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HomeMy WebLinkAbout10179358_1103 N. CABRILLO - Plan (2)OWNER bl.©00+ Stoner-\0ADDRESS li P*zi-C»n 61 0 GUAA..130. CITY t*sk-annA ZIP 9-no, PHONE (1\4) 811- 7955 LOT NO.TRACT APN CONTRACTOR- ROOMS N' COVERS 840 S ROCHESTER AVE #C ONTARIO, CA 91761 LIC. B-517575 PROPOSED ADDITION(S) L,>34\ c£ CM u e 909-390-0555 Pr«Q.T. AY >PR(OVED PLAWN]24 DIVISION MASTER I.D. 80/3 - /093¢3 1% G.P.64 A Zur. 24 PLANNER f .e - Dp<rE 8 4 -\3) , v T- TRANSFERRED *Y DATE T A th;' PLANNit·t,BRED: 5. .. ROUGH NONE XFINAL NAME - RETAN; P IEVISIONS../ 1 SUBJECT TO A- , ' ..r! iCKED AND CON:)1190 .BELOW: O INTER . . h''MODIFICATION EXISTI{9G r-r·.f. · ' 4 rals On,JA-1% .>el_ 6e..0, Ck €54#62-noe R ECEIVE AUG 0 1 2013 04\1)j City of Santa Ana 10,1 Park Center Homeowners Association Santa Ana, California 13.- 00 1.41'* r. C...33 2 REOUEST FOR AREHITECTURAL APPROVAL ifk'D*k=:. ,-* 1,Ve Ri- o VE- 3 A-nme#:7 / 9- £ 34-17_s-2--5- Address:/105 A-7- CA 4 0 1-L o Pk Dri If necessarv. enclose plans (mav submit sketch on reverse side of this form) Proposed Start Date: -0*4'' 42 6,1 2-Proposed Completion Date:7-GL c.1 1.44 -2.4 Brief descnption of request: +4961 0-_2.21&trok.3 R Wn U oe- b#¥6-c e.€W 21·72- 1 1 Neighbors Approval (if applicable). see attached: .Applicant confirms that he/she has copies of the CC&11's and By-Laws and that if approved, he/she is not relieved from obtaining the necessary building permits as required by law. Applicant agrees that any subsequent physical damage. due to approval, to the common area, or any adjacent home. will be the sole liability of the applicant. It is understood that any subsequent changes or deviations to the above must be approved by the Architectural Committee prior to change J I #4Ouner-s Signature: - Am.ikeket.€cze-c Date:7-2-/2/ 4 /1 I U COAIMITTEE REVIEW Approved: 0£3:C Not Approved: Conditions of review: OAAu[horized sienature (2 required): ,/65 ./1 <4 a.4-7- 17-7 1 1./ILL 1 1 --0 IllDate:Date:7/91 This request should be submitted in [riplicate. An approved copy will be returned to the applicant and one ra Amerimax Building•P,*ducts Patio Cover, Carport and Commercial Structure Engineering 2009 IBC PAGES DRAWING SECTION DESCRIPTION 2 PAGES GN01-2009 GENERAL NOTES GN02-2009 2 PAGES SC01-2009 SC02-2009 SOLID PANEL STRUCTURAL CONFIGURATIONS ALUMAWOOD STRUCTURAL CONFIGURATIONS 1 PAGE LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 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 AN0 COMMERCIAL STRUCTURES IN HIGH WIND AREAS 3 PAGES LT01-2009 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES LT02-2009 LT03-2009 2 PAGES 10 PAGES 10 PAGES 4 PAGES NP01-2009 NP02-2009 NP03-2009 NP04-2009 SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH 1 SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AN0 COMMERCIAL STRUCTURES IN HIGH T AREACOMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS R nr -£.1. 9 PAGES CD01-2009 COMPONENT PARTS AND CONNECTION DETAILS 1 1 #5/\74 \\ 7 CD02-2009 1 11=il \M#99CD03-2009 CD04-2009 i \\ A a#jewaga-j CD05-2009 H#A&Avil XlCD06-2009 X:4429! CD07-2009 CD08-2009 CD09-2009 J[* 04 2013 U.9\1'491 ' &'30/'901'9 vuT 20 2011 October 11, 2011 7 PAGES Ml-2009 M2-2009 M3-2009 M4-2009 M5-2009 M6-2009 M7-2009 M8-2009 MISCELLANEOUS DETAILS FAN BEAM DETAILS 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES 7.0 FOOTING AND SLAB ATTACHMENT TABLES 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS 7.0 FORCES ON EXISTING STRUCTURES STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS r 0, OCT 20 2011 PeRS!044 ICC EVALUATION SERVICE REPORT 13 CARL PUTN*1 32PROFESIONAL ENGINEERING STAMP 062·05902.1 -:/1 '' ''4 #Retlr /A- i/ 1 / .,4L PUTL' ·· t-TE * 2.X A 51 { i ta. 6..1.4 '.4 ;*u---4.*L 1 94> EN /b\ la:.' 1111[1111,1,1111 1 1 J \--/4"fill,1,p 12',2 76: 3,MAVM"Mill'L 2 BR. Pl/GO //5,ic...Il... -7,1'.14,?t, -1--1™ "71*39*61 62 93 e: =5 8% No.124946 E; i I N/@020:/ 61*..1 ST4TE 0,1.-72*---«,77·,..-+- M FA '1' ..1 j¥ AMI i 'VI2992*090606.9 j i'A .4'41>. 5-·--£96.1 , - 42,*.e.A-/ f:41 -$ vhJ¥,> 3¥4<=D'SWA,Egit \i. 5-2.9%(f//..2=:Ni*U'Pitti€&...«y OFESS,4-- Nu 3., .,e·y- ft CARL £8 4/ /CARL /1 41C #A¥/ 1 A .... o / ...0 - 7400% 2 ..9 1 '¥:PV' /-6 - 1 · ..' .,' E G: PUT'ia,At#f ,('UT+bltr -::fi 8-Ff/gbity.f'>' /%2:MA//iCAm %/6 2- er 1*.11 18314 1 a \ 4 -%- 1,- iGN (22 in 8 1 · Di· 'O -% in 4 pug,/\A LE / ariug v ¥199;NESS/• 1/ -*0 - - I r --"4941 RIAL t29_fES?22°'-,42% con (7182- t<(he-:*STER€R·,* 11 : '%32:41,--···9'€37--17'6*8:L..671 21 =2 / ..,1,1,1,4 \J\»f i l iv*..el / .-1 . 0 , :00,4,¥A. pul , € PAGE A 41 3*EP 39.702 01&7\1 /NP bl1 CP.AL 3 fRPi»--- C- re-¥1-4 *9 1 1 11 P{,0 i ,. u A [3 1, V LICENSEDi *- 21?OFESSION r. f GFNEEIT dit: 38353 j 1874t ,NALe 41€ F3*FES:' AL 1 r.-·- :5 1 : 7, EtJAINPCO ·99- o#t. A STX E 1 45750 .,%1,1,1," //20 V \ 237' CARL A14 j W PUTNAU -· 01 j 3 -d\24657/i,2-* 11 k1U»-92%*.t4*,/ ©t 3 4 ,96/ON ;*'4<lfll €..·'/ OSI ll':1 01 r t--€ --01 i.;!f.4 .ar, i.,=d (2009 IBC) 10/11/2011 'ge I of6O V%:2tc*,=ssw.· -· -XR *70,-11'y 1. 9 J ¥* N m/. 7258 ONAL HBUAG ill GENERAL NOTES: 1. DESIGNED IN ACCORDANCE WITH THE 2009 INTERNATIONAL BUILDING CODE. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2005 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. 3. DESIGN LOADINGS: Ct = 1.2, I = 1.0, Ce = 1.0 (ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT AMONG CONIFERS) GROUND SNOW LOAD DESIGN LOAD 10 PSF 10 PSF LIVE LOAD ONLY 20 PSF 20 PSF LIVE LOAD ONLY 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 2009 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 ATrACHED 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 WIND LOADS AS PER ASCE7-05 SECTION 6.5.7 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. NOTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN W/ NUMEROUS CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE AND OTHER) DO NOT. SEISMIC LOADING MAXIMUM Ss = 150% SHOWN IN 2009 IBC FIGURE 1613.5(1) Ss > 150% ARE NOT REQUIRED AS PER ASCE7-05 12.8.1.3 Sl NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTING SYSTEM POSTS EMBEDDED INTO FOOTINGS =ORDINARY STEEL MOMENT FRAME >> R = 1.25 POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R= 1.25 ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR A CONCENTRATED 300 LBF LOAD. THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED IN IBC SECTION 1605.3.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING WIND OR SEISMIC FORCES. 4. THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE: a. GENERAL NOTES (2 PAGES) b. STRUCTURAL CONFIGURATIONS (1 OR 2 PAGES) c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES FOR SOLID COVER STRUCTURES) OR BOTH (FOR COMBINATION STRUCTURES) d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOAD e. ALL APPROPRIATE DETAILS f. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY, 5. CONCRETE MIX: Fc=2500,3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE, MODERATE, AND SEVERE CONDITIONS AS SHOWN IN FIGURE 1904.3 OF THE 2009 IBC. PATIO STRUCTURES MAY BE ATrACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750# OR LESS AND THE FROST DEPTH IS ZERO. 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 SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL AS PER TABLE 1806.2. ALLOWABLE FOUNDATION PRESSURE IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/F-TAND IS DOUBLED PER BC SECTION 1806.3.4. THESE DESIGN VALUES DO NOT APPLY TO MUD, ORGANIC SILTS, ORGANIC CLAYS, PEAT OR UNPREPARED FILLS AND MAY REQUIRE FURTHER SOIL INVESTIGAT]ON. THE BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN SNOW/LIVE LOAD AREA OF 25 PSF OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM FOOTING DEPTH IS THE LOCAL FROST DEPTH. 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR VEHICLES. CARPORTS MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT. 8. AT LEAST ONE HORIZONTAL DIMENSION (PROJECTION OR WIDTH) OF COVER SHALL BE LESS THAN 30'. 9. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90, A123 G45 OR A153 B-3, PAINTED ASTM A755 OR USE AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2. 10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OF+4(GHER STRENGTHS MAY BE USED. 3004H2x ALUMINUM ,/.7 MAY BE SUBSTITUTED FOR 3004H3x./RiBNAE;tz<,.. / 2/0 4 )13 OCT 20 2011 5208 TENNYSON PARKWAYeiimax SUITE 10 C PRODUCTS. INC. PLANO, TEXAS 75024 NNG :ARTGENERAL NOTES JUN 04 2( DRAM N ON E OR FNAME NNEERSXTAMP DATE:DRAM NUM! <OFCALWO> ICC ESR 1398 (2009 IBC) 10/11/2011 Page 2 of 60 E GN01 -2009 1 OF 2 SHEET f A GENERAL NOTES: (CONTINUED FROM SHEET NO. 1) 11. STEEL FASTENERS SHALL BE EITHER STAINLESS (3000 SERIES), GALVANIZED OR DOUBLE CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED GLAVANIZED, MECHANICALLY GALVANIZED, ZINC ELECTROPLATED, ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE ANCHOR BOLTS ARE SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANSI/ASME STANDARD B18.6.1 AHD AND AF&PA NDS-05 11.1.4. ALL LAG SCREWS MUST COMPLY WITH ANSI/ASME B18.2.1 AND AF&PA N0S-05 11.1.3. ALL STEEL WASHERS TO BE ASTM F844 W/ DIMENSIONS IN ACCORDANCE WITH ASME B18.22.1, TYPE A. ALL STEEL NUTS TO BE ASTM A563. THE MINIMUM WASHER DIAMETER SHALL BE 1- FOR BOLTED CONNECTIONS. SCREWS AND BOLTS WILL HAVE A MINIMUM EDGE DISTANCE OF 2X FASTENER DIAMETER. 12. EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 13. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR POST. (EXCEPT FOR FULL STRENGTH SPLICES) FULL STRENGTH SPLICES (DETAILS U, AND X) MAY BE LOCATED ANYWHERE.· 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC- ESR 1730, 2196 OR EQUIVALENT AND USE HEADS W/ DIAMETERS EQUAL TO #8=8", #10 =01 #12 -0» AND #14 =3'OR STEEL WASHERS OF SIMILAR DIAMETER AND AS PER GENERAL NOTE #11 15. STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIONAL ENGINEERING ANALYSIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY. 16. ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION #2 IN IBC SECTION 1505.2. 17. STRUCTURES MAY BE ATTACHED TO EAVE OVERHANGS PER SCHEDULE. 18. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS (OTHER THAN STAINLESS, ALUMINIZED OR GALVANIZED STEEL) OR ABSORBENT BUILDING MATERIALS, LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FAYING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART 1-A SECTION 6.7. 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK, THE MAXIMUM DEAD LOAD + LIVE LOAD FROM THE PATIO COVER IS 750 LBS AND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB. THE MAXIMUM CONNECTION UPLIFT LOAD IS 1162 LBS FOR 90MPH EXP C WIND SPEED. CONNECTIONS ARE FOR MAXIMUM PATIO ROOF HEIGHTS OF 12 FT FROM GRADE. THE EXISTING DECK STRUCTURE MUST BE ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS. THE STRUCTURAL ADEQUACY OF THE DECK TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL L13, N12 OR AL. CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. 20. All structures must comply with one of the following: a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design Category (SDC) A-0 up to the maximum Ss noted in General Note #3. b. Structures with flat roof design snow loads over 30 psf complying with leC Section 1613.1 Exception #1 do not require additional seismic analysis. c. Structures not complying with (a) or (b) require additional engineering seismic analysis. 21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS REPORT, 22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL SPECIFICATIONS MUST BE BASED ON LONGEST ACTUAL SPAN. 23. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER AS PER IBC SECTION 1403.2 AND/OR 1503, WHICHEVER IS MORE STRINGENT. 24. AT LEAST ONE HORIZONTAL DIMENSION OF THE COVER (PROJECTION OR WIDTH) SHALL BE LESS THAN 30' GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SC02-2009 AND LT01-2009 THRU LT03-2009.) 1. SEE GENERAL NOTE #3 FOR LIVE AND SNOW LOADS. 2. NOTE iNTENTiONALLY LEFT BLANK. 3. SINGLE SPAN ATTACHED LATTICE STRUCTURES THAT DO NOT USE DETAIL L29 MUST COMPLY WITH TABLE Ll AND L2 ON SHEET M5. <.9-SSON, 61«// OCT 20 2011 !.13 erin*ax 5208 TENNYSON PARKWAY C PRODUCTS. INC.SUITE 100 PLANO, TEXAS 75024 IP DRAM rK; „ o,R..fART GENERAL NOTES /2013\ 9 00 ICC ESR 1398 (2009 IBC) 10/11/2011 Page 3 of60 ION,4 C 68 3 E .6-3 -20 Ivt NGINEER STAM * OCENSE DATE: GN02-2009 SHEET 2 OF 2' 4, LENOTH VARIES. SEE SCHEDULES.LENGTH VARIES7GGTH 100%-m-FimenHM#MID SEE SCIEDUE FOR POSTS. AL POSTS TO BE PROJECTION -INSTAUED VERTIUY. MAY HAVE WORE nKN 2 POSTS (PER NTERIEDLATE BEAIO.r FASCLL.60*HUCER;,--END FASCIA0. 1.DIGM ..ENDSEE SCHEDULE FOR ..libUllinSPAN mEESTANDING .2PY-,4#2---- P -L-COVER PANEL f ATTACH)€NT TO --11--=='=1"4 2:C; MAX ,--' PANEL 5 .2,IRE M / MIN 15' 0€RETE1612--FASCLA 1 -1 SLAB MAY RE USED OVERMNG| VIERE PERMITTED 5%U HEADER k<GNSTALL h SEE SCIEol.LE= 21St 59 0,1\ /042§ 11E COLUMN1 VER11O1 1 5 /63%*.. '02'1;k Nk, -: \4' 123*01PROVIDE 1 22==»52 -PROVIDE 1 1/2' Dii@R==*==:IZU --'t ,-913* 37 CONCRETE SLAB DRAIN 142(94. NSL \73,21. E REQ'D W/ CONSTRAINED -MIN 3.5' CONCRETE SLAB REQ'D 'fel»L \Z:,/ @ FOOTINGS SEE SCHEDULE FOR W/ CONSTRAINED FOOTINGS tl-*f€.SEE SCHEDULE FOR FOOTNG SIZE -ir.=-0 FOOTING SIZE- SINGLE SPAN ATTACHED SRUCTME 1 L.-,4 0'HANG 25% OF 71(:ty WAN ATTACHED CANT1FVERED STRUCRRE /¥3a 902 dk,-SEE SalmULE FOR , LENGTH VARIES. SEE SCHCu... - FASC O HANG. 25% COL 5 SPACING-1 1 3/8.0 X 9. REBAR -L - ft-'1 1/ SEE SCHEDULE FOR SIZE -/--A€14 8 DETAIL AQ OR N29 ONLY -MIN 15' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOHNGS PANEL MAY OVERHANG 25% OF CLEARSPAN MAXIMUM 1 1....1 DRAIN COVER PNLE A -1/20 STEEL mg BAR (RE-BAR]15 Lu SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY se,GUE SPAN FREESTANDING STRUCTURE FOR POSr SIZE SEI POST SCHEDULESh f..DDAWInC 1 1 /9" -- INTER- MEDIATE BEAM GTH VARIES 1 4 FASCA HEADER /PANEL MEE#EEITEES,L MIN 3.5' CONCRETE SLAB REQ W/ CONSTRAINED FOOTINGS MULNSPAN ATTACHm CANTILEVERED 5mUCTURE PATIO COVERS ARE LIMITED TO 12' HEIGHT.CARPORTS AND COMMERCIAL STRUCTURES ARE LIMITED TO 15' HEIGHT. HEIGHT REL.SCHEIMES.PRA 7-81264.- MIN 3.5' CONCRETE SLAB *Q'D- V/ CONSTRAINED FOOTIN®1 -"2- SEE SCHEDULE FOR SIZE PLACE 3/8"0 51'L.(ti-AR)--1 DETAIL AQ OR N29 ONLY OCT 20 2011 FASGA 1 4-COVER PANEL &= 1 11.liTtle€DIATE ,,4!&1!MUU 42 - P A, e013COLUMN »-¥25% POST 8 ERnCALL»/coL.p.-0-SPKINC;erimax 5208 TENNYSON PARKWAY MIN 15' CONCRETE SLAB REQ'(RE-BM) SUITE 100 4,tovDE 1:72'-3/8'0 51EEL 1.<0 PRODUCTS. ING. PLANO, TEXAS 75024 DRAIN W/ CONSTRAINED FOOTINGS ,i\.1 /i WULTIyAM- ATTAaE_SINUC[lE ICC ESR 1398 (2009 IBC) 10/11/2011 SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY Page 4 of 60 DRAM NONE OR F bLAME DATE:DRAM EN*EERS VAMP SOLID PANEL STRUCTURAL CONFIGURATIONS SHEET SC01-2009 1 OF 2 . 3'X8' ALUM HEADER 3'X8' STEEL C DOUBLE ALUM HEADER -N#40)'.MULTISPAN FREESTANDING 1\ C <CLEAR SPAN) d71AX. RAFTER SPAN 1AI]KLEE!12BE OR MORE SPANSA-23,6.6251 39/ OR 35(3 ALUM. RAFTERS DOUBLE STEEL C BEAM ATTICE OVERHANG 36' MAX ' MAX FOR 30 PSF SNOW CAD OR H[GHER 24 MAXIMUM RAFTER OVERHANG IS 25% OF CLEARSPAN LATTICE OVERHANG 36' MAX > 24' MAX FOR 30 ,>4 PSF SNOW LOAD OR -4 HIGHERPOST HT. OF CLEAR SPAN 35 8*x 12 or 16 GA STEEL V BEAM 2.gix 1-t/lmFOR BEAM WRAP DETAIL„ 4*'.ey'/'DETAIL 118'. 59 4 - n 421*i.hf ATTACHMENT TO MIN 3.9 MIN 3.5' CONCRETE SLAB REO'D 4 U *MCONCRETE SLAB MAY BE W/ CONSTRAINED FOOTINGS .,4hc & 6 1 /USED WHERE PERMITTED SEE SCHEDULE FOR SIZE-pft*/4,0 SEE SCHEDULE DETAIL l.29 ONLY C---1 .11;h. / 4MIN 3.5' CONCRETE SLAB 15·r' 1 L y 197 REQ'D W/ CONSTRAINED 801,1 LFOOTINGS217 -dDL RnLENGTH VARIES. SEE SCHEDULES. 4- FASCIA#ANGJ A.,A Z----4. 26<6.625'; 34<8' OR 0' SINGLE SRAM ATTACHED «=fem|€=,&4 3'x3' ALUM RAFTERS--IATTICE:STRUCTURE f-2-2GTH 100% OF PROJECRON - -»\ 1143%*5% 13*-1 ** 41*., t RAFTER HEADER MAX CCOVER PANEL 5 «\\\OVERHANG ' 1-LATTICE: TAILS /I SEE DETAIL LJ-=-24 9341>« N [10» 3/\152 / I /PROVIDE 1 1/- MIN 3.5' CONCRETE SL 42341 44*t"11- ORAIN €5WIN 3.5' CONCRETE SLAB REO'D 34/ CONSTRAINED - -*A 4REQ'D W/ CONSTRAINED FOOTINGS 11. -FOOTINGSSEE SCHEDULE FOR Ar#FOOING SIZE - '74/ , 4 25% POST SPACING -d MULTISPAN UNITS REFER TO GENERAL SINGLE SPAN FREESTAND* NOTE 22.LAmCE STRUCTURE € i i E E A i A Tif SEE DET PLACE 3/8' 0X 9" SCHEDULE FOR SIZE AIL L29 ONLY /,56GiRX[254 EXI?. 6/30/'20 9VIL V"TW -*TW • * TV TV ii«5 75134*A #07 T\,4.-3*O'HANG--1 1-OVERHANG -- / 0 EX*-30*134* FREESTANDING STRUCTURE ATTACHED STRUCTURE ICC ESR 1398 (2009 IBC) 10/11/2011 Page 5 of 60 TRIBUTARY WIDTH (TW) DIAGRAM *INERS Slip OCT 20 2011 04 2013 Ameiimax 5208 TENNYSON PARKWAY IUILDINC, PRODUCTS. ING. SUITE 100 PLANO, TEXAS 75024 DRAWN BY·CMP SCALE:DRAWING ALUMAWOOD STRUCTURALNONE OR PARTNAME CONFIGURATIONS DATE:DRAWING SHEET AOMGST SC02-2009 2 OF 2 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 0.024'U %6.625" Ratter (Multispan)0.032"xt,6.625- Rafter (Multispan>0.0402'],6.625" Rafter <Multispan}0.042"x33(8" Rafter (Multispan) Ground Rafter Wind Speed and Exposure Ground Rafter Wind Speed and Exposure Ground Raner Wind Speed and Exposure Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C Snow Load Spacing Exp C Snow Load Spacing Exp C Snow Load Spacing Exp C (psf) (in) 90 100 105 110 (psf) (in) 90 100 105 110 *90 (in) 90 100 105 110 (psf)(in) 90 100 105 110 10 24- 7'-4" 7'-4 6'-10" 6'-4- 10 24"10'-11- 10'-11" 10'-11" 10'-8" 10 24"14'-6.14'-6"14'-6- 14'V 10 W 12'·6" 12'-6" 12'-6" 12'-6'3-xy Rafter @6' ok (Multiffan or Singte) LIVE 20" 8'-5-8'-4" 7'-9 7'-3-LIVE 20-12'-7 12'-3" 12'-3- 11'-10"LIVE 20"167 16'_2"16'-2- 15'-10'LIVE 32'13'-6" 13'-6' 13'-6" 13'-6-Ground Rafter Wind Speed and Exposure 16' 909"9'-8- 9'-0"8'-5-160 14'-1" 14'-1- 14'-1"13'-4-16"18'-5"18'-5'18'-5" 17'-8"24»16'-2" 16'-2-16'-2" 15'-10-Snow Load Gauge Exposure C 12-11'-9" 11'-6" 10'-9'10'-1"12 16'-8- 16'-8- 160-3" 15'-5"12"21'-7" 21'-2" 20'-5" 19'-10 16"20'-7" 20'-7" 20'-5" 19'-4'(psf) (In) 100 110 120 130 20 24" 4'-4" 4'-4-4'21" 4'-4. 20 24- 6'-8'6'-8"6'-8" 6'-8"20 24" 9'-2"9'-2"9-2- 9'-2- 20 36- 7'-7"7-7"7'-7" 7-7" 10 0.024"12'-7' 12'-3"11-2"10'-3" LIVE 20" 5'-0"5·_0" 500"5,4.LIVE 20"7'-8»7'-8. 7'-8"7'-8"LIVE 20"10'-5- 10'-5- 10'-5" 100-5"UVE 32" 8'-4"8'-4" 8'-4-8'-4"LIVE 0.040"16'-6"16'-6"16'-3"15'-4" 16"5'-11" 5'-11" 5'-11' 50-11-16" 9'-0"9'-0" 9'-0"9•-0"16-12'-1" 12'-1-12'-10' 12'-1"24"10'-3" 10'-3"10'-3"10'-3"20 0.024" 8'-7-8'-7" 8'-7"8'-7" 12" 7'-4"7 -4" 7'-4"7'-4"12"10'-11" 10'-11- 10'-11" 10'-11"12-14'4" 14'-6'14'-6" 14'-6"16"13'-6" 13'-6"13 -6.13'-6"LIVE 0.040"13'-1" 13'-1" 13'-1"13'-1" 25 24" 4'-7 40-2• 4'-2"40-2" 25 24" 6'-5"6'-5' 605-6'-5" 25 24"8'-11" 8'-11" 8'-11" 8'-11" 25 36"7'-4" 74 7'-4" 7-4- 25 0.024- 8'-5" 8'-5"80-5- 845" 20"4'-10" 4'-10' 4'-10" 40-10"20-7-5" 7'-5" 7'-5-7'-5.20"10'-1" 10'-1" 10'-1" 10'-1"32" 8'-00 8'-0- 8'-0" 8'-0.0.040 12'-10" 12'-10" 12'-10" 12'-10" 16" 5'-9 5'-9" 5'-9"5'-9"16' 80-8"8'-8- 8'-8"8'-8"16-11'-9" 11'-9" 11'-9- 11'-9-24"9'-11" 9'-11" 9'-11- 9'-11"30 0.024 7'-6"743"7'-6" 7'-6" 12"7'-1' 7'-1» 7'-1"7'-1"12 10'-7" 10'-7" 10'-7"10'-7"12"14'-1.14'-1"14'-1"14'-1"16"13'-1" 13'-1"13'-1"13'-1"0.040'12'-0- 12'-0' 12'-0"12'-0" 30 24" 3'-7"3'-7" 3'-7"3'-7" 30 24-5'-7" 50-7"5'-7" 5'-7" 30 24" 7'-9"70.9'7'-9" 7'-9"30 36"64" 6'-4"6'« 6'4 40 0.024- 60-4'6'-4" 6'4"6'-4- 20"4'-2" 4'-2"4'-2" 4'-2"20- 6'-5'6'-5" 6'-5-6'-5"20"8'-11" 8'-11"80-11'0 8'-11"32 6'-11" 6'-11- 6'-11" 6'-11"0.040 10'-3" 10'-3" 10'-3-10'-3" 16- 5'-0" 5'-0" 5'-0"5'-0-16* 7'-8"7'-8-7'-8" 7L8•16"10'-4" 10'-4"10'-4- 1004"24" 8'-8"8'-8". 