PMT14-01026 City of Menifee Permit No.: PMT14-01026
29714 HAUN RD. Type: Residential Addition
MENIFEE, CA 92586
smere.�mr sW"..", MENIFEE Date Issued: 06/07/2014
PERMIT
Site Address: 31778 LIVINGSTON ST, MENIFEE, CA Parcel Number: 360-710-023
92584 Construction Cost: $2,700.00
Existing Use: 1 &2 Family Residence Proposed Use:
Description of INSTALL 350 SO FT SOLID ALUMAWOOD PATIO COVER WITH 2 FANS&2 LIGHTS
Work:
Owner Contractor
JEFF&LORA MARTIN AMERICAN HOME REMODELING INC
31778 LIVINGSTON ST 4375 PRADO RD SUITE 108
MENIFEE, CA 92584 CORONA, CA 92880
Applicant Phone: 9515200654
DAN STINSON License Number: 807029
AMERICAN HOME REMODELING INC
4375 PRADO RD SUITE 108
CORONA, CA 92880
Fee Descriotion Oft Amount r$1
ft-ew le .
Building Permit Issuance 1 27.00
GREEN FEE 1 1.00
DE dA
$293.00
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 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_Bldg Permit_Templalexpt 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 Co a and my license is in full force and effect. Code:The Contractor's License Law does not apply to an owner of a property
License Class n License No. 0� 7_1 0"11* who builds or improves thereon, and who contracts for the projects with a
Expires34 e%- Signature s licensed contractor(s)pursuant to the Contractors State License Law).
WORKERS'COMPENSATION DECLARATION
❑ I am exempt from licensure under the Contractors'State License Law for the
❑ I 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
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 html.
permit is issued.My worke 'compensation insur nce carrier and policy number are:
roperty Owner or Authorized Agent
Carr! to/I — Date
Expires Policy#�l�Y�.�/�'".2-O/�
❑ 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 stale laws relating to building
construction I authorize 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 identified perty for th nspection purposes.
shall not employ any persons in any manner so as to become subject to the rr
workers'compensation laws of California, and agree that if I should becomeq.L�
subject to the workers'compensation provisions ection 37 0 of the Labor Prope ty Owfier or Authorized Agent Date
Code,I shall forthwith comply with those provis n
City Business License#
Date;��—�T Applicant;
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, OYES OCCUPANT HANDLE A HAZARDOUS MATERIAL OR A
DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE MIXTURE CONTAINING A HAZARDOUS MATERIAL
LABOR CODE, INTEREST,AND ATTORNEYS FEES 994�-QUAL TO OR GREATER THAN THE AMOUNTS
CONSTRUCTION LENDING AGENCY SPECIFIED ON THE HAZARDOUS MATERIALS
INFORMATION GUIDE?
I hereby affirm that under the penalty of perjury there is a construction lending
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
FROM THE SOUTH COAST AIR QUALITY MANAGEMENT
Lender's Address BNB-- 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 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, 'e'NO SCHOOL?
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 I HAVE READ THE HAZARDOUS MATERIAL
provisions of the Contractor's State License Law (Chapter 9 (commencing with INFORMATION GUIDE AND THE SCAQMD PERMITTING
Section 7000)of Division 3 of the Business and Professions Code)or that he or YES
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 ❑NO UNDER THE STATE OF CALIFORNIA HEALTH AND SAFETY
a civil penalty of not more than($500).) CODE SECTION
IONMAT 25505RIAL hE5533PORI,AND 25534 CONCERNING
HAZAAD❑ I, 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 PROPERTY NER R ORIZED AGENT
not intended or offered for sale.(Section 7044,Business and Professions Code;
The Contractor's State 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).
CITY OF MENIFEE
r—
29714 Haun Road 1 (—u I`d I(0
Menifee, CA 92586
Phone: (951)672-6777 Amount
Fax:(951)679-3843 a Sob
Building Combination Permit Leg
To Be Completed By Applicant ' S1
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Assessor's Parcel Number. ,1.R
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Conirao:or s C / gosmass Lrc_nse No. CenL-actar' p�;a:e of California Lirnse No. -
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Ins n e As P.-r��erve�ar rl!A-yot P. pllcabs Ca^•pL1a.,al.,.r`dI y c-r_^.e cned C s.,n la sale pl rs an h
1 S=(o:
❑ idle She-t ❑ Elevations
❑ FJ.u:iea! Plan ❑ G=_o Tech'Soils Report(on cd onh
❑ Pio!!S Le Plan ❑ Roof Plan ❑ Moch_n:c ❑ Ttle 2: Energ v 7)
al Plan e!(an 8 S,x 11)
❑ Fcuc�a'ion Plan ❑ Cass Section ❑ S75J-tural Ca"1-u!a;lnns
❑ Plumbing Plan -
❑ Floor Plan ❑ SWCurJ Framing Plan 3 Dea3; El Single Lire diagram for elec.szruce;crier-00 ApIP
❑ Shoring Plan ❑ Sound Raport-Residential
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Indicate New Construction Etixl luer!ian'gie n9' Ad di!ion'
Work Repair' .!rol'
c'iProposal Building Usefs) a Pe-t'
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Inc�ca'a Indicate if A[ Pned YES er;-10 Indicate all :C=•.T-Tech_Haz_Z--^rr_+
Cor,S!;eq;pq Scrinhl^_raE
Ccmpialion' - �.c. a;^,aP/: Coastal Zon.
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Ci?y of Menifee
Building & Safety Dept.
t Jf F- Mg 0 7 2014
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D�f'RLECT INFO. LL W LL s
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♦(,.,�,_ ,1 I ROPOSED EL_I&HT5 AL m
,,:^:p p 2n5 apaii net he construed to by a permit for,or a 14k25'METALS USA 2-LIGHTS B
aGi'I'?1JI';L in'r WLPanl q o!4,,v o,owi:.tons of th-federal,state or city FLAT PAN PATIO COVER 2-FANS
regl Iwns and ord,nances. This sct of approved plans must be kept on the w
LOT 6011ERAISF o
focslte Until Completion. (E)HOUSE W/GARAGE-?911 SOFT. 2^ � N
COVERED PORCH- 195
PROPOSEDL0VER- 3303Q.fT. w a
TOTAL-3,459 SOFT.
LOT- 1 J,q . (n a.
TOTAL LOTOT C GOY.V.--26.9%
GAUSMWelM men6NMEFICFNH0ME HEMOOELINGWalinWaMn,W,W7R 01612M25RM,1t i9
METALS BUILDING PRODUCTS PATIO COVER,CARPORT AND COMMERCIAL STRUCTURE ENGINEERING(2012 IBC)
PAGES DRAWING SECTION DESCRIPTION
1 MUSAGN01.DWG GENERAL NOTES AND TRIBUTARY WIDTH DIAGRAM
1 GENERAL NOTES AND PROFESSIONAL ENGINEERING STAMPS
LATTICE COVER COMPONENTS AND CONNECTION DETAILS
1 PAGE LATOI.DWG STRUCTURAL CONFIGURATIONS
4 PAGES LAT02.DWG COMPONENTS/CONNECTION DETAILS
LAT03.DWG
LAT04.DWG
LAT05.DWG -.
4 PAGES LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES -
6 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN NORMAL WIND AREAS
6 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN HIGH MPH WIND AREAS
SOLID COVER COMPONENTS AND CONNECTION DETAILS
11 PAGES MUSA01.DWG STRUCTURAL CONFIGURATIONS
MUSA01b.DWG STRUCTURAL CONFIGURATIONS
MUSA02.DWG COMPONENTS/CONNECTION DETAILS
MUSA03.DWG COMPONENTS/CONNECTION DETAILS
MUSA04.DWG COMPONENTS/CONNECTION DETAILS
MUSA05.DWG COMPONENTS/CONNECTION DETAILS
MUSA06.DWG COMPONENTS/CONNECTION DETAILS
MUSA07.DWG COMPONENTS/CONNECTION DETAILS ,oes�i �—
MUSA08.DWG COMPONENTS/CONNECTION DETAILS o aW -
MUSA09.DWG COMPONENTS/CONNECTION DETAILS
MUSA10.DWG COMPONENTS/CONNECTION DETAILS - - 4 f t '1 —
6 PAGES 4.0 PANEL SPANS FOR PATIO,CARPORT AND COMMERCIAL STRUCTURES
C VV aY
28 PAGES 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN NORMAL WIND AREAS " 'oFencle ```
28 PAGES 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN HIGH WIND AREAS FEB 24 2014
2 PAGES Misc1a, Misc1b 7.0 MISC DETAILS
1 PAGE Misc2 7.0 FAN BEAM DETAILS
1 PAGE Misc3 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES
1 PAGE Misc4 7.0 CONCRETE FOOTING OPTIONS
2 PAGES Misc5 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS
1 PAGE Misc6 7.0 FORCES ON EXISTING STRUCTURES
1 PAGE Misc7 7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS February 24, 2014
1 PAGE Misc8 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS
- - PROJECTION - 12.The roof panels shall have a slope between 025"-and 1"perfoot -- ----
fE
DTH 13.All steel shall be galvanized ASTM A-653 G90,A123 G45 or A153 B-3,painted ASTM A755 or use an approved
-1� TRIB WIDTH --I TRIBUTARY WIDTH coating complying with IBC section 2203.2. Paint inside of all embedded posts from the bottom to 12"above grade. eB4191On9
Where aluminum is In contact with dissimilar metals(other than stainless,aluminized or galvanized steel)or absorbent
building materials,likely to be continuously or intermittently wet,the faying surfaces shall be painted or otherwise
OVERHANG separated in accordance with the Aluminum Design Manual Section M.7.
14.Wind velocity and Ground Snow/Live load are identified In all of the relevant tables. Roof snow loads have been
determined in accordance with ASCE7-10 Section 7.3. C1=1.2,I=1.0,Ce=1 A(All exposures except and C when
located tight among conifers)
G Ground Snow LoadApplied Roof Load
URE 10 psf 10 psf -LIVE OR GROUND SNOW METALS.
