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PMT14-01490 i City of Menifee Permit No.: PMT14-01490 29714 HAUN RD. Type: Residential Addition L_A_ MENIFEE, CA 92586 MENIFEE Date Issued: `a 07122/2014 PERMIT Site Address: 25215 LONE ACRES RD, MENIFEE, CA Parcel Number: 358-420-007 1 92584 Construction Cost: $8,500.00 Existing Use: 1 &2 Family Residence Proposed Use: Description of AS BUILT ALUMAWOOD PATIO COVERS, 14'X 24'SOLID, 14'X 14' LATTICE, MASONRY Work: BBQ/ISLAND 42'X 72', CMU FIREPLACE WITH NATURAL GAS Owner Contractor JUANCHO&ELIZABETH FRANCISCO 25215 LONE ACRES RD MENIFEE, CA 92564 Applicant License Number: JUANCHO&ELIZABETH FRANCISCO 25215 LONE ACRES RD MENIFEE, CA 92584 Phone: 9514435909 Fee Description Qtv Amount 1$1 Piping/Repiping Single Family Residential 1 163.00 Deck/Patio, non-standard 2 266.00 �••-«tea—�r�.� Additional Plan Review Building 148 148.37 SMIP RESIDENTIAL 1 1.00 $881.44 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 Menifee.Except as otherwise stated,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,rpl Page 1 of 1 City Of Menifee LICENSED DECLARATION I hereby affirm under penalty or perjury that I am licensed under provisions of V1, as owner of the property 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 and my license is in full force and effect. Code:The Contractor's License Law does not apply to an owner of a property License Class License No. who builds or improves thereon, and who contracts for the projects with a Expires Signature licensed contractor(s)pursuant to the Contractors State License Law). WORKERS'COMPENSATION DECLARATION ❑ I am exempt from Iicensure under the Contractors'State License Law for the ❑ I 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. built as an owner-building if it has not been constructed in Its entirety by licensed Policy# contractors. I understand that a copy of the applicable law, Section 7044 of the Business and Professions Code,is available upon request when this application is ❑ 1 have and will maintain workers' compensation insurance, as required by sub fitted r at the following Web site:http/Iwww lepinfo ca oov/calaw ht I. section 3700 of the Labor Code, for the performance of the work for which this permit is issued.My workers'compensation insurance carrier and policy number are: Propertyowner or Authorized Agent Date Carrier Expires Policy# // GYBy 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 owner's behalf. I have read this t be completed if the permit is for lication-and-the-information-I-have-provided-is-correct—l-agree to-comply (This section need no one-hundred dollars be less) with all applicable city and county ordinances and state laws relating to building construction.I authorize representatives of this city or county to enter the above- El I certify that in the performance of the work for which this permit is issued,I identified property for the inspection purposes. / o shall not employ any persons in any manner so as to become subject to the '7/ � � workers' compensation laws of California, and agree that if I should become G-`) 7 -�.r�'�-'J`- subject to the workers'compensation provisions of Section 3700 of the Labor Propert Owner or Authorized Agent Date Code, I shall forthwith comply with those provisions. City Business License# Date; Applicant; 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, AYES OCCUPANT HANDLE A HAZARDOUS MATERIAL ORA DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE El MIXTURE EQUAL OR GREATER RHAZARDOU AMOUNTS LABOR CODE, INTEREST,AND ATTORNEYS FEES SPECIFIED ON THE HAZARDOUS MATERIALS. CONSTRUCTION LENDING AGENCY INFORMATION GUIDE? I hereby affirm that under the penalty of perjury there is a construction lending 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 [-]YES A PERMIT FOR THE CONSTRUCTION OR MODIFICATION FROM THE SOUTH COAST AIR QUALITY MANAGEMENT Lender's Address ❑NO DISTRICT(SCAQMD) SEE PERMITTING CHECKLIST FOR GUIDE LINES OWNER BUILDER DECLARATIONS PRINT NAME: I hereby.affirm under penalty of perjury that I am exempt from the Contractor's License Law for the reason(s)indicated below by the checkmark(s)I have placed []YES 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, ❑NO SCHOOL? 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 I HAVE READ THE HAZARDOUS MATERIAL provisions of the Contractor's State License Law (Chapter 9 (commencing with INFORMATION GUIDE AND THE SCAQMD PERMITTING Section 7000)of Division 3 of the Business and Professions Code)or that he or AYES she is exempt from Iicensure 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 ❑NO UNDER THE STATE OF CALIFORNIA HEALTH AND SAFETY a civil penalty of not more than ($500).) CODE, SECTION E S I ON 2550RIAL ,25533i�IA D 25534 CONCERNING HAZARDOKI I, as owner of the property, or my employees with wages as their sole compensation,will do ( ) all of or( ) porting of the work, and the structure is PROPERTY OWNER OR AUTHORIZED AGENT not intended or offered for sale.(Section 7044,Business and Professions Code; x The Contractor's State License Law does not apply to an owner of a property 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). rl'1 � PROFESSIONAL COMMUNITY ® i ce_i MANAGEMENT ap-Xt8Ogpt• ' -� An Associa®company pf M fey Sa To", June 9, 2014 ��, Juancho and Elizabeth Francisco eye\ 25215 Lone Acres Road Menifee, CA 92584 RE: ACCOUNT#7891007 REQUEST FOR ARCHITECTURAL VARIANCE— BOARD DECISION Dear Mr. & Mrs. Francisco, The Board of Directors for the Audie Murphy Ranch Community Association has requested I contact you regarding your recent request for a variance for the improvements made to your lot. At the June 2, 2014 meeting, the Board of Directors resolved to approve your request for a fully covered patio cover, barbeque area, gas burning fireplace, rear yard landscape and 'hardscape walkway on the front, left side of your home. Please note that this variance is contingent on providing a complete drawing, including dimensions, and a copy of your City of Menifee Building Permit for the project. In addition, the installation of the pavers in your front yard has been denied. The Board of Directors agrees this installation is not in conformance to community standards and is not noted anywhere else within the Audie Murphy Ranch Community. The Board is requiring removal of the pavers, and the landscape brought back to original condition within 60 days. Please submit the enclosed Notice of Completion by August 15, 2014. Photos of all improvements included in your submittal along with photos indicating the pavers have been removed are required. Thank you for attending the meeting on June 2, 2014.The Board of Directors requests that future installations on your lot receive formal, written approval prior to work being done. If I can be of additional assistance, please feel free to contact me. Sincerely, ON BEHALF OF THE BOARD OF DIRECTORS Alisa Toalson, CMCA®, AMS® Regional Vice President/Community Manager 11860 Pierce Streer.Suite 100 Riversie— Phone 9519522840 www.peminternet.com �v'rnhstscc� 13�c(� � i d Ym Pfculo- e A t 7�11iq b� due k U. z wbefh 1j:7'rGVt SrSC o &City Meni fee Building Safety Depi JUL 0 8 2M Received �z.5c+ti' P�fbt1 �Ol�c�� Cc`t`h'�e � lvmgwc��d Q-L�-ff'C� Co�'� f i This y rqc e c f S ke4 ( � Comply w i� \ khe cCA\:*'Clr(V,:k RgsjAr tt4l� cc;��,t 'tj klch a aaa S �� as (z ,G 2 �kC1 )-0L2 Ups �,M1a �t�c doll NBC S�rn�f ;R106, ■ �age5hcluc�e� t9 `Ct Fie S k c ct Si-te.. elan Zz-�-c�rl Stalzrnctl�' ��: rs� csv� 3 5+c�5 Pa-t;o Co Qer ejA! , Neer"nc CD� ;re�l4c� Dzt0.�15 Crcc rreurtons �i'Ccr O Sa�w1 Clrzab r��sryco Copy 2 S 2 1 5 Lmnt— A-crc-s City of Menifee Building & Safety Dept. "fk,4c- JUL 0 8 2014 7/7/1 4 Received PtrMct f- PMTIH - 01990 Tc t�tiom rnIII/ C©V1C�r� o �1e Pat(,Lq cover at 4te- above- a�ffr-C uj l e-It1ai V\ OyII e_ n c f\ rr-e si&c 5 . 34S 1rwe- A"e5 no-t tm-e� r�l0Cgteb �0.V�ckn Fr�ns�sco 1=1 izp bc44` X L ? 1 t PYar sIsc a f—Y✓'_ f - < - : - ■ \- . . S24 : y� : xy} w . JZ - � . y < city of Menifee Building & Safety Dept. JUL is 2014 Received Qp x I t, ; '.'�ysu�` m��"ett� ,r"" ��, �+;� a'�t p�£".h'E"v.� �T .,:w{' s.,_. .a.. 1.'f��"�•"►+.'�'\.�'�h.. i�.. 4 ' V { CC)� 4�,r'^ i l�L',�,�.�,�5 hr �y,• �/z7•:�.{�.�j_,.., ,r� t ^ _ 4 f' � r ,• � � j i {t � -c> d. �. � --�_.e�_..� i. I ,- I � i -Imo• � 41 ��.,, � I rest ns OF-ME IF I q cP A s ;N' A SAFETY DEPARTMENT T `L J��'" ilil J r 'a JQ -Y_... . .M---.'^-.... _1 1 V';• i Co F r lip io of these plan f I not be constru 6 hs emit for,or an T ° approva f,any vinlatio of rry provisions of the f I's for city v � jegulatiolk and ordman s, his set of approved plans in i m ` jobsite u " coppletion. .. on the ,71 C a ; . r u�y A t e City Of Menifee UNITED DURALUME PATIO COVER,CARPORT AND COMMERCIAL STRUCTURE ENGINEERING 12012 IBCi Building $ Safety Dept. PAGES DRAWING SECTION DESCRIPTION Low Wind Lattice Structures JUN 17 2014 1 PROFESSIONAL ENGINEERING STAMPS AND TRIBUTARY WIDTH DIAGRAM 1 GENERAL NOTES Receive _® LATTICE COVER COMPONENTS AND CONNECTION DETAILS (� 2 PAGE STRUCTURAL CONFIGURATIONS 6 PAGES COMPONENTS/CONNECTION DETAILS 4 PAGE LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURE: 6 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS IN NORMAL WIN REAS CITY OF MENIF�E� BUILDING A� 1rETY DEPARTMENT Q�pEESS10;kq PLAN APPROVAL 2 68'(ig REVIEWED BYWr f' t.6* 15 CIV1fiCA1 L1F' �"z- OQ' 'Approval of these phns sMi not be construed to be a perink for,or an DEC 18 2013 2 PAGES Misc1.DWG 7.0 MISC DETAILS approval of,any*bdonof myp=Wonsof the federAstateordty regumm and odunces.This set of approved plms must be kept on the 1 PAGE Misc3 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES Wft untl 04MM 1 PAGE Misc4 7.0 CONCRETE FOOTING OPTIONS 2 PAGES Misc5 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS FOR SINGLE SPAN ATTACHED LA TT CE TR UR 1 PAGE Misc6 7.0 FORCES ON EXISTING STRUCTURES 1 PAGE Misc7 7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS 1 PAGE MisC8 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS December 11,2013 Es 0,y 5�4 P Nq�F2c � m 83 5 20-3 EX Office Copy sT P 9TF0 LFO P ' DE 24 013 l rI o� q 0 dWb1S S203NION3 gLI0La6ed £LOZILvzL (OalZLOZ)9L9Z21S3001 ELOZ 8L 334 �j11 'J d { �{ ,i" o «�� /Pa :i N •..l'vO i 21 a , '1' �SLOZ-0 'K ✓ '11 ID �b•LS �� s „ � r �� 6� _ w U fir." c5 Z(1 e / d f d nd a LO 6 1S m r°. ••O3Sh'3`J �� was tE6C[ �„�� bN01SS3 �0u1 d .. ... t`t l�ld ^ p.5 z# H1QIM �.