BPAT2017-008378-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Twit 44Qalatw
DESIGN & DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Permit Type/Subtype: PATIO COVER/PRE-ENGINEERED - ENCLOSED
Application Number:.
BPAT2017-0083
Property Address:
50649 CEREZA
APN:
776340018
Application Description:
MUSASHI / [2] SHADE STRUCTURES
Property Zoning:
Application Valuation:
$6,600.00
Applicant:
DAVE RUSSEL
DEC 21 2017
CITY OFLAOUINT- A~
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: BB License No.: 988835
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair any
structure, prior to its issuance, also requires the applicant for the permit to file a signed
statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business
and Professions Code) or that he or she is exempt therefrom and the basis for the <
alleged exemption. Any violation of Section 7031.5 by any applicant for a permit
subjects the applicant to a.civil penalty of not more than five hundred dollars ($500).:
(_) I, as.owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
'are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that he
or she did not build or improve for the purpose of sale.).
(_) I, as owner of the property, am exclusively contracting with licensed contractors to
construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State
License Law does not apply to an owner of property who builds or improves thereon,
and who contracts for the projects with a contractor(s) licensed pursuant to the
Contractors' State License.Law.). . .
I ) lam. exempt under Sec. . B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's
Lender's Address:
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 12/21/2017
Owner:
STUART MUSASHI
50649 CEREZA DR
LA QUINTA, CA 92253
Contractor:
L D R CONSTRUCTION'SERVICES
P0BOX 242
LA QUINTA, CA92247
(760)413-4708
Llc. No.: 988835
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one cf the following declarations:
_ I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 370 of the Labor Code, for the performance
of t1iie W?Mor which this permit is issued.
k I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the perfounance of the work for which this permit is
issued. My workers' compensation insurancecarrier and policy number are:
Carrier: STATE COMPENSATION INSURANCE FJND Policy Number: 9075546
_ I certify that in the performance of :he work for which this permit is issued, I
shall not employ any person in any manner sous to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section _700 of the Labor Code, I shall forthwith
comply with those provisions.
Date � �C•`�t1 Ap.pl
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT.AN EMPLOYER TO CRIMIMAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOE IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit issued
as a result of this application, the owner, and the applicant, each agrees to, and shall
defend, indemnify and hold harmless the City df La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not
commenced within 180 days from date of issuance of such permit, or cessation of work
for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatves of this city to enter upon the above-
mentioned property for inspection purpos
Date;.,� 7 .Signa a (Applicant o� A/nt�
+- = •
Date: 12/21/2017
Application Number:
BPAT2017-0083
Owner:
Property Address:
50649 CEREZA
STUART MUS.ASHI
APN:.'
776340018
50649 CEREZA DR
Application Description: ,
MUSASHI / [2] SHADE STRUCTURES
LA QUINTA, CA 92253
. Property Zoning:
Application Valuation:
`$6;600.00.
Applicant:
Contractor:
DAVE RUSSEL
L D R CONSTRUCTION SERVICES
P 0 BOX 242
LA QUINTA, CA 92247
(760)413-4708,
------------------------------------------------------------------------.--------------------
Llc. No.: 98885
Detail: (1] 308SF TRELLIS
PATIO COVER AT REAR YARD [DURALUM]AND [1] 48SF WOOD
LATTICE COVER AT FRONT DOOR THIS PERMIT DOES NOT
INCLUDE ELECTRICAL INSTALLATIONS. 2016 CALIFORNIA BUILDING CODES.
FINANCIAL ,1•
DESCRIPTION ACCOUNT QTY AMOUNT
BSAS 561473 FEE 101-0000-20306 0 $1.00
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00
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, ENCLOSED
101-0000-42404
G
$104.55
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER, STD, ENCLOSED PC
101-0000-42600
.0
$142.00
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $337.57
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
$0.86,
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.86
DESCRIPTION
ACCOUNT
QTY
AMOUNT
TECHNOLOGY ENHANCEMENT FEE
502-0000-43611
0
$5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: - $5.00
Bin #
Qty. Of %d Quints
Bulkrmg & Safety Division
P.O. Box 1504,78-495 Catle Tampico
La.Quinta, CA 92253 - (760) 777-7012
Building Pennit'Application and Tracking Sheet
Pe ht #
AQP �o►�- S3
Project Address: 5oLAA CE=I22iEA.QQ
Owner's Name:. GSTIP T
A. P. Number. -1 % (o —. o 'DLO
Address: cx-:-
Legal Description: tt� G -V o'CCiTRtiLS lire
Contractor LM C l -is TR X t--T16la SUL1/ lCEIR:
City, ST, Zip: 'L -p, N , GAI- Cj 22—S✓
Telephone:.l% - 44Z — Zoo 2Z
Address: Q� 2
Project Description: 4t-Lkml N U M sk 1 G -T
City, $T, Zip: L,\A l wSZ4 tf� X12 Z¢�
�I�c7�\ GE�
Telephone-Xo `44 -5 4-1 0 Ob S � ST2 WGT u
State Lia #: ) 886,!? S City Lir. #;��
Arch., Engr., Designer.
Address:
City., ST, Zip:
----------------
Telephone:
State Lia #:
Construction Type:. Occupancy: Y
Project type (circle one)• New Add'n Alter Repair Demo
Sq. Ft ; S[7 #Stories: #Unit$:
Name of Contact Person: - F_- �Ue&` _�
Telephone # of Contact Person: 3 k7708
Estimated Value of Project KeZD. 0 0
APPLICANT: DO NOT WRITE BELOW THIS UNE
p
Submittal
ReWd
Recd
TRACMG
PERMIT FM
Plan Sets
Plan Check submitted
Item Amount
Structural Cales•
Reviewed, ready for corrections
Plan Check Deposit, .
Truss Calco•
Called Contact Person
Pian Cheek Balance
Tide 24 Calci.
Plans picked up
Construction
Flood plain plan
Plans resubmitted.* -
Mechanical
Grading plan
2" Review, ready for correctionsrusue
Electrical
Subeontaetor IAA
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S M I
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE--
7° Review', ready for correcdo'ns/iesae
Developer Impact Fee
Planning Approval.
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
CL
® Q
Aedfbn to
0 ��
mwdTxisY p
LL
W
ILI
4z z
0 z c�
�p
J U-
\
�m
W
o
Exisgng 6' Property Wait
Sienna &own Color
Similar to House Trim
Dur4luIn Patioove
Cr
w/Fan 8 Light
18'61 x 3h Manufactured
BBO, Tile Top to Match
Pod, Plaster and Wood
Amms to Match House
Tahoe Blue Mini
Pebble Pod w/Blue
Porcolaln Waterline
Tole
12'9evated
Seating Area
CEREZA DRIVE
Naw Pavan
E*41to
Aedfbn to
Pavan -
_
mwdTxisY p
Entry
Co�rer�
Drlreway
1I
I{ Mr. & Mrs. Musashi
50649 Cereza Drive
The Cove at Citrus Club
I
La Quinta
(760)447-2622
i
HARDSCAPE PLAN
D'a' I I E"I,,a P ad
Gate
6' Property Wall
IIIF—
' � New Parer Deck
Co�rer�
L-1 8 Electric136.
R
_ I
_ Sienna Brown Duralum
�
I i W.ntlow Cover
••—.�_.�.�3��-6�•
361vd Nan. Peva DeU
5Wo rontmal ebsmv
1
pa
I
r
Is-- +51h Plaster Equipment
~
21
3'61vd
8--1 g all to Match House
!� Ifia-wA (��y
+18' Block Retaining
all Painted to Match
+36T x 24 -Sq. Pilaster 3-181. Spills,
+24' Wall, Red Brick Cap w,pWtck Cap Blue Tile Accents
+24' Wall, Red Brick
Cap, Plaster to Match
House
Family Pools
Z9
construction}
A
Lic. 658996
8,IN
(760)564-3655
"6"`'
F-3 >C.S PUS( S
vj
` S1M9s
STI-i4r �fc
00 ---
�-r*T Com. xz
L-A. QU.Ls,
-160 -4+-1- 2 /o 2-2
l.P�- SSR- Ti�t.t svcp-
C-A- L-LC-k=v-. '3888 S5
-lGO 1 13 .1+i OB/ DNq e W -USC Tl -L_
CERE;
New Paver
Existing
Addition to
Paver
=
"
MatchExisting
Entry
V
,
�JEGTio�
v
�•
�-
n
Mr. & Ail"
50649 C
The Cove
L 44
(76C.
- o
w
CITY OF LA Q JINTA
'
,, •
BUILDING & SAFETY DEPT
APPROVED
n
- FOR cbNSTRU TION
;_ .• + ; •
_ :. _
DATE L BY
p.a.
Existing Paver Patio2X
3116"o
,
,
30
_
,• � 16' G " SP1
Exis '
a%l
Patio
�D. B C
O
/yam
ls-r c (0 13
I, UN I t'ALL i
' aver Deck
S -T2 U
. m 9 ' 4: � NT
EQUIP.
Ute- Cot l STQAAi T 1 Gtr SV CS-
.•
:(T++�c�r --r. CrczuSC�Ug Jpffpr-znn RtrP.pt
I iGD �•3' � `�/ IeA.ISS
PATIO COVER SYSTEM AS MFG. BY: DURA[ ,UM PRODUCTS, INC.
POINT OF CONTACTS
GENERAL NOTES
W05117
DRAWING NOTES:
1. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION.
RER
THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES
INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW:
E/tl�!!�/�Ef�lf4ffa
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
CONTRACTORS: PLEASE CONTACT DURALUM
BUILDING AND SAFETY DEPARTMENT. THERE SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE ORDER
`
BUILDING DEPARTMENTS: PLEASE CONTACT 4STEL ENGINEERING 26030 ACERO SURE 200 PHONE: (949) 305-1150
MISSION VIEJO. CA 92691 FAX (949)305-1420
MATERIAL SPECIFICATIONS:
HOMEOWNERS:PLEASELEASTANYINFORMATIONTHROUGHYOURCONTRACTOR
1. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR
STRUCTURAL ENGINEER OF RECORD: DUSTIN K ROSEPINK SE 5885
GREATER YEILD AND ULTIMATE STRENGTHS
POINT OF CONTACT: MARIE -DOMINIQUE SETA. SE 5987
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
DESIGN PARAMETERS
6. FASTENERS TO WOOD: WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION.
7. POST -INSTALLED ANCHORS: POST -INSTALLED ANCHORS USED SHALL BE SIMPSON STRONG TIE STRONG BOLT 2, STAINLESS STEEL (ICC -ESR 3037) OR EQUAL
GOVERNING CODES:
8.' ALL COMPONENTS MANUFACTURED OR SUPPLIED BY DURALUM AND DESCRIBED IN THIS DOCUMENTS ARE INTERCHANGEABLE, PROVIDED THEY ARE SELECTED
THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLIES WITH THE 201212015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES. 20132016
APPROPRIATELY TO SUPPORT THE LOADING THEY ARE SUBJECT TO.
CALIFORNIA BUILDING AND RESIDENTIAL CODES, ASCFJSEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2015 ALUMINUM DESIGN MANUAL- -
9. THE SELF WEIGHT OF THE PATIO COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECTION PROPERTIES. THE SOLID COVERS VARY IN WEIGHT FROM
COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 20122015 IRC AND 20732016 CRC SECTION AH105.2 FOR 10 PSF RESIDENTIAL CONSTRUCTION AND ACI 318.14 FOR
ABOUT 1 PSF TO ABOUT 3 PSF.
20.25 AND 30 PSF RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
10. ROOF INSULATED PANELS (INHERE OCCURS} SEE S3.2
1. IN RESIDENTIAL APPLICATIONS:
CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC 81BC APPENDIX CHAPTER I.
FOOTINGS:
ROOF LIVE LOAD: 10 PSF (20 POUNDS PER SQUARE FOOT AND GREATER MAY BE USED FOR COMMERCIAL APPLICATIONS AND RESIDENTIAL CARPORTS).
1. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL
ROOF SNOW LOADS: 10, 20,25, 30,40 8 50 PSF (SNOW LOADS AT GROUND LEVEL).
2. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT.
2. IN COMMERCIAL APPLICATIONS:
3. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER TABLE 18062 AND SECTION
CBC AND IBC CHAPTER 16.
1806:3.4).
ROOF LIVE LOAD: 20 PSF.
4. ATTACHED COVERS FOR RESIDENTIAL USE MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3112INCHES THICK AND IS LOCATED IN
ROOF SNOW LOADS: 20, 25,30,40 8 50 PSF (SNOW LOADS AT GROUND LEVEL).
AREAS WITH A FROST DEPTH EQUAL TO ZERO. THE SLAB SHALL BE A MINIMUM iT-O' 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.
WIND SPEED DESIGN PARAMETERS:
5. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON EXISTING OR NEW CONCRETE SLABS.
THE BASIC WIND SPEEDS CONSIDERED IN THIS REPORTARE 1111,120.130 MPH, EXPOSURES B AND C (BASED ON THE CBCBBC).
FOR USE WITH THE 2012/2013CRCBRC, DIVIDE THE REQUIRED CRCIIRCWIND SPEED BYSQRT(0.6).
NOTES TO LOCAL AUTHORITY HAVING JURISDICTION
BC I WIND SPEED 110 MPH 120 MPH ,30MPH
AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL
EQUIVALENT
EQUIVALENT CRGIRC WIND SPEED 85 MPH I 93 MPH I 101 MPH
EXAMPLE: IF CRCIIRC WIND SPEED IS 85 MPH, THE PATIO COVER CONSTRUCTION SHALL BE BASED ON 85 MPH I SORT(0.6) =110 MPH.
USE OF THIS SET OF PLANS FOR A SITE SPECIFIC PROJECT:
SNOW LOADS DESIGN PARAMETERS:
1. EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS
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
LOCATED WITHIN THIS IAPMO-USIED EVALUATION REPORT.
LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED.
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
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE MANUFACTURER DESIGN LOADS AND F14ClO5A3ILITY.
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
4• A WET STAMP FROM 4STEL ENGINEERING IS NOT REQUIRED ON THOSE PAGES FROM THE IAPMO REPORT.
SNOW LOADS DRIFTING AND I OR SLIDING OCCUR REDUCTION FACTORS PER SHEET S2.1 OR L2.1 SHALL BE APPLIED TO THE STRUCTURE
5. A COLOR COPY OF THOSE PAGES FROM THE IAPMO REPORT IS NOT REQUIRED.
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
ATA MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
1. TITLE SHEET AND GENERAL NOTES, GOA
SEISMIC LOAD DESIGN PARAMETERS:
2 STRUCTURAL CONFIGURATION (i.e. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). Stx OR Ltx
SEISMIC DESIGN BASE SHEAR 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. CONSIDERING THE FOLLOWING DESIGN PARAMETERS:
3. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER ANDIOR PANEL SPAN TABLES.
1. SITE CLASS: D4.
TYPE OF HEADER, POST TYPE 8 QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE SITE-SPECIFIC DESIGN LOADS.
2 SEISMIC DESIGN CATEGORY: E
5. APPROPRIATE STRUCTURAL DETAILS.
3. MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss =1.50, Si = 0.6, SDs =1.0, SDI= 0.50
6. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION.
4. RESPONSE MODIFICATION FACTOR, R=115
7. SEE S1x OR L1x FOR SHEET INDEX.
5. RISK CATEGORY o
6. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-10 SECTION 128.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY
JOB NAME:
SITE WITH Ss > 1.50, CONSIDERING SS =1.50.
