Loading...
HomeMy WebLinkAbout150 Cedar Ridge Ln (2)CITY OF SANFORD PERMIT,APPLICATION Application # : o� ��� _ t Submittal Date: 5 �� ` OR Job Address: �ii ld O d o R Z d el Value of Work: $ I Parcel ID: 1 �� �Z�..� _ 0 75 C) Zoning: f _S Historic District: 2007 Description of Work: S (1RU,/I CA 0 S Q{ e1 O '12— x AVSquare Footage: 3 0 ............... .......... W.It11.. 9n R. Q-.......:!�........................................................... Permit Type: Building 0 Electrical ❑ Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Occupancy Type: Residential Mo'*"Commercial 11Industrial ❑ Construction Type: n Vdew # of Stories: # of Dwelling Units: Plumbing Repair — Residential ❑ Commercial ❑ Occupancy Use Group(s): Flood Zone: (FEMA form required) ................................................................................................................... Property Owner: S M'i in Contractor: „merit_ � ,, _i ,n n Neminem &i'drnd000, CCS Address: 6b l � C� L0. Address•05245 Tower Way erd Q 3277 Phone��—I�—rJ��ail: ---,n Phone:�d�`` V tate LicenseNumber:SC�Q`13 1 � Bonding Company: Mortgage Lender: Address: Address: Architect/Engineer: L _ -E I I n , _ Phone:,391U—� 6oj— Address: Q Q �1 & c� S, a Z Z ' ^ �p r Fax: Plan Review Contact Person: m ) Ke Q 1�—P) Phone: � rp Fax: _ lU E-mail: ( Coq Oto 5 - Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must he secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of rmit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of Owner/Agent Date Signature Contractor/Agent Date Print Owner/Agent's Naxpe I WCont,or/Agent'sam5 z4 01 awre o ateofFloriaTHYLEE Date t -State Date MY COMMISSION #DD619644 °�B� t LEE COMMISSION #DD619644 OF EXPIRES: DEC 04, 2010 ' nd�F IXPIRES; " Bonded through 1st State Insurance DEC 04, 2010 _�.._ Bonded through 1st State Insurance O ., r/Agent is _Dcrally Known to Me or Contractor/Agent is _ rsonally Kno to Me or Produced ID Produced ID APPROVALS: ZONING: $''J� UTIL: FD: ENG: BLDG: '�t9�y Special Conditions: Rev 02/2007 _13.60 FFICE s r. January 01, 2007 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering "ALUMINUM STRUCTURES DESIGN MANUAL" 2004 edition & 2006 edition Dear Buildinoq Official/Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" during the year 2007. When we publish and distribute the 2006 ed of the "ALUMINUM STRUCTURES DESIGN MANUAL", they will be authorized to use that manual for the remainder of 2007. Our authorization is based on a January to January basis requardl,ess of the edition of the manual. This authorization also applies to contractor master fide drawings, " ONE PERMIT ONLY" drawings or any "site specific" drawings that I may furnish the contractor. Leonard J Breehl American Aluminum & Window, Inc 5245 Tower Way Sanford, FL 32773 They are hereby added to my 2007 MASTERF'ILE LIST Should you have a1,,,:;questions please contact me at your, convenieri��:.� .;/,��X.d�a�5. Since r'y Lawrence`F... �,� t �:..:P P. E. # 1 � 4 - Q (; Z-�, �. OFFICE Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 RC E_;f 37 gp D.ti.�f D 1c�tayso�- C f h, sl�'1A 17 PROPERTY Cl ZJ 37 E, APPRAISER M v :39 ao SEMINOLE COUNTY rL. _ 1.a 1101Z. FIRST s. m - 5ANFORD. RL 3 2771-1 4 60 4C7-665-7506 171-11 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 31-19-31-527-0000-0250 Number of Buildings: 1 Owner: SMITH ROBERT B & Depreciated Bldg Value: $91,728 Own/Addr: BERNAL BLANCA O Depreciated EXFT Value: $0 Mailing Address: 150 CEDAR RIDGE LN Land Value (Market): $36,5 City,State,ZipCode: SANFORD FL 32771 $00 and Value Ag: $ Property Address: 150 CEDAR RIDGE LN SANFORD 32771 Just/Market Value: $128,228 Subdivision Name: CEDAR HILL REPLAY Assessed Value (SOH): $97,308 Tax District: S1-SANFORD Exempt Value: $25,000 Exemptions: 00 -HOMESTEAD (2005) Taxable Value: $72.308 Dor: 01 -SINGLE FAMILY Tax Estimator 2006 VALUE SUMMARY SALES Tax Amount(without SOH): $1,740 Deed Date Book Page Amount Vac/Imp Qualified 2006 Tax Bill Amount: $1,377 SPECIAL WARRANTY DEED 11/2004 05535 1310 $121,000 Improved Yes Save Our Homes (SOH) Savings: $363 WARRANTY DEED 07/2004 05390 0975 $567,300 Vacant No 2006 Taxable Value: $69,935 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 LOT 25 CEDAR HILL REPLAT PB 63 PGS 96 LOT 0 0 1.000 36, 500.00 $36,500 97 g 98 BUILDING INFORMATION Bid Year Base Gross Living Est. Cost Bid Type Fixtures Ext Wall Bid Value Num Bit SF SF SF New 1 SINGLE 2004 6 1,264 1,680 1,264 CB/STUCCO $91,728 $93,125 FAMILY FINISH Appendage / Sgft OPEN PORCH FINISHED/ 16 Appendage I Sqft GARAGE FINISHED / 400 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 recent!y purchased a homesteaded property your next years property tax will be based on JusUMarket value. OFFICE http://www.scpafl.org/web/re_web.seminole county_title?PARCEL=31193152700000250... 5/24/2007 And to sign my name and do all things necessary to this appointment. M Acknowledged: Leonard J. Breehl, SCC056737 Name of Certified Contractor, License Number Signature of Certified Contractor Sworn to and subscribed before me this n,+h ok J Day of ��L A. D. 2007 (Seal) � KATHY LEE PAY COMMISSION #DD619644 Foy,. ry�d! rr n ,= EXPIRES: DEC 04, 2010 ?* OF Bonded through 1st State Insurance re, No Public, State of FL OFFICE Bennett Chad F- 0 Job # 70189 concrete detail host structure 3%2" concrete slab see engineering page 3a-38 36' Smith 150 Cedar Ridge lane Sanford, F1. 