— I# H1QIM Eaa , ev UK N3aV3H Htal a3aV3H 2S b O1S 3 0 DO �'' gX�iN 11111117//j I htitEt . 111I'1I1�� NOI133f@ld �`�< 9 3Nn1Ona1S NI I1SI bZ DEC e a33ri� 31rr1 s a e 3anlnnals 9N X3 Z99 £ ON Su �;� ONIlSIX3 I Z3 L� 6YV 10 0 FY i Z(1—'- --Z/Z'I Z/Ll---� ®a / -•� ONVHd3A0 _ 7 --1 9NVHa3n0 ` 07�0 `\e�s�`' ''''dd H1QIM HItll HAIM HRll I,E,E19011 F1 yDT o H1QIM fllYl _J H1aIM HIal _ HIM HI81 _L_ • ti sr '` y0'� `B @ ) m 213Qtl3H - TiVM 2# a3QV3H _ i# 213QV3H TiVM r �SId3 a ® E oN ® ® NOI133ro8d Nou�3road `�.iCSa� :° L59tr� '08t 833 IJN m ., � a_� s��nl�n�ls /e°✓L'a11!�t:alllilui�' - WWNlf3d- /8�•Z0 , �a soa301 8� �� NONW90*46J4,HiC1lM Sl2ji SEWMVtJCI 3S3H1 ® ® SN PEA av ®< ®' .em�s.!,Q��i ri r 5 _ sau: �n a141ltttEE ` ^�e'B° j-��I 3n�0r- i � Ail /�/�\\\\ _ r,,,•/`y _ : L Via.`~'n IN T" •py t i, `� �� J3 �1�Xt�s• 'ny�n �r 111111 ! Y 1 ° _ L f ,. zo r33Ni'JN3 �� W /dJMla H�®IM lk�l 1(1812� L SS3jo,a°�s P1 tt S:• 7" tax 01 e d�/+l a •.......... �y� m� ^ y d!JMd SdM1S O NNE 13NIOND IMNOISSDdOHd kind ,a tk ELts_`s'o' �'a'3tZ 00 � 1 I • GENERAL NOTES B. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER(EXTERIOR EXPOSURE)AS PER IBC SECTION 1403.2 AND/OR 1503,WHICHEVER IS 1. DESIGNED IN ACCORDANCE WITH THE 2012 INTERNATIONAL BUILDING CODE. MORE APPROPRIATE. j 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2010 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 9. ALL STEEL SHALL BE GALVANIZED PER ASTM A-653 G90,A123 G45 OR A153 B-3,PAINTED PER ASTM A755 OR PROTECTED WITH AN APPROVED COATING 20 OF THE INTERNATIONAL BUILDING CODE. COMPLYING WITH IBC SECTION 2203.2. 3. DESIGN LOADINGS:Ct=1.2,1=1.0,Cc=1.0(ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT IN AMONG CONIFERS) 10.ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAYBE USED. 3004H2x ALUMINUM MAYBE SUBSTITUTED FOR 3004H3x. GROUND SNOW LOAD DESIGN LOAD 10 PS 10 PSF LIVE LOAD ONLY 11.STEEL FASTENERS SHALL BE EITHER STAINLESS(3000 SERIES),GALVANIZED OR DOUBLE CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED 20 PSF 20 PSF LIVE LOAD ONLY GAAVANIZED,MECHANICALLY GALVANIZED,ZINC ELECTROPLATED,ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE ANCHOR BOLTS ARE 25 PSF 21 PSF DESIGN ROOF SNOW LOAD SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANSI/ASME STANDARD 318.6.1 AHD AND AF&PA NDS-1211.1.4.ALL LAG SCREWS ' 30 PSF 25.2 PSF DESIGN ROOF SNOW LOAD ANSI/ASME B1821 AND AF&PA NDS-12 11.1.3. ALL STEEL WASHERS TO BE ASTM F844 W/DIMENSIONS IN ACCORDANCE WITH ASME B18.22.1,TYPE A. THE 40 PSF 33.6 PSF DESIGN ROOF SNOW LOAD MINIMUM WASHER DIAMETER SHALL BE 1"FOR BOLTED CONNECTIONS. ALL STEEL NUTS TO BE ASTM A563. SCREWS AND BOLTS SHALL HAVE A MINIMUM 60 PSF 50.4 PSF DESIGN ROOF SNOW LOAD EDGE DISTANCE OF 2X FASTENER DIAMETER. FOR 0.25/12<SLOPE<1/12 12,EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. WIND SPEEDS IN THE 20121BC ARE"ULTIMATE DESIGN WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS REPORT ARE 13.HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR POST.(EXCEPT FOR FULL STRENGTH DESIGNED USING PRESSURES CALCULATED FROM"ULTIMATE DESIGN WIND SPEEDS"FOR RISK CATEGORY II. FOR ATTACHED SPLICES)FULL STRENGTH SPLICES(DETAILS X,Y,Z AND AA)MAY BE LOCATED ANYWHERE. STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS 30'. Kt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER HIGHER Kzt VALUE(ISOLATED HILLS,RIDGES,ESCARPMENTS)WILL REQUIRE 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC-ESR 1730,2196 OR EQUIVALENT AND USE HEADS W/DIAMETERS EQUAL TO HIGHER WIND LOADS ASPER ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. #8 #10=e",9,12-""AND914=z"OR STEEL WASHERS OF SIMILAR DIAMTER AND ASPER GENERAL NOTE#11 NOTE:EXPOSURE B:SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B(URBAN AND SUBURBAN AREAS, 15. STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER WITHOUT APPROVAL OF THE CODE OFFICIAL. 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. 16.ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION IN IBC SECTION 1505.2. EXPOSURE C:SHALL APPLY WHEN EXPOSURE B AND B(SMOOTH MUD FLATS,SALT FLATS,UNBROKEN ICE AND OTHER)DO NOT. 17. AT LEAST ONE HORIZONTAL DIMENSION(PROJECTION OR WIDTH)OF COVER SHALL BE LESS THAN 30'. SEISMIC LOADING 18.WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS(OTHER THAN ALUMINIZED OR GALVANIZED STEEL)OR ABSORBENT MAXIMUM Be=150%SHOWN IN 2012 IBC FIGURE 1613.3.1(1) BUILDING MATERIALS,LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET,THE FAYING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN Ss>150%ARE NOT REQUIRED AS PER ASCE7-10 12.8.1.3 ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL SECTION M.7, S1 NOT APPLICABLE TO THESE STRUCTURES SITE CLASS=D 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK,THE MAXIMUM DEAD LOAD+SNOW/LIVE LOAD FROM THE PATIO COVER IS BASIC SEISMIC FORCE RESISTNG SYSTEM 750 LBS CONCENTRATED LOAD AT EACH POST AND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB.THE POSTS EMBEDDED INTO FOOTINGS=ORDINARY STEEL MOMENT FRAME»R=1.25 MAXIMUM CONNECTION UPLIFT LOAD IS 1366 LBS FOR 115 MPH END C WIND SPEED.CONNECTIONS ARE FOR MAXIMUM PATIO ROOF HEIGHTS OF 12 FT POSTS SURFACE MOUNTED=GENERIC SYSTEM>>R=1.25 FROM GRADE.THE EXISTING DECK STRUCTURE MUST BE ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS,THE STRUCTURAL ADEQUACY OF THE DECK ANALYSIS PROCEDURE=EQUIVALENT LATERAL FORCE PROCEDURE TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL M6. CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR A CONCENTRATED 300 LEE LOAD. 20. All structures must comply with one of the following: a. All structures with a roof snow load of 30 pat or less may be built In Seismic Design Category(SDC)A-D up to the maximum Ss noted In General Note THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED IN IBC SECTION #3. 1605.3.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING WIND OR SEISMIC FORCES. b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception#1 do not require additional seismic analysis. 4.THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FORA BUILDING PERMIT c. Structures not complying with(a)or(b)require additional engineering seismic analysis. MUST INCLUDE: 21. DRIFTING SNOW IS ADDRESSED IN DETAIL a.GENERAL NOTES(2 PAGES) M4. SLIDING SNOW IS BEYOND THE SCOPE OF b.STRUCTURAL CONFIGURATIONS(1 PAGE) THIS REPORT. �--- c.RAFTER SPAN TABLES(FOR LATTICE STRUCTURES),PANEL SPAN TABLES(FOR SOLID COVER STRUCTURES)OR BOTH (FOR COMBINATION STRUCTURES) 22. ALL MULTISPAN TABLES AND DETAILS - (, FU r d.HEADER POST SPACING,FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOAD ASSUME EQUAL SPANS WITH A LONGEST SPAN ape, 9� D C 2 2 .L 3 e.ALL APPROPRIATE DETAILS TO SHORTEST SPAN RATIO OF 1.2. ALL fi) I.OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. SPECIFICATIONS MUST BE BASED ON LONGEST n fir. S f ACTUAL SPAN. "' - 5. CONCRETE MIX: Fc=2500,3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE,MODERATE,AND SEVERE CONDITIONS AS SHOWN IN f OQ N. V( GENERAL NOTES FOR LATTICE STRUCTURES: %�' X 'ti-�0-lgiJ *�' �'FIGURE 1904.2 OF TFIE 2012 IBC. PATIO STRUCTURES MAYBE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS(DETAILS 28, /^ AQ AND AO)WHEN THE POST LOAD IS 750 LBF OR LESS AND THE FROST DEPTHS IS ZERO. CONCRETE SHALL BE A MINIMUM OF (PERTAINS TO LATTICE STRUCTURES(DETAILS J I 1-41) ` CI�Q( EX INCHES THICK AND NO CRACKS WITHIN 2'-6"OF POSTS. POSTS SHALL BE SET BACK MINIMUM OF 41NCHES FROM EDGE OR _ EXPANSION JOINT OF A SLAB, 1. SEE GENERAL NOTES#3 FOR LIVE AND �`� IF'QA1..��'p'� `� C (}1 g � snlow LOADS. "-- * EXP. 30-.015 IS6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL FROM TABLE 100 SJ FT AND I ALLOWABLE FOUNDATION PRESSURE 2 SINGLE SPAN LATTICE STRUCTURES THAT DO DEC 18 2013 IS ESE POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 C SILTS,ORGANIC AND IS DOUBLED PER IBC SECTION 1806.3.4.LS AND MAY NOT USE DETAIL 27 MUST USE DETAIL 17 OR 30 REQUIRE EFURTHER SOIL INSIGN VALUES VESTIGATION.EST GATION.-APPLY OTHE BUILDING OFFICIAL MAY ASSIGN CLAYS,LOAD BEARING CAPACITY.R UNPREPARED UNITS N ROOF AND MUST COMPLY WITH TABLE L1 AND L2 ON STarE C�14 Q�`y\ SNOW/LIVELOAD AREA OF 25 PSF OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM SHEET MISCS. dF CA 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. 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STEEL BEAM DBL. 2" x 6.5" BEAM 3" x 8" BEAM DBL. 3" x 8" BEAM 3" x 8" BEAM (ASTM A653 GRADE 40) (ALUM. ALLOY 3004-1-134 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-1-134 OR EQUAL �J I ) W/ STL. INSERT 13"SO. 2. 2" 3.0"� I--3.0" I--3.0" 1.00" r TT 9A42" T 0.032" 8" B 8" 0.048" 8.0" 0.04Z' 1 1 0.042" 8" FO "B"SEE SHEET (4)#14 SMS PER SIDE Mis 5a or Misc5b DETAIL 12 SEE DETAIL 17 FOR (4)#14 SMS PER SIDE SCREW PATTERN SEE DETAIL 17 FOR POST F OR STRONGER POST FOR STRONGER SCREW PATTERN (DETAIL (DETAIL 24) MAX FOOTING SIZE Sd=32" FOR"B"SEE SHEET Misc5a or Misc5b DETAIL 15 5 2y`O�a pu Pc 2 DBL. STEEL 3" x 8" C BEAM 17 * Gz .eazols DOUBLE BEAM 3" x 8" BEAM MOMENT RESISTING FRAME (DETAILS 11, 13 OR 16] c(vbt�- STEEL INSERT 0.042"X3 DETAIL 12 L� FOR DOUBLE HEADERS ca�leoe (ASTM A653 SS GRADE 3'0 —� C 18 2 3 50 CLASS 1) ` MIN DE 4 2 13 0.875" T EIGHT#14 SCREWS A I T STEEL C INSERT I DETAIL 15 3 OR 1/4"BOLTS Q F SS�IV 1 FOR"A"antl"B"SEE FOR"B"SEESHEET e 81. B SHEET Misc5a or Msc5b m MiscSa or MiscSb O rn EIGHT#14 SMS FOR p 7.875" FOOTINGS UP TO d=45" 6 1 9 0.059"=16 Gau EIGHT 1/4"BOLTS FOR * EXP.fi 30- '15`0.070"=14 Gau FOOTINGS UP TO d=42" O 0 0.105"=12 Gau TWELVE 114"BOLTS FOR tl'p CVII �P _ FOOTINGS UP TO d=48" FOUR a"BOLTS FOR FOOTINGS UP TO d=43" EIGHT".BOLTS FOOTINGS UP TO d=51" STEEL POST DETAIL 24 FOOTINGS UP TO d=46" USE DETAIL 19 FOR LARGER [CC ESR 2676(2012 IB 12/11/2013 Page 6 of 74 dWV1S Sa33NION3 bL 10 L 06ed E LOZ/l UZ l(091 ZIOZ)9L9Z aS3 001 E40Z 26 030 „8z' p3Olvo =ls..840 _ a wmv„o4o dAl -9-dX3 a` - P. 8 w � r 6 l �� 'v _ II '10o'P--I <L a° �_ �� rid Sao'' bN0ISS330 - S3 oro 3ayao ss£ssy wlsy 1SOd 1331S 'OS "E b£H-boo£Aomv wmv lSOd vgniv 'OS x t7Z 'dAl ..060' 09'6 1109'b omd 011sV-Id„8/9 ilOO NOHONV 0,.