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HomeMy WebLinkAbout116 Wax Myrtle DrPermit #:— Job :Job Address: i1to Description of Work:',y_rP%N V Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION RECEIVE® Date: MAY 2 5 2001 1G�SUYe 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 loo`r/Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: I Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: _ 1 " c4i __V —DZ,J.4 '(.(.��)' _ Owners Name & Address: ,W),ISL JQ.& if Contractor Name & Address: Phone & Fax: 'W Bonding Company: Address: Mortgage Lender: . Address: Architect/Engineer: Address: R) t (Attach Proof of Ownership & Legal Description) �orU' 3��3 Phon >hi►jrnir,Um 'irdac,�a�/Talc�. (3• S . e Li ense Number: CJ%0�W7 Person: 1 J— d'phnna• 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. 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 and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. APP1fAT is verification that I will of Owner/Agent ier//A�r�c.Ag��e��nt''s Name �/vC of Notary -State of Florid notify the owner of. the property of the reVuireents of Florid Lien Law, F 7 Date Signatur f Contractor/Agent Date Print Contractor/A ,tit's Nam C&Iim M P D'V�j Florida Agent is V Personally Known to Me or duced I D Contractor/Agent is V Personally Known to Me or _ Produced 1 D APPROVED BY: Bldg: 3 Zoning: Utilities: (Initial & Date) (Initial & Date) Special Conditions: FD: (Initial & Date) (Initial & Date) �� Date Signature of Notary -State of Florida Date Agent is V Personally Known to Me or duced I D Contractor/Agent is V Personally Known to Me or _ Produced 1 D APPROVED BY: Bldg: 3 Zoning: Utilities: (Initial & Date) (Initial & Date) Special Conditions: FD: (Initial & Date) (Initial & Date) �� Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 P a a DAV1D JOHNSON.*CFA. ASA PROPERTY ER 5 lmo ;E�_ UNTY;FL. 1101"E. Fl T ST SANFOQtD,,FL 32771-1468 407-665'7508 2005 WORKING VALUE SUMMARY GENERAL Value Method: Market 11-20-30-508-0000- Number of Buildings: 1 Parcel Id: 0440 Tax District: S1-SANFORD Depreciated Bldg Value: $74,783 Owner: KEENEY DENISE Y Exemptions: 00- HOMESTEAD Depreciated EXFT Value: $8,874 Land Value (Market): $20,000 Address: 116 WAX MYRTLE DR Land Value Ag: $0 City,State,ZipCode: SANFORD FL 32773 Just/Market Value: $103,657 Property Address: 116 WAX MYRTLE DR SANFORD 32773 Assessed Value (SOH): $75,917 Subdivision Name: HIDDEN LAKE PH 3 UNIT 4 Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $50,917 Tax Estimator SALES 2004 VALUE SUMMARY Deed Date Book Page Amount Vaclimp SPECIAL WARRANTY DEED 10/1993 02659 0617 $66,000 Improved Tax Amount(without SOH): $1,421 SPECIAL WARRANTY DEED 04/1993 02585 0040 $100 Improved 2004 Tax Bill Amount: $998 CERTIFICATE OF TITLE 04/1993 02576 1147 $100 Improved Save Our Homes (SOH) Savings: $423 WARRANTY DEED 05/1987 01851 0737 $51,900 Improved 2004 Taxable Value: $48,706 WARRANTY DEED 01/1984 01518 1130 $50;900 Improved DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LEG LOT 44 HIDDEN LAKE PH 3 UNIT 4 PB 28 LOT 0 0 1.000 20,000.00 $20,000 PGS 1 & 2 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Heated SF Ext Wall Bid Value Est Cost New 1 SINGLE FAMILY 1984 6 1,060 1,440 1,060 CONC BLOCK $74,783 $81,286 Appendage / Sgft GARAGE FINISHED / 312 Appendage I Sqft OPEN PORCH FINISHED / 68 EXTRA FEATURE Description Year Bit Units EXFT