20 psf 20 psf LIVE OR GROUND SNOW
25 psf 21 psf DESIGN ROOF SNOW LOAD
PROJECTION 30 psf -25.2 psf DESIGN ROOF SNOW LOAD l+uHdwg IrxKKu�iista
TRIB WIDTH TRIBUTARY WIDTH �-- 40 psf 33.6 psf DESIGN ROOF SNOW LOAD
TRIBUTARY 1 60 psf 50.4 psf DESIGN ROOF SNOW LOAD
WIDTH
DIAGRAM WIND SPEEDS IN THE 2012 IBC ARE"ULTIMATE DESIGN WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS
REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM"ULTIMATE DESIGN WIND SPEEDS"FOR j
RISK CATEGORY II. FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING
STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING A a
HIGHER Kzt VALUE(ISOLATED HILLS,RIDGES,ESCARPMENTS)WILL REQUIRE HIGHER WIND LOADS AS o 0
PER ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. a w a
�zn
General Notes NOTE:EXPOSURE B:SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B(URBAN AND
SUBURBAN AREAS,WOODED AREAS,OR OTHER TERRAIN W/NUMEROUS CLOSELY SPACED J z e
1.Structural design per the 2012 International Building Code basic load combinations described in OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER)PREVAILS IN THE UPWIND
Section 1605.3.1 and no increases are permitted for resisting wind or seismic forces. Aluminum °,>o w
DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. rc
design in accordance with the 2010 edition of the Aluminum Associallons's specifications and
Chapter 20 of the IBC. Patio Covers as defined in IBC Appendix I shall be used only for EXPOSURE C:SHALL APPLY WHEN EXPOSURE 0 AND D(SMOOTH MUD FLATS,SALT FLATS,UNBROKEN ICE
recreational,outdoor living purposes and not as carports,garages,storage rooms or habitable AND OTHER)DO NOT.
rooms. Commercial Covers may be used for these purposes. Carports must have at least two SEISMIC LOADING:
opens sides and have floor surfaces made of approved noncombustible material or asphalt. MAXIMUM Ss=150%SHOWN IN 2012 IBC FIGURE 1613.3.1(9)
2.At least one horizontal dimension(projection or width)of cover shall be less than 30'. Ss>150%ARE NOT REQUIRED AS PER ASCE7-10 12.8.1.3
3.Concrete mix:Fc=2500,3000 or 3500 psi at 28 days In negligible,moderate and severe S1 NOT APPLICABLE TO THESE STRUCTURES - ES$1 i
conditions as shown in Figure 1904.2 of the 2012 IBC. Patio structures may be attached to SITE CLASS=D 200T
p
concrete slab without footings when the post load is 7501bf or less and the frost depth is zero. � D
Concrete shall be set back a minimum of 4"from edge or expansion joint of a slab. Posts BASIC SEISMIC FORCE SYSTEM °' SII"/ i..j
POSTS EMBEDDEDD INTO NTO FOOTINGS=ORDINARY STEEL MOMENT FRAME»R=1.25 ,IC
attached on slab will conform to Details LA35,MU700 or MU102. POSTS SURFACE MOUNTED=GENERIC SYSTEM»R=1,25 � B8 '
4.Each application shall show a complete plot plan of the property and buildings. Circle the post ANALYSIS PROCEDURE=EQUIVALENT LATERAL FORCE PROCEDURE f * 64}Ant,
-. spacing,span,etc.,In the tables that fit that particular job. These roofs are not subject to maintainance workers and have not been evaluated for a 3001b l
f concentrated load. - N) �i✓
5,Each Installation shall bear an Identifying decal giving the name and address of mfgr.,live or q y Pg
Maximum mean roof height of existing structure for attached units is 30'. OFCA4ipbQ`
snow load,design wind speed and exposure and ESR number.otherwise
15.The width of single.span attached solid cover structures must be at least 100%of the projection.
6.Light gauge steel shall be per ASTM A653 unless otherwise specifed. Grade will be specified 16.Multiple span units are allowed. - FEB 24 2014
under individual details. Thickness is bare steel. Negative thickness tolerance is-5%. 17.All structures must comply with one of the following:
7.Alternate alum.alloys may be substituted for those specified provided they are referenced In the a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design Category(SDC)
2010 ADM with equal or greater guaranteed minimum properties(Ftu,Fly,Fay and E). A-D up to the maximum$s noted in General Note#14.
Thickness indicated is bare metal and negative tolerance must comply with ANSI H35.2. 3004 b. Structures with Flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception#1
H24 may be subsituted for 3004 H34. do not require additional seismic analysis.
8.Lag screws shall be placed in holes prebored 70%diem. For concrete block construction,place c. Structures not complying with(a)or(b)require additional engineering seismic analysts. LLI��NICHPIB�L`R`.Golo`v�l uto ,,, P.E.
masonry anchors as per the installation instructions. PLACE
9.Drainage which otherwise would go over a public sidewalk shall be collected and diverted under 18.All aluminum and steel solid panels are class A fire rated as Indicated in IBC Section 1505.2 Exception#2. , Ba503
sidewalk. 19.All screws are self drilling(SDS)or sheet metal(SMS)and In conformance with ICC ESR-1976,ESR-2196 or LPUTNM@COMCAST.NET
10. Structures may not be enclosed unless additional engineering is provided or by approval of the equivalent and use head diameters equal to#8=1%",#10=s #12=,�3'and#14=1'or steel washers with similar
local building authority. diameters. All bolts are ASTM A307. All wood screws must comply with ANSI/ASME Standard B18.6A and AF&PA
NDS-05 11.1.4. All lag screws must comply with ANSI/ASME B18.2.1 and AF&PA NOS 11.1.3. All washers are ASTM °'°""�' CMP
11.A slimgeoted to bet investigation is not necessary unless required by 1803.2 of the 2012 IBC. Soil is F844 w/Dimensions complying with ASME 818.22.1 Type A. Steel nuts to be ASTM A563. The minimum washer
assumed to be Class 5 6.Table These
d of the 2012 IBC. Bearing 1500 psf orgavertnic
silts porgy horiz diameter for bolted connections is 1". All fasteners will have a minimum edge distant of 2x the fastener diameter. CMP
and doubled as per pared f.4. These design values r not apply to mud,organic silts,organic 20.Header splice shall not be located nearer to the end of the structure than the first interior post. 0e1e
clays,peat or unprepared fills and may require further soil investigation.The building official may 21 Wood used in connections shall be protected from weather as per IBC Section 1403.2 and/or 1503,whichever is more
assign a load bearing capacity. Units in a snow load area of 25 psf or less may be built on 1000 NusAGNo1AwO
psf bearing soil w/o additional engineering. Minimum footing depth is the local frost depth. stringent. a°�. P°e•n
22.Sliding snow is beyond the scope of this report. Drifting snow is covered under Detail M2.
ICC ERR 1953(2012 IBC)2/242014 23. All multispan tablespsgse pop1qual spans within 20%. All specifications must be based on the longest actual span,
24. When a single span attached unit Is attached to a wooden deck,the maximum dead load+live/snow load from the p M[S JW' B191111" -
g pm c3 Sn H�Aaao , ggf�tb r> •, �r
patio cover is 750 Ibs and the post spacing shall not exceed that specified for attaching to a concrete slab. The '-'v
maximum connection uplift load Is 1162Ibs for 115 mph wind speed Exposure C. Connections are for maximum patio qP CAi.N
roof heights of 12'above glade. The existing deck structure must be adequate to sustain these additional loads. The * 5 AL % y PL-pU'tNAM
structured adequacy of the deck to safely sustain these additional loads will require aproval by the loacal building
authority or additional engineering. See Detail M1. Construction outside of these parameters may require additional t4Utd4RR y"Tj '� S GP 6flptNSal
engineering.
25.This entire engineering package will not be required for most building permits. Submission for a building permit must O >Jp'k
include: '$1 L °pr11") .r,♦,�NN JJJ :ham-,.
a.GENERAL NOTES(MUSAGN0I.DWG) "C?,zfv.
b.STRUCTURAL CONFIGURATIONS(LAT01 or MUSA01) spy w: ,� r,tT^ ,�gaaa,�?H'�rrrsot', . r sr. � `' _
c.RAFTER SPAN TABLES(FOR LATTICE STRUCTURES),PANEL SPAN TABLES (FOR SOLID COVERS)OR "° a-_. ��y�?. AJt+�,4 -x
BOTH(FOR COMBINATION STRUCTURES) Ry'�✓"
d.HEADER POST SPACING,FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOADS, F GA`t"D �- ;z5 `6 4�'nur,v
E` <3 ,w +4 Wn,4r 41
e.ALL APPROPRIATED AILS % ' ' pU1NA4A i RNC`frC"`-,t1UfVAi_
f.OTHER DOCUMENT I N REQUIRED BY LOCAL BUILDING AUTHORITY. #'� -hR3{Y5 %
26. Sheet M6 provides inf: me IQ to determine the load that will be resisted by existing structure. OF A1q ) Y4oftHga 4 ap
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ICCE 953(2at21BC)2124l3014 Pege2o Ina .P1. MUSAGNOIb.aWG
PANEL PANEL
Revrsians
BEAM
BEAM
MULTISPAN
FREESTANDING UNIT
IN
3° METALS
HEADER/POST u:alen:,y proarols
CONNECTION
POSTS u<
' 00
FREESTANDING SINGLE SPAN COVER CIRCULAR FOOTING
nu DETAIL MU108 0->0
016 Mrc.v
' POST may,;,
CUBIC FOOTING ��rc1O
DETAIL MU106
£�o,o
DETAILS
PANELS: MU05, MU06, MU08, MU11-14, MU21-26,
MU33-35, MU39
WIDTH STRUCTURAL FASCIA: MU07, MU09-10, MU15-20, DETAIL MU108
PANEL MU27-32, MU36-38 pFE951
2F P
BEAMS: MU50, MU56-MU65, MU76-78, MU96, MUI13,
FASCIA MU114, MU120 PANEL
OR BEAM POSTS: MU49-51, MU89-98, MU100, �8 �, I' a
WALL HANGERS: MU40-48
SPLICES: MU52-55, MU66-76 FASCIA `� q/F'OFCAUF�
PANEL/WAL CONNECTION DETAILS FEB 24 2014
CONNECTION HEADER/POST: MU99-104, MU110-115
POST/FOOTING OR SLAB: MU100, MU102, MU1D8-1091
MU116 HEADER/POST
PANEL/WALL: MU105, MU106, MU107 POSTS CONNECTION
nu
POSTS
Corl Putnun, P.E.
