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0204-011 (PAT)_CY) N U) W O d rM r; W o Z ti O O J r ~a U) Z C0 N ON U °) Q Z `Cr 'a. Q O XW0 _J � m�U O Z_ Ob 5 �O J LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisionsaof Chapter 9 (commencing with Section 7000) of Division 3 of the Busines§'and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date. 793988 0611, M3 Date -Q�'- Signature of Contractor�� - „ OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). } ( ) I am exempt under Section , B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. (.) I have and will maintain workers' compensation insurance, as required by Sebtion 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are:. Carrier 5T,,,rX pi ire Policy No. •• k � � (This section need not be completed if the permit valuation is for $100.00 or less). ( ) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those,provisions. Date: t �y `u -0 =1._Applicant 'Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and.State laws relating;;11to-the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspecti6n purposes. Signature (Owner/Agent) BUILDING PERMIT PERMIT# �'� DATE VALUATION LOT TRACT JOB SIT ADDR SS ( 7"r-�Sn83lr.AeSl�'�A,.�A�'F..iC.rr APN - OWNER CONTRACTOR/DESIGNER/ENGINEER 79.883 CASSIA1.0REEr 80111561 t..MAYE11S B CTI LA q11CfNTA CA. 92253 LOD10 CA ?� 72208 e (658)566-2200 f4BIX 4996 USE OF PERMIT PATIO SX .A.ut8Ef.A•UV'0= PATIO COVER PER .¢.T';f?Ftf?VISO PLANS 1-10RCHJPXf10 2X90 SF wY'.0m'T 'D COST' OF CpPsn'tiimon 31059.00 PIAN CHECK : T BE, 101-000-439.318 $40.95 CO?JSTR,i ICTIO.N F19 1 Cf 9.000,; .000,4, -19-000 963.vo S f Rf,'YN.O MOTION FES, - W.K.°10 101-0004141.000 4 � R i APIR 02.2 02 CITYOFLAQ611 TA: 4i7Q f Of -. OCDi�'S' tXTC:11014 Aki; 71��J[.,A1:,i' CPU X171 RECEIPT DATE � BY DATE FINALED INSPECTOR INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K. to Wrap F.A.U. Framing Compressor Insulation Vents _ Fireplace P.L. r Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath Final Final — —2— �� BLOCKWALL APPROVALS POOLS - SPAS steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final I Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test Appliances Final Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Utility Notice (Pert) COMMENTS: 13 April .1, 2002 Martin Estrada 79-883 Cassia St La Quinta, CA 92253 Re: 79-883 Cassia Architectural Variance Request Dear Mr. Estrada: f This letter is to inform you that the Architectural Review Committee for Miraflores Community Association approved your request to install a patio cover. Thank you for your cooperation during the review process. If you have any questions please call me at (760) 346-1161. Sincerely, . Gayle Bock, Community Association Manager Miraflores Community Association rr rrIA c?,Ti jJCl--T'( to Q i i (oT-fl, Cpa, M � ae SUNLAND SCREEN & AWNING CO. 46080 CALHOUN St INDIO, CA .92201 (760) 347.0592 FAX (760) 775.5434 3'X NL� BOX BENZ OR 3'X B"X 12 GA STEEL Y BENZ WAD LATTICE OVERHANG 16' FOR 1 1/2' X 1/2'1 A. 1� OPT. 3112'OCC. 5TE SEE SSNHEET ON97GN02 SLNGLE SPAM ATTACHED INTI . cra 1 R f Ok._ 0M,\ �C BF , 1 MULTISPAN FREESTANDING 1-1/STE11 BARLO�v STRUCTUR SEE SCHEDULE FOR - FOOTING SIZE OVERHANG —a- OWNG —w 6 MAX. O'HANG-6' MIN. O'HANG COLUMN HT. C %3MAX MULIMPAN FREESTANDING J �(C�Rn PAN)sPw lATDCE STRUCTURE �ko TWO OR MORE SPANS 6.O X 6 1/2' OR 3' X B• ALUM. Sp. ` OF RAFTERS O 24. O.C. c1+�j�`c • \00 aye,. ,tr1L g - 3'X 8X d ► OF CLEAR SPAN STEL 'C* BEAM 12 CA U',��9LYv'Fp SF STEEL BEAM WRAP DETAIL. N� o �� f �(eq,PS�HF� /0Th' T,q SEE SHEET DETAIL 97LT03, SQ l • 1 so, FO,p N OPT. 3 1/2" CONC. SLAB--#, fE9J 0�i FOR FOOTING SIZE E �'y,W� -�� SEE SCHEDULEch— C i a• J C o3. 2' X 6 1/2- OR 3" X 8" ALUM. RAFTERS 0 24" O.C. LATTICE: Det; S\NGNIN 0.018" 1 1 X 1 1/2' J \� ® 3" O.C. MINIMUM OR kg• t\ O'HANG OF 2 "X 2" 0 4" O.C. MIN. COUIYN SPACING NG E��' J,.SEE ULE FOR COLUMNS. N1 COLUMNS WJ£S fL 0. 1 Q\f�ES TO BE INSTALLED VERTICALLY. OPT. 3 1/1• CONC. �Yp F. \OF MAY HAVE MORE THAN SUB. 2 COLUMNS. L 3 1/2' CONCRETE SLAB. SINGLE SPAN FREESTANDING 4111 PLACE 1- 1/2' /x 6' LATTICE STRUCTURSTRAR AS SHOWN SEE SCHEDULE FOR FL FOOTING SIZE DATE REVISION DATE REVISION TW /Q21F _SSIOnq QFO I U C;T W A� c N0. 07 'D Oerin= Engineering Services ��. Proumw 206 Ksseo Street Bristol, IN 46507 Q 1999 AJF FREESTANDING STRUCTURE ATTACHED STRUCTURE NONE wwE"TTT STRUCTURAL CONFIGURATIONS TRIBUTARY WIDTH (TW) DIAGRAM ENGINEERS STAMP 7/98 NBMg 97SCO2 2SHEET OF 2 GENERAL NOTES 1. DESIGN IN ACCORDANCE WITH THE UNIFORM BUILDING CODE 1997 EDITION. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE LATEST EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE UNIFORM BUILDING CODE. 3. EACH BUILDING PERMIT SHALL BE ACCOMPANIED BY TWO COMPLETELY DIMENSIONED PLOT PLANS SHOWING EXACT LOCATION AND SIZE OF EXISTING AND PROPOSED STRUCTURES. 4. DESIGN LOADINGS: A. APPENDIX CHAPTER 31 DIVISION 111, PATIO COVERS: LNELOAD: 10 POUNDS PER SQUARE FOOT. RFF� 20 POUNDS PER SQUARE FOOT 25 POUNDS PER SQUARE FOOT 30 POUNDS PER SQUARE FOOT 20918 L? 40 POUNDS PER SQUARE FOOT ;tet`"-= 60 POUNDS PER SQUARE FOOT 1.�,�`�'� WIND LOAD: FOR 0.442 ) SLOPE < 2Q2 TA 1010 JV,4 RAYMOND 'Q( TUCKER 13084?E W F\�E�lS7EPE0 �\2 / WIND LOAD: FOR 0.4-12 ) SLOPE < 2,12 `'a...R. (i) FOR DESIGN OF COMPONENTS AND PARTS Unenclosed Enclosed BLDG, HT LESS THAN 15 FT Design Uplift Wind Pressure (psf) 1833 Simple Span Areas Eaves and Overhangs Speed Unenclosed Enclosed Unenclosed Enclosed mph Exposure 70 B 10.16 10.16 10.16 21.87 90 B 16.76 16.76 16.76 36.11 70 C 17.36 17.36 17.36 37,40 90 C 28.66 28.66 28.66 61.73 IONA,_.,. B �i10 .,.•, top, rL� F. a �S\ e `'a...R. NEFfss11 01. Unenclosed Enclosed Unenclosed Enclosed =moi✓. 1833 11.3 11.3 5F�"• .L 0 �OP•��4.�. G: •F•iJ . 15 _1.Ia+:e till B �i10 .,.•, top, rL� F. a �S\ e `'a...R. Eaves and Overhangs Unenclosed Enclosed Unenclosed Enclosed LF F....,_...... 11.3 11.3 5F�"• 10 10 Speed mph Height Zone 70 Less than 10' 90 Less than 10' 70 Less than 12' 90 Less than 12' Design Lateral/Uplift Wlnd Pressure (psf) Simple Span Areas Eaves and Overhangs Unenclosed Enclosed Unenclosed Enclosed 7.5 7.5 7.5 7.5 11.3 11.3 11.3 11.3 10 10 10 10 15 15 15 _1.Ia+:e LIVELOAD: 20 POUNDS PER SQUARE FOOT. 25 POUNDS PER SQUARE FOOT 30 POUNDS PER SQUARE FOOT 40 POUNDS PER SQUARE FOOT 60 POUNDS PER SQUARE FOOT q 1UCl(FA % MLoE Oo Lo B� z 9 oA90FESS��P� PIUCK�� 8267 4`'S\O��l ENClpFF9� a RAYMOND F. ' ! TUCKER �✓ i i 2 No. 8626 r r ENGINEERS STAMP BLDG. HT LESS THAN 18 FT Design Uplift Wind Pressure (psF) Simple Span Areas Eaves and Overhangs Speed Unenclosed Enclosed Unenclosed Enclosed mph Exposure 70 B 10.65 10.65 10.65 22.93 90 B 17.58 17.58 17.58 37.86 70 C 18.05 18.05 18.05 38.88 90 C 29.80 29.80 29.80 64.18 (ii) FOR DESIGN OF PRIMARY FRAME SYSTEMS Design Wind Pressure (psf) Exposure B Exposure C 70 mph 90 mph 70 mph 90 mph Lateral 10.2 16.8 17.4 28.7 Uplift 10.0 15.0 10.0 16.05 DATE REVISION DATE REVISION �L 1111G]�Tnag Engineering Servlcea Cll�� mum= PwD=PL 206 Kesco Street Brltfol, IN 46507 KG 1g99 NONE 7 GENERAL NOTES 97GNOI I OF 2 GENERAL NOTES: (CONTINUED FROM SHEET'NO. 1) NOTE: EXPOSURE "B' HAS TERRAIN WHICH HAS BUILDINGS, FOREST OR SURFACE IRREGULARITIES COVERING AT LEAST 20 PERCENT OF THE GROUND LEVEL AREA EXTENDING ONE MILE OR MORE FROM THE SITE. EXPOSURE 'C* HAS TERRAIN WHICH IS FLAT AND GENERALLY OPEN. EXTENDING ONE—HALF MILE OR MORE FROM THE SITE, IN ANY FULL QUADRANT, 5. CONCRETE MIX: Fc=2500 PSI 28 DAYS. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE COLUMN LOAD IS 750# OR LESS. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND NO CRACKS WITHIN 2'-6" OF COLUMNS. COLUMNS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OF SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL. ALLOWABLE SOIL BEARING PRESSURE OF 1000 POUNDS PER SQUARE FOOT. STRUCTURES SUPPORTED BY FLAGPOLE TYPE COLUMNS ARE NOT ADVERSELY AFFECTED BY A 1/2 INCH LATERAL GROUND MOVEMENT AND FOOTINGS FOR THOSE STRUCTURES HAVE BEEN DESIGNED FOR AN ALLOWABLE LATERAL SOIL BEARING PRESSURE OF 200 POUNDS PER SQUARE FOOT PER FOOT OF DEPTH. SOILS OF ORGANIC CLAYS OR SILTS REQUIRE A SOIL INVESTIGATION AND SPECIALLY DESIGNED FOOTINGS. FILLS MUST BE PLACED UNDER A LABORATORY CONTROLLED COMPACTION SUBJECT TO APPROVAL OF THE BUILDING OFFICIAL. 7. ALUMINUM BOLTS TO BE 2024•-T4. 8, COMMERCIAL STRUCTURES MAY BE USED FOR PARKING OF MOTOR VEHICLES PER LOCAL BUILDING CODES. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY NOT BE USED FOR PARKING OF MOTOR VEHICLES. 9. FREESTANDING STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER. 10. STEEL BOLTS SHALL BE ASTM A-307. 11. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 12. STEEL FASTENERS SHALL BE EITHER STAINLESS, GALVANIZED OR DOUBLE CADMIUM PLATED 'AN' BOLTS. 13. HIGH STRENGTH BOLTS SHALL BE ASTM A-325. 14. EMBEDDED COLUMN SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 15. PATIO STRUCTURES ARE DESIGNED IN ACCORDANCE WITH APPENDIX CHAPTER 31 DIVISION III OF THE UNIFORM BUILDING CODE. 16. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR COLUMN. 17. PATIO STRUCTURES MAY BE ENCLOSED WITH INSECT SCREENING. 18. STRUCTURES MAY BE ATTACHED TO RAFTER OVERHANGS PER SCHEDULE. 19. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS OTHER THAN STAINLESS. ALUMINIZED OR GALVANIZED STEEL, OR ABSORBENT BUILDING MATERIALS, LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FACING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH U.B.C. SECTION 2004.3. GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS 97SCO2 AND 97LTO1 THRU 97LT06.) 1. SEE GENERAL NOTES. SHEET 1, SECTION 4 FOR LIVELOAD AND WIND LOADS. 2. OPEN LATTICE STRUCTURES SHALL NOT BE ENCLOSED. ENGINEERS STAMP DATE I REVISION I DATE I REVISION XKR&M magEngineering Services 206 Keeeo Streif ffMM7% RC Bristol, IN 46507 KG 22, 1 NONE NWE NO PART GENERAL NOTES TLI 97GN02 _79H EET 798N 2OF2 LENGTH VARIES 757. OF PROJECTION MIN. LENS LENGTH JOINT LE FOR MIN.N0. OFHI10 EDU SM /PWLL FASCIA HEADER NSTALL SINGLE SPAN ATTACHED m+UCMF COLUMN VERTICAL ROVIDE 1 1/2• DRAIN F �.wcrt nv N TEx 1/2.0 STEEL BAR O 18" W LONG x EE NOTE #7, SHEET 97GNO2. `-PROVIDE 1 1/2" SEE SCHEDULE FOR DRAIN FOOTING SIZE "d" = TYP. CUBE SIZE PROVIDE ' OPT. 3 114 CONC SLAB d• - DRAIN SEE NOTE 5 ON SHEET 97G902. MULTISPAN ATTACHED CWMMFD STRUMBE LENGTH VAI FOR COLUMN SIZE SEE N U 'COLUMN SCHEDULE' FOR MAX. COLUM NOTE: PATIO WIDTH VARIES W/ SELECTION OF HEADER, NUMBER OF COLUMNS FASCIA AND LOADING CONDITIONS. SEE HEADER SCHEDULES FOR MAX. COLUMN SPACING. PRR DE 1 1/2 U� 31.3 1/2' C SINGLE SPM S BAR AS PLACE 1 1 HC �1E7� Q�1f �O I iNSTALL COLUMNS 7 c� VERTICALLY NO. I Sl -SEE SCHEDULE q FOR FOOTING SIZE �I OPT. 3 1/2- CONC. "d SLAB -SEE SEE SCHEDULE FOR NOTE # 5 ON FOOTING SIZE "d' d' SHEET 97GNO2. SINGLE SPAN ATTACHED CANTILEVERED STRUCTURE DATE REVISION DATE REVISION ^\ #�meamxEnglneering Services a, � 206 KIN Strut BH.tol, IN 16507 NVQ -KG NN 12 ING NONE HEART STRUCTURAL CONFIGURATIONS S 7/98 Nue 975C01 1 OF 2 GTN VARIES. SEE SCHLU—_ PROVECT10N s CTION LE ( PAN E 0.4'/FT. D FASCIA P P PANEL SPAN END PANEL FASCIA ASCIA INTERMED. BEAM COVER P EL u HEADER MAXIMUM INSTALL U FOR OVERHANG COLUMN INTERMED jE HEADER BEAMSPAN 25% COLUMN w VERTICALL 3STLCOLTYP. SPACING = NSTALL CO _ VERTICALLY r= = T OPTIONAL 3 1/2' ROVIDE 1 1/2- I CONCRETE SLAB DRAIN --�-_ 1/2'0 STEEL BAR SEE NOTE f 5. OPT. 3 1 /Z CONC. _ SLAB d •d �i d d O 6' LONG SHEET 97GNO2. SEE NOTEi 5 ON JLE FOR SHEET 97GRRR02. - - rE SEE SCHEDULE FOR MULTISPAN ATTACHED STRUCTURE FOOTING SIZE - 'd' IS TYP. CUBE SIZE �.wcrt nv N TEx 1/2.0 STEEL BAR O 18" W LONG x EE NOTE #7, SHEET 97GNO2. `-PROVIDE 1 1/2" SEE SCHEDULE FOR DRAIN FOOTING SIZE "d" = TYP. CUBE SIZE PROVIDE ' OPT. 3 114 CONC SLAB d• - DRAIN SEE NOTE 5 ON SHEET 97G902. MULTISPAN ATTACHED CWMMFD STRUMBE LENGTH VAI FOR COLUMN SIZE SEE N U 'COLUMN SCHEDULE' FOR MAX. COLUM NOTE: PATIO WIDTH VARIES W/ SELECTION OF HEADER, NUMBER OF COLUMNS FASCIA AND LOADING CONDITIONS. SEE HEADER SCHEDULES FOR MAX. COLUMN SPACING. PRR DE 1 1/2 U� 31.3 1/2' C SINGLE SPM S BAR AS PLACE 1 1 HC �1E7� Q�1f �O I iNSTALL COLUMNS 7 c� VERTICALLY NO. I Sl -SEE SCHEDULE q FOR FOOTING SIZE �I OPT. 3 1/2- CONC. "d SLAB -SEE SEE SCHEDULE FOR NOTE # 5 ON FOOTING SIZE "d' d' SHEET 97GNO2. SINGLE SPAN ATTACHED CANTILEVERED STRUCTURE DATE REVISION DATE REVISION ^\ #�meamxEnglneering Services a, � 206 KIN Strut BH.tol, IN 16507 NVQ -KG NN 12 ING NONE HEART STRUCTURAL CONFIGURATIONS S 7/98 Nue 975C01 1 OF 2 31? . 17 ROOF PANEL DESIGN 212' .6 ROOF PANEL DESIGN 31? 