Value Est Cost New POOL GUNITE 1989 450 $5,400 $9,000 SCREEN ENCLOSURE 1989 2,145 $2,004 $4,290 COOL DECK PATIO 1989 700 $1,470 $2,450 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. file://G:\Permitting\Building Permits With Job Numbers HTML\! Completed\Keeney, Den... 5/24/2005 C Permit Number Parccl ldenlilicalion Number 11 30- 50$ - 1012M(� Prepared by: Celrlrr l,I( -r 5 'r0 Y113 Return to: MARYANNE WE, CL SEMINOLE CWINTY BK 05739 F+C; CLERK'S 0 20 RECORDED 05/55/29 RECORDING FEES 10. RECDRDfD BY t hold 12:33:4,9 PH CERTIFIED CO MARYANN!-- MC CLE 0 PCUIT NOTICE OF COMMENCEMENT SEMI ol_ C �I-Okl i 8Y - , State Of Fiondoa E CLERK i County of 5(,h�►'10Le f i The undersigned hereby gives notice that Improvements will be inudc to certain real rope-rty rz-51 z () P P Y, I with Chapter 713, Florida Statutes, the following information is provided in this Notice of CommcncCb' )Cfit 1. Doscrlptlon of properly (legal description of the piopwlt , and ItCci address if avnil�ihh,) ' Inc? Lor' � 4 Him Lane PH 3 uni �t- 4 ?B � w's I -� 0- 2. 3. 4. 5. G. 7 General doscriptlon of Improvemont(s) I - 5u'z►) 6n ciosorc Owner Information Name Dq-�65t ICGLrN,y Telephone Address II(p D -L4& r rt Le Fox Numb( 5�,'Ln'�6r0, F' -t.. 3 '+13 Interest in'I Fee Simple Tltlo Holder (if other than owner shown above) Name Telephone Address Fax Numb mbcr perty: ember Contractor AMERICAN ALUMINUM & WINDOW INC. u Name + Telephone Nmber�� 5245 TOWER WAY Fax Number Address SANFORD, Fl- 32773 Surety (if any) Namo Telephone Number Address Fax Number 1 Amount of bond $ I Londer (if any) ! Name Telephone. Number Address Fax Number ancc I 0. Persons within the Stale of Florida designated by Owner upon whom notices or other documents may be served as provided by 5713.13(1)(@)7., Florida Statutes. Name TelephoncNumbcr Address Fax Number ' 0. In addition to himself or herself, Owner designates the following to receive a copy of the Lie or's Notice as provided in §713.13(1)(b), Florida Statutes, Name Telephone' Number Address Fax Number Explrallon date of notice of commencement (the expiration date 'is one year from the dale of recording unless a different date is speciried): ()iitc Signed gna4irp of Owne vole: per—V13. I 3(1) 6),j "owner must sign ...and no one else may baperm�iltcd to sign in his or her stead." 3 ,,..%,.,ornJI.o and subscribgd b fore me this _ day of 20 (� _ by V410 is personally known to me Rpro d as idenlification. -Mi t nal rpf No*y (notarial sqAi I to appc�r Vow) Form Rovised'. 12100 for 10 to 20_r........ KATHERINE BREEHL BAY COMMISSION # DD 10329 :a EXPIRES: March 26, 2006 o °••' Bonded Thju Notary Public undanvtitoi LEGAL. DESCRIPTION: LOT 44, HISM FAKE, PHASE III, UNIT IV, ACCORDING 70 TW: PLAT TMMW,, AS RECORDED IN PLAT BOCK 28,, PAMS 1 r. 2, PUBLIC RECORDS OF SEMINOLE 0OUNTY, FLORIDA. THE ABM RIMERENCED PROPERTY IS LOCATED IN ZCNE "Clio, AREA OF ldf;IMAL FLOWING AS PER F.I.R.M. COMMUNITY PANEL NUMBER 120294 0005 B, CITY OF gMFORD, SMINOLE COUNTY, FLORIDA. MAP DATED SWMGM 17,, 1980. 1 43 ' & ?�R jk� A C-1 D.a 22*4733' R.x 207.64' -�L- ^ft — ---- — —9%,mm wu.norm am TM;� (;rxCISFaCR/ au. INDEPENDENCE WE MMTGAM DENISE KEENEY 116 WAX MYRTLE DRIVE Lu-UL - POW CF FORT cr Tmency I PA& - P= w ow"m URM LAMENT I OLE. a MAW= QA DOW I Cle. •CMBAWA FA RAW31 L LIM= IT C"M ML . 