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HomeMy WebLinkAbout2428 Yale AvePermit # : v (oq Job Addr :ss: Description o: Historic I'istr CITY OF SANFORDf4fRMIT APPLICATION Date: r�E EIV�D MAR 2 9 2007 Permit T: pe: Building, Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical New Service —# of AMPS Addition/Alteration Change of Service Temporary Pole Mechanic al: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing' New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines x101\16 b0l'�1, . Alun,, 1`our . Plumbing'New Residential: # of Wa losets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) IVF Parcel#:,')I In_v %" Own rrs Name & Address: �S�ti aa -1 it� Contractor Name & Address: � ' Phone &Fax: Bonding Company: Address: Mortgage bender: ." LA.X c OZ�U _ _ A (AttachYroofofOwnership & Legal Description) aau�►�a�rz�o State License Number: Address: ArchitecUEngineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of: r 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 4FFIDAVIT: I certify that all ofthe foregoing information is accurate and that all work will be done in compliance with all applicable trws regulating constmctior and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR. PAYING TWICE FO;t IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: It 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. Acceptance of permit is verification notify the owner of property of the require m nts of Florida Lien Law, FS 713. — ' L/� 112 1 «f tttJ���////d rgnat re of Owner/Age" DateSignature of Contractor/A tt Date M �Dw o nt Own Age t' Name Print tractor/A is Nam v/��J� / 4ignature ota - "tat of Florida Date re of otary- of FI rid Date Ownerr/A ent is _ Pe nail Known to Me or Contractor/Age rk is _ all Known to M g Y U l J tR��duceID s* �1 APPLICATION APPROVED BY: Bldgr / �`Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) special Conditions: v.FY BECKY ROGERS r. 3: MY COMMISSION # DD 630297 .r EXPIRES: February 14, 2011 Bordod ihru Notsry nublie Undorwritors a.e+ee BECKY RI,GERS 093) .res «� MY COMMfS910N # DD 830257 EypiI.ESI February 14; 2011 °P Bt nn4 fnru Willy Publio UndorwfRora „ POWER OF ATTORNEY DATE: ) I hereby name and appoint — of Affordable Screen & Patio, Inc. to be my lawful Attorney -In -Fact to act for me and apply to Vat, �"aBuilding Department for a 1 permit for work to be performed at a location described as: Parcel ID ff -1q -31- �� � o��� Lot ck7l. Block Subdivision: l (.A.dd •CSS f Jfob) �' (Owner of Property & Address) -nd TC> sign my nanoid do all things necessary to this appointment Type :and print nam of Cea ifiecl actor �Signature ertified Contractor foregoing instivment was acknowledged before me this /'� 0� by is personally known to ho produced t�— AA s identification and who 'd not take an oat . Mate of Mariida Notary Signclatu Notary Name Printed( (Veal) County of Seminole BECKY ROGERS MY COMMISSION 0 DD 630297 EXPIRES. February 14, 2011 Bondea'rnre Nmary PUbI10 UndbrWdt ro Datee ?I Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 http://www. scpafl.org/web/re_web.seminole_county_title?parcel=31193151900000240&c... 3/22/2007 .DAVID JOHH6oN4,CFA, ASA PIRUPERTY SE3M1�N{}tCK`C�t}11hi7Y FL. ITO1 E.FIR925T SAUFOR6, FL32771-1468 407- SSfi-.;7505• 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 31-19-31-519-0000-0240 Number of Buildings: 1 Owner: WATERS MARINA O Depreciated Bldg Value: $68,343 Mailing Address: 2428 YALE AVE Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32771 Land Value (Market): $24,863 Property Address: 2428 YALE AVE SANFORD 32771 Land Value Ag: $0 Subdivision Name: PHILLIPS TERRACE Just/Market Value: $93,206 Tax District: S1-SANFORD Assessed Value (SOH): $57,277 Exemptions: 00 -HOMESTEAD (2002) Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $32,277 Tax Estimator SALES 2006 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified Tax Amount(without SOH): $1,268 WARRANTY DEED 10/2001 04192 1046 $75,000 Improved Yes 2006 Tax Bill Amount: $608 WARRANTY DEED 05/1995 02916 1812 $45,000 Improved Yes Save Our Homes (SOH) Savings: $660 WARRANTY DEED 03/1979 01214 0838 $20,000 Improved Yes 2006 Taxable Value: $30,880 DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land Pick. Method Units Price Value PLATS:. ; :........................................... . FRONT FOOT & 75 146 .000 325.00 $24,863 LEG LOT 24 PHILLIPS TERRACE PB 8 PG 59 DEPTH BUILDING INFORMATION Bid Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost New Num 1 SINGLE FAMILY 1952 3 924 1,507 824 B OCC ONC $68,343 $107,205 Appendage / Sqft UTILITY UNFINISHED / 55 Appendage / Sqft GARAGE UNFINISHED / 220 Appendage / Sgft OPEN PORCH FINISHED/ 44 Appendage / Sqft UTILITY UNFINISHED / 154 Appendage / Sqft UTILITY FINISHED / 110 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished,Base Semi Finshed Permits NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www. scpafl.org/web/re_web.seminole_county_title?parcel=31193151900000240&c... 3/22/2007 NOTICE OF COMMENCEMENT � ioa► Ia lla n aai (1111 11111 if 11f 111111111111111111111111111111 MARYANNE MURSE, CLERK OF CIRCUIT COURT Sf MINOLE COUNTY »K 06639 6"q 1,66; (lpq) CLERK' S # 2007046567 RkQORDI_D 03/29/2007 0903:02 AM RECOROINU FEES 10.00 RECORDED BY L McKinley STATE OF FLORIDA COUNTY Or n � � CERT! Fi ED COPY Permit No MARYANNE MORSE Tax Folio No. (PID)M _ �q-�,�`"' �j`G�-[�©� -©a � CLERE' 0 CIRCUIT COURT SEMI U . FLORIDA This Instrument Prepared lays l�1a a P'UTI C E. MAR nn,, Returns to: �� S � � � �t C3 MAR L 9 2007 n 8 Q The undersigned hereby gives notice that improvement(s) will be made certain real property, and lin accordance with Chapter 713. Florida Statutes, the following information is provided in this Notice of Comm eiacement. DESCRIPTION OPERTY (Legal Descri tion of the pro erty and street address) 4i - OWNER OR14AT1101N Name Telephone # 1 i Address a a. Facsimile # FEE SD Name _ Address 3a�7► HOLDER (If other thein owner shown above) Telephone # _ Facsimile # CONTRACTOR , Name Address Lon SURETY (130 ](NO CONIPANY) (IF ANS') Name and Address LENDER (IF Ali IO Name and Address Telephone #&®'i �'� 1 Facsimile # ... 9.® 0 ®H 6 0 H® 9. H© .... m. m® ................. 