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PMT14-01366 City of Menifee Permit No.: PMT14-01366 29714 HAUN RD. Type: Residential Alteration ";k6CFaA�. MENIFEE, CA 92586 '°"""'°"g"" w MENIFEE Date Issued: OS/29I2014 PERMIT Site Address: 27906 MURRIETA RD, MENIFEE, CA Parcel Number: 335-131-001 92586 Construction Cost: $3,210.00 Existing use: 1 &2 Family Residence Proposed use: Description of INSTALL ALUMAWOOD PATIO COVER Work: Owner Contractor CHARLES MASCARENAS WILLIAM SIMS 27906 MURRIETA ROAD 34450 WALTHAM PL MENIFEE, CA 92586 WINCHESTER, CA 92596 Applicant Phone:9512164220 ' WILLIAM SIMS License Number: 845983 34450 WALTHAM PL WINCHESTER, CA 92596 Fee Description QQt rr Amount 1$1 Building Permit Issuance 1 27.00 Deck/Patio, non-standard 1 133.00 GREEN FEE 1 1.00 SMIP RESIDENTIAL 1 1.00 $162.00 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.rpt Page 1 of 1 City Of Menifee LICENSED DECLARATION I hereby affirm under penalty or perjury that I am licensed under provisions of ❑ I, 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 ful(forGrOd ffect. Code:The Contractor's License Law does not apply to an owner of a property License Class r.�.,( Licens o. }} % who builds or improves thereon, and who contracts for the projects with a Expires S,/J / Signature ,J fi licensed contractor(s)pursuant to the Contractors State License Law). WORKERS'COMPENSATION DECLARATION ❑ I am exempt from licensure 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. Policy If contractors. as an owner-building if it has not been constructed in its entirety by licensed y 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:htto//www.leginfo.ca.Clov/calaw.html. permit is issued.My workers'compensation insurance carrier and policy number are: Carrier Property Owner or Authorized Agent Date Expires 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 owner's 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 rone-hundred dollars($100)or 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- certify that in the performance of the work for which this permit is issued,I identified property for the inspection purposes. shall not emolov any persons in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers'compensation provisions of Section 3700 of the r Property Owner or Authorized Agent Date Code,I shall forthwith comply with thosjpr�o��Iopnes � � City Business License# Date; d . 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, DYES OCCUPANT HANDLE A HAZARDOUS MATERIAL OR A DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE MIXTURE CONTAINING A HAZARDOUS MATERIAL LABOR CODE, INTEREST,AND ATTORNEYS FEES Li NO EQUAL 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 FROM THE SOUTH COAST AIR QUALITY MANAGEMENT Lender's Address ❑NO 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, D 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 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 ❑NO UNDER THE STATE OF CALIFORNIA HEALTH AND SAFETY a civil penalty of not more than($500).) CODE, SECTION 25505 25533 AND 25534 CONCERNING ❑ I, as owner of the property, or my employees with wages as their sole HAZARDOUS MATERIAL REPORT ING. 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; The Contractor's Stale 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). CITY OF MENI FEE PLCK No: Permit No: CityMenifee 29714 Haun Road Building &f dSafety Dept. Date: Date: Menifee, CA92586 Phone: (951)672-6777 MAY 2 9 2014 ount: Amount: Fax:(951)679-3843 Ck it Received Building Combination Permit To Be Completed By Applicant L D riWion: - t L O Planning Case: F: L: Rt: R: Props Address: Assessor's Parcel Number. 1tialt. _ Projec en ant Na Unit#: Floor#: a n No Fax No. Property ss. n umber Zi e Owner Email A dress: Vam Nd Fax No- ) Applicant r ss l Und umber Zip Code Email L q� N me: LL-f• ,V. S Ph N JVe�AF xNo. Contractor A res I S Sta1e Zip �de �_ ont r s n ss Ic I Contractor's fate of California License No. Classific m �l Number of Squares: Square Footage Descri io of APPI ure To Be Completed ByyClry5taff Only Indicate As R-Received or N/A-Not Applicable 5 Completes sets of fully dimensioned,drawn to sale plans which include: 1 set of documents which include ❑ Title Sheet ❑ Elevations ❑ Electrical Plan ❑ Geo Tech/Soils Report(on cd only) ❑ Plot/Site Plan ❑ Roof Plan ❑ Mechanical Plan ❑ Title 24 Energy(on&%x 11) ❑ Foundation Plan I l Structural Calculations ❑ Cross Section ❑ Plumbing Plan ❑ Single Line diagram for elec.services over 400 AMP ❑ Floor Plan ❑ Structural Framing Plan&Details ❑ Shoring Plan Sound Report-Residential Class Code: Indicate New Construction Alteration` Addition' Means/Methods Work Type: Repair* Retrofit` Revision to Existing Permit` Required? YES NO Proposed Building Uses): Repair* Building Use(s): #Buildings: #Units: #Stories: Will the Building Have a Basement? Y of N Bldg.Code Occupancy Group Indicate Indicate tf YES or NO Indicate all Geo-tech.Haz.Zone At Project Construction Spdnklered that apply: Coastal Zone Completion: Type(s): Coto Noise Zone Requlmtl7 YES or NO Listed on Historic Resources Inventory CITY PLANNING STAFF ONLY APPROVALS: Costal Commiss Arch.Review Board Landmark Comm. Planning Comm.Zoning Administrator Fee Exempt: City Project Elec.Vehicle Charger Landmark Seismic Retrofit Special Case:Bldg. OmcaalA roval Expedite Project(,): Child Care City Project Green Building Landmark Affordable Housing For Staff Use Only Building/Safety Permit Specialist City Planning I Civil Engineering I EPWM-Admin Transportation Mgmt. I Rent Control THANK YOU FOR HELPING US CREATE A BETTER COMMUNITY Men City of t LEDGER & TRACK Building & Safeafety Dept. MAY 2 9 2014 INSPECTION REQUIRED PERMIT NO. Received SITE PLAN � NAME _HARIL75, Jy4-CC REMASPRONC (961 2 /6 4422a 0 SITE ADDRESS '7QDb - M (A a igr- q 1120, _,, -IJNI C ITV Jrg�a W ASSESSORS PARCEL NUMBER U LL Provide North Arrow REAR PROPERTY LINE O i 6 I l 35 " s i s i D I ! E R R 0 P 1 P — ----T — �----- ,�f E R 1I 1h0 i ^ R €' if ` I'V ; T ' ? Y 27� T E CIT I ffffikE AA�LUnnh A W0 BU�LDING AND SA ff" DOMM NT PLAN APPROVAL 9 �1 i KL DATE" FRONT PROPERTY LINE *Approval of these plans shall not be construed to be a permit for,or an approval of,any violation of any provisions of the federal,state or city Street regul ' -- jobsite until completion. Amerimax Exterior Home Products Alumawoodn Patio Cover,Carport and Commercial Structure Engineering 2012 IBC City Of Menifee Building & Safety Dept. ,PAGES DRAWING SECTION DESCRIPTION 2 PAGES GN01-2012 GENERAL NOTES LEDGER �t TRACK MAY 2 9 2014 GN02-2012 2PAGES SCOI-2012 SOLID PANEL STRUCTURAL CONFIGURATIONS INSPECTION REQUIRED