20130156 Permit Pkg 04032013 � City of Yelm Permit No.: 20130156
� Community Development Department Issu�ork must bec/ompl eed within 180 days)
`
Building Division
Phone: (360)458-8407
w^ ° Fax: (360)458-3144
Applicant:
Name: MARIE ANDERSON
Phone: 360-628-3671
Address: 114 NW CIRCLE VIEW DR
YELM WA 98597
Property Information:
Site Address: 114 NW CIRCLE VIEW DR Owner: JASON ANDERSON
Assessor Parcel No.:
Subdivision: Lot:
Contractor Information:
Name: MARIE ANDERSON Phone:
Address:
114 NW CIRCLE VIEW DR
YELM WA 98597
Contractor License No.: Expires: 0/00/0000
Project Information:
Project: BUILDING
Description of Work:
Sq. Ft. per floor: Heat Type(Electric,Gas, Other):
First
Second
Third
Garage
Basement
Fees: Fees
Item Contractor $ 206.66
BUILDING MARIE ANDERSON
TOTAL FEES: $ 206.66
ApplicanYs Affidavit: OFFICIAL USE ONLY
I certify that I have read and examined the information contained within the application and know the same
to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of #Sets of Prints:
Yelm regulations including those governing zoning and land subdivision,and i�addition, all cove y nts, Final Inspection:
easements and restrictions of record. If applying as a contractor,I further certi that I am currentl
registered in the State of Washington. � � Date:
Signature
Date
By:
Firm
Cit� of Y�lm
(36 ) 458-8402
REC#: OO123581 4/03/20�3 9:17 AM
OPER: CO TERM: OQ1
REF#;
TRAN: 33.000� 6UILDING PERMITS
20130156 206.66CR
ANDERSON, MARIE
114 NW CIRCLE VIEW DR
BLQG 206.66CR
TENDEREp; 207.00 CASH
APPLIED: 206.66-
CNANGE; � ~ � 0,34
a�DI�Q�/a��
CITY OF YELM
RESIDENTIAL BUILDIN�PERMIT APPLICATION FORM
Project Address: '. ! � ��." P ` -P„ ,�z• Parcel#: " .=, -_. �.. _.
t
Subdivision: �'�' V;-� l �+�.� �' Lot#: ' Plan#: Zoning:
��New Construction ! � Re-Model/Re-Roof/Addition � '. Home Occupation Sign
: Plumbing Mechanical r_' Mobil�/Manufactured Home Placement ! ' ,Other
,
. . r :;r::.
Project Description/Scope of Work: �' �' '� �' 1
1
Project Value: ' .-�E? ` �`'`p t
Building Area(sq. ft) 1S' Floor 2"d Floor Garage ;'�
`."� Deck
Basement Carport Patio
#Bedrooms_ #Bathrooms_ Heating: GAS/OTHER or ELECTRIC(Circle One)
Are there any environmentally sensitive areas located on the parcel? 'wr �
!f yes, a completed environmental checklist must accompany permit application.
BUILDING OWNE�,NAM�: _ ,,�� ' ; } " '�, �` . ,- ,�• ',
ADDRE�S ' - • �7 " , ` �t 8;� , •EMAIL
CITY '� � STATE , " ZIP TELEPHONE -7
ARCHITECT/ENGINEER LICENSE#
ADDRESS EMAIL
CITY STATE ZIP TELEPHONE
GENERALCONTRACTOR TELEPHONE
ADDRESS EMAIL
CITY STATE ZIP F�
CONTRACTOR'S LICENSE# EXP DATE_CITY LICENSE#
PLUMBING CONTRACTOR TELEPHONE
ADDRESS EMAIL
CITY STATE ZIP F�
CONTRACTOR'S LICENSE# EXP DATE_CITY LICENSE#
MECHANICAL CONTRACTOR TELEPHONE
ADDRESS EMAIL �
CITY STATE ZIP F�
CONTRACTOR'S LICENSE# EXP DATE_CITY LICENSE#
Copy of mitigation agreement with Yelm Community Schools, if applicable.
I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the
above described property will be in accordance with the laws,rules and regulations of the State of Washington and the
City of Yelm. .
� ���� ,�,,�i.� � 3
�,��� � �� ,;
A� licant's Signature Date
OGvner/Contractor I Owner's Agent 1 Contractor's Agent(Please circle one.)
All permits are non-transferable and will expire if work authorized by such permit is not begun
within 180 days of issuance, o�r if work is suspended or abandoned for a period of 180 days
RFC�����
, 1 � 2013
105 Yelm Avenue West (360 458-3835
Yelm,WA 98597 (360 ��y'144 FAX
i
www.ci.yelm.wa.us
www. arkerbuildin s.com E�
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p AR
P
Date: Thursday, March 07, Z013 B U I LD I N GS I nc.