JOB ADDRESS:
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 W 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 262
WIND LOAD:
6. ALL APPLICABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE
DESIGN ASSUMPTIONS:
1. LEAST BUILDING WIDTH OF. MAIN STRUCURE:3V
LIVE I SNOW LOAD:
2 BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' MIN
3. MINIMUM COVER PROJECTION IS IV.
4. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: IV x 10'
5. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DECK: SEE DETAIL 1BIS3.2
1 S H E ET I N D EX
6. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DURAPANR- SE DETAIL 1A/S3.2
7. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG.
8. THE RATIO (H/P� COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY COVER PROJECTION OR WIDTH (P, F), SHALL NOT EXCEED ONE (1).
SEE SHEET S1x OR Lix FOR SHEET INDEX.
CITY a I� ®� LA ���
9. THE RATIO (LIP), COVER LENGTH (L FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT BE LESS THAN ONE (1).
ALL UNUSED SHEETS SHALL BL" REMOVED FROM THIS SET OF DRAWINGS.
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
BUILDING & SAFETY DEPT.
BEAM TO THE OTHER, INCLUDING ANY BEAM SPLICES. THE STRUCTURE LENGTH SHALL BE DETERMINED THIS WAY REGARDLESS OF ROOF COVERING TYPE, INCLUDING
4
COMBINATION ROOFS WITH BOTH TREWS AND DECK ROOF USED ON THE SAME CONTINUOUS PATIO COVER STRUCTURE HOWEVER, OPEN LATTICE PORTIONS OF THE
I �®
STRUCTURE SHALL NOT BE COVERED BY ROOF DECK PER IAPMO 195.
Jy
11. PATIO COVERS WITH SOLAR PANELS ON THE ROOF: CONTACT DURALUM PRIOR TO ORDERING THE PART AND SUBMITTING DRAWINGS TO LOCAL AUTHORITY HAVING
�/�p p /� p
p CONSTRUCTION
FOR lJ�. NSTRUCTIO1 V
JURISDICTION.
I -
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 Fh t 900 psi AND F9 t 180 psi.
i I
DATE .moi B
`
2485 RAILROAD ST,
CORONA, CA 9288D
951.736.4500.
AFESS iq�l
S 5885
r RUCT� �P
qTF OF CAI�E��
DATE SIGNED: April 5, 2017
0611"A
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AW APPROVAL
REVISIONS
DESCRIPTION
4 STEL JOB 9
161071'
DATE
W05117
DRAWN BY
RER
CHECKED
MDS
IAPM0195 V 2.0
TITLE SHEET,
DESIGN LOADS,
GENERAL NOTES
G0.1
v
b
0
m
m
fu
x
m
K
u
(E) BUILDING
SPAN BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
1. PATIO COVER DIMENSIONS
A LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION V. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM ,OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
EXCEPTION= NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE.OF COL
D. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF BOTH DECK & IRP SOLID
COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIG ,(Beit)= h ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ U5-7
• TRIS (BLDG)=J4 ADJACENT DECK CLEAR SPAN
2. SOUD COVERS
A SEE SHEET S3.1A FOR DECK PROFILES AND MAXIMUM SPANS.
B. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM
SPANS.
C. SEE SHEET S2.1 FOR REDUCTION OF SOLID COVER MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
D. SEE SHEET S3.2 FOR CONNECTION OF SOLID COVERS TO SUPPORTING. BEAMS.
E. SEE SHEETS S3.2 & S6.1 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING.
F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER SHEET S3.2.
G. MINIMUM SLOPE OF DURAPANELS TO BE PER SKEET S3.2.
NL
SOLID ROOF PANEL
- _
SEE NOTE 2
1 1 SOLID COVER CONNECTION I i
TO BLDG SEEINOTE`2 I i
2485 RAILROAD ST',
WINDSPEEDAND EXPOSURE
o
WIDTH
1108
1100 12DB 1200
1308
1300
SM -1
2
w
i I
3
W
cwn
•
I ! ! I ! COL. TYP I I
w
Y
v
Z
w
z
T
2
SEE NOTE14 I
o
0
o
=
Lu
I SOLID COVER CONNECTION
TO BEAM SEE NOTE' 2
I I ! I
3 3 4
a
w
V)
S
3
4 4 4
4
5
10
3
SPAN BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
1. PATIO COVER DIMENSIONS
A LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION V. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM ,OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
EXCEPTION= NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE.OF COL
D. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF BOTH DECK & IRP SOLID
COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIG ,(Beit)= h ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ U5-7
• TRIS (BLDG)=J4 ADJACENT DECK CLEAR SPAN
2. SOUD COVERS
A SEE SHEET S3.1A FOR DECK PROFILES AND MAXIMUM SPANS.
B. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM
SPANS.
C. SEE SHEET S2.1 FOR REDUCTION OF SOLID COVER MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
D. SEE SHEET S3.2 FOR CONNECTION OF SOLID COVERS TO SUPPORTING. BEAMS.
E. SEE SHEETS S3.2 & S6.1 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING.
F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER SHEET S3.2.
G. MINIMUM SLOPE OF DURAPANELS TO BE PER SKEET S3.2.
CONCRETE FTG,_
SEE NOTE 5, TYP
B ISOMETRIC VIEW
3. BEAMS
A SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES.
B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS.' c,$
C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
E SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS.
F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE
SPLICE, WHEN NEEDED, SHALL BE LOCATED IMMEDIATELY ABOVE -:AN INTERIOR COLUMN. NO
BEAM SPLICE SHALL BE PERMITTED BETWEEN COLUMNS OR ON'TbF OF AN EXTERIOR
COLUMN.
4. COLUMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON
COVER DIMENSIONS, •
B. SEE SHEET S4.3 FOR COLUMN PROFILES.
C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS.
5. FOUNDATIONS
A. SEE SHEET S7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEET S8.xx.x FOR MINIMUM FOOTING SIZE FOR PA110 COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
- - C. SEE S7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 8/S7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE
� I
i
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRED
SOLID ROOF PANEL
- _
SEE NOTE 2
TRIB
2485 RAILROAD ST',
WINDSPEEDAND EXPOSURE
BLDG.
WIDTH
1108
1100 12DB 1200
1308
1300
SM -1
2
1 2 2 3
0
3
W
EXT. BEAM
N
=
SEE NOTE 3
4
CONCRETE FTG,_
SEE NOTE 5, TYP
B ISOMETRIC VIEW
3. BEAMS
A SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES.
B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS.' c,$
C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
E SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS.
F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE
SPLICE, WHEN NEEDED, SHALL BE LOCATED IMMEDIATELY ABOVE -:AN INTERIOR COLUMN. NO
BEAM SPLICE SHALL BE PERMITTED BETWEEN COLUMNS OR ON'TbF OF AN EXTERIOR
COLUMN.
4. COLUMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON
COVER DIMENSIONS, •
B. SEE SHEET S4.3 FOR COLUMN PROFILES.
C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS.
5. FOUNDATIONS
A. SEE SHEET S7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEET S8.xx.x FOR MINIMUM FOOTING SIZE FOR PA110 COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
- - C. SEE S7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 8/S7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE
� I
i
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRED
CONCRETE SLAB, NOTES.
SEE NOTE 5 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE 'MAX POST SPACING
(SPAN] SHOWN ON SHEETS SB=.x OR LB.xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED M CONJUNCTION WITH DETAIL 3156.3
OR 30.6.3.
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 L6.3,
A TABLE 1 - MINIMUM
NUMBER OF COL REQ
SHEET INDEX - SOLID PANEL STRUCTURES: TYPE A
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
S1.1 - SOLID PANEL STRUCTURES: TYPE A
S21 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION
FACTORS DUE TO DRIFTAND SLIDING
S3.1A- SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND
MINIMUM FASTENERS
S3.2 - SOLID PANEL STRUCTURES: CROSS SECTIONS
S4.1 - SOLID PANEL STRUCTURES: BEAM PROFILES
S42 - SOLID PANEL STRUCTURES: BEAM PROFILES
S4.3 - SOLID PANEL STRUCTURES: COLUMN PROFILES
S4.4 - SOLID PANEL STRUCTURES: MEMBERS PROFILES
S4.5 - SOLID PANEL STRUCTURES: CONNECTORS
S5.1 - SOLID PANEL STRUCTURES: SPLICE DETAILS
SBA - SOLID PANEL STRUCTURES: ATTACHMENTTO EXISTING BUILDING
S62 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S7.1 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS
S72 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS
SBJaJ( - SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LUSL• IXO MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE A: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)..
- _
TRIB
2485 RAILROAD ST',
WINDSPEEDAND EXPOSURE
951.736.4500
WIDTH
1108
1100 12DB 1200
1308
1300
5
2
1 2 2 3
3
3
6
2
3 3 3
3
4
T
2
3 3 4
3
4
6
3
3 3 4
4
5
S
3
4 4 4
4
5
10
3
4 4 5
5
6
11'
4
4 4 15
6
1Z
4
5 1 5 1 6
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
WIND SPEED AND EXPOSUR
110B
1100 12GB 1200
,3DB
1300
2
2 2' 2
3
3
2
2 2 3
3
3
2
3 3 3
3
4
Eg
2
3 3 4
3
4
3
3 3 4
4
5
3
4 44
4
5
3
4 4 5
5
6
3
4 4 5
5
5
CONCRETE SLAB, NOTES.
SEE NOTE 5 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE 'MAX POST SPACING
(SPAN] SHOWN ON SHEETS SB=.x OR LB.xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED M CONJUNCTION WITH DETAIL 3156.3
OR 30.6.3.
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 L6.3,
A TABLE 1 - MINIMUM
NUMBER OF COL REQ
SHEET INDEX - SOLID PANEL STRUCTURES: TYPE A
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
S1.1 - SOLID PANEL STRUCTURES: TYPE A
S21 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION
FACTORS DUE TO DRIFTAND SLIDING
S3.1A- SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND
MINIMUM FASTENERS
S3.2 - SOLID PANEL STRUCTURES: CROSS SECTIONS
S4.1 - SOLID PANEL STRUCTURES: BEAM PROFILES
S42 - SOLID PANEL STRUCTURES: BEAM PROFILES
S4.3 - SOLID PANEL STRUCTURES: COLUMN PROFILES
S4.4 - SOLID PANEL STRUCTURES: MEMBERS PROFILES
S4.5 - SOLID PANEL STRUCTURES: CONNECTORS
S5.1 - SOLID PANEL STRUCTURES: SPLICE DETAILS
SBA - SOLID PANEL STRUCTURES: ATTACHMENTTO EXISTING BUILDING
S62 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S7.1 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS
S72 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS
SBJaJ( - SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LUSL• IXO MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE A: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
J
..;,1._DURALUM
2485 RAILROAD ST',
CORONA, CA 92880
951.736.4500
Q�Of ESS Iq�`
co m
S 5885
lF OF CAL\F�
DATE SIGNED: April 5, 2017
�A
TCL.
EA(Glf�fE"EJ�f.'a�G
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AHJAPPROVAL '
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB a# 16-1071
DATE 04105117
DRAWN BY RER
CHECKED MDS
IAPM0195 N 2.0
SOLID PANEL STRUCTURES:
TYPE A
J
BEAM i
SEE N01
(E) BUILDING
RAFTER
SEE NOTE 2
SPAN I- BEAM
LENGTH 'L' SEE NOTE 1
I � PLAN VIEW
1/16"=1'-0•
NOTES:
I. PATIO COVER DIMENSIONS
A LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION V. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF 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 257 OF RAFTER'S ADJACENT CLEAR SPAN, OR
24 MAX
E LATTICE OVERHANG 'OH' SHALL NOT EXCEED 257 OF LATTICE'S ADJACENT SPAN,' OR 24•
MAX.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Beit)= )i ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
• TRIB (BLDG)=J ADJACENT DECK CLEAR SPAN
2.. LATTICE COVERS
A SEE SHEET L4.1 FOR LATTICE PROFILES.
B. SEE SHEETS L3.1A & 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.
I ROOF OVERHANG OR WOOD, CONCRETE,
BRICK MASONRY WALL SEE SHE. 8
C� o0
1
-
1
i 1♦
Ow
Lu
z CONCRETE FTG,
N SEE NOTE 5, TYP
e ISOMETRIC VIEW
3. BEAMS
A SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEETS L7.1 & L8xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS. q '
D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS. T1
C COLUMNS
x,31
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS RE UIRED BASED ON
COVER DIMENSIONS. " ;w
B. SEE SHEET L4.2 FOR COLUMN PROFILES.
C. SEE SHEETS L7.1 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
5. FOUNDATIONS <;-
A SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION. „IIt,
B. SFE BEAM SPAN TABLES ON SHEETS L8.xxx FOR MINIMUM FOOTING SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. 'I
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 8/1.7.1 FOR ATTACHED PA'QO COVER SUPPORTED ON SLAB ON GRADE.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRED
RAFTER CONNECpON ,
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
.
TO BLDG SEE NOTE 2 !
1108
WIND SPEED AND EXPOSURE
T 110C 1208 1200 130B
1300
5'
2
2 2 3
z
W
' ' LATTICE @ 3- PR 6-i D.C.
zd
2
3 3 3
SEF1 NOTE 2
4
7
2
! ' I EDGE COL !
I ; I j SES NOTE 4
w
w
a
6
3
:
4
U
9
1 1 I j I i
4 4 4
cr
w
j RAFTER CONNE ON
2 i BEAM SEE NO 3
7
3
a
w
N
TO BEAM SEE NOTE
I I i I
11'
4
4 4 5
I I 1 I 11 ! ! I
6
17
SPAN I- BEAM
LENGTH 'L' SEE NOTE 1
I � PLAN VIEW
1/16"=1'-0•
NOTES:
I. PATIO COVER DIMENSIONS
A LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION V. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF 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 257 OF RAFTER'S ADJACENT CLEAR SPAN, OR
24 MAX
E LATTICE OVERHANG 'OH' SHALL NOT EXCEED 257 OF LATTICE'S ADJACENT SPAN,' OR 24•
MAX.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Beit)= )i ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
• TRIB (BLDG)=J ADJACENT DECK CLEAR SPAN
2.. LATTICE COVERS
A SEE SHEET L4.1 FOR LATTICE PROFILES.
B. SEE SHEETS L3.1A & 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.
I ROOF OVERHANG OR WOOD, CONCRETE,
BRICK MASONRY WALL SEE SHE. 8
C� o0
1
-
1
i 1♦
Ow
Lu
z CONCRETE FTG,
N SEE NOTE 5, TYP
e ISOMETRIC VIEW
3. BEAMS
A SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEETS L7.1 & L8xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS. q '
D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS. T1
C COLUMNS
x,31
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS RE UIRED BASED ON
COVER DIMENSIONS. " ;w
B. SEE SHEET L4.2 FOR COLUMN PROFILES.
C. SEE SHEETS L7.1 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
5. FOUNDATIONS <;-
A SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION. „IIt,
B. SFE BEAM SPAN TABLES ON SHEETS L8.xxx FOR MINIMUM FOOTING SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. 'I
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 8/1.7.1 FOR ATTACHED PA'QO COVER SUPPORTED ON SLAB ON GRADE.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRED
NOTES:
1, NUMBER OF POSTS SHOWN W THIS TABLE 1.S A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THATTHE'MAX POST SPACING
CONCRETE SCAB. (SPANT SHOWN ON SHEETS SB.xxx OR LB.xx.x IS NOT E)CEEDED.
