BPAT2017-006678-495 CALLE TAMPICO D • "i - Q"'& VOICE (760) 777-7125
LA QUINTA, CALIFORNIA 9225FAX (760) 777-7011
3 DESIGN &DEVELOPMENT DEPARTMENT FAX
(760) 777-7153
BUILDING PERMIT
Date: ' 9/20/2017
Permit Type/Subtype:
PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN
Owner:
Application Number:
BPAT2017-0066
DOREEN ROBERTS
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Property Address:
61532 FIRE BARREL DR
61532 FIRE BARR=L
W
ME
APN:
764500006
LA QUINTA, CA 93253
Application Description:
ROBERTS RESIDENCE / PATIO COVER
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Property Zoning:
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Application Valuation:
$5,890.00
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Contractor: Contractor:
<5 r)-
LIFETIME PATIOS
LIFETIME PATIOS
Li -
D
Co
P O BOX 5806
P O BOX 5806
L -U
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LA QUINTA, CA 92248
LA QUINTA, CA 92248
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(760)772-0013
Llc. No.: 770843•
------------------------------------------------------=---------------------------------=----
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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 Cl
License No.: 770843 ��(
Date: Contractor./ e-1�
.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 Name
Lender's
WORKER'S COMPENSAT':ON 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: STATE COMPENSATION INSURANCE FUND Policy Number: 9204676
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions.
Date: Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINt4L 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 owned, 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 applicztion 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 representatves of this city to enter upon the
above -mentio d property for inspection purpcses.
Date: Signature (Applicant c r Age t):
I
•
Date: 9/20/2017
Application. Number:
BPAT2017-0066
Owner:
Property Address:
61532 FIRE BARREL DR
DOREEN ROBERTS
APN:
764500006
61532 FIRE BARREL
Application Description:
ROBERTS RESIDENCE / PATIO COVER
LA QUINTA, CA 9.2253
Property Zoning:
Application Valuation:
$5;890.00,
Applicant:
Contractor:
LIFETIME PATIOS
LIFETIME PATIOS
P 0 BOX 5806
P O BOX 5806
LA QUINTA, CA 92248
LA QUINTA, CA 92248
(760)772-0013
--------------------------.-------------------------------------------------------------------
Llc. No.: 770843
Detail: 589 SF WEATHERWOOD PATIO COVER. PER 2016 CALIFORNIA BUILDING CODE
r
I
FINANCIAL •• •
DESCRIPTION
ACCOUNT CITY AMOUNT '
BSAS 581473 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
$101.84
DESCRIPTION
ACCOUNT_
CITY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$100.32
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $202.16
DESCRIPTION
ACCOUNT
QTY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.77
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.77
DESCRIPTION
ACCOUNT
CITY
AMOUNT
TECHNOLOGY ENHANCEMENT FEE
502-0000-43611
0
$5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00
0:
Bfn.#
City Of La Quinta
Building 8L Safety Division
0P.O. Box 1504,•78-495 Calle Tampico
La.Quinta, CA 92253 • (760) 777-7012
Building Permit Application and Tracking Sleet
Permit #
Project Address: 61532 Fire Barrel Dr.
owner'sxame:. Doreen Roberts / Robert Wheaton
A. P. Number.
Address: 61532 Fire Barrel Dr
Legal Description:
City, ST, zip: La Quinta, CA, 92253
Contractor. Lifetime Patios.
Telephone: 760 564 5134 ,•..c ` `. ¢ Ml
Address: PO BOX 5806
ProjectNscription:
City, ST, zip: : La Quinta, CA, 92253
Weatherwood Aluminum Attached
Telephone: 760 777 2650'
�?;;>' , .
Open Lattice Shade Structure. .
State Lic. #: B 770843
City Lic #; 3258
Arch, Engr., Designer
Address:
City., ST, Zip:
Telephone: Y '
State Lic. #:
Name of contact Person: Charles Tunstead
Construction Type:. occu•3ancy:
Project type (circle one): New Add'n. Alter Repair Demo
Sq.Ft.; 589
#Stories: #Units:
Telephone # of Contact Person: .760 668 1700
Estimated Value of Project: $5890.0.)
APPLICANT: DO NOT WRITE BELOW THIS UNE
#
Submittal
Req'd
Recd
TRACMG
TERM TFEES
Plan Sets
Plan Cheek submitted
item Amount
Structural Cales.
Reviewed, ready for corrections
Plan Check Deposit. .
Truss Cales.
Called Contact Person
Plan Check Sa:ance
Tide 24 Calci.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2`! Review, ready for correctionsfissue
Electrical
Subeontaetor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:.
3" Review; ready for correctionslissue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr -
Date of permit issue
School Fees
Total Permit?ees
Rear Property Line
North
i
F, 29.5' 1
Proposed Weatherwood Open Lattice
Shade Structure: Beachwood Color
`
F.
F LA QUINTA
ITY
UILDI
a & SAFETY DEPT.
Roberts/Wheaton
AF
PROVED .
-
61532 Fire Barrel Dr:
FOR
ONS RUCTION
' ^
'
La •Quinta, 92253 _
DA
E `ate
jj
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l
-
.760 564 5134 -
T;
`
-Proposed Courtyard Weatherwood
Lattice Shade Structure.
12'
1
Beachwood Color
r.. .'
Casita
Driveway
+
J
'
Lifetime Patios F
PO Box 5806
La Quinta; 92248-
.
_
760.777.2650 -
`,
—
8/23/17 • '.
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Fire Barrel Drive.
-PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
POINT OF CONTACTS
INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW: ,E/�GJNEEf?J/4d�v
CONTRACTORS: PLEASE CONTACT DURALUM 26030 ACERO SURE 2D0 PHONE: (949) 305-1150*
BUILDING DEPARTMENTS: PLEASE CONTACT 4STEL ENGINEERING MISSION VIEJO, CA 92691 FAX (949) 305.1420
HOMEOWNERS: PLEASE REQUEST ANY INFORMATION THROUGH YOUR CONTRACTOR
STRUCTURAL ENGINEER OF RECORD: DUSTIN K ROSEHNK. SE 5885
POINT OF CONTACT: MARIE -DOMINIQUE SETA SE 5987
I DESIGN PARAMETERS
GOVERNING CODES:
THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLIES WITH THE 2012/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 201312016
CALIFORNIA BUILDING AND RESIDENTIAL CODES, ASCEISEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2015 ALUMINUM DESIGN MANUAL -
COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012/2015 IRC AND 2013/2016 CRC SECTION A_ H_105.2 FOR 10 PSF RESIDENTIAL CONSTRUCTION AND ACI 318-14 FOR
20, 25 AND 30 PSF RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
1. IN RESIDENTIAL APPLICATIONS:
_ CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC 8 IBC APPENDIXCHAPTER I.
ROOF LIVE LOAD: 10 PSF (20 POUNDS PER SQUARE FOOT AND GREATER MAY BE USED FOR COMMERCIAL APPLICATIONS AND R
ROOF SNOW LOADS: 10, 20, 25, 30,40 8 50 PSF (SNOW LOADS AT GROUND LEVEL). O E + ���
2 IN COMMERCIAL APPLICATIONS: ® t� r 0 'b
C8C AND IBC CHAPTER 16. i••' � , ��r �-
ROOFLIVELOAD:20PSF. CI �T � DEPT.
ROOF SNOW LOADS: 20, 25, 30,40 8 50 PSF (SNOW LOADS AT GROUND LEVEL). BUILDL
F� ]qWIND SPEED DESIGN PARAMETERS: e�y,�.-'-."`"OR THE USEWITH THE 20C WIND 12/203 CRCJRED IN THIS C. DI DE THE EQUIRED CRC/ RC WIND SPEED BY SQRT(06 ORT ARE 110, 120,130 MPH, EXPOSURES 8 D C (BASED N THE CB F L ' �+CBC I IBC WIND SPEED 110MPH 120 MPH 130 MPH Q (ND
D I
OIMPH
EXAMPLE: IF CRCORC WND S EED SI65 MPH ETHE PATIO CO ER CONSTRUCTION SMALL BE BASED ON 85 MPH S01R1'JOT6E' 144
SNOW LOADS DESIGN PARAMETERS: L__�
1. R IS THE RESPONSIBILITY OF THE CONTRACTOR FOR THIS PROJECT TO VERIFY SNOW LOADS WITH THE LOCAL AUTHORITY HAVING JUN. TABULATED SPANS FOR SNOW
LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2. WHERE SNOW LOADS OCCUR, THE CONTRACTOR FOR THIS PROJECT SHALL VERIFY WITH THE LOCAL AUTHORITY HAVING JURISDICTION WHERE DESIGN FOR SNOW DRIFTING I OR
SLIDING IS REQUIRED PER ASCE 7-10, SECTION 7.7 AND 7.8,
3. DESIGN FOR SNOW DRIFT AND SLIDING HAVE BEEN CONSIDERED IN THIS SET OF DRAWINGS FOR ATTACHED COVERS WITH GROUND SNOW LOADS OF 30 PSF OR LESS. WHERE
SNOW LOADS DRIFTING AND I OR SLIDING OCCUR REDUCTION FACTORS PER SHEET S2.1 OR L21 SHALL BE APPLIED TO THE STRUCTURE
4. DESIGN FOR SNOW DRIFT AND SLIDING FOR DETACHED COVERS AND FOR ALL COVERS WITH GROUND SNOW LOADS HIGHER THAN 30 PSF IS BEYOND THE SCOPE OF THIS REPORT
AND REQUIRES SITE SPECIFIC ENGINEERING.
SEISMIC LOAD DESIGN PARAMETERS:
SEISMIC DESIGN BASE SHEAR 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER, CONSIDERING THE FOLLOWING DESIGN PARAMETERS:
1. SITE CLASS: D -
2. SEISMIC DESIGN CATEGORY: E
3. MAPPED SPECTRAL RESPONSE COEFFICIENTS: SS =1.50, SI = 0.6, SDS =1.0, SDI = 0.50
4. RESPONSE MODIFICATION FACTOR R=125
5. RISK CATEGORY II
6. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-10 SECTION 12.8.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY
SITE WITH Ss> 1.50, CONSIDERING SS =1.50.
OTHER DESIGN PARAMETERS:
1. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
2. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS'OPEN STRUCTURES,' IN ACCORDANCE WITH ASCE/SEI 7.
3. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL, UNLESS SPECIFICALLY DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER
4. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION CBC 15052, EXCEPTION 2
S. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCEISEI 7, SECTION 262
6. ALL APPUCABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE
'DESIGN ASSUMPTIONS:
1. LEAST BUILDING WIDTH OF MAIN STRUCURE 30'
2. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHTS 20' MIN
3. MINIMUM COVER PROJECTION IS IV.
4. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: IV x 10'
5. MINIMUM ROOF SLOE FOR SOLID ROOF PANELS WITH DECK: SEE DETAIL iBIS32
6. MINIMUM ROOF SLOE FOR SOLID ROOF PANELS WITH DURAPANEL• SEE DETAIL 1AIS3.2
7. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG.
8. THE RATIO (HIP), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY COVER PROJECTION OR WIDTH (P, FT), SHALL NOT EXCEED ONE (1)_
9. THE RATIO (LIP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT BE LESS THAN ONE (1).
10. THE'LENGTH OF STRUCTURE' SHALL BE TAKEN AS THE CONTINUOUS DISTANCE MEASURED ALONG THE EXISTING BUILDING WALL FROM ONE END OF PA110 COVER SUPPORT
BEAM TO THE OTHER INCLUDING ANY BEAM SPLICES. THE STRUCTURE LENGTH SHALL BE DETERMINED THIS WAY REGARDLESS OF ROOF COVERING TYPE, INCLUDING
COMBINATION ROOFS WITH BOTH TRELLIS AND DECK ROOF USED ON THE SAME CONTINUOUS PATIO COVER STRUCTURE. HOWEVER OPEN LATTICE PORTIONS OF THE
STRUCTURE SHALL NOT BE COVERED BY ROOF DECK PER IAPMO 195.
11. PATIO COVERS WITH SOLAR PANELS ON THE ROOF. CONTACT DURALUM PRIOR TO ORDERING THE PART AND SU8MT1l1NG DRAWINGS TO LOCAL AUTHORITY HAVING
JURISDICTION.
12. CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EXISTING ROOF OVERHANG, AS SHOWN ON TABLE 1 ON S6.1 AND/OR L6.1, ARE ASSUMING THAT THE EXISTING
E
WOOD RAFTERS OR TRUSSES ADOUGLAS FIR -LARCH ND2. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPECIES WITH Fb z 900 psi AND Fv 2180 psi.
GENERAL NOTES
DRAWING NOTES:
1. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED; AND DO NOT INDICATE THE METHOD OF CONSTRUCTION.
THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES
AND PROCEDURES.
2. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE
BUILDING AND SAFETY DEPARTMENT. THERE SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE ORDER
MATERIAL SPECIFICATIONS:
1. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR
GREATER YEILD AND ULTIMATE STRENGTHS
2. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF2,SDO POUNDS PER SQUARE INCH.
3. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL FORMED STEEL MEMBERS SHALL CONFORM TO A653 -SS
(STRUCTURAL STEEL) GRADE 50 G60.
4. BOLTS: ALUMINUM BOLTS SHALL BE 202474; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS.
5. SCREWS: ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR 1976, ICC -ESR 3006, OR APPROVED EQUAL
6. FASTENERS TO WOOD: WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION.
7. POST -INSTALLED ANCHORS: POST4NSTALLED ANCHORS USED SHALL BE SIMPSON STRONG TIE STRONG BOLT 2, STAINLESS STEEL (ICC -ESR 3037) OR EQUAL.