4WARM POWT W PAI.. POW CM LM P . PRAT I v a KAMM 0 it - cu. aim Lm fo=ICML a CW#Ml@M 11w. = Tvpr-%Mt. AM CON01110=190A• Oft it 0190 'US wVlGWMZM13M IN AM . FVJND COMM havAmm 8 WON I I - EW MW Lp �Cr, Pvmmf Comm Poffi (a)• rompmomemml(cD -Wrpmom6vcw 0AW3 Or OFAIMM. Nam (4KAM=AftNASD QN RiC" ' FLAt (4 MW UKMWM AND roMM HAW MW Mf LOCARL (-* NO WNWAMMIS CR WMWAM UW= Nk%t IM LOCATm CWT AS 900M1. M In &WW g NOT "M WM" DOMM MAL M In &MV IS 07 WS ra AW Ma 9WAIR WAMACT06 00 DAIS KMD DOE ML MM%V VAN DIM M JK VJRWM NAS MY A99fltAM TOE LAM IOi' M VADMIS CM IMCM-W-WAT W OM NAT W A00MMIL ws INC—! THAT AK NOT aN THIS PLAT ft, NAT K' =0 0 09 PjkA m0p, m I w TA "im R CCRWT "pay mu a dam *a VAID FWIMM DAM DWI SE KEENEY Wf FOM VV 1W MM" OAT or fulmANT = omm 3N* -4. 94v 1012M DA loam "Ib MOM i At CHARLES R013 DEFOOR ASSOCIA7M INC. An I CF L. PA UK na. NOVA " um (40 000 -ml / 140 "At 3WW--C 00 PIA 41SO m--3m-pmm ir,:Pll c-;[IIMFRTIME SCREENS PAGE1 C SCREENED ENCLOSURES I (SEE TA SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE K -BRACING (OPTIONAL) �_ CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES # H 11 K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 1" x 2" (IYP.) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. RISFR WALL WHERE JIRED _INS (TYP.) CONAL ROOF BRACING SCHEMATIC SECTION 1) _E BRACING METER WALLS FRAMING TABLES 1.3 AND 1.41 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) 767-65% © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-3 ►" SECTION 1 I 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. FLI Snap Sections 3'-0" Tributary Load Width 'W' a Beam Spacing 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" Allowable Span'L' / bending W or deflectlon'd' Tributary Load Width W'= Beam Spacing 2" x 2" x 0.044" Hollow Sections 3'-0" 4'-0" 1 5'-0" 1 6'-0" F 7'-0" 8'-0" 2" x 3" x 0.045" Self Mating Sections 3'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 4" x 0.045" 2" x 2" x 0.044" 9'-10" b 8'-7" b 7'-8" b 1 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 7'-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 1 9'-5" b 8'-9" b 8'-2" b 7'-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11'4" b 1 10'4" b 9'-7" b 8'-11" b 8'-5" b Snap Sections 3'-0" Tributary Load Width 'W' a Beam Spacing 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" Allowable Span'L' / bending W or deflectlon'd' Tributary Loa 2" x 2" x 0.044" 11'-9" - acing b 6'-9" b 2" x 3" x 0.045" Self Mating Sections 3'-0" 4'-0" 5')" 2" x 4" x 0.045" 18'-5" b 15'-11" --8%01.9'-0" b 10'-8"1 2" x 6" x 0.062" 31'-3" b 27'-1" Allowable Span ' n ng 'b' or deflection 'd' b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 21'-3" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-J35'-O"b " 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'-" b 16'-2" b 15'-2" b 14'-3" b oil" a28'-7" b 24'-9" b 22'- 17'-6" b 16'-6" b 2'-3" b 27'-11" b 24'-19' b 19'-9" ' b 18'-7" b 42'-10" b 37'-1" b 33'- 26'-3" b 24'-9" b " x 8" x " 4" 41'-7" . b 36'-i" b 32'-27'- " 25'-6" 24'-0" b x 0. 