% wmv ,SLO. Z£0' 9111tl130 "E 1.9 -oS.00-E f SLE 6 + j.�07'Z �� 090 Z3 Sl-£9D9 Ao-nv-Wniv 'D'O"trZ� ,.bZO' 1SOd W(11V 'OS ,,£- 1SOd OVA £Z a0 .A0-E swsb4# I Z£o" I Sl-£909 AOIIV-wnly S1SOd ..£ 'dOd iDNOV'd9 ,,060' 13710V2i8 ��1�� WfllV b£H-booEAoiiy wmy ZZ S31Vld 3aIS H11M 1SOd vgniv 'OS .,£ 6 Z .,S z sn 0 .0"� 1 OL.0 y, T F=l—nz—i wmy 06 � .9/E .9x,Ox.88 V.0 ZEO ..Sx,5x.88 V0 O O I O ,bx,Yx..991 0 y O d ..S'V .Ex,£x,BL£'0 O O 0 „£x.Ex..SZ"0 ,4B" —.SG"V .£x.Ex.,86C0 _' •oSO� E I s u s/s 7= S9 9 30V89 009V Wlsv b£H-400£Aoiiv,Anly ££3ayao£S9Vwisv 1SOd 1331S '06 66 iSOd nniwOS x 86 S1SOd ,,£ 2i0313)40V2Je ..i. 1931S OZ 27 EMBEDDED STEEL POST STEEL POST DETAIL 26 IS NOT USED DETAILS 19OR24 1/2"0 x 9"ASTM A615 GRADE 60 REBAR a a. - d . n . . d" 18"MIN a e a a 3i A. a a d Q 9 A � ROFESS(0�. PU d m 683 # .60-2015 POST ON CONIC. SLAB OR FOOTING CIV�A `-/ O� FOR SINGLE SPAN ATTACHED STRUCTURES ONLY CAItP DEC 2013 THIS DETAIL REQUIRES DETAIL 17 OR 30 3"SQ.POST D 2 20 ALUM. FOUR#14 SMS SCREWS EACH SIDE FOR ES FOOTINGS UP TO d=31" STD 3"ALUM OR STEEL BRCKT SEE DETAILS 20 OR 22 C 1 3.5"MIN * EXP. 30- 01 2Y"MIN 3/8"OR 7'O STAINLESS OR GALVANIZED HILTI EDGE DISTANCE KWIK BOLT TZ(ICC ESR 1917)W/2"EMBED TF +-CAF AND 1"PJ WASHER OR EQUIVALENT [CC ESR 2676(2012 IBC)12/11/2013 Page 8 of 74 FNlaKlr-FDc QTAKAD dWH1S S�J33NION3 bL 10 6 06ed £LOZ/6 6/Z L(091 Z t O6 9L9Z NS3 001 SM32iO3 2131JVa HO1VW a0103NNOO 180d en1S �wnNlWnly KHtOOC„6x,EX„OtOO 2AM1 Va ��8XX?J 0,.99X,�Z a o103NN001s00CXxX a30VBH�,9'9X,�Z �Wn NIWnIV bEHbOOE„Ex„EX..otO'0 7 o o3�d ao„ex,£a-ienoo AID Stl3aV OVOI MONS dsd 090Ntl Ob NI SaJELUVa..9x.Ex�Zt0*0 and SWS K#33aH1 91 G' "�"dxA Sa3ldtla 9XEx�Z00,0 Wi SWS PW Oml SV3aV OVOI MONS 0 dSd 09 0NV OP NI Sa31dVa,.S'9X.ZX.Ato'0 iu. � 2i30V3H,�S'9X��Z y aOd a31d:i aid SAS 9#33aH1 4 OO ao.,ex..£3ienoa �+S S1d30X3 S 10S 99 OM lltl aOd a31dVa aid(SWS)sM3a05 8#OMl O I I I a313VH "ex,18 210 ,9'9x"Z I 1zz0 T, aaa Sm3a0S a31dVH H01tlW �_.....4.,, 9S JlVl34 iJ3d S39n13o111V1 0311tl , 341S HOV3 NBHSVM H313WV14..96/9/m'S'W'S 8# s x' NOIlO3NNOO2i3ad3H N0IJ03NN032i30b3H 3l8nOQ E£ V 8 3-i8nOa 0Nm:EA0 Ol 1SOd 8n1S bE ONnH2i3GNn Ol lSOd On1S a3sn iON SI zC S11Vl3C1 end ��P1SSd0� aOd n331s Wn3H £ X £ o a3alnO3a sl SONIlOOd ,6Z=P 1SOd -1331S X X X LZ 1IV134 2JOd SOs b6#(9) 3sn S30VId1HE13 NOIlOO S1N3W3a1n03?J Oi0„tag sM3aosn n `JNIlOOd/iS/1SOd SONIlOOd LZ=P ONV a3aV3H HO1VW xoadde o/o „bZ 301S V3 9lIVl3❑ po (zz ao Oz wlad „9VnS NO,, @ sm tw(9) 210(b) 31vld3als iEiNovdo-1 Wn3V 2J0 u31s—'.. O 3dnSOdX3 H&N Ob4 ?JOd .99x,zx,tzo'0 ONIOVdS O/o „b NIW SWS b6#2JnOd /z 2EOV3H Ol 31v1d30IS Oo po 341S 'V3 @ SCIS 1769-(t7) — — — o 0 0 0 ggoslW ��yy 12J3SNI �3315/M?J34V3H �ZbO' x��8 x £ o 0 0 0 as eSosIW 133HS d. _ — — — — _ — _ — UI 9Z9'O' „I 3S 1.81,PLIe,.V.and sold 1H013 fdy m3a0s tl# ,�Z£ = P Ol do SONIlOOd 210d SWS K#1HOI3 OO „9Z= P Ol do SONIlOOd bOd SWS b4#anOd zwdae gX s s?�� d�H 3�JNIS 2�0� �� 13NOH2i8 1 MMV ONlsn lsod 3Wd�d JNIISIS3M 1N3WOW Ol 1�13SN1 �331S /M INb38 „8�<,£ 9 RAFTER TO HEADER 37 "U" BRACKET CONNECTION AllowabalnbWldth LATTICE TO RAFTER LEDGER TO STRUCTURE 6063T6 nee " °`"AS""e CONNECTION Spee4 tW Header 2 3 4 5 36 CONNECTION 115 MPH ExpC 0.032 Siule3x85 11' 9 15' 15' 35 0.042 Single 3x8 8' 9 12' 15' 3.125" FOR 3 x RAFTER 0.042 D°uble3x8 12 18 Is iS EXISTING 2.125" FOR 2 x RAFTER 140 MPH ExpC 0.032 Double 2xs 7 11 15• IS 98 SCREWS WIT,' SHEATHING 0.012 1 Single axe 4' C 8• IS DIAMETERWASHERS 0.042 1 Double 3x8 e• 12' 15' 16 SCREWS 3"LONGER THAN J SEAL TOP SIDE NO.of#14 Scrervs LATTICE HEIGHT Q 140 MPH ExpC So a^sleele 1a IS EE DETAILS 5AND8 ,se eme steelc s• — —I — — CONTINUOUS 2"x6"DOUGLAS FIR 1 1/2" t= '040° 170 MPH ExpG ,BG a"SteelC W t4' IS — L — — _ _ N EDGER OR PROVIDE SIMPSON t6G Dble Steel C 14 15 11Z MIN X 'S. STRONG TIE MSTA36(]CC ESR 2105) W AT SPLICE LOCATION —ALUM RAFTER COVER W10.01T ALUMINUM 1/4"LAG SCREW N M DOUBLE HEADERS USE ONE BRACKETS PER HEADER SEE TABLE 7.7 FOR MAX SEE TABLE FOR NUMBER c RAFTER SPANS TWO#8 x 4"SMS ATTACHING OF#8 SMS w/16"WASHERS SEE GENERAL NOTE#8 BRACKET TO EACH RAFTER OR 4 14 SMS ATTACHING BRACKET TO HEADERS EXISTING 1"STUCCO OR EQUAL 112' MIN. 2.25"EMBED INTO WOOD FRAMING -j— WITH MIN SG=0.5 ROFESSIpN - ' Pu q Fey 2.750' w RAFTER TO STRUCTURE o #14 SCREWS INTO SOLID p w WOOD WITH MIN SG =0.5 I . o SEE TABLE 7.6 FOR NUMB R ' FIV ALUM RAFTER 3$ z z ° #10SMS E 182013 RAFTER TO HEADER a I FOUR PER RAFTER) DIRECT CONNECTION W UL SEE GENERAL D 2 2013 #14 S.M.S. 3X8 HDR MAY ATTACH TO I 1•min NOTE#8 SEE TABLE LEDGER(DETAIL 37) 1 pES I Nr FOR MAX TRIB OR EAVE (DETAIL BC) I �o P 2 X SCREWS =2 X TRIB, 3 X SCREWS =3 X TRIB 0.s.mIN 0 9y ALUM RAFTER J 81 9 m Header Raker tt14SN1S Win o Speed(WHExpo BRACK ALUM "U" 0.055" Gauge Gauge Allow Exposure B Exposure C EY. . 30- 1 In in Load 110 115 130 140 1]0 110 715 130 740 170 BRACKET t= 0.055" Alert 0.042• ALL 94 7 7' T 4' 3' 5' 5 4' T 2' 1" --z•--� BRACKET FITS INSIDE �Pp C 1� Sleet All 0 024- a6 ? 7 5 63' 5' 5' 4' 3' 2' '9T Steel All 0.03Z 128 10' 9• 7' 6' 4' 7• 61 5•. 4' 3' RAFTER EOP q 1F .Steel All 0 040" 160 12' T. 7 5 5' IT 8' 6• 5' 4' 1r1AXIMUM HEADER TRIBUTARY WIDIH ALLOWED PER SCREW ICC ESR 2676(2012 IBC)12/11/2013 Page 10 of 74 - frninmirrno ornun 4L 10 L L abed E W/L LR L (091 Z G0Z)9L9Z?JS3 001 0 t 319V1 81 312V1 L1 31OV1 91 3lSVl L-,E „£-,9 „E-,9 „E-,9 ,191 „L-,L „L-,L „t-,L „L',L „ZL „0-,9 „O-,S .,0-,S „0-,S „Zt ,d',E „L-,E „S-,b ,.5-,b „S-,b .,S',6 ,&Z „e-,S „8-,5 „B-,S „B-.5 „9L ,d L-,£ „LL-,E ,d L-,£ „ll-,£ „9L „9',Z „5-,Z „S-,Z ,.S-,Z „91 „9-,£ „S-,E „S',£ .,S-,E „Ze 18-3, „8-,b „B-,b „8-,b „OZ „£-,£ „E-,E „E-,E OZ .,L L',t „L L-d "WA ,M-d „Oe „0-,£ „0-,E „0-,£ „0-,E „9£ 09 „0-,4 „0-,b „0-,b „0-,4 „bZ 09 „6-Z „6-,Z „6-,Z ,.6-,Z „4Z 09 „L-,L „L'd ,L-d „L-,L „bZ 09 ,.L-,6 .,zl „L L-,9 ,d L-,9 .d L-,9 „L L-,9 „ZL „E-;9 „E-,9 „E-,9 „£-.9 „4Z „6-,L „6-,L ,.6-,L „6-,L „9L „9-,S „9-S „9-,S „9-,S „9L „S-,E „S-,E „S-.£ „S-,£ „9t ,AL-,b „OL-,4 „01-,4 ,.0E-1b „ZE „9-,9 „9-,9 „9-,9 1.9-,9 ,AZ ,d-,b „L-,4 „L-,4 ,L-,4 ,AZ „0 L-,Z ,WX „0l-,Z .AL-,Z „oz S-3, „9'3, „5-,4 „S-,b „9E Ob ,2-.S .,8-,S „8-,S „8-,S „bZ Ob „l l-,£ „I h£ ,d L-,E „L L}E „PZ Ob S-,Z S-,Z „5-,Z ,S-,Z 1.114 Ob „6-AL „6-,OL „6-,OL „91 1.6-,LL „6-.LL „6-,LL „6-,LL „ZL „8-,e „e-,B „8-.8 „8-,8 „ZL ,d-S ,L-,S „L-S ,d-S „ZL .d V./ „L L-d ,.l L-,L „L L-,L „4Z ,.L-.6 „L-,6 „L-,6 „ -6 „9L „l L-19 .,l L-,9 „LL-,9 „l l-,9 „94 �.S-,b „S-,b „5-,4 1.9-,4 „9L „£-,9 „Ze „Z',8 „Z-,8 „z-,8 „Z-,8 „OZ „Ws ..W.9 „O L-,9 „0 L-S „OZ 118-1E „81E „8-R „8-,£ „OZ £T 0 Z b Z D Q As OE ,d-,L „PL ,3-L „L-,L „bz OE 1.0-19 „0-,S 10-,9 „O-,5 „4Z OE ,d-,E „l',E „V.S I d-,£ „4Z DE „Z-,ZL „Z-,ZL „Z-,ZL „Z-,ZL „9L „E-SL „£',£L „E-.SL „£-,EL „ZL ,A L-A „0 L-,6 „Ol-,6 ,A l-,fi „zL 1.9-,9 „9-,9 „9-,9 „9-,9 „Zl „L-,6 „L-A ..h6 ,3-,6 „bZ „t L-,OL „l L-,OL ,It-,Ol ,Ll-,OL .,9L „0-,8 „0-,8 ,0-,8 „0-,8 119L „Z-,S „Z-,5 „Z-,S ,.Z-,9 „9L „E-,L „E-L „€-,L „E',L „ZE „b-,6 „7,6 ,91,6 „b-A „OZ „6-,9 „6-19 „6-,9 „6-,9 .;oz „S-3, „E-,b „£-,b .£-3, ,AZ r t{0-103 ,d-,9 „L-,9 „L-,9 „L-,9 „9£ SZ „6-,8 „Z',8 „Z-18 „Z-,8 „bz SZ ,AVS .,O t1S I 'o L-,S 1 .A V.9 „4Z SZ „8-,E „ _X „8-,€ „8-,E „bZ SZ „S-,6 „9-,Zl B-,Zl „9l „8-,£L ,.8-,EL „8-£L „8-,EL „Zl „Z-,oL .,Z-,OL „Z-,oL „Z-AL „ZL „6-,9 „6-.9 „6-,9 „6-,9 „ZL a ly „8-,ZL „S-A ,.£-,9 „E-,9 E-,8 £-.8„ , A4',5 4',9„b-,S „ „b-,S „ „9L ` CIO `LS ,S-,6 „S-,6 „S',6 „bZ „b-,Lt „b-,lL ,.b-.lL „4',LL „9L „9-L „9-,L „9-1 „9-d „Z£ 3AIl „8-,6 „8-.6 „8-16 „9-,6 „OZ 3AI1 „0-L „0-,1 „O-,L ,A-L „OZ 3All ,9-,b 1.9-,4 ,.9-31 „9-,b „OZ 3All St Z'. -9'dX3 ,AVID „6L-,9 „a-,9 „01-,9 „9E oz „s-,a „s-,e s.a „s-,e ,.roz 9z „t-s .,t-s „L-s „L-s .,bz oz „ol-,e „9L-,E „oh£ „ot-,£ „bz oz 6. r. „8-AL „8-,6L „8-6L „8-,6L „9 „6-,OZ „6-,OZ „6-,oZ „6-,OZ „ZL „L L-,SI ,dL-AL „L l-,SL .,t L-,9L „ZL ,A-.LL 1.0-.tL 10-3l 1.0-,LL „U W „b-,St „b-,SL „7-,SL „4'SL „bZ „tdl „L-,LI „L-,LL ,L-LL „9L ,9-,EL „4-Al „b-,£l „b-,Sl „9L ,d-,6 „3-,6 3-16 „V.6 „9 `P „e-,ZL 1.8-,ZL „ .0 „9-,ZL „Z£ 3AIl „b-,SL ,.b-.SL „4-SL „b-,SI „OZ 3All A-d[ „9-A „9-dl .,9-3 „OZ 3AIl „6-L „6-L „6-1 „6-d „az 3AIl „8-at „B-,ll „e-,LL I .g-.LL I 9E OL 118-,EL 1 19',£L „8-,EL „8-,EL „bZ OL „Z-,0l „Z_M „Z-AL „Z-AL „4Z Ol 1 „6-,9 „6-,9 „6-.9 „6-,9 „4Z OL d �� oa 9t[ 08L SlL u!) 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LIVE 32" - - - 35 71" 62" 62' 62'' 32-1 3 8 IV 481 10 5" 15,_8„ 18'-8�, 15'18„ 115'18 LIVE 48„ 15��„ 15,_a„ 15,�„ 18�0" LIVE 2p 72 72 24' 1 '8 10 '' xe, 62- 8-0 2 - 6 4 6 411 24" 18'-0" 18'-0" 18'-p" 32' 18'-3" 18'-3" 18,_3, 18'-3" 3„ 72 72" 72" 72' 10�-T 14'-7" 14'-T 14'-7" 24" 18'-0' " , 14 48" T-7 T7' 10'-8 104 25 48" 25 48" el 6'-4 7 7 Tl 40" 11'-1" 110'-1" 110,_Z„ 100'-2" 25 40„ 13l_9" 12'-7" 12'-7" 12'-7" 25 72" 12'-0" 12'-0" 12'-0" 12'-0" 25 1.5" 72' 72 72 72" 13'-9" 13'-9" IT-9" 64„ 12'-9" 12'-9" 12'-9" 12'-9" 2" 69" 69" 69" 69" 32" 9'-0" 9'-0" 9'-0" 9'-0" 32, 12'-5" 12,5" 12'-5" 12,_S, 32" 15'-4" 15'-4" 15'-4" 15-4" 48" 14'-8" 14'8" 14'-8" 14'-8" 2"x3" 60" 60" GO" 60" 30 48 5'-3" 085 5'-3' 30 24" 1�042-3�, „ 9'-3" 30 48" 11- „ „ G'-4" 6'-4' 6'-4 10'-2" 10 2" ip�22 14'-3" 24" 17 7 1T-10" 1T-10" 1T-10" 3' 72" 72' 72' 72" 40" 6-4' T-11" T-11 T-11 32' „ 7 14,_0„ 14,_p" 14'_0„ 30 44" 11'-8 1 Y_8, 11'_8„ 11 211x3 62" 62 GS' 62 11'-0 2 65" 65' 40 11'-4" 11'-4" 11'-4" 11'-4" 24" 16'-2 16'2" 16'-2" 16'2" 32 16 411 62' 62" - -3 1T-7" 1T-7" 1T 7" 32' 1T-10 G 12'-7" 12'-7" 12'-7" 64' 13' 6 9P ell 24" 40 48" 4�01" 4=011 4'-0" 4�0" 40 48" 83-0" 8'�0" 8'�0" 8300'' 40 48" 10'-0" 10'-0" 10'-0" 1p'-p" 40 72" e�6"' 19--4, 3 01' 13 30 135 55 55" 55" 55 9 4 9 819 8 9 9'.10 8 9 32" 112,12„ 1t2'-2" 12'l 112'2" q8, 1�,_8l, 1�,8„ 1°�8„ 11 g" 40 223 52' S3 44 44' 24" 9'-6' 53 53" 53 24 5'-11' 5'-11" 5'-11" T-11" 3P 9'-10" 9'-16" 9'-10 1T-9" T�9" T-9" 60 L 44' 44 52" 32 T-11' 52„ 2'-8" 2'-8" 2'-8" 2'-8" fi0 48 61'-4" 6'-4' 6'44' 16'44'' X 2 ' 60 4812 T-11" T-11" T-11 24 8'2' 8'-2" 8'2" 60 72" T-9 $" 43" q3 52 2 43 65' 40„ „ 9,-3�, 9�3„ g,3" 60 Zq, 1�'8„ $��6„ 11?6', Ba18, 48" 11�81 19�'6„ 9,16„ 1y,'8 2?8" 33" 33" 33 G5" 65 65 43" 3'- 3'-2" 3'-2" 3'-2' 40" 7'-2" " 39" 39" 32 4'0" 4'-0, 4'-0" 4,_0' 32" 8'-0" x " 33" 24" 5'-3" 5'-3' S TABLE 1.19 24 9 3 8 1 -8 3" 49" 49" 