214. PANEL ALLOW. DESIGN SPAN 2 1F2' X W ROOF PNL ALLOW. SPAN FOR 2 1Z .17 ROOF PNL ALLOWABLE SPAN SPAN FOR PATIO STRUCTURES SPAN FOR PATIO STRUCTURES FOR COMMERCIAL STRUCTURES FOR COMMERCIAL STRUCTURES FOR COMMERCIAL STRUCTURES LIVE PANEL 17 HEIGHT LIVE PANEL t7 HEIGHT LIVE PANE1 EXP. B IXPOSURE C MAX UVE PAN ERP• B EXPOSURE C MAX LIVE PAN EXP. B EXPOSURE C MAX LOAD Y 70 90 OVER LOAD Y 70 90 OVER LOAD Y 70'90 70 90 OVER LOAD 'r 70190 TO 80 OVER LOAD 7 7090 70 90 OVER (PSF) (IN MPH MPH HANG IPSFl IWI MPH MPH HANG IPSFI (IN) MPH MPH MPH HANG (PSFI (W) MPM 14M MPH HANG IPSF1 IWI MRI MRI MPH HANG to o.o%a 16-T 16•r r•ta Y 70 0.024 160 ICg 6•r t0 0032 I tag 1 tad' 7g 0.018 0.006 21". 21v' 7.10'20 11'g 0.018 11'-I1' 11'-11' 11-7 20 0.024 174r 170 6g 5•-r 7.7 0.002 15'•11' IS'41• 7 g 0.0120 4•J' 1 0.036 IT(r 1rg r -w 25 0.018 la•7 10'.7 V-7 7.5' 0.024 17.3' 17.7 5'41' 25 0.072 14.4. 14.41 T• a 0036 ISP 15.1• r•4. 30 0018 7•10' 9'-10' 4'.7 0.024 u•0'• Ira• s'•s• 0.002 17'•1' IJ' -1' 6'1' 30 0006 14'4r 14'-W 6.10- 40 0.018 6-T 6-T 4•.1• 0.024 7-,a 9'-10• 4'•7 0072 11'-s• II• -5• 5'6' 0.076 12'•3' 12'-3' 121' 60 0.018 r.1•r• V 3'1• 0 024 8'-, • IF 1' 7,10' 0032 9'-5• 7.5' 4'6• 0076 I0'4• 10'.1• 4'•10• 10 0.018 17•s' 17.7 6-S' Y 70 0.020 14'-S• IC * 6.11• t0 0.024 16.7 16.7 r•10• 0.018 0072 164r 160 6-r 11'g 0.078 171• 161' 6-I1• 20 0.018 7.7 6.7 410 5•-r 7.7 0.020 10.5• Ia.S' S'g 0.0120 4•J' 1 0.024 11•-7 11'-7 5•g 60 0.032 14•-1' 14'4' 6-10* 7.5' 0.006 1s•-,• 15'-,• 7-1' 25 0.018 6-7 6.7 4'-2* 0.020 7.5' 7g 4 -6 0024 la -T la•T 5••I• 0.032 17g 174' 6' V 0-036 17,r 17•r 6'•T 30 0.016 Tg T6• 7-r 0.020 60 6g CA* 0.024 7.7 79' 4'-8' 0.032 11'8' It I. S' -T 0.006 178' 176' 6'0' 40 0018 5 '-10'5'-,a 7.7 0.020 6•II' 6-I1• 7.3' 0024 66' 8'6• 4'g 0.032 10'.7 ,0'Z 4'-10' 0.076 ,am• ,a-„• s• -r CA O.OIB 4••1' 4'4• 1' -la 6 7 2' 2• r-0' r-0• 7-0' o6-3 6.5' 6.5' 4'-0' OJ6 9'g 70' 4'•7' 2 1!2'.17 STEEL PANEL DESIGN SPANS FOR PATIO STRUCTURES LIVEPANEL ,2•HEIGHT LOAD Y 70 90 OVER (PSF) (W) MPN PH MHANG t0 0.0120 N'g N'8' S'•1• (WI 0.0149 ,6'2' 0.018 20 0.0120 61• 61' 4`0`0.0149 HEIGHT 11'g 11'-0• 4V• 25 0.0120 6-9' 6'-7 71• 8'.7 0.0149 10'8' 1 fag 4'g 30 0.0120 5'-r 5•-r 7.7 11'•9' 0.0149 7-r I 7-r 7.7 40 0.0120 4•J' 1 4'J' z.1' 71.10' 0.0149 8L' 1 84' 7.5• 60 0.0120 7-10' 7-101 1'-5• 7.1• 0.0149 5.910' s'-10' 7.11 20- 0.018 11'•11' 11'-11' 1"S. 5 6• 0.024 170 170 1". 6.5' 0.032 15.11' IS -11' ISg rg 0.006 16-11' 16.11• 16-r 7.7 25 o.ole lag tag lag 5'-7 0.024 17-3. 17.7 17.7 S•tl' 0.012 1f -r 14'-T 14'•7 6-11' 0.036 1s•-3. 1s• -r IS -3. 1 7•r 30 0.018 7-w 7 -la W_ 10' 4'-0' 0.024 11'-r 11'.3. 111-3' 6.51 0.032 17.1• 17-1' 17.1' 6'1• 0.006 M'g If -0' 14'g 6.7 40 O.OIB 6-T 6-r 4-1- ;002,4 7•la W.0' 7.10' 4-8' 0.032 11' S' l,u.r l•-5• 111-51 56' 0.036 17.7 17-7 17.7 6 -Ir W 0018 r•v r -r r4• J'4. 0.021 6-1' 6.1' 64' YAW 0032 9'•5' 7.5• 91. 5' 4'6• 2 IR' •17 STEEL PANEL ALLOW. SPAN FOR COMMERCIAL STRUCTURES LIVE PANEL E�EXPOSUREC 25 O.Ote 6g F'0'a7g LOAD rOVE(pSFI 40 0.018 6.5' 6.5 7g 60 0.018 s'-7 5'-7 JLS (WI PANEL 0.018 MANG MAXIMUM ROOF HEIGHT 16 20 0.0120 6-7 6.91 6.7 4'g 8'.7 0.0149 17.1' 17.1' 1791' 4'1' 25 00120 r4• 4.•t• r4' f-0' 11'•9' 00149 10'41' 10'.11' 10'41' 4'-0' 30 0.0120 6'-0' 1 6'0• 6'g 3'1• 71.10' 0.0149 Iv -O - lag lag 7.7 400.0120 4••r 4'.r 4% 7.1• 11•-7 61' 8'1' e'1' 7.5' L6000149 00120 7Q' 3'-2' 72• 1'S' IS'g 0.0149 6'27 6•-2' 6'-7 7•I t' 2 1? . 16 ROOF PNL ALLOW. DSGN SPANS FOR COMM. STRUCTURES - ROOF MGT Is' LIVE LOAD (PSF) PANEL EXP. B ExPOSURE C MAX Y 7090 70 9D OVER '(IN) MPH MPM MPH HANG 20 0.016 8••la 8••la 1 66• 4'•1• 25 O.Ote 6g F'0'a7g 30 0.018 TI• r1 3'•5• 40 0.018 6.5' 6.5 7g 60 0.018 s'-7 5'-7 JLS 2.25" L Il - � 1-6.00"---( O;�A 2 1/2" 6" ROOF PANEL / 12 00' 1) 2 1/2" x 12" ROOF PANEL ;!Ill 1 GI'. �... . \\--� I-18.00"---7 (C1 2 112.. X 18" ROOF PANEL \\ 12�00�--7 OO 3 112" x 12" ROOF PANEL 2.x3)5' 12.00" OB ALTERNATE 2 112" r 12" ROOF Amerimax BUDDING PRODUCTS, INC 1 ROOF PANEL SPANS FOR PATIO AND COMNERCML STRUCTURES PANEL SPANS FOR ALT. 2.5• PAN FOR PATIO ANO COMMERCIAL STRUCTURES SHEET I OF 7 PANEL CLEARSPANS 4/0541 PANEL WIND LOAD SCREWS Y PATIOIEXP B EXPOSURE C PER (INI 70 90 70 1 90 PANEL 0.018 16.5' 7.11• 78' 5'•10' 2 24'-0• 14'-11' 14.6• 8'.7 J 17-I I' 11'•9' 4 0.024 21'-11' 13'.3'17.11• 71.10' 2 19'•11• 17g 11•-7 3 IS'g 4 0.032 14'-7' 17'-9' OR 27.3• 26••r BETTER 20'•11' 1 2.25" L Il - � 1-6.00"---( O;�A 2 1/2" 6" ROOF PANEL / 12 00' 1) 2 1/2" x 12" ROOF PANEL ;!Ill 1 GI'. �... . \\--� I-18.00"---7 (C1 2 112.. X 18" ROOF PANEL \\ 12�00�--7 OO 3 112" x 12" ROOF PANEL 2.x3)5' 12.00" OB ALTERNATE 2 112" r 12" ROOF Amerimax BUDDING PRODUCTS, INC 1 ROOF PANEL SPANS FOR PATIO AND COMNERCML STRUCTURES PANEL SPANS FOR ALT. 2.5• PAN FOR PATIO ANO COMMERCIAL STRUCTURES SHEET I OF 7 WF tRM WAC0.U1N 6PKW TgwEgLEM SIEFl MFADCq "-'CSEAN IP RDLLFORYEOC BEAM 1.4N YA..) =;m F .TXO RSQE 11OZE R.D IA11ETt.NF OER St?EI1H10ED HEADER IRISSpE WTH SPACW COIUN FRE A .CNED "IRM-WO"lUkIXIIMAl CClf.OlU 5P•LP1G R SPACW AR FiN .W A 1I.. O0.. SPACW AR R YN SPARSPACWC0.V :OYPN YIINDSPE•D tp OR LESS tYRETVPE INF£ M1GE 4 19 )O MPN VANOSPEEO IOOR lE55 �3' IJ -S all, IJ•r 114• 21 19 B A• IF T 11'0 PS' 9.1• 11'4• T.P PP Ia-P la -r 71 21 20 20 B C 211'-.' 1) 27 D 36-T 264' 26d ri ri 25 26 C O N•0 ]70 'n 21 N I) D D a. 6 B -T 6•la ad 9-P 2t 71 C ri'a• 26 20 D 3F'd b 30 E ri'4• 31 31 E T 27 D 3114' 26 Z0 E r 9 Td• P-1' Td Pf 71 21 C 2f -r 29 29 E 3T4' 2P 7 32 II E 2J4• 20 ri 28 ri D E 2P0 " Il- 29 b 29 30 E E 11 Ip 11' a.r S':S' e'A Pa 72 ti C x70 29 29 a W-7 A m E 27d 29 20 E 26'•11• 31 31 E 11 17 60 6'4' f -I1' 6'.r .'.6• ad a P 6$ 22 22 22 2t C C 2r-11- b 30 21'4• E 31'-r N N E 21'd b b E 26.1' M 32 E la 11' 1J s':1' S'-7 b 30 2117 31 ]1 E E 3114• 29d N N E 21•-7 b b E 211•r b 31 b 31 E E 25'4• 2.'' P N b 32 y E E 1r tf T .'.P .'-1P 1P•S• 31 31 E 2113' 3! b E 77.1' 32 32 E N'-1• 3E 3F E 17 IB .'.a IP -P 31 ]I E 7Td b b E Irw 32 32 E 23d N N E IT IT IaS lx 72 E M -T b b E NT » 33 E 2r0 N N E IS' 11. 6 ITT >Z 32 E W Nr b b E 16•,a >J 33 E 2"' 35 Y E to IT -I' b ]] E 23••1• 37 37 E t6d 37 b E 77t ]S ]S E IT 16-P b ]] to -T 33 33 E E 7f-5' TJ -IP ]) T E 16•t T 37 E N N E 21'•P b b E 16 IP 21' :O YPN WSND SPEED 17 lES IS'•ia b 33 77.7 36 3B E p, 21' 1 •6 1 1 )OMPHWINDSPEED 17 OR LES$ 5' 17.7 11111• 17-T 114' t. 7t B 17.1 J A 19.11' 6 ] 15'•8 25 ZI .' 6 11.4` 7.1' 114' is:a 23 71 B 2P4' 29 26 C N'0 b 29 D P-1• 22 19 A 1T•IP 25 2. C 1.'0 t. 22 C S' r 9-1' r -P Pd IP r 22 22 C 27.r 31 29 O N'•T N 33 E 26d 25'4• 29 70 29 O 374' ]1 31 D a•I• 6.1 22 M A laS 25 25 C 17�1r :7IVI-RF 2. 22 C P IF P P'7 6.111 6$ P P 27 77 C 27.1' N ]p D 374' N N E N' -r 31 b 31 D D 3114• 290 3x 33 >2 33 E E a-11' x1 21 20 20 A B 13'-1' 1.'-r 25 25 C 2] ZZ C r 1a T..• 6'r 6'•1• ]'5• Td a�P P4' 90 7. N 2. C C 211-ta 30 30 D ]OFd 35 m E 23' 32 32 E 2r-11• A ]7 E 6-r 22 20 B ty.3• 26 25 26 26 C C 11'.P 111-.' 23 x. 23 N C C a IF 9 '1' 6'0• 1I 6'r aP t. 21 t. C 19•P IB -1a 31 71 31 31 D D 2a -I1• 2r -T 75 b >S b E E 2r$ 21'P 32 N 32 N E E 2611' 26'1• N N E 64, 22 21 B Iz'-7' 27 21 C 9' B' 21 21 C T 17 S'.6• .'.6• !':6• a IF 25 23 C IC0 >2 ]2 E 26' S' b b E 21'.t 73 33 E 254• 33 b 35 b E E Y' S' 1' r.P S' D 14.10' IT..• 16'8' 33 ]3 31 E E 211•.• 2.'.S' 3l 37 3) 3) E E 211 r N N E N'0 36 36 E 17 17 15' Ie' .'.6• 18'-I• N N E 27'r 36 b E 20.1• 19.6' 35 >8 35 ]8 E E 27.111 27' 1' 31 38 37 N E E 15' 7' N N E 27.111 38 b E 19.2• 39 b E 2Y4• Y m E Iy. �r a 111-I- N N E xr.r >0 39 E IB T b b E 21•.P >0 b E 16' 19 1.'-B' 1.'..• N 35 N b E E 21'd I"It' ]9 M 79 ]9 E E lar IT.r ]) ]> ]) J) E E 21'P 2114• 39 P ]9 39 E E 1T 1.' tQ 17 11• 3! ]! E 211.3• 0 .0 E 19 W ]I• 90 MPN vnNUSKEO la 011 LE $$ IJ.r 35 ]5 E 19.11' b 40 E 21' IO I6' r I]'�a 17' 17�T x5 20 A 90 MPN N9NOSPEED 10 OR LESS !' 6' ITT tr4• fall' P -I* 17-r I- 11'4• lad 25 7. 21 22 B B 2P4• 31 ri C N'0 m 3D D y. 7 P.5• IT Pd' la -r 2. 23 C 27 r ]0 ]0 D 37fi- N N E WIF 30 30 D 370 32 32 D 6. W a 7 W. a-6' 9-P 2. t. C 20'-P 30 30 D 31Y-5' 35 35 E ri4• 31 71 D 3T-.' M M e r 9' T..' 6' 1• T.6• Pf 25 25 C 19:r 31 31 D 211.6' 35 35 E N'T 274• 32 33 32 31 D E 290 2'.11• N ]5 N >5 E E C 111 6'.T 5'.5• r 91 PO 25 25 C lad 32 32 D 2r.r b b E 22'4' N N E 76'3' 36 36 E II' 6'0' 11 6'Y 3' e' aP e'-0' t5 78 25 C C IT$ >? >2 D 25'11' 3) 3) E 21'-P N N E n' -Y 37 37 E �. S 1 ] 2 76 16'II- 33 37 O 2.'10• 37 37 E 711P 35 15 E N'Y ]) ]) E 12. If 1'.P e.IO' 16'.T 15'6' b N y N E E7511' 2J.1P b b b b E E 19.1 t' tPr ]! >6 ]3 b E E 27 Y 274• 39 b 38 38 E E Iy. 6' N N E ZI.T >9 A E lab' 36 36 E 21'.T 70 38 E I1. IIF 1.':6' N N E 21'.P 39 39 E 1T-11• 37 31 E N-11• 39 39 E Iy. 111 1!.]• m m E 211 -IP 39 39 E 1T -Y 31 37 E 211.7 79 ]9 E 16 IF I]' -IW 35 35 E 211-r b .0 E RF. 1" 31 17 E 19:P 39 ]9 E 1T 1C 17-5' IJ -1' b b >6 b E E 19P IPM b 41 b .1 E E 16'd Y 36 E 19-Y 110 W E 19 21' 90 wPN N+NOS IT OR LESS Ir -P 31 77 E 1a.P E p 21' 10 .' 16'- 17'�B• 13.. 1r 17''7 27 33 A MPN 2 IND='EED• IrB 6LES]0 3' IJ -7 10'11' 1J r 11'4• ri 7. B 1790 26 t1 0' 11.0 9-I• "'I. 10'P 2e 25 B 21d 32 32 C 3 -W 1] ]] D IF ZS 2? A 16•T 79 27 C 17.6' Z/ 22 B 5' T P3' T -P 7IT 1Vr 26 M C 191.1. N 32 O W. 36 36 E 25". 33 33 D 27-T 35 35 D 6:1• 2', 27 A 15''1• z6 ZB C IT. IT.5' 21 2t C a r P e's T4• 6' 111 e'-0' PP to 2D C 1T 10' ]t ]2 D 26' 7 77 ]) E zTr 21'd N N N N O O 2T-1• 25'4• x 36 b 36 D D T4' a 11• 27 23 27 23 A a 1.'.0' 17.1' 26 M 28 29 C C 26 2] C r e'.1. r-0' 9..• 2) 2) c 16'.la 3T 33 D 21'1 37 31 E 2114 33 35 D 2Jaa J) J7 E 6'-T z5 2. 6 11...• 30 30 C IO' 8' Z6 77 C B' T 5'-Y e.l l• a.P PO 27 2] C n•.Ir 33 b D 23.5• b b E re.5• b 35 D 27$ m 38 E 1117 9.r 26 25 N C 9 It !'-0' Pb' e' r S'P 11 7 a.e• 2B M 28 29 C C IY T t.'.T N >s N b D D 274• 2i'4• ]9 >9 ]9 79 E E lad 38 b D t1' T b N E 21 c 1a I1' I- S'-1' S'r 1.'0 35 D D 2114 b b E tr-P ITT 37 37 37 37 E E tad 19•IP 39 M 79 A E E 17 M' IS'13'-0' .'.9' .•.1P 17d b b O IPd b W E 1aS b b E IP.r 110 W E 17 la b 78 O 19.1' .1 .1 E IV- b 3B E 16$ I1 11 E 1.' IT la 17.r 1-- 36 37 36 37 E E tad 1T -t I' .3 V .t .2 E E 15'4• 1.'.11' 39 b 39 >9 E E IT -I1' IT4• 11 .2 .1 .2 E E Iy. 16' 19 1'.11' III' ]) 37 E 1a-11' .2 .2 E tf$ b b E 16 -IP .2 .2 E 1T -r 11'-r b 37 38 37 E E lad IBS N CI U N E E 1.'-I' 41 .1 E 18.5• 43 43 E 16 IP �1 11-- 36 >D 1S:9r 43 43 I• 70 !' 6.6' 6-I I• "T 8'11' n1. P-9 ao- 25 2] 21 23 C 6'-6• 23 16 A I.'�]' 28 2. 11'-2' 26 11 .I, 6 S'9 .'.P '.P 5' -It• 116' ri z] C ltd 3t 30 E ZB-T 32 71 E S'•P 22 IB B 179' 2] x! C lad 23 19 C S' 11.11 a.t• ri x. C 191.1• = 32 E 240 211.11• 31 31 E 25.4• 37 33 E 5'S' 22 17 B 11'-P 28 25 C P-1' 25 2t C a IF T.P 2. 2., C :r :W 32 32 E M. b 37 b 37 E E 174• 111-t' m 33 32 33 E E 270 21'.11• N 8 N v E E S'�1' 23 IS B 9.11• 23 25 C 64' ZS 21 C T P SS• ri 25 C 111.10• b D E 7.'-P 37 3) E 1r -r N N E 711$ 36 36 E .'.5' 23 16 B C -P 25 25 C r•IP 23 21 C 6 la It' 1.r 6.11• 26 26 26 26 C C 151.11' 13'-7 33 N 33 E 2'. b b E IB -T 75 33 E 19d ?/ v ]7 E 11 la IT 6'P 21 27 C 1.'.T 73 N b E E 274• 21'J' >9 b >9 70 E E If. I -P b b 35 36 E E 1aN IT -11• 3B 36 39 E E II' I7 1.' 1.'0 35 SS E 20d W .0 E If r 77 ]) E IT -7 3B 39 E 17 q' 17d b 35 E IP -P b W E 17d 7) 3) E 16-T b b E IJ 1 IJ -0' b b E IP -r .1 11 1Tt b b E 160 11 11 E I.. 25 . '.9 -T lad . F 1 I .2 . Iy. s' s• -r f.1. !'-P 9 114• 23 25 20 22 C s -e 2x 1s 17-e• v tl .S. IF .3 f.P 7 -IP 27 22 C tar b 29 E ri'0 32 31 E 5'-r 22 le B 11'-5' 2B t. C a T Td 23 73 C 19.11 32 32 E 2e'd 36 3! IBd b b E t7A 3x 37 E S' -I' 22 IB C PJ• t! N C a f T.t 2. 2. C IT -1P >2 32 E W. b b E E IT4• 16S 31 32 31 >? E E 21'-1' taN 33 N 33 N E E 7 T P 111 6.111 ri 3. C to -1P 33 33 E 7Y -r T T E IT, 33 33 E to -T 35 b E 11' 60 ri ri D 15'•11• A 37 E 23.1. b b F /.'d N N E /7d b b E 11 17 6•S• >a 24 D 15'-7 N N E 27d b b F IS -1P N N E 16.1P 3) T E 10 17 6.7 2) T7 O I.' -T b b E 21 V' b b F 1" 36 35 E IB•1' 3' b E II' IIT tr-W 3-41- >d b b b E E 2Ud 1P -P b a b a F f IT•P b b E l3'd b b E IT 17 yf r 17,T A 3737 3, E f-11` I140*57 b b E I.• Is ECMVALFNT FODIERS •6 CM NCNC07. siwwE. sR..go THIS 'ABLE WY BE USED WITH COMMERCIAL, PATIO OR I.A TICE STRUCTURES �1F [JJI fes' .1.U ie j909 `\t N0. 26070 al \\f 07' L1Ql1S/�� / �Amerirna BUHMINC PRODUM, INC NEADERSPANS. COLUMN SPACING, TDOT[R SIZE AND COLUMN TIPS FOR [R[ESIANDING AND ATIACN[D PATIO SIRUCTUR[S 3N[[T I OT ) rmct:. 1 AIVUIIVU AINU A l l AUHhU YA 1 IV Zl1 MUL. l UMtJ 'CD.6 7 ) U0.AIAE OPIY.Y.YHEnOER . AAM C0.1.AM vPKMC UYE (IIB WlC0.LAIN 9ACFO 750.YIlE STEEL READER rROLFONEDC BEAM 1CROLfO6EDCBEAM .'IFFM1 Y ` EI?R0.LFOWED IE.IOER AASKANEKIRUOE0IEADER SIMEATRIOED,EAOER TRF3 EDAD wmtH F01ArtACMC0 PAl10 MMI. CCM FOOTERSUE YA3 CON3 f0plERSUE MAK COIB.FOOTER 512E MAIL COB. FOOTER YAK f00TERSIZE MAY. C01B. FDOTERBZE MAIL W S.FWTERSDE YAL -FOOTER SUE WIDTH 6 ) 1 C0.UM ArtAC1E0 C0.1AM TREE ArtAOED C0.UM FREE ATMC.ED COJAM FREE ATTAC.ED COLUM FREE ATTACHED CMUN FREE ATTACHED GGLMM1 RUE ATTACIED C0.1AM FREE AM1ACIEO FREE NSF( S SPACK w1 YW SPACMD R W. SPAGINO R Ip. 5PAC310 P V♦1. SPACW ilR N SPACING FIR FTN W SPACING RR R SPACING RN f1P lLSND LW'A' IM ALL O1HER5 MI M1R (FTI YI V C0. Y7 'R C0. tl Y C0. YI V COL V V COL, V 'Y COL C0.. 