BPAT2019-003278-495 CALLE TAM PICO
LA QUINTA, CALIFORNIA 92253
Permit Type/Subtype:
Application Number:
Property Address:
APN:
Application Description:
Property Zoning:
Application Valuation:
Applicant:
CS PATIO COVERS
82857 WHEATLEY COURT
INDIO, CA 92201
c&tit4.GfvQu;,a
DESIGN & DEVELOPMENT DEPARTMENT
BUILDING PERMIT
PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN
BPAT2019-0032
44630 N N HARLAND DR
604231015
BEHRENS / 354SF TRELLIS DURALUM PATIO COVER AT FRONT YARD
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Owner:
Behrens Garrett R & Natascha B
44630 NORTH HARLAND DR
LA QUINTA, CA 92253
$1,675.00
Contractor:
CS PATIO COVERS
JUN 2 g 2019 82857 WHEATLEY COURT
INDIO, CA 92201
CITY OF LA QUINTA (760)625-4225
DESIGN & DEVELOPMENT DEPARTMENT Llc. No.: 1004320
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
9 {commencing with Section 70001 of Division 3 of the Business and Professions Code,
and my License is in full force and effect.
License Class: D03 License No.: 1004320 %
Date: I— I'L-A 1I"X Contractor
OWNER -BUILDER DECLAFMT10N
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.).
(_) 1 am exempt under Sec. . B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's
Lender's
Date: 6/28/2019
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: MP Policy Number: _
Z IV1 certify that In the performance of the work for which this permit is issued, I
shal at mp ❑ person In any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Cod , I shall forthwith
comply with those provisions.
Date: Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPEN ON COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upo the
above-mentlanetUd� property for inspection purpryses.
Date: L4 Signature (Applicant or Agent
Date: 6/28/2019
Application Number: BPAT2019-0032 Owner:
Property Address: 44630 N N HARLAND DR Behrens Garrett R & Natascha B
APN: 604231015 44630 NORTH HARLAND DR
Application Description: BEHRENS / 354SF TRELLIS DURALUM PATIO COVER AT FRONT YARD LA QUINTA, CA 92253
Property Zoning:
Application Valuation: $1,675.00
Applicant: Contractor:
CS PATIO COVERS CS PATIO COVERS
82857 WHEATLEY COURT 82857 WHEATLEY COURT
INDIO, CA 92201 INDIO, CA 92201
' (760)625-4225
r i = Llc. No.: 1004320
Detail: BEHRENS / 354SF TRELLIS PATIO COVER AT FRONT YARD; [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2016
CALIFORNIA BUILDING CODES.
DESCRIPTION
ACCOUNT CITY AMOUNT
BSAS SB1473 FEE
101-0000-20306 0 $1.00
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN
101-0000-42404
0
$107.27
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$105.66
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $212.93
DESCRIPTION
ACCOUNT
QTY
AMOUNT
RECORDS MANAGEMENT FEE
101-0000-42416
0
$10.00
Total Paid for RECORDS MANAGEMENT FEE: $10.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50
DESCRIPTION ACCOUNT CITY AMOUNT
TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00
PERMIT #
PLAN LQCATION :
Project Address: D
f
Project Description:
APN #:
O (,1 a-tI� LPL
�� ir1�j C
V�
Applicant Name: Cl�l �feS C.�k / .q o
+�b, VQL ea
Address: �{ �--�l. t C7
oS
City, ST, Zip: t zzo 1
l_G✓VCY'-� f7C
Telephone: 7&0 Cp-2-5 ` 2-2-9-
Email:
Valuation of Project $
Contractor Name: GS /u�7rU (OlVflS
New SFD Construction:
Address: (�ZYS Cl
Conditioned Space SF
City, St, Zip
Garage SF
Telephone: 76, 0 ZS ��
Patio/Porch SF
Email:
Fire Sprinklers SF
State LigleVq�Zv City Bus Lic:
Architect/Engineer Name:
Construction Occupancy:
Address:
Grading:
City, St, Zip
Telephone:
i
Bedrooms: Stories: # Units:
Email:
State Lic: City Bus Lic:
r ,� l� 1_�21,� �
Property Owner's Name: do inNew
�-V
Commercial / Tenant Improvements:
Address: '/ V&30 r4r
Total Building SF
City, ST, ZipS
Construction Type: Occupancy:
Telephone: 70 0 53 4 510
Email:
78495 CALLE TAMPICO
LA QUINTA, CA 92253
760-777-7000
OFFICE USE ONLY
#
Submittal
i
Plan Sets
Structural Calcs
Truss Calcs
Required Received
I
Title 24 Calcs
Soils Report
Grading Plan (PM10)
Landscape Plan
Subcontractor List
Grant Deed
HOA Approval
School Fees
Burrtec Debris Plan
Planning approval
Public Works approval
Fire approval
City Business License
,It
Vic{ r�-oi
C=�grc�e
i
13FA-r2ON -003Z
CITY OF D QUlffTA
BUILDING DIVISION
REVIEWED FOR
CODE COMPLIANCE
DATE�710�11BY
346q sF potAl-VA4 L An
FA -no ",/" C> r-40r
YAR D
ana.wa,� I<.vP.
(�n-,n-A- YUrd )
C): 1' lib AV-eaj19C- , 7k 6Z S Zt2 Z.
C-4 .
0
� C)
WigP T/Ayjr
CS PATIO COVERS
82857 Wheatley Ct
Indio, Ca 92201
Phone: (760) 625-4225
Email: candspatiocovers@hotmaii.com
Web: www.cspatiocovers.com
Description
12x30 Weatherwood Open lattice Structure
Natascha Behrens
44630 north harland dr, La quinta
(760) 534-8017
Payment Terms
Invoice #
Date
Business / Tax #
Attached to wood fascia board
Reinforce eave with A34 framing angles '
Posts arnchord to concrete footings. {
3x3 posts with 2x6 filled side plates c^�
3x8 header cros m l� v �
Lattice tube size: 2x or 2x2
Spacing between tice: 2" standard
Color:
End cut:
Lifetime warranty
AVAILABLE UPGRADES
4" Led lighhting $135.00 each
Lifetime warranty included for lights and electeical work.
Fan beam and electrical $220.00 each
(Fan not included)
City Permit Cost And Processing fee
3 Posts Are Required With No Steel Reinforcements Per Engineering Specs From
Duralum Manufacturer
Christian Angulo
760.625.4225
Subtotal
Total
Pagel of 4
Due upon receipt
000910
05/27/2019
Lic # 1004320
Total
$3,960.00
$0.00
$485.00
$0.00
$4,445.00
$4,445.00
owAE0. AcrAoiLmATIvA
CONTRACTOR AGREEMENT
THIS AGRE ME i made and entered this 24 day of ` 416 i.J• r b nd
between hereinafter called the Contractor, and
hereinafter cal ed he Owner.
THIS AGREEMENT shall become effective on the date of execution hereof, and shall remain in
force until terminated by either party. In the event of any termination of this Agreement, all
work -in -progress will be completed in accordance with the terms and conditions set forth herein.
WITNESSETH, that the Contractor and the Owner for the consideration named herein agree as
follows:
ARTICLE 1. SCOPE OF THE WORK
The Contractor shall furnish all the materials and perform all of the work shown on the drawings
and/or described in the Estimate, unless specified otherwise.
ARTICLE 2. TIME OF COMPLETION 7/�
The vxork to be performed under this Contract shall be cornrnenced on or before
20_a and shall be substantially completed on or before "` ; 20 iL ; . Time is of the
es5er1ce.
ARTICLE 3. THE CONTRACT PRICE
The Owner shall pay the Contractor for the material and labor to be performed as shown on
Contract. Therefore, 10% of the total balance shall be liquidated upon Contract Approval. Finally,
a 50% of the total balance will be immediately due on special order material and rushed jobs.
ARTICLE 4. DETAILED PAYMENT BREAKDOWN
In reference to the liquidation of TOTAL CONTRACT PRICE:
Owner and Contractor hereby agree to the following Payments being processed by this manner
and will follow t is paymen schedule set forth:
ARTICLE 5. OWNER CANCELLATION
In the event Owner wishes to cancel this transaction the following will occur:
Contractor and Owner acknowledge the existence of a three day period to cancel and may
exercise this right based upon Contract Agreement dated above. The Owner is fully responsible
that he/or she is liable of paying 50% from the total Restocking Fees if cancels after the three day
period time frame. 50% deposit on special order materials or Rushed jobs, 10% deposit upon
agreement However, if the Owner cancels before the three day period time frame, there will be
no monetary penalty for doing so.
Contractor: Initials:C4
Owner. 0 Initials.
ARTICLE 6. GENERAL PROVISION
1. All work shall be completed in a workmanship like manner and in compliance with all building
codes and other applicable laws.
2. Contractor may at its discretion engage subcontractors to perform work here -under, provided
Contractor shall fully pay said subcontractor and in all instances remain responsible for the
proper completion of this Contract.
3. All modifications pertaining to the project shall be processed in writing and must be mutually
signed by both Owner and Contractor.
4. Contractor warrants it is adequately insured for injury to its employees and others incurring
loss or injury as a result of the acts of Contractor or its employees and subcontractors.
5. Contractor agrees and is responsible to remove all debris and leave the premises in broom
clean condition.
Page 2 of 4
6. In the event Owner shall fail to pay any periodic or installment payment due here -under,
Contractor may cease work without breach pending payment or resolution of any dispute.
7. Upon completion of this Contract, Owner shall fully pay remaining balances immediately. In
the event Owner breaches this Agreement, Contractor may exercise its right to seek legal
counsel and/or seek legal remedy by reporting this fraudulent act to a Collection Agency or file a
Mechanics Lien against subject property where the project took place if not done so within 20
days of completing project.
8. All disputes here -under shall be resolved by binding arbitration in accordance with the rules of
the American Arbitration Association.
9. Contractor shall not be liable for any delay due to circumstances beyond its control such as
caused by natural disasters, examples include ❑ods, eartklqukes and other geologic processes.
Strikes, casualty or general unavailability of ate i 1
10. Contractor warrants all work for a perio of ontfs following completion.
ARTICLE 7. OTHER TERMS a;�4e
n•
�1-P11 ;
Signed this day of i' ' , 20-a-
I'
Home Our
Contra
DURALUM PRODUCT LIFETIME -WARRANTY
Full Warranty- Duralum warrants that its Patio Covers, Room Enclosures, Weather products,
Window Awnings, Screen Rooms, when installed with proper engineering and permitting in
accordance with local U.S building codes and in accordance with installation instructions, are
free form defects in material & workmanship & the finish on the products will not chip, peel,
flake, or blister under conditions of ordinary wear for the lifetime of the product, except as
provided below under "Exclusions & Limitations."
What C&S Patio Covers Will Do- C&S Patio Covers shall have 45 days to repair or to address any
defects covered under this Limited Warranty.
Exclusions & Limitations- Neither of these warranties covers any chipping, peelings, flaking or
blistering of the products as the results of damage of any kind resulting form faulty or improper
installation, accidental or intentional damage, setting structural shrinking or other distortion of
the property structure, popping due to expansion or contraction, acts of God, harmful chemicals
(including harmful cleaning compounds), fumes or vapors, surface deterioration due to air
pollution, "normal weathering', condensation, mildew accumulation, impact of foreign objects,
rust or corrosion of any of any components or the products, or the failure of the owner to
provide reasonable maintenance of the product including periodic removal of dirt and pollution
residue as necessary. Neither of these warranties covers fading of any paired finish due to
normal weathering, or any rust of any components of the products, including but no limited to,
screws and other fasteners, and any steel components. Also, no warranty applies if the product
has been painted or the surface has been altered. "Normal weathering' is defined as the
Page 3 of 4
damage affects of sunlight & the extremes of weather and atmosphere that may cause any
colored surface to face or become soiled or stained.
If air occurs up to 130 miles per hour warranty covers.
Christian Angulo
Page 4 of 4
Natascha Behrens
PATIO OVER SYSTEM AS MFG.' BY: DURALUM
PRODUCTS, INC.
POINT OF CONTACTS
INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW.
CONTRACTORS: PLEASE CONTACT DURALUM
BUILDING DEPARTMENTS : PLEASE CONITAC145TR ENGINEERING
HOME OWNERS: PLEASE REOUESTANY INFORMATION THROUGH YOUR CONTRACTOR
26030 ACERO SUFTE 2D0 PHONE: (949) 3D5.1150
MISSION VIEJO, CA 92691 FAX 1949) 30S.1420
STRUCTURAL ENGINEER OF RECORD: DUSTIN K ROSEPINIC SE 5BB5
POINT OF CONTACT: MARIE-DOMINIQUE SETA SE 5967
DESIGN PARAMETERS
SN IF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLIES WITH THE FOLLOWING CODES
• 2DI3/2D15/2011 INTERNATIONAL BUILDING AND RESIDENTIAL CODES,
• 2DI3/2016 CAUFOHNIA BUILDING AND RESIDENTIAL CODES,
• ASMJSEI7.10 and 7.16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHERSTRUCTURES,
- 2D35 ALUTAINUM DES: GN MAN UAL
N -~ W..`..,..,�, ♦% NTFTYSUBMIEFINMEDRAWINGSFORTHISPROJECFTOVENPYLIVELOADSWITHTHELOCALAUTHORITYRAVINGJURISDICTION
L IN RESIDENTIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN AS 10 PSF PER IRC / CRC APPENDIX H, SECTION AH1D510R IBC/ CBC APPENDIX L SEL11ON 1051
2 IN COMMERCUALAPPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN AS 20 PSF PER IBC/ CBC CHAPTER 16
WIND SPEED DESIGN pAlIAMma-
L THE PRE E TANDHNEAND ATTACHED COVERS NOTED HERON ARE DESIGNED AS'OPEN STRUCTURLS,' IN ACCORDANCE WITH ASCFJaE17.
1 FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL, UNLLaT SPEOFCALLY• L 95NM OVA REGISTERED PROFESSIONAL ENGINEER
3. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND BCARPMEN75 AS DEFINED IN ASCE/SO 7, SE=N 2" UNLESS 3 7E SPEC HE EHGI NEWNG 6 PROVIDED VALIDATING THE WIND LOAD USED.
4. THE BASIC VVIND SPEEDS CONSIDVp_-D IN THS R:POFT ARE 110, 32D, 33D MPH, EXPOSURES BAND C (BASED ONTP.E20121BC 2015/2➢18 IBCARC. AND 2DJ3/2DL6 CBC/CRC).
S. FOR USE WITH THE 2012IRCAN02G13CRC,DMDETHE ABOVE MFNTIONNEDWIND SPEEDS BYSQRT(D.6),
CBC / IBC WIND SPEED 11D MPH 120 MPH 1 130 MPH
EQUIVALENT CRCRRC WIND SPEED BS MPH" B3 MPH 1G1 MPH
EYAMPLE IF 2012 IRC OR 2013 CRC WIND SPEED 6 95 MPH, THE PATIO COVER CONSTRUCTION SHALL BE BASED ON 95 MPH/ SQRTI(L6)=11D MPK
SNOW 1=5 DMIGN PA,tAmETEp3•
IT IS THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECTTO VERIFY SNOW LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION
L GROUND SNOW LOADS Pg ARE LISTED IN THE TABLES OF THISREPORT. FLAT ROOF SNOW LOADS Pf WERE USED 70 GENERATE THOSE TABLES, PER ASCE EQUATION 73.1, U51NG Cr-LD AND CI=12 THE FOLLOWING
TABLECJH DM INE _ p y;
2 WHEN THE LOCAL AW HAS SPECIFIED A FIAT ROOF SNOW LOAD TO BE USED AT THE ATE, THE CONTRACTOR SHALL USE THE TABLE ABOVE TO FIND THE EQUIVALENT GROUND SNOW LOAD TO BE USED WHEN USING
THLSREPDRT. WHEN NO ROOF SNOW LOAD IS SPECIFIED BY LOCAL ARI, USE THE CODE SPECIFIC GROUND SNOW LOAD VALUES ATTHE SITE WHEN USING THE WORT,
3. WHERE SNOW LOADS OCCUR, THE CONTRACTOR FOR THE PROJECT SHALL VERIFY WITH THE LOCAL AUTHORITY HAVING JURI.SDICnON WHERE DESIGN FOR SNOW DRIFTING / ORSUDING G REQUIRED PER ASCE 7-10
AND 7-16, SECTION 7.7 AND 7.8.