4©60 ....... m m'6 . 0 H C O C m. m ..: w= m Persons within the State of Florida designated by Owner upon whom notice or other documents inay be served as provided by Section 713.13(1)(a)7.,1♦lorida Statutes: Name & Address 1 ®9 0 a ID !8 0 6 m ID 6 0 9 619 ®D 0 9@ C is m m ®ID m a ID a m 6 m m m ID s ®e ID p a e m ®6 m a ®ID m ID m a m g v a m m ®a v c m a � s m a v m ©m a II v m m@ m v ID Persons within. the State of Florida designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: Nacre and Address 192 G 00m ® HHBI OI H ®69 D mID ®6900¢ 0 RH H 0ID 0..30;®m080m 0ID 010620®..m®Ctm 06........................ m®00.G60.1.mH.H®...HHGm6 In addition to lIimself, Owner designates of To receive a copy of the 1.ienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. 10 m8®IIID m b1©ID>A ID H 0m D ®m m tl ®H 91ID m Si mffiL9H m 2 Dm®m m.l m6! d m m9@Im Dm IDH®mmm ®L4m{8 ®®®CII ®®C0 ®E 0666im 66IIm ®@'C®1." Expiration Date of Notice of Commencement (The expiration date is 1 year front date of recording unless a different date is specified.) an oath. Jf Signature Of Owner Day of -- BO S My Commissionx ares S before nue thiday of ,jy SECKY AWERS MY COMMISSION U DD 630297 EXpIR5& F®bruery 14, 2011 Bonded T TO Nary Kabila l 11111 111111 ed), wlco is personally known to a identification and wh.o did/da not take LOT ;�'4 , OFFIPE AS RECORDED IN PLAT .900K 8, PAGES 59, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 7 N 01'12'00" E 75.02' 7' ALLEY ESM'T 1 of C/I LOT 24 0 0 a :z 23 j 12' " X8.57' X6.7' t iRESIDENCE v e424287.0' 38.7�f` Found 1/2'Iron Rod 65 'LS 13' S 02'14'00' W 75.08` (Typical) (PER PLAT) PLANS CITY OF SANFURV m 25 150.12' F ri Z f m 0 YALE AVENUE__p 166=i __MT#w0) NOTES- 1. ACCORDING TO THE NATIONAL FLOOD INSURANCE RATE MAPS, IT IS MY OPINION THAT THE BUILDING SHOWN HEREON DOES NOT LIE WITHIN THE 100 YEAR FLOOD PRONE AREA AND LIES WITHIN FLOOD ZONE 'C' PURSUANT TO FIRM PANEL 9120294 001013 , EFFECTIVE 9/17/80. 2. IMPROVEMENTS SHOWN HEREON WERE LOCATED AT GROUND LEVEL, SUBSURFACE AND/OR AERIAL IMPROVEMENTS OR ENCROACHMENTS, IF ANY, WERE NOT LOCATED. 3. NO SEARCH OF THE PUBLIC RECORDS WAS MADE BY THIS SURVEYOR, THE LEGAL DESCRIPTION' AND ^uTH£R PERTINENT INFORMATION SHOWN HEREON IS AS PROVIDED BY THE CLIENT. RECORDED DIRECTIONS AND DISTANCES ARE. SUBSTANTIALLY THE SAME AS FIELD MEASURED UNLESS OTHERWISE SHOWN, 4. THE INFORMATION SHOWN HEREON IS NOT TO BE USED FOR CONSTRUCTION PURPOSES. LOT LINES ARE NOT TO BE REESTABLISHED FROM TIES TO THE IMPROVEMENTS SHOWN HEREON. 5. THIS SURVEY IS PREPARED FOR THE SOLE AND EXCLUSIVE BENEFIT OF THOSE PARTIES NAMED BELOW AND IS NOT TO BE RELIED UPON BY ANY OTHER ENTITY OR INDIVIDUAL. CLRTIFIEO EXCLLMIVELY TD CER14ED-4i: PEREZ & BERTHA G, GARCIA CHASE MANHATTAN MORTGAGE CORPORATION CENTRAL FLORIDA TITLE COMPANY (WI303TP) OLD REPUBLIC NATIONAL TITLE INSURANCE CO I HEREBY CERTIFY THAI THIS 'SKETCH DF RECORD SURVEY' TO THc BEST OF MY K,40W E1K:E A!10 BELIEF, MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY THE FLORIDA BOARD OF LAND SURVEYORS, IN CHAPTER GIG17, FLORIDA ADMINISTRATIVE CODE, PURSUANT TO SECTION 472.027 OF THE FLORIDA STATUTES. SEC-TWP-RGEFIELD SURVEY, DISK NO. SCALE' 31-19-31 JDATE, 5/4/95 300 1 "=30 L.S. q 131 STATE OF FLORIDA i ARE W YAJ UNLESS SIGNED AND EMBOSSED WITH TH D SEAL OF THIS SURYEYOR FRQ�GR/Ctl' !. F'Rd!✓C/S s not La rxd Sur g'r ,251 ,farina fbfmt 1Y' 64ssm(6 err3/ PI, 307 Tale-Fa.s 007 577-7515 SHEET- JOB NO. I OF. 95-5-7 2tt, Code violations found during inspection are required to be corrected. Plan/permit is does not grant approval of a code violation. 2004 FBC109.1 Structural plan review is limited to a general survey for code compliance. No review is implied nor was taken to verify structural adequacy ?a 0 9/ �"0/ V '11K3 - PLANS. REVIEWED // 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 --- A SCREEN, ACRYLIC 8, VINYL ROOMS INTERIOR BEAM (SEE TABLES A 1 3) SECTION 3A HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST / TYPICAL SLOPED SOLID ROOF ENCLO RE SCALE: N.T.S. HOST STRUCTURE OR ALUMINUM PEROF S SECTION 7 FOURTH WALL FRAME RIDGE BEAM (SEE TABLES C 7 USE BEAM -TO WALT. DE T AiL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELFA : (386) 787)-6556 774 PAGE COPYRIGHT 200A A A 3AB 0 © "�- NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETY, P. SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS EDGE BEAM (SEE TABLES 3A.1.1 & 3A.1.2) 'LW' FOR / / MAX. / / UPRIGHT H* HEIGHT (h) 1" x 2" MIN. 3-1/2" SLAB ON GRADE OR RAISED FOOTING VARIES (FOR FOOTINGS SEE DETAILS TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE 3A-37, 38, 39) W/ SOLID ROOF TYP. FRONT VIEW FRAMING * (HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) 'LW' LOAD WIDTH FOR ROOF BEAM P/2' 'P/2' SIZE BEAM AND UPRIGHTS (SEE TABLES) O.H SOLID ROOF NO MAXIMUM (ELEVATION SLAB OR GRADE) ,I - VARIES VARIES ALTERNATE CONNECTION @ FASCIA ALLOWED (SEE SECTION 7 FOR DETAILS) w (� :D z� U) Ui P = PROJECTION FROM BLDG. LW = LOAD WIDTH NOTES: 1. ANCHOR 1" x 2" OPEN B OF UPRIGHTOANCHOR 1X x 2/ TO WOOD WALL W/ #10 FASTENER 2-�O " S.M.S. W/ AND W/ IN 6" EACH SIDE WASHERS OR #10 x 2-1/2" WASHER AND (2) #8 SCREWS WHEADED SCREW 2'-0" OWASHERS @ EACH POINT OF.C.. ANCHOR BEAM AND UM INTERNALLY OR W/ ANCHOR CLIPS CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING TABLES OAD.3 WIDTH VALUE OF P/2 OR P/2 + O. H. 3. SELECT SCREEN ROOM FORTH WALL BEAM F 4. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 150 100 -123 130 140 #g 1 #10 1#12 #12 PICAL SCREEN H SCALE: 3/16" = 1'-0" Lawrence E. Bennett, P.E. FL 16644 ��� CIVIL ENGINEER -DEVELOPMENT NA. FL iTY F SAN FO RD P.O. BOX 214368, SOUTH DAYTONA, FL 32121 ((��SS TELEPHONE: (386) 767.4774 FAX; (386) 767-6556 PAGE © COPYRIGHT 2004 WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-2 N07 TO BE REPRODUCED IN SECTION 3A ALTERNATE CONNECTION DETAIL 1" x 2" WITH (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSS (2) #10 x 1 1/2" S. M. S. INTO SCREW BOSS ANCHOR 1" x 2" PLATE TO CONCRETE W/ 1/4" x 2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC_ 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER SCREEN, ACRYLIC & VINYL ROOMS BEAM/HEADER ANGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL SCREW SYSTEMS MIN. (3) #10 x 1 1/2" S.M.S. INTO SCREW BOSS 1" x 2" EXTRUSION 1-118" MIN. IN CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE HOLLOW UPRIGHT TO BEAM DETAIL ANCHOR 1" x 2" CHANNEL TO CONCRETE WITH 1/4" x 2-1/4"CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6x6 -10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE HEADER BEAM (4) #10 x 1/2" S.M.S. EACH SIDE OF POST H -BAR OR GUSSET PLATE 2" x 2" OR 2" x 3" OR 2" S.M.B. POST MIN. (4) 410 x 1/2" S.M.S. @ EACH POST 1" x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALT_TE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 'PLANS, REVIEWED CIVIL ENGINEER . DEVELOPMENT CONSULTANT� � �w P.O. BOSOUTH (386) 767-4T74FL 32121 TELEPHONE FAX: (386) 767-6556 - PAGE ,,gg © �iNOTTRO HT 2004 3A"�` E REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 3A EDGE BEAM 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ #10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. SCREEN, ACRYLIC & VINYL ROOMS ALTERNATE CONNECTION: '2) #10 x 1-112" S.M.S. 'HROUGH SPLINE GROOVES FRONT WALL GIRT . 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ #10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. 31DE WALL HEADER %TTACHED TO 1" x 2" OPEN 3ACK W/ MIN. (2) #10 x 1-1/2" 3.M.S. ^'DE WALL GIRT ATTACHED T x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW OSSES 1" MIN. FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2-1/4" CONCRETE/MASONRY ANCHORS @ 6" FROM EACH POST AND 24" O.C. MAX. AND WALLS MIN. 1" FROM EDGE OF CONCRETE TYPICAL. & ,ALTERNATE CORNER DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 PLAl CIVIL ENGINEER BOX EER 8. SOU -DEVELOPMENT NA. FL 3 121 ���®�® P.O. BO TELEPHONE: (386) 7670-0774FL 32121 �� 'r'" FAX: (386) 767-5556 d PAGE © COPYRIGHT 2004 HOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENIJETT, P.E_ 3A®6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WIT SCREEN, ACRYLIC & VINYL ROOMS COMPOSITE ROOF PANELS: (4) 1/4" x 4" LAG BOLTS W/ 1-1/4" FENDER WASHERS PER 4'-0" PANEL ACROSS, THE FRONT AND 24" O.C. ALONG SIDES 2" x 2" OR 2" x 3" HOLLOW GIRT AND KICK PLATE 2" x 2" HOLLOW RAIL SECTION 3A RISER PANELS ATTACHED PERI CHAPTER POST ATTACHED TO BOTTOM WI MIN. (3) #10 x 1-112" S.M.S. IN SCREW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 3" = 1'-0" „ HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-112" S.M.S. IN SCREW BOSSES 2" x 2", 2" x 3" OR 3" x 2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO NOS'i WITH -MIN. (3) #10 x 112" S.M.S., IN SCREW BOSSES 1" x 2" OPEN BACK BOTTOM RAIL 1/4" x 2-114" MASONRY ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.) Lawrence E. Bennett, P.E. FL # 16644 ®� CIVIL ENGINEER - DEVELOPMENT CONSULTANT ki �7j "i P.O. BOX TELEPHONE: SOUTH DA TONA,67-477 FL 32121 PLANS /� ��j(�= TELEPHONE: (386) 767-4774 IT ANFOR® FAX: (386)767-6556 PAGE © -9 COPYRIGHT 2004 3A®r NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. �__ 9 SCREEN, ACRYLIC & VINYL ROOMS 3A cable 3A.1.1-110 Allowable Edge BeaAcrylic orr V nyl Roomis® Extrusions for Screen, design load of 11 #fSF (36 #ISF for Max. Cantilever) For 3 second wind gust at 110 MPH velocity; using Aluminum Alloy 6063 T-6 2" x 2" x 0.055" bending 'b' or deflection'd') 2" x 2" x 0.044" b' or deflection'd') Load Max. Span 'L' 1 ( Max. Load Max. Span 'L' 1(bending ' Max Width (ft.) 1 g 2 Span 3 Span 4 Span Cantilever Width (ft.) 1 g, 2 Span 3 Span 4 Span cantilever 1'-2" d § 5,_8.. d 6.11" d 7'-1" d d d 6'-7" d 6 -9 d 1 1 d 5._4.. d 6'-7" d 6'-8" d 1' 1 r� 5' 4" d 6 6. 2,. d 6.�., d 1'-0" 5._1.. d 6'-3" d 6'-4" d 1._0.. d 6 5'-0' d 0'-11" d 7 6' 1" b 0'-11" d 4'-9" d 5'-11" d 5'-11" b 8 4'-10" d 5'-11" d 7 5.7' b 0' 11' d 5 _g' d 5' 9" b 0'-11 d g 4' 7" d 5' 8" d 0'-10" d 9 4.8 d b 0'-11" d 9 4' S.. d 5' 5" d 5'-3" b 0 10" d 10 4'-6" d 5'-6" d 5' S' b o t o d d 51.2" b 4'-11" b 11 4'-4" d 5,.4.. d 5'-2" d 4._11,. b 4._5,. b 0,_10" d 12 4'_3" d 5'-2" b 4-11 b 0 10 d 12 -11"ted,._ 4'-8" b 4' T b 0•_ 3" x 2" x 0.070" 3" x 2" x 0.045" Load Max. span 'L' I (bending 'b' or deflectioon�Xd') Load M X. Span'L' 1(bending'b' or deflection'd') an Max. Width (ft.) 1 & 2 Span 3 Span 4 Span Cantilever Width (ft.) an 3 Span 4 Span Cantilever 8'-5" d 8'-7" d 1'-4" d 1 2 SP , d 5 6'-9" d d 7._5.. d 7.7.. d 1'-2' 6 6._5.. d 7'-11., d 8._0,. d 1._3.. d 5,_8., d 7._0,. d 7._2.. d 1' 2" 6' 1„ d 7..6.. d 6 7 7' 4 d 1. 2.. d 5._5.. d 6._8.. d 6,_10.. d 1 _1 ' d 7._2.. d 7 g 5'-10" d 8 5 2 d 6' 4 d 6,_6,. d 0-01 tl 8 5. 7.. d 6'-11" d 7�_0.• d 1. 1,. d 6. 3.. d 10 5'-5" d 6' 8" d 6-_g., d 1' 1" d 9 4'-11" d 6'-2" d 1'-0" d 5'-11 d 5--1 1 b 0,_1 1 d 11 5'-3" d 6'-5" d 6'-7" d 10 4' g., d 0-_J1" d 1' 0" d 11 5'_g" d 6. g.. b11" d 12 5' 1" d 6'-3" d g_5„ d d 4 6" d 5'_7., d 5._5,. b 0' 2" x 4" x 0.050.. 12 Max. Span 'L' 1 (bending 'b' or deflection'd') � 2" x 3" x 0.045" Load Iia Max. Span 'L' 1 (bending 'b' or deflection'd') 4 Span Cantilever Load Max. Width (ft.) 1 g, 2 Span 3 Span P Width (ft.) 1 i 2 Span 3 Span 4 Span Cantilever 1'-11" d d 1 _6 d 5 g'_8" d 11'-11" d 12'-2" b 1 10 d 7' 6" d g'_3.. d 9._5., 5 9. 1., d 11._3.. d 11'-1" b 5 F'-8' b 1'-5" d 10'-8' b 10'-3.. b 1'-9" d 6 7, 0., d 8'_8.. d d 7 8, 8.. d 1 8 d 8_3.. d 8. 1,. b 1.-4.' 8, 3., d g,-11" b 9' 7" b 7 6'_8' d 1._3., d 8 g. 1.. b 1,_7,. d 6._5„ d 7.9.. b T-6" b 9 7 11' d g. 5„ b 8 7 1.. b 1'-3' d 8' 11" b 8-_7" b 1._6,. d 9 6'_2" d 7'-4" b 1, 2,. d 10 7'-8" d 1.-6.' d 6._9., b 11 7'-5" d 8'-6" b 8' 2" b 10 5'-11" d 6-11 b 6-5 b 1 -2. d 7.10„ b 1._5,. d 11 5'-9" d 6'-8" b 1. 1.. d 12 7'-3" d 8. 1., b 5,_7,. d 6..4,1 b 6._2„ b 12 ri ht to center of brace to beam Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from up connection to the eabove spans for total beam spans. 