SEE NOTE 5 2. THS TABLE ISTD BE USED IN CONJUNCTION wrn-I DETAIL 3/S6.3
OR 3+1.6.3.
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 1.6.3.
(�Y=MBE'R
- MINIMUM
OF COL REQ.
SHEET INDEX- LATTICE STRUCTURES: TYPE E
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
1-1.1- LATTICE STRUCTURES: TYPE E
1.21 - 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
USA -LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING
L62 - LATTICE STRUCTURES: CONNECTION DETAILS
1.6.3 - LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS
L72 - LATTICE STRUCTURES: FOUNDATION DETAILS
L8xxX - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES)m PSF
LLJSL, 1X0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE E: ATTACHED'SINGLE SPANATH OPTIONAL CANTILEVER
V:4�•
DU -ALUM
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS IC}yy�
Q
S5 85
m
rq 11CT� ��Q
TF OF CAL "E
DATE SIGNED: Apn15, 2017
AV";Lk,WV
VTi1
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB 9 161071
DATE 04105117
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
TYPE E
L1.1
i
D
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
.
TRIS
WIDTH
1108
WIND SPEED AND EXPOSURE
T 110C 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
10
3
4 4 5
5
6
11'
4
4 4 5
5
6
17
1 4
1 5 5 6 1
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
WIDTH
1108
WIND SPEED AND EXPOSURE
110C 1208 1200 1306
130C
S
2
2 2 2
2
3
6
2
2 2 3
3
3
7
2
3 3 3
3
4
6
2
3 3 4
3-
4
9
3
3 3 . 4
4
5
111
3
1 4 4
4
5
11'
3
4 4 5
5
6
1Z
3
1 4 5
5
5
NOTES:
1, NUMBER OF POSTS SHOWN W THIS TABLE 1.S A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THATTHE'MAX POST SPACING
CONCRETE SCAB. (SPANT SHOWN ON SHEETS SB.xxx OR LB.xx.x IS NOT E)CEEDED.
SEE NOTE 5 2. THS TABLE ISTD BE USED IN CONJUNCTION wrn-I DETAIL 3/S6.3
OR 3+1.6.3.
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 1.6.3.
(�Y=MBE'R
- MINIMUM
OF COL REQ.
SHEET INDEX- LATTICE STRUCTURES: TYPE E
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
1-1.1- LATTICE STRUCTURES: TYPE E
1.21 - 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
USA -LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING
L62 - LATTICE STRUCTURES: CONNECTION DETAILS
1.6.3 - LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS
L72 - LATTICE STRUCTURES: FOUNDATION DETAILS
L8xxX - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES)m PSF
LLJSL, 1X0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE E: ATTACHED'SINGLE SPANATH OPTIONAL CANTILEVER
V:4�•
DU -ALUM
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS IC}yy�
Q
S5 85
m
rq 11CT� ��Q
TF OF CAL "E
DATE SIGNED: Apn15, 2017
AV";Lk,WV
VTi1
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB 9 161071
DATE 04105117
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
TYPE E
L1.1
i
D
■ i
M
cr
RAFTER
SEE NOTE 2
(E) BUILDING
------------..
BEAM OH BEAM CLEAR SPAN BEAM CLEAR SPAN
SEE NOTE 1
LENGTH 'L'_ SEE NOTE 1
\PLAN VIEW
NOTES:
1. PATIO COVER DIMENSIONS
A LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OM SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN..
D. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Sext)= h ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LET
• TRIG (Biot)= J4 ADJACENT DECK CLEAR SPAN @RIGHT
+ Jf ADJACENT DECK CLEAR SPAN @ LEFT
• TRIS (BLDG)=h ADJACENT DECK CLEAR SPAN
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 L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
v zw
w
B ISOMETRIC VIEW
3/32'=1'-0'
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRED
-
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
I i f i t I RAFTER CONNECTION -
(n
TRIB
TO BLDG SEE NOTE 21 i
- - WIND SPEEDAND EXPOSURE
LOADS.
I i I I
Ir
"-
1100 1208 120C
�
Ix
5'
I I i I j I I 1
2 2 3
w
w
I i I 1 I I If
1 I i LATTICE @!3" OR 6' O.C.
a
w
a
I I I I I SEE NOTE ,2
m
o
_
2
F
U
I I I I L I
I I I I /-I EDGE COLI I
4
3
RAFTER CONNECTION SEE NOTE '4
I
3 3 4
a
TO BEAM SEE NOTE 2� I I
1 I I I !
C
3
4 4 4
4
5
BEAM OH BEAM CLEAR SPAN BEAM CLEAR SPAN
SEE NOTE 1
LENGTH 'L'_ SEE NOTE 1
\PLAN VIEW
NOTES:
1. PATIO COVER DIMENSIONS
A LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OM SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN..
D. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Sext)= h ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LET
• TRIG (Biot)= J4 ADJACENT DECK CLEAR SPAN @RIGHT
+ Jf ADJACENT DECK CLEAR SPAN @ LEFT
• TRIS (BLDG)=h ADJACENT DECK CLEAR SPAN
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 L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
v zw
w
B ISOMETRIC VIEW
3/32'=1'-0'
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRED
-
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
B. SEE SHEETS L7.1 & LB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
TRIB
C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
- - WIND SPEEDAND EXPOSURE
LOADS.
WIDTH
1108
1100 1208 120C
13DB
1300
5'
2
2 2 3
3
3
9
2
3 3 3
3
4
T
2
3 3 4
3
4
B
3
3 3 4
4
5
9
3
4 4 4
4
5
1D
3
4 4 3
5
6
D. SEE B/L7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE.-
RADE.-
4
4 4 5
5
6
17
4
3 5 16
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIS
WIND SPEED AND EXPOSURE
WIDTH
1108
1100 1206 1200 I
13DB
130C
S
2
2 2 2
2
3
6
2
2 2 3
3'
3
T
2
3 3 3
3
4
B
2
3 3 4
3
4
9
3
3 3 4
4
5
10'
3
4 4 4
4
5
11'
3
4 4 5
5
6
12'
3
t 4 5
5
S __-
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THATTHE'MAX POSTSPAGNG
(SPANT SHOWN ON SHEETS SS.xx.x OR LB.xxx IS NOT E)CEEDED.
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 AESTHETIC AL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR 1.6.3.
A TABLE 1 -MINIMUM
NUMBER OF COL REQ.
3. BEAMS
LATTICE
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.
SHEET INDEX -LATTICE STRUCTURES: TYPE F
D. SEE SHEETS L6.x FOR BEAM CONNECTIONS'& DETAILS.
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
4. COLUMNS
L12- LATTICE STRUCTURES: TYPE F
L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
A SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON
DUE TO DRIFT AND SLIDING
COVER DIMENSIONS.
L3.1A- LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS
B. SEE SHEET L4.2 FOR COLUMN PROFILES.
L4.1 -LATTICE STRUCTURES: BEAM PROFILES
C. SEE SHEETS L7.1 AND FOR TABLES SHOWING MAXIMUM POST SPACING.
1.42 -LATTICE STRUCTURES: COLUMN PROFILES
�
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS &DETAILS::
FOR
L4-3- LATTICE STRUCTURES: CONNECTORS
.x
L6.1 - LATTICE STRUCTURES: ATTACHMENT TO EXISTING BUILDING
L62- LATTICE STRUCTURES: CONNECTION DETAILS
5. FOUNDATIONS
L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS
•l.
L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS
SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION.
L72 -LATTICE STRUCTURES: FOUNDATION DETAILS
B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER
LBJoc.X - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
LL1SL, 1X0 MPH '
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
D. SEE B/L7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE.-
RADE.-
LATTICE COVER STRUCTURE TYPE F: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
e
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�ypFESS Igy4
7�
w
S5885
ry llCT
TF OF CA\-
\F�
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 4 - 16.1071
DATE 0410917
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
TYPE F
L1.2
i
w �
ATTACHED COVER DESIGN ASSUMPTIONS GROUND SL, psf hd, ft_
Lu = 20'-0" MAX. 25 1.34
.d-= 0043 (-v)D-'O(SLS 10)0-25 ---j:5 30 1.43 MAXIMUM USED IN DESIGN
he = 3'-6' MIN. > 30 NOT PERMITTED
W= 4hd =T-0'
ATiACHED COVERS
N.T.S.
FREESTANDING COVER DESIGN ASSUMPTIONS `
IF S < 20' AND S < 6h, THEN SITE SPECIFlC ENGINEERING IS REQUIRED.
IF S > 20' OR S > 6h, THEN NO SNOW DRIFTING AND/OR SLIDING NEED TO BE CONSIDERED.
FREESTANDING COVERS
L
N.T.S.
. TABLE
ATTACHED COVERS
ATTACHED COVERS
LATTICE RAFTERS SPAN REDUCTION
RAFTER TYPE. GROUND SNOW LOAD (psf )
., 25 30 40 50
2"x612"z0:24�; -0.8 0.8
0.75 0.75
21x6 1PTx0.32', ',-0.85 0.8
0.75 0.75
7'x6 1/2"xO.4Z* - 0.8 0.85
0.8 0.75
3"x8" ,t --10.8 0.8
0.75 0.75
(2) 2"x6 1/2"x0.24" 0.85 0.8
0.8 0.6
(2) 7'x6 1/2"x0.37' .0.85 0.8
0.85 0.85
(2) 7x6 1/2"x0.42" 0.65 0.65
0.8 0.8
J
NOTE
TFIE ACJ M IUM ALLOWABLE TABULATED SPANS FOR SOLD
ROLL FORMED ROOF PANELSIAND 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.
dk7.
v
I
r
SNOW LOAD DESIGN CRITERIA: DRIFT & SLIDING
TABLE 3
ATTACHED COVERS
BEAMS SPAN REDUCTION FACTORS
BEAM TYPE
GROUND SNOW LOAD (psf)
25
30 1
40
50
B7 61/2"
0.85
0.8
0.8
0.8
GUTTERRMED
B2 MAG BEAM
0.8
0.8
0.85
0.85
B3 4" WEAM
0.85
0.85
0.85
0.85
B4 MAG GUTTER
0.8
0.8
0.6
0.8
B5 3" SO ALUM W/
0.8
0.8
0.8
0.8
12 GA STL "U' CHANNEL
B6 T' I -BEAM
0.85
0.85
0.85
0.85
B7 7" 1 -BEAM W/
0.85
0.85
0.8
0.8
ONE 'C' SPUCE
B8 7"1 -BEAM W/
0.85
0.8
0.8
0.8
TWO'C SPLLCE$
B9 (2) 2 x 6 1/2 x 0.042
0.8
0.8
0.75
0.75
B10 (2)2x 61/2x 0.032
0.8
0.8
0.8
0.75
B11 3x8
0.75
0.75
0.7
0.7
B12 (2) 3 x 6
0.8
0.8
0.75
0.7
B13 3x8W/
0.8
0.8
0.6
0.8
14 GA. STEEL INSERT
B14 3 x 8 W/
0.85
0.85 •
0.85
0.85
12 GA. STEEL INSERT.
B15 (2) 3 x B 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
7z
...Fr
IDURALUMI
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FESS I(
w
S5885
r9 T
TF OF `�F�
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 0 - 161071
DATE 04!0&17
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
SNOW LOAD DESIGN:
SPAN REDUCTION FACTORS
DUE TO DRIFT & SLIDING
L2.1
ALUM. ALLOY 30D47H36 ALUM. ALLOY 3004-H36 UM. ALLOY 3004-H36
T T o
T
o . _
co
L
- t
2.000' • i ( � 2000° � 4.0000" 1 2.000' 6
_mhx
3.000°
3' x 8' RAFTER R2. 2' x 8.S RAFTER R3 DBL 7 x 8b' RAFTER
3'-1'-0° 3._I,-0°
34 RAFTER.-ATTACHEDSTRUCTURE
2X6 12 RAFTER -ATTACHED STRUCTURE
DBL. 2x612 RAFTER -ATTACHED STRUCTURE
LUSL
T_..
