PMT16-02152 City of Menifee Permit No.: PMT16-02152
29714 HAUN RD. Type: Residential Addition
<ACCELA7. MENIFEE, CA 92586
MENIFEE Date Issued:
07/1112016
PERMIT
Site Address: 29611 CAMINO CRISTAL,MENIFEE, CA Parcel Number: 340-403-023
92584 Construction Cost: $3,400.00
Existing Use: 1 &2 Family Residence Proposed Use:
Description of INSTALL 377 SQ FT SOLID ALUMAWOOD PATIO COVER W/ELECTRICAL 2 FANS
Work:
Owner Contractor
TINA TAMAYO PATIO GUY ALUMAWOOD CONTRACTOR
29611 CAMINO CRISTAL 41197 GOLDEN GATE CIR STE 108
MENIFEE, CA 92584 MURRIETA, CA 92562
Applicant Phone:9513330056
LOIS MONTINI License Number:872839
PATIO GUY ALUMAWOOD CONTRACTOR
41197 GOLDEN GATE CIR STE 108
MURRIETA,CA 92562
Fee Description Qtv Amount!$)
Receptacle,Switch, Outlet&Fixture 2 121.00
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 6.05
$295.70
The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and
specifications or from preventing builiding operations being carved on thereunder when in violation of the Building Code or of any other
ordinance of City of Menifee.Except as otherwise stated,a permit for construction under which no work is commenced within six
months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire,and fees paid shall be
forfeited.
AA_Bldg_Permit_Template.rpt Page 1 of 1
City Of Menifee
LICENSED DECLARATION
I hereby affirm under penalty or perjury that I am licensed under provisions of ❑ I, as owner of the property an exclusively contracting with licensed
Chapter 9(commencing with section 7000)of Division 3 of the Business and contractors to construct the project(Section 7044,Business and Professions
Professions Code ar3d my license is in full fofr.�r aAd If I Code:The Contractor's License Law does not apply to an owner of a property
License Class License No. Z$ a ) J who builds or improves thereon, and who contracts for the projects with a
Expires(ate��(Dignatun: licensed canlractor(s)pursuant to the Contractors State License Law).
WORKERS'COMPENSATION DECLARATION
❑ I 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:httpllwww lecinfo ca covlcalawhtml.
permit is issued.My workers'compensation insurance carder and policy number are:
Cartier ) `/��;,i Property Owner or Authorized Agent Date
Expires rl + Policy# l
❑ 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 not 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. thodze 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 identif f r e inspection urposes.
shall not compensation
any persons in any manner so r to become subject to the
workers'compensation laws of California,and agree hat if I should become
subject to the workers'compensation provisions of ion 3700 of the Labor Property Ow er or Authorized Agent Date
Code,I shal forthwi comply with those provisions,
City Business License# Q ✓ ✓� I 1
Date; O IY �v Applicant;
WARNING: FAILURE TO SECURE WORKERS' HAZARDOUS MATERIAL DECLARATION
COMPENSATION COVERAGE 15 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 HANDLE A HAZARDOUS MATERIAL ORA
DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE MIXTURE CONTAINING A HAZARDOUS MATERIAL
LABOR CODE, INTEREST,AND ATTORNEYS FEES 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 , �A6M-THE SOUTH COAST AIR QUALITY MANAGEMENT
L�wu DISTRICT(SCAQMD)SEE PERMITTING CHECKLIST FOR
GUIDE LINES
OWNER BUILDER DECLARATIONS
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 OYES 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, L[NN�R TOOL?
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 (Chapter9(commencing with I HAVE READ THE HAZARDOUS MATERIAL
Section 7000)of Division 3 of the Business and Professions Code)or that he or OYES 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 ❑t)10 1-1pIL)ER_THE STATE OF CALIFORNIA HEALTH AND SAFETY
a civil penalty of not more than($500).) CODE SE S M RI5 f2EPORi`INGD 25534 CONCERNING
❑ 1, as owner of the property, or my employees with wages as their sole
compensation, will do( )all of or( )porting of the work, and the structure is PROP R A GE
not intended or offered for sale.(Section 7044,Business and Professions Code;
The Contractor's Slate License Law does not apply to an owner of a property X
who, through employees' or personal effort, builds or improves the properly,
provided that the improvements are not intended or offered for sale.If,however,
the building or improvement is sold within one year of completion, the Owner-
Builder will have the burden of proving that it was not built or improved for the
purpose of sale).
& SAFETY PERMIT/PLAN CHECK APPLICATION
Menifee
DATE -�lI-I PERMIT/PLAN CHECK NUMBER19
TYPE: C COMMERCIAL 1-1 ESIDENTIAL O MULTI-FAMILY MOBILE HOME O POOL/SPA O SIGN
SUBTYPE: O ADDITION O ALTERATION O DEMOLITION O ELECTRICAL :% MECHANICAL
Cl NEW ) PLUMBING :% RE-ROOF-NUMBER OF SQUARES
DESCRIPTION OF WORK 0 L.../D #41
X4
in I
PROJECTADDRESS
ASSESSOR'S PARCEL NUMBER :540- 403-10;-aPT IL _j TRACT wSAE5_
yy77
OWNER NAME 1 1 4
ADDRESS
PHONE EMAIL
APPLICANT NAME 11�6A-27-14_)/
ADDRESS
PHONE 0 <l" —1 6 EMAIL q Q e e
CONTRACTOR'S NAME -�/ 'OWNER BUILDER? O YES 'L-NCr_
BUSINESS NAME 1 4 U
ADDRESS I/ -/ D 4�D
PHONE ��/ - 333 Db EMAIL Q�� al IT�A .GdCyj
CONTRACTOR'S STATE LIC NUMBER SIAg �' LICENSE CLASSIFICATION
VALUATION$ Z16 Z) A SO FT A77 L SO FT �f /
APPLICANT'S SIGNATURE DATE L�
DEPARTMENT DISTRIBUTION 1 C�o CITY OF MENIFEE BUSINESS LICENSE NUMBER
BUILDING PLANNING ENGINEERING FIRE GREEN 1 SMIP
INVOICE �^ PAID AMOUNT O CQ
AMOUNT 5 CASH CHECKq --CREDIT CARD VISA/MC
PLAN CHECK FEES PAID AMOUNT {)CASH OCHECK# "CREDITCARD VISA/MC
OWNER BUILDER VERIFIED OYES O NO DL NUMBER NOTARIZED LETTER 0 YES O NO
City of Menifee Building&Safety Department 29714 Houn Rd. Menifee, CA 92586 951-672-6777
WWW.Cityofinenifee.us Inspection Request Line 951-246-6213
12,' oL1b ID'
LEDGER & TRAG
{ _ I.,;3PECTION REQUI ED
QaucciT` �.Uf�CS C ` City of Menifee I 1
! ' Building & Safety Dept. ■
l JUL 11 2016tam
.
'I i Received I 1
ram. . — � D. ■��
C111 GF N^;ENIFEE
/1 IN —L,
NI-'w�`�;ID�SAFETY DEPARTMENT
REVIEWED B�4 7 `oo 1 1
1 I DATE g
1 *Approval of these plans shall no'be
rued to be a Permi for,or an
approval of,any violation of ar.v provisions of the fedta or city
regulations and ordinances. This set of approved plans must It kept on the 1
jobsite until completion. r ■
L-.+i•t T I ).,`I U C 1 S-T7 L
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IN I r- CC , C.t� Work cbrhP.'haQu
Amerimax Exterior Home Products AlumawoodTM Patio Cover,Carport and Commercial Structure Enllineerinsr 2012 IBC
PAGES DRAWING SECTION DESCRIPTION
2 PAGES GN01-2012 GENERAL NOTES LEDGER & TRACK
GN02-2012 'N"PECTION REQUIRED
1.
2 PAGES SC01-2012 SOLID PANEL STRUCTURAL CONFIGURATIONS
SCO2-2012 ALUMAWOOD STRUCTURAL CONFIGURATIONS
4 PAGES LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES City Of Menifee
Building $ Safety Dept.
4 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREA
4 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS JUL 11 2016
4 PAGES LT01-2012 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES Received
LT02-2012 ll
LT03-2012
LT04-2012
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 LATTI MMERCIAL STRUCTURES IN HIGH WIND AR S T
CITY �OVf� ° V\
4 PAGES NP01-2012 COMPONENT PARTS AND CONNECTION D, TL'Jl� H TPETY DEPARTMENT pFESS10
NP02-2012 B V r Qt
NP03-2012
NP04-2012 PLAN APPROVAL � �o � L�c ° � �U
GP• P ^'
ru
9 PAGES CD01-2072 COMPONENT PARTS AND CONNECTION DETAILS
1 to
CD02-2012
CD03-2012 REVIEWED BY sraon01
CD04-2012 Cl
CD05-2012 OCT 02 2013
CD0 -2012 rF C ivit. t 01
CDOS-201z m[Rfor,or' n q AI)F 7 `Approval of these plans shall not be construed to be a permit
CD0 -2012 approval of,MY violation of any provisions of the federal,state or city\ ,
CD09-2012 regulations and ordinances. This set of approved plans must be kept or,the r
10 PAGES Miscla-2012 MISCELLANEOUS DETAILS jobsite 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
Misc5a-2012 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 psf 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 GLAVANIZED,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 B18.22.1,TYPE A. ALL STEEL NUTS TO BEASTM 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 WEATHER AS 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=76",#10=e",#12= "AND#14=P"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.
