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HomeMy Public PortalAbout10-0349 HandyCity of iee Island • Community Develoi. ent Dept. Inspection Report 403 Butler Ave. • P.O. Box 2749 • Tybee Island, GA 31328 Phone 912.786.4573 ext. 114 • Fax 912.786.9539 ID /! /ID Permit No. I t 03 4q Date Requested Owner's Name -l.. Date Needed Gen. Contractor -----):)17) 41 J ') k Subcontractor Contact Information Project Address 603 ri ►=f � 1 Scope of Work er I 1, j U I 1':.. I cI>c Inspector t ! S 1 �a t"'t i Inspection Inspection Inspection �` INTERNATIONAL CODE COUNCIL MEMBER Date of Inspection I c- Pass I PoD l- L Pass Pass Fail Fee Fail Fee Fail n Fee Inspection Pass ❑ Fail ❑ Fee C Call City q rbee Island • Community Devel nent Dept. Inspection Report 403 Butler Ave. • P.O. Box 2749 • Tybee Island, GA 31328 H Phone 912.786.4573 ext. 114 • Fax 912.786.9539 V■ rr wan I INTERNATIONAL CODE COUNCIL" n�1(EMBER Permit No. 10-034.03 Date Requested q-30-(0 Owner's Name Oanciy Date Needed 0 - I - ( 0 Gen. Contractor s ii k P.) ° 15 Subcontractor Contact Information R O 31,0 2-7 2-1515. - 1 S 1 5 7 -/ 44 L Project Address (0 0 3 R - C- -2.Qr-) `'+-k S.1- , I l Scope of Work 7w4rr-r .r -poo p enci O5L 1') Inspector '7/() Date of Inspection /62 - / - / 2 NIL Inspection re t r y Q <_4- '.", a 1 P 1 e c Pass ❑ Fail Fee I, l terkg--- Inspection (" 2 , /, S j e 4- 7001 J1 Inspection 0J Pass Fail prA Fee ICJ t hal Onc OSur) Pass El Fail Inspection Pass ❑ Fail Fee DATE ISSUED: 09/13/2010 WORK DESCRIPTION WORK LOCATION OWNER NAME ADDRESS CITY, ST, ZIP PHONE NUMBER CONTRACTOR NAME ADDRESS CITY STATE ZIP CITY OF TYBEE ISLAND BUILDING PERMIT ADDED VALUE SWIMMING POOL - RESIDENTIAL 603 FIFTEENTH ST ARTHUR HANDY III 603 15TH ST # HC -32 TYBEE ISLAND GA 31328 -8760 SAVANNAH POOLS LLC 5669 OGEECHEE RD SAVANNAH GA 31405 FLOOD ZONE BUILDING VALUATION SQUARE FOOTAGE OCCUPANCY TYPE P TOTAL FEES CHARGED $ 283.00 PROPERTY IDENTIFICATION # PROJECT VALUATION $37,500.00 ADDED $2,500 TO VALUE PERMIT #: 100349 TOTAL BALANCE DUE: $ 13.00 It is understood that if this permit is granted the builder will at all times comply with the zoning, subdivision, flood control, building, fire, soil and sedimentation, wetlands, marshlands protection and shore protection ordinances and codes whether local, state or federal, including all environmental laws and regulations when applicable, subsequent owners should be informed that any alterations to the property must be approved by the issuance of another building permit. Permit holder agrees to hold the City of Tybee Island harmless on any construction covered by this permit. This permit must be posted in a conspicuous location in the front of building and protected from the weather. If this permit is not posted work will be stopped. The building contractor will replace curb paving and gutter broken during construction. This permit will be voided unless work has begun within six months of the date of issuance. Signature of Building Inspector or Authorized Agent: P. 0. Box 2749 - 403 Butler Avenue, Tybee Island, Georgia 31328 (912) 786 -4573 - FAX (912) 786 -9539 www.cityoftybee.org 9/10/2010 Details Georg ia Secretary of State Bian P. Kemp Archives • Corporations • Elections • News Room • Professional Licensure • Securities • State Capitol Licensee Information Name: Lawrence E Bennett Address: 4191 Dairy Court Suite A Port Orange FL 32127 Primary Source License Information Profession: Engineer & Land License No: PE009536 Surveyor License Type: Professional Engineer Issue Date: 11/19/1974 Obtained By Comity Method: Expiration Date: 12/31/2010 Discipline Information License Status: Active From State /Prov: Last Renewal Date: No Discipline Information Public Documents No scanned public board order documents exist. Associated Licenses No Associated License Information Available You may close this window to return to your search results Data current as of: September 10, 2010 10:56:29 sos. ga. gov/ myverification /Details.aspx ?... 1/1 8/31/2010 Name: Address: Details retary of state Brian P. Kemp Archives • Corporations Elections • News Room • Professional Ucensure Securities State Capitol Licensee Information Lawrence E Bennett P 0 Box 214368 South Daytona FL 32121 -4368 Primary Source License Information Profession: License Type: Issue Date: Engineer & Land Surveyor Professional Engineer 11/19/1974 License No: Obtained By Method: Expiration Date: PE009536 License Status: From State /Prov: 12/31/2008 Last Renewal Date: Comity Discipline Information Lapsed -Late Renewal Period No Discipline Information Public Documents No scanned public board order documents exist. Associated Licenses No Associated License Information Available You may close this window to return to your search results Data current as of: August 31, 2010 11:11:15 sos. ga. gov/ myverification /Details.aspx ?... 1/1 Permit No. City oi bee Island Community Develc lent Dept. Inspection Report 403 Butler Ave. • P.O. Box 2749 • Tybee Island, GA 31328 Phone 912.786.4573 ext. 114 • Fax 912.786.9539 ) - 0 746) Date Requested /2 X.) Owner's Name Date Needed Gen. Contractor J10 L-) I ryi Subcontractor taw% imalm num% INTERNATIONAL CODE COUNCIL MEMBER Contact Information Project Address Scope f Work Inspector Inspection Date of Inspection fr.e Pass Fail Fee *P"' -o) J it riv:416k: 434-ia (1,H16-,01 Fail U Fee Inspection pico oi 44,e1, 4-(4r-7-i' 1 ) V-) 2(..'.)17) Pass Inspection Pass Fail Fee Hnspection 2o 'D:44/4 Voo Ec I C--; C-0434-\ 'St-\30 i\tj Pass Fail EiFee City of pee Island • Community Devel■ lent Dept. Inspection Report 403 Butler Ave. • P.O. Box 2749 • Tybee Island, GA 31328 Phone 912.786.4573 ext. 114 • Fax 912.786.9539 Permit No 0-0 Owner's Name Gen. Contractor ►\ \� amanza- INTERNATIONAL CODE COUNCIL' MEMBER Date Requested Date Needed ) <d t) Subcontractor Contact Information ,, =7-V Project Address -'&J3 �= I Scope of Work Inspector --7,21 Date of Inspection Inspection w l�:: -� -- 2caui..>> Vi`!f. Pass 0 Inspection {A 1 r Z, air Fail Fee �..7 Pass Fail - Fee _D Inspection Pass ❑ Fail Fee Inspection Pass ® Fail Fee DATE ISSUED: 07 -7 -2010 WORK DESCRIPTION WORK LOCATION OWNER NAME ADDRESS CITY, ST, ZIP PHONE NUMBER CONTRACTOR NAME ADDRESS CITY STATE ZIP FLOOD ZONE BUILDING VALUATION SQUARE FOOTAGE OCCUPANCY TYPE TOTAL FEES CHARGED PROPERTY IDENTIFICATION # PROJECT VALUATION CITY OF TYBEE ISLAND BUILDING PERMIT PERMIT #: 100349 SWIMMING POOL - RESIDENTIAL 603 FIFTEENTH ST ARTHUR HANDY III 603 15TH ST # HC -32 TYBEE ISLAND GA 31328 -8760 SAVANNAH POOLS LLC 5669 OGEECHEE RD SAVANNAH GA 31405 P $ 270.00 $35,000.00 -- SS-PO ' . TOTAL BALANCE DUE: $ 270.00 It is understood that if this permit is granted the builder will at all times comply with the zoning, subdivision, flood control, building, fire, soil and sedimentation, wetlands, marshlands protection and shore protection ordinances and codes whether local, state or federal, including all environmental laws and regulations when applicable, subsequent owners should be informed that any alterations to the property must be approved by the issuance of another building permit. Permit holder agrees to hold the City of Tybee Island harmless on any construction covered by this permit. This permit must be posted in a conspicuous location in the front of building and protected from the weather. If this permit is not posted work will be stopped. The building contractor will replace curb paving and gutter broken during construction. This permit will be voided unless work has begun within six months of the date of issuance. Signature of Building Inspector or Authorized Agent: P. 0. Box 2749 - 403 Butler Avenue, Tybee Island, Georgia 31328 (912) 786 -4573 - FAX (912) 786 -9539 www.cityoftybee.org ) 6,16 CITY OF TYBEE ISLAND, GEORGIA APPLICATION FOR BUILDING PERMIT (o-o34-9 7(-41g- Location: NAME ADDRESS PIN # TELEPHONE Owner All ,,t 'a? /cei�rl 7g'C" 4177 Architect or Engineer uilding Building Contractor (-- il �4 Il -6 g pi eedeL lag s---44 S-AvAesti4 ti CA i`l - ,5""2.1 7 i (Check all that apply) • Repair n Renovation Minor Addition n Substantial Addition n Other Details of Project: Residential ❑ Single Family n Duplex n Multi - Family ❑ Commercial Q< -.)o‘,0b 0 sc:1 k ❑ Footprint Changes ❑ Discovery ❑ Demolition Estimated Cost of Construction: $ Construction Type (1) Wood Frame (2) Wood & Masonry (3) Brick Veneer Proposed use: Remarks: (Enter appropriate number) (4) Masonry (6) Other (please specify) (5) Steel & Masonry ;"der /Ass /too/ ATTACH A COPY OF THE CERTIFIED ELEVATION SURVEY OF LOT and complete the following information based on the construction drawings and site plan: # Units Lot Area # Off - street parking spaces Trees located & listed on site plan Access: Driveway Setbacks: Front (ft.) # Bedrooms Living space (total sq. ft.) With culvert? Rear # Bathrooms With swale? Sides (L) (R) # Stories Height Vertical distance measured from the average adjacent grade of the building to the extreme high point of the building, exclusive of chimneys, heating units, ventilation ducts, air conditioning units, elevators, and similar appurtances. b ;c 55ttj l -i br.) ��j $6s ° 1-71,34L. (r e4lo JS 7f7f is -0* LOT 245 LOT 294 ( LOT 293 N 17 °57'59 "E 52.88' N 18 °03`30 "E 54.80' 3/e IPF 7Q } x Q } x x} � x SOT 246 247 �2 252' ss' 5/8' T 8' P 5 IR 9' CONC. DRIVE 25 x X ' Co x xFxNCS X x S 18 °00'48 "W 107.50' 5TH. AVENUE 608 R/W BENCHMARK NAIL IN P/P ELEV 9.01 5/e" RBI! PLAT OF LQTS 246 & 247, WARD NO. 4, TYBEE ISLAND, CHATHAM COUNTY, GEORGIA STREET ADDRESS: 603 15TH. STREET FOR: ART HANDY REFERENCE: MB 2 259 EQUIPMENT: ACCORDING TO THE F.I.R.M. DATED TOPCON AP —L1A 6/17/86 THIS SITE IS WITHIN THE 100 ERROR OF CI,OSITRR• x 0 0 15TH. STREET 4' 7 79/e' 11 t.-714 REVIEW Pert 00bM OOMPLiANOR Every effort has been made to identify code violations, no oversight by the reviewer shall be construed as authority 0 0 I to violate, cancel, alter or set aside any applicable codes or ordinances. The review and permit should not be construed as a warranty or uar rites. Reviewed By Date I I) ef) "An Approved Set of Plans PAUSt Remain on Job Site at All Times" 1749 te I /.4 A g. " S-Apf va //1-/ 5/7' ei"/ Ail construction must comply Wit h., Standard Swirring,Pool Cod 2V4 dltlnr 4'..171W Owci All Electrical Installations must comply with The National Electric Code -2.1176 Edition and State of Georgia Amendments All Plumbing Installations must comply with The International Plumbing CoderICR2& Edition and State of Georgia Amendments FEDERAL EMERGENCY MANAGEMENT AG NCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION tgRTIFICATE hn orient: Read the Irtstrlictione o t i ' a s ea 1 .7. SECTION A - PROPERTY OWNER INFORMATION BUIL.Der OMER'S O.M.R. No. 3067 -0077 Expires July 31, 2002 BUIL CriY uite, and/or Bldg. No.) OR P.O. ROUTE AND BO 11G NAOPER HORIZONTAL • TUM: ( + "- lam' - ##.##' or 11/1.####e) U NAt)1927 LI NAt31983 SECTION B - FLOOD INSURANCE RATE MAP tFIRM) INFORMATION Hi. NFIP COMMU ; NAME & COMMUNITY NUMBER L 310. indicate the source of the ase Flood Elevation (BFE) date orb - se flood depth entered in fl FIS Profile 12e5FIRM j�1 Community Dete fined U_1 Other (Descrl$): 311. Indicate the elevation datum used for the EWE In t39: L, GVI3192$ 1 NAVO 198 I-1 Othiift ( q•Arpj: 812. Is the building located in a Coastal Barrier Resources System (CARS) (tree orOtherwieg Pro** ARM (QFA )? Designation Date: es •'4 L vo SECTION C - BUILDING ELEVATION INFORMATION ($DR%1Y R NIRID) Cl. Building elevations are based on: f _ {Construction Drawings" j_-.JBuikfing Limier Cgr]•wttigh" Washed Construction 'A new Elevation Certificate wit! be required when construction of the building is complete. C2. Building Diagram Number / . (Select the budding diagram most similar to the building ter which tie certificate i$ being completed - see pages 8 and 7. If no diagram accurataiy represents the building, provide a sketch or photograph.) C3. Elevations — Zones A1-A30. AE, RIHi, A (with /WE), VE, V1 V30, V (with BFI~), AR, ARiA, AlfIA)~, ICE IA1 A30, AtiJAti, ARIAO Complete Items G3,a -I below according to the building diagram specified in hem C2. State fir daftEu dill#. it the datum is different from the datum used for the BFE In Section 13, convert the datum to that used for the BFE. Sher( tgtd ingesufgments and datum conversion calculation. Use the space provided or the Comments area of Section R or Section G, a eppropriele, RI document the datum conversion. Denim Conversion/Comments Elevation reference mark used Ooes the elevation reference mark used appear on the FIRM? j j Yes U a) Top of bottom floor (including basement or enclosure) �j . ,, FL M} 1 U b) Top of next higher floor • ft.(m) koni I U c) Bottom of lowest horizontal structural member (V zones only) ft. . Il. -7 • - (t( - U d) Attached garage (top of stab) U e) Lowest elevation of machinery and/or equipment servicing the building (Describe in a Comments area.) U 1) Lowest adjacent (finished) grade (LAG) U g) Highest adjacent (finished) grade (HAG) U ti) No, of permanent openings (flood vents) within 1 ft. above adjacent grade U 1) Total area of all permanent openings (Hood vents) in C3.h sq. in. (sq. cm) SECTION 0 - SURVEYOR, ENGINEER, OR ARCHITECT CERTIMOATION Letz This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized Oyigt# IQ 0941y elevation information. t certify that the information in Sections A, 8, and C on this certificate represents my best e(fatfa to *mi'WN U tk' dale available. I understand hat an false statement ma be punishable by fine or imprisonment under un 18 S Section ion 1001. �_ � �r`ta IK) 'CITI E ADMESS SIGFtATtitl Qrc pp~ rFp.qF minF Fnq rtfiltalita IA7rrint RPM iirtFS At I PPP1iUlr IS FrUTInntS ndln! Information From aedr,w's, SECTION 0 - SURVEYOR, ENGINE -, +R ARCHITECT CERTIFI ATl • (CONTINUED) :opy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3 ) building owner. TI IMENiS Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) or Zone AC and Zone A (without BEE), complete Items El. through E4. If the Elevation Certificate Is intended for use as supporting 'formation for a LOMA or LOMB -F, Section C must be completed. it. Building Diagram Number (Select the building diagram most similar to the hulloing for which this certificate is being completed see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) .2. The top of the bottom floor (Including basement or enclosure) or the building is JJ�J ft.(m) _Ifn.(cm) LI above or 1_1 below (check one) the highest adjacent grade. (Use natural grade, it available.) ;3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is i_l__I 11(m)1-_- t_lin.(cm) above His highest adjacent grade. Complete Items C3.h and C3.1 on front of form. =4. For Zone AO only: II no flood depth number 19 available, Is the top of the bottom floor elevated In accordance with the community's flood lain mane. = merit ordinance? Yes No Unknown. The local official must ce this Information in Section G, SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENtATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B. C (items C3.h and C31 only), and E for Zone A (without a FEMA- issued or community - dratted OPE) or Zone AO must eign here. the statements In Sections A, B, C, end E are correct to the best orrrr knows PROPERTY ERS OR OMER'S AUfT40tt7Eb REPRESENTA'At1E'$ NAM Simi/VIVRE COMMENTS DATE TELEpRONE SECTION 0 - COMMUNITY INFORMATION (OPTIONAL) j Check here If attachments The focal official who is authorized by leiw or ordinance to administer the community's floodplafn management ordinance can complete Sections A, B, C (or E). and G rif (hie Elevation Certificate. Complete the applicable items) and sign below. GI. (,.,_._I The information in Section 0 wait taken from other documentation that has bean signed and embossed by a licensed surveyor, engineer, or architect who Is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation dale In the Comments area below.) 02.1_1A community official completed Section E for a building located In Zone A (without a FEMA Issued or community - Issued t3FE) or Zone AO. G. U The following Information (Items 04 -G9) Is provided for community floodplain management purposes. I:+,yr . • t'1, il• d' •r- tf't • 111` 6-4761 • •1` ISSUED GT. This permit has been issued for: jE New Construction J�J Substantial Improvement Ge, Elevation of as -built lowest floor (including basement) of the building Is: G9. BFE or (in Zone AO) depth of flooding at the betiding site Is: . ft.(m)Datum: . ft.(m)Datum: LOCAL. oFFIcfAL's NAME Ti7LE COMrf+ LIN Y r AME TELE fiONE SrGNA) UftE DATE earmuffs Li Check here if attachments PPM* rnrm if I fin i rrat Ar:i".4 Al i PPPVIrti 4S ! r11Ter*IS "An A roved Set of Plans Must o34 INSPECTION INSPECTION GUIDE FOR POOL ENCLOSURES 1. Check the building permit for the following: Yes No a. Permit card & address . . . . . . . . . . . . . . . . . . . . . . . b. Approved drawings and addendums as required C. Plot plan or survey -- d. Notice of commencement 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for. Yes a. Structures length, projection, plan & height as shown on the plans — b. Beam size, span, spacing & stitching screws . . . . . . . . . . . . . . . . — c. Purlin size, span & spacing . . . . . . . . . . . . . . . . . . . . . . • d. Upright size, height, spacing & stitching screws . . . . . . . . . , , • . . . — e. Chair rail size, length & spacing . f. Eve rail size, length, spacing & stitching of 1" x 2' to 2' x 2" g- Enclosure roof diagonal bracing is installed snug h. Wall cables or 'IC bracing are installed snug i. Knee braces are properly installed 3. Check load bearing uprights for the following: a. Angle bracket size & thickness ' b. Correct number, size & spacing of fasteners to upright . . . . . . . . . . — c. Correct number, size & spacing of fasteners of angle to deck and sole plate . . . — d. Upright is anchored to deck through brick pavers then anchors shall go through pavers into concrete . . . . . . . . . • . . . . . . . . . 4. Check the load bearing beam to upright for. a. Upright to beam connection and ! or splices have correct number & spacing of Yes screws . — b. Overlap beam to upright or gusset plate . — c. If angle brackets are used in framing check for correct thickness and size & number of fasteners . 5. Check load bearing beam to host structure and !. or gutter for Yes a. Receiver bracket, angle or receiving channel size & thickness . . — b. Size, number & spacing of anchors of beam to receiver c. Size, number & spacing of anchors of receiver to host structure of gutter d. Correct anchoring of gutters to host structure 6. Check the wall cables: Yes a. Location & number . b. Top bracket size and fasteners c. Eye bolts are welded d. Bottom strap to concrete'connection Yes 7. Check wall 'K' bracing (if required): Yes a_ Location & size . — b. Angle, gusset or clip size & number — c. Number & size of fasteners . . . . . . . . . . . . . . . . . . . . . . 8. Check electrical ground: Yes a. Properly completed . . . . . . . . . . . . . . . . . . . . . . . . — b. Angle, gusset or clip size & number . . . . . . . . . . . . . . . . . c. Number & size of fasteners - 9. Check the doors on pool enclosures: Yes a. Door handle @ 54" from the deck — LEGEND This engineering is a portion of the Aluminum Structures Design Manual ( "ASDM ") developed and owned by Bennett Engineering Group, Inc. ('Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these - materials. - 1. Contractor represents and warrants the Contractor. No 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 3. Has signed a Masterfile license Agreement and obtained a valid approval card from Bennett evidencing the license granted in such — agreement 1.4. Will not alter, amend, or obscure any notice on the ASDM; 1.5 Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; No 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Group's copyright; and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. - DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non - infringement In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements or that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claims) for damages relating to Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising from or in any way related to, Contractor's use of the ASDM, even if Bennett has been advised of the possibility of such damages. 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, debt, or liability, including reasonable attorneys' fees, to the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. No No No No No No CONTRACTOR NAME: CONTRACTOR LICENSE NUMBER: COURSE # 0002299 ATTENDANCE DATE: CONTRACTOR SIGNATURE: SUPPLIER: BUILDING DEPARTMENT CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (INITIAL) Remain on Job site at All , liiwce REVIEW FOR CODE COMPLIANCE Every effort has been made to identify code violations, no oversight by the reviewer shall be construed as authority to violate, cancel, alter or set aside any applicable codes or ordinances. The review and permit should not be construed as a warranty or guarantee. Reviewed By P4 Date 9 ro (3 ALL CONSTRUCTION MUST COMPLY WITH THE SSTD / 0 - 4 i AND THE IRC ONE AND TWO FAMILY DWELLING CODE_.,.; '...6.._- .EDITION AND STATE OF GEORGIA AMENDMENTS a Figa, od 6,4 .5, S :=74 OR PERMITT SEAL -J Q 2 0 LLl • Lil W -J 0 • Z UJ a IZ CC Q U) U Z_ J Q z 0 I- U 1- Cl) Z Z 0 F- Lu U o CD N Z 0 5 Z m Ll1 0 Q'' 0 J tL r ■ CD O O CD N N l•- THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. JOB NAME: ADDRESS: DRAWING FOR ONE PERMIT ONLY 2009 SHEET OF 1 21 OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E, J REPRODUCED 0 RING GROUP 1 © BENNETT ENGINE DESIGN CHECK LIST FOR POOL ENCLOSURES t. 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 2007 Florida Building Code with 2009 Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A Exposure 'B' or 'C' or 'D' ; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; Negative I.P.C. 0.00; MPH Wind Zone for 3 second wind gust; Basic Wind Pressure _; Design pressures are _ PSF for roofs & _ PSF for walls. (see page 3 -for wind loads and design pressures) A 300 PLF point toad is also considered for screen roof members. Notes: Wind velocity zones and exposure category is determined by local code. Design pressures and conversion multipliers are on page 3. II. 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. Phone: Contractor / Authorized Rep* Name (please print) Date: Contractor / Authorized Rep' Signature Job Name & Address * Must have attended Engineer's Continuing Education Class within the past two years. Note: If the total of beam span & upright height exceeds 50' or upright height exceeds 16', site specific engineering is required. III. Building Permit Application Package contains the following: Yes No A. Project name & address on plans B. Site plan or survey with enclosure location C. Contractor's / Designer's name, address, phone number, & signature on plans . _ D. Site exposure form completed E. Enclosure layout drawing @ 1/8" or 1/10" scale with the following: 1. Plan view with host structure, enclosure length, projection from host structure, and all dimensions 2. Front and side elevation views with all dimensions & heights Note: All mansard wall drawings shall include mansard panel at the top of the wall. 3. Beam location (show in plan & elevation view) & size . (Table 1.1 & 1.6) Roof frame member allowable span conversions from 120 MPH wind zone, "B" Exposure to MPH wind zone and / or _ "C" or _ "D" Exposure for load width of : Note: Conversion factors do not apply to members subject to point load (P). Look up span in appropriate 120 MPH span table and apply the following formula: SPAN REQUIRED - r- REQUIRED SPAN NEEDED IN TABLE / (bord)= EXPOSURE MULTIPLIER (see this page 3) 4. Upright location (show in plan & elevation view) & size (Table 1.3 & 1.6) 5. Chair rail & girt size, length, & spacing (Table 1.4) 6. Eave rail size, length, spacing and stitching of (Table 1.2) Wall frame member allowable span conversions from 120 MPH wind zone, "B" Exposure to MPH wind zone and / or _ "C" or _ "D" Exposure for load width of : Look up span in appropriate 120 MPH span table and apply the following formula: SPAN REQUIRED r_ REQUIRED SPAN NEEDED IN TABLE 1 (bord)= I EXPOSURE MULTIPLIER (see this page 3) Yes No 7. Enclosure roof diagonal bracing in plan view • 8. Knee braces length, location, & size (Table 1.7) 9. Wall cables or K- bracing sizes shown in wall views IV. Highlight details from the Aluminum Structures Design Manual: A. Beam & purlin tables with size, thickness, spacing, & spans / lengths (Tables 1.1 & 1.2 or 1.9.1 & 1.9.2) B. Upright & girt tables with size, thickness, spacing, & spans / lengths (Tables 1.3 & 1.4) C. Table 1.6 with beam & upright combination D. Connection details to be use such as: 1. Beam to upright 2. Beam to wall 3. Beam to beam. 4. Chair rail, purlins, & knee braces . 5. Extruded gutter connections 6. Angle to deck and / or sole plate Yes No 7. Anchors go through pavers into concrete B. Minimum footing and / or knee wall details 9. Cable or K- brace details Section 1 Wall area calculations for cables: W = wall width, H = wall height, R = rise W1 = width @ top of mansard, W2 = width @ top of wall E. Select footing from examples in manual. F. To calculate the number of cables needed. Example 1: Flat Roof Front wall @ eave: ft. x ft.' @ 100% = W H a Largest side wall: _ ft. x R = ft.' @ 50% _ W H b Total area / (233 ft.' / cable for 3132 ") = cable pairs or Total area / (445 ft.' / cable for 1/8 ") = cable pairs Side wall cable calculation: ft.' @ 100% _ b Side wall area / (233 ft.' / cable for 3/32 ") = or Side wall area / (445 ft.' / cable for 1/8 ") = Example 2: Gable Roof TOTAL = cable(s) cable(s) W SIDE WALL FRONT WALL HOST Front wall @ eave: ft. x ft. = ft.' @ 100% _ W H a Front gable rise: ft. x 1/2( ft.) = ft.' @ 100% = R W b Largest side wall: _ R. x = ft.' @ 50% _ W H c Largest side gable rise: ft. x ft. = ft.' @ 50% = R W d Total area / (233 ft' / cable for 3/32 ") = cable pairs or Total area / (445 ft.' / cable for 1/8 ") = _cable pairs ft' ft.' ft ' ft' ft.' R.' ft ' ft ' TOTAL = ft Side wall cable calculation: ft.' + ft.' = ft.' @ 100% = c d Side wall area / (233 ft.' / cable for 3/32 ") = cable(s) or Side wall area / (445 ft.'/ cable for 118"). cable(s) RxW FRONT WALL Example 3: Transverse Gable Roof SIDE WALL Rx(1 /2)W HOST Front wall @ eave: it x ft. = ft.' @ 100% = W H a Front gable rise: ft. x ft. = ft.' @ 100% _ R W b Largest side wall: ft. x - _R.' @ 50% = W H c Largest side gable rise: _ft. x 1/2 ( _ft.) = ft' @ 50% = R W d TOTAL = Total area / (233 ft.' / cable for 3/32 ") = cable pairs or Total area / (445 ft.' / cable for 1/8 ") = cable pairs Side wall cable calculation: ft.' + ft.' = ft.' @ 100% _ d Side wall area / (233 ft.' / cable for 3/32 ") = cable(s) or Side wall area / (445 ft.' / cable for 1/8 ") = cable(s) ft' ft' ft ' ft.' ft ' ft.' R' ('- W2 - Example 4: Mansard Roof Front wall @ eave: ft. x ft. = `ft.' @ 100% = W H a Front mansard rise: ft, x 1/2( ft. + ft) = R W1 W2 Largest side wall: ft. x = _ft' @ 50% = W H c Largest side mansard rise: ft. x 1/2( ft. + ft.) = ft.' @ 100% = b R W1 W2 Total area / (233 ft.' / cable for 3/32 ") = cable pairs or Total area / (445 ft.'! cable for 1/8 ") -= cable pairs ft' ft ' ft.' ft' @50 %= , ft.' d TOTAL = . . . , . ft' Side wall cable calculation: ft.' + R.2= R' @ 100% = c d Side wall area / (233 ft.'/ cable for 3/32 ") = _ cable(s) or Side wall area / (445 ft.' / cable for 1/8 ") = _ cable(s) Example 5: Dome Roof Front dome wall @ eave: ft. x ft. = ft. @ 100% = W H a Front dome rise: _ ft. x 1/2( _ft.) = ft.' @ 100% _ R W b Largest side wall: ft. x = _ft.' @ 50% = W H c Largest side dome rise: ft. x ft. = R W ft.' ft' ft ' ft ' ft.' @50%= R.' 8 TOTAL = ft' Total area / (233 ft.' / cable for 3/32 ") = cable pairs or Total area / (445 ft.'