4. DESIGN FOR SNOW DRIFT AND SLIDING HAVE BEEN CONSIDERED IN THIS SET OF DRAWINGS FOR ATTACHED COVERS. WHERE SNDW LOADS DRIFTING AND / OR SUDING 0'['tUR, REDUCTION FACTORS PER SHEET 521
OR L21 SHALL DE APPLIED TDTHE STRUCTURE '
S. DESIGNFDRSNOWDRIFTANDSUDINGFORDETACHEDCOVERS15BEYONDTHESCOPEOFTHISREPORTANDREQUIRESSTTESPECIFICENGINEERING.
PW FR-IuM FARAM1LILK5 TO 0E USED WITH InP410 D505:
APPLIED PRESSURE LOADING. TO BE USED IN IAPMC7 am
WIND (MPI•Q ROOF WE/GROUHD SNOW LOAD AS REFERENCED IN'MLSREPDRT
10 20 1 25, 3D 4p 5Q
0313EIEI 310 1.2DC 15 25 25 3D 40 45
SIB 2D 25 25 30 40 cs
USE LESSER SPAN FROM IAPMD-0505 FROM ALL LOAD TIDES (LNE, WIND, SNOW) FOR APPLIED PRESSURE LOADING FROM TABLE ABOVE
5EISNIIC LOAD DESIGN PARAMETERS:
SEISMIC DESIGN BASE SHEAR:17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER, CONSIDERING THE FOLLOWING DESIGN PARAMETERS:
L SITE CLASS: D
2 SEISMIC DESIGN CATEGDRI': E
3. MAPPEDSPECTRALRE5PDNSECOEFFICIENTS: Ss =15D,S3 -0.6,Sds = III, Sd1 =O5D
A. RESPONSE MODI R DATION FACTOR, R=125 ,
S, RISK CATEGORY II
G. THE PATIO COVER MU,'TURES DETAREO IN THIS SET DF PLANS ARE IN COMPLIANCE WITH ASCE 7.10 SECTION 126.13. AS A RESULT, THE SET OF PLANS CAN BE USED AT ANY SITE WITH Ss > ]S0, WNSIDERING S<=
L5D WHEN DESIGNED PER 2MZnD15 IBC,RNC AND 2DI3/2D16 CBC/CgC
7. THE PATIO COVER G7RUCTU RES DETAILED M TNIS SET OF PLANS ABLE IN COMPLIANCE WITH ASCE 7-16 SECTION IM•y3, ,t A RESULT, THIS SET OF PUNS CAN BE USED AT ANY SITE WITH LDdds4A2B, CONSIDERING
Sds = %A FOR SFFES WITH S&s *Z, USE Sd , FOR SITES WITH 56PL428, IT ISACCPTABLE TO REDUCE 1HE MFEMIC LOADS USING 0.7 Sds INSTEAD DF $6,
OTHER DSIGN PARAMETERS-
L DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 16053-L
L ALL APPLICABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE
3. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF A55EMBLY IN ACCORDANCE WITH SECTION CBC 1505-7, EXCEPTION L
L MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DECX: SEE DETAIL I8/531
2 MINI AUMROOFSLOPE FOR SOLID ROOF PANELS WITH DURAPANEI:SEE DETAIL IA/92
3. MAYIMJM R DOF SLOPE FOR ALLSTR LICTIR S IS 3 DEGREES
A. THE'LENuTH OF STRUC I-mrSHALLSETAX5 AS THE mNFINUM61STAKU MERSUREDALONE THE E"a BUILDING WALL FROM ONE END OF PATIO COVER SUFPORT BEAM TO THE OTHER: INCLUDING ANY
BEAM SPLICES. THE SFP.UCTURE LENGTH SHALL SE DETERMINED WAY REGARDUM OF ROOF COrRING TYPE.INCLUIDINGCOMBINATION ROOFS WITH 07M 7RELW AND DECK ROOF USED ONTHE SAME
CONTINUOUS PATIO COVFRSTRUCTURE. HOWEVEA, OPEN LATTIMPORTIOYS DFTYFSTRUCTURESHALLNOT IECOVERI.o BY ROOF DEOL PER j"D M
S. CkLICU ATTOYS FOR MAXIMUM SPANS Yr7:EN ATIACHI NG TV AN MSFI NG ROOF OVERHANG AS SHOWN ON TABLE 1 ON 561 AND/OR I6.%ARE ASSUMING THAT THE DLISFTNG WODD RAFTERS OR TRUSSES ARE
DDUGW 1111-LARCH NDL THIS TABLE CAN ALM BE USED FOR [TITTER WOOD SPECIES WITH Fb290D psi AND Fv i 180 psL
GENERAL NOTES
DRAWINGIJpTES ;
1 THE ➢RAV5IN DDIRECTTHEWO +l,7HSSHIOLVM R8'RE3EFTITH# FTNi571EDSTRUCTLRE; UNLs55 07i4RPPlSE HOTEO, RHD DO NDT INDICATE THE METHOD OF CON511TUL'.TpP1THE CDNTRACTpRSHALL
SUtiERVLSE AND DIRECT THE WORK AND STALL BE $OLESY RIVDNS W FOR ALL CDKM UMDN
Z TdEAPPeOVM SCT DF DPUAMNMAND3pla;r no!D SHALL W KEpTp, plE )DB in AYD ��TMIQUI3 SEOUENCSAND PROCEDURM
SHALL BENODEVIA7XIN}�MTNT APPROVED PLANSAND SPECInCATIDNSWFTODUTANAFFRDVEDDCHANGE ORDER. AlT<HpRZ=➢REPRESENTATIV}3OFTHEBUILhfNGAND54FE'FYDEPARTMEM.THERE
MATEEBEI SP9:DFIG{TpffSS
L ALTERNATE E iUM1NUMAUDYSMAYBE SUBSiTR1TEDFOR THOSE SHDWN,PgDVIDEDiHEYARERE
MEGLSREDWITH 7HEALUTA1NUMkZOCIA710NAN0HAVE EQUAL 0RGREA7ERYEILDANDULTIMATE
CATS
2 M—ETES.I;?UIWEAMWIMUM23DAY CDMPRMFVEMENGTHDF2SDOPOIINDSPEILSQUARE INCH.
3. EMBEDDEOSTEELh!EMBERSSHALLgEy�7,plppEDGAiVRHiTED,ANPCOHFD
4. BOLTS:PLMT0ASLb6PUEB,ROIIFORMED STEEL MEMBERS 5HALL CONFORM TOA93-SS(STRUCrURALSTEEL)GRADE 50G60.
. 1AMUMBOLTSSRALLBE2024-T4ISTEEL RMTSSHAU.BEASTMA-307. ALL BOLwkA4HAVESiANDARD.ozRATED WAS HERS.
S. SCAEINS: ALL 5CREWSA,AESE F DRILLING (SDSI ORSNEF7 METAL SCR V4,VS) IN CONMRMANCEW
rL FASTIFN ICC-FS ESR1976, ICE•FSR 3006, ORAPPROVED EQUAL
FJVERS To WOOD: WOOD AND IAGSCAEVt; ARE RERINRED TO REINSTALLF9 IN ACCORDANCE V`fM"gE2r RAT DNALDESIGH SPECIFICATIONS, INCLUDING PRE-DRIWNG OF HOLES.
7. POST INSTALLED ANCHDRS-PDST-]NSTALLEDANCHORS LISED SHALL OEM"'P;ON STRDNC TIE STRONG BELT 7, STAINLESSSTEEL JICC-ESR 3037) OR EQUAL
B. ALIMh1PDNEhTS_FAANUPP4TURpORSUPPLIED BYDURALUMAND DESCRWIDNTHE DUCIOAENRARE iNTEgD1qD}uEABLE,PRDVIDEDTHFYpRESEIFCTEDAPPRDPRIATELY7D5UPPDRTTHELOADRJG
THEY ARE SUBIECT 70.
LF
B. ROOF THE INSULATED
ED PAN S (AHD ®VER LDM*pNEN!S IN THIS REPORT CAN BE CALCULATED FROM SECTION PR OPEATUMTHE SOLID COVERS VARY IN WEIGHT FROM ABOUT I PSF TO ABOUT 3 PSF,
E PA
10, ROOF INSULATED FME15 (WHERE QCDASS'ASff 532.
SDLARPAHELINSikIAnoH:
JURISDIAT10N OF SDI.AR PnNElS ON TOP DFTHLS STAUCNRE HAS SPEUFIC REQUTAEMENR PLEASE CONTACT DURALUM PRIOR TD ORDERING THE PARTS AND SUB MRTNG DRg1Yl NGS 77 LOCAL ALJTHDRHY HAV NG
JLOIGLICTIpsI
FOOTINGS: w
L ALL NEW CDNCRETT ICALSOFBEARINSSHALL BEAR 1,500P POUNDNl-WRS RSQUREFOOD501lOBCE1CTIFlEDFlU_ CIi9l,
� A
2 DESIGN VERTICAL SOIL BEARING PRESSUREB150D POUNDS PER SQUARE FOOT.
VV. fI�IO�
3. DESIGN LATEMBOIL BEARING PRESSURE G 20D POUNDS PER SQUARE FOOT PER FC>"JT OFFOOTINGD V
A. THE BOTTOM OP FOOTINGS SHALL EXTEND BELOW THE FROST DEPTH. CONTRACTORTOVMFYFROSTD (EQUALS
WffHAIJfHkoWbOFOR
SLABON@KALIFUSEDASAFpUNDAnDN,vmM:
W WRRCE IRC%.RCAPFfFI~ AH1D52, AND IBUIRCAPPENDIX LSECTION 11M2,INA WRHAFRDS
70ANExlSTFNG SAPRMIDEDTHEFD=WING: * ER'BE53pFJiDALUSEMAV EaxL]IBEDL THE SLABDNGRADEISATLEASF31/2INCHESTHICK , `v2. THE MAXIA'IIM DFZ&DLRFE j SNOW LOAD ATLACH COLUMN IS750 POUNDS,
3. THE SLAB ON GRADE SHALL BE A MINIMUM OF 10'•D' WIPE BY THE MAXIMUM COLUMN SPACINGMEASU 0
00NTROLIWANSIDN JOINT DEEPERTTmJf2'.�OR
4. THERE SHALL OR AV MINIMUM 087ANCE EFIYVEEN RlJT' ANCHOR BDLTAND ASLAB EISGE CRACK WIDEF 1TLAN 1/32- OR CONTROL/EXPANSION JOINT DEEPERTHAN 11Z-
OSTGRFDAPATTDCOVETSSi1PPpRFEOON{M1QE-ES:ABpNGRAOF151ItA=;LDAritiaWITH2/2D]EIRCAND2➢]3/2D16CACSE[TIDNAH1052FOR]DPSFRESIDENTIALCONSTRUCTION,ANO4O37B-14
f{}R2D, 25 AN4 BD PSF RE5111E)IIHN,,yIDpypAy,� CONSIRULTTON.
NOTES TO LOCAL AUTHORITY HAVING JURISDICTION
AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL
116E DFTHIS SIT OF PIAM FM ASTTESPEOPIC7'Rag..
L H P OF i+fE IAPIAO W1U. USED s0R A SITE SPECIFIC PROTECT. EACH PADJECTSLF81,1FTTEDiD7}7ELD-_ALALFD{pgnHAYPLG JURLSD;C41045H➢Ltl-0 INCiU➢EONLY
THE PEE71NLT[S!icyFEpFKS7 ,UCRIP.ALMMPONDM LOCATED WiTHJNTH[S IAPM�LtSTED EVALUATIONREPpgT.
L ALLREIM PE ITAHNG70 AD WSiASIATION (TYPE OF ROOF PANEL, HEADER SPAN, COLU14NM CONNE, DETAILS ETq SH41L BE CIRCLED AND rtsex2+IDENTIFIED BY THE
i1FfFT!'S1IWRTI'DR'aTHE OR4W1NC5 FOR APPROVAL
3. PLEASE NCrl'ETHATAS[EL ENMNPE'-'ING CanAm. AND STAMPED THE ORICINAL WMD gEpDeT AS AVAILABLE FROM "0 DIRE00, SUT WAS um INVOSVEO IN MAKING AYYSM
SPECIFIC UhMrMNNTH DNSORA iS FOP APP OVAHQSE DAALyNC2 ANY HANOMJSAi',ING OR HIGHLIGHTING ON THE SITE SPECIFIC SET OF DRAWINGSARETHE "DHSIBILM DFTHE ENTRY
SUBMF]T'fNG7HEORAWItru� FOP APPROVAL
4, EACHINSYALIATINSHALLBEARAN1DENTiW-T,4GINDICATINGTHENAMEAMADDRESSOFTHEMANUFACTURFRDEIEHL0SD5AtDEI�OSABIUTY_
5. THEORIGI.NAL IAPMD RETMaFAR5AN E ECTpONICSTAJ 1P FROM WITS ENGINEERING, AnDAW'ETSTAtAF 1S NOT REQUIRED BJ ACCOROANC# WITH THE REDlI1ATFCH STATE➢ BYT1E
PRDI-s.SIDNk B0;3m OF ENGINEEPS.
B, I L WRY
COPE OF TI'E WILLN ORI F NAL VMBAGE3 A8LAC A ]A NIOWPM
REPORT 6NDT REQIIfAED. A CDLDR COPY UP THE CDVSTRU;~71OR DOCUMENTS MAY BE REQL'IFIM FSELECTJONS WERE MADE
IN A WA77HAT WILL NOT BE VISIBHE O.L' AB[ACK ANDWHITE COPY
ATAMHNIMUNLSUBTA6S[UF! FDRA1SLiI%Ec PfRA11If ARUA
E5,9D3 LNCIUDE THE FMLOWlK 10"MAMN FROM TFBSEVALUAT*N RDrORT:
S TILE SHEET+WDU?YE#ALIWT
2 SMLrMJRAICONTM? iATDN p.e SOLID OP, L"LE ROOF, FREESTANDING OR A7ACHED;.57.xOR Li,
3, BASED 0NTHE REQUIRMDIT2GN LOADS, SHE•SpmRC RAFTER ANRMR PANEL SPAN7ASLEC
4. TYPE OF HLAEEk P=TYPE & WANTRY, FOOTING SZE (WHERE REOLNRRDI LVED ONTHE SITDSPECIFlC DESIGN LOS.
AD
5. AaPROPAIRTESTRLk.NRALDFIAl1.5,
6, OTHER DOCUMENTAIIDNTHAT MAYBE REQUIRED BYTHE LOCAL AUTHORITY
7. SEE S3xMUjFOR SmgTpfNy_ HANNGJURISDICTIDN,SUCH ASASITE P1AfL
J17? IWAE.
I�
JOB0
WIND LOAD. -
a
LIVE I SNOW LOAD:
SEE SHEET S1 A OR Ll A FOR SHEET INDEX
ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS.
