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711 Myrtle Ave (2)
( MAY 12 2006 0'1l 0 CITY OF SANFORD PERMIT APPLICATION Permit # Date: Job Address* 7 11 A4 vf> .-r-, — i L 'aVE 0tJ FL 31-7'71 Description of Work: r^jov E' WITH YOUR LENDER O R AN y / ^ Historic District: x Zoning: Value of Work: S 79 / e,,O D Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm pal Electrical: New Service — # of AMPS __._—_—__ Addition/Alteration Change of Service TemporaryPole Mechanical: Residential Non -Residential Replacement—New Layout &Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines f Plumbing/NewResidential: # of Water Closets Plumbing Repair—Residential or Commercial Occupancy Type: Residential X Commercial Construction Type: antfffn# of Stories: Industrial Total Square Footage: I 2.60 rmt ntractor/Agent's Name # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel#: �5-! 9 -30- /qG -09 � - a0'7o / Owners Name & Address: L{ ( C'r0 (2 (Attach Proof of Ownership & Legal Description) G ! S N FR < u �mv ►� L 32-'771 Phone: Contractor Name &Address: S 04-1/2 Ce S Z-4) C d f7a3 kir MGn,Roe-FG 327'f7 Stat, Fl- Ctzc OS 12'7 Phone& Fax: 7d%' �G%Y(. ��%b7. 302_ 5 / Contact Person: Phone: Bonding Company: Address: -.—... Mortgage Lender: Address: ArchitectlEngineer:ry%tC� LES e-.7�'T-3g� ___.. Phone: 76_ `7 �f771f Address: Pa C30�C �/� 3� So c1_ r4 ErOtV A L 3 Z 1 2 l Fax: 3 86 7� 7 _6s -s& 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 Ux: 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 snpar%tte 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 law; i l:;iiut% construction and Zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN A NOTICE OF COMMENCEMENT MAY RESULT IN YOU R I'A 1'I�C FINANCING, CONSULT BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. WITH YOUR LENDER O R AN NOTICE: In addition to the-46irements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this couniandere be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. property rtYof Acceptancit is verification that will notify the owner of the roe of thetre o 'da Li w, FS 713. igna iJ re of Owner/Agent Da(e v Contractor GT��� Gisc��t.Pecrn0 of Agent Date Pri "N t caner/Agent's Name ignature rmt ntractor/Agent's Name of Notary -State o • o(;> "' = P�,' Commtl 11247 ?: igna re of Notary -State of Florida Date a. Expires 1/26/2010 PLltided thru (800)432-4254: ............................... DONNA M. PELOSO Of „l ft,�.„umb„� , ua Florida Notary Assn., Inc Owner/Agent is _ Pcrson=allyKhtI%Vd'tUYLi &...."""'••"••'••••i rpy vp ., Comm# DD0511247 a.�: Produced [D G' ',2 y (p — >'-L/o�_t�l� g ;;o Expires Contractor/Agent is _ Personally Kno�rEt pires 1126/2010 _produced (D � o � Bonded thru (800)432425 i......:::°.1....... Florida Notary Assn., Inc APPLICATION APPROVED BY: Bldg: Zonin g 5 Q_ Utilities: ( ni[ial & ate) (Initial & Date) Special Conditions: MUST: f -eI— A-Dp rwa l "J L+N (initial & Date) u FD: / (Initial D te) Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 http://www.scpafl.org/pls/web/re_web.seminole_county_title?parcel=2519305AG0905007... 1/18/2006 s.0.; Lj4.0 w 5.0; DAVID JOHNSON. CFA, ASA r Q W 7TH ST PROPERTY APPRAISER J n 9.0 M 0906 0905" 0904: SEMINOLE COUNTY f L. 1 101 E. FIRST sT 0905-0000 d SANFORD, FL32771-1468 ` 407-665-7506 W BTH ST an S,oI,-, 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 25-19-30-5AG-0905-0070 Number of Buildings: 1 Owner: GISHLER VICTOR E Depreciated Bldg Value: $132,254 Mailing Address: 711 S MYRTLE AVE Depreciated EXFT Value: $600 City,State,ZipCode: SANFORD FL 32771 Land Value (Market): $39,900 Property Address: 711 MYRTLE AVE SANFORD 32771 Land Value Ag: $0 Subdivision Name: SANFORD TOWN OF Just/Market Value: $172,754 Tax District: S1-SANFORD Assessed Value (SOH): $76,348 Exemptions: 00 -HOMESTEAD Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $51,348 Tax Estimator 2005 VALUE SUMMARY SALES Tax Value(without SOH): $1,747 Deed Date Book Page Amount Vac/Imp Qualified 2005 Tax Bill Amount: $980 WARRANTY DEED 01/1981 01316 0116 $40,000 Improved Yes Save Our Homes (SOH) Savings: $767 Find Comparable Sales within this Subdivision 2005 Taxable Value: $49,124 DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value FRONT FOOT & LEG LOTS 7 + 8 BLK 9 TR 5 TOWN OF DEPTH 114 117 .000 350.00 $39,900 SANFORD PB 1 PG 59 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est Cost New 1 SINGLE 1917 6 729 2,536 1,944 FAMILY SIDING AVG $132,254 $159,342 Appendage I Sgft OPEN PORCH UNFINISHED / 144 Appendage / Sgft SCREEN PORCH UNFINISHED / 208 Appendage I Sgft BASE SEMI FINISHED / 486 Appendage / Sgft UPPER STORY FINISHED / 729 Appendage / Sgft DETACHED GARAGE UNFINISHED / 240 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed EXTRA FEATURE Description Year Bit Units EXFT Value Est Cost New FIREPLACE 1950 1 $600 $1,500 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re_web.seminole_county_title?parcel=2519305AG0905007... 1/18/2006 FROM I awn r rrn nv.