BPAT2017-0078•
/ Q.�i � auucla
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Permit Type/Subtype: PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN
Application Number: BPAT2017-0078
Property Address: 53790 AVENIDA MONTEZUMA
APN: 774141003
Application Description: ESCHER / (2) DURALUM LATTICE PATIO COVERS
Property Zoning:
Application Valuation: $7,500.00
Applicant:
LDR CONSTRUCTION SERVICES
P.O. BOX 242
LA QUINTA, CA 92253
OCT 2 5 2017
CITY OF LA QUINTA
COMMUNITY 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: License No.: :LIC -0006238
Date� Const: o
v
OWNER -BUILDER DE RATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair any
structure, prior to its issuance, also requires the applicant for the permit to file a signed
statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business
and Professions Code) or that he or she is exempt therefrom and the basis for the
alleged exemption. Any violation of Section 7031.5 by any applicant for a permit
subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
(__-)1, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that he
or she did not build or improve for the purpose of sale.).
(� 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 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 Addre!
VOICE (760) 777-7125
FAX (760) 777-70i1
INSPECTIONS (760) 777-7153
Date: 10/25/2017
Owner:
JAMES ESCHER
53790 AVENICA MONTEZUMA
LA QUINTA, CA 92253
Contractor:
LDR CONSTRUCTION SERVICES
P.O. BOX 242
LA QUINTA, CA 92253
(760)413-4708
Llc. No.: :LIC -D) 06238
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 thew for which this permit is issued.
I have and will maintain workers' :ompensation insurance, as required by
ectwn 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My workers' compensation insuranc- carrier and policy number are:
Carrier: _ Policy Number: _
_ I certify that in the performance or 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 Sectior 3700 of the Labor Code, I shall forthwith
comply with those provisions.
D��n�� Applica` 7
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!300). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR.IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKPiOWLEDGEMENT
IMPORTANT: Application is hereby made to -he Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this apFlication 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 Cit+ of La Quinta, its officers, agents, and
employees for any act or omission related tothe work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this appication 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 cancellati )n.
I certify that I have read this application and ;tate 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 represencatives of this city to enter upon the above-
mentioned property for inspection purposes. n i
D�/ Signature (ApplicanjoAg
Date: 10/25/2017
Application Number: BPAT2017-0078
Owner:
Property "Address: '53790 AVENIDA MONTEZUMA
JAMES ESCHEF
APN: 774141003
53790 AVENIE•A MONTEZUMA
Application Description: ESCH£R / (2) DURALUM LATTICE PATIO COVERS
LA QUINTA, CA 92253
Property Zoning:
Application Valuation: $7,500.00
Applicant:
Contractor:
LDR CONSTRUCTION SERVICES
LDR CONSTRUC=TION SERVICES
P.O. BOX 242
P.O. BOX 242
LA QUINTA, CA 92253.
LA QUINTA, CA 92253
(760)413-4702.
---------------------------------------------------------------------------------------------
Llc. No.::LIC-0006238
Detail: ESCHER / (1) 304SF DURALUM LATTICE PATIO COVER AT NORTH EAST REAR YARD (2) 299SF DURALUM'LATTICE PATIO COVER AT NORTH SIDE
REAR YARD THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. PER 2016 CALIFORNIA BUILDING CODES.
FINANCIAL •• •
DESCRIPTION ACCOUNT QTY AMOUNT
BSAS SB1473 FEE 101-0000-20306 0 $1.00
QTY
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00
SMI - RESIDENTIAL
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER EA ADDITIONAL
101-0000-42400
0
$52.01
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER EA ADDITIONAL PC
101-0000-42600
0
$39.01
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER, STD, OPEN
101-0000-42404
0
$104.55
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600.
0
$102.99
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: .$298.56
DESCRIPTION
ACCOUNT
QTY
AMOUNT
RECORDS MANAGEMENT FEE
101-0000-42416
0
$10.00
Total Paid for RECORDS MANAGEMENT FEE: $10.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.98
Total Paid for STRONG MOTION INSTRUMENTATION SMI:. $0.98
DESCRIPTION ACCOUNT QTY AMOUNT
TECHNOLOGY ENHANCEMENT FEE, 502-0000-43611 0 $5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: $S.00
l in.
City Of - i s Quinta
Buikling 8t Safety Division
P.O. Box 1504, -78-495 Cage Tampico
ta.Quinta, CA 92253 -:(760) 777-7012
GC11 Building Permit Application and Tracking Sheet
Perinit #
6 PAi )J�>t 1
Project Add tess: �j?j- 7 A�IENiAA
Owner's Name:. �pq�g �o�=CitEi2.
A. P. Number.' j-1}- _ t7 3
Address: �3� �Ji�0. Ma►.1 C .d
tCz� StiNT� no-.ue�i7a
Legal Description: w.—T= 2` vl ►cb 196 e r vAc,
!City, ST, Zip: Com. 9-2
Contractor. T u^ CC
Telephone.
Address:` X-2
ProjectDescription: 2 _ �4ZTNI�D
City, ST, Zip: L P,-QU 1tS'j(�. °5 221j
�rL�.l1VLl1.lU M V�iC ���
Telephone:—](,,-O AA-2, 4—i08 -)k%,Z.
State Lic. # : )3383G City Lic, #; (o 2
. 2i g 6 12
Arch., Engr., Designer
e }
44-
Address:
City., ST, Zip:
Telephone:
Construction Type: o .panty:
Project type (circle one)• New) Add'n Alter Repair Demo
Sq. Ft.�� a" T° # Stories: #Units:
State Lic. #:
Name of Contact Person:D QgE-L�,
Telephone # of Contact Person�10 411 7Qg
Estimated Value of Project: �(
APPLICANT: DO NOT WRITE BELOW THIS UNE
N
Submittal
Req'd
' Reed
TRAC MG
PERM[r FEFS-
Plan Sets
Plan Check submitted
item Amount
Strgcturai Cates.
Reviewed, ready for corrections
Plan Check Dgwsit. .
Truss Cala.
. Caged Contact Person
Pian Cheek Balance
Title 24 Calci.
Pians picked upCoastrucdon•
Flood plain plan
Plans resubmlfted.*.
Mechariieal
Grading plan
2'! Review, ready for correctionsfusve
Electrical
Subcoatsctor List
Called Contact Person
Plumbing
Grant Deed
Plana picked up
ML
H.O.A. Approval
Plans resubmitted
Gradlug
IN HOUSS:-
'1Q Review, ready for torrectionsilssae
Developer Impact Fee
Planning Approval.
Called Contact Person
A.LP.P.
Pub. YVb. Appr
Date of permit Issue
School Fees
Total PermitFees
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-.c::.,...:;=:,.•:.:____.. a =-:. _ ..�..�:..:..,,: - -- -
i . PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. I
I POINT OF CONTACTS GENERAL NOTES I
INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW:
CONTRACTORS: PLEASE CONTACT DURALUM
BUILDING DEPARTMENTS: PLEASE CONTACT 4STEL ENGINEERING
HOME OWNERS: PLEASE REQUEST ANY INFORMATION THROUGH YOUR CONTRACTOR
26030 ACERO SURE 200 PHONE: (V49)30S-11S0
MISSION VIEJO. CA 92691 FAX (949) 305-1420
STRUCTURAL ENGINEER OF RECORD: DUSTIN K ROSEPINK SE 5685
POINT OF CONTACT: MARIE -DOMINIQUE SETA, SE S987
I DESIGN PARAMETERS
GOVERNING CODES:
THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLIES WITH THE 2012015 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 2012015 IRC AND 201312016 CRC SECTION AH105.2 FOR 10 PSF RESIDENTIAL CONSTRUCTION AND ACI 316-14 FOR
20,25 AND 30 PSF RESIDENTIAL AND CQMhJERCIAI, CONSTRI Ir..TInN '
1. IN HFbIUI:N I IAL APPLICAYIONS:
CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER 1.
ROOF LIVE LOAD: 10 PSF (20 POUNDS PER SQUARE FOOT AND GREATER MAY BE USED FOR COMMERCIAL APPLICATIONS AND RESIDENTIAL CARPORTS).
ROOF SNOW LOADS: 10, 20, 25, 30,40 & 50 PSF (SNOW LOADS AT GROUND LEVEL).
2. IN COMMERCIAL APPLICATIONS:
CBC AND IBC CHAPTER 16.
ROOF LIVE LOAD: 20 PSF.
ROOF SNOW LOADS: 20, 25, 30, 40 & 50 PSF (SNOW LOADS AT GROUND LEVEL).
WIND SPEED DESIGN PARAMETERS:
THE BASIC WIND SPEEDS CONSIDERED IN THIS REPORTARE 110,120,130 MPH, EXPOSURES B AND C (BASED ON THE CBCnBC).
FOR USE WITH THE 201220113 CRCARC, DIVIDE THE REQUIRED CRCIIRC WIND SPEED BY SQRT(0.6).
CBC I IBC WIND SPEED I 110 MPH 120 MPH 130 MPH
EQUIVALENT CRCARC WIND SPEED I 85 MPH 93 MPH 101 MPH
EXAMPLE: IF CRC/IRC WIND SPEED IS 85 MPH, THE PATIO COVER CONSTRUCTION SHALL BE BASED ON 85 MPH/ SORT(0.6) =110 MPH.
SNOW LOADS DESIGN PARAMETERS:
1. R IS THE RESPONSIBILITY OF THE CONTRACTOR FOR THIS PROJECT TO VERIFY SNOW LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION. 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 LOQAL 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 S21 OR L2.1 SHALL BE APPUED 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. SAS =1.0, SDI = 0.50
4. RESPONSE MODIFICATION FACTOR, R=1.25
5. RISK CATEGORY II
6. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-10 SECTION 12.8.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY
SITE WITH Ss> 150, CONSIDERING SS =1.50. 1
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.
5. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCEISEI 7, SECTION 26.2.
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 HEIGHT} 20' MIN
3. MINIMUM COVER PROJECTION IS 10.
4. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' x 10'
5. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DECK: SEE DETAIL 1BIS3.2
6. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH OURAPANEL- SEE DETAIL 1AIS3.2
7. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG.
B. THE RATIO (WP), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY COVER PROJECTION OR WIDTH (P, FT), SHALL NOT EXCEED ONE (1).
9. THE RATIO (UP), 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 PATIO COVER SUPPORT
BEAM TO THE OTHER, INCLUDING ANY BEAM SPLICES. THE STRUCTURE LENGTH SHALL BE DETERMINED THIS WAY REGARDLESS OF ROOF COVERING TYPE. INCLUDING
COMBINATION ROOFS WITH BOTH TRELLIS AND DECK ROOF USED ON THE SAME CONTINUOUS PATIO COVER STRUCTURE. HOWEVER, OPEN LATTICE PORTIONS OF THE
STRUCTURE SHALL NOT BE COVERED BY ROOF DECK PER IAPMO 195.
11. PATIO COVERS WITH SOLAR PANELS ON THE ROOF: CONTACT DURALUM PRIOR TO ORDERING THE PART AND SUBMITTING DRAWINGS TO LOCAL AUTHORITY HAVING
JURISDICTION.
12. CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EXISTING ROOF OVERHANG, AS SHOWN ON TABLE 1 ON S6.1 AND/OR L6.1, ARE ASSUMING THAT THE EXISITNG
WOOD RAFTERS OR TRUSSES ARE DOUGLAS FIR -LARCH ND2. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPECIES WITH Fb t 900 psi AND Fv t 180 Psi.
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 OF 2,500 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 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS.
5. SCREWS: ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR 1976, ICC -ESR 3006, OR APPROVED EQUAL
B. 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 WEIGHT OF THE PATIO COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECTION PROPERTIES. THE SQLID COVERS VARY IN WEIGHT FRnM
ARnI IT t Dcc TO PROLrT 2 PCr,
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 100 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 SUBMIT-fED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY THE PERTINENT SrrE-SPECIFIC STRUCTURAL COMPONENTS
LOCATED WrrHIN THiS U;pMO 115TED 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 ENCLOSABILITY.
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 LAPMO REPORT IS NOT REQUIRED.
ATA MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT.
I. TITLE SHEET AND GENERAL NOTES, GOA
2. STRUCTURAL CONFIGURATION (i.e. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). S1x OR L1.x
3. BASED ON THE REQUIRED DESIGN LOADS, SFTESPECIFIC RAFTER AND10R PANEL SPAN TABLES.
4. TYPE OF HEADER, POST TYPE & 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:
WIND LOAD: `
LIVE I SNOW LOAD:
SEE SHEET S1.x OR L1.x FOR SHEET INDEX
ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS.
I
SHEET INDEX
OF &
13UILDIN
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DATED"�`I7
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500.
Q�FESS 1(�
S5885
r
qTF OF
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AHJAPPROVAL
QUIN PA
FETY D .
vE
UCTION
ON
i DESCRIPTION
4STEL JOB A
DATE 04/05!77
V
DRAWN BY RER
CHECKED M
IAPM0195 V 2.0
TITLE SHEET,
DESIGN LOADS, -
GENERAL NOTES
s
G0.1
m
p
• � � 1
(E) BUILDING "
~ SOLID ROOF PANEL'
SEE NOTE 2
' 4 (E) BLDG. .
SLOPE S N0 2
r -- EXT. BEAM
SEE NOTE 3
TABLE 1
MINIMUM NUMBER OF POSTS REOUfRED
• WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG
I
i ! 1 SOLID COVER CONNECTION
TO BLDG SEE' NOTE' 2
WIND SPEED AND EXPOSURE
NOTES'
C>
I I
110C 1 1205 1200
1308
Z
w
' '
2
2 2 3
N
I i I I I I
'
COL TIP I I
aN
U
U
z
w
�
z
3 3 3
3
i I SEE JNOTE,4I''
T
o
o
z
I
I SOLID COVER CONNECTION I
TO BEAM SEE NOTE' 2
4
W
a
3
I
4
5
-
~ SOLID ROOF PANEL'
SEE NOTE 2
' 4 (E) BLDG. .
SLOPE S N0 2
r -- EXT. BEAM
SEE NOTE 3
TABLE 1
MINIMUM NUMBER OF POSTS REOUfRED
-SOLID
• WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG
~-
WIND SPEED AND EXPOSURE
NOTES'
WIDTH
1108 :
110C 1 1205 1200
1308
13DC
6
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
11'
4
4 4 5
5
6
17
4
5 5 6
5
7
- v
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
-
TRIG
WIND SPE D AND EXPOSUR
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO .
