HomeMy WebLinkAboutPlan Review Plans 2005-10-13
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CITY OF SPRINGFIELD
Development Services Department
Building Safety Division
Residential Plan Review
JOB ADDRESS
939 W. Fairview Dr. CITY JOB#: COM2005-01300
OWNER: Chris Gilbert
PHONE: 988-5969
CONTRACTOR: Owner
PHONE:
Items listed below (if any) and those marked in red directly on the approved permit
documents are incorporated into this project in addition to any requirements appearing on
the construction plans and the City standard document entitled "Single Family and Duplex
Construction Most Commonly Missed Items", A corresponding number is marked on your
plans for any items listed below where applicable,
All references are to the 2005 Oregon State Residential Specialty Code, (2003 International
Residential Code as amended by the State of Oregon unless noted otherwise), A copy of
this code may be obtained from the Building Tech Bookstore, Inc., 8020 S.W, Cinus Dr.
Beaverton, Oregon 974008-5986
Your signature on the Building Permit is an agreement that all items will be installed or
corrected, and that all work on this project will comply with applicable codes,
ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS,
SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED TO BE A
PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF THE BUILDING
SAFETY CODES OR OF ANY OTHER ORDINANCE OF THE CITY OF
SPRINGFIELD,
PLANS REVIEWED BY:
,j) t8A J# hu-
,
Review completed on
PHONE: "72~ - _?'62- '3
/fl//~/OG"
I, Due to recent changes in the pressure treatment of residential/umber, the
potential for corrosion of metal connectors and fasteners is substantially
increased. Nails and connectors with heavy galvanizing should be used on
such lumber. Please review the accompanying information from the Tri-County
newsletter that is published by the State of Oregon for more specific
information,
POST / 8RACING NOTES
ITEM DESCRIPllON
6X6 P. T, #2 H-F POST
USE 5'-6. (MIN) EMBEDMENT DEPTH,
24.~ FOOliNG AND GRANULAR
BAO<FILl
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6X6 P. T, #2 H-F POST
USE 3'-6. (MIN) EMBEDMENT DEPTH,
24.~ FOOliNG AND GRANULAR
BACKFlLl
rM P, T. DOOR POST
\0 (SEE GENERAL NOTE 4)
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GENERAL NOTES
1. ORIENT POSTS AS SHD\\IoI, SEE SECllON VIEW DRA\I1NG FOR POST
EMBEDMENT DETAILS,
2, ALl POSTS IN CONTACT \11TH GROUND SHALl BE PRESSURE
TREATED TO 0,60 pel RElENllON CCA.
3, PERSONNEL oooR(S) AND \I1NDOW(S) SHD\\IoI MAY BE LOCATED BY
THE BUILDER IN THE WALL(S) SHO\\lol UNLESS SPEOFlCALl Y
LOCATED ON THIS DRA\I1NG,
4. DOOR POSTS MAYBE SIZED, LOCATED AND EMBEDDED BY THE
C()olTRACTOR UNLESS NOTED OTHER\I1SE.
5. CONTRACTOR TO \IER1FY DOOR DIMENSIONS AND a.EARANCES
PRIOR TO BUILDING CONSTRUCllON AND DOOR INSTALLAllON,
60'-0.
12'-0.
12'-0.
12'-0.
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<.<'^> '-I' 9 ~'u 0 .
'ltI'N '<:o,--\,<< 2700 Market St NE SUite A. Salem. O,eqon 97301 ~503) 5B9-1727
<..-, R. \-Ie." CUENT I OWNER ~ BUILDING LOCATION]
BARNCRAfT BLOG SUPPLY CHRIS GILBERT
!EXPIRES: 6/30/07 93166 PRAIRIE RD 939 W FAIRVlEW
JUNCTION CITY. OR 97448 SPRINGFIELD, OR 97477
DATE: 18 AUG 05 IDWG NO, IJOB NO: IREV:I.:\
IDRAWN BY: LS IPLOT 0: 128 PFB-Ol of 05 180665 LQ:-,
@AUJANCE ENGINEERING (F ORI:GON, INC 1998
IT IS UNLAWFlJL AND POTENTlAllY DANGEROUS FOR THIS ORA\\lNG TO BE Usn> FOR ANY OTliER 6U1LDING LOCATlON TliAN 9IOWN.
,
--------'.-- --
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-- -- --~- - --- --- - -- ----
r24" TRANSLUCENT UGHT PANElS
(SEE CONSTRUCTION NOlES)
12 -
3c::::"""'--.:;_-::--- -.~_
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~~ ....
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60'-0"
30'-0"
,
REAR EAVE VIEW
LEFT GABLE VIEW
r24" TRANSLUCENT UGHT PANELS
(SEE CONSTRUCTION NOlES) 18" OVERHANGS
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60'-0'
30'-0'
FRONT EAVE VIEW
RIGHT GABLE VIEW
@Al1JANCE ENGNEERlNG (F ORl:GON, INC 1996
IT IS UNlAmJL AND POTENTWlY DANGEROOS FlJllHlS DRA'MNG TO BE USED FlJl ANY OTHER BUIUllNG LOCATION lllAN SHO\\!l.
"
, , , .
-- - --~ --,- -,- - - -----~- ~- - -- -------- ------'------ ---- ---'--~-
""---PRE-ENGINEERED TRUSSES BY OTHERS
SEE DETAIL 1
'"----POST
NAIL TOP GIRT TO POST
wi (5) (MIN) 16d OR 20d NAILS
(6) 16d OR 20d NAILS
(4) (MIN) 16d OR 20d NAILS
(3) 3/4"' A-307 BOLTS
, . ' WI FLAT WASHERS EA SIDE
~. 2t 2X CORBEL BLOCK TO
.,/' MATCH POST \\lOTH
'>: (SEE STANDARD DETAILS
FOR BOLT SPACING '"
BLOCK SIZE)
~-
DETAIL 1
Ox
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"",
--
12
3 t::='":
2X6 '2 D-F PURUNS 0 24" (MAX) D.C.
