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HomeMy WebLinkAboutDIANA LANE 40989_11-00000742 I "CITY OF i � LADE LSI1-10RE BUILDING & SAFETY Nc DREAM EXTREME,. 130 South Main Street PERMIT PERMIT NO: 11-00000742 DATE: 8/16/11 JOB ADDRESS . . . . . : 40989 DIANA LANE LT128 DESCRIPTION OF WORK PATIO OWNER CONTRACTOR JAVIER & EMMA LUNA GUTTERS N COVERS, INC. 40989 DIANA LANE 19069 VAN BUREN BLVD. LAKE ELSINORE CA 92530 RIVERSIDE, CA 92508 951-956-7023 LIC EXP 0/00/00 A. P. # . . . . . . 347-330-050 9 SQUARE FOOTAGE 0 OCCUPANCY . . . . GARAGE SQ FT 0 CONSTRUCTION . . . FIRE SPRNKLR VALUATION . . . . 8, 000 ZONE . . . . . . R-1 BUILDING PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 63 . 00 6 . 00 X 12 . 5000 VALUATION 75 . 00 ELECTRICAL PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 30 . 00 1 . 00 X 1 . 0000 LIGHTING FIXTURES/1ST 20 1. 00 1 . 00 X 16 . 2500 MISC. WHERE NO OTHER FEE 16 . 25 FEE SUMMARY CHARGES PAID DUE PERMIT FEES BUILDING PERMIT 138 . 00 . 00 138 . 00 ELECTRICAL PERMIT 47 . 25 . 00 47 . 25 OTHER FEES PROF.DEV. FEE 2 TRADES 10 . 00 . 00 10 . 00 PLANNING REVIEW FEE 27 . 60 . 00 27 . 60 PLAN RETENTION FEE 3 . 90 . 00 3 . 90 SEISMIC GROUP R . 80 . 00 . 80 GREEN BUILDING FEE 1 1 . 00 . 00 1 . 00 PLAN CHECK FEES 103 . 50 . 00 103 . 50 TOTAL 332 . 05 . 00 332 . 05 i Type: IF D-aver: 1 il��ipt W: M42 �- W16/19M Tinc ICMM City of Lake Elsinore Please read and initial Building Safety Division 1.1 am Licensed under the provisions of Business and professional Code Section 7000 ct seq.and my license is in full force. Post in conspicuous place 2.l,as owner of the property,or my employees w/wages as their sole compensation will do the work on the job and the structure is not intended or offered for sale. 3.I,as owner of the property,am exclusively contracting with licensed contractors to construct the You trust furnish PERMIT NUMBER and the project. JOB ADDRESS for each respective inspection: 4.1 have a certificate of consent to selfinsure or a certificate of Workers Compensation Insurance Approved plans trust be on job or a certified copy thereof. at all times: 5.l shall not employ any person in any manner so as to become subject to Workers Compensation Laws in the performance of the work for which this permit is issued. Note:If you should become subject to Workers Compensation after making this certification, Code Approvals Date Inspector you must forthwith comply with such provisions or this permit shall be deemed revoked. ELO 1 Temporary Electric Service PLO 1 Soil Pipe Underground EL02 Electric Conduit Underground r Footings Steel Reinforcement Grout Slab Grade Underground Water Pipe SS01 Rough Septic System SWO1 On Site Sewer EPOS Floor Joists BP06 Floor Sheathing BP07 Roof Framing BP08 Roof Sheathing BP09 Shear Wall&Pre-Lath PL03 Rough Plumbing EL03 Rough Electric Conduit EL04 Rough Electric Wiring EL05 Rough Electric/ T-Bar ME01 Rough Mechanical ME02 Ducts,Ventilating PL04 Rough Gas Pipe/Test PL02 Roof Drains r� ` BPI O Framing&Flashing L b` ! 4 BP 12 Insulation BPI Drywall Nailing BPI I Lathing&Siding PL99 Final Plumbing EL99 Final Electrical ME99 Final Mechanical BP99 1 Final Building Code Pool&Spa Approvals Date Inspector OTHER DIVISION RELEASES Deputy Inspector Department Approval required prior to the P001 Pool Steel Rein./Forms building being released by the City P001 Pool Plumbing/Pressure Test P003 I Pre-Gunite Approval Date Inspector EL06 lRough Pool Electric VFinance Sub List Approval P004 Pool Fencing/Gates/Alarms P005 Pre Plaster Approval P009 Final Pool/Spa ',_CITY OF LAKE LSI AORT D R E A M FX i-fZ F m F ,M 130 South Main Street APPLICATION FOR APPt_ICATIO 1 _ 9 2-- BUILDING PERMIT APPLICATI RE FIV D DA7 E f VALUATION CALCULATIONS 13t FLOOR 5F BLOCK/PAGE 2nd FLOOR SF NAME 3rd FLOOR SF O GARAGE SF N ADDRESS O,`�9 f��,QA/L7 Z- ✓ 7 E -CITY R P STORAGE SF R hereby affirm that I am licensed uniler provisions ot chapter H(commencing DECK&BALCONIES SF with section 7000)of division 3 of the business and professioris code,and C my license is in full force and effect. OTHER: SF O LICENSE# CITY BUSINESS N AND CLASS TAX# 01111 7,KOG T / VALUATION: R !✓�r��s. Al A MAILING C AD0RFSS/406 1�i8.11�IJI �8«� fy FEES T CITY STATE/ZIP PHONE BUILDING PERMIT 3 J R CONTRACTOR'S U-A i PLAN CHECK J fJ J , E C # Z� ,6 p A PLAN REVIEW R MAILING C ADDRESS SEISMIC PLAN RETENTION 1 V EW OCC GRP,f CONSI, ❑ADDITION DIVISION: TYPE: 0 ALTERATION NUMBER OF NUMBER OF OTHER STORIES: BEDROOM& INOI-E FAMILY ZONE: C7 APARTMENTS I certify that I have read this application and state that the p CONDOMINIUMS HAZARD YES above information is correct.I agree to comply with all city Lj TOWN HOMES AREA? NO and county ordinances and stale laws relating to building OCOMMERCIAL SPRINKLERS YES construction,and hereby authorize representatives of this ❑INDUSTRIAL REQUIRED? NO city to enter upon the above-mentioned properly for insp- p REPAIR PROPOSED USE OF BLDG: lion purposes. p DEMOLISH PRESENT USE OF BLDG.- JOB DESCRIPTION t oo .4 Gv�saWaov aG 1. �T/ Sign of Applica r Agent Date mr✓ �jT/ 7- Agent for [j contractor [] owner Agents Name Agents Address ....�... --y ........ �.r Re4�1Q%estxom ® - Report Page 1 of 2 Property Detail Report CoreLo gic' For Property Located At RealQuest, Professional 40989 DIANA LN, LAKE ELSINORE, CA 92532-1635 Owner Information: Owner Name: LUNA JAVIER B& EMMA A Mailing Address: 40989 DIANA LN, LAKE ELSINORE CA 92532-1635 H099 Phone Number: Vesting Codes: HW 11 JT Location Information: Legal Description: .26 ACRES MIL IN LOT 128 MB 4061036 TR 31792 County: RIVERSIDE,CA APN: 347-533-013 Census Tract/Block: 427.1511 Alternate APN: 347-533-013 Township-Range-Sect: Subdivision: Legal Book/Page: Map Reference: 1866-Fl Legal Lot: 128 Tract#: 31792 Legal Block: School District: LAKE ELSINORE Market Area: Munic/Township: Neighbor Code: Owner Transfer Information: Recording/Sale Date: ! Deed Type: Sale Price: 1st Mtg Document#: Document#: Last Market Sale Information: Recording/Sale Date: 0513012007105/0412007 1st Mtg Amount/Type: $211,9501 CONV Sale Price: $412,000 1st Mtg Int. Rate/Type: ! Sale Type: FULL 1st Mtg Document M 354489 Document#: 354488 2nd Mtg Amount/Type: ! Deed Type: CORPORATION GRANT 2nd Mtg Int. Rate/Type: ! DEED Transfer Document* Price Per SgFt: $121.21 New Construction: Y Multi/Split Sale: Title Company: NORTH AMERICAN TITLE Lender: UNIVERSAL AMERICAN MTG CO/CA Seller Name: LENNAR HOMES OF CALIFORNIA INC Prior Sale Information: Prior Rec/Sale Date: I Prior Lender: Prior Sale Price: Prior 1st Mtg Amt/Type: 1 Prior Doc Number: Prior 1st Mtg Rate/Type: / Prior Deed Type: Property Characteristics: Gross Area: 3,970 Parking Type: ATTACHED Construction: GARAGE Living Area: 3,399 Garage Area: 571 Heat Type: CENTRAL Tot Adj Area: 3,399 Garage Capacity: Exterior wall: Above Grade: Parking Spaces: Porch Type: Total Rooms: Basement Area: Patio Type: Bedrooms: 5 Finish Bsmnt Area: Pool: Bath(F/H): 3/ Basement Type: Air Cond: CENTRAL Year Built/Eft: 20071 Roof Type: Style: Fireplace: Y I 1 Foundation: Quality: #of Stories: 2.00 Roof Material: TILE Condition: Other Improvements: ADDITION Site Information: Zoning: Acres: 0.26 County Use: SINGLE FAM RESID(R1) Flood Zone: Lot Area: 11,326 State Use: R01001 Flood Panel: Lot Width/Depth: x Site Influence: Flood Panel Date: Res/Comm Units: 1 / Sewer Type: TYPE yp UNKNOWN Land Use: SFR Water Type: TYPE UNKNOWN Tax Information: Total Value: $268,000 Assessed Year: 2010 Property Tax: $7,585.10 http://pro.realquest.com/j sp/report.j sp?&client=&action=confirm&type=getreport&recordn... 8/16/2011 lRejlQMest.com ® - Report Page 2 of 2 Land Value: $91,000 Improved %: 66% Tax Area: 5024 Improvement Value: $177,000 Tax Year: 2010 Tax Exemption: Total Taxable Value: $268,000 http://pro.realquest.com/jsp/report jsp?&client=&action=confirm&type=getreport&recordn... 8/16/2011 Javier Luna Fp�'ji.oti �tl an 40989 Diana Ln. Scale III Lake Elsinore, Ca. 92532 951-887-7424 800 sq. ft. SOLID ALUMAWOOD Patio Cover with 2 ceiling fans and 2 post lights 00° 50' 16' SOLID 800 [/1 City Of Lake Elsjnorc 1 ning Division Approves 11pproved )ate: Driveway Sidewalk Diana Ln. I Cart PuMen P.E. 3441 Wyllnk PIBpm Lynoftrg,vA-24:sp3 r :.. F REw J>3rtuaty 3,2011 nth Mlbrgt3A AMadMax Building Prbducts 2892.1 OS Hwy 74 fi omuland,CA 92-585 Dear H.eeth: 1 C Evaluation:Service Report#1398 Was approved under the 20M IBC. I arrm.currerw w0rkirtg on arppraval of-this report under the.2UO9 IBC_ There are MOt-Signrficant dMerer►ces beNmen the two codes and it is acceptable to build these stnxtu"wtleM"2009!Be iS if'PlaCO such as C01"S under the 2010 CBC, Please oant2et Me.at(434)384-2614 or at cerloufiemOcQmcast ref If you require further irrforrrtati0n. Sincerely, i Carl Putnft, P,E. yrw . T s io e .N D 2011 • ,, • • • ti ♦ • h. • • • • ♦ ♦ ♦ • • • • ♦ • . • ♦ • • l Amerimax Building Products Patio Cover,Carport and Commercial Structure Engineerin! PAGES DRAWING SECTION DESCRIPTION 2 PAGES GN01-2006 GENERAL NOTES GN02-2006 2 PAGES SC01-2006 SOLID PANEL STRUCTURAL CONFIGURATIONS SCO2-2006 ALUMAWOOD STRUCTURAL CONFIGURATIONS 1 PAGE LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES - �e 4 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS 4 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES 1N HIGH WIND AREASt' ° J e 2,t 2010 3 PAGES LT01-2006 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES . LT02-2006 j LT03-2006 F �Ql yy� 2 PAGES SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES j C 1 9 10 PAGES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND.COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS .t 6 0 13 � 10 PAGES SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS C►V L OfiCAL 4 PAGES NP01-2006 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS NP02-2006 NP03-2006 AY 2 3 2011 NP04-2006 ELSINORE 9 PAGES CD01-2006 COMPONENT PARTS AND CONNECTION DETAILS CD02-2006 �+ � OF LAKE CD03-2006 B U I L DING DIVISION CD04-2006 CD05-2006 CD06-2006 �� C�( CD0 -2006 PERMIT I CD08-2006 CD09-2006 June 1,2010 6 PAGES M1-2006 MISCELLANEOUS DETAILS M2-2006 MISCELLANEOUS DETAILS ' M3-2006 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES '' M4-2006 7.0 FOOTING AND SLAB ATTACHMENT TABLES M5-2006 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS M6-2006 7.0 FORCES ON EXISTING STRUCTURES M7-2006 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS " GENERAL NOTES: 1. DESIGNED IN ACCORDANCE WITH THE 2006 INTERNATIONAL BUILDING CODE. 4.THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE: 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2000 EDITION OF ALUMINUM ASSOCIATION'S a.GENERAL NOTES(2 PAGES) SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. b.STRUCTURAL CONFIGURATIONS(1 OR 2 PAGES) c.RAFTER SPAN TABLES(FOR LATTICE STRUCTURES),PANEL SPAN TABLES FOR SOLID COVER 3. DESIGN LOADINGS: STRUCTURES)OR BOTH(FOR COMBINATION STRUCTURES) GROUND SNOW LOAD DESIGN LOAD d.HEADER POST SPACING,FOOTING SIZE AND POST TABLE FOR L[VE/SNOW AND WIND LOAD 10 PSF 10 PSF LIVE LOAD ONLY e.ALL APPROPRIATE DETAILS 20 PSF 20 PSF LIVE LOAD ONLY f.OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. 