PMT16-02151 City of Menifee Permit No.: PMT16-02151
29714 HAUN RD. Type: Residential Addition
<A_CCEL:A_> MENIFEE, CA 92586
MENIFEE Date Issued:
07/11/2016
PERMIT
Site Address: 29278 OAK CREEK CT, MENIFEE, CA Parcel Number: 351-2B0-007
92587 Construction Cost: $2.100.00
Existing Use: 1 &2 Family Residence Proposed Use:
Description of INSTALL 252 SQ FT SOLID ALUMAWOOD PATIO COVER W/ELECTRICAL 1 FAN
Work:
Owner Contractor
NEIL&LORI POST PATIO GUY ALUMAWOOD CONTRACTOR
29278 OAK CREEK CT 41197 GOLDEN GATE CIR STE 108
MENIFEE, CA 92587 MURRIETA, CA 92562
Applicant. Phone:9513330056
LOIS MONTINI License Number: 872839
PATIO GUY ALUMAWOOD CONTRACTOR
41197 GOLDEN GATE CIR STE 108
MURRIETA, CA92562
Fee Description ON Amount($)
Receptacle,Switch,Outlet&Fixture 1 116.00
Building Permit Issuance 1 27.00
Deck/Patio, non-standard 1 133.00
GREEN FEE 1 1.00
SMIP RESIDENTIAL 1 1.00
General Plan Maintenance Fee-Building 1 6.65
General Plan Maintenance Fee-Electrical 1 5.80
$290.45
The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and
specifications or from preventing building operations being carried on thereunder when in violation of the Building Code or of any other
ordinance of City of Menifee.Except as otherwise stated,a permit for construction under which no work is commenced within six
months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire,and fees paid shall be
forfeited.
AA_Bldq-Permit_Template.rpt Page 1 of 1
City Of Menifee
LICENSED DECLARATION
I hereby affirm under penalty or perjury that I am licensed under provisions of ❑ I, as owner of the property an exclusively contracting with licensed
Chapter 9(commencing with section 7000)of Division 3 of the Business and contractors to construct the project(Section 7044,Business and Professions
Professions Code a my license is in full fo aAd If (� Code:The Contractor's License Law does not apply to an owner of a property
License Class�//__'' License No. 4 �3 ( who builds or improves thereon, and who contracts for the projects with a
Expires tyrgnalure licensed contractor(s)pursuant to the Contractors State License Law).
WORKERS'COMPENSATION DECLARATION
❑ ]am exempt from licensure under the Contractors'State License Law for the
❑ 1 hereby affirm under penalty of perjury one of the following declarations: following reason:
I have and will maintain a certificate of consent of self-insure for workers' By my signature below I acknowledge that,except for my personal residence in
compensation,issued by the Director of Industrial Relations as provided for by which I must have resided for at least one year prior to completion of
Section 3700 of the Labor Code, for the performance of work for which this improvements covered by this permit, I cannot legally sell a structure that I have
permit Is issued. built as an owner-building if it has not been constructed in its entirety by licensed
Policy# contractors. I understand that a copy of the applicable law, Section 7044 of the
❑ 1 have and will maintain workers' compensation insurance, as required by Business and Professions Code,is available upon request when this application is
section 3700 of the Labor Code, for the performance of the work for which this submitted or at the following Web site:http,//www.leginfo.ca,aov/calaw.htmi.
permit is issued.My workers'compensation insurance carder and policy number are:
Carrier /:f Property Owner or Authorized Agent Date
Expire E • rl — I Policy# /Ar1
❑ By my Signature below, I certify to each of the following: I am the property
Name of Agent Phone# owner or authorized to act on the property owner's behalf. I have read this
(This section need Eal be completed if the permit is for application and the information I have provided is correct. I agree to comply
one-hundred dollars($100)or less) with all applicable city and county ordinances and slate laws relating to building
construction.Athorize representatives of this city or county to enter the above-
0 1 certify that in the performance of the work for which this permit is issued,I identi y f e inspection urposes.
shall not any persons in any manner so as to become subject to the compensation
(� _r9 ,r^
workers'compensation laws of California, and agree at if I should become �/\
subject to the workers'compensation provisions of tion 3700 of the Labor Properly Ow er or Authorized Agent Date
Code,I shal forthwith comply with those provisions. -7 t 1
y/q
Date; Applicant;
p //7 ally Business License# O O Y
WARNING: FAILURE TO SECURE WORKERS' HAZARDOUS MATERIAL DECLARATION
COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND
CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS WILL THE APPLICANT OR FUTURE BUILDING
($100,000). IN ADDITION TO THE COST OF COMPENSATION, []YES OCCUPANT HANDLEA HAZARDOUS MATERIAL ORA
DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE MIXTURE CONTAINING A HAZARDOUS MATERIAL
LABOR CODE, INTEREST,AND ATTORNEYS FEES n.N QUAL TO OR GREATER THAN THE AMOUNTS
CONSTRUCTION LENDING AGENCY SPECIFIED ON THE HAZARDOUS MATERIALS
I hereby affirm that under the penalty of perjury there is a construction lending INFORMATION GUIDE?
agency for the performance of the work which this permit is issued (Section WILL THE INTENDED USE OF THE BUILDING BY THE
3097 Civil Code) APPLICANT OR FUTURE BUILDING OCCUPANT REQUIRE
Lender's Name DYES A PERMIT FOR THE CONSTRUCTION OR MODIFICATION...
Lender's Address ,� ,, WTHE SOUTH COAST AIR QUALITY MANAGEMENT
L�^� DISTRICT(SCAQMD)SEE PERMITTING CHECKLIST FOR
OWNER BUILDER DECLARATIONS _ GUIDE LINES
I hereby affirm under penalty of perjury that I am exempt from the Contractor's PRINT NAME:
License Law for the reason(s)indicated below by the checkmark(s)I have placed DYES WILL THE PROPOSED BUILDING OR MODIFIED FACILITY
next to the applicable item(s)(Section 7031.5.Business and Professions Code: BE WITHIN 1000 FEET OF THE OUTER BOUNDARY OF A
Any city or county that requires a permit to construct, alter, improve, demolish, f�N��oprmL?
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 I HAVE READ THE HAZARDOUS MATERIAL
Section 7000)of Division 3 of the Business and Professions Code)or that he or DYES INFORMATION GUIDE AND THE SCAQMD PERMITTING
she is exempt from licensure and the basis for the alleged exemption. Any CHECKLIST. I UNDERSTAND MY REQUIREMENTS
violation of Section 7031.5 by any Applicant for a permit subjects the applicant to ❑1)10 t�n_r=?THE STATE OF CALIFORNIA HEALTH AND SAFETY
a civil penalty of not more than(5500).) CODE, SECTIO 25505, 25533 AND 25534 CONCERNING
❑ 1, as owner of the property, or my employees with wages as (heir sole HAZARDOUS M
p RIAL REPORTING.
compensation,will do( )all of or( )porting of the work, and the structure is PROP R A GE
not Intended or offered for sale.(Section 7044,Business and Professions Code;
The Contractor's Slate License Law does not apply to an owner of a property X
who, through employees' or personal effort, builds or improves the property,
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 it was not built or improved for the
purpose of sale).
BUILDING & SAFETY PERMIT/PLAN CHECK APPLICATION
Menifee
DATE '��� PERMIT/PLAN CHECK NUMBER -TtlD- S
TYPE: O COMMERCIAL cVTtLSIUENTIAL O MULTI-FAMILY O MOBILE HOME O POOL/SPA O SIGN
SUBTYPE: ""ADDITION O ALTERATION O DEMOLITION �D ELECTRICAL O MECHANICAL
�W O PLUMBING 1 RE-ROOF-NUMBER OF SQUARES
DESCRIPTION OF WORK IAXRI SnLLb
�� n
PROJECT ADDRESS .��l�7 �•�
ASSESSOR'S PARCEL NUMBER �5 � W I' D LOT I TRACT
OWNER NAME L
ADDRESS0.4e, L—
PHONE EMAIL ,� }
APPLICANT NAME
ADDRESS ty'C-
PHONE EMAIL
CONTRACTOR'S NAME OWNER BUILDER? 0 YES R-P<r_
BUSINESS NAME
ADDRESS 9-7
PHONE � ��' -DD���_ EMAIL I Ll7D Q_.DiVj Rfi4JDP—'
��11 cOr
CONTRACTOR'S STATE LIC NUMBER Q�a$3� LICENSE CLASSIFICATION
VALUATION$ SO FT �oZ L SO FT
APPLICANT'S SIGNATURE DATE
DEPARTMENT DISTRIBUTION I� Ipo CITY OF MENIFEE BUSINESS LICENSE NUMBER
BUILDING PLANNING ENGINEERING FIRE GREEN SMIP
INVOICE CM PAIDAMOUNT ,�
AMOUNT O• CASH OCHECK# %CREDIT CARD VISA/MC
PLAN CHECK FEES PAID AMOUNT O CASH O CHECK# O CREDIT CARD VISA/MC
OWNER BUILDER VERIFIED O YES O NO DL NUMBER NOTARIZED LETTER O YES O NO
City of Menifee Building&Safety Department 29714 Noun Rd. Menifee, CA 92586 951-672-6777
www.cityofinenifee.us Inspection Request Line 951-246-6213
_' EDGER & T ACK
��a ! ` PECTION R QUIRED
b
x x y1�
0 City
Bulldln9 a4o& Sty Dept.
b L JUL 11 2016 g� '
T Received
Pr
CITY OF MENIFEE
AND SAFETY DEPARTME
• F'i.•�N OVAL
� T ) .