NAIL TO BLOCKS WI (3) 16d OR (2) 20d NAILS
NAIL 2X6 BLOCKS TO TRUSSES
Wi (2) 16d OR 20d NAILS EA SIDE
-.
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(29 GA METAL SHEATHING
TYP ROOF AND WALlS
r-2X6 #2 H-F GIRTS 0 24" (MAX) D.C.
r NAIL TO POST Wi (3) 16d DR (2) 20d NAILS EA END
...-(2) p, T, BOTTOM GIRTS, STACKED.
NAIL TO POST Wi (6) 16d OR 20d NAILS EA END
- - :::~,; '~4: (MI~) CONCRETE FLOOR
::'; ,~,~
w '? ,t: ~~- '-BACKFILL PER POST!BRAClNG NOlES ON PFB-Ol
bJ ~ '~: .: (SEE CONSTRUCTION NOlES)
~~' t~
c;: ;.: 6" THICK CONCRElE FOOTING
- - ~~:'- r (SEE CONSTRUCTION NOlES)
INSTALL (3) 20d NAILS 2" DEEP
IN EA POST FACE 0 MID-SLAB
DEPTH FOR POST CONSTRAINT
PERIMElER POST
BOTTOM GIRT
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DETAIL 2
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BUILDING OAT A:
\\lOTH: 30'-0"
LENGTH: 60'-0"
EAIIE HT: 12'-0"
ROOF SlOPE: ,3 IN 12
TRUSS SPACING: 12'-0"
aJ.!lLOlNG CODE;,
'MNO LOAD: 100 MPH
EXPOSURE: B
SNOW LOAD: 25 PSF
DEAD LOAD: 3 PSF
SOIL BEARING: 1.0 KSF
(TYPE: SW,SP,SM,SC,GM,GC)
SEISMIC ZONE: 0
IBC: 2003
,
, GENERAL NOTES
,. GIRTS MAY BE INSTALlED COMMERCIAL Sm.E
AT 24" O.C. BY THE CONTRACTOR 'MTH 2X
BLOCKING BETWEEN MEMBERS DR 'MTH
SIMPSON LU26 HANGERS (OR EQUAL). IF 2X
BLOCKING IS USED, THEN NAIL BLOCKING TO
POST 'MTH (6) 20d OR (6) 16d NAILS (MIN.).
NAIL GIRTS TO BLOCKING 'MTH (2) 20d OR (3)
16d NAILS AT EACH END.
2. PURUNS MAY BE INSTALlED \\lTH SIMPSON
LU26 HANGERS (OR EQUAL) SEE NDlE 15 ON
THE CONSTRUCTION NOlES, OIlER-LAPPED, DR
BUTTED ON THE TRUSSES AS REQUIRED BY
THE CONTRACTOR.
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SEE DETAIL 2y-
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@AWANCE ENGlNErRlNG ~ OREGON, lNC 1998
IT IS UNLAWFUL AND POlENTIAlLY DANGEROUS FOR lHlS QRAMNG TO BE USED FOR ""Y OlHER B11IUl1NG LOCATIttI lHAN SHO'llIol.
"
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- - -- - -
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TRUSS OR RAFTER HEEL "'\ ., I 1_____.
CORBEL BLOCK FREE OF \ I I :"'j ~ --.J +
SPUTS, CHECKS, AND SHAKES.
BEFORE AND AFTER NAlUNG
TRIM FOR TIGHT FIT '"
A-307 BOLTS W/ NUT AND
FLAT WASHERS EA SIDE
(STAGGERED AS SHOWN) ----..-..
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NOTE: lHlS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY,
SEE SECTION \/IEW FOR ACTUAL BOLT SIZE AND QUANTITY REQUIRED,
CD
CORBEL BLOCK
FOR (2) OR MORE BOLTS
~ CORBEL BLOCK ole POST
TRUSS DR RAFTER HEEL \
CORBEL BLOCK FREE OF ::
SPUTS, CHECKS, AND SHAKES, ,
BEFORE AND AFTER NAlUNG
TRIM FOR TIGHT FIT ""'\.
A-3D7 BOLT W/ NUT AND '\
FLAT WASHERSEA SIDE ~
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POST~ - .IZ'
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NOTE: lHlS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY.
SEE SECTION \/IEW FOR ACTUAL BOLT SIZE AND QUANTITY REQUIRED,
CD
CORBEL BLOCK
FOR (1) BOLT
"4 x 7/8" STITCH "
SCREWS 024" r PANEL OVERLAP f9 X;;ntS~(is
O.C, MID SPAN~/ / f9 X 1-1/2" SCREWS
1/2" (MIN) ~
,,_ EDGE DISTANCE I
, \.2X' (MIN) FRAIIING MEMBER /
9". 2X (MIN) FRAIIING MEMBER../ -
(MAX) _ I ;29 c.: METAL ~EAlHING _
..r' I ... 1 I"
2X (MIN) FRAMING MEMBER J "- f9 X 1-1/2" SCREWS'
o 9" O.C. (MAX)
FASTEN lHE 29 GA METAL SHEAlHlNG TO lHE FRAIIING MEMBERS USING f9 X
1-1/2" AT 9" O.C. ADJACENT TO EACH OF lHE MAJOR RIBS. PARALlEL TO lHE
PANEL RIBS, AT TERMINATING EDGES, lHE #9 X 1-1/2" SCREWS SHAll BE SPACED
AT 12" O.C, (ADDITlONAL BLOCKING MAY BE REQUIRED TO ACHIEVE PROPER SCREW
SPAONG AT TERMINATING EDGES). lHE FASTENERS SHALl BE 1/2" (MIN) FROM
PANEL EDGES. lHE DECK SIDE LAPS SHALl BE FASTENED TOGElHER \\llH "4 X
7/8" LONG SELF DRIWNG SCREWS MID SPAN BE'TYfiN lHE SUPPORTS AT 24" O,C,
(MAX), INCREASE LENGlH OF 19 SCREWS BY lHlCKNESS OF ANY APPUED
SUBSHEAlHING. (}) ~;~ERNA IT SCREW SCHEDULE
@Al.UANCE ENGlNl:ERING IF OREGON, !NC 1998
IT IS UNLAWFIll AND P01INnAlLY DANGEROUS FOR TIllS DRAYlING TO BE USED FOR ANY OTllER BUILDING LOCAnON TIlAN 9<0\\1<.