2. Spans may i Lawrence E. Bennett, P.E. FL # 16644 CI T CONSULTANT PILO BOX 2E 4368DSOUTHHPDAYTONA, FL 32121 TELEPHONE 6( 767) 767-4774 FAX: t PAGE © COPYRIGHT 2004 °9„10 NOT TO 8E REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. HENNETT, Table 3A.1.3-110 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH Velocity; using design load of 11 #/SF Hollow and Single Self -Mating Beams Aluminum Huoy ouw 1-o 2'-6" 3'-0" 3'-6" 9 D 7'-D" 1 O M 8'-0" 2" x 4" x 0.050" Hollow 12'-2" d e 10'-11 " d ®p cD 9'-8" d 9'-5" d 9'-1" d T o 8'-8" d CD 6'-3" d mz 0M Z 0 m % CO 0 0 _' tp � < C) Q oN o � mmom� M 1 m CD WW2 r0 r+ rn ��D Yr '0 15 L O ~ � .. � � cc) Ewam A -n ,n Z 11'-8" d 11'-2" d f ;Z E11l m CY) a X d zS -p � Table 3A.1.3-110 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH Velocity; using design load of 11 #/SF Hollow and Single Self -Mating Beams Aluminum Huoy ouw 1-o 2'-6" 3'-0" 3'-6" Tributary Load Width 4'-0" X-6.15'-0" 5'-6" 6'-0' 6'-6" 1 Allowable Span'L' f bending'b' or defiection'd' 7'-D" 1 7'-6" 8'-0" 2" x 4" x 0.050" Hollow 12'-2" d 11'-6" d 10'-11 " d 10'-5" d 10'-0" d 9'-8" d 9'-5" d 9'-1" d 8'-.. "-. 8'-8" d 8'-6" d 6'-3" d 2" x 5" x 0.062" Hollow 15'-9" d 14'-10" d 14'-1" d 13'-6" d 12'-11" d 12'-6" d 12'-1" d 11'-9" d 1'-5" d 1 d 10'-11" d 10'-8" d 2" x 4" x 0.044" x 0.100" 13'-8" d 12'-10" d 12'-2" d 11'-8" d 11'-2" d 10'-10" d 10'-6" d 10'-2" d �'-1 " 9'-8" d 9'-3" d 16'-11" d 15'-11" d 15'-1" d 14'-5" d 13'-11" d 13'-5" d 12'-11" d 12'-7" d 'IF -3" d 11'-11" d 11'-9 d 11%6" d 2" x 6" x 0.050" x 0.120' 19'-9" d 18'-7" d 17'-8" d 16'-11" d 16'-3" d 15'-8' d 15'-2" d 14'-9" d 14 5" d 14'-0" d '13'-9" d 13'-5" d '2 0.055" 0" 22'-6" d 21'-2" d 1 20'-2" d I 19'-3" d 18'-6" d 17'-10" d 17'-4" d 16-10"d. 16-5\d 15'-11" d 155'-7" d 15'-3" d . 2" x 7" x 0.055" w/ insert 27'-3" d 25'-7" d 24'-4" d 23'-3" d 22'-4" d 21'-7" d 20'-11" d 20'-4" d 19'-9" 19'-4" d 18'-1 " d 18'-6" d 2" x 8" x 0.072" x 0.224" 27'-11" d 26'-3" d 24'-11" d 23'-10" d 22'-11" d 22'-2" d 21'-5" d 20'-10jd23'-1" 20'-4" d 19 - " d 1 4" d 18'-11" d 2" x 9" x 0.072" x 0.224" 30'-7" d 28'-10" d 27'-4" d 26'-2" d 25'-2" d 24'-4" d 23'-7" d 22'-122'-3" d 21'-9" d 21'-3" d 20'-9" d 2" 9" x 0.082" x 0.306" 31'-9" d 29'-10" d 28' 4" d 27'-2" d 26'-1" d 25'-2" d 24'-5" d 23'-8 d 22'-6" d 22'-0" d 21'-6" d x A ��n.. a -4 _S" rt sn'-4" d 29' 4' d 28'-627'-9" d 27'-1" d 26'-6" d 25'-11" d L x -I F V.VJG w ...+tea I vv - -.. I .. _ , - _ Tributary Load Width Double Self -Mating Beams 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" V-6" 6'-0" 6'-6" Allowable Span'L' 1 bending'b' or deflection'd' 7'-0" 7'-6" 8'-0" 2" x 8" x 0.072" x 0.224" 35'-2" d 33'-1" d 31'-5" d 30'-1" d 28-11 d 27-11 d 27'-0" d 2" x 9" x 0.072" x 0.224" 38'-7" d 36'-4" d 34'-6" d 32'-11" ci 31'-9" d 30'-7" d 29'-8" d 28-10" d 28'-1" d 27' 4" d 26'-9" d 26'-2" d 2" x 9" x 0.082" x 0.306" 41'-1" d 38'-8" d 36'-8" d 35'-1" d 33'-9" d 32'-7" d 31'-7" d 30'-8" d 29'-10" d 29'-1" d 28'-6" di 27'-10" d 2" x 10" x 0.092" x 0.369" 48'-1" d 45'-3" d 42'-11" d 1'-1" 4 d 39'-6" d 38'-2" d 36'-11" d 35'-11" d 34'-11" d Note: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on 110 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. to center of brace to beam connection to the above spans for total 4. Above spans do not include length of knee brace. Add horizontal distance from upright beam spans. 5. Spans may be interpolated. (/ M O Z t�3 I SECTION 3A SCREEN, ACRYLIC & VINYL R®®Ii�S —i ---------- U) ROOF PANEL Q (SEE SECTION 7) >I BEAMS MAY BE ANGLED FOR ANCHOR PER DETAIL FOR PANT GABLED FRAMES �- OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE - BEAM AND POST SIZES 3A.3) (SEE TABLES 3A.3) 1" x 2" MAY BE ATTACHED FOR SCREEN USING (1) POST NOTCHED TO SUIT #10 x 1-112" @ 6" FROM TOP AND BOTTOM AND 24" O.C. SIDE NOTCH. POST TO CARRIER BEAM CONNECTION SCALE: 3" = l'-0" --1----------- w ROOF PANEL Q (SEE SECTION 7) 1-314" x 1-314" x 0.063" �Fl RECEIVING CHANNEL THRUBOLTED TO POST W1 THRU BOLTS FOR SIDE BEAM(SEE TABLE 3A.3 FOR NUMER OF BOLTS) El ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 3A.3) BEAM AND POST SIZES1" x 2" MAY BE ATTACHED FOR (SEE TABLE 3A�REEN USING (1)� #10 x 1/2" @ 6" FROM TOP AND BO OM AND 24" O.C. PO"NOTCHED T SO UIT CENTER NOTCH POST' TO CARRIER SEA C®NNECT N SCALE: 3" REVIEW EO Lawrence E. Bennett, P.E. FLA 16644 -P � CIVIL ENGINEER -DEVELOPMENT CONSULTANT ggg� ({ P.O. BO TELEPHON214368. OUTH E: (386) 7670 774FL,3212'i Y ANFORD FAX: (386)767-6556 SANFORD ���::: PAGE Q COPYRIGHT 206+1 3A-33 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 3A PRIMARY FRAMING BEAM (SEE TABLES 3A.1.1, 2) 1-112" x 1-1/2" x 0.080" ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS MINI. #8 S.M.S. x 3/4 LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES SCREEN, ACRYLIC & VINYL ROOMS m EXTRUSIONS W1 INTERNAL SCREW BOSSES MAY BE CONNECTED WI (2) #10 x 1-1/2" INTERNALLY I INTERIOR BEAM TABLES: 3A.1.3 BEAM TO BEAM CONNECTION DETAIL. SCALE: 3" = T-0" AM TO WALL CONNECTION: ANGLE OR RECEIVING CHANNEL EXTRUSIONS WITH INTERNAL SCREW BOSSES BE CONNECTED WITHml MAY (2) #10 x 1-1/2"INTERNALLY MINIMUM #8S.M.S. x 3/4"LONG NUMBER REQUIREDEQUAL TO BEAM DEPTHuj IN INCHES ® I INTERIOR BEAM TABLES:3A1 3 DE (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD FRAME WALL W1 MIN. (2r)iF18 x 2" LAG SCREWS PER _ OR I TO CONCRETE W/ (2) Ii4'' x 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE CONNECTION: (1) 1-3/4" x 1-314" x 1-314" x 118" INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 318" x 2" LAG SCREWS OR TO CONCRETE OR MASONRY WALL WI (3) 1/4" x 2-1/4" R NCHORS O A PER SIDEFOR EACH INCH OF EAM DEPT -H LARGER HAN 3" BEAM TO, WALL CONNECTION DETAIL. SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 1 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: 774 X: (386) 767-6556 PAG © COPYRIG7R�PRODUCEd ra 5La 3A-316 NOT TO HG IN WW OF LAWRENCE E. BENNETT, P.E. c SECTION 7 1 SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER #10 x 1-112" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4" S.M.S. OR WOOD SCREW SPACED EXISTING HOST STRUCTURI~ WOOD FRAME, MASONRY OR OTHER CONSTRUCTION FOR MASONRY USE 1/4" x,1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-112" S.M.S. OR WOOD SCREWS @ '12" O.C. ROOF= PANEL; -- FASCIA DETAIL_ #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA 48 x 112" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS :•:•:•:•;.'