B. ALL COMPONENTS MANUFACTURED OR SUPPLIED BY DURALUM AND DESCRIBED IN THIS DOCUMENTS ARE INTERCHANGEABLE, PROVIDED THEY ARE SELECTED
APPROPRIATELY TO SUPPORT THE LOADING THEY ARE SUBJECT TO.
9. THE SELF WEJGHT OF THE PATIO COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECTION PROPERTIES. THE SOLID COVERS VARY. IN WEIGHT FROM
ABOUT 1 PSF TO ABOUT 3 PSF.
10. ROOF INSULATED PANELS (WHERE OCCURS} SEE S32
FOOTINGS:
1. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL,; UNDISTURBED SOIL OR CERTIFIED FILL
2 DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT.
3. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 1 DO PSFIFT x 2 PER TABLE 18062 AND SECTION
18063.4),
4. ATTACHED COVERS FOR RESIDENTIAL USE MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3112 INCHES THICK AND IS LOCATED IN
AREAS WITH A FROST DEPTH EQUAL TO ZERO. THE SLAB SHALL BE A MINIMUM 10.0' WIDE BY THE MAXIMUM COLUMN SPACING MEASURED AT THE COLUMN AND SHALL NOT
CONTAIN ANY CRACKING FOR SNOW LOADS OF 25 PSF AND ABOVE THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE 6' MINIMUM.
5. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON EXISTING OR NEW CONCRETE SLABS.
NOTES TO LOCAL AUTHORITY HAVING JURISDICTION
AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL
USE OF THIS SET OF PLANS FOR A SITE SPECIFIC PROJECT:
1.. EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS
: LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT.
2` ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE MANUFACTURER DESIGN LOADS AND ENCLOSABIUTY.
4. A WET STAMP FROM 4STEL ENGINEERING IS NOT REQUIRED ON THOSE PAGES FROM THE IAPMO REPORT.
5. A COLOR COPY OF THOSE PAGES FROM THE IAPMO REPORT IS NOT REQUIRED.
I
ATA MINIMUM. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT
1. TITLE SHEET AND GENERAL NOTES, GOA
2. STRUCTURAL CONFIGURATION (Le. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). Six OR Ll x
3. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER ANDIOR PANEL SPAN TABLES.
4. TYPE OF HEADER, POST TYPE 8 QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE SITE-SPECIFIC DESIGN LOADS.
5. APPROPRIATE STRUCTURAL DETAILS.
6. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION.
7. SEE S1x OR L1x FOR SHEET INDEX
JOB NAME:
JOB ADDRESS:
P '
WIND LOAD:
LIVE I SNOW LOAD:
SEE SHEET Six OR Llx FOR SHEET INDEX
ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS.
1
f
SHEET INDEX
Lifetime Patios
PO Box 5806
La Quiata, CA 92248
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FESSI
S 5885
ry T�tP ��P
lF OF DAl1ECR
DATE SIGNED: April 5, 2017
// I %CL_
E/VVJ/�FE�"i�JJ4JG.
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AH.) APPROVAL
REVISIONS
FMAR,K DATE DESCRIPTION
L JOB 9 16.1071
DATE 000517
DRAWN BY RER
CHECKED MDS
IAPM0195' V 2.0
TITLE SHEET,
DESIGN LOADS,
GENERAL NOTES
i
x
m
(E) BUILDING
....................................................
BEAM CLEAR
LENGTH 'L' SEE NOTE 1
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 SOLD COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'FT (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACEM 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 SOLD
COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
E TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIS (Bext)= if ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
•TRIS (BLDG)=h ADJACENT DECK CLEAR SPAN
2. SOLD COVERS
A SEE SHEET SlIA 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 SOLD COVER MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
D. SEE SHEET S3.2 FOR CONNECTION OF SOLD COVERS TO SUPPORTING BEAMS.
E. SEE SHEETS S3.2&S6.1 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.
3. BEAMS
SOLD ROOF PANEL
SEE NOTE 2
04E SfE N0� 2
SL
LCONCRETE FFG,
SEE NOTE 5, TYP 1
B ISOMETRIC VIEW
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 SB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE STI FOR ALTERNATE FOOTING SIZES.
D. SEE 8/S7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRED
16.1071
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
D41OW17
DRAWN BY
SOLID COVER CONNECTION
CHECKED
WIND SPEED AND EXPOSURE
I !
TO BLDG SEE' NOTE! 2
110B
110C 12081200
1305
130C
2
w
�
a
rw-
vwi
I I I i � I I I I •:
�n
o
z
RTRLB
!
3 3 4
w
N
4
I I 1
COL, TYP
U
�
4
! I I I SEE NOTE A 1 I I
o
0
o
w
W
(n
! I SOLD COVER CONNECTION
I TO BEAM SEE: NOTE 2 I I I
5
3
4 4 5
5
6
11'
BEAM CLEAR
LENGTH 'L' SEE NOTE 1
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 SOLD COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'FT (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACEM 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 SOLD
COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
E TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIS (Bext)= if ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
•TRIS (BLDG)=h ADJACENT DECK CLEAR SPAN
2. SOLD COVERS
A SEE SHEET SlIA 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 SOLD COVER MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
D. SEE SHEET S3.2 FOR CONNECTION OF SOLD COVERS TO SUPPORTING BEAMS.
E. SEE SHEETS S3.2&S6.1 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.
3. BEAMS
SOLD ROOF PANEL
SEE NOTE 2
04E SfE N0� 2
SL
LCONCRETE FFG,
SEE NOTE 5, TYP 1
B ISOMETRIC VIEW
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 SB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE STI FOR ALTERNATE FOOTING SIZES.
D. SEE 8/S7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRED
-'•'F ,sem. t
- NOTES: \
61SN6MBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
q d' POSTS AS REQUIRED TO ENSURE THAT THE -MAX POST SPACING
E-� (SPANT SHOWN. ON SHEETS SBxx.x OR LB.xx.x IS NOT E)CEEDED.
.!< z THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAL 356.3
`. nPR34b.3. .
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES ANDTHE BEAM IS CONNECTEDTO
THE COLUMN DIRECTLY OR WRH A BRACKET PER S6.3 OR L6.3.
A TABLE 1 - MINIMUM
NUMBER OF COL REQ.
SHEET INDEX - SOLID PANEL STRUCTURES: TYPE A
GO.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 DRIFT AND SLIDING
S3.1A=SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND
MINIMUM FASTENERS
S3.2 - SOLID PANEL STRUCTURES: CROSS SECTION
S4.1 - SOLID PANEL STRUCTURES: BEAM PROFILES
S42 - 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
S72 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS
S8.1DLX - SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LUSL, 1 X MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
Flo
0OR ZOE Oil
1
SOLID PANEL STRUCTURE TYPE A: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
n
w -moi
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
r-1,14411
tl
K �
W 4 S 5885
M / i i
OF CAS -
DATE SIGNED: April 5, 2017
;Lk)WV/TC<_
GllE�E�f�//'t��s
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 I FAX 949.305.1420
IAHJAPPROVAL
I REVISIONS
I MARK DATE DESCRIPTION
4 STEL JOB #
16.1071
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
D41OW17
DRAWN BY
RER
CHECKED
WIND SPEED AND EXPOSURE
110B
110C 12081200
1305
130C
2
2 2 3
3
3
2
33 3
3
4
RTRLB
2
3 3 4
3
4
3
3 3 4
4
3
4 4 4
4
5
3
4 4 5
5
6
11'
4
4 4 5
5
6
1T
4
s 5 6
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIg
WIND SPEED AND EJPOSUR
WIDTH
k -110 -B
-T 11DC 120B 1200
13DB
13DC
S
2
22 2
2
3
6
2
2 2 3
3
3
T
2
3 3 3
3
4
8
2
3 3 4
3
4
T7
3
3 3 4
4
5
10
3
4 4 4
4
5
11'
3
4 4 5
3
6
17---- _..3
d 4 5
5
5
-'•'F ,sem. t
- NOTES: \
61SN6MBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
q d' POSTS AS REQUIRED TO ENSURE THAT THE -MAX POST SPACING
E-� (SPANT SHOWN. ON SHEETS SBxx.x OR LB.xx.x IS NOT E)CEEDED.
.!< z THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAL 356.3
`. nPR34b.3. .
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES ANDTHE BEAM IS CONNECTEDTO
THE COLUMN DIRECTLY OR WRH A BRACKET PER S6.3 OR L6.3.
A TABLE 1 - MINIMUM
NUMBER OF COL REQ.
SHEET INDEX - SOLID PANEL STRUCTURES: TYPE A
GO.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 DRIFT AND SLIDING
S3.1A=SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND
MINIMUM FASTENERS
S3.2 - SOLID PANEL STRUCTURES: CROSS SECTION
S4.1 - SOLID PANEL STRUCTURES: BEAM PROFILES
S42 - 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
S72 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS
S8.1DLX - SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LUSL, 1 X MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
Flo
0OR ZOE Oil
1
SOLID PANEL STRUCTURE TYPE A: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
n
w -moi
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
r-1,14411
tl
K �
W 4 S 5885
M / i i
OF CAS -
DATE SIGNED: April 5, 2017
;Lk)WV/TC<_
GllE�E�f�//'t��s
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 I FAX 949.305.1420
IAHJAPPROVAL
I REVISIONS
I MARK DATE DESCRIPTION
4 STEL JOB #
16.1071
DATE
D41OW17
DRAWN BY
RER
CHECKED
MDS
IAPM0195 V 2.0
SOLID PANEL STRUCTURES:
TYPE A
S1.1
I
9 �
m o
�m w
'u N
m �
O
m z
w
N
NOTES: .
I. 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, OR
24° MAX
E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF LATTICE'S ADJACENT SPAN, OR 24°
MAX.
F.' TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
TRIG (Bext)= YZ ADJACENT DECK CLEAR SPAN @7RIGHit
+ DECK OH @ LEFT
•
TRIS (BLDG)=7¢ ADJACENT DECK CLEAR SPAN
2. LATTICE' COVERS
A SEE SHEET L4.1 FOR LATiiCE PROFILES. '
B. SEE SHEETS L3.1A k 13.1E FOR RAFTER PROFILES
LENGTH 'L' SEE NOTE 1
PLAN VIEW~?
v 1/16•=1'-0°
AND MAXIMUM SPANS.
C. SEE SHEET L2.1 FOR REDUCTION Of RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEET L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
/ 0 1 ISOMETRIC VIEW
s/3z'=1'-0'
3. BEAMS
A SEE SHEET L4.1 FOR BEAM PROFlLES.
B. SEE SHEETS U.1 & LBxx.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 LB.zx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x k L7.x FOR COLUMN CONNECTIONS &DETAILS.
5. FOUNDATIONS B
A SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEETS Lb.xz.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/L7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE.
0
z
W
2
2
TABLE 1 _
MINIMUM NUMBER OF POSTS REQUIRED
(E) BUILDING ~-
WITH 2 z 6.5 x Q032 SIDE PLATES
(SIDE PLATE TYPE SP3)
I RAFTER CONNEC)lON
TRIG
• TO BLDG SEE NOTE 2!
WIDTH
1108
1100 1208 1200
1308
LATTICE q 3" PR 6": O.C. i
5
2
SEFT NOTE 2 I I
3
3
6
2
EDGE COL !
3
4
T
i I
SES NOTE 4 t '
3 3 4
3
4
•
3
1 I ! ! I � 1 ! I ! i !
� RAFTER CONNECJION I I BEAM SEE NOT 3 ! !
4
5
! TO BEAM SEE NOTE i !
3
a 4 4
BEAM OH I BEAM CLEAR SPAN BEAM CLEAR SPAN
9 �
m o
�m w
'u N
m �
O
m z
w
N
NOTES: .
I. 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, OR
24° MAX
E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF LATTICE'S ADJACENT SPAN, OR 24°
MAX.
F.' TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
TRIG (Bext)= YZ ADJACENT DECK CLEAR SPAN @7RIGHit
+ DECK OH @ LEFT
•
TRIS (BLDG)=7¢ ADJACENT DECK CLEAR SPAN
2. LATTICE' COVERS
A SEE SHEET L4.1 FOR LATiiCE PROFILES. '
B. SEE SHEETS L3.1A k 13.1E FOR RAFTER PROFILES
LENGTH 'L' SEE NOTE 1
PLAN VIEW~?
v 1/16•=1'-0°
AND MAXIMUM SPANS.
C. SEE SHEET L2.1 FOR REDUCTION Of RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEET L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
/ 0 1 ISOMETRIC VIEW
s/3z'=1'-0'
3. BEAMS
A SEE SHEET L4.1 FOR BEAM PROFlLES.
B. SEE SHEETS U.1 & LBxx.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 LB.zx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x k L7.x FOR COLUMN CONNECTIONS &DETAILS.
5. FOUNDATIONS B
A SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEETS Lb.xz.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/L7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE.
0
z
W
2
2
TABLE 1 _
MINIMUM NUMBER OF POSTS REQUIRED
NOTES:
1. NUMBER OF POSTS SHOWN W THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THATTHE 'MAX POSTSPACING
(SPANr SHOWN ON SHEETS SB.xxx OR LB.xxx IS NOT EXCEEDED.
2. THIS TABLE 670 BE USED IN CONJUNCTION WITH DETAIL 356.3
OR 3�L 6.3.
3. THIS TABLE DOES NOT APPLY ff THE SIDE PLATES ARE PROVIDED
FOR AE57HETICAL PURPOSES AND THE BEAM 5 CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER 56.3 OR L6.3.