'Q Yl COL M1PE 7 ON FM w.R7LEED 1E55 TYPE M1R TYPE 119E ttPE M1PF ttPE TYPEfm S' -le .Pte ]0 A 6 ed 25 20 C !-te Y I2.1- 21 T.19 h 21 C le•,e m 28 E 77.19 31 3D E Y•19 72 15 C P-5' 25 22 C e-7 25 19 C S' 20 6 10 10 21 r.5' n 22 C 1T-7 30 30 E 27 -IT 32 32 E 4'-0' 22 15 C r -le 23 72 C r-5' 23 19 C 6 S' 7 25 2] B r4 23 22 C leJ Jt 31 E 25'-7 3- 34 E t5'•11• 71 31 E 19•A' 32 32 E V -,e 23 20 C T B 0 26 2A B e-9 27 23 C Ird 32 m E 2.'-1• 36 35 E IY-19 32 32 E 18.1• 34 34 E e 25 9 B 11'-0' n e-0' 25 24 0 14.19 33 33 E 27.1' 37 31 F If.7 33 33 E lr4T 35 35 E 9 26 10 B O r QJ' 25 23 D lel ]. ]. E 27•A• 10 30 F t7.1' 37 33 E 19.7 >S >S E 19 B 11 26 26 C ed 26 23 O 15'-e 3. 34E 21'-T 30 36 F 17d 3. 3. E 15'•6' 36 36 F 11' c I7 13 4 e-7 25 3' -le 78 75 D ,5' J 73 35 E 71.4 39 39 F Ir.r 35 35 E 1.'•9 37 37 F 17 1.••le M w E 29-S' A0 b F 11'd 30 31 E 1A'-7 3e JB F ,7 26 U C w -Y 26 26 C 1.'-0' 37 37 F 19.9- AO Ao F 11'- w 36 E I7 -B' 70 m F 1A' e lea r-7 -0• 25 25 25 25 B a ems' 4 -le Z] 19 .'• 22 15 4-- 20 ] T 3' c C 7 6 ZB 27 26 27 c C n7 r 4 7 27 23 r 21 C 14J• 29 27 E 19.19 30 39 E Y$ 22 Is C 7.1• 23 20 C r-7 23 IB C 21 C IA'•I l• 29 39 E 19.7 Jt 31 E 4.5' 23 IB C 25 A B ,e-2' 26 4.3' 23 r 22 D 16-r b b E 77 1e J7 ]] F 17.19 >D JD E 14-9 >2 J2 E T 25 0 c T 5'-t' 23 2] D ,5' le 31 ], E 21'.19 N J• F 17.11' ]1 71 F IS'd 33 b E e B P 25 22 c 5• -le 25 27 D 151.T w w E 21'd 35 33 F 17.7 JI 31 E I.'.19 33 33 F 6 C 10 e 5'd 22 Sd 25 24 E N'.7 33 33 F 29.7 37 37 F 1,'•T 3] 33 E lA'O• 34 U F 10 25 it IZ C I'.9 23 5'd S'..• 7e 28 25 E M'.7 >• >• F led J) T F 11'd 73 JJ F 13. 35 ]S F 11• 25 E ,7 1e Y 3A F 14-r M W F 10-T U U F 17.19 M 35 F 17 SD I.•9' 27 20 a T.e 27 IB A 22 t] c S IS 23 C 6'•7 23 20 D 13'•3' 29 27 E 16.7 3D 70E T -W 22 17 D S' 23 0 B 6'.7 23 5"T 22 20 D 17.7 29 29 E U••10• 31 31 F 6' 23 23 C t. 5 9 5' r 23 21 E 14d 31 31 E 19 ,1' 35 35 F 11'4' 30 30 E 17.8 33 33 F r 6 25 23 c !'.' D 72 E 17 19 m w E le -I• 31 11 F ,O T 32 22 F 17.19 3. u F e C 9 IV IB 19 Y•1' 25 2] E 174' 3t 3A E IB -A' 39 39 F l9d b 33 F 17.7 ]6 W F 9' 1 25 10 c s'-9' 1 25 .'11' c 22 E .19 31 3. IT.9' AO AO F 9.6• >r 3A F II' • ]! JS F 1e C0.WN SCHEME IGR F NEESINIOMG .• CMUMSCHEpAf MA. CCL FO,ATTACIEDPATIO S"RUGIMRE5 COL N(KNI STRUCTUPE ,-EPEE"=-FOR GENERAL METHOD FOR USING THESE TABLES .H STRUC7URE5 ICIt00SE FREESTANDING OR ATTACHED. COMMERCIAL OR PATIO STRUCTURE. c NDIES 2 CHOOSE PROUECTION. MOTH. OVERHANG. WIND LOAD AND LIVE LOAD. 21 a • S0.NAPE AlW Cn IAM e' r 25 I?SOWItEAW 1) F AVU C0.UM HEKAn 3 FIND TRIBUTARY WROTH FROM TABLES ON SHEET 3ORI AND DRAWINGS ON SHEET 2 OF 'STRUCTURAL CONFIGURATIONS% S' SCR0.l C0.WN 22 ( MA3 C0.=EHGM A CHOOSE A PANEL FROM SHEET I THAT HAS ADEOUATE CLEARSPAN FOR YOUR NEEDS. 8 oO7r. Y S0.MRE AlW C0.- 23 O MAA C0.LAMLENGM 5 CHOOSE A HEADER FROM SHEET S 2.5 THAT HAS ADEOUATE COLUMN SPACING, C l'0.0vEI�EA AEW o we Ll 17 U• IIA-1,-LENGIN 6 USE THE FOOTER SIZE SHOWN. 0 RWEDC0.lAw ALW 0 e All C0.WNSAMr BE REPLACED 7NASIRONGERC0.lAM 7 FOR SINGLE SPAN ATTACHED PATIO. USE THE COLUMN SHOWN. f Y0.OKRGEAFSTEELOI. 17tl - BE RERACEDw.9,, LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. F YS0.MRE STEELC0.WN C B' MArBF RFPUCEDw:CJ. FTC B FINDTHE CYC SPACINGGF WALLCONNECTIONSON SHEET A OF 7. G A'401MPf STELLCOUM ITtl IwEAR w1ER10AlION FON ALL CACMAlq.61S ALLONED 9FINDTHE NUMBER OF PANEL 70 PANEL CONNECTIONS ON SHEET I OF? H 5' SOUARF STEEL C0.UPN 70 10 FIND THE APPROPRIATE DETAILS IN THE 'CONNECTION DETAILS' SHEETS. 21 .' SOIMPf SIFFI C0.UM 23 22 IIYE DIAD 7Rw w�DIN R v. S 6 'CD.6 7 ) U0.AIAE OPIY.Y.YHEnOER . AAM C0.1.AM vPKMC CORS FPEF 1001FR ACHED SUE 0. FREE FOOTER RACNfD SUE C0.lAM CONS FREF FOOIFR SME ArtACNED fi 6 7 ) B TTN 9 5 5 e 6 ) 1 B ::PAC .IVCwf. NSF( S 8 w1 7 TYPE 6 IPU MI M1R (FTI IM MI M1PE 7 B FM w.R7LEED 1E55 THAN .) ,0 Y I2.1- 21 23 A Y-1' 20 2. 10 10 21 23 B S' to -e 25 2] B 17 T 27 25 B ,•-Iw 11a 26 2A B 10 6 e -le 25 2. B 11'-0' n 25 C 9• 26 25 B O r 71. 25 25 B 19r 26 26 C led 25 25 c 4 e-7 25 25 B 4.11' 26 26 C w -Y 26 26 C 13 e lea r-7 -0• 25 25 25 25 B a ems' 4 -le 27 27 27 21 c C e -IT B•... ZB 27 26 27 c C 2D A• a-0' 25 A B ,e-2' 26 21 c 9' r 25 21 c T a -1e 71 A B 9.1' 25 22 c e-0' 25 22 C 2A e 5'd 22 20 B er 25 23 C I'.9 23 22 C M r .'-1e 27 20 a T.e 2] 27 c r.3,2] IS 23 C 1) e 4•.7 23 21 B 6'.7 23 23 c e-9• 23 23 C t. 5 9 t6 6'd 25 23 c 6''A' 25 24 C 17 IV IB 19 3D 13 S'-5' 1 25 1 2. c s'-9' 1 25 2. c 25 .• 6'11' 23 le B 9' 2' 25 21 c e' r 25 70 1) 10 S' 6'd 22 I9 B 6'r 23 22 C T:e 23 21 c 20 e .' r 22 19 B r-3- 23 22 C r-9 23 21 c IB r 19 70 20 21 4:r 23 22 C B•6• 23 22 C 21 e 22 22 37 19 5' 5' 2] 22 C 5':7 23 22 C 30 39 e 20 20 20 21 21 21 21- 22 .'•le 25 22 C 5'-7 25 27 c 77 IT 23 27 74 2A 41 21 21 22 A'.T h 22 C w 25 S'9' 22 l7 B B'A' 25 A c r.10' 27 19 C S' A'.T 22 16 B rJ' 23 21 C rd 2] A c e W.I. 23 21 c 6'.5• 73 21 C r 5'-7 23 21 C 5•-r 23 71 c e Y.T 27 21 C 4'.19 23 21 C .D 22 ,6 B e -t 1• 23 IB c 6'-19 - h IB C S' S'd 2? I9 C S'-19 22 19 C e .•.r 22 IB C .•-n' 22 1B c tB C 71 16 c .v..� FOLLOW 1 4ABOVE S CHOOSE A COLUMN LENGTH IF USING COLUMNA' 1 BT OR 10'.6.1 8FIND TME MAKIMUM COLUMN SPACING FROM SHEET 2 OF ) 7 CHOOSE A HEADER THAT CAW SPAN THAT DISTANCE FOR THAT TRIG WIDTH AND LIVE AND WHO LOAD B USE COLUMN TYPE IT OR STRONGER (UNLESS USING COLUMNA, 9 FOLLOW STEP B. 9 AND 10 ABOVE TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES FOR GIVEN PROJECTION AND OVERHANG (ROUNDED UPI PRFW. I n OVERHANG (FTI 6 75 S 6 6 7 ) 7 . . S 5 6 6 ) ) B e A 5 5 fi 6 7 ) B B 9 5 5 e 6 ) 1 B B 9 10 S 8 e 7 ) 6 B 9 9 11 8 8 7 7 B B 9 9 10 10 10 17 ) 7 B e 9 9 10 10 tl 9 10 10 n n IS B 6 9 B ID 10 11 I1 ,2 IB 0 0 9 10 10 11 11 17 17 O 0 0 10 10 1 11 17 12 U tB 9 10 10 IB 10 10 11 I, ,Z 17 ,] 13 IA 20 ,0 11 11 12 12 11 13 14 14 2, I1 11 17 17 17 13 22 I1 12 17 I] I] ,A 15 IS 23 12 12 1] I] 1. IA IS IS 16 2A 12 17 17 IA IS 15 i6 Ifi 25 17 17 IA M IS IS 18 16 17 28 1] M IA IS IS 16 16 1) 11 27 . ,. 1S5 I6 6 17 17 IB 20 t. 5 t6 29 13 15 IB 16 17 17 18 IB 19 3D 13 18 t6 17 17 IB 11: IB 19 31 16 16 1] 1) IB le 10 19 M >2 t6 1) 1) 10 t0 IB 19 20 20 A 17 I) 18 16 19 IB 20 20 21 34 1) le 16 19 19 20 20 71 21 L IB IB 19 19 70 20 21 71 9 36 16 19 19 M 20 21 21 22 22 37 19 19 20 20 21 21 22 22 23 30 39 19 20 20 20 20 21 21 21 21- 22 22 22 22 23 23 M 27 2. 40 . 71 71 77 22 23 27 74 2A 41 21 21 22 22 77 232. 24 25 THIS TABLE WY BE USED FOR COMMERCM. PATIO OR LATTICE SM CRRIES OF GA0F' O'A,mefimax S UING PRODUCES, ENG HEADER SPANS. COLUMN SPACING. FOOTER SIZE AND COLUMN TYPE FOR FREESTANDIN AND ATTACHED PATIO STRUCTURES. PANELS SPANS FOR ALT. 2.5" PANG SHEET 3 OF 7 20 4' 241.7 26 28 30 7t 24 29'-0' 27 29 31 33 26 40-I1' 29 31 '3/ 36 29 ZO 4' 9.9' 20 22 24 25 16 25'•3' 26 26 70 31 25 34'•8' 28 30 33 34 27 4' 30 5' 274' 26 27 29 31 26 26 -II' 27 28 31 32 27 3T-11' 30 31 33 35 30 30 5' 8'•11' 20 22 24 25 19 27.5' 26 27 29 31 26 37'T 29 30 32 34 29 5' 32 6' 20.11' 28 28 29 30 28 25'-4' 28 28 30 31 28 35'-9' 32 32 33 34 32 31 6' 8'-2' 20 22 24 25 20 27-0' 27 27 29 30 27 30'4' 30 30 32 33 30 6' b T 19'-4' 27 27 28 29 27 27$ 29 29 29 31 29 37-3' 33 33 33 34 33 31 T T$ 20 21 22 23 20 20-11' 28 28 29 30 28 2B'-10' 31 31 31 33 31 T 6'-11' 8' W.I. 28 28 28 29 28 21'-11' 30 30 30 30 30 31'•1' 34 34 34 74 34 32 9 T$ 21 21 22 23 21 20-0' 29 29 29 29 29 27.6' 32 32 32 32 32 S. 17'-11' 9' 1T-1' 28 28 28 29 28 20$ 30 3D 30 30 30 29'-4' 34 34 34 34 34 33 9 8'4' 21 22 24 25 21 19-Y 30 >0 30 30 30 26'$ 33 33 33 33 33 9' 34 10 16'-Y 29 29 29 29 29 19'$ 31 31 31 31 31 2T-9' 35 35 35 35 35 33 10' 64' 22 22 24 25 22 18'-2' 30 30 30 30 30 25'-7 34 34 34 34 34 10 35 11' 15'-S' 30 30 30 30 30 10-9' 31 31 31 31 31 26'-2' 35 35 35 35 35 34 11' IF 21 23 25 26 21 1T-4' 31 31 31 31 31 2a'-9' 34 34 34 34 34 11' 12' 17 14'-9' 30 30 3D 30 30 iT•11' 32 32 32 32 32 25'•1' 36 36 36 36 36 35 17 5'-9' 21 23 25 26 21 16'•7 31 31 31 31 31 24'•1' 36 36 36 36 36 12' >S 13' 14'-Y 31 31 31 31 31 IT - J' IT -7' 33 33 33 33 24'-1' 36 36 36 36 36 JS 17 V-6 26 26 27 22 15'-11' 31 31 31 31 37 23'-4' 36 36 36 36 36 1J' 77 If I3'-0' 31 31 31 3t 31 16'-T 73 33 3J 33 >3 23'-2' 37137137 37 37 36 14' 54' 22 24 26 27 22 15'-4' 32 32 32 32 32 27.6' 36 36 36 36 36 14' 40 b 15' 17-Y 31 31 31 31 31 16'-0' 133 34 34 34 34 34 22'-5' 37 37 37 37 37 37 15' 122124 5'-2' 23 25127 28 23 14'-10' 32 32 32 32 32 21'•9' 37 37 37 37 37 15' 16' 17-9' 31 31 31 31 31 IS' -6' 3/ 34 ]a 14 34 21'•8' ]7 77 37 ]7 37 77 76' S'-0' 24 25 27 28 24 14'-4' 33 33 33 33 33 21'-0' 37 37 37 37 37 16' 20 4' 24'•7' 30 32 34 36 24 29'-0' 31 33 36 37 26 39'-6' 33 36 38 40 29 20 4' 9-9' 23 25 27 28 IB 23'.' 29 31 34 35 2a 34'•1' 32 35 37 39 27 4' 30 5' 274' 29 31 34 35 26 26'-11' 30 32 35 37 27 35'-4' 32 35 37 39 30 35 5' 8'-11' 23 25 27 28 19 20'•10' 29 31 33 35 25 30'-6' 32 34 36 38 2B 5' 32 6' 20'-11' 29 31 33 35 27 25'4' 30 32 34 36 28 37.3' 32 34 37 39 31 33 6' 8'-2' 23 25 27 28 20 19'-0' 28 30 32 34 26 2T-10' 30 32 35 37 29 6' b 7' 19'-4' 28 30 32 34 27 23'4' 29 31 34 35 29 29'-10' 31 33 36 37 31 33 T T-6' 22 24 26 27 20 17-T 27 29 31 33 26 25'-9' 30 32 34 36 30 T 6'-11' 8' 19.1' 28 30 32 34 28 21'•11' 30 31 33 35 30 2T-11- 32 32 35 37 32 32 35 8' T-0' 22 24 26 27 21 16'-5' 27 29 31 33 27 24'-1' 31 32 34 36 31 B' 17'-11' 9' IT -1' 29 29 31 33 29 2014' 30 31 33 35 30 26'4' 33 33 35 37 33 35 9' 6'4' 23 25 27 28 21 15'4' 28 28 30 32 28 22'-9' 31 31 34 35 31 9' 34 10' 16'-2* 29 29 31 33 29 19'4' 3/ 31 32 34 31 25'-0' 33 33 34 36 33 37 t0 6'4' 23 25 27 28 22 14'-9' 28 28 30 32 28 21'•7 32 32 33 35 32 10' 35 11' 15'-S' 30 30 30 32 30 18'-9' 31 31 32 34 31 24'4' 34 34 34 36 34 6' I1' 6'-0' 25 26 28 30 21 14'-0' 2B 28 29 31 28 20-7 32 32 33135 38 32 I1' 12' 17 /4'-9' 30 30 30 32 30 17.11' 32 32 32 33 32 23'4' 35 35 35 35 35 31 33 35 12' 5'-9' 25 26 28 30 21 13'-S' 29 29 29 31 29 19'4' 33 33 33 34 33 17 >S 13' 14'-2' 3/ 31 31 132 31 IT -7' 38 ]8 33 22'-6' 35 41 41 35 JS 3J 13' 5'-6 26 27 29 31 22 17-11' 29 29 2931 20.2' 29IB'-I1' 19'-2' 33 33 >J14' 39 39 17 77 If 13'-8'31 36 31 31 ]1 31 16'-33 38 33 33 33 33 21'-9' 36 3 36 36 36 13'4'373777737111'•7 la' 54' 26 27 29 31 2212'-5'303030 17-T 35 35 u 31 30 18'-T 34 34 34IS' 40 40 la' 40 b IS'IY-2* 13'-2' 31 3/ 31 ]I 31 16'-0' 34 IMiMiMiMi 34 34 34 34 21'-0' 37 i3l35 337 37 37 38 IS' S'-2' 26 28 30 32 23 12'-0' ]I 31 3132 36 31 IT•T 34 34 342-9' b 40 15' I6' 17.9' ]I 31 31 31 ]1 15'4' 34 34 34 34 34 20'-4' 37 337 37 77 16' 5'-0' 26 28 30 72 24 I1' -T Jl 31 31 32 31 17'-0' 35 35 35 35 75 t6' 90 MPH EXPOSURE B 90 MPH EXPOSURE 8 20 4' 24'-3' 30 32 34 36 28 29'-0' 31 33 35 37 30 40.1' 34 36 39 40 34 20 4' 9'-9' 23 25 27 28 21 23'-7' 29 31 33 35 28 34'-7' 32 34 37 39 32 4' 30 5' 22'4' 30 72 34 ]6 >D 26'11' 71 32 35 76 Jl JS' -10' 35 75 37 39 35 35 S. 9.11' 23 25 27 28 22 21'-1' 29 30 ]3 ]a 29 30'-11' 33 73 36 38 33 5' 32 6' 20-11' 31 31 3J 34 31 25'4' 33 33 34 36 33 32'4' 36 36 J7 38 36 33 6' 8'-2' 23 25 27 28 23 19'-3' 30 30 32 33 30 28'-3' 34 34 35 37 34 6' b T 19'4' 32 32 32 33 32 23'4' 34 34 34 35 34 30'-T 37 37 37 38 37 33 7' 7'4' 23 23 25 27 23 IT -10' 31 31 31 33 31 26'-2' 35 35 35 36 35 7' 6'-11' 8' IB' -1' ]J >J 33 3J 73 21'-11' ]4 34 34 ]d 34 2814' JB 30 38 38 78 32 35 8' 7'-0' 24 2a 25 27 24 16'-8' 32 32 32 33 32 24'-5' 36 36 36 36 36 8' 17'-11' 9' I7' * 33 33 33 33 33 20'4' 35 35 35 35 35 26'4' 39 39 39 39 39 35 9' 6'-6' 24 25 27 28 24 15'-9' 32 32 32 32 32 2]'-1' 37 37 37 37 37 9' 34 10 I6'-2' 34 34 34 34 34 19'4' 36 36 36 36 36 25'-4' 39 39 39 39 39 37 10' 6'4' 25 25 27 28 25 14'-11' 33 33 33 33 33 21'-10' 37 37 37 37 37 10 35 I1' 15'-5' 34 34 34 34 34 18'-9' 36 36 36 36 36 24'•10' 40 40 40 40 40 6' 11' 6'-0' 25 26 28 29 25 14'.' 