-.,.;es�Dri_ a oti i u u_ APPROVAL
' I
e � �
up
DATE �
'Aooroval of thesr plans shall lot be construed to be a lerro@ for,or an
up!)vd:it. an 9
y violation of any,�rev�sions of the feder,�state or city rdg.Ja;ions drd nrdinanres. This set of approved plans list be kept on the
job,ite until completion.
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rerimax Exterior Home Products AlumawoodTM Patio Cover,Carport and Commercial Structure Engineering 2012 IBC
GES DRAWING SECTION DESCRIPTION
c rAGES GN01-2012 GENERAL NOTES GN02-2012 LEDGER & TRACK
2PAGES SC01-2012 SOLID PANEL STRUCTURAL CONFIGURATIONS INSPECTION REQUIRED
SCO2-2012 ALUMAWOOD STRUCTURAL CONFIGURATIONS
4 PAGES LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES
4 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREAS
4 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS Buildingy of Safety
e
& Safety Dept,
4 PAGES LT02--2012 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES JUL
11 2016
LT03-2012
LT04-2012 ��L'e r Ve
2 PAGES SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES
10 PAGES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AR
10 PAGES SOLID COVER 6.0 POST SPACINGS FOR LATTICE PA COMMERCIAL STRUCTURES IN HIGH WIND AR S
, n OF
ME�IPF
4 PAGES NPOI-2012 COMPONENT PARTS AND CONNECTION DET L Fq
NP02-2012 DEPARTMENT o,Essfo
NP03-2012 tt
NP04-2012 PLAN APPROVAL Q�oGP� PUrsycF� � ' �U Alum
9 PAGES CD01-2012 COMPONENT PARTS AND CONNECTION DETAILS
C 1116
D03-2012 REVIEWED BY401*
cDoa zo12 DAT sraonm J* cI L
CD05-2012
CD06-2012 STq Nit CAVE
CD07-2012 approval of these plans shall not be construed to be peimitfor,or an '�. CAtW OCT 02 2013
CDo6-2012 approvai of,anyviolationof any provisions of the federal,state orgty
CD09-2012
regw=eons and ordinances. This set of approved plans must be kept on the
10 PAGES Miscla-2012 MISCELLANEOUS DETAILS iob�ite until completion. September 29,2013
Misclb-2012 MISCELLANEOUS DETAILS
Misc2-2012 FAN BEAM DETAILS
Misc3-2012 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES
Misc4-2012 7.0 FOOTING AND SLAB ATTACHMENT TABLES
Mis6a4012 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS
Misc5b-2012 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS
Misc6-2012 7.0 FORCES ON EXISTING STRUCTURES
Misc7-2012 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS
Misc8-2012 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS
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GENERAL NOTES: 20. All structures must comply with one of the following:
(CONTINUED FROM SHEET NO.1) a. All structures with a roof snow load of 30 pet or less may be built in Seismic Design
Category(SDC)A-D up to the maximum Ss noted in General Note#3.
11.STEEL FASTENERS SHALL BE EITHER STAINLESS(3000 SERIES),GALVANIZED OR DOUBLE b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1
CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED GAAVANIZED,MECHANICALLY Exception#1 do not require additional seismic analysis.
GALVANIZED,ZINC ELECTROPLATED,ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE c. Structures not complying with(a)or(b) require additional engineering seismic analysis.
ANCHOR BOLTS ARE SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH
ANSI/ASME STANDARD B18.6.1 AHD AND AF&PA NDS-0511.1.4. ALL LAG SCREWS MUST COMPLY 21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS
WITH ANSUASME B18.2.1 AND AF&PA NDS-0511.1.3. ALL STEEL WASHERS TO BE ASTM F844 W/ REPORT.
DIMENSIONS IN ACCORDANCE WITH ASME B18.22A,TYPE A. ALL STEEL NUTS TO BE ASTM A563.
THE MINIMUM WASHER DIAMETER SHALL BE 1"FOR BOLTED CONNECTIONS. SCREWS AND BOLTS 22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL
WILL HAVE A MINIMUM EDGE DISTANCE OF 2X FASTENER DIAMETER. SPECIFICATIONS MUST BE BASED ON LONGEST ACTUAL SPAN.
12.EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 23. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHERAS PER IBC SECTION
1403.2(WALLS)AND/OR 1503(ROOFS),WHICHEVER IS MORE APPROPRIATE.
13. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN
THE FIRST INTERIOR POST.(EXCEPT FOR FULL STRENGTH SPLICES)FULL STRENGTH SPLICES 24. AT LEAST ONE HORIZONTAL DIMENSION OF THE COVER(PROJECTION OR WIDTH)SHALL BE
(DETAILS U,AND X)MAY BE LOCATED ANYWHERE. LESS THAN 30'
14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC-ESR 1730,2196 OR GENERAL NOTES FOR LATTICE STRUCTURES:
EQUIVALENT AND USE HEADS W/DIAMETERS EQUAL TO #8=&",#10=8",#12=H"AND#14=j"OR (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-2012 AND LT01-2012 THRU LT03-2012.)
STEEL WASHERS OF SIMILAR DIAMETER AND AS PER GENERAL NOTE#11 1. SEE GENERAL NOTE#3 FOR LIVE AND SNOW LOADS.
15. STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIONAL ENGINEERING 2• NOTE INTENTIONALLY LEFT BLANK.
ANALYSIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY.
3. SINGLE SPAN ATTACHED LATTICE STRUCTURES THAT DO NOT USE TAIL L29 MUST COMPLY
16.ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION WITH TABLE L1 AND L2 ON SHEET M5.
#2 IN IBC SECTION 1505.2.
17.STRUCTURES MAY BE ATTACHED TO SAVE OVERHANGS PER SCHEDULE.
18.WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS(OTHER THAN
STAINLESS,ALUMINIZED OR GALVANIZED STEEL)OR ABSORBENT BUILDING MATERIALS,LIKELY 55t0 ENG
TO BE CONTINUOUSLY OR INTERMITTENTLY WET,THE FAYING SURFACES SHALL BE PAINTED OR
OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I-A 07
SECTION 6.7. C 8139
19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK,THE MAXIMUM 6/30/201
DEAD LOAD+LIVE LOAD FROM THE PATIO COVER IS 750 LBS AND THE POST SPACING SHALL NOT F *
EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB.THE MAXIMUM CONNECTION Sp CIVIL
UPLIFTLOAD IS 1162 LBS FOR 115 MPH EXP C WIND SPEED.CONNECTIONS ARE FOR MAXIMUM 1y0fESS10 9 f CAUf 022015
PATIO ROOF HEIGHTS OF 12 FT FROM GRADE.THE EXISTING DECK STRUCTURE MUST BE
ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS.THE STRUCTURAL ADEQUACY OF THE DECK .PO c$
TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING m
AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL L13, N12 ORAL. CONSTRUCTION OUTSIDE 8_ er�max 28921 U5 Hwy74
OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. * * 2,92, CA 92585
EXTERIOR HOME PRODUCTS
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ICC ESR1398(2012 IBC)9/29/2013 Page 3 of 66 OCT 02 2013 NONE NAME
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ICC ESR1398(20121BC)9/29/2013 Page 5 of 66 OCT 02 2013
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SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES FOR HIGH WINDS gOFES"t(O
2.5"x6"Super Six(Single Span)DetaiL N3,A 3.5'h12"Super 12 Single Span Detail D 2.5"x 12"Mark X Single Span)Detail B ZW Flat Panel(Single Span)Detail N2,C 91 8 e PU
Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Am q9 ducts ,Zco
Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C
(psi) (In) 140 120 130 140 (pat) (In) 1 140 120 130 140 (PSO pn) 1 140 120 130 140 ( sq (n) 140 1 120 130 140 om A 92 85 1 S
10 0.018 8'-0" T-11" 7'4" SLT 1a 0.018 10'-8" 10.6" 7'-1" 6'-6" 10 0.018 8'-5" 6'4" 5-10" 5'S" 10 0.018 81-6" 8.6" 7'-10" -r . 681 9 -,
LIVE 0.024 12'3' '12'-1" it'-2" 8'5" LIVE 0.024 11'-11" 11'-11" 1V-2" 10'-10" LIVE 0.024 a-&' e'3" 7'-8" T-1" LIVE 0.024 11'-T 11'-7" 10'-10" 10'-7" artP P.
