BPAT2019-005578-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Permit Type/Subtype:
Application Number:
Property Address:
APN:
Application Description:
Property Zoning:
Application Valuation:
c&t!t 4 �P Qu&M
DESIGN & DEVELOPMENT DEPARTMENT
BUILDING PERMIT
PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN
BPAT2019-0055
43695 TAURUS CT
609560040
WEDDLE / 462SF TRELLIS DURALUM (PATIO COVER SOUTH SIDE YARD
$6,000.00
Applicant: PD
SOCAL POOLS AND PATIOS DBA KELLY'S POOL
83296 FLORAL COURT
INDIO, CA 92201
SP.P 12 2019
CITY OF LAQUINTA
DESIGN & DEVELOPMENT DEPARTMENT
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9
(commencing with Section 7000) of Division 3 of the Business and Professions Code, and
my License is in full force and effect.
License Class: D35, D03 License No.: 104¢879
Date: U 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).:
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that he
or she did not build or improve for the purpose of sale.).
(_) I, as owner of the property, am exclusively contracting with licensed contractors to
construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State
License Law does not apply to an owner of property who builds or improves thereon,
and who contracts for the projects with a contractor(s) licensed pursuant to the
Contractors' State License Law.).
(_) I am exempt under Sec. . B.&P.C. for this reason
Date: Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's
Lender's Address:
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 9/12/2019
Owner:
DAVID WEDDLE
PO BOX10418
PALM DESERT, CA 92253
Contractor:
SOCAL POOLS AND PATIOS DBA KELLY'S POOL
83296 FLORAL COURT
INDIO, CA 92201
(760)808-0267
Llc. No.: 1040879
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
_ I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My workers' compensation insurance carrier and policy number are:
Carrier:I cPT Policy Number: _
ertify 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; Applicant: F"
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 behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit issued
as a result of this application , the owner, and the applicant, each agrees to, and shall
defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not
commenced within 180 days from date of issuance of such permit, or cessation of work
for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the above -
mentioned property for inspection purposes.
Date: L Signature (Applicant or Agent):
Date: 9/12/2019
Application Number:
BPAT2019-0055
Property Address:
43695 TAURUS CT
APN:
609560040
Application Description.
WEDDLE / 462SF TRELLIS DURALUM (PATIO COVER SOUTH SIDE YARD
Property Zoning:
Application Valuation:
$6,000.00
Applicant:
SOCAL POOLS AND PATIOS DBA KELLY'S POOL
83296 FLORAL COURT
INDIO, CA 92201
Owner:
DAVID WEDDLE
P0BOX 10418
PALM DESERT, CA 92253
Contractor:
SOCAL POOLS AND PATIOS DBA KELLY'S POOL
83296 FLORAL COURT
INDIO, CA 92201
(760)808-0267
Llc. No.: 1040879
Detail: 462SF TRELLIS PATIO COVER AT SOUTH SIDE 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
CITY
AMOUNT
PATIO COVER, STD, OPEN
101-0000-42404
0
$107.27
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$105.66
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $212.93
DESCRIPTION
ACCOUNT QTY
AMOUNT
RECORDS MANAGEMENT FEE
101-0000-42416 0
$10.00
Total Paid for RECORDS MANAGEMENT FEE: $10.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.78
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.78
DESCRIPTION
ACCOUNT
QTY
AMOUNT
TECHNOLOGY ENHANCEMENT FEE
502-0000-43611
0
$5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00
o�.
N
6 s�4c-fni
� � 2
- --- �®® "T
-- G
-T�-
D
S
BUILDING DIVISION
REVIEWED FOR
CODE . .
iT
Mo
comdev
From: Kelly Lambeth <kelly@socalpoolsandpatios.com>
Sent: Thursday, August 29, 2019 4:10 PM
To: comdev
Subject: Fwd: Regarding your estimate
EXTERNAL: This message originated outside of the City of La Quinta. Please use proper judgement and caution when opening
attachments, clicking links or responding to requests for information.
Get Outlook for Android
From: wedsurv@aol.com <wedsurv@aol.com>
Sent: Monday, August 19, 2019 6:05:34 PM
To: Kelly Lambeth <kelly@socalpoolsandpatios.com>
Subject: Re: Regarding your estimate
Good evening Kelly -
I was actually looking for your E-mail in this regard and there you are!
We would like to go with Estimate #1197, for the amount of $8,793.00, which is the estimate for running the Lattice
parallel to the house.
As we touched base on when we met, I would also like to add in lighting and possibly power outlets, and understand it
would be an extra to the estimate.
Accept this E-mail as authorization to proceed per Estimate #1197.
I would like for us to meet again to go over the layout and discuss adding the electrical services I mentioned.
Appreciate it and look forward!
Best regards,
Dave
David L. Weddle
760-641-6933 cell
In a message dated 8/19/2019 1:12:33 PM Pacific Standard Time, kelly@socalpoolsandpatios.com writes:
Hi Mr. Weddle,
1
It was a pleasure meeting with you. I sent your estimate on 8/15 as per your
request. Let me know if I can answer anymore questions for you. Thank You for the
opportunity in possibly considering us for your project needs.
Kelly R. Lambeth
SoCal Pools And Patios
(760) 625-8342
www. soca l n oolsan dpatios.com
ta Q"(ra
— ,Ni nf,b, 1)ES E RT —
Project Address:
APN #:
Applicant Name:
Address: 0 3 Z /6
City, ST, Zip: LA
Telephone:
Email: L)
7�/ J r
PERMIT # GbPAT "M "00%W
PLAN LOCATION:
Project Description: Pool, Remodel, Add't, Elect, Plumb, Mech
Valuation of Project $---L_, o�U
Contractor Name:Q��
New SFD Construction:
Address: 02,2
Conditioned Space SF
City, St, Zip
Telephone: 4 V /_-
V
Z
Garage SF
Patio/Porch ��2 SF
Email:
State Lie: City Bus Lie:
Fire Sprinklers SF
Arch/Eng Name: �L, — 1� - --
41
Construction Type: Occupancy:
Address: 'Z(, 3-Zc,,o
Grading:
City, St, Zip ;M; zC
Telephone: (�(�q -
Bedrooms: Stories: # Units:
Email --
State Lie: City Bus Lie:
Property Owner's Name: fjj4ok
Address: yPcl
ti
City, ST, Zip G�
Telephone: 7 60 16-H 3'3
Email: f a%0) WA )L.C:C3�
New Commercial / Tenant Improvements:
Total Building SF
Construction Type: Occupancy:
78495 CALLE TAMPICO
LA QUINTA, CA 92253
760-777-7000
PATIO OVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
POINT OF CONTACTS GENERAL NOTES
DRAWING NOTES:
e.A
1. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENTTHE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL
SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES
INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW: 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
'gwVEEN!i'!7 SHALL BE NO DEVIATION FROMTHE APPROVED PLANS AND SPECIFICATIONS WITHOUTAN APPROVED CHANGE ORDER.
('CONTRACTORS: PLEASE CONTACT DURALUM 26030 ACERO SUITE 200 PHONE: (949) 3D5-1150
BUILDING DEPARTMENTS: PLEASE CONTACT 4STFL ENGINEERING MISSION VIEJO, CA 92691 FAX (949) 305.1420 MATERIAL SPECIFICATIONS:
HOMEOWNERS: PLPASEREQUEST ANY INFORMATIONTHROUGH YOUR CONTRACTOR 1. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDEDTHEYARE REGISTEREDWITHTHEALUMINUMASSOCIATIONANDHAVEEQUALORGREATERYEILDANDULTIMATE
STRUCTURAL ENGINEER OF RECORD: DUSTIN K. ROSEPINK, SE 5885 STRENGTHS
POINT OF CONTACT: MARIE-DOMINIQUE SETA. SE 5787 2. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF2,500 POUNDS PERSQUARE INCH.
3. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TOA500GRADE B. ROLL FORMED STEEL MEMBERS SHALL CONFORM TOA653-SS (STRUCTURALSTEEL)GRADESOG60.
DESIGN PARAMETERS 4. BOLTS: ALUMINUM BOLTS SHALL BE 202444; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS.
S. SCREWS: ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS ISMS) IN CONFORMANCE WITH ICC-ES ESR 1976, ICC-ESR 3006, OR APPROVED EQUAL
GOVERNING CODES: 6. FASTENERS TO WOOD: WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE 201S NATIONAL DESIGN SPECIFICATIONS, INCLUDING PRE -DRILLING OF HOLES.
THEDESIG OOFATTACHEDANDFREESTANDINGCOVERSSHOWNINTHISREPORTCOMPLIESWITHTHEFOLLLOWINGCODES: 7, POST -INSTALLED ANCHORS: POST -INSTALLED ANCHORS USED SHALL BE SIMPSON STRONG TIE STRONG BOLT 2, STAINLESS STEEL(ICC-ESR 3037) OR EQUAL
-2012/2015/2018 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, B. ALL COMPONENTS MANUFACTURED OR SUPPLIED BY DURALUM AND DESCRIBED IN THIS DOCUMENTS ARE INTERCHANGEABLE, PROVIDED THEY ARESELECTED APPROPRIATELYTO SUPPORTTHE LOADING
- 2013/2016 CALIFORNIA BUILDING AND RESIDENTIAL CODES, THEY ARE SUBJECT TO.
-ASCE/SEI7-10 and 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 9. THE SELF WEIGHT OFTHE PA110 COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECTION PROPERTIES THE SOUD COVERS VARY IN WEIGHT FROM ABOUT S PSF TO ABOUT3 PSF.
- 2015 ALUMINUM DESIGN MANUAL 10. ROOF INSULATED PANELS (WHERE OCCURS). SEE S3.2
LIVE LOADS DESIGN PARAMETERS:
TT15THE J6P6NSI8LLITYOFTHE NTITYSUBMITTINGTHEDRAWINGSFORTHISPROJECTTOVERIFYLIVELOADSWITHTHELOCALAUTHORITYHAVINGJURISDICTION SOLAR PANEL INSTALLATION:
1. IN RESIDENTIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN AS 10 PSF PER RC / CRC APPENDIX H, SECTION AH105.1 OR IBC / CBC APPENDIX 1, SECTION 105.1. INSTALLATION OF SOLAR PANELS ON TOP OF THIS STRUCTURE HAS SPECIFIC REQUIREMENTS. PLEASE CONTACT DURALUM PRIOR TO ORDERING THE PARTS AND SUBMITTING DRAWINGS TO LOCAL AUTHORITY HAVI NG
2. IN COMMERCIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BE TAKEN AS 20 PSF PER IBC / CBC CHAPTER 16 JURISDICTION.
WIND SPEED DESIGN PARAMETERS: FOOTINGS:
1. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS"OPEN STRUCTURES," IN ACCORDANCE WITH ASCE/SEI7. 1. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOILOR CERTIFIED FILL
2. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL, UNLESS SPECIFICALLY DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER. • 2. DESIGN VERTICALSOIL BEARING PRESSURE IS 1,500 POUNDS PER SQUARE FOOT.
3. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI7, SECTION 26.2, UNLESS SITE SPECIFIC ENGINEERING 15 PROVIDED VALIDATING THE WIND LOAD USED 3. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER TABLE 1806.2 AND SECTION 1806. 3.4).
4. TH�DA�C WIND SPEEDS CONSIDERED IN THIS REPORT ARE 110,120,130 MPH, EXPOSURES BANG C (BASED ON THE 2012 IBC, 2015/20181BC/IRC, AND 2013/2016 CBC/CRC). 4. THE BOTTOM OF FOOTINGS SHALL EXTEND BELOW THE FROST DEPTH. CONTRACTOR TO VERIFY FROST DEPTH WITH AUTHORITY HAVING JURISDICTION.
5, FOR USE WITH THE 20121RCAND 201aCRC, DIVIDE THE ABOVE MENTIONNEDWIND SPEED$BYSORT(0.6).
CBC /IBC WIND SPEED 110 MPH 120 MPH 130 MPH SLAB ON GRADE USED AS A FOUNDATION SYSTEM:
PEQUIVALENT CRClIRC WIND SPEED 1 85 MPH 93 MPH 101 MPH iN ACCORDANCE WITH IRCICRC APPENDIX H, SECTION AH105.2, AND IBC/IRC APPENDIX I, SECTION 1105.2, IN AREAS WITH A FROST DEPTH EQUAL TOZERO, ATTACHED COVERS FOR RESIDENTIAL USE MAYBE SECURED
TO AN EXISTING CONCRETE SLAB PROVIDED THE FOLLOWING:
EXAMPLE: IF 20121RC OR 2013 CRC WIND SPEED IS 85 MPH, THE PATIO COVER CONSTRUCTION SHALL BE BASED ON 85 MPH / SQRT(0,6) =110 MPH. 1. THE SLAB ON GRADE IS AT LEAST 3112INCHES THICK
2. THE MAXIMUM DEAD AND LIVE/ SNOW LOAD AT EACH COLUMN IS 750 POUNDS,
SNOW LOADS DESIGN PARAMETERS: 3. THE SLAB ON GRADE SHALL BE A MINIMUM OF 10'-0" WIDE BY THE MAXIMUM COLUMN SPACING MEASURED AT THE COLUMN. WITHIN THIS AREA, THERE SHALL BE NO CRACKS WIDER THAN 1/4" OR
IT 15 THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJ ECTTO VERIFY SNOW LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION CONTROL/EXPANSION JOINT DEEPER THAN 1/2".
1. GROUND SNOW LOADS Pg ARE LISTED IN THE TABLES OF THIS REPORT. FLAT ROOF SNOW LOADS Pf WERE USED TO GENERATE THOSE TABLES, PER ASCE 7 EQUATION 7.3-1, USING Ce=1.0 AND Ct=1.2. THE FOLLOWING 4, THERE SHALL BE A 6" MINIMUM DISTANCE BETWEEN ANY ANCHOR BOLT AND A SLAB EDGE, CRACK WIDER THAN 1/32- OR CONTROL/EXPANSION JOINT DEEPER THAN 11r.
TABLE CAN BE USED TO DETERMINE THE D !GN SNOW LOADS USED IN THE 0ESFGN;
DESIGN FOR PATIO COVERS SUPPORTED ON CONCRETE SLAB ON GRADE IS IN ACCORDANCE WITH 2012/2015/20181RC AN 2013/2016 CRC SECTION AH105.2 FOR 10 PSF RESIDENTIAL CONSTRUCTION, AND ACI 318-14
GROUND SNOW LOAD (pso (AS REFERENCED IN THIS REPORT) 10 20 1 25 1 30 1 40 50 FOR 20, 25 AND 30 PSF RESIDENTIALAND COMMERCIAL CONSTRUCTION,
ROOF SNOW LOAD (pso (AS USED IN CALCULATIONS) 1 10 20 1 21 1 25.2 1 33.6 42
2. WHEN THE LOCAL AHU HAS SPECIFIED A FLAT ROOF SNOW LOAD TO BE USED AT THE SITE, THE CONTRACTOR SHALL USE THE TABLE ABOVE TO FIND THE EQUIVALENT GROUND SNOW LOAD TO BE USED WHEN USING NOTES TO LOCAL AUTHORITY HAVING JURISDICTION
THISREPORT. WHEN NO ROOF SNOW LOAD 15 SPECIFIED BY LOCAL AHJ, USE THE CODE SPECIFIC GROUND SNOW LOAD VALUES ATTHE SITE WHEN USING THIS REPORT. AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL
3. WHERE SNOW LOADS OCCUR, THE CONTRACTOR FOR THIS PROJECT SHALL VERIFY WITH THE LOCAL AUTHORITY HAVING JURISDICTION WHERE DESIGN FOR SNOW DRIFTING/ OR SLIDING IS REQUIRED PER ASCE 7-10
AND 7-16, SECTION 7.7 AND 7.8. USE OF THIS SET OF PLANS FOR A SITE SPECIFIC PROJECT:
4, DESIGN FOR SNOWDRIFT AND SLIDING HAVE BEEN CONSIDERED IN THIS SET OF DRAWINGS FOR ATTACHED COVERS. WHERE SNOW LOADS DRIFTING AND/ OR SLIDING OCCUR, REDUCTION FACTORS PER SHEET S21 1. NOT ALL PAGES OF THE IAPM0 REPORT WILL MUSED FOR A SITE SPECIFIC PROJECT. EACH PROJECT SUBMITTED TO THE LOCALAUTHORITY HAVING JURISDICTION SHOULD INCLUDE ONLY
OR L2,1 SHALL BE APPLIED TO THE STRUCTURE. THE PERTINENT SITE -SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT.
5. DESIGN FOR SNOWDRIFT AND SLIDING FOR DETACHED COVERS 15 BEYOND THE SCOPE OF THIS REPORT AND REQUIRES SITE SPECIFIC ENGINEERING. 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, CONNECTION DETAILS ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED BY THE
ENTITY SUBMITTING THE DRAWINGS FOR APPROVAL.
INSULATED ROOF PANEL fIRP) DESIGN PARAMETERS TO BE USED WITH IAPMO 0505: 3. PLEASE NOTE THAT 4STEL ENGINEERING GENERATED AND STAMPED THE ORIGINAL IAPMD REPORT AS AVAILABLE FROM IAPMO DIRECTLY, BUT WAS NOT INVOLVED IN MAKING ANY SITE
SPECIFIC SELECTIONS OR ANOTATIONS ON THOSE DRAWINGS. ANY HANDMARKING OR HIGHLIGHTING ON THE SITE SPECIFIC SET OF DRAWINGS ARE THE RESPONSIBILITY OF THE ENTITY
SUBMITTING THE DRAWINGS FOR APPROVAL
4, EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATINGTHE NAME AND ADDRESS OFTHE MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
5. THE ORIGINAL IAPMO REPORT BEARS AN ELECTRONIC STAMP FROM 4TEEL ENGINEERING, AND A WETSTAMP 15 NOT REQUIRED IN ACCORDANCE WITH THE REGULATIONS STATED BYTHE
PROFESSIONAL BOARD OF ENGINEERS.
6. A COLOR COPY OF THE ORIGINAL PAGES FROM THE IAPMO REPORT IS NOT REQUIRED. A COLOR COPY OFTHE CONSTRUCTION DOCUMENTS MAY BE REQUIRED IF SELECTIONS WERE MADE
IN A WAY THAT WILL NOT BE VISIBLE ON A BLACK AND WHITE COPY
NO I E:
USE LESSER SPAN FROM IAPMO-0505 FROM ALL LOAD TYPES (LIVE, WIND, SNOW) FOR APPLIED PRESSURE LOADING FROM TABLE ABOVE. AT AMINIMUM. SUBMISSION FORA BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
1. TITLE SHEET ANDGENERAIL NCITES, GO. 1
SEISMIC LOAD DESIGN PARAMETERS: 2. STRUCTURAL CONFIGURATION (i.e. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). Sl.x OR Ll.x Z
SEISMIC DESIGN BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER, CONSIDERING THE FOLLOWING DESIGN PARAMETERS: 3. BASED ON THE REQUIRED DE51GNLOADS, 5TTE-SPECIFICRAFTERAND/OR PANEL SPAN W
1. SITE CLASS: D 4. TYPE OF HEADER, POSTTYPE &QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASE ON 9 H I.L 'oll - Q ps�
2. SEISMIC DESIGN CATEGORY: E 5. APPROPRIATE STRUCTURAL DETAILS. `C%
3. MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss =1.50, 51 = 0.6, Sds =1.0, Shc = 0.50 G. OTHER DOCUMENTATION THAT MAYBE REQUIRED BYTHE LOCAL AUTHORITY PLANING IUR s C) ¢ L"
4. RESPONSE MODIFICATION FACTOR, R=1.25 7, SEE S1.xORL1.xFOR SHEET INDEX. CITY V ®Fgra to LA QUINTA I-
5 RISKCATEGORYII ! l CST '"' Z j�
6. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-10 SECTION 12.8.1.3• AS A RESULT, THIS SET OF PLANS CAN BE USED ATANY SITE WITH Ss > 1.50, CONSIDERING Ss =
1.50 WHEN DESIGNED PER 2012/2015 IBC/IRC AND 2013/2016 CBC/CRC.
7. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-16 SECTION 12.9.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY SITE WITH 1.0<Sds<L428, CONSIDERING
Sds =1.0. FOR SITES WITH Sds<1.0, USE Sds, FOR SITES WITH Sds>L428, IT IS ACCEPTABLE TO REDUCE THE SEISMIC LOADS USING 0.7 Sds INSTEAD OF Sds.
OTHER DESIGN PARAMETERS:
1. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1GD5.3.1.
2. ALL APPLICABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE
3. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION CBC 1505.2, EXCEPTION 2.
APPLIED PRESSURE LOADING TO BE USED IN IAPMO 050S
WIND (MPH)
ROOF LIVE / GROUND SNOW LOAD (psf) AS REFERENCED IN THIS REPORT
10 20
25
30
40 50
1108; 120B, 130B, 110C, 120C
15 28
25
30
40 45
130E
20 25
25
30
40 45
DESIGN ASSUMPTIONS:
1. MINIMUM ROOF SLOPE FOR 50LID ROOF PANELS WITH DECK: SEE DETAIL 18/S3.2
2. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DURAPANEL: SEE DETAIL 1A/53.2
3 MAXIMUM ROOF SLOPE FOR ALL STRUCTURES IS 3 DEGREES
JOBNAMEIP
JOB ADDRESS.,
WIND LOAD:
LIVE I SNOW LOAD:
`
�' L'`
BME
LU
REVIEWEDC. o
W
�
DATE
4. THE "LENGTH OF STRUCTURE" SHALL BETAKEN AS THE CONTINUOUS DISTANCE MEASURED ALONG THE EXISTING BUILDING WALL FROM ONE END OF PATIO COVER SUPPORT BEAM TO THE OTHER, INCLUDING ANY
BEAM SPLICES. THE STRUCTURE LENGTH SHALL BE DETERMINED THIS WAY REGARDLESS OF ROOF COVERING TYPE, INCLUDING COMBINATION ROOFS WITH BOTH TRELLIS AND DECK ROOF USED ON THE SAME SHEET INDEX
CONTINUOUS PATIO COVER STRUCTURE. HOWEVER, OPEN LATTICE PORTIONS OF THE STRUCTURE SHALL NOT BE COVERED BY ROOF DECK PER IAPMO 195.
S. CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EXISTING ROOF OVERHANG, AS SHOWN ON TABLE 1ONSEA AND/OR L6.I, ARE ASSUMING THATTHEEXISITNGWOOD RAFTERS ORTRUSSES ARE
DOUGLAS FIR -LARCH Not. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPECIES WITH Fb >_ 900 psi AND Fv 2180 psi. SEE SHEET S1.x OR Lt.x FOR SHEET INDEX.
ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS.
'1 4
a
m
m
d
m
it
II
(E) BUILDING
'1/J//fi/fff/J/Jff/IiJFJJJ/fIJfJJ/JJ�JJ�/JJJJJJJJ�JJFJ/JJf/IJJJJ/J/JJ�JJJJJJJIJFJ�JNJI�JIJJfIJJfJi
I
I SOLD COVER CONN�cno�
I
w
TO BLDG SEE'NOTE 2
z
w
[ 1[ I; l i l t
[ 4 I
I k I { I { [
'
COL.1 TYP I
�
w
z
w
w
a
zo
I I k SEE NOTE 4
0
z
SOLID, COVER ICONNECT1101
cL
w
N
I T4 BEAN SEE NOTE 2 f I
a
I I I I
f
BEAM OH I_ I. BEAM CLEAR SPAN
LENGTH 'L SEE NOTE 1
C PLAH VIEW
NOTES:
J. PATIO COVER DIMENSI 1MS
BEAM CLEAR SPAN I o µ
�o
N
BEAM OH
A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION V. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
EXCEPTION= NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE OF COL.
D. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF BOTH DECK & IRP SOLID
COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
TRIB (Bext)= h ADJACENT CLEAR SPAN @ RIGHT
+ DECK OH @
• TRIB (BLDG)=12 ADJACENT -CLEAR SPAN
2. SOLID COVERS
A. SEE SHEET S3.1A AND S3.3 DECK PROFILES AND MAXIMUM SPANS.
B. SEE SHEET S3.2 FOR DURAP t INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM
SPANS.
C. SEE SHEET S2.1 FOR REDUCTON OF SOLID COVER MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
D. SEE SHEET S3.2 FOR CONNECS OF SOLID COVERS TO SUPPORTING BEAMS.
E. SEE SHEETS S3.2 &S6.1 FOR�NECTION OF SOLID COVERS TO (E) BUILDING.
F. MINIMUM SLOPE OF SOLID DE OVERS TO BE PER SHEET S3.2.
G. MINIMUM SLOPE OF DURAPAN O BE PER SHEET S3.2.
%apt
3. BEAMS
SOLID ROOF PANEL
SEE NOTE 5, TYP
(e ISOMETRIC VIEW
p 3/32"=1'-0"
A. SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES.
B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS.
C. SEE SHEETS S7.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
E. SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS.
F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE
SPLICE, WHEN NEEDED, SHALL BE LOCATED IMMEDIATELY ABOVE AN INTERIOR COLUMN.
NO BEAM SPLICE SHALL BE PERMITTED BETWEEN COLUMNS OR ON TOP OF AN EXTERIOR
COLUMN.
4. COLUMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET'S4.3 FOR COLUMN PROFILES.
C. SEE SHEETS S7.1 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 SHEET S7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEET S8.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO
COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE S7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 8/S7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER3IS6.3 OR 316.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG I
WOA D
WIDTH
110E
110C
120E
120C
130E
13CC
5'
2
2
2
3
3
3
61
2
3
3
3
3
4
7
2
3
3
4
3
4
6
3
3
3
4
4
5
9
3
4
4
4
4
5
III
3
4
4
5
5
B
11'
4
4
4
5
5
6
17
4
5
5
1 6
5
]
" WITH 2 x 6.5 x 0.042 SIDE PLATES - - -
WDE PLATE TYPE SP4)
TRIB
WIND PEED AND EXPOSURE
WIDTH
110B
110C
120E
120C
130E
130C
5'
2
2
2
2
2
3
6`
2
2
2
3
3
3
7
2
3
3
3
3
4
&
2
3
3
4
3
4
9
3
3
3
4
4
5
ld
3
4
4
4
A
$
11'
3
4
4
5
5
6
17
3
4
4
5
5151
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE "MAX POST SPACING
(SPANI SHOWN ON SHEETS SB.xx.x OR L6.xx.x IS NOT E)CEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3186.3
OR 31L6.3.
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3.
TABLE 1 - MINIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
PER 3/863 OR 3/1_6.3
SHEET INDEX - SOLID PANEL STRUCTURES: TYPE A
G0.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
S1.1 -SOLID PANEL STRUCTURES: TYPE A
S2.1 -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: DURAKINGAND TRIPLE SD( 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
S5.1 -SOLID PANEL STRUCTURES: SPLICE DETAILS
S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING
S6.2 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S7 1 -SOLID PANEL STRUCTURES: FOUNDATION DETAILS
S7.2 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS
S8m.x- SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LLISL, 14 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE A: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
1'i
c
m
w
(E) BUILDING
�
r
vSOLID
COVER CONNECTION
TO BLDG SEE NOTE 21
COL,' TYP I
;SEE+NOTEl4 1
c
w
En
i I
! I
I
I t11 I i
I t 1 1 1
I E I
SOLID COVER CONNECTION
I
I I
I
TO BEAM SEE NOTE 2',
O
z
I
I I
I
mFm
!2
I !
Y
J n14
I.
BEAM CLEAR SPAN
BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
1. PA710 COVER ➢1MENS.LOS
A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION V. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAMS 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 BOTH DECK & 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)= Yx ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
• TRIB (Bint)= Y ADJACENT DECK CLEAR SPAN @ RIGHT
+ Yz ADJACENT DECK CLEAR SPAN @ LEFT
• TRIB (BLDG)=Y2 ADJACENT DECK CLEAR SPAN
2. SOLID2m=-
A. SEE SHEET S3.IA 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 S2.1 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 FOR CONNECTION OF SOLID 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 -
2
PE SEE N0�
SLQ
CONCRETE FTG,
SEE NOTE 5, TYP
B ISOMETRIC VIEW
(E) BLDG,
3. BEAMS
A. SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES.
B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS.
C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM- SPAN WHEN DESIGNING FOR SNOW
LOADS.
E. SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS.
F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE
SPLICE, WHEN NEEDED, SHALL BE LOCATED IMMEDIATELY ABOVE AN INTERIOR COLUMN.
NO BEAM SPLICE SHALL BE PERMITTED BETWEEN COLUMNS OR ON TOP OF AN EXTERIOR
COLUMN.
4. COLWO
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET S4.3 FOR COLUMN PROFILES.
C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS.
5. FOMNPATIONS
A. SEE SHEET S7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEET S8.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO
COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE S7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 8/S7.1 FOR ATTACHED PAT10 COVER SUPPORTED ON SLAB ON GRADE.
ENT. BEAM
SEE NOTE 3
S
EXT. BEAM
SEE NOTE 3
TABLE 1
MBVIMUh1 NUMBER OF POSTS REQUIRING
ATTAr_WUr-NTPFR31-S'F;3 YTR 3116.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SPS)
WIND SPEED AN D Xf' SU
110C
12DB
1=
130E
13M
2
2
3
3
3
3
3
3
3
4
3
3
4
3
4
E&2
3
3
4
4
5
4
4
4
4
5
4
4
5
5
4
4
5
5
5
1 5
8
5
7
WITH 2 x 6.Sx 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
WINDSPEEDA E)POSUR
WIDTH
1106
II;M
120EI
120C
53p8
130C
5
2
2
1 2
2
1 2
3
6
2
2
2
3
3
T
2
3
3
3
3
4
B'
2
3
3
4
3
4
9
3
3
I 3
4
4
5
T(Y
3
4
4
4
4
5
11
3
4
4
5
5
B
17
3
4
4
5
5
5
jlf
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 S&xx.x OR L&xx.x IS NOT EXCEEDED.
CONCRETE SLAB,
SEE NOTE 5
2. THIS TABLE IS TO BE USED IN OONJUNCMON WITH DETAIL 31S6.3
OR 31L6.3.
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES ANDTHE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR 1.6,3,
A TABLE 1 - MINIMUM NUMBER OF COL.
REQUIRING TOP ATTACHMENT
PER 3/86.3 OR 3/L63
S -SO L 10 P ANE L STR UCT R S_TYPE B
GDA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
S1 2 - SOLID PANEL STRUCTURES: TYPE B
S2.1 -SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION
FACTORS DUE TO DRIFT AND SLIDING
S3-1A-SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND
MINIMUM FASTENERS
S32-SOLID PANEL STRUCTURES: CROSS SECTIONS
S3 3 - SOLID PANEL STRUCTURES: DURAKING AND TRIPLE SIX 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
S5.1 -SOLID PANEL STRUCTURES: SPLICE DETAILS
S6.1 - SOLID PANEL STRUCTURES: ATTACHMENTTO 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 PANE L STRUCTURES: FOUNDATION DETAILS
S8_xax- SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LUSL, 1x0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE B: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
v
m
u
z
m
m
II
zSOLID'
COVER CONNECTION
w
-T0 BLDG SEE NOTE 2'
w
N
I
as
y
U
p
z
w
w
a_
a_
z
O
N
o
COL, TYP
o
w
z
SEE NOTE 4
°
N
BEAM OH BEAM CLEAR SPAN
SEE NOTE 1
LENGTH 'L' SEE NOTE 1 0 V,
BEAM OH
SEE NOTE 1
C PLAN VIEW
A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND 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 BOTH DECK & 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)= Jz ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
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 S2.1 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 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
B ISOMETRIC VIEW
3/32"=l'-0"
3. BEAMS
A. SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES.
B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS.