8'-8- 898" 60 0.024-4'-11" 4'-11" 4'-11"4'-11" 12" 6'-3"6'-3" 60-3«6'-3"12'9'-4" 904' 9'-4"90-4"12 12'-6" 12'-6"12'-6" 12'-6-16"11'-7" 11'-7"11'-7"11'-7'0.040' 801"8'-1" 8'-10' 8'-1» 40 24" 2'-9'. 2'-9"2-9" 2'-9" 40 24-4'-S- 4'-5"4'-9' 405" 40 24" 6'-3"6'-3-6'-3" 6'-3- 40 36" 5'-0" 5'-0"510" 5'-0 TABLE 1.5 20" 3'-3"3'-3" 3'-3"3'-3-20' 5'-2'5'-2" 5'-2"5'-2"20"7'-2" 7-2-7'-27 7'-2,32" 5'-6"5'-6- 5'4"5'-6" 16-3'-11- 30-11- 3'-11" 3'-11"16'6'-2' 6'-2" 6'-2"6'-2"16- 8'-6"B'-6" 8'-6-8'-6 '24-6'-11" 6'-11" 6'-11" 60-11" 12- 5to"50-0" 5'-0"510"12" 7%8'7'-8" 70-8"7'-8"12.10'-4" 10'-4-10'-4"10'-4"16"9'-5- 9'-5-9'-5" 9'-5' 60 24 1'-11" 1'-11" 1'-11" 1'-11" 60 24" 3'-1-3'-1" 3'-1"30-1" 60 24'4'-6" 4'-6" 4'-6-4'-6- 60 36"3'4" 3'-6" 3'-6"3'-6 ./ 20" 2'-3 27 2'-3"2-3-20" 3-8-3'-8" 3'-8"3'-8"20' 5'-3"5'-3"5'-3" 5'-3"32"3'-11" 3'-11" 3'-11" 3'-11"Amerimax Building Products 16'20-9" 7-9" 2'-9"2'-9"16"4'-5" 4'-5" 4'-5"4'-5"16-6'-3- 6'-3"6'-3"6'-3"24"5'-00' 5'-0" 5%0" 5'-0'5208 Tennyson Parkway 12" 3'-7'3'-7" 3'-7"3'-7"12" 5'-7"57 57 5'-7"12"7'-9" 7'-9"T-9.7'-9"16"6'-11" 6'-11" 6'-11" 6'-11"Plano, Texas 75024 TA 3LE 1.1 TABLE 1.2 TABLE 1.3 TABLE 1.4 1 |SINGLE SPAN TABLES |NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN Carl Putnam, P. E. 0.024"x2-*6.625" Ral:er (Single Span) 0.032"xZ'x6.625- Ratter (Single Span)0.040-*2"x6.625" Rafter (Single Span)0.042"xy*8' Rafter ( Single Span)3441 Ivylink Place Ground Rafter Wind Speed and Exposure Ground Rafter Wind Speed and aposure Ground Rafter Wind Speed and Exposure Ground Ratter Wind Speed and Exposure Lynchburg, VA 24503 Snow Load Spacing Exp C Snow Load Spacing Exp C .Snow Load Spacing Exp C Snow Load Spacing Exp C cartputnam®comcastnet (psD (in> 90 100 105 110 - (Psf) (in) '90 2 100 105 110 (p.sf} (in) 90 100 105 110 (pSO (in) 90 100 105 110 10 24" 8-8» 7'-5"6'-10" 60-4"q - 10 =24" , 13'-7" 12'-0- 11*-4" 104" 10 24"17'-9' 16'0"15'-2"14'-5" 10 36 16'-2" 14'-4" 13'-6" 12'-9' LIVE 20' 9'-9"8'-4" 709"7'-3, \UVE 20" ' 15'-0" 13'-3" 12'-6- 11'-10"LIVE 20"19'-1"17'-7.16'-8" 15'-10-LIVE 32"17'-2" 15'-3" 14'-5- 13'-7" RAFTERS O/C SPACING MAY BEDOUBLEDIFTHE 16.11'-2" 9'-8"9'-0" 8'-5'16"16*-10" 14'-11' 14L1"13'-4-16-20'4" 19'-5" 18'-7" 17'-8"24"19'-11" 17'-8" 16'-9 15'-10"RAFTERS ARE DOUBLED UP TO 48" OfC - -- 12"13'-2'11'-6" 10'-9- 10'-1"12"19'-5"17'-3" 16'-3-15'-5"12"22L7" 21t2"20'-5" 19t10"16"24'-2- 21'-7" 20'-V 19'-4"ch 20 24" 5'-2"5'-2" 5'-2"9-2" 20 24'8'-10" 8'-10" 8'-10" 8'-10" 20 24"12'-8" 12'-8"12'-8"12'-8" 20 36" 9'-8"9'-8- 9'-8"9'-8" UVE 20" 6'-2-6'-2"6'-2" 6'-2"LIVE 20"10'-6" 10'-6" 10'-6"10'-6'LIVE 20"13'-10" 13'-10" 13'-10" 13010"LIVE 32"10'-10" 10'-10" 10'-10" 10'-10" 16- 7'-8"7'-8" 70-8" 7'-8-16"12'-3" 12'-3" 12'-3"12'-3"16.15'-5" 15'-5" 15'-5" 19-9 24"14'-4"14'-4"14'-4 14'24" 12"10'-2" 10'-2" 10'-2- 10'-1"1 Z'14'-1" 14'-1" 14'-1"14'-1"12'17'-9- 17'-9" 17'-9" 17'-9"16"17'-5" jr-5' 17'-5" 17'-5" 25 24"4'-11'0 4'-11" 4'-11" 4'-11" 25 24" 8'-5 8'-5" 8'-5"8'-5" 25 24"12'-4" 1204"12'-4 12'-4" 25 36"9'-3" 9'-3"9'-3" 9'-3" 20"5'-10" 5'-10" 5'-10" 5'-10"20'10'-1" 10'-1" 10'-1" 10'-1"20-13'-6" 13'-6"13'-6"13'4" 32"10'-4"10'-4-10'-4"10'-4" 16"7'-40' 7'-4" 7'-4"7'-4"16"11'-11- 11'-11" 11'-11" 11'-11"16'15'-1" 15'-1"15'-1"15-1-24*13'-9" 13'-9-13'-9"13'-9" 0 12- 9'-9"9'-9" 9'-9"97 12"13'-9• 13'-9" 13'-9"13'-9"12»17'-4" 17'-4"17'-4-1714- 16 17'-0" 17--0'17'-0" · 17'-0' 30 24" 4'-1"4'-1" 4'-1"4'-1" 30 24"7'-0" 7'-0" 7'-0"7'-0" 30 24"10'-7" 10'-7"10'-7- 10'-r 30 36" 7'-8" 7'-8"7'-8- 7.-8. 6/30 20"4'-11" 4'-11" 4'-11" 4'-11"20' 8'-5"8'-5- 8'-5-8'-5.20"12'-4" 12'-4"12'-4 12'-4 32- 8'-8"8'-8 8'4"8-8" 16"6'-1" 601"6'-1" 60-11"16"100-6" 10'-6" 10'4 10'-8"16"13'-9"13'-9"13'-9" 13'-9 24"11'6" 11'-6" 11'-6" 11'-6" 12" 8'-1"8'-1 " 8'-1'8'-1"12"12'-7" 12'-7" 12'-7" 127 1Z'15'-10" 15'-10" 15'-10" 15'-10'16"15'-7"15'-7 15'-7"15'-7"elvt 40 24" 3'-1"3'-1"3'-1" 3'-1" 40 24-5'-3" 5'3" 9-3"5'-3" 40 24"7-11' 7'-11' T-11" 7'-11"40 36" 5'-9"5'-9"5'-9" 5'-9" - 20"3'-8" 3'-8" 3'-8'3'-8-20' 6'-4.8'-4" 6'-4"64"20"9'-6" 9'-6"9'-6" 9'-6"32" 6'-6"6'-6"6'-6" 6'-6 .:32 16" 4'-7"4'-7" 4'-7"4'-7-16-7-10" 7'-10" 7'-10" 7'-10"16-11'-10" 11'-10- 11'-10" 11'-10"24" 8'-8" 8'-8"8'-8" 8'-8 ' 12" 6'-1"6'-1"6%1" 6'-1- 12"10'-6"10'-6" 10'-6'10'-6" 12*13'-9" 13'-9.13'-9"13'-9" 16"12'-11" 12'-11" 12'-11" 12'-11-OCT 2( 60 24" 2'-0"2'-0" 2'-0-2'-0" 60 24" 3'-6" 3'-6"3'-6" 30-6" 60 24" 50-4-5'-4" 5'-4"5'-4-60 38"3'-10" 3'-10" 3'-10- 3'-10" 20' 2'-5"2'-5" 20-5'2'-5"20" 4'-2"4'-2" 4'-2"4'-2"20- 6'-4"6'-4" 6'-4"6'-4-37' 4'-4"40-4- 4'-4" · \/JUN 04 2013 16« 301"3'-1" 3'-1"3'-1"16" 5'-3"5'-3" 5'-3"5'-3"16"7'-11" 7'-11" 7'-11" 7'-11"24" 5'-9" 509" 5'-9" 5'-9' SINGLE SPAN TABLES I 12" 4'-V 4'-1" 4'-1"4'-1"12" 7'-0"-7'4 7'-0"70-0"12" ,10'-7"10'-7" 10'-7"10'-7"16" 80-8"8'-8" 8'-8" 8'-8" TABLE 1.6 TABLE 1.7 TABLE 1.8 TABLE 1.9 40;9 1 j #W \A684 A 6-30-25 ) 2011 ICC ESR 1398 (2009 IBC) 10/11/2011 Page 6 of 60 LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS 90 MPH WIND AREAE 0.042-x?*8' Box Beam (Detail 11)Double n.042-xyx8- (Detail L 12) TABLE 2.1 An,4.1 8ingl. Freestanding Cr Alached SIngl• Freestandlng or Spin SInd,re Multispan Units Span Strudur• 1,Mispan Units GROLND TRIB MAX POST . MAX MAX POST LENGrH MAX UAX POST LENGTH SNOW v,loTH POST REeD POST MIN FOOTER E | 10 | 12 POST MIN FOOTER 80 | 10' | 12 LOAD (FTI SPACING FOR SPACNG POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTER (PSF)ON SLAB SLAB (FT)TYPE ·r ·<r ·r -cr (FT)TYPE -d·.d' 1 -4- | kr (Fn Vol (In) 1 (In)(6) lim 1 1,4 (,1> 90 MPH EXPOSURE B 10 3 22·-8-A 13·-5- A la 23 26 20 29·10· A 21 25 27 28 LIVEE 3.5 19.-5-A 17-4-Ala 23 24 25 19=3- A 21 25 26 28 4 17·-0-A 11'-4• A 18 22 24 25 18'-0- 8 22 25 26 27 4.S 15·-1-A 10-7- A 19 22 23 25 10·-11- 8 22 24 26 27 6 13.-7-A 9%11 A 19 72 23 24 1(7-0- 8 22 24 25 27 66 124 4 9/A 19 21 23 24 15-2" 8 23 24 25 26 0 114-A 8·-9- A 19 21 22 24 14·«0 23 23 26 20 8.S 10·-5- A 8'-4- A 20 21 22 24 13'-1/ 0 23 23 25 26 7 9-8 A 70-11- A 20 21 22 23 13'-3' C 23 23 24 26 7.5 901'A r.7- A 20 20 22 23 12·-T C 24 14 24 26 8 8'-6 A 713· A 20 20 22 23 12·-3- C 24 14 24 25 8.6 8# A 6'.1,- A 20 20 12 23 1140- C 24 24 74 25 9 7·-6- A 648-A 20 20 21 23 11·-5' C 24 24 24 25 0.5 7-2 A e·.6- A 20 20 71 22 11'-1 0 24 24 24 25 to 6-9-A 602· A 20 20 21 22 10-90 C 25 25 25 25 11 6-7 A 5-9- A 21 21 21 22 14-1- C 25 25 25 25 12 54 A 64·A 21 21 22 23 9-7- C 25 25 25 25 13 5-2-A 54- A 21 21 22 23 7-1- C 25 25 25 25 90 MPH EXPOSURE C 10 3 224 A 134·A 20 25 27 28 NY-4- A 23 28 29 31 LIVE 3.5 19+-5-A 17-4-A 20 25 20 28 15-7 A 23 27 29 30 4 17·-0.A 11'-4- A 21 24 20 27 17·-0- 8 24 27 28 30 4.S 15/-A 10-7- A 21 24 25 27 15* 8 24 26 28 29 5 13·-7-A 9 ·.11 A 21 24 25 26 15-6- 0 25 20 23 29 5.5 124-A 9-4- A 22 23 25 23 14·-9· 8 25 20 27 29 8 11-4.A Er-9- A 22 23 25 26 14·-0" 8 25 25 27 28 e.; 10·45·A 5-4- A 22 23 24 26 13·-6- 8 20 26 27 .0 7 9·4·A 7.11- A 22 23 24 25 12·-10- 8 20 26 26 28 75 9·-1- A 7-7-A 22 22 24 25 17-4- C 26 26 26 28 8 8'-6-AT-3- A 23 23 24 26 11'-1 r C 27 27 27 27 8.5 8'-0- A 6.-11.A 23 23 23 25 11'4· C 27 27 27 27 9 7.-6-A 6'.8-A 23 23 23 25 11·-1· C 27 27 27 27 9.5 T.7 A 6-5 A 23 23 23 24 10·-9·C 27 27 27 27 10 6·.9*A 6·-2 A 23 23 23 24 104· C 27 27 27 27 11 6.2-A 509- A 23 23 23 24 9-10· C 28 28 28 28 12 5-8-A 515· A 23 23 23 25 9'-7 C 28 26 28 26 13 5-2.A 5-1 A 24 24 24 25 £40· C 28 28 28 28 92 MPH EXPOSURE O 20 3 11'-10•A 7- 1' A 18 21 23 24 14·-10· 8 18 24 25 28 LIVE 3.5 10--r A 8'-7 A 10 21 22 23 13·7 8 19 23 25 28 Stlt-A 7-6- A 16 20 22 23 17-7- C 19 23 24 25 4.5 7'-11"A 5%11- A 16 20 21 23 11·-5-C 19 22 24 25 5 7·.1-A 5-5- A to 20 21 22 11'-13· C 70 22 24 25 S.S 6·-5 -A 5·-11·A 17 20 21 22 10.-6. c 20 22 23 25 8 44-A 447 A 17 19 20 21 8·-2· C 21 21 22 23 8.5 4·-2·A /-2· A 17 19 20 21 7.ic' C 21 21 22 23 Double C.040-x2-x6.6;5" (Detail L_12 Attached Freestanding or Structure trk,111!span Units MAX MAJ< POST LENGTH GROUND POST MIN FOOTER e | 10 | 12'SNOW SPACING POST StzE CONSTRAINED FOOTER LOAD (FT)TYPE -d-.4. 1 -d· | ·d-(ps#) 1.1 114 (In) .1 1 84' A 20 24 25 27 30 UU. A 20 23 25 28 16'-1- A 21 23 24 26 157 9 21 23 24 25 14 -4•8 21 22 24 25 13·-8- B 22 22 24 25 17-0- B 22 22 23 26 12-5- 8 22 22 23 24 11'-11-8 23 23 23 24 11'-6- 0 23 23 23 24 11'-1- 0 23 23 23 24 10'-9 8 23 23 23 24 10·-5· C 21 23 23 24 10'-1- C 24 24 24 24 9·-9- C 24 24 24 24 9'-3·C 24 24 24 24 30 8'·9- C 24 24 24 24 8·-4-C 25 25 26 25 18'-2- A 22 26 27 29 16·400 A 23 75 27 28 15'-8- A 23 25 27 28 14·4- A 24 25 26 28 13'-11-B 24 24 76 27 17.3- B 24 24 26 27 12-8- 0 25 25 25 27 12.1-8 2 26 25 27 11'-7- B 25 25 25 16 11·-2- 8 25 25 25 26 10'-0- R 26 26 26 26 104- B 26 20 26 26 40 10'-1- 8 25 26 26 26 9-* C 20 26 26 26 9%6- C 27 27 27 27 9-0- 0 27 27 27 27 84- C 27 27 27 27 8 -1.C 27 27 27 27 13·-4· 8 18 22 24 25 12·.3-9 18 22 23 74 110-5 8 18 21 73 24 17-8' 0 19 21 23 24 1040- C 19 21 22 23 9-8- C 19 21 22 23 7'-r C 20 20 21 22 7·4·C 20 20 21 22 0.0422' *8' Box Bee n (Detail Ll} TABLE 2.1 An.ched GIngU Frecstanding of soan Structure Muttbpan Units TRIB MAX POST MAX MAX POST LENGTH WIDTH POST REO·C PogT MN FOOTER 8' | t 17 (FT)SPACING FOR SPACINCIOST SIZE CONSTRAINED FOOIER ON SLAB SLAB (FT>TYPE -d·-r | ocr | ·r (FT)R {h) 1 (Inl I fin 00 UPH EXPOSURE B 3 6·-0- 3.5 6'·10· 4 FO' 4.5 S'-4- 6 4'-10- 5.5 4'-4- 6 4'-0- 6.5 3'-8/ 7 34· 7.5 3'-r 8 3·.0- &5 2'·10- 9 2'4 (15 2·.0- 80 MPH EXPOSURE C 3 843- 3.6 g-10· 4 6/0- 4.5 S·-4- 5 440- 5.5 4'-4- 6 4'-0- 6.S 3-2- 7 3-9 7.5 30 8 7-0» 8.5 2'-10. 