Contract# 20277 expires 7 days from the date above unless signed and
acce ted b Parker Buildin s Inc. CC67t OR 8620A WA PARKEBIO�ID6
Customer's Mailing Address Site Address / Job Name Contact Numbers
Jason Anderson Home Phone: 360.628.6598
114 NW Circle View Dr. 114 NW Circle View Dr. Work/Cell Phone:
Yelm, WA 98597 Yelm, WA 98597 Fax Phone:
E-Mail: MarieJanderson mail.com
Items NOT included in this price.
➢ Permits: Customer will obtain and pay for all permits.
➢ Ventilation With all construction projects, ventilation should be considered. Good ventilation will help control the
moisture buildup of your building. With the known intended use of the building the ventilation can be figured by
the venting manufacturer.
➢ 6"Concrete Post FootinAS: Customer will provide and install the post footings.
➢ Post Hole Backfill Concrete (according to the engineer's specifications).
Building Size: 24'x 36'x 12'
This bid is for an enaineered or permitted buildinct as reauested: For Thurston County Building Department,
with (IBC) 85 mph wind factor(3 second gust), B Exposure, Seismic zone D, soil bearing 1500 pounds per square
foot (ps� and 25 Ib psf ground snow load. This bid is based on that information.
Features Included in this proposal
➢ Clear span with trusses that are pre-engineered (IBC) steel plate design with 25 Ib psf ground snow load, 3 Ib
dead load, 1 Ib ceiling load (not rated for a ceiling), Roof Pitch is 4:12
➢ Gable End: Each gable end will have a truss. The gable trusses will have girts built in.
➢ Posts are #2/ .60cca pressure treated type, as per engineering specifications. Door posts are #2 / .60cca
pressure treated type, 4"x 6".
➢ Truss Bearing Posts will be sent 12"-24" longer than required.
➢ Splashboards are 2"x 8"ground contact pressure treated.
➢ Wall Girts are 2"x 6" #2 or better at 24" on center, standard flat type.
➢ Roof Purlins are 2"x 6" #2 or better at 24" on center stacked type.
➢ Steel Panels Roof&Walls—40 year painted finish (see color chart for warranty).
➢ Steel is 29-gauge with a minimum tensile strength of 80,000 PSI.
➢ Steel panels will be fastened with matching colored screws.
➢ Stainless steel screws (matching colored) are provided for attaching the metal siding to the ACQ pressure
treated skirt board.
➢ The wall metal will be left up so there is a 4"exposure on the bottom of the skirt-board.
➢ Steel roof panels will be one piece (from the eave to the peak).
➢ Trim Packaae Corners will be trimmed with Outside Corner cap. Gables wi�l be trimmed with Outside Corner-Cap.
Overhead Doors will be trimmed with Jamb Trim and C-Casing. Entry Doors will be trimmed with C-Casing.
➢ Roof Condensation Control 2"CCB - Condensation Blanket Insulation with reinforced facing.
➢ Entr�Door (1) 3'x6'-8" #70, 6-panel steel door with wood core and white primer coating. Includes wood jambs
and lockset.
➢ Overhead Door(1) 10'w x 10' h, non-insulated, Wayne-Dalton #2400 series with INSIDE slide latch &two-coat,
baked-on polyester finish (White). The track is a standard 2"track with a 12" radius. The door is located on the
gable end wall.
➢ Engineered Plans: Structural Engineered plans WILL NOT SHOW a concrete slab. (Concrete backfill will be
required in the post-holes to complete the Final Inspection.
➢ Construction Plans: The Construction Plans and Material List will be provided. �
➢ Nails: All nails needed to construct this building are included. Nails are sent loose. � � ' L�
➢ Hardware: All Bolts, Hangers and Screws needed to construct this building are included.
�.... � �_�i,��'`�,�1�,T�° �
Customer's Initials MAR 1 � 20�3
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P.O. Box 407 Hubbard, Or 97032 • (503)981-0890 • 1-800-331-0155 • FAX (503)982-2515
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PLANS FOR ANDERSON, JASON
DATE: 3/19/13
� FIL�
/� P��4l��
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`��� �_�.__....m�..
503-981-0890 or 1- 800-331-0155
�.ECEIVED
MAR 2 5 2013
BY:
��
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MiTek�
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights,CA,95610
Telephone 9161676-1900
Re: B3-00394 Fax 916/676-1909
ANDERSON
The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision
based on the parameters provided by BJS' Metal & Lumber Products.
Pages or sheets covered by this seal:R36075339 thru R36075340
My license renewal date for the state of Oregon is December 31,2014.
Lumber design values are in accordance with ANSI/TPI 1 section 63
These truss designs rely on lumber values established by others.
����� P R�FFSs
� GINE'FR /O
2
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C� �'Ciq 2� C�
y°° sooN o�
Digital Signature
EXPIRATION DATE: 12-31-14
March 14,2013
Ong,Choo Soon
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. T'he suitability and use of this component for any particular building is the
responsibility of the building designer,per ANSI/TPI 1.
��
�
MiTek�
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights,CA,95610
Telephone 916/676-1900
Re: 83-00394 Fax 9161676-1909
ANDERSON
The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision
based on the parameters provided by BJS' Metal & Lumber Products.
Pages or sheets covered by this seal:R36075339 thru R36075340
My license renewal date for the state of Washington is March 20,2015.
