HomeMy WebLinkAboutBANKHALL STREET 40992_14-00001958 CITY OF
LAKE LSIHO X BUILDING & SAFETY
DREAM EXTREMETM
130 South Main Street
PgRyTM i4-000njqrR PERMIT
JOB ADDRESS . . . . . 40992 BANKHALL STREET LT135
DESCRIPTION OF WORK PATIO
OWNER CONTRACTOR
URI NOEL AMERICAN HOME REMODELING
URI MARIA 4375 PRADO RD STE 108
40992 BANKHALL ST CORONA CA 92880
LAKE ELSINORE CA 92532 LIC EXP 0/00/00
A. P.# . . . . . 347-533-020 9 SQUARE FOOTAGE 0
OCCUPANCY . . . GARAGE SQ FT 0
CONSTRUCTION . . FIRE SPRNKLR
VALUATION . . . 1, 932 ZONE . . . . . R-1
BUILDING PERMIT
QTY UNIT CHG ITEM CHARGE
BASE FEE 45 . 00
15 . 00 X 2 . 7500 VALUATION 41 . 25
ELECTRICAL PERMIT
QTY UNIT CHG ITEM CHARGE
BASE FEE 30 . 00
4 . 00 X 1 . 0000 LIGHTING FIXTURES/1ST 20 4 . 00
1 . 00 X 4 . 2500 RES . FIXED APPL.OR OUTLET 4 . 25
FEE SUMMARY CHARGES PAID DUE
PERMIT FEES
BUILDING PERMIT 86 . 25 . 00 86 . 25
ELECTRICAL PERMIT 38 . 25 : 00 38 . 25
OTHER FEES
PROF.DEV. FEE 2 TRADES 10 . 00 . 00 10 . 00
PLANNING REVIEW FEE 17 . 25 . 00 17 . 25
PLAN RETENTION FEE 4 . 42 . 00 4 . 42
SEISMIC GROUP R . 26 . 00 . 26
GREEN BUILDING FEE 1 1 . 00 . 00 1 . 00
PLAN CHECK FEES 64 . 69 . 00 64 . 69
TOTAL 222 . 12 . 00 222 . 12
SPECIAL NOTES & CONDITIONS
SOLID ALUMAWOOD PATIO COVER 111611 X
24" , 276 SQ FT WITH 1 FAN & 4 LIGHTS
r-:- _
City of Lake Elsinore / Please read and initial
Building Safety Division ! ._I.I am Licensed under the provisions of Business and professional Code Section 7000 et seq-and
my license is in full force.
Post;,. :v"a plaic i 2.!,as owner of the property,or my employees w/wages as their sole compensation will do the work '
on the iob !f and the str•ct r_..............nded o.off rcd foc sale. i
_3.l,as owner of the properry,am exclusively contracting with licensed contractors to construct the
f You must furnish PERMIT NUMBER and the project.
R —i l—I `.ESS o, respec .. inspection: 4.I have a ceriftcate of consent to selfinsure or a certificate of Workers Compensation Insurance
Approved plans must be on job or a certified cony thereof.
at all times: 5.I shall not employ any person in any manner so as to become subject to Workers Compensation
Laws in the performance of the work for which this permit is issued.
Note:If you should become subject to Workers Compensation after making this certification,
Code Approvals Date Inspector you must forthwith comply with such provisions or this permit shall be deemed revoked.
EL O1 Temporary Electric Service
PLO Soil Pipe Underground
EL02 Electric Conduit Underground
BPf11 Footings
BPO2 Steel Reinforcement
BP03 Grout
BPO4 slab Grade
PLO1 Underground Water Pipe
SS01 Rough Septic System
SW01 On Site Sewer
BPO5 Floor Joists —
BP06 Floor Sheathing
BP07 Roof Framing
BP08 Roof Sheathing
BP09 Ishcar wall&Pre-Lath
PL03 Rough Plumbing
EL03 Rough Electric Conduit
EL04 Rough Electric Wiring a i0l
T IDS ,R�;:gh FIe'tt,r/ T-t2� -
N1E01 Rough Mechanical
ME02 Ducts,Ventilating
PL04 Rough Gas Pipe/Test
PL02 Roof Drains
BPIO Framing&Flashing C>k
BP12 Insulation
BP13 Drywall Nailing
BPI I Lathing&Siding
PL99 Final Plumbing
EL99 JFinal Electrical -
N1E99 Final Mechanical
BP99 Final Building
Code Pool&Spa Approvals Date Inspector OTHER DIVISION RELEASES
Deputy Inspector Department Approval required prior to the
P001 Pool Steel Rein./Forms building being released by the City
POO I Pool Plumbing/Pressure Test
P003 Pre-Gunite Approval Date Inspector
EL06 Rough Pool Electric Planning
Sub List Approval Landscape
P004 Pool Fencing/Gates/Alarms Finance
P005 Pre-Plaster Approval Engineering
P009 Final Pool/Spa
CITY OF
T � T
D R.E.A Iti,A EXT R E M.E ,,,. 130 South Main Street
APPLICATION FORAPPLI
AP ,E{C�TlOtjrl6��
BUILDING PERMIT DATEC IONrj,
DATE
AP# BY
VALUATION CALCULATIONS
BUILDING ADDRESS s
1st FLOOR SF
TRACT BLOCK/PAGE LOT/PARCEL
2nd FLOOR SF
NAME -
3rd FLOOR SF 0 (/" .�
W MAILIN PH
GARAGE SF N ADDRESS
E CITY ST TE/ZIP
STORAGE SF R � �. j) - '5_ 65--32--
I hereby affirm that I am licensed under provisions of chapter 9(commencing
DECK&BALCONIES SF with section 7000)of division 3 of the business and professions code,and
C my license is in full forc n jeffect.
OTHER: SF O LICENSE# �b-7 CITY BUSINESS
N AND CLASS TAX#
T NAM
VALUATION: R f
A At ING 77 -
C ADDRESS J/
FEES T Cl E/ZIP PHONE _
o �,
BUILDING PERMIT $ R DATE
PLAN CHECK NAME( LICENSE#
A
PLAN REVIEW R MAILING
C ADDRESS
SEISMIC H CITY STATE/ZIP PHONE
PLAN RETENTION ❑ NEW OCC GRP./ CONST.
❑ ADDITION DIVISION: TYPE:
❑ ALTERATION NUMBER OF NUMBER OF
[] OTHER STORIES: BEDROOMS:
❑ SINGLE FAMILY ZONE:
❑APARTMENTS
❑ 1 certify that I have read this application and state that the ❑ CONDOMINIUMS HAZARD YES
above information is correct. I agree to comply with all city ❑ TOWN HOMES AREA? NO
and county ordinances and state laws relating to building ❑ COMMERCIAL SPRINKLERS YES
construction,and hereby authorize representatives of this ❑ INDUSTRIAL REQUIRED? NO
city to enter upon the above-mentioned property for insp- ❑ REPAIR PROPOSED USE OF BLDG:
tion purposes-3 ❑ DEMOLISH PRESENT USE OF BLDG:
JOB DESCRIPTION
Date 4 ay
Agent for ontract r ❑ owner eC /ice C- -e
Agents Nameol-1-✓1
Agents Address& � ire si G ��S
2, C -
Street City State Zip
CITY OF LAKE ELSINORE
BUILDING DIvISION
OWNER: G� C CONTRACTOR:
NOE A — / l`> AMERICAN HOME REMODELING
�F A 4 3 7 5 PRADO RD. STE. 1 OS
A EL5INORE, CA 9253 CORONA, CA 92880
TEL: 907 277 ci535
APN: 3 APPR ED
2 9'-4" 2 4'
6 .00'
� — J
o _
o �
o I
I I
PROPosEa
1Q 1 1'-6"x24' METALS BUILD.PRODUCTS 1
PLAT PAN PATIO GOVER
PER IGG # 1 953
(216 SQ.PT.)
I
w
z
NOTE F EXI5TINS
- PATIO GOVER COLOR: w I 2-STORY S.P.D.
I
POSTS AND FASCIA TO BE DESERT L (2,054 5Q.PT.)I
SAND, HEADER TO BE DARK BROWN,
AND CEILING TO BE WHITE TO MATCH
TRIM AND STUGGO OF EXISTING HOUSE
-PATIO COVER MATERIAL TO BE
WOOD EMBOSSED ALUMINUM I I
-ATTACHMENT TO HOUSE I 3-GAR GARAGE I
@ APPX. 9'-6"(SEE ELEVATIONS)
ELECTRICAL
(1) PAN I w I N
(4) LIGHTS
o Q
/60.00'SIDEWALK
NORTH
�- SANKHALL ST. --
LOT COVERAGE
(E) HOUSE W/ GARAGE - 2,054 5Q.PT.
PROPOSED COVER - 216 5Q.PT.
TOTAL - 2,550 50.PT. PLOT FLAN
LOT - 6,000 5G.PT.
� "= _
TOTAL LOT GOV.— 38.8% 3� � � '� .Y
SCALE: 1 20'-0
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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 LAT01.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
MUSA08.DWG COMPONENTS/CONNECTION DETAILS18
MUSA09.DWG COMPONENTS/CONNECTION DETAILS
MUSA10.DWG COMPONENTS/CONNECTION DETAILS
6 PAGES 4.0 PANEL SPANS FOR PATIO, CARPORT AND COMMERCIAL STRUCTURES
28 PAGES 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN NORMAL WIND AREAS OFCA+tiFQ¢�,P
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 0.25"and 1"per foot.