/ cable for 1/8 ") = cable pairs Side wall cable calculation: ft.' + ft.' = ft.' @ 100% = c d Side wall area / (233 ft.' / cable for 3/32 ") = _ cable(s) or Side wall area / (445 ft?! cable for 1/8 ") = _ cable(s) Example 6: K Bracing ft' K- bracing shall be used for all wind zones of 130 MPH and higher. 1) The following shall apply to the installation of K- BRACING as additional bracing to diagonal wind bracing for pool enclosures: a) FRONT WALL K- BRACING - ONE SET FOR EACH 800 SF OF TOTAL WALL AREA TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. FL SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. FL TOTAL WALL AREA = 336 Sq. Ft. 800 SF > 336 SF THUS ONE SET OF FRONT WALL K- BRACING IS REQUIRED. b) SIDE WALL K- BRACING - ONE SET FOR 233 SF TO 800 SF OF WALL. c) To calculate the required pair of k- bracing for free standing pool enclosures use 100% of each wall area & 50% of the area of one adjacent wall. GINEERING TO BE VALID FOR PERMITTING t E 0 3 z_ Q ro 0 m 0 k J Z zco W 0 () W0 Z = W O z IY CC CD • u) Z_ J Q 1- u) J 0 W 0 Z 0 f/) W 0 W 0 CD Z 0 F- 0 W 0 in W 0 0 0 0 Z_ 0 J 5 tb Q 0 J LL t- O O Z 0 F- 0 W C) O O N (/) I- Z W W J 0 0 u) C) O O N I I -- m m ut o- O 0 w 0 w Cr) K 12 -01 -2009 SHEET OF 2 21 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. © BENNETT ENGINEERING GROUP 1994 -2009 GENERAL NOTES AND SPECIFICATIONS 1. The following structures are designed to be married to site built block or wood frame DCA approved modular structures of adequate structural capacity. The contractor I home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the owner or contractor has a question about the host structure, the owner (at his own expense) shall hire an architect, engineer, or a certified home inspection company to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 4. Spans are for enclosures with mean roof heights less than 30'. For greater heights, site specific is required. 5. Connections to fascia shall be limited to overhangs shown in table 1.11 or less unless site specific engineering is provided. 6. The proper structural name for a chair rail or top rail of an enclosure is a girt. Thus the terminology shall be interchangeable. 7. Screws that penetrate the water channel of the super gutter shall have ends clipped off for safety of cleaning gutter and the heads of screws through the gutter into the fascia shall be caulked. 8. Span tables and attachment details for composite panels are in the solid roof panel products section. 9. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head. 10. An additional super gutter strap or ferrule is required to be located near the midpoint of the beam spacing.Straps shall be attached to each truss I rafter tail when a 2" sub - fascia does not exist. Straps at the beam are not required when straps are placed @ each truss / rafter tail and spacing of straps does not exceed 2' -0". 11. Super or extruded gutter details are applicable to all widths of super or extruded gutters, and gutters may be substituted. Gutter straps and /or ferrules shall be the width of the inside and outside of the super or extruded gutter respectively. The center of the knee braces shall not be more than 6" above the top of the super or extruded gutter. 12. If the sub - fascia is 3/4 ", and the sub - fascia is in good repair, a 3/4" P.T.P. strip the width of the fascia may be added to the existing sub - fascia by attaching the plywood with (2) 16d x 3" common nails or (2) #8 x 3" screws. This gives the equivalent of a 2" fascia. 13. Spans may be interpolated between values but not extrapolated outside values. 14. All 2" X 4" and larger purlins shall have an internal or external angle clip or screw boss to fasten the bottom of the purlin to the beam. 15. Load width and / or panel spacing used in determining spans! heights is measured from center to center of the members. EXAMPLE: Screen panel A is 6' center to center. Screen panel B is 7' center to center. The load width of the frame member between panel A and B is (6/2 + 7'/2) = 6.5' or 6-6 ". The distance, spacing or load width is not measured between frame members as that would reduce it by 2" to the load width if figured that way. 16.. Definition, standards and specifications can be viewed online at www.lebpe.com. 17. Moment connections and moment tables can not be used in solid roof/ screen roof combination enclosures or any connection that requires a knee brace such as in a dome roof. 18. A)1 aluminum extrusions shall meet the strength requirements of ASTM 8221 after powder coating. 19. Other shapes than those shown in Section 8 with State Product Approvals may be used with the details of this section so long as the shapes are compatible with the details. 20. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6063 -T6 after heat treatment and paint process. 21. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and- masonry paint or a coat of heavy - bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 22. All fasteners or aluminum parts shall be corrosion resistant, such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warranted as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 23. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non - magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 24. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. SECTION 1 DESIGN STATEMENT The structures designed for Section 1 are framing systems with screen roofs & walls and loads have been determined by wind tunnel test that include any negative internal pressure coefficient Since these structures are open, the negative internal pressure coefficient is considered to be 0.00. The design loads used are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height of less than 30'; roof slope of 0° to 20 °; I = 0.87 for 100 MPH and 0.77 for 110 or higher. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF ( # /SF). All framing components are considered to be 6063 -76 alloy. GENERAL NOTES AND SPECIFICATIONS FOR SECTION 1 TABLES SECTION 1 Uniform Loads for Structures with Screen Roof & Walls Wind Velocity (m.p.h.) Basic Wind Pressure (ps.f.) Exposure 'B' Exposure 'C' Roofs (p.s.f.) Windward Walls (p.s.f.) Leeward Walls (p.s.f.) Roofs (p.s.f.) Windward Walls (p.s.f.) Leeward Walls (p.s.f.) 100 13 3 12 10 5 17 13 110 14 4 13 9 5 18 14 120 17 4 15 13 6 21 17 123 18 4.3 15.9 13.3 6.3 22.2 17.6 130 20 5 18 14 7 25 19 1401 & 2 23 6 21 15 8 29 23 150 26 7 24 18 9 33 27 Loads per table 2002.4 Multipliers only apply to members when spans ! heights are controlled by wind pressure, not by point load. Conversion Table 1A Wind Zone Conversion Factors for Screen Roof or Wall Frame Members From 120 MPH Wind Zone to Others; Exposure Walls Wind Zone MPH Applied Load iN SF Conversion Factor Applied Load Bl SF Conversion Factor 100 3 1.15 12 1.12 110 4 1.00 13 1.07 120 4 1.00 15 1.00 123 4.3 0.96 15.9 0.97 130 5 0.89 18 0.91 1401 & 2 6 0.82 21 0.65 150 7 0.76 24 _ 0.79 Note: Multipliers are for wall loads on y. Multipliers only apply to members when spans/ heights are controlled by fond pressure, not by point load. Conversion Table 1B Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure "B" to 'C" Exposure "B" to "D Mean Roof Height` Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Banding Deflection 0 -15' 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 30' - 40' 1.37 0.85 0.90 1.61 , 0.79 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7 -05 Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load. Conversion Example (Convert span for Exposure "B" to "C "): If max span found from span tables for Exposure "8" = 31' -11" = 31.92 and the mean roof height of the structure is 0-15' then multiply span by 0.91 the span for Exposure "C" is 31.92' ' 0.91 = 29.05 = SITE EXPOSURE EVALUATION FORM QUADRANT I 600' EXPOSURE 600' NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR 'D' EXPOSURE. 'C' OR 'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain wih scattered obstructions, including surface undulations or other irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant 1. Any building located within Exposure B -type terrain where the building is within 100 feet horizontally in any direction of open areas of Exposure C -type terrain that extends more than 600 feet and width greater than 150 ft. 2. No short term changes in 'b', 2 years before site evaluation and build out within 3 years, site will be 'b'. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater than 1,500 feet. 4. Open terrain for more than 1,500 feet in any quadrant SITE IS EXPOSURE: EVALUATED BY: DATE: SIGNATURE: LICENSE #: SCREEN (TYP.) K- BRACING (OPTIONAL) SIDE WALL MEMBER CABLE CONNECTION (SEE DETAILS SECTION 1) HOST STRUCTURE GIRT 1 "x2 "(fYP.) GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL FLAT ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE K- BRACING (OPTIONAL) SIZE MEMBERS PER APPROPRIATE TABLES SIDE WALLS AND FRAMING SIZES (TABLES 1.3, 1.4 & 1.6) ALUMINUM BEAMS - (TABLE 1.1 OR 1.8) TYPICAL FLAT ROOF - ISOMETRIC SCALE: N.T.S. PURLIN DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) GIRT (TYP.) CABLE BRACING TYPICAL NOMENCLATURE FOR SCREENED ENCLOSURES: H- MAXIMUM UPRIGHT HEIGHTS L- MAXIMUM BEAM SPAN WITHOUT KNEE BRACE. (ADD HORIZONTAL LENGTH OF KNEE BRACE TO SPAN FROM TABLES) SW- SIDE WALLS CAN BE FRAMED WITHOUT TOP BEAM AND CAN BE SMALLEST EXTRUSIONS ALLOWED BY SPAN TABLES W- SCREEN PANEL SPACING CONNECTION DETAILS AND NOTES ARE FOUND IN SUBSEQUENT PAGES. 12 -01 -2009 0 SEE TABLES 1.3, 1.4 & 1.6 W.f K- BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER GIRT (TYP.) SCREEN (FYP.) NOTE: USE H2 FOR CABLE AREA CALCULATION PURLINS (TYP.) SIDE WALL MEMBER CABLE CONNECTION (SEE DETAILS SECTION 1) GIRT GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL MANSARD ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE SCREEN (TYP.) K- BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER FRONT WALL ALUMINUM COLUMNS (TABLES 1.3, 1.4 & 1.6) GIRT (TYP.) 1" x 2" (FYP.) ALUMINUM BEAM (SEE TABLE 1.1 OR 1.9.1) SIDE WALL FRAME (TABLES 1.3, 1.4 & 1.6) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) CABLE BRACING SIZE MEMBERS PER APPROPRIATE TABLES TYPICAL MANSARD ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. H (SEE TABLES 1.3 OR 1.6) K- BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER GIRT (TYP.) TYPICA EXISTING STRU ALUMI (TABLES 1. SIZE M APPROP W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE CABLE CONNECTION DETAILS SECTION 1) OME ROOF - FRONT WALL ELEVATIO SCALE: N.T.S. PURLINS (TYP. DIAGONAL ROOF BRAC (SEE SCHEMATIC SECTIO CABLE BRACING ERE K- BRACING REQUIRED FOR MPH EXPOSURE C OR HI GIR SCRE FRONT WALL COLUM (TABLES 1.3, 1" x SCAL CONNECTION DETAILS AND NOTES ARE FO UENT PAGES. PURLINS (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) 1 H (SEE TABLE 1.3) X CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL GABLE ROOF - FRONT WALL ELEVATION SCALE: N.T.S. ALUMINUM BEAM (TABLE 1.1 OR 1.8) GIRT (TYP.) 1 "x2 "(TYP.) GRADE SCREEN (TYP.) EXISTING STRUCTURE SIZE MEMBERS PER APPROPRIATE TABLES SIDE WALL FRAMING (SEE TABLES 1.3, 1.4 & 1.6) SW K- BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER PURLINS (TYP.) RISER WALL WHERE REQUIRED ALUMINUM BEAM (TABLE 1.1 OR 1.9.1) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) FRONT WALL ALUMINUM COLUMNS (TYP.) (TABLE 1.3, 1.4 & 1.6) GIRT (TYP.) SCREEN (TYP.) CABLE BRACING TYPICAL GABLE ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES PURLIN (TYP.) SCREEN (TYP.) 1' H (SEE TABLES 1.3 & 1.6) K- BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER W CABLE CONNECTION (SEE DETAILS SECTION 1) GIRT (TYP.) 1 "x 2" (TYP.) GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE SIZE MEMBERS PER APPROPRIATE TABLES RISER WALL WHERE REQUIRED PURLIN (TYP.) ALUMINUM BEAM (TABLE 1.1 OR 1.9.1) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) K- BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER FRONT WALL ALUMINUM COLUMNS (TYP.) (TABLES 1.3, 1.4 & 1.6) SCREEN (TYP.) SIDE WALL FRAMING (TABLE 1.3, 1.4 & 1.6) SW SIDE WALL FRAMING (TABLE 1.3, 1.4 & 1.6) GIRT (TYP.) 1 "x2 "(FYP.) CABLE BRACING TYPICAL TRANSVERSE STACKED GABLE ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES SCREEN (TYP.) H (SEE TABLES 1.3 & 1.6) K- BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER SIDE MEMBER CABLE CONNECTION (SEE DETAILS SECTION 1) 1" x 2" (TYP.) GIRT GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL MODIFIED HIP ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAMS (TABLE 1.1 OR 1.9.1) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) K- BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER FRONT WALL ALUMINUM COLUMNS (TABLE 1.3, 1.4 & 1.6) SIZE MEMBERS PER APPROPRIATE TABLES GIRT (TYP.) CABLE BRACING SIDE WALLS AND FRAMING SIZES (TABLE 1.3, 1.4 & 1.6) TYPICAL MODIFIED HIP ROOF - ISOMETRIC SCALE: N.T.S. PURLIN (TYP.) SCREEN (TYP.) H (SEE TABLE 1.3 & 1.6) CABLE CONNECTION (SEE DETAILS SECTION 1) CABLE CONNECTION (SEE DETAILS SECTION 1) K- BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER GIRT (TYP.) 1" x 2" (TYP.) GRADE TYPICAL TWO STORY POOL ENCLOSURE - FRONT WALL ELEVATION (ALL ROOF TYPES) SCALE: N.T.S. FRONT WALLS FRAMING (SEE TABLE 1.3, 1.4 & 1.6) K- BRACING REQUIRED FOR 120 MPH EXPOSURE C OR HIGHER FRONT WALL SCREEN (TYP.) 1" x2" (TYP.) PURLIN (TYP.) ALUMINUM BEAM (TABLE 1.1 OR 1.9.1) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) SIZE MEMBERS PER APPROPRIATE TABLES EXISTING STRUCTURE SIDE WALL CABLE ALUMINUM COLUMNS (TABLE 1.3, 1.4 & 1.6) (TYP.) TYPICAL TWO STORY POOL ENCLOSURE - ISOMETRIC (ALL ROOF TYPES) SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES 12 -01 -2009 CO W CC CO 0 J 0 Z W Z W W U SECTION 1 DETAILS CD O CD J W 0- a) N c a) W a) U C a) J NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE SHEET OF 4 21 C, w GALVANIZED METAL PLATE TRUSS TAIL #2 P.T.P. AND SUB - FASCIA " SEE TABLE 1.11 FOR MAX. TRUSSES OR SPAN (Lai) RAFTERS ASSUMED TO BE @ 2' -0" O.C. 1/2" x 8" "L" BOLT W/ 2" SQUARE WASHER ON PLATE ALTERNATE ROOF TYPE RAFTER TAIL #2 P.T.P. AND SUB- FASCIA 2 x 8 P.T.P. TOP PLATE SEE TABLE 1.11 FOR MAX. TRUSSES OR SPAN (LoH) RAFTERS ASSUMED TO BE @ 2' -0" O.C. TRUSS / RAFTER TAIL SCALE: 1" = 1' -0" ALTERNATE TOP PLATE TRUSS / RAFTER TAIL ASSEMBLY SCALE: 1" = 1' -0" MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) SELF - MATING BEAM 1 "x 2" OPEN BACK SECTIONS ATTACHED TO 2" x 2" W/ #10 x 1 -1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1 -1/2" S.M.S. SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.5B) ATTACH PURLINS TO SELF - MATING BEAMS W/ S.M.S. PER TABLES ALTERNATE FLAT ROOF SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) SCALE: 2" = 1' - 0" BEAM NOTCHED AROUND CONTINUOUS 2" x 2" OR (4) SPLINE GROOVE 2" x 3" ALTERNATE FLAT ROOF I- 00 0 SELECT FASTENER SIZE, NUMBER AND PATTERN - (SEE TABLE 1.6 & 9.5A OR 9.5B) MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) BEAM TO UPRIGHT CONNECTION DETAIL (FULL LAP) SCALE: 2" = 1' -0" OPTIONAL POSITION OF TOP RAIL WI 1 "x 2" 1" x 2" SNAP SECTIONS ATTACH TO 2" x 2" W/ #10 x 1 -1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 2" x 2" AND 1" x 2" MAY BE ROTATED TO RECEIVE SCREEN x 0 a_ a SELF MPS\ ALTERNATE FLAT ROOF SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.56) UPRIGHT CONNECTION DETAIL (FULL LAP) SCALE: 2" = 1' -0" 1 "x 2" SNAP SECTIONS ATTACH TO 2" x 2" W/ #10 x 1 -1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1- C0 d ALTERNATE FLAT ROOF GUSSETT PLATE 0.050" OR GREATER. GUSSET PLATE SHALL HAVE AN ULTIMATE YIELD STRENGTH OF 30 KSI OR HIGHER SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.5B) UPRIGHT CONNECTION WITH GUSSET PLATE DETAIL (FULL LAP) SCALE: 2" = T -0" PURLIN 2" x 3" MAX ATTACH GUSSET PLATES TO PURLIN & POSTS 2" x 2" EXTRUSION 1" x 2" OPEN BACK EXTRUSION (1) #10 x 1 -1/2" S.M.S. 24" O.C. NOTCH POST ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H -32 ALLOY OR HAVE A ULTIMATE ° YEILD STRENGTH OF 30 KSI. 1/16" RECEIVING CHANNEL OR GUSSET PLATES (4) #10 S.M.S. EACH SIDE COLUMN PER TABLE 1.3 OR 1.4 2" x 4" MAXIMUM FOR LARGER UPRIGHT USE ALTERNATE BEAM TO POST CONNECTION FULL LAP PURLIN TO UPRIGHT SAME AS MIN. UPRIGHT TO BEAM TABLE 1.6 (I.E. 2" x 7" UPRIGHT REQUIRES 2" x 4" BEAM) SIDE WALL TO PURLIN DETAIL SCALE: 2" = 1' -0" BEAM / PURLIN 2" x 3" MAX ATTACHED TO RECEIVING PURLIN 2" x 2" EXTRUSION 1" x 2" OPEN BACK EXTRUSION (1) #10 x 1 -1/2" S.M.S. 24" O.C. NOTCH POST BEAM POSITION VARIES (MANSARD SHOWN) 0.045" x 1" X 2" H CHANNEL W/ (6) #10 x 1/2" S.M.S. EA. SIDE (6) TOTAL COLUMN PER TABLE 1.3 OR 1.4 2" x 4" MAXIMUM FOR LARGER UPRIGHT USE ALTERNATE BEAM TO POST CONNECTION FULL LAP DETAIL THIS PAGE AND MIN. PURLIN TO UPRIGHT SAME AS MIN. UPRIGHT TO BEAM TABLE 1.6 (I.E. 2" x 7" UPRIGHT REQUIRES 2" x 4" BEAM) BEAM TO POST CONNECTION SCALE: 2" = 1' -0" #8 x 3/4" WASHER HEADED CORROSIVE RESISTANT SCREWS AS SHOWN (SEE TABLE 1.6) 1" x 2" SNAP SECTIONS ATTACH TO 2" x 2" W/ #10 x 1 -1/2" S. M. S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED TO POST W/ (1) #10x 1 -1/2" S.M.S. EDGE OF EXISTING UPRIGHT EXISTING 2" x 3" OR LARGER ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPT ALL SHADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS NOTCH BEAM TO RECEIVE POST ADDITION ATTACH AUXILLARY MEMER TO BEAMS W/ (2) #10 x 2 -1/2" S.M.S. AND16" O.C. Existing Hollow Member Member Added Equivalent Hollow Member 2 "x2"x0.040" 1 "x2"x0.044" 2x3"x0.045 2 "x2 "x0.044" 2 "x3 "x0.040" 1 "x2 "x0.044" 2x3 "x0.045 2 "x2 "x0.044" 2 "x4 "x0.040" 1 "x2 "x0.044" 2x4 "x0.045 2 "x4 "x0.044 "" ing 2" "H' channel. COMPOSITE BEAM W/ ADDITION OF AUXILLARY MEMBER TO EXISTING HOLLOW MEMBER FOR EQUIVALENT HOLLOW MEMBER SCALE: 3" = 1' -0" 12 -01 -2009 LID FOR PE RING TO BE V w z 3 J z 2 Z (n 6 W W D U) co 0 J DW U � UW Z LU W co 0 2u) z -J Q SECTION 1 DETAILS z 0 I- W p p W 00 O CV Z co 5 Z W O J E 0_ 0 O' -J LL U) N- O O O O O N 'ct co co J LL W CI) C C a) m W a) U C a) LU m 0 Co N LU 111 M M L " 0 x E Wm Ll p o Oar � a vi= J co 0 0) OF 2 5 21 SION OF LAWRENCE E. BENNETT, BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMI F O z © BENNETT ENGINEERING GR ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPT ALL SHADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS (10) #8 x 1/2" S.M.S. EACH SIDE OF BEAM I POST 1" x 2" OPEN BACK ATTACH TO 2" x 2" W/ #10 x 1 -1/2" S.M.S. @ 24" O.C. OR CONTINUOUS 2" x 3" (4) SPLINE GROOVE SECTION CONNECT 2 "x2" OR2 "x3 "TO BEAM W/ MIN. OF (3) #10 x 1 -1/2" S.M.S. INTO SCREW BOSSES EXISTING HOLLOW OR SELF MATING BEAM #10 x 3 1/2" S.M.S. 16" O.C. PROPOSED 2" x 3" x 0.050" SMOOTH SIDE DOWN 1/8" x 2 -3/4" x 8" GUSSET EACH SIDE OF POST AND BEAM (FASTEN PER TABLE 1.6) UPRIGHT PER TABLE 1.6 ADDITION OF 2" x 3" TO EXISTING S.M.B. SCALE: 2" = 1' -0" #8 x 3/4" WASHER HEADED CORROSIVE RESISTANT SCREWS AS SHOWN (SEE TABLE 1.6) 1" x 2" SNAP SECTIONS ATTACH TO 2" x 2" W/ #10.x 1 -1/2" S. M. S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED TO POST W/ (1) #10 x 1 -1/2" S.M.S. EDGE OF EXISTING UPRIGHT EXISTING 2" x 3" OR LARGER ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPT ALL SHADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS NEW POST ADDITION INSIDE BEAM �X\�P N g �� e CH BEAM TO RECEIVE POST ADDITION 2" x _" (0.044" MIN.) HOLLOW ADDITION ATTACH TO BEAMS W/ H-CHANNEL (2) #10 x 1/2" S.M.S. AND 16" O.C. BOTH SIDES 2" x HOLLOW EXTRUSION 2" H- CHANNEL ALTERNATE POST / BEAM ADDITION OF 2" x " TO EXISTING 2" x " SCALE: 2" = 1-0" 1 -3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL (SEE TABLE FOR LENGTH AND # OF SCREWS REQUIRED) CONNECT 2 "x2 "OR2 "x3 "TO BEAM W/ MIN. (3) #10 x 1 -1/2" S.M.S. INTO SCREW BOSSES 1" x 2" OPEN BACK ATTACHED TO 2" x 2" W/ #10 x 1 -1/2" S.M.S. @ 24" O.C. SCREW LOCATIONS PER TABLE 1.6 FILL OUTSIDE LOCATIONS FIRST Strap Table Beam Size Screws # / Size Strap Length 2" x 7" (4) #12 2 -314" 2 "xB" (4) #14 3-1/4' 2" x 9" (4) #14 3-1/4" 2" x 10' (6) #14 4-1/2" ' ALL SCREWS 3/4' LONG BEAM CUT TO ACCEPT WALL UPRIGHT 1 -3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL (SEE TABLE FOR LENGTH AND # OF SCREWS REQUIRED) SELF - MATING UPRIGHT CUT TO MATCH BEAM ANGLE Notes: 1) Fill outer screw positions first until required number of screws is achieved. 2) See Table 1.6 for screw sizes and number. 3) Screw pattern layout with spacing between screws greater than minimum is allowed so that equal spacing is achieved. 4) 2" x 8" beam with 2" x 5" upright shown. Other beam to upright combinations per table 1.6 may be used. ALTERNATE BEAM TO POST CONNECTION (FULL LAP) SPLICE POINT NOTES: 1/4L L - TOTAL SPAN FROM TABLES SPLICE POINTS FOR FLAT OR DOME ROOF SCALE: N.T.S. SPLICE POINT SPLICE POINT 114L 1/4L L = TOTAL SPAN FROM TABLES SPLICE POINTS FOR FLAT OR DOME ROO SCALE: N.T.S. SPLICE POINT L - TOTAL SPAN FROM TABLES SPLICE POINTS FOR GABLE ROOF SCALE: N.T.S. DOOR 2 x 2 EXTRUSION SPLICE POINT OR SUPER GUTTER SPLICE AT RIGHT ANGLE TO BEAM HINGE LOCATION 2 x 2 EXTRUSION HINGE LOCATION HINGE LOCATION 1. Door to be attached to structure with minimum two (2) hinges. 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. 3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S.. 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. 6. If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x 1" S.M.S. at 12" on center and within 3" from end of upright TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N.T.S. LID FOR PERM RING TO BE D FOR ENGINE SCREEN ENCLOSURES SECTION 1 DETAILS NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE 0 N 4 W J7 f 0 SEA l 4 /010 N S z Fe p /SHEET Z U 4 ♦ 3 z W 12 -01 -2009 Lu w OF 6 z z w 21 2" x 2" PURLINS ATTACHED TO BEAM W/ MIN. (3) #10 x 1 -1/2" S.M.S• OUT 2 "x4 ",2 "x5 ",OR2 "x6" BEAMS TO SLIDE OVER EACH OTHER 2" x 7" & LARGER PROVIDE GUSSET PLATE (INSIDE OR OUTSIDE BEAM) SAME WALL THICKNESS AS BEAM WALLS OR LARGER (SEE TABLE 1.6) MINIMUM SPACING i ./( (PER TABLE 1.6) (SEE SPLICING DETAIL PAGE 1 -21) FASTENER SIZE, NUMBER AND SPACING PER "TYPICAL BEAM SPLICE DETAIL AND TABLE" THIS PAGE (SEE TABLE 1.6) TYPICAL SIDE PLATE CONNECTION DETAIL SCALE: 2" = 1' -0" CUT 2" x 4 ", 2" x 5 ", OR 2" x 6" BEAMS TO SLIDE OVER EACH OTHER 2" x 7" & LARGER PROVIDE GUSSET PLATE (OUTSIDE BEAM) SAME WALL THICKNESS AS BEAM WALLS OR LARGER (SEE GUSSET PLATE TABLE) FASTENER SIZE, NUMBER AND SPACING PER PAGE "TYPICAL BEAM SPLICE DETAIL AND TABLE" THIS PAGE AND (SEE TABLE 1.6) ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H -32 ALLOY OR HAVE AN ULTIMATE YIELD STRENGTH OF 30 KSI TYPICAL SIDE PLATE CONNECTION DETAIL - MANSARD ROOF SCALE: 2" = 1' -0" 2" x 2" PURLINS ATTACHED TO BEAM W/ MIN. (3) #10 x 1 -1/2" S.M.S. CUT 2"x 4", 2"x 5",OR 2"x 6" BEAMS TO SLIDE OVER EACH OTHER 2" x 7" & LARGER PROVIDE GUSSET PLATE (INSIDE OR OUTSIDE BEAM) SAME WALL THICKNESS AS BEAM WALLS OR LARGER (SEE TABLE 1.6) MINIMUM SPACING (PER TABLE 1.6) (SEE SPLICING DETAIL THIS PAGE) FASTENER SIZE, NUMBER AND SPACING PER "TYPICAL BEAM SPLICE DETAIL AND TABLE" THIS PAGE AND (SEE TABLE 1.6) ALTERNATE SIDE PLATE CONNECTION DETAIL GUSSET PLATE MOUNTED INTERNALLY CUT2 "x4 ", 2"x 5",OR 2"x 6" BEAMS TO SLIDE OVER EACH OTHER 2" x 7" & LARGER PROVIDE GUSSET PLATE (INSIDE BEAM) SAME WALL THICKNESS AS BEAM WALLS OR LARGER (SEE TABLE 1.6) SCALE: 2" = FASTENER SIZE, NUMBER AND SPACING PER "TYPICAL BEAM SPLICE DETAIL AND TABLE" THIS PAGE (SEE ALSO TABLE 1.6) ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H -32 ALLOY OR HAVE AN ULTIMATE YIELD STRENGTH OF 30 KSI ALTERNATE SIDE PLATE CONNECTION DETAIL - MANSARD ROOF GUSSET PLATE MOUNTED INTERNALLY SCALE: 2" = 1' -0" BEAM SPLICE SHALL BE MIN. BEAM HEIGHT MINUS 1/2" AND 2x(d -.50 ")LENGTH d = HEIGHT OF BEAM MIN. EDGE DISTANCE 2 x (d- 0.50 ") -- d -1.00" f d- 1.00" /-- SPLICE LOCATED 1/4 TO 1/3 BEAM SPAN STAGGERED EACH SIDE OF BEAM PLATE CAN BE INSIDE OR OUTSIDE BEAM OR LAP CUT 0 + + + + + + + + MIN. EDGE DISTANCE DENOTES SCREW PATTERN NOT NUMBER OF SCREWS Minimum Distance and Spacing of Screws" '" 1" MAX. 'k 1" MAX. r FASTENER SIZE, NUMBER AND SPACING (SEE TABLE 1.6) Gusset Plate Screw Size ds (in.) Edge to Center gds (in.) Center to Center 2 -1 12ds (in.) Beam Size Thickness (in.) #8 0.16 3/8 7/16 2' x 7° x 0.055' x 0.120 """ 1/16 = 0 o63 #10 0.19 3/8 1/2 2" x 8" x 0.072" x 0.224" 1/8 =0.125 #12 0.21 7/16 9/16 2" x 9" X 0.072" X 0.224" 1/8 = 0.125 #14 or 1/4" 0.25 112 518 2" x 9" x 0.082' x 0.306" 1/8 = 0.125 5/16" 0.31 _ 5/8 3/4 2" x 10" x 0.092" x 0.369" 1/4 = 0.25 refers to each side of splice "" use for Y x 4" and 2" x 6' also Mote: 1. All gusset plates shall be minimum 5052 H -32 Alloy or have a minimum yield of 30 ksi. TYPICAL BEAM SPLICE DETAIL SCALE: 2" = 1' -0" INTERNAL BRACING: 1 -3/4" x 1 -3/4" x 0.125" ANGLE (T -6 ALLOY) OR CUT FROM BEAM MATERIAL PLAN VIEW SCALE: 2" = 1' -0" MIN (3) #10 x 2" CORROSION RESISTIVE WASHER HEADED SCREWS MIN. (4) #10 x 2" CORROSION RESISTIVE WASHER HEADED SCREWS INTERNAL BRACING CUT FROM SAME BEAM SIZE W/ 2 -1/4" WIDTH BEAM WEB ISOMETRIC VIEW SCALE: N.T.S. PURLINS (SEE TABLES 1.2, 1.6, OR 1.9.2) LATERAL BEAM BRACING DETAILS (FOR SPANS GREATER THAN 40' -0 ") NOTES: 1. REQUIRED FOR SPANS GREATER THAN 40' AND ALL DOME OR TRANSVERSE GABLE ENCLOSURES. 2. FOR ALL PURLING & GIRTS SHALL USE ALL SCREW BOSSES AVAILABLE & IF THERE IS NO BOTTOM SCREW BOSS ADD AN EXTERANAL OR INTERNAL CLIP TO ANCHOR BOTTOM OF PURLIN OR GIRT. HOST STRUCTURE 2" REINFORCING STRAP W/ (2) #10 x 2" INTO HOST STRUCTURE AND (2) #10 x 5/8" INTO GUTTER 1/8" PLATE OF 5053 H -32 ALLOY OR ULTIMATE YEILD STRENGTH OF 30 KSI W/ (4) #10 x 5/8" EACH SIDE FOR 2" x 8" BEAMS AND " V LARGER ADD (1)3/8" x (W + li 2 -1/2 ") LAG SCREW INTO THE RAFTER TAIL CLOSEST TO THE CORNER ON EACH SIDE AAI 2 x _ Al FRAMING BEAM 2" x 2" x 1/8" ANGLE W/ (4) #10 x 7- 5/8" EACH SIDE C- CHANNEL W/ THRU BOLT THRU BOLT SIZING: (2)1/4 "UP TO 2 "x7"BEAM (3) 1/4" FOR 2" x 7" BEAM (3) 3/8" FOR 2" x 8" & 9" BEAM (3) 1/2" FOR 2" x 10" BEAM OUTER MITER DETAIL FOR SUPER GUTTER TO CARRIER BEAM SCALE: 2" = 1' -0" STRAP SUPER OR EXTRUDED GUI ER /// ///////// SPACING / 2 -* SPACI NG / 2 f- BEAM SET SPACING SPACING /2+SPACING /2 BEAM SET SPACING yc STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 114" = 1' -0" 2" S.M.S. OR LAG SCREWS (SEE SECTION 9) 2 "x "x0.050 " STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING WI (2) S.M.S. PER STRAP (SEE TABLE 9.8) '. ANGLE OR RECEIVING CHANNEL (SEE SECTION 9 FOR DETAILS) SCREW PATTERNS MAY VARY (SEE TABLES OR NOTES FOR SIZE AND NUMBER OF SCREWS) MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE (SEE Lu TABLE 1.11) y H O z E w kkP E E z Q z m y CO 0 J Z 2 Z CO W W D 0 co co o W J Z UW Z W coo 0 Z_ 2 co D J SECTION 1 DETAILS 0 F- 0 0 o U(t Z 0 co �Z co W 0 0 O D J LL 0 O O � cD N N 2 I}_ -- LID FOR PE w m 0 O z Lu w ILL z CO Z Lu O LL IY ALTERNATE CUT OFF BEAM & CAP W/ RECEIVING CHANNEL ALTERNATE FLAT BEAM SELF - MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER 12 -01 -2009 2 / J W Q U) f SEAL SHEET OF 7 21 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. D SELF - MATING BEAM (SIZE VARIES) 1/4" x 2" LAG SCREWS @ 24" 0.C. OR #10 x 2" SCREWS @ 12" O.C. TAIL CUT OFF BEAM (OPTIONAL) 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER GUTTER RECEIVING CHANNEL 2 -1/8" x 1" W/ (2) #8 x 1/2" S.M.S. EACH SIDE OF BEAM 3/4" FERRULE WITH 3/8" x 8" LAG SCREWS @ EACH BEAM MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL (SEE TABLE 1.11) SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 2" = 1' -0" 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1" x 2" OR 2" x 2" FOR SCREEN TAIL■al 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) #8 x 1/2" S.M_S. PER STRAP ANGLE, INTERIOR OR EXTERIOR RECEIVING CHANNEL (SEE SECTION 9) MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL (SEE TABLE 1.11) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 2" = 1, -0" 1I4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1 "x2 "OR2 "x2" FOR SCREEN ANGLE, INTERIOR OR EXTERIOR RECEIVING CHANNEL (SEE SECTION 9) 2" x " x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) #8 x 1/2" S.M.S. PER STRAP MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL (SEE TABLE 1.11) ALTERNATE SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 2" = 1' -0" 2 -1/2" MIN. S.M.S. OR LAG SCREW INTO 2" x _ FASCIA OR IF NO SUB- FASCIA INTO RAFTER TAILS 2" WIDE x 0.050" (MIN.) STRAP SPACING PER LOCATION DETAIL (SEE PREVIOUS PAGE) SELF MATING BEAM (SIZE VARIES) FOR SCREW SIZES SEE SECTION 9 2" x 2" ANGLE W/ (4) S.M.S. EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER RECEIVING CHANNEL 2-1/8" x 1" W/ (2) #8 x 1/2" S.M.S. EACH SIDE OF BEAM IF TRANSOM HEIGHT EXCEEDS 6 -0" USE CANTILIEVER BRACE DETAIL 1" x 2" x 0.062" P.T. LUMBER BLOCKING W/ 0.024" BREAK FORM CAP OR 1" x 2" (ALLOWABLE ONLY W/ ROOF ANGLES LESS THAN 23° UP TO 5" IN 12" ROOF SLOPES) FOR ROOF SLOPES GREATER THAN 5" IN 12" USE 1/8" x 2" x_" ANGLE AS REQUIRED MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL (SEE TABLE 1.11) TYPICAL SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 2" = 1' -0" BEAM - SCREEN ROOF POST TO BEAM FASTENING (SEE TABLE 1.6) ®® ® 0• 3 00 O 0 ® ® REQUIRED KNEE BRACE MININUM SIZE AND CONNECTION (PER TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS KNEE BRACE ATTACHMENT 6" ABOVE TOP OF GUTTER MAX. FASCIA AND SUB - FASCIA (2) 2" SCREWS (SEE SECTION 9 FOR SCREW SIZES) 1/403 BOLT @ 24" O.C. MAX. WITHIN 6" OF EACH POST FASTEN 2" x 2" POST W/ (3) EACH #10 S.M.S. INTO SCREW SPLINES USE ANGLE EACH SIDE FOR 2" x 2" TO POST CONNECTION W/ HOLLOW POST 2" STRAP - LOCATE AND FASTEN (DETAILS PAGE 1 -24) 2" x 2" x 0.093" ANGLE W/ (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER w COMPOSITE SAVE RAIL W/ 2" x 2" FASTENED TO BEAM / UPRIGHT W/ (3) #10 x 1 -1/2" S.M.S. MIN. INTO SCREW BOSSES. 