HomeMy WebLinkAboutExempt Storage - BLD Permit / Conditions - 3/13/2025 2222690 MASON CO WA
03/13i2025 01:27 PM RFFID
NOEL MORHOUS #207377 Rec Fee: $305.50 Pages: 3
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.AFFIDAVIT OF EXEMPTION
AGRICULTURAL AND STORAGE BUILDINGS
The property owner must certify,through this Affidavit as recorded on property title,that the exempt
structure meets the listed criteria in Section 14.o8.031(1)or(2)and that the building meets the
requirements of an agricultural building or storage structure as defined therein.
Grantor,Mason County,exempts the Grantee, Nocl 114o► -��S , being the legal
owner(s)of the property located at:Address: 11�0 ►A. 3uP►TEFZ ppZ.
parcel no.: 9220q- 50- OOt28 abbreviated legal description:
_LAKE WS"MAN -as ras 126 t %2A - pyr, 3+oj= 2 ,._, acknowledge the following:
I. Building Use:Limitations of use of this structure shall be either agricultural or storage s defined by
Mason County Code.
Agricultural buildings:A single-story building or structure directly related to an
agricultural activity defined to include: farming;forestry; ranching;algaculture;
aquaculture;apiculture(beekeeping); horticulture;viticulture;animal husbandry,
including, but not limited to,the care and raising of livestock, equine, and fur-bearing
animals; poultry husbandry and the production of poultry and poultry products; dairy
production;the production of field crops,fruits,vegetables, nursery stock, ornamental
shrubs, ornamental trees,Christmas trees,flowers,sod,or mushrooms;timber and
pasturage. Agricultural buildings shall be exempt when 864 square feet or less with
a wall height not to exceed 16 feet, and setback ten feet from all other structures.
This exemption does not apply to buildings used for the purpose of growing or
producing medical or recreational cannabis which shall remain subject to the authority
and restrictions of Mason County Code Chapters 3.7.og(Collective Gardens)and 17.17
(Recreational Marijuana).
Storage(Non-Agricultural)Buildings: Single-story buildings or structures used for the
storage of belongings not designed for human habitation,and not used for
remunerative purposes.These structures shall not be a place of human habitation or a
place of employment, nor shall it be a place used by the public. Storage buildings shall
be exempt when 576 square feet or less with a wall height not to exceed ten feet
and shall be setback ten feet from all other structures.
II. Building Exemption:Agricultural and Storage Buildings shall be exempt from the permitting
requirements of Title 14 only when:
(a) That the exempt structure will meet the definitions in 14.o8.031(1)or(2);and
(b) That the structure is not located within a critical area unless it complies with Chapter
8.52 MCC, Resource Management; and
(c) That it complies with setback requirements in accordance with Title 17 MCC,Zoning;
and
(d) That it is built to the latest version of the International Residential Code and
International Building and Fire Code; and
(e) That it exceeds 12o square feet in accordance with the 2012 International Building Code
or zoo square feet in accordance with the 203.2 Residential Code;and
(f) That a site plan,and construction documents(if required)prepared by a registered
design professional be submitted with each Affidavit of Exemption;and
(g) Plumbing and mechanical permits may still be required;and
(h) The maximum height of the structure not to exceed those described in 14.o8.031(1)or
(2);and
(i) The exemption does not apply to structures located within a floodway;and
W Owner assumes all responsibility if any septic components(including reserve areas)are
encumbered by the proposed structure. All foundations,footings,and foundation
drains are still subject to the horizontal setbacks related to septic components as per
WAC246-272A-0210(Table IV)
(k) The proposed structure must adhere to other applicable Mason County,State,and
Federal regulations or ordinances.
III. Building Conditions: By applicant(s)'initials,the following conditions have been met:
_ A S The proposed building meets the definition of Agricultural or Storage Building as
defined above.
p�S Applicant has been provided a copy of zoning regulations for building site.
Pry Applicant has been provided a copy of SMP or Resource Ordinance, if needed.
WY Applicant has a copy of Auditor's recording requirements.
Fl-S Applicant has a Site Plan Checklist.
RS' Applicant has a copy of Ordinance#
�}S Applicant has been advised how to access the International Building/Residential Code.
Property Owner signature Property Owner Signature
l 2
Date Si gne Date Signed
NOTARY:
STATE OF WASHINGTON )
)ss
COUNTY OF MASON )
On this n day of 31%efore me,the undersigned, a Notary Public in and for
the State of Washington, my commissioned and sworn, personally appeared to me known to be the
individual described in and who executed the foregoing instrument, and acknowledged to me that
he/she/they signed and sealed the said instrument as a free and voluntary act and deed for the uses and
purposes therein mentioned.
Given under my hand and official seal this ja day of 1y2oa1j
1/rV, 6
to Pu c d tate o shington • o �sS�oN'F+A�'
.��NOTARy'�,:
Residing at: = N• _
My commission expires: = 23038426 _
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12 12 1 OF 6
3 1— 3 F 037-25-0108
FA 1/28/2025
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FIN.GRA'DEJi FIN.GRAD �'
Z
10'-0 1 D'-0 O
FRONT__END WALL ELEVATION BACK END WALL ELEVATION � x
SCALE:3116":Y'
_� SCALE:3l16":1' Q
25'-0'
W
---- - - W
DESIGN NOTES _
1_THE INTENTION OF ELEVATIONS PROVIDED ON THIS
SHEET IS TO INDICATE STRUCTURAL COMPONENTS.
DIMENSIONS,AND BUILDING ORIENTATION ONLY.
w
2.ARCHITECTURAL DESIGN REQUIREMENTS ARE NOT W O
Z
COVER N ED IN THIS SET.THESE DESIGN W
REQUIREMENTS SHALL BE ADDRESSED IN A ?
SEPARATE ARCHITECTURAL SET BY RESPONSIBLE '2 >t
G U r y�i
LICENSED PROFESSIONALS IN CHARGE AS NEEDED. LL m ttl ga
3.ALL EXT ROOF SHEATHING SHALL BE: -+Efq�5mLOwG
CLASS A RATED 29GA.314"RIB HT-GALV.OR
PAINTED STEEL!IFY=80 KSI)OR EQ.
(REF.SHi5 FOR PROFILE AND FASTTNER SCHO,)
4.ALL EXT WALL SHEATHING SHALL BE: FIN.GRAD ,L L gp
CLASS A RATED 29GA.3/4"RIB HT-GALV.ORPAINT
(REF.SDS EEL FOR PY-40ROFI K:°QR E°' RIGHT SIDE WALL ELEVATION(REF.5Hi5 FOR PROFILE AND FASTENER SCHD,,) _ _ p
S. SHEATHING CONNECTIONS SHALL BE•12.14 X 9�" SCALE:3/Ib":Y
SIDS W/BONDED NEOPRENE WASHER PER ESR7196. 25'A' �'F
REF NOTE 3 FO
ROOF SHEATHING — — _ wa�xiec ,..
REF NOTE 4 FO — ---WALL SHEATHING A93U Y
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� 40277
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FIN.GRAD L L S70'vA,t Ea
i- 24'-0' r
LEFT SIDE WALL ELEVATION EXPIRES:11/9/2026
SCALE:3/16:1'
SIGNED:JAN 28 2025
I OF 6
NOEL MORHOUS HIP �'-25-0,�
§�is`F� FA 1/28/2025
b�T��_,
130 N MT JUPITER DR, HOODSPORT, WA 98548G'
(MASON COUNTY, WA) = b o
10' X 24' X 10' CL
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SCOPE OF PLANS: STRUCTURAL DESIGN CRITERIA STRUCTURAL DRAWING INDEX 5 i
1. TO PROVIDE STRUCTURAL DESIGN FOR THE PREFAB METAL PREVAILING CODE: WSBC 2021 1........COVER SHEET o I.-- a
BUILDING PERTHE SPECIFIED DESIGN LOADS,AND APPLICABLE OCCUPANCY/USE GROUP: U(PRIVATE GARAGE) L u -O'
BUILDING CODES.ANY DISCREPANCIES IN DESIGN LOADS SHALL CONSTRUCTION TYPE V B(ANY MATL-IBC 602.5) 2........ELEVATIONS u L.LI z
BE BROUGHT TO THE ATTN.OF THE ENGINEER OF RECORD. RISK CATEGORY: I 'R z _
C,BUILDING FOOTAGE 240 SQ.FT 3A.......ANCHORAGE PLAN&NOTES
2. DOES NOT PROVIDE ANY ARCHITECTURAL,SITE ZONING,HVAC, s°�
ELEC.MECH DESIGN OR REQUIREMENTS.THESE ITEMS MUST BE 1. DEAD LOAD(D) 38.......ANCHORAGE DETAILS&NOTES p O< L u J
ADDRESSED BY THEIR RESPECTIVE PROFESSIONALS IN CHARGE. COLLATERAL LOAD 2.0 PSF
4........COLUMN LAYOUT PLAN&DETAILS 00
O
2. ROOF LIVE LOAD(Lr) Lr=55 PSF
GENERAL STRUCTURAL DESIGN NOTES 5........FRAME SECTION&DETAILS % U
1. THIS STRUCTURE S DESIGNED FOR NON-HABITABLE USE.NO S SNOW LOAD(S) F 5 O=
PERSONS ARE ALLOWED TO LIVE IN THIS BUILDING OR USE IT AS A GROUND SNOW LOAD Pg=55 PSF(ACTUAL) 6........SIDE WALL FRAMING&DETAILS if
LIVING SPACE ONLY INCIDENTAL OCCUPANCY S PERMITTED. Pg=81 PSF(RATED) a o i
IMPORTANCE FACTOR Is=0.80 u id
2. ALL WELDS ARETO BE SHOP WELDS.FIELD WELDING IS NOT THERMAL FACTOR CI=1.2 a Q J Z
PERMITTED NOR REQUIRED.WELDING ELECTRODES PER AWS CODE EXPOSURE FACTOR Ce=1.0 ffi w
E70XX UNLESS NOTED OTHERWISE ON PLANS. ROOF SLOPE FACTOR CS=1.0
FLAT ROOF SNOW LOAD FIT=55 PSF tZi 3
3. LIGHT GAUGE TUBING SHALL BE EITHER(OR EQUAL):ASTM SLOPED ROOF SNOW LOAD Ps=55 PSF a' m
A513-1035(FY-50KSLFU-66KSQORASTMA500 GRADE C(FY= DESIGN SNOW LOAD 5=55PSF ! ta
50 KSI,FU-65 KSQ.ALL CHANNELS SHALL BE A653(HSLA)GRADE 50 R I. —N,UfAC°tea.
STEEL(FY=50 KSL FU-65 KSI)OR EQUAL. 4. WIND LOAD(W) 664
HOT ROLLED STEEL SHAPES IFY=36 KSI,BASE ANGLES)EXPOSED TO DESIGN WIND SPEED V=110 MPH 191
THE ELEMENTS,SHALL HAVE ONE COAT OF RUST PROOF PRIMER EXPOSURE C o
FOLLOWED BY TWO COATS OF PAINT, g z
& SEISMIC LOAD(E) 4
4. ALL STRUCTURAL FIELD CONNECTIONS SHALL BE#12-14 x 314"SDS Ss/St 567/0.595 & j
PER BR-2196 U.N.O.REF.TO DESIGN NOTES ON SHEET 2 FOR SDs/SDI 1.253/0.676 IWO
SHEATHING FASTENER TYPE DESIGN CATEGORY D2 i5
SITE CLASS D(DEFAULT) g
5. ADEQUATE BRACING DURING ALL STAGES OF CONSTRUCTION IS IMPORTANCE FACTOR le=1.00
REQUIRED.STRUCTURE AND FOUNDATION ARE DESIGNED FOR
COMPLETED CONDITION ONLY.ADDITIONAL SUPPORTTO
MAINTAIN STABILITY IS REQUIRED IN CASE OF ROOF ACCESS FOR ��-
MAINTENANCE.
6. GYPSUM BOARD OR DRYWALL FINISH OR ANY BRITTLE BASE A A B U^j
MATERIAL IS NOT CONSIDERED OR ACCOUNTED FOR ON THE 1� Ot W ASf�f 9 J
DESIGN CRITERIA OF THIS STRUCTURE U.N.O. -`-Su )
STATEMENT OF SPECIAL INSPECTIONS v P C
ANCHORAGE y
VERIFY GROUND CONDITION AND INSTALLATION T X -
APPLICABILITY OF HP-9 BARBED ANCHORS
THE OWNER SHALL HIRE LICENSED SPECIAL INSPECTOR AT THEIR OWN N
.K COMMENTS DATE ISSUES OF CONCERN NOTED BY THE INSPECTOR.N OF THE ENGINEER,ANY O
IAA F' +<�,Sf CIST
REVISIONS LIST B_._------- - - _.------ -------- ON.4L g.
ISSUED FOR PERMIT — JAN 28 2025 Dig taly signed by Omar Abu-Yasein
------ -- -- -- Omar Abu-Yaselm
---— Date_2025.0/.2819:51:46-08'00'
— —.— _-- --_- EXPIRES:1119/2026
SIGNED:JEAN 28 2025
SAOF6
037-25-0108
FA 1/28/2025
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METAL BUILDING
MANIJ OCt URER
ANCHORAGE PLANS
SCALE:3/8":1' --� ---
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WAtNIHG -. ..
EXISTING GROUND NOTES:
1. THE VALIDITY OF ENGINEERS STAMP ONLY COVERS THE DESIGN OF THE ANCHORAGE.
<f> (TIHP9RgCKANCHOR A, ABU,Y
--- - — 2. THE S.E O.R.HAS NOT INSPECTED THE SITE CONDITION AND RELIES ON INFORMATION&VERIFICATION PROVIDED BY THE METAL
�1 g (1)1/7'0 X 30"THRD.ROD EMBED.IN EARTH BUILDING MANUFACTURER OR THE CUSTOMER.AS PER THE INFORMATION PROVIDED TO THE S.EO.R„ 4THE EXPECTED GROUND/ Q OF A'SyJI,9,W
SOIL TYPE AT THIS LOCATION IS: h G'•
—� SOUND HARD ROCK,OR BOULDERS OR SOLID CONCRETE. ti O
IF GROUND CONDITION IS DIFFERENT TO WHAT IS EXPECTED,THEN PLEASE BRING ITTO THE ATTENTION OF THE METAL BUILDING y 7,
MANUFACTURER-AS THE ANCHORAGE LISTED ON THE PLANS MAY BECOME INVALID.
3. GRADE/GROUND TO BE LEVEL,INSURING THAT THE BASE RAIL IS CONTINUOUSLY SUPPORTED.NO GAPS BETWEEN BASE RAIL AND 40277
FINISHED GRADE ARE PERMITTED. O' �p ISTLR��
4. ASSUMED SOIL BEARING CAPACITY IS TO BE A MIN.OF 1500 PSF,DUE TO LACK OF GEOTECHNICAL REPORT DATA. �SIONAL
EXPIRES:11/9/2026
SIGNED:JAN 28 2025
...039 OF K
(1)HP9 ROCK ANCHOR 337-25-0108
1g (1)1/7-0X30"THRD.ROD EMBED.INEARTH fA �1/28/2025
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REF.SHT,1 Z �
HP-9 ANCHORAGE NOTES: o
1. ROCK ANCHORS SHALL BE LOCATED AS PER ANCHORAGE PLAN ON SHEET 3A. O,5 z p
POST- POST4 WITHOUT 0
2. AS PER THE INFORMATION PROVIDED TO THES.E.O.R.,THE EXPECTED GROUND/SOIL TYPE ROCK ANCHORS J —O
AT THIS LOCATION IS: BLDG. --BLDG.
-SOUND HARD ROCK,OR BOULDERS OR SOLID CONCRETE MAX BASE RAIL S"X 3'XY"BRACKET LINE LINE
IF GROUND CONDITION IS DIFFERENT TO WHAT IS EXPECTED,THEN PLEASE BRING IT TO THE CONT. W/(2)R12 SDS Lu
ATTENTION OF THE METAL BUILDING MANUFACTURER-AS THE ANCHORAGE LISTED ON REF.NOTIE 3. Q
THE PLANS MAY BECOME INVALID, ,b T/GRADE CONT. n
BASE RAIL L'JJV
2. ALL POSTS WITH NO ANCHORS ADJACENT SHALL BE ANCHORED TO THE GROUND WITH A 0 x 22"--
1/7'O X 30"LG.ROD.RODS WILL HAVE A WELDED NUT AT THE TOP AND ONE COAT OF ROD Q N
RUST PROOF PRIMER. 1/2"0 Q_
3. BASE RAIL MUST BE CONTINUOUSLY SUPPORTED OVER COMPACTED AND LEVELED ROD O
GROUND GRADE. (41'/."XP _
w Z Z
Q O R 9 Q F
1 A ROCK F
ANCHOR �J
16 O THREADED �+
ROD METAL SURD Wd
MANUFACtURER
r,-,\ANCHORAOE DETAILS
Lam/SCALE 314•;1' .
WARNING.'.r,�,n..n:�U ter:-r gee of the[ed
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EXPIRES:11/9/2026
SIGNED:JAN 287025
4OF 6
037-25-0108
FA 1/28/2025
24'-0" f�
2'-4" 8 SPACES(sl 2'-S'CC=19'4' 7-1V Q o v
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8SPACES 7S'CC=19'-4' 7-4" METALBUILDING
24'-D"
MANLVACT URER
g
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COLUMN LAYOUT PLAN ,z
SCALE:3/8`:V
NOTE:
SEE SHEET 3A/38 FOR ANCHORTYPE
SEE SHEET S FOR FRAME SECTION AND DETAILS
WHINING
DOOR/ ABU
POST/viN SMGLETLIBE r F WAs yQJ
ANCHOR ANCHOR T`ti O
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BASE RAIL
BASE RAIL O'�s EC40277
,--,--�A_NCHOR DETAIL f� ANCHOR DETAIL S'o�A1, tr
�.— SCALE:1/2':V -- — \`%SCALE:1/7:1' -
EXPIRES:11/9/2026
SIGNED:JAN 28 2025
5OF5
ROOF BEAM
3 EAK BRACE 037-25-0108
3(-1 ROOF MEMBE 5 12 __FA 7/28/2025
13
REF.SHT.2 FOR WAIL
SHEATHING SPEC. i a
REF.SHT.5 FOR
FASTENER SPC,
I (2)HAT CHANNEL N <
5 KNEE BRACES 'J a 3
SAVE /Q
. __________, BACK-TO-BACK Q
I- �--(2)HAT-CHANNELS LLLJ d
(FACE TO FACE)
O(i)!"SLEEVE -------(6)i12 SDS(REF.NOTE 40NSN7.q b �X _
W/(6)012$OS PER HAT-CHANNEL W i
(REF.NOTE 4 MIN.3/4"SPC.8 MIN.3/4"EDGE DIST, Z
ON SHT.1)
PER SLEEVE O
BASE RAIL 2 ♦—
PARTIAL
WALL SHEATHING 1 15 U
L u
REF.SHT.2 FOR SPEC. `-% N
R ENCLOSURE LENGTH L
Lu
REF.SHT.5 FOR IU-OH'O/O 7� C
FASTENER SPC. C
COLUMN POST TYPICAL FRAME Q
SCALE:1/4":V w LLI
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_1 W Z
®�- 36" F
7'TYP w
COLUMN POST 2 1/2'SQ.X 14GA TUBE ff
ROOF MEMBER 2 1/2'SQ.X 140A TUBE a
BASE RAIL 21/2'SQ.X 14GA TUBE •M�n.ut AL BU0.BUILuR0NS•
PEAK BRACE 21/2'X 140A CHANNEL
FRAME DETAIL KNEE BRACE (2)4"X 1"X 14GA HAT CHANNEL 36/4(9"C/C)PATTERN
CONNECTORSLEEVE 21/4"SQ,X12GATUBE g
SCALE:3/4":V
36/8(41 Y2"CX)PATTERN
LOCATION CORNER PANEL SIDE LAPS EDGE LAPS ELSEWHERE O n
SPACING q'cc M1N.1 4 /7 Cc 9'cc 29GA.-3/4"RIB-CORRUGATED SHEET �€
REF.DESIGN NOTE ON SHEET2 FOR SHEATHING FASTENER TYPE. ---- -------- F
SCALE%:V p
SIDE LAP(STITCH SCREW)AN(1)012.24 SDS TYP W-W SHEATHNG
ROOF BEAM PANEL WANING. <,; -.J:ccr cr u<.r try sea
'•w w FND LAP(!1$"C/C) tabw o c<.rsoar.sa rc prY ligect b leQa
/ \ w wi q'tlDnbplp h.A.IeA., I.—SdwIV—
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COLUMN POST (!1)i12Q AAU4 X 1;"SDS /r �\ wa// w P
(1)6"SLEEVE MN.SIX.EDGE DIS T OF NV ASy�.)
\�/ / Q4
W/(4)iT2 SDS PERC-CHANNEL •�.., 'S C
REF.NOTE 4 \ 1'1 \ •j t " y �'
ON SHT.1
BASE RAIL 1 1
ROOF BEAM (1)C•CHANNEL CORNERLAP/ / I /•/� \ 4
1/2'RET.TYP. 1 2 1/2'X 14GA ELSEWHERE I I Gd, h'� ao2TT 69 '"
l/r 3N4 PATTERN(Ir C/C). I•I i �\111�, IS C[STBR 01:
SYC.'VA1. EN
2 BASE DETAIL SPEAK BRACE DETAIL SHEATHING FASTENER PATTERN
SC�ALE5/1,11 k,a SCALE:S/4':I, SCALE:3/16':I' EXPIRES:11/9/2D26
SIGNED:JAN 28 2025
6OF6
037-25-0108
FA 1/28/2025
2'-4" 8 SPACES C,2-6'CC=19'-4" 2'-4" J 01
Q w Q
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SINGLE (1.J
TUBE Q 0
6"SLEEVE W/-� 0-580
(4)l12$0$ �1� O
COLU \ lJ
POSTS y"RET, L e Z
_ TVP, i-e C
SASE BAIL Q C ONT.
u—
BASE RAIL 1 J n
;--,COLUMN-BASE DETAIL J
24'-0" _)SCALE:3/4":1,
RIGHT SIDE WALL FRAMING LL1uj 0
SCALE:3/16':1' Z
I=
r
WIAL BUILDING
MAIIII ACURER
2'-4" 8 SPACES^s 2'S'CC=19'-4" 2'-4" 2
6
COLUM n
POSTS LQ WA[NING.;:� .:,.�.,..:�v-.,'.a _'.•ire sed
N yw.,.rdde+etl lagirw:Wla:t.,lapy
0
SIDE WALL POST_ 21/7'SQ.X14GATUBE =I�^M°�UI�++aenlermela«maurnnM.
BASE RAIL 2117'SQ.X 14GA TUBE
CONNECTOR SLEEVE 21/4"SQ.X12GATUBE A13U.Y
1 OF
BASE RAIL-,,,., 6 r1 ^ r
24'-0"
LEFT SIDE WALL FRAMING aom
SCALE:3/1ff 1'
S�ONAL Fr
EXPIRES:11/9/2026
SIGNED:JAN 28 2025
West Coast Metal Buildings, Inc.
5232 Salem Dallas Hwy NW
Salem, OR 97304
Local: 503-566-7788
Fax: 503-566-8833
www.wcmbinc.com
CCB#(OR) 161581 (WA) WESTCCM966MR
Date : 2/3/25
Noel Morhous
130 N Mount Jupiter Dr
Hoodsport, WA 98548
Re: Engineered Drawings
Dear Noel,
Please notify WCMB, Inc within 72 hours from receipt of your drawings of
any discrepancies and/or concerns.
Please find enclosed a PDF of your Engineered Drawings. If you have any questions or concerns
regarding the building in reference to the drawings, building size or options; please contact our
office at the address and numbers listed above.
These drawings are not guaranteed to match your building or pass code without the purchase of
the necessary upgrades.
If the drawings require special inspections to be performed it is the responsibility of the
purchaser to hire and schedule any special inspections at your own expense. Or you may request
West Coast Metal to hire and schedule the inspections at an additional cost.
We prefer the Customer to correspond with our office rather than to our Engineer. If you must
contact the Engineer directly, there will be a fee assessed to you, as our Engineer charges for all
phone calls and correspondence with the customer.
Thank You,
Imelda Ext:121
503-566-7788
West Coast Metal Buildings, Inc.
