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HomeMy WebLinkAbout211 Academy CtRECEIVED CITY OF SANFORD PERMIT APPLICATION 21 Application 4: (�1plQ� Submittal Date: _ JUL ®9,17 Job Address: � e, acA =_ �/_� �_ --Value of#Work Parcel iD: 7S — j kl � — 5 f 3-- 0M —ll'�"LSt0)Zonin : Historic District: Description of Work: S (�1��u 1 �1 Y�I��U � L � �2 X 3� Square Footage: ........................................................... ..................................�i d �• .............. Permit Type: Building [� Electrical ❑ Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool •❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical Residential lad' Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures __ 11 of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets ___ Plumbing Repair —Residential ❑ Commercial ❑ Occupancy Type: Residential R( Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: N of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) .....................`.+..................................................................................................... Property Owner: V� 1 V �� Contractor: A 1 Address American Aluminum & Window, Inc. ddress: JIM I AA ,'VV �.rr qq Sanford, FL 32773 ��+ n� //• r �—�j Phone: E-mail: 1. _ Pilo neT01—tg '"Ut$te License Number: SW(3J� f 1_ Bonding Company: Address: Mortgage Lender Address: Architect/Engineer: L. E. Wnn/e f t, Phone: 3$Pr /�67.."_'_7��7T1_ Address: R ()— UO� 2-1.413 to 8 S. Da 9f0� r,3p212-1/� 407-102r-0161-mail: � pp. Fax: 5-9&- —S+7 - 66 Plan Review Contact Person: 1 � � k OR -P) Phone: 401— O00—O c: 407 102r-016 -mail: kba Application is hereby made to obtain a permit to do die 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. 1 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 RESULTIN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IP YOU INTEND TO OBTAIN FINANCING: CONSULT W IT14 YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. AcceAgn v rification that I will f he oHmer of the property of the requirements of Florida Lien Law, FS 713. 61 c,o � Owner/Agent Date4 �� SignaturUf Contractor/Age Date L�e wl�t 6u4nt's,N ne Print Contractor/Agent's Name `y LP - 21— U 2 Q1 Dwyer/Agent is V Produced 16 KATHY LEE MY COMMISSION #DD619644 EXPIRES: DEC 04, 2010 Bonded.through 1 st State Insurance y Known to rve or APPROVALS: ZONING: UTIL Special Conditions: Rev 02/2007 Date Signature Notary -State of Florida Date FD: KELLY MORROW MY COMMISSION # DD493178 EXPIRES: Nov. 21,2009 _ r Produced ID ENG: BLDG:VAT- ' ;ra 00 _A Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 http://www.scpati.org/web/re web.seminole county titic'fi"AKC' L=!-' —� - - - Ill., 14 13 12 1,J 18 4. . DAVID JOHNSON, CFA, ASA tl#kmvr K ffikvr 19 PROPERTY 51 &289oA- 2 I $9 " APPRAISER 49 47 .: SEMINOLE COUNTY FL. 1a .• 46 da _ 21 21.4 1101E. FIRST ST 20 db SA14FORD, FL 32771-1468 21 44 23 407-665-7506 a 9 a '= 3 8900-0000 - 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 35-19-30-523-0000-0460 Number of Buildings: 1 Owner: WHITBY EARNEST & LEVATHER K Depreciated Bldg Value: $137,543 Mailing Address: 211 ACADEMY CT Depreciated EXFT Value: $5,744 City,State,ZipCode: SANFORD FL 32771 Land Value (Market): $22,400 Property Address: 211 ACADEMY CT SANFORD 32771 Land Value Ag: $0 Subdivision Name: ACADEMY MANOR UNIT 02 Just/Market Value: $165,687 Tax District: S1-SANFORD Assessed Value (SOH): $85,832 Exemptions: 00 -HOMESTEAD (1994) Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $60,832 Tax Estimator 2006 VALUE SUMMARY SALES Tax Amount(without SOH): $2,411 Deed Date Book Page Amount Vac/Imp Qualified 2006 Tax Bill Amount: $1,156 WARRANTY DEED 01/1974 01012 0697 $22,000 Improved Yes Save Our Homes (SOH) Savings: $1,255 2006 Taxable Value: $58739 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value LEG LOT 46 ACADEMY MANOR UNIT 2 PB LOT 0 0 1.000 22,400.00 $22,400 16 PG 24 BUILDING INFORMATION Bid Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost New Num 1 SINGLY 1974 6 1,661 2,275 1,901 BUCK $137.543 $161,341 Appendage / Sqft OPEN PORCH FINISHED / 18 Appendage I Sgft SCREEN PORCH UNFINISHE=D / 272 Appendage t Sqft UTILITY FINISHED 184 Appendage I Sqft BASE SEMI FINISHED 1240 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished. Base Semi Finshed EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New POOL GUNITE 1985 450 $4,050 $9,000 COOL DECK PATIO 1985 306 $482 $1,071 SCREEN ENCLOSURE 1985 1.515 $1,212 $3,030 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recent!y purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpati.org/web/re web.seminole county titic'fi"AKC' L=!-' —� - - - �5��� � � �4JGG\ `���` j1, Vet'. I hereby and appoint of American Aluminum &Window,`Inc. To be my lawful attorney in fact to act forme and apply to SO Building Dept. for a Screen permit for work to be performed at a location described As: Section: Township: Range: Block: Lot No. Subdivision: aCadem `J m a nuP.— Address.. ' \ V Cil V L L4 City: SCS- M State: �Vy�11-fib L- For the following Owner: u,: 32'11 And to sign my name and do all things necessary to this appointment. Leonard J. Breehl, SCC056737 Name of Certified Contractor, License Number Signature of Certified Acknowledged: Sworn to and subscribed before me this uC� Day of 1 A.D. 2007 (Seal) KATHY LEE ./R....UB i. MY COMMISSION #DD619644 EXPIRES: DEC 04, 2010 Bonded through 1 et State Insurance )�Ct4m' lu� - Si ture, Nota Public, State of FL Permit Number Parcel Identification Number PrePazed by: Return to: American Aluminum & Window, Inc. 5245 Tower Way Sanford, FL 32773 NOTICE OF COMMINCENIENT i iii a a' ii ui a �0i ii ins ii toi u �N a giLi usi MARYANNE MORSE, CLERK Or CIRCUIT COURT ,9EMINOL'E COUNTY BK 06751 Pg 0901; (Ipg) CLERK'S # 2007099501 RECORDED 07/09/2007 0105j14 PM RECORDIN8 FEES 10.00 RECORDED BY L McKinley -- CERTIFIED COPY MARYANNE MORSE CLERK 7F CIRCUIT COURT SEM - OUNTY, FLORIDA -MPUTYIjWRK State of County of The undersigned hereby gives notice that improvement(s) will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property (legal description of the property, and street address if available) ! a cacie.n,) 2. General description of improvements) (,?tm osul 3. Owner information . Name `�1� 1i�- , Ea -n> Fax Number Telephone Number Address .1 f AA , Interest in Property: 4. Fee Simple tle older (i other an the owner shown above) Name., Telephone Number Address Fax Number Contractor Aluminum & Window, Inc. Telephone Number Name American 5245 Tower Way Fax Number 41',;1 -- Address ,� �• ' ��� '_7L ' Sanford, FL 32773 6. Surety (if any) Name Telephone Number Address Fax Number Amount of bond $_ 7. Lender (if any) Telephone Number Name Fax Number Address 8. Persons within the State of Florida designated by Owner upon whom notices or other. documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Telephone Number. Name Address Fax Number 9, In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice Namevided in §713.13(1)(b), Florida Statutes.. Telephone Number Address Fax Number 10. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a diffe nt date is specified): f tore of Owner Tjgte_: per § 713.13 (1) , "owner Date Signe ,� l must sign ...and no one else may be permitted to ,�/ 0, L . # l9 � J� 6''� �" �s' �6 g -® sign in his or her stead." Sworn to and me this /1 day of , 20 -LL— by who is _______personally known to me OR as identification. KATHY LEE �� ti MY COMMISSION #D06196 � 44 _( �� EXPIRES: DEC 04, 2010 . Foam Revised: 4/98 :a Bonded through 1st State Insurance seal must appear below) 9 20071 PkLA �� REVIEWED SANFORD N X 14 N X / C 2 't X N 61' 't X N It X N d X N N X ,Li .19 v 119 .29 .29 M X N 9X2 1 9X2 1 9X2 1 17' 61' 61' 62' 62' v v v X X x X X N N N N 2 3' 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 Ak <. g �) M EX2 Structural plan review is limited to a general survey for code compliance. No review is implied nor was taken to verify structural adequacy Code violations found during inspection are required to be corrected. Plan/permit issuance does not grant approval of a code violation. 2004 BC109.1 • � t FLAT THEREOF AS RECORDED IN PLA OOIC i � PAGE 1, 4 ; 1�TJs�IC RECORDS PF s E� t� 0 L E COUN FLORIDA. , j x� y d� ffjj a A{s Lift- 1� • e •F !ry r: �• Ael UA J .cam`+`•'.'C • ' ' ^.. W � _ ' � �' F: r•m• t iYt �'bPir• � r�j _� �� E 99• 14' AEC,- 5S, lit JZ- 50 IX I IE ! :aLAIs RK"EV s IR D. . ITY SANS t F O U N O A T t O k F i N A '�A.i�3 �Ys z�oa•�. 3ssc_ • CC.K•31ri4lA►Q [:NifAE1 i x.►D _::Ie�%®p�' T ► r 0 � � MIAMI Am4C+ast: L:.slti^.$ Mf iV I HERE. CERT11: THAT THE LkA1'B i OF THE BUILDING, TF E. FINISHED GRADES a1•NU nlE ELEVATION OF -THE IAAILvAGE FACILITIES P TAMING THERETO ARE IN SUBSTANTIAL AGREEUENT WITH THE APPRO ED PLANS ' :1NID.SPECIFICATIONS AND ADEQUATEL;� ACOMPLISH THE QIsJ CTIVES OF � *111E V.A. I•IMIMU4 PROPERW STAND14A Vt 5 RECENTLY4m EYED UNDER ITY DIRECTION. '• t LE � lIS W . ,ROj:IIv SO ,,TR. if R. L. S. #23u3 �, STATE OF FLORIDA i I - - . 1500' ----- II 600' QUADRANT IV I 4Q' I QUADRANT 11 - 600' 600' ---al I . i EXPOSURE I 40' I EXPOSURE I I 600' -1500'-.- -. i I � I QUADRANT III I I 1500' i EXPOSURE I I I I i - -- -- -- -- ----.--.--.-- -- -- J NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE SCALE: 1" = 800' USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D' EXPOSURE. 'C'OR'D' EXPOSURE IN ANY QUADRANT MAKE THE SITE THAT EXPOSURE. EXPOSURE C: 1. OPEN TERRAIN FOR MORE THAN 1,500 FEET IN ANY QUADRANT. 2. ANY 'C'EXPOSURE FOR GREATER THAN 600 FEET 1N ANY QUADRANT. - 3. NO SHORT TERM CHANGES IN 'B', 2 YEARS BEFORE SITE EVALUATION AND BUILD OUT WITHIN 3 YEARS, SITE WILL BE'B'. 4. FLAT, OPEN COUNTRY, GRASSLANDS, PONDS AND OCEAN OR SHORELINES IN ANY QUADRANT FOR GREATER THAN 1,500 FEET. EXPOSURE D: FLAT, UNOBSTRUCTED AREAS EXPOSED TO WIND FLOWING OVER WATER FOR A DISTANCE OF AT LEAST 1 MILE. . SITE IS EXPOSURE SIGNATU EVALUATED BY. 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 and apply the following formula: Span / Height @ 120 MPH---] N I rr Required Converted or_ MPH p Span /Height (b or d) x (b or d) x (b or d) Wind zone t Multiplier ** ______1 t--- - Exposure Multiplier `* 5. Chair rail & girt size, length, & spacing . , , . (Table 1.4) 6. Eave rail size, length, spacing and stitching of RE: (Table 1.2) A ....... .. ;-OIRD*v A k Must havo attended Engineer's Continuing Educatio g -"� in st o years. Appropriate multiplier from Page 1 -ii and Page b-15. b-1 Des n Check List for Pool Enclosure Page 1 of 4 1. Design Statement: 5} These plans have been designed m accordance with the AlumihUrn Structures Design Manual Lawrence E Bennett and are in com lance with p, by the 2004 Florida 13611 Ing, Code l=drtIon wrth;- , Supple nts, Chapter 20, ASM35 and�The 2000 06 ,s' ar,C, Aluminum Design`Manuai or'D' ;importance Fact' y° Part l -A & 11-A; Ex' osur Negative J.P.C. 0.00; 150 MPH Roof Load & r 100 MPH and 0.77 for 110 MPH and higher, e 3 load; Basic Wind. Pressure 17' H or�MPH Wai! cond ust velocity ' walls: Design pressures are 1 U PSF for roof 14 PSF &`k PSF for . Notes Wind velocity zones and exposure category is determined by local code. Minimum design to Of 10 PSF for all roof loads prevents any conversion of roof loads. Design pressures and ad conversion multipliers are on page 1 -ii. 2. Host Structure Adequacy Statement: have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. �G Phone: '40- to $8 -D(,,D % Contra tor! Authonze Rep*Name ( lease print) % Date: % tractor / Authori Rep* Signature — W nr T all gcc, Job Name Address Note: If the total of beam span & upright height exceeds 45' or upright height exceeds 161, site specific engineering is required. 3• Building Permit Application Package contains the following: ` A. Project name & address on plans Yes No 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 1/10" scale with the following:..... I. 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: — — AII 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 and apply the following formula: Span / Height @ 120 MPH---] N I rr Required Converted or_ MPH p Span /Height (b or d) x (b or d) x (b or d) Wind zone t Multiplier ** ______1 t--- - Exposure Multiplier `* 5. Chair rail & girt size, length, & spacing . , , . (Table 1.4) 6. Eave rail size, length, spacing and stitching of RE: (Table 1.2) A ....... .. ;-OIRD*v A k Must havo attended Engineer's Continuing Educatio g -"� in st o years. Appropriate multiplier from Page 1 -ii and Page b-15. b-1 Total area / (233 ft' / cable for 3/32") = cable pairs TOTAL or Total area / (445 ft' / cable for 1/8") = cable pairs Side wall cable calculation: ft.2 @ 100% = ft.2 b Side wall area / (233 ft.2 / cable for 3/32") = cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = cables) { Design CheckList for Pool Enclosures (Page 2 of 7. Enclosure roof diagonal bracing in plan view.... . t3.\ Knee braces length, location, & size . .:........... / _ .(Table 1.7)--- 9. Wall cables or K -bracing sizes'shown in wall views ......... = 4. Highlight details from the Aluminum Structures Design Manual: Yes No 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 ........................ ............. — _ Chair rail, purlins, &knee braces ...................: . 5. Extruded gutter connections ......... 6. Angle to deck and / or sole plate ............................... _ 7. Anchors go through pavers into concrete ........... _ S. Minimum footing and / or knee wall details .................. . 9. Cable or K- brace details Section t ............ /. 