Received SCO2-2012 ALUMAWOOD STRUCTURAL CONFIGURATIONS 4 PAGES LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES - o 4 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREAS pESSf , 4 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS =5��.P - P TN9- yc� \ U 4 PAGES LT01-2012 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES -' 139 P LL LT02-2012 LT03-2012 * 63 20 * L LT04-2012 - STq� o 2 PAGES SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES - 0 1V1L AL 10 PAGES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREAS C' 0 013 10 PAGES SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COM6fR'dIA)E I�I[tIFJR WIN HIGH WIND AREAS co �r 4PAGES NP01-2012 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPOR4DIL.DING AND SAFETY DEPARTMENT - O NP02-2012 pFESSlO - . NP04-2012 PLAN APPRGVAEgk9GQR� PI1 Fc2 qj' 1 9PAGES CDOt-2012 COMPONENT PARTS AND CONNECTION DETAILS CD02-2012 REVIEWED BY -.660-3 `? m CD03-2012 * I ,fi CD04-2012 AT clvkcl CD05-2012 FCAL5F0-.. CD06 2012 2012 'Approval of these plans shall not be construed to be a permit for,or an OCT 02 2013 CD08-2012 approval of,any violation of any provisions of the federal,state or city CD09-2012 regulations and ordinances. This set of approved plans must be kept on the JOb51tC until completion. September 29,2013 10 PAGES Misc1a-2012 MISCELLANEOUS DETAILS Misc1b-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 GENERAL NOTES: 1. DESIGNED IN ACCORDANCE WITH THE 2012 INTERNATIONAL BUILDING CODE. 4.THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE: 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2010 EDITION OF ALUMINUM ASSOCIATION'S a.GENERAL NOTES(2 PAGES) SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. b.STRUCTURAL CONFIGURATIONS(1 OR 2 PAGES) c.RAFTER SPAN TABLES(FOR LATTICE STRUCTURES),PANEL SPAN TABLES FOR SOLID COVER 3. DESIGN LOADINGS:Ct=1.2.1=1.0,Ce=1.0(ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT STRUCTURES)OR BOTH(FOR COMBINATION STRUCTURES) AMONG CONIFERS) d.HEADER POST SPACING,FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOAD GROUND SNOW LOAD DESIGN LOAD e.ALL APPROPRIATE DETAILS 10 PSF 10 PSF LIVE LOAD ONLY f.OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. 20 PSF 20 PSF LIVE LOAD ONLY 25 PSF _ 21 PSF DESIGN ROOF SNOW LOAD 5. CONCRETE MIX: Fc=2500,3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE,MODERATE,AND SEVERE 30 PSF 25.2 PSF DESIGN ROOF SNOW LOAD CONDITIONS AS SHOWN IN FIGURE 1904.2 OF THE 2012 IBC. PATIO STRUCTURES MAY BE ATTACHED TO 40 PSF 33.6 PSF DESIGN ROOF SNOW LOAD CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750#OR LESS AND THE FROST DEPTH IS 60 PSF 50A PSF DESIGN ROOF SNOW LOAD - ZERO. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND NO CRACKS WITHIN 2'-6"OF POSTS. POSTS SHALL BESET BACK A MINIMUM OF 4 INCHES FROM EDGE OR EXPANSION JOINT OF A SLAB. FOR 0.25/12<SLOPE<1/12 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL AS PER TABLE 1806.2.ALLOWABLE FOUNDATION •: WIND SPEEDS IN THE 2012 IBC ARE"ULTIMATE DESIGN WIND SPEED". ALL STRUCTURES DESCRIBED IN THIS PRESSURE IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FT AND IS REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM"ULTIMATE DESIGN WIND SPEEDS"FOR DOUBLED PER IBC SECTION 1806.3.4. THESE DESIGN VALUES DO NOT APPLY TO MUD,ORGANIC SILTS, RISK CATEGORY II. FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING ORGANIC CLAYS,PEAT OR UNPREPARED FILLS AND MAY REQUIRE FURTHER SOIL INVESTIGATION.THE STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A BUILDING OFFICIAL Nle AB' IGN A LOAD Rit)IG CAFACfTY. UNITS IN SNOW/LIVE LOAD AREA OF 25 PSF HIGHER Kzt VALUE(ISOLATED HILLS,RIDGES,ESCARPMENTS)WILL REQUIRE HIGHER WIND LOADS AS PER OR LESS MAY BE B,ib")I ON I000 P FHB-- RI IL W DITIONAL ENGINEERING. MINIMUM FOOTING ' ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. DEPTH IS THE LOCAL fkb$T DEPTH: a'"'`" - • .r' NOTE:EXPOSURE B:SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B(URBAN AND 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR SUBURBAN AREAS,WOODED AREAS,OR OTHER TERRAIN W/NUMEROUS CLOSELY SPACED OBSTRUCTIONS VEHICLES. CARPORTS MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER)PREVAILS IN THE UPWIND DIRECTION FOR A APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT. - DISTANCE OF AT LEAST 1500 FT. EXPOSURE C:SHALL APPLY WHEN EXPOSURE B AND D(SMOOTH MUD FLATS,SALT FLATS,UNBROKEN ICE 8. AT LEAST ONE HORIZONTAL DIMENSION(PROJECTION OR WIDTH)OF COVER SHALL BE LESS THAN 30'. " AND OTHER)DO NOT. 9. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90,A123 G45 OR A153 B-3,PAINTED ASTM 5 OR USE SEISMIC LOADING AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2. MAXIMUM Ss=150%SHOWN IN 2012 IBC FIGURE 1613.3.1(1) 10.ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 30041-12 AL Ss>150%ARE NOT REQUIRED AS PER ASCE7-10 12.8.1.3 MAY BE SUBSTITUTED FOR 3004H3x. �*- S1 NOT APPLICABLE TO THESE STRUCTURES Q(l FE 10/v. • SITE CLASS=D uTyq BASIC SEISMIC FORCE RESISTING SYSTEM POSTS EMBEDDED INTO FOOTINGS=ORDINARY STEEL MOMENT FRAME>>R=1.25 v t" POSTS SURFACE MOUNTED=GENERIC SYSTEM>>R=1.25 -' -$9 ANALYSIS PROCEDURE=EQUIVALENT LATERAL FORCE PROCEDURE * - .6-30-2015 -* THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR A 1pp - CIVIL CONCENTRATED 300 LBF LOAD. - ¢OEESSIO,yq �Tf FCA u' THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED y`tra PU _ �� IN IBC SECTION 1605.3.1.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING �_. C, WIND OR SEISMIC FORCES. J met- P 28921 US Hwy 74 EXTERIOR HOME PRODUCTS Romoland,CA 92585 CALIF- CMP DRAWING NONE NE^RTGENERAL NOTES ICC ESR1398(2012 IBC)9/29/2013 AM Page 2 of 66 OCT 02 2013 FDAWING SHEET ENGINEERS STAMP NUMB GN01-2012 1 OF 2 3'XB' ALUM HEADER 3'X8' STEEL C _ - DOUBLE ALUM HEADER 0, AIULTISPAN FREE4TF NDIN• gam, MAX. RAFTER SPAN DOUBLE STEEL C BEAM LATDCE STRUCTURE (CLEAR SPAN) TWO OR MORE SPANS LATTICE OVERHANG 36' MAX "x6.625', 3"x8" OR 3"x3' ALUM. RAFTERS �M� 24' MAX FOR 30 PSF SNOW MAXIMUM .� LOAD OR HIGHER RAFTER IS OVERHANG OF CLEARSPAN LATTICE OVERHANG ' MAX 24VIP 24' MAX FOR 30 Y PSF SNOW LOAD OR � cy POST HT. HIGHER '5l 3"x 8"x 12 or 16 GA. FOB. '�s` S� T OF CLEAR SPAN �yw STEEL "C" BEAM rWw"_ SONS 6 FOR BEAM WRAP DETAIL, DETAIL 'L18' pCe>G pORj- 'DL/j�„'('I$.P ATTACHMENT TO MIN 4' MIN 3.5' CONCRETE SLAB REO'� OpR`'�J�� t0�`'�1" Sp'Q'v�F�✓gC�pN ryp`�q;9� CONCRETE SLAB W/O FOOTINGS W/ CONSTRAINE➢ FOOTINGS ,NR1" Af, , MAY BE USED WHERE PERMITTE➢ N� 5R � �,Q� SEE SCHEDULE SEE d SCHEDULE DET 1 W AIL L29 ONLY MIN 3.5' CONCRETE SLAB IyP REO'➢ W/ CONSTRAINED ., I `"L "d- FOOTINGS � 1F��,'fI' VARIES. SEE SCHEDUE LES PR r [;(F1 MIN. LENGTHloon OF PRWCR�FASCIA \ SINGLE PAN ATTACHED _ R 2'x6.625', 3'x8' OR 1. LATBCE STRUCTURE 3'x3' ALUM RAFTERS If RAPIER HE1111 R MAX. COVER PANEL Q S�QO� bFts7 1y S G hI TAILS OVERHANG E LATTICE: SPACINOF " SEE DETAIL L3 J e i g SC�FO gk3e�p�i. hp 1,y'66`ti5 PROVIDE DRAIN 1/ MIN 3.5' CONCRETE SLAB A� "4S� '°p �J(FS MIN W CONCRETE SLAB REO'D W/ CONSTRAINED S/gf d} S\Q�Q�A -.