Rev(09na)
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CIVIL•STRUCTURAL
Tel: 419 2931983 037-25-0108 S02
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J Te4do.Ohio 43623
Software licensed to Part
,lob Title NOEL MORHOUS Ref
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Client WEST COAST METAL BUILDINGS, !NC File 037-25-0108.STD pate Time 21-Jan-2025 13.47
Entity Color Legend
TS252514GA M
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Print Time/Date:21/01/2025 13:56 STAAD.Pro CONNECT Edition 22.00.00.15 Print Run 2 of 4
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100 TS252514G, TS252514G, 0,511 1.000 0.511 Eq.Ht-lb 26 0.802 0.782 0,782 1.172 165 TS252514G, TS252514G, 0,281 1.000 0.261 Eq.H1-lb 50 0.802 0.782 0,782 1.172
101 TS252514G, TS252514G, 0.513 1,000 0.513 Eq.H1.1b 28 0.802 0,782 0,782 1,172 186 TS252514G, TS252514G, 0.281 1,000 0.261 Eq.H1-1b 50 0,802 0.782 0.782 1.172
102 TS252514G, TS252514G, 0.511 1.000 0,511 Eq.H1.1b 28 0.802 0.782 0.782 1.172 K170
T8252514G, TS2525140, 0.280 1,000 0.280 Eq Hi-lb 5C 0.802 0,782 0.782 1.172
103 TS252514G, TS252514G, 0.507 1,000 0.507 Eq H1.1b 28 0,802 0.782 0.782 1 172 TS252514G, TS252514G, 0,256 1.000 0,268 Eq.Hbib 50 0,802 0,782 0.782 1.172
104 TS252514G, TS252514G, 0.499 1000 0.499 Eq.H1-lb 28 0,802 0,782 0.782 1.172 TS252514G, TS252514G, 0.262 1.000 0.252 Eq.H1-lb 5C 0.802 0,782 0.762 1,172
105 TS252514G, TS252514G, 0,488 1.000 0.488 Eq.H1-lb 28 0.802 0.782 0,782 1,172 TS252514G, TS252514G, 0231 1000 0,231 Eq,H1-tb 34 0.802 0.782 0.782 1,172106 TS252514G, TS252514G, 0,466 1,000 0466 Eq.H1-ib 28 0.802 0782 0.782 1.172 TS252514G, TS252514G, 0429 1.000 0.429 Eq.H1-tb 16 0.802 0782 0,782 1.172
107 C401014GA C401014GA 49180 1.000 0049186 Sec.E1 50 0.902 0,411 1.196 0003 TS252514G, TS252514G, 0.419 1.000 0,419 Eq.H1.1b 16 0.802 0.782 0.782 1 172108 C401014GA C401014GA 0,D51 1.000 0,051 Sec.E1 50 0902 0,411 1.196 0003 TS252514G, TS252514G, 0,442 1.000 0,442 Eq.H1-tb 16 0.802 0.782 0.782 1.1109 C401014GA C401014GA 0,053 1000 0053 Sec.E1 50 0.902 0411 1.19e 0,063 TS252514G, TS252514G, 0,482 1,000 0,462 Eq.H1-tb 16 0.802 0.782 0.782 1.172
110 C401014GA C401014GA 0,054 1000 0.054 Sec.E1 50 0,902 0,411 1,198 0.003 175 TS252514G, TS252514G, 0.471 1.000 0471 Eq.H1.1b 16 0.802 0,782 0.782 1.172
111 C401o14GA C401014GA 0,054 1,000 0,054 1 Sec,Et 50 0,902 0,411 1.19e 0.003 178 TS252514G, TS252514G, 0.474 1,000 0.474 Eq.H1-1b 16 0.802 0.782 0.782 1,172
112 C401014GA C401014GA 0,065 1000 0,055 Sec.E7 50 0,902 0.411 1.198 0,003 177 TS252514G, TS252514G, 0,471 1.000 0.471 Eq.Ht-lb 16 0.802 0,782 0782 1.172
113 C401014GA C401014GA 0,054 1.000 0.054 Sea E1 50 0,902 0.411 1.196 0.003 178 TS252514G, TS252514G, 0,482 1,000 0.462 Eq.Ht•1b 16 0.802 0,782 0.782 1,172
114 C401014GA C401014GA 0,054 1.000 0.054 Sec.E1 60 0.902 0.411 1,198 0.003 172 TS252514G, TS252514G, 0.442 1,000 0,442 Eq.Ht-lb 16 0.802 0,782 0.782 1.172
115 C401014GA C401014GA 0,053 1.000 0,053 Sea E1 50 0,902 0,411 1.198 0,003 180 TS252514G, TS2525140, 0,419 1,000 0.419 Eq.Ht•tb 161 0.802 0.762 0.782 1.172
116 C401014GA C401014GA 0.051 1,000 0.051 Sec,E1 50 0.902 0,411 1,198 0.003 181 TS252514G, TS252514G, 0.429 1.000 0.429 Eq.H1-tb 16 0.802 0.782 0.782 1 172
117 C401014GA C401014GA 49188 1,000 0,049186 Sea E1 50 0.902 0.411 1,198 1 0,003 182 TS252514G, TS252514G, 0.429 1.000 0.429 Eq.Hi-lb 16 0.802 0.782 0,782 1.172
118 C401014GA C401014GA 0,060 1,000 0.060 Sec.E1 28 0.902 0.411 1.196 OA03 183 TS252514G, TS252514G, 0.419 1,000 0.419 Eq.Ht-lb 16 0.802 0.782 0.782 1,172
119 C401014GA C401014GA 0.081 1000 1 0.061 Sea E1 28 0.902 0,411 1,198 0,003 184 TS252514G, TS252514G, 0,442 1,000 0,442 Eq.Hi-lb 16 0,802 0,782 0,782 1,172
120 C401014GA C401014GA 0.082 1.000 0 De2 Sec,E1 28 0,902 0,411 1,198 0.003 185 TS252514G, TS252514G, 0,482 1,000 0,02 Eq.H1.1b 16 0.802 0.782 0,782 1,172
121 C401014GA C401014GA 0.063 1.000 0063 Sec.E1 28 0,902 0,411 1.198 0.003 186 TS252514G, TS252514G, 0,471 1,000 0.471 Eq.Ht-lb 16 0.802 0.782 0.782 1.172
122 C401014GA C401014GA 83589 1.000 0,063589 Sec.E1 28 0,902 0.411 1.1ge 0 D03 187 TS252514G, TS252514G, 0.474 1.000 0,474 Eq.H1•1b 16 0.802 0.782 0.782 1.172
123 C401014GA C401014GA 0,084 1,000 0,064 Sec.Et 28 0.902 0,411 1,196 0.003 188 TS252514G, TS2525140, 0.471 1.000 0,471 Eq.H1-lb 16 0,802 0.782 0.782 1 172
124 C401014GA C401014GA 83589 1.000 0,063589 Sec.E1 28 0,002 0.411 1.196 0.D03 189 TS252514G, T3252514G, 0.482 1.000 0.462 Eq,Ht•1b 16 0.802 0.782 0.782 1,172
125 C401014GA C401014GA 0.063 1.000 0.083 Sec,E1 28 0.902 0,411 1.198 0,003 190 TS252514G, T9252514G, 0.442 1.000 0.442 Eq.Ht-lb 16 0.802 0,782 0.782 1.172
126 C401014GA C401014GA 0.062 1.000 0.062 Sea E1 28 0,902 0.411 1.198 0,063 191 TS252514G, TS252514G, 0,419 1,000 0.419 Eq.Ht•1b 16 0.802 0.782 0.762 1 172
127 C401014GA C401014GA 0,081 1 1.000 0.0e1 Sea Et 28 0.902 0.411 1,196 0.003 192 TS252514G, TS252514G, 0.429 1,000 0,429 Eq.H1-1b 16 0,802 0.782 0,782 1.172
128 C401014GA C401014GA 0.060 1.000 0,000 Sec.E1 28 0.902 0.411 1.198 0.003 193 CS252614G. CS252514G 0.158 1,000 0.158 1 Eq.Sec.02 16 0.609 0.894 OA09 0.001
149 TS252514G, TS252514G, 0.259 1.000 0.259 Eq.H1.1b 28 0.802 0,782 0,782 1.172 194 CS252514G CS25251413. 0.136 1,000 0.138 Eq.Sec,D2 16 0.809 0.694 0.409 0,001
150 TS252514G, TS252514G, 0.288 1.000 0.288 Eq.H1-lb 28 0.802 0.782 0.782 1.172 195 CS252514G CS252514G 0,145 1,000 0,145 Eq.Sec,D2 16 0.609 0,894 0,409 0.001
151 TS252514G, TS252514G, 0.290 1000 0.290 Eq.H1-lb 28 0.802 0.762 0.782 1,172 198 CS252514G CS252514G 0.163 1.000 0,153 Eq Seo.D2 16 0.609 0,894 0A09 0.001
152 TS252514G, TS252514G, 0,293 1.000 0.293 Eq.H1-lb 28 0.802 0,782 0.782 1.172 197 CS252514G CS252514G 0,157 1.000 0,157 Eq.Sea D2 18 0009 0.694 1 0,409 0.001
153 TS252514G, TS252514G, 0.294 1.000 0.294 Eq.H1-lb 28 0.802 0.782 0,782 1.172 195 CS252514G CS252514G 0.160 1,000 0.160 Eq.Sec.D2 16 0.809 0.694 0409 0.001
154 TS252614G, TS252514G, 0,295 1.000 0.295 Eq.Ht-lb 28 0,802 0.782 0.782 1 1.172 199 CS252514G CS252514G. 0,157 1,000 0.157 Eq.Sec.D2 16 0609 0.694 0,409 0.001
155 TS252514G, TS252514G, 0,294 1.0DO 0,294 Eq.Ht-lb 28 0.802 0.782 0,782 1.172 200 CS252514G CS252514G. 0.153 1,000 0.153 Eq.Sec.D2 16 0,809 0.694 0.409 0.001
156 TS252514G, TS252514G, 0.293 1.000 0293 Eq.H1.1b 28 0,802 0,782 0.782 1.172 201 CS252514G. CS252514G. 0.145 1.000 1 .145 Eq.Sec.D2 16 0,609 0.694 0.409 0.001
157 TS252514G, TS252514G, 0.290 1.000 0.290 Eq.Hi-lb 28 0,802 0.782 0,782 1,172 202 CS2522514G C5252514G. 0.138 1,000 0,136 Eq.Sec,D2 16 0,809 0.694 0.409 0.001
158 TS252514G, TS252514G, 0.288 11000 0.288 Eq.H1-lb 28 0.802 0.782 0.782 1,172 203 CS252514G CS252514G. 0.158 1,000 0,158 1 Eq.Sec,D2 16 0.609 0.694 0,409 0,001
159 TS252514G, TS252514G, 0,259 1.p00 0.259 Eq.H1-lb 28 0,802 0.782 0.782 1.172 204 TS252514G, TS252514G, 0,476 1,000 0,478 Eq,H1-1b 16 0.802 0.782 0,782 1.172
160 TS252514G, TS252514G, 0.231 1.000 0.231 Eq.H1-1b 34 0.802 0,782 0.782 1.172 205 TS252514G,I TS252514G,1 0.470 1.000 0.470 1 Eq.H1-1b 1 16 0.802 1 0.782 0,782 1.172
wingn✓Dn.21101120251958 STAAD.Pro CONNECT Edition 22.00.00.15 PMtRw 11 of/8 wn.111-Drr.21,01M2519158 STAAD.Pro CONNECT Edition 22.00,00.15 wine Run 12 or 13
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Utilization Ratio Cont...
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Property Property Ratio Rago (Act./Allay.) (In') (in) (Iri
208 TS252514G, TS252514G, 0.495 1 1.000 0495 Eq.H1-lb 18 0.802 0.782 0.782 1.172
207 TS252514GI TS252514G, 0.518 1.000 0.516 Eq.1-11-11, 16 0.802 0.782 0.782 1.172
208 TS252514GI TS252514G, 0.525 1.000 0.525 Eq H1-1b 16 0.802 0,782 0.782 1.172
209 TS252514G, TS252514G, 0.530 1.000 0.530 Eq.H1.1b 16 0.802 0.782 0.782 1.172
210 TS252514G, TS252514G, 0,525 1.000 0,525 Eq.1-11-11, 16 0,802 0.782 0,782 1.172
211 TS252514G, TS252514G, 0.518 1.000 0.518 Eq.Hi-1b 18 0.802 0,782 0.782 1A72
212 TS252514G, TS252514G, 0,495 1.000 0.495 Eq.H1-lb 16 0.802 0,782 0,782 1,17-2
K21
TS252514G, TS252514G, 0,470 1,000 0.470 Eq.Ht•1b 16 0.802 0.782 0,782 1.172
TS252514G, TS252514G, 0.478 1,000 0,476 Eq.HI-ib 16 0.802 0.782 0.782 1.172
TS252514G, TS252514G, 0,478 1.000 0.476 Eq.HI-1b 18 0.802 0.702 0,782 1,172
TS252514G, TS252514G, 0,470 1.000 0,470 Eq.H1.1h 16 0,802 0.782 0,782 1,172
TS252514G, TS252514G, 0.495 1.000 0,495 Eq.H1.10 16 0,802 0,782 0,782 1,172
TS252514G, TS252514G, 0.51e 1.000 0,516 Eq.H1-1b 16 0802 0,782 0.782 1.172
TS252514G, TS252514G, 0.525 1.000 0,525 Eq.1-11.11, 16 0,802 0,782 0,782 1A72
220 TS252514G, TS252514G, 0,530 1.000 0530 Eq.W-11, 16 0,802 0.782 0,782 1,172
E
TS252514G, TS252514G, 0525 1.000 0525 Eq.H1-tb 16 0.802 0782 0782 1,172
TS252514G, TS25251 JIG, 0518 11000 0518 E Ht-1b 18 0,802 0,782 0,782 1.172
TS252514G, TS252514G, 0495 1,000 0495 Eq.Ht-ib 18 0,802 0,782 0,782 1.172
TS252514G, TS252514G, 0.470 1.000 0470 Eq.H1.1b 18 0.802 0.782 0.782 1.172
TS252514G, TS252514G, 0476 1.000 1 0.476 Eq.H1-It, 16 0,802 0,782 0.782 1.172
Failed Members
There 4 no data of this type, j
Prio T.VD-.P1101=5 II?N STAAD Pro CONNECT Edition 22.0000.15 RM Run 13013
I
IES ER 05 0- 3/4" STRATA RIB SHEATHING SPECIFICATIONS MS 1 /6
uEs EVALUATION REPORT t-1-1 550 uEs t 550
® Originally Issued: 01131/2018 Revised: 12/11/2023 Valid Through: 01/31/2025 ® Originally Issued: 01/31/2018 Revised: 17JI112023 Valid Through: 01/31/2045
ASC PROFILES LLC 2.3 The manufacturer's recommended roof slopes are 2.9.3 Wall Assembly Fire-Resistance: Wall panels are ASTM A792 SS Grade 80.The panels arc also available
2110 Enterprise Blvd. defined within the OVERVIEW portion of this report The limited to installations where non-fire-resistance-rated prepainted in accordance with ASTM A755.
West Sacramento,CA 95691 minimum roof panel slopes shall conform to IBC Section construction is permitted by the IBC or iRC. Wall panels
West Sacramento,
1507.4.2or iRC Section R905.10.2,or as stated in this report may be permitted in fire-resistance-rated wall assemblies 4.3 Fasteners:The fasteners'sizo and type requirements are
based on successful testing in accordance with the identified in the panel installation tables within this report.
wt+�v.ascnrofdes.Com 2.4 Roof panel flashing requirements,when applicable,shall requirements prescribed in IBC Section 703. All fasteners shall be zinc-plated with an added corrosion-
comply with IBC Sections 1503.2 and 1503.3. or IRC resistant coating, or of a 300 series stainless steel
ARP SPAN AND ASC BUILDING PRODUCTS: Sections R903.2 and R903.3. Underlsyment, including 2.9.4 Air and Water Infiltration:Air and waterr infiltration construction. Self-tapping metal-to-metal fasteners shaU
SINGLE SKIN STEEL ROOF AND WALL installation, shall comply with IBC Sections 1507.1 and resistance is outside the scope of thin report. Weather comply with ASTM C1513. Fasteners installed into treated
PANELS WITH EXPOSED FASTENERS 1507.4.5.or IRC Section R905.10.5,with consideration of protection shall comply with Sections 2.4 and 2.3 of this wood shall be 300 series stainless steel or designed
applicable wind conditions, report, specifically for use with treated wood.
CSI Sections: 2.5 Panels used on exterior walls shall be flashed in 2.9.5 Rag Resistance;Hail resistance is outside the scope 4.4 Substrates:ASC Profiles roof'and wall panels may be
07 6100 Sheet metal Roofing accordance with IBC Section 1405.4 or IRC Section
07 64 00 Sheet Metal Wall Cladding of this raper. fastened to numerous substrates including,but not limited to,
R905.4.6 and be placed Over soarer-toslstltro barrier is the following:
1.0 RECOGNITION accordance Kith IBC Sections 1402.2.1403,2,and 1404.2,or 2.9.6 Wind-blown Debris Resistance:Wind-blown debris
MC Section R703.1• resistance is outside the scope of this report, s Cold-famed steel in accordance with AISI S100
ASC Profiles LLC Single Skin Steel Roof and Wall Panels • Hot rolled steel in accordance with AISC 360
with Exposed Fasteners have been evaluated for use as 2.6 For modifications ofpsnel installations,design ofpartial 2.10 The Single Skin Steel Roof and Wall Panels s Concrete in accordance with ACI318
exterior roof and wall covering panels. The structural and panels,panel penetrations,and other panel discontinuities recognized in this report are produced by ASC Profiles I.LC s Plvwood and OSB in accordance with DOC PS-1 and
fire-resistance properties of the panels have been evaluated shall consider effects on strength and stiffness and be the in Sacramento,California and Salem,Oregon. DpC PS-2
for compliance with the following oodes: responsibility of the design professional in accordance with • Dimensional lumber in accordance with ANSFAWC
• 2021, 2018, 2015, and 2012 International Building Ric Section 1604.4.using rational engineering mechanics or 3.0 PRODUCT USE NDS*
in accordance with the manufacturefs installation
Code*(IBC) instructions as approved by the building official. General Design and Installation shall be in accordance with The panel installation tables within this report Provide
* 2021,s re 2018,2015,and 2012 International Residential the referenced codes in Section 1.0 of this report, the applicable substrate and fastening requirements.For other
Code (IRC) 2.7 Where panels a used as vertical diaphragm shear information provided in this report, and ASC Profile's support conditions,structural calculations complying with
• 2022 and 2019 California Building Cede*(CBC)- resistance in walls(shear wall)of light-frame eonstn wtion, product installation guides. Where conflicts occur,the more the applicable code shall be submitted to the building official
Attached supplement the walls shall be classified as a•'beating wall system"or restrictive shall govern. for approval.
• 2022 and 2019 California Residential Code*(CRC)- "building firths system"with"light-framed walls with&hear
Attached supplement panels of all other materials"subject to the conditions of this 4.0 PRODUCT DESCRIPTION 5.0IDENTIFICATION
• 2023 and 2020 City of Los Angeles Building Code classification as defined in ASCE/SEI 7,Section 12.2.
(LABC)-Attached supplement 4.1 Panels: The panels are available in various A permanent label or a die-stamp label hearing the name and
• 2023 and 2020 City of Los Angeles Residential Code 2.8 Panel use as protection of glazed openings located in configurations as illustrated in the figures accompanying the address of the manufacturers,the model number,and this
(LARC)-Attaahad supplement wind-bome debris regions is outside the scope of this report. tables in this report. Panels are either unpainted or are evaluation report number (Evaluation Repot ER-550)
provided with a painted finish.Additional information on the identifies the ducts listed in this The identification
2.0 i1-NUTATIONS 2.9 Product Performance: panel configurations is provided in the OVERVIEW portion label& may also include one of thefollowing IAPMO
Use of the ASC Profiles LLC Single Skin Steel Roof and of this report. Uniform Evaluation Service Marts of Conformity:
Wall Panels and Fasteners recognized in this report is subject 2.9.1 Structural:The tables provided in this report specify
to the following limitations: the gross and effective section properties,inward(positive) The roof panels comply with requirements for metal roof
uniform allowable loads,allowable reactions at supports, panels in Chapter 15 of the IBC and Section R905 of the IRC.
2.1 Metal panels used in roofapplications shall be applied to outward(negative)uniform allowable loads,and diaphragm The wall panols comply with requirements for steel wall �Ys
Or9.)
a solid or closely fitted deck,except where the roof covering shear capacities,q(plf)and flexibility factors.F00-6 in'Ibs) coverings in Chapter 14 of the IBC and Section R703 of the
is specifically designed to be applied to spaced support for each of the panels described in Section 4,1 of this report. IRC.members. 'The panel installation tables in this report provide
applicable substrate limitations. 2.9.2 Roof Classification:Roofassemblies complying with 4.2 Base Materials:All No.18 and No.20 gage panels are
the requirements of IBC Section 1505.2,Exception 2,or IRC manufactured from sheet steel with G%galvanized coatings IAPMO UES ER-550
2.2 Calculations demonstrating compliance with this report Section R902.1,Exception 2,are considered Class A roof conforming to ASTM A653 SS Grade 40.
shall be submitted to the building official for approval. The assemblies. For other conditions,roof assemblies shall be 6.0 AMSTANIIA71NG DATA
calculations shall be prepared by a registered design listed as Class A,B,or C in accordance with ASTM E108 or All No.22 and No.24 gage panels are manufactured from
professional where required by the statutes ofthe jurisdiction UL 790,by an approved listing agency or shall be considered AZ50 aluminum-zino alloy coated steel sheet conforming to Data submitted in conformance with IAPMO UES
in which the project is to be constructed. non-classified roofing. ASC Prof cs;shall be contacted for ASTM A792 SS Grade 50,m from G90 galvanized sheet per Evaluation Criteria Single Skin Steel Roof and Wall Panels,
information on the specific listed assemblies. ASTM A653 SS Grade 50. EC-011.revised January 2022. All product testing is f von
laboratories in compliance with ISO/!EC 17025.
------ ( V � All No.26 and No.29 gage panels are manufactured from
rneva.xrWdm m9 u4i Ebl�x,ns.,rc.ruesi a.Po.h..n...«.wr.e...n.e..n.ri,�o»r.n..as.a�o..n.noomwnrnarobnww.fo ser,y.�+oo.wy \ AZ50 aluminum-zinc alloy coated steel sheets conforming to
Mh fW too of fh,pp mom oa the md.,.a rated rn tAl, 4.and M,.f Mr.QYMI.MI:O fh Wd In tW cods in ge.ay--oh,.lhal.'Nn.eu.6-maisf. dunhaty
art/=,ANY.a.ppic6*in.ccon .v.1fh IBC S..Ywn I"11.'rMs doaun.N rh.11onyb,epeduc.d in N,I4Oy ^'•"'•^^"•'^'""
Copy,VN 2W23 by 14..n.fian.l Asaaci ,of Pfv,dW wd Mw Mn CRicae MI gO,ra.,vad P,~,,fW Undue Stows.Ph.14177Iss)VI x:W 4724111 E
web:coot u,O m a&•4] Ew4 Fdril. pW S'*04erio,C IAy 91 61-2816-W;A
Page 2 of 139
Page n or 39
JES ER 0550 3/4" STRATA RIB SHEATHING SPECIFICATIONS MS 2/6
�Es l 550 VEgEVALUATIONREPORT 550
Originally Issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 01/31/2025 ® Originally Issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 01/31/2025
Fasteners: Positive(inward/gravity)load capacity:
Below is a summary of the fastener size and types specified within this report. Fastener size and type shall be compatible
with the material type,thickness,and grade of the supporting members. Section 4.3 of this report provides additional
fastener requirements. Hex washer head(HWH)fasteners am shown below. However,alternative fastener heads are INWARD DISTRIBUTED LOAD, W (Ibs/ft2)
acceptable. Fasteners require sealing washers for tveather•tight applications, t
1___i---I-1TI7
V
1. For uniform inward loading conditions,the appropriate support spacing is identified by referring to the inward load tables
IUI within this report. For conditions not defined by these tables,values are readily derived through standard engineering
a12 metal-to•mcwl #14 metal-to-wood fastener :y9 mewl-to-wood fastener Side Lap Screw(#12 or mechanics using the panel's section properties.
fastener(self-drilling (milled point shown) (dimensional lumber only; #14 most oarnmon) 2. The ASD allowable(W/())and LRFD factored(40W)panel strengths have been evaluated for bending,shear,and combined
point shown) self-piercing point shown) bending and shear.
3. The U240,UI80,and U120 values are based on allowable service load deflections.
To assist in the evaluation of panel shear resistance,fastener connection shear strengths have been provided in Table B of 4, Table values denoted by'-'indicate that capacities are limited by allowable panel strength,not deflection. In those instanoea,
this report for 412 fasteners into steel supports. 'These capacities are based on AISi 5100,Section J4.3 for fastener shear the panel strength limits(W!Ll and tpFY)are reached prior to the deflection limits(L 180,ow.)being reached
strength and shear strengths limited by tilting and bearing. The capacities listed within Table B of this report are used to
determine edge(perimeter)fastening requirements for shear resistance. The general notes and shear and flexibility tables of
this report provide further information. No ti(outward/uplift)load eapselty:
TAI3L&8
OUTWARD DISTRIBUTED LOAD, W (Ibs/ft2)
#12 Fastener Connection SMa1 Strengths(Iles)
Panel Gaze /Grade
29ga(.0139'1 26ga(.0173") 24ge(.0232") 22ga(.0294") 20ga(.0354'7 18ge(.0459") 1. Common panel attachment combinations and associated outward load capacities are provided within this repot. Parcel system
Substrate Gr80 Gr80 Gr50 Gr50 Gr40 Gr40 va ne ati outward uniform load capacities pullout,pullover,f tatenertension,
cities am based on fastener
Material ASD LRFD ASO LRFD ASO LRFD ASO LRFD ASO LRFD ASO LRFD (outward) P panel outward landing
! stree ngth,and IBC Section 1604.3.1 deflection limit of L;'GO for formed metal shot roofing and siding.
Grade ThICIe1ea6 UY(r � WO *W No *W 1rYYt ow V4A AW Ntl�
2. Usingthe 's defined outward wind loads,the a
18ga(OW min. Pro)ect appropriate Panel System Negative(Outward)Uniform Load Ccgracrtv
222 32 76 41 293 440 371 $57 378 588 491 736 table shall be reviewed to select a panel attaohment that equals or exceeds the projwt wind load requirements. Not all possible
Steel 18ga(04M 222 334 276 414 293 440 371 557 378 588 416 624 fastener and substrate combinations are listed within the report. Alternative oombinations a acceptable(i.e.attaching a panel
(Gr 50 re as with fasteners into a concrete substrate),subject to the approval of the building official,provided an analysis is
min.) 20ge(.031W� 222 332 276 414 286 429 294 441 282 423 282 423 performed by a registered design professional based on the failure mocks noted abatro.
22ga(.0294� 219 329 242 364 227 341 213 320 213 320 213 320 3. Fastener capacities in steel are based on AISI 5100.Fastener capacities in wood substrates are based on ANSI/AWC NDS
with a combined adjustment factor of 1.6(2.16 LRFD).
16ga(.05907 min. 222 332 276 414 293 410 371 557 378 B8 433 850
Steel 1 4. Although nominal fastener sizes am provided in the tables,the appropriate fastener thread and point type shall still be properly
9ta
(St el 8ga(04M 222 332 276 414 291 437 319 479 306 450 288 432 specified for the selected substrate,
min.) 20ga(.0384� 222 332 1 251 377 229 344 211 316 195 293 195 293 5. The 1-inch minimum fastener penetration specified for the Douglas Fir-Larch values applies to the usable thread length and
229a(.02947 203 304 1 199 298 167 251 148 221 148 221 148 221 this minimum depth does not include the tapered portion of the fastener.
Page 6 of 139 Page 8 of 139
JES ER 0550-3/4" STRATA RIB SHEATHING SPECIFICATIONS MS 3/6
�Es1 EVALUATIONt 550 EVALUATION REPORT 550
Originally Issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 01/31/2025 " Originally Issued: 01131/2018 Revised: 12111/2023 Valid Through: 01/31/2025
Shear and Oexibliltytables: 13.0 Strata Rib*
1. Shear capacity(Ibs/lineal ft)and flexibility factors(10'in4b)arc presented in the tables.Product capacities are determined in
accordance with the Ametioan Iron and Steel Institute's North American Standard for the Design ofPrt�iled Steel Diaphragm
Panels(AISI S310). Values are based on seismic governed loading conditions(Od=2.30 and r¢d=0.7)and are therefore Figure 13.1-Basic Dimensions and Panel Attachment(Strata Rib):
conservative for applioations governed by wind loads(0d=2.00 and C�d=0.8).
---35" COVERAGE -------------�,
2. Perimeter(edge)fastener spacing parallel to panel ribs has not been included in performance tables.Maximum spacing for
edge fasteners parallel to panel flutes is defined as: r"'-"'-9"- --'1
Max.edge fastener spacing=the lesser of I)shear capacity per fastener(lb);shear demand(Ibift);or 2)the interior
side•searr fastener spacing gip•_
The Fastener Connection Shear Strength performanoe table Aithin this report assists with the needed fastener capacity
in the above equation. 36:3 Pattern:
3. Tabulated shear capacities apply to both roof and wall diaphragms.
4. 'rabies apply to panels installed over steel supports. Evaluation of shear and flexibility over wood framing is outside the scope 36.6 Pattern:
of this report.
5. Capacities arc based on panel gauge,open,support fastener size and type,support attachment pattern,side lap connection
fastener,and side lap fastener spacing. Capacities based on minimum#12 side lap and support sorews.