� CITY OF SANFORD HISTORIC PRESERVATION BOARD APPLICATION FOR A CERTIFICATE OF APPROPRIATENESS P.O. Box 1788, Sanford, FL 32772-1788 Phone: 407 330-5672 Fax: 407 330-5679 TO: THE HISTORIC PRESERVATION BOARD OF THE CITY OF SANFORD, FLORIDA D _Downtown Commerclal historic District "K Residential Histor a Diltrkt 0 This application Is filed In response to a notice from the Code Enforcement Department ADDRESS OF PROPERTY: zL � —M VR 16:.45If/d_ Propgrty owner Signature: , _Gf —J" Mailutg Address: 711 /Yl/RTL E' /Lve Phone: 0 7- 32-�2 -- 73 Z!V _Fax: AM, licant/Aszent Signature: Mailing Address: Print Name: VG7-p2 e - 6i scl-leef Print Name: Phone: _ _ _ Fax: I certify that all informat%i g�cained in gis application is true and accurate to the best of my knowledge. Applicant/Owner _�� �� Date: Please use the attached criteria checklist as a guide to completing the application. Incomplete applications cannot be reviewed and will be returned to you for more information. You are encouraged to contact the preservation planner at 407-330-5672 to make sure your application is complete. Description of Proposed Work/Application Category; (Check all that apply) 0 Site Improvements/driveway/walkway 0 Storage shed O Moving structures 0 Replacement windows or doors 0 Underskirting n Awnings 0 New construction/additions a Signs 0 Demolition O Roofs/gutters/downspouts 0 AC/Mechanical o Fences/Gates/Pergolas 17 Replacement siding/flooring/porch 0 Paint Wther Completely describe the entire scope of work: all changes in material, color or location to the exterior of the building, where on the property the work will occur and how the work will be accomplished. For large projects, an itemized list is recommended. Attach additional p es if necessary. SIC AeLAvAZ 'FA/6Z-vs1)1?f I /41-7%H,fra D t'v ?ire, AJOA-rH 4'1 le og Mo VS 0- , A Certificate of Appropriateness is valid for six months unless otherwise noted OFFICIAL USE ONLY I•l.istoric Preservation Board Meeting Date:.— L d oto Staff Review Date: .Application is Approved Approved with Conditions _ Denied _ Conditions: Signed: 1(,(p,,� Date: __— ***'This Certificate must be prominently displayed on the building when work is in progress*** LIMITED POWER OF ATTORNEY Date Lq ` ( I I hereby name and appoint to be my lawful attorney in fact to act for me and apply to the building department for a !�Crleew ZnciaSuae permit for work to be performed at a location described as follows: Lot 7t 9 Block 1 Subdivision 7/1 MYRrL-&:�' .4ve. r -o2>> FL 32--77/ (Address of Job) V1C�D2 7// MY/ZTLc= lo9yg- S',fK/Fa/z6 FG 32,771 (Owner of Property and Address) and to sign my name and do all things necessary to this appointment. Type or Print Na ie-u� Certi fieq Contractor and License Number Simature of Certified Contractor Acknowledged: } Sworn to and subscribed before me this -d day of , 2006 by, who is ersonall known to /who produced (Seal) My Commission Expires: ................... ......................... DONNA M. PELOSO as identification and did not take an oath. N Public, State of Florida k�) Signature Comm# DD0511247 Expires 1126/2010 Bonded thru (800)432.4254: Florida Notary Assn., Inc E ............................................. as identification and did not take an oath. N Public, State of Florida k�) Signature 'L44 �41 A7 tie Sol- -� o go 31 11 0 III 0 16 16 — 37 (lb j 13 3, /� a 0,3 o o� Com' \ �. ILI 7 2 29i( 1 3 _q 79-1-d_ 7936 28 g 16 16 — 37 (lb j 8 , K , 0 cam( K YSa � (/?9 Ib�p ; 4 ib 1 a' ! t6 S 79 !" zk 7S ,Zxa, �x ?S Ile a 37 5 352 I w CIO _ ao 0o po :Z)- I�. y�,dl ? g 3S k �, �S ? g 19 8 ) Y 8 � 8 3S s J J , s 1 a i ? 4i I �� l �o �l �l� �o yoig 32 l y3 it 36 .txt-i 8 ;.y Ll Ll 8 ` �x`i au�1 dxa 1x). s 1 Lr �x rY rk I u-- u— 03 �g 6 6Y 69 S J s 1 Lr �x rY rk I crl- 03 6 q 6Y 69 S s 1 Lr �x rY rk I I— -3 /0 0 00 rc SS Al 13 i 1� ' M I r Ol i U z �K2 Sig j6 �1 50 — i1 ( 9 g .2x � l 3 0 SCREENED ENCLOSURES I SECTION 1 TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H II RISER WALL WHERE QUIRED )RLINS (TYP.) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) \BLE BRACING K -BRACING (OPTIONAL) -� GIRT (TYP.) SCREEN (TYP.) SW ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (SEE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. 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 8E REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H ALTERNATE CABLE (SEE TABLE 1.3) 1" x 2" (TYP.) I - GRADE K -BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H II RISER WALL WHERE QUIRED )RLINS (TYP.) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) \BLE BRACING K -BRACING (OPTIONAL) -� GIRT (TYP.) SCREEN (TYP.) SW ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (SEE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. 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 8E REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 SECTI�NlCREENED ENCLOSURES 2"x4"OR2"x6" SELF MATING BEAM 1"x 2" SNAP SECTIONS ATTACHED TO 2" x 2" W/ #10 x 1-112" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2" x 2" PURLINS TO SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214388, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED 'ENCLOSURES SECTION 1 STRAP SUPER OR EXTRUDED GUTTER HOST STRUCTURE SPACING / 2 * SPACING / 2 SPACING / 2 * SPACING /2 BEAM SET SPACING BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 30" = V-0" 2" x _" x 0.050" STRAP a EACH BEAM CONNECTION AND @ 112 BEAM SPACING Wl (2) S,M.S. PER STRAP (SEE SECTION 9) I ALTERNATE 2" S.M.S. OR LAG SCREWS TRANSOM (SEE SECTION 9) I UPRIGHT M I C FIT \ \ SUPER OR \ ® EXTRUDED \ ®\ GUTTER ANGLE OR RECEIVING \ CHANNEL (SEE SECTION 9 FOR DETAILS) SELF MATING BEAM � (SIZE VARIES) MAX. DISTANCE FROM FASCIA BEAM CAP � TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC SCREW PATTERNS MAY VARY ENGINEERING (SEE TABLES OR NOTES FOR SIZE AND NUMBER OF SCREWS) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = l'-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 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-21 SECTION 1 SCREENED ENCLOSURES -1 Lu U) J z W <�Q I--- 2 x 6 BEAM- SCREEN ROOF w 0= `_2ZO 45° ± F KNEEWACE (2) 2" SCREWS \ (SEE SECTION 9 FOR SIZES) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 REQUIRED KNEE BRACE p MINIMUM SIZE AND ---/ CONNECTION (SEE TABLE 1.7) KNEE BRACE ATTACHMENT 6" ABOVE TOP OF GUTTER (MAX.) 