HomeMy WebLinkAbout2008-00136 - new townhome � � CITY OF ORONO PERMIT NO.: 2008-00136
, 2750 KELLEY PARKWAY
ORONO, MN 55356- �ATE ISSUED: 08/29/2008
952 249-4600 FAX: 952 249-4616
ADDRESS : 795 BRIDGEWATER DR
PIN : 33-118-23-12-0020
LEGAL DESC : STONEBAY FOURTH ADDITION
: LOT 009 BLOCK 001
PERMIT TYPE : NEW STRUCTURE
PROPERTY TYPE : RESIDENTIAL
CONSTRUCTION TYPE : TOWNHOME
ACTIVITY : 102-SINGLE FAMILY HOUSES,ATTACHED
VALUATION : $ 270,000.00
NOTE: SEPERATE PERMITS REQUIRED:
PLUMBING, MECHANICAL,FIREPLACE,WATER CONNECTION, SEWER CONNECTION, ELECTRICAL(STATE)
UBC: R-3 CONSTRUCTION TYPE; VN
APPLICANT PERMIT FEE SCHEDULE 2,076.75
Z B CONSTRUCTION, INC. PLAN REVIEW 1,349.89
2670 KELLEY PKWY
ORONO, MN 55356- STATE SURCHARGE(VALUATION) 135.00
(952)240-9468 S.A.C. 1,825.00
Minnesota State License#: 20266040 TOTAL 5,386.64
OWNER
O.T. Development, LLC
LLC, O.T. DEVELOPMENT,
2670 KELLEY PKWY
ORONO, MN 55356-
AGREEMENT AND SWORN STATEMENT
The work for which this permit is issued shall be performed according to
the approved plans and specifica[ions,applicable City approvals,and the
State Building Code. This permit is for only the work described and does
not grant permission for addi[ional or related work which cequires separate
permits. All provisions of laws and ordinances governing this type of work
shall be compied with whether or not specified herein.This permit will
expire and become null and void if construction authorized is not
commenced wi �n 180 days of the date ofAssuance,or if construction is
suspended.ftir a p riod of 180 days at�try time after work has commenced.
The appYcant is s sible for assyrting all required inspections are
requ�Sted in c a — �t �State Building Code.This permit may be
rev �ked at ' � �[.due c se.
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�cant.Per tee Si ure Date Issued y Signature Date
SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCR D ABOVE.
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I hrceby apply for a buildin_g permit and I acki�o�>vled�;e,tl�<�lt il��e i�il�oc���rt������� <2� vr. i;; c��oij�let� ulcJ �a;uratc;
th�t tlie worl< will be in contormance witl.l tl.te oidii�<ulc�s azl�l co�lc�� -��l��tkie t;ity�uc<l will� tJie �;ta�ti� f3i.lilciill;
Code; t,liat 1 u.ndeistancl tl�is is�1ot a j��ermii:aiid werlc is not to �:ta�.�r. �vi(�!��+.�i,Gt a��errz�_i.l�.; a��d t}i._r.t thr�wt�rl<:�-vi.11 t+e
in accorclance with tlze approved plazl. �
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�PI'L,ACAI�'I''S SIUNA`1C�JIZ�: � '� ,/ � ��r�'�'Bt;, �
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Sec.13A4 RIGHTS OF SUBJECTS OF DATA
Subd. 1. Type oY data. The rights of individual on evhom the data is stored or to l�e stored shall�ie as set foith in this section.
Subd_2. Infonnation requu�ed Co be given individual. An individual askecl to supply private orconiiclential data concerning himself shnll be
infonned of: (a)the purpose and intended use of the requested data within thc collectino state agency,political subdivision,or statewide system;(b)
whcther he may refuse or is legally required to supply tlie requested data;(c)any kno�wi consequencc;arising from his supplying or refusing to supply
private or confidential data;and(d)the identity of other persons or entilies authorized by state or federal law to receive the data. 111is reyuirement shall
not apply when an individual is asked to supply invesligative data,pursuant to section 13.82,subdivision 5,to a l:�w enforcemcnl oCficcr.
The commissioner of revenue mav nlace the nolice reyuired uncler tliis suFidivision in the incliv_iilual inconre tar q���rc�ert�ax refuncl
instructions instead of on those fonns.
Subd.3. Access to data by individuaL Upon requesf to a responsible aulhority,an indivirlual shall be infonncd whether he is the subject oP
stored dala on individuals,and whether it is classitied as public,private or contidentiaL Upon t�is furdler request,an individual who is the subject of
slored private or public data on individuals shall be shown tl�e d�ta wi[hout any ctiarge to him and,it�he desires,shall be inlormed of tl�e content and
meaning of that data. After an individual has been shown the private data and infonned of iCs meaning,the data need not be disclosed to him for six
months thereafter unless a dispute or action pursuaiit to this section is pendin�d or adciitional data on tlie individual has been collccted or created. Tlie
responsiUle authority shail providc copies of the private or public data upon request by the individual subject of the data. The responsible authority may
require Qie requesting person to pay the actual costs of making,certitying,and compiling the copies.
The responsible authority shall compiy immediately,if possible,with any request ntade pursuant to this subdivision,or within five days of the
date oi'the request,excluding SaWrdays,Sundays and legal holidays,if immediate compIiance is not possible. If he cannot comply wi�h the reyucst
wilhin that time,he shalf so infonn lhc individual,and may l�ave an addi[ional tive days within which tu cocnply with the requesf,excluding Saturdays,
Sundays and lega]holidays.