34 34 34 34 34 20-10' 3B 38 38 38 38 It' 12' 12 14'-9' 35 35 35 35 35 IT. I' 37 37 37 37 37 23'-10' 41 41 41 41 41 31 33 35 12' S'-9' 25 26 28 29 25 13'-T 34 34 34 34 34 20'-0' 38 38 38 38 38 12' >S 13' 14'-2' 36 ]6 36 >6 36 IT.' 38 ]8 >8 w 38 22'-10' 41 41 41 41 al 3J 13' 5'.6' 26 27 29 31 26 17-1' 373737374' 30 19 20.2' 35 19'-2' 39 39 39 39 39 17 77 If 174' 36 36 36 36 76 16'-T 38 38 38 38 38 22'-0' 33 33 33 42 13'4'373777737111'•7 la' S4' 27 27 29 31 27 17-T 35 35 u 35 35 10'•6' 40 ba0 77 40 40 la' 40 b IS'IY-2* b 37 37 37 37 37 16'-0' ]9 39 J9 39 39 21'-7 1:21:21:21:21 3 3 3 3 43 38 15' 5'-2' 27 28 30 32 27 17-2' 13513113SI351 36 36 36 36 36 1T-10' 40 40 40 b 40 15' I6' 17.9' J6 ]6 36 ]G J6 154' 39 39 39 J9 39 20-T a3 a3 a3 a3 43 16' S'-0' 2B 28 30 32 28 11'•9' 35 35 35 35 35 17'-3' 41 at al al al 16' 20 4' 274' 33 35 38 40 28 24'-11' 34 36 39 41 29 30'-7' 36 38 41 43 Jt 20 4' 9'-9' 27 28 31 32 21 1T-11' 31 33 36 37 26 26'•3' 35 37 40 42 30 4' 5' 20.7 29 S' 2Or 33 35 37 39 30 274' 33 35 38 40 31 27.4' 35 37 40 42 33 23 5' 8'-9' 27 28 31 32 22 16'-0' 30 32 35 36 27 23'4' 33 35 38 40 31 5' 20 6' 184' 32 34 37 38 30 20'-4' 33 35 37 39 32 24'-11' 34 36 39 41 33 26 6' 9-0' 25 27 29 30 23 14'•7' 30 32 35 36 28 21'-5' 33 35 37 39 32 6' 33 T 1T-0' 31 33 36 37 31 19.10' 32 34 37 38 32 2Y-1' 35 35 38 b 35 29 T T•5' 25 27 29 30 24 13'-6' 29 31 33 35 29 19'-17 33 34 37 38 33 7' 25 8' 15'-11' 32 32 35 36 32 IT•8' 33 33 36 37 33 21'•7- 35 35 37 39 35 25 8' 6'-11' 25 27 29 30 24 174' 30 31 33 35 30 18'-T 34 34 37 38 34 8' 16'•7 34 34 9' 15'-0' 32 32 35 36 32 16'-T 34 34 36 37 34 20'4' 36 36 37 39 36 15'•9' 9' 6'-T 27 28 31 32 25 17'-11' 30 30 32 34 30 174' 34 34 36 37 34 9' 35 10 14'-2* 33 33 35 36 33 15'-9' 34 34 35 36 34 19'4' 37 37 37 38 37 29 10' 6'-Y 27 28 31 32 26 114' 31 31 32 34 31 16'•7* 35 35 36 37 35 10' 26 11' 17$ 34 34 34 35 34 15'-0' 35 35 35 36 35 18'-10' 37 37 37 38 37 27 It' 5'•11' 28 30 32 34 25 10'-9' 31 31 32 34 31 15'•10' 35 35 35 36 35 11' 1T T-7' 17-0' 31 74 3• 35 34 14'•5' 36 36 36 36 36 18'-1' 38 38 38 38 38 6' t2' 5'4' 28 30 32 34 25 10.4' 32 32 32 34 32 15:-2' 36 36 36 36 36 12' 2J 17-5' >S 35 35 35 35 17-f0' 36 36 36 36 36 174' 39 39 39 39 39 2a 13' 5'•S' 29 31 33 35 26 9'-11' 32 32 32 32 32 14'4' 37 37 37 37 37 17 121 174Y >5 >5 ]5 >S 35 13'4' 37 37 37 37 37 16'4' 39 J9 39 39 39 27 14' S'-3' 29 71 J3 75 27 9'-T J3 3J 33 33 33 14'-0' 37 373737374' 30 19 20.2' 12' 8'-7 25 17'•7 36 36 36 36 36 tY-10' J7 37 37 77 37 16'-2'05'-1' 31 20 38 14' 7'$ 26 27 29 30 32 35 36 27 9'-3' 33 33 33 33 33 13'4'373777737111'•7 16' 7'-0' 26 28 30 32 20 36 36 36 36 38 17-5' 77 37 77 77 J7 15'•7 40 40 b b b i6' 4'-11' 30 32 35 36 28 8'•11' 33 33 33 33 33 13'-1' 3B 38 3B 38 J8 16' /U 6 90 WH EXPOSURF R / 70 MPH FXPOSIIRF r 70 A % MPH EXPOSURE R L v 4' 22E' 29 > ttWNS WIL FOOTER SRE 35 LOAD 29 3T -I I' 33 COIIYI fREl. ANDTN(' AR FOOTER V FTP 9'-0' E SPAC4VG 23'•5' 29 31 COIUw NEIFMrtS '4' IPS 32'-3' 32 fT 11• t5' 1Q 37 38 70 MPH EXPOSURES 5' 20.7 29 31 33 20 8' 11'•2* 21 23 25 26 19 35 37 9' 10'•6' 21 23 25 26 19 21'-1' 10 10'-0' 20 22 24 25 19 33 11' 9'4' 21 23 25 26 20 34 12' •1 914" 21 23 25 26 21 36 37 IT 8'-9' 22 24 26 27 20 19'-3' 14' 8'-5-1' 22 24 26 27 21 34 15' 8'' 23 25 27 28 21 33 16' T-10' 23 25 27 28 21 37 37 1T T•T 24 25 27 29 21 1T-1731 70 MPH EXPOSURE 31 C 31 26'•2* 35 20 8' It'•2' 25 26 28 30 19 32 32 9' 104' 25 26 28 30 19 2T-10' 10' 10.0' 23 25 27 28 19 84' 11' 9'4' 25 26 28 30 20 33 12' 9'-1' 25 26 28 30 21 36 13' 8'-9' 26 27 29 31 20 16'•7 34 34 /4' 8'-S' 26 27 29 31 21 38 I5' 8'-1' 26 28 30 32 21 15'•9' 16' 7.10' 26 28 30 32 21 37 1T T -T 27 29 37 37 21 10 14'$ 33 90 MPH EXPOSURE 33 B 1T$ 35 35 35 35 20 8 11'•2* 24 26 20 29 22 1051-8* 9' 10'4' 24 26 28 29 22 33 10' 10-0' 23 25 27 28 22 37 11' 9'4' 24 26 28 29 23 33 12' 9'-1' 24 26 2B 29 2a 39 39 13' 8'-9' 25 27 29 31 24 25 14'8'-5' 25 27 29 ]t 24 20-10' 15' 8'-1' 26 28 30 32 25 16' T-10' 2628 34 30 32 24 35 1T T-7' 27 29 31 33 25 90 MPH EXPOSURE 5'-Y C 28 17-T 34 20 6' 11'-2' 26 b 32 74 27 38 9' 10'4' 28 30 J2 ]4 27 34 10' 10'-0' 27 28 31 72 2J 41 I1' 9'4' 211 30 ]2 X 24 12' T-1' 28 JO 72 34 2a 35 13' 8'9' 29 71 J3 JS 2a tY 14' 8'•5' 29 Jl 33 75 25 37 70 MPH EXPOSURE B AND C 41 41 41 25 8' 10'-0' 23 25 27 28 IB 35 9' 9'-5' 23 25 27 28 19 b 10' 8'-11' 23 25 27 28 19 35 35 11' 8'4' 25 26 28 30 19 20.2' 12' 8'-7 25 26 28 30 20 4'-T 13' T•10 26 27 29 31 20 38 14' 7'$ 26 27 29 31 20 40 15' T•3' 26 28 30 32 20 16' 7'-0' 26 28 30 32 20 2S 4' 22E' 29 3134 35 28 26', It*30 32 35 37 29 3T -I I' 33 35 38 40 33 25 4' 9'-0' 23 25 27 28 20 23'•5' 29 31 33 35 28 32'-3' 32 34 37 38 31 4' 5' 20.7 29 31 33 35 29 25--0' 31 32 34 36 31 35'-7 35 35 37 39 35 5' 8'-0' 22 23 25 27 21 21'-1' 28 30 33 34 29 29'•11' 33 33 35 37 33 5' 8' 18'•9' 30 30 32 34 30 27-9' 32 32 34 35 32 37-2' 36 36 37 39 36 6' T4' 22 23 25 27 22 19'-3' 30 30 32 33 30 28'-T 34 34 35 37 34 6' T 174' 31 31 31 33 31 21'-1' 33 33 33 35 33 29'-9' 37 37 37 37 37 T 6'-9' 22 23 25 27 22 1T-1731 31 31 33 31 26'•2* 35 35 35 36 35 T 0 18'•7 32 32 32 33 32 17-T 33 33 33 34 33 2T-10' 37 37 37 37 37 B' 84' 23 23 25 27 23 IV -S'32 32 32 33 32 24'•5' 36 36 36 36 36 9 9 15'-41 32 32 32 32 32 16'•7 34 34 34 34 34 28'-7 38 38 38 38 38 9 -0 9' 24 25 27 28 24 15'•9' 32 32 32 32 32 23'-1' 37 37 37 37 37 9' 10 14'$ 33 33 33 33 33 1T$ 35 35 35 35 35 24'-11' 39 39 39 39 39 1051-8* 25 25 27 28 25 14'•11' 33 33 33 33 33 21'-10' 37 37 37 37 37 t0 It' 17.10' 33 33 33 33 33 IF -10'35 35 35 35 35 27$ 39 39 39 39 39 11' 5'3' 25 26 28 29 25 14'•7 3A . 34 34 34 20-10' 38 38 38 38 38 11' 17 17.5 34 34 34 34 34 IB' -1' 35 35 35 35 35 27$ b 40 40 40 40 17 5'-Y 26 26 29 29 28 17-T 34 34 34 34 34 20-0' 38 38 38 38 38 17 1717.9' 341341 34 34 34 IT -6* 38 36 36 36 36 21'$ 41 41 41 41 41 17 4'-11' 25 17.1' 35 35 35 35 35 19'-7 39 39 39 79 39 tY If 17.7 35 35 35 35 1 35 14'•11' 37 37 37 37 37 20.17 41 41 41 41 41 t4' 4'-9' 1251271291311 26 27 29 31 26 17-T 35 35 35 35 35 18'$ b b b b b if 15' 11'•17 35 35 35 35 35 14'•5' 38 38 38 38 38 20.2' 42 42 42 42 42 IT 4'-T 26 29 30 32 26 17.7 36 36 78 38 36 17.10' b b b b 40 15' ALL FOOTERS LISTED ARE CONSTRAINED TO USE NONCONSTRAINED FOOTERS SEE TABLE ON SHEET 2 OF 7 NUINC PRODUCTS, RVG HEADER SPANS. COLUMN SPACING. FOOTER SIZE AND COLUMN TYPE EOR FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES SHEET A OF 7 ATT =fuMTRE f1EESTAM41olO ATT CQIW 1IfIEESTUA)R['TArt1COLL/Il EIiEESTAMORE[' TTS C0.11MM W= _ TER V IE9 ;A SPAGREG fOOTEa V M1 ETI WAGING rfOOTERV PE1 � SctCMG 70 -6- 33 35 38 40 28 24'•11' 34 36 39 41 29 30•T 36 38 41 43 31 25 4 91023 25 27 28 17 23'-Y 29 31 34 35 21 32.3' 32 34 37 39 27 4' S. 2T-1' 33 35 37 39 29 224' 33 35 38 40 31 27-4' 35 37 40 42 33 39 5' 6-0' 22 24 26 27 18 20-10' 29 31 33 35 25 29-11' 31 33 36 37 28 5' 6' 16-4' 32 34 37 38 30 204' 33 35 37 39 32 24'-11' 34 36 39 41 33 37 6 T4' 22 24 26 27 19 19'-0' 28 30 32 34 26 2T-10' 30 32 35 37 30 6 T 1T -0r 31 33 36 37 31 18'•10' 32 34 37 38 32 27-1' 33 35 38 40 35 37 T 6'-6 22 24 26 27 19 1T -T 27 29 31 33 26 25'•9' 30 32 34 36 30 T B' IS' -11' 32 32 35 36 32 17'-8' 33 33 36 37 33 21'-T 35 35 37 39 35 36 6 64' 22 24 26 27 20 16'•5' 27 29 31 33 27 24'•1' 31 32 34 36 31 8' 6 IS' -0' 32 32 35 36 32 16'•T 34 34 36 37 34 204' 36 36 37 39 36 37 6 8'O 23 25 27 28 20 15'3'28 11'-11' 28 30 32 28 22.9' 31 31 34 35 31 9' 10 14'•2 33 33 35 36 33 15'-9' 34 34 35 36 34 194' 37 37 37 38 37 38 10' 5'-B' 23 25 27 28 21 14'-9' 28 28 30 32 28 21'-T 32 32 33 35 32 10' 11' 173' 34 34 34 35 34 15'-0- 35 35 35 36 35 16.10' 37 37 37 37 37 38 11' T-5' 25 26 28 30 21 14'-0' 28 28 29 31 28 20'-T 32 32 33 35 32 11' 12' 17.0' 34 34 34 3S 34 14'-5' 35 35 35 35 35 18'-1' 38 38 38 38 38 39 12' 5'-2 25 26 28 30 22 IS' -5' 29 29 29 31 29 19'3' 33 33 33 34 33 12 17 12.5' 35 75 35 35 35 17.10' 35 35 35 35 35 1T-4' 38 38 38 38 38 39 17 4'•11' 26 27 29 31 21 12-11' 29 29 29 31 29 16.11' 33 >3 33 3d 33 17 14' 17.0' 35 35 35 35 ]5 174 36 36 36 36 36 16'-8' 38 38 38 38 38 40 14' 4'-9' 26 27 29 31 22 12.5' 30 30 30 31 30 16.3' 34 34 34 34 34 14' 15 11'•T 36 36 36 36 36 1YAW 36 36 3A 3A 16 16•.7 39 34 34 39 39 1S' 4tT 2a 2a '10 V 22 17-0' YI :YI 30 30 30 17•T 34 34 34 34 34 15' 70 4' 2t'.1' 29 31 34 35 27 254' 30 32 34 36 29 35'•9' 32 35 37 39 32 25 4' 9'-0' 27 28 31 32 21 1T -1t' 31 33 36 37 26 26'-3' 35 37 40 42 30 4' ZT4' 5' 18'-10' 28 30 32 34 28 27-10 30 31 34 35 30 32'-7 34 34 37 39 34 37 S. 8'-0' 25 27 29 30 21 16'-0' 30 32 35 36 27 23'3' 33 35 38 40 31 5' 33 6' 17.2 29 29 31 33 29 20.10' 31 31 33 35 31 29'-5' 35 35 36 37 35 30 6' T4' 25 27 29 30 23 id' -T 30 32 35 36 28 21'•5' 33 35 37 39 32 6' 35 T Is' it. 30 30 30 32 30 19'4• 32 32 32 34 32 2T-3' 36 36 36 37 36 31 T 6'-9' 25 27 29 30 23 173' 29 31 33 35 29 16-10' 33 34 37 38 33 T 11'-0' 8' 14'.10' 30 30 30 32 30 IB' -1' >3 33 33 34 33 25'-6' 36 36 36 36 36 38 38 8' 6'4' 25 27 29 30 N 123' 30 31 33 35 30 IB' -T 34 34 37 38 34 B' 38 9' 4'-0• 31 31 31 31 ]1 1T-0' ]3 ]3 7J 3J 33 24-0' 37 37 37 37 37 27 9' 6'-0' 27 28 31 32 24 11'-11' 30 30 32 34 30 1T6 34 34 36 37 34 9- 37 10' 3. 14' 32 32 32 32 32 16.2' 35 35 35 35 35 22'-9' 38 38 38 38 38 30 10' S'-8' 27 28 31 32 21 11'4' 31 31 32 34 31 16'-T 36 36 36 37 36 10' 13'-6 30 12.8' 32 32 32 32 32 15'•5' 35 35 35 35 35 21'6 38 38 38 38 38 32. I1' S'-5' 28 30 32 34 25 10-9' 31 31 32 34 31 15'•10' 35 35 35 36 35 I1' 29 12' 12.2' 3J JJ 33 33 ]J 14'-9' 35 35 35 35 35 20'•T 39 39 39 39 39 10 12' 5'-3' 28 30 32 3d 26 104' 32 32 32 34 32 15•2 36 -1-1-1 16'•2 36 12' Jil' U' 11'3' 33 33 33 33 33 14'-2' 36 36 76 36 36 19'-10 39 39 39 39 39 27 13' S'•1' 29 31 33 35 27 9'-11' 32 32 33 35 32 14'6 37 37 37 37 37 13' 9' 11' 11 3* 74 34 34 34 34 17.8' 36 36 ]6 76 16 19'-I' 40 40 10 40 40 34 l4' 15' 1'-1 t' 4'•9' 29 71 33 35 30 32 35 36 26 26 9'-T 9'-7' 73 >7 73 33 33 35 33 36 33 33 14'-0' 13'-6' 37 37 37 37 37 77 37 37 37 37 14' 15' 90 MPH EXPOSUHEC 30 4' 21'.1' 73 35 37 39 28 24'-n' 34 36 39 41 29 31'J' 36 38 41 43 32 70 d 90 MPH EXPOSURE B 5' 10 -IO' 32 34 37 38 29 22'-4' 33 35 38 40 31 2B'-0' 35 37 40 42 33 30 4' 8'•2' 23 25 27 28 20 22'-0' 28 30 33 34 27 30'4' 31 33 36 38 31 4' 6' 17'.2' 71 33 36 37 30 20'4' 33 35 37 39 32 25'-6' 34 36 39 41 34 5- 7'4' 22 23 25 27 21 20-5' 29 30 33 34 29 28'-2' 32 33 35 37 32 5' T 15'-11' 30 32 35 36 30 18'-t0' 32 34 37 38 32 23'-6' 35 35 38 40 35 6' 6'-8' 22 23 25 27 21 19'-3' 30 30 32 33 30 26'6 33 33 35 37 33 6' 8' 14'-10' 31 32 35 36 31 17'-8' 33 33 36 37 33 22.1' 36 36 38 40 36 T 6'-2 22 23 25 27 22 17.10' 31 31 31 33 31 25'•2' 35 35 35 36 35 7' 9' 14'.0' 32 32 33 35 32 16'•7' 34 34 36 37 34 20-10' 36 36 37 39 36 6' 5'•9' 22 23 25 27 22 16'3' 32 32 32 33 32 24'-1' 36 36 36 36 36 8' 10' 4 13'" 33 33 33 35 33 15'-9' 34 34 35 36 34 19'-9' 37 37 37 38 37 9' 5'•S' 23 25 27 28 23 is. .1. 32 32 32 32 32 23'-1' 37 37 37 37 37 T 11' 12.8' 33 33 33 35 33 15'1' 35 35 35 36 35 IB' -10' 37 37 37 38 37 10' 5'-2' 24 25 27 28 24 14'-11' 33 33 33 33 33 21'-10' 37 37 37 37 37 10' 12' 12'.2' 34 34 34 35 34 U. 14'-5' 36 36 36 36 36 IWA* 38 38 38 38 38 /1' 4'.1 t' 24 26 28 29 23 14'.3' 34 34 34 34 34 20.10' 38 38 38 38 38 11' 13' 11'.8• 34 34 35 34 13'-10' 36 36 36 36 36 IT4' 39 39 39 39 ]9 1Y 4'•9' 24 26 28 29 24 t7-7' 34 34 34 34 34 20-0' 38 38 38 38 38 12' I4' 11'.3• 75 35 75 35 75 1J'4' 36 36 36 36 36 16'3' 39 39 39 39 39 13' 4'3' 25 27129131 25 13'-1' 35 35 >5 35 35 19'-2' 39 39 39 79 39 1]' 70 890 MPH EXPOSURE B / 70 MPH EXPOSURE C 14' 4'4• 2S 27 29 3t 25 12'-T 35 35 35 35 35 18'3' 40 40 40 40 40 14' 4' 184' 28 30 32 34 26 22'J' 29 31 34 35 26 30'-T 32 34 76 38 31 5' 16'4' 27 29 31 33 27 19'-10' 28 30 32 34 28 2T4' 32 32 35 37 32 30 6' 14'-I1' 27 28 30 32 27 18'-2 30 30 32 34 30 24'-11' 33 33 34 36 33 T 17-10' 28 26 29 31 28 16'-9' 30 30 31 33 30 23'•1' 34 34 34 35 34 B' 12.11' 29 29 29 31 29 15'3' 31 31 31 32 31 21'-T 34 34 34 35 34 7 12'.2 30 30 30 31 30 14'-10 31 31 31 32 31 20'4' 35 35 35 35 35 10' II%r 30 30 30 30 30 14'-0' 33 33 33 33 33 19'-4' 36 36 36 36 36 11' I1'-0- 30 30 30 30 30 17.5' 33 33 33 33 33 18'-9' 36 36 36 36 36 40 4' IB'4' 32 34 37 38 27 22.3' 33 35 38 40 28 30'-T 36 38 41 43 31 4' S. 16'4' 31 33 36 37 28 19'-10' 32 34 37 38 29 ZT4' 35 37 40 42 33 26 6' 14'-11' 30 32 35 36 28 16-2' 32 34 37 38 30 24'•11' 34 36 39 41 33 37 T 13'•10' 29 31 33 35 29 16'•9' 31 33 36 37 31 23'-1' 35 35 38 40 35 34 8' 12-I 1' 30 31 33 35 30 15'3' 32 32 35 36 32 21'-T 35 35 37 39 35 32 9 12-2 31 31 33 35 31 14'-10' 32 32 35 36 32 20'4' 36 36 37 39 36 31 10' 11'-T 31 31 32 34 3I 14'-0' 33 33 33 35 33 19'4' 37 37 37 38 37 21'-7' 11' 11'-0' 31 31 32 34 31 17-5' 34 34 34 35 34 16.9' 38 38 38 38 38 28 1Y 10.T 32 32 32 1 34 1 32 12-1034 4'-9' 34 34 35 34 1T•11' 38 38 38 38 38 60 4' 15'-0' 30 32 35 36 25 1B'-3' 32 34 37 38 27 25'-T 34 36 39 41 30 26 5' 17.5' 29 31 33 35 26 16'-3' 31 33 36 37 28 22-10' 33 35 38 40 31 29 6 12. 29 31 33 35 27 I4'-10' 30 32 35 36 29 20.10 33 35 37 39 32 37 T 11'4' 28 30 32 34 28 13'-6 30 31 . 35 30 19'4' 33 34 37 38 33 35 6 10-T 2B 30 32. 