beam Gusset Plate Width 3 4 Gusset Plate 3 1 2 2" x 2" x 0.045 x 0.045 Hollow 8.00 6.85 1 6.09 5.54 5.31 5.11 4.77 4.48 2" x 3" x 0.045 x 0.045 Hollow 10.76 9.28 1 8.28 7.53 7.23 6.96 6.49 6.08 2"x 4"x 0.050 x 0.050 Hollow 13.76 11.88 10.60 9.66 9.27 8.93 8.31 7.79 2" x 5" x 0.062 x 0.062 Hollow 19.23 16.63 14.86 13.55 13.02 12.54 11.72 11.05 Self -Matin Beams SMB q B Total 6063-T6 Alloy or Equal 2"x 4" x 0046x 01DO #8 x'/:' 16" 12" 2" x 4" x 0.046 x 0.100 17.37 15.03 13.43 12.25 11.77 11.33 10.60 9.98 2" x 5" x 0.050 x 0.116 21.09 18.25 16.31 14.88 14.29 13.76 12.87 12.12 " x 0.050 x 0.120 24.87 21.52 1 19.23 5 16.84 16.22 15.17 14.29 " 7" 0.055 x 0.120 2" x 8" x 0.072 x 0.224 27.78 36.24 24.03 31.35 21.47 28.01 2 . .81 24.53 18.12 23.63 16.94 22.09 15.96 20.81 2" x 9" x 0.072 x 0.224 39.41 34.09 30.46 27.78 26.68 25.70 24.02 22.63 2" x 9" x 0.082 x 0.306 1 42.99 1 37.71 33.69 30.73 29.51 28.42 1 26.56 25.03 2" x 10" x 0.092 x 0.389 1 50.32 1 45.27 40.45 36.88 35.42 34.12 1 31.88 30.04 Table 2.14a Full Moment Splice Connections: Flat/Dome and Gable Roof Beams (To be used with Detail 1) * Total number of screws for entire connection. Includes both sides of beam. Table 2.14b Mansard Beam Moment Splice Connections (To be used with Detail 2) Beam Size Beam Stitching Screw @ 24" o.c. Minimum Number of Screws per Each Half of Each Side of Gusset Plate Width Gusset Plate #12 x 1" Screws #14 x %" Screws Minimum Gusset Plate Thickness Minimum Number of Screws per Each Half of Each Side of 6063-T6 Alloy or Equal 7x Cx 0046x 0.100 Beam Gusset Plate Width 3 4 Gusset Plate 3 1 2 Minimum Gusset Plate 1/g" Stitching #8x%" 14" 14" 4 4 12x4=48 3 3 Thickness Beam Size Screw @ #10x'/+" 14" 14" #12 x %" Screws 16x4=64 #14 x %" Screws 10x4=40 � W 24" o.c. #12x'/." #14 x '/x" line line Total/Group x 4 = line l lne Total/Group x 4 = 6 18x4=72 5 Screws Screws ® © Total` q B Total 6063-T6 Alloy or Equal 2"x 4" x 0046x 01DO #8 x'/:' 16" 12" 1 4 4 12x4=48 4 2 8x4=32 1/8" 7x 5"x0owx0116 #8x%" 1 16" 16" 4 4 12x4=48 4 2 8x4=32 /8" 7x Tx0D50x012072o- 6 16" 16" 5 6 18x4=72 4 4 12x4=48 /e" 2-xrx0Mx012016" 7 7 16" 6 7 22x4=88 5 5 16x4=64 /e" 7 x V'x 0 072 x 0 224 20" 20" 7 7 24x4=96 6 6 20x4=80 /g 7 x s' x 0.072 x 0.224 #12x%" 20" 20" 8 8 28x4='112 6 7 22x4=88 /8" 7 x e" x 0.062 x 0.306 20' 20 9 9 32 x 4 =128 7 7 24 x 4= 96 7 x tb" x 0092 x a.369 20" 10 11 36 x 4 =152 8 8 28 x 4 = 112 3/16" * Total number of screws for entire connection. Includes both sides of beam. Table 2.14b Mansard Beam Moment Splice Connections (To be used with Detail 2) Beam Size Beam Stitching Screw @ 24" o.c. Minimum Number of Screws per Each Half of Each Side of Gusset Plate Width Gusset Plate #12 x 1" Screws #14 x %" Screws Minimum Gusset Plate Thickness line line line line #12x'/." #14x%' TotaUGroup x 4 = Total/Group z 4 = Screws Screws ® © Total' B Total 6063-T6 Alloy or Equal 7x Cx 0046x 0.100 #Bx%" 12" 12" 3 4 10x4=40 3 1 2 6x4=24 1/g" 7x5"x0050x0.t16 #8x%" 14" 14" 4 4 12x4=48 3 3 8x4=32 7x6"x0.050x0-120 #10x'/+" 14" 14" 5 5 16x4=64 4 3 10x4=40 � W 7x rx 0055x 0.120 #10x" 16" 16" 5 6 18x4=72 5 4 14x4=56 w 7 x e'x 0 072 x 0.224 #12x'/.' 16" 16" 6 7 22x4=88 5 5 16x4=64 2"X9"X .072x0.224 #12x%" 18" 18" 8 7 26x4=104 5 6 18x4=72 Q 7x9•xo082x0.306 #14x%" 16" 18" 8 8 28x4=112 6 7 22x4=88 Tx IT. 0.092x0.389 #14x%' 18" 18" 9 10 34x4=136 7 7 24x4=96 t/„ a * Total number of screws for entire connection. Includes both sides of beam. Table 2.6 Maximum Spans for Screen Wall Posts/Cnlumns for Flat / Dome / Half Mansard Roof Screen Enclosures (feet), Exposure B Note: For all sidewall colwnns, use roof span = 10 rent Ln LU , U N w .o V N -4D cc 01 Z M N i U Z W, O LU r J M m 1- LL LL c0 J t) Z U L Z LD Ln a x x C' i-- LU LL p N J LU r � H J to Q > 111111 C/) O W C/) LU N U� V) ../ O 0 Q U ry cv z Z o - W O W Z DC z � W W o a- LLJ Z ) Q !Y 0 = U Q w o r 1 N Ial v 0 Z 3 4 U Z N m } m Q 0 0 LL O H W w V) DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFl 0 AUTHORliY X N0. 9584 ey Alul��1 um, LLC P.Th ra 15398 T pa, FL 336 C/) W V) O U cv z W W Z � W U a- LLJ Z ) Q !Y 0 = U a U (n LL O H W w V) DO YEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFl 0 AUTHORliY X N0. 9584 ey Alul��1 um, LLC P.Th ra 15398 T pa, FL 336 Table 2.10 Maximum Spans for Super Gutter and SMB Composite Beam for Screen Enclosures One Side/Solid Roof Other Side (feet), Exposure B wind speed up to 13U mph with wino loan oI 24 psi. 1/2 Screen Roof Beam Span SMB and 5' Super Gutter Composite Beam wind speed up to ISU mph with w'm0 load o1 SL psi. 112 Screen Roof Beam Span SMB and 5" Super Gutter composite Beam wind speed up to 130 mph with wind toad or t4 psi. 12 Screen Roof Beam span SMB and 7" Super Gutter Composite Beam wind speed up to I -,)U mph with wina foaa or sz psi. 12 Screen Roof Beam Span SMB and 7" Super Gutter Composite Beam Notes: 1. Solid roof span of 12 feet is used for maximum span calculations. If solid roof span is greater than 12 feet, for every foot greater than 12 feet, use % screen roof beam span plus 2 feet values. 2. Screen roof wind loads are 16 psf. Solid roof wind loads are shown above each table. 3. Solid roof portions may be replaced with screen roof portions in part or whole. Table 2.8 Maximum Spans for Screen Wall Girls or K -Bracing (feet), Exposure B Design vend speed up to 130 mph with wind load of 25.6 psi. Maximumspacing of girls = 7 feet b: "x2"x0.044" 6.10F 2" z 3" x Oa45"' 10.28 feet 2" x 4" x 0.050' 12.84 feet 2" x 5" x o06Z' 1 17.38 feet Design wind speed up to 150 mph with wind load of 33.6 psi. Maximum spacing of girls = 7 feet o.c. 2" x 2" x 0.044' TDO feet 7' x 3'. 