BPAT2019-005878-495 CALI,E TAMPICO Tiht D 4 Quint
LA QUIN",, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Permit Type/Subtype:
PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN
Application Number:
BPAT2019-0058
Property Address:
81710 WAR ADMIRAL
APN:
767800033
Application Description:
ZAKIN / 188SF SOLID DURALUM PATIO COVER AT SIDE YARD
Property Zoning:
Application Valuation:
$3,000.00
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 9/25/2019
Owner:
LOUIS A. ZAKIN / REBECA GALUP ZAKIN
81710 WAR ADMIRAL
LA QUINTA, CA 92253
Applicant: / /�, Contractor:
JASON ALLAN RUDDOCK L..! L/l'--Y�\, JASON ALLAN RUDDOCK
37814 MEDWAY STREET 37814 MEDWAY STREET
INDIO, CA 92203 SEP 2 5 2019D INDIO, CA 92203
(760)574-1043
CITY OF LA QUINTA Llc. No.: 1019837
DESIGN & DEVELOPMENT DEPARTMENT
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9
{commencing with Section 7000) of Division 3 of the Business and Professions Code, and
my License is in full force and effect.
License Class: D03 _License No.: 1019837
// ff7
Date: Contractor: V z
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 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 Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business
and Professions Code) or that he or she is exempt therefrom and the basis for the
alleged exemption. 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).:
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, 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 he
or she did not build or improve for the purpose of sale.).
(_) 1, as owner of the property, am exclusively contracting with licensed contractors to
construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State
License Law does not apply to an owner of property who builds or improves thereon,
and who contracts for the projects with a contractor(s) licensed pursuant to the
Contractors' State License Law.).
(_) I am exempt under Sec. B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's N
Lender's Add
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
_ I have 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. My workers' compensation insurance carrier and policy number are:
Carrier P Policy Number: _
certify that in the performance of the work for which this permit is issued, I
shall n t employ any person 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 Labor Code, I shall forthwith
comply with those provisions.
Date: S Applicant:5'�
WARNI G: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECTAN 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.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is 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 180 days from date of issuance of such permit, or cessation of work
for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I 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.
Date: Signature (Applicant or Agent):
FINANCIAL INFORMATION
DESCRIPTION ACCOUNT QTY AMOUNT
BSAS SB1473 FEE
101-0000-20306
0 $1.00
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER, STD, OPEN
101-0000-42404
0
$107.87
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$106.26
Total Paid for PATIO COVER / COVERED PORCH / LATTICE 2019: $214.23
DESCRIPTION
ACCOUNT
QTY
AMOUNT
RECORDS MANAGEMENT FEE
101-0000-42416
0
$10.00
Total Paid for RECORDS MANAGEMENT FEE: $10.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50
DESCRIPTION
ACCOUNT
CITY
AMOUNT
TECHNOLOGY ENHANCEMENT FEE
502-0000-43611
0
$5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00
12
Existing Pool
Existing Cover
Trib- 8' V,
6.5"x2.5"x =4 flat pans max
free span ' 14,7 t,
Double 3"x8"x .042 Headers
max post spacing 13'1"
26" footings
min post type .-
81710 War Admiral Dr
Driveway
moo.
04&&
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CITY O D QUINTA
BUILDING DIVISION
' REVIEWED FOR
CODE
COMPLIANCE
DATE'I 1A
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PERMIT #
PLAN LOCATION:
Project Address: 210 X r � � A
Project Description: Pool, Remodel, Add't, Elect, Plumb, Mech
APN #:
DzzJ r
Applicant Name:
Address:
City, ST, Zip:
Telephone:
Email:
Valuation of Project
Contractor Name:
0
New SFD Construction:
Address: ��
Conditioned Space SF
City, St, Zip
Garage SF
Telephone:
Patio/Porch SF
Email:zv_
Fire Sprinklers _SF
State Lic:1,91V
City Bus Lie:
Arch/Eng Name:
Construction Type: Occupancy:
Address:
Grading:
City, St, Zip
Telephone:
Bedrooms: Stories: # Units:
Email:
State Lie: City Bus Lie:
Property Owner's Name: A
New Commercial / Tenant Improvements:
Address: S5f �a _�
Total Building SF
City, ST, Zip
Construction Type: Occupancy:
Telephone: o
Email: G , co/i
78495 CALLE TAMPICO
LA QUINTA, CA 92253
760-777-7000
Paw .0 P10 S wfa
OFFICE USE ONLY
#
Submittal
Req'd
Rec'd
Plan Sets
Structural Calcs
Truss Cales
Title 24 Calcs
Soils Report
Grading Plan (PM10)
Landscape Plan
Subcontractor List
Grant Deed
HOA Approval
School Fees
Burrtec Debris Plan
Planning approval
Public Works approval
Fire approval
City Business License
W
GRIFFIN RANCH
1' Rnm DIMNCTION RMUM
August 6, 2019
Louis Zaikin
81-710 War Admiral Drive
Santa Rosa, CA 95403
RE: ARC Approval
Dear Mr. Zaikin,
RECEIVED
SEP 18 2019
CITY OF LA QUINTA
DESIGN AND DEVELOPMENT DEPARTMENT
The Griffin Ranch Architectural Committee has approved the improvements to your home as submitted.,
as long as, the City of La Quinta requirements and Griffin Ranch requirements for minimum setbacks
from property lines for all structures being built are complied with.
General Scope of Work: Install a pergola on the front side of home.
Approvals are given on the plans submitted to the Griffin Ranch Architectural Review Committee. Any
changes to the plans must be resubmitted to the committee for review and subsequent approval or
denial.
Have a great day[
On behalf of the Architectural Committee,
k-`Angi ill, CAC
General Manager Griffin Ranch Homeowners Association
81-181 Mery Griffin Way, La Quinta, CA 92253 1 Telephone 760-564-8563
N
PATIO co.
P n T I U , T It II C T U R F. S
M
42215 WASHINGTON STREET, SUITE A 4406
PALM DESERT. CA 92211
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Name:
Address:— ' ii
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PHONE (760) 51043
LAQIINTAPATIU("a"ll }I
WWW.LAQUINTAI'� Cl.[ 1
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Date: ! LU
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Phone:Ll
GENERAL SCOPE OF WORK
DETAILS
Open Lattice: _ Solid 3" Insulated: _ Ali Lah
Demo: Y / N Size: Roof Cut Y 1
'Haul off and pump all deb; IS
Rafter: Single / Double Seam: Sin e / Double Tubes; Spacing:
Attachment Height:
Endcuts: Scallop Corbai Mitre Bevel Scuppers:
Color: White PewtLF andalwpd Driftwood Rosewood
Posts: # of
Height: B' 14 - 'Standard "Ft" 1 Roman Columns
Fan Seamisl: Ceiling fights: - 4/
Notes: fvr � r . F., 1 -4 , L
_m—$ 11!4 ;1-
*Lifetime Warranty on Materials provided by Duralum Products INC.
Payments: 1 jX ,�K , r-
__6-
/�-r61
i
i
i }.
Other: _
Extras:
Steel C-Beam:
Steel Post Inserts:
Footings: Y / N _
Seechwood Maplewood
Round Tapered I Square Non -Tape
r-
I
*2 Year Warranty on Labor and 2 Year Leak Protection Guarantee
Subtotal;
Misc:
Total:
Acceptance of Proposal: The above prices are acceptable and La Quinta Patio Co. is authorized to perform the above mentioned
work. 1-anal Payment is to be paid upon completion of construction and given to installation crew.
- —
IV
i
PATIO COVER SYSTEM AS MFG.
POINT OF CONTACTS
►/
INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW: T-tvalivi-AF-711 777
CONTRACTORS: PLEASE CONTACT DURALUM 26030 ACERO SUITE 200 PHONE: (949) 305-1150
BUILDING DEPARTMENTS: PLEASE CONTACT4STEL ENGINEERING MISSION VIEJO, CA 92691 FAX: (949) 305-1420
HOME OWNERS: PLEASE REQUEST ANY INFORMATION THROUGH YOUR CONTRACTOR
STRUCTURAL ENGINEER OF RECORD: DUSRN K: ROSEPINK. SE 5BB5
POINT OF CONTACT: MARIE-DOMINIQUE SETA, SE 5987
DESIGN PARAMETERS
GOVERNING CODES:
THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLIES WITH THE FOLLOWING CODES:
- 201212015/2018 INTERNATIONAL BUILDING AND RESIDENTIAL CODES,
.2013/2016 CALIFORNIA BUILDING AND RESIDENTIAL CODES,
- ASCE/SEI 7-10 and 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES,
- 2015 ALUMINUM DESIGN MANUAL
LIVE LOADS DESIGN PARAMETERS:
IT 15 THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECT TO VERIFY LIVE LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION
1. IN RESIDENTIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN AS 10 PSF PER IRC / CRC APPENDIX H, SECTION AH105.1 OR IBC / CBC APPENDIX[, SECTION 105.1.
2. IN COMMERCIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BE TAKEN AS 20 PSF PER IBC / CDC CHAPTER 16
WIND SPEED DESIGN PARAMETERS:
1. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES," IN ACCORDANCE WITH ASCE/SEI 7.
2. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL, UNLESS SPECIFICALLY DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER,
3. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI7, SECTION 26.2, UNLESS SITE SPECIFIC ENGINEERING 15 PROVIDED VALIDATING THE WIND LOAD USED.
4. THE BASIC WIND SPEEDS CONSIDERED IN THIS REPORT ARE 110,120,130 MPH, EXPOSURES BAND C (BASED ON THE 20121BC, 2015/20181BC/IRC, 2013 CRC, AND 2016 CBC/CRC).
5. FOR USE w1T11 THE 2072 iRCAND 20J3 CAC >xyYJE THEABOvE MENTIONNEO WINO SPEEDS 8Y �1101MPHH
T 06 .
WIND SPEED (SEE NOTE 4) 110 MPH 120 MPH M
EQUIVALENT2012 IRC 12013 CRC WIND SPEED 85 MPH 93 MPH
EXAMPLE: IF 2022 WC OR 2033 CRC WIND SPEED 15 B5 MPH, THE SELECTIONS IN THIS REPORT SHALL BE MADE FOR A WIND SPEED OF B5 MPH / SQRT(0.6) =110 MPH.
SNOW LOADS DESIGN PARAMETERS:
IT 15 THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECTTO VERIFY SNOW LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION.
SEE SHEETS L2.1 AND L2.2 OR L2.1 AND L2.2 FOR SNOW LOADS DESIGN PARAMETERS.
SEISMIC LOAD DESIGN PARAMETERS:
SEISMIC DESIGN BASE SHEAR:17 POUNDS PER LINEAR FOOT ALONG THE SUPPORTING BEAMS, CONSIDERING A 24'-0" MAX SPAN BETWEEN BEAMS AND THE FOLLOWING DESIGN PARAMETERS:
1. SITE CLASS: D
2. SEISMIC DESIGN CATEGORY: E
3. MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss =1.50, S1 = 0.6, Sds =1.0, Shc = 0.50
4. RESPONSE MODIFICATION FACTOR, R=1.25
5. RISK CATEGORY II
6. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-10 SECTION 12.8.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED ATANY SITE WITH SS > 1.50, CONSIDERING Ss=
1.50 WHEN DESIGNED PER 2012/2015/20181BO/IRCAND 2013/2016 CBC/CRC
7. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7.16 SECTION 12.8.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED ATANY SITE WITH 1.O<Sds<1.42B, CONSIDERING
Sds -1.0. FOR SITES WITH Sds<1.0, USE Sds. FOR SITES WITH Sds>1.428, IT IS ACCEPTABLE TO REDUCE THE SEISMIC LOADS USING 0.7 Sds INSTEAD OF Sds.
B. MINIMUM STRUCTURAL SEISMIC SEPARATION BETWEEN EXISTING BUILDING AND FREESTANDING PATIO COVER SHALL BE 4" AT 10' HIGH MAX PATIO COVERS AND 5" AT12' HIGH MAX PATIO COVER. REFER TO STATE
AND CITY CODES FOR OTHER SPACING REQUIREMENTS THAT MAY BE MORE STRINGENT.
OTHER DESIGN PARAMETERS:
1. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CDC SECTION 1605.3.1 OR 1605.3.2.
2. ALLAPPUCABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE
3. SOLD AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION CDC 1505.2, EXCEPTION 2.
DESIGN ASSUMPTIONS:
1. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DECK: SEE DETAILIB/S3.2
2. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DURAPANEL:SEE DETAIL IA/S3.2
3. MAXIMUM ROOF SLOPE FOR ALL STRUCTURES IS 3 DEGREES
4. THE "LENGTH OF STRUCTURE" SHALL BE TAKEN 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, PORTIONS OFTHE STRUCTURE DESIGNED AS LATTICE COVER SHALL NOT BE COVERED BY ROOF DECK.
5. CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EXISTING ROOF OVERHANG, AS SHOWN ONTABLE I ON SEA AND/OR U5.1, ARE ASSUMING THAT THE EXISITNG WOOD RAFTERS OR TRUSSES ARE
DOUGLAS FIR -LARCH ND2. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPECIES WITH Fb>_ 900 psi AND Fv 2180 psi.
SHEET INDEX
SEE SHEET SIx OR L1.x FOR SHEET INDEX.
ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS.
BY: DURALUM PRODUCTS, INC.
GENERAL NOTES
DRAWING NOTES:
1. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL
SUPERVISE AND DIRECT THEYJORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES 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 OFTHE BUILDING AND SAFETY DEPARTMENT. THERE
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUTAN APPROVED CHANGE ORDER.
MATERIAL SPECIFICATIONS:
1. ALUMINUM ALLOYS SPECIFIED ON DRAWINGS. Fty=28KSI AND Ftu = 35 KSI FOR ALL ALUMINUM MEMBERS UNO. Fty = 30 KSI FOR DURAKING AND T6 PANS SHOWN ON S3.3. ALTERNATE ALUMINUM ALLOYS
MAYBE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION, ASTM OR EN (EUROPEAN STANDARDS), AND HAVE EQUAL OR GREATER YIELD AND ULTIMATE
STRENGTHS.
2. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF Z5DD POUNDS PER SQUARE INCH.
3. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A50D GRADE B. ROLL FORMED STEEL MEMBERS SHALL CONFORM TO A653-SS (STRUCTURAL STEEL) GRADE 50 G60.
4. BOLTS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS.
S. SCREWS: ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC-ES ESR 1976, ICC-ESR 3DO5, OR APPROVED EQUAL
6. FASTENERS TO WOOD: WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE 2015 NATIONAL DESIGN SPECIFICATIONS, INCLUDING PRE -DRILLING OF HOLES. ALL LAG SCREWS
SHALL BE FULL -THREADED LAG SCREWS.
7. POST -INSTALLED ANCHORS: POST -INSTALLED ANCHORS USED SHALL BE SIMPSON STRONG TIE STRONG BOLTZ STAINLESS STEEL (IOC-ESR 3037) DR EQUAL. BOLTS SHALL BE INSTALLED PER THE
MANUFACTURER'S INSTALLATION AND IAPMO REPORT. SPECIAL INSPECTION 15 NOT REQUIRED.
B. ALL COMPONENTS MANUFACTURED OR SUPPLIED BY DURALUM AND DESCRIBED IN THIS DOCUMENTS ARE INTERCHANGEABLE, PROVIDED THEY ARE SELECTED APPROPRIATELY TO SUPPORT THE LOADING
THEY ARE SUBJECT TO.
9. THE SELF WEIGHT OF THE PATIO COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECTION PROPERTIES. THE SOLID COVERS VARY IN WEIGHT FROM ABOUT I PSF TO ABOUT 3 PSF.
10. ROOF INSULATED PANELS (WHERE OCCURS). SEE 53.2 AND IAPMO 505.
FOOTINGS:
1. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL.
2. DESIGN VERTICAL SOIL BEARING PRESSURE IS 1,500 POUNDS PER SQUARE FOOT.
3, DESIGN LATERAL SOIL �EARLNG PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FTx2 PER TABLE 1806.2 AND SECTION 1806.3.4).
4. THE BOTTOM OF FOOT INGS SHALL EXTEND BELOW THE FROST DEPTH. CONTRACTOR TO VERIFY FROST DEPTH WITH AUTHORITY HAVING JURISDICTION.
SLAB ON GRADE USED AS A FOUNDATION SYSTEM:
IN ACCORDANCE WITH IRC/CRC APPENDIX H, SECTION AH105.2, AND IBC/IRCAPPENDIX I, SECTION 1105.2, IN AREAS WITH A FROST DEPTH EQUALTOZERO, ATTACHEDCOVERS FOR RESIDENTIAL USE MAYBE SECURED
TO AN EXISTING CONCRETE SLAB PROVIDED THE FOLLOWING:
1. THE SLAB ON GRADE 15ATLEAST 31/21NCHESTHICK.SEE DETAIL 3ONS7.2ORL7.2 AND DETAIL4ON57.1ORL7.IFOR REQUIREMENTS FORTHICKERSLAB.
2. THE SLAB ON GRADE SHALL BE CONTINUOUS BETWEEN COLUMNS AND A MINIMUM OF IW-O'WIDE. WITHIN THIS AREA, THERE SHALL BE NO CRACKS WIDERTHANI/4"ORCONTROL/ERPANSIONJOINT
DEEPER/WIDER THAN 3/4".
3. THERE SHALL BE A 6" MINIMUM DISTANCE BETWEEN ANY ANCHOR BOLTANDASLAB EDGE, CRACK WIDERTHANI/32"OR CONTROL/EXPANSION JOINT DEEPER THAN I/Y.SEE DETAILS 4ON57.1ORL7.IFOR
EXCEPTION TO MINIMUM EDGE DISTANCE,
4. THE MAXIMUM DEAD AND LIVE/SNOW LOAD AT EACH COLUMN IS 750 POUNDS WHEN LL=IOPSF.
5. DESIGN FOR PATIO COVERS SUPPORTED ON CONCRETE SLAB ON GRADE IS IN ACCORDANCE WITH 2O12/201512018 IRC AND 2013/2016 CRCSECTION AH105.2 FOR 10 PSF RESIDENTIAL CONSTRUCTION, AND
ACI 318-14 FOR 20,25 AND 30 PSF RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
NOTES TO LOCAL AUTHORITY HAVING JURISDICTION
AND ENTITY SUBMITTING_ DRAWINGS FOR APPROVAL
USE OF THIS SET OF PLANS FOR A SITE SPECIFIC PROJECT:
1. NOTALLPAGESOFTHISIAPMOREPORTWILLBEUSEDFORASITESPECIFICPROJECT.EACHPROJECTSUBMITTEDTOTHELOCALAUTHORLTYHAVINGJURISDICTIONSHOULDINCLUDEONLY
THE PERTINENT SITE -SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-USTED EVALUATION REPORT.
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, CONNECTION DETAILS ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED BY THE
ENTITY SUBMITTING "HE DRAWINGS FOR APPROVAL
3. PLEASE NOTE THAT4;TELENGINEERING GENERATED AND STAMPED THE ORIGINAL IAPMOREPORT ASAVAILABLE FROM IAPMO DIRECTLY, BUT WAS NOT INVOLVED INMAKING ANY SITE
SPECIFIC SELECTIONS OR ANOTATIONS ON THOSE DRAWINGS. ANY HANDMARKING OR HIGHLIGHTING ON THE SITE SPECIFIC SET OF DRAWINGS ARE THE RESPONSIBILITY OF THE ENTTTY
SUBMITTING THE DRAWINGS FOR APPROVAL
4. EACH INSTALLATION �';ALL BEAR AN IDENTIFYINGTAG INDICATING THE NAME AND ADDRESS OF THE MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
5. THE ORIGINALIAPMOREPORTBEARSANELECTRONICSTAMPFROM4STELENGINEERING,ANDAWETSTAMP15NOTREQUIREDINACCORDANCEWITHTHEREGULATIONSSTATEDBYTHE
PROFESSIONAL BOARD OF ENGINEERS.
6. A COLOR COPY OF THP ORIGINAL PAGES FROM THE IAPMO REPORT 15 NOT REQUIRED. A COLOR COPY OF THE CONSTRUCTION DOCUMENTS MAY BE REQUIRED IFSELECTIONS WERE MADE
IN A WAY THAT WILL NOT BE VISIBLE ON A BLACK AND WHITE COPY
ATA MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDETHE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
1. TITLE SHEET AND GENERAL NOTES SHEET, GOA
2. IAPMO APPROVED SHEET G0.2
3. STRUCTURAL CONFIGURATION (Le. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED), SHEETS1.x OR Llx
4. SNOW LOAD DESIGN SHEETS 52.1 AND 52.2, WHERE APPLICABLE.
S. BASED ON THE REQUIRED DESIGN LOADS, SITE -SPECIFIC RAFTER AND/OR PANEL SPAN TABLES S3x OR L3.xime
6. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ONTHESITE-SPECIFIC DESIGN LOADS. d
7. APPROPRIATE STRUCTURAL DETAILS. C Q
Im
8. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORIION, SUCH AS A SITE PLAN. O
9. SEE SS.xORL1.xFOR SHEET INDEX. '�Iy*'1�►� C'V
LA QU I NTA Lu °o
JOB NAME: Gil I
A 1 � \ � �
JOB ADDRESS: BUILD NG DIVISION U � r
REV EWED FOR w c�jy Z
CODE
WIND LOAD: COMPLIANCE
LIVE I SNOW LOAD: 6Y
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
VuFs EVALUATION REPORT-
}, r
- 195
g Originally Issued: 0610112011 Revised: 07/1012019 Valid Through: 0613012020
DURALUM PRODUCTS, INC.