5' 26 12-10' 31 31 33 35 31 16.1' 34 34 37 38 34 27 610`41' 33 29 29 31 32 29 12.2 33 33 33 35 33 1T-0' 34 34 36 37 34 35 10 9',8' 30 30 31 32 30 11'•5' 33 33 33 34 33 16'•2 35 35 36 37 35 4' 6-Y 23 25 27 28 17 22-0' 29 31 33 35 23 30'-4- 32 34 35 35 Zb 4' 5' T4' 22 24 26 27 18 20'-5' 29 31 3, 35 25 2B'-2' 31 33 36 37 26 5' 6' 6'3' 22 24 26 27 18 19'-0' 28 30 32 34 26 26.6' 30 32 35 37 29 6' 7' 6'-2 22 24 26 27 19 IT -T 27 29 31 33 26 25'-2' 30 32 34 36 30 T e' S'•9' 22 24 26 27 19 16'-5' 27 29 31 33 27 24'-1' 31 32 34 36 31 8' 9' 5'-5' 23 25 27 28 20 15'3' 27 28 30 32 27 22'-9' 31 31 34 35 31 9' 10' 5'-2 23 25 27 26 21 14'-9' 27 28 30 32 27 21'-7' 32 32 34 35 32 10' I1' 4'-11' 25 26 28 30 20 14'-0' 28 28 29 31 28 20'•7' 33 33 33 35 33 11' 12' 4'-9' 25 26 28 30 21 17-5' 26 28 29 31 28 19'-8' 33 33 33 34 33 12' 13' 4'3' 26 27 29 31 21 12.11' 28 26 29 31 28 18'•11' 34 34 34 34 34 13' 14' 4'4' 2612712913 14'3' 1 22 12.5' 29 29 29 31 29 16-3' 35 35 35 35 35 14- 4' 8'•2 27 28 31 32 21 IT -11' 31 33 36 37 26 26'-3' 35 37 40 42 30 4' S. T4' 25 27 29 30 21 16-0' 30 32 35 36 27 23'3' 33 35 38 40 31 5' 6' 63' 25 27 29 30 22 14'-T 30 32 35 36 28 21'-5' 33 35 37 39 32 6' T 6.2 25 27 29 30 23 13'3' 29 31 33 35 29 19'-10' 33 34 37 38 33 T 8' 5'-9' 25 27 29 30 23 12'3' 30 31 33 35 30 18'•T 34 34 37 38 34 6 9' 5'-5' 27 28 31 32 24 11'-11' 30 30 32 34 30 1T3' 34 34 36 37 34 9' 10' 5'-2 27 28 31 32 24 11'4' 31 31 32 34 31 16'-7' 35 35 36 37 35 10' 11' 4'-11' 28 30 32 34 24 10-9' 31 31 32 34 31 15-10' 35 35 35 36 35 11' 12' 4'-9' 28 30 32 34 24 104' 32 32 32 34 32 15-2 36 36 36 36 36 12' 17 4'6 29 31 33 35 25 6.11' 32 32 32 32 32 14'3' 37 37 37 37 37 17 14' 4'4' 29 31 33 35 26 6•T 33 33 33 33 33 14'-0' 37 37 37 37 37 14' 4' T•2 25 27 29 30 20 1T-11' 31 33 36 37 26 26'•3' 35 37 40 42 30 4' 5' 6'-4' 25 27 29 30 20 164' 30 32 35 36 27 23'6 33 35 38 40 31 5' 6 5'-10 23 25 27 28 21 14'•T 30 32 35 36 28 21'-5' 33 35 37 39 32 6 T 5'•5' 25 27 29 30 22 173' 29 3133 35 29 17-10' 32 34 37 38 33 T 6 5'-0' 25 27 29 30 23 12.6' 30 31 33 35 30 16•T 34 34 37 38 34 6 9' 4'-T 27 28 31 32 22 11'-11' 30 30 32 34 30 1T6 34 34 36 37 34 6 X14010 SPANS, COLUMN SPACING, TOOTER 5121 AND COLUMN TYPE FOR FREESUNmaG AMO An ACNCD COMMCOCIAL STRUCIURCi SHEET 5 OF 0. MAXIMUM COLUMN HEIGHT COL COLUMN DESCRIPTX3N SINGLE FREESTANDING FOR ALL COLUMNS SEE SPAN OR MULTISPAN OETAIL W ATTCHED ATTACHED F 3' SQUARE STEEL COLUMN 18'-0' t 1'-0• G 4• SOUARE STEEL COL UW/ IIry 15'4' H 5' SOUARE STEEL COLUMN 18'-0' 18'-0' 1 6- SOUARE STEEL COLUMN 18'-0' 18'-0' X14010 SPANS, COLUMN SPACING, TOOTER 5121 AND COLUMN TYPE FOR FREESUNmaG AMO An ACNCD COMMCOCIAL STRUCIURCi SHEET 5 OF 0. FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES INE LAR MAXMUN COLUMN SPACING 7.r STEEL C BEAM LOAD WID1N . FOR ATTACHED LATTICE MAX. CONS FOOIINGSIZE FREE ARACHED LIARTING HEADER MUST BE ABLE TO SPAN HEADER MUST BE ABLE TO SPAN COLUMN USING COIUMN'A' ALLOIRER USING COLUMNA' ALL SPACING SPACING FTR FlR MIN 14'6' LUX. LENGTH OF COLUMN OTHERS MAR LENGTH DF COLUMN COLUMNS PSF 'P 'D COLUMN PSF 0.036 ID -S TDO 8'O ON SUB 90 MPH IN IN TYPE 17•-9' 70 MPH 10 1908 LESS 5'-0' 5'-2' 10 4' 21••1• 22'-0' 25'-7' 26'-3• 7.4' 16 4'6 4'-t1• 51-W T 16.10' lr.r 20'-5' 21'•1 NIA t94'-0* 90 MPH WINDSPEED S. 5' 14'-1' 14'6' IT -0' IrW 1 20' 1 4' 4'-5' S'-1' 7' 12'.1' 12. 7' 14•-T I S' o 2614' 27 22 C 4'40' B' 1o' -T 11'-0• 12'9• 174• 25'3• 26 22 C 4'6 9 94' F.T 1114• 11'6• 24'3' 26 23 C 17.5' lo' 8'-S' 940• 10'3• toW 27-0' 26 23 C I7-9 11' T6' 8. w 94' 96• 2P -I1' 25 23 C 9-11' 12 T-0' 714 • e•6• 6'.9 2I'V 25 24 C T6 17 6'6' 6'-9' T - t0• 8'4' 2011' 25 25 C 6-0' 14 6'-0• 6'4' Td' r6' ITS' 25 25 C 5'-11' IS' T.r 5'40• 6'•10' T-0' I8'-9' 25 25 C 514' 16' S'3' S'6' 6'S' 6••r 16.2' 26 26 C 4'-10' 1T S'-0• 5'-2' 64T 6'.r 1r.r 25 25 C 4'6' I& 4'-e' 4•-11' 5'-0' S'-,0• 17•-,' 26 26 C 26 19' 14'-0' 4'6' S'-5' 5'6• 16'-8' 26 26 C 23 20' 13'6 28 S'-1' 5'-3• 16'• 3 27 27 C 21' 13'-0' 29 4'.10' S'-0' 15-10' 26 26 C C Z7 12-r 30 4'-8' 4'.9• 15'6 27 27 C A 90 MPH 17.3' 30 30 10' OR LESS 91 19 t0 4' 21'-1'22'-0• 30 25'-7• 26' 3' 23 19' C 10 5' 16'10• 17'T 20'5' 21"0' ZO' r-7 22 6' 14'-1' 14'.8' ITV ,T6' 21' T.2' 23 7' IVA* 12'-T 14',r IS• -0' 22'-2• 29 24 C 8' 10'.r 11'0 1T-9' 13'.1' 20' 9' 28 24 C 10-10' 9• 9.4' 9' 9' II'J' 11'8' 19'7' 28 25 C B'-0' 10' B•-5• B' 10' l0'-3' 10'6' 18'6 28 26 C T3• 11' 7'B• 8•-0' 914• 9'6' 17.8• 27 25 C 6-2' 12' T -v T`I 8'6' 6•-9' 16-)1' 27 26 C 5' 5' 13' 6'6' 6'-9' T.10' 8 '-1' 16'• 3 27 27 C 4'-10' 14' 6'0' 614' Td' 7'.6' t5':8' 27 27 C 1S' S'-7• S'-10' 6' -ID' 7'-0' 111- 21 21 C C 16' S'3' S'6' 6'3' 6'.7• 14.8' 28 28 C A IT 14'-T 28 28 6'-2' 14'3' 28 28 C 4'.11' 14'4 2B 20 S' t0 13'10• 28 28 C 6 13'6• 28 28 5'6' 13':5' 28 26 C 23 20' 17-0' 29 V.I. 5'3• 13' 1 - 29 29 C 21' 12'-r 30 P.10' SO 12' 9' 29 29 C 22' 12'-3• 30 4'.B' 4--9' 176' 29 29 C C 70 MPH 1 VA V 30 29 12' OR LESS 30 4' T6' T 10' 10 4' 21'4' 22•-0' 25'-7' 26'-3* g 5' 6-W 6'-3' 1-3' 5' ,6'40• Ir -r 2o'-5• 2Y'-0' 23 6' S'-0' S'3• 6'-1' 6' N'.1• p'6' A'-0• 176• T 4'6• s'-2' r 12' r 12' T 14•.r 15'-0• 23' 7' 27 23 C 4'6' 8' t0•.7' 11'-0• 179• 13.1' 22'-1' 27 24 C 9' 914' WT 11'4• II'6 20'-10' 27 24 C C to, B'S' 8`10'W-3. 27 10'6' 19'-9' 26 N C 11' T 8' 8'-0' 94• 9'6' 18' 10' 26 25 C 12' T -W 714• 8'6' W-9' 18'-W 25 25 C 13' 6'6• 6'9' r-10• 6.1' 17'4•26 t 4' 26 C 14' 6•-0' 614• 714• T6' 16'6' 26 26 C IS' S•-7' S -to, 6' -IO' T0* 16•.1' 27 27 C IF 5••3' S'6' 6'3' 6':7' IS':7' 27 27 C 6'-10- 1T 5'-0' S'2' 6'-0' 6'2' K• ,• Z7 27 C S'6' t8' 4'.8' 4':11• S' -e' S'-10' 14'6• 28 28 C 19' 4'6' V.S. S'6' 1414' 28 28 C 20' 16'-T 29 S'-1' S'3' 13+11• 27 27 C 21' 15-10' 28 4'10• 5'-0' 13'.r 28 28 C 27 1 1 4'-0' 1 4'-9' 1 13'-3• 28 1 28 1 C 90 MPH 14'-9' 28 26 12' OR LESS 11' 10 4' 21'•I' 22'-0' 25'•7' 26'3• 12 5' ,6' -IIT 1T -r 2D-5' 21"1' 17 6' 11'•1' 14':8' ITO IT6• 14' T 17.1• 12'-T 14•-T IF -o 19.1- 30 25 C 4'-7' 6 10.7' 11'-0• 12'-9' 13'-1• 17'-10• 29 25 C 9 94• 9.9• 1114' 11'6• 16'-10' 29 26 C ID 8'6' 9 - lo' I9.7 lo. -W ,5' -It• 28 26 C 11' T-0' 8.o 94' 9'6' IS' -3• 28 27 C 17 T-0' 714' F -w 8'-0' 14'.r 28 28 C 17 8'6' 6'-9' T-10• 6.1• 14'-0• 28 28 C 14• 6'C 614' r4' r6' U'6' 26 28 C IS' 6•r 5'-1o' 6.10' T-0' 17-0' 29 29 C 18' ••7 S'$ 6'6' 8'•r 17-T 29 29 C LIVE UYl TRIG -10" COLUMN SPACING 7.8' STEEL C BEAM LOAD MOTH CONS. FOOTING SIZE MA)(.,CONS. FOOTING SIZE FOOTING SME LIARTING HEADER MUST BE ABLE TO SPAN COLUMN FREE ATTACHED COLUMN FREE ATTACHED USING COLUMNA' ALL SPACING FTR FTR MINIMUM COLUMNTTACHED 14'6' LUX. LENGTH OF COLUMN OTHERS MIN '0 •?' COLUMN PSF LAIN. 1D6' TDO 80 ONSLAB 0.036 IN IN TYPE SPACING 90 MPH I7 OR LESS 17•-9' 8'-10- 10 IT 5'-0' 5'-2' 'IP 'T COLUMN 8'4' COLUMN 0036 7.4' 16 4'6 4'-t1• 51-W TAW IV -11' 29 29 C NIA t94'-0* 90 MPH WINDSPEED S. S'6' t,' -T 30 30 C 1 20' 1 4' 4'-5' S'-1' S'3' 11'-7 30 30 C A 21' 2B 19 4'40' 5-0' IVv 31 31 C A 22' 26 21 4'6 4•-9 10'-9' 30 30 C 20 4' 11'-1' 11'6- 17.5' 13'-9' 26 20 A 12'.11• 27 S• 6.10' 9.7 I7-9 11.4r 23 1B A 10'-2' 26 6• T4' r -e' 9-11' 9'-7 A e' V.r 23 T 614• 6'-T T6 T -lo' 19'-1' 30 25 C A• 9 S'6• 5'-9• 6-0' WAIT Ir•10' 29 25 c A 9 4'-11- 5'-2' 5'-11' 6'-1' 16-10' 29 26 0 A 19 25 4'-T 514' S'6' 15'•11' 28 26 0 4• 1,' 22 14 4'-10' 5.O' 15'-7 28 27 D 26 17 A- 4'6' W-7' 14'-T 28 28 D 23 13' A 103' 26 19 14'-0' 2B 28 0 14' 6'-1' 23 18 13'6 28 28 D C IS' T 13'-0' 29 29 0 A 16' 25 20 C 12-r 30 30 0 17' 23 17 A B'4' 17.3' 30 30 E 91 19 "..11 • 30 29 E 23 19' C 10 11'-T 30 30 E ZO' r-7 22 21 t 1' 3: 30 30 E 21' T.2' 23 15 11•-0' 30 30 E A. 27 5' tO.9' 70 70 E 25 4' 8'-11•9'4' 18 10-10' 11' 1' 6• 5' T-2' 7'-5' B'-0' 8'II' 25 19 C T 6 5'-11' 63• T3• T-1- 7' 9' 23 7' S'-1' 5'4' 6-2' 614• 191-1' 30 25 C 8' 4'6- 4-.1. 5' 5' S'.7' 17•-10' 29 25 C 7 4'-10' 4'-11' 16'-10' 29 26 D C 10' to, IS. I' 28 26 D I1' 23 21 C 30 1574 28 27 D 12' 23;5 A 9':5' 14'-T 28 28 D 5• 13 4'.11' 14'4 2B 20 D 25 ,4' C 6 13'6• 28 28 D IS' r-8 23 17 17-0' 29 29 0 16' 12'-r 30 30 D C I T 8' 12'-3• 30 30 E 18' 23 19 C 40 1 VA V 30 29 E 30 4' T6' T 10' 9' 1' 9'4' 25 16 C g 5' 6-W 6'-3' 1-3' 7.4S. 7•d' 23 6' S'-0' S'3• 6'-1' 6'-2' T 4'6• s'-2' S'4' IB' -3• 30 25 D 8' 7'-1' 4'6' 4'6' IT6' 29 25 D C 9 5' 16•-10' 29 26 E S'-7' 22 IS C 16'•3' 29 27 E :or 11' A'= B- MAXIMUM 15':8' 28 27 E 12 15'3- 2B 28 E U' 14'.10• 29 29 E t 4' 14.6 29 29 E IS' 14•-r 30 30 E 16' 13'•10' 30 30 E 40 4' '• 5 6 6.1 1' 6'-10- T -O' S' 4.6' 4' 9' S'6' S'-0' 7' 16'-T 29 24 E 8' 15-10' 28 24 E 9' /5'-3' 28 25 E 10' 14'-9' 28 26 E 11' 14'-3• 2B 27 E 12 ,3'-10' 27 27 E 17 176' 28 28 E 14' 13'-2' 28 20 E 60 4' 7•10' 4'-0' 4'-7' 4'-9' S' 6 T 14'6• 28 23 E 9 17.10' 27 23 E 9 1314' 27 24 E 19 12 -IV 27 25 E 11' 12.5' 27 26 E 17 1 -1' 27 1 28 1 E LIVE mill '0.036'. r. WBOXBEAM 0.ar.r.6BOX8EAM . r.6 LOAD WIDTH MNK. CONS. FOOTING SIZE MAX DONS. FOOTING SME LIARTING SIZE 2314' 1 V-8, COLUMN FREE ATTACHED COLUMN FREE ATIACREO COLUMNTTACHED 14'6' FTR FTR MIN FTR FIR LAIN. MIN. tN)p.) 0.036 11'6' SPACING SPACING SPACING 17•-9' 8'-10- 30 •? 'C COLUMN 6'4I' 'IP 'T COLUMN 8'4' COLUMN 0036 7.4' 0024 I IN TYPE 11%9' IN IN TYPE 4'41' TYPE NIA O.G42 1 90 MPH WINDSPEED T.8' 12' OR LESS 10 4' 11'-2' 26 17 A 1Td' 29 20 A 15'•9' 2B 19 A 5• 8'-11' 25 18 A la' -3' 26 21 A 14'•1• 28 21 A 6' T-5• 23 17 A 11'-11' 26 20 A 12'.11• 27 21 A 7' 6'4• 23 1B A 10'-2' 26 21 A 17-1' 27 22 A e' V.r 23 17 A 8` -Ir 25 21 A 1114' 26 22 A• 9 4'-11' 25 18 A T-11' 25 20 A 1016' 26 23 A' 10 W-5' 25 19 A T -r 25 21 A 10.2' Z6 24 A' 20 4• 5.6' 22 14 A 9'4' 25 16 A 11'4' 26 17 A- 5' 4'-7' 22 15 A T-2' 23 16 A 103' 26 19 A' 6' 6'-1' 23 18 A 94' 25 19 C T S'7 23 17 A 8161 25 20 C 6 4'-7' 23 17 A B'4' 25 21 C 91 r 23 ZO C 10 r-7 22 21 C 25 4' T.2' 23 15 A 10'4' 26 17 A. 5' S' -I1' 22 15 A 9.2' 25 18 C 6• 4'-I1' 22 I6 A 8'•5' 25 19 C T 7' 9' 23 18 C 6 7'3' 23 19 C 9• F-10• 23 20 C to, 6'6' 23 21 C 30 4' 6'2' 23;5 A 9':5' 25 16 C 5• 4'.11' 22 15 A B's 25 ,8 C 6 r-8 23 17 C 7' 7'-1' 23 IB C 8' 66' 23 19 C 40 4' 4'.0' 22 14 A 8'-2' 25 16 C g 7•d' 23 I6 C 6' 6'�1' 27 17 C 60 a' 7'-1' 22 14 A 23 15 C 5' S'-7' 22 IS C A'= B- MAXIMUM COLUMN LENGTH CLEARSPANS FOR 3 X 8 RAFTER LIVE PANEL 24.00 LOAD Y' 70% OVER IPSF) (IN) MPR RANG 10 0.036 2314' 1 V-8, IT -r 0.042 2T-2' t3' -7r- 3' -r20 20 0036 14'6' 8'6' 9'-10• 0042 19.10' 9-I1' 25 0.036 11'6' T -T 8• -lo' 0.042 17•-9' 8'-10- 30 0,036 9'•9' 6'4I' T-8* 0042 i5' -r 8'4' 40 0036 7.4' 0024 5'10' 0042 11%9' 7-0' 60 0.036 4'41' 4'-11' NIA O.G42 1 7'-10' 5'-9' CLEARSPANS FOR 2 X 6 RAFTER SCROLLCOLUMN LIVE PANEL ]41OC LOAD>0190 170 D FLUTED COLUMN ALUM. 0.()6r OVER IPSFI IINI MPH HANG 10 0.024 IT -r 6'-9' 0032 18.1• 9•-0• 20 00 4 9'-10• 4'-11' 0032 13'-2• 6'-7' 25 0.024 8• -lo' 4'-5' 0032 II• -9' S'-10• 30 0.024 T-8* 3'-10' 0072 10'-9' 5'4' 40 0024 5'10' 2'-11' 0032 9.4• 4'8' 60 0024 NIA NIA 0032 T.8' 3'. to. FOR 10 PSF DOUBLE RAFTERS MAYBE USED 48' O.0 FORAn ACHEDUtrnCE I COLUMN B 003r. 11/1' SOUARE NUM STRUCTURES AND INTERMEOUTE COLUMNS FOR SCROLLCOLUMN 60 B 002T. r S0uAHE NUM COLUMN E C 0,04D. 7 CLOVERLEAF COLUMN 170 D FLUTED COLUMN ALUM. 0.()6r 170 E 7 CLOVERLEAF STEEL 0.018• 170 F 7SOUARESIF ELCOLUMN 170 G 4' SOU ARE STEELCOLUMN 170 H 5• SQUARE STEEL COLUMN 170 A". 10' MAXIMUM COLUMN LENGTH COLUMN SCHEDULE FOR FREESTANDING STRUCTURES AND INTERMEOUTE COLUMNS FOR MULTISPAN STRUCTURES COLUMN NOTES E COLUMN LENGTH F 11' MAX COLUMN LENGTH G 18-"-- 17 MAR, COLUMN LENGTH M 17MAR cau"LENGTH ALL COLUMNS MAYBE REPLACED WITH A STRONGER COLUMN 'A' MAY BE REPLACED Wl 6J H' MAY BE REPLACED WI CJ. ETC. LINEAR INTERPOLATION FOR ALL CALCULATIONS IS ALLOWED 4* Amerimax MUM PRODUM, INC HEADER SPANS, COLUMN SPACING. FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES SHEET 6 OF 7 'r 4 ft FREESTANDING ANO ATTACHFD I ATTICF COMMERCIAL STRtJrTIIRFS LIVE TRIO uAxluuu 4' C BEAM HEADER LOAD WIDTH MAIL CONSTRAWED FQD7EFt SAES FREESTANDING ATTACHED ORMULIISPAN BANDC COLUMN I ATTACNFD SPACING FOOTER •d'N) FTR MIN WA E TQOVE%EA Sl EEL 00 LC COLUMN HEIGHTS 'C COL PS 75DUARE STEEL COLWN ICO' B'7' 11' IT 18' IN TYPE M 4' SOUARE STEEL COLUN 70 MPH EXPOSURE 8 ' 20 4' 31'•9'27 34 29 32 33 21 D 23'-1' 33 35 38 40 27 29 31 33 22 D 35 37 39 6' 2T-9' 27 28 31 32 23 D D 7' 26'•4' 27 28 31 32 24 E 9' 8' 25'-3' 26 20 30 31 25 E 31 9' 24'•3' 26 28 30 31 26 E C 10 2Y -S' 26 27 29 31 26 E 9' 70 MPH EXPOSURE C 32 34 36 25 E 9' 6' 20 4' 31'-9' 25 34 36 T 23'-0• D5' 3134 35 27 274 31 33 36 29 31 33 35 D E 6' 2T-9' 30 32 35 28 E D 10 7' 1 1-32 25'4' 30 32 31 12' T32 E C B' 24'V 29 3134 4 25' -IO 34 36 39 41 23 E 24' 9' 274' 29 31 3r 6' 2V-1' E E 10 21'4' 29 31 33 /4' W E 32 34 37 38 27 90 MPH EXPOSURE B IT -2' 31 33 36 37 27 E 14' 10' 20 4' 31'•9' 31 3J 36 3fi 24 D 4' 5' 29'4' 31 37 35 37 26 D 16 6' 2T-9' 30 32 35 36 27 D E T 26'-i• 30 32 35 36 28 E 2B 30 32 34 27 8' 21'-4' 30 32 >A 36 29 E EXPOSURE 9' 23'-0• 29 31 37 35 29 E 23 10 21'-9• 2930 27.1' 33 34 29 E E 90 MPH EXPOSURE C 35 37 39 25 E 20 4' 25'-10• 34 36 39 41 23 D 19' 5' 23'-1' 33 35 36 40 24 D 20' 6' 21'-1' 33 35 37 39 25 D 20' 7' 19'-6' 32 34 37 38 26 D 21' e' 18'-3• 32 34 37 36 27 D 60 9' IT -2' 31 33 36 37 27 D 22' 10' 16'4' 31 33 36 37 28 D 70690 MPH EXPOSURE B 37 38 24 E 25 4' 29'•6' 31 33 35 37 24 D 5' 2r-4' 30 32 35 36 25ID E 6' 25'•9' 30 32 34 36 26 E 7' 24'-6' 30 32 34 36 27 E B' 23'-5' 29 31 33 35 28 9' 22`6 29 31 33 35 29 10 21'-9• 29 30 33 34 29 70 MPM EXPOSURE C 25 4' 29'4' 31 33 36 77 215' 2T4' 30 32 35 37 226' 25'-9 30 32 34 36 227' 24'4' 30 32 34 36 238' 23'5'29 31 34 35 249' 274' 29 31 34 35 2510' 21'4•29 31 34 35 25 LIVE TRISE' uAxluuu C BEAM HEADER SINCAE CONSTRAWED FOOTER SIZES LOAD WIDTHrFA SPAN ORMULIISPAN BANDC FREESTANDING ATTACHED I ATTACNFD D FOOTER 'T IN FIR MIN WA E TQOVE%EA Sl EEL 00 LC COLUMN