TRIB WIDTH 13.All steel shall be galvanized ASTM A-653 G90,Al23 G45 or Al53 B-3,painted ASTM A755 or use an approved
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. Rev sfonB
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 seperated 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. Ct=1.2,I=1.0,Ce=1.0(All exposures except B and C when
located tight among conifers)
EXISTING Ground Snow LoadApplied Roof Load
STRUCTURE 10 psf 10 psf LIVE OR GROUND SNOW
20 psf 20 psf LIVE OR GROUND SNOW
25 psf 21 psf DESIGN ROOF SNOW LOADMETALS
PROJECTION 30 psf 25.2 psf DESIGN ROOF SNOW LOAD [i €
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 3
RISK CATEGORY II. FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING N=
STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING A 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 v
�sn
General Notes NOTE:EXPOSURE B:SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B(URBAN AND J a z o
SUBURBAN AREAS,WOODED AREAS,OR OTHER TERRAIN W/NUMEROUS CLOSELY SPACED
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 4°W o�
Section 1605.3.1 and no increases are permitted for resisting wind or seismic forces. Aluminum DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. � 0
design in accordance with the 2010 edition of the Aluminum Associations's specifications and a,n P9
Chapter 20 of the IBC. Patio Covers as defined in IBC Appendix 1 shall be used only for EXPOSURE B AND D(SMOOTH MUD FLATS,SALT FLATS,UNBROKEN ICE u
EXPOSURE C:SHALL APPLY WHEN
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(1)
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 RpfESSi
conditions as shown in Figure 1904.2 of the 2012 IBC. Patio structures may be attached to SITE CLASS=D �p9 P �y
concrete slab without footings when the post load is 750 Ibf or less and the frost depth is zero. BASIC SEISMIC FORCE RESISTNG SYSTEM y G 1 Jr �s y
Concrete shall beset back a minimum of 4"from edge or expansion joint of a slab. Posts POSTS EMBEDDED INTO FOOTINGS=ORDINARY STEEL MOMENT FRAME»R=1.25 'I f
attached on slab will conform to Details LA35,MU100 or MU102. fib C x
POSTS SURFACE MOUNTED=GENERIC SYSTEM»R=1.25 , !'�
4.Each application shall show a complete plot plan of the property and buildings. Circle the post ANALYSIS PROCEDURE=EQUIVALENT LATERAL FORCE PROCEDURE * s 3D2bt5
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 300 Ibf concentrated load. s r Iyy�� �P
5.Each installation shall bear an identifying decal giving the name and address of mfgr.,live or Maximum mean roof height of existing structure for attached units is 30'. l OF CAL*
snow load,design wind speed and exposure and ICC ESR number. 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 specified. 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,Fcy and E). A-D up to the maximum Ss 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%diam. For concrete block construction,place c. Structures not complying with(a)or(b)require additional engineering seismic analysis. Canl Putnam, P.E.
masonry anchors as per the installation instructions. 3441 IVYLINK PLACE
18.All aluminum and steel solid panels are class A fire rated as indicated in IBC Section 1505.2 Exception#2. LYNCHBURG, VA 24503
9.Drainage which otherwise would go over a public sidewalk shall be collected and diverted under 19.All screws are self drilling(SDS)or sheet metal(SMS)and in conformance with ICC ESR-1976,ESR-2196 or CARLPUTNAM@COMCAST.NET
sidewalk. equivalent and use head diameters equal to#8=16",#10=a",#12=32"and#14=1"or steel washers with similar
10. Structures may not be enclosed unless additional engineering is provided or by approval of the diameters. All bolts are ASTM A307. All wood screws must comply with ANSI/ASME Standard 618.6.1 and AF&PA
local building authority. NDS-05 11.1.4. All lag screws must comply with ANSI/ASME B18.2.1 and AF&PA NDS 11.1.3. All washers are ASTM °ro""BY CMP
11.A assumed
to be investigation is not necessary unless required in 1803.2 psf
the.,10 IBC. Soil is F844 w/Dimensions complying with ASME B18.22.1 Type A. Steel nuts to be ASTM A563. The minimum washer Ch<°k BY
assumed to be Class 5 of Table 1806.2 of the 2012 IBC. Bearing 1500 psf vert.,100 psf/ft.horiz diameter for bolted connections is 1". All fasteners will have a minimum edge distanc of 2x the fastener diameter. cMP
and doubled as per 1806.3.4. These design values do not apply to mud,organic silts,organic 2 o°t"
clays,peat or unprepared fills and may require further soil investigation.The building official may 1.Header splice shall not be located nearer to the end of the structure than the first interior post.
assign a load bearing capacity. Units in a snow load area of 25 psf or less may be built on 1000 21.Wood used in connections shall be protected from weather as per IBC Section 1403.2 and/or 1503,whichever is more Pi"MUSAGNOLM
psf bearing soil w/o additional engineering. Minimum footing depth is the local frost depth. stringent.
22.Sliding snow is beyond the scope of this report. Drifting snow is covered under Detail M2.
ICC ESR 1953(2012 IBC)2/24/2014 23. All multispan tables 0 geufn6?1S9ual spans within 20%. All specifications must be based on the longest actual span.
I/ /✓or
,,, ,, tI EAL
24. When a single span attached unit is attached to a wooden deck,the maximum dead load+live/snow load from the v MIS, +' err, g�4NW H srf 1- .•:.
patio cover is 750 Ibs and the post spacing shall not exceed that specified far attaching to a concrete slab. The ��OO U O °,°` OSSJPQ1/p;: SSQeT�'PZ�gt U �`
maximum connection uplift load is 1162 Ibs for 115 mph wind speed Exposure C, Connections are for maximum patio ChR "�® y`•?' y SOU D�gtONpL r,'Z
roof heights of 12'above grade. The existing deck structure must be adequate to sustain these additional loads. The y AM * SArs
L
structurakl adequacy of the deck to safely sustain these additional loads will require aproval by the loacai building * 3 p {CpP
authority or additional engineering, See Detail M1. Construction outside of these parameters may require additional NU ER w ``t E�ytttN N
engineering. Sol * SSi.j ,
25.This entire engineering package will not be required for most building permits. Submission for a building permit must •Ap� p -2 ,9,q� p
include:
a.GENERAL NOTES(MUSAGNO1.DWG) ?"
c.RAFTER SPAN TABLES(FOR LATTICE STRUCTURES),PANEL SPAN TABLES (FOR SOLID COVERS)OR � t '"' y�®` S �UT E"��•�.-� !Aw,r
BOTH(FOR COMBINATION STRUCTURES) \ r,,1 ', y ; p '{xu
d.HEADER POST SPACING,FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOADS. . ?u?f' " c r�4 Wnsr� 41
e.ALL APPROPRIATE DETAILS i t
f.OTHER DOCUMENTT I N REQUIRED BY LOCAL BUILDING AUTHORITY.
26. Sheet M6 provides in f matitdeterm
ine the load that will be resisted by existing structure. SH
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ICC ES 953(2012 IBC)2/24/2014 Page 2 106 sj.•.•• MUSAGN01b.DWG
9j OF tr•
PANEL PANEL Revisions
BEAM
BEAM
MULTISPAN
FREESTANDING UNIT METALS
3 ME 1 1 .1LS
HEADER/POST -ldlm, pr o,ucis
CONNECTION
' ' 3
POSTS ua
FREESTANDING SINGLE SPAN COVER CIRCULAR FOOTING
Mu DETAIL MU108 nJarg
ola POST Z V
W
W O O
CUBIC FOOTING >a
J _
DETAIL MU108 Woo"
Ein
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 �-VESSiq
BEAMS MU50, MU56-MU65, MU76-78, MU96, MU113, kg B
MU114, MU120 ;/1%� 2
FASCIA PANEL v i )
OR BEAM POSTS: MU49-51, MU89-98, MU100, 8
WALL HANGERS: MU40-48 * ^ $3 161,,
SPLICES: MU52-55, MU66-76 FASCIA
OFCAl1F0-
PANEL/WALL CONNECTION DETAILS FEB 24 2014
CONNECTION HEADER/POST: MU99-104, MU110-115
POST/FOOTING OR SLAB: MU100, MU102, MU108-109,
MU116 HEADER/POST
PANEL/WALL MU105, MU106, MU107
POSTS CONNECTION
MU
POSTS 04b Cart Putnam, P.E.