#21N IBC SECTION 1505.2.
r
17.STRUCTURES MAY BE ATTACHED TO EAVE 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 59\0 EnG
TO BE CONTINUOUSLY OR INTERMITTENTLY WET,THE PAYING SURFACES SHALL BE PAINTED OR QO �\ UT) �t<
OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I-A ¢ Q
SECTION 6.7. C 8139
19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK,THE MAXIMUM * 001201
DEAD LOAD+LIVE LOAD FROM THE PATIO COVER IS 750 LBS AND THE POST SPACING SHALL NOT
EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB.THE MAXIMUM CONNECTION S' CIVI1.
UPLIFT LOAD IS 1162 LBS FOR 115 MPH EXP C WIND SPEED. CONNECTIONS ARE FOR MAXIMUM �- Sss10' _ 9 FCAL\F U 02 2015
PATIO ROOF HEIGHTS OF 12 FT FROM GRADE.THE EXISTING DECK STRUCTURE MUST BE Pp
ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS.THE STRUCTURAL ADEQUACY OF THE DECK y�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 , angr e rimax 28921 US Hwy 74
OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. * 1; *, Romoland,CA 92586
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NONE OR PART GENERAL NOTES
ICC ESR1398(2012 IBC)9/29/2013 Page 3 of 66 OCT 02 2013 R
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'x6.625, 3'x8' OR 3'x3' ALUM. RAFTERS
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SEE SCHEDULE DETAIL L29 ONLY '4 W
MIN 'D CONCRETE SLAB T i I �y 'd'
REO'D V/ CONSTRAINED .
FOOTINGS �. d•,� SEF SCHEDU S.
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ICC ESR1398(2012 IBC)9/29/2013 Page 5 of 66 OCT 02 2013 NAME CONFIGURATIONS
TRIBUTARY WIDTH (TW) DIAGRAM ENGINEERS STAMP MIN SCO2-2012 SHE OF 2
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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 2 7 F�
( in 140 120 130 140 (pan (in) 140 120 130 140 m) 140 120 130 140 ( 50 On) 140 120 130 140
10 0.018 8'•9' T-11" T4' V. 10 0.018 10'-6" 101-6" T-1" 6•-6• 10 0.018 V.6' V-4" S-1d' F-6' 10 0.018 8'-W B'-13" TAU' Ts"
LIVE 0.024 12'3" 12'-1" 11'-2" V-6. LIVE 0.024 11'-11" 11'-11" 11'-7' 10'-10" LIVE 0.024 V-5" 8'a" T-W 7'-1" LIVE 0.024 11'-T' 1V-7" 1D'-10" 10'-7" art Pu a
0.032 15'-1" 14'-11" 13'-8" 12'-8" 0.032 14'-0" 14'-0" 13'-T' 12'-9" 0.032 17-0" IZ-V' 1V-5" 10'-10" 0.032 17-9" ITS" 12'-3" 17-0" 44
0.036 15'-10" 15'-10" 75'-0" IV-IV,
0.036 IV-V 15'-0" 14'-0" 1V-T' 0.036 12'-5" 1Z-V' 11'-11" 11'-7' 0.W6 1V4' 13'-3" 12'•B" 12'-5"
20 0.018 8'D" 7-11" T-0" 20 0.018 V-6" 6'•6" eb" S-4" 20 0.018 V-3" 6'3" V-10" 5'•5" 20 0.018 T-0" T-0" 74' VA 0" 4) 5 P CAS\F
LIVE 0.024 11-8" 11.4, 11-1" 8'-5" LIVE 0.024 10-6- 9'4" V-11" 8'-5" LIVE 0.024 8'-2" 8'-2" T-8" 7'-1" LIVE 0.024 9'-1" 9'-1" V-8" V.3- c
0.032 14'-1" 1T-10" 73'-7" 12'-B" 0.032 12'4" 77-1" 17'-9" 11'J" 0.1132 1V-V` 10'-10" 1V-8" V-2" 0.032 11'-9" 11'-T' IV4" 11'-0• 0 �A Fo OCT 02 2013
0.036 14•-W 14'S" 14'-2" 13'-9" 0.036 13'-0" 12'-11" 12-7" 17-0" 0.036 1l-V' 1V-V 11'-i" 10'-7" 0.036 12'-3" 124r 11'-10" IV-5• IMU IBUTARY WIDTH AND#10 SCREWS
25 0.018 V-0" T-11" 7'4" V-9" 25 0.018 V-6" 6'-3" "" 54" 25 0.018 6'-3" 6'-1" V-10" V-5" 25 0.018 T-0" 74" 7'-1" V-1W FO PAN EADER COMBINATIONS Table 4.9
0.024 11'4" 11'4' 10'-10" V-5" 0.024 9'4" 9'-2" 8-9" B'-5" 0.024 8-2" 8'-0" 7'-e" T-l" 0.11124 9'-t" V-11" 8'-11"' V3" Panel#of#10 screws PER FOOTto attach anel to header
0.032 13'-10" 13'-10" 13'3" 12-8" 0.032 12'-1" IVA" 11'-6" 1V-3" 0.032 10'-10" 10'-10" 10'3" 9'-2" 0.032 11'7' 11'-7" 11•-2" 11'-0" Headers Geug 1 I 2 1 3 2 1 3 I 4 2 3-1 4 1 6
0.036 14'-5" 14'S" 13'-11" 13•-9" 0.036 72'-11" 12•-11" 12'3" 17.6" 0.036 11'3" 11'3" 10'-10" 10'-7" 0.036 12'-0" 12'•0" 11'3" 71'-5" (in) 115 mph Exp 6 1115 mph Exp C 1140 mph FxP C
30 0.018 V-0" 7'-11" 7'4" V-9" 30 0.018 V-V' V-9" V4" V-D, 30 0.018 6'-0" V-11" V-8" 5'-5" 30 0.018 7'-2" T-1" T-10" 8'-7" Dble 2x6.625 0.018 3' 6' 9' 4' 7' V 3' 4' V MAX
0.024 10'-10' 10'-10" 8'4" 8'S" 0.024 B'-11" 8'-8" 8'S" T-11" 0.024 T-10" 7'3" TS" 7'-1" 0.024 e'-9" 8'-T 8'-3" 8'-0" RF Fascia 0.018 3' 6' MAX 4' MAX 3' MAX MAX MAX
0.032 13'3" 13'3" 12'-9" 17-5" 0.032 11'-8" 11.3" 11'-0" 10'-9" 0.032 10'-0" 1V4' 9'-2" 8'-10" 0.032 1V-2" 11'-2" 10'-10" 101-9" 3x8 0.018 V 6' v 4• T 9' T 4' V MAX
0.036 13'-1 I" 13'-11" 13'0 1S'3" 0.036 12'3" 17-3" 11'-9" 113" 0.036 10'-10" 10'-10" 101-5" V-1" 0.036 11'3" 1V0 1V-7 IV-2" All Others 0.018 3' V 9 4' 1 T 9' 3' 4' 6' MAX
4D 0.018 T-7" 7'-T' T3" V-V' 40 0.018 0'-0" 0'-0' 0'-0" 0'-0" 40 0.0111 V-7" V-T' V41" 0-0" 40 0.018 B'-8" 6'-8" 6'4" 0'-0" Dble 2x6.625 0.024 4' V 12' 6' 9' 12' 4' 6' 8' MAX
0.024 V-3" 9'-3" 8'A" V.V' 0.024 8'3" 8'3" 7'3' 0'-0" 0.024 T-e" 7'-3" V-11" V-0" 0.024 8'-1" 8'-1" TS" V-V' RF Fascia 0.024 4' MAX MAX V MAX MAX 4' MAX MAX MAX
0.032 72'-2" 12'-2" 1V-9" 11'-T' 0.032 1V-6" 1V-B" 9'4" V-Vl 0.032 9'-0" W-W 8'-7" V-0" 0.032 10'-7' 10-7" g'-6" V-0" 3x8 0.024 4' 8' IT V 9' 12' 4' S' 8' MAX
0.036 13'-0" 1T-T 12'-6" 12'4" 0.036 11'3" 11'-3" 70'-10" 10'-8" 0.036 9'-3" 9'-3" V-10" U-0" 0.036 11-0" 11'4" 10'-9" 10-7" All Others 0.024 4' 8' 12' V 9' IT 4' V 8' MAX
60 0.018 0-0" 0'-0" 0'-0" V. 6g 0.018 0-0" V-0" 0-0" 0'-0" 80 O.OtB o•-a' Dw" a-D" D'-o" 66 0.018 0-0" V-0" V.0" VV. Oble 2x6.625 0.032 4' 9' IT V 10 1V 4' 6' 9' 13'
0-024 0'-0" 0'-0" 0'-0" o'•D" 0.024 0-0" 0'•0" 0A" 0'-0" 0.024 0'-0" 0'•0" 0-0" 0'-D" 0.024 0'-0" 0'-0• 0'-0" 0'-0" RF Fascia 0.032 5' MAX MAX T MAX MAX 5' MAX MAX
0.032 0'-0" V-V` 0'-0" 0'-0" 0.032 0'A" 0'•0" 0'-0" 0'-0" 0.032 0'-D" 0'-0" 0-0" V-0" 0.032 V-a' 0-D" V-0" V-0" 3X8 0.032 6' 11' MAX B' 12' MAX 5' V 11' MAX
0.036 0'-0" 0'-0" 0-0" 0'-D" 0.036 0-0" 0'-0" 0'-0" 0'-0" 0.036 V-0" 0'-0" T-V U0 L 0.036 0'-9" V41 0'-0" 0'-V. All Others 0.032 6' 11' MAX 8' 12' MAX 5' V 1V MAX
TABLE 4.11 TABLE 4.12 TABLE 4.13 TABLE 4.14 Dble 2x6.625 0.036 4' 9' 13' 6' 10' 13' 4' V 9' 13'
SINGLE SPAN TABLES NOTE:PANELS MAY OVERHANG 25"A OF THEIR CLEARSPAN RF Fascia 0.036 5' MAX MAX 7' MAX MAX T 7' MAX MAX
25"W'Su er Six(Muldspan Detail N3,A 3.5"x12"Su er 12(Mullis tan)Detail D 2.5"x 12'Mark X Multis an Detau B ZW'Flat Panel(Multispan)Detail N2,C 3x8 0.036 6' 12' MAX V 13' MAX V 8' 11' MAX
Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure All Others 0.036 6' 12' MAX 9' 13' 6' 9' 12' MAX
Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Fxp B Exposure C Snow Load Gauge Fxp B Exposure C
(pat) (in) 140 120 13D 140 (ps0 (in) 140 120 130 140 (ps0 140 120 130 140 (ps0 (In) 140 120 130 140 'MAX'means the maximum possible tributary width
10 0.018 V-7" 8'-7" 8'-0" T-9" 10 0.016 V-1" 8'-t" 5'-5" 5'-2" 10 0.018 V-8" 0-8" 6'-3" V-0' 10 0.018 9'-T' 8'-7" V-W 9'-11" Minimum number of screws is on per panel
LIVE 0.024 1ow,, 10-T' 9'-11•' 9'-e" LIVE 0.024 8'3" 8'-0" T-9" 7'-5" LIVE 0.024 V-10" 8-10" V-3" 8'-0" LIVE 0.024 11'-7" 11'7" 10'-10" 11'-ti" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS
0.032 13'•0" 13'-0" 12'-2" 1t'-10• 0.032 17-3" 12'-3" 11'-7' 10'-9• 0.032 11'-1" 11'-1" 104" 10'-1" 0.032 17-9" 12'-e" 12'-3" 13'-1" FOR PANEUHEADER COMBINATIONS Table 4.10
0.036 14'4' 14'-7' 13'3" 12'-10" 0.036 13'-10" 13'-10" 12'-6" 12'-2" 0.036 1T-5" 11'S' IV-8" 1D'4" 0.WS 1T3" 13'3" 175" 13'7" Panel#of#14 screws PER FOOT to attach panel to header
20 0.018 7'-6" 7'4" 7'-2' V-10" 20 0.018 3'-11" V-11" 3'-8" T-VI 20 0.018 5'-10" S-8" V-6" B-3" 20 0.018 8'-8" 8'3" V-0" V-6" Headers Gauge1 1 2 � 1 I 2 1 3 1 � 2 1 3 1 4
LIVE 0.024 9'4" V-1" 0-10" V-5" LIVE 0.024 T-1" V-10" 6'-6" V-V- LIVE 0.024 7'-9" 7'-7" T4" T•0" LIVE 0.024 103" 10'-0' 0-9" IV-r On 115 mph Exp B 115 mph Ex C 140 mph EX C
0.032 11'-6" IV-7' 10'-11" 10-5" 0.032 10'4" V-11" 9'-7" 8'-11" 0.032 9'•9" V-6" V.T' 8'-10" 0.032 11'-9" 11'-T' 11'4' 11'-9" Dble 2x6.625 0.018 4' 8' 12' 3' 6' M
2' 4' V 8'
0.036 !2'-0" 12-2" it'-11" 11,4" 0.036 11'-9" 11'-0" 71'-0" 10'3" 0.036 1V-1" a-10' V='r 9'•i" 0.036 173" 12'-0" 11'-10" 12'-V- RF Fascia 0.018 4' MAX MAX 3' MAX 2' 4' MAX
25 0.018 7'4' T4" T-0'• 6'-10" 25 0.019 3'-11" 3'-9" T-6" 3'-7 25 0.018 V-0' V-W V4" V3" 25 0.018 8'3" 8'-3" 7'-10" V-6" 3x8 0.018 4' 8' 12' 3' V7 4' V B'
0.024 9'-1" T-l" V-V V-&I 0.024 V-10" 6'-10" 6'-S" 6'-0" 0.024 T-7" 7-7" T-2" T-0" 0.024 10.0" 1V-V' 9'-6• 10'-3" All Others 0.018 4' V 12' 3' 8' 7 4• V 8'
0.032 1V-2" 1V-7' ID•3" 10'-5" 0.032 V-11" 9'-it" 9-3" 8'-11" 0.032 9•-6" V-8" g-0" TAY' 0.032 11'-7" 11•-T' 11•-2" IV-9" Dble 2x6.625 0.024 V IV 4' 7' 11' 3' 5'
0.036 12'-2" 12'-7' 11'-7" 11'4" 0.036 114' 11'4" 19'-T' 1V-T' 0.036 9'-10" 9'-1g" 9'-0" 9'-11" 0.036 17-0" 12'-0" IV-6" t73• RF Fascia 0.024 V MAX 4' MAX MAX3' S' MAX MAX
30 0.018 T-0" T-0" V-V' 0-8" 30 0.018 T-8" 3'-6" &-&' 7-1" 30 0.018 V4" V4" 4'-7" 4'-5" 30 0.018 T-10" T-10" T.V' B'-0" 3x8 0.024 V 10' MAX 4' T 11' 3' 5' 8' 10'
0.024 V-W 8'-8" V-V' 8'-1" 0.024 6'-3" V-3" V-10" V-7" 0.024 T-2" 7'-2" V-10" V-6" 0.024 V-6" V-6" V-1" 9'S" All Others 0.024 5' 10' MAX 4' 7' 1V 3' 5' V 10'
0-032 103" 10'S• 10'-2" 1V-0" 0.032 9'3" 9'3" V-8" VS" 0.032 9'-0" V-0" 8'-8" 8'S" 0.032 11•-2" 11'-2" 10'-10" 11.4" Dble 2x6.625 0.032 V 12' MAX 4' V 13' V V V 11'
0.036 11'7" 11'7" 11'-t" 10'-t0" 0.036 10'-7" 10'-7" 10'-0' 9'3• 0.036 9'-0" W-4" V-11" 8'3" 0.036 ti'S" 11'3" 11'3" 11'-10" RF Fascia 0.032 6' MAX MAX V V 8' MAX MAX
40 0.018 6'4• V4" 6'-1" V-0" 40 0.018 V-2" T-2" 7-11" 0'-0" 40 0.018 4'3" 4'-6" 4'3" 0.0" 40 0.018 T-2" 7'-2" 6'-11" 7'4" 3x8 0.032 7' 14' S' 1V IV 3' 7' 10' 13'
0.024 T-11" 7'-11" 7-7" T-6" 0.024 V-6" V-5" 4'4" 0'-0" 0.024 6'-7" 6'-7" V-W' V-7' 0.024 V-9" B'-9" 8'-5" V-11" All Others 0.032 T 14' MAX V IV IV 3' 7' 10' 1V
0.032 V-V' 9'-9" 9'S" W-V' 0.032 8'-2" 8'•7' 7•-8" T-8" 0.032 V-3" 8'-3" T-11" T-10• 0.032 10'•T• 10'-7" 10'3" 10'-9" Dble 2x6.625 0.036 V 12' 4' e' 13' 3' V 9' 11'
0.036 103" 10.3" 10'3" 10•-1" 0,036 9'•5" 9'-5" 8'-11" 8'-W 0.036 8-6" 8'-6" 8'-2" 8'-1" 0.036 11'-0" 17'-0" 10'-9" 11'-2" RF Fascia 0.036 6' MAX MAX 5' MAX MAX 3' 6' MAX MAX
60 0.018 D-D" a-0'• o•-0" D'-0" 60 0.018 0'-0" 0'-0• 0'-0" 0'-0" BD 0.018 0-0" 0'-0" 0-0" 0'-0" fi0 0.018 0'-0" V-V` 0'-0" 614, 3x8 0.036 V MAX MAX 6' 11' MAX 4' T 11'
0.024 0'-0" 0'-0" 0'-0" 0'-9" 0.024 0'-0" 0'-0" 0'-0" 0'-0" 0.024 D'-0" 0'-0" 0-0" 0'-D" 0.024 0'-D" O'-0' V-0' 7'-e" All Others 0.036 8' MAX MAX 8' 11'
0.032 V-0' V-0' V-0" 0'-0" 0.032 0'-W O.-T, 0'-0" 0'-0" 0.032 V-W 0'-0" 0.0" 0-0" 0.032 0'-0" 94' 0-0" 90•8"
0.036 0'-0" 0'-0" 0'-0" 0'-0" 0.036 0'-0" 0'-0" D'-0" 0'-0" 0.038 V-0" 0'-0" W-U. 0-0" 0.036 W-W' 0.0" V-V` 1V-1"
[CC ESR1398(2012 1JWl&h11O1l3 TABLE 4.16 Page 2jr&V 4.17 TABLE 4.18
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TABLE 5.1 Attached Freeslentling or AtbMed Freestantling or Attached Freestentling or TABLE 5.1 Attached Freesbndlllgor AdaChed Freot AttaFhad Fmestan0ingor
Structure
Mu1B6pan Units Structure Mullis pan Units SDucluro Mullispan Units SWduro Mulfispan Unik SVuelufe MulliStructure MultispanVnM1sROUND TRIG POST MST MAX LU1x PoTf LENGTH MAIL MAx POST IE}4 rrH MAX MA%POST LENGTH GROUND TRIB POST Poet MAX MAx PoST UT.GIH MAx MP MAX NA%POSr 7E TSNOVY morml SPACING REOD POST WN '00'r. 6 I 10' I 1T POST MIN FOOTER T I IP I 1T POST WN FDaTmI 8' I N' I ITSNDW OTH SPACING REDD POST MW T e' 1P I tY POST MIN E 6 POST WIN I tYLOPD WO ONSlA9 MR SPACI PoST sea LONSTPNNEOFOO SPACING MIF = CONSNRMEDMOT SPACING PDBT SQF COtSTPN)131 PoO LOAD tFR ONIAAS FOR WMIIIG POST sta= CON6IRNNFB PoOTHV SPACING PoST seE CONSISTWtFDF00(PS) (Fri SLAB (FD TYPE 'd "d 'd '< lH-0 TVFE Y •d 'd 'd (R7 TYPE 'e• V 'd "d (PSH (Fn SLAB (FT) TYPE 'd 'd 'd 'd (FD TYPE Y 'd (FTI TYPE d '4' 'dw) w) wl f) w) fN @4 w) fW Vu w) IW w) ('W w l f 1 r I w)
t15MPHENOSUIEC 9r11OMPHE)UMMUNEB 115MMEOPOSURES
20 3 11'-tP A lr - A 20 N 26 26 17-1- O n 27 29 30
LIVE 3.5 1P-T A T-r 9 20 24 26 a 11'-0' D Z3 27 n 30 10'-5• C n N 38 a ]3 P-Y A 5'-T B 16 21 a n SJ' D 19 A 21 25 T-T O 16 a N 25
I-OM 4 B'-11' A 6'-11• B 21 N 25 27 Ir-T 0 24 N N 29 SWC 23 N 27 29 4 T-r A 1-8- B i6 20 a a T-T E 19 a 24 n T-0' D 16 a n n
OFLY 45 T-11- A T-F B N = n 25 IP-P D 24 N n 28 9'-0- D 24 25 27 N 4.5 3'-T A VJ B 18 20 21 a T-0' E 19 a n 25 6B 0 19 a n 24
5 T.I. A T-0' B 21 n n N T.1• 0 25 25 27 28 B'W D 24 25 26 n 5 T-it- A Y-11- B 16 0 21 a T-r E 20 n 23 N S-1' E 19 21 23 N