25 PSF 21 PSF DESIGN ROOF SNOW LOAD 30 PSF 25.2 PSF DESIGN ROOF SNOW LOAD 40 PSF 33.6 PSF DESIGN ROOF SNOW LOAD 60 PSF 50.4 PSF DESIGN ROOF SNOW LOAD FOR 0.25/12>SLOPE<1/12 WIND SPEEDS IN THE 2006 IBC ARE"3 SECOND GUST WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM"3 SECOND GUST WIND SPEEDS". FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS 30'. Kzt WAS' ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER Kzt VALUE (ISOLATED HILLS,RIDGES,ESCARPMENTS)WILL REQUIRE HIGHER_WINO LOADS AS PER ASCE7-05 SECTION 6.5.7 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. NOTE:EXPOSURE B:URBAN AND SUBURBAN AREAS,WOODED AREAS,OR OTHER TERRAIN WITH NUMEROUS CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF SINGLE-FAMILY DWELLINGS OR LARGER.EXPOSURE B SHALL BE ASSUMED UNLESS THE SITE MEETS THE DEFINITION Or- ANOTHER TYPE EXPOSURE. EXPOSURE C:OPEN TERRAIN WITH SCATTERED OBSTRUCTIONS,INCLUDING SURFACE UNDULATIONS OR OTHER IRREGULARITIES,HAVING HEIGHTS GENERALLY LESS THAN 30 FEET(9144 MM)EXTENDING MORE THAN 1,500 FEET(457.2 M)FROM THE BUILDING SITE IN ANY QUADRANT THIS EXPOSURE SHALL ALSO APPLY TO ANY BUILDING LOCATED WITHIN EXPOSURE B TYPE TERRAIN WHERE THE BUILDING IS DIRECTLY ADJACENT TO OPEN AREAS OF EXPOSURE C TYPE TERRAIN IN ANY QUADRANT FOR A DISTANCE OF MORE QFE t0 [F THAN 600 FEET(182.9 M),THIS CATEGORY INCLUDES FLAT OPEN COUNTRY,GRASSLANDS AND SHORELINES 2�pF T IN HURRICANE-PRONE REGIONS. SEISMIC LOADING C a g MAXIMUM Ss=150%SHOWN IN 2006 IBC FIGURE 1613.5(1) 6I �413 Ss>150%ARE NOT REQUIRED AS PER ASCE7-05 12.8.1.3 X S1 NOT APPLICABLE TO THESE STRUCTURES * S, CI SITE CLASS=D O BASIC SEISMIC FORCE RESISTNG SYSTEM + OFC POSTS EMBEDDED INTO FOOTINGS=INVERTED PENDULUM»R=2,0 M 3 LQ�� POSTS SURFACE MOUNTED=GENERIC SYSTEM»R=1.25 ANALYSIS PROCEDURE=EQUIVALENT LATERAL FORCE PROCEDURES P ` THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FORA '� �? 1 �' _ • 5208 TENNYSON PARKWAY CONCENTRATED 300 LBF LOAD, emaX SUITE 100 E. IIVG PRODUCTS,INC. PLANE, TEXAS 75024 THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED IN IBC SECTION 1605.3.2 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING CMP UKAWIPJU Erp WIND OR SEISMIC FORCES. June 4,2010 NONE NAMEAGENERAL NOTES ICC ESR 1398 6/1/2010 Page 2 of 59 DATE: DRAWING SHEET ENGINEERS STAMP NUMB R7 GN01-2006 1 OF 2 May GTH VARIES• SEE SCHfiDUONS• PROJ Mpg: SEE SCHEDULE FOR POSTS.Nl POSTS TO'BE LENGTH VARIES PROJECTION p %0 PROJECTION LAN OF PROJECT CqN INSTALLED VERTICALLY.)JAY HAVE MORE THAN 2 POSTS (PER INTERMEDIATE 8Fl1Nl}, MIN. LENGTH 75% OF & END FASCIA MIN• LENGTH 75% FASCIAA SEE SCHEDUSMF0�t�ERS PANN. S J01NT PO SP -MIN- SLOPE 0.25"/FT. FN CIA MULTISPAN FREESTANUING 15 NO. OF #10 SINOLE SPAN COVER PANEL LOVERS no PATIO HEADER OVERhIANG OVER PANED �'S�pQV �p Sic Cyn_ p FASCIA REQUIRE FOOTINGS 25% POSH � � HEADER INSTALL w SPACING W ���SQt� ��y% (• COLUMN VERTICAL �y PROVIDE 1 ROVIDE 1 1/2" DRAIN 3.5' CONCRETE SLAB GRAIN 3,5' CONCRETE SLAB REWD W/ s T. RED'D W/ CONSTRAINED "d CONSTRAINED FOOTINGS �g d' I ram,//I FOOTINGS SEE SCHEDULE FOR $p SEE SCHEDULE FOR FOOTING SIZE I FOOTING SIZE. SINGLE MAX. O'HANG 25% OF SINGLE SPAN ATTACHED CANDLEVERED SIRUCTORE POST SPACING SEE SCHEDULE FOR 51;1< SCHEflU1 ES O C POST SPACING o NGYN VAR+�s. ov ,��0��05 B O y L� 3.5' CONCRETE SLAB REWD W/ FASCIA CAN R A �8"0 X 9 CONSTRAINED FOOTINGS R SPAN s 3 " REBAR NO P R SEE SCHEDULE FOR SIZE d" ASCIA DETAIL AD OR N29 ONLY ..�.� SINGLE SPAN FREESTANDING_S�f3UCTURE INTER— OVER PN PANEL MAY (— OVERHANG 257 M�X BEAM 1/2"0 STEEL �. LENGTN VARIES PRO CT OF CLEARSPAN 0 C G.OL SAR (RE--BAR Lu 0,HNI MAXIMUM SPACING FOR POST SIZE SEE POST SCHEDULES- PROVIDE MI f= 1 1/2'. I SEE SCHEDULE FOR SIZE — DETAIL AO OR N29 ONLY DRAIN FASCIA COVER iESSJ HEADER PANEL 3.5' CONCRETE SLAB REO'D W/ PUT CONSTRAINED FOOTINGS "d" "d' CO �! w m AWX5PAN ATTACHED CANTILEVERED STRUCTURE gLNDE 1 1/2 c 3.5' CONCRETE SLAB REWD W/ d" I ~ I~T XP 61 2013 PATIO COVERS ARE LIMITED TO 12' CONSTRAINED FOOTINGS jZ—SEE SCHEDULE FOR SI E HEIGHT, CARPORTS AND COMMERCIAL VAse%ES. SEE scH£oulEs. PRo,F ON 4 2X pA PLACE 3/8"m STL(RE—BAR) L� DETAIL AD OR N29 ON Y �T I STRUCTURES ARE LIMITED TO 18' �' MAY 2 3 � �� 9 0 � HEIGHT, PANEL SPAN 1'� CALL FND ASCIA ASCIA COVER HEADER IWTERK 31ATE MAXIMUM INSTALL BEAM OVERHANG of COU3MN 25X POST M.'P� ,+. VE3ZI1CASi1V STLCOLTYP. SPACING _ 5208 TENNYSON PARKWAY d �- -, * � OiI DING PRODUCTS,INC, SUITE 100 ROVIDE t t/2' I I PLANO,TEXAS 7SO24 DRAW 3/8.0 STEEL BAR DRAWN EIr 35' CONCRETE SLAB RED'D W/ •d -d• •d• 'd" (RE-BAR) CC CMP CONSTRAINED FOOTINGS _�� 'f M RTKPAN ATTACHED STRUCTURE DETAIL SEE AD OR 29 ONLY DULE FOR SIZE June 29,2010 NONE OR PART SOLID PANEL STRUCTURAL _4. NAME CONFIGURATIONS ICC ESR 1398 6/1/2010 Page 4 of 59 DATE WING SHEET ENGINEERS STAMPNU MBER SC01-2006 1 OF 2. GENERAL NOTES: 18.WHERE ALUMINUM ALLOYRARTS ARE IN CONTACT WITH DISSIMILAR METALS(OTHER THAN CONTINUED FROM SHEET NO. 1 STAINLESS,ALUMINIZED OR GALVANIZED STEEL)OR ABSORBENT BUILDING MATERIALS, LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET,THE FAYING SURFACES SHALL BE PAINTED OR 5. CONCRETE MIX: FC=2500, 3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE, MODERATE,AND OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I-A SEVERE CONDITIONS AS SHOWN IN FIGURE 1904.2.2 OF THE 2006 IBC. PATIO STRUCTURES MAY SECTION 6.6.1 BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750#OR LESS. 19. WHEN A SINGLE SPAN ATTACHED UNIT 15 ATTACHED TO A WOODEN DECK,THE MAXIMUM CONCRETE SHALL BE A MINIMUM OF 3,5 INCHES THICK AND NO CRACKS WITHIN 2'-6"OF POSTS. POSTS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OR EXPANSION JOINT OF A DEAD LOAD+ LIVE LOAD FROM THE PATIO COVER IS 750 LBS AND THE POST SPACING SHALL NOT .SLAB. EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB.THE MAXIMUM CONNECTION UPLIFT LOAD IS 800 LBS FOR 90MPH EXP C WIND SPEED.CONNECTIONS ARE FOR MAXIMUM PATIO 6. FOOTINGS HAVE BEEN DESIGNED FOR:CLASS 5 SOIL.ALLOWABLE FOUNDATION PRESSURE IS ROOF HEIGHTS OF 12 FT FROM GRADE.THE EXISTING DECK STRUCTURE MUST BE ADEQUATE TO 1500 POUNDS PER SQUARE FOOT, LATERAL BEARING PRESSURE IS 100 PSF/FT AND IS DOUBLED SUSTAIN THESE ADDITIONAL LOADS.THE STRUCTURAL ADEQUACY OF THE DECK TO SAFELY PER IBC SECTION 1804.3.1. THESE DESIGN VALUES DO NOT APPLY TO MUD, ORGANIC SILTS, SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ORGANIC CLAYS,PEAT OR UNPREPARED FILLS AND MAY REQUIRE FURTHER SOIL INVESTIGATION. ADDITIONAL ENGINEERING. SEE DETAIL L13,L14, N12, N13,AL OR AM. CONSTRUCTION OUTSIDE UNITS IN.SNOW/LIVE LOAD AREA OF 25 PSF OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. W/O ADDITIONAL ENGINEERING, MINIMUM FOOTING DEPTH IS THE LOCAL FROST DEPTH. 20. All structures must comply with one of the following: 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design MOTOR VEHICLES. CARPORTS MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR Category(SDC)A-F up to the maximum Ss noted in General Note#3. SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT. b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception#1 do not require additional seismic analysis. 8. FREESTANDING STRUCTURES,SHALL NOT BE ENCLOSED IN ANY MANNER. c. Structures not complying.with(a)or(b)require additional engineering seismic analysis. 9. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90, A123 G45 OR A153 B-3, PAINTED ASTM A755 21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS OR USE AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2. REPORT. 10.ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 3004H2x 22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL ALUMINUM MAY BE SUBSTITUTED FOR 3004H3x. SPECIFICATIONS MUST BE BASED ON LONGEST ACTUAL SPAN. 11.STEEL FASTENERS SHALL BE EITHER STAINLESS(3000 SERIES), GALVANIZED OR DOUBLE GENERAL NOTES FOR LATTICE STRUCTURES: CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED GLAVANIZED,MECHANICALLY (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-2006 AND LT01-2006 THRU LT03-2006.) GALVANIZED,ZINC ELECTROPLATED,ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE 1. SEE GENERAL NOTES,SHEET 1, SECTION 4 FOR LIVE AND SNOW LOADS. ANCHOR BOLTS ARE SPECIFIED IN THE DETAILS: 2. OPEN LATTICE STRUCTURES SMALL NOT BEE CLOSED. 12.EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES, 3. SINGLE SPAN LATTICE STRUCTURES T T U E DETAILS L1 ,L14 OR L25 MUST COMPLY WITH 13.HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN TABLE L1 AND L2 ON SHEET M5. THE FIRST INTERIOR POST. (EXCEPT FOR FULL STRENGTH SPLICES)FULL STRENGTH SPLICES 10FESS� (DETAILS 0, U,"AND X)MAY BE LOCATED ANYWHERE, PUP�4q� k 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO [CC ESR 1730, 1976,2196 �� 9� MAY 2 3 2011 OR EQUIVALENT. r A`15. ATTACHED STRUCTURES MAY NOT BE ENCLOSED 1N ANY MANNER WITHOUT ADDITIONAL ENGINEERING ANALYIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY. ; a 5208 TENNY50N PARKWAY 16.ALUMINUM SOLID ROOF PANELS ARE CLASS B FIRE RATED AS INDICATED BY THE EXCEPTION iNG PRODilCIS,WC. PLANO,10EXAS 75024 IN IBC SECTION 1505.3. DRAWN BY: CMP 17.STRUCTURES MAY BE ATTACHED TO SAVE OVERHANGS PER SCHEDULE. June 24,2010 DRAWING OR PART GENERAL NOTES 1CC ESR 1398 6/1/2010 Page 3 of 59 NONE NAME ENGINEERS STAMP ca N M E B ' GN02--2006 SHEET OF 2 3'X8' ALUM HEADER DOUBLE ALUM' STEEL C pRp✓FC�/pN MULTISPA I FREESTANDING TWO(CLEAR SPAN) A SPANS DOUBLE STEEL C BEAM LAil1C STRUCTURE "x6.625", 3"x8" OR 3"x3" ALUM. RAFTERS LATTICE OVERHANG 36' MAX MAXIMUM 24' MAX FOR 30 PSF SNOW RAFTER Gn S LOAD OR HIGHER OVERHANG IS 25X OFvw- CLEARSPAN LATTICE OVERHANG met \ c� 36' MAX24' MAX FOR 30 �. PSF SNOW LOAD OR Q*i4� HIGHER Q '�'� HOST HT. �� f-iEOF CLEAR SPAN J 3"x 8"x 12 or 16 GA. STEEL "C" BEAM S JQ C SC/y A/O'W T-V)- 5 P`Ja. FOR BEAM WRAP DETAIL,DETAIL Qp�FF �F FEU %C�, DETAIL 'L18% Q �L Z�� sp'�f/�FORM AB E PATIO,SIN COVERSDO W ATTACHED NOT S CONSTRAINED FOOINGS SPAN ' CONCRETE LT SIG �Yn of sr �J� REQUIRE FOOTINGS SEE SCHEDULE FOR SIZE�f� ��� DETAIL L29 ONLY �y 35' CONCRETE SLAB REQ'D W/ CONSTRAINED l di , J FOOTINGS » » " » SCHEDULES• P 0 VARIES• SEE M LFI4GTH 75� OF PROJEClIO�r FASCIA CA SINGLE SPAN ATTACHED MIN LENGIN ` R 3'x3 625 LATTICE STRUCTURE Qp 5°bQGS� yFpSp LEVER COVER PANEL ' TAILS HEADER OVERHANG LATTICE: 25y. POST SEE DETAlL L3 SPACING 9�3"s PROVIDE AIN 1/ 3.5' CONCRETE SLAB REQ'D 3.5' CONCRETE SLAB REQ'D Ad s/OF�sI S ??,OF S51Q�y "d W/ CONSTRAINED FOOTINGSCn W/ CONSTRAINED FOOTINGS SEE SCHEDULE FOR - _ _ __ - _ -- _ __.F --- -- - - - - - - - - - - - - - -- - - - - - - - --FOOTING-SIZE .. - - - -- - -- -- - --- -- -- - - ---- - - - --- - - C9 MULTISPAN UNITS III PLACE 3/8" 4X 9 C_a rt' SINGLE SPAN FREESTANDING "� REFER TO GENERAL CNUF SPAN AiT 4D cw?!mED SfR1CTURE LATTICE STRUCTURE ,tr P 20 NOTE 2�. SEE SCHEDULE FOR SIZ � DETAIL L29 ONLY ST C 1L Q ,`A� �. 20�1 q TW TW TW TW TW Tw 3 TW !a� P4 Peer r O'HANGI OVERHANG a �3 ' � A�11e�m�;x szo8 TENNYSON PARKWAY �.....' BUILD&PRODUCTS,DVC. SUITE 100 ?LAND, TEXAS 75024 h. C7pi � OFM 'CMP June 4,2010 SCALE: OR PART ALUMAWOOD STRUCTURAL FREESTANDING STRUCTURE ATTACHED STRUCTURE NAME CONFIGURATIONS ICC ESR 1398 6/1/2010 Page 5 of 59 DADRAWING SHEET TRIBUTARY WIDTH (TW) DIAGRAM ENGINEERS STAMP NUMBERT SCO2-2006 2 OF 2 SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES MAY 23 2011 R FESSfgN 2,5"x6"Super Six(Multispan) 3.5'x12"Super 12(Multispan) 2.5"x 12"Mark X(Multispan) 2"x6"Flat Panel(Multispan) Q ��. PUr Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Amerl yC ¢ Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B lExposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C 520 r y� � ps (in) 85 90 85 . 