. c' ROOF PANEL ROOF PANEL TO WALL DETAIL SCALE: 3" = T-0" WOOD STRUCTURE SHOULD CONNECT TO TRUSS BUTTS OR THE SUB-FASrfA FRAMING WHERE POSSIBLE ONLY. 157. - SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE AN RS. ALL SCREWS INTO THE HOST STRU RE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASH -t. DED SCREWS. HEADER INSIDE DIMENSION SHALT_ BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED 01\1 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSIOiN: 100 -123 130 140 '150 #8 #10 T #12 #12 _W Lawrence C. Bennett, P.E. 1==L # 16644 CIVIL ENGINEER . DEVELOPMENT CONSULTANT P.O. COX 214360, SOUTH DAYTONA. FL 32121 TELEPHONE: (366) 767-4774 FAX: (366) 767-6556 PAGE (p COPYRIGHT2004 I'•4 NOT TO BE RER, O, UC,�D1lh)"WFIOLS OR IN PART WI�MOU7 TF1@ VRITiEN PERMISSION OP LAWRENCE E. BENNETT, P.E. .s �i if a �i t4 — SOLID ROOF PANEL, PRODUCTS I SECTION it Table 7.4.1 Structall Building Systems Inc. Snap ti Lock O Composite Roof Panels Allowable Spans for Composite Roof Panels @ Various Loads Aluminum ,alloy 3105 h1-14, H-25 Foam Core E.P.S. I# Density Manufacturers Proprietary Products: 3" x 48" x 0.024" Roof Panel Open Structures Screen Rooms Glass & Modular Rooms Overhang 1 Wind Mono -`hoped Roof_ 8. Attached Covers Enclosed Cantilever 1 &2 3 4 182 3 4 All Ragion 1&2 3 4 -Pan Roofs span span span span span span span span__ p _ 100 PdiPH 21' 4" 23' 10" 23'-0" 20'-4" 22_9„ -1 151-11, 17.9„ 16'-3" 4'-0" 11<1 MPH 21' 4" 23' 10" 23'-0" IIB' 20'-11" 2p 13' 9„ 15' 4" 14 10 4'-0° W_.In" 178„ 13711„ 13'_6" 4._0., 17 9„ 16' 3" 11 1� 1`L'-11" 1z^b 4 16,_0" ?0' 2" _ 19'-5" 15'-1" t-3^ 3" ;c 48" x 0.030" Roof Panel Glass & Modular Rooms Overhancd 1 Open Structures Scrcan Rooms Enclosed Cantilever Wind Mono -Sloped Roof &Attached Covers All Region 1&2 3 4 span 1&2 3 4 span span span 1&2 span 3 4 an span span Roofs span span 27'-11" 27' 0" 23' 10" 7.6-8 257-9-9"� 161-8" 20'-10" 20'-2" 4'-0" 101) N1PhI 24'-11" 24'-11" 27'-11" 27'_0„ 21,_11„ 74,_6„ 23'-8" 16 _2„ 19.3„ 16.8„ 4'-0" 111) MPH - — --_ 120 MPH 23'-10" 26'-6" 25'-9" 20'-5" 27_'-10" 22'-1" 14' 8" 17'_8„ 15'_10" 4'-07 _ 123 MPH 22'-11" 25'-7" 24'-9" 19'-10" 227-2" 21'_5" 14'-4" 16,_0" 14' 8" 13D MPH 21' 2" 23'-7" 22'_10" 18.6 20,_10„ 20.2„ 13.7„ 15.2„ 13'-B" O° — 1an N}PH 14' �" 1G'-2" 15'-7" 14'-5" 16'-2" 16,-7,, 12' 8". 14' 2" 13 12,_9" 4,_0., 15D MPH 14'-5' 16' 2" 14 _5„ 15'-7" 11'_2" _2„ L, _ 4" x 48"x 0.024" Roof Panel _ --- Glass &Modular Rooms Overizan- ._ 1 -Open Structures Screen Roo Enclosed Cantilr;Va; 1 Wind Mono -Sloped Roof & Attached Covers - All _ Region - 1812 3 .4 _ 1&2 3 4 span span 182 span 3 4 span span Roofs span span span 25.3„ span 22,_3" 24,_11„ 24,_1" 1T-5" 19'-6" 18''10' 4'-0" 100 MPH 23'-5" 26'-2" -26'-2" 25'-3" 20'-6" 22'-11" 22 2" 15'-1" 18'_0" 17.5" 110 MPF] 23,_5„ p' " " - - 19' 1" 21,_4„ 20'_7" 13,_9„ 15'-4" 14'-10" 1i!17 MPH 22,-3„ 24' 11" 24 1" ----- 18.6" 70,_9" 20.0„ 13�5� ----- 14' 14-6 �_ 123 MPI -1 21'-i' 23'-11" 23'_2" y 19.6" 16 10„ 12.6" -2" 14.2" 1111 MPH 19'4' 22'-T' 21' 4" T15'-1" 17.5" r 15'-1" 14'_7" 11'-3" 13'_3„ 12' 9" 4' 0" 141) MPH 13.6" 14' 7" 13' 6" 15'-1" 14'-7" 10' 5" 12' 4" 11' 4" 4' �" 151J MPIa 13'-6" 1S'_1 " 14'-7" 13' 6" 4" x 48" x 0.030" Roof Panel Screen Rooms Glass & Modular Rooms Overhang Open Structures Mono -Sloped Roof & Attachd Covers e Enclosed Cantilever Wind Region 18.2 3 4 18'2 34 span, 1&2 span p__ 3 4 s an span p All Roofs span span span a._.._...-. _ span span 26,_6„ 29,10„ 28,_10„ 90'_10" 23'•.4" 22,_6„ �...�. 4'-0' 7- 1Dn MP}i 2T-11" 31'-4'y 30'-3" -16--M _" 27'-5 " 26' 6" 19' 4" 21'_7" 20'-10" 1 -4" 3" P}i 27'-1 1" 3 30. 74.7„ 22'-10' 25'-7" 24-8" 17.8„ 19' 10" 19'-l" i;?Y3 MPH 26 8" 29' 10" 28'-10" 22'-2" 24'-10" 23'-11" 16.0„ 19' 3" 18'-7' 123 NIPIi 25 8" . 28' 8" 27 T - 20'•10" 23, 4" 22.6" 15'_2„ 4' 0" --- 13fB MPH 23,_8" 26'-5" 25'-7" 16'-2" 18'_1„ 17.6„ 14 2" W18'-1" 15 10„ 15 4„ 4' 0" 140 MP}I 15-2" 18'-1" 17, G" 1G'_2„ 17'-6" 13'-2" 14' 9„ 14'-3" 4'-0" 5- MPH 16' 2" 18'-17' 17 6„ Note: Total roof panel width_ r _oom width + watl width + overhan Lawrence E. Bennett, P.E. Fi_ 166,14 �,�;��,� CIVIL ENGINEER -DEVELOPMENT CONSULTANT 3 rD gtJRBAN:G RDAD, P,O.BOX 214368, SOU71i DAYTONA, FL 32121 C71_10SMA,R, FLORIDA 34677 TELFPFIONE: (386) 767-4774 NA-ri C7NWIDE: l-HC1❑••229-52=�7 FAX: (386)767-6556 LOCAL. E313 -r355-2627 FAX Ei 7 3-856-81 2Q _�_••r_^�•.�— •-' PAGE Q COPYRIGHT200-57-'9 NOT TO BE F EPRODUCCED IN WWHOL+1 0ORR IN.�PA Ju.N/kr ty�1 11 � i,.u�ERMU310N OF LAWRENCE E. BENN[Ti, P.E. 61 •2�cru of SfTo FUM ATTACHE & FREE-STANDING COVERS AND TILITY SHEDS SECTION 2 BEAM SPAN LENGTH "A" FOR TABLE 2 EQUALS THE SHADING DENOTES MAXIMUM ROOF LARGER OF: A1= W, A2= W/2 + O.H. AREA FOR COLUMNS AND FOOTING I W I W 11 I I .II II II OVERHANG I I, III VARIES III II it II A2 A2 11 II _ I DOUBLE CARPORT SCALE: 3/16" = T-0" BEAM IF REQUIRED FOR KNEE BRACING -- KNEE BRACE 'W' FOR BEAM SIZE W MONO -SLOPED ROOF OVERHANG VARIES -A2__T_A2 [/ j/ SINGLE CARPORT J _.SCALE: 3/16" = 1'-n" f SLOPE * SLOPE 1/2 1/2 12 12 'W' FOR BEAM SIZE ** * MINIMUM SLOPE SHALL BE 1/2" PER 12" EXCEPT FOR 0.026" PANS FOR WHICH THE SLOPE SHALL BE 3/4" PER 12" FOR SPANS EXCEEDING 12'-0" OR MANUFACTURERS RECOMMENDED SLOPE I ** SEE BEAM SPAN TABLES FOR FREE STANDING END VIEW DOUBLE CARPORT GABILED SCALE: 3/16" = V-0" 'W' FOR BEAM SIZE'* AFTERCOMPUTING'A' LARGEST VALUE POST SIZE AND SPACING PER TABLE 2.2.1 AND / OR TABLE 2.2.2 N E BRACE _REQUIRED F POSTS ARE NOT SET IN C ETE FOOTING CTURES END VIEW SINGLE CARPORT SCALE: 3/16" = 1'-0" Lawrence L # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 �ry q EW q� TELEPHONE: (386) 767-4774 + h U�il7 �ijju4ff/ FAX: (386) 767-6556 e-.