BPAT2019-006478-495 CALLE TAMPICO C6 0 D Xfu Qu4a VOICE (760) 777-7125
LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011
DESIGN & DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Date: 10/9/2019
Permit Type/Subtype: PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN Owner:
Application Number: BPAT2019-0064 JOSEPH REYES
Property Address: 60612 LACE LEAF
APN: LA QUINTA, CA 95586
Application Description: REYES / 72SF SOLID PATIO COVER AT REAR YARD
Property Zoning:
Application Valuation: $2,000.00
Applicant: Contractor:
VALLEY PATIOS INC DBA VALLEY CONCRETE & A I RE TE /E�jVALLEY PATIOS INC DBA VALLEY CONCRETE &
77971 WILDCAT DR SUITE B 77971 WILDCAT DR SUITE B
PALM DESERT, CA 92211 OCTn 9 2019D PALM DESERT, CA 92211
0 1. U a (760)203-4313
CITY OF La's QUINTA Llc. No.: 937811
DESIGN & DEVL=LOPMENT' DEPARTMENT°
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9
(commencing with Section 70001 of Division 3 of the Business and Professions Code, and
my License is in full force and effect.
License Class: License No.: 937811
Date: ❑ ! Contractor:
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).:
(_) 1, 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
Da
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
Lender's Address:
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
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 ork for which this permit is issued.
W(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: FALLS LAKE FIRE_AND_CASUALTY COMPANY Policy Number:
I certify that in the performance of the work for which this permit is issued, I
shall not 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: -1 Applicant:«_
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
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 behalfthis 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 prop rty for inspection purposes.
rl q
Date: / CS r 1 Signature (Applicant or Agent)� ����
Date: 10/9/2019
Application Number: BPAT2019-0064
Property Address:
APN:
Application Description: REYES / 725F SOLID PATIO COVER AT REAR YARD
Property Zoning:
Application Valuation: $2,000.00
Applicant:
VALLEY PATIOS INC DBA VALLEY CONCRETE & ANDREW TEXTER
77971 WILDCAT DR SUITE B
PALM DESERT, CA 92211
Owner:
JOSEPH REYES
60612 LACE LEAF
LA QUINTA, CA 95586
Contractor:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
77971 WILDCAT DR SUITE B
PALM DESERT, CA 92211
(760)203-4313
Llc. No.: 937811
Detail: 72SF SOLID PATIO COVER AT REAR YARD [DURALUM]. THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2016 CALIFORNIA BUILDING
CODES.
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: $214.13
DESCRIPTION
ACCOUNT
QTY
AMOUNT
RECORDS MANAGEMENT FEE
101-0000-42416
0
$10.00
Total Paid for RECORDS MANAGEMENT FEE: $10.00
DESCRIPTION ACCOUNT
QTY
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
ta Qaiwra
1:G\1 -j rh, UE11
PERMIT #�, `� l
PLAN LOCATION:
Project Address: CDOG lr'2 LJOC/ L, C4 .
Project Description: Pool, Remodel, Add't, Elect, Plumb, Mech
Applicant Name: r) j'�`�>1/ 1Q,
Address: —70�1
City, ST, Zip:
Telephone: —160 .- 2�� —
q
Email: ar)A raw tos,cr
om
Valuation of Project $
is
Contractor Name: a a
New SFD Construction:
Address: �C�-� -�
Conditioned Space SF
City, St, Zip CA Q Z-
Garage SF
Telephone:
Patio/Porch SF
r
Email:
Fire Sprinklers SF
State Lie: City Bus Lic:
Arch/Eng Name:
Construction Type: Occupancy:
Address:
Grading:
City, St, Zip
Telephone:
Bedrooms:
Stories:
# Units:
Email:
State Lie: City Bus Lic:
Property Owner's Name: J O
Q New Commercial / Tenant Improvements:
Address: Cp0Q�o Z
Lac
1--'
i�
Total Building SF
City, ST, Zip U I h ck
qZZ15 3
Construction Type: Occupancy:
Telephone: —� 5
�
CALLE TAMPICO
LA QUINTA, CA 92253
760-777-7000
OFFICE USE ONLY
#
Submittal
Req'd
Rec'd
Plan Sets
Structural Calcs
Truss Calcs
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
Lace Leaf Court
Driveway
Reyes Residence
60612 Lace Leaf Ct
a� La Quinta, CA 92253
Proposed Solid
Alumawood Cover
Existing Patio cover
Solid
�AC
- CITY OF LA QUINTA
BUILDING DIVISION
REVIEWED FOR
CODE
COMPLIANCE
QArE197
7�1-25F Sriu D PA -no cAvEg-
RT PICaa-- YApb t,�,"Wm-j
L-4
Solid
Cover
27'
,,- 5�Xc I I
Reyes Residence
60612 Lace Leaf Ct
La Quinta, CA 92253
Proposed Solid
Alumawood Cover
44' 4"
_ :iTY 0;:: LA Q?. �NV:.
BUILDING DIVISION
REVIEWED FOR
CODE ,
COMPLIANCE
VALLEY PATIOS
LUXURY OUTDOOR LIVING
Client: Joseph Reyes
Address: 60612 Lace Leaf Court
City/St/Zip: La Quinta, Ca 92253
Phone: (
Tel: (76o) 2O3-43t3
www.valleypatios.com
77-97t Wildcat Dr. Suite B
Palm Desert, CA 92.211
License # 937811
Estimated By: JRN
Acceptance By: Date: 10 ti
Signature
PATIO COVER SYSTEM AS MFG.
POINT OF CONTACTS
INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW:
CONTRACTORS: PLEASE CONTACT DURALUM 26030 ACERO SUITE 200 PHONE (949) 305-1150
BUILDING DEPARTMENTS: PLEASE CONTACT 4STEL ENGINEERING MISSION VIEJO, CA 92691 FAX: (949) 305-1420
HOME OWNERS: PLEASE REQUESTANIY INFORMATION THROUGH YOUR CONTRACTOR
STRUCTURAL ENGINEER OF RECORD: DUSTIN K: ROSEPINK, SE 5885
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:
- 2012/2015/2018INITERNATIONAL BUILDING AND RESIDENTIAL CODES,
T 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 MA96Z
LIVE LOADS DESIGN PARAMETERS:
IT IS THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECT TO VERIFY LIVE LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION
1. IN RESIDENTIAL APPUCATIONS, ROOF LIVE LOAD CAN GENERALLY BE TAKEN AS 10 PSF PER IRC/ CRC APPENDIX H, SECTION A11105.1 OR IBC/ CBC APPENDIX I, SECTION 105.1
2. IN COMMERCIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BE TAKEN AS 20 PSF PER IBC / CBC CHAPTER 16
WIND SPEED DESIGN PARAMETERS:
1. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES," IN ACCORDANCE WITH ASCE/SEI7.
2. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL, UNLESS SPECIFICALLY DE51GNED BY A REGISTERED PROFESSIONAL ENGINEER.
3. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7, SECTION 26.2, UNLESS SITE SPECIFIC ENGINEERING IS PROVIDED VALIDATING THE WIND LOAD USED.
4. THE BASIC WIND SPEEDS CONSIDERED IN THIS REPORT ARE 110,120,130 MPH, EKPOSURES BAND C(BASED ON THE 2012IBC, 2015/2018IBC/IRC, 2013 CRC, AND 2016 CBC/CRC).
S. FOR USE WITH THE 20121RC AND 20L3 CRC DIVIDE THE ABOVE MENTiE NNED WIND SPEEDS BY SORT D. .
1NIND SPEED (SEE NOTE 4) 11O MPH 120 MPH1 130 MPH
EQUIVALENT 20121RC 12013 CRC WIND SPEED I 85 MPH I 93 MPH 1 01 MPH
EXAMPLE: IF 2012 IRC OR 2013 CRC WIND SPEED 15 85 MPH, THE SELECTIONS IN THIS REPORT SHALL BE MADE FORA WIND SPEED OF 85 MPH / SQRT(0.6) =110 MPH.
SNOW LOADS DESIGN PARAMETERS:
IT IS THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROD ECF TO 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 ALONGTHE SUPPORTING BEAMS, CONSIDERINGA 24'-0" MAXSPAN BETWEEN BEAMS AND THE FOLLOWING DESIGN PARAMETERS:
1. SITE CLASS: D
2. SEISMIC DESIGN CATEGORY: E
3, MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss =1.50, 51 = 0.6, Sds =1.0, Shc = D.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 AT ANY SITE WITH Ss> 1.5% CONSIDERING Ss =
L50 WHEN DESIGNED PER 2012/2015/20181BC/IRCAND 2013/2D16 CBC/CAC.
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<1.428, 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 CBC SECTION 1605.3.1 OR 1605.3.2.
2. ALLAPPUCABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE
3. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF A55EMBLY IN ACCORDANCE WITH SECTION CBC 1505.2, EXCEPTION 2.
DESIGN ASSUMPTIONS:
1. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DECK: SEE DETAIL 1B/53.2
2. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DURAPANEL: SEE DETAILIA/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 OF THE STRUCTURE DESIGNED AS LATTICE COVER SHALL NOT BE COVERED BY ROOF DECK.,
S. CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EXISTING ROOF OVERHANG, AS SHOWN ON TABLE ION56.LAND/OR LEA, ARE ASSUMING THAT THE EXISITNG WOOD RAFTERS OR TRUSSES ARE
DOUGLAS FIR -LARCH Not. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPECIES WITH Fb>_ 900 psi AND Fv 2180 psi.
BY: DURALUM PRODUCTS, IN .
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 DIRECTTHEVYORK 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 OF THE BUILDING AND SAFETY DEPARTMENT. THERE
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE ORDER.
MATERIAL SPECIFICAJY ONS:
1. ALUMINUM ALLOYS SPECIFIED ON DRAWINGS. Fty=2BKSIAND Ftu=35KSIFOR ALL ALUMINUM MEMBERS UNO.Fty=30KSIFOR DURAKINGAND T6PANS SHOWN ON53.3.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 MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.
3. EMBEDDED S'IEEL MEMBERS SHALL BEHOT-DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL FORMED STEEL MEMBERS SHALL CONFORM TO A653-SS (STRUCTURAL STEEL) GRADE 50 GISO.
4. BOLTS: ALUMINUM BOLTS SHALL BE 202444; STEEL BOLTS SHALL BE ASTIA A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS.
S. SCREWS: ALL ';CREWS ARE SELF DIRILUNG (SDS) OR SHEET METAL SCREWS ISMS) IN CONFORMANCE WITH ICC-ES ESR 1976, IOC-ESR 3005, OR APPROVED EQUAL
6. FASTENERS T� I 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 FUL: THREADED LAG SCREWS.
7. POST -INSTALLED ANCHORS: POST -INSTALLED ANCHORS USED SHALL BESIMPSONSTRONG TIE STRONG BOLT 2,STAINLESS STEEL (IOC-ESR3037) OR EQUAL BOLTS SHALL BE INSTALLED PERTHE
MANUFACTU;ER'S INSTALLATION AND IAPMO REPORT. SPECIAL INSPECTION 15 NOT REQUIRED.
B. ALL COMPON ENTS MANUFACTURED OR SUPPLIED BY DURALU M AND DESCRI BED IN THIS DOCUMENTS ARE INTERCHANGEABLE, PROVIDED THEY ARE SELECTED APPROPRIATELY TO SUPPORT THE LOADING
THEY ARE SU'.ECTTO.
9. THE SELF WE GHT OFTKE PATIO COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECTION PROPERTIES. THE SOUD COVERS VARY IN WEIGHT FROM ABOUT I PSF TO ABOUT 3 PSF.
10. ROOF INSULb TIED PANELS (WHERE OCCURS). SEE S3.2 AND IAPM0505.
FOOTINGS:
1. ALL NEW CO!)'CRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED 501LOR CERTIFIED FILL
2. DESIGN VERI,CALSOIL BEARING PRESSURE IS 1,500 POUNDS PER SQUARE FOOT.
3. DESIGN LATE 'AL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FTx2 PERTABLE 1906.2 AND SECTION 1806.3.4),
4. THE BOTTOf OF FOOTINGS SHALL EXTEND BELOW THE FROST DEPTH. CONTRACTOR TO VERIFY FROST DEPTH WITH AUTHORITY HAVING JURISDICTION.
SLAB ON GRADE USI ) AS A, FOUNDATION SYSTEM;
IN ACCORDANCEWHIRC CRC APPENDIXH SECTI0NAH105.2 AND IB /IRC APPENDIX 1, SECTION I105.Z IN AREAS WITH AFROST DEPTH EQUAL TOZERO, ATTACH
ED
TO AN EXISTING CO' CRETIE SLAB PROVIDED TrIE FOLLOWING:
1. THE SLAB 01, GRADE ISAT LEAST 3 1/2 INCHES THICK. SEE DETAIL 3 ON 57.2 OR L7.2 AND DIETAIL4 ON S7.1 OR L7.1 FOR REQUIREMENTS FOR THICKER SLAB.
2. THE SLAB 0!: GRADE SHALL BE CONTINUOUS BETWEEN COLUMNS AND A MINIMUM OF 1O'-O" WIDE. WITHIN THIS AREA, THERE SHALL BE NO CRACKS WIDER THAN 1/4" OR CONTROL/EXPANSION JOINT
DEEPER/WII ;R THAN 3/4".
3. THERE SHAL BEA 6' MINIMUM DISTANCE BETWEEN ANY ANCHOR BOLT AND A SLAB EDGE, CRACK WIDER THAN 1/32- OR CONTROLIEXPANSION JOINT DEEPER THAN 2/2".SEE DETAIL54ON57.1ORL7.IFOR
EXCEPTION'•0 MINIMUM EDGE DISTANCE.
4. THE MAXIM RJI DEAD AND UVE / SNOW LOAD AT EACH COLUMN IS 750 POUNDS WHEN LL=IOPSF.
5. DESIGN FOR lATIO COVERS SUPPORTED ON CONCRETE SLAB ON GRADE 15 IN ACCORDANCE WITH 2O12/2015/2018 IRCAND 2013/2015 CRCSECTIC)N AH105.2 FORM PSF RESIDENTIAL CONSTRUCTION, AND
ACI 318-14 F?R 20, 25 AND 30 PSF RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
NOTES TO LOCAL AUTHORITY HAVING JURISDICTION
AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL
USE OF TH IS SET OF MANS FORA SITE SPECIFIC PROJECT:
1. NOTALLPA(,ESOFTHISIAPMO REPORTWILLBEUSED FOR A51TESPECIFIC PROJECT. EACH PROJECT SUBMITTED TOTHE LOCALAUTHORITYHAVING JURISDICTION SHOULD INCLUDEONLY
THE PERTINI NT STTUSPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT.
2. ALL ITEMS NIRTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, CONNECTION DETAILS ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED BYTHE
ENTITY SUBMITTINGTHE DRAWINGS FOR APPROVAL
3. PLEASE NO-c THAT45TEL ENGINEERING GENERATED ANDSTAMPED THE ORIGINAL IAPMO REPORT AS AVAILABLE FROM IAPMO DIRECTLY, BUT WAS NOT INVOLVED IN MAKING ANY SITE
SPECIFIC SE! ECTION5 OR ANOTATIONS ON THOSE DRAWINGS. ANY HANDMARKING OR HIGHLIGHTING ON THE SITE SPEGFICSET OF DRAWINGS ARE THE RESPONSIBILITY OF THE ENTITY
SUBMITTIN iTHE DRAWINGS FOR APPROVAL
4. EACH INSTAI-LATION SHALL BEAR AN IDENTIFYINGTAG INDICATINGTHE NAME ANDADDRESSOFTHE MANUFACTURER DESIGN LOADSAND ENCLOSABILFTY.
5, THE ORIGINAL APMO REPORT BEARS AN ELIECTRONICSTAMP FROM 4STEL ENGINEERING, AND AWETSTAMP IS NOT REQUIRED IN ACCORDANCE WITH THE REGULATIONS STATED BYTHE
PROFESSIOIRAL BOARD OF ENGINEERS.
6. A COLOR CLPY OF THE ORIGINAL PAGES FROM THE IAPMO REPORT 15 NOT REQUIRED. A COLOR COPY OFTHE CONSTRUCTION DOCUMENTS MAYBE REQUIRED IF SELECTIONS WERE MADE
_ IN A WAY TI IAT WILL NOT BE VISIBLE ON A BLACK AND WHITE COPY
ATAMWIMUM. SL'3MISSION FORA BUILDING PERMIT MUST 114CLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
17JTLE SHEe AND GENERAL NOTES SHEET, GOA
2. IAPMO APP' OVED SHEET GO.2
3. STRUCTURP . CO N FIG U RATIO N (Le. SOLID OR LATTICE ROOF, FRE ESTAN DI NG OR ATTACHED), SHEET SI.x OR L1.x
4. SN OW LOA" DESIGN SHEETS52.1AND 52.2,WHERE APPLICABLE.
5. BASED ON'HERE UIREDDESIGNLOADSSFTE-SPECIFTERANDxORL3.x
Q FIC RA /OR PANELSPANTABLESS3126. TYPE OF HE%DER, POST TYPE & QUANTITY, FOOTING5IZE(WHERE REQUIRED)BASEDONTHESTTESPECIF)CDE TY QUIIVTA
7. AP PROP RIATESTRUCTURALDETAILS.
8. OTHERDO( UMENTATIONTHAT MAY BEREQUIRED BYTHE LOCAL AUTHORITY HAVINGJUR15DICTION,SUCH ASi BUILDING DIVISION
9. 5EE Sl.x OR L1.x FOR SHEET INDEX.
REVIEWED FOR
SHEET INDEX
SEE SHEET S1.x OR L1.x FOR SHEET INDEX.
ni i i wi icrn cuoerc cunt i o0 oo�nrnion omen Tuic cor no nomm�nir_c
JOB NAME:
JOB ADDRESS: \ 7- La
, 'c4
U 10
Q lzr -•
WIND LOAD:
LIVE I SNOW LOAD:
CODE
COMPLIANCE
DATE BY
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FESS ff
S 58 5
.rF OF CA1-�FC�
DATE SIGNED: July 8, 2019
vmNym _
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
TAP
M�
ES
OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108/19
DRAWN BY RC
CHECKED MDS
IAPMO 195 V 3.1.1
TITLE SHEET,
DESIGN LOADS,
GENERALNOTES
GO. 1
0
O
N
l _
L PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. I
�Es EVALUATION1 7 195
Originally Issued: OSTO112011 Revised: 0711612012 Valid Through: 0613D2020
DURALUM PRODUCTS, INC.
2485 Railroad Street
Corona, California 92880
(951)7364500
x.du realu nt.vo rl
RESIDENTIAL PATIO COVERSi
CARPORTS, AND COMMERCIAL ROOF
STRUCTURES
CSI Sec ima;
10 73 00 Prulccdvc Covers
13 34 00 Fabricated Eogiueered Structures
1.6 RECOGNITION
1.t Pete Cove- Dunham Produce Rcridenrial fain
Stovers ncognimil in this report hart been natlaicd for use
for semvidii m L ouldoor living purposes associated with
da2lling unit and not a rvpnni, gamges, bloc 6'• rooms or
habiuble rooms. The Residential Patio Covers comply with
Apprudix I or she IBC and CBC, and Appendix H of she IRC
and CRC.
1.1 di*rts nod Commercial Itunf Stuctures: Durshum
Produce Carport; and Commcreinl Roof Structures
mcognircd in this report lave been evaluated foruse wizen
peru nal by the appl ictlue chsprrrc of the IBC, including
Sections 406 and 1105, Carport associmed rich ono and
iwo-fml ly dnrl I ing units art fr use where permitted by the
IRCw CM including Section R309.
1.3 Compilaarr. The alrucltsal proper!in of she R"nio ial
P-si. Covert, Carpnnr, and Cam,mielal Runr Situelueei
recognited in this report were nelusted for compliance with
lire fllowing cudesuud rcgulati¢m;
e 2011� 2015 and 2012 International Building Coda'
(1BC)
• 2018, 2015 and 2012 Imemuto..I Residential Code -
UK)
e 2016and2013 California Building Code(CBC)
• 2016•.,12013 Califomia Residential Code` (CRC)
• ASCE 7-16 and 7-10 - Minimum Design Load, for
Buildings and Ocher Simcrurts
• ADM 1.2015- Aluminum Design Mutual Pant
2.0 LJM1f4kn0WS
Use of the Dumlum Producs Residential Patio Ctivers.
Corpons, and Commercial A"I'Strwisrrvs Menge fired in this
mpori and deWiled Tn the abashed pions a ndspeei fialiom
Rnision V3.1.1 signed and dined duly B. 2019. Is "abject in
the following Iimitm mar,
Ll Cennitelion of the rrshdemlal patio eevrrs, eafpens end
cnnroumriul runt-1mclraea shall comply wish the appl irablc
nodes_ manor tmer'x huullalluu imwnlous, this repot
and the acrnuVanying plops, baring the name Dumlum
Products, Inc, and 4STEL Engineering. where counicts
%r ' the mere rrrrictive Awil;o
2.2 Palo cbvm 013 be aimcioled with rice- a£ rwa-farakly
dwelling vi%4 only and shale) be limited re, u,e a, srivctarn
regulated under Appendix I of the IBC or CBC or Appendix
I l of at, IRC or CAC
23 Carpets end emmmerciol roof stnstrums shag be limited
to trseas rnuntrrr repvlaird by the applicable chaylrrs or"
IBC for Risk Catr6.vry 11 in -cook= uilk Tabk IS -I of
ASCE 7. Cagvvis eaarialcel wide tax- and 1w f oily
dfxxling units shall be Kpiitcd la use at ssrudmrs icguslcd
by the oppi!cable chapters of The IBC, IRC, CDC and CRC
2A Cnmuunion dacumcnu subm)%-d to the buildio; ollikial
for app.,•I .1m1l inuNtie this "clot and the bile-xpmll'k;
WWUM' cm7`i`tcros of the nccomgra"n•ing plenr, 40u limg
bud tar Umhed m 11,e lido sheet ccnerul notes, oppkicklic
code- Fimcsural rnnfigmtion, cl -kgn erileria in Secima 3.1
of tth repot, rclalcd span ImblM uer, pod and folxkng
types. and appmprisle xutetund dowils.