WIDTH
110B
11DC 1 1208 12DC I
1308
1300
S
2
2 2 22
3
6
2
2 2 3
3
3
T
2
3 3 3
3
41
6.
2
3 3 4
3
4
9
3
3 3 11
A SEE SHEETS S4.1 &S4.2 FOR BEAM PROFILES. '�
- 5
1Q
3
4 4 4
4
5
11'
3
4 4
FACTORS DUE TO DRI TAND SLIDING `
C. BEAM OVERHANG ; OH' SHALL NOT EXCEED - 25%; OF BEAM'S ADJACENT CLEAR SPAN.
LOADS.
S3.1A- SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND
4 45-
E SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS.
MINIMUM FASTENERS
-SOLID
~-
LCONCRETE
NOTES'
BEAM OH BEAM CLEAR SPAN
BEAM CLEAR SPAN
o
z
�1
J
SLAB,
SEE NOTE 5 -
STS SHOWN INTHIS, TABLE IS A MINIMUM. AM
1 NUMBER OF Q
'MAX
SEE NOTE 1
; Z _
POSTS AS RE. I EDTO ENSU E THATTHEPPOSTSPAGNG
•
w
o
W
-
2-
(SPANJ' SHOWN ON SHEETS SSxx.z OR LB.xx.x IS NOT E)CEEDED.
N
CONCRETE FTG,`
-' LENGTH 'L' SEE NOTE 1 _
BEAM
OH
SEE NOTE 5' TYP_
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 31S6.3
- SEE NOTE 1 •
_
Y '
OR 3ft8.3. „
•
- v
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
-
,
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO .
- - �_ _s - _ . _
_ ,..
• '
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR U13.
I , PLAN VIEW
ISOMETRIC VIEW -Y
TABLE 1 - MINIMUM - -
A
C^
1/16•=1'-0"
B
3/32•=1'-D°
NUMBER OF COL REQ.
N0"4"
1. PATIO /COVER, DIMENSIONS '�- .`►
3. SEAMS, f
SHEET INDEX - SOLID PANEL STRUCTURES: TYPE A
Y
•
A.IENGTH7OFSfRUCTUL' RE -SHAtL�NOT i8E LESS;.THAN EFTS -PROJECTION 'V. SEE DESIGN
A SEE SHEETS S4.1 &S4.2 FOR BEAM PROFILES. '�
GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
ASSUMPTION�'NeOTEIi10' FOR�PATIO COVERS'CONSISRNG OF SOUD COVERS AND LATTICE
B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS. L
S1.1- SOLID PANEL STRUCTURES: TYPE A
FRAMING. P ' '� r ' +Q !N 7 fr, 1f, , i
C. SFE SHEETS STI AND S8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
S21 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION
B. 'HEIGHT OF STRUCTURE,;H`�(TO TOP OF -COVER) SHALL' -NOT BE OVER 12 FT.
D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
FACTORS DUE TO DRI TAND SLIDING `
C. BEAM OVERHANG ; OH' SHALL NOT EXCEED - 25%; OF BEAM'S ADJACENT CLEAR SPAN.
LOADS.
S3.1A- SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND
EXCEPEION=sNO;OVERHANG�ALLOWED AT•I BEAMS CONNECTED TO SIDE OF COL
E SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS.
MINIMUM FASTENERS
D. SOUD COVER OVERHANG -'6k ti LL NOT EXCEED'! 25% OF BOTH DECK & IRP SOLID
F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE
S3.2- SOLID PANEL STRUCTURES: CROSS SECTIONS -
COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
SPLICE, WHEN NEEDED, SHALL BE LOCATED IMMEDIATELY ABOVE,,AN INTERIOR COLUMN. NO
S4.1 - SOLID PANEL STRUCTURES: BEAM PROFILES
E. `TRIBUTARY WIDTH ARE AS .SHOWN ON PLAN:
BEAM SPLICE SHALL BE PERMfTTED BETWEEN COLUMNS OR ON TOP OF AN EXTERIOR
S42 - SOLID PANEL STRUCTURES: BEAM PROFILES
a` ; r
COLUMN.
S4.3 - SOLID PANEL STRUCTURES: COLUMN PROFILES "
• TRIG' (Bext)= Yt`ADJACLMT, DECK `CLEAR• SPAN @ RIGHT*f^1.
S4A - SOLID PANEL STRUCTURES: MEMBERS PROFILES
-
+ DECK OH @ LEFT "� ^ - �, •
t
4. COLUMNS i'
t.` S4.5 - SOLID PANEL STRUCTURES: CONNECTORS
•
• TRIB (BLDG)=Y2 ADJACENT DECK CLEAR, SPAN
1
S5.1 - SOLID PANEL STRUCTURES: SPLICE DETAILS • `
1
A SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON r
S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT,TO EXISTING BUILDING
2. SOLID COVERS
- COVER DIMENSIONS. " '
S6.2 - SOLID PANEL STRUCTURES: CONNECTION DETAILS 7 -
B. SEE SHEET S4.3 FOR COLUMN PROFILES.'
S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS - y
A SEE SHEET S11A FOR DECK PROFILES AND MAXIMUM SPANS.
C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM f?OST SPACING.
S7.1 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS -
`� B. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS-
" t
S7.2- SOLID PANEL STRUCTURES: FOUNDATION DETAILS
S8-VLX SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
SPANS.
-
C. SEE SHEET S2 1 FOR REDUCTION OF SOLID_ COVER MAXIMUM SPAN WHEN DESIGNING FOR
5. FOUNDATIONS ark
PSF LUSL, IXO MPH
-� SNOW LOADS • "''''�_ (.- -.,, - •-- . - L
-
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
D. SEE SHEET S3.2 FOR CONNECTION OF SOLID COVERS TO SUPPORTINGBEAMS.n' .: ,�
A� SEE SHEET S7.1 `FOR'COLUMN CONNECTION' TO FOUNDATION: -- --
4_
E. SEE SHEETS S3.2&S6.1 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING.
B. SEE BEAM SPAN TABLES ON SHEET SB.xx.x`FOR MINIMUM FOOTING' SIZE- FOR PATIO. COVER; .":'r. - ; •--.
F. MINIMUM SLOPE OF SOUD DECK COVERS TO BE PER SHEET S3.2. _
SUPPORTED ON CONCRETE FOOTING, WED ON BEAM SPAN SELECTED.
G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2. r
C. SEE STI FOR ALTERNATE FOOTING SIZES.
RADE
D. SEE 8/57.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE-
rSOLID PANEL STRUCTURE TYPE A: ATTACHED SING LE'SPAN WITH OPTIONAL CANTILEVER
2485 RAILROAD ST-,
CORONA, CA 92880
951.736.4500
DATE SIGNED: April 5, 2017
n -
EA,c;/fvEEAWa
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AW APPROVAL
REVISIONS
MARK DATE DESCRIPTION '
r r
4 STEL JOB 4 16.1071
DATE 04105117
DRAWN BY • RER _
CHECKED' MDS -
' IAPMO'195` ` V 2.0's --�'
SOLID PANEL STRUCTURES:
TYPE A
S1.1,
n
m
m
z
II
(E) BUILDING
RAFTER
SEE NOTE 2
OH BEAM CLEAR SPAN BEAM CLEAR SPAN o
TE 1 z
LENGTH 'L' SEE NOTE 1 z w
RFAN
RAFTER CONNECTION
t
TO BLDG SEE NOTE 2 I I I I I
ROOF OVERHANG OR
MCK MASONRY WAI
I
I I I I I
1103
1100 1208 1200
C)
Z
w
LATTICE @ 3- PR 6'I O.C.
5
2
2 2 3
SEF( NOTE 2 I
a
o
2
! ) EDGE COL, i !
w
w
w
w
a
7
2
I I I I SqNOTE 4
cr
4
W
C
3
3 3 4
4
w
I RAFp CONNECTION I ! I BEAM SEE NOTE 3 i
i TO BEAM i EE NOTE 2
I �
3
CL
4
OH BEAM CLEAR SPAN BEAM CLEAR SPAN o
TE 1 z
LENGTH 'L' SEE NOTE 1 z w
RFAN
!
C FLAN VIEW ISOMETRIC VIEW
B 3/32'=1'-0°
I
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 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 257 OF BEAM'S ADJACENT CLEAR SPAN.
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 LATTICES ADJACENT SPAN, OR 24'
MAX.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= Xt ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
• TRIB (BLDG)=1 ADJACENT DECK CLEAR SPAN
2. LATTICE COVERS
A. SEE SHEET L4.1 FOR LATTICE PROFILES.
B. SEE SHEETS 1.3.1A & L3.iF FOR RAFTER PROFILES 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.
3. BEAMS
A SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEETS L7.1 & LSxx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS. k
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.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
5. _FOUNDATIONS t;."t ;rh
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 SELECTEU::'
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 8/L7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE
t
TRIB
ROOF OVERHANG OR
MCK MASONRY WAI
!
C FLAN VIEW ISOMETRIC VIEW
B 3/32'=1'-0°
I
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 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 257 OF BEAM'S ADJACENT CLEAR SPAN.
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 LATTICES ADJACENT SPAN, OR 24'
MAX.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= Xt ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
• TRIB (BLDG)=1 ADJACENT DECK CLEAR SPAN
2. LATTICE COVERS
A. SEE SHEET L4.1 FOR LATTICE PROFILES.
B. SEE SHEETS 1.3.1A & L3.iF FOR RAFTER PROFILES 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.
3. BEAMS
A SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEETS L7.1 & LSxx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS. k
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.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
5. _FOUNDATIONS t;."t ;rh
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 SELECTEU::'
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 8/L7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRED
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIB
I
WIDTH
1103
1100 1208 1200
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRED
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE'MAX POST SPACANG
(SPANT SHOWN ON SHEETS S&xx-.x OR LB.xxx IS NOT E)2:EEDED.
2 THIS TABLE IS TD BE USED W CONJUNCTION WITH DETAIL 31SR3
OR 3/L6.3.
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHET ICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3.
(�)=MBE'R - MINIMUM
OF COL REQ
SHEET INDEX - LATTICE STRUCTURES: TYPE E
GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
1-1.1 - LATTICE STRUCTURES: TYPE E
1-2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLIDING
1-31A - 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
L8.w(.X - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LL/SL, 1X0 MPH
39.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE E: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS I(�
Q
S5885 m
TF OF CALYFc�
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
*U APPROVAL
RE<'ISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 16.1071
DATE 04/017
DRAWN BY RER
CHECKED MDS
IAPMO 195 V 2.0
LATTICE STRUCTURES:
TYPE E
L1.1
i
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIB
WIND SPEED AND EXPOSURE
WIDTH
1103
1100 1208 1200
130B
1300
5
2
2 2 3
3
3
6
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
1Q
3
4 4 5
5
6
11'
1 4
4 4 5
5
6
17 1
4
1 5 5--j 6 1
5
1 7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
WIND SPEED AND EJPO.SURE
WIDTH
1108
1100 1208 12DC
1308
1300
S
2
2 2 2
2
3
6
2
2 2 3
3
3
7
2
3 3 3
3
4
a
C
3 3 _
...4 ..,
9
3
3 3 . 4
4
5
7l7
3
4 4 4
4
5
11'
3
4 4 5 1
5
6
17
1 3
1 4 4 5
3
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE'MAX POST SPACANG
(SPANT SHOWN ON SHEETS S&xx-.x OR LB.xxx IS NOT E)2:EEDED.
2 THIS TABLE IS TD BE USED W CONJUNCTION WITH DETAIL 31SR3
OR 3/L6.3.
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHET ICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3.
(�)=MBE'R - MINIMUM
OF COL REQ
SHEET INDEX - LATTICE STRUCTURES: TYPE E
GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
1-1.1 - LATTICE STRUCTURES: TYPE E
1-2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLIDING
1-31A - 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
L8.w(.X - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LL/SL, 1X0 MPH
39.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE E: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS I(�
Q
S5885 m
TF OF CALYFc�
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
*U APPROVAL
RE<'ISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 16.1071
DATE 04/017
DRAWN BY RER
CHECKED MDS
IAPMO 195 V 2.0
LATTICE STRUCTURES:
TYPE E
L1.1
i
(E) BUILDING
rRAFTER
SEE NOTE 2
I
!
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
I i 1 j RAFTER CONNECTION
CL
N
TRIB
i TO BLDG SEE NOTE 2! I
cr
I E 1 I I •
J
1100 120B 1200
1308
1300
5
2
2 2 3
3
I j LATTICE @'3" OR 6" O.C.a
6'
2
i ! I SEE NOTE .2
3
o
1 j i j /-71 EDGE COLI I
2
U
m
RAFTER CONNECTION SEE NOTE '4
cr
a
TO BEAM SEE NOTE 21
3 3 4
4
5
3
3
SEAM OH BEAM CLEAR SPAN BEAM CLEAR SPAN o F
E NOTE 1 w z
w
LENGTH 'L' SEE NOTE 1 vwi
Ir� PLAN VIEW
NOTES:
I. 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 '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. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= Ji ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
• TRIB (Bint)= J ADJACENT DECK CLEAR SPAN @ RIGHT
+ )i ADJACENT DECK CLEAR SPAN @ LEFT
• TRIB (BLDG)=J4 ADJACENT DECK CLEAR SPAN
3
2. LATTICE COVERS
A SEE SHEET L4.1 FOR LATTICE PROFILES.
B. SEE SHEETS L3.1A & L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS.
C. SEE SHEET L2.1 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEETS U5.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
ROOF OVERHANG OR WOOD, CONCRETE,
BRICK MASONRY WALL SEE SHT. 8
RAFTER SEE
NOTE 2-
i
-CONCRETE FTG,
SEE NOTE 5, TYP
TI.,
• "t
11Y
�o� ISOMETRIC VIEW
0
'3/32•=1'-0°
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 Be 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.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 8/1-7.1 FOR ATTACHED PATIO COVER SUPPORTED -ON SLAB ON GRADE.
0
0
Z
W
w
x
x
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRED
NOTES:
1. NUMBER OF POSTS SHOWN W THIS TABLE 6 A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE 'MAX POSTSPACING
CONCRETE SLAB, (SPANT SHOWN ON SHEETS SB.xx.x OR LB.xx x IS NOT EXCEEDED.
SEE NOTE 5 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 356.3
OR 311..6.3.
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 U5.3.
A TABLE 1 - MINIMUM
NUMBER OF COL REO.