Recision V3.1.1 signed and dated July S. 2019. Is ntbjeEt to
2485 Railroad Slreel
the following limitations:
Corona, California 92880
23 Cnnsrruclic r of the modcalial Patio cinrm carporls and
(991) 7364500
cnrrrmtreial roof auuctwea shoal comply with die appli-hL-
wl.tx• urulunr-Cute
codes. marur.cmaars iru Awk inrauelionr, tbim .part
end the accompanying plans. baring the name osmium
Prxl.eu. Inc., and 4STEL Engineering. Where conflicts
RESIDEN7'L1L PATIO COVERS;
omnr the come resirictiveslull gm
CARPORTS, AND COMMERCIAL ROOF
STRUCTURES
2.2 Patio tol,erx slrall be °unarmed WA anc• or lv,mrmmily
anviliatg Units only and shall be limited to use .s Fivuciums
regulated under Appendix I of the IBC or CBC or Appendix
CSI Sectinos:
Il of the IRC . CRC.
e _
10 73 g0 Prutective Covart
13 34,u
4 00 F.brlcaled EagimmeW S(r.0uris
23 Carports and commercial roof nmentres shall be limited
1.6 RECOCNf770N
to use u avratures regulated b3' the applicrbk ehlptrn of the
IBC' for Rhak Category III in+ceondance with Table ICI of
1.1 Pride Cureia» Duralum Products Residential Patio
ASCC• 7. C39wM :s o atcd with uae- and 1w &Telly
dwelling wit. sbaD be limited to sec rs swctluee r.gaialtd
Carr, recognized in dos report have been et-9lwsed for use
by the applicable ehapktm nabs IBC, IRC, CBC and CRC.
Lw rarcadnaa4 4utdoar Bong pauPoses ■esoeiotcd wit!
'10
dwelling unitr and am xempnrrf"Fenger, nonage rooms or
2ACanstsvctinn documtms subrrtllied to the buiddina*Mvlal
halaltahle room.. 7hfe Rraidemisl Patin Covers tompiy With
far Appmtrd xlt.11 faclude this report And the siac-sp ifo
Appendix I arthe IBC and CDC. and Appndi ex all of the IRC
auvct.ral Components Pr the err �n3yng Plants, includins
and CRC.
bra rat liPtilcd to stv title sheet g.D" Tom applicable
1.2 Carpoett Kali Commercial fYiofSlrvclures: Duralum
Code, samctursl cnafgmalim de5ga eritcia in Section 3.1
of this report, related span tables, header, post gad flouting
Productr Ca na and Commercial Roof Srut umes
&%wpm
t>'pee and upprupriale rtmcluml Jcleilc
Imogolped is a parr been mlkwtcd far use wltera
!p minted by the .pprrmble chapter, or the IBC, including
2.5 The existing shucruc shall be adequate to support the
i Yt i roll 405 and 3 1 M Carp" mAKfatrd with Parr- and
additional loads imposed by the aluchcd patio corm-
two-fm naly'Etlrl l ing unit. Am for use where permitted by the
IRC At CRC. including section R309.
2,§ For poile covers. carports and commercial roof
1.3 CkropUsam. The 3trutturol propmIcs ofrlle Residcnrla]
$ r.slwn kubject to snow drifting and sliding. xthulat d
pun shall be modified in accordance with the reduction
Patio, Cnvrra. C ads, hod Comrnrclal Roof Slnuiurel
•rP
factors shown in use Accmnpanying plans.
recognfrrd in Ihia report were mlowd Pon comptiunce with
Ilse following codes and regulaulem:
2.1The pwjeninn over Imgth natiu ornti.w P A.;o nrven
2018, 2015 and 2012 International Building Code'
rlrnll not m d 2-25 mitre using design fa anschcd parla
cps. 00 can be increased to 4.0 wtlrn u.4%"1Amn and
(IBC)
• 2019, 2015 and 2012 Inlerrati ... I Residential Code"
fooliug ins, for Orc un diesr Iuucuaea. The rgccunn moo
Iamgih ratio for fiecuraad ing corm It Pat limhed
(
• 29d6u and 2013 Califomia BuOdtng Code' I('DC)
2.* Fres,unding And stun tied patio coven, rnrpnna, and
• 2016and 2013 Califomia Residentid Code` (CRC)
commercial Irracnarq Ilan Is. a roof slope of at least !.
ASCB 7-16 and 7-10- Minimum Design Loads fin
twain per fad {LDg3 perernt).
Buildings And Other Structures
• ADM I.2015- Aluminum Design Munttal Pon l
2,9 For attached patio covers, exiling structures shall Bove.
-
;i
2.0 W11TAT1"-S
minimum width of 30 feel (11.7 IT), nmximua length or 50
fan (36,6 m1. mean mot Isdoo of 22 for (6.9 m) - leas in
Exposure CSlcgery 0 And 15 kel (4h and or less le Etposore
Use of the Dualum Product; Residential Patio Covers,
Corpams, and Comm-ial Roof Saucturer rctaabmiad in lint
rennn and detailed in the.11AoW Plea 9etdiPccrficauons
C.,PO, C and A roof xblpe, or IS:13 ro 6:12 (12.3 to 5D
peremO. Minimum sire ofruofnverhangs is 50,quane feet
n,r•'aa•. acwafu rraWir++�lrwalep Iran•nogg•tiaPrrr•wW.rwypr+,w-/irwweww
�erK �arur+wa
w�
avrwerww.,�rw.r,.a wavWr,.,st wsr-Kara-awra.wae.aw.w our+.war ansele .rww..W s•err... a.Kw
iwb. •. ue.Irsl-waoetwv.tr sreseart ran.rx ti rm� KtV •rYa[+rwlFwiw a canna
rvawpalar+ve rra�atw.rstra..:WAaas+v�twws
w,nenrn.uaanu.s nr. ran+>:sra'r.r�scsaaa.m
pane t Of a;
IAPMO APPROVAL
W
1 1 ) 195
Originally Issued: 116101120111 Revised: 0711612019 Valid Through: 061302020
2.10 rM:Wsndmg mt•rx alWhcd OAVIars a 1 Ilsc Coining
b¢ ah6j; m wlllch covers env Knaelsrd $hall n-mply with the
st:ophI TequkrcntenhI of norriet M of ASCII. 7 for regular
scomaric shape and of
elaraCIMPlrt.
2.11 Minimum desiro rannlvc ksd is l0 recr(47.150 Ps) for
patio Mora fuashted With a one- mid mn•rbnu7y dwelling
..it And 20 pir 195.76 P.1 fw auporu and commarhal roof
structures.
2.111Pxtanalinn of foam plaatksatr rrnfptmeli shall tit in
Utardancc A11h in evalwlion mPoM Secrion 4.2-4 of this
report, and provide egnhvulam vertical and lateral load
capaeilj• as Shawn in this report.
2.13 Approved scalaol or eau0:ina !hall be used .l any
puncuetions made in the existing wnmdher msia=1 caletior
-11 cm-cloN.
LI4 Rn Umtwl pall. corm/, corprvts and cnwmrc-PA 1-1
irmcmTa subjcel ro rgwp.phk effeeix of." changes
such u wiad•sp[Kd•up Mum bJllx ridges and asulpmenta in
acewdanca Kill- S-lion 26.y,1 of ASCf 7 are wlsidt see
scope of this report.
2.15 Any rigorsir d.meorttrswtedinana..with.ILIroof-
top saw load grmnor dun 715, paf (3380 Pal in SrLnia
Deslga Categories A. 0, C, D. D0, Ill, D2, 15 w F, and nal
compyy ing with Exccpdoo 1 or IBC 0r CBC 5eruon 161d,1,
u amside the sevpc ofrbia mrsarr.
2.16 Addilio. of enclosure will. to msidential patio covers
shall be in Accordance with Section 4.1 ofthis report.
M17 TT" Dural- Pr d..0 ResidcmuJ Patio Can1•rr,
Cerpo". a.-d Commercial Roof 5rrucmras arc produced in
Corona. California and Sacramento, California,
3.11PRODUCTUSE
Design mad installation of the Duralum Products Residential
Patio Coven, Carports, and Commercial Roof Structures
shall comply pith the applicable codes, the mtnuf.cruei .
installation inntiuctions, this report and the accompanying
plans and specifications Revision V3.1.1, signed And dated
July 8, 2019, All allowable loading conditions shall be as
noW in the plum accompanyins this ",L Wham
conflicts occur, the more reslrielitne shall govern
3 : Wd$rlont Ihs13111Jieur of1h, wrapoaemta delmul no
in Senior 3-1 of this rgwt to construct the PRIn 5nver,
cxrpor; woommcreial roof arucaure shell he in accordance
with this report. the PL s ae ompanying INS upon,
awnufactons s inamilad.a imlrortiom and the appTnable
codes or Ibi, rcpoa m1orm rnn0icir ti". 1be mere
resbinive shall gomm.
4.0 PRODUCT DPSCRIPTION
44 Produ,110ariumildn
Dondom Products RCedcoaitl Patio Catnte: Csrpunl. and
Comratee`61 Roof51MC'IWe• arc ftaealand'arg And.+ttached,
mio- loxcd solid and taviee resldemW Paris cmvm
earponsand commercial nafstmrntr es. Thestmchnes shall
be constructed in ucordmcc whh the Ptak laceompogins
0sis report and At ]ndfcatcd In this misam A�Wehcd polo
catuen, wl ere considered, AP11 be open on Clued IWn.
Anathed cmPon• asaaeialod with .no- end rwn•ratnily
dwsllirts antis alnll be open a+ al Ieau TWO win.
l�m"tanding Palia Avrcrs, carports and cummerriml roof
low —shall be open on all foursides.
Where deigned, enclosue_ wall configurations used with
the strucatral components described in this report to fsvat
en 1"o attached residential patio covers shell camf t 1a
die limits Tooled in Ssction 1103 *(Me IBC or CDC and
§cation All 103 of the IRC or CKC- The stmati es shall be
listed in Is product nAwtiaa report form an appaetxd
soarer - defined in JBC and CS Section 104.11.1 or Oita
nalionally rteoSaixcJ certification program accepted by
IAI'hl0 Uniban Fn'Al nation Sm ice.
13MateniKk
1.2A Alvmlmuml Aluminum sravcnual ucnrberf Ore tall.
ro:mca e. Auudrd !hap" or svrioas all," gad weaprn.
vorrtplyi ng with Chsapkr 20 of ITre IBC and ASTM B201r m
speeitled in Ilx plans.xmmpiny np kwt pan.
1.2.2 SPfcl: Steel numbers. are formed from -ions grades
orsta] eontplyinF with ASTM A500, Grade B. aM ASTM
A653 SS Guide 50 and, wisrc designated, with a galvanvnl
conning complying kith G61), as specified in the plans
Accampanying this report.
3.1 Dnlg- Scicni.n of applicable swctural comroama 4.23 Fasteners: Fasteners include aluminum and steal bolls,
for Ina insmllutiva of hceshnnding end satchel told retimt wood screws, lag screws post installed anchors, self -drilling
patio rol•en, carpus, and ralreunciel tW avenges Ifiall screws and sb 1 metal screws os specified in ire plans
be in aamd.nce wins the design ethrii As ipMi fild in the ucr..pn.)i.g ibfc report.
plans accompanying IMF require The Fmjeel Powim use
(papa. copod, eoauaercial amrtum), Mrae"ading A.2A Foa01-01251fr{are Panels: The Iemirneed roa—.M
code,, and oppliab cdesign nsiuria. iocladiar ride category ea.dwich tuof panels used with the stn,duml eampam.r t
IIBC only}, wind speed, wild exposure easrSwy, roof JRr deictihed in thli report no form OeWanding and mutched
load. ❑nand anew load, seismic d. iym txeegwy, and kart residential polio and coranereial rover, shall be Dunapinel
line depth ,1rP11 be ploecel on sat be wwcleJ Ia dx Plana Structural Panels for Paun Cm•em described and recognized
accompanying -hie mpad and be oblmrd in the uTW;m In JAPMO Ul!S I,''lt,93.
ofda cortiponcnls.
Paget of 3
UgsEVALUATIONREPORTrZz195
® Originally Issued: D6/012011 Revised: 07/1012019 Va0d Through: 06/3012020
Sao IDENTIFICATION
En,].—s covered by this mpod shall be identified by A
permanent decal or identifying rag that states the name and
Address of the manufacturer(Duralum Products Ine.1, Each
installetian stall bear on original identifying dml or lag
bearing the IAPMO UES Marie of Conformity and the
Evolualian Repon Number (ER-195). Either of the fell owing
Marks of Conformity may be used ar shown;
� 9 �90
IpPMO
Es
or
IAPMO UES ER-195
6.05UBSTAH71ATiNG DATA
63 DanP. araVlynrl ti{th the ICC-FS Acctpivace Criteria
for Polio Corm tAC34D). Approty l AtrZW 201 R
6.1 EPgbnccrung alrabttioru in acmdaace will; Ore 1018,
20 : nru! 20121m natimnal Building Code, ASCE7.10l nd
7-I6 and the Aluminum Design Manual Pan 1 (2075).
63 Quality control manual.
6A Prodm7 drawings
7.0 STATEMENT OF RECIDOGInON
This [ralualimt report elesmbcs line malls of research
carried out by IAP1610 Uniform 6talundon Service on
Dunlum Products Residential Polio Coetrs, Curpons, and
Commercial RoofSuncumas manufaclli -d in Comae and
Sacramento. Califomia, to assess their ca lro"Am" to the
eoelgesMwn in S$rlor 1-0 of this rryrors and dorumcnts
the producfs carli6tarina The produces ore prnduccd al
locelions noted in Section 2.17 of this report under a
quality tumrol progmon with periodic f1sp=13on underire
sopmision o!"I"MO UES.
Page 3 of 3
Brian Gerber. P.E, S.E.
N1,t Prnidc a t, Tech.1-1 Opetaii ins
Uniform EV11%anon Sanicc
,
Z41
Richard Beck PE, CB 0,MCP
19a Pmlatik VnlrArm C"Iti.ilan 5en•ice
Div ;7y
GP Rea [haAdr
CEO, The I APMO Group
Flo([damned l.r•rrwn•e aba,n 16h n alaaua Ieran pirate eldl
r eruct u[ u3•e-.,..•n., •..-,..., _
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
;Lkjw;re'C-`L
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
�Ap
�o
E
5 OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB 0 DAD2-02
DATE 07/08/19
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
IAPMO APPROVAL
GO.2
(E) BUILDING
SOLID COVER CONNECTION I
w
TO BLDG SEE NOTE' 2 S i I
Z
a
I I + 1 1
w
N
? !
a
N
o
z
I I I lcrw
N
I ' COL,! TYP I I
i SEE NOTE 4
o
o
2
w
z
j
SOLID COVER CONNECTION I I 1
ixw
w
h'
TO BEAM SEE, NOTE 2
}
1 I I
a
CLEAR SPAN I. BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
,,, PLAN VIEW
�J
NOTES:
L PATIO COVER DIMENSIONS
A SEE DESIGN ASSUMPTION NOTE 4 ON GO.1 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.
EXCEPTION: NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE OF COL
D. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF DECK OR IRP SOLID COVER'S
ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
- TRIB (Bext)= h ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
-TRIB (BLDG)=J¢ ADJACENT DECK CLEAR SPAN
F. THE RA110 P/L (COVER PROJECTION DIVIDED BY COVER LENGTH), NOT INCLUDING DECK
OR BEAM OVERHANG, SHALL NOT BE MORE THAN 2.25 WHEN USING DESIGN FOR
ATTACHED PATIO COVERS
G. THE RATIO P/L (COVER PROJECTION DIVIDED BY COVER LENGTH) CAN BE UP TO 4.0
WHEN USING COLUMN AND FOOTING SIZES AS IF THE COVER WAS FREESTANDING.
2. SOLID COVERS
A. SEE SHEET S3.1A AND S3.3 FOR DECK PROFILES AND MAXIMUM SPANS.
B. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM
SPANS.
C. SEE SHEET S2.2 FOR REDUCTION OF SOLID COVER MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
D. SEE SHEET S3.2 FOR CONNECTION OF SOLID COVERS TO SUPPORTING BEAMS.
E. SEE SHEETS S3.2, S6.1 & S6.2 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING.
F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER SHEET S3.2.
G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2.
SOLID ROOF PANEL
SEE NOTE 2
tiaOTE 2 (E) BLDG.
�OpE SEE
ENT. BEAM
SEE NOTE 3
CONCRETE FTG,
SEE NOTE 5, TYP
o ISOMETRIC VIEW
J 3/32 =1-0"
3. BEAMS
A SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES.
B. SEE SHEET S4.6 FOR FAN BEAM WHERE OCCURS.
C. SEE SHEETS 9/S7.2 AND S8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET S2.2 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
E. SEE SHEET S6.x FOR BEAM CONNECTIONS & DETAILS.
F. SEE SHEET S5.1 FOR BEAM SPLICE DETAIL WHERE REQUIRED.
4. COLUMNS
A SEE TABLE I ON THIS SHEET FOR MINIMUM NUMBER OF POSTS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET S4.3 FOR COLUMN PROFILES.
C. SEE SHEETS 9/S7.2 AND SB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS.
5. FOUNDATIONS
A SEE SHEETS S7.1 AND S7.2 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEET S8.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO
COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE S7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 9/S7.2 FOR ATTACHED PAT10 COVER SUPPORTED ON SLAB ON GRADE.
CONCRETE SLAB,
SEE NOTE 5
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 31S6.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG
WIDTH
IN S
17a6
11C1
7208
720C
1306
130C
5'
2
2
2
3
3
3
6'
2
3
3
3
3
4
T
2
3
3
4
3
4
B'
3
3
3
4
4
5
S
3
4
4
4
4
5
1l7
3
4
4
5
5
6
11'
4
4
4
5
6
6
12'
4
5
5
1 6
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIO
WIN 0 S PF ED AN
WIDTH
110E
1100
12DB
120C
1303
13DC
5'
2
2
2
2
2
3
6'
2
2
2
3
3
3
T
2
3
3
3
3
4
8
2
3
3
4
3
4
9'
3
3
3
4
4
5
1D
3
4
4
4
4
5
11'
3
4
4
5
5
6
12
3
4
4
5
5
1 5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIREDTO ENSURETHATTHE "MAX POST SPACING
(SPAN)' SHOWN ON SHEETS SB.xx.x IS NOT EXCEEDED.
2, THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/S6.3
3. THIS TABLE DOES NOTAPPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY PER 2/S6.3OR WITH A BRACKET PER VS4.5
8 1/S6.3.
(A)TABLE�1 - MINfMUM NUMBER OF COLING TOP ATTACHMENT
PER 3/S8.3
SHEET INDEX -SOLID PANEL STRUCTURES: TYPE A
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
GO.2-IAPMOAPPROVAL
81.1 -SOLID PANEL STRUCTURES: TYPE A
S1.5 - SOLID PANEL STRUCTURES: TRIBUTARY WIDTHS TO BEAMS
S2.1 -SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER
DRIFT AND SLIDING DESIGN
82.2 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION
FACTORS DUE TO DRIFT AND SLIDING
S3.1A -SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND
MINIMUM FASTENERS
S3.2 - SOLID PANEL STRUCTURES: CROSS SECTIONS
S3.3 - SOLID PANEL STRUCTURES: DURAKINGAND T6 PAN MAXIMUM SPANS AND
MINIMUM FASTENERS
S4.1 -SOLID PANEL STRUCTURES: BEAM PROFILES
84.2-SOLID PANEL STRUCTURES: BEAM PROFILES
S4.3 -SOLID PANEL STRUCTURES: COLUMN PROFILES
S4.4-SOLID PANEL STRUCTURES: MEMBERS PROFILES
S4.5-SOLID PANEL STRUCTURES: CONNECTORS
S4.6 - SOLID PANEL STRUCTURES: FAN BEAM DETAILS
S5.1 -SOLID PANEL STRUCTURES: SPLICE DETAILS
S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING
S6.2 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S7.1 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS
S7.2 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS
SB.xx.x- SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LUSL, 1xD MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE A: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
24B5 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�fti~SS rq+�
S 56 5
�UGTa�P
qTF
OF Ck0
DATE SIGNED: July 8, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
SAPRg
IVIo
OTM
ES
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB 0 DA02-02
DATE 07/08/19
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES:
TYPE A
S1.1
(E) BUILDING
i
COL; TYP =
a
wo
COVER ON SEE'NOTE14
W
TOUBLDG SEE NbTED 21
1 1 i I V l+
w
HE
m
I I I ! I I I I
p
Ld
m Z
W
1
w Lab.
I
0
W:
I
V)
z
o
1 i' V I l
SOLID COVER CONNECTION J I I
CL
m r
w
TO BEAM SEE NOTE 2
I I I
o
v o
m z
! I l
N
I I I I
BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
1,PATIO COVER DIMENSIONS
A SEE DESIGN ASSUMPTION NOTE 4 ON GOA FOR PATIO COVERS CONSISTING OF SOLD
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.
EXCEPTION: NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE OF COL
D. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF DECK OR IRP SOLD COVER'S
ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
•TRIB (Bext)= h ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
• TRIB (Sint)- Yz ADJACENT DECK CLEAR SPAN @ RIGHT
+ Yz ADJACENT DECK CLEAR SPAN @ LEFT
• TRIB (BLDG)=YJ ADJACENT DECK CLEAR SPAN
F. THE RATIO P/L (COVER PROJECTION DIVIDED BY COVER LENGTH), NOT INCLUDING DECK
OR BEAM OVERHANG, SHALL NOT BE MORE THAN 2.25 WHEN USING DESIGN FOR
ATTACHED PATIO COVERS
G. THE RATIO P/L (COVER PROJECTION DIVIDED BY COVER LENGTH) CAN BE UP TO 4.0
WHEN USING COLUMN AND FOOTING SIZES AS IF THE COVER WAS FREESTANDING.
A. SEE SHEET S3.1A AND S3.3 FOR DECK PROFILES AND MAXIMUM SPANS.
B. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM
SPANS.
C. SEE SHEET S2.2 FOR REDUCTION OF SOLD COVER MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
D. SEE SHEET S3.2 FOR CONNECTION OF SOLD COVERS TO SUPPORTING BEAMS.
E. SEE SHEETS S3.2, S6.1 AND S6.2 FOR CONNECTION OF SOLD COVERS TO (E) BUILDING.
F. MINIMUM SLOPE OF SOLD DECK COVERS TO BE PER S3.2.
G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2.
