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HomeMy WebLinkAbout167 Pinefield DrU " p CITY OF SANFORD PERMIT APPLICATION RECLIVED Applicr.tion #: ` D t — Z5 -7 v Submittal Date: I) II Inl iD''1 �� .-..,Y a 6 ZU0/ Job Address: / h P / C f % Value of Work: v (/ Parcel ID: 3p-- —19 3 1 —51 S —�Y)y D `_//3UC) Zoning: Historic Historic District. 1' Description of Work: c���Q �� � 3 (` �%� 1 �J/ (1� Square Footage: �� ....................................................................................................................... Permit Type: Building ❑ Electrical ❑ Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) •PropertyOiiwner: IG••Q�• ••••••••••••••••••••••••Contractorp.•• z / •��/(/I• Address: l / Address: 25i Z/ {� I 3 a-7 5,P_ oi Phone: E-mail: Phone 2(�D to License Number: stn ro s/� 0 p / Bonding Company: Mortgage Lender: (PCS ' "f��' Ab—,5�`f �1 Address: Architect/Engineer: Address Plan Review Contact Person: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and -- AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there 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. Acc of permit is verification that I will notify the owner of the property A � t/ gnaturl_eoff Owwne�r/Agent Date l` l.l� CL,v` F - Prin(Owner/Agent's Name _ '.o al 0a `ature of Notary -State of�FloridkULEY Date TAMARA Mho NOTARY PUBLIC - STATE OF FLORID Av_commisSION # DD358509 c:' EXPIRES 91/29 08 Agent . 6NBE"RBJIyt�e "TtA49or Produced Zdr�a � APPROVALS: ZONIN UTIL: FD: Special Conditions: Rev 02/2007 of the requirements o lorida Lie Law, FS 71 Si ature of Contractor/A t ate Print ontractor/Agent s Signature of Notary-Statof Florida D e SOA;:;, i4 TAMARA M. CAULEY NOTARY PUBLIC - S E OF FLORIDA practor/[wl�i PMrthto Me or worv�V'Produc 1Vl S9/27/2008 BONDED THRU 1$88-NOTARYI ENG: BLDG: Permit Number - • p, Parcel Identification Number Preparedby: Florida Pool Enclosures P.O. Box 521136 Longwood,FL 32752-1136 Return to: Same as above C-1 NOTICE OF COMPEENCEMkNT State of Fl or i da County of MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY AK 06741 Fig 1456; ('1 pg ) CLERKI J #L00 0-94632 RECORDED 06/28/2007 08:04:41 AM RECORDING FEES 10.00 RECORDED BY H DeVare BY UPPFIFF, IVY �l1l�tYPKI�Tr E CLERK OF C,P"I T 11'DT =M N n FLORIDA DEPUTY C rJUN 2 The undersigned hereby gives notice that improvement(s) will be made to certain real property. and in accordance with Chapter 713, Florida Statutes; the followbag information is provided in this Notice of Commencement. 2. 3. 4. 5. 6. 7. Description of pro erty (legal description of rile property; and street address if available) Intl � t~, Genera[ do rsetlontas 3napra erneni s () Owner* m foration Name Ni C'h j- >� Telephone Number Address f (y r% , I? Id or Fax Number sLUI rr� r G 1 -7 �) Interest in Property: Fee Simple Title Holder (if other than the owner shown above) Name Telephone Number Address Fax Number Contractor Florida Pool Enclosures Inc. Name P.O. Box 52113.6 Office:(407)260—_2800 Address Longwood, FL 32752-11:36 Fax :(407)260-6411 .Surety (if any) Name Address Lender (if any) Name Address Telephone Number Fax Number Amount of bond S Telephone Number Fax Number S. Persons within the State of Florida designated by Owner upon whom m notices or other documents may be served as provided by §713.13(1)(a)7.; Florida Statutes. Name Telephone Number Address Fax Number 9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in §713.13(1)(b), Florida Statutes. Name Telephone Number Address Fax Number 10. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a different date is specified): Bate Signed ignature of Owner [Note: per §713.13(1)(g); "owner must sign ...and no one else may be pernitted to sign in his or her stead.' Sworn to and subscribed 6 -fore me this n -T_-_ who isy Uersonad� j� v� CAUtuEMR as id�tification. TAMP,K/� �' (4;-. NOTARY PUBLIC - STATE OF FLORl3i�- COMMISSIaN # DD358509 w *a%9s EXPIRES 9127!2008 ��• �: '• B0NDEDTHRU1-888-N0 TARYI day re of Notary (notarial ; 20G'q by W) Florida Pool Enclosures,, Inc. 927 Hickory Street • Altamonte Springs FL 32701 Phone: (407) 260-2800 • Fax: (407) 260-6411 State Cert. Lic # SCCO56689 THE UNDERSIGNED HEREBY APPOINTS TAMARA MCPHERSON AS ATTORNEY IN FACE TO APPLY AND RECEIVE A BUILDING PERMIT FOR THE FOLLOWING ADDRESS: MY ATTORNEY IS HERBY AUTHORIZED TO DO EVERYTHING NECESSARY TO APPLY FOR AND RECEIVE THE BULDING PERMIT AND I RATIF EVERYTHING THE SAID ATTORNEY SHALL))O ON MY BEHALF. Xe Delahoz Florida Pool Enclosure SCC056689 STATE OF FLORIDA COUNTY OF TH FOREGOING INSTRUMENT WAS /ACKNOWLEDGED THIS o DAY OF ,2008, BY %�'r'xf 4#vz..,._ ,WHO PERSONALLY APPEARED BEFORE ME AND ACKNOWLEDGED THAT HE/SHE SIG EN DQE INSTRUMENT VOLUNTARILY FOR THE PURPOSE EXPRESSES IN IT. PERSONALLY KNOWN OR PRODUCED IDENTIFICATION ID TIFICATION. J:-- CA -j Ck--Kc PRINT NAME OF pUO i�Notary TEALA RAGAN Public - State Florida of 111k, My Commission Expires Aug 212009 Commission # DD464875 ' 'G B Bonded v F JaticmalNotaryAssn, NOTARY STAMP TYPE OF WARRANTY DEED INDIVID. TO ItJDIVID. - Record and Return 1o: Name: Central Florida Title, LLC Address: 142 W. Lakeview Avenue, Ste. 2020 Lake Mary, Florida 32746 File Number: 2007-0421 This Instrument Prepared by: Attn.: Chris Cornetto Name: Central Florida Title, LLC Address: 142 W. Lakeview Avenue, Ste. 2020 Lake Mary, Florida 32746 Property Appraisers Parcel Identification Folio Number(s): 32-19-31-515-0000-1300 SPACE ABOVE THIS LINE FOR PROCESSING DATA — SPACE ABOVE THIS LINE FOR RECORDING DATA This Warranty Deed, Made and executed the 18th day of May, 2007, by Ian R. Mulcock and Alice M. Mulcock, Husband and Wife, whose post office address is 1086 Golf View Drive, Orange City, FL 32763, hereinafter called the Grantor, to Richard Rolf Anderson and Lisa M. Anderson, Husband and Wife, whose post office address is 167 Pinefield Drive, Sanford, Florida 32771, hereinafter called the Grantee. (Wherever used herein the terms "Grantor" and "Grantee" include all the parties to this instrument and the heirs, legal representatives, and assigns of individuals, and the successors and assigns of corporations, wherever the context so admits or requires) Witnesseth, That the Grantor, for and in consideration of the sum of $10.00 (Ten and 00/100 Dollars) and other valuable considerations, receipt whereof is hereby acknowledged, hereby grants, bargains, sells, aliens, remises, releases, conveys and confirms unto the Grantee, all that certain land, situate in Seminole County, State of Florida, viz: Lot 130, CELERY LAKES PHASE 1, according to the Plat thereof, as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. Together, with all the tenements, hereditaments and appurtenances thereto belonging or in anywise appertaining. To Have and .to Hold, the same in fee simple forever. And the Grantor hereby covenants with said Grantee that the Grantor is lawfully seized of said land in fee simple, that the Grantor has good right and lawful authority to sell and convey said land, and hereby warrants the title to said land and will defend the same against the lawful claims of all persons whomsoever, and that said land is free of all encumbrances, except taxes accruing subsequent to December 31, 2007. In Witness Whereof, the said Grantor has signed and sealed these presents the day and year first above written. Signed, sealed and delivered in the presence of.