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HomeMy WebLinkAbout120 Grovewood Ave (3)Fy 0 /Uf,C CITY OF SANFORD PERMIT APPLICATION RECEIVE® Permit # : V V' Date: 9 f 0 RECEIVED C Job Address:__(ZO C-1rOV9.VVC)QC1 AV Lnu l H1-3 2007 Description of Work: Historic District: Zoning: Value of Work: S_ C Doi �r t�PP•i. 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-ResidentialReplacemc�t 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: %/39 Construction Type: � # of Stories: # of Dwelling Units: Rood Zone (FEMA form required for other than X) Parcel #: 10 - �20 - JO - -C-,i0 cp - CCQ'> - 0652C) (Attach Proof of ownership & Legal eserp�tion) Owners Name &Address: AVL _ CL.n��D n -f o rd Phone: Contractor Name & Address: �AJRAJNWWEJA�F�rA �• • • • Bonding Address: Mortgage lender. Address: Architect/Engineer: _ L -KJ j j) l/i _r)(e, C �C' /rl h (�}�i3 Phone: Address: %r0, An)(/q3iv? S.b/tU h2na ')aIxf Fa: M 4'-7ta3-4PS� _ 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 maybe additional restrictions applicable to this property that may found in the public this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or feden Special Conditions. is verification that I iinotify the owner o the prove rty orf�t1he requirements of F 'da Lien L , FS 713. )f Owner/Agent Date Signa6ue/Off Contracto<en Bate r/Agenf sName PrintContractor/Agents Name &Notary -State of Florida IDate Siguatutt of Yji taffy State of Ftoridd/ Q Date is — Personally Known to Me or Contractor/Agent is _ Pttsotrally Known to Me or ID Q L-ik Produced ID VED BY: Bldg�(InMtid Zoning: 04 S 2 07 Utilities: ate) (]nidal &Date) FD: (Initial & Date) (Initial & Date) &6 I hereby and appoint 122 of American Aiunlinum &mind®vy, To be my lawful attorney in fact to act for me and apply to_-hA S V Building Dept. for a Screen permit for work to be performed at a location described 10-20-30- 50 P-0000 =(� 2 kid p-by REPL& As: Section: 'township: LAT �8 (,� Range: Block: Lot No. J� Subdivision: rl) b ey i eml v %l a,w, Address: 1 ,� 0 (st Y 11 r' W 001,_ City: .�Ckj-(� k— State: PL zip: 3 -7% For the following Owner: Do m i c.- ( Hz-) V- CF. ki -, And to sign my name and do all things necessary to this appointment. Leonard J. Breehl, SCC056137 Name of Certified Contractor, License Number Acknowledged: Sworn to and subscribed before me this Day of _ . r IA.ID. 2007 (Seal) ,, a,.•,_� w KE P Y MORROW MY COiMWS.310N # DD493178 IFVre FX'PFF+ S. Nov. 21,2009 (407) 39"153 h' orsa Holmy Service.com Signatur6,-qjtary Public; State of FL ►r�,�,. ���. w�srrrw_.1�i 4GiC(aCtiel� LsttZl �7 Ls-z�j C h3r3-,�i'Ys� r q J 3 Gi /Y" FL Permit No. _ -- State of I� l(;rida County of Seminole NOTICE OF COMMENCEMENT Tax Portio No. _ =2) ?)Q 5G (p i^aOiK� - 052-0 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the fallowing information is provided in this Notice of Commencement. iption of property (legal description of the property and street address if available) 2. General description of improvement.: Qn (,-Tm u ro, 3. Owner information a. Name and address ffl rl I o , I H O V- O Yl .1,2-C) _ -0-'11' o V Q. yyc)ad . f k 02, t0 b. Interest in property c. Name and address of fee simple titleholder (if other than Owner) 4. Contractor 1�+' a. Name and address 1 l UU i 11C1G A/ I t 1(: b. Phone nximber a L009 G - --- Fax number --LJ-ED- U) 5. Surety a. Name and address b. Phone number Fax nu rnber c. Amount of bond G. Lender a. Name and address _— b. Phone number Fax number 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(l)(a)7., Florida Statutes: a. Name and address — ---- -- b. Phone number Fax number 8. In addition to himself or herself, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.1.3(1)(b), Florida Statutes. a. Phone number Fax number 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) -')�r� 2 Signa e of dem n W (n ---xz m or�'rme- Sworn to (or of hi med) and subscribed before me this day of AA Cin riLQYrn comma wmm _ ���Tjn� ;,, -n -P, EM C1 C1 Personally Known OR Produced Identification ✓ _ En L # O � m _ _ _ Type of Identification Produced bc,t� %�- Az)-_ 00 �`t-16J _0 o � � � ... •� Ln Signature of Notary Public, S zte o orida ... ...»...............................a.ea Commission Expires: KRISTINA MACFARLANE w rV � Corn" �� (IF0Florida Notary Asan., Inc ......................................«...a -+ :w Structural plan review is limited to a general survey for code compliance. No review is implied nor was taken to verify structural adequacy N 4 ZKZ q— M." -2' (poen side Lvx - T (ogligb[ lwd—) wry.. Cu N Code violations found during inspection are required to be corrected. Plan/permit issuance does not grant approval of a code violation. 2004 FBC109.1 e365alg covered lanai In X UXl % X X Zx4 riser panels �''- x 67' 66' 68' 1 1x2 2.4 N m 2.4 2x4 2X4 iX2 8' 1 i2' g¢ .sid @2x2 ecd 2>" 7A.00i ti•. .'t, ray +- �;: �w.4. 1073 S. F. Job # 70105 Horan 120 Grovewood Avenue Sanford, FL Required emergency escape and rescue openings are not allowed to open into this screen room unless a screen door leading away from the residence is provided. FRC R310.1 Windows and doors that open into the swimming pool/spas area without a fence barrier to prevent direct access shall be protected in accordance with FRC R 4101.17.1.9 N a nr a a 1 1x2 2.4 N m 2.4 2x4 2X4 iX2 8' 1 i2' g¢ .sid @2x2 ecd 2>" 7A.00i ti•. .'t, ray +- �;: �w.4. 1073 S. F. Job # 70105 Horan 120 Grovewood Avenue Sanford, FL Required emergency escape and rescue openings are not allowed to open into this screen room unless a screen door leading away from the residence is provided. FRC R310.1 Windows and doors that open into the swimming pool/spas area without a fence barrier to prevent direct access shall be protected in accordance with FRC R 4101.17.1.9 • BOUNDARY SUFVEY FLHIDIi1SCK.