Subd.4. Procedure when data is not accurate or cotnplete. An individual may conte,t the accuracy or complet�ness of public or priva(e data
conccrning himselE To exercise this right,an individual shall notify in writing the tesponsibie autha ily descriUinc the nature aFthe disagreement. The
responsible authority shall within 30 days either. (a)conect the data found to be inacrurate or incomplcke aod attempt to notify past recipients of
inaccurate or incomplete data,including recipients named by the individual;or(b)notity Yhe inci.ividual that he believes the data to be con�ect. Data in
dispute shall bc disclosed only if the individual's stalemcnt of disa�eement is induded with the disclosed datzt.
The detennination of the responsible authority may be appealed pursuanC to the provisioos of lhe administrative procedure act relalin<o to
contesled cases.
DATA PRIVACY ADVISOIi�'
Jn accordance with M.S. 13.04,Subd.2,"Rights of subjects o f data",we would like to inforni you ttiat youi•request
for a pennit ar license from the City of Orono or any of its depart�nents may require you to fuixusl�ce�rtain private or
conftdeiitial information.
You are notified that:
L The infonnation you fiiniish will be used to detennine yo���z� qualification for the permit or liceiise
requested.
2. You may refuse to supply data,but refusal may require that tlie City deny the permit or license.
3. The infoin�ation. may be shared �vith other local, state or f�dera] a�?encies to tlle extent necessary to
process the pennit ar license.
4. If your requested permit or license requu�es Council action to approve, some infonnation may become
public.
5. You have certain rights under M.S. 13.04 (available upr�n request)to revie�v private data oi�i yourself.
6. our full name is�required to process this application qr peinzit.
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REScheck Software Version 4.1.0
Compliance Certificate
Project Title: WILLIAMS Lot 9 4th Addition Stonebay of Orono
Report Date:08/13/08
Data filename: D:�Architecture\CADD�Zachman\Stonebay Twins\Williams Lot9Add4\WilliamsResCheck.rck
Energy Code: 2000 Minnesota Energy Code
�ocation: Hennepin County, Minnesota
Construction Type: Single Family
Glazing Area Percentage: 22%
Climate Zone: 2
Construction Site: Owner/Agent: Designer/Contractor:
ZB Companies Bruce Lehrer,Architect
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Maximum UA:382 Your Home UA: 363=5.0%Better Than Code
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Ceiling 1:Raised or Energy Truss 1846 44.0 0.6 41
Wall 1:Wood Frame, 16"o.c. 2178 19.0 0.6 98
Window 1:Above-Grade:Vinyl Frame:Double Pane with Low-E 444 0.330 147
Door 1:Solid 40 0.700 28
Door 2:Glass 40 0.330 13
Basement Wall 1:Solid Concrete or Masonry 644 11.0 0.6 36
Wall height:9.0'
Depth below grade:8.0'
Insulation depth:9.0'
Furnace 1:Forced Hot Air90 AFUE
Air Conditioner 1:Electric Central Air13 SEER
Compliance Statement: The proposed building design described here is consist nt with the building pl ns specifications,and other
calculations submitted with the permit application.The proposed buildir�has b en design�d to meet the 2000 Minnesota Energy Code
requirerpents in REScheck Version 4.1.0 and to comply with the mar�datory r �men�lis�e�irt tt;Le REScheck Inspe ion C�lecklist.
/`__f I/'��i��C/rC-'�I►1n./..,✓ _ <i ✓� \-� �,!7
Name=Title �- 'Stgnature Dat
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WILLIAMS Lot 9 4th Addition Stonebay of Orono Page 1 of 1
11/09/20a7 14:14 7635423161 FLQRE HEATIhIG � A/C PAGE e3/03
D�te; 11/9/2007 Revision f�ate: 11/y/2�Q7 I�l�w C::or�strucfiion �' ,� ,, �'�� `,'�:��� a
�ifie Informatio� '������ ����
Address 1: �rQ��r,r�;�^
Atldress 2; ��,�: �I��,�:
City Orono CountiY; �i_ibc�ivisi�ri:
A� IiR cation Informatia�
C�L.IuICIf?S',� ��1"f1E'.: ��c�fE:� �-�E."d�:If1Cf.�. �II" �%C?t�l(:�{�l��Illll;i �`:/fP'� �,�-r.;)1�9I,, �����ri� i �,:i�f ,C: r'i�;
{risy,
c��a��1;�4t F'F,r;���: F��nc�y
OfPic;� F'17: 763-!��1�,,�1C�[,� Fax: 7F�����;�-,:3'I(� ! c:;,;;i; ;�i�
�,drlre��; �I; ��30;� f'lyrri��t,�ti`t A����nu� I�I.
(;ity; C;old�n \/��I�y ;�;t�fi�: 111lini�P;ca9:� ;Ti�_, � ;����;,_ ,,�,�>�
Ffouse Details
Square �'eet: 32A.2 sq. ft. Avg. Ceifing Ht: 9 ft. Nutt�l��r ufi Bedropms: 3
Ventilatfan ; Balanced
Tqtal Ventilation Capacity : 128 �fm.
Minimum Continuaus Ventil�fiion :GOcfm.
