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HomeMy WebLinkAbout324 Willowbay Ridge RdPermit # : V Job Address: .���4 Description of Work: _sCri CITY OF SANFORD PRRMIT APPY YrAm.n RECEIVED APR 2 9 2009' Historic District: Zoning:S-4 Value of Work: $_ �� Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool _ Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole_ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: — ?D-5 a 3+ e�1; J0(;� 2'� `/ (Attach Proof of Ownership Legal Description) Owners Name & Address: All Phone: Ll Contractor Name & Address: �y r"---�- n ��� State License Number: Ct 0 n536vn)'7 . n x12 sal" Phone & Fax: I Q j- (p' Bonding Company: Address: Mortgage Lender: Address: Architect/E��nghrieerr �V Address: t' nV'i 1 Contact Person: Phone: 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 ma b dditio 1 permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit s i cat* that I will notify the owner of the property of the requirem Flo �a, S 713. Signator o ner/ ent Date S Lure of Contractor gent Date Print O J6 r/Agent's Nam Print Contra r/ 's Name � Signature of Notary -State of Florida E�Daatte Sign tore of Notary -State of Florida Date ric Mon My Commission DD317772 �*` ei F' ;ILLI WAYNE BELL �, Ft y V, :•.r,t15S►ON. # DD 2561158 Owner/Agent is _ Personally Known td�R?'or kms July 09, 2008 Contractor/Agent is Personally Known to M ' � `miiES: October 1, 2i Produced ID 1' ; F' ax. 4d,'rhrallotaryPublicL , Produced ID _ '3 APPLICATION APPROVED BY: Bid (initial � ✓ � �Zoning: Utilities: initial & Date FD: ( ) (initial &Date) (Initial &Date) (Initial &Date) Special Conditions: NOTICE OF C0,1Vf''YIENCEMENT State of Florida 2-41 County of Seminole Permit No. Tax Folio No. (PID) 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. DESCRIPTION OF PRQPERTY (Legal description of the property and streetddress) �T' ;;W (_ '�� �tl �' _ A -i CA -LI � die,. D C rl GENERAL DESCRIPTION OF IMPROVEMENT~ OWNER INFORMATION'^� Name and address. __. (.,�I��l'�C 464.rP_ Interest in property (Fee Simple, Partnership, etc.) Owner%builder, rcaTlclGn rnav ._...s..,.... Copy AARDV ni^t_r AAKgRSP CLERK F CIR ;UIT COURT NAME AND ADDRESS OF FEE SIMPLE TITLE HOLDER•(IF OTHER THAN OWNDR)71NO, OUI TY, FLORID CONTRACTOR Name and address Gtl D� SURETY (Bonding Company) Name and address Amount of Bond DOCUMENT PREPARED BY: LENDER KSI-, rR�GoRy 3is b c 6tAJs AL Name and address ,� ,'� l� off MPAI C 4ranaA-.3f72 q Persons within the State of Florida designated by Owner upon whom notice or other documents may be served as provided_. by Section 713.13(1)(a)7., Florida Statutes: Name and address In addition to himself, Owner designates NARyffiNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY Bk 05705 FSG 04E5 CLE Rtt' S 4 200507 0439 RECORDED 04/28/2005 04:18:44 PH # # # RECORDING FEES 10.00 1' to receive R%ffff flht MAIM'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 date of recording unless a di#fe a dat s specified.) ��" Eric Hellesm Signature f 0 -mer My commission D031 M2 WN Expires July 09, 2008 Sworn to and subscribed before me this Day of My Commission Expires: Notary Public The foreg ing instrument was acknowledged before me this i day of �%:�� by rH r (name of person acknowledged), who i ersona y own t_a or who has produced (type of identification) as identification and who did / did not take an oath> ACTION ALU I U,PA PRODUCTS, INC 2698 South � r�e Ehossom Trail Orlando, Florida 32805 I hereby name and appoint Patty Johns to a my lawful attorney, in fact to act for me and apply to the % O � o Building Department for a �)oo I s reen permit to be performed at a location described as: L� Z (L I c� EKE (�oN And to sign my name and do all things necessary to this appointment. SUBSCRIBED BEFORE ME THIS 2-( DAY OF rz, I 20 Or (Votary as to Contractor My Commission B. AAn10�JJJ/r e: �ti����f�5Si0Ncc-IAl� ®Bre �O �obet 25, #DD 255071 6ondeA�h�t.