C. SEE SHEETS 37.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
E. SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS_
F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE
SPLICE, WHEN NEEDED, SHALL BE LOCATED IMMEDIATELY ABOVE AN INTERIOR COLUMN.
NO BEAM SPLICE SHALL BE PERMITTED BETWEEN COLUMNS OR ON TOP OF AN
EXTERIOR COLUMN.
4. COLUMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET S4.3 FOR COLUMN PROFILES.
C. SEE SHEETS S7.1 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 SHEET S7.1 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.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 3IS6.3 OR 31L6.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIB
WIND SPEED ANDEXPOSU
WIDTH
1108
110C 1
1208
12DC I
130B
IWC
5
2
2
2
3
3
3
6
-2
3
3
3
3
4
T
2
3
3
4
3
4
B'
3
3
3
4
4
5
9
3
4
4
4
4
5
10'
3
11•
4
a
a
5
5
fi
17
4
5
5
8
5
7
WITH 2 x 6.5 x 0.042 S IDE P LATES
(SIDE PLATE TYPE SPA)
TRIG
WIND SPEED AND E SURE
WID).t
lion
110C
S20$
120C
1308
h
5
2
2
2
2
1 2
3
61
2
2
2
5
3
3
T
2
3
3
3
3
4
S'
2
3
3
4
3
4
9
3
3
3
4
4
5
la
3
4
4
4
4
5
1f
13
4
1 4
5
5
6
12
1 3
4
14
5
5
9
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE "MAX POST SPACING
(SPAN)" SHOWN ON SHEETS S&xx.x OR L&xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 31S6.3
OR 3/L6.3.
3, THIS TABLE DOES NOTAPPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES ANDTHE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3.
A TABLE 1 - MINIMUM NUMBER OF COL.
REQUIRING TOP ATTACHMENT
PER 3/863 OR 3/L8 3
SHE ET IND X • SOLID PANEL STRUCTURES_ TYPE C
GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
S1.3 -SOLID PANEL STRUCTURES: TYPE C
S2.1 -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 TRIPLE SIX 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
S5.1 - SOLID PANEL STRUCTURES: SPLICE DETAILS
S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING
S62 - 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
SBm,x - SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LL/SL, 1x0 MPH
G9,1-ADDMONALSTATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE C: FREESTANDING SINGLE SPAN WITH OPTIONAL CANTILEVER
m
m
r
t I I I
I TI
x
�SOUDCOVER'N
ECVON
a
I TO BLDG SEE NOTE z I COL, TYP,
I i SEE NOTE 4,
? i
0
z
z
w
o
L`'
w
a
o
I I t E i L I I
c
c)
w
o
cr
a
Li
i I I l t I I
w
w
to
`
BEAM CLEAR SPAN L BEAM CLEAR
LENGTH 'L' SEE NOTE 1
C PLAN VIEVY
NOTES:
1. PATIO COVER DIMENSIONS
A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION V. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
EXCEPTION= NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE OF COL.
D. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF BOTH DECK & IRP SOLID
COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
TRIB (Bext)= h ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
• TRIB (Bint)= Y2 ADJACENT DECK CLEAR SPAN @ RIGHT
+ Y2 ADJACENT DECK CLEAR SPAN @ LEFT
"NRmffdWLT�I
A. SEE SHEET S3.IA 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 S2.1 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 & 56.1 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.
OH
SEE NOTE 5, TYP
B 150METI�IC VIEW
3. BEAMS
A. SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES.
B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS.
C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
E. SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS.
F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE
SPLICE, WHEN NEEDED, SHALL BE LOCATED IMMEDIATELY ABOVE AN INTERIOR COLUMN.
NO BEAM SPLICE SHALL BE PERMTITED BETWEEN COLUMNS OR ON TOP OF AN
EXTERIOR COLUMN.
4 COLVAI_N_S
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET S4.3 FOR COLUMN PROFILES.
C. SEE SHEETS S7.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS.
A. SEE SHEET S7.1 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.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 31S6.3 OR3/L6.3
WTIH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG
WIDTH
WIMS E OAN❑ EXPOS VRE
110E
110C
120E
120C
130E
130C
5
2
2
2
3
3
3
6
2
3
3
3
3
4
T
2
3
3
4
3
4
S
3
3
3
4
4
5
9t
3
4
4
4
4
5
10
3
4
4
5
5
6
tY
4
4
4
5
5
6
17
4
5
5
s
6
7
WITH 2 x 6.5 x D.W2 SIDE PLATES
(510E PLATE TYPE SP4)
TRIB
WIN 0 SPEED AND EXPOSURE
WIDTH
110E
1100
1m
12DO
1306
730G
5'
2
2
2
2
2
3
&
2
2
2
3
3
3
T
2
3
3
3
3
4
9
2
3
3
4
3
4
6
3
3
3
4
4
5
70
3
4
4
4
4
5
1T
3
R
4
5
5
6
12'
3
4
4
5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE LS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE "MAX POST SPACING
(SPAN)" SHOWN ON SHEETS SB.xx.x OR LB.xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 31S6.3
OR 31L6.3.
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6,3 OR L6.3.
A TABLE 1 - MINIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
PER 3/803 OR 3/L6.3
SHEET INDEX - SOLID PANEL STRUCTURES' TYPE
GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
SIA -SOLID PANEL STRUCTURES: TYPE D
S2.1 -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 TRIPLE SIX 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
S5.1 -SOLID PANEL STRUCTURES: SPLICE DETAILS
S6.1 -SOLID PANEL STRUCTURES: ATTACHMENTTO 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
SS.xxx- SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LUSL,1x0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE D: FREESTANDING MULTI -SPAN WITH OPTIONAL CANTILEVER
ALUM. ALLOY 3004 H38 ALUM. ALLOY 3004-H36 0.80" TOP FLUTE ATTACHMENT ALUM. ALLOY 3004-H36
TOP FLUTE ATTACHMENT 0.40 TOP FLUTE ATTACHMENT n PER NOTES 2, TYP. 0 72"
PER NOTES 2, TYP. 0.35" 0.40" 0.25
" PER NOTES 2, TYP. d o BOTTOM FLUTE ATTACHMENT
0 67" v BOTTOM FLUTE ATTACHMENT 0.40" 77� N 69 PER NOTES 1 THRU 5, TYP.
0.40' o PER NOTES 1 THRU 5, TYP. 0.88' c BOTTOM FLUTE o k�k
0.35" ATTACHMENT PER
NOTES 1 THRU 5,
E TYR
,o o m 6
a
m 'o� M T ri 0.45" "n o h
[V O 0.40" (V O N
0.65°
0.35'
I 0.65"
1T
0.375" EQ. EQ. EQ. 0.375" Mc 0.43'
3.00" 4,50" 4.50" 4.50" 4.50" 3.00" 2.00" 1.29" 1.29" 2.02" 0.43"
- E
0.T 0.75"
6.0("
24.000"
OR 8.00"
24' x 2-1/2' TRI-V PAN 8' OR 8' x 2-1/2" FLAT PAN r' ` 112' x 3 1/2' W PAN
TABLE 1A-ATTAC14ED COVERS.
MAXIMUM SPAN FOR 24" TR,I-V PAN
LUGSL
T (1N)
WIND
SPEED AND w0suka
1108'
IWO
123E
1 120C
130E I
13DC
0.018
1 193"
10'-T
1V�3'
i Yw3"
10'-3'
10'-3"
10
0.024
IZ.3"
17-:
12:3"
12-3"
12'.3".
12'-3"
0.032
14'-W
14'-3"
143'
T4-3
14'-3`
14'-3-
0.018
IY4'
V4"
B'-4'
8'4"
8' "
8'4'
20
0.024
10'-1"
10-1"
10'-1'
10-1'.
10-1'
10-1"
0.032
12=1"
1Z-17
12--V
12-1'
12--l'
12'-11
0,018
T-7
r 7"
i •3'
T-3"
Tr
73'
25
0,024
I -T
81_9"
8!-9"
8'-9"
8-T
81-9'
0.032
S -8"
9'-3"
-
9r.
91S"
91-8"
91S'
30
0-018
6-r
6-7-
6-7'
6-T
6-r
6-T
0.024
6-3"
8'3"
6-3
F-3"
a"T'
8-3'
0.032
-7-1'
9'-1"
9-1"
w-1"
9'-1-
9'-0"
TABLE 2 - MULTI SPAN REDUCTION FACTORS
ROOF PANEL
TYPE
ROOF LIVE / GROUND SNOW LOAD (PSI
10
1 20
25
30
40
50
12 x 3.1/2 x 0.02
-
0.88
0.93
0.75
0.80
24 x 2-1i2 x 0-01 8
0.85
0.80
0.65
0.65
-
-
24 x 2-1/2 x 0.024
0,90
0.88
0.70
0.65
-
24 x 2-112 x O.032
0.90
0.88
-
OTI-ERS
I -
-
TABLE 1B-ATTACHED COVERS
MMMUM SPAN FOR 6 x 2-1/2 FLAT PAN
LUGSL
T(TN)
WIND
SPEED AND
EXPOSU E
1108
11DC 11208
1200
1308
1300
0.020
14`•7.'
14-7'
14'7"
14'-r
14'T
14'-7
10
0.024
15-10"
15'-10"
15-10"
15'.-1C
12'-9"
15'-10"
0.032
18'-0'
IV-0 1
16-0"
18-0"
1V-0"
IIT-T
D_030
197-4"
19d"
194"
19-r
19'4"
19-4�
20
0.020
1Z-1"
17-1-
12-1"
12'-i"
12'-1"
17-1"
0,024 113'-3"
13-r
13'.3"
13-3'
17-7
13-3
0,032
15'3'
16-5"
151S'
16-T
155"
16-T
0-040
16-8"
16-8"
i 6'-r
194r
16'3"
16-8"
0.020
1V-4'
W-4'
10-4"
10-4"
10'4"
10-4
25
0.024
lit -I,
11'-1"
11'-1"
1T-1-
1VA"
11-1`
0.0 ,
12-1"
1Z--1"
17-1
IZ-1"
12'-1" 1
1?-1"
0.D40
13'-1`
13'-T'
13'-1'
13'-1'
13'-1"
13-1"
a.020
1 9 9"
9'=9"
I 9-9
9'-9"
9=9"
30
0:024
10w
10-4
10-0'
10-T'
1014'
i0-4"
0.032
I 1 T-4"
1 T-4"
I 11'4'
1l'-4"
11'-0"
1 T-V
0.040
1Z-3'
1T-3"
12'.3"
1Z-3"
1Z-0"
124.
0.020
9'-0-
9'-0"
6-0"
9'-0"
I 9=0'
9'-0"
40
0.024
9-V
V-W
9'4i"
V-6.
ze
9'S'
0.032
104"
10-4
10'4"
10-4"
194'
10-3"
0.040
11-2"
11'-Z'
11'-2'
11'-2"
1 i =2"
1 T-2"
0.020
T-3"
81.i,
6-3"
8'-7
9-7
8'3"
so
0.024
8,-9"
8,-T
6-B,
8,_9"
8'_y"
V-S"
0.032
11 94T'
9'$"
9'=8"
9`5"
B-8"
95'
0,040
1 10'-4"
10'4"
IT-4-
104"
10'4"
1C-0"
TABLE 1 C -.ATTACHED COVERS
MAXIMUM SPAN FOR 8 x 2-112 FLAT PAN
LL IGSL
T N
WIND
SPEED AND
EXPOSURE
1108
110C
120B
120C
130E
1300
13'-7"
13'-7'
-13'-7"
13-7°
13' 7'
13'-T
10
15'77"
1V-7"
15:-7-
i67"
15=7-
15-r
K(0)
17-7"
17'-7"
IT-7-
1 T 7-
1 T-7"
17-7"
10-2"
103'
10-2'
10.2'
19'•2"
10-2
11-v
11'4"
11'-4"
11'4" 111-"
11'-4
13'-0'
13'-0'.
17-0"
13'-0"
13'-0"
13-0'�14'-6"
14'-6'
14'-8"
14-e'
14'-5"
14'-5
0.020
9'-9"
9.A"
T-S'
9_9"
9 9"
M'
25
0.024
1V4"
SO'-4'
10-4"
10-0"
10-4
10-IV
6.032
11-4"
11'-0"
11 t-4"
1 T-C
1 V-4"
1 T-4"
0.040
12'=3"
12'-3"
12-3"
13-0"
12-7
1 Z-3"
0.02D
9 3"'
9'-3" 1
9'3"
9'--3"
1 9-r
91.3"
30
0.024
9'-9"
9'-9"
9' 9^
9, 7,
1
0.032
10-9"
16'-9'
1019'
108'
10-9
10.9
0-040
1 i'-T
11-7"
11,-7"
11'-7"
11' 7"
I v-7'
0.020
8'4"
84-
8'4"
8'-0"
e-4"
B'-4":
0.024
9'-0"
9,-0"
9'-0"
91-0"
9-0"
V w
0.032
V-9"
9'-9'
9'-T
9'-9"
7-9"
9'-9"
0.040
10-7"
10'7"
10'-T'
10'-r
10'-7"
10'-r
0.020
7-5"T-5"
T5"
T--5'
T-5"
T-6"
Sfl
0.024
8-7
8'-3"
8'.9'
B'.i°
a032
9-1"
91-1"
9'-1"
9'-1"
9-i"
9-1"
(.040
T-9"
9-9'
9'-9"
9'-9"
5-9"
9'-9"
TABLE 3 -ATTACHED COVERS - FASTENER SCHEDULE - SEE TABLE 4 FOR LEGEND
NUMBER FROM TABLE 4 REPRESENTS THE NUMBER OF 410 TEKS ORSMS TO SUPPORTING BEAMS AND WALL HANGERS IN EVERY DECK
SECTION
6-1/2" ROLL FORMED AND (2) 2 x 6-1/2 BEAMS
(Bi, B9, B1 D)
WALL HANGERS AND 3. x8 ROLL FORMED
(811, 812)
EXTRUDED AND 3x WI STEEL INSERT BEAMS
(B2; 63 B4, 135, B6, 137,88 B13, BA8.15, B16)
(SCREW INSTALLED IN STEEL INSERT)
TRIB
WIDTH
WIND
SPEED -AND EXPOSURE
TR1B
WIDTH
WIND SPEED AND EXPOSURE
TRIG
WIDTH
WIND
SPEED AND EXPOSURE
110 B
110 C
120 B
120 C
130 B
130 C
110 B
110 C
120 B
120 C
130 B
130 C
110 B
110 C
120 B
120 C
130 B
130 C
6
A
A
A
A
A
B
S.
A
A
A
A
A.
A
5'
A
A
A
A
A
A
6
A
A
A
B
8
8
6'.
A
A
A
A
A
8
G
A
A
A
A:
A
A
T
A
A
A
B
B
B
T
A
A
A'
B
B
B
7'
A
A
A
A
A
A
8'
A
B
B
B
B
B
8'
A
A
B
B
B
B
8'
A
A
A
A
A
A
9
B
B
B
B
B
B
9
A
B
8
8
B
B 1
T
A
A
A.
A.
A
A
10'
B
B
B
B
B
C
10,
A
B
B
$
B-
B
10
A
A
A
A
A
A
41'
B
B
B
B
B
C
11'
$
B
B
B
B
C
11'
A
A
A
A
A
B
,12!
B
B
C
C
C
C
12'
B
B
B
B
B
{ C
1Z
I A
A
A
A
A
B
TABLE 1 R_ - ATTACHED ED COVERS
MAXIMUM SPAN FOR 12 x 3-1)2 W PANEL
LUGSL
T#14)
WIN :SPE
DANDEknOSURE
110B
110C
1205
120C
130E
130C
0.020
13-9"
13-9"
13-9"
13' 9'
13'-9'
13'•9"
0,024
13-T
153'
15-Y
15-3"
15=3"
15'-3"
1 D
0.032
` 17-7"
17' 7"
177"
IT7"
1 T•-7"
1T7"
D.D40
197"
19' 7"
19-7'
19'7"
19-7"
19 7"
�0
0.020
IT-3"
113"
11'-r--
113"
11%3'
113'
0,024
12-F
12'-0"
123'
lz-w
IT-6"
12'-6"
d032
14-8"
14W
14-W I
14`$"
14'-B' 1
1SS"
0.040
le-3.
163"
15-3
153"
16-3"
1613"
0.020
IT-1"
11'-1"
11-1"
111-1'
111-1"
11'-1"
25
0.024
12-0'
iz-cr
12-0"
12'-0"
1Z-o"
12'-T
0,032
13'-2'
I TZ
13-2'
13 2"
13'-2"
IY-2"
0,040
14'-7
14'-Z'
14'-7
14' Z'
14'-2"
14' 2-
D.020
10-6'
103"
w-E
10i"
10-6"
106'
30
0,024
111-3"
11"3'
11'3"
11-3"
11'-3"
11'3"
0,032
1Z-6"
lTb"
1Z-6'
175"
IZ-6'
IZ-F
0.040
13'-0"
IT4"
13-4"
IT-4"
13'-4'
114"
0.020
9'-1"
9-1"
9'-1"
9=1"
9'-1"
9=1,
40
0.024
ICY-7
10'3"
103".
10'3".
l a4"
10'3"
0.032
11'-4"
11-r
11'-T
11--
1 T-4-
11'-4-
0:040
12-2"
12' 2"
12-2"
12'-
1 Z-2"
12-2"
0.020
8-2"
841
TZ
8'-2-
B'-2"
TwT
0.024
9'•2"
9-2'
9 -2"
9'-Z
TrT
9'•2'
50
0.032
10 7"
10 7"
10 -r
10' T
10 7"
10r 7"
0.040
11'-3
11'3"
11'-3"
11'3"
11'-3"
177
NOTES FOR DECK ATTACHMENT TO SUPPORTING SEAMS AND WALL HANGERS
1-MIN ILIUM ATiACd MENTOF PANS TO BEAMS (EXCEPT BEAM PROFILE 51) SHALL 3E MADE WJ1H (1) #10
SM1S OR TEK SCREW AT EACH BOTTOM FLUTEE.
2-MINIMUMATTA0-MIENT OF PANS TO WALL HANGERS AND BEAM PROFILE 81 SHALL BE MADE WITH (II
#105MS ORTEK SCREW AT EACH BOTTOM FLUTE. AND 0)-1D SM5 ORTEK SCREW AT EACH TOP FLUTE.
3:- IN ADDITION TO THE REGUREMENTS FROM NOTES ABOVE. THE MIN MUM ATTACHAIENTSHALL COMPLY
VYITH TABLES 3 A NO 4.
4 - TABLES 3 AND 4 AND NOTE 3 AS0V E DO NOT APPLY m GUTTERS OR CSHAPED DECK CLOSURE PLATcS
THAT ARE NOT IJ$EEDAS BEAMS (NONSTRUCTURAL MEMBERS NOTCOwnrm TO COLUMNS AND
INSTALLED AT THE END OF AN OVERHANG OR PARALLEL TO THE DIRECTION OF THE DECK)
5 -WHEN ATTACHING TO BEAMS 69,.810. B15 OR sio (DOUBLE MEMSERS), ATDIC [NIENTCAN 9E MADE TO
EITHER MEMBER OF THE BEAM. BUTSHALL BE EVENLY 5PLIT8E'IWEEN THE 2 MEMBERS.
TABLE4 -ATTACHED COVERS
LEGEND FORTABLE 3
DECK SECTION A B
C
D
P
WIDTH
6" FLAT PAN
5"
1
t
1
1
2
8" FLAT RAN
B"
1
1
1
2
2
12" 7 PAN.
Y
12"
1
2
3
3
4
24" W PAN
24"
1
2
1 3
4
5
TABLE TA - FREESTANDING COVERS
MAXIMUM SPAN FOR 24" TRW PAN
LIJGSL
T N )
WINDSPEEDAND
OSUM
110E
110C
1208 1
120C
1306
130C
10
0.018
9'-0"
8-v
E-2"
T-5"
0.024
1 a -a
9 9'
0.032
12-8'
I Z-i"
20
0.018
T-9'
TS'
T-5"
T-2"
7'-2"
6-10"
0.024
8';3"
Ed4"
T-5'
8'-1"
EI-1"
7=9"
0.032
1a-T
10'-3'
10'-0"
9.S"
9S'
9-9'
0.018
r4i"
74'
T-4"
T-17
7-1'
6'-1G"
25
0.024
W-V
84'
8'-5"
8'=1"
9-1"
T9"
0,032
1a5"
10,2"
1a2"-
9'-7'
9-8"
9-2"
0.018
T-3"
71.-0"
T-0'
S-9'
6'-10"
5-7"
30
0.024
8
8-0"
8'-0"
I T-9'
T-9'
T-5"
O.D32
9=10"
9-s"
I 9'-6"
1 9'-l',
9'•Z
8`-10"
TABLE 2 - MULTI SPAN REDUCTION FACTORS
ROOF PANEL
TYPE
ROOF LIVE / GROUND SNOW LOAD {psf
10
20
25 30
40
50
12 %' 31/2 x 0,0_
-
0.8$ 0.83
0.75
OM
24 x 2-1/2 x 0.01
0.85
a,flo
o.6s 0.85
-
24 x 2-1/2 x 0.02
0,90
0.88
0.7110-66
-
-
24 x: 2-112 x 0.032
0.90
0.88
- 1
-
OTHERS
-
-
-
-
-
TABLE.1 B -FREESTANDING COVERS
MAXIMUM SPAN FOR 6 x 2-1)2 FLAT PAN
LLlGSL
T(iN)
5 E A
ExPOSURE
1108
1100
]20B I
120C 1
1305 1
130C
0.020
12'S'
12'-0°
12'-0' 1
111i"
11'-F
1Y-9"
0.024.
15-107
14-2"
174 1
13'4'
17-8'
1Z-1"
10
OA32
16'-T
1&-W
15-9" 1
15'-0"
1FA-
14.-0"
0-040
17-6"
16'-10"
1T-(T
16'-4"
1E-0'
i6-0"
0.020I
1a-10"
10'3"
10-3"
5-T
9':10"
9'5"
�0
0.024
12'-2"
l l'-V
1 V-8'
11=2"
i 1'-3"
10'-7"
0.032
14'-Z'
17-9"
13-r
13'-0'
17=1-
12'-8"
0.040
IT-6"
15'-Z'
15-T
14-10'
14'-10'
14'3"
0.020
10'-W
10':1'
10'-3'
94r
9'-9"
913"
0-024
12'-0"
11 6'
ll'-T
IV-10'
1l'-0"
101S"
25
O.032
14'-1'
13'-7'
13-8"
1 13-l"
13'-2"
12 i'
0.040
15'A"
15'-l'
1 S-l"
14W
14'-9-
14'-1"
0.02D
T-11"
9-7"
9'-T
19-2'
9'4"
8--11"
U-024
114'
10'-9"
I I -W
I 10'-4
10-
9-11"
30
0-032
13=2'
1Z-8'
13'-0
1Z467
1Z-7'
I 1Y•10'
0.040
14'-9"
W-6'
14-r
W4'
14'-1•.
13'-T
40
0.020
9-1"
8'-10"
8.'--1("
B'-7"
8''-W
8'-1"
0-024
N 10'2"
9-10"
9-1("
7-7"
91-81
T-3"
0.032
10-3'
10'-l"
10'-i"
9'-to"
9'-10'
91-8"
0.040'
13'-9"
13'-4"
1TLT
13'-0"
13-1"
12'-T'
0.020
T$"
T-7"
7-8"
r-o
7'-6"
7' 7
0.024
E3-9°
8'-T'
8 7"
9-5'
8'4"
B-1"
50
0.032
10'-4"
10'-W
10'3"
10'-1"
101-1"
9'-9"
0.040
11'-10'
117"
11-9"
11'4
11'-T
iT-2'
TABLE 1 C - FREESTANDING COVERS
MAXIMUM SPAN FOR 8 x 2-112 FLAT PAN
yy
LiGSLi
II
T{IN)
WIND SPEED
ANDE)FOSURE
1108 i
1110C
im13
120C
B
130C
0.020
t o-1 V
10-l'
10'-3"
9-0"
.1
9' T
9 0
0.024.
12--1"
ll'-4"
11'6;
30-9'
1OMT
10
0.0 2
14'-1"
13-1"
13-4`
12- '
17-6-
iZ-V
0.040
15'-7" 1
]4'-10
14'.-70'
14'-1"
]4=T
13�"
0.020
8'-1"
8'-9"
8-9"
8-4^ I
8'
7-11"
20
0.024.
10'-l'
-G'..
9-9"
TT 1
T-F
s`-11"
0.032,
1 i'•10'
IT-4-
11'-T
I T-0"
1 t=0"
W-6-
a.040
ix-6-
12'-10"
13'-0"
12-"
12'-6'
11--10"
0.020
8-11'
aw-
8'-&,gir-3'.1"
. T-]0'
0.024
9-1t"
9'7".
9-7""
v_lT
25
0-032
ll-10"
1T-T
11'-3"-10"10'-^0.040
]3'3"
1Z-9
1Z-9"-V
11'-9'
0.020
e'10"0.024
9' 6'
9'-1"
9-T11-
Bw
0.032
1l'-1"
10-W
W-T
V.
10'-0'.
0,040
12-7'
1 12-7
17 2?".
I T41'
11-9"
ll'3"
0,020
r.4i
76".
T 6"
T3°
T•2"
s-t 1"
0.024'
8'-S"
8'J"
8'-3"
B'-0!'
8'-]"
7-17
40
9-10"
9'-T
9' 7"
9-3"
o_oao
1rs
11'-2•
111-2"
1a a^
10.10"
]o's
0.020
6'-5"
6'-V
64
8'-3".
6'3-
8-1.
0.024'
TL
T-3"
7.3"
T-1"
T-0"
6-11"
76
0.032
8'-9
8` T
8'-6"
B'S
8'4"
8-3"
0.040
9-10"
N 9-9"
9-T
sw
} 9'--T'
9-'T-
TABLE3 -FREESTANDING COVERS -FASTENER SCHEDULE -SEE TABLE FORLEGEND:
NUMBER FROMTABLE 4 REPRESENTS THE NUMBEROF #10 TEKS ORSMS TO SUPPORTING BEAMS IN EVERY DECK SECTION.
6-112" ROLL FORMED AND 2) 2 x 6-112 BEAMS
(B1, 89, B10j
3 x 8 ROLL FORMED
(B11, B12)
EXTRUDED AND 3x W/ STEEL INSERT BEAMS
(B2, B3 84, 135, 86. B7, B8,.B13, B,14, B15, B16)
(SCREW INSTALLED IN STEEL INSERT)
�IH
WIDTH
WIND
SPEED AND EXPOSURE
TR1B.:
1 WIDTH
WIND SPEED AND EXPOSURE
TMB
I W1DTH
WIND
SPEED AND
EXPOSURE
1105
110C
120E
120C 1
130B
13.0C
110B
1100 1
120E
120C
130B. 1
130G
jib 1
1100,
1203
1200
130E 1
130C
5:
A
8
B
5
8
B 1
5'
A
A
A
B
B
B
5
A
A
A
A
A
A
9
B
fs
B
B
H
C
5
A
B
B
H
B
B
6
A
A
A
1\
A
A
7
B
B
B
C
C
C
T
B
B
B
B
B
H
T
A
A
A
A
A
B
B
B
a.
B, .
C
C
C
8'
B
S
B
B
C
C
>4
A
A
A
B
A
B
9
B
C
C
C
C
D
9
B
B
B
C
C
C
IA
A
A
B
B
B
10'
B
C
C
C
I C
D
1a
B
B-
B
C
C
C
1a
A
B
S
B
} H
B
11'
C
C
C
D
D
D
11'
B
C
C
C
C
C
11'
A
B
B
8
B
B
17
C
C-
I C
I D
D
E
12
B
I C
C
C
5
1 13
j 17
5
1 B
B
8
I B
8
TABLE 1 D - FREESTANDING COVERS.
MAXIMUM SPAN FOR 12 x 3-1121N PANEL
LLIGSL
TON)
WIND SPEED
ANID
EXPOSURE
1105
110 C
120 B
120 C 1
1308
130 C
0,020
1Z4T
11--1"
19-7'.
19-r
9=11"
0.024
12 7'
123"
]l'-10"
12-0"
11'•1"
10
0.o32
�T-!rl
14-9"
14-T
14-0'
14!4"
13'-3'
0-040
16'2'
109"
15-7
I V-W
i 5-0"
0,020
1a•1"
9'4i
sw
9'-0'
9-1"
8'S-
0
0.024
1T-7
1U-7
1a9" I
10-7
10'--P I
YAU'
CI.o32
13.T
1z-T
1Z-7 11
12=4T
i2'3'
IV-r
0.040
15-1"
14-T
110"
13'41
14'-1"
13 T
D.020
9`-1a'
Tv
9 5"
B'-11"
94T
8'4'�
0.024
li'44'
l0 7'
1a-W
10'-7
17-3"
919."
25
0.032
13-l"
127"
1 Z-W
1Z-2"
12'2"
1 T-5'
0.040
150
14'4"
14' 2"
13-T
13'-8"
] 3-(r
0.020
9'-T
8'-T
8-ir
Ew
8'4i
8-2'
0.024.
1 a-6"
10'-1'
10 2'
9'7"
9-91
7_2"
0-032
121-S'
i71"
11'-10"
11'-61
11'4}
11'-1"
O. M
]4-2."
13'-0'
13-V
13'4i'
1T-T
1 Z-6"
0.020
8'3"
8'-1"
V-1"
T-10"
I r-10"
7'S°
0.024
9'5'
9-1"
9'-1"
8'-] 0"
1 8'-10"
8' 7"
0,032
1T3"•
11'=1"
iTZ
10.'-T
I ia-w
10=3-
O Q40
12-8"
1Z-V
iZ-r
12'-1"
12'-1"
11'2"
0.02a
r-i"
TvTv6'-ii"
8'-11"
6'-9"
0.024
8'4T
7.10"
T-Ur
T-8
T !i
TS
50
U032
9'7"
9-7"
9-7
93"
9'-S"
81-11"
O.o40
11'-0'
]V-10"
10'-10"
10=7"
I 10'9"
I 1a-4"
TABLE 4 - FREE -STAND ING COVERS
LEGEND FOR TABLE 3
DECK SECTION A B C
D
E
W16TH
i
6" FLA PAN
6'
1
1
1
l
2
ET' FLAT PAN
8"
1
1
1
2`
2
] 2" TRt V PAN
17,
3
31
4
24" W PAN
2,r
1
2
3
4
5
TABLE 1 - SOLID PANEL STRUCTURES
FASTENER SPACING SCHEDULE
SEE NOTES 1 AND 2
WIND SPEED AND EXPOSURE
IRP ROOF
110 (MPH)
120 (MPH)
130 (MPH)
PANEL
B C
B C
B
C
3" . 0.024"
A
A
A
A
A
A
4.25" - 0.024"
A
A
A
A
A
A
3" - 0.030"
A
A
A
A
A
B
4.25" - 0,030"
A
B
B
B
B
B
NOTE:
1) A: 6" O.C. TOP CONNECTION TO BEAMS
It O.C. T&B CONNECTION TO LEDGER
2) B: 4" O.C. TOP CONNECTION TO BEAMS
B" O.C. T&B CONNECTION TO LEDGER
S FASTENER SPACING SCHEDULE
N.T.S.