SHEET INDEX -LATTICE STRUCTURES: TYPE F
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
L12 -LATTICE STRUCTURES: TYPE F
L2.1 - 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: 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_xxX- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LLISL, 1X0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE F:'ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
M:<
y_.
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FESS I(
Cn
W
S5885
o'
lq UCT�
TF OF CAL t
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB >I 151071
DATE 04/05117
DRAWN BY RER
CHECKED MDS
IAPMO 195 V 2.0
LATTICE STRUCTURES:
TYPE F
L1.2
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIB
WIND SPEED AND EXPOSURE
WIDTH
110B
1100 120B 1200
1308
1300
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
3
3
4 4 4
4
5
10'
3
4 4 3
5
6
11'
4
4 4 5
5
6
12
1 4
1 5 1 5 6
5 1
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
WIND SPEED AND EXPOSURE
WIDTH
1108
110C 1208 12DC
1308
130C
S2
2 2 2
2
3
6
2
2 2 3
3
3
T
2
3 3 3
3
4
If
2
3 3 4
3
4
9
3
3 3 4
4
5
10'3
4 4 4
4
5
11'
3
4 4 5
5
6
72
3
4 4 5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN W THIS TABLE 6 A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE 'MAX POSTSPACING
CONCRETE SLAB, (SPANT SHOWN ON SHEETS SB.xx.x OR LB.xx x IS NOT EXCEEDED.
SEE NOTE 5 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 356.3
OR 311..6.3.
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 U5.3.
A TABLE 1 - MINIMUM
NUMBER OF COL REO.
SHEET INDEX -LATTICE STRUCTURES: TYPE F
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
L12 -LATTICE STRUCTURES: TYPE F
L2.1 - 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: 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_xxX- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LLISL, 1X0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE F:'ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
M:<
y_.
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FESS I(
Cn
W
S5885
o'
lq UCT�
TF OF CAL t
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB >I 151071
DATE 04/05117
DRAWN BY RER
CHECKED MDS
IAPMO 195 V 2.0
LATTICE STRUCTURES:
TYPE F
L1.2
I V*
ATTACHED COVER DESIGN ASSUMPTIONS GROUND SL, psf hd, ft.
Lu = 20'-0" MAX. 25 34
hd = 0.043 (Lu)am (SL + IOP - 1.5 `30 1.43 MAXIMUM U
he = 3'-6" MIN. > 30 NOT PERMITTED
W=4hd=1-0"
ATTACHED COVERS
N.T.S.
c ,
)
l
1
NOTE
SED IN DESIGN THE MAXIMUM ALLOWABLE TABULATED SPANS FOR SOLD
ROLL FORMED ROOF PANELS AND BEAMS USED IN THE
CONSTRUCTION OF ATTACHED RESIDENTIAL AND
COMMERCIAL COVERS MUST BE ADJUSTED PER TABLES 1
AND 3 WHEN DESIGNING FOR SNOW SLIDING AND/OR
DRIFTING.
I.
i
f
i •
�T
.rte
of
i
r
SNOW LOAD DESIGN CRITERIA: DRIFT &SLIDING
FREESTANDING COVER DESIGN ASSUMPTIONS
IF S < 20' AND S < 6h, THEN SITE SPECIFIC ENGINEERING IS REQUIRED.
IF S > 20' OR S > 6h, THEN NO SNOW DRIFTING AND/OR SLIDING NEED TO BE CONSIDERED.
\FREESTANDING COVERS
N.T.S.
TABLE 3
TABLE 2
BEAMS SPAN REDUCTION FACTORS
BEAM TYPE
ATTACHED COVERS
LATTICE RAFTERS SPAN REDUCTION
RAFTER TYPE
GROUND SNOW LOAD (psf)
25 30 40 50
7x61/2"20:24.
0.8 0.8
0.75
0.75
7'x61/7'x0.32"
0.85 0.8
0.75
0.75
2'x61!2"x0.42"
0.8 0.85
0.8
0.75
3"x8"
0.6 0.8
0.75
0.75
(2) 2"x6 1/2"x0.24"
0.85 0.8
0.8
0.8
(2) 2"x6 1/2"x0.32"0.85
0.8
0.85
0.85
(2) 2"x6 1/2"x0.42"
0.85 0.85
0.8
0,8
c ,
)
l
1
NOTE
SED IN DESIGN THE MAXIMUM ALLOWABLE TABULATED SPANS FOR SOLD
ROLL FORMED ROOF PANELS AND BEAMS USED IN THE
CONSTRUCTION OF ATTACHED RESIDENTIAL AND
COMMERCIAL COVERS MUST BE ADJUSTED PER TABLES 1
AND 3 WHEN DESIGNING FOR SNOW SLIDING AND/OR
DRIFTING.
I.
i
f
i •
�T
.rte
of
i
r
SNOW LOAD DESIGN CRITERIA: DRIFT &SLIDING
FREESTANDING COVER DESIGN ASSUMPTIONS
IF S < 20' AND S < 6h, THEN SITE SPECIFIC ENGINEERING IS REQUIRED.
IF S > 20' OR S > 6h, THEN NO SNOW DRIFTING AND/OR SLIDING NEED TO BE CONSIDERED.
\FREESTANDING COVERS
N.T.S.
TABLE 3
ATTACHED COVERS
BEAMS SPAN REDUCTION FACTORS
BEAM TYPE
GROUND SNOW LOAD (psf)
25
30 1
40
50
B7 61/2" GOLLTL-F RMED
0.85
0.8
0.8
0.8
B2 MAG BEAM
0.8
0.8
0.85
0.85
B3 4" I -BEAM
0.85
0.85
0.85
0.85
B4 MCr. rIyrrgR
0;0
0.0
0.0
u.6
BS 3" SO ALUM W/
0.8
0.8
0.8
0.8
12 GA STL'U" CHANNEL
B6 7" I -BEAM
0.85
0.85
0.85
0.85
B7 7" I -BEAM W/
0.85
0.85
0.8
0.8
ONE 'C' SPUCE
B8 7° I -BEAM W/
0.85
0.8
0.8
0.8
TWO'C SPLICES
B9 (2) 2 x 6 1/2 x 0.042
0.8
0.8
0.75
0.75
B10 (2) 2 x 6 112 x 0.032
0.8
0.8
0.8
0.75
B11 3 x 8
0.75
0.75
0.7
0.7
B12 (2) 3 x 8
0.8
0.8
0.75
0.7
B13 3x8W/
0.8
0.8
0.8
0.8
14 GA. STEEL INSERT
B14 3 x B W/
0.85
0.85 •
0.85
0.85
12 GA. STEEL INSERT
B15 (2) 3 x 8 W/
0.85
0.85
0.85
0.8
14 GA. STEEL INSERT
B16 (2) 3 x 8 W/
0.8
0.8
0.8
0.85
12 GA. STEEL INSERT
7
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
1pFESS I qyq
K
S5885
r T �P
9TF OF CAl-\F
DATE SIGNED: April 5, 2017
//% TCL,;L_
M vo111e/=R11vo
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHJAPPROVAL
j -
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB A ' 161071
DATE 04!06/17
DRAWNBY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
SNOW LOAD DESIGN:
SPAN REDUCTION FACTORS
DUE TO DRIFT & SLIDING
L2.1
A
ALUM. ALLOY 30D H36 JALUM. ALLOY3004-H36 ALUM, ALLOY 3004-1-136
r
• it �,
( T � T o .
T o i
c
l
' I
2000' 4.000' 2.000"
t `\ z.000' . MAX
3.000"
n, l 3' x 8' RAFTER R2 2' x 6 S RAFTER RS DBL 2' x 6.5' RAFTER
f
3x8 RAFTER. -ATTACHED STRUCTURE
2X6 12 RAFTER -ATTACHED STRUCTURE
DBL. 2c612 RAFTER -ATTACHED STRUCTURE
LUSL
T-..
ON)
SPACING WIND SPEED / E)P
LUSL
T
ON)
SPACING
O/C
110B
WIND SPEED / EXP
110 C 120 B 120 C 130 8
130 C
LCL
T
Q
SPACING
O/C
110 B
WIND SPEED / EXP
110 C 120 B 12Q C 1308-
130 C
O/C 11013 110C 120 B 120 C 130 B 130 C
10
0.042
16' 29'-8' 29-6' 29'-8'
28'-9' 29'-3' 26'-3"
10
0.02424'
16'
16'-0'
15-10'
16'-0'
16-0'
15'-9'
13-8'
10
0.024
16'
2T-6'
27-4'
27-6'
21'-1'
22-2'
19-2'
24' 24'-2' 24'-1' 24'-Y 23=6' 24'-0' 21'-6'
13'-1' 13'-0' 13'-1' 17-3' 12-10' 11'-2'
24' 18'-4' 18'-3' 18'-4' 1T-3' 18-2`
16-0'
20
0.042
16' 23-0' 23'-0' 23'-0' .23=0' 23'-0' 27-9'
0.032
16' 20-3' 20-2' 20-3', 19-8' 20-1' 18'-2''
0.032
16' 28'-7' 28'-0' 28'-7' 2T-9' 28-3'
26-T
24' 18'-9' 18'-9' 18'-9' 18=9' 18'-9' 18'-9'
24' 16'-7' 16-6' .16'-7' 16'-1' 19-4' 14'-10'
24' 23'•+ 23'-3' 23'•4' 22-8' 23-1'
2Q-10'
25
0.042
16' 19-8' 19-8' 19-8' 178* 19.8' 19'-8'
0'042
16.' 24'-6' 24'-4' 24'-6' 23-9' 24'-3' 23'-2'
0.042
16' 34'-7' 34'-4' 34'-7' 33J' . 34'-2'
37-8.'
24' 16'-1' 16'-1' 16'-1' 16=1' 15-1- IV 1'
24' 20-1' 20-0' 20'-1' 19.6' 19-9' 19-0'
24' 28'-2' 28'-1' 28'-2' 27-4' 2T-10'
29-8-
3o
0.04216'
18'-1' 19-1' 18'-1'
18=1' 18'-1' 18'-1"
20
0.024
16'
174'
174'
17-4'
174' 17-4'
124'
20
0.024
16'
1T4' 1T4' 1T4'1 -r-4" 1T-4'
1T-3'
24' 13'-9' 13-9' 13'-9' 13'-9' 13'-9' 13'-9'
241. 10'-2' 1Q-2' 10'-2' 1Q-2' 10'-2' 10'-1'
24' 14'-2' 14'-2' 14'-2' 14'-2' 14'-Y
14'-2'
40
0.042
16' 75-10' 15-10` 15-10' 15-10' 15-10' 1S-1 D'
0.032
18' 15'-8' 15-8' 15'-e' 15'4' 15'-8' 15-8'
0.032
16' 27-1' 27-1' 22-1' 22-1' 22-1'
27-0'
24' 17-1' 17-1' 12-1' 17-t' 17-1' 17-1'
24' 12-10' 12-10' 12-10' 17-10' 17-10' 12'-9'
24' 18'-1' 18'-1' 18`-1' 10-1' 18-1'
19-W.
