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PMT16-02304 City of Menifee Permit No.: PMT1 6-02304 29714 HAUN RD. �!-ICCEL/� MENIFEE, CA 92586 Type: Residential Addiction MENIFEE Date Issued: 07/19/2016 PERMIT She Address: 29314 WAGON CREEK LN, MENIFEE. CA Parcel Number: 339-421-011 92584 Construction Cost: $2,800.00 Existing use: 1 &2 Family Residence Proposed use: Description of INSTALL 14'x 16'SOLID ALUMAWOOD PATIO COVER WITH 1 FAN,2 LIGHTS, 1 GFI OUTLET Work: Owner Contractor GREG HAMMOND PATIO GUY ALUMAWOOD CONTRACTOR 29314 WAGON CREEK LANE 41197 GOLDEN GATE CIR STE 108 MENIFEE,CA 92584 MURRIETA, CA 92562 Applicant Phone:9513330056 LOIS MONTINI License Number:872839 PATIO GUY ALUMAWOOD CONTRACTOR 41197 GOLDEN GATE CIR STE 108 MURRIETA, CA 92562 Fee Description OQt t Amount i$1 Receptacle, Switch, Outlet&Fixture 4 131.00 Building Permit Issuance 1 27.00 Deck/Patio. non-standard 1 133.00 GREEN FEE 1 1.00 SMIP RESIDENTIAL 1 1.00 General Plan Maintenance Fee-Building 1 6.65 General Plan Maintenance Fee-Electrical 1 6.55 $306.20 The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and specifications or from preventing builiding operations being carried on thereunder when in violation of the Building Code or of any other ordinance of City of Men'dee.Except as otherwise staled,a permit for construction under which no work is commenced within six months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire,and fees paid shall be forfeited. AA_Bldg_Permit_Template.rpt Page 1 of 1 City Of Menifee LICENSED DECLARATION I hereby affirm under penalty or perjury that 1 am licensed under provisions of ❑ I, as owner of the properly an exclusively contracting with licensed Chapter 9(commencing with section 7000)of Division 3 of the Business and contractors to construct the project(Section 7044,Business and Professions Professions Code aro my license is in full fo aAd If I Code:The Contractor's License Law does not apply to an owner of a property License Class License No. � J who builds or improves thereon, and who contracts for the projects with a Explres-(,e--.:,�D >!(A-gnature licensed contractor(s)pursuant to the Contractors Slate License Law). WORKERS'COMPENSATION DECLARATION ❑ I am exempt from licensure under the Contractors'State License Law for the ❑ 1 hereby affirm under penalty of perjury one of the following declarations: following reason: I have and will maintain a certificate of consent of self-insure for workers' By my signature below I acknowledge that,except for my personal residence in compensation,issued by the Director of Industrial Relations as provided for by which I must have resided for at least one year prior to completion of Section 3700 of the Labor Code, for the performance of work for which this improvements covered by this permit, I cannot legally sell a structure that I have permit is issued. Policy# built as an owner-building if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable law, Section 7044 of the ❑ 1 have and will maintain workers' compensation insurance, as required by Business and Professions Code,is available upon request when this application is section 3700 of the Labor Code, for the performance of the work for which this submitted or at the following Web site:httr).,Il w.leginfo.ca.ciov/mlaw.html. permit is issued.�^My workers'compensation insurance carrier and policy number are: Carrier 'V `/�l:,f Property Owner orAumonzed Agent Date Expires �/ r Policy# ❑ By my Signature below, I certify to each of the following: I am the property Name of Agent Phone# owner or authorized to act on the property owners behalf. I have read this (This section need not be completed if the permit is for application and the information I have provided is correct. I agree to comply one-hundred dollars($100)or less) with all applicable city and county ordinances and slate laws relating to building construction. thorize representatives of this city orcounty to enter the above- 0 1 certify that in the performance of the work for which this permit is issued,I identi y f r e inspection urposes. shall not employ any persons f any manner so to become subject to the ? _/9 ,r' workers'compensation laws of California, and agrr ee hat if I should became =�J%y—`/\� subject to the workers'compensation provisions of tion 3700 of the Labor Props, Ow,er or Authorized Agent Date Code,I shal forthwil P comply with those provisions. Date; Applicant; City Business License# �+1- O �Y �v WARNING: FAILURE TO SECURE WORKERS' HAZARDOUS MATERIAL DECLARATION COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS WILL THE APPLICANT OR FUTURE BUILDING ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DYES OCCUPANT HANDLE A HAZARDOUS MATERIAL ORA DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE MIXTURE CONTAINING A HAZARDOUS MATERIAL LABOR CODE, INTEREST,AND ATTORNEYS FEES S.NB--E—QUAL TO OR GREATER THAN THE AMOUNTS CONSTRUCTION LENDING AGENCY SPECIFIED ON THE HAZARDOUS MATERIALS I hereby affirm that under the penalty of perjury there is a construction lending INFORMATION GUIDE? agency for the performance of the work which this permit is Issued (Section WILL THE INTENDED USE OF THE BUILDING BY THE 3097 Civil Code) APPLICANT OR FUTURE BUILDING OCCUPANT REQUIRE Lender's Name DYES A PERMIT FOR THE CONSTRUCTION OR MODIFICATION. Lender's Address _ � 8—bFTHE SOUTH COAST AIR QUALITY MANAGEMENT t�WO DISTRICT(SCAQMD)SEE PERMITTING CHECKLIST FOR GUIDE LINES OWNER BUILDER DECLARATIONS I hereby affirm under penalty of perjury that I am exempt from the Contractor's PRINT NAME: License Law for the reason(s)indicated below by the checkmark(s)I have placed DYES WILL THE PROPOSED BUILDING OR MODIFIED FACILITY next to the applicable item(s)(Section 7031.5.Business and Professions Code: BE WITHIN 1000 FEET OF THE OUTER BOUNDARY OF A Any city or county that requires a permit to construct, alter, improve, demolish, qN� DL? or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law(Chapter 9 (commencing with I HAVE READ THE HAZARDOUS MATERIAL Section 7000)of Division 3 of the Business and Professions Code)or that he or DYES INFORMATION GUIDE AND THE SCAQMD PERMITTING she is exempt from licensure and the basis for the alleged exemption. Any CHECKLIST. I UNDERSTAND MY REQUIREMENTS violation of Section 7031.5 by any Applicant for a permit subjects the applicant to ❑tj10 I�DEP THE STATE OF CALIFORNIA HEALTH AND SAFETY a civil penalty of not more than($500).) CODE, SECTIO 25505,25533 AND 25534 CONCERNING ❑ I, as owner of the property, or my employees with wages as their sole HAZARDOUS M RIAL REPORTING. compensation,will do( )all of or( )porting of the work, and the structure is PROP R A GE not intended or offered for sale.(Section 7044,Business and Professions Code; The Con(ractor's Slate License Law does not apply to an owner of a property X who, through employees' or personal effort, builds or improves the property, provided that the improvements are not intended or offered for sale.If,however, the building or improvement is sold within one year of completion, the Owner- Builder will have the burden of proving that it was not built or improved for the purpose of sale). BUILDING & SAFETY PERM IT/PLAN CHECK APPLICATION Menifee DATE - - JO PERMIT/PLAN CHECK NUMBER - TYPE: O COMMERCIAL --, ESIDENTIAL O MULTI-FAMILY O MOBILE HOME O POOL/SPA O SIGN SUBTYPE: O ADDITION C ALTERATION O DEMOLITION CO-qECTRICAL O:MECHANICAL O NEW O PLUMBING O RE-ROOF-NUMBER OF SQUARES DESCRIPTION OF WORK q X I IQ 9 O L L A4 PROIECTADDRESS r6I E ASSESSOR'S PARCEL NUMBER ��`�1, __\\LOT TRACT OWNER NAME VY ADDRESS p.