(1
SPACING WIND SPEED / EJF
O/C 170 B 110C 1208 120 C 130 B 130 C
LUSL
T
(IN)
SPACING
WIND SPEED /,EXP
LUSL
T
Q
I SPACING
O/C
110 B
WIND SPEED / EXP
110 C 120 B 120. C 130 B
130 C
O/C 110 B 110C 120 B 120 C 130 B 130 C
10
0042
16' 29-8' 24-6' 27-8'
28'-9' 29-3' 26'-3'
10
0.024
16'
16'-0'
IS -10'
16'-0'
15'-0'
15,91
.13-8'
_�0
0.024
16'
276'
27�'
27-6'
21'-7'
2T -Y
19-2'
24' 24'-2' 24'-1' 24'-2' 23=6' 24'-0' 21'-6'
`,.24'- a13'-1' 13-0'_ `77-3', 12--70' 11'-2'
24' 18 4' 18-3' 18�' 1T-3' 18-2'
1S-0'
20
0.042
16` 23'-0- 23'-0' 23'-0' 23'-D' .23'.-0- 22'-9'
0.032
-16' 20'-3' 20'-2' 20'-3' 19'-8' 20'-1' 78-2''
0.032
16' 28'-7- 283' 28-7' 2T-9' 28-3'
25-7'
24' 18-9' 18-9' 18-9" 16=9` 78-9' 18-9'
24' 16'-7' I6'-6'. 16-7'' 16-1`- -16 4' 14'-10'
24' 23'- 23'-3' 23'-4' 22'-8' 23-1'
2Q-10'
25
0.042
16' 17-8' 17-8' 17-8' 19=8' 173' 17-8'
0 �2
; -`-16.' , 24-6' 24'1'" 24'-6' 23-9' 24'-3'' 23-Y
0'�2
76' 34'-7' 34'1' 34'-7' 33,a' . 34'-Y
373'
24' 16'-1' 18-1' 16'-1' 16=1' 15-1' 16'-1-
24' 27-1' 27-D' 27-1' 173' 17-9' 17-0'
24' 28-2* 28-1' 28-2' 22-4' 2T-10'
26'.8'
30
0.042
16' 18-1' 18-1' 18-1"
18-i' 18-1' 78-1'
20
0.024
16'
1Z'-4- 17-4'
17-4'
1Z-4- 1Y-4'
17-4•
20
0.024
16'
12-4' 1T1' 121' 121' 171'
1T3-1
24' 13'-9' 13'-9' 13-9' 13=9` 13'-9' 13'-9'
24' 10'-2' 1Q-2' 10'-2' 10'-2' 10'-2' 10'-1'
24" 14'-Y 14'-2' 14'-2' 14'-Y 1R -Y
14'-2"
40
0.042W24'
15'-10' 1S -1D` 15=10' 15-10• IV19D' 15-10'
0.032
16' 15'-8' 15-8' 15'8' 15'x' 15 8' is, -8
0.032
16' 27-1' 27-1' 27-1' 22-1' 22-1'
27-0'
12'-1" - 17-1' 17-1' 17-t' 17.-1` 17-1'
24' I7-10' 17-10' 17-10' 17=1'v' 12-10` 12'-9'
24' 18-1' 18-1' 18'-1' 18-1' 19-1'
1B-0'
50
0.04217-3"
IT -4' 13'1' 13'-4' 134.' 13'1' 13'1'
0'�2
16' 17-0' 17-0' 17-0' 17-0' 17-0' 18-10'
0'�2
16' 26'-8' 2G3' 26'-8' 26'-8' 26-8'
26'-7'
17-3' 10-3' 10'-3' 10'-0' 10'-3'
24` 15'-6'- 15-6' 153' 15'-6' 15-6' 15-6'
24' 21'-10' 21'-10' 21'-10' 21=10' 21'-10'
21'-9'
NOTE:
ITIS ACCEPTABLE TO SUBSTIWIE:
(2) 3x8 (dj32'OC IN LIEU OF (1)3x8 x,16' OC
(2) 3x8 @ 48'OC IN LIEU OF (1) 3x8 (8/ 24'OC
- (2) 2x6 (a�, 32' OC IN LIEU OF (1) 2x6 @ IVOC
- (2) 2x6 48.00 IN LIEU OF (1) 2x6 Q.24 -OC
'
_.. _
"
25
0.024
16'
17-T 10'-7'
10-7' 10'-7' 10'-7' 10'-7"
25
0.024
16'
15'-10'
15'-10 15'-10' 15-10' 15-10'
15-10'
24' 8'-1' 8'-1' 8-1' 8-1' 8-1' 8-1'
24' IT -V 13 13'1' 13'-2' 13-3`
17-9'
0.032
16' 14'-4' 14'1' 14'1' 14'4' 144' 14'-4'
0.032
16' 20`-2' 20'-2' 20'-2' 2P -Y 20-Y
20-Y
24' 11'-1' 11'-7' 11'-1' 11'-1' 1T-1' 11'-1'
24' 16-2 16'-7- 1F-7' 16'-7' 18-T
16'-T
0-042
16' 1T-4'. 1T�' 121' 1T�' 124' 121'
0 �2
16" 24'-6' 24'3'24!-S' 24'-6' 24'-6'
24'3'
24' 13'-3' 13'-3' 13'-3' 13'3` 13'-3' 13-3'
24' 20'-0' 2Q-0' 20'-0' 2Q-0' 20-0'
2V-0'
30
0 �4
16' 27-8' 27-6' 27-8' 28:-9'29-3' 26'-3'
30
0 .024
76' 16'-0'15-70' 16'-0' 15-0' 13-9'
13'-8'
24' 24'-2' 24'-7' 24'-2' 23'-6` 24'-0' 21'-6'
24' 13'-t' 13-0' IT -1' 12'-3' 17-10`
1 T
0.032
16' 23'-0` 1 23-0' 23-0' 23'-0' 23'-0' 27 9'
9.032
16' 20'-3' 20'-2` 28-3° 19'-8' 2Q -t"
18-2'
24' 18-9' 18-9' 18-9' 18'-9' 18=9' 18-9'
24' 16'.-2' 16'3' 16'-T 16'-1' 16`1'
14'-10'
0.042
16'' 19'-8` 17-8' 17-8' IT4' 17-8' 17-8'
0 �2
16' 24-6' 24'1' 24'-6' 23'-9' 24'-3'
23-Y
24' 16'-T 15-T 15-1' Iew 16'-1' IV -7'
24' 27-1' 2b-0' 20'-1' 17-6' 19-9'
17-0'
40'
0.024
76' 18-1' 18.1' 18-7' 18:-1' 18-1' 18-I"
40
O.D24
16' 124' 171' 17-4' 12.4' 12-4'
12'1'
24' 13'-9'17-9" 13-9:. 13'-9'. 13'-9' 13'-9'
24 17-Y 1`0'-2' 17-2' 10=2' 10-2'
17-1'
0.032
16" IT -10' 15-10' 15'-10' 1S-10' 15-10' 15-70'
0.032
16: 15-8' 15-8' 1S -B' 15-8' 15-8'
15'3'
24' 17-1' 12-1' 17-1' 77-1' 17-1' IT -1'
24' 17-70' 17-10' 17-10' 17-10' 17-10'
77-9'
0.042
16' 13-V 13'1.' 13'1' .131' 134'. 131'
0.042
16' 17-0` 17-0' 17-0' 17-0' 19 0'
18-10'
24' 17-3"' 17-3' 173' 173' 17-3' 77-3'
24' 15-6' 15'3' 15-6' 15'-6' 15-8'
153'
50
0.024
16' 18'-1' I TIF F 18-1' 18'-1' 18-1' 18-1'
-
50
0.024
16' 1Q -T 174- 17-T 17-T 10-T
17-7'
24' 13-9.' 15-9' 13'-9' 13'-9' 13'-9' 13'-9'
24' 8-1' 8-1' 8-1' 81- 8-1'
8-1'
0.032
16' - 15-10' 15'-10' 'IS -10' 15-10' 15-10' 15-10'
0.03Y
16' 14'-4` 14'1' 14'h', 14'4' tt4'
14`1'..
24' 17-1' 12.7' 12-t' 17-1' 17-1' 17-1'
24' 12-1' 11'-1' 11'-1' 11'-1' 7T-1'
11'-1'
0.042
16' 13'-4' 131" IT -4- I V-4' � 13'-4' 134'
0.042
16' 12.4' 121' 1 T-4' 12-4` 171'
124'
24' 17-3' 10'-3' 173' 173' 1D'-3' 173',
24" 73-3' 133' 13`-3' 13'-3' 13-3'
173'
>'S
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
f ESS IpyQ
w
S5885
o'
ry TSP ��P
-OF CpL \ECR
DATE SIGNED: Apn15, 2017
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE - DESCRIPTION
J
4$TELJOB f ' 161071
DATE 0410y17
DRAWN BY RER
CHECKED MDS
IAPM0 195 V 2.0
LATTICE STRUCTURES:
ATTACHED COVERS
RAFTER SPANS
L3.lA
ALUM. ALLOY 3OD4-H36 JALLIM. ALLOY 3004-1-136 JALLIM. ALLOY 3004-136
T c T o
T o
10o
2.000' 4.000" 2.000°
2.000'
mm
3.000'
3° x 8' RAFTER R2 2' x 85' RAFTER DBI 2' x 8.S RAFTER
3'=1,-0' R3
3x8 RAFTER- FREESTANDING STRUCTURE
2x6 12 RAFTER- FREESTANDING STRUCTURE
DBL. 2X612 RAFTER- FREESTANDING STRUCTURE
LUSL
T
N)
SPACING WIND SPEED / EXP-
O/C 110B 110C 120 B 120 C 130B-1 130C-
LUSL
T
SPACING
O/C
110B
WIND SPEED /EXP
110 C 120 B 120 C •130 B
130 C
LUSL
T
N)
SPACING
WIND SPEED /EXP
O/C 110 B 110 C 120 B 120 C 130 B
130 C
10
0.042
16' 263' 26-3' 26'-3'
26=3' 26'3' 25`-7-
10
004
16'
14'-Y
14'-2'
14'-2'
14'-2' ;14'-2'
13-9'
10
0.02424-
16'
19'-10'
19'-10'
19'-10'
19-10'
19'-10'
19�'
24' 21'•6' 21'-5' 21'-6' 21=6' 21'-6' 21'-0'
24' 11'-T 11'-7' 11'4 11'-7' 11'4' 11'-3'
16'-3' 16'-3' 16'-3' 16'-3' 16-3'
15-10'
20
0.042
16' 21'-10 21'-10' 21'--10' 21'-1D' 21'-10' 21'-10'
O.Q32
16' 18'-0' 18'-0' 18'-0' 18'-0' 18'-0' 1T-7'
24.'
0.032
t6' 25'-3' 25-3' 25-3' 25-3' 24-3'
24'x'
24' 1T-10' 1T-10' 1T--10' 1T-10' 1T-10' 1T-10'
25
0,042
16' 21'•6' 21'-6'' 21'-6' 21-2' 21'-3' 29-8'
14'-8` 14'-8' 14'-8' 14'-8' 14'-8' 14'-4'
24' 20'-8' 20'-0' 20'-8• 20-B' 20-8'
20'-2'
0'�2
16• 21'-9' 21'-9' 21'-9' 21=9' .•21'-9' 21'-Y
0'�2
16' 30'-8' 30'-8' 30'-8' 30-8' 317-8'
29'-10'
24' 17-7' 1T -T- 1T-7- Ir -4- 1T-6•' 16-10'
24' 1T-9' 1T-9' 1T-9' 1T-9' 1T-9' 1T-3`
24' 25'-1' 25'•1• 25-1' 2S-�J. 25-1'
24'-4-
30
6.042
16' Ig' -i, I 1g-1' 19'-1'
49-1' 1 19'-1' 1g-1'
20
0.024
16'
11'-9'
11'-9'
11'-9'
11'-9' -11'-9'
11'-9'
20
0.024
16'
16'-7' 16'-7' 16'-7' 16'-7' 16'-7- 16'-T
24' 15-7' IT-T"15'=T 15-7' 15-7'
24' 9'-8' 91•8' g$• g-8' . g -B' g-8'
- 24' 13'-7' 13'-7• 13'J' 13-7' 13-7• 13`-7'
40
0042
16' 15-8' 15-6' 16 8' 15 8' 15$' 15-8'
0.032
16' 15! -Cr 15-0' 15'-0- 15'-0- ;15'-0� 15-0'
24' 17-3' `17-3'
0.032
16' 21'-1' 21'-1' 21'-1' 21'-1' 3T 1' 21'-1'
24' 13-8' 13-8' 13'-8' 13-8' 13'-0' 13'-8'
50
0.042
16' 16-0' 15-0• 15'-0' 1S-0' 1S-0' 15.-w
12-3' 17J' 17-3' 12'-3".
24' Ir -3" Ir -3. 17-3' 1 T-3' 17-3"
Ir -3'
0'�2
16' 18'-1' 18-1' 18-1' 15-1' ••19-1' 18=1'
0.042
16' 25'-6' 2S-6• 25'-6' 25-V 25-6' 25-6'
24' 11'-2' 11'-2' 11'-2' 11-2' 11'-2' 11'-2'
24' 14'-9' 14'-9` 14'-9' 14'-9'
24' 29-10' 217-19 2U-10' 29-10' 29-10- 217-10'
NOTE:
RIS ACCEPTABLE SUBSTITUTE:
LI
(2) 3x8 @ 32 -OC IN LIEU OF (1) 3x8 @ 16 -OC
(2) 3x8 @ 48'OC IN LIEU OF (1) 3x8 @ 24 -OC
(2) 2x6 @ 32 -OC IN LIEU OF (1) 2x6 @ 19 -OC
(2) 2x6 @ 48'OC IN LIEU OF (1) 2x6 @ 24 -OC
- _ 1
-
25
0.024
16'
11'-7- 11'-7' 1 T-7' 11'-0' 11'-6' 11'-2'
25
0.024
16-.
16'-3'
153'
' 15-3'
15-1' 16-2`
15'-8'
24' 9-6' g-0• g-0' g-6' • 9'-6' 9-2'
24' 93• . 91-3' T-3" 9-3' 93•
4-3'
0.032
16' 14'-9' 14'-9' 14'-9' 14' 6' •14'-7' 14'-2'
0.032
16' 29-9' 20'-9' 29-9' 20-6' 29-7'
1g-10'
24' 17-1' 12-1• 17-1' 11-10' -17-0' .11'-7'
24' 17-0' 1T-0' 1T-0' 16-8' 15-9'
15-3'
0'042
16' 17'-9' 17-94 1T-9' 1T -T ; 1T48' 1D-.1`
0'�2
16' 2S-1' 25-1' 25-1' 25-1' 23-1'
25-1'
24' 14'-T 14'-7' 14'-T 14'-4h =14'-6' 14'-D'
24' 29-6' 29-6' 29-6' 29-6' 29-6'
29-6•
30
0.024
16• 25-3' 25-3' 253' 253' -25-3' 25'-7'
30
_
0.024
16' 14'-2' 14'-2' 14'-2' 14'-2' 14'-2'
13'-9'
24' 2T-6' 21'-6' 21'-6' 21'-0' 21'-6' 21'-0'
24' 11'-T 11'-T 11'-7' 1 T-7' IT -7-
11'-3'
0.032
16• 21'-10' 21'-10' 21'-1D' 21'-10' ;21-10' 21'-10'
0.032
16• 18'-0' 18'-0• 18'-0' 18'-0' 16-0'
17'-7'
24' 1T.-10' 1T -1D' 1T-10' 1P-10' 17-10' 1T-10`
24-14'-8' 14'-0' 14'-6' 14'-B' 14'-8'
14'x'
0.042
16' 21'-6'' 21'-6' 21'-0' 21'-2' 1-21'-3• 29-8'
0 02
16` 21-9' 21'-9• 21'-9' 21'-9' 2T-9'
21-2`
24' 1T -T 1T -T 1T-7' 1T.�' .1T 6' 15-10'
24' 1T-9' 1T-9' 17-9• 17-9' 17-9•
1T3'
40
0.024
16• 17-1` tg-1' 1g-1' 1g-1' ..vm- ig-1'
40
0.024
16' 11'-9' 11'-9' 11'-9' 11'-9' 1T-9'
11'-9'
24' 15-7` 15-T' 15-7' 15-7' ::15-7' 1$-7'
24' 9 8' g-8' Fe-- g B' gam'
g-8'
0.032
15' 1 V-8' 1 16'-8' 15-8' 15.8' .15-8` 15-8'
0'2
16' IT -o- is -o- 15'-0' 15--c- is -D-
15-0'
24' 13-8` 13-8' 13`•8' 13 ,43-B' 13 8'
24' 12+-3' 173' 17-3• 17-3• 17-3•
123'
0.042
16' 16-0• 1S-0• 1:5'-0' 15-0• k16-0' 15-0'
0.042
16' 16•-' 18-1' 1l-1' 15-1' 18-1'
'I
18'-1'
24' 11'-2' 11'-2' 11'-2' 11'-2' '.11'-2' 11'-2'
24• 14'-9' 14'-9' 14'-9• 14'-9' i4'-9'
14'-9'
50
0.024
16' 1g-1' 14-1' 17-1' tg-1' 1g-1' 19'-1'
50
0.024
16'. 11'-7' 11'-7' 11'-7' 11'-6' 1T-6'
11`-2'
246 15-T 1S -T 15'-T 15-7• .'.1ST 15-7•
9,-6'
9,-2'
0.032
16' 15-8' 15-8' 15-8' : 15 8' 15-8'
0.032
16' 14'-9'. 14'-9' 14'-9' 14'-6' 14'-T
14-2'
24' 13-8' 13-B' 13'-8' 13'-8' ;:13'-8'50
24' 17-1• 17-1' 17-1' 11' 10' 77-0'
11'-2'
0.042
16' 15-9 15'D' 15'-0' 1 15'-0'• ; 1S-0' 1S-0'
0.�2
16' 1T-9' 1T-9' 1T-9' 1T-7' 17-8'
1T-1'
11'-2• '1,1'-2' 11'-2' : 11'-Z` 1 T-2'
24' 14'-T 14'-T 1 14'-7' 14'-4' 14-6'
14'-0'
t
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS Iq�
W
S5885
9pF OF CAS\FSC,
DATE SIGNED: April 5, 2017
// 'A %CL_
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB S 161071
DATE 0010&17
DRAWN BY ` RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
FREESTANDING COVERS
RAFTER SPANS
L3.1 F
ALUM. ALLOY 3004 H36
ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H35
IALUM. ALLOY 3004-H36
STEEL ASTM A653 -SS GRADE 50 G60
1229"
, .
3.000°
1'
c
2.908"
0 12 CA
O
CONTINUOUS
0.018°
o
o
_ STEEL INSERT
Sn
o n
T
c
oo
N o
oo
N
O W
16 n
0.042'
N n
3.000"
x
2 824'
3.000•
3.000"
�
•
LATTICE TUBE
N,3' SQ. x 0,032' ALUM BEAM W/-
^ 3 x 8 x 0042''
r 1
S4 x OA32' ALUM BEAM W/-
6'=1'-T
12 GA STL INSERT 3'=I' -D°
3•=1' a'
,)3
12 GA STL 'U' CHANNEL
ALUM. ALLOY 30044.136
ALUM.
