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BPAT2019-0013
BUILDING PERMIT DESIGN & DEVELOPMENT DEPARTMENT 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Permit Type: Patio Cover Permit Number: BPAT2019-0013 Property Address: 54855 ARISTIDES CT APN: 767790021 Legal Description Property Zoning: Valuation: $3,250.00 PHONE (760) 777-7125 �� WWW.LAQUINTACA.GOV APPLIED DATE: 03/25/2019 eca QISSUED DATE: 05/13/2019 CALIFORNIA Owner: IOTA GRIFFIN 4675 MACARTHUR CT NO 1550, NEWPORT BEACH, CA 92211 Applicant: Andrew E Fisher 75178 GERALD FORD DRIVE SUITE 2B, PALM DESERT, CA 92211 Contractor: Andrew E Fisher / 937811 75178 GERALD FORD DRIVE SUITE 2B, PALM DESERT, CA 92211 PRIOR TO THE ISSUANCE OF THIS PERMIT FOR CONSTRUCTION, ALTERATION, IMPROVEMENT, DEMOLITION, OR REPAIR THE OWNER, APPLICANT AND/OR CONTRACTOR UNDER PENALTY OF PERJURY HAVE AFFIRMED WHEN APPLICABLE, THROUGH THE SUBMITTAL OF FORMS OR BY OTHER ELECTRONIC MEANS, THE FOLLOWING: LICENSED CONTRACTOR OR OWNER -BUILDER DECLARATION (1 or 2) 1) They are licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and the referenced License is in full force and effect, or; 2) That they are exempt from the Contractors' State License Law for the reason(s) indicated by either (2)(a) and/or (2)(b), or (2)(c) where he or she is exempt from licensure by a valid exemption. [Section 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, 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 Contractors' State License Law (Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code] Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).) a) As owner of the property, or my employees with wages as their sole compensation, will do all of or portions of the work, and the structure is not intended or offered for sale (Section 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of 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.). b) As owner of the property, will be exclusively contracting with licensed c) Are exempt from licensure under the Contractors' State License Law. As an Owner -Builder, they acknowledge that, except for their personal residence in which they must have resided in for at least one year prior to completion of the improvements covered by this permit, they cannot legally sell a structure built as an owner -builder if it has not been constructed in its entirety by licensed contractors. It is understood that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application was submitted at the following Web site: http://www.leginfo.ca.gov/calaw.html. DECLARATION REGARDING CONSTRUCTION LENDING AGENCY (If applicable) A construction lender will be used for completion of the improvements covered by this permit and the name and information of which is on file for public inspection during the regular business hours of the public entity. WORKERS' COMPENSATION DECLARATION (1, 2 or 3) WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. 1) Has and will maintain a certificate of consent to self -insure for workers' compensation, issued by the Director of Industrial Relations as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 2) Has and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 3) Certifies that, in the performance of the work for which this permit is issued, shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, shall forthwith comply with those provisions. NOTICE TO APPLICANT (1, 2 and 3) 1) Each person upon whose behalf this application was made, each person at whose request and for whose benefit work is being performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2) Any permit issued as a result of this application becomes null and void if work is not commenced within 360 days from date of issuance of such permit, or if cessation of work for 180 days will subject permit to cancellation. On or after January 1, 2019, every permit issued shall become invalid unless the work on the site authorized by such permit is commenced within 12 months after its issuance, or if the work authorized on the site by such permit is suspended or abandoned for a period of 12 months after the time the work is commenced. 3) Certified that they read the application and state that the information provided is correct. Agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above -mentioned property for inspection purposes. IMPORTANT: An Application for Permit was made to the Building Official, subject to the conditions and restrictions set forth at the time of application, which is now hereby an Issued Permit. If any part of the information being supplied on this permit is inaccurate or untrue, please contact the City of La Printed: 10/9/24 11:31 am Page 1 of 4 1-311111]1Z"a4 NV,IkI Permit Type: Patio Cover Permit Number: BPAT2019-0013 Property Address: 54855 ARISTIDES CT Failure of the applicant to indicate the construction lender on the application does not relieve that person of the requirement to give the construction lender preliminary notice from that duty. Printed: 10/9/24 11:31 am Page 2 of 4 Permit Type Patio Cover 1-31111111]1Z"a4 N IT, IkI Permit Number Property Address BPAT2019-0013 54855 ARISTIDES CT IOTA GRIFF / 255SF TRELLIS DURALUM PATIO COVER AT REAR YARD *** 255SF TRELLIS PATIO AND [41 ELECTRICAL FIXTURES COVER AT REAR YARD [DURALUM] 2016 CALIFORNIA BUILDING CODE Number of 4 Receptacle/Switch/Li g ht(s) I Type Group Sq Ft Value I Invoice No. Fee Fee Amount Amount Paid PERM IT-BPAT201 9-001 DEVICES, FIRST 20 PC $26.68 $26.68 3 BSAS SB1473 FEE $1.00 $1.00 Credit Card Fee $5.09 $5.09 SMI - RESIDENTIAL $0.50 $0.50 TECHNOLOGY ENHANCEMENT FEE $5.00 $5.00 PATIO COVER, STD, OPEN $107.27 $107.27 RECORDS MANAGEMENT FEE $10.00 $10.00 PATIO COVER, STD, OPEN PC $105.66 $105.66 DEVICES, FIRST 20 $26.68 $26.68 Total for Invoice PERMIT-BPAT2019-0013 $287.88 $287.88 Grand Total for Permit $287.88 $287.88 Vorkflow Inspections Workflow Step / Action Name Action Type Start Date End Date Inspections v.1 03/25/2019 0:00 FINAL** v.1 Inspection ......... FOOTINGS v.1 Inspection ........ ......... ROUGH ELEC v.1 Inspection Plan Check v.1 Building Review (1 Day) v.1 Receive Submittal Permit Issuance v.1 Verify Contractor info & Conditions have bees i met v. Generic Action Verify & Invoice Fees v.1 Generic Action Verify Fee Payment & Issue Permit v.1 Generic Action Print, Attach, and Email Public Works Permit v.1 Create Report Patio Cover Inspections v.1 Electrical Underground v.1 Inspection Footing v.1 Inspection Framing v.1 Inspection Roof Nail v.1 Inspection Printed: 10/9/24 11:31 am Page 3 of 4 1:111111]1Z"a4NIT, lIII I Permit Type: Patio Cover Permit Number: BPAT2019-0013 Property Address: 54855 ARISTIDES CT Rough Electrical v.1 Inspection Roof Drains v.1 Inspection Revisions v.1 ........................................... Revision Submittal v.1 Receive Submittal Final Inspections v.1 Final Patio Cover v.'i Inspection Construction or work for which a permit is required shall be subject to inspection by the building official and such construction or work shall remain visible and able to be accessed for inspection purposes until approved. Approval as a result of an inspection shall not be construed to be an approval of a violation of the provisions of the applicable code and other ordinances of the jurisdiction. Inspections presuming to give authority to violate or cancel the provisions of the applicable code and other ordinances of the jurisdiction shall not be valid. It shall be the duty of the owner or the owner's authorized agent to cause the work to remain visible and able to be accessed for inspection purposes. Neither the building official nor the jurisdiction shall be liable for expense entailed in the removal or replacement of any material required to allow inspection. It shall be the duty of the holder of the building permit or their duly authorized agent to notify the building official when work is ready for inspection. It shall be the duty of the permit holder to provide access to and means for inspections of such work that are required by this code. A building or structure shall not be used or occupied in whole or in part, and a change of occupancy of a building or structure or portion thereof shall not be made, until the building official has issued a certificate of occupancy therefor as provided herein. Issuance of a certificate of occupancy shall not be construed as an approval of a violation