3441 IVYLINK PLACE
LYNCHBURG, VA 24503
HEADER/POST CUBIC FOOTING CARLPUTNAM@COMCAST.NET
CONNECTION
DETAIL MU108
Mu
02b r
ATTACHED SINGLE SPAN COVER CMP
MAY BE MULTISPAN ` 8y
SINGLE SPAN o°«.t CMP
FREESTANDING UNIT
SURFACE MOUNT OR MUSAOIb.DWG
EMBEDDED ATTACHMENT s ma Poge
ICC ESR 1953(2012 IBC)2/24/2014 Page 25 of 106
2.5" PANELS AND FASCIA --
Revisions
SEE DETAIL MU13 SEE DETAIL MU13 24'
TSEE DETAIL MU13
2�5-
8. 2.5' nu 2.200
22
zi 6' Mu
2.5"X6" FLAT PANEL z3
2.5"x8" FLAT PANEL 3004H34 3004H34 ALUMINUM 24" PATTIPORT 3004H34 OR ASTM A653 GRADE 40 STEEL
24' SE ETAIL MU13 I � 12 � METALS
,,, SEE DETAIL MU13 SEE DETAIL MU13
2.5' 2.5' 2.5
25
z; 24" TRI STAR PANEL 3004H34 2.5"X24" TRI VEE PANEL 2.5"X12" TWIN -VEE .PANEL >
3004H34 ALUMINUM 3004H34 ALUMINUM _
ASTM A-653 GRADE 40 STEEL ASTM A-•653 GRADE 40 STEEL ua
ACZ
SEE TABLE 4.19 W 0
".a 0.078 0-w v
g.5O
SEE TABLE 4.19 ROOF PANEL LO ESEE TABLE n¢z4.19 , nw v� 6 0.062 5.6 � m~Y�5jo20.036' Mu ¢u7 0^
O.D70 32 WOO
f In 2 v
L L
3 '1 E-2.50-{ nu [---3.8-{ I--3.4� [- 3.3--�
7" RF FASCIA za 3.25 6" RF FASCIA 25 20 4.5" EXTRUDED FASCIA
3004H34 ALUM 6.5" RF FASCIA 3004H34 ALUMINUM 5" RF FASCIA SAMSON GUTTER 6061 T6
(t=0.040" & 0.0501) 3004H34 ALUMINUM 3004H34 ALUMINUM FASCIA 6" ALLMET .-
6063 T6 EXTRUDED FASCIA Q��tEss/0 1
P
6063 T6
ae sns e3.O/c IJ, * (l y^T"•6''' 951 * /
SEE DETAIL MU13 SEE TABLE-,", S'
12 1 4.1910.075 2, o.o7s OFC4 6. 6.1 FEB 24 2014
6•�I 5.1
2"x6" FLAT PANEL EL
3004H34 ALUM
4"x12" VEE PANEL 3e
111' SM$ W/ PLASTIC 3.8---{ --3.7---I
ROOFING WASHER INTO HEADER 3004H34 ALUMINUM
SEE TABLE 4.29 FOR SPACING ASTM A-653 GRADE 40 STEEL 5" MAGNUM GUTTER 6" MAGNUM GUTTER 6" SMOOTH GUTTER
0.375• 3. 6063T6 ALUM 6063T6 ALUM 6063T6 ALUM Carl3441 IVYLINK PLACE
LYNCHBURG, VA 24503
7 •0.060', 1' j #8 SMS e3'O/C CARLPUTNAM@COMCAST.NET
3', 3.5', 4' or 6' T 1.5 PCF FOAM 24
�; 3e WESTERN PANELS
OPTIONAL FAN AND FASCIA Drown By
ALUM BEAM 6063T6 0.024' or 0.032' 3• CMP
FULL LENGTH OF PANEL 31051-114 ALUMINUM
MU Check By
CMP
ALUMINUM SANDWICH PANEL AS PER ICC ESR 2229 39 Dale
3"X24" PANEL
3004H34 ALUMINUM '''�7USA03.DWG
ASTM A-653 GRADE 40 STEEL S-1e NTs PeBe i
ICC ESR 1953(2012 IBC)2/24/2014 Page 27 of 106
HANGERS Revisions
MU <ALUM.6063 T-6)
0.274 1.00 0 5. 40�--- 1.00.062' 2
1.6
I- 1.6 25"^ - 0.75'
T7 0.274 06 6' + 0.187'
0.375'0
0.055 70. 50 0.062 05'� 0.050'
0.062' 3.0 ' 3.74' REF 25, 3.062'
4.100 4 4,24 3.562' 3.74' REF
LO. 62 �MU
METALS o.s'
4O t
1.705 - rl.000 o.s
4" HANGERS 45 }
6063T6 ALUM 43 1.375' I- 3
as 3' "J" RAIL 3' AND 2.5" "G" HANGER N=
3-1/2" "J" RAIL U
t274
RAIL PROFILES ALUM. ALLOY 6063-T6n
0.274 C7 p
1.000 SEE TABLE 7.5 FOR
0.250 TYPE AND SPACING CL L
0.055 OF FASTENERS LO
0 75' Z n
3.101 0.97 0.062 �t 0.050' 1.625'�{ q<Z c3
FF-j MU
1.702 1.000T
v,j ol�n
3" HANGERS J
6063T6 ALUM 3.562" 0.0627ate"'=
panel height J2O62,. W o 0,
E Un= O
�4.000--I "11.062'I -{1.062'
----3.000� I0.040 I �--0.5'
3.000 II`
168'-
�--I.50'--I �---1.5'-�0.625'
RpfB5510 %�
0.120' a6 "C" HANGER 47 3-1/2' "G" RAIL 8 2" "J' RAIL yw�Q.�„•P1�. �ti�
0.075 --0.062 �7. 8
MU SU 51
0,075"x3"x3" POST 4"x4" POST 0.062'x3"x3" Iv&�✓¢���
6063T6 ALUM 6063T6 ALUM MAGNUM POST OfiCALW
6063T6 ALUM FEB 24 2014
FASCIA SPLICES MUST BE WITHIN 12' OF A POST
0 I Carl Putnam, P. E.
.0620 0,0620 12'
3441 [VYLINK PLACE
LYNCHBURG, VA 24503
13, 1' MIN SCREW PATTERNS CARL PUT NAM@COMCA S T.NET
EE DETAIL MU55 MU Q o 0 0 FOR ALL FASCIA
L00500 55 - I 4- MIN LVEN SPLICES. ALL FASCIA
}112 S"rs SPLICES MUST BE WITHIN
1' MIN / 12' OF A POST °ra"o
CMP
O O O o 0 o O Dote Check By CMP
_
rmu
52 L 5.5' EXTRUDED s 5' EXTRUDED sa 5' ROLL FORMED 'i' „„�
GUTTER SPLICE GUTTER SPLICE GUTTER SPLICE MUSA04.DW9
6063 T6 ALUMINUM 6063 T6 ALUMINUM 3004 H34 ALUMINUM s<°" NTS PO9`
ICC ESR 1953(2012 IBC)2/24/2014 Page 28 of 106
0.059' (16 GA) 5.683 I^5.683� Revisions
0.105' (14 CA)
O. 05" <12 GA)
0 o o 0 o
O O O 2.3750 O O O OO M
8.000 0.042' 6 0.032
.500 0.024' 7.875
0.040''
MUST BE ENCLOSED L--
IN MU76 OR T
LATERALLY BRACED
MU n N
Mu STANDARD BRACKET 60 I Mu 1.975 0.773 9 1 METALS
7
FOR CLOVERLEAF POSTS
76 ---3.000 2'X6 1/2' HEADER I--2.500---{� 6063 T6 ALUMINUM HEAVY DUTY BRACKET �----3,000
FOR CLOVERLEAF POSTS
0.042'x3'X8' HEADER/RAFTER Mu 3004 H34 MU STEEL C BEAM ASTM Fy = 36 KSI }
3004 H34 77 78 A653 GRADE 50 ASTM A123 G75 z
F-
I�-5.683�I Q
--{ 1.500�-- I�5.683 -{ C3 n
2ALUM BRACKET - a w
0.060t O c^v 82 FOR 3' SQUARE N L7
�- POSTS 6063T6
na}o
0.090 8.250 j W Z
Mu BRACKETS FOR 1.5' SQ TWIN POSTS 0.090 w o 10
B1 6063 T6 ALUMINUM 0.090 J>ED u'1
aunty^
F—CD JLi CD
FOUR HOLES FOR MU STANDARD BRACKET F Fn:_
0.300� 1/4' BOLTS 83 FOR 3- SQUARE POSTS
f- 2.308 -j �--2.375--1 ALL BRACKET 6063 T6 ALUMINUM —3.344--�
2.702 o DIMENSIONS
cu EXCEPT THICKNESS
0.090 cu F=j
ARE APPROXIMATE '0.135 _
86 TWO HOLES FOR � � � 0.125 _�-
3/8' BOLTS u �yOVESSt0 /
U' BRACKET Mu 'U' BRACKET 00 o �0.188, Op P Mu 3.5'X3' I BEAM POST BRACKET Y
a4 FOR 3' SQUARE POSTS 85 FOR CLOVERLEAF POSTS Mu -� 5.875 y
6063 T6 ALUMINUM ALUM 6063-T6 �. r 1f yo
6063 T6 ALUMINUM 87
C
.028' --5.875' or 6.875'—� %
r
0 0.032 tF] it " CIvVj0.032' ALUM 0.062 ALUM HEAVY DUTY BRACKET (6063T6) Mu 0.125" ALUM -H' �� �rfiOFCAIIF-0.040' ALUM FOR 3' AND 4' SQUARE POSTS 88 BRACKET 6063--T6
0.043' STEEL Ln Vn
FEB 24 2014
Mu 3' LOCKSEAM A,653 GRADE 40S S W O
STEEL 90 3004HH34ALUMII UM 91 6063T6 ALUMINUM
89 3004 H34 ALUMINUM
0.024'X3'X3' Cort Putnan' P. E.
SQUARE POST 3441 1VYLINK PLACE
LYNCHBURG, VA 24503
0.095' �3' I--3.000—I #14 SMS @ 24' CARL PUT NAM@COMCAST.NET
3/16' or O/C TYPICAL
1/4' SEE MU112
0.055 D—.By
3' t CMP
MU t
I— 3', 4' OR 5' —) 94 0.024'X2'X6.5' Ch—By
3•. ALUM SIDEPLATE CMP
Mu 3", 4- OR 5- ASTM A500 0.095' X3'0 Mu °Oe
ASTM A500 GRADE A MU FLUTED MU 97 3'x3' ALUM POST MU vn<ome 93 GRADE A STEEL POSTS O 96 SQUARE POSTS
STEEL POST 95 ALUMINUM POST 98 3' POST WITH MUSA06.DWG
SEE GEN NOTE #13 FOR ALUM 6063-T6 t= 0.120' t= 0.024' 3004 H34
CORRSOSION PROTECTION SEE GEN NOTE #13 FOR 6061 T6 SIDEPLATES S°°'< NTS
CORROSION PROTECTION
ICC ESR 1953(2012 IBC)2/24/2014 Page 30 of 106
SEE GENERAL NOTE #21 ALL WOOD WALL ATTACHMENT DETAILS
Seal with permanently flexible Revisions
CONCRETE OR P Y MUST CONFORM TO GENERAL NOTE #21 FOR --
MASONRY ANCHOR SEE TABLE 7.5 & waterproof sealant WEATHER PROTECTION
1/4' LAG SCREW FOR FASTENER
SPACING CONTINUOUS 2'x6' DF LEDGER BOARD
STUD, CONCRETE OR PROVIDE SIMPSON STRONG TIE MSTA36
#10 SCREW OR MASONRY <ICC ESR 2105) AT SPLICE LOCATION COVER ROOF C❑VERING IS
W/ 0.019' ALUM A MAXIMUM OF 3 PSF
WALL
SEE TABLE ATTACH COVER HEAVIER ROOF COVERING
4.19 OR 4.20 STRUCTURAL EXISTFRAMED WALL f AS PER MU105 SHALL REQUIRE ADDITIONAL
PANEL
-74 C', 'U' OR 'G' ENGINEERING ANALYSIS
TYPE ALUM HANGERS 11111 �l/4' Lag Screw METALS
( q T
MIN WALL "t" PER TABLE 7.7 1Y1 L 1 I� L.�?
ING OF WOOD
6063 T6 t= 0,060"
3004 H34 t=0.040' 3.5' M[N Comptetety seat Existing 2x Wood framing
with permanently nn��
flexible & water- min, 2`t D.C.