^ PHONE L) ) � EMAIL Menifee Building & Safety Dept. APPLICANT NAME � L IL��')1V ADDRESS //�' L JUL i y PHONE c I - ��f�y -�� EMAIL -_ e p(� CONTRACTOR'S NAME )--{- OWNER BUILDER? IyYES -56 BUSINESS NAME ADDRESS �l l iG ff�� ` '� S PHONE _q �I - �� -D �_&7 EMAIL CONTRACTOR'S STATEELLIIC NUMBER a p, LICENSE CLASSIFICATION _ VALUATION$ 7J V //J� ��SO FT a L SQ FT APPLICANT'S SIGNATUR J�" '`-�IJ U L L DATE -4, r DEPARTMENT DISTRIBUTION CITY OF MENIFEE BUSINESS LICENSE NUMBER BUILDING PLANNING ENGINEERING FIRE GREEN SMIP INVOICE O PAID AMOUNT ,a O C% AMOUNT OCASH CHECKq CREDIT CARD VISA/MC PLAN CHECK FEES PAID AMOUNT OCASH OCHECK# OCREDITCARD VISA/MC OWNER BUILDER VERIFIED OYES O NO DLNUMBER NOTARIZED LETTER O YES O NO City of Menifee Building& Safety Department 29714 Hour; Rd. Menifee, CA 92586 951-672-6777 www.cityofinenifee.us Inspection Request Line 951-246-6213 y" L LITECL O F/7" x T61 EDGER & TR�►CK LL PECTION REQUIRED U ► � x � � � u9 C ty of afety e Build g & Safety Dept. »`S�t2-r L 19 2016 L ceived P� A - _ ✓� e�V1y9 A1J.• � �f,1S DLJ CITY OF MEN. IFEE Iw RTMENT PLAN APPROVAL. REVIEWED BY `� e rj)q DATE 'Approval of these plans shall not be c nstrued to be a permit for,or an approval of,any violation of any prcvi ns of the federal,state or city regulations and ordinances. This set o approved plans must be kept on the 'obsite until completion. �4brn60WH>=1� tNf�o I — a'-6,9,- ULI 1 7`' COP Me—+Df'-TA FD t...sc#IZ TI'ogUY 4"MAL OZ C r&fmj-v ��C A m I Y1 a �`�� 4 u a-) golden g� P-cttr-cke 4 fo1 aaq `3 I L A) 4(�nP4 �JQ, �K ytf,�r'rit:.Ur• l4l. al sb� S _ r, /� n end Sure,� � 5a1313 � 1-_r\I 1. � /� l .Y-F- t��f�rlt r_J1 nnA�Nnn ®�inuw r1�.r 1oS?S r-1 i`7 Amerimax Exterior Home Products AlumawoodTM Patio Cover,Carport and Commercial Structure Englneerinn 2012 IBC PAGES DRAWING SECTION DESCRIPTION LEDGER & TRACK 2 PAGES GN02-2012 GENERAL NOTES 4\1SPECTION REQUIRED City&tSafe y Dept. ti7 iAtu REQUIRED!1G1� Buildii �, P 2 PAGES SC01-2012 SOLID PANEL STRUCTURAL CONFIGURATIONS JUL 19 2016 SCO2-2012 ALUMAWOOD STRUCTURAL CONFIGURATIONS CL 4 PAGES LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES R G'Ce6Ved U KPH OF E Lli 4 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREASREAE BUILDING AND SAFETY DEPARTMENT 04 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS 4 PAGES LT01-2012 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES PLAN APPROVAL LL LT02-2012 LL LT03-2012 LT04-2012 REVIEWED BY -►� Iq lll2- 2 PAGES SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES DATE 10 PAGES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES Ii A zR9rAk9fi AaDIaLR not a construed to bea Km kilcir,or an a roval of an violati `of any ovisions of the federal,state or city 10 PAGES SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES I u a a WIN A0R Q ,u a ons an or i nces. This et of approved plans must be kept on the 4 PAGES NP01-2012 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS jobsite until c'ompl n. QOFESSI.q NP02-2012 NP03-2012 g1 NALfyG =y�oGA Yu NP04-2012 Q�OGPR PUTU RFC m g, 9 PAGES CD01-2012 COMPONENT PARTS AND CONNECTION DETAILS C CD02-2012 CD03-2012 * 6/301201 CD04-2012 �C CD05-2012 J sTq IV1L Al1F CD06-2012 ? CA't* OCT 02 2013 moo CD07-2012 1 CD08-2012 CD09-2012 September 29,2013 10 PAGES Miscla-2012 MISCELLANEOUS DETAILS Misclb-2012 MISCELLANEOUS DETAILS Misc2-2012 FAN BEAM DETAILS Misc3-2012 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES Misc4-2012 7.0 FOOTING AND SLAB ATTACHMENT TABLES Misc5a-2012 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS Misc5b-2012 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS Misc6-2012 7.0 FORCES ON EXISTING STRUCTURES Misc7-2012 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS Misc8-2012 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS 119 . ``��t�L)'A•Pirfff OF MICHIGA - NPL CIV/ P1-PU7�q ♦♦��`�`DV 1 FFS g90. �` GP:"ENSF.,ff �� ;,:. ✓ ys�o Fyn G�STEgF Oe i vo TH PROFESSIONAL ENGINEERING PS PAGE aP;' L * �� Q� O e`� Of• FESSIO I87 7 NG NEE 6. 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All structures must comply with one of the following: (CONTINUED FROM SHEET NO. 1) a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design Category(SOC)A-D up to the maximum Ss noted in General Note#3. 11.STEEL FASTENERS SHALL BE EITHER STAINLESS(3000 SERIES),GALVANIZED OR DOUBLE b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED GLAVANIZED,MECHANICALLY Exception#1 do not require additional seismic analysis. GALVANIZED,ZINC ELECTROPLATED,ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE c. Structures not complying with(a)or(b)require additional engineering seismic analysis. ANCHOR BOLTS ARE SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANSI/ASME STANDARD B18.6.1 AHD AND AF&PA NDS-0511.1.4. ALL LAG SCREWS MUST COMPLY 21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS WITH ANSI/ASME B18.2.1 AND AF&PA NDS-0511.1.3. ALL STEEL WASHERS TO BE ASTM F944 W/ REPORT. 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 22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL WILL HAVE A MINIMUM EDGE DISTANCE OF 2X FASTENER DIAMETER. SPECIFICATIONS MUST BE BASED ON LONGESTACTUAL SPAN. 12. EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 23. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER AS PER IBC SECTION 1403.2(WALLS)AND/OR 1503(ROOFS),WHICHEVER IS MORE APPROPRIATE. 13, HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN 24. AT LEAST ONE HORIZONTAL DIMENSION OF THE COVER PROJECTION OR WIDTH)SHALL BE THE FIRST INTERIOR POST.(EXCEPT FOR FULL STRENGTH SPLICES)FULL STRENGTH SPLICES (DETAILS U,AND X)MAY BE LOCATED ANYWHERE. LESS THAN 30' 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC-ESR 1730,2196 OR GENERAL NOTES FOR LATTICE STRUCTURES: EQUIVALENT AND USE HEADS W/DIAMETERS EQUAL TO #6=-6",#10=8,#12= "AND#14=P"OR (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-2012 AND LT01-2012 THRU LT03-2012.) STEEL WASHERS OF SIMILAR DIAMETER AND AS PER GENERAL NOTE#11 1. SEE GENERAL NOTE#3 FOR LIVE AND SNOW LOADS. 15. STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIONAL ENGINEERING 2. NOTE INTENTIONALLY LEFT BLANK. ANALYSIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY. 3. SINGLE SPAN ATTACHED LATTICE STRUCTURES THAT DO NOT USE TAIL L29 MUST COMPLY 16,ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION WITH TABLE L1 AND L2 ON SHEET M5. #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 ON EyG TO BE CONTINUOUSLY OR INTERMITTENTLY WET,THE FAYING SURFACES SHALL BE PAINTED OR QUO PRL UTy OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I-A SECTION 6.7. C 8139 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK,THE MAXIMUM * 6180/201 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 d' CIVIL UPLIFT LOAD IS 1162 LBS FOR 115 MPH EXP C WIND SPEED.CONNECTIONS ARE FOR MAXIMUM Q�O�ESSlO FCALIF 022015 PATIO ROOF HEIGHTS OF 12 FT FROM GRADE.THE EXISTING DECK STRUCTURE MUST BE FU ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS.THE STRUCTURAL ADEQUACY OF THE DECKS�V cm TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY ORADDITIONAL ENGINEERING. SEE DETAILL13, N12 ORAL. CONSTRUCTION OUTSIDE 8 erimax 28921USHwy74 OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. * *. Romoland,CA 92585 EXTERIOR HOME PRODUCTS Ca�QWAN fff. $Atlt5011� CMP ICC ESR1398(201216C)9129/2013 Page 3 of 66 OCT 02 2013 NONE OR AEA GENERAL NOTES ENGINEERS STAMP N NR R GN02-2012 H 2 OF 2 Z d01.33Hs ZLOZ-LOOS 4d �ll dMiS Sa33NI0N3 9910 ya6ed £LOZ/6Z/6(O9I ZLOZ)96EL2153 OO1 SNowmn9L3N00 SLOZ ZO 100 AINO 62N M oV IIV13awun10nas I3Ntld Onus ONIII N0N 3ZIS Mad 3IMM= 33S WO. 