In�ermittent Ventilation: 6� cfim,
Comhustion Ap��i�r►ce
Water He�ter: Power Vent Input B�CUs: 50,OOQ 1nd�pend�ntly Venf�d
Furnace/Saile�` Direct Vent/Sealed Combustion Inp��t E�TIJs; f3�.�,00o Indep�nciently vent�d
Qther Com�ustion A liances
Gas �ired Direct Vent Fireplace(s): Yes �ac�� F'ia��,i F'ov�er Vent Fire�lac�(s} Na
Gas Fired Natural Draft Fir�place(s): Np Scl,fic� f�u�l Applianc;p(s): No
Exhausf � ui ment
Continuous Exhausr Ventilation Capacity (cfm); NA Cir�th�� �7ryer (cfi�): 135
Exhaust F�n Rating (cfm)� 150
Ma�ce�tlp Air
No M�I<e,Up Air Required by Code
Gombus#�o�n Air '
l�ound Rigid Required: 3 inches or Insulat�d Fl�x: 4 in�;hes
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Appiicant Name (prinfi)°�.�- �p�sir,,.l L, �ignature/Date� �, �- �7�--.���'�`��
Cc�de c�fficial (print)� Siynat�ir�/C7�te:
�2�p4 CChYcrPoint f;nergy Minnegasco. 2U04 Meclt�tnical Code(ii,iicfcl'tne5. �1�� [
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Job Ivame: ZB COMPANIES/WILLIAMS Truss ID: CY Qt : 1 Drw :
BRG x-i.oC REACT Size REQ'D TC 2x4 SPF C1650F1.SE Web bracing required at each location shown. End verticals are designed for axial loads
i 19- 2-12 973 5.50�� i.53�� 2x4 SPF M1/#2-CAN 1-3 � See standard details (TX01087001-001 revl). only unless noted otherwise.
2 37- 4- 4 960 5.50�� 1.50�� BC 2x4 SPF N1/#2-CAN **[PM]=PLATE MONITOR USED-See Joint Report** Extensions above or below the truss profile
sRc REqUiREMExTs shown are based oN7.Y WEB 2x4 SPF N1/N2-CAN Designed per ANSI/TPI 1-2002 (i£ any) have been designed £or loads
on the truss material at each bearing 2x3 SPF STUD-CAN 6-2, 6-5 Plating is based on quality control factors indicated only. Horizontal loads applied at
2x3 SPF #1/#2-CAN 2-7 Cq = 1.25 for wide face and the end of the extensions have not been
2'c FoacE 7.xi, axD csi This design does not account £or long term Cq = 1.25 for narrow face. considered unless shown. A drop-leg to an
1-2 -175 0.00 0.73 o.73 time dependent loading (creep). Building Any alterations to this are shown for otherwise unsupported wall may create a
2-3 -1120 0.01 0.73 o.75 Designer must account for this. individual joints on the Joint Report. hinge effect that requires additional design
3-4 -1248 0.01 0.50 0.51 THZS DESIGN IS THE COMPOSITE RESULT OF Refer to Joint QC Detail Sheet for consideration (by others).
4-5 164 0.02 0.50 0.52 M[JLTIPLE LOAD CASES. Maximum Rotational Tolerance used VPLIFT REACTION(S) :
Loaded for 10 PSE non-concurrent BCLL. IRC/ZBC truss plate values are based on Support Main Wind Non-Wind
sc FORCE AxL art� csi Shim bearings (i£ needed) for req. support. testing and approval as required by IBC 1703 1 -219 lb
6-7 781 0.06 0.85 0.91 HORIZONTAL REACTION(S) : and ANSI/TPI and are reported in available 2 -46 lb
7-8 1i49 0.12 o.e5 0.97 support 1 -404 lb documents as ER-1607 and ESR-1118. This truss is designed using the
suppo b ASCE7-OS Wind Specification
wEs FORCE CSI wes FORCE CS1 � Hldg Enclosed = Yes, Importance Factor = 1.00
1-6 -231 0.25 a-7 208 0.06 Truss Location = Not End Zone
2-6 -836 0.61 4-8 -1481 0.48 Hurricane/Ocean Line = No Exp Category = B
2-7 515 0.17 5-e -212 0.07 Bldg Length = 99.99 ft, Bldg Width = 50.00 ft
Mean roof height = 16.16 ft, mph = 90
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
f Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 37 sq£t
MAX DEFLECTION (span) :
� 6-4-0 6�-0 5-11-0 L/999 MEM 6-7 (LIVE) LC 25
; 6-4-0 12-8-0 18-7-0 L= -0.21" D= -0.22" T= -0.43
�� � �` '� 1 2 3 4 5 == Joint Locations =__
///��� � 1 0- 0- 0 5 16- 7- 0
� � 2 6- 4- 0 6 0- 0- 0
-8.00 3 9- 9-11 7 9- 6- 0
. � 3X6 4 12- 6- 0 9 18- 7- 0
/ I � , I
\� 8-3-9 3X4
✓
� S=3X4
� 14-5-11 6X6 �4-5-11
SHIP
1\ � 61 6
v g_Z_3 W:508 2X3
R:973
� ` � � I U:-219 TZ_�_
� 1 1
n ° 4X BZ
v\ �.�� �.� R:�960
� f - - �-`�-$U:-46
� 18-1-8
19-0-0 �6 7 8
/- STUB 9-6-0 9-1-0 �
/ s-s-o �s-�-o
/
9/29/2008
All nnector plates are al 20 ga.unless preceded by"W"for Wave 20 ga.,"HS"for HS 20 ga.,"S"for SS 18 ga.from Alpine;or preceded
by" X"for TWMX 20 ga.or"H"for 16 ga.from Truswal,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:3/32"=1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Wsnt: ��s WORK ORDER:208125
V I L LA U M E This design is for an individual building component nat truss system.It has been based on specifications provided by the component manufacturer Chk:MJK CUST:LAMPERT YARDS-A.V.