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER FASCIA AND SUB -FASCIA COMPOSITE 2" x 3" EAVE GIRT SCREW SIZE (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN (MAY FACE IN OR OUT) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR SOFFIT EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCTURE 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 2 SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-0774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-26 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. L. SECTION 1 I SCREENED ENCLOSURES CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER I TOTAL ALLOWABLE WALL AREA 1 1/8" 445 Sq. Ft. / PAIR OF CABLES * OTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL J EXAMPLE: FRONT WALL AREA a 100% (f 8' x 32') = 255 Sq. Ft. y SIDE WALL AREA @ 50%(8'x20')= 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3132" cables is required. b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER I SIDE WALL CABLE ** I 1/8" ONE PER 445 Sq. Ft. OF WALL " SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS t. c) To calculate the required pair of cables for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls. do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. 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 IPAGE © COPYRIGHT2004 1-40 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED• ENCLOSURES SECTION (5) #1D S.M.S. (MIN.) 0 /-- 1 /B" x 1-112" x 8" FLAT BA r 0.125" PLATE OUT ON 45° ANGLE EYE -BOLT OR TURNBUCKLE FOR fU CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = T-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH IDE OF FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B 410 x 3/4" S.M.S. EACH SIDE MIN. (2) CLAMPS REQUIRED FOR CABLES ®®®� (TYP.) MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A 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 COO-YRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-41 - SCREENED'ENCLOSURES l SECTION 1 2" x 2" x 0.125" ANGLE STAINLESS STEEL CABLE 2-114" x 1-112" CONCRETE CABLE CLAMP ANCHORS (MIN.) (SEE TABLE) 5d NOTE: MIN. 3-34' SEE PAGE 1-41 FOR NUMBER Sa (4" NOMINAL) OF CABLES REQUIRED SLAB D)STANCE FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 213 SCALE: 3" = 1'-0" SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 6079 FOR 3/32" CABLE AND 5944 FOR 118 /o CABLE, FOR 3132" CABLE ('I ) 1/4" x 1-1/2" CONCRETE ANCHOR (MIN.) @ 5d MIN. o�..... \ \ 5d (MIN.) 5-1/2" (6" NOMINAL) \ SLAB (MIN.) S 5d (MIN.) \I-- 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.D. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)7B7-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCE=D IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-43 t pfi :SECTION 1 SCREENED ENCLOSURES SCREEN 'd' VARIES I 4" SH 1" x 2" 0,B. BASE PLATE (TY P.) 1 SECONDARY 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE 017 COLUMN W/ #10 m S.M.S. (SEE SCHEDULE NEXT PAGE) CONCRETE ANCHOR (SEE SCHEDULE NEXT PAGE) a a: NOTE-. DETAIL ILLUSTRATES o• 4 ,. 9, A TYPICAL. 2 x 4 6.1VI.13. COLUMN 2" 50 CONNECTION (MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN G" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES 2" x 2" x D.063" PRIMARY ANGLI EACH SIDE #1D x 3,14" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5d' MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUT - - —OF SLAB BOLT 0 ' 5d DISTANCE 1/4" IAA GRADE 1-114" MIN. CONCRETE ANCHOR EM(3EDMENT TYPICAL S.M, OR SNAP SECTION COLUMN (2)#10 x 3)4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0,06311 ANGLE 1" x 2" BASE PLATE (TYR) A a 1-114" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHORF -DMENT P ANCHOR FROM TABLE 9.1 6" (MAX) fi (MAX.) MAX. SPACING 24" O.C. 3000 P.S.I. CONCRETE FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3" = V -D" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214360, SOUTH DAYTONA, FL 32121 TELEPHONE: (306)767--0774 FAX: (386) 767-6556 PAGE -© COPYRIGHT 2004 -50 NOT T O BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRFNCC E BENNETf, P.F. L.- SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30"-30'-00" North (Jacksonville, FL) Hollow Sections 3'-0" Tributary Load Width'W' = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 8'-0" Allowable Span 'L' I bending 'b' or deflection 'd' 1 9'-0" 2" x 2" x 0.044" 9'-10" b B'-7" b T-8" b 6'-11" bj 6'4" bl 6'-1" bi 5'4" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 8'-4" b T-7" b 7'-1" b 6'-7" b 6'-3" b 2" x 3" x 0.045" 13'-4" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" 1 b 7'-a" b 2" x 4" x 0.050" 14'-8" b 12'-B" b 11'-4" b 1VA" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" 1 Tributary Load Width'W' = Be Spacing 4'-0" 1 5'-0" 1 6'4" 7'4" ' 1 B' 0" Allowable Span 'L' 1 bending 'b lection'd' 2" x 2" x 0.044" 11'-9" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-6" b 14'-2" b 13'-1" b 12'-3" b 11'4" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b "28'-7" b 24'-9" b 22'-2" b 20'-3" b b 17'-6" b 16'-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 2T-11" b 24'-11" b 22'-9" 21'-1" 19'-9" b 18'-7" b 42-10" b 37'-1" b 33'-2" b 30'-4" b '-"' b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b 1 29'-5" b 27'-3" b 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 3B'-4" b 35'-0" b 32'-5" b 30'-4" b 28'-7" b 2" x 10" x 0.097' x 0.369" 59'-6" b 51'-7" b 46' 1" b 42' 1" b 3B'-11" b 36 5" b 34'-4" b Snap Sections 3'-0" Tributary Load Width W'= Beam Spacing 4'-0" 1 5'-0" 1 6'-0" I 7'-0" 1 8'-0" Allowable Span 'L' 1 bending'b' or deflection'd' 2" x 2" x 0.044" 11'-9" b 10'-2" 6 1 9'-1" b 1 8'-4" b 7'-8" 6 T-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'4" b 9'-10" b 9'-3" b B'-8" b 2" x 4" x 0.045" 1 B'-5" b 15'-11" h 14'-3" b 13'-0" b 12'-1" b 11'-3" b '"b 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b IM 2" x 7" x 0.062" 34'-9" b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 21'-3" 6 Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M,P,H. wind load. 5. 