#14 SCREW 1/4" LAG proof sealant >
SEE TABLE 7.5 SCREW W/ D,E, Larch. N=
STRUCTURAL 2.25• EMBED --� 2.25' min 1' MIN U
PANEL 20 GA ASTM A653 GRADE q a
Synthetic Stucco or 33 STEEL BRACKET o 0
SHEATHIN othernon-structural covering SIMPSON STRONG TIE w
(1' ma x. thick) OR SIMILA
TABLE 7.7 SPECIFIES THE ALLOWABLE Continuous 2'X ZN=o
e o
DISTANCE TO FIRST ROW OF POSTS fascia board oil razrzz�
Mu Mu STUCCO ATTACHMENT DETAIL Pa H Y M
los LEDGER AND WALL ATTACHMENT lD6 WITH LEDGER BOARD ATTACH WALL HANGER a J�0
PER DETAIL MU105 _
MIN 3.5" SEE GENERAL NOTE #21 o w o o r)
CONCRETE SLAB FOR a FOUR #8 WOOD SCREWS emu)=�
CONSTRAINED FOOTINGS INTO RAFTER AND 2X FASCIA
SEE SHEET M8 ALUM W/ t = 0.120' OR STEEL POST WITH 12' EMBED 2X DF WOOD ONE PER RAFTER
FOR FOOTINGS UP TO d=39' OR 18• EMBED FOR Mu FA CIA
FOOTINGS UP TO d=48' 107
E A V E �oFEssro
L OVERHANG toe P ti
12" OR 18" POST
oP � m _
Live/Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS"L" ,. � � 8f
0 N E 3/8" X 9" Solid Cover Wind SIZE EAVE OVERHANG
STEEL RODS (REBAR 2a20 6" 12 14" za' 30" s 41V141
a • #14 SMS 10psf 2x4 18'-0. 18'-0' 12'-0" T-1" 3-8" ,�� •• ��OFCAI-1�'O��
OR THREADED) OR SEE TABLE 7.3 4" DETAIL MU87 115MPHEXPB 2x6 18'-0' 18'-0' 18'-0' 18'-0' 17'-1'
d
81-9
BOLTS CENTERED FOR QTY OR M❑80 2x4 18'-Y 18'- 12''-0' 1 10psf 2x4 n'- 1T-U 12'-0 T-1"81-0 3'-S"
-8" FEB 24 2014
❑N POST 115 MPH EXP C 2x6 17'-0' IT-O' 17'-9 IT-O' 1T-O'
-� 2x8 17'-0' 17'-0' 17'-0' 1T O' 17'-0'
10 psf 2x4 16'0' 16-0 12-0" T-1' 3'-8"
FREESTANDING OR ATTACHED POURED ONE BOLT DIAM. (M N) 140MPHEXPC 2x6 16'0' 16'-0' 16'0' 16'0 16'0'
toe STAINLESS STEEL
FOOTING 2x8 16'-0' 16'-0' 16'-0' 16'-0 16'-0' Carl Putnam, P. E.
3/8"0 W/ 2' EFFECTIVE 20psf 2x4 16'-0' 10141 5-10" 3'-4" 1-8" 3441 IVYLINK PLACE
EMBEDMENT HILTI KWIK 140 MPH EXP C 2x6 16'-0' 16'-0' 16'-0' 11'-9" 8'-4" LYNCHBURG, VA 24503
d BOLT TZ (ICC ESR 1917) 2x8 16'-0' 16-0' 16'-0' 16'-0' 16'-0' CARLPUTNAM@COMCAST.NET
MAX FOOTING SIZE 25 psf 2x4 16'-0' 11'-3" 6'4" 3'-8' V-9"
IS d = 34" 140 MPH EXP C 2x6 16'-U 16-0' 16-0' 12'-10' 9'-1"
2x8 16-9 16-0' 16-0' 16'-0' 16'0' 0"."BY
30 psf 2x4 15'-0' 9'-2" 5'-l" 2'-8" 1'-01, CMP
d 140 MPH EXP C 2x6 15'-0' 15'-0' 164 10'-4" 7'-l" Ch° By CMP
109 SINGLE SPAN ATTACHED F❑❑TING 2x8 14'-0' 6'-7" 1-4" 15'-0' 1-01. �e
40 psf 2x4 14'-0' 6'-7" 3'-4" 1'-4" 0'-0"
2x6 14'-0' 14'-O' 11'-0" T-2" 4'-7"
2x8 14'-0' 14'-0' 14'-0' 14'-0' 10'-3" MUSA08.DWG
60psf 2x4 9'-10" 4'-0, T-7" U-T 0'-0" Sc . NTS P,
ICC ESR 1953(2012 IBC)2/24/2014 Page 32 of 106 2x6 12'-0' 11'-0' 2'-0 4'-0" 2'-1"
2x8 12'-0' 12'-0' 12'-0' 8'-8" 5'-10"
Revisions
DOUBLE 2"X6.5" OR
I I I I
DOUBLE 3"X8" HEADER
1 I 1 SLAB ATTACH MAXIMUM
1 I 14 SM SCREWS WIND CONDITION =
I I I
I I 160 MPH EXP(8 PLCS)
I I I 140 MPH EXP C
3"x8" BEAM 1 1 1 1 #14 SM SCREWS EIGHT #14 SMS REQUIRED
1 8 PLCS
I 1
it li i TYP SPACING METALS
II = 24" O/C ,.r:,:Iz3 s
1 II 1 MAX FOOTING IS #14x1/2" SMS 5 EACH SIDE I 1
0.032%YxLil
3' 1 d=27" or 1 1 MU }
11 1 WHEN ATTACHING TO FOOTING 1 3
POSTMU i it li i 115 mph Exp B SLAB 1 I 113 �, _
O I 0.043" STEEL POST v Q
12 i II 1 2"X6.5" OR STRONGER o 0
SIDEPLATE
a- r
(D
Z Z}
DOUBLE OR SINGLE 3"X8" STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND w z
" BOLTS OR NON-SPLICE ATTACHMENT m w o
OR 14 SMS J nm
SEE#TEXT FOR QTY SINGLE 14 AND 16 GAUGE HEADERS USE FOUR 4" BOLTS w o o_
1" MIN FOOTING REQUIREMENTS
USE 4 BOLTS/SCREWS FOR FOOTINGS UP TO d=33'
O� USE 6 BOLTS/SCREWS FOR FOOTINGS UP TO d=38'
5" M� OO OO USE 8 BOLTS/SCREWS FOR FOOTINGS UP TO d=42'
Dt USE 10 BOLTS/SCREWS FOR FOOTINGS UP TO 01=45'
�_ Oo Oo USE 12 BOLTS/SCREWS FOR FOOTINGS UP TO 01=48"
USE 14 BOLTS/SCREWS FOR F❑OTINGS UP TO d=50"
O1M
ALL C BEAMS USING TWICE THE "ON SLAB" SPACING REQUIRE FOUR BOLTS ALL C BEAMS USING THREE TIMES THE "ON SLAB" SPACING REQUIRE SIX 4 p' BOLTS `'�cs !1=
ALUM t=0.120" ALL C BEAMS USING FIVE TIMES THE "ON SLAB" SPACING REQUIRE EIGHT 4" BOLTS '$ r m
OR STEEL POST i
3" POST MU f; s IVY '`
1 16 OFCAiO
3 SEE TABLE 7.3 FOR NUMBER OF FASTENERS Detail MU82 or MU84 FEB 24 2014
#14x /4" SHEET METAL #14 SMS USE COLUMN A
OR SELF DRILLING SCREWS 3/g" BOLTS USE COLUMN B POST ATTACHMENT DETAIL TO
SEE TABLE FOR QUANTITY SLAB OR FOOTING SINGLE SPAN
OF#14 SMS or SOS ATTACHED UNITS ONLY
2 4 6 a 10
,3X8 STEEL C HEADER CuW Foote Ske"d 0 Cori Putnam, P. E.
21 26 $0 33 35 - - - 3441 IVYLINK PLACE
c a u n 4 a a _a LYNCHBURG, VA 24503
CARLPUTNAMOCOMCAST.NET
�ETAIL MU80 OR MU82 TWO STAINLESS STEEL " OR GALVANIZED " HILTI KWIK BOLT TZ CICC ESR oo-n 6y cMP
ALUM W/t=0.120" 1917> W/ 2" EMBEDMENT
W/ 3/4'0 WASHERS FOR FOOTINGS UP TO Cl = 26' `"<`"By
OR STEEL POST cMP
SE EIGHT #14 SMS OR SIDS ATTACHMENT TO 4' CONCRETE SLAB ooi<
O MAX FOOTING SIZE d=35" FOR 10 PSF LIVE LOADS MUSA09.DWG
MS TWO ANCHORS UP TO 130 MPH EXP B OR 120 MPH EXP C P,"�<m`
FOR 20 PSF LIVE LADS AND HIGHER
ICCESR1953(2012 IBC)2/24/2014 TWO %,a 3 0 O6FOR WINDS UP TO UP TO 140 MPH EXP C
SOLID COVERS 4.0: 2.5"PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES
2.5"x6"Flat Panel(Single Span)MU22 2.5"W'Flat Panel(Multispan)MU22 2.5"x12"Twin Vee Panel(Single Span)MU26
Ground Panel Wind Speed and Exposure Ground Panel Wind 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 B Exposure C
(psf) (in) 110 115 140 110 115 120 130 140 150 (pso (in) 110 115 140 110 115 120 130 140 150 (psf) (in) 110 115 140 110 115 120 130 140 150 Metals Building Products_
10 0.020 13'-8" 13'-3" 11'-1" 11'-11" 11'-5" 10'-11" 8'-2" T-7" 7'-1" 10 0.020 11'-5" 11'-l" 9'-9" 10'-2" 10'-0" 9'-9" 9'-2" 8'-10" 8'4" 10 0.020 8'-11' 8'-9" T-7" 8'-0" T-11" T-7" T-2" 6-8" 6'-3" 6006 Veteran's Memorial Hwy
LIVE 0.024 15'-6" 15-1" 12'-11'13'-11" 13'-4" 12'-9" 11'-9" 10'-10" 8'-3" LIVE 0.024 13'-3" 12'-10" 1V-4" 11'-10" 11'-7" 11'-4" 10'-8" 10'-3" 9'-9" LIVE 0.027 13'-3" 12'-11" 11'-4" lV-11" 1V-8" 1V-4" 10'-8" 8'-10" 8'-2" Holbrook,NY11741
0.032 17'-2" 16'-10" 15'-6" 16'-0" 15'-9" 15'-6" 14'-7" 13'-6" 12'-7" 0.032 16'-3" 15'-9" 14'-0" 14'-7" 14'-3" 14'-0" 13'-2" 12'-8" 12'-0" 0.040 15'-3" 15'-0" 13'-10' 14'-3" 14'-0" 'IT-10" 13'-3" 12'-11" 12'-6" (631)563-4000
0.040 18'-5" W-1" 16-8" 17'-2" 16-11" 16-8" 16'-0" 15'-7" 15'-0" 0.040 18'-5" 18'-l" 16'-7" 17'-2" 16'-11" 16'-7" 15'-7" 15'-0" 14'-3" Steel 0.018" 13'-8" 13'-3" 1 V-9" 12'-4" 12'-0" 1 V-9" 11'-1" 10'-7" 8'-0"
Steel 0.018 17'-7" 17--1" 14'-3" 15'-5" 14'-9" 14'-1" 12'-11" 12'-0" 11'-2..I Steel 0.018 14'-0" 13'-7" 12'-l" 12'-7" 12'-4" 12'-1" 11'4" 10'-11" 10'-5" Steel 0.024"16-11" 15-6" 13'-9" 14'-4" 14'-1" 13'-9" 12'-11" 12'-6" 11'-11'
20 0.020 1V-3" 1V-0" 9'-2" 10'-7" 10'-5" 9'4" 8'-2" T-7" 7'-l" 20 0.020 9'-4" 9'-2" 8'-6" 8'-10" 8'-8" 8'4" 8'-1" T-9" T-5" 20 0.020 T-9" T-7" 6-10" T-2" 6-11" 6-9" 6'-6" 6'-2" 5'-10" Carl Putnam,P.E.