0 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 Code violations found during inspection are required to be corrected. Plan/permit issuance 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 PERMR # C7 7- 2 3 c q DATE: r/L 3 f 0 7 PLANS REVIEWED CITY OF SAINFORD Bennett Chad O 1x2 2 82' 81' 81' 82' 4 2x3 A v, In u) 0 z 2 2 . S in V♦ A CM z ® ,T M m O 1x2 2 82' 81' 81' 82' 4 2x3 A v, In u) N N N C P 0. e V 2 2 K4 in A N tif-4 aA 0 0 n M x 0 Job #30189 Smith 306 S. F. 150 Cedar Ridge lane qy`, Sanford, F1. eUte roof ?x5 carry beam 7,.Z k—A.' 28' 36' 1x2 82' 81' 81' 82' 4 2x3 v N v, In u) N N N C P 0. e 28' 36' 1x2 x x 9 U . 1x2 2 4 n 2 K4 in x x 9 U . 1x2 r Design Check t, Lis"I'M j {Iz or Scr+eaeln" n Room 1 -9s gn S (. :.. taternent These plans have been designed in "'accordance with the Aluminum: Structures Destgn Manual by Lawrence E Bennett and are i,n oompiiance with the 2004 Floddi BuuIlding;Code Edition with 2006 �� k ` Supplmenis, Chapter 2p''ggh{3g and The 2000 Aluminum D srn:Manuaf Part�f A`& hAFEx osur y 1 ' 'B' or'C' or'D' + 9 ,, , Importance Fact6r0 87 for 100 MPH and 0 7T for 110 MPH and higne 12 MPH or MPH fora second'wlnd' ustvelo B : g city load, Basic Wind Pressure; Design Pressures for Screen / Vinyl Rooms can be found on page'M-Ii: a. 113, exposure =-j-J_PSF for Roofs & __L5 PSF for Walls b. 'C' exposure = PSF for Roofs & PSF for Walls Negative I.P.C. 0.18 For'C' exposure design loads, multiply'B' exposure loads by factors in tables. 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. Za V-4 AZ- Phone: 12%-G88 -Z 04 Contra for / Authorize Rep` Name ( lease print) Date: lb 7 tractor / Authodn Rep` Signature nn 150 CeJa rgie n . +61 Jol) Name & Address 0 r Note: Projection of room from host structure shall not exceed 16'. 3. Building Permit Application Package contains the following: Yes No A. Project name & address on plans .............................. B. Site plan or survey with enclosure location ................. C. Contractor's I Designer's name, address, phone number, & signature on plans .. — D. Proposed project layout drawing @ 1/8" or 1110" scale with the following: / 1. Plan view with host structure area of attachment, enclosure length, and projection from host structure — 2. Front and side elevation views with all dimensions & heights 3. Beam span, spacing, & size ........... . (Select beam size from appropriate 3A.1 series tables) 4. Upright height, spacing, & size ........ (Select uprights from appropriate 3A.2 series tables) (Check Table 3A.3 for minimum upright size) / 5. Chair rail or girls size, length, & spacing ............ (Select chair rails from appropriate 3A.2 series tables) ® 6. Knee braces length, location, & size .... ........ (Check Table 3A.3 for knee brace size) 4. Highlight details from Aluminum Structures Design Manual: Yes No ® A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate LL. Section 3 tables used: -- - �r„�.� Beam allowable span conversions from 120 MPH wind zone, 'B' Exposure to &v MPH wind zpne and/or'C' Exposure for load width Look up span on 120 MPH table and apply the following formula: UU Span i Height Cle Required Span @ 120 MPH I @ MPH U. p^ ® (b ord)x (b ord)x { (b or d)= Vy1nd Zone Multipller " _� 1_ _ _ Exposure Multiplier ` Must have attended Engineer's Continuing Education Class within the past two years. Appropriate multiplier from Page 3A -1i and Page 1>-15. ■�� b -7 OFFICE Upright or wall member allowable height / span conversions from 120 MPH wind zone,'B' Exposure to MPH wind zone and/or 10 Exposure for load width Look up span on 120 MPH table and apply the following formula: Span / Height �— Required Span @ 120 MPH 1 V ��" @ MPH (b or d) x p (b or d) x p: (b or d) = Wind Zone Multiplier ** _1 LExposure Multiplier ** Yes No C. Table 3A.3 with beam & upright combination if applicable .......... D. Connection details to be used such as: 1. Beam to upright ................ ..........P!�9. 2. Beam to wall ........................._,C ............................. S. Beam to beam .............. / 4. Chair rail, purlins, & knee braces to beams & uprights ......... 5. Extruded gutter connection ................................................. _ 6. U -clip, angles and/or sole plate to deck ................... /-1, E. Foundation detail type & size .......................... . (Votes: P I a NS REVIEWED CITY OF CA %;nNFORJ,F *" Appropriate multiplier from page 3A -ii and Page b-15. OFFICE b-8 TYPICAL S.M. OR SNAP SCREEN SECTION COLUMN. #10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHOR THRU (SEE SCHEDULE PAGE 1-05) ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL PRIMARY 2" x 2" x 0.063" ANGLE SCREWS INTO SCREW 1"x 2" BASE PLATE (TYP.) BOSSES -4, X -. . T ° a a d eQ n I d NOTE: SELECT CONCRETE --- I iii ANCHOR FROM TABLE 9.1 6" (MAX.) I L 6" (MAX.) FRONT VIEW 1-114" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES 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 CIVIL & STRUCTURAL ENGINEERING PLANREVIEW'. P.O. Box 214388. South Daytona, FI 32121 Telephone 0: (388) 787-4774 Fax M (388) 787.8558S� /`� Emall: Iebpo@bellsouihrwt CITY F PAGE � q © COPYRIGHT 2008 1-G4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. OFFICE ' Y : 1 SECTION I SCREENED ENCLOSURES, .a _ 2" x 2" x 0.063" PRIMARY.ANGCE 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' ® ®1 FROM EXTERIOR OF COLUMN 2" x (D - 2 ") x 0.063" ANGLE TO OUTSIDE EDGE OF SLAB EACH SIDE OF COLUMN W/ #10 i a I ® ® BOLT` 5d DISTANCE 4d S.M.S. _0 1/4" (SEE SCHEDULE NEXT PAGE) ° a 318" 1-7/8" 1-117 CONCRETE ANCHOR : ° a, a GRADE (SEE SCHEDULE PAGE 65) ° a. 1-1 /4" 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 CMC I/ICIAf TYPICAL S.M. OR SNAP SCREEN SECTION COLUMN. #10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHOR THRU (SEE SCHEDULE PAGE 1-05) ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL PRIMARY 2" x 2" x 0.063" ANGLE SCREWS INTO SCREW 1"x 2" BASE PLATE (TYP.) BOSSES -4, X -. . T ° a a d eQ n I d NOTE: SELECT CONCRETE --- I iii ANCHOR FROM TABLE 9.1 6" (MAX.) I L 6" (MAX.) FRONT VIEW 1-114" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES 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 CIVIL & STRUCTURAL ENGINEERING PLANREVIEW'. P.O. Box 214388. South Daytona, FI 32121 Telephone 0: (388) 787-4774 Fax M (388) 787.8558S� /`� Emall: Iebpo@bellsouihrwt CITY F PAGE � q © COPYRIGHT 2008 1-G4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. OFFICE iRROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING INTERNAL EXTRUDED ALUMINUM BASE OR BREAK FORMED U—CLIP * (4) MAX. 1/4" X 2-1/2" WEDGE BOLT OR EQ. (SEE TABLE BELOW FOR NUMBER OF BOLTS TYPE I POST TO CONCRETE CONNECTION TUBE COLUMN BASE SCHEMATIC INTERNAL BASE SCALE: 3"= V-0" ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE-STANDING COVERS 0 / , CORROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING ALUMINUM / STEEL COLUMN EXTERNAL BREAK FORMED ALUMINUM BASE OR BREAK FORMED U -CLIP ` (8) MAX. 1/4" X 2-1/2" WEDGE BOLT OR EQ. (SEE TABLE BELOW FOR NUMBER OF BOLTS) TYPE 11 POST TO CONCRETE CONNECTION BREAK FORMED COLUMN BASE SCHEMATIC EXTERNAL BASE SCALE: 3" = V-0" FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS. NOTE: ALL BASE PLATES SHALL BE A MINIMUM OF 2-1/8" IN HEIGHT AND SHALL BE 0.125"6063 T-6 EXTRUDED ALLOY OR 0.125" 5052 H-32 BREAK FORMED ALLOY Number of Wedge Bolts (POWERS or Equal) for Super Base Connection Wind Zone (MPH) t-or Wind Uplift (PSF) 8'-0" Post Spacing / Number of Fasteners 10'-0" 1 12'-0" 14'-0" J 16'-0" 18'-0" 20'-0" 100 16.8 2 2 1 3 3 1 4 4 5' 110 17.7 2 2 1 3 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS 4 4 5.- 120 21.1 2 SECTION 3 4 1 5' 5' ..;: 123 22.2 2 ATTACHMENT DETAILS 4 N F 5' r SHOWN REQUIRE DIAGONAL 01 LU 24.8 s ALUMINUM /STEEL COLUMN 3 4 5 ` z 6' 7' 140-182 28.7 BRACING FOR 4 5' 5' 6'4 FREE—STANDING COVERS N 33.0 4 5 iRROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING INTERNAL EXTRUDED ALUMINUM BASE OR BREAK FORMED U—CLIP * (4) MAX. 1/4" X 2-1/2" WEDGE BOLT OR EQ. (SEE TABLE BELOW FOR NUMBER OF BOLTS TYPE I POST TO CONCRETE CONNECTION TUBE COLUMN BASE SCHEMATIC INTERNAL BASE SCALE: 3"= V-0" ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE-STANDING COVERS 0 / , CORROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING ALUMINUM / STEEL COLUMN EXTERNAL BREAK FORMED ALUMINUM BASE OR BREAK FORMED U -CLIP ` (8) MAX. 1/4" X 2-1/2" WEDGE BOLT OR EQ. (SEE TABLE BELOW FOR NUMBER OF BOLTS) TYPE 11 POST TO CONCRETE CONNECTION BREAK FORMED COLUMN BASE SCHEMATIC EXTERNAL BASE SCALE: 3" = V-0" FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS. NOTE: ALL BASE PLATES SHALL BE A MINIMUM OF 2-1/8" IN HEIGHT AND SHALL BE 0.125"6063 T-6 EXTRUDED ALLOY OR 0.125" 5052 H-32 BREAK FORMED ALLOY Number of Wedge Bolts (POWERS or Equal) for Super Base Connection Wind Zone (MPH) t-or Wind Uplift (PSF) 8'-0" Post Spacing / Number of Fasteners 10'-0" 1 12'-0" 14'-0" J 16'-0" 18'-0" 20'-0" 100 16.8 2 2 1 3 3 1 4 4 5' 110 17.7 2 2 1 3 3 1 4 4 5.- 120 21.1 2 3 1 3 4 1 5' 5' 67- 123 22.2 2 3 4 4 5' 5' 6' 130 24.8 3 3 4 5 ` 5' 6' 7' 140-182 28.7 3 4 5' 5' 6'4 150 33.0 4 5 5' 6' 7' 8' 1 9-- " t-or connections that require more than (4) fasteners use type 11 base. For connections that require more than eight bolts use the "Super Base". Note: Allowable load on 1/4" x 2-1/2" Wedge Bolt or Equiv. @ 5d is 878#1. Or"LANS ffik"EVIEWED Lawrence E. Bennett, P.E. FL # 16644 �a CIVIL & STRUCTURAL ENGINEERING CITY P.O. Box 214368, South Daytona, Fl 32121 Telephone (386) 767-4774 Fax B: (386) 787.8556 Email: Iobpo&bollsouth.not @ COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. INTERIOR BEAM (SEE TABLES 3A.1.3) HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM PER SECTION 7 RIDGE BEAM (SEE TABLES 3A.1.4) H HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. VIEWED Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING CI IT Y OF SAINFORU, P.O. Box 214388, South Daytona, FI 32121 Telephone p: (386)767A774 Fax q: (386) 767{i556 Email: lobpeabellsoulh.nel © COPYRIGHT 2008 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 3A^7 EDGE BEAM (SEE TABLES 3A.1.1 & 3A.1.2) 'LW FOR / MAX. / H* / UPRIGHT / HEIGHT (h) 1"x 2" 1- -11 MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING �F TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS W/ SOLID ROOF TYP. FRONT VIEW FRAMING PAGE 3A-37) '(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) E�- O.H. SOLID ROOF NO MAXIMUM (ELEVATION SLAB OR GRADE) x, VARIES VARIES ALTERNATE CONNECTION @ FASCIA ALLOWED (SEE SECTION 7 FOR DETAILS) W 0W z� ~U wI- r) P = PROJECTION FROM BLDG. LW = LOAD WIDTH NOTES: - 'P' VARIES 1. ANCHOR 1"x 2" OPEN BACK EXTRUSION W/ 1/4"x 2-114" CONCRETE FASTENER MAX. OF 