6. Interpolation of diaphragm shear strength and flexibility factor between adjacent spans or aide seam spacing is permitted ernes 1-Section Pro Strata Rlb
provided the higher value does not exceed the lower value by more than 50 percent. TABLE 13. It ( )•
7. Flexibility Factors provided in charts are provided in an A+:t B(R)format. Gross Section Properties
Where: Gauge Waght Bow Melal Yield Tensile Momentof Distancelo Positive Negative
Th,okness Stength Stengit Area Ineria N.A tom Section Section
A and B are oomtanu provided in the shear tables. Botbm Modulus Modulus
R=panel attachment spacing(panel open)+panel length. µr t Fy Fu As Is Yb Ss+ Sy
Pat in ksi ksi 01ft in'/t in in/t ins/t
29 0.65 0.0139 80 82 0.1914 0.0103 0.16 0.0170 0.0664
26 0.81 00173 80 82 1 0.2382 0.0130 016 0.0211 00817
Eier>Sve Secion R tea Uniorm Load Only
Positive Negalve
Gauge Distance Dislanceb
Area Moment of Sedan Moment of Sedan
Inertia N.Atom Modulus Inertia N.A.tom Modulus e=(21s+1s)/3
Botom Bolbm
A-1 le+ Yb Ss+ I.- Yb Se l+ I-
inz in"/t in i0fl inc/t in inslft in4/ft ins/ft
29 0.0285 0.0103 0.16 001,70 0.0070 0.34 0.0144 0.0103 0.0081
26 0.0379 00130 0.16 0.0211 0.0090 0.32 0 0181 0.0130 0.0103
Page 9 of 139 Page 122 of 139
JES ER 0550- 3/4" STRATA RIB SHEATHING SPECIFICATIONS MS 4/6
�EsEVALUATION REPORT550 EVALUATIONt 550
Originally Issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 01131/2025 ic Originall Issued: 01131/2018 Revised: 12/11/2023 Valid Through: 01/31/2025
TABLE 13.2-Inward(Positive)Uniform Allowable Loads(Strata Rib): TABLE 13.4-Outward(Negative)Uniform Allowable Loads(No.29 gauge Strata Rib):
Gauge Span Limit Panel S an(Support Spacing) Strata Rib,29ga
Condition 16' 7-0" 7.6" 3'-0" 3'-6" 4'-(r 4'-6" 5'-0" 6'-0"
ASD,Win 230 102 65 45 33 25 20 16 11 Fastener Panel System Negapve(Outward)Uniform Load Capacity,(lbs*)
Single LRFD W 365 162 103 72 53 40 32 26 18 Substrate Nom. Peach PtlachmenI aein R-in
L240 - 85 43 25 16 it 7 5 3 size Pattern 16" 1 2'-0" 2'-6' 3'-0" 3'-6" 4'-0" 4'-6" 5-4-'0" 6'-(Y'
SpaD U180 - 58 33 21 14 10 7 4
U120 32 21 15 11 6 Material Thick. ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRF
ASD,Win 185 84 54 38 28 21 17 13 9 Grade ness Wo 4,w wo 4,w win ew No 4,w wo ow' Mo mw Mci Ow Wo low wo 04
Double LRFD iiW 279 126 81 57 42 32 1 25 20 13 ztoga 1112 31/8 382 606 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19
29 Span U240 - - - - - - - 8 ',13w) #12 3614 285 427 170 269 109 172 75 120 55 86 42 63 34 44 27 32 19 19
U180 - - - - - - 129a #12 36l8 382 606 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19
U180 '1050") #12 36/4 285 427 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19
ASD,W/O 227 104 67 41 35 26 20 17 12 14ga #12 3618 382 606 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19
(0700') #12 3614 278 418 170 269 109 772 75 120 55 88 42 63 34 44 27 32 19 19
Triple LRFD W 342 157 101 70 52 39 31 26 18 Steel
L240 30 20 14 10 6 (Gr50 16ga #12 36/8 382 606 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19
DSW„)
Span U180 /9 14 8 min) ( #12 3614 E
156 235 109 172 75 f20 55 88 42 63 34 44 27 32 19 78
18ga #12 3618 170 269 109 172 75 f20 55 88 42 63 34 44 27 32 19 18
U120 (0459") #12 36/4 122 183 97 146 75 120 55 88 42 63 34 44 27 32 19 19
ASD,Win 285 126 81 56 41 32 25 20 14 20ga #12 3618 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19
single LRFD W 453 20C 128 89 65 50 40 32 22 '0354) #12 3614 94 141 75 113 63 94 54 80 42 63 34 44 27 32 19 19
L240 - 107 55 32 20 13 9 7 4 22ga #12 36/8 156 234 109 172 75 120 55 86 42 63 34 44 27 32 19 19
Span U180 - - 73 42 27 18 12 9 5 L0294") #12 36l4 76 117 62 94 1 52 78 45 67 39 58 34 44 27 32 19 19
U120 40 27 19 14 8 a1098 #12 3618 382 606 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19
ASD,W/O 233 105 68 47 34 27 21 17 12 ('1350") #12 36/4 285 427 170 269 109 172 75 f20 55 88 42 63 34 44 27 32 19 19
LRFD OW 350 159 102 71 52 40 32 26 18 129a #12 36/8 382 606 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19
26 Doge L240 - - - - - - - 16 t0 (.1050) #12 36/4 285 427 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19
Span L1180 14ge #12 3618 382 578 170 269 109 172 75 120 55 88 42 83 34 44 27 32 19 19
(.0700) #12 3614 192 129 19 103 154 75 1 55 8 42 3 34 44 27 32 19 19
U120 Steel 16ga #12 36/8 325 487 170 269 109 172 75 f20 55 88 42 63 34 44 27 32 19 19
ASD,W/n 285 131 85 59 43 33 26 21 15 (Gr33 (0590) #12 3614 162 244 108 162 87 130 72 108 55 88 42 63 34 44 27 32 19 19
LRFD. W 429 197 P. 128 89 65 50 40 32 23 min.) 189a #12 3618 253 379 169 253 109 172 75 120 55 88 42 63 34 44 27 32 19 19
rSp.in
LR40 38 25 18 13 7 (.0458) #12 36/4 126 190 84 126 67 10f 56 84 48 72 42 63 34 44 27 32 19 19
U180 24 17 10 20ga #12 3618 195 292 130 195 104 156 75 120 55 88 42 63 34 44 27 32 19 19
U140 _ (0354) #12 36/4 97 146 65 97 52 78 43 65 37 56 32 49 29 43 26 32 19 19
22ga #12 3618 162 243 108 162 86 130 72 108 55 88 42 63 34 44 27 32 19 19
(0294) #12 3614 81 121 54 81 43 65 36 54 31 46 27 40 24 36 22 32 18 19
15132" #14 3618 209 283 140 189 109 151 75 120 55 88 42 63 34 44 27 32 19 19
TABLE 13.3-Allowable Reactions at Suplwrts(Strata Rib): #14 3614 105 141 70 94 5675 47 63 40 64 35 47 31 42 27 32 19 19
Plywood t9�2„ #14 3618 265 358 170 239 109 172 75 120 55 88 42 0 34 44 27 32 19 19
Reactions at Supports based on Web Crippling a CSB #14 3614 133 179 88 119 71 96 59 80 51 68 42 60 34 44 27 32 19 19
Bearing Length of Webs #14 3618 321 434 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19
23/32 #14 3614 161 217 107 145 86 116 71 96 55 83 42 63 34 44 27 32 19 19
Gauge Condition ASD(Pnq(lbstwidth) LRFD(*Pn)(IbsM width) #9 36re 382 523 17D 268 108 172 75 120 55 88 42 83 34 44 27 32 is 19
V 1.V 2" 1" 1.5" 2" Lumber #9 3814 194 282 129 174 103 140 75 116 55 88 42 63 34 44 27 3? 19 19
1"min
29 End 13l 151 168 200 231 257 (DFL) #14 36/8 382 606 170 268 109 172 75 120 55 88 42 63 34 44 27 32 19 19
Interior 187 212 233 278 315 346 #14 3614 265 358 170 238 109 172 75 120 55 88 42 63 34 44 27 32 19 19
26 End 196 224 249 299 343 380
Interior 285 321 351 424 478 523
Page 123 of 139 Page 124 of 139
JES ER 0550-3/4° STRATA RIB SHEATHING SPECIFICATIONS MS 5/6
�EsEVALUATION REPORT 550 550
Originally issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 01/31/2025 Originally Issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 0113112025
TABLE 13.5-Outward(Negative)Uniform Allowable Loads(No.26 gauge Strata Rib):
Strata Rib,26ga TABLE 13.6-Shear and Flexibility(No.29 gauge Strata Rib,36/4):
Fastener Panel System Negative(OutWerd)Uniform Load Capacity,(lbs/ft'') IMth min.#12 SO HWH Screw into supports and min.012 SO HWH Screw at side laps
Substrate Nom mach. Attachments acin n Support Saam All ovabls Sheaf(q,)(A,Factored Sheaf(qf)PM,and Flsidbility Factor(F)(10'�mnbs)
Site Pattern 16" 2'-0" 7-6. 3'-0" 3'-6" 4'-0" 4' V' 6-0" 6'-0" FaabnR CW Attach.
pattern Spacing Span 4 16" 7.0" 7.8" 3'-0" 3'-6" 4'.D" C-6" 5'•0" V•0"
Molonal Thick- ASD LRFD ASO LRFD ASO LRFD ASD LRFD ASD LRFD Aso LRFD ADD LRFD AM LRFD ASD LRFD 6„ q,i qr 2Kt 412 - 422 251 405 2M4392 239 363 283, 375 229 389 20{i 326 141�:228
/Grade nets so 4,W NO eW wo WW Wo 'OW Wo 'OW Wo *W WO ow wo 4'W wwo pW I F 22.3-1,5R 23,1.1.3R 23.5-1.2R 23.84.1R �24.1R 24.1-0.9R 243.0.9R 244.09i 245-07R
210ga #12 3618 473 751 210 334 135 213 93 148 69 109 53 80 42 66 34 41 23 24 a ) 285 427 20a 331 204 326 1fb 288 160 Za1 162' 281 786 288 152 245 141 228
(,1350") #12 3614 355 532 210 334 135 213 93 148 69 109 53 80 42 56 34 41 23 24 F •.25.8 1R 27.8.31R•,1._._ 2OR 0, _307.2._.-•�_�W- w- �--W __'--.---
12" 28.8.3R 29 6.2.9R 30.2.2 OR 301.2 7R 3t.i-25R 31.4-2 4t 37 9.22R
12ga #12 3618 473 761 210 334 135 213 93 146 69 109 53 80 42 66 34 41 23 24 228 984 ?DO 331 tl4 260 150 24i 151 252 140I 225 126 203 134 218 ttq 183
(.1050") 412 35/4 355 532 210 334 135 213 93 148 69 109 53 80 42 56 34 41 23 24 16" 4a-- -- - _. __..-.-�..._ ._. _._.._. __ .L..__. -....__.__ ._..__�_.._. -
14ga #12 36/8 473 751 210 334 135 213 93 148 69 109 53 60 42 56 34 41 23 24 3614 29 a F 27.9.42R 30.9.4 OR 32.51.TR 338.47R 349.46R 3581.5R 365.44R 37s13R 38.2 AR
(.0700") #12 3614 278 418 186 278 135 273 93 148 69 109 53 80 42 66 34 41 23 24 g 24„ rq
226 164 1e8 270 114 280 1so 2H 1N Zit 1"!.L 126 003 1151 185 96 1 M
Steel f 69a #12 3618 469 704 210 334 135 213 93 148 69 109 53 80 42 66 34 41 23 24 �.2.5R 33.1 B,BR 35.3 B.iR 37.1•8.2R 38.8 8.2R 3D.9 8.2R 41-6.2R 42 B.IR
(Gr50 (0690') #12 3614 235 3S2 156 23b 125 t88 93 148 69 f09 53 80 42 56 34 11 23 24226 384 iM 270 13D 224 1ao ui 131' 211 716 t87 I t88 99 150 96 155
min.) fags #12 3618 365 648 210 334 135 213 93 148 69 109 53 80 42 56 3d 41 23 24 30.2 58R 34887R 371.7.2R 3A7.7.5R f18177R 433.18R 447.7.OR 48 7OR 481.78P,(.0459') #12 36/4 183 274 122 183 97 146 81 122 69 104 53 80 42 56 34 41 23 24 226 384 168:270 13A 224 118 190 131211 116 187 f04 I88 93 150 T7 124
20ga #12 3618 282 422 188 282 135 213 93 148 69 109 53 80 42 58 34 41 23 24 36" -- - 1_ -- - --�- ' "-a-36/4 141 211 94 141 75 113 63 94 54 80 47 70 42 56 34 41 23 24 318R 3645R 39.28,2R 41.8.8.OR 44.1.9111 461-9.211 47.98.3R 49.4-9.4R 5218.3R
22ga #12 3618 234 351 156 234 125 187 93 148 69 109 53 80 42 56 34 41 23 24 Npa Praunhd ahwrppenias dsnoUneWda psrsa4 adp hrpnar limhtlons.3ssesnrNNaWbd,hM. ti'-Pana1~141am apeme(spn).paal Inert.
(.0294") #12 3614 117 175 78 117 62 94 52 78 45 67 39 58 35 52 31 4f 23 24
0109e #12 3618 473 761 210 334 135 213 93 148 69 109 53 80 42 66 34 41 23 24
(.13-W) #12 3614 355 532 210 334 135 213 93 148 69 109 53 80 42 66 34 41 23 24
12ga #12 3618 473 751 210 334 1135 213 93 148 69 109 53 80 42 5S 34 41 23 24 TABLE 13.7-Shear and Flexibility(No.26 gauge Strata Rib,36/4):
(.1050") #12 3614 289 434 193 289 135 213 93 148 69 109 53 80 42 56 34 41 23 24 With min.#12 SO HWH Screw Into aupports and min.012 SO HWH Screw at al de laps
14gs #12 36/8 386 578 210 334 135 213 93 148 69 109 53 80 42 66 34 41 23 24 support 6aam
(.0700") #12 3614 193 289 129 193 103 154 86 129 69 109 53 80 42 56 34 41 23 24 Allowable Shear(q,)(A,Factored Shear(qf)(pll),and Fleld bility Factor(F)(10',inAba)
Steel i6ge #12 3618 325 487 210 325 135 213 93 148 69 109 53 80 42 56 34 41 23 24 Faatalw Cwoa Attaoh.
(Gr 33 (.0690") #12 3614 162 244 108 162 87 130 72 iD8 62 83 53 80 42 68 3d 4! 23 24 pattern Spadno Span i 18" 2'-0" 7-6" 3'.0" 7-V 4' 0" N-5" 5'•0" 6' 0"
min.) 801 1$go #12 36/8 253 379 169 253 135 202 93 148 69 109 53 80 42 56 34 41 23 24 61. 493 486 285 1 456 198 317
„ q,�qf 97A•n602.- 938^ 513.•.328.1.526 31a „5tt 111 306,., I • -!.. _. n- �,..,
(04507 #12 3614 126 ISO 84 126 67 101 56 84 48 72 42 63 37 56 34 41 23 24 1 F 18.6.1,3R Is 34.211 196 AAR 19,9.111 20.0.911 20.248111 20.3.0.811 20.447R 205-05P.
209a #12 3618 195 292 130 195 104 156 87 130 69 109 63 80 42 66 34 41 23 24 qa of a39 546 268 426 2e6 427 2921 3,t 23T 1 382 tlq 3µ y!p 3gq 802 i 325 tp4 31p
(.0334") #12 36/4 97 146 65 97 52 78 43 68 37 56 32 49 29 43 29 39 22 24 12" -- -- ---- -- --' --- - - -
22gs 412 3618 i62 243 108 162 86 130 72 108 62 93 53 80 42 56 34 4f 23 24 F 21.7.27R 23.4.2.811 24.4-2.TR 25.26R 25.6.2.511 26.2AR 26.4131tt 26.7.22R 27.2-2R
0294" 2B6 464 2A6 428 225 363 195 313 20a M331 184 296 186 288 1R? 286 III 243
(� ) #12 38/4 81 121 54 81 43 65 38 54 31 48 27 40 24 36 22 32 18 24 18" � .�.,. ..._. .�_,_. ._,. ..+.,...._ ...
15/32" #14 3618 209 283 140 189 112 151 93 126 69 108 53 80 42 56 34 41 23 24 38f4 26F 23.5.3711 26.24,1R 277-42R 2114.211 29,81.11 30.I.4R 31.3439R 31.9-38R 328.3.BP.
#14 3614 105 141 70 84 58 75 47 63 40 54 35 47 31 42 28 38 23 24 24„ q, qr, 2aa 464 215 346 225 383 10 113 1711275 151 244 186 288 151(2N 126 206
Plywood 79 2„ #14 3618 265 JIM 177 239 135 191 93 148 69 109 53 80 42 56 34 41 23 24 F 248.45R 28.25.2R 30.28.4R 3L8-5AR 33.2-5.BR 34.3.56R 353.5.5R 36.2 dIR 3768.2P.
80S8 #14 36/4 133 179 88 119 71 96 59 80 51 68 44 60 39 63 34 41 23 24 T. --F-28a 484 215 348 1Ta 287 195 3i3 111 275 15t 244 138 219 123;198 128 206
23/32" #14 3611 321 434 210 289 135 213 93 148 69 709 53 80 42 56 34 41 23 24 �" F 2so-M 29.7.6R 32.1-8.5R 34.28.7R 35.98.9R 37.4-iR 38.6-7R 39.8.7R 4118.8R
#14 38/4 16i 217 107 146 86 116 71 96 61 83 53 72 42 56 34 41 23 24 286 464 215 346 119 Z87 152 245 171 27S 151 244 t38 2i8 129 198 102 164
#9 36/8 388 523 210 334 135 213 93 148 69 109 53 60 42 58 34 41 23 24 38" qt -QL --I -----�- ----- -- '------ --•-- ) •�--•` . -'-•�...
Lumber #9 3614 194 262 129 174 103 140 86 116 69 100 53 80 42 56 34 41 23 24 F 26.3 San 30.9.67R 33.7-7.3R 36 7.DR 38.1-BR 399 82R 415-83R 42.9-a4R 45.2'44R
(OFL) 1 min #14 36/8 473 715 210 334 135 213 93 148 69 109 53 80 42 56 34 41 23 24 Nda.Pr,aanlsd shrr espenlss m W lWuds-diel"o hebnsrlirnkelim,.Sea Cananl Naas brdataft 'R'•Pmsl anachmanl aPKMg(apsn)+panel Wroh.
#14 3614 265 358 177 2" 135 191 93 148 69 109 53 80 42 56 34 41 23 24 Note:Shear Tables 12.6&12.7 based on 36/4 attachment pattern.Values acceptable for use(conservative)for 36/8 pattern.
Page 125 of 139 Page 126 of 139
!ES ER 0550- 3/4" STRATA RIB SHEATHING SPECIFICATIONS MS 6/6
U l:8 t O r 550 V l=g EVALUATION REPORT 550
® Originally Issued: 01/31/2018 Revised: 12H1=23 Valid Through: 01/31/2025 ® Originally Issued: 0113112018 Revised: 12/11/2023 Valid Through: 01/31/2025
CALIFORNIA SUPPLEMENT 2.0 LIMITATIONS CITY OF LOS ANGELES 2.3 Prior to installation, calculations and details
SUPPLEMENT demonstrating compliance with this approval repot and the
ASC PROFILES LLC Use o f the ASC Profiles LLC Single Skin Steel Roof and 2023 and 2020 Los Angeles Building Code or2023 and 2020
Wall Panels with Exposed Fasteners recognized in this report Los Angeles Residential Code, as applicable, shall be
2110 Enterprise Blvd. is subject to the following limitations: ASC PROFILES LLC submitted to the structural plan check section for mview and
West Sacramento,CA 95691 2110 Enterprise Blvd. approval. The calculations and details shall be prepared
(800)360 2477 2.1 ASC Profiles LLC Single Skin Steel Roof and Wall
a Panels with Exposed Fasteners shell comply with the West Sacramento'CA 95691 stamped and signed by a California registered design www.ascnrotiaes.corn provisions applicable to the 2021 and 2018 IBC or 2021 and (800)360-2477 professional.
2018 IRC in 41PNIO UES ER-550. wives.ascfiroflles.cont 2.4 The design, installation, and inspection of the ASC
AEP SPAN AND ASC BUILDING PRODUCTS: Profiles LLC Single Slain Steel Roof and Wall Panels with
SINGLE SKIN STEEL ROOF AND WALL 2.2 Roof panels may be used in"new buildings located in any AEP SPAN AND ASC BUILDING PRODUCTS: Exposed Fasteners shall be le accordance with LABC
PANELS WITH EXPOSED FASTENERS Fire Hazard Severity Zone or any enforcing
nd Urban Interface
Fire Area designated by the enforcing agency constructed SINGLE SKIN STEEL ROOF AND WALL Chapters 15, 16, and 17 as applicable, due to local
after the application date stipulated in CBC Section 701A.3.1 PANELS WITH EXPOSED FASTENERS amendments to these chapters.
CSI Sections: shall comply with the provisions' in accordance with
07 6100 Sheet Metal Roofing Sections 701 A.3 and 705A of the CBC and with the 2021 or 2.5 This supplement expires concurrently with ER-550.
07 64 00 Sheet Metal Wall Cladding 2018 IBC as resented in ER-550. CSi Sections:
P 0161 006heet Metal Roofing For additional Wermatbn abet ads evalwlba report prow rbk
1.0 RECOGNITION 2.3 Pertaining to structures under the jurisdiotion of DSA and 07 64 008heet Metal Wall Cladding N.w uorm-,..ors or emss cat Wan uararn,-soon
HCAi (formerly OSHPD), designs for the transfer of 1.01RECOGNMON
ASC Profiles LLC Single Skin Steel Roof and Wall Panels anchorage form into the diaphragm shall comply with CBC
with Exposed Fasteners as evaluated and represented in Section 1613A.5,1 of the 2022 and 2019CBC. ASC Profiles LLC Single Skin Stool Roof and Wall Panels
IAPMO UES Evaluation Report ER-0550 and with changes with Exposed Fasteners as evaluated and represented l Pa in
as noted in this supplement arc satisfactory alternatives for 2.4 This supplement expires conoumentty with ER-550. withIAP E UES Evaluation as lusted a and with
use in buildings built under the following codes (and changes
regulations): For addtbrwrreorrostim about this naatotba retain pkwvisr as noted in this supplement are satisfactory alternatives for
wrrtma-r.o ear rrnas al at rnrosoerorm-es ore use in buildings built under the following codes (and
e 2022 and 2019 Cafifomia Building Code*(CBC) regulations):
* 2022 and 2019 Califomia Residential Cole*(CRC)
e 2023 and 2020 City of Los Angeles Building Code
(LABC)
e 2023 and 2020 City of Los Angeles Residential Code
(LARC)
2.0 LIAUTATIONS
Roof panels recognized in this report supplement is subject
to the following limitations:
2.1 ASC Profiles LLC Single Skin Steel Roof and Wall
Panels with Exposed Fasteners shall be installed and
identified in accordance with this report,codes listed in
Station 1.0 ofthis report,and the manufacturer's instructions.
Where conflicts occur,the more restrictive shal I govern.
2.2 ASC Profiles LLC Single Skin Steel Roof and Wall
Panels with Exposed Fasteners shall amply with the
provisions applicable to the 2022 and 2019 CBC or CRC,as
applicable,in the California supplement to IAPMO UES
ER-550.
Page 138 of 139 Page 139 of 139
r i
r � �
` Tri-State Testing Services
}= 45 degree anchor test
TES 1WG SERVICESoNc.
customr e Pride,Inc
September 17,2003 Report No.:L028906 An«mdl HP9
Home Pride,Inc. Data September 12,2003
P.O.Hot 160387 Test No.1 Test No 2 Test No 3
Nashville,TN 37216
Telepboee:N 37 1 6.6453 load lilt deflection bad Nft dolleam load lift deflection
Fax: (6I5)226-1301 E4000
D 0 1000 0 0 1000 0 0
D 0 1500 0 0 1500 0 0
0 0 2DD0 0 0 2000 0 0
SUBJECT:Performance Test Report—HP9 0 0 2500 D 0 2500 0 0
ITEM DESCRIPTION:Model HP9(Barbed Anchor) 0 a 3000 0 0 300o 0 0
0 0 3500 0 0 3500 0 0
TEST DATE:September 12,2003 0 a 40Do 0 0 4000 0 0 0 45M 0 0 1 45001 0 0
TEST METHODOLOGY: Model HP9 was installed per installation instructions. 4725 0 0 4725 0 0 1 47251 0 0
Mr.Oliphant—We have concluded testing on the above referenced item.
Total Load 4725 Total Load 4725 TOW Load 4725
A Performance lest was performed oo model HP9.Model HP9 was installed by drilling a 1'/4"hole Total Uft 0 Total Lift 0 TOW LA 0
l5 inches deep.Model HP9 was then driven into the hole to a depth of 13". Totat W. 0 Toot Den. 0 Taal Deft D
Results Acceptable Results Aoceptabk Results Acceptable
The performance test consists of three-load test. Each anchor was pre-beat ton forty-rive degree
angle and preloaded prior to the start or each test.
RESULTS:Model HP9 was found to be acceptable based on previously mentioned acceptance
criteria(see attached data tog).There was no disfiguring or failure to Model HP9,all anchors were
loaded to any ultimate toad of 4,725 Ibs with no movement in excess of three inches in a horizontal
direction and two inches In a vertical direction.
If we can answer any questions concerning this report please let me know.
Respectfully Submitted.
TRRI/-STTATEETTCST)N�GSERVICES,INC.
Will Jackson
Assistant Manager ,.6
!D--T_ 03
.3 1)()I
a v
Type 2 HP9 BARBED ANCHOR
Type 1
HP9 Sw;ve L mead
BARBED ANCHOR
INSTALLATION --HP9-3/4"x 22"A-36M o 1
INSTRUCTIONS:
1. Remove soil and vegetation down ' w.n..w• ,
to solid rock.If concrete is being �+
used.removing the soil and vegetation r,
is not necessary. 24"
2. Drill a hole 314"in diameter and 13" J 50
deep into rock or concrete. Asa 9 Goa
3. Drive the anchor into the bottom of the - 2"x 3/4" x .125" E ��----
hole. - ASTM A36 `
4. Bend the anchor until it is in line with the
angle of the frame tie coming from the 1
I-beam.This angle should not exceed f
5'from a 45`angle.
5. Pretension the anchor to the frame tie. 1
6. Place soil back around the anchor if H p 9
installed in solid rock. d
Vix
♦ Engineer certifications on file. 13&rbecl +4nchor A n
lAfkM1et b!`l ,n.� � 1
Ta bs
Must b- Ang
I!f
i
ZOo® Wild amen TOO 99T OU M IT_TT 900 /ZT/S0
ii�WE'
ASCE Hazards Report
WRICAN SOCIETY OF CML ENGINEERS
Address: Standard: ASCE/SEI7-16 Latitude: 47.421245
130 N Mount Jupiter Dr Risk Category: I Longitude: -123.200202
Hoodsport, Washington Soil Class: D-Default(see ft
98548 ( Elevation: 759.8991336835694
Section 11 A.3) (NAVD 88)
Wind
Results:
Wind Speed 91 Vmph
10-year MRI 67 Vmph
25-year MRI 73 Vmph
50-year MRI 77 Vmph
100-year MRI 82 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1A and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Mon Jan 27 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 15% probability of exceedance in 50 years(annual exceedance probability=
0.00333, MRI = 300 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://ascehazardtool.orq/ Page 1 of 4 Mon Jan 27 2025
�E'
AMERICAN SOCIETY OF CME ENGINEERS
Seismic
Site Soil Class: D-Default(see Section 11.4.3)
Results:
Ss : 1.567 So, N/A
S, 0.595 TL 16
Fa 1.2 PGA: 0.677
Fv N/A PGA M : 0.813
SMs : 1.88 FpcA, 1.2
SM, N/A IQ : 1
SIDS 1.253 C„ : 1.413
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Data Accessed: Mon Jan 27 2025
Date Source: USGS Seismic Design Malt
httns://aseehazardtool.oEd Page 2 of 4 Mon Jan 27 2025
E'
AMERICAN SOCIM OF CNK ENGINEERS
Snow
Results:
Mapped Elevation:
Data Source:
Date Accessed: Mon Jan 27 2025
In"Case Study"areas, site-specific case studies are required to establish ground snow loads. Extreme local
variations in ground snow loads in these areas preclude mapping at this scale.
Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data
available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year
mean recurrence interval).
Statutory requirements of the Authority Having Jurisdiction are not included.
Site is outside ASCE/SEI 7-16,Table 7.2-5 boundaries. For ground snow loads in this area, see SEAW Snow Load
Analysis for Washington, 2nd Ed. ( � VAO
Qbn can
create a mismatch between the mapped elevation and the site-specific
elevation in topographically complex areas. Engineers should consult the local
authority having jurisdiction in locations where the reported `elevation' and
'mapped elevation'differ significantly from each other.
https:/Iascehazardlool.orq/ Page 3 of 4 Mon Jan 27 2025
iilllli,��E'
AMERICAN SOCIETY OF CW ENGINEERS
The ASCE Hazard Tool is provided for your convenience,for informational purposes only,and is provided`as is"and without warranties of any
kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers,or
has been extrapolated from maps incorporated in the ASCE standard.While ASCE has made every effort to use data obtained from reliable
sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness, reliability,currency,or
quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement,affiliation,
relationship,or sponsorship of such third-party content by or from ASCE.
ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent
professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors,
employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential
damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by
law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
h ttps://ascehaza rd tool orq/ Page 4 of 4 Mon Jan 27 2025
A&A ENGINEERING Project Title: NOEL MORHOUS Project# 037-254108
I Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by: B.A. I O.A.