TABLE 1 -MINIMUM
NUMBER OF COL REQ
SHEET INDEX - LATTICE STRUCTURES: TYPE E
G0.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
L1.1 -LATTICE STRUCTURES: TYPE E
L21 -LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFTAND SLIDING
L3.1A- LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS
L4.1 -LATTICE STRUCTURES: BEAM PROFILES
L42 -LATTICE STRUCTURES: COLUMN PROFILES
L4.3 - LATTICE STRUCTURES: CONNECTORS
L6.1 -LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING
L62 -LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS
L72 - LATTICE STRUCTURES: FOUNDATION DETAILS
LBJocX - LATTiCE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PS
LL15L,1X0 MPH y �
G9.1-ADDiT10NAl STATE LICENSURE STAMPS
-LATTICE COVER STRUCTURE TYPE E: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
:ate
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS Iq��
w � S5885
ryTF
OF CA,����
DATE SIGNED: April 5, 2017
S
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AWAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
a sTe. JOB # 161071
DATE 04105/17
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
TYPE E
L1.1
I
WITH 2 z 6.5 x Q032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG
WIND SPEED AND EXPOSURE
WIDTH
1108
1100 1208 1200
1308
130C
5
2
2 2 3
3
3
6
2
3 3 3
3
4
T
2
3 3 4
3
4
B'
3
3 3 4
4
5
4
3
a 4 4
4
5
1D
3
4 4 5
5
6
11'
4
4 4 5
5
6
1z
a
s s 6
s
r
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SPO)
TRIB
WIND SPEED AND EJPO.SURE
WIDTH
1108
1100 1206 120C
1308
1300
5
2
2 2 2
2
3
6
2
2 2 3
3
3
T
2
3 3 3
3
4
B
2
3 3 4
3
14
4
3
3 3 4
4
's
1D
3
4 4 4
4
5
71'
3
4 4 5
5
6
17
3
a 4 5
s
5
NOTES:
1. NUMBER OF POSTS SHOWN W THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THATTHE 'MAX POSTSPACING
(SPANr SHOWN ON SHEETS SB.xxx OR LB.xxx IS NOT EXCEEDED.
2. THIS TABLE 670 BE USED IN CONJUNCTION WITH DETAIL 356.3
OR 3�L 6.3.
3. THIS TABLE DOES NOT APPLY ff THE SIDE PLATES ARE PROVIDED
FOR AE57HETICAL PURPOSES AND THE BEAM 5 CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER 56.3 OR L6.3.
TABLE 1 -MINIMUM
NUMBER OF COL REQ
SHEET INDEX - LATTICE STRUCTURES: TYPE E
G0.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
L1.1 -LATTICE STRUCTURES: TYPE E
L21 -LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFTAND SLIDING
L3.1A- LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS
L4.1 -LATTICE STRUCTURES: BEAM PROFILES
L42 -LATTICE STRUCTURES: COLUMN PROFILES
L4.3 - LATTICE STRUCTURES: CONNECTORS
L6.1 -LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING
L62 -LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS
L72 - LATTICE STRUCTURES: FOUNDATION DETAILS
LBJocX - LATTiCE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PS
LL15L,1X0 MPH y �
G9.1-ADDiT10NAl STATE LICENSURE STAMPS
-LATTICE COVER STRUCTURE TYPE E: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
:ate
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS Iq��
w � S5885
ryTF
OF CA,����
DATE SIGNED: April 5, 2017
S
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AWAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
a sTe. JOB # 161071
DATE 04105/17
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
TYPE E
L1.1
I
m
` RAFTER
w SEE NOTE 2
WITH 2 x 6.5 x 0.002 SIDE PLATES
(SIDE PLATE TYPE SP3)
(E) BUILDING
TRIS
i
I I RAFTER CONNECTION
-
a
CONCRETE SLAB,
WIDTH
I I I I TO BLDG SEE NOTE 2'
I i
W_
1308
c
S
2
2 2 3
3
3
6
Ix
3 3 3
3
4
T
m
Z
I ! I ! I i
--
H
II
w
I I jLATTICE @ 3" OR 6. O.C. I
a
5
9
SEE NOTE 2
I I I I i
4 4 4
4
5
_
I
3
4 4 5
5
EDGE COLI I
L)
m
m
w
RAFTER CONNECTION SEE NOTE '4
m
17
o
TO BEAM SEE NOTE 2' '
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
WIND SPEED AND EXPOSURE
WIDTH
1108
110C 1208 1200
1308
A OH
BEAM CLEAR SPAN
BEAM CLEAR SPAN
2 2 2
a
40TE 1
I
W
2 2 3
3
3
T
LENGTH 'L' SEE NOTE 1
3 3 3
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.
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. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB .(Bext)= Yt ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
• TRIB (Sint)= Yl ADJACENT DECK CLEAR SPAN @ RIGHT
+ 34 ADJACENT DECK CLEAR SPAN @ LEFT
• TRIB (BLDG)=X ADJACENT DECK CLEAR SPAN
2. LATTICE COVERS
A SEE SHEET L4.1 FOR LATTICE PROFILES.
B. SEE SHEETS L.3.tA & 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.
ROOF OVERHANG OR WOOD, CONCRETE,
BRICK MASONRY WALL SEE SHF. 8
RAFTER SEE
NOTE 2---\
N-
CONCRETE FTG,
SEE NOTE 5, TYP
B ISOMETRIC VIEW
3/32•=V -O'
3. BEAMS
A SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEETS L7.1 & LB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN. I
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 L.B.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 L.B.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.
- i
Lu
z
w
s
C -5
s
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRED
SHEET INDEX - LATTICE STRUCTURES: TYPE F
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
L7 2 - LATTICE STRUCTURES: TYPE F
L.2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLmING
L3.1A-LATTICE STRUCTURES: ATTACHED 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
L62 - LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 -LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS
L72 - LATTICE STRUCTURES: FOUNDATION DETAILS
L8=X - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LUSL, 1X0 MPH
G9.1-ADDITIONALSTATE UCENSURE STAMPS
LATTICE COVER STRUCTURE TYPE F: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
To-
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS I(�
w S.5885
rq QCT
TF OF CAItF�
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691 =
949.305.1150 1 FAX 949.305.1420
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
F
4 STEL JOB # 161071
DATE 04105117
DRAWN BY RER
CHECKED MDS
'IAPMO 195 V 2.0
LATTICE STRUCTURES:
TYPE F
L1.2
NOTES:
WITH 2 x 6.5 x 0.002 SIDE PLATES
(SIDE PLATE TYPE SP3)
1. NUMBER OF POSTS SHOWN W THIS TABLE IS A MINIMUM. ADD
TRIS
WIND SPEED AND EXPOSURE
CONCRETE SLAB,
WIDTH
110B
110C 1208 120C
1308
1300
S
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
9
3
4 4 4
4
5
10
3
4 4 5
5
6
1t'
4
4 4 5
5
6
17
4
1 5 5 6
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
WIND SPEED AND EXPOSURE
WIDTH
1108
110C 1208 1200
1308
130C
S
7
2 2 2
2
3
6
2
2 2 3
3
3
T
2
3 3 3
3
4
6
2
3 3 4
3
4
9
3
3 3 4
4
5
10
3
4 4 4
4
5
11'
3
4 4
6
4
3
__5__5
4 4 5
,
5
SHEET INDEX - LATTICE STRUCTURES: TYPE F
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
L7 2 - LATTICE STRUCTURES: TYPE F
L.2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLmING
L3.1A-LATTICE STRUCTURES: ATTACHED 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
L62 - LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 -LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS
L72 - LATTICE STRUCTURES: FOUNDATION DETAILS
L8=X - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LUSL, 1X0 MPH
G9.1-ADDITIONALSTATE UCENSURE STAMPS
LATTICE COVER STRUCTURE TYPE F: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
To-
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS I(�
w S.5885
rq QCT
TF OF CAItF�
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691 =
949.305.1150 1 FAX 949.305.1420
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
F
4 STEL JOB # 161071
DATE 04105117
DRAWN BY RER
CHECKED MDS
'IAPMO 195 V 2.0
LATTICE STRUCTURES:
TYPE F
L1.2
NOTES:
'
1. NUMBER OF POSTS SHOWN W THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THATTHE'MAX POST SPACING
(SPANT SHOWN ON SHEETS S8.xx.x OR LB.xxx IS NOT EXCEEDED.
CONCRETE SLAB,
SEE NOTE 5
2. THIS TABLE 1S TO BE USED IN CONJUNCTKNJ WITH DETAIL 31S6.3
OR YL6.3.
J
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHET)CAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3.
TABLE 1 - MINIMUM
A
NUMBER OF COL REQ.
SHEET INDEX - LATTICE STRUCTURES: TYPE F
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
L7 2 - LATTICE STRUCTURES: TYPE F
L.2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLmING
L3.1A-LATTICE STRUCTURES: ATTACHED 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
L62 - LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 -LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS
L72 - LATTICE STRUCTURES: FOUNDATION DETAILS
L8=X - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LUSL, 1X0 MPH
G9.1-ADDITIONALSTATE UCENSURE STAMPS
LATTICE COVER STRUCTURE TYPE F: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
To-
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS I(�
w S.5885
rq QCT
TF OF CAItF�
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691 =
949.305.1150 1 FAX 949.305.1420
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
F
4 STEL JOB # 161071
DATE 04105117
DRAWN BY RER
CHECKED MDS
'IAPMO 195 V 2.0
LATTICE STRUCTURES:
TYPE F
L1.2
ALUM. ALLOY 30 1ALLIM. ALLOY 3DO4-H361 JALLIM. ALLOY 3004-H36
a
T o T o
N
0
0
10 `S
c
2.000"? 2 000' 4.000"
3.000"
l �. \ 3'x8' RAFTER RD r x 6b' RAFTER R3 DBL '2' x BE RAFTER
3x8 RAFTER. -ATTACHED STRUCTURE
2X612 RAFTER -ATTACHED STRUCTURE.DBL.
1
.
2612 RAFTER -ATTACHED STRUCTURE
LL/SL
T_.
Q
SPACING _ WIND SPEED / EXP
O/C 110 B 110C 120 B 120 C 130 B 130 C
LL/SL
T
(I
SPACING
O/C
110 B
WIND SPEED / EXP
110C 120 B 120 C 130 B
130 C
LLSL
T
ON)
SPACING
O/C
110 B
WIND SPEED / EXP
110C 120 B 120.0 130 B
130 C
10
0.042
16' 29'-8' 25-6' 29'-8'
28=9' 2,73' 25-3'
10
0.024
16•
15-0'
15-10'
15-0'
15'-0'
15'-9'
13-6'
10
0.024
16•
2T-6'
27.4'
27-6'
21'4'
27-2'
19-2-
24* _ 24'-2' 24'-1' 24'-2' 23'-6' 24'-0' 21'-6'
24' 13'-1' 13'-0' 13'-1' 12-3' 12-10' 11'-2'
24' 18'-4' 18'3' 1B'i' 17-3' 18-2'
15'-0'
20
0.042
16' 23'-0' 23-0' 23'-0' 23=0' 23'-0' 27-9'
0.032
16' 211-3' 211-2' 211-3' 19'-8' 211-1' 18'-2''
0.032
16' 28-T 29-6" 28'-7' 2T-9' . 28-3'
25'-7'
24' 18-9' 18-9' 18'-9' 18=9' 1B'-9' 18'-9'
24' 15-7' 15-6' 15-7' 16'-1' 19-4' 14'-10'
25
0.042
t6' 19'-8' 17-8' 15-8' 19'-8' 19'3' 19-8'
24' 23-4' 23'-3' 23'4' 27-6' 23-1"
211-10'
0.042
16' 24'-6' 24'-4' 24'-0' 23-9' 24'-3' 23-2'
0.042
16' 34'-7' 34'4' 34'-7' 33'-7' 34'-2'
37-8.'