5.5 6'-S A 5'-r B 21 n 24 M e'-10- D 25 n 27 a 8'-1• D 24 25 26 28 3.3 Y-r A P-0• 9 iT 19 21 a S-T E 20 21 0 N 5'-9• E 19 21 22 N
6 5'-11• A F-3' B a a 24 N 64• D 25 N N 28 7'4' D Z5 25 26 n 6 YS A Ti Cr fT 19 20 a y-r E 20 21 a 24 V`V E 19 21 a D
6.5 F-S A 1'-11- B a a N 25 Vw 0 N N N 27 Ti• 0 25 25 26 27 6.5 T-T A W C P 19 20 21 6-S E 20 21 a n T-Y E 2D 21 a n
7 V-1. A 4'-0' B a Pa = 25 r-r E N 26 26 27 T-0' D N 25 25 22 T Z-1- A 2'-I1. C 17 10 20 2t Y-T E 20 21 a n 4'Ar E 20 N a To
7.5 V-r A 4'4. B a a = = TV• E 25 26 26 27 6-0' D n 25 25 27 7.5 1'11• A V-9• C 17 18 20 21 4'-H• E 20 20 22 n 4'-B' E 20 10 a n
8 V-r A 4-]- B a a n N 6-11' E 26 26 25 27 6.5' D 25 25 26 26 8 119- A 2'•7- C tT 16 A N C$ E 20 20 n 23 1'-F E 20 20 21 n
0.5 4'-Y A 4'-P B a a 23 N TIF E n 26 25 27 P-T D 26 26 26 26 e.5 1'-B• A 2'S C 17 18 19 21 4'S E 20 20 21 23 4'-r E 20 M 21 =
9 Y-11• A ]'-1P B a a 21 N 6'-S E 27 T7 1 a 9 6'4• E N N 26 n t15MPH6rPOaletEC w 130 MPH E1mO.AAEB
95 3'-9' A Y-r B a a 22 24 T-Y E n 27 27 n 5-9- E 25 26 N 26 50 ] 1'-10' A 5'-9' B 10 n 24 26 9'-1- D 21 25 27 28 T-W D n 25 M 23
10 3'S A T-T B a a a N T4F E w 27 27 a T-r E N N N N ].5 4'-T A S-Y B 16 2224 29 8'J' E N 25 26 n T-r D N 24 N 27
11 1'3' A Y-3' C n 23 n n V-r E 27 27 27 n F-3' E 27 a 27 27 4 3'-r A 4'-IF B 10 a n 25 T-r E N N N 27 RP D 21 24 25 a
115wHExPoSUiEa 45 3'T A f.]' B 18 a n 24 T-0• E a 24 N '2T VS D 21 = n N
n ] 11'4" A 9'-P A IB n N 26 I3'4' C 21 n 27 N 1Y-P a 20 n N 27 5 T-IP A ]'-11' B 10 21 n 24 w.r E n N a 26 S.I. E 21 21 N 26
05 9'4' A Tr A 19 n 24 25 tY2' C N n 26 28 11'4' B 21 24 N 27 5.5 Z-r A ]'-T C 19 21 a 24 6-Y E a 23 N 26 T-F E a = 24 N
4 IrV A r8 B 19 a N 26 ITS D a N N 27 1P-7 C 21 21 25 27 6 YS A 34• C 19 21 22 = 6.6 a a 23 24 29 5'-F E a = 24 N
07-.TA 6.11' 8 12 a = n IV-6. D 22 N 25 27 P-r C 21 = = N 6.5 Y-T A YS C 12 20 a n 5'-F F 23 n 24 26 F-Y E a a 24 n
5 T-9- A TS B 12 a n 24 ITS D n 24 25 N T-1" D a 2) 25 25 ) Y-1' A T-I1' C 19 20 a n TS F n 23 N n 4'•11- E a a 24 25
55 T-T A T.1. a 20 21 as 24 9'ii' 0 23 23 n 26 Vr 0, a = 21 N
6 T-T A T$ a 20 21 E 24 6-P D = n 23 N 6'-Y D a 23 24 25 OVER- TABLE 62 TNHWAMT VNITHS FOR SINGLE SPAN ATTACHED"No
65 5'-Y A 5'-S B N 21 a n B-r D 23 23 24 N TIT D n 0 N n HViG PROJECTION OF SINGLE SPAN STUCTURE9(Fri
T 4'-1P A T-1 B 20 N 22 0 V-Y D 23 23 24 25 T-C D n 23 24 1 OFF) I 6 T 6 9' 1P W 1T IS 14' IT 1V 1T 1T 1IF N 21' a
7.5 LS A 4'-10' B 20 N a = T-ir D 24 N N 25 T-Y D 0 ZS = N P ]' ].5' 4' 4.5' S' sT P 6.5' T TS T B.T P 9.T 1P IDS 11'
6 4'3 A 4'-r B 20 N 21 = TF E N 24 N 25 6.". D n n n 25 1' 33' 1' IV 5 53 T 6.T T Ts' A 6S T ev 1P IOS 11' 11.6
85 Y-P A 4'-5• B 20 N 21 = T-T E N N N n Td• D n n n 21 Z W. Nc N. 5.5' 6 6.T T 7.T 0' BS Y 95 IV low IV 11.T 1Y
9 )'-F A P3• B N ZO n n 6-11' E 24 24 N 25 IF D 24 N 24 24 S Ne Na W. Ne Na W. W. S' 45' 9' eV IP IOT It- 11S IT 125
9.6 3'-r A 4'-0' B N 21 21 a 6'-8' E 24 24 N N T-T E 2f 24 N ZI 4' N4 Na Na Na Ne V. Na N� Ne Na NA 105 Ir 11S 1Y 25' 1S
115WHEXPOSLHEC a130 MPH FXPOSUieB
25 3 11'4• A 8W A N n N 26 t2-r G n a N 30 11•4- B 22 26 N ]o TABLE 5.3 Post Requirements TABLE 6.4 Post Requir menbfor
35 9'41' A T-r B 20 24 N 27 11'6- D n a 20 30 10'-5- C 23 N n M for AVdched Single SI1anSWCNFea FTOoSt2nf5nB SDtictur05 Or MUlfiNM AMC S ewm
4 Ts A T-11- B 21 24 25 N 1Pa- D N 26 n n Tv C n N 27 29 Pest Dasnipl-lon Max POST DMmI Post Description Maximum ax POST
45 rE' A 6•T B 21 n 25 26 IP-0- D N 26 a 29 9'd D 24 n a N H91 Cade Footing eight Code DelallA
5 Ts' A lr ' B 21 n 25' N 0'•4- D n ss n 20 SW D 24 ss 20 26 Twin 0.060 S"xI.S'Scroll 9' A Ac D.O6FEWSleel Clover d= 2911 S 11 B Nit,AM
55 T-T A ss 9 21 a 24 N T-IP D 25 n 27 25 6'-1- D 24 a 25 26 0.D42Y1'.B'Alumi1um Post 10' B We 0.041XV'Ki"Steel Clue d= B B N11,AM
6 T-r A Ta B n a 24 = T4. 0 n ss n 26 Ta" D n n N 27 D.024-,SWPaslwith Sideplal 11' B WG-W 311BlId' "Steel Square d= 14' i E N17.AG
6.5 T-T A 4-Al' B a n 24 n T-P E N N N n T� D N N N 27 Clmer0.030"50WAlum 11' C m1.7w 3H6'S69O'Steel Square d- 32' 1 87 1 F MIT AG
7 4•-Ir A 4•e• s 22 a 23 25 T-r E N N N 27 rir o N N N a ClowrD04049G"Alum 11' D I'll"M 3116"xb'k4"Steel S a 35- 1 1 ' I F N17,AG
7.5 ss A 4'W B a = n N T4F E N 25 N 27 T-0• D 25 N 25 27 Colonial 0.05Z'Extruded 12 E Fle 3II6-A4'X4"Steel$ = 38" 1 9 1 F N17,AG
e C-r A ♦.3' B n a 23 24 6-11- E 26 26 N 27 T.T D N ss ss N 0.G41'1G`)G1 Steel Clear 11' F MI.AN 3116'S6'SS'S1ee rox d= 41" 1 AN I G N17 AG
as a-D- A e-D• B n a n 24 V.T E 26 26 26 a 6-T E ss 26 26U-1
0.041W',3'Steel Clover B G ml.AH 3Ii6'SSSB"Steel$ . d= 46" 5' I NIT AG
9 Y-9' A 3'-1P B a a 13 21 TS E a 27 a a 6'-6 E N N 26 &16')LS'T3"$feel$ R 16 H M17.M
95 ]'•r A Y-B• C a a 22 21 6-Y E 17 27 2I a T. E N N 26 3/16'Xi13"steel S WIe 12' 1 Eiji
10 Yd• A SS C a a a 24 T-0' E 21 21 a a T-r E N N 26 WJEk4'k4"Stael uale 15' J Nv,AD DFESSfO
GENERAL INSTRUCTIONS FOR THE SE TABLES 3/16751F'Steel 5quam 15' K mT.AB f2
1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE A.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN
2.CHOOSE PROJECTION.WIDTH AND OVERHANG OF UNIT TABLE 5.1 AND 5.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Am9dmax Exterior Home Products
3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 5.4 28921 US Hwy 74 \ m
(PATIO UNITS USE IO PSF MIN,COMMERCIAL UNITS 9.FWD THE OIC SPACING ORA OF FASTENERS FOR ATTACHINGTO WALL FROM TABLE 7.5 OR TABLE 7.7 Ro Ism!CA 92665 G b 2n
USE20PSFMIN) 10.USE THE APPROPRIATE DETAILS(N7-N35 orA-BM) 8" -
4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Carl PubA m P.E 1681 s
ADEQUATE CLEARSPAN FORYOUR NEEDS. FOR PATIO SLABS FOLLOW I.6 FROM ABOVE THEN 34411vyITnk Place YF
6.DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR SLAB 7.DETERMINE MAXIMUM POST SPAC94G ON SLAB FROM TABLE 5.1 Lynchburg,VA 245M Mg 1] '
CALCULATE FROM TRIBUTARY DIAGRAM ON SCO2 PAGE 2 OF 2 SLAB 8.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACNG earlotmtammroccamcestne * C) \P.'