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
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�NALE�
March 14,2013
Ong,Choo Soon
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer,per ANSI/TPI 1.
Job Truss Truss Type Qty Ply ANDERSON
R36075339
63-00394 T24 QUEENPOST 4 1
BJ's Metal&Lumber,Salem,OR 97303 7250 s Aug 25 2011 MiTek Industries,Inc. Wed Mar 13 16:28:49 2013 Page 1
ID:xQuNzH6rEo1TM3GsNh5K05yRAd6-Q66XuhXd5XcqnH5LqiYupYllcskUvolWAx?cfmzbGPC
7- 11 f 12-0-0 I i6-8-5 I 24 0-0
7-5-11 4-8-5 4-8-5 7-5-it �
CONT.2X6
NOTE:ACTUAL SPACING Of THE TRUSS IS TWO TRUSSES BLOCKING scaia•�:as.a
EVERY 12'-0"O.C.(SEPARATED BY A S1/2"SPAC�.THE
SPACING OF THE BOTTOM ChiORD L4TERAL BRACING g�g=
MAY BE INCREASED TO 12'-0"O.C.PROVIDED CONTINUOUS 7YP.tOd
2X6 BLOCKING IS USED ALONG THE FULL LENGTH OF THE 3 NAIL
BOTTOM CHORD(SEE SECTION A-,v. CONNECT BLOCKING
WITH 10tl NP,ILS AT 6"oc ALONG EACH B.C. 2X6 B.C.
4.00 12
3�q� y�p� SECTION A-A
2 <
�
+ A s
� �
a�to a �
e A °
e.�o= mio�
-— �'�'� 240-0
12-0-0 � ��_p,� 1
Plate Offsets(X.YI• (1�0-5-0 0-1-121 (5'0-5-0 0-1-12] �6•0-5-0 0-5-81
TOADING(ps25 O SPACING 6-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
(Roof Snow=25.0) Plates Increase 1.15 TC 0.62 Vert(LL) -0.25 5-6 >999 240 MT20 220/195
TCDL 3.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.35 5-6 >800 180
BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.09 5 n/a n/a
B DL 1.0 Code IBC2009/TPI2007 (Matrix) Weight:127 Ib FT=20%
LUMBER BRACING
TOP CHORD 2 X 6 DF SS G TOP CHORD 2-0-0 oc purlins(3-1-7 max.).
BOT CHORD 2 X 6 DF SS G BOT CHORD 7-7-0 oc braang:1-5
WEBS 2 X 4 DF StudlStd G JOINTS 1 Brace at Jt(s):3
REACTIONS (Ib/size) 1=2096/0-58 (min.0-2-4),5=2100/0-5-8 (min.0-2-4)
Max Upliftl=-607(LC 5),5=-608(LC 5)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-4771/1367,2-3=-3486/1055,3-4=-3486/1055,4-5=-4773/1367
BOT CHORD 1-7=-1199/4324,6-7=-1199l4324,6-8=-1199/4325,5-8=-1199/4325
WEBS 2�=-1563/474,3-6=-432/1393,4-6=1564/475 �OD S��N ��
NOTES G �f WA$jif C
1)Wind:ASCE 7-05;85mph;TCDL=1.8psf;BCDL=0.6psf;h=25ft;Cat.II;Exp B;enGosed;C-C Interior(1);end vertical left and right Q, �'C
exposed;Lumber DOL=1.15 plate grip DOL=1.15 `S
2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partialiy Exp.;Ct=1 �� ���,
3)Unbalanced snow loads have been considered for this design. —
4)The bottom chord dead load shown is suificient only to cover the truss weight itself and does not allow for any additionai load to be
added to the bottom chord.
5)Dead loads shown include weight of truss. Top chord dead load of 5.0 psf(or less)is not adequate for a shingle roof. Architect to �.f, 46598 C{i�
verify adequacy of top chord dead load. 0�{,��FGjS�R� �
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)A plate rating reduction of 20%has been applied for the green lumber members. SSIONAL���
8)This Vuss is designed in accordance with the 2009 Intemational Buiiding Code section 2306.1 and referenced standard ANSI/TPI 1.
9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 Ib down and 14 Ib up at 7-0-0,
and 50 Ib down and 14 Ib up at 18-0-0 on bottom chord. The design/selection of such connedion device(s)is the responsibility of
others. �Ep P R OFF
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). � C„I N�FR�'i0
LOAD CASE(S) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15 � 8 P E ���
Uniform Loads(pl�
Vert:1-5=-6,1-3=-168,3-5=-168
Concentrated Loads(Ib)
Vert:7=-50(F)8=-50(F)
9 OREGON �
�y��'�RY 1 , C?
� SoON
Digital Signature
EXPIRATION DATE: 12-31-14
March 14,2013
AWARMNG-Verify dt�ign Parameters ond RF.dD Np7E5 OX 7NIS dND INCL UDSD AIIlSK REPP.wF.wr�PdGE Blfl-7473 BA,FORE USE.