3441 BURG K PLACE
LYNCHBURG, CO 24503
HEADER/POST CUBIC FOOTING CARLPUTNAM@COMCAST.NET
ODDETOD
CONNECTION
AIL MU108
2
ATTACHED SINGLE SPAN COVER " cMP
MAY BE MULTISPAN nm, CMP
SINGLE SPAN
FREESTANDING UNIT
SURFACE MOUNT ORnuSA014AWG
EMBEDDED ATTACHMENT a.:. Pawl
ICC ESR 1953(201218C)224Q014 Page 25 of 106
2.5' PANELS AND FASCIA
SEE DETAIL NOS SEE DETAIL MRS 24'
TEE DETAIL MI]
2. 22.5' a) 2.200
I
BI 2.5'X6' FLAT PANEL ]
2.5'x8' FLAT PANEL 3004H34 3004H34 ALUMINUM 24' PATTIPORT 3004H34 OR ASTM A653 GRADE 40 STEEL
24' �12
SEE DETAIL MID SEE DETAIL MJ13 24, METALS
SEE DETAIL M113
rbll Yi.!mg nro dualu
2.5' 2.5
MI
n
Q 24' TRI STAR PANEL 3004H34 2.5'X24' TRI VEE PANEL 2.5'X12' TWIN VEE PANEL '3
3004H34 ALUMINUM 3004H34 ALUMINUM tix
ASTM A-653 GRADE 40 STEEL ASTM A-653 GRADE 40 STEEL u�
na
o�
®°"� 0.078 SEE TABLE 4.19 0
SEE TABLE 4.19 x
dwa
ROOD PANEL V Z j
SEE TABLE T N o
4.19 °aw �aio
n a
0 0 �W I
� o6sB 6 r0.062 5.6' L
.I' yI 5 vl W ouDi
Q O I 0.0 66' J�. -1�of
T z9 L ru I wool'
O 0.070 I L iz
1�3•�l ml F-3.25—I I—zso—{ z.s—I O lu f 3.9
® 6' RF FASCIA 20 ]I
30 4H FASCIA 3004H34 ALUMINUM 5' RF FASCIA SAMSON GUTTER - 4,5' EXTRUDED FASCIA
30040' ALUM 6.5' 4 FASCIA 3004H34 ALUMINUM FASCIA 6' ALLMET 6061 T6
(t=0.040' & 0.050'> 3004H34 ALUMINUM - 6063 T6 EXTRUDED FASCIA ao
Q FEBSf
6063 T6 IS
i
c
' r�18h ` p
- SEE DETAIL IND MB SNS 2P 0/[ YYYYY
12 � LC
SEE TA41 n
9 aDis Du Yv �A�OFCAU���P
51 6.1 6.1 FEB 24 2014
2'x6' FLAT PANEL ]tea HB
53004H34 ALUM 4'x12' VEE PANE I 36 Je
B14 SMS V/ PLASTIC "
ROOFING AS ER INTO HEADER 3004H34 ALUMINUM ~38� �3.1�
SEE TABLE 4.29 FOR SPACING ASTM A-653 GRADE 40 STEEL 5' MAGNUM GUTTER 6' MAGNUM GUTTER 6' SMOOTH GUTTER
R.ms• ]. 6063TG ALUM 6063T6 ALUM 5063T6 ALUM 3491 IVY
LINK PLACE
7 •Bo60• LYNCHBURG, VA 24503
Ae SMS M3.O/c CARLPUTNAM2COMCAST.NET
' 1.5 PCr FOAM
3', 3.5'1 4' or 6' . - 24
WESTERN PANELS
OPTIONAL FAN AND FASCIA
ALM BEAM 6063T6 0.024' or 0.032- w
FULL LENGTH OF PANEL 3105H14 ALUMINUM 3'
ALUMINUM SANDWICH PANEL AS PER ICC ESR 2229 p3'X24' PANEL
3004H34 ALUMINUMASTM A-653 GRADE 40 STEEL
ICC ESR 1963(2012 IBC)2/242014 Page 2l d 106
NO HANGERS Revisions
42 M.U63 T-6>
-1I L000 n➢
�r . 16
.6
0274 0.274 5.040 • 0.18
7•
24'. 5. L1.6 � 4O5J S•�
5]] H .3]5'm 0 e�
31.06I 2
'. -
0.055 0.062 T
EF .02' 3.06
4100 4.060 ' REF
9 4.29' 3]4' R 3.]9 2
3562'
0062' 5
�o�uJIr
i�lItIHOC�K�V roAu4se0.5' 5' METALS S
1.705 10050 15 � 54" HANGERS 1.3]5'6063T6 ALUM a is 3' 'J' RAIL 3' AND 2.5' 'G' MANGER �_
3-1/2' 'J' RAIL u
o.z74 o.z792 RAIL PROFILES ALUM. ALLOY 6063-T6 0
1.000 SEE TABLE 7.5 FOR -
0.055 0,250 TYPE AND SPACING
OF FASTENERS 8 n
0.75' Z ^o
3.IOl O.W 0.062 3.100 0.050• 1.625' q ZQ o0
MU 0!Z V
—� 1.702 T j o n
3" HANGERS
6063T6 ALUM L1.50-
562' ¢ 0^0.062•
ponel height 2.062' �o J i'1
WOO�p
E il1Sv
f-4.00" 1 -{1.062'3.000-1 3.000— 0040I-0.5' 1.5• 0.625'
o.i20• as 'C' HANGER nu nu QROEESS/
0.075 ➢.o6z o 3-1/2' 'G' RAIL 4a 2' 'J' RAIL
MU MU 51 � E/ Via.
49 50
""062"0
""4x4 POST . x3x3 * ^ < ♦51
0.075'x3"x3" POST
6063T6 ALUM 6063T6 ALUM MAGNUM POST OpcaE
6063T6 ALUM FEB 242014
FASCIA SPLICES MUST BE WITHIN 12' OF A POST
0.0620 I L34 .'K
, P. E.
0.0620 1- 12' PLACE
VA 24503
EE DETAIL MU55 I' MIN SCREW PATTERNS COMCAST.NET
nu o 0 0 FOR ALL FASCIA
00500 ss �y Mil SPLICES. ALL FASCIA
�" SPLICES MUST BE WITHIN o,e..e,.
1' MIN— II� 12' OF q POST cnP
6 0 0 0 0 0 0 0 L
CMP
sz 5.5' EXTRUDED s3 5' EXTRUDED se 5' ROLL FORMED �•
GUTTER SPLICE GUTTER SPLICE GUTTER SPLICE `MUSA04.DWG
6063 T6 ALUMINUM 6063 T6 ALUMINUM 3004 H34 ALUMINUM s`°" NTS "-I
ICC ESR 1B53(2012 IBC)2/242014 Page 28 of 106
�5.663� -- -�5.683� Revislo
0,070 (1' (14 GA)
0 GA)
0.105'05' (12 GA)
O O O0 O O O Q ri
8.000 0.042' 6.500 0.024' 7.875
0.032'
OA40' MUST BE ENCLBSED
LATERALLY BRACED T 0.090 O
MU STANDARD BRACKET 80 0 METALS
nu 1.975 0.773 ]9 FOR CLOVERLEAF POSTS - -
HEAVY DUTY BRACKET
]6 3000 I I T 6063 T6 ALUMINUM f--- —�
2'X6 1/2' HEADER EEL C BE FOR CLOVERLEAF POSTS
0.0423004 ' HEADER/RAFTER nu 3004 H34 nu STEEL L BEAM ASTM
3004 H34 n ]e A653 GRADE 50 - ASTM A 23 675 3
N 2
H
�5.683—I - ,1 �
—i L500�— �1 I- 5.683-1 00
OC
0.060 ALUM BRACKET"J 82 FOR 3' SQUARE n u
�- POSTS 6063T6
0.090 �8.250 —I L A Z a
81 BRACKETS FOR 1.5' SO TWIN POSTS o.090 'W ovo
LArYM
6063 T6 ALUMINUM J—
0.090t El
rn O N
J 0
Q N -0^
FBUR HOLES FOR w o O
0.300 1/4' BOLTS nu STANDARD BRACKET f N 2..
L 83 F13R 3' SQUARE POSTS
t2o]02 H.375--I ALL DIMENSIONS T - 6063 T6 ALUMINUMEXCEPT THICKNESS90 0.090 0.135
ARE APPROXIMATE Mu 0,125
86 TWO HOLES FOR m Ul QQOFESSI
3/8' BOLTS (U
MD U' BRACKET
ee U' BRACKET 95 FOR CLOVERLEAF POSTS 3.5'x3' I BEAM POST BRACKET m � O.188 � P
FOR 3' SQUARE POSTS ALUM 6063-T6 5.875 p
6063 T6 ALUMINUM 6063 T6 ALUMINUM
Y
.028' 7�5.W5• or 6.W5'—I 836
* 6� 11
T-- loo
0.032 0.062 IA*.040' ALUM � �� ALUM HEAVY DUTY BRACKET (6063T6) MO RACK ALUM 'H' � OFCAIIF.040' ALUM FOR 3' AND 4' SQUARE POSTS 88 BRACKET 6063-T6
.043' STEEL FEB 24 2014
3' LOCKSEAM POST MU 1.5' IN POST 1.5' SO TWIN
89 A-6 3 GRADE
40NUM EEL 90 3004SH34WALUMINUM 91 6063T6 ALUMINUM
T
0.024'%3'X3' Curl Putnon, P. E.