11 z )(-ZCI 1 (0 ri,
SHEETINDEX
I I I r
I 1 S COVEi1ICONN�CDOIj
o w I I TO BLD�` sma ROTE 2
I I '
a, I
a SOLID COVER CONNECTION
m s T7 BFiI SEE NOW 2
(E) BUILDING
COL, TYP
SEE NOTE.4 '
- I I
r 1 '
I r I
Kw CLE1.R SPAN BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN YfEW
1 /1 b'=1'-0•
NOTES:
PATIO-
A LENGTH OF STRUCTURE T SHALL NOT BE LESS THAN ITS PROUECT10N 'P'. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COWERS CONSISTING OF SOLID CO ERS AND 1AT10E
FRAMING.
& HEIGHT OF STRUCTURE `FT (TO TOP OF CCrrL i) SHALL NOT BE OYTR 12 Fr.
C. BEAM OVERHANG 'OXT SHALL NOT EXCEIM 25% OF BEAMS ADJACENT CLEAR SPAN.
EJCCEPTION= NO OVM- WG AJ_GWa AT 19EAM5 CONNECTED TO SIDE OF COL
D. SOLID CUAR OVERHANG 'UH' SHALL NOT EXCEED 25Y OF BOTH DECK d IRP SOLID
COVER'S ADJACENT C1FAR SPAN, (OR 24' MAXL AT IRP, WHICHEVER IS LBS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
.TRIG (Bext). k ADJACENT DECK CLEAR SPAN Q RIGHT
+ DECK OH @ LEFT
•TRIB (BLDG)=Yi ADJACENT DECK CLEAR SPAN
s01 E Co m
A. SEE SHEET S3.1A AND S33 FOR DECK PROFILES AND WAXIMUM SPANS. '
B. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SAN➢W1CH PANELS MAXIMUM
SPANS
C. SEE SHEET 521 FOR REDULTON OF SOUD COVER MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
D. SEE SHEET S32 FOR CONNECTION DF SOLID CW MS TO SUPPORTING UE. WS.
E. SEE SHEETS S3.2&S6.1 FOR CONNECTION OF SOLID COVERS TO W SUILDING.
F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER SHEET 53.1
G, MINIMUM SLOPE OF DURAPANEiS TO BE PER SHEET 53.2.
SOLID ROOF PANEL
SEE
CONCRETE FTG,
SEE NOTE 5, Ti?
� l80MEIAIC VIEW
pjr_'kl
0
�i
N
EXT. BEAM x
SEE NOTE 3
A. SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES
B. SEE SHEET S42 FOR FAN BEAM WHERE OCCURS
C. SEE SHEETS S7.1 AND SB.xxx FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET S2.1 FOR REDUCTION OF BEAN MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS
E. SEE SHEETS S6x FOR BEAM CONNECTIONS & DETAILS
F. SEE SHEETS 55.1 AND 56.3 FOR BEAM SPLICE DETA:L WHERE REQUIRED, BEAM SIMPLE
SPLICE, WHEN NEEDED. SHALL BE LOCATED IMMEOIATEI.Y ABOVE All INTERIOR COLUMN.
NO BEAM SPLICE SHALL BE PERMITTED SUWEDi COLUMNS OR ON TOP OF AN MIRIDR
COLUMN.
4 COLUMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON
COVER DIMENSIONS
B. SEE SHEET $42 FOR COLUMN PROFILES.
C. SEE SHEETS $7.1 AND SB.ru FOR TABLES SHOWING MAMMUM POST SPACING.
D. SEE SHEETS S5x AND S7x FOR POSTS CONNECM & DUALS.
"• W111-1
A SEE SHEET S7.1 FOR COLUMN CONNECTION 70 FOUNDATION.
B. SEE SEAM SPAN TABLES ON SHIEST SB.mr. FOR MINIMUM FOOTING 512E FOR PATIO
CCrJER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE S7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE B/S7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE
CONCRETE SLAB.
SEE NOTE 5
TABLE 1
MNMUM NUMBER OF POSTS FtECIURNG
NOTES;
1. NUMBER OF POSTS SHOWN IN 719S TABLE S A V NIMUM, ADD
POS-M AS REOUEREDTo ENS URETHATTHE -MAXPOST SPAC NG
1SPANi SHD•NN ON SHEETS Sa. x OR LSxxx IS NOTE=EDED.
2. THI57ABLE LS7D BE USED IN CONUUNC7ION WITH DMILWS"
OR 3U-%
3. THIS TABLE DOE$ NOT APPLY VTHE SIDE PLATES ARE PRWDE D
FOR AESTHETCAL PURPOSES AND THE SEAR IS CONNEC7EU TO
7HE COLUMN DSRECTLY OR "MN A BRACKET PER 1 ¢" OR LE-3.
A TABLE 1 i-MMMUM
UM91^R OF COL
REQLRRITOCHMENT
PER3/SB.3 ORr
S H EET INDEX - S OLTD. PA NEL STRUCTURE 5' TYPE A
G0.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
S1.1 -SOLD PANEL 57RUCTURES:TYPE A
52.1 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION
FACTORS DUE TO DRi7- AND SLIDING
SBAA-SOLD PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND
MNUUM FAS7ENERS
S32 -SOLID PANEL STRUCTURES: CROSS SECTIONS
SSA - SOLID PANEL STRUCTURES: DURAKNG AND TRIPLE SIX PAN MAXIMUM
SPANS AND MINIMUM FASTENERS
S4.1 - SOLID PANE L STRUCTUP-ES: 5 EAM PROFILES
S4 Z - SOLID P ANEL STRUCTURES: B EAM P ROFILE S
S4.9 - SOLID PANEL STRUCTLRES: COLUMN PROFILES
54.4 -SOLD PANEL STRUCTURES' MEM BERS PR OFILES
54.6 -SOLID PANEL STRUCTURES: GCINNECTORS
55.1 -SOLID PANEL STRUCTURES: SPLICE DETAILS
S5.1- SOLD P ANE L STRUCTURE": ATTA C HY ENT 70 EXI57NG SUl'- DNO
S02 - SOLID PANEL STRUCTURES: CDNNECTIDN DF-7AILS
56.3 - SOLID PANE L STRUCTURES: C ON NE CilDN D E TA E 5
57.1 -SOLID PANEL STRUCTURES: FC,UNDAT ON D ETAES
572 -SOLD PANEL STRUCTURES: FOUNDATION D ETAILS
SBxxx- SOLD PANEL STRUCTURES: BERM SPANS AND FOUNDATION SMES xc
PSF LL7SL. 1i9 MPH
G9.1-ADDTIIONAL STATE UCENSURE STAMPS
SOLID PANEL STRUCTURE TYPE A: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
x
m
T
RAFTER
(E) BUILDING I SEE NOTE 2
vruuu•rif•�iiii»fiii�i�•ir�ririiu••�1•ri.•..•••••�•.••.� •
I 1 I I I I I 1
I
I
w
I I TD BLDG im NOTE 2 !
I 1 f I I I
I I I I LATTICE @ 3' DR 6'1 D.C.
N
I ! SEE NOTE 2
IZ
aX
�
w
w
COL. TO
CL
_
I SEE NOTE 4
W
I TtAljt7i CONNECTIONI BEAM SEE NOTE 3
I TO Via 3EE MOTE Z
I I i
ON - BEAM CLEAR SPAN BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1 3"n
� PU1N vl�w
NOTES:
1. PATIO COVER ,PENSIONS
A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN.
E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPLICED LENGTH OF
THE LATTICE MEMBER OR 24", WHICHEVER IN LESS.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= X ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH @ LEFT
• TRIB (BLDG)=X ADJACENT RAFTER CLEAR SPAN
A SEE SHEET I-Cl 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 SHEET L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
ISOMEITIIC VIEW
3/32"=1'-0"
3. BEAMS
A. SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEETS L7,1 & L8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
C. SEE SHEET L2,1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS.
4. COLUMNS
A SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON
COVER DIMENSIONS,
B. SEE SHEET L4.2 FOR COLUMN PROFILES.
C. SEE SHEETS L7.1 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAfLS.
5. UN'DATI NS
A SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEETS LS.xx.x FOR MINIMUM FOOTING 'SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAR SELECTED.
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 8/0.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE.
I
0
z
W
x
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 31S6.3 OR31L6 3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG
WIDTH
WIN
15DB
110C
}�qB
l2DC
1356
UOC
rv'
2
2
2
3
3
3
R
2
3
3
3
3
q
7
2
3
4
4
8
3
4
4
1 $
3
4
4
4
4
g
1D
3
4
i
6
5
6
17'
4
4
4
5
6
6
7
W TM 2 x 6.5 x 0.D42 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRTB
DS :EDA LVIOSuRE
WIDTH
1100
170G
7206
12CC
t309
t9GC
5'
2
2
2
2
2
3
2
2
2
3
3
2
3
3
3
3
4
8
2
3
3
4
3
4
9
3
3
3
4
q
5
!lt
3
4
4
4
_4
_5
11'
3
4
a
5
5
5
12,
3
4 1
4
5
s i
5
NOTES:
1. NUMEER OF POSTS SHOW N 1N THIS TABLE 3 A IAINIMUM. ADD
POSTS AS REOUI,TED TO ENSURE THAT THE 'MAX POST 5PACING
(SPAN1-SHOWN OV SMEFTS S6.xx.x OR LP_yX.x IS NOT EXCEEAF0.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3IS5.3
oR 3!16.3.
3. THI5 TABLE DOE5 NOt APPLY IF THE S IDE PLATES ARE PROVIDED
FOR AESTHETCAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PEA $6.3 OR 0.3.
(A*TAIILE 1MINIMUM NUMBER OF COL
QUlRIHCi TOP ATTACHMENT
SHEET INDEX- LA717CE STRUCTURES TYPE E
GO.1-TITLE SHEET, DESIGN LOADS, GENERAL NOTES
L1.1- LATTICE STRUCTURES: TYPE E
L21- LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT ANM SLDING
L3.1A - LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS
L4.1 -LATTICE STRUCTURES: BEAM PRGFILES
L42 - LATTICE STRUCTURES: COLUMN PROFILES
L4.3 - LATTICE STRUCTURES: CONNECTORS
L6.1- LATTICE STRUCTURES-. ATTACHMENTTO EXISTING BUILDING
L62 -LATTICE STRUCTURES; CONNECTION DETAILS
LG.3 -LATTICE STRUCTURES: CONNECTION DETAILS
L7.1- LATTICE STRUCTURES: FOUNDATTON DETAILS
L72-LATTICE STRIXTURES: FDUNDATON DETAILS
L&xxx - LATTICE STRUCTURES: BEAM SPANS AND F OLIN CATION 62ES m Ps
LLISL� 14 MPH
G9.1 -ADDITIONAL STATE UCENSURE STAMPS
LATTICE COVER STRUCTURE TYPE E; ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
tt
2485 RAILROAD ST,
CORONA, CA 9288D
951.736.4500
5 5B 5
Tic
OF CA tF�
DATE SIGNED: JLIEy 06, 2D18
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
�AP
M�
OTM
ES
REVISIONS
94RK
DATE
DESCRIPTION
A STEL JOB R 17.1071
DATE A125i78
DRAWN BY RER
CHECKED MDS
IAPMO 195 V 3.0
LATTICE STRUCTURES:
TYPE E
Ll . 1
m
m
RAFTER
SEE
NOTE 2
(E) BUILDING
RAFTER CgNNEC1:IDN
a
TO BLDG SEE NOTE 2
C
—
m=
LATTICE @ ; 3" OR 6" O.C.
2
SEE NOTE 2
I i
I
x
I COL,,.TYP I
l SEE NOTE 4
i
m
RAFTER COS NE60,'i
I To aFwa NOTE 2I
I 1
II
BAR SPAR I, BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE I
C PLAN VIEYV
NOTES:
i PATIO COVER DIMENSIONS
A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PRWECTICN 'P'. SEE DESIGN
PCSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (T0 TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 2`% OF BEAM'S ADJACEiYT CLEAR SPAN.
D. RAFTER OVERHANG 'OFT SHALL NOT EXCEED 25Y OF RAFTER'S ADJACENT CLEAR SPAN.
E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPLICED LENGTH OF
THE LATTCE MEMBER OR 2e, WHICH`VER IS LESS,
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIS (BCA)= Ys ADJACENT RAFTER CLEAR SPAN 0 RIGHT
+ RAFTER OH 0 LEFT
• TRIB (Dint)= h ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ Xt ADJACENT RAFTER CLEAR SPAN 0 LEFT
• TRIB (BLDG)=X ADJACENT RAFTER 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 PJFIER MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEETS LEA FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
......1 "..,rou"un n° wnnn rnNrRCIF
B IgDMETRiC VIEW
3• BEAMS
A SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEETS L7.1 & LB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS.
4. COLUMNS
A SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET LC2 FOR COLUMN PROFILES.
C. SEE SHEETS L7.1 AND L8.mx FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & LTx FOR COLUMN CONNECTIONS & DETAILS.
5 FOUNQlTIONS
A SEE SHEET ILIA FOR COLUMN CONNECTION TO FOUNDATIDN.
B. SEE SEW
py CONCRETE FOOTING BAASEDxFOR ON 13DMIIUM FOOTING SPAN SELECTED-
C. FOR PA110 COVER
C. SEE L7.1 FOR JL'.TERNATE FOOTING SIZES.
D. SEE B/L7.1 FOR ATTACHtD PATIO COVER SUPPORTED ON SLAB ON GRADE
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER"6.3 OR31L6.3
WITH 2 x $,5 Y. 0.03.' SIDE PLATES
(SIDE PLATE TYPE SP3)
WLTFI2 x 6•� x u,cns aiuc ru. �c�
{SIDE PLATETVPE91
T" D PE DAN U
WIDTH 1108 13M 130C
12�_2':
To"
g 2 32
3 4
8 2 3 3 a 4
g 3 3 3 4 4 5
1ST 3 4 4 4 � 5
w
11' 3 4 4 -5 5 6
12 3 4 4 5 6 6
.Y
NOTES.
1. NUMBER OF POSTS SHOWN 1NTHE TABLE 13 A MINIMUM. ADC
'MAX POST 6 FACIN G
POSTS A5 REO U IRED TO E NSURE THAT THE
(SPANrSHOWN ON SHEETS 56.xx.x OR LBxx.x IS NOT EMEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL3IS6.3
OR 31L6.3.