. , ,
---~~----------- ----_._----~
I 9"j '/ 29 GA METAL SHEA lHlNG
(MAX)
.}- -I -, - ~
2X (MIN) FRAMING MEMBER / \
19 X I" 'LONG SCREWS 0 9" O,C, (MAX)
NOTE: NO STITCH SCREWS REQUIRED
FASTEN lHE 29 GA METAL SHEAlHlNG TO lHE FRAIIING MEMBERS USING 19 X 1" AT 9" O,C, ADJACENT
TO EACH OF lHE MAJOR RIBS. lHE FASTENERS SHALl BE 1/2" (MIN.) FROM PANEL EDGES, INCREASE
LENGlH OF 19 SCREWS BY lHlCKNESS OF ANY APPUED SUBSHEA lHING.
TYPICAL SCREW SCHEDULE
N,lS,
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POLE BUILDING CONSTRUCTION NOTES:
"
1. UNLESS NOTED OTHER\\lSE, ALl CONCRETE rc SHALl BE 2500 PSI MINIMUM AT 28@ 9.
DAYS. THE CONCRETE SHAll BE MIXED IN THE CORRECT PROPORTIONS PRIOR TO -~
PLACEMENT, NO SPECIAL INSPECTION IS REQUIRED,
2. All SOLID SAIItl LUMBER S"XS" AND LARGER SHAU. BE ROUGH SAIItl 'o1SUAU. Y GRADED
TIMBERS UNLESS OTHER\\lSE NOTED, ALl FRAMING LUMBER SHALl BE AT LEAST THE
MINIMUM NOTED ON THE DRA\\lNGS. LUMBER NOT SPEaFlCALl Y CAlLED OUT MAYBE
STANDARD OR BETTER. No.2 DOUG-FIR MAY BE SUBSTITUTED FOR No.2 HEM-FIR.
3, INSURE THAT & BRAONG AND BEARING AREA REQUIRED BY THE MANUFACTURER Of
THE PRE-ENGINEERED TRUSSES HAVE BEEN INSTAlLED IN ACCORDANCE \\lTH THE
MANUFACTURER'S INSTRUCTIONS.
4, THE POSTS SHAll BE CENTERED ON THE FOOTINGS. THE CONTRACTOR SHALl INSURE
THAT THE BACKFIll IN THE POSTHOLES IS CAST AGAINST UNDISTURBED SOIl.
5, UNLESS NOTED OTHER\\lSE, GIRTS AND PURUNS HAVE BEEN DESIGNED FOR STRESS
ONLY, THEY HAVE NOT BEEN DESIGNED FOR THE DIRECT ATTACHMENT Of INTERIOR
FINISHES.
6, IF THE DRA\\lNGS SPEaFY CONCRETE BACKFIll IN THE POSTHOLES, THE BACKFlU. SHALl
BE THE MINIMUM PSI AS SPEaFlED IN NOTE 1, UNLESS OTHER\\lSE NOTED, THE
CONTRACTOR SHALl INSTALL (10) 20d NAILS 2" DEEP INTO (2) OPPOSITE POST FACES
ON EACH POST Baow GRADE. NAILS MAY BE OMITTED IN BUILDINGS \\lTH A 4" (MIN)
CONCRETE FLOOR. PRD'o1DE 6" THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER.
7, IF THE DRA\\lNGS SPEaFY GRANULAR BACKFIll IN THE POSTHOLES, THE BACKFIll
SHALl BE 5/8" TO 3/4" (-) GRAVEL OR CRUSHED ROCK. THE CONTRACTOR SHAll
INSURE THAT THE BACKFIll IS SATURATED PRIOR TO BACKFlWNG AND IS COMPACTED
AfTER EACH 6" UFT, PRD'o1DE 6" THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER.
8, IF THE DRA\\lNGS SPEaFY NATURAL BACKFIll IN THE POSTHOLES, THE BACKFIll SHALl
BE WEll-GRADED NATIVE SOIL (FREE FROM ALl ORGANICS AND LARGE COBBLES). THE
CONTRACTOR SHALl INSURE THAT THE BACKFIll IS SATURATED PRIOR TO BACKFlWNG
AND IS COMPACTED AfTER EACH 6" UFT, PRD'o1DE 6" THICK CONCRETE FOOTING TO
MATCH HOLE DIAMETER.
,
I" ABBREVIATIONS & SYMBOLS: '\
D-F
EA
GA
GLB
H-F
MD
MFR'S
D.C.
'-
DOUGLAS FIR
EACH
GAUGE
GlUE LAM BEAM
HEMLOCK FIR
MAN DOOR
MANUFACTURER'S
ON CENTER
OPP
PLCS
P,T,
TYP
W
w/
o
-
OPPOSITE
PLACES
PRESSURE !REA TED
TYPICAL
\\lNDOW
\\lTH
AT
DIAMETER
/
@AWANCE ENGNEERlNG (F OREGON, lHe 1998
IT IS UNLAllfUL AND POTENTIAU.Y DANGEROUS FOR lHIS ORA'MNG TO BE USED FOR ANY OlHER BUIUlING lOCATICl< THAN SHOWN.