of the provisions of the applicable code and other ordinances of the jurisdiction. Certificates presuming to give authority to violate or cancel the provisions of this code or other ordinances of the iurisdiction shall not be valid. A person shall not make connections from a utility, a source of energy, fuel, or power, or a water system or sewer system to any building or system that is regulated by the applicable code and other ordinances of the jurisdiction for which a permit is required, until approved by the building official. Printed: 10/9/24 11:31 am Page 4 of 4 PERMIT INSPECTION HISTORY REPORT (BPAT2019-0013) WK, FOR CITY OF LA QUINTA Permit Type: Patio Cover Application Date: 03/25/2019 Parcel 767790021 Work Class: Patio Cover Issue Date: 05/13/2019 Address: 54855 ARISTIDES CT LA QUINTA, CA 92253 Status: Expired Expiration Date: 03/11/2020 Description: IOTA GRIFF / 255SF TRELLIS DURALUM PATIO COVER AT REAR YARD *** 255SF TRELLIS PATIO ANI [4] ELECTRICAL FIXTURES COVER REAR YARD [DURALUM] 2016 CALIFORNIA BUILDING CODE Owner: IOTA GRIFFIN Contractor: Andrew E Fisher Applicant: Andrew E Fisher Scheduled Actual Reinspection Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Required? Complete 05/22/2019 Rough Electrical ECON:1905210140 Approved with Duane Clayton No Complete 51456 Exceptions Comments: eTRAKIT Inspection Request NOTES Created By TEXT Created Date System Administrator 5/21/2019 1:40 PM VALLEY PATIOS INC DBA 05/21/2019 VALLEY CONCRETE & Contact Name: VALLEY PATIOS INC DBA VALLEY CONCRETE & Site Address: 54855 ARISTIDES CT Phone:7605344634 e-Mail: andy@valleypatios.com Duane Clayton - ROUGH ELECTRICAL, INCLUDING 05/22/2019 LOCATION OF LIGHTING TRANSFORMER VERIFIED.- PLEASE PROVIDE TRANSFORMER LISTING INFORMATION TC VERIFY LOCATION COMPLIES WITH LISTEC USE.- UNDERGROUND ELECTRICAL AND FOOTING INSPECTIONS REQUIRED. CONTRACTOR RESPONSIBLE FOR PROVIDING ACCESS TO VERIFY UNDERGROUND CONDUITS, BURIAL DEPT AND FOOTING SIZES FOR PATIO POSTS. Duane Clayton - STATUS UPDATED TO APPROVED WITH 05/31/2019 EXCEPTION. TRANSFORMER LISTING INFORMATION REQUIRED AND UNDERGROUND ELECTRICAL INSPECTION REMAIN OUTSTANDING. 05/29/2019 Footing DCL:190531022822 Approved Duane Clayton 0983 NOTES Created By TEXT No Complete Created Date Duane Clayton - APPROVED BASED ON SITE PICTURES 05/31/2019 PROVIDED BY CONTRACTOR. SEE ATTACHMENTS. FOOTING DEPTHS AND WIDTHS MEET THE REQUIREMENTS SET FORTH IN PATIO SPECIFICATIONS. 09/13/2019 Final Building ECONA909120958 Disapproved Duane Clayton 03128 Comments: eTRAKIT Inspection Request October 09, 2024 78-495 Calle Tampico No Complete Page 1 of 2 Permit Type: Patio Cover Work Class: Patio Cover Status: Expired Application Date: 03/25/2019 Issue Date: 05/13/2019 Expiration Date: 03/11/2020 Parcel 767790021 Address: 54855 ARISTIDES CT LA QUINTA, CA 92253 Description: IOTA GRIFF / 255SF TRELLIS DURALUM PATIO COVER AT REAR YARD """ 255SF TRELLIS PATIO ANI [4] ELECTRICAL FIXTURES COVER) REAR YARD [DURALUM] 2016 CALIFORNIA BUILDING CODE Owner: IOTA GRIFFIN Contractor: Andrew E Fisher Applicant: Andrew E Fisher Scheduled Actual Reinspection Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Required? Complete NOTES Created By System Administrator TEXT Created Date 9/12/2019 9:58 AM VALLEY PATIOS INC DBA 09/12/2019 VALLEY CONCRETE & Contact Name: VALLEY PATIOS INC DBA VALLEY CONCRETE & Site Address: 54855 ARISTIDES CT Phone:7602034313 e-Mail: andy@valleypatios.com Duane Clayton - REPAIR LIGHT SWITCHES FOR PATIO 09/13/2019 LIGHTING AND FAN. October 09, 2024 78-495 Calle Tampico Page 2 of 2 y b�y� N aLU wmM M Lu � a rJo QKtZ y >— 2 1 U,<)c7 wO1. P 0 " d < fsi�a N 2C6 o m Q a mnt �o�■ IIII II� ■tort �m�m■ w =w�. °aw e w aW z— o az N � � omw zQ z N FS�go - O a �a FF z €i� rw i� �O qa m z T. adoLL y z o z �w" O N id �' > �mmmmu � rc0 �¢ z � � w wr���z in w 8F' 9 W o w zwd OOODOZ a , O< rczJ04H Ka Z zozzawwsz<°cz»oWo2wz � �' �rcwwwwwwww� � w w»z�rcrc¢¢rcarc¢� w w UFFFFFFFF� NLU K 7 J J J J J J J F w w .1z K KKKKKtO 5 w m�r�r����w z _ <w�n mmmmwmm a J l RON 33S A1HOI3H y ° x UWWWWWWUW U U U U U U UWF&Olw C i kkoak���GkG�SX$ Z 530�53535535x a U N ; M W. p� Reid edroro . 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( PLANNING TO CONDUCT ANY EXCAVAT NOTIFICATION CENTER, AT LEAST TWO DAVS, PRIOR COMMENCING THAT EXU — T _ _ ------------- IN AND AREA THAT IS KNOWN, OR REM NSTALLATIONS OTHER THAN THE UND I E)=TA IRAND IF PRACTICAL, THE El --------------- OTHER SUITABLE MARIqNG THE ARE T( C❑NSTRLJCTIC .L COMPLY WITH RECT ACCESS ARISTIDES COURT DIG PRE-GUNITE =D PER MANU FACTURER'S UNDERGROUND _ REGULATIONS MASONRY J ONLY, IDECK PRE -PEBBLE BPAT2019-0013 CI TY OF LA QUI NTA RUSTIC DARK BROWN RAIL POOL / SPA LIGHT JUNCTION BOX BUI LDING DI VI SION ROADTIES 7" X 9" X 8'-5" LONG POOL/ SPA LIGHT ON GROUND DOUBLE STACKED. 4" BURIED FAULT CIRCUIT INTERRUPTER APPROVED PL BELOW TURF SUB -BASE FOR FORCONSTRUCII TRANSFORMER SUPPORT. 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II is Pe I -8� S 12'-1" 2 ,_3„ S U 5' S' I Li � I I \ I GAS VALVE L- \ / \ SAFETY FEATURES: J 'ALL ANTI -ENTRAPMENT COVER INSTALLAT / SOCIETY FOR TESTING AND MATERWLSOR ELECTRICAL: EQU BONDING REQUIRE GRADIENTS IN THE POOL AREA AS I 201 6 CALIFORNIA BU I 219'- 2" POLYPROPYLENE GAS PIPE 2016 CALI FORNIA ME 201 6 CALI FORN IA F-LI 201 6 CALI FORN IA ELI 201 6 CALI FORN IA EN _ _ PL GOVERNMENT CODE SECTION Q15.2. ( PLANNING TO CONDUCT ANY EXCAVAT — NOTIFICATION CENTER, AT LEAST TWO _ DAYS, PRIOR COMMENCING THAT EXU — IN AND AREA THAT IS KNOWN, OR REM INSTALLATIONS OTHER THAN THE UNDI ------------- E)=TA =RAND IF PRACTICAL, THE El --------------- OTHER SUITABLE MARIONG THE ARE T( C❑NSTRLJCTIC .L COMPLY WITH RECT ACCESS ARISTIDES COURT DIG PRE-GUNITE =D PER MANU FACTURER'S UNDERGROUND _ REGULATIONS MASONRY J ONLY, IDECK PRE -PEBBLE PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. POINT OF CONTACTS GENERAL NOTES DRAWING NOTES: �, 1. THE DRAWINGSAND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW: - �AM AND PROCEDURES, 2. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE CONTRACTORS: PLEASE CONTACT DURALUM BUILDING AND SAFETY DEPARTMENT. THERE SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE ORDER. 34SOSUITE 200 PHONE (949)905.1150 BUILDING DEPARTMENTS: PLEASE CONTACT 45TEL ENGINEERING MISSSIONNVIEIVISP o, CA 92491 FAX'(949)SOS-T420 MATERIAL SPECIFICATIONS: HOMEOWNERS: PLEASE REQUEST ANY INFORMATION THROUGH YOUR CONTRACTOR 1. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR STRUCTURAL ENGINEER Of RECORD,. DUSIIN K. 0.oSENNK SE SBBS GREAT ER YEILD AND ULTIMATE STRENGTHS PDINT Of CONTACT: MARIE-DOMINIQUE SETA, SE 5967 2, CONCRETE$HALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUND$ PER SQUARE INCH. 3. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A50) GRADE B. ROLL FORMED STEEL MEMBERS SHALL CONFORM TO A653SS (STRUCTURAL STEEL) GRADE 50 GM 4. BOLTS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS 5. SCREWS: ALL SCREWS ARE SELF DRILLING SDS OR SHEET METAL SCREWS ISMS)IN CONFORMANCE WITH ICC-ES ESR 1976ICGESR SODS,ORAPPROVED EQUAL DESIGN PARAMETERS 6. FASTENERS TO WOODWOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. 7. POST -INSTALLED ANCHORS: POST4NSTALLED ANCHORS USED SHALL BE SIMPSON STRONG TIE STRONG BOLT 2, STAINLESS STEEL (ICGESR 3037) OR EQUAL Gu- B. ALL COMPONENTS MANUFACTURED OR SUPPLIED BY DURALUM AND DESCRIBED IN THIS DOCUMENTS ARE INTERCHANGEABLE PROVIDED THEY ARE SELECTED THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLIES WITH THE 2012I2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013/2016 APPROPFJATELY TO SUPPORT THE LOADING THEY ARE SUBJECT TO. CALIFORNIA BUILDING AND RESIDENTIAL CODES,ASCE(SEI 7.10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2015 ALUMINUM DESIGN MANUAL- 9. THESE WEIGHT OF THE PATIO COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECTION PROPERTIES. THE SOLID COVERS VARY IN WEIGHT FROM COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 201220151RC AND 20132016 CRC SECTION AH105.2 FOR 10 PSF RESIDENTIAL CONSTRUCTION AND ACI 318-14 FOR ABOUT 1 PSF TO ABOUT 3 PSF. 20. 25 AND 30 PSF RESIDENTIAL AND COMMERCIAL CONSTRUCTION, 10. ROOF INSULATED PANELS (WHERE OCCURS). SEE 83.2 . RESIDENTIALAPPLICATIONS: CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 76, CBC 81BC APPENDIX CHAPTER I. O FOOTINGS: ROOF LIVE LOAD: IO PSF (20 POUNDS PER SQUARE FOOT AND GREATER MAY BE USED FOR COMMERCIAL APPLICATIONS AND RESIDENTIAL CARPORTS). 