24' 15-1- 15-1' 15-1- 16-1' 15-1- 15-1'
24' 211-1' 2a4r 211-1' 19'-6' 19'-9' 14-0'
24' 25-2' 28-1' 25-2' 27-4' 2T-10'
26'-8-
30
0.042
15 15-1' 18-1' 16-1'
161' 1B-1'1 18-1'
20
0.024
16'
17.4'
174' 174- 174' 17-4'
174'
20
0.024
16'
1T4' 1T4' 1T4' Ir -4' 17-4'
1T3-
24- 13'-9' 13'-9' 13'-9' 13 9' 13'-9' 13'-9'
24" 10'-2' 111-2' 111-2' to -2' 10'-2' to -1'
24' 14'-2' 14'-2' 14'-2' 14'-2' 14-2*
14'-2°
40
0.042
16' 15-10' 15'-10` 1S-10' 15-10' 15'-10' 15-10'
0.032
16' 15'-8' 15-8' 151-0' 15-8' 15'4' 15-8'
24'
0.032
16' 27-1' 27-1' 27-1' 27-1' 27-1'
27-0'
24' 17-1' 17-1' 17-1' 17-1' 17-1' 17-1'
50
0.042
16' 134' 13'4' 13'4.' 13'-4' 13'4' 134'
17-10' 17-10' 17-10' 17-10' 17-10' 17-9'
24' 15-1` 15-1' 18-1' 15-1' 18-1'
15-0'
0.042
16' 19'-0' 19'-0' 19-0' 19'-0' 1T -O' 1
0.042
110' 16' 25-8' 26'4r 25-8' 25-8' 26-8'
25-7'
24' 111-3' 111-3' to -3' 111-3' 111-3' to -3'
24' 15-6' 15-6' 15'-6' 15'-6' 15-6' 15-6'
24' 21'40' 21'-10' 31'-10' 21=10' 21'-10'
21'-9'
/
NOTE:
IT IS ACCEPTABLE TO SUBSTITUTE:
(2) 3x8 Q 32'OC IN LIEU OF (1) 3x8 @ 16'OC
(2) 3x8 Q 48 -OC IN LIEU OF (1) 3x8 @ 24 -OC
- (2) 2x619 32' OC IN LIEU OF (1) 2x6 @ 16'OC
- (2) 2x6 0 48 -OC IN LIEU OF (1) 2x6 Q.24'OC
%
(
-
25
0.024
16'
111-7-
111-7' 111-7' 1174' 111-T
111-T'
25
6.024
16'
15'-10' 15'-10' 151-1D' 16-10' 15'-10' 15'-10'
24' S-1' 8'-1' 8'-1' 8'-1' 8'-1' 8,-1'
24' 13'-4' 134' 134' 13'-2' 13-3' 17-9'
0.032
16' 144' 14'4' 144' 14'4' 14'-4' 14'-4'
0.032
16' 211-2' 311-2' 27-2"211-2' 211-2' 211-2'
24' 11'-1' 11'-1' 11-1' 11'-1' 11'-1' 11'-1`
24' 19-7' 15-T 15-7' 15-7' 15-7'
15-7'
0.002
16' 1T•4' 1T-4' 1T4' 174' 1T4' 1T4'
0.042
16' 24'-0' 2C-0 24'-6' 24'-6' 24'-6' 24'-6'
24' 13'-3' 13-3' 13'3' 13'-3' 13'-3' 13'-3'
24 211-0' 217-0." 2(Y -O' 211-0' 20-0' 211-0'
30
0.024
16' 29'-8' 29'-6' 29'4- 28'-9' 29'-3' 25-3'
'
0.024
16' 15=0' 15-10' 15-0' 15-0' 16-91 13'-0'
24' 24-2' 24'-1' 24'-2' 23'-6' 24'-0' 21'-6'
24' 13'-1' 13'-0' 13'-1' 17-3' 17-10' 11'-2'
0.032
16' 23'-0` 23'-0' 23'-0' 23'-0' 23'-0' 2Z-9-
16' 211-3' 20-2' 211-3' 14-6' 20-1" 15-2'
24' 18'-9' 15-9' 18'-9' 18'-9' 18'-9' 18'-9'230
4' 24' 16'-T 1 16'-0' 16'-7' 16'-1' 10-4'
14'-10'
0.042
16• 19`-8' 1948' 19-0' 19-8' 1744 19'-8'
0.042
16' 2V-6' 24'-4' 24'-6' 23'-9' 24'-3' 23-2'
24' 15-1' 15-1' 1E-1' 16'-1' 15-1' 15-1'
24' 22-1' 20'-0' 211-1' 19'-6' 14-9' 19.0-
40
0.024
16' 1Q-1' 18=1' 18'-1- 18'-1' 15-1' 18'-1'
40
0.024
16' 174' 174' 17.4' 174' 174' 174'
24' 13'-9" 13'-9' 13-4' 13-9' 13-9' 13-9'
24' 111-2' 10-2' 111-2' 1117-2' 10-2" 111-t'
0.03224'
16' 15-10' 15-10' 15-10' 15'-10' 15-10' 11 51-111'
0.032
16' 15'-8' 151-0' 15'-8' 15-8' 15-8" 151-0'
17-1' 17-1' 17-1' 17-' 17-1' 17-1'
24' 17-10' 17-10' 17-10' 17-10' 17-10'
17-9'
0.042
16• 13'-4' 13'4.• 13'-4' 13'4' 13'4' 13'-4'
0.042
16' 19'-0' 19'-0' 19'-0' 19'-0' 19-0' 18'-10•
24' 111-3' 111-3' 10'-3' 10'3' 111-3' 111-3'
24' 15'-6' 15'46' 15'-6' 15'-6• 19-6' 15'-0'
50
0.024
16' 18'-1' 18'-1' 15-1' 18'=1' 15-1' 15-1'
510
0.024
16' 111-T 111-7' 10'-T" 111-7- 111-T 111-T
24' 13'-9.' 13'-9' 13'=9' 13'-9' 13'-9' 13'-9'
24' 8'-1' S-1' 9-1' 8`-1' 8'-1' 8-1'
0.032
16' 15'-10' 15-10' 15'-10' 15'-10' 16-10' 16-10'
0.032
16' 14'-4' 14'-4' 14'•4' 14'4' 14'4' W4'
24' 17-1' 12-1- 17-1' 17-1• 17-1' 17-1'
24.1".11'-1' 11'-1' IVA" 1T-1'
11'-1'
0.042
16' 13'-4' I. 134' 13.4' 134' 134"
0.042
17'
16' 4' 1T4- 174' 1T4' 174' 174'
24' 1113- 1 a-3' 1113' 111-3' la -3' 19-3*-
24' 13'-3' 13'3' 13-3' 13'-3' 13-3' 13'3'
r.;
tij
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS I(�
�xl_ K �E92
w
S5885 m
JF OF �t�F�
l
DATE SIGNED: April 5, 2017
Chl"A i-
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AW APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB >I 161071
DATE 005117
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
ATTACHED COVERS
RAFTER SPANS
L3. 1 A
J
1
( T o'
o
J m
3.000"
I w„ 13' x 8' RAFTER
n�
3"=1-0"
l
ALUM. ALLOY 3OD4-H361 IALUM. ALLAY 3004-H35
T
2.000"
R2 - .7x8.5' RAFTER _i L
" ALUM. ALLOY 3004-H36
T o
2.000' 4.000" 2.000"
MAX
I
DBL Z x 8.5 RAFTER ,
3x8 RAFTER- FREESTANDING STRUCTURE
2X6 12 RAFTER.- FREESTANDING STRUCTURE
DBL. 2X612 RAFTER- FREESTANDING STRUCTURE
LUSL
T
Q
SPACING WIND SPEED / EW
LUSL
T
SPACING
O/C
1108
WIND SPEED / EXP
110 C 120B 120 C 130 B
130 C
LLISL
T
ON)
SPACING
O/C
110 B
WIND SPEED / EXP
110 C 120 B 120 C 130 B
130 C
O/C 110B 110C 120 B 120 C 130 B 130 C
10
0.042
16 29-3' 26-3' 25-3'
26=3" 26'-3' 26-7-
10
0.024'
16'_
14'-2'
14'-Y
14'-2'
14'-2'
14`-2'
-
10
0.024
16'
19'-10'
19-10'19'-10'
1410'
19'-10'
144'
-0 -0
24' 21'' 21'-6' 21'-V 21'-6' 21'' 21'-0'
_IT_9'
24'! 11'-T 11"-T' 11'-7' 11'-7' 11'-7' 11'-3'
24' 19-3' 193' 19-3' 19-3' 19-3'
15'-10'
20
0042
16' 21'-10' 21'-10' 21=10'2V-10" 21'-10' 21'-10'
0.032
16' 18'-0' IW -0' 18'-0' 18'-0' 18'-0' :1T-77.
0.032
16' 25-3' 25'-3' 25'-3' 25-3' 25-3'
24'-8'
24' 1T-10' 1T-10' 17-10' 1T-10- 1T-10' 1T-10'
24' 14'-8` 14'-B' 14'-8' 14'-B' 14'48' 14'-4'
24' 20'48' 20'-8' 20'-8' 20'-8' 20-8'
2U-2-
25
25
0.043
21'-6' 21'-6' 21'-6" 21-2' 21'-3' 217-8
0.042
16` 21`-9` 21'-9' 21'-9' 21'-9' 21'-9' 21'-2'
0.042
16' 317-8' 317.8' 317-8' 30'-8' 30-8'
29'-10'
24' 1T-7" 1T-7' 1T -T' 1T4' 1T 6' 19-10'
24' 1T-9' 17-9' 1T-9' 1T-9' 1T-9' 1T-3''
24' 25-1' 25-1' 25'-1' 25-1' 23-1'
24'4'
30
0.042
16' 19-1' 14-1' 19-1'
191' 19-1' 19-1'
20
0.024
16'
11'-9'
11'-9'
11'-9'
f1'-9'
11'-9'
11'-9'
217
0.024
16'
19-T 19-7' 19-7' 19-7' 19-T 19-7'
. 24' 15'-r 1 S-7' 164" 1ST' 15-7' 15-7'
24' g$" 9,-0" g$" 9-8" 9'-0" T-8'
24' 13'-T 13'-7' 13-7' 13'-7' 13-T 13'-7'
40
0.042
1W 1Q-0" 19-8' 19-8' 19-8' 19-0' 19-8'
0.032
-16' 15-0' 15-0' 7S-0' 1S-0' 15'-0• 15-0'
0.032
16' 21'-1' 21'-1' 21'-1' 21'-1' 2T-1' 21'-1'
24" 13-0• 13-8' 13'4r 13-8' 13-0' 13-8'
24° 12-3' 12'-3' 17-3' IZ-3" 17-3' 17-3'
24' 1T-3' 1T3' 1T-3' 1T-3' 17-3' 1T3'
50
0.042
16' 1S-0- 15-0- 15-0' 1S-0- 1S-0- 15'-0'
0.042O.D42
16' 18'-1' 18'-1' 18'-1' 18'-1' 18'-1' 18'=1'
16' 25-6' 25'-0' 25-6' 25-6' 23-6' 25-6'
24' 11'-2' 11'-2- 11'-2' 11=2' 11'-2' 11'-2'
24' 14'-9- 14'-9' 14'-9' 14'-9' 14'-9' 14`-9'
24' 20'-1 Cr 217-1 U' 217-10' 20=10' 27-10' 217-10-
-
NOTE:
IT IS ACCEPTABLE TO SUBSTITUTE:
(2) 3x8 32 -OC IN LIEU OF (1) 3x8 16 -OC
(2) 3x8 (ag 48 -OC IN LIEU OF (1) 3x8 (q 24 -OC
OF (1) 2x6 @ 1OC
(2) 2x6 (d/ 32"OC IN LIEU W'
(2) 2x6 48'OC IN LIEU OF (1) 2x6 (d124'OC
~
a
25,
0.024
16'
11'-7' 11'-7' 11'-7' 11'-6' 11'-6' 11'-Y
25
0.024
16'
1W-3'
193'
19-3'
19-1'
19-2'
1S4'
24' 9'-6' 94' 7-6' 9'-6' V-6' 9-2'
24' F 43" 9'-3' 9-3" 4-3' 9'3'
Y -3 -
0.032
is" 14'-9' 14'-9' 14'-9' 14'-6' 14'-T 14'-2'
0.032
is, W-9' 217-9' 20'-9' 20'-6" 217-7'
19'-10'
24' 17-1" 1Z-1' 12-1' 11'-10' 1740' 11'-T
24' 1T40" 1T-0' 1T-0" 16'-6 19-9'
1W3 -
0.042
16' 17-9' 1T-9' 1T-9" 1T-7' 1T-8" 1T-1'
0042
16' 2S-1' 25'-1" 26-1' 25-1' 23-1'
25'-1'
24' 14'-7' 14'-7' 14'-7' 14'-4') 14'-6' 14'-0'
24' 217-6' 217.6' 20'-6' 217-6' 20-6'
217-6'
30
0.024
16' 29-3' 29-3' 2W3' 2W 3
-3' 26'' 2Q-7'
30
0.024
16" 14'-Y 14'-2' 14'-2' 14'-Y 1-f-2'
-
139'
24' 21'-6' 21'-6' 21'-6' 21'-6 -621'' 21'-V
24' 11-T 11'-7' 11'-T' 11'-7' 1T-7'
11'-3'
O.Q32
16" 21'-10' 21'-10' 21'-10' 21'-10' 2T-10' 21'-10'
0.032
16" 1944 19-0' 1W -D' 18'-0' 16-0'
1T-7'
24' 1T-10' 1T-10' 1T i0' 1i'-10' •tT-10' 1T-10'
24' 14'-8` 14'x' 14'-8' 14'-8' 14'-8"
144'
0.042
16' 21'-6'' 21'-6' 21'-6' 21'-Y 2V-3' 217-8'
0.042
16' 21'-9' 21'-9' 21'-9' 21'-9' 2T-9'
2T-2'
24' 17'-7- 17-7- 17-7' 1T.4'. 1T-6' 1W-10"
1 24' 1T-9' 1T-9' 1T-9' 1T-9' 1T-9'
1T3'
40
0.024
1.6' 19'-1' 19'-1' 19-1' 17-1' 19'-1' 19'-i'
40
0X24
16• 11'-9' 11'-9' 11'-9' 11'-9' 1T-9'
11'-9'
24' 1.7-7` 15-T 1S -T 15-7' 1S -T 1S -T'
24' 4-8' 9'-8" 9'-8' 48' 8'-0'
4-8'
0.032
16" 19-8' IV -8" 19-0' 16'-S* 'I W-8' 1 W-8'
0.032
16' 1S-0' 15!-0* 1.5'-0' 16-V 154'
16-07
24' 13-8' 13-8' 13'8' 13'-0' ; 13'-8' 13-8'
24' 123' 123' 1Z-3- 12-3' 12-3'
173-
0.042
16" 15-0' w-0' 1S-0` 1S-0' 15'-0' 15'-0`
0 42
16' 18'-'1' 1W-1' 18'-1' 1W-1' 19-1'
18'-1'
24' 11-2' 11'-2' 11'-2' 11'-2' 11'-2' 11'-2'
24' 14'-9' 14'-9" 14'-9' 14'-9' 14-9'
14'-9'
50
0.024
16' 19-1' 19'-1' 19-1' 19'-1' 19'-1' 14-Y
50
0.024
16' 1 T -T 11'-7.' 11'-T 1 T-6' 1 T-6'
ii' -2-
24' 15'-T 1 S -T 15'-T 1 S -T 15 T 1 S -T
0.032
16' 1W-8' 16-8' 1 1W-8' I 16 8' 16!-W 19-8'
0.032
16' 14'-9' 14'-9' 14'-9' 14'-6' 14'-T
14'-2'
24' 13-8' 13-8' 13'-W 13'-0' 13-8' 113'-8'
24' 12'-1' 17-1' 12'-1' 11-10' 12-0'
11'-7'
0.042
16' 15'-0' 15'-0' 1 S-0' 15'-0' 15'-0' iv -o'
0.042
16' 0%9' 1 T-9' 1r-9, 17'-T 17-8'
1r-1,
24' Il Vr- 1 11'-2' I T-2' 1 11'-2' 11'-2' 11.'-2'
24' 14'-T' 14'-7' 14'-7' 14'4' 14'-6'
14'-0'
I --
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
- ESSIq,��
W
S5885 -
or
TF OF CAL\F�
DATE SIGNED: April 5, 2017
�I�G/M�'E6�II�Es
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MAW DATE DESCRIPTION
4 STEL JOB S 16-1071
DATE 04105117
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
FREESTANDING COVERS .