Design valid for use only wi}h MTek connec}ors.This design is based only upon parameters shown,and k for an individual building componenf. ��
Applicabifity of design parameters ond proper incorporation of componen}is responsibility of building designer-not iruss designer.Bracing shown
is for lateral support of individual web members only.Additional tempaary bmcing To insure s}abili}y dudng conc}rucfion is}he responsibillity of}he M iTeK
erector.Addi}ional permaneni Wacing of the overall s}rtictwe is}he responsibility of the building designer.Fa general guidance regarding
fabricafion,qualiiy con}rol,s}orage,delivery,erection and bracing,consul} ANSI/7PI7 Qualfly C�iteria,DS6-89 and BCSI Buildlny Component 7777 Greenback Lane,Suite 109
Salefy IMortnaflon ovailqble from Truss Plate Ins}i}uTe,781 N.Lee Shee},Suite 312.Alexandria.VA 22314. CiWS Heights,CA,95610
if Sou�ern Dine{SP}pimber iz sryec�died,t.ha tlesi�n vslues art those effectire Q6{OS j2013 byAl54
Job Truss Truss Type Qty Ply ANDERSON
R36075340
B3-00394 T24G GABLE 2 1
BJ's Metal&Lumber,Salem,OR 97303 7.250 s Aug 25 2011 MiTek Industries,Inc. Wed Mar 13 16:28:50 2013 Page 1
ID:xQuNzH6rEo1 TM3GsNh5K05yRAd6-uJgv5lYFsrichPRgY0P37MmrThFOdeGMfPb196CzbGPB
zs-�� � iz-ao � is-s-s � za-ao �
' �-si i aas a-e-s �-s�i
Saab=1:39.4
&8=
3
4.00 72
3x4 J h4�
2 4
9t4= Dt4=
d
1.5x4= 1.5x4=
1.Sx4= 7.Sx4=
1.Sz4=
� 5
� P
Gc10%
8
8it10= O�t70�
� 12-0-0 240-0
'12-0-0 I 12A-0 I
Piace orrsecs�x.v�� ji o-�-o a�-�2� �s�o-�-o.a�-�2y�s•as-o o-s-sy.�s•o-�-s o-as,�s•a�-s ao-s�
LOADING(ps� SPACING 6-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 plates Increase 1.15 TC 0.60 Vert(LL) -0.24 5-6 >999 240 MT20 220/195
(Roof Snow=25.0) Lumber Increase 1.15 BC 0.88 Vert(TL) -0.34 5-6 >841 180
TCDL 3.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.09 5 n/a n/a
BCLL 0.0
B DL 0 Code IBC2009/TPI2007 (Matrix) Weight:144 Ib FT=20%
LUMBER BRACING
TOP CHORD 2 X 6 DF SS G TOP CHORD 2-0-0 oc puriins(3-2-4 max.).
BOT CHORD 2 X 6 DF SS G BOT CHORD 6-1-0 oc braang:1-5
1/VEBS 2 X 4 DF Stud/Std G JOINTS 1 Brace at Jt(s):3
OTHERS 2 X 4 DF Stud/Std G
REACTIONS (Ib/size) 1=2048/0-5-8 (min.0.2-3),5=2048/0-5-8 (min.0-2-3)
Max Upliftt=-904(LC 5),5=-904(LC 5)
FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-4661/2021,2-3=-3382/1553,3-4=-3382/1553,4-5=-4661/2021
BOT CHORD 1-6=-1784/4218,5-6=-1784/4218
1NEBS 2-6=-1554/700,3-6=-632/1322,4-6=-1554/700 ��� S ON O�
G ��F WASI3j��C
NOTES
1)Wind:ASCE 7-05;85mph;TCDL=1.8psf;BCDL=0.6psf;h=25ft;Cat.II;Exp B;enGosed;GC Exterior(2);end vertical left and right �Q� � �'�
exposed;Lumber DOL=1.15 plate grip DOL=1.15 r� �,
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicabie,or consult qualified building designer as per ANSI�fPI 1-2002.
3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1
4)Unbalanced snow loads have been considered for this design. �� 46598 w�
5)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be 0�,��FCjg�R� �
added to the bottom chord.
6)Dead loads shown include weight of Uuss. Top chord dead load of 5.0 psf(or less)is not adequate for a shingle roof. Architect to sSl�j�iAL���
verify adequacy of top chord dead load.
7)Horizontal gable studs spaced at 2-0-0 oc.
8)This Vuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)A plate rating reduction of 20%has been applied for the green lumber members. Q.�� P R�FF
10)This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSIlTPI 1. \�.`� G�N�� cSS,/O
LOAD CASE(S) Standard
9 �
3640P 9r
9 OREGO �.
C�yO Ciq R Y 2,2° C?
� SOON
Digital Signature
EXPIRATION DATE: 12-31-14
March 14,2013
A WdRMNG-Ytrrfy design paramders and READ NOTPS ON 7NIS dND IHCL UDED ffiTSK REFERF.NCE PdGE XII-74T3 BEFORfi USE.