1. ALLNEWCONCRETE FOOTINGS SHALL BEAR ON FIRM,NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. ROOF SNOW LOADS. 10, 20.25.30.40 & 50 PSF (SNOW LOADS AT GROUND LEVEL). 2. DESIGN VERTICAL SOIL BEARING PRESSURE IS SOO POUNDS PER SQUARE FOOT. 2. IN COMMERCIAL APPLICATIONS: 3. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSFIFT x 2 PER TABLE 1806.2 AND SECTION CBC AND IBC CHAPTER 16. 1806.3.4). ROOF LIVE LOAD: 20 PSF. 4. ATTACHED COVERS FOR RESIDENTIAL USE MAYBE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3112 INCHES THICK AND I$ LOCATED IN ROOF SNOW LOADS: 20, 25, 30, 40 & 50 PSF (SNOW LOADS AT GROUND LEVEL). AREAS WITH A FROST DEPTH EQUAL TO ZERO. THE SLAB SHALL BE A MINIMUM 10'•0" WIDE BY THE MAXIMUM COLUMN SPACING MEASURED AT THE COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR SNOW LOADS OF 25 PSF AND ABOVE. THE DISTANCE FROM COLUMN TO SLAB EDGE $HALL BE V MINIMUM. WIND SPEED DESIGN PARAMETERS: 5. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON EXISTING OR NEW CONCRETE SLABS THE BASIC WIND SPEEDS CONSIDERED IN THIS REPORT ARE 110, 120,130 MPH, EXPOSURES B AND C (BASED ON THE CBCABC). FOR USE WITH THE20122013 CRCARC,DNIDE THE REQUIRED CRGIRC MIND SPEED BV SQRT(0.8} NOTES TO LOCAL AUTHORITY HAVING JURISDICTION CBC IIBC WIND SPEED 110 MPH 120 MPH 130 MPH EQUIVALENTCRCARCWINGSPEED 85MPH 93MPH 101MPH AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL EXAMPLE: IF CRCIIRC WIND SPEED IS 85 MPH, THE PATIO COVER CONSTRUCTION SHALL BE BASED ON 85 MPH I SQRTO.6)=110 MPH. USE OF THIS SET OF PLANS FOR A SITE SPECIFIC PROJECT: SNOW LOADS DESIGN PARAMETERS: 1. EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY THE PERTINENT SITE -SPECIFIC STRUCTURAL COMPONENTS 1. IT IS THE RESPONSIBILITY OF THE CONTRACTOR FOR THIS PROJECT TO VERIFY SNOW LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION. TABULATED SPANS FOR SNOW LOCATED WITHIN THIS IAPMOLLISTED EVALUATION REPORT. LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, ETC,) SHALL BE CIRCLED AND CLEARLY IDENTIFIED, 2. WHERE SNOW LOADS OCCUR, THE CONTRACTOR FOR THIS PROJECT SHALL VERIFY WITH THE LOCAL AUTHORITY HAVING JURISDICTION WHERE DESIGN FOR SNOW DRIFTING I OR 3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. SLID INGIS REQUIRED PER ASCE]-10,SECTION 7.7 AND 7.8. 3. DESIGNFOR SNOW DRIFTAND SUDING HAVE BEEN CONSIDERED IN THIS SET OF DRAWINGS FOR ATTACHED COVERS WITH GROUND SNOW LOADS OF 30 PSF OR LESS WHERE P 4. AWETSTAMFROM 4TTEL ENGINEERING IS NOT REQUIRED ON THOSE PAGES FROM THE IAPMO REPORT. SNOW LOADS DRIFTING AND I OR SLIDING OCCUR, REDUCTION FACTORS PER SHEET S2.1 OR L2.I SHALL BE APPLIED TO THE STRUCTURE. 5. A COLOR COPY OF THOSE PAGES FROM THE IAPMO REPORT IS NOT REQUIRED. 4. DESIGN FOR SNOW DRIFT AND SLIDING FOR DETACHED COVERS AND FOR ALL COVERS WITH GROUND SNOW LOADS HIGHER THAN 30 PSF IS BEYOND THE SCOPE OF THIS REPORT AND REQUIRES SITE SPECIFIC ENGINEERING. AT A MINIMUM, SUBMISSION FORA BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: 1. TITLE SHEET AND GENERAL NOTES, GO.1 SEISMIC LOAD DESIGN PARAMETERS: 2. STRUCTURAL CON FIGURATION (i.e. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). S1.x OR Ll.x SEISMIC DESIGN BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER, CONSIDERING THE FOLLOWING DESIGN PARAMETERS: 3. BASED ON THE REQUIRED DESIGN LOADS,SITE-SPECIFIC RAFTER ANDIOR PANEL$PAN TABLES. 1. SRE CLASS: D 4. TYPE OF HEADER, POST TYPE 8 QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE SITE -SPECIFIC DESIGN LOADS, 2. SEISMIC DESIGN CATEGORY: E 5. APPROPRIATE STRUCTURAL DETAILS. 3. MAPPED SPECTRAL RESPONSE COEFFICIENTS ''.Ss=1.50, S,=0.6, Sos=1.0. Sr, =0.50 4. RESPONSE MODIFICATION FACTOR,R=1.25 8. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION. 7. SEE St. OR Lt. FOR SH EET INDEX. BPAT2019-0013 5. RISK CATEGORY II 6. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE NTH ASCE 7-10 SECTION 12.8.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY JOB NAME: SITE WITH SS> 1.50, CONSIDERING SS=1.50. a -ffII A ITn LA rC v I V JOB ADDRESS: iO� Q OTHER DESIGN PARAMETERS: 1. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1. p� f� /+ �+ BUILDING DI VI SI ON 2. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES,' IN ACCORDANCE WITH ASCEISEI 7. 3. FREE STANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL, UNLESS SPECIFICALLY DESIGNED BYA REGISTERED PROFESSIONAL ENGINEER. APPROVED 4. SO LID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION CBC 1505.2, EXCEPTION 2. 5. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCEISEI 7. SECTION 28.2. WIND LOAD: 6. ALL APPLICABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE �p /�(y.��+''�pI �/� FOR CONSTRUCTI ON IGN SUMPTIONS 1. LEAST BUILDING 1. LEAASUILDINGM LVEI SNOW LOAD: BY; DATE: Q 3/2/ /201 I -EIGHT STRUCTURE IME:30' 2. BUILDING HEIGHT OF MAIN STRUCTURE IMEAN ROOF HEIGHT): 20'MIN �./ 3. MINIMUMCOVERPROJECTIONI510'. " MINI MUM COVER SIZE ATTACHEDTO MAIN STRUCTURE OR FREESTANDING: 10'x 10' 5. MINIMUM ROOF SLOPE FOR SOLD ROOF PANELS WITH DECK. SEE DETAIL 18IS3.2 SHEET INDEX 6. MINIMUM ROOF SLOPE FOR SOUDROOF PANELS WITH DURAPANELSEE DETAIL IAJS3.2 7. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG. SEE SHEET S1.x OR L1.x FOR SHEET INDEX 8. THE RAT IO(HIP), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY COVER PROJECTION OR WIDTH IF, FT), SHALL NOT EXCEED ONE (1). 9. THE RATIO (LIP), COVER LENGTH (L. FT.) DMDED BY THE COVER PROJECTION OR WIDTH LP, FT). SHALL NOT BE LESS THAN ONE (1} ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS. 10. THE "LENGTH OF STRUCTURE' SHALL BETAKEN AS THE CONTINUOUS DISTANCE MEASURED ALONG THE EXISTING BUILDING WALL FROM ONE END OF PATIO COVER SUPPORT BEAM TO THE OTHER, INCLUDING ANY BEAM SPLICES. THE STRUCTURE LENGTH SHALL BE DETERMINED THIS WAY REGARDLESS OF ROOF COVERING TYPE, INCLUDING COMBINATION ROOFS WITH BOTH TRELLIS AND DECK ROOF USED ON THE SAME CONTINUOUS PATIO COVER STRUCTURE. HOWEVER, OPEN LATTICE PORTIONS OF THE STRUCTURE SHALL NOT BE COVERED BY ROOF DECK PER IAPMO 195. 11. PATIO COVERS WITH SOLAR PANELS ON THE ROOF: CONTACT DURALUM PRIOR TO ORDERING THE PART AND SUBMITTING DRAWINGS TO LOCAL AUTHORITY HAVING JURISDICTION. 12. CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EXISTING ROOF OVERHANG, AS SHOWN ON TABLE ION S6.1 ANDIOR 1-8.1, ARE ASSUMING THAT THE EXISITNG WOOD RAFTERS OR TRUSSES ARE DOUGLAS FIR -LARCH Na. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPECIES WITH R, 1900 psi AND F9 1180 psi. 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 �9FESSIpyq S 5885 qTF OF cp,0F tJ DATE SIGNED: April 5, 2017 fi"AMMU pi 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 AHJ APPROVAL REVISIONS MARK DATE DESCRIPTION 4 STELJOB# 16-1071 DATE 04105117 DRAWN BY RER CHECKED MDS IAPM0195 V 2.0 TITLE SHEET, DESIGN LOADS, GENERAL NOTES GO.1 RAFT R (E) BUILDING SEE NOTE 2 RA F�R CpNNECTION I I I I I I I I I I TO 999LDG SSSEE NOOTE I I I I I I I I o I I I I I I I I I I I I I I I I I I I I I I I I I LAIDCE 3" PR 6"1 O.C. I I I I I I I I I I I sEf NOTE z a w I I I I I I I I I, L EDIE COL, 1 �� I I I I I I I I I I sE4 NOTP 4 1 I I IfI I I I I I I I I I I II RAFTER CQNNEC ION I BEIM SEF NOTE 3 1 I TO REAM EE TE BEAM OH BEAM CLEAR SPAN BEAM CLEAR SPAN SEE NOTE 1 LENGTH 'L' SEE NOTE 1 BEAM ON SEE NOTE 1 �„� PLAN VIEW NOTES: 1. PATIO COVER DIMENSIONS A LENGTH OF STRUCTURE V SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE FRAMING. B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN. D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN, OR 24" MAX. E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF LATTICE'S ADJACENT SPAN, OR 24" MAX. F. TRIBUTARY WIDTH ARE AS SHOWN ON PUN: • TRIB (Bext)= X ADJACENT DECK CLEAR SPAN @ RIGHT + DECK ON @ LEFT • TRIB (BLDG)=)§ ADJACENT DECK CLEAR SPAN 2. LATTICE COVERS A SEE SHEET L4.1 FOR LATRCE PROFILES. B. SEE SHEETS L3.1A & L3.1F FOR RATTER PROFILES AND MAXIMUM SPANS. C. SEE SHEET 12.1 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEET 1-6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING. B ISOMETRIC VIEW 3/32"=1'-O' A SEE SHEET 14.1 FOR BEAM PROFILES. B. SEE SHEETS L7.1 & L8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN. C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS. 4. COLUMNS A SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET 14.2 FOR COLUMN PROFILES. C. SEE SHEETS 17.1 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. 