- Witness Signature Witness Printed Name Witness Signature Witness Printed Name STATE OF FLORIDA COUNTY OF SEMINOLE Signature Ian R. Mulcock 1086 Golf View Drive, Orange City, FL 32763 Signature Alice M. Mulcock 1086 Golf View Drive, Orange City, FL 32763 This foregoing instrument was acknowledged before me this _18 day of May, 2007, by Ian R. Mulcock and Alice M. Mulcock, Husband and Wife. (Check one) ❑ Said person(s) is/are personally known to me. roc Said person(s) provided the following type of identification: _Florida Drivers License NOTARY RUBBER STAMP SEAL Notary Signature Print Name My Commission Expires: 1 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 < � Lo (r) <. r CD lU C (D ) `G 7 CL I Q O O < 0 lD n N (nD N `G 0 N "a N Qj Q O (Oj O fD O Z 0 0 „n,vIn) n M -0 fl, 1 0 3Y4" BOX HEADER WALL MOUNT II I II I II I ii 3x48xO.024 COMPOSITE ROOF PANELS o II (FL.PRODUCT APPROVAL # 1049) I :� II II I� I II I II I 11 I II I I --- I (D O O -0 (D fD < -0 l0 fD < 1JJ C �. O m N Q. 0 U 0 U-) 0 !Z0) 6'� O (D = < 22 n O 0 & O Q. a EDGE OF CONCRETE 25'-10" 7'-0" I I I I I I I I I I I I I. I I I I --n I L-- (OD .... 3X2XO.070 l0 2X5 SMB O m N m m U m �• NOMINAL CONCRETE SLAB O O .-1 (2500 PSI, MIN.) W/6x6x10/10 N N ( m op O O [POLYPROPYLENE FIBER - X+ N N N X X 2X2XO.044 X + n 5'-2' 5-2' 5-2" 5-2"5-2" 1X2 O.B. L-- (OD .... 0 (n O l0 24" ICKPLATE N � LO O4" �• NOMINAL CONCRETE SLAB (D (2500 PSI, MIN.) W/6x6x10/10 rt W.W.M. OR FIBER REINFORCED O [POLYPROPYLENE FIBER - O 1.5 POUND (MIN.)PER C.Y.] 33'-0" UNDISTURBED OR COMPACTED SOIL/ SAND BOUNDARY SURVEY LEGAL DESCRIP770N. LOT 130, CELERY LAKES PHASE 1, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 62, PAGE(S) 75 AND 76, OF THE PUBLIC RECORDS OF SEM1NOLE COUNTY, FLORIDA. I TRACT B S8938'17"W 50.00' %P%P 4 I I I LOT 130 :33 - I i 5.0 O 40.0' O O N w LOT 129 TWd STORY B.S. :w W x'167 � ;h o w � O 10' U. E. • RC 0.5' 5`' 5//WN89 38'17"E 50.00' N89 M'17T bESLNFORD RIGHT-OF-WAY LINE GFNTF,( AE BUILDING SETBACK LINE BARB WRE FENCE WOOD FENCE �i —r r N CHAIN LINK FENCE PL�ST 11 - A/C - AIR CONDITIONER L - ARC LENGTH P.O.L. - PUNT ON UNE X FOUND X` A -CENTRAL ANGLE aLK -BLOCK L.B. - LAND SURVEYING BUSINESS LS - LAND SUR VE P.R.C. - PONT OF REVERSE CURVE P.R.M. - PERMANENT REFERENCE - CUT IN CONC. 0 - SET 1/2' REBAR AND CAP ca. -CHORD BEARING ,M - MEASURED MONUMENT PSM LB 7371 CB.S -CONCRETE BLOCK STRUCTURE N - NORTH P.T. - PONT OF TANGENT - FOUND PROPERTY CORNER CM. - CONCRETE MONUMENT N&D - NAIL AND DISK R - RADIUS 4' x 4� CONCRETE MONUMENT CONG - CONCRETE P - PLAT R/1M - RIGHT OF WAY G - WELL D - DEED p. r_ - POINT O- CURVATURE S/W - SIDEWALK 05/01/07 D.E. - DRAINAGE EASEMENT P,L~G - PONT OF CONFOUND CURVATURE S - SOUTH COVERED AREA E - EAST p•L~p, - PERMANENT CONTROL PONT U.E. - UTILITY EASEMENT F.F.E. - RNLa"HED FLOOR ELEVATION PL - PROPERTY LINE W - NEST FNO - FOUND p,O.B. - PONT OF BEGINNING WFS - *000 FRAME STRUCTURE �. ID. - IDENTIFTCARON p.O.C. - POINT OF C'OMMENCEkENT I.p. - IRON PIPE P.O.L - PONT ON LINE I.R. - IRON ROD P.R.M. - PERMANENT REFERENCE I.R.C. - IRON ROD & CAP MONUMENT DRAWN BY: CHECKED BY.• JL BRETT CER7I7ED TO., RICHARD ROLF ANDERSON AND LISA M. ANDERSON USAA FEDERAL SAVINGS BANK CENTRAL FLORIDA TITLE, LLC COMMONWEALTH LAND TITLE INSURANCE COMPANY COMMUNITY NO 120294 PANEL-, SUFFIX • F.I.R.M. DAM' 0065 E 04/17/95 FLOOD ZONE: X SURVEY NO FIELD DATE: 26824 05/01/07 BEARINGS SHOWN HEREON ARE BASED UPON THE CENTERLINE OF PINEFIELD DRIVE BEING N8938'17'E PER PLAT Long Surveying, Inc. "Specializing in Residential Surveying" LB No. 7371 101 N. Country Club Road, Suite 220 Lake Mary, FL 32746 Office 407-330-9717 or 407-330-9716 Fax 407-330-9775 WWW. LONGSUR VEYING. COM 1) ThIs suM Is based on the logo/ drdan as ,arorided b, the Clent 2) m/s Surve has not abstracted the nd shown heron for sosement4 is of way or re .,eerd-w✓rJeM� moy oflect a tit/ of the /on 3) Do not property lkres /rwn 'uNding tees 4) No foot oswhangs hove been /oca , except as show 5) No arm is o utRitles haw bbren I coted except as wn 6 Is survey !� n t rdld without the slgna uoe and ire original raked seol of o Fio - Ilcenssd rw,y and Mapper Gart(ficatA tL: i co tlfy that this survey mads under my dlrctlon and that /t meets the min um eohnkrol standards set forth by the Board o/ Pro/iae/ono/ d Survo)wv and Mgoper h Chapter f,1G17-6, FlorWo aVnlnMtratlw Cads, pursuant to Section 472027, Statutes, r cj Design Check List for Screen / Vinyl Room (Page 1 of 2) 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with the 2004 Florida Building Code Edition with 2006 Suppl ents, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Expos 'B' or'C'II or'D'II; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and high ; 120 MPH or MPH for 3 second wind gust velocity load; Basic Wind Pressure �; Design Pressures for Screen / Vinyl Rooms can be found on pa e 3A -ii: a. "B" exposure= PSF for Roofs & PSF for Walls b. "C" exposure = PSF for Roofs & PSF for Walls c. "D" exposure = PSF for Roofs & PSF for Walls Negative I.P.C. 0.18 For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A -C on page 3iii. I. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. i }}� �t k 2 1��) Q ' l'�Z— Phone: LLO2teD - 2-gc>o AConr /�rizedep* Name (please print) Date: z- O r / Authorized Rep Signature /&'7 o�- Job Name & Address Note: Projection of room from host structure shall not exceed 16'. III. Building Permit Application Package contains the following: Ye No A. Project name & address on plans .............. B. Site plan or survey with enclosure location ..................................... El C. Contractor's / Designer's name, address, phone number, & signature on plans .... ED D. Site exposure form completed ............................... ... ............. E. Proposed project layout drawing @ 1/8" or 1/10" 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 girts 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) IV. Highlight details from Aluminum Structures Design Manual: Yes A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate ...... Section 3A tables used: /. /- /ZC Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to MPH wind zone and/or "C" or "D" Exposure for load width Look up span on 120 MPH table and apply the following formula: Span / Height Required Span, - -. @120MPH� ��� P 0.00 (b or d) x 1.00 (b or d) x 1.00 (b or d) q NS Wind Zone Multiplier ** L Expo ulMirMNFnRD Must have attended Engineer's Continuing Education CI (�s�yt�l��e y "* Appropriate multiplier from page 3A -ii and page 3A -iii. I b-7 Design Check List for Screen / Vinyl Room (Page 2 of 2) B. Upright tables w/ sizes, thickness, spacing, & heights ............... (Tables 3A.2.1, 3A.2.2, or 3A.2.3) Upright or wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to MPH wind zone and/or'C' Exposure for load width Look up span on 120 MPH table and apply the following formula: Span / Height Required Span @ 120 MPH @ MPH 0.00 (b or d) x 1-00 (b or d) x 1.00 (b or d) _ Wind Zone Multiplier *" Exposure Multiplier Notes: ** Appropriate multiplier from page 3A -ii and 3A -iii b-8 Ye No C. Table 3A.3 with beam &upright combination if applicable ......... ........ .... . D. Connection details to be used such as: 1. Beam to upright......................................................... .. Ef. El 2. Beam to wall ..................... ................................... 3. Beam to beam ......... ........... ........ ........................ ..... — 4. Chair rail, purlins, & knee braces to beams & uprights .......... ........... 5. Extruded gutter connection ....... .............................. .......... EZI 6. U -clip, angles and/or sole plate to deck ................ ..................... 0 E. Foundation detail type & size .................................................. E2f 0 Notes: ** Appropriate multiplier from page 3A -ii and 3A -iii b-8 SITE EXPOSURE EVALUATION FORM �- -- -- -- -- -- -- ----- -- -- -- j I I I QUADRANTI 1500' j EXPOSURE _ I I I � -7- F 1500' I 600' I QUADRANT IV I 40' I QUADRANT II 600' 600'----1 j EXPOSURE _ I 40'� I EXPOSURE j 600' I I -1500'-- I I I � I I QUADRANT III 1500' EXPOSURE _ I I I I � - -- -- -- -- -- -- -- -- -- -- - - .J NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE SCALE: 1" = 800' USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR ID, EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKE THE SITE THAT EXPOSURE. EXPOSURE C: 1. OPEN TERRAIN FOR MORE THAN 1,500 FEET IN ANY QUADRANT. 2. ANY'C' EXPOSURE FOR GREATER THAN 600 FEET IN ANY QUADRANT. 3. NO SHORT TERM CHANGES IN 'B', 2 YEARS BEFORE SITE EVALUATION AND BUILD OUT WITHIN 3 YEARS, SITE WILL BE'B'. 4. FLAT, OPEN COUNTRY, GRASSLANDS, PONDS AND OCEAN OR SHORELINES IN ANY QUADRANT FOR GREATER THAN 1,500 FEET. EXPOSURE D: FLAT, UNOBSTRUCTED AREAS THAT ARE 1,500 FT INL"� " LINE AND ARE EXPOSED TO WIND FLOWING 6 R F R F'QR-TA OF ID AT LEAST 1 MILE. ''�. , SITE IS EXPOSURE: B EVALUATED BY: E. SIGNATURE: LICENSE #: b-14 �1 SCREEN, ACRYLIC & VINYL ROOMS INTERIOR BEAM (SEE TABLES 3A.1.3) r SECTION 3A HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST ;;TYPICAL SLOPED SO -LID -ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM PER SECTION 7 HOST STRUCTURE OR FOURTH WALL FRAME �- USE BEAM TO WALL DETAIL RIDGE BEAM (SEE TABLES 3A.1.4) 0. * - E TYPICAL GABLE SOLID ROOUNC SCALE: N.T.S. O� b. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386)767-4774 Fax #: (386)767-6556 Email: lebpe@bellsouth. net © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-1 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. 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. SCREEN, ACRYLIC & VINYL ROOMS ALTERNATE CONNECTION: 2) #10 x 1-1/2" S.M.S. -HROUGH SPLINE GROOVES ;IDE WALL HEADER ATTACHED TO 1" x 2" OPEN !ACK W/ MIN. (2) #10 x 1-1/2" I.M.S. IDE WALL GIRT ATTACHED l " x 2" OPEN BACK W/ MIN. (3) `10 x 1-1/2" S.M.S. IN SCREW TOSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO ,ONCRETE W/ 1/4" x 2-1/4" ;ONCRETE / MASONRY ANCHORS @ 6" FROM EACH OST AND 24" O.C. MAX. AND VALLS MIN. 1" FROM EDGE OF ;ONCRETE TYPICAL & ALTERNATE CORNER DETAIL SCALE: 3" = V-0" 6y`° im N VIED Lawrence E. Bennett, P.E. FL # 16644 P%ts 1 ro CIVIL & STRUCTURAL ENGINEERING It X i Ro P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767.6556 Of o Email: lebpe@bellsouth.nel b PAGE © COPYRIGHT 2006 3A-6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 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 POST ATTACHED TO BOTTOM W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 3" = 1'-0" SECTION 3A RISER PANELS ATTACHED PERI CHAPTER 7 HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2" x 2", 2" x 3" OR3" 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.) La p C fC1Clei,'3Ft. -r L IF "I I S UCTUf�ILG"' E�G x 21 68, - t Dayt 1� 1 CIT -1 (38 767 �4 F 386 7-6556 mail: a pe@bellsouth.net @ COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-7 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 CONCRETE 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 1-1/8" MIN. IN CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND 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 SCALE: 3" = V-0" 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) #10 x 1/2" S.M.S. @ EACH POST 1" x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644REV,- 'NED- CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, F132121 9 14 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 'RD Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2006 ti 3A-4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 3A I SCREEN, ACRYLIC & VINYL ROOMS EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY PRIMARY FRAMING BEAM —� (SEE TABLES 3A.1.1, 2) ® w 1-1/2" x 1-1/2" x 0.080" ANGLE ® m EACH SIDE OF CONNECTING ® w ~ BEAM WITH SCREWS AS ❑ w SHOWN ® o 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: (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) x MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDEE OR (2) #10 x 1-1/2" INTERNALLY TO CONCRETE W/ (2) 1/4" x 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER w ® SIDE FOR EACH INCH OF BEAM MINIMUM #8 S.M.S. x 3/4" J DEPTH LARGER THAN 3" LONG NUMBER REQUIRED Q EQUAL TO BEAM DEPTH w ~ IN INCHES ❑ w ALTERNATE CONNECTION: (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" ® I INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8" x 2" LAG INTERIOR BEAM TABLES: 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"= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING IRNEID 'RV el,%R1 P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE ®®®® q © COPYRIGHT 2006 3A-36 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMIS 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. EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR OTHER CONSTRUCTION FOR MASONRY USE: (2) 1/4" x 1-1/4" MASONRY ICHOR OR EQUAL @ 12" O.C. FOR WOOD USE: #14 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS 4. . a....... . ..... ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL SCALE: 3" = V-0" #14 x 1/2" WAFER HEADED S.M.S. SPACED @ 12" O.C. 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.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 -1231 130 1 140 1 150 #8 1 #10 1 #12 1#12 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT2006 7-4 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 7 PRIMARY CONNECTION: (3) #8 SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. (2) PER RAFTER OR TRUSS TAIL #10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4" x 1-1/4" MASONRY VCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION SOLID ROOF PANEL PRODUCTS PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 3" = V-0" ROOF PANEL TO WALL DETAIL SCALE: 3" = 1'-0" SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL #8 x 1/2" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS 1-1/2" x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) f;ZiZ�71;ZL11>t #8 x 1/2" S.M.S. (3) PER PAN (BOTTOM) AND (1) @ RISER (TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #8 x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #8 x 1/2" S.M.S. 1100-1231 130 1 140 1 150 -#81 #10 1 #12 1 #12 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 P LAN' 05" REVI Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE @ COPYRIGHT 2006 7-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3 3 SCREEN, ACRYLIC & VINYL ROOMS SECTION 3A Table 3A.1.1-110 Allowable Edge Beam Spans -Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF (47.1 #/SF for Max. Cantilever) Aluminum Allov 6n63 T-6 2" x 2" x 0.044" 2" x 2" x 0.055" Load Width (ft.) Max. Span 'L' / (bending 'b' or deflection 'd') 1 8,2 Span 3 Span 4 Span Max. Cantilever Load Max. Span V/ bending 'b' or deflection 'd') Width (ft.) 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 64" d 6'-7" d 6'-9" d 0'-11" d 5 5'-8" d 6'-11" d 7'-1" d 1'-0" d 6 5'-0" d 6'-2" d 6'-4" d 0'-11" d 6 5'-4" d 6'-7" d 6'-8" d 0'-11" d 7. 4'-9" d 5'-11" d S-11" b 0'-10" d 7 5'-1" d 6'-3" d 6'-4" d 0'-11" d 8 4'-7" d 5'-8" d 5'-7" b 0'-10" d 8 4'-10" d 5'-11" d 6'-1" b 0'-11" d 9 4'-5" d 5'-5" d 5'-3" b 0'-10" d 9 4'-8" d 5'-9" d 5'-9" b 0'-10" d 10 4'-3" d 5'-2" b 4'-11" b 0'-9" d 10 4'-6" 1:1:6-6" d 5'-5" b 0'-10" d 11 4'-1" d 4'-11" b 4'-9" b 0'-9" d 11 4'-4" d 5'-4" d 5'-2" b 0'-10" d 12 3'-11" d 4'-8" b 4'-7" b 0'-9" d 12 4'-3" d 5'-2" b 1 4'-11" b 0'-9" d 3" x 2" x 0.045" 3" x 2" x 0.070" Load Width (ft.) Max. Span V/ (bending 'b' or deflection 'd') 1 & 2 Span 3 Span 4 Span Max. Cantilever Load Max. Span 'L'/ (bending 'b' or deflection 'd') Width (ft.) 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 6'-0" d 7'-5" d 7'-7" d 1'-1" d 5 6'-9" d 8'-5" d 8'-7" d 1'-3" d 6 5'-8" d 7'-0" d 7'-2" d 1'-0" d 6 6'-5" d 7'-11" d 8'-0" d 1'-2" d 7 5'-5" d 6'-8" d 6-10" d 0'-11" d 7 6'-1" d 7'-6" d 7'-8" d 1'-1" d 8 5'-2" d 64" d 6'-5" b 0'-11" d 8 5'-10" d 7'-2" d 7'-4" d 1'-1" d 9 4'-11" d 6'-2" d 6'-1" b 0'-11" d 9 5'-7" d 6'-11" d 7'-0" d 1'-0" d 10 4'-9" d 5'-11" d 5'-9" b 0'-10" d 10 5'-5" d 6'-8" d 6'-9" b 0'-11" d 11 4'-8" d 5'-8" b 5'-6" b 0'-10" d 11 5'-3" d 6'-5" d 6'-5" b 0'-11" d 12 4'-6" d 5'-5" b 5'-3" b 0'-10" d 12 5'-1" d 6'-3" d 6'-2" b 0'-11" d 2" x 3" x 0.045" 2" x 4" x 0.050" Load Width (ft.) Max. Span 'L' / (bending 'b' or deflection 'd') 1 8,2 Span 3 Span 4 Span Max. Cantilever Load Max. Span 'L' / (bending 'b' or deflection 'd') Width (ft.) 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 7'-6" d 9'-3" d 9'-5" d 1'4" d 5 9'-8" d 11'-11" d 12'-2" b 1'-9" d 6 7'-0" d 8'-8" d 8'-8" b 1'-3" d 6 9'-1" d 11'-3" d 11'-1" b 1'-8" d 7 6'-8" d 8'-3" d 8'-1" b 1'-3" d 7 8'-8" d 10'-8" b 10'-3" b 1'-7" d 8 6'-5" d 7'-9" b 7'-6" b 1'-2" d 8 8'-3" d 9'-11" b 9'-7" b 1'-6" d 9 6'-2" d 7'4" b 7'-1" b 1'-1" d 9 7'-11" d 9'-5" b 9'-1" b 1'-5" d 10 5'-11" d 6'-11" b 6'-9" b 1'-1" d 10 7'-8" d 8'-11" b 8'-7" b 1'-5" d 11 5'-9" d 6'-8" b 6'-5" b 1'-1" d 11 7'-5" d 8'-6" b 8'-2" b 1'4" d 12 5'-7" d 6'4" b 6'-2" b 1'-0" d 12 7'-3" d 8'-1" b 7'-10" b 1 1'4" d 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. LavjAWS B nn ' P RU L ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 3A-1 1 SECTION 3A I SCREEN, ACRYLIC & VINYL ROOMS Table 3A.1.1-120 Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF (48.3 #/SF for Max. Cantilever) Aluminum Allnv 6083 T_R 2" x 2" x 0.044" 2" x 2" x 0.055" Load Width (ft.) Max. Span V/ (bending 'b' or deflection 'd') 18, 2 Span 3 Span 4 Span Max. Cantilever Load Max. Span V/ (bending 'b' or deflection 'd') Width (ft.) 1 &2 Span 3 Span 4 Span Max. Cantilever 5 5'-1" d 6'-3" d 6'-4" d 0'-11" d 5 5'-4" d 6'-7" d 6'-9" d 1'4" d 6 4'-9" d 5-10" d 5'-11" b 0'-11" d 6 5'-0" d 6'-3" d 6'-4" d 0'-11" d 7 4'-6" 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 5'-1" b 0'-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 0'-9" d 10 4'-3" d 5'-2" b V-0" b 0'-10" d 11 1 3'-11" d 4'-6" b 4'-4" b 0'-9" d 11 4'-1" d 4'-11" b 4'-9" b I 0'-9" d 12 1 3'-9" d 4'-4" b 4'-2" b 0'-9" d ' 1" d 4'-9" b 1 4'-7" b 1 0'-9" d 3" x 2" x 0.045" Or 3" x 2" x 0.070" Load Width (ft.) Max. Span V/ (bending 'b' or deflection 'd') 1 a 2 Span 3 Span 4 Span Max. Cantilever . Span 'L' / (bending 'b' or deflection 'd') Width (ft.) 18,2 2 Span 3 Span 4 Span Max. Cantilever 5 5'-8" d 7'-1" d 7'-2" d 1'-1" d 5 6'-5" d 71'-11 " d 8'-1" d 1'-3" d 6 5'-4" d 6'-8" d 6'-9" d 1'-0" d '" d 7'-5" d 7'-7" d 1'-2" d 7 5'-1" d 64" d 6'-4" b 0'-11" d 7 5'-9" 7'-1" d 7'-3" d 1'-1" d 8 4'-11" d 6'-0" d 5'-11" b 0'-11" d d 6'-9" d 6'-11" d 1'-1" d 9 4'-8" d 5'-9" b 5'-7" b 0'-11" d 9 5'-3" d 6'-6" d 1 6'-6" b 1'-0" d 10 4'-6" d 5'-6" b 5'4" b 0'-10" d 10 5'-1" d 6'-3" d 6'-2" b 0'-11" d 11 4'-5" d 5'-2" b 5'-0" b 0'-10" d 11 4'-11" d 6'-1" d V-11" b 0'-11" d 12 4'-3" d 4'-11" b 4'-10" b 0'-10" d 12 4'-9" d 5-10" b 5'-8" b 0'-11" d 2" x 3" x 0.045" 2" x 4" x 0.050" Load Width (ft.) Max. Span 'L' / (bending 'b' or deflection 'd') 1 a 2 Span 3 Span 4 Span Cantilever Load Max. Span 'L' / (bending 'b' or deflection 'd') Width (ft.) 1 a 2 Span 3 Span 4 Span Cantilever 5 7'-1" d 8'-9" d 8'-9" b 1'-4" d 5 9'-2" d 11'-4" d 11'-2" b 1'-9" d 6 6'-8" d 8'-3" d 7'-11" b 1'-3" d 6 8'-8" d 10'-7" b 10'-3" b 1'-8" d 7 6'-4" d 7'-8" b 7'-5" b 1'-3" d 7 8'-2" d 9'-9" b 9'-5" b 1'-7" d 8 6-1" d 1 7'-2" b 6'-11" b 1'-2" d 8 7'-10" d 9'-2" b 1 V-10" b 1'-6" d 9 5'-10" d 6'-9" b 6'-6" b 1'-1" d 9 7'-6" d 8'-8" b 8'4" b 1'-5" d 10 5'-7" d 6'-5" b 6'-2" b 1'-1" d 10 7'-3" d 8'-2" b 7'-11" b 1'-5" d 11 5'-5" d 6'-1" b 5'-11" b 1'-0" d 11 6'-11" b 7'-10" b 7'-7" b 1'4" d 12 5'-3" b 5'-10" b 5'-8" b 1'-0" d 12 6'-8" b 7' 6" b 7'-3" b 1'4" d 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. - - iw* wftryor,'WED Lawrence E. Bennett, P.E. FL # 16644 PLANb CIVIL & STRUCTURAL ENGINEERING ^F P.O. Box 214368, South Daytona, FI 32121 ORZNF