R'
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDE D
FOR AESTAETICAL PURPOSES AND THE BEAM IS CONNECTED 70
THE COLUMN ❑LRECTLY OR WTH A 0RACKET PER 56,3 OR L6.3,
(A)T�AIILE 1 -MINI�ATTAUCMMEN
OF COLING TOca 4 AA
T IIN] EX - iATTl. TR T R : TYP F
GDA -TITLE SHEET, DESIGN LOADS. GENERAL NOTES
L12 - LATTICE STRUCTURES: TYPE F
L2_1 -LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLIDING
L3.1A-LATTICE STRUCTURES: A17ACHPD COVERS RAFTER SPANS
L4.1 - LATTICE STRUCTURES: BEAM PROFILES
L42-LATTICE STRUCTURES: COLUMN PROFILES
L4.3 - LATTICE STRUCTURES: C014NECTORS
L&_1 - LATTIC E STRUCTURES: ATTAC HM E NT TO EXISTING E UILD LNG
Lag- LATTICE STRUCTURES: CONNECTION DETAILS
L6.3-LATTICE STRUCTURES: CONNECTION DETAL.S
L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS
L72 - LATTIC E STRUYTURES: FOUNDATION DETALLS
Le jox.x - IATTIC E STRUCTURES: BEA M S PANS AND FOUNDATION S IZES xx PS F
LLISL,1xO MPH
G9.1 -ADDITIONAL STATE LICENSLTRE STAMPS
LATTICE COVER STRUCTURE TYPE F: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
ALUMS. ALLOY 3004-H36
ALUM: ALLOY 3004-H36
ALUM. ALLOY 3004-H36
0.042 g
3.000"
� 3' x 8' RAFTER
3x8 RAFTER -ATTACHED STRUCTURE
LUGSL T SPACING W ND SPEED 1 EXF
8N) 01C 110 B 110 C 120 B 120CI i3D B 130 C
10 0.042 ''s 2414' 29'-V 2$$" 28'-9' 1 29'-W 2V-3'
24' 24'•P 24=1- 24'-2" 23 6' 24'•Er 21 r
20
0.042
i6'
Zr-V
2X-D'
23'-Cr
23 tr
234r
22"-9'
24'
1 E'-9'
18'-9"
18'•9'
1$ 9`
18•9'
18'-9'
25
0,042
Is
79$"
19'-8"
24'
16'-7'
i5.1'
161•1'
76 1'
16 Y'
1v-1'
30
0.042
16•
18'-1"
1B'-1"
18'•1'
18'•i'
1B-1"
1B`•1•
1_4'
131•9"
13'-9"
131•9` 1
13-9"
13-9
13 r
40
0.042
16'
15-10`
75=70'
75-10'
15'-TO"
15'-10`
1510'
24'
12'-1"
12-1'
7$-t"
12=1"
12'•1'
50
0.042
75'
t3$"
73 4'
T3'4'
13'A'
13'•4"
17-41
24'
10'•3 I
10-3'
10-3"
10=3' 1
T0'-3"
1O_3"
NOTE:
IT IS ACCEPTABLE TO SUBSTITUTE:
-(2) 3X8 C 32"OC IN LIEU OF (1) 3K8 16"OC
-(2) 3X8 9 48"OC IN LIEU OF (1) 3X8 24"OC
(2) 2K6 @ 32.00 IN LIEU OF (1) 2K8 16"OC
(2) 2X5 L5 48.00 IN LIEU OF (1) 2K6 24"010
T o
0
2 000"
2x6112 RAFTER -ATTACHED S7RUCTQK
OIC
0.024
0.032
0.024
`.
1 11-
1w-4•
IZ-4"
lzm4l_ 1Y';4"
1T-
24'
10'-2'
10'•2`
1p•-2'
7G-2'
t0.r
IV.
20
0.032
16"
15 8'
i5'-B'
15'$'
15' 8'
15' 8'
15'a
24'
12'-10'
T� 10.
i� i0"
12'-70"
i2'-i0'
1.-
0.042
15'
Vr-0'
19'JO"
1$-0"
17-0'
19' 0•
ifi'-1
24"
I5-6•
1 T-v
15'£
1 S-6'
0.024
16
Sil-r"
1[F-7`
7Q'•7'
17T
1P•7'
10'-i
24'
r-1"
9-1'
8'-I'
8'-7'
8'•1'
8-1
25- 25-
0,032
16,
14'$'
14'4•
14'-41
1a a
74'F4"
14'1
24"
11'-1'
11'-i"
1T'•1'
1i=1'
11-1"
17-1
0.042
16"
1r-0"
17 4'
17 4`
ir-4'
Tr-4-
74
24"
13-3"
13'-3`
137-3•
13.3'
0.074
is"
7-9'
9'a,
9'-9'
91-9.
24"
T-B'
7-S•
T-V
T-6•
30
0.032
i2'3"
42$"
12' G'
12 b"
M77-G,
24'
10-2"
1vz
10'-2'
10•2"
0.042
16"
7 S'-O'
16'-D'
16' 0'
i 6.0'
24'
12 3"
7 2'-3"
12 ti3"
7 2 3"
12.3
123
0.024
i8"
8'-0'
8'-0'
24'
6-21
O-2'
6•_r
5_ti•
fi, 2
E72_'
40
0.032
is
10'-10'
f0 t0'
10=10"
10'-10•
10'-10' 10=1(
24'
W-3"
8'3•
B'•3"
8'3-
8 7'
8-3+
0.042
1fi'
T3'-2"
13'--"'
13.2•
13-2'
13-2'
13':'
'
70'•9'
t0'-9'
10'•9"
SO'-9'
t0-9'
10-9'
0.024
rti3
r3•
r•3'
T 3"
r-3"
24.
5'-Y
g'2•
5 =•
5'2'
S-2
5.2•
50
0.032
16•
9�
9.9
9' 9
9'-9'
rr
9.9'
24.
0.042
ifib
11'-9`
11'-9
11'-9`
11=9`
71•9'
i7'�
`T o
2.000' I 6.DOD" " 2.000" L
# MAX
R3 DBL 2' x 8.5' RAFTER
3.=1,-0„
DEL. W 112 RAFTER -ATTACHED STRUCTURE
LUGS
J
0.024
25 0,032
0,042
0.024
30 D.D32
0.042
0.D24
46 0,032
0.042
0.024
50 0.032
0.042
Olc
le,
itl
76-2• 1V-2" 1G•2'
•17110-10'
10.112
1W-10"
10-TD
14 8"
14'-8'
113'
'•9•
1 T-9'
1 T-9'
1 T-3•
i r•9'
r T'
13'-7'
13'•T
73'-T'
13_T-
2485 RAILROAD ST,
CORONA, CA 925BO
951.736.4500
"rESS if
S 5
OF
DATE CAL 1Fv -
DATE SIGNED: July 06, 2018
&.1 7iCL
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305,1150 1 FAX 949.305.1420
iES
TM
REVISIONS
MARK DATE DESCRIPTION
4 STEL dOB # 17-1071
DATE WWII
DRAWN BY RER
CHECKED MDS
IAPM0195 V 3.0
LATTICE STRUCTURES:
ATTACHED COVERS
RAFTER SPANS
L3. 1 A
� S' x 8` RAFTEF;
a.OW I
�Lur�. aLLar 3aDa-��s
+AI-1i1. PLLOI' 'JOD�^Fi35
T o
u�
z.DoO"
L2.000'
� 2' x 8,� RAFTER
3x8 RAFTER- FREESTANDING STRUCTURE
IGSL
T
4N
SPACING
01C
1108
WINE]
110 C
SPEED I W
120 B 120 C
130
1T
254`
2V-"
291ti3
26'•3"
2s-
10
O.D42
Z4'
21'f'
2i'-0'
21'-0'
21
21'-
t5
21=10' 21-TD'
21'•1D' 21.10' Zi='
20
0.1162
24'
1T•10"
11-10
17-10'
1T•iv-
1T�
i6'
21'•6'-
21'-5'
21'-0"
21'•2'
21'•
25
0.042
24'
1T-r
1T-7"
1T•7'
1FA. .17',
ie,
19'-1'
i$'•1"
19'•1"
19.1'
i5
30
0.042
24"
15'-r
15'•7'
-1 S-T.'
15-7'
15'
Is,
Tow
l6-F
t@•8'
19-2"
IF
40
0.042
24
1 1Y--
131•a•
13' 8"
13-v
13'
16.
10{I-
15-0'
15-0"
1S-0'
1S
50
0.042
�m
111•2- 1 11-2'
1i' Z•
11'-Z
11'
wya
fTIS ACCEFTABLE TO SVBS I TUTS:
(2) 3za 32-OC IN 'JEU Of (1) 3x8 0 16'0G
12) 3%B $}49.00 IN LIEU OF (1) 3019 24'DC
(2) 2(6 g 32'OC IN LIEU OF (1} 2x6 Q 16`OG
(2) a6 a 49'OC 1N LIEU OF 11) 2x6 & 24'OG
2x6112 RAFTER- FREESTANDING STRUCTURE
T SPACING W INp SPEED 1 E7sp
M 01C ISOB 1t0C 7s0B 520C 5308
0.024 24
16'
10 0.032 24"
0,042 16•
24•
0.024 16"
24'
16,
20 0.032 24"
0.Oa2 16"
24-
1T
0:024 '4-
1�
25 0.032
+s"
0.042 24,
0.024 1
24"
IT
30 0.032 '04-
0.042 1
za
0.024 ' 24,
24
6'
40 0.032 11
0.042
24"
0.024 76'
76`
SO 0,032 24-
16,
1 S-9•
11'-3' 1 i 1'-3' I1 tL3'
g-2'
6'•2'
9'�'
$-T
s•s
s�'
s'-s•
s'•g
10'-3"
10'�'
17-3'
10'•3"
114'
8�"
a'�"
V_,r
176
1Zr
S7.6'
ST-5'
117-7'
1V•2'
1tr2-
17.7'
RS R6L. 7 x 8.5' RAFTER
6.000,
UAX
T
2.000"
DBL. W 112 RAFTER- FREESTANDING STRUCTURE
T $PAGINv
1NiN❑ SPEE[]! EXf
LLIGSL
17H1
OIC
7t0B
11D C
120 B
120 C 73D B
130 C
15`
SS-t0' 157-10'
19•SO" 17-10• i9'•10'
19'-•
0.024
za"
167
56-0'
IV-Y
16'-0'
sE r 15'-10'
16,
2T
25'-3'
25'-3"
253
2S3'
24'-r
10
0.D32
24'�.
2(T•9"6'
20$'
2Q8'
20'-2
15"
30'-=1"25B'
30'•8'
3ff-6'
3Q-0"
30'•a' 29=10'
�
O.d4_
24"
251•1'
2S•1-
25-1'
«5-1'
2s'd"
1ti"
1E-T"
16=f
7B-r
SG7"
1r7'
I -r
0.024
2d'
13'-7-
13-r
s3'•7-
13-T'
i3'-r
13-r
T6"
21`-1"
21'-i'
21'-1'
21:1•
21=1'
21'•1•
20
0.032
24"
1T-3'
1T-3"
1T-3'
77�'
ST'-1.'
1T•3'
16'
25'-G
:5-0'
26 6'
25' £'
2S�i
35'49
O,D42
24.
2U:10' 20-1D' 217•1Ir 2D-10'
ZO-IV ZD'-10'
18^
16-3'
S5'-3'
1C•d`
16 t'
15•T
is'$"
0.024
24'
9'3-
5-3'
��'
9'.3`
9',3"
16,
20'-S•
20'•9'
2D'•3'
20'6`
201•r
19'-10'
25
0.032
24'
7r-0'
17-0'
iT•0-
16+4I•
le-V
16'-
16'
26'-1' 1 28-1'
25.5
25.1`
25-1'
25-1"
0.042
24'
-0
YO'' 12o-s'
20'-G
20E'
2D'•5'
20'fi
IV
14'-W
14' -0'
14'-V
14LV
14'-0'
14'0
0.024
24.11-10'
11'-10'
111.10'
1 t'-1R'
11'-10"
11'-1W
16,
18'4"
11i'•4'
18'-"
18'�"
iB-4'
181-V
30
a.032
24'
15-l'
15-1'
15.5'
'IS",
15,-1,
15-1"
16'
=-2"
2T-2'
22-7'
22-2`
27-2"
27.7
0.042
24'
1S•-2.
18'-2'
18-r
18'--2'
16-Z'
i9=2'
t5
ti a'
17-9'
12'-I'
12'-0'
12'$'
12'-a'
0.024
24'
10'-4'
10'-4'
10 4'
10i"
tD
i0'
to,
16=1'
16-1'
tG•1'
18 1"
1G 1'
S6'•t'
40
0,632
24'
t3'•2'
1�-2'
13' 2-
13'-Z'
13'-Z'
13'-Z'
16"
19 a• 115 �"
59' 4^
19�'
19,
19 i"
0.042
24'
1 W.10•
15• t d'
15.10'
15'-10'
16-10'
1 5'-10
i �
17'�•
13 t'•4'
t t'-4"
t 1'�'
11=4•
i 1'�'
0.024
24'
9.4'
4-4•
9'•a'
9'3'
9'-4'
9'�'
ie,
14'-0"
T4'•fi'
14'-0'
14
14'•6'
ta'
50
0.032
24"
11'-10' St-10' "'-10' 1"-30'
11'-10'
1t'-1D'
16,
1r.•
I-r 17--0-
'ITO
17-0'
1T-0"
0.042
24"
14' r i 14s3" 14'•3•
14s3'
14-3'
lf-T
au-m- ALLOT a0ofxs6
2485 RAILROAD ST,
CORONA CA 928BO
951.736.4500
��F�ss +cat
S 58 5
DATE SIGNED: July 06, 2018
C"'A TCL_
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
REVISIONS
MARK I DATE I DESCRIPTION
4 STEL JOB 0
17-1071
DATE
04125118
DRAWN BY
RER
CHECKED
MDS
IAPM0195 V 3.0
LATTICE STRUCTURES:
FREESTANDING COVERS
RAFTER SPANS
L3.1 F
ALUM. ALLOY 3004-N36 ALUW ALLOY 3oo4-1-{36
STEEL ASTM A653 SS GRADE 5p G6D ALUM. �5 �' 3b ALUAi. ALLOY 3DD4-H38
1.229"
3,000"
a
12 GA 2.908"
CONTINUOUS p 2D8•
0 D18• STEEL INSERT
S�n
m D.o42 0
0.042' CO a1 p
3.000"
4
3.000' L3-UDO°
L1 2 x 3 LATTICE TUBE3 x 8 x 0.042' ALUM. BEAM WI- — — y
GA STL INSERT =1'-0^ 7[.I�.7[..t 3 x 3 x 0"032' ALUM BEAM W/-
3"=1'-0" � 12 GA STL 'U" CiiANHEL 3"=1'-0"
ALUM. ALLAY 3DOT 36 ALUM. ALLOY W04-436
STEEL ASTM A653-SS GRADE 50 060 ALUM• ALLOY 34O¢H3S
AWIA. ALLOY 3064-1i36
ALUMINUM BEAM
do COMINUOUS
STEEL INSERT
PER B14/S4.2
TYP. D.042°
g 0.042' o
W TYR
1.500"
OR 2.00
LIU
3 GOD" ^ 2.000" 4.000" 2.000"
Mtn{: 3.000" 4,OD0' 3.OD0" MAX
MAR
1 V2 x 11/2 OR 2 x 2 DBL 3 x 8 x 0.042' ALUR& BEAM
LATTICE TUBE s'at' o" BibW/ 14 f3A STL INSERT 3"=1'-0• 012 0BL 3 x $ x 0.042" 317BL 2 x 6 V2 x 0.442'
=1.-0�� I'J9
ALU1A, A11GY 3DQ�Fi36
STEEL ASTM A653 55 GRADE 50 C50 ALU}f•+4LLCY 3004-H36
1 229" STEEL ASTM A653 SS GRADE 5D GoD ALUM• A1L01 3D04-+f36
ALUMINUM BEAM
k CONTINUOUS
STEEL INSERT z
PER B14/S4-.2 a 14 GA.
TMP• CONTINUOUS
STEEL INSERT
go g n 0.032" o
� o co
m n 0.042° TYP. h
Typ
cv
j o
3.000" iL.O00" i ` 3 D00" L3ODO"
4" 2.000" 4.000" 2.000°
VAX. �i MAX
3 x 8 x 004r ALUM BEAMJ(��DBL 12 GA STL IN
3"=r-0° Big 3 x 8 X OA42' ALUIJL BEAM WI- DBL 2 x B 112 x 0.03,2'
14 GA STL INZ 3"=V-O" f310
ALUM, ALLOY 3004-H35 NUM. ALLOY 3004-H36
ASTH A500 GRADE E ASST1 A500 CRADE B
3" ALUMINUM OR STEEL
POST PER PLAN
� t0.032-
.041 E,lg n0.1BB'o�p 3.00D"
0.042"
3.000" O
=4.00u.