�0,° Qa METRO ORLANDO (407) 648-9948 o Fax (407) 648-9949 e BREVARD (407) 632-0264 ® VOLUSIA (904) 252-7835 Seminole County Property Appraiser Get Information by, Parcel Number Page 1 of 1 PAR AN DAVM JOHN9oN. CFA, ASA UPI BAT C PROPERTY, } APPRAISES! SEMINOLE COUNTY FL. 1101 E. FIRST ST SANFORD. FL32771-1468 407-665-7508 2005 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 22-19-30-503-0000-2410 Tax District: S1-SANFORD Depreciated Bldg Value: $0 Owner: CENTEX HOMES Exemptions: Depreciated EXFT Value: $0 Address: 385 DOUGLAS AVE STE 2000 Land Value (Market): $14,800 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value Ag: $0 Property Address: 324 WILLOWBAY RIDGE ST SANFORD 32771 Just/Market Value: $14,800 Subdivision Name: PRESERVE AT LAKE MONROE UNIT 2 Assessed Value (SOH): $14,800 Dor: 00 -VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $14,800 Tax Estimator 2004 VALUE SUMMARY SALES 2004 Tax Bill Amount: Deed Date Book Page Amount Vachmp 2004 Taxable Value: Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 241 PRESERVE AT LAKE MONROE UNIT 2 PS 66 LOT 0 0 1.000 14,800.00 $14,800 PGS 10 & 11 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=22193050300002410... 4/27/2005 T � yr\"0 Q 2 ! / PLOT PLAN DESCRIPTI01AW(AS FURNISHED) LOT 241, PRESERVE AT LAKE MONROE UNIT 2 AS RECORDED IN PLAT BOOK 1,l , PAGES 10 i I I OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE: (UNRECORDED) WE DO NOT ACCEPT RESPONSIBILITY FOR ANY ERRORS THAT MAY OCCUR FROM THE USE OF THE UNRECORDED / PROPOSED PLAT THIS PLOT PLAN IS BASED ON. I"- 30' GRAPHIC SCALE 0 15 30 LOT 242 IMPERVIOUS CAI CHI ATIONC (I nT ON1 Yl LOT 241 CONTAINS 7003 SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 1487 SQUARE FEET t TOTAL CONCRETE 727 (WITHIN LOT ONLY) SQ. FT. t TOTAL SOD 4789 SO. FT, t PERCENT OF CONCRETE & STRUCTURE TO LOT 32% t SOUARF FOOTAGF (IIP Tn CI IRRI LOT 241 UP TO CURB CONTAINS 7553 SQUARE FEET t THIS STRUCTURE CONTAINS 1487 SQUARE FEET t CONCRETE 1060 SQ. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 5006 SQ. FT. t BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES I, 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. `°' 243 PERMIT # 50.00' 11' a ~m N00'06'05"W �I 50.00' 1 101_15'_ CENTERLINE O— 500'06'05"E 166.96' F� RIGHT-OF-WAY 37- L{ WILLOWBAY RIDGE STREET 50' RIGHT-OF-WAY THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES DNLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY 1 HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION_ PLEASE CONTACT THE LOCAL BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 241 BEING N89'52'41'•E PER PLAT. (FIELD DATE:) REVISED: SCALE: 1., = 30 FEET APPROVED BY: SJ JOB NO. ASM45495 MODEL CHANGE 10/22/04 KLE PLOT PLAN 9/13/04 SDO DRAWN BY: Lor FIT 7/31/04 Soo 3LANS REVIEWED "ITY OF SANFORD to OFFICE LOT 240 ---- j -_ /SPC LEGEND AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER L3p6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789 (407) 426-7979 MLW — BUILDING SETBACK LINE POB — CENTERLINE — — RIGHT OF WAY LINE PUC Y�R PROPOSED ELEVATION OR PROPOSED DRAINAGE FLOW PD CONCRETE LB LICENSED BUSINESS LS LICENSED SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL P0114T (P) PER PLAT (M) MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD • PB PLAT BOOK R RADIUS PGS PAGES AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER L3p6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789 (407) 426-7979 MLW MINIMUM LOT WIDTH POB POINT ON BOUNDARY PCC POINT OF COMPOUND CURVATURE PUC POINT ON CURVE OR OFFICIAL RECORD PD PLANNED DEVELOPMENT In, DEPIOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DENOTES CHORD BEARII Ar PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOIES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER f_BW CONCRETE BLOCK WALL RP RADIUS POIN T CS CONCRETE SLAB C CHORD LENGTH SO, FT. SQUARE FEET NG NATURAL GRADE R/W RIGHT-OF-WAY 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE 71'TLE OR USE OF THE LAND 2. NO UNUERGR VUD IMPROVCMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VAUD WITHOUT THE SIGNAVURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER, FOR THE FIRM JAMES JAY JILES PSM /4997 DATE Name, CENTEX POOLS & SPAS JOB No, EL2LA2N241 Ad*ess1 324 W I f LOWBAY R'I ltiE • STREET CltvlSANFnRD L— 241 Subd I v is i orvRESERVE @ LAKE MONROE 3' COMPOSITE ROOF XXX(UtU(U(U(U WITH 2 X 7 BEAM AND — 8'_p• — 2 - 3 X 3 COLUMNS-- � 1 X 2 2 X �p 2 0 i 2 o I �D � 12'-p` 2 X 4 i Un 2 X 3 2 X 3 110 i o I 1 2 X 3 0l 2 X 3 of 2 X 3 I • -+ f 1J r NN 00 00 00� z tL j tU • X zD X X lCXu-Ic'u" I>.< X X IU fU fU I2 X 3 2 X 3 I� I I 1 X 2 A I 36,-0, • NO KNEE BRACES 1 X 2 Rim 2 > -31 0 0 I ao t � '-0' 7'-0" 7'-0'-- 7'-6" — XXX(UtU(U(U(U 2 X 3 2 X 2 ,6-.. y, . January 01, 2005 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774' TO ALL BUILDING DEPARTMENTS Re: Master File Engineering 2004 "ALUMINUM STRUCTURES DESIGN MANUAL" Dear Building Official/Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" for the year 2005. This authorization also applies to contractor Master File Drawings, "ONE JOB ONLY" drawings, or any "SITE SPECIFIC" drawings that I may furnish for the contractor. David A. Johns Action Aluminum Products, Inc. 2698 South Orange Blossom Tr. Orlando, FL 32805 Should you have a convenience. Sincerely;,,,,`,,.'