74 The existing slrucruc shall be adequate to suppuri the
additional loads imposed by the allached patio cover.
2.6 Fur patio corm. tarpons and communal roof
drpriwes mubicel to snow 041-wing and slidinc, tabulmird
spares shall be modified in aecardarrce with the reduction
factors shown in the accompanying plans-
2-7 Thr pmjcction over Ieageh ratio ofnliecle:J pit In meera
shall not exceed n5 •,ilea using design for Attached pedo
entu. and can Ire inueusnl to 4A wlh siting column and
foot ing sires for ke4anding strums The pmjerilm over
10jih rorio for fmutand ing cower% is nor l i ntiled,
2A Freestanding and arched patio ravers, caq,nns, end
om am-1.l structures shall have o roof slope of m Icon 14
inch per fool (2.063 pereenl�
2.9 For attached patio covers wining structures shall have a
minimum width of 3o feet t2.7 m), psaxkawn levo of 5o
feel (36.6 m): menu roof heigld of 22 Con (6.9 m) or less in
Exporurc Category B and 15 fed (4.6 m) a less in Lvposvre
Category C and a roof slnpe of J3A2 to 6:12 (123 to 50
pereeno. Minimum Fire of roor-chi angs is 50 square feet
raa9ew•r rw.r,�rrrw r.r.,r..r�.a�.�rr�r,�.. MnRr..M rr�.+r
•a enwrv�%n.�m�wMWnwmetw W.�w,wa�H'ir•re+nnrrNrr�u�f. /•N•.Rrwwrr4 Mnrrt•�•4wlr
awvMp n eheaww rpf.}R ra,aw.r e+il ffirw •>•r�v/e e•WaH
wovc.•n�af-..,m,�.• rF.+.sww.awrrar.sal.hnr.....rw.ae.e. rardaa. �ta»�swr. s�nrxsn.rrr l
...,, ry•.:ss xs:n..e„e n.r ev...crs...arar,rns.use _
IAPMO APPROVAL
�E8EVALUATION REPORT:.� 195
Originally Issued: 05/0112011 Revised: DVIBI2DIS Valid Through: 0613012020
2.tO I'mosianding covers attached coven and Ilk cm -ling
bAlIngw ulhich caters are auaehrd shall amtply wlh the
reaping requirements of (7apter 26 -!ASCE 7 Tor regular
1comavic shtpc And mspww draraererhrkrL
2.11 %fraimum design roar live load is 10 pa147.88 Pa) for
pplio eorera usociamd with a one- and two-family dwelling
it and 20 psf (95.76 Pal f-carports and commercial or
sinremrer.
2.12 Iiiiulafl n of loom-p]salicaare MI'panele shall be in
iccerdance with its evalun tion report. Section 4.2.4 of this
report and provide equivulrnr venial and lateral load
caMaoily w shuwm in this report.
2.13 mvxd sealant or cout0 shall
App AC i a be used at any
penetrations etude in the existng wcalhe resistant cxlcrior
wall envelope.
"A Raitlkntal patio emm eerpnrt. aoS a xarr" w Peer
ssnsentres utrjcct m eaj* phis oriel, of abrupt ebangcs
aoch as wind -speed-up ors hills, ridges and csrarpmenli In
accordance with Seclinn 26.5.1 or ASCE 7 are outside the
scope of this report.
2-15 Any roof slruclme camusictedin an men wilb a flat caof-
top srm'w• load grater bier 70.6 psf (3380 Pa) in Seismic
Deslgn Calegadet A, R. C. D, DO, DI, D2, E or F, and not
complying with Exception I of IBC or CDC Section 1613.11
a outride the scope of this report.
116 Addition of esttksure walls to rr-salential pally covers
AWI be in acconlaski: vNtb Section 4,1 ofrhis report.
2.17 'Ibe Duralum Prod" Aaidcmial Pmlo Cnrm
Carports, and Commercial Roof Structures are produced in
Corona. California and Sacramento, Califomia.
3.0 PRODUCT USE
j3cdgn and uulu!!elianofshc Orsnhrm Productx Residtnrly3
Pala Coven, Curpana, and Camrmrreisl Roof Suverures
slag cun(dy vt•idi the epplicphic codes. the miauf�rnvcft
krtrallvian fnssiunians. 11rie reppn end Ilse lueum+lnnying
plans and speeifiratioru Rnision VS.I.f, sigud and dated
July' g, 201g. All anoueble Iasdug eoadlai rrs abali he as
L%Wcd in don plant are unyina this report )%,hero
eonilku ocrur. she more ralrle"Ivc shall govrsa
3.1 D-Igm Seim ion of oppliahk rtrucuiral ".T-enu
for fbe lttgallutiun of frmimdlug and anochcd resldrmiA
Patio covers, c4rpore and comnkreial soof Arvnmu iku11
be in amerdiwee nilh the de Liar crise:ia - speei nc4 In the
pplanx aeeoWAn)ing this rtlfmr- TIu project location. use
(psuo cover, Carpon, eummemial atntdusc} co,rupondng
code, and apple cable design criteria, including risk catceary
OBC only}, wind speed wind expomom r rgory, roof live
low. pound nsow load- stisrole design rateymry, oral 0rz7
line depth Aill be pi" oar os be ratached to Ibe pram
srrompanying this repud and he observed in4,c mkeiaa
eardicCampmrmi
32 Inticnsllooi rwtffaiiwl of the innfpoorntx doetanIned
in Strctiw 3.1 of Ih7. repnn a condnrci the patio ca%>cr,
curpom or commercial roof snucture shall be in umrdance
tv4h this meant, the plum accmmp.nylnp; udc n•port,
mkamfanlan's fniisliation imarattimn, erah the applicahk
soda nS " report Where wnnicts on . the rrxye
resuiedve shall gowns
4.0 PRODUCT DFSCRTPTI ON
4.1 Prvdurt fsim-hralldn
Dumlum Prndwtr. PoWcolM Pal to Coco tarpons- and
Coatrrereial Roof Suuettrn Am (h.csrandinp and atached.
nonenclo.cd -lid and Ionia rrsidrn+ial perm cnfm,
arporsand commercial mofsuuerures. TheAmetmer shall
be cotsnveud m urmdauce with the plans nrem+rpaaying
this report and as bra cnrcd in Ibls rgrors Artae6rd patio
envoy, wter rumidncd, 4a0 be eves on dare sides.
Atlaebed emparts naaciaierd with one- and tma.fomilr
dwrRin11 unit' shall be epee on al Tr twat sides.
Frcraording puliu cortex, carports and comnutvia) roof
structures drag be open on all fur sides.
H!bere desk _d. enclosure well configurations used with
Ibe:nrinctural component. dcscnbrd in this upon to form
em'hwed attached residential patio covers shall confront to
Ibr limits rxnc0 in Snlion 1103 of dhc IBC or CDC and
S&niaa Ali101 of the I R C or CRC. The slrucimer shall be
iced in a product nahvAtion repon from an appsrnrd
source nsdel"mcd in IDC and COC Section 104.11.1 w olhm
FwimWiy mcagnixcd cent Eculinn program accepted by
IAMIO IMrImmn Eval owl ion Seniee.
42Mnterias
4.1,1 Alamlaem: Aluminum suvermal comb m an; roO-
fmmcd e,r 01rudenl dopes of %minus Allxye and [rngree,
complyLrf WM Chsphx 20 ortle MC and ASTM 8209 as
spocificd in the plans xrompauying th& npen.
4.22 St"k Smolt numlim are £nrrteA from ,arious grades
of Sud romplyin¢ rich ASTM A500, Crack D and ASfM
A651 SS (made 513 and, Alww dcsi0nard, rich s galvankrcd
raal)ag cwn)ty9ng wills 060. - flieciNd In the plant
acroutparning this mrim.
4.13 FAsnnerse lexmm-ra i ncludcaluminum and suer?bobs,
wood sCrow& lay stews. you Installed mcbws. self-driiling
serewa and rhnl metal sercwr os sphcifled in der Pula
uccan anyisg this mprrrt
4.2A Fanta-Pleule-Can Punah; Tiv lant-rescd ruins -corn
uodaleh roof panets uud ria the dmdural ampmeme
dumbed In this report to form fer esunchng and attached
residential patio and tonwercist tutu shall be Durapme3
Sreuctural Panels foe Patio Cc, ere described and recap, need
in IAPMO UL•'i CR-M.
Page Z 04 3
OFsEVALUATION REPORT �- ` 195
tY Originally Issued: OW612011 Revised: 0711W2018 Valld Through: OW302020
5.0IDEI�TIFICATION
Enclosures envered by ibis report shall he idenfified by a
permanent decal or identifying tag That ausicl the name and
address of the man' fienner(Duralum Produls. IrreJ. Fish
installation s1a11 bear tar origirnl identifying died er rag
bearing the IAPMO UES Mark of Conformity and she
Evulwlion Rcpmr Number (ER. 195). Ektller offs following
%larks nrcWonmi,y may be used, Jwws:
[pp�� DES
r7
or
TAPMO UES £R-195
COSUBSTANTTATING DATA
6.1 Pa* complying with the ICC-ES Acccptaan Criteria
fat Patio Covers (AC340)_ Apprevcd Augus1201 A
6.2 Flrpjrsc9ring alruylljWu in .naucoordance wil the 2011
201 g Code, ASCE 7-10 and
7-16 and the Aluminum Design Manual Pan 1 (2015).
63 Quality eomml to
6A Product draaingt
7.0 STATEM EAT OF RECOGNITION
This evaluation ".pan describes the results of research
carried out by IAPMO Uniform Dvalualion Service on
Duralum Products Resideaial Patio Covers, Cwpms, and
Commercial RonfSwclmo snanu6mtured in Corons and
Sacramento. California, to Assess their eonfhrnhana to the
codes shown in Sep(m 1-0 of this reason and docurnens
the pmdnei s codification. 1Trr pmate s - produced at
Incisions noted in Section 2.17 of this report under ¢
quality eomrol program wish pericalc impaction under the
,supervision nf1APM0 UE'S.
Page 3 of 3
Arlea Gerber. P.E, S.E.
Viec Praddem, Trehainl Operations
Uniform Evaloedoa Sepia
/4-2111�7A./
Richard Beek PF, CEO.MCP
Vice rmlilnt6 Unlroo ml Evafaullan Sen•ice
GP Run Chan;
CEO, The IAPMO Group
Fe! aatllhlae,l Ietraullw .bnal rile tr-Julio rryoa ple.s[ rifle
2485 RAILROAD ST,
CORONA, CA 92860
951.736.4500
�A
TC1.r^r
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK I DATE DESCRIPTION
4 STEL JOB A
DA02-02
DATE
OT1DS119
DRAWN BY
RC
CHECKED
MDS
1APM0195 V 3.1.1
IAPMO APPROVAL
GO.2
0
m
m
i
(E) BUILDING
SOLID COVER CONNECTION I I
�+
T4 BLRG SEE NOTE' 2 '
0
H
Z
COL,: TYP I
Y
SEE NOTE A I
o
O
Ld
Or
w
z
w
SOLID COVER :CONNECTION
TO BEAM SEE: NOTE I 2
a
BEAM CLEAR SPAN 1. BEAM CLEAR SPAN
NOTE 1
LENGTH 'L' SEE NOTE 1
r �. l P_LAN VIEW
NOTES
1. PATIO LOM DIMENSIONS
A SEE DESIGN ASSUMPTION NOTE 4 ON GO.1 FOR PAT10 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 29 MAX. AT IRP, WHICHEVER IS LESS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
-TRIG (Bext)= JrZ ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
•TRIB (BLDG)=J¢ 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 PAT10 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 SOLD 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 SOLD COVERS TO (E) BUILDING.
F. MINIMUM SLOPE OF SOLD DECK COVERS TO BE PER SHEET S3.2.
G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2.
SOLID ROOF PANEL
SEE NOTE 5, TYP
ISOMETRIC VIEW
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 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. FOUNDATIONS
A SEE SHEETS S7.1 AND S7.2 FOR COLUMN CONNEC110N 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.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 3/S6.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG
WINDSPEEDAND E)P
WIDTH
1109
11DC
120Bp
1309.
130C
5'
2
2
2
3
3
6
2
3
3
3
4
T
2
3
3
3
4
IT
3
3
3
4
5
9'
3
4
4
4
5
10
3
4
4
5
6
11•
4
4
4
5
S
17
4
5
5
s
5
7
WITH 2 x 6.5 x D.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
NO EXPOSURE
WIDTH
11OB
110C
120B
120C
I 13DS
130C
51
2
2
2
2
2
3
v
2
2
2
3
3
3
7
2
3
3
3
3
4
8
2
3
3
4
3
4
;T
3
3
3
4
4
5
10
3
4
4
4
4
5
11
1 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 THATTHE "MAX POSTS PACING
(SPANY 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 AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY PER 2/S6.3 OR WITH A BRACKET PER 1/S4.5
8 VS63.
(� A TABLE 1 -MINIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
PER 3/86r3
SHEET INDEX - SOLID PANEL STRUCTURES: TYPE A
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
GO 2 - IAPMO APPROVAL
S1 1 -SOLID PANEL STRUCTURES: TYPE A
S1 5 - SOLID PANEL STRUCTURES: TRIBUTARYWIDTHS TO BEAMS
S2.1 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER
DRIFTAND SLIDING DESIGN
82.2 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION
FACTORS DUE TO DRIFTAND 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: 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
85.1 - 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
S8.xx.x- SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LUSL, 1xO MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE A: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
CD S 58 5
�
f
RL,CT~
9 �
TF OF CA0F
DATE SIGNED: July 8, 2019
Or`
Xc�:'w
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
SAP�g
1V} o
O✓✓
E S
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB R DA02-02
DATE 07/D8/19
DRAWN BY RC
CHECKED MDS
IAPMO 195 V 3.1.1
SOLID PANEL STRUCTURES:
TYPE A
S1.1
m
(E) BUILDING
I I I I I
COL,Typ
SOLID COVER CQNNEC' ON i
SEE:NOTE14 I !
TO BLDG SEE NOTE 2 I
_• 1 I I I! I I!! I
I I f l
m
z
11
W
I
_
I d I 1
SOLID COVER CONNEgON !
TO BEAM SEE NOTE 2 I
m
O
¢
.
W
I
BEAM CLEAR SPAN I. BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
1. PATIO COVER 01MENSIONS
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 257 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:
•TRIG (Bext)= J¢ ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH 0 LEFT
• TRIB (Dint)= Xz ADJACENT DECK CLEAR SPAN @ RIGHT
+ X ADJACENT DECK CLEAR SPAN 0 LEFT
•TRIB (BLDG)=J¢ ADJACENT DECK CLEAR SPAN
F. THE RAT10 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. 50LID CDVER5
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 AND S6.2 FOR CONNECTION OF SOLD COVERS TO (E) BUILDING.
F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER S3.2.
G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2.
SOLID ROOF PANEL
SEE NOTE 2----\ IL (E) E BLDG.
SEE NpZE 2
SL
CONCRETE FTG,
SEE NOTE 5, TYP
B 150ME�R1C VIEW
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 SPLICE 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.
�;_„FOIJ;4YQATI OtTS
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 PAT10 COVER SUPPORTED ON SLAB ON GRADE.
INT. BEAM
SEE NOTE 3
x
EXT. BEAM
SEE NOTE 3
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTAr.HMFNT PFR 3MB 3
WITH 2 x 6.5x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
1106
110C
7208
120C
1306
130C
2
2
x
3
3
3
2
3
3
3
3
4
D"la
2
3
3
4
3
4
3
3
4
4
5
4
4
4
4
5
3
4
4
5
5
6
1'Y
4
4
4
5
5
8
12'
4
5
5
6
5
7
WfiH 2x C5x"0.042 SIDE PLATES' -
(SIDE PLATE TYPE SP4)
TRIG
D N OPOSURE
WIDTH
110E
110C
1205
120C
1306
130C
5'
2
2
2
2
2
3
E
2
2
2
3
3
3
7'
2
3
3
3
3
4
6'
2
3
3
4
3
4
9'
3
3
$
4
4
5
10
3
4
4
4
4
5
11'
3
4
4
5
5
6
12
3
4
4
Is5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THATTHE "MAX POST SPACING
CONCRETE SLAB, (SPAN)" SHOWN ON SHEETS SB.xx.x IS NOT EXCEEDED.
SEE NOTE 5 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
& 1/S6.3.
(�'�YTAILIE�l - MINIMUM NUMBER OF COL
EQUIING TOP ATTACHMENT
PER 3/3&3
SHr.FT INDEX -SOLID PANEL STRUCTURES: TYPE B
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
GO.2 - IAPMO APPROVAL
S1.2-SOLID PANEL STRUCTURES: TYPE B
S1.5 -SOLID PANEL STRUCTURES: TRIBUTARYWDTHIS 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 DUETO DRIFTAND 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
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 DETALS
SB.xxx-SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LLISL, 1x0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE B: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
olw
6
-
ZSOU6
COVER CONNECTION
w
d
I ITO BEAM- SEE NOTE 2'
w
w
w
ZEn
w
cn
w
0
U
Z
I
]e
o
O
w
8
COL, :TYP
z
w
w
N
SEE NOTE 4
a
I[
r r
BEAM OH BEAM CLEAR SPAN
SEE NOTE 1
LENGTH 'L' SEE NOTE 1 a
9EAA1 OH
SEE NOTE 1
PLAN viFw
V
NOTES:
1. PAPQ COVER DIMENSIONS
A SEE DESIGN ASSUMPTION 4 ON GO.1 FOR PATIO COVERS CONSISTING OF SOUD
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. SOUD COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF DECK OR IRP SOUD
COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN!
° TRIB (Bext)= kz ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
2.
A SEE SHEET S3.1F AND S3.3 FOR DECK PROFILES AND MAXIMUM SPANS.
S. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM
SPANS.
C. SEE SHEET S2.2 FOR REDUCTION OF SOUD 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 AND 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.
SEE NOTE 5, TYP
9 ISOMETRIC VIEW
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 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 SS.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS.
5. LO-IJ [lA, ;10tiS
A. SEE SHEETS S7.1 AND S7.2 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEET SS.xx.x FOR MINIMUM FOOTING SIZE FOR PAT10
COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE S7.1 FOR ALTERNATE FOOTING SIZES.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER3IS6.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIB
VV INDAR
WIDTH
1109
11DC
120E
12OG
1309
130C
5
2
2
2
3
3
3
B
2
3
3
3
3
4
7
2
3
3
4
3
4
8
3
3
3
4
4
5
91
3
4
4
4
4
5
10
3
4
4
5
5
6
11'
4
4
4
5
5
B
12,
4
5
5
6
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIG
WIDTH
WIND SPEEDAND E)FOSURE
1106
110C
12D9
12DC
1306
130C
V
2
2
2
2
2
3
5
2
2
2
3
3
3
7
2
3
3
3
3
4
67
2
3
3
4
3
4
9
3
3
3
4
4
5
10'
3
4
4
4
4
5
11'
3
4
4
5
5
6
12
3
4
1 4
5
F 5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THATTHE'MAX POST SPACING
(SPAN)°SHOWN ON SHEETS S8.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/SS.3 OR WITH A BRACKET PER 1/S4.5
& 1/S6.3.
�TABLEMINIMUMNUMBlwR OF COL"G TOP ATTACHMENT
PER 3/S6.3
SHEET INDEX - SOLID PANEL STRUCTURES: TYPE C
G0.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
G0.2 - IAPMO APPROVAL
S1.3 - SOLID PANEL STRUCTURES: TYPE C
S1.5 - SOLID PANEL STRUCTURES: TRIBUTARY WIDTHS 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 F - SOLID PANEL STRUCTURES: FREESTANDING 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
S5.1 - SOLID PANEL STRUCTURES: SPLICE DETAILS
S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING
86.2- 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, 1x0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE C: FREESTANDING SINGLE SPAN WITH OPTIONAL CANTILEVER
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
S 58 5
qr� OF CA0
DATE SIGNED: July 8, 2019
�J 7 i0f_
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
SAP
IYf o
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 0710B/19
DRAWN BY RC
CHECKED MDS
IAPMO 195 V 3.1.1
SOLID PANEL STRUCTURES:
TYPE C
S1.3
X
m
m
m
i
c
m
m
d
m
Ln
w
I SOLID ,COVER CONNECTON I E
`�
TO BEM(. SEE NOTE 2 ' COL iYi?
-
+ - - --SEE-NOTE- 4-'
QJ
l V I I I
U
,lj
O
_
i !
1
c
u'
I '
z
o
v'i
o
Lu
E
N
I I
{
I I f
BEAM CLEAR SPAN I. BEAM
LENGTH 'L' SEE NOTE 1
C PLAN YfE1N
NOTES:
1. PATIO COVER DIMENSIONS
A SEE DESIGN ASSUMPTION 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)= 14 ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
• TRIB (Sint)= h ADJACENT DECK CLEAR SPAN @ RIGHT
+ h ADJACENT DECK CLEAR SPAN @ LEFT
A SEE SHEET S3.1F AND 53.3 FOR DECK PROFILES AND MAXIMUM SPANS.
B. SEE SHEET 53.2 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 53.2, 56.1 & 56.2 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING.
F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER SHEET 53.2.