�y pESSI 'd REO'D W/ CONSTRAINED Q' 'r Uj _Fy� FOOTINGS FOOTINGS SEE SCHEDULE FOR �- - MULTISPAN UNITS FOOTING SIZE "d" "d" W REFER GENERAL MUTE 22. alrAf 2%AITACHm r' IWID C SINGLE SPAN FREESTANDINf �Q�I I � PLACE 3/8` 9X 9` -'U+ 139 z 2. IAHICE STRUCTU .6-30• 95 FL CL fL CL SEE SCHEDULE FOR SIZE DETAIL L29 ONLY �TW TW - T1d TW TW TW TW QROPESSIOM palW. ` .. II I =�w° PU Fc D C 5 13 ❑'HANG--- � OVERHANG J �$1r'3 .680-ZbimaxJ 15' * - 28921 US Hwy 74 I ," EXTERIOR HOME PRO DU CTS Romoland,CA 92585 FREESTANDING STRUCTURE ATTACHED STRUCTURE NONE OR PART ALUMAWOOD STRUCTURAL ICC ESR1398(20121BC)9/29/2013 OCT 02 2013 NAME CONFIGURATIONS ENGINEERS STAMP TRIBUTARY WIDTH (TW) DIAGRAM Page 5of 66 DATE. oRAwIgNRCT SHEET 0UMBER SCO2-2012 2 OF 2 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 0.024"x2"x6.625"Rafter(Simile Span) 0.032'x2'x6.625"Rafter(Single Span 0.040"x2"x6.625'Rafter Sin le Spa 0.042"x3"x8'Rafter Single Span Ground Rafter Wind Speed and Exposure Ground Rafter Wind Speed and Exposure Ground Rafter Wind Speed and Exposure Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C Snow Load Spacing Exp B Exp C Snow Load Spacing Exp B ExpC Snow Load Spacing Exp B Exp C psfj in 115 130 115 120 psfj in 115 130 115 120 ps (in) 115 130 115 120 psf) in 115 130 1 115 120 10 24" 8'-7" 1 8'-7" 8'-7" 8'-7" 10 24" 14'$' iq'-8" 14'-2" 13'-6^ 10 24" 18'-2" 18'-2" 18'-2^ 17•-7^ 10 36" ifi'-1" 18'-1" 16'-1" 15'-17 3"x3"Rafter 6"o/c (Muldsuan or Sit Is) LIVE 20" 10'-4" 10'-4" 10'_ 10'4" LIVE 20" 16'-1" 16'-1" 15'S" 14'-10" LIVE 20" 19'-10" 19'-10" 19'-2' 19'-0" LIVE 32' 18'-1" 18'-1" 17'-9" i6'-71" Ground Rafter Wind Speed and Exposure 16" 12'-9" 12'S" 12'-0" 11'-4" 16" 17'-11" 1T-11" 1T-4" 16'-6" 16" 22'-1" 21'-B" 21'-0" 20'-5" 24" 21'-0" 21'-0" 20'-5" 19'-6" Snow Load Gauge ExpB ExpC 12" 15'-0" 14'-9' 13'-11" 13'-3" 12" 20.6" 20'-6" 19'-11" 191-01' 12' 25'-3" 23'-8" 22'-11" 22'-3" 16" 25'-4" 25'-4" 24'-9" 23'-8" s in 115 130 115 120 20 24' a'-4" 4'-0" 4'-0" 4'-4" 20 24' T-5" T-5" T-5" T5" 20 24" 11'-3" 1V.3" 11,-3" 11'-3" 20 36" 8•_2•, 8,_2" 8'-2" 8.2" 10 0.024" 12'-5" 12'S" 12'-5" 12'-5" LIVE 20" 5'-2" 5'-2" 5'-2" 5'-2" LIVE 20" 8'-11" 8'-11" 8'-11" 8'-11" LIVE 20' 13'-5" 13'-5" 13'-5" 13'-5" LIVE 32" 9'-2" 9'-2" 9'-2" 9'-2" LIVE 0.040" 20'-2" 18'-5" 17'-7p" 17'-3" 16" V-6" 6'-6'• 6'.6" 6'S" 16" 11•-1" 11'-1" 11'-1„ 111-1" 16" 15'-10" 15'-10" 15'-10" 15'-10" 24' 12'_2" 12'-2" 12'_2• 12'2" 20 0.024' 8'5" 8'-5" 8'-5" 1 B'-5- 12" 8'-7" 8'-7" 8'-7" 8'-7" 12" 1*4' 14'-8" 14'-B" 14'-8" 12" 18'_2• 18'-2" 18'-2"1 18•_2' 16" 18'-1. 18•_T1 18'-1" 18'-1" LIVE 0.040" 14'-10'• 14'-10" 14,-10" 14'-10" 25 24" 4'-2" 4'-2" 4'-2" 4'-2" 25. 24" 7'-1" 7'-1" 7'-1" T-t" 25 24" 10'-8" 10'-8" 10'-8" 10'-8" 25 36" 7'-10" 7'-10" 7'-10" 7%10" 25 0.02q" -2" g'-2" g'_2'• 20" 4'-11" 4'' 4'-11" 4'-11" 20" 8'S" 8'S" 8'-6" 6'S" 20" 12•_9" 12'-9" 12'4' 12•-9" 32" 8•_9" 8•_9" 8•_9" 8•_9„ 0.040" '14'S" 14'S" 14'-6" 16' 6'-2" 6'-2' B'-2" 6'-2" 16" 10'-7" 10'-T, 10'-7" 10'-7" 16" 15,-6" 15'S" 15•-6" 15•_6„ 24" 11'-7" 17'-T' 11'-7" 11•_7•• 30 0.024" 7'-0" 7'-4" 7'-4" 7'-4" 12" B'-3" 8'-3" 8'-3" 8'-3" 12' 14'-0" 14'-0" 14'0" 14'-0" 12" 17'-9" 1T_9„ 17'-9" 17,_9" 16" 17•-3" 17'-3" 17•-3" 17.3" 0.040" 1" 13'-1" 13'-1" 13'-1" 30 24" 3'-5"- 3'-5" 3'-5" 3'-5" 30 24" 5'-11" 5'-11" 5'-71" 5'-17" 30 24" 8'-11" 8'-11" 8'-11" 8'-11" 30 36" 6'-6" 6'-6" 6'-6" 6'S" 40 0.024' B'-1" 6'-T' 6'-1" 8'-1" 20" 4'_2" 4'-2" T-2" 4'-2" 20, T-1" T-1" T-7" T-1" 20" - 10'-8" 10'E" 10'-8" 70'8" 32" 7•-4•• 7•_4" 7%4" T4" 0.040" 11'-2" 11'-2" 11'-2" 11'-2" i6" 5'-2" 5'-2" 5'-2" 5'-2" 16' 8'-10" 8'-10" 8'-10" 8'-10" 16" 13W' 13'-4" 13•-4" 13'-4" 24" 9,_9" 9,_9" 9'-9" 9'-9'• 60 0.024" 4•-8,• 4,-6•• 4'-8" 4'-8" 12" 6'-10" 6'-10" 8'-10" 6'-10" 12" 11_9• 11•_9•• 1P_8,• 1P_9„ 12" 16'-3" 16'_3" 16,-3„ 16•_3" 16" 14'S" 14•-5• 14•_5, 14•_S, 0.040" V-70" 8'.10" 8'-10" 9--in,- 40 24" 2'-7" 2•-T' 2'-7" 2'-7" 40 24" 4'-5" q'-5" 4'S' 4'-5" 40 24" V-9" 6'-9" 8'-9" 6'-9" 40 36" 4'-11" 4'-11" 4'-71" 4'-11" TABLE 1.5 20" 3'-1" 3'-1" 3'-1" 3'-1" 20' 64' 5'-V' 5'-4" 5'-4" 20" 8•_1" 8'-1" 8'-7" 8'-1" 32' S'S" 5'-6" 5'-8" - 16" 3'-10" 3'-10" T-10" 3'-10, 16• 6•_8" 6,-8" 6•-8" 6•,8" 16' 10'-0" 10,_0„ 10•_0•, 10.0" 24" 7:4" 7•-4" 7,_4" T41" 12" 5'-2" 5'-2' S'-2" 5'-2" 12" 8'_70" 8'-10" 8'-10" 8'-10" 12" 13'-4" 13'-4" 13'4' 13'-4. 16" 10'_11" 10'-11" 10'-11" 10'-1 T' 60 24" 1'-9" 1'-9" 1'-9" 1'-9" 60 24" 3'-0" 3'-0" 3'-0" 3'-0" 60 24" 4'-6" 4'-6" W-13" 4'-6" 60 36" 3'-3" 3'-3" 3'-3" 3'-3" OFES [ON, 20" 2'-7" 2'-i" 2'-1". 2'-i" 20' 3'-T' 3'-7" 3'-7" 3'-7" 20' 5'S" 5'S" 5'-5" 5'S" 32" 3'-8" 3•-g^ 3'-g•• 3'-B" Amerimax Eerior Home Products =- 4 Uj-q 16' 2'-7" 2'-7" 2'-7" 2W 16' 4'5" 4.5" 4.-5 4'-5" 16" 6'-9" 6'-9" 6'-9" 6'-9" 24" 4'-11" 4'-11" 4'.11" 4'-11" 28921 US H 74 12" T-5" 3'-5" 3'-5" 3'-5" 12" 5'-11" 5'-11•' T-11" 5'-11" 12" 8'-11" 8'-11,, 8'-11" 81-11" 16' 7•A" T-4" 7•-4" 7'-1" Romoland,CA 92585 TABLE 1.1 TABLE 1.2 TABLE 1.3 TABLE 1.4 68139 - NOTE:RAFTERS MAY OVERHANG 25%OF THEIR CLEARSPAN Carl Putnam,P.E. * 0.024'x2"x6.625"Rafter Muldspan 0.032"x2'x6.625'Rafter Multis an 0.040"x2x6.625"Rafter Multispan 0.042"z3'z8"Rafter Multis an 3441 Ivylink Place 630-2015 Ground Rafter Wind Speed and Exposure Ground Rafter Wind Speed and Exposure Ground Rafter Wind Speed and Exposure Ground Rafter Wind Speed and Exposure Lynchburg,VA 24503 Snow Load Spacing Exp B ExpC Snow Load Spacing Exp B Exp C Snow Load Spacing Exp 0 Exp C Snow Load Spacing Exp B Exp C carluutnam6rcomcast net ps in 115 130 115 120 s in 115 130 115 120 s in 115 130 116 120 ps (in) 115 130 115 120 10 24" 6'-9" 8'-9" 6'-9" 6'-9" 10 24" 10'_3" 10•,3" 10'-3" 10'-3" 10 24" 73'-9" 13'-9" 13'9" 13,-9•• 10 36" 71'-8" 1V-8" 1V-8" LIVE 20" 7'-9" T-9" 7'-9" 7'-9" LIVE 20" 1T-7" 11'-7" 1V-7" 11'-7" LIVE - 20. 