TO: 419-292.1963
eov n..a 14— A&A Client:WEST COAST METAL BUILDINGS,INC Dated. 1128/2025
Tut.&,Mi.,434L1
Entity Color Legend
TS252614GA N
CS262614GA E
C401014GAD E
DUMMY
Default Plate Color
Default Solid Color
11.417ft
P AB(/,Y
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24.000ft
z
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10.00ort ASS ONAL
Expires: 11/09/2026
Omar /`�1 b u-Ya Se n Digitally signed by Omar Abu-Yasein Signed: JAN 28 2025
Date:2025.01.2819:49:39-08'00'
Page: 1 of 19
ANA ENGINEERING Project Title: NOEL MORHOUS Project# 037.25-0108
nt. arv-:vz-tvx.t
Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by B.A. I O.A.
ate.n, rr." A&A Client.WEST COAST METAL BUILDINGS,INC Dated: 1/28/2025
Index to Contents
Calculations Summary Section Foundation Design Section
I Design Summary 3 1 Foundation Reactions Summary 18
II Gravity Load Summary 4 II Anchorage Type:Soil,Rock/Rocky Soil.or Asphalt 19
III Wind Based Enclosure Summary 5
IV Seismic Design Parameters 5
V Effective Seismic Weight&Seismic Load Summary 5 Appendices Section
VI Framing Members Material Properties 8 Wind Summary.Tables and Base Shear calculations W 1-3
VII Self Drilling Screw,Fastener Capacities 9 STAAD finite element output: SO 1-17
VIII Common Member Types and Gauges 10 Metal Sheathing UES ER 0550 Strata specification: MS 1-6
IX Story Drift Checks:Wind(Based on Serviceability) 11 Anchorage specification ST 1-4
X Gravity Deflection(Based on Serviceability) 11 ASCE Hazards Report H 1-4
XI STAAD.Pro Finds Element Analysis(FEA)results summary. 12
XII Base Connection Checks 13
XIII Frame Connection Checks 14
AB li �
of w AS �9J,
40277
ON A L
Expires: 11/09/2026
Signed: JAN 28 2025
Calculations Report V27.9 Page: 2 of 19
AaA ENGINEERING Project Title: NOEL MORHOUS Project#: 037-25-0108
L. r''' T'"'' Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 DonslCheck by: B.A. I O.A.
Tcl: 419-29219e3
6036 lu—i. ,'Pt— A&A Client:WEST COAST METAL BUILDINGS,INC Dated: 1/211/2025
T,A.dk,,0hk,436:3
1 Design Summary
Structure Information Main Bldg
Roof Type: Gable
Attachment Type Continuous(Shared)Roof,Dropped(Separted)Roof or Isolated Building:
Attaches to OR is next to which building first -
Frame Width(Transverse): Wb= 10.0 ft
Base Rail Length(Longitudinal): Lb = 24.0 It
Building Offset from Front to Adjacent Building: F.= ft
Building Offset from Rear to Adjacent Building: _ _ _ B.= It
Eave or Leg Height: SIDE WALL LEFT RIGHT
He = 11.0 11.0 ft
Roof Pitch(RP/12): — - Rp= 3.0 112
Height of Roof Section: HR= 1.25 ft
Max Structure height: HT= 12.67 ft
Average Structure height: Ha= 11.63 ft
Roof Diaphragm Tributary height: He=(HR+He 12)= 6.75 ft
Individual Budding Square Footage: 240 sgft
Total Square Footage: 240 "It
No.of Gravity Frames: 11
Design Criteria
Prevailing Code: WSBC 2021
Risk Category: I
ASCE Standard followed: 7-16
Load Combinations:Allowable Strength Design(ASD)
Strength:
a.D+f4or S)
d.D+0.75(L,or S)+0.75(0.6W)
c.D+0.75(L,or S)+0.525Ev+0.525EH
d.D+0.6W
e.D+0.7Ev+0.7 EH
f.0.61)+O.6W
g.0.6D-0.7Ev+0.7 EH
Service:
D+0.5L,+W.
W,is based on 10-year M.R.I.wind speed.
Calculations Report V27.9 Page: 3 of 19
AAA ENGINEERING Project Title:NOEL MORHOUS Project#: 037-25-0108
Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by. B.A. I O.A.
TO. 4119-292.1903
60.116 R.-........
M... A&A Client:WEST COAST METAL BUILDINGS,INC Dated: 112812025
T.'I.J..,ON"4362.1
II Gravity Load Summary
Dad Loads Main Bldg
Individual Sell Framing Weight(auto-cal:from F.E.M.): df= 1.595 kip
Root Collateral Dead Load(super imposed): d,= 2.00 psf Ref Cover Sheet of Plans
Total Dead Load. D=df+d,+d1+dZ= 8.85 pst Ref'Static Chack Table in
Total Weight(includes all super-imposed bads): fWt= 2.075 kip Appendices
Live Loads
Roof Live Load: Lr= 55.0 PSI
Snow Loads
Actual Ground Snow Load: Pa,= 55.0 PSI
Design(Rated)Ground Snow Load: Po= 81.0 PSI
Importance Factor: I,= 0.8 ASCE 1.5.2
Thermal Factor: Ct= 1.2 ASCE 7.3.2
Exposure Factor: C.= 1.0 ASCE 7.3.1
Slope Factor: C,= 1.0 ASCE 7.4-1
Flat Roof Snow Load(ASCE Eq 7 3.1): Pf=0.7.C,.C,.I,•Py= 55.0 psf
Sloped Roof Load(ASCE Eq T4-1): P,=C, P,= 55.0 psf
Design Snow Load: S-max(Pf,,P„Fi,)- 55.0 psf
Governing Vartleal Load: Lr-S,Roof Live Lad Controls
Calculations Report V27.9 Page: 4 of 119
AKA ENGINEERING Project Title: NOEL MORHOUS Project#: 037-25-0108
T.I. 4119-292-19N1 Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 DonelCheck by: B.A. I O.A.
60.16 Rarr.�,,,.rr.,ri.... ABTA Client:WEST COAST METAL BUILDINGS,INC Dated: 112812025
T.dedq 06h.ilr.2.l
III Wind Based Enclosure Summary
Wind design parameters&base shear
Design Wind Speed: V= 110 mph Refer ASCE Hazards report
10 Year MRI Wind Speed: VMR1= 67 mph Refer ASCE Hazards report
Exposure: C
Procedure used: MWFRS,Directional Procedure
Calculation methodoigy: Building of all heights
Main Bldg
ASCE Enclosure Classification: Partially Open ASCE Table 26.13-1
IV Seismic Design Parameters
Equivalent Lateral Force(ELF)Procedure-Seismic design parameters
Seismic Design Category: SDC= D ASCE 7 Sec 11 A.8
Site Class: D(DEFAULT) ASCE 7 Table 1613.5.2
Spectral Response accel.at short periods: S. ■ 1.567 ASCE Figure 22-1
Spectral response accel.at short periods: S, a 0.595 ASCE Figure 22-2
Site Coefficient: F,= 1.200 ASCE Table 11.4-1
Long-Period Transition periods: TL= 16 ASCE Figure 22.14-17
Importance Factor: I,= 1.0 ASCE Eq 11.43
Long-Period Site Coefficient: F,= 1.705 ASCE 7 Table 11.4-2
MCER Spectral Response at is: SM1=Fv•S1= 1.014 ASCE Eq I IA-1
MCER Spectral Response at short periods: SMs=Fe.Ss= 1.880 ASCE Eq 11.4.2
Adjusted spectral response acceleration: S,a 1.254 ASCE Eq 11.43
Design spectral response acceleration: So,■ 0.676 ASCE Eq 11.4-4
Max SOS: if Sus'1,SOS=max(1.0,70%SOS)= 1.000 ASCE 7 Sac 12.8.1.3
V Effective Seismic Weight&Seismic Load Summary
Effective Seismic Weight Main Bldg
Structure Weight: wt= 1.595 kip
20%of Snow Load it'Flat Roof Snout is over 30 psf: s=20%of S= 2.640 kip ASCE 712.7.2(4)
Structure Weight Tributary to Roof Level w1=YA•(Ho I HT)+(d�-area)+s= 3.970 kip
Structure Weight Tributary to Roof Level Diaphragm: wp1=w,-parallel walls)= 3.970 kip (assumed conserv.)
Structure Weight Tributary to Second Level wz=(wt+s)•(Ho I HT)= kip
Structure Weight Tributary to Second Level Diaphragm: _ wpz=wz•pare6el walls)_ _ kip (assumed conserv.)
-- -- - ------------- ---- --------------- - —-
Effective Seismic Weight: W.a(w,+wz]l a 3.970 kip ASCE 7 Section 12.7.2
Governing Vertical Seismic Effects (Ev) Main Bldg
Vertical Seismic Force: Ev=0.2 SOS*WS= 0.794 kip ASCE Sec 12.44a
Seismic Total Vertical(Y)Structure Baas Shear Load: EEv= 0.794 kip
Calculations Report V27.9 Page: 5 of 119
ANA ENGINEERING Project Title: NOEL MORHOUS Projecttl. 037.25-0'108
TO. 419-292-IYtl1 Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by: B.A. I O.A.
env,R...i 14-, A&A Client:WEST COAST METAL BUILDINGS,INC Dated: 1/28/2025
TW,&,OISu 4
%Z1
V Seismic Load Summary CONT'D:Longitudinal Z•Direction
Z-Dir,Longitudinal Equivalent Lateral Force(ELF)Procedure Design Coefficients Main Bldg
Building Wall I Frame location: (Z-DIR)(LONGITUDINAL)(PERIMETER) LEFT RIGHT
Seismic Force Resisting System(s)implemented: S.F.R.S. N.D.F.S. N.D.F.S. ASCE 7 Table 12.2-1
Response Modfcaton Factor(tar LRFS design-ASCE 12.2.3.3 ex): R= 3.D0 3.00 ASCE 7 Table 12.2-1
Overstrength coefficient(tor LRFS design-ASCE 12.2.3.3 ex): Q= 2.50 2.50 ASCE 7 Table 12.2-1
Deflection Amplification coefficient for LRFS design-ASCE 122.3.3 ex): Cd= 3.00 3.00 ASCE 7 Table 12.2-1
Z-DIr,Longitudinal ELF Procedure Diaphragm Design Coefficients 3 Base Shear (w Main Bldg
Response Modification Factor(for Diaphragm design-ASCE 12.2.3.3 ex) R'=min(R)= 3.00 ASCE 7 Table 12.2-1
Governing Seismic Force-Resisting Systems): S.F.R,S. N.D.F.S. ASCE 7 Table 12.2-1
Overstrangth co-efficient(for Diaphragm design-ASCE 12.2.3.3 ex) Q= 2.50 ASCE 7 Table 12.2-1
Deflection Amplification coefficient(far Diaphragm design-ASCE 12.2.33 ex). Cd= 3,00 ASCE 7 Table 12.2-1
Approximate fundamental period coefficient 1: C,= 0.020 ASCE Table 128-2
Approximate fundamental period coefficient 2: x= 0.750 ASCE Table 128-2
Approximate fundamental period: T.=Cl'h,x= 0.126 ASCE Eq 128-7
Seismic Bess C.value C,1=SDS I(R I I,)= 0.333 ASCE Eq IZ8.2
Response Co-Max C,Value C,,..,=SDI I T•(R 11.)= 0.255 ASCE Eq 12 83
efficient: Min.Case 1 C,, 01=0.044 SDS I, = 0.044 ASCE Eq 128-6
Min,Case 2 C,,.,ii2=0.5 Si/(R 11.)= not req ASCE Eq IZM
Design Value C,=min(C,,,,C,,.,,,,)d Max(C,,m.,,,Cs**0.01)= 0.255 ASCE Sec 12.8.1.1
Total Effective Seismic Weight Considered: W.=W1+W2= 3.970 kip ASCE 7 Section 12.7,2
Seismic Base Shear: V.■C.'W.■ 1.014 kip ASCE 7 Eq 12.9.1
Exponent Related to Structure period: k= 1.00 ASCE Sec 12.e.3
Diaphragm Tributary Height at Roof: hki= 6.75 ft ASCE Sec 128.3
Diaphragm Tributary Height at Second Floor: Ifk2= - ft ASCE Sec 12.8.1.1
Vertical Distritbution Factor C,=w,'hk,I(w,'hk,+w2'hk2)= 1.00 ASCE 7 Eq 12.8.12
Lateral(Z-dir)Structure Force: Fi,Z■C,1•V.■ 1.014 kip ASCE 7 Eq 12.8.11
Total Lateral(Z)Structure Base Shear Load: IEZ= 1.014 by
SFRS Leoend I Notes:
N.D.F.S.=Steel Systems not specifically detailed for Seismic Resistance(Item H)
O.C.B.F=Steel Ordinary Concentrically Braced Frames(Item B3)
Steel S.W.=Light-frame Wells Sheathed with Steel Sheets Qtem B-23)
O.M.F=Steel Ordinary Moment Frame(Item C-4)
- Indicates all lateral loads of attached structure are transferred to,and resisted by Main Bldg
Calculations Report V27.9 Page: 6 of 19
A,A ENGINEERING Project Title:NOEL MORHOUS Project#: 037-25-0108
TO ,r1 z 1 e1 Project Location:130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by: B.A. 1 O.A.
r1.... A&A Client:WEST COAST METAL BUILDINGS,INC Dated: 1128/2025
l'd..J.,Ohio.L16Li
V Seismic Load Summary CONT'D:Transverse X•Direction
X-Dir,Transverse L.F.R.S.Design Coefficients Main Bldg
Building Wad/Frame location: (X-DIR) (TRANSVERSE)(PERIMETER) FRONT BACK
Seismic Force-Resisting System(s)implemented: S.F.R.S. O.M.F O.M.F ASCE 7 Table 12.2.1
Response Modification Factor(for LRFS design-ASCE 12.2.3.3 ex) R,= 3.50 3.50 ASCE 7 Table 12.2-1
Overstrength co-efficient(for LRFS design-ASCE 12.2.3.3 ex): Q,= 3.00 3.00 ASCE 7 Table 12.2-1
Deflection Amplification Co-efflCient(for LRFS design-ASCE 12.2.3.3 ex): Cd1= 3.00 3.00 ASCE 7 Table 12.2-1
Building Wad/Frame location: (X-DIR)(TRANSVERSE)11NTERIOR) TYP FRAME
Seismic Face-Resisting System(s)implemented: S.F.R.S. O.M.F ASCE 7 Table 12.2-1
Response Modification Factor(for LRFS design-ASCE 12.2.3.3 ex): R2= 3.50 ASCE 7 Table 12.2.1
Overstrength Co-efficient(for LRFS design-ASCE 12.2.3.3 ex). Q2= 3.00 ASCE 7 Table 12.2-1
Deflection Amplification co-efficient(for LRFS design-ASCE 12.2.3.3 ex): Cd2= 3.00 ASCE 7 Table 12.2.1
Number of Internal Wall/Frames with LFRS elements: nx= 9
X-Dir,Transverse Diaphragm Design Coefficients&Bass Shear (E"x) Main Bldg
Response Modification Factor(for Diaphragm design-ASCE 12.2.3.3 ex). R=min(111,R2)= 3,50 ASCE 7 Table 12.2 i
Governing Seismic Force-Resisting System(s): S.F.R.S. O.M.F ASCE 7 Table 12.2.1
Overstrength co-efficient(for Diaphragm design-ASCE 1223.3 ex) a= 3.00 ASCE 7 Table 12.2-1
Deflection Amplification Co-effiCient(for Diaphragm design-ASCE 12.2.3.3 ex). Cd= 3.00 ASCE 7 Table 12.2.1
Approximate fundamental period coefficient 1: G= 0.028 ASCE Table 128.2
Approximate fundamental period coefficient 2: x= 0.800 ASCE Table 128-2
Approximate fundamental period: T.=C1 ha"= 0,199 ASCE Eq 128.7
Seismic Base C,value C.,=Scs/(R I I,)= 0.286 ASCE Eq 12.8-2
Response Co.Max C,Value Cs,max=SC,I T`(R/I.)= 0.472 ASCE Eq 12.W
efficient: Min.Case 1 C,,,,,,,=0.044 Sos I, = 0.044 ASCE Eq 128E
Min.Case 2 C,ft12=0.5 S,/(R 11. = not req ASCE Eq 12.8.6
Design Value C,=min(C,.,,C.'..„)&max(C,,,,,,,,C,.,xn2,0.01)= 0.286 ASCE Sec 128.1.1
Total Effective Seismic Weight Considered: W.=w1+w2= 3.970 kip ASCE 7 Section 12.7.2
Seismic Base Shear: V.■C'-W.■ 1.134 kip ASCE 7 Eq 12.8.1
Exponent Related to Structure period: k= 1.00 ASCE Sec 12.8.3
Diaphragm Tributary Height at Roof: hk1= 6.75 It ASCE Sec 128.3
Diaphragm Tributary Height at Second Floor: hk2= It ASCE Sec 12.8.1.1
Vertical Distritbution Factor C,,=w,.hk,I(w,•hk,+w,'hk�= 1.00 ASCE 7 Eq 12.8.12
Lateral(X-dir)Structure Force: F1,x■C,1'V.■ 1.134 kip ASCE 7 Eq 12.8.11
Total Lateral(X)Structure Base Shear Load: fEx= 1.134 lip
SFRS Lwend I Notes:
N.D.F.S.=Steel Systems not specifically detailed for Seismic Resistance ptem H)
O.C.B.F=Steel Ordinary Concentrically Braced Frames(Item B-3)
Steel S.W.=Light-frame Wads Sheathed with Steel Sheets(Item B-23)
O.M.F=Steal Ordinary Moment Frame(hem C-4)
Indicates L.F.R.S.is part of,or is attached to,and is resisted by S.F.R.S.of Main Bldg
,, Page: 7 of 19
AAA ENGINEERING Project Title NOEL MORHOUS Project# 037-25-WO8
t r Project Location 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by B.A. /O.A.
T.I. 419-292-196.1
so.v, Plr A.3.A Client WEST COAST METAL BUILDINGS,INC Dated 1128/2025
._. T.dc.lo,Old&4362.1
A Framing Members Material Properties
Framing Member Properties All Tubing All Channels
Type and Grade. ASTM A500 Grade C ASTM A653(HSLA)Grade 50
Yield Strength: Fy= 50 ksi 50 kst
Ultimate Strength. F,= 62 ksi 65 ksi
Sheathing Steel Properties
Type and Grade: ASTM A792 SS Grade 80
Yield Strength Fy= 60 ksi
Ultimate Strength F�= 61.5 ksi
Material Properties
Modulus of Elasticity E= 29.000 ksi
Density. Y= 490 Ibs/tt'
Framing Members Section Properties:
Section ID Description Depth I Width X-Area Gauge/Thickness Intertla X-X!Y-Y
in in' in in4
TS252514GA 2.5'SO x 14GA Tube 2.5/2.5 0.802 14 GA 10.083 0.782 /0.782
CS252514GA 2.5"SO x 14GA C-Channel 2.5/2.5 0.609 14 GA!0.083 0.694/0.409
C401014GAD (2)4"x 1"x 14GA HAT-Channel-Back-to-back 1/4 1.188 14 GA!0.083 1.92914.098
Cakulations Report V27.9 Page: 8 of 19
ARAENGINEERING Project Title: NOEL MORHOUS Project#: 037-25.0108
t Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by* B.A. /O.A.
T.I. 419-292.196.1
A&A Client:WEST COAST METAL BUILDINGS,INC Dated 1/28/2025
T..t.a..,ON,,4x11
VII Self Drilling Screw,Fastener Capacities
Type 1:Fastener Common Parameters MA-14GA 12GA-14GA 14GA-12GA 12GA-12GA 18GA-14GA
Fastener ESR: ESR 2196 ESR 2196 ESR 2196 ESR 2196 ESR 2196
Fastener type: 012-14 x 3/4" #12-14 x 314" #12-14 x 314" #12-14 x 314" #12A 4 x 314"
Fastener Brand: Hiki SD screws Hiki SD screws Hiki SD screws Hiki SD screws Hiki SD screws
Allowable Fastener Steel Tensile Capacity(per fastener): FTSA= 775.00 775.00 775.00 775.00 775.00 bf
Allowable Fastener Steel Shear Capacity(per fastener): FvSA= 625.00 625.00 625.00 625.00 625.00 Ibf
Per Fastener-Connection Capacity 14GA-14GA 12GA-14GA 14GA-12GA 12GA-12GA 18GA-14GA
Ultimate Strength of Steel members: FuM= 65 65 65 65 61.5 ksi
Gauge of member in contact with screw heed: tmn,= 14 12 14 12 18 GA
Gauge of member not in contact with screw head: tmg2= 14 14 12 12 14 GA
Allowable Pull-over Capacity(per fastener): FP,ovR=(FuM/FuA)'FP,ovR= 65 145 x 700.00 65!45 x 840.00 65/45 x 980.00 65 145 x 980.00 61.5 145 x 700.00 Ibf
Allowable Pull-out Capacity(per fastener): F'p,ouT=(Font/FuA)'FpcuT= 65 145 x 207.00 65145 x 248.00 65/45 x 289.00 65 145 x 289.00 61.5 145 x 207.00 Ibf
Allowable Shear Bearing Capacity(per fastener): FFV.BRG=(FuM/FuA)*Fv.BRG= 65145 x 600.00 65l 45 x 787.00 65/45 x 657.00 65145 x 920.00 61.5145 x 420.00 bf
Controlling Tensile Capacity(per fastener): FTA=min(FTSA,F'P,ouT•F o.ovo= 299.00 358.22 417.44 417.44 282.90 bf
Controlling Shear Capacity(per fastener): FvA=min(FvSA,F'veRG)= 625.00 625.00 625.00 625.00 574.00 bf
Type 2:Fastener Common Parameters 14GA-14GA 12GA-14GA 14GA-12GA 12GA-12GA 18GA-14GA
Fastener ESR: ESR 2196 ESR 2196 ESR 2196 ESR 2196 ESR 2196
Fastener type: #12-24 x 1 1/4" #12-24 x 1 1/4" #12.24 x 1 1/4" #12-24 x 1 1/4" #12-24 x 1 1/4"
Fastener Brand: Hiki SD screws Hiki SD screws Hiki SD screws Hiki SD screws Hiki SD screws
Allowable Fastener Steel Tensile Capacity(per fastener): FTSA= 1300.00 1300.00 1300.00 1300.00 1300.00 Ibf
Allowable Fastener Steel Shear Capacity(per fastener): FvSA= 760.00 760.00 760.00 760.00 760.00 Ibf
Par Fastener-Connection Capacity 14GA-MA 12GA-14GA 14GA-12GA 12GA-120A 18GA-14GA
Ultimate Strength of Steel members: FuM= 65 65 65 65 65 ksi
Gouge of member in contact with screw head: 6.1= 14 12 14 12 18 GA
Gauge of member not in contact with screw head: tmn2= 14 14 12 12 14 GA
Allowable Pull-over Capacity(per fastener): FP,ovR=(FuM/FuA)*FP.ovR= 65/45 x 700.00 65/45 x 840.00 65/45 x 980.00 65/45 x 980.00 65/45 x 700.00 Ibf
Allowable Pull-out Capacity(per fastener): Pp Our=(FuM/FuA)'FP,ouT= 65/45 x 207.00 65/45 x 248.00 65/45 x 289.00 65/45 x 289.00 65 145 x 207.00 Ibf
Allowable Shear Bearing Capacity(per fastener): FvaRG=(FuM/FuA)*Fv.BRG= 65145 x 600.00 65/45 x 787.00 65/45 x 657.00 65/45 x 920.00 65145 x 420.00 bf
Controlling Tensile Capacity(per fastener): FTA=min(FTSA,F'P.ouT.F'o,ovR)= 299.00 358.22 417.44 417.44 299.00 bf
Controlling Shear Capacity(per fastener): FvA=min(FVSA,FV,BRG)= 760.00 760.00 760.00 760.00 606.67 bf
Cakulatlons Report V27.9 Page: 9 of 19
A&A ENGINEERING Project Title: NOEL MORHOUS Project#: 037-25-0108
T.I. Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by: B.A. I O.A.
419-292-t9eJ
l.01I' In... A&A Client:WEST COAST METAL BUILDINGS,INC Dated: 112812025
T.I.& 0114. 43-6111
VIII Common Member Types and Gauges
Main Bldg
Building Wall/Frame location: (Z-DIR)(LONGITUDINAL)(PERIMETER) LEFT RIGHT
Side Wall Column Post Member Type: rs2525t4GA Ts252514GA _
Refer Section properties table
Side Wall Column Post Member Gauge: 14 14 GA
Sleeve Gauge: 12 12 GA
Main Bldg
Building Well I Frame location: (X4IR) (TRANSVERSE)(PERIMETER) FRONT BACK
Roof Member Type: TS251:I146A TS252314GA -
Refer Section properties table
Roof Member Gauge: 14 14 GA
End Wall Column Post Member Type: Refer section properties table
End Wag Column Post Member Gauge: - GA
Sleeve Gauge: GA
Main Bldg
Building Wall I Frame location: (X-DIR)(TRANSVERSE)(INTERIOR) TYP FRAME
Roof Member Type: - TS252514GA - Refer Section properties table
Roof Member Gauge. 14 GA
Column Post Member Type: TS252514GA _ Refer section properties table
Column Post Member Gauge: 14 GA
Sleeve Gauge: 12 GA
Calculau,-,:.:Repert vv.s Page: 10 of 19
ANA ENGINEERING Project Title NOEL MORHOUS Project#: 037-25-0108
Project Location 130 N MT JUPITER DR,HOODSPORT,WA 98W Done/Check by: B.A. I O.A.
T.I. 419-292-I91LS
(.014 R,::-,,,.r,�,rl... A&A Client:WEST COAST METAL BUILDINGS,INC Dated: 112812025
T..1.d..,Ol.i..4.N.2/
IX Story Drift Checks:Wind(Based on Serviceability)
Direction X,Transverse (Side Sway) Total Structure
Allowable Deflection Limit(measured at Eave): Awxe=0.0111 "HB = H 190= 1.467 in
Maximum Structure deflection noted: _ Awx= 1.326 in Refer Beam Div Summary
Check: Awxa > Am= OK
Direction 2,Longitudinal Total Structure
Ailowable Deflection Limit(measured at Eave): Awxa=0.0083•HB = H 1120 1.100 in
Maximum Structure deflection Voted: Av¢= 0.004 in Refer Beam Diep Summary
Check: AWZ11 > A,, OK _.—_---
X Gravity Deflection(Based on Serviceability)
Direction Y,Vertical Total Structure
Allowable Vertical Deflection: AYA= W 1180= 0.667 in
Maximum Structure deflection noted: Av= 02M in Refer Beam Disp Summary
Check:—---- — -- — - — Avg> Av= OK
Cakulahons Repon M.9
Page: 11 of 19
AnA ENGINEERING Project Title: NOEL MORHOUS Project#: 037-25-0108
Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by: B.A. 1 O.A.
Tar: 419-212.49"
sn.v,n....t>... .N.- A&A Client:WEST COAST METAL BUILDINGS,INC Dated: 112812025
014,,43421
XI STAAD.Pro Finite Element Analysis(FEA)results summary:
Summary of Maximum Beam Forces by Property: Total Structure
Axial Torsion Shear Bending Refer'9emn Max Fomesby Section Propary
Fx Mx Fy,Fz My,Mz toles So wtionfo,wwas
Property Name kip kip-in kip kip-in
TS2525140A 2.126
0.208 0.651, 0.09 1.743, 10.58
CS252514GA 2.908 0.000 0, 0.002 0, 0
C4010140AD 1.014 0.000 0, 0,003 0, 0
Note:All members have been checked per AISC 360 code using STAAD.Pro,and their utilization ratios(based on applicable Axial,Shear,Bending,Torsion,etc.checks),have been provided in the"Utibetion Ratio"tables of the Staad output(SO)section).