45'-1" b 39'-1" b 34'-- 27'-8" b 26'-1" b x 0.082" x 0.310" 72�..x 49'-6" b 42'-11" b 38'-" b 32'-5" b 30'-4" b 28'-7" b " x 0.092" x 0.369" 59' 6" b 51'-7" b 46'-1" b 38'-11" b 36'-5" b 34'-4^ b Snap Sections 3'-0" Tributary Load Width 'W' a Beam Spacing 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" Allowable Span'L' / bending W or deflectlon'd' 1 9'.0 - 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'4" b 7'-8" b 7'-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" 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-1" b 11'-3" b 10'-8"1 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" 2" x 7" x 0.062" 34'-9" b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" 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. pan is measured from center of beam and upright connection to fascia or wall connection. hove spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam ection to the above spans for total beam spans. Purlin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one purtin 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. ,r 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) 767-4774 FAX: (386) 787.6556 PAGE © C 200 1 "56 NOT TOOPYRIGHT BE REPR4ODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ISECTION 1 I SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-0 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 01 sq, h.• - Tributary Load Width 'W' = Upright Spacing Hollow Sections 3'-0" 4'-0" 5••0" 1 61-0„ 7'-0" 8'-0" 'y -0 - Allowable Helght'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 8'-4" bi 7'-3" b 6'-0" bi 5'-11" bi 5'-6" bi 5'-1" b 4.'-10" b 2" x 2" x 0.055" 9'-1" b 7'-11" b 7'-1" bi 6'-5" bl 5'-11" hi 5'-7" Is 5'-3" b 2" x 1" z 0.04511'-3" b 9'-9" b 8'-9" b 7'-11" b 7'-5" b 6'-11"Ab ]!7-2-�Jb 2" x 4" x 0.050" 12'5" Self Mating Sections 3'-0" 1 4'-0" i nou[ary Loa acing 5'-0" 6'-0" B' 0" 9'-0" " Allowable Heigh tion 'd' x 0.044 x 0.100" 16'-11" b 14'-B" b 20'-11" b 18'-1" b 16'-2" b 13' 8" b 12'-10" b 12'-1" b x. 2" x 7" x 0.055" x 0.120" 24'-2" b 20'-11" b 18'-9" b 14'-10" b 13'-11" b- 2" z 7" x 0.055" w1 insert 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16-8" b 15'-9' b 2" x 8" x 0.072" x 0.224" 36'-3' b 31'-4" b 28'-1" b 25'-7" b 23'-9" b 22'-2' b 20'-11" b 2" z 9" x 0.072" x 0.224" 35'-2" b'7079 " b 27'-3" b 24'-10" b 23'-0" b 217-6" b 20'-4" b 2" x 9" x 0.062" x 0.310" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'4" b 22'-0" b 2" x 10" x 0.092" x 0.369" 41'-10" b 36'-3' b 32'-5" b 29'-7" b 27'-5' b 25' 8' b 24'-2" b 50'4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b Tributary Load Width 'W'= Upright Spacing Snap Sections 3'-0" 4'.0'• 5'-0" 1 6'-0" 71-0" 8'-0" Allowable Height 'H' / bending 'b' or deflection'd' 2" x 2" x 0.044" 9'-11" b 8'-7' b 7'-8" b 7' -O - -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'-0" b 8'4" b T-10" b 7'4- b 2" x 4" x 0.045" 15'-7" b 13'-0" 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 27-10" b 20'-5" b 18' -B" -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" • For allowable helahts at wind -11-41.. ,-••s" •..__ 41. _ for tables at the beginning of this section and example below. �yv ir. on ine speclTication page Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". jphUsing screen panel width 'W' select upright length'H'. bove heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam nnection 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 214366. SOUTH OAYTONA. FL 32121 TELEPHONE: (366) 767-4774 FAX: (366) 7678556 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 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 To Beams With CII s Tributary Load Width W'= Purlin Spacing Hollow Sections 3'4" 4'-0" 4'-6" 5'-0" r noutary Load width 'W' = Purlin Spacing 4'-0" 4'-6" 