49" 49" TABLE 1.20 TABLE 1.21 TABLE 1.22 TABLE 1.28 NOTE:THESE TABLES REQUIRE THE USE OF DETAIL 33 OR 34 United Duralume 0 Ground lx2"x6.5"Rafter(Multispan) 0.032"x2"x6.5"Rafter(Multispan) 0.040"x2"x6.5' Rafter(Multispan 0.042"x3"x8"Rafter(Multispan) 350 S.Raymond Ave �pFESuIQ Rafter Wind Speed and Exposure Ground Rafter Wind Speed and Exposure Ground Rafter Wnd Speed and Exposure Ground Rafter Ind Speed and Exposure Fullerton,CA 4 Snow Load Spacing Exp B Ex C Snow Load Spacing Exp B Exp C Snow Load Spacing Exp B Exp C Snow Load Spacing Exp B Exp C �ki� p3 LIVE 40" 9-10 8 10 8 p0 91101" LIVE 48" 14'-6 tell tell 14'-6" LIVE 40" 18 �, 130 115 120 s m 115 130 115 120 Lyn burg, Place 30 115 (p o 10 48" 130 115 120 s M 1T-0" 1T-0" 1T-0" 10 72" 15'-7" 15'-7" 15'-7" 15'-7" Lynchburg,VA 24503 s in 9'-11" 9'-11" ' 18'-9" 18'-9" 18'9" 24 p in (p f) (In) 115 „ 32" 13-42' 13'-4" 13'l 13'-2" 10 24' 16'-3" 13'-2' 13 3" 23'--9' 23'-4" P4 7' 18'-1 LIVE 48" 23 5' 23 5" 19 2l 16-7" carl utnam comcast.n J 20 48" 5 6 �1 " 1 11" 1118-11 111811 21-11" 32" 23 5" 1 17 0 13'-2" 10 48 11 6 5 6 48" 19 2 11'-4" 11'-4 LIVE 40" 6'- 11 - 22 2 3" ell LIVE� 40" 9'-1112 8611' 8'��-11" 8-11�� LIVE 40�' 20 9 20'-9 20'-8 20-1' 6 7 19'-2 16 7 19f-�"' 23 5 i ll , 32 9-11" 9'-11 16-3 32" 13'-1" 13'-1" 13'-1^ 11 - „ 20 48" 13_q 10'-8 10-82 „ 7-4 32" 11-3" 11' 8 8-11 3' 6'-3' 6'- 32' T-4 7-4 7-4" '-3" 11'-3" 32" 14'-8" 14'-8" 14'8�� 17 0�� LIVE 64" 11 422 3 11 14'-8 1 13'4 13'-4" 13'-4" 28" 8_10' 8 8 8'-e'2 25 48" 11'-7 11'-7" 1V-7" 11'-7" 25 72" 10 4 10'-4" 10'-4" 10 12 8-1 p' 8-10 8-10" 24' 13'-2' IT-2 13'-2" 13'-2" 24" 17'-0 17'l 17'0" 32' 16'-7 16'7" 16'-7" 16'- " �+ 25 48" 5'-3" 5'-3" 5'-3" 5'-3" 25 48" 8'-8" 8'-8" " �� li 182013 40" 6'-1" G'-1" 6'-1" 6'-1" 40" 9'-8" 9'-8" 9'-8" 9'-8" 40" 12'S" 12'-9" 12'-9" 12'-9" 64" 11'-1" 11'-1" 11'-1" 11' " 32" T-1" 7'-1" 7'-1" T-1" 32" 10'-11" 10'-11" 10'-11" 10'-11" 32" 14'-4" 14'-4" 14'_4" 14'-4" 48" IT-0" 13'-0" tel 0" 13' 24" 8'-7" 8-7" 8'-7" 4'-7" 30 48 12'-1 Oi' 12'-10" 1p'-10" 1p'-10" 24;' 16'-7" 16,_7„ 1g 7" 10,_6„ 30 72 9-11„ 18,_2„ 16,_2„ 18,-2„ 40 5-311 523 47 8 24 8,18, 8'-8„ 8'-8' 8'_8„ 40" 11'-7 1°,_;,� 1O,_;1, 11,_7�, 62" 9,8„ y,_8„ 9,_8„ 30 48'' 30 E $fdN 32 16'-2 24' 40 48" 3'-7" Tl 3'-7" Tl 40 48 6'-6?' 6-61' 6'16" 6'1- 40 24" 96-0" 15'-10" 15-10" 15'-P' 32' 14-8, 14'-81' 14-g 1418' 32" ell 6l ell 6'-3" 32 11'-9" 11 48" 4'-2' 4'-2" el 4'2" 48" 1 -7 11'7" 11'-7" 11'-7" 48" 15'-1" 9� 9'18 7 g q �M 9' 9' g 5 0 5 0 5 0 32 8 4' 3 7,_3„ 7'_3" 40" 9'-11" 9-11, 9-11" 9-11' 40 64 n 4 �24 8'-4' 8'-4" ` "� 6 1 7 GO 48 5 6'32 2 6 2-6" 2-6' 2'-6 7 3 4 11' 4-1�' 4'-11" GO 48" 71-12 71�12 71-16' 7-T 60 72" 5 11" 5'-11 5 11' 9-11" 24" 6 3 6 3" ell 6'-3 5 7' 5 7 5 7 48" T-11" T-11" T-11" T-11" 64" 1-11' 6-III 6'-5 6'16" E _5- 2 15 11 3'-0" 320 3202j 60 40" 5'-T, 9-11 911' 9'-11" 24" 130' 13'-D 13-0" 13-Oi' 32" 127' 8'7 12'-T 12'-7 �T'd Gt 24" 4'-72676 Tr it �-/11��013 l ill 24 7 9 6 6 TABLE 124 32 1o'6" 10'6" 10''-TABLE 1.26 11 T-9" dE GA Yp� 3'(7" 3-7 V-7 32' 6'-6" T 9'-0" 48" 7'-9" 7'-9" 7'-9 6 '.g" p_g" T_g" Zq„ „ 10,6„ 32" 9'-11" 9'-11" 9'-11" 9'-11" ICC ESR Page 13 of 74 A ABLE 1.27 EC 24 2013 4L do S l abed £ 0m un(081 AOZ)9L9Z Nszl 001 l io bps Mz 24 O3a StOZ' €- d 'K lldOdcz R R 9 .w-s 4z R tz at a .s-z .n-z 6 q�Q� ),:,zzzz CZ LZ lZ i .0-S f2 R OZ 8l O ..L-t .A-.Z S8 R R aZ 6L a .L I-.f Ez R R ZZ a ..V-9 EZ R OZ 61 0 .d'.L ..H-,Z El \ LZ LZ i .E-.9 L2 R OZ HL a .6'.0 .E-.2 B E2 2 OZ 6L 0 ..Z-.9 Ez R R R a .,8-.9 EZ tZ OL 6L 0 .0-9 .Lh.Z ZL EZ R lZ i .C-.9 EZ R OZ Bt 0 .LL-,C ..S-Z 3"L R lZ OZ 64 S .5'.4 EZ R ZZ R ❑ .l-.G ZL l2 OZ 64 O .4-.4 .2-.E Ll RL EZ R t2 i .t 4-,9 tL {Z 0Z BL ❑ .Z-.6 ..L-A L 22 lZ 6L 64 O .6-,4 EZ ZL R R a .1-1 R LZ 6t 6L O .9-.4 .9-.0 OL / a = IOJ tOT.- 52 C2 R t2 i ..Cl E2 ZZ at at a .9-,9 ..fi-,Z 9"9 R LZ 6l 61 0 .Ll-.1 C2 z2 LZ ZE 0 .Ohl R IE 6L Hl O AL-9 .6-.E 5'fi 1 n J O - 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I .w ) .8 a31001 NIW lsOd .Zl I .OL ) .0 tl310pd NIW Isw 1SOd HIOM MCNS H10N311SOd XtlW %tlW H10N3l 1SOd WW- WK H19N31190d WN %VW XVW 9191 (!NLIOa9 H19N3l 1SOd WN ttVW H19N3115OdWW 1'VW H1`. 11SOd WK 1`VW XtlW 91tl1 CNOOtl9 s)ryN uedspinW amNwls Peas sl!u0 uetls9lnW angams=eas sl!uN uedspin6N amlavls =as slry(l uedsignyy alnpru'S sl!uN uedsalnW amt>"1s u=es spuN uedspinW ampmis=eas 10 bu!puels0elj =lams Pa9=euv lO.6tap ",at lj =laua3Pa9acuV LO 5u!puelsaay mum pagaapv L'Z 318tl1 J.6u!puelsaalj pay0elly l0 6u!pue)saalj =I6u!s Paya=u Jo btapue)sealj aI6P!s Pagaeuy L-Z 318tl1 (LL I!e)a0)weaH wnitl..S9x..ZXZEO'0 eW0 (Et l!elaO)wea8 wnitl.,B2..FX.Z60"0 a19O (Z1 I!ela0 we.a wnitl„9x„V„ZWO (L L I!etaO)wea8 wnIV.S 92.Z Z€o 0 alp0 (Et I!ela0)wea8 wn!y„gx„ „Z60'0 a19O (ZL I!eia0)wea8 wnitl,.8x„FX..Z60'0 Stl3HV ONWA IVWHON S83AOO IVJOH3WW000NV OUVd 801 SONIOVdS1SOd O'Z UaAOO 33LL Vl LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS NORMAL WIND AREAS 0.042'X3"x8"Alum Beam(Detail 12) Db1e 0.D4ZX3"x8"Alum Beam(Detail 13) Dble 0.032"XZ5,6.5"Alum Beam(Detail 11) 0.042"xTX9'Alum Beam(Detail 12) Dble 0.042'X3"x8"Alum Beam(Detail 13) Dble 0.032"x2"%G.5"Alum Beam(Detail 11) TABLE 2.1 Anac11,18 m91e Freestanding or Anache4 sin91a Freestanding or Atlachetl Freestanding or TABLE 2.1 Attached.single Freestanding or Attached Single Freestanding or Mamee s�E" Freestanding or span struanre M H.k-n Units span srcunwe Multispan Urnbs Structure Multispan Units span swnwe Multispan Units span so-anwe Multispan Units span swawa Multispan Units GROUhA TRIP MAX- MAX MA%POST LENGTH MAX MPX POST LENGTH MPX .POST LENGTH GROUND TRIB am MA% MM POST LENGTH MAX MAX]POSTIENGTH MPX MAX POST LEWTH SNOW WIDTH POST POST MIN FOSTER 8' I 10' I 12' POST MIN FOSTER 0' I 10' I 12' POST MIN FOOTEft I 10' I 1Y SNOW WIDTH POST PORT MIN FOOTEfl 0' I IT I 12' POST MIN FOSTER 8' I 10' I IT POST MIN FOSTER 8' I IT I 12' LOAD (FU SPACING SPACING POST SIZE CONSTRPINEO FOSTER SPACING POST SQE LONBTRNPEp FOSTER SPACING POST SQE 1C.'r NSTRAINED FOSTER LOAD (Ff) &PACING SPACING PO6T SEE CONSTRAINED FOSTER SPACING POST SEE CONSTWONED FOSTER 6PACING pOBi BQE CONSTIiNNEO FOOTEft (PST) ON stAH (FT) TYPE "d' °tl" 'd' •d' (FIT TYPE "tl" 'C 'tl" •tl' (Fi) TYPE "tl" "tl" 'd" 'd (PST ONSIAB (Fn .1. (nl (in) (in) (in) (in) (in) 'T (in ) IFS TYPE 'd 'd' -T •d' (Fq TYPE "d' •1. 'it' °tl' (FT) TYPE 'd" 'tl' "d •d 115MPHEKPOs REC or 130 MPH EXPOVUREB ) (in) (in) (in) (FT) (in) (an) (inl (in) (in) (in) (in) (IN) (in) (in) 01 (N) 115 MPH EXPOSURE 20 3 11'-IF 10'-4" B 18 24 25 27 15-Z C 21 26 27 29 10' _ LIVE 3Z f0'-2" .'-T B 19 23 25 26 14'-" ] B 18 23 24 25 60 J 4'1" V-3- D IJ 19 21 22 9'2" O 16 21 23 24 5' 0 C 21 25 2] 20 9'S" B 10 22 24 25 3.5 l'-" 11' D 13 19 20 21 6 4-9 D 14 19 20 - 22 B4" F 18 21 22 23 5'-4' D 14 18 19 21 6 8'-11" B'-8" 8 19 23 24 26 1]'-0" D 22 25 26 20 0'B" B 19 22 21 25. 4 3'0" q' 9" D 14 19 20 21 ]'-V F 16 20 22 23 4'-V' D 14 18 19 21 d.5 7'11" 0•q" B 19 22 24 25 12'2" 0 22 24 26 27 B'-1" B 19 22 23 24 4.5 Y-8" 9'i" 0 14 18 20 21 ]'-"1 F 1fi 20 21 23 4'-5" D 14 16 19 20 5 ]'-1" ]'-0" C 19 22 24 25 11'8" 0 22 24 26 27 T-"] C 19 21 23 24 5 2'-5" 4'-P' 0 14 18 19 21 6'-7- 55 6'-5" ]'-1" C 20 22 23 25 10'-1a" p 23 24 25 27 1-2" L 20 21 23 24 5.5 2-2- ] F 1] 20 21 22 4'1" 0 14 IB 19 20 6 5'-11" 6'-0" C 20 22 23 25 IT-4" 0 23 24 25 27 0'-" 2 3'-8" D 14 18 19 20 6'-2" F 1] 20 21 22 3'-t0" D 14 1] 19 20 9 C 20 21 22 24 . 2-I J'-5" D 14 fe 19 20 5'4 G 17 19 21 22 3'4' D 14 18 19 20 8.5 5'-5" 6'-4" L 20 21 23 24 9'-10" D 23 23 25 26 6'-5" C 20 21 22 23 SS 1'-10" 3'-2" p 14 18 19 21 5'd" G 17 t9 21 22 3'}" 0 14 16 19 21 ] 5'-1.. 5'-0" O 20 21 23 26 9'-5" 0 23 23 25 26 6'-1" C 20 20 22 23 ] 1'-9" 3'-0' O 14 18 20 21 5'-3" G 17 19 20 22 T-2" O 14 10 20 21 5 4'9" 5'-9. C 20 21 2J 24 9'-1" 0 24 24 25 26 5'-R, C 20 20 22 23 7.5 1-7. ] 2'-10" D 14 18 20 21 5'-0" G 17 19 20 21 '-10" D 15 18 20 21 0 4'-5" 5'-6" C 20 21 22 24 8'-8" D 24 24 24 26 5'-"] C 21 21 22 23 8 1'-6" 2'-6" 0 16 19 20 21 4'-9° G i] 19 20 21 Z-9- 0 15 19 20 21 9.5 4'2" 5'-3" C 21 21 12 24 0'5" O 24 24 21 26 5'1" C 21 21 22 23 8.5 1'-5" 2'E" O 14 19 20 21 4'E" G t] 19 20 21 2'-B" 0 15 19 20 21 9 3'-I t" 5'-0" C 21 21 22 24 al" p 24 24 24 25 5'-2" L 21 21 22 2q 115 MPH EXPOSURE or 130 MPH EXPOSURE 9.5 J'9" 4'-10" C 21 21 22 24 7'-10" 0 2d 24 24 25 4'-11" L 21 21 22 24 60 3 4'-P 5'-1P' 0 15 21 23 24 9'2" 0 1] 23 25 2fi 5'-11" 0 15 20 22 ]23 f0 3'-6" 4'-8" C 21 21 23 24 T9" 0 24 2I 24 25 4'9" C 21 21 23 24 ]s 3'b"- 5' " 11 3'-2" d'i" C. 21 21 2] 24 ]'-1" D 25 25 25 25 d'-" 3 0 15 21 22 24 Bb" D 10 2J 24 25 5'}" 0 15 20 21 5 C 21 21 23 26 4 3'0" 4'-9' 0 15 20 22 23 ]'-"115 MPH EXPOBUREB 8 F 16 22 24 25 4'-10" 0 1fi 20 2f 25 3 9'-]" 10'1" C i6 22 23 2d 19- 6.5 2d" d'd" 0t62021 23 ]1" F 18 22 23 25 4'S" 0 16. 19 2110" D 10 23 25 26 10'-0" C 16 21 22 23 5 2-5" 4'-T' D 16 S0212] E-1. 24 4'-1' 0 1fi 19 213a 8'-2" 9'-2" C 16 21 23 24 13'-0" 0 19 23 24 26 9'T' L 16 20 22 23 5.5 2'-2' 3-6" 06 1921226-Y F 19 21 23 24 Y-10" D 16 19 21 d T-2" 8'S" C 1] 21 12 23 12'-8" D 19 2] 24 25 T-5" C 1] 20 21 23 6 2'-" 0 3'S" p 16 19 21 22 5'-10" G 19 21 23 24 3'-]" 0 I6 19 214.5 6}" ]'-10" C 1] 21 22 23 11'-10" O 19 22 2d 25 ]'-10" C 1] 20 21 22 S5 1'-19 3'-2" 0 }620 21 22 5'-6" G 19 21 22 24 3'} 0 16 20 21T}" C 1] 20 22 23 11'-T D 20 22 23 25 ]'}" C 1] 19 21 22 ] 1'-"5.5 5'4" 8'-H" C 1] 20 21 23 10'-" 0 3-0" 0 16 20 21 23 5'3' G 19 21 22 24 3'-V D 16 20 21 ] 0 20 22 23 24 T-11" C 1] 19 21 22 6 4'5" 8'E" C 17 20 21 22 10'-1" D 20 22 23 24 8'-7" O 17 19 20 22 OVER- TABLE 2.2 TRIBUTARY MOTHS FOR SINGLE SPAN ATTACHED STRUCTURES 6.5 4'Ia" 6'-2" C 10 20 21 22 9'-7' D 20 21 23 24 6'-3" C 18 19 20 21 HgNG PROJECTION OF SINGLE SPAN STUCTURES(FIT 44�pESS/QIl]A ] 4-1 S'-10" D 18 19 21 22 1-2" 0 21 21 23 24 51-11- O 18 19 20 21 (FT) T 9' IT 11' 12 13' 14, 15' IT tT 10' IV 27 21' '] 7.5 3'-10" 5'-]" D 18 19 21 22 8'-10" D 21 21 22 24 5'A" D 18 19 20 21 w 4' 4.5' 6ar' 6' as ]' I'S' 0' 8.5' 9' afi. IT 1e5' pO�O PU �C 8 3'4" ".. D 18 19 20 22 0'-5' D 21 21 22 23 5'-5" 0 18 19 20 21 1' 4.5' S 5.5' 6' ST T To 8' ST T 9.5' 10- 10.5' 11' m 5'-l' 0 16 19 20 21 8'-2" 0 21 21 22 23 5'G' O 18 19 20 21 T 5' IT 6' IS ]' ].5' a Is' T as' 10' IST 11' 11.5- CJ 1 m 9 3'2- 410' 0 18 19 20 22 ]'-10" D 21 21 22 23 50" D 1B 19 20 22 T Na Na Na Na ZS' w 85- 9' 9V lo- Ills- H. U.S 12' .