S.CHOOSE A HEADER FROM TABLE 5.1 THAT HAS ADEQUATE SLAB S.FOLLOW 940 FROM ABOVE
POSTSPACING. SLAB 10.FORTWO POST STRUCTURES USE TABLE 7.1 ON SHEET Ill FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES SFT CIVIL � - CAt\F
7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE S.t qT of OCT 02 2013
1CC ESR1398(2012 1BC)9/29/2013 Page 25 of 66 JUN 02 2015
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SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREAS
12 Gauge xak8'Sleel C(Detail T) Double 16 Go 3'k8"Steel C(Detal T and AY)DOuble 12 Ga 3: 8W Steel C(Detail T and A 12 Gauge x32L&- teal C(Datail Tl Doubt&16 Go 5-XF8taelClQelailTantlA Double 12 Ga 3'ke"Stae1C(DateilTentl AY)
TAB E6.6 Attached Freeslantlingw Attached Freestanding Attached Freestanding or TABLE&8 Attached Freestendllgw Atlechetl Free9andngw Attached Freestanding
Stmdure Mullispan Units SWclure Mullispan UnHs $Wcluro MWtispan UnBs SWelure Muliseen lMlls $WGUm MupH Units SWclwe MWSspan Units
GRWNSM_D TUB POST POST MA% MA%POST LENGTH E MAXOOSTLENGTH MAC MAX POSTLENGTH GRWND TMB POSE POS'! MA% NAXPOSTLENOTH am MAX PoSf LENGTH MAX BMX PoSTLENGTI
ST MIN a IT
r MIN
NOW
r IT He
LOAD WIDTH� ON SPABING Ua FOR SPPoAGN POSE MIN FSuIE LO15
NSTRWNEOFOOT SPAG POST F AiER CANSIPWNEOFOD aPAGNG POST 9zE WNeiM'NEOI00 SLORD µ(FTJ ON 6lAa FORD SPPADGI POST SOt CONSTRNIU3)FDO]EH WACIT PON jr.01
CONBIFWNEDFOOTE SPPAA. POST SIZE CUMSTWJNE)'OGS
Foo-I
(PIP) ( MIN a
Fri SLAB (Fri TTPE 'd W •d -e IF0 TYPE 'd •d W 'd IFN TYPE •d 'd '4' 'd IPSF) (FT) BLAB (F0 ttPE 'd •d -e -d (FT) T3'PE 'e •d 'd IFT) TYPE •d
Mi O On) MI pl) M) f) 5n) M) l) MI /nl 001 (1 M) M) 6n1 00 Onl M1 M1 f) (7
14030+HE%POSUREC w160MPHEXPOS11RE9 Ha MPHE%POGVREB
10 5 IY-]' A lllL F 35 JS 35 21'-2- F 37 37 37 W-T• F 39 39 39 30 5 Sd' A 163' F ]0 30 30 M 19'-0- F Jt ]2 33 35 24'P F 31 31 35 13
LIVE 55 lY4' A 1T4' F 36 36 M 20a' F M 35 38 2V-1w F 40 a0 40 5.5 r4• A 15.5• F 31 31 31 31 10.4- F 33 33 A 35 21'4- G 35 35 35 37
LOAD 6 H'i- A Iw.V F 36 36 M 15-1w F 39 39 39 24'-0- F 41 41 41 6 a'A' A U'-]' F 31 31 31 31 1T-10' F 33 33 3] 3l SY-T G 35 w 36 37
ONLY 65 le3- A 152- F 37 37 37 IF.V F 29 39 39 23'E- F 42 l3 42 6.5 44- A 13'-10- F 31 31 31 31 1T-1- F 34 34 M M 21'-11' G w w M 3]
] ra- A Iw.V F 37 37 37 16a' F 39 39 39 YG11• G 43 43 43 T 4'-P A 13'-r F N 33 ]2 32 164- F 3a 31 N 34 21'3- O 37 37 T A
TS F.I. A ta4- F an 37 37 1T-T F 40 40 40 W-V G 43 43 43 7.5 3.4- A 12'-T- F 32 33 32 32 154- F M 34 N 14 W-11' G 33 w 38 30
a 6E' A IY'T F 05 30 38 16-11- F 40 4D 40 21'-11- G M M M 3 ]'E- A 1Y-1- F 32 12 32 32 15'-T F 35 35 35 35 M'a• G 35 30 38 as
5.5 6-0' A 1TS F 30 3a 36 164• F 41 41 41 21'8- G M M M as 14• A 1RT F 32 32 M M 14'4- F 35 35 35 35 W.I. G 39 39 39 39
9 TE' A 174. F 38 38 30 15-10. F at M M 21'-t' G 45 45 45 9 T-r A 1T-1- F A R 32 32 141V F 35 35 M 35 IT-8. G 39 39 39 39
as T'4• A 174- F 35 M 30 154• F 41 M 41 204' G 46 46 45 95 Td A Iva' F 31 33 33 33 131W G 35 35 35 35 H4• G 40 40 40 40
10 6-V A 11' V F 38 38 ]B IV-11- F 0 42 42 2T4' G 46 45 48 10 Y-101 A le" F 3J 33 13 M 13'41• G 36 M M 36 19'4• G 40 40 40 M
10.5 W.S. A it's F w 39 39 ICE- F 42 42 42 20'-0' G 47 47 4T Ies YF A ITO' F ]3 31 33 33 1Y-11' G M 35 M a6 IF4. G 41 41 41 41
11 6'-Y A 11'-P F 39 19 39 tl'q' G 42 42 43 Ira' O 47 41 M 14DNPHFNOSuREC u I6o MPHE)(POWRE8
11.5 V-11. A lw4- F M M 39 13'-9- G 42 43 42 IT-V O 48 46 M Is 5 5'a- A IV-11' F 33 33 D 33 16-Y F M 35 M 37 =4' G M M 30 40
12 5'-0' A 10- F M 39 M 15-5- G 43 43 Al 19''-2• G 48 46 45 55 SS A 14'W F 33 33 M 33 1]'J' F M M M A ZZ-V G 39 39 39 40
I1 6a' A "7 F 3) 37 at IY-9' F 41 41 at 16-0• G 40 46 46 6 4''-r A 1JJ- F M 34 M 34 16E- F M M M A 21'-5- a 40 40 10 40
140 MPH EXPOSURE 6.5 4W A lr6 F M M 3' M 15'd F 37 37 32 37 Zw-ir G 40 40 40 40
7D 5 T-1. A 12'9• F 31 31 31 31 20-0- F 33 33 33 35 2Ve- F 35 M M M T 4'4. A 11.41• F M 34 34 31 lT4T F 37 37 A 37 204- G 41 41 41 M
LIVE 55 F A 164• F 4 32 32 M W-V F 33 M M M ZP-T F M M M M 7.6 T4- A 114- F M M M M 14'-V F 37 ]T 37 37 M.-Ii. G 42 42 42 42
LOAD 6 5'41' A IS'-1r F 32 32 32 R IV-l' F 34 31 M 35 2YS F M M M 37 8 rC A 10-ID' F 35 M 35 M 1T-11• G M M M 38 W.S. G 42 42 42 12
ONLY 65 5'S A 15'43' F 32 12 32 32 1Ca- F 34 M N M 1L11' G ]) 37 37 37 a5 'TA' A lqS F 35 35 35 M IT-r G M a M 36 IT4. G 43 42 43 43
7 5'-1- A 144' F 32 32 32 M IT-7- F 35 M M 35 2T4' G 38 36 36 M 9 TT A iw-V F M 35 35 35 IZ-II' G 39 M M 36 16E- G 43 43 43 43
]5 4'-9- A 10'4' F M M 31 M 16-11- F 35 35 M M 21'-IV G 36 30 M M
6 4'W A 13'-1• F 33 M M M 16J- F 35 M 33 35 21'W G 39 39 39 39 EE
TABLE 62 TROWARY VAOTHS FOR SINGLESPAN ATTACHED 6TRUMN
a5 Ca- A IT-)• F 33 M M M IV-V F 36 M M M 2d-11- O 39 39 39 M PROJECTION OF SINGLE SPAN 6NGTIIXES(FT)
9 T-11• A IT-1. F M 33 M M 15J- F M M M M 20-T O 40 40 40 40 8' 9' fw It- IT IT 14- IT 16 17' I6 19' 2w 21. ZF
93 T-91 A 11'E• F 34 M M N 14'-A F M M M 36 ZFT G 40 40 40 40 4- 4.r 5' 5S a 6S T ?.T B ax r 9S 10' IDS' 11'
10 3'W A 11'-3- F M. Sl 34 M H4' F 37 37 31 37 Ir-10- 0 41 4I 41 41 45 S SS 6 6S T YN 6 as 0 as iw 105- W Its,
10.5 34' A 1w-11' F 34 N 34 M 5T11- G 37 37 ]] 37 19'a• G Il 41 41 41 W. No M a3' T is, r as, r AV IV Its' 1T 114' 1T
11 T-r A IV-7- F 34 M M A fTS G m 3T 37 3T ire- O 12 42 a2 42 Ne Ne Ne Ne Ne Ne Na da 9.V to- 10.r 1t- 11S IY 12N
11.5 X-i- A 10U- F M 31 N 34 A'-2' G 3] ]] Ji ]] 1w-11. G 42 12 4 2 Ne Ne N4 N4 Ne Ne M Na Na Na No Ne Na 12N 13'
140MPNE%POSUIRC DrIW MPH EXPOSURES
VB 5 TA. A 16a- F M 34 M M Isar F 36 36 M M 27-7' F M M M 41 TABLE 6.3 Post Requirements TABLE 6.4 POSt RegUiremenh;fur
LIVE 55 64V A ISa- F M M M 34 tra• F M M M 3e ZV-IV G M 39 39 40 for Attached Single Span Structures FreastandIng Stmetureaor MulD6pan Atdctied SWetures