LIVE 0.024 12'-9" 12'-6" 1V-8" 12'-0" 1V-10" 11'-5" 1l'-1" 10'-7" 8'-3" LIVE 0.024 10'-10" 10--8" 9'-11" 10'-3" 10'-1" 9'4" 9'-5" 9'-0" 8'-8" LIVE 0.02710'-11" 10'-8" 8'-11" 9'4" V-1" 8'-10" 8'-6" 8'-1" T-8" 3"1 Ivylink Place
0.032 15'-1" 14'-11" 14'-3" 14'-7" 14'-5" 14'-1" 13'-9" 13'-3" 12'-7" 0.032 13'-5" 13'-2" 12'-3" 12'-8" 12'-5" 12'-0" 1V-8" 1V-2" 1V-8" 1 0.040 13'-5" 13'-3" 12'-8" 12'-11" 12'-9" 12'-6" 12'-3" 1V-11" 11'-7" Lynchburg,VA 24503
0.040 16'-3" 16-0" 15'-3" 15'-7" 15'-5" 15'-1" 14'-10" 14'-5" 14'-0" 0.040 15'-10" 15'-7" 14'-6" 15'-0' 14'-9" 14'-3" 1T-10" 13'-3" 12'-9" Stee10.018" 1V-3" 11'-1" 9'-3" 10'-8" 10'-6" 9'-2" 8'-10" 8'-5" 8'-0" carlputnam0comcast.net
Steel 0.018 14'-7" 14'_4" 13'-4" 13'-9" 13'-7" 13'-1" 12'-9" 12'-0" it V-2" Steel 0.018 1 V-7" 1 V-4" 10'-7" 10'-11" 10'-9" 10'-5" 9'-0" 8'-7" 8'-2" Steel 0.024" 13'-2" 12'-11" 12'-1" 12'..g" 12'-3" 11'-11" 11'-6" 1 V-0" 10'-7"
25 0.020 1V-3" 1V-0" 9'-1" 10'-5" 9'-2" 9'-1" 8'-2" T-7" T-1" 70000,040
020 9'-2" 9'-2" 8'-4" 8'-8" 8'-6" 8'-4" 8'0" T-9" T-5" 25 0.020 T-7" T-6" 6'-9" T-0" 6'-10" 6'-9" 6'-5" 6'-l" 6-10"0.024 12'-9" 12'-6" 1 V-5" 1 V-10" 1 V-8" 11'5" 10'-11" 10'-7" 8'-3" .024 10'-8" 10'-8" 9'-9" 10'-1" 9'-11" 9'-9" 9'-3" 9'-0" 8'-8" 0.027 10'-8" 10'-8" 8'-10" 9'-2" 8'-11" 8'-10" 8'-4" 8'-0" 7-8"
0.032 15'-1" 14'_11" 14'-l" 14'-5" 14'_3" 14,_1" 13'-7" 13'-3" 12'_7" .032 13'-2" 13'-2" 12'-0" 12'-5" 12'-3" 12'-0" 11'-6" 11'-2" 10'-8" 0.040 13'-3" 13'_3" 12'-6" 12'-9" 12'-8" 12'-6" 12'-l" 11'-11" 1V-7"0.040 16'-3" 16'-0" 15'-1" 15'-5" 15'-3" 15'-1" 14'-8" 14'-5" 14'-0" 15'-7" 15'-7" 14'-3" 14'-9" 14'-6" 14'-3" 13'-7" 13'-3" 12'-9" Steel 0.018" 1 V-1" 11'-1" 9'4" 10'-6" 9'-3" 9'-2" 8'-9" 8'-4" 8'-0"
Steel 0.018 14'-4" 14'_4" 13'-1" 13'-7" 13'-4" 13'-1" 12'-6" 12--0" 11'4" Steel 0.018 1 V-4" 1 V-4" 10'-5" 10'4" 10'-7" 10'-5" 8'-11" 8'-6" 8'-2" Steel 0.024"12--11"12'-11"11'-11' 12'4" 12'-1" 11--11" 11'-4" 11'-0" 10'-7" 4pFESStO ��
30 1 0.020 10'-5" 9'-7" 8'-9" V-1" 8'-10" 8'-7" 8'-2" T-7" T-1" 30 0.020 8'-8" 8'-6" 8'-0" 8'-3" 8'-1" 8'-0" T-8" 7'-4" T-2" 30 0.020 T-3" T-2" 6'-6" 6'-9" 6'-7" 6'-5" 6'-2" 5'-11" 5'-8"
0.024 11'-10" 1V-8" 10'-11, 1V-3" 1V-1" 10'-11" 10'-6" 9'-1" 8'-3" 0.024 10'-1', 9'-11" 9'-3" 9'-7" 9'-5" 9'-3" 8'-11" 8'-7" 8'-4" 0.027 9'-6" 9'-4" 8'-6" 8'-10" 8'-7" 8'-4" 8'-l" T-9" 7'-5" ` 1r yn
0.032 14'-5' 14'-3" 13'-7' 13'-11' 13'-9" 13'-7' 13'-1" 12'-7' 12'-3' 0.032 12'-5' 12'-3" 11'-6' 11'-10' 11'-8' 11'-6 11'_0" 10'_7" 10'_4" 0.040 12'_9" 12'_8" 12'_1" 12'_4" 12'_3" 12'_1" 11'_9" 11'_6" 11'_3" c� :1
0.040 15'-5" 15'-3" 14'-8" 14'-11"14'-10' 14'-8" 14'-3" 13'-11' 13'-8" 0.040 14'-9" 14'-6" 13'-7" 14'-1' 13'-10' 13'-7" 13'-1" 12'-7" 12'-3" Steel0.018" 10'-6" 9'-8" V-10" 9'-2" 8'-11" 8'-9" 8'-5" 8'-1" T-9" - C•6813
✓; ;
Steel 0.018 13'-7" 13'-4" 12'-6" 12'-11" 12'-9" 12'-6" 12'-0" 11'-7" 1 V-2" Steel 0.018 10'-9" 10'-7" 9'-0" 9'-5" 9'-2" 8'-11" 8'-7" 8'-3" T-11" Steel 0.024" 12'-3" 12'-1" 1 V-4" 1 V-8" 11'-6" 1 V-4" 10'-11" 10'-6" 9'-1" * 6 34 OM15�
40 0.020 8'-11" 8'-9" 8'-2" 8'-5" 8'-3" 8'4" T-9" T-6" T-l" 40 0.020 T-10" 7'-9" T-4" T-5" T-4" T-3" T-1" 6'-10" 6'-7" 40 0.020 6'-8" 6'-6" 6'-1' 6'-3" 6'-l" 6'-0" 5'-9" 5'-7" 5.4"
3" J G; dq" CIVITLt'`
0.024 10'-9" 10'-7" 9'- 9W" 9'-4" 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" 7'-8 8'" 0.027 8'-8" 8'-6" T-11" -2" 8'-0" T-10" T-6" T-4" T-0" \ /
0.032 13'-5" 13'-3" 12'-7" 12'-9" 12'-7" 12'-5" 12'-1" 1 V-8" 11'-4" 0.032 1 V-4" 1 V-2" 10'-7" 1 V-8" 10'-7" 10'-5" 10'-2" V-10" 9'-6" 0.040 12'-0" 1 V-11" 1 V-6" 11'-T 1 V-6" 1 V-5" 11'-2" 10'-10" 10'-6" OFCALW
0.040 14'-6" 14'-5" 13'-11' 14'-0" 13'-1 V. 13'-9" 13'-7" 13'-3" 13'-0" 0.040 1 T-5" 13'-3" 12'-7" 12'-9" 12'-7" 12'-5" 12'-l" 1 V-9" 1 V-4" Steel 0.018" 9'-1" 8'-10" 8'-3" 8'-6" 8'4" 8'-2" T-10" T-7" T-4" FEB 24 2014
Steel 0.018 12'-4" 12'-2" 11'-7" 11'-9" 11'-7" 1 V-5" 1 V-2" 10'-10" 10'-6" Steel 0.018 9'-3" 9'-0" V-5" 8'-9" 8'-6" 8'-4" 8'-0" T-9" T-5" Steel 0.024" 1 V-2" 11--0" 10'-6" 10'-7" 10'-6" 9'-7" 9'-2" 8'-11" 8'-7"
60 1 0.020 T-9" 7'-8" T-2" T-5" T-3" T 2" T-0" 0'-0" 0'-0" 60 0.020 6-5" 6-5" 6'4" 6-5" 6-5" 6'4" 6'4" 6'-l" 5'-11" 60 0.020 5'-9" 5'-8" 5-4" 5'-6" 5'-5" 64" 5'-2" 0'-0" 0'-0"
0.024 8'-10" 8'-9" 8'-2" 8'-5" 8'-3" 8'-2" T-11" 0'-0" 0'-0" 0.024 T-6" T-6" T-5" T-6" T-6" T-5" T-2" 7'-l" 6'-11" 0.027 T-6" 7'-5" T-0" T-2" T-1" T-0" 6'-9" 0'-0" 0'-0"
0.032 1 V-0" I V-0" 10'-11' 1 V-0" 1 V-0" 10'-11" 10'-7" 10'-5" 0'-0,. 0.032 9'-3" 9'-3" 9'-2" 9'-3" 9'-3" 9'-2" 8'-11" 8'-9" 8'-6" 0.040 10'-2" 10'-2" 9'-6" 9'-9" 9'-7" 9'-6" 9.2" 0'-0" 0'-0"
0.040 12'-9" 12'-9" 12'-7" 12'-9" 12'-9" 12'-7' 12'-3" 12'-0" 11'-9" 0.040 1 V-0" 1 T-0" 10'-11' 1 V-0" 1 V-0" 10'-11" 10'-7" 10'-5" 10'-2" Steel 0.018" T-10" T-9" T-4" T-6" T-4" T-4" 7'-1" 0'-0"
Steel0.018 10'-2" 10'-2" 9'-6" 9'-9" 9'-7" 9'-6" 9'-2" 0'-0" 0'-0" Steel 8'-0" T-11" 7'-5" T-8" T-6" T-5" T-2" 0'-0" 0'-0" Steel 0.024" 9'-2" 9'-1" 8'-7" 8'-9" 8'-8" 8'-7" 8'-4" 0'-0" 0'-0"
TABLE 4.13 TABLE 4.14 TABLE 4.15
2.5"W'Flat Panel(Single Span)MU21 2.5"x8"Flat Panel(Multispan)MU21 2.5"x12"Twin Vee Panel(Multispan)MU26