� 95 3-w 4'd" 0 1a t9 21 F 21 21 22 23 4 10" D 18 19 21 22 4' Na Na Na Na Na Na Na Na 10' les. U. 115- IS 12.F 115MPHEXPOSUREO or 130 MPH EXPOSURE B 5' Na Na W. Na Na Na Na Na Na Na Na Na 12.5' IT l� F4}( 8i Z61!J 25 3 9]" 10 1" C 10 24 25 26 14'-10" D 20 26 27 29 10'-T C 10 22 24 25 T- 35 11.1 9 2" C 18 23 25 26 13d" 0 21 25 27 20 9-2• c 19 22 24 25 TABLE 2.3 Post Requirements TABLE 2.4 Post Requirements for 4 T-Y' 9'-5^ c 19 23 24 26 12'-8' 0 21 25 26 28 0'-5- c 19 22 23 25 for Attached Single Span Structures Freestanding Structures or Multispan Attached Structures ( L CIV&I- 7 \� 4.5 6'}" T-IT L 19 22 24 25 11-10" D 22 24 26 27 T-101 C 19 21 23 24 Post Description Max POST Detail Past Description Maximum Max POST 5 5'-9" T-4" C 19 22 24 25 H--2" D 22 24 26 27 7'4' L 19 21 23 24 Hgt Code # Footing Height Code Detail# 5.5 TZ. 6'-11" L 19 22 23 25 10'-]" D 22 24 25 27 6'-11- L 19 21 22 24 0.032"POSfwl0A tat 24'Sltle 12' C 21 0.048"x350"Steel Clover d- 23" 8' B'-9 24 D 182 3 6 4 " a'.. C 20 22 2J 24 IT-1. D 23 24 25 26 C-T' c 20 21Y 22 24 0.032"Post wl 0.032"Side lab 12' D 21 0.048"A3"X8'Steel Clover d= 22" 8' C 24 Be 4'-5" 6'-2" C 20 21 23 24 9'-7' D 23 23 25 26 6'-3" C 20 21 22 23 Clover 0.040"a "x3"Alum 10' E 24 3/16"%3"XJ"Steel$ uare d= 29" 14' F 19 ] 4'-V 5'aw' D 20 21 23 24 9'-a' D 23 23 '25 26 5-U.- D 20 20 22 23 Magnum 0.075"x3"53"Post 12' F 23 3/16'x3"X8'Steel Square d= 32" a G 19 7.5 TIT 5'-7" 0 20 21 22 24 0'-10" O 23 23 24 26 5'-8" D 20 20 22 23 0.048"x3"x3"Steel Clover 12, G 24 114"x3"X3"Steel Square d- 32" 12' F '19 e 31" '1•-4" o 20 21 22 24 11.1 0 24 24 24 26 S-5" 0 20 20 22 23 0.04WX3 3"Steel Clover 10' H 24 114"x3"x3"Steel$ uare d= ". 8' G 19 as 3'-4" 5'-r' D 20 21 22 23 1-2" D 24 24 24 25 v-a' D 20 zo 22 23 31-16"X3"X3"Steel Square 15, 1 19 3/8"X3"x3"Steel Square d= 36' 8' K 19 9 T 2" 4'-10• D 20 21 22 24 7'-10^ D 2d 24 z4 25 5'-9^ D 2t 2t 22 2a 1/4"a3'X3"Steel S uare 15' J 19 3/i 6'k4'X4"Steel Square d= 36" 14' I t9 A. 9.5 3•R' 4'-0" p m v 2a 24 ]'-T' F 24 24 2a 25 4'-t 0^ 0 21 21 22 24 3/B"x3"X3"Steel S uare 15' K 19 3/16"x5"x5"Steel Square d- 41 15 L 19 FE ICN4/ to Y-t)" 4'.6- D 21 A 23 24 T-4" F 24 2a 24 zs q'-]^ D 21 21 23 24 JU 6'W x4"Steel Square 15' L 19 3IVM5"x6"Steel Square d- 46 15 L T9 GENERAL INSTRUCTIONS FOR THESE TABLES 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE 8.FOR SINGLE SPAN ATTACHED UNIT USE THE POSTSHOWN IN 2.CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE 2.1 AND 2.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Duralume U R1 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SUE FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 350 S.Raymond Ave ) '3 13 (PATIO UNITS USE 10 ESE MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 Fullerton,CA USE 20 PSF MIN) 10.USE THE APPROPRIATE DETAILS. DETAILS MAY REQUIRE POST TO UPGRADED. I # 3 4.CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS 11.ALL LATTICE NOT USING DETAIL 27 MUST COMPLY WITH TABLES Li AND L2 ON SHEET MISCS Carl Putnam,P.E. ADEQUATE CLEARSPAN FOR YOUR NEEDS, FOR PATIO SLABS FOLLOW IA FROM ABOVE THEN 34411vylink Place 1$' 5.DETERMINE TRIBUTARY WIDTH FROM TABLE 2.2 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.1 Lynchburg,VA 24503 Tqj QQ. CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE I SLAB 8.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carloutnaMiScumcast.nel A. 6. CHOOSE A HEADER FROM TABLE 2.1 THAT HAS ADEQUATE SLAB 9.FOLLOW 9-11 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MISC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES 7.USE THE APPROPRIATE FOSTER SIZE SHOWN IN TABLE 2.1 C 24 2013 ICC ESR 2676(2012 IBC)12/11/2013 Page 16 of 74 I bL 10 LV abed EVOZ/V vzZ (091 Z wz) 9L9Z 2IS300I L(+ ff �^E CC 4 ✓ _r __ �QZ 8 V 0�1Q fl ` x1 `�'✓ 92 42 2E ZZ O .0-.9 9Z 4z LZ OZ 0 .L:V 4 92 ,iC 4Z 22 So O 9',C .S 9Z 4Z LZ OZ 0 OL:C .0-.l S'OL 8Z 62 62 62 O ..5-dl SZ 4Z EZ fZ d .,0-.9 SZ 42 Vz l2 0 .9-It ,i4-.Z Sl Jx ,.1IItt �� qqq �p 92 bZ ZZ Z2 O �i9-.S 9Z 4Z R OR 0 ,.l:b .6-I Ol BZ 02 82 BZ 0 Z-,ZL SZ EZ EZ C2 d .9-.9 9Z CZ lz IS a A-9 ii9-.Z 4{ �� .111{� fl '4 ) '�AID y G 92 4Z ZZ ZL O .6-.9 9Z 4Z l2 OZ 0 9-.b .A-ZL 966 82 02 8Z 02 0 4_Zl 52 t2 a EZ J .I 1.9 94 U 4L 4Z ❑ .Z-.9 .9-.Z S4 A' 1 / II ..E-.b lL- �/OJSS�1 / 9Z 4Z 22 2Z 0 L:9 SZ 4Z R 02 0 E4 52 EZ EZ EZ J . 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Iw7 loll (uU (ul) (-0 lull (u0 WO (nl) WII (00 (id) .P. .P. .P. .p. .P. .P. 3dA1 (1J) P. .P. .P.. .P. 3dA1 (13) aV15 NO (dedl .P. .P. .P. .P. 3dA1 (13) .V.. .P. .P. .P. 3dA1 (ld) .P. .P. .P. .P. 3dA1 (ld) atll5 NO (JSd) 83100d a3NItltl1SN00 321a lSOd ON10. tl31003❑3NItl815NOa E212 190d ON10bdS L31009 a3NIVH16N00 321a lSOd 9NIOtldS ON10tld5 (ld) avol 831003 O9No Pl1SN00 3ZII 1SOd ONIOVJS C3100J❑9HhM1SN00 3215 160d ON10tld5 tl31003 a3NItltl19N00 371S ISOd ONIOVdS ON10tld5 (ld) OVOI 94 I .ZI ' i0 L3100J NIA 160d 9l I ,ZI I ,B tl31003 NIB 19.d 94 I Zl I .e CO100J NIB 1SOd lSOd H101M MONS St I Zl I .0 831003 NIB 1SOd .Sl I Sl I .B 831003 NIW III .SL I Zl I ,C tl31003 NIW IOU 190d H101M MONS H10N3l 1SOdX h XtlW H1ON3l 1SOd%tlW X A H10N31160d X N xVW xVB 9I1 ❑Nn0y0 H1ON31 1SOdX A WA HI Is Od XVW WN H1ON911SOd WIN X A XVW aRll ONOOoV Spun uedspinW anlauls ueds sl!un uedPoph e,nlomis Pads spun uedspinW ¢!moons ueds 91nIN uedRgIpVq ampml5 s)Iun uedsl)InW e=mamis nods spun uedspinW a�npnns uedS to BtLIpuel9aaLj aI6Ns P -ov Lo bulpuelsauij alI Pe4=euv d0 6ul P❑e)9aaJj -II S,-,V S'Z 3'19tl1 LO 6wpael9aoej p.gCoCjV Lo 6ulpu3CSQ.Ij eL&E,PO4aeuv LO 6ulpue)saaLj a16u1S pag=eAv 5'Z 319tl1 (54 PalaO)we-e O it-oS.Bx,.E 60 ZL (Sl II61a0)WI 0Iaa1S.0x„S e0 b4 (SL I1e1e0)wen 0I1 llox.,E e0 S1 (54 I!0160)wea8 O IaaIS,Ex„E e0 Zl (SL IlelaO)we-e O I.-Is Nx„E e0 46 (SL IlelaO)wCNa O IaeIS.eX.,E 60% SVMV ONIAA 9tlW8ON S8SA00'Itl10113WW00 ONV OLLVd NOd SONIOVdS 1SOd WE 83A00 R:)" l i UT7ICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS NORMAL WIND AREAS 16 Ga 3"x8"Steel C Beam(Detail 16) 14 Be 3"xB"Stesl C Beam(Detail 16) 12 Ge 3"ME"Steel C Beam(Detail JE 16 GO 8"x8"Steel C Beam Detail 15) 14 GO 3NE"Steel 0 Beam(Detail 15) 12 Go 3"x8"Steel Beall Detall 15) TABLE 2.5 Attaclletl filn9le Freestanding or Attached single Freestanding or Attached Freestandin or TABLE 2.5 Allachetl single Free5landing or Attaahod single Freestanding or Attaohea sinela Freestanding or span svwoure Multis an Units span snumum Multispan Units Structure Multispan Units span swCmre Multis an Units span structure Multispan Units span serumora Multispan Units c GROUND TRIB MA% MAX MA%POST LENGTH Mq% MPX POST LENGTH MA% MAX POST LENGTH GROUND TRIB MAX MAX MAX POST LENGTH MAX MAX PO Units MAX MAX MAXPOSTLENGTH SNOW WIDTH POET POST MIN FOOTER 8' I 12' I 15' POST MIN FOTTER 8' I 12' I 15' POST MIN FOOTER 8' I 12 I 15' SNOW WIDTH POST POST MIN FOOTER e' I IZ 15' POST MIN FOOTER 8' I POST MIN FOOTED 0' I 12' I 15' ( ) NSTRAINED FOOTER SPgCINO Pc9T SEE OONSTRAINEDFOOTER LOAD (FT) SPACING aPAGING PO6T 912E CONSTRAINEDFOOTER SPACING pO6T 912E CON9TRAINEp FOOTER SpgCING POST 6¢E CONSTRAINE❑FOOTER (O F� FT ON SILAB SP(FT)NG TYPE (a,' COIN'TRAI(la'F00'ER 6PACI)NG POST ('2' CO d• "tl" "a" (FT) TYPE "tl" •'tl" "tl" "tl" (PSF) ON SLgB (FT TYPE tl" d" tl" tl" ) ") O (in) d " "" (FT) TYPE "tl" FT In) (in) (In) (in) ) •, ) ( 1 ( (FT TYPE tl" d" d.' $ (FT) TYPE "d' d' '•d' •" (In) Ura) (in) (FT) 1'nl (In In) (in) (In In (In) (In) FH (Ill 115 MPI1EXPOSUREC or 130 MPH EXPOSURE R 115 MPH EXPOSURE S 20 5 ]'-1" 13'-3. D 23 25 26 3D 1G'A" D 25 26 29 31 23'-5'• G 28 2➢ ffi 33 60 5 2'-5'• 5'-61• D 15 19 22 23 ]'-'5' G 17 20 23 25 IT-21 G 21 23 28 27 LIVE 5.5 615" 12'-0" It 23 .24 27 29 15'T" ❑ 25 2fi 29 31 22'-1" G 29 29 31 33 8.5 212" 5'-0" p 16 19 21 23 fi'9" G 17 20 23 '24 12'-4" G 21 23 25 27 6 5'-11•• 11'-1" D 23 24 27 29 14'-l" D 25 25 20 3D 20'-11" G 29 29 31 33 6 2'-0" 4'-T 0 16 19 21 23 T-2" G 17 20 22 24 11'-7" H 21 22 25 27 0,5 5'-T' 1G'-3" 0 23 24 27 28 13'4" D 26 26 28 30 19'-11" 0 29 29 30 32 as 1'-lW 4'-2" 0 16 18 21 23 5'-B" G 17 19 22 24 10'-11•• H 21 22 26 26 ' 7 9 V-1" -S. p 23 23 26 28 12',8" D 26 26 28 30 19'-0" G 29 29 30 32 ] 1'-9" 3'-11" D 16 10 21 22 5'-3'• 0 17 19 22 23 10'-6•' H 21 22 24 2G 7.5 4'-1" 8'-11, 0 23 23 2G 2B 12'-0" F 26 Me 27 29 1T-" 3 F 26 2G 2] 29 1T 5" G 30 30 30 31 8 1'-6' 3•-➢" p 16 18 21 23 d'-1T G 1] 19 21 21 9'S" H 22 22 24 2e B A'-5" 6'-4" D 23 23 25 27 11'-" Be 4'-2" 7'11- D 23 23 25 27 to'-" '"5" D 16 19 21 23 4--7 ' ] F 26 26 2] 29 16'-9" G 30 30 30 31 6.6 1'-5" 3'-" H 22 22 24 26 9 3'-01" 7'-1" D 23 23 25 27 1P-D" F 20 2fi 26 2➢ ts'-" 3 D 1G 19 21 23 4'-" G 17 19 21 23 6'-10" H 22 22 24 25 4 2 G ➢0 30 30 31 9 1'-4" -10 0 16 19 22 23 4•-1" G 17 19 22 23 fl-11 H 22 22 23 26 9.5 3y9" ]• _ 10 3'-" 'e" D 23 2d 25 26 9'0" F 26 26 2G 28 11 1. G 31 31 31 31 10 1'2' 2'-90: D 1G 19 22 24 3-" 11" H 22 22 2J 25 23 2J 25 2] 9-B" F 26 2fi 26 20 1T-" _ d O 16 1B 22 2➢ 311 0 1] 19 22 23 ]' 6 6 2'-9 '0 G 1] 19 22 24 ]'-6" H 22 22 23 25 10.5 3'-4'• fi 4" D 23 23 24 26 6']" F 2G 26 25 27 14 7" G 31 31 31 31 10.5 1'-2" 2'4" D 1G 2D 22 24 TU" G 17 20 22 24 7'1' H 22 22 23 24 11 3'2" s'-1" D 23 23 24 26 T-2" F M 2e 26 2] 14'-2" G 11 31 31 31 115 M"EXP09UREC or130 MPH EXPOSURE.8 11. T--1" 11, 0 23 23 26 26 T-10" F 28 26 2G 27 13'-"9 G 11 31 31 31 60 5 2=i' 5'-G" p 1] 21 24 26 ]'-5" G 19 22 25 2] 1]'-2" G 23 25 28 30 '-7 D 23 23 25 27 ELF 6 F 26 26 26 27 13'-4" 0 31 31 31 31 5.5 2'-2" 5'-0" D 1] 21 23 25 8'-s" G 19 22 25 2fi 12'4' G 24 25 2B 29 13 2'-8" 5'-2" D 23 23 25 2T B'-11" F 26 2G 26 2] 12')" G 32 32 32 32 G 2' 115 MPH EXPOSURE B 0" 4'q" ❑ 1] 20 23 25 6'-2" G 19 21 24 26 11'-T' H 24 2d 2] 29 6.o 1'-10" q'2" D 17 20 23 25 6'A" G 19 21 24 26 10H1•• H 24 24 29 29 25 5 1.1. 