0.045" 6.97 feet 2" x 4'x 0.050' 11.20 feet 2" x 5" x 0.067 15.17 feet Design wind speed up to 130 mph with wind load of 25.6 psf. Maximum vertical spacing of gins =10 feet o.c. T.7.0.044- 6.60 feet 2" x 3' x 0.045' 8.60 fee[ 7 Design wind speed up to 150 mph with wind load of 33.6 psf. Maximum ertical spacing of irts =10 feet O.C. 2" x 2" x 0.044" 576 feet 7' x 3' x 0.045" 7.51 feet x 4" x O.OSP 10.74 Feet 2"z 5" x 0.062" 1 14.54 feet Design wind speed up to 150 mph with wind load of 33.6 psf. Maximum ertical spacing of irts =10 feet O.C. 2" x 2" x 0.044" 576 feet 7' x 3' x 0.045" 7.51 feet 2" x 4" x 0.050" 9.37 feet 7' x 5" x 0.052" 12.69 feet Note: 1. Tables based on FBC Table 2002.4 Load Case A L/W=2 (worst case) Maximum girt spans are indirectly limited to 9 feel since maximum beam - to -beam span tables end at 9 feet o.c. Table 2.17 Connection Detail # for Column to Foundation and Roof Beam to Host Structure Wall (Combined Stresses from Uplift and Lateral Loads) All Roofs / Exposure B/ Mean Roof Height U to 15 Feet Wind 3.00 4.00 Distance from Beam to Beam from Beam to Beam 6.00 6.50 7.00 8.00 Speed 3.00 4.00 1 5.00 6.00 6.50 7.00 8.00 9.D0 12 12 2" x 4" x 0.046 x 0.100 3 4 4 4 5 5 5 100 F1 F1 F1 F1 F1 F1 F1 F1 110 F1 F1 F1 F1 F1 F1 F1 F1 120 F1 F1 F1 WF2F2 F1 F1 F1 F1 130 F1F1 F1 1`7 1 F1 F1 F1 F2 140 Fi F1 F1 F. F1 F1 F1 F2 150 F1 F1 F1 I F1 F F1 F F1 F2 I F2 All Roofs / Exposure B / Mean Roof Hei ht Greater Than 15 Feet and up to 30 Feet Wind 3.00 4.00 Distance from Beam to Beam from Beam to Beam 6.00 6.50 7.00 8.00 Speed 3.00 4.00 5.DO 0 6.50 7.00 8.00 9.00 12 12 2" x 4" x 0.046 x 0.100 3 4 4 4 5 5 5 100 F1 F1 F1 F1F1F2110 F1 F1 F1 110 F1 F1 F1 F1 F2 F2 F2 120 F1 F1 F1 WF2F2 F2 F2 F2 F2 130 F1 F1 F1 i V1;_ F2 F2 F2 F2 140 F1 F1 F1 F. F2 F2 F2 F2 160 F1 F1 Ft F1 F2 F2 I" 92 All Roofs / Exposure C / Mean Roof Height Up to 15 Feet Wind 3.00 4.00 Distance from Beam to Beam from Beam to Beam 6.00 6.50 7.00 8.00 Speed 3.00 4.00 5.DO 6.00 6.50 7.00 1 8.00 9.00 12 12 2" x 4" x 0.046 x 0.100 3 4 4 4 5 5 5 100 F1 F1 F1 F1 F1 F1 F1 F1 110 F1 F1 F1 F1 F2 F1 F1 F1 120 F1 F1 F1 --f _EI_ F1 F1 F1 F2 130 1 F1 F1 F1 i V1;_ F1 F1 F1 F2 140 F1 F1 F1 F. F1 F2 F2 F2 150 F1 F1 Ft F1 F2 F2 F2 I F2 All Roofs / Exposure C /Mean Roof Height Greater Than 15 Feet and u to 30 Feet Wind 3.00 4.00 Distance from Beam to Beam from Beam to Beam 6.00 6.50 7.00 8.00 Speed 3.00PF1 6 x 6 x 10 x 10 WWM Equivalent 5.00 6.00 6.50 7.00 6.00 9.00 12 12 2" x 4" x 0.046 x 0.100 3 4 4 4 5 5 5 100 F1 3 F1 F1 F2 F2 F2 F2 110 F1 4 F1 F2 F2 F2 F2 F2 120 F1 4 F2 F2 F2 F2 F2 NA130 8 F1 4 F2 F2 F2 2 NA NA 140 F1 4 F2 F2 F2 NA NA NA 160 F1 F2 I F2 F2 NA NA I NA I NA Table 2.18 Connection Detail # for Secondary Column to Foundation (Side Wall) All Roofs I Exposure B / Mean Roof Heiaht Up to 15 Feet All Roofs I AN Roofs I All Roofs I Table 2.15 Minimum Connection Screw Requirements (each side of connection & each side of beamicolumn) for Roof Beams, Uprights, and Carrier Beams, Exposure B (Combined Stresses from Uplift and Lateral Loads) Note:To detemtine the number of lag screws or masonry screws required to fasten beam to ]lost structure, take half the value in the table and round up to the nearest number. (a) # 10 Screws All Roofs / Exposure B / U to 130 Roof Beam 3.00 4.00 Distance 5.00 from Beam to Beam 6.00 6.50 7.00 8.00 9.00 5 -Matin Beams SMB 6 x 6 x 10 x 10 WWM Equivalent 8 8 42 1 - #5 bar continuous 8 12 50 2 - #5 bar continuous 12 12 2" x 4" x 0.046 x 0.100 3 4 4 4 5 5 5 6 2"x 5"x0050 x 0.116 3 4 4 5 5 5 6 6 2"x6"x 0.060 x0.120 4 [4. 5 5 5 5 5 6 7" x 0.065 x 0.120 4 4 4 5 5 5 6 8 8" x 0.072 x 0.224 4 5 5 6 6 7 7 9" x 0.072 x 0.224 L2"x 4 5 5 6 8 6 7 7 9" x 0.082 x 0.306 4 4 5 6 6 8 7 6 0"x0.092 x0.389 1 5 5 8 6 7 7 I 6 6 (b) # 10 S. All Roofs / rem Ex osure B / Up to 150 mph Roof Beam 3.00 4.00 Distance 1 5.00 1 from Beam to Beam 6.00 6.50 7.00 1 6.00 9 D Self -Mating Beams SMB 6 x 6 x 10 x 10 WWM Equivalent 8 8 42 1 - #5 bar continuous 8 12 50 2 - #5 bar continuous 12 12 2"x4"x 0.046 x0.100 4 4 4 5 5 4 7 Y x 6"x0.060 x0.116 4 4 5 5 6 4 7 2" x 6" x 0.050 x 0.120 4 4 5 5 6 4 5 7 2" x 7" x 0.066 z 0.120 4 4 5 6 6 f77 5 8 2" x 6" x 0.072 x 0.224 5 5 5 6 6 5 6 6 9"0.0z224 5 5 6 6 7 5 6 6 x 9" z 0.082 x 0.306 55 4 6 7 7 5 �q6 9 Yx10"x0.092 x 0.3695 3 4 6 7 7 6 7 9 (c) # 12 S, All Roofs I Pews Exposure B / Up to 130 Roof Beam 3.00 4.00 Distance 1 5.00 1 from Beam to Beam 6.00 6.50 7.00 8.00 9.00 Self -Matin Beams SMB 6 x 6 x 10 x 10 WWM Equivalent 8 8 42 1 - #5 bar continuous 8 12 50 2 - #5 bar continuous 12 12 2"x4"x0.046 x0.100 3 3 3 4 4 4 5 5 2"x5"x0.060 x0.116 3 3 4 4 4 4 5 5 2" x 6" x 0.050 x 0.120 3 3 4 4 4 4 5 5 Y x 7" x 0.065 x 0.120 3 3 4 4 4 5 5 5 Y 0.072 x 0.224 3 4 4 4 5 5 6 6 2" x 9" x 0.072 x 0.224 3 4 4 5 5 5 6 6 Yx8"-0.062x0.306 3 4 4 5 5 5 �q6 6 Yx10"x0.002-0.388 3 4 5 5 5 6 7 7 (d) # 12 Sr All Roofs I revs Exposure B 1 Up to 150 h Roof Beam 3.00 4.00 Distance 1 5.00 1 from Beam to Beam 6.00 6.50 1 7.00 8.00 9.00 Self -Matin Beams SMB 6 x 6 x 10 x 10 WWM Equivalent 8 8 42 1 - #5 bar continuous 8 12 50 2 - #5 bar continuous 12 12 2" x 4" x 0.046 x 0.100 3 3 4 5 5 5 6 6 2" x e' x 0.050 x 0.116 3 4 4 5 5 5 6 6 2" x 6" x 0.060 x 0.120 3 4 4 