1" x 2" ATTACHED TO 2" x 2" W/ #10 x 1 -1/2" S.M.S. © 24' O.C. CONTINUOUS 2" x 3" SNAP SECTION FASTENED THRU SCREW BOSSES W/ (3) MIN. #10 x 1 -1/2" OR 2"x 3" HOLLOW SECTION FASTENED THRU SCREW BOSSES W/ #10 x 1 -1/2" S.M.S. SCREEN (MAY FACE IN OR OUT) SCREW PATTERN SHOWN IS A POSSIBLE NUMBER OF SCREWS. ACTUAL FIELD SCREW PATTERN MAY VARY. SUPER OR EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCTURE WALL (SEE TABLE 1.11) IF TRANSOM HEIGHT EXCEEDS 6' -0" USE CANTILIVER BRACE DETAIL SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 1 SCALE: 3" = 1' -0" ww zan BEAM - SCREEN ROOF d > 2 OF o 0.050" H- CHANNELW z 5 9 OR GUSSETS E O 0 0 $ 45 "± LENG OF KNEE B"• E HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2 " STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1 -24 FASCIA AND SUB - FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER 0 LC: SCREW PATTERN SHOWN IS A POSSIBLE NUMBER OF SCREWS. ACTUAL FIELD SCREW PATTERN MAY VARY. COMPOSITE 2" x 3" SAVE RAIL FULL LAP CUT POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS ® SUPER OR EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCTURE WALL (SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 2 SCALE: 3" = 1' -0" NOTE: MINIMUM POST SIZES ARE REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) SELF - MATING BEAM (SEE TABLE 1.1 OR 1.8) 2" x 3" COMPOSITE SAVE GIRT FASTENERS SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) POST SIZE (SEE 1.3 OR 1.6) i J Z 2 Z co • W co CL UJ D Ca CO coO W -' 0 U D Z LU • LLI coo • u) Z 3 J SECTION 1 DETAILS I- • n O am U cD Z 5co-- Z D LU C1 • D_ O D N-• 03 O O O O N N I>- HOST STRUCTURE ROOFING 2" LAG SCREWS (SEE SECTION 9 FOR SCREW SIZE) 2" STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1 -24 ALTERNATE LAG SCREW AND FERRULE 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE OF BEAM AND SUPER OR EXTRUDED GUTTER FASCIA AND SUB - FASCIA SUPER OR EXTRUDED GUTTER SOFFIT MAX. DISTANCE TO / / / / / /// HOST STRUCTURE WALL (SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 3 12 -01 -2009 SHEET OF 8 21 m O K t7 C9 z w ut z z w Lu z z w m 0 O 00 RAISED S COPIES ' QUIP 0 FOR ENGINEERING TO BE VALID FOR PERMITTING .0-.1. = 2 3IV3S NON - STRUCTURAL BRACE CONNECTION TO SUPER OR EXTRUDED GUTTER 00 m 03 N 0 Co I m m --I CD rry rence E. Bennett, P.E. FL # 16644 C IL & STRUCTURAL ENGINEERING 3 5 Herbert St., Port Orange, Fl 32129 Telephone #: (386) 767 -4774 Fax #: (386) 767 -6556 http://www,lebpe.com/ ALUMINUM STRUCTURES DESIGN MANUAL SCREEN ENCLOSURES SECTION 1 DETAILS 2007 FLORIDA BUILDING CODE WITH 2009 SUPPLEMENTS - 2009 EDITION INDUSTRIES, INC. Wholesale Aluminum Distributors 400 W. McNAB ROAD, FORT PHONE: (954) 970 -9999 LAUDERDALE, FLORIDA 33309 1-800-432-5019 FAX: (954) 972.1338 0 BENNETT ENGINEERING GROUP 199 009 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. NOTE: IF HEIGHT FROM GUTTER TO BEAM IS GREATER THAN 1' -0" A KNEE BRACE IS REQUIRED (2) ANGLE STRAPS OR FERRULES REQUIRED (3) #10 x 1/2" S.M.S. EACH _ CONNECTION FASTENER SIZE, NUMBER AND J= PATTERN (SEE TABLE 1.6) (9) #12 x 3/4" TEK SCREWS THROUGH ANGLE INTO SUPER GUTTER FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) BEAM AND UPRIGHT EXTRUSION SIZES (SEE TABLE 1.1 AND 1.3) SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL . NOTE: IF HEIGHT FROM GUTTER TO BEAM IS GREATER THAN 1' -0" A KNEE BRACE IS REQUIRED FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) (2) ANGLE STRAPS OR FERRULES REQUIRED (3) #10 x 1/2" S.M.S. EACH CONNECTION FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) It (9) #12 x 3/4" TEK SCREWS - THROUGH ANGLE INTO SUPER GUTTER FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) BEAM AND UPRIGHT EXTRUSION SIZES (SEE TABLE 1.1 AND 1.3) SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL PRIMARY BEAM SCREEN ROOF 0.050" H- CHANNEL OR GUSSETS O 0 00 00 90 00 00 0 0 LENGTH OF KNEE BRACE CO w COMPOSITE 2" x 2" + 1 "x 2 "_ ALL 0.044" MIN SAVE RAIL BEAM TO MIN. POST (SEE TABLE 1.6) SEE TABLE 2.3 OR 3.3 FOR BRACE SIZE SAME AS PURLIN / GIRT MINIMUM CANTILEVER BRACE CONSULT TABLE 1.6, 2.2 OR 3.3 2" x 3" x 0.050" OR EQUAL TO POST SIZE (BRACE DEPTH +1) REQUIRED NUMBER OF #10 x 9 /16" S.M.S. EACH SIDE (1) #10 SMS 24" O.C. (3) #10 x 3" INTO 2" x 4" (MIN.) SUB - FASCIA EACH SIDE ----- BEAM TO WALL CONNECTION (SEE SECTION 9) SEE TABLE 1.6 FOR BRACE SIZE SAME AS RISER ANGLE CUT FROM S.M.B. SAME SIZE AS CANTILEVER BRACE OR LARGER (# OF SCREWS BASED ON DEPTH OF PRIMARY BEAM PER SIDE OR PER CONNECTION) = (D -1) #10 FOR 2 "x4 " -2 "x7" (D -1) #12 FOR 2 "xB" (D -1) #14 FOR 2 "x9 " &2 "x10" 2" x 2" (MIN.) x 1/8" ANGLE NOTE 1. For post to beam sizing see Table 1.6, 2.2, or 3.3 2. For connection members see Table 9.8 U- Channel 3. Inside connection members shall be used wherever possible i.e.Use U- Channel in lieu of angles where possible. ALTERNATE CANTILEVERED BRACE CONNECTION TO WALL AND FASCIA DETAIL 2" x 4° PURLIN x 2" x 2" 5052 H -32 OR H -34 BREAK FORM ANGLE W/ (1) #10 S.M.S. 2" x 9" S.M.B. 2" WIDE x _ 5052 H -32 PLATE BRACING SYSTEM FOR STEEP ANGLE GABLES GUTTER IS NON STRUCTURAL MAY USE ROLL FORMED GUTTER NO STRAP IS REQUIRED EXCEPT FOR EXTRUDED GUTTER (3) 1/4" x 1 -3/4" TAP CON OR LAG SCREW VARY SIZE WITH WIND ZONE MINIMUM 2" x 4" FASCIA - -• --1 ANGLE, ANCHORS, AND RECIEVING CHANNEL PER SECTION 9 NOTCH ANGLE FOR GUTTER MUST REMAIN FOR ANGLE STRENGTH 2" x 3" x 0.050" MIN. W/ (4) #10 x 3/4" S.M.S. FOR LARGER BEAMS USE (BEAM DEPTH +1) FOR NUMBER OF SCREWS (SEE SECTION 9) (3) #10 x 2 1/2" S.M.S. RAFTER TAILS OR 2" O.C. MAX W/ 2" x 6" SUB FACIA co 0 co 12 -01 -2009 LID FOR PE co D FOR ENGINEERING T 0 0 mw So J 2 Z U W W D O (1) /n0 W --i �U D Z UW Z D W (0 U 2U) Z J SECTION 1 DETAILS Z O I- LL! • W O o O CV Z - 1- Z co W O W E o LL • U) N- O) O O O O • N 2 I- nce E. Bennett, P.E. FL # 16644 L CANTILEVERED BRACE CONNECTION AT FASCIA (END VIEW 4 20 SEAL SHEET OF �0 21 SION OF LAWRENCE E. BENNETT, IN WHOLE OR IN P NOT TO BE REPRODUCE K 0" Lu © BENNETT ENGINE BEAM (2) #10 x 1/2" S.M.S. TOE SCREW INTO BEAM AND /OR SIDE WALL RAIL ._\ CONNECTION APPLIES AT BOTH ENDS OF BRACE ANGLE OR PLATE AT BOTTOM OF BRACE WIND BRACE 2" x 2" EXTRUSION W/ 1 "x 2" EXTRUSION SAVE RAIL WIND BRACE CONNECTION DETAIL SCALE: 2" = 1' -0" NOTES:. 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels from host structure. CONNECTOR MAY BE (2) ANGLES, INTERNAL 'U` CHANNEL OR EXTERNAL 'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM (SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1 -1/2" INTERNALLY PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 2" = 1' -0" ALTERNATE: 1 "x2 ",1 "x3 "OR2 "x2" ATTACHED TO WALL WI #10 x 2" S.M.S. © 16" O.C, HOST STRUCTURE MASONRY OR FRAMED WALL (SELECT FASTENERS FROM SECTION 9 TABLES) PRIMARY OR MISC. FRAMING BEAM (SIZE PER TABLES) ANGLE OR RECEIVING CHANNEL m � m F 0 MI _ °w LL a CUT RECEIVING CHANNEL TO FIT BEAM AND BRACE ANGLE WIND BRACE (3) MIN. #10 x 1/2" S.M.S. OPTIONAL BRACE TELESCOPE ' MIN. 12" 12" MIN. 1 -3 4" x 2" x 1 -3/4" RECEIVING CHANNEL ATTACHED TO BEAM W/ (4) (TOTAL) #10 x 1/2" S.M.S. 2" x 2" EXTRUSION W/ 1" x 2" EXTRUSION OR 2" x 3" SPECIAL SECTION BRACE ATTACHED TO CHANNEL W/ (4) (TOTAL) #10 x 1/2" S.M.S. (2) TOP AND (2) BOTTOM SAVE RAIL TELESCOPING WIND BRACE CONNECTION DETAIL SCALE: 2° = 1' -0" NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panels from host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind bracing. 2. Cut brace parts with min. 12" lap of larger and smaller brace. 3. Cut receiving channel with angle. BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR TO CONCRETE WI (2) 1/4" x 2 -1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE CONNECTION: (1) 1 -3/4" x 1 -3/4" x 1 -3/4" x 1/8" INTERNAL U- CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8"x 2" LAG SCREWS OR TO CONCRE I b 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: 2" = 1, -0" SLOPED ROOF OR GABLED END ROOF 1" x 2" OR 2" x 2" ATTACHED TO WALL W/ #10 x 2" S.M.S. c@ 16 "0C. PRIMARY OR MISCELLANEOUS FRAMING BEAM (SIZE PER TABLES) UPLIFT / FORCE ON FASTENER ! HOST STRUCTURE TRUSS / RAI- I ER TAILS OR BARGE RAFTER (SELECT FASTENERS FROM SECTION 9) ANCHOR IN SHEAR ANCHOR IN LOAD TENSION OR TENSILE LOAD CALCULATE THE NUMBER OF SCREWS REQUIRED BY SOLVING THE FOLLOWING EQUATION: ROOF WIND LOAD" x BEAM SPACING x BEAM SPAN 1 2 ) _ # OF ANCHORS ANCHOR ALLOWABLE LOAD ` FIND ROOF WIND LOAD IN DESIGN SPECIFICATIONS ON PAGE 3 BEAM TO FASCIA CONNECTION DETAIL SCALE: 2" = 1' -0" J z 2 Z in U w O CO U) 0 w -� C D Z O w Z • UJ f/)0 2Q) Z_ J Q z 0 F- wn O w 0 O Z N H 0 03 < D a EE O.. O � LLLL (1) N- 0 O O N 2 I -- 12 -01 -2009 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, rn 0 n "/ Ci L9 JAN 2010 0 z 11 w SHEET OF 11 21 PANELS / ELEMENTS UNBRACED BY HOST STRUCTURE TO BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST STRUCTURE CONNECTION BEAMS AND / OR PURLINS A HOST STRUCTURE ELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING PATTERN, CORNER BRACES STILL REQUIRED CABLE OR K- BRACING (IN WALLS) EXAMPLE OF ALTERNATING BRACE POSITION TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR K- BRACING (IN WALLS) EACH DIAGONAL TO BE FASTENED EACH END W/ (2) EACH #10 S.M.S. (MIN.) ADDITIONAL ROOF BRACING IS REQUIRED FOR ALL SIDE WALLS LARGER THAN 4 PANELS. NUMBER OF PANELS SHOULD BE EVEN TO PERMIT POSITION OF BRACES ALTERNATING CABLE OR K BRACING (IN WALLS) 2 x 2 (MIN) ROOF DIAGONAL, MEET WALL AT WALL BRACING AT CORNERS (TYP.) (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 1/4" = 1' -0" HOST STRUCTURE TYPICAL LAYOUT BEAMS OR PURLINS Fz 0 cc oa <0 0 a) I- Q co WIND BRACING PATTERN TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4 SCALE: 1/8" = 1' -0" HOST STRUCTURE TYPICAL LAYOUT BEAMS OR PURLINS WIND BRACING PATTERN TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4 SCALE: 1/8" = 1' -0" CO Oo J <0 O }m F Q w Im CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA* 3132" 233 Sq. Ft. / PAIR OF CABLES 1/8" 445 Sq. Ft. / PAIR OF CABLES TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. Ft. SIDE WALL AREA © 50% ( 8' x 20') = 80 Sq. Ft TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES - 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE "' 3132" ONE PER 233 Sq. Ft. OF WALL 1/8" ONE PER 445 Sq. Ft. OF WALL " SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100% of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair af�that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. FL. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. le: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. 4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall be even and position shall be alternating. 5. Cables shall be snugged up tight only to not put strain on cables. (5) #10 S.M.S. (MIN.) 1/8" x 1 -1/2" x 8" FLAT BAR 0.125" PLATE OUT ON 45° ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION DO NOT OVER TIGHTEN CABLES SNUG UP ONLY STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 2" = 1' -0" 1" x 2" x 0.125" CLIP AND (4) #10 x 3/4" S.M.S. EACH SIDE FOR CABLES EITHER A OR B ALTERNATE: USE (1) 1/4" x 1 -1/4" FENDER WASHER EACH SIDE OF FRAME MEMBER MIN. (2) CLAMPS REQUIRED (TYP.) MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 2" = 1' -0" MIN. 3 -3/4" (4" NOMINAL) SLAB 3 -1/2" ASTM A -36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x 0.125" ANGLE S.S. CABLE @40° - 60° MAX. ANGLE W/ SLAB MIN. (2) 1/4" OR 5/16" x 1 -3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A -36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 SCALE: 2" = 1' -0" ANCHOR PER TABLE 9 -1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" CABLE FOR 3/32" CABLE 5/16" x 2" CONCRETE ANCHOR W/ CABLE THIMBLE AND WASHER SLAB FOR 1/8" CABLE SHALL HAVE A THICKENED EDGE TO ACHIEVE 5d MIN. AND A 3/8" x 2 " ANCHOR 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A SCALE: 2" = 1' -0" S.S. CABLE @ 40° TO 60° MAX. ANGLE TO SLAB CABLE CLAMP (SEE TABLE) NOTE: SEE GENERAL NOTES AND SPECS. FOR NUMBER OF CABLES REQUIRED 3 -1/2" ASTM A -36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x 0.125" ANGLE 2" x 2" x 0.125" ANGLE 2 -1/4" x 1 -1/2" CONCRETE ANCHORS (MIN.) ALTERNATE CLIP: 3" ASTM A -36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x 0.125" ANGLE DISTANCE FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B SCALE: 2" = 1' -0" SELECT ANCHOR FROM TABLE 9 -1, MIN. SHEAR 607# FOR 3/32" CABLE AND 594# FOR 1/8" CABLE, FOR 3/32" CABLE (1) 1/4" x 1 -1/2" CONCRETE ANCHOR (MIN.) @ 5d MIN. -J 0 F-. 2(8-9 Z � O W LU (J) D J W D Q 0OW p(- W--tO —Z ir0— mW Z W Z U Z 0 0 wW0 r- O 2O) I`a) O0 cD N N J ?� .� szt (D LL W d d✓ a) a) m W a) (3 C 2) H 2500 P.S.I. CONCREIt 6x6 -10x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 2" = 1' -0" SEAL SHEET OF 10 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, rn 0 ING GROUP 1 w z (9 z 12 w 21 0 DOUBLE COMPRESSION SLEEVES 3" ASTM A -36 STEEL CLIP WITH CONCRETE ANCHORS TO CONCRETE DECK 1/8" STAINLESS STEEL CABLE 40° TO 60° MAX. ANGLE TO SLAB K- BRACING General Notes and Specifications: 1) The following shall apply to the installation of K- BRACINGas additional bracing to diagonal wind bracing for pool enclosures: a) FRONT WALL K- BRACING - ONE SET FOR EACH 800 SF OF TOTAL WALL AREA TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 800 SF > 336 SF THUS ONE SET OF FRONT WALL K- BRACING IS REQUIRED. b) SIDE WALL K- BRACING - ONE SET FOR 233 SF TO 800 SF OF WALL. c) To calculate the required pair of k- bracing for free standing pool enclosures use 100% of each wall area & 50% of the area of one adjacent wall. NOTES: NOTE: 2500 P.S.I. CONCRETE 1. K- bracing shall be used for all wind zones of 120 MPH EXPOSURE "C" and higher, CLIP MAY ALSO BE MOUNTED TO SIDE 6 x 6 - 10 x 10 WELDED WIRE 2. Side walls do not require k- bracing until the side wall area is greater than 233 SF. OF SLAB. MAINTAIN 2" EDGE DISTANCE MESH OR FIBER MESH 3. Standard rounding off rules apply. ie: if the number of k- bracing sets calculated is less than 1.5 CONCRETE sets use one set of k- braces; if the number of k- braces calculated is 1.5 sets or greater use 2 sets of k- bracing. ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2D SCALE: 2" = 1 -0" CHAIR RAIL SAVE RAIL 4" x 4" x 0.062" PLATE 2" x 2" x 0.044" BRACE reP 1/4" x 1 -1/4" EMBEDMENT EXPANSION BOLT @ 24" O.C. 1 x 2 SOLE PLATE SEE TABLE 1.8 FOR REQUIRED QUANTITY OF #10 x 3/4" S.M.S. K- BRACING CONNECTION DETAILS NOTES: SCALE: 2" = 1' -0" 1. Can trim plate this area. 2. Alternate connections use 'H' bar cut to fit connections. SAVE RAIL (4) #10 x 1/4" S.M.S. OR TEK FASTENER TYP. OF CLIP OR FRAME CONNECTION 2" x 2" x 0.044" BRACE (TYP.) 1/8" x 2" x 1 -3/4" x 2" INTERIOR U -CLIP OF EITHER EXTRUDED 6063 -T6 ALLOY OR BREAK FORMED 5052 -H -32 ALLOY W/ (4) #10 SCREWS INTO FRAMING & (4) TOTAL INTO BRACING CHAIR RAIL 1/4" CONCRETE FASTENER W/ 1 -1/4" MIN. EMBEDMENT@ CLIP CONNECTION AND 24" O.C. 1 x 2 SOLE PLATE TELSCOPING BRACE SYSTEM ALTERNATE K- BRACING CONNECTION DETAILS SCALE: 2" = 1' -0" NOTE: Alternate connections use 'H' bar cut to fit connections. PURLINS ANCHORED W/ CLIPS OR #10 SCREWS THROUGH PURLINS INTO SCREW BOSSES SAVE RAILS SHALL BE STITCHED W/ #10 x 1 -1/2" SMS @ 6" FROM EACH END AND 24" OC MAX. FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2 -1/4" CONCRETE / MASONRY ANCHORS @ PRIMARY & SECONDARY ANGLES OR @ 6" FROM EACH POST AND 24" O.C. MAX. AND WALLS MIN. 1" FROM EDGE OF CONCRETE PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXTERNAL 'L' CLIP OR 'U' CHANNEL W/ MIN. (4) #10 S.M.S. PURLIN, GIRT, OR CHAIR RAIL POST PER TABLE 1.3 SERIES GIRTS ANCHORED W/ CLIPS OR THROUGH #10 SCREWS INTO SCREW BOSSES 1 "x 2" OR 1 "x 3" PURLIN & CHAIR RAIL DETAIL SCALE: 2" = 1' -0" SNAP OR SELF MATING BEAM / ONLY SCREW BOSSES \ SNAP OR SELF MATING BEAMS ONLY O FOR WALLS LESS THAN 6' -8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1 -3/4" x 4" STRAP AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 2" = 1' -0" 12 -01 -2009 BE VALID FOR P GINEERING T Cr, OD al co 0 *. C aF y 5 ci 0 M z � rri3 d LE' C tkPE F Q z o o0 m o- � LL Qw '°¢ So Q Z O C7 Z H Q O W Z O w � W j C? O N • Z )0 i W 0Z D Z m W Z U Z 2 �_wi ixwo O O w 0) O N SHEET OF E WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. F- F- 0 I- a z_ 0 w 0 x z NOT TO BE REPRODUCED SCR5.. OR THRU -BOLTS (SEE SECTION 9) 1 x 2" EXTRUSION ANCHOR TO CONCRETE W/ CON Cqt ANCHORS WITHIN 6" 0" EACH SIDE OF EACH POS AND @ 24" O.C. MAX. SELECT eONCRETEANCHORS FROM SECTION 9 2" x 2" x 0.063" ANGLE SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE POST SIZE 2" x _ SEE 1.3 SERIES TABL MIN. 3-1/2" S CONCRETE WELDED WIRE FIBER MESH CO 0 P.S.I. 6- 10x 10 ESH OR CREIt SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 2" =1' -0" MIN. 3 -1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCREI Iz ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS OST SIZE 2" x . SEE 1.3 SERIES TABLES 1 "x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THRU PRIMARY ANGLE AND @ 24" O.C. MAX SELECT CONCRETE ANCHORS FROM TABLE 9.1 SIDE WALL ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 2" = 1' -0" FOR WOOD DECKS (MIN. 2" NOMINAL THICKNESS ) USE WOOD FASTENERS WI THESE DETAILS 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS OR THRU PRIMARY POST SIZE 2" x - ANGLE 6" MAX. EACH SIDE OF SEE 1.3 SERIES TABLES EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 2" = 1' -0" 1" x 2" EXTRUSION ANCHOR TO CONC. WI CONC. ANCH. 6" MAX. EA. SIDE OF EA POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3 -1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. 1/8" x 2" x 1 -3/4" INTERIOR U -CLIP OF EITHER 6005 T -5 ALLOY OR BREAK FORMED 5052 H -32 OR 34 ALLOY 2 -3/8" BRICK PAVERS THIN SET BETWEEN CONCRETE AND PAVERS ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT CONCRE I b ANCHOR (SEE SCHEDULE THIS PAGE) 2500 P.S.I. CONCRETE NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION 2" x 2", 2" x 3" OR 2 "x4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1 -1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM TABLE 9.1 SIDE WALL HOLLOW POST TO BASE DETAIL SCALE: 2" =1' -0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacing x the screen load of 7#/ Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OFT USE: 1/2 x 17' -11" x 7' x 10# / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. 4. For attachment to wood deck (min. 2" nominal thickness) use wood anchors with details shown above (min. 1 -3/8" embedment). PRIMARY 2" x 2" ANGLE (SEE SECTION 9) CONCRE1 E ANCHOR THRU PRIMARY ANGLE 1" x 2" BASE PLATE (TYP.) 'd' VARIES \ (4" SHOWN) ® ®1° 2" (MIN.) / SIDE VIEW YI:1 MAIM YY\YYYi =1YY \•YYI \1YYYYY�F YMMG..YM IYI rr� YYYY• I 777777_ SCREEN PRIMARY 2" x 2" x 0.063" ANGLE EACH SIDE #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE THIS PAGE) 1" x 2" O.B. BASE PLATE (TYP.) 5d' MINIMUM EDGE DISTANCE FROM ANCHOR TO OUTSIDE EDGE OF SLAB BOLT 0 ' 5d DISTANCE 114" 1 -114" 3/8' 1 -7/6" GRADE 1 -1/4" (MIN.) CONCRETE ANCHOR EMBEDMENT (MIN.) 5d TYPICAL SELF MATING OR SNAP SECTION (2) #10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHORS @ 24" O.C. ALL CONCRETE ANCHOR'- II��-1 BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT 2 -3/8" BRICK PAVER tr iswiteir 6" (MAX.) MAX. SPACING 24" O.C. THIN SET BETWEEN FOR BOTH SIDES CONCRETE LAYERS 1 -1/4" (MIN.) CONCRE I E 2500 P.S.I. CONCRETE FRONT VIEW ANCHOR EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAILS SCALE: 2" = 1' -0' NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 1/8" X 2" X 1 -3/4" X 2" INTERIOR U -CLIP OF EITHER EXTRUDED 6005 T -5 ALLOY OR BREAK FORMED 6063 T -6 OR 5052 H -32 OR 34 ALLOY 2 -3/8" BRICK PAVERS THIN SET BETWEEN CONCRETE AND PAVERS CONCRETE ANCHOR (SEE SCHEDULE THIS PAGE) 2500 P.S.I. CONCRETE NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION 1/8" X 2" X 1 -3/4" X 2" INTERIOR U -CLIP OF EITHER EXTRUDED 6005 T -5 ALLOY OR BREAK FORMED 6063 T -6 OR 5052 H -32 OR34 ALLOY 1" x 2" BASE PLATE (TYP.) ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT CONCRE I E ANCHORS @ 24" O.C. PREDRILL PILOT HOLE SCREEN ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE THIS PAGE) 2" (MIN.) SIDE VIEW Y Y NM MI Mai Or YY \Y YYY 0.1=ar: YfIYY YYYYY'� !77777 IMPYYNN-MO t.YYY1MY11101 Y_ \YYYYY_ - YYYYYYY MMWYYrYI�� OMR__MYYMA 5d" MINIMUM EDGE DISTANCE FROM ANCHOR TO OUTSIDE EDGE OF SLAB BOLT 0 5d DISTANCE 1/4" 1 -1/4' 5/16' 1 -5/8' MAX GRADE 1 -1/4" (MIN.) CONCRETE ANCHOR EMBEDMENT (MIN.) 5d TYPICAL SELF MATING OR SNAP SECTION #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE THIS PAGE) MEM it Norammistr 2 -3/8" BRICK PAVERS 1/2" (MAX.) TYPES MORTER BETWEEN CONCRETE LAYERS 2500 P.S.I. CONCRETE -I FRONT VIEW 6" (MAX.) MAX 5d' MINIMUM EDGE DISTANCE FROM ANCHOR TO OUTSIDE EDGE OF SLAB BOLT 0 ' 5d DISTANCE 1/4" 1 -114' 5/16' _ 1 -5/8 "MAX. 1 -1/4" MIN. SPACING 24" O.C. FOR BOTH SIDES 1 -114" (MIN.) CONCREI E ANCHOR EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAILS SCALE: 2" = 1' -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. SCREEN 1 "x 2" O.B. BASE PLATE (TYP.) SECONDARY 2" x (D - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN WI #10 S.M.S. (SEE SCHEDULE THIS PAGE) CONCRETE ANCHOR (SEE SCHEDULETHIS PAGE) NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES r� 7 VARIES 1 4' SHOWN 2" (MIN.) (MIN.) SIDE VIEW 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE) 5d' MINIMUM EDGE DISTANCE FROM ANCHOR TO OUTSIDE EDGE OF SLAB BOLT 0 "5d DISTANCE 4d 1/4' 1 -1/4" 3/8' 1 -7/8" 1 -1/2" GRADE 1 -1/4" MIN. CONCRE I t ANCHOR EMBEDMENT 2500 P.S.I. CONCRETE OR ALTERNATE 2" x _ WOOD DECK TYPICAL S.M. OR SNAP SECTION COLUMN #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE THIS PAGE) PRIMARY 2" x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 2500 P.S.I. CONCRETE 1 -1/4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 2" = 1' -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. CONCRETE DECK EDGE 2" x 2" PRIMARY ANGLE VARIES 5d (MIN.)' 2 -112" (MIN.) 1" x 2" 0.B. BASE PLATE (TYP.) #10 x 3/4" S.M.S. (TYP.) 2 " x S.M.B. COLUMN MIN. EDGE DISTANCE & O.C. ANCHOR SPACING ANCHOR ALUM. WOOD CONC. 114" 2 -1/2d 4d 5d 1/4' 5/8" 1" 1 -1/4" 5/16' 25/32' 1 -114" 1.9/16" 3/8" 15/16" 1 -1/2" 1 -7/8" DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN ABSOLUTE MINIMUM EDGE OF CONCRETE TO C.O. FASTENER= 5d SECONDARY 2" x 2" x 0.063" ANGLE (SEE SECONDARY ANGLE ANCHOR SCHEDULE AND TABLE 9.1) CONCRETE ANCHORS INTO PRIMARY AND SECONDARY ANGLES S.M.S. STITCHING SCREWS @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) TOP VIEW POST TO DECK DETAIL SCALE: 2" = 1' -0" Primary and Secondary Anchor Schedule Column Size Secondary Angle Maximum Number and Spacing Anchors Angle Length "L" Number of Anchors 114" 5116" 316" 1 /4" 5116" 3/8" # "A" "B" "C" # "A" "B" "C" # "A" "B" "C" 2 x 4 2" 4 4 4 4 1' 1" 1" 4 1" 1" 1' 4 1" 1" 1" 2x5 3' 4 4 4 4 1' 1 -1/2" - 4 1' 1 -1/2" - 4 1° 1 -1/2" - 2x6 4" 4 4 4 4 1' Y - 4 1' 2' - 4 1" 2' - 2x7 5' 6 4 4 6 1" 5/8" 1 -7/8" 4 1' 2 -1/2" - 4 1' 2.1/2' - 2 x 8 6' 6 4 4 6 1' 5/8" 2 -3/8" 4 1" 3' - 4 1' 3' - 2 x 9 7" 6 6 4 8 1" 5/8" 2 -7/8' 6 1" 13/16" 2 -7 /8" 4 1" 3-1/2" - 2x10 8" 8 6 6 8 1" 5/8" 2" 6 1" 13/16" 3 -3/16' 6 1" _3/4' 3-1/4' Example: Calculate the number o anchors required: 1.5 x beam span / 2 x beam spacing x roo wind pressure (PSF) = total # 41.5 x 30'/2 x 6' x 10 PSF = = 13504 and 1/4"x 1/4' Tapcon in tension @ 5d =427#/ ea. (see table 9.1) then 1350# 1427 #1 ea. = 3.16 ea. use (3) ea., secondary angle not required Actual Edge Distance Example: 0 From edge of concrete to fastener = 2" I dia. of 0.25" = 8d Note: For attachment to wood deck substitute wood fasteners for concrete fasteners & calculate the required number of fasteners using tables CC from Table 9.2 12 -01 -2009 BE VALID FOR PE D FOR ENGINEERING T J z Q z U w 0 fn w I- 0 I: I- CO Z 0 1-- wQ • w O rn U O UrN Z 5 CD -Z 5 W m 0 w' 0_ O 0 J w� ti O) O O O O N ly 2 HH NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNET' ,fHEET 14 OF 21 RING GROUP 19 38" x 2" x 1 -3/4" x 2" INTERIOR U -CLIP OF EITHER EXTRUDED 6005 T -5 ALLOY OR BREAK FORMED 6063 T -6 RO 5052 H -32 OR 34 ALLOY CONCRETE DECK EDGE VARIES 5d (MIN.)' 5d TYP 1" x 2" O.B. BASE PLATE (TYP.) 2 " x S.M.B. COLUMN DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN Edge Distance BOLT 0 Metal 2 -1/2d Concrete 5d 1/4" 5/8" 1 -1/4" 5/16' 13/16- 1 -9/16" 3/8" 15/16' 1 -716" WALL SCREWS #10 x 3/4" S.M.S. (rep.) (SEE PRIMARY AND SECONDARY ANCHOR SCHEDULE PREVIOUS PAGE) S.M.S. STITCHING SCREWS @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) TOP VIEW POST TI-IRI I PAVER DFTAII SCALE: 2" = 1-0" EXAMPLE OF NUMBER OF SRCREWS REQUIRED: ANCHOR LOAD = BEAM / UPRIGHT SPACING x BEAM SPAN / 2 x 10 PSF' = P 1. CONCRETE ANCHORS: ANCHORS ARE IN TENSILE OR TENSION LOAD P / ALLOWABLE LOAD FROM TABLE 9.1 = TOTAL NUMBER OF ANCHORS 2. UPRIGHT WALL ANCHORS: ANCHORS ARE IN SHEAR & THROUGH BOLTS ARE IN DOUBLE SHEAR P / ALLOWABE LOAD FROM TABLE 9.4 = TOTAL NUMBER OF ANCHORS SEE PAGE 3 FOR ROOF WIND LOAD ALUMINUM FRAME SCREEN WALL ANCHOR ALUMINUM FRAME TO WALL OR SLAB W/ 1/4" x 2 -1/4" MASONRY ANCHOR W/ IN 6" OF POST AND @ 24" O.C. MAXIMUM (1) #5 0 BAR CONTINUOUS CONCRETE ANCHORS SHALL EMBED INTO CONC. THROUGH CAP BLOCK OR BRICK 1 -1/2" MIN. Knee Wall Table h W N x #3 #4 32" 12" 3 2 10-0" 40" 12" 3 2 8' -0" 48' 18" N/A 3 6' -0" 56" 18" N/A 3 4' -0' 64" 24' N/A 3 2'-8" 72" 30" N/A 4 1' -8" CONCRETE CAP BLOCK OR BRICK (OPTIONAL) 8" x 8" x 16" BLOCK WALL (MAX. 32 ") (1) #4 BAR @ CORNERS AND "x" O.C. FILL CELLS AND KNOCK OUT BLOCK TOP COURSE W/ 2500 PSI PEA ROCK CONCRETE DECK OR GROUND LEVEL RIBBON FOOTING OR MONOLITHIC IF MONOLITHIC SLAB IS USED (SEE NOTES OF DETAILS THIS PAGE) ( "N ") #5 0 BARS MIN. 2 -1/2" OFF GROUND KNEE WALL FOOT NG FOR SCREENED ENCLOSURES SCALE: 1/2" = 1' -0" ALUMINUM STRUCTURE (16' MAX. HEIGHT SIDE WALL ONLY) FOOTING 2500 PSI CONCRETE W/ (1) #50 OR (2) #30 CONT. BARS MIN. 2 -1/2" OFF GROUND RIBBON FOOTING - TYPE 1 SCALE: 1/2" =1' -0" OPTIONAL BRICK PAVERS ALUMINUM STRUCTURE (ALL FRONT WALLS) FOOTING 2500 PSI CONCRETE W/ (n1) #30 OR (n2) #50 BARS CONTINUOUS BARS MIN. 2 -1/2" OFF GROUND RIBBON FOOTING - TYPE 2 SCALE: 1/2" = 1' -0" Allowable Beam Span for Wind Zone & Exposure Category Ribbon Footing Data 100 -125 MPH 126 -134 MPH 135 -144 MPH 145 -150 MPH Areas sq. in. Number of Bars Depth x ni" n2" B CB CB CB C Footing Steel #3■ #50 8" 8" 2 1. 