90 ps (in) 85 90 85 90 sf) (in) 85 90 85 90 (p in 85 90 85 90 PEA s 75 a rn 10 0.018 1V-1" 10'-51,- 9'-3" 8'-9" 10 0.018 9'-2" 8'-6" T-2" 6`-7" 10 0,018 8'-1" 8'-1" T-6" T-0" 10 0.018 11'-7" 11'-1" 9'-10" 9'-3,. LIVE 0.024 13'-3" 12'-9" 1114, 10'-8" LIVE 0.024 13'-8" 12'-9" 11'-2" 10'-5" LIVE 0.024 11'-3" 1 V-3" 10'-2" 9'-7" LIVE 0.024 14'-7" 14'-1" 12'-6" 11'4" Carl ,P. 0.032 16'-7" Ctv 16'-3" 14'-5" IT-7" 0.032 18'-9" 1T-11" 15'-10" 14'-11" 0.032 15'-3" 14'-8" 13'-7" IT-10" 0.032 16'-3" 15'7" 14'-6" 14'-0" 3441 Pl 0.036 18'-2" 18'-1" 16'-0" 15'-0" 0.036 20'-6" 19'-9" 18'-1" 17'-0" 1 0.036 115'-10" 15'-3" 14'-2" 1T-T' I 0.036 16'-11" 16'-3" 15'-i" 14'-6" Lync Q. 2 Q %j%\, 20 0.018 7'-11" T-11" T-11" 7'-11" 20 0,018 5'-9" 5'9" 5'-9" 5'-9" 20 0.018 5'-4" 5'4" 5'4" 5'4" 20 0.018 8'2" 8'-2" 8'-2" 8'2" (434} 8 , e'• \�QQ� June 24,2410 LIVE 0.024 9'-0" 9'S" 9'-6", 9'�i" LIVE 0.024 9'-4" 9'-4" 9'-4" 9'-4" LIVE 0.024 T-7" T-7" 7'-7" 7'-7" LIVE 0.024 10'-5" 10'-5" 10'-5" 10'-5" earl a 0.032 12'-0" 12'-0" 12'-0" 12'-0" 0.032 13'-3" 13'-3" 13'-3" 13'-3" 0.032 10'-7" 10'-7" 10'-T' 10'-7" 0,032 13'-2" 13'-2" 13'-2" 13'-Z' 0.036 1T-T' 13'-2" 13'-2" 13'-2" 0.036 14'-11" 14'-11" i4'-1T' 14'-11" 0.036 1V-7" 11'-7" 11'-7" 11'-7" 0.036 13'-B" 13'-8" 13'-8" 13'-8" MAXIMU ALLO B TRIBUTARY WIDTH AND#10SCREWS 25 0.018 7'-5" T-5" 7'-1" 6'-9" 25 0.018 5-3" 5'-3" 3'-10" X-7" 25 0.018 4'-7 4'-3" 3'10" 3'-7" 25 0.018 T-9" 7'-9" T-4" 6'-11" FOR PAN HEA ER OMBINATIONS Table4.9 0.024 9'-0" T-O" 8'-6" 8'-2" 0.024 8'-8" 8'-8" 8'-2" 7'-8" 0.024 7'-1" 7'-1" 6'-8" 6'-3" 0.024 V-10" 9'-10" V-4" W-11" of#of#10 screws PER FOOT to attach panel to header 0.032 11'4' 1 V-4" 10'-9" 1D'-3" 0.032 12'S" 12'S" 11'-9" 11'-2" 0.032 9'-11" 9'-11" 9'-4" 8'-10" 0.032 12'-6" 12'6" 11'11" 11'4" Headers Gauge 1 2 I 3 2 3 4 2 I 3 I 4 .I 5 0.036 12'-5" 12'-5" 11'-10" 11'- ' 0.036 14'-1" 14'-1" 13'-4" 12'-8" 0.036 10'-10" 10'-10" 10'-3" 9'�" 0.036 13'-2" 13'-2" 12'-9" 12'-4" (in) 90 mph Exp B 90 m h Exp C 114 mph Exp C 30 0.018 6'-9" 6'-9" 6'-9" 6'-9" 30 0.018 4'4" 4'-1" T-10" 3'-4" 30 0.018 4'-3" 4'-O" 3'-10" T5" 30 0.018 6'-11" 6'-11" 6'-11" 6'-11" Dble 2x6.625 0.018 3` T MAX 5' MAX MAX 3' 5' MAX MAX 0.024 8`-2" 8'-2" T-2" V-2" 0.024 T-8" 7'-8" 7'-8" T-8" 0.024 6'-3" 6'-3" 6'-3" 6'-3" 0.024 8'-11" 8'-11" 8'-11" V-11" RF Fascia 0.018 3' MAX MAX MAX MAX MAX 3' MAX MAX MAX 0.032 10'3" 10'-3" 10'-3" 10'-3" 0.032 11'-2" 1 V-2" 11'-2" 1 V-2" 0.032 8'-10" 8'-10" V-10" V-10" 0.032 1 V-4" 1 V-4" 1 l'-4" 1 V-4" 3x8 1018 3' 7' MAX 5' MAX MAX 3' 5' MAX MAX 0.036 1V-4 11'-4" 11'4' 11'4' 0.036 12'-8" 12'-8" 12'-8" 12'-8" 0.036 9'-8" 9'-8" 9'-8" 9'-0" 0.036 12'-4" 12'-4" 12'-4" 1Z-4' All Others 0.018 3' 7' MAX 5' MAX MAX 3' 5' MAX MAX 40 0.018 5'-1 i" 5'11" 5'-1 i" 5'-11" 40 0.018 3'-7" 3'-7" 3'4" 3'-2" 40 0.018 3'-7" 3'-7" 3'-5" 3'-3" 40 0.018 6'-1" fi'i" 6'1" 6'-1" Dble 2x6.625 0.024 .4' 8' MAX fi' 9' MAX 4' 6' MAX MAX 0.024 7'-3" 7'-3" T-3" 7'-3" 0.024 6'-7" 6'-7" 6'-7" 6'-7" 0.024 5'-4" 5'-4" 5'4" 5'-4" 0.024 T-10" 7'-10" 7'-10" T-10" RF Fascia 0.024 4' MAX MAX f MAX MAX 4' MAX MAX MAX 0.032 9'-l" 9'4' 9'-1" 9'-1" 0.032 9'-10" 9'-10" 9'-10" T-10" 0.032 T-8" T-8" T-8" T-8" 0.032 10'-1" 10'-1" 10'-1" 10'-1" 3x8 0.024 4' 8' MAX 6' 9' MAX 4' 6' MAX MAX 0.036 10'-1" 10'-1" 10'-11, 10'-1" 0.036 1V-2" 11'-2" 11'-2" 11'-2" 0.036 8'-5" 8'-5" 8'51, 8'-5" 0.036 11'-1" 11'-T' 11'-1" 11'-1" All Others 0.024 4' 8' MAX 6' 9' MAX 4' 6' MAX MAX 60 0.018 4'-10" g'-10" 4'-10" N-10" 60 0.018 2'-6" 2'6" 2'-6" 2'11" fi0 0.018 2'-8" 2'-8" 2'8" 2'-8" 60 0.018 4'-11" 4'-11" 4'-11" 4'-11" Dble 2x6.625 0.032 5' IV MAX 7' 10' MAX 5' 7' 9' MAX 0.024 5%11" V-11" U-11" 0.024 4'-11" 4'-11" 4'-11" 4'-11" 0.024 4'-1" 4'-1" 4'-1" 4'-1 0.024 6'4" 6'-4" T4' 6'4' RF Fascia 0.032 V 9' MAX. 6' MAX MAX 4' 6' MAX MAX 0.032 7'-5" 7'-5" T-5" 7'-5" 0.032 7'10" 7'10" 7'-10" 7'-10" 0.032 6'-0" 6'-0" 6'-0" 6'-0" 0.032 8'-2" 8'-2" 8'-2" V-2" 3x8 0.032 5' 10' MAX 7' 11' MAX 5' 7' MAX MAX 0.036 8'-3" 8'3" 8'-3" 8'-3" 0.036 8'-11" 8'-11" 8'-11" 8'11" 0.036 6'-7" 6'-7" 6'-7" 6'-T' 0.036 9'-0" 9'-0" 9'-0" 9'-0" All Others 0.032 6' '11' MAX 8' IT MAX 5' 8' MAX MAX TABLE 4.1 TABLE 4.2 TABLE 4.3 TABLE 4.4 Dble 2x6.625 0.036 5' 10' MAX 7' 10' MAX .5 7' 9' MAX SINGLE SPAN TABLES NOTE:PANELS MAY OVERHANG 25%OF THEIR CLEARSPAN RF Fascia 0.036 V 9' MAX 6' MAX MAX 4' 6' MAX MAX 2.5"x6"Super Six(Single Span 3.5"x12"Su er 12(Single Span 2.5"x 12"Mark X(Single Span 2"x6"Fiat Panel(Single Span 3x8 0.036 5' 10, MAX 7' 11' MAX 5' 7' 10' MAX Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure All Others 0.036 6' 13' MAX 9' MAX MAX 6' 9' MAX MAX Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C psf) (in) 85 90 85 90 (ps (in) 85 90 85 90 (ps (in) 85 90 85 90 (psf} In 85 90 85 90 'MAX'means the maximum possible tributary width 10 0.018 11'-2" 10'-6" T-7" 7'-2" 10 0.018 11'-2" 10'-6" 5'-10" 5'-2" 10 0.018 7'4' 6'-11" 6'-2" 5'-10" 10 ' 0.018 11'-9" 11'-1" 8'-0" T-7" LIVE 0.024 134-7" 12'-9" 1 V-4" 10'-8" LIVE 0.024 14'5" 13'-7" 12'-1" 1 V-5" LIVE 0.024 12'-2" 1 V-5" 8'-3" T-9" LIVE 0.024 14'-7" 14'-1" 12'-6" 11'-10" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS 0.032- 17'-4" 16'-3" 14'-5" 13'-7" 0.032. 19'-5" 18'-4" 16'-3 15'-4" 0.032 15'-3" 14'-8" 13'-7" 12'-11" 0.032 16'-3" 15'-7" 14'-6" 14'-0" FOR PANELIHEADER COMBINATIONS Table 4.10 0.036 19'-3" 18'-l" 16'-0" 15'-0" 0.036 20'-6" 19'-9" 18'-2" 17'-1" 0.036 15'-10" 15'-3" 14'-2" 13'-7" 0.036 16'-0" 16'-0" 'IT-1" 14'-6" Panel #of#14 screws PER FOOT to attach panel to header 20 0.018 11'-2" 10'-6" 7'-7" T-2" 20 0.018 6'-B" 6'-8" 5'-10" 5'-2" 20 6.618 T-4" Fir 6'-2" V-10" 20 0.018 10'-0" 10'-0" 8'-0" 7-7" Headers Gaug 1 2 I 1 S 2 I 3 1 1 2 I 3 I 4 LIVE 0.024 13'-7" 12'-9" 1T-4" 10'-8" LIVE 0.024 12'-5" 12'-5" 12'-1" 11'-5" LIVE 0.024 11'-4" 11'4" 8'-3" 7'-9" LIVE 0.024 12'-0" 12'-0" 12'-0" 11'-10" (in) 90 m h Exp B 90 mph Exp C. 110 mph Exp C 0.032 15'-10" 15'-10" 14'5" 13'-7" 0.032 14'5" 14'-5" 14'-5" 14'-5" 0.032 1T-5" 12'-5"' 12'-5" 12'S" 0.032 13'-2" 13'-2" 13'-2" 13'-2" Dble 2x6.625 0.018 7' MAX 5' MAX MAX 3' MAX MAX MAX 0.036 16'-5" 16'-5" 16'-0" 15'-0" 0.036 15`-4" 15'-4" 15'-4" 1514, 0.036 1V-7" 11'-7" 11'-7" 11'-7" 0.036 12'-11" 12'-11" 1T-11" 12'-11" RF Fascia 0.018 MAX MAX 4' MAX MAX 3' MAX MAX MAX 25 0.018 10'-11" 10'-6" T-7" T-2" 25 0.018 5'-4" 4'-1" V-4" 3'-2" 25 0.018 7'4" 6'-11" 6'-2" T-10" 25 0.018 9'-0" 8'-7" T-11" 7'-7" 3x8 0.018 7' MAX 5' MAX MAX 3' MAX MAX MAX 0.024 13'-2" 12'-9" 11'4" 10'4' 0.024 1V-9" 11'-9" 11'-2" 10'-8" 0.024 10'-8" 10'-8" 8'-3" T-9" 0.024 1V-7" 1V-7" 11'-2" 10'-10" All Others 0.018 7' MAX 5' MAX MAX 3' MAX MAX MAX 0.032 15'-3" 15'-3" 14'-5" 13'-7" 0.032 13'-8" 13'-8" IT-O" 12'-4" 0.032 11'-11" 11'-11" 1V-6" 11'-.2" 0.032 12'-8" 12'-8" 12'-3" 11'-11" Dble 2x6.625 0.024 7' MAX 5' MAX MAX 3' 6' MAX MAX 0.036 15'-10" 15'-10" 15'-4" 14--10" 0.036 14'-6" 14'-6" 13'-9" 13'-2" 0.036 10'-10" 10'-10" 8'-9" 6'-5" 0.036 12'-5" 12'-5" 12'-O" 11'-7" RF Fascia 0.024 6' MAX 4' MAX MAX 3' MAX MAX MAX 30 0.018 9'-11" 9'-6" T-7" T-2" 30 0.018 4'-1" T-10" 3'-2" T-0" 30 0.018 T4' 6'-11" 6'-2" 5'-10" 30 0.018 8'-7" 8'-3" T-11" T-4" 3x8 0.024 7' MAX 5' MAX MAX 3' 7' MAX MAX 0.024 1 V-11" I V-11" 11'4" 10'-8" 0.024 10'-8" 10'-8" 10'-8" 10'-8" 0.024 9'-8" T-3" 8'-3" T-9" 0.024 10'-10" 10'-10" 10'-10" 10'-10" All Others 0.024 9' MAX 6' MAX MAX 4' 1 MAX MAX MAX 0.032 14'-3" 14'-3" 14'-3" 13'-7" 0.032 12'4" 174* 12'-4" 12'-4" 0.032 11'-2" 11'-2" 11'-2" 1V-2" 0.032 1V-1i" 11'-11" 11'-11" 11'-11 Dble 2x6.625 0.032 7' MAX 5' 9' MAX 3' 6' 10, MAX 0.036 14'-10" 14'-10" 14'-10" 14'-10" 0.036 13'-2" 13'-2" 13'-2" 13'-2" 0.036 9'-8" T-3" 8'-9" 8'-1" 0.036 11'-T' 11'-7" 11'-7" 11'-7 RF Fascia 0.032 fi' MAX N MAX MAX 3' 6' MAX MAX 40 0.018 8'-10" 8'-10" T-7" T-2" 40 0.018 31': 3'-7" 3'-0" 2'-10" 4D 0.018 7'-2" 6'-11" 6'-2" 5'-10' 40 0.018 T-7" 7'-7" T-4" 7'-2" 3x8 0.032 7' MAX 5' 10' MAX 3' 7' MAX MAX 0.024 10'-7" 1D'-7" 10'-7" 10'-7" D,024 9'-1" 9'1" 8'-6" 7'-11" 0.024 8'-7" 8'-7" 8'-3" 7'-9" 0.024 9'7" 9'-7" 9'3" 9'-0" All Others 0.032 11' MAX 8' MAX MAX 5' MAX MAX MAX 0.032 12'-8" 12'-8" 12'-8" 1 T-8" 0.032 11'-0" 11'-0" 11.-0" 11'-0" 0.032 10'-3" 10'-3" T-10" 9'-7" 0.032 1 V-0" 11%0" 1 V-0" 1 V-0" Dble 2x6.625 0.036 7' MAX 5' 9' MAX 3' 6' 10' MAX 0.036 13'-6" 13'-6" 13%6" 13 6" 0.036 1 V-8" 11'-8" 11'-8" 11'-8" 0.03fi 8'-5" 8'-5" 8'-1" 7'-9" 0.036 10'4' 10'-4" 10--0" 9'-8" RF Fascia 0.036 6' MAX 4' 8' MAX 3' 6' MAX MAX 60 0.018 T-3" 7'-3" 7'3" 7'-2" 60 0.018 2'-6" 2'-6" 2'-5" 2'-5" 60 0.018 5'-2" 5'-2" 5'-2" 4'-11" 60 0.018 6'-3" 6'-3" 6'.3" 3x8 0.036 7' MAX 5' 10' MAX 3' 7' 10' MAX 0.024 8'-8" 8'8" 8'-8" 8'-B" 0.024 6'-1" 6'-1" 6'-1" 6'1" O.D24 7'-0" 7'-0" 7'-0" 7'-0" 0.024 T-10" T-10" 7'-10" T-10" All Others 0.036 12' MAX 8' MAX MAX 5' 11' MAX MAX 0:032 10'-5" 10'-5" 10'-5" 0.032 9'-0" 9.4. 9'-0" 9'-0" 0.032 8'-4" 8'4' 8'-4" 8'4' 0.032 9'-5" 9`-5" 9'-5" 9'-51, 0.036 11'-1" 1" 11'-1" IV-1" 0.036 9'-7" 9'-7" 9'-7" 9'-7" 0.036 6'-7" 6'7" 6-7" 6'-7" L 0.036 8'-6" 8'-6" 8'-6" 1 8'-6" BLE 4.5 TABLE 4.6 E 4.7 TABLE 4.8 SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES FOR HIGH WINDS MAY ? �j �6� �SStOnj�( PP�T' 2.5"x6"Super Six(Mult(span) 3.5'x12"Super 12(Multispan) 2.5"x 12"Mark X(MulB J span) 2'x6"Flat Panel(Mull L Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure am O tlir7g � ! i1 Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Par M u 1. ran m (psf) (in) 110 100 105 110 (psf) in 110 100 105 110 (psf) (in) 110 100 105 110 (psf) in) 110 1 100 105 110 Tex 02 to 10 0.018 8'-5" T-9" 7'-5" 7'=0" 10 0.018 6'-3" 5'-6" T-1 4'-9" 10 0.018 6'-9" 6'-3" 6'-0" 5'-8" 10 0.018 8'-11" 8'-3" T-10" 7-6" w' ' LIVE 0.024 10'-3" 9'.6" 9'-0" 8'-7" LIVE 0.024 10'-0" 9'-2" 8'-7" 8'-1" LIVE 0.024 9'3" 8'-7" B'-1" T-9" LIVE 0.024 11'-5" 10'-6" 10'-0" 9'7" { tna U1 013 {� 0,032 13-1" 12'-l" 11'-6" 10'-11" 0.032 14'-4" 13'-3" 12'-7" 1l'-11" 1 0.032 12'-5" 1T-6" 10'-11" 10'-5" 0.032 IT-8" 13'-0" 12'-7" 12'-2" ii CaV: J� 0.036 14'6" 13'S" 12'.9" 12'-l" 0,036 16'-5" 15'-2" 14'4' 13'-8" 0.036 13'-4" 12'-7" 11'-11" 11'-5" 0.036 14'4' 13'-6" 13'-1" 12'-8" L hb 20 0,018 T-19" 7'-9" 7'-5" T-0" 20 0.018 5'-9" 5'-6" 5'-l" 4'-9" 20 0.018 T-4" T-4" 5'-4" 5'-4" 20 0.018 8'-2" 8'-2" T-10" T-6" ( OQ June 24,20I0 LIVE 0.024 9'$" 9'6" 9'-0" 8'-7" LIVE 0.024 9'4' 9'-2" 8'-7" 8'-1" LIVE 0,024, T-7" T-7" T-7" T-7" LIVE 0.024 10'-5" 10'-5" 1T-0" 9'-7" car] a. 0.032 12'-0" 12--0" 17'-6" 10'-11" 0.032 13'3" 13'-3" 12'-7" 11'-11" 0,032 10'-7" 10'-7" 10'-7" 10'-5" 0.032 13'-2" 13'-0" 12-7" 12'-2' 0.036 13%, 13'2" 12'4" 12'-1 0.036 14'-11" 14'-11" 14'-4" 13'-8" 0.036 1 V-7" 11'-7" 1 V-7" 1 V-5" 0.036 13'-8" 13'-6" 13'-l" 12'.8" MAXIPAU AL OWABLE TRIBUTARY WIDTH AND#10 SCREWS 25 0.018 6'-9" 6'-5" 6'-2" 5'-11 25 0.018 3'-4" T-2" T-10" 2'-8" 25 0.018 T5" T3" T-0" 2'-10" 25 0,018 6'-11" 6'8" 6'-4" 6'-1" FOR EADER COMBINATIONS . Table 4.9 0.024 8'-2" 7'-9" 7'-6" 7'3" 0.024 7'-8" T-3" 6'-11" 6'7" D.024 6'3" 5'-11" 5'-7" 5'4" 0.024 8'11 8'6" 8'-2" 7'-10" Panel#of#10 screws PER FOOT to attach panel to header 0.032 1U-3" 9'-f0" 9'-5" 9'-1., 0.032 11'-2" 10'4. 10'-2" 9'-10" 0.032 8'-10" B'-5" 8'-0" T-8" 0.032 11'-4" 10'-10" 10'-5" 10'-1" Headers Gaug 1 , 2 3 2 I 3 4 2 1 3 I 4 I 5 0.036 11'-4" 10'-1D" 10'-5" 10'-l" 0.0 12'-1" 1 V-7" 11'-2" 0.036 9'-8" 9'-3" 8'-9" 8'-5" 0.( 12'4" 11'-11" 11'-6" 11'-1" (in) 90 mph Exp B )0 mph Exp C 1i0 mph Exp C 30 0.018 6'-5" 6'-2" 5'-11" 5'-9" 30 0,018 T-4" T-0" T-10" 2'-7" 30 0,018 T-5" T-1" T-O" 2'-9" 30 0.016 6'�" 6'-4" 6'1" 5'-11" Dble 2c6.625 D.018 3' 7' MAX 5' MAX MAX 3' 5' MAX MAX 0.024 7'-9" 7'-0" 7'-3" T-0" 0.024 T-3" 6'-11" 6'-7" 6'-3" 0.024 5'-11" 5'-7" 5'-4" 4'-3" 0.024 8'-6" 8'-2" T-10" T 7" RF Fascia 0.018 3' MAX MAX MAX MAX MAX 3' MAX MAX MAX 0,032 T-10" 9'-5" 9'-1" 8'-10" 0.032 10'-6" 10'-2" T-10". 9'-5" 0.032 8'5" 8'-0" T-8" T-4" 0,032 10'-10" 10'-5" 10'-1" 9'-9" 3x8 0.018 .3' 7' MAX 5' MAX MAX 3' 5' MAX MAX 0.036 10'-10" 10'S" 10.4. 9.4. 0.036 12'-i" 1V-7" 11'72" 10'-9" 0.036 9'-3" 8'-9" 8'-5" 8'-1" 0.036 11" 1V-6" 11'-1" 10'-8" All Others 0.018 3' 7' MAX 5' MAX MAX 3' 5' MAX MAX 40 0.018 5'-11" 5'9" 5'-9" 5'-6" 40 0.018 V-0" 2'-10" 2'-7" 2'-0" 40 0.018 T-1" T-o" 2'-9" 2'-8" 40 0.018 6'-1" 5'-11" 5'-11"' 5'-8" Dble 2x6.625 0.024 N 8' MAX 6' 9' MAX 4' 6' MAX MAX 0.024 T3" T-0" 7'•0" 6'-9" 0.024 6'-7" 6'-3" 6'-3" 6'-0" 0.024 5'-4" 4'-6" 4'-3" 4'-1" 0.024 T-10" 7'-7" T-7" 7'-4" RF Fascia 0,024 4' MAX MAX 6' MAX MAX 4' MAX MAX MAX 0.032 9'-1" 6'-10 T-10" 8%6" 0.032 V-10" 9'-5" 9'-5" T-1" 0.032 T-8" 7'-4" T-4" 7'-1" 0.632 10'-1" 9'-9" 9'-9" V-5" 3x8 0.024 4' 8" MAX 6' 9' MAX 4' 6' MAX MAX 0.036 10'-1" 9'-9" 9'-9" 9'-5" 0.036 1T-2" 10'-9" 10'-9" 10'4, 0.036 8'-5" 8'-1" 8'-1" 7'-9" 0.036 11'-1" 10'-8" 1V-8" 10'-4" All Others'0.024 4' 8' MAX 6' 9' MAX 4' 6' MAX MAX 60 0.018 4'-10" 4'-8" 4'-7" 4'-T: 60 0.018 2'-3" 2'-1" 1'-i 1" 1'-10" 50 0.018 2'B" 2'-7" 2'-2" 2'-0" 60 Q,018 4'-11" 4'-10" 4'-8" 4'-8" Dble 2x6.625 0.032 5' 10' MAX 7' 10' MAX 5' 7' 9' MAX. 0.024 5'-11" 5'-11" 5'-11" 5'11" 0.024 4'-11" 4'-9" 0.024 4'-l" T-11" 3'-10" T-10" 0.024 6'-4" 6'-4" 6'-4" 6'-4" RF Fascia 0.032 4' 9' MAX 6' MAX MAX 4' 6' MAX MAX 0.032 T-5"' 7'-5" T-5" T5" 0.032 7'-10'. 