HEIGHTS •1 COL PS 75DUARE STEEL COLWN ICO' BT IV 15' JINJ TYPE M 4' SOUARE STEEL COLUN 90 MPH EXPOSURE C ' 25 4- 25'-10 34 36 39 41 23 D 5'4' 5' 23'-1' 33 35 38 40 24 D 914' 6' 21'.1' 33 35 37 39 25 D 0.032 T 19'-6' 32 34 37 38 26 D 8' IV -7 32 34 37 38 27 E V 9' 1T-2• 31 33 36 37 27 E 8' 10' 18'4' 31 33 36 37 28 E 9' 70 8 90 MPH EXPOSURE 9' 9 / 70 MPH EXPOSURE C 9' 30 4' 2r-9' 30 32 35 37 23 D 9' 5' 25'•9' 30 32 34 36 25 E 9' 6' 24'-3* 30 32 34 36 25 E 19' T 23'-0• 29 3134 35 27 E I t' fi' 27-W 29 31 33 35 27 E 12' 9' 21'-2• 29 31 33 35 28 E 12' 10 20.5' 29 31 33 35 29 E 12' 90 MPH EXPOSURE C 23' 17 17 30 4 25' -IO 34 36 39 41 23 D 24' 5' 23'-1' 33 35 38 40 24 E 17 6' 2V-1' 33 35 38 40 25 E 13' 7' 19'4' 32 34 37 38 26 E /4' W 18'-3' 32 34 37 38 27 E 14' 9' IT -2' 31 33 36 37 27 E 14' 10' 16'4' 31 33 36 37 28 E 15' 70 8 90 MPH EXPOSURE 8 / 70 MPH EXPOSURE C 15' 40 4' 25'-3' 30 32 34 36 23 E 29' 5' 27•5' 29 31 34 35 24 E 16 6.27-0' 16' 29 31 33 35 25 E 16' 7' 20.11' 29 31 33 35 26 E 1 T 8' 20'-O 28 30 32 34 26 E 17' 9' 19'-2' 2B 30 32 34 27 E 16' 10' 18'-2• 28 30 32 34 28 E IV 90 MPH EXPOSURE C 17 40 a' 25'-3' 34 36 39 41 23 E 18' 5' 27.1' 33 35 38 40 24 E 10 V 21'.133 35 37 39 25 E 19' 7' 19.6' 32 34 37 38 26 E 19' 20' t0'-3' 32 34 37 38 27 E 20' 9' 17'-2' 3133 36 37 27 E 20' 10' 16'4' 31 33 36 37 28 E 21' 70 6 90 MPH EXPOSURE 8 AND C at' 21' 21' 60 4' 22'-0' 33 35 37 39 22 E 22' 5' 20.5' 33 35 37 39 24 E V 19'-3' 32 34 37 38 24 E 7' IT -10' 31 33 36 37 25 E fi' 16'-9' 31 33 36 37 26 E 9' 15'-9' 30 32 35 36 26 E 10' 14' -It' 30 32 35 36 26 E COL COLWNOESCRIPIION uAxluuu cauuN NE1GN1 SINCAE FREESIANOING EXPOSURES FOR AI L COLUMNS SEE SPAN ORMULIISPAN BANDC DETA451I', V AND W ARFO ACN ATTACNFD D RUTEDCOLUNNALW OON 170' WA E TQOVE%EA Sl EEL 00 LC ITV 41 F 75DUARE STEEL COLWN ICO' 11'1 G M 4' SOUARE STEEL COLUN IC 0 IYV N S' SWARE STEEL CQUMN ICI ICO• J C SQUARE STEEL Cot— ICV ICI 24. O.C. 2'x6' RAFTER CLEARSPANS 24* O.C. PROD, MAX ROOF HEIGHT IV IFTI LIVE PANEL EXPOSURES MA% LOAD 7 BANDC OVER PSFl ON 70 6 90 MPH HANG 20 0.024 'FAV 4'-11• 5' 0.032 13'•2' V-7- 25 0.024 8'•10' 4'•5' 6' 0.032 11'•9' 5'•10' 30 0.024 T4• 3'-10• 6' 0.032 10-9' 5'4' 40 0.024 5'•10' 7.11' T 0.032 914' 4'4' 60 0.024WA 9'-10' 1'•11' T 0.032 7`41- '-8' 5'-9' 24.O.C. 3'x8' RAFTER CLEARSPANS PROD, MAX ROOF HEIGHT 18 IFTI LIVEPANEL 6 EXPOSURES MAX LOAD 1• B AND C OVER PSF IN 70 6 90 MPH HANG 20 0.036 17'-0' 8'4' 5' 0.042 MAW 9'-1P 25 0.036 15'-3' 7'-7' 6' 0.042 17'-9' 8'-10' 30 0.036 IT -11' V-11' 6' 0.042 16'-3' W -V 400.036 E 12'-1' 6'-0' T 0.042 14'-1' 7'-0' 60 0.036 9'-10' 4'-11' T 0.042 11'-6' 5'-9' EQUIVALENT FOOTERS •Q ON) CO"* NONCON- STRAINEO STRAINED ,a18 19 20 20 22 21 23 22 24 23 26 24 27 25 29 26 31 27 33 28 35 29 36 30 38 31 39 32 40 33 41 34 40 ss 37 b 37 o 38 Ae TRIBUTARY WIDTHS 1FT) FOR SINGLE SPAN ATTACHED STRUCTURES FOR A GIVEN PROJECTION AND OVERHANG IROUNDEDU PROD, RAFTER OVERHANG IFTI IFTI O 12' 1' 112' 1/2' 6 3' 4' 4' 4' 4' 5' 5' T 4' W 4' 5' S' 5' 5' fi' 4- 5' 5' 5' 5' 6' 6' 9' 5' 5' 5' 6' 6' 6' 6' 10' 5' 6' 6' E 6' 7' T 11' 6' 6' 6' T 7' 7' T 17 6' 7' T T T 8' 17 7' T 7' V 8' V 8' 14' 7' 8' 8' O 8' 9' 9' 15' V 8' 8' 9' 9' 9' 9' 16' fi' 9' 9' 9' 9' 10 10 1T 9' 9' 9' 10 10' 10' 10' Ifi' 9' 10' 10' 10 10' 11' 11' 19' 10' 10 10' 11' 11' 11' I t' 20' IO' 11' 11' 11 11 12' 12' 21 11' I1' 11' 12' 12' 12' 122- 22' 11' 12' 12' 12' 17 17 13' 23' 17 17 12' 13' 13' 13' 13' 24' 12' 13' 13' 13' 17 14' 14' 25' 13' 13' 13' 14' 14' 14' /4' 26 IX 14' 14' 14' 14' 15' 15' 2T 14' 14' 14' 15' 15' 15' 15' 28' 14' 15' 15' 15' 15' 16' 16' 29' 15' 15' 15' 16' 16 TV 16' 30' 15' 16' I6' 16' 16' 17' 1 T 31' 16' 16' 16' 17' 17' I T 17' 32' 16' 1r 17' Ir 17' IV 18' 33' 17' 17 17' 18' Ifi' 18' 18' 34' 17' Ifi' 18' 18' Ifi' 19' 19' 35 Ifi' IB' 10 19 19' 19' 19' 36 18' 19' 19' 19' 19' 20 20' 37' 19' 19' 19' 20' 20' 20' 29 38' 19' 20' 20' 20 20' 21' 21' 39' 20' 20' 20' 21' 21' 21' 21' 40' 20' 21' 21' 21' 21' 27 22' at' 21' 21' 21' 22' 22' 22' 22' 47 21' 22' 22' 22' 22' 23' 23' GENERAL METHOD FOR USING THESE TABLES 1 CHOOSE FREESTANDING OR ATTACHED. COMMERCIAL OR PATIO LATTICE STRUCTURE Z DETERMINE PROJECTION. WIDTH. OVERHANG. WIND LOAD AND LIVE LOAD. 3FIND TRIBUTARY WIDTH FROM TABLES ON SHEET 3 O 7 AND DRAWINGS ON SHEET 2 OF 'STRUCTURAL CONFIGURATIONS% 4CHOOSE A RAFTER FROM SHEET 6 O 7 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5 CHOOSE A HEADER FROM SHEETS 6 OR 7 THAT HAS ADEQUATE COLUMN SPACING. 6 USE THE FOOTER SIZE SHOWN. 7 USE THE COLUMN SHOWN FOR SINGLE SPAN ATTACHED PATIO. LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. B FIND THE APPROPRIATE DETAILS IN THE *CONNECTION DETAILS' SHEETS. FOR CONCRETE PATIO SLABS FOLLOW 14 ABOVE 5 FIND THE MAXIMUM COLUMN SPACING FROM THE DESIRED COLUMN HEIGHT 6 CHOOSE A HEADER THAT CAN SPAN THAT DISTANCE FOR THAT TRIO WIDTH AND LNE AND WIND LOAD 7 FWD THE APPROPRIATE DETAILS W THE 'CONNECTION DETAILS* SHEETS. Amerimax BUILDING PRODUCTS. INC HEADER SPANS. COLUMN SPACING. TOOTER SIZE AND COLUMN IMP( TOR FREESTANDING AN ATTACHED [O IERCIAL LATTICE STRUCTURES SHEET 7 Of 7 z2 2; R= .15' 1.0' R= 0.22' 0.95' 0.92' _ 566• OUTSIDE 55' r-.70' 1.0, 0.35' R=.1 5' R-'125 INSIDE O.J_ 0' 1.903' i1_ OS' R= 0.15' --�0. .216' TYP. .450' � 2•Wp. R= 0.20' 167' I 187' 2.464' I } 2.10' j 2.50 3-0• 1.654 L 5511'/7 1.714' BTYP. 55 l T 39 49 47 7, 12.0 I R= .125' TYP. B.00' 1.137 - 1.137" R= 0.15 40 19' I.0 R TYP. S' TYP�7 FOR STEEL PANEL ASTM A 653 GRADE 80 STRUCTURAL OUALRY Fy= 80 KSI STEEL 18.00' 6' FLAT PAN 30 GA GALV T=.0157 28 GA GALV T=.0187 FOR STEEL PANEL ASTM A 653 GRADE 50, SO CLASS 1 30 GA GALV. t=0.0157' Q 6" STRUCTURAL PANEL Fy=50 KSI STEEL (3006-H391 ALUM. ALLOY) Q 12" STRUCTURAL PANEL (3006-1-1391 ALUM. ALLOY) © 18" STRUCTURAL PANEL (3006-1-1391 ALUM. ALLOY) IflSIDE 0.060' - 0.08" OUTSIDE-'� rF 3/4" 12, •- -6I' �1 TYP. 1 7/8• 3' TYP. I 13/16'- 13.00" ,l 6757' 1.50' 3. 00' R 0.10' 0.125' 9/64 /16 TYP. /16' R. IYP. 9/64' R. T� 0.024', 0.027' 3.090 R= 0.25" 0.72M- - 0.2 L 148' /16' TYP. 5/32" T 0.03 ' OR 0.040' TYP. TYP. 2.06 IYP. 7/16'T TYP' 1.50' 3.00' 1.03 7/16 1 /8 5 .S 1 13/32 61' NP. 58 48' 17/8' TYP R=.0937 38.6 1.250' TYP. 7/1 " TYP. IYP. 6.00' 6.00 3/32 TYP. 2 25/32' /8' R. C E 1 1/2" SQUARE COLUMN F 3" SQUARE COLUMN D 1200 OB ALTERNATE-12" STRUCTURAL PANE R. TYP. O O Q 3 1/2" X 12" STRUCTURAL PANEL (3006-1-1391 ALUM. ALLOY) (3003-1,116 ALUM. ALLOY) (3003-1-116 ALUM. ALLOY) SEE DETAIL A' 0 RIGHT qMA HANGER SIMPSON A34 CONNECTOR ADDITIONAL TWO - 16d •ANp EL--RAL NAILS0 EA. RAFTER WHEN •OR EQUAL STRUCTURAL REQUIRED RAFTER PANELS + TYP. 6 - 010 SCREWS, 3 EACH LEG CONNECTION i 2 FASCIAOF CONNECTOR - TYPICAL DETAILS /DETAIL "A" DATE REVISION DATE REVISION 14 >< 1 1 Z• FO�0. •F S N ,\ , 0 12' O.0 OVERHANG SEE CH U FOR MAXIMUM OVERHANGS FOR AWNING PROJ TIONS 4� I U (; F SCHEDULE O RIGHT Q F IREQ OADS P.S.F. LIVELOADS P.S.F. LIVELOADS P.S.F. Engineering S•rvlc•a © ALTERNATE EAVE ATTACHMENT 20 2s 30 40 60 10 20 zs 30 4o so 10 o zs 30 600 1 •• N0. 206 Ke•eo Street 9. 1 ' 10' B' 6'• 4 4' 16 Brlrtol, IN 45507 5 1 10 17 10 8 7 37 25 2113 11 1 9 7 0 JJ IV1� ��Q KG IAA ,z o f cnL 2 1^ ,DRAYM NONE OR ECOMPONENT PARTS 8 CONNECTION DETAILS UIR IONAL 2 - 16d NAILS O EACH R ENGINEERS STAMP 7/9B 97CO01 1 OF 9 2.00' 1 1 2.00" 1 .0.16' 1 --{.67' I=- i -J.67' f -- 1.66' O 6 1/2" ROLLFORMED HEADER (3006-H391 ALUM. ALLOY) 75' FASCIA KDR TYP. f --- 1.50" O 2-1 1/2- S0. X .062" EXTRUDED COLUMN (ALUM. 6063-T6) - 1 1/8' x .08 STEEL WASHERS - FOR HEADER 'H' ONLY ,5/16'.2' BOLT 2 EACH SIDE, TYPICAL TOP AND BOTTOM CONN. EXCEPT FOR EXPO. 'C' - 90 MPH W.S. USE 3/8' BOLT. 2 - 5/16" BOLTS 0.032' x 1 1/2' SO. ALUM. DECORATIVE ALUM. SCROLLS OR SOLID FILL (2) - 3/8'x3 1/2' HILT KWIK ANCHOR BOLTS OR (2) - 5/16' BOLTS W/ ANCHOR 'AR' �OTTOM CONN. CHANNEL u5' 4s' --- 2-25' � O ROLLFORMED 2 COLUMN CONNECTION W/ DECOR. SCROLL (3003-1-116 ALUM. ALLOY) S' TYP. TO C O O 6- /14 SYS ON EACH 6.50' I 5 5' SIDE OF SPLICE CENTERLINE O �•5. SPLICE LINE 4' 9" —3.00Z: 0 0.2 71.56 19.72 --� 0.93 �- 0.72 I 93 156 3.00 0.28 0.37 �- 0.72 ►0.17 T (IN)= 0.030, 0.040 (ALUM) 0.048 (STEEL) HQIF: COLUMNS MAY BE TRIMMED W/FLEX- ALUM. FACING. O 3" ALTERNATE COLUMN (3003-1-116 ALUM. ALLAY OR A-653 Fy=40 KSI STEEL) 6.50" 110 SMSNG: 0 FOLLOWING Ap 6" O.C. FOR 6' PANELS 6' O.C. FOR 12' PANELS 9' O.0 FOR 18' PANELS ROLL ORYED HEADER ll' j-- 3.00- --{ O ROLLFORMED HEADER "H" CONN. DETAILS TO STRUCTURAL PANELS OQ ROLLFORMED SPLICE CONNECTION DETAILS (3006-1-1391 ALUM. ALLOY) STRUCTURAL PANEL 1.625" ---�{ w' I NOTE SEE SPREADSHEET 2 0 1 fOR FASTENING DETAILS 2.50' j_10 SMS 0 FOLLOW - OR 3.50' G SPACING: 062-,6' O.C. FOR 6'" PANELS 1Z' O.C. FOR 12 PANttuu O.C. FOR 18' PANELS NOTE HILT KB -II ANI 1.50" BOLTS PER ICBG E.S. EV J4627 ©ROLLFORMED HANGER (3004-H36 ALUM. ALLOY) 6'.12' OR 18' WIDE STRUCTURAL PANELS ENGINEERS STAMP HEADER 1 1/4 x 0.08' THICK STL.- WASHER FOR HEADER "H' BOTTOM FLANGE OF HEADER 5616" BOLT OR 4 - #8- S S - 2 EACH SIDE COLUMN CLEVIS - 1/ - COLUMN TUBE t=.040" COLUMN TUBE - 3 - 114 SYS ON EACH SIDE OF SPLICE— ROLL FORMED HEADER I= 0.036" ROLL FORMED HEADER SPLICE. TIGHT FR INSIDE OF HEADER, 9' EACH SIDE OF SPLICE 3 SMS 7q ON EACH SIDE OF SPLICE ROLLFORMED HEADER SPLICE I (3006-H391 ALUM. ALLOY) /4' BOLT kI.0'-� © 1 1/2- COLUMN CLEVIS CONNECTIONS (3003-1-116 ALUM. ALLOY) DATE I REVISION I DATE REVISION #eAmax Engineering Services mu,=Pmau=m 206 Keseo Street Bristol. IN 46507 KG- 2 NONEEART COMPONENT PARTS &CONNECTION DETAILS NAM7/98 97CDO2 2 OF 9 1 1.50' 1.00'- FOR 3 1/2 2. 0'0.036' 0.036' lYP. 2.00' - FOR 2 1/2' PANELS 6.50" --I.5' I►- NON-STRUCTURAL 2.50" SIDE FASCIA IS NOMINAL .018' M THICKNESS. 315' J 1.00' 2.00' 1 1 2.00" 1 .0.16' 1 --{.67' I=- i -J.67' f -- 1.66' O 6 1/2" ROLLFORMED HEADER (3006-H391 ALUM. ALLOY) 75' FASCIA KDR TYP. f --- 1.50" O 2-1 1/2- S0. X .062" EXTRUDED COLUMN (ALUM. 6063-T6) - 1 1/8' x .08 STEEL WASHERS - FOR HEADER 'H' ONLY ,5/16'.2' BOLT 2 EACH SIDE, TYPICAL TOP AND BOTTOM CONN. EXCEPT FOR EXPO. 'C' - 90 MPH W.S. USE 3/8' BOLT. 2 - 5/16" BOLTS 0.032' x 1 1/2' SO. ALUM. DECORATIVE ALUM. SCROLLS OR SOLID FILL (2) - 3/8'x3 1/2' HILT KWIK ANCHOR BOLTS OR (2) - 5/16' BOLTS W/ ANCHOR 'AR' �OTTOM CONN. CHANNEL u5' 4s' --- 2-25' � O ROLLFORMED 2 COLUMN CONNECTION W/ DECOR. SCROLL (3003-1-116 ALUM. ALLOY) S' TYP. TO C O O 6- /14 SYS ON EACH 6.50' I 5 5' SIDE OF SPLICE CENTERLINE O �•5. SPLICE LINE 4' 9" —3.00Z: 0 0.2 71.56 19.72 --� 0.93 �- 0.72 I 93 156 3.00 0.28 0.37 �- 0.72 ►0.17 T (IN)= 0.030, 0.040 (ALUM) 0.048 (STEEL) HQIF: COLUMNS MAY BE TRIMMED W/FLEX- ALUM. FACING. O 3" ALTERNATE COLUMN (3003-1-116 ALUM. ALLAY OR A-653 Fy=40 KSI STEEL) 6.50" 110 SMSNG: 0 FOLLOWING Ap 6" O.C. FOR 6' PANELS 6' O.C. FOR 12' PANELS 9' O.0 FOR 18' PANELS ROLL ORYED HEADER ll' j-- 3.00- --{ O ROLLFORMED HEADER "H" CONN. DETAILS TO STRUCTURAL PANELS OQ ROLLFORMED SPLICE CONNECTION DETAILS (3006-1-1391 ALUM. ALLOY) STRUCTURAL PANEL 1.625" ---�{ w' I NOTE SEE SPREADSHEET 2 0 1 fOR FASTENING DETAILS 2.50' j_10 SMS 0 FOLLOW - OR 3.50' G SPACING: 062-,6' O.C. FOR 6'" PANELS 1Z' O.C. FOR 12 PANttuu O.C. FOR 18' PANELS NOTE HILT KB -II ANI 1.50" BOLTS PER ICBG E.S. EV J4627 ©ROLLFORMED HANGER (3004-H36 ALUM. ALLOY) 6'.12' OR 18' WIDE STRUCTURAL PANELS ENGINEERS STAMP HEADER 1 1/4 x 0.08' THICK STL.- WASHER FOR HEADER "H' BOTTOM FLANGE OF HEADER 5616" BOLT OR 4 - #8- S S - 2 EACH SIDE COLUMN CLEVIS - 1/ - COLUMN TUBE t=.040" COLUMN TUBE - 3 - 114 SYS ON EACH SIDE OF SPLICE— ROLL FORMED HEADER I= 0.036" ROLL FORMED HEADER SPLICE. TIGHT FR INSIDE OF HEADER, 9' EACH SIDE OF SPLICE 3 SMS 7q ON EACH SIDE OF SPLICE ROLLFORMED HEADER SPLICE I (3006-H391 ALUM. ALLOY) /4' BOLT kI.0'-� © 1 1/2- COLUMN CLEVIS CONNECTIONS (3003-1-116 ALUM. ALLOY) DATE I REVISION I DATE REVISION #eAmax Engineering Services mu,=Pmau=m 206 Keseo Street Bristol. IN 46507 KG- 2 NONEEART COMPONENT PARTS &CONNECTION DETAILS NAM7/98 97CDO2 2 OF 9 8.00' 3.00" I - - I-COVERPANEL 1 114* x .08' SIL WASHER FOR HEADER if ONLY ROLLFORYED FASCIA HEADER H OR EXTRUDED FASCIA HEADER AC. (1) - +14 SITS T . 1. USE 2 - 5 16' BOLTS FOR FOR FASTENING DETAILS 3.00" '7 3f CHAPTER - 70 MPH W.S SEE NOTE ON I L_ 75' USE 3 - 5/16 BOLTS FOR SHEET 4 OF 9 75" ALL OTHER LOADINGS. I I i QS 3" COLUMN CONNECTIONS FOR FASCIA HEADERS 12 GA 8" x 3" 0.5' TMP. I ® STEEL "C"— CHANNEL HEADER STEEL MIN. YIELD = 50,000 PSI 3.5' PANEL 10.0" `—FOR FASTENING DETAILS SEE NOTE ON SHEET 4 OF 9 t __JI 0 90' TMP. 12 GA. 10' x 3 1/2" I QV STEEL "C"- CHANNEL HEADER STEEL MIN. YIELD = 50,000 PSI 1.0" 2.30' ALTERNATE COLUMN CONN. I OR 2.90' I BRACKET. 