Summary of ASD Nodal Reactions Main Bldg
Nociss Located Tong WALL LIR
Fx Transverse Reaction(+ve or-ve) Fx,max' -0.091 — — —` kip
Coresponding Fz Longitudinal Reaction(+ve or-ve) Fz= 0.000 kip
Coresponding Fy Vertical Reaction(+ve or-ve) Fy= 1.277 kip
Fz Longitudinal Reaction(+ve or-ve) Fz,mu• 0.034 kip
Coresponding Fx Transverse Reaction(+ve or-ve) Fx= 0.005 kip
Coresponding Fy Vertical Reaction(we or-ve) Fy= 0.154 kip
Fy Baring Reaction(+ve) Feito,max a - 1.487 kip
Coresponding Fz Longitudinal Reaction(+ve or-ve) Fz= 0.000 kip
Coresponding Fx Transverse Reaction(+ve or-ve) Fx= 0.067 kip
Fy Uplift Max(-ve) Fup,max m -0.374 kip
Coresponding Fz Longitudinal Reaction(+ve or-ve) Fz= 0.000 kip
Coresponding Fx Transverse Reaction(+ve or-ve) Fx= -0.055 kip
Uplfftt Resultant: RU►= (FuP,MAx'+F2'+Fx")= 0.378 kip
Max Uplift Resultant(noted) RvPaAX xe AF, +F22+Fx'1= 0.378 klp
Calculations Report V27.9 Page: 12 of 19
AKA ENGINEERING Project Title NOEL MORHOUS Project# 037-25-0108
7ri. it9-292J9e3 Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by. B.A. 1 O.A.
bow Rcn.i+w.w o t•1.. A&A Client:WEST COAST METAL BUILDINGS,INC Dated 1/2812025
XII Base Connection Checks
Post-to-Base Rail&Side Wall Post-to-Roof Beam Connection Main Bldg
Design Forces at: (Z-DIR)(LONGITUDINAL)(PERIMETER) LEFT RIGHT
Combined Uplift+Shear: Nom•Rup. 0.378 0.169 kip
Sleeve Fastener(in Shear)Parameters (Z-DIR)(LONGITUDINAL)(PERIMETER) LEFT RIGHT
Po•` T 12 12 GA
No.of Sleeves at each connection: nsL= 1 1
No.of Fasteners in each Sleeve: nFV= 4 4
—+Allowable Shear Capacity(per Screw): FVA=min(FuSA,FVARG)= 625.0 625.0 Ibf Rater SDS Cale sec above
,Total Allowable Shear Capoc'It RFVA=nsl'nFv'FvA= 2.500 2.500 kip
Fastener Shear Check: RFVA>PON■ OK OK
Slave Wekt pn Shsar)Parametero (Z-DIR)(LONGITUDINAL)(PERIMETER) LEFT RIGHT
T Length of Weld in Sheer(include a6 faces): L,wb= 4.00 4.00 in
Weld thickness: t"d= 118 118 in
i Weld Strength: Fnw= 50 50 ksi
Weld loading angle: 6= 0 0 deg Assumed conservatively
Total weld Shear per AISC: Pwar=0.60 Fn°"(V212)'tW la•Lww (1+0.5sin'5 6)= 10,607 10.607 kip A1SC Ed 84&J2-5
Total weld Shear per AISI Pn2=F,w'Lwab""w 25.000 25.000 kip AISI E24-3
Allowable Weld Capacity RwA=min (Pwa112.00), (P,,a212.35)= 5.303 5.303 _ kip
Weld Shear Check: RwA3 PCM■ OK OK —
Post-to-Base Rail Connection Main Bldg
Design Forces at:
Combined Uplift+Shear: Pcom=AP,+4(vx +yZ))= kip
Sleeve Fastener(in Shear)Parameters
P°. T GA
• No.of Sleeves at each connection: nsL=
No.of Fasteners in each Sleeve: %=
—>Allowable Shear Capacity(per Screw): FvA=min(F45A,Fvseo)= Ibf Refer SDS Cale sec above
Total Allowable Shear Capacity: RFVA2 nsL'nFv'FvA= _ kip
Fastener Shear Check: RFVA>Pca■
Slave Weld(in Shear)Parameters
T Length of Weld in Sheer(include all faces): Lweb= in
Well thickness: tweid= in
Weld Strength: F w= ksi
Weld loading angle: 6= deg Assumed conservatively
Total weld Shear per RISC: Pwa1=0.60'Fm,"(�212)'twee'L,w,R r(1+0.5sin1,5 e)= kip A]SC Eq 8.1&J2-5
Total weld Shear per AISI: Pwi2=F,w'Lweid"twm= kip AISI E2.4-3
Alloa�able Wald Capacity RwA=min (Pwat 12.00). (P,,,2/2.35)= kip
Weld Shear Check: RwA PcoN=
Calculations Report V27.9 Page: 13 of 19
A1,AENGINEERING Project Tile NOEL MORHOUS Project# 037-25-0108
ri Project Location 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by B.A. I O.A.
Td. 419-292•lY1Ll
enw ;,,,,, In-, A&A Client WEST COAST METAL BUILDINGS,INC Dated 112812025
T +wai
XIII Frame Connection Checks
Knee Brace-to-Column Post connection Main Bldg
Connection located at: TYP FRAME
Max.Axial Forces at each Knee Brace element Pi= 1.014 kip From Max Forces Table
Knee Brace member: C401014GAD
Knee Brace Length: LKe= 3.00 R
No.of Knee Braces at each connection: nKe= 2
Knee-Brace Member Axial Design TYP FRAME
Ilowable Knee Brace Axial Capacity: RA=nKe•RK9= 5.402 kip
J�•Y aximum Kna Brace Axial Force: FKs•Pig,• 1.014 kip
nee Brace Axial Capacity Check: RA>Pp' OK
Knee Brace Fastener Parameter TYP FRAME
----_ - —- --_.N ---- - - ------- -
Knee Brace Gauge: 14 GA
No.of Fasteners at End of Each Knee Brace. n,= - 3
Allowable fastener Shear Capacity per Screw FVA=min(FVSA,Fv,aao)_ - 625.0 Ibf Rater SOS Calc Sec above
Total Allowable fastener Shear Capacity: RFvA=nxe•nFv•FvA= - 1750 kip
Knee Brace fastener Shear Check: RFVAs Pp ■ OK
Flat Clip(in Shear)Parameters TYP FRAME
Plate Gauge: GA
No.of Plates at each connection: nFCL=
No.of Fasteners in each Plate: nF,V,FCL=
Allowable fastener Shear Capacity per Screw: FvA=min(FvsA,FV,BRG)_ - Ibf Refer SOS Cak:sec above
Total Allowable fastener Shear Capacity: RFVA= nFa nr v Fa•FVA= kip
Fastener at Plate Shear Check: RFVA>PNe■ -
Flare V-Groove Weld Paramaters TYP FRAME
Length of Weld(each face) L.= - in
No.of Welded faces nw=
Weld thickness I throat t,= - in
Thickness of Welded Member: t= in
Strength of Welded Member: F�= - ksi AISC Eq 8-1 8 J2.5
Web Strength(E70XX) F.= - - ksi
Effective Weld thickness(for Flare V-Grove Welds): t.=min(t rd1,t.Td0= - - in
A-Longitudinal Weld Shear
Component Force(along length of weld): PLre=Fps/n.'42= kip
If It S t.<2t ASD AISI Weld Capacity: Pn110=0.75't•L•,-Fa/2.80= kip AISI J28-3
B t.>2t ASD AISI Weld Capacity: Pns 10=1.5•t•L,,•F /2.80= kip AISI J2.8.2
Nt>0.1in ASD AISI Weld Capacity: Pro10=0.75•t.'L,.-F,a/2.55= kip AISIJ2.8.4
ASD AISC Weld Capacity P.,/0=0.60 F.(-hR)'twr'L.,(1+0.5sin"5 8)12.00= kip AISC Eq 8.1 a J25
Longitudinal Weld Check: min(PM 10 P,e 10 P,a 10 Pµ I 0)>PL,e■ -
B-Transverse Weld(Tensile)
Component Force(perpicular to weld): PTFe=PPs I n.'42= - kip
ASD AISI Weld Capacity: P„110=0.833-t'L.'Fv/2.55= - kip AISI J2.8.1
ASD AISC Weld Capacity: P.10=0.60 Fa(-tQ)'twT'L.(1+0.5sin"8)/2.00= - kip AISC Eq 8-1 8 J25
Transverse Weld Check: min(PM 10,Pie 10)3-PTFs■ -
Calculations Report V27.c, Page: 14 of 19
AnAENGINEERING Project Title NOEL MORHOUS Proiect# 037.25-0108
T.I. 119 292 rYet Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by. B.A. 1 O.A.
sox,Rcn uew.m. rr.. A&A Client:WEST COAST METAL BUILDINGS,INC Dated 1/2812025
XIII Frame Connection Checks CONT'D
Knee Brace-to•Column Post connection Main Bldg
Connection located at FRONT BACK
Max.Axial Forces at Knee Brace element Pra= 0.945 0.945 kip From Max Forces Table
Knee Brace member: C401014GAD 0401014GAD
Knee Brace Length: LKS= 3.00 3.00 It
No.of Knee Braces at each connection. nKB= 2 2
Knes-Brace Member Axial Design FRONT BACK
Allowable Knee Brace Axial Capacity: RA=nKB•RKB= 5.402 5.402 kip
P b�
�•• Maximum Knee Brace Axial Force: FKB=Pe= 0,945 0.00 kip
Knee Brace Axial Capacity Check: RA>Pm = OK 01K
Knee Brew Fastener(in Shear)Parameters FRONT BACK
Knee Brace Gauge: 14 14 GA
No,of Fasteners at End of Each Knee Brace: n"= 3 3
Allowable fastener Shear Capacity per Screw. FvA=min(FvsA,Fv,BRG)= 625.0 025.0 bf Refer SDS Calc sec above
Total Allowable fastener Shear Capacity: RFVA=nKB•nFv•FvA= 3.750 3.750 kip
Knee Brace Fastener Shear Check: RFVA>Pra ■ OK OK
Flat Clip(in Shear)Parameters FRONT BACK
Plate Gauge: GA
No.of Plates at each connection: nFcL=
No.of Fasteners in each Plate nF,v,Fa=
Allowable fastener Shear Capacity per Screw. FvA=min(FVM Fv,BRG)= bf Refer SDS Cale sec above
Total Allowable fastener Shear Capacity: RFVA= nFcr nFy Fa•FvA= kip
Fastener at Plate Shear Check: RFVA>PKe■
Flare V-Groovs Weld Parameters FRONT BACK
Length of Weld(each face): L.= in
No.of Welded faces nor,=
Weld thickness I throat. to= in
Thickness of Welded Member t= in
Strength of Welded Member F = ksi
Weld Strength(E70XX) F.= ksi
Effective Weld thickness(for Flare V-Grove Welds). tor=min(t.rdl442)= in AISI J2.6.7
A-Longitudinal Weld(Shear)
Component Force(along length of weld): PLFa=PRB/M• 2= kip
If t s t.<2t ASO AISI Well Capacity: Pn4 I 0=0.75•t•L.•F,/2.80= kip AISI J2 6.3
If t.>2t ASD AISI Weld Capacity: Pa)/0=1.5.t•Iw•F,,12.80= kip AISI J2.6-2
If t>0.1in ASD AISI Weld Capacity: Pa)10=0.75•tor'L„.Fxx/2.55= kip AISI J2.6-4
ASD AISC Weld Capacity: P.,l 0=0.60 F.(-4n)•tw,•L.(1+0.5sin'-)0)12.00= _ kip AISC Eq 8-1 a J2-5
Longitudinal Weld Check: min(P.,10 P.2/0 Pie 10 PM 10)>PLPB■
8-Transverse Weld(Tensile)
Component Force(perpicular to weld): PTFe=PAB I n.•42= kip
ASD AISI Weld Capacity: P.j 10=0.833•t•L,•F /2.55= kip AISI JZ6-1
ASD AISC Weld Capacity: P 10=0.60 F.(-12R)•tor,•L.(1+0.5sin"$0)12.00= kip AISC Eq 6-1 8 J2.5
Transverse Weld Check: min(P.,10,Pot 10)>PTFe
Calculations ReportV27,9 Page: 15 of 19
0'' AAA ENGINEERING Project Title:NOEL MORHOUS Project#: 037-25-0108
Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by: B.A. I O.A.
rTu,lq�41.;>. 983
'-'14— A&A Client:WEST COAST METAL BUILDINGS,INC Dated: 112812025
T..1.d..,Obi..4.N.11
XIII Frame Connection Checks CONT'D
Peak Brace-to-Column Post connection Main Bldg
Connection located at: TYP FRAME
Max.Axial Force at each Brace element: PFs= 2.908 kip From Max Faces Table
No,of Brace members at each connection: nFe= 1
Peak Brace Fastener(in Shear)Parameters TYP FRAME
Roof Member Gauge: 14 GA
Peak Brace Gauge: 14 GA
No.of Fasteners at End of Each Peak Brace: nFv= 4
Allowable fastener Shear Capacity per Screw. FvA=min(FvsA,FV,BRo)= 760.0 bf Rotor SOS Calc Sec above
Total Allowable fastener Shear Capacity -_--._ -. RFVA=rips*nrv'FvA= .--__-- ___3.040 --- - kip
Peak Brace Fastener Shear Check: RFVA>Pro ■ O-K
Flat Gip On Shear)Parameter TYPFRAME
Plate Gauge: GA
No,of Plates at each connection: nFCL=
No.of Fasteners in each Plate: nF,v,FCL= - -
Allowable fastener Shear Capacity per Screw. FvA=min(FVSA,Fv,eRJ_ - bf Refer SOS Cak:sec above
Total Allowable fastener Shear Capacity: RFvA= nFcL nF v f c% FVA= kip
Fastener at Plats Shear Check: RFVA>Pro■ -
Flare V-Groove Weld Parameter TYP FRAME
Length of Weld(each face): Lw= in
Spacing of Welds Of applicable): Sw=
in c.c
No.of Welded faces nw.=
Weld thickness/throat: t1A= in
Thickness of Welded Member: t= in
Strength of Welded Member: F = ksi
Web Strength(E70XX) F.= ksi
Effective Weld thickness(for Flare V-Grove Welds): Ix=min(141,"= in AISI J264
A-Longitudinal Weld(Shear)
Load Angle(along length of weld): 8=tan 1(rise/run)= deg
Component Force(along length of weld): PL,R=Pr/nw'cos 9= kIp
Effective Total Length of Weld in Shear: L.= in
If t s tw<2t ASO AISI Weld Capacity: P 110=0.75-t'L_-F�/2.80= kip AISI J263
B tw,>2t ASD AISI Web Capacity: P i/0=1.5.t•L.*F,/2.80= kip AISI J26.2
N t>0.1In ASD AISI Weld Capacity: Pn910=0.75 w tw'L,W•F„12.55= kip AISI J2.6-4
ASD AISC Weld Capacity: P,,,/0 0.60 F,n(J22)'t,NT>L„(1+0.5sin"'9)12.00= kip AISC Eq 8-16 J25
Longitudinal Weld Check: min(P 1/0,P i 10,P s/0,P i 1(1)>PL,■
B.Transverse Weld(Tensile)
Component Force(perpicular to weld): PTFs=PFs/nw•sin 0= kip
ASD AISI Weld Capacity: P l 10=0.833 t•Lw"F /2.55= kip AISI J26-1
ASD AISC Wekl Capacity. ____-Pnzl 0_0_60 F.(422)'tWT.L.(1+0.5sin"'6)/2.00= kip AISC Eq 8.18 J25
Trnsverse Weld Check: min(Pei 10,Pc:10)>PTFs —-- ------ - - - ---
c;,.�:"IL":_;�-L:';:, I L—-' age: 16 of 19
AAA ENGINEERING Project Title NOEL MORHOUS Project#: 037-25-0108
Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by: B.A. /O.A.
Trl. 419-292-19e-1
rnw as,..�.n..rl.., A&A Client:WEST COAST METAL BUILDINGS,INC Dated: 1/28/2025
'TdcJ.r,Uli.,4362.3
XIII Frame Connection Checks COM
Peak Brace-to-Column Post connection Main Bldg
ConMax.Axial
located at: FRONT BACK
Max.Axial Force at each Brace element: Pre= 2.877 2.877 kip from Max Faces Table
No.of Brace members at each connection: rips= 1 1
Peak Brace Fastener Parameters FRONT BACK
Roof Member Gauge: 14 14 GA
Peak Brace Gauge: 14 14 GA
No,of fasteners at End of Each Peak Brace: nFV= 4 4
Allowable fastener Shear Capacity per Screw FvA=min(FVSA.FV,BRG)= 760.0 760.0 bf Refer SDS Cale Sec above
Total Allowable fastener Shear Capacity: RFyA=rips•nFv•FvA= 3.040 3.040 kip
Peak Brace Fastener Shear Check: RFVA>PPS ■ OK OK
Flat Gip(in Shear)Parameters FRONT BACK
Plate Gauge: GA
No,of Plates at each connection: nFCL=
No,of Fasteners in each Plate: nF.VFCL=
Allowable fastener Shear Capacity per Screw. FvA=min(FvsA•FvsRG)= bf Refer SOS Cal sec above
Total Allowable fastener Shear Capacity: RFvA= nFCL`nF v FCL`FvA= kip
Fastener at Plate Shear Check: RFVA>PPS=
Flare V-Groove Weld Parameter FRONT BACK
Length of Weld(each face): L.= in
Spacing of Welds(if applicable): Sw= in c.c
No,of Welded faces nw=
Well thickness/throat: t,N= in
Thickness of Welled Member. t= in
Strength of Welded Member: Fv= ksi
Weld Strength(E70XX) F.= ksi
Effective Weld thickness(for Flare V-Grove Welds): 4v=min(twrdl,twrd2)= in AISI J28.7
A-Longitudinal Weld(Shear)
Load Angle(along length of weld): 9=tan'(rise I run)= deg
Component Force(along length of weld): Pi. ,=Pps/nw`cos B= kip
Effective Total Length of Weld in Shear: L.= in
If t s tw-c 2t ASD AISI Weld Capacity: Pm 10=0.75•t`Lwe`F,12.80= kip AISI J26.3
If tw>2t ASD AISI Weld Capacity: Pn210=1.5•t`L.`F�/2.80= kip AISI J26.2
III t;-,0.11n ASD AISI Weld Capacity: Pn210=0.75`tw`L.`F„/2.55= kip AISI J26.4
_ASD AISC Weld Capacity: PM 10=0.60 F„ (42n)•twT`l (1+O.Ssin''8 8)/2.00= _ _ kip AISC Eq 8.1&J2.6
Longitudinal Weld Check: min(Pn1/0,Pn210,Pig 10,Pn410)>PL_ ,_
B-Transverse Weld(Tensile)
Component Force(perpicular to weld): PTFs=Pps/nw•sin 0= kip
ASD AISI Weld Capacity: Pet 1 0=0.833*t`Lw`Fv/2.55= kip AISI J26.1
ASD AISC Weld Capacity: P 2112=0.60 F,d (422)'twT.Lw(1+0.5sin''S e)/2.00= kip AISC Eq 8.1&12-6
Transverse Weld Check: min(Pnl/0,Pn210)>PTPS=
Calculations Repcn'V27-9 Page: 17 of 19
i
'' AAA ENGINEERING Project Title: NOEL MORHOUS Project# 037-25-0108
Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by: B.A. 1 O.A.
Tf' 11Y-292.1W3
.u�x.a�,.a. .,�,Pl— A&A Client:WEST COAST METAL BUILDINGS,INC Dated: 1/28/2025
T..lud..,O14,1Mal
I Foundation Reactions Summary
ASD Design Forces Summary: Main Bldg
Summary of Maximum Nodal Forces WALL L 1 R
Fx Transverse Reaction(+ve or-ve) Fx,m..' -0.091 kip Ref.Reaction Summary
Coresponding Fz Longitudinal Reaction(+ve or-ve) Fz= 0.000 kip
Coresponding Fy Vertical Reaction(+ve or-ve) Fy= 1.277 kip
Fz Longftudinal Reaction(+ve or-ve) Fz,mlx■ 0.034 kip Ref.Reaction Summary
Coresponding Fx Longitudinal Reaction(we or-ve) Fx= 0.005 kip
Coresponding Fy Vertical Reaction(+Ye or-ve) Fy= 0.154 kip
Fy Bearing Reaction(+ve) Fammu- 1.487 kip Ref,Reaction Summary
Coresponding Fz Longitudinal Reaction(+ve or-ve) Fz= 0.000 kip
Coresponding Fx Longitudinal Reaction(+ve or-ve) Fx= 0.067 kip
Fy Uplift Max(-ve) Fup,m.x m 4374 kip Rot.Reaction Summary
Coresponding Fz Longitudinal Reaction(we or-ve) Fz= 0.000 kip
Coresponding Fx Longitudinal Reaction("a or-ve) Fx= -0.055 kip
Summary of Total Forces along Entire Wall WALL L 1 R
Total Fx Transverse Reaction(+ve or-ve) max Fx,T- -0.981 kip
Coresponding Total Fz Longitudinal Reaction(+ve or-ve) Fz,T- - kip
Coresponding Total Fy Vertical Reaction(+ve or-ve) Fy,T- 8.631 kip
Total Fz Longitudinal Reaction(+ve or-ve) max F2,T- U.11H klp
Coresponding Total Fx Longitudinal Reaction(+ve or-ve) Fx,T m 0.053 kip
Coresponding Total Fy Vertical Reaction(+ve or-ve) Fy,T- 1.314 kip
Total Fy Bearing(+ve)Reaction max FMT- 7.639 Idp
Coresponding Total Fz Longitudinal Reaction(+ve or-ve) F;T- by
Corresponding Total Fx Longitudinal Reaction(+ve or-ve) FXT m 0.677 kip
Total Fy Uplift(-ve)Reaction max FUP,T- -1.962 klp
Coresponding Total Fz Longitudinal Reaction(we or-ve) Fz.T- 0.000 kip
Coresponding Total Fx Longitudinal Reaction(+ve or-ve) Fx,T` -0.589 kip
Calculations Report V27.9
Page: 18 d 19
ANA ENGINEERING Project Tide: NOEL MORHOUS Project#: 037-25-0108
Trl: 319-:92-19tl3 Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by: B.A. I O.A.
60N,n.n»�.e.n..c T'I»„ A&A Client:WEST COAST METAL BUILDINGS,INC Dated: 112812025
.436L.1
II Anchorage Type:Soil, Rock/Rocky Soil, or Asphalt
Anchor Design Parameters Main Bldg
Anchor Location WALL L 1 R
Rocky Soil.
Rock or
Foundation Type: Asphalt ,
Anchor Manufacturer: _ Home Pride
Anchor Model HP9
Anchor Length: 22" in
Anchor Helix.Disc,or Attachment: 210141018' in
Be
Anchor Diameter: 39• in
Anchor Testing Angle: 91= 45 deg
Anchor Testing Load: F.= 4.725 kip
Allowable Anchor RUP-(213)x F.= 3150 k U Mt C V , ------- - -- -PI aP�Y - P
Anchorage Uplift&Shear Check WALL Lilt
Total No,of Posts with Anchors at Wet R= 7
Total Uplift at Wall: FuP,T' 1.962 kip
Total Shear at Wall: FLAT=max(Fz,T.Fx,T)= 0.961 kip
Combined Loading Angle: 82=max of 45'OR ten-1(Fup,T/FLAT,T)' 63.9 deg
Combined Uplift&Shear at Well: Fcomb,T= 4(FUP,T" *FLAT,T 12 2,18 kip
Per Anchor Allowble Uplift&Shear Capacity. RComb=(81/02)x Rup= 2.42 kip
Total Anchor Allowable Uplift&Shear-Capacity:- Rc r.*,T=ry x Rc,.,b= 15.53 kip
Combined Uplift&Shear check: Rcomb,T> Fca.b,T' OK
P
L4
Calculations Report V27,9 Page: 19 of 19
gig
A&A ENGINEERING Project Title:NOEL MORHOUS Project# 037-25-0108
Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Check by: B.A. 1 O.A.
Tr1: 419-292.19M
N0 A R—A...,,.•.Pfw-• A8A Client:WEST COAST METAL BUILDINGS,INC Dated 112812025
Ohio Mall
APPENDICES
SECTION
A&A ENGINEERING Project Title:NOEL MORHOUS Project# 037-25-0108
r - ' r- "'� Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Checkby. B.A.I O.A.
TO. 419-292-190
ISAU.R<..ia—.IN— A&A Client WEST COAST METAL BUILDINGS,INC Dated' M2812025 00 1'olk�b ON.
4.116.0
Main Building Wind Generation Report
Structure Information Main Building Plan View
Roof Type: Gable
Frame Width(Transverse): 10.0 ft
Base Rail Length(Longitudinal) 24.0 It
LEFT RIGHT
EaveHeight: 11.0 11.0 ft 24.00 FT
Roof Pitch(RP/12): 3.0 112
Max Structure Height: HT= 12.67 ft
Average Structure Height: H.= 11.63 ft T
Building Enclosure: Partially Open Z-Direction
Wind Design Parameters
Design Wind Speed: V= 110 mph Section View 12.67 FT
Exposure: C - ----------- 11.63 FT
Building Elevation above sea level: 760 It —�
Procedure used: Directional 11.00 FT
Topography: Flat
X-Direction
10.00 FT +
Wind GenerationReport Page: W1 ofW3
AaA ENGINEERING Project Title:NOEL MORHOUS Project#: 037-25-0108
r IV IL-STRVC FURAL Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Checkby: B.A./O.A.
TO; 419-292.190
W36 Rsnsisesnee Place A8A Client WEST COAST METAL BUILDINGS,INC Dated' 112812025
raleth).Ohio 436.0
Main Building Wind Generation Report CONT'D
X Transverse Direction
L Wind Direction Lett-to-Right Group Surface z(fry q(psf) G Cp GCpi Ext Pros(pot) Net wl+GCp1(pO Not wf GCpi(psf)
LWALL Windward Wall 11.00 21.63 0.931 0.80 0.18 17.30 12.21 20.00
(WALL BWALL Side Wall 11.63 21.63 0.931 -0.70 0.18 -15.14 -17.99 -10.20
I
RWALL Leeward Wall 11.63 21.63 0.931 -0.50 0.18 -10.81 -13.96 -6.17
O
: g FWALL Side Wall 11.63 21.63 0.931 -0.70 0.18 -15.14 -17.99 -10.20
LROOF Windward Roof 11.63 21.63 0.931 -1.06 0.18 -22.88 -25.19 -17.40
LROOF Windward Roof 11.63 21.63 0.931 -0.18 0.18 -3.89 -7.52 0.27
FWALL
RROOF Leeward Roof 11.63 21.63 0.931 -0.62 0.18 -13.39 -16.36 -8.57
Per ASCE 7-16 Figure 27.3-1.
L Wind Direction Right-to-Left Group Surface z(fry q(psry G Cp GCpi Ext Pres(psry Not wl+GC pl(pop Not wl-GCPf(Pa)
LWALL Leeward Wall 11.63 21.63 0.931 -0.50 0.18 -10.81 -13.96 -6.17
BwIALL FWALL Side Wall 11.63 21.63 0.931 -0.70 0.18 -15.14 -17.99 -10.20
BWALL Windward Wall 11.00 21.63 0.931 0.80 0.18 17.30 12.21 20.00
o
3 ♦'� BWALL Side Wall 11.63 21.63 0.931 -0.70 0.18 -15.14 -17.99 -10.20
I
RROOF Windward Roof 11.63 21.63 0.931 -1.D6 0.18 -22.88 -25.19 -17AO
RROOF Windward Roof 11.63 21.63 0.931 -0.18 0.18 -3.89 -7.52 0.27
PWALL
LROOF Leeward Roof 11.63 21.63 0.931 -0.62 0.18 -13.39 -16.36 -8.57
Per ASCE 7-16 Figure 27.3-1.
Amd;e--at,r,n Re,,Or, Page: W2 of W3
di
A&A ENGINEERING Project Title:NOEL MORHOUS ProjectA 037-25-0108
" -' t' Project Location: 130 N MT JUPITER DR,HOODSPORT,WA 98548 Done/Checkby: B.A.I O.A.