14 SMS @ 32" O.C.
4 MIN. PER EAC"
ALUMINUM SKIN
TnD J. DnTTnAA
#8 x h" TOP & BOTTOM
PA INSULATED ROOF PANEL (IRP)
INTERLOCKING JOINT N.T.S.
r ROLL FORMED OR
E BLDG. WHERE OCCURS INSULATED ROOF PANEL
() INTERLOCKING SEAMS, TTP-
j-
UA @IRP B @RFP
A PLAN VIEW
N.T.S.
COLUMN SEE SHEET S4.3
BEAM, SEE SHEETS S4.1 & S4.2
IRP
:2B)
@ RFP
OPTIONAL DECORATIVE FASCIA
(WOOD, ALUM. OR HARDBOARD)
#10 S.M.S. TOP & BOTTOM, EXTRUDED
IR HANGER PER SPACING PER 3/S3.2 #10 S.M.S., EXTRUDED DRIP EDGE
9/S4,4 SLOPE SPACING, PER 3/S3.2 "IRS" GUTTER
SEE NOTE 2
ATTACHMENT
TO BUILDING
WHERE OCCURS
PER 49/S6.2 -
3" OR 4Y4' OR 6"
DURAPANEL, SEE NOTE 1
#8 x N' @ 12" O.C.
TOP & BOTTOM —
BEAM PER S4.1 & S4.2
(3 x 8 BEAM SHOWN)
.x
OPTIONAL
NON-STRUCTURAL
FASCIA
OPTIONAL
RAIN GUTTER
NOTES:
1. THE IRP ROOF PANELS USED WITH THE PATIO COVER STRUCTURES RECOGNIZED IN THIS EVALUATION REPORT MUST BE A DURALUM PRODUCT PER IAPMO-ER-0505,
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 39" PER FOOT AT COVERS
DESIGNED FOR LIVE LOADS, AND N' PER FOOT AT COVERS DESIGNED FOR SNOW LOADS,
1A INSULATED ROOF PANEL (IRP)
N.T.S.
MAX OVERHANG PER NOTE
Yz" ROOF HANGER FASTENER r I D ON S1.X
#14 SMS @ 2" FROM EA. END #8 x
PER 12/S4.4 SEE TABLE 3 ON FASTENER 10d x N' @ EACH
MAX, AND @ 32" O.C. MAX @ 12" O.C. SlIA OR S3.1F 3%" PER FT
(4 MIN. PER PANEL INTERLOCK) --1 I SEE TABLE 3 ON PANEL INTERLOCK
MIN SLOPE ! � 53.tA OR S3.1F
ROLL FORMED PANEL
PER SHEET S3.1A, S3.1F, AND
S3.3
�B ROLL FORMED PANEL tRFy
INTEi�LDCKING JOINT
ATTACHMENT
TO BUILDING - - -
WHERE OCCURS ! GUTTER
PER 4B/S6.2 j PER S4.1 OR S4.4
ROLL FORMED PANEL PER
SHEET S3.1A, S3.1F, OR BEAM PER 54& S4.2 10x)¢" @ EACH
S3.3 I (3 x 8 BEAM SHOWN) VALLEY
r
18 ROLL FORMED PANEL (RF) TO
HEADER BEAM CONNECTION N.T.S.
ALUM. ALLOY 3004 H3fi ALUM. ALLOY fi063-76 ALUM. ALLOY 5063-T6 ALUM, ALLOY 3004-H36
N Pp 0.620"
1.625" vf6p, 1.250"
1" GUTTER CLIP
- - 0 24" O.C. MAX
I roi �
CONTINUOUS 1
..C.. INSERT m
1
0.850" o
0.032" c o 1 r- m
o rn m o u� 11,2,0
TYP. � ui I cc � co 0.065"
6
I P 1 0.038"
1 4.00"
000' NOTES: 3.020
2.000" 4.000" 2.000" Mo BEAM PE 1. SEE 10/55.1 FOR SPLICE DETAIL WHERE OCCURS. NOTES:
• 1'750 2. THIS GUTTER IS USED WITH 6" OR B" FLAT PANS OR
24" TRI-V PANS. 1. SEE 4/55.1 FOR SPLICE OEFAIL WHERE OCCURS.
2. THIS GUTTER IS USED WITH 6" OR 8" FLAT PANS OR
24" TRI-V PANS.
Bi0 DBL 2 x 61/2 x 0.032' Bi T I -BEAM MAG GUTTER Bi 8.6' ROLL FORMED GUTTER FASCIA
ALUM. ALLOY 3004- JALUM. ALLOY 5063-T6 ALUM. ALLOY 3004 H36 ALUM. ALLOY 6063-T6
STEEL ASTM A653-SS GRADE 50 G60
0762'
I I 2.908 R0.380" F2�
as
1
CONTINUOUS I
IIlo
N
INSERT I I N o 0 0,062" o
0.042 o PER 87 1 1 m o TYP
ao EA. SIDE I I N
I
1 I
I I { 3.000"T3.000" WHERE
I I OCCURS
L_� BEAM PER B6
3.000"
:B�3 x 8 x 0.042' BS i I -BEAM 65 3' SQ. x 0.032' ALUM. BEAM W/- B� MAG BEAM
3"=1 -0" W/ W 'C' INSERTS 3'=V4 12 GA STL 'U' CHANNEL
ALUM. ALLOY 3004-H 5 ALUM. ALLOY 3004-H35 JALUM. ALLOY 6063-T6 ALUM. ALLOY 6063-76
SPLICE r
WHERE
OCCURS c
1.500"
m�r
0
u4i
n
0.042" d
TYA.
0 0.642" o o 0.109" o 0.085" o
o TYP.
�i TYP
co .t
3.000"
NOTE:
2.000" 4.000 2.000" 4.000" 1. SEE 5/S5.1 FOR SPLICE DETAIL WHERE OCCURS.
3.0�00 4.000" 3.000"
NOTE:
MAX � 1. SEE 6/55.1 FOR SPLICE DETAIL WHERE OCCURS.
Bit DBL 3 x 8 x 0042' (B9)
DBL 2 x 6 1/2 x 0.042' 8B i[-SEAM Bs 4' I -BEAM
FAN BEAM
(19'-0" MAX. SPAN)
BEAM/HEADER
OH j CEILING FAN AND/
I` OR LIGHT FIXTURE
(MAX. 50 LB) —
HANGER
CHANNEL
OH
IJ
A SECTION
SCALE: Y1e'
NOTES:
1. FAN BEAM TO BE INSTALLED IN 8" x VY' FLAT PAN ONLY.
2. FAN BEAM CANNOT BE INSTALLED IN 24" TRI-V PAN, 12" W PAN OR 6" x 2Yz" FLAT PAN
3. WHEN USING 6" x 2Yi' FLAT PAN, IT IS ACCEPTABLE TO REPLACE ONE SECTION OF DECK
BY AN 8" x 2Yz" SECTION WITH A FAN BEAM.
4. SEE IAPMO 0505 FOR FAN BEAM AT IRP TYP. ATTACHMENT PER 4/S6.2
USE (2) 346"0 LAG SCREW TO
FAN BEAM (CAN BE LOCATED IN (2) (E) STUDS CLOSER TO FAN
BEAM ((4) SCREWS TOTAL)
ANY FLUTE OF AN 8" FLAT PAN)
FWALL HANGER PER 12/S4.4 ATTACHMENT PER S3.1 x
f
MA,,lA
ADD L2 x 2 x 0.120" x 0'-2" LONG
W/- #10 S.M.S. x Yz" LONG TO
LEDGER AND (2) #10 S.M.S. TO
FAN BEAM
FAN BEAM AT HANGER CHANNEL
B SECTION
FAN BEAM
I BEAM
WHERE OCCURS
RECTANGULAR BEAM
WHERE OCCURS ---
WALL HANGER
PER 12/S4.4
#10 S.M.S, TOP AND BOTTOM
AT HANGER CHANNEL
HANGERWALL
C ELEVATION
SCALE: 3" = 1'-0"
FAN BEAM
� i
A
k k
k A
A,
1 k
F WHEN DOUBLE BEAM
����"""��� OCCURS, ATTACH FAN
BEAM TO EXTERIOR BEAM
FAN BEAM
E SECTION
SCALE: 3" = 1'-O"
BIT FAN BEAM
SCALE: AS NOTED
ALUM. ALLOY 3004-H36
STEEL ASTM A653-SS GRADE 50 G60
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER 814/S4.2
TYP.
0
m
3.000" 4.000" 3.000"
MAX_
B18 DBL 3 x 8 x 0.042-
w/ 12 GA STL INSERT 3"=r'-o"
(2) #12 SMS, FAN
BEAM TO GUTTER
--- FAN BEAM
(2) #10 SDS DECK _
TO FAN BEAM
(1) #12 SMS EACH SIDE OF
FAN BEAM, DECK TO BEAM
Bi OR 94 GUTTER PER S4.1
AT BEAM/HEAOER
D SECTION
SCALE: 3" = 1'-0"
2.0
TYP.
FAN BEAM
�PROF1i.E
SCALE: 6" = 1'-0"
ALUM. ALLOY 3004-H36
1.229 STEEL ASTM A653-SS GRADE 50 G60
1-1
o 14 GA.
CONTINUOUS
STEEL INSERT
O.Tl?�
N
U?
n
2.824"
3.000"
Bi3 3 x W x 0.042'
w/ 14 GA STL INSERT 3"=r-u'
ALUM. ALLOY 3D04t36
1 229„ STEEL ASTM A653-SS GRADE 50 G60
12 GA.
CONTINUOUS
STEEL INSERT
TYP.
N
0
2.824"
3.000' 1
(��y3wx8'x0.042'/ 12 CA STL INSERT 3"=1'-o"
ALUM. ALLOY 3004-H35
STEEL ASTM A653-SS GRADE 50 G60
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B13/S4.2
TYP.
0
3.000" 4.000" 3.000"
MAX.
DB15DBL3x8x0.047
w/ 14 GA STL INSERT
ASTM A500 GRADE B AST M A500 GRADE B ALUM. ALLOY 3004-HMIALUM. ALLOY 3004-H36
3" ALUMINUM OR STEEL
POST PER PLAN
cV
Or
O
0.032"
M
0.042" 3.000"
4.000" � F
2.000" 3.000" 2.000"
NOTE:
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. NOTE:
SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SEE TABLE 1 ON S1.x FOR APPLICATION OF THIS DETAIL.
THE BEAM/COLUMN CONNECTION.
C10 HSS 4 x 4 x 3116 C7 HSS 3 x 3 x 3116 SP4 0.042' SIDE PLATES T Sa x 0.032' ALUM. POST
3"=1'-O" 3"=1'�0"
ASTM A500 GRADE B ASTM A500 GRADE B ALUM, ALLOY 6063-T6 ALUM. ALLOY 3004 H36
a 0.762"
�j TYP• 1.500" n'
c
E
fl 4�•m
0.250" 0 0.250" c o D.TR62" o C.
M{R0.125
d r " yp
TYP.
n
3.000" 3.000" 3.000" o
4.000"
NOTE:
Nam:
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
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.
SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXIEND FROM THE FOUNDATION TO THE UNDERSIDE OF
THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION.
Cif HSS 4 x 4 x 1I4 C8 HSS 3 x 3 x 1/4 C5 3' MAG POST C2 T SQ ALUM. POST
ASTM A500 GRADE_Lj ISTEEL A653 GRADE 50 CP60 ALUM. ALLOY 3004-H35
3" ALUMINUM OR STEEL
POST PER PLAN
o c�
0.0
0 0ii
RQ:i 25 �
032
3.
n
2.000" 3.000" 2.000"
NOTE:
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY NOTE:
SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. S IS ACCEPTABLE E COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SECTION Cl L E AESD FROM PURPOSES. NO FASTENERS ARE REQUIRED. NOTE:
SLEEVE SHALL EXTEND FROM THE FOUNDATION, TO THE UNDERSIDE OF SEE TABLE 1 ON S1.x FOR APPLICATION OF THIS DETAIL.
THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION.
HSS 3 x 3 x 5/16 3- SO. STEEL POST 0.032' SIDE PLATES
C9 3"A1.,fl.� SP3 Y=1. D'
ALUM. ALLOY 3004 H36 ALUM. N LOY 3004-H3fi
ors 0.625' lb1?0
1.520" 1.520" 0.625'
cq
0 lb
0 0
O
N N
"O O Ln
o N 0.730" M o ell 0.730" 04
N N
0.038" 0.038" a
0 0
2.935" NOTES: 2.935"
1. SEE B1/S4.1 FOR SPLICE DETAIL WHERE
OCCURS.
2. THIS GUTTER IS USED WITH 6" OR 8" FLAT
NOT USED NOT USED 4 6.5" ROLL FORMED GUTTER i 6.5' ROLL FORMED GUTTER
x=1'-O" FOR 3.5' PANS 3"=1'-0' FOR 21" PANS
ALUM. ALLOY 6063-T6
2.125"
1.500" ATTACH SWIVEL
HANGER TO (E)
BUILDING PER TABLE
5/56.1
(2) #8 @ 16' O.C.
TO MATCH LOC. OF -
LAG SCREW
490*�
so"
HANGER PER 6A/-1 A
OR 6B/-m
ATTACH EXTRUDED HANGER
TO EXISTING BUILDING PERCn Lu
o TABLES 3A, 3B, OR 4 56.1 0 '
±.034 NOTES:
1. USE OF THIS DETAIL IS LIMITED TO PROJECTION LENGTHS SHOWN
IN TABLE 5/S6.1
2. USE OF THIS DETAIL IS NOT ALLOWED WHEN GROUND SNOW LOAD
> 25 PSF OR ROOF SNOW LOAD > 21 PSF
(�(-DURAKINrjXTRUDED BANGER CONNECTION NOT USED 07 NOT USED
PANEL) 3"=1'-0" x=1'-o"
ALUM. ALLOY 3004-H35 u AkUM. ALLOY 6063 T6 2.707"
2.495"
-11 1.937" .176"
ATTACH ROLLED FORMED 1.500"
.015" x 90' 0.202"
HANGER TO EXISTING Fn
ft;x ' 1 GROOVE 2[2f5m.352 0.080"
BUILDING PER TABLES 3A 1.490° N 'S> ' FASTENERS PER 3/53.2 0.145" -
0 376" 0
38, OR 4/S6.1 un P 075 co 0.055' -
O � m 4'i
N
APPROVED 6" INSUL o c r'
ATTACH IR HANGER 2.336" ROOF PANELS PER 0.3120
TO EXISTING BUILDING 2/G3,2o 0 4.065" 4 B61"
0 0.040" o PER TABLES 3A, 3B, N 4.765" O c 0.281 ° 0.450"
N TYP. N OR 4/56.1 t.064" g0t2
2.740" 11.57'
8.25' .625'
1.550" R.OS° lr-- 5 500" .625'
c 0.563"
FASTENERS PER 3/S3.2 6A A
0 0 2.125' 1-1/2 =V-0'
APPROVED 3" OR t.034
1.880" n 4y" INSUL ROOF
68
o PANELS PER 2/G3.2
ROLL FORMED HANGER IR HANGER EXTRUDED SWIVEL HANGER CONNECTION
N.T.S. (TRI-V, FLAT PAN, TRIPLE 6)
2485 RAILROAD ST,
CORONA, CA 92880
951,736.4500
rlESS 1 4
� K
a S 5885
OF CAV
DATE SIGNED: July 06, 2018
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
REVISIONS
MARK I nATE I DESCRIPTION
4 STEL JOB A
17-1071
DATE
04125118
DRAWN BY
RER
CHECKED
MDS
IAPM0195 V 3.0
SOLID PANEL STRUCTURES:
MEMBER PROFILES
S4.4
o.oeo"
2:e75"
0
0
o-
0
0 0.060"
0
0
N
0
0
0
O
r]
3 0pp+ 3 gUp
NOTE:
BRACKET IS 2%" LONG
V BRACKET AT COLUMN
1 'H" 84�ACKET
4
6"=I '-0"
N.T.S.
0
0
N O
O
0
0
N O
0
C
O
N O
2.000.
2.000+
2.00W
O
C)
8, pq0.
Z�
ROOF 8RACKET
2 NOT USED
5
L8 x 8 x 1/4 x 2'
o,$�t
0
N 0
O
N 0
O
O
CV
S 0
N
200" 2.00"
O
Cp
O
8.Q¢"
�p0
MOW BRACKET
3 NOT USED
8
L12 x 8 x 1/2 x 2'
2"=l'4
ALUM. ALLOY 3004-H36
2'-0"
ALUM. ALLOY 3004-1-136
g^
24'
)F 3. 1. 1. 3
1„ 1.
8. 1. 1. 1" 8. 1. 1.
` +
+ +1
r ,---
I + +
_
+ +
- - - - - - - T
+ + + + I
- - - - - - - -
110 SMS
#10 SMS
y MA]I
Y" MAX
I l
(8 TOTAL) • uAn
r
II M" -
(8 TOTAL)
I+ +
+
+1
1 ++
+ ++ ++ I
I+ +
+ +1
EL
I
1 ++
+
++ ++ 1
L ___
____J
L_- __--._.___--
-___.-__...___-__-
�
L
____J
4�
L-_
_
SPLICE I
I
POST CENTERED SPLICE
#12 SMS
SPLICE `
POST CENTERED
SPLICE
#12 SMS
BEAM B4
ON SPLICE BaM 84
(24 TOTAL)
BEAM 81
ON SPLICE
BEAM 81
(24 TOTAL)
MOMENT SPLICE
MOMENT SPLICE
SIMPLE SPLICE
SIMPLE SPLICE
No S:
1. WHEN BEAM B4 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
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
THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS.
14 SPLICE DETAIL FOR MAG
GUTTER (BEAM SO 1-1/2"=1'-0"
NOTES:
1. WHEN BEAM BI IS USED AS AN ARCHITECTURAL GUTTER, A SIMPLE SPLICE CAN BE USED ANYWHERE.
2. WHEN BEAM Bt 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.
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.
4 SPLICE DETAIL FOR ROLL
FORMED GUTTER (BEAM 91)
12"
1" 4" i• 1° 4" 1"
t
SPLICE -
BEAM B3
I I )�' MAX
m9
RL"ilWol[�F�
(8) #10 SMS
POST CENTERED
ON SPLICE
ALUM. ALLOY 3004-H36
E
SPLICE (8) Yz" BOLTS
BEAM B3 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.
S SPLICE DETAIL FOR 4 1 SEAM
(BEAM BW 2"=1'-9'
12"
+ + + +
Il
li
MAX
SPLICE — J I I I � (8) #10 SMS
BEAM 86 I POST CENTERED
ON SPLICE
SIMPLE SPLICE
ALUM. ALLOY 3004-H36
S-0"
0 0 II 0
I I
I I
I I
II MAX.
0 o a n
SPLICE (8) Yz" BOLTS
BEAM B6
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.
B SPLICE DETAIL FOR T I BEAM
(BEAM BO T=r'-o"
TABLE 1 -MAXIMUM PROJECTION
ASSUMING (E) JOIST SPACING = 24"OC MAX
LUGSL
(PSF)
EXISTING FRAMING MEMBER
AT ROOF OVERHANG
BRACKET OFFSET "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 2x8 NOTCHED
28' 0"
28' 0"
28' 0"
28' 0'
2x8 FULL OR 2x10 NOTCHED
28' 0"
28' 0"
28' 0"
28' 0'
20
2x4 FULL
7' 9-
11,101,
1915,
28' 0'
2x6 NOTCHED
12' W
17' 10"
28' 0"
28' 0-
2x6 FULL OR 2x8 NOTCHED
19' 7"
27' 7"
28' 0"
28' 0'
2x8 FULL OR 2x10 NOTCHED
28' 0"
28' 0"
2810,
28' 0'
25
2x4 FULL
7' 4-
11' 3"
18' 7"
28' 0'
2x6 NOTCHED
11' 8"
17' 0"
27' 1"
28' 0'
2x6 FULL OR 2x8 NOTCHED
18' 8"
26' 4"
28' 0"
28' 0"
2X8 FULL OR 2x10 NOTCHED
28' 0"
28' 0"
28' 0"
28' 0-
30
2x4 FULL
5.11..
9' 4'
IS-8-
28-0-
2x6 NOTCHED
9.6.
14' 2"
2Z 11"
28' 0"
2x6 FULL OR 2x8 NOTCHED
15' 5"
22' 0"
28' 0"
28'().
2x8 FULL OR 2x 10 NOTCHED
26 3"
28' 0"
28, 0"
28' 0'
40
2x4 FULL
4' 0'
6.91
12' 0"
25' 2'
2x6 NOTCHED
519,
10, 5"
17' 6"
28' 0'
2z6 FULL OR 2x8 NOTCHED
11' 4"
16' 6"
26' 7"
28' 0'
2x8 FULL OR 2x10 NOTCHED
19' 7"
27' 6"
28' 0"
28' 0'
2x4 FULL
2' 10"
5' 2'
9.8.
20' 4'
50
2x6 NOTCHED
5' 1-
6 2-
14' 2"
28' 0'
2x6 FULL OR 2x8 NOTCHED
8' 9"
13' 0"
21, 6"
2T 0'
2x8 FULL OR 2x1 D NOTCHED
15' 6"
21' 11"
28' 0"
28' D'
(NOTES:
1 - NOTCH CAN BE UP TO 1" IN 2x6, UP TO 1.5" IN 2x8 OR 200.
;2 - MAX (E) ROOF RAFTERS BACKSPAN IS ASSUMED TO BE 40 FT.
.3 - FOR 10 PSF LUGSL, USE ROOF BRACKET 5/S4.5
.4 - FOR LUGSL t 20 PSF, USE SNOW BRACKET 6/S4 5
TABLE 1A- MAXIMUM PROJECTION
USING ROOF BRACKET PER4C/S4.5
WIND SPEED & EXPOSURE
LUGSL
110E
13DC
(PSF)
110C
120C
10
17'-0„ 15'-0"
14-0 12'-0„
NOTE:
WHEN USING ROOF BRACKET PER4C/54.5, MAXIMUM
PROJECTION SHALL BE THE SMALLEST PROJ ECTION FROM
TABLE 1 AN D TABLE 1A
TABLE 1 B - MAXIMUM PROJECTION
USING SNOW BRACKET PER 4D/S4.5
WIND SPEED & EXPOSURE
LUGSL
(PSF)
110B,I10C
1208,130E
120C
130C
10
24'-0'
24'-0"
21'-D"
20
20'-0'
19'-9"
18'-3"
25
19'-3'
19'-3"
17'-9"
30
16'-3'
16'-3"
16'-3'
36
13'-9'
13'-9"
13'-9"
40
12'-3'
12-3"
12-3"
42
11'S'
11 _9"
11'-9"
50
10'-0'
10'-0"
10'-0"
NOTE:
WHEN U51NG SNOW BRACKET PER 4D/S4.5, MAXIMUM
PROJECTION SHALL BE THE 5MALLE5T PROJECTION FROM
TABLE 1 AND TABLE 1B
TABLE 2 - NUMBER OF SIMPSON A34s EA END'
REQUIRED AT ROOF PANEL OR RAFTER
CONNECTED TO EXISTING ROOF OVERHANG (EA. END)
TRIG
10 PSF
20 PSF
25 PSF
30 PSF
40 PSF
50 PSF
WIDTH
LUGSL
LUGSL
GSL
GSL
GSL
GSL
1
1
1
2
7'
1
1
1
1
1
2
8'
1
1
1
1
2
2
9'
1
1
1
1
2
2
10'
1
1
1
2
2
2
11'
1
1
2
2
2
2
12'
1
1
2
2
2
2
NOTES:
1 - USE (8) SIMPSON SD9112 SCREWS INTO EACH A34
2 - WHEN USING (2) A34s AT EA END, PROVIDE 2x FULL DEPTH WOOD
SCAB, FULL LENGTH OF RAFTER TAIL, W/ 10d @ 12" O.0 MAX, T&B,
STAGGERED (WOOD SCAB TO RAFTER)
3 - A NUMBER 1 IN THIS TABLE MEANS THAT 2 A34s TOTAL ARE REQ'D.
A NUMBER 2 IN THIS TABLE MEANS THAT 4 A34s TOTAL ARE REQ'D
TABLE 3A-FASTENERS REQUIRED
AT HANGERS PER DETAILS 9, 11, AND 12/S4.4
TO EXISTING WOOD STUD WALL FRAMING
TRIB
10 PSF
20 PSF
25 PSF
30 PSF
40 PSF
50 PSF
WIDTH
LUGSL
LUGSL
GSL
GSL
GSL
GSL
6RAB
A
A
A
A
6'
A
A
A
B
7'
A
A
B
B
8'
A
A
B
C
9'
A
A
B
C
10,
A
B
C
C
11'
B
B
C
C
12'
j B
B
C
C
A - (2) 1/4" LAG SCREWS W/ 21/2' PENETRATION IN WALL STUDS
B - (2) 5/16" LAG SCREWS W/ 21/Z' PENETRATION IN WALL STUDS
C - (2) 7/16" LAG SCREWS W/ 3'1 ' PENETRATION IN WALL STUDS
NOTES:
1 - ANCHORS ARE TO BE SPACED AT 16" O.C. MAX HORIZONTALLY IN
DIRECTION PARALLEL TO WALL
TABLE 3B - FASTENERS REQUIRED
AT HANGERS PER DETAILS 9, 11, AND 12/S4.4
TO EXISTING 2x LEDGER OR FASCIA
TRIB
WIDTH
10 PSF
LUSL
I 20 PSF
LUSL
25 PSF
GSL
30 PSF
GSL
40 PSF
GSL
50 PSF
GSL
5'
A-16"oc
A-16"oc
A-16"cc
A-16"cc
A-16"oc
A-12"oc
6'
A-16"oc
A-16"cc
A-16"oc
A-16"cc
A-12"cc
A-8"cc
7'
A-16"oc
A-15"cc
A-16"cc
A-12"cc
A-8"oc
A-8"oc
B'
A-16"oc
A-16"00
A-16"oc
A-12"oc
A-8"cc
A-8"cc
9'
A-16"oc
A-12"oc
A-12"cc
A-12'cc
A-8"cc
A-6"cc
10'
A-16"cc
A-12'oc
A - 12" ocl
A-8'oc
A -B"cc
A-6"cc
11'
A-16"oc
A-12"oc
A-8"oc
A-8'oc
A-6"oc
A-6"oc
12'
A-16"oc
A-8'ec
I A - Wee
A-8'oc
A-6"oc
C-6"oc
.A (2) 1/4" LAG SCREWS C (2) 7/16" LAG SCREWS
B (2) 5/16" LAG SCREWS D (2) 1/2" LAG SCREWS
ALL FASTENERS TO HAVE 1.5" PENETRATION INTO (E) 2x LEDGER OR
FASCIA
TABLE 4 - ANCHORS INSTALLED INTO THE SIDE
OF 6 IN THICK MIN CONCRETE OR CMU WALLS
IN CONCRETE, USE 1/2" DIA SIMPSON STRONG -BOLT 2, STAINLESS STEEL, WITH 3"
MIN EMBED, INSTALLED PER ICC-ESR-3037.
IN CMU, USE 1/2" DIA SIMPSON WEDGE -ALL, STAINLESS STEEL, WITH 3 3/8" MIN
EMBED, INSTALLED PER ]CC-ESR-1396.
MAXIMUM ANCHOR SPACING
10, 20. 25 PSF
LUGSL
30 PSF
GSL
40 PSF
GSL
1 50 PSF
GSL
48"
36'
36'
24"
USE 3" SQ.x1/4" STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD
LEDGER AGAINST EXISTING CONCRETE WALL
TABLE 5-MAXIMUM PROJECTION WHEN USING
EXTRUDED SWIVEL HANGER PER 5/S4.4
LL/G5L
sfI
Lag5crew
Diameter
Wind Speed and Exposure
110B
110C
120E
120C
130B
130C
10
I/4"0
11-6"
IT-6'
12-G'
IV-0"
11'-6"
1a-C'
S/16"0
17-0"
15-6'
14-0"
14-a'
14'-6"
12'-6-
3/9" 0
IV-0"
15-6"
16.6"
IS'-0"
15-0'
13'-6'
20
14"0
10'-0"
5-0'
9-6'
8'-6"
8'-6'
8'-9'
5/16"0
1Z-6"
117-6'
la-6'
10-6'
11-a"
la - a'
3/8"0
13-a'
12'-a'
12-6"
11'"6'
IV-5'
10'-6"
25
4" 0
Y - t;'
Y - a'
Y- a'
Y - 6"
V - 6'
9- 0'
5 16" 0
12' - 0"
IT - 6"
la - 6"
10' - 6'
la - 6"
10 - 0'
B" 0
12 - 6"
12 - 0'
12- a'
11' - 0'
13' 0'
10' - 5'
NOTE:
FASTENERS W/ 3" PENETRATION INTO WALLSTUDS TO BE SPACED AT 16" O,C. MAX
FASTENERS W/ 11/2' PENETRATION INTO 2x WOOD FASCIA TO BE SPACED AT W O.C.
MAX
NOTE:
WHEN [E) WALL HAS AN OPENING UNDER THE ATTACHMENT OF THE PATIO TO THE SAVE OR WALL,
SITE -SPECIFIC ENGINEERING IS REQUIRED TO VERIFY ADEQUACY OF THE EXISTING STUD WALL FRAMING
(INCLUDING HEADER SIZE) WHEN THE FOLLOWING CONDITIONS OCCUR:
FOR LUGSL = 20 PSF MAX: COVER PROJECT [ON > WAND OPENING IN WALL WIDER THAN 8'
FOR GSL - 50 PSF MAX: COVER PROJECTION � 14' AND OPENING IN WALL WIDER THAN 6
NO ADDITIONAL SITE SPECIFiC ENGINEERING IS REQUIRED WHEN EXISTING OPENINGS I PROJECTIONS ARE
SMALLER THAN THOSE STATED ABOVE.
ILE CLEAR DIMENSION TO BEAM D
SEE TABLE 1A ON S6.1 SEE TABLE 1
ON S6.1
2 x q' or 3 x 8 WOOD
FILLED ALUMINUM LEDGER
HANGER PER 9, 11, OR
12/S4.4. FASTENERS PER
TABLE 3B/S6.1.
SOLID PATIO COVER OR
ALUMINUM RAFTER
ALTERNATIVE ROOF
BRACKET ORIENTATION MIN,
ROOF BRACKET PER 5/S4.5
(3) )¢'0 LAG SCREWS W/- %' PENETRATION
(3) )4'O LAG SCREWS W/- 4" PENETRATION
ALTERNATIVE ROOF BRACKET
MAX- LOCATION AND/OR ORIENTATION
_SEE NOTE 4
(E) BLOCKING BETWEEN
CONT. RAFTERS OR TRUSSES,
WHERE OCCURS
MIN
(E) WALL SEE
NOTE ABOVE
SAVE OH E RAFTER OR TRUSS BACKSPAN
24" MAX 6-0 MIN 40-0 MAX
N�
1. EXISTING ROOF DESIGN LOADS: ROL = 3 PSF (MIN) TO 8 PSF (MAX)
2. NEW PATIO DESIGN LOADS: LL = 10 PSF MAX (NO SNOW LOAD)
3, PLACE 'SIKA FLUC OR SIMILAR MATERIAL BETWEEN 13RACKET AND COMPOSITE SHINGLE
ROOFING TO PROVIDE SEAL..