Design valid for use only wiih M7ek connectors.This design is based only upon parame}ers shown,and B for an individual building component. ��
Applicabili}y of design porameters and proper incorpwation of componenf is responsibiliiy of building designer-not truss designer.Bracing shown
is for laTeral support of individual web members only.Additional fempwary bracing to insure stabili}y during consTruction is the resporuibillity of the M iTek'
erector.Additional permanen}bracing of fhe overall structure is}he responsibility of ihe building designer.For general guidance regarding
fabrication,quality control,siwage,delivery.erection ond lxocing,consult ANSI/TPI7 QualNy Criterfa,DSB-89 and BCSI Buildiny Component 7777 Greenback Lane,Suile 109
SateTy Informallon available from Truss Plate Institu}e,781 N.Lee Sireei,Suite 312,Alexandria,VA 22314. CRrus Heigh4s,CA,95610
If South efn Pine�SR)tvmbe�r is spec"�ied,the desi�n wN�s xe those eSFective QG/OIJ2Q33 byAlSC
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�� South Valley Engineering
4742 Liberly Rd.S#151 . Salem,OR.97302
Ph. (503)302-7020 • Fax(888) 535-6341
E-mail: southvalleyeng@comcast.net
Proiect No.
11303010
Calculations for
Jason Anderson
114 NW Circle View Dr.
Yelm, WA. 98597
Date
3/19/2013
Enqineer
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��ONAL E��
POST FRAME BUILDING SUMMARY SHEET
Owner:Jason Anderson Date:3/19/2013
Building location: 114 NW Circle View Dr.
Yelm,WA.98597 Project No.: 11303010
Building Description: Private shop
Building dimensions: Environmental information:
W idth: 24 ft. W ind speed: 85 MPH
Length: 36 ft. Wind exposure: B
Height: 12 ft. Seismic design category: D
Eave overhang: 0 ft. S5: 1.13
Gable ov�-hang: 0 ft. S,: 0.39
Roof pitch: 4 /12 Ground snow load: 25 psf.
Bay spacing: 12 ft. Design roof snow load: 25 psf.
Post tributary width: 12 ft. Roof dead load: 3 psf.(incl.ceiling load if any)
Concrete Slab: No Soil bearing capacity: 1 500 psf.
Occupancy Category: II Per Table 1-1
Table 1-1'ASCE 7-05
Post&posthole information:
Eave wall posts: Gable wall sts:
Size: 6x6 Size: 6x6
Grade: #2 H-F Grade: #2 H-F
Posthde diameter: 24 in Posthole diameter: 24 in
Pasthde depth': 4.00 ft. Pasthole depth*: 4.00 ft.
no slab,concrete no slab,concrete
Post ConstrainUbackfill: backfill Past ConstrainUbackfill: backfill
`To bottom of footing "To bottom of footing
Purlin&girt information:
Purlins Girts
Size: 2x6 Size&orientation: 2x6 Flat
Grade: #2 D-F Grade: #2 D-F
Spacing: 24 in.o.c. Spacing: 24 in.o.c.
Sheathing information:
Roof:29 ga.Metal only
Walls: All walls are 29 ga.Metal only
11303010 Anderson.�ds
3/19I2013 1 I 12
Snow Load Calculations
Snow load calculations per ASCE 7-05 Chapter 7
p9: 25 psf-Ground Snow Load
Ce: 1.0 Exposure Factor from ASCE Table 7-2
C�: 1.2 Thermal Factor from ASCE Table 7-3
IS: 1.0 Importance Factor from ASCE Table 7-4
Flat Roof Snow Load,p,=p9xC8xC,xiS
pf: 21 psf-Flat Roof Snow Load
CS: 0.88 Figure 7-2 based on C�,roof slope and surface
ps: 25.0 psf-Sloped roof snow load
Calculate unbalanced snow load:
Unbalanced snow load is not required due to eave-ridge width 20'or less
Pdes�9n� 25 psf-Design snow load
11303010 Anderson.�ds
3/19/2013 2/12
Wind Pressure Calculations
W ind calculations per ASCE 7-05 Chapter 6,Method 2 for Low Rise Buildings
Roof Pitch:�/12 Wind Speed,V: 85 MPH
Eave Height: 12 ft. W ind Exposure: B
Velociry Pressure,qh=0.00256 x KZ x FCL,x Kd x VZ x I„,per equation 6.5.10
Angle: 18.43°
KZ: 0.70 Velocity pressure ccefficient from Table 6-3