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. r eam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 7. Spans may be interpolated. Example: Max.'L' for 2" x 4" x 0.050" hollow section with'W' = T-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 21436B, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-0774 FAX: (306) 767-6556 PAGE 1-56 © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 Table 1.2 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) A. Sections Fasfnnerf Tr, R.- Witt, ii; -- Hollow Sections 3'-6" Tributary Load Width 'W'= Purlin Spacing 4'-0" 4'-6" 5'-0" Allowable Span 'L'/ bending 'b' or deflection 'd' 2" x 2" x 0.044 2" x 2" x 0.044" 7'-8" d 7'-4" d 7'-0" d 6'-9" d 6'-6" b 6'-3" b 5'-11" b 2" x 2" x 0.055" 8'-1" d 7'-9" d 7'-5" d 7'-2" d 6'-11" d 6'-9" d 6'-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d T-8" d 7'-5" d T-3" d 6'-11" d 2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8'-5" b 8'-0" b 2" x 4" x 0.050" 12-2" b 1 11'-4" b 1 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections 3'-6" Tributary Load Width `W'= Purlin Spacing 4'-0"1 4'-6" 1 5'-0" 1 5'-6" 6'4" 1 Allowable Span 'L' I bending 'b' or deflection 'd' 6'-B" 2" x 2" x 0.044 8'-5" d 8'-1" d T-9" d 7'-6" d 7'-3" d T-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-8" d 10'-4" d 9'-11" b 9'-6" b 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" d 12'-9" b 12'-2" b 11'-8" b 11'-1" b B. Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 4' 0" 4'-6" 5'-0" 5'-6" 6'-0" Allowable Span 'L' I bending 'b' or deflect1 6'-B" Allowable 5pan V1 bending 'b' or deflection 'd' 2" x 2" x 0.044" j 9--2-- b 8'-7" b 8'-1" b 7'-B" b 1 7'4" bfl 6'-11" b 6'-7" b " " 9'-11" b 9'-4" b B'-10" b 8'-4" b 7'-11" b "` b T-3" b 2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b 10'-4" b 9'-10" bj 9'-5" b 1 8'-11" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b 11'-4" b 10'-10" b 10'-4" b 9'-10":db rvutvs. 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft, for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with W'= 5'-0" = 10'-2" 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 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-57 Snap Sections Tributary Load Width 'W'= Purlin Spacing 3'-6" 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6--8" Allowable 5pan V1 bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" b 10'-2" bi 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" b 1 7'-11" lb- rvutvs. 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft, for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with W'= 5'-0" = 10'-2" 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 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-57 SECTION 1 I SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 12D MPH or an aoolied load of 14 & I sn ft " Hollow Sections 37-0" Tributary Load Width 'W'= Upright Spacing 4'-0" 5'-0" 6'-0" 7'-0" 1 B'4" Allowable Height'H' 1 bending'b' or deflection'd' I 9'-0" 2" x 2" x 0.044" 8'-4" b T-3" b U-6" b 5'-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b T-11" b 7'-1" b 6'-5" b 5'-11" b 5'-7" b 5'-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b T-11" b 7'-5" b 6'-11" b 6'-6" b 2" x 4" x 0.050" 1 12-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b 1 7'-7" b 7'-2" h Self Mating Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 4'-0" 5'-0" 6'-0" 7'-0" 7 8'4" Allowable Height'H' / bending 'b' or deflection'd' Tributary Load Width 'W' = U 4'-0" 1 5'40"1 6'-0" 7'-0"j AllowableHeight'H' / bending' pacing 8'-0" eflection'd' 1 9--0-- '-0"Allowable Z" x 4" x 0.044 x 0.100" 16'-11" b 14'-B" b 13'-1" b 11'-11" b 1 11'-1" , b 10'4" b 9'-9" b " 20'-11" b 1B'-1" b 16'-2" b 14'-9" b b 12'-10" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 1 B'-9" b 17'-1" b 15'-10" b 14'-10" b 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b 2" x 7" x 0.055" w/ insert 36'-3" b 31'-4" b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 21'-6" b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'�f" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27' 5" b 25'-8" b 24 2" b 2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b I 35'-7" b 32' 11" b 30' 10" b 29' 1" b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 4'-0" 5'-0" 6'-0" 7'-0" 7 8'4" Allowable Height'H' / bending 'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-B" b T-0" b 6'-6" b 6'-1" b 5'-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-D" b 8'-4" b 7'-10" b T-4" b 2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-0" b 10'-2" b 9'-7" b 0'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-B" b 17'-3" b 16'-2" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 17'-11" b For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shalbaless than 0.040". g screen ri ht length 'H'. 