F�, 2 O00" 3.000" * 2.OD0"
x
SEE TfiaLE 1 ON L1.x FOR APPLICATION OF THIS DETAIL
HSS 4 x 4 x 3/iS C, HSS 3 x 3 x 3/16 3"=1'-U
CIO3"=1'-0'
ALU6i. ALLOY W63-T6 ALUM. ALLOY 3004iL3fi
ASi►1 A5D0 GRADE H
ASTM A5D0 GRADE 3
$ c g 0.046 0.400'
0 0E-§t-
o - +R0.1
0.250" 0 0.250' $ ,•;, 45 0
3.OD0" o
�
3.000" 3
4,000"
L�
ff IS ACCEPTABLE COVER THIS COLUMN SECTION (FULL HEIGLiT) BY IT IS ACCEPTABLE i0 COVER -HIS COLUMN SEC710N (FULL ARE HEIG4{TJ BY
SECTION CI FOR ASTHEfICAL PURPOSES. NO FASTEl�ERS ARE IEOUIF SLED SHALL D7FND FROM THERPOSES. No FOUNOATION 7 FASTENERS
o REQUIRED.
SLEEVE SHALL a 7END FROM THE FOUNDATION TO THE L'NOET'SiCE OF THE BEAM/COLUMN CONNECTION.
THE BEAM/COLUMN CONNECTION.
3' MAG POST C� 3' SQ. ALUM. POST
H33 4 x 4 x 1/4 GS H38 3 x 3 x 1/4
C1i 3"=1'-D"-1
y7EEi A653 GRADE SD GP60 ALUM, ALLOY 3D0¢H35
ASfGI 1150D GRADE H
3' ALUMINUM OR STEEL
POST PER PLAN
A� N
1.500' p
o
0' OACC
o
N
0.313' e o �RO.12 `D
ri
4 �( TYP.
r
3.000" 3' c
FT IS ACCEPTRBLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) HY
SEC110N Cl FOR ArrMETICAL PURPOSES' NO FASTENERS ARE REQUIRED. TABLE 1 ON Lt.x FOR APPLICATION OF THIS DETAIL
SLEEVE SHALL EXTEND FROM THE FOUNDATION. TO THE UNDr�i5VOE OF SEE
THE BEAM/COLUMN CONNECTION.
3' SCL STEEL POST SP3 0.03� SIDE PLATER
C9 HSS 3 x 3 x 5/16 Go
2.875" D.D.
• o
0
0
M
0
0 1p
g 0.060°
N p°0
O
r^�
a.—ft saw
BRACKET IS AV LONG
4 If BRACKET AT COLUMN 'W BRACKET
N.T.S.
cd
� o
o
0
p rrp.
zog7.
p 2.275'
C7
LENGTH= 2)�' @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
LENGTH = &Y4" @ DOUBLE 2 x 15� BEAM BELOW
7,Oprf LENGTH= 8�° @ DOUBLE 3 x B BEAM BELOW
5 ROOF BRACKET LI` BRACKEN
L8 x 8 x l/4 x 2' 3°=r-o° 2 '2 x B 17 RAFTER TO BEAM 6 =r-0•
Do
n
D
o /n�
N V
O
c Q 0.065' 1n
TTp
4
cn
� 00'
2.00. 3.315'
a LENGTH= Zk" SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
&OD" LENGTH= EY4' @ DOUBLE 2 x Ca' BEAM BELOw
2 LENGTH= 6'4' @ DOUBLE 3 x S BFAM BE.Ow
8 sNow BFIACKET `tr BRACKET
Lit x 8 x V2 x Z 2•=r-0" 3 3 x 8 RAFTER TO BEAM s"=t'-o°
TABLE 1A- MAXWUM PROJECTION
11$ING ROOF BRACKET PER 4CIL4.3
WIND SPEED la
en EJTOS
URE
30CWGSL121308 1B(PSF) 12DC
20'dIff
OTE:
1HEN USING ROOF BRACKET PER 4CJL4.3, MAXIMUM
R DJ ECTION SHALL BE T KE SMALLEST P ROJECTION FROM
ABLE I AND TABLE 1A
TABLE 2 - NUMBER OF SMPSON A345 EA END
REQUIRED AT ROOF PANEL OR RAFTER
CONNECTED TO EXISTING ROOF OVERHANG (EA. END)
TRIS 10 PSF 20 PSF 25 PSF 30 PSF 40 PSF 5D PSF
WIDTH WGSL WGSL GSL GSL G5L GSL
g 1 1 1 1 1 2
g' 1
1 1 1 2 2
g 1 1 1 1 2 2
19 1 1 1 2 2 2
11' 1 1 2 2 2 2
12' 1 1 2 2 2 2
NOTES:
1 - USE (B) SIMPSON SD9112 SCREWS INTO EACHA34
2- WHEN USING (2) A34s AT EA END, PROVIDE 2x FULL DEPTH WOOD
SCAB, FULL LENGTH OF RAFTER TAIL, W/ 10d @ 12' O.C. MAX T&B,
STAGGERED (WOOD SCAB TO RAFTER)
3 - A NUMBER 1 N THIS TABLE MEANS THAT 2 A34s TOTAL ARE REO D.
A NUMBER 2 IN THIS TABLE MEANS THAT 4 A34s TOTAL ARE REQ`D
TABLE4 -ANCHORS NSTALLED NROTHE SIDE
OF 6 N THICK MIN CONCRETE OR CMO WALLS
CONCRETE, USE 1fr DIA SIMPSON STRONG.SOLT2. STAINLESS STEEL, WITH 3' MIN
&BED, INSTALLED PER ICC-ESR-3037.
LL STAINLESS STEEL WRH 3 918' MIN EMBED,
CMU, USE 11r DIA SIMPSON WEDGE-A
STALLED PER ICC-ESR-1396.
MAIMUM ANCHOR SPACING
102D, 25 PSF 30 PSF 40 PSF 50 PSF
LUGSL GSL GSL GSL
36" 3B- 24'
SE 3' SQ.x114' STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER
GAINST EJO5TING CONCRETE WALL
NOTE
WH=N (E) WALL HAS AN CPENING UNDER THE ATTACFOAEN7 OP 171E PATIO TO74E SAVE OR WALL,
SITE-SPECI=IC ENGINEER]' IS REOUERED TO VERIFY ADEQUACY OFT HE EXISTING STUD WALL FRAMING
{INCLUDING HEADER SIZE) WHENTHE FOLLCWING CONDITIONS OCCUR:
FOR LUGSL = 20 PSF MAX; COVER PROJECTION> 1 B' AND OPENING IN WALL WIDER THAN B'
FOR GSL= 50 PSF MAX: COVER PROJECTION> 14'AND OPENING IN WALL WIDER THAN E
NO ADDITIONAL SITE SPECIFIC ENGINEERING IS REQUIRED WHEN EXISTING OPENINGS I PROJECTIONS ARE
SMALLER THAN THOSE STATED ABOVE.
ALLOWABLE CLEAR DIMD+iS10N TO SEAM L D
SEE TABLE 1A ON 1-6.1 SEE TABLE I
ON L6.1
2 x Of or 3 x 8 WOOD
FILLED ALUMINUM LEDGER
U-BRACKET AND ATTACHMENT
PER 2/L6.2
ALUMINUM RAFTER
ALTERNATIVE ROOF
BRACKET ORIENTATION
4"
MIN. }r�"
MIN
DECK/
OI,EC
COLUA
BEAM
BEAM
COLUA
TRIBUTARY
AREA
TRIBUTARY
AREA
DECK/RAFTER
PLAN
DIRECTION
BM BRACKET w+-
"` (E) WALL SEE
N.T.S.
NOTE ABOVE
LEDGER OR WALL E 1' THICK MAX LATH AND
E EAVE OH E RAFTER OR TRUSS BACKSPAN HANGER w/ FASTENERS Pi/ufFR OR WOOp SING OR
24 MAX 6-0 WN 40'-0' MA]I PER TABLES 3A & 4 ON 1-6.1 1, 2 OR 3 COATS OF STUCCO
SEE NOTE 3
NO
TES: RAFTER BRACKET AND
1. EXISTING ROOF DESIGN LOADS: ROL = 3 PSF (MIN) TO 8 PSF (wix) ATTACHMENT PER 2/L6.2 S
2. NEW PAVO DESIGN LOADS: LL = 10 PSF MAX (NO SNOW LOAD) x
3. PLACE "SIKA FLEX' OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE SHINGLE
ROOFING TO PROVIDE SEAL
4. WHEN THE BRACKET IS INSTALLED AT ALTERNATE LOCATION SHOWN. USE TABLE 1 FOR D=5%
5. USE THIS DETAIL WITH ROOF BRACKET PER 5/1-4.3 AND TABLES 1 AND 1A ON 1-6.1.
2xOR 3x
CONNECTION TO TOP OF EXISTING ROOF ALUMINUM RAFTER
C LL = 10 PSF MAX. 2 x WOOD STUD WALL
SIM AT CONCRETE, BRICK
NOTE: OR MASONRY WALL
1) WALL LEDGER SHALL BE SEE NOTE ABOVE
ALLOWABLE CLEAR DTMENS,DN TO BEAM - NOM'NAL LUMBER SIZE 2 x 6 AT 2 x 6i MINIMUM RAFTERS),
SEE TABLE I ON 1-6.1 - NOMINAL LUMBER SIZE 2 x 8 (AT 3 x 8 MINIMUM R.AFTRS), OR
- KILN -DRY WbOD-FILLED 2 x b)" OR 3 x B ALUMINU.M SECTION.
U BRACKET AND 2) EDGE DISTANCE VARIES WITH DIAMETER OF SCREW.
3 x 8 WOOD FILLED 3) PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1' MAx.
ATTACHMENT PER 2/1-6.2 ALUMINUM LEDGER
ALUMINUM RAFTER ROOF BRACKET PER 6/1-4.3 $ WA4L CONIVECTIOlV
(3) )i"0 LAG SCREWS (3) )i"O LAG SCREWS
W/- 4" PENETRATION W/-2;4' PENETRATION D" SE` T ON L6.1
SIMPSON A34 EA ENO
SEE TABLE 2 ON L6.1
U-BRACKET AND FOR NUMBER OF A34
READ AT EA END
ATTACHMENT PER 2/L6.2
b` E ) BLOCKING
BETWEEN CONT.
NO RAFTERS OR
6 I TRUSSES
ROOF BRACKET PER 5/1-4.3
(3) S-0 LAG SCREWS W/- 1%" PENETRATION
(3) )f"0 LAG SCREWS W/- 4- PENETRATION
B. ALTERNATIVE ROOF BRACKET
MAX. LOCATION AND/OR ORIENTATION
SEE NOTE 4
(E) BLOCKING BETWEEN
CONT. RAFTERS OR TRUSSES
WHERE OCCURS
(E) BLOCKING BETWEEN
CONT. RAFTERS OR TRUSSES,
WHERE OCCURS
(E) WALL SEE
NOTE ABOVE
NOTES:
1. EXISTING ROOF DESIGN LOADS: RDL = 3 PSF (MIN) TO 8 PSF (MAX)
2. NEW PATIO DESIGN LOADS: LL = 50 PSF MAX
3. PLACE "SIKA FLEX" OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE SHINGLE
ROOFING TO PROVIDE SEAL
4. BRACKET MUST BE ORIENTATED TOWARDS ROOF EDGE AS SHOWN.
5, USE THIS DETAIL WITH ROOF BRACKET PER 6/1-4.3 AND TABLES 1 AND 1B ON 1-6.1.
6. VERTICAL LEG OF BRACKET SHALL BE LOCATED 6' MAX. FROM FACE OF WALL, ON
EITHER SIDE OF WALL
(�)CONNEOTION TO TOP OF EXISTING _ROOF
GSL = 50 PSF MAX"
CONNECTION TO M) BLN
3/4._,,-O.
2xOR3x
ALUMINUM RAFTERS
EXISTING FASCIA BOARD
ADD 2 x FULL DEPTH
WOOD SCAB, WHERE
2434 ARE REQUIRED
PER TABLE 2-,ON 1-6:1
SEE NOTE 3 ON L6.1
SAVE OR
(E) TRUSS- OR
RAFTERS 0 24" CC
(E) WALL
SEE NOTE ABOVE
MIN 40'-0" MAX
NOTES:
1. EXISTING ROOF DESIGN LOADS;
RDL = 3 PSF (MIN) TO 8 PSF(MAX)
RLL/GSL = 10, 20, 25, 30, 40 OR 50 PSF
2. FASTENERS TO BE LOCATED 4" MIN FROM SPLICE IN (E) FASCIA BOARD.
3. SEE NOTE 2 ON TABLE 2/1-6.1.
A CONNECTION TO EDGE OF EXISTING ROOF,
(E) STUD WALL
(3) )i'0 LAG
SCREW TYP.-
3' x B" x 0.042" HEADER
(3) J14 SMS
EA SIDE
_LfJ 1" THICK MAX LATH XkI3 t L
PUSTil OR WOOD SIDikG OR
1. 2 OR 3 COATS OF STUCCO LL 3"x B" RAFTER BRACKET
NOTES: SEE NOTE 6
1. USE OF TH;S DETAIL 15 UMffM TO -WE FOLLOWING;
FOR LL/GSL - 10 PSF, MAX TRIO AREA To CONNECTION . 1Do FT2
FOR LL/GSL = 20 OR 25 PSF, MAX TRIO AREA TO CONNECTION = 55 FI2
FOR GSL = 30 PSF, MAX TMB AREA TO CONNECTION - 45 FT2
FOR GSL > 30 PSF, DETAIL IS NOT ALLOWED
2. SEE PLAN FOR DEFINITION OF TRIBUTARY AREA,
3. BEM MUST LINE UP WITH EXISTING FULL HEIGHT WALL STUD. NO OPENING
ALLOWED UNDER CONNECTION.
4. USE (2) %" HIM KB-TZ W/ 4" EMBED 0 CONC WALL, W/ 6- SPACING
5. USE 10' TALL BRACKET & (2) h- HILT] KB-3 W/ 4" EMBED @ CMU WALL
W/ 8" SPACING
6. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX.
�l LTWWITH O (N) OR (E) 2 x WOOD
ATHING AND
LEDGER (LL = 10 PSF MAX
CCO
OR 2 x OR 3 x WOOD FILLE
ALUMINUM MEMBER (GSL =
Ys'% x 2' FULL
50 PSF MAX), SEE DETAIL
714 THREADED
4B/L6.2
SCREWS
EI1GER TO WALL E
ASIEHE85 PER RAFTER PER PLAN
I/1,6'2 SMS PER 3/1-6.2,
TYP
U BRACKET, SIM TO
2/L4.3 OR 3/1-4.3
NOTES:
1. MAX SPAN OF SINGLE RAFTER SW,1.L BE AS FOLLOWS:
10 PSF LL/GSL - 24' FOR 24' AND 16' SPACING
20 PSF LL/GSL - 2Z FOR 24" SPACING, 24' FOR 16' SPACING
25 PSF LL/GSL - 20' FOR 24" SPACING, 24' FOR 16' SPACING
30 PSF LL/GSL - 18' FOR 24' SPACING, 22' FOR 16' SPACING
40 PSF LL/GSL - 12' FOR 24" SPACING, 20' FOR 16' SPACING
50 PSF LL/GSL - 10' FOR 24'' SPACING, 16' FOR 16' SPRING
RAFTER TO WALL LEDGER
CONNECTION
t12
THICKMAX LATH ANnR OR WODD SIpIHGDR
QR 3 COATS OF5TLICCOOTE 3
RAFTER PER PLAN
FOR LL/SL = 10 PSF,
USE (2)114 SMS EA SIDE
AND (3) Yi'0 x X' LAG SCREWS.
FOR LL/GSL = 20. 25, OR 30 PSF,
USE (3)j14 SMS EA SIDE
AND (3) %l x 3V' LAG SCREWS.