12'-s•' ❑ 20 23 25 27 AFY' F 22 24 26 2➢ 22'-"9 G 25 26 20 31 ] 1'-s" 3'-11" p 17 20 23 24 G 19 21 2q 25 10'-5" H 24 24 27 20 5.5 5'-2" 11'-G" D 20 22 25 27 14'-e" F 22 23 26 20 21'-6" G 25 25 28 30 7,5 1'-]" 3'-0" G 17 2D 23 25 4'-11" G 19 20 23 25 9-111, H 2A 24 28 20 fi 4'-l" 1P-]" D 2D 22 24 26 13'-8" F 22 23 2G 27 20'-4'• G 25 25 28 30 8 1'-6" 3'-G" D 1] 20 21 25 q'-7" G 19 20 23 25 9'-5" H 24 24 2fi 20 6.5 4'-5" 9'-9" D 20 21 24 26 12'-11" G 22 23 25 2] 19'-"4 G 26 26 20 30 s.5 1'-5" 3'-3" 0 17 20 23 25 q'-4" p 19 20 23 25 0'-10" H 24 24 2G 2B 7 4'-"1 9'-1" p 21 21 24 25 12'-3" G 23 23 25 27 184"' G 28 26 27 29 9 1'-4" 3'-0" 0 17 21 24 25 4'-1" G 19 21 24 25 8'-A" H 24 24 2G 2] 7.6 3'-10" e'-6" 0 21 21 23 25 "Ira, G 23 23 25 27 17'A' G 26 26 27 29 B 3'-]" ]'-11" p 21 21 23 25 1P-9" G 23 23 25 26 16'-11" O 2G 26 27 29 OVER- TABLE 2.2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES FM' ~y -"� a5 3•-m• ]'A, D 21 21 23 25 10•-" P fJ E$S/1 G 23 23 24 26 16'-3' 0 27 2] 27 28 HFT) PROJECTION OF SINGLE appN 6TUCTUREa(FT) t01 C�6� i]]'-1" ❑ 21 21 23 24 0']" G 23 23 24 26 11 G. G Z] 27 27 28 (FT) 8' 9' 10' 11' 12' 13' 14' 15' 16 1T 18' 19' 20' 21' 'U � r-U l' 9E 3'0" 6'-9" 0 21 21 23 24 9'1" G 23 23 24 25 15'-1" G 27 27 27 28 0' 4' 4.5' S• 5.5' 6• FLO ]' 7.5' 0' B.5' 9' 9A. 10' 10S' G] § ,U 4l 10 2'-11' 6'-5" 0 21 21 22 24 8'-]" a 23 23 24 25 14'-]" G 27 27 27 28 Y 4.5• i 5.5' 6' 6.5' 7' TO B' as. 9' 9.5' 10' 10.6' 1V " 10.5 2'8" D 21 21 22 24 B'-2" G 23 23 23 25 14'-2" G 2] 2] 27 28 2' S' 6,6 G' 6G. T' 7.5' 8' at, 9' as 1P 10.5' 1V 11.5• L1 j7 , 11 Y]" 6-10" 0 21 21 22 e4 T-1 P' G 23 23 23 26 13'-8" G 2] 2] 'P 28 ➢' Ne Na nle N➢ 7.5' s' 86' 9' 9.6' 10' 10.6' 11' 11.6' 12' 115 5'-7" D 21 21 22 24 ]'G" 0 23 23 23 25 13'3" G 27 2] 27 27 4' Na i4a Na Na Na Na Na Na 10' 10 5' 11' 11.5' 12' 12,5' ryp 115MPHEXPOSUREG or 130 MPHE%P06UREB 5' Na 14a U. Ira Na Na No nla We V. Ne Na 12.5• 13' ^� X .6'Wv"6U 16 .� 25 5 O-9" 12'-8• 0 23 25 28 30 15'-6'• F 25 Me 29 31 22'-s" G 20 28 31 33 5.5 so'.. 11•,1 0 23 24 27 29 14'G" F 25 25 28 30 21.3^ G 28 28 31 33 TABLE 2.3 Pod Requiremen ts TABLE 2.4 Post Requirements for `i V' %� (V 'p! 6 4'-P' 11 " F'-7" D 23 24 2] 29 13'-e 25 25 -28 30 20'-4" G 29 29 31 33 for Attached res Single Span Structu Freestanding Structures or Multis en Attached Structures / C�..aQ`- 6.5 4'-T 9'-9" D 23 23 2G 25 12'-11•' G 25 25 26 30 19'-4" G 29 29 30 32 Post Description Max PQSTDetai Post Description MaXIIYI LIm Max POST ri1Pd 7 4'-1" 9'-1•' D 23 23 2fi 28 11-11 0 25 25 27 29 10'-5'• G 29 29 30 32 Hgt Code # Footing Height Code Detail 7.5 3'-10" B'-6" 0 23 23 26 27 11 1. 0 25 25 27 29 1T-x' G 29 29 30 32 9.032"POsIW/0.024"Side at 12' C 21 0643"X3"X3"Steel Clover d= 23" 8' B 24 C 2013 0 3'-]" ]'-11" 0 23 23 25 27 10'-9" G 25 25 2] 29 16'-11" G 30 30 30 31 0.032"Post W/0,032"Sldeplat 12' D 21 0.048"x3"%3"Steel Clover - 22" G' C 2Q 9 3 2 ]'-1" p 23 23 2`a 27 9'-] G 25 25 2G 28 16' " 19 ]-6' D 23 23 25 27 10'-1 3 O 30 3o 30 31 Clover 0.040"X3"X3"Alu111 = 44' F 24 SI 9.5 '-1 1 G 26 26 26 27 14- Xi"Steel Clover 10 G 24 i 4z 3"x3"Steal Square it 34 8' G 19 8' 0 2 ] 1 D 23 23 24 2G 0 G 26 2G 26 27 14 B O 30 30 30 31 Ma4B x X33 Post 12 $fea5 flare d- 32 12' F 19 �'`q`S Nf 10 - 8 G 31 31 31 St 3/1�x3'x3 "T are G 25 25 26 2B 15- nuru 0 6 9 0 23 23 25 26 9-" G 26 2fi 26 28 15'-1' G ➢0 30 30 31 0 0 ' q _ ii /16 5 D 23 2J 2A 25 a-" c 36 J0 a0 a6 0.048 " 8' G 19 111 2'. 6-1• •1 ••-2" "6' Steel Squae 16' I 19 3I8"X3"X3'Bteel S uare d- 36' 8' K 19 11.5 2IN'I' T D 26 2t 24 26 Te G 26 26 2fi 27 1a G 31 a1 31 31 1/4" r3"Steal S uare 16' J 19 311 B"x4"x4"Steel Square -d= 36" 14' I 19 s• 5v" 0 21 23 25 26 7•-s" G 26 26 26 27 ta'-a" G 31 a1 11 fl 3/e"X3"a3"$feel Square 15' K 19 3/16"x5"x5"Steel Square d= 41 15 L 19 O �C GENERAL 4 INSTRUCTIONS FOR THESE TABLE SPAVP D 23 23 S 27 ]2 G 2s zfi 26 z] 12'-n^ G 3t 31 a1 3t 3/16"x4"x4"$feel Square 15' L 19 3/16"xG"xG"Steel Square d= 4G 15 L 19 ,J G' 6`. pf5 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE 8.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN JJ 2. CHOOSE PROJECT ION,WIDTH AND OVERHANG OF UNIT TABLE 2.5 AND 2.3 UPGRADE THE POST IF THE HEIGHT IS NOTSUFFICIENT United Dotalume >h' EP.6.3 "2M yt. 3. DETERMINE WIND AN D LIVE OR SNOW LOAD OF STRUCTURESITE FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 350 S.Raymond Ave (PATIO UNRS USE IO PSF MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING OR 0 OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 Fullerton,CA 01T�T VI �g�\ USE 20 PSF MIN) 10.USE THE APPROPRIATE DETAILS. DETAILS MAY REQUIRE POST TO UPGRADED. At-� (,} 4. CHOOSE A RAF PER FROM SECTION 1.0 THAT HAS 11.ALL LATTICE NOT USING DETAIL 27 MUST COMPLY WITH TABLES L1 AND ION SHEET MISC5 Carl Putnam,P.E ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN 3441 Ivylink Place 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 220R SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.5 Lynchhurg,VA 24503 CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1 SLABS.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING oddrutnamrodcomcast.net 6.CHOOSE A HEADER FROM TABLE 2.5 THAT HAS ADEQUATE SLAB 9.FOLLOW 9-11 FROM ABOVE DEC 24 13 POST SPACING. SLAB 10.FOR lVtlO POST STRUCTURES USE TABLE 7d ON SHEET IFOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 2.5 ICC ESR 2676(2012 IBC) 12/11/2013 Page 18 of 74 4L d�64 abed £LOv/ uz:4 (091 un) 9L9Z i1Sa 001 S0 lyf� E40Z 86 ��a 94om q ,14p Cc a zE I dP9l of OC at OC H .9-.ZL .L-L u r}� 4C 4C 4L VC I „P-OL Of OF Of OC H .0-.CI „8-.I 9'0V 9C 9P 9H 5f W .L-JZ ze 2f ZC ZH H - ..L-.al LB 48 4C if H „e-,4V .4-.Z 94 so at OF as H �! 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M 20 28 28 29 10 ". IT TTD- 0 33 33 33 33 11 Sol H 34 34 34 34 2'-11 H 37 37 37 37 10 1'-2" 1p'S" 1 24 24 24 26 12-5" M 25 29 26 27 16'-9" M 20 28 29 29 11 3'-. 17•-6" G 33 33 33 33 20'-3" H 34 34 34 34 24'-7- H 37 37 37 37 10M 1-2" 10'-1" I 24 24 24 26 12'-1" M 26 28 26 27 16'-4" M 29 29 29 29 10.5 3'A 2" 1T-0" 0 33 33 33 33 19'-9" H 35 35 35 35 2q'-]" H 37 37 37 37 115 MPH EXPOSURE C or 130 MPH EXPOSURE B 11.5 a'-1' 16-1.' G 33 33 33 a3 18a 33 33 K 9-0" H 05 35 35 35 I'll0" T 38 30 38 38 60 566 2'2' 16'-0" H 25 2fi 29 p1 TV 8- H 26 2% 30 32 22'-1° 28 26 31 ]33 12 2'-11" 16'4" R' H 35 3e 35 35 2]'- as 1'- 16'-2" H 25 26 2D 31 V-10 H 2] 27 30 32 21'-5" M 28 28 31 115MPHEXP ] G 26 26 29 31 29] 39 39 39 39 6 2'-0"5'G" H 9M1 a4 84 34 1B'-p" H 30 36 36 p0 23-2 14'-5" H 26 26 20 Jp16'-10" I 2] T] 29 ]1 Z➢'-g' M 29 29 31 O6UREB ] 1'-9" 13'.1H 26 26 28 30111. 27 27 29 3119'0" M 2B 28 31 25 5 5'-Z' 23-2• 10 G 20 26 29 31 28'- 5.5 5'-" G 2] 2] 30 32G G 26 26 29 30 24 gi,G 28 20- 30 32 ]8 1L]" 12'-7" 11 26 26 1H 29 4'-B" M4B2829 30 19'-0" M 3p 30 30 8 4'-B" 22'-" -1" G 9 2] 29 31 2T 10" H 20 28 30 32 8 PL" 12' " H 26 26 27 29 14-3" M 28 20 28 N 18'-V75. 4'-5" 21'-11" G 2] 27 29 3p 23'-s" G 27 D 29 31 2]R. H 29 29 30 32 85 1'-5" 11']" H 2] 2] 27 2913'9" M 28 2a 28 3p 16'4" M 31 31 31] 4'-1" 21'-3" G 2] 2] 20 30 22'-01" G 28 20 29 31 26'-5° H 29 29 30 32 9 1'-A" 11'-2" I 27 2] 27 29 13'3" M 26 28 20 30 l7lai) M 31 31 31 7.5 3'-1 P' 20'-s" G 27 27 28 30 22'A" H 20 28 29 30 25'-1 D" H 30 30 30 31 8 11, 19'S" G 26 20 28 30 21-11" H 29 29 29 30 25'4" H 30 30 30 31 OVER- TABLE 2.2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES C b 8.5 3-4' 19'-2" H 28 28 26 29 21'-5" H 29 29 29 30 24'-9" H 31 31 31 31 (HANG PROJECTION OF SINGLE SPAN STUCTURES(FT) 9 3'2" 10'-T H 28 28 28 29 Cl.0" H 29 29 29 30 24'i" H 31 a1 a1 31 (FT) 8' 9' 10' 11' 12' ll' 14' 15' 16' 1%' 18' 19' 20' 21' SJ� 4(. 9.5 3'-0" 18'A" H 29 29 29 29 20'-8" H 30 an 30 30 2a'-11" H a1 31 31 01 0' 4' 4.5' 6' 6.5' 6' 6,5' 7' 7.5' M 8.5' 9' B5' 10` 10.6' _ *Y} h+"' y C 10 2'-10" 17'E" H 29 29 29 29 20'-3" H 30 30 30 30 23'G" I 32 32 32 32 1' 4.5' 5' 5.5' G' 8.5' %' L5' 8' 8.5' A' 9.5' 10' ID.5' 11' i ^ 4' 105 2'-6" 17-0" H 29 29 29 29 tA'-9" H 30 30 30 30 23'-1" 1 32 32 32 32 2' S' 5.5' 6' 6.5' ]' 7.5' 8' an. 9' 9.E 10' 10.5' 11' 11.5' w 1 C1T G _11 2'-7" 10'-]" H 29 29 29 29 19V" H 31 31 31 31 22'-9" 1 32 32 32 32 3' nle W/ W. nla 7.5' 0' 6.5' 9' &5' 10' 10.e' 11' 11.5' 12' J 'A O O /I N.s 2'fi" IEV-2 H 29 29 29 29 10 " H 31 31 31 31 22'-6" 1 a3 33 3a 33 4' n/a n/e nle nle Na an /a nla 10' 10.5 11' 11.6 12' 12.5 U V , 116 MPH EXPOSURE C ur 130 MPH EXPOSURE B 6' n]a ,In nIn it, nla re. n/a nle nIn n/a nla nle 12.5' 13' F X 6- 21011 25 5 5'-9" 23-11" G 29 28 32 34 25'-]" G 29 29 32 34 29'-7' G 31 31 3] 35 on 5-2" 23'-2" G 29 29 31 33 2a'-10. G 30 30 32 34 2a-8" G 31 31 33 J5 TABLE 2.3 Post Requirement. TABLE 2.4 Post Requirements for CIVIL 6 4'l. 21l11 G 30 30 31 33 2a11 G 31 31 a1 33 26.5" H 32 32 33 ]5 far Attached Single Span Structures Freestanding Structures or Multispan Attached Structures �l 9 226 1 G 30 30 32 34 910 7a 3 7• 19'-9" 87 4 G ll 30 31 33 235" G 31 31 32 ad 2] H 31 34 34 34 G.632'Posl W/OA24"Side of 12' Q 21 Q04G 'X3 m Ma% POST t ] 4 P Steel Clover d= 22 Height Code Detail#l� CA 34 4. 19l 3 G 31 31 31 32 21'-h• /h 2' H 32 32 32 32 21'6" H 33 33 33 a3 24•-' AUm 10t Code # 33X3 8' B 24 pELI 8 2 13 H X2 32 33 35 5' G 31 31 31 33 22 H 32 32 32 J3 25'- ' Post Description ax Detail Post Description Maximo 9.5 3'-0' p H 32 a2 32 32 2p-0• H 32 32 32 3a 2611 FI 3a a4 34 3d Clove Steel Post 12 G 24 1/4k33 xT'SIX Square PoOHn32• 8 C 24 6.6 a- q " 23 m 1p H a3 33 3a a4 0D32 Po s a-2" te•-^ H 33 as 33 a3 24•A" g COI Oaa x3"S 12 F 19 x3'75'x3 0 21 0.040'X SleelS uare d- 32" 8 G 19 ia-" H 32 32 32 a2 20'-3' H al 34 a4 04 23 H 35 a5 a6 35 RACED.. 6tee Clover 10 x3"6te6.S Square d= 34"' g• F 19 2'Side tat 12 T so 35 35 35 $teel5 uare d- 2B 14 10 2'-1 p^ 1TE" H a2 32 32 a2 20 6 H 34 34 3a 3rt 2S 1 36 36 36 36 0.043" " l H 24 1/4"x3" G 19 f 11` 2'd" 6-7 11 33 33 33 33 19,3' H 34 34 34 34 21-1 1 36 3fi 36 36 3/16"%3"X3"Steel$ Uare 15' 1 19 3/5'tGN3"Steel$ uare d= 36" B' K 19 `1=5 rQ / 11.5 2'6' 17 2" H 33 33 a3 33 1180' A' 11 2-7" 16`" ry 1 a6 a6 36 3G 1/,l X3'$teal S uare 15' J 19 3/16"x4"x4"Steel$quare d= 36" 14' 19 Q f ry ap.n�7RS 9 33 33 33 33 18'-M1" H 35 35 3e 35 2y-0 3} 3] 37 37 3/g"X3"X3"Ste9 $quare 15' ( 19 3/16"%$"%5"$ISB Square d= 41" 1$' L 19 4%� b r 12 2 4' 15 H 34 34 34 34 23' M 3] 3% 3] 37 3/16"%4"XQ"$teal"Care 15' L 19 1 3/16"X6"%G"Steal Square d= 46" 1$' L 19 GENERAL INSTRUCTIONS FOR THESE TABLES 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE IN FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN 6� 2. CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE 2.6 AND 2.