3. Above heights do not include length of knee race. iiiorizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. s e ' " engineering required of enclosures ov eight. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044 min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. 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 p © COPYRIGHT2004 1 5H NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable. Post/Girt I Chair Rail Spans, Header Spans & Upright Heights for Secondary Screen Wall Frame Members; Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft A. Sections As Horizontals Fastened To Posts With Clips Tributary Load Width'W' Hollow Sections Allowable Heights 'H' I bending'b' or deflection'd' 0.044" G-10" d 6'-6" b 6'-1" b 5'-9" 6 5'-6" b 5'-3" b 2 x 2" x 0.055"5 3" x 2" x 0.045" 2" x 3" x 0.045"9'-4" 2" x 4" x 0.050" 7'-3" T-9" 10'-3" d d b b 6'-11" d T-5" d D'-9" b 9'-7" b 6'-B" b 6'4" b 7'-1" d 6'-10" d 6'-7" 8'-3" b 7'-10" b 7'-5" 9'-0" b 6'-7" b B'-2" b 6'-4" b T-2" b 7-1D" -0 b 5'-11" b 6'-9" b 7'-5" Hollow Sections 3'-6' 4'-A" 4'-6" •0'" 5' 5'•6" 6'-D" Snap Sections I L X 2" x D.D44" I 7'=6" d Allowable Heights -'H' / bending 'b' or deflection 'd' T-2" d 6'-11" d F' Aliowab B. Sections As Horizontals Fastened To Posts Through Side Into Screw Bosses -- -- --- -•-'Z, - - .-• ...IL. ..-MUD uu1c1 u1011 14V ivirrl, See conversion /Bole 1A an the specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) 910 x 1-112" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6'-6". 7. Spans may be interpolated. IF HEIGHTS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386),7674774 FAX: (386) 767-65% © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-59 tary Load Width'W' Hollow Sections 3'-6' 4'-A" 4'-6" •0'" 5' 5'•6" 6'-D" 6'-8" Aliowab is 'H'I bending 'b' or deflection 'd' 2" x 2" x 0.044"T-9" 4-7 • b T-3" b 6'-10" 6'-6" b 6'-2" b 5'-11" b 5'-7" b a'-5" b T -ii" b b T-1" b 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'4' b 8'-2" b 7'-9" b 7'-5" b 7'-1" b 6'-8" b 2" x 3"x 0.045" 10'-5'' b 9'-9" b 9'-2" -.--b--1 B'4" b 8'-4" b T-11" b 7'-7" b 2' x 4" x 0.050" 11'-6" b 10'-9" b 1 10'-1" b 1 9'-7" b 9' 2" b B'-9" b B' 4" b Snap Sections Allowable Heights 11-11 1 bending'b' or deflection'd' 2" x 2" x 0:044" • c ..11.-..._L I_ 1 9'-2" b 1 8'-7" b B'-1„ b 7'-8" b 7'-4" b T-0" b 6'-8" b -- -- --- -•-'Z, - - .-• ...IL. ..-MUD uu1c1 u1011 14V ivirrl, See conversion /Bole 1A an the specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) 910 x 1-112" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6'-6". 7. Spans may be interpolated. IF HEIGHTS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386),7674774 FAX: (386) 767-65% © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-59 , I SCREENED ENCLOSURES SECTION 1 Table 1.6 Minimum Upright Sizes and hl umber of Screws for Connection of Roof Beams to Wall Uprights or Beam Solicina Beam Size Upright Size Minimum Purlin, Girt Deck & Knee Brace Size" Anchors Notes Minimum Number of Screws' #8 x #10 x'b" #12 x'A" Beam Stitching Screw L 24" O.C. 2" x 3" 2" x__3" 2" x 2" x 0.044" 2 Full Lap 6 4 4 2" x 4" 2" x 3" 2" x 2" x 0 044" 2 Full Lap B 6 4 2"x4" 2"xit" 2"x2"x0.044" 2 Full Lap 8 5 4 1110 2" x i" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 Ila 2" x G' 2",,3- 2" x 2" x 0.044" 4 Full Lap ID 8 6 1110 4 to 2" x 4" 2" x 2" x 0.044" 4 Partial La 14 12 10 1112 x 14 t42" Fx9l... x 6" 2" x 3" x 0.045" 6 Partial La 16 16 14 1114 2" x 7" 2" x 4" x 0.050" 9 Partial La 20 10 16 2" x All. 2" x 4" x 0.050" 11) Partial I ap 20 18 16 1114 Screw Size Minimum Distance and Spac)ng of Screws Gusset Plate ThILI&ness Edge To Center Conr To Center te Beam Size Thickness 118 5116" 518" 2" x 7" x 0.055" x 0.120" 1(16 = 0.063" 1110 318" 3J 4" 2" X 8" x DA7z" x o,2z9"' 1(6" - 0.12$" 1112 112" 1" o,o72" x 0.224" lien = D.129" 014 or 114" 314" 1-112" 2" x 9" x 0.082" x 0..306" Val = 0.125" 5116" 7111" 1 3(4" 2" x 10" x 0.002" x 0.969" 1/4" = 0.25" Refers to each side of the connection of the beam and upright and each side of splice connecnon. i' 0.0112" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1116" gusset plate. 2. All gussol plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice with 112 the screws on each side of Iho cut. 4. -rile number of screws is based on the maximum allowable moment of the beam. S. The number of deck anchors is based on RAW L R Tapper allowable load data for 2,500 psi concrete and 1 or equal anchors may he used. The number shown is the total use 112 per side, 6. Hallow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used the number of screws is the same for each splice with 112 the screws on each side of the cut. 8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plales are requiiad for mansard or gable splice connections. t 9. For gusset plate connections 2" x 9" beams or larger use 314" long screws. 10. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright wl H -bar, gusset plate, or angle clips for each splice with 112 the screws on each side of the cut. 12. For girl size use upright size (i.e. 2" x 6"). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0,044". Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 Brace Length Extrusion Anchoring System x x U.044 To 3'-0" 2" x 3" x 0.045" 2" H -Channel With. 3 #10 x 112" EACH SIDE 2" I With 4 3l4" Ion scr (size to be determined by beam size, see table 9.6) (See I able 1.b t -or Number And 5¢e Ut Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure altachinant when knee brace length exceeds 4'-6". Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7671774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOI TO 1.1r, REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. -61 SECTION 1 SCREENED ENCLOSURES Table 1.10 Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side / Solid Roof Other Side Aluminum Alloy 6063 T-6 Mnrth rul mlwaD Wllll 12'-0" 112 Screen Roof Beam Span '.. 14`-0" 16'-0" 18'-0" 1 20'-0" Corner Post @ Top Beams And Intermediate Post @ Chair Rail Corner Post @ Bottom J 112 Solid Roof Beam Span 20'-0" 2 5" Super Gutters 5'-0" 5'-0", 5' D" 5'-0" 5'-0" 5'-0" 5'-0" 2 2 11'-4" b 10'-7' b 10'_3" b 9'-11" b 9'-9" b 9'-6" b 2" x 7" x 0.055" x 0.120" 12'-1" b 11'-8" ; b 11'-4" b 10'-11' b 10'-8" b 10'-4" b 10'-1" b " 15'-3" b b 14'-3" b 13'-10" b 13'-5' b 13'-1" b 12'-9" b 2" x B" x 0.072" x 0.224" 14'-10" b 14'-4" b 13'-10' b 13'-5" b 13'-1" b 12'-9" b 12'-5" b 2" x 9" x 0.072" x 0.224" 15-11" b 15'-5" b 14'-11" b 14'-6' b 14' 1" b I 13'-8" b 13' 4" b 2" x 9" x 0.082" x 0.306" 17'-4" b 16'-9" b 16'-2" b 15'-9" b 15'-3" b 14'-10" b 14'-6" b .. . . ............ —11 nn h o,_� 1,. h 1 1 ' � h 1 R' -R" b 18'-2" b 17'-B" b 17'-3" b Notes: 1. If the solid panel is greater or less than 10'-0", then the 112 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion; 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule Note: Maximum front wall height = 10'-0" Use front wall width when determining number of s.m.s. for the side wall K -bracing: Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. 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 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Number of #10 x 314" S.M.S. Required Maximum Wall Width = Corner Post @ Top Diagonals (K) per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 20'-0" 2 2 4 2 2 30'-0" 40'-0" 2 3 2 4 4 6 2 2 2 50'-0.. 4 5 8 3 i 60'-0" 6 7 12 3 Note: Maximum front wall height = 10'-0" Use front wall width when determining number of s.m.s. for the side wall K -bracing: Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. 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 1-64 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 ANCHORS (SEE SECTION 9) CONCRETE SLAB OR FOOTING ALUMINUM/STEEL COLUMN 'U' CHANNEL (SEE SECTION 9 FOR CONNECTIONS) CONCRETEANCHORS (SEE SECTION 9) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING CHANNEL SCALE: 3" = 1'-0 ANCHORS (SEE SECTION 9) CONCRETE SLAB OR FOOTING ALUMINUM /STEEL COLUMN 2" x 2" WITH WALL THICKNESS EQUAL TO OR GREATER THAN COLUMN WALL CONCRETE ANCHORS (SEE SECTION 9) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL ANGLE CLIPS SCALE: 3" = 1'-0" ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE-STANDING COVERS CORROSION RESISTIVE STEEL _ THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING a . a ALUMINUM / STEEL COLUMN INTERNALEXTRUDED ALUMINUM BASE OR BREAK FORMED U -CLIP WITH WALL EQUAL TO OR GREATER THAN POST WALL CONCRETE ANCHORS (SEE .a SECTION 9) POST TO CONCRETE CONNECTION TUBE COLUMN BASE SCHEMATIC INTERNAL BASE 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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-21 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 Table 2.2.2 Allowable Attributable Roof Area per Post for Carports, Patio Covers, and other Open Buildings - ALUMINUM POSTS Example: Find Roof Area Needed; Area ='A; Post Spacing ='S'; Structure Projection ='W': A = S x (W/2 + O.H.); If 'S' = 20', W = 24', and O.H. = 2' then: 'Area' = 280 Sq. Ft. a. For a 13'-10" post and 120 m.p.h. wind load of 14 # / Sq. Ft. post choices are: 1. 3" x 3" x 0.125" Hollow Extrusion 2. All post sizes listed below the 3" x 3" x 0125" Hollow Section b. If job conditions dictate a post hieght of 20'-7" for A = 280 Sq. Ft. and 120 MPH wind zone, then a 3" x 3" x 0.125" Hollow Extrusion can NOT be used since it can only support a roof area of 216 Sq. Ft. Thus, design must satisfy both height and area requirements. Note: 1. Spans may be interpolated. 2. For free standing covers, multiply above roof areas by 1.25 (except for 100 MPH). 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. 2-53 Aluminum Post Steel Post Wind Load (MPH) = 100 110 120 123 130 140A 140B & 150 Attached Cover Uplift' = 10 #/SF 12 #/SF 14 #ISF 15 #ISF 16 #/SF 19 #/SF 30 #/SF Free Standing Uplift = 10 #/SF 10 #/SF 11 #ISF 12 #/SF 13 #/SF 15 #/SF 30 #ISF 15 #ISF aximum Maximum Allowable Roof Area in Square Feet for Various Loads on Post Height Load (lbs.) 13"x 3" x 0.090" Hollow u - Aluminum Alloy 6063 T-6 11'-10" 5,184 518 432 370 , 346 346 324 173 21'-9" 3,888 389 324 531 259 259 243 130 15'-10" 3,024 302 252 216 1 202 1 202 189 1 101 17'-10" 2,268 227 189 162 1 151 1 151 142 76 Height Load (lbs.) 3" x 3" x 0.125" Hollow Extrusion -Aluminum Alloy 6063 T-6 13'-9" 6,912 691 576 1 494 1 461 1 461 1 432 230 16'-1" 5,184 518 432 1370 978 346 346 324 1 173 18'-4" 4,032 403 336 1 288 1 269 1 269 1 252 1 134 20'-7" 3,024 302 252 1 216 1 202 1 202 1 189 101 Height Load (lbs.) 4" x 4" x 0.125" Hollow Extrusion - Aluminum Alloy 6063 T-6 4" x 4" x 14 Gauge Post -46 k.s.i. Steel 15'-9" 9,312 931 776 665 621 621 582 310 18'-5" 1 6,984 1 698 582 499 466 466 437 233 21'-0" 5,432 543 453 388 362 362 340 181 23'-8" 4,074 407 340. 291 272 272 255 136 Example: Find Roof Area Needed; Area ='A; Post Spacing ='S'; Structure Projection ='W': A = S x (W/2 + O.H.); If 'S' = 20', W = 24', and O.H. = 2' then: 'Area' = 280 Sq. Ft. a. For a 13'-10" post and 120 m.p.h. wind load of 14 # / Sq. Ft. post choices are: 1. 