2'-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1"x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100-123 130 140 150 #8 1 410 #12 r v SCREEN, ACRYLIC & VINYL ROOMS EDGE BEAM (SEE TABLES 3A.1.1 & 3A.1.2) 'LW FOR / MAX. / H* / UPRIGHT / HEIGHT (h) 1"x 2" 1- -11 MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING �F TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS W/ SOLID ROOF TYP. FRONT VIEW FRAMING PAGE 3A-37) '(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) E�- O.H. SOLID ROOF NO MAXIMUM (ELEVATION SLAB OR GRADE) x, VARIES VARIES ALTERNATE CONNECTION @ FASCIA ALLOWED (SEE SECTION 7 FOR DETAILS) W 0W z� ~U wI- r) P = PROJECTION FROM BLDG. LW = LOAD WIDTH NOTES: - 'P' VARIES 1. ANCHOR 1"x 2" OPEN BACK EXTRUSION W/ 1/4"x 2-114" CONCRETE FASTENER MAX. OF 2'-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1"x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100-123 130 140 150 #8 1 410 #12 #12 TYPICAL SCREEN ROOM SCALE: 3/16" = V-0" Lawrence E. Bennett, P.E. FL # 16644 PLA -INS REVIEWED CIVIL & STRUCTURAL ENGINEERINGCITY P.O. Box 214388, South Daytona, Fl 32121 OF ® ® �a Telephone d: (388) 787-4774 Fax q: (388) 7871 `i58 S\ ry Email: IebpOGbellsaNi.rxtl ,pa� `®, PAGE © ORD - COPYRIGHT 2008 3A-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 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. 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. r.xc:.n.9:r�.Si?Int: tis:: id 'IDE WALL HEADER 1TTACHED TO 1" x 2" OPEN LACK W/ MIN. (2) #10 x 1-1/2" ).M.S. IDE WALL GIRT ATTACHED 1 ' x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW OSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO "ONCRETE W/ 1/4"x 2-1/4" ONCRETE/MASONRY NCHORS @ 6" FROM EACH OST AND 24" O.C. MAX. AND JALLS MIN. 1" FROM EDGE OF ONCRETE TYPICAL & ALTERNATE CORNER DETAIL SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 PLIJANS REVIEWEDCIVIL & STRUCTURAL ENGINEERING P.O. Boz 214388, South Daytona, FI 32121 CITv OFQANFORD Teteptwrw q: (388) 787-4774 Faxq: (388) 7878558 Emall: letlpeabellsouth.nat PAGE © COPYRIGHT 2006 3A-6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNEIT. P.E. COMPOSITE ROOF PANELS: (4)1/4"; x 4" LAG BOLTS W/ 1-1/4" FENDER WASHERS PER 4'-0PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2"x 2"OR 2"x 3" HOLLOW GIAYAND KICK PLATE 2"x 2" HOLLOW RAIL POST ATTACHED TO BOTTOM W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 1 b x. SECTION 3A'" r. RISER PANELS ATTACHED PER CHAPTER 7 HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 3"= l'-0" 2" x 2", 2" x 3" OR 3" x 2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2" S.M.S. IN SCREW BOSSES 1" x 2" OPEN BACK BOTTOM RAIL 1/4"x 2-1/4" MASONRY ANCHOR @ 6- FROM EACH POST AND 24" O.C. (MAX.) r 114 %) K [; v l C v v L; L/ Lawrence E. Bennett, P:E: FL # 16644 CIVIL & STRUCTURAL ENGINEERING TV A"k CIT UFI SAN F R Box 68, South Daytona, FI 32121 P.O.Toleplwrw q: (ass)86) 767-4774 Fax u: (300) 767-6556, Email: lobpe@bol lsouth.not i Q COPYRIOHT 2008 PAGE i NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 3A"7 1 t' { t t SCREEN, ACRYLIC & VINYL ROOMS , t y✓ COMPOSITE ROOF PANELS: (4)1/4"; x 4" LAG BOLTS W/ 1-1/4" FENDER WASHERS PER 4'-0PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2"x 2"OR 2"x 3" HOLLOW GIAYAND KICK PLATE 2"x 2" HOLLOW RAIL POST ATTACHED TO BOTTOM W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 1 b x. SECTION 3A'" r. RISER PANELS ATTACHED PER CHAPTER 7 HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 3"= l'-0" 2" x 2", 2" x 3" OR 3" x 2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2" S.M.S. IN SCREW BOSSES 1" x 2" OPEN BACK BOTTOM RAIL 1/4"x 2-1/4" MASONRY ANCHOR @ 6- FROM EACH POST AND 24" O.C. (MAX.) r 114 %) K [; v l C v v L; L/ Lawrence E. Bennett, P:E: FL # 16644 CIVIL & STRUCTURAL ENGINEERING TV A"k CIT UFI SAN F R Box 68, South Daytona, FI 32121 P.O.Toleplwrw q: (ass)86) 767-4774 Fax u: (300) 767-6556, Email: lobpe@bol lsouth.not i Q COPYRIOHT 2008 PAGE i NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 3A"7 Table 3A.1.1-120 Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPHvelocity; using design load of 13.0 #ISF (48.3 #ISF for Max. Cantilever) Aluminum Alloy 6063 T-6 r - Load Width (ft.) Max. Span 'L' I- bendin 1 $ 2 S an 3 S an p p 'b' or deflection'd' 4 S an Max. p Cantilever 2" x 2" x 0.055" Load Max. Span 'L' ( bendin Width (ft.) 1 8� 2 Span 3 Span 'b' or deflection'd Max. 4 Span Cantilever 5 5'-1" d6'-3" d 6'-4" d 0'-11" d 5 5'-4" d 6'-7" d 6'-9" d 1'-0" d 6 4'-9" d 5'-10" d f 5'-11' b 0'-11" d 6 5'-0" d 6'-3" d 6'-4" d 0'-11" d 7 4'f" d 5'-7" d 5'-6" b 0'-10" d 7 4'-9" d 5'-11" d 5'-11" b 0'-11" d 8 4'-4" d 5'-4" b T-1" b V-10" d 8 4'-7" d 5'-8" d 5'-7" b 0'-10" d. 9 4'-2" d 5'-0" b 4'-10" b 0'-10" d 9 4'-5" d 5'-5' d 5'-3" b 0'-10' d 10 4'-0" d 4'-9" b 4'-7" b V-9" d 10 4'-3" d 5'-2" b 1 5'-0" 6 I 0'-10" d 11 T-11" d 4'-6" b 4'4" b 0'-9" d 11 4'-1" d 4'-11" b 4'-9" b 0'-9" d 12T-9" 3" x 2" x 0.045" d' 4'-4" b 4'-2" b 0'-9" d 12 3'-11" 3" x 2" x 0.070" d 4'-9' b 4'-7" b 0'-9" d Load Width (ft.) 5 Max. Span 'L' / bending 'b' or deflection 'd') 1 & 2 an an Span 3 S 4 S Max. p p p Cantilever 5'-8" d T-1" d T-2" d 1'-1" d Load Max. Span 'L' I bending 'b' or deflection 'd') Width (ft.) 1 i 2 SMax. pan 3 Span 4 Span Cantilever 5 6'-5" d 7'-11" d 8'-1" d 1'-3" d 6 5'-4" d V-8" d V-9" d 1'-0" d 6 6'-0" d T-5' d T -i d 1'-2' d 7 5'-1" d V-4" d 6'-4" b 0'-11" d 7 5'-9" d T-1' d T-3" d 1'-1" d 8 4'-11" d V-0" d T-11' b 0'-11" d 8 5'-6" d V-9' d V-11" d 1'-1" d 9 4'-8" d V-9" b 5'-7" b 0'-11" d 9 5'-3" d 6' 6- d 6'-6' b 1'-0" d 10 4'-0" d 5'-6" b 5'-3" b 0'-10" d 10 5'-1" d 6'-3' d 6'-2" b 0'-11" d 11 4'-0" d 5'-2" b 5'-0" b V-10" d 11 4'-11" d 6'-1' d 5'-11" b 0'-11" d 2" x 3" x 0.045" - d 4'-11" b 4'-10' b U-10" d 12 4'-9" 2" x 4" x 0.050" d V-10" b 5'-8" b V-11" d =Width(ft.)1& 2 Span �1,61(bonding 'b' or deflection" Span 4 Span Max. Cantilever Load Max. Spa VI bendin Width (ft.) 1& 2 Span 3 Span 'b' or deflectlon'd 4 Span Max. Cantilever. 