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RAFTERS LATTICE OVERHANG 36' MAX MAXIMUM 24' MAX FOR 30 PSF SNOW RARER do, 5f`y LOAD OR HIGHER IS OVERHANG ' OF CLEARSPAN LATTICE OVERHANG 36' MAX ♦, 24' MAX FOR 30 Y PSF SNOW LOAD OR FbSf� V " OF CLEAR SPAN 3'x B'x 12 or 16 GA �*-�"af5 �s W' `4 FOR RBEAM W P DEFAIL. pQ�"YGrARY r 14A' DETNL 'L18'. Q`^c�f1•- ' Sp �'/, FLya,. 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dL x SZ 0 I!BIaO(ueOS a16ulS)Zl iedQS„ZIx.S'£ V'EN l!ele0 ued$al6ul$ xl$u nS„9x.SZ o jQ Do°j Jb�y/ S3anlOnalS 011tld ONV ltl10a3WW00 a0d SNVdS l3NVd O'4 Sa3A0O OIl0S 3 \S CTn7 7n XTn JUN 02 2015 SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES FOR HIGH WINDS 25"x6"Su er Six(Single Span)DetaiL N3,A 2'3.67d Su er 12(Single Span)Detail D 25"x 12"Mark X(Single Sp en)Detail B ZW"Flat Panel(Single Span)Detail N2,C CIA gA, i'Q �u Ground Panel Wnd Speed and Exposure Ground Panel Wnd Speed and Exposure Ground Panel Wnd Speed and Exposure Ground Panel Wnd Speed and Exposure A ducts Snow Load Gauge Exp B I Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B I Exposure C 2 - _ 1P, (psf) (in) 140 120 130 140 ( s (in) 140 120 130 140 m 140 120 130 140 (Pat) m) 140 720 130 140 om A 92 85 j 8 10 0.018 8'-0" T•1/' 7'-4" 6'-9" 70 0.018 10'-8^ 101-6" T-1" 61-6" 10 0.018 6'-5" 6'-4^ 5'-10" 5'S" 10 0.018 V-6" S•-6" 7-10" Ts" LIVE 0.024 12'3" 12'-ill 11'-2" 8'S" LIVE 0.024 11'-11" 11'-71" 11'-2" 10'd0" LIVE 0.024 8'-5" B'3" T-8• 7-1" LIVE 0.024 11'-7" 11'-7" 10-loll 10'-7" arm, a ,P.E 'k 1 0.032 SS'-1" S4'-i t" 13'-B" 12'S" 0.032 14'-0" 14'-0" 13'-1" 72'-9" 0.032 12'-0" 12'-0" 11'S" 10'-10" 0,032 12'-9" lT-VI 12'-3" 12'-0" I .um 17 0.036 15'-10' 15'-loll 15'A" 13'-10" 0.036 15'-0" lV-0" 14'-0" 13'-T 0.036 12'S" IT-V' 11'111• 11'•2" 0.036 13'4' 73'3" 12'-8" 12'-5" 7fc b g VA 2 03 2D 0,018 8'-0" T-11" T-0" 6'-9" 20 0.018 6'-ell V-6" V-0" 6-4" 20 0.018 6'-3" V-V' 6-10" V-5" 20 0.018 T-V' T-6- 7'-2` 8'-10" LIVE 0.024 111-8" 1114, 11'-1" 8'-5" LIVE 0.024 10'-0" 9'4" VAI" e'-5" LIVE 0.024 V-2• 8'-2" T-8" 7'-1' LIVE 0.024 9'-1" V-1" B'-9• 8'-3" c r 0.032 14-1" 13'-10" 13'-7" 12'-8" 0.032 12'-4" 12'-1" 119'- " 11'-3" 0.032 11'-0" 10'-10" 10'-8" 9'-2" 0.032 1V-9" 11'-T' il'-4" 11'_0 OCT 02 2013 0.036 1 l4'-8" 14'4" W-T 1IT-TI 1 0.036 1 13'3" 12'-11" 12'7" 12'-0" 0.036 1V0 IV-3' ll'-1" lV-7" 0.036 12'3" 12'-0" it'-1D" 1V-5" M IMU W IBUTARY VIA DTH AND#10 SCREWS 25 0,018 a•-0" T-11" T-4" V-9" 25 0.018 V-6" V3" 5'-9" 64" 25 0.018 6'-3" 8'-1" VAT 5'-5" 25 O.D18 7'-W T4" 7'-1" 6'-10" FO PAN EADER COMBINATIONS Table4.9 0.024 11'4" 11'4' 10'-10" 8'-5" 0.024 914" 9'-2" V-9" V-5" 0.024 8'-2" 8'-0" 7'•11" T-1" 0.024 9'-1" 8'-17" 8'-7" V-T' Panel#of#10 screws PER FOOT to attach panel to header 0.032 13'-10" 13'-10" 13'-3" 12'-8' 0.032 12•-1" 12'-l" 1V-6" 11`4' 0.032 10'-10" 70'-10" 10'S" 9'-2" 0.032 11'-T 11W" 11'-2" 17'-0" Headers Gaug 1 12 I 3 2 I 3 1 4 1 2 1 3 1 4 1 6 0.036 14'-5" 14'S" 13'-11" 13'-9" 0.036 l2'-11" 1F-11" 12'3" 12'-0" 0.038 11'-0" 11'-3" 10'-10" 10'-7" 0.036 1T-W 12'-0" 11'S" 1T-6" (in) 115 mph Exp B 115 mph Exp C 140 mph Exp C 30 0.018 8'-0" T-11" 74" 6'-9" 30 0.018 V-0" 5'--9" 5'4" W-O' 3o 0.018 6'-v 5'-11" 5'-8" 5'-5" 30 0.018 7'-2" T-1^ 6'-loll 6'-7" Dble 2x6.625 0.018 3' 6' 9 4' 7' 9' 3' 4' 6 M 0.024 10'-10" 10'-10" 914" V vl 0.024 V-11" V.9" 8'-5" T-11" 0.024 7•-10" 7'-B" TS 9" T-1" 0.024 8'- " 8'-T 8'-3• 8'-0" RF Fascia 0.018 3' V MAX 4' MAX MAX 3' MAX MAX M 0.032 1"" 1"" 12'-9" 1VS" 0.032 1V-e" 11'-6" 11'-0" 10'-9" 0.032 lV-6" 10'0 74' B'-loll 0.032 17'-2" 11'-2" 10'-10• 70'-9" 3x8 0.018 3' 6' w 4' T 9' 3' 4' 6' M 0.036 13'-11" 13'-11" 73'-0" 13.3" 0.036 12'-3" 12'-3" 11W' IV-67 D.o36 10'-10" 1V-10" 10'-5" 9-1" 0.036 11'3" 11'S" 11'-3" 11'.2"1 All Others 0.018 3' 6• 9' 4' T 9' T 4• 6' 40 0.018 7-7" T-T' 7'3" 0'-0" 40 0.018 0'-0" 0'-0" 0'-0" V-0" 4D 0.018 5'-7" S-T 5'4" 6-0" 40 0.018 6'-8" V-S" 8'-0" V-0" Dble 2x6.625 0.024 4' 8' IT 6' 9' IT 4' 6' 8' MAX 0.024 9'-3" 9•-3" 8'_9" 0'-0" 0.024 8'-3" 8'•3" TS" V-0" 0.024 7`4' 7'-3" V-11" V.V' 0.024 8'-l" 8'-l" T-9" 0'-0" RF Fascia 0.024 4' MAX MAX G. MAX 4' MAX MAX MAX 0.032 12'-2" 12'-2" 11'-9" 11'-7" 0.032 10'S` 70'-6" 9'4" V.0" 0.032 9'-0" 9'-0" 8'-7" V-0" 0.032 10'-T 1T-7" 9'-fill 0'•0" 3x8 0.024 4' e' IT 6' 9' 12' 4' 6' 8' MAX 0.036 13'-0" 13'-0" 12'S" 12'4" 0.036 11'3" 1V-3" 10'-10" 10'-8" 0.036 V-T' B•3" 8'-10" VoW 0.036 11'-0" 11'-0" 10'-9" 10'-7" All Others 0.024 4' 8' 12' 8' 9' 72' 4' 6' 8' MAX 60 0.018 D'-0" 01•0" 0'-0" 0'-0" 80 0.01a 0' 80 0.018 0'-0" ow. tl-D" 0'-0" 60 0.016 0'•0' 0'-0" V-0" 0'-0" Oble 2x6.625 0.032 4' 9' IT 6' 10' 13' 4' 6' V IT 0.024 V-0" V-V` 0'-0" 0•-0" 0.024 a-0" 0'-0" 0'-0" 0'-0" 0.024 0'-0" V-0" 0'-0" 0'-0" 0.024 V-0" V-0" 0'-0" 0'-0" RF Fascia 0.032 5' MAX MAX 7' MAX 5' MAX MAX MAX D.032 V-0" V V' V-V' 0'-0" 0.032 0'-0" 0'-0" 0'-0" o'-0" 0.032 o,4r 0'-0" 0'•0" 0'-0" 0.032 V.0" V-D* 0'-0" 0'-D" 3x8 0.032 6' 17' MAX 8' 12' MAX 5' 8' 11' MAX 0.036 V-v 0'-0" v-w- ow, 0.036 V-0" W.V. V-U, 0'-VI 0.036 0'-0" 0'-0" V-0" V-0" 0.036 0'-D" 0'-0" V-V, V-D" All Others 0.032 6' 11' MAX 8' 12' MAX 5' 8' 11' MAX TABLE 4.11 TABLE 4.12 TABLE 4.13 TABLE 4.14 Dble 2x6.625 0.036 4' 9' 13' 6' 10' 13' 4' 6' 9' 13' SINGLE SPAN TABLES NOTE:PANELS MAY OVERHANG 25%OF THEIR CLEARSPAN RF Fascia 0.036 5' MAX MAX 7' MAX MAX 5' 7' MAX MAX 26'W'Su er Six(Mullis an Detail N3,A 3.5'X12"Super 12 Multispan)Detail D 25"x 12"Mark X(Mullis an Detail B 2 W'Flat Panel(Mulfispan)Detail N2.C 3x8 0.036 8' IT MAX 8' 13' MAX V 8' 11' MAX Ground Panel Wnd Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wnd Speed and Exposure All Others 0.036 6' 17 MAX 9' 13' MA) 6' 9' 12' MAX 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 (ps (in) 140 120 130 140 ps in 140 120 130 140 (ps0 m 140 120 130 140 (ps0 (In) 140 120 130 140 'MAX•means the maximum possible tributary width 10 0.018 8'-7" V-T 8'-0" 7'-9" 10 0.018 6'-1" 8'-1" 5'-5" 5'4" 10 0.018 6'-ell 6'-B" 6'-3" S'-0" 10 0.018 V-7" 9'-7' 9'-0" V-11" Minimum number of screws is on per panel LIVE 0.024 10'-7" 1V-T' 9'-11' 9'-ell LIVE 0.024 8'S" e'-0" 7'-9" 7'-5" LIVE 0.024 8'-10" 8'-10" 8'-3" W-V LIVE 0.024 11'-T 11'-T 10'-10" 11'-17" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS 0.032 13'.0" 13'-0" 1V-2" 17'-10" 0.032 12'-3" 12'-3" 11'-2" 10'-9" 0.032 IVA" 71'-1" 10'4" 10'11" 0.032 12'-9" 12'-9" 12'3" 13'-7" FOR PANEUHEADER COMBINATIONS Table 4.10 0,038 14'-2" 14'-2" 13'-V 12'-10• 0.036 13'-10" 13'-loll 12'S" 72'-2" 0.036 114' 1V-S" lV-8" 10'4" 0.036 1T3" 13'3" 12'-B" 13'4" Panel#of414 screws PER FOOT to attach panel to header 20 0.01B T-6" T4" 7'-2" 6'-10" 20 0.018 V-11" V-11" 3'-e" 3'3" 20 0.018 5'-10" SS" 5'S" 5'-3" 20 0.018 "1, 8'3` B'-o" 8'!" Headers Gaug 1 1 2 1 1 I 2 1 3 1 1 2 I 3 1 4 LIVE 0.024 V4" 9'-1" 8'-10" W-5" LIVE 0.024 T-l" 6•-10" 6'-6" 6'-0" LIVE 0.024 T-9" 7'-T T4" T-0' LIVE 0.024 IV-T' 10'-0" 9'-9" 10'3" (m) 116 mph Ex B 115 mph Ex C 140 mph Ex C 0.032 11'-6" ll'-2" 10'-11" lVS" 0.032 10'4" V-11" V-7" B'-11" 0.032 V-9" V-T V-V' 8'-loll 0.032 11'-9" 11'-T' 11'4' 11'-9" Dble 2x6.625 0.016 4' V IT V 6' V 2' 4' 6' lA 0.036 12'S" 12'-2" 11'-11" 11.4" 0.036 71'-g" 1V4" 11'-0" 1V-T 0.036 IVA" V-10" 9'-7" 9'-7" 0.036 12'-3" 12'•0• 11'-10" 12'-3" RF Fascia 0.018 4' MAX MAX 3' MAX MAX 2' 4' MAX M 25 0.018 7'4" T4" T•0" V-10" 25 0.018 V-11" 3'-9" T-6" V-3" 25 0.018 V-8" 5'-8" 5'4• 5'3" 25 0.018 V.