and done in accortlance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr:SJS DUE DATE:9/15/2008
are to be verified by the component manufacturer antllor building designer prior to fabrication.The builtling designer must ascertain that the loads
utilized on this tlesign meet or exceeE the loading imposetl by the local building code and the particular application.The tlesign assumes that the top chord TC Live 35.00 psf DurFacs L=1.15 P=1.15
is laterally braced by the roof or floar sheathing and the bottom chortl is laterally braced by a riqitl sheathing material directly attached, unless otherwise
notetl. Bracing shown is for lateral support of components members only to retluce buckling length. This component shall not be placed in any TC Dead 7.00 psf Defl.Ratio: 240
environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion.Fabricate,handle,install BC Live 0.00 psf O.C.Spacing 2-�-�
2926 Lone Oak Ci�cle,St.Paul,MN 55721 and brace this truss in accordance with the tollowing standards:'Joint antl Cutting Detail Reports'available as output from Truswal software,
PH;651-454-3610 FAX;651�54-4765 �ANSIITPI 1','WTCA 1'-Wood Truss Council of America Standartl Design Responsibilities,'BUILDING COMPONENT SAFEN INFORMATION'- BC DQ2C1 10.00 psf Design Spec IRC-2006
(BCS1)and'BCSI SUMMARY SHEETS'by WTCA antl TPI.The Truss Plate Institute(TPI)is located at 218 N.Lee Street Suite 312,
Alexandria,VA 22314. The American Forest and Paper Associa[ion(AFPA)is located at 1111 19th Street,NW,Ste 900,Washington,DC 20036. TOTAL 52.00 psf Seqn T6.5.7 - 73969
�
Job Name: ZB COMPANIES/WILLIAMS Truss ID: C1 JID:385179
BRG X-LOC REACT SIZE REQ'D TC 2x4 SPF #1;-2-CAN Web bracing required at each location shown. UPLIFT REACTIOti(S) :
1 0- 2-12 2222 5.50" 3.48" 2x4 SPF Q100F1.SE o-9 � See standard details (TX01087001-001 revl). Support Main Wind Non-Wind
2 37- 4- 4 2200 5 SO" 2.88" 2x4 SPF C1o50F1.5E 9-11 Designed per ANSI/TPI 1-2002 1 -144 lb
BRG REQUIREMENTS sho�zn are based ON�Y gC 2x4 SPF #1/#2-CAN Plating is based on quality control factors 2 -157 16
on the truss material at each bearing 2x4 SPF Q 100F1.8E 18-20 Cq = L 25 for wide face and This truss is designed using the
MAX DEFLEC7ION (span) : WEB 2x3 SPF STUD-CAN Cq = L 25 for narrow face. ASCE7-0S Wind Specification
L%�99 MEM 17-18 (LNE) LC 21 2x3 SPF #1/�2-CAN 1-14, 4-1"o Any alterations to this are shown for Bldg Enclosed = Yes, Importance F-actor = 1.00
L= -0.38" D= -0.42" T= -0.81" l0-8. 15-1° individual joints on the ]oint Report. Truss Location = Not End Zone
carncn�wenteea waces: � g-19 This design does not account for long term Hurricanei0cean Line = No Exp Caiegory - E
TC COMP.(DUR.)/ 7EN5.(�UF.) CSI Zza SPF =1,'=2-CAN 1V'-2t� time dC endent loadin cree
i-z -2ez7U.15>/ 14s(1.eo) o.sa � p �g ( p). Bu�lding Bldg Lengih = 49.99 ft, Bldg Width = SO.Gu }:
Z-3 -i55t(t.1s)/ iee(i.eo) o.so Lumber shear allo�r;ables are per NDS. Designer must account for this. Mean roof height = l0".34 ft, mph - 90
3-a -zsoa(1.15)/ 1ea(1.eo) o.ez THZS DESIGN IS THE COMPOSITE RESULT OF Refer to Joint QC Detail Sheets for ASCE7 II Standard Occupancy, Dead Load = L:i.2 psf
n-5 -2oao(1.15)/ uip..6o) 0.91 MULTIPLE LOAD CASES. Cq factors and Rotational Tolerances. Desiqned as Main Wind Force Resistin Syseem
s-5 -i3sU.is�/ se(l.zs) o.zs IF THIS TRUSS IS CARRIED IN A HANGER, THAT IRC IBC tr�ss late values are based on - Low-rise and Com onents and Cladd�n
6-7 -233(1.15)/ 20(1.b0) 0.85 � P P 9
7-a -ineU.is)/ ziSU.eo) o.se HANGER IS BASED ON 1S" HANGER NAILS FOR testing and approval as required by IBC 1703 Tributary Area = 75 sqft
a-s -zoss<t.is); iasU.eo) o.e3 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY and ANSI/TPI and are reported in available
5-io -na5U.i5)/ t7z(t.Go) 0.78 CARRYING MEMBERS. IF 2.5" GUN NAILS ARE document ESR-ll18.
io-u -toG(i.ts)! tso(t.i5) o.n USED, THE NANGERS MUST BE RE-EVALUATED Loaded for 10 PSF non-concurrent BCLL P.EPAI�.: QO?70'�1 t_HCRD YKU��I�E i'�;!,:ST �=''�.�5�'�"
ec cowP.(ou2.>/ ieNs.(ouk.) csi (BY OTHERS). End verticals are designed for axial loads �n�!�la�T I` �:10'.�iN 0"J 7"!"�:�$ji-u, 'R.i!5�; '... .
tz-tl -5(i.5o)/ a9(t.15) o.ii only unless noted otherwise.