SQUARE POST 3441 IVYLINK PLACE
3/16' or 0.095' LYNCMBURG, 24503
3' 3.000� N14 SM$ @ 24' CARLPUTNAMQCOMCASTN T
V4• O/C TYPICAL
o.oss SEE MU112
3' t CMP
MU t 0.024'X2'x6.5-
ALUM SIDEPLATE �'• CMP
93 GRADE OA STEELTPOSTSO ASTM A500 GRADE A nu FLUTED nu Mu
95 ALUMINUM POST 96 SQUARE POSTS 3'x3' ALUM POST
91 3' POST WITH ""'0'"'
SEE GEN NOTE q13 FOR STEEL POST O 6061 T6 ALUM 6063-T6 t= 0.120' t= 0.024' 3004 H34 98 SIDEPLATES nusn06.DWc
CORRSOSIUN PROTECTION SEE GEN NOTE q13 FOR
CORROSION PROTECTION
ICC ESR 1953(2012 IBC)2/24l2014 Page 30 aH 06
SEE GENERAL NOTE #21
ALL WOOD WALL ATTACHMENT DETAILS Recisions
CONCRETE OR Seal with permanently flexible MUST CONFORM TO GENERAL NOTE #21 FOR
MASONRY ANCHORb SEE TABLE 7.5 & waterprooF sealant WEATHER PROTECTION
I/4' LAG SCREW D FOR FASTENER
$PAG[NG CONTINUOUS 2'x6' OF LEDGER BOARD
STUD, CONCRETE OR PROVIDE SIMPSON STRONG TIE MSTA36
#10 SCREW OR MASONRY (ICC ESR 2105) AT SPLICE LOCATION COVER ROOF COVERING IS -
WALL W/ 0.019- ALUM A MAXIMUM OF 3 PSF
SEE TABLE ATTACH COVER HEAVIER ROOF COVERING
4.19 OR 4.20 STRUCTURAL EXISTING IF WOOD
PANEL 'C', 'J' OR 'G' FRAMED WALL AS PER MU105 SHALL REQUIRE ADDITIONAL
TYPE ALUM HANGERS 1/4' Lag Screw ENGINEERING. ANALYSIS METALS
T
MIN WALL 't' PER TABLE 7.7 M E T A L S
6063 T6 t= 0.060' 3.5' MIN Completely seal Existing2X wood framing
3004 H34 t=0.040' with permanently 9
1/4' LAG flexible & water- min. 24' D.C.
#14 SCREW proof sextant
9
SEE TABLE 7. SCREW W/ D.F. Larch i
2.25' EMBED -- 2z5• min 1' MIN '^
STRUCTURAL J
PANEL Synthetic Stucco or 20 GA ASTM A653 GRADE P1
33 STEEL BRACKET op
SHEATHIN other non-Structural covering SIMPSON STRONG TIE 04 i
(1' max. thick) OR SIMILA
Continuous 2'X "£=
TABLE 7.7 SPECIFIES THE ALLOWABLE
DISTANCE TO FIRST ROW OF POSTS fascia board o a�ro
JQZ�
1os LEDGER AND WALL ATTACHMENT MU STUCCO ATTACHMENT DETAIL a mwxm
06 WITH LEDGER BOARD ATTACH WALL HANGER wo.P
PER DETAIL MU105 0 _�Wa'
MIN 3.5' SEE GENERAL NOTE #21 0 UP`M
CONCRETE SLAB FOR OUR #8 WOOD iu)i`O
CONSTRAINED FOOTINGS INTO RAFTER AND 2XWFASCIA
SEE SHEET MB ALUM W/ t = 0.120' OR STEEL POST WITH 12' EMBED 2% DF WOOD ONE PER RAFTER
FOR FOOTINGS UP TO d=39' OR 18' EMBED FOR MU FA CIA
FOOTINGS UP TO d=48' tOJ
E A V E PGFEss1
Lw OVERHANG eccceee P
12' OR
18" POSTS
CI 9 Live[Snm Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS"V �8 v
ONE 3/8' x 9' WidComWind S12E EAVE OVERHANG
STEEL RODS (REBAR ze^Olc V. ir' 16^ 24^ 30^ s CIYYL .p
#14 SMS 10 P.F as 1c-a 1e'-a 12!0" T-r a-6" OFc4L�
OR THREADED) OR SEE TABLE 7.3 44JDETAIL MU87 115MPHEXPB 2x6 1e-a 8'a18-a18'-a 1T-1"BOLTS CENTERED FOR QTY OR MUBO 2x6 1B-a 1S-9 19-0' 1B'-a 18'-a FEB 242014 -
ON POST 10 Paf 2x4 IT-a 1T-a 1z-0" T-1" 3'-8"
115 MPH EXP C 2X6 1T-0' 1T-0' 7_9 1T-a 1T-O'
2x8 iT-a 1T-a iTa iT-a 1T4
MU 10 psf 2x4 16'-a 16-a 1z-0' T-1" 3'-8"
DB FREESTANDING OR ATTACHED POURED ONE BOLT DIAM. (MIN) 140 MPH EXPC 2x6 16'-a 16'-a 16-C 16a 16a
FOOTING STAINLESS STEEL
3y'w W/ 2' EFFECTIVE zxe c-a 6'a c-a c-a Ica
LAR
nam, P. E.
20 psf 2x4 16'-a 1tlJ" 5'-1P 3'd" 1'-8" YLINK PLACEEMBEDMENT H[LTI KWIK 140 MAH E%PC 2x6 ]c-a 16a 16'-0' 11'-9" B-0" RG. VA 24503BOLT TZ (ICC ESR 1917) 2x8 19-a 18a 16'-a le-a 19-a NAMSCOMCAST.NET
MAX FOOTING SIZE 25 PIT 2X4 16'-a 11-3" 8'-0' 3'-B" 1'-9"
IS d = 34' 14o MPHEXPC US 16'-U' 18-a 16-9 12'AM 9-1"
2.8 1c-a 1c-a Ica 16-a 1,IT x„m�,
30 PIT 2x4 15'.tl 9'2 5'1" z-8" 1'-a CMP
Cl 140 MPH EXP C 2XG 1a-a 15'a 16-9 1014, T-l" T^�'
MU 2x8 15'-a 15'-a 16-9 15-a 14'-8' CMP
]09 SINGLE SPAN ATTACHED FOOTING 40 psf 2x4 1a'-a 6'-r 3 .. rr• a-o- Wt.
2.6 14'-a 14'a 11'-0° T-2" 4'-r Fw .
2x8 14'-a 14'a 14'-0' 14'-9 to-3' MUSAOB.➢WG
60 PST 2x4 9-ia 4'-0" 1'-T. 0. . tl-a' uoM NTS "c'
ICC ESR 1953(20121BC)2242014 Page 32 of 106 2x6 12'-0' 11'-6' I 4'-0' 2'-1"
2x8 1z-a iz-a iz-a 8'-8" 5'-10"
Revlsla
DOUBLE 2"X6.5" OR
1 1 1 I
DOUBLE 3"X8" HEADER
I 14 SM SCREWS SLAB ATTACH MAXIMUM
I WIND CONDITION =
I (S PLCS) 160 MPH EXP B -
140 MPH EXP C
3"x8" BEAM I 1 1 #14 SM SCREWS EIGHT #14 SMS REQUIRED
(S PLCS) 1
11 11 I TYP SPACING METALS
I II
1 I = 24" 0/C 1 a;:e!n,e proeu[m
MAX FOOTING IS #14x1/2" SMS 5 EACH SIDE I I
0.032"x3"x3' it 1 d=27" or WHEN ATTACHING TO FOOTING I MU 3
POSTMU 1j II 1 115 mph Exp B SLAB 11i3
N
1i2 i ii ii 0.043" STEEL POST-- o¢
I 2"X6.5" OR STRONGER 1 p
1
SIDEPLATE - $
awr
�N-
DOUBLE OR SINGLE 3"X8" STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND I z
" BOLTS OR NON—SPLICE ATTACHMENT MI o
SEE TEXT FOR QTY OR 14 SM 0wo
S SINGLE 14 AND 16 GAUGE HEADERS USE FOUR }" BOLTS
SE WOO
1" MIN FOOTING REQUIREMENTS mom
USE 4 BOLTS/SCREWS FOR FOOTINGS UP TO d=33'
USE 6 BOLTS/SCREWS FOR FOOTINGS UP TO d=38'
USE 8 BOLTS/SCREWS FOR FOOTINGS UP TO d=42'
5" MIN 0O OO. USE 10 BOLTS/SCREWS FOR FOOTINGS UP TO d=45'
@ USE 12 BOLTS/SCREWS FOR FOOTINGS UP TO d=48'
USE 14BOLTS/SCREWS FOR FOOTINGS UP TO d=50'
MU ALL C BEAMS USING TWICE THE "ON SLAB" SPACING REQUIRE FOUR }" BOLTS - - PPOF pP
114 ALL C BEAMS USING THREE TIMES THE "ON SLAB" SPACING REQUIRE SIX }" BOLTS
ALUM t=0.120' ALL C BEAMS USING FIVE TIMES THE "ON SLAB" SPACING REQUIRE EIGHT }" BOLTS
OR STEEL POST * '� .