5 5 5 6 6 2" x T' x 0.056 x 0.120 3 4 4 5 5 5 6 7 2" x B" x 0.072 x 0.224 3 4 5 5 5 8 6 7 2" x 9" x 0.072 x 0.224 3 4 5 5 6 6 6 7 2" x 9" x 0.082 x 0.306 4 4 5 5 6 6 7 7 2"x10"x 0.092 x 0.389 4 4 5 B 6 6 7 8 Table 2.19 Minimum Concrete Slab / Turn -Down (monolithic) Slab Requirements for Primary Column/Post Wall All Roofs / Exposure B & C / Mean Roof Height Up to 60 Feet / Up to 150 m h Monolithic Foundations Height (in) I Width (in) Maximum Roof Spans (ft) Reinforcement '/2" (4" Nominal) Thick Slab 35 0lor 6 x 6 x 10 x 10 WWM Equivalent 8 8 42 1 - #5 bar continuous 8 12 50 2 - #5 bar continuous 12 12 58 2 - #5 bar continuous 12 16 66 2 - #5 bar continuous 16 16 unlimited 2 - #5 bar continuous Note: All secondary walls (side walls) may use 4" nominal slab for all load cases. Table 2.20 Minimum Perimeter Concrete Footing Requirements for Primary Column/Post Wall All Roofs / Ex osure B & C / Mean Roof Hei ht Up to 60 Feet / Up to 150 m h Monolithic Foundations Height (in) Width (in) Maximum Roof Spans (ft) Reinforcement 8 12 T2 5 35 1 - #5 bar continuous 2 - #5 bar continuous 2 - #5 bar continuous 12 16 45 2 - #5 bar continuous 16 16 58 2 - #5 bar continuous Note: All secondary walls (side walls) may use 6.. x tv foonng for all loaa cases. m w U N Lu o v Lu inwLu O z'0 UO 'r)O WF_ J r7 W LL u- v 1`0 Z UZ cc, O F O N Q S X C> l-- wti N J Lu J N Q C O .N W0) TJ U aai O Z n- O �z> WW Q w o O m = m C) W W N W L0I X Q cx z LL O c 30 coo ' z N M m LLJ o Q N (n W U/ O J U cv z N w n/ � � W U a_ W z D Q w o =U J IZ U � U Q_ DO PEON KIM, P.E. FLA. REG. NU 49497 CERTIA TE OF AUTHORIZATION NO. 9584 Ashley Aluminum, LLC P.O. Drawer 15398 Tampa, FL 33684 DETAIL 1: TYPICAL GABLE BEAM CONNECTION 2' . 2• PURLIN ATTACHED TO BEAMS WITH (2) !10 x tW SYS. INTO SCREW BOSSES N Uw OF i' x 2' OPEN BACK CONNECTION TO COLUMN/POST MY BE ROTATED Nr (TYP.) - ' x 2. OPENBACK FASTENED TO COLUMN/POST WITH (2)-41 0 x1x' SYS (EACH END. TYP.). USE !10 x 14' S.M.S. TO CONNECT TO r . Y SECTION O 24. O.C. BEAM TO UPRIGHT CONNECTION MY BE PARTIAL VP OR FULL LAP E 2.14. SPICE SCREWS EWMLY (TYP.) BEAM (SEE TABLE 21 - 2S) 2' x 2' PURLIN ATTACHED TO BEAMS WITH (2) !10 x BP S.YS INTO SCREW BOSSES IN Uw OF 1 x 2' OPEN HACK CONNECTION TO COLUMN/POST - i MAY BE ROTATED W (TYP.) I 1• x 2' OPEN BACK FASTENED 70 COLUMN/POST WITH (2)-/10 x W S.Y.S. (EACH EIC, TYP.). USE !10 x ,x' SYS TO CONNE'C'T TO 2 x r SECTION O 24' O.C. -BEAM MY BE 0.050• YIN. 600 -TO FOR 5 FASTENERS I FLAT OR SLOPED PER VERTTCLE UNE OR LESS OTHERWISE IL' 06 61 -TB ALLOY GUSSET PLATE (TYP.). (SEE TABLE 2.4 - 2.7) @NEW (SEE TABLE 2.15 - 2.16 FOR MIN. REWIRED) DETAIL 3: TYPICAL BEAMTOCOLUMN/POST LAP CONNECTION 1 BEAM STITCHING SCREW O 24' O.C. (TYP. TOP AND BOTTOM OF SMB) SEE TABLE 2.16 FOR FASTENER SIZE SCREW (1)-/10x3'4- O 12' O.C. OR T� _ BEAM EDGE (TYP.) J (1)-114xV4 O 24' O.0 S.M.S. i 1' x2' OPEN BACK ATTACHED TO WALL �r-- y,' MIN., EQUALLY AT MIDHEIGHT OF BEAM PER ) - - SPACED (TYP.) 20 FOOT OF TRIBUTARY WIDTH T f x 24' LONG CONCRETE SCREW { •A ' • O 24' O.C. AND WITHIN 6' OF EACH ON EACH SIDEOF BEAM-{__ PERPENDICULAR MEMBER (TYP.) 01 (I)-0 M Y' f x 2)4' LONG WOOD LAG SCREW OR • y4' f x 2y4 LANG MASONRY ANCHORS ., TOP& BOTTOM -moi V) Lu o PER TABLE 2.19 A -ROOF BEAM DOUBLED CARRIER BEAM CARRIER BEAM SE 0.040 MIN. THICK ANGLE (EACH SIDE) SEE TABLE 2.3 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 2.17, 2.18 NOTE: TOTAL NUMBER OF FASTENERS ON ROOF BEAM SEWN BE SAME NUMBER USED TO CONNECT M THE CARRIER BEAM DETAIL 5: TYP. CARRIER BEAM TO BEAM CONNECTION MSCREWS 14 IMK.)r IOCMED INSiTM: PURLWS Y USE !/O x SCREWS N COIUUNCIION EDITH PURLIN SCREW BOSSES R Uw OF SCREWS CALLED OUT N TABLE T.ia. DETAIL 2: TYPICAL MANSARD BEAM CONNECTION SCREW (SE TABLE 3.4 - 3.5 FOR MIM REOUIRED) BEAM (SEE TABLE 2.1 - 2_5) MY BE FLAT OR SLOPED (SEE TABLE 7-4 - 2.7) (SE TABLE 2.15 - 2.18 FOR YIN. REWIRED) DETAIL 4: TYPICAL BEAM TO COLUMN/POST GUSSET PLATE CONNECTION MAX. DISTANCE FROM 1� Uj W BEAM EDGE (TYP.) J 1' x2' OPEN BACK ATTACHED TO WALL _ TO BEAM WITH (2) - /10x1• S.M. (I) INTO SCREW BOSSES (TYP.) i U I y4' f x 21¢' LONG WOOD LAG SCREW OR Td' I f x 24' LONG CONCRETE SCREW ROOF BEAM •A ' • O 24' O.C. AND WITHIN 6' OF EACH PERPENDICULAR MEMBER (TYP.) 01 Y' f x 2)4' LONG WOOD LAG SCREW OR • y4' f x 2y4 LANG MASONRY ANCHORS V) Lu o PER TABLE 2.19 c/) T_ •' HOST STRUCTURE ANCHORS SPACED (TYP.) ______ _______ ... •. • AEQUALLY z i Z N 10 GO GO • w ` HOST STRUCTURE (MASONRY OR WOOD) iC USE 0.040' MIN. THICK ANGLE (EACH SIDE) WITH CONNECTIONS WITH 5 OR LESS FASTENERS PER VERTICAL UNE N0 USE 0.10' MIN. THICK ANGLE (EACH SIDE) WITH CONNECTIONS WITH 6 OR MORE FASTENERS PER VERTICAL UNE SCREWS PER TABLE 2.17, 2.18 e o NOTE TOTAL NUMBER OF FASTENERS ON ROOF BEAM SHALL BE SAME NUMBER USED TO CONNECT TO THE CARRIER BEAM DETAIL 6: TYP. BEAM TO HOST STRUCTURE CONNECTION BENZ SITICE9NG SCREW O 24. O.C. (TYP. TOP AND BOTTOM OF SMB SE TABLE 2.18 FOR FASTENER S 2' x 2• PURLIN (10'-0' MAX PURUN SPACING ) ,• x ,• x xi rir 2• IANKL ANGLE, EACH SIDE (TMP.) OR f70UNALEfT - L' gECEVIHC C,UNNEL C (4) to x X' SMS. 2 SCREWS MIN. (2) - !10 x 1• LONG EACH LEG (TIP.) SM.S. (NTCSCREW Eei BOSSES (TYP. NTE NATNq ROOF BEAM SEE TABLE 2.1. 2.4. OR 2.5 DETAIL 7: TYP. PURLIN TO BEAM CONNECTION ,' . 