1 5'-0" 1 6'•8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2'x 0.044" 7'-8'd 7'4" d 7'-0" d 6'-9" d 6'-6" b 6'-3" 2" x 2" x 0.055" 8'-1" d T-9" d T-5" d T-2" d 6'-11" d. 6'-9" 3" x 2" z 0.045" 8' 8" d —73"—d 7'-11" d 7'-8" d' 777 d 7'-3" 2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8'-5" x 0.050" 12'-2" b 11' 4" b 10'-8" b 10'-2" b 9'-8" b 9'-3" b d d b b 5'-11" b 6'-6" b 6'-11" d 8'-0" b 8'-9' b Tributary Load Width - cing Snap Sections 3'-6" 4'-0" 4'-6" .0" 0 6'-0" Snap Sections 6'-8" Allowable Span 'L `tlon 'd' 6._8.. 2" x 2" x 0.044" 8'-5" d 8'-1 •• d T-9" '�- T-0" d 11'-1" d 10'-8" 4"9'-0" 2' 14'-8" d 14'-0" d 13'-6" d 11'-8"-1" d 6'-9" d b b B. Sections Fastened Through Beam Webs Into Screw. Bosses Hollow Sections 3'-6" r noutary Load width 'W' = Purlin Spacing 4'-0" 4'-6" 1 5'-0" 1 2" x 2" x 0.044 2" x 2" x 0.055" 2" x 3" x 0.050" x 4" x .050"137'b12' 9'-2" 9'-11" 12' 4' Allowable Span V/ bending 'b' or deflection 'd' b 8'-7" b 8'-1" bN'b 7'-l" b 6'-11" b 9'-4" b 8'-10" bT-11" b 7'-7" b 11'-7" b 10'-11" b9'-10" b 9'-5"b -8"b1' -11b10'-10" b b 6'-7" b b T -3"b 8'-11" b2" Snap Sections 3'-6" Tributary Load Width W'= Purlin Spacing 1 4'-0"4'-6" 5'-0" 5'-6" 6._0.. 6._8.. 2" x 2" x 0.044" 10' Allowable Span 'L' / bending 'b' or deflection 'd' b 1 10'-2" b 1 9'-7" b I 9'-1" h R' -n" K o- A -- MUMS - 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 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 (� COPYRIGHT 2m, PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 1-57 p SCREENED ENCLOSURES SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing Beam S Upright Size Minimum Purlin, Girt Deck Notes & Knee Minimum Number of Screws* Beam Stitching ,Size 2" x 3" 2" 3" Brace Size- Anchors #8 x" '/� #10 x #12 x'/," Screw @ 24" O.C. x 2" x 2" x 0.044" 2Full La 6 4 4 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 - 2" x 4" 2"x 4" 2" x 2" x 0.044" 2 Full La 8 4 #8 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #10 2"x 6" 2" x 3" 2" x 2" x 0.044" 4 Full Lap 10 6 4 8 #8 x 2" x 0.044" q Partial La 10 .6 86 #10 2` 7' 2" x 2" x 0.044" 4 Partial La 14 12 10 #10 x " 2" x 3" x 0.044" 6 Partial La 16 14 12 #12 2" x 2" x 3" x 0.045" 6 Partial La 18 16 14 #14 2" x 9»•• 2" x 7" 2" x 4" x 0.050" 8 Partial La 20 18 #14 2" x 10" 2" x 8" 2" x 4" x 0.050" 10 Partial La 20 16 1 g #14 Screw Size Minimum Distance and Spacing of Screws 16 #14 Edge To Center Center':To Center Gusset Plate Thickness Beam Size #8 #10):-- 5/16" 5/8" 2" x 7" x 0.055"'x 0.120" - Thickness 1/16" = 0.06F- ti ;.,. 3/8" )3/4" '1/2" 2" z 8" x 072" x 0.224" 1/8" = 0.125" #14 or 1/4" 1" 3/4" 2" x 9" x, .072" x 0.224" 1/8" = 0.125" 5/16" 1-1/2" 2" x 9" x 0.082" x 0..306" 1/8"= 0.125" 7/8" 1-3/4" 2" x 10" x 0.092" x 0 369" 1/4" - .25 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 shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Conned 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 0'-2'-0' 2" x 2" x 0.044" 2" H -Channel With 3 #10 x 1/2" EACH SIDE n' To 3'-0" 2" x 3' x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To 4'-0' 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 3/4" long screws (See Table 1.6 For Number And Size Of Strews) 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) 767.8556 © COPYRIOHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 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) w