15'-5" 15'-5" 15'-5" 15'-5" LIVE 32" 12'-8" 12'-8" 12•-e" 12'-B" DEC 05 013 16" 9•_1„ 9•_1" 9'-1" 9•_1" 16" 13'-5" 13'5" 13'S" 13'-5" 16' 17'-9" 17•-9" 1T9" 1T-9" 24" 15'-4" 15'4' 15`4' 15'-4" 12" 11'-1' 11'1" 71'-i"111%1" 12" 16-0" 16'-0" 16'4" 1"" 12" 20'-11"20'-11" 20'-11"20'-11" 16' 19'-8" 19'-8" 19'-8" 19'-8" 20 24' T-10" 3'-10" 3%10" 3'-10" 20 24" 5-1" 6'-i" 6'-1" 6'-1" 20 24" 8'S" 8'-6" 8'S" 8'-6" 20 36" 6'-10" fi'-10" 6'-10" 6'-10" LIVE 20" 4'-6•• 4'E" 4'S" 4'-6. LIVE 20' 7'-0" 7'-0" 7'-0" T-0" LIVE 20" 9'-9" 9'-9" 9'-9" 9'-9" LIVE 32" T-6" 7-6" T-6" 7'-6" Q�pFESSIO - 18' S'5" 5'-5' 55 5,_5" 16• 8,4• 8.4• 8.4" 8•-4" 16" 1V-4" 1T4„ 11'4" 11'4" 24' 9,_5• 9,5" 9.5, M5 y�� P ;,,PU c�C_12" 6'-9" 8'-9" 6'9" 6 9" 12' 10'3" 10'-3' 10-0' 10'3' 12" 13'-9' 13'9' 13-9' 13 9" 16' 12-8 12'-8" 12'-B" 12'8" 25 24" 3 8" 4'3'• 3'-8 3 8" 25 24' 5'10' 5-10' S'-10' 51-10, 25 24" 8'-2• 8'-2" 8'-2" 8-2" 25 36" 6'-7" 6'-7' 6'-7" 6'-7"20' 4'-3" 4'-3" 4'-3" 4'-3" 20" 6'-9" 6'-9" 6'-9" 6'-9" 20" 9'-4•' 9'-4" 9'-4" 9'-0" 32' 7'-3•• 7•_3• 7,_3" T Y J 1 to 161• 5'-2" 5'-2" 5'-2" 5'-2" 16" 8'-0" 8'-0" 8'-0" 8'-0" 16" 111-0' 11'-0" 11'-0•• 1110" 24" 9•-7" 9,_1" 9•_1" 9'-1" 12" 6'S" 6'-6" 6'-6" 6'S" 12" 9'-11" 9'-11" 9'-7 t" 9'-11" 12" 13'-4" 13'-4" 13'-4" 13,_4" 16" 12,_2" 12•_2' 12'-2" 12•_2'30 24- 3'1' 3'1' 3'1" 3'1" 30 24" 5'-0' 5'-0' F-O" V-0" 30 24' T-1" 7-1" 7'1" 7'-1" 30 36" 5'8" V-8" T-11" 5'.8" - 20" 3'8" 3'6" 3'$" 3'$" 20" 5'-10" 5'10" 5-10" 5'10" 20" 8'-2" 6.2• 8'2" 8'-2" 32" 6 3' 6'-3' V-3" 6'-3" -VLW-.- 16" 4'-5" 4'-5' T-5' 4'-5" 16" 7-0" 7'4, T-0" T-0" 18" 9'-8" 91_8• 9'-g" 9'-8" 24" 7•-11" T-11" 7'-11" 7%11" - CI ��\Q 12" 5'-8" 5'-8" 5'-8" 5'-8" 12' 8'-8" 8'-8" V-8" 8'-8" 12' 71'-10" 11'-10" 11'-10" 111-10" 16" 101-9" 10•_9" low, 10'-9•• 40 24' 2%5" 2'5" 2'5" 2'-5" 40 24" T-11" 3'-11" T-11" 3'-11" 40 24" 5'-8" 5*41 5'- 5'-8" L4036. 4'-5" 4'6" 4-5" 4'S" 20" 2•-10" 2.10" z'-10" 2=10" zo^ a'-7" a'-7" a•-T 4W" zo" 6•_T• 6•-7" 6'_T' B•_T' 32" 4'-00" 4'-10" a'-10" 4•-10" OCT 02 2013 16" 3'S" 3%6" T-6" 3'S" 16' 5'-7" 5'-7" 5%7" 5'-7" 16" ' 0" 7'-10" 7'-10" 7'-10" 24' 6'J" 6'-3" 6'-3" 6'-3"12" 4'-5. 4'-5" 4'S' 4'S" 12" T-0" T-0" T-0" T-0„ 12• 9'4' 9•_8" 9•-8 9'-6" 16• 8,_8„ "" 8_8" 8•_8" 24' 1'-7" 1'-7" 1'-7" 1'-7" 60 24" 2'-9" 2'-9" 2'-9" 2'-9" 60 24" 4'-0" 4'-0" 4'-0" 4'-0" 36' 3'-0" 3'-0" 3'-0" 3'-0"16. 1'-11" 1'-11" 1'-11" 1'-71" 20" 3'-3" 3'-3" T-3" 3,-T' 20" 4'-8" 4'S" 4'-8" 4'-8" 32' 3'S" 3'-5" 3'-5" 3•-5"i6' 2'S" 2'-5" 2'-5" 2'-5" 16" 3'-11" 3'-11" 3'-11" 3'-11" 1g• S•$•• 5,-8" 5•-6•, , „ 32 4•_5" 4.5" 43%5"12" 3•_i•• 3•-1" T-1" 3-1" 12" T-0, 5•-0" 5.0" 5'-0" 12" 7'-1" 7'-1" T-1" 7'-1" 16' 6'-3" 6'-0" 6'_3" 6J" TABLE 1.0 TABLE 1.7 TABLE 1.8 TABLE 1.9 ICC ESR1398(2012 IBC)9/29/2013 Page 6 of 66 #10 SMS @ 6' n/C 2'x6' ALUM FLAT PANEL 2.5'x6' ALUM FLAT PANEL -I 1,511 I- N2 t=0.018' 3004H36 N3 t=0.018' 30041136 t>0.018' 3004H34 t>0.018' 3004H34 USE OF FOAM CORE SANDWICH PANELS WILL 0992 FASCIA CAN HE REQUIRE THE USE OF A REGISTERE➢ DESIGN o.s7s Ro.I2s. R= D.2" 1.625 �-o.7so ROLLED FOR PROFESSIONAL TO COMPLY WITH EXISTING Ro.125 RO.153 0.12s 3 DIFFERENT ICC ESR Ro.25o 0.295 — 0.95' 0.92"- l I I IA PANEL HEIGHTS FOR 2', 2PA 0.350 R=.125" — AND 3.5' PANEL 2.000 L958 R=.125° 1.625 L_ HEIGHTS 0.363 y 0.5" R= 0.15° �_ 0.18 FOAM CORE SANDWICH PANEL 1 W/ CURRENT ICC ESR 167" �--os25 -j 1.060 �-- 2.50 T-73.0" 1,625 o'3� �-I I .0.75 6.000 J #8x1/2• sws 167° ' SIDE FASCIA I e 3' O/C #8x1/2' P,P 1.62s 2.0o NOMINAL .0 ATTACH TO TOP OF HEADERS SMS @ 6.00' I N THICK S. PER TABLE 4.9 OR 410 3' O/C ATTACH TO TOP OF HEADERS H—3.00 PER TABLE 4.9 OR 4.10 N4 6 1/2" ROLLFORMED E IONS (3004-H34 AWM. A P _U FOUR #14 SO SCREWS EACH J 68139 SIDE FOR FOOTINGS UP TO d=26" * 6-30-2015 VIA \P 2' x 6.5' Rafter FASCIA FROM N1, N2, N4 OR N10 "X 6 1/2" 4r OF tl 0�� 3"X 3" SIDE LATES #10 SMS @ 6' O/C x �- i POST EC 05 013 METAL SKIN Structural Panel -�' ALU . FOO NG Header BRAC 0 '0 GALVANIZED OR SEE TABLE 4.9 OR 4.10 STAINLESS STEEL HILTI N1 SANDWICH PANEL TO x A° a KWIK BOLT TZ ANCHOR (ICC ,"so•a° • ° ESR 1917) W/ 2' EMBED AND HEADER C❑NNECTI❑N 9 1' 0 WASHER OR EQUIVALENT SEE NOTE 4" SLAB OR FOOTING SEE DETAIL BM AT RIGHT Rafter Tails - RpFESStON 0.042' x 3' x 8' Q .4r0 PU P N8 BRACKET FOR CDNNECTI POST SLAB 100 Header OR FOOTING (6063-T6 ALUM ALLOY) 2 Gr U m _ SINGLE SPAN ATTACHED UNITS ONLY N5 NETAIEWPORT FASCIA Post J 8 3 .OiS� * 1" Qmer�m�Ax` 26921 US Hwy 74 GIV111• \P. L8 � ��GAUF� EXTERIOR NAME PRODUCTS Romoland.CA 92585 :1 ert mr OCT 02 2013 BEJ/CP 35�nyr: omponent arts & Connection Details ICC ESR1398(2012 IBC)9129/2013 Page 44 of 66 NTS for Newport Patio Structures Engineers Stamp u m NPOI-2012 1 of 4 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREAS 12 Gauge Attac Steel C(Detail T) Double 18 Go 3'x8'Steel C Detail T and AY Double 12 Be 3"x8'Steel C(Detail T antl A 12 Gauge x3-x8"Steel C(Detail ) Double 16 Be 3"x8"Steel C Delall T antl A Double 12 Ga 3 x8"Steel C etail T antl AY)TABLE 6.8 AOecbetl Freestanding A Allachetl Freestandng or A9ached Freestanding a TABLE 6.8 ARDSMOO Freestanding or Attachetl Freestanding or Attachetl Freestanding or StmcWre MNBspan Unib SWcWre Mu105pan Units Structure MulOs n Units SbucWre Mullis an Units Structure Mulb. an Units StmcNre Mu bspan Units P GROUND TRIG Po9T POST MAX MAX POSTLENGTI Mq% M-PO.T LENGTH MP% MAXPOST LENGTH GROUND TRIG POSTff MA% MT POSTLENGTH MAX MAX POST LENGTH MAX MA%P09T LENGTH SNOW WIDTH SPACING REO'D POST MIN FOOLER B' I fT I 15' POST MIN --IC OmFR p ' tY I 15' PO6T MIN FWIEq 9' I f2' ' 15' SNOW WIDTH 3PACIN POST MIN I'Dou OTS e' I 1Y I 15 P03T MIN FOOT 0' I t2' ' 15' P09T MIN FOOTS 8' I 12' I 16' LOgp (FT) ON SIgB FOP 6PACIN POST 56E CONSTRgINEO IS. SPACING PORT SRE CONSTRAINED FORTE 6PACING POST 5¢E CONSTRAINED FOOTS LOAD (FTf ON aL4SPACING PoST 12E CONSTP/INEDFOOTER GPACIN P08T 312E CONSTRAINED FOOTS SPAOIN POST SIZE CN9TMINEDFOOTS(PHF) (FD SIAB (FTI TYPE `tl' •d' tl' y' (FT) TTPE 'C 'd ' '' TTPE •E• •C• (FT) (FT) TYPE •d 'd -C -d (FD TYPE •d• •E• •d• •tl' (FTI TYPE •J• •T y •d•ON 0n) (in) 0n) Let Sit 0nl (n) tin) 0n) tin) GN III) BM (I ON (in) f) 0n1 WO MPH E%P09VREG or 160 MPH EXPOSUREB 140 MPH E%PO3URE B 10 q F 36 35 % 21'-Y' F 9] 9 4] 25'd' F 39 90 39 a s'A" A 18'-5' F 90 so 90 sf 1B'-0- F 32 32 % 35 2a'-0" F 3a 3a 35 %LIVE 5.A 12b" ATA' F % % IS 31'-v F 38 3B SB 24'-1P F 40 d0 40 5'-Y A t5'd' F 91 31 31 91 10'A' F ]3 33 39 35 23'S' G 35 95 35 3] LOAD 8 11'd' A 16'd' F 3B % 30in'll, F 9890 3B 2-1" F 41 at 41 4'.P A 14'-7- F 31 31 31 91 1]-f0' F 39 33 33 9a 22'-T G6ONLT B5 10'S' q 15'd' F 3> 9] 3] 1B-0' F 39 98 3B 23'b" F 42 42 4$ 4'd' p 15q0" F 91 31 31 91 1T-T F 3a 34 39 94 2t-11' G 38 38 % ST ] 9'd" A 15A' F 3] 3> 18'-9" F 3B 3B 39 =.-it" G 49 43 43 4'-1" A 19'-Y F 32 32 32 321fi'd" F 3a 39 X 34 21'S" G 3] 3] 3] 3> ].5 9'-1" q 14'-a' F 9] 9] 3> 1>'9" F 40 40 40 2Y3' G 43 q3 49 9'-0" p 1Td' F 82 32 32 32 15-8` F % 94 99 34 20-11' G % 38 30B 8'd" A 19'-Y F 33B3010-1T F 4p 4040 21'N l" G 44 a4 a4 3'-0" q 12A' F 82 92 92 32 15'- 0.5 0'-0" A t3'-Y F % 90 3B 21.