7'-10" 0.032 6'-0" 6'-0" 6'-0" 6'-0" 0.032 8'-2" 8'-2" 8'-2" 8'-2" 3x8 0.032 5' 10' MAX 7' 11' MAX 5' 7' MAX MAX 0.036 8'-3" 8'3" 8'3" 8'-3" 0.036 8'-11'. 8'-11" 0.036 6'-7" 6'-7" 6'-7" 6'-7" 0.036 9'-0" 9'-0" 9'-0" 9'-0" All Others 0.032 6' 11' MAX -8' 12' MAX 5' 8' MAX MAX TABLE 4.9 TABLE 4.10 TABLE 4.11 TABLE 4.12 Dble 2 6.625 0.036 5' 10 MAX T 10' MAX 5' T 9' MAX SINGLE SPAN TABLES NOTE,PANELS MAY OVERHANG 25%OF THEIR CLEARSPAN RF Fascia 0.036 4' 9' MAX 6' MAX MAX 4' 6' MAX MAX 2.5"x6"Super Six(Single Span) 3.5"x12"Super.12 Single Span)_--- 2.5"x 12"Mark X Single Span 2"x6"Flat Panel Sin le Span 3x8 0.036 5' 10' MAX 7' 11' MAX 5' T 10' MAX Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure All Others 0.036 6' 13' MAX 9' MAX MAX 6' 9' MAX MAX Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp 8 lExposure C Snow Load Gauge Exp B Exposure C (psf) (in) 110-. 100 105 110 (psf) (in) 110 1 100 105 110 (psf) (In) 110 1 100 105 110 (psf) (in) 110 100 105 110 'MAX'means the maximum possible tributary width 10 0.018 6'-11" V-S" V-l" T-10" 10 0.018 2'5" T-1" V-10" 1'-8" 10 0.018 5'-8" V-3" X-4" 3'-4" 10 0.018 T-4" 6-9" 6'-5" T-7" LIVE 0.024. 8'-4" T-9" 7'4" T-0" LIVE 0.024 I VA" 8$4' T-11" 7%7" LIVE 0.024 T-6" T-0" 6'-8" 64" LIVE 0.024 1 V-5" 10'-7" 8'-2" 1 1'-10" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS 0.032 13'-1" 12'-2" 1V-6" 1V-0" 0.032 14'-10" 13'-9" 13'-1" 1T-5" 0.032 12'-5" 11'-7" 11'-0" 10'-6" 0.032 13'-8" 13'-0" 12'-7" 14'4' FOR PAN EIJHEADER COMBINATIONS Table4.10 0.036 1 14'-6" 13'-5" 1 T-9" 12'-2" 0.036 16'-6" 1 V-4" 14'-7" IT-10"I 0,036 13'4' 12'-7" 1 V-11" 11'-5" 1 0,036 14%3" 13'-6" 13'-1" 14'-6" Panel#of#14 screws PER FOOT to attach panel to header 20 0.018 6'-11" 6'-5" 6'-1" V-10" 20 0.018 2'-5" T-1" V-10" V-8" 20 0.018 5'-8" 5'-3" 3'-4" 3'-4" 20 0.018 7'-4 5" 6' " 7'-7" Headers Gauge1 1 2 I 1 p 2 3 1 1 2 1 3 1 4 LIVE 0.024 8'-4" T-9" 7'-4" T-0" LIVE 0.024 1 V-1" 8'-4" T-11" T-7" LIVE 0.024 T-6" 7'-0" 6'-8" 6'-4" LIVE 0.024 1 V-5 10'-T' 8'-2" 11'-10" in 90 mph Ex B 90 mph Exp C 110 mph Exp C 0.032 13'-1" 12'-2" 11%6" 1 V-0" 0.032 14'-5" 13'-9" 13'-1" 12'-5" 0.032 12'-5" 1 V-7" 11'-0" 10'-6" 0.032 13'-2" 13'-b" 12'-7" 13'-2" Dble 20.626 0.0.18 7' MAX 5' MAX MAX 3' MAX MAX MAX 0.036 14'-6" 13'-5" 12'-9" 12'-2" 0.036 15'4" 15-4" 14'-7" 13'-10" 0.036 1 V-7" 1 V-7" 11'-7" 11'.5" 0.036 12'-11" 12'-11" 12'-11" 12'-11" RF Fascia 0.018 MAX MAX 4' MAX MAX 3' MAX MAX MAX 25 0.018 6'-11" 6'-5" 6'-1" 1 5'-10" 25 0.018 2'-5 2'-1" V-10" V-8" 25 0.018 5'-8" 5%3" T-4" T-4" 25 0.018 T-4" 6-9" 6'-5" 7-7" 3x8 0.018 7' MAX 5' MAX MAX 3' MAX MAX MAX 0.024 8'-4" T-9" 7'-4" 7'-0" 0.024 10'-8" T-11" T-1" 6-8" 0.024 7'-6" T-0" 6%8" 64" 0.024 10'-10" 10'-4" V-2" 10'-10" All Others 0.018 T MAX 5' MAX MAX 3' MAX MAX MAX 0.032 13'-1" 12'-2" 11'-6" 1 V-0" 0.032 12'4" 11'-10" 11'-5" 11'-0" 0.032 1 V-2" 10'-10" 10'-7" 8'-9" 0.032 11'-11" 1 V-7" 1 V-3" 11'-11" Dble 2x6.625 0.024 7' MAX 5' MAX MAX 3' 6' MAX MAX 0.036 14'-6" 13'-5" 12'-9" 12'-2" 0.036 IT-2" 12'-7" 12'-2" 1 V-8" 0.036 8'-1" T-9" 7'-3" T-0" 1 0.036 11'-7" 11�2" 10'-9" 1 V-7" RF Fascia 0,024 6' MAX N MAX MAX 3' MAX MAX MAX 30 0.018 6-1.1" 6-5" 6'-1" 5'-10" 30 0.018 T-5" 2'-1" V-10" 1'-8" 30 0.018 5'-8" 63" T-4" 3'4' 30 0.018 TA" T-9" 6'-5" 7'4" 3x8 0.024 7' MAX 5' MAX MAX 3' 7' MAX.MAX 0,024 8'-4" T-9" 7'4' T-0" 0.024 8'-6" T-6" T-l" 6'-4"- 0.024 7'-6" T-0" 6'-B" 6'4" 0.024 10'4" 8'-9" 8'-2" 10'-10" All Others 0.024 9' MAX 6' MAX MAX 4' MAX MAX MAX 0.032 13'-1" 12'-2" 1 V-6" 1 V-0" 0.032 11'-10" 11'-5" 1 V-0" 10'-7" 0.032 10'-10" 10'-7" 9 4' 8'-7" 0.032 1 V-7" 11'-3" 11'-0" 11'-11" Dble 2x6.625 0.032 7' MAX 5' 9' MAX 3' 6' 10' MAX 0,036 14'-6" 13'-5" 12'-9" 12'-2" 0.036 12'-T' 12'-2" 11'-8" 11'4" 0.036 8'-1" T-6" T-3" 6'-9" 0.036 11'-2" 10'-9" 9'-2" 1 V-7" RF Fascia 4.032 6' MAX 4' MAX MAX '3' 6' MAX MAX 40 0.018 6'-11" 6'-5" 6'-1" 5'-10" QD 0.018 2'-5" 2'-1" 1'-10" 1'8" 40 0.018 5'8" 5'-3*' 3'4" 3'4" 4D 0.018 6'-11" 6'-9" 6-5" T-2" 3x8 0.032 7' MAX 5' 10' MAX 3' 7' MAX MAX 0.024 8'-4" T-9" 7'4' T-0" 0.024 T-6" T 1" 6'-4" 6'-1" 0.024 T-6" T-0" 6'-8" -9 6'-4" 0,024 8' " 8'-6" 8'-1" S.-O., All Others 0.032 11' MAX 8' MAX MAX 5' MAX MAX MAX 0.032 12%8" 12'-2" 1 V-6" 1 V-0" 0.032 1 V-0" 10'-7" 10'-7" 9'-0" 0.032 9'-3" T-0" V-7" 8'4" 0.032 11'-0" 10'-9" 1 T-9" 1 V-0" Dble 2x6.625 0.036 7' MAX 5' 9' MAX 3' 6' 10' MAX 0.036 13'-6" 13'-l" 12'-9 12'-2" 0.036 1 V-B" 11'4" 11'4" 10'-11.. 0.036 T-6" T-3" 6-9" 6-7" 0.036 9'-5" 9'-2" 8'-8" 9'4" RF Fascia 0.036 6' MAX 4' 8' MAX 3' 6' MAX MAX 60 0.018 6'-11" 6'-5" 6%1" 5'-10" 60 0.018 2'-4" 2'-1" V-10" V-8" 60 0.018 4'-8" 4'-4" 3'4" 3'4" 60 0.018 6'-3" 6'-1" 5'-11" 6'-3" 3k8 0.036 7' MAX 5' 10' MAX 3' 7'. 10' MAX 0.024 8'4" T-9" 7'4' T-0 0.024 6'-1" V-9" 5'-6" 5'-6" 0.024 7'-0" 6'-10" 6'=8" 64" 0.024 7'-10" T-B" T-6" T-10" All Others 0.036 12' MAX 8' MAX MAX 5' 11' MAX MAX 0.032 10'-5" 10%5" 10'-5" 10'5" 0.032 9'-0" 8'-9" W-7" 8'-7" 0.032 8'-4" 8'-2" 8'-0" 8'-0" 0.032 9'-5" 9'-2" 9'-0" 9'-5" 0.036 1V-1" 11'-1" 1V-1" 11'-I" 1 0.036 9'-7" 9'-4" 9'-2" 9'-2" 0.036 6'-7" 6-5" 6'-3" 6-3" 0.036 8'-6" 8'3" 8'-1" 8'-6" LE 4.13 TABLE 4.14 4.15 TABLE 4.16 • SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 90 MPH WIND AREAS 0.042"x W'Box Beam Detail N30 Double 0.042"x3"x6"Beam Detail N25 Double 0.040"x2'X6.625"Beam Detail N25 0.042"x3"x8"Box Beam Detail N30 Double 0.042"x3"x8"Beam Detail N25 Double 0.04014"4-625"Beam(DOW N25 TABLE 5.1 Attached Freestanding Or Attached Freestanding or jAI.11�lued Freestanding or TABLE 5.1 'Attat6nnding or Attached Freestanding or . Attached Freestanding or Structure Mullis an Units Structure MDlfispan Units Structure Multispan Units Struan Units Structure Multispan Units Structure Mullis an Units GROUND TRIO POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH "ROUND TRIB POST POST MAX OST LENGTH MAX MAX POST LENGTH MAX, MAXI io LENGTH SNOW WIDTH SPACING REO'D POST MIN FOOTER e' { 10 ! 1Y P057 MIN FOOTER -V I 10, I 12' POST FODTER 6' I 16' I 12' SNOW WIDTH SPACING REQO POST MIN 10' I 1Y POST MIN FOp 8' I 10' I 1Y POST MIN FGo B' j 10' I 1Y LOAD (FT) ON SLAB FOR SPAGN POST SIZE CONSTRAINEDFOO SPACING POST SIZE CONSTRAINED FOOTS SPACINGCONSTRAINEDFOOTS LOAD (F� ON SLAB FOR SPACING POSTAINED FOOTER SPAGN POST 5� CONSTRAINEDFOOTS SPAClN POST 8� CONSTRAINEDFOOTS(PSF) IF'?) SLAB (FT) TYPE 'd' 'd' 'd' 'd' 1 TYPE -d- -d- -d- -d- (F7) 'd' .d' 'd' 'd' (P6F) (Fr) SLAB (FT) TYPE 'Cr 'd' -d- (� TYPE -d' '0' -d- -d- (FT) TYPE 'd' 'd 'd' 'd (n) (in) (m) 0n1 rn) n) On) On) f+) (in) (n) M C. Cn) Cn) fnl (in) (M) h+ CO) M f 90 MPH EXPOSURE B 90 MPH EXPOSURE B 10 3 22'-8' A 1Y•0" A 20 25 26 28 18'-11' A 23 27 29 90 17-1' A u 26 27 29 30 3 7.5' A 61-51 A 16 22 - 23 24 12'4' B 2D 25 26 28 11•-Y a 19 24 25 M LIVE 3.6 19-5" A 11'•4" A 20 24 28 27 171-51 A 23 - 27 29 30 16'-9" A 22 25 27 28 9.5 e'-2" A 5'a" A 16 21 22 24 1114" C 20 -24 28 27 10'•3' B 10 Z9 26 Ze LOAD 4 1T-0' A 104" A 20 24 25 27 IT-3' A 24 2e 28 20 14'•B' A 23 25 27 28 4 T-1" A 5'•1" A 16 21 22 23 10'S•• C 21 24 25 27 W-01 B 20 23 24 25 ONLY 4.5 18-1" A "" A 21 24 25 26 15-2" B - 24 28 28 20 131•9- A 23 25 2E 28 4.5 614" A 4'-7- A 16 20 22 23 a'-W' C 21 24 25 28 6'•10•' C 20 22 .24 28 5 13'-7" A 8-10" A 21 23 28 26 14'4" B 25 28 27 20 13--0- A 24 24 20 27 6 51•8" A a'S" A 16 20 21 22 9'-t' C 21 23 25 26 8'd" C 20 22 23 28 6.b 12'•4" .A 8'•9"' A 21 23 24 28 13'-T B 25 25 2) 28 124" A 24 24 26 27 5.5 5'•2" A 3'-11" A 16 20 21 22 8'-T, C 21 23 24 28 7-10' C 21 22 23 24 6 1V-4' A T-0' A 21 22 24 26 52'-11' B 25 25 27 28 11'-9'• O 24 24 26 27 0 4'•8' A 3'7" A 17 19 21 22 8•-1' C 22 23 24 25 T-5" C 21 22 23 24 6.6 10-5" A 7-C A 21 22 24 25 12'4' a 26 26 28 28 11'IT, 9 25 26 25 20 8,6 4'-4" _ A 3'4- A 17 1B 20 22 T 7" -C 22 22 24 25 7'-0" C 21 21 23 24 7 9'•8" A 0'•11' A- 22 22 23 26 ti'-10' a 20 26 26 26 1049' 8 25 25 25 26 7 4'•1" A 0'•Y' A 17 19 20 21 T-3' C 22 22 24 25 111 C 21 21 23 24 75 9-1' A V-7' A 22 22 23 24 11'4- B '26 26 26 27 10.4'• 8 25 25 25 20 TS T-9^ A 2'-11" A 17 19 20 21 0'-11- C 22 22 23 25- 6•a` C 22 22 22 24 8 8-8" A 0•.1^ A 22 22 23 24 10'-11' a 28 29 26 27 1d'•0' a 26 25 25 20 8 3'•6" A 2'•9' A 17 18 20 21 0'-7' C 22 22 23 24 a-2' C 22 22 22 23 8.5 8'-0' A 5-11- A 22 22 23 24 10'4" B 20 28 26 27 O-B- 8 20 26 26 20 6.5 3'4' A 2'•8' A 17 18 20 21 0'4" C 22 22 23 26 5-11" C 22 22 22 _23 9 T-8" - A Ga^ A 22 22 22 24 10'•2' B 27 27 27 27 914' a 2e 26 26 20 9 3'•Y A T-0- A 17 18 19 21 6'-1' C 22 22 z3 24 5-8' C 22 22 22 23 9-5 T-2' A 5'-5' A 22 22 22 24 9.10" C 27 27 27 27 9'•D` a 28 20 20 20 9.5 T-0" A 2'4• A 17 18 1B 21 6'-10' C 23 23 23 2a 6'-0' C 22 22 22- 23 10 8'-9- A 5,4, A 22 22 22 23 0'4" C 27 27. 27 27 8'-9- 8 26 26 20 26 00 MPH EXPOSURE C 11 B1., A 4'-10' A 22 22 22 23 1111" C 27 27 27 27 e'a' B 27 27 27 27 30 3 B'•9" A e'•5" A 18 24 25 28 IZ4' C 22 27 2D JO N'-Y B 27 26 27 29 12 5'-8` A 4-10 A 22 22 ?Z 23 8'-5' C 28 28 28 26 --'11' C 27 27 27 27 $.5 7'a" A 5'•8- A 18 23 24 - 26 114' C 23 27 28 30 10'-3' C 22 25 27 28 73 5'-2" A 4'-2^ A 2Z 22 22 22 e'•0" C 28 28 26 26 C 27 27 27 27 4 8'-8' A 6'-1" A 16 22 24 26 10'•5' C 23 28 28 20 .V-O- C 22 26 26 28 90 MPH EXPOSURE C 4.5 5'•10, A 4••7' A is 22 24 25 0'8, C 23 26 27 29 B'-10' C 23 24 28 27 10 3 22'-8" A 1".. A 22 27 29 3D 18'-0" A 24 29 So 32 14'4" A � 23 27 29 30 5 _ 5'-3" A 4'd- A 16 22 23 25 0'"1- C 24 25 27 28 8'•S" C 23 24 20 27 LIVE 3.5 19'•6- A N'-2" A 23 27 28 30 14'-8- .A 25 28 JO 31 13'-4" A 24 27 28 SO 5.5 4'-9" A 3'•11" A 16 21 23 24 8'-3" C 24 25 27 28 T-10' C 23 24 2b 21 LOAD 4 171•0" A 1014" A 23 20 28 29 13'-7' B 20 28 29 31 124 A 24 26 28 29 8 -4'-4" A- 3'-T' A 19 21 23 24 6'-1' C 24 25 20 28 T•6" C 24 24 2b 28 ONLY 4.6 15'-1' A V-61 A 23 26 27 29 12'-9- 0 20 27 29 30 11'-7' A 25 25 27 29 0.5 4'-0•• A T4' A 19 21 22 24 7•-7" C 24 24 20 27 7•-0- C 24 24 25 28 5 13'-7" A 6'-10" A 23 25 27 28 12-O" B 25 27 29 30 10•-11' B 26 20 27 29 7 3'-9' A 3'-Y' A 19 21 22 23 Ta- C 25 26 28 27. F-9' 'C 24 24 25 26 5.6 12'-4' A e'-2" A 24 25 26 26 11'-a" B 20 27 28 30 SO'4" B 28 26 27 2B 7.5 3'-0" A T-11" A 10 20 22 23 6'-11" C 25 25 26 27 6'-5" C 24 24 24 20 8 11'-4• A 1-0" A 24 24 20 27 10•-9" '0 27 27 28 29 9'-10, B 28 20 27 28 8 3'-3` A Z-V A 10 20 22 23 0'-T C 25 26 25 27 6•-2" C 24 24 24 26 6.6 10•S' A 7'-2' A 24 24 20 27 10'-Y B 27 27 28 29 9'4" 8 20 26 20 28 8.5 3'-1" A 2'-0" A 10 20 21 23 6-4, C 25 25 25 20 b'-11' C 25 25 25 25 7 6'•8' A 8'-0' A 24 24 25 27 9'-9' a 27 27 27 29 9'-0' a 26 26 28 27 9 Y-11' A 2'4" A 19 20 21 23 V,1' C 25 25 25 20 6'a' C 21, 25 26 25 7.5 9'-1" A B-P A 24 24 25 20 0'4- 8 27 27 27 20 6'•T B 27 27 27 27 9.6 Y-91 A 24- A 19 20 21 22 5'40" G 25 25 25 20 5'A" C ffi 25 25 25 8 811" A 6'-0' A 24 24 25 26 V-11` C 28 28 20 28 5'-3' B 27 27 27 27 90 MPH EXPOSURE C a.5 8-0" A 5'-9' A 24 24 25 28 6.7- C 28 28 28 28 81•0- 8 27 27 27 27 40 3 T-Y A 14" A 57 23 24 26 10-9' C 21 20' 28 29 9'-9" C 20- 25 20 28 9 7'-0" A b'a' A 24 24 24 28 81•3' C 28 28 28 28 T-6' B 27 27 27 27 3.5 6'-1" A 4'-8' A, 17 22 24 26 9••1D"- C 22 26 27 29 B••11' C 21 24 28 27 0.6 T-2" A 5'-Y A 24 24 24 25 8'•0" C 28 28 28 28 7'-0' 8 21 27 27 27 4 V-4' A 4'-2" A 17 22 23 24 9•-0- C 22 25 27 28 8'•S' C 21 24 25 27 10 8'-9" A V-11" A 24 24 24 25 T-B' C 28 28 28 28 1'-2' C 28 28 25 26 4.5 4'•9` A 3••9' A 17 21 23 24 6'4" C 22 25 28 28- T'-0' C 22 24 25 27 11 e'-2" A 4'•8" A 26 26 25 25 T-2- C 29 29 29 29 6'•9' C 26 28 20 26 6 4'•3` A T-S" A 17 21 22 24 7'-9" C 23 25 26 27 T'-Z" C 22 23 26 26 A 4'-2' A 26 Z6 26 26 B'-D" C 20 29 29 29 e'4' C 28 28 26 26 6.5 3'-11" A T'2' A 17 21 22 23 T.3" C 23 24 26 27 11,41 C 22 23 25 26 19 5'•2' A 3'-11" A 25 25 25 26 8'-6' C 2B 2a 29 29 6'•0' C- 28 28 28 26 6 T-T A 2'-11' A 17 20 22 29 61•10" C 23 24 26 27 6'4" C 22 23 24 20 90 MPH EXPOSURE B 6.6 V-S" A Y•0- A 17 20 21 29 6'a" C 23 24 25 27 e'f" O 23 29 24 25 20 3 11'•10" A (1`01 A 17 23 24 26 14'-8" B 21 20 27 20 13'-Y B 20. 