5. FOUNDATIONS A SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION. S. SEE BEAM SPAN TABLES ON SHEETS L8.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPoRTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE L7.1 FOR ALTERNATE FOOTING SIZES. D. SEE 8/17.1 FOR ATTACHED PATIO COVER SUPPORTED ON SUB ON GRADE TABLE 1 MINIMUM NUMBER OF POSTS REQUIRED -mn,nxlUaiaaNux Sx�n:1� o©©© oo© Run=..© 0©00©©0 ®oOO©©0 ®0©©0©0 o©©©o©o o©©©oo© 0©0000© ®©00000 NOTES: 1. NUMBER OF POSTS SHOWN INTHIS TABLES A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THATTHE "MA <POST SPACING (SPANTSHOWNONSHEETS3Sxx.x ORLB.xx.xBNOTE) EEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL TS&3 OR NUBA. & THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHEMCAL PURPOSES AND THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY OR WITH A BRACKET PER SS.3 OR L6.3. �'� TABLE 1 - MINIMUM �_ J NUMBER OF COL REQ. SHEET INDEX- LATTICE STRUCTURES: TYPE E GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES L1.1-LATTCE STRUCTURES: TYPE E L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING L3.1A -LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS L4.1 -LATTICE STRUCTURES: BEAM PROFILES L4.2-LATTICE STRUCTURES: COLUMN PROFILES L4.3- LATTICE STRUCTURES: CONNECTORS L6.1 -LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING L6.2-LATTICE STRUCTURES: CONNECTION DETAILS L6.3-LATTICE STRUCTURES: CONNECTION DETAILS L7.1-LATTCE STRUCTURES: FOUNDATION DETAILS L7.2-LATTICE STRUCTURES: FOUNDATION DETAILS L8.xXX- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LUSE, 1XO MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS LATTICE COVER STRUCTURE TYPE E: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 ESS Ipyq< Y, S 5885 TF OF CAL\F� DATE SIGNED: April 5, 2017 Z"ANNULA 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 AHJ APPROVAL REVISIONS MARK DATE DESCRIPTION 4STELJOBk 16-1011 DATE oa 7 DRAWN BY REP CHECKED MDS IAPMO 195 V 2.0 LATTICE STRUCTURES: TYPE E L1.1 ALUM. ALLOY 3004-1-136 JALUM. ALLOY 3004-H36 T b T T Q �, z.000" �, 4.000" � z.000• 2.000' MA% 3.000" 9' x B' RAFTER Y x 8b' RAFTER DBL 7 x 8b' RAFTER R9 3x8 RAFTER -ATTACHED STRUCTURE 2x612 RAFTER -ATTACHED STRUCTURE DBL. 2xS 12 RAFTER -ATTACHED STRUCTURE LL/SL T SPACING O!C WIND SPEED /EJP 110 B 110 C 120 B 120 C 130 B 130 C LV51 T SPACING O/C WIND SPEED /EXP 710 6 110 C 120 B 120 C 130 B 130 C LL/SL T N SPACING O/C WIND SPEED /EAP 110 B 110 C 120 B 120 C 130 B 130 C 10 0.042 16' 2@-0' 2@-6' 2@-8' 2@-@' 2@-3' 2@-3' 10 0'�4 16' 16'-0' 15'-10° 1@-0' 15'-0' 15'-8' 13'-8' 10 0.024 16' 2T-6' 22'd" 27-6" 21'-1" 27-2" 1@-2" 24' 24'-2• 24'-1' 24'-2' 23'-6' 24'-0' 21'-6' 24' 13'-1' 13'-0' 13'-1' 17-3' 12-10' 11'-2' 24' 1@-4' 18'J" 1@d" 1T-3" 19-2" 15'-6° 20 0.042 16• 23'-0• 23'-0• 23'-0' 23'-0' 23'-0• 27-8• 0.032 16' 2tl-3' 2V-2' 20-3' 77A' 2tl-7' 7@-2' 0.032 76• 2@-7' 2@E" 2@-7" 2T-9" 2@-3" 25'-7" 1, 1@A' 1@-9' 1@-B' 1@-@' 1@-0' 1@-@' 1. 16'-7' 1@-6' 1@-7' 1@-1' 16'i' 14'-10° 24' 23'<' 23'J" 23'<" 27-8" 23-1° 2tl-10' 25 0.042 16' y1' 1@-8' 15-1• 19-8' 15-1• 19-8' 15-7• 19-8' i6'-7• 191-8' i6'-1• 19'-8' i6'-7• 0.042 16' 24'-6' 24'-4' 24'-6' 23'-@' 24'-3' 23'-2' O'042 16' 24• 34'-7' 29-2' 34'd" 28l7" 34'-7" 2@-2° 33'-7" 2T-4" 34'-2" 2T-70" 37-8' 2@-8° 24• 2tl-7• 20'-0' 2tl-1' 7@b' 7@-9' 79'-0' 30 0.042 16' i@-1' 18'-1' 19-7' 18'-7' 18'-1' 1@-1' 20 0'�4 16' 1Yd' iYd' i7d' 17d' 174' 17d' 20 0.02A 76' 1Td' 174° 174° 1Td" 1Td° 7TJ° 24' 13'3• 13'-8' 13'-8' 13'-8' 13'-9' 13'-9' 0.032 24' 16' itl-2' 15'-8' 7@-2' 15-8' itl-2' 19-0' 1@-2' 15'-0' itl-2' 15'-8' 1@-1' 15'-8' 0.032 �° 16' 74, 2, 27-1' id, 2" 27-1' 14, 2„ 27-1' 14, 2„ 27-1" 14, 2" 22-1' 14, 2° 27-0' 40 0.042 i6' 15-10' 15-10' 15'-10' 15'-10' 15'-10' 15-10' �. 17-1' 17-1' 17-7' 17-1' 17-1' 17-1' �. 17-10' 17-10' 17-10' 17-10' 12-10' 17-8' 24' 1@-1' 1@-1' 19-1' 1@-1' 19-1' 1@-0' 50 0.042 16' 1. 13'd• 1tlJ' 13V' 1tl-3' 13V• itl-3' 13'-4• 10-3' 13'd• 10'J' 13'd• 10'-3' 0'�2 18• 1g-0' 1@-0• 1@-0' 1@-0• 1@-0• 1@-10• 0.042 16• 24' 2@-8' 21'-10' 26-@• 21'-10' 28�8" 21'-10' 26'-8° 21'-10' 24 8• 21'-10' 28�7• 21'-@' 24' 15'-6' 15'-6' 15E' 15'E' 15'-6' 15'-6' NOTE: ITLSACPTABLE TO SUBSTITIfIE:0042i6' (2) 2x632'OC IN LIEU OF (1) 2<616'000'u'4'-124'-223i'24'-0' (2) 2x6 � 46'OC IN LIEU OF (1) 2x6 Q 24'OC 25032164'74'14d'14'74d•25 00� 16' 0'-7' 1tl-7' 1@-7' 1tl-7' 1@-7' OOM 16' 15'-10" 15'-10" 15'-10' 15'-10' 75-70' 15-70' 2A' @-7'7'24'73'-4' 0.03276•2tl-22tl-22tl-22@-22@-2° 13'd" 134" 73'-2" 17-3' 17A" 2@-2" 24' 1'-1' 11'-1' 11'-1' 11'-1' 11'-1' 24' 1@-7' 18-7' 1@-7° 1@-7° 1@-7' 1@-7" iTd'iTi'1Td'1Td'1Td'0042 16' 24'-6' 24'-6" 24-6" 24-6" 24'-6" 24'-6"-(2)3x8(�32'OCINLIEUOF(1)3x8@i6'O ?b' ll"'j, 13'-3' 13'J' 13'J' 13'-3'13'-3'24'2tl-0' 20'-0" 2tl-0" 2tl-0" 2@-0" 2@-0"-(2)3x848'OCINLIEUOF(1)3z824'OC78' 30 @-29-0' 2@-@' 2@-3' 28'-3'78' 7@-0' 75'-70" 1@-0" 15'-0" 15-6" 13'-0' 24'13'-1' 13'-0" 13'-1" 17-3" 12'-10" 11-2' 0.032 i6' 3'-0' 23'-0' 23'-0' 23'-0' 21'-6'0.024 2Y-9'30 0.032 16'2@-3' 2tl-2" 2tl-3"2tl-1" 1@-2"24' 75-9' 1@-9' 7@-e" 78'-e' 18'-@'24' 1@-7' 1@-6" 1@-7"6'-1" 1@<" 14'-10' 0.042 i6' 19'-8' 19A" 19'_e" 1g-8• 0.092 16• 2R_6• 24'd" 24'_6" 23'_y" 24'_3• 23'_2• 24' i6'-7' 1@-7' 7@-1" i6'-1" i6'-1" i6'-7' 24' 2U-7' 20-0" 2tl-7" 77-6" 19-9' ig-0' 40 0.024 16' 1@-7' 1@-1' 19-1' 781-1' 78'-1' 78'-7' 40 0.024 16' 17d' 17d" 17d° 17i° 12i" 174' 24' 10-2' 10-2' i12" 112" 11-2" 10'-1" 0.032 1. 16' 13'-9' 75'-10' 13'-9' 75-70' 13'3' 75-10• 13'-9' 15-70' 13'-6' 76-70' 13'-9' 75'-10' 0.032 76• 75'-8' 15'-8' 15'-8° 15'-8" 16-8" 15'-8' N' 12'-1' 12--1' 1T-1' 17-1' 72-1' 17-7' 24' 17-10' 17-10" 72'-10" 12'-10" 12'-10" 17-8° 0.062 13'd' 13'<° 13'd° 73'd' 73'4' IT-4- 0.042 76° 79'-0° 19'-0" 1g-0" 1 9-0" 1@-0" WAD" 1.i6" ° 19-3' 10'-3' 103' 1@�' 10'-3-itl3' 1.-' 75'-6' 15L" 15'-6" 15'-6" 15-6" 15'F° 50 0.074 76' 1@-7• 7@-7' 7@-1' 1@-7' 1@-7• 50 16• 1tl-7' 10'-7- 1tl-7" 1tl-7" 19-7" 1@-7' 24' 13'-9' 13'-@' 17S' 13'-0' 1T_g• 13,.g• 24• @_1• @_1• 81_11 81.1" SPA"@_i• 14'4" id'd' 0.032 i6' 15'-10' 15'-10' 15'-10' 15-10' 15-10' 15'-10' 0.032 18' 14'd' 14'd' 144' 14'd" 24' 1Y-7' 1Y-1' 17-1' 17-1' 17-7' 17-7' 24' 11'-7' 11'-7' 11t1' 11'-1" 11'-1' 11t1' 0.042 16' 13'4' 13'<' 134' 0.042 16' iTd' 1Td' 17-4' iTd' 24' itl-3' itl-3' 7tl-3' 7@d' itl-3' 7@-3' 24' 73'-3° 13'-3° 13-3" 131d' 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 ESSIpy1 S 5885 qTF OF CAl\F�tJ DATE SIGNED: April 5, 2017 '"AMMUhM 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 � FAX 949.305.1420 AHJ APPROVAL REVISIONS MARK DATE DESCRIPTION 4 STELJOBq 16-1071 DATE 04mv97 DRAWNBY REP CHECKED MDS IAPMO 195 V 2.0 LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS L3.1 A ALUM. ALLOY 30WH36 ALUM. ALLOY 3004-H36 ALUM. PLLOY 3004-H36 ALUM. ALLOY 3004-H36 STEEL ASTM 1.229' A653-SS GRADE 50 G60 3.000" 2.90B' 12 CA. CONTINUOUS STEEL INSERT T S 0.042" 3.000" 2.824" 3.000" 3.000 LATTICE TUBE SQ x 0.032' ALUM. BEAM W/- x 8 x OA42' SQ x 0.032' ALUM. BEAM W/- 3°-r-0° ","0" ^I3' �/ 12 GA. STL INSERT `�''/3 "=r 0° W3' ,1 �/ 12 GA STL V CHANNEL 3"=r-U' PLUM. ALLOY 3DWH36 ALUM. ALLOY 3004-H36 PLUM. PLLOY 3004-H36 PLUM. PLLOY 3004-H36 STEEL ASTM A553-SS GRADE 50 G60 ALUMINUM BEAM & CONTINUOUS STEEL INSERT PER B14/- TYP. 0.042" ttP. ' 8 0.042" ' 0.018" g TYP. 1.SO, OR 2.000 I 2.000" 4.000 2.000" 3.000" 4 0W 3. �, 3.000" L 4.000" 3.000" �1, MAX MAX. x MAX OR 2' SQ " �� DBL 3 SO. x OA42 ALUM. BEAM �� DBL 3 x 8 x OA42' �� DBL 2 x 8 x OA42' LATTICE TUBE W/ 14 GA STL INSERT 3"=r-0" ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 ALUM. PLLOY 3004-H36 STEEL ASTM A653-SS GRADE 50 G60 1 228" STEEL ASTM A653-SS GRADE 50 G60 ALUMINUM BEAM & CONTINUOUS STEEL INSERT 14 GA PER 814/- IYP. CONTINUOUS STEEL INSERT o 0.032" TYP' 0.042" 2.000" 4A00" 2.000" MAX. 2.824" MAX. 3.000" �� DBL 3 SO. x 0042 ALUM. BEAM %13 3' SQ x 0.032,"ALUM. BEAM W/- ter" W/ 12 (9A STL INSERT 3"=r-o° �"' 14 liA STL INERT 3°=r-0° 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 �9FESSIpyq '�' K i S 5885 �P lgrF OF CAL DATE SIGNED: April 5, 2017 // A 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 —APPROVAL REVISIONS MARK DATE DESCRIPTION 4 STELJOB# 16-1071 DATE 04W1T DRAWNBY PER CH ECKEC MDS IAPM0 195 V 2.0 LATTICE STRUCTURES: BEAM PROFILES L4.1 PSTM A500 GRADE B ASTM A500 GRADE B ALUM. PLLOY 3004-H36 ALUM. ALLOY 3004-H36 3.' ALUMINUM OR STEEL POST PER PLAN 0.188" 0.188" 0.032" g 4.000' 3.000' o 0.042" 3.000" 2.000" 3.000" 2000." NOTE: SEE TABLE 1 ON LI.x FOR APPLICATION OF THIS DETAIL. /HISS 4 x 4 x 3/16 HSS 3 x 3 x 3/16 /OA4r SIDE PLATES 3- SQ ALLIRL POST 3•=1'-0' 3'=1'-0" 3"=1'-0' 3"=1'-0° ASTM A500 GRADE B ASTM A500 GRADE B ALUM. ALLOY 6063-T6 PLUM. PLLOY 3004-H36 0.250" g 0.250" 8 0.762" i— $. _ 8L.2 1.500" 0.048" N $ 0.400 _ $ — +R0.125 o � 45, TYP. 4.000" 3.000' -00.