Telephone #: (386) 767-4774 Fax 4: (386) 767-6556�� d tl Email: lebpe@ bell south. net TY PAGE © COPYRIGHT 2006 3A.1 2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREEN, ACRYLIC & VINYL ROOMS Table 3A.2.1 Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For 3 second wind aust at 110 MPH velocity: using design load of 1310 it/3F SECTION 3A Sections Hollow 3'-0" 1 3'-6" 1 Tributary Load Width'W' = Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-6" Allowable Height 'H'/ bending 'b' or deflection 'd' 7'-0" 1 7'-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" b 2" x 2" x 0.055" Hollow 7'-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 4'-8" b 3" x 2" x 0.045" Hollow 7'-9" b 7'-2" b 6'-8" b 6'4" b 5'-11" b 5'-9" b 5'-6" b 5'-3" b 5'-1" b 4'-11" 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'-3" b 7'-11" b 7'-8" b 7'-5" b 2" x 3" x 0.045" Hollow 8'4" b 7'-8" b 7'-2" b 6'-9" b 6'-5" b 6'-2" b 5'-10" b 5'-8" b 5'-5" b 5'-3" b 2" x 4" x 0.050" Hollow 10'-5" b 9'-7" b 8'-11" b 8'-6" b 8'-1" b 7'-8" b 7'4" b 7'-1" b 6'-10" b 6'-7" b 2" x 5" x 0.062" Hollow 14'-7" b 13'-6" b 12'-8" b 11'-11" b 11'-4" b 10'-9" b 1 10'4" b 9'-11" b 9'-7" b 9'-3" b 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 8'4- 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 12'-8" b 12'-3" b 2" x 2" x 0.044" Snap 7'-7" b 7'-1" b 6'-7" b 6'-3" b 5'-11" b 5'-7" b 5'-5" b 5'-2" b 4'-11" b 4'-10" b 2" x 3" x 0.045" Snap 9'4" b 8'-7" b T-11" b 7'-7" b 7'-2" b 6'-10" b 6'-6" b 6'-3" b 6'-1" b 5-10" b 2" x 4" x 0.045" Snap 10'-10" b 10'-1" b 9'-5" b 8'-10" b 8'-5" b 8'-0" b 7'-8" b 7'-5" b 7'-1" b 6-10" b 3" x 3" x 0.045" Fluted 7'4" b 6-10" b 6'4" b 6'-0" b 5'-8" b 5'-9" b 5-2" b 4'-11" b 4'-10" b 4'-8" b 3" x 3" x 0.060" Square 9'-0" b 8'-4" b 7'-10" bi 7'-5" b 6'-11" b 6'-8" b 6'-5" b 6'-2" b 5-11" b 5'-9" b 3" x 3" x 0.093" Square 13'-2" b 12'-3" b 11'-5" b 1 10'-9" b 10'-3" b 9'-9" b 9'-4" b 8'-11" b 8'-8" b 8'4" b 3" x 3" x 0.125" Square 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" bj 11--11--b 4" x 4" x 0.125" Square 20'-5" b 18'-11" b 17'-8" b 1 16'-8" b 1 15'-10" b 15'-1" b 14'-5" b 13'-10" b 13'-4" b 1 12'-11" b For 3 second wind gust at 120 MPH velocity; using design load of 15.0 #/SF Tributary - din Spacing Sections 3'-0" 3'-6" 1 4'-0" 1 4'-6" 5'-0" 5'-6" 6'-0" 1 6'-6" 1 7'-0" 1 7'-6" Allowable Hei- D or deflection 'd' 2" x 2" x 0.044" Hollow 5'-11" b 6-6" bi 5'-2" b 4'-10" b 1 4'-7" b 4'-5" b 4'-3" b 1 4'-1" b 3'-11" b 3'-9" b 2" x 2" x 0.055" Hollow 6-10" b 6'-4" b 5'-11" b 5'-7" b 5'-3" b 5'-0" b 4'-10" b 4'-8" b 4'-6" b 4'-4" b 3" x 2" x 0.045" Hollow 7'-2" b 6'-8" b 6'-3" b 5'-11" b 5'-7' b 5'-4" b 5'-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 7'-9" b 7'-5" b 7'-2" b 6-11" b 2" x 3" x 0.045" Hollow 7'-9" b 7'-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 " Hollow 9' b 8'-11" b 8'-4" b 7'-11" b 6'-10" b 6'-7" b 6'-4" b 6'-1" b 2" x 4" x 0.046" S.M.B. 12'-8" b 11'-9" b 11'-0" b 10'-4"4'16'-8" 8'-11" b 8'-8" b 8'-4" b 8'-0" b Hollow 13'-7" b 12'-7" b 11'-9" b 11'-1"9'-7" b 9'-3" b 8'-11" b 8'-7" b 2" x 5" x 0.050" S.M.B. 16'-1" b 14'-11" b 13'-11" b 13'-2" b t6'-4" 11'-5" b 10'-11" b 10'-7" b 10'-2" b 2" x 6" x 0.050" S.M.B. 18'-0" b 16'-8" b 15'-7" b 14'-9" b 12'-9" b 12'-3" b 11'-10" b 11'-5" b 2" x 2" x 0.044" Snap 7'-1" b 6'-7" b 6'-2" b 5'-9" b 5'-0" b 4'-10" b 4'-8" b 4'-6" b 2" x 3" x 0.045" Snap 8'-7" b 7'-11" b 7'-5" b 7'-0" b b 6'-1" b 5'-10" b 5'-8" b 5'-5" b 2" x 4" x 0.045" Snap 10'-1" b 9'-4" b 8'-9" b 8'-3" b 7'-10" b 7'-6" b 7'-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 7'-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 9'-1" b 8'-8" b 8'-4" b 8'-0" b 7'-9" b 3" x 3" x 0.125" Square 17'-7" b 16'-3" b 15'-2" bi 14'-4" b 13'-7" b 12'-11" b 12'-5" b 11'-11" b 11'-6" b 11'-1" b 4" x 4" x 0.125" Square 19'-0" b 17'-7" b 16'-6" b 1 15'-6" b 1 14'-9" b 1 14'-0" b 13'-5" b 12'-11" b 12'-5" b 12'-0" b 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. L m nf No l 4 �dU jJ4L� N�IE INt 4368, South Daytona, FI 321 1 Telephone , 367 4eb L,axC O F `,ttiC�Jebpe lle�l.+s�.,",j'RD © COPYRIGHT 2006 V*=0 0 0 u - I PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-25 0 ° ° Table 3A.3 Schedule of Post to Beam Size o z Aluminum Alloy 6063 T-6 A 1 # Thru-Bolts Ag Beam Size Minimum Alternate @ L=D+'/." Minimum Min. # Knee Min. Stiching o Post Size Post Size 1/4"o 3/8"o Knee Brace* Brace Screws Screws @ 24" o.c. 2" x 4" x 0.050" Hollow 3" x 3" x O.D60" 2" x 3" x 0.050"*** 2 2" x 3" x 0.050" (3) #8 #8 Self Mating Beams M Z 2" x 4" x 0.040" x 0.100" 3" x 3" x 0.060" 2" x 3" x 0.050"*** 2 2" x 3" x 0.050" (3) #8 #8 0 M 2" x 5" x 0.050" x 0.100" 3" x 3" x 0.060" 2" x 3" x 0.050"*** 2 2" x 3" x 0.050" (3) #8#8 M M Z 2" x 6" x 0.050" x 0.120" 3" x 3" x 0.060" 2" x 3" x 0.050" 2 2" X 3" x 0.050" (3) #10 #10 2" x 7" x 0.055" x 0.120" 3" x 3" x 0.060" 2" x 3" x 0.050" 2 2 2" x 3" x 0.050" (3) #10 #10 A z 2" x 7" x 0.055" w/ insert 3" x 3" x 0.093" 2" x 3" x 0.050" 2 2 2" x 3" x 0.050" (3) #10 #10 n 2" x 8" x 0.072" x 0.224" 3" x 3" x 0.093" 2" x 4" x 0.050" 3 2 2" x4" x 0.050" (3 #12 #12 2" x 9" x 0.072" x 0.224" 3" x 3" x 0.093" 2" x 5" x 0.050" x 0.100" 3 3 2" x 5" x 0.050" x 0.100" (3) #14 #14** 0 2" x 9" x 0.082" x 0.306" 3" x 3" x 0.125" 2" x 6" x 0.050" x 0.120" 4 3 2" x 6" x 0.050" x 0.120" (4) #14 #14** = i 0 (') 2" x 10" x 0.092" x 0.369" 2" x 4" x 0.038" X 0.100" 2" x 7" x 0.055" x 0.120" 5 4 2" x 7" x 0.055" x 0.120" (6) #14 #14** Double Self Mating Beams 90 (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" 6 4 2" x 4" x 0.044" x 0.100" (8) #12 #12 M A 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" 6 4 2" x 6" x 0.050" x 0.120" 8 #14 #14** m Z (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" 8 6 2" x 6" x 0.050" x 0.120" (8) #14 #14** Z (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" 10 8 2" x 7" x 0.055" x 0.120" (10) #14 #14** r The minimum number of thru bolts is (2) Minimum post / beam may be used as minimum knee brace o z v ** Decrease spacing to 16" o.c. Knee Brace Min. Length Max Length Q O o n *** or 2" x 3" x 0.045" 2" x 2" x 0.044" 1' 4" 2'-0" 2" x 2" x 0.055" 1'-4" 2'-0" (n mfir• 2" x 2" x 0.093" 1'-4" 2'-0" Z 2" x 3" x 0.050" 1'-6" 2'-6" M m m .G ` 2" x 4" x 0.050" V-6" 3'-0" CO M Z WMW'j"�.CO . - a Z V[l m ib _1\:1I N N CD m m o TT4 T k „1 vwl i Cn on rn �1T�'^ �jT i W D m 4 SCREEN, ACRYLIC & VINYL ROOMS I SECTION 3A Table 3A.1.4-110 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF Self Mating Sections 5'-0" 6'-0" Tributary Load Width 'W' = Purlin Spacing V-0" 1 8'-0" 1 9'-0" 1 10'-0" 11'-0" Allowable Span V/ bending 'b' or deflection 'd' 12'-0" 2" x 4" x 0.044 x 0.100" 12'-11" b 11'-10" b 10'-11" b 10'-3" b 9'-8" b 9'-2" b 8'-9" b 8'4" b 2" x 5" x 0.050" x 0.100" 15'-11" b 14'-6" b 