3' S0. COLUMN 5.5' --�{ PAN 10.00"I 8.0' 3/4" BOLTS SEE DETAIL 'A' AT RIGHT r1/2" X 9 1/4" I TMP.Typ. ED. 17" OW 10" FULL—STRENGTH SPLICE DETAIL ASTM A 653 Fy=36 KSI FOR BOLT SIZE SEE -I .50" DETAIL AT LEFT 1 755 " -�" 753.00" 115 .094"+2.25- NOTE. + SEE DETAIL 'S' ABOVE FOR INSTALLATION AND } PROPER CONNECTIONS. F 2.0" O 3" ALTERNATE COLUMN CONN. BRACKETS (STEEL A-653 Fy=40,000 PSI) 1.25" r- SPLICE 0 00:00 00 00;00 0 0 0 3" 1.5" 36" — DETAIL 'A' K •A 1.25" DATE 3.000" 37" 4) 30'0' .68814) 3.000" 1 TMP• .0944.7 0'14) 10' R X 10" HIGH ALUMAX 68 "(4) I.D. .43714) .020" DP. I t2?36) x 112) .062" RAD.(20) l 187" RAD(16) O FLUTED COLUMN (3" ALUM. 6063-T6) "t" = 0.062" UNLESS OTHERWISE NOTED F - j — 3.00", 4.00" 188" 5.00" OR 6.00" TMP• L:5.00-, 4.00" 5.00" OR 6.00' Q 3", 4", 5" OR 6" STEEL COLUMN Fy=36 KSI REVISION I DATE I REVISION AMAJOLMEM MagEngineering Services �.mw_ 206 KeIN 465tr.07 9x11101. IN 46507 KG VE17- DRAWING NONE OREART COMPONENT PARTS & CONNECTION DETAILS klL 7/98 97CD03 3 OF 9 5.5' 0 10.00' I 0.14' ~ � ~ TYP. II TYP. :0.17" T- 10- X 5 1/2" W BEAM HEADER (6061—T6 ALUM. ALLOY) FOR FASTENING OEWLS R=.OS 4.50 SEE NOTE BELOW % .805' // Trp. 200" TYP. 110 x 45' COVER NP• PANEL FOR FAST. DETAILS SEE .110• TYP. 7.0' NOTE BELOW. 09" Typ 6.0' FULL RADIUS TYP. OF 47L __j _ ___L 320' TYP. 220" TYP. 1.0' QZ 6" W BEAM HEADER �- 5.5" -�—F (6061-T6 ALUM. ALLOY) O 7" X 5 1/2" W BEAM HEADER (6061-T6 ALUM. ALLOY) 010 SMS O 6",12" OR 9' O.C. FOR 6',12", & 18" PANELS 900' X010 SMS O 12" O.C. it SMS 6" O.C. FOR STABILIZER CUP- 6" h 12' PANELS - 9 JT SEE DETAIL 'AG'. O.C. FOR 18' PANEL 0 of 5.406' w FIZA /10 SMS O EACH ROOF STRUCTURAL PAN L CP VALLEY 6". 12" OR 18" WIDE 3 1/2" STRUCTURAL 079" 079" PANEL 2.725' 109' 0.062" �- 4.00' 0.062' AD ALASKAN EXTRUDED HEADER 3.00" (6061-T6 ALUM. ALLOY) AC 5 1/2' EXTRUDED HEADER (6061-T6 ALUM. ALLOY) 3.00 0.72 -1.56-JJ0.72 --� 0.93 �--I 0.72 I 93 1 S6 3.00 '1 o.2e 1� 0.37 �-- 0.72 -0.17 T (IN)= 0.048 AB 3" X 3" HEADER (STEEL) (A-653 Fy=40 KSI STEEL) NOTE: CONNECT ROOF PANELS TO HEADER WITH #14 SMS WITH SEALING WASHERS AS FOLLOWS: 1. FOR ALL PATIO AND COMMERCIAL STRUCTURES EXCEPT 90 MPH - EXPOSURE "C' USE MINIMUM 1 - #14 SMS/ PANEL FOR 6" AND 12" PANELS AND 1 - #14 SMS/ EACH VALLEY FOR 18" PANELS. 2. FOR 90 MPH - EXPOSURE "C" USE MINIMUM 1 - #14 SMS/PANEL FOR 6" PANEL AND 1 - #14 SMS/EACH VALLEY FOR 12' AND 18" PANELS. DATE REVISION DATE REVISION �L flliG aX Engineering Services 206 Keteo Streot 9rlrlol, IN 46507 KG KAWLNC NONE OEART COMPONENT PARTS k CONNECTION DETAILS '96 IN 97CD04 SHM 4 OF 9 T ,zs• .010' e-1/2' • —7`1 eoLTs L I �,~i t • 1 1.125' 1.125• ® 6' W ALUM. HEADER SPLICE (6061-T6 ALUM. ALLOY) SEES DETAIL 'AH' R=.375- FOR EXTRUDED 1.187- HANGER W/ A -RAIL ® A -RAIL I (6063-T6 ALUM. ALLOY) 2.10"'1.710- 375 1.380" —� ® STABILIZER CUP FOR EXTRUDED HEADER AC' (6063-T6 ALUM. ALLOY) SKYLIGHT PANEL " TYPICAL 12' V -PAN TYPICAL 12• V -PAN ® TYPICAL SKYLIGHT PANEL CONNECTION WITH 12' V -PANS A= HEADER SPLICE MUST BE LOCATED WITHIN 12. OF A COLUMN, 0.15' EXTRUDED HEAD SPLICE WITH ncHT FIT INSIDE HEADER -F- 0.15' TYP. 5.406' 8 - /14 sus 250' R �-- 4.00- 8 - /14 SMS T i 4" .5' 24" ® ALASKAN EXTRUDED HEADER SPLICE (6061-T6 ALUM. ALLOY) 1.686' 1.500" TY -4— 1.562" -A FOR FASTENING DETAILS SEE SPREADSHEET 2 OF 7 1.50' ---1 1.0__�7 A -RAIL -SEE t-.062' 2.25'OR DETAIL 'AF'2.5.5 TYP. 101' 1L { 0.30' .43' IE-"- 1.50• ® EXTRUDED HANGER (6063-T6 ALUM. ALLOY) ® EXTRUDED CHANNEL CONNECTOR (6063-T6 ALUM. ALLOY) SCHEDULE OF ALLOWABLE SPANS FOR ADJACENT TO SKYLIGHT PANELS. 6 " & 12" PANELS LIVELOAD #6" PANEL SPANS •12" PANEL SPANS (PST) o.oie 0.044 0.032 0.036 0.018 o.oi4 o.osz 0.036 10 11'-9 14'-5• 17'-1' 17'-9' 11'-0" 13'-3' 14'-7' 15'-1' 20 8'-B" 10'-6' 12'-6' 13'-5' 7'-11' 10'-4' 11'-8• 12'-1' 25 7'-2- 9'-5" 11'-3' 12'-1' 7'-2' g'-3* 10'-7' 11'-2' 30 6'-1- 8'-8• 10'-4' 11'-1' 6'-7' 8'-6- 9'-9' 10'-3' ■ USE A MINIMUM OF (1) SKYLIGHT PANEL PER (4) - 6' ROOF PANELS AND (1) SKYLIGHT PANEL PER (2) - 12' ROOF PANELS FOR SKYLIGHT TO PANEL CONNECTIONS, USE 507 MORE SCREWS hollPLASnc USED IN SKYLIGHT FABRICATION Ii G.E LEXAN POLYCARBINATE PER RES. REPORT /3286 --\ t - .062' FOR .12' PANELI 0.85 0.65' j - 175' I';Trp I _TT__ R - 4.50• T .30' I I 5.50' NOTE; SEE SCHEDULE ABOVE FOR ALLOWABLE SPANS FOR PANELS ADJACENT TO SKYLIGHT PANELS & NUMBER OF ROOF PANELS NEEDED FOR 1 SKYLIGHT PANEL 1.07' FOR 6' PANEL 0.,80• FOR 12• PANEL y U�. 11a' I� .30' OSKYLIGHT PANEL DATE REVISION DATE REVISION L111J� Mag Engineering Services CA ��-�.� 206 Kosco Sheet 8AdINo1, 46507 im BY. KG NONE NOR PART COMPONENT PARTS & CONNECTION DETALS 7/9g N 97CD05 5 OF 9 2-5/16' BOLTS , I 72""1 2-1 4' BOLTS TO ASCIA 5e0 ADDITIONAL 0.09" TYP. �•- 650 T .750" 790 121",'.12".:,:..: (ALTERNATE TO DETAIL 'S'J 28' 1330(1 2.5' 1.O" 1670 y ' .0764' f l 3 A EACH STEEL ANGLE COIMYN 12' N. ' EM C.' 750" SLOE a COW N U N vV ® (6063-T6 ALUM. ALLOY) v4' FOR eoLr szff .NUMBER 1. 101. REQUIRED SEESC HEDULE 'r (USE ONLY FOR ATTACHED 42' 3-3 8-0 BOLTS LATTICE PATIO srRUCrUW 2.35' J 4• MN. 1.5 5' 1.5 5" Q'c� F . T U C Fy ® AWNING ANCHOR IN 1=A"M IC ANCHORS MUST BE AS 04ANCE 430SA 00 APPROVDI EOUYMEM. L AM ►AIRS TO NO -0W rXVA1® 011 E1ECtOPlAlEO ITNC wr L ,E um TO J 1/2• COoV- SLAB .. .. .t • . Y : '' CONCRETE FOOTING 5.5" FL 7 CA (.16") Sal INTO FOOTING SEE SCKEDULE T a RIGHT 2-3/8"X 3 1/2' HILTI KWIK 206 Ke*co Street i .� Q� REQUIRED -W- WIDTH NATE, USE 1 - 1/I• .57/21 6AR FOR I VR TO 36_CAME USE 2 - 1/2• . Sua FOR FOOTINGS UP TO b' CULES BE AND J - 1/2' . BAFOR FOOTFDOTINGC S W 10 I FASTENER MINIMUM SIZE W(WIDTH) 52• CLOL BOLTS TO SLAB (ONE EACH SIDE) 18' 1/2' • . 4'd 2-1 4'4 . 2' d 1-5/16.1 BOLT FREESTANDING STRUCTURE COLUMN CONNECTION DETAIL 20' 2-S/e'F . 2 1/2'd 5e0 ADDITIONAL 3' SQ. ALUM. COLUMN CONN. BRACKET TO FASCIA OR 650 (SEE NOTE Snag STEEL coWlM Lrtt ASl.. HEADER WHEN CONNECTING TO CONCRETE SLAB ONLY 790 26' 2-1/2's . 3 1/2-4 3-5/16'0 BOLTS (ALTERNATE TO DETAIL 'S'J 28' 1330(1 30' 5/8- 0 . 4'd 1670 32' 2-5 8'.. 4'd 2080 f l 3 A EACH STEEL ANGLE COIMYN 12' N. ' EM C.' ALTERNATE 3' SO. COLUMN CONNECTOR BRACKET SLOE a COW N U N _ . . Q /I'. STEEL ® (6063-T6 ALUM. ALLOY) v4' FOR eoLr szff .NUMBER 1. 101. REQUIRED SEESC HEDULE 'r 2 -Ix Ea v ; p : . P ' wc ON COLUMN 42' 3-3 8-0 BOLTS I L At RIGHT IFESS(ON J 4• MN. Q'c� F . T U C Fy 1=A"M IC ANCHORS MUST BE AS 04ANCE 430SA 00 APPROVDI EOUYMEM. L AM ►AIRS TO NO -0W rXVA1® 011 E1ECtOPlAlEO ITNC wr L ,E um TO J 1/2• COoV- SLAB .. .. .t • . Y : '' FOR FilSTE1..�'. qp�mle6max Engineering Services FL 7 CA (.16") Sal INTO FOOTING SEE SCKEDULE T a RIGHT OTI CONCRETE FONG 206 Ke*co Street i .� Q� REQUIRED -W- WIDTH NATE, USE 1 - 1/I• .57/21 6AR FOR I VR TO 36_CAME USE 2 - 1/2• . Sua FOR FOOTINGS UP TO b' CULES BE AND J - 1/2' . BAFOR FOOTFDOTINGC S W 10 I FASTENER MINIMUM SIZE W(WIDTH) 52• CLOL SCHEDULE 'F' - COLUMN TO FOOTING CONNECTIONS FOR 18 TO 42' FOOTING SIZES REQUIRED TENSION FOOTING SIZE ANCHOR SIZE -HILTI FASTENER CONNECTION TO FOR (INCHES) • SIZE (OR EQUAL) SIZE COLUMN TUBE BOLTS 18' 1/2' • . 4'd 2-1 4'4 . 2' d 1-5/16.1 BOLT FREESTANDING STRUCTURE COLUMN CONNECTION DETAIL 20' 2-S/e'F . 2 1/2'd 5e0 22• 2-5/16'0 BOLTS 650 24' 2-3 8'A BOLTS 790 26' 2-1/2's . 3 1/2-4 3-5/16'0 BOLTS 1330 28' 1330(1 30' 5/8- 0 . 4'd 1670 32' 2-5 8'.. 4'd 2080 34' 3/4' 0 . 5'dNNA 36' AL,...,.,: m mNrnrrt aAR ATr.r nvr RED HEAD & HILTI FASTENER ALTERNATE 42' 3-3 8-0 BOLTS JD' 1 4 ] ALTERNATE 3 8- 4 1/2- ® TO FOOTING FREESTANDING STRUCTURE COLUMN CONNECTION DETAIL •Td' SIZE IN ANCHOR BOLT OR HILTI FASTENER SIZES INDICATES DEPTH OF EMBEDMENT. EXAMPLE 2 1/2-d INDICATES 2 1/2' EMBEDMENT OF ANCHOR 'OR EQUAL' TO HILTI FASTENERS. ALTERNATE MUST BE ICBO ES. 1 2E 6 APPROVED TO PROVIDE ALLOWABLE TENSION EQUAL TO S 6' 7 1 2' TENSION FOR ANCHOR BOLT" VALUES SHOWN. HILTI INDICATES HILTI INDICATES IEIx KB -II ANCHOR BOLTS PER ICSO E.S. EV /4627. 112- 4 METE11 NE1DI OMIt7Rao IOR ® ATTACHED STRUCTURE COLUMN TO FOOTING O FOOTING SCHEDULE CONNECTION DETAIL "d' = 18' TO 32' AL,...,.,: m mNrnrrt aAR ATr.r nvr RED HEAD & HILTI FASTENER ALTERNATE DATE REVISION DATE REVISION IFESS(ON COILNN HEEL ANIaEs Q'c� F . T U C Fy 1=A"M IC ANCHORS MUST BE AS 04ANCE 430SA 00 APPROVDI EOUYMEM. L AM ►AIRS TO NO -0W rXVA1® 011 E1ECtOPlAlEO ITNC wr L ,E um TO J 1/2• COoV- SLAB .. .. .t • . Y : '' y :t - m a qp�mle6max Engineering Services J.AM�IrNAAUIEU Wt CHING SE EOM TIE S C TYPES tY Som 4.."nwEwG uNONO. ':.s 2 206 Ke*co Street i .� Q� LEO. OIMVEE. CLAY. SNOT GRAVEL QTY GRAVEL QTY SAND. • yK .4 ; , .'. S<Ae Bristol. IN 46soT CLAYEY INC. CLAYEY ORAV- SNOT CLAY. QTY CLAY AND CLAYEY SLY.�.. r ` • ssAe q �jf 2 DRAWG NG �NN°CL ®AKG NCHOR ANCHOR " " ^ �" ° r = E E COMPONENT PARTS a CONNECTION © COLUMN CONNECTION DETAIL FOR - A SLAB k FOOTING ATTACHMENT ENGINEERS STAMP 7/9B 97CDD6 6 O 3- 1/2'• 1 1/2- 2I •6' OR 10• 2 1/2" •316'x12 G'C' OR 3 1/2'x10'x12 G 'C' ® C—BEAM TO COLUMN CONNECTION FOR ATTACHED 2—SPAN STRUCTURES L 1 1/2- IT 5 1/2' x 10' ALUM YF BENZ OR 5 1 /2' x 7" ALUM 1F BEAM OR 4 1 2' x 6" ALUM W= BEAM 1 1/2' COLUMN 6 BOLTS FOR SIZE SEE SCHEDULE 'A' AT RIGHT CUT BOTTOM FLANGE OF I -BEAM AS SHOWN AT COLUMN ® ALTERNATE — 4 1/2- X 6' X 5 1/2' X 7' ALUM. W BEAM CONNECTION DETAIL D•BEAM 0 2 - 1/2' a BOLT COLUMN FOR SINGLE UNIT4 - 1/2' • BOLTS FOR MULTIPLE UNITS COLUMN a8"x12 GA. 'C' :BE1- '3.OR 3 1/2':10'x12 GA. 'C'C ® C—BEAM TO COLUMN CONNECTION FOR FREESTANDING STRUCTURES 125- + �— w ^� 6' FOR SIZE k NO. OF 3' BOLTS SEE SCHEDULE A' AT RIGHT 2' 125- I �� ' 2.75'• � BOLT DIAMETER w , COLUMN SIZE + 1/2' W/MIN. OF 4.5' I _I L.JU - rUX .3 COLUMN 1 3.30 - FOR 3 1/2- COLUMN 4.10' - FOR 4 1/2' COLUMN 5.10' - FOR 5 1/2- COLUMN ® CONNECTOR BRACKET 'A- FOR COLUMN TO HEADER CONNECTIONS FOR ATTACHED STRUCTURES FOR USE WITH 5 1/2' X 7- W ALUM. BEAM k 4 1/2' X 6' W ALUM. BEAM BOLTS - FOR SIZE SEE .5' SCHEDULE O RIGHT 3. 2s w .IN. OF 4.50' DP P1 ATF_--_. L- 0. 0.5" I .4— TOP TOP PLATE 'T1' 1' COLUMN SIZE + 1" 1M COLUMN SIZE + 1/2' WITH A M INIum OF 4.S' ® TOP PLATES 'A' EI 'B' AND SCHEDULE 'B' FOR TOP PLATE CONNECTIONS WITH 5 1/2' X 7' W OR 4 1/2' X 6' W BEAMS 3" ■ 1' HEADE6 X 3 s• 1��1 O COLUMN TO HEADER CONNECTION FOR 3' X 3' STEEL HEADER -AB- HEADER OR FASCIA SRE AND NUMBER BOLTS REQUIRED TO 1CH BRACKET TO DER OR FASCIA SEE IEDULE 'B' BELOW EEL COLUMN - 0.048' @9 3- STEEL COLUMN TO FASCIA OR HEADER CONN. BRACKET (6063-T6 ALUM.) (ALTERNATE TO DETAIL 'BA-) SCHEDULE "A" -SIZE k OF BOLTS REQUIRED FOR CONNECTOR BRACKET TYPE OF STRUCTURE k COLUMN USED FOR ALL LIVE LOADS SINGLE SPAN CAM. FREESTANDING SINGLE SPAN CAM. 2 SPAN ATT&EL PATIO STRUCTURE W. PATO COMMERCIAL STRUCT. COMIERCIAL SLRUCT. ALUM. I COLUMN COWYN COLUMN COLWN COLUMN STEEL COLUMN 3-1/2" 13-1/2' a] -I/2' }I/2' 11 3-I/2' t 3-1/2" }1/2' 0 MEIN, �mm�� lllllffnTm �. INEM�mmmmmmm mmmmmm E'�i��t)♦iL�i dmmmmmm dmmmmm= 11111911111111111111 mmmm mimmlymommmm mill[ammmmmmm 3" ■ 1' HEADE6 X 3 s• 1��1 O COLUMN TO HEADER CONNECTION FOR 3' X 3' STEEL HEADER -AB- HEADER OR FASCIA SRE AND NUMBER BOLTS REQUIRED TO 1CH BRACKET TO DER OR FASCIA SEE IEDULE 'B' BELOW EEL COLUMN - 0.048' @9 3- STEEL COLUMN TO FASCIA OR HEADER CONN. BRACKET (6063-T6 ALUM.) (ALTERNATE TO DETAIL 'BA-) SCHEDULE "A" -SIZE k OF BOLTS REQUIRED FOR CONNECTOR BRACKET TYPE OF STRUCTURE k COLUMN USED FOR ALL LIVE LOADS SINGLE SPAN CAM. FREESTANDING SINGLE SPAN CAM. 2 SPAN ATT&EL PATIO STRUCTURE W. PATO COMMERCIAL STRUCT. COMIERCIAL SLRUCT. ALUM. I COLUMN COWYN COLUMN COLWN COLUMN STEEL COLUMN 3-1/2" 13-1/2' a] -I/2' }I/2' 11 3-I/2' t 3-1/2" }1/2' 0 ENGINEERS STAMP DATE REVISION I DATE REVISION o!jiilli�maig Engineering Services m"mu.xpm 206 Keeeo Street �•^��1 911001, IN 46507 MW ITT: CMP9117'_ URAWINq - NONE �A� COMPONENT PARTS & CONNECTION DETAILS 7/98 M 97CDO7 7 OF 9 3 7' X 5 1/2• I—BEAM SPLICE (6061—T6 ALUM. ALLOY) ® SPLICE DETAILS 0.060• ALUM. 6063-T6 BRACKET 3•X 3x .046 STL COLUMN S• 1751 EACH 1SIDEYS 2.605- 7" C SPLICES (6061—T6 ALUM. ALLOY) 2- /14 TEK ONE EACH SIDE 1"14 TEK 5 EACH SIDE �_2- 2•X 6 1/z• X .024• SIDE PLATES >2- n 6 1/2• 3's e' 'C• X .024 SIDE PLATES WRAPPED 16- /14 Sm's HEADER 6 EACH SIDE 2- /14 TEK TO HEADER 10- /14 SMS— COLUMN EACBRACK 5 'X 3' STEEL H SI S HEADER EACH SIDE ® 3" X 3' COLUMN CONNECTION TO 3' X S' 'C' ® 7' X 5 1/2' ALUM. 1—BEAM SPLICE BOLT LAYOUT FOOTING "d" (IN) ALTERNATE FOOTING SIZE NO. OF ANCHORS 18 12'X 12"X 15' 1 20 15'X 15'X 15' 1 22 18'X 1 B"X 15' 1 24 20'X 20'X 15 1 26 20"X 20"X 15' 1 28 24'X 24"X 15' 2 30 24'X 24'X 15' 2 32 24"X 24'X 15' 3 34 24'X 24"X 15' 4 36 24'X 24"X 15" 4 —6' TMP. 0 15• 1+1 AWNING ANCHORS PAWNING ANCHOR QEARNTER IN FOOTING TYP. SINGLE ANCHOR DETAIL 2 ANCHOR 3 ANCHOR 4 ANCHOR BI ANCHOR DETAILS 2. 3. DR 4 ANCHOR DETAIL FOR ATTACHED STRUCTURES DATE I REVISION I DATE I REVISION ✓°°! �Llllic�g Engineering Services N0. 