LOAD 6 5'-It- A W-r F 34 M 34 M 1T4• F 37 37 37 3T 2Sd• 0 40 40 40 40 Post Description Max POST Dow Post Description Maximum I Max POST
OMY 65 r-r A I355• F M M 35 35 164• F 37 37 37 37 21•a- G M 4t 41 41 Hgl Code Fooling Heigh]I Code Detail#
T T.I. A IT-10- F M M 35 35 wa- F 3e 35 M M 21-1- G 41 M M 41 Tw010o6U!xl.5k1.S SuWI 9 A AD 11.O41-a50'Steel Clever tl= 20' 1 9' 1 B NKAH
73 a'-9' A IYa• F M 39 35 M tS.4• F 3e 3s M M m-1. G 42 42 42 42 g.W2'k3'kB'Afuminum Post iB B wD 0.041A74"Steel CIOVe! do 21" 1 e' I B N71,AH
a 4'-5- A 11'4' F M M M M "'Le. F 3e 35 M M 20•a- G 43 43 43 43 0.024NWxT'1Post vriN Side al 11' B NIC BK 3116'x3'k'w steel square d= 29' 1 14' 1 E NITAG
as 4.3- A it'J' F 36 M M M IIV' F 39 39 M 39 19'4' O 43 43 43 43 Clover 0.030'S3"x3'Ahnn 11' C NILAH 3116'x371A3"SlealS uare do 32" 1 8' 1 F N1T.AG
9 3'-11' A two' F M M M M iTA- G 39 M 39 39 19'W G M 41 M M Clover O.040k3'x3"Ahlm 11' D Nl1.AH 3Ti6S14'Ar Steel$ Mare do 35' 14' F N17.AG
95 T-9• A Ior'. F M M 36 M 1T4. G 39 M 39 39 1r-1' G M M M M Colonial 0.052"Extruded 12' E AE 3116- 4Wk4"Steel$ uare do 38' 1 9' 1 F N17,AG
10 T-6. A 104. F M M M M 12-11- G 40 40 40 40 16-9' G 45 45 45 45 QD41'x3Y Meal Clover 11' F NIt.AH 311Gk5'kSStealSquare 41" 1 15' I G N17.AG
10.5 04• A TE F 37 37 37 37 IY-7- G 40 40 40 40 lff - G 45 45 45 45 0.041'X3'313"Steel Clover B G NU.AH 3Ie`)dIk6"Steel Squat, d4 46' 1 15' 1 1 HIT.AG
11 ]'-S A VA' F 37 J7 37 31
iTa' G 40 40 10 40 1TY G 46 46 46 46 "He'X3'k3"SlaBI S uam 15' H NIT.AT
11S T.I. A B'-P F 3) ]] n T 11'-11' G 40 40 10 40 1Td0' H M M M 46 3I16'%8k3"Steel$ U0m 12' 1 N1),AG
12 T41• A Bras F 37 ]7 7! 3T f1'-I' G 41 tl M ll 1TE' H 1] 4] O 4l 3HCX0'k4"SteelSgtrzre 15' J ND.AG 4�QEas(o
GENERAL INSTRUCTIONS FOR THESE TABLES 3fi6-x5�5"$fee150138Te t5 K NIT,AG
1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE S.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN O l-U
2 CHOOSE PROJECTION.WIDTH AND OVERHANG OF UNIT TABLE 6.8 AND 6.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amedmex Exterior Home Products (�,�� 0 C1
3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 6.4 28921 US Hwy 74 SSA N fy T
(PATIO UNITS USE IO PSF MIN,COMMERCIAL UNITS 9.FIND THE OIC SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 FINneand,CA 92585 Q�Q� PU
USE 20PSF MIN) 10.USE THE APPROPRIATE DETAILS(141-1,135 arA-BM) V
A CHOOSE A PANEL FROM SECTION 4.0 THAT HAS - Carl Putman P.E.
ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 14+FROM ABOVE THEN 34411vylInk Place
S. DETERMINE TRIBUTARY WIDTH FROM TABLE 62 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lynchburg,VA 24503
CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 SLAB 9.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING cadputnaml@comcast. at fI R15MO/20
6. CHOOSE A HEADER FROM THAT HAS ADEQUATE SLAB 9.FOLLOW 9.10 FROM ABOVE
POSTSPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MISC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES * CALIF
7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.8
sT9 OFCAUFQ� OCT 02 2013
ICC ESR1398(2012 IBC)9/29/2013 Page 43 of 66 JUN 02 2015
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0.26 --I Live MAX"L"FOR TOP
SEE TABLE 4.10 4.656 1.000 3' 6 s/8• O''243' Load Wind Speed OR SIDE MOUNT
7 75' ENCLOSED IN
DETAIL N30 0,0750 0,37 (ps0 and Exposure 16"o/c 24•'o/c
TYPICAL 10 110 mph Exp B 21'3" 14•-2"
2.000 3' 115 mph Exp B 19'-7" 13•4"
12 (t= 0.105') or 130 mph Exp B 19-7" 101-W,
16 Gn (t= 0,059'5 t= 0.030' ALUM 140 mph Exp B 13'-r' 9'-1^
= 0.040' ALUM 11D mph Ex C 1s-r' w 4
= 0.041' STEEL 3• SDLV RE COLUMN p p
0.875" TYP. — 4.043 �M. (3004-H34 ALUM ALLOY> 115 mph Exp C 14'•3" 9.7-
T POSTS MAY BE TRIMMED w FLEX N 16 2' x 65' SIDEPLATES 20 130 mph Exp C 1t•-4" 7'-7^
ALUM. (ACING. (3004-1434 ALUM. ALLOY) 140 mph Exp C 9•-10•'
N9 STEEL "C"- CHANNEL HEADER CALIFORNIA FASCIA
(STEEL A-653 Fy=50 KSI) N1 O 3" ALTERNATE POST SIDEPLATE CONNECTION DETAIL
(ALUM 6063 T6) O TOP MOUNT BRACKET NOT ALLOWED
1 1 (3105—H25 ALUM. ALLOY OR IN SNOW LOAD AREAS
A-653 Fy=40 KSI STEEL) SEE GENERAL NOTE #9 FOR
CORROSION PROTECTION
3' x 3' METAL POST /14X1.5- SCREWS 15, 0.125'
6 PLACES
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SEE GENERAL NOTE 19 oat•si(a 07-a w5p DOSO MANE r T
�. OF WOOD FRAIAING 1
EIGHT #14 SMS L WLEDGERANUR
STRUCTURAL PANEL
DETAIL NB �)TWO 3/B' X5' LAG ALUM � O.t25'xt.5'x1SCREW W/ 1'0 STEEL O PANEL t "" SIEEL (Fy = 33 KSI)
WASHER ONE ON THESE DETAILS ARE LIMITED TO t� ih]n•wxw. BRACKET. 1' SPACINGEACH SIDE OFPOST 150 mph EXPOSURE B AND 120 mphBETWEEN SCREWSExp C FOR 10 PSF (o ALTERNATIVE EAVE ATTACHMENT
AND 150 MPH EXP C FOR 20 PSF2x OF LEDGER BOARDDOUGLAS FIR r SIDE MOUNT BRACK
LUMBER FLOOR HOUSE PENETRATIONS
JOIST OR HEADER TO DRAINAGE gtONM E COMPLETELY AND
TOP MOUNT BRACKET SAVE OVERHANG AND 'L• MS Qp p A, NTLY SEALED
ATTACHED STRUCTURE POST ALSO COMPLY WITH DETAIL N y
TO DECK FLOOR JOIST C 81 9
Q�OFfs8S10' - EXP.6130 17
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t =0.024' 30041-134 R=.0937 N17 SEE GENERAL NOTE * ; * 28921US Hwy 74
t =0.040' 3105H26 TYP. #9 FOR CORROSION CI a�Q er�maX Romoland,CA 92585
I PROTECTION CALtF EXTERIOR HOME PRODUCTS
f---- 3'-6'----1 OCT 02 2013 BEJ/CP
NTS - ompo Newport
a Structures
Connection Details
]CC ESR1398(2012 IBC)9/29/2013 Page 45 of 66 Engineer's Stamp for New ort Patio Structures
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STEEL POST SLAB REQUIREMENTS saa Panels
FOR CONSTRAINED 0.042"X3'x8''''\\\ ATTACH PANELS
FOOTINGS
IL L (0.06Bracket H�� \ PER DETAILS
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m 0.024' 3' x 8' Header M �I 3' x B' Header 02 "ANC4".