4. WHEN THE BRACKET IS INSTALLED AT ALTERNATE LOCATION SHOWN, USE TABLE 1 FOR D=6"
5. USE THIS DETAIL WITH ROOF BRACKET PER 5/S4.5 AND TABLES 1 AND 1A ON S6.1.
C CONNECTION TO TOP OF EXISTING ROOF
LL =10 PSF MAX
ALLOWABLE CLEAR DIMENSION TO BEAM
SEE TABLE 1B ON S6.1
HANGER PER 9, 11, OR
12/54.4. FASTENERS PER 3 x 8 WOOD FILLED
TABLE 3B/S6.1. ALUMINUM LEDGER
SOLID PATIO COVER OR ROOF BRACKET PER 6/S4.5
ALUMINUM RAFTER
(3) Yz"O LAG SCREWS (3) Y2"0 LAG SCREWS
W/- 4" PENURA71ON W/-2X2" PENETRATION
S
(E) BLOCKING BETWEEN
CONT. RAFTERS OR TRUSSES,
WHERE OCCURS
(E) WALL SEE
NOTE ABOVE
NOTES:
1. EXISTING ROOF DESIGN LOADS: ROL = 3 PSF (MIN) TO 8 PSF (MAX)
2, NEW PATIO DESIGN LOADS: GSL = 50 PSF MAX
3. PLACE "SIKA FLEX` OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE SHINGLE
ROOFING 70 PROVIDE SEAL.
4. BRACKET MUST BE ORIENTATED TOWARDS ROOF EDGE AS SHOWN.
5. USE THIS DETAIL WITH ROOF BRACKET PER 6/S4.5 AND TABLES I AND 1B ON 56.1.
6. VERTICAL LEG OF BRACKET SHALL BE LOCATED 6" MAX. FROM FACE OF WALL, ON
EITHER SIDE OF WALL.
C CONNECTION TO TOP OF EXISTING ROOF
GSL = 50 PSF MAX
¢ CONNECTION TO (E) BLDG
3/4,'=1'-O„
DECK/
DIRECT
COLUh
BEAM
BEAM
COLUI
(E) STUD WALL 3" x 8" x 0.042" HEADER
(3) Yi'O LAG
SCREW TYP.
o (3) #14 SMS
_ EA. SIDE
TRIBUTARY 2" ' in
AREA MIN,
0
(El 1" THICK MAX LATH �DL
L
TRIBUTARY
AREA
AFTER
DIKLL.I ON
PLAN
i $LOAM BRACKET
N.T.S.
FASTENERS, SEE TABLES 3A & 4
ON S6.1 AND NOTE 1 1" THICK MAX LATH AND
PLASTERfWOOD SIDING/1, 2,
HANGER PER 54.4 OR 3-COAT STUCCO
SEE NOTE 2
SOLID COVER
(E) 2 x WOOD STUD WALL.
SIM AT CONCRETE, BRICK
OR MASONRY WALL
SEE NOTE ABOVE
0
MIN.
FASTENER PER S3.2
NOTES:
1. FASTENER TO BE INSTALLED AT CENTER OF (E) WOOD STUDS
2. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX.
3. DETAIL IS VALID WITH CONNECTION THROUGH (E) WOOD LEDGER ALONG
STRUCTURE PROVIDED THAT THE MINIMUM FASTENER PENETRATION IN WALL
STUDS PER TABLE 3A/S6.1 IS SATISFIED.
B WALL CONNECTION
"D" SEE TABLE 1 ON S6.1
SIMPSON A34 EA END
SEE TABLE 2 ON 56.1
FOR NUMBER OF A34
HANGER PER 6/S4.4. REOD AT EA END (E) BLOCKING
FASTENERS PER TABLE 38 ON BETWEEN CONT.
S6.1 AND NOTES 2 AND 3 RAFTERS OR
TRUSSES
J� L ADO 2 x FULL DEPTH 4� TRUSS 2
SOLID PATIO COVER WOOD SCAB, WHERE RAFTERS
24" @ OC
2-A34's ARE REQUIRED
EXISTING FASCIA BOARD PER TABLE 2 ON S6.1 (E) WALL
SEE NOTE 3 ON S6.1 SEE NOTE ABOVE
ABLE CLEAR DIMENSION TO MM (E) EAVE OH E RAFTER OR TRUSS MKSPAN
SEE TABLE 1 ON S6.1 24 MAX 6'-0" MIN 40'4' MAX
NOTES:
1. EXISTING ROOF DESIGN LOADS:
ROL = 3 PSF (MIN) TO 8 f'SF(MAX)
RLL/GSL = 10, 20, 25, 30. 40 OR 50 PSF
2. FASTENERS TO BE LOCATED 4" MIN FROM SPLICE IN (E) FASCIA BOARD
AND 2" CLEAR FROM TOP AND BOTTOM OF (E) FASCIA BOARD.
A CONNECTION TO EDGE OF E7L13TING ROOF
1. 2 OR 3 COATS OF STUCCO �� 3" x 8" RAFTER BRACKET
NOTES' SEE NOTE 6
1. USE OF THIS DETAIL IS LIMITED TO THE FOLLOWING:
FOR LL/GSL = 10 PSF, MAX TRIG AREA TO CONNECTION - 100 FTZ
FOR LL/GSL = 20 OR 25 PSF, MAX TRIG AREA TO CONNECTION = 55 FT2
FOR GSL - 30 PSF. MAX TRIG AREA TO CONNECTION - 45 F
FOR GSL > 30 PSF, DETAIL IS NOT ALLOWED
2. SEE PLAN FOR DEFINITION OF TRIBUTARY AREA.
3. BEAM MUST LINE UP WITH EXISTING FULL HEIGHT WALL STUD. NO OPENING
ALLOWED UNDER CONNECTION.
4. USE (2) W HILTT KB-TZ W/ 4" EMBED @ CONC WALL W/ 6" SPACING
5. USE IT TALL BRACKET & (2) X" HILTI KB-3 W/ 4" EMBED @ CMU WALL
W/ 8" SPACING
6. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX.
2 x 6h x .0244EA.
SEE TABLE FOR FASTENER
RAFTERTO
RAFTER AND FASCIA
14 S.M.S. TO2
x fi>2 ALUM.
(2 TOTAL) ATRAFTER
BRACKET
RAFTER TAIL
OPTIONAL LATTICE
GUTTERTUBE
ROOF PANEL
@24" O.C.
MAX
12VI I. "L" SEE TABLE
FASTENERS
"L" I
"D"
WITH LATTICE
NO LATTICE
1'-0"
1"
(4) #10
(3) #8
Z-0"
1"
(6) #10
(4) #8
3'•0"
2'
(12) #10
(2 ROWS OF 6)
(8) #B
(2 ROWS OF 4)
NOT£:
1. THIS DETAIL IS LIMITED TO 30 PSF MAX LL/GSL.
2. FASTENER SPACING = 3/4" MIN
2 RAFTER TAIL TO GUTTER
3 HOT USED
SCALE
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
/��Ffw55 IC�yq(
I/ lC
4I S 5885
T�uum LIW
OF CP,0I 5/
DATE SIGNED: July 06. 2018
04r;"imTCL.
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
REVISIONS
MARK I r,ATF I DESCRIPTION
4 STEL JOB 17-1071
DATE 04/25/18
DRAWN BY RER
CHECKED MDS
IAPM0 195 V 3.0
SOLID PANEL STRUCTURES:
CONNECTIONS DETAILS
S6.2
NOTCH RETURN PORTION OF THE TOP
FLANGE OF THE BEAM (AND INSERT WHERE
3 x 8 x 0.42 BEAM
OCCURS) AT CONNECTION TO COLUMN
OR 3" SQ. STEEL BEAM
A
(3) 9e"0 THRU-BOLTS @ B6, B7 OR 68
(6)-#14 SOS @ EA. SIDE
(2) X-0 THRU-BOLTS @ 83
TOP & BOT TOTAL = 24
I BEAM B3, B6, 97,
^
OR 88 PER S4.1
NOTCH FULL BOTTOM FLANGE OF I BEAM
H BRACKET PER 1/S4.5
(AND INSERT WHERE OCCURS) ON ONE
OR 1 /1-4.3
SIDE OF WEB AT CONNECTION TO COLUMN
3" OR 4" SQ.
ALUM. OR STEEL POST
STEEL POST PER 54.3
NOTE:
DO NOT NOTCH BEAM AT END COLUMNS WITH OVERHANG
I BEAM TO POST
I
'Fi' 9F�AC�CET TO POST
4
i
BEAM 81 OR 84
SEE NOTE 1
1WHE'IMAX SPLICE
OPTIONAL
R6 QCC RS
DECORATIVE FASCIA
(6) #14 SMS @ EACH
(INT COL ONLY)
(WOOD, ALUM.,
OR HARDBOARD)
HEADER TO COLUMN
(12) FASTENERS PER
DOUBLE BEAM 89,
(4)#14 x)�" S.M.S.
CONNECTION
810. B12, B15 OR
B16
5/8"0 HOLE WITH
II
(4)#14 SMS EA SIDE
PLASTIC PLUG, AS
REQ'D, TYP. IT IS
11 po I
I 1
ACCEPTABLE TO
IaO a I
U BRACKET PER 4/54.5
3" SQ POST '�
l.
USE ONE HOLE
TO INSTALL
I
0I
SEE NOTE 2
SEVERAL SCREWS,
1a II
TYP.
I II
(2)#14 SMS EACH
I I
NOTES:
SIDE T&B @32"
I ARCHITECTURAL SIDE
1. USE SIMILAR DETAIL AT 3 x 3 OR 3 x 8 BEAMS.
O,C.
PLATES, WHERE OCCUR,
SHALL STOP &FLUSH
2. U BRACKET IS NOT REQUIRED IF SIDE PLATES PER 3/S6.3
BELOW BEAM
OR H BRACKET PER 1/S6.3 ARE PROVIDED.
3" OR 4" SQ. POST
BEAM TO POST2
DBL BEAM TO COL
3" WIDE BEAM TYP 62,
85, B11, B13 OR 814
1 2" MAX SPLICE
3" OR 8" BEAM (6) #14 SMS EA. SIDE
AT SIDE PLATE SP3
(8) #14 SMS EA. SIDE
SMS PER ELEVAlBErWEEN
6
WHERE OCCURS
(1NT COL ONLY)
o
5/g"O PLASTIC AT SIDE PLATE SP4.
SEE NOTE 1.
o
w
PROVIDE FULL WMNG OF
w
BEAM ON POST.
Ito
%"0 HOLE WITH PLASTIC
PLUG, ASREQ'D,
TYP. IT IS ACCEPTABLE TO
°0cL
SIDE PLATUSE ONE HOLE TO INSTALLSEVERAL SCREWS, TYP.(2)
#14 SMS EA SIDE AT
Ea SIDE PLATE EA. SIDE, SEE
3" SQ. POST BOTTOM AND AT 32" OC
MAX.
TABLE 1 ON S1.x OR L1.x
SIDE PLATES
OPTIONAL STYROFOAM INFILL OF
$ SEC114N 3" SQ. POST BETWEEN
A ELEVATION SIDE PLATES CAN STOP BELOW
THE CONNECION
SIDE PLATES
BEAM TO POST CONNECTION
NOTES:
AT COLUMN 62, ADJUST SCREW LOCATION TO LOCATE SCREWS
INTO THE FLAT PORTION / VERTICAL WALL OF BEAM
3" STEEL POST
I
TABLE 1
STEEL INSERT PER
ALTERNATE
FOOTING DIMENSIONS
1
4/S7.2 AT POST
TYPE C7, C8, & C9
FTG(IN)
W"L-D
Aft l
WxLxD
Alt
WxLxD
AIt3(ATTACHED)
WxLxIS"
Alto
WxLx16"
AItS
WxLx24"
AIt6
WxLx30"
Alt
WxLx36"
Alt
WxLx42"
ADJACENT
GRADE TYP.7
BOLTS PER TABLE 2
ADJACENT
GRADE TYP.
3" OR 4" STEEL POST.
(SEE NOTE 1)
(SEE NOTE 2)
(SEE NOTE 3)
(SEE NOTE 4)
(SEE NOTE 5)
(SEE NOTE 6)
(SEE NOTE 7)
(SEE NOTE 8)
(SEE NOTE 9)
18
18x18x18
12x12x12
18x18x18
Isxl8x18
16x16x24
14x14x30
13x13x36
12x12x42
20
20x20x20
12x12x22
21x21x18
25x25x18
19x19x24
17x17x30
15x15x36
14x14x42
JA4C
22
22x22x22
16x16xl6
25x25xl8
33x33x1B
21x2lx24
19x19x3C
17x17x36
16xl6x42
-6 11 �_ 11Li
T.
a
II^II 1
-
-ii,.
�I
24
24x24x24
20x2Ox2O
28x28xl8
43x43x1B
24x24x24
22x22x30
20x20x36
18x18x42
26
26x26x26
23x23x23
32x32x18
3lx3lx24
24x24x30
22x22x36
21x2lx42
28
28x28x28
25x25x25
35x35x18
38x38x24
27x27x30
2Sx25x36
23x23x42
• •
- .a ' ' • - _
" PER 4/57.2
' • •� •
__•°
• i • , ¢ °.
n
v^�~
w
o
?w
wm
Li z = a
�m
-3"MIN.
__
zW
r 'ii_ wm
a ` p� v^��¢'"
i ¢a
` o w N N
° �m
Typ
,
iv
30
3Ox3Ox30
28x28x28
39x39x18
30x3Cx30
28x28x36
26x26x42
32
32x32x32
3Ox3Ox30
43x43x18
37x37x30
30x3Ox36
28x28x42
34
34x34x34
32x32x32
47x47x18
33x33x36
31x3lx42
36
36x36x36
34x34x34
S1x51x18
36x36x36
34x34x42
38
38x38x3B
37x37x37
SSx55xl8
43x43x36
36x36x42
40
40x4Ox4O
39x39x39
60x60x18
39x39x42
`I
y •
r.�
11
I
4•
42
42x42x42
41x41x41
64x64x18
42x42x42
-••.
e
`
POURED "'^I
CONCRETE
i
WIDTH =LENGTH [1N
i H
IN BEAM SPAN TABLES
NOTES:
1. THIS DETAIL CAN BE USED FOR STEEL POST TYPES C6, C7, C8, OR C9.
2. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPE C1 OR
ALUMINUM POST TYPES C2 OR C5 PER TABLE 2 ON S7.1.
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 8/57.1 AND PER
TABLE 2 ON S7.1
STEEL POST SLEEVE CONNECTION
TO CONCRETE FOOTING 1'=1'-o"
TABLE 3 - (MAX WIND SPEED: 130MPH, EXP C)
MAXIMUM POST SPACING WHEN PATIO COVER
IS INSTALLED ON SLAB ON GRADE
ROLLED FORMED PANS (RF)
IRP
TRIB
LL./GSL(psf)
GSL(psf)
LL/GSL(psf)
WIDTH
10 psf
20 psf
2S psf
30 psf
10 psf
20 psf
V
13%7"
11'-O"
10'-4"
9'-0"
12'-6"
10'-0"
6'
11'4"
9'-9"
9'-0"
8'-4'
10'-S"
8'-9.
7'
9'•8"
9.-0"
V-0"
V-6`
91-0"
8'-0•
8'
S'-6"
S`-6'
7' 6"
7'-0"
7-10"
7'-6'
9'
7-7"
8'-O'
7'-0"
NP
7'-0"g7'-O'10,
V-9"
7'-6"
N.P.
NP
6'-3"11'
6'-2"
7'-0'
NP
NP
5'-8'12'
5'•8'6-6"
NP
NP
5'-3"
NOTES:
1- "NP" INDICATES THAT A FOOTING IS REQUIRED, AND THE PATIO
COVER CAN NOT BE SUPPORTED ON A SLAB ON GRADE.
2- FOR UVE0RSNOW LOADS HIGHER THAN THE ONES SHOWN ON
TH15TABLE, A FOOTING IS REQUIRED AND THE PAT10 COVER CANNOT
BE INSTALLED ON SLAB ON GRADE.
3 - WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
(RESIDENTIAL APPLICATIONS ONLY), THE MAXI MUM POST SPACING IS
THE LOWEST OF THE "MAX POST SP ACING(SPAN)" SHOWN ABOVE
AND THE MAXI MUM POST SPACINGS SHOWN ON SHEET 58.XX.X
POURED "1 11= --1 I - -
CONCRETE if"0 A36 THREADED
FOOTING ROD W/- NUT EA. SIDE
WIDTH =LENGTH 1N OF COL. OR #4 REBAR,
SEE FTG. SCHEDULE GR 40 MIN. SECURED
IN PLACE
IN BEAM SPAN TABLES
NOTES:
1. THIS DETAIL IS TO BE USED FOR POST TYPES C10 & C11.
2. THIS DETAIL CAN ALSO BE USED FOR STEEL POST TYPES C6, C7, C8, C9
PER TABLE 2 ON S7.1.
3. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPES C1, C2,
OR C5.
B STEEL POST EMBEDDED
INTO CONCRETE FOOTING
3" STEEL OR
ALUMINUM POST
SEE NOTE 6 —
ADJACENT GRADE r"T' BRACKET PER 1/S7.2,
WHERE OCCURS / 2/S7.2 OR 3/S7.2
A. i EXISTING OR NEW SLAB ON
, i GRADE. f c = 2,500 PSI MIN.
EDGE OF SLAB \—BOLTS PER TABLE 2 ON S7.1
WHERE OCCURS
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
AND/OR COMMERCIAL APPLICATIONS.
3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, C10,
CI 1.
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 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. ANY POST SIZE FOUND IN TABLE ON SHEET SB.xx.x AND MATCHING
TRIBUTARY WIDTH AND MAX. POST SPACING FROM TABLE 3 CAN BE
USED. EXAMPLE: 10 psf ILL. 110 mph WIND LOAD CAN USE A
COLUMN C1 PER S8.10.1 FOR BEAM 83, ATTACHED COVER.
NOTES:
1- "FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS S8.xx.x OR LB.xx.x.
2 - "ALT 1" IS THE FOOTING DIMENSION BASED ON THE "FTG (IN)- DIMENSION. NOTE THAT W=D=L
3 -'ALT 2" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A 3.5" MIN THICK SLAB IS PRESENT ABOVE THE FOOTING. NOTETHAT W =D=L
4 - "ALT3" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 18" DEPTH FOR UPUFTDESIGN ONLY. THIS VALUE IS TO BE USED
ONLY ATATTACHED PATIO STRUCTURES. NOTE THAT W=LAND D=18".
5 - "ALT4" 15 THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 18" DEPTH. NOTE THAT W=LAND D=18".
6 - "ALT5" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FDOTING 15 KEPT TO AN 24' DEPTH. NOTE THATW=LAND D=24".
7 - "ALT 6" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 30" DEPTH. NOTE THAT W=LAND D=30".
8 - "ALT 7" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 36" DEPTH. NOTE THAT W =L AND D=36".
9 - "ALT 8" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS K EPT TO AN 42" DEPTH. NOTE THAT W=L AND D-42".
�� FOUNDATION TABLES
u
TABLE 2 - ANCHORAGE SCHEDULE
(ATTACHED STRUCTURES ONLY)
BRACKET
DETAIL
POSTTYPE
FTG (IN)
ANCHOR BOLTS
(SEE NOTE 2)
SEE
NOTES
ALUM T 11/57.21
Cl
SOG 1
(21-3/8" dia w/ 1-7/8" embed
ALUM T I
I/S7.21
C1
ALL
(2)-3/8" dI a w/ 2-7/8" embed
ALUM T
2/S7.2
C2
SOG
(21-3/8" dla w/ 1-7/8" embed
3
ALUM T
2/57.2
C2
ALL
(2)-3/8" dia w/ 2-7/8" embed
3
ALUM T
2/57.2
C5
SOG
(2)-3/8" dia w/ 1-7/8" embed
3
ALUM T
2/S7.2
C5
ALL
(21-3/8" dia w/ 2-7/8" embed
3
STEELT
3/S7.2
C6
SOG
(21-3/8" dia w/ 1-7/8" embed
STEELT
3/57.2
C6
<-22"
(21-3/8"dia w/2-7/8"embed
13A
STEELT
3/57.2
C6
5 24"
(2)-1/2" dia w/ 3-1/4" embed
1,3,4
STEEL I NS
4/57.2
C6
5 30"
(4)-1/2" dI a w/ 3-1/4" embed
1,4
STEEL I NS
4/57.2
C6
<- 34"
(4)-5/8" di a w/ 4" embed
1,4
STEEL INS
4/57.2
C6
a 35"
(4)-3/4" dia w/ 4-3/4" embed
1A
STEEL I NS
4/S7.2
C7, C8, C9
ALL
(4)-3/4" dia w/ 4-3/4" embed
1,5
EMBED
5157.1
C10,C11
ALL
NJA
NOTES:
1- "FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN SEAM SPANTABLES ON
SHEETS SB.xxx
2 - ANCHOR BOLTS SHALL 8E SIMPSON STRONG BOLT 2, STAINLESS STEEL(ICC-ESR
3037)
3 - IT 15 ACCEPTABLETO USE THE STEEL INSERT PER 4/S7-2 INSTEAD OF THE
ALUMINUM T PER 2/57.2 FOR POST TYPES C2 AND C5 OR INSTEAD OF THE STEELT
PER 3/S7.2 FOR POST TYPE C6. BOLTS CAN REMAIN ASSPECIFIED INTHISTABLE,
BUT (4) BOLTS SHALL BE USED.
4 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL5/57.1 INSTEAD OF THE
STEEL I NSERT PER 4/S7.2 OR STEELT PER 3/S7.2 FOR STEEL POSTS C6.
5 - IT IS ACCEPTA&ETO USE THE EMBEDDED POST DETAIL5/57.1 INSTEAD OF THE
STEELI NSERT PER 4/S7.2 FOR STEEL POSTS C7, CS AND C9.
3" STEEL OR
ALUMINUM POST
"T" BRACKET PER 1/S7.2, 2/S7.2,
OR 3/S7.2.
BOLTS PER TABLE 2 ON S7.1
ADJACENT GRADE TYP.
POURED CONCRETE FOOTING
4,
WIDTH = LENGTH(IN)
SEE FTG. SCHEDULE INI
BEAM SPAN TABLE
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 92860
951.736.4500
OF CAS
DATE SIGNED: July 06, 2018
►/ 1 TCL
r'L��
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
I REVISIONS
MARK I DATE DESCRIPTION
4 STEL JOB #
17-1071
DATE
04/25/18
DRAWN BY
RER
CHECKED
MDS
IAPM0 195 V 3.0
SOLID PANEL STRUCTURES:
FOUNDATION DETAILS
$ T BRACKET CONNECTION
TO SLAB ON GRADE 1"=1'-D"
ANCHORAGE OF POSTS
TO SLAB OR FOOTING
(�)T BRACKET CONNECTION
TO CONCRETE FOOTING 1"=1'-o'
S7.1
N c
ASTM A500 GRADE INSERT TO
PLAN Y.s" BASE PL
STEEL POST
�3-
0.188" THICK MIN
o HSS INSERT
c - --- (3) N-0 BOLTS
Lq
_ - 10" SQ. x W BASE PL
a -
O
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 34 x 1Y4 x K HOG WELDED WASHER PLATE AT ANCHORS SMALLER
THAN 'Y"0.
4. THIS BRACKET CAN ALSO BE USED FOR POST TYPE C2, C5, OR C6 (ALL
FOOTING SIZES) PER TABLE 2 ON S7.1 AND 7/57.1.
STEEL POST SLEEVE ¢
FOR POSTS C6, C7, C8, C9 3"=1'-0"
ALUM ALLOY 6063:T8
2 SMS
OR TEK
` OR TEK SCREWS,
EA. SIDE, TYP.
0
0
N I I Ya"O HOLE EA. SIDE
I OA85 TYP.
4.750"
yyy 5.662" TYP.
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 lY4 x 1Y x Ye HDG WASHER PLATE AT ANCHORS FOR 130 MPH
i ALUMINUM T-BRACKET
FOR POST Cl
ALUM ALLOY 6063-T6
4-#14 SMS
l l OR TEK SCREWS,
EA. SIDE, TYP.
i 1 %"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 1X x 1Yx x J HOG WASHER PLATE AT ANCHORS FOR 130 MPH.
5. STEEL T-BRACKET PER 3/37.2 CAN BE USED IN LIEU OF THIS BRACKET.
ALUMINUM T-BRACKET
FOR POSTS C2, C5
p_75° 4.00" ASTM A500 GRADE B
TYP 4 e"O HOLES
1-��i6'm & 2-Fie"
O N HOLES, TYP EA SIDE
o Q d
O O O
PLAN . 2
3.50" 1.00"
TYP
c 2-�(a"O HOLES FOR
Wo M.B. TYP.
N u7 ^ y
N !}-
O
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
�OPOST C6
ATTACHED & FREESTANDING SOLID COVERS -10 PSF SNOW LOAD OR LIVE LOAD -110 MPH - EXP. B & C
B1 6.5"
ROLLFORM
B2 MAG BEAM
83 4" I -BEAM
B4
4.5"
M A G GUTTER
�5)
12
GA STOL'
UL CHAUM
NNEL
B6
7
f BEAM
ATTACHED
FREESTANDING
ATTACHED FREESTANDING
ATTACHED FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHE❑
FREESTANDING
MAX MIN
MAX MIN
MAX MIN MAX
FTG POST FTG
MIN
MAX MIN MAX
POST FTG POST FTG
MIN
MAX
POST
MIN
FTG
MAX
POST
MIN
FTG
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
PQ57
MAX
POST
FTG
MIN
POST
MAX
POST
MIN
FTG
PAST
TRIB LE
WIDTHSPACING
POST FTG
POST
(IN)
POST JFTG
POST
SPACING (IN)
POST
POST
SPACING (IN) SPACING (IN)
PAST
T PE
PAST
SPACING (IN) T PE SPACING ON)
POST
TYPE
SPACING
POST
(IN) TYPE
SPACING
PAST
(IN) TYPE
SPACING
(IN)
TYPE
SPACING
(1N)
TYPE
SPACING
(IN)
TYPE
SPACING
(SPAN)
(IN) TYPE
TYPE
(SPAN)
Type
(SPAN)
TYPE
(SPAN) (SPAN)
(SPAN) (SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
17 =9' 18
1 i'-9
10 4" 17 9 8 25
13-T' 19 1 Z-4" 27
C7
13'-3"
19
Cl
12'-2"
27
C7
13'-0"
19
C7
i 2'-10"
?7
C7
23' a"
22
C5
21'-3'
31
C7
13'•31
i l'-9"
1 Z-T
20
1 i'-i 0
?B
23 a"
25
20'�"
g
C7
C7
11 �" 28
C1
10' 4" 19 9.7' 28
C7
Cl
13'-T' 21 7 7-1" 28
21
2$
33
1 l0 C
11'-$' 20
9'-J' 1$ 8-T 0 24
i 7 9 19 11' 8" 26
1 Z 7'
19
11' &"
28
17 7'
19
C1
t 1'�
26
C7
27-0
23
C5
20'-0
30
C7
12' Z'
11'-2"
11'-3"
21
15' 0
28
22.0
28
i9'0
110 B
8
g
10'-S" 1 B
Cl
10 26
C7
Cl
C7
C1
12'-9 22 11 �" 28
C7
C1
21
C7
28
32
110
t0'-9 21
10' 27
9.9" 20 8•B 2S
18 B' 8" 25
1Z-7' 20 11-1" 26
11'-3'
20
10'-10"
26
12'-0"
2D
11' 0"
26
C7
20.10
24
CS
30
C7
110E
T
IV-D" 19
C1
10, 2B C7
9'-Y
C1
C7
C1
12-Z 23 i 0'•9" 27
C7
Cl
?2
C7
27
C1
32
11' 3"
10'-T'
IV41
21
16'-2"
27
20'•10
27
87_7
18'-T'
1 f O C
10-0" 21
9' 8 27
9-3 21 8 3" 28
27
10T'
20
10'4"
27
11'-0'
27
101-0"
2T
20'-1"
25
18=7'
31
C7
if08
g'4" 1S
Ct
9'�" 26
C7
B'-14" 79 8-7' 25
Cl
C7
i7'$" 21
02
C7
Cl
C7
27
C2
C7
C5
31
8'-8
22
8'•T'
27
20' 1"
28
17'-S"
8'
11D C
8'-4" 22
9-1" 23
8'-10 21 7=10" 25
11'�" 23 19-4" 27
10'•T'
10 0
23
10-2
40'-0"
27
11-0"
21
10=1"
26
18'•2"
25
17'-6'
32
1t0 B
8'-1ff' 20
27
8'_7" 19 T9" 26
Cl
C7
11-f" 2S 1D-2" 28
C2
C7
20
C1
C7
C2
C7
C5
C7
32
16-5,
V-fi"
9'•T'
9 fi'
9'-2"
10-0"
22
21
9'�V'
9'S"
27
28
19'-2"
18'-7
28
28
17A
16,
9'
110 C
ClC7
8'-10' 22
tv-71
2S
V-7" 22 T--7' 28
11'-1" 24 10-0 2T
23
27
32
1108
8 20
27
8'-11 20 7-T' 26
Cl
C7
19-6' 22 9-10" 28
C2
C7
21
C2
28
C7
C2
C7
C5
CB
32
9'�'
9-1"
9.7'
9'-1"
8'-9"
_-_..
23
22
6'-T'
--1
27
29
18
17'4"
29
28
16'S"
194,
10'
110 C
C7
8'S' 23
C7
8-1" 27
6-3' 22 T4" 27
IV-61 24 S-T' 28
23
28
33
1t0S
8-1" 21
8-1" 27
8'0 20 T-" 27
C7
IV 22 9'-T' 29
C2
C7
27
C2
28
C7
C2
C7
C5
C8
33
9'-1"
V-9
e'd"
23
B'-Z
28
T7'�"
29
161-01
11'
110C
C2
8'-1" 23
C7
T- 28
C7
B 1_1; 23 7 Z' 28
19.0' 25 9.3" 28
24
28
34
110 B
7�' 21
T-9- 28
7-7" 21 7 7' 27
9-7" 22 g'-3" 28
05
C7
8'�"
21
C2
$'�
2S
C7
S'�"
22
C2
9'-7'
29
C7
18' 8
27
C5
iS'-0
33 CB
W-W
8' 4"
8-0'•
23
7'-10"
2B
16'_g'
15' T'
12'
C2
T-0' 28 07
T-T' 23 02 7 0 28
07
9'•T' 25 9'-1" 28
24
28
7 7 o C
T� 24
67
`7"I_BEAMW/
(1)
"C" INSERT
B8
7"I•BEAMW/
(2)
"C" INSERT
69
DBL2x6.5x0.042
B10
DBL2x6.5x0.032
8—
3x8x0.042
$12
DBL3x8x0.042
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
MAX
POST
MIN
FTG
MAX
POST
FTG
MIN
MAX
POST
MIN
FTG
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
POST
MAX
POST FTG
MIN
POST
MAX
POST
MIN
FTG P051
TRIB
ViDTH
WIND
EXP
POST
SPACING
FTG
(IN)
POST
POST
SPACING
FTG
(IN)
POST
POST
SPACING
FTG
(IN)
POST
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
TPE
SPACING
POST
(IN) TYPE
SPACING
(IN)
POST
TYPE
SPACING
POST
(IN) TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
TYPE
SPACING QN)
TYPE
SPACING
ON) TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
B
28'-9"
23
24'�"
32
C7
29-T
24
28,10"
33
C8
18'-0"
20
1�•D"
29
13'-2"
18
Cl
13'-2"
27 C7
13'�"
19
C1
13 8
77
C7
19, 21
C2
19'
30 C7
5,
CS
C5
C1
07
30
29
31
110
34
C8
2W-�
27
28-Z'
35
C9
1$�3
22
i53"
12.7"
21
12'
17-SO"
21
12'T
29
i8'•1"
?3
17'$"
11pG
28-5
26
24
2T
23'-0"
31
C7
27'-9"
25
25'-"
32
CT
14'-7"
20
14'-7"
28
12'-1"
19
12'-1"
27 C7
17�'
19
C1
17�
27
C7
17'-T
22
C2
17-T'
2S C7
$
C5
C5
Cl
C7
29
Cl
2$
31
110 B
25'-3
24-7"
34
C8
14'-7"
23
14-4)"
1 V4Y'
21
t i'-2"
11'-9
21
11
28
i6' £
24
16'-1"
1 i 0 C
1 tp B
25'3"
24'-0
27
25
ZZ�"
21' 9"
33
32
C8
C7
27'•9
2&-V
28
26
24-D"
32
13_6"
21
13'•6"
28
11' Z
20
11-Z
27
11' T'
20
11' T'
27
C7
1S'-3"
22
C2
1$'3'
29
C7
7,
C5
CS
C8
C2
C7
29
Cl
C7
27
Cl
30
t0�"
22
t0'�"
10-i0
22
i0'-0
2T
15'-3"
2d
15'-0
110C
1108
240'
23'-0
28
28
?1'-0
Zi7-10"
33
32
C8
2S'd"
25'-3
Zg
27
23'�1"
23-0
$4
33
13$
7Z-6"
23
Z7
13-0
778"
2B
10'6
20
10'�
27
1D-10"
20
10-10
27
15'-3"
23
15-3'
30
07
C5
CB
C5
CB
C2
C7
Cl
C7
27
Cl
C7
C5
29
110 C
2x-a.