SOLID ROOF PANEL
SEE NOTE 2-
SEE �� 2
s�
CONCRETE FTC,
SEE NOTE 5, TYP
S ISOMETRIC VIEW
(E) BLDG.
3. BEAMS
A SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES.
B. SEE SHEET S4.6 FOR FAN BEAM WHERE OCCURS.
C. SEE SHEETS 9/S7.2 AND SB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET S2.2 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
E. SEE SHEET S6.x FOR BEAM CONNECTIONS & DETAILS.
F. SEE SHEET S5.1 FOR BEAM SPUCE DETAIL WHERE REQUIRED.
4. COLUMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBER OF POSTS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET S4.3 FOR COLUMN PROFILES.
C. SEE SHEETS 9/S7.2 AND SB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS.
5. FOUNDArOIlS
A SEE SHEETS S7.1 AND S7.2 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEET SB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO
COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE S7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 9/S7.2 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE.
INT. BEAM
SEE NOTE 3
O
EXT. BEAM
SEE NOTE 3
CONCRETE SLAB,
SEE NOTE 5
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
GTTG(:FIMFMT PFR'A/CR 3
WITH 2 x 6.5 x 0.032 $ OF PLATES
(SIDE PLATE TYPE SP3)
TI'B
WIND 0EXPOSURE
WIDTH
110E
110C
120E
120C
13DB
130C
5
2
2
2
3
3
3
6'
2
3
3
3
3
4
T
2
3
3
4
3
4
B'
3
3
3
4
4
5
9
3
4
4
4
4
5
1R
3
4
4
5
5
6
11'
4
4
4
5
5
6
12'
4
5
5
6
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
WIND SPEFD AND E)PUN ME
WIDTH
11DB
110C
120E
12;OC
130B
13DC
5'
2
2
2
2
2
3
V
2
2
2
3
3
3
T
2
3
3
3
3
4
&
2
3
3
4
3
4
9'
3
3
3
4
4
5
1U
3
4
4
4
4
5
11'
3
4
4
5
5
6
17
3
4
4
5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE 'MAX POSTS PACING
(SPAN)" SHOWN ON SHEETS SB.xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/S6.3
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETIC -AL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY PER 2/S6.3 OR WITH A BRACKET PER 1/S4.5
& 1/S6.3.
D_� TABiE 1 - MINIMUM NUMBER OF COL
REOUIRING TOP ATTACHMENT
PER 3/8W
SHEET INDEX - S OL ID PAN IE. L STRUCTURE S: TYP E
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
GO.2 - IAPMO APPROVAL
S1.2 - SOLID PANEL STRUCTURES: TYPE B
S1.5 - SOLID PANEL STRUCTURES: TRIBUTARYWIDTHS TO BEAMS
S2.1 -SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER
DRIFTAND SLIDING DESIGN
S2.2-SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION
FACTORS DUE TO DRIFT AND SLIDING
S3.1 A - SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND
MINIMUM FASTENERS
S3.2-SOLID PANEL STRUCTURES: CROSS SECTIONS
S3.3 - SOLID PANEL STRUCTURES: DURAKING AND T6 PAN MAXIMUM SPANS AND
MINIMUM FASTENERS
S4.1 -SOLID PANEL STRUCTURES: BEAM PROFILES
S4.2-SOLID PANEL STRUCTURES: BEAM PROFILES
S4.3 - SOLID PANEL STRUCTURES: COLUMN PROFILES
S4.4 - SOLID PANEL STRUCTURES: MEMBERS PROFILES
S4.5 - SOLID PANEL STRUCTURES: CONNECTORS
S4.6 -SOLID PANEL STRUCTURES: FAN BEAM DETAILS
55.1 -SOLID PANEL STRUCTURES: SPLICE DETAILS
S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING
S6.2-SOLID PANEL STRUCTURES: CONNECTION DETAILS
S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S7.1 -SOLID PANEL STRUCTURES: FOUNDATION DETAILS
S7.2 -SOLID PANEL STRUCTURES: FOUNDATION DETAILS
SB.xux - SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LL/SL,1x0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE B: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
DATE SIGNED: July 8, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949,305.1420
EXPIRES ON: JUNE 30, 2020
I REVISIONS
I MARK I DATE DESCRIPTION
4 STEL JOB #
DA02-02
DATE
07/08/19
DRAWN BY
RC
CHECKED
MDS
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES
TYPE B
S1.2
TRI BUTARY WIDTH TABLE (FT)
OH
CLEAR SPAN (FT)
(Fr)
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22 1
23
24
0
3.0
3.5
4.0
4.5
5.0
55
6.0
6.5
7.0
7.5
9.0
85
9.0
95
10.0
10.5
11.0
11.5
12.0
1
4.0
4.5
5.0
5.5
6.0
65
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
NP
NP
2
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
NP
NP
NP
NP
3
6.0
6.5
7.0
7.5
8.0
85
9.0
9.5
10.0
10.511.0
11.5
12.0
NP
NP
NP
NP
NP
NP
4
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
NP
NP
NP
NP
NP
NP
NP
NP
5
8.0
1
8.5
9.0
9.5
L
10.0
10.5
11.0
11.5
12.0
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP -NOT PERMITTED -SITE SPECIFIC ENGINEERING REQUIRED.
ROUNDUP TRIBUTARY WIDTH AS REQUIRED TO USE DESIGN TABLES.
NOTE: TRIBUTARY ON MULTIPLE SPANS IS EQUAL
TO CENTER SPAN TO CENTER SPAN
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
S585
T T
qT� OF CAO-
DATE SIGNED: July 8, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
�aP
Mo
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108/19
DRAWN BY RC
CHECKED MDS
IAPM0 195 V 3.1.1
SOLID PANEL STRUCTURES:
TRIBUTARY WIDTH TO BEAMS
S1.5
TABLE 1A-ATTACHED COVERS
MAXIMUM SPAN FOR 24" TRI-V PAN
LUGSL
TON)
WIND SPEED AND EXPOSURE
110B
1100
120B
120C
130E
130C
10
0.018
10'3"
10-3"
10'-3"
1 a-3'
10'-W
W-4"
0.024
123"
12-3"
12'3'
1 Z-3"
12'3'
12-3'
0,032
14'-3"
14-3"
14'3"
14-3"
14'-3"
14-3"
20
0.018
8'-4"
8'-4'
8-4"
84"
8-4"
F-V
0.024
10'-1"
1a-l"
10'-1"
10-1"
10'-1"
10=1"
0.032
1T-1"
1Z-1"
12'-1"
1Z-1"
12'-l"
12'-l"
25
0.018 1
T-3"
T-3"
T-3"
T-0"
T-7
T-3"
0.024
9-9"
V.S.
8'-9"
8'-9"
8'-T
8'-9"
0.032
94r
9'-"
9 o
9'-0"
9-8"
9'$"
30
0.018
6-7"
6'-7'
6-T'
6'-7"
6'-T'
0.024
R-3"
8'-3"
8'-3"
W-T
a'-3"
k
0.032
9-1"
9'-1"9-1"
9'-1"
9-1"
TABLE 2 - MULTI SPAN REDUCTION FACTORS
ROOF PANEL
TYPE
ROOF LNE / GROUND SNOW LOAD (ps0
10
20
25
30
40
50
24 x 21@ x 0.018
0.85
0.80
0.65
0.65
-
24 x 2-112 x 0.024
0.90
0.88
0.70
0.65
-
24 x 2-7/2 x D. 2
0.90
0.88
-
OTHERS
_
TABLE 1 B -ATTACHED COVERS
MAXIMUM SPAN FOR 6 x 2-1/2 FLAT PAN
LLIGSL
T ON)
WIND
SPEED AND EXPOSURE
50B
7100
1208
1200
13DB
1300
10
0.020
14-7"
14-7"
14'-7"
14-T'
14-7"
14-7"
0.024
15-10'
15'-10"
15-10"
15=10"
15-10"
16-10"
0.032
18'-0"
19-0"
18'-0"
18'-D"
18'-0'
16-0"
0.040
19'-4"
19'-"
154"
19-4"
19'-4"
19-0"
20
0.020
12-1"
12-1"
12'-1"
17-1"
12.1"
1Z-1"
0.024
13'-7
13'-3"
13'-3"
13-3"
13'-3"
13'-3"
6.632
15'-6"
19-6"
i 5'.S"
15-0"
163"
15-6'
0.D40
I 16'-8'
16-8"
16'3"
16-8"
16'-8"
16-8"
0.020
1a-4'
1a-4"
10'-4"
1D-4"
1a-4'
19-4"
2
0.024
11-1"
ll'-l"
11--1"
1T-1"
11'-1"
ll'_1"
0,032
12-1"
12-i"
12'-l"
1Z-1"
12-1"
12-1"
0.040
13-1"
13'-l"
IVA"
13'-1"
13'-1"
13'-1"
0,020
9-9"
9'-9"
9.9'
V-94
9-9'
91-3'
D.D24
10'-4"
1 a-4"
10'-"
1 a-4"
10'-4"
1 U-4"
30
0.032
11-4"
11'4"
11'-4"
1 T-4"
11'A'
1 T- P
0.040
12-3"
1 Z-3"
12'3"
12-3"
123"
1 Z-3"
0.020
9-V
9'-0"
9-0"
9'-W�
9-(r
9'-0"
40
0.024
93"
T-6,
9-6"
91-V
9-6"
913"
0.032
10'-4"
la-V
10'-0"
1 a-4
19 4"
la-4"
0.040
1 1 T-2"
1 11'-2
1 11-2"
1 11'-7
11'-2"
1 T-2'
50
0.020
U3"
8'3"
8-3"
8'-7
8'-3"
8'3"
0.024
V-9"
8'-9'
U-9"
8-9"
9-9"
81-9"
0.032
93''
94"
9-8"
91-V
9-8"
91-W
0,040
1 ate"
la-0
10'd"
1 a-4"
1 10'-4"
1 1 (Y-4"
TABLE 1C -ATTACHED COVERS
MAXIMUM SPAN FOR. 8. x 2-112 FLAT PAN
LUGSL
T ON)
WIND SPEED AND
EXPOSURE
110 B
1100
120 B 1
1200
130 B
130 C
0.020
12-6"
17-T
IZ-6'
1z-S"
12 6'
12-T
10
0.024
13=7"
13-7"
13'-7"
13-T'
13'-7"
13'-7"'
0.032
15-7"
15' 7"
15-7'
157"
15-7"
i5-7"
0.040
17'-7"
1T 7"
1 T-7"
1 T 7"
17-7"
1 TT'
20
0.020
10'-2"
10'-T
10-2"
1 0'-2"
10-2"
10-7
0.024
11'-4"
11'-4"
114"
1 T-4"
114"
1 T-4"
0.032
13'-0"
13'-0"
13'-0"
13-9'
13'-0'
la-ir
0.040
14'-6"
14'-0"
146"
14-6"
14'-6"
14-T
0.020
9'-9"
9=9"
9'-9"
9'-9"
9-9.
9'A9
25
0.024
10'-4"
10'-4"
10'-V
1 a-4"
10=4"
1 a-4"
0.032
114"
11'4"
11'-4"
11'4"
11'4-
1 T-4-
0.040
12'3"
173"
12-3"
12'-3"
12'-3'
12-3"
30
0.020
9'-3"
963"
9'-3"
91-3"
93"
9'3"
0.024
9'-9"
9'-9"
9-9"
9'-9'
9.9"
9'-9.
0.032
10-9"
10'-9'
10'-9"
10-9"
101-9"
10-7
0.040
11'-7'
11' T'
11'-7"
11'-7"
11'-7-
l l'-7'
0.020
8'-4"
8'-0'
8'-4"
8'-4"
6-4.
8'-4"
40
0.024
9'-W
9'-0"
9'-0"
91-0"
9-0"
9'-0"
0,032
9'-9"
9'-9"
9'-9"
9'-9"
9-9"
9'-9"
o,o4o
10'-7"
low-
1 1a-7^
is-7^
10-7"
1a-7"
0.020
T-5"
T-5"
T3"
TS'
0.024
8' 7"
U-3"
8'3"
8'3"
OA32
9'-1"
48'3"8'-Y
9-1"
9-1"
9'-1"
0.040
9'-9"9'--9"
9-9"
91-9"
(1) #10-16 TEKS OR SMS AT EA. (4) 0.40" ALUM. ALLOY 3004-H36 JALUM. ALLOY 3004-N35
TOP FLUTE ATTACHMENTS TO BEAM B1 LEK
TEKS OR SMS AT EA. (2)
OR TO WALL HANGER. SEE NOTE 2. 0.35 0.40" 0 25" ATTACHMENTS TO 81 OR
r 0.67' 0.40" o (2) #10-16 TEKS OR SMS 0 40" 0 88 _ �,NGERS. SEE NOTE 2.
@ EA (3) BOTTOM FLUTES TEKS OR SMS
0.35" o BOTTOM FLUTES
0.69"
D cp N N D.40" oT Iq
10
0.35°
3.00" 4.50" 4.50" 4.50" 4.50" 3.00" 0.375aEE0. E0. 0.375° o
0.75"
24.000" 6.00"
OR B.OD"
S 24' x 2-VT TRI-V PAN 2 6- OR 8" x 21/Z FLAT PAN � NOT USED
3"=1'-0" 3"=1'-0" NTS
TABLE 1A -FREESTANDING COVERS
MAXIMUM SPAN FOR 24" TRW PAN
WGSL
T(IN)
WIND
SPEED AND EXPOSURE
110 B
110 C
1209
120 C
130 B
1300
10
0.018
9'-0"
8'-6'
8'-7'
8'-1"
8'-z'
T-5"
0.024
194'
94
Y4
9'-2"
9-3"
8'-7'
0.032
17--8"
17-1"
12'-1"
1 TZ
1 V-3"
10'-8"
20
0.018
T-9"
T-T
T-5"
T-2"
7-7
6-10"
0.024
8'3"
6-4"
9-61
8'-i"
6-1"
T-91
0.032
i0'-9"
1V-V'
IV-4"
9-8"
9-9'
9'-9"
0.018
T3"
T-4"
74"
T-11,
T-1•
0•101.
25
1 0.024
8'3"
94'
8'-5"
V-1"
8'-1"
T-T
0.032
10-W
14'-T
10-7'
9-7'
9-8"
9-2"
0,018 1
T3"
T-0'
7-0"
6.91
6-10'
6-7'
30
0.024
8'-3"
&4T
F-W
T-9'
7-9"
T-5"
0.032 1
9-10"
9-6"
9-T
9-1"
1 9-7
I 8'•10"
TABLE 2 -MULTI SPAN REDUCTION FACTORS
ROOF PANEL
TYPE
ROOF LIVE / GROUND SNOW LOAD Cpso
10
1 20
25
30
40
50
24 x 2-1/2 x 0.01
0.85
0.80
0.65
0.65
-
-
24 x 2-1/2 x 0.02
0.90
0.88
0.70
0.65
-
24 x 2-1 x 0.03
0.90
0.88
-
-
OTHERS
-
-
-
TABLE 18 - FREESTANDING COVERS
MAXIMUM SPAN FOR 6 x2-1/2 FLAT PAN
LUGSL
T(IN)
WIND SPEED AND EXPOSURE
110E 1
1100
1 120E
120C
130B
130C
10
0.020
123"
17-0"
17-0"
11'-4"
IV -VI
10'-9"
0.024
16-10"
14'-2"
IVA"
13'-4'
12.8"
17-1"
0.032
162'
16-8'
1S-T
1540'
16-l"
14'-3"
0.040
1TS"
16'-11Y'
1T-0"
16.4'
16`-6"
i6.O"
20
0.020
10'-10"
10'4"
10'3"
9-9"
9'-10"
9-5"
0,024
17-7'
11'-8"
1 T-8"
1 T-2'
1 T3"
10'-T
0.032
14'-7'
IT-9"
13-7"
1Y-O"
13'-1"
12-8"
0.040
1&-6-
16-2"
16-2"
14-10"
1410"
14-3"
25
0.020
10'3"
10'-V
IU3"
93"
T-9'
9=4"
0,024
124"
1 V-6"
1 T-7"
10-10"
I V-O"
10'-6"
0.032
14'-1"
13'-T'
13-S"
1V-1"
13'-2"
17-4"
0.040
16 4'
16-1"
16-1"
14-6'
14'-9'
14'-1"
30
0.020
9'41"
9-7'
9-T'
92'
9-4"
6-11"
0.024
1 T4'
10'-9"
11-0"
101-4'
10'-6"
9-11"
0.032
13'-7'
12'-8"
13-0"
12'-6'
17-T'
11=10"
0.040
14'-9'
14!-W
14'-T'
144"
14,-1"
1V-7'
40
0.020
9-1"
V-10"
8'-10"
6-7'
8'-T
8.1"
0,024
10'-2'
9'-10"
9-10"
9-T'
9'4"
9.3"
0.032
10'-3"
10'-1"
IVA"
9-10'
9.10"
9'-6"
0.040
13'-0"
134'
13-6"
13'40'
13'-1"
17-7'
50
0.020
T3"
T-7'
T-8"
7-5"
T-W
T-7'
0.024
8'-9"
8'-7"
8'-T'
6=5
-4' 8',
8'-1"
0.032
10'4"
10'3"
10'3"
10'-1"
10'-1"
9-9'
0.040
1 1 T-10"
1 T-T'
111-9"
11'-6'
11'-6"
1 1IT-2"
NOTES NO__TES WR DECK ATTA-CHMENT3Q SUPPORTING BEAMS AND WALL HANGERS:
1- MINIMUM ATTACHMENT OF PANS TO BEAMS (EXCEPT 8EAM PROFILE 131) SHALL BE MADE WITH (1) OR (2) #10 SMS OR TEK SCREW AT EACH
BOTTOM FLUTE, AS SHOWN IN DECK PROFILE ABOVE
2- MINIMUM ATTACHMENT OF PANS TO BEAM PROFILE B1 SHALL BE MADE WITH (1) OR (2) #10 SMS OR TEK SCREW AT EACH BOTTOM FLUTE,
AND (1) #10 SMS OR TEK SCREW ATEACH TOP FLUTE, AS SHOWN IN DECK PROFILE ABOVE.
4- MINIMUM ATTACHMENT REQUIREMENTS ABOVE DO NOT APPLY TO GUTTERS ORCSHAPED DECK CLOSURE PLATES THATARE NOT USED
AS BEAMS (NON-STRUCTURAL- MEMBERS NOT CONNECTED TO COLUMNS AND INSTALLED ATTHE END OF AN OVERHANG OR PARALLEL TO
THE DIRECTION OF THE DECK)
5- WHEN ATTACHING TO BEAMS B9, B10, B15, 816 OR B19 (DOUBLE MEMBERS), ATTACHMENT CAN BE MADE TO EITHER MEMBER OF THE
BEAM, BUT SHALL BE EVENLY SPLIT BETWEEN THE 2 MEMBERS.
TABLE 1C -FREESTANDING COVERS
MAXIMUM SPAN FOR 8 x2-1/2 FLAT PAN
WGSL
T(IN)
WIND SPEED AND
EXPOSURE
110B
110C
120B
120C
130B
130C
10
0.020
10'-10"
i0'-1"
10'3"
9'-6"
U-T'
Y-a.
0,024
12'-1"
11'4"
11W
19S'
10'-10"
10-1"
0.032
14'4'
1V-1"
1V-,
12'-'
1T-S"
12-0"
0.040
19-7"
14-10'
14-10"
1W-i"
14-2"
134`
20
0.020
9-1"
8'-9"
6-8"
814,
816,
T-111'
0,024
10'-1"
9 8"1
9-9" 1
9-3"
9-5"
a' l V
0.032
1T-10"
114'
ITT'
11'-0'
11'-0"
10-6"
0.040
13'-6"
17-10'
13'-0"
17-4"
17-6'
11A0"
0.020
V-11"
T-8"
6-8"
8'.3"
8'-3"
T-10"
0.024
9-11"
9-T'
9-T'
9-2"
9'-3"
8L 10"
25
0.032
IT-11D"
11'3"
113"
10-9'
10'-10"
1011"
0.040
13,-W
125"
17-9'
12'-3"
17-4"
11'-9"
30
0.020
V-S"
6-1"
6-1"
7-9,
7-17,
T3"
0.024
5-T
9-1"
9-2"
V-10'
6-11"
84'
0.032
11'-1"
10'3"
10'-9'
104'
10'4"
10-0"
0.040
12'-7"
17-2"
17-7'
1 T-6'
11'-9"
11'-3"
40
0.020
T-6'
T-6'
7-6"
7-3"
7-2'
6=11"
0.024
8-6"
8-3"
8'4"
8'-0"
8'-11'
T-10"
0.032
10'-7'
9-10"
9'-10"
9-T'
9'-T'
9'-3"
0.040
11'S"
11'-7'
I V-7'
10'-6'
10'-10"
1 U-6"
0.020
6-5'
6-5"
6-5"
V Y
613"
6-1"
0.024
T-4'
T-3"'
T-3"
Ti"
T-0"
6'•11"
0.032
9-9'
8'-T'
6-6"
8'-5"
6 4•
8'3"
0.040
9'49'
9-9"
9-9"
9-5"
9'-T'
9-2"
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
'rEss I
S585
1F OF CALF
DATE SIGNED: July 8, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
SAP
Mo
ES
OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R DA02-02
DATE 07108H9
DRAWN BY RC
CHECKED MOB
IAPM0 195 V 3.1.1
SOLID PANEL STRUCTURES:
FREESTANDING COVERS
MAXIMUM SPANS AND
MINIMUM FASTENERS
S3.1 F
TABLE 1 - SOLID PANEL STRUCTURES
FASTENER SPACING SCHEDULE
SEE NOTES 1 AND 2
RP ROOF PANG
WIND SPED AND EKP7SURE
110 (MPH)
B• c
120 (MPH)
B c
130 (MPH)
B c
3"- 0.024"
A
A
A
A
A I
A
4.25" - 0.024"
A
A
A
A
A
A
3'- 0.030"
A
A
A
A
A
B
4.25" - 0.0.30"
A
B
B
B
B
B
6.00" - 0.030"
B
B
B
B
B
B
NOTE:
1) A. 6" D.C. TOP CONNECTION TO BEAMS
12" O.C. T&B CONNECTION IR HANGER
2) B: 4" O.C. TOP CONNECTION TO BEAMS
B" O.C. T&B CONNECTION IR HANGER
S FASTENER SPACING SCHEDULE
N.T.S.