IALUM. ALLOY 3004-H36
IALUM. ALLOY 3004-136
ALLOY 3004-1-136
STEEL ASTM
A653 -SS GRADE 50 G60
///
j
ALUMINUM BEAM
& CONTINUOUS
\�
STEEL INSERT
PER 814/- TYP.
0.042"
TYP.
0
0
o
o
OT0�42"
0.018• qof
m
-
0
m
1.500"
OR 2.000"
�
• 2.000' 4.000" 2.000°
3.000°
4.000"
3.000°
� `
3.00 4.000' 3.000'
MAX
MAX.
s
?� MAX
..
1-1/2' SQ. OR 2' SQ.
DBL 3 SQ° x 0A42 ALUM. BEAM
DBL 3 x•8 z 0.042'
DBL 2 x 8-x 11042'
LATTICE TUBE. 6°=1' O"
W/ 14 GA. STL INSERT 3"=r-0•
612. 3'-1 0'
B9 3°=1,-0°
ALUM.
- ALUM. ALLOY 3004-H36
IALUM. ALLOY 3004-H36
ALLOY 3004-1-136
STEEL ASTM
A653 -SS GRADE 50 G601
1.229' STEEL ASTM A65. -,-SS GRADE 50 1360
ALUMINUM BEAM
& CONTINUOUS
-
STEEL INSERT
PER 814/- TYP.
`r
IR14 GA
CONTINUOUS
STEEL INSERT
00.032"
c
0
co
0 �
o r
TYP.
.0.042"
r`
t _
a
N
u7
O
'
2.000" 4.000' 2 O
3.000" I
3.000"
4,000"
2.824"
MAX'
--
MAX•
r 3.000'
o.� DBL 3 SQ. X OJ142 ALUM BEAM
o,� 3' SQ x:0A32' ALUM BEAM W/-
/ s.� l DBL 2 X 8 x 0.032'
- -"'
. W/ 12 GA STC INSERT 3°=1' 0°
�'v 14 GA STL INSERT
r�
s -
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
ESS Icol
w
S58.
2m
lgTF OF CA�
DATE SIGNED: April 5, 2017
k�JAVV(rC--,N,RIM9
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB q 161071
DATE 040M
DRAWN BY RER
CHECKED MOS
IAPM0 195 V 2.0
LATTICE STRUCTURES:
BEAM PROFILES
L4.1
ASTM /500 GRADE B j
I ASTM A5DO GRADE—B-1
ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H35
3" ALUMINUM OR STEEL
POST PER PLAN
0.188"
0
0.032"
0
0.188" 0
0
0
3.000"
0.042"
o
ri
"
3.000"
4.000'
0
2.000" 3.000" 2.000"
NOTE
SEE TABLE 1 ON Lt.x FOR APPLICATION OF THIS DETAIL
C^10 HSS 4 x 4 x 3/18�`
r;1 HSS 3 x 3 x 3/18
SP4 0.04r SIDE PLATES
SQ. ALUM. POST
3°=1'-0"
(��3'
3"=1-0"
ASTM A500 GRADE 8I
ASTM A500 GRADE 8
ALUM.
IALUM. ALLOY 3004 135
_
0.250"
o
0
0.250° 0
0 0.762"
n TYP.
m
c 0.062"
1.500" o
0.048"
c CL 0.400"
b '
0
0 o
TYP
CD
h +RO.125
45 TYR
4.000"
3.000"
3.000
o
3.000"
Nom:
NOT
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 AESTHEICAL PURPOSES. NO FASTENERS ARE REQUIRED.
SECTION Cl FOR AFSTHETICAL 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.
�HSS35/18
HSS 3 x 3 x V4
C8
3" MAG POST
X SQ" ALUM" POST
C2
ASTM A500 GRADE 8
SIF>=L A653 GRADE
JALUM. ALLOY 3004-1-136
\.
3" ALUMINUM OR STEEL
POST PER PLAN
"
1.500" O
0.313" 0
0
Lj-
(EO�411
0 a 0.400"
0
0 R0.125
L I Typ-
o] rn
0
-E�
r
0
3.0
0.032"
0
lk
3.000" � 2.000"
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED.Em
SLEEVE SHALL EXTEND FROM THE FOUNDATION, TO THE UNDERSIDE OF
SEE TABLE 1 ON Lix FOR APPLICATION OF THIS DETAIL
THE BEAM/COLUMN CONNECTION.
CSI HSS 3 x 3 x 5/18
C6 3' S4 STEEL POST
SP3 OA32' SIDE PLATES
DURALUM
2485 RAILROAD ST,
CORONA, CA 92880
.951.736.4500
Q�fESS 1
S.5885
rylF OF CAIL �
DATE SIGNED: Apn15, 2017
A%/SEE/f£T
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB 0 16-1071
DATE ONW17
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
COLUMN PROFILES
L4.2
.ty C.F•.
rte-
-�`✓•,.^--tip
P1+'
2485 RAILROAD ST,
CORONA, CA 92880
9$1.736.4500
Q�FESS IIS
W
S58 5
P
l9TF OF CAt
DATE SIGNED: April 5, 2017
// I
El�i�i!l\fE�F�'ff�Fs .
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 I FAX 949.305.1420
AHJAPPROVAL
RtVISIONS
MARK DATE DESCRIPTION
4 STEL JOB 0 161071
DATE 04!0917
DRAWNBY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTORS
L4.3
f
!.
0.060"
2875'
0
0
r
j
o
$
o
0 0.060"
o
N
0
O
�.
3.000'
-
'
BRACKET IS 234" LONG
V BRACKET AT COLUMN
'H' BRACKET
4
_.
0.065" o
TYP. o
2.275"
LENGTH= 2)�' @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
LENGTH= 63'4" @ DOUBLE 2 x 6h BEAM BELOW
LENGTH ='&Y4" @ DOUBLE 3 It 8 BEAM BELOW
BRACKET
2 x s -V2' RAFTER TOBEAM 6•=1'-0•
0.065" m
i
TYP. m
7
3.315"
LENGTH = 2Y2" @ SINGLE 3 x 8 .OR 3 x 3 BEAM BELOW
I.
LENGTH = 634" @ DOUBLE 2 x 8Vt" BEAM BELOW
LENGTH = 8"34" @ DOUBLE 3 x 8 BEAM BELOW
V BRACKET
3
3x 8 RAFTER TO BEAM 6"=1'-0"
.ty C.F•.
rte-
-�`✓•,.^--tip
P1+'
2485 RAILROAD ST,
CORONA, CA 92880
9$1.736.4500
Q�FESS IIS
W
S58 5
P
l9TF OF CAt
DATE SIGNED: April 5, 2017
// I
El�i�i!l\fE�F�'ff�Fs .
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 I FAX 949.305.1420
AHJAPPROVAL
RtVISIONS
MARK DATE DESCRIPTION
4 STEL JOB 0 161071
DATE 04!0917
DRAWNBY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTORS
L4.3
ALLOWABLE PROD. TO BEAM (E4 EAVE OH._. (E) RAFTER
STS TA6EL I 6-0 MIN 40'-0" MAX
NOT .
11. EXISTING ROOF DESIGN LOADS: RDL = 3 PSF (MIN) TO 8 PSF (MAX) WALL LEDGER SHALL BE
2. NEW PATIO DESIGN LOADS:- LL = 10 PSF MAX (NO SNOW LOAD) - NOMINAL LUMBER SIZE 2 x 6 (AT 2 x 6� MINIMUM RAFTERS),
3. PLACE "SIKA RIX" OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE - NOMINAL LUMBER SIZE 2 x 8 (AT 3 x 8 MINIMUM RAFTERS), OR
SHINGLE ROOFING TO PROVIDE SEAL - KILN -DRY WOOD -FILLED 2 x 6)" OR 3 x 8 ALUMINUM SECTION.
4. THE BRACKET MAY ALSO BE MOUNTED BELOW THE RAFTER AS SHOWN.
ALTERNATE EAVE CONNECTION B WALL CONNECTION
TABLE 1 - MAXIMUM PROJECTION
ASSUMING (E) JOIST SPACING = 24"OC MAX
NOTE
LUSL
EASTING FRAMING MEMBER
AT ROOF OVERHANG
WHERE COVER CONSTRUCTION INCLUDES DETAIL A OR B. SITE-SPECIFIC ENGINEERING IS
OVERHANG LENGTH
18" 17
6-
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING STUD WALL FRAMING (INCLUDING
2x4 FULL
1710
HEADER SIZE) WHERE ONE OR MORE OF THE FOLLOWING CONDITIONS OCCUR
2 x 6 or 2 x B LEDGER
1 }" LONG BRACKET
- FOR LUSL = 20PSF MAX COVER PROJECTION > 1B'AND OPENING IN WALL WIDER THAN F
"'
24' 0'
RAFTER, WITH (3)
FOR SL = 50 PSF MAX COVER PROJECTION > WAND OPENING IN WALL WIDER THAN 5
FASTENERS, SEE TABLE 3OD
SCREWS, EA LEG
24'0*
24' 0'
2x8 FULL OR 200 NOTCHED 24' 0' 24' 0' 24' 0"
24-0-
2X4 FULL ,
1
11' 10'
19's-
LEDGER OR WALL:
20
(E) BLOCKING
HANGER w/ FASTENERS
1/2"IBETWEEN
SOLID PATIO COVER OR FRAFTERS
CONT.
OR
j/2
PER TABLES 3 k 4 !
(E) 1" THICK MAX LATH: AND
3 x ALUM. RAFTER MINTRUSSED
Z(6 FULL OR 2x8 NOTCHED
PLASTER OR WOOD SIDING
z
(E) TRUSS OR -
24'(r
2 x WOOD STUD WALL
RAFTERS @ 24" OC
2x6 FULL OR 2x10 NOTCHED
SIM AT CONCRETE, BRICK
24'D'
E) WALL
OR MASONRY WALL
2 5'
ALLOWABLE PROD. TO BEAM (E4 EAVE OH._. (E) RAFTER
STS TA6EL I 6-0 MIN 40'-0" MAX
NOT .
11. EXISTING ROOF DESIGN LOADS: RDL = 3 PSF (MIN) TO 8 PSF (MAX) WALL LEDGER SHALL BE
2. NEW PATIO DESIGN LOADS:- LL = 10 PSF MAX (NO SNOW LOAD) - NOMINAL LUMBER SIZE 2 x 6 (AT 2 x 6� MINIMUM RAFTERS),
3. PLACE "SIKA RIX" OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE - NOMINAL LUMBER SIZE 2 x 8 (AT 3 x 8 MINIMUM RAFTERS), OR
SHINGLE ROOFING TO PROVIDE SEAL - KILN -DRY WOOD -FILLED 2 x 6)" OR 3 x 8 ALUMINUM SECTION.
4. THE BRACKET MAY ALSO BE MOUNTED BELOW THE RAFTER AS SHOWN.
ALTERNATE EAVE CONNECTION B WALL CONNECTION
TABLE 2 - NUMBER OF. SIMPSON A34s
REQUIREDAT ROOF PANEL OR RAFTER
CONNECTED TO EXISTING ROOF OVERHANG
TABLE 1 - MAXIMUM PROJECTION
ASSUMING (E) JOIST SPACING = 24"OC MAX
50 PSF
SL
LUSL
EASTING FRAMING MEMBER
AT ROOF OVERHANG
24"
OVERHANG LENGTH
18" 17
6-
10
2x4 FULL
1710
1711-
24' Cr
24-0-
2x6 NOTCHED 2(Y.6' 24' 0' 24'0*
24' 0'
2
2x6 FULL OR 2x8 NOTCHED
24' 0'
24' 0'
24'0*
24' 0'
2x8 FULL OR 200 NOTCHED 24' 0' 24' 0' 24' 0"
24-0-
2X4 FULL ,
T 9'
11' 10'
19's-
24' 0'
20
2x6 NOTCHED
17 3"
1T 10
24' D'
24' 0-
Z(6 FULL OR 2x8 NOTCHED
19' 7"
24'0'
24'(r
24'(r
2x6 FULL OR 2x10 NOTCHED
24' 0'
24'D'
24'(r
24' 0'
2x4 FULL
r4'
11' 3'
18-7-
24' D'
25
2x6 NOTCHED
11,81
17'0'
24' D"
24' 0'
20 FULL OR 2x8 NOTCHED
18' 8'
24' Cr
24'(r
24' Cr
2x8 FULL OR 2x10 NOTCHED 24' 0' 24' 0- 24' Cr
24'0*
2x4 FULL
5-11-
W 4-
15' 8"
24' 0'
30
2x6 NOTCHED
96-
W2'
2711'
24' Cr
2x6 FULL OR 2x8 NOTCHED
165-
27 0"
24' Cr
24' 0-
2x8 FULL OR 2x10 NOTCHED 24'0' 24' 0' 24'0*.
24' O"
2x4FULL
4-0-
TT
17 O"
24-0-
4'0"40
40
2x6 NOTCHED
99,
10' S'
1T 6"
24,o,
2,6 FULL OR 2x8 NOTCHED
11-4-
16' 6"
24' 0"
24-6-
4'D"2x8
20FULL OR 200 NOTCHED 19r 24' 0' 24' 0"
24' 0"
50
2x4 FULL
710'
5'7
98'
274'
2x6 NOTCHED 1 5' 1' 1 8' 2' 14'T
24' 0'
2x6 FULL OR 2x8 NOTCHED 1
8-9-
1 13-0-
21-6-
24' 0"
2x8 FULL OR 2x10 NOTCHED 1 15-6- 1 21' 11' 24' 0'
24' 0"
NOTCH CAN BE UP TO 1" IN 2x6, UP TO 1.5" IN 2x8 OR 200.
MAX (E) ROOF RAFTERS BACKSPAN IS ASSUMED TO BE 40 FT.
TABLE 2 - NUMBER OF. SIMPSON A34s
REQUIREDAT ROOF PANEL OR RAFTER
CONNECTED TO EXISTING ROOF OVERHANG
TRIB 10 PSF 20 PSF 25 PSF 30 PSF 40 PSF
WIDTH WSL WSL SL SL SL
50 PSF
SL
6 1 1 1 1 1
2
7' 1 1 1 1 1
2
8 1 1 1 1 2"
2'
9 1 1 1 1 2
2
10' 1 1 1 2 2
2
11' 1 1 2 2 2
2
17 1 1 2 2 2
2
USE (8) SIMPSON SD9112 SCREWS INTO EACH A34
WHEN USING (2) A34s, PROVIDE 2x FULL DEPTH WOOD SCAB,
FULL LENGTH OF RAFTER TAIL
TABLE 3 -FASTENERS REQUIRED AT LEDGER AND
ROOF PANEL RAILTO FASCIA OR LEDGERTO
EXISTING WOOD STUD WALL FRAMING
TRIG 10 PSF 20 PSF 25 PSF 30 PSF 40 PSF 50 PSF
WIDTH WSL WSL SL SL SL SL
5' 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 I 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 (L) 114" LAG SCREWS
B (2) 5116" LAG SCREWS
C (2) 7116' 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 12" DIAMETER LAG
SCREW IN LIEU OF (2)114" DIAMETER LAG SCREWS.
