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HomeMy WebLinkAbout429 Ascot CtPermit # RECEIVED 45 CITY OF SANFORD PERMIT APPLICATION Date: �d o AUG 1 0 2006 Job Address: i Z9 /Y$CC) t✓ pw Description of Work:3 X Ib `iOTI Cp/Q( *--J ZSX 1 1 CA f'aQ r'r Historic District: Zoning: Value of Work: $ S=0 Permit Type: Building " Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: ,n(Attach Proof of Ownership & Legal Description) Owners Name & Address: A !� LS 2% A57CO T C. *.I rIr �br� 1'' yt.?-2 3 Phone: `CO 7 — 30 Z " Z! 3 2— Contractor Contractor Name & Address: Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: Architeet/Enginnee�er: Address: ; t rA Contact Person: iJ//C Phone: -� Phone: t2 KJG -- !f— Y --- 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 managem'W ducts, state agencies, or federal agencies. Acceptance of permit is verifrcatioNth t I will notify the/owner of77) prroperty of the CO (� S' nature of 0., r/A nt Date �� cA10 of Florida Date 6� :Z) 61,7P Da Print Contractor/Agent's Na Signature of Notary -State of Florida Date Owner/Agent is_ Person 11 Known to Me or Contractor/Agent is ✓ Personally Known to Me or _ Produced [D _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utif (Initial Date) (Initial & at (Initial & Date) (Initial & Date) Special Conditions: Address: - o U This Instrument Prepared by: �- Address: 21 u 0 E Property Appraisers Parcel Identification (Folio) Number(s): m a ro t 1JAFiall la lid .II gal it ufl 12 Ili iii Ili Ili (lwi t" t ii Iv ,:.� sa imi s' i ull I lii�i � e� MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY PK 06366 Pg 00321 O pg) CLERK' S # 2006129695 RECORDED 08/10/2006 03:19:18,P14,_ : RECORDING FEES 10. MTTIED COPY RECORDED BY t h9W_Y!ftiN jN0pS1 SPACE ABOVE THIS LINE FOR PROCESSING DATA SPACE ABOVE THIS LINY:`F SEM Permit No. NOTICE OF COMMENCEMENT State of Florida County of S7 . 1 w0 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, If available) C oa-f- �) `®.MO ter k-) FL . -7? General descr�tlon of Improvements_ %( l7) �r,�) � f" 2S" l! /--,a e -?o, -T— . Owner _ Address Owner's Interest In site of the improvement — _��' I �Syh-l4 ,L_ Fee Simple Title holder (if other than owner) Namer' Address Contract Address Surety _ Address Any person making a loan for the construction of the Improvements: Name Address of bond $_ 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 Lienor'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). / J C,16&), S`ignature of Owner Printed Signature of Owner NOTARY RUBBER STAMP SEAL Sworn to and subscribed before me this _ day of W�q(Check one:) 0 Affiant is pe nally known to me. XL Affiant provided the yp MARIA D. SEIBERT Notary PuM • Shft of FbWe #� Y CO Ells Jtar1, 2010 commisilim air DD 53 following type of identification: --y aignarure Printed Notary Signature CARRIAGE COVE REQUEST FOR EMPROVEMENT TODAY'S DATE—j— % ' PROJECTED DATE WHEN IMPROVEMENT IS TO TAKE PLACE: A TYPE OF IMPROVEMENT: MATERIALS TO BE USED. FOR ImPROVEiV1ENT: I� , PERSON/COMPANY INSTALLING �'Fj�c,� l %a L. SUBCONTRACTOR'S LICENSE NO. PLEASE DRAW A DIAGRAM OF PROPOSED WORK: NOTE: IT IS THE RESPONSIBILITY OF THE HOMEOWNER TO NOTIFY THE UNDERGROUND UTILITY LOCATER (1/800-432-4770) PRIOR TO THE START OF ANY WORK. SIGNATURE OF RESIDENT. QQ/ PRINT NAME OF RESIDENT: • _ / Y /c, APPROVAL OF MANAGEMENT: DATE OF APPROVAL: NO WORK IS TO BEGIN UNTIL WRITTEN APPROVAL HAS BEEN RECEIVED. ' CARRIAGE COVE REQUEST FOR IMPROVEMENT TODAY'S DATE: UZ2 4�; PROJECTED DATE WHEN IMPROVEMENT IS TO TAKE PLACE: /0 TYPE b TYPE OF IMPROVEMENT: ;< 23x / Oe t o o( MATERIALS TO BE USED FOR IMPROVEMENT: PERSON/COMPANY INSTALLING: L,4_ ;RWONTRACTOR'S LICENSE NO.:�� PLEASE DRAW A DIAGRAM OF PROPOSED WORK: 3 of �7Ad G4r�orT'� NOTE: IT IS THE RESPONSIBILITY OF THE HOMEOWNER TO NOTIFY THE UNDERGROUND UTILITY LOCATER (I-800-432-4770) PRIOR -TO THE START -OF ANY WORK. SIGNATURE OF RESIDENT: PRINT NAME OF RESIDENT: LOT #: APPROVAL OF MANAGEMENT: vv or DATE OF APPROVAL:� V, / 06 NO WORK IS TO BEGIN UNTIL WRITTEN APPROVAL HAS BEEN RECEIVED. January 01, 2006 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774. TO ALL BUILDING DEPARTMENTS Re: Master File Engineering "ALUMINUM STRUCTURES DESIGN MANUAL" 2004 edition & 2006 edition Dear Building Official/Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my 2004 ed "ALUMINUM STRUCTURES DESIGN.MANUAL" during the year 2006. When we publish and distribute the 2006 ed of the "ALUMINUM STRUCTURES DESIGN MANUAL", they will be authorized to use that manual for the remainder of 2006. Our authorization is based on a January to January basis requardless of the edition of the manual. This authorization also applies to contractor master file drawings, " ONE PERMIT ONLY" drawings or any "site specific" drawings that I