FOR GSL = 40 OR 50 PSF,
USE (4)J14 SMS EA SIDE
AND (3) X'0 x A7 LAG SCREWS.
U BRACKET, SIM TO
2/11.4.3 OR 3/L4.3
ATTACHMENT PER TABLE 3A OR 4
ON L6.1
NOTE: �-- (E) STUD WALL 0 16' O.C.
1. USE LEDGER PER 2/L6.2 WHERE RAFTER SPACING EXCEEDS EXISTING
STUD SPACING, SEE TABLE 3 SHEET 1-61.
2. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1' MAX.
S RAFTERECTo
" WALL
CONNTION
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
F55►
,Q�
S585
T� OF CA%- l
DATE SIGNED: July 06. 2018
>�� TC�
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
SAP
V
ES
TM
REVISIONS
MkRK
DATE
DESCRIPTION
4 STEL JOB A 17-1071
DATE 04/2S�1B
DRAWN BY RER
CHECKED MDS
IAPM0195 V 3.0
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.2
LATTICE ATTACHMENT PER
#B SMS 7/L6.3 3 x 8 x 0.42 BEAM
OR 3' SQ. STEEL BEAM
DOUBLE BEAM (4) #14 SMS EA (6)-J14 SOS 0 E4 SIDE
B9, BID, B12, WAFTER TO COLUMNF—
\—TOP k BOT TOTAL = 24
B15 OR B16 (8 TOTAL)
l S0. OR 2' S0. OR 5/8'0 HOLE WITH
2 x 3" LATTICE @ 3' H BRACKET PER 1/54.5
MIN. UP TO 6' D.C. M D.C..0 I $ I PLASTIC PLUG, AS OR 1/L4.3
REO'D, TYP. IT IS
ACCEPTABLE TO USE 3' OR 4" SQ.
RAFTER I I ONE HOLE TO ALUM. OR STEEL POST
I INSTALL SEVERAL
I } SCREWS, TYP.
(3) #14 SMS
3 x 3 x .024 EACH SIDE
CONNECTOR
TH S DETAIL IS NOT TO BE USED IN LIEU OF A COLUMN.
i
LATT}CE TUBE TO RAFTER STUB COLUMN TO DBL BEAM i *w BRACKET TO POST
7
3"=1'-0" CONNECTION 1-1/2"=V-o"
3.125' FOR 3 x RAFTER LAjTllCE ATTACHMENT PER 7/L6.3
1 2" 1�A4X 5PLl0F
7--T7-111' FOR 2 x RAFTER WHERE OCCURS
(6)$14 SMS p EACH (INT COL ONLY)
t=0.040' @ 6063-76 HEADER TO COLUMN DOUBLE BEAM B9,
DBL RAFTER (12) FASTENERS PER B10, B12, B15 OR
(4) 114 SMS EA RAFTER CONNECT" B16
TO COLUMN (B TOTAL) 5/8'q HOLE WITH II j
5/8"0 HOLE WITH PLASTIC PLASTIC PLUG, AS I 11 I
PLUG, AS REO'D, TYP. IT IS REO'D, TYP. R ISLj I I
ACCEPTABLE TO USE ONE ACCEPTABLE TO o p
p HOLE TO INSTALL SEVERAL USE ONE HOLE 1 I
SCREWS, TYP. TO INSTALL
SEVERAL SCREWS,HTYP.in ATTACHMENTS PER 2/L6.3
0 � { (2)#14 SMS EACHSIDE T&B 03VARCHrrECTURAL SIDE
BB5 ORR B1fi , B10, B12, U.C. PLATES, WHERE OCCUR,
I6EL W 6EWk FLUSH
ylyf3 k 3" OR 4' SD. POSE W/
OPTIONAL SIDE PLATE OR 3" OR 4" S0. POST
ARCH COL WHERE OCCURS
BRACKET A8L BEAM TO COL
SCALE: D8L RARER TO DBL BEAM. 2
CONNECTIOt�f =1'-0" 1-1/2°=1' 0"
1-1/2
(2)414 x Y4' TEK SCREWS 3" WIDE BEAM TYP 82,
RAFTER EACH SIDE BRACKET TO 95, 811, 813 OR Ell rfl'ER
� SPUOE
RAFTER 3" OR 8" BEAM (6) J14 SMS EA. SIDE E OCCURS
SMS PER ELEVASIDE
TYP-AT SIDE PLATE SP3 COL O1JLY)
(B) J14 SIASS Ek SIDE a
LO
Wo PLASTIC AT SIDE PLAT SP4.
SEE NOTE 1.
BRACKET PER (4)-j14 x Y4" TEK SCREWS
BRACKET TO BEAMPROVIDE FULL BEARING OF#•
2/L4.3 OR 3/L4.3 w
BEAM ON POST. u
SINGLE 3 x 8 OR 3 x 3 BEAM %-0 HOLE WITH PLASTIC PLUG, ASREO'D, TYP. IT IS ACCEPTALT E TO ° °SIDE PLATUSE ONE HOLE TO INSTALL
SEVERAL SCREWS, TYP.(2)-i14 x TEK SCREWS(2) 114 SMS EA SIDE ATbuz" SIDE PLAIE EA. SIDE SEE
RAFTER EACH SIDE BRACKET TO TABLE 1 ON S1.x OR L1.x
RAFTER 3' SQ. POSTBOTTOV AND AT 32' OC MAX.
(2)- 14 z 3i" TEK SCREWS SIDE PLATES OPTIONAL STYROFOAM INFILL OF
A EUWAXIN SIDE PLATES
BRACKET TO EACH BEAM -- 2 3" SQ. POST BETWEEN THE CON ECIOON STOP BELOW
t�e
(4) TOTAL SIDE PLATES
DBL 2 x 6 BEAM BELOW
OR
DBL 3 x 8 BEAM BELOW mm
RAFTER BRACKET 3 BEAM TO POST CONNECTION AT COLUMN 02, ADJUST SCREW LOCATION TO LOCATE SCREWS
(�-�CONNEC'TION^=1'-D° 1NIO THE FLAT PORnON / VERT1CAf WALL OF BI AM
STEEL SLEEVE PER
4/0.2 AT POST
TYPE C7, C8, & C9
BOLTS PER TABLE 2
ADJACENT
GRADE TIP
3' OR 4" STEEL POST.
GRADADJAENT
GRADE TIP.
,�1-1 ° Ii
TABLE 1
ALTERNATE FOOTING DIMENSIONS
FTG(IN) Alt AIt2 AA3(ATTACHED) At4 At5 Alt6 AIt7
W=L-D WxLxD WxLxD WxLxIB" WxLx1B" WxLx24" WxLx3O' WxLx36"
(SEE NOTE I) ISL<N07E2) (5EENOTE 3) (SEE NOTE 4) {SEENOTES) (SEE NOTES) (SEE NOTE7) (SEE NOTE8)
IB 19xIsxIs 17x12x12 18K18xis 28928x18 16x16x24 14x14x30 13x23x36
20 20x20x20 12x12x12 21x21xI8 25x2Sx19 29x19X24 17x17x30 15x15x36
zz 22x22x22 16x16x16 25x25x18 33x33x18 21x21x24 19x19x30 17x17x36
At8
WxLx42"
(SEE NOTE9)
12x12x42
44x14x42
16x26x42
,I a .• I _
�� } ��'�)
•a
' ' •
. I�
•
24 24x24x24 20x20x20 28x28x18 43x43x18 24x24x24 22x22x30 20x20x36
26
SBx18x42
• i�
_
3•A41N. `
26M26X26 23x23x23 32x32x18 31x31x24 24x2Rx30 22x22x36
2B 28x28x2B
21x21x42
•
+
z
2Sx2Sx2S 35x35x18 38x38x24 27x27x30 25x25x36
30
23x23x42
PER 4/0-2 - x ¢
•
• - a . 4 y ��
30x30x30 28x28x28 39x39x18 30x3Dx30 28x28x36
26x26x42
• `• a. =a
+
` w~
'
a
32 32x3Zx32 30x3px30 43x43x16 37x37x30 30x30x36
34
2Bx26x42
_ .- w �9
•
'g,•
. cia
�:
34x34x34 32x32x32 47x47x1B
33x33x36
31x31x42
,- • a • -
• A + , m
o o ti
_a
�m
36 36x36x35 34x34x34 S1x51x18 36x36x36
38 38x38x36
34x34x42
4
37x37x37 55x55x18 43
`
- - _
a
x43x36
4D 40x40x40 39x39x39 60x60x1B
36x36x42
' . I-
• •
I '` • a' .t ���
:2 42x42x42 41z47x41 64x64x18
39 x39x42
POURETE'�
' I I I I
ED '
E
I I'
42x42x42
ONCPOU
CONRCRETE ` ' I' Tip
q A36 THREADED
NOTES:
FDDTING
FOOTING ROD W/- NUT EA SIDE
1- "FTG 4N)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS 5B,,x OR LBxx.x.
WIDTH =LENGTH EN
OF COL OR
WjC1TH #4 RED
2-'AL1 15THE FOOTING DIMENSIONBASED ONTHE "FTG(M)"DIMSI:51ON.NDTETHATW=D�
"AL72"
-
40 MIN. SECURED
G
3 - 15 THE ALTERNATE FDDTING DI MEFISION REgUIRED W HEh A3 S" MIN THICK SLAB 15 PRESENT ABOVE THE FOOTING. NOTETHAT W L
"A.T3"
IN BEAM SPAN TABLES
IN
IN BEAM SPAN TABLES IN PLACE
4 - 15 THE ALTERNATE FOOTING DI MENSION REQUIRED WHEN THE FOOTING 15 KEPTTO AN 18" DEPTH FOR UPLIFTDESIGN ONLY.THIS VALUE
ONLY ATATTACHEOPA'HOSTRUCTURES. NOTE THAT- W-LArXD-18',
ISTO BE USED
NOTES:
NOTES;
S-'ALT4^ 15 THEALTERNAT-t FOOTING 01MEN51 ON REQUI RID WHEN THE FOOTING IS KPTTD AN IS- DEPTH. NOTE THAT W=LAND D=IB-.
1. THIS DETAIL CAN BE USED FOR STEEL POST TYPES C6, C7, C8, OR C9.
I. THIS DETAIL IS TO BE USED FOR POST TYPES CIO & C11.
6- ALT5'15THEALTERNATEFOOTING DIME151ONK-CLUIREDWHEN THE FDST:NG15KPTTOAN24"DEPTH. NOTE THATWdANDD•24".
"ALT
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
7 6' 15 7HEALTiRNATE FOOTING DI MEN.91ON RMU1 10 WHEN -HE FOOT ING IS KEPT To
3. IT IS ACCEPTABLE TO EMBED THE STEEL POST DIRECTLY INTO THE FOOTING
PER TABU= 2 ON L7.1.
B-'U77"15THE ALTmNAT2 OOTINGDIMENSION R OUIRLD WHENTHEPD"NGISK PTTOAN36"DEPTH.NDTETHATW3ANDD=36".
PER 5/0.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL
3. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPES C1, C2,
9--AL78"ISTHE ALTERVA_EfODTTNG01MENVONRMUIREDWHEN THE F"DOTINGISKEPTTOAN42'DEPTH. NOTE THATW=LANDD=42".
OR C5.
&MSTEEOL POST SLEEVE CONNECTION
STEEL POST EMBEDDED
CNCRETE FOOTING 1•Qi'-0•
INTO CONCRETE FOOTING
-
1"=1'-o"
>�
TABLE 3 - (MAX WIND SPEED:130MPH, EXP C)
MAXIMUM POST SPACING WHEN PATIO COVER
IS INSTALLED ON SLAB ON GRADE
TRIB
WIDTH
LATTI CE FRAMI NG
LLJGSL(psfi
GSL(psf)
10 psf
20 psf
25 psf
30 psf
S.
13'-7"
11'-0"
10'4"
9'-0"
6'
11'4"
91-9"
9'4)"
8'4"
7'
91-8"
W-0"
81•0"
7'-6•
8'
8'-6"
81-6"
7'-S'
7'-0"
9'
T-7"
B'-0"
7'-W
NP
10'
6'-9"
7'-0"
N.P.
NP
11'
6'-2"
7'-0"
NP
NP
12,
S1-8'
W-6-
NP
NP
3 STEEL OR
ALUMINUM POST
TABLE 2-ANCHORAGE SCHEDULE
(ATTACHED STRUCTURES ONLY)
7 BRACKET PER 1/1.7.2, 2/L7.2,
BRACKET
DETAIL
POSTTYPE ANCHOR BOLTS
SEE
3" STEEL OR
OR 3/L7-2-
;5E5NOTE2)
NOTES
ALUMINUM POST
ADJACEHi GRADE
,T BRACKET PER 1/L7.2,
ALUM 7
ALUM
1/L7,2
CI 18" dla wl 1-7J8" embed
*ALLf2)-3/8m
BOLTS PER TABLE 2
WHERE OCCURS
2/L7.2 OR 3/L7.2
T
10.2
Cl 18" dia w/ 2-7/8' embed
ALUM T
z �L7 2
a J8' dia w/ 1.7/8' embed
3
S'
Ek15i1N OR NEW SLAB ON
ALUM T
2J17-2
C2 dia w12-7/8' embed
3
IaIN, °
GRADE. f'c=2,500 PSI MIN.
PLUM T
2/ 7,2
CS SOG (2)-3/8"diaw/1-7/8"embed
3
ADJACENT GRADETYP.
ALUM T
2/L7-Y
CS ALL (2j-3; 8" dla w/ 2.718" embed
3
°
" • ;°
.
STEELY
3/llLL
C6 SOG {2P3J8• dia wJ 1-]J3' embed
•
i
* iE
STEELY
3J17,2
C6 522' {2)_3/8'd1aw/2-7/8-embed
1,3,4
fI I
a=
�I-T
I
L SLAB
STEELY
STEEL INS
3/E7-2
4/17.2
C6 s24" (2)-112" dia wJ 3.1/4' embed
1,3,4
x ��
-DF
WHERE.000URS
BOLTS PER TABLE 2
C6 530" (4)-1J2"dia w/ 3-IJ4' embed
1,4
•
w aJ
RED CONCRETE FOOTING
STEEL INS 4/L7,2
[6 534' (4)-5/8'dlaw/4"embed
1.4
_
a
STEELINS 4/L7,2 C6 23S" (41.3/4'diaw/4-31A"embed 1,4
0
NOTES:
STEEL INS 4JL7,2 C7, CB, C9 ALL (4)-3J4' dia w/ 4-3/4' embed S,S
r` m
1-"NP" INDICATES THATAFOOTINGISREQUIRED, AND THE PATIO
NOTES'
I. THIS DETAIL CAN BE USED WffH POST TYPES C1, C2, C3, C5, OR C6.
EMBED I 5/L7,1 C10,CI1 ALL WA
•
°
COVER CAN NOT BE SUPPORTED ON A SLAB ON GRADE.
2- FOR LIVE ORSNOW LOADS HIGHERTHAN THE ONES SHOW NON
2. THIS DETAL SHALL NOT 13E USED FOR METSTANDING STRUCTURES
ANO/QR C01IMF1fCIA1 APPLICATIO 5.
NOTES.
1-"FTG(IN)"ISTHEFOOTINGDIMENSIONREFERENCEDINBEAMSPANTABLFSON
%1% LENGTH IN
THIS TABLE A FOOTING IS REQUIRED AND THE PA O COVER CANNOT
3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, CIO,
SHEETS LSxxx
SEE FTG- 5CF[Ef](1[E
BEAM SPAN TABLE
BE INSTALLED ON SLAB ON GRADE-
Q 1 1-
2 -ANCHOR BOLTS SHALL B E 51 MPSON STRONG BOLT 2, STAI NLESS STEEL (ICC-ESR
3 -WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
4. SLAB ON GRADE SHALL BE IN GOOD CONDITION (NO VISIBLE CRACKS
3037)
NOTES'
(RESIDE1MALAPPUCATIONSONLY),THE MAXIMUM POSTSPACINGIS
WITHIN 12" FROM POST).