. t ' Lawr)�5nc 4B nn t k t questions please contact me at your P.E. #16644 SECTION 1 1 SCtREENED 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" 1 8'4" Allowable Span 'L' I bending 'b' or deflection 'd' 1 9'-0" 2" x 2" x 0.044" 9'-10" b 8'-7" b T-8" b 6-11" b 6'-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 8'4" b T-7" b T-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" b T-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11'-4" b 10'-4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" 1 Tributary Load Width W'= Beam Spacing 4'-0" 1 5'-0" 1 6'-0" , 7'-0" 1. 8'-0" Allowable Span 'L' I bending 'b' or deflection 'd' 1 9'-0" 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'-6" 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 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 20'-3" b 18'-9" b 17'-6" b 16-6" b 2'!-i--7"x-0.055",x 0.120-" -> 32'-3" b 2T-11" b 24'-11" b 22'-9" b. 21'-1" b '-A9'-9-` b 18'-7" b 2" x 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2" b 30'-4" b 28'-1" b 26'-3" b 24'-9" b x_0:0.•7,2'.' x.0,224!'--�-- 41'-7" b 36'-1" b 32'-3" b 29'-5" b- -27`=3" b 25'-6" b 24'-0" b Tx 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 38'-4" b 35-0" b 32'-5" b 30'-4" b 28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46-1" b 42'-1" b 38'-11" b 36'-5" b 34'-4" b Snap Sections 3'-0" Tributary Load Width `W'= Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" AllowableSpan V/ bending 'b' or deflection 'd' 1 9--0-- '-0"Allowable 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b T-8" b T-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11%8" b 10'-8" b 9'-10" b 9'-3" b 8'-8" b 2" x 4" x 0.045" 1 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-1" b 11'-3" 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 2" x 7" x 0.062" 34'-9" b 30'-1" b 26-11" b 24'-7" b 22'-9" b 21'-3" b 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. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 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. 6. Pudin 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. 7. Spans may be interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0" = 11'-4" 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 PAGE 1 -56 1 O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I SECTION 1 BEAM -SCREEN ROOF J Ww J Z Q<EE > O U)i Lu �z(D <w E BRAC HOST STRUCTURE ROOFING ..,(2) 2" LAG SCREWS (SEE SECTION 9 FOR SCREW SIZES) 2" STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 2" x 2" x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH LEG INTO POST BEAM CAP (SEE PAGE 1-22) OPTIONAL 3/8" LAG SCREW AND 3/4" FERRULE FASCIA AND SUB -FASCIA SCREENED ENCLOSURES 00 e T F- J O¢ W w Y 0.05" H -CHANNEL OR GUSSETSI COMPOSITE 2 x 3 EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) SCREEN (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) ATTACHED NO MORE THAN 6" ABOVE TOP OF GUTTER mum _ _ �I►_. O. eSUPEREXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCTURE ,,,-WALL 24" WITHOUT SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 6 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) 7676566 PAGE © COPYRIGHT 2061 1-30 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I 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 Fastened Tn Rpams With r'line Hollow Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" Allowable Span V/ bending 'b' or deflection'd' 1 6'-8" 2" x 2" x 0.044" T-8" d 7'-4" d T-0" d 6'-9" d 6'-6" b 6'-3" b 5'-11" b 2" x 2" x 0.055" 8'-1" d T -o" d T-5" d T-2" d 1 6'-11" d 6'-9" d 6'-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d T-11" d T-8" d T-5" d T-3" d 6'-11" d 2" x 3" x 0.045" 10'-9" d 10'-3" d 1 9'-9" b 9'-3" b 8'-10" b 8'-5" b ' 8'-0" b 2" x 4" x 0.050" 12'-2" b 11'-4" b 10'-8" b 10'-2" b 9'-8" b T-3" b 1 8'-9" b Snap Sections 3'-6" 1 Tributary Load Width "VIP = Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" 5'-6" I 6'-0" I Allowable Span 'L'/ bending 'b' or deflection 'd' 6'-8" 2" x.2" x 0.044 8'-5" d 8'-1" d T-9" d T-6" d T-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" x0.045" 14'-8" d 14'-0" d 13'-6" d 12'-9" b 12'-2" b 11'-8" b 11'-1" b R_ Sectinns Fastened Thrnunh Rpam Wphs Intn Crrpw R -az Hollow Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 1 4'-0" 1 4'-6" 5'-0" 5'-6" 6'-0" Alloy/able Span 'L' I bending 'b' or deflection'd' Allowable Span V1 bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 1 T-8" b 1 7'4" b 6'-11" b 6'-7" b 2" x 2" x 0.055" 9'-11" b 9'-4" b 8'-10" b 8'-4" b T-11" b T-7" b T-3" b -2!