13'-5" b 12'-7" b 11-7-157--b 11'-3" b 10'-9" b 10'-3" b 2" x 6" x 0.050" x 0.120" 17'-10" b 16'-3" b 15'-0" b 14'-1" b 13'-3" b 12'-7" b 11'-11" b 11'-6" b 2" x 7" x 0.055" x 0.120" 19'-3" b 17'-7" b 16-3" b 15'-3" b 14'4" b 13'-8" b 12'-11" b 12'-5" b 2" x 8" x 0.072" x 0.224" 28'-8" b 26'-2" b 24'-3" b 22'-8" b 21'-5" b 20'-3" b 19'-4" b 18'-6" b 2" x 9" x 0.072" x 0.224" 30'-1" b 27'-6" b 25'-5" b 23'-9" b 22'-5" b 21'-3" b 20'-3" b 19'-5" b 2" x 9" x 0.082" x 0.310" 1 33'-9" d 1 31'-9" d 29'-9" b 27'-10" b 26'-2" b 24'-10" b 23'-8" b 22'-8" b 2" x 10" x 0.092" x 0.369" 40'-7" d 38'-3" d 36' -l" -b 33'4" b 31'-10" b 30'-2" b 28'-10" b 27'-7" b Notes: 1. Tables assume extrusion oriented With longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.1.4-120 Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF Self Mating Sections 5'-0" 1 6'-0" Tributary Load Width W'= Purlin Spacing 1 7'-0" 1 8'-0" 1 9'-0" 1 10'-0" 1 11'-0" Allowable Span V/ bending 'b' or deflection'd' 1 12'-0" 2" x 4" x 0.044 x 0.100" 11'-11" b 10'-11" b 10'-1" b 9'-5" b 8'-11" b 8'-5" b 8'-0" b 7'-8" b 2" x 5" x 0.050" x 0.100" 14'-8" b 13'-4" b 12'-4" b 11'-7" b 10'-11" b 10'4" b 9'-10" b 9'-5" b 2" x 6" x 0.050" x 0.120" 16'-4" b 14'-11" b 13'-10" b 12'-11" b 12'-2" b 11'-7" b 11'-0" b 10'-7" b 2" x 7" x 0.055" x 0.120" 17'-9" b 16'-2" b 14'-11" b 14'-0" b 13'-3" b 12'-6" b 11'-11" b 11'-5" b 2" x 8" x 0.072" x 0.224" 26'-5" b 24'-1" b 22'-4" b 20'-10" b 19'-8" b 18'-8" b 17'-9" b 17'-0" b 2" x 9" x 0.072" x 0.224" 27'-8" b 25'-3" b 23'-5" b 21'-11" b 20'-8" b 19'-7" b 18'-8" b 17'-10" b 2" x 9" x 0.082" x 0.310" 31'-11" d 1 29'-6" b 1 27'-4" b 1 25'-7" b 24'-1" b 22'-10" b 21'-10" b 20'-10" b 2" x 10" x 0.092" x 0.369" 38'-5" d 1 35'-10" b 1 33'-2" b 1 31'-1" b 29'-3" b 27'-9" b 26-6" b 25'-4" b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. P r #14AV TU ENGINEERIN( P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth. net © COPYRIGHT 2006 I PAGE q NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 3A-23 0 in r v o 4'-0" Tr butary Load Width 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 10'-0" 1 12'-0" Allowable Span U/ bending 'b' or deflection 'd' 14'-0" 1 16'-0" �= 0 z q 0 (D M T 111 m m w w M _ (D mC 0 5'-11" b CD in 14'-10" d w D 3 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 11.0 #/SF Aluminum Alloy 6063 T-6 Hollow and Single Self -Mating Beams 2'-0" 1 3'-0" 1 4'-0" Tr butary Load Width 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 10'-0" 1 12'-0" Allowable Span U/ bending 'b' or deflection 'd' 14'-0" 1 16'-0" 18'-0" 2" x 4" x 0.050" Hollow 13'-2" d 11'-6" d 10'-5" d 9'-8" d 9'-1" d 8'-8" d 8'-3" d T-8" d T-3" d 6'-9" b 6'-4" b 5'-11" b 2" x 5" x 0.062" Hollow 16-11" d 14'-10" d 13'-6" d 12'-6" d 179" d 11'-2" d 10'-8" d 9'-11" d 9'-4" d 8'-10" b 8'-3" b 7'-9" b 2" x 4" x 0.046" x 0.100" 14'-8" d 12'-10" d 11'-8" d 10'-10" d 10'-2" d 9'-8" d 9'-2" b 8'-2" b 7'-6" b 6'-11" b 6'-6" b 6'-1" b 2" x 5" x 0.050" x 0.100" 18'-2" d 15'-11" d 14'-5" d 13'-5" d 12'-7" d 11'-11" d 11'-3" b 10'-1" b 9'-2" b 8'-0" b 7'-11" b 7'-6" b 2" x 6" x 0.050" x 0.120" 21'-4" d 18'-7" d 16'-11" d 15'-8" d 14'-6" b 13'-5" b 12'-7" b 11'-3" b 10'-3" b 9'-6" b 8'-11" b 8'-5" b 2" x 7" x 0.055" x 0.120" 24'-3" d 21'-2" d 19'-3" d 17'-3" b 15'-9" b 14'-7" b 13'-8" b 12'-2" b 11'-2" b 10'-4" b 9'-8" b 9'-1" b 2" x 8" x 0.072" x 0.224" 30'-1" d 26'-3" d 23'-10" d 22'-2" d 20'-10" d 19'-10" d 18'-11" d 1T-7" d 16'-7" d 15'-4" b 14'-4" b 13'-6" b 2" x 9" x 0.072" x 0.224" 32'-11" d 28'-10" d 26'-2" d 24'-4" d 22'-10" d 21'-9" d 20'-9" d 19'-0" b 17'-4" b 16'-1" b 15'-1" b 14'-2" b ME9" x 0.082" x 0.306" 34'-2" d 29'-10" d 27'-2" d 25'-2" d 23'-8" d 22'-6" d 21'-6" d 19'-11" d 18'-10" d 17'-10" d 17'-1" d 16'-5" d 2" x 10" x 0.092" x 0.369" 41'-1" d 35'-11" d 32'-8" d 30'-4" d 28'-6" d 27'-1" d 25'-11" d 24'-1" d 22'-8" d 21'-6" d 20'-7" d 19'-9" d Double Self -Mating Beams 2'-6" 3'-0" 1 3'-6" 1 Tributary Load Width 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 6'-0" 1 6'-6" Allowable Span V1 bending 'b' or deflection 'd' 1 7'-0" 1 7'-6" 1 8'-0" 2" x 8" x 0.072" x 0.224" 37'-10" d 33'-1" d 30'-1" d 27'-11" d 26'-3" d 24'-11" d 23'-10" d 22'-2" d 20'-10" d 1 19'-10" d 1 18'-11" d 1 18'-2" d 2" x 9" x 0.072" x 0.224" 41'-7" d 36'-4" d 32'-11" d 30'-7" d 28'-10"'d 27'-4" d 26'-2" d 24'4" d 22'-10" d 21'-9" d 20'-9" d 19'-11" d 2" x 9" x 0.082" x 0.306" 44'-3" d 38'-8" d 35'-1" d 32'-7" d 30'-8" d 29'-1" d 27'-10" d 25'-10" d 24'-4" d 23'-1" d 22'-1" d 1 21'-3" d 2" x 10" x 0.092" x 0.369" 51'-10" d 45'-3" d 41'-1" d 38'-2" d 35'-11" d 34'-1" d 32'-8" d30'-4" d 28'-6" d 27'-1" d 25'-11" rl 24'-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. 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. 0) rn n O Z w D C"I", SECTION 3A 1/4" x 6" RAWL TAPPER 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 SCREEN, ACRYLIC & VINYL ROOMS 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 C(`AI F• 'Aid" = i, -n" 1" PER FT. MAX. FOR 3-1/2" (TYP (1) #5 BAR CONT. 2'-0" MIN. I ALL SLABS) a BEFORE SLOPE XX \\ 8" 2" MIN. (2) #5 BAR CONT. TYPE I TYPE II TYPE III FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" / 12" 2" / 12" - V-10" > 1'-10" Notes: 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 3-1/2" (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 @ 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" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE @ COPYRIGHT 2006 I � 3A-38 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMI F WRENCE E. BENNETT, P.E. ��•�c A4.r" v a Open Structures Mono -Sloped of Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang / Cantilever Zone MPH 182 s an/load* 3 s an/load* 4 s an/load* 182 s an/load* 3 s an/load* 4 s an/load* 182 s an/load* 3 s an/load* 4 s an/load* All Roofs 100 13'-2" 16 M 13 17'-9" 13 11'-11" 21 15'-10" 17 16'-2" 17 10'-11" 27 13'-7" 27 13'-10" 27 4'-0" 45 110 12'-11" 17 17'-1" 14 �I m 11'-9" 22 15'-6" 18 15'-10" 18 10'-4" 32 12'-10" 32 13'-1" 32 4'-0" 55 120 12'-1" 20 15'-11" 17 16'-4" 17 10'-11" w 13'-7" 27 Table 7.1.3 9'-5" Allowable Spans and Design / Applied Loads* (#/SF) 3'-10" 65 123 " 21 13'-7" 21 13'-11" 21 m O 12'-4" c)CD 12'-7" 28 8'-6" for Industry Standard Riser Panels for Various Loads 10'-11" 41 11'-2" 41 3'-6" 69 130 10'-8" 23 n 23 13'-5" m C � 3" " " x 12 x 0.024 2 or 5 Rib Riser Panels Aluminum Allo 3105 H-14 or H-25 36 11'-11" 31 12'-3" 31 8'-3" 51 10'-7" 45 10'-10" 45 3'-4" 77 CDs O Z 31 Wind 27 Mono•Slo Open Structures ed Roof 8'-10" 41 11'-5" &Attached Screen Rooms Covers 36 8'-3" 51 Glass Enclosed &Modular Rooms Rooms 3'-3" Overhang) Cantilever 140-2 9'-9" 31 12'-7" o�0 m 27 8'-10" V Zone 182 3 4 182 3 4 182 3 4 All 36 11'-8" M .