-0" G, M 2" F % 35 35 95 2. G 3B 36 3B9 Td" p 12-B' F 9B 3B 38 10d F al 41 J1 3'd" A I-T F 32 W 32 32 1a'-0' F 35 A5 35 35 20-1" G 36 3915-10' F a1 4f 4f 2T-1• G q5 q5 45T-2` A 12'-T F SB 38 % 15'd" F at 41 41 2U'b' G 48 40 983'-0" A tV-1 F 33 39 33 35 13'�14_F 32 32 32 322' F 35 35 35 95 t0'-WG 59 39 30 39 6' O 35 95 % % 1w, G a040 40 40 f0 0'-Y A 1 l-10' F 9B 38 9B 1.11" F 42 42 a2 20'A" G 46 48 46 $'-10- A Itld' F 33 9 33 33 13'3- 0 % % % % 1B''Y G 40 40 40 40 105 0'-S A 11'S' F 3B 3B 39 ta-0" F 42 42 42 20-0" G 4] 4] 4] 2'-4' A f0'-0' F 93 33 39 99 12'-lf G 3B 36 % 38 G 41 M qt 41 tt -11 A 1..T 1- F 39 39 9B 14'-1" G 42 42 a2 1B'd' G 4] 4] 4] 140 MPH EXPOSURE C w 100 MPH E%POSUREB 11.5 5'-11' A 1VA" F 38 3B 30 19'-Y' p 42 4$ 42 1g'.5" G 48 48 48 30 5 6'b' q 14'-11" F 93 39 33 99 10'-2" F 35 % 35 3] 2YA' G 38 9B 3B a0 12 5'$ q 10'b' F 3B 39 99 i3'-5" G 43 43 a3 I.. G IB 48 48 v.6 5'-T' A 14'-0" F 93 33 33 39 1]'-9" F 96 38 % 37 2Y.1" G 38 59 39 40 11 6'-Y A 9'-IV F W 9] 9] 1Y-B' F at 91 4t 18'-T G 48 48 qg 8 a'-B' p t3'3" F 3d 9a 34 31 10'140 MPH EXPOSURE B 5" F 30 A� T 21'-5" G 40 40 46.5 44" A tYE" F 94 34 ]4 34 15'-9• F 20'-10' G 40 a0 40Tn' A tT-B' F 31 91 31 31 211'W F 33 93 33 35 25'O- F % 95 % 38 ] 4'q' q I¢1p F 31 Sq 9a 34 15'-0" F 3] 20'<- G 41H 41 41 SS B-5' q 16-B' F 32 92 92 32R0-0 24'3- F 39 % % 38 ].5 3'-B" q 11'd" F 34 34 94 34 14'-5" F 3] 19'-t 1' p 4$ a2 42 42 LOAD fi s'-11' A 16-10" F $ 92 32 92 1B'-1" F 34 y4 34 9523-V' F % % 38 3> B 9'b' A 10'-10' F 95 35 95 35 15'-1t" G 38 18'-5' G 4$ a2 42 92ONLY Bb 5'S" p 15'-0' F 32 32 32 92 lrrJ F 34 34 34 S4 w-11" G 3] 3] 37 3] B5 3'd' A 10'-5" F a5 35 35 35 13'S" G % 19'-1- G 43 43 43 a3] 5'-1' A 14'd' F 32 32 32 32 ITT' F 55 35 35 % 2Yd` G 39 % 38 18 B 3'-Y A to'-0' F 95 35 95 35 12'-11' G 38 1$8" G 43 43 43 43 LS 4'A' p t3b' F 39 93 33 93 f6-1V F 35 % % 35 21--10- G an 38 98 % 8 4'S q 19'-1' F 33 39 33 99 16'-9' F 95 35 35 95 21'-1' G 50 3B 3B 3B OVER- TABLE fit TRIBUTARY WIDTHS FOR SINGLE SPAN AmACHEO STRUCTURE. fly 4'-2- A 12'-T F 33 33 33 M 15'S. F 98 % 38 % 20'-11" G 39 3B 3B 99 HANG PROJECTION OF SINGLE SPAN STUCTURE31Fr) gay 9 9'-11" A tY-P F 33 33 93 33 15'3 F a8 % So 30 20'->' G 40 40 40 40 (FT) B' ]' 8' 9' 10' 11' 1T t9' IV t5' IB' 1T 1B 10' $0 21- 2Y OFEW! 05 y-B' A 11-B' F 3q 34 31 34 14'-9' F 36 3B % % 20.2' O 40 40 40 40 tl 3 35' 4' A$' 6' bs' 8' 85 ]' ].5 8' 8.5' 9' &5' t0 tOb' 11' (f 10 9L' p 1f'S' F 34 94 34 39 1I4' F 3> 3] R 3] 16-10' G 41 41 41 41 1' se 4 45' S' 66' 8 8.5' T ],5 8' 03' B BS' 1tl t05' 11' 1'a' { �^�X4 105 34' A t011" F 9d 34 34 34 19.11• G 9] 9> 3] W 19-V- G 41 4t 6f 4t 2 nla nh Ne No n/a 85' ]' ]6' V 3.5' S' 915' IV 10.5' 11' 1 1 A 12' fl 3-2" A 10-]' F 34 34 34 3a 19'6" G 3] 3> 3] 3> iB-F G 42 62 42 42 3' nA Nd Na Na Nn n/a Na Na Ne Na 9.5' 10' iB5' 11' 11.5 1T 12.6' w 7i Hs 3-1" A t0-9' F 34 94 94 34 13-Y G 3] 9] 3T 9] 18'NP G a2 42 42 42 q' nle n/a n/a nla N. Na Ne Na Na Na Na Na Ne Na nle 125' 13' Q m 140 MPH EXPOSVREC w18p MPH E%POSUREB saws 20 s r-V A t1w' F 34 s4 % 34 1B'a' F se % % 3e 25-]' F ae a6 3B 4t TABLE fi.3 Post Requirements TABLE 6.4 Post Requirements for LIVE s.b e'-s' A 1s-n' F 34 34 as s4 1B'-9' F 9fi % 3B 3e n'-lV G a9 a9 36 a0 for Attached Single Span StruCNres Freestanding Structures or Multispan Attached Structures * 6-30-2015 LOAD fi 5'-11' A 1P-Y F So 34 34 s4 1r-s F 37 3] 37 3T zz's^ G 40 40 40 40 Post Description Max POST Detail Post Desorption Maximum Max POST ONLY 05 5'-s" p 19'-5" F 36 % 95 35 16d' F 3] 3> 3] 9] 2P-8' G at 41 4t 41 H Code Fooling Halpin Code Detall ITTq wit \�P. ] 5'-1- A ¢.m' F as as se 35 16'0' F % 3B in % 21-V G at a1 41 41 Town B060"xLS-xL5"Scroll 9' A AD 0.04IN3'x3'Steel CIDver tl= 20" 9' B N11,A 2.5 4'q- A 12'-F F 35 35 is 35 i5'N- F 38 M 3B 9B W->' G 42 43 42 42 0.042'x3"x8"Aluminum Posl 16' B N30 0.041"x3"x3"Steal Clover d= 21" 8' B N11.A14 F LSF 14 B a••-5 p n•-e- F % % % % a'-e- F 36 3B 3B ae 20-2' G 43 43 43 43 0.024"z3'x3'Post wibl Sitle let 11' B rv16.Bx 3/16"x3"x3"Steels uare d= 29" 14' E N17.AG B.5 4'-2' A 11'-3' F % 3. 36 38 1.s" F 90 3B 3B 30 iB'A' G 43 43 43 43 - Clover0.030"x3"x.I /um 11' C Nil AR 3/1 0N3'SteelSquare d= 32' 8' F N17,AG EC 05 20 B 3'-t 1' A 10'-8' F 38 % 3B % 19'-0' G 99 W 39 3B 1P3• G 4,1 44 dd m Clover 0.040'x3NYMum 11' D NIL.All T16'x4'x4"Steels Square d= 35" 14, F Ni7,AG 95 3'-9' A f0'-5 F 36 36 % % 13'd" G aB 30 59 38 10'-1' G 44 q4 44 Colonial 0.062'Extruded 12' E pE 3/16"xb"x4`Steel Square tl= 38" 9' F Nt7,AG 10 S. A 10'-0- F 3B 38 % % 12'-11' G 40 40 40 40 i8'-B" G 95 45 45 as 0.041'x3"x3"Steel Clover 11' F N11.AH 3/16'x!i 5"Steel Square or 41" ItL G N17,As lay ad' A Pa` F 37 37 37 w 12'-]- G 40 40 40 4p 15s' G 45 45 45 45 0.041"x3'xW Steel Clover 8' G N1;AH 3/16"x6"x6"Steel Square tl= 46" 15' 1 NIT.AG 11 9'-Y A p.4" F 37 37 37 3> 12-a- G 4p ao 40 m 1D'-2• G 43 ae as 45 3/16"x3'k3'Steet Square 15' H xn.AG 115 3'-1' A B-l' F W 37 37 W n'-+1' a tap 40 40 4B 1T-1p" N 4e as ae 46 3/16'X34W Steel Square 12' 1 Nn.Ac 1z Y-t 1' p 9'-10^ F 3] a] aT 3] 11-7 'is c 41 al 41 41 n'-0' H 4] 4> 4] 4> 3116'x4'z4'Steel Square GENERAL INSTRUCTIONS FOR TKEBE TABLES 3/16"x5'x5'Steel Square 15' K Nn,AG RD OO/) 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE 8.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN �Q f .PU 2.CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE 6.8 AND 6.3 UPGRADE THE POST IF THE HEIGHT IS NOT S UFFICIENT Amerimaz Eztedor Home Products 'Y1'iB. 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 6A Armermax Ex T4(PATIO UNITS USE IO PSF MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING ORp OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 28921RonnO US CA 92565 D ih/, n m USE 20PSF MIN) 10.USE THE APPROPRIATE DETAILS(N1-N35 or A-BM) .4 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Cad P.M.R.P.E- �+ "ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1- FROM ABOVE THEN cad P.ylink Place *. IQ•Z0'ISI - 5.DETERMINE TRIBUTARY WIDTH FROM TABLE 6.2 OR SLAB T.DETERMINE MAXIMUM POST SPACING ON SLAB FROM 3441ILynch urn,Place 24503 / .J CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 SLAB 8.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING f�/ cadputnam0comcastnet C1ygt \Q' 6.CHOOSE A HEADER FROM THAT HAS ADEQUATE SLAB 9.FOLLOW 9-10 FROM ABOVE POST SPACING. SLAB10.FORTWOPOSTSTRUCTURESUSETABLE7.1ONSHEETMISC3FORSLABREQUIREMENTSINSTEADOFTHESETABLES - CA1.1F9Q'� 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.8 OCT 02 2013 ICC ESR1398(2012 IBC)9/29/2013 Page 43 of 66 �--- .641 #10 SMS V75' ENCLOSED PANEL 6 O/C 0.024" 0.024' - 0.28 --, J- 4.656 1.000 3• Live MAX"L"FOR TOP 0.024' IN 6 5i8' 3• Load Wind Speed OR SIDE MOUNT IL N30 (psf) and Exposure 16"o/c 24"o/c AL 0.0750 —'-� �-" 0.37 10 110 mph Exp B 21'-3" 14•-2" 12 (t= 0.105') or 2.000 3' 115 mph Exp B 19'-7 13'-l" 16 G0 (t= 0.059') t= 0.030' ALUM 130 mph Exp B 15'•7'• 101-4" = 0.040' ALUM 140 mph Exp B IT-r' 9'-1" J— = 0.041' STEEL 3' SQUARE COLUMN 110 mph Exp C 15'-7" 10'-4" 0.875" TYP. — 4.043 NOTE. (3004-H34 ALUM. ALLOY) 115 mph Exp C 14'-3" 9'-7" POSTS MAY BE TRIMMED w/FLEX N 16 3004-H' SALUM.A ES 20 130 mph Exp C 11'-4" r-7" N9 STEEL "C"- CHANNEL HEADER N10 CALIFORNIA FASCIA ALUM. FACING. 