3" x 3" x 0.125" Hollow Extrusion 2. All post sizes listed below the 3" x 3" x 0125" Hollow Section b. If job conditions dictate a post hieght of 20'-7" for A = 280 Sq. Ft. and 120 MPH wind zone, then a 3" x 3" x 0.125" Hollow Extrusion can NOT be used since it can only support a roof area of 216 Sq. Ft. Thus, design must satisfy both height and area requirements. Note: 1. Spans may be interpolated. 2. For free standing covers, multiply above roof areas by 1.25 (except for 100 MPH). 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. 2-53 Steel Post Wind Load (MPH) = 100 110 120 1 123 130 140A 140B 8150 Attached Cover Uplift' = 10 #ISF 12 #ISF 14 #/SF 15 #ISF I 16 #/SF 19 #ISF 30 #ISF Free Standing Uplift = 10 #ISF 10 #ISF 11 #ISF 12 #ISF 13 #ISF 15 #ISF 30 #ISF Maximum Allowable Roof Area in Square Feet for Various Loads on Post Height Load (lbs.) 3" x 3" x 14 Gauge Post - 46 k.s.i. Steel 19'-10" 10,050 1005 838 718 670 628 529 335 21'-9" 7,430 743 619 531 495 464 391 248 23'-9" 5,638 564 470 403 376 352 297 188 25'-9" 4,371 437 364 312 291 273 230 146 Height Load (lbs.) 3" x 3" x 11 Gauge Post - 46 k.s.i. Steel 19'-8" 15,870 1587 1323 1134 1058 992 835 529 21'-7" 11,730 1173 978 838 782 733 617 391 23'-6" 8,970 897 748 641 598 561 472 299 25'-6" 6,900 690 575 493 460 431 363 230 Height Load (lbs.) 4" x 4" x 14 Gauge Post -46 k.s.i. Steel 26'-8" 12,650 1265 1054 904 843 791 666 422 29'-3" 9,350 935 779 668 623 584 492 312 32'-0" 7,150 715 596 511 477 447 376 238 34'-8" 5,500 550 458 393 367 344 289 183 Example: Find Roof Area Needed; Area ='A; Post Spacing ='S'; Structure Projection ='W': A = S x (W/2 + O.H.); If 'S' = 20', W = 24', and O.H. = 2' then: 'Area' = 280 Sq. Ft. a. For a 13'-10" post and 120 m.p.h. wind load of 14 # / Sq. Ft. post choices are: 1. 3" x 3" x 0.125" Hollow Extrusion 2. All post sizes listed below the 3" x 3" x 0125" Hollow Section b. If job conditions dictate a post hieght of 20'-7" for A = 280 Sq. Ft. and 120 MPH wind zone, then a 3" x 3" x 0.125" Hollow Extrusion can NOT be used since it can only support a roof area of 216 Sq. Ft. Thus, design must satisfy both height and area requirements. Note: 1. Spans may be interpolated. 2. For free standing covers, multiply above roof areas by 1.25 (except for 100 MPH). 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. 2-53 I is SECTION 2 I 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+'A" Minimum Knee Brace` Minimum # Knee Brace Screws 114--o 3/8"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 3" x 0.050" 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 w/ insert 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 The minimum number of thru bolts is (2) ' Minimum post/beam may be used as minimum knee brace " Fasten w/ external screws or clips. See Details. 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. i i I SECTION 7 i SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. TING HOST STRUCTURE D FRAME, MASONRY OR OTHER CONSTRUCTION FOR MASONRY USE 1/4" x 1-1/4" MASONRY NCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" IS.M.S. OR WOOD SCREWS @ 12" O.C. #8 x 1/2" S.M.S. SPACED @ 8 O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS — ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DEAI!� #8 x 1/2" S.M.S. SPACED @ 8 O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS _1, Z•, .. n n ROOF PANEL ROOF PANEL TO WALL DETAIL 4 1 r%" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE LAO LY. 15% OF SCREWS CAN BE VE DOUBLE ANCHORS. ALL SCREWS INTO OUTSIDE AREAS TO THE HOST STRUCTURE SHALL HAVE MIN MUM 1 SHALLPOSSIBLE H--1/4" SHALL WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PA1. NEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100-123 130 140 150 #8 1 #10 I #12 1 #12 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 7-4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SOLID ROOF PANEL PRODUCTS I SECTION 7 PAN ROOF ANCHORING DETAILS RIDGE CAP #8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW - HEADS & WASHERS #8 x 1/2 S.M.S. (3) PER PAN AND (1) AT PAN RISER. - - ALTERNATE CONNECTION: #8 x 1-114" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER WHEN FASTENING PANELS OR PANS TO WOOD PLATES SCREWS SHALL HAVE A MINIMUM EMBEDMENT OF 1" CAULK ALL EXPOSED SCREW HEADS & WASHERS FOR COMPOSITE ROOFS: #10 x (t + 1/2") S.M.S. W/ 1-1/4"0 FENDER WASHERS @ 12" O.C. (LENGTH = PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON-BEARING ELEMENT (SIDE WALLS) F PANEL TO BEAM DETAIL ................ . ......... ..... * ....... ...................... ............... �.... FOR PAN ROOFS: (3) EACH#8 x 1/2" LONG S.M.S. PER 12" PANEL W/ 3/4" ALUMINUM PAN WASHER ....... 