2 206 Koseo Street Bristol. IN 46307 I '`'•' _/ CMP DRAWING FBF NONE OEC COMPONENT PARTS do CONNECTION DETAILS INE 1 STAMAQ" 7/88 M 97CDOS 8 OF 9 3'X 6' H 2- 2'X 6 1 /2' SIDE PLATES 16- 014 SYS 2- 1/4- /P LAYOUT LAYOUT SIDE PLATES PER 3'X 3' COLUMN 2- f14 TEX ONE EACH SIDE 1'X 3'X .06 /4• ALUMINUM 10- j14 TEK 6063-76 5 EACH SIDE 4- ONE EACH SIDE COLUM 1/2' 1' �3' STEEL COLUMN ®3 1 //2' COLUMN TO 3' X B" 'C' HEAbER CONNECTION —6' TMP. 0 15• 1+1 AWNING ANCHORS PAWNING ANCHOR QEARNTER IN FOOTING TYP. SINGLE ANCHOR DETAIL 2 ANCHOR 3 ANCHOR 4 ANCHOR BI ANCHOR DETAILS 2. 3. DR 4 ANCHOR DETAIL FOR ATTACHED STRUCTURES DATE I REVISION I DATE I REVISION ✓°°! �Llllic�g Engineering Services N0. 2 206 Koseo Street Bristol. IN 46307 I '`'•' _/ CMP DRAWING FBF NONE OEC COMPONENT PARTS do CONNECTION DETAILS INE 1 STAMAQ" 7/88 M 97CDOS 8 OF 9 O.OE' DfTRUDED HEADER SPLICE WITH TKYR FIT 14SIDE HEADER. 4- 1/4' BOLTS 4- /14 S.M.S. - 1/2-t .��/2• I T 1/2' SPLICE6 DEIN, ® 5 1/2' EXTRUDED HEADER SPLICE (6061-T6 ALUM. ALLOY) /10 SMS • 12' SEE SPREADSHEET 4 C FOR FASTENING DETAIL 2-%10 SMS F ® 3 1/2' 'G' RAIL (6063-T6 ALUM. ALLOY) 3' 3' TERNATE 2- 2'X 6 1/2* ADERS IN PLACE OF X 8' HEADER WITH )ST & SIDEPLATES X J' POST ® ALTERNATE 2-2' X 6 1/2' HEADERS 3'X a' BOX BEAM HEADER ALUM. 'I1' 6' BRACKET 3 X 3' ALUM. COLUMN ®0 ALUMINUM W BRACKET FOR CONNECTING COLUMN TO HEADER (6063-T6 ALUM. ALLOY) 14 SMS TYPICAL R ALTER. 2- 5/16'0 BOLTS FOR 10 PSF & 1- 5/16' • - 20 PSF +++ .F DOTING BRACKET NOTE: WHEN /14 SMS ARE USED. INSTALL THE SAME NUMBER AS FOR FASTENING SIDEPLATES TO COLUMN AND HEADER. IM. FOOTING WKET 2- 1/4-X 2- HILTI-KWIK ILTS OR E0. FOR 1t 3 1 PSF LIVE Ll 2 - SLAB OR FOOTING ® ALUMINUM FOOTING BRACKET FOR CONNECTING COLUMN TO CONC. SLAB OR FOOTING (6063-T6 ALUM. ALLOY) NO. V� STAMP 2'X 6 1/211 12' RAFTER ALUM. RAFTER 0 16' OR 24' ROLLFORMD O.C. HEADFII 2'X 6 1/2' ALUM. FASCIA BO ALTERNATE -DECORATIVE FASCIA TRIM E © 3 1/2- 'J' HANGER (6063-T6 ALUM. ALLOY) e NON-STRUCTURAL n 2.109' 4 pp COMPONENT of 5.721' ® 5 1/2' EXTRUDED SIDE FASCIA (6063-T6 ALUM. ALLOY) DATE REVISION I DATE REVISION F,,,FART Engineering trees s 208 KeIeo 48507BAdol. IN 46507COMPONENT PARTS & CONNECTION DETAILS 97CDO9 9 OF 9 L1 HEADER (3006-H391 ALUM. ALLOY) O RAFTER (3006-1-1391 ALUM. ALLOY) 6- ++8 SUS EACH AE RAFTER HANGER 4-18 SUS EACH R4WMUR WINGER2-%14 SU1 4' 1= BRWO USED 111\2' X 6 1/2' RAFTERS BRACKET USED W/3' X B' L7 RAFTER TO HEADER CONNECTION BRACKETS (6063-T5 ALUM. ALLOY, T-.0407 ate' t2. OR 2' O -�: —J� LATTICE (3105J -H25 3ALUM. -'ALLOY) OR .0265' L4 COLUMN (3006-H391 ALUM. ALLOY) 2-114' BC 1 /2 HIL11 EVANSION OR APPR. 3OLT O STEEL CONNECTOR FOR WOOD COLUMN CONNECTION J8 X 2 ' SUS FOR 1 1/2' cu. ' SMS FOR 4' LATTICE 1/2 PLASTIC CE L9 LATTICE TO RAFTER CONN. ' j 6• WOOD LEDGER- 2 X DEPTH RAM j 2- 14 X S D3/4' WOOD 1 EXISTING SC[tEWS 0 16' OR AFTER RAFTER STRUCTURE AIT. SIMPSON HUNGER RAFTERS SHOWN U 6R PER LC.8.0. 2-_ O X 1'SCREW E.S. EV. 1258 EA SIDE ® ALTERNATE RAFTER TO WALL CONN. 2'x 6 1//2' OR 3' x B' SEE SCHEDULE FOR SIZE TERNATE 2- 2'X 6 1/2' HEADERS IN PLACE OF 3'X S' HEADER WITH POST & SIDEPLATES 3'X 3' POST L11 ALTERNATE 2-2' X 6 1/2' HEADERS 3' X 8' HEADER S' 8- 114 SUS =EW (4 SIDE) 1 /2'DIA S E DC ,L1 a -SEE DETAIL o SIDEPLATE 4- +14 SUS S 2'X6 1/2SIDEPLATE- 3' X 3' ALUM. 2 REQUIRED ONE EACH COLUMN 44- J14 1W SIDE OF COLUMN L12 ALUMINUM SIDEPLATE TO HEADER CONNECTION DETAIL ENGINEERS STAMP L- 1.92' FOR 2' X 6 1/2' RAFTERS L= 2.92' FOR 3' X 8' RAFTERS o: V TYP. i o o� Eu16 SMS 0 X 1 3/4' WOOD j SC AL 2- j 10 SLLSMET \�1 �I•; ECS L6 RAFTER HANGER 1/2' DI PLASTIC BOX SE ON SUMS BOX SECTION NOTE USE PLASTIC PLUG TO FILL 1/2' DIA ACCESS HOLES USED WHEN ATTACHING S.I.S. INTO ANOTHER BOX SECTION M WHICH THE SUS LENGTH WOULD EXCEED 2 1/2'. L10 PLASTIC PLUG DETAIL DATE I REVISION I DATE I REVISION I �A i ag Engineeringervlces I 206 KeU4 coSt Street BMIN tot, "Sol KC ' NONE PARI ECOMPONENT PARIS k CONNECTION DETAILS r FOR PATIO h COMMERCIAL LATTICE STRUCn1RES 7/98 JI&M 97LTOI 1 OF 6 2- 2- 1 INTO o: V TYP. i o o� Eu16 SMS 0 X 1 3/4' WOOD j SC AL 2- j 10 SLLSMET \�1 �I•; ECS L6 RAFTER HANGER 1/2' DI PLASTIC BOX SE ON SUMS BOX SECTION NOTE USE PLASTIC PLUG TO FILL 1/2' DIA ACCESS HOLES USED WHEN ATTACHING S.I.S. INTO ANOTHER BOX SECTION M WHICH THE SUS LENGTH WOULD EXCEED 2 1/2'. L10 PLASTIC PLUG DETAIL DATE I REVISION I DATE I REVISION I �A i ag Engineeringervlces I 206 KeU4 coSt Street BMIN tot, "Sol KC ' NONE PARI ECOMPONENT PARIS k CONNECTION DETAILS r FOR PATIO h COMMERCIAL LATTICE STRUCn1RES 7/98 JI&M 97LTOI 1 OF 6 2• X 6 1/2' X 0.024• SIDEPLATE 2 REWD. ONE ON EACH SIDE 5 1/2' OF COUNN. 3'1 8' HEADER 6- /14 96 EArjj SoE JiI J' AW1L COURN S• L13 6-814 SMS ALUM. SIDEPLATE TO HEADER CONNECTION DETAIL W14 SYS o SDE 3• x 8' HEADER o 0 202'EACH S -- X 6_J2*�SIDEPLATES 'X 3' COLUMN VEE COLUMN L16 HEADER SPUCE DETAIL 2• X 6 1/2' X 0.024• SDEPLATE 2 REWD. ONE ON EACH SIDE 1/ ' of COLL 'X 8' HEADER .5' 33' 8- 14 4 �. WE 0 3' X 3' COLUMN S• GL14 8-814 SMS ALUM. SIDEPLATE TO HEADER CONNECTION DETAIL 3'X 8' HEAD 2- 2'X 6 1/2• SIDE PLATES 16- //14 SYS 2- 1/4• LAYOITT SIDE PLATES PER 3'X 3' 114 SYS COLUMN EACH SIDE C2 2- /14 TEK ONE EACH SIDE 1'X 3•X .06 • ALUMINUM 10- /14 TEK 6063-T6 5 EACH SIDE 4- ONE ON EACH SIDE OF COLUMN 1/2- I. �3" STEED COLUMN 118 3 1/2' COLUMN TO 3- X 8• 'C' HEADER CONN. SIDEPLATE LMSMWE X3' COLUMN 1/2" DUl MASTIC 14 SYS. 4 EACH RmOF COLUMN FOR N �g pR CONNECTION 4- #14 SYS EACH SIDE OR ALTER. 2- 5/16. 0 BOLTS L15 ALUMINUM SIDEPLATE TO COLUMN CONNECTION DETAIL NO 5* r751 —4c--4./,EACH SIE ALUM ALUM. " 606J -T6 4� �2_ 114 TEK 0.060BRACKET ONE EACH SIDE ' II10-/14 TEK X .048 S EACH SIDE n 3-A STL COLUMN L17 3' X 3' COLUMN CONNECTION TO 3' X 8' 'C' DATE REVISION DATE REVISION SS/Q U L' STAMP Xl�rmm% Engineerfng Services 206 KeIN Stnd BA•fol, s 46507 KG NONE OR PART COMPONENT PMTS h CONNECTION DETAA.S 9 FOR PATIO a COMMERCIAL LATnCE SiRUC tES 7/98 97LTO2 "U20F 6 �` 2-2-)( 6 1/2- X 0.024" SIDE PLATES 2'X 6 1/2" 3% 8" 'L'24' SIDE PLATES WRAPPED16- 114 SYS HEADER8 EACH SIDE C2 -/14 TE% HEADER 10- ,14 SYCOLUMNTOX BRACKET 5 3' STEEL EACH SIDE HEADER L17 3' X 3' COLUMN CONNECTION TO 3' X 8' 'C' DATE REVISION DATE REVISION SS/Q U L' STAMP Xl�rmm% Engineerfng Services 206 KeIN Stnd BA•fol, s 46507 KG NONE OR PART COMPONENT PMTS h CONNECTION DETAA.S 9 FOR PATIO a COMMERCIAL LATnCE SiRUC tES 7/98 97LTO2 "U20F 6 2 3/4-X 9'X 7 rA 4- 14 SMS- 2 EACH SI 110 SMS EACH 3'X B' ALUM. HEADER STRAP EACH SIDE OF 3,'X B' ALUM. HEADER 2- 2X 6 1 2' ALUM. SIDE , , ,. urencR _ i SIDE OF SPLICE ( / 211 Y STRAP 7 GA. } i 4 1 /2.12 2'X 6 1/2 EACH SIDE OF4. ALUM. SIDE HEADER. STEEL Fy= 33 ksi I i 3'X ' ALUM COLUMN 6— 110 SMS EACH WITHOUT SIDEPI ES SIDE ALUM. COLUMN & HEADER CONNECTIONS 1 3/4' AJ/3' 8 (3 1/2'X 7 1/2 2'WOOD HEADER MIN. 0 0 0 c 0 0 5 0 ,o TV v I 1� 2 i 3'X 3' 024' I e l 4- 114 SMS 3- 114 SMS o 4- 114 SMS EACH I 7' EACH SIDE ALUM. 6- 114 SMS EACH SIDE OF SIDE OF COLUMN I i COLUMN i i EACH SIDE COLUMN 2'X 6 1 /2' ALUM. 3'X 3' ALUM. 3'X 3' ALUM. SIDEPLATES WITH SIDEPLATES COLUMN COLUMN WITH SIDEPLATES END VIEW WITHOUT SIDEPLATES SPLICE DETAIL DOUBLE 2" X 6 1/2" L19 COLUMN CONNECTIONS FOR ATTACHED AND HEADER CONNECTION FREESTANDING WITH SOLID ROOF COVERINGS -4xB (3 1/2'x 7 1/2") 2 3/4-X 24-X 7 GA. STRAP EACH SIDE OF HEADER 4X B (3 1/2'X7 1/2' WOOD HEADER 1/2'0 BOLTS i i I 3 1/2-1 4- 1[2' 0 i i 4X 4 (3 1/2'X 3 1 2 BOLT I WOOD COLUMN 2X 6(1 1/2'X5 1/1 3- 1/2' 0 BOLTS 4 X 4(3 1�2'X 3 1/2' WVD SIDE- EACH SIDE 00 COLUMN LATES END VIEW WITH SIDEP TES 2' 2- 1/2' 0 BOLTS EACH SIDE 2X 6 WOOD SIDEPLATES 4X 4 WOOD WITHOUT SIDEPLATESOLUMN C NOTES: FOR COLUMN TO 1/2' 0 STL FOOTING CONNECTION SEE 103 -BOLT DETAIL 'AV COLUMN CONN. ® FOOTING L20 WOOD ALTERNATE COLUMN CONNECTIONS FOR ATTACHED AND FREESTANDING STRUCTURES 2-T4: I6d2NAILS TO BO O.Cf 4-5 COLLA NOOD 2X 6 (1 1\2'X 5 1/2')� '% A WOOD SIDEPLATE WITH SIDEPLATES WITHOUT SIDEPLATES L21 WOOD ALTERNATE FOR DOUBLE 2 X 6 HEADER CONNECTIONS DATE I REVISION I DATE REVISION �g Engineering ServicesO&Z�208 Keeeo Street 70 ' Bristol, IN 46507 DFMN BY: KG NONEDKAWING COMPONENT PARTS t CONNECTION DETAILS `2` 1999 NE FOR PATIO R COMMERCIAL LATTICE STRUCTURES (AMP 7/9B of 97LT03 3 OF 6 2. 33- 2.' 11 3"X 8'X 12 GA�-1 STEEL "C" BEAM 12- #14 SMS - 3"X 3"X .040 ALUM. COLUMN 6- #14 SMS PER 2� (ANGLE) 75" 75' 5' 8- #14 SMS .EACH SIDE PLATE .75" 75' 5" 8- #14 SMS EACH SIDE .5". 2.3' 3"X 8" HEADER 2- 2"X 6 1/2 - SIDE /2"SIDE PLATES 2- 1/4" #14 SMS SIDE PLATES 16- 2.3" 16- # 1 4" FILLER LAY2.3" PER 3"X 3" EACH SIDE COLUMN 2- #14 TEK c ONE EACH SIDE CULL 00-0-- .5*, 0 2- #14 TEK 1'X 3"X .06" 10- #14 TEK ONE EACH #14 TEK 6063-T6 ALUM. 5 EACH SIDE SIDE ALUM. 6063-T6 EACH (4) -ONE ON � 1'X 3"X .06"X 0'-2 3/4" 0.060" BRACKET EACH SIDE OF L ALUM. 6063-T6 SV5 #14 TEK COLUMN" 3 1/2" 3" X 3"CH SIDE �j STEEL COLUMN STL. COLUMN 3" �2"X 6 1/2"X .024" SIDE PLATES2- 2"X 6 1/2" X .024" SIDE PLATES - 2"X 6 1 2' 024" SIDE PLATES X16- #14 SMS3"X 8" BOX 3"X 8"X 12 GA. 8 EACH SIDE PLATE BEAM WRAP "C" BEAM 2- #14 TEK DETAIL 3" X 8" - 1 FOR ATTACHED STRUCTURES PER 2� (ANGLE) WITH FREESTANDING FOOTINGS COLUMN TO WRAPPED 3" X 8" X 12 GA. -3"X 3"X .04" ALUM. COLUMN 'C' BEAM HEADER CONNECTIONS L22 DETAIL 3" X 8" FOR ATTACHED STRUCTURES L23 3" X 12" X 12 GA. STL. 'C' BEAM WRAP W/ 3" X 8" ALUM. BOX BEAM 4zDATE REVISION DATE REVISION QRIFESS N TU ql 2^' #Am �magEngineering Services c N0. 70 and ., N 206 Keeoo Street eArlol, IN 46507 IVil- ��P KG Of PJILI�� COMPONENT PARTS ! CONNECTION DETAILS 2 2 JLNONE NAME FOR PATIO & COMMERCIAL LATTICE STRUCTURES G EERS STAMP 7/ggUs 97LT04 4 OF 6 3" X B" BOX BEAM HEADER �fALUM. "H" 3' 6" BRACKET 3"X 3" ALUM. COLUMN 3" 060 , L24 ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER (6063—T6 ALUM. ALLOY) #14 SMS TYPICAL OR ALTER. 2- 5/16"0 BOLTS FOR 10 PSF & 5/16" 0 - 20 PSF L25 10 PSF-70 & 90 MPH WIND SPEED ]"X B" HEADER O O p p TSIDE4-#14 T R-� O% 0 SJ 00 -/14 SMS INT O 5-/14 S-/14 Sus • SEE NOTE 71ON' ER i COLUM IO HEADER-NTO HEADER AT LEFT EACH SIDE ON EACSCOLUMN •NOTE.' N SIDE WHEN INSTALLING 3"X J" COLUMN 2,x 6 1 /2"SIDEPLATES TO COLUMN SIDEPLAA 3"X 3" COLUMN 3 YOU MAY FASTEN SMS ON SLAB WITH FOOTINGS ON SLAG WITH FOOTINGS IN A SINGLE Row EQUALLY SPACED DOWN THE COLUMN COLUMN W/ / SIDEPLATES COLUMN W 'H' BRACKET OLUM ALUM. FOOTING BRACKET ::-2- 1/4"X 2" HILTI-KWIK BOLTS OR EQ. FOR -20 PSF LJ,VE LOA FOR 10 LIVE LOA (SLAB OR FOOTING L26 20 PSF-70 & 90 MPH WIND SPEED 3 B" MEADE 00 00 00 3"X 8" HEADER o \0. p I _/1♦ SMS INTO z-/14 s4-/14SMSINTO0O HEADER -/14 SMS TSDE 0 EADER NLS COLUM HEADER Ec COLUMN 4-/14 S TO HEADER SEE ON EACH SLOE OON EACH SIDE COLUMN COLUMN NOTE A80VE 2X 6 12" A 3"X 3" COLUMN 3"X 3" DEemrol ON SLAB WITH FOOTINGS ON SLAB WITH FOOTINGS COLUMN W/ SIDEPLATES COLUMN W/ 'H' BRACKET 1+ --.FOOTING RACKET NOTE: WHEN #14 SMS ARE USED, INSTALL THE SAME NUMBER AS FOR FASTENING SIDEPLATES TO COLUMN AND HEADER. L27 ALUMINUM FOOTING BRACKET FOR CONNECTING COLUMN TO CONC. SLAB OR FOOTING (6063—T6 ALUM. ALLOY) -NOTE; L28 30 PSF-70 & 90 MPH WIND SPEED WHEN INSTALLING SIDEPLATES TO COLUMN YOU MAY FASTEN SMS W A SINGLE ROW EQUALLY SPACED DOWN THE COLUMN J e' HEADER 00 o O 3,1 e' HEADER 3"X fNtO orb O0,#%4 Sus INTO 6 7-114 Sus 1NTO 0 -p4 SMS INT>,s OF HEADER &HFADEIt k COLUMN HEADEA !COLUMDETiON EACH SIDE ON EACH SIDE ON EACH SIDEMNSEE 2-I 5 1 2"NOTE ABOVE SIDEPLAI� 31x 3" COLUMN 3X 3' COLUMN ON SLAB WITH FOOTINGS ON SLAB VM FOOTINGS COLUMN WITH SIDEPLATES COLUMN WITH 'H' BRACKETS DATE REVISION I DATE I REVISION c T1' OewxjEnglneering Services 206 KoWco Strut �� Bristol. IN 46507 q t�LNONE L1/ECS\ N 4 ` OKKIIANG HEARTCOMPONENT PARTS h CONNECTION DETAILS FOR PATIO s COMMERCIAL LATTICE STRUCTURES STAMP Wyk 97LTOS 5 OF 6 fe- //14 Sus 3.00 S m t: �HE� a EAL�tI 90E �721.56--10.72 3�� B0M. 2-X 6 f/2' x 0.021' AWN. 0.93 �-I 2- SIDE PLATES 16- /14 SYS 0 0.72 6 EACH SIDE 0 0 2- 14 TDC 0 T� 3.00 On 4ertAcf¢�T TO A Tie M 'C' o 0.93 —•I 0.28 1 1.56 fe— /14 SMS 0.094" STEELEL k 0.37 SDE PATE TO Sit 3- COwMN I 5 16' • DOLTS: 1 Fort -- tb PSF LIVE I= I� II NE CONNE2 0 16- /14 SMS PLATE 0.72 �'-0.17 FONifON O t 3o n To O 3X 1'x 3' cowNN -•�•I OAD CONNECTION ° u T (IN)= 0.024, 0.030, 0.040 (ALUM) 3'X 3'It .04e' 6 = 0.048 (STEEL) STEEL COLUMN NOTE, LLL X .024SIDE PLATES COLUMNS MAY BE TRIMMED W/FLEX- L29 3" X 8" X 12 GA. STEEL 'C' HEADER TO COLUMN CONNECTION ALUM. FACING. L30 3" ALTERNATE COLUMN (3003-1-116 ALUM. ALLOY OR A-446 Fy=40 KSI STEEL) I 0'0' •688'(4) 3.00", 4.00" 188' 3.0' (4) I 5.00" OR 6.00' TMP• •094' 10' R x .7 0'(4) L32 3", 4", 5" OR 6" p10" HIGH ALUMAx'(4) 66 STEEL COLUMN I.D. Fy=36 KSI .43714) � 3.00', 4.00" 5.00" OR 6.00 125' RAO. .020 OP. (36) x 70' .062' RAD.(20) -1fE / N (12) .187" RAD.(16) �Q� 0 1 Uc DATE REVISIONS L31 FLUTED COLUMN F ,� Q' p %\t, Englnsering Services OAmeAmax (3" ALUM. 6063-T6) "t" = 0.062' UNLESS OTHERWISE NOTED WT N0. 2 z/I � Bristol. IN 206 Kesco 545507 OR PARE COMPONENT PARIS k CONNECTION DETAILS EFORPATIO 6: COMMERCIAL LATTICE STRUCTURESEEr- WX97LT06 6 OF 6