FASTENERS, SEE TABLE 3
SOLID PATIO COVER OR
3 x ALUM. RAFTER
EXISTING FASCIA BOARD
SIMPSON A34
SEE TABLE 2
2 x FULL DEPTH WOOD
SCAB, WHERE OCCURS,
SEE TABLE 2
(F) EAVF 4H
24" MAX
(E) BLOCKING
BETWEEN CONT.
RAFTERS OR
TRUSSES
(E) TRUSS OR
RAFTERS @ 24: OC
MIN
NOTE:
EXISTING ROOF DESIGN LOADS:
ROL = 3 PSF (MIN) TO 8 PSF(MAX)
RLL = 20, 25, 30, 40 OR 50 PSF
s
A EAVE CONNECTION
TABLE 4 - ANCHORS INSTALLED INTO THE SIDE
OF'6 IN THICK MIN CONCRETE OR CMU WALLS
IN CONCRETE, USE 112" DIA SIMPSON STRONG -BOLT 2, STAINLESS STEEL,
WITH 3" MIN EMBED, INSTALLED PER ICC -ESR -3037.
IN CMU, USE 1/2" DIA SIMPSON WEDGE -ALL, STAINLESS STEEL, WITH 3 3/8"
MIN EMBED, INSTALLED PER ICC -ESR -1396.
MAXIMUM ANCHOR SPAGNG
10, 20, 25 PSF 30 PSF 40 PSF 50 PSF
WSL SL SL SL
48" 36" 36" 24"
JSE 3" S4xl/4" STAINLESS STEEL WASHER WHEN INSTAWNG NEW WOOD
-EDGER AGAINST EXISTING CONCRETE WALL
a 2
DURALUM
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS (�
CO
Q 1T
S5885
TF OF CAO
DATE SIGNED: April 5, 2017
�� TCL
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 FAX 949.305.1420
AHJ APPROVAL -
REVISIONS
MARK DATE' DESCRIPTION
4 STEL JOB # 161071
DATE 04M17'
DRAWNBY RER
CHECKED MDS'
IAPM0195 V 2.0
LATTICE STRUCTURES:
ATTACHMENT TO
EXISTING BUILDING
L6..1
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
pEESS ICID
gyq
S588 m
�a
lglF OF CA0E��\ .
DATE SIGNED: April 5, 2017
/./
LOWTCLGlICiE��/1��s'
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 j FAX 949.305.1420
AW APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 161071
DATE 06/05117
DRAWN BY RER
CHECKED MDS
IAPM0 195 V 2.0
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.2
(E) BLDG
3" x 8' x 0.042' HEADER
(E) STUD WALL
() 3 O LAG
m SCREW EYP.
14 SMS
DECK/RAFTER ii = EA. SIDE
DIRECTION TRIBUTARY
I —----+--� AREA
'
H
q
COLUMN iI
EQ. E0. o _..
BEAM
(E) BLDG
(E) 1" THICK MAX LATH AND L L
\
BEAM I \ PLASTER OR WOOD SIDING 3" x 8" RAFTER BRACKET
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 F72
FOR LL/SL = 20 OR 25 PSF, MAX TRIS AREA TO CONNECTION = 55 FT2
SL = 30 PSF, MAX TRIG AREA TO CONNECTION = 45 FT2
f0. EO.FOR
DECK/RAFTERFOR 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 BRACKET
N.T.S.
EXISTING STUD ALUMINUM MEMBER WITH
WALL WITH WOOD FILL OR 2X NOMINAL
,+
SHEATHING AND LEDGER (NEW OR EXISTING)
STUCCO SEE DETAIL B/1-6.1
a
(3) Y4'0 x 2' FULL
LENGTH THREADED
LAG SCREWS
LEDGER TO WALL
FASTENERS PER RAFTER PER PLAN
"
BL6.1
I SMS PER 3/1-6.2,
(E) i" THICK MAX LATH AND 6 TYP
PLASTER OR WOOD SIDING
U'BRACKET, SIM TO
2/1-4.3 OR 3/L4.3
NOES:
_ <
1. MAX SPAN OF SINGLE RAFTER SHALL BE AS FOLLOWS:
-
10 PSF - 24' FOR 24" SPACING, 36' FOR 16" SPACING
"
20 PSF - 12' FOR 24' SPACING, 18' FOR 16' SPACING
30 PSF - 8' FOR 24' SPACING, 12' FOR 16" SPACING
2. SEE HIS DETAIL SHALL NOT BE USED FOR SNOW LOADS HIGHER THAN 30
PSF
RAFTER TO LEDGER CONNECTION
2
-
1' THICK MAX LATH AND
PLASTER OR WOOD SIDING
r RAFTER PER PLAN
0
L :0 FOR LL/SL =.10 PSF,
I USE (2)#14 SMS EA SIDE
y
I AND (3) Y"O x W LAG SCREWS.
IFOR LL/SL = 20, 25, OR 30 PSF,
Y I USE (3)#14 SMS EA SIDE
•
(3) %"0 xLAG SCREWS.
�-
- - -
F`AND
SL 0 SOo PSF,
OR. •4
\ SSIDE r
USE (4)#14 SMS EA
r ''- AND (3) VO x 2W LAG SCREWS.
0
(E) SND WALL
NOTE
USE LEDGER PER 2/L6.2 WHERE RAFTER SPACING EXCEEDS EXISTING
SND SPACING, SEE TABLE 3 SHEET L6.1
RAFTER TO STUD WALL
3
CONNECTION 1-1/2'=1'-O"
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
pEESS ICID
gyq
S588 m
�a
lglF OF CA0E��\ .
DATE SIGNED: April 5, 2017
/./
LOWTCLGlICiE��/1��s'
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 j FAX 949.305.1420
AW APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 161071
DATE 06/05117
DRAWN BY RER
CHECKED MDS
IAPM0 195 V 2.0
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.2
DURALUM
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FESS Igyq
w o
S5885 m
A -
TF OF CAL \E0a
DATE SIGNED: April 5, 2017
EvGI/���(/G
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
ANJAPPROVAL
REVISIONS
KkRK DATE DESCRIPTION
4 STEL JOB 16-1071
DATE - 041 17
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.3
#8 SMS
LATTICE
ATTACHMENT PER
7/1-63
3 x 8 x 0.42 BEAM
OR 3° SQ. STEEL BEAM
OR MAG BEAM
DOUBLE BEAM
89, 810, 812,
(4) #14 SMS EA
(6)-�14 SDS @ FA SIDE
B15 OR Bib
RAFTER TO COLUMN
(8 TOTAL)
TOP & BOT TOTAL = 24
SQ. OR 2" SO. OR
2 x 3" LATTICE @ 3" O.C.
5/8"0 HOLE WITH
MIN. UP TO 6" O.C. MAX.op
PLASTIC PLUG, AS
H BRACKET PER i/S4.3
REQ'D, TYP. R IS
OR 1/LS.3
RAFTER
ACCEPTABLE TO USE
I o I
ONE HOLE TO -
3' OR 4" 50.
INSTALL SEVERAL
ALUM. OR STEEL POST
o I SCREWS, M.
i�
3 x 3 x .024 z
(3) #14 SMS
CONNECTOR
EACH SIDE
7 LAifiICE �iJBE TO RAFTER
STUB COLUMN
TO DBL BEAM
'H" BRACKET TO
POST
4
(J CONNECTION
1-1/2"=1'-0"
LATTICE
ATTACHMENT PER 7/1-63
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,
(4) #14 SMS EARAFTER
CONNECTION)
l
810, 812, B15 OR
B16
TO COLUMN (8 TOTAL)
5/8"0 HOLE WITH PLASTIC
5/8'0 HOLE WITH
PLASTIC_ PLUG, AS
PLUG, AS REQ'D, EYP. O IS
REO -D, EYP. R IS
I o II @ I
ACCEPTABLE TO USE ONE
HOLE TO INSTALL SEVERAL
ACCEPTABLE TO
USE ONE HOLE
I ®®� I
SCREWS, TYP.
TO INSTALL
SEVERAL SCREWS,
I
I II ®
@. @ I
I
I i
TYP.
I II
® I
i
ATTACHMENTS PER 2/L63
(2) #14 SMS; EACH
I
I I
DBL BEAM B9, BID, B12,
SIDE T&B @32"
D.C.
I I ARCHITECTURAL SIDE
I I
815 OR 816I
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" SO. POST
5 1 DBL RAFTER TO DBL BEAM
DBL BEAM TO COL
CONNECTION
Y WIDE BEAM TYP B2,
2
MAX
3" OR 8' BEAM
SMS PER ELEVATION, TYP.
B5, 811, B13 OR B14
(6)'#14 SMS EA SIDE
AT SIDE PLATE SP3
AT
n
SPLICE
"0 PLASTIC PLUG, EYP.
(8) #14 SMS EA SIDE
YI
o
AT SIDE PLATE SP4.
SEE NOTE 1.
°
n
w
PROVIDE FULL BEARING OF
°
o
BEAM ON POST.
R
"'
T -
%'0 HOLE WITH PLASTIC PLUG, AS
REQ'D, TYP. IT IS ACCEPTABLE TO
" SIDE PLATE EA SIDE
USE ONE HOLE TO INSTALL
SEVERAL SCREWS, TYP.
/
3" S0. POST BETWEEN
(2) #14 SMS EA SIDE AT
E" SIDE PLATE EA. SIDE, SEE
SIDE PLATES
BOTTOM AND AT 32' OC MAX.
TABLE 1 ON SI.x OR L1.x
9 ��
ElEVAl1ON
OPTIONAL STYROFOAM INFILL OF
SIDE PLATES CAN STOP BELOW
3' SO. POST BETWEEN
Aa--
SIDE PLATES
THE CONNECION
i BEAM TO POST CONNECTION
xm,,
DURALUM
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FESS Igyq
w o
S5885 m
A -
TF OF CAL \E0a
DATE SIGNED: April 5, 2017
EvGI/���(/G
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
ANJAPPROVAL
REVISIONS
KkRK DATE DESCRIPTION
4 STEL JOB 16-1071
DATE - 041 17
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.3
STEEL SLEEVE PER
4/L7.2 AT POST
TYPE C7, C8, k C9
IBOLTS PER TABLE 2
ADJACENT
GRADE TYP.-7
c `
zw
PER 4/1.7.2 ° z
�o
a
0
m
POURED
CONCRETE POURED
CONCRETE
FOOTING FOOTING
WIDTH = LENGTH IN 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 C10 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. IT IS ACCEPTABLE TO EMBED THE STEEL POST DIRECTLY INTO THE FOOTING 3. THIS DETAIL SHALL NOT BE USED. FOR ALUMINUM POST TYPES Cl, C2,
PER 5/L7.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL OR C5.
(�'\y,90TEEL POST SLEEVE CONNECTION �� STEEL POST EMBEDDED
TCONCRETE FOOTING 1'=1' o' INTO CONCRETE FOOTING
TABLE 3 - (MAX WIND SPEED: 130MPH, EXP C)
MAXIMUM POST SPACING WHEN PATIO COVER
IS INSTALLED ON SLAB ON GRADE
TRIBROLLED
WIDTH
3' OR 4" STEEL POST.'
ADJACENT
BRACKET
10 psf 20 psf 25 psf 30 psf
GRADE TYP.
/J
I
7-1"LUT-4
I
� � °
- <
3"MIN.
6'
° z
F
$ ?
NP.
7'
A ° as
9'-0" 8'-0"
8'
9'-4" 8'-6" 7'-6" T -O'
THREADED ROD
9'
= d
1 7'-0" 7,-0"
10'
a
W N N
o o
N
11'
<
°
.I m
51-8" 6'-0"
12'
7'-8" 6'-6" NP NP
S'-3" 51-6"
17x17x30
15x15x36
POURED
CONCRETE POURED
CONCRETE
FOOTING FOOTING
WIDTH = LENGTH IN 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 C10 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. IT IS ACCEPTABLE TO EMBED THE STEEL POST DIRECTLY INTO THE FOOTING 3. THIS DETAIL SHALL NOT BE USED. FOR ALUMINUM POST TYPES Cl, C2,
PER 5/L7.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL OR C5.
(�'\y,90TEEL POST SLEEVE CONNECTION �� STEEL POST EMBEDDED
TCONCRETE FOOTING 1'=1' o' INTO CONCRETE FOOTING
TABLE 3 - (MAX WIND SPEED: 130MPH, EXP C)
MAXIMUM POST SPACING WHEN PATIO COVER
IS INSTALLED ON SLAB ON GRADE
TRIBROLLED
WIDTH
FORMED PANS (RF)
LL/SL(psf) ' SL(psf)
IRP
LL/SL(Psf)
BRACKET
10 psf 20 psf 25 psf 30 psf
10 psf 1 20 psf
5'
11'-9" 11'-0" 10'-4" 9'-0"
121-6" 10'-0"
6'
10'-9" 9'-9" 9'-0" 8'-4"
10'-5" 8'-9"
7'
10'-0" 9'-0" 8'-0" 7'-6"
9'-0" 8'-0"
8'
9'-4" 8'-6" 7'-6" T -O'
7'-10" 7'-6"
9'
81-10" 8'-0" 7'-0" NP
1 7'-0" 7,-0"
10'
8'-6" 7'-6" N.P. NP
6'-3" 6'-6"
11'
8'-1" 7'-0" NP NP
51-8" 6'-0"
12'
7'-8" 6'-6" NP NP
S'-3" 51-6"
NOTES:
1- "NP" INDICATES THAT A FOOTING IS REQUIRED, AND THE PATIO
COVER CANNOT BE SUPPORTED ON A SLAB ON GRADE.
2 -FOR LIVE OR SNOW LOADS HIGHER THAN THE ONES SHOWN ON
THIS TABLE, A FOOTING IS REQUIRED AND THE PATIO COVER CANNOT
BE I NSTALLED ON SLAB ON GRADE
�)TO
T BRACKET CONNECTION SLAB ON GRADE 1'=1'-0"
3" STEEL OR
ALUMINUM POST
ADJACENT GRADE
WHERE OCCURS
EDGE OF SLAB
WHERE OCCURS
'Y BRACKET PER 1/L7.2,
2/L7.2 OR 3/L7.2
EXISTING OR NEW SLAB ON
GRADE fc=2,500 PSI MIN.
PER TABLE 2
NOTES:
1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C3, C5, OR C6.
2. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES
AND/OR COMMERCIAL APPLICATIONS.
3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, C10,
CI 1.
4. SLAB ON GRADE SHALL BE IN GOOD CONDITION (NO VISIBLE CRACKS
WITHIN 33" FROM POST).
5. MINIMUM OVERALL DIMENSION OF SLAB ON GRADE SHALL BE PER
FOOTING NOTE 4 ON GOA
NOTES:
1- "FTG (IN)- IS THE FOOTI NG DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS 58xxx OR Ulmx.
2 - "ALT 1' IS THE FOOTING DI MENSION BASED ON THE -FTG (I N)- DI MENSION. NOTE THAT W=D=L
3 -'ALT 2' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A3S' MIN THICK SLAB IS PRESENT ABOVETHE FOOT NG. NOTE THAT Wed.
4 -'ALT 3' IS THE ALTERNATE FOOT NG DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN IS- DEPTH FOR UPUFT DESIGN ONLY. THIS VALUE IS TO BE USED
0 NLY AT ATTACHED PATIO STRUCTURES. NOTE THAT W d AND D=18'.
5 -'ALT 4' 1 S THE ALTERNATE FOOTI NG DI MENSION REQUI RED WHEN THE FOOTING I S KEPT TO AN 18' DEPTH. NOTE THAT W d AND 0=18
6 -'ALT S' 15 THE ALTERNATE FOOT) NG DI MENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 24' DEPTH. NOTE THAT W d AND D=24-.