14 SMS @ 32" O.C.
4 MIN. PER EAC"
ALUMINUM SKIN:
TOP & BOTTOM
#8 x Y" TOP & BOTTOM
INSULATED ROOF PANEL (IRP)
INTERLOCKING JOINT N.T.S.
#14 SMS @ 2" FROM EA. END
MAX, AND @ 32" O.C. MAX
(4 MIN. PER PANEL INTERLOCK)
ROLL FORMED PANEL
PER SHEET S3.1A, S31F, AND
S3.3
#8 x Y"
@ 12' O.C.
26 ROLL FORMED PANEL (RF)
INTERLOCKING JOINT 3' = V-0"
Dw
(SEE 3/S3.2 FOR
O NE30N M RAILM)
- ROLL FORMED OR
(E) BLDG. WHERE OCCURS INSULATED ROOF PANEL
INTERLOCKING SEAMS. TYP.
r
•
- I
I ! r I I I I I i � I i
@IRP
C2.
!
1
l l! I I! I I I
I
i 1 I I I I I
@RFP
U A @ IRP T B @ RFP
A PLAN VIEW
N.T.S.
COLUMN SEE SHEEP S4.3
BEAM, SEE SHEETS S4.1 & S4.2
OPTIONAL DECORATIVE FASCIA
(WOOD, ALUM. OR HARDBOARD)
#10 S.M.S. TOP & BOTTOM, EXTRUDED
IR HANGER PER SPACING PER 3/S3.2 1/4" TEKS W/ SPACING EXTRUDED DRIP EDGE
9/54.4 SLOPE r PER 3/53.2 •IR3" GUTTER ;��T
SEE NOTE 2 J
ATTACHMENT
TO BUILDING
WHERE OCCURS
PER 4/S6.2 -
3" OR 4Y4' OR 6"
DURAPANEL, SEE NOTE 1
#8 x Y' @ 12" O.C. OPTIONAL
g TOP &BOTTOM NON-STRUCTURAL
FASCIA
�- BEAM PER S4.1 & S4.2 OPTIONAL
(3 x 8 BEAM SHOWN) RAIN GUTTER
MAX OVERHANG PER NOTE
REPORT - SEE NOTE 1 Ill ON 51.x
NOTES:
1. THE IRP ROOF PANELS USED WITH THE PATIO COVER STRUCTURES RECOGNIZED IN THIS EVALUATION REPORT MUST BE A DURALUM PRODUCT PER IAPMO-ER-505,
CAUFORNIA FBH CA-LRP-2410 OR CA-LRP-3220.
2. THE SLOPE OF THE IRP ROOF PANELS SHALL BE PER THE IAPMO OR FBH REPORTS LISTED ABOVE. RECOMMENDED MINIMUM SLOPE IS W PER FOOT AT COVERS
DESIGNED FOR LIVE LOADS, AND N' PER FOOT AT COVERS DESIGNED FOR SNOW LOADS,
INSULATED ROOF PANEL [IRP)
N.T.S.
MAX OVERHANG PER NOTE
ROOF HANGER
PER 12/S4.4
FASTENER
SEE TABLE 3 ON
OR S3.1F
r
MI PER FT /-SEE
19 ON S1.x
FASTENER
TABLE 3 ON r
kS3.1A
MIN SLOPE
S11A OR S3.1F I
ATTACHMENT '
TO BUILDING - -
WHERE OCCURS
PER 4/S6.2 _J/
r
ROLL FORMED PANEL PER I BEAM PER 54.1 & 54.2
SHEET S3.1A. S3.1F. OR ,
S3.3 I (3 x 8 BEAM SHOWN)
9B ROLL FORMED PANEL (RF) TO
HEADER BEAM CONNECTION N.T.S.
10d x li @ EACH
PANEL INTERLOCK
GUTTER
PER S4.1 OR S4.4
10 x )r @ EACH
VALLEY
TABLE 2-ATTACHED AND FREESTANDING COVERS
MAXIMUM SPAN FOR DURAKING PANEL
LUGSL
T (IN)
FIND SPEED
AND
EXPOSURE
110E I
11D C
120 8 1
120 C
130E
1300
0.020
15'-10" 1
14'-9'
14'-10"
13'-7"
13'-10"
1Z£'
0.024
17-11"
16-T
16'-0' 1
15'-5"
15'68"
143"
10
0.032
22-0"
20'-4'
20'-7'
18'-S"
18'-11"
17-2'
0.040
25-10"
23'-11"
24'-T
21'-11"
221-3"
20 2"
0.020
13-11"
13'-6'
13'-7'
12'-1'
12'-V
10'-10'
0.024
15'-7
15-3'
15'-0'
14'-5"
14' 7"
13-7"
20
0.032
19'-T
18'-9'
18'-10"
17r'A"
17=11"
16'-9"
0.040
20'-T
20'-7'
20'-7'
20' 7°
27-7"
19 7"
0.020
13'-11"
13'-6'
13'-7'
12'-1"
1Z-5"
10-10'
0.024
15'-9''
15-7
15'-0'
14'S"
14' 7"
137"
0.032
19-T
18'-9'
18'-10"
17'3"
1T-11"
16-9"
0.040
29-71
20=T
20'-7' 1
20 7"
20'7"
19T
0.020
13-3'
12'-7'
12'-7'
113"
11'-11"
1 V3"
0.024
15'-0'
14'-B'
W-8'
14'-1'
14'3"
13'-4°
30
0.032
18'-4'
18'--0'
18'-1'
17'-4"
1T 7"
16-5°
0.040
19'-9'
19-9'
W-9'
191-9"
19'-9"
1931
0.020
10'-3"
10'-3'
10'3'
9-10"
9-11"
9'-4"
0.024
13'-2"
13-2'
13'-2'
12'A I"
13'-0"
12'-8"
40
0.032
16-3"
16'-3'
16'-3'
15'-11'
16'-0"
15T
0.040
18'-0"
18'-0'
18'-0'
18'-0"
18'"
1 S-0'
0.020
8'-3"
813"
8'-3'
8'3'
8'3"
6'-1"
0.024
11-7
11'-9'
11'-T
11'S"
11'-9"
1T-6"
50
0.032
14-7"
14'-7'
14'4'
14'T
14'r
14-5"
0.040
1b'-6"
16'-B'
16'-8'
16'-"
16'-8"
16'-s"
0.020
6'-11"
6-11'
6.11'
5-11"
5-11"
6-11'
80
0.024
9'-11"
9-11'
9-11'
I 9.11"
9'-11"
9-11-
0.032
13'4"
13'4'
1T4'
13'4'
134"
134'
0.040
15'-8'
16-T
15'f
15'-8'
15-8"
15-8"
0.020
5'-10"
5-10'
5-10'
5-10°
5-10"
5'-10"
0.024
8=4"
8114'
84'
8'4'
8'-4"
84"
72
0.032.
12'-3'
12'-3'
1Z3'
12131
1213"
1T3"
0.040
14'-4'
1*W
14'4'
14'4"
14'4"
14-4°
0.020
5--0°
5'-0"
5'-0'
5'-0'
6'-0'
5'-0."
0.024
T-Z'
T-T
T-2'
T 2'
T-2"
T-2"
84
0.032
11'-4"
11-4'
1 VW
114"
11'4"
1 T-4
0.040
13-3'
13'-3'
1 13'-3'
1 13'-3°
1 13'3"
1 133'
TABLE 1 -ATTACHED AND FREESTANDING COVERS
MAXIMUM SPAN FOR 76 PANEL
LUGSL
T(IN)
WIND SPEED
AND
EXPOSURE
110E
110C
120E
120C
130B
130C
10
0.024
15-11"
16.1'
16-2'
15'-4"
16S"
14'-7"
0.032
21Y,10"
19'-10"
19=11"
18'-10'
19'-1"
18'-0"
0.040
23'S"
2Z-2'
2Z-4'
20'-11"
21'-2"
19-1D"
0.024
14'-5"
13'-11"
13'-11"
'IT-4"
13'-6"
12A 1"
20
0.032
17'-5'
17=1'
17"-2'
15'-V
16'-7"
15'-1D'
0.04D
19'--5'
18'-9'
184
18'-9"
181A"
18'-P'
0.024
14'-3"
13'-8'
13'-9'
13'3"
13'-4"
1 Z-9"
25
0.032
1T-1"
16'-11°
16'-11"
16'-3"
16'-5"
153"
0.040
19' 1"
18'-5'
18'-Si'
18'7i"
18'S"
17-10"
0.024
13'-T
13'-0-
13'-1'
12'-7"
12'3"
12-7
30
0.032
16'-1"
16'-1'
16'-1'
15'-7"
15'-8"
15-0"
0,040
18-1'
1 T-6'
1T T
17'4"
174"
1T-1"
40
0.024
124"
12'-0'
12'-0'
11'4'
11'$"
114"
0.032
14'-8"
14-8'
14'3'
14'4'
14'S"
13'-11'
0.040
1 fi'S"
16'-1'
16'-1'
15.9"
15'-9"
16-9"
50
0.024
111-4"
1D'-11"
11'-0'
101S"
101-6"
9'-11"
0.032
13'-8"
13-8'
1 13'-0'
13'4"
13'-5"
IS-0-
0.040
1SL2'
14'-11"
14'-11"
14'-8"
14'-8"
14'-8"
0.024
9-6'
91-T
9'S'
9'3'
9-4'
8'-10"
60
1 0,032
12-9'
12'-9'
12'-9'
12' 7'
1Z-Q."
124"
0.040
13'-10"
13'-10"
13.-10'
13'-1D'
IT-1 Cr
13'-10"
0.024
8'-0"
8'-T
8'-0'
8'-0'
8'-0'
7-10"
72
032
0M0.03210-11'
11'-T
11'-9'
11'-9'
11'-9°
11'-9"
11' 7"
13'-0'
13'-0'
13'-0'
13'-0"
13'-0"
6'-11,
5-11,
6'-11"
5-11.
10-11'
10'-11"
10'-11"
10'-11"
12 4'
124'
12'4"
12'4"
124"
ALUM. ALLOY 300 JALUM. ALLOY 6063T6JALUM. ALLOY 606:PT JALUM. ALLOY 3004-H36
1.625" `2 10 f 0.620'
c Tip, 1.250'
- q 0.25'
I o 0.81. c
CONTINUOUS
"C" INSERT
Nil
0.037 crn y 0.76" o b 0.850" v�i
TYP. n N
t o �
o o svY /
0.038'
I 4.00"
2.000" 4.1500' 2.000" ^ OOD NOTES; a 3.020"
1 750" BEAM PER 86 1. SEE TO/S5.1 FOR SPLICE DETAIL WHERE OCCURS.
Mom' 2. THIS GUTTER IS USED WITH 6" OR 8" FLAT PANS OR NOTES:. SEE 4/S5.1 FOR SPLICE DETAIL WHERE OCCURS.
24' TRHV PANS. 2. THIS GUTTER IS USED WITH 6" OR 8" FLAT PANS OR
24" TR�-V PANS AND T6 PAN.
DBL 2 x 61/2 x 0.032' �„� 11-BEAM MAG GUTii=R 61 Of ROLL FORMED GUTTER FASCIA
B10 3"=V-D" or WI [1] "C' INSI;RT3 3"=1'-D" 3"=1'-0" 3"=1 O"
ALUM. ALLOY 3004-H35 JALUM. ALLOY 6D63 T6 ALUM. ALLOY 3004-H36 JALUM. ALLOY 605346
STEEL ASTM A653-SS GRADE 50 G60
--� -- 0
2.908" R0.380} .7752'
'
IIII1 III!iIf
"P•
CONTINUOUS
0.042 o INSERT� o 0PER 97
TV
co EA SIDE SPLICE ICE ERE OCCURS
BEAM PER 96
3.00D°
3 x 8 x 0.042' T I -BEAM f nt l 3'_$0. x 0.032' ALUM. BEAM W/- MAG BEAM
W/ (2) 'C' INSERTS 3"=V-o' p" 12 GA" STL V CHANNEL 3"=1'-0" B2 3"44
JALUM. ALLOY 3004+36 JALUM. ALLOY 3004-1435 JALUM. ALLOY 6063ri6 IALUM, ALLOY 606346
SPLICE �,
WHERE
OCCURS d
1.500'
O 4
Q.042' n
7YP.
r=�p
o O.O J' _ 0 0 0 0 0
ou4i 0.109" o ,0 0.085, o
co w ui r N TYP
3.000"
2.000" 4.000" 2.000' 4.000" NOTE
3.000" 4,000" 3.000" NOTE
MAX
n� MAX 1. SEE 6/S5.1 FOR SPLICE DETAIL WHERE OCCURS.
812 DBL 3 x 8 x 0.042' DBL 2 x 01/2 x 0A42' bo r I -BEAM B3 4 1-BEAM
ALUM. ALLOY 3004-H36
STEEL ASTM A653-SS GRADE 50 G60
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER 818/54.2
TYP.
l 3.000" I 4.ODD' I 3A00"
•1,."
IDSL 3_x_a x 0.042' w/
v `a 12 GA STL 'U' CHANNEL
0.25"
0.81"
d
c
0.76"EL
es
4.06"
T
B20 DURAKING GUTTER
ALUM. ALLOY 3004-1-136
STEEL ASTM A653-SS GRADE 50 G60
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B14/S4.2
TYP.
3.000" 4.00T 3.000"
MAX.
B18 DBL 3 x 8 x 0.042'
w/ 12 GA STL INSERT
B77 FAN BEAM
0.9845"
c
c
c
a
ALUM. ALLOY 6063-T6
NOTE:
SEE 1/S4.5 FOR DETAILS AT FAN BEAM.
ALUM. ALLOY 3004-H36
"'EEL ASTM A653-SS GRADE 50 G60
818 3x8x0.042'w/
12 GA. STL V CHANNEL 6"=l'-O
ALUM. ALLOY 3004-H36
1 229" STEEL ASTM A653-SS GRADE 50 G60
A.
1N000S
L INSERT
B73 3x8-x0.042'
w/ 14 GA STL INSERT 3"=1'-0"
ALUM. ALLOY 3004-1-136
1 229" 1 STEEL ASTM A653-SS GRADE 50 G60
A.
1N000S
L INSERT
2.824"
3.000"
814 3x8'x0A42'
w/ 12 GA STL INSERT
ALUM. ALLOY 3004-H36
STEEL ASTM A653-SS GRADE 50 G60
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B13/S4.2
TYP.
1 3.000" 4.000" 3.000" i
zo
B15 DBL 3 x 8 x 0.042'
w/ 14 CiA. STL INSERT 3"=v-o"
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
'rEss fCID
S585
>qr UmL�Q
FOFco
DATE SIGNED: July 8, 2019
►/
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949,305.1420
�aP
Mo
ES
OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 07/08119
DRAWN BY RC
CHECKED MDS
IAPM0 195 V 3.1.1
SOLID PANEL STRUCTURES:
BEAM PROFILES
S4.2
ASTM A503 GRADE B ASTM A500 GRADE B ALUM. ALLOY 3004-H36 AgM. ALLOY 3004->i35
3" ALUMINUM OR STEEL
POST PER PLAN
N
Of
O
0.188" 0.032"
0 0.18B"P3.00Or"
0 o
0.042" 3.000"
4.000' o
NOTE. NOTE- 2.000" 1 3.000" � 2.000"
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) WITH IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
ALUMINUM BENT PLATES FOR AESTHETICAL PURPOSES. NO FASTENERS SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. NOTE;
ARE REQUIRED. SLEEVE SHALL EXTIIJD FROM THE FOUNDATION TO THE SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SEE TABLE 1 ON S1.x FOR APPLICATION OF THIS DETAIL
UNDERSIDE OF THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION.
Ci0 HSS 4 x 4 x 3/16 1 0r 1 HSS 3 x 3 x 3116 SP4 0.042' SIDE PLATES 3' SQ. x 0.032' ALUM. POST
3'=1'-0"
ASTM A500 GRADE B I ASTM A500 GRADE_Lj I ALUM. ALLOY 60fi3-T6 JALUM. ALLOY 3004-H36
1.500" No
0 0.040" D.400"
0.250" 1-cn
0 0.250' o0 0.062" o
n r�i TYP n - �RO.125
o 4.1 TYP.
Li
4.000 3.000" 3.000' 3100' o
'
NOSE: NOTE NOTE:
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) WITH IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
ALUMINUM BENT PLATES FOR AESTHETICAL PURPOSES. NO FASTENERS SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION C1 FOR AESTHETIC& PURPOSES. NO FASTENERS ARE REQUIRED. SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED.
ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF
UNDERSIDE OF THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION.
C11 HS8 4 x 4 x 1/4 C8 HSS 3 x 3 x V_d ^5 3' MRO POST C2 3' SQ. ALUM POST
3.4-0" - 3"=1'-0' 3"=1'-0" 3"=14"
ASTM A500 GRADE B STEEL A653 IALUM. ALLOY 3004-H3fi
3' ALUMINUM OR STEEL
POST PER PLAN
1� N
1.500" �• G,
o.o
GAW
0.313' o o $
- �RO.12
4s� �
co
3.000" 3,00D' `c 0.032"
NOTE 2.000" 3.000" 2.000'
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. NOTE:
THE BEAM/COLUMN CONNECTION. SLEEVE SHALL EXTEND FROM THE FOUNDATION. TO THE UNDERSIDE OF SEE TABLE 1 ON S1.x FOR APPLICATION OF THIS DETAIL
THE BEAM/COLUMN CONNECTION.
C9 HSS 3 x 3 x 5/16 wa l 3' SQ._ STEEL POST SP3 0.032" SIDE PLATES
3 =1'-0' 3'=1'-0" 3"=1'-0.
lu 7
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
S 58 5
�ytie-
r�r� OF CAS-\F�"
DATE SIGNED: July 8, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
SAP
Mo
E5
OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK I DATE DESCRIPTION
4 STEL JOB 4 DA02-02
DATE 07/08/19
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES:
COLUMN PROFILES
S4.3
I �0 NOT USED
X=1'-O"
2.125'
3RD SCREW WHERE
OCCURS
0.25"
0 0.81'
N
C
0.76"
LIP
o co
N O O
O O
4.06"
DURAKINQ GUTTER
0
3"=1'-O"
47 2.000'
4.125 4.000" 4.860"
95f2'
.300"
(TyP) 2.000^
.015" x 90'vu
2 .625" ATTACH EXTRUDED HANGER
TO EXISTING BUILDING PER
1.375" o7v TABLES ON S6.1
TYP
2,125' L
t.034
�1 E)[TRUDED_HANGER CONNECTION
�� NOT USED
[DURAKINa PAN] 3"=V4,
ALUM. ALLOY 3004 H36
TOALUM.
0
ALLOY 606346
2.495'
F
FASTENERS PER 3/S3.2
�� ATTACH ROLLED FORMED
HANGER TO EXISTING
BUILDING PER TABLES 1.490" o
2.336"
APPROVED 6" INSUL
ON 56.1
o
ATTACH IR HANGER
ROOF PANELS PER
2/133.2
TO EXISTING BUILDING
El. 2=
PER TABLES S6.1
o
0 jP.
2.740"
cc `R N
CV
5'
1.550" R.08"
FASTENERS PER 3/S3.2
APPROVED 3" OR
1.880"
q 4" INSUL ROOF
v
PANELS PER 2/G3.2
u•
ROLL FORMED HANGER (TRI-V
IR HANGER
an
PAN, FLAT PAN, T6 PAN) 3"=1'-o"
IR PANELS PER IAPMO 0505 N.T.S.
0.25"
LO
c
0.76' N
0
o m
N O O
0 0
4.00"
NOTES:
1. SEE 10/S5.1 FOR SPLICE DETAIL WHERE OCCURS.
2. THIS GUTTER IS USED WITH 6" OR 8" FLAT PANS OR
24" TRI-V PANS.
� MAG GUTiEA
MAXIMUM PROJECTION WHEN USING
EXTRUDED SWIVEL HANGER
LL/GSL
(PSF)
Lag Screw
Diameter
Wind Speed and Exposure
110B
110C
120E
120C
130B
130C
1/4"0
IT-V'
V_6..
12'-6„
11'-0"
11'_61
10'-0"
10
5/16"0
IT-0"
IS'-6"
14'-G"
14'-0"
14'-6"
12'-0'
3/8110
18'-W
10-6"
10-6"
15'•0"
75'-0"
13'•6"
1/4'0
10'-0"
9'-0"
9'-6"
8'-6"
8'-6"
8'-O"
20
5/16"D
12'-6"
11'-6"
lop -6"
1 10'-6"
III-0"
l0'-O"
3/8"0
13'•0"
12.-O"
12'-6"
11'-6"
11'-6"
10-6"
1/4" 0
9' - 6"
9' • 0"
9' - 0"
8' - 6"
8' • 6"
w - 0"
25
5/16" 0
i2' - 0"
IV- 6"
IV • G"
10' - 6"
10
3i8"0
l2'•6"
12'-0"
12'-0"
11'-0"
if - a,
10'-5"
NOTES:
1- WHEN CONNECTING SWIVEL HANGER TO WALLSTUDS AT 16" OC MAX,
FASTENERS SHALL HAVE MIN 3" PEN ETRATION INTO WALL STUDS.