140 mph ExpC s-1D s'-7' 3" ALTERNATE POST (STEEL A-653 Fy=50 KSI) (ALUM 6063 T6) N11 (3105—H25 ALUM. ALLOY OR SIDEPLATE CONNECTION DETAIL TOP MOUNT BRACKET NOT ALLOWED A-653 Fy=40 KSI STEEL) IN SNOW LOAD AREAS SEE GENERAL NOTE #9 FOR CORROSION PROTECTION 3' x 3' METAL POST CORROSION SCREWS 6 PLACES 1.5- �{ 0.125' SEE GENERALNOTE 19 0.21-slm(F1'`M Ks0 EXISTING EAVE I e• DF WOOD FRAMING I M1wxT¢law•vcrc EIGHT #14 SMS L 1.5' TWO 3/8' XS' LAG DETAIL N8 �e 2Y9��(oWa F) STRUCTURAL PANEL SCREW W/ 1'0 STEEL p ALUM ac 0°x""`N0a/2J 0.125"xI.5"x1.5" O THESE DETAILS ARE LIMITED TO PANEL iW1GDt ""'•°"°'° STEEL F WASHER ONE ON ( y = 33 KSI) EACH SIDE OF POST O 0 150 mph EXPOSURE B AND 120 mph TOP MOUNT r""'•°'°`° BRACKET. 1" SPACING 3/4" N 1$ Exp C FOR 10 PSF pG BETWEEN SCREWS L 1* "`p0 ALTERNATIVE EAVE ATTACHMENT AND 150 MPH EXP C FOR 20 PSF 2x OF LEDGER BOARD DOUGLAS FIR sr`�•"`Ta rm rnsmtxs SIDE MOUNT BRACKET LUMBER FLOOR 1' MIN GAP BETWEEN ALL HOUSE PENETRA INS N 12 JOIST OR HEADER LEDGER AND R F MUST BE COMPLETEL TO ALLOW nRAINAGE EAVE OVERHANG AND 'L' MUST PERMANENTLY SEA O TOP MOUNT BRACKET Q ATTACHED STRUCTURE POST TO DECK FLOOR JOIST ALSO COMPLY WITH DETAIL N21 O PUj �y`L 2 4AyOFESSIO 8139 A N 14F =o��y Pu Fc� * Ex . sazoi5 0.024 TY 0.040" TYP. 3"-6„ ASTM A500 GRADE B $ 3 ;I m - srq. OF w` a�` 3' ALUM SQUARE POST 3.00" STEEL POST -. .. t =0.024' 3004H34 R=.0937 I N 1 SEE GENERAL NOTE * I Z015�, * ��., EC 05 013 t =0.040' 3105H26 TYP, 1 #9 FOR CORROSION clVy{ �q. 89z1 US Hwy74 JJ__ PROTECTION OAL1F EX T E R 10 R N 0 M E P R 0 D U C s omoland,CA 92585 3--6- —� MURK en OCT 02 2013 BEJ/CP 5C1E NOyE Component a s &—Connection Details ICC ESR1398(2012 IBC)9/29/2013 Page 45 of 66 NTS for Newport Patio Structures Engineers Stamp o1Te tnc: NP02-2012 12 of 4 20 GA ASTM A663 GRADE 33 STEEL BRACKET q14..=C .Lem RAFTER MHJ:g3TAtKETO FIRST ROW OF PWTS•L"FOUR nSCREWS INTO RAFTER AND lwm 'Ol EAVEGVFRINNO 4' 4- y14 SMSIm''aiq s•• z• 13a" EACH SIDE 1.-1 .502XFASCIA F zxa 1e•4 Ira 1z4 rn• >aONEPER RAFTER RDDF COVERING IS MAX 1PR W 1e'4 1a•4 Ira Ira 1r-r 3 PSF. HEAVIER ROOF tr4 1r4 1a•-0• IraRAFTER COVERING SHALL REQUIRE 2:a Ira +T4 1z4 r-r 3'-r +ADDITIONAL ENGINEERING IPG xa 1r4 1741r4• 6' 80.2.75' DETAIL "A" ANALYSIS x.e 1ra 1ra tr4 1r4 1r4 z.4 1r4 Ira 1za3"1( 8°ALUM. HEAD # �. '2X ➢F WOOD 2"x WOOD FRAMING PG UG +6.4 Ira IT4 16.4 tr42:a 1e4 1r4 16'4 tr4 1r4 .078' 2 I 1.OH• FASCIA SEE�TML DOUGLAS FlR-LARCH (NORTH) N4 1r4 ma• s-1r 3•w• ra2"X 6 1/2C .024° + I ,A,O RIGxI �2 OR BTR mc ae +r4 +s•4 tra 1n9• rs ALUM. $IDEPLA HaNGFR U4 tc4 +r4 164 Xr Ira' - #14 x 3/4' SMS 35 p# 2 0 16'4 11'3' r-0' Mo. T-P i/aA HP/1� 1CO MPH EWG L6 ta'a 1eV 1a'4 tY-10' 9.1• 3" % 8" ALUM. HEADER H- / va 16 4 164 1r4 Ira Ism 3" x 8" HEADER } £ 4- 14 SMS + 30PY M4 16'4 9'8• s'-1- 2d^ t'ff 140 MPHUPG 2.6 ts•4 1r4 tra 1r>- rn• N2 CONNECTION FASCIA N21 as +ra 1s4 +v4 1r4 t4's EAC SIDE SEE TABLE 7.5 FOR EO� as 14.4 r-r 3•<' 1a- av 4- 14 SMS FOR MAXIMUM as 14.4 lr4 T4 r-z a'-r EACH SIDE 24" 0/C6063T5 ALUMINUM FASTENER SCHEDULE OVERHANG SEE ALTERNATE EAVE 2xa 14m 144 14.4 14.4 1o'aSEEE GENERALNOTE SCHEDULE O RIGHT ATTACHMENT 2xa r-tP 4'4 r-r VT v4 + BRACKET N23 2 6 12'4 11'8 r4 4'4 1-1. 2t6 1Y4 t2'4 yr 010 SMS 0 6•o/c 2a a° rxa• ES510 m4o•xrxs ' 2" % 6 1 2 % .024 ¢ �r.ADOM WITH SIDEPLATES / ALUM. SIDEPLATE O PUj Fb 0 0 5' m J i3 �. 6.50' 6'OR 12°WIDE 0 0.04O'X3'X3' $ EXP. 30-2015 'tr< $DWICNPAL PANELS 1/2 - 14 SMS ALUM POST DOUBLE 2"x 6.5" or 3"x 8" EACH SIDE HEADERS IN PLACE OF _lp C IN ® 3'X 8' HEADER WITH0 CA IFO¢- 0.016' RouFDRMm 0.040'X3'X3' 0 2 X 6 1/2. ALUM. 24' 07C POST & SIDEPLATES ROLLFR 'hWMED ALUM POST SIDEPLA TYP 3"X 3" POST D C 05 2 13 WITH SIDEPIATES END VIEW ALUM. R 3.00'- DOUBLE ALUM 2"X 6 1/2"X 12" N23 ROLLFORMED HEADER 'N4' CONN. N24 HEADER CONNECTION ®6" OR 24' DETAILS TO STRUCTURAL PANELS O DOUBLE 2'X6.625' HEADERS (DETAIL N31) D.C. ROLLFORMED N25 DOUBLE 3'X9' HEADER (DETAIL N30) `+ HEADER /14 x 2' SMS 2"X 6 1 2" �'1. .^�B N 0IA-RAJL-S�EE 5' MI rSEE TABLE 7.5 �10 SMS O FOLLOW- 1.625' / ALUM. FASCIA I FOR SPACING ING SPACWG: 0.040° 6" O.C. FOR 6" PANELS 12' O.C. FOR 12'PANELS N28 ALTERNATE-DECORATIVE 1.50" SEE TABLE 7.5 #10 SMS @ bFESSlO FASCIA TRIM MAX LEADS FOLLOWING RSPACING10 PSF 140 MPH EXP C 2.50° O PU1. 30 PSF 140 MPH EXP B OR 3.50' 6' O/C FOR 6' `PANELS 12' O/C20 PSF 130 MPH EXP C .062't=.06 2.5 25 PSF 130 MPH EXP C i FOR 12' PANELn'ryp- 2.50' 30 PSF 120 MPH EXP C $ 3 •, * D. 15' 1.50' �,11'! 43• EXTRUDED HANGER STRUCTURAL PANEL , CIVU•c. \P' 28921 US.,I 0.30""-{ (6063-T6 ALUM. ALLOY) N27 ROLLFORMED HANGER CAllFbR�- EXTERIOR HOME PRODUCTS Romoland,CA 92585 1.50" (3004-H34 ALUM. ALLOY) M"rw OCT 02 2013 BEJ/CP omponen arts & Connec ion Details ICC ESR1398(2012 IBC)9/29/2013 Page 46 of 66 NTS for Newport Patio Structures Engineer's Stamp NP03-2012 3 of 4 t2.50 - " 0.92"� .876° R-.125" 561" OUFSIDE--�{ I--1.500 R= D.15" I i INSIDE I .450" f�1.903.167" 1 I r .187" .216" T1P. .450 1.6250.7501.654" 2.464° k10 SCREWS 55 1/2' 1.714' 876" a 6' O/C SEE DETAIL D 4T SEE DE Typ 1.625 �SEE DETTyp600, 1.137" 12 6P" 1.137" 0.125 ATTACH TO TOP OF HEADER BEAM AS PER TABLES o4.9 OR 4.10 6.500 200 2.500 O 2.5'x6' SUPER SIX PANEL OR ATTACH PER STRUCTURAL FASCIA DETAILS t = 0.018' 3004H36 1.625 t >0.018' 3004H34 8 2.5'X12' MARK X ALUMINUM PANEL 0 0.018'-0.032' 3004 H36 0.316 0.036" 3004 H34 0.718 1.625 2.000 4ROI.125 0,875 R0.125 0.036 RI'0.250 + R0153 -I- ~ SIX #14 SDS10.3500.295 '5" �' ON EACH SI➢E 3.00 OF SPLICE 2.000 3 1,958 444e' O O CENTERLINE DE 6 1/2" ROLLFORMED FASCIA 3004H34 ALLOY 6.50, I 5.5" 60 O O SEE SPLICE LINE DETAIL D . 