- 3.000" MOTE: IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. Mgr TE: IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION. HSS 3 x 3 x 6/16 vrr 3•=1'-0" HISS 3 x 3 x V4 w 3"=1'-0" 3' MAO POST �+ 3"=1'-0" 3- SQ ALLIRL POST v� 3•=1'-0° ASTM A500 GRADE B STEEL A653 GRADE 50 CP60 ALUM. PLLOY 3004-H36 S' ALUMINUM OR STEEL POST PER PLAN 0.313" 0.048 $ � 0.400"cmin _ +R0.125 —cam] - _ NP. lie z clam 3.000' omr� 0.032 MOSS 2.000" 3.000" 2.G00` S IT ACCEPTABLE E COVER THIS COLUMN SECTION (FULL HEIGHT) IBY R SECTION C1 FOR TESTHFROM PURPOSES. NO FASTENERS ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION, TO THE UNDERSIDE OF NOTE: SEE TABLE 1 ON Li.x FOR APPLICATION OF THIS DETAIL. THE BEAM/COLUMN CONNECTION. HSS 3 x 3 x 5/16 3' SQ STEEL POST �ODW SIDE PLATESSIDE PLATES 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 �9FESSIpy1 i S 5885 P \ rgTF OF CA0F DATE SIGNED: April 5, 2017 I 0 , E7VG/AMWW 1W 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 AHJAPPROVAL REVISIONS DATE DESCRIPTION L 4 STELJOB# 16-1071 DATE 0405117 DRAWN BY REP CHECKED MDS IAPM0195 V 2.0 LATTICE STRUCTURES: COLUMN PROFILES L4.2 2 x 6 or 2 x 8 LEDGER - FASTENERS, SEE TABLE 33 r SOUD PATIO COVER OR 3 x ALUM. RAFTER (E) TRUSS OR RAFTERS @ 24" OC - [HEADER OTE' WHERE COVER CONSTRUCTION INCLUDES DETAIL A ORB, SITESPECIHC ENGINEERING IS R-:IUIREO TO VERIFY ADEQUACY OF THE E%ISTING STUD WALL FRAMING (INCLUDING SIZE) WHERE ONE OR MORE OF THE FOLLOWING CONDITIONS OCCUR: 18x 8x 3/4x1}"LONG BRACKET -FORLLISL=20PSFMAX: COVER PROJECTION> WAND OPENING IN WALL WIDER THAN B' AT EA (E) 2x RAFTER, WITH (3)-FORSL=50 PSFMAX: COVER PROJECTION > 14'AND OPENING IN WALL WIDER THAN B' #14 x 3 }' WOOD SCREWS, EA LEG (E) WALL (E) BLOCKING BETWEEN CONT. RAFTERS OR TRUSSES ALLOWABLE PROJ. TO BEAM (E) EAVE OH [(E) RAFTER OR TRUSS BACKSPAN SEE TARIFF 1 24 MAX 5-0 MIN 40-0 MAX NOTES: 1. EXISTING ROOF DESIGN LOADS: REAL = 3 PSF (MIN) TO 8 PSF (MAX) 2. NEW PATIO DESIGN LOADS: ILL= 10 PSF MAX (NO SNOW LOAD) 3. PLACE "SIKA HEX' OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE SHINGLE ROOFING TO PROVIDE SEAL. 4. THE BRACKET MAY ALSO BE MOUNTED BELOW THE RAFTER AS SHOWN, C ALTERNATE EAVE CONNECTION TABLE 1 - MAXIMUM PROJECTION ASSUMING (E) JOIST SPACING = 24"OC MAX LUSL EXISTING FRAMING MEMBER AT ROOF OVERHANG OVERHANG LENGTH 24" 19' 1 12' 6' 2x4 FULL 12' 10' 19' 11' 24' OF 24' 0' 10 2z8 NOTCHED 20 8' 24'0' 24'0' 24' 0' 2x6 FULL OR 2x8 NOTCHED 24'0" 24'0' 24'0' 24'0' 218 FULL OR 2x10 NOTCHED 24'0" 24'0' 24'0' 24'0' 214 FULL 7-9- 11' 10" 19- 5- 24'0* 20 2X6 NOTCHED 12 3' 17' 10' 24'0' 24' 0' 2x6 FULL OR 218 NOTCHED 197' 24'0' 24'0' 24'0' 2x8 FULL OR 2x10 NOTCHED 24'0' 24'0- 24-0' 2W 0' 2x4 FULL 7.4- 11'3' 1 18'T 24'0' 25 2.6 NOTCHED 11' 8' IT 0' 24' G' 24' 0' 2x6 FULL OR 2x8 NOTCHED IS!r 24'0' 24'0' 24'0' 2,8 FULL OR 2"0 NOTCHED 24'0' 24'0- 24'D' 24'0' 24 FULL 5' 11' 9' 4" 15' 8' 24' 0' 30 2x6 NOTCHED 916, 14' 2' 22' 11" 24' 0" 2x6 FULL OR 2(8 NOTCHED 155" 22'0' 24'0" 24'0' 2x8 FULL OR 2x10 NOTCHED 24'0" 24'0' 24.0' 24.0' 2x4 FULL 4.0- 6'9" 12.0- 24'0' 40 2x8 NOTCHED Go, 1015' 17'6' 24'0' 2x6 FULL OR 2x814OTCHED 11'4' 166' 24'0' 24'0' 2x8 FULL CR 2x 10 NOTCHED 19T 24'0' 24'0' 2W 0' 24 FULL 2'10' 5'2" 918' 264' 50 2.6 NOTCHED 5' 1' & 2" 1 14.2- 24' 0' 2x8 FULL OR 2x8 NOTCHED 818' 13'0' 21'8' 24'0' 2x8 FULL OR200 NOTCHED I IS Er 21'11' 1 24.0' 24'0' NOTCH CAN BE UP TO 1" IN 2x6, UP TO 1.5" IN 2x8 OR 2x10. MAX(E) ROOF RAFTERS BACKSPAN IS ASSUMEDTO BE 40 FT. LEDGER OR WALL HANGER w/ FASTENERS PER TABLES 3 & 4 ffE 1" THICK MAX LATH AND PUS7ER OR WOOl1 SIDING 2 x WOOD STUD WALL SIM AT CONCRETE, BRICK OR MASONRY WALL _ 2.5" MIN. _Loa NOTE. - WALL LEDGER SHALL BE: - NOMINAL LUMBER SIZE 2 x 6 (AT 2 x BY, MINIMUM RAFTERS), - NOMINAL LUMBER SIZE 2 x 8 (AT 3 x 8 MINIMUM RAFTERS), OR - KILN -DRY WOOD -FILLED 2 x 6x7" OR 3 x 8 ALUMINUM SECTION. B WALL CONNECTION TABLE 2 - NUMBER OF SIMPSON A34s REQUIRED AT ROOF PANEL OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG TRIB WIDTH 10 PSF LUSL 20 PSF LUSL 25 PSF SL 30 PSF SL 40 PSF SL 50 PSF SL 1 6 1 1 1 1 1 2 T 1 1 1 1 1 2 8' 1 1 1 1 2 2 9' 1 1 1 1 2 2 10, 1 1 1 2 2 2 11' 1 1 2 2 2 2 2' 1 1 2 2 2 2 USE (8) SIMPSON SD9112 SCREWS INTO EACH A34 WHEN USING (2) A34s, PROVIDE 2x FULL DEPTH WOOD SCAB, FULL LENGTH OF RAFTER TAIL TABLE 3- FASTENERS REQUIRED AT LEDGER AND ROOF PANEL RAIL TO FASCIA OR LEDGER TO EXISTING WOOD STUD WALL FRAMING B (2) 5M6' LAG SCREWS C (2)7/16'LAG SCREWS - ANCHORS ARE TO BE SPACED AT 16" O.C. HORIZONTALLY IN )IRECTION PARALLEL TO WALL ! -WHERE ROOF PANEL RAIL OCCURS, USE 1/2' DIAMETER LAG ;CREW IN LIEU OF (2) 1/4" DIAMETER LAG SCREWS. SIMPSON A34 SEE TABLE 2 (E) BLOCKING FASTENERS, SEE TABLE 3 BETWEEN CONT. RAFTERS OR TRUSSES SOLID PATIO COVER OR 3 x ALUM. RAFTER (E) TRUSS OR 2 x FULL DEPTH WOW RAFTERS @ P4. OC EXISTING FASCIA BOARD SCAB, WHERE OCCURS, SEE TABLE 2 ALLOWABLE PROD. TO BEAM E EAVE OH RAFTER R TR SS BACKSPA 24" MAX 6'-0" MIN 40'-0' MAX NOTE: EXISRNG ROOF DESIGN LOADS: ROL = 3 PSF (MIN) TO 8 PSF(MAX) RILL = 20, 25, 30, 40 OR 50 PSF SAVE CONNECTION TABLE 4-ANCHORS INSTALLED INTO THE SIDE OF 6 IN THICK MIN CONCRETE OR CMU WALLS CONCRETE, USE 112' CIA SIMPSON STRONG-BOLT2, STAINLESS STEEL, TH 3" MIN EMBED, INSTALLED PER ICGESR-3037. CMU, USE 1/2' DW SIMPSON WEDGE -ALL, STAINLESS STEEL, WITH 3 3/8" N EMBED, INSTALLED PER ICGESR-1396. MAXIMUM ANCHOR SPACING 10, 20, 25 PSF 30 PSF 40 PSF 50 PSF LUSL SL SL SL 48" 36" N' 24„ IE 3" $0 x1/4" STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD DOER AGAINST EXISTING CONCRETE WALL. 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 �9FESSIQyq S 5885 r I.CT 3 qTF OF CpL1F DATE SIGNED: April 5, 2017 // ��E7VG/NEEi�/11� 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 AHJAPPROVAL REVISIONS DATE DESCRIPTION r 4 SIELJOB# 16-1071 GATE 04W17 DRAWN BY RER CHECKED MDS IAPM0195 V 2.0 LATTICE STRUCTURES: ATTACHMENT TO EXISTING BUILDING L6.1 (E) BLDG �1liy�UlUUlllla�11i0 WK 3" x 8" x 0.042•' HEADER (E) STU WALL r (3) N"0 LAG I SCREW TYP. —y— (3) $14 SMS DECK/RAFTER EA. SIDE DIRE CT ON TRIBUTARY --1— AREA 2" COLUMN Eq EO MIN. BEAM BLOG _ (E) 1" THICK MAX LATH AND L L BEAM PLASTER OR WOOD SIDING 3" x 8' RAFTER BRACKET NOTES: COLUMN TRIBUTARY 1. USE OF THIS DETAIL IS LIMITED TO THE FOLLOWING: jE. AREA FOR LL/SL = 10 PSF, MAX TRIG AREA TO CONNECTION = 100 FY FOR LL/SL = 20 OR 25 PSF, MAX TRIG AREA TO CONNECTION = 55 FTA FOR SL = 30 PSF, MAX TRIG AREA TO CONNECTION = 45 FP . DECK/RAFTER FOR SL > 30 PSF, DETAIL IS NOT ALLOWED PLAN DIRECTION 2. SEE PLAN FOR DEFINHION OF TRIBUTARY AREA. /\ BRACKET 3. BEAM MUST LINE UP WITH EXISTING WALL STUD. \BEAM N.T.S. EXISTING STUD ALUMINUM MEMBER WITH WALL WITH WOOD FILL OR 2X NOMINAL SHEATHING AND LEDGER (NEW OR EXISTING) STUCCO SEE DETAIL B/L6.1 f (3) y"0 x 2" FULL LENGTIi THREADED LAG SCREWS LEDGER TO WALL FASTENERS PER RAPIER PER PLAN eLs.1 II II (E) 1" THICK MAX LATH AND L L SMS PER 3/1-6.2, PLASTER OR WOOD SIDING TYP U BRACKET, SIM TO NOTES: 2/L4.3 OR 3/14.3 1. MAX SPAN OF SINGLE RAFTER SHALL BE AS FOLLOWS: 10 PSF - 24' FOR 24" SPACING, 36' FOR 16" SPACING 20 PSF - 12' FOR 24" SPACING, 18' FOR 16" SPACING 30 PSF - 8' FOR 24" SPACING, 12' FOR 16" SPACING 2. SEEMIS DETAIL SHALL NOT BE USED FOR SNOW LOADS HIGHER THAN 30 PSF RAFTER TO LEDGER CONNECTION 1" THICK MAX LATH AND PASTER OR WOOD SIDING RAFTER PER PLAN p FOR LL/SL = 10 PSF, USE (2)#14 SMS EA --- AND (3) Y4-0 x 3K' LAG SCREWS. FOR LL/SL = 20, 25, OR 30 PSF, filb USE (3)#14 SMS EA SIDE AND (3) )60 x 2W LAG SCREWS. C FOR SL = 40 OR 50 PSF, _ USE (4)#V14 SMS EA. SIDE AND (3) )FO x 5w' LAG SCREWS. (E) STUD WALL t USE LEDGER PER WHERE RAPIER SPACING EXCEEDS EXISTING STUD SPACING, SEEE TABLE E 3 SHEET L6.1 %� RAFTER TO STUD WALL CONNECTION 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 ESS Ipyq! Y, S 5885 qlF OF CA0 DATE SIGNED: April 5, 2017 ZE7V6/N�/11�a 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 ARJ APPROVAL REVISIONS DATE DESCRIPTION r 4 STELJOB# 