RAFTER SPANS
_ _Ll 1-F---.--
ALUM. ALLOY 3004406
3.000'
0
0
N
LATTICE TUBE
6'=1'-0'
ALUM. ALLOY 3004.136
0
0 0
0.018' ,C>
0
1.500'
OR 2000°
1-1/2' SQ OR 2'SQ
LATTICE TUBE 6°=1'i
ALUM. ALLOY 3OD4-H36
1.229'
STEEL ASTM A653 -SS, GRADE 50 G60I
r 3' SQ x 0.032' ALUM. BEAM W/-
12 GA STL INSERT 3"=r-0°
NUOUS
. INSERT
ALUM. ALLOY 3004-H36
STEEL ASTM A653 -SS GRADE 50 Oil
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B14/- TYP.
0
i cd
3.000° 4.000° 3:000'
MAX.
DBL 3'80, x 0.042 ALUM. BEAM
W/ 14 GA STL INSERT 3°=1'-0'
ALUM. ALLOY 3004-H36
STEEL ASTM A653 -SS GRADE 50 G60
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B14/- TYP.
0
3.000' 4.000" 1 3.000'
m
7 c
0
co
3.00D'
e2' 3x8x0.042'
ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H36
0.042° ,
TYR
O
co
3.000" 4.000' 3.000°
MAX
612 DBL 3 x 8 x0.042'
3°=1'-0"
0
C,
0.042'
N
N
O
2.824°
3.000'
ALUM. ALLOY 3004-H36
1�9. STEEL ASTM A653 -SS GRADE 50 G60
14 GA
CONTINUOUS
STEEL INSERT
ALUM. ALLOY 3004-H36
2908'
0
c
� o
N pj
3.000'
3' SQ x OA32' ALUM BEAM W/-
12 GA STL 'U' CHANNEL
ALUM. ALLOY 3004-H36
0.042' o0
TYP. v�
2.000' 4.000" 2.000'
MAX
DBL 2 x 6 x 0.042'
B�
3°=1'-0'
/ B16 l DBL 3 SQ x 0.042 ALUM. BEAM �Q/ 13 l 3' SQ x 0.032' ALUM. BEAM W/- .. W/ 12 GA STL INSERT 3"=1' D' ��'J 14 GA STL INSERT3•=(Bl
ALUM. ALLOY 3004-H36
0.032°TYP.
2.000" 4.000° 2.000'
DBL2x6x0.032'
s -
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FESS I
W
S5885
� Y
F'
r�lF OF CALVE
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB A 161071
DATE 0410SM7
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
BEAM PROFILES
L4. 1
�--
ASTM A500 GRADE 8
ASTM A500 GRADE Li
JALUM.. ALLOY 3004-56
JALLIM. ALLOY 3004-1-136
3" ALUMINUM OR STEEL
POST PER PLAN
0.188"
c
.
0.188" oo
l
0.032"
o
3.000'
a 0.042"
3.000"
4.000"
o
2.000" 3.000" 2.OD0''
NOTE C
-
`
SEE TABLE 1 ON L1.z FOR APPLICATION OF THIS DETAIL
0 HSS 4 x 4 x 3/16 _
c1lASTM
HSS 3 x 3 x 3/'16
/ ��. \ 0.042- SIDE PLATES
3- SQ ALUM POST
A500 GRADE
JASTM A500 GRADE B-1
I ALUM. ALLOY 60637T6
IALUM. ALLOY 3004-1-136
-
0.250°
0
0
0 2 "
TYP.
0.`7aoNp6
o.osz'
TYP
NNOo-
0 .
o �
oo.2so
+� o R04.01205
ri
�0"
n
4.000°
3.000"
3.000"
c
3.000°
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.
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.
HSS 3 x 3 x 5/16
HSS 3 x 3 x 1/4
3' MAG POST
C2 3" SQ ALUM. POST
3°=1'-0"
3"=1'-0°
ASTM A500 GRADE 6
STEEL A653 GRADE 50 CP60
IALUM. ALLOY 3004-1-136
3° ALUMINUM OR STEEL
POST PER PLAN
IL
1.500' No
.
0.313" o
nnR0.125
Lj-
0 741'-
o 0.400"
_
C, +
lb
TYP.
r
=1i,
3.000"3.000"
CD
0.032"
o
2.000" 3.000" 2
Nig•. �
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SECTION Cl FOR AESTHETICAL PURPOSES�,NO FASTENERS ARE REQUIRED.
hm
'SLEEVE SHALL EXTEND FROM THE FOUNDATION, TO THE UNDERSIDE OF
SEE TABLE i ON LIx FOR APPLICATION OF THIS DETAIL
THE BEAM/COLUMN CONNECTION.
C9 HSS 3 x 3 x 5/16 -
C6 3.SQ STEEL POST
SP3 0.032- SIDE PLATES
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�pFESSIq>�
w S5885 m
lq UCT� ��Q
lF OF CAL
DATE SIGNED: Apn15, 2017
VM
E1�r3l�E�f/e3
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB S 16-7871
------------
DATE 04105117
DRAWNBY RER
CHECKED -i - - .MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
COLUMN PROFILES
L4.2
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS lq>��
w S 5885
a_
�9 (JCT�P
TF OF Eq�\F�
DATE SIGNED: April 5, 2017
.'INMER/E1la
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 16-1071
DATE 04!05117
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTORS
Z.875"
p Og0"
0
0
0 0.O6D'
0
0
o
^-
' 3000
Li -000--,
NO
BRACKET IS 2i'4 LONG
r
4 V BRACKEI' Al' COLUMN
W BRAMEI
_
6'=1'-0" -
N.T.S.
0.065" c
TYP. u?
2.275'
;.•
LENGTH= 2I�" @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
LENGTH = 6Y4' @ DOUBLE 2 x Eh BEAM BELOW
LENGTH = 83114' 0 DOUBLE 3 x 8 BEAM BELOW
V BRACKET--
? 2 x RAFTER, TO BEAM
,6-1/2'
0.065' n
Np co.
i
3.315"
LENGTH = 2jF @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
LENGTH = 63'4" @ DOUBLE 2 x 614' BEAM BELOW
LENGTH= 8"31' @ DOUBLE 3 x 8 BEAM BELOW
V BRACKET
-� _
3 x 8 RAFTER TO BEAM
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS lq>��
w S 5885
a_
�9 (JCT�P
TF OF Eq�\F�
DATE SIGNED: April 5, 2017
.'INMER/E1la
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 16-1071
DATE 04!05117
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTORS
NOTE:
WHERE COVER CONSTRUCTION INCLUDES DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
REQUIRED TO VERIFY ADEOUACY OF THE EXISTING STUD WALL FRAMING (INCLUDING
HEADER SIZE) WHERE ONE OR MORE OF THE FOLLOWING CONDITIONS OCCUR
2 x 6 or 2 x B LEDGER L8 x 8 x 3/4 x 1 1" LONG BRACKET FOR LUSL = 20PSF MAX COVER PROJECTION > 16 AND OPENING IN WALL WIDER THAN 8'
AT EA (E) 2 x RAFTER, WITH (3) FOR SL = 50 PSF MAX COVER PROJECTION > WAND OPENING IN WALL WIDER THAN 6'
FASTENERS, SEE TABLE 3 X14 x 3 r WOOD SCREWS. EA LEG
1 /2"
MIN LEDGER OR WALL
(E) BLOCKING HANGER wl FASTENERS
ETWEEN CONT. PER TABLES 3 & 4
SOLID PATIO COVER OR tl2" GRAFTERS OR (E) 1" THICK MAX LATH AND -
3 x ALUM. RAFTER MIN TRUSSES I� PLASTER OR WOOD SIDING
z
(E) TRUSS OR 2 x WOOD STUD WALL
RAFTERS @ 24" OC SIM AT CONCRETE, BRICK
(E) WALL
OR MASONRY WALL
25
1.
MIN.
ALLOWABLE PROD. TO BEAM (E) EAVE'OH (E) RAFTER OR TRUSS BACKSPAN
SEE TABEL 1 24" MAX 6'-0" MIN 40'-0" MAX
.E
1EXISTING 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 FLOC OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE
SHINGLE ROOFING TO PROVIDE SEAL
4. THE BRACKET MAY ALSO BE MOUNTED BELOW THE RAFTER AS SHOWN.
(� ALTERNATE EAVE CONNECTION
I
NOTE,
WALL LEDGER SHALL BE
- NOMINAL LUMBER SIZE 2 x 6 (AT 2 x 6>4 MINIMUM RAFTERS),
- NOMINAL LUMBER SIZE 2 x 8 (AT 3 z 8 MINIMUM RAFTERS), OR
- KILN -DRY WOOD41LLED 2 x 61' OR 3 x 8 ALUMINUM SECTION.
(� WALL CONNECTION
0
TABLE 2 - NUMBER OF SIMPSON A34s
REQUIREDAT ROOF PANEL OR RAFTER
CONNECTED TO EXISTING ROOF OVERHANG
TABLE 1 - MAXIMUM PROJECTION
ASSUMING (E) JOIST SPACING = 24 -OC MAX
50 PSF
SL
WSL
AT ROOF OVERHANG
E0.STING FRAMING MEMBERR4'0"24V
IT 1 1 1 1 1
RHANG LENGTH
8" 12"
6"
2
2x4 FULL
2
11"
24'0'
24'0'
10
2x6 NOTCHED
2
' 0"
24'0*
24' 0"
2x6 FULL OR 2xB NOTCHED
' 0'
24'(r
24' 0'
2x8 FULL OR 2x10 NOTCHED 0' 24' 0"
24-W
2x4 FULL
T9'
11-10'
19-5-
24-0-
20
2x6 NOTCHED
17 3'
1T 10'
24'0*
24' Cr
2x6 FULL OR 2x8 NOTCHED
19' T
24-0-
24' 0"
24-0-
4'0"2x8
2x 8FULL OR 2x10 NOTCHED
24' 0'
24-0-
24' 0"
24' 0'
2x4 FULL
r4'
11'3'
18' T
24' Cr
25
2x6 NOTCHED
1118,
1T 0'
24'0"
24' 0'
2x6 FULL OR 2x8 NOTCHED
1&8'
24-0-
24-0- ..
24' 0'
2x8 FULL OR 200 NOTCHED
24' 0'
24' 0'
24' Cr
24' 0'
20 FULL
5111,
9.4"
15' 8"
24-0-
30
2x6 NOTCHED
96*
14'2'
27 11"
24' 0'
2x6 FULL OR 2x6 NOTCHED
15, 5"
27 D'
24' D"
24' 0'
2x8 FULL OR 200 NOTCHED
24-0-
24' Cr
24'T
24'0w'
40
2x4 FULL
4'0'
TV
12'(r
24' 0'
2x6 NOTCHED 69* 10' 5' lT 6"
24' Cr
2x6 FULL OR 2xB NOTCHED
1 T 4-
16' 6"
24-0-
24' 0'
2x8 FULL OR 2x10 NOTCHED
19' T
24'0'
24' Cr
24' 0'
2x4 FULL
710'
5' 7
gel
20' 4'
2x6 NOTCHED
5`11
8' 2.
2"
24' 0'
2x6 FULL OR 2x8 NOTCHED
69-
13-0-
6"
]1'
24' 0'
2x8 FULL OR 2x10 NOTCHED
166-
21-11-
0-
24' 0 -
NOTCH CAN BE UP TO 1" IN 2x6, UP TO 1.5" IN ZxB OR 2x10.
MAX (E) ROOF RAFTERS BACKSPAN IS ASSUMED TO BE 40 FT.
I
NOTE,
WALL LEDGER SHALL BE
- NOMINAL LUMBER SIZE 2 x 6 (AT 2 x 6>4 MINIMUM RAFTERS),
- NOMINAL LUMBER SIZE 2 x 8 (AT 3 z 8 MINIMUM RAFTERS), OR
- KILN -DRY WOOD41LLED 2 x 61' OR 3 x 8 ALUMINUM SECTION.