3" POST MU
tt6 'FOFCAL1c°e' -
SEE TABLE 7.3 FOR NUMBER OF FASTENER Detail MU82 or MU84
#14x3/4" SHEET METAL #14 SMS USE COLUMN A - FEB 24 2014
OR SELF DRILLING SCREWS 3g" BOLTS USE COLUMN B POST ATTACHMENT DETAIL TO - - -
SEE TABLE FOR QUANTITY - SLAB OR FOOTING SINGLE SPAN -
iOP '�aS°'-- ATTACHED UNITS ONLY
10
3X8 STEEL C HEADER ace a Pem >�-e M MI }dqi P.t . PLACE
4 4 4 LY CBBURG, VA 24503
CARLPUTNAMCCOMCAST.NET
�DETAIL MUSO OR MU82 TWO STAINLESS STEEL .' OR GALVANIZED HILTI KWIK BOLT TZ (ICC ESR
1917) W/ 2' EMBEDMENT CMP
OR STEEL P
ALUM WEL POST
W/ 3/4'0 WASHERS FOR FOOTINGS UP TO d = 26'
�SE EIGHT #14 SMS OR SIDS ATTACHMENT TO 4' CONCRETE SLAB - ooM CMP
MU MAX FOOTING SIZE d=35" FOR 10 PSF LIVE LOADS
its TWO ANCHORS UP TO 130 MPH EXP B OR 120 MPH EXP C - ""'"' MUSA09.DWG
FOR 20 PSF LIVE LOADS AND HIGHER x«• ^•••r
ICC ESR 1953(2012113C)2242016 TWO 1.IjP5;,FOR WINDS UP TO UP TO 140 MPH EXP C -
SOLID COVERS 4.0: 2.5"PANEL.SPANS_FOR COMMERCIAL AND PATIO STRUCTURES
2.5"x8"Flat Panel(Single Span)MU22 2.5"x6"Flat Panel(Mulbspan)MU22 2.5"xi2"Yvon Vee Panel(Single Span)MU26
Ground Panel Wnd Speed and Exposure Ground Panel VMnd Speed and Exposure Ground Panel Wind Speed and Exposure
Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure 8 Exposure C
(psi) (in) 110 175 140 110 115 120 130 140 150 (pat) in 110 115 140 110 115 120 130 140 150 (psi) (in) 110 115 140 1 110 115 120 130 140 150 Metals Building Products
10 0.020 13'-8" 13'-3" 11'-1" 11'-11' 11'-5" 10-11' 8'-2" T-7" 7'-7" 10 0.020 11`S' 17'-7" 9'-9" 10'-2" 10'-0" 9'-9" 9'-2" 8-10" 84" 10 0.020 8'-11" 8'-9" 7'-7" 8'-0" 7'-11" -3" 5006 Veteran's Memorial Hwy
LIVE 0.024 15'-6" 15'-1" 12'-11'13'-11" 13'4" 12'-9" 1V-9" 10'-10' 8-3 LIVE LIVE 0.024 1T-3" 12'-10' 11'4" 11'-10' 11'-7" 11'-4" 10'-8" I" 9'-9" LIVE 0.027 13'-3" 12'-11" 11'-4" 11'-11" 11'-8" 114' 10'-8" 8-10" 8'-2" Holbrook,NV 11741
0.032 1T-2" 16'-10' 15•-fi" i6•_0' 19-9" 114•-T' 13'-6" 12'-T' 0.032 16'-3" 15-9' 14'A" 14'4" 14'J" 14'-0" 13'_2' 12'_8" IT-O" - 0.040 15-3" 15A"13'-10' 14'3" 14'_0" lT-1 0' 13'-3" 12--1T 12'-6" (631)56319g0
0.040 18'-5" 18'-7" ifi`A" tT-2" 76'-11" 18'8" 16-0" 16-7" 15-0" 0.040 18•_5' 18'-1" 18'-7" 1T_2" 16'-11" 16'-7" 15'-7" 16-0" 14'-3" Steel 0.018" 13'_S" 13'-3" 11'-9" 12'-4" 12'_0" 1V'9" IVA" 10'-7" 8'-0"
Steel 0.018 17'-7" 17'-1" W-3" 16-5"1 14'-9" 14'-l" 12'-11" 17-9' 1V-2' Steel 0.01 ib•_0" 13'-7" 12'-l" 12'-7" 12.4" 12'-1" 114" 10'-11" 10'-5" Steel 0.024"15'-11" 15'-6" 13'-9" 14-4- 14'_7" 13`-9"12'-11" 12'-6" 11'-ll'
20 0.020 11'-3" 11'-0" 9'-2" 10'-7" 70'-5" 9'-1" 8`-2" 7'-T 7'-1" 20 0.020 9'-4" 9'-2" 8'-8" V-10" 8'-8" 84" e'•1" 7-9" 7'-5" 20 0.020 7L9" 7'-7" 6'-10' T-2" 6-11" V-9" "" V-2" 5'-10" Carl Putnam,P.E.
LIVE 0.024 12'-9" 12'-6" 11 _ 12'-0" 7T-10" 1P-5" 11'-7" 10'-7" S'-3" LIVE 0.024 0'-10' 10'-8" 9'-11" 10'_3" 19-1" 9'-9" 95" 9'-0" 8'-B" LIVE 0.027 10'-11" 10'3" 8'-11" 9•4- 9-l" e'-10" 8'-8" 8'-1" 7-8" 3441 Ivylink Place
0.032 16-i" 1b`-11" 14'-3" 14'-T- 14`5" 14--l" 13'-9" 13'-3" 12'-7" 0.032 13`-5" 13'-2" 12'-3" 12'-8" 12'-5" 12-0" 11'-e" 11'-2" 10'-8" 0.040 13'-5" 13'3" 12'-8" 12'-ii' 12'-9" 12'-6" 12.4- 11'lV 11'-7" Lynchburg,VA 24503
0.040 16.4- 16'-0' 15'-3" 15'-7" 1"" 15'-l" 14'-1 Or 14'-5" 14'-0" 0.040 75-10" 15'-7" 14'4" 15'-0" 14'-9" 14'-3" 13'-10" 13'-3" 12'-9" Steel 0.018" 1V-3" it'-I" 9-4- 10'-B" 10'-6" 9'-2" V-10" 8'-5" 8'-0" carlputnamilicomcast.net
Steel 0.01 14'4" 144" 13'-- 13'-9" 13'-7" 13'-t" 12'-9" 12'_0" .11'-2" steel o.01 aa 11'-7" 11'4, 10'-7"110`-11' 19-9" 10'-6' 9'-P' 8'-7" 8'-2" Steel 0.026' 13'-2" 12'-11" 12'-l" 12'-6" 12'-3" 11'-11' 11-4' 11'-0" 10'-7"
25 0.020 11'-3" 11W' 9'-7" 10'-5" 9'-2" 9-7" 8'-2" T-7" 7'-i" 25 0.020 9-2" 9'-2" "' 8'-8" 8'-6' B'4" 8'-0" T-9" T-5" 25 0.020 T T' 7'-6' V-9" T-0" 6-10" 6'-9" 6'-5" 6'-l" 5'-W"
0.024 12'-9" 12'-6" 1V5" 17'-10' 11-4- 11'-5" 10--11" 10'-T' 8--3" - 0.024 10'-8" 10'-8" 9'-9" IVA" 9'-11" 9'-9" 9'-3" 914, 8'-8" 0.027 10'-8" 10-8" 8'-10" 9-2" 8'-11" 8'-10' BW 8'-0" 7'-8"
0.032 15'-7" 14'-11' 14'-1" 14'S" 14--3" 14'-1" 13'-7" 13•_3" 12`-7- 0.032 13'-2" 13'-2" 17-0" 12'-5" 12'3" 12'-0' 11'-6" 11•_2" 10'3" 0.040 13'_3" 13'-3" iT-8" 12W' iT-8" 1T-8" 12'-7" 11'-11" 11'-7"
0.040 i6'_3" 76-0" 15'-7" 15'S" 15'3" 15'-1" 14'3" 14`-5" 14'-0" 0.040 15-7" 15-7" 14'_3" 14'A" 14`4- 14'3" 73'-7" 13'-3" 12'-9" Slee10.018" 11'-1" 11'-1" 9'-2" 10'-6" 9'-3" 9'-2" 8'-9" 8'4" 8'-0"
Stee10.01814'4" 14'4" 13'-l" 13'-7" 13'4" i3'-7" 12'S" 12'-0" ll'-2" Steel 0.01 11'-4" 114" 1V5" 10'-9' 10'-7" 10'-5" 8'-11" 8'-8" 8'-2" Steel 0.024"12'Al 12'-11"1T-11' 12-3" 12'-7" 11'-11' 1V-4" 11'0" 10'-7" aO4F3Sl -
30 0.020 10'-5" 9'-7" 6-9" 9'-1" 8'-10" 6-7" 8'-2" T-7" 7'-7" 30 0.020 8'-8" 8'-B" B'-0" 63" 8'-1" 8'4' 7-8" T4" T-2" 30 0.020 T_3" T-2" 8'-6" 8'-9" 6'-7" 6'-5" e'-2" 5'-11" 5'-8" 9
0.024 11'-10" 11'4' 10'-11' 11'-3" 11'-1" 10'-11' 10'-8" 9'-l" 6-3" 0.024 10-l" 9'-11" 99-3" 9-7" 9'-5" 9-3" 8'-11" 8'-7" 8-4' 0.027 9'4i" SW e'S" F-10" 8•-T' 8'-6' 8'-1" 7'-9" 7--5"
0.032 14'-5" 14•_3" 13`-7" 13'-1P 13'-9" 13'_7" 13'-l" 12'-7" 12'-3" 0.032 12'-5" 12'-3" 11'-6" 1'-19Y' 11•_6' 41.4i- 11'-0" 10'-T' W'd' 0.040 12'-9" 12'-8" 12'-1" 12'4" 12'_3" 12'-1" 11'-9" 11-4' 11'3"
0.040 15 5 163" 14'8 14-11'14-W' 14 8' 14'3" 13'71 13'8' 0.040 14'9' 14'-6 13'-T. 14-1' 13'10 13'-7" 13-i 12-7' 12`4- Steel 0.018- 10-6 9'-8' 8'-10' 9'-2' 8 11" B-8 8'-5" 8`-7` T-9 '' ��8i
Steel 0.018 13'-7` 1T-4" 12-6' 12 11- 12-9" 12-V 12-0" 1P-7" 71'-2' Steel 0.01 10.4. 10'-7' 9'-0' 9 5- 9-2' 8-11" 6-7' 8'-3' 7'11" Steel 0.024" 12'-3 12-1' 11<' 1t-8" it 6" 17.4" U-11" 10-6' 9'-1' i * .630?0151,
40 0.020 8'-11" 6-9" 8'-2" 8'-5' 8'-3" 8'-t" 7`4- TS" T-l" 40 0.020 T-10" 7'-9" 74" T-5" 7'-4" T-3" 7'-1" 6'-10" 6-7" 40 0.020 B'-8" 6'S" 8'-1" C-3" 6'-1" e'-0" 5'-9' 5'-7" 5'<" I;
0.024 10-8" 10'-7" e'3" 9'-7" 94" 9'-2" 8'-10" 8'-7" 8'-2" 0.024 9'-2" 9'-0" 8'-7" 8`-8" 8'-7" 8'-5" 8-3" T-11" T-8" 0.027 8'-8" 8'S" 7'-11" 8'-2" 8'-0" T-10" T5" 7'4" T-0" ,JG-. 4 0IV1L" 11P
0.032 13'-5" 13'-3" 12'_7" 12-9" 12'-7" 12'S" 12'-l" 11'-8" 11'4" 0.032 11'4" 11'-2' 10'-7" 10`-8.. 10'-7" 10'-6" 10'-2" 9'-10" 9'S" 0.040 12'-0" 11'-11, ll'S" ll'-7" 11'-0" 11'-5" 11`-2" 10'-10, 10'6" �OFCAL@�
0.040 14'-6" iW-5" 1&AV 14'0" 13'-11' 13--9" 13'_T' 13'_3" 13'-0" 0.040 73'S" 13'_3" 12'-7" 12W' 12'-7" 12'_5" i2'-1" 11'-9" 11'4" Steel 0.018" 9-1" 8-10" 63" S-6" 64" 8'-2" T-W" T-T' T-4"
Steel 0.018 124" 12'-2' 11'7" 1T-9" 1T-7" 11'-5" ti'-2"10'-10' 70'S" Steel 9'-3" 9'-0" 8'-5" 8.4- 8'S" 8'4" 8'41 T-9" 7'-5" Steel 0.024" 11`-2" 11'-0" 10'-8" 10'-7" 10'S" 9'-7" 9'-2" 8'-11" 8'7" FEB 24 2014
80 0.020 -T-9" 7'-8" 7•_2" 7'-5" 7'-3" 7'-2" 7'-0" 0'-0" 0'-lY' 60 0.020 6'5" 8'-5" V-4 6'-5" 6.5" 8'4" 6'-2" 6-l" T-11" 60 0.020 5'-9" 5'-S" 5:-4 5'-6" 5'-5" 5'4" 5'-2" 0'-O"
0.024 8'-10" e'-9" 8'-2" 8'-5" 8'-3" 8'-2" 7'-11" 0-0" 0'S" 0.024 7_6• 7,_6" T-5" 7'-6" 7'S" 7'S" 7'-2" 7'-T' 8'-11" 0.027 T-6" 7'-5" 7'-0" 7'-2" T-1" 7'-0" 8'-9" 0'-0"
0.032 11'-0" IV-0"1V-11' 11'-0" 11'-0" 10'-17 10'-7" 10'-5" 0'-0" 0.032 V-3" 9'-. " 98'-2" 9'-3" 9'-3" 9-4- 8'-11" 8-4- 8'-6" 0.040 10'-2".10'-2" 9'43" 9'-9" 9'-T' 9'-8" 9'-2" 0'-O" U•-0'•
0.040 12'-9" 12'_9" 12'-7" 12'-9" 72'-9" 12'-7" 12'-3" t2'-0" 11'-8" 0.090.11'-0" 11'-0"10'-11' 11'-0" 71'-0" 10'-11" 10'-7" 10'S" 70-2" Steel 0.018" T-10" 7-9" T4" T5" T4" T4" T 1" 0'-0"
Stee10.018 10'-Z' 10'-2" 9-6" 9'-9" 9'-T' 9'-8" 9'-2" 0'-0" 0'-0" Steel 0.01 8'-0" T-11" T-5" T-8" T-6" T-5" T-2" 0'-0" &-O" Steel 0.024' 9'_2• 9'-i" 8'-7" 8'-9" 8'3" 8'-7" 8-4" 0-O" 0--0-
TABLE 4.13 TABLE 4.14 TABLE 4.15
2.5"x9"Flat Panel(Single Span)MU21 2.5"x8"Flat Panel(Mullispan)MU21 2.5"xl2"Twin Vee Panel(Mut ispan)MU26
Ground Panel V�And Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel VOrd Speed and Exposure
Snow Load Gauge Exposure B Exposure C Snow Load Gaug Exposure B Exposure C Snow Load Gauge Exposure B Exposure C
(psi) (in) 110 115 140 110 115 120 130 140 150 (psi) (in) 110 115 140 110 115 120 130 140 150 (psi) (in) 110 115 140 110 115 120 130 140 150
10 0.022 114" W'-17' T-3" T-70" T-fi" T-2" 6-7" 6'-i" 5'-e" t0 0.022 9'-2" 8'-11" T-10" 8'-2" 8'-0" 7'-10" T4" T-P' 6'A" 10 0.020 10'-2" 9-11" 8'-9" 9'-2. 8'-11" e'-9" 8'-2" T-1P' 7'-6" _
LIVE 0.028 12'-11" 125" 19-6" 11.4" 9-10'" V-5" 7•_9" 7•_2" B'-B" LIVE 0.028 10-4- 10'-5" 9'-2" 9-7" 9•_5" 9•-2" 8'-7" 9-4" 7'-19' LIVE 0.027 13'_3" 12'-11"ti'-4- 71'11" 11•-e" 11'4, 10'-8" 10`-3" 9'-9"
0.035 14'-10" 14'S" 12'3" 13'3" 12'4r 12'-7" 1P-2" 8'-5" T-10" 0.035 12'-5" 12'-1" 10'-8" 11'-2" 70'-11" 195" 10'-0" 9'-e" 9.4` 0.040 15'-3" 15'-O" 13'-10' 14'-3" 14`-0" 78-10" 13'-3" 12'-11" 12'S"
0.040 i6'4" 15'-10' 13'-8" 14'-7" 13'-t1" 13'4" 12'-3" 114" 10'-7" 0.040 13'-8" 13'-3" TP-9" 12'_3' t2'-0" 11•_9" 11'-0" 10'-7".10'-i" Steel 0.018" 12'-T' 72'-3" 70'-9" 71'4" 11'-0" 10'9" 8'-10" 8'4" T-11"
20 0.022 8'-7" V-5" T3" T-10" T-V' T-2" 6'_7" 6'-7" 5`-8" 20 0.022 T-6" 7'4" 0-10" 7'-7" 6-11" V-8" 6'6" 6'-2" V-11" Steel 0.024" 15'5" 15'0" 13'4" 13'-17 13'-7" 13'4" 12'-6" 12'-1" 1V-6"
UVE 0.028 10'-7" 10'S" 8'-9" 9'-7" 6-10" 8'-5" 7'-9" 7'-2" 8'-8" LIVE 0.028 8'-10" 8'-7" 8'4" 8'4" 8'-2" T-10" T-7" T-3" T-0" 20 0.020 8'4" 8'-2" T-7" T-it" T-9" T-8" T3" 6'-17" 8'-8"
0.035 12-2" 12'-0" 11'-2" 11'-6" ti'4" 10'-11' 10'-T' 8-5" T-19' 0.035 10'-3" 10'-0" 94" V-8" 9'S" 9'-2"' S-11" 85" 8'-2" LIVE 0.02710-11" 10'-8" 9'-11" 10'-3" 10'-l" 9'-9" 9-6" 9--7" 8'-B"
0.040 13'-6" 13'3" 12'4" 12'-g" 12'-e" 12'1" 11'-99" 11'-3" 10'-7" 0.040 11'-3" 11'-0" 10'-3" W'-7" 1U'-5" 10-l" 9-9" 9`4" 9'-0" 0.040 13'-5" 13'-3" 12'-8" 12'-11 12'-9" 12'-6" 12'3" 1l'-11' IT-7"
25 0.022 9-5" 8'4" T-3" T-10' T-6" 7'-2" 6'-7" 6'-1" 5'-8" 25 0.022 7'4" T-4` 6-8" V-11" V-10" 6'41" 6'4- 6'-2" V-11" Steel 0.018- OW" 9--5" 65" V-10" 8--7" 8'4" 8'-0" T-7" T-T' -
0.028 10'-5" 10'-5" 8'-7" 8'-11" 8'-9" 8'-5' T-9" 7'-2" 6-8" 0.028 8'-7" 8'-7" 7'-10" 8'-2" 8'.0" 7'-10" 7'-6" T-3" T-0" Steel
12'-9" 12'-6" 17'-$" 12'-1" 11'-11"t1'S" it'-2" 10'-8" 9'-l"
0.035 12-0" 12'-0"10'-11' ii'4" 1P-2" 10'-11" 1"" "" 7'-10" 0.035 10'-0" 10'W' 9'-2" 9-9' V4" 9'-2" 9-9' 8-6" 8'-2' 25 0.020 8'-2" 8'-2" T-6" T-9' T-7" T5" T-2" 8'-i 1" 6'A"
0.040 lT-3" 16-3" 12-1" 12 6" 12'4' 12•_1" 11'-7" 11,_3" 70'-7" 0.040 1T-0" IV-0" 10-1" IV-5" 10'3" 10'-1" 9'_8" 94" 9'-0" 0.027 70'-8" 10-9' 9'9" 10-1" 9'-11" 91_91, 9.4" 9'_1" 8'_8••
30 0.022 8'-l" T-11" T3" T 6" n4" T-2' 6-7" NZ-o" o-2-
5'-8" 30 0.022 6'-1 i" 6'-10" e'4" 8'-7" 6'-fi" 6'4" 8'-1" 5'-10" 5'3" 0.040 13'-3" 13'-3" 12'-8" 12'-9" 72'-8" 12'-6" 12_1" 71'-11" 1T-7"
0.028 9'-3" 9'-l" 8`-3' 8-7" 8'4" 8•_2" T-9" 6'-8" 0.028 8`-2" 8'-0" 7,-W T-9" T-7" T-6" 7'-2" V-11" 6'-9" Steel 0.018" 9'-5" 9'_3" -84" 8'-8" 8'-5" 84" 7'-11" T-6" 7'-2'
0.035 11'4" 1V-2" 10'-8" 10'-9" 10'-7" 10'-6- 9`-l" T-10" 0.036 9'-6" 9.4" 6-9" 9'-O" e'-11" 8'-9" 8'-5" 8'-i" T-10" Steel 0.024" 12'-8" 12'-6" 17'-8" 1T-11" 11'-8" 11'-8" ll`(V' 10'-B" 9-1"
0.040 '12'-6" 12'4" ll'-7"11`-11' it'-9" it'1 t7'-i" 10'-5" 0.040 10-5" 1T-3" 9'-8" 9'-11" 9`-9' 9'-8" 9'-3" 8'-10" S-8" 30 0.020 7'41" T-7" 7'-2" 7'4" 7'-3" 7'-2" 6'-10" 6-7" 6'S"
40 0.022 TS" T-3" 6'-9" T-0" 6'-00"ft
'5" 5'-8" 40 0.022 8'-3" 6'-2" 5'-10" 5'-11" 5'-10' 5'-9" 5'-8" 5'-5" 5'-3" 0.027 10'-i" 9'-i t" 9'4" 9-7" 9'S" 9'4" B'-i P' B'-7" 8'4"
0.028 8'S" 8'-3" 7'-9" W-(r 7'-t 0" 4" 6'-8" 0.028 T-5" T3" V-11" T-0" V-11" 6-10" 6'-B" 6'-5" 64- 0.040 12.4- 12'-8" 12'-1" 12'4" 12'-3" 12'-7" 11'-9` 11'-6" it•3"
0.035 9-9" 9'S" 8'-11" 9'-2" 9'-0' -V' T-10" 0.035 8'-8" 8'-8" 8'-1" 8'-2" 8'-1" 8-9' 7'-9" 7'-6" T-3" Steel 0.018" 8'-11" 6-10" 8'-9' 84" 6'-1" T-11" T-7" T-3" 6'-11"
0.040 11'S" 17'3" 10'-8" 10'-10, 10'-8" `4" 8`-8" 0.040 9'-6" 9'4" 8-10" 9'-0" V-10" 6-9" 8-7" 8'-3" 8'-0" Steel 0.024"1V-1V 1T-8" 11'-0" ll'4" 11'-2'.1Jon 10'-6' 9--2" 8'-9"
60 0.022 6'-S' 6-4" 5'-1 T' 6'-1" V-0" '-9" 0`-0" 60 0.022 5`-i" 5'-1" 4'-9" 4'-10" 4W' 4'-9" 4'-7" 0'-0" 0'-0" 40 0.040 12'0" 11'-1V 11'4' 11'-7" 11'S" 11'S" 11'-2" 10'_10" 10P6"0028 T4" T-3" 8'-10' T-0" 6-11" -T' 0-0" 0.028 8'-U" 6-0" • •-0" 6'-0" 5'-10" S_8" 5'7" Slee10024"10'-10' 10'_8" 9.4" 9'89'-5" 9-3" S'-10" 9'_T• 8'-3'•0.035 8'-5" 8'4" 7'-10" 8'-1" 7'-11" 7'-7" 0'0" 0.035 7'-7" 7'-1" 7'-0" 7'-1" 7'-i" T-0" 8'-9" 8'-8" 6'-8" 60 0.04010'-2" 10'-2" 10'-7" t0'-2" 70'-2" 10'-1" 9'-10" 9'-8" 9'-S0.040 94" 9'_3" 8'A" e'-ti" 8'9" 8'-5" 0'-0" 0.040 T-9" T-9" 7•_8" 7'-9" 7.4- T-8" T-6" T4" T-2" Slee10.024" 8'-19' 8'-9" 8'3" 8'-8" 8'4" 8'-3" 6-0" 0'-0" 0' . .