&I 8'-T 7'-10" V.6" 3x8 0.D18 4' 6' IT V 8' 8' X 4' V 8' 0.024 9'-1" V-1" V-V' V-5" 0.024 6'-loll 6'-10" 6'-3" V-0" 0.024 T-7" T-7" 7-2" T-0" 0.024 10'-0" 10'-0" 9'-W 10'-3" All Others 0.018 4' V IT T 6' 8' X 4' 6' 8' 0.032 11'-2" 11'-2" 10'S" 10'S" 0.032 V-11" 9'-17" 9'-3` V-11" 0.032 V-6" 9'-e" V-0" V-10" 0.032 11'-7" 1V-7" 11•-2" ]-1111 Oble 2x6.625 0.024 5' IV 4' T 11, 3' 5' 8' 10, 0.036 12'-2" 12'-2" 11'-7" 114" 0.036 11'4" 11'4" 10'-T' 10'-3" 0.036 9'-loll 9'•l0" 9'4" 9'-1" 0.036 1T-0" 12'-0" 71'-8" RF Fascia 0.024 5' MAX 4' MAX MAX 3' 5' MAX MAX 30 0.018 T-0" 7'-0" 6'-8" 6'S" 30 0.018 3'-B" 3'-6" 3'3" 3'-1" 30 0.018 5'4" 5'4" 4'-7" 4'•5" 30 0.018 7'-loll 7'-10' T-fill 3x8 0.024 5' 10' MAX 4' T 11' 3' 5' 8' 10' 0.024 V-W 8'-8" 8'-3" 8'-7" 0.024 T-3" 6'-3" V-10" V-T 0.024 T-2" T-2" V-10" 6'-8" 0.024 9'S" 9'S" 9'A" All Others 0.024 5' 10' MAX 4' 7' 11' 3' S' V 10' 0.032 10W-B" IVS" 10'-2" IV-V` 0.032 9'3" 9'3" T-8" e'S• 0.032 9'-0" 9'-0" V-8" 8'4' 0.032 111-2" 11.2" 10'-10" " Dble 2x6.625 0.032 6' 12' MAX 4' e' 13' 3' 6' 9• 71• 0.036 11'-7" 11'-T tl'-l" 10'10" 0.036 1V-7" 10'-7" IV-V' 9'-8• 0.036 9'4" 9'-0" 8'•11" 8'-8" 0.036 11'-8" 11'S" 11'3" ' RF Fascia 0.032 8' MAX MAX 5' 3' 6' MAX MAX 40 0.018 6'-4" 6'4" S'-1" W-V- 40 0.018 T-2° T-2" TAT' 0'-0" 40 0.018 4'-6" 4'S" 4'3" W.0" 40 0.018 7'-2" 71-2" 6'-li" 3x8 0.032 7' l4' MAX 5' 10' 15' V 7' 10' 13' 0.024 T-11" 7'-17" T-T T-8" 0.024 T-5" V-5" 4'4" V-0" 0.024 6'-T 5'7` V4" 6'-T 0.024 V-9" e'-9" 8'S" " All Others 0.032 T 14' S' IV 15' V 7' 10' 13' 0.032 V-9" V-9" V-W 9'3" 0.032 8'-T 8'-2" 7'-8" TS" 0.032 V3" V-3" T-11" T-l0` 0.032 10'-T 10•-T 10'3" " Dble 2x6.625 0.036 6' IT MAX 4' S' IT T V 9' 11' 0.036 la-8" 10'-8" 10'-3• 10'-1" 0.036 V-5" 9'S" 8'-11" 8-W 0.036 8'-6" 8'S" 8'-T B'-1" 0.036 ll'0" 11'-0" lV-9 " RF Fascla 0.036 6' MAX MAX 5' MAX MAX 3' 6' MAX MAX 018V"V' 0'-0" 0'-0" 0'-0" 60 0.018 0'-0" V-O" V-0" 0'-0" 60 0.0180'-0" 0'-0" 0'-0" 0'-0" 60 0.01a 0'-0" 0'-W 0'-0" 3x8 0.036 8' MAX MAX V 11' MAX 4' T 11'.024 0'-0" 0'-0" 0'-0" 0'-0" 0.024 0'-0" 0'-0" 0'-0" 0'-0" 0.024 D'-0" 0'-0" 0'-0" 0'-0" 0.024 0'-0" O'-0" 0'-0" All Others 0.036 8' MAX M 6' 11' 4' 8' 17' MAX 0032 0'-0" V-0" V VI 0'-0" 0.032 0'-0" V-0" 0'-0" 0'-0" 0.032 V-0" 0'-0" 0'-0" 0-U, 0.032 0'-0" 0'-0" V-0"0360' " o'-0" 0'-0" 0=0" 0.036 0'-0 0'- " 0 V0'-0" 0'-0" 0'4T 0'-0" 0'•0" 0036 D'-0" 0'-0 " ICC ESR1398(2012 I '919'4013 TABLE4.16 Page 23T&W 4.17 TABLE 4.18 �`11N9 gg;o qZ a6ed o S I OZ ZO N� �lb� SLOZ/6Z)6(001 ZLOZ)86MUS9 001 S U0ZNZO100 clouae�s a 6t 61 0 .C-.0 v .hZ 6 Y 11 a t II a 61 6l 0 Alt v .a-Z S'9 SE SZ a a 3 .I-5 R a SL SE 3 A•19 t2 tZ in LL a .V.O v .FZ Ct ZZ LL 6t 84 6 1-.£ v .9-2 0 IV li K 9L 3 ."s SZ ¢ In SL 3 A-S a IZ IL 1L 8 .hC v At-z EI a 6 61 6L a .0L-S v .Ul-Z 9'L IE 14 K IE 3 .9-.5 SZ % a % 3 .1-S a in LL IZ a Lc v 2-S N _ r IL II LL 3 .P9 a IE OL 61 9 A-.Y v .L.2 L IZ 1L IL K ❑ 0-3 IE IL fi IL 3 3s R LZ in a H At-t v A'.0 at In ZC ZL 3 d l a K a at P .CA v .hS 9'9 1L K IZ K O Z-A It It IL K 3 .P•A ¢ a R IV 8 A.Y v S; 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A 9. 3dAL LLdI Avis 4d1 ovol M Q3iLtltlLSlO'J 3DS ISOi ptltl5 OOd❑3V 3)N 150d sNOtld9 L31003 a3lfdtl1sl00 3A4 150d ❑Natle3 HOi 0 [JA adOl OOi¢3LWILL4100 3A3 laad aNYJtld9 OOi¢39NaL4100 atre 150d BYIgVdS OOi a3lNa1S100 aas ISOd EMdS HOd abLS NO (Lit atl01 ;t 1 .01 I A LOD NIW and .Et I Al. 1 .8 NIW LSOd Zl I Al I .B Lao NIW IS a03a1:� da Nla[N MaiS ZL 1 .01 1 .9 83100f NIW aw Zl I Al I 9 a3[OOi N01 150d 2L I Al .9 Ni1CO3 NM 150d ¢a3i ONIOvd3 N104N MCNS H1PN31150dkbW %vW HLE01311SWWN m MOI131130dJMs 0Ltl9! 1.9od Isoe Bail. a6 s flj. 3130d1(vY9 IfvL1 HIaN3115oe YtlW 1(tl9i HlON3116ad%tlal %t9s 190tl 160d aQ11 a.W08❑ slryO u PMW aIAPMS al!afl OMW aa+loMS swO illo y a9t1aM5 sNUO uetlsNnW exaarlA$ VIM of 691nW ollptta4 sLNfl ueLhlllnW elrgaMS LD BUIPualsaald P94aeNtl LO auPuel9aald OaLpeHv La BW.Puelseald paLPePtl 6'93 Btll Lo aulPUHsaald Palpeµtl La S,gM999Ld 094O9atl LD Bu saaLj PaNaeiltl t'S 318tl1 (SZN 1!alaO)weaH.SZS'MeRRoa'o GILM00 (SZN MWO1=68-8-M.ZW1'0 a19mO IOSN IWO) Mae 9ae..0WIZ000 (SZN IIWeO)�a6.529'aXa(ODa'a alano0 (SZN IIeIoO)uI6a8.,B+C04ZYo'O aILMOO I6eN IIelaO) ureae uoa.®CS7S.ZY0'0 Stl3HV ONVA HM SLL NI SH3AOO-MO)JBWWOO ONtl OMVd HOd SONIOtld$lSOd WS H3AOO OIIOS SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 116 MPH WIND AREAS 0.042'73'3B"Box Beam (Dala8N30) Oouble0.D42'X3 "Beam(Detail N25) Double 0401¢ .625"Beam(DeuIIN2$) 0.0425T56'Box Beam Welail N30) Double 0.042"X356-Bum(Detail N25) Doable 0.049YI)d5.625"Baam(DetaIIN25) TABLE 5.1 Altdchetl Freestanding or AVachad FreestaTANg or AUacDed Fraestendmg or TABLE5.1 Almmed Freaslarldin0a AOadIeO Freeslantling or AHacAetl Freestanding ar Structure Mullispan Units Stmc'lure Muldspan Units SWdure Muldspan Units SWdure Mullispan Units SWdure Mullispan Units SWdure MDilispan Units MAX OM arr wow VHpDI SPAdND REDID POST MIN rW]FR ar I to- I 'r FIST MIN r.sA CA1PL POGT MW FOOTER a- IV I 12 OSNOW M W=W RED N,.'T MW DOT ' in- tY MST MIN Oi 9' 1 IV POST MIN aoi 'ri 10'iN 1Y LOAD (FT) OCFO FOR FACING POST 6� CONSRWFE9 FOD SPACING POST S6E 1.."...a ..TC POST SPE CONSTRN7IDFOD LOAD (Fn ONSIA9 FOR SPACING PDSr �E NSIRNFED F90TBT SPACI MST 50E COMMIRA S)FOO SPAG POST YAE NSTRNFEDFOO (PGF) (FT) SLAB (FT) TTPE -d •d• •4- •d (FI) TYFE •C -T -d •C IFn TIPE •d -d -d •4' (PSF) ont 6IAB (FT) IYPE "d •d -d •d CFO TYPE V '? 'd -C IFn TYPE 'sr 'd' fN rw ful M) f) (h) Iln) r 1 lm) m) MI (b) to 1 r) rw M) (N nm r) r) f) f) r l 115MPHEAPOSLREC orl3DIAPHOOx)SLREB II$MPHEXPOSUREB 20 3 11'-10, A 6d- A ID 25 26 28 17-r 0 23 27 a 30 11'a' 8 22 M 28 >D GO 3 4'-10- A S-Y B t6 2f 22 2t 9'-I' D 18 2] 25 M b'-T D 16 2J 21 25 LIVE 3S 10'-2- A T-r a 20 24 26 27 11"V D 23 27 25 w 16.5- to 23 26 26 29 3S 4'i A 5'-Y B 16 21 22 23 113- D 19 23 21 Ts r-r o 10 22 21 25 LOAD 4 6d1- A 6'-11- B 21 21 25 27 16-8- D 24 25 a 29 9'd- O 23 26 27 29 4 P-r A 4+r a 16 20 ZZ 23 T-T E l9 a 24 25 r-0• D 18 22 23 25 OFLY 4.5 T-I1" A 65 B 21 23 0 w IPA- O 24 26 27 29 9'-0- D 24 25 27 28 4.5 3'-Y A 4"V B 16 20 21 22 T-P E 19 22 0 25 6 V D 19 22 23 24 5 T-f- A V4. B 21 23 25 26 94- D 25 25 27 28 6S D 24 25 26 20 5 2-11- A 3'-11- a 16 20 21 21 6'-T E 20 22 2] 24 6-1- E 19 21 D 24 5.5 V-F A 6-r B 21 23 24 26 6-ir D 25 25 27 28 8'-1• D 24 0 25 28 5.5 2'r A 3,V B 17 16 21 22 6-T E 20 21 23 24 5'-9- E 19 21 22 24 6 S'-I1- A SJ- B 22 22 24 25 84• D 25 25 w 28 T-0• D 25 25 26 27 6 YS A 34- C 17 19 0 22 5'-r E a 21 22 24 5'-S E 19 21 22 23 63 S-F A 4'-11' B 22 22 a 25 9'.r O 26 26 26 27 ri D 25 25 a 27 6.5 2-T A 3'-Y C 17 19 20 21 6 s E M 21 22 23 5'-T E 20 21 22 23 7 5'-1- A 4'-0" B 22 22 a 25 T-r E 28 26 26 27 7'4V D 25 25 25 27 7 Y-11 A Z-11- c 17 19 20 21 S-T E M 21 22 23 1'-1r E 20 M 22 23 7.5 4-9 A 4-5- B 22 22 23 25 7'W E 26 26 a ZT 6'A- 0 25 25 25 27 7.5 1'-11- A Y-r c 17 16 20 21 4-IP E 20 w 22 23 1'-r E M 20 22 23 8 4'-S A 1-3• B 2$ 22 23 24 