2- WHEN CONNECTING SWIVEL HANGER TO MIN 2x WOOD FASCIA @ 8"
OC, FASTENERS SHALL HAVE MIN 1Y:" PENETRATION INTO WOOD FASCIA.
ALUM. ALLOY 3004-H36
i 0.620"
Ro. 1.250'
0.850"
t2 I T
60' /
0.038" �!
0
3.020"
NOTES:
1. SEE 4/S5.1 FOR SPLICE DETAIL WHERE OCCURS.
2. THIS GUTTER IS USED WITH 6" OR 8" FLAT PANS OR
24' TRW PANS AND T6 PAN.
i 6.5' ROLL FORMED GUTTER iTR!-V
FAN, FLAT PAN, T8 PAN]
ALUM. ALLOY 6063-T6
ATTACH SWIVEL
HANGER TO (E)
BUILDING PER
ADJACENT TABLE
(2) 18 @ 16" O.C.
TO MATCH LOC. OF
LAG SCREW
HANGER PER 6A/-
/ A
OR 6B/-
a
0
m
a
3
a�
c�
_ w
, J
NOTES:
1. USE OF THIS DETAIL IS LIMITED TO PROJECTION LENGTHS SHOWN
IN ADJACENT TABLE
2. USE OF THIS DETAIL IS NOT ALLOWED WHEN GROUND SNOW
LOAD > 25 PSF OR ROOF SNOW LOAD > 21 PSF
2.707"
1.332"
1.937" 176"
1.500" .015" x 90• .092, 0.202'
V-GROOVE2 250" 0.352
0.145" 11
0.376" 0
.075"
� 70�.O55" "�
rn
0 0.3120 c d
N c 4.065" 4.861"
0 0.281" 4.765"
1
.064 .300" 90f2 0.450"
11.57
500" 0.563" .625
11
1.375"
t .034
6B
�X RUDED SWIVEL MANGER CONNECTION
iTRI-V PAN, FLAT PAN,
TO
PAN] 3"=1'-0"
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�FEss�iQ��q�
S585
r� T atiP
TE OF CM -
DATE SIGNED: July 8, 2019
0r,A 7-�j
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
SAP�p
MO
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108/19
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES:
MEMBER PROFILES
S4.4
ALUM. ALLOY 6063 T6
ALUM. ALLOY 6063--T6
QOBO.
2.875"
o
ri
0
0
0.06D"
N
0
d
0
O
N7
3000• �p09
NOTE:
BRACKET IS 2Y4" LONG
V BRACKET AT COLUMN
'' BRACKET
H
4
6"=� �-0"
N.T.S.
STEEL ASTAF A36
0.2 � T
0
0
N
tl
O
O
cV
pp
C
O
O
0 0
q
2 �r
240pr
2.p�r
a
�OpD•
ROOF BRACKET
NOT USED
(:5
LS x 8 x 1/4 x 2'
s"=P-0"
STEEL ASTM A36
0 0
CV
S 0
N
O
CV O
p
O
lV
2�r i,00-
oo"
O
Cl,
8.09.
ACKET
3NOT USED
(��L1208"x
1/2 x 2'
2"=V-0"
TABLE 1 - MAXIMUM CLR SPAN TO ADJACENT
BEAM WHEN USING DETAIL 4/S6.2
LL/GSL
(PSF)
EXISTING FRAMING MEMBER
AT ROOF OVERHANG
BRACKET OFFSET"D"
27
18"
12"
6'
2x4 FULL
1210"
19' 11"
28' 0"
28' 0"
10
2x6 NOTCHED
20' 6"
28' 0"
28' 0"
28' 0"
2x6 FULL OR 2xB NOTCHED
28' 0"
28' 0"
28' 0"
28' 0"
2x8 FULL OR 2x10 NOTCHED
28' 0"
28' 0"
28' 0"
28' 0"
20
2x4 FULL
7' 9
11' 10"
19' 5"
28' 0"
2x6 NOTCHED
12' 3"
17' 10"
28' 0"
28-0"
2x6 FULL OR 2x8 NOTCHED
19' 7"
277"
28' 0"
28' 0"
2x8 FULL OR 2x10 NOTCHED
28' 0"
28' 0"
28' 0"
28' 0"
2x4 FULL
74"
11' 3"
18' 7"
28' 0"
25
2x6 NOTCHED
11' 8"
170"
27' 1"
28' 0"
2x6 FULL OR 2xB NOTCHED
18' 8"
26' 4"
28' 0"
28' 0"
2x8 FULL OR 2x10 NOTCHED
28' 0"
28' 0"
28' 0"
28' 0"
2x4 FULL
5' 11"
9' 4"
15' 8"
28' 0"
30
2x6 NOTCHED
9 6'
14' 2"
22' 11"
28' 0"
2x6 FULL OR 2x8 NOTCHED
15' 5"
22' 0"
28' 0"
28' 0"
2x8 FULL OR 2x10 NOTCHED
26' 3"
28' 0"
28' 0"
28' 0"
2x4 FULL
4' 8"
77"
12' 11"
278"
36
2x6 NOTCHED
71911
11' 8"
19' 0"
28' 0"
2x6 FULL OR 2x8 NOTCHED
12' 9"
18' 4"
28' 0"
28' 0"
2x8 FULL OR 2x10 NOTCHED
21' 10"
18' 6"
28' 0"
28' 0"
2x4 FULL
4' 0"
6' 9"
12' 0"
25' 2"
40
2x6 NOTCHED
6 9"
10' 5"
17' 6"
28' 0"
2x6 FULL OR 2xB NOTCHED
11' 4"
16' 6"
26' 7'
28' 0"
2x8 FULL OR 2x10 NOTCHED
19' 7"
27' 6"
28' 0"
28' 0"
2x4 FULL
3' 9"
6' 4"
11' 0"
23' 10"
2x6 NOTCHED
6 5"
9' 11"
16' 4"
28' 0"
42
2x6 FULL OR 2x8 NOTCHED
10' 9"
ITS"
24' 11"
28' 0"
2x8 FULL OR 2x10 NOTCHED
18' 7"
15' 10"
25' 2"
28' 0"
2x4 FULL
2' 10"
T 2"
9' 8"
20' 4"
2x6 NOTCHED
5' V
8' 2"
14' 2"
28' 0"
50
2x6 FULL OR 2x8 NOTCHED
8' 9"
13' 0"
21' 6"
28' 0"
2x8 FULL OR 2x10 NOTCHED
15' 6"
21' 11"
1 28' 0"
28' 0"
2x4 FULL
2' 1"
4' 1"
7' 6"
16' 10"
60
2x6 NOTCHED
3' 11"
6' 7"
11' 4"
16' 11"
2.6 FULL OR 2x8 NOTCHED
7' 0"
10' 8"
15' 9"
16' 11"
2x8 FULL OR 2x10 NOTCHED
12' 8"
10' 10"
15' 9"
16' 11"
2x4 FULL
1' 5"
3' 2"
6 2"
7 6'
2x6 NOTCHED
3' 0"
TV
6 5"
7 6'
72
2x6 FULL OR 2x8 NOTCHED
4' 3"
5' 4"
6 5"
7 6"
2x8 FULL OR 2x10 NOTCHED
4' 3"
5' 4'
5 5"
7 6"
2x4 FULL
NG
NG
NG
D 9"
84
2x6 NOTCHED
NG
NG
NG
U 9"
2x6 FULL OR 2x8 NOTCHED
NG
NG
NG
0' 9"
2x8 FULL OR 2x10 NOTCHED
NG
NG
NG
0' 9"
N CITES:
1- FOR 10 PSF LL/GSL, USE ROOF B RACKET S/S4. S.
2- FOR LL/GSL220 PSF, USE SNOW B RACK ET 6/S4. S.
3 - ASSUMPTIONS:
- NOTCH CAN BE UP TO 1" IN 2x6, UP TO 1.5" IN 2x8 OR 2x10.
4OFT MAX (E) ROOF RAFTER /JOIST/TRUSS BACKSPAN.
MAX (E) ROOF RAFTER/JOIST/TRUSS SPACINGTO BE24"OC.
TABLE 1A -MAXIMUM CLR SPAN
TABLE 1 B -MAXIMUM CLR SPAN
TOADJACENTBEAM
TOADJACENTBEAM
WHEN USING ROOF BRACKET
WHEN USING SNOW BRACKET
PER 5/S4.5 AND 4C/S6.2
PER 6/S4.5 AND 4D/S6.2
LL/GSL
(PSF)
WIND SPEED & EXPOSURE
LL/GSL
(PSF)
WIND SPEED & EXPOSURE
110B
120B
120BFOC
E
130C
110B, 110C
110B,130B
120C
130C
10
17-0"
15'-0"
14'-0"
12'-0"
10
2N-0'
24'-0"
21'-0
20
20'4'
19-9"
18'-3"
NOTES:
25
19'-3"
19-3"
17'•9"
1- WHEN USING ROOF BRACKET PER
30
16'-T'
16-3"
16•3"
4C/S6.2,THEMAX IMUMPROJECTI0N
5 HALL B E TH E S MA LLFST P ROJ ECTI O N
FROM TABLEIANDTABLEIA.
36
13'-9"
13'-9"
13'-9"
40
12'-3"
12'-3"
12'-3"
42
11'-9"
2- WHEN USING SNOW BRACKET PER
50
10'-0"
10'-0"
10'-0"
4D/56.2, THE MAXIMUM PROJECTION
60
8`-3"
8'-3"
8'-3"
SHALL BE THE SMALLEST PROJECTION
72
7'-0"
7-0"
7- 0"
FROM TABLE IANDTABLE IB.
84
6- 0"
6- 0"
6. 0"
TABLE 2 - NUMBER OF SIMPSON A34s AND A35s REQUIRED
BETWEEN FASCIA AND ROOF SHEATHING PER 4A/S6.2
WHEN CONNECTING PATIO COVER TO EXISTING ROOF OVERHANG
TRIB
10 PSF
20 PSF
25 PSF
30 PSF
36 PSF
40 PSF
42 PSF
50 PSF
60 PSF
72 PSF
84 PSF
WIDTH
LL/GSL
LL/GSL
GSL
GSL
GSL
GSL
GSL
GSL
GSL
GSL
j GSL
V
1
1
1
1
1
1
1
1
2
2
2
6'
1
1
1
1
1
1
1
2
2
2
2
7
1
1
1
1
1
1
2
2
2
2
2
1
1
2
2
2
2
2
2
9'
1
1
1
1
2
2
2
2
1 2
2
2
10'
1
1
1
2
2
2
2
2
2
2
2
11'
1
1
2
2
2
2
2
2
2
2
NG
12' 1
1
1
2
2
2
2
2
2
2
NG
NG
A NUMBER 1 IN THIS TABLE MEANS THAT (1)A34+ (1)A35 ARE REQ'D.
A NUMBER 2 IN THIS TABLE MEANS THAT (2)A34s + (2)A35s ARE REQ'D.
(STAGGER CONNECTORS WHEN USING (2) IN SAME WOOD MEMBER)
A34s: USE(8) SIMPSON SD9112SCREWSTO CONNECTA34STO (E) FASCIAAND ROOF FRAMING
A35s: USE (6) SPAX # 6 x 1/2" SCREWS TO CON N ECT A35S TO (E) ROOF SHEATH I N G
USE (6) SPAX # 6 x 1/2" OR SIMPSON SD9112 SCREWS TO CONNECT A35S TO (E) ROOF FRAMING
TABLE 3A - FASTENERS REQUIRED
AT CONNECTION OF HANGERS PER DETAILS 9, 11, AND 12/S4.4
TO EXISTING WOOD STUD WALL FRAMING
TRIB
WIDTH
10 PSF
LL/GSL
20 PSF
LL/GSL
25 PSF
GSL
30 PSF
GSL
36 PSF
GSL
40 PSF
GSL
42 PSF
GSL
50 PSF
GSL
60 PSF
GSL
72 PSF
GSL
84 PSF
GSL
5'
(2) A
(2) A
(2) A
(2) A
(2) A
(2) A
(2) A
(2) A
(3) A
(3) A
(3) A
6'
(2) A
(2) A
(2) A
(2) A
(2) A
(2) A
(2) A
(2) B
(3) A
(3) B
(3) B
7
(2) A
(2) A
(2) A
(2) A
(2) A
(2) B
(2) B
(2) B
(3) A
(3) B
(3) C
8'
(2) A
(2) A
(2) A
(2) A
(2) B
(2) B
(2) B
(2) C
(3) B
(3) C
(3) C
9'
(2) A
(2) A
(2) A
(2) A
(2) B
(2) C
(2) C
(2) C
(3) C
(3) C
(3) C
10'
(2) A
(2) A
(2) A
(2) B
(2) C
(2) C
(2) C
(2) C
(3) C
1 (3) C
(3) C
11'
(2) A
(2) A
(2) B
(2) B
(2) C
(2) C
(2) C
(2) C
(3) C
(3) C
(3) D
12'
(2) A
(2) B
(2) B
(2) C
(2) C
(2) C
(2) C
(2) D
(3) C
(3) C
(3) D
A - 1/4" LAG SCREWS W/ 21/z' PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX
B- 5/16" LAG SCREWS W/2%:" PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX
C- 7/16" LAGSCREWS W/ 3%z" PENETRATION IN MIN 2X WALLSTUDS @ 16"OC MAX
D- 1/2" LAG SCREWS W/ 4' PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX
TABLE 33 - FASTENERS REQUIRED
AT CONNECTION OF HANGERS PER DETAILS 9,11,AND 12/S4.4
TO EXISTING MIN 2x LEDGER OR FASCIA
TRIB
WIDTH
10 PSF
LL/GSL
20 PSF
LL/GSL
25 PSF
GSL
30 PSF
GSL
36 PSF
GSL
40 PSF
GSL
42 PSF
GSL
50 PSF
GSL
60 PSF
GSL
72 PSF
GSL
84 PSF
GSL
5'
(2)@36"oc
(2)@16"oc
(2)@16"oc
(2)@12"oc
(2)@12"oc
(2)@8"oc
(2)@8"oc
(2)@8"oc
(3)@8"oc
(3)@8"oc
(3)@8"oc
6
(2)@16"oc(2)@12"oc(2)@12"oc(2)@12"0
(2)@8"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
(3)@8"oc
(3)@8"oc
(3)@6"oc
7'
(2)@16"oc(2)@12"oc(2)@12"oc
(2)@8"oc
(2)@B"oc
(2)@8"oc
(2)@6"oc
(2)@6"oc
(3)@8"oc
(3)@6"oc
(3)@6"oc
8'
(2)@16"oc
(2)@8"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
(2)@6"oc
(2)@6"oc
(2)@4"oc
(3)@6"oc
(3)@6"oc
(3)@4"oc
9'
(2)@16'o
(2)@8"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
(2)@6"oc
(2)@6"oc
f2)@4'oc
(3)@6"oc
(3)@4"oc
(3)@4"oc
10'
(2)@16"0
(2)@B"oc
(2)@8"oc
(2)@6"oc
(2)@6"oc
(2)@4"oc
(2)@4"oc
(2)@4"oc
(3)@4"oc
(3)@4"oc
(3)@4"oc
11'
(2)@12"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
(2)@4"oc
(2)@4"oc
(2)@4"oc
(2)@4"oc
(3)@4"oc
(3)@4"oc
(3)@T'oc
12'
(2)@12"oc
(2)@6"oc
(2)@6"oc
(2)@6"oc
(2)@4"oc
(2)@4"oc
(2)@4"Dc
(2)@3"oc
(3)@4"oc
(3)@4"oc
(3)@3"oc
ALL FASTENERS TO BE 1/4" LAG SCREWS W/ 1.5" PENETRATION INTO EXISTING 2x WOOD LEDGER OR FASCIA
TABLE 3C - FASTENERS REQUIRED
AT CONNECTION OF HANGERS PER DETAILS 9, 11, AND 12/S4.4
TO WOOD -FILLED 2xALUMINUM LEDGER
TRIB
WIDTH
10 PSF
LL/GSL
20 PSF
LL/GSL
25 PSF
GSL
30 PSF
GSL
36 PSF
GSL
1 40 PSF
GSL
I 42 PSF
GSL
50 PSF
GSL
60 PSF
GSL
72 PSF
GSL
84 PSF
GSL
5'
(2)@16"0
(2)@16"oc
(2)@16"oc
(2)@16"0
(2)@16"oc
(2)@12"oc
(2)@12"0
(2)@12"oc
(3)@12"oc
(3)@12"0
(3)@8"oc
6'
I2)@16"oc
(2)@16"oc
(2)@16"oc
(2)@16"oc
(2)@12"0
(2)@12"oc
(2)@12"0
(2)@8"oc
(3)@12"oc
(3)@8"oc
(3)@8"oc
7'
(2)@16"0
(2)@16"oc
(2)@16"oc
(2)@12"oc
(2)@12"oc
(2)@8"oc
(2)@8"oc
(2)@8"oc
(3)@8"oc
(3)@8"oc
(3)@8"oc
8'
(2)@16"0
(2)@15"oc
(2)@12"oc
(2)@12"oc
(2)@8"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
(3)@8"oc
(3)@8"oc
(3)@6"oc
9'
(2)@16"0
(2)@12"oc
(2)@12"oc
(2)@8"oc
(2)@B"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
(3)@S"oc
(3)@6"oc
(3)@6"oc
10'
(2)@16"oc
(2)@12"oc
(2)@8"oc
(2)@8"oc
(2)@B"oc
I (2)@6"oc
(2)@6"oc
(2)@6"oc
(3)@6"oc
(3)@6"oc
(3)@4"oc
11'
(2)@16"0
(2)@8"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
(2)@6"oc
(2)@6"oc
(2)@4"oc
(3)@6"oc
(3)@4"oc
(3)@4"oc
12'
112)@16"0
(2)@8"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
I (2)@6"oc
I (2)@6"oc
(2)@4"oc
(3)@G'oc
f3)@4"oc
f3)@4"oc
ALL FASTENERS TO BE 1/4" LAG SCREWS W/ 2" PENETRATION INTO WOOD -FILLED 2x ALUM NUM LEDGER
TABLE 3D-FASTENERS REQUIRED
AT CONNECTION OF HANGERS PER DETAILS 9, 11. AND 12/S4.4
TO EXISTING WOOD -FILLED 3x ALUMINUM LEDGER
TRIB
WIDTH
10 PSF
LL/GSL
20 PSF
LL/GSL
25 PSF
GSL
30 PSF
GSL
36 PSF
GSL
40 P11
GSL
42 PSF
GSL
SO PSF
GSL
60 PSF
GSL
72111
GSL
94 PSF
GSL
5'
A-16"oc
A-16"oc
A-16"oc
A-16"oc
A-16"oc
A-16"oc
B-IV- oc
C-16"oc
A-16"oc
B-16"oc
C-16"oc
6'
A-16"oc
A-16"oc
A-16"oc
A-16"oc
B-16"oc
C-16"oc
C-16"oc
C-16"oc
B-16"oc
C-16"oc
D-16"oc
7'
A-16"oc
A-16"oc
A-16"oc
B-16"oc
C-16"oc
C-16"oc
C-16"oc
C-16"oc
C-16'oc
D-16"oc
C-12"oc
8'
1 A-16"oc
A-16"oc
B-16"oc
C-16"oc
C-16"oc
D-16"oc
C-12"oc
C-12"oc
D-16"oc
C-12"oc
D-12'oc
9'
A-16"oc
B-16"oc
B-16"oc
C-16"oc
D-16"oc
C-12"oc
C-12"oc
B-12"oc
C-1Y'oc
D-12"oc
C-8"oc
10'
A-16"oc
C-16"oc
C-16"oc
D-16"oc
C-12"oc
D-12"oc
D-22"oc
C-12"oc
C-12"oc
B-8"oc
C-8"oc
11'
A-16"oc
C-16"oc
C-16"oc
C-12"oc
C-12"oc
D-12"oc
B-8"oc
C-8"oc
D-12"oc
C-B"oc
C-8"oc
12'
A-16"oc
C-16"oc
D-16"oc
C-12"oc
D-12"oc
C-8"oc
C-8"oc
C-8"oc
B-8"oc
C-8"oc
D-8"oc
A -1/4" LAG SCREWS B - 5/16" LAG SCREWS C - 7/16" LAG SCREWS D - 1/2" LAG SCREWS
ALL FASTENERS TO HAVE 3" PENETRATION INTO WOOD-FI LLED 3x ALUMINUM LEDGER
USE (2) FASTEN ERS FO R LL/GSL UP TO 50 PSF. USE (3)FASTEN ERSFORLL/GSL=51PSF AND ABOVE
I TABLE 4-ANCHORS INSTALLED INTO THE SIDE OF 6 IN THICK MIN CONCRETE OR C M U WALLS
LUGSL = 84 PSF MAX
IN CONCRETE, USE (2) ROWS OF 1/2" DIA SIMPSON STRONG-BOLT2 @ 32"OC, STAINLESS STEEL, WITH 3" MIN EMBED, STAGGERED,
INSTALLED PERICC-ESR-3037.
IN CMU, USE (2) ROWS OF 1/2" DIA SIMPSON WEDGE -ALL @ 32" OC, STAINLESS STEEL, WITH 3 3/8" MIN EMBED, STAGGERED,
INSTALLED PER ICC-ESR-1396.
USES" SQ.xl/4" STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL
DR; J_Ak I
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
of1�ESS i[�
co
S585
�9 {1�TtA'��
OF CALF
DATE SIGNED: July 8, 2019
ori
TCL_
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420 .
F*Tm
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB # DA02-02
DATE 07109/19
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES:
ATTACHMENT TO
EXISTING BUILDING
S6.1
iNJ-amaE aEAR EIWSO N TO BEAM
SEE TABLE 1B ON S6.1
HANGER PER 9, 11, OR
12/S44. FASTENERS PER
TARE 3B/S6.1.