1' . W BY 2' LONG EACH SIDE (TYP.) OR EW V• RECEIVING C 2' GIRT 0' MAXPUNUN SPACING ) (4) /9 x X• SNS. 2 SCREWS J �MJN. (2) - I7 V x 1• LONG PURUN MAY BE HORODWAL EACH NEC .) S.M.S. NTO $CREW BOSSES ON SLOPING (SEE TABLE 2.2) (TYP. ALTERNATIVE) n S.Y.B. COLUMN OR HOLLOW POSE I� 2• x 2' PERIMETER MEMBER ATDCNm TO BEAMS WITH O C ' (2) t10 x 0i• SYS NSCREWSCREWBOO C IN LIEN OF Z DETAIL 8: TYP. GIRT TO POST CONNECTION 1 . 2' OPEN BACK CON TO OUAIN/POST _______ -------- I* . 2' OPEN BACK FASTENED TO COLUMNATWT WTN (2)-410s(EAG0.), ---------- I W Q USE #10S. SIMS TO CONNECT TO 7 x 2' STC'lION O 24' O.C. 10E -SCREW /10 SYS NR) I Y PWIEIER M BER OR J } COLUMN TO FDN. CONNECTION, cowMN/POST' (2) EACH SIDE CM.) SEE TABLE 2.17 k 2.18 \` o FOR DETAIL NUMBER Z m 4' NOMINAL CONCRETE SLAB (2500 PSI, MIN.) COLUMN/POST (SEE TABLE 2.6 - 2.7) ¢ Y W/ 6 x 6 x 10/10 W.W.M. OR FIBER REINFORCED y w �I SEE TABLE 2.19 FOR MAX. ROOF SPANS= 0 V o e z LL_ DETAIL 12: TYPICAL SIDE WALL PURLIN CONNECTION r^ 0 f • .:I •! NU N GO PURUN MAY BE HORIZONTAL mm ORSUDPING (SEE TABLES N < LLJ ~ <3Q W I1.. �•�••��i:Y_ A• :. Y';x .. .i .e:.:....• j•'w �' O Ir t In iy.,y, •E y •s•-�r. "Y"'"��aii;•-'�e•�•+�; ��•�.:';:xe� 2' x 2• PERIMETER YE]BFR ATTACHED TO REALES WITH :. a ...:..r •r• MPO . 1x' B.YS INTO SCREW BD�EB N uw of I 2' OPEN BACK CONNECTION TO COWW/POST ------- ------------I COMPACTED SOIL/SAND ______________________i VAPOR BARRIER 1• . 2' OPEN BACK FASTENED TO COLUMN/POST WITH (2)-410 . Ill• sus (EACH DO. TW-). (OPTIONAL FOR SCREEN ENCLOSURES) USE !10 . 1x• sus To DONNFLTOTDLij 2' x r SECTION O 24 .C. Jr ANGLE WITH (2) - !10 SYS DETAIL 9: TYP. SLAB FOOTING EACH UEC•EkCH SIDE lTMP•) n - (SEE TABLE 2.19) MAINTAIN 1P MN EDGE DISTANCE D Cf) I COLUMN/POST (SEE TABLE 2.8 - 2.7) O COLUMN TO FDN. CONNECTION, -J SEE TABLE 2.17 h 2.18 1 FOR DETAIL NUMBER \J DETAIL 13: OPTIONAL SIDE WALL PURLIN CONNECTION (� z W 4' NOMINAL CONCRETE SLAB PURUN MAY BE HORGONnt �N/ (2500 PSI, MIN.) W/ 6 x 6 x 10 / 10 OR SLOPING (SEE TABLE 22) w W.W.M. OR FIBER REINFORCED e 2' 2' PERIMETER MEMBER ATTACHED TO BE46 WITH (2) ~ /"1 W N ti0 x 1x• S.YS INTO SCREW BOSSES IN UEU OF �S% 1 x r OPEN BACK CONNECTION TO COLUMN/POS=I �- U Q 47 N----------------------� z RADE • f • d 1' x 2' OPEN RACE( FASTENED TO COLUMN/POST LL.I 0 � •' 1, ••,,• :O' y .•-. WITH (2)-!10 x 0i' sMs (FN21 ENO. TED.). J cy' U C/1) ':.'�: LAE !10 x 1x• S.YS TO •• ey; ' ODNNECT O 2 0 24 (2) -C!tO 4' SAIS U • a� .. Y COMPACTED SOIL/SAND 9no PURIiN 9� BN9OSSES • 1 • .n J7 DO YEON KIM, P.E. VAPOR BARRIER (OPTIONAL FLA. REG. NUMBER 4 9497 FOR SCREEN ENCLOSURES) _ DIXLw/POST (SEE TABLE 2.6 - 2.1) CER 00- #5 REBAR, CONTINUOUS AU OR129584 FOOTING WIDTH (SEE TABLE 2.19 FOR QUANTITY) A h Alufiinum, LLC SEE TABLE 2.19 DETAIL 14: OPTIONAL SIDE WALL PURLIN CONNECTION Drawer 15398 mpa, FIL 68/4 DETAIL 10: TYP. TURNDOWN SLAB FOOTING (SEE TABLE 2.19) 3 Uj W J COLUMN TO FDN. CONNECTION, v (I) Ifum SEE TABLE 2.17 k 2.18 > O FOR DETAIL NUMBER 01 V) Lu o c/) DETAIL 11: TYP. CONTINUOUS PERIMETER FOOTING Z N 10 GO GO U O O N0 Lu - J M CC) e o ~ LL 0 J !2 U Lu co Z CL O a O N Q d Q > O ♦- < W LL - L 7 N w DE DE • ' 4 4 w > Lr J • N Q e' COMPACTED SOIL/SAND d. a 4 d C e 15 REBAR, CONTINUOUS ' ^ v J .0 y (SEE TABLE 2.20 FOR QUANTITY > (4) /9 x X• SNS. 2 SCREWS J �MJN. (2) - I7 V x 1• LONG PURUN MAY BE HORODWAL EACH NEC .) S.M.S. NTO $CREW BOSSES ON SLOPING (SEE TABLE 2.2) (TYP. ALTERNATIVE) n S.Y.B. COLUMN OR HOLLOW POSE I� 2• x 2' PERIMETER MEMBER ATDCNm TO BEAMS WITH O C ' (2) t10 x 0i• SYS NSCREWSCREWBOO C IN LIEN OF Z DETAIL 8: TYP. GIRT TO POST CONNECTION 1 . 2' OPEN BACK CON TO OUAIN/POST _______ -------- I* . 2' OPEN BACK FASTENED TO COLUMNATWT WTN (2)-410s(EAG0.), ---------- I W Q USE #10S. SIMS TO CONNECT TO 7 x 2' STC'lION O 24' O.C. 10E -SCREW /10 SYS NR) I Y PWIEIER M BER OR J } COLUMN TO FDN. CONNECTION, cowMN/POST' (2) EACH SIDE CM.) SEE TABLE 2.17 k 2.18 \` o FOR DETAIL NUMBER Z m 4' NOMINAL CONCRETE SLAB (2500 PSI, MIN.) COLUMN/POST (SEE TABLE 2.6 - 2.7) ¢ Y W/ 6 x 6 x 10/10 W.W.M. OR FIBER REINFORCED y w �I SEE TABLE 2.19 FOR MAX. ROOF SPANS= 0 V o e z LL_ DETAIL 12: TYPICAL SIDE WALL PURLIN CONNECTION r^ 0 f • .:I •! NU N GO PURUN MAY BE HORIZONTAL mm ORSUDPING (SEE TABLES N < LLJ ~ <3Q W I1.. �•�••��i:Y_ A• :. Y';x .. .i .e:.:....• j•'w �' O Ir t In iy.,y, •E y •s•-�r. "Y"'"��aii;•-'�e•�•+�; ��•�.:';:xe� 2' x 2• PERIMETER YE]BFR ATTACHED TO REALES WITH :. a ...:..r •r• MPO . 1x' B.YS INTO SCREW BD�EB N uw of I 2' OPEN BACK CONNECTION TO COWW/POST ------- ------------I COMPACTED SOIL/SAND ______________________i VAPOR BARRIER 1• . 2' OPEN BACK FASTENED TO COLUMN/POST WITH (2)-410 . Ill• sus (EACH DO. TW-). (OPTIONAL FOR SCREEN ENCLOSURES) USE !10 . 1x• sus To DONNFLTOTDLij 2' x r SECTION O 24 .C. Jr ANGLE WITH (2) - !10 SYS DETAIL 9: TYP. SLAB FOOTING EACH UEC•EkCH SIDE lTMP•) n - (SEE TABLE 2.19) MAINTAIN 1P MN EDGE DISTANCE D Cf) I COLUMN/POST (SEE TABLE 2.8 - 2.7) O COLUMN TO FDN. CONNECTION, -J SEE TABLE 2.17 h 2.18 1 FOR DETAIL NUMBER \J DETAIL 13: OPTIONAL SIDE WALL PURLIN CONNECTION (� z W 4' NOMINAL CONCRETE SLAB PURUN MAY BE HORGONnt �N/ (2500 PSI, MIN.) W/ 6 x 6 x 10 / 10 OR SLOPING (SEE TABLE 22) w W.W.M. OR FIBER REINFORCED e 2' 2' PERIMETER MEMBER ATTACHED TO BE46 WITH (2) ~ /"1 W N ti0 x 1x• S.YS INTO SCREW BOSSES IN UEU OF �S% 1 x r OPEN BACK CONNECTION TO COLUMN/POS=I �- U Q 47 N----------------------� z RADE • f • d 1' x 2' OPEN RACE( FASTENED TO COLUMN/POST LL.I 0 � •' 1, ••,,• :O' y .•-. WITH (2)-!10 x 0i' sMs (FN21 ENO. TED.). J cy' U C/1) ':.'