6'-11• E 2t5 25 25 27 6'-Y D 25 25 25 26 a 119' A Yd" O 17 16 20 21 4ts E 20 20 22 23 4'-F E w 20 21 23 6.5 4-Y A 4-0" B 22 22 23 24 6d- E a 26 26 27 6-T D 26 a 26 26 8.5 Ito- A YE- c 17 18 19 21 4'S E 20 20 21 23 4-Y E 20 20 21 sa 9 3'-11• A 3'-Ir B 22 22 23 24 6'-F E 27 2T 27 27 6.0- E 26 26 26 26 I15MPHEAGsIREC n130 MPHETPDSUiEa 9.5 T-9' A 3'`V B 22 a 22 24 6-T E 27 27 27 27 5=r E 25 26 26 a 50 3 4'-10- A S-9" B is 23 24 26 9'-1- D 2t 25 27 29 6-r 0 20 0 2628 t0 3'S A 3'b- B 22 E 22 24 6'O' E 2l 27 27 27 Sr E a M ]6 25 3.5 4'-2- A F-2- B 18 a 24 25 8'S E 21 25 26 28 T-T 0 20 24 2627 11 3'-Y A 3'J• C ZJ 2323 0 5'-r E 9 27 27 27 fIr E 1 27 1 27 1 27 1 2T 1 4 SS A 1'-V B 10 22 23 E T-T E 21 24 29 27 T-O- D 21 24 25 27 IMMPHEat]Om S 4.5 S-T A 4'a" B 18 E 23 24 7,5 E 72 24 a -27 V5 D 21 a 25 26 25 3 11W A 64n A 1a a 25 26 134- c 21 25 27 28 12'-D• B 20 25 26 27 5 Z-11• A 5-11- B 19 21 23 71 6-T E 22 24 25 26 6'-1• E 21 23 25 M 3.5 SW A a'-T A t9 23 24 25 12'Y c 21 a 25 28 11'-1- B 21 24 26 27 5.5 Y-T A 3'-r C 19 21 22 24 6'-Y E 22 23 25 26 5'-r E 22 23 21 26 4 9'S A TS a 19 22 24 25 11W D 22 24 28 27 10'-3- c 21 24 25 27 a Y-V A 3'-4- O 19 21 22 23 V-V E 22 23 24 25 S-S E 22 25 24 26 4.5 7iV A 6-11- a 19 = 23 25 m'-0' D 22 24 25 27 9'-7' 0 21 23 25 36 6.5 21T A 3'-T C 19 20 22 23 5'-r F 23 23 24 26 V-2- E 22 22 24 25 5 6-Y A 6S 8 19 22 23 24 1PA D 22 24 25 26 9'-1" D 23 23 25 26 7 2`4- A 7-11• c 19 20 22 23 SS F 23 23 24 25 4'41- E 22 22 24 25 515 6-7 A 6-I- B 20 21 23 24 9'-0- 0 23 23 0 26 8'-r D, 22 23 24 26 6 5'-r A 5'-8" a w 21 22 24 F.D. D 23 23 0 26 a'-Y D 22 23 24 ZS E1. 3X TABLE 5.2 TRIBUrAZYMOTHS FOR SINDLE SPAN ATTACHED STRUCTURES 63 S-Y A 5'-F a 20 21 22 23 9'-r D a 23 24 26 7'-lr D 23 23 24 25 PAWSCr10NOF51NGLESPANSMMURES(Fr1 7 4'-IV A 6-1- B 20 21 22 23 6S D 23 23 24 25 TS D 23 23 24 25 6 9' IV It, IY is 14 W IF 17 16 16 2P 21' 2Y Z5 4.5 A 4'-10- B 20 20 0 23 T-1r D 24 24 24 25 T-Y D 23 23 0 25 4' 4.5' S' S.5' 6 as T 75' 6 6.5' 6 as fr lo3 11' 8 4'-T A 4'd- B 20 2D 21 23 Td- E M 24 24 25 6.11- D 23 23 23 25 4s S' 5s 6 6S T Is 8' as 6 RR 1P las 11' fis a3 4'-V A 4-V B 20 20 21 23 T-Y E 24 24 24 25 6-C• 0 a 23 a 24 Na 5'r 6' as T 7.5' 6 8.9 V Is tV 10.5' IP Its 1Y 9 3,V A 4.8- a 20 20 21 22 6 f E 21 2{ 24 25 GV D Z4 24 24 24 No Ne Na N4 Na r 85' 9' as IP 10.9 IV Its 12 12593 3-r ''.. B21212f6' ' 2246-T E N 24 24 & Na Na Na A Na Ne Na A Na IDS 11' 1L5 IT 25' IV 115MPHEMro61REC a130 MPH E O6 -B 25 3 11•-4- A 6.4- A 20 25 26 28 124- C 23 27 25 3D 111.3- B 22 26 2e 39 TABLE 5.3 Post Requirements TABLE 5.4 Post Requ-" muls for 3S 62- A T-r a 20 24 26 27 Ir5- D 23 27 28 30 WIS. c a 26 28 23 for Attached Single Span SDvclures FreestanQing Structudesor Muldspan Atlach 5 cturea 4 SIP A "I- B 21 24 25 27 16-G- D 24 25 a 29 Y-9- c a 26 27 0 Post Description Max POST Doled Post Description Mewed ax POST 43 7.6- A 6-F B a a 25 26 1P-0- D 24 26 27 29 V-r D 24 25 a 28 H 1 Code FOOIin eiaN Cede Da12114 5 6.9- A 6-r a 21 a 25 26 7 D 25 25 n 26 a's- D 2a 25 2a 28 Twin 0.O60Y1,5"x1.5'Suoll 9' A Ac 0.041')Z) "Steel Cbuer d= 2al 1 5 1 NNII, H 5,5 e'-Y A 5'-r B 21 a 24 26 8•-1V D 25 25 27 28 r-1- D 24 25 25 28 0.042'SO'ffi'Aluminui Post 17 B w0 0.041X05W Steel Clavx d= 6' H6 6-9• A 5T 9 22 22 24 25 14- D 25 25 2a 29 7'-9- 0 0 0 26 27 D.024')SW'PcstwiN Side lal 11' B MG.SK 3/76X4X4"Steels uare d= 14' G6.5 6.T A 4'-11" B 22 22 a 25 6r E 0 2G 26 27 Ti D 0 25 26 27 ClrO.0305GW'Alum IT C m1.off 3new5 "SimiS uare d= 37' 8'7 4•-Ir A 4•-8- a 22 22 23 25 r-r E 26 26 0 v T-r 0 0 25 25 21 Claler BG40'S3XS'Alum 11' D MI.AH 3116'x4'k4"SIGGIS uere 35" 1 '7.5 4S A 4s• a a 22 a 0 r-r E 2e 25 26 27 6-0- 0 0 0 2s 27 Colonial D,C62'E4ruded 12' E sE 3/16"x4'W"Steel$ = 36"9 4•S A 4'r B 22 22 a 24 6-11" E 0 26 a n 6s 0 0 25 25 25 0.041'W5X Steel Cher 11' F N11.AH WIS"X5'SS'Steel S re d= 41" 5'65 f' A 4'-r a 22 22 a 24 V5 E 25 26 26 27 6'-Y E 26 26 25 26 0.041 3k'Stael Clowr B' G m1.AH 3116N6S'SteetS ro d= 45" 5' G 9 5-9- A Y-tr B 22 22 23 24 6S E 27 27 27 27 6-0- E 26 26 26 26 3H6Xi'S3"Steel$ m 75' H NI7,AG 9.4 T-T A 3'-e- c ZZ ZZ 22 24 6-Y E 2l 27 Z7 27 5'-Y E 2E 20 ZB 26 3116 LB*Steels Square 12' 1 m7.AG 10 ]'i- A Y5 c Y2 22 a 24a. E 2] 27 27 2> S•r E 26 a 26 26 3716'k4'k4•$leelSquam 1 15' J NI7.AG - OFESSlO GENERAL INSTRUCTIONS FOR THE5E TABLES 3/16"x5'k5"Simi$quare 15' 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE B.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN � SgSONAI G cfY• ru 2.CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE SAAND 5.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amarimax Extorter Home Products �• `=$�477 C 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 5.4 28921 US Hwy 74 (PATIO UNITS USE IO PSF MIN,COMMERCIAL UNITS S.FIND THE O/C SPACING OR 9 OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Romolend,CA92585 V U pp T USE 20PSF MIN) 10,USE THE APPROPRIATE DETAILS(N7-N3S orA4BM) - --4 0 0 4.CHOOSE A PANEL FROM SEC TION 4.0 THAT HAS Cad Publarr5 P.E 681 9 ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN 34411vylink Place S.DETERMINE TRIBUTARYWIDTH FROM TABLE 5.2 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.1 Lynchburg,VA 245M .6/30 17 CALCULATE FROM TRIBUTARY DIAGRAM ON SCO2 PAGE 2 OF 2 SLABS.USE THE SMALLER OF THE POSTSPACING ON SLAB OR HEADER POST SPACING carlputnanl®cmncastne C( 6. CHOOSE A HEADER FROM TABLE 5.1 THAT HAS ADEQUATE SLAB S.FOLLOW 940 FROM ABOVE POSTSPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEETMisc3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES cAUE 7. 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CONSTMWFD F00 LOAD (FI) ONStAS FOR SPADING PoST SqE CONSTRNMEDFOOTER SPAG POSE CON6TPMNEOFOOTE SPA POST SOE CONSTRAINEDFOOi (PSF) (FT) 6IPB (FT) TYPE -d -d- •C -T (FT) TYPE 'R 'T 'T •T (FT) TYPE 'T 'd -d- 'd IPSF) WO GLIB In win -? •d 'T 'C (FT) TYPE 'U' 'd 'd TYPE 'C Y 'C •d M) M) M) MI M) M) fo) MI MI M) M) M1 Bnl M1 MI MI 9ni f) 6e7 M) M1 M) (A 140MPHEIPOSUREC a161)MPHE)IPOSURE6 1106PHFJ505MEB 10 5 IT-7- A 18'J' F 3a a5 n 21'F F 37 37 g] W-T F 39 39 39 30 5 5b- A 163• F 30 30 30 31 1Pd' F n 33 31 35 24'W F 34 St 35 38 LIVE 55 124. A 1T'V F 35 36 36 MS F 3e 38 38 N'-IT F 40 IS 40 5.5 S.Y A IS'-5. F 31 31 31 31 Iry F 3333 33 35 23'4' G 35 35 SS T LOAD 6 114• A 16'E- F M 36 S5 1PdP F 39 39 39 21-4• F 41 41 41 6 4'W A 14'-7• F 31 31 31 31 IT-IV F W 33 A 31 M-r G 36 36 36 37 ONLY 65 IV-5. A 15'J- F 37 N 37 IB4. F 39 39 39 MuT F Q 42 42 6.5 44- A IV-IV F 31 31 31 31 IT-1. F 34 % 34 34 21'-I1• G 36 M M T 7 11- A IS-0- F 3> 3] 3T IPJ- F 39 39 39 =-It- G 43 43 43 > 1-1. A 13'-Y F 32 n 32 ]2 1P4• F 34 34 34 34 2113- G 37 A 37 37 75 P-1- A 144. F w A 37 IT-T F 40 40 40 2Y-S G 43 43 43 7.5 Tor A 12'-)' F n n 32 n We. F 34 34 34 31 20'-11- G 36 SO ]8 38 5 F4V A IT.F F 36 30 38 IT-11. F 40 40 40 21-11- G 44 H N 5 Ire" A 1Y-1. F 32 n 32 = IS'-2• F 35 35 M 35 TOWG 36 31 39 30 8.5 w`V A 174- F w M 33 IP4- F 41 41 41 21'$• G M N 44 a5 34- A 114T F 32 n 32 32 14-4- F 35 35 35 35 W.I. 0 a9 39 39 39 9 Ts A Q'J- F 38 IS Y1 IF-10. F 41 41 41 21'-t- G 45 45 4S 9 Y-2' A IT-P F 32 32 32 32 N'•2- F 35 35 SS 35 f9'4- G 39 39 39 39 95 r-r A 1Y43- F 36 36 36 IS4' F 41 41 41 204- 0 I6 46 46 9.5 T-0 A IVA. F 33 w 33 33 134' G 35 35 35 35 194' G 40 40 40 40 10 (Tv A 11.40' F 38 38 33 14•-11- F 42 42 42 30'4- o I6 45 46 10 2•-10- A 104- F 33 31 33 33 13'43. G a6 36 a6 a6 ISI G 40 40 