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 Front wall @ eave: ft. x ft. = ft., @ 100% =ft .. ... , 1V iL a Largest side wall: ft. x ft. = ft' @ 50% Total area / (233 ft' / cable for 3/32") = cable pairs TOTAL or Total area / (445 ft' / cable for 1/8") = cable pairs Side wall cable calculation: ft.2 @ 100% = ft.2 b Side wall area / (233 ft.2 / cable for 3/32") = cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = cables) Example 2: Gable Roof Front wall @ eave: ft. x ft. = ft? @ 100% = ...................... ft? W H a ft? Front gable rise*: ft. x 1 /2 (_ft.) = ft? @ '100% = .... ... .. . ..... . ft? R W b ft? Largest side wall: ft. x = ft.2 @ 50%° Largest side wall: ft. x = W H c ft.2 W H c Largest side gable rise*: ft. x ft. = ft? @ 50% = ft? R W d R Total area / (233 ft.2 / cable for 3/32") = = cable pairs TOTAL .......... ft? or ft? Total area / (233 ft.' / cable for 3/32") = Total area / (445 ft.2 / cable for 1/8") = cable pairs or Side wall cable calculation: ft.2 + ft.2 = ft.2 @ 100% = ft.2 C d Side wall cable calculation: ft.2 + Side wall area / (233 ft.' ! cable for 3/32") = cables) c or Side wall area / (233 ft.2 / cable for 3132") Side wall area/ (445 ft.'/ cable for 118") = cable(s) ' or R x W R R x (112) W W H W HOST FRONT SIDE WALL WALL Example 3: Transverse Gable Roof Front wall @ eave: ft. x ft. = ft.2 @ 100% = ft? W H Front gable rise*: ft. x ft. = ft,2 @ 100%....... .. ft? R W b Largest side wall: ft. x = ft.2 @ 50% = ft.2 W H c Largest side gable rise*: ft. x 112 (__ft.) = ft.2 @ 50% _ _ ft? R W d TOTAL = ft? Total area / (233 ft.' / cable for 3/32") = cable pairs _ or Total area / (445 ft.' / cable for 118") = cable pairs Side wall cable calculation: ft.2 + ft.' = ft.2 @ 100% = ft? c d Side wall area / (233 ft.2 / cable for 3132") = cable(s) or Side wall area / (445 ft.2 / cable for 118") = cables) b-3 _, Design Check List for Pool Enclosures (Pace 4of 4 Example 4: Mansard Roof Front wall @ eave: ft. x ft. = ft? @ 100% = 2 a Front mansard rise*: ft. x 1/2(_ft. + ft.) = ft? @ 100%= . ft.2 R W1 W2 b Largest side wall: ft. x = ft.2 @ 50% _ .. ft,2 Largest side mansard rise': ft. x 112L_ft. + %) = ft.2 @ 50% R W1 W2 d = Total area / (233 ft? / cable for 3/32") = cable pairs TOTAL .......... ft? or Total area 1(445 ft? / cable for 1/8") = cable pairs Side wall cable calculation: ft.2 + ft.2 = ft.2 @ 1000/0 = ft.:Z c d Side wall area / (233 ft? / cable for 3132") = cables) or Side wall area 1(445 ft.2 / cable for 118") = cable(s) Example 5: Dome Roof Front dome wall @ eave: 3-7 ft. x __� ft. =3J3 ft. @ 100% _ 3 3 3 ft? W H a Front dome rise: .5-- ft. x 112 7 ft. = 6y•?rft.2 100% _ Lam) @ ..... .. .. � v 7-5— R sR W b Largest side wall: 23 ft. x �7 = ft? @ 50% ft.2 W H C _ Largest side dome rise`: 3• Sft. x ),�>ft. = 10 -S ft? @5o%= Lf4.2S ft.2 R W d TOTAL 5—ft? Total area / (233 ft? / cable for 3132") = cable pairs or Total area / (445 ft? / cable for 118") _ _cable pairs 1 %-2 ti Side wall cable calculation: aO? fl.' + @ 100% c d Side wall area / (233 ft? 1 cable for 3132") = cable(s) or Side wall area / (445 ft? / cable for 118") = _-Lcable(s) Notes: b-4 Section 1 i 3esian''Statement: . 6063-T6 WIN F�anl Comport005-T5 and 606 1.13. General Not a ons or Section a es: SECTION 1 Uniform Loads for Structures with Screen Ronf & Walln Wind Velocitynd MPH ic sure R,14 Roofs Exposure'B' Windward Walls Leeward Walls Roofs Exposure 'C' Windward Walls Leeward Walls 100 3 12 10 5 17 13 110 4 13 9 5 18 14 120 4 15 13 6 21 17 123 16 4.3 15.9 _ . 13.3 6.3 22.2 17.6 130 .. 20 5 18 14 7 25 19 1401 & 2 23 6 21 158 29 23 150 26 7 24 18 9 33 27 wnas per tawo 2002.4 Multlpller3 only apply to members when spans / heights are controlled by wind pressure, not by point load. Conversion Table 1A Wind Zone Conversion Factors for Screen Roof or Wali Frame Members From 120 MPH Wind Zone to Others; Exposure'B' IYOie; Multipliers are for wall loads only. Multipliers only apply to members when spans I heights are controlled by wind pressure, not by point load. Conversion Table 1B Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "13" Roofs Walis Wind. Zone MPH Applied Load #I SF Conversion Factor Applied Load #1 SF Conversion Factor 100 3 1.15 12 1.12 110 4 1.00 13 1.07 120 4 1.00 15 1.00 123 - 1 0.96 15.9 0.97 130 5 0.89 18 0.91 1401 & 2 6 0.82 21 0.85 1 7 0.76 24 0.79 IYOie; Multipliers are for wall loads only. Multipliers only apply to members when spans I heights are controlled by wind pressure, not by point load. Conversion Table 1B Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "13" _ use larger mean roof height of host structure or enclosure Values are from ASCE 7-02 Multipliers only apply to members when spans / heights are controlled by wld ssuro, of IntRE\/.IE\jVED Conversion Example (Convert span for Exposure "B" to "C"): If max span found from span tables for Exposure "B" = 31'-11" - 31.92' and the mean roof height of the structure is 0-15' then multip40 ly span by 0.9 the span for Exposure "C" is 31.92' ' 0.91 = 29.05 29'-1" U H 'ORD.CITY WF SANK0 Lxposure"B" to I.C. Exposure "B" to "D" Mean Roof Height" - Load Conversion Factor Span Multiplier Bending Deflection Load Conversion Factor Span Multiplier Bending Deflection 1.21 0.91 0.94 1.47 0.83 0.88 15' -20' 1.29 0.88 0.92 1.54 0.81 0.87 20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86 25' - 30' --4W 1.40 0.85 0.89 1.66 0.78 0.85 30' 1.37 0.85 0.90 1.61 0.79 0.85 _ use larger mean roof height of host structure or enclosure Values are from ASCE 7-02 Multipliers only apply to members when spans / heights are controlled by wld ssuro, of IntRE\/.IE\jVED Conversion Example (Convert span for Exposure "B" to "C"): If max span found from span tables for Exposure "B" = 31'-11" - 31.92' and the mean roof height of the structure is 0-15' then multip40 ly span by 0.9 the span for Exposure "C" is 31.92' ' 0.91 = 29.05 29'-1" U H 'ORD.CITY WF SANK0 For Wind Zones up to 120 M.P.H., Exposure "B" and Latitudes Below 30°30'-00" North (Jacksonville, FL) Uniform Load = 4 #ISF, a Point Load of 300 #ISF over 1 linear ft. is also considered Snap Sections 3'-0" 4%0" 1 5'-0" 1 6'-0" 1 7'-0" 8'-0" TributaryLoad Width 'W' = Beam S cin Hollow Sections 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 91-0" Allowable Span' I Point Load P or Uniform Load (U), bendin (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" Pb 4'-5" Pb 2" x 2" x 0.050" 5'-2" Pb 5'-2" Pb 5'-2' Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 2" x 2" x 0.090" T-6" Pb T-6" Pb T-6" Pb T-8" Pb T-6" Pb T-0" Pb T-6" Pb 2" x 3" x 0.045" T-7" Pb T-7" Pb T-7" Pb T-7" Pb T-7" Pb T-7" Pb T-7' Pb 2" x 4" x 0.050" 9'-1" Pb 9'-1" Pb 9'-1" Pb W-1" Pb 9'-1" Pb 9'-1" Pb 9'-1' Pb 2" x 5" x 0.082" 20'-5" Pb 20'-5" Pb 20' S" Pb 20' 4" Ud 19' 4" Ud 18' 6" Ud 17'-9" Ud Tributary Load Width W a Beam Spacing Snap Sections 3'-0" 4%0" 1 5'-0" 1 6'-0" 1 7'-0" 8'-0" Allowable S n'L' I Point Load P or Uniform Load (U), ben Ing (b), deflection d 2" x 2" x 0.044" 4'-10" Pd 1 4'-10" Pd 4'-10" Pd 4'-10' 1 Pd 4'-10' Pd 1 4'-10' Pd 4'-10" Pd 2" x 3" x 0.045" 7'-6" 7'-6" Pd 7'dT-0" Pd T-6" Pd 7'-6" . Pd 7'-6' Pd 2" x 4" x 0.045" 10'-8" 10'-8' Pd 10'-8" Pd 10'-8' Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd jPd 22'-2" 22'-2" Pd 22'-2- Pd 21'-5" Ud 20'-5' Ud 19'-6' Ud 18'-9'2" x 7" x 0.062" 26'-8" 26'-8' Pd 25'-9" Ud -24-1-101- 4'-3" Ud 23'-0" Ud 22-0" Ud 21'-2" Ud Note: 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. 3. n 12 me r f r 4. Above spans do not Include length of knee brace.horizontal distance from uorioht to center of brace to beam D. I Boles are Daseo on a maximum wall height of 16' including a 4' max. mansard Or gable. Otherrtlons may o er fer spans wl 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 1-4i. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' m T -O" = 9'-1" plea -se- (Pace �0 eh�losej 4c,"We. ) ni e-'ro�CLveQ VOC use. w'I. (DOGS -TS 400y. Lawrence E. Bennett, P.E. FL # 16644 -S RE' 11EWEl" CIViL & STRUCTURAL ENGINEERING KAN v P.O. Boz 00) 08, Sout4774 Daytona, n 02767 Telephone #: (300) 707-4774 Fax #; (380) 707-6558 Email: IobPeQbol Isouth.net CITY (D F SANFOP"D PAGE © COPYRIGHT 2006 1-74 NOT 1'O BE REPRODUCED IN WHOLE Oil IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Roof Span Interpolation fables 2007 a -{ ueotatoro �r5al�y R. a .o dropped decimals for greater margin of safety 36 37 38 39 40 41 42 43 44 45 46 47 48 3'2 ,,l.3,2 {j312;4x'132* 9. .: 2 x 4 vA18'22� .>tE r 82 8 2. .8.2, 82x5 _ . 22'11 22'11 22'11 2 x 6 22'11. 22'11 22'11 22'11 22'11 22'11' 22'11. 22'11 22'11 22'11 2x7 2T11 2T11 2T11 27'11 27'11 27'11 27'11 27'11 27'11. 27'11 2T11 2711 2711 y 2 x 8 38'6 38'5 38'3 38'1 38' 37'10 37'9 37'8 37'5 37'4 372 37'1 37' i 2 x 9< 44'4 43'11 43'7 43'5 43' 42'9 42'5 42'1 41'9 41'6 41'1 40'10 40'7 2 x 10 55'7 55'2 54'9 54'4 53'11 53'5 53'1 52'7 52'3 51'9 51'5 50'11 50'6 48 49 50 51 52 -3 54 55 56 57 58 59 60 s, , . f:- ; : _ 3`2�t y�i,3"1�'t3'2= 2 x 4131;:.8x2" :. 132 .:132 }r.. _ , :K ,. _ �2, .82 :182 rr12x MIA 2x5 1:8'2 k%t, 8� 2. 1$_.. �. _ E_. _ . 22'11.% 22'11 22'11 22'11.- 22'11 22'11 22'11 22'11 22'11 22'11 22'11 22'11 22'11 27'8. 3 x 7 2T11a.. 2T10 27'10 2T10 27'10 27'9 2T9 27'9 2T9 2T$ 27' 8 27 8 2 x 8 37 36 8 36 6 36 4 36 3510 35 8 35'4 35'2 35' 34'9 34'6 34'4 2x9 40'7 40'3 40' 39'8 39'6 39'4 39'1 38'8 386 38'3 38'1 37'10 37'8 50'6: 502. 4911 497. 49'4 -49' -48'9 48'4 48'1. 47'10 47'6 4T3 46'11 2x'10 �' 60. 61 62 63 64 65 66 67 .. 68 69 70 71 72 „x3'21 ,3231 .z.., 2'l _� '2,: _ ,�.�,18.2�,• .. ,18� �.�1$,2,�; ��:1$:2, ,,.18'2, :ah- 2..� 2 x 6 2` 22'11 22'11 22'11 22'11 22'11 22'11 22'10 22'10 22'10 22'10 22'10 22'10 2 x 7 73 27'6 27'4 2T2 27'1 26'11 26'10 26'9 26'6 26'5 26'3 26'2 26'1 2-x 8 34'x`" 34'2 34' 33'9 33'7 33'5 33'4 33'1 32'11 32'9 327 324 32'3 ' 2 x 9 T 3T5 37'3 37'1 36'11 36'8 36'6 36'4 36'2 35'11 35'9 35'7 35'6 2x-1-0 10 '11 46'8 46'6 46'2 46' 45'9 45'7 45'3 45'1 44'9 44'7 44'4 44'2 ,r i •I `i .i i s 72 73 74 75 76 77 78 79 80 81 82 83 84 132 13 1*2ri132T 3'Z113'2 2 x 4 1'3x2" 2 x 5 M _sa�2z,s 2atzx�sz x . 22'2 221 22 21'11 21'10 21'9 2 x 6 22'10 22'9 22'8 22'7 22'6 22'5 22'3 2 x 7 26'1 25'10 25'9 25'8 25'7 25'6 25'5 25'2 25'1 25' 24'11 24'10 24'9 . 2 x 8 32'3 32'1 32' .31'10 31'8 31'6 31'5 31'4 31'2 31'1 30'10 30'9 30'8 2 x 9 366 35'3 35'1 34'11 34'10 347 34'5 34'4 34'3 34'1 34' 33'9 33'8 2 x 40 44'2 43'11 439 43'7 43'5 43'2 43 42'10 427 42'5 42'3 42'1 42'0 84 85 86 87 88 89 90 91 92 93 94 95 96 2 x 4 i 32 r 32y X13'2` 713 ,, f.:'�3`2 � x��13�2� L �,1:3� � � � 13'277 � '•2-'f 2 x 6 1'9 21'8 21'6 21'5 21'4 21'3 21'3 21'2 21'1 21' 20'10 20'9 20'9 OMYIEFi�4'9 24'8 24'7 24'5 24'2 24'1 24' 23'11 23'9 23'8 23'7 2 x 8 30'8 30'6 30'5 30'3 30'2 30' 29'11 29'10 29'9 29'6 29'5 29'4 29'3 2 x9 33'8 33'6 33'5 33'4 33'1 33' 32'11 32'9 32'8 32'7 32'4 32'3 32'2 2x 10 42'0 41'9 41'7 41'6 41'4 41'1 41' 40'10 40'8 40'7 40'4 40'2 40'Ij - 6 96 97 98 99 100 101 102 103 104 105 106 107 108 �rx X1:312.; A 3'2K� � ��13'2 2 x 4 s.132 r �K1,7'51F1,7.43 17d2k�. 17'2..y 1t71,.`aIG71 2 x 5"1'9 t8`a�1T.�7 1a7F" vY7>6. �Y175 �.� v... 20'4 20'3 20'3 20'1 20' 19'11 19'11 2 x 6 20'9 20'8 20'7 20'6 20'6 20'5 2 x 7 23'7 23'6 23'5 23'4 23'4 23'3 23'2 23' 23' 22'11 22'10 22'9 22'9 29'3 29'2 29'1 29' 28'11 28'9 28'8 2817 28'6 28'5 28'4 28'3 28'1 _ %x ''2 32' 31'11 31'10 31'8 31'7 31'6 31'5 31'4 31'3 31'2 31' 30'11 1 39'11 39'10 39'8 39'6 39'5 39'4 39'2 391 38'10 38'8 387 38'6 i • L8 ji ble arrived at by using the following: ;1Arpolated directly from Sennett table 1,1-120 to find spans for each inch value between whole foot increments 0 tiPlying by 1.13 for 6005-T5 alloy (see section 1 design statement).; i . I Hollow Sections Tributary Load Width W = Purlin Spacing 3'-6" 4'-0" 4'-6" -5'-0" 5'6" 6'-0 Allowable Span '12 1 Point Load' P or Uniform Load (U), bending b ,dlection d 2" x 2" x 0.044" 4'-5' Pb 1 4'-5" Pb 4'-5" 1 Pb 1 4'-5' Pb 4'-5' Pb 1 4'-5" Pb 4'-5' Pb 2" x 2" x 0.050" T-2' Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 2" x 2" x 0.090" 7-4" Pd 7'-4" Pd T-4" -4' Pd 7'•4" Pd T-4" Pd 3" x 2" x 0.045" 5' 8° Pb 5'$" Pb 5'-8" ' 8" Pb 5' 8" Pb 5' 8"Pb 3" x 2" x 0.070" 7-8" Pd T-8" Pd 7-8" lPb*5'-2'Pb-2" -8' Pd 7'-•8" Pd 7'-8" Pd 2" x 3" x 0.045" T-4" Pd 7'-4" Pd 7'-0" -4" Pd 7'-4' Pd T-4' Pd2" x 4" x 0.050" 9'-1' Pb 9'-1" Pb 9'-1" '-1' Pb 9'-1" Pb 9'-1" Pb 2" x 5" x 0.062" 14'-1" Pd 14'-1" Pd 14'-1' Pd 14'-1" Pd 14'-1" Pd 14'-1" Pd 14'-1" Pd Snap Sections Tributary Load Width 'W' = Purlin Spacin 3'-6" 4'-0" 1 4'-6" 1 5'7 5'-6" 16'-0" 6'.8 - '-8"Allowable Span 'L' 1 Point Load P or Uniform Load (U), bending (b), deflection d Am] I ble 2" x 2" x 0.044 4'-11' jPbj 4'-11" Pb 4'-11" Pb 4'-11" jPbj 4'-11* jPbj 4'-11" jPbj 4'-11" IPb 24 x 3"x O.W. 7'-3" Pd 7'-3" jPd1 7'-3" jPd 7'-3" jPdj 7'-3' jPdj 7'-3' lPdj 7'-0" jPd 2" x 4" x 0.045" 9'-2' Pd 1 9'-2" 1 Pd 1 9'-2" 1 Pd 9'-2" 1 Pd 1 9'-2' 1 Pd 1 9'-2" 1 Pd 1 9'-2" 1 Pd B. Sections Fastened Through Beam Hollow Sections 1 3'-6" 1 4'-0" X 3" x 0.050" 1011'-6' I Pb 111'-5" 12" x 5" x 0.062" 1 22'4' 1 Pd 1 22'-4" 1 Pd 1 22'-4 1 Pd 1 21.'-7' I Ud 120-11- j Ud 1 20'-4" 1 Ud 1 19'-7. 1 Ud I Notes: 1. Thicknesses shown are 'nominal" 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 wall 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" Hollow Girls shall be connected w/ an internal or external 1-112" 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 with clips with '1M = 5'-0" = 9'-1" IP" (L)UNWe E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, F1 32121 clov Toleptmo It: (386) 767-4774 Fax 0: (386) 7676556 Email: lobpo@bolls .not Q COPYRIGHT 2000 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BE-NNM, P.E. 1 1-77 0 1. Thicknesses shown are "nominar industry standard tolerances. No wall thickness shall be less than 0.040'. 2_tlsinn cG(E�a1 .I v<ririth 1M cwIPM unrinht iPnnth'N' 3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam y. ane speclmc engineenng required for pool enclosures over 30'16- mean roor 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 Q 36" in height are designed to be residential guardrails provided they are attached with min. (3) #10 x 1-112" 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 may be interpolated. 9. To convert spans to "C" and 'D" exposure categories see exposure multipliers and example on page 1 -ii. Plectu_ re�er } 0 enL105�� ��ble Iv1TLrp0�a?G� a 0,4, R_ w 't +k i Z/ty Scrtes Ar,J See- 112,;5r,SiC4G.V'e'+. Bennett, P.E. FL # 16644 TRUCTURAL ENGINEERING P.O. Box 6005- ;5 o-lloy, i 214368, South Daytona, FI 32121 Tolophono N: (386) 767-4T74 Fax M: (386) 767-65W Email: lobpeQboIIwuth.net I O NOT TO E REPPAGE RODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Q Tribute Load Width 'W' = Upright S cin Hollow Sections 3'-0" 4'-0" 5'-0" 6'-0" 1 T-0" 8'-0" Allowable Hei ht "H" I bendin (b), deflection d 2" x 2" x 0.044" 6'-11° b 5'-11" 1 b 5'3" b . 