3-IT IsACCEFTpsLEToUSE THESTEELINSERTP;R4/L7.2INSTEAD OFTHE
I. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES.
THE LOWEST OF THE"MAX POST SPACING(SPAN)"SHOWN ABOVE
5. MINIMUM OVERALL DIMENSION OF SLAB ON GRADE SHALL BE PER
ALUMINUM TPER 2/L7.2 FOR PDSTTYPES C2 AND C5. BOLTS CAN CAN REMAIN AS
2, THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, CID,
AND THE MAXIMUM P05TSPACINGSSHOWN ONSHEE-rLBJ(X.X
FOOTING NOTE 4 ON GO.1
SPECiFIEDlN7H15TABLE.
C11-
4 - IT IS ACCEPTABLE TO USE THE EM0 EDDED POST DETAI L 5/L7 a I NSTEAD O F 1T' E
STEEL INSERT OR STE ELT FOR STEEL P0575 C6.
5 - IT 15 ACCEPTABLE TO USE THE EMBEDDED P05T DETAI L 5/1.7a I INSTEAD OF TH E
STEELIN5ERT FOR STEEL POS75 C7, C8 AND C9.
T BRACKET CONNECTiON
B CONE
TO SLAC ON I' =1'-0"
(�) AN0H0RA11E OF POSTS
BRACI[ET CDHN>ECiIOH
TO SLAB OR FOOTING
(�)T
TO CONCRETE FOOTING
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
EMI
K
S 58 5
•P)� OF GAL lF
DATE SIGNED: July C6, 2C' f;
A-:VAP
hr��d
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
SAP
WTM
ES
REVISIONS
MARK
DATE
I DESCRIPTION
4 STEL JOB R 17.11371
DATE 04125118
DRAWN BY RER
CHECKED MDS
IAPMO 195 V 3.0
LATTICE STRUCTURES:
FOUNDATION DETAILS
U.1
ASTM A500 GRADE 6 1t'L'M ASiOY 64fi3 76
N � (4)-J14 SMS
2 OR TSCREWS
� w � NSFITT TO 1 ' EA SIDE, TYP.PLAN :ii BASE PL
3" STEEL POST c
N L )"0 HOLE EA. SIDE
--- 0.188' THICK MIN
HSS INSERT I 0,085' TYR I
- (3) -wo BOLTS 5.662" T17.
—1 if S0. x %, BASE PL
- T.O.C. I BRACKET LETIGTH 15 275"
2. THIS BRACKET IS TO 13E USED WITH POST TYPE C1, WTrr1 OR WITHOUT
NO ; ELEVATION SIDE PLATES PER SP3 OR SP4.
1. THIS BRACKET 15 TO BE USED WITH POST TYPE C7, C8 do C9, AND WITH C6 3. SEE TABLE 2 ON L7,1 FOR ATTACHMENT TO FOOTING/SLAB.
(WHEN FOOTING
ON SIZE
IS
W OR FOR TTALARUER TO FOOTING/SLAB.
4• INSTALL 1Y x 1Y x 36 HDG WASHER PLATE AT ANC
2. HORS FOR 130 MPH
KMENr
3. INSTALL 1Y x 1Y4 x J6 HOG WELDED WASHER PLATE AT ANCHORS SMALLER
THAN Y4 "0.
4 THIS ES) ON BRACKET
N A ABL2BEUSSEDSFOR PST /TYP; C2, C5, OR C6 (ALL
FOOTING
(�)MOR
pD8T SLEEVE
sts C7, M Cs 3/4°=1'-0"
ALUM ALLOY 6063-T6
4-114 SMS
OR SITED
,TREWS,
I L"0 HOLE EA. SIDE
0.094 TY7�__�0.75(�r
L5.50"
NOTES
1. BRACKET LENGTH 1S 2.7V.
2, THIS BRACKET 15 TO BE USED WITH POST TYPE C2 OR C5, WITH OR
WITHOUT SIDE PLATES PER SP3 OR SP4.
3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FODUNG/SLAB.
4. BALL lYt x A 06 HOG WASHER PLATE AT ANCHORS FOR 13G MPH.
5. STEEL TICKET PER 3/L7.2 CAN BE USED IN UEU OF THIS BRACKET.
M T-BRACKET
DIF%OMPOSTS C, C6
0.75" 4.00" Z AS00 GRADE B
1.75' x 0 HOLES
c
1 Xo"0 k 2-%6
D
0� � � HOLES, TYP EA SIDE
o 0
O 0 0 0
PLAN 2,� `
3.50"
TP
2-3(6 0 HOLES FOR
—Q c %"0 M.B. TYP.
N
N
ELEVATION
NOTES:
1. THIS BRACKET IS TO BE USED WITH POST TYPE C6 WHEN FOOTING SIZE
IS 24" OR SIOLLER, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4.
2. BRACKET CAN ALSO BE USED WITH POST TYPE C2 OR C5 PER TABLE 2
ON L7.1 AND 2/L7.1
3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB.
8 STEEL IT-BRACKET
PAST CB 3"=1' 0"
24B5 RAILROAD ST,
CORONA, CA 92880
951.736.4500
��Y,
I S 5885
9T>" OF CA1-YF�
DATE SIGNED: July 06, 2018
V'wry
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
REVISIONS
DESCRIPTION
4 STEL JOB #
17.1071
DATE
041291E
III
DRAWN BY
RER
CHECKED
MDS
IAPM0195 V 3.0
LATTICE STRUCTURES:
FOUNDATION DETAILS
ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -110 MPH - EXP. B & C
BS
3"SQ.
ALUM
W/
B9
8
DSL2x6.5xO.042
81;
12GASTL"U"CHANNEL
3x8x0.042
B;0
D8L2x6.5x0.032
B12
DBL3x8xD.042
B73
3x8x0.042W/
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
14 GA
STL INSERT
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MAX
MAX
A7
C—HEO
FREESTANOING
ATTACHEp
FREESTAND
A7iACHED
FREESTANDING
TRIB
VIDTH
WIND
F�
POST
SPACING
FTG
POST
POST
POST
POST
PAST
POST
FIG
MIN
POST
POST
F.G
MIN
POST
POST
FTG
MINLFTG
POST
MIN
MAX
MIN
MAX
MIN
MAX
MAX
MAX
(SPAN)
(IN)
TYPE
SPACING
OM
(IM
TYPE
SPACING
(IN)
ON)
TYPE
SPACING
(IN)
TYPE
SPACING
(N)
TYPE
SPACING
ON)
POSTPOST
POST
SPACING
FTG
POST
POST
FTG
POST
POST
FTG
MIN
POST
POST
FTG
MIN
POST
POST
FTC,
MIN
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
TYPETYPE
(SPAN)
I
(M
TYPE
S ACING
(N)
TYPE
SPACING
(N)
APE
SPACING
(IN)
SPACING
QN)
POS1
5
1106
iS-9
15
Cl
14'T
29
C7
14'-10^
15
Ci
74'-10"
28
CT
15"4^
t5
15-0"
(SPAN)
(SPAN)
(SPAN)
TYPE
18=9
17
14'-7'
3t
CB
14'117'
17
i4'S
30
S5�"
17
C1
15=1"
30
C7C1
1829
CT
21'-0"
1B
el'Hi"
31
C7
21) 6"
1
18
C1
73'3'
28
C7
19=T'
13
T3=T'
28
74'•}^
7g
i4'_}"
2B
1r�
31
2rs'
1s
Ci
21-2'
39
CS
20-8"
19110C
c16
20.9
31
C7
110 C
1S3"
78
13'�'
30
C8
13-7"
1T
13'-3'
29
CT
1C 7"
17
C1
C7C1
98'�
28
+.8-9'
17ti17C1
18
2U2^
33
CB
7
110 6
I4'-2'
16
Ci
S7�"
28
C7
12'-T'
i5
12�
28
73'-1"
I5
73'.g•
13=1"
18'0
30
C7
1g'_ 9
1@
C2
19'-3"
32
C7
7E}-0
3007
11DC
1A-2.
Te
12W-
30
12'-T'
1T
C1
i2�
29
C7
13'•1'
17
Cl
28
C7
15-7'
16
C1
is_�
29
1B'�
17
18�"
3D
18-0"
S9
18�"
32
!3
17RE3
13
:6
C1
11-i
29
C7
ills"
1B
11-0"
28
T2S"
78
12'-9"
29
15',2'
18
1A-f17'
30
C7
18'4^
20
C2
17=1{1
31
CT
i7=T'
17
iT-7"
30
C7
i50 C
19 3
19
11 T'
29
11'-0"
1B
1
71
2B
C7
72-9
18
Ci
i2 9"
28
C7
14-3'
iT
C7
14'�"
29
17.2
1B
1T-2
31
1T-7"
iB
TT-S"
g1
9
110B
177"
T7
C2
77 0
29
CT
57-2
iB
11'2
28
1}_T
18
1Z-p'
Za
14-°
19
_
13
CT
17'-7
2n
C2
15-9
3i
C7
7fi-0
18
C2
1B$"
37
C7
110 C
17-T
19
1 T T
29
11-x'
16
C1
10'-10"
28
CT
11'-7"
7 B
C1
11=T'
11'3"
2g
OT
73'�'
17
CZ
So-
18'S"
18
76'3'"
31
16�
20
18-1'
3S
10,
1140
1x0
17
C2
10A"
30
C7
1Q7"
f8
C1
7n'-7"
28
11-0
16
f1'U"
28
2i1
13'-0"'
19
13=1"
30
C7
16'ti9
2f
C5
31
CT
15'S
T5$
1E
C2
15'S^
31
C7
110 C
12 R
19
t0'A"
30
10'-7"
1$
in-3^
29
CT
1147
19
Cl
i0:8
79
C7
12-5
TT
C2
12 9
30
C7
15 4
18
15�"
32
14-9"
20
15-2'
31
11'
1i0 B
f1'�"
17
C2
9-10
30
C8
10. 1"
17
10-1"
29
1n'�
17
16'�i
29
12,_2.
2015'~"
21
C5
75=1"
32
C7
18
CS
T4_g-
32
C7
71DC
S7'�"
20
81n
30
10=1"
18
C1
9'-10"
29
C7
10E
19
CT
10=7"
2B
C7
72'?'
18
C2
12=2
31
C7
14'e'"
1B
148"
32
IS, 9"
21
144d"
32
12'
710 B
SG-70"
18
C2
5�
30
CB
9'$
17
8'-0"
9'-0"
77
9'-B"
12 7'
20
11'-i0
30
14'$
2S
C5
14'�"
32
C7
:4-7"
T9
CS
1d'-i"
32
C7
1 to C
10 10"
20
Ste"
30
@-0
18
C2
C7
29
T1�"
18
14-1"'
2T
13'$"
32
11'�"
37
14=1"
22
13-9"
CT
C7
32
73'8'
27
13'2"
32
NOTES:
1 - WHEN THE PATIO COVER IS INS7ALLED ON A SLAB ON GRADE
(RESIDENTIAL APPLICATIONS ONLY), THE MAX -MUM POST SPACING IS THE
LOWEST OF THE 'MAY, POSTS PACING (SPA NY- SHOWN ABOVE AND THE
MA4MUM POST SPACINGS SHOWN ON DETAIL W0.1
2 - IT IS ACCEPTABLE TO SUST1TUiE COLUMNS W/ HIGHER NUM BERSW1
THOSE SPECIFIED IN THE TABLES SHOWN.
ATTA
CHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD - 120 MPH - EXP. B & C
B9
DBL 2 x6.5 x 0.042
$i1
3x8xD.04239
B10
DBL2x6.5x0.032
B12
DBL 3xBx0.042
B13
3x8x0.042W1
14 GA STL INSERT
3"SQ. ALUM W!
85
12 GA STL"U" CHANNEL
-
FREESTANOING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
FREESTANDING
A�ACHED
FFiEESTAN'DING
ATTACHEED
FREFSTANAItJG
ATTACHED
MAX
MAX
MAX
MAX MIN.POST
MAX
MAX
FTG
MIN.
ATTACHED
MAX
MAX
MIN. L
MAX
MIN.
MAX
MAXMIN
FTC''
MIN.
MAX
POST
FTG.
MIN
POST
G•
MIN.
POST
POST
1
p05T
(IN
POST
SPAC NG
ON)
S
N)
POST
E
TR1B
WIND
POST
FTG.
MIN.
P09T
POST
F7tt
POST
POST
M.
PYP�
POST
SPACING
FfG-
ON.)
OST
POST
SSACWG
ON.)
PCST
SPACING
(IN.)
POST
TYPE
ON) TYPE
SPACING
NG )TYPE
SPACING
(N TYPE
SPACING
(SPAN)
TYPE
(SPAN)
TYPE
SPAN)
VIDTH
EXP.
SPACING
(IN.)
Tl'P£
SPACING
ON.)
TypE
SPACING
ON.)
TYPE
( PAN)
TypE
SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
C1
C9
20�"
20
C1
B»
34
CS
#206
18 6'
16
14'-T
31
C8
14-#C
15
C1
14 Ir
30
C7
15
C1
14 7`
Si
C7
IT'S,
19
C1
TT-0
31
Ca
Z7 4"
20
20'7"
34
C7
#94"
18
G1
19-0"
32
C7
5'
12DC
iS�"
18
C1
14-7'
39
C#0
14'8
78
14'-#"
31
151.2"
14-7"
1t
16
14-1"
29
15
C1
15�,.
3°
C7
18'!7'
1a
Cz
19=5'
19=9
32
34
CS
1B�"
Za
C2
18 0
33
C8
12(I B
15-3^
13'3'
30
C8
ITT,
1B
—I
C7
IT-T'
29
13-10^
18
C7
13 4"
37
C7
16'2'
19
�9
1$ 4"
31
1T-T'
18
1T T
31
8
Inc8
15-0
Cl
13-3'
32
C9
IT-4^
a—
12^I0•'
31
2&
13'-1"
76
13-1"
29
C7
15-2
17
C1
30
C7
#8'�
21
C2
1T 4"
33
C$
TT 3"
24
1B 8
33
12D B
74=T
r17
C7
# 1"
29
C7
—co—
1T-7•
16
C7
72 7"
12-0
37
C7
17: 0
79
C1
3D
1sIJ
2D
14�'
33
1e'-s'
19
1T-2"
31
75�
1a
1
C7
rIra
t3 1U
#24"
31
72�'
19
1 `$
77
12'
2&
C7129Ct3fl"
74=3"
18
C7
14'-3"
29
CT
17�'
C7
13'3
C1
17=7'
Z9
C7
i1'-9"
1T
C7
17'2'
30
C7
i21"
19
C1
11'7"
3D
14-1"
2U
G2
ice$
16-3
31
31
C7
8
17-T'
31
S
17'8
79
11' 2'
28
71' 7"
77
C7
1
2�
1S B
C7
#8'3
1B�
OS
15�"
32
C7
153"
x2
1A$
32
12 S
1Z 7
78
C2
I T-U'
29
CT
11,T`
17
C1
70 7"
2$
C7
17'�4"
20
cy
11 �]
29
ar
17�9
30
1S 4'
1$
i5i4'
3Y
t4�9"
78
CS
1-0' 9
31
CT
5
12 0C
12�
20
iT-0'
3o
Ca
71'-0
20
29
11' 0
17
71
?9
C7
12'A"
C2
17�
34
C7
22
C5
14'-7"
31
C7
1-0 8
xz
14-0
31
120 B
12 D
18
C2
14 4
30
C7
10-7"
t7
C1
70'-T'
29
C7
10 9"
20
Cl
10' 4"
28
17-7'
28
Z9
72_1
yp
15�
�'
C7
10
120 C
17'$
27
21
7V.4•
30
C9
ty-Ir
20
7➢-#"
29
1V8
77
108
C7
C2
C7
23
CS
1
32
C7
73'-1D"
23
iSa
3�
120C
17'�"
C2
9-71Y'
39
C9
701"
77
C1
10•^7"
C7
10'}S^
2E1
C1
gam`
1Z-0"
2g
W-7'
3D
14�
14-1"
32
C7
18�
20
13'�
C7
11'
120C
17
Il-r
21
21
9 7P
30
1D-0
2D
g �'
29
29
9'�•
1a
20
C7
#1'-9^
19
C2
11 $"
31
C7
14-7
2D
x3
C5
13'�"
32
GS
13'-3"
Y3
C5
72 5'
32
12DB
1
C2
98"
30
Ca
9'-S
is
93
C7
B�
21
C2
8_g•
30
11'6'
22
11'-7"
31
13-18
17
ranc
70 S
q$
34
7,
21
3 x8 x 0.042 BEAM W/
Bi4 12 GA STL INSERT
DBL 3 x 8 x 0.042 W/
B1" DBL 14 GA STL INSERT
6i8 DBL 12 GASTL INSERT
DBL 12 GA STL INSERT
,y
+ .. _ a,
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
W ID i1-f
WIND
E)P.