9 2'-8 9.6 2·-8. SOMPH EXPOSUREC 3 6'-1- 15 5·-2- 4 44- 4.6 4'.0- 5 3·.7- 5.6 3·.3- 6 3.-0- 0.5 2·-9- 7 7.1- 7.5 7-5- 8 7-3- 8.5 7-1- 9 9-7 90 MPH EXPOSURE B 5 3'-7- A 4'-3- 0 14 18 20 21 5.5 3·-3-A 3'-11- 8 14 18 19 21 0 5'-11-A S-T A 17 19 21 22 C 20 22 23 24 9'-0 C 20 20 22 23 40 5-1' 6.5 5'.5-A 5-T A 17 19 20 22 C 20 2/23 24 C 20 20 22 23 3.5 7 S.1•A 9-0.A 19 20 22 8-11-C 21 21 23 24 B'-3-C 20 20 21 23 4 7.5 4·-9 A 4'-8-A 17 19 20 21 C 21 21 22 24 7-10 C 20 20 21 23 4.5 4.0 Double,i.042-*398' (Detail 112)Double C.040'xrx6.615- (Detag L.12) Attleb.@ Sk,g!. FreestandIng or Aniched Single Freeslanding or span stnicwl. Mulspan Units Spmstfuctule Mulespan Units UAX POST LENGTH MAX MU POST LENGTH POST MN FOOTER S W 12 POST un FoOTER 8' 19 17 SPACING POST . 612 CONSTRAINED FOOTER SPACING POST SIZE CONSTRNNED FOOTER IFT>TYPE •f·7 (PTI APE -, 7 | 7 .e 1.) (11,1 (in,(int (Int 1 -fin> 24 Z4 23 23 23 23 22 22 22 22 22 2Z 22 26 28 26 25 25 26 2S 24 24 24 2• 24 24 24 26 25 25 25 Z4 24 24 24 23 23 23 23 24 8/0.C 18 21 22 7·44 0 18 20 2 8/30/'201 7-10 A 16 21 22 23 17.1-C 23 24 26 11'·10-C 17 22 A 15 20 22 23 17-0.C 22 24 25 10·-10.C 17 21 A B 15 20 22 11'.1-C 18 22 2•25 10'.1-C 18 21 A 50-10· B 15 f9 21 22 10·-3.C 19 22 23 2•C la A 1G 19 21 22 C 19 21 23 24 8'-10-C ta 20 A 18 I9 20 22 C 19 21 23 24 C 19 20 A 16 19 20 21 8'-7·C 19 21 22 24 r.1 1-C 19 20 A 4·-4-B 16 18 20 21 8'-1-C 19 21 22 21 C 19 20 A 16 18 20 21 C 20 21 22 23 C 19 20 A 8 18 18 20 21 C 20 20 22 23 6% 10"C le 19 A 18 19 20 21 TA-C 20 20 22 23 C 19 19 A B 16 1D 20 2,s-v D 20 20 21 23 6'-4-C 20 20 20 A B 16 19 20 22 D 20 20 21 22 C 20 20 20 A 16 19 21 n 8-y D 20 20 21 22 9-10'C 2O 20 2I A P-to*A 17 22 24 25 17.1-C 20 25 27 25 11'-10 C 19 23 25 A e 17 22 23 25 C 20 25 20 27 10·-10" C 20 2J 2S 64·•e 17 22 23 24 11'-1 C 2t 24 26 27 to-1-C 20 23 24 A 9·10*17 21 23 24 10·-3-C 2l 24 25 27 C 20 22 24 A 17 21 22 24 C 21 23 25 26 8-10 C 21 22 24 A 18 21 22 23 C 21 23 2S 28 C 21 2Z 23 A 409.U 18 20 23 C 22 23 24 20 7'-11-C 21 2Z A 4'-4•B 18 20 22 23 8'-1'C 22 23 24 28 C 21 21 A a 18 20 23 7'-0·C 22 24 1·k C 21 21 A B la 20 22 23 7·4•C 22 22 24 2S 6'-lor C 22 22 A 18 20 22 23 Te C 22 22 23 25 C 22 22 A 16 21 22 0 22 23 25 C 22 A 7-T B 18 21 22 24 0 23 23 23 24 C 22 22 22 A 18 21 24 23 23 23 24 C 22 22 A 16 72 23 24 C 19 24 26 27 10·.1-C 10 23 24 A 16 21 23 2I to'-1.C 19 24 25 27 9'-3-C 18 22 A 16 21 22 24 C 19 23 25 26 C 19 22 A t6 20 22 23 E-r C 20 23 24 26 7-11·'C 19 22 A B 16 20 22 23 C 20 23 24 25 r-5-C 19 2; A 3·.,r 10 20 21 23 Tlt C 20 22 24 25 T.W C 20 21 A 3'·7.1G 19 21 n C 20 22 24 25 C 20 21 B 16 20 21 22 w-r D 72 73 25 C 20 21 A 3'-1-B 18 20 21 23 D 21 22 23 24 5-1 r C 20 21 7-10 0 18 20 22 23 5-0/D 2!21 23 24 5·-8•C 20 20 B 16 20 n 23 21 21 23 24 9-6-0 20 20 B I6 21 22 23 D 21 21 22 24 6·.2·0 21 21 2'-4·16 21 22 Z4 D 21 21 22 24 9-0·D 21 21 6'.S-14 20 21 22 11'-1-C 17 22 24 25 5·-9-B 14 19 21 22 10'-1-C 17 n Q3 24 5.2 B 19 20 22 C 17 21 23 24 B 14 19 20 21 8·-7·C 1B 21 22 24 63 22:my' RE: :525 2:12: R KNARK 9 3'-11 A 3·-11-A l7 19 20 22 7.1-C 21 21 22 23 7·-0-C 21 2t 21 n 0 A 3.T•B 14 18 19 20 7·.1·C 18 20 22 9.5 3·.9.A A 17 2,22 Ta-C 21 21 22 23 C 21 21 21 22 0.5 7-9-A 14 18 19 21 0 to 20 21 10 A A 17 19 2I 22 C 2:21 22 23 8·-r C 21 21 21 22 A 3.1-8 14 18 20 21 0 18 20 21 11 A A 20 2t 22 6'-7 C 22 22 72 23 C 21 21 21 22 7.5 24-A 8 14 10 20 21 D 18 20 21 12 2·-11-A Far A t 7 20 22 23 6'-2.C 22 22 22 23 5·.to·C 21 21 22 23 8 A 14 10 20 2I 0 19 10 21 13 A 7-0.A 17 20 22 23 5·-10·C 22 22 22 23 C 21 21 22 23 8.5 2-1-A B t4 19 20 21 0 19 19 21 2·-0.A B 14 19 20 22 5·-3.0 19 19 20 22 OFCAL >S"less/€ ES OCT 20 2 1 4(3on ICC ESR 1398 (2009 IBC) 10/11/2011 Page 7 of 60 JUN 04 2013 20/ 80FCALA LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS 90 MPH WIND AREAS 0.042-xe -*8· Box Beam (Detail t.1 )Double 0.04223'*8-(letall L12) TABLE 2.1 Anached Sing!, Freest,tang Or Alachid SIngle Freestan{ing Or span structur, Multispan Units 50- Structue MultiSpan Units GROUND TRIB MAX POST MAX MAX POST LENGTH MAX M.U POST LENGTH SNOW WIDTH POST REOD POST MIN FOOTER 5' | 1, | 17 POST .IN FOOTER E | 10 | 17 LOAD (FT)SPACING FOR SPACING POST SIZE CONSTRAINED FOOTER SPACING POS1 SUE CONSTRAINED FOOTER (P M ON SLAB SLAB (FT)TYPE V 'df (FT)TYPE -4 -6 -d-.8 (FT)(tal M (h) (im I lin) M 90 MPH EXPOSURE C 20 3 11'-10- A 0.1 A 17 23 25 26 14'·10" O 21 26 27 29 LIVE 16 10-2- A 5•-7 A 18 23 24 26 17-7- 0 21 25 27 28 4 8·-11•A Te A tB 22 24 25 17-7- C 21 26 26 28 4.5 7·-11-A e·-11· A 10 22 23 25 11'.9- C 22 24 29 27 5 7·1·A 6·-5- A 10 22 23 24 11·40- C 22 24 26 27 5.5 6'-9 A 5:11-A 19 21 23 24 104- C 22 24 25 27 6 5'-11 A 5·.7- A 19 21 23 24 9.10' C 23 24 25 25 6.6 S-9 A 6'·3-A 19 21 22 24 915-C 23 23 25 26 7 9-1 A 6'.0.A 19 21 22 23 8111' C 23 23 25 28 7.5 A 4%8- A 19 20 22 23 87 C 23 23 24 26 8 /-6-A 4·-5- A 19 20 22 23 8-2- C 23 23 24 26 0.6 A 4.2-A 19 21 22 23 7.10' C 24 24 24 25 9 341- A 3'.11- A 19 21 22 24 r.7- C 24 24 24 25 9.S 3'-9 A 7.0- A 19 21 22 24 7·4· C 24 24 24 25 10 3·-6-A 34- A 19 21 23 24 /-0· C 24 24 24 25 11 37 A y.2 A 19 22 23 24 6-7- C 24 24 24 25 90 MPH EXPOSURE O 25 ,9-7 A 8-9-A 15 21 22 24 144' C 18 23 26 26 3.5 8·.2·A 7'·11'4 18 21 22 23 1.-3- C 19 23 24 20 4 7-2·A 7·.3-8 16 20 22 23 12·-r C 19 23 24 25 4.5 64- A 6'-8-0 15 20 21 23 11'-5- C 19 22 24 25 5 5'-0-A 9-2.8 16 20 21 22 10:91 C 20 22 23 25 5.5 5'-2-A 5'-9 8 18 1 9 21 22 10-1-C 20 22 23 24 Double C.0401(266; 5- (Oelail [12) Attached Freestan[*ng or SUucture Mullispan Units MAX MAX POST LENG™GROUND POST MIN FOOTER 8· | 19 | 12 SNOW SPACING POST SIZE CONBTRARJED FOOTER LOAO (FT)TYPE 7 -d- ./ |7 (rs•) (ind (Int an) 1 (h) 134·B 20 24 26 27 60 12•.3•8 20 24 25 27 It'-5•8 21 23 25 26 17-8•0 21 23 25 20 toto· C 21 23 24 20 9€ C 22 24 25 9-0- C 22 22 24 25 8•.7-C 22 22 24 25 w C 22 22 23 25 7-10- C 23 23 23 25 7··r C 23 23 23 24 7-3 C 23 23 23 24 7-0- C 23 23 23 24 6·.9-C 23 23 23 ·24 60 6·-7-C 23 23 21 24 6'-2-C 24 24 24 24 154· C 18 22 23 25 11'-11-C 18 22 23 24 11'-1.C 18 21 23 24 10-6· C 19 21 22 24 9-9-C 19 21 22 23 9'.3- C 19 21 22 23 0.042-x ,-*8- 80% Bez n (DetaH Ll) TABLE 2.1 Artached Stngl, Freestanding or sp,n stluce,1. Multispan Units TRn MAX POST MAX MAX POST LENGTH WIDTH POST REQ'C POST MIN FOOTER 8' | 10' | 17 (FTI SPACING FOR SPACING POST s,m CONSTRAINED FOOTER ON SLAB 91-Ae (FT)TYPE V *·f| 7 -e (rn (*11 (61) 1 0,1 (int 90 MPH EXPOSURE 8 3 44-A 4'a 8 13 19 20 21 15 3'-8- A 41-1-8 13 18 20 21 4 34- A 3·-7- 0 13 18 19 21 4.5 2·-8-A 3-2- 8 13 la 19 20 5 24 A 2-11.B 13 17 19 20 5.5 2'-2 A Z-7- 8 13 18 19 20 6 2'.0 A 215" 8 13 18 19 20 6.5 1*-10''A 2%7 0 13 18 19 21 7 1'-9-A 7-1"3 13 18 20 21 75 1'-7- A 1%11. B 13 18 20 21 8 1-5- A 1'4' 0 13 19 2.0 21 8.5 1.5.A 1-8" 8 13 10 20 21 90 MPH EXPOSURE C 3 A 4·-0·· · 6 14 ·20 22 23 3.5 3•.6-A 4·.1- 8 14 20 21 23 4 LO· A 3'-7 0 14 If 21 22 4.5 Z-4.4 3'-2' 0 14 19 21 22 5 2.5-A 2-tv 8 14 19 20 22 6.6 7-2' A 2'-7-0 14 19 21 22 6 7-4 A 24' 0 14 19 21 22 0.5 1·.10-A 7-2- 9 14 20 21 22 7 141 A 7-1- 8 14 202-1 23 Doub le,1.042-xyx8' (Detail L 12) Aitach.ds:gk FreestandIng or Spm Shitwre -Ilispan UnitS MAX MAX POST LENGTH POST MIN FOOTER X 1%/117 SPACING POST SIZE CONSTRAINED FOOTER (FT)TYPE -d- (in} @4 1 (in>Un) 84/C 15 21 22 24 7-10- C 16 21 22 23 7-2- C 16 20 22 23 6·-7 0 16 20 21 23 6'-1-0 18 20 21 22 9-8- 0 18 19 21 22 S'-3- 0 16 19 20 22 4%11- 0 16 18 20 22 41-8•D 17 19 20 21 €-S-0 17 19 20 21 4'-2-D 17 19 20 21 4·.0-0 17 19 20 21 8'-8-C 17 . 73 24 26 7'-10· C 18 22 24 25 T-2-C. 18 22 24 26 /·.7-0 tB 22 23 25 8.-t 0 18 21 23 24 5-8- D 18 21 23 24 5'-3-0 18 21 22 24 4'.11-0 19 21 22 23 4'.8-0 19 20 22 23 Double C.040'x296.615- (Detail L12) Attached Singh Freestanding or sp., structre MuRIspart Unlls MAX MAX PO6T LENGTH POST WIN FOOTER 8' | 19 | 12 9 PAC{N G POST 6tZE CONSTRAINED FOOTER ' (FT) TYPE 7 ./ [in)(:1 1 M (in) 8-7 C 15 20 21 23 7 3-C 15 20 21 22 64- C 15 19 21 22 6-2- C 16 19 20 22 5·7 C 16 10 20 21 54' 0 16 19 20 21 - 5·-0-0 16 18 20 21 0 16 18 20 21 4·.6-D 16 18 20 21 4·-3· 0 16 18 20 21 4·.1- 0 17 19 20 21 3·-10- 0 17 19 20 21 .ate· 0 17 22 23 25 77 C 17 21 23 24 6·4· C 17 21 22 24 t·-2· C 18 21 22 24 9-9- C 18 20 22 23 5.4-D 10 20 22 23 :6·.O-0 10 20 21 23 , 4.-9.0 18 20 21 23 4•4-0 18 20 21 23 6 4-9 A 9-5- 8 17 19 21 22 9·-7- 6.S 4·4-A 5-1 8 17 19 20 22 7 4'-1,A 4·-9-6 17 19 20 21 14 7.5 5-10 .4'-6-8 17 19 20 21 8'-3- 8 A 4'.3 8 17 19 20 21 7-11" 8.5 3---A 8 17 19 20 21 7·.7- 0 3·-27·A M' 8 17 19 20 22 7·-4- 9.5 A 3·-7- 8 17 10 2; 22 7·-1- 90 MPH EXPOSURE C 25 3 4-7 A 0-9' A 17 23 26 28 14·4 3.5 8'-2- A 7%11- A 18 23 24 25 13·-1· 4 7.-r A 7-3· 8 18 22 24 25 12-3 4.5 6'-4-A 6·-8- 8 18 22 23 25 11-5- S 5.9-A 6·-7 8 18 21 23 24 10'-7 5.5 5-2-A 5·-9-8 18 21 23 24 19.1· 6 4-9-A 5-5 8 1 9 21 22 24 9·-7· 6.5 4'-5-A 5-1-8 19 21 22 24 94· 7 4·-1-A 4·.9- 8 19 20 22 23 5'-8. 