(3) 7J'4 FU Tp3
x 8 WOOD FILLED
LAG SOFiE]M6 W/
A-UMNUM LEDGER
PE EIRATICN INTO
�41
RCOF BRnc�7
I liil TOP
PER 6/54.5
OR RAFTERS
SOLID PATIO ODrER(���y5WEAMW/-2T
PENETRATION
�
6
(E) BLOCKING BEIVEIIN
W. RAFIERS OR
TRUSSES, WFFIE OCCURS
(E) WL SEE (E) CONT TRUSS TOP 0iORD OR
NME aEDE RAFTERS @ 24 OC
RAFTER OR TRUSS
Nm 6-17 MN 40-O" M41G
1. EXSTING FZOOF DESIGN LOADS ROL, = 3 PSF (MIN TO 8 Fri (MINT)
2 NEW PATIO DE5W LOW GSL = 50 PSF MAx
3. PLACE "S KA FLE1C CR SIMILAR M4ATERAL BETWEk3N BRACKET ADD ODPNTF SINGLE
ROOFING TO PROADE SEAL
4. BRACKCLT MUST BE ORIENTATED TMVOS ROOF EDGE AS SHOWN.
5. USE THIS DETAIL WITH ROOF DOW PER G/S45 AND TAUB 1 AND 19 ON S6.1.
6 VOMCAL LEG OF IiaACiS 948LL HE LOCATED 2" MAX FROM FACE OF WALL, CN
OTHER SIDE OF WAIL
D CONNECTION TO TOP OF EXISTING ROOF
AL LOWLE CLEAR DM+.T15[CW TO BEAM
SEE TABLE 1A ON S6.1
2 x 6Yz" OR 3 x 6 WOOD
FILLED ALUMINUM LEDGER
H 44GER PER 9, 11, OR
12/S4.4. FASHENERS
PER TARE
SOLD PATIO 000
ALTERNATIVE ROOF
BRACKET ORIEN10
4" MIN,
MIt,L FACE OF
3 x 8" WOOD FILLED
ALJMINJM LEDGER
WHERE OOaM-
' 2 x W WOOD FILLED
ALUMINUM LEDGER
WHERE OCCURS
J J J J
N O D D O
a< a<
E HANGER TO LEDGER CONNECTION
>'•4A-
ON ROOF BRACKET PER 5/54.5
SEE Y„-0�.��(LAG
Sam
W/- 1Y'4" PENETRATION
(3) Y"e FULL-TliitiK'D
LAG S1m�s W 11, -
PENETRATION INTO (E) OONr.
TRUSS TOP CHORD OR RAFTERS
�i
J
NOTE
OFFSET FASTS EfS 3" MIN.
IN HORIZONTAL DIRECTION.
N;
1. WHEN CONWLMNG TO AN EXISTING BUILDING WALL WITHOUT
OPENNGS, SITE -SPECIFIC IS REQUIRED TO VEPoFP
ADUXY OF THE EXISTING SILO WALL F WMNG I EN THE PATIO
WEER PRO0TICN IS WIDER THAN THE MAX PROJECTION 94)h N
IN THE FOLLOWING TA9.E
2 WHEN CONNECTING TO AN DJNSHING BUILDING WH&}RE AN OPENING
IS PRESENT UNDER THE ATTACHEff OF THE PATIO TO THE HAVE
OR THE WA1J, SITE -SPECIFIC ENGINEERNNG IS REpIAIRED TO VERIFY
ADEQUACY OF THE EXSTING S[H!<S VNIL FRAMING (INCLLAING
HEADER Si4 WHEN THE PAPO ahg PROJECTION IS WIDER THAN
THE MAST PROIE(MCN SIM IN THE FMMNG TARE OR W -EN
THE EXISTING OPENING IS WIDER THAN THE MAX OPENNG WIDTH
SNOAN IN THE FOLLOWING TABLE
3. NO ADDITIONAL SITE SPECIFIC ENGINEEFdNG IS REQUIRED WHEN
E)45IING OPENINGS / PROJECTIONS ARE BOTH SIMPER THAN
THOM STATED ABD\E.
PRO •• ai a. ••• .� .
EAVE OH L (El RAFTER OR T131SS E 1_
'-MAX 6-9 MN 417-0 MAX
NOTES:
1. EXSTING ROOF DESIGN LOADS ROL = 3 PSF (MIN) TO 8 PSF (MAX)
2 NEW PATIO DESIGN LOADS: LL = 10 PSF MAX (NO SNOW LOAD)
3. PLACE "SKA FLJE)C OR SIMILAR MATERNAL BETWEEN BRACKET MID 0aJPOSHE SINGLE
ROOFING TO PROVIDE SEAL
4. USE AUERNATE BRACKET ORENTATION WHEN D S 12'.
5. USE THIS DETAIL WITH RDOF BRACKET PER 5/S4S MID TABLES 1 AND 1A ON S6.1.
C CONNECTION TO TOP OF EXISTING ROOF
4 CONNECTION TO IXISTiNG ROOF
TABLE 1- CRITERIA TO VERIFYTHE NEED
FOR SITE -SPECIFIC ENGINEERING
MAX
MAX
LL/GSL
(PSF)
PROJECTION
LENGTH
OPENING
WIDTH
10.20
18'-O"
V-0"
25 TO 50
14'-0"
6'-0"
6D
32'•0"
V-0"
74
1 10'-0"
az
a••o"
z•o"
DECK/RAFTER
DIRECTION -
COLUMN -
BEAM
BEAM
COLUMN --
(E) BLDG
4j
r
rr
TRIBUTARY
AREA
_-_-�
EQ. Eq.
Li BLDG
r.
4
�, ''.
j
TRIBUTARY
AREA
EQ. L EQ. t- DECK/RAFTER
DIRECTION
PLAN
BEAM CONNECTION TO HOUSE
1 E
NTs
FASTEAETS SEE TABLES 34 &
4 ON S6.1 AID NOTE 1 1" THICK MAX LATH AND
\11
PLASTER 1M1000 SIDING 1, 2.
HANGER PER S4.4 OR 3-COAT STUCCO
SEE NOTE 2
SOLID COVER--.
(E) 2 x WOOD STUD WALL
SIM AT CONCRETE, BRICK
OR MASONRY WALL
SEE NOTE ABOVE
ij� j MIN.
FASTENER PER 53 2 y Jl�
NOM-
1. FASITIN:R 10 BE INSTALLED AT CENTER OF (E) WOOD STUDS
2 PLYWOOD SI-EATHING DOES NOT COUNT TOJNARD THIS 1" WX
3. DETAIL IS VALID WITH OONNELIICN THFUM (E) WOOD LEDGER ALONG SIRUCAIPE
PROVIDED THAT THE MIN" FASIESNER PE NEiRATH1rl IN WALL SPAS PER TAME WS6.1
IS SATISFIED.
(-..,_WALL CONNECTION
(E) STUD WALL 3" x 8" x 0.042"
HEADER
(3) X-0 LAG SCREW,q':
o
TYP. SEE NOTE 4 @
CONC. WALL & NOTE " (3) #14 SMS
5 @ CMU WALL EA SIDE
MIN.
(E) 1" THICK MiAJT LATH Pd R � -I
PLASTER OR WOOD SIDING OR
1, 2 OR 3 COATS OF STUCCO 3" x 8" RAFTER
SEE NOTE 6 BRACKET
sal
OF THIS DETAIL IS WED TO THE FOLAMM
FOR LL/GsL - 10 PSF MWx TRB AREA TO CONtNEClION - 100 F�
FOR Li/1351. - 20 OR 25 F5F, MAX 7REl AWA TO CO"B+ECTION = 55 FT
FCR GSL = 30 PSF, MAX TIRB AREA TO OOht'MCN - 45 Fr
FOR M > 30 Fg DETAIL IS NOT &OMED
2 SEE PLAN FOR DEFINITM OF TREUI[ARf AREA
3. ffi;M RZ LINE UP WT1H EJ07M FULL HEIGHT WALL SPA. NO OPENNG ALLOWED
4. ) ��G KEI-TZ W/ +F EMBED 0 OCNC WLL, W/ 6 SPACING
5. U E Id' TAIL BRACKET & (2) W HLLTI KB-3 W/ 4 DW @ CMU WAIL W/ IT
SPACING
6. PLYWOOD SCATHING DOES NOT COUNT TOM THIS 1" MAX.
SIMPSON A34 - SEE TABLE
V SEE TABLE I ON 56.1
(E) BLOCKING BETWEEN
2 ON S6.1 FOR SCREWS
CONT. RAFTERS OR
AND NUM1B-R OF A349 REDD.
SIMP.SON A35 - SEE TABLE 2
TRUSSES WHORE Oxu?.S
ON S61 FOR SC`IEWS Aft
NUMBER OF A36s FIZ1D.
HANGER PER S4.4.
FASTENERS PER TARES ON
S61. SE NOTES 2 AND 3
3
SOLID PATIO
( WALL
(E) CONT TRUSS OR
NOTE ABOVE
RAFTERS @ 24' OC
EXISTING FA9aA
PLYWOOD SHEATHING
BOaHBJ
WHORE 0311RS
NIONHE OLFAR DLMv I TO C NI
(E) EAVE OH
RAFTER OR TRAS BACKSRAN
SEE A3 1 ON 56.1
24 MAX
MIN MAX
NOTES
1. ENS LNG ROOF DESIGN L aADS
ROL = 3 PSF (MIN) TO 8 PSF(MA)0
Id1 jGSL = 10, 20, 25, 30, 40 OR 50 PSF
2 FafNIERS TO BE LOCATED 4 MN FROM SPLICE IN (E) FASCIA BOARD AND 2" CLEAR
FRROM. TOP AND BJrI`OM OF E FAWA 80*0
1 FOR E)ffF OED 39VIL SF OLTA1L 6 ON S4.4.
FOR HOW S PER 9, 11 OR 12 ON S4A. SEE TABLE 39 ON S6.1
A CONNECiiON TO EDGE OF EIIS11NG ROOF
2 x % x .024" RAFTER
#14 S.M.S. TOP & BUT
(2 TOTAL) AT EA.
RAFTER TAIL
GUTTER
ROOF PANEL
#14 SMS @
12" OC T&B
SEE TABLE FOR FASTENER
TO RAFTER AND FASCIA
2 x 6> ALUM.
RAFTER BRACKET
OPTIONAL LATTICE
I - I TUBE
ig
T SEE TABLE
FASTENERS
'L'
"D"1
WITH IATIICE
NO LATTICE
11-V
1"
(4) #10
(3) #8
2'-0'
1"
(6) #10
(4) #8
3 4"
(12) #10
(2 ROWS OF 6)
(8) #8
(2 ROWS OF 4)
NOTE:
1. THIS DETAIL IS LIMITED TO 30 PSF MAX LL/GSL
2. FASTENER SPACING = 3/4" MIN
S RAFTER TAIL TO DUTTER
S NOT USED
SCALE
@ 24" O.C.
MAX
NOTCH RETURN PORTION OF THE TOP
FLANGE OF THE BEAM (AND INSERT WHERE
OCCURS) AT CONNECTION TO COLUMN—
(3) %"0 THRU-BOLTS 0 B6, 97 OR 88
(2) %"0 THRU-BOLTS 0 B3
I BEAM B3, 66, 87,
OR BB PER S4.1
NOTCH FULL BOTTOM FLANGE OF I BEAM
(AND INSERT WHERE OCCURS) ON ONE
SIDE OF WEB AT CONNECTION TO COLUM
STEEL POST PER S4.3
Nm:
DO NOT NOTCH BEAM AT END COLUMNS WITH OVERHANG
n I BEAM TO POST
OPTIONAL
DECORATIVE FASCIA
(WOOD, ALUM.,
OR HARDBOARD)
{
(4)#14 SMS EA SIDE
3' SQ
BEAM 81 OR B4
SEE NOTE 1
4)#14 x Y2" S.M.S.
In U BRACKET PER 4/S4.5
SEE NOTE 2
NOTES:
1. USE SIMILAR DETAIL AT 3 x 3 OR 3 x 8 BEAMS.
2. U BRACKET IS NOT REQUIRED IF SIDE PLATES PER 3/S6.3
OR H BRACKET PER 1/S6.3 ARE PROVIDED.
� BEAM TO POST
I OR 8" BEAM
SMS PER ELEVATION, TYP.
%"0 PIASIIC RUG, TYP.
SIDE PLATE EA SIDE
S' SQ. POSE BETWEEN
SIDE PLATES
S SECTION
� BEAM TO POST CONNECTION
3" WIDE BEAM TYP 82,
B5, B11, 813 OR 914
(6) #14 SMS EA. SIDE
AT SIDE PLATE SP3
(8) #14 SMS EA. SIDE
AT SIDE PLATE SP4.
SEE NOTE 1.
PROVIDE FULL BEARING OF
BEAM ON POST,
3 x 8 x 0.42 BEAM
OR 3' SO. STEEL BEAM
(6)-#14 SDS 0 EA SIDE
TOP & BOT TOTAL = 24
H BRACKET PER 1/S4.5
OR 1 /L4.3
3' OR 4' SQ.
ALUM. OR STEEL POST
NOTES:
THIS DETAIL IS TO BE USED AS AN ALTERNATE TO DETAIL 3/S6.3
'W BRACKET TO POST
1-1/2"=1'-0"
1 2" MAX SPLICE
WHERE OCCURS
(6)#14 SMS 0 EACH
(INT COL ONLY)
HEADER TO COLUMN
(12) FASTENERS PER
DOUBLE BEAM B9,
CONNECTION
B10, B12, B15 OR
B16
5/8"0 HOLE WITH
I j
PLASTIC PLUG, AS
I if Q I
REQ'D, TYP. IT IS
ACCEPTABLE TO
I I
I I
USE ONE HOLE
TO INSTALL
SEVERAL SCREWS,
I II I
TYP.
1 II I
(2) #14 SMS EACH
I 1
SIDE T&B 032"
I ARCHITECTURAL SIDE
O.C.
PLATES, WHERE OCCUR,
SHALL STOP & FLUSH
BELOW BEAM
„ DBL BEAM TO COL
,G
%e"0 HOLE WITH PLASTIC PLUG, AS
REQ'D, TYP. IT IS ACCEPTABLE TO
USE ONE HOLE TO INSTALL
SEVERAL SCREWS, TYP.
(2) 114 SMS EA SIDE AT
BOTTOM AND AT 32' OC MAX. —
3" SO. POST BETWEEN
SIDE PLATES
3" OR 4" SO. POST
1 2" MAX SPICE
TB WHERE OCCURS
(!NT COL ONLY) � a
o
n
LJ
ryo
EL
o�
ASIDE PLATE EA. SIDE, SEE
� TABLE
LE 1 ON S1.x OR L1.x
A ELEVATION OPTIONAL STYROFOAM INFILL OF
SIDE PLATES CAN STOP BELOW
THE CONNECION
AT COLUMN B2, ADJUST SCREW LOCATION TO LOCATE SCREWS
INTO THE FLAT PORTION / VERTICAL WALL OF BEAM
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
ESS Iqy�
f
S585
ry (lCi� ly\Q'
rF O,� CAl lF�
DATE SIGNED: July 8, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949,305.1420
SAP
M0
ES
OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108/19
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES:
CONNECTION DETAILS
S6.3
3" STEEL POST
STEEL INSERT PER
4/S7.2 AT POST
TYPE C7, C8, & C9
ADJACENT
GRADE BOLTS PER TABLE 2
?---� .
r �
a
PER 4/57.2 • • �
0
04
a
W y In
v y �
r • a
POURED '
CONCRETE
SEE FTG. SCHEDULE
NOTES IN BEAM SPAN TABLES
1. THIS DETAIL CAN BE USED FOR STEEL POST TYPES C6, C7, C8, OR C9.
2. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPE C1 OR
ALUMINUM POST TYPES C2 OR C5.
3. IT IS ACCEPTABLE TO EMBED THE STEEL POST DIRECTLY INTO THE FOOTING
PER 5/S7.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL.
4. THIS DETAIL CAN BE USED ON A SLAB ON GRADE PER 8/S7.1 AND PER
TABLE 2 ON S7.1.
5. THIS DETAIL CAN BE USED AT FREESTANDING OR AT ATTACHED STRUCTURES.
T STEEL POST SLEEVE CONNECTION
TO CONCRETE FOOTING 1"=1' 0"
OR 4" STEEL POST.
ADJACENT
GRADE TY
z
z
7YP. aCL
x =
In Q
e
m
POURED
CONCRETE i "0 A36 THREADED
FOOTING ROD W/- NUT EA. SIDE
Ic WIDTH -LENGTH EN OF COL OR 14 REBAR,
SEE FTG. SCHEDULE GR 40 MIN. SECURED
IN BEAM SPAN TABLES IN PLACE
NOTES:
1. THIS DETAIL IS TO BE USED FOR POST TYPES C10 & C1 1.
2. THIS DETAIL CAN ALSO BE USED FOR STEEL POST TYPES C6, C7, C8, C9.
3. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPES C1, C2,
OR C5.
4. THIS DETAIL CAN BE USED AT FREESTANDING OR AT ATTACHED STRUCTURES.
TABLE 2 - ANCHORAGE SCHEDULE
BRACKET
DETAIL
POSTTYPE
FTG(IN)
ANCHOR BOLTS
(SEE NOTE 2)
SEE
NOTES
ALUM T
1/57.2
C1
SOG
(2)-3/8" dia w/ 1-7/8" embed
ALUM T
1/S7.2
- C3
ALL
(2)-3/8" dia w/ 2-7/8" embed
ALUM T
2/57.2
C2
SOG
(2)-3/8" dia w/ 1-7/8" embed
3
ALUM
2/S7.2
C2
ALL
(2)-3/8"dia w/2-7/8" embed
3
ALUM T
2/57.2
CS
SOG
Z-3/8"dia w/ 1-7/8" embed
3
ALUM T
12/S7.21
CS
ALL
1 (2)-3/8" dia w/ 2-7/8' embed
3
STEELT
3/S7.2
C6
SOG
1 (2)-3/8" dia w/ 1-7/8" embed
STEELT
3/57.2
C6
522"
(2)-3/8" dia w/ 2-7/8" embed
13,4
STEELT
3/S7.2
C6
524"
(2)-1/2" dia w/ 3-1/4' embed
1,3,4
STEELINS
4/S7.2
C6
530"
(4)-1/2"dia w/3-1/4`embed
1..4.6
STEELINS
4/57.2
C6
534"
(4)-5/8"diaw/4"embed
1,4.6
STEELINS
4/57.2
C6
235"
(4)-3/4"diaw/4-3/4"embed
1.4.6
STEELINS
4/57.2
1 C7, C8, C91
ALL
(4)-3/4" dia w/ 4-3/4" embed
1,5,6
EMBED
5/S7.1
C10,C31
I ALL
N/A
NOTES:
1-"FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON
SHEETS S8.xxx
2 - ANCHOR BOLTS SHALL BE SI MPSON STRO NG BOLT 2, STAI NLESS STEEL
(ICC-ESR 3037). HI LTI KB-TZ SS CAN ALSO BE USED WITH A 4" SLAB, AND A
REDUCED EDGE DISTANCE OF 31/2" (ICC-ESR-1917).
3- IT IS ACCEPTABLE TO USE THE STEEL I NSERT PER 4/57.2 INSTEAD OF THE
ALUMINUM T PER 2/S7.2 FOR POSTTYPES C2 AND CS OR INSTEAD OF THE STEELT
PER 3/S7.2 FOR POST TYPE C6. BOLTS CAN REMAIN AS SPECIFIED IN THIS TABLE,
BUT (4) BOLTS SHALL BE USED. SEE NOTE 6.
4 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL 5/S7.1 I NSTEAD OF THE
STEEL I NSERT PER 4/S7.2 OR STEELT PER 3/S7.2 FOR STEEL POSTS C6.
5 - IT IS ACCEPTABLETO USE THE EMBEDDED POST DETAI LS/S7.1 INSTEAD OF THE
STEEL I NSERT PER 4/S7.2 FOR STEEL POSTS C7, CS AND C9.
6 - HOLE SIZE IN BASE PLATE SHALL BE MAX. 2/8" DIAMETER OVERSIZED, UNLESS
WELDED WASHER IS PROVIDED.
4 ANCHORAGE OF POSTS
To SLAB oR FooTING
It
CWrMLINE OF i BRACKET
TO BE PARALLEL TO
3" STEEL OR HOUSE WALL
ALUMINUM POST I
"r BRACKET PER 1/S7.2,
1 -SDLTS PER TABLE 2 ON S7.1
Z .+
W Q qEL
+
U En n r
N
� M c
WIDTH = LENMH IIH
SEE FTG. SCHEDULE I
BEAM SPAN TABLE
GRADE TYP.
CONCRETE FOOTING
NOTES:
1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C5, OR C6.
2. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES.
3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, CB, C9, C10,
CI 1.