0.032 IVA" 14'-11" 13'S" 1Z-8" 0.032 14'-0" 14'-V' 13'-1" 12'-9" 0.032 12'-0" 12'-0" 11'-5" 10'-10" 0.032 17-9" 1Y-9" 12'3" 17-0" 1 '
0.036 15'-10" 15'-10" 15'-0" 13!40" 0.036 15'-0" 1SLO" 14'-0" 13'-T' 0.036 1 12-5" 12!5" 11'-11" 11'-2" 0.036 13LT' 13'$" 17-8" 12-5" i� 6 9 VA 2 037 * C
20 0.018 8'-0" T-11" T-0" 8.9" 20 0.018 8'-6" 6'-W 6'-W V-4" 20 0.018 6'-3" V-S" 5'-10" 5'-5- 20 0.018 7'-0" T-6" 7'-2' T-10" ) P CAL -
LIVE 0.024 11'-8" 114" 11'-1' 8LS" LIVE 0.024 10'$' V4" 8'-1T 8'-5" LIVE 0.024 V-2" 8'-2" 7'-8" 7'-11" LIVE 0.024 9'-1" 9'-1" 8'.9" 8'-3" c
0.032 14'-1" 13'-10" IT-T 12'-B" 0.032 17-4" 12'-11' 1V-9" 111-3" 0.032 11-o" tD'-10" IOL8" 9'-2' 0.032 11'a" 11'-T' n'•a" 1r-o" o C OCT 02 2013
0.036 14'3" 14LT 14'-7' 13'-9" 0.036 IT-W 12'-11" 12'T' 12'-O" 0.036 it'S" 11'-r 11'-1" 10'-7" 0.036 12'4' 12-0" 11L10" ITS" MU IBUTARY WDTH AND#10 SCREWS
25 0.018 W-O" T-11" T-4" 8'-9" 25 0.018 6'-6" V-3" 5-9" 5'-4" 25 0.018 6'-3" 6'-1" 5'-10" 5'-5" 25 0.018 T-6' 74" 7-1" 6'-1O" FO PAN EAGER COMBINATIONS Table 4.9
0.024 11'-0" 11'-0" 10'-10" V-5" 0.024 9'4" 9'-2" 8'S" V-V' 0.024 8'-2" SLO" 7'-8" T-1" 0.024 9'-1" V-11" 8'-T' V-3" Panel#of#10 screws PER FOOT to attach anel to header
0.032 13LIV 13LIO" 13'-3" 12'-B" 0.032 17-1" 12'-1" 11-6" 11'-W 0.032 1d-1D" 10'-10' 10'-0" 9'-2" 0.032 11'-T 11'-T' 1t'-2" 11'-0" Headers Gauge 1 1 2 1 3 2 I 3 4 2 3 4 6
0.036 14'S" 14'S' 13'-11" 13'-9" 0.036 17-11" 12'-11" 173" 12'-O" 0.036 1V3" 1ILW 10'-10" 10'-7" 0.036 17-0" 17-O" 11'4" 11'S" in 115 mph Exp B 116 mph Exp C 140 mph cx C
30 0.018 W-O" TA I' 7'-4" 6'-9" 30 0.018 6'-0" V-91 5'4" 01S" 30 0,018 61-T SLIT, 5'-8" 5LS" 30 0.018 7.2" T-l" V-10" B'-7" Dble 2x6.625 0.018 7 6'
0.024 10'-10' 10'-10" 9'<" V-5" 0.024 V-11" 8L9" 8'9' T-11" 0.024 T-10" 7'3" TS" T-1" 0.024 BLT 8'-T e'-3" OLT RF Fascia 0.018 T 6' MAX V MAX MAX 3' MAX MAX M
0.032 13LT 13'3" 12'-9" 12'.5" 0.032 1ILW 11.6" 11'-0" 10'-9" 0.032 10'S" 1V4' T-2" B'-10" 0.032 1V-2" 11.T 10'-10' 10'-9" 3x8 0.018 3' fl' V 4' T 9' 3' 4' G. M
0.036 13LI1" 13-11" 13'41" 1T.3" 0.036 12'-3" 173" 11.9' 11'S" 0.036 10'-10" 10'-10" 10'-5" V-1" 0.036 1V-S" 1V.8" 11'-3" 1ILT' All Others 0.018 3' 6' 9' 4' T 9' 3' 4' 6' MAX
40 0.018 7'-7" 7'-T' T-3" OLO" 40 0.018 0'-0" V-Y' 0'-0" 0'-0" 40 0.018 V-7" T-T V-4" 0'-0" 40 0.018 8'-8" SLS" 6'4" OLT Dble 2x6.625 0.024 4' 8' IT V V IT 4' V 8' M
AX
0,024 9'-3" 9'-3" B'S" T-V` 0.024 8'3' 8'-3" 7'-5" O'-0" 0.024 T-3" T-3" 6'-11" OLO" 0.024 B'--1" 8'-1" 7'S" 0'-0" RF Fascia 0.024 4' MAX MAX 6' MAX 4 MAX MAX MAX
0.032 12'-2" 12'-2" 11'•9' 11'-7" 0.032 IOLW 10'-8" 9'4' 0'-0" 0.032 SLO" 9'-0" 8'-T 0'-0" 0.032 10'-T 10'-7" 9'-6" 0'4" 3x8 0.024 4' 8' 12' 6' 9' 12' 4' 6' 8' MAX
0.036 13'-0" 1T-O" 12'S" 12'-4- 0.036 1113" 111113" 10'-10" 1013" 0.038 OLT W-3" SLIO" 0'-0" 0.036 11'-0" 11'-0" 10W5" 10'-7" All Others 0.024 4' 8' IT 6' 9' 12' 4' 6' 8' MAX
60 0.018 0'-0" 0'-0" 0'-0" 0'-0" 60 0.018 0'-0" 0'-0" 0'-D" 0'-0" 60 0.018 0'-0" 0'-0" OLVI 0'-0" 60 0.018 0'-0^ 0'-0" 0'-0" 0'-0" Dble 2x6.625 0.032 4' 9' 13' 6' 10' 13' 4' 6' 9' 13'
0.024 0'-0" 0'-9" 0'-0" 0'-0" O.D24 0'-0" 0'•0' 0'-0" 0'-0" 0.024 0'-0" 0'-0" 0'-0" 0'-0" 0.024 O'-0" V-O" 0'-0" 01-V RF Fascia 0.032 5' MAX MAX T MAX MAX 5' MAX MAX MAX
0.032 0'-O" 0'-0" V-O" 0'-O" 0.032 0'-0" 0'-0" 0'-0" OLO" 0.032 V-0' OLD" OLO" OLD" 0.032 0'-0" 0'S" 0'-D" 0'-0" 3x8 0.0
32 6' 11' MAX B' 12' MAX 5' 8' 11' MAX
0.036 0'-0" 0'-0" 0'-0" 0'-0" 0.036 0'S" 0'-0" 0'-0" 0'•0" 0.096 0'-0" 0'•D" 0'-0" 0'S" 0.036 D'-D" D'-0" 0'-0" 0'-0" All Others 0.032 8' 11' MAX 8' 12' MAX 5' 8' 11' MAX
TABLE 4.11 TABLE 4.12 TABLE 4.13 TABLE 4.14 Dbla 2x6.625 0.036 4' 9' 13' 6' 10' 13' 4' 6' 9' 13'
SINGLE SPAN TABLES NOTE:PANELS MAY OVERHANG 25%"OF THEIR CLEARSPAN RF Fascia 0.036 5' MAX MAX 7' 5' 7' MAX MAX
2.5"x6"Su er Six(Mullispan Detail N3,A 3.5"xi2"Super 12 Mullispan)Detail D 2.5"x 12"Mark X(Multispan)Detail B 2"x6"Flat Panel ulds n Detail N2,C 3x8 0.036 6' IT MAX 8' Ti :3MAX 6' 8' 11' MAX
Ground Panel Wrid Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wnd Speed and Exposure All Others 0.036 6' 12, MAX 9' 13' 12' MAX
Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C
(p (in) 140 1 120 130 140 (PSI) (in) 140 1 120 130 140 (ps0 in 140 120 130 140 si) In 140 120 130 140 'MAX'means the maximum possible tributary width
10 0.018 8L7" 8'-7" W-O" 7'-9" 10 0.018 6'-1" 6'4" W-V' 6-2" 10 0.018 6'-8" 6'-8" 6'-3" 6'•0" 10 0.016 9'-T 9'-7" 9'-0" 9'-11" Minimum number of screws is on per panel
LIVE 0.024 10'-7" 10'-T' 9'-t t" 8'-8" LIVE 0.024 8'-B" 8'3" T-9" 7'-5" LIVE 0.024 8'-10" 8'-10" 8'-3" 8'-0" LIVE 0.024 11'-T 11'-T 10'-10" 11'-11" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS
0.032 13'.0" 13'-0" 12-2" 11'-10" 0.032 12'-3" 12'-3" 11'-7' 10'-9" 0.032 11'-1" 11=1" 10'4" 10'-1" 0.032 12'-9" 12-9" IZ-V' 13'-1" FOR PANELMEADER COMBINATIONS Table 4.10
0.036 14'-2" 14'-7' 13'3" 12'-10" 0.036 13'-10" 13-10" 17-8" 12'LT 0.038 11'-5" 11'B' 10'3" 10'-0" 0.036 13'3" 13'3" 173" 13'-7" Panel#of#14 acrews PER FDOT to attach panel to header
20 0.018 TS" T4" 7'-7' 6'-10" 20 0.018 3-11" T-11" 3'-B" 3'3" 20 0.018 V-10" V-8" V-6" 5'-3" 20 0.018 8'S" 8'3" 81S' 0'S" Headers Gauge 1 2 1 I 2 1 3 1 I 2 I 3 ( 4
LIVE 0.024 9-4" 9Ll" V-10" 8'- ' LIVE 0.024 7'-1" 6L10" W-8" 6'-0" LIVE 0.024 T-9" T-T T-4" T-T LIVE 0.024 IV-&' 10'-0" 9'-9" 10'3" rm) 115 m h Exp B 115 m h Exp C 140 mph Exp C
0.032 11'-6" 1V-2" IV-11" 10'-5" 0.032 10'4" 9'-11" 9-7" 8'-11" 0.032 9L9" 9'S" SLT 8'-10" 0.032 11'4" 11'-T' 1T4" 11-9" Dble 2x6.625 0.0111 4' 8' 12' 3' 8' V 2' N 6' 8'
0.036 12'-W 12'-2" 11'-11- 11'4" 0.036 11'-9" 11'4" 11,0" 10'-3" 0.036 10'-1" 9'-10" 9'-7" 9'-1" 0.036 12'-3" 12'-0' 11'-ill" 12'-3" RF Fascia g.018 4' MAX MAX 3' MAX MAX 2' 4' MAX
25 0.018 7'4" T-4" T-0" V-10" 25 0.018 3'-11" T-9" T-9- T- ' 25 0.018 5'-8" 5'-B" 5'-4" 5'3" 25 0.018 BLV 8'-3" 7'-10" 8'-6" 3x8 0.018 4' 8' IT 3' 6' 8' 2' 4' V B.