�: LAE !10 x 1x• S.YS TO •• ey; ' ODNNECT O 2 0 24 (2) -C!tO 4' SAIS U • a� .. Y COMPACTED SOIL/SAND 9no PURIiN 9� BN9OSSES • 1 • .n J7 DO YEON KIM, P.E. VAPOR BARRIER (OPTIONAL FLA. REG. NUMBER 4 9497 FOR SCREEN ENCLOSURES) _ DIXLw/POST (SEE TABLE 2.6 - 2.1) CER 00- #5 REBAR, CONTINUOUS AU OR129584 FOOTING WIDTH (SEE TABLE 2.19 FOR QUANTITY) A h Alufiinum, LLC SEE TABLE 2.19 DETAIL 14: OPTIONAL SIDE WALL PURLIN CONNECTION Drawer 15398 mpa, FIL 68/4 DETAIL 10: TYP. TURNDOWN SLAB FOOTING (SEE TABLE 2.19) 3 J Ifum UOf FOOTING WIDTH PER TABLE 2.20 c/) DETAIL 11: TYP. CONTINUOUS PERIMETER FOOTING (SEE TABLE 2.20) N0 (4) /9 x X• SNS. 2 SCREWS J �MJN. (2) - I7 V x 1• LONG PURUN MAY BE HORODWAL EACH NEC .) S.M.S. NTO $CREW BOSSES ON SLOPING (SEE TABLE 2.2) (TYP. ALTERNATIVE) n S.Y.B. COLUMN OR HOLLOW POSE I� 2• x 2' PERIMETER MEMBER ATDCNm TO BEAMS WITH O C ' (2) t10 x 0i• SYS NSCREWSCREWBOO C IN LIEN OF Z DETAIL 8: TYP. GIRT TO POST CONNECTION 1 . 2' OPEN BACK CON TO OUAIN/POST _______ -------- I* . 2' OPEN BACK FASTENED TO COLUMNATWT WTN (2)-410s(EAG0.), ---------- I W Q USE #10S. SIMS TO CONNECT TO 7 x 2' STC'lION O 24' O.C. 10E -SCREW /10 SYS NR) I Y PWIEIER M BER OR J } COLUMN TO FDN. CONNECTION, cowMN/POST' (2) EACH SIDE CM.) SEE TABLE 2.17 k 2.18 \` o FOR DETAIL NUMBER Z m 4' NOMINAL CONCRETE SLAB (2500 PSI, MIN.) COLUMN/POST (SEE TABLE 2.6 - 2.7) ¢ Y W/ 6 x 6 x 10/10 W.W.M. OR FIBER REINFORCED y w �I SEE TABLE 2.19 FOR MAX. ROOF SPANS= 0 V o e z LL_ DETAIL 12: TYPICAL SIDE WALL PURLIN CONNECTION r^ 0 f • .:I •! NU N GO PURUN MAY BE HORIZONTAL mm ORSUDPING (SEE TABLES N < LLJ ~ <3Q W I1.. �•�••��i:Y_ A• :. Y';x .. .i .e:.:....• j•'w �' O Ir t In iy.,y, •E y •s•-�r. "Y"'"��aii;•-'�e•�•+�; ��•�.:';:xe� 2' x 2• PERIMETER YE]BFR ATTACHED TO REALES WITH :. a ...:..r •r• MPO . 1x' B.YS INTO SCREW BD�EB N uw of I 2' OPEN BACK CONNECTION TO COWW/POST ------- ------------I COMPACTED SOIL/SAND ______________________i VAPOR BARRIER 1• . 2' OPEN BACK FASTENED TO COLUMN/POST WITH (2)-410 . Ill• sus (EACH DO. TW-). (OPTIONAL FOR SCREEN ENCLOSURES) USE !10 . 1x• sus To DONNFLTOTDLij 2' x r SECTION O 24 .C. Jr ANGLE WITH (2) - !10 SYS DETAIL 9: TYP. SLAB FOOTING EACH UEC•EkCH SIDE lTMP•) n - (SEE TABLE 2.19) MAINTAIN 1P MN EDGE DISTANCE D Cf) I COLUMN/POST (SEE TABLE 2.8 - 2.7) O COLUMN TO FDN. CONNECTION, -J SEE TABLE 2.17 h 2.18 1 FOR DETAIL NUMBER \J DETAIL 13: OPTIONAL SIDE WALL PURLIN CONNECTION (� z W 4' NOMINAL CONCRETE SLAB PURUN MAY BE HORGONnt �N/ (2500 PSI, MIN.) W/ 6 x 6 x 10 / 10 OR SLOPING (SEE TABLE 22) w W.W.M. OR FIBER REINFORCED e 2' 2' PERIMETER MEMBER ATTACHED TO BE46 WITH (2) ~ /"1 W N ti0 x 1x• S.YS INTO SCREW BOSSES IN UEU OF �S% 1 x r OPEN BACK CONNECTION TO COLUMN/POS=I �- U Q 47 N----------------------� z RADE • f • d 1' x 2' OPEN RACE( FASTENED TO COLUMN/POST LL.I 0 � •' 1, ••,,• :O' y .•-. WITH (2)-!10 x 0i' sMs (FN21 ENO. TED.). J cy' U C/1) ':.'�: LAE !10 x 1x• S.YS TO •• ey; ' ODNNECT O 2 0 24 (2) -C!tO 4' SAIS U • a� .. Y COMPACTED SOIL/SAND 9no PURIiN 9� BN9OSSES • 1 • .n J7 DO YEON KIM, P.E. VAPOR BARRIER (OPTIONAL FLA. REG. NUMBER 4 9497 FOR SCREEN ENCLOSURES) _ DIXLw/POST (SEE TABLE 2.6 - 2.1) CER 00- #5 REBAR, CONTINUOUS AU OR129584 FOOTING WIDTH (SEE TABLE 2.19 FOR QUANTITY) A h Alufiinum, LLC SEE TABLE 2.19 DETAIL 14: OPTIONAL SIDE WALL PURLIN CONNECTION Drawer 15398 mpa, FIL 68/4 DETAIL 10: TYP. TURNDOWN SLAB FOOTING (SEE TABLE 2.19) 3 AIL 16a-1 Ya" 0 FLEXIBLE STEEL CABLE (TYP.) SEE NOTES ON TABLE 2.12 & 2.13 DETAIL 16a-2 DETAIL 16a: TYPICAL LATERAL CABLE BRACING TOWALL MEMBERS S o e o e y P DETAIL 16a-1 e e a e el 1 el y y SECTION B -B .J" THICK ANGLE EACH SIDE U TO WALL MEMBERS S / \ OPTIONAL DETAIL 16a-1 PLATE EDGE DISTANCE & C -C FASTENER SPACING) 2" MAX. (4)-#8 x Xz' S.M.S. �2x2x>a ANGLE I h EYE BOLT THRU-BOLTED TO 2x2 HEADER W/ DOUBLE WASHER & NUT EACH SIDE, EYE SNUG AGAINST ANGLE OPTIONAL DETAIL 16a-1 CONCRETE ANCHOR W/ 2X1" MIN. EMBEDMENT (TYP.) 15-2 (ALTERNATIVE) %- MIN. C -C SPACING (TYP.) ^^^ (SEE TABLE 24 - 2.7) HICK ANGLE EACH SIDE TABLE 2.15 - 2.16 FOR MIN WS REQUIRED (MAX.) CONCRETE ANCHOR, AN. EMBEDMENT (TYP,) 4-- -i DETAIL F1: COLUMN TO FOUDNDATION (SEE TABLE 2.17 FOR COLUMN/POST) (SEE TABLE 2.1S FOR SIDE WALL COLUMN/POST) NOTES: 1. 3f' CONCRETE ANCHORS SFWl HAVE MINIMUM ULTIMATE TENSION CAPACITY OF 2200 LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2800 LBS. S.MS. WITH MIN. %' EDGE DISTANCE S.M.B. COLUMN OR HOLLOW POST AND C -C SPACING (EYP) SEE TABLE 2.15 OR 2.16 FOR MIN. SIZE AND X' ANGLE, EACH SIDE (TYP) QUAeTY OF SCREWS REWIRED OR EQUNALENT 'U' RECEIVING CHANNEL ii• 0 CONCRETE ANCHOR (EYP.) I 1' x 2. OB SOLE PLATE EDGE OF Stc 1 IUN b-tl %' MIN. C -C SPACING (EYP.) f x O. CONCRETE SCREW 'NOR O _- n In f1YP.1 LMIN. (2)-/10 x 1' - - LONG S.M.S. INTO SCREW BOSSES (EYP.) SECTION A -A MN OR HOLLOW POST It 2' OB SOLE PLATE tA- 4 . 1X4" x51¢" x 0.120 THICK ^I `� ALUMINUM FLAT BAR T (SEE TABLE 2.13 & 2.14) DETAIL F2: COLUMN TO FOUDNDATION (SEE TABLE 2.17 FOR COLUMNMO08 (SEE TABLE 2.18 FOR SIDE WALL COLUMN'— NOTES: OLUMN' CST)NOTES: 1. W a CONCRETE ANCHORS SHILL HAVE MINIMUM e (2) - Y4" x 1X1" CONCRETE ULTIMATE �� ���� � � . AND MINIMUM SCREW ANCHOR (TYP.) S.M.S. WITH MIN. W EDGE DISTANCE AND C -L SPACING (EYP.) SEE TAB E S.M.B. COLUMN OR HOLLOW POST DETAIL 16a-2 2.15 OR 216 FOR MIN. SIZE MLD J6' ANGLE EACH SIDE (TYP.) QUANITY OF SCREWS REOURiED OR EQUIVALENT 'U' RECEIVING CHANNEL 36 • e CONCRETE ANCHOR (TYP.) �T � / ■ t 1• x 2' OB SOLE PLATE MN/POST (SEE TABLE 2.6 & 27) (2)-/10xl[W &MS. INTO SCREW BOSS FROM UPRIGHT (EYP. EACH END) A 2" x BRACE (TYP.) SEE NOTES X' r CONCRETE SCREW ANCHOR. DETAIL 16b-1 ON TABLE 2.13 & 2.14 tY• MIN. EMBEDMENT (EYP.) INTERMEDIATE GIRTS SHALL BE INSTALLED TO MEET BRACE SPAN 4 •. LIMITATIONS ON TABLE .8 OR 2.9 DETAIL F3: SIDE WALL COLUMN TO FOUDNDATION (SEE TABLE 218) 1Y.