29
20-3"
32
25'•3"
30
22-4"
33
SZ�"
24
17.2"
10'•8"
22
9-9"
10'?"
i0' 2"
22
21
10=0"
SD-7'
77
27
14'-d"
14'�"
25
23
14'-0"
to 4"
g
28
27
C2
30
114 B
27.1"
27
26'-T"
33
?4'•3"
27
C5
22'•1"
34
C8
524Y'
22
C2
1?-0
29
C7
9-10'
21
C2
9-i0"
C7
C7
C5
C7
3D
110 C
2Z-1"
30
t9'-7"
33
24'-3"
31
21'-7"
34
C9
17-0"
24
11'f"
9'd'
23
Cl
9-Z'
T-8"
23
CI
9'-0"
27
13'-T
25
24
13'-2'
13'-8"
g'
CS
CB
29
27
31
110 B
21'�"
27
19'�"
34
23'-0-
28
21'4"
35
i1'-0"
22
C2
11'�"
28
C7
9'4"
21
C2
9�"
28
C7
9'•2"
21
C2
9'-7'
28
C7
13'4
C5
C7
30
110C
21'�"
31
18'-t0
39
23�'
32
2D-9
34
11'4
25
10.10"
9'-0
23
8'•8
9'-2"
23
B'�
27
17-1D
Z8
S2-T'
tp'
C5
CB
C5
C9
29
27
iTD B
20-8'
28
CS
1$'-9"
36
C9
27-9"
29
C5
20$"
35
C9
10-10
22
C5
10=i0"
30
C7
29
8-0
21
C2
9-0
2B
C7
28
8' 8"
21
C2
8�"
28
C7
13'-1"
2E
CS
13'-t"
31
C7
11'
114C
20'�"
31
1S'•3"
34
22'-8"
32
20-2
35
70'-TO"
25
10�4"
$=7'
23
84"
8'd"
23
7�"
28
77-3
26
12'
110 B
20'-1"
28
C5
18' 3"
35
C9
27-1"
29
C5
20'-t"
36
C10
10' 4"
23
C5
i 0' d"
30
30 07
g-T'
21
C2
8'•T'
28
28 07
7' B"
21
02
T e"
28
07
17 8"
24
05
12'�'
31
31 C7
12'
10 4"
2$
10 0"
$'-7'
23
8-0
7 8"
23
T-1"
28
11-9
27
71'$
i 10 C
20-1"
32
17-9"
35
22-1"
33
19'-T'
35
TRIB
WIDTH
E3
3x8x0.042
14 GA
STL INSERT
W/
B14
3x8x0.042
12 GA
BEAM
STL INSERT
W/
S15
DBL
DBL3x8x0.042
14
GA STL INSERT
W/
B16
DBL
DBL3x8x0.042
12
GA STL INSERT
W/
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
WIND
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
EXP
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
TYPE
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
110 B
18' 4"
?1
c2
1V-4"
30
C7
2T-1"
21
C2
20'-1"
30
C7
26-10"
23
Cs
25'-1D"
32
CS
28'A
24
CS
27'-8"
35
C10
110 C
18'4'
23
IT-8'
31
20'-1"
24
19'�"
32
25-10
26
24'-10"
34
28' 4"
27
27-0"
37
110 B
16'-9"
21
C2
16'-9"
29
07
18'�"
22
02
18'-4"
30
07
23'�"
24
05
23'-8"
32
08
25'-10"
25
05
25'-10"
34
C10
110 C
iFi
24
16'-Z"
31
18'-4"
25
1T�"
31
2T-8"
27
2Z 9"
33
25'-1ff'
27
24'-70"
38
110 B
15 7"
22
C2
16-7"
29
C7
17-1"
22
C5
17-1"
30
C7
22'-0"
24
05
22'-0"
32
08
24'-0'
25
05
24'-0"
34
C1D
1100
15 7"
24
i5'-0
30
ST•1"
25
16-0"
31
22'-0"
27
21'-1"
33
24'-0
28
23'-1"
35
110 B
14' -r
22
C5
14'7"
29
C7
16'-D"
23
CS
18'-D"
30
07
20'-T'
25
05
20'-7"
32
08
2Z-r
26
05
22'-6"
34
C10
1 t0 C
74'•7"
25
14' 1"
29
16'-0"
28
15-4"
30
20'7"
28
19'-9"
32
22'•G'
29
21'-7"
34
110E
13'-9"
23
C5
13'-9"
30
C7
15'-1"
23
C5
15'-1"
31
C7
19' 4"
25
CS
19'�"
33
C8
2V-Z'
e28
CS
21'-2"
35
C10
110 C
13'-9"
26
13'-3"
30
15'-1"
26
14'-6"
30
19-0
29
18'-7"
32
21'-Z'
29
2D'�"
35
110 B
13'-1"
23
CS
1 Y-1"
30
C7
14'-3"
24
CS
14'-3"
31
C7
1814,
26
C5
16'4"
33
C8
20'-1"
27
C5
20'-1"
35
C10
110 C
13'-1"
26
12' 7"
30
14'-3"
27
13'-9"
31
18'-0"
29
17'�"
33
20'-1"
30
19'4"
35
110 B
1 7-6"
24
C5
12'-6"
31
C7
13' $"
24
CS
1 T-8"
31
C7
17'-7
26
CS
17'-7"
34
CB
17-Z'
27
C5
19'-Z'
36
C10
110 C
12'�
26
12'-0"
30
13'4'
27
13'-1"
31
17' 7'
30
16'-10"
33
19'-Z'
30
18' 6"
35
11 D B
12'-D
24
C5
1 Z-O"
31
07
13'-1"
25
05
13'-1"
32
07
16'-9"
27
05
16-9"
34
09
18 4'
28
05
18'�"
36
C10
110 C
17_0"
27
T-6"
31
13.1"
28
16'S'
30
16'-2"
34
i8'-4"
31
17'-8"
36
NOTES:
1 -WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
(RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS
THE LOWEST OF THE "MAX POST SPACING (SPAN)" SHOWN ABOVE
AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL 81S7.1
2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W1 HIGHER NUMBERS
W1 THOSE SPECIFIED IN THE TABLES SHOWN.
86.5" ROLLFORM
8
62 MAG BEAM
63 4" I -BEAM
B4 4.5" MAG GUTTER
12 GA STL' ALUM
CHAN/NEL
S
87" EBEAM
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIDTH
WIND
EXP
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
r,PE
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
(!N)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
5
120 B
11'-9"
19
Cl
11'-5'
ZB
C7
10' 4"
18
Cl
9'-0
28
C7
13'-7"
19
Cl
124,
C7
13'-S.
19
C1
12'-2"
28
C7
1314"
19
Cl
12'-2"
28
C7
23'�"
23
CS
27'-3"
20-1„
33
34
co
120C
11'-T'
21
10'-10
29
10'-3"
20
9'-0"
2B
13'd"
22
11-B"
-6
30
13_i"
72
11'S
30
11_2„
21
11_p„
29
23_1
27
6
120 B
10'-9"
19
C7
10'-9"
27
C721
19
C1
UAW
26
C7
1 T5"
20
Cl
11'-8"
28
C7
12'-2"
20
Cl
111-T
28
C7
12'-8
20
Ct
11'-"
28
C7
22'-0"
24
C5
20'-0"
19-0"
32
34
C7
C8
120 C
70'-T'
22
10'-
28
B'-6"
27
TZ
23
11'-1"
29
12'-0"
23
10'-10"
29
10' 3"
22
10' x
28
21' g"
28
7
1208
1U-U"
20
Cl
10'-0"
27
C7
19
C1
8'-0"
26
C7
1T-2"
21
C1
11'4"
27
C7
11'-3"
20
Cl
10'-10"
27
C7
11'-7"
21
C1
11'-D"
27
C7
20'-10"
25
C5
17-al
32
C7
120 C
9'-10'
22
9, 3
2$
g92
B,1„
27
12,-0„
24
10,�„
29
11, 1„
23
10,_3„
29
g'S"
22
g_3„
2B
20 8�,
29
18'-0
33
CB
8
120 B
9'�"
20
C7
914"
26
C723
20
Cl
8'-2"
25
C7
11' 8"
22
CZ
10'T'
27
C7
10'-i
21
C1
10'-0"
27
C7
10'-10"
21
Cl
10'�
27
C7
20'-1"
19,_9„
26
29
CS
18=2"
17.3„
31
33
C8
12D C
9_2„
23
8,4,
7,-8„
27
11-0„
25
10'-1"
29
10'4'
24
9'S"
28
8'-10"
23
g$„
27
12Q B
8'-1 p
21
Cl
B'-10"
27
C7
20
Cl
7'-9"
26
C7
11'-1"
22
C2
1 T-T'
28
C7
1 V-0"
21
C2
10'-0"
27
C7
10'-3"
22
C2
10=1"
26
C7
19'-2
27
C5
17 6'
16 7"
32
33
CB
120 C
B'-0"
23
8'-2"
28
B'-0"
23
-7,--om"
28
10'-IT
25
9'-B"
28
9'-9"
24
Cl
9'-3"
28
514"
23
Cl
8'-2
28
18=9"
30
10'
120 B
6
21
C1
8'�"
27
C7
8'-3"
21
C1
T 7"
28
C7
10'�"
23
C2
9'-10"
28
C7
9'�"
22
C2
91-61
28
C7
9'-9"
22
C2
m"
28
C7
18'-3
27
C5
16'-10"
1E-1"
32
32
CB
120C
6-3
24
7'-9"
28
8'-T'
24
TZ
28
1U-3
26
9�'
28
9,-3„
2
8'-5'
28
8'-0"
24
C1
T-5'
28
17'-10"
31
11'
12D B
8'-1"
21
C1
8'-1"
27
C7
B'-0
21
Cl
T-0"
27
C7
10'-0"
23
C2
9'-T'
29
C7
9'-1"
22
C2
9'-1"
28
C7
9'-3'
22
C2
9'-3"
2B
C7
17'-4
27
C5
16
15'7"
33
33
CB
120 C
T-10"
24
T-0
29
T-9"
24
7'-0"
29
9'-9
26
9-1"
29
B'-10"
25
8'A"
29
T-6'
24
21
7' 6"
29
17'-1"
31
12'
120 B
T-8"
22
C2
Tom"
2B
C7
7 7''
21
C2
7'-2'
28
C7
9'-T'
23
C5
9'-3"
29
C7
8'�"
22
C2
B' B"
29
C7
B'-10"
23
C2
8'-19,
29
C7
16'-B"
28
C5
16-0J"
34
CB
120 G
T-7"
25
T-2'
35
7'-0"
24
6'-9"
30
9'�"
26
8'-9"
3D
8'�"
25
B'-1"
30
6-10
24
C1
T-2"
30
16'-0"
32
15 1"
33
B7 7" kBEAM W/
B8 7" I -BEAM WI
DEL 2x6.5x0.042
S
B10 DEL 2x6.5x0.032
i11 3x8x0.042
612 DBL 3x8x0.042
(1)"C"INSERT
(2)"C"INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
TYPE
SPACING
ON)
POST
NPE
SPACING
ON)
POST
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
120 B
26'-9"
24
24'4"
34
C6
29'-0"
25
W-10"
35
CS
16'-0"
20
16'-p"
30
13'-2"
20
13'-2"
29
13'-8"
20
C1
13'-8"
29
C7
19'-3"
22
C2
19'-3"
32
C7
5
C5
C5
Cl
C7
C7
C7
120 C
26'-6"
28
23'-1"
36
C9
29'-2"
29
25'�"
36
C11
14'-10"
22
14'-7"
31
1T 7
21
12 3'
30
11,_8„
21
11'�
30
16'S'
24
CI
16' 1"
32
120 B
25-3'
25
23'-0"
33
C8
2T-9"
26
25'-3"
34
CB
14'7"
2D
14'7"
29
12'-1"
20
12'•1"
2B
12'-0"
20
12'�
28
C7
17'-T'
23
C2
1TT'
31
C7
6
C5
C5
Cl
C7
C1
C7
C1
15-1
25
14,-8„
32
120 C
24'-10"
29
21'-9"
35
C9
27'_6
30
2T-10"
36
C11
13-8
23
13'-4"
31
11' 8
22
11'-T'
29
1D'-8"
22
10'-0"
29
1206
24'-0
26
21'-9"
33
CB
26-0
27
24'-0"
34
CB
13 6"
21
134'
29
11'-2"
21
11'-2"
28
11' 7"
21
11'-7
28
16'-3
23
C2
163"
30
C7
7
C5
C5
C2
C7
C1
C7
Cl
C7
13�"
31
120 C
2T-6'
3D
20'�"
34
C9
26'-1"
31
22'-9"
35
C9
12'-8"
23
12.4"
30
10'8"
23
10'-4"
28
10'-0"
23
9�
26
14'-0"
25
120 B
23'-0
27
20'-10"
32
25'-3"
2B
23'-0"
33
CB
12'-8"
21
28
10'-0"
21
10'-0"
27
1T-10"
21
10'-10"
27
C7
15-3"
24
C5
15'-3"
30
C7
81
C5
C8
C5
C230
C7
C1
C7
C1
120 C
2T-B"
31
W-9"
34
257'
32
21'-9"
35
C9
11'-10"
24
10'-0"
23
9'-V
28
9'-3"
23
9'-1"
28
13'-1"
26
C2
12 S"
30
120 B
22'-1"
2B
20'-1"
33
24'-3"
29
22'-1"
34
C8
12'-0"
22
29
9'-10"
22
C2
9'-10"
28
10'_z'
22
C2
10'-2'
28
W-4'
24
C5
14'-0"309'120
C5
C8
C5
C229
C7
C7
C7
1T-1"
3007
C
21'-9"
32
19'-0
34
24'-0"
33
21'-0"
35
C9
11'-T'
24
OV-7
9'�"
23
C1
9'-2'
28
8'-9"
23
C1
8'-7"
28
12'-0"
26
120 B
21'�;
28
19'4"
34
C8
23�"
29
21'4"
35
11'�"
22
29
9'-4"
22
C2
9'-"
28
9' 7
22
C2
9'-2"
28
13'4r
25
13�"
31
10'120C21'-1"32
C5
C5
C2C79'"24
C7
18'�"
33
C9
23'-2"
33
2p=2"C910'
8"
25
Ct
6'-9"
2B
8'4'
24
C1
T-5'
2BC711C5''C7
120B
2U-8"
29
18'-V
34
22'-9"
30
20'-8"
35
C9
10'-10"
22
30
9%0"
22
9'-0'
28
8'-0"
22
8'-0"
28
13'-1"
25
C5
1T-1"
31
Cfi
11'
C5
C9
C5
C529
C7
CZ
C7
C2
C7
120 C
2D' 4"
33
1T 9"
34
22'-0"
34
19'-T'
35
CiD
10'-2"
25
8'-T'
24
8'-4"
29
B'-0"
24
7 1"
29
11'-2"
27
11-0"
30
120 B
20'-7"
30
1B'-3"
35
22'-1"
31
20`-1"
36
10'-4"
23
10'�"
30
8'-T'
22
B' 7
2B
T$'
22
T-6
28
C7
12'-6"
25
CS
12'_'
31
C8
12'
C5
C9
C5
C10
C5
C7
C2
C7
C2
120C
19'-10"
34
1T-3
34
21'-1U'
35
19'-1"
35
9'-9"
26
9'-"
30
8'-2"
24
8'-0"
30
7'4'
24
6'-T'
30
1D'-0"
27
10�
30
B13 3x8x0.042W/
14 GA STL INSERT
814 3 x 8 x 0.042 B EAM W/
� 12 GA STL INSERT
B15 D B L 3 x 8 x 0.042 W/
� DBL 14 GA STL INSERT
B16 DBL3x8x0.042W/
DBL 12 GA STL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIDTH
WIND
EXP
MAX
POST
SPACING
{SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(!N)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
IT1,PE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
5
120B
18'4"
22
C2
16'4"
31
C7 CS
20'-1"
22
C2
20'-1"
32
C7
25'-10"
24
C5
25'-10"
34
CS
28'�"
25
C5
2T�"
35
09
120 C
17'4"
24
17-0"
33
19'-0"
25
18'-6"
33
CB
24'4"
27
23'-10"
36
C11
26-8"
28
26%1"
37
C11
5
120 B
16'-9"
22
C2
16'-9"
31
C7
18'�"
23
18'-4"
31
C7
23'-8"
25
C5
23'-B"
33
C8
25'-10"
26
CS
25-10"
34
08
120 C
16-19
25
15'-B"
32
17' 4"
26
17'-0"
33
CB
22'-3"
28
21'-9"
35
C9
24'�"
29
23'-9"
36
C10
7'
120 B
15-T'
23
C2
15' 7"
30
C7
1TA"
23
C5
17'-1"
31
C7
22-0"
26
C5
22'-0"
33
C8
24'-0"
26
C5
CB
120 C
14'-8"
26
14'-0"
31
16'-7"
26
15'-0"
32
20'4'
29
2U-2
34
2T T'
29
22'-1"
35
B
120 B
14'-7
23
C5
14'-7"
29
C7
16'-0"
24
C5
16'-0"
30
C7
20'-T'
26
C5
20'-T'
32
CS
22'-0"
27
C5
22'-0"
33
CB
120C
13'-9"
26
13'�"
31
15'-1"
27
14'-0"
32
19'-0"
29
18'-10"
34
21'-2"
30
20'�"
34
C9
9
120 B
13'-9"
24
C5
13'-9"
30
C7
15'-1"
25
C5
15'-1"
31
C7
19'�"
27
C5
19'�"
32
C8
21'-2"
27
C5
21'-T'
34
C8
120 C
13'-U'
27
12'-8"
30
14'-2"
27
13'-10"
31
CB
18'-3"
30
17'-10"
33
20'-0"
31
19'-0
3d
C9
10'
120 B
13-1"
24
C5
is-ill
30C7
14%3"
25
C5
W-3"
31
C8
18'4'
27
C5
18'4'
33
C8
20'-1"
2B
C5
20'-1"
34
CB
120 C
12'
Z7
1T-1"
30
C8
13'-0
2B
13'-T'
31
1T 4"
30
1T-0"
33
19'-0'
31
18'-T
33
C9
11'
120 B
12'-6"
25
C5
12' 6
31
C7
13' 8"
25
C5
13'�"
31
C8
1T T
28
C5
1 T-T'
33
C8
19'-2"
28
C5
19'-2"
34
C9
120 C
11'-9"
28
11'S
30
C8
1T-1U'
18
12' T'
31
16'-7"
31
16-2"
33
18-1"
32
1T$
12'
120 B
12-0"
25
C5
12'-0"
31
CB
13'-1"
26
C5
13'-1"
32
CB
16-9"
28
C5
16-9"
34
CB
18' 4"
29
C5
18'�"
35
C9
120 C
11'-3"
28
11'-1"
3D
12'-0"
29
12'-1"
32
15'-10"
31
15'�"
33
C9
17' 4"
32
1T-0„
ATTACHED & FREESTANDING SOLID COVERS - 10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. B & C
81 6.5" ROLLFORM 62
n rucn I caKGCTeur>tlur ATTACHED
MAX
MIN
MAX
MIN
MAX
TRIG
WIND POST
FTG
POST
POST
FTG
POST
POST
FTG F
WIDTH
EXP SPACING
(IN)
SPACING
(IN)
T PE
SPACING
ON) .,
(SPAN)
TYPE
(SPAN)
(SPAN)
130 6 11'-g'
20
Cl
11' 7"
29
C7
10 4"
19
130C 11'-2'
22
iFe.
30
5
1a a'
V-%i
21
20
13Q E1 10'-9,
20
C1
10-7"
28.
C7
130 C 10' 2'
130 B 10-0
23
21
9-7'
95"
30
28
9 �"
5-3"
22
20
6,
Ci
C7
130 C 8'�
130 B 9
23
21
V-10"
9'-7'
29
27
9'-0"
8'-10"
23
21
7
C1
C7
130 C 8'-10'
24
t3ti1"
29
8-7"
24
8
130 S 8-40'
22
C1
a-8"
27
C7
S-7"
130 C 8' 4"
130 8 84a'
24
22
7'-10"
8'-0"
29
28
9,
C1
C7
8-3"
24
22
134 C 8.d'
25
TZ
30
A
TAU'
8'-0"
25
23
10'
130 8 8'•1"
23
21
7'•10"
29
C7
130 C 7—
25
C2
7'-V'
25
11'
130 B T-8"
23
C2
7'-T'
29
C7
T-7"
23
130 C 7'•1"
25
6'-9"
31
7-1"
25
12'
MAG BEAM
B3
4" I -BEAM
B4
4.5" MAG GUTTER
65
12 GA STGL"UL HAN/NEL
86
7" ABEAM
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MIN
MAX
POST
-TO
MIN
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
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
OST
SPACING
(IN)
POST
SPACING
(IN)
PST
SPACING
(IN)
POST
TYPE
SPACING
(!N)
POST
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
pN)
TYPE
SPACING
pN)
TYPe
YPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
28
13'-T'
21
17.7'
3Q
1T
21
C1
17 0
29
C7
l2 6
20
C1
12 0"
29
C7
23'�"
25
C5
20-10
34
C8
C1
A-T.
29
C7
t3=5"
23
C1
11'4"31
C7
19'�
34
CS
27
i73"
22
C1
11'•B"
29
C7
12'
21
C1
11 3"
29
C7
11
21
C1
11'-0"
29
29
07
22 4
21'-2'
26
29
C5
18�
35
C9
C1
8=7'
28
C7
12' 4"
24
10.8,
30
11'.'
24
10-7
--
9'�
10?,
22
21
9-2
10 7"
28
20'-10"
2T
18'-0
33
CS
8,�.
27
C7
1Z'--2"
22
C1
10-10
24
C7
113"
22
C1
70' 8"
29
C7
8'-9.
23
C1
8'-7"
29
C7
20%21
30
C5
17'6'
35
C9
C1
T-9
28
11'�"
25
C2
10-2'
30
i0'-8'
10'-7"
24
22
10-0"
10'-3"
30
28
1 V-91
22
g-10'
28
za-1"
27
�`
18-0
33
C8
C1
8'-0"
26
C7
71 �"
23
C2
10 S
28
C7
14'-0
25
C1
9 4"
298'-0
C7
C1
28
C7
19 2'
31
i6' 9"
34
28
11'•1"
11'-1"
28
23
9'•9
10-1"
30
28
10'-0
23
Ci
93
28
9 4
22C1'"28
C7
19=T
28
C5
1T�
32C8
C1'
g7.
'
27
29
C7
10'8"
28
C2
9
29
C7
9'�"
25
C2
810
C7
T-8"
2d
7-7
Z9
18'-t"
31
16-1"
34
'�
3"
28
10 8'
24
9' 8"
Z8
C7
9'$"
23
C2
9'•3"
28
C7
8'-10
23
C1
8'-10"
28
C7
18.3"
?9
C5
18' 8"
75-T'
34
C8
Cl
To.
30
C7
9'-10
27
C2
9'-1"
30
8'�
25
8'"1"
30
T4F'
24
T 2'
30
1T Z'
17'4"
32
29
18-2
33
CS
C9
T•T,
2A
C7
10-0'
24
C2
V.4"
28
C7
9-1
24
C2
8-10
2Q
C7
8•6'
23
24
C2
Ot
8'fi
5'-ily
29
31
C7
16 4"
33
C5
15.1"
33
C9
C2
9'-B"
31
9'-G'
27
05
8'-9"
31
7' 9
25
7' 4
843"
331
29
8'�
8'-Z.
23
C2
8.1"
29
1S'4T'
30
15'4)"
33
CS
C2
T_1'
_"_.
29
_.
C7
9-7'
25
a
C5
8-2
a c
29
a�
C7
8'�
�• �,•
24
��
C2
6-9"
35
C7
5-9
24
Cl
6-7"
31
C7
15'•9 _
33
C5
14'8
33
C9
7" ABEAM
R
(1) "C" INSERTTACHED
FREESTANDING
ATTACHED
MAX
MAX
I
TRIB
WFTG
JSPACING
POST
POST
FTG
POST
POSWIDTH
G
(IN)
TYPE
SPACING
(IN)
TYPE
TYP
)
(SPAN)5
128
C5
24'-0"
35
C9
2 0
�
C5
129
27-4"
37
C1128'�6
127
C5
22-7"
35
C9
2T3
28
C5
130 C
24'-3"
90
2i-7"
37
C51
2991'
31
130 B
24'-0'
28
CS
21' 8
A
C8
25d"
29
CE
20-1"
36
C71
25' 6
32
7,
130 C
23'-1"
31
1322
23110"
29
C5
20VT'
34
C8
25'•3
30
C,.
1300
224.
32
19'-T
36
G9
8,
130 B
27-1"
29
C5
19'-9
34
1 CB
1 24'-3"
30
C,
130 C
21'3
33
-,a.v
35
C9
I Z3'4}"
34
9
130 8
21'�1
30
C5
19.1"
34
C8
23 �
31
C!
C
20'--P
34
17-10"
35
C9
2z-6.
35
10'
130 B
20'-6'
31
C5
18'$"
34
G9
22-9
32
C,
1300
19'-10"
35
17'-"
35
C10
22'-0"
38
11'
r1130
130 B
20'-1"
31
C5
18'-0"
35
C9
22'-1"
32
C
130C
19'13'
35
i69'
34
C10
21'-3"
37
2'
"�BEAMWI
s
DBL2x6.5x0.042
B1Q
DEL2x6.5x0.032
611
3x8x0.042
B12
DBL3x8x0.042
"C"INSERT
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREE7—STANDING
AX
POST
FTG
MIN
MAX
POST
FTGPOST
MAX
FTG
MIN
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTGPOST
FMIPN
MAX
FTG
MIN
rjM
SPACING
(IN)
POST
SPACING
(IN)
FPMIPN
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)SPACING
(IN)POSETYPE
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
25�1"
98
1$-0"
22
15-7'
32
t3-Z
20
13-2
27
C7
13-1"t22-1
13'0"
27
C7
1$'d'
23
G2
18'+I'
33C9
4'-4
38
C11
13'�"
Z473'
32
C7
12'7"
22
C1
12.3"
26
10'3'iQ-7"
29
15'-1"
24
C1
14-5'
33
24'-10
38
C8
14'•7'
22
14-3'
31
1Z-!
21
C1
12'-1"
27
C7
ifJ;
11-10"
2T
C7
18'-9'
24
C2
16'-9
32
C7
23'3"
37
Ci1
17-7"
24
C1
12-3
32
C7
11'
23
11'-2
28
9-1091ff
28
13'-10
25
13'$'
32
23'�"
35
C9
13'�"
23
13'-2'
30
11'•2
22
11'-2
27
C7
11'-i"
11.1"
27
C7
15-7'
24
C2
i5'43'
31
C7
Z2-1"
37
C11
11'�"
25
C2
11' 4"
31
C7
i0�"
23
C1
10'�1"
27
$' 29
0
27
12'-9'
26
12=7
32
22
35
C9
17-"
24
12'-'
30
10'•8"
22
10'S"
27
C7
10'41
10 4"
27
C7
t4' 7'
25
C5
14fi'
31
C7
21-2
37
C11
10-10"
26
C2
1Q-8"
30
C7
i0'•tY'
24
C1
9'-9"
27
8'-T'
24
8' 3"
27
12'-0'
26
C2
11 9
31
21
34
C9
12'-0"
24
11' 8.'
29
9'-1Q
23
C2
9=10"
27
C7
9-9
23
C2
$'$"
27
C7
13'9
25
C5
13' 8
30
C8
Z0
38
C11
i 03"
26
C2
10' 1"
30
C7
9'4"
24
Ci
T-2"
27
6-1"
24
Cl
7'-10'
27
11' 4"
27
11'•i"
31
C7
21-1"
34
C9
111-4"
25
11'•i"
29
9'-0"
23
C2
9�"
2B
C7
9'-Z'
23
C2
8'3
28
C7
13'•1"
28
C5
13-Q'
30
30
C8
CT
19'$"
36
C10
9'-9"
27
C2
8-7'
30
C7
9'-0"
25
VA"
27
7$"
25
7-2'
2T
1d•9
27
10-T'
31
20'• 4,
35
C9
w 10"
25
i0' T'
29
9 �Y'
23
C2
9' 0"
28
C7
8-0"
23
C2
8 0
28
C7
12$
26
C5
12'.1"
C8
19=1"
96
C70
8 4"
27
C5
9'-2'
3i
C7
8=T'
25
B'A"
28
7'�"
25
8-T'
2B
10.3
28
10-i"
31
19,9
38
10'-4"
25
10-2'
30
C8
8'-7
23
8'•7"
28
C7
T$"
23
C2
7'�"
28
C7
t2•fl'
27
C5
11-1C'
31
C8
C10
..,,
C5
a� a•
ve
f'7
A_7'
5
C2
T4"
28
S'-10"
25
6'-0"
28
9'-10"
26
9'-"
31
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 (SPAW' SHOWN ABOVE
AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL OIS7.1
2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W1 HIGHER NUMBERS
WI THOSE SPECIFIED IN THE TABLES SHOWN.
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Ess icy��
0
DATE SIGNED: July 06, 2018
vNwaw-
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305,1420
1 REVISIONS
MI ARK I DATE I DESCRIPTION
4 STEL JOB A
17-1071
DATE
04125/1 B
DRAWN BY
RER
CHECKED
MDS
IAPM0 195 V 3.0
SOLID COVER STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LL/SL, 130 MPH
S8.10.3
0
m
RAFTER
(E) BUILDING SEE NOTE 2
urururrrrrrrrrrurrrrrririrrirrrurirrruwirriiri�rrrrrrrrrrriurrrrririi�iir�L .1
1 I I 3 I } I
i f
RAFTER CONNECTION
uj
TO BLDG SEE NOTE 2_
Z
I I I I I
�
j N I LATTICE 0 3" DR 6'1 O.C.
w
In
' I 1 I SEE NOTE 2 I
$s
o
z
w
a
[ I I COL, TYR I l
w
z
i t I I SEE NOTE 4 I
U
ul
I
w
0
Z
I i I i[ i
o
CL
w
N
RAFTER CONNECTION + BEAM SEE NOTE 3
I TO BEAM SEE NOTE 2
I I I 1
BEAM CLEAR SPAN I. BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
1, PATIO COVER DIMENSIONS
A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION V. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLD COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN.