13-1a / eaU.zs) 0.11 Extensions above or below the truss profile �� ;\DF
ia-is -iz3<i.so>/ zi�o<i.is) o.�i QUATELY �UFFGRT THt TRU�S
is-ie -3o(i.5o)/ zosz(i.is) o.5s (if any) have been designed for loads U1TIl. THF REPAIR IS COP�IFLETE.
te-i7 / i6o(i.zs) o.1a indicated only. Hori mntal loads applied at �� BUILD lHE SPLI(E FRA�^•'E(S?
v-ia -1(i.ao)/ soU.ts) o.es the end of the extensions have not been �
is-i� i(i.eo)/ so(i.is> o.�z US1NG 7I1E LUti'BER A'vD Plti'I"Ec
i�-io ao(1.50)/ 1728Q.15) OJ9 considered unless snown. A drop-leg to an
otherwise unsupported wall may create a AS SH04.'N 0� TRUSS 'C JID 3fi'ii%9.
ws COMP.(DUR.)/ reNs.(ouu.) csi hinge effect that requires additional design ATTACN TNF FRAME(5) TO GNE
ta-z -sz3(i.is)/ seU.eo) o.tz consideration (by others). F.4CE �JITH lOd 'dAILS AS �HO'.ti'"d
16-5 -al(1.60)/ 880(1.15) 0.36
i-iz -zi�a(i.is)� ise(i.eo> o.e9 PEft FRALE.
i-ia 9�<i.w>/ zies(i.is> o.�s IF NOT SPLCIFIEL', US[ lOd AT
iz-ia -szo<i.ao>/ soz��.ao> o.ia 6" O.C. IN ALL OTHER hiB•iBERS
o-is -laaci.ls)� 3aai.z�> o.i9 FRAME TRUSS AREA THAT OVERLAP '.vITH THE FRAME.
a-is -n3(i.is>j imci.so> o.ez DISTRIBllTF THE NAILS EVFNLS'
5-7 -1531(1.15)/ 234(1.60) 0.91
e-16 -206(1.60)/ is3�i.so> o.z9 THft0UGH0UT THE CI'�ENSIOti
iea9 / iseau.is) o.sa SPKIFIED On ALONG THE M,'FE3
8-19 / 383(1.25) 0.12 .
io-i9 -izs(i.is)/ vo(i.ao) o.zo 19-0-0 18-7-0 OR FatiEL LENGTHS.
io-zo -zui(i.is>/ 98(1.60) o.ai � z 34 5 6 7 8 9 10 11
ii-zo -suU.is)/ iesU.eo> o.ie .: qpP'.-' p,tiY �.^D?T;n\AL i.P.TEi?Ai. F.RACI":G
8.� _p �.. = SPLI T,tL_ Slli?tt'v.
R3X5
4X6 3X4
3X5
26-10d
3X4 S=3X8
S=3X8
14-6-0 5X10 14-6-0
SHIP
3X4 6-10d
/ .�
6X6 2X3
r T
1-10-0 5X0 3X4 5X8 �i-5 7i9i.d,'��P;Zt�}:tfi�]I�Y� �6'ti;l�7 i-1i1�Pi..�'+.�i`7�..
4X63X4 1-0-0 3X4 S=3X6 4X10 4X6 t.-ik�i+ 1!tta�.t)It I:Ct��1:s` ��t5 i'P2i f'-a)d1��i)
135�1�4t.C71S 1,�1It.7t d17 Ra€KE.i-7 hL.i'Eitl IiiSt\
B1 2o-1od 82 &'�t?Tti 1 t I i�l >1)1�t 2 iti'.t:15t 1'.xt.!?Pi.t7-
W:508 W:508 F�I�;^+^(t3\t#�h�t.l�{k:lt t�3�E:t'd t ttk.1_.4�.5 t
R:2222 3-5-8 21-0-8 R2266 t�l' �Nt �i �kF uI Sti� �+�P�
U:-144�q 13-1-0 ��:-157 i � f
37-7-0
_........ .....__.........�._. .. ..........___n.�_..__.�._..,..
�12 1B4 15 167 18 19 20 f�.!'_ai TI?R
All connector plates are Truswal 20 ga.or Wave 20 ga.,unless preceded by"HS"for HS 20 ga.,"S"for SS'I B ga.from Alpine; ��'+�3 i.t�;t�i�K l ilt}��i5.v3�€ar
or preceded by"MX"for TWMX 20 ga.or"H"for 16 ga.from Truswal,positioned per Joint Detail Reports. Circled plates and false 9/2 5/2008
frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates(or staple).
FOR: 143-Villaume Ind.Inc. WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. c�5c: �aMPERT vaR�s - n.v.