7 -'ALT 6' IS THE ALTERNATE FOOT! NG DI MENSIDN REQUI RED WHEN THE FOOTING IS KEPT TO AN 30' DEPTH. NOTE THAT Wd AND D=30-.
8 -'ALT 7' IS THE ALTERNATE FOOTING DI MENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 36' DEPTH. NOTE THAT WdAND D=36'.
9 -'ALTS' 15 THE ALTERNATE FOOT NG DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 42' DEPTH. NOTE THAT WdAND D=42'.
3 FOUNDATION TABLES
TABLE 2 - ANCHORAGE SCHEDULE
(ATTACHED STRUCTURES ONLY)
TABLE 1
ALTERNATE FOOTING DIMENSIONS
BRACKET
DETAIL POSTTYPE FTG(IN)
ANCHOR BOLTS
(SEE NOTE 2)
FTG (IN)
W=L=D
(SEE NOTE 1)
Altl
WxLxD
(SEE NOTE 2)
AIt2
WxLxD
(SEE NOTE 3)
Aft 3(ATTACHED)
WxLx18"
(SEE NOTE 4)
AIt4
WxLx18'
(SEE NOTE 5)
Alts
WxLx24"
(SEE NOTE 6)
AI1:6
WxLx30"
(SEE NOTE 7)
AIt7
WxLx36'
(SEE NOTE 8)
Atli
WxLx42'
(SEF NOTE 9)
18
18x18x 18
12 z22x 12
18x18x 18
18 x18x 18
16x16x24
14x 14x 30
13x13x 36
12x22x42
20
20x20x20
12x12x12
21x21x18
2Sx25x18
19x19x24
17x17x30
15x15x36
14x14242
22
22 z22x 22
16x16x16
2Sx25x18
33 x33x18
21 x21x24
19x19 x30
17x 17x 36
16x 16x 42
24
24x24x24
2Ox2Ox20
28x28x28
43 x43x18
24 x24 x24
22x22x30
20 x20x 36
18x18x42
26
26x26x26
23x23x23
32x32x18
STEEL
31x31x24
24x24x30
22 z22x 36
21 x21 x42
28
28x28x28
25x25x25
35x35x1B
(4}1/2"dia w/3-1/4'embed
38x38x24
27x27x30
25x25x36
23 x23 x42
30
30x30x30
28x28x28
39x39x16
4/0.2
C62
30x30230
28x28x36
26x26x42
32
32x32x32
3Ox30x30
43x43218
1,5
EMBED
37x37x30
3Ox30x36
28x28x42
N/A
34x34x34
32x32x32
47x47x18
33x33x36
31x3Ix42
36x36x36
34x34x34
51x51xIs
36x36x36
34x34x42
E40
38x3Bx38
37x37x37
55x55x18
u
43 x43 x36
36x36x42
.40 x40x 40
39 x39x 39
60x60x18
r
39x39x42
42x42x42
41x42x4I
64x64x18
42 x42 x42
NOTES:
1- "FTG (IN)- IS THE FOOTI NG DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS 58xxx OR Ulmx.
2 - "ALT 1' IS THE FOOTING DI MENSION BASED ON THE -FTG (I N)- DI MENSION. NOTE THAT W=D=L
3 -'ALT 2' IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A3S' MIN THICK SLAB IS PRESENT ABOVETHE FOOT NG. NOTE THAT Wed.
4 -'ALT 3' IS THE ALTERNATE FOOT NG DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN IS- DEPTH FOR UPUFT DESIGN ONLY. THIS VALUE IS TO BE USED
0 NLY AT ATTACHED PATIO STRUCTURES. NOTE THAT W d AND D=18'.
5 -'ALT 4' 1 S THE ALTERNATE FOOTI NG DI MENSION REQUI RED WHEN THE FOOTING I S KEPT TO AN 18' DEPTH. NOTE THAT W d AND 0=18
6 -'ALT S' 15 THE ALTERNATE FOOT) NG DI MENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 24' DEPTH. NOTE THAT W d AND D=24-.
7 -'ALT 6' IS THE ALTERNATE FOOT! NG DI MENSIDN REQUI RED WHEN THE FOOTING IS KEPT TO AN 30' DEPTH. NOTE THAT Wd AND D=30-.
8 -'ALT 7' IS THE ALTERNATE FOOTING DI MENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 36' DEPTH. NOTE THAT WdAND D=36'.
9 -'ALTS' 15 THE ALTERNATE FOOT NG DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 42' DEPTH. NOTE THAT WdAND D=42'.
3 FOUNDATION TABLES
NOTES:
1- "FTG (IN)" 15 THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON
SHEETS LSxxx
2 - ANCHOR BOLTS SHALL BE SIMPSON STRONG BOLT 2, STAINLESS STEEL (ICC -ESR
3037)
3 - IT IS ACCEPTABLE TO USE THE STEEL INSERT PER 4/L721 INSTEAD OF THE
AWMI NUM T PER 2/02 FOR POST TYPES C2 AND CS. BOLTS CAN CAN REMAIN AS
SPECIFIED IN THIS TABLE
4 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAI L 5/0.1 I INSTEAD OF THE
STEEL I NSERT OR STMT FOR STEEL POSTS C6.
5 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAILSA71 I NSTEAD OF THE
STEELINSERT FOR STEEL POSTS C7, CB AND C9.
4 ANCHORAGE OF POSTS
TO SLAB OR FOOTING
i BRACKET PER 1/1.7.2, 2/L7.2,
3' STEEL OR OR 3/1.7.2.
ALUMINUM POST
-""n BOLTS PER TABLE 2
num=ur NI'ln LIN
E FTG. SCHEDULE
BEAM SPAN TABLE
GRADE TYP.
CONCRETE FOOTING
NOTES:
1. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES.
2. THIS DETAIL- SHALL NOT BE USED FOR POST TYPE C7, C8, C9, C10,
C11.
2 T BRACKET CONNECTION
TO CONCRETE FOOTING 1'=1'-0"
s-
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
QtZOFESS Igy4
co
S S.5885
rq UCT� ��P
lF OF CAOA
DATE SIGNED: April 5, 2017
PT'i TCL_
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
ANJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 16.1071
DATE 04/0917
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
FOUNDATION DETAILS
L7.1
0
TABLE 2 - ANCHORAGE SCHEDULE
(ATTACHED STRUCTURES ONLY)
BRACKET
DETAIL POSTTYPE FTG(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 T
1/02
C1
ALL
12}3/8' dia w/ 2-7/8' embed
ALUM T
2/02
C2
SOG
(2}3/8' dia w/ 1-7/8' embed
3
ALUM T
2/01
C2
ALL
(2)-3/8" dia w/ 2-7/8" embed
3
ALUM T
2/L7.2
C5
SOG
(2)-3/8' dia w/ 1-7/8' embed
3
ALUM T
2/02
CS
ALL
(2}3/8' dia w/ 2-7/8' embed
3
STEEL
3/01
C6
SOG
(2)-3/8' dia w/ 1-7/8' embed
STEELT
3/0.2
C6
5 22"
(2}3/8' dia w/ 2-7/8" embed
1,4
STEEL
3/02
C5
524"
(2)-1/2' dia w/3-1/4' embed
1,4
STEELINS 4/02
C6
530'
(4}1/2"dia w/3-1/4'embed
1,4
STEEL INS
4/L72
C6
5 34"
(4)-5/8' dia w/ 4' embed
1,4
STEEL INS
4/0.2
C62
35"
(4}3/4' dia w/4-3/4' embed
1,4
STEELINS
4/01 C7, C8, C9
ALL
(4}3/4' dia w/4-3/4' embed
1,5
EMBED
5/01
C10,C11
ALL
N/A
NOTES:
1- "FTG (IN)" 15 THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON
SHEETS LSxxx
2 - ANCHOR BOLTS SHALL BE SIMPSON STRONG BOLT 2, STAINLESS STEEL (ICC -ESR
3037)
3 - IT IS ACCEPTABLE TO USE THE STEEL INSERT PER 4/L721 INSTEAD OF THE
AWMI NUM T PER 2/02 FOR POST TYPES C2 AND CS. BOLTS CAN CAN REMAIN AS
SPECIFIED IN THIS TABLE
4 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAI L 5/0.1 I INSTEAD OF THE
STEEL I NSERT OR STMT FOR STEEL POSTS C6.
5 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAILSA71 I NSTEAD OF THE
STEELINSERT FOR STEEL POSTS C7, CB AND C9.
4 ANCHORAGE OF POSTS
TO SLAB OR FOOTING
i BRACKET PER 1/1.7.2, 2/L7.2,
3' STEEL OR OR 3/1.7.2.
ALUMINUM POST
-""n BOLTS PER TABLE 2
num=ur NI'ln LIN
E FTG. SCHEDULE
BEAM SPAN TABLE
GRADE TYP.
CONCRETE FOOTING
NOTES:
1. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES.
2. THIS DETAIL- SHALL NOT BE USED FOR POST TYPE C7, C8, C9, C10,
C11.
2 T BRACKET CONNECTION
TO CONCRETE FOOTING 1'=1'-0"
s-
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
QtZOFESS Igy4
co
S S.5885
rq UCT� ��P
lF OF CAOA
DATE SIGNED: April 5, 2017
PT'i TCL_
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
ANJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 16.1071
DATE 04/0917
DRAWN BY RER
CHECKED MDS
IAPM0195 V 2.0
LATTICE STRUCTURES:
FOUNDATION DETAILS
L7.1
0
ATTACHED &,FREESTANDING LATTICE COVERS -10 PSF_SNOW LOAD OR LIVE LOAD -120NPH - EXP. -B &-C '
V
3 x8 x 0.042 BEAM W/ DBL 3 x8 x 0.042 W/ DB L 3 x 8 x 0,042 W/
814 12 GA STL INSERT 615 DBL 14 GA STL INSERT 818 DBL 12 GA STL INSERT
B5
3"SO.ALUM W/
12 GA STL"U" CHANNEL
69
ATTACHED
DBL2x6.5x0.042
i
811
3X8X0.042
810
DBL2x6.5x0.032
812
DBL3x8x0.042
MAX
B1g
MIN.
3x8 x0.042 W/
14 GA STL INSERT
MIN.
MAX
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHE_ D
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIDTH
WIND
Ems.`
MAX
POST FTG.
SPACING (IN.)
(SPAN)
MIN.
POST
TYPE
MAX
POST FTG.
SPACING (IN.)
(SPAN)
MIN.
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG.
(IN.)
-
MIN.
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG.
(IN.)
MIN.
POST
TYPE
r
MAX
POST
SPACING
(SPAN)
FTG.
(IN.)
MIN.
POST
TYPE
_ r
MAX
POST FTG.
SPACING (IN.)
(SPAN)
MIN.
POST
TYPE
MAX
MIN.
POST FTG.
POST
SPACING (IN.). TYPE
(SPAN) _
MAX
MIN.
POST FTG.
POST
SPACING (IN.) TYPE
(SPAN) _
MAX
POST FTG.
SPACING (IN.)
(SPAM-
MIN.
POST
TYPE
MAX
MIN.
POST FTG.
POST
SPACING (IN.) TYPE
(SPAN) = l
MAX
POST FTG.
SPACING (IN.)
(SPAN) r
MIN.
POST
TYPE
MAX
MIN.
POST FTG.
POST
SPACING (IN.) TYPE
(SPAN) "
5
120 8 16-9"
120C 16 4"
16
16
i C1
14'-T -
31
C8
14'-10
15
C1
14'-10"
30
C7
15.4"
15
Cl
15'-4"
14`-T
30
31
C7
18-0"
1TB
16 ' `
19 C1
181.7
31 C7
21'-8"
17
Cl
21'-"
2V -T'
33
34
TYPE
20'-9"
204"
17
20
Cl
20'-T
19'8"
32
34
C7
C8
14'T 33 C10 14'� 18
14'-1" 31
157 18
1T-0" 31 rCB
21'x'- 20'
6
120 B
120C
15'-3"
15'-0
16
59
,C1
13'-3"
30
C8
13 T
16
Cl.
13'-7"
29
C7
14'-1"
16
Ct
14'-1"
13'-4"
29
31
C7
1614"
16'-2
17
Ct
19
16-4"
15-T
30
30 C7
19=9"
19'7"
18
21
C2
19'-9"
32
C7
19'-0"
18
CI
19'-0"
32
C7
133' 32 C9 13'-4" 18
17-10"_ 31-
13'-}0" 18
18'-9" 34 C8
1V-8" 20
C2
18-0" 33
CS
7'
120 8
120 C
14'-2-
13-10
17
19
Ct
1Z4'
29
C7
17-T'
16
C7,
1Z -T
29
C7
93'-1"_
16
Cl
13'-1"
1Z-4"
29
30-
C7
15'-2
151-0"
17
Cl
20
15=7
14'4"
30
C7
30
18'4"
IVA-
18
21
C2
18 4'
31
C7
17'7-
.18
C2
1T -T
16-W
31
33
C7
17�" 31 C9 17�" 19
17-W 30
17-10" '19'
17'-" 33 C8
1T-3" 21
6
120 B
120 C
13'-3"
13' 0"
17
20
C1
11'-T'
29
67
11 9
17
Ct
11' 9
28
C7
17-3"
17
Ct
12'-3"
11'-T
28
30
C7
14'-3"
18 Cl
14-3"
13'S
29
C7
29
17'-7
77-0"
19
7Z
'C2
_ 1T -T
16 3"
31
32
C7
16�
`162"
18
21
C2
16'W
15' T
30
32
CT
11'-T 31 C8 11'-8" 19
11'-T 30
17-1" 19
14'-1" 20 C2
g
120 B
120C
17-T
1r-3"
18
20
22
11'-0"
29
C7
11'-Z"
17
C7
11=T
29
C7
11' 7'
17
C1
11=T
29
C7
13' 6"
13'-3"
18
21 - C2
13' 6"
12'9" -
30
30 C7
16'-3"
19
C5
CS
16-3".
1S-4"
15-0'`_
14
3}
32
32
31
C7
C714'-0"
15 6
19
C2
1 S-0"
14'3"
31
3
C7
11'-0" 30 C8 11'-0" 20
10' " 29
11'-" 20
11'-0 29
16-0" 22
�15`�° 19
15'-T 22
1S3 22
14'-9" 19
10
,120 - la
120 C 11'-8" - 21
l L
1(1'_4" �� 17T 17
C1
107" EO
C7
11+6' 1T
C1
Ii'u' LB
10'-4" 29
19 S
t[' -y' -18-
12'-T 21
12' 1" 30 C7
14'-9" 31
31
C7
10'-4" 30 CS 10'3 20
10-1" 29
10'-9" 20
11` 1
120 B
120 C
11 4"
11'-T
18
21
C2
9-10
9-10"
30
30
Ca
10-1"
10'-0
17
20
C1
10'-1"
29
C7
10'£
17
C1
10'E
9'-0i
zs
29
C7
1 r -T
12'-0
19
21 C2
12'-T
11'-T
31
30 C7
14'-0
14'fi 23
20
C5
14�
14'-0
32
32
C7
14'-1"
13'-10"
19
23
CS
14'-1"
13�"
32
31
C7
9`-T 29
10'3 20
`-.