G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET 53.2.
SCUD ROOF PANEL
SEE NOTE 2
EXT. BEAM
Nog 2 SEE NOTE 3
SLOPk� INT. BEAM
SEE NOTE 3 -
Z
w
N
uj
' � �L-CONCRfT£ SLAB,
CONCRETE FTG, SEE NOTE 5
SEE NOTE 5, TYP
n ISOMETRIC VIEW
a
3. BEAMS
A. SEE SHEETS S4.1 & 54.2 FOR BEAM PROFILES.
B. SEE SHEEP 54.6 FOR FAN BEAM WHERE OCCURS.
C. SEE SHEETS 9/S7.2 AND SB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET 52.2 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
E SEE SHEET S6.x FOR BEAM CONNECTIONS & DETAILS.
F. SEE SHEET 55.1 FOR BEAM SPLICE DETAIL WHERE REQUIRED.
4 col-UMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBER OF POSTS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET 54.3 FOR COLUMN PROFILES.
C. SEE SHEETS 9/57.2 AND SB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS.
5-=OUNOATIONS
A SEE SHEETS 57.1 AND 57.2 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 57.1 FOR ALTERNATE FOOTING SIZES.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 3IS6.3
WITH 2 x 6.5 x D.D32 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG
WIND nP FED XIND-MM-URE
WIDTH
11DC
120E
12OC
1309
13DC
5
2
2
2
3
3
3
8'
2
3
3
3
3
4
7'
2
3
3
4
3
4
8'
3
3
3
4
4
5
9
3
4
4
4
4
5
ur
3
4
4
5
5
6
il
4
4
4
5
5
6
12
4
5
5
e
5
7
WITH 2 x 6.5 x 0,042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TREB
SPE
WIDTH
1109
11DC
120E
120C
130E
13DC
F
2
2
2
2
2
3
6'
2
2
2
3
3
3
7•
2
3
3
3
3
4
w
2
3
3
4
3
4
1?
3
3
3
4
4
5
117
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 REQU IRED TO ENSURE THATTHE "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 NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY PER 2/56.3 OR WITH A BRACKET PER 1/54.5
& 1/S6.3.
( �TAIBILE MINIMUM NUMBER OF COL
TOP ATTACHMENT
PER 3/S6.3
SHEET INDEX - SOLID PANEL STRUCTURES: TYPE D
GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
GO.2-IAPMOAPPROVAL
S1.4 - SOLID PANEL STRUCTURES: TYPE D
S1 5 - SOLID PANEL STRUCTURES: TRIBUTARY WIDTHS TO BEAMS
52.1 - 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
S3.1F-SOLID PANEL STRUCTURES: FREESTANDING COVERS MAXIMUM SPANS
AND MINIMUM FASTENERS
53.2 - SOLID PANEL STRUCTURES: CROSS SECTIONS
S3.3 - SOLID PANEL STRUCTURES: DURAKING AND T6 PAN MAXIMUM SPANS AND
MINIMUM FASTENERS
54.1 - SOLID PANEL STRUCTURES: BEAM PROFILES
S4.2 - SOLID PANEL STRUCTURES: BEAM PROFILES
S4.3 - SOLID PANEL STRUCTURES: COLUMN PROFILES
54.4-SOLID PANEL STRUCTURES: MEMBERS PROFILES
54.5 - SOLID PANEL STRUCTURES: CONNECTORS
S4.6 - SOLID PANEL STRUCTURES: FAN BEAM DETAILS
55.1 - SOLID PANEL STRUCTURES: SPLICE DETAILS
S6.1 - SOLID PANEL STRUCTURES: ATTACHMENTTO EXISTING BUILDING
S6.2 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
56.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
57.1 - 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 LLJSL, 1xO MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE D: FREESTANDING MULTI -SPAN WITH OPTIONAL CANTILEVER
TRI BUTARY WIDTH
NP -NOT PERMITTED -SITE SPECIFIC
ENGINEERING REQUIRED.
ROUNDUP TRIBUTARY
WIDTH AS REQUIRED TO USE DESIGN TABLES.
PROJECTION
O.H.
CLFrAR SPAN
TRIBUTARY
WIOTW �
s
TRIBUTARY= 1/2 SPAN + O.H.
NOTE: TRIBUTARY ON MULTIPLE SPANS IS EQUAL
TO CENTER SPAN TO CENTER SPAN
TABLE (FT)
OH
CLEAR SPAN (FT)
(FT)
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
0
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.6
10.0
10.5
11.0
11.5
12.0
1
4.0
4.5
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
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
BS
9.0
9.5
10.0
10.5
11.0
11.5
12.0
NP
NP
NP
NP
NP
NP
4
7.0
7.5
9,0
8.5
9.0
9.510.0
10.5
11.0
11.5
12.0
NP
NP
NP
NP
NP
NP
NP
NP
S
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
NP
NP
2465 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�FEss 1qy44
S5$5
�9r
F OF CA0F�
DATE SIGNED: July B, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
SAP
Mo
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4STELJOB# DA02-02
DATE 07/00119
DRAWN BY RC
CHECKED MDS
IAPM0195 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
T(IN)
WIND
SPEED AND EXPOSu
1108
1100
120E
1200
1308
130C
0.018
10'3"
10-3"
10'3"
10-3'
10'3'
9'-4'
10
0.024
173"
f 2-3'
173"
123'
12'3'
12s3"
0,032
14'3'
14'-T
14'3°
14-3-
14'-3"
14k-r
0.018
8'-4'
8'-"
8'-4"
8'A'
8'-4"
8'-4'
20
0.024
i0'-1"
10-1"
10'-1'
10-1'
IVA'
10.1"
0.032
12'-l'
1Z-1"
i7•i'
I 12.1'
12'-1'
12-1'
25
0.018
7-3'
73'
7-3"
T3"
Tk
T-3'
0.024
8'-9"
V-9'
Ir_r
81-9"
8'•9"
81-3"
0.032
Y-W
9'3"
9- r
93"
91-8"
9'43"
30
0.018
6-7"
6'-7"
6-T'
V-T'
6'-T'
6'-7"
0.024
IN
8 3"
8'-3'
8'-3"
0, r
B' 3"
0.032
1 9-1"
9'-1"
9-1"
T-1"
TV
TABLE 2 -MULTI SPAN REDUCTION FACTORS
ROOF PANEL
TYPE
ROOF LNE / GROUND SNOW LOAD (PSP
10
F2D
25
30
40
50
24 x 2-1/2 x 0.018
0.85
0.80
0.65
0.65
-
-
24 x 2-1l2 x 0.024
0.90
0.88
0.7D
0.65
-
24x2-112x0.0 2
0.9Q
0.88
OTHERS
-
TABLE 1 B -ATTACHED COVERS
MAXIMUM SPAN FOR 6 x 2-1/2 FLAT PAN
LUGSL
T(IN)
WIND
SPEED AND EXPOSURE
110B
110C
120E
120C
130B
130C
0.020
14-7"
14-7"
14'-7'
14-7"
14'-7"
14'-7"
10
0.024
15-10'
15'-10"
15-10"
15'-1 D"
15-10"
15'-10"
0.032
16'-D"
1 s-D"
18'-0"
1 &-T
18'-0"
16-a'
0.040
19'-4"
194"
19'-4"
19-4"
19'-4"
19-4"
20
0.020
i7-1"
12-1"
12'-1"
12-1"
1Z-1"
17-1"
O.D24
13'-3"
13-3"
iV-a"
13-3"
13'-3"
13-3"
0,032
15 6"
15-6"
1513"
15-6"
1513"
15-6"
0.040
16'-8"
IG4r
16'-B"
10-T
1V-8'
18-8"
0.020
10'-4"
117 4"
10'-4"
10-4"
W-4'
104"
25
0.024
17-1"
1i'•t`
1i'-i"
11'-f"
11'-1°
17'-1"
0.032
12' 1"
12-1"
12'-1"
12-1"
17-1"
17-1"
0.040
13' 1"
13-1"
13'-1"
13-l"
13'-1'
13.-V
0.02D
9-V
9'-9"
9-9"
9'-9",
9-9"
9'-9.
30
0.024
10-4"
1 a-4r
10'4"
1 a-4"
10'-4'
1 a-4-
0.032
11-4"
1 Y-"
1 V-4"
1 T-4"
11'-4"
1 T-4"
0.040
17-3"
1Z-3"
12'3"
12-3"
12'-3"
17-3
0.020
9-0"
9'-0"
94O"
9'-0".
9-0'
9'-0"
40
0.024
3-F
943"
9-6"
9'3"
9-8"
913"
0.032
10'-4"
10-4"
1 U-0
10=4"
10'-4"
1(7.4"
0.040
11'-2"
1 T-2"
11'-2"
1 T-2"
11'-2"
1 T-2'
50
0.020
IM"
8'3"
9-3"
8-3"
9-3"
813"
0.024
9-9"
8'-9-
8'-9"
8'-9"
9-9'
8,-9"
D.032
9'3"
93"
948'
94$"
9-8"
9'3"
0.040
10'-4"
1 a-4"
104"
1 a-4"
10'-4"
1 10-4"
TABLE 1C -ATTACHED COVERS
MAXIMUM SPAN FOR 8. x 2.112 FLAT PAN
LUGSL
TON)
WIND
SP FEEDAN
EXP 5 RE
110 8
.1100
120 E
B
130 B
1300
0.020
12' 6"
72' G
12'�"
13
12 6"
10
0.024
13'-7"
13' 7"
13'-7"
13-7°
13'-7"
13'-7"
0.032
15''
15' 7
1 S 7"
15-7"
15-T
15-7"
0.040
17'-7"
1 T 7'
1 T-7"
1 T-7"
1 T 7"
1 T-7"
20
0.020
10'-2"
10' 2"
10'-2"
10.2"
10'-2'
10-2`
0.024
11-4"
11'-0"
11-41
1 T-4"
11-4"
1 T-4"
0.032
13'-0"
1 IT-O'
13'-0°
1 13-0'
13'-D°
I 13'-0"
0.040
14'-6"
14'-V
14-6"
14-0"
14-6"
14-0"
0.020
9'-9"
9'-T
9-9"
9-9"
9-9"
9'-F
25
0.024
10'-0"
10'-4"
10'-4"
10.4"
10=4"
10'-4"
0.032
11'-4'
11'-0"
11'-4"
1 T-4"
11'-4"
1 T-4"
0.040
12'3"
IT3"
12'-3"
17-3"
12'-3'
12-3"
0.020
9'-3"
9-3"
91-3"
9-3'
93"
T3"
30
0.024
9'-9"
9-9"
9'_9"
91-9"
9.91.
91_91.
0.032
1 U-9"
10'-9"
10'-9"
10-9"
10-9"
10-9'
0.040
1 r-7"
1 l'T"
11'a"
1 r-7"
1 r-7"
1 T-T'
0.020
8'-4"
8'-4"
8'-4"
8-4"
8'-0'
8'4"
40
0.024
9'-0"
9'-0"
9'-0"
91-0"
9-0°
9'-0"
0.032
9-9"
9'-9"
94-9.
9'-9"
9-9"
9'-9"
0.040
10'--r
10-7"
10'-7"
10-7'
10'-7'
1 a-T'
0.020
T3"
7'-5"
T-5"
T-5"
7-5"
T-5"
0..024
8'3"
8-3"
8-3"
6'-3"
8'-3"50
0.032
9'-1"
9'-1"
9-1•
9,-1'
9.1"
9_i°
0.040
9'-9"
9-V
9,_y"
9, 9"
g_9"
92"
(1) #10-16 TEKS OR SMS AT EA (4) 0.40" ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36
TOP FLUTE ATTACHMENTS TO BEAM B1 (1) 110-16 TEKS OR SMS AT EA. (2)
OR TO WALL HANGER. SEE NOTE 2. 0.35" 0.40" 0 25" TOP FLUTE ATTACHMENTS TO B1 OR
0.67"(2) #10-16 TEKS OR SMS OAT TO WALL HANGERS. SEE NOTE 2.
0.40" o @ EA. (3) BOTTOM FLUTES 0.88" M 0-N (1) 110-16 TEKS OR SMS
0.35" o TO EA. (3) BOTTOM FLUTES
h 0.69'
ri OAT T
�i r`ni o o
N O (V
0.35'
6j 0.375" EQ. EQ. EQ. 0.375"
3.00" 4.50" 4.50' 4.50" 4.50" 3.00" o
0.75' 0.75"
24.000" 6.00"
OR 6.OT
3 24' x 2-1/2' TRI-V PAN 2 6' OR 8' x_2-1/2' FLAT PAN 1 NET USED
3°_1'-0" NTS
TABLE 1 A -FREESTANDING COVERS
MAXIMUM SPAN FOR 24" TRkV PAN
LUGSL
T(IN)
WIND
SPEED AND EXPOSURE
110B
1100
1208 1
120C
130B
130C
10
0.018
V-a'
a-6'
8'-7' i
8'-1"
6-2'
T-V
0,024
10`-4•'
9-9'
9-9'
9-2"
9-3"
87'
0.032
12--8"
12-1"
12-1"
11'-2"
1 T-3'
19-8"
20
0.01$
T-9"
T-5
7-5"
T-2
7-2"
6-1D"
0,024
8'-B"
W-4"
6-5'
6-1"
6-1"
T-9'
0.032
19-9"
10'3"
1a-4"
9-8"
S-9"
9'-9'
0.018.
7-8"
T-4'
7-4"
T-1"
T-1"
6'-1a'
25
0.024
8'$"
8'-4'
8'-S"
8'-1"
8'-l"
7-9"
0.032
10'-6"
10'-2"
10'-2'
9-T'
9-8"
9-7
30
0.018
T3"
T-a'
T-0"
V-9"
6-10'
S-T'
0.024
8'3"
8'-a'
9-0"
T-9"
7-9'
T-5"
0.032
9-10"
9'-T
9-6"
9-1"
9-7
8'-10"
TABLE 2 -MULTI SPAN REDUCTION FACTORS
ROOF PANEL
TYPE
ROOF LIVE / GROUND SNOW LOAD (pst
10
20
25
30
40
50
24x2-l12xO.O18
0.85
0.80
0.65
0.65
-
-
24 x 2-112 x 0.02
0.90
0.88
0.70
0.65
-
24 x -112 x 0.03
0.90
0.88
-
-
OTHERS
-
-
-
-
-
El
TABLE 1 B - FREESTANDING COVERS
MAXIMUM SPAN FOR x2-1/2 FLAT PAN
LLIGSL
T(IN)
WIND SPEED AND
EXPOSURE
1109
110C
120E
120C
130E
130C
0.020
12.8"
12'-0"
12'-0"
11'-4"
11'-6"
10'-9'
0.024
15'-10"
14-2'
13'-4"
13'-4"
12.8"
17-1"
10
0.032
116 2'
16-8"
16-9"
16-a'
16-1"
14-Y
0.040
1T-0"
115-10"
1T-0"
194'
16' .'
15-0"
20
0.020
1a-10"
low
1a3."
9-9."
9-10"
9-5"
0.024
12-2'
11'$"
11'$"
11'-2'
11'-3"
10'-T'
0.032
14'-2'
13-9'
13-7"
1V-O'
13'-1"
12-8"
0.040
16S'
15 2"
15'-2"
14-10"
14-10"
W-3"
25
0.020
1V-V
1a-1"
ia3"
9 8'
9-9'
9-4"
0.024
12-0"
11'F"
11'-7'
10-10"
11'-0"
10'-6"
0.032
14-1"
13-7'
13'$"
13'-1"
13'-2"
12'4"
0.040
15'-4"
16-1"
15'-1-
14'-8"
14-9"
W-1"
0.020
9=11"
9-7"
9-T'
9-2'
94"
6-11"
0.024
1T-4"
19-0"
1l-T
10' 4"
1O'-6"
9-11"
30
0.032
13'-2'
123"
13-0"
12-6"
12-T'
11'-10"
0.040
14-9'
14-T
14T'
14'-1"
W-1"
13'-7"
40
0.020
9-1"
8'-10"
8'-10"
6-T'
8'-6"
8-1"
0.024
1V-2'
9-10"
9-10"
9-7'
9.8"
9'-3"
0.032
10'3"
10'-1"
1174"
9-10"
9-10"
9.8"
0.040
13'S"
13'4'
133"
1S-0'
IVA"
12-T'
SO
0.020
T$"
T-T'
T-8"
7-6,
T--G'
T-2'
0.024
8-9"
8'•T'
8'-T'
6-5"
8'-'
8'-1"
0.032
10'4'
10'3"
1 a3"
10'-1"
1 V-1"
V--9'
0.040
11'-10"
11'-T'
1 11' 9"
LI1-6'
I 11'-6"
11'-2"
NOTES FOR DECK ATTACHMENT TO SUPPORTING BEAMS AND WALL i•{AINGERS:
1- MINIMUM ATTACHMENT OF PANS TO BEAMS (EXCEPT BEAM PROFILE B1) 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 61 SHALL BE MADE WITH (1) OR (2) #10 SMS OR TEK SCREW AT EACH BOTTOM FLUTE,
AND (1) #10 SMS OR TEK SCREW AT EACH TOP FLUTE, AS SHOWN IN DECK PROFILE ABOVE.
4 - MINIMUM ATTACHMENT REQUIREMENTS ABOVE DO NOT APPLY TO GUTTERS OR CSHAPED DECK CLOSURE PLATES THATARE NOT USED
AS BEAMS (NON-STRUCTURAL MEMBERS NOT CONNECTED TO COLUMNS AND INSTALLED AT THE END OF AN OVERHANG OR PARALLEL TO
THE DIRECTION OF THE DECK)
5- WHEN ATTACHING TO BEAMS 89, B10. B15, 816 OR B19 (DOUBLE MEMBERSI ATTACHMENT CAN BE MADE TO EITHER MEMBER OF THE
BEAM, BUT SHALL BE EVENLY SPLTi BETWEEN THE 2 MEMBERS.
TABLE 1C - FREESTANDING COVERS
MAXIMUM SPAN FOR 8 x 2-1/2 FLAT PAN
LLIGSL
T (IN)
WIND
SPEED AND
EXPOSURE
110E
110C
120E
120C
130B
130C
IV-10"
10'-1"
W-5r,
91-F
9-7"
91-0"
0.024
12=1"
11'4"
ll-6'
10'•8'
10'-10"
1a-1"
10
0.032
14'-1"
13'-1"
lV4'
12'�"
12-S'
12-0'
P0.020
0.040
15'-7"
14'-10'
14-10"
JN' 1"
14-2"
134L
20
0.020
9-1"
8'-9"
6-9"
8'-4"
8'-6"
T-11"
0.024
10'-1"
9-61
9-9'
9-3"
9.5"
8-11"
0.032
11'-10"
11'-4"
11'-0"
11'"0"
11'-0"
1a-6"
0.040
13'F"
12'-10'
13'-0"
12-4"
12'-6"
11'-10"
0.020
8'-11"
V-8"
6-8"
8' -3"
8-3"
7-1a'
0.024
9'-11"
Sr-7
9-79-2"
9-3"
8-10"
25
0.032
11-10"
11'4'
113"
10'-9'
10'-10"
117 4"
0.040
IV-3"
12-0"
12.9'
12'-3'
12-4°
11'-9"
0.020
8'-5"
8'-1"
6-1"
T-9'
7-10"
7 -W
0.024
9-6"
9-1"
U-2'
8'-10'
6-11"
814,
30
0.032
11'-1"
1a3"
10'-9'
101-4"
10=4"
19-0"
0,040
1 12'-T'
1T-2"
1T-2'
l l'-8'
11'_9"
11'-3"
40
0.020
T-8"
T-6"
7-6"
7-3"
T-2"
6-11"
0.024
8'-8"
8'-3"
6-3"
8-0"
8'-1"
T-10"
0.032
10'-2'
9-10"
9-1a'
I 9-7"
9'-T'
9-T
0.040
11'-6"
11'-2"
11'-2'
10'-8'
10'-10"
19-6"
50
0.020
6-T
S-S'
6-5"
6-3"
6-3"
6'-l"
0.024
7-4"
73"'
7-3"
T 1"
T-O"
6-11"
0.032
6-9'
8'-T'
6-6"
8'-6'
8-4"
8'3"
0.040
9-10'
9-9"
9-9"
9-5"
9'-T'
Y-2"
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
6~SS r
S585
� OF CAL�F�
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 07/08119
DRAWN BY RC
CHECKED MDS
IAPM0195 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
IRP ROOF PANEL
WIND SPEED AND EXPOSURE
110 (ram)
B. C
120 (MPH)
B C
130 (Mpm
B C
3"- 0.024"
A
A
A
A
A
A
4.25" - D.024°
A
A
A
A
A
A
A-
A
A
A
A
B
4,29 - 0.030"
A
B
B
B
B
B
EI.D0--omwl
B
B
B
B
B
B
ROLL FORMED OR
(E) BLDG. WHERE OCCURS INSULATED ROOF PANEL
INTERLOCKING SEAMS, TYP.
• � f I I f l i ! .! I f � I r l
•+ � I i i I€ I t I �
I I I ! I I I ! I } ! L I @IRP
I C I 1 I I i I 2B
1)
2)
A: 6" D.C. TOP CONNECTION TO BEAMS
12" O.C. T&B CONNECTION IR HANGER
B: 4" D.C. TOP CONNECTION TO BEAMS
8" O.C. T&B CONNECTION IR HANGER
FASTENER SPACING SCHEDULE
N.T.S.
1 @IRP B @RFP
A PLAN VIE1M11
N.T.S.