•-x 3" x 0.6507. 12'-4" b 11'-7" b 10'-1 i" b 10'-4" b 9'-'0" b 9'-5" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 1 11'-11" b 11'-4" b 10'-10" b 10'-4" b 9'- i 0" b Snap Sections Tributary Load Width 'W' = Pu. iin Spacing T-6" 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 1 6'-8" Allowable Span V1 bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" bT 10'-2" b 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'4" bj T-11" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wail 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. Spanismeasured 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 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 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. 1-57 SECTION 1 SCREENED ENCLOSURES SCREEN I 'd' VARIES 4" SHOW 1" x 2" O.B. BASE PLATE (TYP.) SECONDARY 9 ®I 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 _ e S.M.S. (SEE SCHEDULE NEXT PAGE) a CONCRETE ANCHOR (SEE SCHEDULE NEXT PAGE) e Q o' NOTE: DETAIL ILLUSTRATES �. TYPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION (MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES 2" x 2" x 0.063" PRIMARY ANGLEi EACH SIDE #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5d' MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 ' 5d DISTANCE 1/4" 1-1!4" 3/8" 1-7/8" GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN (2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0,063" ANGLE 1" x 2" BASE PLATE (TYP.) a e G d ° e A 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE I I ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (MAX.) 6" (MAX.) { 3MAX. SPACING 24" O.C. 000 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" = 1'-0" 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 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PER`.IISSION OF LA:NRENCE E. BENNETT, P.E. SECTION 1 1 SCREENED ENCLOSURES Table 1.3 Allowable Post 1 Upright Heights for Primary 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' Hollow Sections 3'4" Tributary Load Width IVY= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Height'H'1 bending'b' or deflection' d' 1 9'-0" 2" x 2" x 0.044" 2" x 2" x 0.044" 8'-4" b 7'-3" b 6'-6" b 5-11" b 5-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b 7'-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 7'-11" b 7'-5" b 6-11" b 6-6" b 2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b 7'-7" b 7'-2" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Height'H' / bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 2" x 4" x 0.044 x 0.100" 16-11" b 14'-8" b 13'-1" b 11'-11" b 11'-1" b 10'-4" b 9'-9" b .2" x"5" x.0.050'.' --x-0:1.00, - 20'-11" b 18'-1" b 16'-2" b 14'-9" b -J.3' 8" b--12'_1,0" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-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 1 27'-3" b 24'-10" b 1 23'-0" b 1 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'-4" 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 35-7" b 32'-11" b 30'-10" b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 1 4'-0" 1 5'-0" _ Y-0" I _""7':0" 1 8'-0" Allowable Height 'H' 1 bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b T-0" b 6'-6" b 6'-1" b 5'-9" b 2'" k.3"=z=0:045" 12'-9" b 11'-0" b 9'-10" b '- 9,-4---b.=:8' 4" ^mob T-10" b 7' 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 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16-2" b 15-3" 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 16-11" 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 shall be less than 0.040". 2. Using screen panel width 'W' select upright length 'H'. 3. Above heights 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. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. 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 © COPYRIGHT 2004 1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SCREWS OR THRU-BOLTS (SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SECTION 1 POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" 2" x 2"•x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL ALTERNATE POST TO BEAM AND PLATE TO CONCRETE 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 PAGE © COPYRIGHT2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-47 SCREENED ENCLOSURES I SECTION 1 :�s.. Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights for Secondary Screen Wail Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # I sq. ft.* A. Sections As Horizontals Fastened To Posts With Clips Hollow Sections 3'-6' 1 Tributary Load Width V' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H'I bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" 6'-10" d 6-6" b 6'-1" b 5-9" b 5'-6" b 5'-3" b 5-0" b 2" x 2" x 0.055" T-3" d 6-11" d 6'-8" b 6'-4" b 6'-0" b 5'-9" b 5'-6" b 3' x 2" x 0.045" T-9" d T-5" d T-1" d 6'-10" d 6'-7" b 6'-4" b 5'-11" b 2" x 3" x 0.045" 9'-4" b. 8'-9" b 8'-3" b T-10" b T-5" b T-2" b 6'-9" b 2" x 4" x 0.050" 10'-3" 5 9'-T' b 9'-0" b 8'-7" b 8'-2" b T-10" b T-5" b Snap Sections I Allowable Heights 'H' I bending 'b' or deflection 'd' i 2" x 2" x 0.044" 1 T-6" tl 772" d 1 6'-11" d 1 6'-8" b 1 6'-1" b I 5'-1" b 1 5'-9" b B. Sections As Horizontals Fastened To Posts Throuqh Side Into Screw Bosses Hollow Sections T-6' Tributary Load Width 'W' 4'-0" . 4'-6" 1 5'-0"1 5'-6" 1 6'-0" --Allowable Heights 'H'/ bending 'b' or deflection 'd' 6'-8" 2-x 2" x_0:044"' 7'_0„ b; 7.3°`` b 6'-10" b 6'-6" b 6'-2„ b 5,_11„ b 5,_7, b 2" x 2" x 0.055" 8'-5" b "7'=11" b T-5" b T-1" b 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b T-9" b T-5" b 7'-1" b 6'-8" b 2" x 3" x 0.045" 10%5" b 9'-9" b 9'-2" b 8'-9" b 8'-4" b 7,_11„ b T-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 8'4" b Snap Sections Allowable Heights 'H'I bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 1 8'-1" b 1 T-8" b 1 T-4" b 1 T-0" b 6'_8" b ' For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on 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) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6'-8". 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) 767-6556 PAGE @ COPYRIGHT 2004 r NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-59 SECTION 1 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" 1" x 2" EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONIC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. 2" x 2", 2" x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO I SCREW BOSSES MASONRY ANCHOR @ 6" EA, SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF T USE: 112 x 17'-11" x Tx 10# 1 Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. 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) 7676556 PAGE q pp © COPYRIGHT 2004 1-48 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I . SECTION 1 Table 1.6 Minimum Upright Sizes and Number &, screws for Connection of Roof Beams to Wall Uprights or Beam Splicing Beam Size Upright Size Minimum Purlin, Girt & Knee Brace Size" Deck Anchors Notes Minimum Number of Screws' #8 x'/Z" #10 x'h" #12x%" Beam Stitching Screw @ 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 8 6 4 #8 2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #10 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 1 6 4 #8 2" x 6" 2" x 3" 2" x 2" x 0.044" 4 1 Full Lap 10 8 6 #10 2" x 6" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 10 8 6 #10 2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 14 12 10 #12 Partial Lap- 16 14 `_s-12- #14 2" x 9" 2" x 6" 2" x 3" x 0.045" 6 Plirtial Lae 18 16 14 1 #14 2" x 9"" 2" x 7" 2" x 4" x 0.050" r Partial Lap 20 18 16 #14 2" x 10" 2, x fi" 2" x 4" x 0.050" 10 _� rartial Lap _ 201 18 16 #114 Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness 0'- 2'-0" Edge To Center Center To Center Beam Size Thickness #8 5/16" 5/5" 2" x 7' x 0.055" x 0.120" 1/16" = 0.063" #10 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" #12 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #14 or 114" 1 3`, 1 „ x 0" x 0 082" x 0..306 1/8" = 0.121" �J 5116" 7/8" 1 3/4" 2" x 10" x 0.092" x 0.369" 1/4" = 0.25" 3/8" 1" 2" " Refers to each side of the connection of the beam and upright and each side of splice connection. 0.082" wall thickness, 0.310 flange thickness Note: 1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16" gusset plate. 2. All gusset 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 1/2 the screws on each side of the cut. 