120.8
120 C
}0_10
10 8"
18
21
C2
9-0
93'
30
31
Ca
9�
9-T
18
21
C2
9'�
29
C7
9S
18
C2
9$"
29
C7
11'8
11'fi
19
22 C2
11�
11'-1"
3f
31 C7
14'-1"
20
CS
14-1"
32
C7
133
20
CS
1316
17-9"
32
32
C7
9-T 30
9'�" 21
8-9 30
13-10" 23
13�" 32 C8
13'-3" 23
3 x8 x 0.042 BEAM W/ DBL 3 x8 x 0.042 W/ DB L 3 x 8 x 0,042 W/
814 12 GA STL INSERT 615 DBL 14 GA STL INSERT 818 DBL 12 GA STL INSERT
K ' "
y _
NOTES:
WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL '
{ APPLICATIONS ONLY), THE MAXMUM POST SPACING IS THE LOWEST OF THE +
"MAX POST SPACING(SPAM)" SHOWN ABOVE AND THE MAMMUM POST
SPACINGS SHOWN ON DETAIL 6/L7.1
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS I�
W o
S5885
TF OF CAL\F�
DATE SIGNED: April 5, 2017
IA�pl TC[_
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
_
949.305.11501 FAX 949.305.1420
AW APPROVAL
REVISIONS
FMARK DATE " _ ,. DESCRIPTION
L JOB 6 16.1071
DATE 0405117
DRAWN BY RER
CHECKED - MDS
IAPM0195 V 2.0.
LATTICE STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LUSL, 120 MPH
-L8.1 0.2
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
TRIB
WIND
POST
FTG. POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST,
FTG.
PAST
POST
FTG.
POST
WIDTH
EXP.
SPACING
ON.) TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.)
NPT
SPACING
(IN.)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
TYPE
S
120 B
2Z -Z'
18
C1
22'-8"
33
C8
25-T
19
29'-7
35
C9
37-0"
20
32'0
36
C2
CS
�, 3
38
C11
120 C 27�" 20 C2
21' 35 C9 28'-9" 22
27' 8 37 C11 37-0 23
6'
120 B
20'3"
18
20'3"
32
C7
26-8"
20
26-8"
35
C9
29'-T
20
29'-T
35
C9
120 C
20'-4"
21
CS
C5
27"4r
37
C11
19'3" 34 C8 26-3" 23
25-3" 36 C71 29'-T 23
7
120 B
19'-T
19
C2
19-Z'
32
C7
24'-0
20
24'-6
34
1'
21
27'-1"
35
C4
120 C
18'10"
21
CS
--T574-r-37
C11
18'-Z' 33 C8 24' 4' 23
233 36 1" 24
6
120 B
18'-0"
19
C2
18'-0"'
31
CT
23'-Z'
21
23'-Z'
33
3"
21
25'-3"
34
CS
120 C
1T�"
22
C5
C5
24'-0"
36
C11
1T-1" 33 C8 27-9" 24
273' 35 " 25
9
120 B
17'-0"
19
CS
17'-0
32
C7
21'-10"
21
21'-10"
34
10 .
22
23'-10"
35
120 C
163
72
CS
C5
22'-0"
3510,
16'1"' 32 21' 6 24
20'3' 34 10" 25
120 B
IVA"
20
16-1"
32
C
72V�"
20'-9"
21
2a -T
34
EC82
r
22
22'-8"
35
120 C
15-10"
23
15-3
32
25
CS
19 S
34_f
26
CS
22 }•,
3$
C9
120 B
15�'
20
CS
15�"
32
C7
19 9
22
19'-9"
35
8"
22C5'
21'336120
C
15'-T
23
21'-1"
351r
14'-T 32 C8 19fi25
16'-5' 34-8" 26
120 B
14'-9"
20
CS
14'-9"
33
C6
19'-0"
22
35
r
23
36
C11
120 C
14'16"
23
CS19'3'
C520'-8'
14'-0" 32 18'3 26
16-0" 34-0" 26
20'-T
35
C9
K ' "
y _
NOTES:
WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL '
{ APPLICATIONS ONLY), THE MAXMUM POST SPACING IS THE LOWEST OF THE +
"MAX POST SPACING(SPAM)" SHOWN ABOVE AND THE MAMMUM POST
SPACINGS SHOWN ON DETAIL 6/L7.1
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�FESS I�
W o
S5885
TF OF CAL\F�
DATE SIGNED: April 5, 2017
IA�pl TC[_
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
_
949.305.11501 FAX 949.305.1420
AW APPROVAL
REVISIONS
FMARK DATE " _ ,. DESCRIPTION
L JOB 6 16.1071
DATE 0405117
DRAWN BY RER
CHECKED - MDS
IAPM0195 V 2.0.
LATTICE STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LUSL, 120 MPH
-L8.1 0.2
c
T^ j�
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�fESS Igyq�
w o .
S588
TF OF CA`
t
DATE SIGNED: April 5, 2017
�i TCL
26030 ACERO, SUITE 200 •
MISSION VIEJO, CA 92691
949.305.1150 I FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB 8 161071
DATE 04105117
DRAWN BY RER
CHECKED MDS
IAPM0105n V2.0'
LATTICE STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LUSL, 130 MPH
L8.1 0.3
k
ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. B & C
BS
O
3" SQ. ALUM W/
B9
O
DBL2x6.5x0.042
811
O
3x8 x0.042
610
O::_.
DBL2x6.5x0.032
812 DBL3x8x0.042
O
613
O
3 x 8 x 0.042 W/
�.• ,
^�•
12 GA STL"U"CHANNEL-
� -. .-
-
•.
_
..
-
_ _
_ .., �
_ 14 GA STL INSERT
'
ATTACHED
FREESTANDING
ATTACHED .
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
-
MAX
MIK
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MAX
MIN.
MIN.
MAX
MIN.
MAX.
MIN.
MAX
`
MIN.
TRIG
WIND
POST
FTG.
POST
POST
FTG:
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST FTG. POST FTG.
POST
POST
POST FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
WIDTH
EXP.
SPACING
(IN.) PE
SPACING (IN.)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN.).
SPE
SPACING
(IN.)
PE
SPACING
(IN:)
TYPE
SPACING
(IN.) TYPE
SPACING (IN.) PE SPACING (IN.)
PE
SPACING (IN.) TYPE
SPACING
(IN.) TYPE
SPACING
(IN.)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
130 B
16'-5'
17
14'-T
32
C9
14'-10"
16
14'-10
31
15-4"
16
1S -T
31
18'-0"
17
1T-8" 33
C7 21'� 19
21-0" 34 C8
2U-9"
18
C1
20'4'
32
C8
-�
5,
130 C
15-0"
C1
19
C1
C7
C1
C7
1T_"
20 C1
C1
19'-1"
34
C9
14'-7" 34 C10 14'x" 19
13'-6" 33
14'-10" 19
14'-Z' 33
w-6 34 C8 20'-10" 21
20'-0" 36 C11 2a -C 21
130 B
15-3°
18
13'-3"
31
C9
13'-T
17
13' T'
31
14'-1"
17
13'-10"
31
16 4"
18
16-T 32
C7 15 9 19
19' T 33 CB
15-0
19 C1
18'x'
32
C8
6.
130 C
13`-9"
20 C1
CI
C7
C1
C7
15'-10"
Ct
20
C2
13`-3" 34 C70 13'- "
1 19
12'fi' 32
13'-T 19
.13'-0 32
15-1" 33 CB 15-1" 22,
18'3" 35 1 C9 16-3r 21 C2
17'-6 33
C9
130 B
14'-T
18
174"
31
C8
17-T'
17
12'-T
30
13'-1"'
17
12'-10"
30
18
15' 0 31
C7 18'-4" 20
IW_1" 33
1T-7-
19
17-3"
31
C7
t
T
130 C
17-5'
20 C7
C1
C7
C1
C7
_15-T
14'8"
C1
21
C2
C8
' 16'-10" 34
1T-0"
C2
22
17•d" 33 C70 17-7 20
11-T 31
17-T 20
17-1" 31
14'-0" 33 C8 1T 8" 22
16=7' 33
C8
1308
13'-3'
18
11-7"
30
C8
11'-9"'
18
11'-5'
29
17-3"
18
17-1"
29
14'-3"
19 C1
14'-1" 31
1T-7' 20
1T-0" 32 C7.
16�'
20
_22.
15Z
30
C7
8.
130 C
11'-10"
20 C1
C1
C7
`C7'
• C7
C2
11'-7" 32 C10 IT -4" 20
10'-10" 31
1119" 20
11'-3" 31
--13'-9" 21 C2
13'-1" 32 C7 167" 23
-
15' -ID'- 34 . C8 15-10"
+•15-2" 32.
_ C8 .
130 B
17-T'
19
11'-0"
30.
C8
11'-7
18
11'-7'
29
11'-T
18
11'4-
29
13'x"
19
13'-3" 30
16'-3" 21
15-0" 32 C7
15£
20
15-3"
31
C7
9.
130 C
11'-3"
21 C1
C1
C7
C1
13'-0"
22 C2
C5
11'-0' 32 C9 10'-9" 21
10'-3" 30
11'-7 21
10, 30
17�" 32 C7 1ST" 23
150" 33 C8 1S-0" 23
14-3 32
C8
130 B
17-0"
19 C2
IU -4-
30
C8
10'-T'
18
10'-T
29
111-0"
16
10'-9"
29
12'-5'
20
17-T 30
164" 21
C7
15=7' 32 C7
14'-9"
21
�_
14'-T
31
C7
10'
C7
C7
: C1'
C7
12'-3
22 C2
C5
13'T
31
130 C 10$ 21 Ct
10 4' 32 C7 10-T 21
5-g 30
10'-T 21
5-10 30
11'-9" 31 ' 14'-10" 24
14-2" 33 C8 14'-T 23
1308
11'x"
19
9'-10"
30'
C8
10'-7".
19
10'-1'
29
1011
19,
10'-3"
29
17-7
20
174" 31
14'-8" 21
14�" 32 C8
14'-1"
21
13'-Vr
32
C7
11'
130 C
. 10'-7
22 C2
Ct
C�
C1
CT
11'-5'
23 C2
C5
-
9-10" 32 C9 S-9" 21
5-3" 31
9'-10" 21
91J" 31
11'-3" 31 C7 14'-2" 24
13'-T 32 'i C7 13'-T 24
13-0 31
C8
130 B
10-10"
20
9'S
31
C8
5-8"
19
5-8"
29
9'�
19
9'-4"
29
11'4"
20
11'-0" 31
14'-1' 22
C7
13'-10' 32
13�
21
13'-3
32
C7
12
130 C
5-9'
22 C2
C7
C7
11' 3
23 C2
C5
13'-0" 32
13'-0
24
12' 0
32
9'-0' 33 C10 9'-4" 22
5� 31
9-1"' 22
8'-3 31
10-5 31 13-T 24
3 x 8 x
0.042 BEAM
W/
DBL
3 x 8 x 0.042
W/
DBL3x0x0.042W/
614
.12 GA STL INSERT
615
DBL, 14
GA STL
INSERT
616
DBL 12
GA STL
INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIND
MAX
POST
MIN.
FTG•
MAX
MIN.
MAX
MIN
MAX
MIN.
MAX
MIN.
MAX
MIN.
POST
POST
FTG•
POST
POST
FTG • POST
POST.
FTG. POST
POST
FTG. POST
POST
FTG. POST
WIDTH
EXP.
SPACING
(IN.) PE SPACING ON.
TYPE
SPACING
(IN.) PE
SPACING
(IN.) T PE
SPACING
ON.) PE
SPACING
ON.) TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
5
130 B 27�
19 C1
274'
35
C9
29'-T
20 C2
28-5
37
37-0"
21
32-0
"
130 C
21'-10"
21 C2
20-10"
• 36
C71
28'-T
23 CS
26-10'
C11
39
37 0"
C5
24
29'-0"
C11
40
+
6
130 B
20-0
19
C2
20'4"
34
C8
26'-8"
21
26-3"
36
292"
22
29'-T
37
130 C
20'x'
22
19-1'
36
C9
25-9"
24
24' T
38 C71
29 2"
--z- C5
26'-10"
39 C11
7'
130 B
15-7
20C2
18.10"
33
C8
24'-8"
22
24'-V
35 C9
2T-1"
22
2T-1"
36
130 C
18£
23
1T4"
35
C9
23'-10"
C5
25
22'-5
37 C11
2T-1"
C5
25
24'-10
C11
38
8'
13013
18-0
20
1T4"
33
C7
23'-7
22
22'-9"
35 C9
25-3"
23
25'-3"
36 CIO
4'
+" 1.
130 C
1T-4"
C2
23
16-T
34
C8
2Y-3"
r
25
21'-3"
37 C11
25'-3"
26
23'3
37 C71
;
NOTES:
5
1308
1T-0'
21
16'-a"
32
C7
21-10"
23
21'-6"
34 C8
23-10"
23
23'-10"
35 C9
WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON
GRADE (RESIDENTIAL
130 C
16'-4"
24 C5
1S -T
34
CB
21'-1"
26
20-i'
36 C11
23-10'•
26
22C5 —'-0"
37 C11
(
APPLICATIONS ONLY), THE MAXMUM POST SPACING IS THE LOWEST OF THE
10'
130 B
16-1"
21
15-10"
32'
20-9'
23
20.4"
34 C8
27-T
24
274"
35 C9
"MAX POST SPACING(SPAN)" SHOWN ABOVE AND THE
MAXMUM POST
130 C
15-7'
C5
24
14'-10'
33
C8
20'-0:'
CS
26
19'-1"
36 C9
27-8"
Cs
27
20'-10"
36 Cit
SPACINGS SHOWN ON DETAIL 6/L7.1
11'
130 B
15:4"
22
C5
15-7
32
15 -9"
23
19' -0"
35
21-0"
24
-8
21'"
36 C9
130 C
14'-10"
24
14'-71.33
19'-1"
27
18' 2"
35 C9
21=8"
27 C5
19-10"
1.36 C11
17
130 B
_ 14'4'
22C5
141 i"
33
C8
19' -0"
24
18'x-
35
20`4r
24
20 8"
36 C10
_
130 C
14'-7
25
13-T
32
1T_T
Z7
IT -r
35
2-0-0"
28
15-1"
36 C9
"
°'.ivy i..yt�a.:
{ Vu �
-.•r+�..
-..�
ro `-
1 «+
� �+-r-."
wti_.
,.
•'
...•..•-..r--..
-..T...
�'jf
.f..- ...
I•. -.-..y .:•rt ._..�.�
_ _..-iC.- ,.- --.-v,.. - .., .d..
._. ..
. ,- ...r.nt•+�.,
, ....
_ _. w
y '
!', ... �.:�Lµ..y....
b l,..i"ia w
W'^n M....w
,.%�''" .• .. •,"_Y�,
" �
1. '.CF: �• .•�iYi... +. .Y'•.
'' r 'P :� �
� i .•y - r'a:.�..
..5'�`l�
,.� yrs ... L�
�. � rY"Si- .. ;i.f' � . K'S. rt '. � :l �,w.++ x
't`�.w ".+ ." ,
- " 4.i' r,•-. Lw. _ w r.'. ..
c
T^ j�
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q�fESS Igyq�
w o .
S588
TF OF CA`
t
DATE SIGNED: April 5, 2017
�i TCL
26030 ACERO, SUITE 200 •
MISSION VIEJO, CA 92691
949.305.1150 I FAX 949.305.1420
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB 8 161071
DATE 04105117
DRAWN BY RER
CHECKED MDS
IAPM0105n V2.0'
LATTICE STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LUSL, 130 MPH
L8.1 0.3