00 DETAIL B 5" 5"2'x6' FLAT PANEL .641 #10 SMS3 - #14 SMS B 6' O/C t = 0.018' 3004H36 ALUMINUM ON EACH SIDE t > 0,016' 3004H34 ALUMINUM OF SPLICE F ROLLF MED HEA ER SPLICE 4.656 0.0750 5g7 #8xY2' SHEET METAL SCREWS R 3' O/C (300 -H34 ALU ALLOY) 1,000 TI INSIDE 0.516" DETAIL ROLLFORE ED HEADER OFE l0BLE I 0.060° R= 0.08" OUTSIDE�I. 5�Q PUjy� Fyn 4.9EORA410 2.000 T1P. 3.500" R= 0.10" 0.125' t= 0.036" ROLL FORM 3.090 TYP. 0.72" R= 0.20 HEADER SPLICE, TIGHT =� -A 139 Typ• 1.750 �, FIT INSIDE OF HEADER, OFF-"+S" 10 2.06 9° EACH SIDE OF FJN. 2015 7,. QR N 4.043 1.D3 s,s SPLICE _ -y�� QPU- �6+ © CALIFORNIA FASCIA S CIVIV �P = G �- SIVIS DETAILEB 6.00" 1 26 00 ON E G 4 SIDE l _ FCALW $:�3 /� m - (6063-T6 ALUM. ALLOY) 12.00' OF SPLIC 'DE 05 20 * zb1$ menmax - •' 28921 US Hwy 74 O 3,5'x12' 'W' PANEL t = 0.018' 3004H36 ALUMINUM CIV�N. Op�P_ EXTERIOR HOME PRODUCTS Romoland,CA 92585 t > 0,018' 3004H34 ALUMINUM -CALIF ar DPE OCT 02 2013 BEJ/CP ICC ESR1398(2012 IBC)9/29/2013 � Page 48 of 66 NTS Component Parts & Connection Details Engineer's Stamp a CD01-2012 .1 of 9 SEE SHEET M8 FOR 2x wood studs DF STEEL POST SLAB REQUIREMENTS Solid a, or BTR ®T6' o c /- FOR CONSTRAINED / / FOOTINGS O.o42"x3'x8" ATTACH PANELS r Alum. Bracket HEADER PER DETAILS p P.p, DETAIL L9 C0.0609 —3 h 2" Lattice or AZ, BD OR BG Solid Panel 8 SMS Alum. Bracket B _ ro.D6Do a sns 1/4" LAG p d SCREW OR d 2.5" MIN ABLE 7RSW PER t=U ro 0.024' 3' x 8' Header #1 •I 3' x B' Header #2 3" p p a 0.032' _ (0.042') I (0.042') "ANC4". as 0040' I •I 2' x 6' Side Plate p .9" #14 SM I I #14 SM 3' x 8' Header #1 CONCRETE FOOTING I I c0.042•) CONTINUOUS 2x DF WOOD LEDGER d N31 3"x3" POST I I 3"X3" POST OR PROVIDE SIMPSON STRONG TIE -I N30 I I MSTA36 (ICC ESR 2105 AT SPLICE 3/8' x 9' STEEL REPAIR EMBEDDED AT 'B' RAFTER SIDEPATES I I 2.6.5" SIDEPLATE LOCATION) d ( 33' B = 9' HEADER (3004-H34 ALUM. ALLOY) i i CI < 38' B = 12' (3004-H34 ALUM. ALLOY) COVER W/ 0.019" ALUMINUM d < 46' B = 18' N32 ALTERNATIVE SPLICE FOR ATTACHED UNITS N2g FREESTANDING OR ATTACHED POST/FOOTING CONNECTION I N34 LEDGER BOARD ATTACHMENT Seal with permanently, ftexible SIX I/4' LAG SCREWS OR #14 SCREWS #\_ Synthetic proof sealant W/2.5' OF PENETRATDON INTO WALL STUD) SEE GENERAL NOTE #23 ONTINUOUS 2'x DF LEDGEROARD OR PROVIDE SIMPSON2' x 4' , TRONG TIE MSTA36 (ICC ESR WOonDOUG FIR105) AT SPLICE LOCATION STU➢WOODD STUDOVER W/ 0.019' ALUMINUM .,w, a1/4' Lag Screw 3' X 8' ALUMT RAFTER BRACKETFESi ➢ETAIL L7 P. - 4213.5' MINATTACH PATIO COVER AS PER N26 OR N27 a _`3'XB• ALUM HEADER68139 Completely Seat with EXP.6-3D4015 permanently flexible & N36 waterproof sealantESSIpN Clvl2.5' MIN PENETRATION - 01rc 1FINTO WOOD FRAMINGin. 2.5' MIN �O ¢L PU C#14 SELF-➢RILLING SCREWE 0 2013 oucco or other -� 8ral covering (1' max, thick) POST ALTERNATIVE FOR SLAB ATTACHMENT * � ��� ,_g MAX WIND LOAD IS 150 MPH EXP B AND * U-Zt175 nizfx28921 US Hwy 74 V - SEE ALLOWABLE130 MPH EXPOSURE C CI DISTANCE TO FIRST N33 STUCCO ATTACHMENT DETAIL W/ CAP- EXTERIOR HOME PRODUCT, Romoland,CA 92585 ROW OF POSTS IN TABLE 7.7 O LEDGER BOARD CACIF oeun ew me BEJ/CP OCT 02 2013 �'Componen c i Farts & Conneon De ails ICC ESR1398(2012 IBC)9/29/2013 Page 47 of 66 NTS for Newport Patio Structures Engineer's Stamp re n NP04-2012 4 of 4 .75" FASCIA HDR. IYP. TWO 3/8" BOLTS 1.5° ® FOUR #14 SO SCREWS EACH T 75' TWO 3/8° BOLTS W/ 1° DA SIDE UP TO d=26" FOOTING 3"X 3" 2"X 6 1/2"SIDEPLATES TYP. X 3/32" THK. SIL. WASHER ALUM. FOOTING 0.062'X1,5' SQ ALUM W/ DECORATIVE BRACKET 5° }'0 or ' GALVANIZED OR STAINLESS HILTI 1 ALUM SCROLLS OR SOLID FILL a KWIK BOLT TZ (ICC ESR 1917) W/ 2' EMBED IZ'0 GALVANIZED STEEL HILTI KWIK BOLT TZ CICC AND 1' 0 WASHER OR EQUIVALENT DETAIL AF R 60" ESR 1917) W/ 2' EMBED AND 1' 0 WASHER OR X w sp g e•,•v° SEE DETAIL BM FOR OPT jr EQUIVALENT. I' L ^e, , • _ SEE DETAIL BM FOR OPTIONS / ry 'F 'I POST SLAB OR FOOTING -Of S1.0M. TWO 3/8" BOLTS 3 X - Q¢ Ujh _ ® AD ALUMINUM FOOTING BRACKET FOR C NNEC 2.25' 4.5' 2.25 - p OTIOM CONK. CHANNEL a ? 29 CONCRETE SLAB OR FOOTING - C 6813 —I ' I-•- z6063 T6 ALUM ALLOY Q SCROLL POST CONNECTION TO CONCRETE SLAB OR FOOTING ONLY USABLE FOR SINGLE SPAN AT CH '6-30-20 * . BRACKET = 6063 T6 ALUM ALLOY POST = DETAIL AF ONLY USABLE FOR SINGLE SPAN ATTACHED UNITS - C IpO: 3,000' 3 0.062" .437" 4) 3' 6' 1" �- _T 3.000' TYP. .688(4) AG 0.37" 3„ 094' I .7 0'14) - O LC� .68 "(4) 3', 4', 5' or 6' ASTM A500 GRADE B STEEL POST { (IN)= 0.030, 0.040 (ALUM .437'(4) SEE GENERAL NOTE #9 FOR CORROSION PROTECTION = 0.041 (STEEL) .12$36RAD. AH .020" DP. ll 1) X (12> .062" RAD(2O) 3° ALUM OR STEEL CLOVERLEAF .167" RAD(ts) RDfEsslo/, POST �PQg� PO F (3105 H25 OR ASTM A653 GRADE ®COLONIAL POSTS O(3" ALUM. 6063-T6) TWIN 1 .5" SQ. X .062" to �' m- _ 40 STEEL) "t" = 0.062" UNLESS OTHERWISE NOTED EXTRUDED POST 6 'I _ (ALUM. 6063-T6) * �-pt6� * Ameri aX 2B.21 US CIVM� Hwy 74 Romo /. EXTERIOR HOME PRODUCTS Romolandnd,CA 92585 GALW owe a me OCT 02 2013 BEJ/CP ICC ESR1398(2012 IBC)912 912 01 3 NTS Component Parts & Connection Details Page 52 of 66 Engineer's Stamp umm ., �: CD05-2012 5 of 9 4" "1" BEAM 1: Q ESStp 1/2" Bolts w/ 0.56' p PUp F 1" Washers �@�� - 0.09" 3 '� 6 0 --t=o.os^ g 1 J 7 0" I P031' 1/2" Bolts w/ _ * EX -30.2015 �'--�-�" -�-�' 1' Washers � VIU 5.0" 0"" 2-7" 1— SPLICES i 4,00' 2" �� 0ONE EACH SIDE EC O O1 OF 7" "1" BEAM36"- 6--6 i$--6-�} 0.12" 0,13 I- 24"— 7" X 4" I—BEAM SPLICE 3,00'---I (6105—T5 ALUM. ALLOY) 4"X3" I BEAM FULL STRENGTH SPLICE BOLT LAYOUT OU 7" X 4" ALUM. I—BEAM FULL STRENGTH SPLICE BOLT LAYOUT 6063—T6 ALUMINUM ALLOY 3.00^ FOUR #14 SEE TABLE 3.00 4.9 OR 4.10 SMS PER HEADER 0.72 1.56�0,72 SEE TABLE 4.10 O.D24" —"-I 0.93 I— 0.56' 3.00" R=.0937 0,72 n9 U ,93 1.56 3.00 3° SQUARE POST DETAIL w(3004—H34 ALUM. ALLOY) 4.00' 2.88, DETAIL AH 0.072'0.72 ❑R AG 017I i Pu toc Cs� y� DOUBLE STEEL CLOVERLEAF HEADER t = 0.041" t3 p m -$ ASTM A653 GRADE 40 8W 3" X 3" CLOVERLEAF HEADER o13 I I O 4"x3" I BEAM .�sa12o15 * �1��I �X (A-653 Fy=40 KSI STEEL) 3.0o Y 6063—TG ALUM CIV4U �R 28921 US Hwy74 (,"A1.tFpe� EXTERIOR HOME PRODUCTS Romoland,CA92585 uPAWN ft 1YPL OCT 02 2013 BEJ/CP ICC ESR1398(2012 IBC)9/29/2013 Page 51 of 66 wue NTS '--Component Parts & Connection Details Engineer's Stamp wre CD04-20124 of 9 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE Table7.3:Required Number of Fasteners for Shearing Loads Table 7.4:Required Number of Fasteners for Tension Loads Aluminum Material Gage(in) Steel Gage(in) Aluminum Gage(in) 1 Spacing between bolts and screws shall be 2.5 times the shank disinter. 