- o SHAUL DETAIL 16b-2 1�ULTIMATE TENSION CAPACITY OFCONCRETE SCREW FS ANDMINIMUM ULnmATE SHEM CAPACITY OF 1050 LBS. S.M.B. COLUMN OR HOLLOW POST A' e CONCRETE SCREW ANCHOR W/ W MIN. EMBEDMENT (TYP.) t /' x 2' OB SOLE PLATE --- - ---- EDGE Of 7fr----- DETAIL 16b-3 Y.' e x V4* CONCRETE SCREW • • MIN. (2)-170 x 1XA' ANCHOR O 24' O.C. (EYP.) LONG S.MS. INTO SCREW FX 5 (EYP.) SECTION A -A DETAIL 16b: TYPICAL LATERAL K -BRACING 3' STEEL "CAMELBACK" CLIP (TYP.) THIS CLIP MAY BE INSTALLED ON T/C OR ON SIDE OF CONC. SLAB (2" MIN. CONCRETE EDGE DISTANCE) I U (2) - Y4" x 1X1" CONCRETE SCREW ANCHOR (TYP.) OPTIONAL DETAIL 16a-2 1' x 2' OB SOU EDGE OF ••:. ONCRETE SCREW ANCHOR 0.24' C ow) MIN. (.M.S. x 1• LONG SS.M.S. INTO SCREW BOSSES SECTION A -A x�. L Ivry o -o NN OR HOLLOW POST x 2' OB SOLE PLATE S.M.S., %- MIN. C -C PLACES (TYP.) DETAIL 15: TYPICAL EXTERIOR CORNER DETAIL (PLAN VIEW) CORNER POST 2' x 2' EAVE RAIL 1' x 2' O.B. O PATIO SECTION O O O O 3' x 3" x 0.050" MIN. 6063-T6 ALLOY O PLATE OR STRONGER WITH (3) - #14 x %' S.M.S, EACH SIDE AS SHOWN (%' MIN. PLATE EDGE DISTANCE & C -C FASTENER SPACING) K -BRACE DETAIL 16b-1 CORNER POST 3• x 2' x 0.050" MIN. 6063-T6 ALLOY PLATE OR STRONGER (3E ; ACHS DE AS•SHOWN Q4" MIN. PLATE EDGE DISTANCE & C -C FASTENER SPACING) -- 6' x 5' x 0.050' 6063-T6 ALLOY PLATE OR STRONGER GIRT (CHAIR RAIL) ®® 0 0 K -BRACE DETAIL 16b-2 x 2' SOLE PLATE FOUNDATION PROVIDE COLUMN TO FOUNDATION CONNECTION DETAIL 1, %' 0 CONCRETE ANCHOR (2 PLACES) IN UEU OF TYP. Yi 0 CONCRETE SCREWS FOR CORNER COLUMN DETAIL 16b-3 COLUMN GIRT (CHAIR RAIL) V) F-- [L LLQ SECTION B -B .J" THICK ANGLE EACH SIDE U SEE TABLE 215 - 2.16 FOR MIN. LLI SCREWS REWIRED PLATE EDGE DISTANCE & C -C FASTENER SPACING) —%- 0 (MAX.) CONE ANCHOR, O 2W MIN. EMBEDMENT (TYP) ANGLE WrTH (2) - Y4' 0 CONCRETE 11 SCREW ANCHOR, 1Ya" MIN. EMBEDMENT, 2 PLACES (EYP.) - 1' .2' OPEN BACK FASTENED TO U n WC> Z n N 2' x 2' CORNER SECTION WITHy AUTHORIZATION NO. 9584 110 x 1X1 24' O.C. p U O O w J 00 OR CONTINUOUS SNAP--� (kms 3' STEEL "CAMELBACK" CLIP (TYP.) THIS CLIP MAY BE INSTALLED ON T/C OR ON SIDE OF CONC. SLAB (2" MIN. CONCRETE EDGE DISTANCE) I U (2) - Y4" x 1X1" CONCRETE SCREW ANCHOR (TYP.) OPTIONAL DETAIL 16a-2 1' x 2' OB SOU EDGE OF ••:. ONCRETE SCREW ANCHOR 0.24' C ow) MIN. (.M.S. x 1• LONG SS.M.S. INTO SCREW BOSSES SECTION A -A x�. L Ivry o -o NN OR HOLLOW POST x 2' OB SOLE PLATE S.M.S., %- MIN. C -C PLACES (TYP.) DETAIL 15: TYPICAL EXTERIOR CORNER DETAIL (PLAN VIEW) CORNER POST 2' x 2' EAVE RAIL 1' x 2' O.B. O PATIO SECTION O O O O 3' x 3" x 0.050" MIN. 6063-T6 ALLOY O PLATE OR STRONGER WITH (3) - #14 x %' S.M.S, EACH SIDE AS SHOWN (%' MIN. PLATE EDGE DISTANCE & C -C FASTENER SPACING) K -BRACE DETAIL 16b-1 CORNER POST 3• x 2' x 0.050" MIN. 6063-T6 ALLOY PLATE OR STRONGER (3E ; ACHS DE AS•SHOWN Q4" MIN. PLATE EDGE DISTANCE & C -C FASTENER SPACING) -- 6' x 5' x 0.050' 6063-T6 ALLOY PLATE OR STRONGER GIRT (CHAIR RAIL) ®® 0 0 K -BRACE DETAIL 16b-2 x 2' SOLE PLATE FOUNDATION PROVIDE COLUMN TO FOUNDATION CONNECTION DETAIL 1, %' 0 CONCRETE ANCHOR (2 PLACES) IN UEU OF TYP. Yi 0 CONCRETE SCREWS FOR CORNER COLUMN DETAIL 16b-3 COLUMN GIRT (CHAIR RAIL) V) F-- [L LLQ (11 TOTAL) - /14 x ii Z U � LLI 0 PLATE EDGE DISTANCE & C -C FASTENER SPACING) Ln O U 11 LIJ Q tY FLA. REG. NUMBER 49497 U n WC> Z n N AUTHORIZATION NO. 9584 Ashley Aluminum, LLC U O O w J 00 P.O. Drawer 15398 Tampa, FL 33684 U Z c<,- Q< X > O H LU LL. — LLJ Uix Q OT O 0 J U Of Q c2 O Q Z CL 00 �5 w O m I V II 0 W �I 0 O n 0 Z m LLI M D01 Br 0 L0 U) LLJ (n 0 U N LLJ wz W F-- [L LLQ (11 TOTAL) - /14 x ii Z LLJ Q 0'U S.M.S AS SHOWN Q¢' MIN. LLI 0 PLATE EDGE DISTANCE & C -C FASTENER SPACING) U 11 DO PEON KIM, P.E. FLA. REG. NUMBER 49497 CERTIFICATE OF AUTHORIZATION NO. 9584 Ashley Aluminum, LLC P.O. Drawer 15398 Tampa, FL 33684 � c BEAM MAY BE FIAT OR SLOPED, ' SEE TABLE 21-25 (2x8 SMB LARGEST (3)-}10x • SM.S. PER 3•x12• WIDE ROOF tiEMl MAY BE FLAT OR SLOPED. BEAN ALLOWED WITH THIS DETAIL SITE PAN W/ �' INTEGRAL WASHER (TYP.) SEE TABLE 2.1-2.5 (2x8 SMB LARGEST C0NNWTIEPNWUAII SPECIFIC ENGINEERING LARGER DEFAN REQUIRED (1)-/ I, BEAM ALLOWED WITH THIS DETAIL SITE FOR BEAMS URGER THAN 2x8 SNB) WASHER PER 3. COMPOSITE PANEL (rmJ SPEGFIC ENGINEERING H D REQUIRED x 5• x )6' ANGLE 4' I -5OLID ROOF PANELS SEE TABLE FOR BEAMS LARGER THAN 2x8 SMB) H BEAM tlAIL BEAN VAN F1� TAELE 2-1 4'"'O' PAA%. 