[klPIDN3 LOT1 bZ, REPLAY OF GROVEVIEW VILLA(IE, SECOND ADDITION, ING TO TWO FLAT' THEREOF, AS RECORDED IN PLAT BOOK 26, PACTS 'I 6 8, PUBLIC S ON SEMINOLE COUNTY, Y%ORIDA. OVE REFERENCED pROPERTy IS LOCATED IN ZOOS "C", AREA BEYOND 500-100 YEAR G AB PER F.I,R.M, COMMUNITY PANEL NUMBER 120 94 0005 9, CITY OF SANFORD, S COUNTY'; FLORIDA. MAP DATED 9PET1EMBER .11, 1980, N N aec�. CIA 9, " 4 o,s, 44 61 87' 00' 75 00' Fi4 LN, �ld�re 0, WOOD .7 6 'rd krarze o w a Q � 51STY, STY, STUccD 24 LUFu) SINGLE FAMILY NfF108NC8 cn CU 5 ✓ e+ 3 L m m At i,'i �+ , p LL CL ON � COV, 11,+ x IQ N 4' W0. ' W.4 .O' rq CD art�7 80, b' FEN o CD co N N '52 I fll A$c S. 61° 27'00"E. 7,1,98'M.1 (76.00'P) 3245 GROVEWOOD ROOF OVERHANGS AND FOOTM HAVE NOT BF.I;T1 LOCATED. CERTIFIED TO: SUNHELT TITLE AGENCY BEARINGS ARE BASED ON RECORD PIAT TICOR TITLE INSURANCE NVR MORTOAQA', L.P. 0 It SET 4x4 C,M, *4169 DANIEL J. HORAN �q A REC C.M. LAN L►xs �9� 0= SET 3/8" REBAR/CAP ft 4189 0 e REC. PROP. CORNER 5 T Y (SEE SKETCH FOR DESC.) On P.C.P. R t RADIAL 120 GROVEWOOD I NO IMPROVEMENTS OR UNDERGROUND UTILITIES HAVE 010 LdCATED EXCEPT" AB SHOWN THE SURVEY SHOWN HEREON WAS SURVEYED BY THE LFOAL DEBCRIATiON PROVIDED 13Y THE CLIENT' I HEREBY CERTIFY THAT THIS SURVEY MEETS OR PREPARED MR: EXCEEDS THE MINIMUM TECHNICAL STANDAROO LOT SURVEY DATE: FOUNDATION SURVEY DATEI FINAL SURVEY DATE: 7/15/90 SET FORTH 5Y THE FLORIDA BOARD OF LAND DANIEL J, KORAN SURVEYORS, PIIRSLWNT TO RECTION HH -6, FLORIDA STATUES. PREPAWD BY: CHARLES "ROB" DE FOOR AND ASSOCIATES P0, BOX 3182 APOPKA FLA —3 5 R. D5 500� � DATE DRAWN: SCALE: P L.S. NO, 4189 DATF-:--<-✓��,l !7 7/13/90 111 = 3o, PAGE I OF I r Design Check Listfor Pooi End, s 1 of 4 1. Design Statement These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E Bennett and are in compliance with the 2004 Florida Buildm Code Edition with 2006 ' Supplem ts, Chapter 20, ASM35 and The 2000 Aluminum ,D sign`ManuahPart I A &IIA Exposure g�rV�C�or ,D, _; importance Facto 100\wH and O.17for 110 MPH and higher; Negative I.P.G. 0.00; 150 MPH Roof Load 120 MP'` r i�C MPH Wall load; Basic Wind Pressure; Design pressures are 10 PSF�for roofs 14 PSF o oxndr PSF for walls. - Notes: Wind velocity zones and exposure category is determined by local code. Minimum design load of 10 PSF for all roof loads prevents any conversion of roof loads. Design pressures and _.conversion multipliers are on page 1 -ii. 2. Host -Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. L�6Ivy 4� �2�E�jL. Phone: Contra for / Authorize Rep* Name ( lease print) Date: 0 7. tractor / Authori Rep* Signature i�a�Gh 110 L ve-0-1 Ale �fih4,-Jt FL Job Name & Address Note: If the total of beam span & upright height exceeds 45' or upright height exceeds 16', site specific engineering is required. 3. Building Permit Application Package contains the following: Yes No A. Project name & address on plans ....... . ..... _� B. Site plan or survey with enclosure location C. Contractor's / Designer's name, address, phone number, & signature on plans D. Site exposure form .. .. , . E. Enclosure layout drawing @ 1/8" or 1110" scale with the following:.... 1. Plan view with host structure, enclosure length, projection from host structure, and all dimensions — 2. Front and side elevation views with all dimensions & heights Note: All mansard wall drawings shall include mansard panel at the top of the wall. 3. Beam location (show in plan & elevation view) & size (Table 1.1 & 1.6) 4. Upright location (show in plan & elevation view) & size (Table 1.3 & 1.6) -- — - Upright & wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to MPH wind zone and/or'C' Exposure for load width Look up span on 120 MPH table rid apply the following formula: Span / Height n%� Required Converted @ 120 MPH 11 or MPH (b or d) x —Span /Height (b or (b or d)= Wind Zone Multiplier "` J Exposure Multiplier " 5. Chair rail & girt size, length, & spacing (Table 1.4) -- -- 6. Eave rail size, length, spacing and stitching of ..... . (Table 1.2) Must have attended Engineer's Continuing Education Class wig; n beiatwes.p;�,`�4 . " Appropriate multiplier from Page 1 -ii and Page b-15.Yy b-1 C5.TY OF ',w A F- Dei!gh, Check List for Pool Endo'sulc6s (Page 2 of 4) 7. Enclosure roof diagonal bracing in plan view . ........... .................. 8. Knee brace's length, location, & size .......................... ............. Fable 1.7) 9. Wall cables or K -bracing sizes shown in wall views .......... ...... 4. Highlight details from the Aluminum Structures Design Manual: Yes A. Beam & purlin tables with size, thickness, spacing, & spans / lengths ............ (Tables 1.1 & 1.2 or .1.8 & 1.9) B. Upright & girt tables with size, thickness, spacing, & spans /lengths ............ (Tables 1.3 & 1-4) C. Table 1.6 with beam& upright combination .................................. .. D. Connection details to be use such as: 1. Beam to upright ..................................... ... ... .. ...... 2. Beam to wall 3. Beam to beam 4. Chair rail, purlins, & knee braces ......................................... 5. Extruded gutter connections ......................... .. ............ ... .. 6. Angle to deck and / or sole plate ...................................... 7' Anchors go through pavers into concrete .............................. B. Minimum footing and / or knee wall details ............. ........ 9. Cable or K- brace details Section I .............. .... Wall area calculations for cables: W = wall width, H = wall height, R = rise W1 = width @ top of mansard, W2 = width @ top of wall E. Select footing from examples in manual. Example 1: Flat Roof No Front wall @ eave: ft. x ft. = ft.,@ 100% Largest side wall: ft. x -ft. = ft.2@ 50% W H b Total area / (233 ft.' I cable for 3/32") =_cable pairs TOTAL = ft.' or Total area / (445 ft? / cable for 1/8") = cable pairs Side wall cable calculation; ft., @ 100% = ... ... ... .......... ft. 2 b Side wall area / (233 ft.' / cable for 3/32") = cable(s) or Side wall area / (445 ft.' / cable for 1/8") = _cable(s) b-2 , Wow Design Check List for Pool Enclosures (Page 3 of 4) R W H W HOST FRONT SIDE WALL WALL Example 2: Gable Roof Front wall @ eave: ft. x ft. = ft? @ 100% = 2 W H a Front gable rise*: ft. x 1 /2 W ft.) = b ft? @ 100% = ft. R Largest side wall: ft. x = ft.2 @ 50% = ft.2 W H c Largest side gable rise*: ft. x ft. = ft? @ 50% = ft.2 R W d Total area / (233 ft? / cable for 3/32") = cable pairs TOTAL = .......... ft? or Total area / (445 ft.2 / cable for 1/8") = cable pairs Side wall cable calculation: ft? + ft.2 = u @ 100% _ . .. , ft.2 c d Side wall area / (233 ft.' / cable for 3/32") = cables) or Side wall area / (445 ft? / cable for 1/8") = cables) RxW R Rx(1/2)W W H W HOST FRONT SIDE WALL WALL Example 3: Transverse Gable Roof Front wall @ eave: ft. x ft. = ft. @ 100% = ft.2 W H a Front gable rise': ft. x ft. = ft.2 @ 100% = ft 2 R W b Largest side wall: ft. x = ft.2 @ 50% = ft.2 4V H c Largest side gable rise': ft. x 1/2 L_ft.) = ft.2 @ 50% = ft.2 R W d TOTAL= ft.2 Total area / (233 ft.2 / cable for 3/32") = cable pairs or Total area / (445 ft? / cable for 118") = cable pairs Side wall cable calculation: ft.2 + ft.2 = ft.2 @ 100% = ft? ............. c d Side wall area / (233 ft.2 / cable for 3/32") = cables) or Side wall area / (445 ft.2 / cable for 1/8") = Gable(s)LAM b-3 CNITY OFE Design Check List for Pool Enclosures (Page 4 of 4) Example 4: Mansard Roof Front wall @ eave: ft. x ft. = ft., @ 100% _ WH a ...................... ft.2 Front mansard rise*: ft. x 1/2(__ft. + ft.) = ft.2 @ 100%= ft.,. R W1 W2 b Largest Side wall:. ft. x = ft2 @ 50% _ WH c .......................... ft. Largest side mansard rise*: ft. x 1/2C- ft. + ft.) = ft.' @ 50% = ft 2 R W1 W2 d TOTAL = .......... ft.2 Total area / (233 ft? / cable for 3/32") = cable pairs or Total area / (445 ft? / cable for 1/8") = cable pairs Side wall cable calculation: ft.2 + ft.2 = ft.2 @ 100% = ft? c d Side wall area 1(233 ft' / cable for 3/32") = cables) or ,Side wall area / (445 ft.2 /cable for 1l8") = cables) Example 5: Dome Roof Front dome wall @ eave: 35 ft. x Q ft. = 2510 ft. @ 100% = ag 0 ft.2............... . W H a Front dome rise*: L_ft. x 112( 3s ft.) = Zft.