50
0.042
16' 13'4' 13 4-4' 13'' 13�" 13'4' 13'-4'
0' 2
16' 19-0' 19-0' 19-0' 19-0' 19-0' 18'-10'
0.042
16' 26'-8' 26'•8' 26'-8' 26'-8' 26'-B'
26'-7'
24' 10-3' 10-3' 10-3' 10'-3' 10'-3' 10'-3'
24' 15-6'- 15-6' 15-6' 15'-6' 151-6' 15-6'
24' 21'-10' 21'-10' 21'-10' 21=10' 21'-10'
21'-9'
NOTE:
IT IS ACCEPTABLE TO SUBSTITUTE:16'
- (2) 3x8 @ 32 -OC IN LIEU OF (1) 3x8 Q I6 -OC
- (2) 3x8 @ 48.00 IN LIEU OF (1) 3x8 Q 24 -OC
- (2) 2x6 @. 32- OC IN LIEU OF (1) 2x6 Q 16.00
- (2) 2x6 Q 48'OC IN LIEU OF (1) 2x6 Q.24 -OC
25
0.024
16'
10-7' 10-7- 10'-7' 10-7' 10-T 10-7'
25
0.024
16'
15'-10' 15'-10' 16-10' 15-10' 15'-10"
15-10'
24' 8'-1' 8'-1' B-1' B -t' 8'-1' B-1'
24' 13'4' 1324' 13'4' 13-2' 13-3'
17.9'
0.032
4
16' 14'' 14'-4' 14'4 4' 14'' IV-V 14'4'
0.032
16' 20'-2' 20'-2' 20'-2' 20-2'2U-2'
20'-2'
24' 11'-1' 11'-1' 11'-1' 11'-1' 11'-1' 11'-1'
24' 16-7' 16-T 16-7' 16-7' 16-T
16-7'
0062
1T4' 1T4' 1T4' 1T4' 1T4' 1T4'
0.042
16' 24' 6' 24'-6' 24'-6' 24'-6' 24-6'
24'-6'
24' 13'-3' 13-3' 13'-3' 13-3` 13'-3' 13-3'
24' 20'-0' 20'-0' 20'-0' 20'-0' 20-0'
20'-0'
30
0.024
16' 29-8' 29-6' 29-8' 28'-9' 29-3' 26'-3'
30
0.024
16' 16=0' 15-10' 16'-0' 15-0' 13-9'
13'-0'
24 24'-2' 24'-1' 24'-2' 23'-6' 24'40' 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' 22 -9'
0.032
16' 20-3' 20`-2' 20'-3` 19-8' 2Q-1"
18'-2'
24' 18'-9` 18'-9' 18-9' 18-9' 18-9' 1 B'-9'
24'_ 16'-7' 1 B-0' 16'-7' 16'-1' 19•4'
14'-10'
0.042
16' 19-8" 19-8' 194' mr, 19'4' 19-8'
0.042
16' 24'-6' 24'4' 24'-6' 23-9' 25-3'
23'-2'
24' 16'-1' 16'-1' 16'-1' lew- 16'-1' 16'-1'
24' 20'-1' 20'-0' 20-1' 19-6' 19-9'
19-0'
40
0.024
16' 18'-1' 18'-1' 18'-1' 18-1" 18'-1' 19-1"
40,
0.024
16' 17-4' 174' 17-4' 17.4' 124'
174'
24' 13'-9' 13-9' 13-9' 13'-9' 13-9' 13-9'
24' tU-2' 1V-2' 10'-2' 10-2' 19-2'
1Q-1'
0.032
16' 15-10' 15-10' 15-10' 15.10' 1S-1 D- 1S-10'
0.032
16' 15 8' 158' 15 8' 15-8' 19-B'
15-0'
24' 17-1' 12-1' 17-1' 17-1' 17-1' 17-1'
24' 17-10" 17-10" 12-10' 17-10• 17-10'
12-9-
0.042
16' 13'4' 134.' 134' 134' 13'4' 13' 4'
0042
16' 190' 19-0• 19-0' 19-0' 140'
18-10'
24' 10-3' 10'-3" 103' 10.3' 10'-3' 10'-3'
24' 16-6* 15'-6' 15'-s' 1 S-6' 13-6'
15'-0'
50
0.024
16' 18'-1" 18'-1' 18'-1' 18'-1' 18'-1' 18'-1'
S0
0.024
76' 10-11 10-T 10-T 1Q -T 10-7-
10-T
24' 13'-9' 13-9' 13`-9' 13'-9' 13'-9' 13-9'
24' 8'-1' 8'-1' 8'-1" 8=1' 8'-1'
8'-1'
0.032
16' 15-10' 15'-10' 1 10
5-10' 15-' 15-10' 15-10'
0.032
4'4' 16' 1 14'd' 14'4 4' 14'' tt4'
14' 4'
24' 17-1" 12-1' 17-1' 17-1' 17-1' 17-1'
24' 11'-1' 11'-1' 11'-1' 11'-1' 1T-1'
11'-1'
0.042
16' 134' 1 134' 13'4' 13'4' 13'-413' 4'
0.042
16' 1 T.4' 1 T4' 1 T4' 17'4' 174'
1 T4'
24' 10-3' 10-3' 10-3 10-3 10-3' 10-3'
24 1 13'-3' 13'3' 13-3' 13'-3' 13-W
133'
=,essay
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESSlgyq�
Louco
S5 5
r T�tP �e-
9TF OF CAL \F
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 94 9.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB ✓1 161071
DATE 04M17
DRAWN BY RER
CHECKED MDS
"IAPMO 195 V 2.0
LATTICE STRUCTURES:
ATTACHED COVERS
RAFTER SPANS
L3.1 A
T
. 3.000•
Y x 8' RAFTER
nt
3'=1 •-0•
1
ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H36 JALLIM. ALLOY 3004-H36
T o T c
2.000' 2.000' 4.000" 2.000'
MAX
l 5� i x8.6' RAFTER R3 DBL 7 x 6.5' RAFTER
i
3x8' RAFTER- FREESTANDING STRLCTURE
2x6 12 RAFTER.- FREESTANDING STRUCTURE
DBL_ 2x612 RAFTER- FREESTANDING STRUCTURE
LL/SL
T
ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H36 JALLIM. ALLOY 3004-H36
T o T c
2.000' 2.000' 4.000" 2.000'
MAX
l 5� i x8.6' RAFTER R3 DBL 7 x 6.5' RAFTER
i
3x8' RAFTER- FREESTANDING STRLCTURE
2x6 12 RAFTER.- FREESTANDING STRUCTURE
DBL_ 2x612 RAFTER- FREESTANDING STRUCTURE
LL/SL
T
SPACING WIND SPEED / EW
LUSL
T
SPACING
WIND SPEED / EXP-
LL/SL
T
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
O/C 1_10 -BT -110 C 120 B 120 C '_130 8 130 C
10
0.042
16' 253' 25-3' 2G-3'
26'-3' 26'-3' 25'-T
10
0 �4
16'
14'-2'
14'-2'
14'-2'
14'-2' s14' -Y
13'-9'
10
0.024
16'
19'-10'
19'-10'
19'-10'
19'-10'
19'-10'
14i'
24' 21'-0' 21'-6' 21'-6' 21-6' 21'-G' 21'-D'
24' 11'-7" 17'-7' 11'-7' 11'-7' '11'-T 11'-3'
24' 16'-3' 153' 15-3' 75-3' 16'-3'
15-10'
20
0.042
16' 21'-10' 21'-10' 21'-10' 21'-10' 21'-10' 21'-10'
O.Qi2
16' 15-0' 15-0' 18'-0' 15-0', °y18-0' 17-7'
0.032
16' 25'-3' 25'3' 25'-3' 25-3' 25-3'
24'-8'
24' 1T-10' 1T-10' 1T-10' 1T-10' 1T-10' 1T-10'
24.' 14'-8' 14'-8' 14'-8' 14'-8'• _14'-8' 14'.{•
24' 20'-8' 2U-0' 20'-8' 20'-8' 20-8'
20'-2'
25
0.042
16" 21'-0' 21'-S" 21'-6' 21-2' 21'-3' 20'-8'
0'�Z
16' 21'-9` 21'-9' 21'-9' 21-9' 21'-9' 21'-2'
0 2
16' 30'-8' 37-8' 30'-B' 30'-8' 30-8'
29'-10'
24' 1T-7' 1T -T 1T -T 1T�' 1T b' 15-10'
24' -1T-9" 1T-9' 1T-9' 1T-9' :1T-9' 1T-3'
24' 25'-1' 25'-1' 25-1' 25-1' 23-1'
244'
30
6.042
16' 19,-1' 19-1' 19'-1'
19-1' 14-1' VY -1'
20.
0 �4
16'
11'-9'
11'-9'
11'-9'
11'-9' >11'-9'
11'-9'
20
0.024
16'
16'-7' 15-7' 16'-7' 15-7' 16-T 16'-7'
24' 1S-7' 16-7"15'=T 15-T 15'-7' 15'-7'
24' T-8' 9'-0' g-0' g-0' ,: g_B• g$.
24' 13'-7' 13'-7' 13'-7' 13'-7' 13-7' 13'-7'
40
0:042
16' 75-0' 15-8' 15-8' 16-8' 16'-0' 15-8'
0.032
16' 1S-0' 15-0' 16-0' 16-0' :.15'-0• 15-0'
0.032
16' 21'-1' 21'-1' 21'-7' 21'-1.' 21'-1' 21'-1'
24' 13'-0' 13'48' IT4r 13'--B' 13'$' 13'-8'
24' 17-3' 12-3' 173' 17-3'. -17-3' 17-3'
24' 1T-3' 1TJ' 1T-3' 1T-3' 17-3' 1T3'
50
0.042
16' 16-0' 1540' 151-0' 15'-0' 15'-0- 15'4r
0 �2
15' 18'-1' 18'-1' 75-1' 18'-1' .18'-1' 18'=1'
0.0421
16' 25'-V' 25'-6' 25'-6' 26-6'. 26-6"
24' 71'-2' 11'-Y 11'-Y 11-2' 71'-2' 11'-Y
24' 14'-9' 14'-9` 14'-9' 14'-9' 14'-9' 14'-9'
.25.6'
24' 20'-10' 2P-10' 2P-10.' 20-10' 2Q-10' 2Q-10'
NOTE:
IT IS ACCEPTABLE TO SUBSTITUTE:
(2) 3x8 C 32'OC IN LIEU OF (1) 3x8 @ 16'OC
(2) 3x8 Q 48'OC IN LIEU OF (1) 3x8 @ 24'OC
(2)' 2x6 C 32 -OC IN LIEU OF (1) 2x6 @ 16'OC
(2) 2x6 (i? 48'OC IN LIEU OF (1) 2x6 @ 24'OC
\
25
0.02416'
11'-T 11'-7' 11' T 11'-0'., 11'-6' 11'-2'
25
0.024
16'
16'-3'
153'
15-3'
15-1' 16-2'
15'-0'
24' 9'-6' 9'-6' 7-6' T-6' 9'-6' T-2'
24' 93' 9-3' 9-3" T-3' 93'
9'-3'
0.032
16' 14'-9' 14'-9' 14'-9' 14'-6" _14'-T 14'-2'
0.032
16' 20'-9' 2U-9' 20'-9' 20'-6' 20-T
19'-10'
24' 12'-1' 12'-1' 17-1' 11'-10' 17-0' 11'-7'
24' 17'-0' 1T-0' 1T-0' 16'-8' 16-9'
19 -3 -
.
0042
76' 17-9' 1T-9' 17-9' 1T-7' ' 1T-8' 1T-1'
00,D4216'
,
25'-1' 26-1' 25-1' 25'-1' 26-1'
25'-1'
24' 14'-T 14'-7' 14'-T 14'4'? • 14'-6' 14'-0 '
24' 20-6' 20-0' 20-6' 20'-6' 20-6'
217-6-
30
0.024
16' 25-3' 25-3' 253' 253" '_25-3' 25'-7'
30
0.024
16' 14'-2' 14'-2' 14'-2' 14'-2' 14'-Y
13'-9'
24' 21.'-6' 21'-6' 21W 21'-0' 21'-6' 21'-0•
24' 11•-T 11'-T 11'-7' IT -T 1T -T'
11'3'
0.032
15' 21'-10' 21'-10' 21'-1D' 21'-10' .21'-10' 21'-10'
0.032
16' 18'-0' 18'-0' 1g-0' 1Q-0' 18'-0'
1T -T'
24' 1T.-10' iT-10' 1T-10' 1T-10'! 17-10' 1T-10'24'
14'-B• 14'-0' 14'-9' 14'-8' 14'-8'
14'4'
0.042
16' 2T-6` 2T-6' 21'-0' 21:-2>,' 21'-3' 20'-8'
0 �2
16' 27-9' 21'-9' 21'-9' 31'-9' 3T-9.'
21'-2'
24' 1T -T 17-7' 1T-7' 1T.-' : C IT -6' 15-10'24'
1T-9' 1T-9' 17'-9' 17-9' 17-9'
7T3'
40
0.024
16' 19'-1` 19-7' 14-1' 19-1.' ; ' 19'-1' I73-1'0.024
40
16' 11'-9' 11'-9' 11'-9' 11'-9' ' 7 T-9'
11'-9'
24' 15'-7" 15'-7' 15-7' 16-7': 15'-T 15'-T
24' S -s' 9'-8' 9'-8' 9-8' 9'-e'
9'-B'
0.032
16' 1 fi -8' 15-8' 15-8' iv -8.; i s,4r 15-6'
0.032
16' 16-0' 16-0" 15-0' 16-0' 1 S -D'
16-07
24' 13'-8' 13=8' 13`•8' 13-a' ; '13'48' 13'-8'
24' 12-3' 173' 17-3' 12'-3' 12-3'
173'
0.042
16' 15'40' 1S-0• 15'-0' 15-0'; 15'-0' 15-0'
0.042
16' 18'-1' 18.'-1' 18'-1' 18'-1' 18-1'
16'-1'
24' 11'-2' 11'-2' 11'-2' 71'-2' ' '11'-2' 11'-2'
24' 14'-9' 14'-9' 14'-9' 14'-9' 14-9'
14'-9'
J
50
0.024
16' 19'-1' 19-1' 19'-1' 19'-1' ; 19'-1' 14-1'
500.032
0.024
16' 11'-7' 11'-T' 11'-7' 11'-6' 1 T-6'
11'-2'
24' 16-7- IT -7' 15'-7' 15-7' ; 15' T is-!*
24' 9r -w 9'-6' 9'-6' S. 6' 9'-0'
9'-2'
0.032
16' 15-8' 16'4" 15-e' 15-8". 15-8' 15-8'
16' 14'-9'. 14'-9' 14'-9' 14'-6' 14'-T
14'-2'
24' 13'-8' 13'-B' 13'-8' ix -8"; 13'-8' 131-8'
24' 77-1' 12'-1' 17-1' 71-10' 12-0'
11'-7'
0.042
16' 15'-0'- 1T,D" 1 15'-0' 15'-0'', 16-0' 1.5'-0'
0 �2
16' 1T-9' 1T-9' 1T-9' 1T-7' 17-8'
1T-1'
24' 1 11'-2` 11'-2' 1,1'-2' 11'-2' ; ' 11'-Y 7 t-2'
24' 1 14'-T 14'-7' 14'-7' 14'-4' 14-6'
14'-0'
DURALUW
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
ESS Iq�y
Lou S5885
DATE SIGNED: April 5, 2017
�� TCL_
ENG
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHI APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 161071
DATE 04/05/17
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
FREESTANDING COVERS
RAFTER SPANS
L3.1 F
Im
ALUM. ALLOY 3004-1-136
18' . 1 2' x 3• LATTICE TUBE
6°=1'-O"
ALUM. ALLOY 3004 H36
0
0 0
0
0.016" voi N
�cr
0
1.500"
OR 2.000"
I(��LMCE
2• SQ. OR 2' SQ.
TUBE..,
ALUM. ALLOY 3004-1-136
STEEL ASTM A653 -SS GRADE 50 G60
1.229°
0
o n
CD m
ca n
N
a
2.824"
3.000"
12 GA
CONf1N000S
STEEL INSERT
0.042"co
'aJ�s
DURALUW
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS Igy9�
S588.5
gyp, �P
l,9lF OF CpU`V
DATE SIGNED: April 5, 2017
kmmNra/i'�EE.4/lvu
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501
��3• SQ. x 0.032' ALUM. BEAM W/ -
"r 12 GA SM INSERT 3°=1'-0"
ALUM. ALLOY 3004-H36
STEEL ASTM A653 -SS GRADE 50 1360
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B14/- TYP.
0
m
3.000" 4.000" 3.000"
MAX.
DBL 3 SQ. x OD42 ALUM. BEAM
W/ 14 GA STL INSERT 3"=v -o"
ALUM. ALLOY 3004-H36
STEEL ASTM A653 -SS GRADE 50 G60
ALUMINUM BEAM .
.& CONTINUOUS
STEEL INSERT
PER B14/- TYP.
0
0
3.000" 4.000" 3.000"
MAX.
DBL 3 SQ. x 0-042 ALUM. BEAM
" . W/ 12 GA STL INSERT 3"=1'-0°
3 x 8.x 0-042'
ALUM. ALLOY 3004-436
ALUM. ALLOY 3004-H36
0.042°
TYP.
0
• m
3.000" 4.000° 3.000"
MAX
612 DBL 3.x820.042'
0
a
m
ALUM. ALLOY 3004-H36
STEEL ASTM A653 -SS GRADE 50 G60
- -
.- ( -
C5
ALUM. ALLOY 3004-1-136
STEEL ASTM A653 -SS GRADE 50 G60
1.229°
0
o n
CD m
ca n
N
a
2.824"
3.000"
12 GA
CONf1N000S
STEEL INSERT
0.042"co
'aJ�s
DURALUW
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS Igy9�
S588.5
gyp, �P
l,9lF OF CpU`V
DATE SIGNED: April 5, 2017
kmmNra/i'�EE.4/lvu
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501
��3• SQ. x 0.032' ALUM. BEAM W/ -
"r 12 GA SM INSERT 3°=1'-0"
ALUM. ALLOY 3004-H36
STEEL ASTM A653 -SS GRADE 50 1360
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B14/- TYP.