0.024 9'-1" 9L1" W-8" 8'-V' 0.024 V-10" 6'-10" 6'3" V. '. 0.024 T-7" T-7" T-2" T-O" 0.024 1T-0" 10'-0" 9'-6' 10'-3" All Others 0.018 4' 8' 12' 3' V 8' 7 4' 6' 8'
0.032 11'-2" 11'-2" 10'3" 105" 0.032 9'-11" 9'-11" 9'-3' 8'-11" 0.032 S'-0" V-6" 9'•0" 8'-10" 0.032 11'-7" 11.7" 11'-2" 11ILS" Dble 2x6.625 0.024 5' IV MAX 4' T 11' V S' 8' 10,
0.036 12'-2" 17-7 11LT' 11'4" 0.036 1114" 11,4" 10'-T 10 11 0.036 9'-10" V-10" 9'4" Y-1- 0,036 17-0" 17-0" 11'-8" 173" RF Fascia 0.024 S MAX MAX4' MAX MAX3' S' MAX MAX
30 0.018 T-0" 7LO" 6'3" 6'-6" 30 0.018 3'-8" TS" 3'.3" 3'-1" 30 0.018 5'4" 5'4" V-T 4'-5" 30 0.018 TAW T-10" 7'-8" SLOr 3x8 0.024 T 10' MAX 4' T 11' 3' S. 8' 10'
0.024 8!-B" SLW 8'-V' 8'-1" 0.024 6'3" 6'-3" 5'-10" 5'-T 0.024 7'2" 7'-T 6'-10" 6'S" 0.024 T-W' 9'S" 9-1" VS" All Others 0.024 V 10' MAX 4' 7' it' 3' 5' V to,
0.032 10'3" 10'3" IOLV' 10'-0" 0.032 9'3" 9'3" 8'-8" 8'S" 0.032 9'-0" 9'-0" 8'-8" 81b" 0.032 11'-2" 11'-2" 10L10" 11'4" Dble 2x6.625 0.032 V 17 MAX 4' e' IT 3' V V 11'
0.036 11'-7" 11'-T 11'-1" 10'-10" 0.036 10'-T 10'-T 10'-0" 9'3" 0.036 9'4" 9'4" 8'-11" 8'•8" 0.036 11'S" 11'$" 11'3" 11'-10" RF Fascia 0.032 6' MAX MAX 5' MAX MAX 3' 6' MAX MAX
40 0.018 V4" 04" B'-1" 6'-0" 40 0,018 T-2" T-2" Y-11" V-V- 40 0.018 4'-6" 4'S" 4'-3" V-0" 40 0.018 7'-2" 7'-2" 6'-11" 7'-4- 3x8 0.032 7' 14' 5' 10' 15' V 7' 10' 13'
0.024 7'-11' 7'-11" T-T TS" 0.024 TS" 6S" 414" 0'-0" 0.024 B'-7" 6L7" 6'4" W. 0.024 V-9" BLS" V-5" B'-11" All Others 0.032 T 14' S 1 IV 15' T 7' 1 10' Is-
0.032 9'-9" SLY' 9'-5" 9.3" 0.032 8LT 8'-2" T-8" T-6" 0.032 SLW e'3" T-11" T-10" 0.032 1V-7" IOL7" 10'3" 10'-9" Dble 2x6.625 0.036 6' 12' MAX 4' 8' 13' 3' 6' V 11'
0.036 IV-B" 1V-8" 1a.-3" 10 1. 0.038 9'S" 9'S" 8'-11" 8'-8" 0.036 8'S" 8'S" 8'-2" B'-1" 0.036 11'-0" 11LV' 10'-9" 11'-2" RF Fascia 0.036 V MAX MAX 5' MAX MAX 3' 6' MAX MAX
60 0.018 V-0" V-U' V4" 0'-0" 60 0.018 0'-0" 0'41" d-0" 0'-0" 80 0.018 0'-0" 0'-0" 0'-9" 0'-0" 80 0.018 0'-0" 0'-0" 0'-0" 614" 3x8 0.03E 8' MAXMAX 4' T 11' MAX
0.024 Y-O" OLO" 0'-0" 0'-0" 0.024 0'-0" 0'-0" 0'-0" 0'-0" 0.024 0'-0" 0'-0" 0'-0" 0'-D" 0.024 0'-0" V-O" V-O" 7'-8" All Others 0.036 B' MAX 6' 11' 4' 8' 11' M
AX
0.032 0'-0" 0'-0" 0'-0" 0-0" 0.032 0'-0" 0'•0" 0'-0" 0'-0" 0.032 0'-0" 0'-0" 0'-0" 0-0 0.032 0.032 0'•0" 0'-0" 0'-0"
0.036 O'-0" 0'-0" 0'-0" 0'0" 0.036 0'-0" 0'-0" 0'-0" 0'-0" 0.036 0'V D'-0" 0'-0" P•0" 0.036 OLVI 0'-0" 0'-0"
[CC ESR1398(2012 1IA9'910013 TABLE 4.16 page 2g&V4.17 TABLE 4.18
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TABLE5.1 Attached Freestanding or Attached Freestanding or Attached Freastandingur TABLE"I Attached Frenlarlding or Atlached Fmeslanding or Attached Freestanding ar
Structure Mullispan Units Structure Mullispan Units Structure Mullispan Units SVuclure Multiman Units SBuclure Muilispen Units Structure Mullispan lM4s
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LIVE 1.5 10'-T A T-T B M 21 26 2) 11'd D 23 27 28 30 16.5' C 23 211 26 2B 3S 41Y A 6--2' B 16 21 II 0 6J' D IQ D 21 ss I r-r D 16 22 RI 25
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ONLY 4.5 T-11- A 6.5- B 21 23 IS 26 t0-r 0 N 26 IT 26 IFT D N 25 2T 28 4.5 ]'-Y A 4'J' B 16 20 21 22 T-0- E 19 22 23 25 ES O 19 22 23 24
5 T-0' A 6-0' B 21 23 25 26 94- D 25 25 27 28 0'S D 24 25 26 Ia 5 7-I1- A T-91- B 16 2B 21 M 6-
7 E 20 22 M 24 F-T E 19 21 21 24
60 -11 A 5'-T B 21 23 24 25 V- D IS 25 27 28 6-1- D 21 25 M 28 6 Y-T A Y2• B 17 19 21 E 6-Y E N 21 22 24 5'-ff E 19 21 22 24
6 S'-11' A 5'J' B II 22 M 23 0'�1' D u u 26 26 TJ' D 25 25 26 9 8 2S A Yi' C 17 19 20 22 5'-9' E 20 21 23 21 3'S' E 19 21 22 2]
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7 T'I- A 4•J- B 22 II 21 25 T-T E 26 26 M 27 T-0• D 25 2S 25 27 T Y4- A 2'-11- O 17 19 20 21 5'-Y E 20 21 22 I3 4'-11- E 20 20 22 23
7.5 Y-r A 1-5• B M E 23 25 T'-Y E M 26 25 2T 6'J' D 25 25 25 2I 7.5 1'11• A 2'-9• C 17 16 20 21 Y-IT E 20 w 22 M 4'-r E 20 28 22 Its
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8.5 1'-Y A Y-V a II II 23 24 6J• E 26 25 26 27 6-Y 0 26 N 26 26 8.6 159• A YE' C 17 18 19 21 4'S E 20 20 21 23 1'-r E 20 A 21 II
9 Y-I1' A 3'-10• B II 22 23 24 6'-r E 27 2T 2I 27 6-G E 26 26 26 M 115MPHEUNDSIAEC wI30 MPXEXPO6rAEB
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TPBlE62 PROJECHONGMBWMYMTHS FOR SINGLE SPAN
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a 1'-Y A 4'-T B 20 20 21 23 IV E 24 24 IA Is 6-11- D 23 w23 IS4' 4S' S' 5.5' 6 ES T Is 6' as E 9S 16 10S I1' 11.9
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9 ]'-T A 4•-Y a 29 20 21 22 6-"" E 24 21 24 25 E's D Zl 21 24 24 1. w. Na Na Ne Na Na Na r as 9' 9S IV 10.5' IV Ifs 1Y 'Is
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Is 3 1nc A 6•-4• A 2D 25 an 29 IT-r C ss 27 29 so ll's a 22 N a30 TABLE 5.3 Pont Requirements TABLE 5.4 Post Requlrementsfor
35 6J- A Tr 9 20 24 A 27 11'J" 0 23 n 28 a0 10'r c 23 26 a 29 for Attached Single 5panStructures, Finastanding SDuch mor Mul§W=Attach 5 CWms
4 Ill A 6-11" B 21 24 IS 27 16J- D 24 25 0 In W c 23 26 27 29 Post Description Man I PO•S D9leil Post Description Mamml POST
45 IT A 6-r a 21 23 25 26 IVA 0 24 2s a Is D 24 25 27 26 Hot Code r4
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5 619' A E-w 9 21 23 25 I6 Tom- D 25 25 111 28 6J- 0 24 25 26 N TWtr10.060'k1.Sxl.S'SCmll 9 A AC 0.041'50)0'Steel Clmar d= 2G 9 B N11,AH