211 AND 11 SPANS BFAY (SE TABLE 21W I I 25Q'CIA gMAY�� 1EB (3) S.MS. (TYP. 4)-Yx' • x 2' LAG SCREWS I 1 EACH STRAP) O EACH BEAM) (1)-#10 x 2' S.M.S.O 12. O.C. (MAX.) I BETWEEN BEMIS (TYP.) _ ° ,-SECURE FASCIA TO EACH U I I p RAFTER TAIL W/ (1) rf le • -SE TABLE D.1e - 2.1A FOB MN REWARD 0 I MAINTAIN LK EDGE DSTANCE A C --C sPvnRG ° (2)-)6•A BOLTS W/ �' p 4' LANG PAN HEAD LAG • • 0 SCREWS BEFORE ATTACNIN •,° le HER EACH END (TYP.) SUPER GUTTER SEE FASCIA CONNECTION • I REQUIREMENTS (TYP.) yy Y (MAX.) SUPER GUTTER SEE TABLE 210 OR 211 (4)-%1Dx1)f' S.M.S. (TYP. O I 3 (SEE TABLE 210 k 2.11) EACH BEAM) ome I•L BOa1-TB ADD( P1ArE OR R CHANNEL FOR CARRIER BEAM SPANS SUPER GUTTER (1)-/10xIX- S.M-S. O 12. O.C. FGR a FA51DFR5 PER t)E M = ONFRAtSE W b 3'%3'x0.050' MIN. PLATE (3)-/12 SM.S. COLUMN (-R93' MIN. (MAX) BETWEEN BEAMS (TYP.) 1•L TrKKNIm (TYP.) SEE TA9E 21S s 214 FOR INTO BEAM AND COUIMN COLUMN (TP.) NUIBEIR OF SCREWS REDLIRED 2' x 2• x )6' ANGLE (EACH SIDE OF BEAM) • • W/ MIN. TOTAL NUMBER OF SCREWS \ I Y xGL•N•L FASCIA PER TABLE 2.17 OR 2.18 • •'• DETAIL 24: TYP. SCREEN ROOF - SOLID ROOF PANEL CONNECTION (TYP. EACH SIDE OF BEAM) I • •• DETAIL 17: TYP. PLUMB FASCIA CONNECTION -AMM "u. W BEAM MAY BE FLIT EI LARGED, SEE TABLE 2-1-zS (21e SMB LARGEST • BEAM ALLOWED WITH THIS OETUL- SITE (3}/1O W S.M.S. PER 3'x12• WIDE ROOF SPECIFIC ENGINEERING DETAIL REQUIRED PAN W/ if' INTEGRAL WASHER (TYP.) BEAM MAY BE FLAT OR SLOPED, • FOR BEMIS LARGER THAN 2.0 STAB) (1)-/10x4' S.M.S. 012' D.C. W/ • O.D. SEE TABLE 21-25 (2x8 SMB LARGEST O WASHER PER 3• COMPOSITE PANEL (TYP.) BEAM ALLOWED WITH THIS DETAIL, SITE SPECIFIC ENGINET7RINC DETAIL REQUIRED 1' x 5• x J6' ANGLE 4• SEE FASCIA FOR BEAMS7:7,' LONG O fJLCFI BEAM �Sx,OR GIRf1Eit TD FASW CONNECf10N SOLID ROOF PANELS SEE TABLE (3) - 10 x E' � •� �Y � �T'� 11 REQUIREMENTS (TYP.) 2.11 AND 11 FOR SPANS (3) DETAIL 21: TYP. NON -GABLE ROOF TRANSOM (RISER) WALL EACH STRAP) �4T)(P 'o EACH BEAM) CR (1)-/10 x 2' SMSA 12' O.C. (MAX.) BETWEEN BEAMS (TYP.) ECURE FASCIA 7E) EM O O RAFTER TAIL HAD 1 4• LONG PAN HEAD L O SCREWS BEFORE ATTR �_(4)-/1Ox1h_ S.M.S. (TYP, O BEAM (SEE TABLE 24 - 2.5):41 2•x2• MAY BE ROTATED 90 7' (Mm) EACH BEAM) SHIM BEHIND O.B. 6 OPTIONAL SUPER GUTTER GUTTER AS REO'D. (1)-j10x1J6' S.M.S. O 12' D.C. (MAX.) BETWEEN BEAMS (TIP•) 2' x 2' x )6• ANGLE (EACH SIDE OF BEAM) W/ MIN. TOTAL NUMBER OF SCREWS PER TABLE 217 OR 218 (TYP. EACH SIDE OF BEAM) DETAIL 18: TYP. SLOPING FASCIA CONNECTION -SEE 7•'WF 215 - 218 FDR MIN. REQUIRED MAINTAINLAIN. EDGE DISTANCE R C -C SPACING BEAM MAY BE FLAT OR SLOPED, i10 x IX' S.M.S(MIN.; O 24' O.C. CONNECTING 1•x2 O.B. SEE TABLE 2.1-2.5 (2x8 SMB LARGEST c . R BEAM ALIOWED WITH THIS DETAIL. SITE TD GUTTER (O.BOPTIONAL.) COLUMN/POSf (SEE TABLE 2.4 - 25) I SPECIFlC ENGINEERING DETAIL REQUIRED 1' x 5'x)6' ANGLE 4a00000 000, NOMINAL FASCIA FOR BEAMS LARGER THAN 2xB SMB) /- /-LONG O EACH SEMI (3)-/10 x 'W (5)-YA' 0 x 2' LAG SCREY/5 S. S. (TYP. O 1' D.C. (TYP. O EACH EACH SRRAP)� 1)-Yx' • x 2' BEAM) MND (l)-4.:x7 LAG SCREW O 24. O.C. DETAIL 19: OPTIONAL FASCIA HANGER CONNECTION ENTIRE LENGTH OF GUTTER WITH SAME BACKING AS SHOWN IN DETAIL 18 SECURE FASCIA TO EACH /10 x 14" S.M.S.(MIN.; O 24• x HEAD O 4µL0 G PAN LAG WALL SHALL HAVE DWiQML ROOF SCREWS BEFORE ATTACHING O SUPER GUTTER 2-/12x1XA' SCREW (MAY BE p - ON BACKSIDE OF FASCIA) (2)-2' z 2'x)6' ANGLE (AMY BE MINGLE ANGLE) W/ MIN. TOTAL NUMBER OF SCREWS •STRAP FASTENED TO GUTTER W/ MIN. BE 2-/10 S.M.S. (S.M.S. MAY BE COMMON WRIT PER TABLE 2.17 OR 2.18 (TYP. EACH SIDE OF BEAM) ANGLES USED WITH BEAM 2• x 0.024• MIN, 3003-H14 r 7• (MAR-) SUPER GUTTER ALLOY, PULED TAUT (2 O EACH BUM) DETAIL 19: OPTIONAL FASCIA HANGER CONNECTION NOTE: IF FASCIA IS SLOPED, SAME DETAIL MAV BE USED WITH SAME BACKING AS SHOWN IN DETAIL 18 ECURE FASCIA TO EACH /10 x 14" S.M.S.(MIN.; O 24• RAFTER TAIL W/ (1)44•• 4' LONG PAN HEAD LAG BEAM MAY BE FLAT OR SLOPED, O.C. CONNECTING 1'x2 O.B. WALL SHALL HAVE DWiQML ROOF SEE TABLE 2.1-2.5 (2x8 SMB LARGEST TO GUTTER (O.B. IS OPTIONAL) 3*x3'x0.050' MIN. PLATE (3)-j12 S.M.S. BEAN ALLOWED WITH THIS DETAIL, SITE SPECIFlC ENGINEERING DETAIL REQUIRED ///--- 1' x 5• x )6• ANGLE 4' / LONG O EACH 8EM1 CONTINUOUS LOAD PATH LEADING TO FOR BEAMS LARGER,THAN 2x8 SMB) -7 / COLUMN (TYP.) (3) - /10 x ;i• 4)-i6• e x 2' LAG SCREV O EACH BEAM) S.M.S. (TYP. (TYP. EACH ��) (1)-j10 x 2• SM.S.O 12' O.C. (MAX.) WASHER EACH END (TYP.) 2 PLACES O EACH BEAM BETWEEN BEAMS (TYP.) ° ECURE FASCIA TO EACH O s RAFTER TAIL W/ (1)44•• 4' LONG PAN HEAD LAG (2)-2-x2-*%' ANG V (MAY BE SINGLE ANGLE) X. THICK CONTINUOUS ANGLE CUT W/ MIN. TOTAL NUMBER OF SCREWS TO FR OR P.T. LUMBER BLOCKING PER TABLE 2.17 OR 218 (5' LONG OR CONTINUOUS) CUT (TYP. EACH SIDE OF BEAM �7(M-AX.)TO FIT O BEAMS NOTE FERRELL MAY BE i' x 1' SUPER GUTTER EXTRUDED PICKET.1' o a LAG SCREW x 8' W/ FERRELL ALUMNINUM, OR 1' a PVC SCREW MAY BE ANGLED INTO FASCIA (TYP. EACH SIDE OF BEAM) ALTERNATE DETAIL 18: TYP. SLOPING FASCIA CONNECTION SEE GUTTER DETAILS 17-19 FOR COLUMN GUTTER CONNECTION \--SUPER GUTTER M FASCIA CONNECTION ' NOT SHOWN FOR CLARITY SEE DETAILS 17-19 DETAIL 22: GABLE ROOF TRANSOM (RISER) WALL BEAM MAY BE FLAT OR SLOPED, /10 x RYA' S.MS-(MIN.j O 24• SEE TABLE 21-2.5 (2x8 SMB LARGEST O.C. CONNECTING 1•x2 O.B. BEAM ALLOWED WITH THIS DETAIL. SITE TO GUTTER (O.B. IS OPTIONAL) SPECIFIC ENGINEERING DETAIL REQUIRED 1' x 5• x M' ANGLE 4' FOR BENAS URGER THAN 2xB SMB)7 LONG O EACH BEAM' (3) -S.010x Y . 4)-YA' e z 2• LAG SCREY S.M.S. (TYP. �"hP• O EACH BEAM) EACH STRAP) (1)-/10 x H :EAM) 12' O.C. (MAX.) BETWEEN BEAMS (TYP.) 1 O O ECURE FASCIA TO EACH RAFTER TALL W/ (1)-Y.'e 4' LONG PAN HEAD LAC SCREWS BEFORE ATTACH' WASHER EACH END (TYP.) 2 PLACES O EACH BEAM SUPER GUTTER - 7' (MAX.) SUPER GUTTER NOTE FERRELL MAY BE i • x 1 • EACH SIDE OF BEAM) a LAG SCREW x B• W/ FERRELL E E]ORUDED PICKET,1• • (TYP' MUMNINUM, OR 1' a PVC (2) - 2• x 2 x )6' ANGLE (MAY BE SINGLE ANGLE) W/ MIN. TOTAL NUMBER OF SCREWS PER TABLE 2.17 OR 218 (TYP. EACH SIDE OF BEAM) ALTERNATE DETAIL 17: TYP. PLUMB FASCIA CONNECTION 3• BASE INSERT W/ Ui' LEG J6' THICK 8083 -TB ALLOY (TY P . ) - (2)-36' a (MAX.) CONCRETE ANCHOR. IW MIN. EMBEDMENT (TYP.). OPPOSITE CORNERS A � A 4 r / DETAIL 26: TYP. SCREEN ROOF - SOLID ROOF PANEL COLUMN TO FDN. CONNECTION NOTES. 