Ground Panel Wind Speed and Exposure Ground Panel Wind 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 B Exposure C
(psf) (in) 110 115 140 110 115 120 130 140 150 (psf) (in) 110 115 140 110 115 120 130 140 150 (psf) (in) 110 115 140 110 115 120 130 140 150
10 0.022 1V-4" 10'-11" 74" T-10" T-6" T-2" 6'-7" 6-1" 5'-8" 10 0.022 9'-2" 8'-11" T-10" 8'-2" 8'-0" T-10" T-4" 7'-1" 6'-8" 10 0.020 10'-2" 9'-11" 8'-9" 9'-2" 8'-11" 8'-9" 8'-2"
LIVE 0.028 12'-11" 12'-6" 10'-6" 1 V-4" 10'-10" 8'-5" T-9" 7'-2" 6-4- LIVE 0.028 10'-9" 10'.5" 9'-2" 9'-7" 9'-5" 9-4- 8'-7" 8-4- T-10" LIVE 0.027 13'-3" 12'-11" 11'-4" 1 V-11" 11'-8" 11'4" 10'-8" 10'4" 9'-9"
0.035 14'-10" 14'-5" 12'-3" 13'-3" 12'-8" 12'-1" 11'-2" 8'-5" T-10" 0.035 12'-5" 12'-1" 10'-8" 1V-2" 10'-11" 1U-8" 10'-0" 9'-8" 9-4- 0.040 15'4' 15'-0" 13'-10' 14'-3" 14'-0" 13'-10" 13'-3" 12'-11" 12'-6"
0.040 164" 15'-10" 1 T-6" 14'-7" 1 T-11" 13'-4" 12'-3" 1 V-4" 10'-7" 0.040 13'-8" 13'4' 11'-9" 12'4" 12'-0" 11'-9" 1 V-0" 1 OW" 10'4" Steel 0.018" 12'-7" 12'-3" 10'-9" 1 V-4" 11'-0" 10'-9" 8'-10" 8'-4" T-11"
20 0.022 8'-7" 8'-5" T-3" T-10" T-6" T-2" 6'-7" 6'-1" 5'-8" 20 0.022 T-6" T 4" 6-10" T-1" 6'-11" V-8" 6'-6" 6'-2" 5'-11" Steel 0.024" 16-5" 15'-0" 13'-4" 13'-11" 13'-7" 13'-4" 12'-6" 12'-l" 11'-6"
LIVE 0.028 10'-7" 10'-5" 8'-9" 9'-1" 8'-10" 8'-5" T-9" T-2" 6'-8" LIVE 0.028 8'-10" 8'-7" 8'-0" 8'4" 8'-2" T-10" T-7" T-3" 7'-0" 20 0.020 8'-4" 8'-2" T-7" T-11" T-9" T-6" T-3" V-11" 6'-8"
0.035 12'-2" 12'-0" 1V-2" 1V-6" 1V-4" 10'-11" 10'-7" 8'-5" T-10" 0.035 10'-3" 10'-0" 9'-4" 9'-8" 9'-6" 9'-2" 8'-11" 8'-6" 8'-2" LIVE 0.027 W-11" 10'-8" 9'-11" 10'-3" 10'-1" 9'-9" 9'-6" 9'-l" 8'-8"
0.040 13'-6" 13'-3"1 12'-4" 12'-9" 12'-6"1 12'-1" 11'-9" 1 V-3" 10'-7" 10.040 11 V-3" 1 V-0" 10'-3"1 10,_T' 10'-5" 10--1" 9'-9" 9'4" 9'-0" 0.040 13'-5" 13'-3" 12'_8" 12'-11" 12'-9" 12'-6" 12'_3" 1 V-11" 11w.,
25 0.022 8'-5" 8'-4" T-3" T-10" T-6" 7'-2" 6'-7" 6'-1" 5'-8" 25 0.022 T-4" T-4" 6'-8" 6'-11" 6'-10" 6'-8" 6'-4" 6'-2" 5'-11" Stee10.018" 9'-7" 9'-5" 8'-5" 8'-10" 8'-7" 8'-4" 8'-0" T-7" T-2"
0.028 10'-5" 10'-5" 8'-7" 8'-11" 8'-9" 8'-5" 7'-9" T-2" 6'-8" 0.028 8'-7" 8'-7" 7'-10" 8'-2" 8'-0" T-10" 7'-6" 7'-3" T-0" Stee10.024" 12'-9" 12'-6" 11%8" 12'-1" 11'-11" 1V-6" 11'-2" 10'-8" 9'-1"
0.035 12'-0" 12'-0" 10'-11' 1V-4" 1V-2" 10'-11" 10'-6" 8'-5" T-10" 0.035 10'-0" 10'-0" 9'-2' 9'-6" 9'-4" 9'-2" 8'-9" 8'-6" 8'-2" 25 0.020 8'-2" 8'-2" 7'-6" 7'-9" T-7" 7'-6" T-2" 6'-11" 6'-8"
0.040 13'-3" 13'-3" 12'-1" 12'-6" 12'-4" 12'-1" 1V-7" 11'-3" 10'-7" 0.040 1V-0" 1V-0" 10--1" 10%5" 1V-3" 10'-1" 9'-8" 9'-4" 9'-0" 0.027 10'-8" 10'-8" 9'-9" 10'-1" 9'-11" 9'-9" 9'-4" 9'-1" 8'-8"
30 0.022 8'-1" 7'-11" 7'4" T-6" T-4" T-2" 6'-7" 6'-1" 5'-8" 30 0.022 6'-11" 6'-10" 6'-4" 6'-7" 6'-6" 6-4" 6'-1" 5'-10" 5-8" 0.040 13'-3" 13'-3" 12'-6" 12'-9" 12'-8" 12'-6" 12'-1" 1V-11" 1V-7"
0.028 9'-3" 9'-1" 8'4" 8'-7" 8'4" 8'-2" T-9" T-2" 6'-8" 0.028 8'-2" 8'-0" T-6" T-9" T-7" T-6" T-2" 6'-11" 6-9" Steel 0.018" V-5" 9'-3" 8'-4" 8%8" 8'-5" 8'4" T-11" T-6" T-2"
0.035 1 V-4" 1 V-2" 10'-6" 10'-9" 10'-7" 10'-6" 9'-1" 8'-5" T-10" 0.035 9'-6" 9'-4" 8'-9" 9'-0" 8'-11" 8'-9" 8'-5" 8'-1" T-10" Steel 0.024" 12'_6" 12'-6" 1 V-6" 1 T-11" 1 V-8" 11'_6" 1 V-0" 10'-8" 9'-1"
0.040 12'-6"1 12'4" 11'-7" 1 V-11" 1 V-9" 11 W" 1 V-1" 10'-8" 10'-5" 1 0.040 1 10'-5" 10'-3" 9'-8" 9'-11" 9'-9" 9'-8" 9'-3" 8'-10" 8'-8" 30 1 0.020 T-9" T-7" 7'-2" T-4" T-3" T-2" 6'-10" 6'-7" 6-5"
40 0.022 T-5" T-3" 6'-9" T-0" 6'-10" 6'-8' 6-5" 6-1" 5'-8" 40 0.022 6-3" 6'-2" 5'-10" 5'-11" 5'-10" 5'-9" 5'-8" 5'-5" 5'-3" 0.027 10'-1" 9'-11" 9'4" 9'-7" 9'-6" 9'-4" 8'-11" 8'-7" 8'-4"
0.028 8'-6" 8'-3" T-9" 8'-0" T-10" T-8" T-4" T-2" 6%8" 0.028 T-5" T-3" 6-11" T-0" 6-11" 6'-10" 6-8" 6'-5" 6'-3" 0.040 12'-9" 12'-8" 12'l" 12'-4" 12'-3" 12'-1" 1V-9" 11'-6" 11'-3"
0.035 9'-9" 9%6" 8'-11" 9'-2" 9'-0" 8'-10" 8'-5" 8'-3" T-10" 0.035 8'-8" 8'-6" 8'-1" 8'-2" 8'-1" 8'-0" T-9" T-6" T-3" Stee10.018 8'-11" 6-10" 8'-0" 8'-4" 8'-1" T-11" T-7" T-3" 6'-11"
0.040 1 V-5" 1 T-3" 10'-8" 10'-10" 10'-8" 10'-6" 9'-4" 9'-l" 8%8" 0.040 9'-6" 9'-4" 8'-10" 9'-0" 6-10" 8'-9" 8'-7" 8'-3" 8'-0" Steel 0.024"1 V-11" 11'-8" 1 V-0"11 V-4" 1 V-2" 1 V-0" 10'-6" 9'-2" 8'-9"
60 0.022 6-5" 64" 5'-11" 6%1" 6-0" 5'-11" 5'-9" 0'-0" 0'-0" 60 0.022 5'-1" 5'-1" 4'-9" 4'-10" 4'-9" 4'-9" 4'-7" 0'-0" 0'-0" 40 1 0.040 12'-0" 1V-11" 11'-6" 11'-7" 11'-6" 11'-5" 11'-2" 10-10" 1V-6"
0.028 T-4" T-3" 6-10" 7'-0" 6'-11" 6'-10" 6-7" 0'-0" 0'-0" 0.028 6-0" 6-0" 6'-0" 6'-0" 6'-0" 6'-0" 5'-10" 5'-8" E-2
Steel 0.024"10'-10" 10'-8" 9'-4" 9'-8" 9'-5" 9'-3" V-10" 8'-7" 8'-3"
0.035 8'-5" 8'-4" T-10" 8%1" T-11" T-10" T-7" 0'-0" 0'-0" 0.035 T-l" T-1" T-0" 7'-1" T-l" T-0" 6'-9" 6'-8" 60 0.040 10'-2" 10'-2" 10'-l" 10'-2" 10'-2" 10'-1" 9'-10" 9'-8" 9'-5"
0.040 9'-4" 9'-3" 8'-8" 8'-11" 8'-9" 8'-8" 8'-5" U-0" 0'-0" 0.040 T-9" T-9" T-8" T-9" T-9" T-8" T-6" T-4" Steel 0.024" 8'-10" 8'-9" 8'-3" 8'-6" 8'4" 8'-3" 8'-0" 0'-0" 0'-0"
TABLE 4.16 TABLE 4.17 TABLE 4.18
ICC ESR 1953(2012 IBC)2/24/2014 Page 37 of 106
SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREA!