(� WALL CONNECTION
0
TABLE 2 - NUMBER OF SIMPSON A34s
REQUIREDAT ROOF PANEL OR RAFTER
CONNECTED TO EXISTING ROOF OVERHANG
TRIB 10 PSF 20 PSF 25 PSF 30 PSF 40 PSF
WIDTH WSL WSL SL SL SL
50 PSF
SL
6 1 1 1 1 1
1
IT 1 1 1 1 1
2
T 1 1 1 1 1
2
2
2
9' 7 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
USE (8) SIMPSON SD9112 SCREWS INTO EACH A34
WHEN USING (2) A34s, PROVIDE 2x FULL DEPTH WOOD SCAB,
FULL LENGTH OF RAFTER TAIL
TABLE 3 - FASTENERS REQUIRED AT LEDGER AND
ROOF PANEL RAILTO FASCIA OR LEDGER TO
EXISTING WOOD STUD WALL FRAMING
TRIB ' 10 PSF 20 PSF 25 PSF 30 PSF 40 PSF 50 PSF
WIDTH WSL WSL SL SL SL SL
S Aj A A A A A
6 A A A A A A'
T A A A A A 'A
8' A A A A A A
9' A A A A A B
10' A A A A A C
17' A A A A B C
12' A A --- _A — A B C
A (2) 1/4" LAG SCREWS
B (2) 5/16' LAG SCREWS
C (2) 7/16' LAG SCREWS "
NOTES:
1 - ANCHORS ARE TO BE SPACED AT 16" O.C. HORIZONTALLY IN
DIRECTION PARALLEL TO WALL
2- WHERE ROOF PANEL RAIL OCCURS, USE i/7' DIAMETER LAG
SCREW IN LIEU OF (2)1/4' DIAMETER LAG SCREWS.
SIMPSON A34
SEE TABLE 2 '
(E) BLOCKING
FASTENERS, SEE TABLE 3 BETWEEN CONT.
RAFTERS OR
TRUSSES
SOUD PATIO COVER OR
3 x ALUM. RAFTER(E) TRUSS OR
2 x FULL DEPTH WOOD RAFTERS @ 24" OC)
' SCAB, WHERE OCCURS,
EXISTING FASCIA BOARD SEE TABLE 2
ALLOWABLE PROD. TO BEAM EAVE OH LE1 RAFTER OR TRUSS BACKSP
SEE TABLE I 24" MAx 6'-0' MIN 40'-0' MAX
NOTE: -
EXISTING ROOF DESIGN LOADS:
RDL = 3 PSF (MIN) TO 8 PSF(MAX)
RLL = 20, 25, 30, 40 OR 50 PSF
ti
A EAVE CONNECTION
TABLE 4 -ANCHORS INSTALLED INTO THE SIDE
OF 6 IN THICK MIN CONCRETE OR CMU WALLS
IN CONCRETE, USE 117' DIA SIMPSON STRONG -BOLT 2, STAINLESS STEEL,
WITH 3" MIN EMBED, INSTALLED PER ICC -ESR -3037.
IN CMU, USE 12' DIA SIMPSON WEDGE -ALL, STAINLESS STEEL, WITH 3 318"
MIN EMBED, INSTALLED PER ICC -ESR -1396.
MAXIMUM ANCHOR SPACING
10, 20, 25 PSF 30 PSF 40 PSF 50 PSF
WSL SL SL SL
48" 36" 36" 1 24"
USE 3" SQ.xl/4" STAINLESS STEEL WASHER WHEN INSTAWNG NEW WOOD
LEDGER AGAINST EXISTING CONCRETE WALL
J
■
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�f ESS Igyq�
w Q
S5 85
TF OF CAIS
DATE SIGNED: April 5, 2017
�;Lkjwv TCS
wIMEEf�Ih�G
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHJ APPROVAL
REVISIONS
MIRK DATE DESCRIPTION
4 STEL JOB # 161071
DATE 09105117
DRAWN BY RER
CHECKED _ - _ .MDS
-
IAPM0 195 V 2.0
LATTICE STRUCTURES:
ATTACHMENT TO .
EXISTING BUILDING
L6: 1
`-
(E) BLDG
3' x B" x 0.042' HEADER
(E) SPUD WALL
(3 0 LAG SCREW TYP
j 9
--�- -
DECK/RAFTER ��/ ° (3) ;I14 SMS
II EA SIDE
DIRECTION i!
TRIBUTARY
— —-------+— — AREA
lz 2• l
COLUMN E0. E0. MIN. ii o
BEAM
(E) BLDG
\ \ (E) 1° THICK MAX LATH AND
BEAM I \ PLASTER OR WOOD SIDING 3' x 8° RAFTER BRACKET
I NOTES:
COLUMN j TRIBUTARY 1. USE OF THIS DETAIL IS LIMITED TO THE FOLLOWING:
%KLA FOR LL/SL = 10 PSF, MAX TRIG AREA TO CONNECTION = 100 Ff�
FOR LL/SL = 20 OR 25 PSF, MAX TRIS AREA TO CONNECTION = 55 W
E0. E0. FOR SL = 30 PSF, MAX TRIG AREA TO CONNECTION = 45 FT'
DECK/RAFTER FOR SL > 30 PSF, DETAIL IS NOT ALLOWED
DIRECTION 2. SEE PLAN FOR DEFlNMON OF TRIBUTARY AREA.
P 3. BEAM MUST UNE UP WITH EXISTING WALL STUD.
BEAM BRACKET
EXISTING STUD ALUMINUM MEMBER WITH
WALL WITH WOOD FILL OR 2X NOMINAL
�!
AND LEDGER (NEW OR EXISTING)
STUCCO SEE
SEE DETAIL B/L6.1
CL
�.
(3) Y'0 x 2' FULL
LENGTH THREADED
LAG SCREWS
LIDGER TO WALL
FASTENERS PER RAFTER PER PLAN
BL6.1
LE) 1° THICK MAX LATH AND L L SMS PER 3/1-6.2,
PLASTER OR WOOD SIDING TYP
U BRACKET, SIM TO
N0 2/1-4.3 OR 3/1-4.3
1. MAX SPAN OF SINGLE RAFTER SHALL BE AS FOLLOWS:
10 PSF - 24' FOR 24' SPACING, 36 FOR 16' SPACING
20 PSF - 12' FOR 24' SPACING, 18' FOR 16' SPACING
30 PSF - 8' FOR 24° SPACING, 12' FOR 16" SPACING
2. SEETHIS DETAIL SHALL NOT BE USED FOR SNOW LOADS HIGHER THAN 30
PSF
l RAFTER TO LEDGER CONNECTION
1• THICK MAX LATH AND "
«
PLASTER OR WOOD SIDING
nC5RAFTER PER PLAN
I ° FOR LL./SL = 10 PSF,
x
I USE (2)#14 SMS EA SIDE
AND (3) Y°m x 3�' LAG SCREWS.
FOR LL/SL = 20, 25, OR 30 PSF,
Y i USE (3)#14 SMS EA SIDE
I
AND (3) VO x 314' LAG SCREWS.
° FOR SL = 40 OR 50 PSF,
'T
USE (4)#14 SMS EA SIDE
AND (3) )4°0 x 3h' LAG SCREWS.
a
(E) STUD WALL
NOTE
USE LEDGER PER 2/L6.2 WHERE RAFTER SPACING EXCEEDS EXISTING
STUD SPACING, SEE TABLE 3 SHEET L6.1
RAFTER TO STUD WALL
J
.
CONNECTION
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FESSIq>�
co
S5885
9rF.OFC
DATE SIGNED: April 5, 2017
WOO ��,EE-FYVG-- TS_nAlE!k�iE'//vG
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 j FAX 949.305.1420
*U APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB aT 161071
DATE OM17
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTION DETAILS
1-6.2 ___T
4.
�U.
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�pFESS IpV4
w o
S5885 m
lq TSP �\P
TF OF- CALLF�
DATE SIGNED: April 5, 2017
C�A TCS
E/4'G
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AHJAPPROVAL
1\
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB >t 16-ID71
DATE D4W17
DRAWN BY RER
CHECKED - ..MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.3
j8 SMS
LATTICE % ATTACHMENT PER
�� 7/1-6.3
3 x 8 x 0.42 BEAM
OR 3" SQ. STEEL BEAM
OR MAG BEAM
DOUBLE BEAM (4) #14 SMS EA
89, 810, 812,
(6)-14 SDS @ EA SIDE
RAFTER TO COLUMN
B15 OR Bib (8 TOTAL)
TOP & BOT TOTAL = 24
z 7J4` SO. OR 2" SO. OR
2 x 3" LATTICE @ 3" O.C.
I I 5/8"0 HOLE WITH
-
MIN. UP TO 6` O.C. MAX
@ PLASTIC PLUG, AS
H BRACKET PER 1 /S4.3
I I
REO'D, TYP. R IS
OR 1/LS.3
RAFTER-
I Oo I ACCEPTABLE TO USE
ONE HOLE TO
3" OR 4" SQ.
INSTALL SEVERAL
ALUM.. OR STEEL POST
I o I SCREWS, TYP.
I
3 x 3 x .024 (3) #'14 SMS
CONNECTOR EACH SIDE
'LATTICE
TUBE TO RAFTER
COLUMN TO DBL BEAM
If BRACKET TO POST
(�)STUB
CONNECTION
LATTICE ATTACHMENT PER 7/1.6.3
SPLICE WHERE OCCURES 1/2' MAX SPLICE
(INT COL ONLY) WHERE OCCURS
(INT COL ONLY)
(6) $14 SMS @ EACH
HEADER TO COLUMN 1/2- TYP
DBL RAFTER
(12 FASTENERS PER DOUBLE BEAM 89,
CONNECTION) B10, B12, 815 OR
(4) #14 SMS EA RAFTER
616
- TO COLUMN (8 TOTAL)
5/8"0 HOLE WITH II
`
5/8"0 HOLE WITH . PLASTIC
PLASTIC PLUG, AS
I o II ® I
PLUG, AS REO'D, TYP. IT IS
REO'D, TYP. IT IS
f ACCEPTABLE TO USE ONE
ACCEPTABLE TO 10®®
@ I HOLE TO INSTALL SEVERAL
USE ONE HOLE
_
I SCREWS, TYP.
TO INSTALL 0
SEVERAL SCREWS, 10 II I
i
TYP. I II
"I I• ATTACHMENTS PER 2/1-6.3
® i
I I
(2) #14 SMS EACH
�I I DBL BEAM 89, 810, B12,
SIDE T&B @32" I ARCHITECTURAL SIDE
O.C. PLATES, WHERE OCCUR,
j I 815 OR Bib
I SHALL STOP & FLUSH
•
I I
I I 3" OR 4" SQ. POST W/
BELOW BEAM
OPTIONAL SIDE PLATE OR
ARCH COL WHERE OCCURS
3" OR 4" SQ. POST
I 1 DBL RAFTER TO DBL BEAM
/ \DBL BEAM TO COL
_
CONNECTION 1 1/z"=1' 0"
1-1/z"=1' 0•
3" WIDE BEAM TYP B2." MAX
B5, Bit, B13 OR 814
1
3" OR 8" BEAM (6)•#14 SMS EA SIDE AT SPLICE
'SMS PER ELEVATION, TYP. AT SIDE PLATE SP3 B a-
•
(8) #14 SMS EA SIDE o�
%"0 PLASTIC PLUG-TYP. AT SIDE PLATE SP4.
`
SEE NOTE 1.
to Cr
w
PROVIDE FULL BEARING OF
BEAM ON POST. o
'
VO HOLE WITH PLASTIC PLUG, AS EL o
"r'•
REQ'D, TYP. IT IS ACCEPTABLE TO �' o a F •
" SIDE PLATE EA SIDE USE ONE HOLE TO INSTALL
SEVERAL SCREWS, TYP.
(2) $14 SMS EA SIDE AT EW SIDE PLATE EA. SIDE. SEE
3" SQ. POST BETWEEN AND AT 32" OC MAX. TABLE I ON S1.x OR Li.x
SIDE PLATESL---14YBOTTOM
OPDONAL STYROFOAM INFILL OF
E1 SECTION 3` SQ. POST BETWEEN A ELEVATION SIDE PLATEESCbCN STOP BELOW
/
SIDE PLATES
BEAM TO POST CONNECTION R 01Y1 m®1➢WiW 10
/� R. IdIR IOPI[ STJB�
J rm x wa ivea / �ertcY rt v mr
3/4"=1'-0"
I -
--------------
4.
�U.
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�pFESS IpV4
w o
S5885 m
lq TSP �\P
TF OF- CALLF�
DATE SIGNED: April 5, 2017
C�A TCS
E/4'G
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AHJAPPROVAL
1\
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB >t 16-ID71
DATE D4W17
DRAWN BY RER
CHECKED - ..MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.3
STEEL SLEEVE PER
—4/L7.2 AT POST
.TYPE C7, C8, & C9
BOLTS -PER TABLE 2
ADJACENT
GRADE TYP.�
ADJACENT
GRADE TY
3" OR 4" STEEL POST.
ii�� 1a ° •
-9,
I I I D
I I
�—
TRIG
WIDTH
°
I I
-
I I—�Er
11'-9" 11'-0" 10'-4" 9'-0"
eC
• °•
6'
10"-9" 9'-9" 9'-0" 8'-4"
°
7'
10"-0" 9'-0" 8'-0" 7'-6"
I I F
8'
9'-4" 8'-6" 7'-6" 7'-0"
•
— —
• °°
9'
z
3"MIN.
10' ,
8'-6" 7'-6" N.P. NP
ox
11'
i 4i
•
PER 4/L7.2 <
z
7'-8" 6'-6" NP NP
5'-3" 5'-6"
17x17x3D
a °
14x14 x42
22 -
° ` • °
_
o ~
= Zd
)4"A A36
0
THREADED R0Ln
19x19x30
•
o
24
24x24x24
.° .
is
43 x43x18
24 x24x 24
22x22x30
20x20x 36
18 x18x42
26
_
9 ° ° B e
o
STEEL
31 x31 x24
-
°•
o
x'
0
cn
ti
�cc
25x25x25
35x35x18
(4)-1/2' dia w/ 3-1/4' embed
38x38x24
27x27x30
jPOURED
23x23x42
30
1-711
28x28x28
POURED
235"
CONCRETE
CONCRETE
28x29x36
FOOTING
FOOTING
32 x32x 32
WIDTH =LENGTH IN
WIDTH = LENGTH IN
-
SEE FTG. SCHEDULESEE
FTC. SCHED
30x3Ox36
IN BEAM SPAN TABLES
IN BEAM SPAN TABLES
34x34x34
NOTES,
1. THIS DETAIL CAN BE USED FOR STEEL POST TYPES C6, C7, C8, OR C9.
NOTES:
I. THIS DETAIL IS TO BE USED FOR POST TYPES C10 & C11.
2. THIS DETAIL SHALL NOT BE USED FOR STEEL POST TYPES C1, C2, OR C5.
2. THIS DETAIL CAN ALSO BE USED FOR STEEL POST TYPES C6, C7, C8, C9.
3. R IS ACCEPTABLE TO EMBED THE STEEL POST DIRECTLY INTO THE FOOTING
3. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPES C1, C2,
PER 5/1-7.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL
OR C5.