may furnish the contractor. Mark Matzinger SCC13114975.5 Seibert Aluminum Inc 41 Bombay Ave Winter Springs, FL 32708 They are hereby added to my 2006 MASTERFILE LIST Should you have any convenience. Sincerely,. Lawrence osp -Pt tions please contact me at your SECTION 2 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS General Notes and Specifications: 1. Certain of the following structures are designed to be married to block and wood frame structures of adequate_ structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the owner or contractor has a question about the host structure, the owner (at his own expense) shall hire an architect, engineer, or a certified home inspection company to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 20' from the host structure. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 4. The following r_ ules apply to attachments /additions involving mobile and manufactured_b.am.es� a. Structures to be placed adjacent to a mobile / manufactured home built prior to 1994 shall use "fourth wall construction" or shall.provide detailed plans of the mobile / manufactured home along with addition plans for site specific review and seal by the engineer. This applies to all utility sheds, carports, and / or other structures to be attached. b. Fourth wall construction means the, addition shall be free standing with only the roof flashing of the two units being attached. The most common "fourth wall construction" is a post & beam frame adjacent to the mobile /manufactured home. The same.span tables can be used as for the front wall beam. All fourth wall frames shall have knee braces on both fourth wall frame and outer wall frame @ each end when attaching to a slab. If post is set in concrete isolated footing, no knee brace is required. c. For mobile / manufactured homes built after 1994, structures may be attached, provided the project follows the plan provided in this manual. The contractor / owner shall provide verification that the structural system of the host structure is adequate for the addition to be attached. d. Any attachment that extends more than 20' from a mobile / manufactured home wall shall require site specific engineering. The 20' is measured from the mobile / manufactured home to the outside of the beam wall and does not include overhang. __. 5. Section 7 contains span tables and attachment details for pans and composite panels. 6. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head. 7. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 8. If posts are set in concrete and the carport is attached to a host structure, knee braces are not required. 9. For existing mobile homes that have existing structures attached to them that are to be altered or added to, a fourth wall shall not be required unless the addition or alteration adds more than 50 % of the assessed value of the existing home. 10. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 11. For Design Check List and Inspection Guides for Attached & Free -Standing Covers and Utility Sheds, see Appendix (Section 10). 12. Spans may be interpolated between values but not extrapolated outside values.. 13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2" diameter hole in all gutter end saps_ Pa . NS REVIEWED Cpm ®F SANF RD 2-i 1JC1It= ld1 IVVLCJ QIIU 01JUUIIIUCILIV11J IVI OUG1.IVI1 L 1 QLJICJ. Section 2 Design Loads (#/SF) for Open or Enclosed Structures w/ Solid Roofs Wind Velocity Mono -Sloped Roof w/ Open Walls (See Note 2). LAttached-or Gabled Freestanding Carport Roofs Enclosed Shed Walls Overhang / Cantilever 100 M.P.H +10/-10 +10/-10 +10/-12 +10/-30 110 M.P.H +10/-10 +10/-12 +12/-14 +10/-36 120 M.P.H +10/-11 +10/-14 4-14/-17 +10/43 123 M.P.H +10/-12 +10/-15 +15/-18 .+10/45 130 M.P.H +10/-13 +10/-16 +16/-19 +10/-50 140A M.P.H. +10/-15 +101-19 +19/-23 +10/-58 1408 M.P.H +30/-15 +30/-19 +19/-23 +301-58 150 M.P.H +30/-17 .+30/-20 +21 /-26 .+30/-67 Note 1: Roof and framing members of carports & patio covers are considered to be the main frame resistance components. Wind loads are listed as minus loads for roofs and plus loads for walls. To convert above wind loads to "C" Exposure loads multiply by 1.4. Note 2: Roof loads shall not be less than 10 PSF for 100 through 130 MPH zones or less than 30 PSF for 140 and 150 MPH zones. "C" exposure :conversion factors can only be used to convert from 120 MPH to 140 & 150 M.P.H. Conversion Table 2A for Section 2 Roof Beam Spans for Structures wl Mono -Sloped Roof & Open Walls From 120 MPH Wind Zone to others: exposure "B" Wind Zone (MPH) Applied Load (#/Sq. Ft.) Deflection (d) Bending (b) 100 10 1.03 1.05 110 10 1.03 1.05 120 11 1.00 1.00 123, . . -.