16-1071 DATE 04M17 DRAWN BY REP CHECKED NOS IAPM0195 V 2.0 LATTICE STRUCTURES: CONNECTION DETAILS L6.2 LATTICE ATTACHMENT PER #8 SMS 7/L6.3 3 x 8 x 0.42 BEAM OR 3" S0. STEEL BEAM OR MAG BEAM DOUBLE BEAM (4) # 4 SMS EA (6)-#14 SDS 0 EA. SIDE .1 OR 616 B10, 812, RAFTER TO COLUMN B15 (8 TOTAL) TOP & BOT TOTAL = 24 VY' SQ. OR 2" SQ. OR 2 x 3" LATTICE 0 3' O.C. 5/8"0 HOLE WITH MIN. UP TO 6" O.C. MAX. O PLASTIC PLUG, AS RACKET PER 1/54.3 H BRACKET I I REO'D, TYP. IT IS OR RAFTER I I ACCEPTABLE TO USE ONE OLE TO H 3" OR 4" Sq. I I INSTALL SEVERAL ALUM. OR STEEL POST I I SCREWS, TYP. 3 x 3 x .024 (3) #14 SMS CONNECTOR EACH SIDE LATTICE TUBE TO RAFTER STUB COLUMN TO DBL BEAM %,1 W BRACKET TO POST 7 3"=1'-0" CONNECTION 1-1/2"=1'-0" I-1/27=1'-D. LATTICE ATTACHMENT PER 7/16.3 SPLICE WHERE OCCURES 1 2° MAX SPLICE (INT COL ONLY) (INT COL ONLY) (6) #14 SMS 0 EACH = HEADER TO COLUMN 1 2' TP DBL RAFTER (12 FASTENERS PER DOUBLE BEAM B9, CONNECTION) B10, 812, B15 OR (4) �14 SMS EA RAPIER B16 TO COLUMN (8 TOTAL) 5LAST HOLE II 5/e"4 HOLE WITH PLASTIC I , A PLASTIC PLUG, AS II = PLUG, AS REO'D, TYP. N IS REO'D, TYP. 0 IS OI ACCEPTABLE TO USE ONE ACCEPTABLE TO I I O O O I HOLE TO INSTALL SEVERAL I SCREWS, TYP. USE ONE HOLE ToINSTALL O o l I I SEVERAL SCREWS, I I I I TYP. I II ATTACHMENTS PER 2/16.3 IO I I - I (2)E14 SMS EACH SIDE T&B @ 32' ARCHITECTURAL SIDE DBL BEAM B9, B10, B12, I O.C. PLATES, WHERE OCCUR, B15 OR 816 SHALL STOP & FLUSH I I 3" OR 4" SQ. POST W/ :J��BELOW BEAM OPTIONAL SIDE PLATE OR ARCH COL WHERE OCCURS 3" OR 4" SO. POST DBL RAFTER TO DBL BEAM DBL BEAM TO COL CONNECTION 3" WIDE BEAM TYP 62, MAX 85, 311, B13 OR B14 3" OR 8" BEAI (6) #14 SMS EA. SIDE AT SPLICE SMS PER ELEAT SIDE PLATE SP3 B , SMS EA. SIDE 3§'b PLASTIC (8) (F14 o AT S1DE PLATE SP4. SEE NOTE 1. 11• •a• PROVIDE FULL BEARING OF BEAM ON POST.3g"o HOLE WTIH PLASTIC PLUG, AS i �•i REQ'D, TYP. IT IS ACCEPTABLE TOv'SIDE PLATUSE ONE HOLE TO INSTALLSEVERAL SCREWS, TYP. (2) #14 SMS EA SIDE AT 6)'x" SIDE PLATE EA. SIDE, SEE 3" S0. POST BOTTOM AND AT 32' OC MAX. TABLE 1 ON Si.x OR L1.x SIDE PLATES OPTIONAL STYROFOAM INFILL OF 8 SEL"IION 3' SQ. POST BETWEEN A ELEVATION SIDE PLATES CAN STOP BELOW SIDE PLATES THE CONNEC ON `BEAM TO POST CONNECTION 3/4"=1,-0, 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 I pyq< �9�FESS Y, S 5885 r I.CT 3 qTF OF CAk1-k � DATE SIGNED: April 5, 2017 I/ , �E7VG/NEEi�/11� 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 AHJ APPROVAL REVISIONS MPRK DATE DESCRIPTION 4STELJOB# 16-1071 DATE 64M17 DRAWNBV RER CHECKED MDS IAPM0 195 V 2.0 LATTICE STRUCTURES: CONNECTION DETAILS L6.3 STEEL SLEEVE PER 4/17.2 AT POST TYPE C7, C8, & C9 PER TABLE 2 11 __..___ II /--3" OR 4' STEEL POST. .: <' '• I ' ' F :. . ? L�3 • 3"MIN. � • PER 4/17.2� ...t: . 'y� :TYP. • 4 • • 4'• _ B NO A36 THREADED ROD _ a �;, o .a••.. ! 4 III POURED CONCRETE I � I I POURED CONCRETE ��N '' ' '^ T` IN BEAM SPAN TABLES NOTES: 1. THIS DETAIL CAN BE USED FOR STEEL POST TYPES C6, C7, C8, OR C9. 2. THIS DETAIL SHALL NOT BE USED FOR STEEL POST TYPES CI, C2, OR C5. 3. IT IS ACCEPTABLE TO EMBED THE STEEL POST DIRECTLY INTO THE FOOTING PER 5/17.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL. STEEL POST SLEEVE CONNECTION TO CONCRETE FOOTING 1°=r-o• TABLE 3 - (MAX WIND SPEED: 130MPH, EXP C) MAXIMUM POST SPACING WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE ROLLED FORMED PANS (RF) IRP TRIB LL/SL(psf) SL(psf) LL/SL(psf) WIDTH 10 psf 20 psf 25 psf 30 psf 10 psf 20 psf 5' Il'-9" il'-O" 10'4" 9'-0" 12'-6" 11'-0" 6' 101-9" V-9" 9'-0" I'll. l0, 5" 7' 10'-0.. 9'-0" 81-0" T-6" 9'-0„ 8'-01. 8' 9'-4" 8'-6" 7'-6" T-O" T-10" 7'-6" 8`0 7'-O" NP 7'-0" 7'-0" W918'40" 7'-6" N.P. NP 6'-3"6'-"7'-0" NP NP 6'-8" 6'-0" NOTES: 1- "NP" INDICATES THAT A FOOTING IS REQUI RED, AND THE PATIO COVER CAN NOT BE SUPPORTED ON ASLAB ON GRADE. 2 -FOR LIVE OR SNOW LOADS HIGHER THAN THE ONES SHOWN ON THIS TABLE, A FOOTI NG IS REQUIRED AND THE PATIO COVER CANNOT BE INSTALLED ON SLAB ON GRADE. T BRACKET CONNECTION TO SLAB ON GRADE IN BEAM SPAN TABLES TES: THIS DETAIL IS TO BE USED FOR POST TYPES C10 & C11. THIS DEFAIL CAN ALSO BE USED FOR STEEL POST TYPES C6, C7, CB, C9. THIS DEFAIL SHALL NOT BE USED FOR ALUMINUM POST TYPES C1, C2, OR C5. STEEL POST EMBEDDED J INTO CONCRETE FOOTING 3" STEEL OR ALUMINUM POST ADJACENT GRADE 'T' BRPER 1/L7.2, WHERE OCCURS 2/L7.2ACKET OR 3/L7.2 6 EXISTING OR NEW SLAB ON MIN. GRADE. PC!2,500 PSI MIN. 1 EDGE OF SLAB WHERE OCCURS LTS PER TABLE 2 NOTES: 1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C3, C5, OR C6. 2. THIS DEFAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES AND/OR COMMERCIAL APPLICATIONS. 3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, 09, CIO, C11. 4. SLAB ON GRADE SHALL BE IN GOOD CONDITION (NO VISIBLE CRACKS WITHIN 33" FROM POST). 5. MINIMUM OVERALL DIMENSION OF SLAB ON GRADE SHALL BE PER FOOTING NOTE 4 ON GO.1 TAB' 1 ALTERNATE FOOTING DIMENSIONS "' ®' ®' ' ®offing�®' �' Effmwvwu ®Aiiii_ ®' �Aiiii_ Aiiii_ Aiiii- 0�®iiiii., , NOTES: I - "FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS S8.xx.x OR I.S.-K. 2 - "ALT I" IS THE FOOTING DIMENSION BASED ON THE "FTG (IN)' DIMENSION. NOTE THAT W=D=L 3 - "ALT 2" IS TH EALTERNATE FOOTING DIMENSION REQUIRED WHEN A 3.5" MIN THICK 51AB 15 PRESENTABOVE THE FOOTING. NOTE THAT W=D=L 4 - -ALT 3" IS THEALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT MAN 18" DEPTH FOR UPLIFT DESIGN ONLY, THIS VALUE IS TO BE USED ONLY AT ATTACHED PATIO STRUCTURES. NOTE THAT W 4AND D=I8". 5 - "ALT4" IS THEALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT MAN 18" DEPTH. NOTE THAT W=L AND D=18". 6 - "ALT 5" IS THEALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING 15 KEPT MAN 24" DEPTH. NOTE THAT W=L AND D=24". 7 -'ALT 6" IS THEALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT MAN 30" DEPTH. NOTE THAT WL AND D•30". 8 :III 7" IS TH EALTFRNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 36" DEPTH. NOTE THAT W=L AND D=36". 9-"ALT B"IS-ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 42" DEPTH. NOTE THAT W=L AND D 2 S FOUNDATION TABLES TABLE 2- ANCHORAGE SCHEDULE (ATTACHED STRUCTURES ONLY) BRACKET DETAIL POSTTYPE FTG(IN) ANCHOR BOLTS (SEE NOTE 2) SEE NOTES ALUM 1/1.7.2 C1 SOG W-3/8"dia w/1-7/B"embed ALUMT 1/L7.1 CI ALL (2)-3/8"dia w/2-7/8"embed ALUM 2/1-7.1 C2 SOG (2)-3/8"dia w/1-7/8"embed 3 ALUMT 2/17.2 C2 ALL (20/9"dia w/2-7/B"embed 3 ALUM 2/1.7.2 CS SOG (20/8"dia wl S/B"embed 3 ALUM 2/17.2 CS ALL (2)-3/8"dia w/2-7/B"embed 3 STEELT 3/17.2 C6 SOG (2)-3/8"dia w/1-7/8"embed STEELT 3/1-7.2 C6 522" (2)-3/8"dla w/2-7/8"embed 1,4 STEELT 3/17.2 C6 524" (2)-1/2"dia w/3-1/4"embed 174 STEEL INS 4/17.2 C6 530" (4)-1/2"dia w/ 3-1/4" embed 1,4 STEELINS 4/1.7.2 C6 A34" M-5/8"dia w/4"embed 1,4 STEELINS 4/17.2 C6 a35" 14)-3/4"dia w/ 4-3/4" embed 1A 51EELINS 4/0.2 C7, OR, C9 ALL 14)-3/4"dia w/ 4-3/4" embed 1,5 EMBED 5/1.7.1 C10,C11 ALL N/A NOTES: I - "FTG (I N)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS LB.xx.x 2 - ANCHOR BOLTS SHALL BE SI MPSON STRONG BOLT 2, STAINLESS STEEL (ICC-ESR 3037) 3 - IT IS ACCEPTABLE TO USE THE STEEL I NSERT PER 4/17.21 INSTEAD OF THE AWMI NUM T PER 2/1-7.2 FOR POSTTYPES C2 AND C5. BOLTS CAN CAN REMAIN AS SPECIFIED IN THIS TABLE. 4 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL 5A7.1 INSTEAD OF THE STEEL INSERT OR STEELT FOR STEEL POSTS C& 5 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL 5/1.7.1 INSTEAD OF THE STEEL INSERT FOR STEEL POSTS C7, CS AND C9. ANCHORAGE OF POSTS TO SLAB OR FOOTING 'T BRACKET PER 1/L7.2, 2/1-7.2, 3" STEEL OR OR 3/1_7.2. ALUMINUM POST _.,n BOLTS PER TABLE 2 GRADE TYP. -1 1 1 POURED CONCRETE FOOTING . 44. SEEDFTG� SCHEDULE IM BEAM SPAN TABLE NOTES: 1. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES. 2. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, CIO, C1 1. T BRACKET CONNECTION TO CONCRETE FOOTING r=T-0° 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 FESS1 �0 S 5885 P lgTF 0F(pL1F DATE SIGNED: April 5, 2017 or'A 'NomowE71/G/NEEi�/11Pa 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 AHJAPPROVAL REVISIONS DATE DESCRIPTION JMMI 4 STELJOB# 1F1071 DATE 04IOS117 DRAWN BY REP CHECKED MD5 IAPM0195 V 2.0 LATTICE STRUCTURES: FOUNDATION DETAILS L7.1 ATTACHED & FREESTANDING LATTICE COVERS]- 10 PSF SNOW LOAD OR LIVE LOAD - 120 MPH - EXP. B & C B5 W///NEL 69 DEL 2 x6.5 x0.042 B11 3 x 8 x0.042 B10 DBL2 x6.5 x0.032 B12 DEL 3 x 8 x0.042 B13 / 12 GA STLULUM 14G8x0.04S ATTACHED ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TPoB WIND MAX POST FTG. MIN.MIN. FTG. MAX POST FTG. MIN. MAX POST FTG. MIN. MAX POST FTG. MIN. MAX POST FTG. MIN. MAX POST FTG. MIN. MAX POST FTG MIN. MAX POST FTG. MIN. MAX POST FTG MIN. MAX POST FTG. MIN. MAX POST FTG MIN. WIDTH EXP. SPACING (INJ POSTPOST TYPENG (IN.) TYPE SPACING (IN.) POST .