0
m
3.000" 4.000" 3.000"
MAX.
DBL 3 SQ. x OD42 ALUM. BEAM
W/ 14 GA STL INSERT 3"=v -o"
ALUM. ALLOY 3004-H36
STEEL ASTM A653 -SS GRADE 50 G60
ALUMINUM BEAM .
.& CONTINUOUS
STEEL INSERT
PER B14/- TYP.
0
0
3.000" 4.000" 3.000"
MAX.
DBL 3 SQ. x 0-042 ALUM. BEAM
" . W/ 12 GA STL INSERT 3"=1'-0°
3 x 8.x 0-042'
ALUM. ALLOY 3004-436
ALUM. ALLOY 3004-H36
0.042°
TYP.
0
• m
3.000" 4.000° 3.000"
MAX
612 DBL 3.x820.042'
0
a
m
ALUM. ALLOY 3004-H36
STEEL ASTM A653 -SS GRADE 50 G60
- 14 GA
CONTINUOUS
STEEL INSERT
0.042°
N '
N
O
2.824"
3.000'
3' SQ,,x 0-032• ALU t BEAM W/-
oi3 k STL INSERT 3"=1'-0"
ALUM. ALLOY 3004-H36
2.908"
0�, 208
N O
cow', o
N �
3.000'
x
�3'Q.32• ALUM BEAM W/V CHANNEL
ALUM. ALLOY 3004
0.042"
TYP._
2.000" 4.000" 2.000"
MAX
B9 DBL 2 x 8 x (1042"
i
ALUM. ALLOY 3004-H35 I
0.032" o0
TYP.
2.000" 4.000° 2.0�"
MAX.
1310 DBL2x8x0.032•
FAX 949.305.1420,
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # 161071
DATE oaosm
DRAWN BY RER
CHECKED MDS
IAPM0195' V 2.0
LATTICE STRUCTURES:
BEAM PROFILES
L4.1
C5
1n
co
n
- 14 GA
CONTINUOUS
STEEL INSERT
0.042°
N '
N
O
2.824"
3.000'
3' SQ,,x 0-032• ALU t BEAM W/-
oi3 k STL INSERT 3"=1'-0"
ALUM. ALLOY 3004-H36
2.908"
0�, 208
N O
cow', o
N �
3.000'
x
�3'Q.32• ALUM BEAM W/V CHANNEL
ALUM. ALLOY 3004
0.042"
TYP._
2.000" 4.000" 2.000"
MAX
B9 DBL 2 x 8 x (1042"
i
ALUM. ALLOY 3004-H35 I
0.032" o0
TYP.
2.000" 4.000° 2.0�"
MAX.
1310 DBL2x8x0.032•
FAX 949.305.1420,
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # 161071
DATE oaosm
DRAWN BY RER
CHECKED MDS
IAPM0195' V 2.0
LATTICE STRUCTURES:
BEAM PROFILES
L4.1
ASTM A500 GRADE B
0.188•
0
0
0
4.000"
C10 HSS 4'x 4 x 3%16
3•=1'-0•
ASTM A500 GRADE
I
0.188" o
o
3.000'
C7 H 3 X ;i X ;inti
3"=1'-0"
JALUM. ALLOY 3004-H36
3" ALUMINUM OR STEEL
POST PER PLAN
0
c)
0.042"
c
2.000" 3.000" 2.000"
NOTE
SEE TABLE 1 ON LI.z FOR APPLICATION OF THIS DETAIL
SP4 OD4r OIDC PLATES
3"=1'-0"
JALUM. ALLOY 3004-H36
0.032"
0
o
3.000"
ASTM A500 GRADE 8
ASTM A500 GRADE 8,
ALUM. ALLOY 6063-76
IALUM. ALLOY 3004-H36
t
_
0.250" c'
r
0.250"
0 0.762"
n TYR
KC
62
a
1.500" o
0 .048-"
rO456"
0
Li,�TYPT'
0'
o +R0.1
F
.25
o 4S
n
4.000"
3.000"
r 3.000"
0
3.000°
r
NOTE:
R IS ACCEPTABLE TO,COVER THIS COLUMN SECTION (FULL HEIGHT) BY
R IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SECTION Cl FOR AESTHE71CAL 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
C8 HSS 3 x 3 x 1/4
3' MAG POST
C2 3" SQ ALUM POST
v
ASTM A500 GRADE B
STEL A653 GRADE 50 CP60
ALUM. ALLOY 3004 H36
3" ALUMINUM OR STEEL
POST PER PLAN
-
N
� 1.500" 0
0.313" o
C!
T
0 0.048"
o
f
o
�:-45Li
o
PRO.125
3.000"
a 0.032"
t r
2.000" 3.000" 2.000'
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED.:
SLEEVE SHALL EXTEND FROM THE FOUNDATION, TO THE UNDERSIDE OF
SEE TABLE 1 ON L1x FOR APPLICATION OF THIS DETAIL
THE BEAM/COLUMN CONNECTION.
h
C9 HSS 3 x 3 x 5/16
„Q 3' SQ STEEL POST
SP3 OA32' SIDE PLATES
rt'l Ig I la
2485 RAILROAD ST,
pa
I tot,
CORONA, CA 92880
951.736.4500
�fESS 1
w S 5885
er
`JI U`' .,��P
iF OF CAI -\E
DATE SIGNED: Apn15, 2017
k7VG/R1EE-R//V9
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4STEL JOB# 161071
DATE 04M17
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
COLUMN PROFILES
L4.2
I'
DURALUM
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
CE
s 885
OF
DATE SIGNED: Apdl 5, 2017
;Lkjwv
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949:305.1150 1 FAX 949.305.1420
AHJ APPROVAL
RIEVISIONS
MARK DATE DESCRIPTION
4 STEL JOB 9 16-1071
DATE WW17
DRAWN BY RER
IAPMO 195 'V 2.0
LATTICE STRUCTURES:
CONNECTORS
-L4.3
0.050,
lb
Ll
BRACKET IS 2V LONG
LENGTH 2)�' @ SINGLE 3 x 8 OR 3 x BEAM BELOW
LENGTH ='8-Y4" @ DOUBLE 3 x 8 BEAM BELOW
"W BRACKEr
-2x 6 -1/LP RAFrER'TO BEM
LENGTH= @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
LENGTH= 014' @ DOUBLE 2 x Eh" BEAM BELOW
LENGTH = 8"-V @ DOUBLE 3 x 8 BEAM BELOW
)3 x 8 RAFTER30 BEAM.
DURALUM
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
CE
s 885
OF
DATE SIGNED: Apdl 5, 2017
;Lkjwv
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949:305.1150 1 FAX 949.305.1420
AHJ APPROVAL
RIEVISIONS
MARK DATE DESCRIPTION
4 STEL JOB 9 16-1071
DATE WW17
DRAWN BY RER
IAPMO 195 'V 2.0
LATTICE STRUCTURES:
CONNECTORS
-L4.3
2 x 6 or 2 x 8 LEDGER -
FASTENERS, SEE TABLE 3
SOLID PATIO COVER OR
3 x ALUM. RAFTER —
(E) TRUSS OR
NOTE
WHERE COVER CONSTRUCTION INCLUDES DETAIL A ORB, SITE-SPECIFIC ENGINEERING IS
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING STUD WALL FRAMING (INCLUDING
HEADER SIZE) WHERE ONE OR MORE OF THE FOLLOWING CONDITIONS OCCUR:
LB x 8 x 3/4 x 1" LONG BRACKET - FOR LUSL = 20PSF MAX COVER PROJECTION> 18' 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'
#14 x 3 r WOOD SCREWS, EA LEG
1/2'
MIN
(E) BLOCKING
BETWEEN CONT.
RAFTERS OR
TRUSSES
RAFTERS @ 24" OC
(E) WALL
ALLOWABLE PROJ. TO BEAM (E) EAVE OH (E) RAFTER OR TRUSS BACKSPAN
Sfifi TeRfiL 1 24' PDX 6'••0" A!IN 4Q'-0" MAK
11.. EXISTING ROOF DESIGN LOADS: RDL = 3 PSF (MIN) TO 8 PSF (MAX)
2. NEW PATIO DESIGN LOADS: LL = 10 PSF MAX (NO SNOW LOAD)
3. PLACE "SIKH FLEX' 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
w— — nMLL
HANGER w/ FASTENERS
PER TABLES 3 & 4
(E) 1" THICK MAX LATH AND
PLASTER OR WOOD SIDING
z
t
�M
2 x WOOD STUD WALL
SIM AT CONCRETE; BRICK
OR MASONRY WALL
z 2.5"
MIN.
NOTE:
WALL LEDGER SHALL BE
- NOMINAL LUMBER SIZE 2 x 6 (AT 2 x 6h MINIMUM RAFTERS),
- NOMINAL LUMBER SIZE 2 x 8 (AT 3 x 8 MINIMUM RAFTERS), OR
- KILN -DRY WOOD -FILLED 2 x 6)' OR 3 x 8 ALUMINUM SECTION.
WALL CONNECTION
O
TABLE 2 - NUMBER OF SIMPSON A34s
REQUIRED AT ROOF PANEL OR RAFTER
CONNECTED TO EXISTING ROOF OVERHANG
TABLE 1 - MAXIMUM PROJECTION
ASSUMING (E) JOIST SPACING = 24"OC MAX
50 PSF
SL
LUSL
EASTING FRAMING MEMBER
AT ROOF OVERHANG
24"
OVERHANG LENGTH
18" 17
6"
2
2x4 FULL
1710"
19`11'
24'D"
24' 0'
10
2x6 NOTCHED
20.6"
24' 0"
24' D"
24' 0"
2x6 FULL OR 2x8 NOTCHED
24' 0'
24' 0'
24' Cr
24'0'
2x8 FULL OR 2x10 NOTCHED
24'(r
24' 0'
24'D*
24' Cr
2x4 FULL
r9"
11' 10"
19' S
24' 0'
20
2x6 NOTCHED
1Z 3-
1T 10'
24' 0'
24-0-
2x6 FULL OR 2x8 NOTCHED
197-
24' D-
24' Cr
24' 0-
2x8 FULL OR 2x10 NOTCHED
24' 0'
24' 0'
24' 0'
24' 0'
25
2x4 FULL
T 4"
11' 3'
18' 7-
24'(r
2x6 NOTCHED 11' 8" 1T 0' 24'0'
24' 0'
2x6 FULL OR 2xB NOTCHED
18' 8'
24' D"
24'(r
24' 0'
2x8 FULL OR 2x10 NOTCHED
24 0'
24' 0'
24'0*
24' 0"
2x4 FULL
5' 11'
9`4"
15 8'
24'(r
30
2x6 NOTCHED
916,
14'2'
2711'
24'(r
2x6 FULL OR 2x8 NOTCHED
165-
2Z 0-
24' 0'
24' D'
2x8 FULL OR 2x10 NOTCHED 24' 0' 24-0- 24'0-.
24' 0'
2x4 FULL
4' 0'
69"
17 0'
24(r
40
2x6 NOTCHED
69,
10' 5"
1T 6"
24'0'
2x6 FULL OR 2x8 NOTCHED
11'4'
16'6"
24' 0'
24' Cr
2x8 FULL OR 2x10 NOTCHED
19'r
24' 0"
24' 0'
24' 0'
50
2x4 FULL
710'
5' 2"
9' 8'
20' 4-
2x6 NOTCHED 61* 8'2" 14'2"
24'(r
2x6 FULL OR 2x8 NOTCHED 1 B-9- IT D- 21'6"
24' 0'
2x8 FULL OR 2x10 NOTCHED 1
15' 6'
21-11-
24-0-
24' 0 -
NOTCH CAN BE UP TO 1" IN 2x6, UP TO 1.5" IN 2x8 OR 2x10.
MAX (E) ROOF RAFTERS BACKSPAN IS ASSUMED TO BE 40 FT.
w— — nMLL
HANGER w/ FASTENERS
PER TABLES 3 & 4
(E) 1" THICK MAX LATH AND
PLASTER OR WOOD SIDING
z
t
�M
2 x WOOD STUD WALL
SIM AT CONCRETE; BRICK
OR MASONRY WALL
z 2.5"
MIN.
NOTE:
WALL LEDGER SHALL BE
- NOMINAL LUMBER SIZE 2 x 6 (AT 2 x 6h MINIMUM RAFTERS),
- NOMINAL LUMBER SIZE 2 x 8 (AT 3 x 8 MINIMUM RAFTERS), OR
- KILN -DRY WOOD -FILLED 2 x 6)' OR 3 x 8 ALUMINUM SECTION.
WALL CONNECTION
O
TABLE 2 - NUMBER OF SIMPSON A34s
REQUIRED AT ROOF PANEL OR RAFTER
CONNECTED TO EXISTING ROOF OVERHANG
TRIB 10 PSF 20 PSF 25 PSF 30 PSF 40 PSF
WIDTH LUSL LUSL SL SL SL
50 PSF
SL
T 1 1 1 1 1
2
8' 1 1 1 1 2
2
9' 1 1 1 1 1 1 2 1
2
10' 1 1 1 2 2
2
11' 1 1 2 2 2
2
1Z 1 1 2 2 2 1
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
TRIS 10 PSF 20 PSF 25 PSF 30 PSF 40 PSF 50 PSF
WIDTH LUSL LUSL SL SL SL SL
S A 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
11' A A A A B C
17 A A A A B C
A (2) 114" LAG SCREWS
B (2) 5116• 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 1/Z DIAMETER LAG
SCREW OJ LIEU OF (2)11V DIAMETER LAG SCREWS.
' r SIMPSON A34
SEE TABLE 2 ---
FASTENERS, SEE TABLE 3
(E) BLOCKING I
BETWEEN CONT.