2926 Lone Oak Circle This design is for an individual building component nottruss system It has been basetl on specifications D�ovbed by the component manu�actuier W0: D ri ve_P_60202 5_L00005_J 00001
�.Paul.MN 55121 antl done in acwrdance with the current versions of TPI and AFPA tlesign standartls Nu resDonsibiliry is assumetl for tlimensional accuracy Dimensions
are to be verified by the component manufacturer and/or building designer pnor to fabrication.The building Aesigner must asceAain that the loads Dsgn r: S J S #�� = 2 Z IM1�T�: Z 5$#
e y:T R U S WA L utilized on this tlesign meet or exceed the loatling imposed by the local building co0e and the particular appiication The design assumes that the top chortl T� Li ve( ) 3 5.00 PSf L i veDu r �=1.1$ P=1.15
�is laterally braced by the roof or Floor s�eathing and the bottom chord is taterally braced by a rigid sheathing material directly atlached.unless otherwise TC S now Pf Q.�� Sf SnowDu r �=1.1$ P=1.15
noted.Bracing shown is for lateral support of components members onty to reduce buckling length.This component shall not be placed in any
� SYSTEMS environmentmatwilicausememoisturecontentotthewoodmexceedl9/andbrcauseconnectorplatewrwsion Fabricate,handle,install T� Dedd 7.00 psf Rep Mbr Bnd / Comp / TenS
and biace this imss in acwrtlance with the followirg standards:'Joint a(M Cutting Detail Repons'available as output tiom Tmswal so(tware. BC Li ve �.�� p5f 1.15 / 1.1� � 1.l�
/��BuildinJ COmpon0nt5 Group,I�t. 'ANSIlTPI i'.'WTCA 1'-Wood Truss Council of America Stantlard Desgn Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION'- BC DedCJ 10.00 psf 0.C.Spaci ng Z- �- �
4445 Northpark Dr.Sfe.702,Colo.Spgs.,CO 80907 �gCSI 1-03)and'BCSI SUMMARY SHEETS'by�NTCA and TPI.The Truss Plate Institufe(TPI)is located at 583 D'Onohio Diive,Madison.
TRUSPLUS 6.0 VER: T6.5.7 wlsconsin597i9 TneameacanFoiestandPaperAssocianon�aFPFllsbcatetla:�i�ii9tnStreet.N�^✓.SteBooWasningtoaDC2oo36 Bldg Code: IRC-2006 DEFL RATIO: L/240 TC: L/180
.
Job N�me: ZB COMPANIES/WILLIAMS Truss ID: FRAME Q : 1 Drw :
BRG x-i.00 iteaCT SIZE REQ�o TC 2x4 SPF #1/#2-CAN Designed per ANSI/TPI 1-2002 UPLIFT REACTION(S) :
1 12-10-12 537 5.50�� 1.50�� BC 2x4 SPF #1/#2-CAN Plating is based on quality control factors Support Main Wind Non-Wind
2 24- e- 4 637 5.50�� 1.So�� WEB 2x3 SPF STUD-CAN Cq = 1.25 for wide face and 1 -42 lb
BRG REQUIREMENTS shown are based ONLY 2x4 SPF #1/#2-CAN 4-1, 6-3 Cq = 1.25 for narrow face. 2 -51 lb
on the truss material at each bearing 2x8 SP 2400E-2.OE 5-2 Any alterations to this are shown for This truss is designed using the
This design does not account for long term individual joints on the Joint Report. ASCE7-OS Wind Specification
Tc FORCE a.xi. Etm csi time dependent loading (creep). Building Refer to Joint QC Detail Sheet £or Bldg Enclosed = Yes, Importance Factor = 1.00
1-2 -445 o.00 0.63 0.64 Designer must account for this. Maximum Rotational Tolerance used Truss Location = Not End Zone
2-3 -434 0.00 0.57 0.57 IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSZTE RESULT OF Hurricane/Ocean Line = No , Exp Category = H
testing and approval as required by IBC 1703 M[JLTIPLE LOP,D CASES. Bldg Length = 99.99 ft, Bldg Width = 50.00 ft
ac FORCE axi. BxD csi and ANSI/TPI and are reported in available Loaded £or 10 PSF non-concurrent BCLL. Mean roo£ height = 16.32 ft, mph = 90
4-5 118 0.00 0.27 0.27 documents as ER-1607 and ESR-1119. Shim bearings (if needed) for req. support. ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
5-6 119 0.01 0.23 0.24 End verticals are designed for axial loads Designed as Main Wind Force Resisting System
only unless noted otherwise. - Low-rise and Components and Cladding
wes FORCE csi casa FORCE csi Extensions above or below the truss profile Tributary Area = 25 sqft
1-4 -se1 o.35 3-5 335 0.20 (if any) have been desiqned £or loads
i-5 320 O.i9 3-6 -586 0.38 indicated only. Horizontal loads applied at
2-5 -224 0.05 the end of the extensions have not been
considered unless shown. A drop-leg to an
otherwise unsupported wall may create a
hinge e£fect that requires additional design
consideration (by others). MAX DEFLECTION (span)
L/999 MEM 4-5 (LIVE).LC 21
L= -0.05" D= -0.05" T= -0.11
6-4-0 5-11-0 == Joint Locations =_
1 0- 0- 0 4 0- 0- 0
6-4-0 123-0 2 6- 4- 0 5 6- 4- o
3 12- 3- 0 6 12- 3- 0
6-4-0 � 5-11-0
�1 2 3 �
8.0� _8.0-�
4X6
3X4 3X4
10-4-11 T I 10-4-11
� SHIP
g-2_p 6-4-3
6�C 5
2X3
4 0'�� 2X3 gZ 4_z_0
�W:508 4.�0 ..�; 1
637
U:-42 U:-51
6-4-0 F
123-0 r,y��_n
12-8-0 4 5 6� 12-8-0
6-4-0 5-11-0
�
sT�B s-�-° ,Z-3-° ST�B 9/29/2008
All connector plates are Truswal 20 ga.unless preceded by"W"for Wave 20 ga.,"HS"for HS 20 ga.,"S"for SS 18 ga.from Alpine;or preceded
by"MX"for TWMX 20 ga.or"H"for 16 ga.from Truswal,positioned per Joint Detail Reports available trom Truswal software,unless noted. Scale:1/8"=1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Wsht: toa WORK ORDER:208125
V I L LAU M E This design is for an intlivitlual builtling component not truss system It has been based on specifications provided by the component manufacturer Chk:MJK CUST:LAMPERT YARDS-A.V.