i � I ®® I ALTERNATE FLAT ROOGIIALF SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.56) 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 CNA. ENGINEER - DEVEI.OPMEW CONStXTANT P.O. BOX 214388. SOUTH DAYTONA. FL 32121 TELEPHONE: (386)TU-4T74 FAX: (388) TV -MW PAGE ® COPYRIGHT 2004 1-8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E SENNETT. P.E. C) C SCREENED ENCLOSURES STRAP r-- SUPER OR EXTRUDED GUTTER SECTION 1 SPACING 12 + SPACING / 2 BEAM SET SPACING SPACING / 2 + SPACING / 2 BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = V-0" I ALTERNATE TRANSOM ( UPRIGHT ( \ \ SUPER OR \ \® EXTRUDED \ ®\ GUTTER 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP (SEE SECTION 9) 2" S.M.S. OR LAG SCREWS (SEE SECTION 9) 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" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 787-4774 FAX: (386) 7674LW PAGE ® COPYRIGHT 2004 �� NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES Goo 1 45°t LENG OF KNEE B E J W HOST STRUCTURE W ROOFING Qaa 00 BEAM - SCREEN ROOF a g > 0.050"H -CHANNEL MOH in z 00 OR GUSSETS GO 0 �. _ 00 ® ®�` Goo 1 45°t LENG OF KNEE B E FASCIA AND SUB -FASCIA COMPOSITE 2" x-3" EAVE POST TO BEAM FASTENII (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN �— (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABS IF KNEE BRACE LENGT EXCEEDS TABLE 1.7 US� CANTILEVERED BEAM CONNECTION DETAILS 2"x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW ® SUPER OR SIZES) EACH SIDE TO BEAM EXTRUDED MAX. DISTANCE TO SUPER OR EXTRUDED ® GUTTER HOST STRUCTI GUTTER WALL 2¢." WITHOL SPECItib. ENGINE SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3" =1'-0" Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214388. SOUTH DAYTONA, FL 32121 TELEPHONE: (388) W4774 FAX: (388) T -6m PAGE ® COPYRIGHT 2004 1 -TS NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE I- SENNETT, P.I HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE ANDljl__ FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 rl FASCIA AND SUB -FASCIA COMPOSITE 2" x-3" EAVE POST TO BEAM FASTENII (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN �— (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABS IF KNEE BRACE LENGT EXCEEDS TABLE 1.7 US� CANTILEVERED BEAM CONNECTION DETAILS 2"x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW ® SUPER OR SIZES) EACH SIDE TO BEAM EXTRUDED MAX. DISTANCE TO SUPER OR EXTRUDED ® GUTTER HOST STRUCTI GUTTER WALL 2¢." WITHOL SPECItib. ENGINE SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3" =1'-0" Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214388. SOUTH DAYTONA, FL 32121 TELEPHONE: (388) W4774 FAX: (388) T -6m PAGE ® COPYRIGHT 2004 1 -TS NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE I- SENNETT, P.I RAIL UG �E 1.7) TO JRE IT SITE ;.ERING SCREENED ENCLOSURES SECTION 1 I 0z � J / m Q TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -BRACING (IN WALLS) (IN WALLS) �i EACH DIAGONAL TO BE 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) MEET WADI~ AT WALL BRACING EACH #10 S.M.S. (MIN.) AT CORNERS (TYP.) (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/0"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 787-4774 FAX: (388) 767-6558 PAGE Q COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-39 HOST STRUCTURE PANELS /ELEMENTS O ELEMENTS BRACED BY UNBRACED BY HOST DIAGONALS • - STRUCTURE