-- x y d m C co 7'-10" MPH s an/load* 59 s an/load* s an/load* 3'-3" s an/load* 150 s an/load* s an/load* 11'-11" s an/load* 12'-2" s an/load* 8'-5" s an/load* 10'-10" Roofs 11'-1" 42 7'-6" Z O o O� T. m -J� 68 100 12'-2" 16 16'-1" 13 16'-5" 13 11'-0" 21 13'-8" 21 13'-11" 21 9'-10" 30 12'-7" 27 12'-10" 27 4'-0" 45 O rn m 110 17 15'-10" 14 16'-1" 14 10'-10" 22 13'-5" 22 13'-8" 22 9'-3" 36 11'-10" 32 12'-1" 32 3'-9" 55 120 11'-2" 20 13'-10" 20 15'-1" 17 9'-10" 30 12'-7" 27 12'-10" 27 8'-8" 43 11'-1" 39 11'-4" 39 3'-7" 65 QCD N J ° C 1 G ? S �F Q 123 11'-0 r, N O r� A O �xxm� O 0c g o Z 'Y N ITl Ci M N^ W m m 3 x 12 x 0.030 2 or 5 Rib Riser Panels Aluminum Allo 3105 H-14 or H-25 N m 7l Z �Nm r J TT N O M ° Gi A z 0 D r A v x 0 O c O x T 3 x 12 x 0.050 2 or 5 Rib Riser Panels Aluminum Allo 3105 H-14 or H-25 D M Z v liI M A r m .0 z 1 O C MNM 0 Note: Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel "D ED M z d U z M m ��•�c A4.r" Wind Open Structures Mono -Sloped of Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang / Cantilever Zone MPH 182 s an/load* 3 s an/load* 4 s an/load* 182 s an/load* 3 s an/load* 4 s an/load* 182 s an/load* 3 s an/load* 4 s an/load* All Roofs 100 13'-2" 16 17'-5" 13 17'-9" 13 11'-11" 21 15'-10" 17 16'-2" 17 10'-11" 27 13'-7" 27 13'-10" 27 4'-0" 45 110 12'-11" 17 17'-1" 14 17'-5" 14 11'-9" 22 15'-6" 18 15'-10" 18 10'-4" 32 12'-10" 32 13'-1" 32 4'-0" 55 120 12'-1" 20 15'-11" 17 16'-4" 17 10'-11" 27 13'-7" 27 13'-10" 27 9'-5" 43 11'-11" 39 12'-3" 39 3'-10" 65 123 " 21 13'-7" 21 13'-11" 21 9'-7" 32 12'-4" 28 12'-7" 28 8'-6" 45 10'-11" 41 11'-2" 41 3'-6" 69 130 10'-8" 23 13'-2" 23 13'-5" 23 9'-3" 36 11'-11" 31 12'-3" 31 8'-3" 51 10'-7" 45 10'-10" 45 3'-4" 77 140-1 9'-9" 31 12'-7" 27 12'-10" 27 8'-10" 41 11'-5" 36 11'-8" 36 8'-3" 51 10'-7" 45 10'-10" 45 3'-3" 89 140-2 9'-9" 31 12'-7" 27 12'-10" 27 8'-10" 41 11'-5" 36 11'-8" 3fi 7'-10" 59 9'-8" 59 0" 59 3'-3" 89 150 9'-3" 36 11'-11" 32 12'-2" 32 8'-5" 48 10'-10" 42 11'-1" 42 7'-6" 689'-5" 68 3'-1" 102 Wind Open Structures Mono -Sloped of Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang / Cantilever Zone MPH 182 s an/load* 3 s an/load* 4 s an/load* 182 s an/load* 3 s an/load* 4 s an/load* 182 s an/load* 3 s an/load* 4 s an/load* All Roofs 100 13'-2" 16 17'-5" 13 17'-9" 13 11'-11" 21 15'-10" 17 16'-2" 17 10'-11" 27 13'-7" 27 13'-10" 27 4'-0" 45 110 12'-11" 17 17'-1" 14 17'-5" 14 11'-9" 22 15'-6" 18 15'-10" 18 10'-4" 32 12'-10" 32 13'-1" 32 4'-0" 55 120 12'-1" 20 15'-11" 17 16'-4" 17 10'-11" 27 13'-7" 27 13'-10" 27 9'-5" 43 11'-11" 39 12'-3" 39 3'-10" 65 123 11'-11" 21 15'-8" 17 16'-0" 17 10'-10" 28 13'-4" 28 13'-8" 28 9'-3" 45 11'-10" 41 12'-1" 41 4'-0" 69 130 11'-6" 23 15'-1" 20 15'-5" 20 10'-6" 31 12'-11" 31 13'-4" 31 8'-11" 51 11'-5" 45 11'-8" 45 3'-8" 77 140-1 10'-11" 27 13'-7" 27 13'-10" 27 9'-7" 41 12'-4" 36 12'-7" 36 45 51 11'-5" 45 11'-8" 45 3'-6" 89 140.2 150 10-11" 10'-5" 27 32 13'-7" 12'-11" 27 32 13'-10" 13'-2" 27 32 9'-7" 9'-1" 41 48 12'-4" 11'-8" 36 42 12'-7" 11'-11" 36 42 8'-1" 59 68 10'-10" 10'-5" 53 60 11'-1" 10'-7" 53 60 3'-6" 3'-4" 89 102 Wind Open Structures MonoSlo ed of Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang) Cantilever Zone MPH 182 s an/load* 3 s an/load* 4 s an/load* 182 s an/load* 3 s an/load* 4 span/load * 182 s an/load* 3 s anlload* 4 s an/load* All Roofs 100 16'-6" 13 20'-4" 13 20'-9" 13 13'-11" 21 18'-6" 17 18'-10" 17 12'-10" 27 16'-9" 23 17'-1" 23 4'-0" 45 110 16'-2" 14 19'-11" 14 20'-4" 14 13'-9" 22 18'-2" 18 18'-6" 18 12'-1" 32 15'-10" 27 16'-2" 27 4'-0" 55 120 15'-1" 17 18'-8" 17 19'-0" 17 12'-10" 27 16'-11" 22 17'-4" 22 11'-4" 39 14'-0" 39 15'-3" 32 123 13'-11" 21 18'-4" 17 18'-8" 17 12'-8" 28 16'-8" 23 16'-11" 23 11'-2" 41 13'-10" 41 14'-1" 41 4'-0" 69 130 13'-6" 23 17'-8" 20 18'-0" 20 12'-3" 31 0" 16' -TT 26 16'-4" 26 10'-10" 45 13'-4" 45 13'45 140-1 12'-10" 27 16'-10" 23 17'-2" 23 11'-8" 36 15'-4" 30 15'-7" 30 10'-10" 45 13'-4" 45 13'-8" 45 140-2 12'-10" 27 16'-10" 23 17'-2" 23 11'-8" 36 15'-4" 30 15'-7" 30 9'-11" 59 12'-8" 53 12'-11" 53 AO'8 15012'-2"3216'-2"26 16'-6"2611'-1"4213'-8"4213'-11"42 9'-5" 68 160 12'-5" 60 C r o z 0 - CD A v�, m M C=za=o M m 144 w mZ aT 2 C, rn oil) m "' rn m w ; a 'm ° " r -M a, -1 m W f l't Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* (#ISF) AiNadneWrexW-Proprietary Products: Statewide Product Approval #FL1049 3" x 48" x 0.024" nels Aluminum Alloy 3105 H-14 or H-25 1.0 EPS Core Dens ityFoam ctures Mono—Sloped Roof I Screen Rooms & Attached Covers Glass &Modular Rooms Enclosed Over Zone 1&2 3 4 1&2 3 4 1&2 3 4 Cantl (MPH) span/load* I soan/load* I span/load* I span/load* I span/load* I span/load* I span/load* I span/load* snan/load* -4" Y A - v 11 11-48" V'Jnw. am—tn11M aii—, -49nti W -9A — H-vl 9 n FwC !'nrn fln iN, G -- Wind Oen Structures Mono—Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s an/load* 3 s an/load* 4 s an/load* 1&2 s an/load* 3 s an/load* 4 s an/load* 1&2 s an/load* 3 s an/load* 14 s an/load* Cantilever 100 22'-2" 13 24'-9" 13 23'-11" 13 19'-2" 17 21'-5" 17 20'-9" 17 16'-6" 23 18'-5" 23 17'-10" 23 4'-0" 45 110 21'-6" 14 24'-1" 14 23'-3" 14 18'-8" 18 20'-10" 18 20'-2" 18 15'-3" 27 1T-0" 27 16'-5" 27 4'-0" 55 120 19'-6" 17 21'-9" 17 21'-0" 17 16'-10" 22 18'-10" 22 18'-2" 22 12'-8" 39 15'-7" 32 15'-1" 32 4'-0" 65 123 18'-11" 17 21'-2" 17 20'-6" 17 16'-5" 23 18'-4" 23 17'-9" 23 12'-5" 41 15'-2" 34 13'-4" 41 4'-0" 69 130 IT -1 1 " 20 20'-0" 20 19'-4" 20 15'-6" 26 IT -4" 26 16'-9" 26 11'-9" 45 13'-2" 45 12'-9" 45 4'-0" 77 140-1 16'-8" 23 18'-8" 23 18'-0" 23 13'-2" 36 16'-2" 30 15'-7" 30 11'-9" 45 13'-2" 45 12'-9" 45 4'-0" 89 140-2 16'-8" 23 18'-8" 23 18'-0" 23 13'-2" 36 16'-2" 30 15'-7" 30 10'-10" 53 12'-2" 53 11'-9" 53 4'-0" 89 150 15'-8" 26 17'-6" 26 16'-11" 26 12'-2" 42 1 15'-2" 34 13'-2" 142 9'-7" 168 1 11'-5" 160 11'-0" 60 3'-11" 102 Wind Oen Structures Mono -S o ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s an/load* 3 s an/load* 4 s an/load* 1&2 s an/load* 3 s an/load* 4 s an/load* 1&2 s an/load* 3 s an/load* 4 s an/load* Cantilever 100 20'-8" 13 23'-2" 13 22'-4" 13 17'-11" 17 20'-1" 17 19'-4" 17 15'-5" 23 17'-3" 23 16'-8" 123 4'-0" 45 110 20'-1" 14 22'-6" 14 21'-9" 14 17'-5" 18 19'-6" 18 18'-10" 18 13'-1" 32 15'-11" 27 15'-4" 27 4'-0" 55 120 18'-2" 17 20'-4" 17 19'-8" 17 15'-9" 22 'IT -7 22 17'-0" 22 11'-10" 39 13'-3" 39 12'-9" 39 4'-0" 65 123 17'-9" 17 19'-10" 17 19'-2" 17 16-4" 23 17'-2" 23 16'-7" '23 11'-7" 41 12'-11" 41 12'-6" 41 4'-0" 69 130 16-9" 20 18'-9" 20 18'-1" 20 13'-3" 31 16'-2" 26 15'-8" 26 11'-0" 45 12'-4" 45 11'-11" 45 4'-0" 77 140-1 15'-7" 23 1T-5" 23 16'-10" 23 12'-4" 36 15'-1" 30 13'-4" 36 11'-0" 45 12' 4" 45 11'-11" 45 T-11" 89 140-2 15'-7" 23 17'-5" 23 16'-10" 23 12'-4" 36 15'-1" 30 13'-4" 36 9'-7" 59 11' 4" 53 10'-11" 53 3'-11" 89 150 13'-2" 32 16'-4" 26 15'-10" 26 11'-5" 42 12'-9" 42 12'-4" 42 8'-11" 68 10'-8" 60 10' 4" 