7.5 3%10-A 4'4 0 19 20 22 23 8·-3- 8 3·-7-A 4'-3'0 19 20 22 23 7'-11- 8.5 yul.A 4·4 0 19 21 22 23 7.1- 9 37 A 7-9.B 19 21 22 24 TA- 9.5 A y.r 0 19 21 22 24 r.1- 10 2'·.A 3'-4.0 19 21 23 24 6·-10 GENERAL INSTRUCTIONS FOR THESE TABLES 1. CHOOSE FREESTANOING OR ATTACHED STRUCTURE 2, CHOOSE PROJECTION. WIDTH ANDOVERHANG OF UNIT 3. DETERMINE WIND AND UVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 2.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ONSC02 PAGE 2 OF 2 6. CHOOSE A HEADER FROM TABLE 2.1 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 2.1 ICC ESR 1398 (2009 IBC) 10/11/2011 C 20 21 23 24 89 C 19 20 22 23 OVER- TABLe 12 ™BUTARY WIDTHS FOR SUGLE SPAN ATTACHED STRUCTURES C 20 21 23 24 8·-4-C 20 20 21 23 IIANG PROJECTION OF SINGLE SPAN STUCTURES (FT, C 20 21 22 24 84- C 20 20 21 23 (FTI 8 9' 19 11' e 12 13·14·15 16'tr la'19 9 21'22 C 21 21 22 23 r€ C 20 20 21 22 0' 4' 4.6 5 5.5 6' 8.5'r 7.5' 8·8.5·9· 9.5 14 10.5 11' C 21 21 22 23 7-4- C 20 20 21 22 1' + 4.9 5· 5.5'5 6.9 r 15· W 8.5'9 9.5'17 10.5'11 It.6 C 21 21 22 23 7-1- C 20 20 21 22 7 5+ S.5 6' 8.5 7 7.5 8' 8.9 9' 0.5 10'05 11· 11.5· 12 C 21 21 22 23 6·-0 C 20 20 21 22 3· 5.5 9 6.5 T 7.5· B 8.5' 9'9.9 10' 10.5· 11'11.5· 12· 12.5 C 21 21 22 23 9-7- C 21 21 21 22 4· 6' 6.5 7 8 8· 8.5 9 9.5 10·los 11'11.5· 12 12.5 13 5· 6.5 r 7.5 0. 8.5 9· 9.5 10 10.5'11'11.5' 17 12.5 13 13.5 C 20 20 27 29 137-0- C 20 24 26 27 C 21 26 27 28 11·-11· C 20 24 26 26 TABLE 2.3 Post Requirements TABLE 2.4 Post Requirements for C 21 25 20 28 11·4·C 21 23 25 26 for Attached Single Span Structures Freestanding Structures or Multispan Attached Structures .., C 22 24 28 27 10·-6- C 21 23 24 26 Post Description Max POST Detail Post Descriptlon Maximum Max POST C 22 24 26 27 9'-9- C 21 23 24 25 Hqt Code Footing Height Code De/1 0 ! C 22 24 25 27 9·.3- C 22 22 24 25 0.042·xy€ Aluminum Post 11'B Ll 0.041-,3-*3 Steel Clover d= 20* 9 8 01 C 22 23 25 25 8·, C 22 22 24 25 0.024'Post with Sideplates 12' B l.24 0.041-'*3-xy Steel Clover d= 21- 8 8 111 C 23 23 26 26 8·-4- c 22 22 23 26 Clover 0.030-*3'*3- Alurn 11' B lil 3/16-*3·xy Steel Square d= 28- 12' C / L21 C 23 23 24 25 8·-0- 0 22 12 23 25 Clover 0.040:38- Aium 12' B L11 3/16-xy,O· Steel Square d= 28- 8'0/ f L21 C 23 23 24 26 74' C 22 22 23 24 Colonial 0.062- Ex,uded 12· C AE 1/4-*3*3- Steel Square d=, 28- 17 0 1 L21 C 23 23 24 25 74· C ·23 23 23 24 0.041-*3-xy Steel Clover 12' 0 L11 3/16-*4-14 Steel Square d= 28- 12' /E L21 C 23 23 24 25 7-1· C 23 23 23 24 0.041'xl'xy Steel Glover E E L 11 1/2-*424' Steel Square A= 17'17 /n 1 / 91 C 24 24 24 25 A'-to-C 23 23 23 24 3/103-xy Steel Square 15' H L21 1/2-xs·K4' Steel Squace C 24 24 24 25 60-P C 23 23 23 24 1/4-J,3-xr Steel Sware 15' I L21 C 24 24 24 26 64' C 23 23 23 24 3/16·*4-*4- Steel SqUare 15'J L21 1/224'*4' Steel Square 15' K L21 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN /5663 TABLE 2.1 AND 2.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amerimax Building Products FREESTANDING AND MULnSPAN UNITS USE TABLE 2.4 5208 Ter,r•yeon Parkway 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 Plano, Texas 75024 10. USE THE APPROPRIATE OETAILS (Ll·129). DETAILS MAY REQUIRE POST TO UPGRADED.t r c 6411. ALL LATTICE NOT USING DETAIL Ug MUST COMPLY W]TH TA8LES Ll AND 1-2 ON SHEET •5 Cart Putnam, P. E. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.1 =503 17*\ Et f Vo SLAB 8. USE THE SMAUEROF THE POST SPACING ON SLABOR HEADER POST SPACING ¢*Inutnam@comcast.nel ,2 4 vtSLAB 9. FOUOW 9-11 FROMABOVE 44SLAB 10. FOR lWO POST STRUCTURES USE TABLET.1 ON SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES OCT 20 201 1 1 Page 8 of 60 N J JUN 04 2013 S. 51. R / & i GI C 6 139 4013' \/ / XP. 6- ·2015 * d> Cl, IL C CLW 1 3. r- A-@ .oir * MAX RAFTER SPACING 3X3 MAY SPAN 30' W/ SINGLE LATTICE TERSOTHERS MAY SPAN 36• W/ 3105 H24 SINGLE RAFTERS ALUM ALLOY ALL MAY SPAN 48' V/ DOUBLE RAFTERS igor JALATTICE TUBES 415'x e 49 r SEE TABLE 7.6 FOR 2'*2' 24' 0/c 3'xy 26' 0/c DETAIL L4 ,f REQUIRED FASTENERs 2')3· 25• 0/C ,1\ l= 1.92' FOR 2' X 61/2' RAFTERS L. 2-92' FOR 3" X r IWTERS 1=0.042".t=0.024', 0,032' or, O,040' ' h -91' 1. TWO #8 SMS _ EACH SIDE J t=.024" " 8, L.\ FT· 6/04019 / / 'EOFCAL\W %46 4 M tr OCT 20 2011 . 1 1/2' FOR 2 X WBS 2 3/4' FOR 3 X RAFTERS tD HEADER - (3004-H34 ALUM. ALLOY) - FOUR .8 ZOC*.L---- SEE TABLE -i -r BELOW FOR SCHEDULE 0 POST/RAFTER/LATTICE TUBE (3004-H34 ALUM. ALLOY) RAFTER TO CONTINUOUS 226' OR 2*8- HEADER DOUGLAS FIR LEDGER OR CONNECTION PROVIDE SIMPSON STRONG BRACKETS TIE MSTA36 (ICC ESR 2105) AT 6063T6 SPLICE LOCATION ALUM ALLOY COVER W/ 0.019- ALUMINUM - T=0.060' 1/4' LAG SCREW W/ 2.25' EMBED INTO 'WA'wnnn fri in u-F· TARI F - RAFTER & SIDEPLATES (3004-H34 ALUM. ALLOY) SMS- 9><k /d 4' »lulc #8 SCREWS W/&' DIAMETER WASHERS SCREWS ¥ LONGER THAN LATTICE HEIGHT LATTICE TO RAFTER CONN. LATTICE -ALUM. RAFTER 40.72 i 142- ru,Zip-95- (6063-15 ALUW. AU.GY. '6 0.0787 RAFTER HANGER 1/4' BOLTS ASTM A307 SEE BELOW FOR QUANTITY - 1-1. HIM, g , C BEAM. BOLT LAYOUT----T / DOUBLE OR SINGLE\ 3'X8' STEEL C , \ FOR SPLICED ANDX L.i NAACSCN& @ L Lt AL Reg'd -3.00 -1.56-| 0.72|--- 0.93 -- DETAI 0.72 STEEL POST AI- 1 3.30 BR,OU USED W\2' X 6 1/2' RAITERS BRACKET USED W 3... ---- -. -- -- . -_- / -Beam .-Vol AMD 3'xy RAFTERS 7.5 COLUAN ANC4 4\ /Type 1114;' 66!ts FOR QUANTITY .14 ' - /LFUI Nut Alowable T,ib Width L' ,LUAL All C Beams -On Slab- i 4 16G Steel 31(8 i 40 Whd · No. 01 18 Screws -DOUBLE EXERNG RAFTER -Ebeed I &@--:Rader 27-3 ' '4-*5 -HEADERS USE smlx:TURE2 - 12G Steel 3x8 i 8 RAFTER 90 hPH 0.040 Double 2*6 13' 15' 15' 15' ONE BRACKET HANGER Double 12G Steel 3x8 1 8 Eid 0.042- 6342'*3'xe- t'- 91' 14'2- 110 X I"SCREIK (DETAIL Ll)-- 211 PER HEADER 4ATE RAFTER TO WALL CONN. 7 ALUM RAFTERS -7 ,**03 00 0.042- 6666 5xi ' 14' 15' 15' 16'EAO{ SDE L 110,.111 0.040 Double 2*6 10' 15' 19 15 1 Git 0.042- 6FiFiti'x8-5'8' ' 19 ii' t = 0.030' ALUM = 0.040' ALUM0.042 -DBLbleixe 10' 15 IS 1-5 = 0.041' STEEL , · No. 01 014 51 re.,5 SIX 1/4' LAG SCREWS 2--Zk -5>LI 0,040'xrx6.625' 2-ySTUD -11010'FH 166 mr, 8' Steel C 150 ' (225• OF PENETRATtON INTO VALL STUD W/U DOUBLE HEADER Exp C FOGRT b26 Siewid 1-5 - - /H[N SG - 0.5)>105 H25 ALUM. ALLOY OR 3" ALTERNATE POST A-653 Fy=40 KSI STEEL)0.041'x35<3' -1 - „1 STEEL POST ALTERI 0 0 MIN =8 0O 0' 00. - DETAIL L-25 - Ele{1 014 SMS -TWO 3/8'*5' EMBEPI€HT LAG SCREW W/ 1'0, ONE 04 EACH SIDE CF POST. -y x 3' IETAL POST - /11] SEE GENERAL .NOTE #19 AND LATTICE NOTE *3 UNITS MUST COMPY WITH TABLES Ll AND L2 ON SHEET M5 L 1' 3' X 8' At_UM-- RAFTER BRACKET DETAIL L7 JUN 04 /01 -30 X 8' ALUM HEADER ,¢%1932*% e . EIGHT #14 SMS 0.042'xyxe / DOUBLE HEADER - NA t5 1 O 0 t MAX WIND SPEED IS 90 mph EXPOSURE C-- LUINCR F[16 I][ST OR HEADER AT-ACHE) STRUCTURE POST TO DECK FLOOR JOIST ICC ESR 1398 (2009 IBC) 10/11/2011 SEE GENERAL-/ NOTE #23 POST ALTERNATIVE FOR SLAB ATTACHMENT ONLY L 114 SHEET METAL SCREW MAXIMUM WIND CONDITION IS 110 MPH EXPOSURE C Page 15 of 60 EXR On <'TEOF AL tin r's 0.041' x3'x3'- STEEL POST 4nemnax 5208 TENNYSON PARKWAY SUITE 100BUILDING PRODUCTE: INC- PLANO, TEXAS 75024 n'PEI 00 Donent Parts & Connection Details Patio & Commercial Lattice Structures 9€IT: LT01 -2009 1 of 3 WL-VI VI Com NTS For 9»,rn. \ 1 e 39.4 ,, 0/ nr unnn ,'IL 60Cf Ail 3/8' BOLTS W/ t' DIA.20 GA AS™ A653 GRADE 33 STEEL BRACKET LIve/Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" x 3/32' THK. STL. WASHER FOUR #8 WOOD SCREWS INTO RAFTER AND Solld 20·*r'An Sit EAVEOVERHANG TO 8' STEEL 'C' BEAM 2X FASCIA ' ' 124" 0,0 6- 17·18- . 24"30- SEE TABLE 7,4 COLUMN 'N'ONE PER RAFTER topi hi 294 20'·0.12'•0-7-1.5% FOR QUANTITY ;2*6 294 25,6 254 23'·10 17.1---- 1.575' 2 '570::I _FOR #14 SELF DRILLING r ROOF COVERING IS A MAXIMUM Lattice=105 Exp C 210 25.0 25*150 254 25* SCREWS SEE TABLE 7.4 DETAIL 0A' /Of 3 PSF HEAVIER ROOF COVERING _ .10 ps: . . 2,4 20.0 1 9-3-11'-6.7-1.3*-8- , , 6. U.-WW. ENGINEERING ANALYSIS Latticaul 10 Exp, C h* 20.0 209 20%0' 204 2144 - SHALL REQUIRE ADDITIONAL 248 16 -0 254 26,0 2a.6 16'-1- COLUMN 'L'. 9- FASCIA 20 pi ._ _ ht . .- 18'-0'11%1{r 5.-10.4.-1 -2-1-'-LFOft 2-1 WOOD FRAMING M 154 18* 18·4 13<9'" I-*Ty- ALTERNATE 3' SQ POST CONNECTOR /r QOUGLAS AR-LARCH --10*1810·1 5.0 16·10- 114 184 11'·3'8'-6- 3'·9 1'-10- BRACKET <6063T6 ALUM)OCT 20 2011 5%111 21,6 184 18·00 184 13'.0-9-7 IF DETAIL L29 IS NOT USED ATTACH SEE GENEFUt NOTE #23 218 18'-0 18'.0 184 1 Er#15-0 0.019-ALUMOR 0.035- -2*4 164 9'-T S-1.2·9 0-9-SIDE PLATES AS PER DETAIL L26 VINYL- COVER · --216 -164- '' 184' 1¥4' 10-4-T-2- -ixa 16.40 104 16-4 16-0'14'-9- '' a4 14.-0,57 ..?31- -ag 0-0- 3/8' BOLTS SEE TABLE 7.3 COLUMN '11' / L --S.14'-0 14'-0 11'-1'7-y 4-8- ALUMINUM ROR FASTE]€M (AERMANG SE FOR QUANTITY SEE TUE 1 14'-G 141'·0'14-0 10-4- 0.041*3'xy - j -OR #14 SELF DRILLING SCREWS RAFTER SOEDAE SCHEIXU O #SCE 2Xl 9-17 .. . 4'4 0-0.)-09 STEEL POST SEE TABLE 7.3 COLUMN 'G'2*6 11'.0 11'-0 6-T Z-2 - FOR QUANTITY ALTERNATE EAVE ATTACHMENT ·21,8 11'-Ci 11'-0 11'41- - #-9 Er·o- 2.25 5.V .843' - 0,097 1.0' 0.750' #2 OR FOR MA>GWUM 25 pst 10. P. 40.p. Go pi HEADER SPLICE DETAIL 2- 114 96- 2.5» -001 SDE O,4 0 HEADER SPUCE )AIST BE QI¥2) ON POST 414 SMS ><Fini, ti, I 1 1 3' X 8' HEDER--a_--·4-4.4.L U.UL 0.875" j --3'*8' 12 (t=0.105') OR 16 GAUGE (t=0.059')2- 2' X 61/2" SIDERATES -9 - ....