15.4' 12.8' 15.4' 11.0 12.8' 9.5' 11.0 8.5' 64 0.12 2 1 12" 8" 2 1 23.0' 19.2' 23.0' 16.5' 19.2' 14.4' 16.5' 12.8' 72 0.13 2 1 8" 12" 2 1 23.0' 19.2' 23.0' 16.5' 19.2' 14.4' 16.5 12.8' 72 0.13 2 1 12" 12" 3 2 24.0' 20.0' 24.0' 17.1' 17.1' 15.0' 17.1' 13.3' 144 0.26 3 2 12" 16" 3 2 36.0' 26.6' 31.9' 21.9' 25.6' 192 21.9' 17.1' 192 0.35 4 2 12" 18" 3 2 37.9' 30.0' 36.0' 25.7' 30.0 22.5' 25.7' 20.0' 216 0.39 4 2 12" 24" 4 3 48.0' 40.0' 48.0' 34.3' 40.5' 30.0' 34.3' 26.7' 288 0.52 - 2 12" 30" 4 3 57.6' 48.0 57.6' 41.1' 48.0' 36,0' 41.1' 32.0' 360 0.65 - 3 12" 36" 5 4 69.1' 57.6' 69.1' 49.4' 57.6' 43.2' 49.4' 38.4' 432 0.78 - 3 Nominal 4" Slab 100 -125 MPH 126 -134 MPH 135 -144 MPH 145 -150 MPH Depth B C B C B C B C 3 -1/2" 50.4' 42.0' 50.4' 36.0' 42.0' 31.5' 36.0' 28.0' "n1 = number of #30 bars @ 0.11 sq. in. grade 60 steel "n2 = number of #50 bars @ 0.31 sq. in grade 60 steel UPRIGHT SIZE VARIES (2 "x6 "SHOWN) SLOPE OF GRADE MUST BE FLAT FOR AT LEAST 2' FROM OUTER SURFACEOF FOOTING GRADE MAX. DIFFERENCE ± 8" 'H1 =H2 =24 "MAX. SEE POST TO DECK DETAILS ON PREVIOUS PAGES #30 BARS HORIZONTALLY CONTINUOUS @ 12" O.C. MAX. #30 BARS VERTICALLY CAGE STEEL @ 12" O.C. MAX. 2" MIN. TO 2 -1/2" MAX. COVER (TYP. ALL AROUND) 12" MIN. TO 18" MAX. RETAINING WALL FOOTING - DETAIL 1 SCALE: 1/2" =1' -0" SEE POST TO DECK DETAILS ON PREVIOUS PAGES UPRIGHT SIZE VARIES ( 2" x 6" SHOWN) 24" MAX. #30 BARS HORIZONTALLY CONTINUOUS @ 12" O.C. MAX. BEND (1) #30 BAR INTO 32" OF SLAB @ 24" O.C. #30 BARS VERTICALLY CAGE STEEL @ 12" 0.C. MAX. 2" MIN. TO 2 -1/2" MAX. COVER (TYP. ALL AROUND) RETAINING WALL TO FOOTING - DETAIL 2 SCALE: 1/2" = 1' -0" 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4" x 1 -3/4" CONCRETE ANCHOR TO SLAB OR FOOTING ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (3) #30 BARS OR (1) #50 BAR W/ 2 -1/2" COVER (TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2" = 1' -0" (2) #3 BAR CONT. OR 1" PER FT. MAX. FOR (1 ` #5 BAR CONT. 3-`I %Lc (A Y P` 2' -0" MIN. ALL BS I� BEFORE SLOPE 8 -..gIIIOII V TYPE I FLAT SLOPE / NO FOOTING 0 -2" / 12" Notes for all foundation types: 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Beating capacity of soil shall be verified prior to placing slab by field soil test (soil penetrometer) or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots and compacted prior to placement of concrete. 3. No footing is required except when addressing erosion until the slab width in the direction of the primary beams exceeds the span per table on to the left, then a type II slab is required under the load bearing wall only unless the side wall exceeds maximum height of tables in which case a type II footing is required. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh; FibermeshO Mesh, InForce"" ear. (Formerly Fibermesh MD) per manufacturer's specification may be used in lieu of wire mesh. All slabs / footings shall be allowed to cure for 7 days before installing anchors. 5. If local codes require a minimum footing use Type II footing or footing section required by local code. Local codes govern. (1) #5 BAR CONT. (3) #3 BAR CONT. OR 4 8" 1' TYPE II TYPE III MODERATE BACK SLOPE FOOTING STEEP SLOPE FOOTING 2" / 12" -1'-4" > 1'-4" SLAB- FOOTING DETAILS SCALE: 1/2" = 1' -0" NEW SLAB .,i 12" 4 "- MIN. (1) #30 BAR CONTINUOUS EXISTING SLAB #30 RE -BAR DRILLED AND EPDXY SET A MIN. 4" INTO EXISTING SLAB AND A MIN. 4" INTO NEW SLAB 6" FROM EACH END AND 48" O.C. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE: 3/4" = 1' -0" 0 5) CC 12 -01 -2009 OF 15 21 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. © BENNETT ENGINEERING GROUP 2.00" A = 0.434 in.' 0.040 " - - I o Ix = 0.234 csi Sx = 0.240 in? 6005 - T5 2" x 2" x 0.040" HOLLOW SECTION SCALE 2" = 1' -0" 0.045 A = 0.538 in.' Ix = 0.642 in.' 0.428 in? 6005 - T5 2" x 3" x 0.045" HOLLOW SECTION SCALE 2" = 1' -0" A = 0.768 in? Ix = 0.530 in." Sx = 0.585 in' 6005 - T5 2" x 3" x 0.060" HOLLOW SECTION SCALE 2" =1-0" 13.050 2.00" A = 0.697in.' Ix = 1.428 in.' Sx = 0.714 in.' 6005 - T5 2" x 4" x 0.050' HOLLOW SECTION SCALE 2" = 1' -0" A = 0.552 in.' Ix = 0.342 in' Sx = 0.342 in? 6005 - T5 3" x 2" x 0.045" HOLLOW SECTION SCALE 2" = 1' -0" 0.046" A = 0.776 in? Ix= 1.953 in. ' Sx = 0.977 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 4" x 0.046" x 0.100" SELF MATING SECTION SCALE 2" = 1' -0" 0.050" A = 0.964 in.' Ix = 3.688 in. ' Sx = 1.475 in? 6005 - T5 STITCH W (1) #10x314" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.050" x 0.096" SELF MATING SECTION SCALE 2" =1'-0" 0.050" 2.00" A = 1.098 in.' Ix = 5.938 in. ` Sx = 1.979 in.' 6005 - T5 STITCH W/ (1) #10x314" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 6" x 0.050" x 0.120" SELF MATING SECTION SCALE 2" = 1' -0" 0.060" A= 1.277in? Ix= 8.873 in. ' Sx= 2.534in' 6005 - T5 STITCH W/ (1) #10x3!4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 7" x 0.060" x 0.120" SELF MATING SECTION SCALE 2" = 1'-0" 0.072" A = 1.855 in? Ix = 16.622 in.' Sx = 4.156 in? 6005 - T5 STITCH W/ (1) #10x3 /4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 8" x 0.072" x 0.112" SELF MATING SECTION SCALE 2" = 0.072" A= 1.999 in.' Ix = 22.116 in" Sx = 4.915 in.' 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.072" x 0.112" SELF MATING SECTION SCALE 2" = 1' -0" 0.082" A = 2.398 in? Ix = 27.223 in.` Sx = 6.050 in' 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 9" x 0.082" x 0.153" SELF MATING SECTION SCALE 2" = 1' -0" * 2.00" 0.090" -r O A = 3.023 in.' Ix = 42.466 in Sx = 8.493 in? 6005 - T5 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.092" x 0.187" SELF MATING SECTION SCALE 2" =1-0" < -J Q 2 a Z o 0 W Z Q W�(/) 0 0 W O J U W 3 Z UW Z U U D U) 0 0 Z J O Q CO Z 0 LLI H W 0 O N Z ' �)- 5 Z m W O E OD J U) LL ti O O O O N N }- st in co CO m It CO a n J W M LL W 0 & m EL 2 m LL m 0) o m n a N 2 in n n Ill conm g .6 `m w rt SHEET 12 -01 -2009 OF 16 21 0 Table 1.1 120 Allowable Beam Spans 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T -5 For 120 M.P.H. Wind Zones, Exposure "B" and Latitudes Below 30'30' -00" North (Jacksonville, FL) Uniform Load = 4 # /SF a Point Load of 300 i#SF over (1) linear ft is also considered Hollow Sections Tributary Load Width 'W'= Beam Spacing 3' -0" 4' -0" I 5• -0" 6' -0" 7' -0" I 8' -0" 9' -0" Allowable Span 12 I Point Load (P) or Uniform Load (U) bending (b) deflection jd) Pd 2" x 2" x 0.044" 5' -9' Pd 5' -9' Pd 5 -9' Pd 5' -9" Pd 5' -9' Pd 5' -9" Pd 5' -9' 3" x 2" x 0.045" 6' -11' Pd 6' -11' Pd 6' -11" Pd 6' -11' Pd 6' -11' Pd 6' -11" Pd 6' -11" Pd 2" x 3" x 0.045" 9' -6' Pd 9'-6" Pd 9' -0" Pd 9' -6" Pd 9' -6' Pd 9' -6' Pd _ 9' -6" Pd 2" x 3" x 0 -060" 11' -1" Pd 11' -1' Pd 11' -1" Pd 11' -1" Pd 11' -1" Pd 11' -1" Pd 11• -i" Pd 2" x 4" x 0.050" 14' -2' Pd pd 14' -2" Pd 14' -2" Pd 14 -7 Pd 14 -2" Pd 14 -7 Pd 13' -8" Ub 2" x 5" x 0 -062" 20'-6' b 16' -7" 20' -6' Pd 20' -6" Pd 20'4' Ud 19'4' Ud 18 ' -6' Ud 17-9" 1 Ud Self Mating Sections Tributary Load Width 'W' = Beam Spacing 3' -0" 4' -0" I 5 -0" 6' -0" I 7' -0" 8' -0" 9' -0" Allowable Span 'L' / Point Load (Plot Uniform Load (U),_bending (b) deflection Id) Ud 2" x 4" x 0.046" x 0 -100" 16' -7' Pd 15 -T Pd 15 -T Pd 16' -7' Pd 15, 7" Pd 15 -0" Ud 15' -5' 2" x 5' x 0.050" x 0.096" 22'-9' Pd 22' -9' Pd 22' -9' Pd 21' -10" Ud 20• -8' Ud 19' -10' Ud 19' -1" Ud x 6" x 0.050" x 0.120" 28• -10' Pd 28' -10" Pd 27' -2' Ud 25-6' Ud 24 -3" Ud 23• -2' Ud 27 -3" Ub A2" 2" x 7" x 0.060" x 0.120" 35 -3" Pd 33' -5' Ud 30' -1 i' Ud 29' -2" Ud 27` -9" Ud 26` -6" Ud 24' -11" Ub 2" x 8" x 0.072" x 0.224" 45'4' Ud 41' -3" Ud 38' -3" Ud 36' -0' Ud 34' -2" Ud 32' -9' Ud 31' -5' Ud 2" x 9" x 0.072" x 0.224" 49' -11" Ud 45'4' Ud 47 -1' Ud 39' -7' Ud 3T -7" Ud 35• -11" Ud 34-7" Ud 2" x 9" x 0.082" x 0.306" 53' -6' Ud 48' -7" Ud 45 -1' Ud 47 -5" Ud 40'4" Ud 38' -T Ud 37' -1" Ud " 6.3 2 "x10 "x0.092 x 74 5T4' Ld 56'4 " Ud 52'4° U d 49' -3' Ud 6 a • -s" Ud aa• -s " Ud 4 2' -11" Ud Note: 1. Thicknesses shown are "nominal' industry standard tolerances. No wall thickness shall be less than 0.040'. 2. The structures designed using this section shall be limited b a maximum combined span and upright height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright 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. Tables are based on a maximum wall height of 16' including a 4' max mansard or gable. 6. Spans may be interpolated. 7. To convert spans to "C' and 'D" exposure categories see exposure multipliers and example on Table 1B Page 3. Table 1.2 120 Allowable Purlin Spans 6005 TCI Town & Country Industries, Inc. Aluminum Alloy 6005 T -5 For 120 M.P.H. Wind Zones, Exposure "B" and Latitudes Below 30'- 30' -00" North (Jacksonville, FL) Uniform Load = 4 if/SF, a Point Load of 300 #1SF over (1) linear fr. is also considered A. Sections Fastened To Beams With Clips Tributary Load Width 'W = Purlin Spacing 3' -6" 4' -0" I 4' -6" 5-0" ( 5'-6" I 6' -0" I 6'-6" Allowable Span 'L' I Point Load (P) or Uniform Load (U) bending (b) deflection (d) Pd Hollow Sections 2 "x2 "x0.044" 3 "x2 "x0:045" Pd 5 -9" Pd 5,-9" Pd 5, -9" Pd 5,_9" Pd 5' 9" Pd 5 -9' 6' -11' Pd 6' -11" Pd 6' -11' Pd 6' -11" Pd 6' -11' Pd 6' -11' Pd 6' -11" Pd 2" x 3 "x 0.045" 2 "x3 "x0.060" 2 "x4 "x0.050" Pd 9' -6" Pd 9,-6" Pd Pd 9,_6" Pd 9,_6' Pd Pd 11' -1" Pd 11'4" Pd 11' -1' Pd 11• -1" Pd 11' -1' Pd 11' -1' Pd 11' -1" Pd 14' -2" Pd 14 -2' Pd 14' -2' Pd 14' -2" Pd 14' -2" Pd 14' -2" Pd 14' -2" Pd 2" x 5" x 0.062" B. Sections Fastened Through Beam Webs Into Screw Bosses Tributary Load Width W = Puriin Spacing 3, -6" 4,,-0" ( 4,-6" 5• -0" 5' -6" ) 6' -0" 6, -8" Allowable Span 'L' / Point Load (P or Uniform Load (U) bending (b) deflection (d) Pb 20' -6" Pd 20' -6' Pd 20' -6" Pd 20• -6' _ Hollow Sections 2 "x2 "x0.044" 3 "x2 "x0.045" Pd 20'-6" Pd 20'4' Ud 19' -B' Ud 7' -3' Pb T -3" Pb 7-3' Pb 7 -3' Pb 7 -3' Pb 7 -3" Pb 7 -3" Pb 9' -Y Pb Pb 9' -2" Pb Pb 9,_2" Pb 9' -Y Pb 2 "x3 "x0.045" 13' -6" Pb 13' -6' Pb 13'-6' Pb 13' -6' Pb 13• -6" Pb 13' -6" Pb 13' -6' Pb 2 "x3 "x0.060" 2 "x4 "x0.050" 16' -7" Pd 16' -7' Pd 16' -7' Pd 16' -7' Pd 16' -7' Pd 16'-7" Pd Pd 21' -2' Pd 21' -2' Pd 21' -2" Pd 21' -2' Pd 21• -2' Pd 20' -3" Ub 10 -11" Ub 2" x 5" x 0 -062" 30'-9" Pd 30' -5" Ub 28' -T Ub 26' -11" Ub 25' -7" Ub 24'-5" Ub 23' -0" Ub Note: 1. Thicknesses shown are - nomina " industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Span is measured from center of beam and upright connection to fascia or wall connection. 3- Tables are based on a maximum wall height of 16' including a 4' max mansard or gable. 4. Spans may be interpolated. 5. 2" z 4' & 2" x 5" Hollow Girls shall be connected w/ an intemal or external 1 -1/2" x 1-1/2' x 0.044" angle. 6. To convert spans to "C' and "D" exposure categories see exposure multipliers and example on Table 1B Page 3. CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS. Table 1.3120 Allowable Post / Upright Heights 6005 TCI Town & Country Industries, inc. Aluminum Alloy 6005 T -5 For 3 second wind gust at a velocity of 125 MPH, Exposure "B" or an applied load of 15 4/sq. ft. Hollow Sections Tributary Load Width 'W' = Upright Spacin 3'-0" 4'-0' 5' -0" 6' -0" F 7' -0" 8'_0" 9' -0" Allowable Height "H" / bending (b), deflection (d) 2" x 2" x 0.044" 7 -1^ d 6' -5' d 5 -11' d 5' -8" d 5-4' d 5' -1' d 4' -ti" d 3" x 2" x 0.045" 7 -11" d 7' -3" d 7 -5' d 6' -9' d 6' -Y d 5,9' b 5' -5 h 2" x 3" x 0.045" 9' -10' d 8' -11" d 9' -0" d 8' -3' d T -7" d 7 -2" d 6' -9" b 2" x 3" x 0.060" 10' -11" d 9' -11" d 15 -3' d 9' -5" d 8' -8' d 8' -2' d 7 -8' d 2" x 4" x 0.050" 12' -11" d 11' -8' d 11'-8' d 10' -8" d 9' -10" d 9' -3' b 8' -8' b 2" x 5" x 0.062" 16'-6' d 14• -11" d 14' -5' d 13' -1" b 17 -1' b 11' -3" b 10' -T b Self Mating Sections Tributary Load Width •W = Upright Spacing 3'-0" I 4' -0" 5'-0" 6' -0" j 7.0" 8' -0" 9'-0" Allowable Height "H" I bending (b), deflection (d) 2" x 4" x 0 -046" x 0.100" 14.4' d 12' -11' d 12' -1" d 10' -11' b, 10' -2" b 9' -6" b 8' -11" b T' x 5" x 0.050" x 0.096" 17 -8' d 16' -1' d 14' -8' b 13'4" b 174" b 11'-6" b 10' -10" b 2" x 6" x 0.050" x 0.120" 20' -9' d 18' -3" b 16'-3' b 14' -10" b 13' -8' b 17 -9" b 17 -0' b 2" x 7' x 0.057" x 0.135" 23• -7' b 20' -5' b 18' -2' b 16' -7" b 15'4' b 14'4' b 13' -6" b 2" x B" x 0.072" x 0.224" 29' -2' d 26'-6" d 24' -8" d 23' -2" d 21' -11' b 20• -5" b 19' -3' b 2" x 9" x 0.072" x 0.224" 37 -1' d 29' -2" d 2T -1" d 25 -2" 6 23' -3' b 21' -9" b 20'-6' b 2" x 9" x 0.082" x 0.206" 34' -5' d 31' -3' d 29' -0' d 274' d 25' -11' d 24' -9" b 224" b 2" x 10" x 0.092" x 0.374" 39' -11" d 36'3" d 33• -8' d 31' -8" d 30• -1' d 28' -9" d 27 -8" d Note: 1. Thicknesses shown are "nominal' industry standard tolerances. No wall thickness shall be less than 0.040 ". 2. Using screen panel width ' select uptight length 'Id'. 3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 30' in mean roof height 5. Height is to be measured from center of beam and upright connection to fascia or wail connection. 6. Chair rails of 2" x 2" x 0.044' min. and set © 36" in height am designed to be residential guardrails provided they are attached with min. (3) #10 x 1 -1/2" S.M.S. into the screw bosses and do not exceed 6' -0' in span. 7. Max beam size for 2' x 5" is 2" x 7" x 0.055 x 0.120' 8. Spans may be interpolated. 9. To convert spans to 'C" and "D" exposure categories see exposure multipliers and example on Table 1B Page 3. Table 1.4120 Allowable Post I Girt I Chair Rail I Header Spans & Upright Heights 6005 TCi Town & Country Industries, Inc. Aluminum Alloy 6005 T -5 For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 154 I sq. ft. A seraimns As Horizontals Fastened To Posts With Clips _. Hollow Sections Tributary Load Width W = Member Spacing 3' -6" 4' -0" 4'-6" 5' -0" 5' -6" 6' -0" 6' -8" Allowable Height "H" or Span L" / bending (b), deflection (di 2" x 2" x 0.044" 6' -9' d 6' -5" d 6' -Y d 5' -11" d 5 -9" d 5• -8" d 5' -5" d 3" x 2" x 0.045" 7 -7' d 7' -3" d 7 -5" d 6' -11' d 6' -7' d 6' -3" b 5 -11" b 2" x 3" x 0- 045" 9'4' d 8' -11" d 9• -6' d 9' -0" d 8' -7" d 8' -2" d 7 -8' d 2" x 3" x 0.060 "' 10' -5' d 9' -11' d'10• -10' d 10' -3" d 9' -10' d 9' -5" d 0' -11" d 2" x 4" x 0.050" 12' -3' d 11' -8' d 174' d 11• -7" d 10' -11' d 10' -5" d 9• -10" b 2" x 5" x 0 -062" 15' -8' d 14' -11" d 14' -9' d 13' -11' d 13' -3' b 12' -7" b ,11' -11" b e Into Sure Hollow Sections Tributary Load Width •W = Member Spacing 3'-6" 4'0" 4'-6" 5' -0" [ 5' -6" 1 6' -0"td, 6'-8" Allowable Height "H" or Span "L" / bending (b) deflection u 2" x 2" x 0.040" 1-11" b 7' -5' b 6' -11" b 6' -T b 6'4' b 6' -0" b 5' -8" b 3" x 2" x 0.045" 8' -7" b 7 -11" b 7 -5' b 6• -11' b 6' -7' b 6' -3' b 5' -11" b 2" x 3" x 0.045" 10' -9" b 10' -1' b 9'-6' b 9' -0" b 8' -7' b 8' -2" b 7 -8" b 2" x 3" x 0.060" 174" b 11' -6" b'10' -10' 6 10' -3' b 9' -10' 6 9' -5" b 8' -11' b 2" x 4" x 0.050" 13' -11" b 13' -1" b 12'4' b 11' -7' 6 10' -11' b 10' -5' b 9' -10" b 2" X 5' x 0.062" 16' -11" b 15 -9" b 14 -9' b 13' -11' b 13' -3' b 12'7" b 11' -11" b Note: 1. Thicknesses shown are 'nominal' industry standard tolerances. No well thickness shall be less than 0.040'. 2. Using screen panel width W select girt lengths. 3. Site specific engineering required for pod enclosures over 30' in mean roof height 4. Span/height is to be measured from center of beam and upright connection to fascia or wall connection - 5. Chair rails of 2' x 2" x 0.044' min. and set @ 36' in height are designed to be residential gardrails provided they are attached with min. (3) #10 x 1 -1/2" s.m.s. into the screw bosses and do not exceed 8' -0" o.c. 6. Girt spacing shall not exceed 6' -5. 7. Max beam size for 2" x 5' is 2' x T x 0.055' x 0.120" 8. 2" x 4" & 2" x 5 hollow girls shall be connected w/ an internal or external 1412" x 1 -1/2' x 0.044' angle. 9. Spans/heights may be interpolated. 10. To convert spans to "C" end'D' exposure categories see exposure multipliers and example on Table 1B Page 3. Table 1.5.1 120 Town & Country Industries, Inc. 6005 TCI Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members Aluminum Alloy 6005 T-5 for Areas with Wind Loads up to 120 M.P.H -, Exposure "B" and Latitudes Below 30'30' -00" North (Jacksonville, FL) Uniform Load =4 #/SF, a Point Load of 300 *SF over (1) linear ft. is also considered Single Self-Mating Beams Tributary Load Width 10•-0" 14' -0" 18' -0" 22' -0" I [30' -0" 34-0" 38'-0" 42' -0' 46' -0" 150'-0" 54' -0" Allowable Span L' I Point Load (Plor Uniform Load (Ukbendin d) ), deflection (d) 2" x 4" x 0.046" x 6.106" 1,U-„„U„,„ "U b ' - b " b i T "- U b 10'-3" U- 9' -T b U b 8' -11 U 8' -6 b U b 6' -P U , b T -9 U T -5" b U U T -2 b b 2" x 5" x 0.050" x 0.096" 21'-4" U " b 18' -0 U "U b 15' -11 b 14-5' U " D 13' -3 U D 17-4 U b 11' -T U 6 10' -11 U b 10,5" U ' b 9' -11 U D 9'-7" U . U 6 9' -2 b 2" x 6" x 0.050" x 0.120" 24' -3' U " 6 20'-6 U " 6 18'-1 U . 6 16'-4 U b 15 -7 U " 14-0' b U b 13'-2" U " h 12,5 U b 1'-10" U " b 11'4 U "U b 10'-10 " U 10'-5 b b 2" x r x 0.060" x 0.120" 28'4" U "U b 23'-17 b 21'-1 "U b 17 -1 .0 b 17-7" U "U b 16'-4 b 15,4 "U 14'-6 "U b 3'-10" U " 13-2 b U "U 12'-8 b 12•-2 "U b b 2" x 8" x 0.072" x 0.224" 30'4" U , 27-2 d U d 24-11 U , d 23'-4 U , d 22' -1 U ,U d 20'-11 b 19'-6 . U . b 18'-7 U b 1T -8" U " b 16'-11 U . b 16'-3 U U 15,7" b b 2" x 9" x 0.072" x 0.224" 33'-5' U .0 d 29'-10 d 27,5" U d 25-8 U , d 24'-3 U " d 27-9 U b 21'-5' U . 20'-3 b U b 15 -3' U " 18'-5 b U ,. 17,8" b U "U 16'-17 b b 2" x 9' x 0- 082" x D.205 35'-9" 1 "U d 31`-11 .0 d 29'-5 27-6 U d 26`-0" U ,U d 24'-10 d 23'-9 ,U b 22'-5" U b 21'4" U b 20'-5" U ,U 15-7 U b 18'-10" b 2" x 10" x 0.092" x 0.374" 41' -6' U " d 37-1 U " d 34' -7 U "U d 31' -71 d 30' -2 ' U d 28' -9' U " d 2T -7 U d 26' -T U d 25'-4" U " D 24' -2 U " b 23' -2 U ' U b 22'-4 D Double Self -Mating Beams Tributary Load Width 10'-0 114'-0 18• -0" 22' -0" 26' -0" 30' -0" 34' -0" 138' -0' i 42' -0' F 46' -0" [50'-0 54' -0' Allowable S an 'L' / Point Load P) or Uniform Load (U), bending (b deflection (fl) (2) 2" x 6" x 0.072" x 0.224" 51'4' "U lie 43'4 "`U b 38' -3 b 34' -T U 31' -10' b U 29' -T b U U 27-10 b b 26'4 "U b 25' -0 "U b 23' -11 "U ,U b 27 -11 22' -1 "U b b (2) 2" x 9" x 0.072" x 0.224" 55' -9' U b 4T -Y U b 41,7"11e 37-7 "U b 34' -T U b 32 -3" U 'U b 30'3 b 28 -T U "U 2T -3 b 26' -0 " U 'U b 24' -11 "U b 24,0" b (7u 2" x 9" x 0.082' x 0.206" 61-75 u_ ".0 b 0�`-4" b 46` -2` U b 4i' -9` u 38' -5` b U 35-9" b Lb' U 33' -T b 31` -9" U b 30' -Y U "U b 28' -t0 b 2T -8 "U ,U 26' -8 b b (2) 2" x 10" x 0.092" x0.374" 73'4' U b 61' -11 U b 54' -8' b 49' -5" U D 45' -6" U "U b 42'4 D "U 39' -9 b 3T -7 "U b 35' -9 "U D 34' -2 " U .0 b 32' -10 "U b 31-7 b Note: 1. It is recommended thatthe engineer be consulted on any carrier beam that spans more than 50' 2. Span is measured from center of connection to fascia or wall connection. 3. 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. 4. Spans may be interpolated. 5. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on Table 19 Page 3. Example: The Maximum 'L' for a 2' x 4' x 0.046" x 0.100" Single Self -Mating Beam with Tributary Load Width = 27 -0" is 11' -2" Table 1.5.2 120 T Town & Country Industries, Inc. Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members One End of Beam Attached to Host Structure for Areas with Wind Loads up to 120 M -P.H., Exposure 'B" and Latitudes Below 30'- 30 " -00" North (Jacksonville, FL) Uniform Load = 4 #./SF, a Point Load of 300 NSF over (1) linear ft. is also considered Aluminum Alloy 6005 T -5 Single Single Self -Mating Beams Tributary Load Width 10'-0 j 14' -0" 18' -0" 22' -0" 26' -0" 30' -0" 34' -0" 38' -0' 47 -0" 46'-0" 50' -0" 54-0" Allowable S an 'L' / Point Load (P) or Uniform Load (U), bending (b , deflection d) 2" x 4" x 0.046" x 0.100" 17.11" P 17.11' d 12,_2• d U 11,_0• b U 10,_2• b U 9' -5" b U 8' -10' b U 8,_5• b U 7 -11, 6 U 7,_7" 6 U 74" b T -0" U b 2" x 5" x 0.050" x 0.116" 15 -9' 15 -9' P 14-8' d U 13'4' b U 12'3" b U 11-5" b U 10' -8" b U 10' -1" b U 9' -T b U 9' -2' b U 8' -10" b U 8'-6" U b b 2" x 6" x 0. 050" x 0.120" 155' P 15_3" d U 16, -1' b Lb/ 14-7' U 13,_5' b U 17 -6" b U 11,9' b U 11' -1" b U 10, -7, b U 10 -1" b U 9,_8, b U 9,4" U b b 2" x 7" x 0.055" x 0.120" 20' -11" P ' Pd 19' -10 Lib " 1T -6 Lib ,-� 15 -10 14' -T b U 13' -T b U , 12' -9 b U " 12' -1 b U ' 11' -6 b U 10,11" D U " 10' -6 b Lb/ ' U 10' -7 b 2" x 8" x 0 -070" x 0.224" 25'4" P ' d 25-4' P . d 24' -11 U . b 22' -7 U , b 20' -9 U . b 19'-4 U , b i 8' -2 U b 1 T -Y U " b 16'4 U . D 15 -8 U , b 14' -11 U U h 14' -5 b 2" x 9" x 0.070" x 0.204" 2T -3" P d 273 P 25 -9' U b 23-3" U 21-5" U 19_11U 18_9' U 17-9" U b 15 -10" U b 16-1" U 15-5" U 14-10 U 2" x 9" X 0. 082" x 0.326" 29'-3' P 29• -3' d P 29' -3' d P 2T -5" d U 25 -11' d U 24' -5 d U 22' -11' b U 21' -9" b U 20'-8' b U 19,_9' b U 18,_11" b U 18,_3" U b b 2" x 10" x 0. 090" x 0. 374" 34_2" P 34_2" P 34-2' P d 11.11" d 30_3" U d 28_10" U d 27 -9 U 25_7, U b 24-10' U b 23-9' U 22 -10' U 21-11 U b Note: 1. It is recommended that the engineer be consulted on any carrier beam that spans more han 50' 2. Span is measured from center of connection to fascia or wall connection_ 3. 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. 4, Spans may be interpolated. 5. To convert spans to 'C" and "D" exposure categories see exposure multipliers and example on Table 1B Page 3. z Q Z co • w CD CC w� CD CD tO o wv Z 1- U w Z • UJ CU • fn Z_ -I 4 z O (-.,- o w O • O U N Z - co aw z o -i Oa J ILA t` C) • O O O N N NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, J 0 cc to to z Lu Lu W Z_ to z W W to 12 -01 -2009 Table 1.6 Beam Size 2" x 3" x 0.045" Hollow 2" x 4" x 0.050" Hollow 2" x 5" a 0.062" Hollow 2 "x4 "x0.046 "x0.100 "SMB 2" x 5" x 0.050" x 0.116" SMB 2" x 6" x0.050 "x0.120 "SMB 2" x 7" x 0.055" x 0.120" SMB 2" x 8" x 0.072" x 0.224" SMB 2" x 9" x 0.072" x 0.224" SMB 2 "X9 "x0.082 "x0.306 "SMB 2" x 10" x 0.092" x 0.374" SMB Screw Size Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Minimum Upright I Column Size 2' x 3" x 0.045" Hollow 2° x 3" x 0.045" Hollow 2" x 3' x 0.045' Hollow 2'x 3'x 0.045" Hollow 2' x 3' x 0.045" Hollow 2' x 3" x 0.045" Hollow 2'x 4' Hollow or SMB 2' x 5' Hollow or SMB 2'x6 "x0.050 "x0.120 "SMB 2" x T x 0.055' x 0.120" SMB 2 "X8'00.072 "x0.224 "SMB Minimum Purlin Size Minimum Girt Knee Brace Size Minimum Number of Screws` #8x1 / :" #10x%" #12 X '," Beam Stitching Screws & Spacing 2 "x2 "x0.044 "Hollow 2" x 2' x 0.044" Hollow 8 6 4 2' x 2" x 0.044' Hollow 2'x2'0 0.044' Hollow 8 6 4 2" x 2" x 0.044' Hollow 2 "x2" x 0.044" Hollow 8 6 4 2" x 2' x 0.044" Hollow 2" x 2" x 0.044" Hollow 8 6 4 #8 (S 24' O.C. 2" x 2" x 0.044" Hollow 2'x 2'x 0.044 " Hollow 8 6 4 #8 (x124' C.C. 2' x 2" x 0.044" Hollow 2" x 2' x 0.044' Hollow 10 8 6 #10 @ 24' O.C. 2 "x3 "x 0.045" Hollow 2' x2' x 0.044 " Hollow 14 12 10 #12 @ 24" O.G. 2" x 3" x 0.045" Hollow 2' x 2" x 0.044" Hollow 16 14 12 #14 @ 24' O.C. 2" x 3" x 0.045" Hollow 2' x 3'x 0.045" Hollow 18 16 14 #14 @16" O.C. 2 "x 4'x 0.050" Hollow or SMB 2" x 3' x 0.045" Hollow 20 18 16 #14 @ 16" O.C. 2' x 5" x 0.060" Hollow or SMB 2" x4' x0050" Hollow or SMB 20 18 16 #14 @ 16" O.C. Minimum Distance and Spacing of Screws Edge To Center Center To Center #8 5/16" 5/8' #10 3/8" 3/4" #12 1/2" I' #14 or 1/4" 3/4" 1 -1/2' 5116" 7/8" 1 -3/4' 3/8" 1" 2" Gusset Plate Thickness Beam Size Thickness 2" x 7" x 0.055" x 0.120" SMB 0.063" 2" x 8" x 0.072" x 0.224" SMB 0.125" 2" x 9" x 0.072" x 0.224" SMB 2" x 9" x 0.082" x 0.306" SMB 2' x 10" x 0.092" x 0.374" SMB 0.125" 0.190' 0.250' Connection Example: 2" x 7" Beam & 2" x 4" at beam & gusset plate, (14) #6 x 1/2" sms & upright & gusset plate (14) #8 x 1/2" ores ea. side of beam & upright Note: 1. Connection of T x 6' to 2" x 4" shall use a full lap cut or 1/16" gusset plate, 2. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the out 3. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 4. Hollow splice connections can be made provided the connection is approved by the engineer. 5. if a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut 6. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2 "x 3' beam. 7. For minimum girt size read upright size as a beam and punin size is minimum girt size. (i.e. 2" x 9" x 0.077 x 0219' s.m.b. w/ 2" x 6' x 0.050 x 0.135 s.m.b. upright requires a 2' x 3" x 0.045" girt / chair rail.) 8. All connections shall use a full lap cut Table 1-7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6005 T -5 Brace Length' Extrusion Diagonals (K) per End Anchoring System Corner Post @ Bottom 2' x 2' x 0.044' 20' -0" 2" H- Channel With (3) #10 x 112' each leg of channel To 3' -0" 2" x 3" z 0.045' 2 2" H- Channel With (3) #10 x 1/2" each leg of channel Up to 6' -0" 2' x 4' x 0.046" 5 0.100" 7 H- Channel With (4) #10 x 1/2° each leg of channel • Knee brace length shall be the horizontal and vertical length @ a 45° angle from the center of the connection to the face of the beam or upright Note: 1. For required knee braces greater than 4' -6' contact engineer for specifications and details 2. Cantilever beam detail shown on page 1-40 shall be used for transom wall to host structure attachment when knee brace length exceeds 6' -0 ". Table 1.8 K- Bracing Fastening Schedule Number of #10 x 314" S.M.S. Required Maximum Wall Width = Corner Post @ Top Diagonals (K) per End intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 20' -0" 2 2 4 2 2 30' -0" 2 2 4 2 2 40' -0" 3 4 6 2 2 50' -0" 4 5 6 3 3 60' -0" 6 7 12 3 3 • Use screw sizes specified in the table below. Use front wail width when determining number of s.m.s. for the side wal K- bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K- bracing. Wind Zone Screw Size 90 MPH #10 100 MPH #10 110 MPH #10 120 MPH #10 130 MPH #12 140 -182 MPH #14 150 MPH #14 Table 1.11 Maximum Overhang for Rafter / Truss Tails when Connected to Screen Roof 20' Max. Enclosure Span Rafter f Truss Tail #2 Span ! bending (b) or deflection (d) (nd Zone Wi Wind Zone Wind Pressure (NSF) 2x4 2x6 2x8 2X10 2412 100 -110 4 2-2 b 5'-4" b 9' -3" b 15' -0" b 22' -3" b 120 4 2' -2" b 5'4" b 9' -3" b 15' -0" b 22' -3' b 123 4.3 7 -0' b 4' -11" b 8' -7" b 13' -11" b 20'-8' b 130 5 1' -9' b 4' -3" b 7 -5" b 12-0" b 17 -10" b 140 6 1' -5" 5 3' -T b 6' -2" 5 10' -0" b 14' -10" 5 150 7 1' -3' b 3' -0" b 5' -3" b 8' -7" b 12'A' b 30' Max. Enclosure Span Rafter I Truss Tail #2 Span ! be molt n g (h) o r deflection (d) Wind Zone ( "B„ gyp) Wind Pressure (#/SF) . 2x4 2x6 2x8 2x10 2x12 100 -110 4 1' -5" b 3' -2 b 6' -2" b 10' -0" b 14' -10" b 120 4 1' -5" b 3' -7" b 6' -2" b 10' -0" b 14' -10" 5 123 4.3 1'-4" b 3'-4" b 5' -9" b 9'-4' b 13' -10" b 130 5 1' -2" b 2' -10' b 4' -11' b 8' -0" b 11' -10" US 140 6 0' -11" b 24" b 4' -1" b 6' -8" b 9' -11" b 150 7 0' -10" b 7 -0" b 3'-8" b 5' -9" b 8'-6' b 40' Max. Enclosure Span Rafter I Truss Tail #2 Span / banding (b) or deflection Wind Zone (" B„ p.) Wind Pressure (NSF) 2x4 2x6 2x8 2x10 12 100 -110 4 1' -1" b 2'-8" b 4' -7" b T -6" b 11 1" b 120 4 1' -1" b 2' -8" 6 4' -T b 7' -6" b 11 1" b 123 4.3 1' -0" b 7 -6' b 4'-4" b 6' -11" b 10 " b 130 5 0' -10" b 7 -2" b 3'-8' b 6' -0' b 8' -1 " b 140 6 0' -9" b 1' -9" b 3' -1" b 5' -0" b 7' -5 b 150 7 0' -7" b 1' -6' b 7 -8" b 4'-4" b_ 6'-4' b Note: 1. For overhangs with spans that exceed those listed above site specific engineering is required. If truss bottom cord extends more than 24" over the wall site specific engineering is required. 