4'-9" b 1 4'-4" 1 b 1 3'-11' b 2" x 2" x 0.050" T5" d 6'-7" b 1 5'-10" b 5'-3" b 4'-10" 1 b 1 4'5' b " b 2" x 2" x 0.090" 8'-7" d 7'-9" d 7'-4" d 6'-8" b 6'-1' b 5'-8' b 5' 4" b 2" x 3" x 0.045" 7'-11" d 7'3" d T-2" d 6'-6" d 5'A b 5'-6" b 5'-2" b 2" x 4" x 0.050" 10'-5" b 8'-11" b 7'-11" b T-2" b 6'-7' b 6'-1' b 5' 8" b 2" x 5" x 0.062" 16'-0" b 13'-10" b 12'-3" b 11'-2" b 10'3" b 9'-7" b 8'-11" b Tri - Self Mating Sections 3'-0" 4'-0" 5'-0" 61-0" "' T-0'' 8'-0" 9'-0" Allo e e 2" x 4" x 0.044 x 0.100" 111'-4" d 10'-4" - d 8'-9" b 7'-6" b -11" b 14'-0` d 12'-9" 8,-0" b 2" x 6" x 0.050" x 0.120" 16'-5" d 14'-11- d 13'-4" b 12'-2" b 11'-2" b 10'5' b 9'-10" b 2" x 7" x 0.055" x 0.120" 18'-9" d 16'-3' b 14'-6" b 13'-2" b 12'-2" b 117-4' b 10'-8" b 2" x 8" x 0.072" x 0.224" 23'4` 1'-1" d 19'-7' d 18'5" d 17' 6" d 16'-9" d 2" x 9" x 0.072" x 0.224" 25'5' 3'-1" d 21'-6" d 20'-2" d 19'-2" d 17'-11' 2" x 9" x 0.082" x 0.310" 2T-4' jd24'-1 0" d 23'-0" d 21'-8" d 20'-7"2" x 10" x 0.092" x 0.369" 31'-9" '-10" d 26'-9" d Tributary Load WidthU rt ht Spacing Snap Sections 3'-0" 1 4'-0" 1 5'-0'' 6'-0" 1 7'-0" 8'-0" 9'-0" Allowable HaigIt "H" / ben Ing b ,deflection d 2" x 2" x 0.044" 6'3" d 5'-8" d 5'-4" d 4'-11" d 4'-6' b 4'-2` b T-10" b 2" x 3" x 0.045" 8'-6' d 7'-8" d T-2" d 6'-6" b 5'-10" b 5'-4' b 4'-11" b 2" x 4" x 0.045" 10' 8" d 9'-8° d 8'-6" b 7'-7' b 6'-10' b 6'-3' . b T-9" b 2" x 6" x 0.062" 17'-5" d 15'-10" d 14'-8' d 13'-10' d 13'-1" d 12'-7" d 11'-11' 19'-8' d 17'-10" d 16'-7' d 15'-7" d 14'-10' d 14'-1" b 13'-2' Nb 1. Thicknesses shown are "nominar industry standard tolerances. No wall thickness shall be less than 0.040'. 2_tlsinn cG(E�a1 .I v<ririth 1M cwIPM unrinht iPnnth'N' 3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam y. ane speclmc engineenng required for pool enclosures over 30'16- mean roor 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 Q 36" in height are designed to be residential guardrails provided they are attached with min. (3) #10 x 1-112" 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 may be interpolated. 9. To convert spans to "C" and 'D" exposure categories see exposure multipliers and example on page 1 -ii. Plectu_ re�er } 0 enL105�� ��ble Iv1TLrp0�a?G� a 0,4, R_ w 't +k i Z/ty Scrtes Ar,J See- 112,;5r,SiC4G.V'e'+. Bennett, P.E. FL # 16644 TRUCTURAL ENGINEERING P.O. Box 6005- ;5 o-lloy, i 214368, South Daytona, FI 32121 Tolophono N: (386) 767-4T74 Fax M: (386) 767-65W Email: lobpeQboIIwuth.net I O NOT TO E REPPAGE RODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Q upright height tables 2007 kisrteatecfyforgl8t 4�screen, 36 uroppeu 37 ummiia» ivyiccatc� 38 floQ� 'l..,� 39 40 amu -. 41 42 43 44 45 46 47 48 2 x 4 12'9 12'8 12'8 12'8 127 127 127 12'6 12'6 12'6 12'5 12'5 12'5 2 x 5 16'10 16'8 166 16'5 16'3 16'2 16'1 15'11 15'9 15'8 166 15'5 15'4 2 x 6 19'9 197 19'4 19'3 1911 19' 18'10 187 18'6 18'4 18'3 18'1 17'11 2 x 7 227 22'3 22'1 21'11 21'9 21'6 -21'4 21'1 20'10 20'8 20'6 20'4 20'1 2 x 8 2711 27'8 27'6 2T3 27'1 26'10 267 26'5 26'3 25'11 25'9. 257 25'5 2 x 9 30'8 30'5 30'2 ' 29'11 29'9 29'5 29'3 29' 28'9 28'6 28'4 28' 27'10 2 x 10 38'3 37'11 37'8 37'4 37'1 36'9 36'6 36'3 35'11 35'8 35'4 35'1 34'10 48 49 50 51 52 53 54 55 56 57 58 59 60 2 x 4 12'5 12'4. 12'2 12'1 12'1 12' 11'11 11'10 11'10 1119 118 117 11'7 2 x 5 15'4 15'3 15'1 15' 14'11 14'10 14'9 14'8 147 14'6 14'4 14'3 142 2 x 6 17'11 17'9 17'8 177 1T6 17'4 172 1T1 17' 16'10 16'9 16'8 16'6 2 x 7 20'1 19'11 1 19'9 197 19'4 19'2 19' 18'10 187 18'5 18'3 18'1 1 T11 2 x 8 25'51 25'2 25' 24'11 24'9 24'8 24'5 24'3 242 24' 23'11 23'8 23'7 t= 2 x 9 27'1.0 27'8 2T6 274 27'2 27' 26'11 26'9 .26'6 26'5 26'3. 26'1 25'11 2 x 10 34'10 34'6 34'4 34'2 34' 33'9 33'6 33'4 33'1 32'10 32'8 32'5 34'3 ? j 62 63 64 µ 65 66 67 68 69 70 71 72 2x4 lio�--7 1 1'5 11'4 11'4 11'3 11'2 11'2 1111 11' 11 10'11 10'10 10'10 ' 14'1 14' 13'10 13'10 13'9 13'7 13'7 13'6 13'5 13'5 2 x 6 _,4 '4 16'3 16'2 16' 15'11 15'9 15'7 15'6 15'5 15'3 15'2 15'0 '. 2 x 7 1T1"1 '9 1T8 17'6 17'5 17'2 17'1 16'11 16'10 16'8 16'6 16'4 16'3 2 x 8 16 23'4 23'3 23'2 22'11 22'10 22'9 22'8 22'6 22'5 22'3 22'2 2 x 9 - ;9 25'8 25'6 25'5 25'2 25'1 24'11 24'10 24'8 24'7 24'4 24'3 2 x 10 31321 31'11 31'10 31'7 31'5 31'4 31'2 30'11 30'10 30'8 30'6 30'5 ter` 72 84 73 74 75 76 77 78 79 80 81 83 2 x 4 10'10:. 90'8 10'7 10'6 10'5 10'4 10'4 10'3 10'2 10'1 11 9'11 9'10 9'10 2 x 5 13'5 13'3 13'2 13'1 13' 12'10 12'9 12'$ 12'7 12'6 12'5 12'4 12'2 2 x 6 15'0 14'10 14'9 14'8 14'7 14'6 14'4 14'3 14'2 14'1 14' 13'11 13'10 16' 15'11 15'9 15'8 15'7 15'6 15'5 15'4 15'3 15'2 15' 2 x 7 16`3 16'1 22' 21'11 21'10 21'9 21'8 21'6 21'5 21'4 21'3 21'2 21'1 2 -X8 222 221 2 9 24'3 24'2 24'1 24' 23'11 23'9 23'8 23'7 23'6 23'5 23'4 23'3 23'2 x 2 x 1U 30'5 30'2 3011 30' 29'10 29'9 29'8 29'5 29'4 29'3 29'1 29' 28'11 84 96 91 92 93 94 95 96 85 86 87 88 89 2 x 4 9'10 9'9 9'9 9'8 9'8 9'7 9'7 9'6 9'6 9'5 9'5 9'3 9'3 . 12' 12' 11,10 1119 1118 11'8 11'7 11'5 11'5 12'2 12'1 y 2 x 6 13'7 13'6 1315 13'4 13'4 13'3 13'2 13'1 13' 12'10 12'10 13'10 13'9 2 x 7 15' 14'11 14'10 14'9 14'8 14'7 14'6 14'4 14'3 14'2 14'l 20'4 14' 20'3 14' 20'3 2 x 8 21'1 21' 20'10 20'9 20'9 20'8 20'7 20'6 2('6 22'6 20'5 22'5 22'3 22'2 22'2 2 x 9 23'2 23' 22'11 22'10 28'6 22'9 28'5 22'8 28'4 22'8 28'3 22'7 28' 27'1.1 2T10 2T9. 2T8 2T7 2 x 10 2S'11 28'8 28'7 96 98 99. 100 101 102 103 104 105 106 107 108 97 2 x 4 9'3 9'2 911 9' 1 9' 8' 11 8111 8'l 0 11' 819 11' 819 10'11 8'8 10'10 8'6 10'8 8'6 1018 ' 2 x 5 11'5 11'4 1 3 1' 11'3 11'2 11'1 12'6 11'1 12'6 12'5 12'4 12'4 12'3 12'1 12'1 ' 2 x 6 12'10 12'9 12'8 128 13'9 12'7 13'9 1317 13'6 13'5 13'5 13'4 13'3 13'2 13'2 2 x 14' 13'11 13'10 19' 11 19' 11 19' 10 1919 19'8 19'8 19'7 19'6 19'4 19'4 20' 1 20' 2 8 21'11 21'10 21'9 21'8 21'6 21'5 21'4 21'3 21'2 211 21' 2 " 22' 27'4 27'3 27'2 27'1 27' 26'11 26'10 26'9 267 26'6 26'5 27'6 2 x hi arrived at by using the following: oaaIlated directly from Bennett table 1.3-120 to find spans for each inch value between whole foot increments ' I ing by 1.13 for 6005-T5 alloy (see section 1 design statement) 3) mmu ing by 1.10 or 1.07 as appropriate for 18/14 screen (see section 1 design statement) .e Hollow Sections . 3'-0" - „;Tributary Load Width W = Upright S acin 4-0" 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Height "H" or Span "L" F bandln b), deflection I d 9'-0" 2" x 2" x 0.044" V-11" b V-11" b 5'3" b 1 4'-9" b 4'-4" b T-11" I b 3'-8" b 2" x 2" x 0.050" 7-5" d 6'-7" b T-10" b 5'-3" b 4'-10" b 4'-5" b 4'-2" b 2" x 2" x 0.090" 8'-7' d 7'-9' d 7'-4" d 6'-8" b 6'-1" b 5'-8" b 5'-4" b 3" x 2" x 0.045" TA 1" d V-10" b 6'-1" b 5'-5" b 4'-11" b 4'-7" b 4'3" b 3" x 2" x 0.070" 8'-11" d 8'-1" d 7'-3" b 6'-6" b 5'-11" b 5'-7" b 1 57 b 2" x 3" x 0.045" 7'-11" d T-3' d 7'-2" d 6'-6" d 5'-11" 5'-6" 5'-2" b 2" x 4" x 0.050" 10'-5" b` 8'-11" b; 7'-11" b T-2" b 6'-7'b lb 6'-1" Mb 5'-8" b 2" x 5" x 0.062" 16-0" b 13`-10" b • 12'3" , b 11'-2" b 10'3- b 9'-7- 8'-11' b Snap Sections T -O" Tributary Load Width W= Upd9ht Spacing 4%0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Hel ht "H" or Span "L" / bendin b), deflection d 2" x 2" x 0.044" 6'-3"' d 1 5'-8" 1 d 5'-4" 1 d 1 4'-11" d 1 4'-6" 1 b 1 4'-2" 1 b 1 3'40" b Note: 1. Thicknesses shown are 'nominar industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width W select girt lengths. 