34x34x34
STEEL POST SLEEVE CONNECTION
� 0 TO CONCRETE FOOTING 1"=1'-0"
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
TRIG
WIDTH
LL/SL(psf) SL(psf)
SO psf 20 psf 25 psf 30 psf
U/SL(psf)
10 psf 20 psf
5'
11'-9" 11'-0" 10'-4" 9'-0"
12'-6" 10'-0-
6'
10"-9" 9'-9" 9'-0" 8'-4"
10'-5" 8'-9"
7'
10"-0" 9'-0" 8'-0" 7'-6"
9'-0' 8'-0"
8'
9'-4" 8'-6" 7'-6" 7'-0"
T-10" V-6-
9'
8'-10" 8'-0" 7'-0" NP
7'-0' 7'-0"
10' ,
8'-6" 7'-6" N.P. NP
6'-3" 6'-6"
11'
8'-1" 7'-0" NP NP
5'48" 6'-0"
12'
7'-8" 6'-6" NP NP
5'-3" 5'-6"
NOTES:
1 -"NP" INDICATES THAT A FOOTING IS REQUIRED, AND THE PATIO
COVER CANNOT BE SUPPORTED ON A SLAB ON GRADE.
2- FOR UVE OR SNOW LOADS HIGHER THAN THE ONES SHOWN ON
THIS TABLE, A FOOTING IS REQUIRED AND THE PATIO COVER CANNOT
BE INSTALLED ON SLAB ON GRADE.
/ \ STEEL POST EMBEDDED'
INTO CONCRETE FOOTING? 1"=1'-0"
3" STEEL OR
ALUMINUM POST
ADJACENT GRADE
WHERE OCCURS
6"
MIN. -o
( o i
EDGE OF SLAB
WHERE OCCURS
7 BRACKET PER 1/L7.2,
2/1-7.2 OR 3/1-7.2
EXISTING OR NEW SLAB ON
GRADE fc=2,500 PSI MIN.
PER TABLE 2
NOTES:
1. THIS DETAIL CAN BE USED WITH POST TYPES C1, 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,
C11.
4. SLAB ON GRADE SHALL BE IN GOOD CONDITION (NO VISIBLE CRACKS
WITHIN 33" FROM POST).
5. MINIMUM OVERALL DIMENSION OF SLAB ON GRADE SHALL BE PER
FOOTING NOTE 4 ON GO.1
NOTES:
1- "FTG (I N)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS 58.rocx OR LBxxx. .
2 -'ALT 1' IS THE FOOTING DIMENSION BASED ON THE `FTG (IN)- DIMENSION. NOTE THAT W=Di
3 - "ALT 2- IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A35— MIN THICK SLAB IS PRESENT ABDVE THE FOOTING. NOTETHAT Wed.
4-"ALT3' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 18' DEPTH FOR UPLIFT DESIGN ONLY. THIS VALUE ISTO BE USED
ONLYATATTACHED PATIO STRUCTURES. NOTETHAT W=L AND D=18".
5 -'ALT 4' IS THEALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 18' DEPTH. NOTETHAT WaLAND D=18'.
6 -'ALT 5' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 24' DEPTH. NOTE THAT W d AND D=24'.
7 -ALT 6' IS THEALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 30" DEPTH. NOTE THAT WdAND D=30`.
8 -'ALT 7" IS THE ALTERNATE FOOTING DIMENSION REQUIRED W HEN THE FOOTING IS KEPT TO AN 36- DEPTH. NOTE THAT W d AND D=36'.
9-'ALT8' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 42' DEPTH. NOTE THAT Wd AND D=42-.
i
\FOUNDATION TABLES
J
TABLE 2 - ANCHORAGE SCHEDULE
(ATTACHED STRUCTURES ONLY)
TABLE 1
ALTERNATE FOOTING DIMENSIONS
BRACKET
DETAIL POSTTYPE FTG (IN)
ANCHOR BOLTS
(SEE NOTE 2)
FTG (IN)
W=L=D
(SEE NOTE 1)
Altl
WxLxD
(SEE NOTE 2)
AIt2
WxLxD
(SEE NOTE 3)
Alt 3 (ATTACHED)
WxL%1B"
(SEE NOTE 4)
ata
WxLx18"
(SEE NOTE 5)
Aft 5
WxLx24"
(SEE NOTE 6)
AIt6
WxLx30"
(SEE NOTE 7)
AIt7
WxLx36"
(SEE NOTE 8)
ata
WxLx42"
(SEE NOTE 9)
18
18x18x 18
12 x 3 2 x 12
28x 18x 16
18x18x18
16x16x 24
14x 14x30
13x 13x 36
12x12 x42
20
20x2Ox20
12112x12
21x21xIB
25x2Sx18
19xl9x24
17x17x3D
15x15x36
14x14 x42
22 -
22x22x22
16x16x16
25x25x18
33x33118
21x21x24
19x19x30
17x17x36
16x16x42
24
24x24x24
20 x20x20
28x28x18
43 x43x18
24 x24x 24
22x22x30
20x20x 36
18 x18x42
26
26x26x26
23 x23 x23
32x32x18
STEEL
31 x31 x24
24x 24x30
22 x22x 36
21x21x42
28
28x28x28
25x25x25
35x35x18
(4)-1/2' dia w/ 3-1/4' embed
38x38x24
27x27x30
25x25x36
23x23x42
30
30x3Ox3O
28x28x28
39x39x18
235"
(4)-3/4'diaw/4-3/4'embed
3Ox3Ox30
28x29x36
26x26x42
32
32 x32x 32
30 x30x 30
43x43x18
-
ALL
37x 37x 30
30x3Ox36
28x28x42
34
34x34x34
32 x32x32
47x47x18
33x33 x36
31x31x42
36
36x36x36
34x34x34
51x51x19
36x36x36
34x34x42
38
38x38x38
37x37x37
SSx55x18
43x43x36/
36136x42
40
40 x40x 40
39 x39x 39
60x 60x 18
39x39x42
42
42 x42 x42
41x41.41
64x64xl8
42x42x42
NOTES:
1- "FTG (I N)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS 58.rocx OR LBxxx. .
2 -'ALT 1' IS THE FOOTING DIMENSION BASED ON THE `FTG (IN)- DIMENSION. NOTE THAT W=Di
3 - "ALT 2- IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A35— MIN THICK SLAB IS PRESENT ABDVE THE FOOTING. NOTETHAT Wed.
4-"ALT3' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 18' DEPTH FOR UPLIFT DESIGN ONLY. THIS VALUE ISTO BE USED
ONLYATATTACHED PATIO STRUCTURES. NOTETHAT W=L AND D=18".
5 -'ALT 4' IS THEALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 18' DEPTH. NOTETHAT WaLAND D=18'.
6 -'ALT 5' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 24' DEPTH. NOTE THAT W d AND D=24'.
7 -ALT 6' IS THEALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 30" DEPTH. NOTE THAT WdAND D=30`.
8 -'ALT 7" IS THE ALTERNATE FOOTING DIMENSION REQUIRED W HEN THE FOOTING IS KEPT TO AN 36- DEPTH. NOTE THAT W d AND D=36'.
9-'ALT8' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 42' DEPTH. NOTE THAT Wd AND D=42-.
i
\FOUNDATION TABLES
J
NOTES:
1 -'FTG (INY IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON
SHEETS L8xxx
2 - ANCHOR BOLTS SHALL BE SI MPSON STRONG BOLT 2, STAINLESS STEEL (ICC -ESR
3037)
3 - IT IS ACCEPTABLE TO USE THE STEEL INSERT PER 4/1.7.2 1 NSTEAD OF THE
AWMI NUM T PER 2/L7.2 FOR POSTTYPES C2 AND CS. BOLTS CAN CAN REMAI N AS
SPECI FI ED I N THIS TABLE
4 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL S/L7.1 I NSTEAD OF THE
STEEL I INSERT OR STEEL T FOR STEEL POSTS C6.
5 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAI L S/L7.1 I NSTEAD OF THE
STEEL I NSERT FOR STEEL POSTS C7, C8 AND C9.
3" STEEL OR
ALUMINUM POST
z (�.
w� 4
NN 4.
e "
WIDTH = LENGTH IN
SEE FTG. SCHEDULE I
BEAM SPAN TABLE
i BRACKET PER 1/L7.2, 2/L7.2,
OR 3/1-7.2.
BOLTS PER TABLE 2
ADJACENT GRADE TYP.
CONCRETE FOOTING
NOTES:
1. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES.
2. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, C10,
Ci 1.
ANCHORAGE OF POSTS T BRACKET ftOTING
TION
Y TO SLAB OR FOOTING 2 TO CONCRET1•=1'-0'
�.
u
DURALUW
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS Igy9�
Fn
S.5885
cc
rq GCT
TF OF CAS
DATE SIGNED: April 5, 2017
EI�fG!/�E�t�s/iVG
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AW APPROVAL
REVISIONS
NIA.RK I DATE DESCRIPTION
4 STEL JOB 9 16-11171
DATE 041MIT
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
FOUNDATION DETAILS
__. - ---1-7.1 �--- --
TABLE 2 - ANCHORAGE SCHEDULE
(ATTACHED STRUCTURES ONLY)
BRACKET
DETAIL POSTTYPE FTG (IN)
ANCHOR BOLTS
(SEE NOTE 2)
SEE
NOTES
ALUM T
1/1.72
Cl
SOG
W-3/8" dia w/ 1-7/8" embed
ALUM T
1/1.7.2
'C1
ALL
(2}3/8' dia w/ 2-7/8' embed
ALUM T
2/L7.2
C2
SOG
W-3/8' dia w/ 1-7/8' embed
3
ALUM T
2/L71
C2
ALL
(2}3/8' dia w/ 2-7/8' embed
3
ALUM T
2/1.7.2
CS
SOG
(2)•3/8' dia w/ 1-7/8' embed
3
ALUM T
2/0.2
CS
ALL
(2)-3/8' dia w/ 2-7/8' embed
3
STEELT
3/1.7.2
C6
SOG
W-3/8' dia w/ 1-7/8" embed
STEEL
3/1.71
C6
S 22"
M-3/8" dia w/ 2-7/8' embed
1,4
STEEL
3/1.72.
C6
524"
(2)-1/2'diaw/3-1/4'embed
1,4
STEEL INS 4/1-7.2
CG
5 30"
(4)-1/2' dia w/ 3-1/4' embed
1,4
STEELINS 4/1.72
C6
534"
(4)-S/8'diaw/4'embed
1,4
STEEL INS 4/1.72
C6
235"
(4)-3/4'diaw/4-3/4'embed
1,4
STEEL INS 4/1.72 C7, C8, C9
ALL
(4)-3/4" dia w/4-3/4' embed
1S
EMBED
S/L7.1
C10,C11
ALL
N/A
NOTES:
1 -'FTG (INY IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON
SHEETS L8xxx
2 - ANCHOR BOLTS SHALL BE SI MPSON STRONG BOLT 2, STAINLESS STEEL (ICC -ESR
3037)
3 - IT IS ACCEPTABLE TO USE THE STEEL INSERT PER 4/1.7.2 1 NSTEAD OF THE
AWMI NUM T PER 2/L7.2 FOR POSTTYPES C2 AND CS. BOLTS CAN CAN REMAI N AS
SPECI FI ED I N THIS TABLE
4 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL S/L7.1 I NSTEAD OF THE
STEEL I INSERT OR STEEL T FOR STEEL POSTS C6.
5 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAI L S/L7.1 I NSTEAD OF THE
STEEL I NSERT FOR STEEL POSTS C7, C8 AND C9.
3" STEEL OR
ALUMINUM POST
z (�.
w� 4
NN 4.
e "
WIDTH = LENGTH IN
SEE FTG. SCHEDULE I
BEAM SPAN TABLE
i BRACKET PER 1/L7.2, 2/L7.2,
OR 3/1-7.2.
BOLTS PER TABLE 2
ADJACENT GRADE TYP.
CONCRETE FOOTING
NOTES:
1. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES.
2. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, C10,
Ci 1.
ANCHORAGE OF POSTS T BRACKET ftOTING
TION
Y TO SLAB OR FOOTING 2 TO CONCRET1•=1'-0'
�.
u
DURALUW
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS Igy9�
Fn
S.5885
cc
rq GCT
TF OF CAS
DATE SIGNED: April 5, 2017
EI�fG!/�E�t�s/iVG
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AW APPROVAL
REVISIONS
NIA.RK I DATE DESCRIPTION
4 STEL JOB 9 16-11171
DATE 041MIT
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
FOUNDATION DETAILS
__. - ---1-7.1 �--- --
�-r
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! - l
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
pp Q�FESSIIco
gQ���
" S 5885 m
T �\Q
qTF OF
DATE SIGNED: April 5, 2017
r,A %C�_
clJwJeERIlVig
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R - 161071
DATE 04W17
DRAWN BY RER
CHECKED -MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
FOUNDATION DETAILS
L7.2
Oo Oo ASTM A555 GRADE B
ALUM ALLOY 6063-T6
_
2.875" (4)-g14 SMS
OR TEK SCREWS,
Qo Qo NSERT TO
EA. SIDE, TYP.