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Duralume 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURESITE FREESTANDING AND MULTISPAN UNITS USE TABLE 2A 350 S.Raymond Ave (PATIO UNITS USE IO PSF MIN,COMMERCIAL UNITS 9.FIND THE OIC SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7,G Fullerton,CA M, ExIT, "3023' _ -- . USE 20 PSF MIN) 10.USE THE APPROPRIATE DETAILS. DETAILS MAY REQUIRE POST TO UPGRADED. air 4. CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS 11.ALL LATTICE NOT USING DETAIL 27 MUST COMPLY WITH TABLES Ll AND L2 ON SHEET MISC5 Carl Putnam,P.E. 00;X ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW His FROM ABOVE THEN 3441 lvylink Place 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 2.2 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.6 Lynchburg,VA 24503 CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1 SLAB 8.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carlputuam oncomcastnel 1 6.CHOOSE A HEADER FROM TABLE 2.6 THAT HAS ADEQUATE SLAB 9.FOLLOW 9-11 FROM ABOVE POST SPACING. SLAB 10,FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MISC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES '\ /�' } 7. 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PATIO COVERS ONLY, SEE GENERAL NOTE 419 2, ATTACHMENT TO HOLD COVERING AGAINST MINOR a' x 2' METAL POST POST SPACING IS RESTRICTED TO THE 'ON LATERAL FORCES. SLAB' SPACING SHOWN IN HEADER TABLES IN - 3. USE MULTIPLE BRACKETS AS NEEDED, SECTIONS 2,0-6,0, 4. FIBERGLASS POSTS MAY BE USED FOR ANY STRUCTURE. DOUG TRDETAIL Al OR 22 SOLID COVERS MUST USE THESE RESTRICTIONS UTIL FOR 10 PSF SNOW/LIVE LOAD GR TWOq l8' . 5'.LAG ANEW MAXIMUM WIN➢SPEED IS 140 MPH EXP B STEEL DR 0.032'X2'X6�5' ❑R EACH SIDE OF COLUMN. 120 MPH EXP C ALUMINUM POST ALUM HEADERS DR �_ I\ I 0,042°X3°Xe° FOR 20 PSF OR GREATER SNOW/LIVE LOAD ALUM HEADERS 3/4" MAXIMUM WINDSPEE➢ IS 140 MPH EXP C PLASTIC HOLE PLUGS EIGHT #14 SMS FLOG, FIR LUMBER HEALER JOIST OR HEAnER FOR LATTICE COVERS . / ALL SNOW AND LIVE LOADS I )h / 1" MIN #14X3/4' M6 MAXIMUM WIND SPEED IS 150 MPH EXP C ' FIBERGLASS TEI( SCREW = ATTACHED STRUCTURE POST I HOAR O POST I I TO DECK FLOOR JOIST I MI -.r 3/8°X Gi'q° BOLT /( )� FI13ERCLASS—Z 1,5°X1.5° STEEL L THESE DETAILS ARE POST COLLAR /' ANGLE BRACKET (TYP) APPLICABLE TO SOLID OR _// FIBERGLASS I STEEL OR ALUMINUM LATTICE COVERS LUAU BEARING POST DECORATIVE COVER N12 I LOAD BEARING POST SEE DETAILS FOR POST/ POST COVER CONCRETE ATTACHMENT FIBERGLASS DECORATIVE POST COVER SIDE MOUNT BRACKET FIBERGLASS I �E"2' O,I88'X2'X2° ASTM POST COLLAR j I ALTERNATIVE EAVE ATTACHMENT SEE GENERAL NOTE #9 FOR A653O CORROSION PROTECTION STEEL GRADE 33 1.5°X1.5' STEEL L yre•ASW AZG srEEL MS 0J88" STEEL BRACKET ANGLE BRACKET (TYP) qT B EXISTING EAVE SEE GEN NOTe 9 FOR SLAB OR CORROSION PROTECTION DF WOOD FLUTING i 3/8'X3/4' BOLT 8" eepcicET [S f.75.1JmE CONCRETE ANCHOR +I FRAMING �\ � STRUCTU .a' 'a ". . 'e �8, zxe LMOER BOARO (DF) \ PANEL m M3 A SEE GENERAL NOTE#8 a ALUM PANEL HANGER 14.1.5°ec.ews / STEEL BRACKET L Yr $ -201 y� / e OR RAFTER TOP MOUNT N14x3.5°SCREWS SEE CROSS SECTIO ° FpNp1NG 1" SPACING #14x1.5" 1• CIV L 4 x 'N000 BETWEEN SCREWS SCREWS \\\ /. .��9F 1.1YO�C* sEE LE Ts 2"X OF LEDGER BOARD F➢R FASTENER - Tsancinc 1' MIN GAP Live TE- BETWEEN Load Wind Speed MAX"'L"FOR TOP OR SIDE MOUNT STRUCTURES COMPLYING WITH TOP MOUNT BRACKET LEDGER AND s and Exposure 16 o1c 24"olc 16'olc 24'olc THIS DETAIL D❑ NOT REQUIRE EXISTING ROOF ROOF FOR qU 110 mph Exp B 24 rn 10 T zrs• 1e•v' p"SSIO�y�t ADDITIONAL DRIFTING SHOW DRAINAGE 115 mph Exp B 22 1n 1s's 27•.s- to U�M <`•$ CONSIDERATIONS ROOF SNOW LOAD 130 mph Exp 6 +s z 1z•-z• zrs• lea• r ! �'L EAVE OVERHANG AND 'L' MUST 140 mph Exp B w-lo m'-A 26•a' 11•1• C I g M1 GROUND SNOW MAXIMUM ALSO COMPLY WITH DETAIL BE 110 mph -9 Exp C z0' " 1s'-10" 2V-V ta•-u^ LOAD (PSF) h" (IN) 115m1h Ex O 1s-1' rns zrs• 1e•s• 10 4 h NOT ALLOWED IN SNOW LOAD AREAS I p - '� * CX 6,0-2 15 14 MAX WIND LOAD IS 110 MPH EXP C 130 mph Exp C 1s 2' rG 1• 2s a'• t8 1p" 20 17 140 mph Exp C 1a-z e•5 zz.0" 14'd° sj. ll' yr,P 25 18 M4 20 140 mph Exp B 14'S" s•-a'• rlll� s•e^ TE FGI30 20 '116 mph Exp CPATIO COVER 130mphEppC 141a" sa' EC 24 2013 ICC ESR 2676(2U12 IBC) 12/11/2013 Page 65 of 74 140 m h Ex C 1a•-r• s•s'•SDhd Cnver� Cnvarc Cnl r`I nICC'Dc erneen dINV1S S2J33 9N3 t,/P 99 a613d 840Z/4 VU (091 AWZ)919Z 2]S3 001 a e- dxj -IdISIHH❑ ❑Q❑S ❑Hl H❑ N❑Ii3VJSIldS 3H1 6 (e n ❑1 J❑1dSIJ)3dd C13AOJddd NV kg 2'9'2'-HZ-T N❑I13❑S 39I /M ❑SNdQJ❑SSd yln 1'�-`' a'� � ' Uoz a G 0�a NI Q❑1dSIJSdd QNd SNd Id ❑S❑I-I1 d❑ LW 7I J1❑Q NI S1N❑W❑JIf1�❑J Ole a��pO-q l H1IM /.-IdW❑S ❑1 Q❑IdIJ13A ❑a 1S(1W 1❑>ISdJg 1S❑d C[3Q1❑M ]Hi � � f ❑NIl❑❑d ❑1❑JSN❑S NI 1N❑WQ❑SW❑ 1S❑d 01 3AIldNJ1l-1d £Toz z a � � * - 2toz-az=sW Inoi"Q"9 x ❑ld-Id ❑Sb'S -1331S ❑NIISIS❑J 1N3W❑W 93Q13M W V ee G- 01 � 1N❑WQ3SW❑ d❑ „J /M CL16Z JS❑ �w SSI) Z1 1-I❑S ?IIM>I I1-IIH Q❑ZINVA-Id❑ OPT d = 0 0 suopea131aadS}sod gnjs pue a}eld ase8 SZ'O SLE'0 S'Z SZ9'0 VT ZE 99£E 88T'o SZ'O S'Z S'0 LT OE 009Z 88T'o 88T'o S'Z SZ9'0 8 8Z £L6T Cl SZT'o 88T'0 S'Z S'O 8 SZ bSZT SZT'0 812T'O S'Z SLE'O 8 ZZ ZSL (u1) (ul) Z3 (ul) 9 (ul) Tz (u1)V (ul) p (lj*jgl) — �— a 0 0 azlSplaM a71S}sod azlS.}sOd ssau>lalgl azlS azlSSuljoaj AlpedeD 0 0 wnualu!W gnzS gn3S a}eld meld paulealsuo3XeA JuauaolN uo pannollV IS}I 09 =XXd y ' �l T ❑ZIS Ki ❑-lShc ❑dS livid Il] 1S 9EV W1Sd 8 �"9 Q�❑M snOnNI1N❑3 Sl��H �331S s ] QddD OOSd Aisv ZOCV wiSV „8/C ❑MI - M 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE Tab Requ Ired Number of Fasteners for Shearing Leads Table 7.4:Required Number of Fasteners for Tension Loads Spacing between bolts and screws Aluminum Material Gage(in) Steel Gage([a) Aluminum Gage(in) shall be 2.5 times the shank 0.024 0.024 0,032 0.038 0.040 0.040 0.060 0.050 0,046 0048 ED35 0.06 0.060 0,090 0.100 diameter Allowable Width A 8 C D E F G H I J K L M N 0 The edge distance of bolts and for Attached Two Foote' Design #14 3/8"B 3/8"B #14 #14 3l8"B #14 3I8"B #14 3/T B 3I8"B #14 3/8"B WE'D #14 Design Foote' 1 screws shell be 3 times the Trib Post Structures on Slab Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT BOLT SMS BOLT BOLT SMS Uplift Size shank diameter Width(it) Live or Ground Snow Load d(in) (Ibs) tee sea Zee zoo 210 est ate teat 594 17s2 664 1s2 ass 12a4 212 (Ibs) d(in) Connections shall be arranged so that the 10 Esf 20 half 12 100 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 100 12 2 center of resistance of the connection shall 3 47-10" 22W" 13 127 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 127 13 coincide with the resultant line of action 3.5 36•-8" 19'-4" 14 159 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 159 14 of the load. 4 32'-1" 16'-111• 15 196 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 195 15 3 4.5 28'-6" 15'-1" 16 237 2 1 1 2 2 1 1 1 1 1 1 - 2 1 1 2 237 16 17011 7.9:WAILATTACHME OR LAII I CE COVERS 5 25'-0" 13o, 17 284 3 1 1 2 2 1 1 1 1 1 1 3 1 1 2 284 17 GRND Wind #of 5.5 23'-4" 1T-4" 78 338 3 1 1 2 2 1 2 1 1 1 1 3 1 1 2 338 18 SNOW Speed Screws' ALUMINUM RAFTER SPACING 6 21'-5" 11'-3" 19 397 4 1 1 2 2 1 2 1 1 1 1 4 1 1 2 397 19 LOAD and per 12" 16" 24" 30" 36" 6.5 IS". 10'-5" 20 psf Slab 115 20 qG3 4 1 1 3 3 1 2 1 1 1 1 4 1 1 3 463 20 (PSF) Exposure Rafter MAXIMUM NUM RAFTER AN . 18'-0" n/a 21 536 G 1 1 3 3 1 1 5 1 1 3 536 21 10 140 Exp B 2 25' 25' 21' 18' is, 7.5 1T-11, file 22 616 5 2 1 4 3 1 2 1 2 1 2 5 1 1 3 616 22 LIVE 115 Exp C 3 25' 25' 21' 18' 16, 5 ill-0" me 23 704 6 2 1 4 4 1 3 1 2 1 2 6 1 1 4 704 23 20 14f)ExP C 2 18• 1If 12' 8.5 15'-1" he 10 psi Slab 115E 722 6 2 1 q 4 1 3 1 2 1 2 6 1 1 4 722 Slab LIVE 3 18' 18' 12' 9' 8• 9 14'-3" file 24 800 7 2 2 4 4 1 3 1 2 1 2 1 1 1 4 800 24 4 18' 18' 12' 9' 8' Table 7.1 10 psi Slab 115C 886 7 2 2 5 5 1 3 1 2 1 2 7 2 1 5 886 Slab 25 2 1& 17' 12' 9' 8' 25 904 8 2 2 5 5 1 3 1 2 7 2 7 2 1 5 904 25 3 16 17' 12' 9 8' 26 1017 a 2 2 6 5 2 4 1 2 1 2 B 2 1 5 1017 26 4 18, 17' 12' 9' 8' MAX 27 1139 9 2 2 6 6 2 4 1 2 1 3 9 2 1 6 1139 27 30 2 16' 14' 10' 7' 7' POST POST DESCRIPTIONS POST 26 1270 his 3 2 - 7 7 2 5 1 3 1 3 n/a 2 1 6 1270 28 3 i6. 14' 10, 7' 7' CODE DETAIL RENT 29 1411 n/a 3 2 8 7 2 5 2 3 1 3 file 2 2 7 1411 29 4 16, 14' 10, 7' 7' A Twin 0.032"x1.5lel.5"Scroll AO 8 30 1563 We 3 2 8 8 2 6 2 3 1 3 n/a 2 2 0 1563 30 'Screws are#14 screws w/1.5"embedment into G=0.5 said wood(Douglas Fir) B Twin 0.024"x2"x2"Scroll AO 9 31 1724 his 3 3 9 9 2 6 2 3 1 4 old 2 2 9 1724 31 C 0.032'Posiw10A24^Sideplates AH/21 12 32 1896 n/a 4 3 n/a ad 2 7 2 4 2 4 n/a 3 2 9 1896 32 TABLE 7.7 STUCCO ATTACHMENT TO WALL D 0.032"Post of 0.032'•Sideplates AH121 12 33 2080 file 4 3 nice n/a 3 7 2 4 2 4 firs 3 2 old 2080 33 ALLOWAB LE DISTANC E TO FI RST ROW OF POSTS E C lover 0,0401 Alum AK/24 10 34 2275 We 4 3 his n/a 3 8 2 4 2 5 nla 3 2 Na 2275 34 16"o/c 24"o/c F Magnum 0.075"x3"x3"Post AJ/23 12 35 24BI n/a 5 4 n/a file 3 9 2 5 2 5 We 3 2 old 2481 35 Ground Snow G 0.048"x3"x3"Steel Clover Aki 12' 36 2700 n/a 5 4 aid fi/a 3 9 2 5 2 5 old 4 3 role 2700 36 Load(psf) 2 Leg 1 3 Lags 3 Lags 1 4 Lags Exp B Exp C H 0.048"x3"x3"Steel Clover AK/24 10 37 2931 Na 5 4 role n/a 3 W. 3 5 2 6 Na 4 3 We 2931 37 Live 10 13'9' 20 9 s, 115 mph N//,�' 2' 13'6' 7B' I 3/16"x3'x3"Steel Square AF/19 15 38 3433 n/a 6 5 nla n/a 4 file 3 6 2 G file 4 3 file 3175 38 Live 10 13' 19-6" 13' 1T 140 mph mph J 1/4"x3"x3"Steel Square AF/19 15 39 3433 file 6 5 file file 4 no 3 6 2 7 Ne 4 3 old 3433 39 Live 10 10 16'-1" 10'- 14' 130 mph K 3/8"x3"x3"Steel Square AF/19 15 40 3704 n/a 7 5 aid n/a 4 nla 3 7 3 7 n/a 5 3 n/a 3704 40 Live 10 I.