I
' 1
COLUMN SEE SHEET S4.3
BEAM, SEE SHEETS 54.1 & S4.2
@RFP
'
OPTIONAL DECORATIVE FASCIA
(WOOD, ALUM. OR HARDBOARD)
#10 S.M.S. TOP & BOTTOM,
IR HANGER PER SPACING PER 3/S3.2
1/4" TEKS W/ SPACING EXTRUDED
EXTRUDED
9/54.4 SLO� PE
PER 3/53.2 "IR3" GUTTER
DRIP EDGE
SEE NOTE 2
14 SMS @ 32" D.C. #8 xYt" TOP & BOTTOM
TO BUILDING
WHERE OCCURS " ! ' f
My'I�
�!
4 MIN. PER EACH JOINT @ 12" O.C.
// %�
ll"
PER 4/56.2
/
f f '
/f
3" OR 4Y4NON-STRUCTURAL
DURAPANEL, SEE NOTE 1
#8 x N' @ 12° O.C.
g TOP &BOTTOM
OPTIONAL
FASCA
�: '•
f
BEAM PER S4.1 & S4.2
OPTIONAL
: f
(3 x 8 BEAM SHOWN)
RAIN GUTTER
ALUMINUM SKINS IRP
MAX SPAN PER APPROVAL
MAX OVERWG PER N07E
TOP & BOTTOM 0.024"
REPORT - SEE NOTE 1
10 ON S1.x
BX£ OF Ifi? ROOF
NOTES:
(SEE 3/53.2 FOR
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,
GCfHVION TO EU D10
CALIFORNIA 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 ° PER FOOT AT COVERS
DESIGNED FOR LIVE LOADS, AND V PER FOOT AT COVERS DESIGNED FOR
SNOW LOADS,
INSULATED ROOF PANEL (IRP)
INSULATED ROOF PANEL [IRP]
INTERLOCKING JOINT N.T.S.
N.T.S.
#14 SMS @ 2° FROM EA. END #8 x Y"
ROOF HANGER FASTENER
MAX OVERHANG PER NOTE
10 ON S1.X
MAX, AND @ 32" D.C. MAX @ 12° O.C.
PER 12/S4.4 SEE TABLE 3 ON
S3.1A OR S3.1F 3/e° PER FT
FASTENER
10d x7T @ EACH
(4 MIN. PER PANEL INTERLOCK)
MIN SLOPE I
SEE TABLE 3 ON
PANEL INTERLOCK
S3.1A OR S3.1F
�--- - -- - -- - - r
- - ----
ATTACHMENT
TO BUILDING
WHERE OCCURS
-L
PER 4/S6.2 I
GUTTER
PER S4.1 OR S4.4
ROLL FORMED PANEL PER
SHEET S3.1A` S3.1 F, OR
BEAM PER 54.1 & 54.2
10 x 7T @ EACH
ROLL FORMED PANEL
S3.3
(3 x 8 BEAM SHOWN)
VALLEY
PER SHEET S3.11A, S3,1F, AND
S3.3
ROLL FORMED PANEL (RF)
ROLL FORMED PANEL (RF) TO
`�
INTERLOCKING JOINT 3' = 1'-0"
1B
HEADER BEAM CONNECTION N.T.S.
TABLE 2 -ATTACHED AND FREESTANDING COVERS
MAXIMUM SPAN FOR DURAKING PANEL
LUGSL
T(IN)WIND
SPEED
AND
F)POSURE
110B I
110C
120B
120C
130E 1
130C
0,020
15.10-
14'-9'
14-10"
13'-T'
13'-1D"
12-0"
0.024
17-11""
16'--7'
16-9-
15'-5"
15'-B"
143"
10
0.032
2Z-0"
20'4
20'-7'
18'3"
18'-11"
1T-2'
0.040
26-10"
23'-11"
24'-2'
21'-11'
22'-3"
20-2'
0.020
13-11'
13'-0'
13'-7'
12.1"
1Z-5"
10'-10'
0,024
15'-9"
15'-3'
15'4'
14'-5"
14' 7"
13 7"
20
0.032
19'--2'
18'-9
19=10"
1T-8"
i7-11"
15-9'
0.040
20-7"
2D'-7'
20'-7'
20' 7'
20' 7"
19 7"
0.020
13-11"
13'-T
13'-7'
12'-i"
12-5" 1
10'-10'
0.D24
16-9"
15'-3'
15'-4'
14'S"
14'7"
137"
25
0.032
19-2'
18'-9
16'-17
1TZ
IT-11"M97'-4"
0.040
20'-T'
20'-7'
20' 7'
M-7"
20' T
0.020
13-3"
1Z-7'
12'-7'
11'-0"
11'-11"
0,024
15'-D"
14'-8'
14'-8'
14'-1"
14'3"
30
0.032
18'-4'
18'-D'
18'-1'
17'-4"
1T T'
0.040
19-9"
19'-9'
19'-9'
19'-9"
19'-9"
0.020
1M'
10'-3
iV-7
9'-10'
$=11"
0.024
13'-2"
13'-2'
1T-2'
12'•11"
13'-0"
12.8"
40
0.032
16'-3'
16'-3'
16'3'
15'-11"
i6'-0"
15-7'
0.040
18'-D"
1"'
18'-0'
18'-0"
1 ""
1 B'-0"
0,020
8'-3"
8'_3"
8'-3'
8'3'
8'3"
8'-1"
0,024
11-9'
11'-9'
11'-9'
11'-9"
11'-9"
11'3'
50
0.032
14' T
14'-7'
i4'-7'
14'-7"
14'-7"
1 14'-5'
0.040
16'-8'
16'-B'
16'3'
16'3"
16'3"
19-8"
0.020
6'-11'
6-11'
6-11'
6-11"
6-11"
6=11"
60
0.024
9'-11"
9'-11'
9'-11'
9-11"
9-11"
9'-11'
0.032
13'-4"
13'-'
13'"4'
13'-4"
13'-4"
134"
0.040
15'-8'
15'-8'
15'-8'
151$"
16-8"
18-8"
0.020
5'-10'
6-10'
6-10'
5-10'
6-10"
5'-10"
0.024
V-4"
8'4'
8-4'
8'-4'
8'-4"
8'-4"
72
0.032.
12'-3'
12'-3'
12'3'
12'3"
12'-3"
123"
0.040
14''4'
14'-4'
14'-4'
14'-4"
14W
14'-'
0.020
5-D"
5-0"
5'-0'
5'-0'
5'-0"
6'-0."
84
0.024
7'-2"
7'-2
T-2'
T-2'
T 2"
T 2'
0.032
11'-4"
111'
11'W
i V-4"
1 V-4"
1 T-4'
0.040
1 13'-3'
13'-3'
13'3'
13'-3"
13'-3"
134"
TABLE 1 -ATTACHED AND FREESTANDING COVERS
MAXIMUM SPAN FOR T6 PANEL
LUGSL
T(IN)
WIND SPI:rzOAND
EVOSURE
710B
110G 1
120B
120C
130E
130C
10
0.024
16-11"
16'-1'
16'-2'
IV-4'
15'-6"
14'-7"
0.032
20-10"
19'-10"
19'-11"
1B'-1IT.
19'-1"
18-0'
0.040
23'-6"
22-2'
ZZW
20'-11"
21-2"
19'-10"
20
0.024
14'-5"
13'-11"
13'-11"
13'-4"
13'-0'
12'-11"
0.032
IT--6'
17'-1'
1T-2'
16'-6"
15-r
16-10"
0.040
19'-6'
1 B'-9'
1 B'-9'
1 B'-9"
181-9"
18'1P'
0,024
143"
13'-8'
13'-9'
13'3"
13'-4"
12.9"
25
0.032
17-1"
16'-11'
16'-11"
16'-3"
161-Y
16f
0.D40
19'-1"
18'-5'
18'-6'
18%5'
JV-Y
0.024
13'-6'
1T-0'
IVA'
12'-T'
12'-B"
12-2"
30
0.032
16'-1"
16'-1'
16'-1'
15'-7"
16-8"
16-0"
0.040
18'-1'
17'-6'
17T
17'-0"
1T
1T-1"
40
0.024
12'-"
12'-0'
12'-0'
11'$"
i1'_a
11'A'
0.032
14'-8"
14'-8'
14'3'
1414"
141S"
13'-11"
O.D40
1V-G'
16'-1'
16'-1'
15'-9"
16'•9"
153"
50
0.024
11'-4"
10=11"
11'-0'
10'3"
10'3"
0.032
13'-B
13'-B'
13'3'
13'-4"
13'-"
13'-0"
0.040
15'-2"
14'-11"
14'-11"
14'-B"
14'3"
1 14'3"
0.024
9.6"
91-0"
916'
913'rlZ-V
B'-10"
60
0.032
12=9"
12-9'
12'-9'
12'-7"
12-0"
0.040
13'-10"
13'-1O"
13.'-10"
13'-1O'"
13'-1T
0.024
9-0'
8'-0"
8-0'
8'-0'720,032
11'-9'
119'
11'-9'
11'-9"
1 T-7"
0.040
13-0"
13'-0`
13'-0'
13'-0"
13'-0"
0.024
6'-1 V
6'-11'
6-11'
6-11"
6-11"
6'-11"
84
0.032
10-11"
10'-11"
10'-1 T'
10'-11"
10'-11"
10'-11"
0,040
124"
12'-4'
12'-0'
12'4'
12' V
12-0"
ALUM. ALLOY 3004-Hn IALUM. ALLOY 6063-T6 JAjum. ALLOY 60 T6 ALUM. ALLOY 3004-1136
1.625" 'po 0.620'
o ly��po 1.250'
-� 0.25"
I o 0.81" c o
CONTINUOUS I t2 c9
°C' INSERT I N
0,76' N
0,030 c I o cD 0.850"
cD
TYP. ui °o 9 n fo
I oo m � N
---' 4.00" ?I
000 3.020'
2.000" 4.0W 2.OD0" Mo BEAM PER 86 NOTES:
MAA 1.750' 1. SEE 10/S5.1 FOR SPLICE DETAIL WHERE OCCURS. NOTES:
2. THIS GUTTER IS USED WITH 6" OR 8' FLAT PANS OR 1. SEE 4/S5.1 FOR SPUCE DETAIL WHERE OCCURS.
24" TRl--V PANS. 2. THIS GUTTER IS USED WITH 6' OR 8" FLAT PANS OR
24" TRI-V PANS AND T6 PAN.
B1D DBL 2 x 61/2 x OA32'-BEAM MAG GUTTER_ e. l 6.5' ROLL FORMED GUTTER FASCIA
3"=1'-0" �J W/ INSERTS 3"=V-0'
ALUM. ALLOY 3004-436 ALUM. ALLOY 6063-T6; ALUM. ALLOY 3004-H36 JALUM. ALLOY 5063-TG
STEEL ASTM A65.3-SS GRADE 50 G60
2.908"
I I � R0.380" �•
ll
14
CONTINUOUS I I
o "C" INSERT 11 N w
0.042 o PER B7 I I m o 0 0.062" N
coo EA. SIDE 1 1 cq cR TYP
I
1
f
I k } 3.000 SPLICE
WWHERE
OCCURS
BEAM PER B6
3.000'
a,, 3 x 8 x 0c142' nn P BE
INSERTS
nt 3' SQ. x 0.032- ALUM. BEAM W/- B2 MAG BEAM
W/ [2f 'C INSERTS 12 Oa STL 'lr CHANNEL
ALUM. ALLOY 3004-H36 IALUM. ALLOY 3M Mm. ALLOY JALUM. ALLOY 606:46
SPLICE r,
WHERE N
OCCURS d
1.500'
O G
0.042' n
TYP o
0 0.042' _ 0 0 0 0 0
o TYP. �i u�i 0.109" cD o 0 0.085" o
cc r ,� N TYP
3.00D°
2.00D' 4.000" 2.000' 4.000" ` NO SEE 5/55.1 FOR SPLICE DETAIL WHERE OCCURS.
3.000" 4,pOp' 3.000" MAX NOTE
MAX 1. SEE 6/S5.1 FOR SPUCE DETAIL WHERE OCCURS.
DBL 3 x 8 x 0.042' 89 DBL 2 x 81/2 x 0.042' 66 T I -BEAM 63 a I -BEAM
61� _
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
S 58 5
LCT 4 `e
9pE OF CAS
DATE SIGNED: July 8, 2019
tPA T95L
=�r����=fir£: �E; l ar_• �::.�
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
�Ap
V
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 07/08/7B
DRAWN BY RC
CHECKED MDS
IAPM0 195 V 3.1.1
SOLID PANEL STRUCTURES:
BEAM PROFILES
S4.1
ALUM. ALLOY 3004-H36
STEEL ASTM A653-SS GRADE 50 G60
ALUM. ALLOY 3004-H36
STEEL ASTM A653-SS GRADE 50 G50
ALUM. ALLOY 3004-H36
STEEL ASTM A653-SS GRADE 50 G60
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B18/S4.2
TYP.
I
i
3.000" ! 4.000" 3.000"
MAX.
B1- DBL 3 x 8 x 0.047 w/
12 GA. STL 1? CHANNEL 3"=1'-O"
0.25"
0 0.81"
N
6
0.76" g
0
0 00 0
ri $ o ,n
0
1 4.06" 1
B20 DLIRAKiNG GLITTER
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER J314/S4.2
TYP.
0" 4.000, l 3
MAIL.
�DBL3x8x0.042'
a"' w/ 12 GA. STL INSERT 3"=r-o"
B1T FAN BEAM
0.9845"
ALUM. ALLOY 6063-T6
NOTE:
SEE 1/54.6 FOR DETAILS AT FAN BEAM.
ALL
TMM. ALLOY 3004-H36
^"EL ASA653 SS GRADE 5o G60
B18 3x8x0.447w/
12 GA STL V CHANNEL 6"=1'-O
A.
1N000S
L INSERT
3x8'x0"047
w/ 14 GA. STL INSERT
ALUM. ALLOY 3004-H36
1 229" STEEL ASTM A653-SS GRADE 50 G60
.a
FINUOUS
L INSERT
2.824"
3.000"
914 3xWx0D47
w/ 12 GA STL INSERT 3"=1'-0"
ALUM. ALLOY 3004-1136
STEEL ASTM A653-SS GRADE 50 G60
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B13/54.2
TYP.
` 3.000" 4.000'
MAX.
B15 DBL 3 x 8 x 1104T
w/ 14 GA STL INSERT 3"=1'-0"
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Fm! f
S 58 5
E OF CA��F
DATE SIGNED: July 8, 2019
►/ I T«.
26030 ACERO, SUITE 2DO
MISSION VIEJO, CA 92691
949.305.11501 FAX 949,305.1420
�Ap
�o
ES
OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK I DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 0710&19
DRAWN BY RC
CHECKED MOB
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES:
BEAM PROFILES
S4.2
ASTM A500 GRADE B ASTM A500 GRADE B ALUM, ALLOY 3004-H36 ALUM. ALLOY 30047
3" ALUMINUM OR STEEL
POST PER PLAN
N
o.
O
0.188" 0.032•
0.188" la 20
0 0
w ri c ri
3-ODtl' 0.042"
4.DD0•
NQTF: NOTE: 2.Ooo" 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 T
ALUMINUM BENT PLATES FOR AESTHIETICAL PURPOSES. NO FASTENERS SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. NOS
ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SEE TABLE 1 ON S1.x FOR APPUCAT10N OF THIS DETAIL
UNDERSIDE OF THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION.
0 HSS 4 x 4 x 3/16 _ r n3� [ASS 3 x 3 x 3/16 S� 04Z_SIDE PLATES � T SQ" x OD37 ALUM. POST
3"4-0"
ASTM A500 GRADE B ASi1M A500 GRADE B ALUM. ALLOY 6063-T6 JALUM. ALLOY 3004-H36
0.762"
TYP. 1.500" c
o 0.040•M
0.250" `co ,�0 0.250" 0 0-OE2" _ N ac -TYP o n 4.
3.000" 3.OD0" 3.000"
4.00D"
NOTE: NOTE. Nam: 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 Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION Cl 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 HSS 4 x 4 x 1/4 HSS 3 x 3 x 114 �_� 3' MAG POST 3' SQ. ALUM. POST
s
ASTM A500 GRADEBJ ISTEEL A653 JALUM. ALLOY 3004-H36
3• ALUMINUM OR STEEL
POST PER PLAN
^�
1.500" 6
0.048"
N 0.400"
0.313" 0 0 _ $
Mom, M {RD.175
45V, TYP.
ui
rn
3.000" 3.ODG" c p 0.032•
c
NoL. 2.000" 3 OD0` 2.00e
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY hQm.
SECTION Cl 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 Cl 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 St.x FOR APPLICATION OF THIS DETAIL
THE
BEAM/COLUMN CONNECTION.
CS HSS 3 x 3 x 8/16 ,.0 1_�E�-T SP3 0.037 SIDE PLATES
ALUM. ALLOY 3004-H36
'P 0.620'
0.25" 0.25'�Fa. 1.250'
0 0.81" 0 0.81"
0 0
ua :2 m
n
0 0.76" ry m aH
0.850' 0
0.76"(] LO
Co
aD
N
� n $ o � � • rzp
60'
cV c 4.00" ' 0.038"
0 0
NOTES: �
4.06' 1. SEE 10/S5.1 FOR SPLICE DETAIL WHERE OCCURS. 3.020"
2. THIS GUTTER IS USED WITH 6" OR 8" FLAT PANS OR
24" TRI-V PANS. NOTES:
1. SEE 4/S5.1 FOR SPLICE DETAIL WHERE OCCURS.
2. THIS GUTTER IS USED WITH 6" OR 8" FLAT PANS OR
24" TRI-V PANS AND T6 PAN.
�� NOT _USED _ _ �_DURAI[IN� GEITTER n MAG GUTTER 60 ROLL FORMED GUTTER (TRI-V
�� x=1'-o" 3"=r-0• 3"=1'-0° PAN, FLAT PAN, T6 PAN) 3"=1'-0"
ALUM. ALLOY 6063-T6
2.125"
3RD SCREW WHERE
OCCURS
1.500"
2.000"
4.125" 4.000" 4.860"
.300" 95f2'
.015' x 90' �.
V-GROOYE 2 625" ATTACH EXTRUDED HANGER
TO EXISTING BUILDING PER
1.375" 075' TABLES ON S6.1
TYP
2.125"
t.034
EXTRUDED HANGER CONNECTION NOT USED
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
13' • 6"
12' - 6"
12' - 6"
11' - 0"
IT - 6'
10' - U.
10
5/16" 0
17. 0"
15- 6"
14' - 0"
14' - 0"
14' - 6"
12' - 6"
3/8" 0
18' - T
16' - 6"
16 • 6"
15 - 0"
15' - 0"
13' - 6"
1/4" 0
10' - 0"
9' - 0"
Y - 6"
9-6.
8' - 6"
8' • 0"
20
5/16" 0
12' - 6"
11' - 6"
10' - 6"
10' - 6"
Ill_ 0"
10' - 0'
3/8" 0
13' • 0"
12' • 0"
12' - 6'
11' - 6"
11' - 6'
10' - 6'
1 /4" 0
Y - 6'
9' _ U"
9' _ T
8' _ 6� �
8' _ 6"
8'- 0"
25
5/16"0
12'-0"
11'-6"
10'-6"
10'-6"
10'-6"
1 10'-0"
3/8"o
12'-6'
12'•0"
12'•0"
11'-0'
11'-0"
10-6"
NOTES:
1-WHEN CONNECTINGSWIVELHANGERTO WALLSTUDSATI6"OC MAX,
FASTENERS SHALLHAVE MIN 3" PENETRATION INTO WALLSTUDS,
2- WHEN CONNECTING SWIVEL14ANGERTO MIN 2x WOOD FASCIA @ 8"
OC, FASTENERS SHALL HAVE MIN lh" PENETRATION INTO WOOD FASCIA.
ATTACH SWIVEL
HANGER TO (E)
BUILDING PER
ADJACENT TABLE
(2) #8 @ 16" O.C.
TO MATCH LOC. OF
LAG SCREW
J
HANGER PER 6A/
! A
OR 6B/-
-
m
a
c�3
ca "
�'X
W
ca
w ti
�V 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
(DURAKING PAN) 3"=1'-0" 8 x=1'-0"
ALUM. ALLOY 3004-H36 ALUM. ALLOY 6063 T6 2.707"
0
2.495" 41 1.332"
1.937" .176'
015' x BIT 092' 0.202"
j.' 1.500° .250" 0.35
u •5� Y' P V L Z
FASTENERS PER 3/S3.2 0.145" 0.376" 0it
0.080,
ATTACH ROLLED FORMED � cai =� .075'
HANGER TO EXISTING z m 0.055"
- APPROVED 6" INSUL �
BUILDING PER TABLES 1.490' M 2.336' ROOF PANELS PER 0.3120 c c
ON 56.1 ^ o ATTACH IR HANGER 2/G3.2 0 4.065" 4.861" 1
TO EXISTING BUILDING " 0.281"
8.25 PER TABLES S6.1 t�p64 .300" 0.450"
9Uf 2
0 0,040' 2.740"
co TYR N 11.57
N S 625'
500" 0.56, 625"
1.550" R.08" ', <.;; _''' 1.375"
FASTENERS PER 3/S3.2 O
APPROVED 3" OR -k.034
1.880" 4Y4" INSUL ROOF 6B
c PANELS PER 2/G3.2
a�
7 ROLL FORMED HANGER (TRI-V S IR HANGER S EXTRUDED SWIVEL HANGER CONNECTION
PAN, FLAT PAN, TO PAN) 3"=1'-0" IR PANELS PER 1APM0 0505 N.T.S. (TRW PAN, FLAT PAN, T6 PAN) 3"=1--0'
� � a
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
S 58 5
rq 1
rF OF Ca o
DATE SIGNED: July 8, 2019
/J I T1'L_
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
SAP
MO
ES
OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE OTIOBI19
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES:
MEMBER PROFILES
S4.4
ALUM. ALLOY 6063-T6 ALUM. ALLOY 606576
1875' O.DBp'
0
• o
0
ri
o
0
co
O.U60�
rJ
NOTE:
BRACKET IS ?3+' LONG
V BRACKET AT COLUMN
T 6"=1'-0" N.T.S.