" '.
---~-----'-----'------ --------
. .
---------
IF THE DRA\\lNGS SPEaFY SAND BACKFlU. IN THE POSTHOLES, THE CONTRACTOR
SHAll INSURE THAT THE SAND IS SA TURA TED PRIOR TO BACKFlWNG AND IS
COMPACTED AfTER EACH 6" UFT, PRO'o1DE 6" THICK CONCRETE FOOTING TO MATCH
HOLE DIAMETER.
10. INSTAll ALl STEEL SHEATHING TO THE INTERIOR FRAMING MEMBERS (GIRTS AND
PURUNS) PER THE I'lP-'r.~ ';,r,REyI ~(';Hrnlll F GIVEN ON THE SIAlIQARn nrTAII ~
DBAml:IG UNLESS NOTED DTHER\\lSE.
11. ALl WOOD MEMBERS, FRAMING REQUIREMENTS AND CONNECTIONS SHALl COMPLY \\lTH
IBC SECTIONS 2303 '" 2304.
12. ALl NAILS DRIVEN INTO PRESSURE TREATED WOOD SHALl BE HOT DIPPED
GALVANIZED,
13. OFF LOADING '" HANDUNG AND TEMPORARY'" PERMANENT BRAONG OF ALl TRUSSES
SHAU. COMPLY \\lTH TRUSS PLATE INSTITUTE HIB-98 POST FRAME SUMMARY SHEET.
14. IF THE DRA\\lNGS SHOW TRANSLUCENT UGHT PANELS, BOTH ENDS Of THE PANas
MUST TERMINATE AT A WALl GIRT. WALl GIRTS THAT UGHT PANas ARE ATTACHED
TO MUST BE FASTENED TO THE POSTS w/ (4) 16d DR 20d NAILS AT EACH END
UNLESS CDMMEROAL GIRTS ARE USED.
15, IF PURUNS ARE INSTAlLED \\lTH JOIST HANGERS, THEN OMIT THE PURUN BLOCKS
AND INSTALl 2X CONTINUOUS BLOCKING TO MATCH POST \\lOTH BETWEEN
RAFTERS/TRUSS TOP CHORDS. LOCATE BLOCKING AT THE TOP OF THE
RAfTERS/TRUSS TOP CHORDS AND NAIL EA SIDE \\lTH 16d NAILS AT 12" (MAX) O,Cn
CONTRACTOR TO VERIFY THAT THE \\lOTH OF THE TRUSS TOP CHORD IS EQUAL TO
OR GREATER THAN THE PURUN \\lOTH, PRIOR TO CONSTRUCTION.
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LJANCE ENGINEE~
"The Pole Building Engineering Company"
POST FRAME BUILDING
STRUCTURAL CALCULATION
(This structure has been analyzed and designed for structural adequacy only.)
PROJECT No.
180665
BUILDING OWNER I LOCATION:
Chris Gilbert
939 W Fairview
Springfield, OR 97477
CLIENT:
Barncraft
93166 Prairie Rd
Junction City, OR 97448
ENGINEER:
u EG N
~ Vlj, n. 0
<<;0 Z y 9 2<;JIJ 00-
'It~rv R. \-\t'i'--'\X
IEXPIRES: 6/301rn
Property of Alliance Engineering of Oregon, Inc, Unauthorized duplication prohibited.
Copyright @ Alliance Engineering of Oregon, Inc. 1998-2004
2700 Market Street NE Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727
Salem, OR 97301 www.polebuildingengineering.com Fax: (503) 589-1728
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8/18/2005 180665 (Gilbert) 30xGOx12.xmcd 1
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POST FRAME BUILDING SUMMARY:
This is a post-frame building with wooden trusses or rafters and preservately treated posts that
are pressure treated for ground contact. Post size, post embedment depth, post hole diameter
and backfill is given in the body of the calculation. The building will depend on the diaphragm
action of the roof and wall sheathing for lateral stability., The posts will be modeled as propped
cantilevers that are FIXed at the base and propped by the deep beam action of the roof. The roof
structure spans horizontally between the wall diaphragms where it is simply supported. The
post frames will be assumed to act as a unit. Wind loads will be imposed on the windward and
leeward sides of the building simultaneously. The actual post length for bending will be
assumed to be measured from top of the post hole backfill to the top of the corbel block. If
there is no concrete floor, the concrete backfill will provide lateral constraint in the windward
and leeward direction. If a concrete floor is used, lateral restraint for the post will be provided
at the ground line by the concrete floor.
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REFERENCES:
1. 2003 Edition of the International Building Code
2. ASCE 7-02 - Minimum Design Loads for Buildings and Other Structures
American Society of Civil Engineers, 2003
3, 2001 Edition, National Design Specification (NOS) Supplement For Wood
Construction, American Wood Counsel
8/18/2005 180665 (Gilbert) 30xGOx12.xmcd 2
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SUMMARY OF DESIGN VALUES:
Buildino Dimensions
Wbldg:= 30 ft
Lbldg:= 60 ft
Hbldg:= 12 ft
Rpitch := 3 /12 (Roof p~ch)
(Width of Building)
(Length of Building)
(Eave Height of Building)
Bay:= 12
ft (Greatest spacing between eavewall posts)
Wgableopenings := 0 ft (Total width of openings in one gable wall)
Weavenpenings:= 16 ft (Total width of openings in one eave wall)
T IUSS ~hecl:= 12 in (Depth of truss/rafter heel)
Post Prooerties:
Pwidlh:= 6.