-@100%=....... 7 0 ft 2 ........ . R W b Largest side wall: _3uI ft. x S_ = ala ft,-- @ 50% W H c Largest side dome rise`: q ft. x 3qft. = �ft.' @ 50% R W d TOTAL = �f 8` ft 2 Total area / (233 ft.'/ cable for 3132") = cable pairs or Total area/ (445 ft.'/cable for 1/8")= _cable pairs U ti Side wall cable calculation: �ft.' + ft.' ft.' @ 100% _ C d Side wall area / (233 ft.' / cable for 3/32") = cable(s) or Side wall area / (445 ft' I cable for 1/8") = --Lcable(s) L Notes: b-4 2i -lt.2 PLANS vmvvt CITY OF G VV PURUNS(Rp) | | OCREEN(ryp) � CABLE CONNECTION (SEE DETAILS SECTION 1) .. ALTERNATE CABLE 1^x2^(T/P.) (SEE TAEL GRADE K-BRACING(OPT0NAL) / __' CABLE CONNECTION GIRT(TYPj -----/ ------ (SEE DETAILS SECTION 1) TYPICAL DOME ROOF ~ FRONT WALL ELEVATION ` EXISTING STRUCTURE ALUMINUM BEAM (TABLES 1.3. 1.4 & 1.6) - SIZE MEMBERS PER APPROPRIATE TABLES ' ' H L RISER WALL WHERE REQUIRED PURL|NS(TYpj ` � DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) CABLE BRACING y-BRACING(0PT|ONxL) G|RT(TYPl / SCREEN(TYPjSW SW FRONT WALL ALUMINUM COLUMNS(TYPj (TABLES 1.3. 1.4& 1.8) ' -------' 1^x2^[T/P) TYPICAL DOME ROOF - ISOMETRIC SIDE WALL FRAMING (SEE TABLES 1.3.1.4&1.0 SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND \NTHE 3U8SEQUENTPAGES. SECV10 1 SCREENED ENCLOSURES Table 1.1120 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy SIMI T-6 For Wind Zones up to 120 M.P.H., Exposure "B" and. Latitudes Below 30"30'-00" North (Jacksonville, FL) Uniform Load c 4 NSF, a Point Load of 300 NSF over 1 linear ft. Is also considered Tributary Load Width W o amSpacing Hollow Sections Q" 4'-0" P-0" owable S n'L' 1. Polnt.Load P or Uniform Load U , banding , deflection 2" x.2" 0.044" x 4'-5" Pb ' 4'•5' , . Pb 445' Pb 4'-5" Pb • 4'-5" Pb 4'-5' Pb 4'-5" Pb 2" x 2" x 0.050" V-2" Pb V-2' Pb V-2' Pb 5'-2" Pb 5'-2" Pb 5'-2' Pb 5'-2' Pb 2" x 2" x 0.090" 7'-6" Pb 7' 6' Pb 7' Pb 7' 6" Pb T-6" Pb 7'-0" Pb 7'-6" Pb 2" x 3" x OA45" 7'-7" Pb 7'-7' Pb T-7' Pb T-7" Pb 7'-T Pb T -T Pb T-7" Pb 2" x 4" x 0.050" 9'-1" Pb 9'-1" Pb 9'-1' Pb 9'-1" Pb 9'-1" Pb 9'-1" 2" x 5" x 0.062" 20'-5" Pb 20'-5" Pb 20' 5" Pb 20'•4" Ud 19'-4' Ud 18'-6" Ud 1T-9" Ud a m S cin Self Mating Sections 3'-0" 4'-0" _.. 5'-0" Sp 8.,0" g.-0.. Allowable Span 'L' / o '° ,.. oad (U), bending (b), deflection d 2" x 4" x 0.044 x 0.100"11'-8' Pd 11' 8" Pd 11'-8" Pd 11'-8" Pd 11'-8' Pd 11'-8" Pd 1 11'-8" Pd . 16'-1" Pd 16'-1" P 16'-1' Pd 15'-9' Ud 15'-1" Ud x 0 050" x 0.120' 20' 4" Pd 20'-4" P 20'-4" "Pd 20'-3" Ud 19'-3" Ud 18'-5" Ud 17'-8" Ud 24'-9" Pd 24'-9" i� "� os; V-11' Ud 20'-11' Ud 20'-2" Ud 2" x 8" R 012" x 0 224" 34'-2' Pd 32'-9' —Ud 30'•5. 28-7 Udy27'-2" Ud 25'-11' Ud 24'-11" Ud 39'-3' Pd 35'-11" U - 9'-10" Ud 28'-0' Ud 27'-5" Ud 2"x 10" x x 0.092" 0.369" 49'-3" Ud 44' 9" Ud 41'-7" Ud 39'-1" Ud 3T-2" Ud 35' 6" Ud 34'-2" Ud TrlbutaryLoad Width W Beam Spacin Snap Sections 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" r -o" 6'-0" 9'-0" Allowable Span' /Point Load P or Uniform Load (U), bendin (b), deflection d 2" x 2" x 0.044" 4'-10" 1 Pd 1 4'-10' 1 Pd 1 4'-10' Pd 4'-10' Pd 4'-10" Pd 4'-10' I Pd 4'-10" Pd 2" x 3" x 0.045" 7'-6" Pd I T 6" Pd T 6' Pd T-6- Pd T-6' Pd T-6' Pd T-0' Pd 2" x 4" x 0.045" 10'-8" Pd 10'-8' Pd 10' 8" Pd 10'-8" Pd 10'-8' Pd 10'-6" Pd 10' 8' Pd 2" x 6" x 0.062" 22'-2' Pd 22'-2" Pd 22'-2" Pd 21'-5' Ud 20'•5' Ud 19' 6' Ud 18'-9' Ud 2" x 7" x OA62" 26'-8' Pd 26-8' Pd 1 25' 9° Ud 24'-3° Ud 23'-0' Ud 22-0' Ud 21'-2' Ud 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 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. an is measured from center of beam and upright connection to fascia or wall connection. 4. ve spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam vection to the above spans for total beam spans. 5. Tables are based on a maximum wail height of 16' induding a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 6. Spans may be interpolated. 7. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. Example: Max. V for 2" x 4" x 0.050" hollow section with W = T -o" = 9'-1" Lawrence E. Bennett, P.E. FL # 166ev 1 La CA'VI'L & STRUCTURAL ENGINEERING Qqmrfln P.O. Box 214368, South Daytona, Fl 32127 e%F qt���//� iQ Tolephone 0: (386) 787-0774 Fax #: (386) 767-CSS6 M ? Email: bbpe0bollsouth.net u PAGE © COPYRIGHT 2006 q 1-74 NOT TO BE REPRODUCED IN WHOLE OR IN PART WrrilOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNET]'. P G. Table 1.212Q Allowrable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-0 For Wind Zones up to 120 M.P.H., Exposure "B", and Latitudes Below 30030'-00" North (Jacksonville, FL) Uniform Load = 4 #/SF, a Point Load of 300 #ISF over (1) linear ft. Is aiso'considered A. Sectienn Fa¢fanarl T- u lmua ..u__ B. Sections Fastened Throu h Beam Webs Into Screw Bosses Tribute Load Width'W' = Purlin Hollow Sections 3'�^ e' n" A•. " I C. 'L' I Point Load (P) or Uniform Load 11'-5' 1- x 5- x 0.062" 1 22'-4" 1 Pd 1 22'-4` 1 Pd22'-4' I Pd 1 21'-T 1 Ud 20'-11' Ud 1 26'T 1 Ud 11 s' -T I In In-oulary LOBO vvicnn 'vv' = Purl(n $ cin Snap Sections 3'-6" 4'-0" 1 4'-6" 1 5'-0" 5.6" 6'-0" 61-8" Allowable Span V I Point Load P or Uniform Load U , bendin , deflection (d) 2" x 2" x 0.044" 4'-4' Pb 4'-4" Pb 4'-4" Pb Notes: 1. Thicknesses shown are "nominaf' industry standard tolerances. No wall thickness shall be less than 0.040". 2. Span is measured from center of beam and upright connection to fascia or wail connection. 3. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 4. Spans may be interpolated. 5. 2" x 4" & 2" x 5" Follow Girls shall be connected w/ an internal or external 1-1/2" x 1-112" x 0.044" angle. 