SS S-Y A T-T B 21 M 24 26 W-10' D 25 3a 27 28 6-1. D 24 25 IS 2a 0.0429050'Alurnnlan Post 10' B Mf0 CDOWXOSleel Clom d= B B N11,AH
6 5•-B• A 5'-3• B 22 22 24 25 D Is I5 N a5 Ir D Is 25 26 9 O.O24'YY5alPostwiffiSidepIat 1T B NI6,BR 3/76505X SteelSquare d= lV1 E N77,AG
65 6n- A 4'-11- a II n 24 25 Tr E 26 Is M 27 ri D I5 I5 26 27 Clmer0.03O'XT50'Alum 11' C MI.IH 3tI6'X4'S0'SIeoIS utre d= 32" 1 91 F N77,AG
T 4'-m' A 4'-r 3 I2 22 23 25 T-r E Is 26 a6 27 T-r D a 25 25 27 Clo5er0O4Yc3W'Alum 11' D umm 916"x6'SA"Steel Squaws IV 36' 1 1 ' F N17,AG
7.5 1•s A 4's B 22 22 23 ss T-r E 28 25 S 27 a-r D 0 ss 25 27 Colonial 0.052'Eabuded 12 E 3116Y4'Y4'Stee15 = 39' 1 gr F N17,AG
B WY A WJ- B II II 23 24 6'-It- E 25 26 26 N 6-r D 25 25 IS N OA41'50'X3"Steel Clover 11• F m1.AN 3116'S0'S3"Steel S m d= 41" 1 IS' G N17 AG
8.5 V A 1•-r B 22 22 23 24 Wr E 26 26 26 27 6s E an 26 26 I6 ooll-a'w Steal C[T nr 9 G Nll.AH 3116"AW-SleeIs no d= 46" 5' 1 N17,AG
9 T-9• A ]'-10' B II 22 23 24 eJ E 3) 2] 27 Z! Er E M 28 26 I6 3la,4,50"Steal$ in 15 X M7,AG
9S ]'-r q 3'-6• C 22 23 12 N 6'-Y E II 2T Ia 27 S-r E Ib 26 26 I6 3N6'Xf'X4"$Teel$ I7a1B 12' I NIT.AG
10 34" A TS L II II II 21 6J' E 2T 2I In Id 5'-r E I6 26 26 26 3/16'k4'h4"Stan l Square 15' J NI7,A0 bF�SSI�
GENERAL INSTRUCTIONS FOR THESE TABLES 3H675'M"Steel Square m7,AD
1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE S.FOR SINGLE SPAN ATTACHED UNff USE THE POSTSHOW N IN
2.CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE 5.1 AND 5.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT AmorimaA Exterior Mom Products ffTG G/ 'Gy`F (53
3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURESITE FREESTANDING AND MULTISPAN UNRS USE TABLE SA 289121 USHWy74 \ O 2 2
(PATIO UN ITS USE IO PSF MIN,COMMERCIAL UNITS S.FIND THE OIC SPACING ORKOF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Ro=IBnd CA 925B5 6 rj mj
USE20PSFMN) 10.USE THE APPROPRIATE DETAILS(N1-N35 orAAM) -
4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Carl Putnarr6P.E 681 9
ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PA no SLABS FOLLOW I L FROM ABOVE THEN 3441 Wylink Place .k
S.DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR SLAB 7.DETERMINE MAXIMUM POSTSPACOIG ON SLAB FROM TABLE 5.1 Lymbbur%VA 245D3 .613O/ 17
CALCULATE FROM TRIBUTARY DIAGRAM ON SCO2 PAGE 2 OF 2 SLAB 6.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING cad m®putnacomcasLne
6.CHOOSE A HEADER FROM TABLE 5.1 THAT RAS ADEQUATE SLAB 9.FOLLOW 940 FROM ABOVE * r'I t1\P
POST SPACING. SLAB 10.FOR TWO POSTSTRUCT)RES USE TABLE 7.1 ON SHEET Misc3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES
Cp�AF
7. USE THE APPROPRIATE FOOTERSQE SHOWN IN TABLE 5.1 sT,Q CIV)L \Q'
r of OCT 02 2013
]CC ESR1398(2012 IBC)9/29/2013 Page 25 of 66 TUN 02 2015
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TABLE 6.8 Attached Frea1;:,ngor Attached Freestanding or Attached Fwaslanchgor TABLE6.6 Anaeled Freeslantlirgw At rated Freeslantlirgw ABaci Freestanding or
Structure MulUspan Units SOucure Mullapan Units Structure WASP.Units Sbusture Mulbspan Units Structure IMuIIISPSn Units ShuGwa Multispen Units
GRDUND BNa POST POST NAY MAXPO.ST ieTH MAx MAX POSTlEiG1H MAx MA%Pi 13 IG 15'
SNOW 'MOTH SPA N ROST POS) MM NP%PIVi Le Di5' P0.5( MIN OJ MB rNI n115' POS] ON MC Ie1ZL 5'
SNOW YdORI SPACING READ POST MIN 1001ER 0' lY 15 P06I MIN FOpiER 0' 1 fY IS' POST ON FOO]FA 8'
LOAD (Fit ONSIA9 FOR SPACIM POST 013E CONSTRNNEDF SPACIN POST SUE fANSIRNNEO FOD SPAGNO PO57 sfu CON6lRAINm FOO LOAD tFT) ON SLAB FOR 6FACING POST Sure CONSTRIUMED 11.1FR SPAGN POST 93E CONSTRWNFD FOOTE SPAG POSE 0UE CONSTRPJNEDFOOTE
(PSFI (Fn SLAB IFTI TYPE 'd 'd 'd N IFTI TYPE 'S 'd '0• •d (FT TYPE 'd Y -d- -e (PSF) (F0 StAB Im TYPE -e •d 'd Y (F1) TYPE -d V 'd 'd Ft TYPE 'd V 'd •d
PI 0.9 (al f) P) P) P) P) Sn) Bn) art 0.1 O P) 9n) W P) (I Onl fn) P) 11) P1
140MFHE%F43BUREC or 160 MPH EXPOSURE a IIOMPHEXPOI I,
10 5 13'-T A 154- F 35 35 as 21'-Y F 37 37 37 ZV-T F 39 ]9 ]9 30 5 Sd' A i6'-S' F 3p ]0- b ]f 19'd• F 32 32 ll R 2{'S F N N 35 JB
LIVE 5S lTi A 17'E• F 36 36 N 20S F 63 38 30 2VAT F 40 10 40 5.5 5'-Y A 15'-5• F 31 31 31 31 15'.9- F 31 33 33 R UV- G 35 35 35 37
LOAD 6 11W A 16'£ F 36 36 36 19'•10- F 39 39 39 2C-1 F 41 41 41 6 4'A' A 14'q• F 31 31 31 31 1T-10• F 33 33 33 34 YC-T O 36 36 36 31
ONLY 65 tV-F A 15'-0• F at 37 37 19'-0• F 39 39 19 2]'E F 42 42 42 6.5 4'4' A 13'-IT F at 31 31 Ti 1T-1• F 34 34 11 N 2t'-11' G 36 35 M 37
W.8. A tv' F 37 37 37 10•J• F 39 39 39 2Y-I1• G 43 43 43 T 41- A f]'-r F R 32 R 32 184• F ]4 N N N 2P3• O 33 37 37 37
13 W.I. A 14.4' F 37 37 23 tr-7' F 40 40 40 22'-5- G 43 43 43 7.5 3'-9• A IZ. F 32 32 32 R 15'-9• F N N N as 30W G 30 30 N 30
0 0'd' A 1J'-9' F 36 30 ]B 16'-I1- F 40 10 10 21'-11' G N H 44 0 ]'6- q 1S1' F 32 33 II R 15'2- F 3$ 35 JS 35 20'-6' G N 35 N ]0
8.5 8'-0' A IT-V F N a8 38 IF4- F 41 41 41 21'W 0 N N N as 34- A 11'-- F 32 32 32 II IVA- F 35 35 35 35 W.I. G 39 N 35 N
9 TS A 174. F 38 30 35 IT-10. F 41 41 41 2P-1• G 45 45 45 9 3'3' A 1P-P F 12 32 32 32 IV-r F 35 35 35 35 19-0' G 39 39 39 39
9.5 r-r A 1AT F 35 N 30 1Si- F 41 41 41 204- G 48 46 46 95 3'-0• A 10'J• F 33 33 33 33 IN.S. G 35 35 35 35 IRP G 40 40 40 40