P dcplh := 6
in
(Post width y-axis)
POST SIZE
in (Post depth x-axis)
Grade := "2" (Grade of Post (2, 1, or SS = Select Structural))
FbI = 575 psi (Allowable bending stress for the posts)
FeI = 575 psi (Allowable compression stress for the posts)
Ewood = 1100000 psi (Allowable modulus of elasticity for posts)
Lposl_bndg = 132
in (Bending length of post)
Purlin Prooerties:
Girt ProDerties:
Pudin_spacing:= 24 in
Girt_spacing := 24 in
Spurlin := Sx26
Sgirt := Sy26
Fpullin:= FbDF2dim
Fgirt := FbHF2dim
8/18/2005 180665 (Gilbert) 30x60x12.xmcd 3
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SUMMARY OF DESIGN VALUES (Continuedl:
: .
Footino and Post Hole Desion Values:
qsoil := 1000 psf (Assumed soil vertical bearing capacity)
djaJooting:= 2 It (Diameter of footing)
Ssoil = 100 psf (Assumed soil lateral bearing capacity)
Desian Loads for Buildina:
Wind Desion Values:
Roof Load Desion Values:
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Fastest wind speed (3 second gust)
V wind:= 100 MPH
Pg:= 25
Ibs (Ground snow load)
Pd:= 3
Ibs (Roof dead load)
Wind Exposure:
Exposure := "13"
Seismic Desion Values:
Ss := 71.4 Mapped spectral acceleration for short period
SI := 36.5 Mapped spectral acceleration for 1 second period
IE:= 1.0 Importance factor
W = Dead load of building (See analysis below)
Rs:= 7
Response modification factor
(GO TO LAST PAGE FOR SUMMARY OF RESULTS)
8/18/2005 180665 (Gilbert) 30xGOx12.xmcd 4
SNOW LOAD ANALYSIS:
Design per ISC 2003
For roof slopes greater than 5 degrees, and less than 70 degrees.
Pg = 25 psf Ground Snow Load (from above)
Cc:= 1.0 Exposure factor
C, := '1.0 Thermal Factor
Cs = 1,00 Roof slope factor
Is:= 1.0 Importance factor
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PI" Flat roof snow load, psf (see analysis below)
Ps= Sloped roof snow load, psf (see analysis below)
1. Determine PI
pc:= .7.Cc.C,.Is'pg
Equation 1
pc= 17.5 psf
Ps:= PI'Cs
Equation 2
Ps= 17.5 psf
This is the balanced snow load on the roof.
2, Determine the unbalanced snow load
Equation 3
(ps)
Psul :~ 1.5. Cc
Equation 4
1',"2'= 12( I + ~ }( ~:)
Psu = 26
psf This is the unbalanced snow load on the leeward side of the roof.
8/18/2005 180665 (Gilbert) 30x60x12,xmcd 5
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WIND ANALYSIS:
Design per IBC 2003
Method 2 - Analytical Procedure
Iw:= 1.0
Importance tactor
V wind = 100
Basic Wind Speed
k.!:= ,85
Wind Directionality Factor
"'.l1 = 1.0
Topographic Factor
kz = 0,701
Wind Exposure Factor
o
%:= ,00256,kz.kzt'k.!-Vwind-.1w
Velocity Pressure
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% = 15,24 pst
Calculated Wind Pressures:
Windward Eave Wall:
qww:= %,GCpfww
qww = 7.29 pst
Leeward Eave Wall:
qlw:= '%.GCpOw
qlw=-5.71
pst
Windward Gable Wall:
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qwwg:= %.GCplWwg
qwwg = 6.10 pst
Leeward Gable Wall:
qlwg:= %,GCpOwg
qlwg = -4.42 pst
Windward Roof:
Leeward Roof:
qWT:= %.GCpfWT
ql, := qh.GCpfi,
% = --{;.65 pst
qWT = -10.52 pst
Wall Elements:
Roof Elements:
qwe:= %.GCplW
q,:= %.GCpf,
q, = -20.58 pst
qwe = -14,79 pst
Internal Wind Pressure (+/-):
qj := %.GCpi
qj = 2,74 pst
8/18/2005 180665 (Gilbert) 30xGOx12.xmcd 6
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BUILDING MODEL:
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STEP 1: CALCULATE THE SHEAR STIFFNESS OF THE TEST PANEL
This procedure relies on tests conducted by the National Frame Builders Association.
The test was conducted using 29 gauge ribbed steel panels. These ribbed steel panels are similar
to Strongpanel, Norclad, and Delta-Rib which are in common use by builders in this area. The
material and section properties for the test panels are thus reasonable and will be used throughout.
The stiffness of the test panel was calculated to be: c = 2t66 IMn
STEP 2:
CALCULATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL
c' = (E X t) 1 (2 X (t+V) X (g1p) + (K21 (b' X t)^2))
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Where: E =
t=
v=
g1p=
b'=
27.5x10^6 psi (modulus of elasticity for steel)
0.017" (thickness of 29 gauge steel)
0.3 (Poisson's Ratio for steel)
1.139 ratio of sheathing corrugation length to corrugation pilch
144. (12'-0. length of test panel)
STEP 2.1
This equation was set equal to the stiffness of the test panel (2166 Iblin) and the unknown value
(K2) was solved for.