2. To convert from exposure "8' spans to "C" or "D" exposure spans sea multipliers and example Table 1B on page3. Example: For a pool inclosure with 30' max. beam span, in a 123 MPH wind zone, "B" exposure. For 2 x 6 rafter / truss the max overhand from the wall of the host structure to the sub - fascia is 3'4 ". LATITUDES NORTH 30 - 30' - 00" NORTH (JACKSONVILLE, FL) Table 1.9.1 Allowable Beam Spans TCI 6005 Town & Country Industries, Inc. Aluminum Alloy 6005 T -5 for Areas in Wind Zones up to 130 M.P.H., Exposure "B" and Latitudes North 32- 30' -00" North (Jacksonville, FL) Uniform Load = 15 fl/SF, a Point Load of 300 /NSF over (1) linear ft is also considered Hollow Sections Tributary Load Width 'W"= Beam Spacing 3' -0" 4' -0" I 5' -0" 6' -0" I 7-0" I 8' -0" 9'-0" Allowable Span 'L' I Point Load (P) or Uniform Load (U), bending (b)ldeflection (d) 2" x 2" x 0.040" 5' -6" Pb 5' -6' Pb 5'-6" Pb 5' -5' Pb 5' -2" Pb 4' -11' Ub 4' -7" Ub 3" x 2" x 0.045" 6 -6" Pb. - B'- "wi•'Pb- Pb 6`0" Pb- - 5=9"""' Pb --S,7" 5-4' Pb 5,2 Ub 4' -9" Ub 2 "x3 "xQ 9' -6" P 11' Ud 8'-4" Ud T -10" lid T-4' T3b- ,-6' -8" Ub 6' -2" Ub 2">rl3"x 0.060" 10' -11" d 9' -11" Lid _8-4" ' 9'-3" -" lid 8'. -6" lid 6 -3" lid 7C11:., Ud T -7' lid 1-x 4" x 0.050" 12'- lid 11' -8" Ud 10' -10" Ud 10' -3" Ud 9' -5" Ub 8' -8" b T -11" Ub 2" x 5" x 0.062" 1 -6' Ud 14' -11" lid 12 -10' US 12 -6' US 11' -5" US 10' -7^ u 9' -10" Ub Self Mating Sections Tributary Load Width W= Beam Spacing 3' -0" I 4' -0" I 6 -0" 6 -0" 7' -0" 8' -0" 9' -0 Allowable Sean 'L' / Point Load (P) or Uniform Load (U) bending (b) deflection (d) Ub 2" x 4" x 0.046" x 0.100" 14'4" lid 12 -11" Ud 11' -8" Ub 10' -6" Ub 9' -8" Ub 8' -11" Ub 6'-4" 2" a 5" x 0.050" x 0.096" 17 -8" Ud 16' -0" US 14' -2" Ub 12' -10" Ub 11' -10" Ub 10' -11' Ub 10' -3" Ub 2" x 6" x 0.050" x 0.120" ,z0' -8" US 1T-9" US '15 -9" Ub 14 -3" Ub 13' -1" US 12 -2" US 11'-4' Ub 2" x 7" x 0.060" x 0.120" 23' -2" Ub 19' -11" Ub 1T -8" Ub 16' -0" Ub 14' -9" Ub 13'-8" Ub 12 -9" Ub 2" x 8" x 0.072" x 0.224" 29' -2 lid 26' -6" Ud 24' -8" Ud 23' -2" Ud 21'-6" US 20' -0" Ub 18' -10" US 2" x 9" x 0.072" x 0.224" 37 -1' Ud 29' -2' Ud 27 -1" lid 24'-8" Ub 22-9' Ub 21' -2" Ub 19' -11" Ub 2" 5 9" x 0.082" x 0.206' 34 -5" Ud 31' -3" lid 29' -0" Ud 2T-4" lid 25' -11' lid 24'-4" US 22' -11" Ub 2" x 10" x 0.092" x 0.374" 39' -11" Ud 36' -3" lid 33' -8' Ud 31'-8' Ud 30' -1" lid 28' -9' lid 27 -8" lid Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040 . 2. The structures Uniformed using this section shall be limited to a maximum combined span and upright height 0050' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright 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. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable. 6. Spans may be inte ted. 7. To convert spa d "D" exposure categories one exposure multipliers and exa .le on . • - ? Page 3 ' for 2 "x4 0. 050" hollow section with 'W =5' -0" = 10' -t0" Table 1.9.2 Allowable Purlin Spans Town & Country Industries, Inc. Aluminum Alloy 6005 T -5 for Areas In Wind Zones up to 130 M.P.H., Exp. "B" and Latitudes North of 30 "- 30' -00" North (Jacksonville, FL) Uniform Load = 15 NSF, a Point Load of 300 NSF over (1) linear ft. is also considered A. Sections Fastened To Beams With Clips Hollow Sections Tributary Load Width 'W' = Purlin Spacing 3' -6" 4' -0" 1 4'-6" 5'-0" 5' -6" I 6' -0" 6'-8" Allowable Span 'L" I Point Load (P) or Uniform Load (U) bending (5) deflection (d) Pb 2" 5 2" 5 0.044" 26" Pb 5' -6' Pb 5 -6" Pb 5 -5" Pb 5-2" Pb 4' -11" Pb 4' -9" 3" x 2" x 0.045" 6'-6" Pb 6' -3" Pb 6'-0" Pb 5' -9" Pb 5' -7* Pb 5-4' Pb 5 -1" Pb 2" x 3" x 0.045" 9'-4" Ud 8' -11' Ud 8' -7* Ud 8'-4" Ud 8' -1" lid T -9" Ub T -2" Ub 2" x 3" x 0.060" 10' -5" lid 9' -11" lid 9' -7" lid 9' -3' Ud 8' -11" lid 6' -B" Ud 8' -5" Ud 2" x 4" x 0.050" 12' -3" lid 11' -8" Ud 11' -3" Ud 10' -10" Ud 10' -6' Ud 10' -3" lid 9'-8" Ub 2" x 5" x 0.062" 15'-8" lid 14' -11' lid 14' -5' lid 13' -10" Ub 13' -2" US 12' -6" Ub 11' -9" Ub B. Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections Tributary Load Width 'W'= Purlin Spacing 3' -6" 4' -0" I 4'-6" I 5'-0" 5'-6" I 6' -0" I 6'-8" Allowable Span 'L' / Point Load (P) or Uniform Load (U) bending (b) deflection (d) Ub 2" x 2" x 0.044" T -3" Pb T -3" Pb 6' -11" Ub 6' -6" Ub 6' -1" Ub 5' -9" Ub 5'-4" 3 "52 "x0.045" 8' -7" Pb T -10" Ub 7' -3" Ub 6' -9" Ub 6'-4" US 5' -11" Ub 5' -6" Ub 2" X 3" x 0.045" 10' -9" Ub 10' -1' US 9' -6" Ub 8' -10" Ub 8' -3" Ub 7' -9" Ub T -2' Ub 2" 5 3"x 0.060" 17-4' Ub 11'-6" US 10' -10" US 10' -3" lib 9' -10' Ub 9' -5" Ub 8' -11' Ub 2" x 4" x 0.050" 13' -11" Ub 13' -1" Ub 12-2" US 11' -6' US 10' -10' Ub 10'4" Ub 9' -8" Ub 2"x5 "x0.062" 16' -10' US 15 -6' Ub 14' -8" Ub 13' -10" Ub 13' -2" Ub 12' -6" Ub 11' -9" Ub Note: 1. Thicknesses shown are "nominal' industry standard tolerances. No wall thickness shall be less than 0.040'. 2. The structures Uniformed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright 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. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable. 6. Spans may be interpolated. 7. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on Table 1B Page 3. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W = 5' -0" = 9' -10" ED FOR ENGINEERING TO BE VALID FOR PERMITTING CO CD W CJ) IX o fn co W OJ 1- V r LlZ Z LU oz- F w W CO o z_ J v_ I- W • w 0 O Ur N Z 5W o O � -1 LL N- 03 O 0 cD O CNI I- CO CO CO J IL W ri 0) C C 0) m 0) U C ID tB J NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 w r4 0 m 12 -01 -2009 SEAL SHEET OF 17B 21 2" x 9" x 0.072" x 0.224" BEAM SHOWN 1 -3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL (SEE TABLE FOR LENGTH AND # OF SCREWS REQUIRED) WHEN FASTENING 2" x 2" THROUGH GUSSET PLATE USE #10 x 2" (3) EACH MIN. MOMENT CONNECTION TABLES CAN ONLY BE USED IN CONJUNCTION WITH ONE OF THESE DETAILS J ALTERNATE FIAT ROOF ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H -32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi db = DEPTH OF BEAM ds = DIAMETER OF SCREW 2d. 2" x 6" x 0.050" x 0.120" UPRIGHT SHOWN 2(db - 2 ") STRAP TABLE BEAM SIZE SCREWS # /SIZE STRAP LENGTH 2° x T (4) 512 2 -3/4" 2" x B' (4) #14 3-1/4" 2" x 9" (4) #14 3-1/4" 2" x 10" (6) #14 4-1/2 ALL SCREWS 3/4" LONG NOTES: 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER. 4, SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. BEAM SPLICE CUT, GUSSET PLATE CONNECTION & GUSSET SCREW PATTERN BEAM TO POST MOMENT CONNECTION DETAIL SCALE: 2" = 1' -0" 2 x 6 UPRIGHT CUT TO MATCH BEAM ANGLE AND NOTCH FOR SAVE RAIL 1 -3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL (SEE TABLE FOR LENGTH AND # OF SCREWS REQUIRED) (18) #8 SCREWS PER TABLE 1.6 2 X 6 SELF MATING BEAM SCREW LOCATIONS PER TABLE 1.6 FILL OUTSIDE LOCATIONS FIRST NOT ALL LOCATIONS ARE REQUIRED ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H -32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi STRAP TABLE BEAM SIZE SCREWS # / SIZE STRAP LENGTH 2" x T (4) 412 2 -3/4" 2x8" (4) #14 3-1/4" 2 "x9' (4) #14 3-1/4' 2" x 11)" (6) #14 4-1/2 ' ALL SCREWS 3/4" LONG R.OF x 1 -3/4" x 1 -3/4" 50h2 H -32 LLQX agtviE TliL K LE, S AS GUSSET PLATE FOR BEAM MATERIAL 2" x 8" BEAM CUT TO ACCEPT WALL UPRIGHT NOTE: 2" x 8" BEAM W/ 2" x 6" UPRIGHT SHOWN OTHER BEAM TO UPRIGHT COMBINATIONS PER TABLE 1.6 MAY BE USED 5-1/2" "FLAT BAR" INSIDE WALL SECTION (SEE TABLE 1.6 FOR THICKNESS & SCREW PATTERN) NOTES: 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. BEAMS THAT ARE 2 x 7 OR LARGER MUST HAVE GUSSET PLATE. 6. MOMENT CONNECTIONS AND MOMENT TABLES CAN NOT BE USED IN SOLID ROOF / SCREEN ROOF COMBINATION ENCLOSURES OR ANY CONNECTION THAT REQUIRES A KNEE BRACE SUCH AS IN A DOME ROOF. ALTERNATE BEAM TO POST MOMENT CONNECTION DETAIL SCALE: 2" = T -0" SECTION 1 MOMENT CONNECTION DETAILS LL ❑ 0 C) U Z_ ❑ CO a Q_ O J LL O N z 0 I- ❑ LLl 0) 0 0 N CO I— Z LU W J 0 d U) O7 O O N I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE w U W 0 W A) Q cc 12 -01 -2009 JAN 0 4 201 SEAL J SHEET OF 18A 21 Table 1.1M 12D Moment Connection 6005 TCI Allowable Beam Spans Town & Country industries, Inc. Aluminum Alloy 6005 T -5 For Wind Zones up to 120 M.P.N., Exposure "B" and Latitudes Below 30'- 30' -00" North (Jacksonville, FL) Uniform Load = 4 #/SF, a Point Load of 300 it/SF over (1) linear R is also considered Hollow Sections Tributary Load Width '1N' = Beam Spacing 3' -0" (_ 4' -0" I 5'-0" 6' -0" L 7' -0" I 8' -0" 9' -O" Allowable Span 'L' I Point Load (P) or Uniform Load (U) bending (b) deflection (d) 2" x 2" x 0.044" T -3' Pb T -3" Pb T -3" Pb T -3" Pb T -3' Pb T -3' Pb T -3" Pb 2" x 3" x 0.045' 9 -2" Pb 9' -2" Pb 9' -2' Pb 9 -2' Pb 9' -2' Pb 9' -2' Pb 9' -2' Pb 2" x 3" x 0.060" 13'-6' Pb 13' -6' Pb 13' -6" Pb 13'-6" Pb 13' -6" Pb 13' -3' Ub 12' -3' Ub 2" x 4" x 0.050" 16' -7" Pd 16' -7" Pd 16' -7" Pd 16-T Pd 16' -7' Pd 19 -9" Ub 14' -10' Ub 3" x 2" x 0.045" 18' -9" Pb 18' -9" Pb 18' -9' Pb 1T-6" Ub 16' -0" Ub 14' -9" Ub 13'-8" Ub Self Mating Sections Tributary Load Width 'W =Beam Spacing 3' -O" 4' -0" I 5' -0" 6' -0" 7' -0" 8'-0" 9' -0" Allowable Span 'L' 1 Point Load (P) or Uniform Load (U), bending (b) deflection (d) Ub 2" x 4" x 0.046" x 0.100" 24' -T Pb 24' -2" Pb 22'-8' Ub 20' -6" Ub 18' -10" Ub 17 -5' Ub 16' -3' 2" x 5" x 0.050" x 0.096" 34' -0" Pd 31' -2" Ub 2T -8" Ub 25' -1" Ub 2E -0" Ub 21'-4' Ub 19' -11" Ub 2" x 6" x 0.050" x 0.120" 40' -2" Ub 34' -7" Ub 30' -8" Ub 27' -10' Ub 25' -7" Ub 23' -9" Ub 22' -3` Ub 2" x 7" x0.060" x 8.126" 45' -0' Ub 38' -9' US 34' -5" Ub 31' -3" Ub 28' -8" Ub 26' -6" Ub 24' -11' Ub 2" x 8" x 0.072" x 0.224" 51' -3" Ld 51' -3' Ld 49' -8" Ub 45' -2" Ub 41' -9" Ub 38' -11' Ub 36' -7" Ub 2" x 9" x 0.072" x 0.224" 54' -1' Ld 54' -1' Ld 57 -9" Ub 47' -11" Ub 44' -3" Ub 41' -3' Ub 38' -9' Ub 2" x 9" x 0.082" x 0.206" 54' -5' Ld 54' -5" Ld 54' -5" Ld 54' -5" Ld 50' -8" Ub 4T -3" Ub 44' -5" Ub 2" x 10" x 0.092" x 0.374" 57'-4' Ld 5T-4" Ld 57'-4' Ld 57 -4" Ld 57'-4" Ld 5T -0" Ub 53' -8' U6 Note: 1. Thicknesses shown are "nominal' industry standard tolerances. Nowell thickness shall be less than (1.040 . 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright 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. Tables are based on a maximum well height of 16' including a 4' max. mansard or gable. 6. Spans may be interpolated. 7. To convert spans to "C" and 'D" exposure categories see exposure multipliers and example on Table 1B Page 3. B. Moment connections and moment lathes can not be used in solid / screen roof combination enclosures or any connection that requires a knee brace such as in a dome roof. Table 1.3M 120 Moment Connection 6005 TCI Allowable Post/ Upright Heights Town & Country Industries, inc. Aluminum Alloy 6005 T -5 For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 8sq. ft. Hollow Sections Tributary Load Width W= Upright Spacing 3'-0" 4' -0" 5' -0" 6' -0" j 7' -0" I 8•-0" 9' -0" Allowable Height "H" I bending (b), deflection (d) 2" x 2" x 0.044" 8' -6" b T -5" b 6' -7" b 6' -0" b 5' -7" b 5' -3" b 4' -11" b 3" x 2" x 0.045" 9' -7" b 8'-4' b T -5" b 6' -9" b 6' -2' b 5' -9" b 5' -5" b 2" x 3" x 0.045" 11' -8' b 10' -1' 9 -0" b B' -3' b 7 -7' b 7' -2" b 6' -9" b 2" x 3" x 0.060" 13' -3" b 11'-6" b 10' -3" b 9' -5' b 8, -8" b 8' -2" b T -B" b 2" X 4" x 0 .050" 13' -9' b 11' -10' b 10' -7" b 9' -7" b 8' -10' b 8' -3" b T -9" b Self Mating Sections Tributary Load Width W = Upright Spacing 3'-9" 4.0" 5' -0" 6' -0" T -0" L 8' -0" 9' -0" Allowable Height "H" / bending (b), deflection d) 2" x 4" x 0.046" x 0.100" 15-B" b 13,-B' b 12' -1" b 10' -11" b 10' -2' b 9' -6" b 8' -11" b 2" x 5" X 0.050" x 0.096" 19' -10" b 17 -1` 6 15' -3" b 13' -10" 5 12' -9' b 11' -10` b 11' -1' b 2" z 6" x 0.050" x 0.120" 22' -7" b 19' -6' b 174' b 15 -8" b 14' -6" h 1E -6" b 12' -B' b 2" x 7" x 0.060" x 0.120" 26' -6" b 22 -10" b 204" b 18' -6" b 14' -6' b 13' -6" b 14' -11' b 2" x 8" x 0.072" x 0.224' 33' -6' b 29' -0" b 2S -11" b 23' -8' b 21' -11" b 20' -5" b 19' -3" b 2" X 9" x 0.072" x 0.224" 35' -9' b 30' -11" b 2T -7' b 25 -2' b 23'-3' b 21' -9" b 20' -6' b 2" x 9" x 0.082" x 0.206" 40' -T b 35 -1" b 31'-4" b 28' -T b 26' -6' 6 24' -9" b 23'-4" b 2" x10'30.092" x 9.374" 48' -6' b 41' -11' b 3T -7- b 34' -3" b 31' -9" b 29' -8" b 27 -11" b Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040 . 2. Using screen panel width W select upright length 'H'. 3. Above spans do not include length of knee brace. Add vertical distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 30' in mean roof height. 5. Span is to be measured from center of beam and upright connection to fascia or well connection. 6. Chair rails of T x 2" x 0,044" min. and net @ 36" in height are designed to be residential guardrails provided they are attached with min. (3) #10 x 1 -1/2' S.M.S. into the screw tosses and do not exceed 8' -0" in span. 7. Maximum beam size for 2'k 5" is a 2"x 7"x 0.055'x 0.120' B. Spans may be interpolated. 9. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on Table 1B Page 3. MOMENT CONNECTION TABLES CAN ONLY BE USED IN CONJUNCTION WITH ONE OF THE MOMENT CONNECTION DETAILS ON PAGE 18A Table 1.6A Moment Connection Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Beam Size Minimum Upright Size Minimum Pullin Size Minimum Girt & Knee Brace Size Minimum Number of Screws' Beam Stitching Screws &Spacing #8 x'/" #10x' /," #12x'/," 2" x 3" x 0.045' Hollow 2" x 3" x 0.045" Hollow 2" x 2 x 0.044' Hollow 2' x 2 x 0.044" Hollow 6 4 4 - 2 "x4 "x0.050 "Hollow 2" x 3" x 0.045" Hollow 2"x2x0.044 "Hollow T x 2 x 0.044" Hollow 8 6 4 - 2 "x5 "x0.062 "Hollow 2" x 3' x 0045' Hollow 2" x 2 x 0.044' Hollow 2' x 2x 0.044' Hollow 8 6 4 - 2 "x4 "x0.046 "x0.100 "SMB 2" x3' x 0.045" Hollow T x 2 x 0.044' Hollow 2 "22110.044 "Hollow 8 6 4 #8 @24" O.C. 2" x 5" x 0.050" x 0116" SMB 2'x4' Hollow or SMB 2" x 2 x 0.044' Hollow 2' x 2 x 0.044" Hollow 8 6 4 #8 @ 24'.O.C. 2" x 6" x 0.050" x 0.120" SMB 2'x4" Hollow or SMB 2 ' x 2x 0.044' Hollow 2'x 2 x 0.044 " Hollow 10 8 6 #10 @24' O.C. 2" x 7" x 0.955" x 0.120" SMB 2" x 5' Hollow or SMB 2'x2x 0.044 " Hollow 2' x 2 x 0.044' Hollow 14 12 10 #12 @24" O.C. 2" x Ox 0.082" x 0.306" SMB 2" x 6" x 0.050' x 0.120" SMB 2" x 3" x 0.045" Hollow 2" x 2 x 0.044" Hollow 16 14 12 #14 @ 24" 0.C. 2 "x9 "x0.072 "x0224 "SMB 2'x6 "x 0.050' x 0.120 "SMB 2" x3" x 0.045" Hollow 2' x 2 x 0.044' Hollow 18 16 14 #14 @16' O.C. 2" x 9" x 0.082" x 0.306" SMB 2' x 7" x 0.055" x 0.120" SMB 2'x4" Hollow or SMB 2' x 2 x 0.044" Hollow 20 18 16 #14 @16" O.C. 2" x 10" x 0.092" x 0.374" SMB 2 "x8" x0.082' x0.306 "SMB 2 "x5" Hollow or SMB 2" x 3' x 0.045' Hollow 20 16 16 #1424 15" 0.C. Screw Size Minimum Distance and Spacing of Screws 3' -0" Gusset P ate Thickness Edge To Center Center To Center Beam Size Thickness #8 5116' 5/8' 2' X 7" x 0.055" x 0.120" 0.063" #10 3/8" 3/4' 2" x 8" x 0.072" x 0.224" 0.125" #12 1/2' 1" 2" x 9" x 0.072" x 0.224" 0.125" #14 or 1/4" 3/4' 1 -1/2" 2" x 9" x 0.082" x 0..306" 0.190" 5 /16" 7/8" 1 -3/4" 2" x 10" x 0.092" x 0.369" 0.250' 3/8" 1" 2' Ub Refers to each side of the athnecbon of the beam and upright and each side of splice connection. Connection Example: 2' x 7" beam & 2" x 5' at beam & gusset plate, (14) #8 x 1/2" sms & upright & gusset plate (14) #8 x 1/2" sins ea. side of beam & upright Note: 1. Connection of 2` x 6' to 2' x 3" shall use a full lap cut or 1/16' gusset plate. 2. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cuL 3. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and I or equal anchors may be used. The number shown is the total use 1/2 per side. 4. Hollow splice connections can be made provided the connection is approved by the engineer. 5. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut 6. All beam to upright connections for 2" x 7" beams or larger shall have an internal gusset plate except when a knee brace is used at the connection. Gusset plates are required for mansard, gabled and all spliced connections. 7. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 8. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 9. For minimum girt size read upright size as a beam and purlin size is minimum girt size. (i.e. 2" x 9" x 0.072" x 0.224" s.m.b. w/ 2" x 6" x 0.050 x 0.120" s.m.b. upright requires a 2" x 3" x 0.045" girt/ chair rail.) Table 1.9.1M Moment Connection TCI 6005 Allowable Spans for Primary Screen Roof Frame Members Town & Country Industries, Inc. Aluminum Alloy 6005 T-5 For areas with wind loads up to 130 M.P.H., Exposure "B" and latitudes above 30 °- 30' -00" North (Jacksonville, Florida) that are subject to ice and snow. Uniform Load on Screen = 15 #/SF 300# Point Load Is Considered over (1) LF of Beam Hollow Sections Tributary Load Width 'W' = Beam Spacing 3' -0" I 4' -0" I 5' -0" 1 6'-0" 7' -0" j 8' -0" 9' -0" Allowable Span 'L' i Point Load (P or Uniform Load (U)c bending (b) deflection (d) Ub 2" x 2" x 0.044" 7' -3" Pb T -3" Pb 6' -7" Ub 5' -11' Ub 5' -5" Ub 4' -11" Ub 4' -7" 3" x 2" x 0.045" 8' -7" Pb 7 -10" Ub 6' -11" Ub 6' -T Ub 5' -7" Ub 5' -2" Ub 4' -9" Ub 2" x 3" x 9.045" 11' -8" Ub 10' -1' Ub 9' -0" Ub 8' -1" Ub T -0" Ub 6' -8" Ub 6' -2" Ub 2" x 3" x 0.060" 13' -3" Ub 11' -6" Ub 10' -3" Ub 9' -5" Ub 8' -8" Ub 8' -2" Ub 7' -8" Ub 2" x 4" x 0.050" 15' -1" Ub 13' -1" Ub 11' -6" 1.15 10' -4" Ub 9' -5" Ub B' -8" Ub T-11` Ub 2" x 5" x 0.062" 18' -3' Ub 15' -6' Ub 13' -10` Ub 12' -6" Ub 11' -5" Ub 10' -7" Ub 9' -10" Ub Self Mating Sections Tributa_ry Load Wid hW = Beam Spacing 3' -0" 4 -0" I 5' -0" 6' -0" T -0" L 8' -0" 9' -0" Allowable Span 'L' I Point Load (P) or Uniform Load (U)1 bending (b) deflection (d) 2" x 4" x 0.046" x 0.100" 15'-4" Ub 13' -2" Ub 11' -8" Ub 10' -6" Ub 9' -8` Ub 8' -11" Ub 8'-4" Ub 2" x 5" x 0.050" x 0.096" 18' -8" Ub 16' -0" US 14' -2" Ub 12' -10" Ub 11,10' Ub 10' -11' Ub 10' -3` Ub 2" x 6" x 0.050" x 0.120" 20' -8" Ub 1T -9" Ub 15' -9" Ub 14' -3" Ub 13' -1" Ub 12' -2' Ub 11'-4' Ub 2" x 7" x 0.060" x 0.120" 23' -2" Ub 19 -11' Ub 1T -8" Ub 16' -0" Ub 14' -9" 115 13' -8" Ub 1T -9" Ub 2" x 8" x 0.072" x 0.224" 33' -3" Ub 28' -9" Ub 25' -7" Ub 23' -3" Ub 21' -6" Ub 20' -0" Ub 18' -10" Ub 2" x 9" x 0.072" x 0.224" 35'-4' Ub 30' -6' Ub 2T -2" Ub 24' -8" Ub 22' -9' Ub 21' -2' Ub 1E -11" Ub 2" x 9" x 0.082" x 0.206" 40'-4" Ub 34' -10" Ub -31' -1" Ub 28' -3' Ub 26' -1' Ub 244' Ub 22-11" Ub 2" x 10" x 0.092" x 0.374' 48'-4" Ub 41' -10' Ub 3T-4" Ub 34' -1" Ub 31'-6" lib 29'-5" Ub 2T -8" Ub Note: 1. Thicknesses shown am "nominal' industry standard tolerances. No wall thickness shall be less than 0.040'. 2 The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright 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 commotion to the above spans for total beam spans. 5. Tables are based on a maximum wall height of 16' including a 4' max mansard or gable. 6. Spans may be interpolated. 7. To convert spans to 'C' and "0' exposure categories see exposure multipliers and example on Table 1B Page 3. Example: Max 'L' for 2" x 4" x 0.050" hollow section with 96r. = 5' -0" = 11'-6" W a K 0 0 J -J z 2 z CD U) Ltl U) W cC I- U Cr Z_ J W U) 0 J 0 z W Z W W U fn 120 MPH MOMENT CONNECTION TABLES 'd- "1" CO CO J i- ui LL a) C C 0) m W a) C a) of NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. w 0' 0 w Co 12 -01 -2009 SHEET 18B -120 OF 21 © BENNETT ENGINEERING GROUP Table 1.10a 110 T Town & Country Industries, Inc. 6005 TCl Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side /Solid Roof Other Side Aluminum Alloy 6005 T -5 For Areas in Wind Zones o 110 M.P.H., Exposure 'B" or Lass and Latitudes Below 37- 30' -00" North Uniform Load on Screen = 40/SF, Solid Roof= 23.2 11/SF and 3001t Point Load is Considered over (1) LF of Beam Single Self -Mating Beams Tnbutary Load Width 10' -0" 12' -0" 114' -0" 16' -0 I 18' -0" 120' -0" 122' -0" 24'-0" Allowable Span 'L' / Point Load P) or Uniform Load (1.1), bending(b) or deflection (d) 2" x 5" x 0.050" x 0.100" 11' -11 "Ub 11' -3" 11' -8" Ub 11' -5" Ub 11' -2" Ub 10' -11' Ub 10' -8" Ub 10'-6" Ub 10' -5" Pb 1' x 6" x 0.050" x 0.120" 12 -6" Ub 12' -2" Ub 11' -11 "Ub Ub 11' -T Ub 11'4" Ub 11' -2" Ub 10' -11' Ub 10' -1' Ud 2" x 7" x 0.955" x 0.120" 12' -11 "Ub Ub 12 -8" Ub 12'-4" US 12' -1" Ub 11' -10" Ub 11' -7" Ub 11'-4' Ub 11' -2- Ud Ud 2" x 8" x 0.072" x 0.224' _ 18' -2" Ub 1T-8" Ub 17J" Ub 16' -11' Ub 16' -6" Ub 16' -2" Ub 15' -10" Ub 15' -S 2" x 9" x 0.072" x 0.204" 19' -2" Ub 18' -8" US 18' -3" Ub 1T-10" Ub 17-5" Ub 1T -1" Ub 16' -9" Ub 16' -11' Ud 2" x 9" x 0.082" x 0.326" 23' -1' Ub 22 -6" Ub 21' -11' Ub 21' -6" Ub 21' -0" Ub 20' -7" Ub 20' -2" Ub 19' -9" Ud 2" x 10" x 0.090" s 0.374" 27-4' Ub 26' -8" Ub 26' -0" Ub 25 -5" Ub 24' -10' Ub 24'-4" Ub 23' -11' Ub 23' -5" Ud Note: 1. If the solid panel is greater or less than 10'-0", then the 1 2 the allowable screen roof beam span shall be adusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10' -0 "). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10' -0" and minus if the solid roof panel is smaller than 10' -0 ". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span 4. Spans may be interpolated. 5. For minimum Seam to upright sizes use Table 2.3 6. To convert spans to 'C" and "D" exposure categories see exposure multipliers and example on page 1 -11, Table 1.10a 120 T Town & Country Industries, inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One SidelSolid Roof Other Side Aluminum Alloy 6005 T -5 For Areas in Wind Zones o. 120 M.P.H -, Exposure "B" or Less and Latitudes Below 30"- 30' -00" North. Uniform Load on Screen = 4 IF/SF, Solid Roof = 27.4 It/SF and 3008 Point Load is Considered over (1) LF of Beam Single Self -Mating Beams Tnbutary Load Width 10' -0" 1 12' -0" 14 -0" 16' -0" i 18' -0' 120 " -0' 122' -0" 1 24' -0" Allowable Span 'L' / Point Load P) or Uniform Load (19, bending Sb) or deflection (d) Pb 2" x 5" x 0.050" x 0.100" 11' -3" Ub 10' -11' Ub 10' -9" Ub 10,7' Ub 10'4" Ub 10' -2" Ub 9,11" Ub 9' -5' 2" x 6" x 0.050" x 0.120" 11' -9" Ub 11' -6" Ub 11' -3" Ub 10' -11 Ub 10' -9" Ub 10' -7" Ub 10' -5" Ub 10' -1" Ud 2" x 7" x 0.055" x 0.120" 12 -2" Ub 11' -11' Ub 11' -8" Ub 11' -5" Ub 11' -3" Ub 11' -0" Ub 10' -10` Ub 10' -2' Ud 2" x 8" x 9.072" x 0.224' 17' -0" Ub 16' -8" Ub 16'4" Ub 16-11' Ub 15-8" Ub 15-5" Ub 15 -1" Ub 14' -5" Ud 2" x 9" x 0.072" x 0.204` 17,11` lib 17-T lib 17-2" Ub 15' -10 Ub 16' -6' Ub 16'-3" Ub 15' -11' Ub 15 -11 "Ud 14' -11' 2" x 9" x 0.082" x 0.326" 21' -8" Ub 21' -2" Ub 20' -9" Ub 20'-4" Ub 19' -11' Ub 19' -7" Ub 19' -2" Ub 18' -9' Ud 2" x 1D" x 0.090" x 0.374" 25 -8" Ub 25' -1" Ub 24' -7" US 24' -1" Ub 23' -7" Ub 23' -2" Ub 22 -9" Ub 22' -5" Ud Note: 1. If the solid panel is greater or less than 10'-0 , than the 1)2 the allowable screen roof beam span shall be adusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10' -0 "). The adjustment to the allowable screen roof panel width is applied as a plus if the sold roof panel is larger than 10' -0" and minus if the solid roof panel is smaller than 10' -0'. 2. Forspan of of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 112 of solid roof span . 4. Spans may be interpolated. 5_ For minimum beam to upright sizes use Table 2.3 6. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. Table 1.10a 130 T Town & Country Industries, Inc. 6005TC1 Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side /Solid Roof Other Side Aluminum Alloy 6005 T -5 For Areas.in Wind Zones of 130 M.P.H., Exposure "B" or Less and Latitudes Below 30°- 30' -00" North Uniform Load on Screen = 5 #1SF, Solid Roof = 32.2 it/SF and 300# Point Load is Considered over (1) LF of Beam - .1�..++."r "n"1 CMf M�+inn Roam Single Self -Mating Beams Tnbutary Load Width 10' -0" 112 -0" 114' -0" 16'-0 18' -0" 20'-0" 22'-0" i 24'-0' Allowable Span V/ Point Load P) or Uniform Load (U), bending b) or deflection (d) Ub 2" x 5" x 0.050" x 0.100" 10' -7" Ub 10'-4" Ub 10' -2" Ub 9' -11" Ub 9' -10" Ub 9'-8" Ub 9'-6" Ub 9'-4' 2"x 6" x 0.050" x 0.129" 10' -11`Ub Ub 10' -9' Ub 10' -7" Ub 10' -5" Ub 10' -3" Ub 10' -1' Ub 9' -11" Ub 9' -9" Ub 2" x 7" x 0.055" x 0.120" 11' -5" Ub 11' -3" Ub 11' -0" Ub 10' -10 Ub 10' -8' Ub 10' -5" Ub 10' -3" Ub 10' -1" Ub 2" x 8" x 0.072" x 0.224" 15' -11' Ub 15' -8" Ub 15 -5" Ub 15' -1" Ub 14' -10' Ub 14' -7" Ub 14'-4" Ub 14' -2" Ub 2" x 9" x 0.072" x 0.204" 16' -10' Ub 16' -6" Ub 16'3" Ub 15' -11' Ub 15' -8" Ub 15' -5" Ub 15' -2" Ub 14' -11' Ub 2" x 9" x 0.082" x 0.326" 20'4" Ub 19'-11' Ub 19' -7" Ub 19' -2" Ub 18' -10" Ub 18' -7" Ub 18'3" Ub 17-11' Ub 2" x 10" x 0.090" x 0.374" 24' -1" Ub 23' -7" Ub 23' -2" Ub 27-9" Ub 224" Ub 21' -11' Ub 21' -7 Ub 21' -3" Ub Note: 1. If the solid panel is greater or less than 10' -0 , then the 1/2 the allowable screen roo beam span shall be ad usted by the factor of 2 x 1/2 (the solid roof panel span difference between the actual and 10' -0 "). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10' -0" and minus if the solid roof panel is smaller than 10' -0". 2. For span of "L' of beam; use screen panel width "W' from drawing. 3. Load span = 1/2 of screen beam length +112 of solid roof span . 4. Spans may be interpolated. 5- For minimum beam to upright sizes use Table 2.3 6. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. Table 1.10a 140 T Town & Country Industries, Inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side/Solid Roof Other Side Aluminum Alloy 6005 T5 for Areas in Wind Zones of 140 -182 M.P.H., Exposure "B' or Less and Latitudes Below 30 °- 30' -00" North Uniform Load on Screen= 6 #/SF, Solid Roof = 37.3 ft/SF and 3000 Point Load is Considered over (1) LF of Beam " _ ,,d Cuff Ma +inn Rc Single Self -Mating Beams Tributary Load Width 10' -0" 112' -0" 114' -0 16' -0" 118' -0" 120' -0 ' 122 0" 24'-0" Allowable Span 'L" I Point Load () or Uniform LoadjU), bending b) or deflection (d) Ub 2" x 5" x 0.050" x 0.100" 9' -11" Ub 9' -9" Ub 9' -7" US 9' -5" Ub 9'-4" Ub 9' -2" Ub 9' -0" Ub 8' -11" 2"x 6" x 0.050" x 0.120" 10'-4" US 10' -2" Ub 10=0" Ub 9' -10" Ub 9'-8" Ub 9' -7" US 9' -5" Ub 9' -3" Ub 2" x 7" x 0.055" x 0.120" 10' -9" Ub 10' -7" US 10'-5" Ub 10' -3' Ub 10' -1" Ub 9' -11" Ub 9' -9" Ub 9'-8" Ub 2" x 8" x 0.072" x 0.224" 15' -1" Ub 14' -9" Ub 14' -7" Ub 14' 4" US 14 -1" Ub 13' -11' Ub 13'-8" U6 13' -6" Ub 2" x 9" x 0.072" x 0.204" 15' -11' Ub 15' -7" US 15'4" Ub 15' -1' Ub 14' -10' Ub 14'-8" Ub 14' -5" Ub 14'3' Ub 5 9" x 0.082" x 0.326" 19' - -2" Ub 18'- 10')Ub 18'-6" Ub .1 18' -2" Ub 17' -11' U6 17-8" Ub 17' -5" Ub 1T -2" Ub .2" 2" x 10" x 0.090" x 0.374" 22'-8" Ub 27 -0" Ub 21' -11' Ub 21' -7" Ub 21'3" Ub 20' -11' Ub 20' -7" Ub 20' -3" Ub Note: 1. If the solid panel is greater or less than 10'-0 , then the 1/2 the allowable screen roo beam span shall ba ad usted by the factor of +/- 2 x 1)2 (the solid roof panel span difference between the actual and 10' -0 1. The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10' -0" and minus if the sold roof panel is smaller than 10' -0'. 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 112 of screen beam length + 1/2 of solid roof span . 4. Spans may be interpolated. 