� l }' 13 t7 PAGE © COPYRIGHT 2004 2-13 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2 FASTENERS (PER TABLE 2.3) PAN ROOF PANEL Fe I SEE TABLES FOR BEAM SIZE (D 4D 0 (1) INTERNAL ANGLE OR U -CLIP 0 CONNECTION START OR END OF BEAM SPAN COLUMN CENTER OF KNEE BRACE NGTH 2" x 3" x 0,050" M!N11MUM KNEE BRACE (SEE TABLE 2.3) KNEE BRACE REQUIRED IF CONNECT KNEE BRACE TO POST NOT SET IN CONCRETE COLUMN AND BEAM WITH FOOTING 0.050"'U' CHAN N EL, 'H' KNEE BRACE NOT REQUIRED CHANNEL, OR GUSSET PLATE, FOR ATTACHED STRUCTURES FASTEN WITH S.M.S. AT EACH AND ROOF PROJECTION FROM CONNECTION POINT HOST LESS THAN 20' (PER TABLE 2.3) KNEE BRACE TO POST DETAIL - BEAM PERPENDICULAR TO ROOF SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 EVIEWEE) CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 N F FAX: (386) 767-6556 PAGE COPYRIGHT2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-15 SECTION 2 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS --------------------------------- PAN OR COMPOSITE PANEL ROOF -- - - - - - - - - - - - - - - - - - - - - - - - - BEAM �[ F 0 (D CONNECTION START OR END KNEE BRACE NGTH -4 OF BEAM SPAN CENTER OF BRACE: 2" x 3" x 0.050" MINIMUM KNEE BRACE (SEE TABLE 2.3) CONNECT KNEE BRACE TO COLUMN AND BEAM WITH KNEE BRACE REQUIRED IF 0.050"'U'CHANNEL,'H' POST NOT SET IN CONCRETE CHANNEL, OR GUSSET PLATE, FOOTING FASTEN WITH S.M.S. AT EACH CONNECTION POINT KNEE BRACE NOT REQUIRED PER TABLE 2.3 FOR ATTACHED STRUCTURES COLUMN 11 _A KNEE BRACE TO POST DETAIL, - DETAIL PA=RALLEL TO ROOF SCALE: 3" l' -O" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767-6556 PAGE COPYRIGHT 2004 2-1 (D 6 NOT TO BE REPRODUCED IN WHOLff,6Rt'�Z� PAR" WT T EN PERMISSION OF LAWRENCE E. BENNETT, P.E. ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 r 7 — --------- w ROOF PANEL Q (SEE SECTION 7) _ ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL BEAMS MAY BE ANGLED FOR FOR NUMBER OF BOLTS AND GABLED FRAME - SIZE OF POST (SEE TABLE 2.3) COLUMN NOTCHED TO SUIT BEAM AND POST SIZES (SEE TABLES SECTION 2) SIDE NOTCH POST TO BEAM CONNECTION BEAMS MAY BE ANGLED FOR GABLED FRAME 1-3/4" x 1-3/4" x 0.063" RECEIVING CHANNEL THRU BOLTED TO POST W/ THRU BOLTS FOR SIDE BEAM (SEE TABLE 2.3 FOR NUMBER OF BOLTS) COLUMN NOTCHED TO SUIT SCALE: 3" = 1'-0" -------- _ W ROOF PANEL (SEE SECTION 7) 0�- ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL I O FOR NUMBER OF BOLTS AND OO SIZE OF POST (SEE TABLE 2.3) BEAM AND POST SIZES nil(SEE TABLES SECTION 2) CENTER NOTCH POST TO BEAM CONNECTION SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA', FL 32121 TELEPHONE: (366) 767.4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004{ OT B�E�-RPR�OED�HO�I E OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-1I 7 SECTION 2 ATTACHED & FREE-STANDING COVERS AND DTII-Il"Y SHEDS EXTRUSIONS WI INTERNAL CONNECTOR MAY BE (2) SCREW BOSSES MAY BE ANGLES, INTERNAL'U' CONNECTED WI (4) #10 x 1-112" CHANNEL OR EXTERNAL'U' INTERNALLY CHANNEL EACH SIDE OF _ CONNECTING BEAM WI SCREWS (PER SECTION 9) 4m SECONDARY BEAM / PURLINS(SEE SPAN TABLES -- '' SECTION 2) ,BEAM "r0 BEAM CONNECTION DETAIL SCALE: 3" = 1'-0" BEAM T,6 WALL CONNECTION: 2 x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR TO CONCRETE WI (2) 1/4" x 2-114" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAN DEPTH LARGER THAN 3" HOST STRUCTURE R OR WALL (SELECTOM CTION 9FASTENERSEC TABLES) PRIMARY BEAM (SEE SPAN TABLES SECTION ) ANGLE OR RECEIVING CHANNEL ALTERNATE CONNECTION: (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8 INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS OR TO CONCRETE OR MASONRY WALL W/ (3) 1/4" x 2-1/4" ANCHORS OR ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANY P.O. BO T 214368, ELEPHONE: (386TH ) 767-4774 774FL 32121 FAX: (386) 767.5556 PAGE © COPYRIGHT 2004 2I 2e�0p� NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. P.E. I. S. 1J -- ED �.`qj SAN ® ui PRIMARY / FRAMING BEAM (SEE SPAN TABLES ® w SECTION 2) 0 w ® MINIMUM NUMBER S.M.S. 3/4" LONG REQUIREID AMUD O PTUAL (SEE SECTION 9) -- SECONDARY BEAM / PURLINS(SEE SPAN TABLES -- '' SECTION 2) ,BEAM "r0 BEAM CONNECTION DETAIL SCALE: 3" = 1'-0" BEAM T,6 WALL CONNECTION: 2 x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR TO CONCRETE WI (2) 1/4" x 2-114" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAN DEPTH LARGER THAN 3" HOST STRUCTURE R OR WALL (SELECTOM CTION 9FASTENERSEC TABLES) PRIMARY BEAM (SEE SPAN TABLES SECTION ) ANGLE OR RECEIVING CHANNEL ALTERNATE CONNECTION: (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8 INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS OR TO CONCRETE OR MASONRY WALL W/ (3) 1/4" x 2-1/4" ANCHORS OR ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANY P.O. BO T 214368, ELEPHONE: (386TH ) 767-4774 774FL 32121 FAX: (386) 767.5556 PAGE © COPYRIGHT 2004 2I 2e�0p� NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. P.E. I. S. 1J -- ED �.`qj SAN ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 t N I ALUMINUM/STEEL COLUMN 'U' CHANNEL ANCHORS (SEE SECTION 9) (SEE SECTION 9 FOR CONNECTIONS) a ° o CONCRETE ANCHORS CONCRETE SLAB OR FOOTING ' ,• (SEE SECTION 9) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING CHANNEL SCALE: 3" = V-0" t V ALUMINUM / STEEL COLUMN 2" x 2" WITH WALL THICKNESS ANCHORS (SEE SECTION 9) o EQUAL TO OR GREATER THAN COLUMN WALL CONCRETE SLAB OR FOOTING 4 -CONCRETE ANCHORS SEE SECTION 9) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL ANGLE CLIPS f SCALE: 3" = l'-0" ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE-STANDING COVERS CORROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING ALUMINUM / STEEL COLUMN INTERNALEXTRUDED ALUMINUM BASE OR BREAK FORMED U -CLIP WITH WALL EQUAL TO OR GREATER THAN POST WALL CONCRETE ANCHORS (SEE SECTION 9) POST TO CONCRETE CONNECTION TUBE COLUMN BASE SCHEMATIC INTERNAL BASE SCALE: 3" = V-0" � ¢ Lawrence E. Bennett, P.E. FL # 16644 X71 a A Iii 0 1`'Re�, `}� I its ED CIVIL ENGINEER - DEVELOPMENT CONSULTANT 1 L� I P.O. BOX 214368, SOUTH DAYTONA, FL 32121 5 � � TELEPHONE:67-4774 V`AT'��1d FAX: (386)) 767-6 767.6556 © COPYRIGHT 2004 PAGE e� �g NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-2 q A ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 Table 2.1.1 A-120 Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped* Roofs For 3 sec. wind gust at 120 MPH velocity; using design load of 11 #/SF (43 #/SF for Max. Cantilever) en, ana't T_a 2" x 3" x 0.045" Hollow 2" x 3" x 0.050" Hollow Tilt Load Width (ft.) Max. Span 'L'/(bending'b'ordeflection'd') 1&2 Span 3 Span 4 Span x. Cantilever Load Width (ft.) Max. Span 'L'1(bending'b'ordeflection ' d') 1&2 Span 3 Span 4 Span. Cantilever 4 8'-1" d 9'-11" d 10'-2" d 1'-6" d 4 7'-11" d 9'-9" d 9'-11" d 1'-6" d. 5_ 7'-6" d 9'-3" d 9'-5" d 1'-5" d 5 7'-4" d 9'-1" d 9'-3" d 1'-5" d 6 7'-0" d 8'-8" d 8'-8" b 1'4" d 6 6'-11" d 8'-7" d 8'-6" b 1'-4" d 7 6'-8" d 8'-3" d 8'-1" b 