0 2�;O- STEEL ASTM A36
0
0
CV 0
O
O CR O
O
0
C6 o
0
N O
0
a
$pp0. •
ROOF BRACKET 2- ci)��
LB x S x 1/4 x 2' Y=1'-o"
p 5 �` STEEL ASTM A36
0
jl:
ri 0
O
N 0
O
CV 0
O
O
N
O
a
dM, n
'��VV 20
_SNOW BRACKET_ _ 3 NOT USED
L12 x S x V2 xx x x 2�2°=I'-o°=t'-o° x'=i'-o°
��=��
p�:c<_c
��'
I C; I
3' 1' 1' 3"
110 SMS • MAX
(8 TOTAL)
It + t +1
ALUM. ALLOY 300"M JALUM. ALLOY 300"36
L��-Em -1
1
+ + +I
#10 SMS
(8 TOTAL) II t+--
I+ t+1
_.I
_-- SPLICE J -- .-- _ POST -CENTERED- LSPLICE J. -- - 112 SMS - -- — - 5PLICE_J-- - — _ _ ppsT_Cf FJiF� -..•SPLICE J 1-- #12 SMS --
BEAM B4 ON SPLICE �� 84 (24 TOTAL) BEAM 81�� ON SPLICE BEAM 87� -- (24 TOTAL} - - -
SIMPLE SPLICE MOMENT SPLICE SIMPLE SPLICE MOMENT SPLICE
NOTES: NOTES:
1. WHEN BEAM B4 IS USED AS AN ARCHITECTURAL GUTTER, A SIMPLE SPLICE CAN BE USED ANYWHERE. 1. WHEN BEAM B1 IS USED AS AN ARCHITECTURAL GUTTER, A SIMPLE SPLICE CAN BE USED ANYWHERE.
2. WHEN BEAM B4 IS USED AS A BEAM, LOCATED DIRECTLY ON TOP OF COLUMNS, A SIMPLE SPLICE, CENTERED ON THE COLUMN 2. WHEN BEAM B1 IS USED AS A BEAM, LOCATED DIRECTLY ON TOP OF COLUMNS, A SIMPLE SPLICE, CENTERED ON THE COLUMN
BELOW, CAN BE USED AT INTERIOR COLUMNS ONLY. IT CAN NOT BE USED AT EDGE OR EXTERIOR COLUMNS. BELOW, CAN BE USED AT INTERIOR COLUMNS ONLY. IT CAN NOT BE USED AT EDGE OR EXTERIOR COLUMNS.
3. WHEN BEAM B4 IS USED AS A BEAM, LOCATED DIRECTLY ON TOP OF COLUMNS, A MOMENT SPLICE CAN BE USED AT 1/3 OF 3. WHEN BEAM 81 IS USED AS A BEAM, LOCATED DIRECTLY ON TOP OF COLUMNS, A MOMENT SPLICE CAN BE USED AT 1/3 OF
THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS. THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS.
�n l SPLICE DETAIL FOR MAG LLICE DETAIL FAR ROLL _
GUTTER (BEAM B''4) 1-1/2"=1'-0" FORMED GUTTER (BEAM
ALUM. ALLOY 3004-H36
3'-0"
12'
1• 4' 1" 1" 4 1" I' 16" f" 1" 16" 1"
II IY2" MAX I I Y4"
SPLICE I I (8) #10 SMS SPLICE (8) Yz" BOLTS
BEAM 83 I I POST CENTERED BEAM 83 MOMENT SPLICE
ON SPLICE
SIMPLE
NOTES:
1. A SIMPLE SPUCE, CENTERED ON THE COLUMN BELOW, CAN BE USED AT INTERIOR COLUMNS ONLY. IT CAN NOT BE USED AT EDGE OR EXTERIOR COLUMNS.
2. A MOMENT SPLICE CAN BE USED AT 1/3 OF THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS.
r l SPLICE_ DETAIL FOR 4' I BEAM
(BEAM B3)
ALUM. ALLOY 3004-1-136
12"
1" 4' 1" 1" 4" 1" 1' 16' 1' 1' 16` 1"
+ +II++ 0110 0
I I II
I I MAX II
'
+ +II + o 0 0 0
SPLICE I 1 (8) #10 SMS SPLICE (a) Yz" BOLTS
BEAM B6 I POST CENTERED BEAM 86
ON SPLICE
SIMPLE SPLICE MOMENT SPLICE
NOTES
1. A SIMPLE SPLICE, CENTERED ON THE COLUMN BELOW, CAN BE USED AT INTERIOR COLUMNS ONLY. IT CAN NOT BE USED AT EDGE OR EXTERIOR COLUMNS.
2. A MOMENT SPLICE CAN BE USED AT 1/3 OF THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS.
( '� �Allspm-
E DETAIL FOR T 1 BEAM
BIB) 2"=1'-O"
TABLE 1 - MAXIMUM CLR SPAN TO ADJACENT
BEAM VVHEN USING DETAIL 4/S6.2
LL/GSL
(PSF)
EXISTING FRAMING MEMBER
AT ROOF OVERHANG
BRACKETOFFSET"D"
24"
18"
12"
6"
2x4 FULL
12' 10"
19' 11"
28' 0"
28' 0"
2x6 NOTCHED
20' 6"
28' 0"
28' 0"
28' 0"
10
2x6 FULL OR 2x6 NOTCHED
28' 0"
28' 0"
28' 0"
28' 0"
2x8 FULL OR 240 NOTCHED
28' 0"
28' 0"
28' 0"
28' 0"
2x4 FULL
Tv.
11' 10"
19' S"
28' 0"
20
2x6 NOTCHED
ITT'
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
7 4"
11' 3"
18' 7"
28' 0"
25
2x6 NOTCHED
11' 8"
170"
27' 1"
28' 0"
2x6 FULL OR 2x8 NOTCHED
18' 8"
1 264"
28' 0"
28' 0"
2x8 FULL OR 2x10 NOTCHED
28' 0"
28' 0"
28' 0"
28' 0"
2x4 FULL
T 11"
9' 4"
15' 8"
28' 0"
30
2x6 NOTCHED
9' 6"
14' 2"
22' 11"
28' 0"
2x6 FULL OR 2x6 NOTCHED
ITS"
22' 0"
28' 0"
28' 0"
2x8 FULL OR 2x10 NOTCHED
263"
28' 0"
28' 0"
28' 0"
2x4 FULL
4' 9'
77"
12' 11"
27' 8"
2x6 NOTCHED
7' 9"
11' 8"
19' 0"
28' 0"
36
2x6 FULL OR 2x8 NOTCHED
12' 9"
IT 4"
28' 0"
28' 0"
2x8 FULL OR 2x10 NOTCHED
21' 10"
18' 6"
28' 0"
28' 0"
2x4 FULL
4 0"
6' 9"
IT O"
25' 2"
40
2x6 NOTCHED
6 9"
10' 5"
17' 6"
28' 0"
2x6 FULL OR 2x8 NOTCHED
11' 4"
166"
26' 7"
28-0"
2x8 FULL OR 2x10 NOTCHED
19' 7"
276"
128' 0"
28-0"
2x4 FULL
3' 9"
G 4"
11' 0"
23' 10"
2x6 NOTCHED
G S'
T 11"
16' 4"
28' 0"
42
2x6 FULL OR 2x8 NOTCHED
10' 9"
158"
24' 11"
28' 0"
2x8 FULL OR 2x10 NOTCHED
18' 7"
15' 10"
25' 2"
28' 0"
2x4 FULL
2' 10"
5' 2"
9' 8"
20' 4"
50
2x6 NOTCHED
5' 1"
8' Z'
1 14' 2"
28' 0"
2x6 FULL OR 2xB NOTCHED
9 9"
IT O"
21' 6"
28' 0"
2x8 FULL OR 2x10 NOTCHED
15' 6"
21' 11"
28' 0"
28' 0"
2x4 FULL
2' 1"
4' 1"
76"
16. 10"
60
2x6 NOTCHED
3' 11"
6' 7'
11' 4"
16' 11"
2x6 FULL OR 2x8 NOTCHED
7 W
10' 8"
15' 9"
16' 11"
2x8 FULL OR 2x10 NOTCHED
12' B"
10' 10"
1 15' 9"
16' 11"
2x4 FULL
V 5"
3' 2"
6 2"
76"
2x6 NOTCHED
3' 0"
5' 3"
65"
7 6"
72
2x6 FULLOR 2x8 NOTCHED
4' 3"
5' 4"
65"
7' 6"
2x8 FULL OR 2x10 NOTCHED
4' 3"
5' 4"
6' 5"
7' 6"
2x4 FULL
NG
NG
NG
0' 9"
2x6 NOTCHED
NG
NG
NG
0' 9"
84
2x6 FULL OR 2x8 NOTCHED
NG
NG
NG
0191.
2x8 FULL OR 2x10 NOTCHED
NG
NG
NG
0' 9"
NOTES:
1- FOR 10 PSF LL/GSL, USE ROOF BRACK ETS/S4.5.
.2- FOR LL/GSL>_20 PSF, USESNOW B RACK ET 6/S4.5.
3-ASSUMPTIONS:
NOTCH CAN BE UP TO 1" IN 2x6, UP TO 1.5" IN 2x8 OR 2x10.
40FT MAX (E) ROOF RAFTER/JOIST/TRUSS BACKS PAN.
MAX (E) ROOF RAFTER / JOIST/ TRUSS SPACI NG TO BE 2411OC.
TABLE 1A -MAXIMUM CLR SPAN
TABLE 1 B -MAXIMUM CLR SPAN
TO ADJACENT BEAM
TO ADJACENT BEAM
WHEN USING ROOF BRACKET
WHEN USING SNOW BRACKET
PER 5/S4.5 AND 4C/S6.2
PER 6/S4.5 AND 4D/S6.2
(PSF)
WIND SPEED & EXPOSURE
(PSF)L
WIND SPEED & EXPOSURE
11013
120B
110C
130'
120C
130C
110B, 110C
120B, 130B
120C
130C
10
17-0
15'-0"
14`-0"
1Y-0"
10
24'4'
24'-O"
21'-0"
20
20'-0"
1T-9"
18'-3"
NOTES:
25
19'-3"
19'-3"
17'-9"
1- WHEN USING ROOF BRACKET PER
30
16'-3"
19-3"
16'-3"
4C/S6.2, THE MAXIMUM PROJECTION
36
13'-9"
13'-9"
13'-9"
SHALL BE THE SMALLEST PROJECTION
FROM TABLE I AND TABLE IA.
12'-3
12'-3"
12'-3"
42
11'-9"
if-9"
11'-9"
2- WHEN USING SNOW BRACKET PER
50
10'-0"
10'-0"
10'-If,
4D/56.2, TH E MAXI MU M P ROJ ECTI ON
60
8'-3"
8!. 3'
8'-3"
5 HALL B E TH E S MALLEST P ROJ ECTI 0 N
72
7-0"
7'-0"
7'-O"
FROM TABLE 1ANDTABLE IB.
84
G- 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
GSL
5
1
1
1
1
1
1
1
1
2
2
2
5
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
1
2
2
2
2
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
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) SI MPSON SD9112 SCREWS TO CON NECT A345 TO (E) FASCIA AND ROOF FRAMING
A35s: USE (6) SPAX # 6 x 1/2" SCREWS TO CO N N ECT A35S TO (E) ROOF SHEATHING
USE (6) SPAX # 6 x 1/2" OR SI MPSON SD9112 SCREWS TO CON N ECTA35S 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
3615
GSL
40 PSF
GSL
42 PSF
GSL
50 PSF
GSL
60 PSF
GSL
72 PSF
GSL
64 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
1 (3) B
(3) C
(3) C
9'
(2) A
(2) A
(2) A
(2) A
(2) B
(2) C
1 (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
(3) C
(3) C
ill
(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/ 21/2" PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX
B-5/16" LAG SCREWS W/2%:" PENETRATION IN MIN 2x WALLSTUDS @ 16"OCMAX
C- 7/16" LAG SCREWS W/ 3'/:" PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX
D- 1/2" LAG SCREWS W/ 4" PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX
TABLE 3B - 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 P5F
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)@16"oc
(2)@16"oc
(2)@16"Dc
(2)@12"oc
(2)@12"0
(2)@8"oc
(2)@B"oc
(2)@8"oc
(3)@8"oc
(3)@8"oc
(3)@8"oc
6'
(2)@16"0
(2)@12"oc(2)@12"0
(2)@12"oc
(2)@8"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
(3)@8"oc
(3)@8"oc
(3)@6"oc
7
(2)@16"0
(2)@12"oc(2)@12"0
(2)@8"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
(2)@6"oc
(3)@8"oc
(3)@6"oc
(3)@6"oc
8'
(2)@16"o
(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
(2)@4"oc
(3)@6"oc
(3)@4"oc
(3)@4"oc
10'
Q2)@16"D
(2)@8"Dc
(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"o
(2)@8"oc
(2)@8"oc
(2)@6"Dc
(2)@4"oc
(2)@4"oc
(2)@4"oc
(2)@4"oc
(3)@4"oc
(3)@4"oc
(3)@3"oc
12'
(2)@12"D
(2)@6"oc
(2)@6"oc
(2)@6"oc
(2)@4"oc
(2)@4"oc
(2)0-4"oc
(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
40 PSF
GSL
1 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"oc
(2)@l6"0
(2)@12"oc
(2)@12"oc
(2)@12"oc
(3)@12"oc
(3)@12"oc
(3)@8"oc
6'
(2)@16"oc
(2)@16"oc
(2)@16"oc
(2)@16"oc
(2)@12"0
(2)@12"oc
(2)@12"oc
(2)@8"oc
(3)@12"oc
(3)@8"oc
(3)@8"oc
7'
(2)@16"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
8'
(2)@16"oc
(2)@15"oc
(2)@12"0
(2)@12"oc
(2)@8"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
(3)@8"oc
(3)@B"oc
(3)@6"oc
9'
(2)@16"D
(2)@l2"oc
(2)@12"D
(2)@8"oc
(2)@8"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
(3)@8"oc
(3)@6"oc
(3)@6"oc
10'
(2)@16"0
(2)@12"oc
(2)@8"oc
(2)@8"oc
(2)@8"oc
(2)@6"oc
(2)@6"oc
(2)@6"oc
(3)@6"oc
(3)@6"0c
(3)@4"oc
11'
(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)@4"oc
(3)@4"oc
12'
(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)@4"oc
(3)@4"oc
ALL FASTEN ERS TO BE 1/4" LAG SCREWS W/ 2" PEN ETRATI ON I NTO WOO D-FI LLED 2x ALUM NUM LEDGER
TABLE 3D - FASTENERS REQUIRED
AT CONNECTION OF HANGERS PER DETAILS 9, 11, AND 12/S4.4
TO EXISTING WOOD -FILLED 3xALUMINUM LEDGER
TRIB
WIDTH
10 PSF
LL/GSL
20 PSF
LL/GSL
25 PSF
GSL
30 PSF
GSL
I 36 PSF
GSL
40 PSF
GSL
42 PSF
GSL
50 PSF
GSL
60 PSF
GSL
72 PSF
GSL
84 PSF
GSL
5'
A-16"oc
A-16"oc
A-16"oc
A-16"oc
A-16"oc
A-16"oc
B-16"oc
C-16"oc
A-16'oc
B-16"oc
C-16"oc
G
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
B'
A-16"oc
A-16"oc
B-16"oc
C-16"oc
C-16"oc
D-16"oc
C-12"oc
I 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-12"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-12"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"DC
C-12"oc
D-12"oc
B-8"oc
C-8"oc
D-12"oc
C-8"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
1-8"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 FASTEN ERS TO HAV E 3" P EN ETRATI ON 1 NTO WOOD-FI LLED 3x ALUM[ N UM LEDGER
USE (2) FASTENERS FOR LL/GSL UP TO 50 PSF. USE (3) FASTENERS FOR LL/GSL=51 PSF AND ABOVE
TABLE 4-ANCHORS INSTALLED INTO THE SIDE OF 6 IN THICK MIN CONCRETE OR CMU WALLS
LL/GSL = 84 PSF MAX
IN CONCRETE, USE (2) ROWS OF 1/2" DIA SIMPSON STRONG- BOLT 2@32"OC,STAINLESS STEEL, WITH 3" MIN EMBED, STAGGERED,
INSTALLED PERICC-ESR-3037.
IN CMU, USE (2) ROWS OF 1/2" DIASIMPSON WEDGE -ALL @ 32" OC, STAINLESS STEEL, WITH 3 3/8" MIN EMBED, STAGGERED,
INSTALLED PER ICC-ESR-1396.
USE 3" SQ.xl/4" STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
}FEss I0 !
co
S 58 5
P
Tq�F OF CA01���
DATE SIGNED: July 8, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949,305.1420 .
�aPR�n
m V
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB 9 DA02-02
DATE 07/0a(l9
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES:
ATTACHMENT TO
EXISTING BUILDING
S6.1
W.Lo&aE CLEAR DIMENSON 10 TEAM
SEE TABLE 18 ON S6.1
R44GM PER 9, 11, OR
12/S4.4. FASTENERS PER
TABLE 38/S5.1.
(3) Yz"D RILL744��
3 x 8 WOOD FILLED
LAG MUS
PEMPATION IROOF
BRAT
cONT. TRUSS TOP
PER 6/SC5
OR WAFTERS
)SSC
SCUD PATIO CD�FR[�
EWS1FFFAEDW/-2T
PENETRATION
6
(E) BLOMNG BETWEEN
CONT. RAFTERS OR
TRUSSES, WHERE ODOURS
(WLL SEE A (E) DUNE TRUSS TOP CHORD OR
t4mRAFTERS @ 24 OC
RAFTER OR TRUSS WOLPM
omT'. 64 MIN 41-0" WX
1. EXSTING ROOF DESIGN LOADS RBL = 3 PSF (MIN) TO 8 PSF (MAX)
Z NEW PATIO DESIGN LOADS: GSL = 50 PSF MN(
3. PLACE "SKA FLEX' OR SIMILAR MATMA. BETWEEN BZALT4=T AND COMPOSITE SHINGLE
ROOFING TO PRDADE SEAL
4. £RACKET MUST BE CRE NTAO TCWATi6 ROOF EDGE AS S- M•L
5. USE 1HS DETAIL WITH IS1CF BW00 PER 6%54.5 A40 TABLES 1 AND 19 ON S6.1.
& MaQ15L LEG OF BST SHALL SE LODW ;r MAX FROM FACE CF YALL ON
ETHER SIDE OF WALL.
O CONNECTION TO TOP OF EXISTING ROOF
50 PSF MAX.
_ALLOMBLE CLEAR TIL VEM TO BEAM D?0'
SEE TABLE to ON S5,1 SEE TABLE 1
2 x BYZ OR 3 x 8 WOOD ON 56.1
FILLED AUJANUM LEDGER
I VNNGER PER 9, 11, OR
12/S4.4. FASTENERS
PER TARE 39/S&l.. y /
SOLID PATIO CWER-
L TACT
ALTFFd•14TNE ROOF E
BRACIEE OPoENTATICN
3 x N3 WOOD FILLED
x GT WOOD FILLED
A_UMNJM LEDGER
fr2
ALUMINUM LEDGER
Wry OCCURS�
WHERE ODCURS
DECK/
v?
DIRECI
DU OC7'
C" < < < <
COLUM
x'IS
H N
BEAM
E W4NGER TO LII]GER OONNEC110N
ROOF T PER 5/S4.5
(3) V-0 RAG -THREADED
LAG SCEEINS
W/- 1-V PENETRATION
(3) )J6 RJLL-Tl ffEA
LPG SORDID W/ 4"
PENETRATION INTO (E) COAT.
TRUSS TOP CHORD OR RAFTERS
NOTE
OFFSET FAS04ERS 3" MIN.
IN HORIZONTAL DIRECTION.
OF
THE DM14G WOM WILL-
1. WHEN CONNECTING TO AN D05TING BALDING WALL WITHOUT
OPENINGS, SITE -SPECIFIC ENGINEERNG IS REQUIRED TO VERIFY
ADEQLWLY CIF THE TDasnNG STUD WALL FRAMING W-I N THE PATIO
COO PROJECRON IS WIDER THAN THE MAX PROJECTION SHOWN
IN THE FOLLOWING TABLE.
2- WHEN CONNECTING TO AN EXSTING BALDING WFIE7E AN OPENING
IS PRESENT UNDER THE ASTADF6IENT OF THE PA710 TO THE EAVE
OR THE WALL, STEE SPEaFIC ENGINEERING IS Rc-OU IRED TO VERIFY
ADEQUACY OF THE MNG STUD WALL FRAMING (INOIAJDIN0
On SSZE� *EN TINE PA110 MEJT PROJECTION IS WIDER THAN
THE VAX PRO.IECTION SHDAN IN RE FCEiONNG TABLE CR WHEN
THE FASTING OPENING IS WIDER THAN THE MAX OPENING WIDTH
SHOAN IN THE POLLOWNG TABLE
3 NO ADDMCNAL SITE SPECIFIC ENG INEERNG IS REQUIRED WHEN
D35nNG OPENINGS / PRajE>rnONS ARE BOTH SMALLER THAN
THOSE STATED ABU&
TABLE 1- CRITERIA TO VERIFY THE NEED
FOR SITE -SPECIFIC ENGINEERING
N1AxMPROJECTION
OPENING
LENGTH
WIDTH
kLL/GSL
18'-a'
8'-0'
14'-0"E-0"
1T-a'
4'-0"
1a-0"
3'-0"
1 W-O'
2'-0"
4" MIN. (E) BDCIKNG BETWEEN OONT. RWIES
SCREW EDGE DISTANCE OR TRUIS.SES, WHERE ODOURS
MIN FACE 0r LFAGFR NOTE (E) CONT TRIES TOP CHORD OR
RAFTERS @ 24 OC
j
EAVE OH L T1D PhFTER OR T1RU5S 5%37A1
247 MAX 'r 64 MN 4-( WY
1. EXSTING ROOF DESIGN LOADS ROL = 3 PSF (MN) TO 8 PSF (MAX)
Z NEW PATIO DESIGN LOADS: LL = 10 PSF MAX (NO SNOW LOAD)
3 RACE "SKA FLDC OR SIMILAR MATER& BETWEEN BRACKET AND CONE SHNGLE
ROOFING TO PRDADE SEA.