5 T-1" 11915 d '-9" d 8'-9" b 1'-4" d 5 9'-2' d 11'-4" d 11'-2' b 1'-9" d F '-3" d T-11" b 1'-3" d 6 8'-8" d 10'-7" b 10'3" b 1'-8" d 7 6'-4" d T-8" b T-5" b 1'-3' d 7 8'-2" d 9'-9' b 9'-5" b 1'-7" d 8 6'-1" d T-2" b 6'-11' b 1'-2" d 8 T-10" d 9'-2' b 8'-10" b 1'-6' d 9 5'-10" d 6'-9" b 6'-6" b I 1'-1" d 9 T-6' d 8'-8' b 8'4' b 1'-5" d 10 T-7" d 6'-5" b 6'-2" b 1'-1" d 10 T-3" d 8'-2" b 7'-11" b 1'-5" d 11 5'-5" d 6'-1" b 5'-11" b 1'-0" d I 11 6'-11" b T-10" b T-7' b 1'-4" d 12 5'3" b T-10- b 5'-8" b 1'-0" d 12 6'-8" b T-8' b T-3" b r -177 —d v aa. 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. Lawrence E. Bennett, P.E. FL # 16644 1 I=— V I G V V L U CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, R 32121 QANFORD Telephone q: (386) 787-4774 Fax N: (386) 767.11556 Email: Iobpo@bellsouth.not PAGE /� © COPYRIGHT2006 3A-1 2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Table 3A.1.3-120 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 XSF Hollow and Single Self -Mating Beams 9 N O c7 ` CD � D r 0 0 QO CD g CO M m x 3 � W m CD n o o Tributery Load Width 7'-0'. 8'-0" 10'-0" 12'-0" ppan V/ bending 'b' or deflection 'd' 00 0i2CO J C-) bac 18'-0" 0 M = M- g � ' �mv 10'-10"d C M N Z _n 8'-7" d v Z Cpm r T-3" d 0 6'-2" b 5'-9" b .M C3) 16'-0" d z 12'-9" d 11'-10" d 11'-1" d 10'-7" d 10'-1" d 9'-5" d 0 c 1 8'-1" b T-7" b m a m " 'A 1" d Z M. 11'-0"=-8d 31'-4" d '-8" d Ar 8'-5" b T-7" b 6'-11" b 6'-4" b Z 5'-7" b .. " x 5" x 0.050" x 0.100" 0 T 15'-0" d 13'•8" 34'-4" d '-11" d 11'-1" b Z n M 9-3" b 8'-5" b T-10" b wonZ T-11' b 19'-7" b 0i 1T-7" d m p� b 12' 4" b 11'-7" b Table 3A.1.3-120 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 XSF Hollow and Single Self -Mating Beams Aluminum Ahoy Ouoa 1-o -0 2'" 3'-0" 4'-0 5'-0" ` 6'-0" ble S Tributery Load Width 7'-0'. 8'-0" 10'-0" 12'-0" ppan V/ bending 'b' or deflection 'd' 14'-0" 16'-0" 18'-0" 2" x 4" x 0.050" Hollow 12'-5' d 10'-10"d 9'-10" d 9'-2" d 8'-7" d 8'-2" dl T-10" d T-3" d 6'-8" b 6'-2" b 5'-9" b 5'-5" b 2" x 5"x 0.062" Hollow 16'-0" d 14'-0" d 12'-9" d 11'-10" d 11'-1" d 10'-7" d 10'-1" d 9'-5" d 8'-9" b 8'-1" b T-7" b 7'-2" b " 'A 1" d 12'-2" d 11'-0"=-8d 31'-4" d '-8" d 9'-0" b 8'-5" b T-7" b 6'-11" b 6'-4" b 5'-11" b 5'-7" b .. " x 5" x 0.050" x 0.100" 7'-3" d 15'-0" d 13'•8" 34'-4" d '-11" d 11'-1" b 10'-4" b 9-3" b 8'-5" b T-10" b 7'-4" b T-11' b 19'-7" b 0'-2"d 1T-7" d 15'-11"3'�" 361-6" d b 12' 4" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b T-9" b 2" x 7" x 0.055" x 0.120" 22'-11" d 20'-1" d 17'-9" b 15'-10" b 14'-6" b 13'-5" b 12'-6",-b 11'-3" b 10'-3" b g'-6" b 8'-10" b 8'-4` b 2" x 8" x 0.072" x 0.224" 28'-5" d 24'-10"d 22'-7" d _20'-1 1" d 19'-9" d 18'-9" d 17'-11" d 16'-8" d 15'-3" b 14'-1" b 13'-2" b 12'-5' b 2" x 9" x 0.072" x 0.224" 31'-2" d 27'-3",d 24'-9'.' d 22'-11"d 21'-8" d 20'-7" d 19'-7" b 1T-6" b 15'-11" b 14'-10" b 13'-10" b 13'-1" b 2" x 9" x 0.082" x 0.306" 8__ 32'-4" d 28'-3" d 25'-8" d 23'-10" d 22'-5" d 21'-4" d 20'-4" d 18'-11" d 17'-10" d 16'-11" d 16'-2" d 15'-3" b --- .. . .. d 25'-7" d 24'-6" d 22'-9" d 21'-5" d 20'-4" d 19'-5" d 18'-6" b 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 120 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. 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. 5. Spans may be interpolated. X M M Z n r NUIE �y Tributary Load Width Double Self -Mating Beams 2'-0" 3'-0" 4'-0" 1 8'-0" 1 10'0" 1 12'-0" 14'-0" 1 16'-0" 1 18'-0" Allowable Span 'L' / beriding 'b' or deflection 'cr 2" x 8" x 0.072" x 0.224" 35'-10" d 31'-4" d 28'-5" d 26'-5" d 24'-10" d 23'-7" d 22'-7" d 20'-11" d 19'-9" d 18'-9" d 1T-11' d 17'-3" d 2" x 9" x 0.072" x 0.224" 39'4' d 34'-4" d 31'-2" d 28'-11" d 27'-3" d 25'-11" d 24'-9" d 22'-11" d 21'-8" d 20'-7" d 19'-7" b 18'-5- b 2" x 9" x 0.082" x 0.306" 41'-10" d 361-6" d 33'-2" d 30'-10" d 28'-11" d 27'-7" d 26'-4" d 24'-5" d 23'-0" d 21'-10"d 20'-11"d 20'-1". d 2" x 10" x 0.092" x 0.369 48-11 d 42'-10" d 38'-11" d 36'-1" d 33'-11" d 32'-3" d 30'-10" d 28' 8" d 26'-11" d 25'-7" d 24'-8" d 23'-7" 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 120 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. 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. 5. Spans may be interpolated. X M M Z n r NUIE �y 61doflcf(5 -Prr17tU-' Sections T-0- Tributary Load Width'W' = Purlin Spacin T-6- 4'-0„ 4'.6.. 5'-0„ 5'-6" 6'-0„ 1 6.6" All owable Hel ht 'H' I bending 'b' or deflection 'a T -0„T -177 -6 - , 2" x 2" x 0.044" Hollow 6'-5" b 5'-11" b 5'-7" b 5'3" b 4'-11" b 4'-9" b 4'-6" b 4'-4" b 4'-2" b _. 