1'-3" d 7 6'-7" d 8'-1" b 7'-10" b 1'-3" d 8 6'-5" d 7'-9" b 7'-6" b 1'-2" d 8 6'-3" d 7'-7" b 7'4" b 1'-2" d 9 6'-2" d 7'-4" b 7'-1" b 1'-2" d 9 6'-1" d 7'-2" b 6'-11" b 1'-2" d 10 5'-11" d 6'-11" b 6'-9" b 1'-1" d 10 5'-10" d 6'-10" b 6'-7" b 1'-1" d 11 5'-9" d 6'-8" b 6'-5" b 1'-1" d 11 5'-8" d 6'-6" b 6'-3" b 1'-1" d 12 5'-7" d 6'-4" b 6'-2" b 1'-1" d 12 5'-6" d 6'-2" b 5'-11" b 1'-0" d 2" x 4" x 0.045" Hollow Tilt 2" x 4" x 0.044" x 0.100" Self Mating Beam Load Width (ft.) Max. Span 'L'/(bending 'b' or deflection 'd') 1&2 Span 3 Span 4 Span Max. Cantilever Load Width (ft.) Max. Span 'L'/(bending 'b' or deflection 'd') 1&2 Span 3 Span 4 Span Max. Cantilever 4 10'-0" d 12'-4" d 12'-7" d 1'-11" d 4 11'-8" d 14'-5" d 14'-8" d 2'-2" d 5 9'-4" d 11'-6" d 11'-5" b 1'-9" d 5 10'-10" d 13'-4" d 13'-8" d 2'-0" d 6 8'-9" d 10'-9" b 10'-5" b 1`-8" d 6 10'-2" d 12'-7" d 12'-10" d 1'-11" d 7 8'-4" d 9'-11" b 9'-8" b 1'-7" d 7=8'- 11'-11" d 12'-1" b 1'-10" d 8 7'-11" d 9'-4" b 9'-0" b 1'-6" d 8 11'-5" d 11'-3" b 1'-9" d 9 7'-8" d 8'-10" b 8'-6" b. 1'-5" d 9 10'-11" d 10'-8" b 1'-8" d 10 7'-5" d 8'-4" b 8'-1" b 1'-5" d 10 10'-5" b 10'-1" b 1'-7" d 11 7'-1" b 7'-11" b 7'-8" b 1'-4" ; 11 b I 1' 7" d ' 12 6'-10" b 7'-8" b 7'-4" b 1; d 9'--6"---b_9'-3" b -6" d 2" x 5" x 0.050" x 0.100" Self Mating Beam 2" x 6" x 0.050" x 0.120" Self Mating Beam Load Width (ft.) Max. Span'L'/(bending'b' or deft ction'd') 1&2 Span 3 Span 4 Span Max. antilever Load Width (ft.) Max. Span 'L'/(bending'b' or def lectio 'd') 1&2 Span 3 Span 4 Span ax. antilever 4 14'-5" d 17'-10" d 18'-2" d 2" d 4 16'-11" d 20'-11" d 21'-4" 3'-2" d 5 13'-5" d 16'-7" d 16'-11" d 2'-6" 5 15'-B" d 19'-5" d '-9" d 2'-11" d 6 12'-7" d 15'-7" d 15'-11" d 2'4" d 14'-9" d 18'-7" d 2'-9" d 7 11'-11" d 14'-10" d 14'-11" b 2'-3" d 7 14'-0" d 17'4" d 17'-3" b 2'-8" d 8 11'-6" d 14'-2" d 13'-11" b 2'-2" d 8 13'-5" d 16'-7" d 16'-2" b 2'-6" d 9 11'-0" d 13'-7" b 13'-2" b 2'-1" d 9 12'-11" d 15'-9" b 15'-3" b 2'-5" d 10 10'-B" d 12'-11" b 12'-6" b 2'-0" d 10 12'-6" d 14'-11" b 14'-5" b 2'-4" d 11 10'4" d 12'4" b 11'-11" b 1'-11" d 11 12'-1" d 14'4" b 13'-9" b 2'-3" d 12 10'-0" d 11'-9" b 1 11'-5" b 1'-11" d 12 11'-9" d 13'-8" b 13'-2" b 2'-2" d * Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12". Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. {k,f� Iy: y QED F(DR0 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-29 D SECTION 2 I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Table 2.2.1 Allowable Attributable Roof Area per Post for Carports, Patio Covers, and other Open Buildings -ALUMINUM POSTS Example: Find Roof Area Needed; Area ='A; Post Spacing ='S'; Structure Projection ='W': A = S x (W/2 + O.H.); If 'S' = 10', W = 24', and O.H. = 2' then: 'Area' = 140 Sq. Ft. a. For a 9'-6" post and 120 m.p.h. wind load of 14 # / Sq. Ft. post choices are: 1. 2" x 3" x 0.045" Hollow Extrusion 2. All post sizes listed below the 2" x 3" x 0.045" Hollow Section b. If job conditions dictate a post hieght of 10'-11" for A = 140 Sq. Ft. and 120 MPH wind zone, then a 2" x 3" x 0.045" Hollow Extrusion can NOT be used since it can only support a roof area of 114 Sq. Ft. Thus, design must satisfy both height and area requirements. Note: 1. Spans may be interpolated. 2. For free standing covers, multiply above roof areas by 1.25 (except for 100 MPH). � �� awrenc+eBenn�'tt, E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 PAGE I © COPYRIGHT 2004 2-52 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. s Aluminum Post Wind Load (MPH) = 100 110 120 123 130 140A 1408 & 150 Attached Cover Uplift * = 10 #/SF 12 #/SF 14 #/SF 1 15 #/SF 16 #/SF 1 19 #/SF 30 #/SF Free Standing Uplift = 10 #ISF 10 #ISF 11 #ISF 12 #ISF 1 13 #ISF 15 #ISF 30 #/SF Maximum Allowable Roof Area in Square Feet for Various Loads on Post Height Load (lbs.) 2" x 2" x 0.044" Hollow Extrusion or 2" x 2" x 0.045" Snap Extrusion - Aluminum Alloy 6063 T-6 7'-4" 2,064 206172 147 138 129 109 69 8'-7" 1,548 155 129 111 103 97 81 52 9'-10" 1,204 120 100 86 80 75 63 40 11'-1" 903 90 75 65 60 56 48 30 Height Load (lbs.) 2" x 3" x 0.045" Hollow Extrusion or 2" x 3" x 0.045" Snap Extrusion - Aluminum Alloy 6063 T-6 8'-2" 2,736 274 228 195 182 171 144 91 9'-6" 2,502 250 209 179 167 156 132 83 10'-11" 1,596 160 133 1 114 106 100 84 1 53 12'-3" 1,197 120 100 1 86 80 75 63 1 40 Height Load (lbs.) 3"x 3" x 0.040" Roll Formed -Aluminum Alloy 3105 H-14 10'-0" .2,381 238 198 170 159 149 125 79 11'-8" 1,786 179 149 128 119 112 94 60 13'-4" 1,389 139 116 99 93 87 73 46 15'-0" 1,042 104 87 74 69 65 55 35 Height Load (lbs.) 3" x 3" x 0.060" Roll Formed -Aluminum Alloy 3105 H-14 11'-0" 3,600 360 300 257 240 225 189 120 12'-10" 1 2,700 270 225 193 180 169 142 90 14'-8" 16'-6" Helgh 11'-10" 2,100 Load (Ibs.1 210 341 175 150 140 98 usion -Aluminum 6063 T 284 243 111 179 70 53 114 I 13'-10" 2,556 1 256 213 183 170 160 135 85 15'-10" 1,988 1 199 166 142 133 124 105 66 17'-10" 1,491 1 149 124 107 99 93 78 50 Example: Find Roof Area Needed; Area ='A; Post Spacing ='S'; Structure Projection ='W': A = S x (W/2 + O.H.); If 'S' = 10', W = 24', and O.H. = 2' then: 'Area' = 140 Sq. Ft. a. For a 9'-6" post and 120 m.p.h. wind load of 14 # / Sq. Ft. post choices are: 1. 2" x 3" x 0.045" Hollow Extrusion 2. All post sizes listed below the 2" x 3" x 0.045" Hollow Section b. If job conditions dictate a post hieght of 10'-11" for A = 140 Sq. Ft. and 120 MPH wind zone, then a 2" x 3" x 0.045" Hollow Extrusion can NOT be used since it can only support a roof area of 114 Sq. Ft. Thus, design must satisfy both height and area requirements. Note: 1. Spans may be interpolated. 