4. USE ALTERNATE BRACKET ORIENTATION W-EN D S 11'.
5. USE THIS DETAIL WITH ROOF BRACKET PER 5/S4S AND TABLE 1 AND 1A ON S6.1.
C CONNECTION TO TOP OF E XIS11NG ROOF
BEAM
COLUI
UIKtL;I IUN
PAN
1 BEAM CONNECTION TO HOUSE
NTS
(E) STUD WALL r 3" x B" x 0.04f
HEADER
(3) N-0 LAG SCREW, o
TYP. SEE NOTE 4 0 t
CONC. WALL & NOTE i 1n (3) #14 SMS
5 @ CMU WALL !! EA. SIDE
TRIBUTARY x I
AREA MIN, i�
0
1" THICK MAX LATH ANO t �I
PLASTER OR WOOD SIDING OR
----1,--2•_AR-3.-COATS_.OF-STUCCO- =.3'.x 8" RAFTER_
SEE NOTE 6 BRACKET
1, USE OF THIS DETAIL IS UM1(ED TO THE F17LLO ING
ECR LL/GSL = 10 P5F MA]( IRB AREA TO COR ECEICN - 100 FT-2
BUTARY FOR U./GSL - 2D OR 25 PS
TEaB AREA 10 OOM>ECIiON = 55 FT'
FCR GSL = 30 PSF, MAC( TREE AREA TO M ECIION - 45 W
FOR GSL > 30 Px DETAIL IS NOT PIJ.OWED
2 SEE PLAN FOR DEFINITION OF TRIBUTARY AREA
}R 3. CBDw R � WITH LDaSBNWM. G FULL RIGHT L SRJD. NO OPENNG ALLOWED
4. USE (2 36" HILLY K&iZ W/ 4 OW Q� COI C VKL W/ 6' SPACING.
5. USE ITALL EST & (2) W H01 K13-3 W/ 4 0A0 @ CMU WALL W/ S
SPACING
6. RywoOD sFEATFING DOES NOT mm Taw THIS 1" MAX.
FASTENERS, SEE TABLES 34 &
4 ON S6.1 AND NOTE 1 (E) 1` THICK MAX LATH AND
S44 PLASTER OOD SIDING/1, 2,
HANGER PER OR 3-COAT STUCCO
SOLID COVER SEE NOTE 2
(E) 2 x WOOD STUD WALL
SIM AT CONCRETE, BRICK
OR MASONRY WALL
SEE NOTE ABOVE
FASTENER PER S3.2 J
NQ1ES
1. FASTENER TO BE INSTALLED AT CENTER OF (E) WOOD SRAS
Z PLYWOOD SHEATHING DOES NOT COUNT TOM THIS V MAX
3. DETAIL IS VALID WITH Od'EORON TF%tT" (E) WOOD LEDGER ALONG SERUCVU E
PROADED THAT THE M4MU M FASTENrDR PETE1f7A110N IN WALL STUDS PER TABLE 3%/S6.1
IS SATISFIED.
f.,� WALL CONNECTION
- -
SIMPSON A34 - SEE TABLE
"D" SEE TABLE 1 ON S6.
BLOCKI BEIWEEN
2 ON S6.1 FOR 9 fI315
MINT, RAFTERS OR
MID NUMBER OF A34s FM
SIMPSON A35 - SHE TABLE 2
TRUSSES WHERE OCCURS
ON S6.1 FOR SCREWS AND
NUMBER OF A35s TEDD.
HANGER PER S4.4.
RASfFNERS PER TABLES ON
S6.1. SEE NOTES 2 AND 3
ii.
SOLD PAT IO
( E) WILL
(�
(E) CONE TRUSS OR
SEE NOTE ABM
RAFTERS @ 24 OC
DaSTING FASCIA
PLYWOOD SHE4IHNG
BOAJLI
Mr RE OOOUIRS
NiOMIIBE 0DR p$OW M BEAM
(E) EAVE OH
RATER OR TRAS SCUM
S& TABLE 1 ON S6.I
24 MAT[
4 MIN NM
1. EXISTING ROOF DESGN LOAD&
RDL = 3 PSF (MIN) TO 8 PSF(MAX)
J4..L QL - 10, 20. 25, 30, 40 OR 50 PSF
2 FASTENERS TO EE LOCATED 4 MN FROM SPLICE IN (E) FASCIA BOARD AND 2" CLEAR
FRAM TOP AND BUM M CF FA934 IM.
3. FOR E%TFdM SWVEL 1304MRS. SE DETAIL 6 CN S4.4.
FOR FWPWf IS PER 9, 11 OR 12 ON S4,4, SEE TABLE 39 ON S6.1
2 x 6V x .024" RAFTER
SEE TABLE FOR FASTENER
TO RAFTER AND FASCIA
#14 S.M.S. TOP & BOT
2 x 6V2 ALUM.
(2 TOTAL) AT EA
RAFTER BRACKET
RAFTER TAIL
OPTIONAL LATTICE
GUTTER
TUBE
ROOF PANEL
@24" O.C.
MAX
r
#14 SMS @
12" OC T&B
WTI- !_ "L° SEE TABLE
FASTENERS
"L7
`D,
WITH LATTICE 7
NO LATTICE
To-
v
(4) #10
(3) #8
2'-0`
1°
(6) #10
(4) #8
3' 0"
2"
(12) #10
(2 ROWS OF 6)
(8) #8
(2 ROWS OF 4)
NOTE:
1. THIS DETAIL IS UMTTED TO 30 PSF MAX LL/GSL
2. FASTENER SPACING = 3/4" MIN
DRAFTER TAIL TO GUTTER
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
r7FESS l (
YUCY1k''~ �,ti/�
OF CA��F//
DATE SIGNED: July 8, 2019
it
26030 ACERO, SUITE 200
MISSION VIEJO, CA92691
949.305.11501 FAX 949,305.1420
EXPIRES ON: JUNE 30, 2020
REVISIONS 1
MARK I DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108119
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES:
CONNECTIONS DETAILS
S6.2
CONNECTION TO EXISTING ROOF
A CONNECTION TO EDGE OF EXISTING RDOF
8 NOT USED
SCALE
NOTCH RETURN PORTION OF THE TOP
FLANGE OF THE BEAM (AND INSERT WHERE
OCCURS) AT CONNECTION TO COLUMN
3 x 8x0.4 2 BEAM
OR 3" SQ. STEEL BEAM
e
(3) %"0 THRU-BOLTS @ B6, 87 OR E18
(6) -#14 SOS @ E. SIDE
(2) %`0 THRU-BOLTS @ 93
TOP & BOT TOTAL = 24
I BEAM 83, 86, B7, a
OR B8 PER S4.1
NOTCH FULL BOTTOM FLANGE OF I BEAM
(AND INSERT WHERE OCCURS) ON ONE
H BRACKET PER 1/S4.5
SIDE OF WEB AT CONNECTION TO COLUMN
OR 1/1-4.3
3" OR 4" SQ.
STEEL POST PER S4.3
ALUM. OR STEEL POST
NOTE'
DO NOT NOTCH BEAM AT END COLUMNS WITH OVERHANG
NOTES:
THIS DETAIL IS TO BE USED AS AN ALTERNATE TO DETAIL 3/S6.3
I BEAM TO POST
'H' BRACKET TO POST
o
BEW 81 OR 84
OPTIONAL SEE NOTE 1 1 2" MAX SPLICE
DECORATIVE FASCIA WHERE OCCURS
(WOOD, ALUM., (6) #14 SMS @ EACH (INT COL ONLY)
OR HARDBOARD) HEADER TO COLUMN
(4)#14 0C S.M.S. (12) FASTENERS PER DOUBLE BEAM B9,
CONNECTION BID, B12, B15 OR
816
10 5/8"0 HOLE WITH II
(4)#14 SMS EA SIDE PLAS ICTYPU PLG,AS
l II
REQ'IS
* ACCEPTABLE TO I� ffi
U BRACKET PER 4/54.5 USE ONE HOLE
3° SQ POST INSTALL
SEE NOTE 2 SEEVERAL SCREWS, I a II 01
TYP. I N
(2)#14 SMS EACH I I
NOTES: SIDE T&B @32" I
I ARCHITECTURAL SIDE
1. USE SIMILAR DETAIL AT 3 x 3 OR 3 x 8 BEAMS. ❑.C. PLATES, WHERE OCCUR,
2. U BRACKET IS NOT REQUIRED IF SIDE PLATES PER 3/S6.3 SHALL STOP & FLUSH
OR H BRACKET PER 1/S6.3 ARE PROVIDED. BELOW BEAM
3" OR 4" SO. POST
SEAM TO POST � DB! BERM TO COL
__
3" WIDE BEAM TYP B2,
B5, 811, B13 OR B14 1 2" MAX SPLICE
3° OR 9' BEAM (6) #14 SMS EA. SIDE
WHERE OCCURS
SMS PER EVATION nP AT SIDE PLATE SP3 [(INT COL ONLY)
(8) #14 SMS EA. SIDE c
"0 PLASTIC PLUG TYP.
AT SIDE PLATE SP4.
SEE NOTE 1, ie
tI Q
PROVIDE FULL BEARING OF e e v
BEAM ON POST. R a
ua
I p I Tn
%uO HOLE WITH PLASTIC PLUG, AS CD CD
REQ'D, TYP. IT IS ACCEPTABLE TO
S DE PLATE EA SIDE USE ONE HOLE TO INSTALL
SEVERAL SCREWS, TYP.
r
3 POST (2) #14 SMS EA SIDE AT QV' SIDE PLATE EA. SIDE, SEE
SDEM BOTTOM AND AT 32" OC MAX. TABLE 1 ON S1.x OR L1.x
PLA
SECTION OPTIONAL STYROFOAM INFILL OF
3" SO. POST BETWEEN A3 ELEV ELEVATION -- SIDE PLATES CAN STOP BELOW
SIDE PLATES THE CONNECION
BEAM TO POST CONNECTION NOTES:
AT SCREWSCREWS
BFLAT
INTOUMN THE PORTIONUST
/ VERTICAL WALL OF BEAM
ij
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�FE551� f
S585
OF CA0.
DATE SIGNED: July 8, 2019
0,o-d;lllII A
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
�aPpppp
IYIo
OTM
ES
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB # DA02-02
DATE 0710tu19
DRAWN BY RC
CHECKED MDS
IAPM0 195 V 3.1.1
SOLID PANEL STRUCTURES:
CONNECTION DETAILS
S6.3
STEEL POST
STEEL INSERT PER
4/S7.2 AT POST
TYPE C7, C8, & C9
ADJACENT �{ BOLTS PER TABLE 2
GRADE T1P.---7
" • �• z
PER 4/S7.2 • a o
x�
a N
w
�.Y
POURED "
CONCRETE
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.
STEEL POST SLEEVE CONNECTION
TO CONCRETE FOOTING 1"IIr-a"
ADJACENT
GRADE TY
N
POURED
CONCRETE
3" OR 4" STEEL POST.
' r
a y
3'MIN. � z N
TYP.
oLd
ti �-
o
" a
G • N
ti
_ a
m
c
�? •. /1f
MUM-LL"wn 01%)
SE FiG. SCHEDULE
IN BEAM SPAN TABLES
WO A36 THREADED
ROD W/- NUT EA SIDE
OF COL OR 14 REBAR,
GR 40 MIN. SECURED
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
AWM T
I/S7.21
C1
SOG
(21-3/8" dia w/ 1.7/B" embed
AWMT
1/S7.2
- C1
ALL
(2y3/8"dia w/2-7/8"embed
AWM T
2/67.2
C2
SOG
(2}3/8" dia w/ 1.7/8" embed
3
AWMT
2/S7,2
C2
ALL
(2)-3/8"dia w/2-7/8"embed
3
ALUM T
2/57.2
CS
SOG
(2}3/8" dia w/ 1-7/8" embed
3
AWM T
2/S7.2
CS
ALL
(2y 3/8" dia w/ 2-7/8" embed
3
57CE> 7-.
3/$7.2
.. _C6_
SOG-
_(2]3/8" dia w/ 1.7/8" embed.
__ _
STEELT
3157.2
C6
1522"
(21.3/8"dia w/2-7/8"embed
1.3.4
STEELT
3/57.2
I C6
524"
(*1/2" dia w/3.1/4" embed
1,3.4
4/57.2
C6
530"
(4)-117'diaw/3.1/4"embed
1,4,6
4/972
C6
534"
{4]-5/8"dlaw/4"embed
1,4,6
E
4/57.2
C6
235"
(4)-3/4'diaw/4-314"embed
1,4,6
4/S7.2
C7, C8, C9
ALL
(4)-3/4" dia w/ 4.3/4' embed
1,5,6
nIS7.11
L10,01
ALL
I I4IA
NOTES:
1- "FTG (IN)- 15 THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON
SHEETS S8.xxx
2 -ANCHOR BOLTS SHALL BE SIMPSON STRONG BOLT 2, STAI NLESS STEEL
(I CC-ESR 3037). HILTI KB-TZ SS CAN ALSO BE USED WITH A4" SLAB, AND A
REDUCED EDGE DISTANCE OF 3 1/2" (ICC-ESR-1917).
3- IT IS ACCEPTABLE TO USE TH E STEEL INSERT PER4/S7.2 INSTEAD OF THE
ALUMINUM T PER 2/57.2 FOR POSTTYPES C2 AND CS OR INSTEAD OF THE STEELT
PER 3/S7.2 FOR POSTTYPE C6. BOLTS CAN REMAIN AS SPECIFIED INTHISTABLE,
BUT (4) BOLTS SHALLBE USED. SEE NOTE 6.
4 - IT IS ACCEPTABLETO USETHE EMBEDDED POST DETAIL5/57.1 INSTEAD OF THE
STEEL INSERT PER 4/S7.2 OR STEELT PER 3/S7.2 FOR STEEL POSTS C6.
5 - IT 15 ACCEPTABLE TO USE THE EMBEDDED POST DETAIL 5/S7.1 INSTEAD OF THE
STEEL INSERT PER 4/S72 FOR STEEL POSTS C7, C8 AND C9.
6 - HOLE SIZE IN BASE PLATE SHALL BE MAX.1/9" DIAMETER OVERSIZED, UNLESS
WELDED WASHER IS PROVIDED.
ANCHORAGE OF POSTS
TO SLAB OR FOOTING
3" STEEL OR
ALUMINUM POST
t
WIDTH - LENGTH IN
SEE FIG. SCHEDULE I
BEAM SPAN TABLE
CENTERUNE OF "T" BRACKET
TO BE PARALLEL TO
HOUSE WALL
"I" BRACKET PER 1/S7.2,
2/S7.2, OR 3/S7.2.
BOLTS PER TABLE 2 ON S7.1
TABLE 1
ALTERNATE FOOTING DIMENSIONS
FrG(IN)
W-L=D
- (SEE NOTE 1)
Alt1
WxLxD
(SEE NOTE 21
Alt2
WxLxD
(SEE NOTE 3r -
Alt 3(ATTACHED)
WxLx18"
- (SEENOTE 4)"
Alt4
WxLx18"
(SEE NOTES]--
Alt5
WxLx24"
(SEE NOTE 6)-
Alt6
WxLx30"
(SEE NOIE-71=-'
AIt7
WxLx36"
"1SEE NOTE 8) :-
Alt8
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
28x28x18
43x43x18
24x24x24
22X22x30
20x20x36
18x18x42
26
26x26x26
23x23x23
32x32x18
31x31x24
24x24x30
22x22x36
21x21x42
28
28x28x28
25x25x25
35x35x18
38x38x24
27x27x30
25x25x36
23x23x42
30
30x30x30
28x28x28
39x39x18
30x30x30
28x2Bx36
26x26x42
32
32x32x32
3Ox30x30
43x43x18
37x37x30
30x3Dx36
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
64x64x18
42x42x42
44
44x44x30
46
46x46x30
48
48 x 48 x 30
50
50x50x30
52
52x52x30
54
54 x 54 x 30
56
56 x 56 x 30
58
58 x 58 x 30
60x60x30
62 x 62 x 30
64x64x30
M
66x66x30
68 x 68 x 30
70 x 70 x 30
72
72 x 72 x 30
74
74x74x30
76
76 x 76 x 30
78
78x78x3D
80
80xBOx30
82
82x82x3D
84
84x84x30
86
86x86x30
88
88 x 88 x 30
90
90 x 90 x 30
GRADE TY'P.
NOTES:
1-"FTG (IN)" ISTHE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS 58xx.x OR LS.xxx.
2 - "ALT 1" ISTHE FOOTING DIMENSION BASED ON THE "FTG (IN)- DIMENSION. NOTE THAT W=D=L
3 - "ALT 2" 15 THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A 3.5" MIN THICK SLAB IS PRESENT ABOVETHE FOOTING. NOTETHAT W =D=L
CONCRETE FOOTING 4 -'ALT3" ISTHE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 18" DEPTH FOR UPLIFT DESIGN ONLY.THIS VALUE IS TO BE USED
ONLY AT ATTACHED PATIO STRUCTURES. NOTE THAT W d AND D=18".
5-"ALT4" ISTHE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING 15 KEPTTO AN 18' DEPTH. NOTETHAT WdAND D=18".
6 - "ALT 5" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING 15 KEPTTO AN 24" DEPTH. NOTETHAT W=L AND D=24
7 - "ALT6" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING 15 KEPTTO AN 30" DEPTH. NOTETHAT WdAND D=30".
8 - "ALT7" 15 THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 36" DEPTH. NOTETHAT W=LAND D=36".
9 - "ALT 8" ISTHE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING 15 KEPTTO AN 42" DEPTH. NOTETHAT W d AND D-42".
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, C8, C9, C10,
C11.
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
DATE SIGNED: July 8, 2019
V 1�41
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 DATE DESCRIPTION
4 STEL JOB #
DAD2-02
DATE
07108119
DRAWN BY
RC
CHECKED
MDS
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES:
FOUNDATION DETAILS
6 STEEL POST EMBEDDED
INTO CONCRETE F007ING
T BRACKET CONNECTION
TO CONCRETE FOOTING 1"=1'-o'
8 FOl1NDATIDN TABLES
S7.1
TABLE 3 - (MAX WIND SPEED: 130MPH, EXP C)
MAXIMUM POST SPACING WHEN PATIO COVER
IS INSTALLED ON SLAB ON GRADE
ROLLED FORMED PANS (RF)
IRP
TRIB
WIDTH
LL/GSL(psf)
GSL(psf)
LL/GSL(psf)
10 psf
20 psf
25 psf
30 psf
SO psf
20 psf
S.
13'-7"
11'-0"
10'-4"
9'-0"
12'•6"
10'-0"
6'
11'-4"
9'-9"
9'-0"
8'-4"
10'-5"
8'-9"
7'
9.4.
9'-0.
8'-0"
T 6•
9' 0"
W.O.
8'
W-6"
8'-6"
7'-6'
7'-0"
7'-10"
7'.6"
9'
7-7"
W-0"
T-0"
NP
7'4'
T-O"
10,
6'-9"
T-6"
NP
NP
6'-3"
6%6"
11'
6'-2-
7'-0"
NP
NP
5'-8'
6'.0'
12'
V-8"
6'-6"
NP
NP
5'-3"
V.6"
NOTES:
1 -"NP" INDICATES THAT A FOOTING 15 REQUI RED, AND THE PATIO
COVER CAN NOT BE SUPPORTED ON ASLAB ON GRADE.
2 - FOR LIVE OR SNOW LOADS HIGHER THAN THE ONES SHOW N ON
THIS TABLE, A FOOTING IS REQUIRED AND THE PATIO COVER CANNOT
BE INSTALLED ON SLAB ON GRADE.
TABLE 4 - (MAX WIND SPEED:130MPH, EXP C)
MAXIMUM TWO POST ATTACHED STRUCTURE WIDTH
WHEN PAT10 COVER IS INSTALLED ON SLAB ON GRADE
TRIB
WIDTH
ROLLED FORMED PANS (RF)
IRP
LL/GSL(psf)
GSL(psf)
L1/GSL(psf)
(ft)
10 psf
20 psf
25 psf
30 psf
10 psf
20 psf
5
27'-2"
22'-0"
20'-B"
18'-0"
25'-0"
20'-0"
6
22'-B"
19'-6'
18'-0"
161
21'-0"
17-6"
7
19'4'
18'-D'
16'-0"
3.5--0"
18'-0"
16--0"
8
v'-0"
17'-D"
15'-0"
14'-0"
15'-8"
15'-D"
9
15-2"
16'-0"
14'-0"
NP
14'4"
14--0"
10
13'-6"
15'4"
NP
NP
12'-6"
13'-0"
11
12'-4"
24--0"
NP
NP
11'4.