__ _ 12 0:97 0.96 130 13 0.95 0.92 140A 15 0.90 0.86 1408 30 0.72 0.61 150 30 0.72 0.61 Conversion Table 2B for Section 2 Roof Beam Spans for Attached or Gabled, Freestanding Carport Roofs From 120 MPH Wind Zone to others, exnnsure "R" Wind ZoneApplied (MPH) Load (#/Sq. Ft.) Deflection (d) Bending (b) . 100 10 1.12 1.18 110 12 1.05 1.08 120 14 1.00 1.00 123 15 0.98 0.97 130 16 0.96 0.94 140A 19 0.90 0.86 140B 30 0.78 0.68 150 30 0.78 0.68 Continued next page... 2 - ii 1,3; A. .;F_k., iL_ aii.er'fi.i.;a.0 € ..<-`•„_.v.�..-..�,_,_..�s_.m. ..im.�._,,.�,_- .� .:..: i ! .�F.:9 General Notes and Specifications for Section 2 Tables (cont.): Conversion Table 2C for Section 2 for Enclosed Shed Walls From 120 MPH Wind Zone to others- exnosure "R" Wind Zone (MPH) Applied Load (#/Sq. Ft.) Deflection (d) Bending (b) 100 12 1.12 1.19 110 14 1.07 1.10 120- 17 1.00 1.00 ,a 123 18 0.98 0.97 130 19 0.96 0.95 140A & B 23 0.90 0.86 150 1 26 0.87 0.81 Conversion Table 2D for Section 2 Roof Beam Spans for Overhang / Cantilever (All Building Types) From 120 MPH Wind Zone to others* exnnsure "R" Wind Zone (MPH) Applied Load (#/Sq. Ft.) Deflection (d) Bending (b) 100 30 1.13 1.20 110 36 1.06 1.09 120 43 1.00 1.00 123 45 0.98 0.98 130 50 0.95 0.93 140A 58 0.91 0.86 1408 58 0.91 0.86 150 67 0.86 0.80 Coversion Table 2E Conversion Based on Mean Height of Host Structure for Open Structures w/ Solid Roofs Mean Host Deflection Bending Structure Height , -_ -'d' b' - -. 0 15' 0.94 0.91-- 15' - 20' 0.92 0.88 20' - 25' 0.91 0.86 25' - 30' 0.89 0.85 PLANS REVIEWED SANFORD S 2 - iii I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS FOURTH WALL FRAME (IF REQUIRED) BEAM SELECT "L" FROM BEAM SPAN TABLES FOR ATTACHED COVERS USE 'A1' = W/2 + O.H. EXISTING HOST STRUCTURE nn NnT RI nr`V 'W' VARIES__I�O.H. SINGLE CARPORT - PLAN VIEW < SCALE: 3/16" = V-0" 3" RECEIVING CHANNEL ANCHORS W/ (3) EACH #8 S. M. S. @ 12" O. C. (SEE ROOF CONNECTION DETAILS SECTION 7) 77 SECTION 2 2" x BEAM OR.PURLINS SELECT'L' FROM BEAM SPAN TABLES FOR ATTACHED COVERS USE 'A2' = W/2 + O.H. ALTERNATE BEAM LOCATIONS 2" x 3" MIN. (SEE TABLE 2.2.1 AND / OR TABLE 2.2.2) ROOF PANELS (SEE TABLES SECTION 7) FOURTH WALL FRAME I POST TO BEAM (SELECT FROM (IF REQUIRED) I TABLE 2.3 EXISTING HOST STRUCTURE Al = W/2 — POST SIZE AND SPACING I W/2+0•H. (SEE TABLE 2.2.1 AND / OR (V 2.2.2) 47 PROJECTION_Q cam, SEE.FOOTINGDETAILS VARIES -PAGES 2-22 & 2-23 SINGLE CARPORT - ELEVATION VIEW' SCALE: 3/16" = V-0" ,) I PbA�15 R SA%fORD CU'6�1 0F Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-3 7R,+:cr t I I SECTION 2 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS 12" x PAN (SEE TABLES SECTION 7) USE'W' TO SELECT PAN FOR REQUIRED SPAN J—'W' VARIES I CARPORT WALL SECTION SCALE: 3/16" = V-0" EXISTING HOST STRUCTURE SEE CONNECTION DETAILS (SECTION 7) POST AND BEAM (DETAILS AND TABLES SECTION 2) FOR FRONT BEAM USE: A= W / 2+OVERHANG FOOTING AND CONNECTION (DETAILS SECTION 2) NOTES: 1. SHED IS FRAMED WITH FOURTH WALL (IF REQUIRED) OR ATTACHED TO HOST, MAXIMUM FLOOR AREA 200, SQ. FT., IF FLOOR AREA IS GREATER THAN 200 SQ. FT. USE SECTION 4, ATTACH SHED OR ROOM WALL TO HOST STRUCTURE W/ 1/4" x 3-1/4" TAPCONS @ 16" O.C. FOR MASONRY OR 916d COMMON @ 16" O.C. OR #10 x 3-1/2" FOR WOOD OR #10 x 2-1/2" S.M.S. FOR 1" x 2" ALUMINUM OR #10 x 4" S.M.S. FOR 2 x 2 ALUMINUM 2. SHEDS AND UTILITY ROOMS BUILT UNDER SECTION 2 SPECIFICATIONS SHALL BE LIMITED TO 16 FT. IN ROOF SPAN. 3. ALL WOOD FRAMING AND SHEATHING CONNECTIONS SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE 2004 CHAPTER 23, TABLE 2306.1 OR AS NOTED. Nailing Schedule: Connection Fastener Number / Spacing Wall Sheathing 1/2" or Less #8 Common 6" O.C. Edges and 12" O.C. Field Top or Sole Plate to Stud A. End Nail #16 Common 2 B. Toe Nail #8 Common 2 1 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386)767-6556 PAGE © COPYRIGHT 2004 - 2-4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ,. �(trlf•�s .,._ ., — € , . r t : t�¢i�rt,. s, . i a:I {!rwl'7�!•-!Y. +►+f''x'?}t'►ss '!"! ,..„ ml NOTES: ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2 J —I --------- w ROOF PANEL (SEE SECTION 7) : _ ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL BEAMS MAY BE ANGLED FOR FOR NUMBER OF BOLTS AND GABLED FRAME - SIZE OF POST (SEE TABLE 2.3) COLUMN NOTCHED TO SUIT BEAM AND POST SIZES 0 (SEE TABLES SECTION 2) SIDE:--N'OT'CH'—POST—.,TQ- BEAM, CONNECTION SCALE: 3" = 1'-0" BEAMS MAY BE ANGLED FOR —— — — — — — — — — — GABLED FRAME U) W ROOF PANEL (SEE SECTION 7) > 1-3/4" x 1-3/4" x 0.063" — — — — — — ----- RECEIVING ---RECEIVING CHANNEL THRU o ANCHOR PER DETAIL FOR PAN i BOLTED TO POST W/ THRU - — OR COMPOSITE PANEL BOLTS FOR SIDE BEAM _ (SEE TABLE 2.3 FOR NUMBER FOR NUMBER OF BOLTS AND I, OF BOLTS) I - SIZE OF POST (SEE TABLE 2.3) — - — — BEAM AND POST SIZES (SEE TABLES SECTION 2) COLUMN NOTCHED TO SUIT CENTER NOTCH POST TO BEAM" CONNECTION SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE:FAX- (386) 767-6556774 © COPYRIGHT 2004 UU - PAGE . NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-17 I , r p},� i;;}ia iii. it-tl_l h C t::'T/. ".1. 