6. To convert spans to "C" and "D' exposure categories see exposure multipliers and example on page 1 -ii. 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 wtth clips with W = 5'-0" Lawrence E. Bennett, P.E.. FL # 16644 1p CIVIL & STRUCTURAL ENGINEERING _ - P.O. Box 214368, South Daytona, FI 32121 - Tetophono li: (386) 7674774 Fax 0: (386) 7676556 Email: Iobpe@WIsoulh.no( COPYRIGHT I O NOT TOB BE IN WHOLE OR IN PART WITHOUT THE WRFTTEN PERMISSION OF LAWRENCE E. BENNM, P.E. 1 PAGE 1-77 I Tributary Load Width 'W'"= Purlin S ac(n Hollow Sections 3' 1 4'-0" 1 4'-6" 5'-0" 5'-0" 6'-0" ti' -8„.. Allowable S n'L' I PointLoad; P orUnfform Load (U), bending b deflection d 2” x 2" x 0.044" 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5' Pb 4'-5' Pb , 4'-5" 2" x 2" x 0.050" 5'-2' Pb 5'-2" Pb - 5'-2" Pb 5'-2" Pb 5'-2' Pb 5'-2" 2"x 2"x 0090" T-4' Pd T-4" Pd 7-4" Pd 7-4" Pd T-4' Pd 7-4" W4'-5- 3" x 2" x 0.045"5'-8" Pb 5'-8" Pb 5-8" Pb 5-8" Pb 5'-8" Pb 5'-8^ 3" x 2" TO --OTO' 7' 8' Pd T-8" Pd T-8" Pd 7'-8" Pd 7'-8' Pd T-8" Pd T 8" Pd 2" x 3" x 0.045" 7'-4• Pd T-4" Pd T-4" Pd 7'-4" Pd T-4" Pd T-4" 1 Pd I T-4' Pd 2" x 4" x 0.050" 9'-1• Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1'. Pb 9'-1' Pb , 9'-1" Pb 2" x 5" x 0.062" 1 14'-1" I Pd 1 14'-1" Pd 14'-1' Pd 14'-1" Pd TributaryLoad Width 'W' = Purlin S cin Snap Sections 3'-6. 4'-0" 4'"6" 5'-0" 5' 6" 6'-0" 6'4" Allowable ftan 'L' I Point Load P or Untform Load (U), bending (bl. deflection d 2" x 2" x 0.044 4'-11 rjPdTET-W!f: �T�r 4'-1 " Pb 4'-11' Pb 4'-11" Pb 4'-11" Pb 2 x 3" x 0.045" T-3' T-3" Pd T3' Pd T .3' Pd . T-0` Pd 9'-2' 1 Pd I 9 -2"Pd 9'-2" Pd 9'- " Pd 9'-2' Pd 9'-2' Pd 9'-2" Pd B. Sections Fastened Throu h Beam Webs Into Screw Bosses Tribute Load Width'W' = Purlin Hollow Sections 3'�^ e' n" A•. " I C. 'L' I Point Load (P) or Uniform Load 11'-5' 1- x 5- x 0.062" 1 22'-4" 1 Pd 1 22'-4` 1 Pd22'-4' I Pd 1 21'-T 1 Ud 20'-11' Ud 1 26'T 1 Ud 11 s' -T I In In-oulary LOBO vvicnn 'vv' = Purl(n $ cin Snap Sections 3'-6" 4'-0" 1 4'-6" 1 5'-0" 5.6" 6'-0" 61-8" Allowable Span V I Point Load P or Uniform Load U , bendin , deflection (d) 2" x 2" x 0.044" 4'-4' Pb 4'-4" Pb 4'-4" Pb Notes: 1. Thicknesses shown are "nominaf' industry standard tolerances. No wall thickness shall be less than 0.040". 2. Span is measured from center of beam and upright connection to fascia or wail connection. 3. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 4. Spans may be interpolated. 5. 2" x 4" & 2" x 5" Follow Girls shall be connected w/ an internal or external 1-1/2" x 1-112" x 0.044" angle. 6. To convert spans to "C" and "D' exposure categories see exposure multipliers and example on page 1 -ii. 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 wtth clips with W = 5'-0" Lawrence E. Bennett, P.E.. FL # 16644 1p CIVIL & STRUCTURAL ENGINEERING _ - P.O. Box 214368, South Daytona, FI 32121 - Tetophono li: (386) 7674774 Fax 0: (386) 7676556 Email: Iobpe@WIsoulh.no( COPYRIGHT I O NOT TOB BE IN WHOLE OR IN PART WITHOUT THE WRFTTEN PERMISSION OF LAWRENCE E. BENNM, P.E. 1 PAGE 1-77 I 1 r SCREENED ENCLOSURES �� Table 1.3120 Allowable Post l Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T•6 For 3 second wind gust at a velocity of 120 MPH, Exposure'"B" or an applied load of 15 #Isq. ft. Hollow Sections ` 2" x 2" x 0.044" - F7 2" x 0.050" 2" x 2" x 0.090" 2" x 4" x 0.050" 2" x 5" x 0.062" 3'-0" 6'-11' 7'-0" 8'-7" 10'-5" 16'-0" Irruuut LOl w►ldtn 'ti'Y' = U rl ht S acin 4'-0" . 5'-0" 6'-0" 7'-0" 8'-0" Allowable Height "H" / banding (b), deft ton d 7 5'-11" b 5'•3" :, b 4'-9" , b 4'-4" b T-11` d 6'-7" b V-10", b 5'3" b 4'-10" b 4'-5' d 7'-9" d 7'4" d 6'-8" b 6'-1" b 5'-8" 7-7-77--W d 7'-2" d 6'-6" d 5'-11" b 5' 6" b 8'-11" b 7'-11" b 7'-2" b 6'-7` b 6'-1' b 13'-10" b 12'-3" b 11'-2" b 10'3" b b b b b b 9'-0" 3'-8" 4'-2" 51l 5'-2" 5'-8' b b b b b b Self Mating Sections 3'-0" T 4'-0" 5;-0" 6'-0" ri ht S cln T'-0" 8'-0" 9'-0" ,,. . Allo „< - ' ' .1: , b , deflection d 2" x 4" x 0.044 x 0.100" 2" x 5" x 0.050" 0.100" 11' 4' d 10'-4" d 9'-7" d 8'-9" b 8'-0" b 7'-6" b 6'-11" -6- x 4'-0" d 12'-9" -10" d 10'-10" b -11" b 9'-3" b 8'-8" b 2" x 7" x 0.055 x0120" 18'-9" d ..13-2" 11'-2" b 10'-0" b 9'-10" b 2" x 8" x 0.072 x 0.224" 23'-2' 16`-3" b 14'-6' b b 12'-2" b 11'-4" b 10'-8" b 12" x 9" x 0.072" x 0.224" 25' d 21'-1" d 19'-7' d 18'3" d 17'-6" d 16'-9" d 16'-1" d 2" x 9" x 0.082" x 0.310" -5" d 23'-1" d 21'-6" d 20'-2" d 19'-Y d17'-11" b 16'-11" b 10"x 002" x0 d 24'-10 d 23'0 d 21'8 19'" d2"x - d10 M18-11'9 TrIbutar y Load Width 'Who Upright Spa In Snap Sections T-0" 4'-0" 1 5"-0" 6'-0" 7'-0" 8'-0" 9'-0" 2" x 2" x 0.044" Allowable Height "H" / ben Ing , de ton d 2" x 3" x 0.045" 6'3" d 5'-8" d 5'-4" d 4'-11" 1 dT- 4'-6" b 4'-2" b 3'-10" b 2" x 4" x 0.045" 8--6- d T 8" d 7'-2" d6' F" b 5'-10" b 5'-4" b 4'-11" b 2" x 5" x 0.062" 10'-8" d 9' 8" d 8'-6" b 7'-7" b 6'-10" b 6'-3" b 5'-9' b 2" x 7" x 0.062" 17'-5" d 15'-10" d 14'-8" d 13'-10" d 13'-1" d 12'-7- 7111-11- b 19' 8" d 1T'-10" d 16'-7" d 15'-7" d 14'-10' d 14'-1" b 13'-2" b Nntw• I. Thicknesses shown are "nominar industry standard tolerances. No wall thickness shall be less than 0.040". UsinS ceen anel width '1M select upright length 'H'. ove heights do not inGude length of knee brace. Add vertical distanco from upright to center of brace to beam nnection to the above spans for total beam spans. 4. Situ spedfiC engineering required for pool endosures over 30' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fasaa or wall connection. 6. Chair rails of 2" x 2" x 0.044' min. and set 36' in height are designed to be residential guardrails provided tf-ey 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. Max. beam size for 2' x 5" is 2" x 7' x 0.055" x 0.120" 8. Spans maybe interpolated. 9. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. "�_« Lawrence E. Bennett, P.E. FL # 1 ��- 6644 C/VlL &STRUCTURAL ENGINEERING. P.O. Box 214368, South Daytona, FI 32121 Teloghone N: (388) 767-4774 Fax #: (386) 767.6558 Ema p: lebPoiQbo I Isooh.net © COPYRIGHT 2006 PAGE p NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRRTEN PEL-T-qRMISSION OF LAWRENCE E. BENNr, P.E. 1 "U7 II SCREENED NCLOSURES i SECTION 1 Table 1.4120 A11046116- Post! Girt 1 Chair Rail Spans, Header Spans & Upright Heiahts for Secondary Screen' Wall Frame Members Aluminum AIIoy 6063 T'4 For 3 second wind gust at a Voc}ty`of 120 MPH, Exposure "B or an applied load of 15 # / sq. ft. A. Sactlena Aa'u.,tt4"I+"r" rt _ '� 1. Thicknesses shown are 'nominar industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Using screen panel width 1M select girt lengths. 