E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPLICED LENGTH OF
THE LATTICE MEMBER OR 24 WHICHEVER IN LESS.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= h ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH @ LEFT
• TRIB (BLDG)=1f ADJACENT RAFTER CLEAR SPAN
"EyAmmdlL11:��
A. SEE SHEET L4.1 FOR LATTICE PROFILES.
B. SEE SHEETS 1-3.1A & L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS.
C. SEE SHEET 1-2.1 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEET L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
B NSOMETRIC VIEW
3. BEAM$
A. SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEETS 1-7.1 & LB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS.
4. COLUMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET L4.2 FOR COLUMN PROFILES.
C. SEE SHEETS L7.1 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
5. FOUNDATIONS
A. SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 8/0.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE.
0
z
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 31S6.3 OR 31L6.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
WIND D XPOSURE
113E
110C
1211B
1200
130E
130C
2
2
2
3
3
3
pil"m
2
3
3
3
3-
4
2
3
3
4
3
4
3
3
3
4
4
5
3
4
4
4
4
5
3
a
a
s
5
s
11'
4
4
4
5
5
6
12•
4
5
5
G..
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATETYPE SP4)
TRIB
WINDSP EDAND EXPOSURE
WIDTH
110E
110C
1 1208 1
1200
130B
130C
5'
2
2
1 2
2
2
3
6
2
2
2
3
3
T
2
3
3
3
3
4
g
2
3
3
4
3
a
9'
3
3
3
4
4
5
17
3
4
4
4
4
5
1f'
3
4
4
5
5
6
17
3
4
4
1 5
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 OR L8.xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 31S6.3
OR SlL6.3_
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S63 OR 1.6.3.
A TABLE 1 - M[NIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
SHEET INDEX - LATTICE STRUCTURES: TYPE E
GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
L1.1 - LATTICE STRUCTURES: TYP E E
L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFTAND SLIDING
1-3.1A- LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS
L4.1- LATTICE STRUCTURES: BEAM PROFILES
L4.2 - LATTICE STRUCTURES: COLUMN PROFILES
L4.3 - LATTICE STRUCTURES: CONNECTORS
L6.1 - LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING
L62 - LATTICE STRUCTURES: CONNECTION DETAILS
1-6.3 - LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS
L72-LATTICE STRUCTURES: FOUNDATION DETAILS
L8.1ocx - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LLISL, 1xO MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE E: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
m W
z
m I I
� w
rw
rn
I
� PLAN vlEw
RAFTER
SEE NOTE 2
(E) BUILDING
I I 4
I i RAFTER C4riNEC70N I V)
i i I i TO BLDG SEE NOTE 2'
i U
! I I cc
I I I '• l I
• Z
LATTICE @ I Y OR 6" O.C. N
SEE NOTE 2
LSEE
YP _ 0
RAFTER CO'n1NECTlON
TE14
TOBEARS SEE NOTE 2' -
I I I I
CLEAR SPAN L BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
NOTES:
1. PATIO COVERDIMENSIONS
A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE `H' (70 TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAMS ADJACENT CLEAR SPAN.
D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 257 OF RAFTER'S ADJACENT CLEAR SPAN.
E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPLICEO LENGTH OF
THE LATTICE MEMBER OR 24 WHICHEVER IS LESS.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= Y2 ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH @ LEFT
• TRIB (Sint)= Yz ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ Y2 ADJACENT RAFTER CLEAR SPAN @ LEFT
• TRIB (BLDG)=3� ADJACENT RAFTER CLEAR SPAN
L;Amff__c9_6_m
A. SEE SHEET L4.1 FOR LATTICE PROFILES.
B. SEE SHEETS L3.1A & L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS.
C. SEE SHEET L2.1 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEETS L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
BE W
B 15QMETRIC VIEW
3. BEAMS
A. SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEETS L7.1 & L8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS.
]. COLUMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET L4.2 FOR COLUMN PROFILES.
C. SEE SHEETS L7.1 AND LB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
5. FOUNDATIONS
A. SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEWr1 SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
0. SEE 8/0.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE.
B.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 3M.3 OR 3111-6.3
WITH 2 x 63 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIB
WIDTH
VVIN5
Pfir D
ORE
110E
11DC
120E
120C
190E 1
13W
5
2
2
2
3
3
3
6'
2
3
3
3
3
4
T
2
3
3
4
3
4
8
3
3
3
4
4
5
St
3
4
4
4
4
5
10'
3
4
4
5
5
6
IT
4
4
a
5
5
6
17
4
S
6
s
5
7
WITH 2 x 6.5 x 0.D42 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIG
WIND 8 PE E D AND EXPdS URE
WIDTH
1108
110C
120E
120C
1308
130C
S
2
Z
2
2
2
3
6'
2
2
2
3
3
3
T
2
3
3
3
3
4
S'
2
4
3
4
4
3
4Et�t3
4
4ICY
3
4
4
5
114
3
4
1 4
5
15
B
1Z
3
4
4
5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN INTHIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE "MAX POSTS PACING
(SPAN)" SHOWN ON SHEETS SB.xx.x OR L&xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3IS6.3
OR &L6.3.
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L8.3.
A �TABLE 1 -MINIMUM NUMBER OF COL
RINC3 TOP ATTACHMENTRI A ATI 13 11 C A
$HEET INDEX -LATTICE STRICTURES- TYPE F
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
L1.2- LATTICE STRUCTURES: TYPE F
L2.1 -LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLIDING
L3.1A- LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS
L4-1 -LATTICE STRUCTURES: BEAM PROFLES
L4.2-LA7ICE STRUCTURES: COLUMN PROFILES
L4 3 - LATTICE STRUCTURES: CONNECTORS
L6.1 - LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING
L6.2-LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS
L7.2 - LATTICE STRUCTURES: FOUNDATION DETAILS
L8=.x - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LUSL, 1x0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Ess I
S 5885
of �Lyc
DATE SIGNED: July 06, 2018
*civ-, x
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
REVISIONS
MARK I DATE I DESCRIPTION
4 STEL JOB #
17-1071
DATE
04125/18
DRAWNBY
RER
CHECKED
MDS
IAPMO 195 V 3.0
LATTICE STRUCTURES
TYPE F
LATTICE COVER STRUCTURE TYPE F: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
L1.2
RAFTERSEE NOTE 2
I
LATTICE:@ 3" OR 5" O.C.
SEE NOTE 2
�- COL, TYP
SEE NOTE 4
i
RAFTER. CONNECTION
TO BEAM SEE NOTE 2
BEAM CLEAR
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
1. PATIO COVER DIMENSIONS
A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
S. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 257 OF RAFTER'S ADJACENT CLEAR SPAN.
E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 257 OF THE TOTAL UNSPLICED LENGTH OF
THE LATTICE MEMBER OR 24 WHICHEVER IS LESS.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= Jz ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH @ LEFT
• TRIB (BLDG)=12 ADJACENT RAFTER CLEAR SPAN
7. LATTICE COVERS
U
G
BEAM OH
A. SEE SHEET L4.1 FOR LATTICE PROFILES.
B. SEE SHEETS L3.1A & L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS.
C. SEE SHEET L2.1 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEETS L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
� ISOMETRIC VIEW
3. BEAMS
A. SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEETS L7.1 & LB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS.
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET L4.2 FOR COLUMN PROFILES.
C. SEE SHEETS L7.1 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
5FOUNOATi0N5
A. SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
zz
w
SLAB,
5
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 31S6 3 OR 3111-6.3
WITH 2 x 6.5 x 0,032 SIDE PLATES
(SIDE PLATE TYPE SP3)
WIND
SPEED AN
EOSU
E
1108
110C
120B
12DC
13�DB
13M
2
2
3
3
3
3
3
3
32
3
3
4
3
4
pwDTH
3
3
3
4
4
5
3
4
4
4
4
3
4
4
5
54
4
4
5
4
5
5
6
5
7
WITH 2 x 6,5 x 0.D42SIDE PLATES
(SIDE PLATE TYPE SP4)
TRi5
WIN DSPEEDAEXPOS URE
WIDTH
1109
110C
1208
1 1200
13�8
130C
6
2
2
2
2
2
3
IT
2
2
2
3
3
3
7'
2
3
3
3
3
4
8'
2
3
3
4
3
4
93
3
3
4
4
5
10'
3
4
4
4
4
5
IT
3
4
4
5
5
8
12
3
4
4
5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE "MAX POST SPACING
(SPAN)" SHOWN ON SHEETS SB.xx.x OR L8.xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/S6.3
OR 3/L6.3.
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHET)CAL PURPOSES ANDTHE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3.
(�) TABLE 1 - M
NIMUM NUMBER OF COL
REQUIRa OP ATTAGFiMENT
..�.. ninon_ ^jjnm
SI-EET INDEX - LATTICESTRUCTURES: TYP
GO -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
L1.3 -LATTICE STRUCTURES: TYPE G
L2.1 -LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLIDING
L3.1 F - LATTICE STRUCTURES: FREESTANDING COVERS RAFTER SPANS
L4.1 - LATTICE STRUCTURES: BEAM PROFILES
L4.2 -LATTICE STRUCTURES: COLUMN PROFILES
L4.3 -LATTICE STRUCTURES: CONNECTORS
L6.1 - LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING
L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 -LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS
L7.2 - LATTICE STRUCTURES: FOUNDATION DETAILS
L8".x- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LUSL, lx0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE G: FREESTANDING SINGLE SPAN WITH OPTIONAL CANTILEVER
+ I I I 1 1
w
=
I I I k
W
I RAFTER CONNECTION I COLD TYP
t�
I TO BEAM SEE NOTE 2 I I I SEEINOTE;4 E
J
W
z
r o
z
I I I I
a
}y
F I I I ! ! I
RAFTER SEE NOTE 2
c
y
z
O
I
LATTICE. @ 3" OR 6" O.C. I
w
w
0
ii
w
I SEE NOTE 2 S
z
w
N
s
BEAM CLEAR SPAN BEAM CLEAR SPAN o
�z
LENGTH 'L' SEE NOTE 1 w
BEAM
C PLAN VIEW
NOTES:
1. PATIO COVER Dim
A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE W (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN.
E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPLICED LENGTH OF
THE LATTICE MEMBER OR 24", WHICHEVER IS LESS.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= Xz ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH @ LEFT
• TRIB (Sint)= ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ Y ADJACENT RAFTER CLEAR SPAN @ LEFT
• TRIB (BLDG)=)4 ADJACENT RAFTER CLEAR SPAN
A. SEE SHEET L4.1 FOR LATTICE PROFILES.
B. SEE SHEETS 1_3.1A & L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS.
C. SEE SHEET L2.1 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEETS L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
IsoMMMM�r�ic vlEw
o
3. BEAMS
A. SEE SHEET L4.1 FOR BEAM PROFILES.
S. SEE SHEETS L7.1 & L8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS.
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET L4.2 FOR COLUMN PROFILES.
C. SEE SHEETS L7.1 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
� LhF�iClltmoya
A SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
SLAB,
5
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHIMENTPER31S6.3 OR31LS.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIB
WIDTH
WIN D 5PEE D A NO E
710E
110C
120E
120E 1
1308 1
130C
5'
2
2
2
3
3
3
6'
2
3
3
3
3
4
7
2
3
9
4
3
4
B`
3
3
3
4
4
5
9
3
4
4
4
4
5
10'
3
4
4
5
5
6
11'
4
4
4
5
5
6
17
4
5
5
6
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
WIND SPEE5 WN0 OPOSURE
WIDTH
1108
1 110C
1200
720C
130B
13M
9
2
2
2
2
2
3
6
2
2
2
3
3
3
7
2
3
3
3
3
4
H
2
3
3
4
3
4
S
3
3
3
4
4
5
10
3
4
4
4
4
5
11'
3
4
4
5
5
B
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 POST SPACING
(SPAN)" SHOWN ON SHEETS SB.xx.x OR Lexx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WRH DETAIL 3+S6.3
OR 3IL6.3.
3, THIS TABLE DOES NOTAPPLY IFTHE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES ANDTHE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKETPER S6.3 OR L6.3.
A TABLE 1 -MINIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
..�.•. n .nn n n., n n n n
SHEET INDEX - LATTICE STRUCTURES: TYPE H
GOA -TITLE SHEET, DESIGN LOADS, GENERALNOTES
L1.4 - LATTICE STRUCTURES: TYPE H
L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLIDING
L3.1 F - LATTICE STRUCTURES: FREESTANDING COVERS RAFTER SPANS
L4"1 -LATTICE STRUCTURES: BEAM PROFILES
L42 - LATTICE STRUCTURES: COLUMN PROFILES
L4 3 - LATTICE STRUCTURES: CONNECTORS
L6.1 - LATTICE STRUCTURES: ATTACHMENT TO EXISTING BUILDING
L6 2 - LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS
L7.2 - LATTICE STRUCTURES: FOUNDATION DETAILS
L8.xx.x- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LUSL,1xO MPH
G9.1- ADD TIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE H: FREESTANDING MULTI -SPAN WITH OPTIONAL CANTILEVER
2485 RAILROAD ST
CORONA, CA 92886
961.736.4500
OF
DATE SIGNED: July 06, 2018
V�wv
TCL.
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
REVISIONS
DATE
DESCRIPTION
rSTEMARTK
L JOB # 17.1071
DATE 04125/18
DRAWN BY RER
CHECKED MDS
IAPM0 195 V 3.0
LATTICE STRUCTURES:
ATTACHED COVERS
RAFTER SPANS
D.1A
ALUM. ALLOY 3004-H36 I JALUM. ALLOY 3004-1-136 ALUM. ALLOY 3004-H35
T
ui
ui
T o
u�7
0.042
0
3
�
2.000"
6.000"
2.000"
2.000"
MAX
3.000"
_j
3" x 8' RAFTER
2' x 6.5'
RAFTER
R3
DBL 2' x 6.5' RAFTER
R2
3x8 RAFTER- FREESTANDING STRUCTURE
2x6112 RAFTER- FREESTANDING STRUCTURE
DBL 2x6112 RAFTER- FREESTANDING STRUCTURE
T SPACING WINDSPEEDIEXP
T
SPACING
WIND SPEED IEXP
LUGSL
T SPACING
WIND SPEED 1..EDP
LUGS L pN) O!C 110 B 110 C. 120 $
120 C
130 &
LUGSL
130 C
ON)
OfC
110 B
110 C
12D B
120 C
130. $
1300
(IN)
O/C
110. 5
110 C
120 B
120 C
130 B
130 C
16" Z6'3" 26'-3" 26'3"
26'-3'
26 3"
25' T"
16"
14'-2'
14'-2"
14'-2"
1-0-2"
14-2"
1Y-91
0.024
16`
19'-10"
19'-10"
19=10"
IT-10"
t9'-10"
19'-'
10 0.042
24- 21'3- 21'-6" 21'-6"
21'-6"
213"
21'-0"
0.024
24'
Tl'•7•
IP-7"
11'-T'
11-7"
11=7"
11'„'"
24"
t6'�3'
163'
16'3"
ifi'-0"
15'3'
15'•10'
96" 21'-10" 21'-10" 21=10- 21'-10"
21'-10"
21'•10'
15,
18'-0"
18'-0"
1B'-0"
18-0'
18'-0"
1T7"
10
0.032
16"
25'3"
253"
25'-3"
26-W'
25'•3"
24'$'
20 0.042 24" it-i0' 17--10" 1T:10"
1T-10."
1T-10"
1T-10"
10
0.032
247
T4'•8'
14'-8"
14'.8"
14-8"
14'-0'
1.4'-0"
24,
201-T
20-8'
20'-W
20-8"
20•-0'
20-2'
IS, 21'-6"- 2TV 21'-6"
2T-2"
2t'3"
20'-8'
16,
21'-9"
21'-9"
21'-9'
21=9'
21-9"
21'-2"
o.04Z
16"
30 8'
30-0'
30.8"'
30' 8"
30 8"
2Y-10"
25 0.042
24": 11T-7" 17-7" 1T-i
1T=4".
1T-0"
16`-10".
a.h4?
24"
1T-9"
1T-9"
1T-9"
IT-9"
Ivy1T-3"
24"
25'•1`
26-1"
25'-1"
25'-1'
2s"'-i"
24'•4'
16" 1T-1" 19'-1" 191"
18'-1"
19=1"
15-1"
16"
71'-9"
11'-9"kq-
11-9°
ll'-9'
11'-9"
0.024
15"
161-7"
16-7"
16'-7'
16'-7'
16'-7"
16T
30 0.042
24" 15'-7" 15-T
'15'-7"
15--7"
1S-T"
0.024
24"
T-B"
5-8"
T-8"
9'-W
9'-T
24'
13'-7"
13'-T'
IV
13'
13-7'
13.7"
16=8"..
i6�"
16'
15-0"
15-0"
15-0".
15'•D"
15-0"-
20
0.032
16"
21'-1"
21'-1"
21'•i"
21L7"
40 0.042 24" IT-8" 13'-8" 1T-8"
IV-8"
13'•8"
13'9"'
2 0
0.032
24'
12'3"
12'-3"
12'3'
12'•3"
173'
24"
1T-3"
1T-3'
17-3'
17'-X
1T.-3'
IT3
16" 15-0" 15-0' 15-0"
15-0'
15'-0'
15'-0"
16"
18'-1"
18'•1"
18-1"
18-1"
19-1"
0047
16"
251=6"
219'-g
25`-6'
25'-0"
25-6'
25
50 f3.0.4.2 24" 11'-2" 1l'-Z" 11'-Z'
11-2'
1t'-2'
1Y•2'
0.042
`4"
14'•9'
14'-9'
14-9'
14�9'
14'9'
24"
20'-10'
20'•10'
2V.T(r 2IY-10'
Z0'•10•
29.10"
16,
ll'-7'
11'-7'
116
11-6"
11'-2'
0.024
16"
16'-3"
16'-3".
16-3"
16'-l"
16-2"
1S-8"
0:024
24'
91-6-
9.6"
9'..
9'9"
9'-6"
9'-2'
24,
7-3,
!F-r
9'3"
9'3".
T-3"
9'-3"
16'
14'-9"
14"-9"
14'-9"
14-6"
14'-7"
14'-2".
16"
20'-9".
20'-9"
20'-9"
20'-6"
20'-7'
19'-10"
2 5
2
0.03_
24"
12'-11.
12'-1"
12'-1'
11'-10"
12'-0"
11'-r
r
0.032
24"
1T 0".
1T-W
17'-0"
16:-8'
16'-T
16'3'
NOTE:
IT I9ACCEPTABLETO5USS71TUTE-
1G
17'S"
1T-9"
1T-9"
lT-7'
iT-B" 11T-1'
0 �2
T6"
25'-1' 125'-t"
26.1'
26-l"
25'-1' 125-1"
- (2j 3x8 (3� 37-OC IN UEU OF (1) 3x8 (m 1Q"OC
0.042
24"
14'-7"
1N-7"
14'-7"
14'4`
1*-F
14'•0"
24"
20'-6-
20'-6•P2�2r'
20'-6-
20'-0-
20'-0'
-�2} 3c8 48"OC IN UEU OF (f) 3t8 (>� 24"OC
16"
IIY3"
193"
10'-3"
10'-3'
10-3"
10'3"
0.024
t6"
14'-6'(2)
2K5 Q 32'OC IN LIEU OF (1) 2x6 Q 16"OC
0.02d
24'
&-G"
8-6*
8'9"
8'9"
8'-T
8'-6"
24'
11'-10'
11=10'
11'-10'
T1'-1W
11'-1W-(2)
316 43"OC iN L1Ei1 OF (1) 2z6 �4'OC
IV
13'-1"
13'-1"
13'-1"
13'-1'
13'-1"
3'1"
30
0.03"
16"
18'-4"
18'-4-
IV-4-
18'�"
18"3
30
0.03_
q4"
1D'-8'
10'-8'
10'-8'
10'-W
10'-8"
1D'$
24'
15--t"
15-l'
15=1"
'15-T'
15=1'
16'
15'-9"
15'-9"
15-9"
15-9"
15'-9"
15'S'
15"
22.2-
22'_2
22=2"
22=2"
2Z T0.042
i2-10" 17-]0"
12-10'
12-10"
12-i0
12-10'
0.04224'
24"
18'•3`
18'-2"
18'-2-
iB'-2'.
18r
39,
9'-1'
9-1'
9'-1"
9.1'
9'-11
8-1"
16"
12'-8"
17-8"
12'-B'
12'_8"
12-8"
12'$"
0:024
24"
T-2"
7'•2'
T 2"
T-2"
7'-2"
7-2'
0.024
24"
10'-4".
10'-4"
10'-4"
101-C
10'--
IV-4'
16'
li' 6'
1 i'-6"
11 fi"
11-b'
11'9'
11'$"
15"
16'-1'
16-1'
16-T"
I61•1"
16•1'
16 1'
40
0.032
24"
9'�'
9-4"
V-4'
9'A•":
9'-0"
9'-4"
40
0.032
24'
13'-2*
13=2'
13'-2"
13'-2"
13-2'
13-2`
t6'
13'-9"
IT-O'
13-9-
13'-9'
IT=9'
13'-9'
16"
IVA'
I9'•4"
19'-4"
14'-4'
194'
19'-4"
0.042
24"
1 V-3"
1l'-3"
1 V-3"
l l'-3"
11'-3"
11'.3"
D.042
24'
15-10-
15-10"
15-10"
15-10'
15'-10°
16•10"
l6'
8-2'.
S-2'
V-2'
5-2"
8'-Z•
8-2`
0.024
16'
11'4'
1 ll'-4"
11'-4'
11=4"
1T'-4'
1V-4*
0.024
24"
5 9'
S-9'
V9'
S 9"
5'-9'
51•9'
24"
9.4"
16"
10'-3"
]0'•3'
103'
10-3'
10' 3"
10:3"
16"
4'-6"
14-6'
14'-5"
T4'-0"
14.6"
14'6'
50
0.032
24'
8'-4"
9-0'
8'-4"
8'�"
V-47
&-.4'
50'
0.032
24"
11'-IT
11-10°
1TAW
11'-10'
tT'-10"
11'-10'
16"
12 6'
12 6'
13-0'
12-0"
12-6'
12'3'
0 42
-1
16'
1T 6'
1T 6":
IT-6
1T 6'
7T-0
1T£'
0.042
24'
14-2
10-2'
10-2"
10 2
t0-:2"
102"
247
14'-3'
14-3"
14'-3"
14-3"
143'
14-3-
ALUM. ALLOY 3004�}{3S
3.D00"
t+1
2 x 3 LATTICE TUBE
L1 E
6"=1'-0"
A
ALUM. ALLOY 3004-H36
M? g
1.500"
OR 2.000"
11/2 x 11/2 OR 2 x 2
LATTICE TUBE
ALUM. ALLOY 3004-1-136
STEEL ASTM A653-SS GRADE 50 G60
1�229.�
0
cq
n
2.824"
3.000"
- 12 GA.
CONTINUOUS
STEEL INSERT
(110 -
Typ.
N
O
Bi4 3 x 8 x 0.042' ALUM. BEAM W/-
12 GA STL INSERT
ALUM. ALLOY 3004-H36
STEEL ASTM A653-SS GRADE 50 G60
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER 814/S4.2
TYP.
LCDf
m
i
4.GW' 3.000"
MAX.
B15 DBL 3 x 8 x 0.042" ALUM. BEAM
W/ 14 GA STL INSERT 3"=1'-o"
ALUM. ALLOY 3004-H36
STEEL ASTM A653-SS GRADE 50 G60
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B14/S4.2
TYP.
3.000" t.00 3.000",
MAY.
619 DBL 3 x 8 x 0.042' ALUM. BEAM
W/ 12 GA STL INSERT
811 3x8x0.042'
ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-N36
p.042�
y TYP.
3.000"� 4.000" 3.000" L
MAX ��`
612 DBL 3x8x0.042'
3"=1'-0"
ALUM. ALLOY 3004-1-136
1 229" STEEL ASTM A653-SS GRADE 50 G60
14 GA.
CONTINUOUS
STEEL INSERT
WI � 1l I �TYP
2 824"
3.000"
i313 3 x 8 x 0.042' ALUM. BEAM W/-
14 GA STL INSERT 3'=1'-0"
JALUTA. ALLOY 3004-H36
p2.908"
F7
cV O
� o
(V M
3.000"
(86�'
3 x 3 x 0.032' ALUM. BEAM W/-
12 GA STL 'U' CHANNEL 3"=1 -"
ALUM. ALLOY 3004-H36
0.042" o
TYP. "?
2.000" 400"
:MAXM
69 DBL 2x61/2x0.047
3"-I'-V'
ALUM. ALLOY 3004-H36
0.032" 152
2.000" L 4.000" 2.000"
MAX.
B10 DBL 2 x 6 1/2 x 0.032"
ASTM A500 GRADE B ASTM A500 GRADE IALUM. AL IALUML ALLOY 3004-H36
3" ALUMINUM OR STEEL
POST PER PLAN
N
W
O
0.188" 0.032"
10
c 0.188° o X o
3.000" ¢ 0.042" 3.000"
4.000' a F
2.000" 3.000" 2.000"
NOTE:
SEE TABLE 1 ON L1.x FOR APPLICATION OF THIS DETAIL.
Ci0 HSS 4 x 4 x 3/16 �. HSS 3 x 3 x 3/16 _ SP4 0.042' SIDE PLATES 3' SQ. ALUM. POST
ASTM A500 GRADE fj JASTM A500 GRADE B ALUM. ALLOY E063-T6 JALUM. ALLOY 3004-H36
0.762"
1.500" o
=---
0.250" m 0.400"
00.250"0TYP oo+
RO.125
4S TYP.
r,
0
3.000" 3000"
4.000" 3.000."
NOLE: NOTE:
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION C1 FOR AESTHETCAL PURPOSES. NO FASTENERS ARE REQUIRED.
SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF
THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION.
C1i HSS 4 x 4 x 1/4 C8 HSS 3 x 3 x 1/4 ! �r l F MAG POST n 3" 50. ALUM. POST
ASTM A500 GRADE B STEEL A653 MOE 50 CP501 ALUM. ALLOY 3004-H36
3" ALUMINUM OR STEEL
POST PER PLAN
1.500" �' a
O.04a3
o cL 0.400"
0.313"
�•7 NI �.12 tG
cL 45� TYA.
rn
00•
awn
3.000" 3Ac 0.032"
2.000" 3.000" 2.000"
NOT :
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. NOTE:
SLEEVE SHALL EXTEND FROM THE FOUNDATION, TO THE UNDERSIDE OF SEE TABLE 1 ON L1.x FOR APPLICATION OF THIS DETAIL
THE BEAM/COLUMN CONNECTION.
u� HSS 3 x 3-x 5/16 S
3' SO. STEEL POST c�0.0327 SIDE PLATES
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
}tiESS rqy��
� X%
S585
qrF OF opIL
DATE SIGNED: July 06, 2018
0!ri TC�.
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
I REVISIONS
MARK DATE DESCRIPTION I
4 STEL JOB #
17.1071
DATE
04125116
DRAWN BY
RER
CHECKED
MDS
IAPM0 195 V 3.0
LATTICE STRUCTURES:
COLUMN PROFILES
L4.2
2.e75"
0
0
0
O
0
-
0
N O
3�0^ 3p00
NOTE:
BRACKET IS 2X" LONG
V BRACKET AT COLUMN 1 'W BRACKET
N.T.S.
O,zg�
0
0
N
O •�O
O O ,
IV '
O
$ 8ii6" o
o TYP.NI
u�
N O
zpp0.
2.0�.
� 2.275" N
a
O
LENGTH = 2Y2" @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
8. ft. LENGTH= 6%" @ DOUBLE 2 x 6Y2 BEAM BELOW
4 LENGTH= 8Y4" @ DOUBLE 3 x 8 BEAM BELOW
(�)ROOF BRACKET 2 'U' BRACKET
L8 x B x 1/4 x 2' 3"-1'-0" 2 x 8-1/2' RAFTER TO BEAM 6"=1'-0"
o �
cV
O O
N
0.065" m
c TYP. °?
N
O
O
N
1
2,OD' 3.315'
a
ate'
P
LENGTH = ZVj" @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
LENGTH = 6%" @ DOUBLE 2 x 6Y2" BEAM BELOW
80D^ LENGTH= 81 ' @ DOUBLE 3 x 8 BEAM BELOW
Z.�
B�SNQW BRACKET 3 'U' BRACKET
8 x 1/2 x 2' 2"=a'-o• 3 x 8 RAFTER TO BEAM 6"-s'—o"
TABLE 1 - MAXIMUM PROJECTION
ASSUMING (E) JOIST SPACING = 24"OC MAX
LUGSL
(PSF)
EXISTING FRAMING MEMBER
AT ROOF OVERHANG
BRACKET OFFSET"D"
24-
18"
17'
6"
2x4 FULL
12' 10'
19' 11"
28' 0-
28' 0"
2x6 NOTCHED
M. 6"
28' 0'
28' 0'
28' 0-
10
2x6 FULL OR 2x8 NOTCHED
2V 0"
28' 0'
28' 0'
26' 0'
2x8 FULL OR 2x10 NOTCHED
28' 0"
28' 0'
28' 0'
28' 0'
2x4 FULL
T 9'
11,10'
1915,
28-0-
2.6 NOTCHED
12' 3"
17' 10'
2V 0'
28' 0"
20
2x6 FULL OR 2xS NOTCHED
19' 7"
27' 7'
28' 0'
28' 0"
2x8 FULL OR 2x10 NOTCHED
26 Cr
28'0'
28' 0"
28' 0'
Zx4 FULL
7' 4'
11' 3'
18' 7'
28' 0"
25
2x6 NOTCHED
11. B"
170,
2T 1'
28' 0'
2x6 FULL OR 2x8 NOTCHED
1816,
26' 4'
28' 0'
28' 0-
2x8 FULL OR 2x10 NOTCHED
28' 0'
28' 0'
28' 0'
28' 0'
Zx4 FULL
5' 11"
9' 4"
15' 8'
28' 0'
Zx6 NOTCHED
9' 6"
14' 2-
22' 11"
28' 0-
30
2x6 FULL OR 2xB NOTCHED
15' 5'
27 0-
28' 0'
28' 0'
2x8 FULL OR 2x10 NOTCHED
26 3"
28' 0`
28' 0"
28' 0"
Zx4 FULL
4' 0'
6' 9"
12' 0"
25' 2-
2x6 NOTCHED
619,
1015,
17 6'
28' 0'
40
2x6 FULL OR 2x8 NOTCHED
11' 4"
16' 6"
26' 7'
28' 0'
2x8 FULL OR 2x10 NOTCHED
19-7"
27' 6-
28' 0-
28' 0'
50
2x4 FULL
2' 10"
5' 7'
918,
20' 4'
2x6 NOTCHED
5' 1-
8' 2'
1 14' 2-
28' 0-
2x6 FULL OR 2.8 NOTCHED
8' 9"
13' 0'
1 21' 6"
28' 0-
Zx8 FULL OR 2x10 NOTCHED
16 6"
21' 11"
1 28' 0-
28' 0'
NOTES:
1 - NOTCH CAN BE UP TO 1" IN Zx6, UP TO 1.5" IN 2x8 OR 200.
2- MAX (E) ROOF RAFTERS BACKSPAN IS ASSUMED TO BE 40 FT.