1.11b.1ft .................. SEALANT PAN HEADER -(BREAK- FORMED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION PAN OR COMPOSITE ROOF PANEL #8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM ROOF PANEL (PER TABLES SECTION 7) SUPPORTING BEAM (PER TABLES) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 3" = l'-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 © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PAGE 7-21 SECTION 7 SOLID ROOF PANEL PRODUCTS Table 7.1.6 Allowable Spans for Industry Standard Composite Roof Panels for Various Loads Aluminum Alloy 3105 H-14 or H-25 1.0 EPS Core Density Foam 3" x 48" x 0.024" Panels Wind Region&2 Open Structures Mono -Sloped Roof 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 17'-4" 19'4" 18'-9" 15'-10" 18'-6" 17'-10" 11'-8" 13'-8" 13'-3" 4'-0" 110 MPH 16'-6" 19'-4" 18'-9" " 15'-10" 15'-3" 10'-6" 12'-6" 11'-5" 4'-0" 120 MPH 15'-2" 18'-6" 17'-10" 13'-3" 14'-10" 14'-4" 9'-8" 10'-10" 10'-6" 4'-1" 123 MPH 14'-10" 17'-9" 16'-1" 154" 14'-6" 13'-11" 9'-6" 10'-7" 1 10'-3" 3'-11" 130 MPH 14'-2" 15'-10" 15'-3" 11'-8" 13'-8" 13'-3" 9'-0" 10'-1" 9'-9" 3'-3" 140 MPH 10'-0" 11'-2" 10'-10" 10'-0" 11'-2" 10'-10" 8'4" 9'4" 9'-0" 2'-11" 150 MPH 10'-0" 11'-2" 10'-10" 10'-0" 11'-2" 10'-10" 7'-5" 8'-8" 8'-4" 2'-10" 3" x 48" x 0.030" Panels Wind Region Open Structureq 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 20'-6" 22'-11" 22'-2" 19'-6" 21'-10" 21'-1" 14'-6" 16'-2" 15'-8" 4'-0" 110 MPH 20'-6" 22'-11" 22'-2" 17'-11" 20'-1" 19'-5" 13'-3" 14'-9" 14'-3" 4'-0" 120 MPH 19'-6" 21'-10" 21'-1" 15'-9" 18'-8" 18'-1" 11'-5" 13'-5" 13'-0" 4'-0" 123 MPH 18'-9" 21'-0" 20'-4" 154" 18'-2" 17'-7" 11'-2" 13'-1" 12'-8" 4'-0" 130 MPH 16'-9" 19'-4" 18'-9" 14'-6" 16'-2" 15'-8" 10'-8" 12'-5" 11'-6" 4'-0" 140 MPH 11'-10" 13'-3" 12'-9" 11'-10" 13'-3" 12'-9" 9'-11" 11'-1" 10'-8" 4'-1" 150 MPH 11'-10" 13'-3" 12'-9" 11'-10" 13'-3" 12'-9" 9'-2" 10'-3" 9'-11" 3'4" 4" x 48" x 0.024" Panels 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 20'-0" 22'-4" 21'-7" 19'-1" 21'-4" 20'-7" 14'-2" 15'-10" 15'-3" 4'-0"' 110 MPH 20'-0" 22'-4" 21'-7" 17'-6" 19'-7" 18'-11" 12'-11" 14'-5" 13'-11" 4'4" 120 MPH 19'-1" 21'-4" 20'-7" 15'-4" 18'-3" 17'-8" 11'-2" 13'-2" 12'-8" 4'4" 123 MPH 18'-4" 20'-6" 19'-10" 14'-11" 17'-9" 16'-2" 10'-11" 12'-10" 12'-4" 4'-0" 130 MPH 16'-4" 18'-11" 18'-3" 14'-2" 15'-10" 15'-3" 10'-5" 11'-7" 11'-3" 4'4" 140 MPH 11'-7" 12'-11" 12'-6" 11'-7" 12'-11" 12'-6" 9'-8" 10'-9" 10'-5" 4'-0" 150 MPH 11'-7" 12'-11" 12'-6" 11'-7" 12'-11" 12'-6" 8'-11" 10'-0" 9'-8" 3'-3" 4" x 48" x 0.030" Panels 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 / Cantilever All Roofs 100 MPH 23'-1" 25'-10" 24'-11" 22'-0" 24'-7" 23'-9" 16'-4" 19'-3" 18'-7- 4'-0" 110 MPH 23'-1" 25-10" 24'-11" 20'-3" 22'-8" 21'-11" 14'-11" 17'-10" 16'4" 4'-0" 120 MPH 22'-0" 24'-7" 23'-9" 18'-10" 21'-1" 20'-4" 13'=7" 15'-2" 14'-8" 4'-0" 123 MPH 21'-2" 23'-8" 1 22'-10" 18'4" 1 20'-6" 1 19'4" 1 13'-3" 1 14'-9" 1 14'-3" 4'-0" 130 MPH 19'-6" 21'-10" 21'-1" 16'4" 19'-3" 18'-7" 12'-6" 14'-0" 13'-6" 4'-0" 140 MPH 13'4" 14'-11" 14'-5" 13'4" 14'-11" 14'-5" 11'-2" 13'-1" 1 12'-8" 4'-0" '150 MPH 13'4" 14'-11" 14'-5" 13'4" 14'-11" 14'-5" 10'4" 1 11'-7" 11'-2" 4'4" rvure. I oral roor panel whin =room wlatn + wall width + overhang 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 7-32 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. r t't=AT UF -BOUNDARY SURVEY for VIC GISCHLER Legal Description LOTS 7 and 8, BLOCK 9, TIER 5, FLORIDA LAND & COLONIZATION CO., LTD., E.R. TRAFFORD'S MAP OF THE TOWN OF SANFORD, accor•dind to.,the Plat thereof as recorded in plat Book 1, Pages 56 through 64; of the Public Reco ds of Seminole County, horida. { 0 w cn a W vxi 6 I do i i 1 _ vii 117.00 •WOOD iok ;. , 90• p ; 1 1 2� 1 .te' i i a f , U i 32 L' W r E ro ; .Q. 17. 8. COVERE'� rt, p �. p - 36.6• ti . ., .. i �o N 2 STORY WOOD FRAME i,Q v 62.37• i I OOT WOOD I SrtED ; .02. O�T •. a; 20.3' - - -----• - •• ; i3o 1 1 7.00' 6 WOOD.:im� i i 2 4 i SCALE: 1 "=30' SURVEY NOTES: 1) The street address of the above-described property is S. MYRTLE AVENUE. The above-described property lies in a Flood Zone X. I i. SURVEYOR'S CERTIFICATE 6 This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey, meets the Minimum Technical Standards set forth by the Florida Board of Land. Surveyor; pursuant to Section 427.027 of the Florida Statutes. e REVISIONS: CERTIFIED CORRECT TO: cam- , / L_ KITNER SURVC'rINC, INC. ' R. BLEUR KITNER - P.L.S. NO. 3302 Post Office Brix 823, S3nfur"d, F1. 32772-0023 �� PROJECT"NO: 05-(a${ SURVEY DATE: 12 OCTOg1rR 2005 i f yxlidi}il P :IE ` ;, i _1_E�i k Xt lull tauOl?T NOTICE OF COMMENCEME -(Wi#t- t 111,WrV document prepared by BK c.+ '68 Pil Oil Permit No.E PELOSO no vo k 1 D&(b.R85,70 State of Florida ( P.O. ®Ox 470339 REGiI1, DFD PIN County of Seminole WE MONROE, FL 32747 1�'Cai)idI1TN1a Ftp `' �a�,t�i� 0"11)Iri11l) liy t ijfs:lj�eJA 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. I. Description of property: (legal description of theproperty and street address if available) � 6 6�.Cu i S 7y- P BC k 9 7"p S `3 o ty ;ti c7 S Jew Fi 2 i� P13 1 PC, Sq 1 �2TLG C t >zi� FL 32'7`0 2. General description of improvement; Sw� �e �Z e v1 Fo's (�k 3. Owner information a. Name and address [% 1 C. 7-0 2 � 1,S /4 L C --R 1-1Y'll7'1-C i--uC— '3Z7"1.1 b. " Interest in property c. Name and address of fee simple titleholder (if other than Owner) 4. Contractor a. Name and address %..0 e .v S C ci s �z 4c e o r ��y 7 C. e, s trc �CD 0c)XC `f 7e 339 , A,uk� �tc�k rZUe' % G -3271,47 b. Phone number 'V0 7 - 6 o -7'S6 Fax number 3 o'z — d 5. Surety a. Name and address 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 7,13.13(I)(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 211,_!2(1)(b), Florida Statutes. a. Phone number Fax number- Expiration umber"Expiration date of notice of commencement (the expiration date is I year from the date of recordin unless a. different date is specified) Signature of Owner Sworn to or affirmed) and subscribed before me this ( � day of .S a I'l (ka 4 120 �, by Personally Known OR Produced Identification t--� Type of Identification Produced L of Notary Public, State of Florida on Expires: �@-� � TISHA TIPTON FUTRELL tet' Commission # DD0096687 Expires 3;3/2WIT 006 Bonded throw h Florida Notary Asn., Inc. CERTIFICo, COPS.