2. For free standing covers, multiply above roof areas by 1.25 (except for 100 MPH). � �� awrenc+eBenn�'tt, E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 PAGE I © COPYRIGHT 2004 2-52 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. s SECTION 2 1 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Table 2.3 Schedule of Post to Ream Size and Plumber of Thru-Bolts Required Aluminum Alloy 6063 T-6 Beam Size Minimum Post Size # Thru-Bolts @ L=D+'/" Minimum Knee Brace' Minimum # Knee Brace Screws 114"o 3/8"o Hollow Sections 2" x 3" x 0.050" Hollow Tilt 2" x 2"x 0.044" or 2" x 2"x 0.045" Snap 2" 2" x T. x 0.050" (3) #8 2" x 4" x 0.050" Hollow 2" x 3"x 0.045" Hollow 2" x 3"x 0.045" Snap 2"" 2" x 3" x 0.050" (3) #8 Self Mating Beams 2"x_4 -,'-'x0.038" X 0.100 3" x 3"x 0.060" Scalloped 2 - 2" x 3" x 0.050" (3) #8 5" x .060" Scallope 2 2" x 3" x 0.050" (3) #3 ' x 6".x 0.050" X 0.120 P2 3" x 3"x 0.060" Scalloped 2 - 2" x 3" x 0.050" (3) #10 2"x7"x0. "x0.120" 3"x3"x0.093" 3 2 2"x4"x0.050" (3)#10 2" x 7" x 0.055" x 0.12 w/ insert 3'=x 3_x 0.09 3 2 2" x 4" x 0.050" (3) #10 2" x 8" x 0.072" x 0.224" 3" x 3" x 0.093" 3 2 2" x 4" x 0.050" (3) #12 2" x 9" x 0.072" x 0.224" 3"x3"x0.125" 4 3 2"x4"x0.050" (3)#14 2" x 9" x 0.082" x 0.306" 3" x 3" x 0.125" 4 3 2" x 4" x 0.050" (3) #14 2" x 10" x 0.092" x 0.369" 4" x 4" x 0.125" 6 4 2" x 4" x 0.050" (4) #14 The minimum number of thru bolts is (2) • Minimum post/beam may be used as minimum knee brace Fasten w/ external screws or clips. See Details. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 2-54 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 7 I SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 3" = 1'-0" WOOD FRAME, MASONRY OR OTHER CONSTRUCTIONi FOR MASONRY USE 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. iz #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA #8 x 1/2" S.NI.S. SPACED @ 8" O.C. BOTH SIDES CAULK {� ALL EXPOSED SCREW HEADS }.. ::::Q•LLL..., . !• '' ;:: "-- ROOF PANEL ROOF PANEL TO WALL DETAIL SCALE: 3" = V-0" WOOD STRUCTURES SHOULD CONN. -QT TO TRUSS BUTTS OR THE -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE BEEFI BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100-123 130 1 140 17TSO #8 #10 J. #12 1 #12 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT2004 7-`4q NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SOLID ROOF PANEL PRODUCTS SECTION 7 Table 7.4.1 Structall Building Systems Inc. Snap & Lock ® Composite Roof Panels Allowable Spans for Composite Roof Panels @ Various Loads Aluminum Alloy 3105 H-14, H-25 Foam Core E.P.S. 1# Density Manufacturers: Proprietary Products: 3" x 48" x 0.024" Roof Panel Open Structures Screen Rooms Glass & Modular Rooms Wind Mono -Sloped Roof & Attached Covers Enclosed Region 1&2 3 4 1&2 3 4 1&2 3 4 span span span span span span span span span 100 MPH 21' 4" 23'-10" 23'-0" 20'-4" 22'-9" 21'-11" 15'-1" 17'-9" 16'-3" 1 21'-4" 23'-10" 23'-0" " 20'-11" 20'-2" 13'-9" 15' 4" 14'-10" 120 MP 20' 4" 22'-9" 21'-11" 17'-5" 19'-5" 18'-10" 12'-6" 13'-11" 13'-6" PH -19'-6" 21'-10" 21'-1" 1 - " 18'-11" 18'-3" 11'-8" 13'-8" 130 MPH 18'-0" 20'-2" 19'-5" 15'-1" 140 MPH 12'-4" 13'-9" 13'-3" 12'-4" 150 MPH 12'-4" 3" x 48" r n -nim- Rnnf D -i overhang/ Cantilever Roofs 4'-0" 4'-0" 4'-0" Wind Open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang/ Cantilever Region 1&2 3 4 1&2 3 4 1&2 3 4 All 1&2 3 4 A110MPH span span span span span span span span span Roofs 106 MPH 24'-11" 27'-11" 27'-0" 23'-10" 26'-8" 25'-9" 18'-8" 20'-10" 4'-0" A' 110 MPH 24'-11" 27'-11" 27'-0" 21'-11" 24'-6" 23'-8" 16'-2" 19'-3" 1 20'-7" 13'-9" 120 MPH 23'-10" 26'-8" 25'-9" 20'-5" 22'-10" 22'-1" 14'-8" 17'-8" 15'-10" 4'-0" 123 MPH 22'-11" 25'-7" 24'-9" 19'-10" 22'-2" 21'-5" 14'-4" 16'-0" 15'-6" 4'-p" 130 MPH 21'-2" 23'-7" 22'-10" 18'-8" 20'-10" 20'-2" 13'-7" 15'-2" 140 MPH 14'-5" 16'-2" 15'-7" 14'-5" 16'-2" 15'-7" Overhang / Wind Mono -Sloped Roof & Attached Covers 150 MPH 14'-5" 16'-2" 15'-7" 14'-5" 1 16'-2" 1 15'-7" 1 111_9" 1 12! 7" I i span span span 4" x 48" x 0.024" Roof Panel v Open Structures Screen Rooms. Glass & Modular Rooms Overhang I I Mono-Sloped Roof & Attached Covers Enclosed Cantilever I 1&2 3 4 A110MPH 1&2 3 4 1&2 3 4 All span span- span span span span span span span Roofs 23'-5" 26'-2" 25'-3" 22'-3" 24'-11" 24'-1" 17'-5" 19'-6" 18'-10" 4'-0" 23'-5" 26'-2" 25'-3" 20'-6" 22'-11" 22'-2" 15'-1" 18'-0" 17'-5" 4'-0" 120 MPH 22'-3" 24'-11" 24'-1" 19'-1" 21'-4" 20'-7" 13'-9" 15'-4" 14'-10" 4'-0" 123 MPH 21'-5" 23'-11" 23'-2" 18'-6" 20'-9" 20'-0" 13'-5" 14'-11" 14'-6" 4'-0" 130 MPH 19'-9" 22'-1" 21'-4" 17'-5" 19'-6" 18'-10" 12'-8" 14'-2" 13'-8" 4'-0" 140 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15'-1" 14'-7" 11'-3" 150 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15'-1" 14'-7" 10'-5" 4" x 48" x 0.030" Roof Panel Open Structures Screen Rooms Glass & Modular Rooms Overhang / Wind Mono -Sloped Roof & Attached Covers Enclosed Cantilever Region 1&2 3 4 1&2 3 4 1&2 3 4 All span span span span span span span span span Roofs 100 MPH 27'-11" 31' 4" 30'-3" 26'-8" 29'-10" 28'-10" 20"-10"-1 22'-6" 4'-0" 110 MPH 27'-11" 31' 4" 30'-3" 24'-7" 27'-5" 26'-6" 19' 4" 21'-7" 20'-10" 4'-0" 120 MPH 26'-8" 29'-10" 28'-10" 22'-10" 25'-7" 24'-8" 17'-8" 19'-10" 19'-1" 4'-0" H 25'-8" 28'-8" 27'-9" 22'-2" 24'-10" 23'-11" 16'-0" 19'-3" 18'-7" 4'-0" 1123MP 130 MPH 23'-8" 26'-5" 25'-7" 20'-10" 23'-4" 22'-6" 15'-2" 18'-1" 17'-6" 4'-0" 140 MPH 16'-2" 18'-1" 17'-6" 16'-2" 18'-1" 17'-6" 14'-2" 15'-10" 15'-4" 4' 0" 150 MPH 16'-2" 18'-1" 17'-6" 16'-2" 18'-1" 17'-6" 13'-2" 14'-9" Note: Total roof anel width = room width + wall width + overhang TF1IJ�TALlt Lawrence E. Bennett, P.E. FL # 16644 350 BURBANK ROAD, CIVIL ENGINEER - DEVELOPMENT CONSULTANT OLDSMAR, FLORIDA 34677 NATIONWIDE 1 -SO❑ -229-5257 P.O. BOX 214368, SOUTH DAYfONA,FL32121 LOCAL 813-655-2627 TELEPHONE: (386)7674774 FAX: (386)767-6556 FAX 8 13-855-81 2B r © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 79 id FAD FASTENERS SECTION 9 CONCRETE EXPANSION DRIVE NAIL SPI E SCREW T -BOLT BOLT 1 ANCHOR I I I I I I I I CONCRETE AND MASONRY ,ANCHORS r- - SCALE: N.T-S. SHEET METAL. HEX HEAD MACHINE SCREWS TEK SCREW LAG SCREW BOLT `1 I W11 NEOPRENE WASHER OPTIONAL (! METAL FASTENERS `, WASHER SCALE: N.T.S. ,j �I NOTES: Y ALTERNATIVE FASTENERS -MY BE USED AS SHOWN IN THE DETAILS HEREIN, AND MUST NIEET OR EXCEED THE SAFE WORKING• LOAD VALUES SPECIFIED BY T* MANUFACTURER, AND SHALL BE APPROVED BY THE BUILDING OFFIGI�\L._,..-....._........,.._.. _F Lawrence E. Bennett, F.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 21436B. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 ---"–°�--.–•—'__ PAGE ,q a© COPYRIGHT RQ04V P.E. NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT; REVIEWED N ®R� e