3. Site §peciffc 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 1-1/2" 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 gists shall be connected w/ an Intemal or extemal 1-112' x 1-1/2' x 0.044" angle. 9. Spans/heights may be interpolated. 10. To convert spans/helghts to 'C* and "D' exposure categories see exposure multipliers and example on page 1 -ii. — �� Lawrence E. Bennett, R E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING av P.O. Box 214368, South Daytona, FI 32121 Tolophono H: (386) 767.4774 Fax U: (386) 767-6556 Ema ll: lobpe @bellsouth.nol PAGE © COPYRIGHT 2008 C NOT TO BE REPRODUCED IN. WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNM. P.E. q 1 "85 , f ,, Beam/Upright or Post Upright or Post/Beam Minimum Puriln, Girt & Knee Brace Size Notes Minimum #8 x'/:" Number of Screws* #10 x'A" #12x'/." Beam Stitching Screw at 24" OC 2 x 4 SMB 2 X 3 SMB Or H 2" x 2" x 0.044" Partial La 8 6 4 #10 4 #8 2 x 6 SMB 2 x 3 SMB or H 2". x 2" x 0.044" Partial La 10 8 6 #10 10 #12 2x8SMB 2x5SMB orH 2"x3'x0.044" Full La 16 14 12 #14 2 x 9 SMB 2 x 6 SMB 2" x 3" x 0.045" 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 #14** 2 x 10 SMB 2 x 8 SMB 2" x 5" x 0.050" Full Lap 20 j 18 16 #14** Screw Size Minimum Distance and Sp cing of Screws Edge To Center Center To Center Gusset Plate Thickness Beam Size Thickness #10 3/4" 2" x 7" x 0.055" x 0.120" 2" x 8" x 0.072" x 0,224" 0.063' 0.125" „ 2" x 9" x 0.072" x 0.224" 0.125' #14 or 114" 3/4" 1-1/2" 2" x 9" x 0.082" x 0.306" 0.190' 5/16" 7/8" 1-314" 2" x 10" x 0.092" x 0.369" 0.250" t oro "i I.. I Z_ I 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) tib 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 1/16" gusset plate. 2. For beam splice connectlons the number of screws shown is the total for each splice with 1/2 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 on each side of the cut. 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 pudin size is 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 I chair rail.) Lawrence E. Bennett, P.E. FL # .16644 CIVIL & STRUCTURAL ENGINEERING 'ORDCITY OF FANF P.O. Box 214588, South Daytons, F132121 Telephone H: (386) 707-4774 Fax H: (386) 7676556 Emal l: Ivbpo Cbeilsouth.not PAGE n a © COPYRIGHT 2006 1-94 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. ' 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 140 shall be used for transom wall to host structure attachment when knee brace length exceeds 6'-0". Table 1.8 K -Bracing Fastening Schedule use tront wall width when determining number of s.m.s. for the side wall K -gracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. r e E. Bennett, P.E. FL # 16644 av CIVIL & STRUCTURAL ENGINEERING P.O. Box 214388, South Daytona, FI 32121 Telephone #: (386) 7671774 Fax #: (38G) 767-6556 Email: IobpeQbellsoulh.not PAGE © COPYRIGHT 2068 C NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-95 L.. Number of #10 x 314" S.M.S. Required Maximum Wall Width = Corner Post @ Top Diagonals ( per End Intermedlate Post Q Chair Rail Corner Post @ Bottom Plate to Sole Plate 20'-0" 2 2 4 2 2 30'-0" 2 .2 4 2 2 40'-0" 3 4 6 2 2 50'-0" 4 5 II 1 3 3 60'-0" 6 7 12 3 13 use tront wall width when determining number of s.m.s. for the side wall K -gracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. r e E. Bennett, P.E. FL # 16644 av CIVIL & STRUCTURAL ENGINEERING P.O. Box 214388, South Daytona, FI 32121 Telephone #: (386) 7671774 Fax #: (38G) 767-6556 Email: IobpeQbellsoulh.not PAGE © COPYRIGHT 2068 C NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-95 L.. bL;rcttNtU ENCLOSURES' SECTIONS I.;. W -:1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION i (SEE DETAILS SECTION 1 r H ALTERNATE CABLE (SEE TABLES\ ;I 1.3 OR 1.6) 1" x 2" (TYP.) GRADE K -BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE — ALUMINUM BEAM _ (TABLES 1.3, 1.4 & 1.6) SIZE_ MEMBERS PER APPROPRIATE TABLES H K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) FRONT WALL ALUMINUM COLUMNS (TYP.) (TABLES 1.3, 1.4 & 1.6 1" x 2" (TYP.) RISER WALL WHERE W REQUIRED PURLINS (TYP.) DIAGONAL ROOF BRACING } (SEE SCHEMATIC SECTION 1) CABLE BRACING SIDE WALL FRAMING (SEE TABLES 1.3, 1.4 & 1.6) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. VlLkNz ' r : wrence E. Bennett, P.E. FL # 16644 9 11 CIVIL & STRUCTURAL ENGINEERING P.O. Box 2143616, S«m, Daytml, FI 32121 %if T0ophono tl: (000) 767-4774 Fax H: (3lr) 767-GrM av Ernak tobpo@L>alksoodi.no COPYRIGHT20H NOT TO OE REPRODUCED IN Vnt Oi..f- OR ill PART WIll10UT SNE WRff1l:11 PERMISSION OF l_AWRLNCF: F. OENNul. P.E. PAGE T 2" x 6" SELF MATING BEAM 1" x 2" OPEN BACK SECTIONS ATTACHED TO 2"x 2" W/ 410 x,1-112" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1"x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2"x 2" PURLINS TO SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) I ALTERNATE FLAT ROOF I ( SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.50 2"x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL. LAP SCALE: 3"= V-0" v1110 F. 1<1 v awrence E. Bennett, P.E. FL # 16644. L� ff It CIVIL & STRUCTURAL ENGINEERING wr ITY ("'RDP.O. Box 214366, SovUn i Daytona, FI 32121 0� 5ANF-j Toto1 hono N: (386) 767-4774 Fax C (766) 767.0556 Email: Iobpc@bollsouih.r" © COPYRIGHT 2000 PACE NOT TO BE REPRODUCED 114 WHOLE OR IN P/JIT WIMOUT THE WRITTEN PERMISSION OF LAWRENCE E. 6ENtdEtT, P E. 1-9. %i SPACING 12 + SPACING 12 SPACING 12 4- SPACING 12 BEAM SET SPACING BEAM SET SPACING STRAP LOCATION FOR SUMER OR EXTRUDED GUTTER REINFORCEMENT 2" S.M.S. OR LAG SCREWS 2" x EACH 8 AND Q 1/2 (2) SCREW P, (SEE TAE S SCREWS) SCALE: 3/8" = 1'-0" ,ECEIVING EE SECTION 9 S) VCE FROM FASCIA RUCTURE (SEE CUT OFF BEAM & ,EIVING CHANNEL rL- I Cf\IWA I IZ FLAT BEAM SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3"= V-0" Amq vfVIEWED— W to -aw - - I , I Lawrence E. Bennett, P.E. FL # 16644 'ANFORD, CIVIL & STRUCTURAL ENGINEERING CITY OF S' . P.O. Box 214366, South Daytona, FI 32121 Tolophone 0: (366) 767-4774 F- ax 0: (366) 767 fi A Emell: to p Qboltsoulh.net PAGE COPYf2101iT 2008 1-24 NOT 1O BE REPRO - IN MOLE OR IN I ART NR ROUT ME WRITTEN PERMISSION OF LAWRENCE C. BENNETT. P.E. - - - J WZ zap r BEAM - SCREEN ROOF n¢ 2 cr 0 ►— 0.050"H -CHANNEL u z OR GUSSETS M I 45°f LENGOF -r— KNEE B CE HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND 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 IIm 00 1 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 8 " I 0 SUPER OR ---=--- - 0 `� EXTRUDED MAX DISTANCE TO GUTTER HOST STRUCTURE WALL (SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3" = V:& II S in ft—% A Ar Lawrence E. Bennett, P.E. FL ## 16644 u CIVIL & STRUCTURAL ENGINEERING P.O. Box 214309, Soulh Daytona, FI 32121 Tolephono 0: (300) 707-4774 Fax 0: (360) 767-0550 C,ITY 00""F SANFORD. Email: lobp00be 112otnh r*A PAGE A Q COPYRIGHT 2000 `-.3Z NOT TO. BE REPRODUCED IN WItOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAYMENCE E. 001NET"T, P.E. SCREENED ENCLOSURES' HEADER UULUMN 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 I -lost 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. PLAN'awrence E. Bennett, P.E. FL # 16644.