0.042"x3"x8"Detail MU76 Double 0.042"x3"x8"Detail MU113 Double 0.040"x2"x6.5"MU113 0.042"x3"x8"Detail MU76 Double "0.042"x3x3x8"Detail MU113 Double 0.040"x2"x6.5"MU113
TABLE 5.1 Attached Freestanding of Attached Freestanding of Attached Freestanding of Attached Freestanding of Attached Freestanding of Attached Freestanding of
Structure Mullis an Units Structure Multis an Units Structure Multis an Units Structure Multis an Units Structure Mullis an Units Structure Multis an Units
_777 MAX
MAX
MAX
MAX
GROUND
SNOW IDTH SPACING POST MIN TOOTER BPOSO LENGTH POST MIN TOOTER 8'MAX MAX POST LENGTH POMAX MIN TOOTER 8'MAX P0ST 10'LENG2H GSNOW IDTH SPACIN POST MIN FooTE BTRIII DST MAX MAX POSTLENG12 POST MIN fooTE 8 POSOT LENGTH
POST MIN FooTE 8P01SOT LENGTH
I I ' ' I I
LOAD (FT) ON SLAB PACIN POST SIZE CONSTRAINED FOOTE SPACIN POST SIZE CONSTRAINED FOOTE SPACING POST SIZE CONSTRAINED FOOTER LOAD (FT) ION SLABSPACIN POST SIZE CONSTRAINED FOOTER PACIN POST SIZE CONSTRAINED FOOTERSPACIN POST SIZE CONSTRAINED FOOTER
(ESE) (FT) (FT) TYPE V' "d" "d. "d" (FT) TYPE "d" "d" V' 'd" (FT) TYPE "d" "d" "d" "d" (PSF) (FT) (FT) TYPE "d" "d'. "d" "d" (FT) TYPE "tl" "V; "d" V. (FT) TYPE "d" "d" "d" "d"
(in) (in) (in) in (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in)
110 MPH EXPOSURE B 115 MPH EXPOSURE B
10 3 22'-8" i 1'-8" B 19 24 25 27 16'-11" C 22 26 27 29 15'0" B 21 24 26 27 20 3 11'-10" 9'-2" B 18 23 25 26 13'-8" C 21 25 27 28 12'-2" C 20 24 25 26
LIVE 3.5 19'-5" 10'-8" B 20 23 25 26 15'-8" C 22 25 27 28 13'-11" B 22 24 25 27 3.5 10'-2" F-5" B 19 23 24 25 12'-7" C 22 25 26 28 11'-3" C 21 23 25 26
LOAD 4 17'-0" 9'-11" B 20 23 24 26 14'-7" C 23 25 27 28 12'-11" C 22 23 25 26 4 8'-11" T-8" B 19 22 24 25 11'-8" D 22 24 26 27 10'-5" C 21 23 24 26
ONLY 4.5 15'-1" 9'-2" B 20 23 24 25 13'-8" c 23 25 26 27 12'-2" C 22 23 25 26 4.5 T-11" T-2" B 19 22 23 25 10'-11" E 22 24 25 27 9'-9" C 22 23 24 25
5 13'-7" 8'-8" B 21 22 24 25 17-11" C 24 24 26 27 11'-6" C 23 23 24 26 5 7'-1" 6'-8" C 20 22 23 24 10'-3" E 23 24 25 26 9'-3" D 22 22 24 25
5.5 12'-4" 8'-2" B 21 22 23 25 12'-3" D 24 24 26 27 10'-11" C 23 23 24 25 5.5 6'-5" 6'-3" C 20 21 23 24 9'-8" E 23 23 25 26 "" D 22 22 23 25
6 11'-0" T-8" B 21 22 23 24 11'-8" D 24 24 25 27 10'-5" C 23 23 24 25 6 5'-11" 5'-10" C 20 21 22 24 Y-2" E 23 23 25 26 8'-4" E 22 22 23 24 -
6.5 10'-5" 7'1" B 21 22 23 24 1 T-2" D 25 25 25 26 10'-0" C 24 24 24 25 6.5 5'-5" 5'-7" C 20 21 22 23 8'-9" E 23 23 24 26 8'-0" E 23 23 23 24
7 9'8" T-o' B 22 22 23 24 10'8" E 25 25 25 26 9'7" D 24 24 24 25 7 5-1
1" 5'-3" C 20 21 22 23 8'S" F 24 24 24 25 T-8" E 23 23 23 24
7.5 9'-1" 6'-8" C 22 22 22 24 W'-3" E 25 25 25 26 9'-3" D 24 24 24 24 7.5 4'-9" "n" C 20 20 22 23 8'-0" F 24 24 24 25 T-4" E 23 23 23 24
8 8'-6" 1.,., C 22 22 22 23 9'-11" E 25 25 25 26 8'-11" D 24 24 24 24 8 4'-5" 4'-9" C 21 21 22 23 Tod" F 24 24 24 25 7'-1" E 23 23 23 24
8.5 8'-0" 6'-1" C 22 22 22 23 9".. E 26 26 26 26 8'-7" E 25 25 25 25 8.5 4'2" 4'1" C 21 21 21 23 7'-5". F 24 24 24 25 6'-10" F 2'. 24 24 24
9 7-6" 5'-10" C 22 22 22 23 9'2" E 26 26 26 26 6 4" E 25 25 25 25 9 3'-11" 4'-4" C 21 21 21 22 T-2" F 24 24 24 25 6'-7" F 24 24 24 24
9.5 T-2" 5'-8" c 22 22 22 23 8'-11" E 26 26 26 26 8'1" E 25 25 25 25 9.5 3'9" 4'-2" C 21 21 21 22 6'-11". F 25 25 25 25 6'-0" F 24 24 24 24
10 6'-9" 5'-5" C 22 22 22 23 8'-8" F 26 26 26 26 T-10" E 25 25 25 25 115 MPH EXPOSURE C or 130 MPH EXPOSURE B
11 6'-2" 5'-1" c 23 23 23 23 8'-2" F 26 26 26 26 T-5" E 26 26 26 26 20 3 11'-10" 8'-6" B 20 25 26 28 12'-9" C 23 27 29 30 11'-5" C 22 25 27 28
12 5'-8" 4'-9" C 23 23 23 23 7'-8" F 27 27 27 27 7'1" E 26 26 26 26 - 3.5 10'2" 7'-9" B 21 24 26 27 .11'-8" D 24 27 28 30 10'4i" C 23 25 27 28
13 6-2" 4'�6" C 23 23 23 23 7'A" F 27 27 27 27 6'-9" F 26 26 26 26 4 8'-11" T-1" B 21 24 25 27 10'-10" E 24 26 28 29 9'-9" D 23 25 26 28
110 MPH EXPOSURE C or 130 MPH EXPOSURE B 4.5 T-11" 6'-7" C 21 23 25 26 10'-P' E 24 26 27 29 9'-1" D 24 24 26 27
10 3 22'-8" 10'E" B 21 25 27 28 15,4" C 24 28 29 31 13'8" B 23 26 27 29 5 7'-1" 6'-i" C 21 23 25 26 9'-6" E 25 25 27 28 8'-7" E 24 24 25 27
LIVE 3.5 19'-5" 9'-7" B 21 25 26 28 14'-2" C 24 27 29 30 12'-7" C 23 25 27 28 5.5 6'-5" 5'-8" C 22 23 24 26 9'-0" E 25 25 27 28 8'-2" F 24 24 25 27
LOAD 4 1T-0" 8'-10" a 22 24 26 27 13'-2" C 25 27 28 30 11'-9" C 24 25 27 28 6 5'-11.. 1.,., C 22 22 24 25 8'-6" F 25 25 26 28 T-9" E 25 25 25 26
ONLY 4.5 15'-1" &2" B 22 24 26 27 17 4" D 25 26 28 29 11'-0" C 24 25 26 28 6.5 5'-5" 5'-1" C 22 22 24 25 8'-1" F 26 26 26 27 T-5" E 25 25 25 26
5 13'-7" T-8" B 22 24 25 27 11'-8" D 26 26 28 29 10'-5" C 25 25 26 27 7 5'-1" 4'-9" C 22 22 23 25 T-9" F 26 26 26 27 T-V E 25 25 25 26
5.5 12'-4" T-3" B 23 23 25 26 11'-0" E 26 26 27 29 9'-11" C 25 25 26 27 7.5 4'-9" 4'E" C 22 22 23 25 T-5" F 26 26 26 27 6'-9" F 25 25 25 26
6 11'-4" 6'-10" B 23 23 25 26 10'-6" E 26 26 27 28 9'-5" D 25 25 25 27 8 4'-5" 4'-4" C 22 22 23 24 T-i" F 26 26 26 27 61-8" F 26 26 26 26