�,PE SPACING (IN.) POST TYPE SPACING (IN.) POST TYPE SPACING (IN.) POST TYPE SPACING (IN) POST TYPE SPACING 'POST (IN.) TYPE SPACING (IN.) POST TYPE SPACING 'POST (IN.) TYPE SPACING (IN.) POST TYPE SPACING 'POST (IN.) TYPE (SPAN) ) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) 5 120 B 18'-S' i6 Ci' ' 31 CB 14'-10" 15 C1 14'-10' 30 CT 15'-0" 75 C1 15'4" 30 G7 18'-0" i6 G7 18'-0' 37 C7 21'-0" 17 Cl 21'F' 33 CB 20'B" 17 Cl 20'-9" 32 C7 120 C 164" 18 JFRESTANDING 33 C10 14'-B" 18 14'-1" 31 15'-T 18 14'-T' 31 17'-6' 19 17'-0' 31 C8 21'-0" 20 20,T, 34 20'4" 20 19'-8" 34 C8 6' 120 B 15'_3" 16 CtC1 " 30 CB 13'-T' 16 13'-T' 29 C7 14'-1" 18 C1 14'-1" 29 C7 18'd" 17 Cl 18'd" 30 C7 iB'-0" 18 C2 19'-9" 32 C7 19'-0" 18 C1 19'-0" 32 C7 " 32 C9 13'd" 18 18'-9" 34 C8 18'-8" 20 C2 18'-0" 33 08 1200 15'-0' 19 12'-10' 31 13'-10" 18 13'd" 31 18'-2" 19 15'-T' 90 iB'-7" 21 T 120 B 120 C 14'-T' 73'-10" 17 19 C1C1 " 29 C7 12'-T' 18 12'-T' 12'-0" 29 30 C7 13'-1" 72'-70" 16 19 C1 13'-1" 12'd" 29 30 C7 15'-2" 15'-0" 17 20 C1 15'-Z' 14'd" 301B-0" 30 C7 18'-1" 1818'-0" 27 C2 31 C7 17'-7" 18 C2 17'-7" i6'-8" 31 33 C7 " 31 C9 92'd" 19 17'-0" 33 CB 17'-3" 21 120 B C 13'-3" 13'-0' 17 20 Ci' ' 29 C7 71'-8" 17 C1 11'S" 11'-2' 28 30 C7 72'J" 12,-1" 77 19 Cl 72'J" 11'-T' 26 30 C7 14'J" 78 C1 14'J" 29 C7 17'-2' 17,-0' 19 22 C2 17'-Z' i6'J" 37 32 C7 i6'6" 16'-2" 18"ell 21 15'-7" 30120 32 C7 31 CB 11'-8" 19 14•_1" 20 C2 138" 29 S. 120 B 120 C 12'-T' 12' 3" 18 20 C2 C7 11'-2' 17 C1 11'-2' 10'-T, 29 29 C7 71'-T' 17'-0" 17 20 C7 11'-T' 17'-0" 29 29 C7 13'$" 19'J" 18 21 13'6' 12'$' 30 30 C7 16'-0" 18'-0" 19 22 CS 18'-0" 15'-0" 37 32 C7 15'8" 15•_3•• 19 22 15'6" 14' 8" 31 32 C7 CO 11'-0" 20 10' 120 B 120 C 12'-0' 11'-8" 18 21 C20 C7 10'-T' 17 C1 10'-T' 10'-1" 29 29 C7 71'4Y' 10'9" 17 20 Cl 11'-0" 70'-0" 29 28 C7 12'6" 12'-7" 18 21 C2 12'-9' 72'-1" 30 30 C7 15'4" 15'-2" 19 22 CS 15'-0" 14'-T' 32 31 C7 14'-9" 14'�" 19 22 CS 14'-9" 14,-0" 31 31 C7 C8 10'-8" 20 120 B 11'd" 11'-2' 18 21 C20 A'-.. 0 C8 10'1" 70'-0" 17 20 C1 10'1" 9'-T' 28 29 C7 10'-6' 10'J" 17 2029 10'-6' 28 12'-T' 12'-O 19 21 C2 12'-Z' 11'7' 314'820 30 C7 14'8" 23 14'-8" 14'-0' 32 32 14'1" 13'-10' 18 23 CS 4'1 13,-0" 32120C 31C7 1 120 C 70-10" 10'-8" 18 21 CZ1 0 C8 9-8" 9-7' 18 21 C2 9'd" 9'.2" 29 30 C7 9'�" 9'd" 18 21 C2 9'A" 8'-9" 29 30 11'�" 17'4i" 1911A206"20 22 C2 17'-1" 31 C7 13'-10' 23 CS CS 13'6" 12,-9" 3212 32 C7 13'-0" 32 CB 13'-3" 23 B14 O3 x8 x0.042 BEAM W/ B15 DEL 3 x8 x0.042 W/ Bib O DEL 3 x8 x0.042 W/ 12 GA STL INSERT DEL 14 GA STL INSERT DBL 12 GA STL INSERT TPoB WIND ATTACHED MAX MIN. POST FTG. POST FREESTANDING MAX MIN. PAST FTG. POST ATTACHED MAX MIN. POST FTG. POE FREESTANDING MAX MIN. POST FTG. POST ATTACHED MAX MIN. POST FTG. POST FREESTANDING MAX MIN. POST FTG. PO,T WIDTH EXP. SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) 5, 120 B 22'-8" 18 Cl 22'A" 33 C8 29'-Z' 19 C2 29'-2" 35 C9 32'-0' 20 CS 32-0 36 C11 120 C 22'-0" 20 C2 21'E" 35 C9 28'-9" 22 27'b" 37 C11 32'-0" 23 30'3" 38 6, T 120 B 120C 120 B 20'-8" 20'4" 19'-2' 18 C2 21 19 C2 20'A" 32 C7 19'-0" 34 08 19'-2' 32 C7 26'-B" 264' 24'-8" 20 C5 23 20 CS 26'�" 35 C9 25'3" 36 C11 24'A" 34 C8 29'-2' 28'-Z' 27'-1" 20 C5 23 21 CS 29'-2" 35 C9 Z7'-8" 37 C11 27'-1" 35 C9 120 C 18'-10" 18'-0' 21 19 G2 18'-2" 33 CB 18'-0" 31 C7 24'-0" 23'-T' 23 21 CS 23'E" 36 C9 23'-2' 33 CB 27'-1" 25'J" 24 21 05 25'�" 37 C11 25'J" 34 C8 17'-8" 22 17'-1" 33 CB 22'-9" 24 22'-0" 35 C9 25'J" 25 24'-0" 36 C11 NOTES: 17'-0' 19 Ci6' 17'-0- 32 C7 21'-10" 21 C5 21'-10' 39 CB 23'-10" 22 23'-10' 35 C9APPLICATIONS WHEN THE PATIO COVER IS INSTALLED ONA SLAB ON GRADE (RESIDENTIAL 16'-8" 22 1" 32 21'-0" 24 20'�" 34 C9 23'-10" 25 22'-0" 35 ONLY), THE MAXIMUM POST SPACING IS THE LOWEST OF THE J9.120 18'-1" 20 23 C 16'-1" 32 15'3" 32 C7 20'-9" 20'-0- 21 25 CS 20'S" 19'1" 34 Ce 22'-B" 22'9" 22 26 CS22'-1" 72'A" 35 35 "MAXPOST SPACING(SPANY'SHCnNN ABOVE ANDTHE MAXIMUM POST SPACINGS SHOWN ON DETAIL 6/L7.1 15'-0' 15'-Z' 20 23 C514'-T''"25 15'd" 32 C7 19'-g'22 CS 19'9" 35 18'-9" 34 C9 27'-8" 21'-8" 22 28 CS 21'd"38 21' 1" 35 C9 14'-9' 20 CS 14'S"3319'-0' CB 22 CS 19-0" 35 C9 20'- .. 23 C5 20'�"36C11 14'b" 23 14'-0' 32 18'48 28 18'-0" 34 20'�" 28 20'-T' 35 CB 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 �9FESSIpy1! Y, S585 qTP OF CAL\F�t, DATE SIGNED: April 5, 2017 �,A 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 AHJAPPROVAL REVISIONS MARK DATE DESCRIPTION 48TELJOB# 11-1071 GATE 04105117 DRAWN BY RER CHECKED MDS IAPM0 195 V 2.0 LATTICE STRUCTURES: BEAM SPANS & FOUNDATION SIZES 10 PSF LL/SL, 120 MPH L8.10.2 ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. B & C BS 12 GA STOL UALUM W//NEL 69 DBL2 x6.5 x0.042 B11 3x8 xO.042 B10 DBL2 x6.5 xO.032 B12 DBL 3 x8 xO.042 613 14 G8x0.04S RT 1 ATTACHED I FREESTANDING I ATTACHED I FREESTANDING I ATTACHED I FREESTANDING I ATTACHED I FREESTANDING I ATTACHED I FREESTANDING I ATTACHED I FREESTANDING TRIB WIDTH WIND SO. MAX POST SPACING (SPAN) FTG. (IN.) MIN.MIN.MIN.MIN. POST TYPEG ) FTG. (IN.) POST TYPE G ) FTG. (IN.) POSTT TYPENG ) FTG. (IN.) POSTPOST TYPE MAX SPACING (SPAN) FTG. (IN.) MIN.MIN. POSTT TYPENG ) FTG. (IN.) POST TYPE MAX POST SPACING (SPAN) FTG. (IN.) MIN. POST NPE MAXjj POST SPACING (SPAN)(SPAN) AX POST SPACING FTG. (IN.) MIN. POST NPE MAX POST SPACING (SPAN) FTGPOSTPOST (KN MIN. E MAX SPACING (SPAN) FTG. (IN.) MIN. POST TMPEG ) FTG.POST (IN.)TMPE MIN. 5 130E 130C 18'-9' 15'-0" 17 19 Ci 32 C9 " 16 " k 31 33 C7 15'-0" 14'-1( 18 19 C1" ' a 31 33 C7 i6'-0" 17'J" 17 20 Ci18'8' iT-8" 21'9" 19 C720'-0" 2T-0" 34 C8 20'-9" 18 Ci 11_ 32 34 C8 C9 MFTG, 34 C10 IPOST 19C1" 2 AY' 21 36 C71 20'-0" 21 6' 130E 15'-3" IT-9' 18 20 C1C1C7C1C7C1 31 C9 ' 17 " " 31 32 14'-7" 13'-7" 17 18 ' " 31 32 18'-0" 15'-10" 18 20 18'-T' 19'9" 1919'-7" C2130C 33 C8 19'-0" 19 Ci" 32 C8 34 C10 19 15-1" II.A.. 2218'-3" 35 C9 18'-T 21 C2" 33 C9 7' 130 B C 14'-T' 12'-9' 18 20 CiCiC7 " 31 GB ' 17 ' " 30 31 13'-7" 12'-7" 17 20 C7C7 ' " 30 31 15'-2" 14A 18 21 C1C2C8 15'-0" 18'-0" 20 18'-i" 16'-10" 33 34 17'-7" 17'-0"22' 19" C2130 31 33 C7 C8 " 33 C10 20 14'-0" 17'A" 22 6 130 B 130C 13' 3" 11'-10" 18" 20 C1" 30 CIO 18 " 28 31 C7 12' 3" -Ti-'-9„ 18 20 Ci" " 28 31 C7 14'3" 18 C1 14' 1" 17'-T' i6'-T' 20 23 C2 17'-0" 32 C7 1"" 2D C2' ' 30 32 C7 CB 32 C70- 201Ci" 13'A" 21 C2 13'-1" 15'-10" 34 CB 15'-10' 22 130E 13OC 12'-T' 11'-3" 19 21 Cii'-0" ii'-0" 30 G8 11'-Y' 18 C7 11'-2" 10'-T 29 90 C7 11'-7" 11'-2" 18 21 C1 11'd" 10'-8" 29 30 C7 1"" 13,-0 19 22 C2 19-31 1Td" 30 32 C7 i6'3" 15'-8" 21 23 CS3 2 C7 15'6' 20 C2 15'-3" 14'-3" 31 32 C7 C8 32 G9 10'-9" 21 CB 15'-0" 23 130 B 12'-0' 19 C2 10'-0" 30 C8 10'-7" 18 10'-7" 9,9„3007 2911'-0" 10'-7" 18 21 C1 10'-9" V-10" 29 30 C7 :73015'-0" 12'3" 22 C2 11'-9' 31 C7 14'-10" 212 24 CS3 C7 14'-9" 21 C5 14'-6 13'-T' 3110'130 31C7 C 10'8" 21 Ci 10'd" 32 C7 10'-T' 21 C8 14'2" 23 17'130 130 B C 11'-0" 10'-T' 199'-10" 22 C2 30 C8 10'-V 18 C1 10'-1" 9'-3" 29 31 C7 10'A" 9'-10" 19 21 C1 10'J 9'-0" 2g 31 C7 12'-2" if'A" 20 23 C2 1T-0" 11'J" 31 31 C7 14'-S" 14'-T' 21 24 CS2 IM13-." 2 C8 14'-1" 21 C5 13'-10" 13'-0" 32 31 C7 C8130 9'-10" 32 C9 9'-9" 21 C7 13'-7" 24 B 130 C 10'-10" 9-9' 20 22 C2 9'-0" 31 CIO 9' 8" 19 9' 8" 9'-0" 29 31 C7 R. 9'-1" 19 22 C2 9'd" 8,-3„ 29 31 C7 11'd" 11'-3" 20 23 C2 11'b" 10'-8' 31 31 C7 14' 1" 13'-T' 22 24 CS32 32 C8 13'4i" 13'-0" 21 24 C5 13' 3" 12'_O 3212' 32 C7 9'8 33 C10 9'-0" 22 042 BEAM 312 814 B14 E GA STL INSERT 615 DEL GA STLOINSERT E6 OBIL 12 GA ST L INSERT ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIB WIND MAX POST FTG. MIN, MAX POST FTG. MIN. MAX POST FTG, MIN. MAX POST FTG. MIN. MAX POST FTG. MIN. MAX POST FTG. MIN. WIDTH EXP. SPACING (IN.) POST TYPE SPACING (IN.) POST TMPE SPACING (IN.) POST TYPE SPACING (IN.) POST TMPE SPACING (IN.) POST TYPE SPACING (IN.) POST TMPE (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) 8• 130 B 22'-8" 19 Ci 22'd" 35 C9 29'-T' 20 C2 28'-9" 37 C11 32'-0" 32'-O" 21 24 C5 32'-0' 29'd' 38 40 C11 130C 21'-10" 21 C2 20'-10" 36 C11 28'-2" 23 CS 26'-i0" 39 6 130 B 20' 8" 19 C2 20'd" 34 CS 28'A" 21 CS 26' 3" 36 C11 29'-2" 22 CS 29'-7 37 C11 18'1" 36 C9 25'-9" 24 130 C 20' 0' 22 24,7" 38 29'2" 25 26'-1 U' 39 T 130 B 19'-Y' 20 C2 18'-10" 33 C8 2111 22 C5 24'-0" 35 C9 27'-1" 22 CS 27'-1" 36 C11 17'-8" 35 C9 23'-10" 25 22'-9" 37 C11 27'-1" 25 130 C 18'-6' 23 24'-10" 38 8, 130 B 130C 16-7' 17'-0" 20 23 C2 17'-8" 33 C7 23'-T' 22 C5 22'-9" 35 C9 25'-3" 23 C5 25'3" 23'J" 36 37 C10 C11 16'-7" 34 08 22'J" 25 21'-3" 37 Cii 25'J" 28 9, 130 B 17'-V' 21 C5 1"" 32 C7 21'-10" 23 C5 21' " 34 CB 23'-10" 23 C5 23'-10' 35 C9 15'-7" 34 CB 21'-1" 26 20'-1" 36 Cii 23-10" 26 130 C 16'd' 24 22'-0' 37 C11 10. 