RAFTERS OR
TRUSSES
SOLID PATIO COVEROR
3 x ALUM. RAFTER 2 x FULL DEPTH WOOD (E) TRUSS OR
SCAB, WHERE OCCURS,t�f RAFTERS @ 24" OC
EXISTING FASCIA BOARD SEE TABLE 2
ALLOWABLE PROJ. TO BEAM SAVE OH E. RAFTER OR TRUSS BACKSF
SFE TABLE 1 24" MAX 6'-0` MIN 40'-0" MAX
NOTE:
EXISTING ROOF DESIGN LOADS:
ROL = 3 PSF (MIN) TO 8 PSF(MAX)
RLL = 20, 25, 30, 40 OR 50 PSF
EAVE CONNECTION
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 3 318"
MIN EMBED, INSTALLED PER ICC -ESR -1396.
MAXIMUM ANCHOR SPAGNG
10, 20, 25 PSF 30 PSF 40 PSF 50 PSF
WSL SL SL SL
48" 36" 36" 24"
USE 3' SO -x1/4" STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD
LEDGER AGAINST EXISTING CONCRETE WALL
J-
DURALUM
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FESS►gy4
S5885
OF CAS
DATE SIGNED: April 5, 2017
E/�AG!/�'EE"Fv?lf�erG
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 005117
DRAWNBY RER
CHECKED MDS
IAPM0 195 V 2.0
LATTICE STRUCTURES:
ATTACHMENT TO
EXISTING BUILDING
L6..1
W -WI
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FESS Ico
gyq�
w S 5885Er
m
P
TglF OF CpI.,E��\
DATE SIGNED: April 5, 2017
;UAN ll�IEE/t`�i
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 ( FAX 94 9.305.1420 '
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB /E 161071
DATE 04105117
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.2
(E) BLDG
3" x.8" x 0.042" HEADER
(E) STUD WALL
jV �I
(3
cc SCREW TYP.
v o 14 SMS
�I
DECK/RAFTER ii EA- SIDE
DIRECTION
TRIBUTARY II
-- ---- -+- —t� AREA
•
-
2"
COLUMN MIN.
BEAM
(E) BLDG
(E) 1" THICK MAX LATH AND L L
,/ PLASTER OR WOOD SIDING 3" x 8" RAFTER BRACKET
BEAM I
\\�\\
j \ %. NOTES:
COLUMN j TRIBUTARY 1, USE OF THIS DETAIL IS LIMITED TO THE FOLLOWING:
$ $ AREA FOR LL/SL = 10 PSF, MAX TRIB AREA TO CONNECTION = 100 FT2
i
FOR U_/SL = 20 OR 25 PSF, MAX TRIB AREA TO CONNECTION = 55 FT2
/
FOR SL = 30 PSF, MAX TRIB AREA TO CONNECTION = 45 FT2
E0. E0. DECK/RAFTER FOR SL > 30 PSF, DETAIL IS NOT ALLOWED
DIRECTION 2. SEE PLAN FOR DEFINITION OF TRIBUTARY AREA
PLAN
3. BEAM MUST UNE UP WITH EXISTING WALL STUD.
BEAM'EIRACKET
N.T.S.
EXISTING STUD ALUMINUM MEMBER WITH
FILL OR 2X NOMINAL
WALL WITH*LATH
SHEATHING AND (NEW OR EXISTING)
STUCCOTAIL B/L6.1
\
-
(3) Y40 x 2" FULL
-
LENGTH THREADED
'
LAG SCREWS
LEDGER TO WALLFASTENERS
PER.RAFTER PER PLAN
BL6.1(E)
PER 3/L6.2,
i''THICK MPS
PLASTER OR W
-
U'BRACKET, SIM TO
2/L4.3 OR 3/L4.3
NOTES:
_
1. MAX SPANOF 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
1
2 RAFTER TO LEDGER CONNECTION
-
1" THICK MAX LATH AND
PLASTER OR WOOD SIDING
^ RAFTER PER "PLAN
C5
:0 FOR U./SL = 10 PSF,
-
I USE (2)#14 SMS EA SIDE
AND (3) Y"O x 3T LAG SCREWS.
_.
FOR LL/SL = 20, 25, OR 30 PSF,
Z" USE - (3)014 SMS EA SIDE
AND (3) WO x 314" LAG SCREWS.
-
u FOR SL = 40 OR 50 PSF,
.r - r.._ _
- _ 'USE (4)#14 SMS FA SIDE
:y.`
t. _
^'
. .r _ ...
AND (3) VO x 3X1" LAG SCREWS.
(E) SND WALL
NOTE
USE LEDGER PER 2/L6.2 WHERE RAFTER SPACING EXCEEDS EXISTING
SND SPACING, SEE TABLE 3 SHEET 1.6.1
RAFTER TO STUD WALL
3
CONNECTION
W -WI
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FESS Ico
gyq�
w S 5885Er
m
P
TglF OF CpI.,E��\
DATE SIGNED: April 5, 2017
;UAN ll�IEE/t`�i
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 ( FAX 94 9.305.1420 '
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB /E 161071
DATE 04105117
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.2
EKvr-
DU -ALUM
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�pEESS I(y�
w o
S5885 m
o:
T Lr.T1�
!�F OF CA \L E
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB S 161071
DATE _ 04105117
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.3
#8 SMS
LATTICE ATTACHMENT PER
7/1-63
l
3 x 8 x 0.42 BEAM
OR 3" SQ. STEEL BEAM
OR MAG BEAM
DOUBLE BEAM J (4) 014 SMS EA
89, 810, B12, (.
(6)-$14 SDS @ EA SIDE
RAFTER TO COLUMN
815 OR 816 (6 �)
TOP &BOT TOTAL = 24
1V SO. OR 2' SO. OR
2 x 3" LATTICE @ 3" O.C.
5/8'0 HOLE WITH
MIN_ UP TO 6" O.C. MAX.
o
I O PLASTIC PLUG, AS
H BRACKET PER 1 S4.3
/
I
REQ'D, TYP. IT IS
OR 1/LS.3
ACCEPTABLE TO USE
RAFTER
I o I
ONE HOLE TO
3' OR 4" SQ.
I INSTALL SEVERAL
ALUM. OR STEEL POST
o I SCREWS. EYP.
w I
,
3 x 3 x .024 (3) #14 SMS
CONNECTOR EACH SIDE
LATTICE TUBE T4 RAF?FR
ST11R mi LIMN To ORI. R,FAMCI
TO POST
4
CONNECTION 1-1 2'=1' 0"
t....__;
O
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 B9,
CONNECTION) B10, 812, B15 OR
(4) X14 SMS EA RAFTER
816
TO COLUMN (8 TOTAL)
5/8"0 HOLE WITH II
5/8"0 HOLE WITH PLASTIC
PLASTIC_ PLUG, AS
I II
'
PLUG, AS REQ'D, TVP. R IS
REO'D, TVP. R IS
ACCEPTABLE TO USE ONE
ACCEPTABLE TO I�® ® I
HOLE TO INSTALL SEVERAL
USE ONE HOLE
SCREWS, TYP.
TO INSTALL I
SEVERAL SCREWS, I II I
i I
TYP. I II
ATTACHMENTS PER 2/1-6.3
® I
I "'
(2)#14 SMS EACH
I I DBL BEAM B9, 810, 812,
SIDE T&B @32' I I ARCHITECTURAL SIDE
B15 OR 816
O.C. I PLATES, WHERE OCCUR,
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
DBL RAFTER TO DBL BEAM�2�
DBL BEAM TO COL
�-
.1
CONNECTION
'
r 3" WIDE BEAM TYP B2." MAX.
B5, B11, B13 OR 614
3" OR 8" BEAM (6)'#14 SMS EA SIDE AT SPLICE
SMS PER ELEVATION, TYP. AT SIDE PLATE SP3 B
Vo PLASTIC PLUG, TVP.' (8) SMS EA SIDE o
AT SIDE PLATE SP4. I
SEE NOTE 1. „ e
•
n
W
PROVIDE FULL BEARING OF e e o
BEAM ON POST. R W
ne
%'0 HOLE WITH PLASTIC PLUG, AS i o' i n
,e e, o o
REQb, TYP. R IS ACCEPTABLE TO a e' o a �
" SIDE PLATE EA SIDE USE ONE HOLE TO INSTALL
SEVERAL SCREWS, TYP.
(2) #14 SMS EA SIDE AT 0T SIDE PLATE EA SIDE, SEE
3' SQ. POST BETWEEN
BOTTOM AND AT 32" OC MAX. TABLE 1 ON S1.x OR"L1.x
SIDE PLATES
OPTIONAL STYROFOAM INFILL OF
ELEVATION SIDE PLATES CAN STOP BELOW
(." SECTION 3" SQ. POST BETWEEN
SIDE PLATES THE CONNECION
BEAM TO POST CONNECTION
.7 eI0 K M 10®1 / .HaG1t SIL 6 BMI
EKvr-
DU -ALUM
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�pEESS I(y�
w o
S5885 m
o:
T Lr.T1�
!�F OF CA \L E
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB S 161071
DATE _ 04105117
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.3
STEEL SLEEVE PER
4/1_7-2 AT POST,
TYPE C7, C8, k C9
BOLTS PER TABLE 2
ADJACENT NT 3' OR 4' STEEL POST.
! I ADJACE
GRADE iYP. GRADE TYP.
I�
—I— i I i I
- •4 - U
a < z
? 3'MIN.
u4/L;2
a a ° li J
PER 4/1.7.2 zw+ TYP. , w v
o NO A36 o o F--
• THREADED ROD a a
w oto w w N�
9 • 4 ° • ci � 4' x, ci
�m - �m
� r .
POURED " „I I. • =1 I II''` POURED
CONCRETE CONCRETE I'
WIDTH =LENGTH (IN) L WIDTH•= LENGTH (IN)
' SEE FTG. SCHEDULE SEE FTG. SCHEDULE
IN BEAM SPAN TABLES IN BEAM SPAN TABLES
NOTES. NOTES,
1. THIS DETAIL CAN BE.USED FOR STEEL POST TYPES C6, C7, C8, OR C9. 1. THIS DETAIL IS TO BE USED FOR POST TYPES CIO k 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 EJdBED THE STEEL POST DIRECTLY INTO THE FOOTING 3. THIS DETAIL SHALL NOT BE USED. FOR ALUMINUM POST TYPES C1, C2.
PER 5/0.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL OR C5.
STEEL POST SLEEVE CONNECTIONSTEEL POST EMBEDDED
TO CONCRETE FOOTING '1•=1'-o" E. INTO CONCRETE FOOTING
11
TABLE 3 - (MAX WIND SPEED: 130MPH, EXP C)
MAXIMUM POST SPACING WHEN PATIO COVER
IS INSTALLED ON SLAB ON GRADE
7 BRACKET PER 1/L7.2,
ROLLED FORMED PANS (RF)
IRP
TRI
WIDTH
U/SL(psf) SL(psf)
10 psf 20 psf 25 psf 30 psf
LL/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'-S" 8'-9"
7'
10'-0" 9'-0" 8'-0" T-6"
9'-0" 8'-0"
8'
9'-4" 8'-6" 7'-6" T -O"
T-10" 7'-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 -
ill
8'-1" 7'-0' NP NP
51$" 6'-0"
12'
7'-8" 6'-6" NP NP
5'-3" 5'-6"
NOTES:
1 -"NP INDICATES THATA FOOTING IS REQUIRED,ANDTHE PATIO
COVER CAN NOT 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 PAT10 COVER CANNOT
BE INSTALLED ON SLAB ON GRADE.
(� T BRACKET CONNECTION
TO SLAB ON GRADE.
3" STEEL OR
ALUMINUM POST
ADJACENT GRADE
7 BRACKET PER 1/L7.2,
WHERE OCCURS
2/02 OR 3/L7.2
BRACKET
EXISTING OR NEW SLAB ON
MIN.
:i �i
GRADE fc=2,500 PSI MIN.
Altl
WxLxD
(SEE NOTE 2)
AIt2
WxLxD
(SEE NOTE 3)
Alt 3 (ATTACHED)
WxLx18"
(SEE NOTE 4)
c z
�H •
�
AIt7
WxLx36'
(SEE NOTE 8)
AItB
WxLx42'
(SEE NOTE 9)
GE OF SLAB
BOLTS PER TABLE 2
WHERE OCCURS
18 x18x 38
NOTES:
1 -"FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS SSxxx OR LSxxx.
2 -"ALT 1' IS THE FOOTING DIMENSION BASED ON THE'FTG(IN)- DIMENSION. NOTETHATW=D=L F..
3 -ALT 2' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A 35' MIN THICK SLAB 15 PRESENT ABOVE THE FOOTI NG. NOTE THAT Wed.
4 - "ALT3' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 18" DEPTH FOR UPLIFT DESIGN ONLY. THIS VALUE IS TO BE USED
ONLY AT ATTACHED PATIO STRUCTURES. NOTE THAT Wd AND D=18'.
S -"ALT 4' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 18" DEPTH. NOTE THAT Wd AND D=18-.
6 -'ALT 5' IS THE ALTERNATE FOOTI NG DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 24' DEPTH. NOTE THAT W d AND D=24".
7 - "ALT6' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT MAN 30' DEPTH. NOTE THAT Wd AND D=30-.
8 -ALT 7' IS THE ALTERNATE FOOTI NG DIMENSION REQUIRED WHEN THE FOOTI NG IS KEPT TO AN 36' DEPTH. NOTE THAT Wd AND D=36-.
9 -'ALT S" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 42" DEPTH. NOTE THAT WdAND D-42-.
(� FOUNDATION TABLES
TABLE 2 - ANCHORAGE SCHEDULE
(ATTACHED STRUCTURES ONLY)
TABLE 1
ALTERNATE FOOTING DIMENSIONS
BRACKET
DETAIL POSTTYPE FrG(IN)
ANCHOR BOLTS
(SEE NOTE 2)
FIG (IN)
W=L=D
(SEF NOTE 1)
Altl
WxLxD
(SEE NOTE 2)
AIt2
WxLxD
(SEE NOTE 3)
Alt 3 (ATTACHED)
WxLx18"
(SEE NOTE 4)
AIt4
WxLx18'
(SEE NOTE 5)
AIt5
Wxlx24"
(SEE NOTE 6)
AIt6
WxLx30"
(SEE NOTE 7)
AIt7
WxLx36'
(SEE NOTE 8)
AItB
WxLx42'
(SEE NOTE 9)
18
18x 18x 18
12 x12x 12
18 x18x 38
18 x18x 18
16xl6x24
14x 14x30
13x13x 35
12x12x42
20
20 x20x 20
12x12x12
21 x21x 18
25xISx18
19 x19x24
17xl7x30
15 x15x36
14 x14x42
22
22x22x22
16x16x16
2Sx25x18
33x33x18
21 x21 x24
19x19x30
17x17x36
16x16242
24''
24x24x24
20 x20x20
28x28xl8
43x43x18
24 x24 x24
22x22x30
20 x20x 36
18x IS 42
26
26x26x26
23x23x23
32x32x18
STEELT
31x31x24
24x24x30
22x22x36
21x21x42
28,
28 x28x 28
25x2Sx2S
35x35x18
(4)-1/2' dia w/ 3-1/4' embed
38x38x24
27x 27x30
25 x25x 36
23 x23 x42
30
30x3Ox3O
28x28x28
39x39x18
2 35'
(0-3/4' dia w/ 4-3/4" embed
30x 30x 30
28 x28x36
26x26x42
32
32x32x32
.30x30x30
43x43x1S
37x37x30
30x30x36
28x28x42
34
34x34x34
32x32x32
47x47x18
33x33x36
31x31x42
36
36x36x36
34x34x34
51 xS1x18
36 x36x 36
34 x34 x42
38
39 x38x 39
37x37x37
5SxSSx1S
43 x43x36
36x36x42
40..