40 40 10.5 B-S A 11'd- F 39 39 ]9 tI'd- F 42 42 42 20'W G 47 47 47 10.5YF A Iw.V F 33 3333 33 12'-11- G 35 36 M 36 IP4- G 41 41 41 41 11 6'-3 A 11'-1- F 3B 39 39 14'-1- G IIIQ l2 19'd- G 47 47 IT 140MFHEKP0SMRZC >1W MPHEXP0511RE8 11.5 S-11• A 1n'9' F 39 39 39 U'-9. G Q Q 42 1PJ' O 48 40 0 30 5 Sit A 1C.11• F 33 33 33 M lrS F 35 35 35 37 2Y-V G SB 38 35 IB 12 wv A 1Pe- F a 39 39 IS'-5' G 43 43 43 IriY G 48 IC 40 55 S-Y A taw' F 33 13 a3 33 1TJ- F a6 36 36 37 W-1. G 39 39 ]9 IO 11 P-Y A P-10' F 3] ]] 31 12'-9' F H U tl 15-T G 46 46 46 6 4'W A IPJ- F 34 34 34 N 1PS- F 36 M M N 21'.V O 40 IS 40 40 148MPHF2IPOSOBEB 63 44- A tYS F N 34 N N 1Sd F 37 37 37 37 2P-10• G 40 40 40 40 W 5 T-1- A 17W F 31 31 31 31 W.S. F A n a 35 VVI. F 35 35 w M > 4'-1- A 11'll. F 31 N 34 34 1SL' F 37 37 37 37 W4- G 41 II 41 41 LIVE 55 6'S- A 1SA' F 32 32 N 32 20'rT F 33 n 33 35 211- F 38 36 35 39 7.5 Sit- A 114- F N 34 34 M 14'3- F 37 37 37 37 15.11. G 42 42 42 Q LOAD 6 a'-11- A 15'-1r F 32 32 N N IP-1- F N 34 34 35 2S6' F 35 36 36 37 6 PC A 10"T F 35 35 35 35 13041. G M 38 38 30 1P-S G 42 R 42 42 ONLY 65 F`V A IS'4- F M 32 32 S2 IPJ' F N 34 N 34 II-11- G 37 37 37 37 a5 T4 A 104. F 35 35 35 35 IA-S- G 36 38 38 30 IV-1. G 43 43 43 43 T S-1• A 14-4' F 32 N 32 M 1T-)- F ]5 35 35 SS 2Y4- G 38 38 ]S 33 B 3'-Y A 104. F 35 35 35 a5 IX-11. G 30 S6 35 30 Ir-T G 43 O 43 43 )S 4.9- A 1PJ- F 33 33 33 33 16'-1P F 35 n 35 35 21'dM G 35 35 38 35 5 4'W A 13'-1- F 33 31 33 33 1PJ- F 35 35 35 39 21--5- G S9 39 39 39 OVFA- TABU 63 TR WARYMWS FOR MOLE WAN ATFACHED 6TReCNRE9 85 C-T A IY-T- F 33 33 W 33 IS-9• F 36 w a6 M W-11- 0 39 39 35 39 HANG PROIECRON OF SINGLE SPAN STUOTURES(FT) 9 Y-11• A 1F1- F n 33 33 M lw' F 36 35 M N 2P-T 0 40 40 40 40 97) V T P 9' 1R 11' 1Y IT 1Y 15 IN 1T IF IT 20 21. 22' 95 T-r A ll-E F 31 34 34 31 f4'-9' F S6 35 35 w 2P-2. G 40 M4242 40 r T 3S 4' IV 6 5.5' 6 6S T >.S 8' 8.T P By 1P 195' 11' 10 T.V A 1TJ- F N L 34 31 WA- F T 37 A 37 19'-10- G 41 It 1• 35' 4• 4S P as G GS T ).5' O' BS IF 9S 1P IDS 11' 115' 10.5 3'4 A i(i1 F m 34 34 31 1P-11• 0 37 37 37 37 ir-S. G 41 41 P We No We No No 6Y T ].S P 8.5 P as IV 105' Ir 114. lz tt 3'-Y A 1Pd- F 34 A N 34 lPd G 31 31 aT 3] IP-a' 0 42 42 P Ne We No N. No We We We o% Na By 1P lox W 1Is, IT t2S 11.5 3'-I' A 10'S F 34 34 N 34 1]'-T G 3) a> N 3) 18111' G 42 42 1 Ne No on, No We no we No No No Na Ne Ne No No 12.7 1P 14OMPBExPOAnalc e1160YPHE%P0SUREB W 5 T-r A IPa' F 34 34 a4 34 1P-r F 36 36 36 36 2P-7- F 35 a5 3s 41 TABLE6.3 Post Requirements TABLEGA Post Requirements for LIVE 55 Ps A taw- F 34 34 S4 34 1"- F 36 36 36 35 2Y-Ir G 39 39 39 0 for Attached Birdie Sparn Structures Freastanding Structures or Muldspan Attached Structures LOAD 6 5•ir A 14--r F 34 M 34 SI ITJ' F 37 37 32 37 aJ- G In IN 40 40 Post Destriplum MaX POST Musif Post DeswiptiM Maxwetum M. I POST ONLY 63 6-S A IT.S. F SS 35 35 35 154• F 37 37 37 37 21'e• G 41 41 41 41 Hgl Gads Fooling Haight I Code jDeteI# 7 1-1. A I2'ar F 35 35 35 35 164. F 36 38 36 35 21'-1- 0 41 41 41 41 Twin 0.060'k1.6k1.6'Swdl 9' A Ac 0.041? ),;v$teel Clever T- 20" 9' B N11,AH 75 1-1. A IzJ. F 35 35 35 35 194. F 38 3e 36 38 20'-T G 42 42 42 Q 0.042-4"Aly'Aluminum Post 10 B 1aI 0.041XJ'13-Steel Clover d- 21" 8' B N11,AH o c-5• A N'a- F 36 a6 36 an t4•-T F 36 3e 36 38 2a-2- a 43 43 43 Q D.024'kWYZ"Pont with Side plat, 11' B N16 BK 3116'x3or SteelSquare d= 29' 1 14' 1 E N17,AG 65 4rT A 11W F 36 36 a6 as 14•41- F 39 39 1s 39 17-9- G 43 Q 43 Q Clover0030"x3'x3"Allm 11' C NILAH 3116'x3'k3"Steels uare d= 32" 1 B 1 F N17.AG 9 3•-11- A m-s F as an M N MIT G 39 39 an 39 19r-6• G N H M 44 Clever 0.04(TxTx3'Ahm 11' D Ni,.m 3116'x4'k4"Steel uare d• 35" 1 14' I F N17,AG 95 Tr A W-V F a5 a5 36 an IT4- G 39 39 n 39 17-1- G 4l 44 u 44 Colonial ODS2'Extruded 12 E ne 3H6k4'x4"Steel Square d= 38" 1 9 1 F N17,AG 10 Ps A 10'-r F 36 36 as a5 IY-n- G 40 40 40 40 Ire- G 45 45 45 45 0.041'&3 ,X Stool Clover 11' F NLI.AH 3116k5k5"Steels rD 41" 1 15' 1 G N17 AG 10.5 P4- A P-0' F 37 37 37 37 lz-T G 40 40 40 40 lF.S. G 45 45 IS 45 1 .041'k3k3"$feel Clover 6 G NI1,AH 131iek x6"Steel S:2w 64 46' 15' 1 N17,AG 11 AY A SW F 37 37 31 3T IYJ' G M 40 IS I0 18'-Y G 45 46 I6 46 3fl6k3k3"Steel Square 15, H N17.AG 1f.5 P-f- A S-P F S) 37 3! 9 11'-I1' G 10 40 40 40 1T-Ir H I6 16 IS <6 3/165(J'k;1.'SIeBI$ Ywo 12' I N17.AG GENERAL INSTRUCiIDNSIFOR THESE TABLE$] N N 11l G 41 Q n u 1rs M q Q n Q WlbMwlb"y7xy Steel Sq4-weal uare 15' K lb J NV,Re _Q�pF.ESS10- 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE 8,FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN Y.CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE 6.8 AND 6.3 UPGRADE THE POST IF THE HEIGHT 15 NOT SUFFICIENT Amedmex Emedor Home Products 5, KPIL 2y V -CZ 3.DETERMINE WIND AND LIVE OR SNOWLOAO OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 6.4 28921 US Hwy 74 S W - T (PATIO UNITS USE IO PSF MIN,COMMERCIAL UNITS S.FIND THE O/C SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 75 OR TABLE 7.7 Rornoland,CA 92585 Q� PU - USE 20PSFMIN) 10.USE THE APPROPRIATE DETAILS(N1-N35 orA-BM) Q� "4 8 . 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Cad Pulence P.E. ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW I-6FROM ABOVE THEN 34411vytek Place 6.DETERMINE TRIBUTARY WIDTH FROM TABLE 62 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lynchburg,VA 2003 11 ( - CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2OF2 SLAB H.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING eadpuleaungIDcortwast. el R6I301201 6.CHOOSE A HEADER FROM 7HATHASADEOUATE SLABS.FOLLOW 9-10 FROM ABOVE POSTSPACING. SLAB 10.FOR TWO POST STRUCTURES USETABLE 7.1 ON SHEET MISM FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES * CAL1F 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.8 sT9 OFCALIFQ� OCT 02 2013 ICC ESR1398(2012 IEC)9/29/2013 Page 43 of 66 JUN 02 2015 i 10 L. ZLOZ-LOdN dwo;g s�aaul6u3 99 10 bb a6ed £LOZ/6Z/6(001 Z LOZ)96£LaS3001 saJn;.ln.gS olWd ;To saN Jo; SLN .. slipleal uoi oauuo s o uouodwo do/r'3 e U0Z ZO lo0 9agze V0•Puelowom s10nO0ea 3WOH aolH3ix3 4LAmHSn m9z XB. 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FACING. (3004-H34 ALUM. ALLOY) 140 mph Exp CCALIF N9 STEEL "C"— CHANNEL HEADER (ALUM 063 FASCIA N1O (ALUM 663 T6) O 3" ALTERNATE POST SIDEPLATE CONNECTION DETAIL TOP MOUNT BRACKET NOT ALLOWED (STEEL A-653 Fy=50 KSI) N 1 1 (3105—H25 ALUM. ALLOY OR N SNOW LOAD AREAS A-653 Fy=40 KSI STEEL) SEE GENE AL NOTE #9 FOR CORROSION PROTECTION 3' x 3' METAL POST 6 PLACES SCREWS I.5' yJ Ly-- 0,125' 6 PIACES J.t f SEE GENERAL NOT 19 osi•sn¢M-a ia0 EXISTING SING r-T r OF WOOD FRAMING I maxr a vIw•v� 1.5' EIGHT #14 SMS L r� STRUCTURAL PANEL TWO 3/8' X5' LAG DETAIL N8 xore�"nl ALUM 0.125'x1.5'xl.5' SCREW W/ 1'0 STEEL 0 PANEL /""'-'°"' STEEL (Fy = 33 KSI WASHER ONE ON THESE DETAILS ARE LIMITED TO Mou+'r H++�a•.xn BRACKET. 1' SPACING y4� N1 8 EACH SIDE OF POST O O 150 Mph EXPOSURE B AND 120 mph BETWEEN SCREWS r, Exp C FOR 10 PSF Nna" ALTERNATIVE EAVE ATTACHMENT L 1* i AND 150 MPH EXP C FOR 20 PSF 2x OF LEDGER BOARD 'I DOUGLAS FIR smr 1, KIM �p SIDE MOUNT BRACKE LUMBER FLOOR BETWEEN L HOUSE PENETRATIONS JOIST OR HEADER LEDGER AND R I g\ONAI1 E COMPLETELY AND N 12 TO ALLOY ➢RAD(AGE EAVE OVERHANG AND 'L' MUS �1 p p q� NTLY SEALED TOP MOUNT BRACKET ALSO COMPLY WITH DETAIL N I Q H F9 ATTACHED STRUCTURE POST III TO DECK FLOOR JOIST C 81 9 ,Q�ypFEBS10 I EXP.6130 17 3.00'---� �cj; ;.