-S. 13'-10 9'-3" 12'-4" 140 mph L 3/16•'x4"x4 Steel Square AF/19 15 41 3988 his 7 6 old nla 5 file 3 7 3 8 n/a 5 4 nla 3988 41 Live 20 T-0" 10'-T T-1" 9'-5" 140 mph Table 7.2 42 4288 n a 5 6 nla n/a 5 n/a 4 8 3 8 n/a 5 4 Na 4288 42 25 T-0" 11'-7" 7'-B" 10'-3" 140 m ah 43 4601 file B 6 file file 5 file 4 8 3 9 file G 4 file 4601 43 30 6'-6" 9'-9" G'-6" 140 ph 44 4930 n/a 9 7 n/a n/a 6 n/a 4 9 3 9 are 6 4 if 4930 44 Lag=1/4"Lag Screw with 2.25"penotration into G=0,5 woo Da gl Fir) 45 5273 file 9 7 n/a n a 6 file 4 9 3 hie nla 7 5 aid 5273 45 Lattice Structures always use 115 mph Exposure B for the ind sand i on 46 5633 ma aid 8 n/a nla G We 5 his 4 n/a no, 7 5 n/a 5633 46 47 6008 n/a n/a 8 n/a n/a 7 n/a 5 n/a 4 va n/a 7 5 No 6008 47 48 6400 nla n/a 9 file n/a 7 his 5 file 4 she his 8 5 red 6400 48 United Duralume 49 6808 tax We 9 aid n/a 7 n/a 5 nee 4 file are 8 6 n/a 6808 49 350 S.Raymond Ave DEC 113 50 7234 1 old We are n/e old 8 are 6 file 5 n/a nca 9 6 n/a 7234 50 1 Fullerton,CA Fastener Terminology � 58IQIU 414 SMS=#14 sheet metal or SDS screw,1/2"minimum length TABLE 7.5:WALL ATTACHMENTS FOR SOLID COVER STRUCTURES Carl Putnam,P.E. 3I8"B=3/8"Diameter Bolt ANC ANC2 AND ANC 34411vylink Place See General Notes for specifics on fasteners LIVE/ O/C O/C Num er Maximum Panel Spun(it) Lynchburg,VA 24503 1 .Cleauspen on this chart isle distance from the wall to the first row of columns. WIND SPEED SNOW SPACING SPACING of STUD @16"O/C SPACING (434)384.2514 2 Hilti Kwik Solt TZ 3I8"tllameter and 2"embed and 1"did steel washer:ICC ESR 1917 or other MPH AND LOAD CONCRETE �� -:�( ) RETC MASONRY Fasteners !t aJ#14X2 il4 LAG caPlDutllam COnICeSt.not � 9 anchor w/400#allowable shear and 200#allowable tensile vs live,snow,wind and seismic loads. EXPOSURE (PSF) ANCHORS ANCHORS SCREWS SCREWS 3 Masonry anchors must have an allowable shear value of 400#and 200#tensile far live,snow,wind 130 C 10 17' 12" 1 12' 12' or seismic loads or be specified by a design professional. LIVE 2 23' 23' (~C ',,,4 P(J (C 4#14 screws must have HE"of penetration into solid wood. 140 C 20 12" 12" 1 -8 -9 5 1/4"Lag screws must have 2 1/4"of penetration into studs and 0,5"washers These lag screws musfmust be installed as per AFP&A NOS Section 11.1.3. 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Speed of Posts MAXIMUM TRIBUTARY WIDTH ALLOWED Speed of Posts MAXIMUM TRIBUTARY WIDTH ALLOWED A 20% 1575 20% 2099 11-mph 2 or 3 7' 5.5' 4' 3' 2' 4' 2.5' 1.5' 1' 0' 110 mph 2 or 3 10' 8.5' 7' 5.5' 4' 6' 4.5' 3.5' 2.6 1.5' 30% 1050 30% 1399 �1. PU ✓ 4 12' 10' 8' 6.5' 55' 7' 5..i 4.5' 3' 2' 4 15' 14' 12' 10' 8.5' 10.5' 8.5' 7' 53 4.5' 4 40% 788 40% 1050 tir= 20 5 15' 14' 12' 10' 8.5' 10.5' 8.5' T 5.5' 4.5' 5 15' 15' 15' 145 12.5' 14.5' 12' 10' 8.5' T 1 50% 720 50% 960 � 1 n1 6 15' 15, 15, 13.5' 11.5' 13.5' 11.5' 9.5' 8' 6.5' 6 15' 15' 15' 15' 15' 15' 15' 13.5' 11.5' 10' 60% 600 60% 800 ° 7 15' 15' 15' 15, 15' 15' 14' 12' 10' 8.5' 7 15' 15' 15' 15' 15' 15' 15' 15' 14.5' 13' 70% 514 70% 685 ric X P- b15 yc 115 mph 2 or 3 6' 5' 3.5' 2.5' 1.5' 3.5' 2' 1.5' 0.5' 0' 115 mph 2 or 3 9' 7.5' 6' 4.5' 3.5' 5.5' 4' 3' 2' 1' 80% 525 80% 700 4 10.5' 8.5' 7' 5.5' 4.5' 6.5' 5' 3.5' 2.5' 1.5' 4 15' 12.5' 10.5' 9' 7.5' 9' 7.5' 6' 4.5' 3.5' 90% 467 90% 622 **r� 'Iy" CIV"- 4yaw- 5 15' 12.5' 10.5' 9' 7.5' 9' 7.5' 6' 4.6 3.5' 5 15' 15' 15' 13' 1V 13' 11' 9' 75 6' 100% 420 100% 560 -.FCA1-W- 6 15, 15' 14' 12' 10.5' 12' 10' 8.5' 7' 5.5' 6 1.5' 15' 15' 15' 15' 15' 14.5' 12' 10.5' 8.5' 110% 417 110% 555 ,�8 7 15' 15' 15' 15' 13' 15' 12.5' 10.5' 9' 7.5' 7 15' 15' 15' 15' 15, 1� 15' 15' 13' 11.5' 120% 382 120% 509 DEC 13G mph7 or 3 4.5' 3' 2' 1' 0.5' 2' 1' 0.5' 0' 0' 130 mph 2 or 3 6.5' 5' 4' 3' 2' 3.5' 2.5' 1.5' 0.5' 0' 130% 388 130% 517 4 7.5' 6' 5 3.5' 2.5' 4.5' 3' 2' 1' 0.5' 4 11' 9' 7.5' 6' 5' 6.5' 5' 4' 3' 2' 140% 360 140% 480 5 11' 9' 7.5' 6' 5' 6.5' 5' 4' 3' 2' 5 15' 13' 1 T 9.5' 8' 9.5' 8' 6.5' 5' 4' 150% 336 150% 448 6 14.5' 12' 10.5' 8.5' 7' 9' 7' 6' 4.5' 3.5' 6 15' 15' 15' 12.5' 11' 13' 10.5' 9' 7.5' 6' C 4 2 013 7 1Ci' 15' 13' 11' 9.5' 11.5' 9.5' 7.5' 6' 5' 7 15' 15' 15' 15' 14' 15' 13.5' 11.5' 9.5' 8' Directions for using Seismic Table L2a,L2b,L2c or L2d*****' 140 mph 2 orT335' 2.5' 1.5' 0.5' 0' 1.5' 0.5, 0' 0' 0' 140 mph 2 or 3 5.5' 4' 3' 2' 1' 2.5' 1.5' V 0' 0' 1. Determine Tributary width 45' 5' 3.5' 2.5' 1.5' 3.5' 2.5' 1.5' 0.5' 0' 4 9.5' 7.5' 6' 4.5' 3.5' 5.5' 4' 3' 2' 1' 2. Determine width of structure5Ci' 7.5' 6' 4.5' 3.5' 5.5' 4' 3' 2' 1' 5 13' 1 V 9' 7.5' 6' 8' 6.5' 5' 4' 3' 3. Determine height of structure 93t0Ar965' 10' 85 7' 5.5' 7.5' 6' 4.5' 3.5' 2.5' 6 15' 14.5' 12.5' 10.5' 9' 10.5' 8.5' 7' 5.5' 4.5' 4. Determine numberof posts structure has . Us7 ' 13' 10.5' 9' 7.5' 9.5' 7.5' 6' 5' 3.5' 7 15' 15' 15' 13.5' 11.5' 13.5' 11' 9' 7.5' 6.5' 5. Determine Ss for your area(cents( c4-� ��'' '2 150 mph 2 or 3 2.5' 1.5' 0.5' 0' 0' 1' 0' 0' 0' 0'4 5' 4' 3' 2' 1' 2.5' 1.5' 0.5' 0' 0' 150 mph 2 or 3 4.5' 3' 2' 1' 0.5' 2' 1' 0.5' 0' 0' your local building department)*"l' 4 7.5' 6' 5' 3.5' 2.5' 4.5' 3' 2' 1' 0.5' 6. Choose Table L2a-d based on the header 5 8' 6' 5' 3.5' 2.5' 4.5' 3' 2' 1' 0.5' 5 11' 9' 7.5' 6' 5' 6.5' 5' 4' 3' 2' 7. Determine the maximum size allowed on the ch rt 6 10.5' 8.5' 7' 5.5' 4.5' 6' 4.5' 3.5' 2.5' 1.5' 6 14.5' 12.5' 10.5' 8.5' T 9' T 6' 4.5' 3.5' 8. Multiply#1,#2 and#3 and divide by#4***** T 7 13' 10.5' 9' 7.5' 6' 8' 6' S' 3.5' 2.5' 7 15' 15' 13' 11' 9.5' 11.5' 9.5' 7.5' 6' 5' 9. If#8 is lower than#7 the structure is OK for seis is 170 mph 2 or 3 1.5' 0.5' 0' 0' 0' 0' 0' 17(O' 0' 0' mph 2 or 3 3' 2' 1' 0' 0' 1' 0' 0' 0' 0' 10. If your Ss is over 150%use 150% q OF 0i 4 3.5' 2.5' 1.5' 0.5' 0' 1.5' 0.5' 0' O' 0' 4 5.5' 4' 3' 2' 1' T 2' 1' 0' 0' 5 5.5' 4' 3' 2' 1' T 2' 1' 0' 0' 5 8' 6.5' 5' 4' 3' 4.5' 3.5' 2.5' 1.5' 0.5' 6 7.5' 6' 4.5' 3.5' 2.5' 4' 3' 2' 1' 0' 6 11' 9' 7.5' 6' 4.5 6.5' 5' 3.5' 2.5' 1.5' *no check needed for Patio Covers attached to slab un @@rt ass conditions 7 9.5' 7.5' 6' 5' 4' 5.5' 4' 3' 2' 1' 7 13.5' 11.5' 9.5' 8' 6.5' 8' 6.5' 5' 4' 3' 1 **no check needed for Patio Covers that are 10'tall attacAe 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 30,4 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 13 and 17,6 screws,A=2",B=5",DBL HEADER mount concrete attachment mapped on Figure 1613.3.1(1)in the 2012 ISO Aoment Frame B:Detail 30,4 screws,A=5", B=7",sideplates=0.032" **** Alternatively,divide by these numbers Acment Frame S:Detail 30,6 screws,A=5",B=7",sideplates=0.024" United Duralume For 2 post Structures divide by 3 Aoment Frame C:Detail 30,8 screws,A=5",B=7",sideplates=0.024" 350 S.Raymond Ave For 3 post Structures divide by 3 Aoment Frame C: Detail 13 and 17,4 screws,A=2",B=7",DBL HEADER Fullerton,CA For4 post Structures divide by 4.5 Aoment Frame C:Detail 13 and 17,6 screws,A=2", B=5", DBL HEADER For 5 post Structures divide by 6 Aoment Frame C:Detail 16 and 17,4 BOLTS,A=2",B=7",SINGLE STEEL C Carl Putnam,P.E. For all others add 1.5 to number of posts Aoment Frame D:Detail 16 and 17,4 BOLTS,A=2", B=5", DBL STEEL C 3441 Ivylink Place ****** Not for use in areas with flat roof snow loads exceeds 30 psf. 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G,}!9 G 0.85 Gust Factor , Cnet 1.2 Net Pressure Coefficenl 1 P/2 Dead 1 psf * F�R .fj-Q- 016, ,a Panel Span P Design Design i � , CIV64. -m®e®v---®®®®®®®®®®®®®p ®( 0.6*C Down Load Up Load p4 ®®®® Wind C&C (psf) (psf) �/ ��AL�,� Speed(mph) Exposure qh(psf) sf) W+ W_ DEC 18 2013 110 B 18.4 11.3 12.3 10.7 P/2 115 B 20.1 12.3 13.3 11.7 120 B 21.9 13.4 14.4 12.8 Header 130 B 25.7 15.8 16.8 15.2 Overhang(0) 140 B 29.9 18.3 19.3 17.7 _ 150 B 34.3 21.0 22.0 20.4 i=E S C41 Figure 1 160 B 39.0 23.9 24.9 23.3 ape P "1L�1 Patio Cover Length(L) 170 B 44.0 26.9 27.9 26.3 ?� ��/ 6) 110 C 25.8 15.8 16.8 15.2 - m Determine Snow Loads on Foisting Structure 115 C 28.2 17.3 18.3 16.7 $ 1 Determine Roof Snow/Live Load,S. See General Note 3. 120 C 30.7 18.8 19.8 18.2 * EW.. 30- 15 2 Dead Load=1 psf 130 C 36.0 22.1 23.1 21.5 3 Add Dead and Live/Snow Loads,mulitply by half of Panel Span 140 C 41.8 25.6 26.6 25.0 TABLE 1 Wall Load=(D+S)P/2 150 C 48.0 29.4 30.4 28.8 �Of CAC1 4 Result is wall load in pounds per linear foot. 160 C 54.6 33.4 34.4 32.8 1` 170 C 61.6 37.7 38.7 37.1 Determine Wind Loads on Existing Structure 1 Determine Wind Load,W+or W-. See Table 1 Combination Loads:(Roof Live or Snow)+Wind+Dead Loads DEC 24 2013 2 Dead Load included in Down and Up loads Wind Ground Sno 3 Mulitply W+or W.by half of Panel Span Wind Load Live Loads(psf) Loads(psf) Wall Load=W P f2 Speed(mph) Exposure (psf) 10 20 25 30 4 Result is wall load in pounds per linear foot. Roof Live or Snow Loads Only 11.0 21.0 22.0 26.2 5 Maximum Shear Load in X direction is 547 lbf(170 mph Exposure C,16.1'Rafter Span) 110 B 11.3 17.0 24.5 25.2 28.4 Max load in Y direction(towards house)is 68 plf (170 mph Exp C,8"beam) 115 B 12.3 17.7 25.2 26.0 29.1 Max load in Y direction due to force couple resisting lateral is 138 pif 120 B 13A 18.6 26.1 26.8 30.0 (140 mph Exp C,Projection=Width=16.5') 130 B 15.8 20.3 27.8 28.6 31.7 140 B 18.3 22.2 29.7 30.5 33.6 Determine Seismic Loads on Existing Structure(Excludes Roof Snow Load-, oad over 30 psf) 150 B 21.0 24.2 31.7 32.5 35.6 1 Vertical Loads and Horizontal Loads=maximum of 1 psf 160 B 23.9 26.4 33.9 34.6 37.8 170 B 26.9 28.7 36.2 37.0 40.1 TABLE 2 Combination Loads based on Equation 16-11 110 C 15.8 20.3 27.8 28.6 31.7 1 Determine Combination Load,C. See Table 2 115 C 17.3 21.4 28.9 29.7 32.8 3 Mulitply C by half of Panel Span 120 C 18.8 22.6 30.1 30.8 34.0 Wall Load=C P/2 130 C 22.1 25.0 32.5 33.3 36.4 4 Result is wail load in pounds per linear foot. 140 C 25.6 27.7 35.2 35.9 39.1 150 C 29.4 30.5 38.0 38.8 41.9 160 C 33.4 33.6 41.1 41.8 45.0 Misc6-2012 170 C 37.7 36.8 44.3 45.0 48.2 ICC ESR 2676(2012 IBC) 12/11/2013 Page 72 of 74 bL do£L abed £V0Z/V vuZ (331 Z0Z)9L9Z Jjn 001 AOZ-Loa!W Ob 99 0006Z Ob ape»E99V n1SV 09£91 90 z 90bZ V8'V VS'V 0V/f I!ele0 weasxoog„£x.,£x„8b0'O elgnot Ob 99 0006Z Ob ape»E99V n1SV 9LV6 EOA £OZ 06'0 06'0 OV/f I!e1a0 JapeOH weas>loo-!„Ex,V.O40'0 09 99 0006Z 09 apej0 E99V n1Stl 800EZ Z869V Z8681 96'6Z 96'6Z 9V/S I!elat weaq 0 1aa1S 96ne0 ZV olgno0 09 99 0006Z 09 apa»E99V n1SY bZ6L MU Mu 06,6E 06'6V 9V/S!!elat weag 0 1aa1S aOne0 bl olgnot 09 99 0006Z 09 opeje E99V n1SV 0W, Z9EOV MN bE'9V b£'9V 9V/S!!ela0 weag 01aa1S abne09 V elgnot 09 99 00O6Z 09 Weis E99V n1SV 409V6 V6b6 V6b6 8611V 96'K bV/N IIM90 weag 010eIS abne0 A 09 99 0006Z 09 opei0 E99V n1SV Z96£ 90E9 90E9 966 96'6 bV/N NIOCI we88 0!aa;S a6ne0 bV 09 99 0006Z 09 ape10 E99V n1SV 9S£Z 9LV9 9LV9 GV'8 LVO bV/N I!e190 weag 010a;S abne0 9V SJapeOH paa;S 9E 9£ 8E Mol 911909 80E 11 9V8bZ 9V8bZ awes ZL'L9 11!elat weaq l.,9'gx„OV gE SE 8E OOVOI 91V909 V988 Z9LZ nM awes gZ'EZ H plot weaq 1„S'6x„L 9V % ZZ 0owl 91V909 L999 VZVL VZVL awes 6Z'VV 0 pe1a0 weaq 1„9'bx„9 9V 9V ZZ 00VOV 91V909 96VZ 8V9V 8V9L awes ACV dl!elat weaq l,BL£'Zx„b . 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