24 20 27 7 3'-W A 2'-0" A 17 20 21 23 8'•2^ C 29 23 26 20 6'9" C 23 23 24 Zb LIVE 3.8 10'-2" A T-2' A 17 22 24 25 t3'a' B 21 26 27 28 1Y-l" B 21 24 25 27 7.5 2'-10" A V-5" A 17 20, 21 22 6••10• .c 23 23 25 26 6'-e" C 23 23 24 26 LOAD 4 8•-11' A V-4, A 16 22 23 24 12'-8" C 22 25 28 28 11%3' a 21 24 25 20 8 2'-8' A 2'-V A 17 19 21 22 F-8- C 24 24 24 28 6'-3' C - 23 23 23 2b ONLY 4.6 T-11" A 5'-11" A 18 21 23 24 11'18" C 22 25 26 27 10•e, a 21 23 25 20 8.5 T-O" A 2'-1" A 17 19 21 22 5'3•' C 24 24 24 26 6'-0' C 23 23 23 26 s T•T' A 5-5' A 1B 21 22 24 10'-11' C 22 24 26 27 9'-11' C 22 23 24 2d 9 2'4" A 2'-M A 18 19 21 22 6'-1" C 24 24 24 25 4-1D" C 23 23 23 21 5.5 6'-5" A 5'-0' A 18 21 22 23 10'4' C 2S 24 25 27 V-5' C 22 23 24 25 00 MPH EXPOSURE B 6 61•11' A 4-4- A 18 20 22 23 9'-10' C 23 24 25 20 8'-11' C 22 22 24 26 40 3 T-2' A 64' A 15 21 22 23 10.9• C 19 24 26 27 6.5 51-5" A 4'4- A 18 20 21 23 914" C 23 23 25 26 6'a" C 23 23 24 25 3.5 6'42' A 4'a' A 16 20 22 23 V-10" C 19 24 25 20 -7 6-1" A 4'-1' A 18 20 21 22 5'-71' C 23 23 25 2e 8'-21 C 23 23 23 25 4 5'-6" A 4'•2" A 16 20 21 22 91 C 20 23 25 20 7.5 4'•9' A 3'-10' A 18 20 21 22 a'-0" C 24 24 24- 29 71 C 23 23 23 24 4.5 4'•9" A T-9' A 16 19 21 22 8-4` C 20 23 24 20 8 4'-5" A 3'-6" A 18 10 21 22 8'-2' C 24 24 24 25 T-0' C 23 23 23 24 5 4'-4' A T-5' A 15 19 21 2.2 TA- C 20 22 24 26 8.5 4'-2` A 3'-6' A 1B 19 21 22 T-10" C 24 24 24 25 7'•3' c 23 23 23 24 6.5 T-11" A T'2" A 15 19 20 21 T•3" C 20 22 24 25 F 9 3•-1 V A 31•3' A .18 SD 20 22 T-0' C 24 24 24 25 61.11" C 23 23 23 24 a 3'-T A Y-11' A 18 10 20 21 WAD' C 20 22 23 26 9.5 N-0' A 3'-Y A 18 19 20 21 7•1" C 24 24 24 25 61•0' C 24 24 24 24 8.5 3'4" A 2'-9' A 15 18 20 21 all, C 21 22 23 24 � 'ESA qve 10 3'-0" A 3'-0' A 18 10 20 21 T-0" C 24 24 24 25 e-e" C 24 24 24 24 7 3'-s' A 2'a" •A 1-9 18 20 21 0'-2' C 21 21 23 24 By1 13Vi }+'31.' 11 X-2" A 2'-0' A 18 16 20 21 0'-0- C 26 25 25 25 e'-1" C 24 24 24 24 7.5 2'-10"' A V-5' A 7e 18 10 21 5'-1D' C 21 21 23 24 y I2 2'-71` A 2'•6• A 1B 19 20 '21 0'-2• C 25 25 26 26 5'-9' C 24 24 24 24 8 '2'•6" A 2'-3" A 1d 1B 19 20 6'B" C 21 21 22 24 - 13 2'•8" A Y-4- A 10 19 19 21 S-9- C 25 26 25 26 6-6" C 24 24 24 24 8,5 Z-6 A 1•1" A 16 18 19 20 6'-9" C 21 21 22 29 5 9 2'-4- A 2'0" A 18 17 19 20 F-1" C 21 21 22 23. FE Sr n 24,20 3 0 ti ■ ICC ESR 1398 6/1/2010 Page 20 of 59 13 6 412o AY 2 3 2011 ,11 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 90 MPH WIND AREAS • 0.D42'7x3"x8'Box Beam(Detail N30) Double 0.042'x3'7c8'Beam Detail N25) Double 0.040'x2"x6.625'Beam{Detail N25 0.042"x3'x8"BOx Beam (Detaii N30) Double 0.042"x3"x8"Beam Detail N25 Double 0.040'x2"x6.625"Beam Detail N25 TABLE 5.1 Attached Freestanding or Attached Freestanding or j_"ur,hed Freestanding or TABLE 5.1 Attached Freestanding or Attached Freestanding Or Attached Freestanding or •4 Structure Mullspan Units Structure Multispan Unlls Mullis an Units SWcture Multispan Units Structure Multispan Units Structure Multispan Units GROUND ?RIB POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POSY LENOTH GROUND TRiB POST POST MAX MAX P03T LENGTH MAx MAX POSTLENGTH MAX MAX POST LENGTH SNOW WIDTH SPACING RE;T POST MIN FOOTER 6' I 10' I 12' POST MIN FOOTER B' f 10' 12' POST FOOTERio' 12' SNOW WIDTH SPACING REOD POST MIN FOOTS e' I 10' I 12'- POST MIN FOO 8' I 10' I 12' POSYM!N FOOTS 8' I 10' I 12' LOAD (FT) ON SLAB POR SPACIN POST SIZE CONSTRAINED FOOTS SPACING POST SIZE CONSTRAINED FOOTS SPACINGSIZE CONSTRAINED FOOTS LOAD (FT) ON SLAB FOR SPACING POST SIZE CONSTRAINEO FOOTER SPACIN POST S12E CONSTRAINED FOOTS SPAClN POST SIZE CONSTRAINED FOOTS(PSF) (FT) SLAB (F-7) TYPE 'd' 'd' 'd' 'd' (FT) TYPE -d- -d' 'd" (FT) (PSF)' (FT) SLAB '(FT) TYPE ^d' 'd' 'd- 'd' (PT)- TYPE 'd' "d' "d" 'd (FT) TYPE '(" 'd- 'd' 'd' (In) IIn) hnl pn) (in) f+n) (in) (D1) Pn) hn) MI 0n Gn) in) (In) (In) {In) (Inf go) In (in) (in) (In) (10 00 MPH EXPOSURE C 90 MPH EXPOSURE B 20 3 11'-1 or A 8'-0" A 19 25 26 28 14'-0' B 23 28 30 31 IT-Z' B 23 27 28 30 60 3 4%10' A X-ID' A 13 20 21 22 8'-5" C 17 23 24 26 TS" C 17 22 23 24 LIVE 3.6 to'-Z' A T-2' A 19 24 26 27 13'-0' B 24 28 29 31 12'1" B 23 28 28 29 3.5 4'•2' A 3'4' A 13 10 -20 22 T 7" C 18 22 '24 25 T-0' C 17 21 23 24 LOAD 4 8'-11' A 6b' A 20 24 25 27 17-8' C 24 27 20 30 11-3" H 24 26 27 20 4 3'-7' - A Z•11' A 13 19 20 21 6'•11" C 18 22 23 25 8'•5' C 17 21 22 24 ONLY 4.5 7'-11' A 6,.11' A 20 23 25 26 11'" C 25 27 28 30 1641" B 24 25 27 28 4.5 Y-2" A Z•6" A 14 19 20 21 6'4" C 18 22 23 24 5'-11' C 18 21 22 23 5 T-1" A 65' A 20 23 24 _ 26 10'-11' C 25 -28 28 30 V-11" C 24 25 27 26 5 2'-11'- A 74" A 14 18 19 21 6'-10' C 16 21 23 24 a'-0" C 18 20 22 23 - 6.5 8'-5" A 5'•0' A 20 22 24 25 1014" O 28 26 28 29 9'•6' C 25 25 28 28 5.5 Z-7" A Z-2^ A 14 18 10 20 6'S" C 16 21 22 24 5'-2' C 18 20 21 23 6 V-11' A -4'-8' A 20 Z2 24 25 9'-10- C 26 26 27 20 V-11" c 25 26. 28 27 8 2'.5' A 21" A 14 18 is 20 6'•1" C W 21 22 23 4'-10' C 18 20 21 22 6.6 65' A 4'-4" A 20 22 23 26 914" C 2e 26 27 29 8..8" C 25 26 20 Z7 6.5 Z-2' A 1'-10" A 14 17 10 20 4'•9" C 19 20 22 23 4'-7" C 16 20 21 22 7 5'-1" A 4'-1' A 20 22 23 24 8'-11' C 25 26 27 28 8-Z' C 28 26 26 27 7 2'-1' A 1'-9" A 14 17 18 20 a•B" C 19 20 22 23 4'-4' C 18 10 21 22 7.6 4'-9' A Y-io' A 20 21 23 24 B'-a' O 27 27 27 28 T-10" C 26 2e 26 27 7.5 V-11" A }'B" A 14 17 18 20 41" C 19 20 21 23 W-1" C 19 19- 21 22 e 4'-5" A T-8' A 21 21 23 24 8'-2- c 27 27 27 28 T 6" C 26 28 26 26 8 1'•9" A 1'd' A 14 17 18 10 4'-0" C 18 20 21 22 3'-11" C .10 19 20 22 8.5 4'2" A 3'-8' A 21 21 22 24 7'-10' C 27 27 27 ZB T 3" C 28 26 25 20 1 1 8.6 1'-6" A 1'S" A 14 .17 16 19 3'10'-__l C 19 1 20 21 22 9'-0' C 19 10 20 21 9 3'-11" A A-3- A 21 21 22 24 T-8' C 27 27 27 27 01•11' C 26 26 26 -26 90 MPH EXPOSURE C 0.5 s'A" A 3'-2' A 21 21 22 23 7'-3' C 27 27 27 27 6'-9' O 27 27 27 27 6o 3 4'-t(r A 3'-10" A 15 21 23 24 61S" C 19 25 27 26 T-8" C 19 24 25 27 10 31-e' A T-0' A 21 21 1 23 10' C 27 27 27 27 8'-0' G 27 27 27 27 3.5 4'.2' A 3'-4- A 15 21 22 24 T-7" C 20 24 26 27 7'-0" C 19 23 25 26 1} 3'-2' A Z'•0' A 21 21 22 29 6'-0' C 28 28 26 28 e'-i' C 27 27 27 - 27 4 3'-T A Z-11' A 1b 20 22 23 6'-11^ C 20 20 25 27 0'-5' C 20 23 24 28 90 MPH EXPOSURE B 4.5 3'-2' A 7-8" A 15 20 21 23 614, C 20 23 25 26 5'-71' - C 20 22 24 26 25 3 '10--11^ A T-V A 17 22 Z4 26- 13'-10, B 20 26 27 26 12'-6' -B 20 24 26 27 5 Z41- A 2'S" A 15 20 21 '22 51•10" D 21 23 25 2e 5'-0' C 20 22 24 25 3.5 9'-4' A 6'-7' A W 22 23 24 12'-8" C 21 25 27 28 11'S" B 20 24 25 26 6.5 2'-T' A 2'-2" A 15 I 21 22 5'45" 0 21 23 24 2e V-Y C 20 22 23 25 4 8'-2' A 5--11- A 17 21 23 .24 tt'" C 21 26 26 27 10'-7" B 21 23 25 26 .6 2'-S A 2'4" A 16 19 21 22 6--1- D 21 22 24 25 W-10" C 20 22 23 24 4.5 T-3' A 5'-5^ A 17 21 22 24 10'-11" C 22 24 26 27 7-11" C 21 23 24 26 0.5 Z-2" A 1'-10" A 15 19 20 22 4'-9" O 21 22 24 21 4'•T' C 21 21 23 24 5 a'6" -0. A V-11' A 17 21 22 23 10' " C 22 14 25 27 W-C C 21 23 24 26 7 2'1" A 1'-9" A 15 19 20 2Z 4'•6" D 21 22 2S 7b 4'4' C 21 21 23 24 6.6 51•11" A 4'-7' A 17 20 Z2 23 9'-8" 'C 22 24 25 28 6'-9" C 22 22 24 25 6 6'-5" A 4'1' A 17 20 21 23 9'-2' C 22 _ 23 25 2a 814' C 22. 22 24 25 OVER- TABLE 6,2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES 6.5 6'-0" A 4'•0' A 18 20 21 22 8'•8- C 23 23 24 2a T-11" O 22 22 23 26- HANG PROJECTION OF SINGLE SPAN SYUCTURES(FT) - 7 4'-a" A Y.0" A 18 10 21 22 F-r C 23 23 24 26 7'•T C 22 22 23 24 (FT) e' T 8' 9' 10, 11' 17 13' 14' 1& IS. 7T 1e' 19' zo. 21' 2Z 7.5 4-4' A 3'-4- A 18 19 21 22 T-11' O 23 23 24 25 7'-3" C 22 22 23 24 o' v 3.5' 4' 4,6' S' 5.5, 6' 6.6 T 75' 8' 8.6 B' 9.5' 1o' 10.5 it' B 4'-1' A s4• A 18 19 20 22 7nT C 23 23 24 25 7'•C' C 23 23 23 24 1' 3.6 4'' 4,6' 5 5.6 e' 8.5' T 7.5 B' 8.6 9' 9.5' is' 10.51, 11' t7.51 8.6 T-iv" A, 3'•2" A 16 19 20 21 T-9" C 23 23 24 26 04" C 23 23 23 24 2' n/a Na n/a Na nla 6.6 7' 7.5' 8' 8.5' 9' 9.s- $0, 10.6 11' 11.5' 17 0 3'-T' A 3'-0" A 16 19 20 21 6'-11' C 23 23 23 25 C-o" C 23 23 23 24 v n7a -Iva nia n1a n/a n7a W. Na Id. nla 9.6 to, 10s' 11' 1L6 12, 12.5' 9-6 s'-6" I A Z-IT A to 19 20 21 11 0'-B" I C 1 24 24 24 24 e'-3" C 23 1 23 1 23 1 23 4' nla N. Na nl4 n/a n7a W. N4 144 N9 n7a Na his Na n/a 126 13' 90 MPH EXPOSURE C 25 .3 9'-T' A a'-5" A 18 za 26 26 12'4' B 22 27 20 30 1T-2" B 21 26 27 20 TABLE 5.3 Post Requirement5 TABLE5.4 Post Requirements for 3.5 8'-2' A 6'-a' A 16 23 24 26 IVA' C 23 27 28 so 10'-3" a 22 25 27 28 for Attached Structures - Freestanding Structures 4 T-2• A 6-11 A 18 22 24 25 10'4' C 23 2a 2e 29 0'-0" B 22 25 2e 2e Post Description Max I POST Post DeSoeption Maximum Max POST 4.6 6'4" A 4•7' A 15 22 24 25 D'-a" C 23 -25 27 29 6'-10" C 23 24 25 27 H t Footing Hel ht ' 5 5'-9" A 111" A 16 22 23 25 9'-1" G 24 25 27 2e e'-3' G 23 24 26 27 Twin 0.062"xl.5"xl.5"Scroll 9' A I 0.041"x3"x3"Steel Clover d= 23" 12' D 6.6 6-2" A V-11" A 18 21 23 24 8'-6' C 24 25 27 28 7'-10" c 23 24 26 27 0.042"x3"x8"Aluminum Post ill B D.041'0"0"Steel Clover d= 23" 8' E 8 4'-0" A 3'-7' A 19 21 23 24 8'•1" c _24 28 25 28 7'-5' C 24 24 -25 26 0.024'Post with Side plates 12, B 3116'x3"x3"Steel Square d= 32" 15' F 6,5 4'-5- A 3'-4' A 19 V 22 24 T-T C 24 24 26 27 T-T G 24 24 26 26 Clover 0.03D'x3'x3'Alum ill B 3116'x4"x4"Steel Square d= 39" 18' G 7 4'-1' A 3'•2" A 19 21 22 23 7-Y C 25 25 26 27 e'-9' C 24- 24 25 26 Clover0.040'xYx3"Alum 12' B 5116'x4"x4"Sta6Square d= 42" 18' H 7.6 3'-10" A 2%1V A 10 20 22 23 4'-11" C 25 25 25 27 8.5" C 24 24 24 26 Colonial 0.062"Extruded 12' C 6 3-7" A 24' A 19 -20 22 23 0'-7' C 26 25 25 27 6'•2" C - 24 24 24 28 0.041'xWx3"Steel Clover 12' D 8.5 T-4" A 2'-8' A 19 20 21 23 "" C- 25 25 25 2E �6'-11" C 25 25 25 � 25 0-041"x3"x3"-Sleet Clover 8' E 9 3'-T A Z-0" A 19 20 21 23 6'-1' C 25 25 25 26 5'-18" C 25 25 25 25 3/16'x3"x3'Steel Square 15' F pQ S/QN 9.5 3'-0" A z_'r A to 20 21 22 6'-10' C 25 25 26 2a 8'e" C 25 25 26 26 3116'x4"xa"Steel S uare 1" G Q Y 10 2'-10" A Z-0" A 19 19 21 22 V-7" C 25 25 25 26 6'•3" C 25 26 26 26 5/16"X4°X4"Steel S UarO 18' H ', �y >` GENERAL INSTRUCTIONS FOR THESE TABLES 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE 8.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN Amerimax Building Products C0 2.CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT - 520B Tennyson Parkway 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 5.4 Plano,Texas 75024 - - ') � T''1' C (PATIO UNITS USE 10 PSF MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 ` USE 20PSF MIN) 10.USE THE APPROPRIATE_DETAILS Carl Putnam,P.E. * EXP 13 2 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS 3441 Ivylink Place ADEQUATE:CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN Lynchburg,VA 24503 5.DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR SLAB 7,DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.1 carip toam(4comcast.net CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 SLAB 8,USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING - -r"iAb.. 'UV Q (,A�•1 9 6.CHOOSE A HEADER FROM TABLE 5.1 THAT HAS ADEQUATE SLAB 9.FOLLOW 9.10 FROM ABOVE June 4,2010 POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USETABLE 7.1 ON SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES a 7. USE THE APPROPRIATE FOOTER SIZE SHOWN. ' ICC ESR 1398 6/112010 Page 21 of 59 2 3 2011 2'x6" ALUM FLAT PANEL 2S'x6' ALUM FLAT PANEL lsoo FASCIA CAN BE N2 t=0,018' 3004H36 N3 t=0,016' 3004H36 ROLLED FOR t>0,018' 3004H34 3 DIFFERENT t>0.018' 3004H34 �. 0,750 FOR PANEL HEIGHTS USE OF FOAM CORE SANDWICH PANELS MAY 0,992 0.875 R0.125 R= 0.2" 1.625 AND 21, PANEL REQUIRE THE USE OF A REGISTERED DESIGN HEIGHTS PROFESSI❑NAL TO COMPLY WITH EXISTING R0,125 RO.153 �--0.125 - ICC ESR Ro.2so 0,245 1— 0.95" 0.92" R=.125" Ll•o 0,350 1.958 t R=.125" 1.6E5 L 2.000 0,363 SIDE FASCIA IS 0.5" R= 0.15" FOAM CORE SANDWICH PANEL `�- O'1Bg IN THICKNESS. ESS. W CURRENT ICC ESR � F 3.0" 167" 5 0.31T IN THICKNESS. --0.525 - 1,060 F— 2.50 Y.625 OJ5 6.000 I r5L] . . + + + + , . 86' O/CSMS TYP?" 1, 2.00 #Bxl/2' ++*+♦ r + + + • + ' * ' *++•+*'.