12'1"
12
11'4"
13--0"
NP
NP
10'-6"
E
T BRACKET CONNECTION
TO SLAB ON GRADE 1"=1'-O"
Oo OoJ.ASTM A5DG GRADE 8
O O NSERT TO
PLAN 3�y BASE PL
-�-3" STEEL POST
0.188" THICK MIN
HSS INSERT
5) Y4"0 BOLTS
0" SQ. x %" BASE PL
NOTES ELEVATION a g
1. THIS BRACKET IS TO BE USED WITH POST TYPE C7, C8 & C9, AND WITH C6
(WHEN FOOTING SIZE IS 25" OR LARGER).
2. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
3. INSTALL IX x 14 06 HDG WELDED WASHER PLATE WHEN HOLE DIAMETER IS
MORE THAN Ye" BIGGER THAN ANCHOR BOLT DIAMETER.
4. THIS BRACKET CAN ALSO BE USED FOR POST TYPE C2, C5, OR C6 (ALL
FOOTING SIZES) SEE TABLE 2 ON S7.1 AND 7/S7.1 FOR ANCHORAGE
REQUIREMENTS.
(�)STEEL POST SLEEVE
FOR POSTS CS, C7, CS, C8 3•=1'-0"
3" STEEL OR CENTERLINE OF "T"
ALUMINUM POST BRACKET TO BE PARALLEL
PirTO HOUSE WALL
ADJACENT GRADE ! 7' BRACKET PER 1/S7.2,
WHERE OCCURS I 2/S7.2 OR 3/S7.2
EXISTING OR NEW SLAB ON
GRADE. f c = 2,500 PSI MIN.
i
i rMIN,
! SEE NOTE 6
'71
EDGE OF SLAB BOLTS PER TABLE 2 ON 4/S7.1
WHERE OCCURS
NOTES:
1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C5, OR C6.
2. TABLES 3 AND 4 IN THIS DETAIL CAN BE USED FOR FREESTANDING
STRUCTURES AND/OR COMMERCIAL APPLICATIONS, BUT THE STRUCTURE
CANNOT BE INSTALLED ON A SLAB ON GRADE AND REQUIRES A
FOOTING PER SB.xx.x.
3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C10 & C11.
4. SEE "SLAB ON GRADE USED AS A FOUNDATION SYSTEM" NOTES ON
GOA FOR MINIMUM OVERALL DIMENSION OF SLAB AND ACCEPTABLE
CRACKING AND CONTROL/EXPANSION JOINTS CRITERIA
5. 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 ON S8.XX.1
AND THE MAXIMUM POST SPACING SHOWN IN TABLE 3.
6. SEE NOTE 2 ON 4/S7.1 FOR ALTERNATE
7. THIS DETAIL CAN ONLY BE USED IN AREAS WITH A FROST DEPTH
EQUAL TO ZERO.
B. SEE "GENERAL NOTES - SLAB ON GRADE USED AS A FOUNDATION
SYSTEM' NOTES ON GOA FOR MORE INFORMATION.
ALUM ALLOY 6063-T6
2 OR TEK
I�-�I OR TEK SCREWS,
EA. SIDE, TYP.
0
0
%110 HOLE EA SIDE
i G.085 TYP. i
0.750"
5.662" 1TYP.
NOTES:
1. BRACKET LENGTH IS 2.75"
2. THIS BRACKET IS TO BE USED WITH POST TYPE C1, WITH OR WITHOUT
SIDE PLATES PER SP3 OR SP4.
3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
4. INSTALL 1Y4 x 1Y x Ye HDG WASHER PLATE AT ANCHORS FOR 130 MPH
ALUMINUM T BRACWr
FOR POST Ct 3"=1'-D"
ALUM ALLOY 6063-T6
4-#14 SMS
' dnF'1 OR T SCREWS,
{ICI EA. SIDE, TYP.
Ui I I %"0 HOLE EA. SIDE
I 0.094" TYP. i
0.750"
5.50" TYP.
NOTES:
1. BRACKET LENGTH IS 2.75".
2. THIS BRACKET IS TO BE USED WITH POST TYPE C2 OR C5, WITH OR
WITHOUT SIDE PLATES PER SP3 OR SP4.
3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
4. INSTALL 1h x 1h x Jb HDG WASHER PLATE AT ANCHORS FOR 130 MPH.
5. STEEL T-BRACKET PER 3/S7.2 CAN BE USED IN LIEU OF THIS BRACKET.
AUMINUM T-BRACKET
FOR POSTS _
Cz C5 3"=V-O"
0.75' 4.00"
1 ASTM A500 GRADE B
TYP
1,75'
4-Wfi'0 HOLES
D
D
1-/Is"0 & 2-W5"
c�,,'
D 21
- �Cf- -
HOLES, TYP EA SIDE
0 D O D
CENTERLINE OF
i BRACKET TO
PLAN
200�
BE PARALLEL TO
3.50" 1.ow
HOUSE WALL
T1P #
t' 2-7/fs"O HOLES FOR
o go M.B. TYP.
N U, N
CV
4
ELEVATION
NOTES:
1. THIS BRACKET IS TO BE USED WITH POST TYPE C6 WHEN FOOTING SIZE
IS 24" OR SMALLER, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4.
2. BRACKET CAN ALSO BE USED WITH POST TYPE C2 OR C5 PER TABLE 2
ON S7.1 AND 2/S7.1
3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
STEEL T-BRACKET
FOR POST co 3"=1'-0"
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
o[1FESS 1 /
S 5$ 5
J T
�rE
OF CANE
DATE SIGNED: July 8, 2019
17
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
�APpppp
lY! o
OTM
ES
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4STELJOB I# DA02-02
DATE 070H9
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
SOLID PANEL STRUCTURES:
FOUNDATION DETAILS
S7.2
ATTACHED & FREESTANDING SOLI COVERS - 10 PSF`SNOW LOAD OR LIVE LOAD -110 MPH - EXP. B & C
86.5" ROLLFORM
8
MAG BEAM
s
$3 4" I -BEAM
64 4.5" MAG GUTTER
65 12 GA S L"UALCHANNEL
BB 7" I•BEAM
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED 1
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
(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
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN '
POST
TYPE
5
110 B
110 C
1 V-9"
11'-9"
18
20
Cl
11'-9"
1V-4"
26
28
C7
10-4"
10'-0"
17
19
Cl
9'-0"
9'-2"
25
26
C7
13'-7"
19
Cl
12' 4"
27
C7
13'-3"
19
Cl
12'-7'
27
C7
13' 4"
19
C1
12'-10"
27
C7
23'-0"
22
-
21'-S'
20'4'
31
33
C7
13-T'
21
12-1"
28
13'-3"
21
11'-5'
28
12'_3'
20
1.710"
28
23'4"
25
6
110 B
110 C
10'-9"
10'-9"
18
21
Cl
10'-9'
10' 4"
26
27
C7
9'-9"
9'-9"
18
20
C1
V-19'
8Ht°
24
26
C7
12'-9
12'-9"
19
22
C1
11'' 8"
26
C7
12'-2"
19
Cl
11,
26
C7
17-7"
19
Cl
11'-0
26
C7
22-0
23
— -
20' 0"
19'fiC5 -
30
32
C7
11'-0"
2B
17-2'
27
11'-7'
28
11'-3"
21
11'�1
28
22'-0
26
T
11UB
110 C
10'-0"
10'-0"
19
21
C1
10'-0"
g,-0"
26
C7
9'-3"
9, 3„
18
21
Cl
8'-0"
B-0,
25
26
C7
12'-2
20
Cl
11'-1"
26
C7
11'-3"
20
Cl
10'-1U
26
C7
12-0"
20
Cl
11'-0"
26
C7
2D-10"
24
�
19'-0"
18-7"
30
32
C7
12,_2
23
10,_9„
27
11,-3
10, T,
27
10'4"
21
1U 2
�
20, 70"
27
8
110 B
110 C
9'�"
9�"
19
22
Cl
9 4"
9.7"
26
26
C7
8'-10"
8'-10"
19
21
Cl
B'-2
7'•10
25
25
C7
11'-B"
11' B"
21
23
C2
10'-7"
27
C7
1 U-7"
20
C1
1014,
27
C7
11'-0"
21
C2
1 D'-6"
27
C7
2U-1"
25
CS
18'-T
1T-9"
31
31
C7
10'�"
27
10' 7
23
10'-7'
27
9'-9"
22
9' 7
27
20'-1"
28
9
110B
110 C
8-10
8'-10"
20
22
Cl
8-10"
8' 7
27
26
C7
B'-7'
8'7
19
22
Cl
T'
26
C7
11'-1"
21
C2
10'-2"
28
C7
10'-0"
20
Cl
10'-0"
27
C7
11'-0"
21
C2
1D'-1"
26
C7
19'-7'
25
17'-0
1T-1"
32
32
C7
T 7
26
i i'-1"
24
10'-0"
27
10'-0"
23
9'-T'
27
9'-7'
22
9'-0"
27
i9 7'
28
10'
11 D B
11DC
B'-0
20
23
Cl
B'-0
H'-1"
27
27
C7
8'-3"
8'-3"
20
22
Cl
7' 7"
26
C7
10' S
22
C2
9'-10"
28
C7
9'-0"
21
C2
9-0
26
C7
1 D'�"
21
C2
S 9"
28
C7
18'-3
18'•3"
26
29
16-10"
16'6
32
32
CB
T4'
27
10'-0"
24
9'-T'
28
9'-8"
23
9'-2
28
8'-9"
23
6'-7"
Z7
11'
11D B
11DC
8'-1"
8'-1"
21
23
C2
6'-1"
7'-9
27
28
C7
6'-0"
6'�
20
23
Cl
7'-4"
7'-7`
27
26
C7
10'-0"
22
C2
5'-7"
29
C7
9'-1"
21
C2
9'-1"
28
C7
9'-10`1
22
C2
9'-0"
29
C7
1T�"
17'4"
26
29
C5
16'�"
18'0
33
33
Co
1D'-0"
25
9'-3"
2B
9'-1"
24
9'-5'
28
8'-0"
23
8'-2"
28
12'
110 B
T4"
21
C2
7-8"
28
C7
T-7
21
C2
7'-2"
27
C7
9'-7"
22
C5
9'-3"
29
C7
8'-8"
21
C2
8'-B"
29
C7
9'-0"
22
C2Lj
9'-2"
29
C7
16'-8"
27
C5
16'-0"
15' 7"
34
33
Co
134 C
T-0
24
T-6"
28
7,.
23
7.-0
9'-T'
25
9'-1"
29
B'_8"
24
6.�..
28
8, 0"
23
T 10"
28
18 8
3D
B7 7"I-BEAMW/
"C" INSERT
68 7"I-BEAMW/
"C" INSERT
DBL2x6.5xO.042
s
B1p � DBL2x6.5x0.032
B11 tx8x0.042
812 DBL3x8x0.042
(1)
(2)
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
IN
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
IPOST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP
SPACING
ON)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TOPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
ON)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
110B
26'-9"
23
24'�"
32
C7
29'-0"
24
26'-1D'
33
C8
16'-0"
20
16'-0"
29
13'-2"
19
1T-T
27
C7
13'8"
19
Q7
13'�"
27
C7
19'-T
21
C2
19'-31
30
C7
5
11D C
28-9"
26
CS
23' 8
34
CB
29'-0
27
C5
26'-7'
35
C9
16'-0"
22
Cl
15-3"
30
C7
12'-7'
21
Cl
12'-3"
29
12'-10
21
12'-T'
29
18'-i"
23
17 8"
31
110 B
25'-0"
24
23'-0"
31
C7
2T-9"
25
32
C7
14'-T'
20
14'W"
28
12'-1"
19
12'-1"
27
7e-6"
19
Cl
12'-0"
27
C7
1T7"
22
17-T'
29
C7
5
11D C
25'-3"
27
CS
CS34
Cl
C7
Cl
C7
16'-1"
31
22'-0"
33
CB
2T-9"
28
CB
14'-T'
23
14'-0"
29
11'�i'
21
11'-T
28
11'-9"
21
11'-0
28
16'-0"
24
110 B
24'-D"
25
21'-9"
32
C7
254"
26
32
13'-T
21
13'-0"
28
11'-7'
20
11'-T
27
1V-7"
20
C1
11'-T'
27
C7
16'-3"
22
163"
29
C7
7
110 C
24'-T
28
C5
C534
CS
13'3"
23
C2
C7
Cl
C7
15-0
30
21'-3"
33
CS
26'4"
29
13'-0"
29
10'-0"
22
10'4'
27
10'-10"
22
10'$"
27
15'-3"
24
11 D B
23'-0"
26
20'-10"
32
25'-3"
27
j24
33
12'-0"
21
12'-8"
28
10'�i
27
10'-10"
20
C1
10-1 D"
27
C7
1 S-3"
23
C5
15'-3"
30
C7
8
110 C
23'-0"
29
CS
20'-3"
32
CS
25'-3"
30
CS33
1 5-B"
24
C2
C7
Cl
C7
14-1 "
29
12'-2"
2B
--10'-6-2U
10-0„
7�
9' 9
27
10'-7'
22
10�1
27
14'�"
25
110 B
22'-1"
27
2D'-1"
33
24'-3"
27
34
CB
12'-0"
22
12'-0"
29
9-10"
21
C2
9'-10"
27
1UZ
21
C2
10'-2"
27
C7
14'-4"
23
CS
14'�"
30
C7
110C
7Z-1"
30
CS
19'T'
33
CS
CS34
C2
C7
C7
13-2"
30
24'-3"
31
C9
12'' T
24
11'6"
29
9'�"
23
Cl
9'-2
27
9' B"
23
Cl
9 4"
27
13W"
25
11013
21'4'
27
9'4'
19'�"
34
23' G'
21
2V41
35
11'-4"
22
1 V-4"
29
C7
C2
28
C7
13'-0
24
CS
13' 8"
31
C7
10,
110 C
21'�"
31
C5
1
33
C8
23'-6"
32
C5
20'-9"
34
C9
11'�"
25
C2
10'-10"
29
C7
9'-0"
23
C2
B'-9
27
9'-7'
23
8'-0"
27
12A0"
26
177"
30
1108
20'3"
28
1 B'-9"
34
22'-9"
29
20'-8"
35
1 D'-1 D"
22
10'-10"
30
9'-0"
21
9'-0"
28
B'-0"
21
C2
B'_4"
28
C7
13'-1"
2d
C5
13'-1"
$1
C7
11'
110C
20'3"
37
CS
18'-3"
34
C9
22'-9"
32
CS
C9
CS
C7
C2
C7
124.
30
20'-7'
35
1D'-10
25
1D'-0"
29
8'-T'
23
8'-0"
28
S'�"
23
T-a"
26
12'-3"
26
1108
20'-1"
28
18'-3"
35
22'-1"
29
20'-1"
36
10-0"
23
10 4"
30
B'-7"
21
S' T'
2B
T3
21
C2
T-S"
2B
C7
JZ;
24
C5
12'-'
31
C7
12'
CS
C9
CS
C10
CS
C7
C2
C7
11'-9
27
11'3
31
110 C
20'-1"
32
1T-9"
35
22-1"
33
19'-T'
35
1D' 4"
26
10'-0"
30
8'-2
23
8'-0"
2B
7'-8
23
T-1"
28
B13
14 GA STL INSERT
3
B14 12 GA STL INSERT V/
6B
615 DBL14 GA STL INSERT
Bib DBL 12 GA STL INSERTB18
N ERT
12 GA STL U-I/
D
619 12GASTL 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
TOPE
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
TOPE
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
TOPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
IPOST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
P057
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TOPE
5.
110 B
110 C
16'-0"
18'-0"
21
23
C2
18', 4"
17'3"
30
31
C7
20'-l"
2V-1"
21
24
C2
20'-1"
30
C7
25-10"
23
CS
25'-10"
32
CB
28'4"
24
CS
27'-8"
35
C10
25'-10'
23
C6
25'-10'
46
C10
32' -T
25
C6
32' 6"
49
C1D
19'-4"
32
25'-10"
26
24'-10"
34
28'A"
27
2T-0"
37
22'-11°
25
C6
22'-11'
qq
28'-11"
27
C6
28'-li"
47
6
110 B
110 C
16'-7
16'-9"
21
24
C2
16'-9"
16'-2'
29
31
C7
I VA'
18'-4"
22
25
C2
I VA"
1T-8"
30
31
C7
23'-8"
24
CS
23'-8"
32
C8
25'-1 D"
25
CS
25'-1 T
34
C10
24'-3"
24
C6
24'-3'
46
C10
30'-7'
26
06
30' 7'
51
C1D
23-0"
27
22'-9"
33
25.10„
27
24'-1D
36
21'-7°
26
C6
21'-7'
46
27'-2"
29
C6
27-T
49
T
110E
110 C
15-7"
15'-T'
22
24
15'-T'
15'-0"
29
3D
C7
1T-1"
1T-1"
22
25
CS
1T-1"
16'�"
30
31
C7
24
CS
22'-0"
32
OB
24"{}
25
CS
24'0
34
C10
23'-1'
25
C6
23-1'
49
Cl0
29'-1'
27
C6
29-1"
53
C10
22'-0"
27
21'-1"
33
24'-0
26
23'1"
35
20' 6"
27
C6
20' 6'
47
25-1D'
29
C6
25'-SO"
51
8.
110B
110 C
14'-7"
14'-T'
22
25
CS
i4'7"
14'A-
29
29
C7
16-0"
16'-0"
23
26
CS
16'-0"
30
C7
20'-T'
25
C5
20'7
32
CS
2T�
28
CS
22'-0
34
C10
22'-1"
25
C6
2T-1'
S1
C10
27' 10"
27
C6
2T-10"
54
C10
15'�"
30
20'-T'
26
1 V-9"
32
22'-T
29
21' 7"
34
19'-7°
2B
C6
19'-7'
49
24'-0'
30
06
24' W
52
g
11DB
110 C
13'-9"
13'-9
23
26
CS
13'-9"
13'-3"
30
3D
C7
15'-1"
15-1"
23
26
CS
15%1"
31
C7
19'-0"
25
CS
194"
33
CB
21'-2"
26
C5
21'-2'
35
C10
21'-2"
26
C6
21'-2"
52
C10
26'-9"
28
C6
26'-9"
56
C10
14'-0
30
19'�"
29
16'-7"
32
21'-2"
29
20' 4"
35
18'-10'
29
C6
18'-10'
50
23'-9"
31
C6
23-9•
5d
10'
110B
110 C
1TA"
13'-1"
23
26
CS
13'-1"
12'7"
30
30
C7
14'-3"
24
CS
14'-3"
31
C7
16'4'
26
C5
18'�"
33
C8
20'-1"
27
CS
20'-1"
35
C10
20'-6'
27
C6
20'-6'
53
C10
26-10'
29
C6
25'-i0"
57
C10
le-S,
27
13'•9"
31
18'4"
29
17,3„
33
20.7"
30
19'�"
35
18'-2"
30
06
16'-2°
51
22-11'
32
CS
22'-11"
55
11'
110 B
110 C
12'-0"
12'-0
24
26
CS
12'-0"
12'-0
31
30
C7
13'-0"
73' 8"
24
27
CS
13'-8"
13'-1"
31
31
C7
IT-T,
17'-T'
26
30
CS
17'T'
16'-1D"
34
33
C8
19'-2"
27
CS
19'-7'
36
CIO
19'-10°
27
C6
19'-10'
54
Cl0
25'-0'
29
C6
25'-0"
58
C10
19'-7'
3D
16'-0
35
17'-7°
30
C7
1TT
52
71'_2'
33
C7
22 7
r�
IT
110 B
12'-0"
24
CS
12'-0"
31
C7
13'-1"
25
CS
13'-1"
32
C7
16'-9"
27
CS
16'-9"
C9
28
CS
18' 4"
36
C10
1 T-3"
28
C6
19'-3'
55
C10
24'-3'
30
C6
24'-3"
59
C1D
110C
12'-0"
27
11'-S
31
13'-1"
28
12'-7"
32
16'-9"
30
16'-2"
34
18'-0"
31
1T-T
36
IT-1"
31
C7
17'-1'
53
21'7'
33
C7
21'7"
57
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
DATE SIGNED: July 8, 2019
1Z.1drh"i TCL
26030 ACERO, SUITE 200
MISSIONMEJO, CA 92691
949.305.11501 FAX 949.305.1420
EXPIRES ON: JUNE 30, 2020
I�f REVISIONS
MARK RKI 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 LUSL, 110 MPH
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 8/S7.1
2- IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS W/ THOSE SPECIFIED IN THE TABLES SHOWN.
S8.10.1
ATTACHED & FREESTANDING SLID COVERS - 10 PSF SNOW LOAD OR LIVE LOAD -110 MPH M EXP. B & C
6.5" ROLLFORM 62 MAG BEAM 63 4" I -BEAM 64 4.5" MAG GUTTER 85 12 GA STL'UCHANNEL 87 ABEAM
a
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIND
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
(POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
WIDTH
EXP
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
ON)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
ON)
TYPE
SPACING
(IN)
TYPE
SPACING
ON)
TYPE
SPACING
(IN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
5'
110 B
11'-9"
1 B
C1
l V-9
26
C7
1014,
17
Cl
9'$"
25
C7
13W"
19
Cl
12'-4"
27
13'-3"
19
12'-7
27
13' 4"
19
12'-10"
27
23'-4"
22
21'-3"
31
110 C
11 9
20_
11'-4"
2B
10'-0"
i9
9'-2"
26
13'-T'
21
12'A"
28
C7
13'-3"
21
Cl
11'-91
28
C7
12'-3"
5
C7
11'-10"
20
C7
23'-4"
25
C5
20'-g"
33
C7
6
110 B
la-g.