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 0.04f 0.041 0.036 0.06 0.060 0.090 0.100 2 The edge distance of bolts and screws shall be 3 times the shank diamem Allowable WidthA B C D E F G H I J K L M O 3 Connections shall be arranged so that the center of resistance of the connection for Attached Two Fooler Design #14 318"B 3/8"B #14 #14 3/8"B #14 3/8"B #14 3/8"B 318"B #14 3/8"B 3/8"B #14 Design Footer shall coincide with the resultant line of action of the load Tdb Post Structures on Slab Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT BOLT SMS BOLT BOLT SMS Uplift Size Width(ft) Live or Ground Snow Load d(in) (lbs) n no lea 102 210 se4 21p 13M 507 1e22 ant I= ee5 1*2 234 (Ins) d(in) lAULL 10 sf 20 Psf 12 90 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 90 12 W in o 3 42-10" 22'-7" 13 114 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 114 13 SNOW Speed Screws' ALUMINUM RAFTER SPACING 3.5 36'3" 19'-0" 14 143 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 143 14 LOAD and per 12" 16" 24" 39- 36" 4 3Z-1" 16'-11" 15 176 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 176 15 PSF Fx osum Rafter 4.5 28'-6" 15'-1" 16 213 2 1 1 2 2 1 1 1 1 1 1 2 1 1 1 213 16 10 140 26' 26' 1 24' 19 16, 5 26-8' 13'-6" 17 256 2 1 1 2 2 1 1 1 1 1 1 2 1 1 2 256 17 LIVE 120 EXP C 3 26' 26' 26, 26' 24' 5.5 234' 12'41" 18 304 3 1 1 2 2 1 1 1 1 1 1 3 1 1 2 304 16 2 17 2 18, 1 12' 10' 6 21'5' ll'-3" 19 357 3 1 1 2 2 1 2 1 1 1 1 3 1 1 2 357 19 LIVE 160 EXP 3 18, is, 18, 15, IT 6.5 19'A' 10'S" 20 Par Slab i 1 2 1 4 1 417 4 18' 18' 18, 18' 16, 7 18'-4, n/a 21 482 4 1 1 3 3 1 2 1 1 1 1 4 1 1 3 482 21 2 88' 88' 33' 1 99' 7.5 17'-1" n/a 22 555 5 1 1 3 3 1 2 1 2 1 2 5 1 1 3 555 22 3 18' 18, 18' 16' IS e 1"" me 23 634 5 2 1 4 4 1 3 1 2 1 2 5 1 1 3 634 23 4 18, 18, 18, 18, 18, 8.5 15'-0" me 24 720 6 2 1 4 4 1 3 1 2 1 2 6 1 1 4 720 24 30 17 PP 2 1T iT 11' 9' T 9 14'3- Na Op Sla 1 2 7 a 3 1T 17' 1T 14' 11' Table 1 7 2 5 4 14 25 4 IT 1T 1T 1T 15' t0 Slab 115C 886 7 2 2 5 5 1 3 1 2 1 2 7 2 1 4 886 Slab 40 2 15 13' 8' T 5' 2 3 1 3 15' 15' 13' 10, 8' MAX 27 1025 9 2 2 6 5 2 4 1 3 1 2 8 2 1 5 1025 27 4 16 15, 15' 14' 11' POST POST DESCRIPTIONS POST 28 1143 9 2 2 6 6 2 4 1 3 1 3 9 2 1 5 1143 28 60 8 5' 4' 3' CODE DETAIL HGHT 29 1270 n/a 3 2 7 7 2 5 1 3 1 3 Ns 2 1 6 1270 29 3 1 12' 1 12' 1 8' 7' 5' A Twin 0.060'x1.5"x7.5"Scroll AC 9' 30 1406 Na 3 2 8 7 2 5 2 3 1 3 Na 2 1 7 1406 30 'Screws are#14 screws w/1.5"embedment into G=0.5 solid wood(Douglas Fir) B 0.042"x3"x8"Aluminum Post L7,N30 10, 31 1552 n/a 3 2 9 8 2 6 2 4 2 3 Na 2 2 7 1552 31 B 0.024"Post with Sideplates L24,N16,BK IT 32 1707 me 3 3 9 9 2 6 2 4 2 4 Na 2 2 8 1707 32 TABLE 7.7 STUCCO ATTACHMENT TO WALL C Clover 0.030"x3"x3"Alum 1-11,N11.AH 11' 33 1872 Na 4 3 Na 9 2 7 2 4 2 4 Na 3 2 8 1872 33 ALLOWABLE DISTANCE TO FIRST ROW OF POSTS ❑ Clover 0.040"x3"x3"Alum L11,N11,AH 71' 34 2047 n/a 4 3 Na Na 3 7 2 5 2 4 n/a 3 2 9 2047 34 16"o/c 24'o/c E Colonist 0.062"Extruded AE 11' 35 2233 Na 4 3 me Na 3 8 2 5 2 5 Na 3 2 n/a 2233 35 Ground Snow F 0.041"x3"x3"Steel Clover L11.N11,AH 11' 36 2430 Na 5 4 Na ma 3 8 2 5 2 5 Na 3 2 Na 2430 36 Load(ps0 2 Lag 3 Lags 3 Lags 1 4 Lags Fxp B Exp C G 0.047'x3"x3"Steel Clover L11.NI 1,AH 8' 37 2638 Na 5 4 ore Na 3 9 2 6 2' 5 Na 4 2 ma 2638 37 live 10 13'S" 20'-2" 131S" 18, 115 MPH N/A H 3/16"x3"x3"Steel Square 121,N17,AG is, 38 2858 n/a 5 4 Na Na 3 Na -3 6 2 6 Na 4 2 Na 2858 38 Live 10 13' 19'S" 13' 14'-0" 140 MPH 115 MPH I 3/l6"x4"x4'Steel Square L21,N17,AS 1T 39 3090 n/a 6 4 Na Na 4 Na 3 7 3 6 Na 4 3 Na 3090 39 Live 10 10'-9" 16'-1" 101d" 12'-0' 130 MPH J 3/16"4"x5"Steel Square L21,N17,AS is, 40 3333 n/a 6 5 Na Na 4 Na 3 7 3 7 n/a 4 3 Na 3333 40 Uve 10 9'-3" 13'-10" 9'3' 17-4- 140 mph K 3/16'x6"x6"Steel Square L21,N17,AG 15' 41 3590 Na 7 5 Na Na 4 Na 3 8 3 7 Na 5 3 Na 3590 41 Live 20 T-l' 10'-T T-7" 91S 140 mph L 3/16"x8k6"Steel S uare 1-21,N17,AS 1 15 1 42 3859 Na 7 5 Na n/a 4 Na 3 8 3 7 me 5 3 Na 3859 42 25 7'-8' 11'-P T3" 10'3" 140 mph Table 7.2 43 4141 Na 8 6 Na n/a 5 me 3 9 3 8 Na 5 3 Na 4141 43 30 61-6' 9'd° 6'-6' 140 mph 44 4437 Na 8 6 Na We 5 Na 4 9 3 9 Na 6 4 Na 4437 44 40 4'-10" T5" 4'-10" 140 mph 45 4746 Na 9 7 No the 5 n/a 4 its 4 9 me 6 4 Na 4746 45 60 3' 5' 3'-4- 'S" 140 mph 46 5070 Na 9 7 Na Na 6 Na 4 n/a 4 n/a n/a 6 4 n/a 5070 48 Lag=1/4"Lag Screwwi 2. "penetration into Gal. Dori(Douglas Fir) 47 5407 Na Na 7 Na me 6 Na 4 Na 4 n/a Na 7 4 Na 5407 47 Lattice Structures always se 115 mph Exposure B f e wind condition 48 5760 Na n/a 8 We Na 6 n/a 5 n/a 4 Na me 7 4 n/a 5760 48 49 6128 n/a Na 8 Na n/a 7 Na 5 the 5 Na We 8 5 Na 6128 49 Amerimax Exterior 0 a Products _ 50 6510 n/a Na 9 n/a Na 7 ma 5 No 5 Na Na 8 5 Na 6510 50 28921USHWy74 �OpE$Sf0 astener ennmo ogy Romoland,CA 9258 Q PU #14 SMS=#14 sbeat metal or SDS screw,1/2'minimum length TABLE 7.5:WALL ATTA NTS FOR SOLID COVER STRUCTURES 318"B=3/8"Diameter Hot ANG 1 ANC-2- ANC 3 ANC4 Cad Putnam,P.E. V n y See General Notes for specifics on fasteners LIVE/ O/C O/C PANEL NUMBER OF FASTENERS PER 34411vylink Place / m - WIND SPEEI SNOW SPACING SPACING SPAN STUD III i6"O/CSPACING Lynchburg,VA 24503 8 3 1 Clearspan on this chart is the distance from the wall to the first row of columns. (MPH)AND LOAD CONCRETE MASONRY (FT) #14X7 1/4"LAG (434)384-2514 6. 6151 2 Hill Kwik Bolt TZ 3/8"diameter and 2"embed and Vdiasteel washer:ICC ESR 1917 or oche EXPOSURE (PSF) ANCHORS ANCHORS SCREWS SCREWS cad utnam c '. anchor w/400#allowable shear and 200#allowable tensile vs live,snow,wind and seismic loatls. 140B 10 12" 10" 12' 1 1 QQ 3 Masonry anchors must have an allowable shear value of400#and 200#tensile for live,snow,wind 115 C LIVE 24' 2 2 r� q�0 _¢L PUT C'•"' �r;1P or seismic loads or be specified by a design professional. 1408 20 9" T' 13, 2 2 I r? GY'a_ �CjsL1 4#14 screws must have 1.5"of penetration into solid wood. 140 C LIVE 7" 20' 3 3 w 5 1W Lag screws must have 2 IM'of penetration into studs and 0.5'washers 25 9" 7" 13' 2 2 j .6 39 A CT 2013 These lag screws must be Installed as per AFPBA NDS Section 11.1.3. See General Note 7" 20' 3 3 #11 forwasherspecifications. 30 9" T' 12' 2 2 * 6a0. 95 6 10 and 20 psf are live or snow loads,25-60 psi are snow loatls 18' 3 3 7 For ANC3 and ANC4 wood framing must be SG=0.5 or densat(Douglas Fir-Larch; 40 1 9" 1 7" 14' 3 3 Sr '11/IL �P 60 I 8" 9 T 9' 3 3 q1ir 0 CALtFO Misc3-2012 ICC ESR1398(2012 IBC)9/29/2013 Page 60 of 66 EC 5 2013 -2.000 tB ALL HANGER ' 0.045 -T 2'X2' FAN BEAM 6063T5 ALUM LE Z2, 2.000 1.430 NO ORIENTATION SPECIFIED L R0,060 M R 0.170 ONy 0.04B'x1.5'x2.5' 6005T5 WALL HANGERor 3.00 2'x2' FAN BEAM 0.72�1.56—L10.72ONEW FAN BEAM H, 0.93 I FASTEN TO HANGER --T .042'x3'x8' 0.72 EADER 1 ¢,f SSIpM I 3.00 Q UT 0.93 1.I q'- STRUCTURA0.28 I� A `Y 2 L PANEL 1 m 0.37 0,72 G 8 9 —I kO.17 * 30-2 t = 0.041" sr9 F AC1F0��\ 3' X 3' CLOVERLEAF HEADER DEC 52013 FAN BEAM � B A� CONFORMANCE TO THE (A-653 Fy=40 KSI STEEL) APPLICABLE ELECTRICAL Weight of Allowable Fan Beam Spans CODE IS ❑UTSIDE THE - .. 0.o42'x3'xe' fan/lights. _0.048"x1.5"x2.5" 2"x2" Fan Beam HEADER LING OF THIS DETAIL - 3x3 Steel Beam CEILING FAN OR AND MUST BE APPR❑VED 30Ibs 15'-10" - 23' L LIGHT FIXTURE SEPERATELY, POST �pFESSIp PU � �y C, cy � m - J * . .6 8L0151 # . _ m'f—+p nmm 28921 US Hwy74 p1I�(I�I. � \P. EXTERIOR HOME P R O U❑C T 5 Romoland, CA 92585 CAUFC wuwR W. not OCT 02 2013 cP R ICC ESR7398(2012 IBC) NTS Miscellaneous Details 9l29/2013 Page 59 of 66 Engineer's Stamp "OE, sx¢R Misc2-2012