Kn: 1.0 Topographic effrect-assume no ridges or escarpments
Kd: 0.85 Wind Directionality Factor,Table 6-4
IW: 1.00 Importance Factor
Velocity Pressure,qh: 11.01 psf
Determine Velocity Pressure Coefficients&Wind Pressures on Structure
per ASCE 7-05 Figure 6-10(MWFES)and Figures 6-11 (Components 8 Cladding)
MWFRS
1. Windward Eave Wall Pressure 2. Leeward Eave Wall:
GC�,,,: 0.52 GC�,,,,: -0.42
qW„,: 5.68 psf qiW: -4.57 psf
3. W indward Eave Roof Pressure 4. Leeward Eave Roof:
GC�,,,: -0.69 GC��: -0.47
qW�: -7.59 psf q��: -5.16 psf
5. W indward Gable W all: 6. Leeward Gable W all:
GC�: 0.40 CP : -0.29
qiW: 4.40 psf qiW: -3.19 psf
Componerrts&Claddinq
GCP;: 0.18 Internal pressure per Figure 6-5
7. Roof elements
GCP�: -0.82
4..� 9.04 psf Roof elements per Figure 6-11 C
8. Wall elements:
GC w: -0.96
qa,: 12.51 psf Wall elements per Figure 6-11A
11303010 Mderson.bs
3/19/2013 3/12
Seismic Desiqn Parameters
Calculate seismic building loads from ASCE 7-05 Section 12.14.8
Seismic Parameters
S5= 1.13
S�= 0.39
Fe 1.05 F� 1.62 per Tables 11.4-1 &11.4-2
SMS= 1.18 SM,= 0.63 Calculated per Section 11.4.3
Sos= 0.79 So,= 0.42 Calculated per Section 11.4.4
Seismic Design
Category= D From Section 11.6
Response Modification
Ccefficient,R= 7.0 From Table 12.14-1,Section B-23
F= 1.0 For 1 story building
Calculate building weights,W,for seismic forces
Areas
Building width= 24
Building length= 36
Building eave height= 12
Roof area= 864 sf
W all area= 360 sf
Roof+ceiling DL= 3 psf
Wall DL= 3 psf
Snow LL(if appliable)= 0 psf
Roof W= 2,592 Ibs
Wall W= 1,080 ibs
W= 3,672 Ibs total load for seismic calculation
Calculate Seismic Base Shear,V
V=[(FxSps)/R]xW
V= 413 Ibs.Seismic base shear for building
V/2= 207 Ibs.Seismic shear load for diaphragm design for one wall
11303010 Anderson.�ds
3/19/2013 4/12
Diaphraam Stiffness Calculation
The diaphragm stiffness will be calculated based on the methodology from"Past Frame Building Design",
by John N.Walker and Frank E.Wceste. This method is wide�y accepted in the post frame industry for
determining metal diaphragm stiffness.
1. The diaphragm stiffness,c'=(Ext)/[2x(1+u)x(g/p)+(KZ/(bxt)2)
W here: c'= 3130 Ibs/in=Diaphragm stiffness of the test panel(1992 Fabral Test for Grandrib III)
E= 2.75E+07 psi=Modulus of elasticity for metal sheathing
t= 0.017 in=Steel thickness for 29 ga metal sheathing
u= 0.3 =Passon's ratio for steel
g/p= 1.085 =Ratio of steel corrugation pitch to steel sheet width
b= 144 in.=Length of test panel
K2= - =Sheet edge purlin fastening constant(unknown)
2.The diaphragm for the same metal for a different length b can be calculated with the above
above equatia�once the constant K2 is known. Solving for KZ yields:
KZ=I��Ext)x(bxt2))��I-I2x(1+u)x(b�)Zx�9�P) Kz= 878 in°
3.The stiffness of the acutal panel will be calculated from equation in 1.above,based on its actual length,b'
Roof pitch= 4 /12 Building width= 24 ft 6= 18.43 °roof angle
b'= 151.79 in=length of steel roof panel at the given angle for 1/2 of the roof
c= 3470 Ibs/in-stiffness of actual roof diaphragm
4.Calculate the equivalent horizontal roof stiffness,ch for the entire roof
c„=2xcx(cos26)x(b'/a) ch= 6,585 Ib/in a= 144 in.past spacing
5. Calculate the stiffness,k,of the post frame,which is the load required for the top of the frame a distance,d
For d=1",k=P=(6xdxEdclP)/L3
d= 1 in-deflection used to establish k IP 108 in4-Momentof inertia of post
EP 1.10E+06 psi-Modulus of elasticity of post L= 132 in-Bending length of post
k= 310 Ibs/in
6.Determine the side sway force,mD from tables based on k/ch verses number of frames.