3. Site specific engineering required for pool enclosures over 30' in mean roof height. 4. Span/height 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 are designed to be residential gardrails provided they are attached With min. (3) #10 x 1-112" s.m.s. into the screw bosses and do not exceed 8'-0" o.c. 6. Girt spacing shall not exceed 6-8'. 7. Max. beam size for 2' x 5" is 2" x 7' x 0.055" x 0.120' 8. 2" x 4" & 2" x 5' hollow girts shall be connected w/ an internal or external 1-112" x 1-1/2' x 0.044" angle. 9. Spans/heights may be interpolated. 10. To convert spans/heights to 'C" and "D' exposure categories see exposure multipliers and example on page 1 -ii Lawrence E. Bennett, P.E. FL # 16644 CiViL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone N: (386) 767-4774 Fax 0: (366) 767$556 Email: lebpe @bol isouth, nei I O NOT TO BE REPPAGE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE-TT, P.E. I A -85 N,Trlbuta Load Width W = Upright S cin Hollow Sections 3'-0" 4'-0" x 5'-0" 6'-0^ 7'-0" 8'7 9'-0" Allowabie Height "H" or Span"L" / bending b), deflection 1d 2" x 2" x 0.044" 6'-11" `b 5'-3" b 4'-9" b 4'-4" b T-11" b 3'-8" b 2" x 2" X 0:050" T-5' ` b 5'-10" b 5'3" b 4'-10" b 4'-5" b 4'-2" b 2" x 2" x 0.090" 8'-T d T-4" d 6'-8" b 6'-1" b 5'-8" b 5'-4" b 3" x 2" x 0.045" T-11' b 6'-1" b 5'-5" b 4'-11" W13Y-A b 4'-7" b 4'-3" b 3" X 2" x 0.070" 8'-11"d 7'-3" b 6'-6" b 5'-11" b 5'-7" b 5'-2" b 2" x 3" x 0.045" T-11° d 7'-2" d 6' 6" d 5'-11° b 5'-6" b 5'-2" b 2" X 4" X 0.050" 10'-0'", .b 7'-11" b T-2" b 6'-7' b 6'-1" b 51-8" b 2" X 5" x 0.082" 16'-0"°. b 12'3" b 1i'-2"- b 10'-3- b 9'-7" b s'-11 • b - Tributary Load Width 'W = Upright Spacing Snap Sections 3'-0" 4'-0" , 5'-0" 6'-0" 7'-0" 1 8'-0" 9'-0" Allowable Height "H" or Span "L" / bendingb deflection1d) 2" x 2" x 0,044" 6',3" d 5'-8" d 1 5'-4" 1 d 1 4'.11" 1 d I 4'-0" , b 1 4'-2" 1 b 1 3'-10" lb G. Sections As Horizontals Fastened To Posts Through Side Into Screw Bosses Load Width 'W' = U right Spacing Hollow Sections 3'-0"=W4 5'-0" 6'-0" 7'-0" "H" or Span "L" i ndin (b), deflection d 3" x 2" x 0.045" 8'-11" b ,-T-8': b 1 6'-9" b 6'-1° b 5'-T b 5'-2" b 4'-9" b b T-4" b 6'-8" b 6'-2" b 5'-9" b 2" x 3" x 0:045" 10'-7' b 9 1";,, b I if 8'-1" b T-3° b 6'-8' b 6'-2" b 5'-9" b -8 3208'-10` b b . T-4" b 6'-10" 2" x 5" x 0.062" 1T-11" b '15'-5" b 13'-9" b Tribute Load Width 'W'= Upright S acin Snap Sections 3'-0^ 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" Allowable Height "H" or S an "L" I bending (b), deflection d 2" x 2" x 0.044" .A...-. 8'-5" Idl T-2" b 6'-3" b 5'-7" b 5'-1' b 4'-7" b 1 4'-3' 1 b 1. Thicknesses shown are 'nominar industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Using screen panel width 1M select girt lengths. 3. Site specific engineering required for pool enclosures over 30' in mean roof height. 4. Span/height 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 are designed to be residential gardrails provided they are attached With min. (3) #10 x 1-112" s.m.s. into the screw bosses and do not exceed 8'-0" o.c. 6. Girt spacing shall not exceed 6-8'. 7. Max. beam size for 2' x 5" is 2" x 7' x 0.055" x 0.120' 8. 2" x 4" & 2" x 5' hollow girts shall be connected w/ an internal or external 1-112" x 1-1/2' x 0.044" angle. 9. Spans/heights may be interpolated. 10. To convert spans/heights to 'C" and "D' exposure categories see exposure multipliers and example on page 1 -ii Lawrence E. Bennett, P.E. FL # 16644 CiViL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone N: (386) 767-4774 Fax 0: (366) 767$556 Email: lebpe @bol isouth, nei I O NOT TO BE REPPAGE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE-TT, P.E. I A -85 SECTION I SCREENED E NCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wail Uprights or Beam Splicing Beam/Upright Upright or .y Minlmum Purlin, Girt Notes Minimum Number of Screws Beam Stltchin Post or PosVBeaim _ & Knee Brace Size #8 x'/:' #10x'/:" #12 x'I:" 5ciew;at 24" OC 2 x 4=SMB x 3 SMB orH 2"x 2" 0:044" x Partial Lap -81 6 4 #10 2 x-5 SMB ` TX 3 SMB or H 2" x2' x 0.044" Partial Lap 8 6 4 #8 2 x 6 SMB 2 x 3 SMB or H . 2" x 2' x 0.044" Partial Lap 10 8 6 #10 .Full La 14 12 .10 #12 2x8SMB-• 2xSSMBorH 2°x3'x0044" Full Lap 16 14 12 #14 Full Lap 18 16 14 #14" 2 x 9 SMB' 2 x 7 SMB 2' x 4' x 0.050" Full Lap 20 18 16 74" 2 x 10 SMB 2 x 8 SMB 2° x 5" x 0.050" Full Lap 1 20 18 16 #14" Screw Size Minimum Distance and Sip cing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size - Thickness #8 5116° 5/8" 2" x 7" x 0.055" x 0.120 0,063' #10 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 0.125' #12 1/2' 1" 2" x 9" x 0.072" x 0.224" 0.125' #14 or 1/4" 3/4" 1-1/2" 2" x 9" x 0.082" x 0..306" 0.190' 5/16" 7/8" 1-3/4" 2" x 10" x 0.092" x 0.369" 0.250" 3/8" 1 2" ' 0.082" wall thickness, 0.310" flange thickness " (1) Stitching screw at 16" O.C. max. Connection Example: 2' x 7" beam & 2" x 5" at beam & gusset plate, (14) #8 x 1/2" sms & upright & gusset plate (14) #8 x 112" sms ea. side of beam & upright. Note: 1. Connection of 2"x 6" to 2"x 4" shall use a full lap cut or 1116" gusset plate. 2. For beam splice connections the number of screws shown is the total for each splice with 112 the screws on each side of the cut. 3. The number of screws is based on the maximum allowable moment of the beam. 4. 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 112 per side. 5. Hollow splice connections can be made provided the connection is approved by the engineer. 6. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws the cut. on each side of 7. 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. 8. For minimum girt size read upright size as a beam and is pudin size minimum girt size. (i.e. 2"x 9" x 0.072" x 0.224" s.m.b. w/ 2" x 6" x 0.050 x 0.120" s.m.b. upright requires a 2" x 3" x 0.045" girt / chair rail.) Lawrence E. Bennett, P.E. FL # 16644 L lEv li=1Um CIVIL & STRUCTURAL ENGINEERING P.O. Box CITY oF 214368, South Daytona, FI 32121 �' Telephone H: (386) 787.4774 Fax #: (386) 7676556 Email; Iabp00bslKouth.M PAGE © COPYRIGHT 2006 1-94 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. Table 1.7 Minimum Size Screen Enclosure Knee Braces I' and Anchoring Required lumint Extra Brace Len stop Anchorin S tem 0'`- 2'-0" 2' x 2" x 0.044" 2' H-Channal With 3 #10 x 112 each I of channel To 6'-0" 2" x 4 x 0.044" x 0.125" 2" I Whannel With 4 #10 x 112a ea e o anne Knee brace length shall be: the horizontal and vertical length Q a 45" angle from the center of the connection to the face of the beam or upright. Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-40 shall be used for transom wall to host structure attachment when knee brace length exceeds 6-0". Table 1.8 K -Bracing Fastening Schedule �— 11u, it Wa„ w,uum when oetermining 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. y 0�fC[i Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214366, South Daytona. FI 32121 Telephone #: (366) 767.4774 Fax #: (386) 767.6556 Email: lebpeCbeltsouth.net © COPYRIGHT 2000 ' PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. q 1 -95 Number of #10 x 314" S.M.S. Required Maximum Wail Wldth = Corner Post @ Top Diagonals ( per End Intermediate Post @ Chair RailcQ Comer 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 1 5 8 3 3 60'-0" 6 7 12 3 3 �— 11u, it Wa„ w,uum when oetermining 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. y 0�fC[i Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214366, South Daytona. FI 32121 Telephone #: (366) 767.4774 Fax #: (386) 767.6556 Email: lebpeCbeltsouth.net © COPYRIGHT 2000 ' PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. q 1 -95 2" x 6" SELF MATING BEAM 1" x 2" OPEN BACK 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. O o I ALTERNATE FLAT ROOF 'r SELECT FASTENER SIZE, ATTACH 2" x 2" PURLINS TO -- NUMBER AND PATTERN SELF MATING BEAMS W/ (2) ; (SEE TABLE 1.6 & 9.5A OR 9.58' #10 x 1-1/2" S.M.S. INTO SCREW BOSSES2" x 3" HOLLOW OR SNAP 9 SECTION i SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP SCALE: 3" = 1'-0" PLANS HE. Lawrence E. Bennett, P.E. FL # 16644 gwp [��J� CIVIL & STRUCTURAL ENGINEERING CITY.. , '^�" P.O. Box 214368, South Daytona, R 32121 Tolo0iono 11: (386)767-.4774 Fax d: (38.4)767 6556 Emad: Iobpogbolisouth rx l © COPYRIGHT 2000 PAGE Q NOT TO BE REPROCUCED IN WHOLE Oil IN PAJIT WIT}LOUT THC WRITTEN P[.RMISSION OF LAIAMENCE E. DE4NET1. P E �`� TRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 318"= l'-0" 2" S.M.S. OR LAG SCREWS 2" x EACH E AND Q 1/2 (2 ,ECEIVING EE SECTION 9 S) VCE FROM FASCIA RUCTURE(SEE SCREW PATTERNS MAY VARY ALTERNATE CUTOFF BEAM & '(SEE TABLES OR NOTES FOR CAP W/ RECEIVING CHANNEL SIZE AND NUMBER OF SCREWS) - ALTERNATE FLAT BEAM SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED rIITTFP SCALE: 3"= V-0' Lawrence E. Bennett, P.E. FL # 16644 �PL ANSI CIVIL & STRUCTURAL ENGINEERINGIn r P.O. Box 214368i South baylons, R 32121 CMV OF Talnplwne 0: (380) 707.4774 Fax 0: (388) 7674550 Email: IobpoQboWsouth. not PAGE �8 �f d ® COPYRIGHT 2006 `-24 NOT TO BE REPRODUCEO IN MiG E OR IN PART INN I HOUT IHE WRITTEN PLRMISSION OF LAWRENCE E. BENNETT, P.L. K.t:° R SECTION 1 SCREENED ENCLOSURES 00 00 00 Go LENG OF j KNEE BRA E i I I �O HOST STRUCTURE 1— ROOFING \ i (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) - -i 2" STRAP - LOCATE AND 00 FASTEN PER STRAP LOCATION DETAIL PAGE 1-24 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS 411 � I i 1Nf- i O +- SUPER OR 0 EXTRUDED MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL (SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER P,IS�AOR _T NSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING" P.O. Bax V4368. South Daytona, F132121 Telnptwno N: (300) 707-4774 Fax 4: (308) 787 -CW) eNTY att Emall: bbp*<Mballsoul iro PAGE A 32 © COPYRIOM 2008 t _ N01'TO BE REPRODUCED iN Yn!Ci [ CR 114 P!v?T `NI rHOUT THE WRRTEN PCWMSS1ON OF LAWRENCE E. BENNETT, P.E. a J W w zZx BEAM - SCREEN ROOF 4 g > _ 0.050" H -CHANNEL Cr U OR GUSSETS lij 4Y± I SCREENED ENCLOSURES 00 00 00 Go LENG OF j KNEE BRA E i I I �O HOST STRUCTURE 1— ROOFING \ i (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) - -i 2" STRAP - LOCATE AND 00 FASTEN PER STRAP LOCATION DETAIL PAGE 1-24 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS 411 � I i 1Nf- i O +- SUPER OR 0 EXTRUDED MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL (SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER P,IS�AOR _T NSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING" P.O. Bax V4368. South Daytona, F132121 Telnptwno N: (300) 707-4774 Fax 4: (308) 787 -CW) eNTY att Emall: bbp*<Mballsoul iro PAGE A 32 © COPYRIOM 2008 t _ N01'TO BE REPRODUCED iN Yn!Ci [ CR 114 P!v?T `NI rHOUT THE WRRTEN PCWMSS1ON OF LAWRENCE E. BENNETT, P.E. HEADER UULUMN DIAGONAL PURLIN WIND BRACE CONNECTION DETAIL SCALE: 3'= V-0" NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panels from host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind bracing. 2. Cut brace parts with min. 12" lap of larger and smaller brace. 3. Cut receiving channel with angle. Lawrence E. Bennett, P.E. FL# 16644 tqN�q� ,� r R n CIVIL & STRUCTURAL ENGINEERING hf q t1'a. i — P.O. Box 214368, South Daylona, F132121 . TeIep no N: (386) 7674774 Fax N: (336) 767 -WA Ernatl: Iobpo(0oll5ouUi ,<,t © COPYRIOHT 2000PAGE NOT TO BE REPRODUCED IN YIHOt.E OR III PARI WITHOUT THE YIRITTEN PEILdISSK)N OF LAY,RENCE E. UENNUl-, P E 1-45 SECTIO 1' PANELS /ELEMENTS UNBRACED BY HOST STRUCTURETO'BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST A STRUCTURE CONNECTION BEAMS AND / OR PURLINS ELLMLN 16 bKACED BY DIAGONALS ALTERNATE BRACING — — — PATTERN, CORNER BRACES STILL REQUIRED CABLE OR K -BRACING (IN WALLS) / \ i z ZAJ 0_ Q 0 / Um m i i EXAMPLE OF ALTERNATING Ll BRACE POSITION CABLE OR < TYPICAL LAYOUT CABLE OR K -BRACING BEAMSORPURLINSK-BRACING (IN WALLS) (IN WALLS) ADDITIONAL ROOF BRACING IS REQUIRED FOR ALL SIDE EACH DIAGONAL TO BE WALLS LARGER THAN 4 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) PANELS. NUMBER OF PANELS MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) SHOULD BE EVEN TO PERMIT AT CORNERS (IYP.) POSITION OF BRACES ALTERNATING (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 318" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 j A T CIVIL & STRUCTURAL ENGINEERING LA" p' � P.O. Box 214388, south Daylong. R 32121 [� Toleph"w 0: (300) 7874774 Fax 0: (380) 707-6550 CM OF Eman: MpoQWI Ldh.not PAOt? © COPYRlONT 200E 1-4 NOT TO BE REPRODUCED IN MOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNm, P E. HOST STRUCTURE TYPICAL LAYOUT BEAMS OR PURLINS WIND BRACING PATTERN TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4 SCALE: 3116"= V-0" HOST STRUCTURE i _ cn ELI—Tz O M g� I Qcr- O U to d � Q m W LN ----... . TYPICAL LAYOUT BEAMS OR PURLINS WIND BRACING PATTERN TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4 SCALE: 3/16"= V-0" _ Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone It: (386) 767-4774 Fax N: (366) 767-6556 (�� W! � Email: Iohpe(MbollwNh rc4 tom, f(9)C0:PYRlGKT 2006 PAGEqq TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P E. 1-49 SECTION 1 SCR,REENED. 