Tcl: 419-292.190
Rm6 R-i.conoe Pi... A&A Client WEST COAST METAL BUILDINGS,INC Dated: 112812025
rok-do,Ohio 4.%45
Main Building Wind Generation Report CONT'D
Z Longitudinal Direction
L Wind Direction Back-to-Front Group Surface z(M q(pef) G Cp GCpi Ext Pr"(W Net w1+GCpi 0mQ Net w1-GCpi(psQ
LWALL Side Wall 11.63 21.63 0,921 -0.70 0.18 -13.95 -17.84 -10.05
BWALL Windward Wall 11.63 21.63 0.921 0.80 0.18 15.94 12.05 19.83
$WALL BWALL Windward Wall 12.67 21.63 0.921 0.80 0.18 15.94 12.05 19.83
RWALL Side Wall 11.63 21,63 0.921 -0.70 0.18 -13.95 -17.84 -10.05
3 g FWALL Leeward Wall 11.63 21.63 0.921 -0.28 0.18 5.58 3.47 .1.69
RROOF&LROOF Roof 0-5.813 21.63 0.921 -0.90 0.18 -17.93 -21.83 -14.04
Roof 5.813-11,63 21.63 0.921 -0.90 0.18 -17.93 -21.83 -14.04
FWALL Roof 11.625-23.25 21.63 0.921 -0.50 0.18 3.96 -13.86 -6.07
Roof 23.25.24 21.63 0.921 -0.30 0.18 5.98 -9.87 -2.08
Roof 0-24 21.63 0.921 -0.18 0.18 -3.59 -7.48 0.31
Per ASCE 7-16 Figure 27.3-1.
L Wind Direction Front-to-Back Group Surface z(ft) q(psQ G Cp GCpi Ext Pm(po Nst w1+GCpi(psQ Net w1-GCpl(psf)
LWALL Side Wall 11,63 21.63 0.92 -0.70 0.18 -13.95 -17.84 -10.05
$WALL BWALL Leeward Wall 11.63 21.63 0.92 -0.28 0.18 5.58 -9.47 -1.69
RWALL Side Wall 11.63 21.63 0.92 -0.70 0.18 -13.95 -17.84 -10.05
4 O O t FWALL Windward Wall 11.63 21.63 0.92 0.80 0.18 15.94 12.05 19.83
g t
FWALL Windward Wall 12.67 21.63 0.92 0.80 0.18 15.94 12.05 19.83
Roof 05.813 21.63 0.921 -0.90 0.18 -17.93 -21.83 -14.04
FWALL Roof 5.813-11.63 21.63 0.921 -0.90 0.18 -17.93 -21.83 -14.04
RROOF&LROOF Roof 11.625-23.25 21.63 0.921 -0.50 0.18 -9.96 -13.86 -6.07
Roof 23.25-24 21.63 0.921 -0.30 0.18 5.98 -9.87 -2.08
Roof 0-24 21.63 0.921 -0.18 0.18 3.59 -7.48 0.31
Per ASCE 7-16 Figure 27.3-1.
Wind Generation Report Page: W3 of W3
A&A ENGINEERING Job No r
heet No Rev
CIVIL TO:
037-25-0108 Sol
Tet:Ii9-2tK-19Q3
6036 Rirawl a Pl—
Titei,OLY 43623
Software licensed to Pert
Job T6le NOEL MORHOUS Ref
By BA Datf1/21/2025 Chd OA
Client WEST COAST METAL BUILDINGS, INC File 037-25-0108.STD Daterrime 21-Jan-2025 13A7
Job Information
Engineer Checked Approved
Name: BA CA
Date: 1/21/2025 1/21/2025
Project ID
Project Name
Structure Type SPACE FRAME
Number of Nodes 143 Highest Node 143
Number of Elements 235 Highest Beam 305
Number of Plates 60 Highest Plate 299
Number of Basic Load Cases 15
Number of Combination Load Cases 46
Included in this Printout are data for:
All I The Whole Structure
Included in this Printout are results for load cases:
Type L/C Name
Combination 16 D+LR
Combination 17 D+0.6WXP1
Combination 18 D+0.6WXP2
Combination 19 D+0.6WXN1
Combination 20 D+0.6WXN2
Combination 21 D+0.6WZP1
Combination 22 D+0.6WZP2
Combination 23 D+0.6WZN1
Combination 24 D+0.6WZN2
Print Time/Date:21/01/202513:56 STAAD.Pro CONNECT Edition 22.00.00.15 Print Run 1 of 4
A&A ENGINEERING Job No sheet No Rev
cmt.•sreucrurac
r.t:41vav2 lM 037-25-0108 2
6a36 R.aab.uee Plare
T ki,DYI.t36I3
Software licensed to Part
Job ritle NOEL MORHOUS Rat
By BA Da1r1121/2025 Cnd CA
Client WEST COAST METAL BUILDINGS, INC File 037-25-0108.STD Date/rime 21_Jan-2025 1147
Entity Color Legend
TS2625140A N
CS2525140A N
C401014GAD N
DUMMY
Default Plate Color;
Default Solid Color
11.417ft
24.0 Oft
10.000ft
MAIN FRAME OVERVIEW
Print Tiime/Date:21/01/202513:56 STAAD.Pro CONNECT Edition 22.00.00.15 Print Run 2 of 4
''J�A&A ENGINEERING Job No sneer No Rey
CML•STRUCTURAL
Te1:419.29].t993 037-25-0108 3
6036 ReaWwee Ptaee
_ Tikb,OYk 43623
Software licensed to Part
Job Title NOEL MORHOUS Rat
By BA De"1/21/2025 Cnd OA
Client WEST COAST METAL BUILDINGS, INC File 037-25-0108.STD Dalernme 21-Jan-2025 13 47
2.000ft
Entity Color Legend
A p TS2525140A M
CS2625140A N
C401014GADE
DUMMY
Default Plate Color' 1
Default Solid Color
11.417ft 11.417ft
10.000ft
MAIN FRAME
Print Time/Date:21/01/2025 13:56 STAAD.Pro CONNECT Edition 22.00.00.15 Print Run 3 of 4
A&A ENGINEERING Job No Sheet No Rev
CIVIL•STRUCTURAL
T.I:419-292.19&7 037-25-0108 SO 4
6036 Reuissoke Place
T lei,Old.43623
SofMare licensed to Part
Job Title NOEL MORHOUS Ref
By BA Datf1/21/2025 chd OA
client WEST COAST METAL BUILDINGS, INC File 037-25-0108.STD Date/Time 21-Jan-2025 13.47
/
i
i
4
g
� g
SUPPORTS WITH NUMBERS
Print Time/Date:21/01/2025 13:56 STAAD.Pfo CONNECT Edition 22.00.00.15 Print Run 4 of 4
A"EN011EMM w9r+o sm.l rle I1w AM�1E6allo AAW anZN9 nw
037.26-0108 SO 5 ' A 037-25-0108 SO 6
evm...le.v..a m ven sea-neMw awl- PM
one NOEL MORHOUS n•1 x9nw NOEL MORHOUS a9t
by BA o'1'1121F1025 n OA M BA o'111212025 g1°OA
n'M WEST COAST METAL BUILDINGS,INC F1'037-25-0108.STD ou' -21-Jan-2025 19.41 n'r^ WEST COAST METAL BUILDINGS,INC F"037-25-0108.STD o-'21-Jen-20251941
Section Properties Combination Load Cases
Prop section Ana by b J Material Comb. Combination LIC Name Primary Primary LJC Name Factor
(In,) (w) (in) (in')
2 TS252514GA 0.802 1 0782 0782 1.172 STEEL 16 D+LR 1 DEAD 1.00
3 CS252514GA = 0,609 0.409 0.694 0.001 STEEL 2 ROOFLIVE 1.00
4 C4010140AD 0,902 1 1196 0411 0.D03 STEEL 17 D+O SWXPI 1 DEAD 1,00
5 DUMMY 0.019798 0.000 0.000 0.000 STEEL 3 XP1 0.60
18 D+O.6WXP2 1 DEAD 1.00
4 XP2 060
Plate Thickness 19 1 D+09WXN1 1 DEAD 1.00
Prop I Node A Node B Node C Node 5 XN1 0.60
(In) D NNLNai(in) (In) (In) 20 0+0.6WXN2 1 DEAD 1.00
1 1 001351 0.0136 1 0.0135 1 0.0135 1 STEEL j 6 XN2 0,60
21 D+0.8WZPI 1 DEAD 1.00
7 ZP1 0.00
Materials 22 0+06WZP2 1 DEAD 100
8 ZP2 0.60
Mat Name E v Density n 23 0+0.6WZN1 1 DEAD 1.00
(kiyln-) (klpyinl) (!'F) 9 ZN1 0.60
1 CONCRETE 3.15E+3 0.170 8.68e-05 5,SE-6 24 D+O@WZN2 1 DEAD COO
2 ALUMINUM 10E+3 0.330 9.Be-05 12.8E-6 10 ZN2 0.60
3 STEEL 50 KSI 29E+3 0.300 0000283 6.5E-6 25 D+0.75LR+0.45WXP1 1 DEAD 1.00
4 STAINLESSSTEEL 28E+3 0.300 0.000283 9.9E-6 2 ROOFLIVE 0.75
5 STEEL 38 KSI 29E+3 0,300 0000283 6.5E-6 3 XP1 0,45
8 STEEL 275 NMM2 29.7E+3 0,300 0.000 6.67E-6 26 D+0.75LR+0.4$WXP2 1 DEAD 1.00
7 STEEL 29E+3 0.300 0 83SE.0002 B -8 2 ROOFLIVE 0.75
8 STEEL 356 NMM2 29.7E+3 0.300 0.0. 6.67E-6 4 XP2 0.45
27 D+0.75LR+0.45WXNI 1 DEAD 1,00
2 ROOFLIVE 0.75
Primary Load Cases 5 xN1 0.45
Number Name Type 28 D+O 75LR+045WXN2 1 DEAD 1.00
2 ROOFLIVE 0,75
1 DEAD Dead 6 XN2 0.45
2 ROOFLIVE Root Live 29 1 D+O.75LR+0.45WZPI 1 DEAD 1.00
3 XP1 Wind 2 ROOFLIVE 0.75
4 XP2 Wind 7 ZP1 0.45
5 XN1 Wind 30 D+0.75LR+0.45WZP2 1 DEAD 1.00
6 XN2 Wind 2 ROOFLIVE 0.75
8 ZP2 0,45
7 ZP1 Wind B ZP2 WIrW 31 D+0.75LR+0.45WZN1 1 DEAD 1.00
9 ZNI Wind 2 ROOFLIVE 0.75
10 ZN2 Wind 9 ZN1 045
11 EXP None 32 D+0.75LR+0.45WZN2 1 DEAD d
12 EXN None 2 ROOFLIVE
10 ZN2
13 EZP None
14 EZN None 33 O.BD+O.6WXP1 1 DEAD 15 EV None P34 O.BD+O.6WXP2 1 DFAD
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Sn'J rul-M 6-0108 SO7 ''� " 037.26-0108 SO8
s.T..r9rmu4b NOEL MORHOUS be nw NOEL MORHOUS W-1212025 C1°CA av BA �'1212025 �'OA
WEST COAST METAL BUILDINGS,INC 5-0108.STD 0rlmmr 21-Jan-2025 19:41 c•W WEST COAST METAL BUILDINGS,INC rr 037-25-0108.STD o• "•21-Jan-2025 19 41
Combination Load Cases Cont... Combination Load Cases Cont...
Comb. Combination UC Nam* Primary Primary LtC Name Factor Comb, Combl"flon UC Name Primary Primary UC Nama Factor
4 XP2 060 51 0-0.75LR+0.526EY+0.525EZP 1 DEAD 1.00
35 0,6D+0.8WXN1 1 DEAD 0,60 2 ROOFLIVE 0.75
5 XN1 0.60 15 EY 0.52
36 0.60+0.8WXN2 1 DEAD 060 13 EZP 0.52
6 XN2 0.60 52 D+0.75LR+0.525EY+0.525EZN 1 DEAD 1.00
37 0.6D+06WZP1 1 DEAD 0.60 2 ROOFLIVE 0.75
7 ZP1 0.60 16 EY 0.52
38 OAD+08WZP2 1 DEAD O60 14 EZN 0.52
8 ZP2 0.60 53 D+0.5LR+0.31 WXP1 1 DEAD 1.00
39 0SD+O.BWZN1 1 DEAD 0.60 2 ROOPLIVE 0.50
9 ZNi 0.60 3 XP1 0,37
40 0.6D+0.8WZN2 1 DEAD 0.60 54 0+0.5LR+0.37 WXP2 1 DEAD 1.00
10 ZN2 0.60 2 ROOFLIVE 0.50
41 O+0.7EY+0.7EXP 1 1 DEAD 1,001 4 XP2 0.37
15 EY 0.70 55 0+0,5LR+0.37 WXN1 1 DEAD 1.00
11 EXP 0.70 2 ROOFLIVE 0.50
42 0+0.7EY+0.7EXN 1 DEAD 1,00 5 XNt O.37
15 EY 0.70 56 D+0.6LR+0.37 WXN2 1 DEAD 1.00
12 EXN 0.70 2 ROOFLIVE 0.50
43 D+O.7EY+0.7EZP 1 DEAD t.00 6 XN2 0.37
15 EY 0.70 67 D+0.5LR+0.37 WZP1 1 DEAD 1.00
13 EZP 0.70 2 ROOPLIVE 0.50
44 D+0.7EY+0.7EZN 1 DEAD 1.00 7 ZP1 0.37
15 EY 070 56 1 D+051-R+0.37 WZP2 1 DEAD 1.00
14 EZN 0.70 2 ROOFLIVE 0.50
45 0.60-0.7EY+0.7EXP 1 DEAD 0.60 8 ZP2 0.37
15 EY 0.70 59 D+05LR+O.37 WZN1 1 DEAD 1.00
11 EXP 0.70 2 ROOFLIVE 0.50
46 0.60-0.7EY+0.7EXN 1 DEAD 0.60 9 ZNt 0,37
15 EY -070 60 D+0.5LR+0.37 WZN2 1 1 DEAD 1.00
12 EXN 0,70 2 ROOFLIVE 0.50
47 0.6D-0.7EY+0.7EZP 1 DEAD 0.60 1tI ZN2 0,37
15 EY -0,70 61 0+0.5LR 1 I DEAD 1.00
13 EZP 0,70 1 2 1 ROOFLIVE 0,50
48 0,60-OJEY+O7EZN 1 DEAD 0.60
15 EY -0.70
14 EZN 0.70
49 D+0.75LR+0.525EY+0826EXP 1 DEAD 1.00
2 ROOFLIVE 0,75
15 EY 0.52
11 EXP 0.52
50 0+0.75LR+0.525EY+0.526EXN 1 DEAD 1.00
2 ROOFLIVE 0.75
15 EY 0.52
12 EXN 0.62
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a•d WEST COAST METAL BUILDINGS,INC •Y•037-25-0108.STD dam•^•"•21-Jan-2025 1941 c••d WEST COAST METAL BUILDINGS,INC F••037-25-0108 STD o�•21-Jan-2025 19.41
Reaction Envelope Cont... Utilization Ratio Cont...
Horizontal vertical Horizontal Moment B sm Analysis Design Actual Allomb Ratio Clause LIC Ax Iz ly Ix
Node Env Fix Iry p2 Mx My MZ Property Property Ratio Ratio (Act/Allow) On') (In) (in) (In")
(kip) (kip) (kip) (kip-In) (kip In) (1,10n) 31 TS252514G, TS252514G, 0.363 1.000 0,363 Eq.Hi-lb 50 0.802 0,782 0,782 1.172
21 we 0,033 1.021 0,033 0 0 0 32 TS2525142, TS252514M 0426 1,000 0,426 Eq H1-1b 28 0.802 0,782 0,782 1,172
21 we Load:46 Lad:16 Load:48 33 T82525140o TS252514G, 0.462 1.000 0.462 Eq H1-1b 28 0.802 0.782 0.782 1.172
21 -vs -0.087 -0.088 .0,034 0 0 0 34 T8252514G, TS252614G, 0,433 1,000 0.433 Eq.H1•1b 28 0.802 0,782 0.782 1.172
21 -ve Lad:28 Lad'.37 Lad.43 35 T8252514G, TS252614G, 0.486 1.000 0.4W Eq HI-1b 28 0.802 0.782 0.782 1,172
22 +vs 0.034 0.648 0.020105 0 0 0 36 TS252514G, TS252514G, 0.444 1,000 0,444 Eq.HI-lb 28 0.802 0.782 0,782 1.172
22 wve Lad.46 Lad.St Lad.48 37 TS2525140, TS252514G, 0,492 I'= 0492 Eq HI-lb 28 0.802 0,782 0,782 1.172
22 -ve .0.080 -0.186 -0029 0 0 0 38 TS252514G, T8252514G, 0,444 I.D00 0.444 Eq.HI'it)
28 0.802 0.782 0.782 1.172
22 1-ve I Lad 28 1 Load.48 Load 43 39 T8252514G, TS2525140, 0,486 1,000 0.486 Eq.HI-1b 28 0.802 0,792 0,782 1.172
40 TS252514G, TS252514Cv 0.433 1,000 0.433 Eq.HI-lb 28 0.802 0.782 0.782 1.172
41 T8252514G, TS262514O, 0.462 1.000 0462 Eq HI-Ito 28 0,802 0,782 0.782 1.172
Utilization Ratio 42 TS2525140i TS252514M 0,426 1.000 O426 Eq Ht-tb 28 0.802 0782 0,782 1.172
8sem Analysis Design Actual Alloweb Ratio Clause J44
Ax Iz y Ix 63 TS252514G, T8252514G, 0.402 1.000 0.402 Eq.H1-ib 50 0,802 0.782 0.782 1.172
Property Property Rana Ratio ActJAllow,) (in`) (In') (In') (In') 64 T8252514Ca TS262514G, 0,433 1,000 0.433 Eq.H1-tb 50 0.602 0.782 0.782 1,172
1 TS2525140, TS252514G, 0.070 1,000 0.070 Eq Mi-Ib O,B02 0.782 0.782 1.172 85 TS252514G, TS252514O, 0430 1.000 0.430 Eq.H1-1b 50 0.802 0.782 0.782 1.172
2 TS252514G, TS2525140 0,064 1,000 0.064 Eq.H1-1b 0.802 0762 0,782 1.172 N72
TS252514G, TS262514O, 0.454 1.DOO 0.454 Eq.Hl-ID 50 0.802 0.782 0782 1,172
3 TS2S2614O, T8252514G, 0.0770 1.000 0,070 Eq H1.1b 0802 0.762 0.782 1,172 T6252514O, TS252514G, 0.444 1,000 0,444 Eq.H1-lb 50 0802 0.782 0.782 1,172
4 TS252514O, TS262574G, 71719 1,000 0071719 Eq.H1.1b 0,802 0782 0782 1.172T8252514(L TS252614Cv 0.482 1.000 0462 Eq.H1-tb 50 0.802 0.782 0.782 1.172
5 TS262574G, TS252514G: OW3 1.000 0073 Eq.HI-lb 0.802 0,782 0.782 1.172 TS252514G, TS252514O, O444 1,000 0.444 Eq.H1-tb 50 0.802 0.782 0.782 1.172
6 TS252514G, T8262514G, 0073 1.000 0.073 Eq HI-lb 52 0.802 0.782 0.782 1.172 T8252514G, TS252514O, 0.454 1.000 0.454 Eq.Hi-lb 60 0,802 0.782 0.782 1.172
7 TS252514G, TS252514G, 0.072 1,000 0,072 Eq.HI-lb 51 0.802 0.782 0,782 1.172 TS252514G, TS252514G, 0430 1.000 0,430 Eq.H1-1b 50 0.1W 0.782 0.782 1,172
8 TS252514G, TS252514G, 0.070 1,000 0.070 Eq.HI-lb 52 0802 0782 0.782 1.172 TS252514G, TS252514G, 0433 1.D00 0,433 Eq.H1-1b 50 0.802 0.782 0782119 T5252S14G, TS262574G, 0064 1.000 0064 Eq.Ht-ib 51 0.802 0,782 0.782 1.172 TS252514G, TS252514G, 0.402 1,000 0,402 Eq.H1-1b 50 0.802 0.782 0.782 1.172
10 TS252514G, TS252514G, 70271 1.000 0,070271 Eq.Hi-lb 43 0.802 0,782 0.782 1.172 74 TS252514G, TS252514G, 0.475 1.000 0.475 Eq.H1-1b 28 0.802 0.782 0.782 1,172
11 TS252514G, TS252514G, 0.070 1.000 0.070 Eq.H1-1b 44 0.802 0.782 0,782 1.172 75 1 TS252514G, TS252514G 0.502 1.000 0.502 Eq.H1-tb 28 1 0,802 0,782 0.782 1,172
12 TS252514G, TS252614G, 0.064 1.000 0.064 Eq.Ht-tb 52 0.802 0.782 0.782 1.172 76 TS252514G, TS252514G, 0.498 1.000 0.498 Eq H1-1b 28 0.802 0.782 00782 1,172
13 T5252514G, TS252514G, 0.070 1,000 0.070 Eq.HI-1b 51 0.802 0.782 0,782 16172 77 TS262574G, TS252514G, 0.521 1.000 0.521 Eq.M1-1b 28 0.802 0.782 0.782 IA72
/4 TS252514Oo TS262514G, 71719 1.000 0071710 Eq.H1-1b 52 1 OS02 06782 0.782 1.172 78 TS252514G, TS252514G, 0.511 1,000 0.511 Eq.111-11, 28 0,802 0.782 0.782 1.172
15 TS232514O, TS252514G, 0.073 1.000 0.073 Eq.H1-1b 51 0.802 0.782 0,782 1.172 79 T82525140, TS262514G, 0.528 1.000 0.528 Eq.HI-1b 26 0.802 0,782 0.782 1,172
16 1 TS252514G,l TS252514G, 0.073 1.000 0.073 Eq.H1-1b 52 0.802 0,782 1 0.782 1.172 80 T8252514G, TS2525140, 0.511 1.000 0.511 Eq.HIAb 28 0.802 0,782 0,782 1.172
17 TS252614G, TS252514G, O.072 1.000 0,072 Eq.HI-lb 51 0.802 0.782 0.782 1.172 at TS252514G, TS252514G, 0.621 1.000 0.521 Eq.HI-1b 28 0.802 0.782 0.782 1.172
18 T52525140, TS252514G, 0.070 1.000 0,070 Eq HI-lb 52 0.802 0.782 0.782 1.172 82 TS252514G, TS252514G0 .00,498 10 O,498 Eq.HI-lb 28 0.802 0.782 0.792 1.172
19 TS2S2514G, TS262574G, 0,084 1.000 0.064 Eq.H1-tb 51 0.802 0.782 0.782 1,172 83 T8262574G, TS252514G 0.502 1.000 O.S02 Eq.H1•tb 28 0.802 0.782 0.782 1.172
20 TS252514G, TS252514G, 70271 1.000 0.070271 Eq.Hi-1b 43 0.802 0.782 0.782 1.172 84 TS252514G, TS252514G 0,475 1,000 0.475 Eq.HIAb 28 0.802 0.782 0.782 1,172
21 TS252514G, T8252514G, 0.363 1,000 0.363 Eq.H1-1b 50 0802 0.782 0.782 1.172 85 TS262514G, TS2525140, 0.391 1.000 0.391 Eq.Hl-lb 50 0.802 0,782 0.782 1,172
22 TS252514G, TS262514G, 0,401 1.000 0-401 Eq.HI-lb 50 0.802 0782 0.782 1,172 86 T8252514G, TS252514G, 0,420 /.000 0.420 Eq.H1-tb 50 0.802 0.782 0.782 1.172
23 TS252514G, TS252514G, 0.371 1.000 0,371 Eq HI-lb 50 0802 0,782 0 172.782 1. 87 TS252514G, TS252514G, 0.429 1.000 0.429 Eq.H7-tb 50 0.802 0 17.782 0.782 1. 2
21 TS252514G, TS252514G, 0.427 1.000 0,427 Eq.H1-1b 50 0.802 0.782 0.782 1.172 88 T8252514M TS252514G 0.441 1 1.000 0.441 Eq.HI-lb 60 0.802 1 0,782 0.782 1.172
25 TS252514G, TS252514G, 0.383 1.000 0.383 Eq.Ht-1b 50 0.802 0.782 0.782 1.172 89 TS2525140, TS252514G, O.U2 1.000 0.442 Eq.H1-lb 50 0.802 0.782 0.782 1.i72
28 TS252514O, TS252514G, 0.433 1.000 0.433 Eq.H7-10 50 0.802 0,782 0.782 1.772 90 TS252514G, TS252514G, 0.449 1.000 04449 Eq.HIAb 50 0.802 0.782 0.782 i.172
27 TS252514G, TS252514G, 0.383 1.000 0383 Eq.H1-1b 50 0.802 0.782 0.782 1.172 91 TS252514Cv TS252514Cv 0,442 1,000 0,442 Eq.Hi-lb 50 0.802 0.782 0.782 1.172
28 TS252514G, TS252514G, 0,427 1.000 0.427 Eq.Hi-lb 50 0.802 0.782 0,782 1.172 92 TS2625740, TS262574G, 0.441 1.000 0,441 Eq.Ht-lb 60 0.802 0.782 0.782 1.172
29 TS252514G, TS252514G, 0.371 1.DOO 0371 Eq.H1-tb 50 0.802 0782 0.782 1.172 93 TS252514G, TS252514Cv 0.429 1.000 0.429 Eq.Hi-tb 50 0.802 0.782 0.782 1.172
30 TS252514G, TS252514G, 0.401 1.000 0.401 Eq.H1-1b 50 0.802 0.782 0.782 1.172 9/ TS252514G, TS252514G, 0.420 1.000 OA20 Eq.H1-1b 50 0.802 0.782 0.782 1.172
95 TS252514G, TS252514Cv 0,391 1.000 04391 E HlAb SO 0,802 0.782 0,782 1,172
M419nwru r,o+Ma nx STAAD.Prc CONNECT Edition 22.00.00.15 rwrn pun 9n113 Rlnl Anw0-21,01M291949
STAAD.Pro CONNECT Edition 22.00.00.15 hbr ww+^or 13
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�•M WEST COAST METAL BUILDINGS,ING •••037-25-0108.STD o'1iJ^'"•21-Jan-202519:41 C"' WEST COAST METAL BUILDINGS,INC F••037-25-0108.STD o-I -21-Jan-2025 19 41
Utilization Ratio Cont... Utilization Ratio Cont...