TO BE BRACED ALTERNATE BRACING BY DIAGONALS IN - - - PATTERN, CORNER BRACES PERIMETER PANELS (MIN.) STILL REQUIRED ELEMENTS BRACED BY HOSTQ CABLE OR K STRUCTURE CONNECTION -BRACING (IN WALLS) BEAMS AND / OR PURLINS I 0z � J / m Q TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -BRACING (IN WALLS) (IN WALLS) �i EACH DIAGONAL TO BE 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) MEET WADI~ AT WALL BRACING EACH #10 S.M.S. (MIN.) AT CORNERS (TYP.) (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/0"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 787-4774 FAX: (388) 767-6558 PAGE Q COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-39 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 TOTAL ALLOWABLE WALL AREA 3/32" 233 Sq. Ft. / PAIR OF CABLES 1/8" 445 Sq. Ft. / PAIR OF CABLES * TOTAL WALL AREA =100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8'x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (8' x 20') = 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 3/32" cables is required. b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE ** 3132" ONE PER 233 Sq. Ft. OF WALL 1/8" ONE PER 445 Sq. Ft. OF WALL **SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. 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 appy. ie: if the number of cables calculated is less than 2.5 pars 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 DAYTON& FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 76T-6556 PAGE Q COPYRIGHT 2004 1-40 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. SCREENED ENCLOSURES SECTION 1 (5) #10 S. ' S. (MIN.) 1/8" x 1-1/2" x 8LAT BAR 0:125" PLATE OUT O 45° ANGLE EYE -BOLT OR TURNBUCKLE F CABLE TENSION 'STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3"= V-0" C A ALTERNATE: USE (1)1/4" x 1-1/4" FENDER ®� WASHER EACH SIDE OF ® FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED #10 x 3/4" S.M.S. EACH SIDE (TYP.) FOR CABLES ®®®® MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A 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 C) COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-41 C SCREENED ENCLOSURES STAINLESS STEEL CABLE CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED SECTION 1 2"x2"x0.125"ANGLE /2" CONCRETE (FAN.) FROM EDGE OF D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL DETAIL 2B SCALE: 3' =1'-0' 5-1/2' (6" NOMINAL) c SLAB (MIN.) \ 5d (MIN.) v 5d (MIN.) I 9-1, MIN. SHEAR 607# FOR 3132" CABLE AND 594# FOR 118" CABLE, FOR 3132' CABLE (1) 1/4"x 1-1/2" CONCRETE ANCHOR (MIN.) Q 5d MIN. --� i- I 2500 P.S.P.-CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL: 2C RCAL F- 3° = 11-0 Lawrence E. Bennett, P.E. FL # 16644 ( CML ENGMER - DEVELOPMENT CONSULTANT P.O. BOX 214388. SOUTH DAYTONA. FL 32121 TELEPHONE MM -4774 FAX: (388) 7V -M PAOB OO I ,g I ®PYRNiHT2084 1 NOT TO BE REPRODUCED W WHOLE OR 9i PART WR1101lT THE WRTTT81 PERIAISStON OF LAWRENCE E BENNETT, P E SECTION 1 SCREENED ENCLOSURES 2" x 2" x 0.063" PRIMARY ANGLI TYPICAL S.M. OR SNAP SCREEN SECTION COLUMN CONCRETE ANCHOR THRU (2) #10 x 3/4" S.M.S. EACH ANGLE OR WITHIN 6" OF PRIMARY 2"x 2"x 0.063"A UPRIGHT IF INTERNAL SCREWS INTO SCREW 1" x 2" BASE PLATE (TYP.) BOSSES G e e a e ° e e G e e 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (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"= 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 