4'-1": 2" x 2" x 0.055" Hollow T-4" b 6'-9" b 6' 4" b 5'-11" b 5'-8" b 5'-5" b 5'-2" b 4'-11" b 4'-10" b b 47; b 3"-x-2" x 0.045" Hollow T-9" b T-2" b 6'-8" b 6'4" b 5'-11" b 5'-9' b 5'-6" b 5'-3" b 5'-1" b 4'-1.1" b 3" x 2" x 0.070" Hollow 11'-9" b 10'-10" b 10'-2" b 9'-7" b 9'-1" b 8'-8" b 8'-0" b T-11" b T-8" b T-5" 2" x 3" x 0.045" Hollow 8'-4" b T-8" b T-2" b 6'-9" b 6'-5" b 6'-2" b V-10" b 5'-8' b 5'5" b . b 5'-3" 2" x 4" x 0.050" Hollow 1075- " b 9'-7" b 8'-11" b 8'-6" b 8'-1" b T-8' b T-4" b T-1" b 6'-10" b b 6'4'_b 2" x 5" x 0.062" Hollow 14'-7" b 13'5" b 12'-8" b 11'-11" b 11'-4" b 10'-9" b 10'-4' b Y -17 -b 9'-7" b 9'-3" 2" x 4" x 0.046" S.M.B. 13'-8" b 12'-8" b 11'-10" b 11'-2" b 10'-7' b 10'-1' b 9'-8" b 9'-3" b 8'-11" b - b 8'-8" b 2" x 5" x 0.050" S.M.B. 17'-4" b 16'-0" b 14'-11" b 14'-2" b 13'5" b 12'-9' b 12'3" b 11'-9" b 11'4" b 10'-11" b 2" x 6" x 0.050" S.M.B. 19'-4" b 17'-11" b 16'-9" b 15'-10' b 15'-0" b 14'-4" b 13'-8' b 13'-2" b -T27--W-b 12'3"-b 2" x 2" x 0.044" Snap7'-7" b T-1" b 6'-7"--b 6'-3" b 5'-11' b 5'-7" b 5'5" b 5'-2"-D 8'-0" b 10" b 2" x 3" x 0.045" Snap 9'-3" b 8'-7" b T-11" b T-7" b T-2" b 6'-10" b 6'S" b 6'3" b-10" b 2" x 4" x 0.045" Snap10'-10" b 10'-1" b 9'-5" b 8'-10" b 8'-5" b 8'-0" b 7'-8" b T-5" b-10" 10'-7" 10'-7" b-2" b 3" 3" x 0.045" Fluted 77-47-b 6'-10" b 6'-4" b 6'-0" b 5'-8" b 5'-5' b 5'-2" b 4'-11" b 40"b '-8"b 3" x 3" x 0.060" S uare 9'-0" b 8'-4" b 7'-10" b T-5" b 6'-11" b 6'-8' b 6'-5" b 6'-2' b 4'-10" b '-9" b 3" x 3" x 0.093" S uare 13'-2"b 12'3' b 11'-5" b 10'-9" b 10'-3" b 9'-9' b 9'-4" b 8'-11" b'-4' 6'-1" b b 3" x 3" x 0.125" S uare 18'-10" b 17'-6" b 16'-4' b 15'-5" b 14'-7" b 13'-11' b 13'-4' b 12'-10" b 12' 4" b ti' -11" b 4" x 4" x 0.125" Square 20'5' b 18'-11" b 1 1T$" b ' 18'-8" b'j 15'-10" bj 15'-1" b 14'5' b 13'-10" b 13' 4" b :12'-11" b For 3 RM -And winA ...e* es 4qn ■eeu ..-'--'. -. --- -- .. _ _ ...-- Square 8'-5" b T-9' b 7'3" b 6'-10" b 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. PLANSR"Lawrence E. Bennett, P:E: FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 C%ITYw'OftF SANFORDTolodwno M (386) 7674774 Fax M: (386) 767-65-50 Email: Iobpe(WbeIlsouth.net © COPYRIGHT 2006 PAGE p NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 3A-25 oad Width 'W' = PurfIn Spac Sections 3'-0" j 3'-6" 4%0'• 4',6" 5'-0" 5' 6" 8'-0"14 7'-13" ht 'H'/ bendin 'b' or de 77-2 " x0.044"__ Hollow 5'-11" b 5-6" b 5'-2" b 4'-10" b 4'-7" b 4'-5' b 4'3" b 4'-1' b 3'-11" b 3'-9' 2" x 2" x 0.055" Hollow 6'-10° b 6'-4" 0'W'? 5'-11" b 5'-7" b 5'3" b 5'-0' b 4'-10' b 4'-8" b 4'-6' b .b 4'-4',,,b 3" x 2" x 0.045" Hollow T-2" b 6'-8" b 6'-3" b 5'-11" b 5'-7' b 5'-1' b T-1" b 4'-11' b 4'-9" b 4'-7" b 3" x 2" x 0.070" Hollow 10'-11" b 10'-1" b 9'-5" b 8'-11" b 8'5" b 8'-1' b T-9' b T-5' b T-2" b V-11" b 2" x 3" x 0.045" "--. Hollow T-9" b T-2' b 6'-8" b 6'-4' b 5'-11" b 5'-8' b 5'-6" b 5'3' b 5'-1" b , 4'-11" b " ... 2" 9'-8" b 8'-11' T-6" b T-2" b 6'-10" b 6'-7' b 6'-4" b 6'-1' b x 4" x 0.048" S.M.B. 12' 8" b 11' 9" 11'-0" b 10'-4" b 'A 0" b 9'-5' b 8'-11' b 8'-8' b 8'4" b 8'-0" b 13'-7" b 12'-T 10'-6' b 10'-0' b 9'-7- 7" b 2" x 5" x 0.050" - S.M.B. 16'-1' b 14'-11" b 13'-11" b 13'-2" b 12'-6° b 11'-11' b 11'-5- b 10'-7" 10'-7" b-2" b 18'-0' b 16'-8" b 15'-7" b 14'-9" b 13'-11" b 13'-4" b 12'-9' - 5" b 2" x 2" x 0.044" SnapT-1" b 6'-7" b 6'-2" b 5'-9' b 6-6" b 5'-3' b 5'-0" b 4'-10" b 4'-8" b r4',.-6_b 2" x 3" x 0.045" Snap 8'-7" b 7'-11' b 7'-5" b T -O" b 6'-8" b 6'-4' b 6'-1" b 5'-10" b 5'-8' b5" b2" x 4" x 0.045" Sna 10'-1' b 9'-4" b 8'-9" b 8'-3" b T-10' b 7'-6' b T-2" b 6'-10" b 6'-7" b 6-5" b 3" x 3" x 0.045" Fluted 6'-10" b 6'-4" b 5'-11' b 5'-7' b 5'-4' b 5'-1" b 4'-10' b 4'-8" b 4'-6" b 4'-4" b 3" x 3" x 0.060" Square 8'-5" b T-9' b 7'3" b 6'-10" b 6'-6" b 6'-3' b 5'-11' b 5'-9' b 5'-6" b 5'-4" b 3" x 3" x 0.093" Square 12'-3" b 11'-4" b 10'-8" b 10'-0" b 9'-6" b T-1' b 8'-8" b 8'-4' b 8'-0' b T-9" b 3" x 3" x 0.125" square 17'-7" b 16'-3" b 15'-2" b 14'-4" b 13'-7" b 1 12'-11' b 1 12'-5' b 11'-11" b 11'-6" b 11'-1" b 4" x 4" x 0.125" .l..._-. Square 19'-0" b 17'-7" b 16'-6" bj 15'-6" bi 14'-9" bi 14'-0" b 13'-5' b 12'-11" b 12'-5" b 12'4" b 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. PLANSR"Lawrence E. Bennett, P:E: FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 C%ITYw'OftF SANFORDTolodwno M (386) 7674774 Fax M: (386) 767-65-50 Email: Iobpe(WbeIlsouth.net © COPYRIGHT 2006 PAGE p NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 3A-25 O; # Thru-Bolts L=D+'/." 114"e 3/8"e 2 2 - 2 - 2 - 2 2 2 2 3 2 3 3 4 3 5 4 6 4 6 4 8 6 10 8 Minimum Knee Brace* 2" x 3" x 0.050" 2" x 3" x 0.050" 2"x 3" x 0.050" 2"x 3" x 0.050" 2" x 3" x 0.050" 2" x 3" x 0.050" 2" x 4" x 0.050" 2" x 5" x 0.050" x 0.100" 2" x 6" x 0.050"x 0.120" 2" x 7" x 0.055" x 0.120" 2" x 4"x 0.044" x 0.100" 2" x 6" x 0.050" x 0.120" 2" x 6" x 0.050" x 0.120" 2" x 7" x 0.055" x 0.120" Min. # Knee Min. Stiching Max Len Brace Screws Screws 24" O.C. able 3A.3 Schedule of Post to Beam Size 3) #8 #s Aluminum Alloy 6063 T-6 2" x 2" x 0.093" Beam Size Minimum Alternate #8 Post Size Post Size 2" x 4" x 0.050" 12" 0.050" Hollow 3" x 3" x 0.060" 2" x 3" x 0.050"*** #10 tin Beams" 3 #10 #10 3 #10 jx4"x 2" x 3" x 0.050"*** (3)#12 (3) #14 x 0.050" x 0.100" 3" x 3" x 0.060" 2" x 3"x 0.050"*** 4 #14 2"x 3" x 0.050" i 3" x 3" x 0.060" 2" x 3" x 0.050" ci " x 7" x 0.055" w/ Insert 3" x 3" x 0.093" 2" x 3" x 0.050" 2" x tr x 0.072" x 0.224" 3" x 3" x 0.093" 2* x 4" x 0.050" 2" x 9" x 0.072" x 0.224" 3" x 3'* x 0.093" 2" x 5" x 0.050" x 0.100" 2" x 9" x 0.082" x 0.306"3" z 3" x 0.125" 2" x 6" x 0.050" x 0.120" 2" x 10" x 0.092" x 0.369" 2" x 4"_x 0.038" X 0.100"12" x 7" x 0.055" x 0.120" Double Self Mating Beams #14** �- 2 2" x 8" x 0.072" x 0.224" 2" x 5" x 0.050" x 0.100 4* x 4"x 0.125" ® e 2 2" x 9" x 0.072" x 0.224" 2" x 6" x 0.050" x 0.120' 4"x 4" x 0.125" 2 2" x 9" x 0.082" x 0.306" 2" x 7" x 0.055" x 0.120 4" x 4" x 0.125" 2 2" x 10" x 0.092" x 0.369" 2" x 8" x 0.072" x 0.224' 4" x 4" x 0.125" The minimum number of thru bolts is (2) * Minimum post / beam may be used as minimum knee brace r 0) ** Decrease spacing to 16" o.c. n **" or 2" x 3" x 0.045" r CDD os� �C/) M m y . m o C E. fD fag Er on- x Z z rn rn m 6 rn # Thru-Bolts L=D+'/." 