Seem Analysis Design Actual Allowab Ratio Clause LJC Ax U ly Ix Beam Analysis Design Actual Allomb Ratio Clause L/C Ax Iz ly Ix
Property Property Ratio Redo ActlAlbw) (in') (In') (in°) (in) Property Property Ratio Ratio 'Act/Allow)
OA') (I 0^') (I^)
96 TS2525140, TS2525140, 0,466 1.000 0.468 Eq.H1-lb 28 0,802 0.782 0,782 1,172 161 TS252514G TS252514G, 0.252 1.000 0,252 Eq HI-lb 50 0,802 0.782 0.782 1.172
97 TS252514G, TS252514G, 0488 1.000 0.488 Eq.H7-1b 28 0,802 0.782 0.782 1.172 162 TS252514G/ TS252514G 0.256 1,000 0.256 Eq.Hl-lb 50 0.802 0.782 0.782 1.172
98 TS252514G TS2626140i 0.499 1.000 0.499 Eq.H1-1b 28 0.802 0,782 0.782 1.172 163 T8252514G TS252514G 0.260 1.000 04280 Eq.H1-1b 50 0.802 0.782 0,782 1,172
99 TS2525140, TS252514G, 0.807 1.000 0.507 Eq.Ht-lb 28 0802 0,782 0.782 1.172 164 TS252514G TS252514G 0,261 1.000 0.261 Eq.HI-lb 50 0802 0.782 0.782 1.172
100 TS252514G TS2525140, 0,511 1,000 0,511 Eq.Hl-lb 28 0.802 0,762 0.782 1.172 168 T8252514Gi TS2625140i 0.261 1,000 0.261 Eq.HlAb 50 0.802 0,782 0.782 1172
t01 TS2525140, TS252514G 0,513 1.000 0.$13 Eq.Hl-lb 28 0.802 0.782 0,782 1.172 166 T8252514G TS252514G 0.261 1,000 0.261 Eq.Hl-lb 60 0.802 0.782 0.782 1.172
102 TS2525140o TS262514G 0.511 1,000 0,511 Eq.HI-lb 26 0,802 0,782 1 0.782 1,172 1 167 1 T82525140,1 TS252514G 0.280 1.000 1 0.260 Eq.HI-lb 50 0.802 0.782 0,782 IA72
103 T32625140, TS2525140, 0.507 1,000 0.507 Eq.HI-lb 28 0.802 0,782 0.782 1,172 168 TS252514M TS2525142 0.256 1.000 0.258 Eq.H1-lb 50 0802 0.782 0.782 1.172
104 T$252514G, TS2525140• 0.499 1,000 0.499 1 Eq.H1-lb 28 0,802 0,782 0,782 1.172 169 T82525140; TS252514G 0.252 1,000 0,252 Eq.HI-tb 501 0,802 0.782 0.782 1.172
105 TS2525140, TS2525140, 0,488 1.000 0488 Eq.H1-lb 28 0.802 0.782 0.782 1.172 170 TS252514G TS252514G 0.231 1,000 0.231 Eq.Ht-ib 34 0,802 0.782 0.782 1.172
106 TS252514G TS252514G, 0466 1.000 0.466 Eq.HI-tb 28 0.802 0.782 0,782 1.172 171 TS252514G TS262514G 0A29 1,000 0429 Eq H1-lb 16 0.802 0.782 0.782 1A72
107 C401014GA C4010140A 49186 1.000 0.049186 Sea E1 50 0.902 0.411 1.196 0.003 172 TS252514G TS2526i4G, 0.419 1.000 0419 Eq Ht-lb 16 0,802 0.782 0.782 1,172
108 C4010140A C401014GA 0,051 1.000 0.051 Sec.E1 50 0.902 0411 1.196 0,003 173 TS252514G TS2525140, 0.442 1.000 0.442 Eq.HlAb 16 0.802 0.782 0,782 1,172
109 C4010140A C401014GA 0.053 1.000 0.053 Sec.E1 50 0902 0,411 1,196 0.063 174 T82$2514G, TS252514G, 0.462 1.000 0.462 Eq.Ht-lb 16 0.802 0,782 0.782 1A72
110 1 C401014GA I C401014GA 0.054 1,000 0.054 Sec.E1 1 50 0,902 0,411 1.196 0.003 175 TS2525140/ T82525140, 0.471 1 1.000 0.471 Eq.HI-lb 16 0.802 1 0.782 0,782 1 1.172
111 C4010140A C4010140A 0.054 1.000 0.054 Sao E1 50 0.902 0411 1.196 0.003 176 T8252514G, T8252514G 0,471 1 1.000 1 0474 Eq.HI-1b 16 0,802 0.782 0.782 1.472
112 C4010140A C401014GA 0.055 1,000 0.055 Sec.E1 50 0.902 0.411 1.196 0.063 177 TS2525140; TS252514G 0,471 1.000 0471 Eq.Hi-tb 16 0.902 0.782 0,782 1.172
113 C4010140A C401014GA 0.054 1 1.000 0,054 Sec.Et 50 0.902 0,411 1,196 0.003 178 TS252514G TS252514M 0.462 1 000 0.482 1 Eq.Hl-lb 16 1 0.802 0,782 0.782 1.172
114 C401014GA C4010UGA 0.054 1.000 0.054 Sec,Et 50 0,902 0,411 1,196 0.003 179 TS252514G TS252514G 0,442 1.000 0.442 Eq.HI-tb 16 1 0.802 0.782 0.782 1A72
115 C4010140A C401014GA 0,053 1.000 0,053 Sec.Et 50 0.902 0,411 1.196 0,003 190 T8252514G TS2625140, 0.419 1,000 0.419 Eq.111-11c 16 0,802 0.782 0.782 1.172
116 C401014GA C401014GA 0,051 1.000 0.051 Sec.E7 50 0.902 0,411 1,196 0,003 181 TS252514G TS262514G 0,429 1.000 0.429 Eq.HI-tb 16 0.802 0.782 0.782 1.172
117 C4010140A C401014GA 49186 1.000 0049186 Sec.Et 50 0.902 0.411 1,196 0.003 182 TS252514G, TS2525140, 0.429 1.000 0.429 Eq.HI-lb 16 0.802 0,782 0.782 1.172
118 C401014GA C401014GA 0.060 1.000 0.060 BeC.El 28 0.902 0.411 1.198 0.003 183 TS252514G TS252514G 0.419 1.000 0.419 Eq.117-11, to 0.802 0.782 0.782 1.172
119 C401014GA I C401014GA 0.061 1,000 0.061 Sec.E1 281 0.902 1 0.411 1.196 1 0.003 194 1 TS252514G,I T8252514G 0.442 1 1,000 0.442 Eq.HI-tb 16 0.802 1 0.782 0,782 1.172
120 C401014GA C401014GA 0.082 1.000 0.062 Sec.E1 28 0.902 0 U.411 1.196 0.003 185 TS252514G TS2525G 0.462 1,000 0.462 Eq.HI-lb 16 0.802 0.782 0782 1,172
121 C401014GA C401014GA 0.063 1.000 0.063 Sea E1 28 0.902 0.411 1.196 0.063 186 TS252514G TS252514G 0.471 1.000 0.471 Eq.H1-lb 16 0.802 0.782 0,782 1.172
122 C401014GA C401014G> 63589 1 1.000 0.063589 Sec.E1 29 0.902 0411 1.196 0.003 187 TS252514G TS252514G 0.474 1.000 0474 1 Eq.HI-lb 16 0.802 0,782 0.782 1.172
123 C401014GA C401014GA. 0064 1.001 0.064 Sec.E1 28 0.902 0,411 1.1% 0.063 188 TS252514G, T8252514G 0,471 1.000 0.471 Eq.H1-tb 16 0.802 0.732 0,782 1,172
124 C401014GA C401014GA 63589 1.000 0.063599 Sec.Ei 28 0,902 0.411 1.196 0.003 189 TS252514G TS252514G 0.462 1.000 0.462 Eq.Hi-lb 16 0.802 0.782 0,782 1A72
125 C401014GA C401014GA 0,063 1,000 0.063 Sec.E1 28 0.902 0.411 1.196 0,003 190 T8252514G TS252514G 0.442 1,000 0442 Eq.HiAb 16 0,802 0.782 0,782 1,172
126 C401014GA C401014GA 0.062 1 000 0.062 Sea Et 28 0.902 0.411 1.196 0,003 191 TS252514G TS252514G 0.419 1.000 0,419 Eq.HI-lb 16 0.802 0.782 0.7821 1.172
127 C4010140A C401014GA 0061 1.000 0.061 Sec.E7 28 0.902 0.411 1.1% 0,003 192 T6252514G TS252514G 0.429 1,000 0,429 Eq.H7-lb 16 0.802 0.782 0.782 1,172
128 C4010140A C401014GA 0,060 1 000 0.060 Sec.Et 28 0,902 1 0.411 1.196 0.003 193 1 CS252514G. CS2525140. 0.159 1 1,000 0.158 Eq.Sec.D2 16 0.609 0,694 0.409 0.001
149 TS262514G, TS252514G 0.259 1.000 0.259 Eq.HI-lb 28 0.802 0.7a2 0.782 1.172 194 CS2525142. GS252514G 0.136 1 1.000 0.136 Eq.Sec.D2 16 0.609 0.694 0.409 0.D01
150 TS2525140, TS2525140, 0.2a6 1.000 0.288 Eq.Ht-lb 28 0,802 0.782 0,782 1,172 195 C5252514G, CS252514G 0,145 1.000 0.145 Eq.Sec.D2 16 0.609 0.694 0.409 0.001
151 TS2525140, TS252514G 0,290 1,000 0.290 Eq.H1-lb 28 0.802 0,782 0,782 1.172 196 CS252614GI CS252514G 0.153 1.000 0.153 Eq-Si D2 161 0,609 0.694 0,409 0.001
152 TS252514G1 TS252514G 0.293 1,000 0.293 Eq.H1-lb 28 0.802 0.782 0.782 1.172 197 CS2525140, CS252514GL 0.157 1.000 0,157 Eq.Sec,02 16 0.609 0.694 0,409 0.001
153 TS252514G TS252514G, 0.294 1.000 0.294 Eq.Ht-lb 28 0,802 0782 0.782 1.172 198 CS252514G, CS252514G 0,160 1.000 0.160 Eq.Sec,02 16 0.6D9 0,694 0,409 0.001
154 TS252514G TS252514G, 0,295 1,000 02951 Eq.HI-lb 28 0.802 0,782 0,782 1 1.172 199 CS252514G. CS252514G 0.157 1.D00 0.167 Eq.Sec.02 16 0.609 0.694 0,409 0.001
165 TS252514G, TS252514GI 0,294 1.000 0.294 Eq.HI-1b 28 0.802 0,782 0.782 1.172 200 CS2525140. CS252514G 0.153 1.000 0.153 Eq.Sec,02 16 0.609 0,694 1 0.409 0.001
156 TS252514G TS252514G 0.293 1,00 0.293 Eq.HI-lb 28 1 .802 0.782 0,782 1.172 201 CS252514G. CS252514G 0.145 1,000 0.145 Eq.Sec.02 16 0.609 0.694 0,409 0.001
157 TS252514G TS2525140� 0.290 1,000 0,290 Eq.Ht-lb 28 0.802 0.782 0.782 1.172 202 CS252514G. CS252514G 0.136 1.000 0.136 Eq.Sec.D2 16 0.609 0.691 0.409 0.001
158 TS252514G, TS252514G 0.286 1.000 0288 Eq.H7•ib 28 0.802 0.782 0.782 1.172 203 CS252514G, CS252514G 0.158 1.000 0.158 Eq.Sec.D2 16 0.809 0.694 0.409 0,001
159 T5252514G, TS252514G, 0259 1.000 0,250 Eq.Hl-lb 29 0,802 0,782 0.782 1.172 204 TS252514G, TS252514G, 0.476 T. 0.478 Eq.H1-tb 16 0.802 0.782 1 0.782 1.172
160 1 TS252514G, TS252514G,1 0.231 1 1,000 0,231 Eq.HI-lb 34 0.802 0.782 0.782 1.172 205 TS252514G,l TS252514G 0.470 1,000 1 0.470 1 Eq H1-1b 16 1 0.802 1 0.782 1 0.782 1.172
wIN lnlwa.tlplrmm 1e4e STAAD.Pm CONNECT Edition 22.00.00.15 Prvi1 N^11 or 1D RM 11111w9ee.ttp l/10Tf 19!! STAAD.Pro CONNECT Edition 22.00600,15 v 1 ron 12 if 1.1
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�•'° WEST COAST METAL BUILDINGS,INC Po•037-25-0108.STD °itim"•21-Jan-2025 1941
Utilization Ratio Cont...
sum Analysis Design Actual Anowab Ratio Cause LIC Az Iz y Iz
Property Property Ratio Ratio Act./AIOW.) (in') (In°) (In•) (in)
206 TS2525140, TS252514G, 0.495 1.000 0.495 Eq Ht-1b 16 0.802 0.792 0.782 1.172
207 TS252514G, TS2525140: 0,516 1,000 0.516 Eq.Hl-1b 16 0.802 0.782 0,782 1,172
208 TS2525140, TS2625t4G, 0.625 1.000 0525 Eq.H1.1b 16 0,802 0.792 0.782 1.172
209 TS2525140, TS262514G, 0.530 1.000 0.630 Eq.H1.1D le 0.802 0.782 0.782 1,172
210 TS2523140o TS2625t4G, 0.525 1,000 0.626 Eq.H1.1b 16 0.902 0.782 0.782 1.172
21l TS2525140, TS252614G, 0.618 1,000 0.516 Eq.H1.1b 18 0,802 0.782 0.782 1.172
212 1 TS2525140i I TS262514G: 0.495 1,000 0.496 i Eq H7-lb 16 0,802 07821 0.782 1.172
213 T82525140o TS2525140I 0.470 1.000 0.470 Eq.HI-lb 16 0.802 0.782 0.782 1,172
214 TS252514G, TS2625t4G, 0476 1.000 0.476 Eq.HI-lb 16 0,802 0.782 0,782 1 172
215 TS25251400 TS2525140, 0,476 1.000 0.416 Eq.HI-lb 16 0.802 04782 0.782 1.172
216 TS2525140, TS252514G, 0.470 1.000 0.470 Eq HI-1b 16 0,802 0.782 0,782 1,112
217 TS2525140, TS252514G, 0,495 1.000 0.495 Eq.Ht-1b 16 0.802 0782 0782 1.172
218 T$2525140, TS252514G, 0.516 1.000 0.518 Eq.HI-tb to 0.602 04782 0.782 1.172
219 TS252514G, TS262514G, 0,525 1.000 0.525 Eq.H1.1b 16 0802 0.782 0.782 1.172
220 1 TS2525140,1 TS252514G, 0,530 1.000 0.530 Eq.H1-1b 16 0.802 0.782 0,782 1.172
221 TS2523140, TS252514G, 0,625 1,000 0.525 Eq H1-1b 16 0.802 0.782 0,782 1.172
222 TS252514Go TS252514G, 0.516 1.000 0,516 Eq.H1-1D 16 0.802 0.782 0,782 1.172
223 T52625140, TS2525t40, 0.495 1,000 0.195 Eq.H1.1b to 0.802 0.782 0.782 1.772
224 TS2525140i TS252514G, 0.470 1,000 0.470 Eq.H1•tb 16 0,802 0.782 0.762 1.172
225 TS2525140o TS2525140, 0.476 1 OW 0.478 Eq.HI-t0 16 0,802 0.782 0.762 1.112
Failed Members
Trim u no dsto of ulra type.
Pm lYnwa: STAAD.Pm CONNECT Edition 22.00.00.15 Pm1 Run 13 ru
�E8 550 �E8EVALUATION REPORT550
® Originally Issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 01/31/2025 a' Originally Issued: 01/31/2018 Revised: 12/11/2023 ValldThrough: 0113112026
ASC PROFILES LLC 2.3 The manufacturer's recommended roof slopes arc 2.9.3 Wall Assembly Fire Resistance: Wall panels arc AS1M A792 SS Gradc 80.The panels arc also available
2110 Enterprise Blvd. defined within the Ov'ER\IE W portion of this report.The limited to uutallations w here nun-luorcsistanee-rated propounded in auurdance with ASiM A755.
West Sacramento,CA 93691 muturum roof pancl slopes shall cohdorm to IBC Section construction is permitted by the IBC or IRC. Wall panels
(RN)733-a9$$ 1507.4.2 or IRC Section R905.10.1.or an staled in this report. may be permitted or fire-resistaneeKated wag Assemblies 4.3 Fasteners:The fasteners size and h n m pe roquienure Am
based on successful testing in accordance with the identified or the panel installation table within(his report.
ar'ww'.aw'rrolilec.Com 2.4 Root'panel flashing requirements,when applicable,shall requirements prescribed in IBC Section 703. All fasteners shall be zinc-plated with an added corrosion'
comply with iBC Sections 1501.2 and 1501.3, or IRC resistant coaUng, or of a MO series stainless steel
AEP SPAN AND ASC BUILDING PRODUCTS: Sections R903.2 and R903.3. Underlayment. including 2.9.4 Air and Water Infiltration:Air and water infiltration construction Self4apping metal-to-metal fasteners shall
SINGLE SKIN STEEL ROOF AND WALL installation shall comply with IBC Sections 1507.1 and resistance is outside the scope of this report. Weather comply with AS'fhl CIS13. Fasteners installed into treated
SINGLE
PANELSLE WITH STEEL
EXPO O FASTENERS 1507.4.5.or IRC Section R905.10.5.with consideration of protection shall comply with Sections 2.4 and 2.5 of this wood shall be 300 series stainless steel or deigned
Applicable wind conditions. report. specifically for use with treated wood.
CSI SeLtions: 2.5 panels used or exterior walla shall be flashed m 2.9.5 flail Resistance:Had resistance a outside the son 4.4 Substrates:ASC Profiles roof and wall ancis ma\'be
07 6100 Sheet Metal Roofing scope P
accordance with IBC Section 1405.4 or IRC Section of this report. fastened to numerous substrates includin but not limitd to.
U7 G4 W Sheet Metal Will Cladding R905.4.6 and be laced over a water-resistive barrier in B
P the following:
1.0 RECOGNITION accordance with IBC Sections 1402.2.1403.l and 1404.2.or 2.9,6 Wind-blown Debris Resistance:Wind-blown debris
IRC Section R703.1, resistance is outside the scope of this report. a Cold-formed stool in accordanac with AISI S100
ASC Profiles LLC Single Skin Steel Roof and Wall Panels • Hot rolled steel in accordance with AISC 360
with Exposed Fasteners have been evaluated for use as 2.6 For modifications of panel installations,design of partial 2.10 The Single Skin Steel Roof and Wall Panels • Concrete in accordance with ACI Mg
exterior roof and wall cmroring panels. The structural and panels,panel penetrations,and other panel discontinuities recognized in this report are produced by ASC Profiles LLC • Phnood and OSB in accotdance with DOC PS-1 and
fire-resistance properties of the panels have been evaluated shall consider effects on stmtgth and stiffness and be the in Sacramento.California.and Solem.Oregon. EbC PS-2
for compliance with the following codes: responsibility of the design professional in Accordance with • Dimensional lumber cat accordance with ANSVA\VC
IBC Section 1004.4.using rational engineering mechanics or 3.0 PRODUCT[TSE �Se
• 2021, 2018, 2015.and 2012 International Building can accordance with the manufacturer's installation
Lode"W) instructions as approved by the building official. General Design and Installation shall be in accordance with
• 2021.2019,2015,and 2012 International Residerhtial The panel installation tables within this report provide
the referenced codes in Section 1.0 of this roporL the applicable substrate and fastening requirements.For other
Codes(IItC) 2.7 Wircm panel l di s are used As vertical shear information provided in this report and ASC Profile's support conditions,structural calculations complying with
• 2022 and 2019 California Budding Code*(CB(:)- resistance in walls(shear wall)of light-fume construction product installation guides. Where conflicts occur,the more the applicable code shall be sulmtitted to the building official
Attached supplement the-'ails shall be classified as a"hearing wag system"or restrictive shall govern. for approval.
• 2022 and 2019 California Residential Cole (CRC)- "budding fiarse system'with"fightdramed walls with shear
Attached supplement panels of all others materials"subject to the conditions of this 4.0 PRODUCT DESCRIPTION so IDENTIFICATION
• 2U21 and 2020 Citv of Los Angeles Building Code classification as defined in ASCE,SEI 7,Section 12.2
(LAB(:)-Attached supplement 4.1 Panels: The prowls arc available in various A permanent label or a die-stamp label bearing the name and
• 2023 and 2020 City of Los Angeles Residential Code 2,8 Panel use as protection of glazed openings located in configurations as illustrated in the figures acoompanydng the address of the manufacturers,the model number,and this
(LARC)-Attached supplement wind-borne debris regions is outside the scope of this report. tables in this report, Panels arc either unpainted or arc evaluation report number (Evaluation Report ER-550)
2.0 LIMITATIONS provided with a pointed finish.Additional information on the identities the products listed in this report.The identification
2.9 Product Performance: panel configurations is provided in the OVERVIEW portion labels map also include one of the following LAPMO
Use of the ASC Profiles LLC Single Skint Steel Roof and of this report. Unifomn Evaluation Service harks of Conformity:
Wag Panels and Fasteners recognized in this report is subject 2.9.1 Structural:The tables provided in this report specify
to the following limitations: the gross and effective section properties,inward(positive) The roof panels comply with mquironrnts for meal roof
uniform allowable loads,allou-ablc reactions at supports, panels in Chapter 15 of the IBC and Section R905 of the IRC.
2.1 Metal panel.used in nwfapplications shall be applied to ouhvai d(negative)uniform allowable loads,and diapbrgm The wag panels comply with requirennmts for steel wag �We a solid or clogcly fitted dock,except where the roof covering shear capacities,q(plf)and flexibility factors,F(I"in/lbs) coverings in Chapter 14 ofthe IBC and Section R703 of the
is specifically deigned to be applied to spaced support for each of the panels described in Section 4.1 of this reporL IRC.
members. The panel installation tables in this report provide
applicable substrate gmitatioro. 2.9.2 Roof Clauillcation:Roofassornblieacomplyingwith 4.2 Rase Materials:.%II No.18 and No.20 gage panels are
the requirements of IRC Section 1505,1 Exception 2,or IRC manufactued from sheet steel with G90 galvanized coatings 1APMO UES ER-M
2.2 Calcualions demonstrating compliance with this report Section R902.1.Exception 2,are considered Class A roof conforming to ASTM A653 SS Grade 40.
shall be submitted to the!wilding official for approval. The assemblies. For other conditions,roof assemblies shall be 6.0 SUBSTANTIATING DATA
calculations shall be prepared by a registered design listed as Class A,B.or C in accordance with ASTM E108 or All No.22 and No.24 gage panels are manufactured from
professional where required by the statutes of the jurisdiction t1 790,by an approved listing agency or shall be considered AZ50 aluminum-zine alloy coated steel sheet conforming to Data submitted in confomumce with IAPMO UES
in which the project is to be constructed, non-classified roofing. ASC Profiles shall be contacted for ASTM A792 SS Grade 50,or from O;9(1 alvanimil sheet per B p Evaluation Criteria Single Skin Stool Roof and Wall Panels,
information on the specific listed assemblies. AMU A653 SS Grade 50. EC-011,revised January 2022. All product testing is from
laboratories in compliance with ISUIF•C 17025.
( All No.26 and No.29 gage panels are manufactured from
rn.w•Y«ra+cnd•eM mY u•r«m rr waansmr•rurst a•pon n.+d••n«•w.nau...wmnM m.Hn nY..rp+«nYMeeaconaHau.mo,eccro n...:.- \� � AZ50 alummurn-zinc alloy coated steel sheets conforming to
n YHmorrn.Pm.aYeam.<oa•.anoHnY mu own..sore•iY•+r.wwY«•mnapH¢ro.o+rn•<•amquwr.+h•dpn,•n«rA«.n.roc.n.YHnn,a•dlllr _
e,.Hy.a•PWc•oY H•name.,..us sec seems ia.i r rni,a«.•.Ha»sees o•Hwo••c.e m n,.nd.ry
C�Y^aM„rOrr by int•.n•Yn•/A,+«/Yon of gvmM,p end Mrh•n[40mrYY.Ar rgM1la H,rv•tl.PMHUIn M•Un.HO SI•H,Pd:Id))�IESRPTre+'pdd dl2.•III
whir✓nromw•q•ISS E•+f PnrY!•,blrY S/HM.Om•M C•lhmY Or)dr�d rd-USA• _
Page t of 139 - Page 2 of 139
�EsEVALUATION REPORT 550 E"LUATION REPOR 550
e Originally Issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 01/31/2026 Originally Issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 01/31/2025
Fasteners: Positive(inward/gravity)load capacitN
Below is a shhmmaq of the fastener size and types specified within this report.Fastener size and type shall he compatible
with the material type,thiclaress,and grade of the supporting members. Section 4.3 of this report provides additional INWARD DISTRIBUTED LOAD, W (Ws/1[1.2)
fastener requirements.Hex washer head(IMM)fasteners are shown below. However.alternative fastener heads are
acceptable. Fasteners require selling washers for weather-tight applications.
7 J
1. For uniform inward loading conditions,the appropriate support spacing n identified by ref to the inward load tables
{ \�( lllCtC� SCCl1�U.> B' aPp p PPo We B rough
1 within this report. For conditions not defined hp tltrvc tables,values are readily dern'ed through standard engineering
mechanics using the panel's section properties.
e 12 metal-lo-metal a la inlet-to-woud fastener 49 metal-to-wood fastener Side Lap Screw(?12 or
fastener(self.driBing (milled point shown) (dimensional lumber only: r 14 most common) 2. The ASD allowable(W/0)and LRFD factored W)W)panel strengths have been evaluated for bending.shear,and combined
point shown) self-pinning point shown) bending and shear.
3. The U240.L 1(t0,and L)120 values are based on allowable son-ice load deflections.
To asset in We evaluation of panel shear resistance.fastener connection shear strengths have been provided in Table B of 4. Table%alues denoted by'-'indicate that epacities are limited by allowable panel strength.not deflection. In those instances.
this report for o 12 fasteners into steel supports. These capacities are based on.AISI S 100,Section J4.3 for fastam shear the panel strength limits(W Il and rbW)arc reached prior to the deflection limits(L 180,etc.)being coached.
strength and shoat strengths limited by tilting and bearing. The capacities listed within Table B of this report are used to
dctcrinuic edge(perimeter)fastening requirements for shear resistance. The general notes and shear and flexibility tables of
this report provide further information. Negative(outward/uplift)land capacity:
TABLE B
uUTWARD DISTRIBUTED LOAD, W (lbs/ft2)
#12 Fastener Contraction Shear Strengths(Ibs)
Panel Gai. a/Grade
29Da(.0139") 26Da(.0173') 24ga(.0232") 22ga(.0294') 209a(.0354") 18ga(.0459") L Common panel attachment combinations and associated outward load capacities arc provided within this report. Panel system
Substrate Gr80 G080 Gf50 Gr50 Gr40 Gr40 negative(outward)uniform load capacities are based on fastener pullout,pullover.fastens tension.panel outward bending
vaterial Thickness ASO LRFD ASO LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD strength,and TBC Section 1604.3.1 deflection limit of U60 for formed metal sheet roofing and siding.
/Grade W/O qW W/O OW NO row W/O AW W/O cow Who cow
2. Using the project's defined outward wind Iwds,the appropriate 1'mrr!J\stem Negative((Jarward)L'm Jwm Load Capacrq,
16ge(.05a0")min. 222 332 276 414 293 440 371 557 378 568 491 736 table shall be reviewed to select a panel attachment that equals or exeeods the project wind load requirements. Not all possible
Steel 18pa(.0439) n fastener and substrate combinations arc listed within the report. Alternative combinations arc acceptable(i,e.attaching a panel
(Gr 50 222 33 276 414 293 44 371 5S 378 68 416 624 assembly with fasteners into a concrete substrate),subject to die approval of the building official,prohidnd an analysis is
min.) 209a(.0354") 222 332 276 414 1 286 429 294 441 1 282 423 282 423 porfomnod by a registered design professional bused can the White modes noted above.
22ga(.0204") 219 329 242 364 227 341 213 3 0 213 320 213 320 3. Fastener capacities in steel are based on AIST S1o0. Fastener capacities in wood substrates are based on ANSI.rAWC NDS
with a combined adjustment factor of 1.6(2.16 LRFD).
16ga(.0590)min. 222 332 276 414 293 440 371 557 378 568 433 650
4. Although nominal fastener sacs tiro provided in the tables.the appropriate fastener thread and point type Shull still be properly
Steel 18ga(0459) 222 332 276 414 291 437 31 4479 306 459 288 432 specified for the selected substrate.
(Car 33
min.) 20Da(.0354) 222 332 251 377 229 344 211 316 195 293 195 293 5. The 1-inch minimum fastener penetration specified for the I)ouglas Fir-Larch values applies to the usable thread length and
this minimum depth does not include the tapered portion of the fastener.
22Da(.02947 203 304 199 298 167 251 148 221 148 ?21 148 221
Page 6 of 139 Page 8 of 139
�E$ t t
W.
ic.
tREPORT f > 550
m Originally Issued: 01/3112018 Revised: 12/11/2023 Valid Through: 01/31/2026 Originally Issued: 01/31/2019 Revised: 12/11/2023 Valid Through: 01/31/2026
Shear and flexibility tables: 13.0 Strata Rile
1. Shear capacity(lbs:lineal ft)and flexibility factors(10'in/lb)are presented in the tables.Product capacities are determined in
accordance with the American Iron and Steel Institute's A,orth.(merican Stairdai•d for the Design 0 Profiled Steel Diaphragm
Panels(AISI 5310). Value%are based m seismic governed loading conditions(f)a=230 and IN=0.7)and are therefore Figure 13.1-Basic Dimensions and Panel Attachment(Strata Rib):
consen'ative for applications go%emed by wind loads(Od=2.00 and(Od=0.8).