MAX
POST
SPACING
(SPAN)
FTG.
ON.)
S
I" B
2`2-C'
18
12
20
S
120 B
2D.E.
i8
12D C
20'-C
21
7
12A H
79-2'
19
120 C
iB=10
21
6
s2D s
sa-u'
19
120 C
77 8
22
9,
720 B
1T-0"
79
120 C
1B�"
18-1"
22
2D
10'
1209
120 C
IT -It'
23
11'
2-1 B
M-4'
20
120 C
15.2"
23
rIT,129
B
74'-9"
20
120 C
#4W
23
MIN.
TYPE
MAX
POST
FTG.
MIN. MAX
POST
FIG.
MIN.
MAX
POST
FTG.
MIN.
SE
MAX
POST
FTG.
MIN
POST
MAX
POST
FTG POST
SPACING
(IN.)
T°pE SPACING
ON)
TYPE
SPACING
ON.)
SPACING
(IN)
TYP>
SPACING
(SPAN)
(INJ TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
Cl
2Z-8-
33
CB 28-2'
19
C2
29-2
35
C9
3F-0'
20
CS
32-0
29'-2•
C11
35 c9
"J7
32
c7 �.$"
20
2s.$'
35
c9
z0•�'
2n
cz
�
�
25-3"
35
C77
28'-Z
23
Z7'$
C71
19�"
1°-2
34
32
CB 26-3'
C7 24'-8
23
24'�"
34
CB
2T1"
21
C5
27'-r'
35 C9
C2
CS
25 8
37 C11
CS
18-2'
33
CB 24'_4"
23
IT-F
3S
C9
T 1'
24
78�'
31
CT 23'-S
21
C5
23'•T
33
CB
iS3'
21
CS
25'T
34
C2
17'-1"
33
C8-9
24
22 0'
35
09
2S 3
25
24'
'
23-10"
39 C11
35
17-0
C7 21'-1d'
21
C5
2
34
C9
23=10"
22
C5
C9
35
'IF-T,
1-
5y"
32
32
24
21
200Ar
20_g
3d
34
C9
23-1C"
2Z4"
25
22
Z2'�f
22
C5
21'�
35
C5
C7 2O'-Er'
2D'-0
C5
CS
C5
35
25
79-8'
34
28
22-1"
15•-3"
15-'
32
32
CT 19'-G'
22
CS
19 $'
35
Z1. �"
27'
71
C5
Z1
C9
3S
I,C 7'
32
CS IV-6'
25
1B 3"
34
21' $'
28 B"
28
T3
21'•#"
20'$
CS
36 C11
CS
14' S'
... 9
33
TrT
C8 o a
22
x
CS
794r
la W
35
34
C9
20$'
28
CS
ZD' 2'
35 C9
NOTES:
t - WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
(RESIDENTIALAPFUCA71ONS ONLY), THE MAAMUM POST SPACING 13 THE
LOWEST OF THE "MAX POST SPACING (SPAN' SHOWN ABOVE AND THE
MA)OML;M POST SPACINGS SHOWN ON DETAIL 8fL7-1
2.- 7 Z ACCEPTABLE TO SUBTIT[ITE COLUMNS WI HIGHER NUMBERS WI
THOSE SPECIFIED IN THE TABLES SHOWN.
ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - E XP, i & C
3"SQ. ALUM W/ B9 DBL2x6.5x0.042 B1] 3x8x0.042
B5 12GASTL"U"CHANNEL 610 DBL2x6.5x0.032 B12 DBL3x8x0.042
B13 xO.042 VW
ATTACHED FREESTANDINCs ATTACHEb FREESTANL}NG ATTRCHE❑ ���JJJ 14GASTLINSERT
FREESTANDING ATTACHED FREESTANDING ATTACHEp FREESTANDING ATTACHED FREESTANDING
MAX MIN. MAX MIN. MAX MIN MAX MIN MAX MIN. MAX MIN. MAX MAX MAX
TRIB WIND POST i fG. POST POST FTG. POST POST FTG. POST POST FTG. POST FTG. POST FTG. POST FTG. MIN. POST FTC. MOST POST FTG. MIN.
POSOST FTG. MAX MAX
POST FIG. POST POST FTG. P031
W DTH EXP, MAX
SPACING (IN) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING OR) POST SPACING N POST POST POST MIN.MIN. MIN.
(SPAN) (SPAN) POST
(SPAN) (SPAN) iYPt (SPAN) )TYPE SPACING
(IN.) TYPE SPACING (IN.) TYPE (SPANG (IN.) TYPE SPACING
ON.)
TYPE SPACING (SPAN) QN.) TYPE (PACING (IN.) TYPE SPACING (IN) TYPE
5 1300 1t79" 17 Cl 14-7" 32 co 14�17 tg Cl 14'-10" 31 C7 ig�" 1g (SPAN)
i5'•2' 3T 18-0 17 M (SPAN)
130 C #5�7 19 14 7" 34 C10 14'�^ 79 13=8" 33 14=10' 19 C1 C7 C1 1T$" 33 G7 2t'8 19 21''I" 34 CS 2D'-0 16 2D-0" 32 C8
s 13013 15'•3" 18 Cl 13'�' 31 C9 TT-7` 17 T3=7' 91 Id_1^ 14 ' 17'•3 20 16$' 31 C6 20'-10" 21 Ct C1
C1 C7 17 C7 13'-10" 31 16� 18 2D-0" 36 C11 20�I' 23 19-1" 34 G9
130C i3.9 I 13-3" 34 CIO 73'-1' T8 12'W 32 13'7' 19 i8'-0' 32 C7 C1 18-2' 3Z C7 1B=6' 19 19'•7" 33 CB 19'-0 19 CI 18'-S, 32 C8
7 130 B 14-2 58 C1 12'�^ 97 Ce T2 7" 17 C1 12'--7' 30 C7 13=7" 77 T2-10 30 iv-1Lr 20 15-1" 33 G8 79-!" 22 18'�" 35 C9 T8'.3" 21 G2 17 B 33 C9
130C 12'� 20 12-0" 33 C10 12'-2 20 1T=7' 31 12_T• 20 C1 C7 15'2' T8 C1 P5-v 31 C7 16�" 20 1B'•1" 33 tT_T' v is 13'•3' 19 C1 11-7" 30 C8 7f'-9' 18 11-9' 29 C7 12�„ 19 12 7 31 14$ 2T 14'-0" 33 -8 17 8 22 C8 13 C2 17'3" 3S C7
12.1" 29 14'-3" 19 C7 14'-1" 31 77. 16-10" 34 T7 0 22 161 33 CS
1309 11-10" 20 11'-7^ 32 CIO 11'�" 20 1D'-TO" 31 i1 9 20 C7 1T'-3 31 C7 C7 2' 20 1T-0 32 C7 15�' 20 T8'2 30 C7
9 130 B 12 T 19 C1 11-0 30 CD 11'� 19 Cl 1T-2 2a C7 11-7 T6 11,y 29 T3'-9' 21 C2 13'-1' 32 1$-7^ 75-10" 34 CB 1S"7t?' 130 G 11'"3' 21 11-0" 3x CB 10.9' 21 10'-s' 30 11 �" 21 C1 10 6' 30 C7 13 $' 19 C2 13;g 30 C7 15,�„ 21 16 T 32 C9
18-0 32 C7 15 20 15; 1308 12 0 19 C2 10'-0" 90 CS 10'-7 18 10'-7' Zg f3'� 22 12� 37 75$" CS C2 3" 3i C7
10' 10 9 29 15-0" 33 CB 15 0" 23 14'' 3" 32 co
130G 10 $" 2f Cl tp 4" 32 C7 10-Z 21 Cl S 30 C7 10 T, 2� C7 y_IO" 30 C7 12.9 20 C2 12-T' 30 C7 i5'�" 2T 15.2 37 G7 14'-9' 2f 14 B' 31
130E 71'4 18 9-}0 30 CB 70.T^ 19 TO'-1' 29 12'� �2 11-9 3# 14'-10 24 CS CS C7
11' C2 i0S' 18 14'�" 39 C8 14 2 23 13.7" 31
130 C I0'q" ZZ 9'-10" 32 C9 e. C7 C7 C7 1a�,. C7 72' 2' 20 17-0" 31 1d 8 2t T4 32 C8 14'-1" 2f is-10` 32 07
9' 2T 3'3" 31 H=10" 27 A'-0 37 11'•9 23 C2 C7 CS
7309 10-10 20 9 fi 31 C8 9'�" 19 9'8' 29-To-
-t1'-3. 31 14'•Z 24 13'•i' 32 C7 18-7" 24 C' 13-0 3f C8
12' 13D C g=9 22 C2 9 5 33 010 9'�" 22 9'-0' 3T C7 9' C2 ° 4 20 C7 f 1'•t� C2 T7 37 14'-t" 22 13'-10 32 8'-3" 31 11'-3" 23 70'9 3T C7 13'•7 24 C' CB TS'S' 27 13'�" 32
OTES:
1 - WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
(RESIDENTALAPPLICAT)ONS ONLY), THE MAAMUM POST SPACING IS THE
LOWEST OF THE "MAX POSTSPACING (SPAN)' SHOWN ABOVE AND THE
MAXIM UM POST SPACINGS SHOWN ON DETAIL WL7.1
2 -IT IS ACC;PTABLE TO SUBTFWTE COLUMNS WI HIGHER NUMBERS W/
THOSE SPECIFIED IN THE TABLES SHOWN.
49725
DUSTI
ROSEEINK
�FS
5885
rp DO L
51970
,
y%Iko iIu I IIli III,,
D� CONNcj •,r,�J
,4 N0.32875
N .2 877 =
�QNA u.
5 �T� OF CAL1� s10NAl E ►rfrlrrl lr111►j1�',, '+/+f lf1/111100
ARIZONA LICENSE CALIFORNIA LICENSE COLORADO LICENSE CONNECTICUT LICENSE DELAWARE LICENSE
1Q�1 I. �Cn'G ��,�p�5,•.. �.]� +r 'J'hlNi
d' -:0 `
.r
LICENSED <11 ~
PROFESSIONAL 16508 J 'DUSTIN R06Ff'INK;'°
p ►
081.0074N
ENGINEER r
No. 15 87 �� -
OF ,�Q [ 0f
rtN ROSEe ""+Irn11111111411i���
1 -
HAWAII LICENSE IDAHO LICENSE ILLINOIS LICENSE
tiµsr u u r`ri,,�/+/ ��u lu I I I I I ill,►►
`�t�► of 1r "'�i t� OF &fA O� h4 ! a y rG,fFrrr
00
�P �L
to ON" ��Q ;G � a� DUSTIN K DUSTIN K.
-Z ' y: ROSEPINK "' = ROSEPINK
CIVIL = 2 No. 6201065154
❑.53 78
'''•%p�,IDNAL��'.�` '�r,// �I r11111►►'''��
MARYLANDrLICENSE MASSACHUSETTS LICENSE MICHIGAN LICENSE
•:•_—
o'�E551p�''�ir.
DUSTIN K.
Uzl: ROSEPINK r
r 9
___E,41:
•�lrrrnls►ti,.
IOWA LICENSE
```slrrrrrr/i
,t K RO
y1+ti,,1, 1111r1r+r+!/!r
.Q
NS
- 20550
z, •.ur
-r u c. r
'�,!//r�+1NA 1-1114``t`
KANSAS LICENSE
ENGINEER
�1 55517 S
ci
OF M110 op miss
ff+lrlrtiss ��iy►,rRl�f
10
MINNESOTA LICENSE MISSISSIPPI LICENSE
,tjllil II1111I
t�rir
K ' Rps�
001111 MI/jr11
CAR �,
p,O?ESS/O
� 4p
NEW �iq
�{C �+1,p ✓/�I
`�
S A
ti�,,�gN
❑ �C5 1 '' •
a
DUSTIN
-�\
s� -
�� �{G31 MSC
¢
ROSEPINK
z DUSTIN K. �0
C x
= _ �
cn
- PE 19228
v, ROSEPINK m
204 U
= 035378 -
m
fn
' No.15 02 -
1
_
SGf��4�?; �
O
/ONAL E,,,�'
,N � �S '�
aye.
RTH DPI
�IIJIIIIf11111
NEW HAMPSHIRE LICENSE
NEW MEXICO LICENSE
NORTH CAROLINA LICENSE
NORTH DAKOTA LICENSE
DUSTIN ROSEPINK
123841 A
E I TEXAS LICENSE
gT RUCco
TU�q!
,y
w No.9466229-2203
tL
Oac DUSTIN ROSEPIN
UTAH LICENSE
Q
USM K. ROSEPINK
Lic. No. 040205B543
� 'd �a
0 o�
VIRGINIA LICENSE
L
ASHINGTON LICEN
? GEN��E'���:
84040
rll +Ilf1111114115•��
FLORIDA LICENSE
•°����,,c�C� KEN •r�f''�''-
..........T�
DUSTIN K.
* ROSEPINK
32350
TONAL •E`;�t`'���
•f �11114Iplrr I I11 m 4uOO'N
KENTUCKY LICENSE
OF MIS
P ` rbG
~ DUSTIN �i
1eosErl:;t` ,
PE-201502503� ��;
h
�Z/ oN.aL
�tP!PISTNo. PE042590
f10FESSI0NA
GEORGIA LICENSE
•►� 0 OFi
`.wg4t� M��'.
DUSTIN K
* FIOSEPINK
=b PE1
� NAB ►►�`
MAINE LICENSE
rr'
DUSTIN K.
ROSEPINK I
E-16923
MISSOURI LICENSE NEBRASKA LICENSE
��►y�p PROFE
�`co �NC,VNI=tir�i
61971PE
7- 3ON k
�11V7K'.'RO.54,
OREGON LICENSE
.,esq, ra l Jt
< ', PE 15352��r_ YC. J�OS,f
"11I'1'Y0 M1N�'
WYOMING LICENSE
K. ROSEPINK
PE087174
ENGINEER
PENNSYLVANIA LICENSE
HGTE
PROFESSIONAL VAMPS ARE SHOWNY/ITYOUT
THE UGEhSE EXPIRATION DATE. PLEASE
CHECK WITH THE STATE►YIleRE THE PRD]EGT
1S BUILT OR CALL GST'cL MINEERING FOR
C1IRREIdf UCE45E EXPIRATION DATE.