+•+•+•'•*+++* ATTACH TO TOP OF HEADERS SMS @ /� • ♦ + t + + + • ♦ ♦ t + ♦ ♦ + + • ♦ t + + + ! PER TABLE 4.9 OR 4.10 6' O/C + a ♦ t + ! + ♦ ♦ + + + + ♦ r t ♦ + ♦ ♦ r 00 * . * * 'r`+*+*+* '.++* +*+`.+' * +++.`r*+* ATTACH TO TOP OF HEADERS - *•*++«*+'+*+*t*•+•*+*+` +'+*+*+*r*+++*+*+*+*+* - PER TABLE 4.9 OR 4.10 - Y + 4 • + + + aT +. . + . . .'.*. 6 i/2" ROLLFORMED HEADER + + + * . . + . . (3004-••H34 ALUM. ALLOY) +++ + ♦ .a r t ♦ + • + • t+ + + 'f'fFOUR #14=SO SCREWS EACH SIDE FOR FOOTINGS UP TO d=28" 2' x 6,5' Rafter FASCIA FROM N1, N2, N4 OR N10 #10 SMS ONE PER PANEL ' 3"X 3 2"XSID 6 A ES IN StructuraE Panel "I POST Header ALUM. FOOTING BRACKET SEE TABLE 4.9 OR 4.10 9y X J10 GALVANIZED HILTI N SANDWICH PANEL TO o HIT-HY 150 MAX HEADER CONNECTION ADHESIV 0. sEE oTE ''s" z9 a•ti°.>: 2262) WE 2 25 pEMBED AND AT HT °^" 1' 0 WASHER OR EQUIVALENT SLAB OR FOOTING SEE DETAIL BM Rafter Talls ,E 0,042' x 3' x ` k„ N8 BRACKET FOR C❑NNECTING POST TO SLAB Header + '. OR FOOTING (6063-T6 ALUM ALLOY) SINGLE SPAN ATTACHED UNITS ONLY QRp ES 139 N5 NEWP❑RT FASCIA Post ��� �� U ...� DETAIL C� y fir ' er� 5208 TENNYSON PARKWAY 6 139 m BUiLD1NG PRODUCTS,WG PLANO,'00 TEXAS 75024 C � P 13 120 3 orHwN rme et Jun 4,2010 BEJ/CP �4 CI tiQ S NTS """E omgonent arts & Connection Details ICC ESR 1398 6/1/2010 Page 40 of 59 TqT for Newport Patio Structures OF, gineer's Stamp w n�• s - NP01-2006 1 of 4 2,5' 1 r 1 2 1/8' r u 3' �-- 0.641 COVER PANEL 1' a.o24" 0.024" 0,28 —� Live MAX"L"FOR TOP SEE TABLE 4.10 4,656 1A00 —I-�� 3 6 5/8• o.a2a'3, ___ 7 75' ENCLOSED IN Load Wind Speed OR SIDE MOUNT DETAIL D Q,0750T —I �.— 0.37 (psf) and Exposure 1611 olo 12,Volc 1a 85 Mph Exp B 2p'-4" f 13'-7^ 2.000 3. _ .90 mph Exp B 12 (t= 0.105') or _._.._ __----1..____--•.-.. 16 GO, (t= 0.059') t= 0.030' ALUM T 106 mph 1 13'-B' 9_1'_ = 0,040' ALUM -11�h Exp 1B 12'-G" _a•-a^ = 0.041' STEEL 3' SOUARE COLUMN 85 mph Exp C 14'-9- ! 9'40" 10.875" TYP. �--- 4,043 NOTE: (3004-H34 ALUM, ALLOY> p —T 90 mph Exp C 13'-3" N 1 2' x 6,5' SIDEPLATES POSTS MAY BE TRIMMED w/FLEX 20 105 mph Exp C 9-10'• s'a^ (3004-H34 ALUM. ALLOYy CALIFORNIA FASCIA ALUM. FACING. 114 mph l xp c s.-o N9 STEEL "C"— CHANNEL HEADER N 10 3" ALTERNATE POST SIDEPLATE CONNECTION DETAIL (STEEL A-653 Fy=50 KSI) (ALUM 6063 T6) TOP MOUNT BRACKET N07 ALLOWED N 1 1 (3105—H25 ALUM. ALLOY OR IN SNOW LOAD AREAS A-653 Fy=40 KSI STEEL) SEE GENERAL N❑TE '#9 FOR CORROSION PR❑TECTI❑N 3' x 3' METAL POST THESE DETAILS ARE LIMITED TO IftoX1.5" SCREWS 90 mph EXPOSURE B AND C 6 PLACES SEE GENERAL NOTE 19 D•aI sn>z c� '�3 EXISTING EAVE ' x 3' METAL POST B' WOOD FRAMING BRACKET IS"9f'WIDE EIGHT #14 SMS �e STRUCTURAL PANEL FETAIL N8 EIGHT #14 SMS ALUM 2XG LMGER aoARD(SPO o.125"x1.5"x1.5" O PANEL Hwax "0`f5-°CO" STEEL (Fy = 33 KSQ O O Tvo 3/e'A-307 BOLTS TOP MOUNT �� -°C'�' BRACKET. 1" SPACING N 1 8 TWO 3/8' x 4' EMBEDMENT WITH I,5•s WASHERS BETWEEN SCREWS LAG SCREW W/ 1.25'� UNDER BOTH HEAD-AND NUT. 44N� G WASHER, ONE ON EACH O O ONE oN EAngH SIDE OF POST L %* 400 ALTERNATIVE SAVE ATTACHMENT SIDE OF POST. _�_ 1' MIN LEDGER BOARD DOUGLAS FIR FOR FASTENERS SIDE MOUNT BRACKET LUMBER FLOOR F ALL HOUSE PENETRATIONS JOIST .OR HEADER nECXINc nouc,+As FIR MUST BE COMPLETELY AND N 1 2 UTILITY GRADE OR BTR SAVE OVERHANG AND 'L• MUST PERMANENTLY SEALED ATTACHED STRUCTURE POST TOP MOUNT BRACKET ATTACHED STRUCTURE POST N 13 TO DECKING ALso COMPLY WITH DETAIL N21 0 TO DECK FLOOR JOIST '�O D A�F 3.00"- uFr CsP �m N 14 0.024" OR e� a 13 0.040" TYP. * EX 1201 MAY 2011 3" or 41, t ' or a-- ASTM AS00 GRADE A t39 . 3' ALUM SQUARE POST 3.00" STEEL POST Its t =0.024' 30041-134 R=.0937 N 17 SEE GENERAL NOTE f * q R� 1 1 �X 5208 SUITE T1E00 YSON PARKWAY t =0.040' 3105H26 —Tj TyP, � #9 FOR CORROSION (..- IN PR CTS,INC. pLp,N4, TEXAS 75024 PR❑TECTI❑Nav — 3' or 4' --{ June 24,2010 w EJ CP E 4 ent ICC ESR 1398 6/1/2010 Page 41 of 59 NTSDATE' omfor Newport & Conner IonDetails for Newport Patio Structures Engineers Stamp Fl sHEii: Ni'02-2006 2 0€ 4 LIVWSODw Load RAFTER IMAX VISTANCMFIRST R.OW OF POSTS"I." 4' 4— J14 SMS 25 Solid Cow Wod 2IZE i FAVE OVERHANG EACH SIDE � � so• „ PC O1C) B" SY 2 18"''2S' 30" 1.25 min ^ 19 zx4 2t'-o 2a-V Mir ra• xa' Pa._.._.__..__..._. .._..__.-.-.._._._.... - so ASPi1"�w B 2x6 27 0 2141 2fs0- "27'0 17•i 2.75' RAFTER 2xa ii o' 2T0' ZT—21--a"2f^A �� BO` Three iS"m X5" y6 par 2xa 2Tdr 19.3 t.'s r 1 3 8' LAG SCREWS eQ MKE zus itT'z1 0' _i1i o anv is i 3"X 8"ALUM. HEAD 1.0. DETAIL "A' 20 2x4 14 a 2110, G{f• 9'.G` 2xB 14•-0' 14'•D' 1 S'-fY' 14.p 21-0' - 2"x FASCIA ( , --' 14A' 91-V,...,,1T- 1.....1'-10' ,078' 1A" �L 2"x WOOD FRAMING ...-_.......PB!.............- ___.. _._`.� ...,....... ........ ...._.. ..... �2.25 2x8 21'-0' --{ e S 2"X 6 1/2'X .024" I DOUGLAS FIR-LARCH NORTH _�,.__-P.... ...._._. _-._.._. _......_.. ...._..-. 105 MPH Ex 8 2x8 14-0' SEE DETAIL y2 OR STR 1co ALUM. SIDEPLATE #14 x 3/4' TEK '• 9'-1 5•4r 3'•3' _1'-r HATtGERAI� 105 MPH£xp C .-.2xn— _W-W 13',8' .,13 fT„" 3w 1r-s' 1?-S• 11'•V 1.wS 3' x 8"ALUM, HEADER 4- #14 SMS CIU1O1. V•. 2%e 10' T-7` 4'3` ra•, o'-a O 3" x 8" HEADER ,� - F�IAC SIDE -}• . 110 In�H€ a zxe to'a• o'r "sa r e:rs ir'• N22 " =r tat• "1a•71 for 1v'r CONNECTION 1/2• N21_ 40 paf, 2r4- S 10 677 sl o� (Pr 4- 14 SMS L FASCN. -- 2x6_. toff_.Si14• ,.S-EO' ,5Se 4'0, EACH SIDE 24" 0/C 6063T5 ALUMINUM SEETABLE zs FOR MAXIMUM 2x8 6'•10' 8'•1D° 8.10 B•10 8�10' FOR FASTENER OVERHANG SEE -__Ps! 2x4-•-_e_s-----a;-a�_ __o'-o_---•-gym -o-o' -+ BRACKET ALTERNATE EAVE to SCHEDULE o RIGHT ATTACHMENT SGHFDULE .._.8_.�'._-_ _.G7S._.__ ^�-._ ..-4'd_ 2'-2' ----.. 2z11 6'-S• G-¢` 6'S` fi5' ....-5=i1''-. . #10 SMS 0 6"o/t DGUBLE 2 0.a0�xb6.623', WITH SIDEPLATE 2" x 6 i/2 x HO24 HEAaERs ALUM. SIDEPLATE 00 5' 6,50' 0,o4o'x3'x3• 443"X OUBLE 2"x 6.5" or 3"x 8" SRUOCTUR1AL pN� 1/2 ® - #14 SMS ALUM POSTEADERS IN PLACE OF EACH SIDE "X 8" HEADER WITH ® S 2'X 6 1 2 ALUM. 24' ❑/COST & SIDEPLATES D.036' ROUVORMED ALUM ® / " TYP TTp HEADER 'N4' ALUM POST SIDEPLATES 3" POST I H SIDEPLATES END VIEW RAFTER I 27X 6 1/2"X 12" HANGER 3,00'---�-i N2 DOUBLE ALUM ALUM. RAFTER N23 HEADER C❑NNECTION 0 16" OR 24" ROLIFORMED ROLtFORMED HEADER 'N4' CONN. DOUBLE 2" x 6 .5" HEADERS O.C. DETAILS TO STRUCTURAL PANELS N25 or DOUBLE 3" x 8" HEADERS HEADER #10 x 2" SMS 1.625' �� �R0 1pM9l X 6 1/2'ALUM. FASCIA SEE TABLE 7.5 110 SMS o FOUOW- 0.040" tv FOR SPACING MG SPACING s" O.C. FOR 6" PANELS c'� N 8AUERNATE—DECORATIVE 12"O.C. FOR 12" PANELS SEE TABLE 75 #10 SMS 2 � g FASCIA TRIM / 1.50" FOLLOWING MAXIMUM 2.50" SPACING * E 1 1 13 SNOW LOAD OR 3.50" 6' O/C FOR 6• ., � PANELS 12' O/C �U'x AY 2 3 2�11 1. 11 N26 IS 30 PSF 062' FOR 1.2' PANEL V1 i "4 F 2.25"A-RAIL-SEE t=.062" OR DETAIL 'N7' TYp_ 2.50" EXTRUDED HANGER � • y I}, EXTRUDE ALUM. ALLOY) 1,50' � wr � �ernyl a 5208 TENNYSON PARKWAY �.._ STRUCTURAL PANEL � sulTe 1ao J 43" ROLLFORMED HANGER i~Iv T ULDINC PROOLM INC- PLANO, TEXAS 75024 -1 OZO"__� f_ j N27(3004-H34 ALUM. ALLOY) Cry. ""�'° Tym 1.50" June 24,2010 BEJ/CP SCAM NTS "�Component Parts & Connection Details !CC ESR 1399 6/1l2010 Page 42 of 59 for Newport Patio Strudure 9 Engineers Stamp n • NP03-2006 3 of 4 y 3.5" CONCRETE LattIce or STEEL POST SLAB REQUIRED Sold Panels FOR CONSTRAINED 0.042"x3"x8"� El FOOTINGS Alur,, Bracket HEADER 2x wood studs SPF y 2 t $" Lattice or I I sous Panels Alum, Bracket or BTR 016" O/C s7 l8 SMS (0.060') 8 SMS B I ATTACH PANELS PER DETAILS AZ, BD OR BG d d - 'I. 3• x 8' Header #2 1/4" LAG cp 3' x 8' Header #1 t-0.024" (D.042'> I (00a2"y SCREW PER 3" D D. 4 OR 2' x 61 Slde Plate TABLE 7.5 00 0.032" i I "ANC4". MIN 9 to #10 SM i I #£0 SM SCREW Q i I (o,oa2•) 2.25" MIN SPACING IS 1" 3' x 8' Header #1 CONCRETE FOOTING N31 1 I 2x OF WOOD I N30 3"x3" POST .I 3"x3" POST d LEDGER 3/8' x 9' STEEL REBAR EMBEDDED AT 'B' RAFTER & SIDEPL4TES I 2x6.5" SIDEPLATE N34 3' B = 9' HEADER (3004—H34' ALUM. ALLOY) I I O LEDGER BOARD ATTACHMENT d < 3 d < 3 ' B = (3004—H34 ALUM. ALLOY) ol < 46' B = 18' N32 ALTERNATIVE SPLICE FOR ATTACHED UNITS N2g FREESTANDING OR ATTACHED PDST/FDOTING CONNECTION Seal with Oermanentty flexible 1i4' LAG SCREWS FOUR #14 SDS EACH SIDE & waterproof sealant (2N1/'WALL NETRATION 2' x 6' Ledger Board k '� 3" X 8" BOX (optlonal for patlo covers If BEAM HEADER 2' x 4' Stud t, LAG SCREWS use 1'0 washers STUD ,�' ALUMINUM "H" to attach aluminum hangers) 3" 6" BRACKET 1.00'min, a,•„�.,, 3"X 3" ALUMINUM e POST 1/4' Lag Screw 3' X 8' ALUM p4t0E SIO,y �' �- RAFTER BRACKET 4CL P q4 3" i•eamnM �GJ , ,q ATTACH PATI❑ COVER o -3'Xa' A M 2 3,5' MIN AS PER N26 OR N27 C9 Crl HEADER a: 6 1 M 3" Completely. Seal wlth * / 01 permanently flexible & N36 FOUR #14 SD5 EACH SIDE waterproof sealant C 11 P =4TTN35ALUMiNUM 'H' BRACKET FOR FC ? CONNECTING POST TO HEADER 2.5' MIN PENETRATION 1.00'min. 2,25' MIN INTO WOOD FRAMING #14 SELF-DRILLING SCR W (6063-T5 ALUM. ALLOY Synthetic Stucco or other non-structural covering <1' max. thick) POST ALTERNATIVE FOR SLAB ATTACHMENT i Sheathing MAX WIND LOAD IS 90 MPH EXP B I le SUIT TENNYSON PARKWAY rav BUI6DINC PRODUCT$,RVC. SUITE t D0 ` PLANO, TEXAS 75024 SEE ALLOWABLE DISTANCE TO FIRST N33 STUCCO ATTACHMENT DETAIL W/ aw,N,N 61 ROW OF POSTS IN TABLE 7.7 O LEDGER BOARD June' 4,2010 1 BEJ/CP NTS component arts & Connection Details for Newport Patio Structures 100 ESR 1398 6/1/2010 Page 43 of 59 Engineer's Stamp VAr �NP04-2006 4 of 4 R- 0 2" 0.95" 0.92° .876 516" -1.50D R=125" R=.125" 561" OUTSIDE-1 �} 0.5" R= 0.15" ! i INSIDE 1,g03 �" 1 .450' .216" TYP. 450" 1'625 0,750 " 167" I I� SEE TABLE 2.50 3.0 P 1 2.464 4.9 QR 4.10 1.654 i / 1.714" 8YP. 55 1I 2' SEE DETAIL D 55 1 2 42 SEE DETAIL D 167" 6 'T�Ypgg L625 17 SEE DETAIL B 6.00" 1.137" 12.00��" 1.137'` 0.125 6,500 � 2.500 ATTACH TO TOP [IF HEADER BEAM AS PER TABLES 4.9 DR 4.10 2.00 O 2,5'x6" SUPER SIX PANEL OR ATTACH PER STRUCTURAL FASCIA DETAILS 1.625 I t = 0,01B' 30041-136 111 t >0.018' 30041-134 2.5"X12" MARK X ALUMINUM PANEL 5- © 0,018°-0,032" 3004 H36 .316 0.036" 3004 H34 D,71e 2.000 1.625 0,992 0.036 0,875 R0,125 0.250 18' ix Al S 7+ --RO-125R0,153 + 5" rn'• nN EACIi sIIJE OF SPLICE. 0,350 0,295 r- O ® ® CENTERLINE DE 6 1/2" ROLLFORMED FASCIA 3004H34 ALLOY 2,000 © 0,363 1,958 6.50" I 5.5" O SEE J [--0,525 H 1,060 --- SEE 5IL4'- SPLICE LINE 4° DETAIL D 6,000 �19 DETAIL B 9" " aO,641 2'x6' FLAT PANEL 3 - #14 SMS t = 0.018' 3004H36 ALUMINUM ON EACH SIDE t > 0,018' 3004H34 ALUMINUM OF SPLICE #Bx/2' SHEET METAL SCREWS @ 6' O/C O ROLLFORMED HEADER SPLICE (3004�--H34 ALUM. ALLOY) 4.656 1.000 5s 0.075 1NSIDE 0.516" HEADER ROLL FORMED �pEESS1a� ' �-� SEE TABLE 0.060" TR= 008" OUTSIDE- �,`O PUrN 4l p� 1. 4.9 OR 4,10 2.000 3.500" R= 0.10" 0.125° t= 0.036' ROLL FORMED CID Z 3.090 TYP• R= 0.25" 0.72" R= 0.20 HEADER SPLICE, TIGHT w 81 TYR, i.750 FITTYP. 9" INSIDE OF HEADER, * EXP 3412 1 �r � �4,043 2,06 9" EACH SIDE OF 1.03 SPUCE. €fir SEE. s a 3 - l4 SM Sp C 11 %` "n`' O CALIFORNIA FASCIA DETAIL B 1.250° ON EACH SIDE �TFOF A 0¢ C'• tag � (6063-T6 ALUM. ALLOY) 6.00" 6.00 OF SPLICE 12,3,5 x12 'W' PANEL ( 13[11 eR0'DUn�.Y SUIT TENNYSON PARKWAY Od t: Off+ R �L/ SUITE 100 d t = 0.018' 3004H36 ALUMINUM O tgINC PLANO, TEXAS 75024 t > 0,018' 30041-134 ALUMINUM June 24,2010 DPAWN By-BEJ P � NTS Component Parts & Connection Details ]CC ESR 1398 6/1/2010 Page 44 of 59 Engineer's Stamp r • CD01-2006 1 of 9 NOTE: . 