TABLE 1
ALTERNATE FOOTING DIMENSIONS
FTG (IN)
W-L=D
(SEE NOTE 1)
Alt
WxLxD
(SEE NOTE 2)
Alt
WxLxD
(SEE NOTE 3)
Alt 3 (ATTACHED)
WxLx18"
(SEE NOTE 4)
Alt
WxLx18"
(SEE NOTE 5)
AIt5
WxLx24"
(SEE NOTE 6)
Alt
WxLx30"
(SEE NOTE 7)
AIt7
WxLx36"
(SEE NOTE 8)
Aft 8
WxLx42'
(SEE NOTE 9)
18
18x18x18
12x12x12
•18x18x18
18x18x18
16x16x24
14x14x30
13x13x36
12x12x42
20
20x20x20
12x12x12
21x21x18
25x25x18
19x19x24
17x17x30
15x15x36
14x14x42
22
22x22x22
16x16x16
25x25x18
33x33x18
21x21x24
19x19x30
17x17x36
16x16x42
24
24x24x24
20x2Ox2O
28x29x18
43x43x18
24x24x24
22x22x30
2Dx2Ox36
18x18x42
26
26x26x26
23x23x23
32x32xIS
31x31x24
24x24x30
22x22x36
21x21x42
28
28x28x28
25x25x25
35x35x18
38x39x24
27x27x30
25x2Sx36
23x23x42
30
30x30x30
28x28x28
39x39x18
30x3Ox3O
28x28x36
26x26x42
32
32x32x32
30x30x30
43x43x18
37x37x30
30x3Ox36
28x28x42
34
34x34x34
32x32x32
47x47x18
33x33x36
31x31x42
36
36x36x36
34x34x34
51x51x18
36x36x36
34x34x42
38
38x38x38
37x37x37
55x55x18
43x43x36
36x36x42
40
40x40x40
39x39x39
60x60x18
39x39x42
42
42x42x42
41x41x41
64x64xIS
42x42x42
44
44 x 44 x 30
46
46 x 46 x 30
48
49x48x30
50
50 x 50 x 30
52
52 x 52 x 30
54
54 x 54 x 30
56
56 x 56 x 30
58
58 x 58 x 30
60
60x60x3D
62
62 x 62 x 30
64
64 x 64 x 30
66
66x66x3D
68
68 x 68 x 30
70
70x70x30
72
72 x 72 x 30
74
74x74x30
76
76x76x30
78
78 x 78 x 30
80
80x60x30
82
82x82x30
84
94x94x30
86
86 x 86 x 30
88
88 x 88 x 30
90
90 x 90 x 30
NOTES:
1- "FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPANTABLES ON SHEETS S8xx.x OR LBxxx-
2 - "ALT 1" IS THE FOOTING DIMENSION BASED ON THE "FTG (IN) -DIMENSION. NOTE THAT W=D=L
3 - "ALT 2" I S THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A 35"MIN THICK SLAB IS PRESENT ABOVETHE FOOTING. NOTETHAT W��
4- "ALT3" 15 THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING 15 KEPTTO AN 19" DEPTH FOR UPLIFT DESIGN ONLY.THIS VALUE ISTO BE USED
ONLY AT ATTACHED PATIO STRUCTURES. NOTE THAT W{AND D=18".
5 - "ALT 4" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOT] NG 15 KEPTTO AN 18" DEPTH. NOTE THAT Wd AND D=18"-
6 - "ALT 5" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 24" DEPTH. NOTETHAT WdAND D=24-.
7 - "ALT 6" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 3W DEPTH. NOTE THAT Wd AND D=3D".
8 - "ALT7" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 36" DEPTH. NOTETHAT WdAND D=36".
9-"ALT8" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 42" DEPTH. NOTE THAT WdAND D-02".
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
DATE SIGNED: July 8, 2019
�► TCL
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
N / TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK I DATE DESCRIPTION
4 STEL JOB #
DA02-02
DATE
07/08119
DRAWN BY
RC
CHECKED
MDS
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES:
FOUNDATION DETAILS
STEEL POST EMBEDDED
INTO CONCRETE FOOTING 1'4-o`
E
T BRACKET CONNECTION
TO CONCRETE FOOTING 1"=1'-o'
�� FOUN_QAT10N TABLES
S7.1
ATTACHED & FREESTANDING SOLID COVERS -10 PSF SNOW LOAD OR LIVE LOAD -120 MPH - EXP. B & C
86.5" ROLLFORM
8
$2 MAG BEAM
83 4" I -BEAM
84 4.5" MAG GUTTER
65 12 GA STL AL CHANNEL
87" I -BEAM
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP
SPACING
ON)
POST
SPACING
(IN)
POST
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
POPE
SPACING
(IN)
PPE
SPACING
ON)
TYPE
SPACING
ON)
TYPE
(SPAN)
POPE
(SPAN)
T1
(SPAN)
POPE
(SPAN)
POPE
(SPAN)
TYPE
(SPAN)
TYPE(SPAN)
TYPE
(SPAN)
POPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
120 B
11'-9"
19
11'-9"
28
10'-4"
1B
9'�"
26
13'W"
19
12'-0"
2B
1T-3"
19
12'-Z'
2B
13'4"
19
C1
12'-2,
28
C7
23'-0"
23
C5
21'3"
33
co
5
C7
C7
C1
C7
C1
C7
C7
C7
120 C
11'-7"
21
10--1IT
29
10'-3'
20
9'-0"
28
1YT
22
11'-0"
3D
13•-1"
22
11'£'
3D
11'-2"
21
11'-0"
29
23•_7••
27
20'-1„
34
12D B
10-9"
19
10'-9"
27
9'-9"
19
8'-10"
28
12'-9"
20
11'-8"
28
12'-2
20
1V-6'
28
12'-0"
20
111-T
28
22'-0"
24
C5
20 0"
32
C7
6
Cl
C7
Cl
C7
C1
C7
Cl
C7
Cl
C7
120 C
10'-7"
22
10'-0"
2B
9'$"
21
8' 6"
27
12' 8
23
11'-1"
29
12-0"
23
1D'-10"
29
10'-3"
22
10'-0"
28
21'-9
2B
19'tP
34
C8
120 B
1U-0'
23
10'-0"
27
9'-3"
19
B' G'
26
12'-2"
21
11'-1"
27
11'-3"
20
10'-10
27
21
11'-0"
27
C7
2D'-10
25
C5
19' 0
32
C7
T
Cl
C7
Cl22
C7
C1
C7
Cl
C7
Cl
1200
V-10"
22
9'-3"
28
9,2„
8'-1"
27
12'-0"
24
10'-0"
29
11'-1"
'L3
1D'-3
29
9'-6"
22
9'-3"
26
20'-B"
29
18'-0"
33
CO
120 B
9 �"
20
9'�"
26
B'-1 D
20
8 -2
25
11'�
22
1 D' 7
27
1 D' 7"
21
10' 4"
27
10'-10"
21
10'-0
27
20'-1"
26
C5
18'-2"
31
CB
8'
Cl
C7
Cl
C7
C2
C7
Cl
C7
C7
C7
120 C
9'-2"
23
B'43"
27
6'-9"
23
7'-8"
27
11'-0"
25
10'-1"
29
10'�"
24
9'-9"
28
B'-1D
23
B' 8"
27
19'-9"
29
1T 3"
33
12011
8'-10"
21
6'-10"
27
8`7"
20
T-9"
26
11'-1"
22
10-B"
26
10'-0"
21
C2
10'-0"
27
1O'-3"
22
C2
10'-1"
28
c7
19'-2"
27
cs
17'-G'
ce
9
Cl
c7
Cl
c7
c2
c7
c7
120 C
8'-B"
23
8'-7'
28
8'-0"
23
7'�"
28
10'-10"
25
9'-B"
28
9'-9"
24
61
9'-3"
2B
B'-0"
23
Cl
B'-2"
28
18'-9"
30
16'7"
120 B
&
21
8'-0"
27
B'-3"
21
T-7"
28
1 D'-0"
23
9'-10"
28
9'-6"
22
9'-0
28
9'-9"
22
C2
9'-8"
28
C717'10"
181` 3"
27
C5
16-70"
CB
10'
C1
C7
C1
C7
C2
C7
C2
C7
120 C
8'-0"
24
7'-9"
2B
8'-2
24
T-2"
28
10'-3"
26
9'-4"
28
9-3"
25
8'•9"
28
8'-0"
24
C1
T•9"
2B
31
1g_1"
F32
B'-1"21
B'-1"27
B'-0"
21
T 4"
27
10'-0"
23
9-T'
29
9'-1"
i2
9'-1"
2B
9'-3"
22
C2
9-311'
C1
C7
C1
C7
C2
C7
7'-10"
24
T-0"
29
7'-9"
24
T-0"
29
9'-9"
26
9'-1"
29
8'-10"
25
8' 4"
29
7' 6"
24
C1T
6"120
B
T-B"22
T-8"
28
T-7
21
T-2"
2B
97"
23
9'-3"
29
B'-B"
22
8'-8
29
B'-10"
23
2
B'-0
C5
CB
12'
C2
C7
C2
C7
CS
C7
C2
C7
C7
120 C
7,_7„
25
T 2
30
7,-0„
24
6,_9„
30
9,4„
26
8,_9„
30
Ste„
25
B'-1"
30
6'-10"
24
C1
T-2"
30
16,-0„
32
15,_1„
33
B7 (7I-BEAM N ERT
S (7"[- EN ERT
s DBL2x6.5x0.042
DBL2x6.5x0.032
a
3x8x0.042
B
DBL3x8x0.042
R
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIDTH
WIND
EXP
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
POPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
POPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
POPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
POPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
POPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
POPE
MAX
POST
SPACING
(SPAN)
FTG
0N)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
POPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
POPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
POPE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
5
120 B
26'-9"
24
24'-4"
34
CS
29'-6"
25
C5
26'-10"
35
C9
16'-0"
20
Cl
16'-0"
30
C7
13'-2"
20
Cl
13'-2"
29
C7
13'-0"
20
Cl
13'-6"
29
C7
19'-3"
22
C2
19'-3"
32
C7
120 C
26-6"
28
23'-1"
36
C9
29'-2"
29
25'4'
36
C11
14'-10"
22
14'-7"
31
12'-7"
21
12'-3"
30
11'-B"
21
11'-0"
30
16-6"
24
Cl
16-1"
32
6
120 B
26-3"
25
CS
23'-D"
33
CB
2T-9"
26
CS
2S3"
34
C8
14'7'
20
C1
14'7"
29
C7
12-1"
2U
C1
12'-1"
28
C7
12'-0"
20
C1
12'-0"
28
C7
1T-T'
23
17'-7"
31
C7
120C
24'-10
29
21'-9"
35
C9
27'-0"
30
23A0"
36
C11
13'-8"
23
13�„
31
11-0
2�
11-2„
29
10•_S"
22
10'-8"
29
15'-1"
25
14'B"
32
T
120 B
24'-0"
26
21'-9"
33
C8
26-4"
27
CS
24'-0"
34
C8
13'-'
21
C2
13'-0"
29
C7
11'-2"
21
Cl
11'-7'
28
C7
11'-7"
21
Cl
11'-T'
28
C7
16'-3"
23
16-3"
3U
C7
120 C
23'-0"
30
20'�"
34
C9
26'-1"
31
22'-9"
35
C9
12'-8"
23
12'-0"
30
101-81,
23
-TOT 4-
28
10'-0"
23
9'-B"
28
14'-0"
25
131-9"
31
B
120 B
23'-0"
27
CS
20'-10
32
CB
25'-3"
28
CS
23'-0"
33
CS
12'-0"
21
C2
12'-8"
28
C7
10'-0
21kC2
10'-6
27
C7
1U'-10"
21
Cl
10'-10"
27
C7
15-3"
30
C7
120 C
22' B"
31
19'-9"
34
25'-0"
32
21'-9
35
C9
11'-10"
24
11'-7"
30
10'-0"
23Cl
9-9"
28
9'-3"
23
9'-1"
28
13'-1"
26
C2
12' 9
30
120 B
22.1"
2B
C5
20'-1"
33
CB24'-0
24'-3"
29
CS
22-1"
34
C8
12'-0"
22
C2
12'-0"
29
C7
9'-10"
22
9'-10
28
C7
10'-2"
22
C2
10'-2"
28
C7
14' 4"
5
14'�309120C21'-9"32
C7
19'-0"
34
33
21'-0
35
C9
11'-2"
24
11'-0"
29
9'4"
23
9'-2"
28
S'-9"
23
C1
8'-7"
2B
26
12'-1"
30
1D'
12DB21'�"
28
C5
19' 4"
34
CB
236"
29
C5
21'�"
35
C9
11'�"
22
C2
11'-4"
29
C7
9'4"
22
9'�"
28
C7
9-2"
22
C2
9'-2"
28
C7
13'-B"
25
C5
13'U'
31
C7
120 C
21'-1"
32
18'�"
33
C9
23'-2"
33
20'-2"
34
10'-8"
25
1V-4"
29
9'-0"
24
8'-9"
28B'-0"
24
C1
7'-9"
28
11'-B"
27
11'-0"
30
12D B
20'-0"
29
C5
16'-9"
34
C9
22-9"
30
C5
20'-8"
35
C9
10'-1 D"
22
C5
10'-10"
30
C7
9'-0"
222
C7
C2
2811'120
C7
CB
C
20-0"
33
1T 9"
34
27-0
34
19' 7"
35
C10
10'-2"
25
9'-1D"
29
B'-7
24
B'-0"
29
8'-0"
24
7'-1"
29
11'-2"
27
11'-0
30
12'
12O B
2V-1"
30
18'-3"
35
C9
22'-1"
31
C5
20'-1"
36
C10
10'4"
23
C5
10'-0"
30
C7
B'-7"
22
C2
6'-T'
28
C7
7'-e"
22
C2
7'-B"
28
C7
12'-0"
25
C5
12'-0
31
CB
120 C
19'-10"
34
1T-3"
34
2V-10"
35
19'-1"
35
9'-9"
26
9'-6"
30
8-2"
24
8'�F'
30
7'�"
24
6-T'
30
10'-6"
27
1U 8
30
3 x8xO.O42 BEAM Vt
B13 14 GA STL INSERT
B14
12 GA STL INSERT
815 DBL614 GA STL INSERTB16
DBL 12 GA STL INSERT
618 12 GA STL U-IN E/RT
B19 1D2 GA STL U-INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP
SPACING
(IN)
P057
.POPE
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POPE
SPACING
ON)
TYPE
SPACING
(IN)
TYPE
(SPAN)
(SPAN)
POPE
(SPAN)
POPE
(SPAN)
POPE
(SPAN)
POPE
(SPAN)
POPE
(SPAN)
POPE
(SPAN)
POPE
(SPAN)
TYPE
(SPAN)
(SPAN)
(SPAN)
120 B
18'4
22
18'�"
31
20'-1"
22
20'-1"
32
C7
25'-10"
24
25'-1 D"
34
C8
26-4"
25
27'-0"
35
C9
24'-8"
24
C6
24'-0'
45
C9
31'-2"
26
C6
31' T
49
C9
5
C2
C7C8
C2
CS
CS
120 C
17'4"
24
1T-0„
33
19'-0"
25
1B'-0"
33
CB
244"
27
23'-10"
36
C11
26'-8"
28
26'-1"
37
C11
21'-7"
27
C6
21'7'
43
C11
27-3'
29
06
2T-3'
46
C11
120 B
16-W
22
16'-9"
31
18` 4"
23
18`4'
31
C7
23'-S"
25
23'-B"
33
CB
25'-1 D"
26
26-10"
34
C8
2X-3"
25
C6
23'-3'
47
CB
29'-4'
27
C6
29-0
50
C8
6'
C2
C7
C2
C5
C5
120 C
15'-10"
25
15' 6
32
1T 4"
26
17'-0"
33
CB
22'-3"
2B
21'-9"
35
C9
24'�"
29
23'-9
36
C10
2D'�"
28
C6
20 4'
45
C16
25'-0"
30
C6
25' B"
48
C10
120B
157"
23
157"
30
1T-1"
23
1T-1"
31
22'-0"
26
27-0"
33
24'-0
28
24`-0"
34
22'-1'
26
C6
22A.
48
27'-10'
28
C6
27-10'
52
C8
T
C2
C7
C5
C7
CS
CB
CS
CB
CB
120 C
14'-0"
26
14'-0"
31
16'-1"
26
15'-B"
32
20'-B"
29
20'-2"
34
22'-T'
29
22'-1"
35
19'-0"
29
C6
19-4
46
24'-4'
31
C6
24W
50
120 B
14'-7"
23
14' 7"
29
16-0"
24
16 -O"
30
20' 7"
26
2D' 7"
32
22'$
27
CB
21'-1"
26
C6
21'-1'
50
C8
26'-T
28
CB
2G 7'
54
CB
g
CS
C7
CS
C7
CS
CB
CS
120 C
13'-9"
26
13'-0"
31
15'-1"
27
14'-B"
32
19'4,
29
18'-1 D"
34
21'-7'
30
C9
18'-0"
30
C6
18'-0'
48
C9
23'-3'
32
06
23'-3"
51
C9
120 B
13'-9"
24
13'-9"
30
15-1"
25
15'-1"
31
C7
19'-4"
27
19'-4"
32
21'-2'
27
CB
2Y-4"
27
C6
20'-4-
51
C8
25'-7"
29
06
25'7'
55
CB
9
CS
C7
CS
CS
CB
CS
120 C
13'-0
27
12'-8"
30
14'-2
27
13'-10"
31
CB
18'-3"
30
17'-10"
33
20-0
31
M834
C9
1T-9"
3D
C6
1T-9'
49
C9
22•-5'
33
C7
22'$
53
C9
120E
13'-1-
24
13'-1"
30
C7
14'4'
25
14'-3'
31
18'-4"
27
1B'-4"
33
20'-1"
28
4
CB
19'-7"
28
C6
19'-7"
52
CB
24'-B'
30
06
2,r4r
55
co
10'
G5
CS
CB
CS
CB
CS3
120 C
12'4"
27
12'-1"
30
CB
13'-6"
28
13'-2"
31
17'4'
30
17'-0"
33
19'-0"
-Ti-
C9
17'-2"
31
C7
17-2'
50
C9
21'-7'
33
C7
21'-7"
54
C9
120 B
1T�i"
25
12'-0
31
C7
13' 8"
25
13'-B"
31
17'7'
28
17'7"
33
19'-7
2d
4
19'-0"
28
C6
1""
53
23'-11"
31
C6
23-11"
58
C9
11'
CS
CS
C8
C5
CB
CS4
C9
C9
120C
11'-9"
28
11'-0"
30
C8
12'-10"
28
12'-7"
31
16'-7"
31
16'-2"
33
18'-1"
32
16'7"
32
C7
16'7'
51
20'-11"
34
C7
ZO-11"
55
120 B
12'-0"
25
12'-0"
31
13'-1"
26
1T-1"
32
16'-9"
28
16'-9"
34
CB
18'�"
29
18'-0"
35
1B'-5"
29
C6
16'-5°
54
23'-3
31
C7
23-0`
59
C9
12'
CS
CB
C5
CS
C5
CS
C9
C9
12D C
11'-0
28
11'-1.,
30
12'-4"
29
12'-1"
32
15'-10"
31
15'-0"
33
C9
17'�"
32
17'-0"
34
16'-2°
32
C7
16'-2'
52
20' 4"
35
C7
2D' 4'
56
NOTES:
1 -WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDEMIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS THE LOWEST OF THE "MAX POST SPACING (SPAN)" SHOWN ABOVE AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL B/S7.1
2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W1 HIGHER NUMBERS W/ THOSE SPECIFIED IN THE TABLES SHOWN
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
S 58 5
OF CA1 �FCR
DATE SIGNED: July 8, 2019
v"71
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.142D
SAP
1Y1 o
ES
OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108/19
DRAWN BY RC
CHECKED MOB
IAPM0 195 V 3.1.1
SOLID COVER STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LL/SL, 120 MPH
S8.10.2
A I 1 AUr1tU bt M=0 I AIVUIINU OULIU UUV tKJ - 'I U I-'Jt- JIVUVV LUAU UK LIVt LUAU - ] OU IVIf r1 - tnr. b & U
66.5" ROLLFORM 62 MAG BEAM B3 4" I -BEAM B4 4.5" MAG GUTTER 85 12 GA SQ. AL CHANNEL 87" ABEAM
6
ATTACHED I FREESTANDING ATTACHED FREESTANDING ATTACHED I FREESTANDING ATTACHED I FREESTANDING ATTACHED 7 FREESTANDING ATTACHED I FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
.MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX.