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d �I N30 I I 3`x3' POST MSTA36 (ICC ESR 2105 AT SPLICE
3/8' x 9' STEEL REBAR EMBEDDED AT 'B' RAFTER & SIDEPLATES I I 2x6.5' SIDEPLATE LOCATION)
d < 33' B = 9' HEADER (3004-1-134 ALUM. ALLOY) t I COVER W/ 0.019" ALUMINUM
d < 38' B = 12' (3004-1-134 ALUM. ALLOY)
d < 46' B = 18' N32 ALTERNATIVE SPLICE FOR ATTACHED UNITS
N2g FREESTANDING OR ATTACHED - N34 LEDGER BOARD ATTACHMENT
POST/FOOTING CONNECTION
Seal with permanently flexible SD( 1/4• LAG SCREWS OR 414 SCREWS
& waterproof sealant WES' OF PENETRATION INTO WALL STUD)
SEE GENERAL NOTE A23
CONTINUOUS 2'x OF LEDGER
BOARD OR PROVI➢E SIMPSON
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..QROfEB$10 *
2.5' MIN PEN Till 1.r7l'00'min. 2.5' MIN PU - mT9T CIVIL \? JUN O2 2015
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Synthetic Stucco or other 4 8 .
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Sheathing MAX WIND LOAD IS 150 MPH EXP B AND * 1 * 28921 US Hwy 74
130 MPH EXPOSURE C CI \P EXTERIOR HOME PRODUCTS Romoland,CA 925a5
SEE ALLOWABLE DISTANCE TO FIRST N33 STUCCO ATTACHMENT DETAIL W/ CpL\F �
ROW OF POSTS IN TABLE 7.7 LEDGER BOARD '
OCT 02 2013 BEJ/CPNTS omponen a s ConnectionDetails
ICC ESR1398(2012 IBC)9/29/2013 Page 47 of 66 Engineers Stamp far Newport
Patio Structures
NP04-2012 4 of 4
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FAN BEAM A
CONFORMANCE TO THE
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HEADER SCOPE ❑F THI DETAIL 3x3 Steel Beam
CEILING FAN OR AND MUST B A ROVED 30 Ibs 15'-10" 23'
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OCT 02 2013 33 CP�
NTS Miscellaneous Details
ICC ESR1398(2012 IBC)9129/2013 Page 59 of 66 Engineer's Stamp I&Mise2-2012
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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 OnlyWind Condition Lattice
FREESTAND AND ATTACHED Footing Depth Trib 115 mph 115 mph 140 mph Trib Existing Residenci
o DIAMETER OF 18" 24" 30" 36" Area Exp B Exp C Exp C Area
_ CIRCULAR d(in) Required Side of Square Footing F.ft) Required"d"of Footing(in) (sq ft)
Z c FOOTINGS(IN) 20" 21" 18" 16" 15" 15 15" 17" 20" 25
Og 12" 18" 24" 21" 23" 20" 18" 16" 20 17" 19" 21" 33 PanelSpar 112 OF PANEL SPAN
F p o 22" 24" 21" 19" 17" 25 18" 20" 23" 42
O
Z 0 0 DEPTH OF 23" 26" 23" 20" 18" 30 19" 21" 25" 50 I i
0 � 0 a CIRCULAR 24" 28" 24" 21" 20" 35 20" 23" 26" 58 Corner Trib Area � Trib Area for � 1/2 OF PANEL SPAN
FOOTINGS(IN) 25" 29" 26" 23" 21" 40 21" 24" 27" 67 1 Middle Post 1
14" 17" 24" 14" 14" 26" 31" 27" 24" 22" 45 22" 25" 28" 75 1
15" 18" 30" 15" 15" 27" 33" 29' 26" 23" 50 23" 26' 29" 83
16' 19" 36" 16" 16" 28" 35" M' 2T' 25" 55 2W 26" 30" 92 1 Post Spacing Panel
17" 21" 43" 19" 17" 29" 37" 32" 29, 26" 60 24" 27" 31" 100 1 I Overhang
18" 22" 52" 23" 18" 30" 39" 34" 30" 27" 65 25" 28" 32" 108 Figure 1
19" 23" 61" 27" 19" 31" 41" 35" 32" 29" 70 25" 28" 33" 117 Determine Trib Area from Figure 1
20" 24" We 31" 20" 32" M., 37" 33" 30" 80 26" 30" 34" 133
21" 26" n/a 36" 21" 33" 45" 39" 35" 32" 90 27" 31" 35" 150 INSTRUCTIONS TO USE TABLE 7.10
22" 27" n/a 42" 24" 34" 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" We 54" 31" 36" 51" 44" 39" 36" 120 30" 34" 39" 200 FOR MIDDLE POSTS THIS IS:
25" 31" n/a 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" 36" 41" 233 FOR END POSTS THIS IS:
27" 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" n/a 86" 49" 40" 60" 52" 46" 42" 160 33" 37' 43" 267 3.DETERMINE FOOTING SIZE FOR WIND CONDITION
29" 36" n/a n/a 54" 41" N/A 54" M!' 44" 170 34" 38" 44" 283 4. FOR LATTICE USE LAST COLUMN FOR TRIB AREA S ` AL F
30" 38" n/a n/a 60" 42" N/A 56" 50" 45" 180 36, 39" 45" 300 k /,y
31" 39" n/a n/a 66" 43" N/A 58" 51" 47" 190 35" 40" 45" 317 Q� P L UT,y %(1
32" 40" We n/a 72" 44" N/A 60" 53" 49" 200 36" 40" 46" 333 Amerimax Exterior Home Products
33" 42" We n1a 79" 45" N/A NIA 55" 50" 210 36" 41" 47" 350 28921 US Hwy 74 - C
34" 1 43" 1 n/a n/a 87" 46' N/A WA 57" 52" 220 37" 42" 48" 367 Romoland,CA 92585 1
TABLE 7.8 4T' N/A N/A 59" 54" 230 38" 42" 48" 383
48" NIA NIA N/A 55" 1 240 1 38" 1 43" 1 49" 1 400 49" N/A N/A NIA 57" VI
TABLE 7.10 Ce .Pp .. q pP
50" N/A N/A NIA 59" .=0�'.0 .c F LEA
TABLE 7.9
Carl Putnam,P.E. -' R 3 Misc4-2012
3441 1vylink Place * f,
Lynchburg,VA 24503
Cl ��\P
CALF
OCT 02 2013
ICC ESR1398(20121BC)9129/2013 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 L1c: Use this table for the following headers Table Ltd: Use this table for the following headers Table L2c Table Ltd
Moment Frame C=536 Ibf ft Moment Frame D=793 Ibf'ft Moment Frame C Moment Frame D
Post Height(it) Post Height(ft) Size Size
Required 8' 9' 10, 11' 12' 8' 9' 10' 11' 12' FRequire 8' 9' 10' 11' 12' 8' 9' 10' 11' 12' $s Allowed Ss Allowed
Wind Number Wind Exposure B Wind Exposure C Wind r 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 11.5' 9.5' 8' 6.5' 5' 7' 5.5' 4' 3' 2' 110 mph 2 or 3 15' 16 13' 11' 9.6 11.5' 9.5' 7.6 V 5' 30% 1534 30% 2269
4 15' IT 13.6 11.5' 9.5' 11.6 9.5' 8' 6.6 5' 4 15' 15' 15' 15' 15' IT 16 IT 11' 9.5' 40% 1150 40% 1702
5 15' 15' 15, 15' 14.6 16 13.6 11.6 10' 8' 5 15' 15' 15' 16 15' 15' IT 15' 10 14' 50% 1052 50% 1556 2 2015
6 15' 16 15, 16 16 15' 15, 15, IT 11.6 6 15, 15, 15, 16 15' 15, 16 15, 15, 15, 60% 877 60% 1297
7 15' 15, 16 16 16 16 15' 15' IT 14.6 7 16 15' 15' 15' 15' 15' 16 15' 15' 15' 70°% 751 70% 1112 \ Lary
115 mph 2 or 3 10.6 8.5' 7' 5.5' 4.5' 6' 4.5' 3.5' 2.5' 1.5' 115 mph 2 or 3 16 14' 11.5' 1 V 8.5' 10' 8.5' 6.5 5.5' 4' 80% 757 80% 1135
4 16, 14' 12' 10, 8.5' 10.5' 8.5' 7' 5.5' 4.5' 4 16 15' 16 16 14.6 15' 14' 12' 10' 8.5' 90% 682 90% 1009 •G �ttP
5 15, 15' 15' 14.5' 12.5' 14.5' 12.5' 10.5' 8.5' 7' 5 16 15' IF 16 15' 15' IT 15' 14.5' 12.5' 100% 614 100% 908
6 15, 15, 15, 15' 16 15' 15' 13.5' 11.5' 10' 6 16 16 19 IT 16 15' 15' 15' IT 15' 110% 608 110% 900 9
7 16 IT 15, 15, 15' 15' 15' 16 15, IT 7 15' 15' 15' IT 16 15, 16 15' 15' 16 120% 558 120% 825