114"e 3/8"e 2 2 - 2 - 2 - 2 2 2 2 3 2 3 3 4 3 5 4 6 4 6 4 8 6 10 8 Minimum Knee Brace* 2" x 3" x 0.050" 2" x 3" x 0.050" 2"x 3" x 0.050" 2"x 3" x 0.050" 2" x 3" x 0.050" 2" x 3" x 0.050" 2" x 4" x 0.050" 2" x 5" x 0.050" x 0.100" 2" x 6" x 0.050"x 0.120" 2" x 7" x 0.055" x 0.120" 2" x 4"x 0.044" x 0.100" 2" x 6" x 0.050" x 0.120" 2" x 6" x 0.050" x 0.120" 2" x 7" x 0.055" x 0.120" Min. # Knee Min. Stiching Max Len Brace Screws Screws 24" O.C. 1'-4" 3) #8 #s Ui 2" x 2" x 0.093" n 3 #8 #8 m 2'-6- 2" x 4" x 0.050" 12" M' 3 #10 #10 �Z 3 #10 #10 3 #10 #10 D (3)#12 (3) #14 #12 #14"* 0 �. 4 #14 #14** i (6) #14 #14*' ci (6) #12 #12 8) #14 #14** 8 #14 _ #14**� 10 #14 #14** �- ® e Knee Brace Min. Length Max Len 2" x 2"x 0.044" 1'-4" 2'-0" 2" x 2" x 0.055" 1-4„ 2" x 2" x 0.093" 1'-4" 2-0 2" x 3" x 0.050" T-6" 2'-6- 2" x 4" x 0.050" 12" 1'-6" I T-0" lie — — — — — — — — — w ROOF PANEL, (SEE SECTION 7) BEAMS MAYBE ANGLED FOR GABLED FRAMES _ o ANCHOR PER DETAIL FOR PAN 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 POST NOTCHED TO SUIT SCREEN USING (1)#10 x 1-1/2" @ 6" FROM TOP' AND BOTTOM AND 24" O.C. SIDE NOTCH POST TO CARRIER BEAM CONNECTION SCALP- A"= 1'-n" ; - --r — — — — — — — — — — U) _ W ROOF PANEL (SEE SECTION 7) 1-3/4" x 1-3/4" x 0.063" — —I— — — RECEIVING CHANNEL THRU BOLTED TO POST W/ THRU O+ _ BOLTS FOR SIDE BEAM— (SEE TABLE 3A.3 FOR NUMBER OF BOLTS)I T Q+ So ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 3A.3) I BEAM AND POST SIZES I BE (SEE TABLE 3A.3) SCREENAUSING ACHED FOR 410 x 1-112" @ 6" FROM TOP POST NOTCHED TO SUIT it AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 3" = V-0" I LJm'NS I a REVIEWEDLawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING IQ ANFORDP.O. Box 86) 76 , South Daytona, (3 32121 6)16 Telephone N: (386) 767 4774 Fax #: (386) 767 8558 Email: tobpo@bol9outhnot "IT, ' 00' F vo f - % I © COPYRIGHT 2008 PAGEq NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 3A-33 PRIMARY FRAMING BEAM (SEE TABLES 3A.1.1, 2) -� ANGLE OR RECEIVING ® w 1-1/2" x 1-1/2",X'0.080" ANGLE ® T m EACH SIDE OF CONNECTING a H BEAM WITH SCREWS AS ® o w SHOWN ® w TO CONCRETE W/ (2)1/4" x MINI. #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES INTERIOR BEAM TABLES: 3A.1.3 BEAM TO BEAM CONNECTION DETAIL SCALE: 3"= V-0" BEAM TO WALL CONNECTION: Lawrence E. Bennett, P.E. FL # 16644 r L mi -ij 1« v 1 im v v. CIVIL & STRUCTURAL ENGINEERING P.O. Box 214388, South Daytona, 3 ) 76 CITYOF SANFORD. Toiophono p: (388) 787-4771 Fax Al: (388) 787�SSti Email: lebpa Cbel lsouth.net PAGE © COPYRIGHT 21*6 3A-36 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. (2) 2" x 2" x 0.060" ANGLE OR RECEIVING EXTERNALLY MOUNTED CHANNEL EXTRUSIONS WITH ANGLES ATTACHED TO WOOD INTERNAL SCREW BOSSES . — FRAME WALL W/ MIN. (2) 3/8" x MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR (2) #10 x 1-1/2" INTERNALLY TO CONCRETE W/ (2)1/4" x I ® 2-1/4" ANCHORS OR MASONRY "" WALL ADD (1) ANCHOR PER MINIMUM #8 S.M.S. x 3/4" wQ - SIDE FOR EACH INCH OF BEAN LONG NUMBER REQUIRED M DEPTH LARGER THAN 3" EQUAL TO BEAM DEPTH w ~ IN INCHES w ® ALTERNATE CONNECTION: o ® (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" 1 ® INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME INTERIOR BEAM TABLES: p WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS OR TO CONCRETE 3A.1.3 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 r L mi -ij 1« v 1 im v v. CIVIL & STRUCTURAL ENGINEERING P.O. Box 214388, South Daytona, 3 ) 76 CITYOF SANFORD. Toiophono p: (388) 787-4771 Fax Al: (388) 787�SSti Email: lebpa Cbel lsouth.net PAGE © COPYRIGHT 21*6 3A-36 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. THROUGH 1" x 2" AND ROW LOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1)1/4" x 1-3/4" TAPCON TO SLAB OR FOOTING ALUMINUM FRAME SCREEN `:. WALL ROW LOCK BRICK KNEEWALL TYPE S MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (1) #5 0 BARS W/ 3" COVER (TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS 1" PEiN'F'f. MAX. FOR 3-1/2" (TYP Z-0" MIN. ALL SLABS BEFORE SLOPE TYPE FLAT SLOPE I NO FOOTING 0-2"/ 12" "ALE: 3/4"= V-0" 2" MIN (2) #5 BAR CONT. (1) #5 BAR CONT. D.. X\ �� a \`; j \` $" x-12" —+ TYPE 11 TYPE III 1DERATE SLOPE FOOTING STEEP SLOPE FOOTING 2"/ 12" - V-10" > V-10" 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test 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 other than 3-1/2" (4" nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type II footing is required. All slabs shall be 371/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh o Mesh, InForceTM' e3l (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. (See additional detail for structures located in Orange County, FL) 6. If a carrier beam or fourth wall frame is required use a Type II footing minimum. SLAB -FOOTING DETAILS SCALE: 3/4"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214388, South Daytona, R 32121 Tolophone N: (388) 787-4774 Fax #: (388) 767.6550 Email: lobpetffibellsouth.not PAGE 3A-38 0 COPYRIGHT 2008 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE. P.E. COMPOSITE ROOF AN HORING DETAILS EXISTING°TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER. RAFTER OR TRUSS TAIL 910 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS — ROOF PANEL ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 3"= V-0" WOOD FRAME, MASONRY OR OTHER CONSTRUCTION FOR MASONRY USE: (2)114" x 1-1/4" MASONRY ,NCHOR OR EQUAL @ 12" O.C. FOR WOOD USE: #14 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. / EXISTING FASCIA #14 x 1/2" WAFER HEADED S.M.S. SPACED @ 12" O.C. .....a.