10 a-9 A InICI• F 38 N 38 11-11• F Q 42 42 20i• G 46 15 46 10 7-t0' A 194- F A 33 a3 33 1]U• G 36 36 36 N IT4. G 40 40 40 10
10.5 W.S. A V'S F ]9 39 39 IYd• F 42 42 42 20'4• 6 47 47 47 10.5 2'S A 10-0- F 33 W 33 33 tY-11• G W 35 W 36 lF.S. 6 41 41 41 41
11 6'-T A 11•-1- F 30 39 39 11'-1' G 13 12 42 10'a' G 47 47 47 140MPHEXPOSUREC ar lWMPHEY.PoSURE8
11.5 5-11• A 10'3- F 39 39 39 1)'-9' G 42 42 42 19-5• G 46 N 45 a0 5 S-0' A I4'-11' F 13 N 33 33 10'-Y F 35 a5 35 32 tZT G N N N 40
12 51S A 10'.5• F J9 39 39 1R5• G 43 A 43 19-2' G 18 45 48 55 5'S P 14'4
- F 33 33 33 33 1TW F M 36 36 37 2Z-I- G 39 39 39 40
11 0-r A V-10• F 37 37 37 IY-9• F 41 41 N 18'-7• G 46 46 46 6 1'9' P 139' F N N 34 N 1Pd• F 36 M 36 37 21S O 40 4D 40 40
14a MPHEXPOWREII 6.3 IV_
F N 34 N 34 lv' F 37 37 37 A 20-00. G 40 N 40 40
20 5 r-1" A 1P-9• F 31 31 31 31 20-0' F 33 N N 35 2T-0' F 35 35 N N ] 1'-
1 P i1'-1P F N N N N IV=S' F 37 37 37 37 204- G 41 41 41 41
LIVE 55 SS A 1a-9' F II 32 II II 20'-0' F A 33 33 R 204' F 26 N N N ].5 OS A tl'4' F N N N N 11'-5' F A 37 R J) 1CAP G 4 42 12 42
LOA1) 6 FAV A IS'.10' F II II II 32 19'-Y F N 34 34 35 2T' F W N N 37 5 OS A 10'-10' F 35 a5 35 35 IT-11- G N 30 N 35 19'-5' G 42 42 42 N
ONLY 63 5'S A 15'-0• F R 32 32 12 ta'J- F N N N N 2Z-fY 6 37 37 37 31 8.5 ]4- A 10'-5' F R 35 35 N IN-5- G N N 30 38 INA- G 43 43 43 43
] 5'-1. A lw' . F 32 R 32 12 1T-7- F 35 35 35 35 27� 0 N 30 38 St 8 TZ A 10-0• F 35 35 35 a3 1Z-
11' G JB JS ]0 JO 10-0' G O 43 43 43
TS 1'-9' A 1]'41' F 33 N ]] ]] 1W.11. F 35 35 ]S A 21'41V G N 35 38 Y
8 4'-V A 1NA. F a3 33 33 33 t6S• F 35 35 35 a5 21'-5- 6 ]9 39 39 Ne 0.- TABLE62Tr✓MUTAWW..DTN9FOR61NOUMMATTACHEDMUCTURES
85 4'-r A 1Y-2• F 33 33 33 33 IV-9. F 36 36 W ]6 20-It- G 39 39 39 a9 HASIG PROJECHON OF SINGLE SPAN S11rLTORES(FD
9 0-11' A 1Y-1. F N 33 33 33 1SJ• F 36 as as (F 30 36 W-T 0 40 40 40 Q 8' r 0 9' 10' 11' 12' IN IV 15' 1P 1. 1.1a' IT 20 • 2Z
95 3-r A 11W F m N N N 1LA• F 36 N 36 35 20'-2- G 40 40 40 40 0 T as P 4.5 5' SY 0 65 T 7.5' V 8.F 9 0T IV les, 11'
10 0'S A It'-S F N N N N 144' F 37 37 37 37 15-10- G 41 41 41 41 1• 3.5' C 4S 5' 55' 0 6S r T.5 V as 7 9S 10 ION It' 11S'
10.5 34 A 10-N• F N N N N IY-11' G 37 31 37 37 W.S. G Il 41 41 41 2- Nn Na N. Ne Na IIN T 7.5 v &Y Y 9S IV 105• I1' 115' 1Y
11 3'-Y A 10-T F N N N N ❑'S G ]1 ]] J7 3] Ia-3' G 42 43 12 42 S Ne Ne W. W. W. We N8 W. M N0 9.S ID' 10,5' 11' 11.5' IY 13S•
llS ]'-1' A 10'4' F N 34 N N f]'-2• G 31 ]> a7 T? 16'-11• 0 42 41 a2 42 4' Na Ne Ne Ne Ne N4 Nu W. M W. N1 W. W. Ne Ne 12.V IS
140MPHEU` SUREC a1W LAX FXPOSUHEB
0
5 r-I' A 16n' F N N N N f0-Y F M 36 N N 2 -7- F 3a N 36 N TABLE 6.3 Poet Requirements TABLE 6.4 Post Requirements for
LIVE 55 T' A IT-0. F N N N N faJ• F a6 S M N W-10' G 39 39 39 40 for ABached Single SP SWchwas Froosuandmg StmcNns Or MulO6pan Atli hed StNetures
LOAD a 5'41' A IV-2- F N N N N Irs• F 37 37 37 37 a'J• G 40 40 40 40 Post Description Max POST Detail Post Description alumbm Max I POST
ONLY 6s r-5• A 13.5• F 35 35 35 35 IVA. F 37 37 37 37 21. • G 41 N 41 41 Hgl Code Fooling Heigh I Code IDetail it
7 54r A 1rlr F 35 35 35 35 16'-0' F N 38 30 N 21.4' G 41 N 41 N Twin 0.050'k1.5k1.S'Swell 9' A AS 0.041 k3')3"Steel Clover d= 20" 1 9' 1 B N71.AH
7.5 ea• A lzJ F 35 3s 35 35 lvr F 38 26 38 30 2T-r G 42 42 42 Q 0.01Z'KZI re,AulliMare Post 10' B Nan 0.041'k W"Steel Clover on 21" 1 e' I S Nil,AN
a Vs A 11-a• F 36 a8 W 36 11-T F N N 35 N 2d-r G 43 43 43 N 0.02W)G3xT'Posl with Side plat 11' B NIS,BH 3116-X3'k3'Sleet Square d= 29" 1 W I E N17,AG
a's r4V A u•J• F 36 36 a6 N 14•4' F 39 39 39 39 14-9• G 4a 43 43 N QIover0.03d'X3"A3"Alum 11' C N11.AH 3116'k3' $heel Square d= 3Z' I S' I F NIT AG
9 3'-11. A 1P-9- F a6 N 36 N IT.S. G 39 39 39 39 IT.S. G N N N N Clover 0.040k3-:6WAIIM 11' D NTt.M 3%6Y4'k4'Steel S uare d- 35" 1 14' 1 F N17.AG
9.5 T-r A lv5 F N 36 N N 1a4' G 39 ]9 39 39 19-1• G N N N N Colonial 0.062"EXWded 12' E AS 3f16'k4'k4'SteeISquare d= 38' 9' F N17.AG
10 T' A 10-0• F N N a6 N 12-I1' O 4a 40 40 10 lfr9 G 45 45 15 45 D.D41'x3'k3'Sleel Clover 11' F NII.AH 3116'k$51$"Steel$Square 41- 15' G N17 AG
10.5 3'4' A 9'J- F 37 N 37 37 17a' G 40 40 4D 40 ltr • G 45 16 45 45 0.04Tk3'b3'Steel Clover B G ND.AN 3/15kGk6"Steel Squa tl 45 15' 1 NP,AG
11 3'-r A 9-11 F 37 37 37 N IV-3' 0 4D 40 40 40 10'-r G 46 46 N 46 "" 3'k3"$t96IS are is, H NI7.A0
11.5 ]'-1' A 9'-1' F 37 Ji II ]i 11'-t 1' G 4p 40 40 40 1T-10' M 46 f6 16 10 3/16'%3'13"$leel$ UNa 12' I N17,AG q
12 Y-0P A a'•10' F 37 37 N 31 11'-7• G It N 41 41 ITE' H 11 Vr 1] 4] 3I1G.414"$lee$quar0 15' J IN LA OFE`Jo�p
GENERALINSTRUCTiQ SFOH THESE TABLES 31161515"Steel Spuare 15 R NV,AG -Q4
1.CHOOSE FREESTANDING ORATTACHED STRUCTURE 8.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN INO
2 CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE 6.8 AND 6.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT AmedmaX EMedor Home Preducla (�� S GF`5- FCC.
3.DETERMINE WIND AND LIVE OR SNOWLOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 6.4 28M US Hwy 74 SS( ty 121E
(PATIO UNITS USE IO PSF MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING OR it OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 OR TABLE 7.7 Romoland,CA 92505 QQ PU F S] n IT
USE 20PSF MIN) 10.USE THE APPROPRIATE DETAILS(N1-N35 or A-BM)
4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Carl Pulmmn�P.E.
ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN 34411vyUnk Place C68 * 1r
S. DETERMINE TRIBUTARY WIDTH FROM TABLE 62 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lynchburg,VA 24503 II /
CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 SLAB 8.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING cadputnemiecemcast. et
S.CHOOSE A HEADER FROM THATHASADEQUATE SLAB 9.FOLLOW 9.10 FROM ABOVE P.6MO1201
POSTSPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MISC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES
7.USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.8
sing OFCAUFC� OCT 02 2013
ICC ESR1398(2012 IBC)9/29/2013 Page 43 of 66 JUN 02 2015
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DETAIL N30 0.0750 I f 0.37 10 110 mph Exp B 2t'a^ ta•_2^
TYPICAL
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130 mph Exp B is-7.1 10•4e'
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= 0,041' ALUM 110 mph Exp C 14-7•• 10•-4••
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0.875" TYP. �-- 4.043 +tom N 16 2' x 6,5' SIDEPLATES H2O130 mph Exp( T_7"
POSTS MAY BE TRIMMED w/FLEX t3004-H34 ALUM, ALLOY) 140 m h Ex C 9'-10" 6•-7••
STEEL "C"- CHANNEL HEADER
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OCT 02 2013 BEJ/CP
NTS omponen a ConnectionDetails
[CC ESR1398(2012 IBC)9129/2013 Page 45 of 66 for New oat Patio Structures
Engineers Stamp .NP02-2012
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OCT 02 2013 NTS om0po New oh Patio Connection Details
ICC ESR1396(2012 IBC)9l29/2013 Page 47 of 66 Engineer's Stamp 'NPO4-2012 1 4 of 4
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7.0 CONCRETE FOOTING OPTIONS
CONVERSION TO SQUARE TOP FOOTING SITE SPECIFIC FOOTING TABLE
For Single Span Attached for SINGLE SPAN Attached Structures
EQUIVALENT FOOTINGS FOR Footings Only Wind Condition Lattice
FREESTAND AND ATTACHED Footing Depth Trib 115 mph 115 mph 140 mph Trib Existing Residence011
c DIAMETER OF 18" 24" 30" 36" Area Exp B Exp C Exp C Area
_ CIRCULAR d(in) Required Side of Square FootingF.ft) Required A"of Footing(in) (sq ft)
W2 Z c FOOTINGS(IN) 20" 21" 18" 16" 15" 15 15" 17" 20" 25
12" 18" 24" 21" 23" 20" 18" 16" 20 17" 19" 21" 33 Panel Spa 1/2 OF PANEL SPAN
o 0 22" 24" 21" 19" 17" 25 18" 20" 23" 42
Z 0 O O ----------"------------- ---��
DEPTH OF 23" 26" 23" 20" 18" 30 19" 21" 26' 50 I I
v 2 z a CIRCULAR 24" 28" 24" 21" 20" 35 20" 23" 26" 58 Corner Trib Area I Trib Area for 1 1/2 OF PANEL SPAN
FOOTINGS(IN) 25" 29" 26" 23" 21" 40 21" 24" 27" 67 1 Middle Post I
14" 17" 24" 14" 14" 26" 31" 27" 24" 22" 45 22" 25" 28" 75 1 1
15" 18" 30" 15" 15" 27" 33" 29" 26" 23" 50 23" 25" 29" 83 In
16" 19" 36" 16" 16" 28" 35" 30" 27" 25" 55 23" 26" 30" 92 Post Spacing Panel
17" 21" 43" 19" 17" 29" 37" 32" 29" 26" 60 24" 27" 31' 100 I I wOverhang
18" 22" 52" 23" 18" 30" 39" 34" 30" 27" 55 25" 28" 32" 108 Figure
19" 23" 61" 27" 19" 31" 41" 35" 32" 29" 70 25" 28" 33" 117 Determine Trib Area from Figure 1
20' 24" n1a 31" 20" 32" 43" 37" 33" 30" 80 26" 30" 34" 133
21" 26" n/a 36" 21" 33" 45" 39" 35" 32" s0 27" 31" 35" 150 INSTRUCTIONS TO USE TABLE 7.10
22" 27" n/a 42" 24" M., 47" 40" 36" 33" 100 28" 32" 37" 167 1.TABLE IS FOR SINGLE SPAN ATTACHED UNITS ONLY
23" 28" n/a 48" 27 35" 49" 42" 38" 35" 110 29" 33" 38" 183 2. DETERMINE ACTUAL TRIBUTARY AREA
24" 30" n/a 54" 31" 36" 51" 44" 39' 36" 120 30" 34" 39" 200 FOR MIDDLE POSTS THIS IS:
25" 31" We 61" 35" 37" 53" 46" 41" 38" 130 31" 35" 40" 217 TRIB WIDTH x POST SPACING
26" 32" n/a 69" 39" 38" 55" 48" 43" 39" 140 32" W, 41" 233 FOR END POSTS THIS IS:
2T' 34" n/a 77" 44" 39" 57" 50" 44" 41" 150 33" 37" 42" 250 (OVERHANG+HALF OF POST SPACING)x TRIB WIDTH 0' 2015
28" 35" n1a 86" 49" 40" 60" 52" 46" 42" 160 33" 3T' 43" 267 3.DETERMINE FOOTING SIZE FOR WIND CONDITION
29" 36" n/a n/a 54" 41" N/A 54" 48" 44" 170 M. 38" 44" 283 4. FOR LATTICE USE LAST COLUMN FOR TRIB AREA
30" 38" n/a n/a 60" 42" N/A 56" 50" 45" 180 35" 39" 45" 300
31" 39" n/a n/a 66" 43" N/A 58" 51" 47" 190 35" 40" 45" 317 2r`` P UT�, �FP
32" 40" n/a n/a 72" 44" N/A 60" 53" 49" 200 36" 40" 46" 333 Amerlmax Exterior Home Products
33" 42" n/a n/a 79" 45" N/A N/A 55" 50" 210 36 41" 47" 350 28921 US Hwy 74 t C
34" 1 43" 1 n!a n/a 87" 46" N/A N/A 57" 52" 220 37" 42" 48" 367 Romoland,CA 92585 I
TABLE 7.8 4T' N/A N/A 59" 54" 230 38" 42" 48" 383
48" NIA N/A NIA 55" 1 240 1 38" 1 43" 1 49" 1 400 Q�OFESSI
49" WA N/A N!A 57" TABLE 7.10
50" N/A N/A N/A 59" �/''r y 9 F L4
TABLE 7.9 m
Carl Putnam,P.E. 8 3 Misc4-2012
3441 Ivylink Place * 1
Lynchburg,VA 24503 Cl
CALtF� .
OCT 02 2013
]CC ESR1398(20121BC)9/29/2013 Page 61 of 66
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7.0 Requirements for Surface Mounted Posts on Concrete Slabs or Footings for Sigle Span Attached Lattice Structures
REQUIRED NUMBER OF POSTS FOR SINGLE SPAN LATTICE UNITS WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS Seismic Size Requirements
Table L1 c: Use this table for the following headers Table Ltd: Use this table for the following headers Table 1-2c Table Ltd
Moment Frame C=536 Ibf ft Moment Frame D=793 Ibf`ft Moment Frame C Moment Frame D
Post Height(@) Post Height(It) Size size
Required 8' 9' 10' 11' 12' 8' 9' 10' 11' 12' FRequire 8' 9' 10' 11' 12' V 9' 10' 11' 12' Ss Allowed Ss Allowed
Wind Number Wlnd Exposure B Wind Exposure C Wind Wind Exposure B Wind Exposure C cubic feet cubic feet
Speed of Posts MAXIMUM TRIBUTARY WIDTH ALLOWED Speeds MAXIMUM TRIBUTARY WIDTH ALLOWED 20% 2301 20% 3404
110 mph 2 or 3 11.6 9.5' 8' 6.5' 5' 7' 5.5' 4' 3' T 110 mph 2 or 3 15' 15' 13' 11' 9.5 11.6 9.T 7.5' 6' 5' 30% 1534 30% 2269
4 15' 15' 13.6 11.6 9.5' 11.5' 9.5' 8' 6.5' 5' 4 15' 15' 15' 15' 15' 16 16 13' 11' 9.5' 40% 1150 _ 40% 1702
5 15, 16 15, 15' 14.6 16 13.6 11.6 10' 8' 5 16 15' 15' 15' 15' 16 16 15' 15' 14' 50% 1052 50% 1556 22015
6 15' 16 15, 16 16 16 15' 15' 13' 11.5' 6 16 15' 15' 15' 15' 15 16 15' 16 16 60°A 877 60% 1297
7 16 15, 15, 16 16 15' 15' 15' 15' 14.5' 7 15' 15, 15, 15, 16 15, 15, 15, 15, 19 70% 751 70% 1112 t L fN
115 mph 2 or 3 10.5' 8.5' 7' 5.5' 4.5' 6' 4.5' 3.5' 2.V 1.5' 115 mph 2 or 3 15' 14' 11.5 10' 8.6 10' 8.5' 6.5' 5.6 4' 80% 767 80% 1135
4 15, 14' 12' 19 8.5' 10.6 8.5 7' 5.5' 4.5' 4 15' 15' 15' 16 14.6 16 14' 12' 10' 8.5' 90% 682 90% 1009 O 1
5 15, 15 15' 14.5 .12.5 14.6 12.5' 10.5' 8.5' T 5 15' 15' 15' 15' 15' 16 16 15' 14.5' 12.5 1009/6 614 100% 908
6 15, 15' 15' 15, 15, 15' 15, 13.6 11.& 10, 6 15' 15' 15' 15' 15' 16 15' 15' 15' 15' 110°A 608 110% 900 9
7 16 16 16 is 15' 16 16 15 16 13' 7 15' 15' 15' 15' 15' 15' 15' 15' 15' 15' 120% 568 120% 825 ,7
130 mph 2 or3 7.5' 6' 4.5' 3.5' 2.6 4' 3' 2' 1' 0' 130 mph 2 or3 12.5' 10' 8.5' 7' 5.5' 7.5' 6' 4.5' 3.6 2.5' 130% 566 130% 838
4 12.5' 10.5' 8.5 7' 5.5' TIT 6' 4.5' 3.5' 2.5' 4 16 15' 14.5 12.6 10.6 12.5 10.5 8.6 7' 5.V 140% 526 140% 778
5 15' 15' 12.5' 10.5' 9' 11' 9' 7.5 6' 4.5' 5 16' 16 15' 15' 15' 15' 14.5' 12.5 10.6 9' 150% 491 150% 726 P
6 15, 15' 15' 14.5 125' 14.5' 12' 10' 8.5' 7' 6 16 15' 15' 15' 15' 16 15' 16 14' 1T O