- 01€ OCH SIDE Of- STEEL C BEAM COLUMN -a» - 0042'x3'xe' BOX Fy= 50 KSI BEAM WRAP 7.75 Seal with permanently DETAIL Ll -r- ftextle & waterproof / sectant -67 3. POST ,-3" X 8" BOX \// BEAM HEADER ( - q·-ALUM. "H" / BRACKET :-0.041%<3"xy f 1 Lm EXISTING DE .1 FRAMED WALL 1.00'min, G 1.00' 3" 3"-CONINUOUS 2'xeDOUGLAS FIR LEDGER . STEEL POSTOR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION COVER W/ 0.019' ALUMINUM SEE GENERAL NOTE #23 - 3" X 8" X 12, 16 GA. STL. 'C' BEAM -4111!111111111111111111111111'1111111 1 123 WRAP W/ 3" X 8" ALUM. BOX BEAM -1/4' Lag Screw 1 41 - 3' OR 4 3' or 4"O1 3.5' MIN -- -4111111111111111111)11'8111'1111 - ATTACH LATTICE COVER AS PER L7 Completely Seal with -permanently flexible & waterproof sealant ALUMINUM °H" BRACKET FOR CONNECTING POST TO HEADER (6063T5 ALUM ALLOY) _IMIS DETAIL MAY ONLY BE US ITH DETAIL L29 25' MIN PENETRATION /INTO WOOD FRAMING _/ 111|n. 2STUCC0 ATTACHMENT DET,L W/ MIN SG = 0.5 WITH LEDGER BOARD 5208 TENNYSON PARKWAY 3' OR 4' ASTM A500 GRADE A L Synthetic Stucco or erin-ax SUITE 100 STEEL POST other non-structural coverhg C PR()DUCTS: INC PLANO, TEXAS 75024 - (1' Max. thick)SEE GENERAL NOTE #9 FOR -Sheatttng CORROSION PROTECTION SEE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS IN TABLE 7.7 lw€; ) BED/CP ICC ESR 1398 (2009 IBC) 10/11/20 1 Page 16 of 60 JUN 2013 0 68 3 * EXP 30· d> CM17OFCAU O En ineer's Sta -\SENSED ER noonent Ports & Connection Details NTS Fgr Patio & Commercial Lattice Structures 1*TE ..... .... LT02-2009 2 of 3 4' min . FOUR 1114 SMS EACH SIDE FOR 110 MPH EXP C SLAB ATTACHMENT AND UP TO d=28' FOOTING.O.O422FJ 7 -- ;EACH SIDE POST 2- e 6" MIN '29 -30· /1 1. 21X 6 1/27 .024' |+ -it1.80•275ALUM. SIDEPLATe2W 1.0.1 0.078- -3" x 8" HEADER -11.0-CONNECTION 014 x 3/4' SMS- LFOUR- #14 SMS | | EACH SIDE,BEACEN/6>1367;* /Q?/Ef.U \Se 8 --14-- (( ic dll»,1 1\ i \1 \ ta43-rm ALUMINUM „* , .3.69040?W / BRACKET WITH SIDEPLATE& \V//*J i \3¢%00/vii / / 0.024' 0.024.- - --0.024 SEE -t".1 -•U© JAI L26 3' SQUARE COLUMN (3004-H34 ALUM. ALLOY) 2' x 6.9 SIDEPLATES --- (3004-H34 ALUM. ALLOY> 0'0 GALVANIZED H[LTI HIT-HY 150 MAX ADHESIVE ANCHOR (ICC ESR 2262) 1/ 2.25' EMBED AND 1' 0 WASHER OR - EQUIVALENT 4« t/X 2"X 6.625" SIDEPLATES K-ALUM. FOOTING ALUMINUM BRACKET FOR CONNECTING 8 RACK ET POST TO FOOTING OR SLAB (6063-T6 ALUM ALLOY) SINGLE SPAN ATTACHED UNITS ONLY 1 :..... REQUIRES SIDEPLATES AS SHOWN IN I ......... DETAIL L26 SLAB OR FOOT NG 3"x3" ALUMINUM RAFTER ALTERNATE 1.5 3'X3'. RAFTER -·-4 - E·- TWO #10 OR #14 SMS ATTACHMENT -_L- LATTICE HEADER T <64/ Lattice or SolId P{ne,2-7 0.042"x3-1,8= HEADER -Ate. Brad<et Ct = 0.0604-1 DETAIL L9 -Lattice or . .--a----6-Atum. Bracket Solid Parlelsl 6" MIN (0.06097- r.8 SMS 1 - 7,71-FT#8 SMS - 7 L 30 x 8' Header 112 r x 8' Header #1 | <0.042') (0.042•) ,2 42 x 6' Side MateFOUR 114 SMS 3/_ll IlEACH SIDE FOR-' -1 P- 2" MIN »14 SMS-Jr EACH HEADER | '. 3' x 8- Header »1 13513' POST - 1 (0.042.r14 MET- 11 2)(6.5' SIDEPLATE -·<·-._____11 1 ALTERNATIVE SPLICE FOR ATTACHED UNITS ICC ESR 1398 (2009 IBC) 10/11/2011 Vf- - . OCT 20 2011 SEE SET MEI FORLiveMAX -L" FOR TOPTOP MOUNT BRACKET STEEL POST-% 9 REQUIRED SLAB- Load Wind Speed OR SIDE MOUNT /-FOR CONSTRAINED- 0.210 STEEL Fy = 33 ksi (Pih' and ExAN-re 16" 0/c ; 24'ok 3/8' x 9' STEEL , /F0011NGS8. BRACKET IS 1.094' VIDE 10 105 mpt, p B 21'-8" I 14'-6"REBAR EMBEDDED AT *52 1_«1 90 mph E,PC 21'-3" : 14'·2" .1110 mpli*#h» Wor-1 ' -; -13--4"'B' DEPTH 6 D. 9 01" 1 .6 8 .9 1ALUM 7 --7--105 mp€RUCC iEW·-1-10'·7"- I BRAFTER iw,GER 7 /110 mph Exp C 14·-6" i 9.-0-N\\7 6 .F\ TEN' MIly 20 110 mph Exp C 11 '4" ,r-6" 1 # 4-1 1/,5.-·02¢f NOT ALLOWED IN SNOW LOAD AREAS 1, ht..8 . 1-4 4 SEE GENERAL NOTE #9 FOR 3". v .9. *CORROSION PROTECTIONATTACH PER-j / - TABLE 7.5 /.9„t' MIN GAP BETWEEN -<EXISTING EAVE 4 LEDGER AND ROOF FOR r-WOOD FRAMING CONCRETE FOOTINGDRAINAGE ALL HOUSE PENETRATIONS dD i 1- L MUST BE COMPLETELY AND* SCR PERMANENTLY SEALED , FREESTANDING OR ATTACHED STRUCTURE0.125:1.5-*1.5" STEEL COLUMN To FOOTING CONNECnON DETAIL(Fy=33 KSI) V BRACKET- 7-/ 2 SPACING ></'.1/ BETWEEN SCREWS 5208 TENNYSON PARKWAY , SUITE TOO EAVE ATTACHMENT BUIi.DINC PRODUCTS. IN(. PLANO TEXAS 75024 EAVE OVERHANG AND 'L' MUST ALSO COMPLY WITH DETAIL L17 LEDGER BOARD 1 -'7490 CAL\'BEJ/CP Component Ports & Connection Details Page 17 of 60 NTS For Patio & Commerciol Lattice Structures DATE:FILE#SIEIT: LT03-2009 3 of 3 r#14*1.5' 11 6 PLACES ALUM RAFTER AN d < 33'B = 9' d < 38' B = 12' < 46' B = 18' < 51' B = 24' 013 S/04/4 rn -2. -- 2.- 6 5/8' DE 6 5/8 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURB Table/.3: Required Number of Fasteners for Sheering loads Aluminum Matefial Gage (In)Steel Gage (01) 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 0.041 0.041 Table 7.4: Required Number of Fastenus for Tension Loads Aluminurn Gage (M) 0.036 0.06 0.060 0.090 0.100 Alowable Width ABC fo, Attached Tv Footer Design #14 3/8- 0 3/8 Trib Post Structure. on Slab Size Uplift SMS BOLT 801 Width (ft) LIre or Ground Snow Load 6 (in)(lbs)189 4241 56( 10 psf 20 mf 12 100 111 3 42'-10-22'-7' 13 127 111 3.5 36'.8-194' 14 159 111 4 32'-1-16'-11- 15 195 2 1 1 4.5 22-8-15'-1- 16 237 211 5 294"13:6· 17 284 211 5-5 23-4-124· 18 338 2 1 1 6 21'-5-11'-3· 19 397 3 1 1 6.5 19'-9-10'-5'20 p:r SlabiC 20 463 3 2 1 7 184•nfa 21 536321 7.5 17·1-nfa 22 616 4 2 2 5 16-0-rda 23 704 422 8.5 15.1=Na 10 p$f Slab 908 722 4 2 2 9 14'-3'43 24 800522 Tai*e 7.1 10 psi Slab SOC 888 5 3 2 25 904 5 3 2 26 1017 6 3 2 MAX 27 1139 733 POST POST DESCRIPTIONS POST 28 1270 733 COOE DETAIL HGHT 29 1411 843 A ]62'*1.5,1.5- Scroll AC 9 30 1563 943 8 0.042'*3·*8-Afuminum Post NGO, Ll 11' 31 1724 n/a 5 4 B 0.024-Post with Sideplates N16, BK, U4 12' 32 1896 43 5 4 B Clover 0.0309323- Alum N11, AH, L11 11· 33 2080 48 5 4 8 Clover 0.040-.3-xy Alum Nll, AH, L11 12' 34 2275 nia 6 5 C Colonial 0.062· Extruded AE 17 35 2481 nia 6 5 D 0.0410*3 xr Steel Clover Nll,AH. L11 12·36 2700 n/a 7 5 E 0.041'x3'*3- Steel Clover N11, AH, L11 8' 37 2931 n/a 7 6 H 3/1623'xr Steel Square N17, AG, L.21 15'38 3175 Wa 8 6 I 1/4"xhr Steel Square N17, AG, L.21 15' 39 3433 n(a 9 7 J 3/167*04- Steel Square N17, AG, l.21 15' 40 3704 nta 9 7 K 1/24-xer Steel Square N17, AG, Ul 15' 41 3988 n/a It/8 8 Table 7-2 42 4288 nia n/a 8 43 4601 nia n/a 9 44 4930 11/a n/a 9 45 5273 n/a rda nt; 46 5633 n/a rda Ni 47 8008 nfa nia nk 48 6400 Na Wa W; 49 6808 nfa nia nli 50 7234 n/a nfa nk Fastener Terminology DEFGHIJ KLMNO B #14 #14 3/8' B #14 3m- B #14 3/8-B 3/8'B #14 3/8' B 3/8- B #14 Design Footer 1 9320192beS Mt3crews --<.T SMS SMS BOLT SMS BOLT SMS . BOLT BOLT SMS BOLT BOLT GMS Upill Size . 8 6/10/'20113 ,283 315 708 482 1384 507 1522 554 11B 865 1298 255 (lbs) d (in)diameter ·, 1111111 1 1 1 1 1 100 12 2 The edga dstance of bolts and <1 1 1 1 1 1 1 1 1 1 1 1 127 13 screws shag bo 3 Ames the Ae/VIL / 1111111 1 2 1 1 1 159 14 shank diameter 1111111 1 2 1 1 1 195 15 3 Connections shall be aanged 60 thai the w -0,-Exuwa» 1111111 1 2 1 1 1 237 16 centef of resistance of the connect}on shall 2111111 1 3 1 1 2 284 17 coklde .,im the resultant Eno of action OCT 20 2011 2211111 1 3 1 1 2 338 18 of the load. 2211111 1 4 1 1 2 397 19 2212111 14112 463 20 TABLE 7.6: WALL ATTACHMENTS FOR LATTICE COVERS 2212121 1 5 1 1 3 536 21 GRND Wkld Not 3 2 1 2 1 2 1 2 5 1 1 3 616 22 SNOW Speed Screws*ALUMINUM RAFTER SPACING 3312121 2 6 1 1 3 704 23 UDAD and Der 12" 1 16- | 24- | 30- I 36- 3322121 2 6 1 1 3 722 Slab (PSF) EExposure Rafter MAXIMUM ALUMINUM 11AFTER SPAN 3322121 2 7 1 1 4 800 24 10 110 mph 2 24'24'17 14'11' 4322121 27214 886 Slab LIVE Exp C 3 24'24'24·19' 16· 4 3 ·2 2 1 2 1 2 8 2 1 4 904 25 20 2 18'13' 9'7' 6' 4423131 2 8 2 1 4 1017 26 UVE 3 24'19'13 10' 8 5423131 3 9 2 1 5 1139 27 4 24 19· 13' 10' E 5523131 3 rda 2151270 28 25 2IT 13' 9.7' 6' 5 5 2 4 2 3 1 3 Wa 226* 1411 29 3 24'18'12'10' 8' 6534242 3 nia 2 2 7 1563 30 4 24'18'12'10' 8' 7634242 4 n/a 227 1724 31 30 2 14'11'7 6' 5 7735242 4 nk 328 1896 32 3 20' 19 10'8' 7' 8735252 4 n/a 3 2 9 2080 33 4 20'15'10' 8' 7' 9845252 5 n/a 3 2 9 2275 34 40 2 11 8• 5·4' 4' 9846252 5 n/a 3 2 n/a 2481 35 3 15'12' 8'6' 9 nia 9 4 6 2 6 2 5 n/a 4 3 Na 2700 36 4 15'12' 8·6' S' nfe n/a 5 7 3 6 2 6 0/3 4 3 ,-Va 2931 37 60 2 7'5 4'3' 2' rda n/3 57373 6 na 4 3 Wa 3175 38 3 10'8' 5' 4' 4· rda Wa 58373 7 nia 4 3 Wa 3433 39 ·Screws arc #14 screws w; 1.5' embedment Into G=0.5 solid wood (Douglas Fir) n/anja 69383 7 nia 5 3 nfa 3704 40 rita n/0 69383 8 rda 5 4 n/a 3988 41 nia nla 7 n/a 493 8 nfa 5 4 Na 4288 42 TABLE 7.7 STUCCO ATTACHMENT TO WALL nia rl/a 7 n/a 4 ma 4 9 rda 6 4 Wa 4601 43 ALLOWABLE DISTANCE TO ARST ROW OF POSTS n/a n/a 7 n/a 4 n/a 4 9 nfa 6 4 rda 4930 44 16 ok 2.r olc 1 n/a Na 8 nta 4 0/0 4 n/a 8 7 5 n/a 5273 45 Ground Snow I nia n/a 8 n/a 5 n/0 4 nia nta 7 5 Wa 5633 46 Load (p51)2 Lag 3 tags 3 Logs 4 Lags Exp B Exp C 3 48 n/a 9 ala 5 0/a 4 nila ./a 7 5 rda 6008 47 Live 10 13'-6-20'-2-13'40 18'90 MPH 14/A 3 rva rtia n/a Na 5 rda S nia A 8 5 Na 6400 48 Uve 10 11'16'·6-11'14'-6'110 MPH 90 MPH n/a nla n/a nua 5 nfa 5 nia n/a 8 6 rda 6808 49 Uve 10 10'14-10'10'13'-4-100 MPH 3 nfa n/a n/a n/a 6 rda 5 Na 6 9 6 Iva 7234 50 Uve 10 8'-7- 13'-1-8·4 11'-P 110 mph Uve 20 7'-1- 10'-7-7-1' 9 5 110 ruph 7 A 0 391 #14 SMS = #14 sheet metal or SOS screw. 1/2- minimum length 3/8' B = 3/8- Diameter Bolt Seo General Notes forspeclics on lasteners UVEt WIND SPEE[ SNOW 1 Crearspan on ttlis chart is the distance from the wall to the first tow 01 columns.(MPH>AND LOAD 2 Hilm Kwik Boll TZ 3/8- diamoterand 2- embed and 1- dia steel washer: ICC ESR 1917 or other EXPOSURE (PSF) anchor w/400# allowable shear and 200# allowable tensite vs Uve, snow. wind and 110 B 10 90 C LIVEseismic loads. 