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 6. Hollow 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 1/2 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 plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. The side wall upright shall have a minimum beam size as sho.A n above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright w/ H -bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. 12. For girt 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 0'- 2'-0" 2" x 2" x 0.044" 2" H -Channel With 3 #10 x 1/2" EACH SIDE ,-`To T-0" 2"-x 9x 0.045" -. 2-a H-Channel'1With 3 #1-0-x -112' EACH -SIDE To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 3/4" long screws (size to be determined by beam size, see table 9.6) (See Table 1.6 For Number And Size Of 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 attachment 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) 767.4774 FAX: (386) 767-6556 O PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 1-61 SECTION 1 2"x4"OR2"x6" SELF MATING BEAM 1"x 2" SNAP SECTIONS ATTACHED TO 2" x 2" W/ #10 x 1-1/2" 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 SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) �T - - - - - s - - ALTERNATE FLAT ROOF SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.5B) 2" x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP 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) 7676556 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 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H ALTERNATE CABLE H (SEE TABLE 1.3) 1" x 2" (TYP.) Z7 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 a� I H II RlSFR WALL WHERE UIRED _INS (TYP.) TONAL ROOF BRACING SCHEMATIC SECTION 1) —E BRACING K—BRACING (OPTIONAL) —� GIRT (TYP.) SCREEN (TYP.) SN/ 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 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 SCREENED ENCLOSURES PURLIN (TYP.) SCREEN (TYP.) H (SEE TABLE 1 F=r.TALIFA SECTION 1 CABLE CONNECTION (SEE DETAILS SECTION 1) GIRT (TYP.) 1" x 2" (TYP.) GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATION EXISTING STRUCTUE SIZE MEMBERS PE APPROPRIATE TABLE SCALE: N.T.S. RISER WALL WHERE REQUIRED 'URLIN (TYP.) 4LUMINUM BEAM TABLE 1.1 OR 1.8) AAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) K -BRACING (OPTIONAL) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) SW SCREEN (TYP.) GIRT (TYP.) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (TABLE 1.3 OR 1.4) CABLE BRACING TYPICAL TRANSVERSE GABLE 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) 7674774 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. 1-5 SCREENED ENCLOSURES 5) #10 S.M.S. (MIN. x 1-1/2" x 8" FLAT I 125" PLATE OUT C 450 ANGLE . LT OR TURNBUCK CABLE TENSION .ESS STEEL (SEE :RIMETER FRAMI� MEMBER SECTION 1 TYPICAL CABLE CONNECTIONS AT CORNER DETAIL 1 SCALE: 3" = 1'-0" \ A / ALTERNATE EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) #10 x 3/4" S.M.S. EACH SIDE FOR CABLES USE (1) 1/4" x 1-1/4" FENDER ®� WASHER EACH SIDE OF / FRAME MEMBER B MIN. (2) CLAMPS REQUIRED ®� ®® � (TYP.) I I I 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 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-41 SECTION 1 ( SCREENED ENCLOSURES ;LAB MIN. (2) 1l4" OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 SCALE: 3" = l'-0" ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" CABLE SLAB FOR 1/8" CABLE SHALL FOR 3/32" CABLE 5/16" x 2"�p HAVE A THICKENED EDGE TO CONCRETE ANCHOR W/ ACHIEVE 5d MIN. AND A 3/8" x CABLE THIMBLE AND WASHER �y 2" ANCHOR o 3-1/2" (4" NOMINAL) SLAB (MIN.) 5d (MIN.) 1 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A 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 PAGE q © COPYRIGHT20U 1-42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPT ALL SHADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS (10) #8 x 1/2" S.M.S. EACH SIDE OF BEAM / POST 1" x 2" OPEN BACK ATTACH TO 2" x 2"W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS 2" x 3" (4) SPLINE GROOVE SECTION CONNECT 2" x 2" OR 2" x 3" TO BEAM W/ MIN. OF (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES SCREENED ENCLOSURES EXISTING 2" x 6" SELF MATING BEAM #10 x 3 1/2" S.M.S. 16" O.C. ® ® • ® PROPOSED 2"x 3" x 0.050" ® SMOOTH SIDE DOWN 1/8" x 2-3/4" x 8" GUSSET EACH SIDE OF POST AND BEAM W/ (6) #8 x 1/2" S.M.S. EXISTING 2" x 4" ADDITION OF 2" x 3" TO EXISTING 2" x 6" S.M.B. 