K2 = 1275 in4 sheet edge purlin fastening constant
STEP 2.2:
Use new building width to determine stiffness of new roof diaphragm (olll:
bncw :=
Wbldg.12
2
K2:= 1275
Ibf 1 ft
00s(0 )
l:= 0,017
in
e = 14,036 deg
(roof angle of incline)
bnew = 186 in
E := 27500000
E'l
c :=
2,961 +
K2
o = 3566
Ibflin
o
(bnew.tt
8/18/2005 180665 (Gilbert) 30x60x12,xmcd 7
STEP 2.3 & 2.4:
Calculate the equivalent horizontal roof stiffness ( clll for the full roof:
Since Ch is for the full roof, the roof length must be ratioed by the aspect ratio of the roof panel (b / a)
where "a" is the truss spacing in inches,
0:= Boy-12
0= 144 in
( )2 bnew
ch:= 2.c.cos e .-
o
ch = 8648 Ibfl in
STEP 3: CALCULATE THE STIFFNESS OF THE POST FRAME (k):
Since the connection between the posts and the railers can be assumed to be a pinned joint, the model
for the post frame can be assumed to be the sum of two cantilevers (the posts) that act in parallel. The
stiffness of the post frame can be calculated from the amount of force required to deflect the system one
inch, The spring constant (k) in pounds per inch of deflection results direcUy,
k= 310 Ibffln
STEP 4: CALCULATE TOTAL SIDE SWAY FORCE (R):
Apply wind loads to the walls to determine moment (Mwind), fiber stress (!wind) and end reaction at
prop point (R).
Calculate Total Wind Pressure:
qc:= it(qww - qlw S 1O.IO,qww - qlw)
qe=13 psf
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q"wpost:= qc{ 12012)
qtol := qwwposl
qwwpost = 13
pli
q,o' = 13
pli
1
Lpost_ bndg-
Mwind:= qtot
8
Mwind = 28315 in-Ibf
Mwind
f;\'ind :=
2,Sxpost
Lposl~ blldg
R:= 3'qtot
8
fwind = 393 psi
R = 644 Ibs
STEP 5: CALCULATE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS:
This ratio (klclll will be used to determine the side sway force modifiers.
k
- = 0,036
eh
8/18/2005 180665 (Gilbert) 30xGOx12.xmcd 8
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STEP 6:
DETERMINE SIDE SWAY RESISTANCE FORCE:
mD = 0,9
,.
STEP 7:
CALCULATE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE:
Q:= mJ).R Q = 580 Ibl
Since not all of the total side sway force (R) is resisted by the roof diaphragm, some translation will
occur at the top of the post. The distributed load that is not resisted by the roof diaphragm will apply
additional moment and fiber stress to the post.
Mdll = 11173 in-Ibf
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rdll = 155 psi
Calculate the total moment (Mtol) and the total fiber stress (rtot).
M1ol:= mJ).Mwind + Mdll
M101 = 36695 in-Ibf
riot := mD. fwind + fdO
riot = 510 psi
8/18/2005 180665 (Gilbert) 30xGOx12.xmcd 9
POST DESIGN:
Assume the following post properties:
1. The posts will be modeled as propped cantilevers fixed at the base and propped at the eave
line by the roof diaphram. The two posts will act at each frame to resist bending,
2. The roof will act as a diaphragm and act as a simple support for the posts.
3. The roof will act as a simple horizontal beam spanning between shear walls.
4. The posts will be pressure treated for ground contact
Calculate allowable un~ stress (compression FcJ.
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Fel ~ 575 psi
Fe:= Fel'1.\5
Fe = 661 psi
(Allowable compression stress including load factors)
11'osl_bndg = 132 in (Bending length of post)
<!post = 6 in (Minimum unbraced dimension of post)
1Ce:~ 0.8
e:~ 0,8
ICeE:~ 0.3
Ewood ~ 1100000 psi
Ie:= ICe'Lpost_ bndg
Ie = 105,6 in
.9S,Ewood
FeE:= KeE' (d;:s,)2
FeE = 1012
/ FeE , / FeE ,2 FeE
I +- I +-
F F F,
e e
Cp:= 2.e 2,e
-, / .. , / e
Cp = 0,81
Fee:~ Fe'Cp
Fcc = 539
psi
W,oof = 29,25 psf
(Total roof loading)
Psnowposl = 4725 Ibs
(Axial loading per post due to roof snow load)
P deadposl = 540 Ibs
(Axial loading per post due to roof dead load)
Fb:= FbI' 1.6
Fb = 920 psi (Allowable bending stress per post including load factors)
8/18/2005 180665 (Gilbert) 30x60x12.xmcd 10
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Check Load Cases:
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Load Case 1: Dead Load + .75 . Wind Load + .75. Snow Load
lbl := .75f10I
fbl = 382
psi (Actual bending stress on post)
.75 P snowpost + P dcadpost
fe :~
ApOS!
fc = 113
psi (Actual compression stress per post)
CCF ALII :=
C~~J +
fbl
Fb'(1 - ~)
l'eE
CCF ALII = 0.51
Load Case 2: Dead Load + Wind Load
fbl := liol
fbl = 510
psi (Actual bending stress on post)
( ,-
c'-
P deadpost
Apost
fo ~ 15
psi (Actual compression stress per post)
CCF ALl2 :=
C~:J +
Ji,1
( I~ )
Fh' I - -:-
FeE
CCI' ALl2 = 0.56
Load Case 3: Dead Load + Snow Load
fbl:= 0
fbl = 0
psi (Actual bending stress on post)
( ,-
c'-
p snowpost + P dcadpost
Apast
fc = 146
psi (Actual compression stress per post)
CCF ALl3 :=
C~:J +
fbl
Fh'(1 - ~)
FeE _
CCI' ALl3 = 0.07
CCI' ALl = 0.56 Less than or equal to 1 .00 thus OK
8/18/2005 180665 (Gilbert) 30x60x12.xmcd 11
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POST EMBEDMENT FOR CONSTRAINED CONDITION:
Calculate the required post depth. The concrete floor will provide a constrained condition for the post.
, .
.
Mtol = 36695
in -Ibs
Ph = applied lateral force (P) and distance from ground to applied lateral force (h).
(Mtol)
Ph:= -
2,12
Ssoil = 100
[pst] (Assumed soil lateral bearing capacity)
depth_poste = 3.5 [ft] Trial depth of embedment.
S3 = 931 (calculated using a trial depth of embedment)
! .