-PU N 14 0.024' OR r' c PT CIVIL �� J1Q 02 2015 0.040' TYP. 3,-6„ ASTM A500 GRADE B g, OFCA1. 3' ALUM SQUARE POST 3.DO' STEEL POST t =0.024' 3004H34 R=.0937 N 17 SEE GENERAL NOTE * j * erimix 28921 US Hwy74 t =0.040' 3105H26 TYP. #9 FOR CORROSION Cl �� Romoland,CA 92585 I PROTECTION C 3'-6' EXTERIOR HOME PRODUCTS OCT 02 2013 BEJ/CP NTS om for ponen a onnec ion a ai s ICC ESR1398(2012 IBC)9129I2013 Page 45 of 66 Engineers Stamp New art Patio StructuresNP02-2012 2 of 4 ;o £ ZIOZ-£OdN dwoiS s,Jaaul6u3 99;0 9V a6ed ELOZ/6Z/6(O81 ZLOZ)96um 001 salnionilS wind }Io maN 10; SIN s to a uoilpauuop V gioduauodwo do/L98 U0Z ZO 100 (Aollv 'NnHv 4£H-ao0£)LZN S 1 a n a 0 a d 3 N O H a a 1 x 31 x 3 � 93ONVH O3WHOdllOH (AOTN 'WnTV 91—£909) . 389Z6 tl0'Puelowoa 2msNVH a3anHLX3 4CAmHSn LZ68Z ■, , a IO � - � . �3NVd ltl?Jnl�f12J1S .XL2tUlJ;9WlV ' 3 dX3 HdW 021 3Sd OE .05'Z •dA1 P. 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D .d #14 SCREW PER d d t, 2.5" MIN TABLE 7.5 _ io 0,024' 3' x 8' Header Nl •I 3' x e' Header tl2 7ANC4". \ 0.032' (0.042'> I I (OA427 3" P P. ar as 0.040' 2' x 6' Side Plate tl14 S i i 434 SM P G I I 3• x e• He(0042) CONTINUOUS 2x DF WOOD LEDGER CONCRETE FOOTING Nat 3•x3" POST I I 3•x3• POST OR PROVIDE SIMPSON STRONG TIE f d —� N30 I I 2x6S' SIDEPLATE LOCATION)ICC ESR 2105 AT SPLICE 3/8' x 9' STEEL REBAR EMBEDDED AT 'B' RAFTER & SIDEPLATES I I d < 33' B = 9' HEADER (3004—H34 ALUM. ALLOY) I I COVER W/ 0.019" ALUMINUM d < 38' B = 12' (3004-1-134 ALUM. ALLOY) d < 46' B = 18' N32 ALTERNATIVE SPLICE FOR ATTACHED UNITS N29 FREESTANDING OR ATTACHED H74 LEDGER BOARD ATTACHMENT POST/FOOTING CONNECTION Seal with permanently flexlble SIX //4' LAG SCREWS DR N14 SCREWS & waterproof sealant W/2S' OF PENEMTMN INTO WALL STUID SEE GENERAL NOTE ka3 CONTINUOUS 2'x DF LEDGER BOARD OR PROVI➢E SIMPSON 2' x 4' , STRONG TIE MSTA36 (ICC ESR s� r DOUG FIR 2105) AT SPLICE LOCATION WOOD STUD 1.00'min. COVER W/ 0.019' ALUMINUM vwnm.r e T 1/4' Lag Screw 3 X 8' ALUM j -T RAFTER BRACKET 1,imi DETAIL 1-7 Cj ATTACH PATIO COVER 1 �S�3 X U G/y� 3.5' MIN !AS PER N26 OR N27 a HEADER Completely Q ALUM � GQ' Completely Seal with permanently flexible & 36 D(P.6t30 7 waterproof sealant �ypfoAsin It ,c�Q. Sp �P 2 MIN PENETTtAI 1.00'min. 2,5' MIN .y� Pit _� 9r CIVIL JUN QZ 2015 INTO WORD FRAMING k14 SELF-➢RDIING SCREW ?. Cl -m OFL; Synthetic Stucco or other 8 _ non-structural covering (1' max. thick) POST ALTERNATIVE FOR SLAB ATTACHMENT mer�max Sheathing MAX WIND LOAD IS 150 MPH EXP B AND Tt * 28921 US Hwy 74 130 MPH EXPOSURE C CIVIst Romoland,CA 92585 SEE ALLOWABLE DISTANCE TO FIRST N33 STUCCO ATTACHMENT DETAIL W/ EXTERIOR HONE PRODUCTS ROW DF POSTS IN TABLE 7.7 O LEDGER BOARD CAt.IF W. 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DETERMINE ACTUAL TRIBUTARY AREA 24" 30" n/a 54" 31" 36" 51" 44" 39" 36" 120 30" 34" 39" 200 FOR MIDDLE POSTS THIS IS: 25" 31" n/a 61" 35" 37" 53" 46" 41" 38" 130 31" 35" 40" 217 TRIB WIDTH x POST SPACING 26" 32" n/a 69" 39" 38" 55" 48" 43" 39" 140 32" 36" 41" 233 FOR END POSTS THIS IS: 27" 34" n/a 7T' 44" 39' 57" 50" 44" 41" 150 33" 37" 42" 250 (OVERHANG+HALF OF POST SPACING)x TRIB WIDTH 0' 2015 28" 36' n/a 86" 49" 40" 60" 52" 46" 42" 160 33" 3T' 43" 267 3.DETERMINE FOOTING SIZE FOR WIND CONDITION 29" 36" We n/a 54" 41" WA 54" 48" 44" 170 34" 38" 44" 283 4. FOR LATTICE USE LAST COLUMN FOR TRIB AREA 30" 38" n/a n/a 60" 42" N/A 56" 50" 45" 180 35" 39" 45" 300 rcS 1 t E 7ti 31" 39" n/a n/a 66" 43" N/A 58" 51" 47" 190 35" 40" 45" 317 4� L UT,y F� 32" 40" We n/a 72" 44" N/A 60" 53" 49" 200 36" 40" 46' 333 Amerimax Exterior Home Products 33" 42" n/a n/a 79" 45" N/A NIA 55" 50" 210 36" 41" 47" 350 28921 US Hwy 74 C 34" 1 43" 1 n/a n/a 87" 1 46" NIA WA 57" 52" 220 37" 42" 48" 367 Romoland,CA 92586 1 TABLE 7.8 4T' NIA NIA 59" 54" 230 38" 42" 48" 383 48" N/A N/A N/A 551. 1 240 1 38" 1 43" 1 49" 1 400 .pFESS10jy ' S, 49" N/A NIA N/A 57" TABLE 7.10 QQ 'Pu R- T9TFOF V1 4 ��P 50" N/A N/A N/A 59" 5 .0 �' .f�y L TABLE 7.9 m Carl Putnam,P. 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Pu!M JagwnN Pu!M 0 aJnsodx3 pulM 8 aJnsodx3 pulM Jaq ba Pu1M pamol!tl Be PSMOHV Be ,ZL .4L .OL .6 ,8 ,ZL d4 X .6 ,8 aJlnbad ,Z4 ,14 .01. .6 .e .ZL ,LL .04 .6 .8 paJ!nbaa aa9 ans (4)44131 H 190d (8)44618H 1sOd g aweJj luawoW V awma j luawoW Sdgl 681,-8 8ww.1 luawoW A.dg1 Lee=V aweJd luawoW qzl elgel FUzi algel Wape04 6ulmollol ain Joi algal s!41 ash :qLl algel sJapea4 BulmO11O;a4l 10;e1ge1 slg;ash :e41 elgel sluawaJ!nbaa ang Olwslag S9N!1OOd NO SSVIS MMON00 NO SISOd O31Nnow 30V=WnS H11M SI!NI130111V1 NVdS 3l°JNIS ilOd SlSOd d0 2138Wf1N 03211f103U sampn4a aOglel pa4oenV uede a1618 J0;SSugoO-4 10 sge!S aleJonoo uo slsod palunoW aoe inS J0;sluawoupball O'L 7.0 Requirements for Surface Mounted Posts on Concrete Slabs or Footings for Sigle Span Attached Lattice Structures REQUIRED NUMBER OF POSTS FOR SINGLE SPAN LATTICE UNITS WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS Seismic Size Requirements Table L1c: Use this table for the following headers Table Ltd: Use this table for the following headers Table L2c Table Ltd Moment Frame C=536 IbYft Moment Frame D=793 lbf'ft Moment Frame C Moment Frame D Past Height(it) Post Height(it) Size Size Required 8' 9' 10, 11' 1Y 8' 9' IV 11' 12' Require 8' 9' 10' 11- 12' 8' 9' 10. 11' 12' Ss Allowed Ss Allowed Wind Number Wind Exposure B Wind Exposure C Wind Number Wind Exposure B Wind Exposure CF70% 751 feet cubic feet Speed of Posts MAXIMUM TRIBUTARY WIDTH ALLOWED Speed of Posts MAXIMUM TRIBUTARY WIDTH ALLOWED 1 20% 3404 110 mph 2 or 3 11.5' 9.5' 8' 6.5' 5' 7' 5.5' 4' 3' 2' 110 mph 2 or 3 15' 15' 13' 11' 9.6 11.5' 9.5' 7.5' F 5' 4 30% 2269 4 15, 16 13.5 11.5' 9.5' 11.5 9.5' 8' 6.6 5' 4 16 15' 15' 15' 15' 15' 15' 13' 11' 9.5' 0 40% 1702 5 1F 15, 15, 15' 14.5' 15 13.6 11.6 IV 8' 5 16 15' 16 15' 15' 15' 15' 15' 1F 14' 2 50% 1556 22015 6 15, 15 15' 15 15' 15 15' 16 IT 11.6 6 16 16 15 15 15' 15' 16 15' 15' 1V7 60% 1297 7 16 15, 16 16 16 16 15' 16 15' 14.5' 7 15' 15' 15' 15' 15' 15' 16 15' 15' 151 70% 1112115 mph 2or3 10.5' 8.5' 7' 5.V 4.6 6' 4.6 3.5' 2.5' 1.5' 115mph 2 or3 15' 14' 11.5 19 8.6 10' 8.5' 6.5' 5.5' 4' 7 80% 11354 16 14' 12' 10, 8.6 10.6 8.5' 7' 5.5' 4.5' 4 16 15' 15' 15' 14.6 16 14' 12' IV 8.5' 2 90% 1009 4 1 Cr.� 5 15, 15 15' 14.5 12.5' 14.5' 12.5' 10.5' 8.5' 7' 5 15' 15' 15' IS 15' 16 IT 15' 14.V 12.6 100% 614 100% 908 6 15' 15, 16, 15, 16 15' 15' 13.5' 11.6 10' 6 15' 15' 15' 15' 15' 16 15' 15' 16 15' 110% 608 110% 900 1 9 7 15' 15' 15' 15, 15' 15' 15' 15 15' IT 7 15' 15' 15' 15' 15' 15' 16 15' 16 15' 120% 558 120% 825 130 mph 2 or 3 7.5' 6' 4.5' 3.5' 2.5' 4' 3' 2' 1' 0' 130 mph 2 or 3 12.6 10' 8.5' 7' 5.5' 7.5' 6' 4.6 3.9 2.5' 130% 566 130% B38 * - � 7\ # 4 12.6 10.6 8.5' 7' 5.6 7.5' 6' 4.5' 3.5' 2.5' 4 16 15' 14.5 12.5' 10.5' 12.5' 10.5 8.5' 7' 5.5' 140% 526 140% 778 5 15' 16 12.5' 10.5' 9' 11' V 7.5' V 4.5' 5 is 1F 15' 15' 16 15' 14.6 12.5' 10.6 9' 150% 491 150% 726 6 15, 15' 15' 14.6 12.6 14.6 1 Y IV 8.5' 7' 6 IF 16 15' 16 15' 16 15' 16 14' 12' �OF O 7 15' 15, 15, 16 16 15 15' 12.6 11' 9' 7 15' 15, 15, 15, 16 15, 15, 15, 15, 15, Directions for using Seismic Table L2a,1.2b,L2c or Ltd 140 mph 2 or 3 6' 4.5' 3.5' 2.5' 1.V T 2' 1' 0.5' 0' 140 mph 2 or 3 10' 8.5' 7' 5.5' 4' 6' 4.5' 3.5' 2.5' 1.5 1. Determine Tributary width FE 81 4 10.5 8.5' 7' 5.5' 4.5' 6' 4.5' 3.5' 2.5' 1.6 4 15' 14' 12' 10' 8.6 10.5' 8.5' 7' 6.6 4.5' 2. Determine width of structure QQ' U 5 15' 12.5 10.5' 8.5' T 9' 7.6 6' 4.5' 3.5' 5 16 15' 15 14.5 12.6 14.5 12' 10.5 8.6 7' 3. Determine height of structure • C 6 15, 15' 14' 12' 10 12' 10' 8' 6.V 5.5' 6 16 15' 15' 15' 16 15' 15' 13.5 11.5' 10' 4. Determine number of posts structure has - 7 15' 15' 15, 15' 13' 15' 12.5' 10.6 V 7.