- c!v ENGINEERING - IL & STRUCTURAL CNGlNCCRING �'2, 48 P.O. Box 2143, South Daytona, Fl 32121 ut SAN Telophono it: (386) 767-4774 Fax 8: (388) 767.6556 [mail: Iobpo@bollsw1h M © COPYRIGHT 20M PACE c NOT TO BE REPRODUCED IN WHOtr OR RI PATir WITHOUT n< WRIT1 EN K-JWISSION OF LAWFU-NCE E. BGNNIi1T. P L• - 1'-45 PANELS /ELEMENTS UNBRACED BY HOST STRUCTURE TO BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST Q STRUCTURE CONNECTION BEAMS AND / OR PURLINS EXAMPLE OF ALTERNATING BRACE POSITION CABLE OR .__ TYPICAL LAYOUT K -BRACING BEAMS OR PURLINS (IN WALLS) — HOST STRUCTURE O ELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING - — PATTERN, CORNER BRACES STILL REQUIRED CABLE OR (� K -BRACING 1 (IN WALLS) — Y \ g� QO / U U) ydy- �QQ M I o I I -- --- - - CABLE OR K -BRACING (IN WALLS) POSITION OF BRACES ALTERNATING (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8"= V-0" -TAN5 0.1 Lawrence E. Bennett, P.E. FL # 16644 HtV1tWtL 41 CIVIL & STRUCTURAL ENGINEERING P.O. Box 2i 4300, South Daytona. R 92121 Tdophona d: (300) 7674774 Fox #: (3 00) 767-6550 Email: lobpa@betFsouth. rwt LITY 0 0" " F SANFU"' R" PAGE q Ap ® COPYRlONT 2006 i "'f NOT TO 6E REPRODUCED IN WHOIF OR IN PAR f WI THOUT THE WRITTEN PERMISSION OF LAWRENCE E. U-NNETT, P.E. 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 910 S.M.S. (MIN.) SHOULD BE EVEN TO PERMIT AT CORNERS (TYP.) POSITION OF BRACES ALTERNATING (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8"= V-0" -TAN5 0.1 Lawrence E. Bennett, P.E. FL # 16644 HtV1tWtL 41 CIVIL & STRUCTURAL ENGINEERING P.O. Box 2i 4300, South Daytona. R 92121 Tdophona d: (300) 7674774 Fox #: (3 00) 767-6550 Email: lobpa@betFsouth. rwt LITY 0 0" " F SANFU"' R" PAGE q Ap ® COPYRlONT 2006 i "'f NOT TO 6E REPRODUCED IN WHOIF OR IN PAR f WI THOUT THE WRITTEN PERMISSION OF LAWRENCE E. U-NNETT, P.E. m TYPICAL LAYOUT I, r BEAMS OR PURLINS r WIND BRACING PATTERN TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4 A v. SCALE: 3/16"= 1'-0" HOST STRUCTURE - v7 )-- z_ :D J 0 7 Q 0 1— Q W ca I i TYPICAL LAYOUT i ' BEAMS OR PURLINS MIND BRACING PATTERN TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4 SCALE: 3116" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Boz 214368, South Daytona, FI 32121 Tclophona Il: (386) 7G7-4774 rax X: (306) 767-6550 Emall: Iobpoobollsouth M4 COPYRIGHT 2006 PAGE�QC� NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OP LAWRENCE E. BEIINEIT, P E. 1-49 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 S . Ft. / PAIR OF CABLES 445 S9. Ft. / PAIR OF CABLES TAL 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'x20')= 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3132" cables is required. b) SIDE WALL CABLES - 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE M 118" 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 # 16644PLANn REVIE CIVIL & STRUCTURAL ENGINEERING P.O. Box 214908, South Dayum, n 32121 , TY t NF SANF^Rr Tobphono M (380) 707-4774 fax 9: (380) 7071250 Emall: IobpoGbol lsouAh.not PAGE C © COPYRK3HT 2000 q 1 `JO NOT TO BE REPRODUCED IN wHOI.EOR IN PART WITHOUT nir wRITTEN PERMLSSION OF LAYAR[NCE E. OENttL-TT, P.E. .x I >) #10M.S. (MIN.) - K 1-1/218"FLATBAR 125" PTE OUT ON iK 45 NGLE ALT OR URNBUCKLE FOR CABL TENSION _ESS S EEL (SEE TABLE) ERIME R FRAMING M BER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 EITHER A OR B 1"x 2"x 0.125" CLIP AND (4) 410 x 3/4" S.M.S. EACH SIDE FOR CABLES SCALE: 3"= l'-0" A ALTERNATE: USE (1) 1/4"x 1-1/4" FENDER WASHER EACH SIDE OF FRAME MEMBER B MIN. (2) CLAMPS REQUIRED co(TYP.) MIN. 1/4" EYE BOLT. WELD EYE- CLOSED YECLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 �� CIVIL & STRUCTURAL ENGINEERING F SANFP.O. Box 214368, Sovth Daytona, Fl 32121 C Ily v TolePhone ft: (386) 767-4774 Fax a: (386) 767.6556 E m a l: IobpcQ bo I Ism . ncK COPYRIOITT 2006 PAGE - CC NOT TO BE REPRODUCED IN WHOLE OR IN PART WIMOUT-THE'MiIT-TEN P£RIAISSION OF LAWRENCE E. BENNETT. P E. —J1 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 2" x 2" x 0.125" ANGLE 2-1/4'x 1-112" CONCRETE ANCHORS (MIN.) ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x 0.125" ANGLE DISTANCE FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 213 SCALE: 3" = V-0" SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3/32" CABLE AND 594# FOR 1/8" CABLE, FOR 3132" CABLE (1) 1/4"x 1-1/2" CONCRETE ANCHOR (MIN.) @ 5d MIN. I \ 5d (MIN.) 5-1/2" (6" NOMINAL) SLAB (MIN.) S 5d (MIN.) �!J I 2500 P.S.I. CONCRETE 6x6-10x10WELDEDWIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 3" = V-0" NED Lawrence E. Bennett, P.E. FL # 16644 L A NS 6 RA E V I E CIVIL & STRUCTURAL ENGINEERING P.O. Box 214360, Sooi Daylorta, R 32121 ` ToIWp 000 N: (300) 767-4774 Fax N: (306) 767-6556 Em a Q: IBbpot�b0II3ou1h.rWA W SANF^R Q COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN MOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E. 1-53 IA V PURLIN OR CHAIR RAIL TTACHED TO BEAM OR POST 1/ INTERNAL OR EXTERNAL'L' CLIP OR'U' CHANNEL W/ MIN. (4) #10 S.M.S. 0 PURLIN, GIRT, OR CHAIR RAIL ---J SNAP,OR SELF MATING BEAM ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 3"= V-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 C2, FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4"x 4" STRAP AND (4) 410 x 314' 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 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, n 32121 Tolophono 9: (986) 767.4774 Fax N: (306) 767.65% ErnaC Ioboo@boll�Dulh.mA - PAGE 59 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE G. BENNEI-T. RE. 1 vu" x Z- x 1-3/4" INTERIOR V SCREEN U -CLIP OF EITHER 6005 T-5 'd' VARIES ALLOY OR BREAK FORMED ` (4" SHOWN) PRIMARY 2" x 2" x 0.063" ANGLE 5052 H-32 OR 34 ALLOY . ! EACH SIDE 2-3/8" BRICK PAVERS #10 x 314" S.M.S. EACH SIDE (SEE SCHEDULE PAGE 1-65) THIN SET BETWEEN ® ® CONCRETE AND PAVERS 1" x 2" O.B. BASE PLATE (TYP.) 5d* MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT f6 . 5d DISTANCE CONCRETE ANCHOR ______ 1/4" • (SEE SCHEDULE PAGE 1-65) 318• 1-718• 2500 P.S.I. CONCRETE GRADE NOTE: DETAIL ILLUSTRATES I 1-1/4' (MIN.) CONCRETE TYPICAL. 2"x 4" S.M.B. I I ANCHOR EMBEDMENT COLUMN CONNECTION 2" (MIN.)—�,—_--_ (MIN.) 5d SIDE VIEW PRIMARY 2" x 2" ANGLE TYPICAL SELF MATING OR (SEE SECTION 9) SNAP SECTION CONCRETE ANCHOR THRU PRIMARY ANGLE I- (2) #10 x 3/4" S.M.S. EACH SIDE 1" x 2" BASE p P ~7 CONCRETE ANCHORS LATE (TYP.)_,_L_I_ @ 24" 0. C. I I a e 2-3/8" BRICK PAVERS `-4 MAX. SPACING 24O.C. THIN SET BETWEEN `— 6" (MAX.)