Ph
deplhc:= 4,25.
bpost
S~,-
- 12
depthe = 3.1
[ft] (minimum required post embedment depth)
.,
Hroof:= \Vhldg ,tan(0)
2
H~oor = 3,8 It
. 0375.m/J.(HbldJ.Lbldg'Qc
Vcavc wmd:=
- 2
V cave_wind = \582 Ibs (T otalload transferred into each gable wall)
V eave _wind. HbldlZ
Cpost := - Cpost = 633
Wbldg - \\' gabk'opcnings
Ibf (This is the uplift load on one gable wall post)
Assume a total weight of roof and wall area to be 2.0 pst. The area of the roof and wall that will tend
to keep the gable wall post in the ground will be as follows:
_ Lbldg
Eave_wall := Hbldg'2,2
Lbldg Bay
R 1"- -----.----.2
00'- 2 2
Wbldg
Gable wall := Hbld..------".2
- ~ 2
Eave wall = 720 Ibf
Roor = 360 Ibs
Gable_wall = 360 Ibf
Posts:= (Hbldg + depthe).Wpost
( ,
dia tooting-
Post hole:= 150.3.5. 3,14. -
- 4
Post hole = 1517 Ibs
_ Apost
144 /
Posls = 132' Ibf
Wltot:= Eave_wall + Gable_wall + Roof + Posts
WI'ot = 1572 Ibf
(Note that Wttol is greater than Cpost. Thus OK.)
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8/18/2005 180665 (Gilbert) 30xGOx12.xmcd 12
FOOTING DESIGN:
Check the soil bearing capacity of the punch pads. .
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2
( dia fOOlino)
Afooting:; 3.14, -2 -
fI2 This is the area of the footing)
qsoil ; 1000 psf
dia fooling; 2 fl
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dcplh_poslc; 5.5 fl (Minimum embedment depth)
Pfooting:= A[ooting.qsoilodfactor
Pfooting; 5966 Ibf (End bearing capacity of footing)
Psnow; 5792 Ibf
Note that the end bearing capacity (Pfl>oting) is greater than the snow load (P snow)' This is OK.
8/18/2005 180665 (Gilbert) 30xGOx12.xmcd 13
SEISMIC CALCULATIONS
Design per IBC 2003
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S, = 71.4
Mapped spectral acceleration for short periods (from above)
SI = 36.5
Mapped spectral acceleration for 1-second period (from above)
1:= 1.0
Importance factor
w=
Dead load of building
R, = 7
Response modification factor (from above)
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1. Detennine the Seismic Design Category
a. Calculate Sos and SOl
For SOS:
For So':
For S,=O,71
For SI = 0.37
Fa = 1.23
SMS := Ss.Fa
Fv ~ 1.67
SMI := Sl'Fv
SMS = 0,88
SMI = 0.61
SOI:= G}SMI
50S := G }SMS
SOS = 0,58
SOl = 0.41
Seismic_Design _Category = "0"
2. Detennine the building parameters
Building dead load weight, W:
W:= [(Wbldg).(Lbldg - 12) (pI'2)J + :[(Wbldg).(Lbldg - 12)J + 2{Wbldg + (Lbldg - 12)]- H~d~'Pd
W = 7128 Ibf
Building area, At,:
Ab := l--bldg' Wbldg
At, = 1800 ft2
8/18/2005 180665 (Gilbert) 30xGOx12,xmcd 14
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3. Detennine the shear force to be applied
a. Determine the structural period, T
T.:= Hbldg' .02
T:= Ta
T = 0,24
b, Detemine the Seismic Response Coefficient, Cs:
Cs is calculated as:
SJ)S
C,:=-
s_ R
,
Cs2 = 0,084
IE
But shall not be less than:
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Csl := ,044,SJ)s,IE
Cs I = 0.026
But need not exceed:
It
Cs3 :=
SJ)1
Cs3 = 0.242
T,(RS)
IE
c, ~ 0,084
c. Detemine the Seismic Base Shear:
V base shear:= Cs' W
V base sheaf = 596
Ibf
4, Detennine the seismic load on the building:
Per IBC, for Seismic Design Category's A, B, and C, p =1.0. For Seismic Design Category D, E, or F, P
shall be calculated using r "",Y'
4a. Detennine p for Seismic Design Category D, E or F (only if required).
Determine the shortest shear panel, Lw:
Lwg:= Wbldg - W gablcopcnings
Lwc := Lbldg - W c.vcopcnings
Lw:= i~Lwg < Lwc,Lwg,Lwc) Lw = 30
10
fmax := -
Lw
rm.x = 0.33
p:= 2-
fm8x'.JAb
20
p = 0.59
p = 1.00
E:= p'Vbasc_shcar
E ~ 596 Ibf
This is the seismic load on the building
8/18/2005 180665 (Gilbert) 30x60x12.xmcd 15
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ANALYSIS FOR GABLE WALL:
1. Check Wind Loads:
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H,oof = 3,75 It
Hbldg = 12 It
Lbldg = 60 It
qe = 13
psf
0.3 75.mD.( HbldJ. Lbld.'qe
V cave wind:= ~
- 2
Veave wind = 1582 Ibf
2. Check Seismic loads:
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V cave SCISl1l1C := -
- 2
Veave seismie = 298 Ibf
The controlling load = "V eave_wind" . Therefore, V gable_sheal = 1582 Ibf
This is the lateral load that is transmitted to each gable wall. This load will be transmitted through
the roof diaphragm to the gable walls. Normalize the load to a per foot basis.
VgDblewall :=
\\"bldg - W gablcopcnings
V gable_shear
vgablewall = 53
plf
The gable wall diaphragms can resist the shear loads as follows:
If vgablcwall< 110 plf
Then no additional sheathing is required.