1. W A CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TFNSgN CAPACHY OF 2200 LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2800 LBS. LLJ a_ O'4 BOLTS W/ Cx' pWASHER WASHER EACH END (TYP.) 2 PLACES O EACH BEAM SEE TABLE 2.15 8 218 FOR MIN. ° STRUCTURE OR BRACED WALL SHALL CONNECTION REOUIRENENTS TO BY HOST STRUCTURE OA BRACED BEAM (TYP.) (MAX.) SUPER GUTTER WALL SHALL HAVE DWiQML ROOF EE TABLE 2.10 k 2.11) SEE TABLE 210 OR 211 FOR COMPOSITE CUREit-CARRIER BEAM SPANS 3*x3'x0.050' MIN. PLATE (3)-j12 S.M.S. LEADING TO A BRACED WALL OR HOST INTO BEAM AND COLUMN (TYP.) CONTINUOUS LOAD PATH LEADING TO 3'x3'x0.093• MIN. ROOF BEAM LINE LATERALLY SUPPORTED BY HOST STRUCTURE COLUMN (TYP.) DETAIL 25: ALTERNATE SCREEN ROOF - SOLID ROOF PANEL CONNECTION (8)-/izw S.Ms., 3 EACH LEG % MIN. C -C SPACING (TYP. BRACING NOT REQUIRED? / 3'x3•x0.09J' HOLLOW POST COLUMN (MIN.) 3• BASE INSERT W/ Ui' LEG J6' THICK 8083 -TB ALLOY (TY P . ) - (2)-36' a (MAX.) CONCRETE ANCHOR. IW MIN. EMBEDMENT (TYP.). OPPOSITE CORNERS A � A 4 r / DETAIL 26: TYP. SCREEN ROOF - SOLID ROOF PANEL COLUMN TO FDN. CONNECTION NOTES. 1. W A CONCRETE ANCHORS SHALL HAVE MINIMUM ULTIMATE TFNSgN CAPACHY OF 2200 LBS. AND MINIMUM ULTIMATE SHEAR CAPACITY OF 2800 LBS. LLJ a_ NOTE. Rt6 BENZ OR PIRLDN LTE L$ NOTE' REEF BEAM OR PURIM LINE DIRECTLY SUPPORTED BIPLANE BY MOST E$ DIRECTLY SLPPMTED INPLAE STRUCTURE OR BRACED WALL SHALL BY HOST STRUCTURE OA BRACED HAVE DIAGONAL RIXF BRACING THAT WALL SHALL HAVE DWiQML ROOF PROVIDES A CONTDaIDUS LOAD PATH BRMTNG THAT PROVIDES A LEADING TO A BRACED WALL OR HOST CONTINUOUS LOAD PATH LEADING TO STRUCTURE. ROOF BEAM LINE LATERALLY SUPPORTED BY HOST STRUCTURE A BRAtm WALL fR HOST STRUCTURE. NO LATERAL BRACING RIIff BEAM OR PURLIN LINE REQUIRED IF EXTERIOR OR BRACED WALL CTYPJ DIAGONAL LATERALLY SUPPORTED BY HOST SCREEN WALL IS BRACING NOT REQUIRED? / HOST STRUCTURE ONEV OR EXISTING) Y STRUCTURE EIR BRACEDWALL uY^P.� CONNECTED DIRECTLY 7 �,,,,,,- „�,,, ,,,•,,,,' ,• HOST STRUCTURE (TYP.) ]I I IS IDETAIL9 16a 6 16M F!)R t I6 \ l ROOF BEAM OR PURUNE1 UNE P (ARROWS REPRESENT LATERAL WIND LOAD TO BE TRANSFEREE) TD HOST STRUCTURE DR CABLE/K-BRACING IN VALLS) MINIMUM ROOF DIAGONAL BRACING PLAN - PLAN VIEW 1 Ln W U > +� Of O N Lu W O Z (n'0 00 DO U O M ^ O Lu I.- _J K)DO J LL (A 17 I Zpv a z� N Zi Q = x c' IL Lu I.L. NLE) W -I Q Ln V_) W �- > N J U 2 O Q Z CL 00 W Q w o O Z m V Til W L' W Ln U O Z � O 3 m Z � ED � F.LLJ cr- V / W ry 'D V / U Nz W LLJ z I- � W U ZW� Q � W Q = U � � U (n U � DO YEON KIM, P.E. FLA. REG. NUMBER A9497 CERTIFICATE OF AUTHORIZATION NO. 9584 Ashley Aluminum, LLC P.O. Drawer 15398 Tampa, FL 33684 L -J 0 ROOF BENVPURLIWCOLLMN LINE LATERALLY SUPPORTED BY HOST STRUCTURE OR BRACED LA P BY ST DIAGONAL BRACING (TYP.), STRUC RE BR ACEDN-f SEE TABLE 2.2 WALL YPJ 2 x 2 (ADD V/ (2) •10 S.M.S., EACH END, EXTERIOR WALL ROOF BEAM OR PURUNE LRE BRACED VITH CABLE I 1 OR K -BRACING, TYP. 1 (SEE DETAILS 16O (ARROWS REPRESEM LATERAL WIND LOAD TO BE TRANSFERED T3 16b FDR NOTES) HOST STRUCTURE DR CABLE/K-BRACING IN WALLS) MINIMUM ROOF DIAGONAL BRACING PLAN - PLAN VIEW 2 LA P BY ST DIAGONAL BRACING (TYP.), STRUC RE BR ACEDN-f SEE TABLE 2.2 WALL YPJ 2 x 2 (ADD V/ (2) •10 S.M.S., EACH END, EXTERIOR WALL ROOF BEAM OR PURUNE LRE BRACED VITH CABLE I 1 OR K -BRACING, TYP. 1 (SEE DETAILS 16O (ARROWS REPRESEM LATERAL WIND LOAD TO BE TRANSFERED T3 16b FDR NOTES) HOST STRUCTURE DR CABLE/K-BRACING IN WALLS) MINIMUM ROOF DIAGONAL BRACING PLAN - PLAN VIEW 2 Permit No, OS -3,P-713 State of Florida County of Seminole NOTICE OF COMMENQE;MENT Tax Folio No. The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. --1. Description of property: (legal description of the property and street address if available) -;y-j GASH, a Ae 2-1 N AN 2. General description of improvement: _ -� _ U s t2cr,1'= •—'3. Owner information a. Name and address Y,S7o L 5 L C- �,A P1 LA -1 2d L A ,.-..-b. Interest in property c. Name and address of fee simple titleholder (if other than Owner) r 0 r„ m IR V)� 9 4. Contractor rrn t� a. Name and address u �I l �2" '•� ^ +, i ✓• w 1 b. Phone number Fax number �. Ln J;- i 5. Surety W k* a. Name and address w 7 71 h; b. Phone number Fax number ... c. Amount of bond 6. Lender a. Name and address -� b. Phone number Fax number 7. Persons 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: a. Name and address b. Phone number Fax number 8. In addition to himself or herself, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. a. Phone number Fax number 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless adifferent date is specified) II -�C Signature of Owner Sworn to (or affirmed) and-s{ub-scribed before me this -7 day of , x , 20 by 1(''(. ok— Personally Known OR Produced Identification Type of Identification Produced Signature of No Public State of Florida °"� DEBBIE BLANTON Commission EWsI.NSTRUENT PREPARED BY: My COMMISSION # DD 188491 y (' �"��.�. EXPIRES: February 25, 2007 NAME,(X i800.3 -NOTARY Fl Notary Discount Assoc. Co. ADDR. -Sym-- 0"LA MAI–MA �='c- S2--- } CERTIFIED COPY MARYANNE MORSE CL RK OF CIRCUIT COURT OL ,C UNTY, FLORIDA P C "P NUN- 200 .