3 Masonry anchors must have An allowable shear value of 400# and 200# tensile for live, snow, #nd 110 B 20 110 C LIVE 25 30#11 for washerspecifications.5|10 and 20 osf oro live or Sne# toads, 25- 60 psI are snow loads. 6|For ANC3 and ANC4 wood framing Imust be SG=0.5 ordenser{Douglas Fir· Lalch) 1 40ivv ,-Ji. i.,¤u fuu= 1[16) iwi i i,2.0 li · 1 60 TABLE 7.5: WALL ATTACHMENTS FOR SOLID COVER STRUCTUREE ANC 1 ANC 2 ANC3 ANC 4 O/C O/C PANEL NUMBEROF FASTENERS PER SPACING SPACING SPAN STUD@ 16*OiC SPACING CONCRETE MASONRY (FT)#14 X 2'lM-LAG ANCHORS ANCHORS SCREWS SCREWS 12-10"12 1 1 24' 2 2 9" 7- 9 2 2 7" 20' 3 3 9" 7» 13' 2 2 7- 20' 3 3 90 7- 12' 2 2 18' 3 3 9- 7- 14' 3 3 8· Pc_:le 5*of 80 9 3 3 25 7'-8' 11'-7·74'1 7-3- 1 30 6'4- 9'-9-6'-6- 8'-8' 1 40 4'-10'T-5 4'-10- 607' 1 60 34 5' 3'-4- 4'-5- 1 Lag = 114- Lag Screw wim 2.25- penetration into G=0.5 wood (Douglas Rr) Lattice Stluctures atways use 90 mph Exposure D for U'e wind condition Amerimax Building Produce 5208 Tennyson Parkway Plano, Texas 75024 11 3 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 (434) 384-2514 JUN 03 20 3'carloutnam@comcast.nel M3-2009 10 mph 10 mph lo mph I /1 10 mph V \ kpgissfac < C 6139 /9-Rda tiSh Foam Core Sandwich Panels (Detail MU34) Spans Patio Cover Applications Only 3" Panel Ground Panel Skin Wind Speed (mph) and Exposure Ground Snow Load Thickness B90 C90 C100 C105 C120 Snow Load (psf) (in) Allowable Spans (ft)(psf) Live 10 0.024 15.5' 14.5' 13'12.5' 11.5'Live 10 0.032 17' 16'14.5' 14' 12.5' Snow 10 0.024 14' 13.5' 12.5' 12' 11' Snow 10 0.032 15.5' 14.5' 13.5' 13.5' 12' 20 0.024 ·12'· 12' 11.5' 11.5' 10.5' 20 0.032 13.5' 13.5' 13' 12.5' 11.5' 25 0.024 12' 12'11.5' 11.5' 10.5' 25 0.032 13: 13' 13' 12.5' 11.5' 30 0.024 11' 11' 11' 11' 10' 30 0.032 12' 12' 12' 12'11.5' 40 0.024 9.5'9.5'9.5'9.5'9.5' 40 0.032 10.5' 10.5' 10.5' 10.5' 10.5' 60 0.024 7.5'7.5'7.5'7.5'7.5'60 0.032 8.5'8.5'8.5'8.5'8.5' -able 1 Commercial Cover or Carport Applications 3" Panel Grourid Panel Skin Wind Speed (mph) and Exposure Ground Snow Load Thickness 890 C90 C100 C105 C 120 Snow Load (psf) (in)Allow:ble Spans (fl)(psf) Live 20 0.024 11' 11' 11'11' 11' Live 20 0.032 12' 12' 12' 12' 12' 20 0.032 10' 10' 10' 10' 10' 20 0.032 11'11' 11' 11' 11' 25 0.024 9.5'9.50 9.5'9.5'9.5' 25 0.032 10.5' 10.5' 10.5' 10.5' 10.5' 30 0.024 9' 9' 9'9' 9' 30 0.032 10' 10' 10'10'· 10' 40 0.024 7.5'7.5'7.5'7.5'Z.5' 40 0.032 8.5'8.5'8.5'8.5'8.5' 60 0.024 6' 6'6' 6' 6' 60 0.032 6.5'6.5'6.5'6.5'6.5' Table 5 3.5" Panel Panel Skin Wind Speed (mph) and Exposure Ground Thickness B90 C90 C100 C105 C120 Snow Load (in) Allowable Spans (ft)(Psi) 0.024 17' 16'14.5' 14' 12.5'Live 10 0.032 19.5'18'16.5'16'14' 0.024 16' 15'14'13.5'12'Snow 10 0.032 17.5'16.5' 15.5'15'13.5' 0.024 13.5'13.5' 13'12.5' 11.5' 20 0.032 15' 15' 14.5'14'13' 0.024 13.5' 13.5'13'12.5' 11.5' 25 0.032 14.5' 14.5' 14.5'14'13' 0.024 12.5'12.5' 12.5' 12.5' 11.5' 30 0.032 13.5'13.5' 13.5' 13.5' 12.5' 0.024 11' 11' 11'11'11' 40 0.032 12'12'12'12' 12' 0.024 9' 9' 9'9' 9' 60 0.032 9.5'9.5'9.5'*9.5'9.5' -able 2 3.5" Panel Panel Skin Wind Speed (mph) and Exposure Ground Thickness B90 C90 C100 C105 C120 Snow Load (in) Altokable Spans (ft)(psD 0.024 12' 12' 12'12'11'Live 20 0.032 13.5' 13.5' 13.5' 13.5'12' * 0.024 11.5'11.5' 11' 10.5'10' 20 0.032 12.5' 12.5' 12.5'12'11' 0.024 11'11'11'10.5'10' 25 0.032 12'12' 12' 12'11' 0.024 10.5'10.5' 10.5'10.5'9.5' 30 0.032 11' 11' 11' 11'10.5' 0.024 9' 9' 9' ·9' 9'40 0.032 9.5'9.5'9.5'9.5'9.5' 0.024 7' 7' 7'7' 7'60· 0.032 7.5'7.5'7.5'7.5'7.5' Table 6 4" Panel Panel Skin Wind Speed (mph) and Exposure Thickness B90 C90 C100 C105 C120 (in) Allowable Spans (ft) 0.024 18.5'17' 16' 15.5'13.5' 0.032 21'19'17.5'17'15' 0.024 17'16'15'14.5'13' 0.032 19'17.5'16.5' 16' 14.5' 0.024 14.5'14.5'14'13.5'12.5' 0.032 16'16'15.5' 15' .14' 0.024 14'14'14'13.5'12.5' 0.032 15.5'15.5'15.5'15'14' 0.024 13' 13' 13'13'12.5' 0.032 14.5'14.5'14.5'14.5'13.5' 0.024 11.5'11.5'11.5'11.5'11.5' 0.032 12.5'12.5'12.5'12.5'12.5' 0.024 9.5'9.5'9.5'9.5'9.5' 0.032 10.5'10.5'10.5'10.5'10.5' Table 3 4" Panel Panel Skin Wind Speed (mph) and Exposure Thickness B90 C90 C100 C105 C120 (in) Allowable Spans (ft) 0.024 13' 13'13'13'11.5' 0.032 14.5'14.5'14.5'14.5'13' 0.024 12'12'12'11.5' 10.5' 0.032 13.5'13.5' 13'13'11.5' 0.024 12'12'12'11.5'10.5' 0.032 13'13'13'12.5'11.5' 0.024 11'11'11'11'10.5' .0.032 12'12'12'12'11.5' 0.024 9.5'9.5'9.5'9.5''9.5' 0.032 10.5'10.5'10.5'10.5'10.50 0.024 7.5'7.5'7.5'7.5'7.5' 0.032 8' 8' 8'8' 8' Table 7 6" Panel Ground Panel Skin Wind Speed (mph) and Exposure ' Snow Load Thickness B90 C90 C100 C105 C120 (psi) (in) Allowable Spans (ft) Live 10 0.024 22'22'21'20'17.5' 0,032 22'22'22'22'20' Snow 10·0.024 22'21'19.5'18.5'16.5' 0.032 22'22'22'21'19.5' 20 0.024 18' 18'18'17.5' 15.5' 0.032 21'21'20.5'20'18.5' 25 0.024 18' , 18'18'17.5'15.5' 0.032 21'21'20..5'20'.18.5' 30 0.024 16'16' , 16'16'15.5' 0.032 19'19'19'19'18' 40 0.024 14'14'14'14' . 14' 0.032 - 16.5' 16.5' 16.5' 16.5'16.5' 60 0.024 11.5' 11.5' 11.5' 11.5''' 11.5' 0.032 13.5' 13.5' 13.5' 13.5' I 13.5' Table 4 6" Panel Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness B90 C90 C100 C105 C120 (psf)(in)Allowable Spans (ft) Live 20 0.024 16.5' 16.5' 16.5' 16.5'14' ' 0.032 19.5' 19.5' 19.5'19'17' 20 0.024 16'16'14.5'14'13' 0.032 17.5' 17.5' 17.5'17'15' 25 0.024 15.5'15.5' 14.5'14'12.5' 0.032 17'17'17'16.5'15' 30 0.024 14'14'14'·13.5'12.5' .0.032 15.5' 15.5' 15.5' 15.5' i 5' 40 -0.024 12'12'12'12'1.2' = 0.032 13.5' 13.5'13.5'13.5'13.5' 60 0.024 9.5'9.5'9.5'9.5'9.5' 0.032 11'11'11'11'11' Table 8 Metals USA Building Products Carl Putnam, P. E.Core Panels to Headers Required Fastening of Foam 2440 Albright 3441 Ivylink Place Trib Wind Speed (mph) and ExposureHouston, TX 77017 Lynchburg, VA 24503 Width 90 C |110 B|110 C|120 C|130C 1 1 ---5-IZ:Z.Z...a.. /1(713).946-9000 carlputnam@comcast.net -(fit)O/C Spacing of #14 SM screws MA.P...Or.442 1\ /./ANG-.FT- 7 · 0,i 1 \ j4 12"12"12" 12" 11"/./.flt... f.%4>. g\F 1Notes 12"12"11" 9"li ·011 19,8/4 Y 5 12"t/'·/\11. These tables are for use with ICC ESR 1953 Detail MU34 6 12"12"11" 9" 7"CUUM 1/a·t2. These panels do NOT have an embedded fan beam. 7 12"11" 9"8" 6" f U \\,i...· I 3. Panels are as speciifed in ICC ESR 2229 8 12"10" 8"7" 6"1 tt.<&4..c.··.ji -I·' \JA4. Panels are approved under CA HCD FBH-17 and FBH-18 9 11" 9" 7"6" 5" 10 10" 8" 6"5" 4" 11 9" 7" 6" 5" 4"1 10 112 8" 7" 5" 4" 4" 13 7" 6" 5" 4"3" . TABLE 9 14 7" 6" 5" 4" 3" 17 6" 5" 4" 3" 3" j Uk)0 1 2011 Metals.USA Sandwich Panel Spans _ 10/4/2010 Page 1 of 2 . Foam Core Sandwich Panels w/ Fan Beams (Detail MU34) Spans for Single Span Attached Structures Patio Cover Applications Only 3" Panel w/ Fan Beam (MU34)3.5" Panel w/ Fan Beam (MU34)4" Panel w/ Fan Beam (MU34)6" Panel w/ Fan Beam (MU34) Ground Panel Skin Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph) and Exposure 1 Ground IPanel Skill Wind Speed (rnph) and Exposure I Snow Load Thickness C90 C100 C105 C110 C120 Snow Load Thickness C90 (100 C105 C110 C120 Snow Load Thickness C90 C100 C105 C110 C120 Snow Load Thickness C90 C100 C105 C110 C1201 (psf) (in) Allowable Spans (ft)(psf) (in) Allowable Spans (ft)(psf) (in) Allowable Spans (ft)(psf) (in) Ajlowable Spans (ft) Live 10 0.024 14' 13' 12.5' 12' 10' Live 10 0.024 15.5'14'13.5'13' 12 Live 10 0.024 16'14.5'13.5'13' 12'Live 10 0,024 22' 120.5' 119.5' 18.5' 1 17' 0.032 15.5' 14' 13.5' 13' 12' 0.032 17.5' 16' 15.5'15'13.5'0.032 18.5' 17 16.5'15.5'14.5'0.032 22' 19.5' 18.5' 18' | 18.5' Snow 10 0.024 13' 12' 11.5' 11' 9.5'Snow 10 0.024 14.5'13'12.5'12'11.5'Snow 10 0.024 14.5'13.5'12.5'12'11.5'Snow 10 0.024 ' 21'19'18.5' 17.5' | 16.5' 0.032 14.5' 13.5' 13' 12.5' 11.5'0.032 16' 15' 14.5'14' 13' 0.032 17.5'16'15.5'14.5'. 13.5'0.032 20' 18'17.5'17'15.5' 20 0.024 +11.5' 11' .10'95'8.5' 20 0.024 13' 12.5' 12' 11.5' 10.5' 20 0.024 13.5'12.5' 12' 11,5'10.5' 20 0.024 18'17.5'17'16.5' 15.5' 0.032 12.5' 12.5'12' 12' 11' 0.032 14.5'14'13.5' 13.5' 12.9 0.032 15.5' 15' 14'14'13'0.032 18.5'17'16.5'16'14.5' 25 0.024 11.5' 11' 10'9.5' 8' 25 0.024 13'12'11.5' 11.5'10' 25 0.024 13'12' 12'11.5'10.5' 25 0.024 18'17.5'17'16.5' 15.5' 0.032 12.5' 12.5'12'11.5' 11' 0.032 14'14'13.5' 13.5' 12.5'0.032 15'14.5' 14'13.5'13'0.032 , 18' 17' ·16' | 15.5'. 14.5' 30 0.024 10.5' 10.5'9.5'9' 8' 30 0.024 12' 12' 11.5'11'9.5' 30 0.024 12.5' 12' 11.5'11'10.5' 30 0.024 16'16'16'16' 15' 0.032 11.5' 11.5' 11.5' 11.5' 11' 0.032 13' 13' 13' 13'12.5'0.032 14'14' 14' 13.5' 12.5'0.032 17'16.5'le 15.5' 14.5' 40 0.024 9' 8.5'8.5'8' 7' 40 0.024 10.5' 10.5' 10.5'10' 9' 40 0.024 11'11'10.5'10.5'10' 40 0.024 14' 14' 1 14' 14' 14' 0.032 10' 10' 10' 10' 10' 0.032 11.5' 11.5' 11.5' 11.5' 11.5'0.032 12'12' 12' 12'12'0.032 15' 15'14.5' 14.5' 14' 60 0.024 6' 6' 6 6' 0' - 60 0.024 7' 7' 7'7' 7' 60 0.024 8.5' 8.5' 8.5'8.5' 8' 60 0.024 11.5' 11.5'I 11.5' 11.5' 11.5'- 0.032 8' 8' 8 8' 8'0.032 9' 9' 9'9, 9,0.032 10' 10' 10' 10'10'0.032 12.5' 12.5' |·12.5' | 12.5'12' . Table 13 Table 10 .Table 11 , Table 12 Tri b Original Allowable Post spacing for 10 psf Roof Loads Trib Original Allowable Post spacing for 20 psf and Greater Roof Uniform Loads Width 6' 7' 8'9' 10' 11'12' 13' 14'15'16'17'+Width 6' 7' 8'9' 10'11' 12' 13'14'15'16'17'+ (ft) Allowable Post Spacing w/ Fan 4 2'-5"3'-8" 4'-10" 6'-0" 5 3'-5"4'--6"5'-7" 6'-8" 6 4'-0"5'-0"ed" Td" 7 4'-4"5'-4" 6'-4" 7'-5" 8 4'-6"5'-7" 6'-7" 7'-7" 9 4'-9"5'-9"6'-9" 7'-9" 10 40-10"5'-10" 6'-11': 7'-11" 11 5'-0"6'-0"7'-0" 8'-0" 12 5'-1"ed" 7'-1" 81" 13 . 