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 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 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE `* 3/32" 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 apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. 4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall be even and position shall be alternating. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214388, SoNh Daytona, F1 32121 Taleplwno N: (388) 787-4774 Fax #: (388) 707.65W Ernall: tobpe(DbollsaAh.net PAGE_ © coPyRaNT zoos 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. P 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 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 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE `* 3/32" 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 apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. 4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall be even and position shall be alternating. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214388, SoNh Daytona, F1 32121 Taleplwno N: (388) 787-4774 Fax #: (388) 707.65W Ernall: tobpe(DbollsaAh.net PAGE_ © coPyRaNT zoos 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES i) #10 S.M.S. (MIN. x 1-1/2" x 8" FLAT E 125" PLATE OUT C 45° ANGLE LT OR TURNBUCk CABLE TENSION -ESS STEEL (SEE RIMETER FRAMIt MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SECT EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) #10 x 3/4" S.M.S. EACH SIDE FOR CABLES SCALE: 3"= l'-0" A ALTERNATE: USE (1) 1/4" x 1-1/41 WASHER EACH SII FRAME MEMBER MIN. (2) CLAMPS F (TYP.) MIN. 1/4" EYE BOL CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION- nFTAII 1 SCALE: 3" = l'-0" r- 04 eR.Am _ �� Lawrence E. Bennett, P.E. FL ��, CIVIL & STRUCTURAL ENGINEE P.O. Box 214368, South Daytona• R 3212' Tolcphono H: (586) 767-4774 Fax N: (386) 76 Eman: bbLxr{QC ilv�ulh ret © CDPYRIONT 2006 NOT TO BE REPRODOCEO IN ViHCi.E OR IN P vaT vn IIIOUT THE WRIT -TEN PEWAISSK>N OF LAwftE9NCE E BENNLTT• P E ON I It ,FENDER :jE OF SQUIRED i*. WELD EYE # 16644 ?ING AGE SCREENED ENCLOSURES S.S. CABLE @ 40" TO 60° MAX. ANGLE TO SLAB -- ---� CABLE CLAMP - (SEE TABLE) NOTE: SEE PAGE 1-50 FOR NUMBER OF CABLES REQUIRED 3-1/2" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x 0.125" ANGLE SECT{p 2" x 2"x 0.125" ANGLE a 2-1/4'x 1-1/2" CONCRETE ANCHORS (MIN.) "MIN. 3-3/4" ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2"x 0.125" ANGLE DISTANCE FROM EDGE OF �V SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 213 SCALE: 3"= V-0" SELECT ANCHOR FROM TABLE MIN. SHEAR 607# FOR "CABLE AND 594# FOR 1/8" ;LE, FOR 3/32" CABLE (1) x 1-1/2" CONCRETE ,HOR (MIN.) @ 5d MIN. 5-1/2" (6" NOMINAL) \ ✓ i SLAB (MIN.) % -- S 5d (MIN.) tiJ � Q � \� 2500 P.S.I. CONCRETE --_--_.___________.-_______ 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: X= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING / N�I� tea,,��7 l MP.O. Box 274368, South Da7nona, F1 32121 �n1 a (��®�A�(/C� rum, 1� Pi��•'' � 1Si��1 Tobphono N: (386) 767.4774 Fax 9: (306) 70-6-556 Emau: W)po@Wlsouth.ro © COPYRIOITT 2000 PAGE r NOT TO BE REPRODUCED INYMOLE OR IN PART WIMOUT THF WRITTEN PERlASSION OF �A'/vRENCE E. EIENN -1 P E. 1 -J3 IA V SCREENED ENCLOSURES PURLIN OR CHAIR RAIL TTACHED TO BEAM OR POST // INTERNAL OR EXTERNAL'L' CLIP OR'U' CHANNEL Wl MIN. (4) #10 S.M.S. PURLIN, GIRT, OR CHAIR RAIL SECTION 1 SCREW BOSSES SNAP OR SELF MATING BEAMS ONLY SNAP,OR SELF MATING BEAM ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 3"= 1'-0" O FOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES r,J OFT PURLINS N HE CONNECTION ON MUSTBE STRAPPED FROM GIRT O POST WTS IF THE SCREW HEADS ARE ITH T{OUTSIDE H 0.0 0 x1 3/4" x 4" STRAP AND (4) 910 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. �� Lawrence E. Bennett, P.E. FL # 16644 LAMS CIVIL & STRUCTURAL ENGINEERING W) 5? W: P.O. Box 214368, Soudi Daytona, Fl 32121 t�1 •' Tobpl�ona H: (386)767.4774 .Fax V(386) 767-65M Emal- Iobpe(Qbolli)outhnot © COPYRIGHT 2000 PAGE CLQ NOT 1'0 BE REPRODUCED IN WHOLE OH uT P/v'tT 4YIIHCUT ME WRITTEN PERMISSION OF LAWRENCE_ E. BENNEI"T. P E 1 '�+J SECTION 1 SCREENED ENCLOSURES ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT 1/8"x 2" x 1-3/4" INTERIOR i ----I SCREEN ( U -CLIP OF EITHER 6005 T-5 I ALLOY OR BREAK FORMED 'd' VARIES PRIMARY 2" x 2" x 0.063" ANGLE 5052 H-32 OR 34 ALLOY . 4" SHOWN) EACH SIDE 2-3/8" BRICK PAVERS ® 01 #10 x 3/4" S.M.S. EACH SIDE THIN SET BE-TWEEN I I (SEE SCHEDULE PAGE 1-65) CONCRETE AND PAVERS I ® 1" x 2" O.B. BASE PLATE (TYP.) 5d* MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB CONCRETE ANCHOR BOLT 0 •5d DISTANCE (SEE SCHEDULE PAGE 1-65)1/4* 1-114• ? d n 2500 P.S.I. CONCRETE 3/8" 1-718' GRADE NOTE: DETAIL ILLUSTRATES! i _ __ 1-1/4" (MIN.) CONCRETE TYP,IC4 2"X 4" S.M.B. i I ANCHOR EMBEDMENT COLUMN CONNECTION 2" (MIN.) (MIN.) 5d SIDE VIEW PRIMARY 2"x 2" ANGLE (SEE SECTION 9) _ TYPICAL SELF MATING OR SNAP SECTION CONCRETE ANCHOR THRU PRIMARY ANGLE (2) 410 x 3/4" S.M.S. EACH SIDE 1" x 2" BASE PLATE (TYP.) - `� `�-- CONCRETE ANCHORS -------- -� _ __ ;-:.4- @ 24" O.C. I I I I — t 2-318' BRICK PAVERS MAX. SPACING 24" O.C. THIN SET BETWEEN -- 6" (MAX.)------ - ----- - --- - CONCRETE LAYERS FOR [30TH SIDES 2500 P.S.I. CONCRETE -- FRONT VIEW 1-1/4" (MIN.) CONCRETE ANCHOR EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER 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 & STRUCTURAL ENGINEERING �j � �° v T P.O. Box 214388. Sash Daylorm. R 32121 �@yp oIWh is (308) 787-4774 Fax tl: (388) 787$558 g k? OF Email: W"ot>oasouth.not PAGE C ® COPYRIGHT 2w8 1-62 NOT TO BE REPROOUCED IN WHOCF_ OR IN PART WITHOUT THE WRITTEN PERMISSION Of tAriTIENCE C. 130NNETT. P C. F - SECTION 1 SCREEN SCREENED ENCLOSURES 'd' VARIES I, 4" SHOWN 1" x 2" O.B. BASE PLATE (TYP) C— SECONDARY 2" x (D - 2 ") x 0.063" ANGLE I EACH SIDE OF COLUMN W/ 410 -----� S.M.S. (SEE SCHEDULE NEXT PAGE) CONCRETE ANCHOR e (SEE SCHEDULE PAGE 65) e . NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION 2" 5d (MIN.) (MIN.) hft\r ° ff.