60 3'-8" 102 Wind Open Structures Mono -S oped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Zone MPH 1&2 s an/load* 3 s an/load* 4 s an/load* 1&2 s an/load* 3 s an/load* 4 s an/load* 1&2 s an/load* 3 s an/load* 4 s an/load* Cantilever 100 23'-10" 13 26'-8" 13 25'-9" 113 20'-8" 117 23'-1" 17 22'-4" 17 17'-9" 123 19'-10" 23 19'-2" 123 4'-0" 45 110 23'-2" 14 25'-11" 14 25'-1" 14 20'-1" 18 22'-5" 18 21'-8" 18 16'-5" 27 18'4, 27 17'-9" 27 47" 55 120 20'-11" 17 23'-5" 17 22'-8" 17 18'-2" 22 20'-4" 22 19'-7" 22 15'-1" 32 16-10" 32 16-3" 32 4'-0" 65- 5 123 20'-5" 17 22'-10" 17 22'-1" 17 17'-8" 23 19'-9" 23 19'-1" 23 13'-4" 41 16'-5" 34 15'-10" 34 4'-0" 69 130 19'-4" 20 21'-7" 20 20'-10" 20 16'-8" 26 18'-8" 26 18'-1" 26 12'-8" 45 15'-5" 38 13'-9" 45 4'-0" 77 140-1 E12320'-5" 17'-11" 23 20'-1" 23 19'-5" 23 15'-7" 30 17'-5" 30 16'-10" 30 12'-8" 45 15'-5" 38 13'-9" 45 4'-0" 89 140-2 17'-11" 23 20'-1" 23 19'-5" 23 15'-7" 30 17'-5" 30 1'.15'-g" 16'-10" 30 11'-8" 53 13'-1" 53 12'-8" 53 4'-0" 89 150 16'-10" 26 1 18'-10" 26 18'-3" 26 1 13'-2" 42 1 16'-4" 34 134 1 10'-11" 60 1 12'-4" 60 11'-11" 60 4'-0" 102 Note: Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel CO 0 v 0 0 Tl D z M r- 0 0 v C q C0 co M 1 Z V SECTION 2 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Table 2.1.2-120 Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports For 3 sec. wind gust at 120 MPH; using design load of 21.1 #/SF (48.3 #/SF for Max. Cantilever) Aluminum Alloy 6063 T-6 2" x 3" x 0.045" Hollow 2" x 3" x 0.050" Hollow Tilt Load Max. Span 'L'/(bending 'b' or deflection 'd') Width (ft.) 1&2 Span 3 Span 4 Span Load Max. Span 17(bending 'b' or deflection 'd' Width (ft.) 1&2 Span 3 Span 4 Span Cant lever 4 6'-6" d 7'-11" b 7'-8" b" d 4 6'-5" d 7'-9" b 7'-6" b 1'-5" d bCantilever 5 6'-0" d 7'-1" b 6'-10" b" d 5 5'-11" d 6'-11" b 6'-8" b 1'-4" d 6 5'-8" d 6'-6" b 6'-3" b" d 6 5'-7" d 6'-4" b 6'-1" b 1'-3" d 7 5'-5" b 6'-0" b 5'-10" b" d 7 5'-3" b 5'-10" b 5'-8" b 1'-2" d 8 5'-0" b 5'-7" b 5'-5" b 1'-2" d 8 4'-11" b 5'-6" b 5-4" b 1'-2" d 9 4'-9" b 5'-4" b 5'-1" b 1'-1" d 9 4'-7" b 5'-2" b 4'-11" b 1'-1" d 10 4'-6" b 5'-0" b 4'-10" b 1'-1" d 10 4'-5" b 4'-11" b 4'-9" b I 1'-1" d 11 4'-3" b 4'-10" b 4'-8" b 1'-0" d 11 4'-2" b 4'-8" b 4'-6" b 1'4" d 12 4'-1" b 4'-7" b 4'-5" b 1'-0" d 12 4'-0" b 4'-6" b 4'-4" b 1 0'-11" d 2" x 4" x 0.045" Hollow Tilt 2" x 4" x 0.044" x 0.100" Self Mating Beam Load Max. Span 'L'/(bending 'b' or deflection 'd') Width (ft.) 1&2 Span 3 Span 4 Span Cant lever Load Max. Span 17(bending 'b' or deflection 'd' Width (ft.) 1&2 Span 3 Span 4 Span Cantilever 4 8'-1" d 9'-4" b 9'-0" b 1'-10" d 4 9'-4" b 10'-6" b 10'-1" b 2'-1" d 5 7'-5" b 8'-4" b 8'-1" b 1'-8" d 5 8'4" b 9'-4" b 9'-1" b 1'-11" d 6 6-10" b 7'-7" b 7'-4" b 1'-7" d 6 7'-8" b 8'-7" b 8'-3" b 1'-10" d 7 6'-4" b 7'-1" b 6-10" b 1'-6" d 7 7'-1" b 7'-11" b 7'-8" b 1'-9" d 8 5'-11" b 6'-7" b 6'4" b 1'-5" d 8 6'-7" b 7'-5" b 7'-2" b 1'-8" d 9 5'-7" b 6'-3" b 6'-0" b 1'-5" d 9 6'-3" b 6-11" b 6'-9" b 1'-7" d 10 5'-3" b 5-11" b 5'-8" b 1'-4" d 105'-11" b 6'-7" b 6'-5" b 1'-7" d 11 5'-0" b 5'-7" b 5'-5" b 1'-4" d 11 5'-8" b 6'-4" b 6'-1" b 1'-6" d 0" b 5'-5" b 5'-2" b 1'-3" d 12 5'-5" b 6'-1" b 5'-10" b 1'-6" d 2" x 5" x 0.050" .100" Self Mating Beam 2" x 6" x 0.050" x 0.120" Self Mating Beam x. Span 'L'/(bending 'b' or deflection 'd') Width (ft.) 1&2 Span 3 Span 4 Span Cant lever Load Max. Span 'L'/(bending 'b' or deflection 'd') Width (ft.) 1&2 Span 3 Span 4 Span Cantilever 4 11'-6" b 12'-10" b 12'-5" b 2'-7" d 4 12'-10" b 14'-4" b 13'-11" b 3'-1" d 5 10'-3" b 11'-6" b 11'-1" b 2'-5" d 5 11'-6" b 12'-10" b 12'-5" b 2'-10" d " 10'-6" b 10'-2" b 2'-3" d 6 10'-6" b 11'-9" b 11'-4" b 2'-8" d 7 8'-8" 9'-8" b 9'-5" b 2'-2" d 9'-1" b 8'-9" b 2'-1" d 7 9'-9" b 10'-10" b 8 9'-1" b 10'-2" b 10'-6" b 9'-10" b 2'-6" d 2'-5" d 9 7'-8" b 8'-7" b 8'-3" b 1'-11" d 9 8'-7" b 9'-7" b 9'-3" b 2'-4" d 10 7'-3" b 8'-1" b 7'-10" b 1'-11" d 10 8'-2" b 9'-1" b 8'-9" b 2'-3" d 11 6-11" b 7'-9" b 7'-6" b l'-10" d 11 7'-9" b 8'-8" b 8'-4" b 2'-2" d 12 6'4" b 7'-5" b 7'-2" b 1'-10" d 12 7'-5" b 8'4" b 8'-0" b 2'-1" d Gabled sloped roofs include gables with a roof slope greater 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. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net 9S �'E\j PAGE 2-46 @ COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT TH R NER ISSION OF LAWRENCE E. BENNETT, P.E. 01, a N m r Table 2.3 N $ � CD oQ, (D g� m aCDK y Ac e C g o r• r -r rr, �m rn -rl l7? Schedule of Post to Beam Size and Number of Thru-Bolts Possible w/ Min. Edge Distance of 2.1/2d Aluminum Alloy 6063 T-6 Min. # Thru-Bolts Min. # Thru-Bolts Miminum # Beam Size Minimum Post Size 1'-4" @ Beam (a) (81 Post Base Mlnlmum Knee Brace" Knee Brace Screws*** 1/4" 5/16" 3/8" 1/2" 1/4" 5/16" 318" 1/2" Hollow Sections 2" x 3" x 0.050" 1'-6" 2'-6" 2" x 4" x 0,050" 1 1'-6" yes 1/2" = 1,004 #1 bolt 1,67 use 2 yes yes 2" x 2" x 0.044" Cross Beam N/A N/A** N/A** N/A** N/A** N/A** N/A** N/A** N/A** 2" X 2" 3 2" x 3" x 0.050" Hollow Tilt 2" x 2" x 0.044" or 2" x 2" x 0.045" Snap 5 3 3 2 3 2 1 1 2" x 3" x 0.050" 3 2" x 4" x 0.050" Hollow 2" x 3" x 0.045" Hollow or 2" x 3" x 0.045" Snap 7 5 4 3 5 3 3 3 2" x 3" x 0,050" 3 Self Mating Beams Oft" 5 4 2 2 5 3 3 2 2" x 3" x 0.050" 3 2" x 5" x 0.050" X 0.100" 3" x 3"x 0.060" Scalloped 7 5 3 3 5 3 3 2 2" x 3" x 0.050" 3 " 8 6 3 3 5 3 3 2 2" x 3" x 0,050" 3 2" x 7" x 0.055" x 0.120" 3" x 3" x 0.093" 10 7 4 4 5 3 3 2 2" x 4" x 0.050" 3 2" x 8" x 0.072" x 0.224" 3" x 3" x 0.093" 11 9 5 5 5 3 3 2 2" x 4" x 0.050" 3 2" x 9" x 0,072" x 0.224" 3" x 3" x 0.125" 13 10 6 6 5 3 3 1 2 2" x 4" x 0.050" 3 2" x 9" x 0.082" x 0.306" 4" x 4" x 0.125" 13 11 6 6 7 5 1 4 1 3 2" x 4" x 0.050" 1 3 2" x 10" x 0.092" x 0.369" 4" x 4" x 0.125" 15 15 7 7 19 5 1 4 1 3 2" x 4" x 0.050" 1 4 The minimum number of thru bolts is (2) Example: * Minimum post/beam may be used as minimum knee brace Number of bolts required for 120 MPH, "B" exposure, Attached (Enclosed) structure; ** Fasten external screws or dips. See Details MWFRS Design Load 14 PSF ***For screw size see wind zone chart The minimum size and spacing of stitching screws shall be the load width of post = 12', post spacing = 10', w2 = 14 PSF same as table 3A,3. Post Uplift = 12'x 10'x 14'= 1680# From Table 9.4A* use wall thickness of lesser member Example: use Twall = 0.60" Knee Brace Min. Length Max. Length 2" x 2" x 0,044" 1'-4" 2'-0" 2" x 2" x 0,055" 1'-4" 2'-0" 2" x 2" x 0.093" 1'4" 2'-0" 2" x 3" x 0.050" 1'-6" 2'-6" 2" x 4" x 0,050" 1 1'-6" yes Allowable Loads # Bolts Req'd @ post base @ beam 1/4" = 468# / bolt 3.52 use 4 yes yes 5/16" = 610 # / bolt 2.75 use 3 yes yes 3/8" = 731 # / bolt 2,29 use 3 yes yes 1/2" = 1,004 #1 bolt 1,67 use 2 yes yes i nese values are good for post base & beam bolts CA M Z N