3-FOR 10 PSF LUGSL, USE ROOF BRACKET511-4.3
4 - FOR LUGSL t 20 PSF, USE SNOW BRACKET 6IL4.3
TABLE 1A-MAXIMUM PROJECTION
USING ROOF BRACKET PER 4C/L4.3
WIND SPEED & EXPOSURE
LUGSL
(PSF)L
08
130C
1 OC 1200
10
23'-0"
2147' 1 20'-0' le-17
NOTE:
'WHEN USING ROOF BRACKET PER 4C/L4.3, MAXIMUM
PROJECTION SHALL BE THE SMALLEST PROJECTION FROM
'TABLE 1 AND TA8LE lA
TABLE 1 B - MAXIMUM PROJECTION
USING SNOW BRACKET PER 4D/L4.3
LUGSL
(PSF)
WIND SPEED & EXPOSURE
1108, 120B, 130B
110C,120C,130C
10
28'-0'
20
20'-0'
25
19'-3'
30
1 V-3'
36
13'-9'
40
IZ-3'
42
11'S"
50
IN OTE:
'WHEN USINGSIN OW 8RACKET PER4D/L4.3, MAXIMUM
iPROJ ECTION SHALL 8E THE SMALLEST PROJECTION FROM
TA8LE 1 AN D TA8LE 18
TABLE 2 - NUMBER OF SIMPSON A34s EA END
REQUIRED AT ROOF PANEL OR RAFTER
CONNECTED TO EXISTING ROOF OVERHANG (EA. END)
TRIG
10 PSF
20 PSF
25 PSF
30 PSF
40 PSF
50 PSF
WIDTH
LUGSL
LUGSL
GSL
GSL
GSL
GSL
5'
1
1
1
1
1
1
6
1
1
1
1
1
2
7'
1
1
1
1
1
2
8'
1
1
1
1
2
2
9'
1
1
1
1
2
2
la
1
1
1
2
2
2
11'
1
1
2
2
2
2
12'
1
1
2
2
2
2
NOTES:
1 -USE(8)SIMPSON SD9112 SCREWS INTO EACH A34
2-WHEN USING (2) A34s AT EA END, PROVIDE Zx FULL DEPTH WOOD
SCAB, FULL LENGTH OF RAFTER TAIL, W/ 10d @ 17O.C. MAX T&B,
STAGGERED (WOOD SCAB TO RAFTER)
3 - A NUMBER 1 IN THIS TABLE MEANS THAT 2A34s TOTAL ARE REQ'D.
A NUMBER 2 IN THIS TABLE MEANS THAT 4 A34s TOTAL ARE REQV
TABLE 3A - FASTENERS REQUIRED
AT (E) OR (N) WALL LEDGER
TO EXISTING WOOD STUD WALL FRAMING
TRIB
10 PSF
20 PSF I
25 PSF
30 PSF
40 PSF
50 PSF
WIDTH
LUGSL
LUGSLI
GSL
GSL
GSL 1
GSL
5'
A
A
A
A
A
A
6'
A
A
A
A
A
B
7'
A
A
A
A
B
B
8'
A
A
A
A
B
C
9'
A
A
A
A
B
C
10,
A
A
A
B
C
C
11'
A
A
B
B
C
C
12'
1 A
B
B
B
C
C
,A - (2)'/," LAG SCREWS W/ 2'/2' PENETRATION IN WALL STUDS
B - (2) 'lie LAG SCREWS Wl 2'li' PENETRATION IN WALL STUDS
C - (2) 7/,s- LAG SCREWS W1 3'/=" PENETRATION IN WALL STUDS
NOTES:
1 -ANCHORS ARE TO BE SPACED AT 16" O.C. MAXHORIZONTALLY IN
DIRECTION
PARALLEL TO WALL
TABLE 4 - ANCHORS INSTALLED INTO THE SID E
OF 6 IN THICK M IN CONCRETE OR CMU WALLS
IN CONCRETE, USE 117' DIA SIMPSON STRONG-BOLTZ STAINLESS STEEL, WITH 3" MIN
EMBED, INSTALLED PER ICC-ESR-3037.
IN CMU, USE 1/7' DIA SIMPSON WEDGE ALL, STAINLESS STEEL, WRH 3 318' MIN EMBED,
INSTALLED PER ICC-ESR-1396.
MAXIMUM ANCHOR SPACING
10, 20, 25 PSF 30 PSF 40 PSF 1 50 PSF
LUGSL GSL GSL GSL
4T 36" 36' 24'
USE 3' SQ x1/4" STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER
AGAINST EXISTING CONCRETE WALL
NOTE:
WHEN (E) WALL HAS AN OPENING UNDER THE ATTACHMENT OF THE PATIO TO THE EAVE OR WALL,
SITE -SPECIFIC ENGINEERING IS REQUIRED TO VERIFY ADEQUACY OF THE EXISTING STUD WALL FRAMING
(INCLUDING HEADER SIZE) WHEN THE FOLLOWING CONDITIONS OCCUR:
FOR LL/GSL = 20 PSF MAX: COVER PROJECTION > 18' AND OPENING IN WALL WIDER THAN 8'
FOR GSL= 50 PSF MAX: COVER PROJECTION> 14' AND OPENING IN WALL WIDER THAN 6'
NO ADDITIONAL SITE SPECIFIC ENGINEERING IS REQUIRED WHEN EXISTING OPENINGS I PROJECTIONS ARE
SMALLER THAN THOSE STATED ABOVE.
ALLOWABLE CLEAR DIMENSION TO BEAM D
SEE TABLE to ON L6.1 SEE TABLE 1
ON L6.1
2xO>'or3x8WOOD
FILLED ALUMINUM LEDGER J
U-BRACKET AND ATTACHMENT
PER 2/L6.2
ALUMINUM RAFTER J
ALTERNATIVE ROOF
BRACKET ORIENTATION
X,
MIN
ROOF BRACKET PER 5/1-4.3
(3) Y2'0 LAG SCREWS W/- 1%" PENETRATION
(3) Yz"0 LAG SCREWS W/- 4" PENETRATION
6 ALTERNATIVE ROOF BRACKET
LOCATION AND/OR ORIENTATION
SEE NOTE 4
(E) BLOCKING BETWEEN
CONT. RAFTERS OR TRUSSES,
WHERE OCCURS
�- (E) WALL SEE
NOTE ABOVE
E EAVE OH RAFTER OR TRUSS BACKSPAN
247 MAX 6-0" MIN 404MAX
NOTES:
1. EXISTING ROOF DESIGN LOADS: ROL = 3 PSF (MIN) TO 8 PSF (MAX)
2. NEW PATIO DESIGN LOADS: LL = 10 PSF MAX (NO SNOW LOAD)
3. PLACE "SIKA FLEX" OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE SHINGLE
ROOFING TO PROVIDE SEAL
4. WHEN THE BRACKET IS INSTALLED AT ALTERNATE LOCATION SHOWN, USE TABLE 1 FOR D=6"-
5. USE THIS DETAIL WITH ROOF BRACKET PER 5/1-4.3 AND TABLES 1 AND to ON L6.1.
C CONNECTION TO TOP OF EXISTING ROOF
LL =10 PSF MAX
ALLOWABLE CLEAR DIMENSION TO BEAM
SEE TABLE TB ON LIS.1
U-BRACKET AND
ATTACHMENT PER 2/L6.2
ALUMINUM RAFTER
(3) 34'O LAG SCREWS
W/- 4" PENETRATION
3 x 8 WOOD FILLED
ALUMINUM LEDGER
ROOF BRACKET PER 6/1-4.3
(3) Yz"0 LAG SCREWS
W/-2Y" PENETRATION
(E) BLOCKING BETWEEN
CONT. RAFTERS OR TRUSSES,
WHERE OCCURS
(E) WALL SEE
NOTE ABOVE
NOTES:
1. EXISTING ROOF DESIGN LOADS: RDL = 3 PSF (MIN) TO 8 PSF (MAX)
2. NEW PATIO DESIGN LOADS: LL = 50 PSF MAX
3. PLACE "SIKA FLEX" OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE SHINGLE
ROOFING TO PROVIDE SEAL
4. BRACKET MUST BE ORIENTATED TOWARDS ROOF EDGE AS SHOWN.
5. USE THIS DETAIL WITH ROOF BRACKET PER 6/1-4.3 AND TABLES 1 AND 18 ON 1-6.1.
6. VERTICAL LEG OF BRACKET SHALL BE LOCATED 6" MAX. FROM FACE OF WALL, ON
EITHER SIDE OF WALL
D CONNECTION TO TOP OF EXISTING ROOF
GSL = 50 PSF MAX
4 CONNECTION TO (E) BLDG
3/4"=V-0"
OECKj
OIREC'
COLUI
BEAM
TRIBUTARY
AREA
£ BOG
BEAM ;
COLUMN TRIBUTARY
AREA
E0. EQ. DECK/RAFTER
PLAN DIRECTION
(Djg�A
M BRACKET
N.T.S.
LEDGER OR WALL 1" THICK MAX LATH AND
HANGER w FASTENERS PLASTER OR WOOD SIDING OR
/ 1, 2 OR 3 COATS OF STUCCO
PER TABLES 3A & 4 ON L5.1 SEE NOTE 3
RAFTER BRACKET AND ��+
ATTACHMENT PER 2/L6.2 " � e jt
(E) STUD WALL
(3) S-0 LAG
SCREW TYP-
3" x 8" x 0.042" HEADER
(3) #14 SMS
EA. SIDE
1" THICK MAY, LATH AND
PLASTER OR WOOD SIDING OR
1, 2 OR 3 COATS OF STUCCO 3" x 8" RAFTER BRACKET
NOTES: SEE NOTE 6
1. USE OF THIS DETAIL IS LIMITED TO THE FOLLOWING:
FOR LL/GSL = 10 PSF, MAX TRIO AREA TO CONNECTION - 100 FTZ
FOR LL/GSL = 20 OR 25 PSF, MAX TRIB AREA TO CONNECTION = 55 FT2
FOR GSL = 30 PSF, MAX TR18 AREA TO CONNECTION - 45 W
FOR GSL > 30 PSF, DETAIL IS NOT ALLOWED
2. SEE PLAN FOR DEFINITION OF TRIBUTARY AREA.
3. BEAM MUST LINE UP WITH EXISTING FULL HEIGHT WALL STUD. NO OPENING
ALLOWED UNDER CONNECTION.
4. USE (2) %" HILTI KB-TZ W/ 4" EMBED @ CONC WALL, W/ 6" SPACING
5. USE 10'' TALL BRACKET & (2) W HILTI KB-3 W/ 4" EMBED @ CMU WALL
W/ 8" SPACING
6. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX.
EXISTING STUD (N) OR (E) 2 x WOOD
WALL WITH LEDGER (LL = 10 PSF MAX
SHEATHING AND OR 2 x OR 3 x WOOD FILLEI
MCC" /__1
ALUMINUM MEMBER (GSL =
(3) 6rH x 2" FULL 50 PSF MAX), SEE DETAIL
LENGTH THREAD 46/L6.2
LAG SCREWS
2.5' �, Lu
2 x OR 3 x MIN. `ui i
LEDGER TO WALL
ALUMINUM RAFTER
FASTENERS PER RAFTER PER PLAN
2 x WOOD STUD WALL
SIM AT CONCRETE, BRICK
B/L8 2¢(S PER 3/L6.2,
NO) OR MASONRY WALL.
SEE NOTE ABOVE
U BRACKET, SIM TO
WALL LEDGER SHALL BE:
2/1.4.3 OR 3/L4.3
- NOMINAL LUMBER SIZE 2 x 6 AT 2 x 6� MINIMUM RAFTERS),
- NOMINAL LUMBER SIZE 2 x 8 {AT 3 x 8 MINIMUM RAFTERS), OR
NOTES:
- KILN -DRY WOOD -FILLED 2 x 6}" OR 3 x 8 ALUMINUM SECTION.
1. MAX SPAN OF SINGLE RAFTER SHALL BE AS FOLLOWS:
2) EDGE DISTANCE VARIES WITH DIAMETER OF SCREW.
10 PSF LL/GSL - 24' FOR 24" AND 16' SPACING
3) PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX.
20 PSF LL/GSL - 22' FOR 24" SPACING, 24''FOR 16" SPACING
25 PSF LL/GSL - 20' FOR 24" SPACING, 24', FOR 16" SPACING
WALL CONNECTION
30 PSF LL/GSL - 18' FOR 24' SPACING, 22" FOR 16" SPACING
B
40 PSF LL/GSL - If FOR 24" SPACING, 20' FOR 16" SPACING
50 PSF LL/GSL - Id FOR 24" SPACING, 16' FM 16" SPACING
U-BRACKET AND
ATTACHMENT PER 2/1-6.2
2xOR 3x
ALUMINUM RAFTERS
EXISTING FASCIA BOARD
"D" SEE TABLE 1 ON L6.1
SIMPSON A34 EA END
SEE TABLE 2 ON L6.1
FOR NUMBER OF A34
READ AT EA END
ADD 2 x FULL DEPTH
WOOD SCAB, WHERE
2-A34's ARE REQUIRED
PER TABLE 2 ON L6.1
SEE NOTE 3 ON L6.1
EAVE OH
(E) BLOCKING
BETWEEN CONT,
RAFTERS OR
TRUSSES
(E) TRUSS OR
RAFTERS @ 24" OC
(E) WALL
SEE NOTE ABOVE
MIN 40'-W MAX
NOTES,
1. EXISTING ROOF DESIGN LOADS:
RDL = 3 PSF (MIN) TO 8 PSF(MAX)
RLL/GSL = 10. 20, 25, 30, 40 OR 50 PSF
2. FASTENERS TO BE LOCATED 4" MIN FROM SPLICE IN (E) FASCIA BOARD.
3. SEE NOTE 2 ON TABLE 2/1-6.1.
■ CONNECTION TO EDGE OF EXISTING ROOF
RAFTER TO WALL LEDGER
CONNECTION 1-1/1'=1'4
E 1" 14CK MAX LATH AND
PLASTER OR WOOD SIDING OR
1, 2 OR 3 COATS OF STUCCO
SEE NOTE 3
RAFTER PER PLAN
FOR LL/SL = 10 PSF,
USE (2)#14 SMS EA SIDE
AND (3) Y4'0 x 3> " LAG SCREWS.
FOR LL/GSL = 20, 25, OR 30 PSF,
USE (3)#14 SMS Eli SIDE
AND (3) )V'O x ;X' LAG SCREWS.
FOR GSL = 40 OR 50 PSF,
USE (4)#14 SMS EA. SIDE
AND (3) }p'0 x 3�" LAG SCREWS.
U BRACKET, SIM TO
2/L4.3 OR 3/1-4.3
ATTACHMENT PER TABLE 3A OR 4
ON L6.1
NOT : _'�- (E) STUD WALL @ 16" O.C.
1. USE LEDGER PER 2/1-6.2 WHERE RAFTER SPACING EXCEEDS EXISTING
STUD SPACING, SEE TABLE 3 SHEET L6.1.
2. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX.
3 RAFTER TO STUD WALL
CONNECTION 1-1/2"=V-O"
LATTICE
ATTACHMENT PER
#8 SMS
3 x 8 x 0.42 BEAM
OR 3" SQ. STEEL BEAM
DOUBLE BEAM
(4) #14 SMS EA
(6)-#14 SIDS @ EA. SIDE
99, B10, 912,
RAFTER TO COLUMN
TOP & SOT TOTAL = 24
—
815 OR 816
(8 TOTAL)
f
IN' SO. OR 2" SQ. OR
2 x 3" LATTICE @ 3" O.C.
1 5/8"0 HOLE WITH
H BRACKET PER 1 /54.5
MIN. UP TO 6" O.C. MAX.
PLASTIC PLUG, AS
OR 1/L4.3
REO'D, TYP. IT IS
RAFTER
ACCEPTABLE TO USE
I ONE HOLE TO
3" OR 4" SQ.
I INSTALL SEVERAL
ALUM. OR STEEL POST
I
I SCREWS, TYP.
3 x 3 x
(3) #14 SMS
.024
CONNECTOR
EACH SIDE
NOTE:
THIS DETAIL IS NOT TO BE USED
IN LIEU OF A COLUMN.
LATTICE TUBE TO RAFTER
STUB COLUMN TO DBL BEAM
1 'H' BRACKET TO POST
T 3"=1'-0"
(�) CONNECTION
1-1/2"=1'-0"
1-1/2"=1'-O"
3.125" FOR 3 x RAFTER
LATTICEt;,i
ATTACHMENT PER 7/L6.3
2.t27 FOR 2 x RAFTER
1 2" MAX SPLICE
WHERE OCCURS
t=0.040" @ 6063-T6
(6)#14 TOSC0 EACH
HEADER(12)
(INT COL ONLY)
-
DBL RAFTER
FASTENERS PER
OOUBLE BEAM B9,
CONNECTION
810, 812, 815 OR
(4) 114 SMS EA RAFTER
B16
TO COLUMN (8 TOTAL)
5/8"0 HOLE WITH
I1 I
5/8"0 HOLE WITH PLASTIC
PLASTIC PLUG, AS
I po I
PLUG, AS REQ'D, TYP. IT IS
REQ'D, TYP. IT IS
I
ACCEPTABLE TO USE ONE
ACCEPTABLE TO
I I
HOLE TO INSTALL SEVERAL
USE ONE HOLESCREWS,
TYP.
TO INSTALL
0SEVERAL
SCREWS,II.Tr?_ATTACHMENTS
PER 2/L6.3
(2) #14 SMS EACH
SIDE T&B @32"
ARCHITECTURAL SIDE
I
DBL BEAM 89, 810, 812,
O.C.
I I
PLATES, WHERE OCCUR,
o
815 OR B16
SHALL STOP & FLUSH
BELOW BEAM
3" OR 4" SQ. POST W/
OPTIONAL SIDE PLATE OR
3" OR 4" SQ. POST
ARCH COL WHERE OCCURS
BRACKET
SCALE: 6"=V-0"
DBL RAFTER TO
DBL BEAM
DBL BEAM TO COL
B
2
CONNECTION
1-1/2"=1'-0"
1-1/2"=1'-0"
(2)-#14 x Y4' TEK SCREWS
3" WIDE BEAM TYP B2,
RAFTER EACH SIDE BRACKET TO
RAFTER
85, 811, 913 OR 814
1 2" VM SPl10E
3" OR 8" BEAM
SMS PER ELEVATION, TYP,
(6) #14 SMS EA. SIDE
AT SIDE PLATE SP3
WHERE OCCURS
(INT COL ONLY)
(8) SMS EA. SIDE
o
5%"0 PLASTIC PLUG, TYP.
AT SIDE#14
DE PLATE SP4.
SEE NOTE 1.
BRACKET PER (4)-#14 x Y'4' TEK SCREWS
2/1-4.3 OR 3/1-4.3 BRACKET TO BEAM
PROVIDE FULL BEARING OF
SINGLE 3 x 8 OR 3 x 3
BEAM ON POST.LZ
w
BEAM BELOW
- -
%"0 HOLE WITH PLASTIC PLUG,
AS
off° `o d
REQ'D, TYP. ff IS ACCEPTABLE TO
° o C
'
SIDE PLATE EA SIDE
USE ONE HOLE TO INSTALL
SEVERAL SCREWS, TYP.
RAFTER (2)-#14 x 3'4' TEK SCREWS
EACH SIDE BRACKET TO
(2) #14 SMS EA SIDE AT
QYp' SIDE PLATE EA. SIDE, SEE
RAFTER
3" SQ. POST BETWEEN
`
BOTTOM AND AT 32" OC MAX.
TABLE 1 ON S1.x OR L1.x
(2)-#14 x Y4" TEK SCREWS
SIDE PLATES
OPTIONAL STYROFOAM INFILL OF
BRACKET TO EACH BEAM
SECTION
— SQ. POST BETWEEN
A ELEVATION SIDE PLATES CAN STOP BELOW
(4) TOTAL
I
SIDE PLATES
S
THE CONNECION
DBL. 2 x 6 BEAM BELOW
OR
DBL 3 x 8 BEAM BELOW
S BEAM TO RAPPER BRACKET
3 BEAM TO POST
CONNECTION
NOTES:
AT COLUMN B2, ADJUST SCREW LOCATION TO LOCATE SCREWS
CONNECTION 1-1/2"=1'-0"
3/4"=1'-0"
INTO THE FLAT PORTION / VERTICAL WALL OF BEAM
ADJACENT
GRADE TYP.
STEEL SLEEVE PER
4/0.2 AT POST
TYPE C7, C8, & C9
PER TABLE 2
a I�r
!4 -
• 4 .
Y z�
+ PER 4/L7.2 r Y
0
w �
` o �
a . � co
m
i
:1 L
POURED I -
CID ir�
ONCRETE �
WIDTH = LENGTH (IN)
SEE FTo. SUREYULF
IN BEAM SPAN TABLES
NOTES:
1. THIS DETAIL CAN BE USED FOR STEEL POST TYPES C6, C7, C8, OR C9.
2. THIS DETAIL SHALL NOT BE USED FOR STEEL POST TYPES Cl, C2, OR C5.
3. IT IS ACCEPTABLE TO EMBED THE STEEL POST DIRECTLY INTO THE FOOTING
PER 5/1-7.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL.
I STEEL POST SLEEVE CONNECTION
TO CONCRETE FOOTING I "=1'-37"
TABLE 3 - (MAX WIND SPEED: 130MPH, EXP C)
MAXIMUM POST SPACING WHEN PATIO COVER
IS INSTALLED ON SLAB ON GRADE
TRIG
WIDTH
LATTICE FRAMI NG
LI/GSL(psf)
GSL(psf)
10 psf
20 psf
2S psf
30 psf
S.
13'-7"
ill-C..
10'4"
9'-0"
6'
ll'-4"
9'-9"
9'-0"
8'-4"
7'
91-V
91-G"
$,-0"
7'-0"
S.
81-6"
8'-6"
7'•6"
T-G"
91
7,4"
8'-0"
7'-0"
NP
10,
6'-9"
7'45"
N.P.
NP
11'
64•2"
7'-0"
NP
NP
12'
S4•8"
64,6"
NP
NP
NOTES:
1- "NP" INDICATES THAT A FOOTING IS REQUIRED, AND THE PATIO
COVER CAN NOT BE SUPPORTED ON ASLAB ON GRADE.
2 - FOR LIVE OR SNOW LOADS HIGHER THAN THE ONES SHOWN ON
THIS TABLE, A FOOTING 15 REQUIRED AND THE PATIO COVER CANNOT
BE INSTALLED ON SLAB ON GRADE.
3 -WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
(REST DENTI AL AP P LI CAM ONS ONLY), TH E MAXIMUM P OST SPACI NG IS
THE LOW EST OF THE "MAX POST S PACI NG(SPAN)" SHOWN ABOVE
AND THE MAXIMUM POST SPACINGS SHOWN ON SHEETLB.XX.X
$ T BRACKET CONNECTION
TO SLAB ON GRADE
ADJACENT
3" OR 4" STEEL POST.
GRADE TYP.7
7T7_—Til�i�
SHIN.
g
? w
� r•
� � 1
w
Z
J Q
xJw¢
m
+_�tiy III•,
I�
POURED
CONCRETE "I ! VO A36 THREADED
FOOTING ROD W/- NUT EA. SIDE
WIDTH = LENGTH IN OF COL.. OR #4 REBAR,
SEE FTG. SCHEDULE - GR 40 MIN. SECURED
IN BEAM SPAN TABLES IN PLACE
NOTES:
1. THIS DETAIL IS TO BE USED FOR POST TYPES C10 & C11.
2. THIS DETAIL CAN ALSO BE USED FOR STEEL POST TYPES C6, C7, C8, C9
PER TABLE 2 ON L7.1.
3. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPES Cl, C2,
OR C5.
STEEL POST EMBEDDED
INTO CONCRETE FOOTING 1„=1'-0"
3" STEEL OR
ALUMINUM POST
ADJACENT GRADE 1'1" BRACKET PER 1/1-7.2,
WHERE OCCURS 2/1-7.2 OR 3/L7.2
6" — EXISTING OR NEW SLAB ON
(
MIN. 0 1 I GRADE. f c= 2,500 PSI MIN.
EDGE OF SLAB \—iOLTS PER TABLE 2
WHERE OCCURS
NOTES:
1. THIS DETAIL CAN BE USED WITH POST TYPES Cl, C2, C3, C5, OR C6.
2. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES
AND/OR COMMERCIAL APPLICATIONS.
3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, C10,
Cl 1.
4. SLAB ON GRADE SHALL BE IN GOOD CONDITION (NO VISIBLE CRACKS
WITHIN 12" FROM POST).
5. MINIMUM OVERALL DIMENSION OF SLAB ON GRADE SHALL BE PER
FOOTING NOTE 4 ON G0.1
TABLE 1
ALTERNATE FOOTING DIMENSIONS
FTG(IN)
W=L=D
(SEE NOTE 1)
Altl
WxLxD
(SEE NOTE 2)
AIt2
WxL%D
(SEE NOTE 3)
AIt3(ATTACHED)
WxLx18"
(SEE NOTE 4)
Alto
WxLx18"
(SEE NOTE 5)
Alt
WxLx24"
(SEE NOTE 6)
Alt 6
WxLx30"
(SEE NOTE 7)
Alt7
WxLx36"
(SEE NOTE 8)
AIt8
WxLx42"
(SEE NOTE 9)
18
18x18x18
12x12x12
Isx18x18
Isx18x18
16x16x24
14x14x30
13x13x36
12x12x42
20
20x20x20
12x12x12
21x22x18
25x25x18
19x19x24
17x17x30
15xISx36
14x14x42
22
22x22x22
16xl6x16
25x25xl8
33x33x1B
21x2lx24
19x19x30
17xl7x36
16x16x42
24
24x24x24
20x2Ox20
28x28x18
43x43x1S
24x24x24
22x22x30
20x20x36
18xISx42
26
26x26x26
23x23x23
32x32xl8
3lx3lx24
24x24x30
22x22x36
21x21x42
28
28x28x28
25x25x2S
35x35x18
38x38x24
27x27x30
25x25x36
1 23x23x42
30
30x3Ox3O
28x28x28
39x39x18
30x30x30
28x28x36
26x26x42
32
32x32x32
30x30x30
43x43x18
37x37x30
3Ox3Ox36
28x28x42
34
34x34x34
32x32x32
47x47xl8
33x33x36
31x31x42
36
36x36x36
34x34x34
51x51xIs
36x36x36
34x34x42
38
3Bx38x38
37x37x37
SSxS5x18
43x43x36
36x36x42
40
40x40x40
39x39x39
60x60x18
39x39x42
42
42x42x42
4lx4lx41
64x64x18
42x42x42
NOTES:
1- "FTG (IN)" ISTHE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS 58.xx.x OR LBxx.x.
2 - "ALT 1" IS THE FOOTI NG DIMENSION BASED ON THE "FTG (I N)" DIMENSION. NOTE THAT W=D=L
3 - "ALT 2" IS THE ALTERNATE FOOTING DIMENSION REQUI RED W H EN A 3.5" MI N TH I CK SLAB IS PRESENT ABOVE THE FOOT! NG. NOTETHAT W =D=L
4 - "ALT 3" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 18" DEPTH FOR UPUFTDESIGN ONLY. THIS VALUE ISTO BE USED
ONLYATATTACHED PATIO STRUCTURES. NOTETHAT W=LAND D=18".
S - "ALT4" I5 THE ALTERNATE FOOTING DI MENSION REQUI RED W HEN THE FOOTING 15 KEPT TO AN 18" DEPTH. NOTETHAT W=LAND 0=18".
6 - "ALT 5" IS THE ALTERNATE FOOTING DIMENSION REQUI RED W HEN THE FOOTING IS KEPT TO AN 24" DEPTH. NOTE THAT W=L AND D=24".
7 - "ALT 6" 15 THE ALTERNATE FOOTING DIMENSION REQUI RED W HEN TH E FOOTING 15 KEPT TO AN 30" DEPTH- NOTE THAT W=LAND D=301.
8 - "ALT 7" 15 THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 36" DEPTH. NOTE THAT WAND D=36".
9 - "ALT 8" 15 THE ALTERNATE FOOTING DIMENSION REQUIRED W HEN TH E FOOTING IS KEPT TO AN 42" DEPTH. NDTE THAT W AND D=42".
3 FOUNDATION TABLES
TABLE 2 - ANCHORAGE SCHEDULE
(ATTACHED STRUCTURES ONLY)
BRACKET
DETAIL
POSTTYPE
FTG(IN)
ANCHOR BOLTS
(SEE NOTE 2)
SEE
NOTES
ALUM T
1/L7.2
Cl
SOG
(2)-3/8" dia w/ 1-7/8" embed
ALUM T
1/1.7.2
Cl
ALL
(2)-3/8" dia w/ 2-7/8" embed
ALUM T
2/1.7.2
C2
SOG
(2)-3/8' dia w/ 1-7/8" embed
3
ALUM T
2/L7.2
C2
ALL
(2)-3/8" dia w/ 2-7/8" embed
3
ALUM T
2/L7.2
CS
SOG
W-3/8" dia w/ 1-7/8" embed
3
ALUM T
2/1.7.2
CS
ALL
(20/8" Ella w/ 2-7/8" embed
3
STEELT
3/0.2
C6
SOG
(2)-3/8" dia w/ 1-7/8" embed
STEEL
3/0.2
C6
522"
(2)-3/8"dia w/2-7/8"embed
1,3,4
STEEL
3/1.7.2
C6
524"
(2)-1/2"diaw/3-1/4"embed
1,3,4
STEELING
4/0.2
C6
S30"
(4)-1/2"diaw/3-1/4"embed
1,4
STEELINS
4/L7.2
C6
5 34"
(4)-S/8" d1 a w/ 4' embed
1,4
STEELINS
4/0.2
C6
23S"
(4)-3/4"diawl4-3/4"embed
1,4
STEELINS
4/L7.2
C7, C8, C9
ALL
(4)-3/4" dia w/ 4-3/4" embed
15
EMBED
S/L7.1
C10,Cll
ALL
N/A
NOTES:
1- "FTG (IN)" ISTHE FOOTING DIMENSION REFERENCED IN BEAMSPAN TABLES ON
SHEETS LBxx.x
2 - ANCHOR BOLTS SHALL BE SI MPSON STRONG B0LT2, STAINLESS STEEL (ICC-ESR
3037)
3 - IT IS ACCEPTABLE TO USE THE STEEL INSERT PER 4/0.2 INSTEAD OF TH E
ALUMINUM T PER 2/1-7.2 FOR POST TYPES C2 AND CS. BOLTS CAN CAN REMAIN AS
SPECIFIED IN THIS TABLE.
4 - IT 15 ACCEPTABLE TO USETHE EMBEDDED POST DETAIL S/L7.1 INSTEAD OF THE
STEEL INSERT OR STEELT FOR STEEL POSTS C6.
5 - IT IS ACCEPTABLETO USETHE EMBEDDED POST DETAILS/L71INSTEAD OFTHE
STEEL I NSERT FOR STEEL POSTS C7, C8 AND C9.
4 ANCHORAGE OF POSTS
TO SLAB OR FOOTING
'i BRACKET PER 1 /L7.2, 2/1-7.2,
3' STEEL OR OR 3/L7.2.
ALUMINUM POST l
,BOLTS PER TABLE 2
GRADE TYP.
1.
�Ew
J � �
o < a POURED CONCRETE FOOTING
UNN r
�m {
, WIDTH = LENGTH IN
SEE FTG. SCHEDULE i
BEAM SPAN TABLE
NOTES:
1. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES.
2. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, CIO,
Cl 1.
T BRACKET CONNECTION
TO CONCRETE F007ING 1"=V-D"
ASTM A500 GRADE.a]
NSERT TO
PLAN Y,e BASE PL
3' STEEL POST
0.188" THICK MIN
o HSS INSERT
-- (3) -Y4.o BOLTS
Lq
10" SQ. x %" BASE PL
T.O.C.