8 — #14 SMS 0,67' HEADER SPLICE MUST BE LOCATED WITHIN 0.09' ONE #10 SM 12" OF A POST. PER PANEL 0.15" EXTRUDED HEADER WITHTIGHT SPLICE WITH 71GHT FIT 720" - -STABILIZER CJP INSIDE HEADER `op 11 am 0.15" 1P 5„ 0.54' TYP. .T SEE TABLE 4,9 I I J � " ❑R 4,10 5" 10" —^1 5".5'1` 10" 5 I 5,75' 5.406" 24 0.08" EXTRUDED HEADER �j 0.50' y 8 — #14 SMS o �INSIDE HEADER. IGHT FIT O ALASKAN HEADER SPLICE o 2.17' 2,31' R. (6063-T5 ALUM. ALLOY) '�V_�'1.250" ---- 4.00" —� �— 4,00' V.437* 2„ SEE DETAIL 'BB' 08" .115 GAUGE TYPICAL - 375" FOR EXTRUDED HANGER W/ A—RAIL 4— 1/4" BOLTS OR 1.18 - 4- #14 S.M.S. OH CLASSIC FASCIA Q A—RAIL W/ S T A B L I Z E R CLIP (6063-T6 ALUM. ALLOY) (6061 —T6 Alum. Alloy) 0.2I5 2.750 750" ONE #10 SM 900" ONE #10 SM 0,375 0.057 PER PANEL PER PANEL .291 375 i� .375" STABILIZER CLIP- 2.965 SEE DETAIL V. � 1 2„ 1/2" 1/2" I / 7„ 1/2" OSTABILIZER CLIP FOR EXTRUDED HEADERS 'H' & V SPLICE' DETAIL SEE TABLE 4.9 (6063—T6 ALUM. ALLOY) OR 4,10 07 c� SEE TABLE 4.9 OR 4.10 5 1/2" EXTRUDED HEADER SPLICE 63 5 ALUM ALLOY) .406" 1.0" ,n 813' PANEL 5 , STRUCTURAL 0 >�SS/p N , � Ur,� STRUCTURAL PAN L m " .079 - ,� �sr> ;aa79 2.725" 0.062" � P * s 013 MAY 2 3 2011 109" lo 0.062" 1 139 , rm Pi max 5208 TENNYSON PARKWAY �I4 C.. BLILDINGPRODUCTS,INC., SUITE 100 4.00" 3�00" I- 'T:aw �'9"' PLANO TEXAS 75024 0 5 1/2" EXTRUDED HEADER rug OK ALASKAN HEADER F�i/�P June 4,2a10 B (6105—T5 ALUM. ALLOY) (6105—T5 ALUM, ALLOY) - I[TS Imr Component parts & Connection Details ICC ESR 1398 6/1/2010 Page 45 of 59 9 Engineer's Stamp a ter: CDO2-2006 2 of 9 ALUMINUM RAFTERS ❑R SOLID PANELS 0,032'X2'X&625' ALUM HEADERS OR NOTESi f 0,042'X3'XB' ALUM HEADERS 1, . FIBERGLASS POSTS ARE / 2'X6.25' ALUMINUM DOUBLE HEADERS NON—LOAD BEARING. 2. ATTACHMENT TO HOLD COVERING 3'XS' ALUMINUM DOUBLE HEADER AGAINST MIN❑R LATERAL FORCES, PLASTIC HOLE PLUGS IGHT #14 SMS 3. USE MULTIPLE BRACKETS AS NEEDED. 1' MIN 4. FIBERGLASS POSTS MAY BE #14X3/4' USED FOR ANY STRUCTURE. k TEK SCREW I I STEEL OR i I I I ' 3/8'X BOLT I ALUMINUM POST I I I I FIBERGLASS 1,5'X1,5' STEEL L POST COLLAR E ANGLE BRACKET (TYP) i I I I i i FIBERGLASS",- i I STEEL'DR ALUMINUM I I DEC❑RATIVE LOAD BEARING POST I 1 I POST COVER FIBERGLASS I i i I I I N LOAD BEARING POST I I EXISTING ROOF � �� ROOF SNOW LOAD STRUCTURES COMPLYING WITH. THIS DETAIL DO NOT REQUIRE ADDITIONAL DRIFTING SNOW CONSIDERATI❑NS LOAD BEARING POST h GROUND SNOW MAXIMUM SEE DETAILS L25, L29, N8, LOAD (PSF) 'h' (IN) NIS, N29, AD, AL AJ, , i FIBERGLASS DEC❑RATIVE 10 9 AP OR AQ FOR POST/�I i POST COVER 15 14 CONCRETE ATTACHMENT 20 17 FIBERGLASS i i M t} 25 18 POST COLLAR i "—PATIO COVER i 30 20 i 1.5'X1.5' STEEL L ANGLE BRACKET (TYP) of ES 1 50 30 SLAB OR I I 3/8'X3/4' BOLT �•P G1 3 2011 60 33 F❑❑TING CONCRETE ANCHOR C', bmi V Zm �+pp �. °.. ° E 6130 201 d � ° FC�1 O Ylel" i71i�Y 5208 TENNYSON PARKWAY a '. a 114TE 100 � B BIIILDWGPliODUCIB;WC. PLANO TEXAS 75424 ced • °• DRAWN BY. irec June 4,2010 CP wFf ' ICC ESR 1398 6/1/2010 Pa a 53 of 59 NITS Miscellaneous Details 9 Engineer's Stamp °° ' FREt. M1L-2006 2.000 +► - WALL HANGER 0,445 -F 2'X2' FAN BEAM 6063T5 ALUM M 0.120'x2'x2'X2' 21000 1.430 NO ORIENTATION SPECIFIED LONG 'L' ANGLE R0,170 6063T5 ALUM D•048 0.060 #lOX2' GROUND TRIG POST POST INAX SCREW 0.048'x1.5'x2.5' 6405T5 SNOW WIdTH SPACN G RE6D POST W WALL HANGER or — - - --•-- - - 2'x2' FAN BEAM LgAD (FO ON SLAB. FOR SPACING POST ` #10 SMS SCREWS FAN {P99 {Ffj SLAB (Fn TYPE —'d� FAN BEAM FASTEN TO HANGER BEAM (in) 0•Q42'x3'x8' HEADER } j90 MPH EXPOSURE B { 2.5' or 2' 10 3 21`-2 A r12 A . 20 STRUCTURAL LIVE 3.5 18`-2" A A 20 PANEL LOAD 4 15-1Q" A A 2b B 1.5' or 2' ONLY 4.5 14'-1" A A 21 5 12°-s" AA 21'5.5 11'-8AV,7 _ A 21 6 10'-7' A 7 9" A 21 �T 6.5 9-91 A 74' A 21 7 9'-1" A 6-11" �Av 22 7.5 8-5" A� 6'-7' -A 22- FAN BEAM 7`-11" A 6-S, A' 22 CONFORMANCE TD THE ESS1 T-V' A 5'-6' A 22 APPLICABLE ELECTRICAL q . 5-s -6t A zz 0.042'x3'x8' � 3" --_ CODE IS OUTSIDE THE �``' 2 10 s'- ' A s'- A 22 cn HEADER SCOPE OF THIS DETAIL �� 11 6- A 4-10" IA !22 CEILING FAN OR AND MUST BE APPR❑VED - — LLIGHT FIXTURE SEPERATELY, * 6 �� � * a'-10" a=a" A STR 1.��4�y� POST F Weigbt of _ Allowable Fan Beam Spans fanilights 0.048' .6"x2.5— i'"x2"Fast Beata OKI 3 30Ibs 16-101, � 23' 40 Tbs 111-101, 2a'-2' 36 0 5208 TENNYSON PARKWAY " SUITE 100 0 PLANO, TEXAS 75024 June 24,2010 DRAWN On TWFe a CP S wwe NTS Miscellaneous Details ]CC ESR 1398.6/1/2010 Page 54 of 59 Engineer's Stamp "1e 'M2_2006 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURES Tab1e7.3:Required Number of Fasteners for Shearing Loads Table 7.4:Required Number of Fasteners for Tension Loads - Aluminum Material Gage(In) Steel Gage(in) Aluminum Gage(in) 0.024 0,024 0.032 0.036 0,040 0.040 0.060 0.060 0.041 0.041 0.036 0,06 0.060 0.090 0.100 - Allowable Width A B C D E F G H I J K L M N 0 for Attached Two Footer Design - #14 318"8-3/8"B #14 #14 3/8"B 914 3/8"B #14 3/8"B W8"B #14 3/8"S 318"3 #14 Design Footer 1 Spacing between bolts and screws _ Trlb Post Strructures on Stab Size UpOt SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT BOLT SMS BOLT BOLT SMS Uplift Size .shall be 2.5 times the shank Width(ftl Live or Ground Snow Load d(in) (Ibs) iae 424 See 283 315 706 '482 1384 507 1091 554 128 ees 1208 255 (lbs) d(in) diameter 10 psf 20 psf 12 100 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 100 12 2 The edge distance of bolts and 4 32'-1" 16'-11" 13 127 1 4 1 1 1 1 1 1 1 1 1 1 7 1 1 127 13 screws shall be 3 times the 4.5 28'-6" 15'-l" 14 159 1 1 1 1 1 1 1 1 1- 1 1 2 1 1 1 159 14 shank diameter 5 26-8" 131-6" 15 195 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 195 15 3 Connections shall be arranged so that the 5.5 23'-V 12'4" 16 237 2 1 1 1 1 1 1 - 1 1 1 1 2 1 1 1 237 16 center of resistance of the connection shall 6 21'-S" 11%3" 17 284 2 1 1 2 1 1 1 1 1 1 1 3 1 1 2 284 17 coincide with the resultant Me of action 6.5 19-9" 10'-5" 18 338 2 1 1 2 2 - 1 1 1 1 1 1 3 1 1 2 338 18 of the load. 7 19-4 n/a 19 397 3 1 1 2 2 1 1 1 1 1 1 4 1 1 2 397 19 7.5 1T-1" n/a 20 paf sleb eoC 20 463 3 2 1 2 2 1 2 1 1 1 1 4 1 1 2 463 20 TABLE 7.6:WALL ATTACHMENTS FOR LATTICE COVERS 8 1V.0" n/a 21 536 3 2 1 2 2 1 2 1 2 1 1 5 1 1 3 536 21 GRND Wind #of 8.5 16-1' n/a 22 616 4 2 2 3 2 1 2 1 2 1 2 5 1 1 3 616 22 SNOW Speed Screws' ALUMINUM RAFTER SPACING 9 14'-3" n/a 23 704 4 2 2 3 3 1 2 1 2 1 2 6 1 1 3 704 23 LOAD and per 12" 1 16" 1. 24' 1 30' 36" Table 7.1 10 psf Slab 90B 722 4 2 2 3 3 2 2 1 2 1 2 6 1 1 3 722 Siab {PSF) Exposure Rater MAXIMUM ALUMINUM RAFTER SPAN 24 800 5 2 2 3 3 2 2 1 2 1 2 7 1 1 4 800 24 10 - 110 mph 2 23' 25, Ier 16 12' 10 psf Slab= 886 5 3 2 4 3 2 2 1 2 1 2 7 2 1 4 886 Slab LIVE Exp C 3 23' 26 21' 19' 1T- MAX 25 904 5 3 2 4 3 2 _ 2 1 2 1 2 8 2 1 4 9D4 25 20 120 mph 1 2 19 14' IV 8' 6 - POST POST DESCRIPTIONS POST - 26 1017 6 3 2 4 4 2 3 1 3 1 2 8 2 1 4 1017 26 LIVE Fxp C 3 18' 19 14' IT 10, TYPE DETAIL HGHT 27 1139 7 3 3 . 5 4 2 3 1 3 1 3 9 2 1 5 1139 27 4 18, is, 15, 12, 10, 28 1270 7 3 3 5 5 2 3 1 3 1 3 n/a 2 1 5 1270 28 25 2 18' 14' 9' T 6' A Twin 9.0321c1.55cL5' AC,AA 8' 29 .1411 8 4 3 5 5 2 4 2- 3 1 3 Na 2 2 6 1411 29 3 18' 18' 14' 11' 9' A Twtn 0.0S2'x1.51x1.5'• AC,AF 12' 30 1563 9 4 3 6 5 3 4 2 4 1 3 n1a 2 2 7 1563 30 4 18 18' 15' 12' 10' A 0.024"Post with Sidedates 124,N16,BK 12, 31 1724 Na 5 4 7 6 3 4 2 4 2 4 Na 2 2 7 1724 31 30 2 15' 11, 8' 6' 5' B Clover0.032'x3"x3"Alum L11,N11.AH 10, 32 1896 n1a 5 4 7 7 3 5 2 4 2 4 n/a 3 2 8 1896 32 3 1T 16 11' 9' 8' B Clover 0.040"x3'x3"Alum U1,N71,AH 12' 33 2080 n/a 5 4 8 7 3 5 2 5 2 4 n/a 3 2 9 2080 33 4 1T' 16, 12' 19' B. C. Colonial0.062"Extruded AE 12' 34 2275 n1a 6 5 9 8 4 5 2 5 2 5 n/a 3 2 9 2275 34 40 2 12' 9' 6' 5' 4' "D O.D41*XT5 Steel Clover L11,N11,AH 12, 35 2481 n1a 6 5 9 8 4' 6 2 5 2 5 n/a 3 2 n1a 2481 35 3 IT 13' 9' 7' 6' E 0.041'x3"x3"Steel Clover Ll1,N11,AH 12• 36 2700 n/a 7 5 n/a 9 4 6 2 6 2 5 n/a 4 3 n1a 2700 36 - 4 16 14' 9' 8' 6' F 311 6'x3"x3'Steel Square L21,N17,AG 15, 37 2931 n/a 7 6 n/a n/a 5 7 3 6 2 6 n/a 4 3 n/a 2931 37 60 2 8' 6' 4' 3' 3' G 3116"x4'x4'Steel Square L21,N17,AG 18' 38 3175 n/a 8 6 n1a n1a 5 7 3 7 2 6- n/a 4 3 n/a 3175 38 - 3 ill 9' 6' S' 4' H 5/16'x4"x4'Steel Square IL21,N17,AG 1 18' 39 3433 Na 9 7 n/a n/a 5 8 3 7 3 7 n/a 4 3 rVa 3433 39 'Screws are#10 screws wl1.5"embedment Into G=0.5 solid wood(Douglas Fir) Table 7.2 40 3704 n1a 9 7 n/a n/a 6 9 3 8 3 7 nla 5 3 n/a 3704 40 41 3968 Na n/a 8 n1a n/a 6 9 3 8 3 8 He 5 4 n1a 3988 41 42 4288 n/a Na 8 n/a n/a 7 Na 4 9 3 8 n1a 5 4 n1a 4288 42 Qua E 43 4601 Na n/a 9 .n/a We 7 Na 4 n/a 3 9 nla 6 4 NO 4601 43 TABLE 7.7 STUCCO ATTACHMENT TO WALL 45 5244 73 n/a n/a n/a n/a Na 8 n/a 4 n/a 4 n/a n/a 7 5 nfa 5273 49 ALLOWABLE DISTANCE TO JCIRST ROW OF POSTS"00C ��• P¢� P 46 5633 n/a Na n1a n1a nia 8 nla 5 n/a 4 n/a n1a 7 5 Na 5633 46 Ground Snow Max Word Condition 11 D mph Exposure C CO CD 47 6008 n/a n/a n/a n1a rda 9 n1a 5 n/a 4 n/a n/a 7 5 rVa 6008 47 Load(psf) 1 Leg 2 Lags 2 Lags 3 Lags LU C 6 1 48 6400 n1a n1a n1a n/a n/a n1a n/a 5 n/a 4 n/a n/a 8 5 n/a 6400 48 Live 10 11 2Z - 22' 22' 49 6806 n/a n/a n/a We Na We n1a 5 n/a 5 n/a n1a 8 6 n/a 6808 49 Live 20 11' 2Z 18, 22' E G 012Q 50 7234 We n/a n/a n1a n/a We n1a 6 n/a 5 n/a n1a 9 6 n1a 7234 50 25 ill 22' 14' 22' Fastener Terminology 30 10, 21' 14' 21' #14 SMS=#14 sheet metal or SOS screw,112"minimum length TABLE 7.5:WALL ATTACHMENTS FOR SOLID COVER STRUCTURES 40 9' 18, 12, 18' 3/8"B=318"Diameter Bolt ANC 1 ANC 2 ANC 3 ANC 4 - 60 6' 12' a' 1r CF See General Notes for specifics on fasteners LIVE/ O/C O/C PANEL NUMBER OF FASTENERS PER Lag=1/4"Lag Screw with 2-25-penetrationlatd G=0•5 wood(Douglas Fir WIND SPEED SNOW SPACING SPACING SPAN STUD Q 16.O/C SPACING 1 Clearspan on this chart Is the distance from the (MPH)AND LOAD CONCRETE MASONRY (FT) #10 X 2" 114"LAG Amerimax Building Products _ AY 2 3 2011 wall to the first row of columns. EXPOSURE (PSF) ANCHORS ANCHORS SCREWS SCREWS 5208 Tennyson Parkway 2 Hflti Kwik Boh TZ 3/8"diameter and 2"embed:ICC ESR 1917 90 C 10 20" 20" 12' 1 1 Plano,Texas 76024 -, .FSU or other anchor wl 550#shear vs wind and seismic loads. LIVE 21' 2 2 `. . 3 Masonry anchors must have a shear value of 250 for 105 C 20 20" 20" 12' 2 2 Carl Putnam,P.E. wind or seismic loads. LIVE 1 17' 3' - 3 3441 Ivylink Place ti•�' � 4 114"Lag screws must have 2 114"of penetration into studs. 110 C 25 20" 20" 10, 2 2 Lynchburg,VA 24503 t These lag screws must have an 1/8"lead hole. 16, 3 3 (434)384-2514 5 10 and 20 psf are live or snow loads,25.80 psf are snow loads. 30 20' 20" 10, 2 2 earl pUtinamCwcorricast.net , 16, 3 3 i 40 16' 16" 14' 4 3 Y 60 16" 16" i4 4 3 M3-2006 June 24,2010 ICC ESR 1398 6/1/2010 —er 0 7.0 CONCRETE FOOTING OPTIONS CONVERSION TO SQUARE TOP FOOTING SITE SPECIFIC FOOTING TABLE For Single Span Attached for SINGLE SPAN Attached Structures EQUIVALENT FOOTINGS FOR Footings Only Wind Condition Lattice FREESTAND AND ATTACHED Footing Depth Trib 90 mph 90 mph 110 mph Trib' Existing Residence a - DIAMETER OF 18" 24" 30" 36" Area Exp B Exp C Exp C Area w z z CIRCULAR d(in) Required Side of Square Footing (sq ft) Required"d"of Footing(in) (sq ft) _Z o FOOTINGS(IN) 20" 21" 18" 16" 15" 15 15" 17" 20" 25 z w z 12" 18" 24" 21" 23" 20" 18" 16" 20 17" 19" 21" 33 Pane[Span F- p 22" 24" 21" 19" 17" 25 18" 20" 23" 42 ______ —__— z p a DEPTH OF 23" 26" 23° 20" 18" 30 19" 21" 25" 50 -------� l ^r I c0.3 u- 0 � CIRCULAR 24" 28" 24" 21" 20" 35 20" 23" 26" 58 Corner Trib Area I Trib Area for 1 Z FOOTINGS(IN) 25" 29" 26" 23" 21" 40 21" 24" 27" 67 1 Middle Post 18" 18" 52" 25" 23" 26" 311, 27" 24" 22" 45 22" 25" 28" 75 1 I 19" 20" N/A 27" 25" 27" 33" 29" '26" 23" 50 23" 25" 29" 83 - , 20" 22" N/A . 31" 27" 28" 35" 30" 27" 25" 55 23" 26" 30" 92 Post Spacing Panel 21" 23" N/A 36" 28" 29" 37" 32" 29" 26" 60 24" 27" 31" 100 l j Overhang 22" 24" N/A 42" 30" 30" 39" 34" 30" 27" 65 25" 28" 32" 108 Figure 1 23" 26" N/A 48" 32" 31" 41" 35" 32" 29" 70 25" 28" 33" 117 Determine Trib Area from Figure 1 24" 27" NIA 54" 34" 32" 43" 37" 33" 30" 80 26" 30" 34" 133 25" 29" N/A N/A 36" 33" 45" 39" 35" 32" 90 27" 31" 35" 150 INSTRUCTIONS TO USE TABLE 7.10 26" 31" N/A N/A 39" 34" 47" 40" 36" 33" 100 28" 32" 37" 167 1.TABLE IS FOR SINGLE SPAN ATTACHED UNITS ONLY 27" 33" N/A N/A 44" 35". 49" 42" 38" 35" 110 29" 33" 38" 183 2. DETERMINE ACTUAL TRIBUTARY AREA 28" 35" N/A N/A 49" 36" 51" 44" 39" 36" 120 30" 34" 39" 200 FOR MIDDLE POSTS THIS IS: 29" 36" N/A N/A 54" 37" 53" 46" 41" 38" 130 31" 35" 40" 217 TRIB WIDTH x POST SPACING 30" 1 38" 1 N/A N/A 60" 1 38" 55" 48" 43" 39" 140 32" 36" 41" 233 FOR END POSTS THIS IS: TABLE 7.8 39" 57" 50" 44" 41" 150 33" 37" 42" 250 (OVERHANG+HALF OF POST SPACING)x TRIB WIDTH 40" 60" 52" 46" 42" 160 33" 37" 43" 267 3.DETERMINE FOOTING SIZE FOR WIND CONDITION 41" NIA 54" 48" 44" . 