TABLE 4.16 TABLE 4.17 TABLE 4.18
[CC ESR 1953(2012IBC)2/242014 Page 37 o7106
SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREA' _
0.042"x3"XS'Delall MU76 JDOutAe 0.042"xYxW Detail MUii3 Double 0.040"x2'k6.5"MUi13 .042'k3'ke"DetaiIMU78 Double 0.042'x3"xR"Detail MU113 Double 0.040"x2x6.5"MU113
TABLE 5.1 At w.a Freestanding al AOamero Freestanding al Adaohed FTeestanui g as AdaGletl Freestanding al A0ach6tl Freestantling of Attached Freestanding of
Structure Mullis an Units SWclure Mults an Units Structure Mullis an Units StnlCNre MWOs an Units
SWLNre Mullis an Units SWCNre MuOis an Units
GROUND TRIB POST MA% MPX POST LENGTH MAY MPX POST LENGTH Mp% Mp%POST LENGTH ff[JA
MAX MPX POST LENGTH MAX SIM POST LENGTH MAX MAX POST LENGTH
SNOW DTH SPAGMO POST MIN FOOtEe 8' I t0' 11Y POST MIN FOOIEn B' I 19 I 1Y POST MIN FOOTER 8' I ID' I 12' POST MIN 1'..
B' I 10 I tP POST MIN FroiE S I 10' 11Y POST MIN F001E 0' 11P I 1Y
LOAD (FT) ONSIAB PACIN POST see CON3T2p1NED FOOTE PACIN POST WE 10, AINEDFOOTE sPACIN POST 5¢E CONSTRAINED FOOTE0. (FT) B BPpCIN POST S¢EJO
ONSTRAINED FOOTER PAOIN Po6T S¢E CONSTRAINEDFOOTERBPACIN POST 5¢E CONSTRAINED FOOTER
IPSF) {FT) (Fil TYPE •d' 'V• •d• ••d' IFTI TYPE .d• I1.N "U' -d' IFT) TYPE dd• •V• -d" "E'Iln) (n) Cn) Iln) fln In (Fil TYPE -S •d• 'H' •Q• (FTI TYPE ••d• "d' •rt• "d' (FT) TYPE tl• '•C •tl• •'tl^
1 1 lHl 0n) Itnl (in) lint in) (In) Itnl I%` Ilnl tMl Lin) (1 (nl ON (ml (in) IMI
110 MPH EXPOSURE B 115 MPH EXPOSURE B
19 3 2T4' 1t'd" B 19 2t 25 2] 16-11" C Zr 26 27 29 t5'-M B 21 24 26 2] 20 3 1T-IT 6'2" B 18 23 25 26 13'b' C 21 25 P 28 12'-2' C- 20 24 25 26
LIVE 3.5 t9'S' 101W B 20 23 25 26 15b" C 22 25 2] 28 13'-fl" B 22 24 25 2] 3.5 ID'-Y e'S" B 19 23 24 25 12'-T C 22 25 25 28 11'1" C 21 23 25 26
LOAD 4 1]'-0- 9-1V B 20 23 24 26 14'-T' O 23 25 27 28 17-11" C 22 23 25 26 4 8'AT T-0" B 19 22 24 25 11'A" D 22 24 26 2] ID'S- C 21 2"3 24 26
ONLY 4.5 15'-1" Y-T B 20 23 24 25 1S'-0" C 23 25 26 27 1Y-Y C 22 23 25 26 4.5 T-ti" T-T' B 19 22 23 25 10'-41- E Y2 24 25 '27 ". C 22 23 24 25
5 13'-T 6'-0" B 21 22 24 A 1Y-11" C 24 24 26 27 11'A" C 23 23 24 26 5 7-1- CA" C 20 22 23 24 i0'3- E 23 24 25 26 V, D 22 22 24 25
5.5 12'-0" 8'-Y B 21 22 23 25 17J- D 24 24 20 27 10'-1t" C 23 23 24 25 55 C3" 63' C 20 21 23 24 SW E 23 23 25 25 8'S" D 22 22 23 25
6 11'-0" ]'A" B 21 22 23 24 IT-S- D 24 24 25 27 1G8 C 23 23 24 25 6 5'-W 5'-10, C 20 21 22 24 9'-Y E 23 23 25 26 B'<' E 22 22" 23 24
Es 10'S" 7'4' B 21 22 23 24 11'-Y 0 25 23 25 25 10'-0" C 24 24 24 25 E5 5-5" 5'-]" C 20 21 22 23. 8'S" E 23 23 24. 26 6'-0' E 23 23 23 24
] 5-B" 7'4- B Y2 22 23 24 10'-B- E 25 25 25 26 g-T D 29 24 24 25 ] 5'-1" 5V" C 20 21 Y2 T3 9'd" F 24 24 24 25 ". E 23 23 23 24
7.5 9'-1" ". C 2? Y2 22 24 103" E 25 25 23 26 9'3 D 24 24 24 24 7.5 4'.V 5'4" 0 " 20 22 23 8'A- F 24 24 24 25 74' E 23 23 23 24
8 8'$ 6'-0" C 22 22 22 23 9'-H' E 25 25 25 26 6'-11- D 24 24 24 24 8 4'-S 4'A' C 21 21 22- 23 T-0- F 24 24 24 25 1-1. E 23 23 23 24
8.5 8'-tl' 6'-0" C 22 22 22 23 9-S E 26 26 28 28 0'-T' E 25 25 25 25 BS ¢-2" 4'3- C 21 21 21 23- TS' F 24 24 24 25 6'-00" F 24 24 24 24
9 TB' S'-10. C Y1 ZI Y1 23 9'-2' E 26 26 26 26 Sr' E 25 25 25 25 9 5-11' 44' C 21 21 2t Zr T-Y F 24 24 24 25 8'-0' F 24 24 24 24
8.5 ]'-2' S'd" C 22 22 Y1 23 8'-fl" E '6 26 26 26 11" E 25 25 25 25 9.5 3'5- 4'-2" C 21 21 2t 22 6'-11" F 25 25 25 25 6'-0' F 24- 24 24 24
10 0-9' s'E" C TS 22 22 23 8'd" F 26 26 '16 26 T-IT E 25 25 25 25 115 MPH EXPOSURE or 130 MPH EXPOSURE B
11 C-T S'1" C 23 23 23 23 8'-2- F 26 26 26 26 T8 E 26 26 26 25 20 3 11'-tP' 0'£" R 20 25 26 28 1TF' C 23 27 29 30 jT-5' C 22. 25 2] 28
t2 6"T 4'3' C 23 23 23 23 T8 F 9 27 27 27 T-1" E 26 26 26 26 3.5 t0'-2' TE- B 21 24 '26 27 11'-0" D 24 2]- 29 30 10'3" C 23 25 2] 20
t3 64 4'4' C 23 23 23 23 T-0' F 2] 27 27 27 6'-9' F 28 26 26 26 4 B'-tP T-T B 21 24 25 27 10'-10" E 24 26 28 29 93" D 23 25 M 20
110 MPH EXPOSURE C or 130 MPH EXPOSURE 8
45 T-11" 6'-T' C 21 23 25 25 19 E 24 25 27 29 9-1" D 24 24 26 27
1
0 3 ZY-0" 1tl4" 8 21 25 Zi 28 154" C 24 A 29 31 13'4" B 23 26 2] D 5 1-1" 6-1' C 2t 23 25 6 9'4" E 25 23 27 28 T-T E 24 M 25 27
LIVE 3.5 19'S- 9'-T' B 21 25 26 28 H'-2' C 24 27 29 30 t2-0' C 23 25 27 28 5.5 T8 5-8 C 22 23 24 26 9'-0" E 25 25 27 28 9-S E 24 24 25 27
LOAD 4 tT-0" 8'-1u. 8 22 24 26 Z] 13'-T' C 25 27 20 30 11'9 C 24 25 2] 28 6 5'-11" 5J' C 22 22 24 2$ 8'4" F 25 25 28 20 T. E 25 25 25 26
ONLY 4.5 15'-1- 8'-2' S 22 24 28 27 1T4" D 25 26 28 29 11'-0" C 24 25 26 28 6.5 T$ 1-1' C Zr 22 24 23 8'-t' F 26 M 26 27 TS- E 25 25 25 26
5 13'-T ]'3" 8 22 24 25 27 1"- D 26 26 20 29 1TE- C 25 25 26 27 ] S.A. 4A" C 22 22 23 25 T-9' F 26 6 26 27 T-1" E 25 25 25 26
55 1N- 7'3" B 23 23 25 26 tt'A" E 26 '6 27 29 9-11" C 25 25 28 27 ]5 4'% 4'4' L 22 22 23 25 Td-- F 26 26 26 27 8'3- F 25 25 25 26
6 114" C-1V' B 23 23 25 28 104- E 28 26 v 28 F$ D 25 25 25 27 8 4'9 4'4" C 22 22 23. 24 1-1. F. 26 26 26 2] 5£' F 28 26 26 26