6.5 10'-5" 6'-5" C 23 23 24 26 10'-0" E 27 27 27 28 9'-0" D 26 26 26 26 8.5 4'-2" 4'-1" C 22 22 23 24 UAW F 27 27 27 27 6'-3" F 26 26 26 26
7 9'8" 6'-2" C 23 23 24 25 9'7" E 27 27 27 28 8'-8" E 26 26 26 26 9 3'-11" 3'-1 Y' C 23 23 23 24 6'7" F 27 27 27 27 6'-1" F 26 26 26 26
7.5 9'-1" 5'-10" C 23 23 24 25 9'2" E 27 27 27 28 111. E 26 26 26 26 9.5 3'9" T-9" C 23 23 23 24 6'-4" F 27 27 27 27 5'-10" F 26 26 26 26
8 8'-6" 6-7" c 24 24 24 25 8'-10" E 27 27 27 27 8'-0" E 27 27 27 27 115 MPH EXPOSURE B
8.5 8'0" 5'4" C 24 24 24 25 r1.1 F 28 28 28 28 7'9" E 27 27 27 27 25 3 11'-4" 9'-1" B 18 23 25 26 13'-6" C 21 25 27 28 12'1" C 20 24 25 26
9 7'�6" 5'-2" C 24 24 24 25 8'2" F 28 28 28 28 7'-6" E 27 27 27 27 3.5 9'-8" 8'-3" B 19 23 24 25 12'-5" D 21 25 26 28 N'-1" C 21 23 25 26
9.5 T-2" 4'-11" C 24 24 24 24 7'-11" F 28 28 28 28 T-3" E 27 27 27 27 4 81-6" T-7" 8 19 22 24 25 111-6" D 22 24 26 27 10'4" C 21 23 24 26
10 6'-9" 4'-9" C 24 24 24 24 7'-8" F 28 28 28 28 T 0" E 27 27 27 27 4.5 7'-6" 7'-1" 8 19 22 23 25 10'-9" E 22 24 25 27 1.11. D 21 23 24 25
11 6'2" 4'-5" C 24 24 24 24 7'-3" F 29 29 29 29 6'8" F 28 28 28 28 5 6'-9" 6'-7" C 20 22 23 24 10'-2" E 23 24 25 26 9'2" D 22 22 24 25
12 64 4'-1" C 24 24 24 24 6'-10" F 29 29 29 29 6'-4" F 28 28 28 28 5.5 6'-2" 6'-2" C 20 21 23 24 9'-7" E 23 23 25 26 8'-8" E 22 22 23 25
13 5'-2" 3'-10" C 25 25 25 25 6'S" F 29 29 29 29 6'-0" F 28 28 28 28 6 5'-8" 5'-9" C 20 21 22 24 9'-1" E 23 23 25 26 8'-3" E 22 22 23 24
115 MPH EXPOSURE B 6.5 6-2" 5'b" C 20 21 22 23 8'-B" F 23 23 24 26 T-10" E 23 23 23 24
10 3 22'-8" 11'-4" B 20 24 26 27 16'-6" C 22 26 28 29 14'7" B 21 25 26 27 7 4'-10" 5'-2" C 20 21 22 23 8'-3" F 24 24 24 25 7'-6" E 23 23 23 24
LIVE 3.5 19'-5" 10'-4" B 20 24 25 26 15'-2" c 23 26 27 29 1T-6" B 22 24 26 27 7.5 4'6" 4'-11" C 20 20 22 23 7'-i 1" F 24 24 24 25 7'-3" E 23 23 23 24
LOAD 4 17'-0" 9'-7" B 21 23 25 26 14'-2" C 23 25 27 28 12'-7" C 22 24 25 27 8 4'3" 4'-8" C 20 20 21 23 7'-7" F 24 24 24 25 T-0" F 23 23 23 24
ONLY 4.5 15'-1" 8'-11" B 21 23 24 26 13'-3" C 24 25 27 28 11'-10" C 23 23 25 26 8.5 4'-0" 4-6" C 21 21 21 23 T�1" F 24 24 24 25 6'-9" F 23 23 23 23
5 13'-7" 8'-4" B 21 23 24 25 12'-6" C 24 25 26 28 1V.2" C 23 23 25 26 9 3'-9" 4'-3" C -21 21 21. 22 T 1" f 24 24 24 25 6'-6" F 24 24 24 24
5.5 17-4" 7'-10" B 21 22 24 25 11'-10" D 25 25 26 27 10'-7" C 24 24 24 26 115 MPH EXPOSURE C or 130 MPH EXPOSURE B
6 11'-4" 7'-5" B 22 22 23 25 11'-4" D 25 25 26 27 10'-1" C 24 24 24 25 25 3 11'-4" 6 4" B 20 25 26 28 12'-6" C 23 27 29 30
6.5 10'-5" T-1" B 22 22 23 25 10'-9" E 25 25 25 27 9'-8" C 24 24 24 25 3.5 9'-8" T-T' B 20 24 26 27 11'-6" D 23 26 28 30
7 9'8" 6'-8" B 22 22 23 24 10'-4" E 25 25 25 26 9'-4" D 25 25 25 25 4 8'-6" 6'-11" B 21 24 25 27 10'-8" E 24 26 28 29 4�y0FESStp l „/
7.5 T-1" 6'-5" C 22 22 23 24 9'-11" E 26 26 26 26 8'-11" D 25 25 25 25 4.5 T-6" 6'-5" C 21 23 25 26 9'-11" E 24 26 27 29 P
�`� 1,
8 8'E" 6'-1" C 22 22 23 24 9'-7" E 26 26 26 26 8'-8" D 25 25 25 25 5 6'-9" 5'-11" C 21 23 25 26 9'4" E 25 25 27 28
8.5 8'-0" 5'-10" C 22 22 22 24 9'-2" E 26 26 26 26 8'4" E 25 25 25 25 5.5 6'-2" 6-7" C 21 23 24 26 8'-10" E 25 25 27 28
9 7'-6" 5'-8" C 23 23 23 23 8'-11" E 26 26 26 26 8'-1" E 25 25 25 25 6 5'-8" 5'-3" C 22 22 24 25 111. F 25 25 26 28
9.5 T-2" 5'-5" c 23 23 23 23 8'-7" F 26 26 26 26 7'-10" E 26 26 26 26 6.5 5'-2" 4'-11" C 22 22 24 25 T-11" F 25 25 26 27
10 6'9" 5'-3" C 23 23 23 23 8'4" F 27 27 27 27 T 7" E 26 26 26 26 7 4'-10" 4-8" C 22 22 23 25 T-T F 26 26 26 27 1
y.
11 6'2" 4'-10" C 2323 23 23 T-10" F 27 27 27 27 7-1" E 26 26 26 26 T1 4'-6" 4'-5" C 22 22 23 24 7'-3" F 26 26 26 27 %-! d'}' IVY
12 5'-8" 4'-7" C 23 23 23 23 T 5" F 27 27 27 27 6'-10" F 26 26 26 26 8 4'3" 4'-2" C 22 22 23 24 6'-11" F 26 26 26 27 OF C kt-
13 5'-2" 4'-3" C 23 23 23 23 T-V F 27 27 27 27 6'-6" F 27 27 27 27 8.5 4'-0" 4'4' C 22 22 23 24 6'-8" F 26 26 26 26
9 T-9" 3'-10, C 22 22 23 24 6'-5" F 26 26 26 26 FEB 24 2014
ICC ESR 1953(2012 IBC)2/24/2014 Page 41 of 106
r1. CONFORMANACE TO THE APPLICABLE ELECTRICAL CODE IS OUTSIDE THE SCOPE
OF THIS DETAIL AND MUST BE APPROVED SEPERATELY.
2. MAXIMUM FAN WEIGHT IS 30 LBF.
METALS
METLS BUILDING PRODUCTS
#14 SHEET 5005 AVETERANSMEMORIAL HWY
METAL SCREW HOLBROOK,NY 11741
(631)563-4000
0.060"x2"x2" or 0.060"x2"x3" EXTRUDED
ALUM S.R FAN BEAM 6063T5
(V
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 OE 0.042" FAN Allowable Fan
BEAM Beam Spans
0.060"x2"&' 141
-9" o i.,w roE.
0.060"x2"x3" 17'-5"
S.R. FAN BEAM CONNECTION TO HEADER
�O P
WALL HANGER %� * ,, 6-3 0;p.t5l,
E
CIVI'k ash
9ht'pFCAL1PO4
0.120"x2"x2"x2" WALL HANGER
FEB 24 2014
LONG "L"ANGLE z
6063T5 ALUM STRUCTURAL PANEL
Y
#14 SCREW W1 1.5" / '/ °
Reserved for Engineer Seal Z
EMBED INTO WOOD---- a
Er4—of Rsco.E
FRAMING MEMBER / Carl Putnom, P.E.
3441 Ivylink Place
Lynchburg, Virginia
coriputnom@comcost.net
#10 SHEET Rro1Nc1 Snal O
METAL SCREW S.R. FAN BEAM
�E.
S.R. FAN BEAM CONNECTION TO WALL HANGER 2-24-14 MIsc2 0
xd. W
NOTED
ICC ESR 1953(2012 IBC)2/24/2014 Page 99 of 106
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