5. For minimum beam to upright sizes use Table 2.3 6. To convert spans to "C' and "D" exposure categories see exposure multipliers and example on page 1 -ii. Table 1.10b 110 T Town & Country Industries, Inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side/Solid Roof Other Side Aluminum Alloy 6005 T -5 For Areas in Wind Zones of 110 M.P.H., Exposure "B" or Less and Latitudes Below 30 °- 30' -00" North Uniform Load on Screen = 4 NSF, Solid Roof = 23.2 it/SF and 300# Point Load is Considered over (1) LF of Beam Single Self -Mating Beams Tnbutary Load Width 10' -0" 112 -0" 114' -0" 16' -0" 118' -0" 20' -0" 122' -0" 24' -0" Allowable Span 'L' I Point Load P) or Uniform Load (U), bending f) or deflection (d) Ub 2" x 7' x 0.055" x 0.120" 15' -5" Ub 15' -1' Ub 14' -9' Ub 14' -5" Ub 14' -1' Ub 13' -9" Ub 17-6" US 13'-10' 2" x 8" x 0.072" x 0.224" 19' -11' Ub 19' -6" Ub 19' -0" Ub 18' -7" Ub 18' -2' Ub 17-10' Ub 17-5" Ub 17-7 Ub 2" x 9" x 0.072" x 0.204" 20' -5" We 19' -11' Ub 19' -6" US 19' -1" US 18' -8" Ub 18' -3" US 17-11" Ub 17-3" Ub 2" x 9" x 0.082" x 0.326" 24' 4" Ub 23' -9" US 23' -2" Ub 22-8' Ub 22' -2" Ub 21' -9" Ub 21' 4" Ub 20' -11' US 2" x10" x 4090" x 0.374" 27,11" Lid 27'-6" US 26' -10' US 26' -3" US 25'-8" US 25' -2" Ub 24' -8" US 24' -2" Ub Note: 1. If the solid panel is greater or less than 10'-0 , then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10' -0'). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10' -0 ". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 112 of screen beam length + 112 of solid roof span . 4. Spans may be interpolated. 5. For minimum beam to upright sizes use Table 2.3 6. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. Table 1.10b 120 T Town & Country industries, inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side /Solid Roof Other Side Aluminum Alloy 6005 T -5 For Areas In Wind Zones of 120 M.P.H., Exposure "B= or Less and Latitudes Below 30'30' -00" North Uniform Load on Screen = 4 NSF, Solid Roof= 27.4 #/SF and 3000 Point Load is Considered over (1) LF of Beam Single Self- Mating Beams Tnbutary Load Width 10' -0" 12 -0" 14' -0" 16' -0" 118' -0" 20' -0" i 22' -0" 124' -0" Allowable Span 'L' / Point Load P) or Uniform Load (U , bending b) or deflection d) 2" x 7" x 0.955" x 0.120" 14' -6" Ub 14' -2' Ub 3' -11' Ub 13' -7" US 174" Ub 13' -1" Ub 12' -10' Ub 12 -10' US 2" x 8" x 0.072" x 0.224" 18' -9" Ub 18'4" Ub 17,11' Ub 17' -7" Ub 17'3" Ub 16' -11' Ub 16' -7" Ub 16' -2" b 2" x 9" x 0.072" x 0.204" 19' -2" Ub 18' -9" b 18' -5" b 18' -0" b 17 8" b 1 7 -4" b 17-0" b 16' -3" b 2 "x9 "x con" x0.326" 22' -11" b 22' -5' maniEngium®57EmE EingumpigurizzlEimplingmEgisi rte"' Ub S b 2" x 15" x 0.090" x 0.374" 26'-6" b 25,11 Note: 1. If the solid panel is greater or less than 10'-0 , then the 1/2 the allowable screen roof beam span shall be ad usted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10' -0 "). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10' -0" and minus if the solid roof panel is smaller than 10' -0 ". 2. For span of 'L' of beam; use screen panel width "W' from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans may be interpolated. 5. For minimum beam to upright sizes use Table 2.3 6. To convert spans to "C" and 'D' exposure categories see exposure multipliers and example on page 1 -ii. Table 1.10b 130 T Town & Country Industries, Inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side /Solid Roof Other Side Aluminum Alloy 6063 7-6 For Areas in Wind Zones of 130 M.P.H., Exposure "B" or Less and Latitudes Below 30 "- 30' -00" North Uniform Load on Screen = 5 0/SF, Solid Roof = 32.2 0/SF and 3000 Point Load is Considered over (1) LF of Beam eeat..ae..,. R..."... Single Self -Mating Beams Tnbutary Load Width 10'-0 112' -0" 114' -0" 16' -0" 118' -0" 1 20'-0" 22'-0" 124' -0" Allowable Span 'L' / Point Load P) or Uniform Load (U ),bending )b) or deflection (,d) Ub 2" x 7" x 0.055" x 0.120" 13' -7" Ub 13'4" Ub 13' -1" Ub 12' -10' Ub 12 -8" Ub 12' -5" Ub 12 -3" Ub 12 -0" 2" x 8" x 0.072" x 0.224" 17-T Ub 17-3- Ub 16' -11"U6 US 16' -7" Ub 16'4" Ub 16' -1" Ub' 5' -10' Ub 15' -T Ub 2" x 9" x 0.072"x 0.204" 18' -0" Ub 1T -8" Ub 17-4" Ub 17-0" Ub 16' -9" Ub 16' -6" Ub 16' -2" Ub 15' -11' Ub 2" x 9" x 0.082" x 0.326" 21'-6" Ub 21' -1' Ub 20' -8' Ub 20' -3" Ub 19' -11 Ub 19' -7" Ub 19' -3" Ub 18' -11' Ub 2" x 10" x 0.090" x 0.374" 24' -10' Ub 24'4" Ub 23,11" Ub 23'-6" Ub 23' -1" Ub 22' -8" Ub 224" Ub 21' -11' Ub Note: 1. If the sold panel is greater or less than 10'-0 , then the 1/2 the allowable screen roo beam span shall be ad usted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10' -0 "). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10' -0' and minus if the solid roof panel is smaller than 10' -0'. 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans may be interpolated. 5. For minimum beam to upright sizes use Table 2.3 6. To convert spans to 'C" and "D' exposure categories see exposure multipliers and example on page 1 -ii. Table 1.106140 T Town & Country Industries, Inc. 6005 TCI Allowable Spans for Super Gutter and Self Mating Beam Screened Enclosure One Side /Solid Roof Other Side Aluminum Alloy 606376 for Areas in Wind Zones of 140 -182 M.P.H., Exposure "B" or Less and Latitudes Below 30 °- 30' -00" North Uniform Load on Screen= 6 It/SF, Solid Roof = 37.3 #ISF and 3000 Point Load is Considered over (1) LF of Beam Single Self -Mating Beams Tributary Load Width 10' -0" 12' -0 14'-0" 16' -0" 118' -0" 1 20'-0" 122' -0" 124' -0" Allowable Span 'L' I Point Load P) or Uniform Load), bending (b) or deflection (d) Ub 2" x 7" x 0.055" x 0.120" 12 -1011b 12 -7 Ub 12' -5" Ub 12' -2" Ub 12'-0" Ub 11' -10' Ub 11' -8" Ub 11' -6" 2" x 8" x 0.072" x 0.224" 10 -T Ub 16'-3" Ub 16' -0" US 15' -9" Ub 15'-6' Ub 15'3" Ub 15' -1" Ub 14' -10" Ub 2" x 9" x 0.072" x 0.204" 16' -11' Ub 16'-8" US 16'-5" Ub 16' -2" Ub 15' -11' Ub 15' -8' Ub 15' -5" Ub 15' -2" Ub 2" x 9" x 0.082" x 0.326" 20'3" Ub 19' -11" Ub 19' -7 Ub 10-3" Ub 18' -11' Ub 18'-8" Ub 18'-4" Ub 18' -1" Ub 2" x 10" x 0.090" x 0.374" 23' -5" Ub 23' -0" Ub 22 -7" Ub 223" Ub 21' -11' Ub 21' -T Ub 21' -3" Ub 20' -11' Ub Note: 1. If the solid panel is greater or less than 10' -0", then the 1/2 the allowable screen roo beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10' -0'). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10' -0' and minus if the solid roof panel is smaller than 10'-0 ". 2. For span of "L" of beam; use screen panel width 'W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans may be interpolated. 5. For minimum beam to upright sizes use Table 2.3 6. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. to 2 Q w to 2 1 � � o- K 0 LL Q J to R ENGINEERING T z Q z CA w Q CO w 1- U Z z_ m 0 U LL 0 0 0 J 0 Cn COO 2O D CC Z Z � w J r cc QU CO w -J CO I- z w Z 0 a 0 0 Z n )- ow O 0 N Z 5 CD m 2 0 J EE 11 o Ll U) 0) 0 0 o N II- - cc) J LL w d 0) C C a) w a) U xk C 0 or m 12 -01 -2009 OF 010 19A 21 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. © BENNETT ENGINEERING GROUP Table 22.1 Allowable Attributable Roof Area per Post AppWind lied zone oad #/M = Minimum Post Size Max # Thru -Bolts @ Beam (a) Max # Thru -Bolts @ Post Base {Note 5) 150 MPH 1606 # ft' 17.7#/ ft' 1211 # ft' ft 1 33 # ft" 288 s Height Load (#) Area eat for Loads on Post 3" x 3" x 0.060" Roll Formed - Aluminum Al oy 3105 H 14 7"-0" 6110 368 345 290 275 246 213 199 185 6 "-6" 4976 300 281 236 224 201 173 161 151 10' -0" 3596 217 203 170 162 145 125 116 109 11' -6" 2719 164 154 129 122 110 95 88 82 13" -0" 2128 128 120 101 96 86 74 69 64 14-6" 1710 103 97 81 77 69 60 55 52 16" -0" 1404 85 79 67 63 57 49 45 43 Max. Heighht Max Load (#1 Allowable Roof Area in Square Feet for Various Loads on Post 3" x 3" x 0 060" Fluted Hollow Extrusion - Aluminum 6063 T-6 7'-0 757 456 428 359 341 305 264 245 230 8'-6" 5646 340 319 268 254 228 197 183 171 10' -0" 4079 246 230 193 184 164 142 132 124 11' -6" 3085 186 174 146 139 124 107 100 93 13' -0" 2414 145 136 114 109 97 84 78 73 14-6" 1940 117 110 92 87 78 68 63 59 16' -0" 1594 96 90 76 72 64 56 52 48 Wind Zone = Applied Load(#/SF)= 100 MPH 110 MPH 120 MPH 123 MPH 130 MPH 140-1 Mil 140 -2 MPH 150 MPH 16.6 # /ft. 17.7 # /ft' 21.1 # /ft' 22.2 # /ft' 24.8 # /ft' 28.7 # /ft" 30.9 # /ft. 33 # /ft' Max. Height Max Load f #)_ Allowable Roof Area in Square Feet for Various Loads on Post 3" x 3" x 0 090" Hollow Extrusion - Aluminum Alloy 6063 T-6 7' -0" 10680 643 603 506 481 431 372 346 324 8" -6" 7244 436 409 343 326 292 252 234 220 10' -0" 5233 315 296 248 236 211 182 169 159 1t -6" 3957 238 224 188 178 160 138 128 120 13' -0" 3097 187 175 147 139 125 108 100 94 1C-6" 2489 150 141 118 112 100 87 81 75 16' -0" 2044 123 115 97 92 82 71 66 62 Max. Height Max Load ( #) Allowable goof Area in Square Feet for Venous Loads on Post 3" x 3" x 0 125" HollQw Extrusio 1 - Alumin m Alloy 6Q63 T -6 7" -0" 14340 864 810 1 680 646 1 578 500 464 435 8,--5" 9725 586 549 461 438 392 339 315 295 10' -0" 7027 423 397 333 317 283 245 227 213 11` -6" 5313 320 300 252 239 214 185 172 161 13' -0" 4158 250 235 197 187 168 145 135 126 14' -6" 3342 201 189 158 151 135 116 108 101 16' -0" 2745 165 155 130 124 111 -Square 96 89 83 Max Height Max. Load ( #) Allowable Hoof Area in Feet for Various Loads on Post 4" x 4" x 0.125" Hollow Extrusion - Aluminum Alloy 6063 7-6 7' -0" 26177 1577 1479 1241 1179 1056 912 847 793 8'-6" 23401 1410 1322 .. 1109 1054 944 815 757 709 10 " -0" 17191 1036 971 815 774 693 599 556 521 11` -6" 12999 783 734 616 586 524 453 421 394 13' -0" 10172 613 575 482 458 410 354 329 308 14'4" 8176 493 462 388 368 330 285 265 248 16 " -0" 6715 405 379 _ 318 302 271 234 217 203 Notes: 1. Design must satisfy both height and area requirements. 2. Areas may be interpolated. Table 2.3 Schedule of Post to Beam Size and Number of Thru -Bolts Possible w/ Min. Edge Distance of 2 -1/2d Beam Size Minimum Post Size Max # Thru -Bolts @ Beam (a) Max # Thru -Bolts @ Post Base {Note 5) Minimum Knee Brace* (Note 5) Miminum # Knee Brace Screws"' (Note 4) Minimum Stitching Screws Spacing 1/4" 5/16"_I 3/8" L112" 1/4" 15/16"i 3/8" 11/2" Hollow Sections 2" x 4" 0.050" Tilt 3" x 3" x 0.060" 5 3 3 2 3 2 1 1 2" x 3' x 0.045" 3 #8 @ 24" O.C. 2" x 4" x 0.050" Hollow 3" x 3" x 0.060' 7 5 _ 4 3 19 15 3 3 2"x 3" x 0.045' 3 #8 @ 24" O.C. Self- Mating Beams 58 2" x 4"x 0.044" x 0.188" 3" x 3" x 0.060' 5 4 2 2 5 3 3 2 2" x 3" x 0.045" 3 #8 @ 24" O.C. 2" x 5" x 0.050" x 0.116" 3 "x3 "x0.060" 7 5 3 3 5 3 3 2 2 "x3 "x0.045" 3 #10 @24" O.C. 2" x 6" x 0.050" x 0.120" 3'x3 "x0.060" 8 6 3 3 5 3 3 2 2 "x3 "x0.045" 3 #10 @24" O.C. 2" x 7" x 0.055" x 0.120" 3 "x3 "x0.093" 10 7 4 4 5 3 3 2 2 "x4 "x0.050" 3 #10 @24" O.C. 2" x 8" x 0.082" x D.306^ 3"x 3"x 0.125" 11 9 5 5 5 3 3 2 2° x 4" x 0.050' 3 #12 @ 24'0.C. 2" x 9" x 0.072" x 0.224" 3" x 3" x 0.125" 13 10 6 6 5 3 _ 3 2 2" x 4" x 0.050" 3 #14 @ 24" O.C," 2" x 9" x 0.082" x 0.306" 4" x4" x 0.125" 13 11 6 6 7 5 4 3 2' x 4" x 0.050' 3 #14 @ 24" 0.C." 2" x 10" x 0.092" x 0.374" 4"x 4"x 0.125" 15 _ 15 7 _ 7 19 5 4 3 _ 2"x 4"x 0.050- 4 #14 @ 24° O.C." The minimum number of thru bolts s (2) Minimum post/beam may be used as minimum knee brace 2. " Fasten external screws or dips. See Details 3- "" "For screw size see wind zone chart 4. (2)114" Thru -Bolts may be substituted for screws. 5. All Thru -Bolts shall have minimum 5/8' diameter washers and lock nuts. Example: Number of bolts required for 120 MPH, "B" exposure, Attached (Enclosed) structure; MWFRS Design Load 14 PSF load width of post = 12', post sparing = 10', w2 = 14 PSF Post Uplift = 12' x 10' x 14' = 1680# From Table 9.4A" use wall thickness of lesser member Example: use YWall = 0.60" Allowable Loads # Bolts Req'd " @ post base 1/4' = 468# / bolt 3.52 use 4 yes 5/16" = 618 #/brit 2.75 use yes 3/8' = 731# / bolt 229 use 3 yes 112" = 1,004 #1 bolt 1,67 use 2 yes • These values are good for post base & beam bolts Material Type Top Edge In Direction Of Applied Load & Center To Center Side Edge Aluminum 2 -1/2 0 1 D Concrete 5 D 5 D Wood 4 D 4 D Knee Brace Min. Length Max Length 2" x 2" x 0.044' 1' -4" 2' -0" 2" X 3" X 0.045" 1' -6" 2'-6" 2" x 4" x 0.050' 1" -6" 3' -0" @ beam yes yes Yes Yes Table 2.4.1 Footings - Maximum Roof Area for Screened Enclosure One Side f Solid Roof Other Side Wind Zone (MPH) = 100 110 120 123 130 140 -1 140 -2 150 Attached Cover Uplift ' = 16.6 #/SF 17.7 NSF 21.1 #/SF 22.2 #/SF 24.6 NSF 28.7 NSF 30.9 #/SF 33.0 #/SF Free Standing Uplift = 10 #/SF 10 #/SF 11 # /SF 12 #1SF 13 #/SF 15 NSF 15 NSF 17 #ISF Existing Slab on Grade w/ unknown reinforcement In good repair 22 19 15 15 13 11 11 10 Isolated Footing Dimensions"' Uplift Rating (lbs.) Maximum Attributable Roof Area in Square Feet 1' -0" x 1' -0" x 1' -0" 306 18 17 15 14 12 11 9 9 1"-4- x 1 "-4" x 1'd 597 36 34 28 27 24 21 18 18 V-6" x1'.-6"x 1'-6" 790 48 45 37 36 32 28 24 24 1'-8" x 1'- 8 "x2' -0" 1,223 74 69 58 55 49 43 37 37 1'-8" x 1 "-8" x 2'-6" 1,529 92 86 72 69 62 53 46 46 2' -0" x 2' -0" x 2-0" 1,584 95 89 75 71 64 55 48 48 2' -0" x 2' -0" x T-6" 1,980 119 112 94 89 80 69 60 60 2' -6" x 2'-6" x 2'-6" 2,756 166 156 131 124 111 96 84 84 .. 2'-61 x 2'-6" x 3" -0" 3,308 199 187 157 149 133 115 100 100 on attached cover uplift toads. Notes: 1. Isolated Footing is a poured concrete rectangular sold (Length x Width x Depth). 2. Slab on grade must be new or in good condition. 3. For free standing covers, multiply above roof areas by the appropriate multiplier from the table below. Pre -Cast Block Footing Pre -cast footing block (16" x 16" x 4 ") at 24" below grade with 80 # bag pre -mix co Wind Zone (MPH)= 100 110 120 123 130 140 -1 - 140.2 150 Attached Cover Uplift' = 16.6 #1SF 17.7 #/SF 21.1 #/SF 22.2 #/SF 24.8 # /SF 28.7#/SF 30.9 #/SF 33.0 #/SF Free Standing Uplift = 10 # /SF 10 #/SF 11 #/SF 12 NSF 13 #/SF 15 #/SF 15 #/SF 17 NSF Dimensions" Rating (lbs.) Maximum Attributable Roof Area in Square Feet (1) x 80# Bag 1,734 110 103 86 82 73 63 55 55 (2) x 80# Bag 1,819 115 108 90 86 77 66 58 58 (3) x 80# Bag 1,904 115 108 90 86 77 66 58 58 ote: Maximum uplift on post is determined by multipying maximum attributable roof area x applied load. Example: Post tributary roof area = 77', Applied load for 110 MPH wind zone = 24# /Sq. FL, Uplift on post = 77 x 24 = 15404 Roof Area Conversion Multipliers Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs Wind Zone 100 110 120 123 130 140.1 140 -2 150 Roof Area Multiplier 1,00 1.05 1.13 1.36 1.48 1.56 , 1.00 1.00 'COATED ALUMINUM POST IN CONCRETE #40 BAR 12" LONG POURED CONCRETE (REFER TO TABLE 2.4) NOTE: 'POST SET IN CONCRETE OR ANY ALUMINUM THAT WILL COME IN CONTACT WITH PRESSURE TREATED WOOD SHALL HAVE ONE OF THE FOLLOWING VAPOR BARRIERS. 1. PEAL AND SEAL OR OTHER WATER SEAL TAPE. 2. COVERED IN 0.006 MIL- 15 # FELT PAPER PLASTIC 3. PAINTED WITH ROOFING CEMENT ISOLATED FOOTING Z <0 Z D1- O Z < I.-- Q _Z w o • ca o w o f n 8 W 0 CV W LL co Z r n0E- _1I- tr 111 0 Z co m Lu OOOO aW D CO O_ EE d f_UO' OD co O OLO) 2OU (ern 0 X ° o _ZZ Nt1f 2 W Lii = I- -I CU eft, P.E. FL # 16644 ah U to 12 -01 -2009 OF 19B 21 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, rn F Table 3A.2 110 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roof Town & Country Industries, Inc. Aluminum Alloy 6005 T -5 For 3 second wind gust at 110 MPH velocity; using design load of 13.0 #/SF 6005 TCI Sections Tributary Load Width 'W' = Member Spacing TributarvLoad Width 'W' = Member Spacing Tributary Load Width 'W' Member Spacing - 3' -0" 3'-6" 4' -0" 4'-6" I 5' -0" 5' -6" I 6' -0" 6' -6" 7' -0" 1_ 7'-6" Allowable Height 'H'1 bending'b' or deflection 'd' 2"x 2" x 0.044" Hollow 8' -7" b 7-11" b 7' -5" b 6' -11' b 6' -8" b 6'-4" b 6' -1" b 5' -10" b 5' -7" b 5' -5' b 3'52" x 0.045" Hollow 9'-4' 5 B'-8" b 0-1" b 7 -7" 5 T -3" b 6' -11° b 6' -7" b 6'-4" b 6' -1" b 5' -11" b 2" x 3" x 0.045" Hollow 10' -7' 5 9` -10' b 9' -2" b 8' -8- b 8' -2" 8 7' -10" b T -6' b 7' -2' b 6' -11' b 6' -8' b 2" x 3" x 0.060" Hollow 13'4" 5 12,5" b 11' -T b 10' -11" b 10'4" b 9' -10" b 9' -5' b 9' -1" b 8' -9" h 8' -5' b 2"x 4" x 0.050" Hollow 12' -10" b 11' -10" b 11' -1' b 10' -5" b 9' -11' b 9' -5' b 9' -1" b 8' -8" b 8' -5' b 8' -1' b 2" x 5" x 0.062' Hollow 18' -8' b 17 -3" b 16' -2' b 15' -3" b 14' -5' b 13' -9" b 13' -2' b 12' -B" b 12 -3' b 11' -10" b 2" x 4" x 0.0465 0.100" S.M.B. 15 -9' b 14' -T b 13' -7' b 12' -10' b 12' -2' b 11' -7" b 11' -1" b 10' -8" b 10' -3" b 9' -11' b 2" x 5"x 0.050" x 0.100" S.M.B. 18' -11' b 17-6- b 10-4" b 15' -5" b 14' -8" b 13' -11" b 13'4" b 12' -10" b 12'4" b 11' -11" b 2" 5 6" x 0.050" x 0.120" S.M.B. 21' -11" b 20' -3' b 18,11' b 17-10" b 16' -11' b 16' -2" b 15' -6" b 14' -10" b 14'-4" b 13' -10' b 2" x 7" x 0.055" 5 0.120" S.M.B. 26' -3' b 24' -3' b 22' -9' b 21' -5" 6 20'4" b 19'4' b 18' -T b 17'-10" b 17 -2' b 16' -T b 2" x 8" x 0.072" x 0.224" S.M.B. 32' -2" b 29' -9' b 27 -10" b 26'-3' b 24' -11' b 23'-9' b 22'-9° b 21'-10" b 21' -0' b 20-4' b 2" x 9" x 0.072" x 0.224" S.M.B. 37 -3' h 34' -5' b 37 -3' b 30' -5" b 28' -10" b 27'6" b 264" b 25' -3" b 24'4' 5 23' -6' b 2" x 9" x 0.082" x 0.310" S.M.B. 41'6" b 36' -5" b 35' -11" b 33' -11" b 37 -2' b 30' -8" b 29'4" b 28' -3' b 27' -2' b 26' -3' b 2" x 10" x 0.092" x 0.369" S.M.B. 53' -11' d 51' -3' d 49' -0" d 47' -2" d 45' -1' b 42' -11' b 41' -2" b 39' -7" b 38' -1' b 36' -10" b Notes: t 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. Table 3A.2 120 Allowable Upright Heights, Chair Rail Spans or Header Spans 6005 TCI Under Solid Roof Town & Country Industries, Inc. Aluminum Alloy 6005 T -5 For 3 second wind gust at 120 MPH velocity; using design load of 15.0 #/SF Sections Tributary Load Width 'W' = Member Spacing Tributary Load Width 'W' = Member Spacing Tributary Load Width 'W' Member Spacing - 3' -0" 3'-6" 4' -0" 4'6" 5' -0" 1 5'6" 6' -0" I 6' -6" 7-0" 7 -6" 5'-6" L 6' -0" ) 6' -6" T -0" T6" Allowable Height 'H' I bendinq'b' or deflection 'd' 2" x 2" x 0.044" Hollow 7 -11° b 7' -5' b 6' -11" b 6-6' b 6' -2" b 5' -11" b 5' -8' b 5' -5' b 5' -3' b 5' -0" b 3" x 2" x 0.045" Hollow 8' -8" b 8' -0" b T -6" b 7' -1" b 6' -9" b 6' -5" b 6' -2" b 5 -11" b 5' -8" b 5' -6" b 2" x 3" x 0.045" Hollow 9' -10' b 9' -2" S 8' -6" b 8' -1" b 7 -8" b 7' -3" b 6' -11" b 6-8' b 6' -5" b 6' -3' b 2" x 3" x 0.060" Hollow 12-5' b 11'6' b 10' -9" b 10' -2" b 9' -8" b 9' -2' b 8' -10' b 8' -5" b 8' -2' b T -10" b 2" x 4" x 0.050" Hollow 11' -11' b 11' -0" b 10'4' b 9' -9' b 9' -3" b 8' -10" b 8' -5" b 8' -1" b 7' -10" b 7' -6" b 2" x 5" x 0.062" Hollow 17'4" b 16' -1' b 15' -0" b 14' -2' b 13' -5" b 12' -10" b 17 -3" b 11' -10' b 11'4" b 10' -11" b 2" x 4" x 0.046 x 0.100" S.M.B. 14' -7" b 13' -6" 5 12' -8' b 11' -11" b 11'4" b 10' -10" b 10'-4' b 9' -11" b 9' -7" b 9' -3" b 2" x 5" x 0.050" x 0.100" S.M.B. 17' -7' b 6' -3' b 15' -3" b 14'-4' b 13' -7" b 12' -11" b 12' -5' b 11' -11' b 11' -6" b 11' -1" b 2" x 6" x 0.050" x 0.120" S.M.B. 20'4" b 18' -10' b 17' -8" b 16' -8" b 15' -9" b 15' -0° b 14' -5' b 13' -10" b 13' -4" b 12' -11" b 2" x 7 ".55.055" x 0.120" S.M.B. 24' -5' b 22' -7' b 21' -2' b 19' -11' b 18' -11' b 18' -0" b 17' -3" b 16' -7' b 15' -11" b 15' -5" b 2" x 8 ".x 0.072" 5 0.224" S.M.B. 29' -11" b 27 -B" b 25' -11" b 24' -5" b 23' -2" 5 22' -1" b 21' -2" b 20'4' b 19' -T b 18' -11" b 2" x 9" x 0:072" x 0.224" S.M.B. 34' -8" b 32' -1" b 30' -0" b 28' -3" b 26' -10' b 25' -7' b 24' -6" b 23' -6" b 22' -8' b 21' -11' b 2" x 9" 50.082" 5 0.310" S.M.B. 38' -8" 8 35' -10" b 33' -6" b 31' -7' b 29' -11" b 28' -7" b 27-4' b 28' -3" b 25'-4' b 24' -5" b 2" x 10" x0.092" x 0.369" S.M.B. 51' -5" d 48' -10" d 46' -9" d 44' -3" b 41' -11' b 40' -0" b 38'4" b 36' -10" b 35' -6" b 34' -3" b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upnght to center of brace to beam connection to the above spans for total beam spans 2. Spans may be interpolated. Table 3A.2 130 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T -5 For 3 second wmd gust at 130 MPH velocity; using design load of 18.0 #/SF Sections Tributary Load Width 'W' = Member Spacing Tributary Load Width 'W' = Member Spacing Allowable Height 'H' 1 bending b' or deflection 'd' 2" x 2" 5 0.044" Hollow 3'-D" 3'-6" 4' -0" 4'-6" I_ 5 -0" 5'-6" L 6' -0" ) 6' -6" T -0" T6" 5' -10" b Allowable Height 'H' / 'b' or de' action 'd' 4' -11' b 2" x 2" x 0.044" Hollow 73" b 6' -9" b 6'4" b 5' -11" b 5' -8" b 54" b 5' -2" b 4' -11' b 4' -9' b 4' -7' b 3" x 2" x 0.045" Hollow 7-11' b 7'4' b 6' -10" b 6' -6' b 6' -2' b 5' -10" b 5' -7" b 5 -5' b 5' -2" b 5' -0" b 2" x 3" x 0.045" Hollow 9' -0" b 8'4' b 7' -10' b 7'4' b 6' -11" b 6' -8" b 6'4" b 6' -1' b 5' -11' b 5' -8" b 2 "x3 "x0.060" Hollow 11'4" b 10-6" b 9' -10' b 9' -3' b 8' -10" b 8' -5" b 8' -0" b 7' -9' b T -5" b 7' -2" b 2" X 4" x 0.050" Hollow 10' -11" b 10' -1" b 9' -5' b 8' -11" b 8' -5" b 8' -0" b 7-8' b 7-5" b 7' -1" b 6' -11" b x 0.062" Hollow 15' -10' b 14' -8" b 13' -9' b 12' -11" b 12' -3' b 11'-8" b 11' -3" b 10' -9" b 10' -5' b 10' -0' b 2" x 4" x 0.046 x 0.100" S.M.B. 13'4' b 12'4" b 11' -7" b 10' -11' b 10'4" b 9' -10' b 9' -5" b 9' -1' b 8' -9" b 8'5' b 2" x 5" x 0.050" x 0.100" S.M.B. 16' -1" b 14' -10' b 13' -11" b 1E -1" b 17 -5" b 11' -10" b 11'4" b 10' -1," b 10' -6" b 10' -2' b 2" x 6" x 0.050" x 0.120" S.M.B. 18' -7" b 17,3" b 16' -1' b 15' -2" b 14'5" b 13' -9" b 13' -2" b 17 -8" b 12' -2" b 11' -9" b 2" x 7" 50.055" x 0.120" S.M.B. 274' b 20' -8" b 19'-4' b 18' -2" h 1T -3" b 16'-6" h 15' -9" b 15' -2" b 14' -7" b 14' -1" b 2" x 8" x 0.072"x 0.224" S.M.B. 27'4" b 25' -3' b 23' -8" b 22'4" b 21' -2" b 20' -2" b 19'4' b 18' -7" b 1T-11" b 1T -3" b 2" x 9" x 0.072" x 0.224" S.M.B. 31'-8' b 20-3" b 2T -5" b 20-10" b 24' -6" b 23'4" b 22'4" b 21' -6" b 20' -8' b 20' -0" b 2" x 9" x 0.082" x 0.310" S.M.B. 35'4" b 37 -8' b 30' -7" b 28' -10" b 274' b 26' -1" b 24' -11" b 23' -11" b 23' -1" b 22' -4" b 2" x 10" x 0.092" x 0.369' S.M.B. 48' -5" d 145' -10" b 42' -10" b 40' -5" b 38'4" b 36' -6' b 34' -11' b 33' -7" b 32' -5" b 31' -3" b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upnght to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated Table 3A.2 140 Town & Country Industries, Inc. 6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005 T -5 For 3 second wtnd gust at 140 MPH velocity• using design load of 21.0 #/SF Sections Tributary Load Width 'W' = Member Spacing 3'-0" 3' -6" 4' -D" 4'-6" S -0" 5'-6" 6' -0" 6' -6" 7 -0" 7'-6" Allowable Height 'H' 1 bending b' or deflection 'd' 2" x 2" 5 0.044" Hollow 6' -9' b 6' -3" b 5' -10" b 5' -6" b 5' -3" b 4' -11' b 4' -9" b 4' -7" b 4' -5" b 4' -3" b 3" x 2" 5 0.045" Hollow T4" b 6' -9' b 6'4' b 5' -11' b 5'6" b 5' -5" b 5' -2" b 4' -11' b 4' -10' b 4' -8" b 2" x 3" x 0.045" Hollow 6'4" b 7 -9' b 7 -3" b 6' -10" b 6' -5" b 6 -2' b 0 -11' b 5'-8" b S -5" b 5' -3" b 2" x 3" x 0.060" Hollow 10' -6" b 9 -9" b 9' -1' b 8' -7" b 8' -2" b 7' -9" b T -5" b 7 -2" b 6' -11" b 6' -8" b 2" x 4" 5 0.050" Hollow 10' -1' b 9'4' b 8' -9' b 8-3" 5 7 -10'r 5 7'S' b 7' -P b 6' -10" b 6' -7" b E 4" b 2 x 5" x D.062" Hollow 14' -8' b 13' -7' b 17 -9' b 11' -11" b 11'4' b 10' -10" b 10' -5' b 9' -11" b 9' -7" b 9' -3" b 2" 5 4"x 0.046 x 0.100" S.M.B. 174' b 11' -5" b 10'5" b 10' -1' b 9' -7' b 9' -2" b 8' -9" b 8' -5' b 8' -1' b 7' -10" b 2" x 5" x 0.050" x 0.100" S.M.B. 14' -10" b 13' -9' b 12' -10" b 12' -2' b 11'6" b 10' -11" b 10' -6" b 10' -1' b 9' -9' b 9' -5" b 2" x 6" x 0.050"x 0.120" S.M.B. 17'-3' b 15' -11" b 14' -11' b 14' -1' b 13'4" b 17 -9' b 12' -2' b 11' -8' b 11'3" b 10' -11" b 2" x 7" x 0.055" x 0.120" S.M.B. 20' -8' b 19' -1" b 17 -10" b 16' -10" b 15' -11" b 153' b 14' -7" b 14' -0" b 13' -6' b 13' -1" b 2.5 8" x 0.072"x 0.224" S.M.B. 25' -3" b 23' -5' b 21' -11' b 20'6" b 19' -7" b 18'-8' b 17' -11' b 17' -2" b 16' -7' b 15' -11" b 2' x9" x 0.072" x0.224" S.M.B. 29' -3" b 27 -1' b 25'4" b 23 -11" b 276' b 21'-8" b 20' -8' b 19' -11" b 19' -2" b 18' -6' b 2" x 9" X 0.082" x 0.310" S.M.B. 32 =8' b 30' -3' b 28'4' b 26' -8" b 25'4" b 24' -2" b 23' -1' b 22' -2" b 21' -5" b 20' -8" b 2" x10" 5 0.092" x 0.369' S.M.B. 45' -10" b 42' -5" b 39'6" b 37' -5" b 35' -6" b 33' -10" b 32' -5' b 31' -1" b 29' -11" b 28' -11" b Holes: 1. Above spans do not include length of knee brace. Add horizontal distance from upnght to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. ANCHORS (SEE SECTION 9) CONCRETE SLAB OR FOOTING ANCHORS (SEE SECTION 9) CONCRETE SLAB OR FOOTING ALUMINUM / STEEL COLUMN 2" x 2" WITH WALL THICKNESS EQUAL TO OR GREATER THAN COLUMN WALL MAX CONCRETE ANCHORS (SEE TABLE NEXT PAGE)' FOR POST CONNECTIONS TO WOOD DECKS (2' NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1 -3/8" EMBEDMENT) Notes: 1. Angles or U- Channels 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. POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL ANGLE CLIPS ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE - STANDING COVERS CORROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING ALUMINUM / STEEL COLUMN 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 ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE - STANDING COVERS, CORROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING ALUMINUM I 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) ' 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 TYPE II POST TO CONCRETE CONNECTION BREAK FORMED COLUMN BASE SCHEMATIC EXTERNAL BASE ALUMINUM /STEEL COLUMN 'U' CHANNEL (SEE SECTION 9 FOR CONNECTIONS) MAX CONCRETE ANCHORS (SEE TABLE NEXT PAGE)' ' FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1 -3/8" EMBEDMENT) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING CHANNEL Number of Wedge Bolts (POWERS or Equal) for Super Base Connection Wind Zone (MPH) Wind Uplift (PS9 Post Spacing / Number of Fasteners 8' -0" 10'-0" 12' -0" 14' -0" 16' -0" 18' -0" 20' -0" 100 76.6 2 2 3 3 4 4 5' 119 17.7 2 2 3 3 4 4 5' 120 21.1 2 3 3 4 5' 5' 6" 123 22.2 2 3 4 4 5' 5" 6" 138 24.8 3 3 4 5' 5' 6' 7" 140 -182 28.7 3 4 5' 5' 6' 7' 8' 150 33.0 4 5' 5' 6' 7' 8' 9" ' For connections that require more than (4) fasteners use type II base. "For connections that require more than eight bolts use the "Super Base ". Hole: Allowable load on 114" x2-1/7 Wedge Bolt or Equiv. 5d is 878#. Example for Base Connection: # of anchors = area over post ' applied load / allowable load on anchor For a 30' x 16' carport with 2' overhang in a 120 MPH wind zone, "B" exposure the load width on the front wall is: 16' / 2 +7 = 10', assume posts are at 10' O.C. then area = 100 SF and the applied load is 21.1 PSF x 100 SF = 2110# for a 3"5750.060" post. Allowable load for wedge bolts 878# each, 2110 # / 8784= 2.4 so use (3) wedge bolts 0_ 0 0 1 W I- CD Z 9' w w z 0 W lY U- cc- IL m Z Z N Z < I-- - 2m o� to � J U o W c 1.-- 5 Z O Z co W O W O 0 Q D CO 0,_ E CL } LL 0 n U)00 CO tJi. 22 0 U t. 0) 0 O O Z IZ N N W I- __; 0 ix Co (0 t Z ce N J 9M_""3 Z LL 4k W C7 x ,F2 - CI: "ZZI O m 0 m - o C ~ d T 0) �a1 co LU ha CO s CD a) t U > r C 4t 5, m m H NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. O U J N W 12 -01 -2009 2010 0, °a 0 0 SEAL K SHEET 0 Z 19C z OF 2'! O ca GENERAL NOTES AND SPECIFICATONS 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect, engineer or certified home inspection company to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF_ 5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans 6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. 7. Composite panels cart be loaded as walk on or uniform loads and have, when tested, performed well in either test. The composite panel tables are based on bending properties determined at a deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each wa 10. Spans may be interpolated between values but not extrapolated outside values. 11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A & 8, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealant. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating 15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated wI protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16. Fasteners.or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not be used. SECTION 7 DESIGN STATEMENT - The roof systems are main force resisting systems and components and cladding in conformance with The 2007 Florida Building Code with 2009 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7 -05 Section 6.5, Analytical Procedure for Components and: Cladding Loads. The procedure assumes mean roof height less than 30'; roof slope 0 to 20"; I = 0:87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures, and 0.55 for partially enclosed structures. All pressures shown are in PSF. 1. Freestanding structures with mono-sloped roofs have a minimum live load of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7 -05 open mono-sloped factor of 0.75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140 -1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140 -1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7 -05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind loads are from ASCE 7 -05 Section 6.5, Analytical Procedure for glass and modular rooms 5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure "B" to "C" Exposure "B" to "D Mean Roof Height" Load Conversion Factor span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0 - 15' 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 30' - 40' 1.37 0.85 0.90 1.61 0.79 0.85 Use larger mean roof height of host structu a or enclosure Values are from ASCE 7 -05 Conversion Table 7B from Enclosed to Partially Enclosed Building Classification Exposure "B" Multipliers for Roofs Loads Spans Deflection 1.03 0.92 Bending 1.05 0.90 ` Minimum live load of 30 PSF controls in high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or D" see Table 7A on the this page. Anchors fo composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific. 2" x S.M.B. 1" x 2" x 0.040" PATIO EXTRUSION 1/4" x 1 -1/2" S.M.S. SIDE OF BEAM & 24" O.C. TRUFAST HD x ( "t" + 1/2") FASTENER @ 8" O.C. FOR UP TO 130 MPH WIND SPEED; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED 3" COMPOSITE PANEL #14 TEK SCREWS (4) EACH BRACKET 5" SUPER GUTTER BRACKET 6" WIDE AT EACH BEAM AND MID -SPAN 0.95" BEAM GUTTER 3" x 3" x 0.090" COLUMN \,,2" x 2" x 0.125" ANGLES WI (3) 1/4" THRU -BOLTS THROUGH ROOF BEAM AND(3) #14 TEK SCREWS TO GUTTER (EACH SIDE) Notes: 1. Can not be used in conjunction with moment connection. 2. All solid roofs shall drain to gutter and away from host structure. 2" WIDE x 0.050" (MIN.) STRAP SPACING PER LOCATION DETAIL PAGE 1 -24 #10 x 1/2" TEK SCREWS @ 8" O.C. TRUFAST SIP HD FASTENERS WI 1 -1/4 "0 FENDER WASHERS @ 8" O.C. UP TO 130 "Cr @ 6" O.C. 130 "D" AND UP TO 150 MPH "D" EXPOSURES (LENGTH = PANEL THICKNESS +1 ") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON BEARING ELEMENT (SIDE WALLS) 24" MAX' 1 -1/2" x 3" x 1 -1/2" X 0.050" RECEIVING CHANNEL W/ (1) #10x1/2" TEK SCREW @ 8" O.C. ROOF PANEL (PER TABLES SECTION 7) TRUFAST HD SIPS FASTENER 1 -1/2" x 1 -1/2" x 1/4" ANGLE W/ (2) #10x1/2" TEK SCREWS @ 8" D.C. ANGLE OR RECEIVING CHANNEL SUPPORTING BEAM (SEE TABLES SECTION 9) (PER TABLES) ALTERNATE RECEIVING CHANNEL 2 -1/8 "x 1" W/ (2) #8 x 1/2" S.M.S. EACH SIDE OF BEAM AND BEAM TAIL REMOVED SELF - MATING BEAM SIZE VARIES POST AS REQUIRED / (PER TABLE 2.3) * WITHOUT SITE SPECIFIC ENGINEERING Notes: 1. Variations of Super Gutter attachments may be modified to attach to composite roof system. 2. Caulk all exposed screw heads. 3. Can not be used in conjuntion with moment connection. 4. All solid roofs shall drain to gutter and away from host structure. CONNECTION TO SUPER OR EXTRUDED GUTTER WITH COMPOSITE PANEL COMPOSITE PANELS SHALL BE THRU SCREWED THRU THE ENDCAP AND INTO THE GUTTER 2" x 3" x 0.125" ANGLE EACH SIDE WI 3/8" THRU -BOLTS & WASHERS TO GUTTER AND 3/8" THRU -BOLTS TO POST ALTERNATE SELF - MATING BEAM CONNECTION TO SUPER GUTTER TRUFAST HD SIPS FASTENER SUPPORTING BEAM (PER TABLES) POST AS REQUIRED (PER TABLE 2.3) 24" MAX SOLID COVER ATTACHED (PER SECTION 7) BREAK FORMED OR EXTRUDED END CAP W/ INSULATED PAN ROOF OR COMPOSITE ROOF PANEL. OPEN WITH PAN ROOF. ALUMINUM BREAK FORMED 0.040" X 2" Z STRAP OR STANDARD L STRAP W/ (2) #10 x 3/4" S.M.S. OR 1/4" THRU- BOLT AND 1/2" PVC OR EQUAL FERRULE @ 24" O.C. S.M. OR SNAP SECTION AL-- VARIES (2) #10 x 1/2" S.M.S. SUPER OR EXTRUDED GUTTER ATTACHED TO BEAM WITH 2 -1/2" LONG S.M.S. SELECTED FROM SECTION 9 FOR BEAM SIZE SPACED AT 24" O.C. FOR ALLOWABLE SPANS OF SUPER OR EXTRUDED . GUTTER AND CARRIER BEAM (SEE TABLE 1.10) VARIES O z 0 rc 0 O w 1 to Z < - 0 H Q Z � lb Z 2 U O U W i t 0 co 0 W eC F- -t 0 Co CC CD 2O Z I• Z W J U Q Co Z 0 I- W ❑ ❑ W O Q) U oo Z 5 CO 5 W Z m2 < ❑ _f E O� J � 1L Co ti 03 o o� N N 2 I -- w I- 1- 0 BE REPRODUCED IN WHOLE OR IN PART WI I- z U.1 W z_ X w Z w (2) 3/4" CORROSION RESISTIVE AND WASHER HEADED SCREWS (PER SECTION 9) Notes: 1. Beam may be attached to super gutter and solid roof to self -mating beam if a strap or 1/2" P.V.C. or equal ferrule is provided at each beam. 2. Can not be used in conjunction with moment connection. 3. All solid roofs shall drain to gutter and away from host structure. SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREEN ROOF COMBINATION rn a O 2010 Z(.5 K w W z C9 w z z w m 0 SHEET J m 0 12 -01 -2009 20A OF 21 Open Structures Mono Sloped Screen Rooms & Attached Covers Glass & Modular Enclosed Rooms Overhang / Cantilever All Rooms 1= 0.87 for 90 to 100 MPH I = 0.87 for 90 to 100 MPH & Roof Overs 1= 0.77 for 100 to 150 MPH I = E77 for 100 to 150 MPH I =1.00 I =1.00 KCpi = 0.00 Zone 2 KCpi = 0 00 Zone 2 KCpi = 0.16 Zone 2 KCpi = 0.18 Zona 3 loads reduced by 25% Basic Wind Effective Area Basic Wind Effective Area Basic Wind Effective Area Basic Wind Effective Area Pressure 50 20 10 Pressure 50 20 10 ' Pressure 50 20 10 Pressure 50 20 10 100 MPH 13 13 16 25 17 20 23 26 17 23 27 30 17 27 38 45 110 MPH 14 14 17 20 18 21 25 28 18 27 32 36 18 33 46 55 120 MPH 17 17 20 23 22 25 30 33 22 32 39 43 22 39 54 65 123 MPH _ 18 17 21 24 23 26 32 35 23 34 41 45 23 41 57 69. 130 MPH 20 20 23 27 26 29 35 39 26 38 45 51 26 46 64 77 140.1 MPH 23 23 27 31 30 34 40 46 30 44 53 59 30 53 74 89 140 -2 MPH 23' 23 27 31 30 34 40 46 30 44 53 59 30 54 74 89 150 MPH 26* 26 32 36 34 39 46 52 34 51 60 68 34 61 85 102 ` Minimum live load of 30 PSF controls in high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or D" see Table 7A on the this page. Anchors fo composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific. 2" x S.M.B. 1" x 2" x 0.040" PATIO EXTRUSION 1/4" x 1 -1/2" S.M.S. SIDE OF BEAM & 24" O.C. TRUFAST HD x ( "t" + 1/2") FASTENER @ 8" O.C. FOR UP TO 130 MPH WIND SPEED; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED 3" COMPOSITE PANEL #14 TEK SCREWS (4) EACH BRACKET 5" SUPER GUTTER BRACKET 6" WIDE AT EACH BEAM AND MID -SPAN 0.95" BEAM GUTTER 3" x 3" x 0.090" COLUMN \,,2" x 2" x 0.125" ANGLES WI (3) 1/4" THRU -BOLTS THROUGH ROOF BEAM AND(3) #14 TEK SCREWS TO GUTTER (EACH SIDE) Notes: 1. Can not be used in conjunction with moment connection. 2. All solid roofs shall drain to gutter and away from host structure. 2" WIDE x 0.050" (MIN.) STRAP SPACING PER LOCATION DETAIL PAGE 1 -24 #10 x 1/2" TEK SCREWS @ 8" O.C. TRUFAST SIP HD FASTENERS WI 1 -1/4 "0 FENDER WASHERS @ 8" O.C. UP TO 130 "Cr @ 6" O.C. 130 "D" AND UP TO 150 MPH "D" EXPOSURES (LENGTH = PANEL THICKNESS +1 ") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON BEARING ELEMENT (SIDE WALLS) 24" MAX' 1 -1/2" x 3" x 1 -1/2" X 0.050" RECEIVING CHANNEL W/ (1) #10x1/2" TEK SCREW @ 8" O.C. ROOF PANEL (PER TABLES SECTION 7) TRUFAST HD SIPS FASTENER 1 -1/2" x 1 -1/2" x 1/4" ANGLE W/ (2) #10x1/2" TEK SCREWS @ 8" D.C. ANGLE OR RECEIVING CHANNEL SUPPORTING BEAM (SEE TABLES SECTION 9) (PER TABLES) ALTERNATE RECEIVING CHANNEL 2 -1/8 "x 1" W/ (2) #8 x 1/2" S.M.S. EACH SIDE OF BEAM AND BEAM TAIL REMOVED SELF - MATING BEAM SIZE VARIES POST AS REQUIRED / (PER TABLE 2.3) * WITHOUT SITE SPECIFIC ENGINEERING Notes: 1. Variations of Super Gutter attachments may be modified to attach to composite roof system. 2. Caulk all exposed screw heads. 3. Can not be used in conjuntion with moment connection. 4. All solid roofs shall drain to gutter and away from host structure. CONNECTION TO SUPER OR EXTRUDED GUTTER WITH COMPOSITE PANEL COMPOSITE PANELS SHALL BE THRU SCREWED THRU THE ENDCAP AND INTO THE GUTTER 2" x 3" x 0.125" ANGLE EACH SIDE WI 3/8" THRU -BOLTS & WASHERS TO GUTTER AND 3/8" THRU -BOLTS TO POST ALTERNATE SELF - MATING BEAM CONNECTION TO SUPER GUTTER TRUFAST HD SIPS FASTENER SUPPORTING BEAM (PER TABLES) POST AS REQUIRED (PER TABLE 2.3) 24" MAX SOLID COVER ATTACHED (PER SECTION 7) BREAK FORMED OR EXTRUDED END CAP W/ INSULATED PAN ROOF OR COMPOSITE ROOF PANEL. OPEN WITH PAN ROOF. ALUMINUM BREAK FORMED 0.040" X 2" Z STRAP OR STANDARD L STRAP W/ (2) #10 x 3/4" S.M.S. OR 1/4" THRU- BOLT AND 1/2" PVC OR EQUAL FERRULE @ 24" O.C. S.M. OR SNAP SECTION AL-- VARIES (2) #10 x 1/2" S.M.S. SUPER OR EXTRUDED GUTTER ATTACHED TO BEAM WITH 2 -1/2" LONG S.M.S. SELECTED FROM SECTION 9 FOR BEAM SIZE SPACED AT 24" O.C. FOR ALLOWABLE SPANS OF SUPER OR EXTRUDED . GUTTER AND CARRIER BEAM (SEE TABLE 1.10) VARIES O z 0 rc 0 O w 1 to Z < - 0 H Q Z � lb Z 2 U O U W i t 0 co 0 W eC F- -t 0 Co CC CD 2O Z I• Z W J U Q Co Z 0 I- W ❑ ❑ W O Q) U oo Z 5 CO 5 W Z m2 < ❑ _f E O� J � 1L Co ti 03 o o� N N 2 I -- w I- 1- 0 BE REPRODUCED IN WHOLE OR IN PART WI I- z U.1 W z_ X w Z w (2) 3/4" CORROSION RESISTIVE AND WASHER HEADED SCREWS (PER SECTION 9) Notes: 1. Beam may be attached to super gutter and solid roof to self -mating beam if a strap or 1/2" P.V.C. or equal ferrule is provided at each beam. 2. Can not be used in conjunction with moment connection. 3. All solid roofs shall drain to gutter and away from host structure. SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREEN ROOF COMBINATION rn a O 2010 Z(.5 K w W z C9 w z z w m 0 SHEET J m 0 12 -01 -2009 20A OF 21 EXISTING TRUSS OR RAI- I ER #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 ANCHOR OR EQUAL @ 12" O.C. FOR WOOD USE: #14 x 1 -1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ROOF PANEL TO FASCIA DETAIL SCALE: 2" = 1' -0" #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA #14 x 1/2" WAFER HEADED S.M.S. SPACED @ 12" O.C. FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2" = 1' -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 -123 130 140 150 #8 #10 #12 #12 #8 x 1/2" ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING STRIP SEALANT BETWEEN FASCIA AND HEADER 1/2" SHEET ROCK FASTEN TO PANEL W/ 1" FINE THREAD SHEET ROCK SCREWS @ 16" O.C. EACH WAY FASTENING SCREW SHOULD BE A MIN. OF 1" BACK FROM THE EDGE OF FLASHING WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL IS LESS THAN 3/4" THE FLASHING SYSTEM SHOWN IS REQUIRED NOTES: 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL. 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" .03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: 2" = HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 1" FASCIA (MIN.) #10 x 1 -1/2" S.M.S. @ 16" O.C. 0.040" ANGLE W/ #8 x 1/2" S.M.S. @ 4" O.C. COMPOSITE ROOF PANEL EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HEADER (SEE NOTE BELOW) #8 x (d+1/2") S.M.S. @8 "O.C. FOR MASONRY USE 1/4" x 1 -1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE #10 x 1 -1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH #8 x (d +1/2 ") LONG CORROSION RESISTANT S.M.S. COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = 1' -0" CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF (SPAN PER TABLES) #8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER FOR FASTENING COMPOSITE PANEL TO ALUMINUM USE TRUFAST HD x Ct" + 3/4 ") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE. COMPOSITE ROOF: #8 x "F +1/2" LAG SCREWS W/ 1 -1/4 "0 FENDER WASHERS @ 8" O.C. THRU PANEL INTO 2 x 2 2" X 2" x 0.044" HOLLOW EXT. 5/16 "0 x 4" LONG (MIN.) LAG SCREW FOR 1 -1/2" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR TRUSS TAIL WEDGE ROOF CONNECTION DETAIL SCALE: 2" = 1' -0" BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER SEALANT #10 x 2" S.M.S. @24 "O.C. 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL EXISTING FASCIA I'I bp" rn"1- EXTRUDED OR SUPER GUTTER SEALANT #10 x 4" S.M.S. W/ 1 -1/2 "0 FENDER WASHER @ 12" O.C. CAULK SCREW HEADS & WASHERS CAULK EXPOSED SCREW HEADS 3" COMPOSITE ROOF PANEL (MIN. SLOPE 1/4" : 1') 1/2" 0 SCH. 40 PVC FERRULE EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 CAULK EXPOSED SCREW HEADS PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE SCALE: 2" = 1, -0" #10 x 2" S.M.S. @ 24" O.C. OPTION 1: 2" x _ x 0.050" STRAP @ EACH COMPOSITE SEAM AND 1/2 WAY BETWEEN EACH SIDE W/ (3) #10 x 2" INTO FASCIA AND (3) #10 x 3/4" INTO GUTTER OPTION 2: 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 1/2 "0 SCH. 40 PVC FERRULE 3" COMPOSITE ROOF PANEL (MIN. SLOPE 1/4 ": 1') EXISTING TRUSS OR RAFTER EXISTING FASCIA SEALANT 3" HEADER EXTRUSION FASTEN TO PANEL W/ #8 x 1/2" S.M.S. EACH SIDE @ 12" O.C. AND FASTEN TO GUTTER W/ LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = 1' -0" GUTTER BRACE @ 2-0" 0/C CAULK SLOPE COMPOSITE ROOF HEADER CAULK 2 "x9 "BEAM (2) #10 x 1/2" S.M.S. @ 16" 0/C FROM GUTTER TO BEAM 2" 0 HOLE EACH END FOR WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" = 1' -0" t c z`t 444.ti; m2 o co d N mrn W X z ac, CC co LLo o° CO tu � LL za 30 o� <0 D F- Q _Z�/� W CD 0 in LU LL 0 0 (1) 0 LU 0 0 D c/)0 D Z IZ LU QU SOLID ROOF PANEL PRODUCTS LU a 0 0 0 J_ 3 CD 0 0 J U- N- O O (V Z 0 I— LU COO) O O N I— Z LU 2 W J 0 0 O) O O N I— co J LL W 0_ a) C C a) m W a) U C a) Ca C6 J to 0 co Z`" co W(C) M We 05 u x 2 o LL U W m a -4O a `cE 0 I- m r • LO a w = J 2 s c (C) m I- HEET 0 co 12 -01 -2009 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, a 0 rn a O 2010; 20B OF 21 E2 w w z 0 z w z z w m 0 FLASHING 0.024" OR 26 GA. GALV. 2" x 2" x 0.06" x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 2 -3/8" LAG SCREWS @ EACH ANGLE MIN. 2" x 3" x 0.050" S.M.B. (4) #10 S.M.S. @ EACH ANGLE EACH SIDE A = WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 114" x 2 -1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" (ALTERNATE) (1) 1 -3/4" x 1 -3/4" x 1 -3/4" x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2 -1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2" = 1' -0" WHEN FASTENING TO ALUMINUM USETRUFASTHDx ( "L" + 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 FOR COMPOSITE ROOFS: #10 x (t + 1/2 ") S.M.S. W/ 1 -1/4 "0 FENDER WASHERS @ 12" O.C. (LENGTH = PANEL THICKNESS + 1 ") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON - BEARING ELEMENT (SIDE WALLS) FOR PAN ROOFS: (3) EACH #8 x 1/2" LONG S.M.S. PER 12" PANEL W/ 3/4" ALUMINUM PAN WASHER ROOF PANEL (PER TABLES SECTION 7) SUPPORTING BEAM (PER TABLES) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 2" = 1' -0" SELECT PANEL DEPTH FROM TABLES 48.00" ALUMINUM SKIN E.P.S. CORE SIDE CONNECTIONS VARY (DO NOT AFFECT SPANS) COMPOSITE ROOF PANEL /*INDUSTRY STANDARD] SCALE: 2" = 1' -0" Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads* ( # /SF) " x 48' x 0.024" Panels Aluminum Alloy 3105 H -14 or 11-251.0 EPS Core Density Foam Wind Zone (MPH) Open Structures Mono-Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang A Cantilever All Roofs 1 &2 span/load* 3 span/load* 4 span /load` 182 spanlload' 3 span/load* 4 span/load* 1&2 span /load' 3 span/load' 4 span/load* 100 15' -4' 13 17' -2" 13 16' -7" 13 11' -5" 23 12' -9" 23 12'-4" 23 10'-6" 27 11' -9" 30 11' -5' 27 4' -0" 45 110 13' -6" 17 16' -8" 14 16' -1" 14 10'-11" 25 12' -3" 25 11' -10" 25 9' -2" 36 10' -10" 36 10' -6" 32 3' -8" 55 120 12' -2" 20 15 -1" 17 13' -2" 20 9' -6" 33 11,2" 30 10' -10" 30 8' -4" 43 9' -4" 39 9' -0" 43 3' -5° 65 123 11' -11" 21 3' -0" 21 12' -10" 21 9' -3" 35 10' -11" 32 10' -7" 32 8' -2' 45 9' -1" 41 8' -9" 45 3'-4" 69 139 11'-4" 23 12' -6" 23 12' -3" 23 8' -9" 39 10'-4" 35 9' -6' 39 7' -8" 51 8'-7` 45 8' -3' 51 3' -1" 77 140 -1 10' -6" 27 11' -9° 27 11' -5" 27 8' -1" 46 9' -0" 46 8' -9" 46 7' -8- 51 ' 8' -7" 45 8' -3" 51 2' -11" 89 140 -2 10' -6" 27 11' -9- 27 11' -5" 27 8' -1" 46 9' -0" 46 8' -9" 46 7' -2 59 7' -11" 53 7' -8" 59 2' -11" 89 150 9' -2" 36 10' -11" 32 10' -7' 32 7' -7" 52 8' -6" 52 8' -2" 52 6' -8" 68 T -5" 60 7' -2" 68 2' -9" 102 3" x 48' x 0.03D ' Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam Wind Zone (MPH) Open Structures Mono-Sloped Roof Screen Rooms &Attached Covers Glass & Modular Rooms Enclosed Overhang. Cantilever All Roofs 152 span/load* 3 span /load' 4 span/load' 1&2 span/load* 3 spanlload' 4 span /load' 152 span/load• 3 span/load* 4 span /load' 100 18' -2" 13 20'-4" 13 19' -7" 13 13' -6' 23 16' -2" 20 15 -8" 20 12 -6" 27 15' -1" 23 13'-6' 27 4' -0" 45 55 110 17' -8" 14 19' -9' 14 19' -1" 14 12' -11' 25 15' -10" 21 15' -3" 21 11' -5" 32 12' -10" 32 12' -5" 32 4' -0" 120 15' -11" 17 17' -10" 17 17' -3" 17 11' -10" 30 13' -3" 30 1Z -9" 30 10' -5" 39 11' -7" 39 11' -3" 39 4' -0" 65 123 15' -6" 17 17'-4' 17 16-9" 17 11'-7" 32 12' -11" 32 12' -6" 32 9' -7" 45 11' -4 41 10' -11" 41 4' -0" 69 130 13' -5" 23 16' -5" 20 15' -10" 20 10' -11' 35 12' -3" 35 11' -10" 35 9' -1" 51 10' -10" 45 10' -5" 45 3' -8" 77 140 -1 12' -6" 27 15' -3' 23 13' -6' 27 9' -7" 46 11' -5" 40 11' -1' 40 9' -1" 51 10' -10" 45 10' -5" 45 3' -5" 89 140 -2 12' -6" 27 15' -3" 23 13' -6" 27 9' -T 46 11' -5" 40 11' -1" 40 8' -5° 59 9' -5" 59 9' -1" 59 3' -5" 89 150 11' -T 32 12' -11" 32 12 -6" 32 8' -11" 52 10' -8" 46 10' -4' 46 7' -10" 68 8' -9" 68 8' -6" 68 3' -3" 102 4" x 48' x 0.024' Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam Wind Zone (MPH) Open Structures Mono-Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang , Cantilever Al Roofs 182 span/load' 3 span /load' 4 spanlload' 1&2 span/load' 3 span/load* 4 span/load' 152 span/load' 3 span/load* 4 span /load' 100 17' -9' 13 19' -10 ". 13 19' -2" 13 14' -7 23 15' -10" 20 15' -3" 20 13' -2" 27 14' -9" 27 14' -3' 27 4' -0" 45 110 17 -3" 14 19' -3' 14 18' -7" 14 13' -10" 25 15' -5" 21 14' -11" 25 11' -2" 32 13' -7" 32 13' -2" 32 4' -0" 55 120 15' -7" 17 17' -5' 17 16' -10" 17 12' -8' 30 14' -2' 30 13' -8" 30 10' -2" 43 12' -6" 39 10' -11" 39 4' -0" 65 123 15' -2" 17 16' -11" 17 16' -5' 17 12'-4' 32 13' -10" 32 13' -4" 32 9' -11" 45 11' -1" 41 10' -8" 41 4' -0" 69 130 14'4" 23 16' -0' 20 15'-6" 20 10' -8' 35 13' -2" 35 12-8" 35 9' -5" 51 10' -6" 45 10' -2" 51 3' -11° 77 1404 13' -4" 27 14' -11' 27 14' -5" 27 10' -0' 46 11' -2" 40 10' -10' 40 9' -5" 51 10' -6" 45 10' -2° 51 3'-4" 89 140 -2 13' -0" 27 14' -11" 27 14' -5" 27 10' -0' 46 11' -2" 40 10' -10' 40 8' -8" 59 9' -9" 59 9' -5" 59 3'-4" 89 150 12-6' 32 14' -0' 32 13' -6" 32 9' -0' 52 10' -5' 46 10' -1" 52 8' -2' 68 9' -2" 68 8' -10" 68 3' -2" 102 4" x 48" x 0.030' Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam Wind Zone (MPH) Open Structures Mono-Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang A Cantilever All Roofs 182 span /load' 3 span/load' 4 span /load' 182 span/load* 3 span/load* 4 span/load' 152 span /load' 3 span /load' 4 span /load' 100 20' -5" 13 22' -10' 13 22' -1" 13 16' -0' 20 18' -3" 20 17' -8" 20 15' -3" 23 17' -0" 23 16' -5" 23 4' -0" 45 110 19' -11" 14 22' -3" 14 21' -6" 14 15' -11" 21 17' -l0" 21 17' -3° 21 12' -11" 32 15' -9" 27 15' -2" 27 4' -0" 55 120 17' -11' 17 20' -1" 17 19' -5" 17 13'-4" 30 12-4" 25 15' -9" 25 11' -8" 39 13' -1" 39 12' -8" 39 4' -0" 65 123 17-6" 17 19' -7" 17 16' -11" 17 13' -0" 32 15' -11" 26 15' -5" 26 11' -5" 41 12' -9" 41 12-4" 41 4' -0" 69 130 16' -6" 20 18' -6" 20 17' -10" 20 12'-4' 35 15' -2" 29 13' -4" 35 10' -11' 45 12' -2' 45 11' -9" 45 4' -0" 77 140 -1 15' -5" 23 17-3" 23 16-8' 23 11' -7" 40 12 -11" 40 17 -6" 40 10' -11" 45 12' -2" 45 11' -9" 45 4' -0" 89 140 -2 15' -5" 23 17-3' 23 16' -8" 23 11' -7" 40 12' -11" 40 12' -6' 40 9' -6" 59 11' -3" 53 10' -10' 53 4' -0' 89 150 13' -0" 32 16' -2' 26 15' -7" 26 10' -9' 46 12' -0" 46 11' -6" 46 8' -10" 68 10' -6" 60 9' -7" 68 3' -7" 102 Note: Total roof panel width = corn width + wall width + overhang. 'Design or applied load based on the affective area of the panel O BE VALID FOR PERMI I- CO a w w z z w 17 u_ J z < 0 DI 2• z c--0- z20 U00 W U � O D- LU CC 0 Z DOO C O LL 2 • O D CC J Z z O L.LL U Q Cn Ui 0 0 U 0 z_ 0 J_ lb 0 J LL O z 0 I- 0 LL1 0) O O CV I— z 111 2 UJ J 0- d CO O O N 2 I-I- NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, CC J w rn 0 co 12 -01 -2009 JAN 0 0 IY SE 010 2OC 21 SHEET OF MANUFACTURERS PROPRIETARY PRODUCTS 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H -14 OR H -25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 ELITE ALUMINUM CORPORATION ELITE PANEL SCALE: 2" =1' -0" Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* ( # /SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 3" x 48" x 0.024" Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam Wind Zone (MPH) Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed 1&2 span /load* 3 span /load" 4 span /load* 1 &2 span /load" 3 span /load* 4 span /load* 1&2 span /load* 3 span /load* 4 span /load* Overhang / Cantilever 100 18' -10" 13 211 -1" 13 20' -5" 13 15' -1" 20 16' -10" 20 16' -3" 20 12' -11" 27 15' -8" 23 15' -2" 23 4' -0" 45 110 120 18'-4" 16' -7" 14 17 20' -6" 18' -7" 14 17 19, -10" 17' -11" 14 17 13' -6" 12'-4" 25 16' -5" 21 15' -11" 21 30 15' -1" 25 13' -3" 30 11' -11" 10' -9" 32 39 13'-4" 12' -1" 32 39 12' -10" 11' -8" 32 39 4' -0" 4' -0" 55 65 SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE Note: Below spans are based on test results from a Florida approved test lab & analyzed by Lawrence E. Bennett & U180 Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* ( # /SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 3" x 48" x 0.024" Panels Aluminum Alloy 3105 H -14 or H -25 2.0 EPS Core Density Foam Wind Zone (MPH) 100 Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed 1&2 span /load* 20' -8" 13 3 span /load* 231-1" 13 4 spanlload* 1&2 span /load* 3 span /load* 4 span /load* 1 &2 span /load* 3 span /load* 4 Overhang / Cantilever 22-4" 13 16' -6" 20 18' -5" 20 17' -10" 20 15' -5" 23 17' -2" 23 23 45 110 20' -1" 14 22' -5" 14 21' -8" 14 16' -1" 21 18' -0" 21 17' -5" 21 13' -1" 32 15' -11" 27 15-4" 27 55 123 130 16' -2" 15' -3" 17 20 18' -1" 17' -1" 17 20 17-5" 16' -6" 17 20 12' -0" 111 -5" 32 35 13'-5" 12' -9" 32 35 12' -11" 12'-4" 32 35 10' -7" 91 -51. 41 51 11' -10" 111 -3" 41 45 11' -5" 10' -10" 41 45 4' -0" 3' -10" 69 77 120 18' -2" 17 20'-4" 17 19' -8" 17 13' -6" 30 16' -6" 25 15' -11" 25 111 -10" 39 13' -3" 39 39 65 123 17' -8" 17 19' -9" 17 19'-1" 17 13' -2" 32 16' -1" 26 15' -7" 26 111 -7" 41 12' -11" 41 41 69 140 -1 12' -11" 27 15' -11" 23 15'-4" 23 10' -8" 40 11' -11" 40 111 -6" 40 9' -5" 51 111 -3" 45 10' -10" 45 3' -7" 89 140 -2 150 12 -11" 12' -0" 27 32 15' -11" 13' -5" 23 32 15'-4" 12' -11" 23 32 10' -8" 9' -4" 40 11' -11" 52 111 -1" 40 111 -6" 46 10' -9" 40 46 81 -9" 59 8' -2" 68 10'-4" 9' -2" 53 68 9' -6" 8' -10" 59 68 3' -7" 31 -4" 89 102 130 16' -9" 20 18' -8" 20 18' -1" 20 12' -6" 35 15-4" 29 13' -6" 35 11' -0" 45 12'-4" 45 45 77 140 -1 15-7" 23 17' -5" 23 16' -10" 23 11' -8" 40 13' -1" 40 12' -7" 40 11' -0" 45 12'-4" 45 45 89 140 -2 15' -7" 23 17' -5" 23 16' -10" 23 11' -8" 40 40 12' -7" 40 9' -7" 59 11' -4" 53 53 89 3" x 48 ' x 0.030 ' Panels Aluminum Alloy 3105 H -14 or H-25 1.0 EPS Core Density Foam Wind Zone (MPH) Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed 1 &2 span /load* 3 span /load* 100 110 120 123 22' -2" 21' -6" 13 14 24' -9" 24' -1" 13 14 4 span /load* 23' -11" 131 23' -3" 14 1 &2 span /load* 3 4 span /load* span /load* 17' -8" 17' -3" 20 21 19' -9" 19' -3" 20 19' -1" 21 18' -8" 20 21 1&2 3 span /load* span /load* 16' -6" 15' -3" 23 18' -5" 27 17' -0" 23 27 4 span /load* 17' -10" 16' -5" 23 Overhang / Cantilever 4' -0" 4' -0" 45 150 13' -2" 32 16-4" 26 15' -9" 26 10' -11" 46 12' -2" 46 11' -9" 46 8' -11" 68 10' -8" 3 ' x 48 ' x 0.030 ' Panels Aluminum Alloy 3105 H-14 or H-25 2.0 EPS Core Density Foam Wind Zone (MPH) 1 00 Open Structures Mono-Sloped Roof 13 3 13 4 Screen Rooms & Attached Covers 3 4 60 60 102 Glass & Modular Rooms Enclosed 1&2 3 4 Overhang / Cantilever 13 20 27 55 110 19' -6" 18' -11" 17 17 21' -9" 21' -2" 17 17 211 -0" 20' -6" 17 17 15-10" 15' -5" 25 26 17' -8" 17' -3" 25 17' -1" 26 16' -8" 25 26 12' -8" 12' -5" 39 15-7" 41 15-2" 32 34 15' -1" 13' -4" 32 41 4' -0" 4' -0" 65 69 14 14 14 21 20 20 23 23 23 45 21 21 27 27 27 55 120 17 17 17 25 25 25 32 16'-6" 32 65 130 140 -1 17' -11" 16' -8" 20 23 20' -0" 18' -8" 20 23 19'-4" 18' -0" 20 23 13'-4" 12' -6" 35 40 16' -5" 15' -2" 29 15-10" 34 13' -6" 29 11' -9" 45 13' -2" 45 40 111 -9" 45 13' -2" 45 12' -9" 12' -9" 45 45 4' -0" 4' -0" 77 89 '123 17 17 17 26 26 26 41 34 34 69 130 20 20 20 29 29 29 45 38 15-2" 38 77 140 -2 16' -8" 23 18' -8" 23 18' -0" 23 12' -6" 40 15' -2" 34 13' -6" 40 10' -10" 53 12' -2" 53 111 -9" 53 4' -0" 89 150 15' -8" 26 17' -6" 26 16' -11" 26 111 -8" 46 13' -0" 46 . 12' -7" 46 4" x 48' x 0.024' Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam 9'-71 68 11' -5" 60 111 -0" 60 3' -11" 102 140-1 23 23 23 40 34 34 45 38 38 89 140-2 23 23 23 40 34 34 53 53 53 89 150 171-2" 26 Wind Zone (MPH) Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever .. -ry Wind Zone (MPH) 110 •. .... r-.. • u••■■•■•• i.••• •••1•. '..• 1 r1.1vy J ;UV Open Structures Mono - Sloped Roof 1,1, V• I• -LJ GA./ Lr J ....nu VCll so.y ria111 Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / 1 &2 span/load" 3 span /load* 4 span /load* 1&2 span/load" 3 span /load* 4 span /load* 1 &2 span /load* 3 span /load* 4 span /load* 1 &2 spanlload* 22 =0" 14 3 span /load* 241-8" 14 4 spanlload* 231-10" 14 1 &2 span /load* 1T -8" 21 3 span /load* 19 =9" 201 4 span /load* 19' -1" 21 1&2 span /load* 15' -7" 27 3 span /load* 17 -5" 27 4 span /load* 116' - 0" 27 Cantilever 4 -0" 55 100 23' -10" 13 26' -8" 13 25' -9" 13 19' -1" 20 21' -4" 20 20' -7" 20 17' -9" 23 19'-10" 23 19' -2" 23_ 4' -0" 45 110 2011 14 2Z-6" 14 21 9" 14 16' -2" 21 181-0" 211 17' -5'; 21 13' -1" 32 115 1" 27 15,-4" 27 4'-0" 55 120 18 -2 17 2014" 17 191-8" 17 13 -6 30 161-6" 25 15 -11 25 111-10" 39 13 -3 39 12 -9 39 41-0" 65 120 191-11" 17 22' -3" 17 211 -6" 17 16' -2" 25 181-1" 25 17' -6" 25 12' -11 " 39 16' -0" 32 15' -6" 32 4' -0" 65 123 17' -9" 17 19' -10" 17 19' -2" 17 13' -2" 32 16' -2" 26 15' -7" 26 11' -7" 41 12' -11" 41 12' -6" 41 4' -0" 69 123 19' -5" 17 21' -8" 17 20' -11" 17 15' -10" 26 17' -8" 26 17' -1" 26 12' -8" 41 15' -7" 34 15' -1" 34 4' -0" 69 130 16' -9" 20 18' -9" ,_20 18' -1" 20 12' -6" 35 15' -4" 29 _ 13' -6" 35 11' -0" 45 121-4" 45 11' -11" 45 4' -0" 77 130 18'-4" 20 20' -6" 20 19' -10" 20 15' -0" 29 16' -10" 29 16' -3" 29 12' -1" 45 13' -6" 45 13' -0" 45 4' -0" 77 140 -1 15' -7" 23 17' -5" 23 16' -10" 23 111 -8" 40 13' -1" 40 12' -8" 40 111 -0" 45 121-4" 45 11' -11" 45 3' -11" 89 140 -1 17'-1" 23 19' -1" 23 18' -5" 23 12' -10" 40 15' -6" 34 15' -0" 34 12' -1" 45 13' -6" 45 13' -0" 45 4' -0" 89 140 -2 15' -7" 23 17' -5" 23 16' -10" 23 11' -8" 40 13' -1" 40 12' -8" 40 9' -7" 59 11'-4" 53 10' -11" 53 3' -11" 89 140 -2 17' -1" 23 19' -1" 23 18' -5" 23 12' -10" 40 15' -6" 34 15' -0" 34 11' -1" 53 12' -5" 53 12' -0" 53 4' -0" 89 150 " ° A0 13' -2" I ^ 03 32 ' P 16' -4" 26 _15' -10" ll 3105 26 10'-11" 4 14 H 46 12' -2" Cl CflO l•.. 46 .... 11' -9" fl.....ta.. 46 r - _..v 8' -11" _ 68 10' -8" 60 101-4" 60 3' -8" 102 150 _.. .- 16' -0" . - - -- 26 • _ 17' -11" 26 17'-4" 26 11' -11" 46 13'-4" 46 12' -11" 46 10' -5" 60 111 -8" 60 111 -4" 60 4' -0" 102 0 aneis Al.._:..... ummum II.... or -251. Wind Zone (MPH) Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever z v Wind Zone (MPH) 100 .. v.vvv . u .....7 .--.1.