and tlone in accordance with the current versions of TPI and AFPA tlesign stantlartls.No responsibility is assumed for dimensianal accuracy. Dimensions
are to be verified by the component manufacturer andlor building tlesigner pnor to fabrication. The building designer must ascertain that the loads Dsgnr:SJS DUE DATE:9/15/2008
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 35.00 psf DurFacs L=1.15 P=1.15
is laterally brace0 by the roof or tloor sheathing and the bottom chord is laterally braced by a rigiA sheathing material directly attached, unless otherwise
noted. Bracing shown is lor lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Defl.Ratio: 240
environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate,handle,install BC Live 0.00 psf O.C.Spacing 2-�-0
2926 LOne 03k Cifcle,St.P3ul,MN 55121 and brace this truss in accordance with[he following standards:'Joint and Cutting Detail Reports'available as output irom Truswal software,
PH;651-454-3610 FAX;651-454d765 �ANSI/TPI 1','WTCA 1'-Wootl Truss Council ot America Standartl Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC D@3CI 10.00 psf Design Spec IRC-20�6
(BC51)and'BCSI SUMMARV SHEETS'by WTCA and TPI.The Truss Plate Institute(TP1)is located at 218 N.Lee Street Suite 312,
Ale:andria,VA 22314. The American Forest antl Paper Association(AFPA�is locatetl at�111 19th S[reet,NW,Ste 800,Washington,DC 20036. TOTAL 52.00 psf Seqn T6.5.7 - 73969
�
Job Name: ZB COMPANIES/WILLIAMS Truss ID: CREP JID:385424
RRG X-LOC REAQ SIZE REQ'D TC 2x4 SPF 47�»2-CAN Web bracing required at each location shov;n. UP�IFT REACTION(5) :
1 0- 2-12 2222 5 SO" 3.44" 2w9 SPF C1550F1.SE 7-9 � See standard details (TX01087001-001 revl). Support Main W�nd Non-Wind
2 37- 4- 4 2266 S.SO" 3.55" BC 2x4 SPF C1650F1.SE Desi9ned per ANSI/TPZ 1-2002 1 -144 16
BRG REQUIREMENTS shown are based ONLY WEB 2x3 SPF STUD-CAN Plating is based on quality control factors Z -157 76
on the truss material at each bearing Zx4 SPF Q100F1.SE 10-2 Cq = 1.25 for wide face and This truss is desiyned using the
MAX DEFLECTION (span) : 2x3 SPF #lir2-CAN 11-4, c-13 Cq = 1.25 for narrow face. ASCE7-OS Wind Specification
Lj599 MEM 12-13 (LIVE) LC 1 (2) Zx4 SP 2400E-2.OE 12-5 Any al[erations to this are shown for Bldg Enclosed = Yes, Importance Factor = 1.00
L= -0.32" D= -0.27" T= -0.5°" 2x4 SPF xl!#2-CAN 8-14 individual joints on the Joint Report. Truss Location = Not End Zone
cair7cn�Mewsea Foaces: Refer to )oinc QC Detail Sheets�for This design does not ❑ccount for long term Hurricane,�Ocean Line = No Exp Category = 6
rc cowP.(ouR.)' rEvs.(Dua.) c5i C factors and Rotational Tolerances. time de zndent loadin
1-2 -120(1.15)! 175(1.15) 0.75 9 p g (creep). Bu�lding eldg Lenyth = 99.99 ft, eldg Width = 50.00 ft
z-3 -s5sa(i.is); ts3(i.6o) o.s9 THIS DESIGN IS THE COMPOSITE RESULT OF Designer nwst account for th�s. Mean roof height = 16.33 ft, mph - 90
s-a -saazU.is); t9s(i.6o) o.7a MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
a-5 -2932(1.15)/ 152(1.50) O.�s IF THIS TRUSS IS CARRIED IN A HANGER, THAT testing and approvat as required by IBC 1703 Designed as Main Wind Force Resisting Svstem
5-5 -z533(i.15)/ tG5<1.50) o.n HANGER IS BASED ON 1.5" HANGER NAILS FOR and ANSI TPI and are re orted in available - Lo�a-rise and Com onents and Claddin
6-7 -3330(1.15)/ 196(1.b0) 0.75 � P P 9
�-s -3a7i(t.15)/ ist(1.5o) 0.60 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY document ESR-1118. Tributary Area = 75 sqft
s-� -11i(1.15)! teo(i.is) o.s3 CARRYING MEMBERS. IF 2.5" GUN NAILS ARE Loaded for 10 PSF non-concurrent BCLL.
ac cowP.(oua.)/ t�Ns.(oua.) csi USED, THE HAVGERS MUST BE RE-EVALUATED + + + + + + + + + + + + + + + + + + + + f�f.�i? �. FIE�D SFLSC� AFr���dTi.�`��`v,
to-u -i3tU.eo)/ z9as(i.is) o.a3 (BY OTHERS). Unrestrained horiz. LL deflection = 0.34 " E?U-LD 7HE `RUSS IN 1'1��Q CZ) SE``P:��Pj�
it-tz -73(i.5o); 1�s5(i.ts) o.sz End verticals are designed for axial loads + + + + + + + + + + + + + + + + + + + + + �
tz-t3 -zz(i.5a); z9ssU.is) 0.�9 only unless noted otherwise. AS SHO�v"�. ;'?I�J T`1ESE TR�,SStS TO E. f���R
ts-ta -ii3(i.5o)/ zi5a(l.ts) o.�s Extensions above or below the truss profile R4X6 IdITH TriE �?LI c FRA:'�"E a5 SHJ4tIV 0'v OiiE �.3�� 4ti7�H:
`� [:�;;OF-[.i;= .