8/18/2005 180665 (Gilbert) 30xGOx12.xmcd 16
ANALYSIS FOR EAVE WALL:
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1. Check Wind Loads:
Hroof = 3.75 ft
Wbldg = 30 ft
Hbldg = 12 ft
Lbldg = 60 ft
qg = 105
psf
. 0.375.mD.(HbldJ,Wbldg'Qg + 0.5,(Hroof)' Wbldg'Qg
V.able wmd:~
~ - 2
Vgable_wind = 936 Ibf
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2. Check Seismic Loads:
F
V uable seismic:= ..:
'- - 2
V gable_seismic = 298 Ibf
The controlling load = "Vgable_wind" ,Therefore, V cave shear = 936 Ibf
This is the lateral load that is transmitted to each eave wall. This load will be transmitted through
the roof diaphragm to the eave walls, Normalize the load to a per foot basis.
"eavcwall :=
Lbldg - Weavcopenings
Veavc_shear
veavewall = 21
pll
The eave wall diaphragms can resist the shear loads as follows:
II veavewall < 110 plf
Then no additional sheathing is required.
8/18/2005 180665 (Gilbert) 30x60x12,xmcd 17
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GIRT DESIGN:
The girts will simple span between posts. Calculate bending stress (lbgirt)due to wind loading
(qwcgir.) and determine the required girt size.
Girt_spacing
qwcgirt := <Jwc'
12.12
qwcgirt = 1.86 pli 19irt span = 138 in
7
Lgirt _span-
Mll.irt := qwell.irt'
- - 8
Mgirt = 4438 in-Ibf
Mgirt
fboir!:= -
- Sgir!
Determine the allowable member stress.
fbgirt = 2154 psi (Stress applied to the girt due to wind loading)
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LDFwind:= 1.6
Cfugirt = Ll5 CFgirt = 1.30 Cr:= Ll5
F girt = 850 psi
Fbgirt:= LDFwind,Cfugirt,CFgirt,Cr.Fgirt
Fbgirt = 2338 > fbgirt psi This is OK.
PURLlN DESIGN:
Assume that the purlins simply span between pairs of trusses or rafters. Determine the required purlin
size.
Lpurlin_span = 135 in (Bending length of purlin)
Wpurlin = 4.73 pli (Distributed snow load along top edge of purlin)
2
\\'purlin.I1Jurlin _span
Mpurlin :=
8
Mpurlin = 10774
in-Ibf
fbpurlin :=
Mpurlin
Spurlin
fbpurlin = 1425
psi
(Stress applied to the purlin due to
snow and dead load)
Determine the allowable member stress.
LDFsnow:= Ll5 CFpurlin= 1.30 Cr:= Ll5
Crupurlin = 1.00
F purlin = 900 psi
Fbpurlin := LDFsnow,CFpurlin,Cr,Cfupurlin.Fpurlin
Fbpurlin = 1547
psi > fbpurlin
This is OK.
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8/18/2005 180665 (Gilbert) 30xGOx12.xmcd 18
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CORBEL BLOCK DESIGN:
Determine the required number and size of bolts required in the truss block.
Assume full snow load and dead load on the roof.
Pboll 58:= 1590 Ibf Pboll_34 := 2190 Ibf PboIt 10:= 3600 Ibf
Psnow = 5792 Ibf
If 5/8 dia. bolts are used:
I,
Nbolts58 = 3.2 Number of 5/8" dia, bolls required in the corbel block
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If 3/4 dia. bolts are used:
Nbolls34 = 2,3
Number of 3/4" dia, bolls required in the corbel block
If 1 dia. bolts are used:
NbollslO = 1.4
Number of 1" dia. bolls required in the corbel block
If 20d nails are to be used:
Nails20d = 17.1 number of 20d nails required in each corbel block,
If 16d nails are to be used:
Nailsl6d = 20,6 number of 16d nails required in each corbel block.
PI6d:= 122 Ibf
P2Od:= 147 Ibf
8/18/2005 180665 (Gilbert) 30x60x12.xmcd 19
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: ~
SUMMARY OF RESULTS:
Buildina Dimensions
Buildina Desion Loads
Wbldg = 30 ft (Width of Building)
Lbldg = 60 ft (Length of Building)
Hbldg = 12 ft (Eave Height of Building)
Rpilch = 3 112 (Roof pRch)
Wind_speed = 100 MPH GroWld _ snow_load = 25 psf
Wind_exposure = "B"
Roof snow load = 26 psf
Roof dead load = 3 psf
Seismic _Design_Category = "D"
Footina Details:
Post Details
Postdepth ~ 55 ft (Design Post Depth)
Post size = "6x6"
Post_grade = "No.2 Hem-Fir"
Usage = 56 % (Combined stress usage of post)
<Ii. Jooling = 2
ft (Design Footing Diameter)
Footingusage ~ 97 % (Stress usage of footing)
Shear Wall Details:
Ygablewall = 53
Yeavewall = 21
plf (Max. shear in gable wall)
plf (Max. shear in eave wall)
.
Girl Details:
Girt_usage = 92 % (Stress usage of wall girt)
Orientation = "Flat"
Purlin Details:
Purlin _usage = 92 % (Stress usage of roof purlin for snow loading)
Corbel Block Bolts:
Nbolis58 = 3,2 Number of 5/8" dia, bolts required in the corbel block if used.
Nbolis34 = 2.3 Number of 3/4" dia. bolts required in the corbel block if used.
NboltslO = 1.4 Number of 1" dia. bolts required in the corbel block if used.
Nails20d = 17,1 Number of20d nails required in each corbel block if used.
N.ilsl6d = 20,6 Number of 16d nails required in each corbel block if used.
SPECIAL NOTE:
The drawings attendant to this calculation shall not be modified by the builder unless authorized in
writing by the engineer. No special inspections are required. No structural observation by the
design engineer is required.
J7,'"
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