NOTES: ELEVATION
1. THIS BRACKET IS TO BE USED WITH POST TYPE CT 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 1Y x 14 xh HDG WELDED WASHER PLATE AT ANCHORS SMALLER
THAN %`0.
4. THIS BRACKET CAN ALSO BE USED FOR POST TYPE C2, C5, OR C6 (ALL
FOOTING SIZES) PER TABLE 2 ON S7.1 AND 7/S7.1.
STEEL POST SLEEVE
FOR POSTS CT, C8, C9
ALUM ALLOY 60637T6
2 #14 SMS
OR
OR TEK SCREWS,
EA. SIDE, TYP.
0
0
Ya"O HOLE EA. SIDE
i 0.OW TYP.
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 L7.1 FOR ATTACHMENT TO FOOTING/SLAB.
4. INSTALL tY4 x 1314 x Ye HOG WASHER PLATE AT ANCHORS FOR 130 MPH
1 ALUMINUM T BRACKET
FOR POST C1 3"=t'-o'
ALUM ALLOY 6063-T6
4- Ij14 SMS
2.406' OR TEKSID SCREWS,
EA. SIDE, TYP.
? I I WO HOLE EA. SIDE
0.094° TYP.
D.75D'
5.50" TYP.
NOT .S:
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 L7.1 FOR ATTACHMENT TO FOOTING/SLAB.
4. INSTALL lh x 1Y2 x Y8 HDG WASHER PLATE AT ANCHORS FOR 130 MPH.
5. STEEL T-BRACKET PER 3/0.2 CAN BE USED IN LIEU OF THIS BRACKET.
ALUMINUM T-BRACKET
FOR POSTS C2, C5
0.75' 4.00" ASTM A500 GRADE B
TYP 1.75° 4 f0 HOLES
D HOLES, TYP EA SIDE
o O
pn ❑ O O 0
PLAN
3.50" 11.Do"6
x TYPr
^� 2-3/e"0 HOLES FOR
-O X'o M.B. TYP.
o/
CV N
c
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 L7.1 AND 2/L7.1
3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB.
STEEL T-BRACKET
FOR POST CS 3"=1'-0"
ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -110 MPH - EXP. B & C
85 3"SQ. ALUM W/
12 GA STL"U" CHANNEL
By DBL 2x6.5x0.042
811 3x8xO.042
810 DBL2x6.5x0.032
612 DBL3x8x0,042
B93 3x8x0.042W/
14 GA STL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIG
WIDTH
WIND
EXP
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
.POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPAGNG
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
iPOST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
AN
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
S
110 B
110 C
16'-9"
16'-9
15
17
Cl
14'7"
29
C7
14'-70
15
C1
14'-lU
14'�"
28
30
C7
1514"
15-4"
15
17
Cl
15�"
26
C7
18'-0"
15
C1
16'-0"
29
C7
21' 8"
16
Cl
21'-6"
31
C7
20=9"
16
C7
20'-9"
20 2"
31
33
C7
CB
14'-7'
$1
C8
14'-W,
17
15'-1"
30
18'-0"
16
17'-6"
31
21'-6"
19
21'-2"
33
C8
209"
18
6
110 B
110C
15'-3"
15'-3"
16
18
Cl
13'-8"
28
C7
13'T'
15
Ct
13 7"
13;-3
28
29
C7
14-1"
14=1'
15
17
Cl
14'-1"
13-9'
28
29
C7
164,
16
C1
16'-4"
29
C7
19'-9"
17
C2
19, 91,
30
C7
19'-0
17
C1
19'4
18'4"
30
32
C7
13'-3"
30
CS
13'-7"
17
16'-4"
18
16'-0"
30
1V-9"
19
19'-3"
32
19'-0"
19
7
110 B
110 C
14'-7'
14'-7'
16
-8
C1
17-4"
12'�"
2S-
30
C717
C7
12 7"
12'-3"
28
29
C7
13'-1"
13'-1"
15
17
C1
1IT-1"
12'-5'
28
29
C7
15'-2"
15'-7`
16
79
Cl
15'-2
29
C7
1S'4"
17
C2
1814"
30
C7
17=T'
17
C2
17=7"
17=1"
30
31
C7
14'-10"
30
18'
20
17'-10"
31
17'-T"
19
81
110 B
110 C
73'-3"
13'-3"
16
19
C1
11'-7'
71' 7'
29
29
C718
16
Cl
11' 9
11'-0"
28
28
C7
12'-3"
16
Cl
17�"
28
C7
14-3"
17
Cl
14'-3"
29
C7
17'-2"
18
C2
17-2"
31
C7
16�
18
78=i"
31
31
C7
12'-3"
18
12'-u,
28
14'-3"
19
13'-10"
29
1T-7'
20
16-9"
31
16'-0"
20
110 B
12'-7'
17-7'
17
19
C2
11' 0"
lv-a,
29
28
C718
F2715
16
C1
11' 2"
10'_10"
29
28
C7
11' T
11'_T'
16
18
C1
11'-7'
29
C7
13'-0"
17
C2
13'-0"
30
C7
16'-3"
18
C5
16'-3"
31
C7
15'-0
18
C2
1i 6
15-2"
31110C
31C7
11'_3„
26
13'-0
19
13'_1"
30
16.3"
21
15'_8"
31
15'-6'
20
110B
12'-0"
17-0..
17
19
C2
10'�1"
10-4
30
30
C719
16
Cl
10'7"
10-Y
29
29
C7
71-D"
11,_0„
16
19
Cl
11'-0"
i0, 8..
29
C7
12'S"
17
C2
12'4"
30
C7
15'-0"
18
CS
15'h"
32
C7
14' 9"
18
C5
14'3"
1A�"
3210'110C
32
C7
12'9
20
12,-0"
15,�„
21
15,_1„
32
14'-0
21
11'
110 B
110 C
11, 4"
11' 4"
17
20
C2
9'-10"
9'-1a'
30
30
C8
10'-1"
10-1"
17
19
Cl
10'-1"
9-10"
29
29
C7
10'-6'
17
Cl
10'-0"
29
C7
12'-7'
18
C2
12'-7'
31
C7
14'-8
19
C5
14=8"
32
C7
14-1"
19
CS
14=1"
13'8"
32
32
C7
-0
10'"
18
12'-2
20
11'-10"
90
14=9"
21
14�"
32
14=i"
21
12'
710E
10'-10
i8
9'6
30
C8
91-T
17
C2
9'8"
29
C7
91-W
17
C2
9'-8"
29
C7
11
16
C2
11'�"
31
C7
14'-1"
19
C5
14'-1"
32
C7
t3 6"
19
CS
13'fi"
13-2"
32
32
C7
110 C
10'-10"
20
30
19
9' a
19
9 7'
29
11' 8"
20
71'�"
31
14'-1"
22
13'-9"
32
13' 6
21
3 x 8 x 0.042 BEAM W/
DBL 3 x 8 x 0.042 WI
DBL 3 x 8 x 0.042 W/
B14 12 GA STL INSERT
B15 DBL 14 GA STL INSERT
S DBL 12 GA STL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
FTG
POST
FTG
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
(TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
110B
22'-B''
1T
22'8"
C7
29'-2"
18
29'-2"
33
CB
32'-0"
19
CS
32'-0"
34
C8
5,
C1
C2
110 C
22'-8"
19
22'-1"
C8
29'-7'
21
28'-6"
36
C9
3Z-U'
21
31' 2"
38
C11
6
110 B
20'-B"
17
C2
20' $
C7
2614
18
C5
26'4"
33
CB
29'-2"
19
CS
29'-7'
33
CB
110 C
20'�"
20
20'-7'
r
26'�"
21
26'-0"
35
C9
29'-2"
22
28-0
36
C9
7110
110 B
19'-7'
18
C2
19'-7'
C7
24'-F
19
24'
33
CB
2T-1"
20
CS26'�"
27'-1"
33
CB
C
19'-7'
20
19,-2,
24-0„
22C5
24,-1„
ZT 1„
22
35
C9
8
110B
18'-0"
18
C2
18'-0"
C7
23'-2"
20
C5
2T-7'
33
C8
26.3"
20
CS
25'-3"
34
C8
110 C
18'-0"
21
W-0"
31
23-2"
22
22'-7"
33
25-3"
23
24,-B"
34
9
110 B
17'-D"
18
C5
17-0"
32
C7
21'-10"
20
C5
21'-10"
34
CB
23'-10"
21
C5
2T-10"
35
C9
110 C
1T-0"
21
17'-0"
31
21-10„
23
21,_3„
34
231-10„
23
23'_3"
34
C8
10'
110 B
16'-1"
19
CS
16'-1"
32
C7
20'-9"
20
C5
20'-9"
34
C8
22'-6'
21
C5
22'-8"
35
C9
110 C
16'-1"
21
16'_T'
32
27-9"
23
20'-2"
34
22'-8"
24
27-1"
35
11'
19-4"
78
C5
15' 4"
32
C7
19'-9"
21
C5
19'-9"
35
C9
21'-B"
21
CS
21'-0"
36
C9
15'�"
22
15'4'
32
19_9.,
24
19'-3"
34
21'•B
24
21'-1"
35
12'
�10
14'-9"
19
CS
14W'
32
C8
19'-0"
21
C5
19'-0"
35
C9
20-6'
22
CS
20'-B"
36
C11
14'-9"
22
14'-9"
33
19'-0"
24
18'�"
35
2U-8"
25
20'-7
36
C10
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 BIL7.1
2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS W1
THOSE SPECIFIED IN THE TABLES SHOWN.
ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -120 MPH - EXP. B & C
B5 3"SQ. ALUM W1
DBL2x6.5xO.042
S
811 3x8x0.042
B10 DBL 2 x6.5 x 0.032
B12 DBL3x8x0.042
B13 3x8x0.042W/
14 GA STL INSERT
12 GA STL"U" CHANNEL
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
TRIB
WIND
POST
FTG.
POST
FTG.
POST
POST
FTG.
POST
POST
IFTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
IFTG.
POST
POST
IFTG.
POST
POST
!FTG.
POST
POST
FTG.
POST
POST
FTG
POST
WIDTH
EXP.
SPACING
(IN.)
POST
PPE
SPACING
(IN.)
POPE
SPACING
(IN.)
PPE
SPACING
OR)
PPE
SPACING
(IN.)
T PE
SPACING
(IN.)
PPE
SPACING
(IN.)
POPE
SPACING
(IN)
PPE
SPACING
(IN.)
PPE
SPACING
(IN.)
PPE
SPACING
(IN.)
TYPE
SPACING
OK)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
120 B
16'4'
16
14'7'
31
C8
14'-10'
15
14'-10'
30
15-0"
15
Cl
15'�
30
C7
18'-D"
16
Cl
18'-0"
31
C7
21'-8
17
Cl
21'�"
33
C8
20'-9"
17
C1
20'-T
32
C7
S
C1
Cl
C7
19'$'
34
C8
120 C
18'-0"
18
14'-7"
33
C10
14'�"
18
14'-1"
31
15'-2"
18
14' T'
31
17'-$'
19
17'-D"
31
C8
21'4'
20
20' 7"
34
20'-0"
20
120 B
15'-3"
16
1T-3"
30
C8
1S-T'
16
13'-T'
29
14'-1''
16
Cl
14'-1"
29
C7
16'l".
17
C1
16 4"
3D
C7
19'-B'
18
C2
19'-9"
32
C7
19'-0"
18
Cl
IV-0-
32
C7
6
120 C
15'-0"
19
C1
13'-3'
32
C9
13' 4"
18
Cl
12-1➢'
31
C7
13'-10"
18
13'-0"
31
16'-2'
19
15 7
30
19'-T'
21
18'-9"
34
C8
18'-8"
20
C2
18=➢"
33
C8
120E
14'-2'
17
12-0"
29
C7
12'7"
16
12'-T'
29
13'-1"
16
C1
13'-1"
29
C7
15'-Z'
17
C1
11'
30
C7
18`-
18
C2
18'-4"
31
C7
1T7"
18
C2
17`T`
31
C7
T
120 C
13'-10"
19
C1
12'-0"
31
C9
1T-0"
19
Cl
12-0'
30
C7
12'-10"
19
12'-0"
30
15'-D"
20
14'4"
30
18',
21
1T-0"
33
C8
17'-3"
21
16-0
33
}2D B
13'-3
17
11'7'
29
C7
11'-9
17
11' 9
28
12'-3"
17
C1
12'-3"
28
C7
14'-3"
18
Cl
14'-3"
29
C7
IT-T
18
C2
17'-2"
31
C7
166
18
16' 6
3➢
C7
8.
120 C
13'-0
20
C1
C1
C7
1T-0
22
16-3"
32
le-21
21
15'-T
32
11' 7
31
C8
11'�
19
11'-7
30
12'-1"
19
11' T'
30
14'-1"
2D
C2
13'�'
29
120 B
12 7'
18
11'-0
29
C7
11'-7'
17
11'-7'
29
11' 7"
17
11' 7
29
13'-0"
18
C2
13'-8"
30
C7
15'„"
19
C5
16'-3"
31
C7
16-6"
19
C2
15$
31
C7
9
120C
12'-3"
20
C2
Cl
C7
C7
C7
15-0"
32
15'-3"
22
i4�
32
1T-0"
30
C8
11'-0"
20
1V-7'
29
11'-0"
2D
11'-0"
29
13'-3"
21
12'-9"
30
16'-0
22
120 B
12-0"
18
10'-0"
30
C7
10'-T'
17
1U-T'
29
11'-0"
17
11'-0"
29
12'-9"
18
17-9"
30
C7
15'-0"
19
C5
15'-0"
32
C7
14'-9"
19
CS
14'-V'
31
C7
10
120 C
11'-8"
21
C2
C1
C7
C7
C7
C2
14
22
14'41"
31
10'-0"
30
C8
10'-0
20
10'-1"
29
10'-9"
20
10'-0"
29
12'-7"
21
12'-1"
3➢
15' z
22
14' 7"
31
120 $
11'-0"
18
9'-10"
30
10-1"
17
10'-1"
29
1 D-0"
17
C1
10'-0
29
C7
12'-2"
19
C2
12'-2'
31
C7
14'�"
20
CS
32
C7
14'-1"
19
C5
14'-1"
3211'
120C
11'-2'
21
C2
9'-10"
30
C8
C1
C7
E14-8"
32
13'-1D"
23
13-7
1D'-0
20
9'-T
28
1V-3"
2D
9'&
29
12-0"
21
11'-7
3D
14'fi"
23
120B
10'Acr
18
9'-0
30
9'-0"
18
9'-8"
29
V-W
18
9-6,
29
11'8"
19
C2
11 8"
31
C7
14'-1"
2U
CS
32
C7
13'-0"12'
C5
C7
C2
C8
C2
C7
C7
17-0
32
120 C
1D'-6"
21
31
9'-7
21
3
9'-0"
21
8'-9"
30
11'�'
22
11'-1"
31
13'-10
23
32
C8
13-3"
23
3 x 8 x 0.042 BEAM W/
DBL3x8x0.042W/
DBL3x8x0.042W/
B74 12 GA STL INSERT
Bi5 DEL 14 GA STL INSERT
B16 DBL 12 GA STL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN.
MAX I
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
TRIG
WIND
POST
'FTG.
POST
FTG.
POST
FTG,
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
WIDTH
EXP.
SPACING
(IN.)
POST
SPACING
(IN.)
POST
PPE
SPACING
(IN.)
PPE
SPACING
(IN.)
PPE
SPACING
(IN)
PPE
SPACING
(IN.)
PPE
(SPAN)
PPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
120 B
22-0"
18
Cl
22'-8"
33
C8
29-2'
19
C2
29'-2'
35
C9
37-0"
20
C5
32'-0
36
C11
120 C
27-0"
20
C2
21'-0'
35
C9
28'-Y'
22
27'•8"
37
C11
32'-0"
23
30'-3"
3B
6
120 B
20'-8"
18
C2
20'-8"
32
C7
26'-"
20
CS
26'-8"
35
C9
29'-2"
20
C5
29'-2'
35
C9
Q0 C
20-4-21
19'-0"
34
C8
26'-3"
23
25'-3"
36
Cl l
29'-2"
23
27'-0"
37
C11
6'
120 B
19'-2'
19
C2
19'-2'
32
C7
24'-&'
20
C5
24'-8"
34
C8
27'-1"
21
CS
27'-1"
35
C9
120 C
18'-10"
21
18'-2'
33
C8
244'
23
23'-&'
36
C9
27'-1"
24
25'4"
37
C11
7-
120 B
18'-D
18
C2
18'-0"
31
C7
23-T
21
CS
237-7
33
C8
25'-T.
21
CS
25'-3"
34
C8
120 C
17'-8"
22
17'-l"
33
C8
22'-9"
24
22'-D"
35
C9
25'-3"
25
6
24'-0"
36
C11
120 B
17'-D
19
CS
17'-0"
32
C7
CS
21'-10'
34
CS
23'-10"
22
CS
25-1 Cr
35
C9
120 C
16-8"
22
W-1"
32
2T-8"
34
C9
23'-10"
25
22'-
35
9
10
120 B
16'-1"
20
CS
16'-1"
32
C7
CS
20'-9"
34
CB
27�"
22
CS
22' e"
35
C9
120 C
15A 1Y
23
15'-3"
32
19'-8"
34
22'-0"
26
22'-1"
35
12D B
15'-0"
20
15'-0"
32
C72
24_
C5
19,4r
35
C9
21'-0"
22
36
14'-T'
32
C85
18'-9"
34
21'-0"
26C5
2l'-1"C9
11'120
C
15-T
:
CS
12'120
120 B
14'-9"
20
CS
14'-9'
33
C86
219'-Ip'
C5
35
C9
20�23
L2
C5
20'-0"
36
C11
C
14'-0"
23
14'-0"
32
18' 0'
34
20-8"
20' 7'
35
C9
NOTES:
1 -WHEN THE PATIO COVER IS INSTALLED ON AS 8ON 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 81L7.1
2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS WI HIGHER NUMBERS W1
THOSE SPECIFIED IN THE TABLES SHOWN.
ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. B & C
65 3"SQ. ALUM WI
DBL 2x6.5x0.042
&12
B11 3x8x0.042
810 DBL 2x6.5x0.032
B12 DBL
3xBx0.042W1
g13
14 GA STL INSERT
GA STL"U" CHANNEL
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
TRIB
WIND
POST
FTG.
POST
FTG.
POST
FTG.
POST
FTG.
POST
FTG.
POST
FTG.
POST
FTG.
POST
FIG.
POST
FTG.
POST
iFTG.
POST
POST
FTG.
POST
POST
FTG.
POST
WIDTH
EXP.
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
(POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
OR)
POST
SPACING
(EN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
TYPE
SPACBJG
QN.)
TYPE
NO
(IN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN
(SPAN)
130 B
W-9
17
14'-7"
32
C9
14'-10"
16
14'-1a'
31
15'-4"
16
15'-Z
31
18'-0"
17
17'-6"
33
C7
21'4"
19
21.4
34
CB
20'-9"
18
C1
20'-0"
32
C5
5
C1
C1
C7
Cl
C7
C1
C1
19'-1"
34
09
130 C
15-0"
19
14`T'
34
010
144�
19
13'-F,
33
14'-1a'
1S
14'-2"
33
17'-3"
20
16'-6'
34
C8
20--10"
21
20'-W
36
C71
2a-0"
21
1305
16-3"
18
13'-3"
31
C9
13' T'
17
13'-7"
31
14'-l"
17
13'-10"
31
16'-4"
18
16'-2
32
C7
19'-9"
i9
19'-T'
33
C8
19'-0`
19
Cl
16'-8"
32
C8
6.
C1
C1
C7
C1
C7
Cl
C2
130 C
13'-9"
20
13'-3"
34
C10
13'-1-
19
12''- 32
13'T'
19
13-0
32
16-10"
20
15'-1"
33
C8
19'-1"
22
18'-3"
35
C9
18'-3"
21
C2
17'-0"
33
C9
130 B
14'-2"
18
12'4"
31
C8
12' T'
17
12'.
30
13'-1"
17
12'-10"
30
15'-2"
16
15'-0"
31
C7
18'A'
20
18'-1"
33
17' T'
19
17'-3"
31
C7
7
C1
C1
C7
C1
C7
C1
C2
CB
130C
12'-9"
20
12'4"
33
C10
12'-2
20
11'T
31
12'7
20
12'-1"
31
14'�
21
14'�1"
33
CB
17'�"
22
16'-1a'
34
17�'
22
18'-2"
33
CB
1308
13'-3"
16
11'-7•'
30
CS
11'-9"
18
11'-9"
29
12'-3"
18
12-1"
29
14'-3"
19
C1
14'-1"
31
17-2"
20
'IT41"
32
C7
16'-r
ZD
16'7'
30
C7
8
C1
C1
C7
C1
C7
C7
C2
130 C
11'-10"
20
11'7
32
C10
11' 4"
20
10'-10"
31
11'S"
20
11'-3"
31
13'-9
21
C2
13'-1"
32
16 i
23
15'-10"
34
CB
15-10'
22
15'7'
32
C8
130 B
12'-T'
19
11'-0"
30
C8
11' 2"
16
11'-7'
29
11•-7"
18
� (
1114,
29
13'-0"
19
1T-3"
30
ler
21
CS
16-0"
32
C7
15'-W
20
15•-3"
31
C7
C1
Cl
C7
C7
C2
C7
14'-3"
32
CB
6
11'-3"
21
11-0"
32
C9
10'-9"
21
10'-3"
30
fl
: 3
10'-0"
3D
13'-0
22
12'-"
32
15'-B"
23
15'-0"
33
Cfi
1S-0"
23
130B
12'-0"
19
C2
10'-4'
30
C8
IU.T'
16
10'7"
29
7T-0"
18
10'-9"
29
12'-91
20
12'-T'
30
15'-"
21
15'-2"
32
07
14'-9-
21
14'S'
31
C7
10'
Cl
C7
Cl
C7
C2
C7
CS
13'-7"
31
130 C
10'-6"
21
C1
10'-4"
32
C7
10'7'
21
9'.r
30
10'-7"
21
9'-1a'
30
IT-3-
22
11`-9"
31
14'-10"
24
14-2"
33
Cfi
14'2"
23
13D B
11'�"
19
9'-10"
30
CB
10'-1"
19
10 1'
29
10'-0
19
10-3
29
12'-7'
20
12'-0"
31
14'�"
21
14-0
32
CB
14'-1"
21
CS
13-1D
3`l
C7
11'
C2
C1
C7
C1
C7
C2
C7
CS
130 C
10'-2"
22
9'-10"
32
C9
9'-9"
21
9-3"
31
9'-10"
21
9' (Y'
31
11'-9"
23
11' 3"
31
14' 7'
24
13' 7"
32
C7
73' T
24
13'-0
31
CB
130 B
10'-1a'
20
9'-0"
31
CS
91
19
9'-8"
29
9'-0"
19
9�
29
11'-8"
2D
11' 6"
31
14'-1"
22
13'-1D
32
13'-0
21
13'-3"
32
C7
12'
C2
C2
C7
C2
C7
C2
C7
CS
1C�T
32
130 C
V-9"
22
9'-0
33
010
9'4"
22
9'-a'
31
9' 1"
22
8' 3"
31
11'-3"
23
10'-9
31
13'7"
24
13'-0"
32
13'-0"
24
3 x 8 x 0.042 B EAM W/
D B L 3 x 8 x 0.042 W/
DBL3x8x0.042W/
B14 12 GA STL INSERT
B15 DBL 14 GA STL INSERT
$16 DBL 12 GA STL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
TRIB
WIND
POST
FTG.
(POST
POST
FTG.
POST
FTG.
POST
POST
FTG.
POST
-FTG
POST
POST
FTG.
POST
WIDTH
EXP.
SPACING
(IN.)
TYPE
SPACING
(IN-)
POST
TYPE
SPACING
ON.)
TYPE
SPACING
(1N.)
POST
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
5'
130 B
22,4'
19
C1
22'-4"
35
C9
29'-2"
20
C2
28'-9"
37
C11
32'-0"
21
C5
32'-0"
35
C11
130 C
21'-1a'
21
C2
20'-10"
35
C11
28'-2"
23
C5
26'-1a'
39
32'-0"
24
29'4"
40
6
1308
20'-&'
19
C2
2U-4"
34
C8
26'4"
21
C5
26'-3'
36
C11
29'-2"
22
CS
29-2"
37
C11
130 C
20'-0"
22
19'-1"
36
C9
25'-9"
24
24,T,
30
2T-2"
25
26'-10"
39
130 B
19'-2"
20
18'-10"
33
C8
24'4"
22
24'-4"
35
C9
2T-1"
22
2T-1"
36
7
C2
C5
CS
C11
130 C
18'-6'
23
17'-0"
35
C9
23'-1T
25
22'-9"
37
C11
27'-1"
25
24,-10,
38
6
130 B
18'-a'
20
C2
17'-0"
33
C7
23'-2"
22
C5
22'-9"
35
C9
25'-3"
23
C5
25-3-"
36
C10
130 C
17'-4"
23
16W"
34
C8
22'-3"
25
21'-T
37
C11
25'-3"
26
23'-3"
37
C11
9,
130 B
1T-a'
21
C5
16'-6"
32
C7
21-1a'
23
C5
2l'-6"
34
Cfi
23'-10"
23
C5
23'-10"
35
C9
130 C
16'4"
24
15'-7"
34
C6
21'-1"
25
20'-l"
36
C11
23'-10"
26
22'-0"
37
C11
10'
130 B
16-l"
21
CS
is,- "
32
C6
20'-9"
23
CS
20'-0"
34
C8
22'-8"
24
C5
2Z-8"
35
C9
;30C
15'-T'
24
14'-10"
33
20'-0"
26
19-1"
36
C9
22'-B"
27
2D`-10"
36
C17
130 B
15'-0"
22
15'-7'
32
19'-9"
23
191-T
35
21'3"
24
21'-8"
36
C9
11'
CS
C8
C5
C9
C5
130 C
14'-10"
24
14'-2"
33
19'-1"
27
18'-2"
35
21'3"
27
19'-10"
36
C11
12'
130 B
14'-9"
22
CS
14'-0"
33
C8
19'-0"
24
CS
18'-8"
35
C9
20'-8"
24
C5
20'-
36
C10
130 C
14'-7'
25
13 T'
32
27
17'-T
35
20'3"
26
19--1"
36
C9
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 "MAXPOST SPACING (SPAN)" SHOWN ABOVE AND THE
MAXIMUM POST SPACINGS SHOWN ON DETAIL 8/L7.1
2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS WI
THOSE SPECIFIED IN THE TABLES SHOWN.
a
rerrrr trrrrsrrrr �� I�
+ ptsriunrrrrlgr ti��tit ryr�rrr.
g55101TQ��,n ]FESS!{ C � [0 t 1CF ,,���`�t; GONNF�''`�i, ���`��•[�N u!r7�jd'`++ ..�`t�C�. .......$T �G
\" Cq c�, •C` X �,�`'ti 1 K,' . QJ Gt�llf��• ,�, •.. Q� : 4,ctry ERA.
'ESc'� �d
49725 yQ `� S 58$5 2 �4 ' o _ y:a� i * = - _ 84040 * No. PE0426M
DUSTIN - 5197D - * : - No. 2 877 = _ PF! O
iSEPINK n •. = ..,'- No.32675
qTE ovcT~�" �.
S10NAL•E
,, -1j .:
10HALC��`'.
BONA 0
CAL
I
`,,,,,
a+rrmuur+ r:+rcuutt
ARIZONA LICENSE
CALIFORNIA LICENSE
COL_ORADO LICENSE
CONNECTICUT LICENSE DELAWARE LICENSE
>,C. Rps 55\ONAL ECG 00a'Q'�pFFS51p'Y_q�''••,,
LICENSED
PROFESSIONAL 6508 u IMTIN KWINK ENGINEER N ; 081.007404
No. 15 87 A - =
of �.,f .
ST'N ROs��, ,'��l$IryIIHI11111U`•``'
HAWAII LICENSE IDAHO LICENSE ILLINOIS LICENSE
`tip ,,.....,• r .,�+ \1',\OFAj0q y�G� f�ri
o! :�`.�•�0 : o`er DUSTIN K. y DUSTIN K.
* •may Z� _ ROSEPiNK * ROSEPINK
:O
e t' .51 78 "' J z No.62U1465154 w
n / i /
.err+rinri+t'"• .. • •.. •�rrrlllfffss'.
MARYLAND LICENSE I MASSACHUSETTS LICENSE I MICHIGAN LICENSE
■
11 DUSTIN K. ROSEPINK 11
No. JWL4� 121
M- (STRUCTURAL) II
RHODE ISLAND LICENSE
cO DUSTIN K. •, 1-9ROSEPINK
P244 5
•"�rrrlr++ti�'-
IOWA LICENSE
`tttsrrrr,r
'■sytt t u u u r+r,rrl
'o
20550
fryer fQNAI ttt�'■�,`
KANSAS LICENSE
Rosy -�
ROFR . 1�I
ENGINEER
Nei•. 55517
�� Qr �►
lac "'••�....... •'� 3 5 >f
`, OF 5�{tip
.,r1 r f 1 1, o
``■ ' _P mist<<l�ii
�.....r...r►►'
MINNESOTA LICENSE MISSISSIPPI LICENSE
oW111II11111/j
VIEW N,q� ���/
K Ras
``,�sssslirr,,,,,
■� �\ACAI p �•,�
OFESSi
Q� °'1'4
\�Q Atp
\�
DUSTIN
ROSEPINK Z
rQ DUSTIN K. p r
❑ o x
-
ti O
= sn ROSEPINK to =
o.15 02
20460
- _
035378
co
PE-10228
0 ALrG
���1111IIIII1111ir,\
'
ONAL
'r �//VK ROS�.�`�'.
''�+,r„rssrsstt
O 0
RTH
D PY'
NEW HAMPSHIRE LICENSE
NEW MEXICO LICENSE
NORTH CAROLINA LICENSE I
NORTH DAKOTA LICENSE
DUSTIN ROSEPINK
�veeeeeeaoocoovoav000eoaa�ee
.A 123841 e�
TEXAS LICENSE
a�P� STRUCTU�q`
co) No. 9466229-2203
LL
O DUSTIN ROSEPIN
0i / 77 r
SrAT pF p,~c�
UTAH LICENSE
[s
UST[N K. ROSEPINK
Lic. No. 0402058543
•o C
00
00[0gAilit %;\
VIRGINIA LICENSE
AL
ASHINGTON LIC
ORIQ
FLORIDA LICENSE
`0,'o01111111111111,j,,�� ,.
pF KE/vj-��,,,
•DUSTIN K. • : ��
* : RO 2350NK
/0NAL111Eo
KENTUCKY LICENSE
OF Mf S`r
y DusTIN �
L�11
ti
_0NAL ��
'ry K R0�"
GEORGIA LICENSE
At'E OF�Mq���ri
DUSnN K.
* 6�SEPINK
p'a PE1
O
%%
NA fl�,
MAINE LICENSE
a�� S�RUC1(�
DUSTIN K.
ROSEPINK
E-16923
MISSOURI LICENSE I NEBRASKA LICENSE
��So PRQFFS
sfpy->''
81971PE
•• LJKC�
�N K. ROS/
K. ROSEPINK
ENGINEER
PE067174
OREGON LICENSE I PENNSYLVANIA LICENSE
Qtd�163052'�',
w1'OM1NC'
WYOMING LICENSE
NOTE:
PROFESSIONAL STAMPS ARE SHOWN WITHOUT
THE LICENSE EXPIRATION DATE. PLEASE
CHECK WITH THE STATE WHERE THE PROJECT
IS BUILT OR CALL 4STEL ENGINEERING FOR
CURRENT LICENSE EXPIRATION DATE.