NF= 4 frames in building(including end walls) k/ch= 0.0471
mD= 0.95 =calculated stiffness of inetal roof diaphragm
Since roof sheathing is metal, mD used for calculations is 0.95
11303010 Anderson.bs
3/19/2013 5/12
Post Wind Load Calculation
Deterrnine the bending stress on the post from the wind�oad
W indward wall wind pressure= 5.68 psf
Leeward wall wind pressure= -4.57 psf
Total wind pressure= 10.25 psf
Total wall pressure to use= 10.25 psf(10 psf min.per code)
L= 132 in Bending length of the post
w= 10.25 pli Distributed wind load on the post
M� 11,168 Ibf-in Moment as a propped cantilever(w x Lz)/(2 x 8)
fa� 310 psi Stress on the past from the distirbuted wall wind,=M�/Sx
R= 508 Ibf Total side sway force=3 x w x(L/8)
mD= 0.95 Stiffness ccefficient from diaphragm stiffness calculation,
or 1.0 if wood sheathing in roof
Q= 485 Ibf Side sway force resisted by the roof diaphragm=mD x R
wR= 9.8 pli The total distributed wind load resisted by the roof diaphragm=8 x((Q/(3 x L))
w�st= 0.46 pli The total distributed wind load NOT resisted by the roof diaphragm
for which the post must resist.W�S,=w-wR
Mcam= 4,050 Ibf-in The moment in the post as a simple cantilever
=w�s,x((LZ)/2)(This value is 0 if roof is a wood diaphragm)
fca�t= 56 psi The fiber stress in the post from simple cantilever stress
=Mcanc��2 x SX)(This value is 0 if roof is a wood diaphragm)
M�S,= 14,711 Ibf-in The total moment in the post=(mD x M�)+Mca�t
fa�5,= 352 psi The total bending stress on the post=(mD x fd�)+fCe��
11303010 Anderson.�ds
3/19/2013 6 I 12
Post Desian
Determine the allowable bending and compression stresses for the eave wall posts per 2005 NDS
Nominal Design Values(allowable) Adjustment factors per Table 4.3.1
Fb: 575 psi-bending Cp for snow 1.15 LDF for snow
F�: 575 psi-compression Cp for wind/seismic 1.6 LDF for wind/seismic
Cp for post 1.0 Size factor for posts<12"in depth
Final Design Values Cp= 0.83 Column stability factor per Section 3.7
Fb_design� 92O psi final allowable bending stress
F�_a8519n. 546 psi final allowable compression stress
Combined Bending And Compressive(CBAC)Post Loads by Load Case
Determine the maximum Combined Bending And Compressive stresses in the eave wall past per NDS 3.9.2
using applicable load cases from ASCE 7-05 Section 2.4.
Load Case 1 -Dead Load+314Wind+3/4Snow
Fb_design� 92O pSl Final allowable bending stress
Fc_desi9n� 546 pSi Final allowable compression stress
Pdead= 432 Ibs Dead load
Psnow— 3600 IbS Sr10w 102d
A= 36 sq-in Crass-sectional area of post F�E= 1,061 psi
fb= 264 pSi=.75 x fa�s� f�= 87 psi=((.75 x Psnow)+Pdead)/A
CBAC1 0.34 =((f�lFc_desi9n)2)-��ft��Fb_eesi9n��-�f�F�e))))))
Load Case 2-Dead Load+Wind
Fb_design• 92O pSl Final allowable bending stress
Fo_aasi9n� 546 psi Final allowable compression stress
Pdead= 432 IbS Dead load
Psnow— 3600 IbS SnOW load
A= 36 sq-in Crass-sectional area of post F�E= 1,061 psi
fb= 352 psi=f��s� f� 12 psi=Paeed/A
CBAC2= 0.39 =((fc�Fc_design)2)-��ft��Fb_desiy���-�f�✓F�e))))))
Load Case 3-Dead Load+Snow
Fb_aesiy�� 920 psi Final allowable bending stress
Fc_desiyn� 546 psi Final allowable compression stress
Pdead= 432 IbS Dead load
PS„ow 3600 Ibs Snow load
A= 36 sq-in Cross-sectional area of post F�E= 1,061 psi
fb= 0 pSi=O f� 112 pSi=(Psnow i'Pdead)�A
CBAC3= 0.04 =((f�JFc_design/2�-l\fb��Fb_design��-�fc�Fce))))�)
Max.CBAC= 39% » Maximum post usage<100%OK
11303010 Anderson.�ds
3/19/2013 7/12
Post Embedmerrt Calculation
Determine the minimum posthole diameter and embedment depth for the eave wall posts
per ASAE EP486.1
Since there is no slab,the post will be considered non-constrained at the top
The backfill will be concrete futl depth.
Design Criteria:
Sy= 1500 psf-vertical soil bearing capacity
S= 150 psf-lateral soil bearing capacity
M�S,= 613 ft-Ibs-Moment at top of one posthole
V8= 306 Ibs-Lateral load on post at top of posthole
Posthole dia.= 2 ft.
b= 2.00 ft-maximum width of post in soil(=pasthole diameter if concrete backfill)
Ar,e= 3.14 ft2-area of footing
d= - ft-depth of footing to be determined below
Per Sections 4.2.2.1 and 4.2.2.2,allowable iateral soil bearing capacities may be increased
by 2 for isolated pasts(spaced at least 3 ft.apart),and by 1.33 for wind loading
S�,T= 324 psf-factored lateral soil bearing capacity
Minimum embedment depth required for lateral load,non-constrained at the top,
concrete backfill,per Section 6.6.2
dmi�[((6 x Va)+((g x Mpost)/d)))/(SLAT x b)]^1/2 GI��_�° 2.� ft.-minimum depth requried for lateral load
Allowable vertical soil bearing pressure for gravity loads
S�SY x P�9 x(1+(0.2 x(d-1))
SY 1500 psf-vertical soil bearing capacity
A�= 3.14 ft2-area of footing
d=minimum depth for vertical bearing requirements
Maximum vertical load on footing from gravity load Pfooen9 4,032 Ibs-vertical load on footing
Posthole depth for this building= 4.00 ft-minimum depth to bottom of footing
Vertical capacity for footing Pei�o„= 7,540 Ibs->Pfooting-OK
11303010 Anderson.�ds
3/19/2013 8/12
Roof and Gable Wall Shear Loads and Diaahraqm Desiqn
Roof
Roof width= 24 ft.