7 15' 15, 15' 15' 15' 15' 15' 12.6 11' 9' 7 15' 15' 15' 15' 15' 15' 15' 15' 15' 15' Directions for using Seismic Table 1.2a,1-2b,1-2c or Ltd
140 mph 2 or 3 6' 4.5 3.5' 2.5' 1.5' 3' 2' 1' 0.5' V 140 mph 2 or 3 10' 8.5' 7' 5.5' 4' V 4.5' 3.5' 2.5' 1.5' 1. Determine Tributary width FE 81
4 10.6 8.6 7' 5.5' 4.9 6' 4.5' 3.F 2.5' 1.5' 4 15, 14' 12' 10' 8.5 10.5' 8.5' 7' 5.5' 4.5' 2. Determine width of structure Q� 0-
5 15' 12.5 10.5' 8.5' T 9' 7.5' 6' 4.5' 3.5' 5 15' 19 16 14.5 12.6 14.5 12' 10.5 8.5' 7' 3. Determine height of structure
6 15' 15' 14' 12' 10' 12' 10' 8' 6.5' 5.5' 6 15' 15' 15' 15' 15' 15' 15' 13.5 11.5' 10' 4. Determine number of posts structure has
7 15' 15' 15' 15' 13' 15' 12.6 10.5 9' 7.6 7 15' 15' 15' 15' 15' 16 15' - 15' 15' 13' 5. Determine Ss for your area(conta< r�
150 mph 2 or 3 5' 3.5' 2.5' 1.5' 1 2.5' 1.5' 0.5' 0' 0' 150 mph 2 or 3 8.5' 7' 5.5' 4' 3' S' 3.5' 2.5' 1.5' 0.5' your local building department)" J - 8
4 8.5' T 5.5' 4.5' 3.5' 5' 3.5' 2.5' 1.5' 1' 4 14' 12' 10' 8.T T 8.5' 7' 5.F 4.6 3' 6. Choose Table L2ad based on the header # ,(
5 12.6 10.6 8.5' 7' 5.5' 7.5' 6' 4.5' 3.6 2.5' 5 15' 15' 14.5' 12.5' 10.5' 12.6 10.6 8.5' 7' 5.5' 7. Determine the maximum size allowed on the art
6 16 13.5' 11.6 10' 8' 10' 8' 6.5' 5.5' 4' 6 15' 15' 16 15' 14' 16 13.5 11.5' 9.5' 8' 8. Multiply#1,#2 and#3 and divide by#4`"""" C
7 15' 15' 14.6 12.5' 10.6 12.5' 10.5' 8.5' 7' 6' 7 15' 15' 15' 15' 15' 16 15' 14.5' 12.5' 10.5' 9. If#8 is lower than#7 the structure is OK for is CALl4
170 mph 2 or 3 3.5' 2' 1.5' 0.5' 0' 1.5' 0.5' 0' 0' V 170 mph 2 or 3 6 4.5' 3.6 2.5' 1.6 3' 2' 1' 0.5' 0' 10. If your Ss is over 150%use 150%
4 6' 5' 3.5' 2.5' 1.5' 3.5' 2' 1.6 0.6 0' 4 10.5' 8.5' 7' 5.5' 4.6 6' 5' 3.T 2.5' 1.5 OCT 02 2013
5 9' 7.5' 6' 4.5' 3.5' 5.5' 4' 3' 2' 1' 5 15' 12.5' 10.5' &V TV 9' 7.6 6' 4.5' 3.5'
6 12' 1V 8.5' 7' 5.5' 7.6 5.5' 4.5' 3.5' 2.5' 6 15' 15' 14' 12' 10' 12' IV 8' 6.5' 5.5' `no check needed for Patio Covers attached to slab under these conditions
7 15' 125' 10.V 9' 7.5' 9' 7.5' 6' 4.5' 3.5' 7 15' 16 15' 15' 13' 15' 12.5 10.5' 9' 7.5' "no check needed for Patio Covers that are 10'tall attached to slab under these conditior
no check needed for Patio Covers that are 8'tall attached to slab under these conditions
Moment Frame A:Detail 1-26,4 screws,A=5",B=7",sideplates=0.024" Tables L1 and L2 need to be checked for surface -Ss is the Maximum Considered Earthquake Ground Motion(0.2 sec)
Moment Frame A:Detail L12,4 screws,A=2",B=5",DBL HEADER mount concrete attachment mapped on Figure 1613.3.1(1)in the 2012 IBC
Moment Frame B:Detail L26,4 screws,A=5",B=T',sideplates=0.032" Alternatively,divide by these numbers
Moment Frame B:Detail L26,6 screws,A=5",B=7",sideplates=0.024" Amerimax Exterior Home Products For 2 post Structures divide by 3
Moment Frame C:Detail L26,8 screws,A=5",B=7",sideplates=0.024" 28921 US Hwy 74 For 3 post Structures divide by 3
Moment Frame C:Detail L12,4 screws,A=2',B=T',DBL HEADER Romoland,CA 92585 For 4 post Structures divide by 4.5
Moment Frame C:Detail L12,6 screws,A=2",B=5",DBL HEADER For 5 post Structures divide by 6
Moment Frame C:Detail L8,4 BOLTS,A=2",B=T',SINGLE STEEL C Carl Putnam,P.E. For all others add 1.5 to number of pasts
Moment Frame D:Detail L8,4 BOLTS,A=2",B=5",DBL STEEL C 3441 Ivylink Place """ Not for use in areas with flat roof snow loads exceeds 30 psf.
Lynchburg,VA 24603 Misc5b-2012
[CC ESR1398(2012 IBC)9/29/2013 Page 63 of 66
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Amertmax Structural Properties of Beams,Fascia,Panels and Rafters for Use by Design Professionals
ASSUMES FULL LATERAL BRACING
Max Allowable Max Allowable
Moment(top in Moment(bottom Max
Structural Element I(in"4)top in I(inA4)bottom compression in compression Allowable Ftu or Fu Fly or Fy Fey
compression in compression (Ibt N) (Ibf-ft) Shear(Ibf) Material E(ksi) (ksi) (ksi) (ksi)
Rafters
0.024"x2'x6.625"Aluminum Rafter 2.283 same 298 278 166 30041-134 10100 32 25 22
0.032"x2"x6.625"Aluminum Rafter 3.072 same 663 604 398 30041-134 10100 32 25 22
0.040'W"x6.625"Aluminum Rafter 3.873 same 866 801 784 3004H34 10100 32 25 22
0.042'k3'k8"Aluminum Rafter 7.907 same 1164 1038 747 30041-134 10100 32 25 22
0.024"x3"x3"Aluminum Rafter 0.445 same 130 124 380 31051-125 10100 23 19 17
0.040"x3"x3"Aluminum Rafter 0.754 same 389 343 1506 3105H25 10100 23 19 17
Solid Panels
0.018"x2.5"x6"Aluminum Panel 0265 same 138 109 779 30D41-136 10100 35 28 25 022 15
0.024"x2.5"x6"Aluminum Panel 0.353 same 253 169 927 30D4H34 10100 32 25 22
0.032"x2.5"x6"Aluminum Panel 0.471 same 385 253 1236 30041-134 10100 32 25 22
0.036"x2.5"x6"Aluminum Panel 0.53 same 439 301 1391 30041-134 10100 32 25 22 S10NAL E
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0.018"x3.5"x12"Aluminum Panel 0.545 same 316 352 450 3004H36 10100 35 28 25 y W PUTA��
0.024"x3.5"x12"Aluminum Panel 0.727 same 409 473 536 30041-134 10100 32 25 22
0.032"x3.5"x12"Aluminum Panel 0.969 same 568 692 715 30041-134 10100 32 25 22 8-"
0.036"x3.5"x12"Aluminum Panel 1.09 same 652 808 804 30041-134 10100 32 25 22 EXR 6130/2017
0.018"x2.5"x12"Aluminum Panel 0.25 same 184 141 246 3004H36 10100 35 28 25
0.024'W.5102"Aluminum Panel 0.334 same 315 241 584 30041-136 10100 35 28 25 ST CIVIL
0.032'W.5'k12"Aluminum Panel 0.445 same 484 371 1384 30041-136 10100 35 28 25 Fbf CA
0.03S"x2.5"x12"Aluminum Panel 0.501 same 511 392 1970 3004H34 10100 32 25 22
0.018"xZ5W Aluminum Panel 0.154 same 133 150 528 30041-136 10190 35 28 25
0.024'7cZ'A&"Aluminum Panel 0205 same 196 207 629 30041-134 10100 32 25 22 :Q�DFESSIO
0.032"x2'Sc6"Aluminum Panel 0.273 same 294 318 838 3004H34 10100 32 25 22
0.036"x2"4"Aluminum Panel 0.307 same 333 382 943 30041-134 10100 32 25 222ro�GQ "�UCy
Aluminum Headers U
0.04Z'x3"x8"Alum1num Header 7.907 same 1164 1038 747 3004H34 10100 32 25 22 J
Double 0.042"x3'7B"Aluminum Header 15.814 same 2328 2076 1494 30041-134 10100 32 25 22 * 1r
Double 0.040"x2'x6.625"Aluminum Header 7.746 same 1732 1602 1568 30041-134 10100 32 25 22 C
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Aluminum Fascia
California Extruded Fascif 3.09 same 1160 1536 5478 6063T6 10100 30 25 25 OCT 02 2013
Classic Extruded Fascia 6.03 same 3089 3842 13837 6061T6 10100 38 35 35
5.6"Extruded Fascia 3A6 same 1564 1538 3414 6105T5 10100 38 $5 35
Alaskan Fascia 3.95 same 2349 1905 4963 6105T5 10100 38 35 35
4'S6'(beam 3.617 same 2445 2580 2106 6063T6 10100 30 25 25
7'S*4"(beam 13.857 same 6718 6718 4244 6105T5 10100 38 35 35
Steel Headers
0.041'k3"x3"Steel Cloverlea 0.77 Same 1028 1028 6694 ASTM A653 Grade 40 29000 55 40
Double 0.041"x3"x3"Steel Cloverlea 1.54 same 2056 2056 13388 ASTM A653 Grade 40 29000 55 40
12 Gauge Steel C Beam 1328 same 8549 8549 11504 ASTM A653 Grade 50 29000 65 50
16 Gauge Steel C Beam 7.46 same 4805 4805 2394 ASTM A653 Grade 50 29000 65 50
Double 12 Gauge Steel C Bean 26.56 same 17098 17098 23008 ASTM A653 Grade 50 29000 65 50 Misc7-2012
Double 16 Gauge Steel C Bean 14.92 same 9610 9610 4788 ASTM A653 Grade 50 29000 65 50
[CC ESR1398(201218C)9/29/2013 Page 65 of 66
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