MIN
MAX
MIN
WIND
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
WIDTH
EXP
SPACING
(IN)
TYPE
SPACING
ON)
TYPE
SPACING
ON)
TYPE
SPACING
ON)
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
(POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
5
1308
11W,
20
Cl
11'7
29
C7
10'-4"
19
9'-3"
28
13'-7"
21
12'-2"
30
13'-3"
21
12' 0'
29
17f"
20
12'-0"
29
23'-0"
25
20'-lT
34
co
Cl
C7
Cl
C7
C1
C7
C1
C7
C5
130C
11'_T
22
10'-6"
30
1Y-0"
21
8'-F
29
'IT-1"
23
1T-4"
31
12T
23
11'-T
31
10'-3"
22
1U-1"
30
__T
2B
19'7"
36
C10
$
130 B
1 D'-9"
20
C1
10'T'
28
C7
9'-9"
20
8'-9"
27
12'-9"
22
11'-0"
29
17-2"
21
11'-3"
29
11'4"
21
1 V-T
29
22'-0"
26
19' B"
34
CB
C1
C7
C1
C7
C1
C7
C1
C7
CS
130 C
10'-7'
23
9'-T'
30
9'-0"
22
B'-7'
28
12' 4'
24
10'$"
30
111-61
24
1V_T
30
V-4-
22
9-2-29
2V-2"
29
1W
35
C8
130 B
I Y-T
21
9'-9"
28
9'-3"
20
B 4"
27
12'-2"
22
C1
10'-10"
29-7"
21
10'-T'
2B
20'-10"
27
16' 9
33
CB
T
C1
C7
C1
C7
C7
C1
C7
C1
C7
CS
130C
F-T
23
8'-10"
29
9'-0"
23
7-9"
28
11'-8"
25
C2
10'-2"
30
TV-B"
24
10'-T
30
8'-9"
23
$7"
29
20'-2"
30
1T-T
35
C9
8
130 B
9'4"
21
C1
9'-7
27
C7
8'-10"
21
C1
8'-0"
26
C7
11'-B"
23
C2
1 D'-0"
28
C7
10'-T'
22
C1
10'-3"
2B
C7
10'-0"
22
9'-10"
28
C7
20'-1"
27
18'-0"
33
co
130 C
$-10"
24
8'-3"
29
8'-T'
24
T-6-
28
11'-1"
26
9'-9"
30
10'-0"
25
9'�"
29
B'-2"
23
C1
8'-0"
2B
19 2"
31
16-9
34
5
13D B
8'-10"
22
Cl
8'-8"
27
C7
8'-7"
22
C1
7'-0"
27
11'-1"
23
10'-1"
28
10'-0
23
C1
9'-5'
28
9'4"
22
9'-4"
26
19'-T
28
17'4"
32
C7
C2
C7
C7
C1
C7
CS
CB
130 C
8'-4"
24
T-10"
29
B'-3"
24
T-7'
29
10'-5'
26
9'�"
29
9' 4"
25
C2
B'-10"
29
7'3"
24
7-7"
29
1 B'-1"
31
16' 1"
34
1D'
130 B
8'-6"
22
C1
IT-31
28
C7
8'-3"
22
C1
71-T
28
C7
10'
24
C2
9-0'"
28
9'-0"
23
9'-3"
2B
8'-10"
23
8'-10"
28
1U-T
29
16'-$'
32
130 C
8'-0"
25
T-6"
30
T-10"
25
T T
30
9'-0" -1a,
27
9'-1"
30
C7
81-T
25
C2
6-1"
30
C7
T-T
24
C1
T-2"
3D
C7
17'-7
32
C5
15'7"
34
C8
11'
130B
8'-1"
23
Cl
TA0"
29
C7
8'-0"
23
C1
T-3"
29
10'-0"
24
C2
9'4"
29
9'-1"
24
8'-1D"
29
3
C2
8'-0'
29
1T4"
29
16'-7'
33
C8
C7
C7
C2
C74
C7
130 C
T-7
25
C2
T-2'
31
T-T
25
C2
6'-T
31
9'-0
27
C5
V-9"
31
T-9"
25
T-4"
31
Cl
V-10"
31
164,
33
15'-1'
33
C9
12'
130 B
T3"
23
7_7
29
C7
TT
23
C2
7'-1"
29
9'-7'
25
9'-2"
29
8'-0"
24
8'-6"
29
MB'-T
3
C2
8'-1"
29
16'-8"
3033
CB
C7
CS
C7
C2
C74
C7
CS33
130 C
7'-1"
25
6-5'
31
7'-1"
25
6'-7"
31
9-1"
26
8'-0''
31
T-1"
25
6-9
31
07
C9
I -BEN
87
88
8DBL2x6.5x0.042
B1q DBL2x6.5xO.032
B11 3x8x0.042
B12 DBL3x8x0.042
(7
ERT
(2) CEN ERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
FTG
POST
POST
FTG
(POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
(POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POSI
POST
FTG
POST
WIDTH
EXP
SPACING
ON)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
ON)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
5
130
CS
24'-0"
35
C9
29'-0"
27
CS
264"
36
C11
16'-0"
22
C1
15'-7"
32
C7
13'-T
23
C1
1T-T
27
13'-1"
20
13'-0"
27
18'-0"
23
C2
16'-T
33
C8
130 C
25'-9"
29
27-0
37
C11
28'-0"
30
24'-T
38
13'-0"
24
13'�"
32
12'-7,
22
12'-3"
29
C7
10•-9"
22
C1
10'-T'
29
C7
15-1-
24
Cl
14'-9"
33
61
130B
25'-3"
27
22'-T'
35
C9
2T-9"
28
24'-10"
36
C9
14'-T'
22
14'-3"
31
12'-1"
12'-1"
27
12-0"
21
11'-1D
27
16'_T
24
16'-9"
32
CS
CS
C1
C7
C1
C7
Cl
C7
C7
130 C
24'"3"
30
21'4"
37
C11
26=9"
31
23'3"
37
C11
12' 7"
24
12'-3"
32
11'-G'
11'-7'
28
9'-10"
23
9' B"
28
13'-10"
25
13'-0"
32
130 B
24'-0"
28
CS
21'-0"
34
CB
26'-4"
29
CS
2T-6.
35
C9
1 T-T
23
C2
13'2'
30
C7
1 Y-2'
C1
11'-7'
27
C7
1 V-1"
22
11'-1"
27
15'7"
24
IT-T
31
130 C
23'-1"
31
2VA'
36
C11
264'
32
22'-1"
37
C11
11'-B"
25
1T-4-
31
10'-0"
k
10'�"
27
9'-7'
23
C1
9'-0"
27
C7
17-9"26
12'-T'
32C7
130 B
23'-0"
29
20'-T'
34
C8
25'-3"
30
22'-0"
35
C9
12'-B"
24
12'-4"
30
10-0
10' G'
27
10-0"
22
194"
27
14'7"
25
05
14'-S'
C5
C5,
C2
C7
C1
C78'
130 C
22'-1"
32
19'-7'
36
C9
24 14
33'
{;2
37
C11
10'-10"
26
10'-0"
30
10'-0"
9'-9"
27
B'-T'
24
4"27C712'-T
26
C2
11'-9"
31C7
91
130E
22'-1"
29
CS
19'-9"
34
CB
24'-3"
30
CS
21'4Y'
34
C9
12'-0"
24
C2
11'-0"
29
C7
9'-10
C2
9'-1D"
27
9'-9"
23
C2
9'-0"
27
13'-9
25
1TIT'
30
CB
130 C
2V-3"
33
18'-0"
35
C9
23
`64 ..,
20'
36
C11
10'-3"
26
10'-1"
30
9'-0"
24
Cl
9'-2'
27
C7
6'-1'.
24
Cl
7'-10"
27
C7
11'�"
Z7
�
11'-1"
31
C7
10'
130 B
21'4"
30
19'-1"
34
CB
23'-0"
31
CS
21'-1"
34
C9
1 V4"
25
C2
11'-1"
29
C7
9-0"
23
C2
9 4"
2B
C7
9"_T
23
B'-9"
2B
13-7"
Z6
13'-0"
30
C8
130 C
20'-7"
34
17'-10"
35
09
22'-8"
35
19'-0"
35
C10
9'-9"
27
9'-7"
30
9'-0"
25
8'_"
27
10'-9
27
C7
C2
C7
CS30
11'
130 B
20'-0"
31
CS
16'-0
34
C9
22'-9"
32
CS
20'4"
35
C9
10'-10"
25
10'-7"
29
9-0"
23
J-0"
26
B'-0"
23
B'-0"
26
12�i"
26
12F
37
C5
C7
C2
C7
C2
C7
CB
130 C
19'-70"
35
1T-3"
35
C10
2Z-T
36
19'-1"
36
C10
9' 4"
27
10'-3"
28
1D-1"
31
130 B
20-1"
31
18'-0
35
C9
22'-1"
32
19-9
36
1 D'�"
25
10'-2"
30
CB
$ 7
Z9
8 7
2B
7' 8"
23
T 4"
2B
12' 0"
27
71'-10'
31
12'
CS
CS
C10
CS
C7
C2
C7
CS
C8
130 C
19'-3"
35
16' 9"
34
C10
21'-3"
37
18'-0
35
9'-0"
27
8'-9"
31
C7
B'-2"
25
7' 4"
28
6'-10"
25
6'-0"
28
9'-10'
28
5-0
31
14 GA STL INSERT8SERT
S
312 GA STL INSERT/
8DBL14 GA STL INSERTDBL12
GA STL INSERT12
GA STL U-INE/RT
2 GASTL U-INS RT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIDTH
WIND
EXP
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
.TYPE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
.TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
QN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
,POST
TYPE
5
130 B
18'�"
23
C2
18'-0"
33
CB
164"
24
C2
19'-8"
34
C8
25'-10"
26
CS
25'-3"
36
C10
28'-4"
A
05
27'-3"
37
C11
23'-5'
25
1
23'-5'
44
C11
29'-T
27
CB
29'-8"
48
C11
130 C
16'-0"
25
Cl
15'-T'
34
1T�"
26
17'-1"
35
C9
22'�"
28
21'-10"
37
C11
24'-0
29
24'-0"
38
2D' G"
26
C6
20'-0'
40
25'-10"
30
C6
26-10"
46
$
130 B
16'-9
24
C2
16'-T
32
C7
18'-4"
24
C2
18'-0"
33
CB
23'-0"
25
C5
23'-1"
35
C9
26-10"
27
C5
25'-T
36
C70
22'-0-
26
C6
2Z-T
46
C10
27-9'
28
CB
27-9"
50
010
130 C
14'_T.
26
14'-3'
33
CB
15'-10"
26
15 T,
34
20-0
29
20'-1"
35
C11
27-4-
30
21'-10"
37
C11
19'-3'
29
06
19'-3'
44
C71
24 4'
31
C6
24' 4"
48
C11
T
130 B
15' 7
24
C2
15'-3"
31
C7
1T-1"
25
CS
16' 8"
32
C7
22'-0
27
C535
34
CB
24'-0"
28
C5
23'-0
35
C9
201•1 t'
27
C6
20-11'
48
C9
26-5'
29
C6
25-5"
51
C9
130C
13'-0
26
13'-Z'
32
14'-9"
27
14'f"
33
CB
19'-0"
29
C9
20-9"
30
20'-T
35
C11
IT-4'
30
C6
18'-4'
46
C11
23'-1'
32
C6
2S-1"
49
C11
13013
14' 7"
25
C5
14'-3
31
C7
16-0"
25
C5
1ST'
32
Cs
20'-T'
28
C535
34
CB
22'-0
2922'-0"
C5
35
C9
20'-0'
2B
C6
20'-0'
49
C9
25'-3'
30
C6
25 3"
538
130 C
12'-8"
27
C2
12'-4"
32
13'-10"
28
13'-6"
32
17'-9"
30
&17
C9
19' 6
31
19'-0"
35
17'-6"
31
C6
1T•S'
47
2T-1'
33
C7
27-1"
51C9
130 B
13'-9
25
CS
IT-6'
30
CB
16-1"
26
C51279"
14'-8"
31
19'4'
28
C534
33
CB
21'-2'
29
C5
20'-0"
34
CB
19'-3"
2B
C6
19'3-
50
CB
24'-T
31
06
24'3"
54
C8
130C27
11'-0"
31
C7
13'-1"
2B
32
16'-9"
31
1B'�"
32
18'-T
35
C9
16'-10'
32
C7
16' 10'
48
C9
21'-T
34
C7
21'-3'
52
C9
130 B
IVA"
26
CS
12'-9'
30
CB
14'-3"
26
C5
14'-0"
31
16'-0"
29
05
33
20'-1"
30
C51
19'-8"
34
CB
18'-7'
29
C6
18'-T
51
C8
23-5'
31
C6
23'-5'
55
CB
130 C
11'4,
28
11-7'
31
12'-4"
29
17-1"
31
16'-0"
31
15W
34
1T-0"
32
1T-1'
35
C9
16'-3"
32
C7
16-3'
49
C9
205'
35
C7
20'-6"
53
C9
11'
130B
12'-T
26
C5
1T-T
31
CB
13'-0"
27
CS
1?4'
31
C8
17'7"
29
CS
1T-2"
33
CB
19'-2"
30
C5
1B'-9"
34
C9
16
30
C6
1B
52
C9
22'�'
32
C7
278
57
C9
130 C
10'-101,
28
10'-7"
31
11'-10"
29
11'-T'
31
15'-2'
32
14'_10'
33
16'-T'
33
16'-3"
34
15'-9"
33
C7
15'-9'
50
19-70'
3B
C7
19-10"
54
12'
130 B
12'-T
27
CS
11'-9
31
CB
13'-1"
27
C5
12'-9"
32
CB
16'-9"
30
C5
16-6"
33
C9
16'�"
3.1
C5
18' 0"
35
C9
17' 6"
30
C7
1T-0'
S3
C9
22'-0'
33
C7
22'-0"
5B
C9
130 C
1V-4"
29
10'-V
31
11'-0"
30
T'
32
15'-10"
33
15' 4"
34
C7
15'4'
51
19'-3'
36
C7
19-3"
5�j
NOTES:
1 -WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS THE LOWEST OF THE "MAX POST SPACING (SPAN)" SHOWN ABOVE AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL 81S7.1
2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS WI THOSE SPECIFIED IN THE TABLES SHOWN.
ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. B & C
65
8 DBL 2x6.5x0.032
B11 3x8x0.042
B9 DBL2x6.5x0.042
B12 DBL3x8x0.042
W/
H13
12GASTLULCHAW/
14GASTL N ERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
TRIB
WIND
POST
FTG•
POST
FTG.
POST
IFTG.
POST
FTG.
POST
IFTG.
POST
FTG,
POST
FTG,
POST
IFTG.
POST
FTG.
POST
FTG.
POST
POST
FTG.
,POST
POST
FTG.
POST
WIDTH
EXP.
SPACING
(IN.)
POST
SPACING
(IN)
POST
SPACING
(IN.)
POST
SPACING
OR)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
TYPE
SPACING
ON)
TYPE
SPACING
OR)
TYPE
SPACING
OR)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
130 B
19-9.
17
14'-T'
32
C9
14'-10"
16
14'-lIT
31
15'4"
16
15'-2"
31
1B'-0"
17
IT-&,
33
C7
21'-B"
19
21'-4"
34
CB
20'-0"
18
20'4'
32
CB
51
Cl
C1
C7
C7
C7
Cl
Cl
C7
130 C
15-0"
19
14'7"
34
C10
14'4'
19
13'-0"
33
14'-10"
19
14'-2"
33
IT-3-
2Q
161-W
34
C8
20'-10"
21
20'-0"
36
C11
20'-0"
21
1W' 1"
34
C9
130 B
15'-3"
18
13'-3"
31
C9
13'-7"
17
13'-7"
31
W-1"
17
1 T-10"
31
16'�"
18
16'-2"
32
C7
19'-9"
19
15-7"
33
C8
19'-O"
19
C1
18'-B"
32
CB
6
Cl
C1
C7
C1
C7
C1
C2
130C
1T-9"
20
IT3"
34
C10
13'-1"
19
17-6
32
13'7"
19
13'-0"
32
16-10"
20
15'-1"
33
C8
19'-1"
22
C9
18'•3"
21
C2
1T-6"
33
C9
130 B
14'-2"
18
12'4"
31
C8
12'-7"
17
12'-T'
30
13'-V
17
12'-10"
30
15'-2"
18
15' 0"
31
C7
18' 4"
20
1T-7
19
C2
17'�"
31
C7
T
Cl
C1
C7
C7
C7
Cl
C2
CB
130 C
17-9"
20
174'
33
C10
12'-2"
2D
11'-7"
31
12'-T'
20
12'-1"
31
14'-6
21
14'-0"
33
CB
17'-B"
22
17 T
22
16'-T
33
CB
130 B
13'-3"
18
11'-T'
30
C8
11'-9"
18
11'-9"
29
12'-3"
18
12'-1"
29
14'-3"
19
Cl
14'-1"
17'-2"
20
"74)"3
C7
16-1
20
C2
16'-2"
30
C7
8'
C1
C1
C7
C1
C7
C7
C2
130C
11--10"
20
11'-7"
32
C10
1V-4"
20
10'10"
31
11'-9"
20
11'-3"
31
13'-9"
21
C2
13'-1"
16'7"
23
C8
15'-10"
22
15'-2
32
CB
130B
12'-7"
19
1V-0"
30
CS
11'-2"
18
11%2"
29
11'-T'
18
1V-4'
29
13'-0"
19
13'-3"
1V-3"
21
C7
15'fi 2D
C2
1.C1
Ci
C7
C1
C7
C2
C7
CS
130 C
11-0"
21
11'-0"
32
C9
10'-9"
21
10'-3"
30
11'-2"
21
10'-8"
30
13'-0"
22
12' 4"
N30
15-0"
23
C8
15'-0"
23
14'-3"
32
CB
13D B
12'-0"
19
C2
10'-0"
30
CB
1 T-7"
18
1 OW"
29
11'-D"
18
I M-9"
29
12'4'
20
12'-T'
15'4"
21
15-7'
32
C7
14'-T21
14'-0
3110'.
C7
C7
C1
C7
C2
C7
CS
130 C
10'-8"
21
C1
10'-4"
32
C7
10'-2"
21
9'-9
30
10'-T'
21
9'-10..
30
12'-3'"
22
11'-9.,
14'-10"
24
14'-2"
33
C8
14'-2"
23
13'T'
31C7
1308
11�"
19
9'-10"
30
C8
10'-1"
19
1D-1"
29
10'$'
19
1T-3"
29
12•-2"
20
12'-0"
14'-8"
21
14'$'
32
CB
14'-1"
21
CS
13-10
32
97
C2
C1
C7
C1
C7
C2
C7
C5
130 C
10'-2
22
9'-10"
32
C9
9'-9"
21
W-3"
31
9'-10"
21
9'-0"
31
11'-T
23
11'-3"
31
14'-2"
24
13'-7"
32
C7
13'-7"
24
13-0"
31
CB
130 B
1 O'-10"
20
91-61
31
C8
9'-B"
19
9'-"
29
91-T
19
V-4-
29
11' 8"
2tl
11'-6"
31
14'-1 1
22
13'-10"
32
13'-6"
21
13' 3
32
12'
C2
C2
C7
C2
C7
C2
C7
CS
CB
C5
C7
130 C
9'-9"
22
9'-6'
33
C10
914,
22
9'-0"
31
9'-1"
22
8'-3„
31
1 V-3"
23
10'-9"
31
13'-
24
13'-0"
32
13'-0
24
12'-0
32
3x8xO.042BEAM W/
DBL3x8x0.042W/
3x8x0.042W/
3x8x0.042W/
B14
12 GA STL INSERT
615
DBL 14 GA STL INSERT
88DBL3x8x0.042W/
DEL 12 GA STL INSERT
B18 12 GA STL U-INSERT
DBL 12 GA STL U-INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
FTG.
POST
POST
IFTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
IFTG.
POST
POST
FTG.
POST
POST
FTG
POST
POST
FTG
p057
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP.
SPACING
ON.)
SPACING
(IN.)
SPACING
(IN.)
SPACING
(IN.)
SPACING
(IN.)
SPACING
OR)
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TOPE
SPACING
ON)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
5
130 B
22'-B"
19
C1
22'-4"
35
C9
29'-2"
20
C2
28'-9"
37
C11
32'-0"
21
C5
32'-O"
38
C11
23'-5"
.19
C6
23'-5"
41
C11
29'�"
20
C6
29'-0"
48
C11
130 C
21'-10"
21
C2
20'-10"
36
C11
28'-2"
23
C5
26'-10"
39
32-0„
24
29'-4"
40
20'-0"
21
C6
20'-6"
40
25'-10'
23
C6
25'-10'
42
6,
130 B
20'-T
19
204'
34
C8
26'-B"
21
C5
26'-3"
36
C11
29'-2"
22
C5
2T-2"
37
C11
22'-0'
19
C6
22'-O"
42
C11
27'-9"
21
C6
27'-9'
50
C11
130 C
20'-0"
22
19'-1"
36
C9
25'-9"
24
24,-7"
38
28 2"
25
25 10„
38
19'-3'
22
C6
19'-3"
41
'-4"
24
C6
24'4'
48
T
130E
19'-2"
20
1B'-10"
33
CB
24'-B"
22
C5
24 4-.
35
C9
2T-1"
22
CS
2T-1"
36
C11
20'-11'
20
C6
20'-11"
4B'-5"
22
C6
26'-5"
51
C14
130C
1B'-6"
23
17'-B"
35
C9
23'-10"
25
22'-9"
37
C11
27'-1"
25
2410„
38
1B'�'
23
C6
1F-4"
42
'-1"
25
C6
2T-1"
49
130 B
18'-0"
20
17'-B"
33
C7
23'-2"
22
22'-9"
35
C9
25'-3"
23
25'-3"
35
010
20'-0'
21
C6
20'-0"
49
-3"
22
C6
25'-3"
53
C10
8,
C2
C5
C5
130 C
17'-4"
23
16'T'
34
C8
22'-3"
25
21'-3"
37
C11
25'-3"
26
23'-3"
37
C11
17'-6"
24
C6
17'-0"
47
'-1"
25
C7
27-1"
51
C11
130 B
1T-0"
21
16'-B"
32
C7
21'-10"
23
21'-6"
34
C8
23'-10"
23
23'-1D"
35
C9
19'-3"
21
C6
19'-3"
50
'-3"
23
C6
24'-3"
54
C9
9,
C5
CS
CS
136 C
16'�"
24
15'7'
34
CS
2V-1"
26
20'-1"
36
C11
23'-10"
26
22'-O"
37
C11
16'-10"
24
C7
16'-10"
48
1'-3"
M28
26
C7
2V-3'
52
C11
130 B
16'-1"
21
1S-1D"
32
2T-9"
23
20'-4"
34
C8
22'-B"
24
22'-B"
35
C9
18'-T
22
CB
18'-7'
51
'-5'
23
C6
23'-5"
55
C9
1D
CS
CB
CS
CS
130 C
15'-7"
24
14'-10"
33
20'-0"
26
19'-1"
36
C9
22'-0"
27
20'-10"
36
C11
1U-3'
25
C7
16'-3"
49
'-0"
27
C7
20'�'
53
C71
130 B
15'4"
22
15'-2"
32
19'-9"
23
19'-0"
35
21'-B"
24
21'-B"
36
C9
18'-0"
22
C6
1B'-0"
52
'-B'
24
C7
22-0°
57
C9
11'
CS
CB
CS
C9
CS
130 C
14'-10'
24
14'2'
33
19, 1"
27
18' 2"
35
21'-8"
27
19'-10"
36
C11
1T-9'
25
C7
15'4'
50
'-10"
27
C7
19'-1D°
54
C11
130 B
14'-9"
22
14'-0"
33
19'•1'
24
18'-6'
35
20'-B"
24
20'-B"
36
C10
1T-6-
23
C7
17-T
53
2--0"
24
C7
22'-0"
58
C10
12
CS
C8
C5
C9
CS
13D C
14'-2"
25
13'7"
32
10-3"
27
177-T
35
2U-B"
28
19'-1"
36
C9
15'-0'
26
C7
15'4"
51
9'-3"
28
C7
19'-3'
55
C9
NOTES:
1 -WHEN THE PATIO COVER IS
INSTALLED ON A SLAB ON
GRADE (RESIDENTIAL
APPLICATIONS ONLY), THE
MAMMLIM POST SPACING IS THE
LOWEST OF THE "MAX POST
SPACING (SPANY' SHOWN
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