-- ® 0 SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL - SCREWS INTO SCREW BOSSES —( n . a ° a d NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 --- 6" (MAX.) - 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE #10 x 314" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5dk MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 1 ` 5d DISTANCEml-VT I 114" 1-114" 318° 1-718" GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT 2500 P.S.I. CONCRETE OR ALTERNATE 2" x _ WOOD DECK TYPICAL S.M. OR SNAP SECTION COLUMN #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE PAGE 1-65) PRIMARY 2"x 2"X 0.063" ANGLE 1"x 2" BASE PLATE (TYP.) 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT 6" (MAX.) - - ---- --- -- - - ---- - . MAX. SPACING 24' O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SLAP SECTION POST TO DECK DETAILS SCALE: 3" = V-0" NOTE: 1. FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 2. PREDRILL PAVERS W/ MIN. 1/4" MASONRY BIT. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING�' � EV ����i L P.O. Box 214366, South Daytona, FI 32121 Tobpiwno 0: (386) 767.4774 Fax 4: (366) 7678566 ( F Emau: Iobpo(ybeosoteh.not C u ` `� �J PAGE Q COPYRIGHT 2000 1'� NOT TO BE RE•PROOUCED IN VAK LE OR IN PART WITHOUT ME WRIT -TEN PERA11_SSION OF tAWTtENCL G. EiE NP:FIT, F. 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 a EACH POST FROM POST TO FOOTING W/ (2) #10 x 314" 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 WALLS 1" PER FT. MAX. FOR !` 2'-0" MIN. BEFORE SLOPE SCALE: 314" = 1'-0" 2) #3 BAR CONT. OR 3-1/2" (TYP. (1) #5 BAR CONT. ALL SLABS) TYPE FLAT SLOPE / NO FOOTING 0-2" 112" Notes for all foundation types: co j TYPE II MODERATE SLOPE FOOTING 2"/ 12"- 1'-10" (1) 45 BAR CONT. 3 43 BAR CONT. OR 1 ° --- V -0 - TYPE III STEEP SLOPE FOOTING > 1'-10" 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified prior to placing slab by field soil test (soil penetrometer) or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots and compacted prior to placement of concrete. 3. No footing is required except when addressing erosion until the slab width in the direction of the primary beams exceeds the span per table on page 1-69, then a type II slab is required under the load bearing wall only unless the side wall exceeds 16' in height or the enclosure is in a "C" exposure catagory in which case a type II footing is required. 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, InForce- e3- (Formerly Fiber -mesh MD) per manufacturer's specification may be used in lieu of wire mesh. All slabs / footings shall be allowed to cure for 7 days before installing anchors. 5. If local codes require a minimum footing use Type II footing or footing section required by local code. Local codes govern. SLAB -FOOTING DETAILS SCALE: 314" = 1'-0" PLANS C Q COPYRIGHT 2006 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214360, South Daytona, x-132121 Telephono It: (386) 767-4774 Fax 9: (366) 7137-6556 Email: let mowlsoulh ,xi PAGE NOT TO BE REPROOUCED IN WHOLE OR IN PART WITHOUT TFIF YvSiiT-i EN P1:RWSSION O(' LAWRENCE E. BE-NNETT. P E. 1 1-71 SCREENED ENCLOSURES 1" x 2" EXTRUSION ANCHOR r0 CONCRETE W/ CONCRETE kNCHORS OR THRU PRIMARY NNGLE 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. ,ELECT 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 SECTION 1 POST SIZE 2" x 4" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL 1" x 2" EXTRUSION ANCHOR TO C,ON,C. 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. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. SCALE: 3"= V-0" 2" x 2", 2" x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTC 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"= V-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REOUIRFMF:NTS General Notes and Specifications: I. 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 OFT USE: 1/2 x 1T-11' x Tx 104/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. 4. For attachment to wood deck (min. 2" nominal thickness) use wood anchors with details shown above (min. 1-3/8" embedment). N,s Q COPYRIOHT 2906 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona. FI 32121 Tetar:hone N: (386) 7074774 Fax #: (306) 767 G 56 EmaY. bbpc@LQ )lisoutli rut PACE r+OT TO BE REPRODUCED IN •,'1ilOtE Ott :N PARr 'rlITHCUT 111[: r srl r[N EIiMiSS ON OF LA'e,RENCE [ 8EN1+ET r, P E 1 1-61 F I U COPYRIGHT 2000I PAGE & NOT TO BE REPROOUCED 1N''NHOI.E OR IN PART `NIIHOUT THE YlRIT1EN PERMISSION OF 'M2 LAENCF E. BCNNEI-T. P E. 1 ^65 �. SCREENED ENCLOSURES SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS CONCRETE DECK EDGE 2" x 2" PRIMARY ANGLE SCREEN ' ABSOLUTE MINIMUM EDGE _ OF CONCRETE TO C.O. VARIES { 1" I FASTENER = 5d 5d (MIN.)*; �- — — — A' _ .y fJ 41� 2-1/2" (MIN.) — — — —B— SECONDARY 2" x 2" x 0.063" 5d ANGLE (SEE SECONDARY — ® _ ANGLE ANCHOR SCHEDULE 1"x 2" O.B. BASE PLATE (TYP.) — AND SECTION 9) ##10 x 3/4" S.M.S. (TYP.) CONCRETE ANCHORS INTO PRIMARY �. JARY " 2 x S.M.B. COLUMN B ANGL MIN. EDGE DISTANCE & O.C. ANCHOR SPACING S.M.S. STITCHING SCREWS ANCHOR ALUM. WOOD CONC. @ 24" O.C. FOR S.M.B. 2-112d 4d 5d (SEE TABLE 1.6 FOR SIZE) 114' 518 1' 1-1/4' 5116" 25/32' --1-j —14" 1-9116' 3; 15116• 1-112" 1-7/6• TOP VIEW POST TO DECK DETAIL SCALE: 3"= V-0" Primary and Secondary Anchor Schedule Column Seconda An to Maximum Number and Spacin Anchors Size Angle Number of Anchors 1/4" 5/16" 113^ Lon th "L" 1/4" 15116" 318" # "A" "B" "C" "A" ,.B" C. 'C'., 2 x 4 2" 4 4 4 2 x 5 3' 4_ 4 1• 1' 1' 4 4 4 2 x 6 4" 4 4 4 4 1" 1-112" - 4 2 x 7 5' 6 4 4 4 1" 2' - 4 6 1° 518' 1-718'1 4 2 x 8 6" 6 4 4 6 i 1" 518" 2-318' 1 4 2 x 9 7" 6 6 4 2 x 10 8" 8 6 1" 518' 2-718' 6 1" 13/16' 2-718' 4 i' 3 12" 6 6 8 1' 518' 2' 6 1' 13!16" 3-3/16 6 1' 314' 3-114" Example: Calculate the number of anchors required: 1.5 x beam span ! 2 x beam spacing x roof Yind pressure (PSF) = total #; if 1.5 x 30'12 x 6' x 10 PSF = = 135011 and 1/4"x 1/4" Tapcon in tension @ 5d = 427# / ea. (see table 9.1) then 1350f1 / 427111 ea. = 3.16 ea. use (3) ea., secondary angle not required Actual Edge Distance Examplo: From edgo of concrete to fastener = 2'/ d4i. of 0.25° = 8d Noto: For attachment to wood deck substitute Rood fasteners for concrete fasteners & calculate the required number of fasteners using tables from section 9. Lawrence E. Bennett, P.E. FL # 16644 PLAINS REV CIVIL& STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 T��y�3' tt + b l!�'`' Tolophone N: (386) 767-4774 Fax C: (306) 767-66J1 g�� 11 `i.e " % ^. t°i Emal: bbpo@bolks .ml I U COPYRIGHT 2000I PAGE & NOT TO BE REPROOUCED 1N''NHOI.E OR IN PART `NIIHOUT THE YlRIT1EN PERMISSION OF 'M2 LAENCF E. BCNNEI-T. P E. 1 ^65