__-
2. Perimeter(edge)fastener spacing parallel to panel ribs has not been included in performance tables.Maximum spacing for
edge fasteners parallel to panel flutes is defined as:
\lax.edge fastener spacing=the lesser oft)shear capacity per fastener(lb) shear demand pb/ft or 2)the interior
side-seam fastener spacing 3/4-j
The Fastener Connection Shcar Strength performance table within this report assists with the needed fastcm T capacin
in the above ra(uation. 3613 Patt m: _
3. Tabulated shear capacities apply to both roof end wall diaphragms.
4. Tables apply to panels installed over steel supports. Evaluation of shear and flexibility over wood framing is outside the scope 36/6 Pattern:
of this report.
S. Capacities are based on panel gauge.%pan.support interior size and type,support attachment pattern,side lap connection
fastener,and side lap fastener spacing. Capacities based on mutimum#12 side lap and support screws.
6. Interpolation of diaphragm shear strength and flexibility factor between adjacent spans or side seam spacing is prnnitted
provided the higher value does not exceed the lower value by more than 50 percent. TABLE 13.1-Section Properties(Strata Rib):
7. Flexibility Factors provided in charts arc provided it an A+1-B(R)format. Gross Seddon Pr des
Rhero Gauge Weght Base Metal Yield Tensile Moment of Distances Posihe Negalve
Thickness Stenglh Stengh Area N.A.tom Section Seclon
,k and B are constants provided in the shear tables. Inerfa Botom Modulus Modulus
R-panel allacliment spacing(panel span)+panel length W I Fy Fu As Is yn Sy« Sr
Psi in Im ksi in'm in m in inrm inaAl
29 0,65 0.0139 80 82 0.1914 0.0103 0.16 0.0170 0.0664
26 0.81 0,0173 80 82 1 0.2382 0.0130 0.16 0,0211 0.0817
Efecive Section Pit Derles Urvbrm Load Onif
Positive NeQahe
Gauge Distance b Distance b BectonArea Moment off N.A.tom Seddon Moment N.A.tom odmu le=
Inerla Botbm Modulus Inerle eolom tdodulus
A.m 1.+ yb S.+ le yb Sr I+ t-
Inr inam in inrm in"m In OR Inset item
29 0.0285 0.0103 0.16 0.0170 0.0070 0.34 0.0144 0.0103 0.000
26 0.0379 0.0130 0.16 0.0211 0.0090 0.32 0.0181 0.0130 0.0103
Page 9 of 139 Page 122 of 139
�Es EVALUATIONt 550 �Es t t 550
Originally Issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 01/3112 0 2 5 Originally Issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 01/31/2025
TABLE 13.2-Inward(Positive)Uniform Allowable Loads(Strata Rib): TABLE 13.4-Outward(Negative)Uniform Allowable Loads(No.29 gauge Strata Rib):
Gauge Span Unit Panel Sp an(Support S I Strata Rib,29ga
P Cond8lon IV 7•0" 2-V 3'-0" 3'-6" 4'-r 4'-S" 51-V 8'-0"
ASD.WK) 230 102 65 45 33 25 20 16 11 Fastener Panel System Negative(Ou"rd)Undorm load Capacity.(lWft)
Single LRFD W 365 162 103 72 53 40 32 26 18 Substrate Nom. Amoh. Ateehment acin in
Span L240 85 43 25 16 11 7 5 3 Size Pattern 18" 2'-0" 2'-6" 3'-0" 3'•8" 4'•0" 4'-l' 1 5'-0" 1 6'•0"
L/180 - 58 33 21 14 10 7 4
U120 32 21 16 11 6 Matenal Thick- A�LRFD Aso LRFD AID LRFD Aso LRFD Ago LRFD Aso LRF Aso LRFD Aso LRFD Aso LRF
ASD.WIO 185 84 54 38 28 21 17 13 9 /Grad• nos. z mW w/O 6W Wm 40 Mol OW Wm Win
4W #W WK1 40W.b 0 WR1 4A9
DouWe LRFD, W 279 126 81 57 42 32 25 20 13 1 a10ga #12 36/8 382 600 170 209 109 f72 75 120 55 88 42 63 34 44 27 32 19 19
29 U240 _ - _ _ _ - _ 8 (13507 #12 3614 285 427 170 209 109 72 75 120 55 88 42 63 34 44 27 32 19 19
Span L/180 _ _ _ _ 1299 #12 3618 382 Me 170 200 109 172 75 120 55 88 42 63 34 44 27 32 19 10
U180 10507 #12, 38/4 285 427 170 ZOO 109 172 75 120 55 08 42 0.3 34 44 27 32 19 19
ASD,WKQ 227 104 67 47 35 26 20 17 12 14go #12 3618 382 600 170 289 109 172 75 120 55 88 42 03 34 44 27 32 19 10
LRFD W 342 157 101 70 52 39 31 26 18 Steel (.0700) #12 6/4 27 41 17 10 7 75 1 55 88 a 34 44 27 19 19
TnFie 16g■ #12 3618 382 Wit 170 209 109 172 75 120 55 88 42 63 34 44 27 32 19 10
m
Span L240 - - - - 30 20 14 10 6 ( rn) (,0390) #12 3614 236 352 158 100 172 75 120 55 0 42 03 34 44 27 32 19 f0
U180 19 14 B in.) 189a 012 3818 365 546 170 289 109 172 75 120 55 88 42 03 34 44 27 32 19 r9
U120 (04501 #12 36/4 183 274 122 183 97 140 75 120 55 88 42 63 34 44 27 32 19 10
ASD,WK) 285 126 81 56 41 32 25 20 14 20go #12 3618 282 422 170 209 109 172 75 120 55 88 42 W 34 44 27 32 19 19
Single LRFD W 453 200 128 89 65 50 40 32 22 (0354) #12 36/4 141 11 94 141 75 1 63 04 54 42 63 34 44 27 19 19
Span L240 - 107 55 32 20 13 9 7 4 22gs #12 36/8 234 351 158 234 109 172 75 120 55 88 42 03 34 44 27 32 19 19
U180 73 42 27 18 12 9 5 (02D47 012 36/4 117 175 78 117 62 04 52 78 45 67 39 58 34 44 27 32 19 19
U12D 40 27 19 14 8 x1098 #12 3818 382 800 170 289 109 172 75 120 55 88 42 63 34 44 27 32 19 19
ASD,WC 233 105 68 47 34 27 21 17 12 (17507 #1 14 285 427 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 10
LRFD W 350 169 102 71 52 40 32 26 18 129a 012 38/8 382 008 170 269 109 172 75 120 55 88 42 03 34 44 27 32 19 iD
Dotde (.1050) 012 36/4 285 427 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 10
26 Span U18800 _ - - 16 10 14ga 012 3618 382 578 170 289 109 172 75 120 55 88 42 63 34 44 27 32 19 10
(0700) 012 3614 193 289 129 193 103 154 75 120 55 88 42 63 34 44 27 32 19 19
Steel 169a #12 36/8 325 487 170 269 109 172 75 120 55 88 42 03 34 44 27 32 19 iD
�IDW
WK) 285 131 85 59 43 33 26 21 15 (Gr 33 (0b90-) #12 3614 162 244 108 162 87 730 72 108 55 88 42 63 34 44 27 32 19 iD
min.)
Tnge 429 197 128 89 65 50 40 32 23 189a 012 3618 253 379 189 253 109 172 75 120 55 88 42 83 34 44 27 32 19 19
Span 38 25 18 13 7 (0459) #12 36/4 126 190 84 128 67 101 56 84 48 72 42 63 34 44 27 32 19 19
U180 24 17 10 20ga #12 3618 195 292 130 /95 104 156 75 120 55 88 42 63 34 44 27 32 19 19
L/120 /035/") #12 3614 97 f40 85 97 52 78 43 OS 37 50 32 49 29 43 28 92 19 fD
22ga #12 36/8 162 243 108 10286 13D 72 108 55 88 42 63 34 44 27 32 19 10
(0191) 012 36/4 81 121 54 81 43 64 36 54 31 40 27 40 24 36 22 32 18 19
15/32" 914 36/8 209 283 140 189 109 151 75 120 55 88 42 63 34 44 27 32 19 19
TABLE 13.3-Allowable Reactions at Supports(Strata Rib): #14 36/4 105 141 70 94 56 75 47 63 40 54 35 47 31 42 27 32 19 19
Plywood 19/32" 014 35/8 265 358 170 239 109 172 75 120 55 88 42 63 34 44 27 32 19 19
Reactions at Supports based on Web Crippling 8 0SB #14 3614 133 179 88 119 71 96 59 80 51 58 42 W 34 44 27 32 19 19
Baring Length of Webs 23/32" #14 3618 321 434 170 269 109 172 75 120 55 80 42 63 34 44 27 32 19 19
Gauge Condltlon ASD(Pnq(Ibe/rt width) LRFD(*Pn)(lbs"width) #14 3614 161 217.107 149 86 110 71 96 55 83 42 63 34 44 27 32 19 19
09 1 3618 382 523 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19
1" 1.5" 2" 1" 1..5" 2" Lumber #9 3614 194 262 129 174 103 140 75 116 55 88 42 63 34 44 27 32 19 19
29 End 131 151 168 200 231 257 (C)FL) 1"min #14 3618 382 3006 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19
Intena 187 212 233 278 315 346 #14 36/4 265 358 170 238 109 172 75 120 55 88 42 63 34 44 27 32 19 10
26 End 196 224 249 299 343 380
IMena 285 321 351 424 478 523
Page 123 of 139 Page 124 of 139
�E13EVALUATION REPORT650 EVALUATION REPORT4 550
Originally Issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 01131/2 0 2 6 Originally Issued: 0 1/3112 01 8 Revised: 12/11/2023 Valid Through: 01/31/2026
TABLE t3.5-Outward(Negative)Uniform Allowable Loads(No.26 gauge Strata Rib):
Strata Rib,269a TABLE 13.6-Shear and Flexibility(No.29 gauge Strata Rib,36/4):
Fastener Panel System Negatve(Dutvlerd)Un form Load Capacity,Bbs/R) Nth min,012 SD HWH Screwinto supports and min.Al2 SD HWH Screw at side laps
Substrate Nom. Aaacn. Attachment S
acin ,Rin support Fvm� Gag. onach Allowable Shear(qa)(9,Factored Shear(qf)(pM,and Flexibility Factor(F)(10"nAbs)
Slze Petl4xn 10" 2.0" 2'-8" 3'-0" 3'•8' 4'-0" 4'-0" 5'-0" 6'•0"
Paean spating spat i 16" 2'-0" 2'-6" 3'-0• 1 3'-6" 4'-0" f•6" 5'•0" 0'-V
Material Thick- A60 LRFD 490 tAfD AeD IRFD A5D LRFD 4513 LRFD A�LRFO P:D LRFD ASD LRFD A9D LRFD 6" of IN 477 202 421 281 105 214 312 2N M3 2" 375 220 1 309 2N 326 141 226
/Grade news N8D py W/tl Ow wr0 NW W"n 49W W/(3 aW W/o ew wo on W/o (OW win 4w F 2"-t.SR 23.1.1.3R 23.5 AIR 23.0•I,IR 24-1R -24.1-0.9R 24.3•0,9R 24.440R 24.547R
z1098 012 3618 473 731 210 334 135 2f3 93 148 89 tOD 53 BO 42 56 34 41 23 24 12„ qa of IN 421 2N 73t SW 3n tie`210 iN nI 15i tat iN 2N f02 245 t41 226
(,1350) 012 30I4 355 332 210 334 135 213 93 148 69 100 53 80 42 56 34 41 23 24 F 25,84IR 27,0.3,1R 28.8.3R 20.6.2.0 30,2.AR 30.7.M 31,1.25R 31.4.24R 31.9.2,2R
12ga N12 36/8 473 751 210 334 135 213 93 148 69 109 53 00 42 56 34 41 23 24 ]N M 2a5 93t 1T4 2N iN j 24/ f17 757 iM n5 121 203 1N 216 1N 143
(1050) Nt2 3814 355 53 ""<10 934 135 13 93 7 69 10 53 42 34 1 23 18" f
14gs 012 30/8 473 751 210 334 135 213 93 148 89 f09 53 80 42 50 34 41 23 24 J30/429 F 27.0.4.2R 30,640A 32.64.70 33.8.4,714 Wi AAR 36,045R 361444 37.243R 38.24R
Steel (W00'/ N12 e!d 278 4}8 t86 78 135 213 93 1 8 89 10D 53 4 34 4/ 23 24 24" q of 2N a- 1N 210 174 teo 1N 1 iN faf 2ti t/1 le7 !!J 203 1161 186 N 185
(Gr 50 16go 612 3618 469 704 210 334 135 213 93 148 69 109 53 00 42 50 34 41 23 24 F n,2sR 33.1.66R J5.341R J7,1.62R a.64,2R 39.942R 414.214 4241R 43.6.68R
min.) (0Ma) 012 3614 235 352 156 235 125 180 93 148 89 109 53 80 42 56 34 41 23 24 30. g4 ,CI 2N 3e4 tN 210 1N 224 iN 241 1N 211 111 157 iN 1a4 N 160 N 1/6
18ga N12 36/8 385 548 210 334 135 2f3 93 148 89 f09 53 80 42 56 34 41 23 24 . . ..__...-.._......._........_.................__........_L....._....._..._ ........_._..,.......-......._,,......... ,.._._.-_._-....-......._...
F 30.2.6.OR 34.4d7R 37.5.7.2R 30.7.7.5R 41,6./,iR 43.3.TAR 447.7.44 40.7.8R 4.1.7,4R
(0450'1 N12 36/4 183 274 122 183 97 140 81 122 69 f04 53 00 42 56 34 41 23 24 2N 3e4 tN 270 i>o 2U 11t�190 ffl 2tt t11 187 iN 164 07 150 11 f24
20ga 012 3618 282 422 188 282 135 213 93 148 69 109 53 80 42 56 34 47 23 24 36" r -
(03147 012 364 141 1 9 41 5 113 83 54 80 7 42 50 34 41 23 4F 314R 36.7.5R 39.242R 11.4-A4R W-911 4142R 47.94.3R 49.4.9.4R 52.1.AR
22ga 012 3e/8 234 351 156 234 125 187 93 148 69 109 53 80 42 56 34 41 23 24 .'pnunad aMa upcM44 do nu irgrM pm1N art.Mnna limAYbM,9d.tiwr4 Nababdanb, A'"Awl aatAn„r4 y.tlnq(Wn)penal W. '
(.0294"I 012 3614 117 175 78 117 62 94 52 70 45 67 39 58 35 52 31 41 23 24
r10gs N12 3618 473 751 210 334 135 213 93 148 89 109 53 00 42 56 34 41 23 24
(.1350) N1 30/4 355 532 210 334 135 2131 93 148 89 109 53 80 42 36 34 41 1 23 24
1290 012 3e/8 473 751 210 334 135 213 93 f48 69 109 53 80 42 50 34 41 23 24 TABLE 13.7-Shear and Flexibility(No.26 gauge Strata Rib,36/4):(10307 012 38/4 289 434 123 289 135 213 93 748 69 102 53 80 42 36 34 41 23 24 Nth min.N12SD HWH Screwinto supports and min.Y1280 HWH Scrawat side lips
1498 012 3018 386 578 210 334 135 213 93 148 69 109 53 80 42 50 34 41 23 24
Steal (0700-) N12 36/4 193 289,129 193 103 154 86 129 U 100 53 80 42 56 34 41 23 24 Upped
m9e Mam All ovaWaShasr(qa)(pl),Factored Shoat(qf)(pM,and Rod bllity Facto r(F)(10"in&3)
(Gr33 1899 012 3018 325 487 210 S25 135 213 93 148 69 109 53 80 42 56 34 41 23 24 Fastertar
(.0_) N12 3614 162 244 108 162 87 130 72 108 82 93 53 80 42 56 34 41 23 24 Pau" spadw Spa,-0 16" 2'•0" 2'-6" 3'-0" 3',6" I'•0" 4'-6" 5'-0" 6'•o"
mm.) 1898 012 3W8 253 379 169 253 135 202 93 148 69 109 53 80 42 56 34 41 23 24 6" f 374 602 336 545 Ja 526 3/8 j 511 71t Sot 7N 497 JOf lee 285 1 456 tN 3t7
(Od50J 012 3614 126 iW 84 126 67 101 56 84 48 72 42 6J 37 50 34 41 23 24 F 18.64AR 1 143-1.24 118.1.0t 10.1.1R 20-0,9R 20.2 AM 20.3-0.8R 20.4-a7R 20.545R
20go 012 3610 195 292 130 193 104 150 87 130 69 109 53 80 42 50 34 41 23 24 + 1k 3N 546 7N 4n 2N 477 t77 014 2'41 a2 711 3N 270 J64 702 776 1N J12
(0351') e12 36/4 97 146 65 07 52 78 43 65 37 50 32 40 29 43 28 99 22 24 12" --- - ---� y- _- ---i--
22ga N12 3018 162 243 108 162 86 130 72 108 62 93 53 80 42 56 34 41 23 24 F 213-7R 23.4d8R N,4.27R 25.26R� 25,5.2.SR 26.2.41 26.4.13R 26 -2.2R 272.21R
N12 38/4 81 121 54 81 43 OS 38 54 31 46 27 40 24 36 22 18 24 .,, ql,•..,•,,, „,,... ,,,.. „u,,.•--,__„„_„., -,. /4 11 218 i7a lee 161 2u
(02g4") fg„ ]le 401 7N 12e 3 3ea fN 3iJ 1N 7J1 tN 1......-..-_.,...,.-..... „.... ........... ..243
1 S132„ 014 3M 209 283 140 189 112 151 93 120 69 10e 53 80 42 56 34 41 23 24 3614 ,26 F 23,5.33R %241R 27.7-42R 28.942R 20.841R 30.84R 31.3.3.R 31,948R 32.8.3AR
N14 3614 105 141 70 94 56 75 47 63 40 54 35 47 31 42 28 38 23 24 ga 20„ 2N 464 211 340 226 363 IN, 313 171 275 151 241 10 2H 161 2M 12t 200
Ply++ood f9/32" N14 38/8 265 358 177 230 135 791 93 148 69 100 53 80 42 56 34 41 23 24 F 24A46R 20.24.2R 30.2.64R 31.e-MR 33.2-5.M 343.5.eR 35.345R 36.7.64R 37.6-0.2R
B OSo N14 36l4 133 179 88 119 71 96 59 80 51 68 44 60 39 53 34 41 23 24 2N 464 ]t/ 710 171 n7 1N 317 iTl 375 t61 7H 1M 219 tri1/N la 2N
N14 3618 321 434 210 289 135 213 93 148 69 109 53 80 42 56 34 41 23 24 qa Vr
23/32 014 36l4 161 217 107 143 86 1f0 71 ge 61 83 53 72 42 56 34 41 23 24 �" F 25.6.5R 29.7.6R 32.145R 34.2.6JR 35.04.9R 37,4-7R 36.6-7R 30.0.7R 41.74.$R
#9 3M 388 523 210 334 135 213 93 148 89 fog 53 8t3 42 50 34 4f 23 24 36" nt 464 1 34e na 2e1 i62. 2u t71 ns 111 2a /N 219 11.1N to 154
Lumt3er N9 36/4 194 262 129 }7J 103 140 86 118 68 f00 53 80 42 56 34 4/ 23 24 F 26A 4+R 30.9-0.iR 93.7.7,7R Je•7.5R 75A 4R 79.9-8.2R 41.54.3R 42.9.64R 15.24.4R
1"min rM.:A..w,bd,Macap.<M.a rb not nM+&. 44+dsMwrNn:r.tlon..6r Oana4 Na N,dMa1t. 'W-panM.O.cMantawcl^01aM^r•Mrwl
(DFL) Nid 3818 473 713 210 334 135 213 93 148 89 109 53 80 42 SB 36 41 23 24
Nt4 3614 265 358 177 238 135 191 93 148 69 100 53 80 42 56 34 41 23 21 Note:Shear Tables 12.6&12.7 based on 36/4 attachment pattern.Values acceptable for use(conservative)for 36/9 pattern.
Page 125 of 139 Page 126 of 139
uEsEVALUATION 550 u s EVALUATION REPORT N U e . r,550
® Originally Issued: 0 113 112 01 8 Revised: 12/1112023 Valid Through: 01/3 112 0 2 5 ® Originally Issued: 01/31/2018 Revised: 12/11/2023 Valid Through: 01131/2026
CALIFORNIA SUPPLEMENT 2.0 LIMITATIONS CITY OF LOS ANGELES 2.3 Prior to installation. calculations and details
SUPPLEMENT demonstrating compliance with this approval report aml the
ASC PROFILES LLC Use of the ASC Profiles LLC Single Skin Steel Roof and 2023 and 2020 Los Angeles Build ng Code or 2023 and 2020
'a"all Panels with Expuscil Fasten tin recognized in this ropoti Los .Angeles Residential Code, as applicable shall be
2110 Enterprise Blvd. is subject to the following limitations: ASC PROFILES LLC submitted to the structural plan check section for review and
West Sacramento,CA 95691 2110 Enterprise Blvd approval. The calculations and details shall be prepared
(500)360-2477 2.1 ASC Profiles LLC Single Skin Steel Roof and Wall prmiai West Sacramento,CA 95691 stamped. and signed by a California registereddcaipt
www,usenlnfiles.vont Parcels with Exposed Fasteners shall comply with the tamped. al.
ons applicable to the 2021 and 201816C or 2021 and (SIIO)360-2477 professio
2018 02C in IAPMO UES ER-550• w�vw.ascm•rrftles.com 2.4 The design, installation, and inspection of the :1SC
AEP SPAN AND ASC BUILDING PRODUC"17S: Profiles LLC Single Skin Steel Roof and Wall Panels with
SINGLE SKIN STEEL ROOF AND WALL 2.2 Roof panels may be used in"now buildings located in any AEP SPAN AND ASC BUILDING PRODI?CTS: Exposed Fastcnem shall be in accordance with LABC
PANELS WITH EXPOSED FASTENERS Fire Hazard Severity Zone or any Wildland-Urban Interface SINGLE SKIN STEEL ROOF AND WALL peers 15. 16, end 17 as applicable. dthe to local
Fire Area designated by the enforcing agency construc oil Chapters
after the application date stipulated in CBC Section 701A.3.1 PANELS WITH EXPOSED FASTENERS amendments to these chapters.
CSI Sections: shall comply with the provisions*' in accordance with
07 6100 Shed Metal Rooting Sections 70 L13 and 705A of the CBC and with the 2021 or CSI Sections: 2.5 thus supplement expires concurrently with ER-550.
07 64 00 Sheet Metal Wall Cladding 2019 IBC as presented in ER-350. 07 61005heet Metal Roofing For addieonal Ieformeti eboua ab eralaa soil report Plwee vhit
1.0 RECOGNITION 2.3 Pertaining toswctures under thejuriadictionofDSAand 076400Shm Met al Wall Cladding nao,.rn�-,•,,,r_,mails+a11011,no,•rm ,•,re
HCAi (formerly USHM), designs for the transfer of I.ORECOGNITION
ASC Profiles 11C Single Skin Steel Roof mid Wall Panels anchorage forces into the diaphragm shall comply with C ,
with Exposed Fasteners as evaluated and represented in Section 1613A.5.1 of the 2022 and 2019 CBC. ASC Profdca LLC Single S►vh Steel Roof and Nall Panels
IAPh10ITS Evaluation Report ER-0550 and with changes with Exposed Fasteners as evaluated and represented its
as noted in this supplement are satisfactory alternatives for 2.4 This supplement expires concurrently with ER-550. with E LES Evaluation R E aced a d with t t
use in buildings built under the following codes (and changes
regulations): For additional information about thb evaluation report plaint van as noted can this supplement arc satisfactory alternatives for
nmlccrrn n—mauue at af,uglform use in buildings built codex de following codes (and
• 2022 and 2019 California Building Code"(CBC) regulations):
• 2022 and 2019 California Residential Code'ICRC)
• 2023 and 2020 City of La Angeles Building Code
(Z ABC)
• 2023 and 2020 City of Los Angeles Residential Code
(LARC)
2.0 LIMITATIONS
Roof panels recognized in this report supplement is subject
to the following limitations:
2.1 ASC Profiles I.LC Single Skin Steel Roof and Wall
Panels with Exposed Fasteners shall be intuited and
identified in accordance with this report.codes listed in
Section 1.0 of this repor-L and themanufactur"'s instructions.
Where conflicts occur,the more restrictive shall govern.
2.2 ASC Profiles LLC Single Skin Steel Roof and Wall
Panels with Exposed Fasten" shall comply with the
provisions applicable to the 2022 and 2019 CBC or CRC,as
applicable,in the California supplement to IAPMO CES
ER-550.
Page 138 of 139 Page 139 of 139
a
,A
Tri-State Testing Services
45 degree anchor test
TES G �SERVICES,NNC.
September 17,2003 Report No.:L02g906 Anchw ndi HP9
Custornor e Pride,Inc.
Home Pride,Inc. Data September 12,2003
P.O.Boa 160337
Toot No.1 To No 2 Test No 3
Telephone:
TN 37216 1-d on daftadton bad en deilealon load iut daltecom
7elepbane:(615)226-1301 Won 0 0 1000 0 0 1000 0 0
(6)S)226-1301
1500 0 0 1500 0 o 1500 0 0
SUBJECT:Performance"fest Report-HP9 2000 0 0 2000 0 0 2000 0 0
25M 0 0 2500 0 0 25M 0 0
ITEM DESCRIPTION:Model HP9(Barbed Anchor) 30M 0 0 3OW 0 0 3000 0 0
35M 0 0 3500 0 0 15M 0 0
TEST DATE:September 12,2003 4000 0 0 4000 0 0 4000 0 0
45M 0 0 45M 0 0 4500 0 0
TEST METHODOLOGY: Model HP9 was Installed per installation instructions. 4725 0 0 4723 0 0 t725 0 0
Mr.Oliphant—We have concluded testing on The above referenced item.
Total Load 4725 Trial Load 4125 Total Load 4725
A Performance test was performed of model HP9.Model HP9 was Installed by drilling a I'/."bole Total Lill 0 Total Lift 0 TOW Lill 0
15 inches deep.Model HP9 was then driven into the hole to a depth or 13". Total Doll. 0 TOW Den. 0 TOW Den 0
Results able Result Acceptable Results Acceptable
The performance test consists of three-lend test. Each anchor was pre-beat to a forty-five degree
angle and prelooded prior to the start ornch test.
RESULTS:Model HP9 was found to be acceptable based on previously mentioned acceptance
criteria(see attached data log).There was no disfiguriog or failure to Model HP9,ail ambers were
loaded to any ultimate load of 4,725 its with so movemeut in excess ortline Inches in a horizontal
direction and two inches in a vertical direction.
If we can answer any questions concerning this report please let me know.
Respectfully Submitted,
TRISTATE/�RVICES,INC.
Will Jackson
Assistant Manager
�o-z •03
rna 901-38&66 1 4
M
fFA H
Type 2 HP9 BARBED ANCHOR
2 HP9 0 _
O - � � a Sw&'ve L
I
BARBED ANCHOR
INSTALLATION --HP9-3/4"x 22"A-36M o r j
INSTRUCTIONS:
4. I
HW. 1a%4.M.h9
1. Remove soil and vegetation down
to solid rock.If concrete is being
used.removing the soil and vegetation
is not necessary. 24" I a a'`X 3��/
2. Drill a hole 3/4"in diameter and 13" J 55
deep into rock or concrete. 1. Asa 9 Gra
3. Drive the anchor into the bottom of the -- 2"x 3/4"x .125" —
hole. 1. ASTM A36
4, Bend the anchor until it is in line with the
angle of the frame tie coming from the
I-beam.This angle should not exceed i
5 from a 45 angle.
5. Pretension the anchor to the frame tie. I
6. Place soil back around the anchor it HP q
installed in solid rock. it
,f
♦ Engineer certifications on file. /,3arbed Anchor A 3G
VI
�7N y Ta bs
Mu.s+ be- A119l"4
Ta A R', ht.
I
I�
c00¢] Mum amon 1010 99t W 1ti3 ST:rT 900Z/ZT/S0