18
C1
10'-9"
26
C7
9'-9"
18
Cl
8'-10"
24
C7
12'-V'
19
C7
11'-8"
28
12'-7'
19
11'-6"
26
12'7"
19
11'-6'
26
22=0"
23
-
2D'-0"
30
110 C
10-9"
21
9'-9"
20
8'�"
26
12'-9"
22
11'�"
2B
17-7'
21
11'-7'
28
10'�"
27
C7
Cl
C7
11'-3"
21
Cl
11'-0'
2B
C7
22'-0"
26
C5
19'3"
32
C7
7
110B
17-0"
19
Cl
1U-T
26
C7
9'-3"
18
Cl
8'-0"
25
C7
12'-2"
20
C1
lV-l"
26
11'-3"
20
10'-1D"
26
12'-0"
20
11'-0"
26
2D'-10"
24
19'-0"
30
110C
10'-0"
21
9'-8"
27
9'-3"
21
B'-3"
26
12�_2'
23
10_9,.
27
C7
11�_3'
2
Cl
10,T,
27
C7
1V-4"
21
C1
1D,_2"
27
C7
20'-10"
27
C5
18'T'
32
C7
8'
110 B
9' 4'
19
C1
9'-4"
26
C7
8'-10"
19
Cl
8'-2"
25
C7
1 V4,
21
C2
10'-7"
27
10'-T'
20
1014,
27
11'-0"
21
10'-0"
27
2V-1"
25
18'-2"
31
110C
9'-4"
22
9'-1"
26
8'-1D
21
7'-fU,
25
1V-8"
23
10'-0"
27
C7
10'-7'
23
C1
10'-7'
27
C7
9'-9"
22
C2
9'-7"
27
C7
20'-1"'
28
C5
17'-9"
31
C7
9
110 B
8'-10"
20
Cl
W-70"
27
C7
8'-T'
19
Cl
T-9"
26
C7
11'-1"
21
C2
10'-2"
28
10'-0"
20
10'-0"
27
1 V-D"
21
10'-1"
28
19'-2"
25
17'-0"
32
110 C
6'-10"
22
8'-T'
26
8 7
22
7'-T'
26
11'_1„
24
10'-0"
27
1p'-0
23
9'-7'
27
C7
C1
C7
9'-2
22
C2
9'-0"
27
C7
19'_2-
28
C5
17,_1„
32
C7
10'
11D B
B' 6
20
Cl
B' 6
27
C7
8'-3"
20
C1
7'-T
26
C7
10'-8
22
C2
9A0"
28
5-0"
21
9'-0"
28
10'�"
21
9-9
2B
18'-3"
26
16'-10"
32
110 C
6'-0
23
8'-1"
27
87
22
7'4"
27
1U-6'
24
V-7"
2g
9'-0
29
C7
C2
9-2
28
C7
8'-9
23
C2
6'-T'
27
C7
18'-3"
29
C5
1B' S'
32
CB
11'
110 BW
21
C2
B'-1"
27
C7
8'-0"
20
C1
7'-4"
27
C7
10'-0"
22
C2
9'-T'
29
C7
110 C23
T-9"
28
8'-0"
23
7'-7'
2B
10'-0'
25
C2
C7
C2
C7
C5
CB
12'
110 B7-4'
21
C2
7'-6"
28
C7
7'-T'
21
C2
C7
C5
110 C24
T-0"
2B
7'-7
23
7'-0"
28
9 7"
25
9' 1"
29
C7
B'-g"
24
C2
8'�"
2B
C7
g'-0"
23
C2
T 10"
28
C7
16'$"
C5
15' 7
33
CB
AM
B7 (1)IC'"EIN INSERT
AM
B8 (2)'C"EINSERT
68 DBL2x6.5x0.042
81D DBL2x6.5x0.032
3x8x0.042
S
812 DBL3x8x0.042
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
PbST
POST
FTG
(POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP
SPACING
ON)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
ON)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
QN)
TYPE
SPACING
(IN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(BRAN)
(SPAN)
(SPAN)
(SPAN)
5
11 D B
26 -9
23
C5
""
32
C7
29'-6"
24
C5
26'-1 D"
33
CU14
20
Ct
1""
29
1 T-2"
19
13'-7'
27
13'-0"
19
13'-8"
27
19'-3"
21
19'-3"
30
115C
ZBA
26
23'-0"
34
C8
29'6"
27
26'-7'
35
C22
15' 3"
30
C7
12'-7'
21
Cl
12'-3"
25
C7
12'-10"
21
G1
12'-7'
29
C7
18'-1"
23
C2
17'3"
31
C7
6
110 B
25-3
24
C5
23'-0"
31
C7
27'-9"
25
C5
25'-3"
32
C
20
14'-7"
28
12-1"
19
12'-1"
27
12' 6
19
12'�'
27
17 7
22
17'-T'
29
110 C
25'-3"
27
22'-0"
33
CB
27'-9"
28
24'-T'
34
C23
C1
14'-0"
29
C7
11'•5'
21
C1
11'-2'
28
C7
11'-9"
21
Cl
11'-6"
2g
C7
16'-0
24
C2
1g,_1„
31
C7
7
24'-T
25
CS
21'-9"
32
C7
26'�"
26
C523'�"
24'-0'
3221
C23
C2
13'-0"
2B
11'-2"
2D
11'-7'
27
11'-7"
20
11'-T'
27
16-3"
22
16'-3"
29
24'-0"
28
21'_3"
33
C8
26'4"
29
34
13'-0"
29
1D S„
2?
10'4"
27
C7
C1
C7
10'_1D"
22
C1
1D'_g"
27
C7
15'_3"
24
C2
15'-0"
3DC7
8
23'-0"
26
C5
20'-10"32
CB
25'-3"
27
CS
23'-0"
3321
C24
C2
12'-8"
28
C7
10'-0"
2U
10'-0"
27
10'-10"
20
10'-10'
27
15'-3"
23
15'-3"
30
20._3"
32
25'_3"
30
224'
33
12'_2"
29
10,-0„
22
9.9.
27
F10
23'-0"
29
C7
C7
1D'_2
22
C1
10'_D"
27
C7
14'-0"
25
C5
14'_9'
29
C7
22'A"
27
C5
20'-1"
33
CB
24'-3"
27
C5
22'-1"
34
C8
12'-0"
22
C2
12'-0"
29
9'-10"
21
C2
9'-10"
27
10'-2"
21
C2
1 D'-7'
27
14'-4"
23
14'�"
30
27-1"
30
C7
C7
C7
13'7"
25
C5
13' 2"
30
C7
19'7"
33
24'-3"
31
21'-7"
34
C9
12'-T
24
11'-6..
29
9'4"
23
C1
9'-7'
27
9' 8"
23
C1
9'�"
27
10'
21' 4"
27
C5
19'�"
34
CB
23' 6"
28
C5
21'-4"
35
C9
11'<1"
22
C2
11'-0"
29
9' 4"
21
9' 4"
2B
9'-2"
21
9'-2"
2B
13'-B"
24
13'-B"
31
110 C
21'-4"
31
1 B'-1 D'"
33
23'-0"
32
2T-9"
34
11'_"
25
1 D'-10"
29
C7
9'-D"
23
C2
8'-9"
27
C7
9'-2"
23
C2
B'-0"
27
C7
12'-1 D
26
C5
12'-7"
30
C7
11'
110B
20'-6"
2B
C5
18'-9"
34
C9
27-9"
29
C5
294'
35
C9
10'-10"
22
C5
1D'-10"
30
9'-0"
21
9'-0"
28
8'11"
21
B'4"
2B
13'-1"
24
13'-1"
31
18'-3"
34
22'-9"
32
2D-2"
35
10'-10"
25
10'�"
29
8'7"
23
116 C
20'-0"
31
C7
C2
C7
C2
C7
C5
C7
12'
11D B
2D'-1"
28
C5
18'-3"
35
C9
27-1"
29
C5
2D 1"
36
C10
10'-0"
23
C5
1D'�"
30
8'-7"
21
110 C
20'-1"
32
C7
C2
C7
C2
C7
C5
11' 6
31
C7
1T --
35
22'-1"
33
19-T'
35
10'4
26
8'-2"
23
8'-0"
28
7' e
23
T-1"
2B
11'-9"
27
3 V/
B13
14 GA STL INSERT814 B15 DBLB14 GA STL INSERT 816 DB B12 GA STL INSERT618 12 GA STL U-IN E,RT 619 1D2 GA STL U-INS RT
12 GA STL INSERT
ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED I FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING
TRIB
WIND
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
WIDTH
EXP
SPACING
ON)
TYPE
SPACING
0N)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
OM
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
110 B
18' 4"
21
C2
18'-0"
30
C7
20'-1"
21
C2
2U-1"
3D
C7
25'-10"
23
C5
25'-10"
32
CB
2>� 4
24
27'-0"
35
25'-10'
23
C8
25'-1 T
46
32'-T
25
C6
32'-0"
49
710 C
iB'�"
23
1T8
31
CS
27,-0
37
C10
C10
C10
20-1'
24
19'-0"
32
25, IT
28
24-10"
3d
2B 4"
27
ZZ-11'
25
C6
22'-11'
44
2B'-11"
27
C6
28'-11"
47
t?
110 B
i 8'S"
21
C2
16'-9"
29
C7
1 B'-4"
22
C2
18'-4"
30
C7
23'3"
24
C5
23'-B"
32
25-1 D"
25
25'-10"
34
24'-3"
24
C6
24'-3'
48
30'-T
26
C6
30'-T
51
11D C
18'•9
24
CB
C5
24'_1p"
36
C10
C10
C10
16'-7'
31
16,"
25
1T-B"
31
23'-0"
27
27-9"
33
25'_1p"
27
21'7"
26
C5
21'-7"
46
27'-2"
29
C6
2T-2°
48
T
110 B
15-7
22
C2
7517'
29
C7
1T-1"
22
C5
17'-1"
30
C7
22'-0"
24
C5
22'-0"
32
24'-0"
25
24'-0"
34
23'-1"
25
C6
23'-1'
49
29'-1'
27
C6
29'-1"
53
11D C
i5T'
24
CB
C5
2T-1"
35
C10
C10
CID
15.0"
30
17-1"
25
16'-0"
31
22'-0"
27
21'-l"
33
24'-0"
28
20'-6"
27
C6
20'-0'
47
25'-10"
29
C6
26-10"
51
8
110 B
14'-7"
22
C5
14'-T'
29
C7
16'-0"
23
C5
16'-T
30
C7
20'-7'
25
C5
20'-7"
32
CB
22'-0"
26
22'-0"
34
22'-V
25
C6
22'-1'
S1
27'-10"
27
C6
2T-10"
54
110 C
14'7"
25
14'-1"
29
16-0"
26
15'4"
30
20'-T'
2B
19'-9"
32
2Z-
29
C5
21 T,
34
C70
19'7"
28
C6
1V-7'
49
C10
24'-B"B""
30
06
24'-
52
C10
9,
110 B
13'-9"
23
C5
13-9"
30
C7
15'-1"
23
C5
15'-1"
31
C7
1914,
25
C5
19'4'
33
21'-2'
26
21'-7'
35
21'-2"
26
C6
21'-2'
52
26'-9"
28
C6
25-9"
56
CB
C5
20'4'
35
C10
C10
C1D
110 C
13'-0
26
13.3
30
15-1"
26
14'-6'
30
19'14"
29
18'-7"
32
21,_7,
29
18'-10'
29
C6
18'-10'
50
23'-9"
31
C6
2V-9"
54
10'
110 B
13'-1"
23
C5
73-1"
3D
C7
14'-3"
24
C5
14'-3"
31
C7
18'4"
26
C5
18'�"
33
C8
2U-1"
27
20'-l"
35
2D-6'
27
C6
2D'-0"
53
25-10'
29
C6
25'-1D"
57
110 C
13'-1"
26
12=T'
30
C5
19,�„
35
C10
CID
C10
14'-3"
27
13'•9"
31
1814,
29
iT-8"
33
20'-l"
30
18'-2"
30
C6
18'-2'
S1
22'-11"
32
C6
22'-11"
55
11'
110 B
12'-0"
24
C5
12'3"
31
C7
1 T-8"
24
C5
13'3"
31
C7
17'-7'
26
C5
17'-7"
34
19'-T
27
19'-7'
36
19'-1 p'
27
C6
19'-10'
54
25'-0'
29
C6
26-0"
58
110C
i2'-8"
26
C8
C5
18'6
35
C10
C10
C10
12'-0'
30
1&-v
27
13'-1"
31
17'-7'
3p
16'-1D"
33
19'-7'
30
17'-7°
30
C7
1T-7'
S2
�_2'
C7
22'-2"
56
12'
110 B
12'-0
24
C5
12'4'
31
C7
13'-1"
25
C5
13'-1"
32
C7
16,4,
27
CS
16'-9"
34
18'�"
20
18' 4"
36
19'-3"
28
C6
IY3'
55
24'-3'
0
J333
C6
24'-3"
59
11D C
IT -a'
27
176--
31
C9
C5
010
C10
C10
13'-1"
28
12'-7"
32
16'-9"
30
16'-2"
34
18'�"
31
17'-B"
36
17'-1"
31
C7
1T-1-
53
2V-7'
C7
21
y7
NOTES:
1 - WHEN THE PAT10 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 8IS7.1
2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS W1 THOSE SPECIFIED IN THE TABLES SHOWN.
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
1 C
4gpFEss
16.
S585
9TF
OF CA`'��`
DATE SIGNED: July 8, 2019
V: W�z
� � � �
26030 ACERO, SUITE 200
MISSION.VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
SAP
mo
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB # DA02-02
DATE 071OB119
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
SOLID COVER STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LUSL, 110 MPH
S8. 10.1
TABLE 3 - (MAX WIND SPEED: 130MPH, EXP C)
MAXIMUM POST SPACING WHEN PATIO COVER
IS INSTALLED ON SLAB ON GRADE
ROLLED FORMED PANS (RF)
IRP
LL/GSL(psf)
GSL(psf)
LL/GSL(psf)10
psf
20 psf
25 psf
30 psf
10 psf
20 psf
kTRI
13'-7"
11'-0"
10'-4"
9'-0"
12'-6"
10'-0"
11'-4"
9'-9'
9'-0"
8'-4'
10'-5'
8' 9"
91-81,
9.0.E
8'-0"
7%6"
9'-0'
8'-W
8'
8'-6'
8'-6'
T-6^
7'-0"
T-10"
7%6"
9'
7'•7"
8'-0"
7'-0"
NP
T-0`
7`1"
10,
6'-9"
7'.6"
NP
NP
6'-3"
6'-6"
11'
6'4"
7'•0'
NP
NP
51•8"
6'-0"
12'
1'-9"
6' -6"
NP
NP
5'-3"
5'-6"
NOTES:
1- "NP" I NDI CATES THAT A FOOTING IS REQUIRED, AND THE PATIO
COVER CANNOT BE SUPPORTED ON ASLAB ON GRADE.
2 -FOR LIVE O R SNO W LOADS HIGHER THAN TH E O NES SHOWN ON
THIS TABLE, A FOOTING IS REQUIRED AND THE PATIO COVER CANNOT
BE INSTALLED ON SLAB ON GRADE.
TABLE 4 - (MAX WI ND SPEED:130MPH, EXP C)
MAXIMUM TWO POST ATTACHED STRUCTU RE W I DTH
WHEN PAT10 COVER IS INSTALLED ON SLAB ON GRADE
TRIB
WIDTH
H
ROLLED FORMED PANS (RF)
IRP
LL
GSL(psf)
LL/GSL(psf)
(ft)
SO psf
20 psf
25 psf 1
30 psf
10 psf
20 psf
5
27'-2"
22'-0"
20'-B"
18'-0"
25'-0"
20'-0"
6
22'•8`
19'-6"
18'-0"
16'-8'
21'-0"
1T-6"
7
19'-4"
18'4"
16'-0"
15'-0"
18'-0"
16'-0"
8
17'-0"
17'-0"
15'-0"
14%0"
15'-8"
151•0"
9
15'-2"
16'-0'
14'-0"
NP
14'-0"
14'-0"
1D
13'.6-
15'-0"
NP
NP
12'f"
13'-0"
11
12'A"
14'-0"
1 NP
NP
11'-4"
12'-0"
12
11'-4"
13'-0"
NP
NP
10'-6"
11'-0"
9 T BRACKET CONNECTION
TO SLAB ON GRADE 1"=1'-0"
O OO ::t I.ASTM A500 GRADE B
`P - N
Oo Oo NSERT TO
PLAN 3 6" BASE PL
3" STEEL POST
=_ �THICK MIN
HSS
Q HSS INSERT
�^I ��(3) 3'4"0 BOLTS
1 r10" SO.x 5" BASE PL
T.O.C.
NOTES: ELEVATION
1. THIS BRACKET IS TO BE USED WITH POST TYPE C7, C8 & C9, AND WITH C6
(WHEN FOOTING SIZE IS 25" OR LARGER).
2. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
3. INSTALL 1Y4 x IN x K HDG WELDED WASHER PLATE WHEN HOLE DIAMETER IS
MORE THAN Ya" BIGGER THAN ANCHOR BOLT DIAMETER.
4. THIS BRACKET CAN ALSO BE USED FOR POST TYPE C2, C5, OR C6 (ALL
FOOTING SIZES) SEE TABLE 2 ON S7.1 AND 7/S7.1 FOR ANCHORAGE
REQUIREMENTS.
D4STEELFPOST SLEEVE
OR POSTS C% CT, C8, C9 3"=V-0"
3" STEEL OR T / 'CENTERLINE OF 'P
T11
/ BRACKET TO BE ARALLf1
ALUMINUM POST TO HOUSE WALL
ALUM ALLOY 6067rT8
2
SMS
OR
}----•;• OR TEK EK SCREWS,
I EA. SIDE, TYP.
0
N I I W0 HOLE EA SIDE
i Q.QaS T1P. i
0.750"
5.662" TYP.
NOTES:
1. BRACKET LENGTH IS 2.75"
2. THIS BRACKET IS TO BE USED WITH POST TYPE Cl. WITH OR WITHOUT
SIDE PLATES PER SP3 OR SP4.
3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
4. INSTALL 14 x 1Y x K HOG WASHER PLATE AT ANCHORS FOR 130 MPH
ALUMINUM T-BRACKET
FOR POST Cl 3"=1'-0"
ALUM ALLOY 6063 T6
4-114 SMS
FII OR TEX SCREWS,
SIDE,
EA SIDE, TYP.
I I %"0 HOLE EA. SIDE
j 0.094' TYP. I
0.750"
5.50" TYP.
NOTES:
1. BRACKET LENGTH IS 2.75".
ADJACENT GRADE
I
'7' BRACKET PER 1/S7.2,
2. THIS BRACKET IS TO BE USED WITH POST TYPE C2 OR C5, WITH OR
WHERE OCCURS
2/S7.2 OR 3/S7.2
WITHOUT SIDE PLATES PER SP3 OR SP4.
3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
6' M1N.
SEE NOTE 6
EXISTING OR NEW SLAB ON
F-GRADE. fc=2,500 PSI MIN.
4• INSTALL 1J�x 1J¢xJ6 HD�WASHER PLATE AT ANCHORS FOR 130 MPH.
5. STEEL T-BRACKET PER 3 S7.2 CAN BE USED IN UEU OF THIS BRACKET.
i
� d
7211;_�'1101`
SEE NOTE 6
SLAB BOLTS PER TABLE 2 ON 4/S7.1
WHERE OCCURS
NOTES:
1. THIS DETAIL CAN BE USED WITH POST TYPES Cl, C2, C5, OR C6.
2. TABLES 3 AND 4 IN THIS DETAIL CAN BE USED FOR FREESTANDING
STRUCTURES AND/OR COMMERCIAL APPLICATIONS, BUT THE STRUCTURE
CANNOT BE INSTALLED ON A SLAB ON GRADE AND REQUIRES A
FOOTING PER SB.xx.x.
3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C10 & Cl I.
4. SEE "SLAB ON GRADE USED AS A FOUNDATION SYSTEM" NOTES ON
GO.1 FOR MINIMUM OVERALL DIMENSION OF SLAB AND ACCEPTABLE
CRACKING AND CONTROL/EXPANSION JOINTS CRITERIA
5. WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
(RESIDENTIAL APPUCATIONS ONLY), THE MAXIMUM POST SPACING IS
THE LOWEST OF THE "MAX POST SPACING (SPAN)" SHOWN ON S8.XX.1
AND THE MAXIMUM POST SPACING SHOWN IN TABLE 3.
6. SEE NOTE 2 ON 4/57.1 FOR ALTERNATE
7. THIS DETAIL CAN ONLY BE USED IN AREAS WITH A FROST DEPTH
EQUAL TO ZERO.
8. SEE "GENERAL NOTES - SLAB ON GRADE USED AS A FOUNDATION
SYSTEM' NOTES ON GO.1 FOR MORE INFORMATION.
ALUMINUM T-BRACKET
FOR POSTS C2, C5
4.00"
ASTM A500 GRADE B
0.75"
TYP 4-W6"O HOLESyy
1.75°
O
1-7WO & 2-W
O N
HOLES, TYP EA SIDE
6 0 _ _
It
"' O O O O
CENTERLINE OF
T" BRACKET TO
PLAN 2 OO't
PARALLEL TO
-
3.50" 11.00'.
HBE
OUSE
TYP
n 2-3(6"0 HOLES FOR
X''0 M.B. TYP.
cV
c
ELEVATION ---
NOTES:
1. THIS BRACKET IS TO BE USED WITH POST TYPE C6 WHEN FOOTING SIZE
IS 29 OR SMALLER, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4.
2. BRACKET CAN ALSO BE USED WITH POST TYPE C2 OR C5 PER TABLE 2
ON S7.1 AND 2/S7.1
3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
(�)
STEEL T-BRACKET
FOR POST CB 3"=1'-0"