7 L�i'�q �t'f F i.:i kl t5 6 d'+• 7 - NN , 1 17-7 SECTION 2 1 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS 'I TOP OF GRADE COMPACTED BACK FILL 3" x 3" POST (SEE TABLE) 3" EXTRUDED ALUMINUM BASE "t" IS THICKNESS OF 16" REQUIRED POST ALUMINUM POST AND BURIED FOOTING CONNECTION SCALE: 1-1/2" = 1'-0" POST IN CONCRETE #40 BAR 12" LONG POURED CONCRETE 8 (REFER TO TABLE 2.4) -ISOLATED FOOTING-.-, SCALE: 3" = 1'-0" 3" x 3" POST TURN BOLTED* TO ANCHOR RISER 2-3/4" x 2-3/4" x 2-1/2" LONG x 1/8" TUBING WELDED CONNECTION FASTEN (SEE SECTION 9) 12" x 12" x 1/4" PLATE 3-1/2" CO NC. SLAB *POST MAYBE FILLET WELDED DIRECTLY TO BASE PLATE BASE ANCHOR CONNECTOR FOR POST TO SLAB CONNECTION SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386)767-6556 PAGE © COPYRIGHT 2004 2-22 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. (2) 2" x 2" x „t' ANGLE OR (1) U CHANNEL x "t" rn 3/8" x 3-1/2" BOLT N d, °. a 80 LB. 2500 PSI �,; CONCRETE PRE -MIX 3" EXTRUDED ALUMINUM BASE "t" IS THICKNESS OF 16" REQUIRED POST ALUMINUM POST AND BURIED FOOTING CONNECTION SCALE: 1-1/2" = 1'-0" POST IN CONCRETE #40 BAR 12" LONG POURED CONCRETE 8 (REFER TO TABLE 2.4) -ISOLATED FOOTING-.-, SCALE: 3" = 1'-0" 3" x 3" POST TURN BOLTED* TO ANCHOR RISER 2-3/4" x 2-3/4" x 2-1/2" LONG x 1/8" TUBING WELDED CONNECTION FASTEN (SEE SECTION 9) 12" x 12" x 1/4" PLATE 3-1/2" CO NC. SLAB *POST MAYBE FILLET WELDED DIRECTLY TO BASE PLATE BASE ANCHOR CONNECTOR FOR POST TO SLAB CONNECTION SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386)767-6556 PAGE © COPYRIGHT 2004 2-22 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 Table 2.1.1 A-120 Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped* Roofs For 3 sec. wind gust at 120 MPH velocity; using design load of 11 #/SF (43 #/SF for Max. Cantilever) Aluminum Allov 6063 T-6 2" x 3" x 0.045" Hollow 2" x 3" x 0.050" Hollow Tilt Load Width (ft.) Max. Span 'L'/(bending 'b' or deflection 'd') x. 1&2 Span 3 Span 4 Span Cantilever Load Width (ft.) Max. Span 'L'/(bending 'b' or deflection 'd') Max 182 Span 3 Span 4 Span Ca 4 8'-1" d 9'-11" d 10'-2" d 1'-6" d 4 7'-11" d 9'-9" d 9'-11" d 1'-6" d 5 7'-6" d. 9'-3". d 9'-5" d 1'-5" d 5 7'-4" d 9'-1" d 9'-3" d 1'-5" d 6 7'-0" d 8'-8" d 8'-8" b 1'-4" d 6 6'-11" d 8'-7" d 8'-6" b 1'-4" d 7 6'-8" d 8'-3" d 8'-1" b . 1'-3" d 7 6'-7" d 8'-1" b T-10" b 1'-3" d 8 6'-5" d 7'-9" b 7'-6" b 1'-2" d 8 6'-3" d 7'-7" b 7'-4" b 1'-2" d 9 6'-2" d 7'-4" b 7'-1" b 1'-2" d 9 6'-1" d 7'-2" b 6'-11" b 1'-2" d 10 5'-11" d 6'-11" b 6'-9" b 1'-1" d 10 5'-10" d 6'-10" b 6'-7" b 1'-1" d 11 5'-9" d 6'-8" b 6'-5" b 1'-1" d 11 5'-8" d 6'-6" b 6'-3" b 1'-1" d 12 5'-7" d 6'-4" b 6'-2" b 1'-1" d 12 5'-6" d 1 6'-2" . b 5'-11" b 1'-0" d 2" x 4" x 0.045" Hollow Tilt 2"x 4"x 0.044"x 0.100" Self Mating Beam Load Width (ft.) Max. Span 'L'/(bending 'b' or deflection 'd') x. 1&2 Span 3 Span 4 Span Cantilever Load Width (ft.) Max. Span 'L'/(bending 'b' or deflection 'd') 1&2 Span 3 Span 4 Span Cantilever 4 10'-0" d 12'-4" d 12'-7" d 1'-11" d 4 11'-8" d 14'-5" d 14'-8" d 2'-2" d 5 9'-4" d 11'-6" d 11'-5" b l'-9" d 5 10'-10" d 13'-4" d 13'-8" d 2'-0" d 6 8'-9" d 10'-9" b 10'-5" b 1'-8" d 6 10'-2" d 12'-7" d 12'-10" d 1'-11" d 7 8'-4" d 9'-11" b 9'-8" b 1'-7" d 7 9'-8" d 11'-11" d 12'-1" b 1'-10" d 8 7'-11" d 9'-4" b 9'-0" b 1'-6" d 8 9'-3" d 11'-5" d 11'-3" b l'-9" d 9 7'-8" d 8'-10" b 8'-6" b 1'-5" d 9 8'-11" d 10'-11" d 10'-8" b 1'-8" d 10 7'-5" d 8'-4" b 8'-1" b 1'-5" d 10 8'-7" d 10'-5" b 10'-1" b 1'-7" d 11 7'-1" b 7'-11" b T-8" b 1'4" d L 11 8'-4" d 9'-11" b 9'-7" b 1'-7" d 12. 6'-10" b 7'-8" b 7'-4" b 1'-4" d 12 8'-1" d 9'-6" b 9'-3" b 1'-6" d 2" z 5" x 0.050" x 0.100" Self Mating Beam 2" x 6" x 0.050" x 0.120" Self Mating Beam Load Width (ft.) Max. Span 'L'I(bending 'b' or deflection 'd') 182 Span3 Span 4 Span Cantilever Load Width (ft.) Max. Span 'L'I(bending 'b' or deflection 'd') 1&2 Spax. n 3 Span 4 Span Cantilever 4 14'-5" d 1T-10" d 18'-2" d 2'-9" d 4 16'-11" d 20'-11" d 21'-4" d 3'-2" d 5 13'-5" d 16'-7" d 16'-11" d 2'-6" d 5 ,15'-8" d 19'-5" d 19'-9" d 2'-11" d 6 12'-7" d 15'-7" d 15-11" d 2'-4" d -6 14'-9" d 18'-3" d 18'-7" d 2'-9" d 7 11'-11" d 14'-10" d 14'-11" b 2'-3" d 7 14'-0" d 17'-4" d 17'-3" b 2'-8" d 8 11'-6" d 14'-2" d 13'-11" b 2'-2" d 8 13'-5" d 16'-7" d 16'-2" b 2'-6" d 9 11'-0''- d 13'-7" b 13'-2" b --2'"-b" d 9 12'-11" d 15-9" b 15-3" b 2'-5" d 10 10'-8" d 12'-11" b 12'-6" b. 2'-0" d 10 12'-6" d 14'-11" b 14'-5" b 2'-4" d 11 10'-4" d 12'-4" b 11'-11" b 1'-11" d 11 12'-1" d 14'-3" b 13'-9" b 2'-3" d .12 10'-0" d 11'-9" b 11'-5" b 1'-11" d 12 11'4" d 13'-8" b 13'-2" b 2'-2" d * Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12". Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated.PJAM ® Cp-V ®`F Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386)767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-29 :a.n t W4 yI PIP. 1111 R wl III 111 oil IF v k.i .. ..,. K _ .r SECTION 2 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Required Aluminum Alloy 6063 T-6 Beam Size Minimum Post Size # Thru-Bolts @ L=D+yz" Minimum Knee Brace' Minimum # Knee Brace Screws, 1l4" o 318" o Hollow Sections 2" x 3".x 0.050" Hollow Tilt 2" x 2"x 0.044" or 2" x 2"x 0.045" Snap 2"' - 2" x 3." x 0.050" (3) #8 2" x 4" x 0.050" Hollow 2" x 3"x 0.045" Hollow 2" x 3"x 0.045" Snap 2" 2" x 3" x 0.050" (3) #8 Self Mating Beams 2" x 4" x 0.038" X 0.100 3" x 3"x 0.060" Scalloped 2 2" x 3" x 0.050" (3) #8 2" x 5" x 0.050" X 0.100 3" x 3"x 0.060" Scalloped 2 2" x 3" x 0.050" (3) #8 2" x'6" x 0-050" X 0.120 3"-x 3"x0.060"Scalloped 2 ) 2" x 3" x 0.050" (3) #10 2" x 7"'x 0.055" x 0.120" 3" x 3"'x 0.093" 3 2 2" x 4" x 0.050" (3) #10 2" x 7" x 0.055" x 0.120" w/ insert 3" x 3" x 0.093" 3 2 2" x 4" x 0.050" (3) #10 2" x 8" x 0.072" x 0.224" 3".x 3" x 0.093" 3 2 2" x 4" x 0.050" (3) #12 2" x 9" x 0.072" x 0.224" 3" x 3" x 0.125" 4 3 2" x 4" x 0.050" (3) #14 2" x 9" x 0.082" x 0.306" 3" x 3" x 0.125" 4 3 2" x 4" x 0.050" (3) #14 2" x 10" x 0.092" x 0.369" 4"X 4" x 0.125" 6 4 2" x 4" x 0.050" (4) #14 I ne minimum numoer or tnru Botts Is (z) Minimum post/beam may be used as minimum knee brace " Fasten w/ external screws or clips. See Details. ?. � 4 R� j IEW tv Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 - FAX: (386) 767-6556 PAGE @ COPYRIGHT 2004 2-54 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E. SECTION 2 ATTACHED 8& FREE-STANDING COVERS AND UTILITY SHEDS Table 2.4.2 1-101ift RP_SIStAnrP of rnrnnrt Fnnfinn Concrete Dead Weight = 1.50' x 1.50'x 2.00'x 150 #/CF= 675 # Soil Resistance = 4 x 1.5'x 2.0'x 75 #/CF(1/2(tan(33) x 2')) = 585 # Total = 1,260 # Concrete Dead Weight = 1.67'x 1.67'x 2.50'x 150 #/CF = 1,046 # Soil Resistance = 4 x 1.67'x. 2.50'x 75 #/CF(1/2(tan(33) x 2.50')} = 1,017 # Total = 2,056 # Concrete Dead Weight = 2.00'x 2.00'x 2.00'x 150 #/CF = 1,200 # Soil Resistance = 4 x 2.00'x 2.00' x 75 #/CF (1/2(tan(33)2.00') = 779# Total ,= 1,979 # Concrete Dead Weight = 2.00'x 2.00'x 2.50'x 150 #/CF = 1,500 # Soil Resistance = 4 x 2.00'x 2.50'x 75 #/CF (1/2(tan(33)' 2.50'1 = 1,217 # Total = 2,717 # Concrete Dead Weight = 2.50' x 2.50'x 2.50'x 150 #/CF = 1,344 # Soil Resistance = 4 x .2.50'x 2.50'x 75 #/CF {1/2(tan(33)' 2.50') = 1,522 # Total = 2,866 # Concretd-Dead Weight = 2.50' x 2.50'x 3.00'x 150 #/CF = 2,813 # Soil Resistance = 4 x 2.50'x 3.00'x 75 #/CF {1/2(tan(33)' 3.00'1 = 2,191 # Total =-57004 # Concrete Dead Weight = 3.00' x 3.00'x 3.00'x 150 #/CF = 4,050 # Soil Resistance = 4 x 3.00'x 3.00'x 75 #/CF (1/2(tan(33)' 3:00') = 2,630 # Total = 6,680 # Concrete Dead Weight = 3.00'x 3.00'x 3.50'x 150.#/CF = 4,725 # Soil Resistance = 4 x 3.00'x 3.50'x 75 #/CF (1/2(tan(33)' 3.50'1 = 3,580 # Total = 8,305 # txample: For 140 MPH wind zone, maximum uplift for free standing carport = 15 #/SF. Allowable roof area for 3" x 3" x 3" is 6,680# / 15#/SF = 445 SF thus, the allowable roof area on 3" x 3" x 3" footing for 140 MPH wind zone, '13' exposure category is 445 SF; for'C' exposure category, the allowable roof area = 445 SF / 1.21 = 368.77 SF use 369 SF. PLANS cm ®F swoRD Lawrence E. Bennett, P.E. FL # 16644. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386)767-6556 PAGE © COPYRIGHT 2004 2-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 7 SOLID ROOF PANEL PRODUCTS General Notes and Specifications: 1 The following attachments are designed to be married to block and wood frame structures of adequate structural capacity. The contractor/ home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2: If there is a question about the host structure, the owner (at his own.expense) shall hire an architect, engineer, or a certified home inspection company to verify host structure capacity. 3. Roll formed roof panels (pans) are designed for uniform loads and can hot be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of L/80 for high wind zone criteria. 4. Composite panels can be loaded as walk on or uniform loads and have, when tested performed well in either test: The composite panel tables are based on bending properties determined at a deflection limit of L/180. 5. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home built prior to 1994 shall use "fourth wall construction" or shall provide detailed plans of the mobile / manufactured home along with addition plans for site specific review and seal by the engineer. This applies to all screen / glass rooms, and / or other structures to be attached: b. For mobile / manufactured homes built after 1994, structures may be attached provided the project follows the plan for attachment of this manual. The contractor / home owner shall provide verification of the structural system used to build the host structure. 6. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans. 7. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. 8.. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. . 9. For high velocity hurricane zones the minimum live load l applied load shall be 30 PSF. 10. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each way. i 11. All fascia gutter end caps shall have water relief ports: 12. Spans may be interpolated between values but not extrapolated outside values. ' 13. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in ispection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 14. All exposed screw heads through. roof panels into the roof sub structure shall be caulked w/ silicon sealent. 7 i Section 7 Desiqn Statement: The roof systems designed for section 7 are Main Wind Force Resisting Systems and Components and Cladding. In conformance with the 2004 Florida Building Code such systems must be designed using loads for components & cladding: Thus, Section 7 uses several different categories of these loads as described below. All pressures shown in the table below are in PSF (#/SF). .1. Free-standing Structures with Mono -sloped Roofs with a minimum live load of 10 PSF except for 140B and 150 MPH loads which are 30 PSF. The design wind loads used are from ASCE 7-98 Section i 6.5, Analytical Procedure. The loads assume a mean roof height of less than 30'; roof slope of 0° to 10°; = 0.77 for open structures & 1.00 for all others. Negative internal pressure coefficient is 0.18 for ' enclosed and 0.55 for partially enclosed structures. t 2. Attached Covers such as.carports, patio covers, gabled carports, and screen rooms with a minimum live load of 10 PSF except for 140B and 150 MPH loads which are 30 PSF. The design wind loads used are from ASCE 7-98 Section 6.5, Analytical Procedure. Roof slope of 0° to 25"(+/- 10°); I 1.00. Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. i . i 3. Glass & Modular Rooms design loads use a minimum live load of 20 PSF and wind loads are from ASCE 7-98 Section 6.5, Analytical Procedure and the 2004 Florida Building Code. The loads assume a mean roof height of less than 30'; roof slope of 20° to 30° (+/-10°); I= 1.00. a. Enclosed structural systems use a negative internal pressure coefficient = +/- 0.18. b. Partially Enclosed structural systems use a negative internal pressure coefficient = +/_ 0.55. 4. Overhangs use a minimum live load of 20 PSF except for 1408 and 150 MPH loads which are 30 ' PSF. Wind loads are from ASCE 7-98 Section 6.5, Analytical Procedure for Components & Cladding for Enclosed or Partially Enclosed Structural Systems. The loads assume a mean roof height of less than 30'; roof slope of 20° to 30' (+/-10°); I = 1.0. Negative internal pressure coefficient is 0..18 for enclosed and 0.55 for partially enclosed structures. 5. Anchors for composite panel roof systems were computed on a load width. of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific. Conversion Table 7A Load Coversion Factors Based on Mean Roof Height of Host Structure For All Components ExnnsurP "R" fn "r", Mean Host Structure Height pans Composite Panels 0 -15' 0.91 0.94 15'-20' 0.88 0.92 20'- 25' 0.86 0.91 25'- 30' 0.85 0.89 Conversion Table 7B Conversion Based on Mean Height of Host Structure for Solid Roof Systems From Exposure 'B' to 'C' 7 -ii Span Multiplier Mean Host Structure Height Load Multiplier Pans Composite Panels 0 -15' 1.21 0.94 0.91 15'- 20' 1.29 0.92 0.88 20' - 25' 1.34 0.91 0.86 L--25'- 30' 1.40 1 0.89 0.85 7 -ii SOLID ROOF PANEL PRODUCTS INDUSTRY STANDARD ROOF PANELS ISECTION 7 �a ®� Lawrence E. Bennett, P.E. FL #16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7-1 w 42.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 3"= 1'-0" 0 0 ri I' 12.00" T 12" WIDE..x 3" RISER INTERLOCKING ROOF PANEL SCALE: 3" = 1'-0" w 1 T. Q > 12.00° L CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 3" = 1'-0" ALUMINUM SKIN TABLES E.P.S. CORE . ....................... .......... J = w F - SIDE CONNECTIONS VARY Q w (DO NOT AFFECT SPANS) * 48.00" COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 3" = 1'-0" �a ®� Lawrence E. Bennett, P.E. FL #16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7-1 t.:i f cit 1.b f+ F'= .s c#I.41L}ri Pr SOLID ROOF PANEL PRODUCTS SECTION 7 HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) BREAK FORMED METAL SAME THICKNESS AS PAN (MIN.) ANCHOR TO FASCIA AND RIZER OF PAN AS SHOWN #8 x 3/4" SCREWS @ 6" O.C. #8 x 1/2" SCREWS @ EACH RIB ROOF PANEL W — za ao HEADER (SEE NOTE BELOW) #8 x 1/2" S.M.S. @ 8" O.C. FOR MASONRY USE 1/4"x 1-1/4" MASONRY . EXISTING HOST STRUCTURE: ANCHOR OR EQUAL WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE OTHER CONSTRUCTION #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ALTERNATE ROOF PANEL TO WALL DETAIL~ SCALE: 3"= 1'-0" .ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH 98 x 1/2" LONG CORROSION RESISTANT S.M.S. W/ 1/2" WASHERS, ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. Lawrence E`. Bennett, P.E. FL # 16644 - CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. , 7+7 t.:i f cit 1.b f+ F'= .s c#I.41L}ri Pr SOLID ROOF PANEL PRODUCTS SECTION 7 PAN ROOF ANCHORING DETAILS RIDGE.CAP SEALANT PAN HEADER (BREAK FORMEDOR EXT.) #8 x 9/16" TEK SCREWS @ HEADERS AND PANELS ON PAN RIBS EACH SIDE BOTH SIDES OF BEAM FOR GABLED APPLICATION CAULK ALL EXPOSED SCREW - - HEADS & WASHERS #8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER - - - �•'• ALTERNATE CONNECTION: PAN OR COMPOSITE ROOF #8 x 1-1/4" SCREWS (3) PER PANEL PAN INTO BEAM THROUGH BOXED END OF PAN AND #8 x 1/2" S.M.S. (3) PER PAN HEADER ALONG PAN BOTTOM ROOF PANEL TO BEAM DETAIL SCALE: 3" = T-0" WHEN FASTENING PANELS FOR PAN ROOFS: OR PANS TO WOOD PLATES :..:.........:............ (3) EACH 98 x 1/2" LONG S.M.S. SCREWS SHALL HAVE A PER 12" PANEL W/ 314" MINIMUM EMBEDMENTOF 1" ......... :: ALUMINUM PAN WASHER CAULK ALL EXPOSED SCREW HEADS & WASHERS FOR COMPOSITE ROOFS: ROOF PANEL #10 x (t + 1/2") S.M.S. W/ (PER TABLES SECTION 7) 1-1/4"0 FENDER WASHERS @ 12" O.C. (LENGTH = SUPPORTING BEAM PANEL THICKNESS + 1") (PER TABLES) @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON-BEARING ELEMENT (SIDE WALLS) RODE PANEL TO BEAM FASTENING DETAIL SCALE: 3"= 1'-O" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214366, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7-21 SOLID ROOF PANEL PRODUCTS SECTION 7 Table 7.1.3 Allowable Spans for Industry Standard Riser Panels for Various Loads Aluminum Alloy 3105 H-14 or H-25 ;,3" x 12" x 0.024" 2 or 5 Rib Riser Panel"s ` Wind Region Open Structures Mono -Sloped Roof 1&2 3 1 4 span span span Screen Rooms & Attached Covers. 1&2 3 4~ span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 14'-5" 17'-10" 18'-2" 13'-7" 16'-9" 17'-7" 11'-1" 14'-2" 14'-5" 4'-0" 110 MPH 13'-11" 17'-10" 18'-2" 12'-7° _ 15'-7" 15'-11" 10'-4" 13'-4" 13'-7" 3'-11" 120 MPH 13'-3" 16'-4" 17'-7" 11'4' 14'-11" 15'-3" 9'4". 12'-6" 12'-9" 3'-9" 123`MPH 13'-0" 16'-1" 16'-5" 11'-6" 14'-8" 14'-11" 9'-8" 12'-4" 12'-6" 3'-8" 130 MPH 12'-7" 15'-7" 15'-11" 11'-1" 14'-2" 14'-5" 9'-4" 11'-6" 11'-9" 3'-6" 140 MPH 10'-0" 12'-4" 12'-7" 10'-0" 12' 4" 12'-7". 8'-10" 10'-11" 11'-2" 3'-4" 150 MPH 10'-0" 12'-4" 12'-7" 10'-0" 12'-4". 12'-7" . 8'-5" 10'-5" 10'-8" 3'-2" 3" x 12" x 0.030" 2 or 5 Rib Riser Panels I Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 3 4 span span span, Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang I Cantilever All Roofs 100 MPH 15'-7" 19'-3" 19'-8" 14'-8" 18'-8" 19'-1" 12'-5" 15'4" 15'-7" 4'-0" 110 MPH 15'-1" 19'-3" 19'-8" 13'-7" 17'-8" 18'-0" 11'-2" 14'-5" 14'-8" 4'-0" 120 MPH 14'-3" 18'-8" 19'-1" 13'-1" 16'-2" 16'-6" 10'-7" 13'-6" 13'-9" 4'-0" 123 MPH 14'-1" 18'-2" 1 18'-7" 1 12'=10" 15'-10" 16'-2" 10'-5" 13'-3" 13'-7" 3'-11" 130 MPH 13'-7" 16'-10" 17'-7"12'-5" 20'-6" 164. 15'-7" 10'-1" 12'-10" 13' 1" 3'-10" 140 MPH 10'-10" 13'-4" 13'-8" 10'-10" 13'-4" 13'-8" 9'-7" 11'-10" 12'-6" 3'-7" 150 MPH 10'-10" 13'-4" 13'-8" 10'-10" 13'-4" 13'-8" 9'-1" 11'-3" 11'-6" 3'-5" I3" x 12" x 0.050" 2 or 5 Rib Riser Panels I Wind Region Open Structures Mono -Sloped. Roof Screen Rooms & Attached Covers Glass & Modular Rooms. Enclosed Overhang 1 Cantilever All Roofs 1&2 3 4 1&2 3 4 1&2 3 4 span span .span span :span spam span span span 100 MPH 18'-3" 22'-6" 22'-11" 17'-8" 21'-10" 22'-3" 14'-5" 18'-6" MPH 18'-10" 4'-0" 110 18'-3" 22'-6" 22'-11" 15'-11" 20'-7" 21'-0" 13'-7" 17'-7" 17'-11" 4'-0" 120 MPH 17'-8" .21'-10" 22'-3" 15'-3" 19'-8" 20'-1" 12'-9" 15'-9" 16'-1" 4'-0" 123 MPH 16'-5" 21'-3" 21'-8" 15'-0" 19'-3" 19'-8" 12'-7" 15'-6" 15'-10" 4'-0" 130 MPH 15'-11" 20'-1" 20'-6" 14'-5" 18'-6" 18'-10" 11'-9" 14'-11" 15'-3" 4'-0" 140 MPH 12'-8" 15'-7" 15'-11" 12'-8" 15'-7" 15'-11" 11'-2" 14'-4" 14'-7" 4'-0" 150 MPH 12'-8" 15' 7" 15'-11" 12' 8" 15'-7 " 15'-11" 10'-8" 13'-8" 13'-11" 4'-0" Note: Total roof panel width = room width + wall width + overhang. PUNS REVIEUVIED Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767.6556 © COPYRIGHT 2004 PAGE NOT TOPE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7-29 TM BW Imovtim /L�® Lawrence E. Bennett, P.E. FL # 16644 Elite Aluminum Corporation CIVIL ENGINEER- DEVELOPMENT CONSULTANT 1801 N.W. 64th Street P.O. BOX 214368, SOUTH DAYTONA, FL 32121 . Panel Products TELEPHONE: (386) 767-4774 Ft. Lauderdale, FL 33309 FAX: (366) 767.6556 Tel: (954) 491-3700 Fax: (954) 491-1433 PAGE FNOOT PYRIGHT 2004 TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 7-33 s i Sx�ta :ice; Sf �r.a_m e..t:'.yl:,�..