.40 x40x 40
39x39x39
60x60x18
39 x39x42
42
42 x42x42
41 x41 x41
64x64x 18
42x42 x42
NOTES:
1 -"FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS SSxxx OR LSxxx.
2 -"ALT 1' IS THE FOOTING DIMENSION BASED ON THE'FTG(IN)- DIMENSION. NOTETHATW=D=L F..
3 -ALT 2' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A 35' MIN THICK SLAB 15 PRESENT ABOVE THE FOOTI NG. NOTE THAT Wed.
4 - "ALT3' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 18" DEPTH FOR UPLIFT DESIGN ONLY. THIS VALUE IS TO BE USED
ONLY AT ATTACHED PATIO STRUCTURES. NOTE THAT Wd AND D=18'.
S -"ALT 4' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 18" DEPTH. NOTE THAT Wd AND D=18-.
6 -'ALT 5' IS THE ALTERNATE FOOTI NG DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 24' DEPTH. NOTE THAT W d AND D=24".
7 - "ALT6' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT MAN 30' DEPTH. NOTE THAT Wd AND D=30-.
8 -ALT 7' IS THE ALTERNATE FOOTI NG DIMENSION REQUIRED WHEN THE FOOTI NG IS KEPT TO AN 36' DEPTH. NOTE THAT Wd AND D=36-.
9 -'ALT S" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 42" DEPTH. NOTE THAT WdAND D-42-.
(� FOUNDATION TABLES
NOTES:
EMBED 5/V.1 C10,C11 ALL
1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C3, C5 OR C6. NOTES:
2. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES 1 -'FTG (IN)" 15 THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON
AND/OR COMMERCIAL APPLICATIONS. SHEETS U3xxx
3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, CIO, 2 -ANCHOR BOLTS SHALL BE SIMPSON STRONG BOLT2, STAINLESS STEEL (ICC -ESR
C11.
3037)
4. SLAB ON GRADE SHALL BE IN GOOD CONDITION (NO VISIBLE CRACKS 3-ITISACCEPTABLETOUSE THE STEEL INSERT PER 4/VIINSTEADOFTHE
WITHIN 33" FROM POST). AWMINUM T PER 2/L72 FOR POSTTYPES C2 AND C5. BOLTS CAN CAN REMAIN AS
5. MINIMUM OVERALL DIMENSION OF SLAB ON GRADE SHALL BE PER SPECIFIED INTHISTABLE.
FOOTING NOTE 4 ON GOA 4-ITISACCEPTABLETOUSE THE EMBEDDED POST DETAILSA7.11NSTEADOFTHE
_ STEEL INSERT OR STEELT FOR STEEL POSTS C6.
5- IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL 5/v1 I NSTEAD OF THE
STEEL INSERT FOR STEEL POSTS C7, CS AND C9.
(4'�YAMNCHOFMMGE OF POSTS
O SLABOR FOOTING
i BRACKET PER 1/L7.2, 2/L7.2,
3' STEEL OR OR 3/1.7.2.
ALUMINUM POST I
r—BOLTS PER TABLE 2
ADJACENT GRADE TYP.
III—I i � e a �•• ; � �-� I I'-1 i
o w .
ir W w < e POURED CONCRETE FOOTING
W ANN Ga
o • ,
w cF'i
N ILm
4 `
WIDTH =LENGTH QN
'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.
CI 1.
/ l T BRACKET CONNECTION
,.= TO CONCRETE FOOTING 1+=1'-0"'
,c
i
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�EESS I
co
S.58 5
ry UCT�
TF OF CALLF�
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 16.1071
DATE NOW17
DRAWN BY RER
CHECKED MDS
IAPM0195� V 2.0
LATTICE STRUCTURES:
FOUNDATION DETAILS
L7.1
TABLE 2 - ANCHORAGE SCHEDULE
(ATTACHED STRUCTURES ONLY)
BRACKET
DETAIL POSTTYPE FrG(IN)
ANCHOR BOLTS
(SEE NOTE 2)
SEE
NOTES
ALUM T
1/0.2
C1
SOG
(2)-3/8' dia w/ 1-7/8' embed
ALUM
1/V2
C1
ALL
(2)-3/8'dia w/2-7/8'embed
ALUM
2/1.7.2
C2
SOG
(2)-3/8' dia w/ 1-7/8' embed
3
ALUM T
2/1.7.2
C2 I
ALL
(2)-3/8' dia w/ 2-7/8' embed
3
ALUM T
2/02
CS
SOG
(2)-3/8' dia w/ 1-7/8" embed
3
ALUM T
2/V 2
CS
ALL
(2)-3/13' d)a w/.2-7/8' embed
3
STEELT
3/01
C6
SOG
W-3/8" dia w/ 1-7/8" embed
STEELT
3/1.7.2
C6
522'
(2)-3/8'diaw/2-7/8'embed
1,4
STEELT
3/1.71
C6
524"
(2)-1/2' di a w/ 3-1/4' embed
1,4
STEEL INS 4/L7.2
C6
5 30"
(4)-1/2' dia w/ 3-1/4' embed
1,4
STEELINS 4/V2
6
C34'
5
(4)-5/8'diaw/4"embed
1,4
STEEL INS 4/02
C6
2 35'
(0-3/4' dia w/ 4-3/4" embed
1,4
STEEL INS 4/02 C7, C8, C9
ALL
(4)-3/4' dia w/ 4-3/4' embed
1,5
N/A
NOTES:
EMBED 5/V.1 C10,C11 ALL
1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C3, C5 OR C6. NOTES:
2. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES 1 -'FTG (IN)" 15 THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON
AND/OR COMMERCIAL APPLICATIONS. SHEETS U3xxx
3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, CIO, 2 -ANCHOR BOLTS SHALL BE SIMPSON STRONG BOLT2, STAINLESS STEEL (ICC -ESR
C11.
3037)
4. SLAB ON GRADE SHALL BE IN GOOD CONDITION (NO VISIBLE CRACKS 3-ITISACCEPTABLETOUSE THE STEEL INSERT PER 4/VIINSTEADOFTHE
WITHIN 33" FROM POST). AWMINUM T PER 2/L72 FOR POSTTYPES C2 AND C5. BOLTS CAN CAN REMAIN AS
5. MINIMUM OVERALL DIMENSION OF SLAB ON GRADE SHALL BE PER SPECIFIED INTHISTABLE.
FOOTING NOTE 4 ON GOA 4-ITISACCEPTABLETOUSE THE EMBEDDED POST DETAILSA7.11NSTEADOFTHE
_ STEEL INSERT OR STEELT FOR STEEL POSTS C6.
5- IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL 5/v1 I NSTEAD OF THE
STEEL INSERT FOR STEEL POSTS C7, CS AND C9.
(4'�YAMNCHOFMMGE OF POSTS
O SLABOR FOOTING
i BRACKET PER 1/L7.2, 2/L7.2,
3' STEEL OR OR 3/1.7.2.
ALUMINUM POST I
r—BOLTS PER TABLE 2
ADJACENT GRADE TYP.
III—I i � e a �•• ; � �-� I I'-1 i
o w .
ir W w < e POURED CONCRETE FOOTING
W ANN Ga
o • ,
w cF'i
N ILm
4 `
WIDTH =LENGTH QN
'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.
CI 1.
/ l T BRACKET CONNECTION
,.= TO CONCRETE FOOTING 1+=1'-0"'
,c
i
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�EESS I
co
S.58 5
ry UCT�
TF OF CALLF�
DATE SIGNED: April 5, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 16.1071
DATE NOW17
DRAWN BY RER
CHECKED MDS
IAPM0195� V 2.0
LATTICE STRUCTURES:
FOUNDATION DETAILS
L7.1
• ma"""y.:, • .,.
2485 RAILROAD ST, '
CORONA, CA 92880
951.736.4500
Q�FEssrcy��
Lutr
� S 5885
frF
OF �0\
DATE SIGNED: April 5, 2017
Or A'Ava.
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 I FAX 949.305.1420
AHI APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB W 16-1071
DATE D41D5117
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0.
LATTICE STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LUSL, 120 MPH
L8. 10.2
ATTACHED & FREESTANDING -LATTICE COVERS'40 PSF
SNOW LOAD
OR
LIVE LOAD -120 MPH
= EXP. B & C.
63
a . 3" SQ. ALUM W/3
12 GA ST."U"CHANNEL
B9
DBL
2x6.5x0.042
611
3x8x0.042
g1p
DBL 2 x 6.5 x 0.032
612 DBL 3x8x0.042
613
x8 x 0.042 W/
r
"
14 GASTL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING ATTACHED
FREESTANDING
TRIG
WIND
MAX
POST
FTG.
MIN.
POST
MAX
POST
FTG .
MIN.'
POST
MAX
POST
FTG.
MIN.
POST
MAX.
POST
FTG.
MIN.
POST
MAX,
POST
FTG.
MIN.
POST
MAX
POST
FTG.
MIN.
POST
MAX
POST
MIN.
FTG.
MAX
POST
MIN.
FTG.
POST
MAX
POST FTG.
MIN.
MAX
MIN.
POST FTG.
MAX
POST
MIN.
FTG.
MAX
POST
MIN.
FTG.
WIDTH
EXP.
SPACING (IN.)
TYPE
SPACING
'
(IN.)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.)
TYPE
SPACING
POST
(IN.) TYPE
SPACING (IN.)
TYPE
SPACING (IN.)
POST
TYPE
SPACING (IK) TYPE POST
SPACING
(IN.) TYPE POST
SPACING
(IN.) POST
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
'
5
120 B
• 15-9"
16
Cl
14'-T
31
C8
14'-10"
15
Ct
14'-10" .
30
C7
154"
15
Cl
15'x'
30
18'-0"
16
18'-0"
31
C7
21'4r 17
21*4r 33
20-9
17
20 9"
32
C7
14'-T
33
610
14' 6"
18
14'-1"
31 r'
17-0"
31
C8
21'-4" 20
120 C 16'-V 18
,
15-T 18
14'-7" 31
C7
C1
1T-8" 19 ._
Cl
C8
20'-7- 3d
2a-4"
C1'
20 -
19'x"
34
C8
1
6,
120 B
15'-3"
16
Cl
13'-3"
30
C8
13'-T
16
Cl
13-T
29
14'-1"
16
14'-1"
29
161•4"
17
ICI
16'-4"
30
19, T 18
19-9" 32 C7
19-0"
18 Cl
19-0"
32
C7
120 C
15' 0'
19
C7
ClC7
16'-2"
19
1ST
30
C7
19'-T 21
C2
13-3" 32 C9 13'-4" 18
12'-10" 31
13'-10" 18
1314" -Ti-
18=9" 34 C8 18'-" 20 C2
18'-0" 33
CB
T
120 B
14' Z'
17
Cl
12-0"
29
C7
17-T
16
Cl
17-T
29
C7
13'-1"
16
13=1"
29
C7
15'-2'
17
15'-2'
30
- 18'4" 18
18'-4' 31 C7
1T -T'
18
1T-7"
31
`
12'x"
31
C9
17�"
19
17-0"
30
17-10"
19
12�"
30
120 C 1310" 19
Cl
15'-0"
Cl
20 �.
14'-4"
30
C7
18'-1" 21
C2
1T4" 33 C8
1T-3'
C2
21
16'x"
33
C7
8
120 B
13-3
17
C1
11'-T'
29
C7
111-T
17
C1
11'-9"
28
C7
17-3"
17
12'-3-
28
14'-3'
18 r Cl
14-3"
29
1T-2' 19
1T-2' 31
16'{
18
.
16-6"
30
120 C
13'-0
20
11'-T
31
C8
11'x"
19
11'-2'
30
17-1"
19
C1
11'-T
30
14'-1'
20 I, C2
13'-0"
29
C7
_T7-0 22
16'-3" 32 C7
16'T
21
15'-7"
32
C7
9
12081
17-T
18
C2
11'-0"
29
C7
11'-T
17
Cl
11'-2
29
C7
11'-T
17
29
13'-0"
18
13'-0"
30
16'-3" 19
16'-3' 31
15�"
19
15'•8"
31
120 6
17-3
20
11'-0"
30
C8
11'-0
20
10-T'
29
11'-0"
20
C1
-11=T
11-0
29
13'-3
21
12=9"
30
C7
_T'-0" 22
15'-0" 32 C7
15J"
22
14'x"
72-
C7
r
lff •
120 8
17.0
18
G2
10'-4"
30
C7
10-T
17
Cl
10 T
29
C7
11'-0"
17
111P
29
12'-9"
18
17-9
30
15'4" 19
154" 32
14'-9'
19
14=9"
31
12Di
I1'�"
21
Ct
C7
1C'7n
C2
29.
12'1"
?4
C7
CS
C7
1A.7. 41
14
C5
72
C7
10'41" JG GO 10''i," EO
IOL+" 19
10L? YO
10'4" 20
+�'•?