170 34" 38" 44" 283 4. FOR LATTICE.USE LAST COLUMN FOR TRIB AREA 42" N/A 56" 50" 45" 180 35" 391, 45" 300 43" N/A 58" 511, 47" 190 35" 40" 45" 317 Carl Putnam,P. E. 44" NIA 60" 53" 49" 200 36" 40" 46" 333 Amerimax Building Products 3441 Ivylink Place 45" N/A N/A 55" 50" 210 36" 41" 47" 350 5208 Tennyson Parkway Lynchburg,VA 24503 46" N/A N/A 57" 52" 220 37" 42" 48" 367 Piano,Texas 75024 47" N/A NIA 59" 54" 230 38" 42" 48" 383 48" N/A N/A N/A 55" 240 1 38" 1 43" 49" 400. Qp0 S1044! 49" N/A N/A N/A 57" TABLE 7.10 Fug 50" NIA N/A NIA 59" C►� '� TABLE 7.9 Uj� 439 C M4 * P 6 O!2 C 111. rW�� rqT� F tir1F0� - June 24,2010 MAY 2 3 2011 ICC ESR 1398 6/1/2010 Page 56 of 59 7.0 Requirements for Surface Mounted Posts on Concrete Slabs or Footings REQUIRED NUMBER OF POSTS FOR SINGLE SPAN LATTICE UNITS WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS Seismic Size,Requirements Table L1a: -Use this table forthe following headers Table L7b: Use this table for the following headers Table L2a Table L2b 3x8 Alum Header Double 3x8 Alum Header 3ic8 Alum Header Double 3x8 Alum Header Double 2x6.5 Alum Header Double.Steel C Beam Double 2x6.5,Alum Header Double Steel C Beam Single Steel L:Beam Single Steel C Beam Post Height(ft) Post Height(ft) Size Size Required S. 9' 10, 11' 12' 8' 9' 10' 11' 12' quired ;8' 9' 10' 11' 12' 8' 9' 10' 11' 12' Ss Allowed Ss Allowed Wind Number Wind Exposure B Wind Exposure C Wind Wind Exposure B Wind Exposure C (cubic feet} (cubic feet) Speed of Posts MAXIMUM TRIBUTARY WIDTH ALLOWED Speed[Number Posts - MAXIMUM TRIBUTARY WIDTH ALLOWED 20% 2030 20% 2893 85 mph 2 or 3 10' 7' 4' 2' 0' 8' 5' 3' 0' 0' 85 mph 2 or 3 13' 13' 10' 7' 4' 13' 1 l' 8' 5' 2' 30% 1354 30% 1929 4 13' 12' 8' 4' 1' 13' 9' ' 6' 2' 0' 4 13' 13' 13' 13' 9' 13' 13' 13' 9' 6' 40% 1015 40% 1447 5 13, 13' 12' 7' 3' 13' 13' 9' 4' 0' 5 13' 13' 13' 13' " 13' 13' 13' 13' 13' 9' 50% 928 50% 1323 6 13' 13' 13' 10' 5' 13' 13' 12' 6' 1' 6 13' 13' 13' 13' 13' 13' 13' 13' 13' 12' .60% " 773 60% 1102 7 13' 13' 13' 13' 6' 13' 13' 13' 8' 2' 7 13' 13' 13' 13' 13' 13' 13' 13' 13' 13' 70% 663 70% 945 90"mph 2 or 3 10' 7' 4' 2' 0' 8' 6' 3' 1' 0' 90 mph 2 or 3 13' 13' 10' 7' 4' 13' 11' 8' 6' 3' 80% 677 80% 964 4 13' 12' 8' 4' 1 13, 10, 6' 4' 1' 4 13' 13' 13' 13' 9' 13' 13' 13' 10' 7' 90% 602 '** 90% 857 5 13' 13' 12' 7' 3' 13' 13' 9' 6' 2' 5 13' 13' 13' 13' 13' 13' 13' . 13' 13' 10' 100% 541 100% 772 6 13' 13' 13' 10, 5' 13' 13' 12' 8' 4' 6" 13' 13, 13' 13' 13" 13' - 13' 13' 13' IT 110% 537 110% 765 7 13' 13' 13' 13' 6' 13, 13' 13' 10' 5' 7 13' 13'' IT 13' 13' 13' IT 13' 13' IT 120% 492 120% 701 95 mph 2 or 3 10' 7' 4' 2' 0' 7' 5' 3' 1' 0' 95 mph 2 or 3 13' 13' 10' T 4' 13' 10' 7' 5' 3' 130% 500 130% 712 4 13' 12' 8' 4' 1' 12' 9' 6' 3' 1' 4 13' 13' IT 13' 9' 13' 13' 12' 9' 6' 140% 464 140% 661 5 13' 13' 12' 7' 3' 13' 12' 8' 5' 2' 5 13' 13' 13' 13' 13' 13' 13' 13' 13' 9' 150% 433 150% 617 6 13' 13' 13' 10, 5' 13' 13' 11' 7' 3' 6 13' 13' 13' 13' 13' 13' 13' 13, 13' 12' 7 13' 13' 13' 13' 6' 13' 13' 13' 9' 5' 7 13' 13' 13' 13' 13'_ 13' 13' 13' 13' 13' Directions for using Seismic Table L2a or L2b***' UT Fy 100 mph 2 or 3 10, 6' 4' 1' 0' 6' 4' 2' 1' 0' 100 mph 2 or 3 13' 13' 9' 6' 4' 11' 9' 6' 4' 2' 1. Determine Tributary width y 4 13' 11' 7' 3' 0' 10' 7' 5' 2' 0' 4 13' 13' 13' 11' 7' 13' 13' 10' 8' 5' 2. Determine width of structure Uj 5 13' 13' 10' 6' 2' 13' 10' 7' 4' 1' 5 13' 13' 13' 13' 11' 13' 13' 13' 1 V 8' 1 Determine height of structure C 8 6 13' 13, 13, 8' 3' 13, 13' 9' 6' 2' 6 13' 13' 13' 13' 13' 13' 13' 13' 13' 10' 4. Determine number of posts structure has \ k P 30/ 013 7 13, 13, 13, 11' 5' 13' 13' 12' 7' 3' 7 13' 13' 13' 13, 13' 13' 13' 13' 13' 13' 5. Determine Ss for your area(contac 105 mph 2 or 3 8' 5' 2' 0' 0' 5' 3' 2' 0' 0' 105 mph 2 or 3 13' 11' 8' 5' 2' 10' 7' 5' 3' 1' your local building department)' S'Tq CI }k, 4 13' 9' 5' 2' 0' 9' 6' 3' 1' 0' 4 13' 13' 13' 9' 5' 13' 12' 9' 6' 3' 6, Choose Table L2a or L2b based on the header O C +F 5 13' 13, 8' 4' 0' 12' 9' 5' 2' 0' 5 13' 13' 13' 13' 8' 13' 13' 12' 9' 6' 7. Determine the maximum size allowed on the chart 6 13' 13' 1 l' 5' 1' 13, 11' 7' 4' 0' 6 13' 13' 13' 13' 1 V 13' 13' 13' 12' 8' 8. Multiply#1,#2 and#3 and divide by#4***** 7 13, 13' 13' 7' 1' 13' 13' 9' 5' 1' 7 13' 13' 13' 13' 13' 13' 13' 13' 13' 10' 9. if#8 is lower than#7 the structure is OK for seismi, 110 mph 2 or 3 T 4' 1' 0' 0' 4' 3' 1' 0' 0' 110 mph 2 or 3 13, 9' 61 3' 1' 8' 6' 4' 2' 1' AY 2 3 2011 4 11' 7' 4' 0' 0' T 5' 2' 0' 0' 4 13' 13' 11' 7' 3' 13' 10' 7' 5' 2' 5 13' 10, 6' 2' 0' 10' 7' 4' 1' 0' 5 13' 13' 13' 10' 6' 13' 13' 10' 7' 4' 6 13, 13, 8' 3' 0' 13, 9' 5' 2' 0' 6 13' 13' 13' 13' 8' 13' 13' 13' 9' 5' *no check needed for Patio Covers attached to slab under these conditions 7 13' 13' 10' 4' 0' 13' 11' 7' 3' 0' 7 13' 13' 13' 13' 1 V 13' 13' 13' 12' 7' `*no check needed for Patio Covers that are 10'tall attached to slab under these conditic *"no check needed for Patio Covers that are 8'tall attached to slab under these conditions Tables Li and L2 need to be checked for surface ****Ss is the Maximum Considered Earthquake Ground Motion(0.2 sec) 1pfJ mount concrete attachment mapped on Figures 1613.5(1), 1613.5(3)in the 2006 IBC PU 4n **"* Alternatively, divide by these numbers For 2 post Structrues divide by 3 For 3 post Structrues divide by 3 Amerimax Building Products �'t VP Carl Putnam,P.E. For 4 post Structrues divide by 4.5 5208 Tennyson Parkway 3441 Ivylink Place For 5 post Structrues divide by 6 Ph'no,Texas 75024 vey �tr Lynchburg,VA 24503 For all others add 1.5 to number of posts CC-0 `***" Not for use in areas with flat roof snow loads exceeds 30 psf. M5-2006 June 24,2010 ICC ESR 1398 611/2010' Page 57 of 59 Y 'k' * KZ 0.7 0.98 height factor, Exposure B and C Amerimax Building Products Kzt 1 Topographic factor 5208 Tennyson Parkway X Kd 0.85 Wind Directionality factor Plano,Texas 75024 Z I 1 Importance Factor Existing Residence G 0.85 Gust Factor Carl Putnam,P. E. Cnet 1.2 Net Pressure Coeficent 3441 Ivylink Place Dead 1 psf. Lynchburg,VA 24503 P12 Design Design (434)384-2514 Panel Span(P) Down Load Up Load cart utnam comcast.net Wind C&C (psf) (psf) ----------------------------- ---- Speed (mph) Exposure qh(psf) psf) W+ W- 85 B 11.0 11.2 12.2 10.6 P/2 90 B 12.3 12.6 13.6 12.0 : 100 B 15.2 15.5 16.5 14.9 . ., .. .. .. Header 105 B 16.8 17.1 18.1 16.5 110 B 18.4 18.8 19.8 18.2 f 85 C 15.4 15.7 16.7 15.1 +� Figure 1 _ 90 C 17.3 17.6 18.6 17.0 c + Patio Cover Length(L) 100 C 21.3 21.8 22.8 21.2A3 `'� 105 C 23.5 24.0 25.0 23.4 June 24.-2010 Determine Snow Loads on Existing Structure 110 C 25.8 26.3 27.3 25.7 1 Determine Roof Snow/Live Load,S. See General Note 3. TABLE 1 2 Dead Load=1 psf 3 Add Dead and LivelSnow Loads, mulitply by half of Panel Span OFES l Wall Load=(D+S)P/2 Combination Loads:Snow+Wind+Dead Loads �`�� Pu 4� 4 Result is wall load in pounds per linear foot. Wind Wind Load Ground Snow Loads(psf) Determine Wind Loads on Existing Structure Speed(mph) Exposure (ps 25 30 40 60 a 813 1 Determine Wind Load,W+or W-. See Table 1 85 B 11.2 22.0 25.1 31.4 44.0 E P 6 0120 } 2 Dead Load included in Down and Up loads 90 B 12.6 22.6 25.8 32.1 44.7 CIVI 3 Mulitply W+or W by half of Panel Span 100 B 15.5 24.1 27.2 33.5 46.1 �P Wall Load=W P/2 105 B 17.1 25.3 28.0 34.3 46.9 CALL 0 4 Result is wall load in pounds per linear foot. 110 B 18.8 27.0 28.8 35.1 47.7 5 Maximum Shear Load in X direction is 367 ibf(110 mph Exposure C, 21'Panel Span) 85 C 15.7 24.2 27.3 33.6 46.2 M Y 2 3 2011 90 C 17.6 25.8 28.2 34.5 47.1 Determine Seismic Loads on Existing Structure(Excludes Roof Snow Load over 30 psf) 100 C 21.8 29.8 31.4 36.6 49.2 1 Vertical Loads and Horizontal Loads=maximum of 1 psf 105 C 24.0 32.0 33.6 37.6 50.2 110 C 26.3 34.3 35.9 39.0 51.4 Combination Loads based on Equation 16-18 and 16-19 TABLE 2 1 Determine Combination Load, C. See Table 2 3 Mulitply C by half of Panel Span Wall Load=C P 12 4 Result is wall load in pounds per linear foot. M6-2006 ICC ESR 1398 6/1/2010 Page 58 of 59 Amerimax Building Products Structural Properties of Beams,Fascia,Panels and Rafters for Use by Design Professionals ASSUMES FULL LATERAL BRACING Max Allowable Max Allowable Structural Element I for deflection I for deflection Moment{top in Moment(bottom Max U I(inA4)top in I(inA4)bottom talcs(inA4)top caics(in14)bottom compression in compression Allowable Ftu or Fu Fty or Fy Fcy I;ar compression in compression In compression in compression (Ibf-ft) (ibf-ft) Shear(Ibf) Material E(ksi) (ksi) (ksi) (ksi) , Rafters 1 . 0..024"x2"x6.625"Aluminum Rafter 2.283 same 1.685 1.718 283 272 132 3004H34 10100 32 25 22 0.032"x2"x6.625"Aluminum Rafter 3.072 same 2.674 2.765 517 492 317 3004H34 10100 32 25 22 0.040"x2'x6.625"Aluminum Rafter 3.873 same 3.873 3.873 832 780 627 30041-134 10100 32 25 22 0.042"x3 x8"Aluminum Rafter 7.907 same 7.907 7.907 1061 1019 609 3004H34 10100 32 25 22 . 0.024"x3"x3"Aluminum Rafter 0."5 same 0.445 0.445 125 123 339 3004H34 10100 32 25 22 0.040"x3"x3"Aluminum Rafter 0.754 same 0,754 0.754 295 287 1127 31051-125 10100 23 19 17 June 24,2010 Solid Panels 0.01 8"x2.5"x6"Aluminum Panel 0.2b5 same 0.265 0.244 175 83 221 3004H36 10100 35 28 25 0.024"x2.5"x6"Aluminum Panel 0.353 same 0,353 0.351 253 120 522 30041-134 10100 32 25 22 0.032"x2.5"W'Aluminum Panel 0.471 same 0.471 0.471 366 192 954 30041-134 10100 32 25 22 0.036"x2.5"x6"Aluminum Panel 0.53 same 0.53 0.53 417 233 1164 3004H34 10100 32 25 22 0.018"x3.5"x12"Aluminum Panel 0.545 same 0.525 0.536 331 169 85 3004H36 10100 35 28 25 0.024"x3.5"x12"Aluminum Panel 0.727 same 0.723 0.727 400 281 202 3004H34 10100 32 ` 25 22 0.032"x3.5"xl2"Aluminum Panel 0.969 same 0.969 0.969 543 499 479 3004H34 10100 32 25 22 0.036"x3.5"x12"Aluminum Panel 1.09 same 1.09 1.09 617 632 683 30041-134 10100 32 25 22 Sj0 QR 0.0 1 8"x2.5"xl 2"Aluminum Panel 0.25 same 0.25 0,25 229 112 284 3004H36 10100 35 28 25 l'yl 2 0.024"x2.5"xl2"Aluminum Panel 0.334 same 0.334 _ 0.334 331 199 673 3004H36 10100 35 28 25 0.032"x2.5"xl2"Aluminum Panel 0.445 same 0.445 0.445 469 353 1479 3004H36 10100 35 28 25 n' 0.036"x2.5"xl2"Aluminum Panel 0.501 same 0.501 0.561 482 416 1751 30041-134 10100 32 25 22 ui l Ci 0.018"x2"x6"Aluminum Panel 0.152 same 0.152 0.139 130 93 334 3004H36 10100 35 28 25 * v 0.024'W"x6"Aluminum Panel 0.202 same 0.202 0.198 186 141 569 3004H34 10100 32 25 22 srq V1� 0.032"x2"x6"Aluminum Panel 0.269 same 0.269 0.269 262 224 894 30041-134 10100 32 25 22 0.036"x2"x6"Aluminum Panef 0.303 same 0.303 0.303 295 267 1051 30041-134 10100 32. 25 22 AL�F Aluminum Headers 0.042"x3"x8"Aluminum Headei 7.907 same 7.907 7.907 1061 1019 609 3004H34 10100 32 25 22 Double 0.042"x3"x8"Aluminum Headei 15.814 same 15.814 15.814 2122 2038 1218 3004H34 10100 32 25 22 Double 0.040"x2"x6.625"Aluminum Header 7.746 same 7.746 7.746 1664 1560 1254 30041-134 10100 32 25 22 Aluminum Fascia 6.5"RF Fascia 3.356 same 3.356 3.356 1363 1328 3625 30041-134 10100 32 25 22 California Extruded Fascia 3.09 same 3.09 3.09 1264 1169 4259 6063T6 10100 30 25 25 Classic Extruded Fascia 6.026 6.026 6.026 6.026 3385 2673 11595 6061T6 10100 38 35 35 5.5"Extruded Fascia 3.46 same 3.46 3.46 2405 1594 6024 6105T5 10100 38 35 35 Alaskan Fascia 3.95 same 3.95 3.95 2405 2024 7739 6105T5 10100 38 35 35 4"x3"(beam 3.617 same 3.617 3.617 2366 2281 2350 6063T6 10100 30 25 25 7"x4"(beam 13.857 same 13.857 13.857 6513 6513 4991 6105T5 10100 38 35 35 Steel Headers 0.041"x3"x3"Steel Cloverlea 0.7723 0.7723 n/a n/a 1028 1028 6694 ASTM A653 Grade 40 29000 55 40 12 Gauge Steel C Beam 14.139 14A39 n/a n/a 9104 9104 24543 ASTM A653 Grade 50 29000 65 50 16 Gauge Steel C Beam 7.652 7.662 n/a n/a 4927 4927 4788 ASTM A653 Grade 50 29000 65 50 Double 12 Gauge Steel C Bearr 28.278 28.278 n/a nla 18208 18208 49086 ASTM A653 Grade 50 29000 65 50 M7-2006 ICC ESR 1398 6/1/2010 Page 59 of 59