H��f= 4.00 ft.
Total roof wind pressure,P� -2.44 psf
Total roof wind pressure to use= 0.00 psf-use 0'rf P<<0
Total wall wind pressure= 10.25 psf
Total wall wind pressure to use= 10.25 psf-use 10 psf minimum
Diaphragm seismic load= 207 Ibs
Diaphragm wind load= 793 Ibs
Diaphragm load to use= 793 Ibs-Wind load corrtrols
Roof shear= 33 plf
Sheathing=29 ga.Metal only
Allowable shear- 113 plf>Roof shear-OK
Sheathing fastening= #9 screws at 9"o.c.
Gable walls
Gable wall shear load: 793 Ibs(from roof shear load above)
Left Gable Wall
Left Gable wall: 33 plf
Allowable shear- 113 plf>W all shear-OK
Sheathing fastening= #9 screws at 9"o.c.
Right Gable Wall
Right Gable wall: 57 plf
Allowable shear= 113 plf>Wall shear-OK
Sheathing fastening= #9 screws at 9"o.c.
Net shear panel uplift= 265 Ibs<concrete backfill OK
11303010 Anderson.bs
3/19/2013 9/12
Eave Wall Shear Loads and Diaahraqm Desis�n
Eave walls
Building Length= 36 ft.
Gable wall wind pressure= 10.00 psf-Use 10 psf minimum
Diaphragm seismic load= 207 Ibs
Diaphragm wind load= 601 Ibs
Diaphragm load to use= 601 Ibs-Wind load controls
Front Eave Wall
Front eave wall: 17 pIf
Allowable shear- 113 plf>W all shear-OK
Sheathing fastening= #9 screws at 9"o.c.
Rear Eave Wall
Rear eave wall: 19 pff
Allowable shear= 113 plf>W all shear-OK
Sheathing fastening= #9 screws at 9"o.c.
11303010 Anderson.�ds
3/19/2013 10 I 12
Purlin&Girt Calculations
Purlin Calculation
Roof Pitch: 4 /12
Roof Angle: 18.4 °
Greatest purlin span: 139 in
Purlin Sx: 7.56 in^4
Live+dead load: 28 psf
Max.o.c.spacing: 24 in.o.c.
M: 10,692 in-Ibf
fb: 1,414 psi
Fb allowable: 1,547 psi-per NDS Section 4 and Design Values for Wood Construction
Purlin usage: 91% OK
End reactions:
Snow load: 324 Ibs If jast hanging,use LU26 joist hanger w/10d nails
or J626 top-flange joist hanger w/10d nails
uplift: 105 Ibs (2)16d nails in purlin block or joist hanger adequate
Girt Calculation
Greatest Bay Spacing: 12 ft.
O.C.Spacing: 24 in
Girt SX: 2.06 �na
Total wind pressure: 12.51 psf
w: 2.08 pli
Girt Span: 138 in
M: 4,963 Ibf-in
fb: 2,409 psi
Fb allowable: 2,476 psi-per NDS Section 4 and Design Values for Wood Construction
Girt usage: 97% OK
11303010 Anderson.xls
3119/2013 11 I 12
BEARING BLOCK BOLTS IN DOUBLE SHEAR
Calculate required number of bolts,and the correct bolts spacings and bearing block size for the intermediate truss
bearing pasts. Posts are assumed to be#2 HF;bearing blocks assumed to be#2 HF.
Total load
from both trusses= 4,032 Ibs
Bolt size= 3/4 "Q1(NOTE:Use 5/8"l7J,3/4"(6 7/8"f�or 1"f�only)
Main member,1,,,= 6 in-post width
Post depth= 6 in-post depth
Side member(s),f�= 3 in-total for 2 side members
No.of fastener columns= 2
No.of bolts required,nb= 1.60 » nb=�2 Bolt(s)in block
Truss bearing block= 2x6 Verify with truss engineering
Minimum block length,Lb= 11.25 in(no less than 12")
Minimum block width,Wb= 5.5 in(<[(2 x de)+d�ns],
<truss bearing block)
Dimension Summarv
d„= 51/4 in(min)
deb= 3 in(min)
drv$ 3 in(min)
d�n$ 1 1/8 in(min)
da 1 1/8 in(min)
� � �
Number of bolts,nb= 2 (min) , I___L_
Block length,Lb= 11 1/4 in(min) d"'S
Lb
Block width,Wb= 51/2 in(min) � i ___ dNs
drvs
I � deb
de���Cle
Wb NOTE: Number of bolts shown for
example only-use nb for actual design.
11303010 Anderson.�ds
3/19/2013 �2��2
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