DAYTON& FL 32121 TELEPHONE: (386) 787-4774 FAX: (386) 787.8568 PAGE Q COPYRIGHT 2004 1-50NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. I V I EACH SIDE SCREEN 'd' VARIES #10 x 3/4" S.M.S. EACH SIDE 4" SHOW , (SEE SCHEDULE NEXT PAGE) 1" x 2" O.B. BASE PLATE (TYP.) 5d" MINIMUM EDGE DISTANCE SECONDARY FROM EXTERIOR OF COLUMN 2" x (d - 2 ") x 0.063" ANGLE TO OUTSIDE EDGE OF SLAB EACH SIDE OF COLUMN W/ #10 — ® ® BOLT 0 •5d DISTANCE S.M.S. 1/4" 1-1/4" (SEE SCHEDULE NEXT PAGE) a a 3/8" 1-7/8" CONCRETE ANCHOR ; v e a GRADE (SEE SCHEDULE NEXT PAGE) 1-1/4" MIN. CONCRETE v ANCHOR EMBEDMENT NOTE: DETAIL ILLUSTRATES TYPICAL 2"x 4" S.M.B. COLUMN 2" 5d CONNECTION MIN. (MIN.) TYPICAL S.M. OR SNAP SCREEN SECTION COLUMN CONCRETE ANCHOR THRU (2) #10 x 3/4" S.M.S. EACH ANGLE OR WITHIN 6" OF PRIMARY 2"x 2"x 0.063"A UPRIGHT IF INTERNAL SCREWS INTO SCREW 1" x 2" BASE PLATE (TYP.) BOSSES G e e a e ° e e G e e 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (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"= 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 DAYTON& FL 32121 TELEPHONE: (386) 787-4774 FAX: (386) 787.8568 PAGE Q COPYRIGHT 2004 1-50NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. SECTION 1 SCREENED ENCLOSURES 1"x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH.SIDE POST SIZE 2" x 4" MAX. 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 t> p FIBER MESH CONCRETE p SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3"' = 1'-0" 1" x 2" EXTRUSION ANCHOR 2"x2",2"x3"OR2"z4" TO CONC. W/ CONC. ANCH. 6" HOLLOW SECTION MAX. EA. SIDE OF EA. POST (SEE TABLES) AND @ 24" O.C. MAX. SELECT MIN. (3) #10 x 1-1/2" S.M.S. INT CONCRETE ANCHORS FROM SCREW BOSSES SECTION 9 MASONRY ANCHOR @ 6-, EA. MIN. 3-1/2" SLAB 2500 P.S.I. SIDE OF POST AND @ 24" O.C. CONC. 6 x 6 -10 x 10 W.W.M. p MAX. SELECT CONCRETE OR FIBER MESH CONC. D p ANCHORS FROM SECTION 9 p 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: 1/2 x 17'-11" x 7' x 10# / 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 214388. SOUTH DAYTONA, FL 32121 TELEPHONE: (388) 767-4774 FAX: (388) 767.6588 PAGE ® COPYRK3HT 2801 1-48 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. C SCREENED ENCLOSURES CONCRETE: DECK EDGE 2'x 2" PRIMARY ANGLE VARIES 5d (MIN.)' 2-1/2" (MIN.) BOLT 0 •5d DISTANCE 114" 1-114 3/8" 1-7/8- 1 " -7/8"1" x 2" O.B. BASE PLATE (TYP.) SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN SECONDARY 2" x 2" x 0.063" ANGLE (SEE SECONDARY ANGLE ANCHOR SCHEDULE AND SECTION 9) CONCRETE ANCHORS INTO PRIMARY AND SECONDARY ANGLES #10 x 3/4" S.M.S. (IYP.) S.M.S. STITCHING SCREWS 2"x S.M.B. COLUMN @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) TOP VIEW POST TO DECK DETAIL SCALE: 3'= V-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total 11;10 x 314" S.M.S. 2 x 4 (4)1/4' 6 2 x 5 (4)1/4- 8 2 x 6 (4)1/4- 10 2x7 (4)1/4- 12 2 x 8 (6)114' 14 2x9 (6)1/4' 16 2 x 10 (10)1/4' 18 Notes: 1. See Section 9 for additional anchor information. 2. Secondary anchor schedule applies to side walls with uprights that are 2' x 5' and larger. Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTON& FL 32121 j TELEPHONE: (386) 787-4774 \ FAX: (386) 787-6.556 PAGE ® COPYMHT 2004 q NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE", P.E. 1-5 1 Y 3/.v Deep r q iz --=3kZ !Z ®15, [xz 3 r = ?4 � N yx 4s 5! 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