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) 767-4T74 FAX: (386) 767-6556 PAGE A © COPYRIGHT 2004 1-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES . t CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM _ (SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) X-C SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY I PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" D ® (1) 1-3/4 x 1-3/4 x 1-3/4 x 118 INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8" x 2" LAG PRIMARY OR MISC. FRAMING p SCREWS OR TO CONCRETE BEAM (SIZE PER TABLES) BEAM TO WALL CONNECTION: ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ALTERNATE: ANGLES ATTACHED TO WOOD 1" x 2", 1" x 3" OR 2" x 2" FRAME WALL W/ MIN. (2) 3/8" x ATTACHED TO WALL W/ #10 x 2" LAG SCREWS PER SIDE OR 2" S.M.S. @ 16" O.C. TO CONCRETE W/ (2) 1/4" x 2-114" ANCHORS OR MASONRY r® WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY -� SIDE FOR EACH INCH OF BEAM OR FRAMED WALL a ¢ ® DEPTH LARGER THAN 3" (SELECT FASTENERS FROM w ~ C ® SECTION 9 TABLES) o w ALTERNATE CONNECTION: D ® (1) 1-3/4 x 1-3/4 x 1-3/4 x 118 INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8" x 2" LAG PRIMARY OR MISC. FRAMING p SCREWS OR TO CONCRETE BEAM (SIZE PER TABLES) OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL 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)767-4T74 FAX: (386) 767.6556 IO NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE 1 -37 SCREENED ENCLOSURES 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4" x 1-3/4" CONCRETE ANCHOR TO SLAB OR FOOTING SECTION 1 ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (3) #30 BARS OR (1) #50 BAR W/ 2-1/2" COVER (TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WAL SCALE: 3/4" = 1'-0" 2) #3 BAR CONT. OR 2'-0" MIN. 3-1/2" (TYP. (1) #5 BAR CONT. BEFORE SLOPE ALL SLABS) —T 00 \ 8.. TYPE I TYPE II FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0-2" / 12" 2" / 12" - V-10" 1 #5 BAR CONT. 3 #3 BAR CONT. OR a TYPE III STEEP SLOPE FOOTING > 1'-10" Notes for all foundation types: 1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds 32 ft., then a Type II footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in height or the enclosure is in a "C" exposure catagory in which case a Type II footing is required for all walls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified, using a pocket penetrometer, field soil test, or by a soil testing lab, to be above 1,500 PSF prior to placing the slab. 3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh © Mesh, InForceTm e3 TI (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing, use Type II footing or footing sections required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214358, 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. 1-55 2 ©p y So/i cl eo'C vy"fn Pool. ENC/oSceRF ROOF OVER SYSTEMS SECTION 5 ................... ............................ ................... ............................ .................. ............................ ................. ............................ ................... ............................ 0 0 * ....... I ......... ............................ .................... .......................... *"** .............. .......................... ................... .................... 48.00" 1.0 # DENSITY E.P.S. FOAM & 3105 H-14 OR H-25 ALUMINUM ALLOY (PATENT # 4,769,963 AND 5,086,599) SNAP - N - LOCK PANEL SCALE: 3" = 1'-0" Table 5.3 Structall Building Systems Inc. Snap & Lock@ Composite Roof Panels Allowable Spans For Composite Roof Panals @ Various Loads for Roof Overs Manufacturers Proprietary Product: Aluminum Alloy 3105 H-14, H-28 Foam Core E.P.S. 1# Density 3"x 48" x 0.024" Panels> Wind Region Maximum Allowable Span 1 &.21 3 4 Max Span Span Span Cantilever 100 M.P.H. 20'-4" 22'-9" 21'-11" 4'-0" 110 M.P.H. 18'-8", 20'-11" 20'-2" 4'-0" 120 M.P.H. 17'-5" 19'-5" 18'-10" 4'-0" 123 M.P.H.M12'41 123 M.P.H. " 18'-3" 4'-0" 130 M.P.H." 130 M.P.H. 18'-3" 17'-2" 3'-11" 140 M.P.H." 140 M.P.H. 14'-2" 13'-3" 0'-0" 150 M.P.H." 150 M.P.H. 14'-2" 13'-3" 0'-0" 3" x 48" x 0.024" Panels Wind Region Maximum Allowable Span 1 & 2 3 4 Max Span Span Span Cantilever 100 M.P.H. 23'-5" 26'-2" 25'-3" 4'-0" 110 M.P.H. 21'-6" 24'-1" 23'-3" 4"0" 120 M.P.H. 20'-0" 22'-5" 21'-8" 4'-0" 123 M.P.H. 19'-5" 1 21'-9" 1 21'-0" 1 4'-0" 130 M.P.H. 18'-3" 20'-5" 19'-9" 4'-0" 140 M.P.H. 14'-2" 15'-10" 15'-4" 4'-0" 150 M.P.H. 14'-2" 15-10" 15'-4" 3'-11" Note: Spans maybe Interpolated. 