` FOR BOTH SIDES CONCRETE LAYERS 1-1/4• (MIN.) CONCRETE 2500 P.S.I. CONCRETE FRONT VIEW ANCHOR EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECKIPAVER DETAILS SCALE: 3'= V-0" NOTE: FOR SIDE WALLS OF 2"x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. LLawrence E. Bennett, P.E. FL # 16644 L & STRUCTURAL ENGINEERING LANS REVIEWED P.O. Box 214309, Sarah Day'I", FI 32121 Phone 9: (300.) 707-4774 Fax d: (399) 79711569 Email: tebpoOboltsotrth.not PAGE IN ff%-J� &AN"FOR 0 COPYRIGHT 2006 1-632 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION Of LA'AVENCE E. BENNETT, P.E. a �SECTIO;N I,. SCREENED ENCLosuRES _ 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE SCREEN I_ 'd' VARIES #10 x 314" S.M.S. EACH SIDE 4" SHOW (SEE SCHEDULE.NEXT PAGE) 1"x 2" O.B. BASE PLATE (TYP.) 5d* MINIMUM EDGE DISTANCE SECONDARY® ®i FROM EXTERIOR OF COLUMN 2" x (D - 2 ") x 0.063" ANGLE TO OUTSIDE EDGE OF SLAB EACH SIDE OF COLUMN W/ #10 -----� ® ® T/4" * 5d DISTANCE 4d S.M.S. 1-1/4" �" (SEE SCHEDULE NEXT PAGE) a 1-7/n" 1.1/2• d - CONCRETE ANCHOR o GRADE (SEE SCHEDULE PAGE 65) 1-114" MIN. CONCRETE NOTE: DETAIL ILLUSTRATES ANCHOR EMBEDMENT TYPICAL 2" x 4" S.M.B. COLUMN 2500 P.S.I. CONCRETE OR CONNECTION 2 5d ALTERNATE 2" x WOOD (MIN.) (MIN.) DECK — SIDE VIEW TYPICAL S.M. OR SNAP SCREEN — SECTION COLUMN 1110 x 314' S.M.S. EACH SIDE CONCRETE ANCHOR THRU (SEE SCHEDULE PAGE 1-65) ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL PRIMARY 2"x 2"X 0.063" ANGLE SCREWS INTO SCREW BOSSES �'_ _7 1"x 2" BASE PLATE (TYP.) I{— ° ° � a NOTE: SELECT CONCRETE I 1-1/4" MIN. CONCRETE ANCHOR FROM TABLE 9.1 i ANCHOR EMBEDMENT -- 6" (MAX.) --* :- - 6" (MAX.) --! -- - --- --- - — — _- MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP 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 VIEW CIVIL & STRUCTURAL ENGINEERING p IA' N 5% R P.O. Box 214300, South Da ITY OF yta�a, FI 32121 Tolephono 9: (3(70) 767-4774 Fax N: (309) 767.65W Email: lebpoobellsoutli not SAWORD PAGE c @ m COPYR70RT 2009 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMWIDN OF LAWRENCE C. BENNETT, P.E. 5 gLTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR -OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP D— EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4"x 1-3/4" CONCRETE ANCHOR TO SLAB OR FOOTING — CAP BRICK BRICK K NEEWALL TYPE S MORTAR REQUIRED FOR LOAD BEARING BRICK WALL co °? 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) c a (3) #30 BARS OR (1) ®�--0 #50 BAR W/ 2-112" COVER (TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4"= V-0" 2) #3 BAR CONT. OR 1" PER FT. -MAX. FOR 3-1/2" (TYP. (1j #5 BAR CONT. t` 2'-0" MIN. — — BEFORE SLOPE ALL SLABS) — — . I TYPE FLAT SLOPE / NO FOOTING 0-2"/ 12" ---0— TYPE ---8TYPE II MODERATE SLOPE FOOTING 2" / 12" - 1'-10" (1) 45 BAR CONT. 3 43 BAR CONT. OR i cv TYPE III STEEP SLOPE FOOTING > 1'-10" Notes for all foundation types: 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 It 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; Fibermeshe Mesh, InForce- e3- (Formerly Fibermesh 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 11 footing or footing section required by local code. Local codes govern. SLAB -FOOTING DETAILS SCALE: 3/4" = V-0" - )E\1jE\NED Lawrence E. Bennett, P.E. FL # 16644 PLANCIVIL & STRUCTURAL ENGINEERING ORD R P.O. Box 214366, South Daytona, Fl 32121 "ANTolo� .o N: (3N) 767-4774 Fax N: (3W) 767 -GSA'- Emall: kit�e�twllsoWi.nci © I 2U06 PACE NOT TO BE REPROOUCFD IN',-MOLF OR IN PART WITHOUT TRE WRrrIEN PFR}AW*N OF LAWRENCE E. BENNETT. P E. - 1-71 SCREENED ENCLOSURES 1" x 2"EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS OR THRU PRIMARY ANGLE 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE f SIDE WALL POST TO PLATE TO CONCRETE DETAIL 1" x 2" EXTRUSION ANCHOR TO CON,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. 2" x 2", 2" x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-112" S.M.S. INTO i SCREW BOSSES MASONRY ANCHOR 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 REQUIREMENTS General Notes and Specifications: y . 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 711 / Sq. Ft. EXAMPLE: FOR A 2'x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OFT USE: 1/2 x 17'-11' x Tx 101I/Sq. Ft.= 627.211 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). O Lawrence E. Bennett, FL # 16644 F, L RE R[)a wo ^ CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, Sw0i DWona, n 32121 nr tIl 3 Tolophone If: (786) 767-4774 Fax N: (386) 767-6556 �. - AN Emak: bbpoQbollsouth.not NOT TO BE REPRODUCED IN WHOLE DR IN PART WITHOUT I tit: WRn"rEN PERMISSION OF LA'hRENCE E. BENNETT. P L=. PAGE 1-61 . Primary and Secondary Anchor Schedule SCREEN * ABSOLUTE MINIMUM EDGE OF CONCRETE TO C.O. FASTENER= 5d SECONDARY 2"x 2"x 0.063" ANGLE (SEE SECONDARY ANGLE ANCHOR SCHEDULE AND SECTION 9) CONCRETE ANCHORS INTO PRIMARY `: ;;DARY ANGI. S.M.S. STITCHING SCREWS @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) L. SCALE: 3"= V-0" Column Secondary Angle Maximum Number and Spacing Anchors Slze Angle Number of Anchors 114" 5/16" 1 318" Len th "L" 1/4" 5116" 318" 0 1 "A" 1 "B" 1 "C" I # I "A" "B" I "C" — 'B" "C" 2 x 4 2" 1 4 1 4 1 4 1 4 1 1" 1 1' 1 1' 1 4 1 1' 1 1' 2 x 5 3" 4 4 1 4 1 4 1 1' 1 1-1/2" - 1 4 1 1' 1 1-1/2' - 4 1' 1-12' 2 x 6 4" 4 4 1 4 4 1" 2" 1 - 1 4 1 1' 1 2' - 4 1' 2' 2 x 7 5" 6 4 4 6 1' 5/8' 1-7/8' 4 1 1' 12-1/2-11 4 1 1' 2-1/2' 2 x 8 6" 6 1 4 4 1 6 1" 518' 2-318' 4 1' 3" 4 1' 3' 2 x 9 7" 6 6 4 1 6 1' 518' 2-718' 6 1' 13/16' 2-7/8' 4 1' 3 112' 2 x 10 8" 8 6 6 1 8 1' 5/8" 2' 6 1' 13/16' 3-3116 6 1' 314" 3 114' Example: Calculate the number of anchors required: 1.5 x beam span / 2 x beam spacing x roof wind pressure (PSF) = total #; if 1.5 x 30'/2 x 6' x 10 PSF = = 13506 and 1/4' x 114" Tapcon in tension @ 5d = 42711 I ea. (see table 9.1) then 1350# / 427# / da. = 3.16 ea. use (3) ea., secondary angle not required Actual Edge Distance Example: From edge of concrete to fastener = 2'/ dia. of 0.25' = 8d Note: For attachment to wood dock substitute wood fasteners for concrete fasteners 8 calculate the required number of fasteners using tables from section 9. A mn- RAN'0"' IEM: L Lawrence E. Bennett, P.E. FL# 16644 ppFe%R. CIVIL & STRUCTURAL ENGINEERING P.O. Dox 86) 767-4774' 6 , South Daytona, F1 32121 70 C"ITY f2k u Taonh« o a: (asst �s74 na Fax a: (sos> �s7•G< Ema9: Iot>Po@boItSoU1 i.not Q COPYRIOHT2000 PAGE rr NOT TO DE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITIEN PERMtSS10N OF LAWRENCE E. BENNETT• P C. �J A F. R I C A 7'41 24 0. Sj-a `Y AND WINDOW INC. 5245 TOWER WAY / 3ANFORD / FL / 32773 407-689-0609 PAX 407-686-0657 J a/I % STATE CERT. Licsmm # 8CCD5673'7 DATE 1.fes — 1 O ESTIMATERoe" A CUSTOMER %Lf MAILING ADDRESS c G PHONE -323 IELO�FIK 54'kl. Sud. 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M e� eveMof o d*t*V#wypWvw Ams lm Akw&l rll ad Wtndaw, baa In NMEm b any amount d^ FU blteree6"be'ent bd b w9mW" sr,d elbrney's tees kOxmd In ft p amid hoI► epprwed by CCo r aIy atlhlnalo word Op of s* In sendnole calntir, Flalda - Dela dl I I I q Babe aw oawect 1 ei ��