5'-2"6'-2"7'-2" 8'-2" 14 5'-2"6'-2"7'-3" 8'-3" 15 · 5'-3"6'-3"7'-3" 8'-3" 16 5'-4"6'-4" 7·'-4"8'-4" 7'-0" 8'-1"9'-1"10'-2" 7'-8" 8'-9"·9'.9"10'-9" 8'-1" 9'-2"10'-2"11'-2" 8'-5" 9'-5"·10'-5"-·11'-5" 8'-7" 9'-8"10'-8"11'-8" 8'-9" 9'-9"10'-9"11'-10" 8'-11" 9'-11"10'-11"11'-11" 9'-0" 10'-0"11'-0"12'-0" 9'-1" 10'-1"11'-1 "12'-1" 9'-2" 10'-2"11'-2"12'-2" 9'-3" 10'-3"11'-3"12'-3" 9'-3" 10'-3"11'-3"12'-3" 9'-4" 10'-4"11'-4"1 2-4. 11'-2" 12'-2" 13'-3" 84% 11'-9" 12'-10"13'-10" 87% 12'-2" 13'-2" 14'-2" 90% 12'-5" 13'-5" 14'«' 91% 12'-8" 13'-8" 14'-8" 92% 12'-10"13'-10"14'-10" 93% 12'-11"13'-11"14'-11" 94% 13'-0"- 14'-0" 15'-0" 95% 13'-1" 14'-1" 15'-1" 95% 13'-2" 14'-2" 15'-2" 95% 13'-3" 14'-3" 15'-3" 96% 13'-3" 14'-3" 15'-3" 96% 13'-4" 14'-4" 15'-4" 96% Table 14 (ft) Allowable Post Spacing w/ Fan 4 4'-6"5'-7"6'-7" 7'-7" 5 4'-10"5'-10" 6611" 7'-11". 6 5'-1 "6'-1" - 7'-1" 8'-1" 7 5'-2"6'-2' ' 7'-3 8'-3" 8 5'-4"6'-4"7'-4" 8'-4" 9 5'-4"6'-5"7'-5" 8'-5" 10 5'-5"6'-5"7'-5" 8'-5" 11 5'-6"6'-6"7'-6" 8'-6" 12 5'-6"6'-6"7'-6" 8'-6" 13 5'-7" 6'-7" 7'-7" 8'-7" 14 5'-7"6'-7"7'-7" 8'-7" 15 5'-7"6'-7"7'-7" 8'-7" 8'-7"9'-8"10'-8"11'-8" 8'-11" 9'-11"10'-11"11'-11" 9'-1" 10'-1"11'-1 "12'-1" 9'-3" 10'-3"11'-3"12'-3" 9'-4" 10'-4" 11'-4"12'-4" 9'-5" 10'-5"11'-5"12'-5" 9'-5" 10'-5"11'-5"12'-5" 9'-6" 10'-6"11'-6"12'-6" 9'-6" 10'-6"11'-6"12'-6" 9'-7" 10'-7"11'-7"12'-7" 9'-7" 10'-7"11'-7"12'-7" 9'-7" 10'-7"11'-7"12'-7" 12'-8" 13'-8" 14'-8" 92% 1 12'-11"13'-11"14'-11" 94% I 13'-1" 14'-1" 15'-1" 95% 13'-3" 14'-3" 15'-3" 96% 13'-4" 14'-4" 15'-4" 96% 13'-5" 14'-5" 15'-5" 97% 13'-5" 14'-5" 15'-5" 97% 13'-6" 14'-6" 15'-6" 97% 13'-6" 14'-6" 15'-6" 98% 13'-7" 14'-7" 15'-7" 98% 13'-7" 14'-7" 15'-7" 98% 13'-7" 14'-7" 15'-7" 98% Table 15 Metals lJSA Building Products Carl Putnam, P. E. 2440 Albright 3441 ivylink Place H'ouston, TX 77017 Lynchburg, VA 24503 (713)-946-9000 -cariputnam@comcast.net Notes 1. These tables are for use with ICC ESR 1953 Detail MU34 i 2. These panels DO have. an embedded fan beam. 3. Panels are as specified in ICC ESR 2229 4. Panels are approved under CA HCD FBH-17 and FBH-18 5. COMPLIANCE WITH ELECTRICAL CODE IS OUTSIDE THE SCOPE OF THESE PLANS. 6. Maximum fan weight is 30 lbs, 7. Fan Installation is outside scope of these plans. 8. Attach to header as per Table 9. SANDWICH PANEL W/ EMBEDDED FAN BEAM /.*- HEADER- FAN 1,1.r=*- \1-'. 2 *H ' "-. /XUbb/t89,/Al f ·\-A I. 3'9,»\A Bki THESE TABLES MAY ONLY BE USED //,3,- 9. 14,<"4:.4.:Y·,, I POST WITH SINGLE SPAN ATTACHED f }·:; ri i -...2,3//6'A / 122322 STRUCTURES i El 4%11 € U 7 2011 Page 2 of 2 ..€ ARCHITECTURAL STRUCTURAL ACCEPTED FOR CONSTRUCTION PERMIT TYPE: PERMIT# OCC. GROUP CONSTR. TYPE B,LECT PLBG MECH GRADING lai -7 9 357 | SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL, PLUMBING & MECHANICAL PLANFThis set of plans and specifications must be kept ca the jot-at all times and it is unlawful to make any changes or !i alterations on same without written permission from the iCity of Santa Ana. The acceptance of this plan and specifications SHALL NOTbe held to permit nor be an approval 01 the violation of anyprovisions of ANY City Ordinance or S.atgaw, j r J 1 2 Accepted 8<41-L'11/7212£ - .Dma--flt.Bel 7 31 i ICITY OF SA 1 Date Issue{ -11, L. VE- 19 CODE EDITION FLOOD ZONF. FLOOD ZONE CERTIE REQ'D YES NO MICROFILM YES NO RADIANT BARRIER @ROOF YES NO RESIDENTIAL DEV. FEE YES NO SCHOOL DISTRICT YES . · 44.445•*.#5-/ 4 -'. e CITY OF SANTA ANA BUILDING PERMIT APPLICATION WORKSHEET PLEASE PRINT 3/2/05:forms/Bldg.App.Worksheet PROJECT ADDRESS:\\0-5 C_20 r i \\ 0-2,\4 -Dr.SUITE:SAPIN #l.017?3 5-r USE OF BUILDING:ESIBENIIALD COMMERCIAL INDUSTRIAL OTHER MASTERID# NATURE OF WORK:NEW ADD ALTER/T.I.DEMO REROOF REPAIR SIGN MISC NFW/ADDITION/Al TFRATION 1ST FL.SF BASEMENT. YES/NO 2ND FL..SF <g*EiEIGi22) TOTAL OF OTHER FLS: SF RES. REMODEL: GARAGE/CARPORT: SF ALTER/T.1.: SF NO. OF STORIES: -518 SF BLDG. HEIGHT: SF PROPOSED USE: SF JOB DESCRIPTION (non-residentiaprojects see reverse side qf this application) :rz *slhot, L.444(e I Munaw®04) i:=»AR o C ou-¢--- BUILDING OWNER'S NAME: PHONE NO-x, \\Ono <I o (1 14) 839 -ls-8€- ADDRESS:\\0 3 (LAo 0 94< 4 -Or. %21%Q 4,4 STATE:r ZIP:9170 1UX TENANT'S NAME (Comm/Ind):PHONE NO: CONTRACTOR'S NAME:STATE CONTR. #:LICENSE CLASS:PHONE NO'¢-DC" N CowCrs S\7 9 19- 8 C -lal)-18/-9lg9< ADDRESS'CITY: i STATE:ZIP840 5. 9-eclvedpr k..e/YL O«.-bri o Ca 91-1,41 WORKERS COMP. POLICY#: /13SFO-600369- o fr ARCHITECT/ENGINEER: EXP. PATE:Ul'Lf pw INSURANCE COMPANY: -m,CLAD art, STATE LICENSE # SANTA ANA BUS. LIC. #: 211 1 PHONE NO ADDRESS:CITY:STATE:ZIP: CONTACT NAME:(»9069 PHONE NO:(98) 161-969/ E-MAIL ADDRESS: C.C.«\koev-1 (P/Coer*S ko C-03-4#b. C.cirn OFFICE USE ONLY:ACC OR SPC (CIRCLE ONE)HRS PER BLDG. FEE $ OCC. GROUP:RECEIPT #6 100 >P/C FEE PD $ la# 77 TYPE OF CONSTR:VALUATION: $3100 SUBMITTAL DATE: FIRE SPKR: YES / NO A/C: YES/NO FLOOD ZONE:PROCESSED RES. DEV. FEE: YES / NO PRIOR DWELLING UNIT: YES / NO COMMENTS: PLANNING OK TO CHECK& DATE BLDG. DEPT. APPROVAL & DATE PLNG CONDITIONS: 144 PLEASE CHECK ALL THAT APPLY TO YOUR PROJECT JOBDESCRIPTION CHECKLIST: j U Additional square footage U Awnings El Canopy El Card readers E Ceiling work CJ Change of occupancy (use) E Disabled accessible (H/C) restrooms U Dust collector E Elevator shaft El Exterior doors or windows U Equipment pads· U Interior demo t; . U Kitchen equipment- El Partition walls U Rated corridors U Rated shafts CJ Roof mounted equipment U Security bars U Screening for equipment U Skylights m stairs U StorefronUfacade improvements U Storage racks or shelving over 5'-9" 13 Walk-in coolers ITEMS REQUIRING SEPARATE BUILDING PERMIT APPLICATIONS: El Block wall El Complete demo Fence U Fire signaling system .. , r,El Fire sprinklers El Flagpole 01 Lawn sprinkler system U Light Standards £ Parking lot paving U Parking lot striping El L Pedestrian protection ' Podl/Spa , - U Signs. U Sbray booth El Temporary power pole U Trash enclosure CITY OF SANTA ANA PLAN CHECK - CHECKLIST JOB ADDRESS' f 40 3 /0 (161; i]0 91(% TRACKING #:10.17 93 55 DATE:8-1-13 FOR PLANCHECK STATUS CAII (714) 647-5800 PLEASF INITIAI FACH ITEM RFI OW C C, 1.I agree to pay a plancheck fee established for this project with the understanding that this payment is not a guarantee that a permit will be issued and that this fee is not refundable once a plancheck has commenced. -lk 2.I understand that I may request an "Accelerated Plancheck" at an additional cost to me. This plancheck will be performed by an in-house plan checker with the intention of reducing plancheck time for the Building & Safety Division. I understand that the project valuation (from which plancheck and permit fees are calculated) will be reviewed during the plancheck process and that said valuation shall be adjusted up or down in accordance with established fee computation regulations. 33- 4 I understand that I shall submit separate plans, applications and plancheck fees for the following when plan check is required: a. Electrical Plans - 2 complete sets c. Mechanical Plans - 2 complete sets b. Plumbing Plans - 3 complete sets d. Grading Plans - 3 complete sets I understand that I shall visit the Public Works Department to verify whether a field inspection of the property is required. 1 understand that prior to the issuance of the Building permit I am required to obtain Public Works Agency approval if my project valuation exceeds $30,000 or has added plumbing fixtures, or.ad(led bedrgems, or exceeds 500 sq.ft. ARRFFI-) TOBY APPLICA Applicant's Signature - Print Name (L(fit>\c-44 £(Alavreqq 840 5. rzooj-£640* P,I'C- onkt,-40 Telephone Numbe 3640-DE5-S- Fax - 7601 FOR OFFICE USE ONLY: "Checklist of items discussed" APPROVALS & FEES REQUIRED: Y/N 1.-Planning Department 260-Public Works Agency 346·Fire Departmemt 4.1*-Police Department 5AM·School District 6Health Department 7*Title 24 (Energy ) 84*-Title 24 (Disabled Access) 9AA-Roof Mounted Equip. 10.1vfist of Subcontr. 11_Elildg. Pmt. Info. 12.-PSummary of Appr. Reg. 13.-PFY Information 14.-5Constr. Act. Reg. 15A*Res. Dev. Fees 16. 05-MIP 17.Microfilming 18.Const. Debris Recyc. 19CWP Surcharge 2dPLOA/Owner-Builder Ver. PERMIT TECHNICIAN -- LJ--244 44-2. Form 58: 3-26-04 \62, FEE CHECKLIST WORKSHEET SAPIN #Received by: : 4) l 7 96 9-5/ FEE TYPE REQUIRED Yes No Plan Check Fee Disability Fee SMIP Fee Res. Dev. Fee Fire Facility Fee School Distr. Fee Microfilm FCWP Surcharge IP CALCULATION AREA COST/SQ FT X TOTAL SQ FT =VALUATION 6O 080 7< 372 cP =3099 - Counter computations/valuation $31 00 Plan checker computation/final valuation$ F05 1-10-03 CITY OF SANTA ANA Planning and Building Agency Planning Division 20 Civic Center Plaza PLANNIM; P.O. Box 1988 (M-20) &BllILDING Santa Ana, CA 92702 AGEXCY (714) 647-5804 www.santa-ana.org Sapin Dev Rev Application Data Sheet. . 1 Master I.D.: 2013-109345 Application Number: RES-2013-833-ALT Project Address: 1103 N Cabrillo Park Dr Application Date: 08/01/2013 Planner/Project Manager: Linnaus, Lucy Determination:Approved Application Description:Replace patio cover with new 31.5' x 12' aluminium patio cover. Dev Rev Project Conditions: Patio cover to be finished to match house/ ( , -1 / . -' , 6. N -4 Page 1 of 1 lL 1 9 )0 (3 & 4 11 1 1 03 /4 U 5/1 16 1 lol 1 9 3 5-F