a5 WS 8'4, C 23 23 24 26 10'-0- E 27 27 -27 28 94 D 26 26 26 28 8.5 4'-T 4'-1. C 22 T2 23 24 GAY. F 27 27 27 27 63- F 28 26 26 28
] 9'4 T-T' C 23 23 24 2$ 9-T E 2] v 27 28 8'd' E 25 26 26 M 9 3-11. TAV C 23 23 23 24 T-T F 2] 27 27 27 9-1" F 26. 26 26 26
].5 9'-t" 5'-t0" C 23 23 24 25 9'-2' E 2] w 2] 28 B4" E 28 28 26 26 9.5 J'-9 3'S- C 23 23 23 24 T4" F 2] TI 2] 2] 5'-1Q' F 28 26 26 26
8 6'B' S'-T' C 24 24 24 25 8'-1P E 27 27 27 27 6'4' E 2] 2] 27 27 115 MPH ID POSURE B
8S B'JY 54" C 24 24 24 25 T6" F 26 28 28 28 T9' E 27 27 27 W 25 3 11'-0- 9'-1" B 18 23 25 Z6 t3'E' C 21 23 27
2a tY-0' C 20 24 25 26
9 T4' S'd' C 24 24 24 25 B'-2" F 28 28 28' 28 T6' E 2] 2] 27 27 SS sr ' 0'3" B 19 23 24 25 174" D 21 25 26 26 IT-1 C 21 23 25 26
9.5 7'-2 .4'-t1" C 24 24 24 24 T-11" F 28 28 28 20 T3" E 27 27 2] 2] 4 8C T-T' S 19 22 24 25 t1'E" D 22 24 26 2] t0'-0" C 21 23 24 26
10 6'-9" 4'5" C 24 24 24 24 ]'A" F 28 28 28 28 T-0" E 27 27 27 2] 4.5 ]'6" T-t" B 19- 22 23 25 10'S" E 22 24 25 27 9'-0' D 21 23 24 25
11 6'-2' 4'3" C 24 24 24 24 T3" F 28 29 29 29 TA" F 26 20 28 28 5 8'B- 64" C 20 22 23 24 1T-2" E 23 24 25 26 8'-2' D 22 22 24 25
12 5'A" 4'-1" C 24 24 24 24 8'-1T' F 29 29 29 29 6'-0" F 28 28 28 28 5.5 6'-T C-T C 20 21 23 24 9'-T E 23 23 25 26 8'3' E 22 22 23 25
13 5'-Y' 3'-1G' C 25 25 25 25 8'4" F 29 29 29 29 6'b F 20 28 28 28 6 5'W 5'-9- C 20 21 22 24 9-S E 23 23 25 26 B'3' E 22 22" 23 24
115 MPH EXPOSURE B 6.5 T-T' S'L" C 20 21 T2 23 6'-0" F 23 23 24 26 ]'-
10" E 23 23 23 24
10 3 YYd' ti'4" 8 20 24 26 27 16'4" C 22 26 28 29 14'-T' B 21 25 26 27 ] 4'-0" T-'1 2 C 20 21 22 23. -II F 24 24' 24 25 T$ E 23 23 23 24
LIVE 3.5 194' 104" B 20 24 25 28 15-7 C 23 '6 2! 2B 13'4' B 22 24 28 27 7.5 q'S 4'-11" L 20 20 22 23 T-01" F 24 24 24 25 T3' E 23 23 A 24
LOAD 4 1]'-0' 9-7" B 21 23 25 26 14'-T' C 23 25 2] 28 tT-T C 22 24 25 27 8 4'-3" 4'A" C 20 20 21 23 T-T F 24 24 24 25 T-0" F 23 23 23 24
ONLY 4.5 t5'-T 0'-11" 9 21 23 24 25 13'J' C 24 25 27 28 11-19. C 23 23 25 25 8.5 4'-0' 4'E' C 21 21 21 23. T-0" F 24 24 24 25 1 F 23 23 23 23
5 t3'-]" 8'4" B 21 23 24 25 124- C 24 25 28 28 11'-Y C 23 23 29 26 9 3'-T 4'd" C 21 21 2t 22 T-1" F N 24 24 25 Rb F 24 24 24 20
SE 12-4 T-10" 6 21 22 24 25 11-10- D 25 25 M 27 10'-7 L 24 24 24 25 115 MPH EXPOSURE " 0r 130 MPH EXPOSURES
6 tt'-0' T5' B ZI 22 23 25 fl'-0" D S 25 Yo 27 10'-1- C 24 24 24 25 25 3 114- 84" B 20 25 26 28 12'4" C' 23 27 29 30
E.6 10'9 ]'-1" B 22 22 23 25 10'S" E 25 25 25 27 94- C 24 24 24 23 3.5 04. 1-1. B 20 24 26 27 11'E" D 23 26 26 30
] 9.8" 6'4' 8 4 22 23 24 194 E 25 25 25 26 B4" D 25 25 25 25 4 8'£' T-N" B 21 24 25 27 10'3" E 24 28 28 29 QpI:ESgI
75 9-1" CS- C 22 Y2 23 24 9'-11" E 28 26 26 26 8'-11. D 25 25 25 25 45 T8 TS' C 21 23 25 26 9'-11" E 24 26 27 29
6 0'4" 8'-1. C 22 22 23 24 9'-T E 26 2fi 26 26 8'A" D 25 25 25 25 5 6'-Y 5'-11" C 21 23 25 26 9-0' E 25 25 27 28
BE B'-0" 5'-1V C 22 22 22 24 12" E 26 26 26 26 8'4- E 25 25 25 25 5.5 6-Y T-T C 21 23 24 25 SAY, E 25 25 27 28
9 7'4" 5'-0" C 23 23 2J 23 0'-11. E 26 26 26 26 8'-T E 25 25 25 25 5 5'-0" 5'-3- C 22 22 24 25 8'-0" F 25 25 29 20 8)
A5 ]'-T. 5'L" C 23 23 23 23 0'-T' F 26 26 26 6 T-1T' E 26 26 26 26 a5 5'-2 4'-11- C 22 22 24 25 T-11" F 25 25 26 27
10 11, 5'3" C 23 23 23 23 11, F 27 27 2T 27 ]'-]" E 26 26 M 26 ] 4'-IT R.S. C 22 2223 25 T-T' F 26 26 26 27
11 T-T' 4'-ta" C 23 23 23 23 T-10" F 27 27 P 27 TS E 26 26 25 25 7.5 4'6- 4'4' C 22 Y1 23 24 T3" F- 26 26 26 27 IV%�' �-
12 11, 4'-7" C 23 23 D23 T4' F 2] a27 27 SAW F 26 26 26 26 0 4'-3- 4'-T C 22 22 23 24 6'-IV F 26 26 M 27 ��DECAUF �
t3 5'-2' 4U" C 23 23 23 23 T-1" F 27 v 27 v8F F 27 27 27 27 e5 4'-0- 4'-M C 22 22 23 24 6'A" F 26 28 R 26
a 1 34" 3'-10" C 22 1 22 1 23 24 T4" F 26 6 6 6 FEB 24 2014 -
ICC ESR 1953(2012 IBC)2242014 Page 41 of 106
1. THIS DETAIL
N M THE APPLICABLE ELECTRICAL CODE IS OUTSIDE THE SCOPE
OF THIS DETAIL AND MUST BE APPROVED SEPERATELY.
2. MAXIMUM FAN WEIGHT IS 30 LBF. I f
METALS
building uroducl"
#14 SHEET METALS BUILDING PRODUCTS
METAL SCREW 5005 VETERANS MEMORIAL HIM
HOLBROOK.NY 11741
(631)563-0000
0.060"x2"x2"or 0.060"x2"x3" EXTRUDED
ALUM S.R FAN BEAM 6063T5
N
2"X6",2.5"X6"OR 2.5"X8"
30041-134 ALUMINUM
FLAT PANEL
ATTACH PANEL AS PER
Table 4.19 or 4.20
ALUMINUM OR STEEL BEAM W/
MIN WALL THICKNESS OF 0.042" FAN Allowable Fan
BEAM Beam Spans
0.060'S0X2" 14'-9" "
0.060'SQ"x3" 17'-5"
S.R. FAN BEAM CONNECTION TO HEADER �yQPDeESS)D
if
WALL HANGER « sa/,6s
IV P
q�OFLALIF�.
0.120"x2"x2"x2" WALL HANGER
LONG "L"ANGLE FEB 24 2014
z•
6063T5 ALUM STRUCTURAL PANEL
Y
0
#14 SCREW W/1.5"
o
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Reserved for Engineer Seal �_
EMBED INTO WOOD -
FRAMING MEMBER r,�I,
a
nam, P.E.link Placerg, Yrginia
#10 SHEETVER am®comcaslnet
] ca
METAL SCREW S.R. FAN BEAM
S.R. FAN BEAM CONNECTION TO WALL HANGER 2-2a-1a MISC2 0
NOT
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)CC ESR 1953(2012 IBC)2242014 Page 99 0f 106