130 B 16'-1" 21 CS 15'-10" 32 CIO 20'-9" 23 C5 34 CS 22'-8" 24 C5 22'-8" 35 C9 10'-0" 19'-1" 36 C9 22''.. 27 130C 15'-T' 24 14'-10" 33 20'-0" 26 20'-1 D' 36 C11 11' 130 B 15'd' 22 CS 15.2" 32 C8 19'-9" 23 C5 19'41" 35 C9 27'-8" 24 C5 21'-8" 36 C9 130 C 14'iP' 24 14,2„ 33 IVA" 27 18, 2" 35 21,8" 27 19'-10' 36 C11 12' 130 B 14'-9' 22 CS 14'4i" 33 C6 17-0" 24 CS 18'-8" 35 C9 20'-8" 24 CS 20'-8" 38 C10 130 C 14'-T' 25 13'_7 32 18'J" 27 17'8" % 20'-8" 28 19'-1" 38 C9 NOTES: WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPDCATIONS ONLY), THE MAXIMUM POST SPACING IS THE LOWEST OF THE "MAX POST SPACING(SPAN)" SHOWN ABOVE AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL 6/17.1 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 �9FESSIpy1 K F G S 5885 qTF OF CAl1F DATE SIGNED: April 5, 2017 Z�� E7VC7/AMMW I 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 AHJAPPROVAL REVISIONS MARK DATE DESCRIPTION 4STELJOB# 1F1071 DATE CI DRAWNBY RER CHECKED MOO IAPM0 195 V 2.0 LATTICE STRUCTURES: BEAM SPANS & FOUNDATION SIZES 10 PSF LUSL, 130 MPH L8.10.3 I I � � RAFTER iSEE MOTE 2 I I III/ SEm NE 2, OR O.CI i z I I I I I I I I LI, I � SN�OTE 4 l I I I I o a ERI CONI ECTIIN I I I T B SE NOT 2 BEAM OH BEAM CLEAR SPAN4 SEE NOTE 1 LENGTH 'L' SEE NOTE 1 BEAM OH SEE NOTE I O PLAN VIEW NOTES: 1. PATIO COVER DIMENSIONS A LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATDCE FRAMING. BHEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. E BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN. D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN, OR 24" MAX. E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF LATTICE'S ADJACENT SPAN, OR 24" MAX. F. TRIBUTARY WIDTH ARE AS SHOWN ON PUN: • TRIB (Bext)= JS ADJACENT DECK CLEAR SPAN @ RIGHT + DECK OH @ LEFT • TRIB (BUDG)=Xe ADJACENT DECK CLEAR SPAN 2. LATTICE COVERS A SEE SHEET L4.1 FOR LATPCE PROFILES. B. SEE SHE L3.1A & L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS. C. SEE SHEET L2.1 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING. 3/32"=1'-0' 10:4:.T,M. A SEE SHEET L4.1 FOR BEAM PROFILES. B. SEE SHEETS L7.1 & L8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN. C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS. 4. COLUMNS A SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET L4.2 FOR COLUMN PROFILES. C. SEE SHEETS L7.1 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. 5_ FOUNDATIONS A SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEETS L8.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE L7.1 FOR ALTERNATE FOOTING SIZES. ;LAB, TABLE 1 MINIMUM NUMBER OF POSTS REQUIRED (SIM PLATE TYPE SP3) �cmaLxv�4�aaNa�:-rxvn:1� o©©©oo© o©0000© 0©00©©0 ®000©©o ®o©©o©o (SIDE PLATE TYPE SP4) �cm,NxvvaED ARDrEA zJIRE o©©©o©o o©©©oo© 0©0000© ®©oo©©o NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THAT IF 'MAX POST SPACING (SPANT SHOWN ON SHEETS 38.11.1 OR-B.xx.x IS NOT E)OE E DE D. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL TESS OR 3'L6.3. 3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTEDTO THE COLUMN DIRECTLY OR WITH A BRACKET PER SS.3 OR L8.3. TABLE 1 - MINIMUM J NUMBER OF COL REQ. SHEET INDEX -LATTICE STRUCTURES: TYPE G GO -TITLE SHEET, DESIGN LOADS, GENERAL NOTES 1-1.3 - LATTICE STRUCTURES: TYPE G L2.1 -LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING L3.1 F - LATTICE STRUCTURES: FREESTANDING COVERS RAFTER SPANS L4.1 -LATTICE STRUCTURES: BEAM PROFILES L4.2 - LATTICE STRUCTURES: COLUMN PROFILES L4.3- LATTICE STRUCTURES:CONNECTORS L6.1 - LATTICE STRUCTURES: ATTACHMENT TO EXISTING BUILDING L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS L7.2-LA7TCE STRUCTURES: FOUNDATION DETAILS LB.-X- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES >a PSF LUSL, 1XO MPH GI -ADDITIONAL STATE LICENSURE STAMPS LATTICE COVER STRUCTURE TYPE G: FREESTANDING SINGLE SPAN WITH OPTIONAL CANTILEVER 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 �JFESS Ipyq yl S 5885 qTP OF C&0 DATE SIGNED: April 5, 2017 I/ I _ M7JUS O AAONG 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 AHJAPPROVAL REVISIONS MARK DATE DESCRIPTION 4 STEL JOB# 16-1071 DATE 04M1T DRAWNBY REP CHECKED MDS IAPMO 195 V 2.0 LATTICE STRUCTURES: TYPE G L1.3 _I 4FTERI CON4ECTION I I INT boL. I I I I I Tip BE/)M BE € NOTE 2 1 1 1 SEEINOTE14 I I I I I I I I I I I I I I I _ RE k, I I I I IRA RS NOE2 11 I I I I I� I uATTICQ @ 31 OR 6" O.Q. I f I I I 1 9EE NgTE 21 I I I I I I I I a - F I BEAM OH BEAM CLEAR SPAN BEAM CLEAR SPAN k' SEE NOTE 1 LENGTH 'L' SEE NOTE 1 BEAM OH SEE NOTE 1 O PLAN VIEW NOTES: 1. PATIO COVER DIMENSIONS A LENGTH OF STRUCTURE V SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND IATDCE FRAMING. B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN. D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN, OR 24" MAX. E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF LATTICE'S ADJACENT SPAN, OR 24" MAX. F. TRIBUTARY WIDTH ARE AS SHOWN ON PUN: • TRIB (Bext)= h ADJACENT DECK CLEAR SPAN @ RIGHT + DECK OH @ LEFT • TRIB (Bint)= J4 ADJACENT DECK CLEAR SPAN @ RIGHT + )4 ADJACENT DECK CLEAR SPAN @ LEFT TRIB (BLDG)=,¢ ADJACENT DECK CLEAR SPAN 2 LATTICE COVERS A SEE SHEET L4.1 FOR LATTICE PROFILES. B. SEE SHEETS L3.1A & L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS. C. SEE SHEET L2.1 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS 16.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING. B ISOMETRIC VIEW 3/32"=1'-0' A SEE SHEET 14.1 FOR BEAM PROFILES. B. SEE SHEETS L7.1 & L8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN. C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS. 4. COLUMNS A BE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET 14.2 FOR COLUMN PROFILES. C. SEE SHEETS L7.1 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. 5. FOUNDATIONS A SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEETS L8.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE L7.1 FOR ALTERNATE FOOTING SIZES. TABLE 1 MINIMUM NUMBER OF POSTS REQUIRED (SIM PLATE TYPE SP3) o©©©oo© o©0000© 0©osv©©o ®000©©o ®o©©o©o (SIM PLATE TYPE SP4) WIND SPEED AND EXPOSURE o©©©o©o o©©©oo© 0©0000© NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE S A MINIMUM. ADD ILAB POSTS AS REQUIRED TO ENSURE THAT THE "MAX POST SPACING 1 (SPANT SHOWN ON S HEETB S8.11.1 OR Le.xx.x IS NOT EXCE E DE D. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/S8.3 OR S'L6.S 3. THIS TABLE DOES NOT APPLY IF THE SIDE PIATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTEDTO THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3. TABLE 1 - MINIMUM �_ J NUMBER OF COL REQ. SHEET INDEX -LATTICE STRUCTURES: TYPE H GO -TIRE SHEET, DESIGN LOADS, GENERAL NOTES L1.4 - LATTICE STRUCTURES: TYPE H L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFTAND SLIDING L3.1 F - LATTICE STRUCTURES: FREESTANDING COVERS RAFTER SPANS L4.1-LATTCE STRUCTURES: BEAM PROFILES L4.2-LATTCE STRUCTURES: COLUMN PROFILES L4.3- LA ICE STRUCTURES: CONNECTORS U3 I_ LATTICE STRUCTURES: ATTACHMENT TO EXISTING BUILDING L8.2 - LATTICE STRUCTURES: CONNECTION DETAILS L8.3 - LATTICE STRUCTURES: CONNECTION DETAILS L7.1 - ICE STRUCTURES: FOUNDATION DETAILS L7.2- LATTICE STRUCTURES: FOUNDATION DETAILS L8.-X - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LL/SL, IXO MPH GI . ADDITIONAL STATE LCENSURE STAMPS LATTICE COVER STRUCTURE TYPE H: FREESTANDING MULTI -SPAN WITH OPTIONAL CANTILEVER El 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 JFESS I pygl Y, S 58 5 �T �P qlF � OF CA11.k DATE SIGNED: April 5, 2017 // A Ei F7 I M6 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 AHJ APPROVAL REVISIONS MARK DATE DESCRIPTION a STRJOB# .F10T1 DATE Q-7 DRAWNBY RER CHECKED MDS IAPMO 195 V 2.0 LATTICE STRUCTURES TYPE H L1.4 PLUM. ALLOY 3004-H36W 6 PLUM. 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