4" x 48" x 0.030" Panels Wind Region Maximum Allowable Span 1 & 2 1 3 4 Max Span Span Span Cantilever 100 M.P.H. 22'-3" 24'-11" 24'-1" 4'-0" 110 M.P.H. 20'-6" 22'-11" 22'-2" 4'-0" 120 M.P.H. 19'-1" 21'-4" 20'-7" 4'-0" 123 M.P.H. 18'-6" 20'-9" 20'-0" 4'-0" 130 M.P.H. 17'-5" 19'-6" 18'-10" 4'-0" 140 M.P.H. 1 13'-6" 15'-1" 14'-7" 4'-0" 150 M.P.H. 1 13'-6" 15'-1" 14'-7" 4'-0" 4" x 48"- x 0.030" Panels Wind Region Maximum Allowable Span 1 & 2 3 4 Max Span Span Span Cantilever 100 M.P.H. 25'-8" 28'-9" 27'-9" 4'-0" 110 M.P.H. 23'-8" 26'-5" 25'-6" 4'-0" 120 M.P.H. 21'-11" 24'-7" 23'-9" 4'-0" 123 M.P.H. 21'-4" 23'-11" 23'-1" 4'-0" 130 M.P.H. 20'-1" 22'-5" 21'-8" 4'-0" 140 M.P.H. 15'-7" 17'-5" 16-10" 4'-0" 150 M.P.H. 15'-7" 17'-5" 16-10" 4'-0" ®TRUCTALU Lawrence E. Bennett, P.E. FL # 16644 350 BURBANK ROAD, CIVIL ENGINEER - DEVELOPMENT CONSULTANT OLDSMAR, FLORIDA 34677 P.O. BOX 214368, SOUTH DAYTONA, FL 32121 NATIONWIDE 1-800-229-5257 TELEPHONE: (386)767-4774 LOCAL 81 3-B55-2627 FAX: (386)767-6556 FAX B 1 3-B55=81 28 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 5-25 t SECTION 1 SOLID COVER ATTA (PER SECT' (2) #10 x 1/2" SUPER OR EXTR GUTTER ATTACHED TO WITH 2-1/2" LONG SELECTED FROM SEC - FOR BEAM SIZE SPAC 2, SCREENED ENCLOSURES BREAK FORMED OR EXTRUDED END CAP W/ lA I[.i 11 AT1"1'1 "1N ROOF OR OOF PANEL. kN ROOF. .EAK FORMED TRAP OR STRAP W/ (2) S. OR 1/4" THRU- PVC OR EQUAL V O.C. SECTION FOR ALLOWABLE SPANS OF SUPER OR EXTRUDED GUTTER AND CARRIER BEAM (SEE TABLE 1.10) )SION D WASHER .cWS (PER SECTION 9) NOTE: BEAM MAY BE ATTACHED TO SUPER GUTTER AND SOLID ROOF TO S.M.B. PROVIDED A STRAP OR 1/2" P.V.C. OR EQUAL FERRULE IS PROVIDED AT EACH BEAM. SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREEN ROOF COMBINATION 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) 7674774 FAX: (386) 767-6556 PAGE r © COPYRIGHT 2004 1-52 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 1 SCREENED ENCLOSURES Avo�'� 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 For Areas with Wind Loads 150 M.P.H. or Less and Latitudes Below 30°-30'-00" North Notes: 1. if the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +1- 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 10'-0" 12'-0" 1/2 Screen Roof Beam Span 14'-0" 1 16,-0" 1 18'-0" 20'-0" 1 22'-0" Beams And 5" Super Gutters 5'-0" 5'-0" 1/2 Solid Roof Beam Span 5'4" 5'-0" 5'-0" 5'-0" 5'-0" 2" x 6" x 0.050" x 0.120" 11'-4" b 10'-11" 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 2" x 7" x 0.055" w/ Insert " 15'-3" b 14'-8" b 14'-3" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 2" x 8" 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 1 14'-6" b 1 14'-1" b 13'-8" b 13'-4" b 2" x 9" x 0.082" x 0.306" 17'-4" b 16'-9" b1 16'-2" bi 15'-9" bl 15'-3" b 14'-10" b 14'-6" b 2" x 10" x 0.092" x 0.369" 20'-7" b 19'-11" b 19'-3" b 18'-8" b 18'-2" b 17'-8" b 17'-3" b Notes: 1. if the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +1- 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 Maximum front wall height =I 0'-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) 7676556 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 3/4" 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" 2 2 4 2 2 40'-0" 3 4 6 2 2 50'-0" 4 5 8 3 3 60'-0" 6 7 12 1 3 1 3 Note: Maximum front wall height =I 0'-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) 7676556 PAGE @ COPYRIGHT 2004 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SOLID ROOF PANEL PRODUCTS SECTION 7 ,0'Aft . . . 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 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 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'-8" 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" 1 10'-5" 10'-8" 3'-2" 3" x 12" x 0.030" 2 or 5 Rib Riser 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 15'-7" 19'-3" 19'-8" 14'-8" 18'-8" 19'-1" 12'-5" 164" 15'-7" 4'-0" 110 MPH 15'-1" 19'-3" 19'-8" 13'-7" 17'-8" 18'-0" 1 11'-2" 14'-5" 14'-8" 4'-0" 120 MPH 14'-3" 18'-8" 19'-1" 13'-1" 16'.-2" 16'-6" 1 10'-7" 13'-0" 13'-9" 4'-0" 123 MPH 14'-1" 18'-2" 1 18'-7" 1 12'-10" 1 15-10" 16'-2" 10'-5" 13'-3" 13'-7" 3'-11" 130 MPH 13'-7" 16-10" 17'-7" 12'-5" 15'.-4" 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" 37" 3" x 12" x 0.050" 2 or 5 Rib Riser 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 18'-3" 22'-6" 22'-1 f" 17'-8" 21'-10" 22'-3" 14'-5" 18'-6" 18'-10" 4'-0" 110 MPH 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" 16-7" 1 15-11" 10'-8" 13'-8" 13'-11" 4'-0" rvote: I otai rooT panel width =room width + 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 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 7-29