130 mph 2 or 3 7.5' 6' 4.5' 3.5' 2.5' 4' 3' 2' 1' V 130 mph 2 or 3 12.5' 1 V 8.6 7' 5.5' 7.5' 6' 4.6 3.5' 2.6 130% 566 130% 838 * 7\ #
4 12.5' 10.5' 8.5' 7' 5.5' 7.5' 6' 4.5' 3.6 2.5' 4 15' 15' 14.6 12.6 10.5' 12.6 10.6 8.5' 7' 5.5' 140% 526 140% 778
5 15' 15' 12.5' 10.6 9' 11' 9' 7.5' 6' 4.5' 5 15' 15' 15' 15' 15' 15' 14.5' 12.6 10.5' 9' 150% 491 1 150°h 726
6 15, 15' 15' 14.5' 125' 14.6 12' 10' 8.5' 7' 6 16 15' 15' 16 15' 15' IS 15' 14' 12' �OF O�
7 15, 15' 15, 1& IT 16 15' 12.5' 11' 9' 7 19 15' 15' 15' 15' 15' 15' 15' 15' 15' Directions for using Seismic Table 1.2a,L2b,L2c or Ltd
140 mph 2 or 3 6' 4.5' 3.5' 2.5' 1.5' 3' 2' 1' 0.6 0' 140 mph 2 or 3 19 8.5' T 5.5' 4' 6' 4.5' 3.5' 2.5' 1.5' 1. Determine Tributary width fE of
4 10.5' 8.6 7' 5.5' 4.5' 6' 4.5' 3.5' 2.5' 1.5' 4 15' 14' 12' 10' 8.6 10.5' 8.5' 7' 5.5' 4.5' 2. Determine width of structure V
5 15' 12.9 10.5' 8.5' 7' 9' 7.5' 6' 4.5' 3.5' 5 15' 15' 15' 14.6 12.5' 14.6 12' 10.6 8.9 7' 3. Determine height of structure ^ Q
6 15, 15' 14' 12' 10' 12' 10' 8' 6.5' 5.6 6 16 15' 15' 15' 15' IT 15' 13.6 11.5' 10' 4. Determine number of posts structure has G -
7 15, 15' 15' 15' 13' 16 12.6 10.6 9' 7.6 7 16 15' 15' 15' 16 15' 16 15' 15' 13' 5. Determine Ss for your area(conla(
150 mph 2 or 3 5' 3.5' 2.5' 1.5' 1' 2.5' 1.5' 0.5' V 0' 150 mph 2 or 3 8.5' 7' 5.5' 4' 3' 5' 3.5' 2.5' 1.5' 0.5' your local building depadment)"""'
4 8.5' T 5.5' 4.5' 3.5' 5' 3.5' 2.5' 1.6 1' 4 14' 12' 10' 8.5' T 8.5' 7' 5.5' 4.9 Y 6. Choose Table L2a-d based on the header #
5 12.6 10.T &V 7' 5.5' 7.5' 6' 4.5' 3.5' 2.5' 5 15' 15' 14.5' 12.6 10.6 12.6 10.6 8.6 7' 5.5' 7. Determine the maximum size allowed on the ait
6 15' 13.5' 11.5' 10, 8' 10' 8' 6.5' 5.5' 4' 6 15' 15' 15' 15' 14' 16 13.6 11.6 9.5' 8' B. Multiply#1,#2 and#3 and divide by#4`""" C -
7 15' 15' 14.5' 12.6 10.6 12.6 10.6 8.6 7' 6 7 15' 16 15' 15' IT 16 15' 14.6 12.5' 10.5' 9. If#8 is lower than#7 the structure is OK for s is CA1.\F
170 mph 2 or 3 3.5' 2' 1.5' 0.5' 0' 1.5' 0.5' 0' 0' 0' 170 mph 2 or 3 6 4.5' 3.6 2.6 1.5' 3' 2' 1' 0.5' 0' 10. If your Ss is over 150%use 150%
4 V 5' 3.5' 2.5' 1.5' 3.5' 2' 1.5' 0.5' 0' 4 10.5' 8.5' 7' 5.5' 4.5' 6' 5' 3.5' 2.5' 1.5' OCT 02 2013
5 9' 7.5' 6' 4.6 3.5' 5.5' 4' 3' 2 1' 5 15' 12.6 10.5' 8.5' TV V 7.5' 6' 4.6 3.5'
6 12' 10, 8.5' 7' 5.5' 7.5' 5.5' 4.5' 3.5' 2.5' 6 15' 15' 14' 12 19 12 10' V 6.5' 5.6 'no check needed for Patio Covers attached to slab underthese conditions
7 15' 12.6 10.5' 9' 7.5' 9' 7.5' 6' 4.5' 3.6 7 IT 16 16 16 IT 15' 12.6 10.6 9' TV -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 L26,4 screws,A=5",B=7",sideplates=0.024" Tables L1 and 1.2 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 an 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=7",DBL HEADER Romoland,CA 92685 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 posts
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 24503 Misc5b-2012
ICC ESR1398(2012 IBC)9/2 912 01 3 Page 63 of 66
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Amerimax 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 l(inA4)top in l(in-4)bottaml compression in compression Allowable Ftu or Fu Fly or Fy Fcy
compression in compression (Ibf-ft) (IbPft) Shear(Ibf) Material E(ksi) (ksi) (ksi) (ksi)
Rafters
0.024'k2'k(3.625"Aluminum Rafter 2.283 same 298 278 165 3004H34 10100 32 25 22
0.032'kKZW.625"Aluminum Rafter 3.072 same 563 504 398 30041134 10100 32 25 22
0.040"x2"x6.625"Aluminum Rafter 3.873 same 866 801 784 30041-134 10100 32 25 22
0.042"x3"0Aluminum Rafter 7.907 same 1164 1038 747 30041-134 10100 32 25 22
0.024"x3"x3"Aluminum Rafter 0.446 same 130 124 380 31051-125 10100 23 19 17
0.040"x3"x3"Aluminum Rafter 0.754 same 389 343 1606 31051-125 10100 23 19 17
Solid Panels
0.018"x2.5"x6"Aluminum Panel 0265 same 138 109 779 3004H36 10100 35 28 25 JU 022 15
0.024"x2.5"x6"Aluminum Panel 0.353 same 253 169 927 30041-134 10100 32 25 22
0.032"x2.5"x6"Aluminum Panel 0.471 same 386 253 1236 3004H34 10100 32 25 22
0.036"x2.5"x6"Aluminum Panel 0.53 same 439 301 1391 30041-134 10100 32 25 22 gVONAL E
Pllry 'OFF
0.018"x3.5"x12"Aluminum Panel 0.545 same 316 352 450 30041-136 10100 35 28 25
0.024"x3.5"x12"Aluminum Panel 0.727 same 409 473 536 3004H34 10100 32 25 22
0.032"x3.5'x12"Aluminum Panel 0.969 same 568 692 715 3004H34 10100 32 25 22 846
0.036"x3.5"x12"Aluminum Panel 1.09 same 652 808 804 30041-134 1D100 32 25 22 EXP.6130120W
0.018"x2.5"x12"Aluminum Panel 0.25 same 184 141 246 30041-136 10100 35 28 25 i
0.024"x2.5"x12"Aluminum Panel 0.334 same 315 241 584 30041-136 10100 35 28 25 CIVIL
0.032"4.5'SK12"Aluminum Panel 0.445 Same 484 371 1394 30041-136 10100 35 28 25 Fd�'CA
0.036"x2.502"Aluminum Panel 0.501 same 511 392 1970 30041-134 10100 32 25 22
0.018"x 'W Aluminum Panel 0.154 same 133 150 528 30041-136 10100 35 28 25
0.024"x2"x6"Aluminum Panel 0205 same 196 207 629 30041-134 10100 32 25 22 :Q�pFE§Slt)-
0.032"x2"x6"Aluminum Panel 0.273 same 294 318 838 30041-134 10100 32 25 22
0.036"x2"x6"Aluminum Panel 0.307 same 333 382 943 3004H34 10100 32 25 22 �U6+�
� m
Aluminum Headers m
0.042"x3"x8"Aluminum Header 7.907 same 1164 1038 747 3004H34 10100 32 25 22 J
Double 0.042"x3"x8"Aluminum Header 15.814 same 2328 2076 1494 30041-134 10100 32 25 22 * it
Double 0.040"x2x6.625"Aluminum Header 7.746 same 1732 1602 1568 30041-134 10100 32 25 22 C1 �P
CAL1F0�#
Aluminum Fascia
California Extruded Fascia 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 1664 1538 3414 6105T5 10100 38 35 35
Alaskan Fascia 3.95 same 2349 1905 4963 6105T5 10100 38 35 35
4"x3"Ibeam 3.617 same 2445 2580 2106 6063T6 10100 30 25 25
7"x4"Ibeam 13.857 same 6718 6718 4244 6105T5 10100 38 35 35
Steel Headers
0.041'St3"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 13.28 some 6549 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 5o Misc7-2012
Double 16 Gauge Steel C Beam 14.92 same 9610 9610 4788 ASTM A653 Grade 50 29000 65 50
ICC ESR1398(2012 IBC)9/29/2013 Page 65 of 66
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