PLAN 3(s BASE PL
3" STEEL POST
o
I I VO HOLE EA SIDE
0.188" THICK MIN
�o HSS INSERT
I 0.085" TYP. I
- 'y4-0 BOLTS
0.750" `
5.662" TVP.
�(3)
a --- 10" SO. BASE PL
o - -
NOTES
T.O.C.
1. BRACKET LENGTH IS 2.75"
2. THIS BRACKET IS TO BE USED WITH POST TYPE Cl. WITH OR WITHOUT
ELEVATION `
SIDE PLATES PER SP3 OR SP4.
NOTES:
3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB. -
1. THIS BRACKET IS TO BE USED WITH POST TYPE C7, C8 & C9, AND WITH C6
4, INSTALL 1Y4 x 1Y x Jg HOG WASHER PLATE AT ANCHORS FOR 130 MPH
WHEN FOOTING SIZE IS 25" OR LARGER.
2. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
3. INSTALL IX x 1Y4 x X HOG WASHER PLATE AT ANCHORS SMALLER THAN Y{O.
4. THIS BRACKET CAN ALSO BE USED FOR POST TYPE C6 WHEN FOOTING SIZE
IS 24" OR SMALLER
STEEL POST SLEEVE
ALUMINUM T -BRACKET
4 FOR POSTS C7, C8, C9 3/4"=1'-0"
FOR POST Cl 3"=1'-0"
ALUM ALLOY 6063-76
4-#14 SMS
406' OR SEK SCREWS,
<
I2 EA SIDE, TVP.
I
ib"0 HOLE EA SIDE
' I 0.094" TYP. I
0.750'
ti
5.50" 'I 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 L7.1 FOR ATTACHMENT TO FOOTING/SLAB.
T
4. INSTALL % x U4 x Jia HOG WASHER PLATE AT ANCHORS FOR 130 MPH.
5. STEEL T -BRACKET PER 3/1.7.2 CAN BE USED IN LIEU OF THIS BRACKET.
ALUMINUM T -BRACKET
2
FOR POSTS C2, C5 3•=1'-0" -
DTM7�55" 4•00' ASTM A500 GRADEFB
1 75" 4- (s 0 HOLES
1 3(s0 & 2-V- O
CLO
O N HOLES, TYP EA SIDE
..
o ,n o
n^ 0 0 0 0
'
r `
PLAN 2� 00'
-
3.50" 1.00" L '
TP
ro 2-3(;0 HOLES FOR
\
0 %'0 M.B. TYP.
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 2/1.7.1
3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB.
STEEL T -BRACKET
3
_
FOR POST C6
�-r
�r<
! - l
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
pp Q�FESSIIco
gQ���
" S 5885 m
T �\Q
qTF OF
DATE SIGNED: April 5, 2017
r,A %C�_
clJwJeERIlVig
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R - 161071
DATE 04W17
DRAWN BY RER
CHECKED -MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
FOUNDATION DETAILS
L7.2
ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. B & C
B14 312 GA STL INSERT V! 815 DBL 14 GSTL INSERT816 %?—DBL 12 GA STL INSERT
i
BS
SO.ALUM W/
12 GAASTL"U"CHANNEL
89
ATTACHED
DBL 2x6.5x0.042
FREESTANDING
811
3x8 x0.042
B10
DBL 2x6.5x0.032
812
MAX
DBL3x8x0.042
MIN.
813
3x8x0.042
MIN
MAX
MIN.
MAX
MIN.
MAX
MIN.
TRIB
WIND
.POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST.
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
WIDTH
EXP.
SPACING
>
14 GA
STL INSERT
TYPE
SPACING
(IN.) TYPE
SPACING
ATTACHED
FREESTANDING
ATTACHED '
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
TYPE
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIG
WIND
MAX
POST
MIN.
FTG.
MAX
POST
FTG
MIN.
MAX
POST
FTG.
MIN.
,.
MAX
POST
FTG•
MW.
MAX
POST
FTG.
MIN
MAX
POST
19
MIN.
MAX
MIN.
MAX
MIN.
MAX
C2
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
WIDTH
EXP.
SPACING
POST
2g4"
qp
POST
130 c 21'-10" 21 C2
20-10" 36 C11 28'-2" 23 C5
POST
6,
130 B
POST
19
POST
34
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
39
C11
151" 36 C9 25'-9" 24
(IN.) TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.) TYPE
SPACING (IN.)
TOPE
SPACING
(IN)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.)
TOPE
SPACING
(IN.)
TOPE
8,
130 B
(SPAN)
20C2
(SPAN)
1T-0"
33
(SPAN)
23'-2'
22
(SPAN)
22'-5
35
(SPAN)
25-3"
23
(SPAN)
25-3"
35
(SPAN
130C
(SPAN)
23
(SPAN)
238
1 37
(SPAN)
16'-T 34 C8 27-3" 25
21'-3" 37 Cil 25'3 2B
(SPAM
13D B
1T8'
(SPAN)
C5
16-8"
5'
130 B
16-5
17 C1
14-T
33
C9
14-10
16
23
14'-10"
31
35
15.4"
16
130 C
15-2
31
181-W
17
37
1T 8"
33
C7
21'-0
19
16'-1"
21'4"
34
C8
2V T
Is-
20-5
20'-0"
32
C8
34
130 C
15'-0"
19
C1
C7
Cl
14'-2"
33
C7
1T3"
20'
•C1
C1
19'-1"
34
C9
14-7- 34 C10 14' 4" 19
13' 8" 33
t4'-10" 19
16'-0" 34 C8 20'-10" 21
20-0" 36 C11 20-0" 21 C1
6,
130 B
15-3'
18 Cl
13'-3"
31
C9
13'-T
17
C8
13'-T'
31
C5
14' 1"
17
C9
13'-1D"
31
16'4"
18
C9
16'-7'
32
C7
19'3'
19
14-7
19'-T
33
C8
19-T
19
Cl
18S
32
C8
18'-T 35 21'8 27
130 C
13'3
20
C1
C7
C7
C7
15'-10"
20
Ct
C2
13'-3" 34 C10 13'-1" 19
1Z-0 32
13'-T 19
13'-0 32
15-1" 33 C8 15-1" 22
18-3"
35
C9
18'-3"
21
C2
17.6"
33
C9
7,
130 B
14'-T
18 Cl
124"
31
C8
17-T
17
36
12'-T
30
13 1`
1T
17-10"
30
15'-T
18
15-0"
31
C7
18'4"
20
18'-1"
33
IT -7"
19
1T3'
31
C7
130 C
1T-5
20
C1
C7
C1
17-1"
31
C7
14'S
21
Cl
C2
16=10"
34
C8
1T•U'
22
C2
16'-2'
33
C8
174" 33 C10 17-2 20
11'T 31
177- 20
14'-0" 33 C8 Ir4r 22
e,
130 B
13'-3"
18 C1
11'-T
30
C8
11'-9"
18
Cl
11'-9"
29
17-3"
18
17-1'
29
14'-3"
19
C1
14'-1"
31
1T-7
20
1T-0"
32
C7
16'8
20
16'7
30
C7
130 C
11'-10"
20
C7
c1
11'-3'
31
C7
C2
15'-7
32
C8
11'-T 32 C10 11'4" 20
10-10" 31
11;_ 2D
13'3' 21 C2
C7
13'-1" 32 16'-T 23
C2
15-10' 34 CB 1S-10" 22
91
130B
17-7"
19 C1
11-0"
30
CB
11'-2"
18
C1
11'-7'
29
11-T
18
11'4'
29
13'8
19
62
13'-3"
30
16'-3"
21
16,0"
32
C7
158
20
15'-3'
31
C7
130 C
1T-3'
21
C7
C1
10-0"
30
C7
13'-0"
22
174"
32
C7
1S$
23
C5
143
32
C8
11-0" 32 C9 10'-9" 21
10'-3" 30
11-2" 21
15-0" 33 CB 15-0 23
10'
130 8
178
19 C2
10'4'
30
C8
10'-T
18
10'-T
29
11'4T'
18
ILr4r
29
12'-9"
20
12-T
30
154"
21
1S-2"
32
C7
14'•9"
21
143'
31
.
Cl
C7
C1
C7
12'-0"
22
13'-T'
31
C7
130 C 10'S 21 Cl
10'4" 32 C7 10'-T 21
5-9" 30
10'-7- 21
9'-1t;' 30
11'-9" 31 C7 14'-10" 24
14'-T 33 C8 14' 2 23
11s
1308
11'4"
19
C2
9'-10"
30
C8
117-9"
19
C1
29
108
19.
10'-3"
29
17-7
20
1
17-0"
31
14'$
21
14'8
32
C8
14'-1"
21
13'-1V
32
C7
130 C
10'-7
22
C7
9'-10"
21
C1
9 0
31
C7
11'-9"
23
C2
11' 3"
31
C7
14'-2"
24
C5
13'-0
31
C8
9'-10" 32 C9 9 9" 21
9-3 31
13-T 32 C7 13-T 24
17' >
130.8
10-10"
20
C2
9'8'
31
C8
9'-8"
19
9'$"
29
9'-B"
19
.94"
29
11'8'
20
11'8
31
14'-1"
22
13'-10'
32
138
21
13'-0
32
130 C
9'3'
22
C7
C7
11'3"
23
C2
C5
13'-0"
32
C8
13-0
24
12'8'
C7
9'b" 33 C70 9'4" 22
9'-0" 31
9'-1"' 22
8' 3' 31
10-9" 31 C7 13'-T 24
B14 312 GA STL INSERT V! 815 DBL 14 GSTL INSERT816 %?—DBL 12 GA STL INSERT
NOTES:
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(SPANr SHOWN ABOVE AND THE MAXIMUM POST
SPACINGS SHOWN ON DETAIL 611.7.1
i
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
POST
FTG.
POST
POST.
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
WIDTH
EXP.
SPACING
(IN.) TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.) TYPE
SPACING
(IN.)
TYPE
SPACING
ON.)
TYPE
SPACING
(N.)
TYPE
(SPAM
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
5
130 B
278
19
Cl
274'
35
C9
29'-2
20
C2
28'-9"
37
37-0
.31
37-0"
38
CS
2g4"
qp
C11
130 c 21'-10" 21 C2
20-10" 36 C11 28'-2" 23 C5
26'-10" 39 Cil 37-0" 24
6,
130 B
20'8'
19
20'4"
34
CS
26'43"
21
CS
26'-3"
36
29-2"
22
29'-7'
37
130 C
2Y -f7
22
C5
26'-10'
39
C11
151" 36 C9 25'-9" 24
24'-T 38 C71 29-2" 25
7
130 B
19 2"
20
02
18'-10i
33
C8
24'-0"
22
CS
24'4"
35
C9
2T-1"
22
2T-1"
36
130 C
16-0"
23
CS
24'-10"
38
C11
1T-0" 35 C9 23'-10" 25
22-5 37 C11 2T-1" 25
8,
130 B
16'-0"
20C2
1T-0"
33
C7
23'-2'
22
22'-5
35
C9
25-3"
23
25-3"
35
C10
130C
1T4"
23
CS
238
1 37
1 C11
16'-T 34 C8 27-3" 25
21'-3" 37 Cil 25'3 2B
V
13D B
1T8'
21
C5
16-8"
32
C7
21'-10"
23
CS
21'•6"
34
C8
23-10"
23
23'-10"
35
C9
130 C
164"
24
CS
27-0"
37
C11
1S-7- 34 C8 21'-1' 26
20'-1" 36 C11 23-10" 26
10,
130 B
16'-1"
21
C5
15'-10"
32
C8
20-5
23
C5
20'4"
34
C8
22'-8"
24
274"
35
C9
130C
1ST
24
14-10"
33
20-0'
26
2(r-i(r
36
C11
19'-1' 36 C9 2Z- 27
11'
130 B
15:4"
22
C5
15-2"
32
C8
1913'
23
C5
19'8'
35
C9
21'•8"
24
21'S
36
C9
130 C
14'-10"
24
14-7
33
19'-1"
27
C5
19-10":
36
C17
18'-T 35 21'8 27
12'
130 B
14'-9"
22
C5
14'8
33
CB
19'-0"
24
C5
18'$"
35
C9
20'-8"
24
20'8'
36
C10
130 C
14'-7'
25
13=T
32
18'-3
27
C5
8' 17' 35 20'x" 28
15-1"
36
C9
NOTES:
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(SPANr SHOWN ABOVE AND THE MAXIMUM POST
SPACINGS SHOWN ON DETAIL 611.7.1
;max
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
?0 ESS Igyq
Z
S588
TF OF CALF
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420,_
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 161071
DATE D41D6d17
DRAWNBY RER
CHECKED MDS
IAPM0195 V 2.0 .
LATTICE STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LL/SL, 130 MPH
---L8.-10_3 __
i
;max
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
?0 ESS Igyq
Z
S588
TF OF CALF
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420,_
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 161071
DATE D41D6d17
DRAWNBY RER
CHECKED MDS
IAPM0195 V 2.0 .
LATTICE STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LL/SL, 130 MPH
---L8.-10_3 __
s -
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
ESS I(
CO
S 5885 m
TF OF CA0
DATE SIGNED: April 5, 2017
"' ,A
,WV
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 I FAX 949.305.1420
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB A 161071
DATE 0410917
DRAWN BY RER
CHECKED 'MDS
IAPM0 195 V 2.0
ADDITIONAL STATE
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