11' *
120 B
11'-4"
16
9'-10"
30
10'-1"
17
C1
10'-1"
29
C7
10-0"
17
10S
29
17-T
19 1
12'-2"
31
14'x" 20
14'x" 32
14'-1"
19
14'-1"
32
j
120 C
11'-2"
27
9'-T
29
10-3
20
9'b
29
9A D" 30 10'-0" 20
C1
C7
12'-0
21 'i
11'-T
30
C7
14'6 23
14' 0 32 C7
13'-10"
23 C5
13' 4'
31
C7
"
17;*
120.B
1010"
18
9-0
30
08
9$
18
9B
29
C7
9S
18
9 8"
29
11'�
19
11' 8
31
14'-t" 20
14-1" 32 C7
13-0
20
13' 8
32
120 C
10 8
21
9£
31
9'-T
21
C7
11'&
22
11'-1"
31
C7
17-9'
32
C7
9-2 30
9'�' 21
6� 30
13-10 23
13�" 32 C8 13-3 23 CS
f�
614
O3
x 8 x0.042 BEAM W/,
DEL
3x8x0.042W/
DBL3x8x0.042W/
�+~
12 GA STL INSERT
615
O
DBL 14
GA STL
INSERT
616
O
DBL 12
GA STL
INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN
MAX
MIN.
y
TR1B
WIND
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST-
FTG.
POST
FTG.
` WIDTH
Ems.
SPACING ON.) TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.) TYPE
SPACING
(IN.) TYPE
SPACING
POST
(IN.)
POST
(IN)
a
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
TYPESPACING
(SPAN)
TYPE
5
120 B
22'x"
18 Cl
72'x"
33
C8
29-Z'
19
29-7'
35 C9
37-0'
20
32•�
�
1+
120 C
22-4"
20 C2
21'x"
35
C9
28'-9"
22 C2
2T4r
37 C11
32'-0"
23
30'-3"
671
38
6
120 B
20'S
18 C2
20'-"
32
C7
26'4"
20 C5.
25-8"
35 C9
29-2"
20
29'-2
35 C9
a
12D C
20'x'
21
19'-8"
34
C8
25-3"
23
25-3'
36 C11
29-T
CS
23
2T4"
37 C11
I
T
120 B
19'-7
19 C2
19-7'
32
C7
24'f" '
20 CS
24'-g'
34 C8
2T-1"
21
27'-1'.
35 C9
t
'
120 C
15-10
21
18'-7'
33
C8
24'-4"
23
2T-
36 C9
2T-1"
C5
24
25'-8'
37 C11
5
120 B
18'-0"
19
18'-0"'
31
CT
23'-7'
21 C5
23'-Z'
33 C8
25-3"
21
25-7
34 C8
'
120 C
1T-8"
22
17'-1"
33
C8
27-9'
24
22'-0'
35 C9
26-T
C5
25
24'-(
36 C11
NOTES:
9
120 B
1T O
19 CS
1T-0"
32
C7
21-10"
21 CS
21-10"
34 C8
23-10"
22 ' �" ` 23'-1("
35
WHEN THE PATIO COVER IS INSTALLED ON A
SLAB ON
GRADE (RESIDENTIAL
120 C
15 8
22
16'-1"
32
21'E
24
20'$'
34 C9
23-10" .
25
22'-0"
35
F
APPUCA71ONS ONLn THE MAXIMUM POST SPACING
IS THE LOWEST OF THE
10
120 B
16'-1"
20
C5
15-1"
32
C7
20.9"
21
CS
2(Y 9
34
C8
22'x"
22
CS
22'4'
35
C9'
"MAX POST SPACING(SPANr SHOWN ABOVE
AND THE
MApMUM POST
120 C
15-10"
23
15-3'
32
20 4" _
25
19 8
34
27 8
26
22'-1"
35
SPACINGS SHOWN ON DETAIL 6IL7.1
11'
120 B
164.
20 C5
15-4"
32
C7
19-9"
22 CS
35 C9
21'-8"
22
21'46'
36
-'
I -
.-
1
,r
120 C
15'-T
23
14'-7-
32
C8
194
25
18'19
34
21'S
26
21'-1'
�
35
,
17
120 8
14'-9"
20 CS
14.4133
19-0
22 C5
19�
35 C9
20'4"
23
2CS 0'4"
36 611
120 C
14' 8"
23
14.' 0" -
32
18'-0"
26
15-0
34
20'4"
26
20-2
35 C9
r .
41
• ma"""y.:, • .,.
2485 RAILROAD ST, '
CORONA, CA 92880
951.736.4500
Q�FEssrcy��
Lutr
� S 5885
frF
OF �0\
DATE SIGNED: April 5, 2017
Or A'Ava.
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 I FAX 949.305.1420
AHI APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB W 16-1071
DATE D41D5117
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0.
LATTICE STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LUSL, 120 MPH
L8. 10.2
2485 RAILROAD ST, -
CORONA, CA 92880
951.736.4500
pFESS ICYyyI
W
S5885
OC
TF OF
DATE SIGNED: April 5, 2017
Io ,A TCL_
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
1949.305.1150 1 FAX 949.305.1420 • .
AHJAPPROVAL
r
REVISIONS
F
DATE DESCRIPTION
L JOB # 16.1071,
DATE - 005117
DRAWNBY RER
CHECKED MDS
'IAPM0_'195` V 2.0 `}
LATTICE STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LUSL, 130 MPH
C, L-8-.110.-3-
ATTACHED &
FREESTANDING
LATTICE
COVERS - 10 PSF,SNOW
LOAD OR LIVE LOAD-130.MPH
- EXP. B:& C-
65
3"SQ. ALUM W/
gy
DBL2x6.5x0,042
B11
3 x 8 x0.042
610
DBL
2x6.5x0.032
B12 DBL3x8x0.D42
613 3 x 8 x0.042 W/
14 GA STL INSERT
12 GA STL"U"
CHANNEL
"
ATTACHED
FREESTANDING • - ATTACHED
FREESTANDING
ATTACHED •
-FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
- ATTACHED
FREESTANDING
_ s
"
MAX
MIN.
MAX
^^-
MIN.
MAX
-
MIN.
MAX
-
MIN.
MAX
MIN.MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN,
MAX
MIN.
MAX
MIN.
TRIG
WIND
POST
FTG.
POST
POST
FTG:
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POSTPOST
FTG.
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.)
SPACING
(IN.)
SPACING
OR)
SPACING
(IN.)
TYPE
(IN.)
TYPE
SPACING (IN.) TYPE
SPACING
(IN.) TYPE
SPACING (IN)
TYPE
SPACING (IN.) TYPE
SPACING (IN.) TYPE
SPACING
(IN.)
TYPE
(SPAN)
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
SPE
(SPAN)
ESPACING
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
1308
16-9' -
17
14'-T
33 C9
14'-10
16
14'-10
31
1ST'
16
31
18'0
17
1T-"
33 C7
21'-8" 19
21-0" 34 C8
20'-9" 18 C1
20'4"
32
C8
5
130C
15'-0
19 C114
C113'S
33
C714'-10"
19
Ct33
. C7
1T3
2D C1
C7
19'-1"
34
C9
-T 34 C10 14' 4" 19
16-0" 34 C8 20'-10' 21
20'-0" 36 C11 20� 21
130 8
15-3"
18
13'-3"
31 C9
13'-T
17
13'-T'
31
14'-1"
17
13-10
31
16'-4"
18.
16'-7'
32 C7
19-T 19
19'-T 33 C8
19-0 19 Cl
1",
32
CB
6
130 C
13`-9
CI
20
C1
12* -S*
32
C7
13'-T
19
Cl
C7
15'-10
CI
20
C2
13''-3" 34 C10 13'-1" 19
13'-0" 32
15-1" 33 C8 19-1" 22
18'-3" 35 C9 18-3" 21 C2
ITS 33
C9
130B
14'-2"
18
174"
31 C8
1Z-7"
17
17-7"
30
13'-1"'
17
17-1 D"
30
18
16-W
31 C7
18'-4" 20
18'-1" 33
C8
1TT 19
C2
17'-3"
31
C7
T
130 C
17-5'
C1
20
Cl
11' T
31
C7
77-T - .20
Ct
C7Cl
21
C2
16=10" 34
1T-0 22
16'-Z
33
C8
174" 33 C10 17-2 20
12'-t" ' 31
14'-0 33 CB 1T 8 22
130 B
13'-3"
18
111T
30 C8
11'-9"
18
_11'-9"
29
- 17-3"
18;
17-1"
29
19 Cl
14--1"
31
CT
1T-2" 20
C2
1T-0" 32 C7
16'S 20
16=2'
30
-C7
8'
130 C
11'-10"
20 C1
Cl
10-10"
31
C7
11'-9
ZD
. Cl
C721
15'-T
32
C8
11'-T 32 C70 11'x' 2D
11'x" 31
C2
13'-1" 32 16 T 23
15-10•' 34 C8 15-10" 22
130 B
17-T'
19
11-0"
30. C8
11'-7
18
11'-2'
29
11'-T
18
11' 4" .
29
19
133"
30
C7
16"3" 21
CS15'-0"
16-0" 32 C7
ISS 20
1S'-3
31
C79
130 C
11'-3"
21 C1
C1.
C7
(1
C722
g14
C2
14-3"
32
C8
11-0" 32 C9 10-9' 21
10'-3" 3D
11'-2" 21
10S 30
17�" 32 158" 23
33 C8 150" 23
130 B
17-0"19
C2
10'-4"
30 C8
10-T'
18
10'-T
29
11'-0
18
10'-9'
29
Ci
S," 21-T
32 C7
14'-9" 21
14S
10'
130 C
10'S
21 C1
10'-0"
32 C7
10'-Z'
21
C1
5-9'
30
C7
10'-T
21
C1
9'-1D"
30
C7C2
22
11'-9"
31
14'-10 24
. •
14'-2" 33 CB
14'-2' 23
13-T
130 B
11'x"
19
9'-10'
30 C8
10'-1"
19
10'-1"
29
10'S
19.
10'-3"
29
20
17-0"
31
C7
14'-T 21
14'S 32 C8
14'-1" 21
13-10"
130 C
10-T
22 C2
Ct
C7
Ct
23 C2_
C5
13-0
432-
'
9-10" 32 C9 5-9" 21
9-3 31
9'-10 21
9'-0 31
11'-3 31 14'-T 24
13'-T' 32 C7 13'-T 24
130
10-10'
20
W -T
Ti- C8
9 8"
19
5-8"
29
91-B"
19
9' 4"
29
11'S
20
11'S
31-
C7
14'-1" 22
13'-10" 32 ca
13'S 21
13'-3"
12
_
130 C
9-9"
22' C2
CZ
C7
11'-3"
23 C2
C5
IT -O" 32
13'-0" 24
' ' 12'4T
9S 33 C10 9�" 22
9-0" -3-1-1C7
9'-1"' 22
8'-3" 31
10 9" 31 13-T 24
614
3x8 x0.042BEAM W/
615
DBL 3x8x0.042W/
616
DBL 3x8 x0.042 W/
12 GA
STL INSERT
DBL. 14
GA STL
INSERT
DBL 12
GA STL
INSERT
ATTACHED
FREESTANDING
" ATTACHED _
FREESTANDING
ATTACHED -
FREESTANDING
MAX
MIN.
MAX
MIN.
MAX
MIN.MIN.
MAX
MIN.
MAX
MIN.
TRIB
WIND
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POSTN.)
G.
POST
POST
FTG.
POST
POST
FTG.
POST
:
WIDTH
EXP.
SPACING
(IN.)
TYPE
SPACING ON.)
TYPE
SPACING OR) TYPETYPE
SPACING ON.)
TYPE
SPACING ON.)
TYPE
r
•
(SPAN)
_
(SPAN)
(SPAN)
N24�4"38
(SPAN)
(SPAN)
L.
-
5,
13D B
27S
19 C1
27-0'
35 C9
29'-2"
20 CZ7
C11
37-0
21 C5
37S
38 C11
130 C
21'-10'
21 C2
20'-10"
36 C11
57T_
23 C59
3Z-0"
24
29-4-
40.
_
130 B
20-8"
19
20-0"
34 C8
26'4r
21
36
29'-2"
22
29'-7'
37
+
6.
CS
C11
C5
C11
130 C
20-0"
22
19'-1"
36 C9
25-9"
24
38
29'-2"
25
26'-10'
39
7'
130 B19-7
20 C2
18' IT
33 C8
24'-8"
22
24'-0"
35 C9
2T-1"
22 r5
2T-1"
36 C11
.
130 C
19-T23
ITS
35 C9
23 ' 0" -1
25
22'-9-
37 C11
2T-1"
25
24'-10"
36
8'
130 B
16-0"
20 C2
1T-8"
33 C7
23'-Z'
22
22'-9'
35 C9
25-3"
23 C5
25'-3"
36 CIO
130 C
1T 4"
23
16_7-,34
C8
27-3"
25
21'-3"
37 C71
25'-3"
26
23'3.
37 C11
NOTES:
,
130 B
1T4'
21
16'-8'
32 C7
21'-10'
23
21'S
34 C8
23'-10"
23
23-10"
35 C9
WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL
9
130 C
16'-4"
24, C5
15 T
34 CB
21'-1"
26 C5
20'-1"
36 Cit
23' 10"
26 'CS
7Y 0
37 Cil
APPLICATIONS ONLY), THE MAXMUM POST SPACING IS THE LOWEST OF THE _
130 B
16-1"
21
15-10"
32
20'-5'
23
20'.4'-
34 C8
2Z -r
24
274"
35 C9 '
"MAX POST SPACING(SPAN)" SHOWN ABOVE AND THE MAXIMUM POST
i
10
130 C
15-7
24 CS
14.10'
33
20-0'
25C8 -
19'1"
36 1 C9
27S
27
20-10"
36 C11
SPACINGS SHOWN ON DETAIL 6/1.7.1
11'
130 B
15 4"
22 C5
15-2"
32 C8
19' 9
23 C5
19'S
35 C9
21' 8
24 1
21'S
36 C9
130 C
14'-10'
24
14-2"
33
19-1"
27
18'-7
35
21-0
27
19'-10'
36 C11
130 B
14'-9"
22
14W
33
19'-0"
24
18'x.
35
20'-0" '
24
20-8"
36 CIO
12'
CS
C8
�
�
�
130 C
14' Z'
25
13!r
32
18'-3"
27
17'S
35
20'4"
28
19-1"
36 C9
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10
2485 RAILROAD ST, -
CORONA, CA 92880
951.736.4500
pFESS ICYyyI
W
S5885
OC
TF OF
DATE SIGNED: April 5, 2017
Io ,A TCL_
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
1949.305.1150 1 FAX 949.305.1420 • .
AHJAPPROVAL
r
REVISIONS
F
DATE DESCRIPTION
L JOB # 16.1071,
DATE - 005117
DRAWNBY RER
CHECKED MDS
'IAPM0_'195` V 2.0 `}
LATTICE STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LUSL, 130 MPH
C, L-8-.110.-3-