�r_...__.:...�:®__ ��,.r aJai: •. .•r>'tLi�.�.uwc�a:�W..,.,•..,,. SECTION 7 SOLID ROOF PANEL PRODUCTS Table 7.2.1 Allowable Spans for Elite Composite Roof Panels for Various Loads Elite Aluminum Corporation Statewide Product Approval #FL1049 Manufacturers' Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density 37x 48" x,0:024" Panels.. Foam Gore E.PS. #1• Denslty i Wind Region Open Structures m Mono -Sloped Roof 1&2 3. 4 span span span Screen`R6bms & Attached"Covers,-, 1 &2 3` 4 'Y span span span Glass & Modular Rooms Enclosed 1 &2 3 4 span span span Overhang I Cantilever All Roofs 100 MPH 21'4" 23'-10" 23'-0" 20'-4" 22'-9" 21'-11" 15'-1" 1T-9" 16-3" 4.'-0" 110 MPH 21'4" 23'-10" 23'-0" 18'-8" 20'-11" 20'-2". 13'-9" 15'-4" 14'-10" 4'-0" 120 MPH, 20'-4" 22'-9" 21'-11 1T-5' ''-:19'-5" 22'-10" 18'-10" 12'-6" 13'-11" 13'-6" 4'-0" 123 MPH 19'-6" 21'-10" 21'-1". 9,5'=1'1" `18'-11" 18'-3" 11'-8" 13'-8" 13'-2" 4'-0" 130 MPH 18'-0" 20'-2" 19'-5" 15'-1" 17'-9" 16-3" 11'-1" 12'-11" 12'-6" 4'-0" 140 MPH 12'-4" 13'-9" 13'-3" 12'-4" 13'-9" 13'-3" 10'-3" 11'-6" 11'-T. 4'-3" 150 MPH 12'-4" 13'4" 13'-3" 12'-4" 13'-9" 13-3" 9'-6" 10'-8" 10'-4" T-11" 3" x`48" x 0.030" Panels Foam Core E.P.S. #1 Density Wind Region Open Structures Mono -Sloped Roof' 1&2 3 4 span I span span Screen Rooms & Attached Covers 1&2 3 4 span. span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang I Cantilever All Roofs 100 MPH 24'-11" 2T-11" 27'-0" 23'-10" 26'-8" 25'-9" 18'-8" 20'-10" 20'-2" 4'-0" 110 MPH 24'-11" 27'-11" 27'-0" 1 21'-11" 24'-6" 23'-8" 16'-2" 19'-3" 18'-8" 4'-0" 120 MPH 23'-10" 26'-8" 25'-9" 1 20'-5" 22'-10" 22'-1" 14'-8" 17'-8" 15'-10" 4'-0" 123 MPH 22'-11" 25-7" 24'-9" 19'-10" 22'-2" 21'-5" 147-4" 16'-0" 15'-6" 4-4- 130 MPH 21'-2" 23'-7" 22'-10" 18'-8" 20'-10" 20'-2" 13'-7" 15'-2" 14'-8" 4-4- 140 MPH 14'-5" 16-2" 15'-7" 14'-5" 16'-2'.' 15'-7" 12'-8" 14'-2" 13'-8" 4'-0" 150 MPH 14'-5" 1672" 15'-7" 14'-5" 16-2" 15'-7" 11'-2" 13'-2" 1 12'-9" 4'-0" 4"_x 48" x 0.024" Panels Foam Core E.P.S. #1 Density Wind Region Open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever All Roofs 1&2 3 4 1&2 3 4 1&2 3 4 span span span span span span span span span 100 MPH 23'-5" 26'-2" 25'-3" 22'-3" 24'-11" 24'-1" 1T-5" 19'-6" 18'-10" 4'-0" 110 MPH 23'-5" 26'-2" 25'4" 20'-6" 22'-11" 22'-2" 15'-1" 18'-0" 17'-5" 4'4" 120 MPH 22'-3" 24'-11" 24'-1" 19'-1" 21'4" 20'-7" 13'-9" 154" 14'-10" 4'-0" 123 MPH 21'-5" 23'-11" 23'-2" 18'-6" 20'-9" 20'-0" 13'-5" 14'-11" 14'-6" 4'-0" 130 MPH 19'-9" .22'-1" 21'-4" 17'-5" 19'-6" 18'-10" 12'-8" 14'-2" 13'-8" 44" 140 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15'-1" 14'-7" 11'-3" 13'-3" 12'-9" 4'-0". 150 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15'-1" 14'-7" 10'-5" 12'4" 11' 4" 4'-0" I i 4" x 48" x 0.030" Panels Foam Core E.P.S. #1 Density Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span I span span Screen Rooms .& Attached Coffers 1&2 3 4 spanspam span Glass & Modular Rooms s Enclosed 1&2 3 4 span span span Overhang! Cantilever All Roofs 100 MPH 26'-11" 30'-1" 29'-1" 25'-8" 28'-9" 2T-9" 20'-1" 22'-5" 21'-8",4'-0" 110 MPH 26'-11" 30'-1" 29'-1" 23'-8" 26'-5" 25'-6" .18'-7" 20'-9" 20'-1" -' " "a 120 MPH 25'-8" 28'-9" 27'-9" 21'-11" 24'-T' 23'-9" 15'-10" 19'-1" 18'-5" 14"-0"- 1 123 MPH 24'-8" . 27'-7" 26'-8" 21'4" 23'-11" 23'-1" 15'-5" 18'-6" 17'-11"' -4'-0" 130 MPH 22'-9" 25'-5" 24'-7" 20'-1" 22'-5" 21'4" 14'-7" 17'-5" 15-9" " 140 MPH 15'-7" 17'-5" 16'-10" 15'-7" 17'-5" 16'-10" 13'-8" 15'-3" 14'-9" 4'-0" 150 MPH 15'-7" 17'-5" 16'-10" 15'-7" 17'-5" 16-10" 12'-8" 14'-2" 1 13'-9" 4'-0" Note: Total roof panel width = room width + wall width + overhan 9 ®® TM Lawrence E. Bennett, P.E. FL # 16644 a",a� ;""^� 1 CIVIL ENGINEER- DEVELOPMENT CONSULTANT Elite AlUmInUlll Corporation P.O. BOX 214368, SOUTH DAYTONA, FL 32121 1801 N.W. 64thSt�eet TELEPHONE: (386) 767-4774 Panel Products FAX: (386) 767-6556 Ft. Lauderdale, FL 33309 Tel: (954) 491-3700 Fax: (954) 491-1433 PAGE 7'34 © COPYRIGHT2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. k� Sanford, Florida 32773 (40 71) 323-8160 fax (407) 3204719": PLANS REVIEWED CITY OF SANFORD ROOF LAYOUT PLAN SCALE: 3/16"=l'—O' PLAN NOTES: I. ALL FRAMING MEMBERS HAVE BEEN SELECTED USING TABLES AND CHARTS PROVIDED IN THE ATTACHED ENGINEESSD DOCUMENTS 2. DESIGN WIND SPEED OF 120 M.P.H. ELEVATION "A" SCALE: 3/16"=1'—O" EI) CITY OF SANF©RD PERMIT # SIDE VIEW SCALE: 3/16"=1'-0" SITE `1110. I P-161-04— I DOW j FZ CARPORT / PATIO for Mae Nichols 429 Ascot Court Sanford, Florida 32773 n-joa Date ftew