•n ..........: "' {{ a FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 3"= V-0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS 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.N. 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 -1231 13_0 140 150 #81 #10 #12 1 #12 Lawrence E. Bennett, P.E. FL # 16644 rLMINQ K6 VVt CIVIL & STRUCTURAL ENGINEERING P.O. Boz 214388, Daytona, Fl 32127 CITY F /� b�'FORD' Telephone Y: (388) 787-4774 Fax #: (388) 7871;5580 Email: Wbp8�boIIsouth.nat IN PAGE © COPYRIGHT 2008 7-4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. #8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: #8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND 0, HEADER WHEN FASTENING TO JMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" CAULK ALL EXPOSED SCREW HEADS & WASHERS PAN OR COMPOSITE ROOF PANEL #8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM FOR PAN ROOFS: _ I (3) EACH #8 x 1/2" LONG S.M.S. g PER 12" PANEL W/ 3/4" ALUMINUM PAN WASHER I, ROOF PANEL FOR COMPOSITE ROOFS: (PER TABLES SECTION 7) #10 x (t + 1/2") S.M.S. W/ SUPPORTING BEAM 1-1/4"0 FENDER WASHERS (PER TABLES) @ 12" O.C. (LENGTH = PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON-BEARING ELEMENT (SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 3'= V-0" CM vb)Lawrence E. Bennett, RE. FL # 16644 PIANS R__ gmem"I @,a 4 CIVIL & STRUCTURAL ENGINEERING I(0)" P.O. Box 214366, South Daytona, FI 32121 CTI vT" F S Al", 4' F R D Telephone N: (386) 767-4774 Fax p: (306) 707-0556 Emah: labpeCbellsouth mA I ® COPYRIGHT 2008 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 7.21 I UNIFORM LOAD =1cat A B SINGLE SPAN CANTILEVER UNIFORM LOAD l l A B C 2 SPAN SECTI®N (} ;yy UNIFORM LOAD a A B 1 OR SINGLE SPAN UNIFORM LOAD l Z Z A B C D UNIFORM LOAD 3 SPAN A B C D E 4 SPAN NOTES: 1. I =Span Length a= Overhang Length 2. All spans listed in the tables are for equally spaced distances between supports or anchor points. 3. Panels shall not be spliced except at supports. SPAN EXAMPLES FOR SECTION 7 TABLES SCALE: N.T.S. s LX -11111V It L. V I L Y V C 1J Lawrence E. Bennett, P.E.- FL # 16644 CITY F SAN F ®R CIVIL & STRUCTURAL ENGINEERING P.O. Box 214366, South Daytona, Fl 32121 Telephone N: (386) 767-4774 Fax 0: (386) 767-65.56 Email: lebpo(gDellsouti not © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7-27 MANUFACTURERS PROPRIETARY PRODUCTS 48.00" ............................ ­ ............. ....... ....................... 1.0 # or 2.0 # DENSITY E.P.S. FOAM & 3105 H-14 OR H-25 ALUMINUM ALLOY ELITE ALUMINUM CORPORATION ELITE COMPOSITE PANELS SCALE: 3" = V-0" don Lawrence E. Bennett, P.E. FL # 16644 RE 2 M., CIVIL & STRUCTURAL ENGINEERING Elite Aluminum Corporation P.O. Box 214388, South Daytona, FI 32121 Tolophone N: (388) 767-4774 Fax N: (380) 767$556 Pano1 Product 1801 N.W. 84111 Street Emall: lebpo®bollsouth net Ft. Lauderdale, FL 33309 PAGE Tel: (954) 491-3700 Fax: (954) 491-1433 q (9) COPYRIGHT 2008 7^34 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. _ _ .. .. _ _ J_r ijalc+C% CA M n•• Z� y• Note: Total roof panel width = room width + wall width + overhang. ut:"4911 V. --- ---- - - - - D v m r � i W CD o COD CIO 0 m m.. x N (� W 0 0- A. /A o :3 M X 2 m o m -n �;m r Z M z z 0 M I7 6 OR M C — . D y g7 �. W= l Sad c � c II z �, EF O �i O I� _ _ .. .. _ _ J_r ijalc+C% CA M n•• Z� y• Note: Total roof panel width = room width + wall width + overhang. ut:"4911 V. --- ---- - - - - 0 0 n ROBERT B. SMITH BLANCA 0. BERNAL I ' I I ' I 25,00' iJ i 26 i I I , I I , , i , S 89°51'50" E 105.00' i ^ 5' DRAIN. & UTIL. ESM'T 5. ; Or- O --0 I -------------------------------------------� ^ ' 25.00 0' CD Cfl Z w � 52.05 TUCCO REQ• I SroRY CONC. BLK/S I "� 'NC $t w 10 Q CO I I ' FF. ELEV = 33.00 0 `—' ' , I)PI4 , • , w Ltj : ;� C LLJ 20' Q r N 4.4' O 0N tY 4.3' , 25 O 27.9832.04' I ` n , l-------------------------- -00 I -------------------J DRAIN. & UTIL. ESM'T o� I � N 89°51'50" W 105.00' I I I I , i I ' I , 24 PLANS OEVIEW�D , SCALE: 1 =20' CITY 0I� � SANF(JRD ®F f ICE . SURVEY NOTES: 1) The street address of the above-described property is 150 CEDAR RIDGE LANE. 2) The above-described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: REVISED OR FOUNPATION: 3 AUG. 2004 REVI5ED FOR FINAL SURVEY: 4. NOV. 2004 PROJECT NO: 04 -.422 CORRECT TO: KI TNER rSURVEY ING, INC. ROBERT B. SMITH 3 BLANCA 0. BERNAL R. BL A I R K I TNER - P.L.S. NO . 3382 MFC MORTGAGE, INC. OF FLORIDA Post Office Pox 823, Sanford, Fl. 32772-0823 CHICAGO TITLE INSURANCE COMPANY KAMPF TITLE 6 GUARANTY CORPORATION ( 407) 322-200] ADNORAM TITLE COMPANY, INC. SURVEY DATE: 20 JULY 240