& 7 16 15 15' 15' 15 15' 16 16 15' 13' 5. Determine Ss for your area(conta( $; 150 mph 2 or 3 5' 3.5' 2.5' 1.5' 1' 2.5' 1.5' 0.5' 0' 0' 150 mph 2 or 3 8.5' 7' 5.6 4' 3' 5' 3.5' 2.5' 1.5' 0.5' your local building depadment)" 4 8.5' T 5.5' 4.5' 3.5' 5' 3.6 2.5' 1.5' V 4 14' 12' 10 8.5' T 8.5' 7' 5.6 4.T T 6. Choose Table L2a-d based on the header 5 12.6 10.5' 8.5' 7' 5.5' 7.5' 6' 4.5' 3.5' 2.5' 5 15' 16 14.5' 12.6 10.6 12.5' 10.5 8.9 7' 5.5' 7. Determine the maximum size allowed on the c art 6 15' 13.6 11.6 10' 8' 10' 8' 6.5' 5.5' 4' 6 16 16 1 V 16 IN 16 13.5 1 f.T 9.5' 8' 8. Multiply#1,#2 and#3 and divide by#4'-* 0 OQa`P. 7 15' 19 14.5' 12.5' 10.5 12.5' 10.5' 8.5' T 6 7 15' 15' 15' 15' 15' 15' 15' 14.5 12.5' 10.6 9. If#8Is lower than#7 the structure isOKfor.s is CALW 170 mph 2 or 3 3.5' 2' 1.5' 0.5' 0' 1.5' 0.5. 0' 0' 0' 170 mph 2 or 3 6 4.V 3.5' 2.5' 1.5' T 2' 1' 0.5' V 10. If your Ss is over 160%use 150% 4 6' 5' 3.5' 2.5' 1.6 3.5' 2 1.6 0.6 0' 4 10.5' 8.5' 7' 5.5' 4.5' 6' 5' 3.5' 2.0 1.5' OCT 02 2013 5 9' 7.5' 6' 4.6 3.6 5.5' 4' 3' 2' 1' 5 15' 12.6 10.F 8.5' 7.5' V 7.5' 6' 4.5' 3.6 6 12' 10, 8.5' 7' 5.5 7.6 5.5' 4.5' 3.5' 2.5' 6 15' 16 14' IT 10' 12' 1V 8' 6.5' 5.5' -no check needed for Patio Covers attached to slab under these conditions 7 16, 12.5' 10.5' 9' TV 9' 7.5' 6' 4.6 3.6 7 15' 15' 15 15' 13' 16 12.5 10.6 9' 7.5' "no check needed for Patio Covers that are 19 tell attached to slab under these conditior -no check needed for Patio Covers that are 8!tall attached to slab under these conditions Moment Frame A:Detail 1_26,4 screws,A=5",B=7",sideplates=0.024' Tables L1 and L2 need to be checked for surface -Ss is the Maximum Considered Earthquake Ground Motion(0.2 sec) Moment Frame A:Detail L12,4 screws,A=2",B=5',DEL HEADER mount concrete attachment mapped on Figure 1613.3.1(1)in the 2012 IBC Moment Frame B:Detail L26,4 screws,A=5",B=T',sideplates=0.032" Alternatively,divide by these numbers Moment Frame B:Detail L26,6 screws,A=5",B=7",sideplates=0.024" Amerimax Exterior Home Products For 2 post Structures divide by 3 Moment Frame C:Detail L26,8 screws,A=5",B=7",sideplates=0.024" 28921 US Hwy 74 For 3 post Structures divide by 3 Moment Frame C:Detail L12,4 screws,A=2",B=T',DEL HEADER Romoland,CA 92585 For 4 post Structures divide by 4.5 Moment Frame C:Detail L12,6 screws,A=2",B=5",DEL HEADER For 5 post Structures divide by 6 Moment Frame C:Detail L8,4 BOLTS,A=2",B=7",SINGLE STEEL C Carl Putnam,P.E. For all others add 1.5 to number of posts Moment Frame D:Detail L8,4 BOLTS,A=2",B=5",DEL STEEL C 3441 Ivyllnk Place """ Not for use in areas with flat roof snow loads exceeds 30 psf. 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L'9Z a GEL .01$5330� L'LL £'£L EZL L'OZ B SLL Z/d L'OL EZL E'LL 11'9L 8 OLL -M +M s s tlb ainso x3 4 w paa S (;sd) (;sd) 0V0 Pun ;au•yseowoa wet-4—nap—uo pool dn pool umo(] d)uedS hued VLSZ•VSE(b£b) u61sa(] u61sa(] I F £OM VA'6jng4ouA-1 ;sd L pea(] 11 aoeld XullAAl LM lueoNeo0 ajnssaJd 19N Z'L IWO •3•d'wouind ueO joyou l;snE) SS'0 `! aauaplsaa upspg joped aouepo wl L I Z ' ue owOU pope; ,leumpan(]pun 98'0 PN X s8SZ6 tl0 p I 41 AmH Sf14Z68Z jope;o1Ll ej o of L 1ZN s;onpad awoH JOLIM3 xewuawtl O pue 9 amsodx3 'joloe;;y 1e4 96'0 CO ZN A Amerimax Structural Properties of Beams,Fascia,Panels and Rafters for Use by Design Professionals ASSUMES FULL LATERAL BRACING Max Allowable Max Allowable Moment(top In Moment(bottom Max Structural Element I(inA4)top in I(In-4)bottom compression in compression Allowable Flu or Fu Fly or Fy Fcy compression in compression (Ibf ft) (Ibf-ft) Shear(Ibf) Material E(ksl) (ksi) (ksl) (ksl) Rafters 0.024"x2'k6.625"Aluminum Rafter 2.283 same 298 278 166 30041-134 10100 32 25 22 0.032'kKZW.625"Aluminum Rafter 3.072 same 563 504 398 30041-134 10100 32 25 22 0.040"x2"x6.625"Aluminum Rafter 3.873 same 866 801 784 3004H34 10100 32 25 22 0.042'SC3 K "Aluminum Rafter 7.907 same 1164 1038 747 30041-134 10100 32 25 22 0.024"x3"x3"Aluminum Rafter 0.445 same 130 124 360 31051-125 10100 23 19 17 0.040"x3"x3"Aluminum Rafter 0.754 same 389 343 1506 31051-125 10100 23 19 17 Solid Panels 0.018"x2.5"W'Aluminum Panel 0265 same 138 109 779 30041-136 10100 35 28 25 JU 022 15 0.02,VW.5"4"Aluminum Panel 0.353 same 253 169 927 30041-134 10100 32 25 22 0.032"x2.5"x6"Aluminum Panel 0.471 same 385 253 1236 30041-134 10100 32 25 22 0.036"x2.5"W'Aluminum Panel 0.53 same 439 301 1391 30041-134 10100 32 25 22 S\ONAL� �0.� T�y �'�F 0.018"x3.5"x12"Aluminum Panel � 0.545 same 316 352 450 3004H36 10100 35 28 25 Q W PU q %j7 0.024"x3.5"x12"Aluminum Panel 0.727 same 409 473 536 30041134 10100 32 25 22 0.032"x3.5"x12"Aluminum Panel 0.969 same 568 692 715 3004H34 10100 32 25 22 0.036"x3.5"x12"Aluminum Panel 1.09 same 652 808 804 30041-134 10100 32 25 22 EXP.6I3012017 0.018"x2.5"x12"Aluminum Panel 0.25 same 184 141 246 30041-136 10100 35 28 25 4 0.024"x2.67(12"Aluminum Panel 0.334 same 315 241 584 3004H36 10100 35 28 25 d'�, i CIVII 0.032"x2.5"x12"Aluminum Panel 0.445 same 484 371 1384 3004H36 10100 35 28 25 b(•CA 0.036"x2.5"x12"Aluminum Panel 0.501 same 511 392 1970 30041-134 10100 32 25 22 0.018"x2'k6"Aluminum Panel 0.154 same 133 150 528 30041-136 10100 35 28 25 0.024'72'Sc6"Aluminum Panel 0205 same 196 207 629 3004H34 10100 32 25 22 ;Q�pF.ESS10 0.032"x2"x6"Aluminum Panel 0273 same 294 318 838 30041-134 10100 32 25 22 0.036"x2"x6"Aluminum Panel 0.307 same 333 382 943 3004H34 10100 32 25 22G@*' �UOy Aluminum Headers 0.042"x3"x6"Aluminum Header 7.907 same 1164 1038 747 30041-134 10100 32 25 22 Double 0.042"x3"x8"Aluminum Headei 15.814 same 2328 2076 1494 3004H34 10100 32 25 22 * 1� Double 0.040"x2'x6.625"Aluminum Header 7.746 same 1732 1602 1568 30041-134 10100 32 25 22 C �T CA1 Aluminum Fascia California Extruded Fascia 3.09 same 1160 1536 5478 6063T6 10100 30 25 25 OCT 02 2013 Classic Extruded Fascia 6.03 same 3089 3842 13837 6061TS 10100 38 35 35 5.5"Extruded Fascia 3A6 same 1564 1538 3414 6105T5 10100 38 35 35 Alaskan Fascia 3.95 same 2349 1905 4963 6105T5 10100 38 35 35 4"x3"Ibeam 3.617 same 2445 2580 2106 6063T6 10100 30 25 25 7'kW]beam 13.857 same 6718 6718 4244 6105T5 10100 38 35 35 Steel Headers 0.041"xTW"Steel Cloverlea 0.77 same 1028 1028 6694 ASTM A653 Grade 40 29000 55 40 Double 0.041"x W'Steel Clovedea 1.54 same 2056 2056 13388 ASTM A653 Grade 40 29000 55 40 12 Gauge Steel C Beam 1328 same 8549 8549 11504 ASTM A653 Grade 50 29000 65 50 16 Gauge Steel C Beam 7A6 same 4805 4805 2394 ASTM A653 Grade 50 29000 55 50 Double 12 Gauge Steel C Beam 26.56 same 17098 17098 23008 ASTM A653 Grade 50 29000 65 50 Misc7-2012 Double 16 Gauge Steel C Beam 14.92 same 9610 9610 4788 ASTM A653 Grade 50 29000 65 50 ICC ESR1398(2012 IBC)9/29/2013 Page 65 of 66 99;o 99 a6ed £WMZ/6(091 Z WZ)96£Li183 001 rw0 Hwy -n0 ntoi 00Z -0 0s a Cl) a — uC CnP, N Q4�h .A � � -N .p •P W (W w W W w w W w W N N N N N N N N N N = Z M k O (O OD J O (n .P W N 3 O (D OD J CA (n 4N W N O (0 00 J MO •P W N O Z nTm CZ > - m m p co J �. 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