•, n..m ., r111Vy J •VJ Open Structures Mono - Sloped Roof 1,1, LA 1YLJ G.V Cr-y.7 L.VI12 1- YellWly roam Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / 1 &2 span /load* 3 span /load* 4 span /load* 1 &2 span /load* 3 span /load* 4 span /load* 1&2 span /load* 3 span /load* 4 span /load* 1&2 spanlload* 26' -2" 13 3 span /load* 29' -3" 13 4 span /load* 28' -3" 13 1 &2 span /load* 20' -10" 20 3 span /load* 23'-4" 20 4 span /load* 22' -7" 20 1 &2 span /load* 19' -6" 23 3 span /load* 211 -9" 23 4 span /load* 211 -0" 23 Cantilever 4' -0" 45 100 23' -10" 13 26' -8" 13 25' -9" 13 19' -1" 20 21' -4" 20 20' -7" 20 17' -9" 23 19'-10" 23 19' -2" 23_ 4' -0" 45 110 23' -2" 14 25' -11" 14 25' -1" 14 18' -7" 21 20' -9" 21 20' -1" 21 16' -5" 27 181-4" 27 17' -9" 27 4' -0" 55 110 25' -5" 14 28' -5" 14 27' -5" 14 201-4" 21 22' -9" 21 22' -0" 21 17' -11" 27 20' -1" 27 19' -5" 27 4' -0" 55 120 20' -11" 17 23' -5" 17 22' -8" 17 17' -0" 25 19' -1" 25 18' -5" 25 15' -1" 32 16' -10" 32 16' -3" 32 4' -0" 65 120 22' -11" 17 25'-8" 17 24' -10" 17 18' -8" 25 20' -10" 25 20' -2" 25 16' -6" 32 18' -5" 32 17'-10" 32 4' -0" 65 123 20' -5" 17 22' -10" 17 22' -1" 17 16' -8" 26 18' -7" 26 17' -11" 26 13' -4" 41 16' -5" 34 15' -10" 34 4' -0" 69 , 123 221-4" 17 25' -0" 17 24' -2" 17 18' -3" 26 20' -5" 26 19' -8" 26 16' -1" 34 17' -11" 34 17'-4" 34 4' -0" 69 130 191-4" 20 211 -7" 20 20' -10" 20 15' -10" 29 17' -8" 29 17' -1" 29 12' -8" 45 15' -5" 38 13' -9" 45 41 -0" 77 130 211 -2" 20 23' -8" 20 22' -10" 20 171-4" 29 19' -5" 29 18' -9" 29 15' -2" 38 16' -11" 38 161-4" 38 4' -0" 77r 89� 89\ 102 140 -1 17' -11" 23 20' -1" 23 19' -5" 23 13' -6" 40 16' -4" 34 15' -9" 34 12' -8" 45 15 -5" 38 13' -9" 45 , 41 -0" 89 140 -1 140 -2 19' -8" 19' -8" 23 23 21' -11" 21' -11" 23 23 21' -3" 21' -3" 23 23 16' -0" 16' -0" 34 34 17'-11" 17' -11" 34 34 17' -3" 17' -3" 34 34 15' -2" 12' -10" 38 53 16' -11" 15' -9" 38 44 161-4" 15' -2" 38 441 4' -0" 4' -0" 140 -2 1T -11" 23 20' -1" 23 19' -5" 23 13' -6" 40 161-4" 34 15' -9" 34 111 -8" 53 13' -1" 53 12' -8" '-11' 53 4' -0" 89 150 16' -10" 26 18' -10" 26 18' -3" _26 12' -7" 46 __ 15' -3" 39 13' -7" 46 10' -11" 60 12'-4" 60 -11" 60 , 4' -0" 102 150 18' -6" 26 20' -8" 26 19' -11" 26 13' -9" 46 16' -8" 39 16' -2" 39 12' -1" 60 13' -6" 60 13' -0" 60 4' -0" ote: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel Note: Total roof panel width i= room width + wall width + overhang. *Design or applied load based on the affective area of the panel OR ENGINEERING TO BE VALID FOR PERMITTING tc2 O. El Lel 0 0 0 0 0 SOLID ROOF PANEL PRODUCTS a 0 0 a cp z CL CO rs1 0, ti 6 o C 71 SEAL cP SHEET 20D OF NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. RING GROUP 1 BENNETT ENGINE MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK ADHESIVE AND OR ''!IIf4 ON TOP AND BOTTOM LOCK GROOVE 48" 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H -14 OR H -25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note: ELITE ALUMINUM CORPORATION Below spans are based on test results from a ELITE PANEL Florida approved test lab & analyzed by SCALE: 2" = 1' -0" Lawrence E. Bennett & U180 Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* ( # /SF) Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* ( # /SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 6" x 48" x 0.024" Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam 6" x 48" x 0.024" Panels Aluminum Alloy 3105 H -14 or H -25 2.0 EPS Core Density Foam Wind Zone (MPH) Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever Wind Zone (MPH) 100 Open Structures Mono-Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever 1 &2 span /load* 3 span /load* 4 span /load* 1&2 span /load* 3 span /load* 4 span /load* 1&2 span /load* 3 span /load* 4 span /load* 1&2 span /load* 3 span /load* 4 span /load* 1&2 span /load* 3 span /load* 4 span /load* 1&2 span /load* 3 span /load* 4 span /load* 100 25' -9" 13 28' -9" 13 27' -10" 13 20' -7" 20 22-11" 20 1 22' -2" 20 19' -2" 23 21' -5" 23 20' -8" 23 4' -0" 45 28' -2" 13 31' -6" 13 30' -5" 13 22' -6" 20 25' -2" 20 24'-4" 20 20' -11" 23 23' -6" 23 22' -8" 23 4' -0" 45 110 25' -0" 14 27' -11" 14 27' -0" 14 20' -1" 21 22' -5" 21 21' -8" 21 17' -8" 27 19' -9" 27 19' -1" 27 4' -0" 55 '110 27' -5" 14 30' -8" 14 29' -7" 14 21' -11" 21 24' -7" 21 23' -9" 21 19'4" 27 21' -8" 27 20' -11" 27 4' -0" 55 120 22-7" 17 25-4" 17 24' -5" 17 18' -5" 25 20' -7" 25 19' -10" 25 16' -3" 32 18' -2" 32 17' -7" 32 4' -0" 65 120 24' -9" 17 27' -8" 17 26' -9" 17 20' -2" 25 22' -6" 25 21' -9" 25 17` -10" 32 19' -11" 32 19' -3" 32 4' -0" 65 123 22' -0" 17 24' -8" 17 23' -10" 17 17' -11" 26 20' -1" 26 19' -5" 26 15' -10" 34 17' -8" 34 17' -1" 34 4' -0" 69 123 24' -2" 17 26' -11" 17 26' -1" 17 19' -8" 26 21' -11" 26 21' -3" 26 17'-4" 34 19'-4" 34 18' -8" 34 4' -0" 69 130 20' -10" 20 23' -3" 20 22-6" 20 17' -1" 29 19' -1" 29 18' -5" 29 13' -8" 45 16' -8" 38 16' -1" 38 4' -0" 77 130 22-10" 20 25'-6" 20 24' -8" 20 18' -8" 29 20' -11" 29 20' -2" 29 16' -4" 38 18' -3" 38 17' -8" 38 4' -0" 77 140 -1 19' -4" 23 21' -8" 23 20' -11" 23 15' -9" 34 17' -7" 34 17' -0" 34 13' -8" 45 16-8" 38 16' -1" 38 4' -0" 89 140 -1 21' -3" 23 23' -9" 23 22-11" 23 17' -3" 34 19'-4" 34 18' -8" 34 16'-4" 38 18' -3" 38 17' -8" 38 4' -0" 89 140 -2 19'4" 23 21' -8" 23 20' -11" 23 15-9" 34 17' -7" 34 17' -0" 34 12' -7" 53 15-6" 44 13' -8" 53 4' -0" 89 140 -2 21' -3" 23 23' -9" 23 22' -11" 23 17' -3" 34 19'-4" 34 18' -8" 34 15' -2" 44 16' -11" 44 16' -5" 44 4' -0" 89 150 18' -2" 26 20'-4" 26 19' -8" 26 13' -7" 46 16-5" 39 15-11" 39 11' -10" 60 13' -3" 60 12' -10" 60 4' -0" 102 150 19' -11" 26 22-3" 26 21' -6" 26 16' -1" 39 18' -0" 39 17' -5" 39 12' -11" 60 15' -9" 51 15-3" 51 4' -0" 102 6" x 48' x 0.030' Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam 6" x 48' x 0.030' Panels Aluminum Alloy 3105 H -14 or H -25 2.0 EPS Core Density Foam Wind Zone (MPH) Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever Wind Zone (MPH) 100 110 Open Structures Mono Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever 1 &2 span /load* 3 span /load* 4 span /load* 1 &2 span /load* 3 span /load* 4 span /load* 1 &2 span /load* 3 span /load* 4 span /load* 1 &2 span /load* 3 span /load* 4 span /load* 1 &2 span /load* 3 span /load* 4 span /load* 1&2 span /load* 3 span /load* 4 span /load* 100 110 29'. -8" 28' -10" 13 14 33' -2" 32-3" 13 14 32' -1" 31' -2" 13 14 23' -8" 23' -2" 20 21 26' -6" 25' -10" 20 21 25' -7" 24' -11" 20 21 22' -1" 20' -5" 23 27 24' -8" 22-10" 23 27 23' -10" 22' -0" 23 27 4' -0" 4' -0" 45 55 32' -6" 31' -7" 13 14 36'-4" 35'-4" 13 14 35' -2" 34' -2" 13 14 25' -11" 25-4" 20 21 29' -0" 25-4" 20 21 28' -1" 27`-4" 20 21 24' -2" 22'-4" 23 27 27' -1" 24' -11" 23 27 26' -2" 24' -2" 23 27 4' -0" 4' -0" 45 55 120 26' -1" 17 29' -2" 17 28' -2" 17 21' -2" 25 23' -8" 25 22' -11" 25 18' -9" 32 20' -11" 32 20' -3" 32 4' -0" 65 120 28' -7" 17 31' -11" 17 30' -11" 17 23' -3" 25 25-11" 25 25' -1" 25 20' -6" 32 22' -11" 32 22' -2" 32 4' -0" 65 123 25' -5" 17 28' -5" 17 27' -5" 17 20' -8" 26 23' -2" 26 22-4" 26 18' -3" 34 20' -5" 34 19' -8" 34 4' -0" 69 123 27' -10" 17 31' -1" 17 30' -1" 17 22' -8" 26 25'-4" 26 24'-6' 26 19' -11" 34 22'-4" 34 21' -7" 34 4' -0" 69 130 23' -11" 20 26' -10" 20 25' -11" 20 19' -8" 29 22-0" 29 21' -3" 29 17-2" 3B 19' -3" 38 18' -7" 38 4' -0" 77 130 26' -3" 20 29' -5" 20 28' -5" 20 21' -7" 29 24' -1" 29 23' -3" 29 18' -10" 38 21' -1" 38 20'-4" 38 4' -0" 77 140 -1 22'-4" 23 24' -11" 23 24' -2" 23 18' -2" 34 20'-4" 34 19' -8" 34 17' -2" 38 19' -3" 38 18' -7" 38 4' -0" 89 140 -1 24' -6" 23 27'-4" 23 26' -5" 23 19' -11" 34 22' -3" 34 21' -6" 34 18' -10" 38 21' -1" 38 20'-4" 38 4' -0" 89 140 -2 22' -4" 23 24' -11" 23 24' -2" 23 18' -2" 34 25-4" 34 19' -8" 34 15' -11" 44 17' -10" 44 17' -3" 44 4' -0" 89 140 -2 24' -6" 23 27'-4" 23 26' -5" 23 19' -11" 34 22-3" 34 21' -6" 34 17' -6" 44 19' -7" 44 18' -11" 44 4' -0" 89 150 20' -11" 26 23` -6" 26 22-8" 26 16-11" 39 18' -11" 39 15-4" 39 13' -8" 60 16' -7" 51 16' -0' 51 4' -0" 102 150 22' -11" 26 25-8" 26 24' -10" 26 18' -7" 39 20' -9" 39 20' -1" 39 16' -3" 51 18' -2" 51 17-7" 51 4' -0" 102 8" x 48' x 0.024' Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam 8" x 48 ' x 0.024' Panels Aluminum Alloy 3105 H -14 or H -25 2.0 EPS Core Density Foam Wind Open Structures Mono-Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever Wind Zone (MPH) 100 Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever Zone (MPH) 1 &2 span /load* 3 span /load* 4 span/load" 1&2 span /load* 3 span /load* 4 span /load* 1 &2 span /load* 3 span /load* 4 span /load* 1&2 span /load* 3 span /load* 4 span /load* 1&2 span /load* 3 span /load* 4 span /load* 1 &2 span /load* 3 span /load* 4 spanlload* 100 29' -11" 13 33' -6" 13 32-5" 13 23' -11" 20 26-9" 20 25' -11" 20 22'-4" 23 24' -11" 23 24' -2" 23 4' -0" 45 34' -7" 13 38' -8" 13 37' -5" 13 27' -8" 20 30' -11" 20 29' -10" 20 25' -9" 23 28' -10" 23 27' -10" 23 4' -0" 45 110 29' -2" 14 32' -7" 14 31' -6" 14 23'4" 21 26' -2" 21 25-3" 21 20' -7" 27 23' -1" 27 22' -3" 27 4' -0" 55 110 33' -8" 14 37' -7" 14 36'-4" 14 26' -11" 21 30' -2" 21 29' -2" 21 23' -9" 27 26' -7" 27 25-8" 27 4' -0" 55 120 26'-4" 17 29' -6" 17 28' -6" 17 21' -5" 25 23' -11" 25 23' -2" 25 18' -11" 32 21' -2" -32 20' -5" 32 4' -0" 65 120 30' -5" 17 34' -0" 17 32-10" 17 24' -9" 25 27' -8" 25 26-8" 25 21' -10" 32 24' -5" 32 23' -7" 32 4' -0" 65 _ 123 25-8" 17 28' -9" 17 27' -9" 17 20' -11" 26 23' -5" 26 22' -7" 26 18' -5" 34 20' -7" 34 19' -11" 34 4' -0" 69 123 29' -7" 17 33' -1" 17 32-0" 17 24' -2" 26 26-11" 26 26' -1" 26 21' -3" 34 23' -9" 34 22-11" 34 4' -0" 69 130 24' -3" 20 27' -1" 20 26' -2" 20 19' -11" 29 22' -3" 29 21' -6" 29 17-5" 38 19' -5" 38 18' -9" 38 4' -0" 77 130 27' -11" 20 31' -3" 20 30' -3" 20 22' -11" 29 25' -8" 29 24' -9" 29 20' -1" 38 22-5" 38 21' -8" 38 4' -0" 77 140 -1 22' -7" 23 25' -3" 23 24' -5" 23 18'-4" 34 20' -6" 34 19' -10" 34 17' -5" 38 19' -5" 38 18' -9" 38 4' -0" 89 140 -1 26' -1" 23 29' -1" 23 28' -2" 23 21' -2" 34 23' -8" 34 22' -11" 34 20' -1" 38 22' -5" 38 21' -8" 38 4' -0" 89 140 -2 22' -7" 23 25-3" 23 24' -5" 23 15-4" 34 20' -6" 34 19' -10" 34 16' -2" 44 18' -1" 44 17' -5" 44 4' -0" 89 140 -2 26' -1" 23 29' -1" 23 28' -2" 23 21' -2" 34 23' -8" 34 22' -11" 34 18' -8" 44 20' -10" 44 20' -1" 44 4' -0" 89 150 21' -3" 26 23' -9" 26 22' -11" 26 17' -2" 39 19' -2" 39 18' -6" 39 13' -10" 60 16-9" 51 16' -2" 51 4' -0" 102 150 24' -6" 26 27'-4" 26 26' -5" 26 19' -9" 39 22-1" 39 21' -5" 39 17'-4" 51 19'-4" 51 18' -8" 51 4' -0" 102 8" x 48' x 0.030' Panels Aluminum Alloy 3105 H -14 or H -25 1.0 EPS Core Density Foam 8" x 48' x 0.030' Panels Aluminum Alloy 3105 H -14 or H -25 2.0 EPS Core Density Foam Wind Zone (MPH) Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Wind Open Structures Mono - Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / 1 &2 . span /load* 3 span /load* 4 span /load* . 1&2 span /load* 3 span /load* 4 span /load* 1 &2 span /load* 3 span /load* 4 span /load* Cantilever Zone (MPH) 1&2 span /load* 3 span /load* 4 span /load* 1 &2 span /load* 3 span /load* 4 spanlload* 1 &2 spanlload* 3 span /load* 4 span /load* Cantilever 100 34' -7" 13 38' -8" 13 37' -5" 13 27' -8" 20 30' -11" 20 29' -10" 20 25' -9" 23 28' -10" 23 27' -10" 23 4' -0" 45 100 37' -11" 13 42' -5" 13 40' -11" 13 30' -3" 20 33' -10" 20 32' -8" 20 28' -3" 23 31' -7" 23 30' -6" 23 4' -0" 38 r 110 33' -8" 14 37' -7" 14 36'-4" 14 26' -11" 21 30' -2" 21 29' -2" 21 23' -9" 27 26' -7" 27 25' -8" 27 4' -0" 55 110 36' -10" 14 41' -2" 14 39' -10" 14 29' -6" 21 33' -0" 21 31' -11" 21 26' -1" 27 29' -1" 27 28' -2" 27 4' -0" 55 120 30' -5" 17 34' -0" 17 32-10" 17 24' -9" 25 27' -8" 25 26' -8" 25 21' -10" 32 24' -5" 32 23' -7" . 32 4' -0" 65 120 33' -4" 17 37' -3" 17 36' -0" 17 - 27' -1" 25 30' -3" 25 29' -3" 25 23' -11" 32 26' -9" 32 25' -10" 32 4 0" 65 10 123 29' -7" 17 33' -1" 17 32' -0" 17 24' -2" 26 26' -11" 26 26` -1" 26 21' -3" 34 23' -9" 34 22' -11" 34 4' -0" 69 123 32' -5" 17 36' -3" 17 35' -1" 17 26' -5" 26 29' -7" 26 28' -7" 26 23' -3" 34 26' -0" 34 25' -2' 34 4 -0" 69 130 27' -11" 20 31' -3" 20 30' -3" 20 22' -11" 29 25' -B" 29 24' -9" 29 20' -1" 38 22' -5" 38 21' -8" 38 4' -0" 77 130 30' -8" 20 34' -3" 20 33' -1" 20 25' -2" 29 28' -1" 29 27' -2" 29 21' -11" 38 24' -7" 38 23' -9" 38 4' -0" 77 /� O C L C OF 21 140 -1 26' -1" 23 29' -1" 23 28' -2" 23 21' -2" 34 23' -8" 34 22' -11" 34 20' -1" 38 22-5" 38 21' -8" 38 4' -0" 89 140 -1 28' -6" 23 31' -11" 23 30' -10" 23 . 23' -3" 34 25-11" 34 25' -1" 34 21' -11" 38 24' -7" 38 23' -9" 38 4' -O" 89 140 -2 26' -1" 23 29' -1" 23 28' -2" 23 21' -2" 34 23' -8" 34 22' -11" 34 18' -8" 44 20' -10" 44 20' -1" 44 4' -0" 89 140 -2 28' -6" 23 31' -11" 23 30' -10" 23 23' -3" 34 25' -11" 34 25' -1" 34 20' -5" 44 22' -10" 44 22-1" 44 4' -0" 89 150 24'-6" 26 27' -4" 26 26' -5" 26 19' -9" 39 22' -1" 39 21' -5" 39 17'-4" 51 19'-4" 51 18' -8" 51 _ 4' -0" 102 150 26' -10" 26 29' -11" 26 28' -11" 26 21' -8" 39 24' -3" 39 23' -5" 39 18' -11" 51 21' -2" 51 20' -6" 51 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 Note: Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel co a 12 -01 -2009 GENERAL NOTES AND SPECIFICATIONS: 1 The Section 9 tables were developed from data for anchors that are considered to be "Industry Standard" anchors. The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design criteria and reports from the American Forest and Paper Products and the American Plywood Association 2. Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum; 1. Sheet, 3105 H -14 or H -25 alloy 2. Extrusions, 6063 T -6 alloy B. Concrete, Fc = 2,500 psi @ 28 days C. Steel, Grade D Pb / c = 33.0 psi D. Wood; 1. Framing Lumber #2 S.P.F. minimum 2 . Sheathing, 112" 4 ply CDX or 7116" OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal- and - masonry paint or a coat of heavy- bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. Tne protective materials shall be as listed in section 2003.8.4-3 through 2003.8.4.6 of the Florida Building Code or Corobaund Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non - magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 9. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. SECTION 9 DESIGN STATEMENT: The anchor systems in Section 9 are designed for a 130 MPH wind load. Multipliers for other wind zones have been provided. Allowable loads include a 133% wind load increase as provided for in The 2007 Florida Building Code with 2009 Supplements. The use of this multiplier is only allowed once and I have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T -5 Alloy Aluminum Framing (As Recommended By Manufacturers) Self- Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi Table 9.1 Allowable Loads for Concrete Anchors Screw Size d = diameter Embedment Depth (in.) Min. Edge Dist. & Anchor Spacing 5d (in.) Allowable Loads Tension 1 Shear ZAMAC NAILIN (Drive Anchors) 1/4" 1 -1/2" 1 -114" 2734 2368 2" 1 -114" 3164 236# TAPPER (Concrete Screws) 3116" 1 -514" 15116" 2884 1674 1-3/4" 15 /16" 371# 2594 114" 1 -1/4" 1 -114" 4278 2004 1 -3/4" 1 -1/4" 544# 216# 3/8" 1 -1/2" 1- 9/16" 511# 4024 1 -3/4" 3-3/8" 7034 45541 POWER BOLT (Expansion Bo t) 333 1/4" 2" 1 -1/4" 6244 2614 5/16" 3" 1 -7/8" 9364 7514 3/8" 3 -1/2" 1 -9/16" 1,5704 1,4254 1/2" 5" 2 -1/2" 2,3324 2,2204 POWER STUD (Wedge - Bolt B) 0.50" 1/4" 2 -3/4" 1 -1/4" 8124 3284 318" 4 -114" 1-718" 1,3564 9214 1/2" 6" 2 -1/2" 2,2714 1,2184 518" 7" 2 -1/4" 3,2888 2,2024 Wedge Bolt 0.164" 114" 2 -1/2" 2 -1/4" 8784 385# 3/8° 3 -1/2" 3 -1/4" 1,7054 9164 1/2" 4" 3 -3/4" 1,7744 1,0954/ Notes: . Concrete screws are limited to 2 embedment by manufacturers, 2. Values listed are allowed loads with a safely factor of 4 applied. 3. Products equal to rawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension 5. Allowable loads are increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be 5d- 7. Anchors receiving loads parallel to the diameter are shear loads. 8. Manufacturers recommended reductions for edge distance of 5d have been applied. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2" x 6' beam with: spacing = T -0' O.C. allowed span = 20' -5" (Table 1.1) UPLIFT LOAD = 1 /2(BEAM SPAN) x BEAM 8 UPRIGHT SPACING NUMBER OF ANCHORS = 1/2(20.42') x 7' it 108 / Sq. FL ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS= 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. Screw /Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness ( t') (Ibs.) #8 0.164" 122 139 153 200 228 255 - 910 0.190" 141 161 177 231 263 295 - #12 0.210" 156 178 196 256 291 327 - #14 0.250" 186 212 232 305 347 389 529 1/4" 0.240" 179 203 223 292 333 374 508 5/16" 0.3125" 232 265 291 381 433 486 661 3/8" 0.375" 279 317 349 457 520 584 793 1/2" 0.50" 373 423 465 609 693 _ 779 1057 Screw (Rawl Tapper or Equivalent) Allowable Shear Loads on Sc ews for Nominal Wall Thickness (' ) (lbs.) Screw /Bolt Single Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" #8 0.164" 117 133 147 192 218 245 - 1/10 0.190" 136 154 170 222 253 284 - #12 0.210" 150 171 188 246 280 293 - #14. 0 -250" 179 203 223 292 333 374 508 1/4" 0.240" 172 195 214 281 320 358 487 5116" 0.3125" 223 254 279 366 416 467 634 3 /8" 0.375" 268 305 335 439 499 560 761 112" 0.50" 357 406 447 585 666 747 1015 Allowable Shear Loads on Screws for Nominal Wall Thickness ('t ) (lbs.) Bolt Double Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 1/4" 0.240" 343 390 429 561 639 717 974 5/16" 0.3125" . 446 508 559 732 832 934 1269 3)8" 0.375" 536 610 670 878 998 1120 1522 1/2" 0.50" 714 812 894 1170 1332 1494 2030 Notes: . Screw goes through two sides of members. 2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of ancho specifications in drawings. 3. Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel. Multipliers for Other Alloys 6063 7 -6 1269 5052 H -25 1522 6005 T -5 2030 Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Multipliers Distance Tension Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 1,40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 1.21 - 12d 1.25 1" Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Open or Enclosed Structures @ 27.42 #/SF Fastener Edge diam. min. edge min. ctr. No. of Fasteners / Roof Area (SF) i 1 Area distance to ctr. 1 /Area 2 / Area 3 /Area 4 /Area 1/4" 1/2" 5/8" 1,454 -53 2,908 -106 4,362 -159 5,819 -212 5/16" 3/8" 7/8" 1,894 - 69 3,788 - 138 5,682 - 207 7,576 - 276 3/8" 3/4" 1" 2,272 - 82 4,544 - 166 6,816 - 249 9,088 - 331 1)2" r 1 -1/4" 3,030 -110 6,060 -221 9,090 -332 12,120 -442 Table 9.5B Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Partially Enclosed Structures (a. 35.53 # /SF Fastener Edge diem. min. edge distance min. ctr. to dr. No. of Fasteners / Roof Area (SF) i 1 Area 21 Area 3 / Area 4I Area 114" V2" 5/8" 1,454 -41 2,908 -82 4,362 -125 5,819.164 5/16" 3/8" 7/8" 1,894 - 53 3,788 - 107 5,682 -160 7,576 - 213 3/8" 3/4" 1" 2,272 - 64 4,544 -128 6,816 -192 9,088.256 1/2" 1" 1 -1/4" 3,030 -85 6,060 - 171 9,090 - 256 12,120 - 341 Notes for Tables 9.5 A, B: . Tables 9.5 A & B are based on 3 second wind gusts at 120 MPH; Exposure "B "; I = 1.0. For carports & screen rooms multiply the Glass / Partially Enclosed loads & roof areas above by 1.3. 2. Minimum spacing is 2 -1/2d O.C. for screws 8 bolts and 3d O.C. for rivets. 3. Minimum edge distance is 2d for screws, bolts, and rivets. Allowable Load Conversions for Edge Distances More Than 5d Edge Allowable Load Multipliers Distance Tension Shear 12d 1.25 - 11d 1.21 - 10d 1.16 2.00 9d 1.14 1.80 8d 1,11 1.60 7d 1.08 1.40 64 1.04 1.20 5d 1.00 1.00 Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 41 SF) For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1/4 "o 1" 264# - 10 SF 528# - 19 SF 792# - 29 SF 1056# -39 SF 1 -112" 396# -14 SF 792# -29 SF 1188# -43 SF 1584# -58 SF 2 -1/2" 660# -24 SF 1320# -48 SF 1980# - 72 SF 2640# - 96 SF 5116 "= 1" 312# -11 SF 624# -23 SF 936# -34 SF 1248# -46 SF 1 -112" 468 # -17 SF 936# -34 SF 1404# -51 SF 1872# -68 SF 2 -1/2" 780# - 228 SF 1560# - 57 SF 23404 - 85 SF 3120# - 114 SF 3/8 "o 1" 356# -13 SF 712# -26 SF 1068# -395F 1424# -52SF 1 -1/2 ". 534# - 19 SF 1038# - 39 SF 1602 # - SR SF 21364 - 78 SF _ 2 -1/2" 890# -32 SF 1760# -65 SF 26704 -97 SF 3560# -130 SF CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Build ngs Fastener Diameter Length of Embedment Number of Fasteners 1 I 2 3 4 TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent) 1/4 "o 1 -1/2" 273# -10 SF 546# -20 SF 819# -30 SF 1092# -40 SF 2" 316# -12 SF 632# -23 SF 948# -35 SF 1264# -46 SF TYPE OF FASTENER= Concrete Screw (Rawl Tapper or Equivalent) 3/16 "o 1 -1/4" 288# -11 SF 576 # -21 SF 864# -32 SF 1152# -42 SF 1 -314" 371 # -14 SF 742# -27 SF 11134 -41 SF 1484# -54 SF 114 "e 1 -1/4" 365# -13 SF 730# -27 SF 1095# -40 SF 1460# -53 SF 1 -3/4° 427 # -16 SF 8544 -31 SF 1281 # - 47 SF 1708# -62 SF 3/8 "o 1 -1/2" 511 # - 19 SF 1022# - 37 SF 1533# - 56 SF 2044# - 75 SF 1 -3/4" 703# - 26 SF 1406# - 51 SF 2109# - 77 SF 2812# - 103 SF TYPE OF FASTENER a Expansion Bolts (Rawl Power Bolt or Equivalent) 1205# - 34 SF 316 "o 2-1/2" 1050# -38 SF 21004 -77 SF 3150# -115 SF 4200# -153 SF 3 -1/2" 1575# - 57 SF 3150# -115 SF 4725# - 172 SF 6300# - 230 SF 1/2 "a 3" 1399# - 51 SF 27984- 102 SF 41974- 153 SF 5596# -204 SF 5" 2332# -85 SF 4664# -170 SF 69964 -255 SF 9328 # -340 SF Note: The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d is the anchor diameter. 2 Allowable roof areas are based on loads for Glass I Enclosed Rooms ( MWFRS); I =1.00. 3- For partially enclosed buildings use a multiplier to roof areas of 0.77. 4. For sections 1 8 2 multiply roof areas by 1.30. Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 26 -6 1.01 110 26.8 1.01 120 27.4 1.00 123 28.9 0.97 130 32.2 0.92 140 -1 37.3 0.86 140 -2 37.3 0.86 150 42.8 0.80 Table 9.7 Aluminum R'vets with Aluminum or Steel Mandrel Metal to Plywood 1/2" 4 ply 5/8" 4 ply 3/4" 4 ply Shear (lbs.) Pull Out (lbs.) Shear (lbs.) Pull Out (lbs.) Shear (lbs.) Pull Out (lbs.) Screw 0 #8 93 48 113 59 134 71 #10 100 55 120 69 141 78 #12 118 71 131 78 143 94 #14 132 70 145 88 157 105 Table 9.7 Aluminum R'vets with Aluminum or Steel Mandrel Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C" Aluminum Mandrel Steel Mandrel Rivet Diameter Tension (lbs.) Shear Tension (lbs.) Shear 1/8" 129 176 210 325 5132" 187 263 340 490 3/16" 262 375 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C" Note: . # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam I upright found in table 1.6. 2. For post attachments use wall attachment type = to wall of member thickness to determine angle or u channel and use next higher thickness for angle or u channel than the upright wall thickness. 3. Inside connections members shall be used whenever possible i.e. Use in lieu of angles where possible. 4. The Bicker of the two members u channel angle should be place on the inside of the connection if possible. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF) (For Wind Regions other than 120 MPH Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Maximum Screw I Anchor Size Max Size of Beam Upright Attachment Type Size Description To Wall To Upright / Beam 2 "x4 "x0.044" Angle 1 "x1 "x0.045" 3/16' #10 2" x 4" x 0.044" Angle 1' x 1' x 1/16' (0.063 ") 3/16" #12 2"x5 "x0.072" U- channel 1 -1/2" x 2- 1/8'x1 -1/2 "x0.043' 1/2" #14 2" x 6" x 0.072" U- channel 1" x 2 -1/8" x 1" x 0.050" 5116' 5116 2" x 8" x 0.072" Angle 1 "x 1" x 1/8" (0.125 ") 3/16" #12 2" x 10" x 0.072" Angle 1- 1/2 "x1 -1/2 "1/16"(0.062") 1/4" #12 2" x 7" x 0.072" Angle 1 -1/2" x 1 -1/2" 3/16 "(0.188 ") 1/4" #14 2" x 10" x 0.072" Angle 1 -1/2' x 1 -1/2" 1/8 "(0.062 ") 1/4" #14 2" x 7" x 0.072" Angle 1 -3/4" x 1 -3/4" x 1/8 "(0.125 ") 1/4" #14 2" x10" x 0.072" U- channel 1 -3/4" x 1 -3/4" x 1 -3/4" x 1/8' 3/8" #14 2" x10" x 0.072" Angle 2 "x2'x0.093" 3/8' 3/6" 2" x 10" x 0.072" Angle 2" x 2" x 1/8 "(0.125 ") 5/16' 5/16" 2" x 10" x 0.072" Angle 2" x 2" it 3/16 "(0.313") 1/2' 112" Note: . # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam I upright found in table 1.6. 2. For post attachments use wall attachment type = to wall of member thickness to determine angle or u channel and use next higher thickness for angle or u channel than the upright wall thickness. 3. Inside connections members shall be used whenever possible i.e. Use in lieu of angles where possible. 4. The Bicker of the two members u channel angle should be place on the inside of the connection if possible. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF) (For Wind Regions other than 120 MPH Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 114"o 1" 264# -7 SF 528# -15 SF 792# -22 SF 1056# -30 SF 1 -1/2" 396# -11 SF 792# - 22 SF 11884 -33 SF 1584# -45 SF 2 -1/2" 660# -19 SF 1320# -37 SF 1980# -56 SF 2640# -74 SF 5116 "e 1" 3j24--9 SF 6244- 18 SF 936# -26 SF 1248# -35 SF 1 -1/2" 4684 -13 SF 936# -26 SF 1404# -40 SF 1872# -53 SF 2 -1/2" 780# - 22 SF 1560#:244 SF 23404 - 66 SF 3120# - 88 SF 3/8 "o 1" 356# -10 SF 712# -20 SF # -30 SF .1424# -40 SF 1 -112" 534# - 15 SF 1068# - 30 SF _1068 160Z4:45SF 21364 - 60 SF 2-1/2" 890# -25 SF 1780# -50 SF 2670# -75 SF 35654-100SF CONNECTING TO: CONCRETE (Min. 2,500 psi] for PARTIALLY ENCLOSED Build ngs Fastener Length of Diameter Embeuraent I Numb::: of Fasteners 1 I 2 1 3 4 TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nadir) or Equivalent) 114 "a 1 -112" I 233# -8 SF 4664 -17 SF -1- 6994 -25 SF 932# -34 SF 2" 270# -10 SF 540# -20 SF 8104-30 SF 10804 -39 SF TYPE OF FASTENER= Concrete Screw (Rawl Tapper or Equivalent) 3 /16 "e 1.1/2" 2468 -7 SF 4924- 14 SF 738# -21 SF 984# -28 SF 1 -3/4" 317 # -9 SF 6344- 18 SF 951 # -27 SF 1268# - 36 SF 1/4 "e 1.1/2" 365#- 10 SF 730# -21 SF 10954 -31 SF 1460# -41 SF 1.3/4" 465# -13 SF 930# -26 SF 1395# -39 SF 1860# - 52 SF 3 /8 "o 1 -1/2" 437 # -12 SF 8744 -25 SF 1311 # -37 SF 1748.# -49 SF 1 -3/4" 6018- 17 SF 1202# -34 SF 18034 -51 SF 2404# -68 SF TYPE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent) 3 /8 "o 2 -1 /2" 1205# - 34 SF 2410# - 68 SF 3615# - 102 SF 4820# - 136 SF 3 -1/2" 13034- 37 SF 26061- 73 SF 39064 -110 SF 52124 -147 SF 1/2 "e 3" 1806# - 51 SF 3612# - 102 SF 54184- 152 SF 72244- 203 SF 5" 19934 - 56 SF 3986# - 112 SF 5979# - 168 SF 7972# -224 SF Note: . The minimum distance from the edge of the WIND LOAD CONVERSION TABLE: concrete to the concrete anchor and spacing For Wind Zones/Regions other than 120 MPH between anchors shall not be less than 5d where d (Tables Shown), multiply allowable loads and roof is the anchor diameter. areas by the conversion factor. 2. Allowable loads have been increased by 1.33 for wind loading. 3. Allowable roof areas am based on loads for Glass / Partially Enclosed Rooms (MWFRS) I = 1.00 4. For Glass I Enclosed Rooms and Sections 1 & 2 use a multiplier to roof area of 1.30. Table 9.9 8 ecg irk 0ti Q ui z o: 30 8� vg WIND REGION APPLIED LOAD CONVERSION FACTOR 100 25 1.22 110 30 1.11 120 35 1.03 123 37 1.00 139 42 0.94 140 -1&2 48 0.88 150 56 0.81 Minimum Anchor Size for Extrusions Note: Wall, beam and upright minimum anchor sizes shall be used for super gutter connections. Table 9.10 Alternative Anchor Selection Factors for Anchor! Screw Sizes Wail Connection Extrusions Wall Metal Upright Concrete Wood 2" x 10" 1/4" 414 1/4' 1/4" 2" x 9" 1/4" #14 1/4" 1/4' 2"x 8" 1/4" #12 1/4' #12 2" x 7" 3/16" #10 3/16" #10 2" x 6" or less 3/16" #8 3/16" #8 Note: Wall, beam and upright minimum anchor sizes shall be used for super gutter connections. Table 9.10 Alternative Anchor Selection Factors for Anchor! Screw Sizes Alternative Anchor Selection Factors for Anchor / Screw Sizes Concrete and Wood Anchors (concrete screws: 2" maximum embedment) Metal to Metal Anchor Size #8 #10 #12 #14" 5/16" 3/0" #8 1.00 0.80 0.58 0.46 0.27 0.21 #10 0.80 1.00 0.72 0.57 0.33 0.26 #12 0.58 0.72 1.00 0.78 0.46 0.36 #14 0.46 0.57 0.78 1.00 0.59 0.46 5/16" 0.27 0.33 0.46 0.59 1.00 0.79 318" 0.21 0.26 0.36 0.58 0.79 1.00 Alternative Anchor Selection Factors for Anchor / Screw Sizes Concrete and Wood Anchors (concrete screws: 2" maximum embedment) Anchor Size 3116" 114" 3B" 3/16" 1.00 0.83 0.50 114" 0.83 1.00 0.59 3/8" _ 0.50 0.59 1.00 Dyne Bolts (1 -5 /8" and 2 -114" embedment respectively) Anchor Size 3116" 112" 3/16" 1.00 0.46 1/2" 0.46 1.00 • Multiply the number of #8 screws it size of anchor /screw desired and round up to the next even number of screws. Example: If (10) #8 screws am required, the number of #10 screws desired is: 0.8x10= (8) #10 BE VALID FOR PERM! FASTENERS u) NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT SHEET OF 21 21