�de coMe.(oua.)/ TeNs.(oua.) csi (if any) have been designed for loads ��- - lOd NAILS AS SPEQ FIF� PFP, FRA�iF,
i-io -as3(i.is)/ va(i.so) o.ie indicated only. Horizontal loads applied at U�;: THE SA�!F LU�16FR AND PL.ATES Util_�::St
z-io -s��b(i.is)/ 132(1.60) o.�� the end of the extensions have not been SFECIFIED OTHERWISE.
z-ll -is(1.6o)! Z3i(1.15) o.1s considered unless shown. A drop-leg 2o an
a-u -a1(1.60)/ Zs5(1.u> 0.09 otherwise unsupported wall ma
a-iz -sea(i.is)/ iei(t.eo) o.sa y create a 3X8 � °� AGEQU.AT£Ll' StJPPORT THE TRUSS
s-11 -sa<i.eo)/ uei(t.i5) o.0 hinge effect that requires additional design �� !;f:TIL THE �P_ICE I� C0ti1PltTE.
e-tz -sio(i.is)/ iss(i.5o) o.i9 consideration (by others).
s-ia -sau.so�� zssu.zs> o.os ' i)ISTRIEUTE TNc NAILS EVENL\"
8-13 -2(1.60)/ zasa.zs> o.ie `NROUGf{OUT 7-NE DIMENSIGN
9-ia 3szi(i:is% ie3(i o) o.ii SPEQ�IED OR ALOPIG THE LvE$
6X12 OR PA4EL LENGTHS.
3X4 3X4 If- NGT SPECZFSEC, USE lOd .4i
o" O.C. IP: ALL UTFER '�tE'�`.B'tR5
TNAT OVERL�P I�JITN THE FRA`�?E.
BF.,4�: B.C. 3 1?p.p•' ^ cRC,�:;
19-0-0 18-7-0 �-�-� ?C �'-%-0 PER TPI.
1 2 3 4 R4X6 5 6 7 8 9 ATTAr!i THIS '�R[P' -�RUSS TQ 7IU:3&54�4,
TRU�S 'Ci' 'wiTH 1Cd � u" U.C. iti THE TjC
8.00 -8.00 4NG 3-10q NAZLS AT ALL TRUSS ItaTERSECTIOtiS
iv-(i�d-TYP.i 34 ADD ACt"QUATr UNDERFRAMING (BY OTHERS)
TC CREATF TNE PRQFILE AS NfE[?ED FQR THE CEI�ItiG.
3X4 3X4
S=4X6 S=4X6
14-5-12 6X6 7 � 6X6
SHIP
6X1
2X3
T zX3 3X4 34 34 5X16 T
1-9-12 �'j'� 7 1ii 9:� K1 t-�9t 31#1 Yii 11' i uiti t 2 �'a,'�+'a.-
g� SECTION'A' SECTION B' 4X10 B� ����� ����b�� ���`ici E°t�!<i �l ti5 I� � ,�`t<t�n
W:5o8 4Xa W:508 x,t r�r ��ia�.�[�a fe�1a �aE��r�i i,�r�l i�,�,r�
R:2222 p- -$ 4.00 -4.L oo -4.� 00 p_ _g R2266 �.�1� t tt�t ,as a 1 t`- ��� .a�3�?'iat ii txKti-
U:-144 � 18-6-8 � U:-157 l�t r�'� �c I� •�,� y�f��-'RtIF.I__1'���
�Q' �* 18_�_8 �� �>r�1,�3 t 4,�� ��i/��v.��ti_�.
37-7-0 f
10 11 12 13 14 � ;r�'", �'�......,. _.,._.. ,...,._....
� h1t!t-t#2p 1 1�Id.i.y
All connector plates are Truswal 20 ga.or Wave 20 ga.,unless preceded by"HS"for HS 20 ga.,"S"for SS'18 ga.from Alpine; ��1 l E. t.i�:{:lti 1'12.t D�It 1'�3tl. t;:�}1
or preceded by"MX"for TWMX 20 ga.or"H"for 16 ga.from Truswal,posilioned per Joint Detail Reports. Circled plates and false 9/29/2008
frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates(or staple).
FOR: 143-Villaume Ind.InC. Wj4RN�NljRQdd d//110f@S Ofl fh15 Sh2ef 2IId gIV2 3 CO/Jy Of It f0 th@ EI'@Ctllly COflfl'dCfOr. Cust: LAMPERT YARDS - A.V.
2926 Lone Oak Circle 7h�s design is�or an inaividual building component not truss system. It has been based on specifications provided by[he component manufacturer W0: Dri ve_P_60202 5_L00005_J00001
�.Paul.MN 55121 and done In accordance wiN ihe cunent verslons of TPI antl AFPA design standards No responsihiliry is assumetl for dlmenslonal accuracY Dimenslons
are to be verified by the component manufacturer and/or buildirg designer prior to(abrication.7he building tlesigner must ascenain that the loads Dsgn r: SJ 5 #LC = Z? WT: Z 37#
T R U S WA L utilized on t�is design meet or exceed the loading imposed by the local building wde and the particular application The Oesign assumes that the top chord TC Li ve 3 5.00 psf Li veDu r �=1.1$ P=1.15
is laterally braced by Ihe roof or floor sheathing and Ihe botlom chord is laterally bracetl by a rigid sheathing material direclly attached.unless otherwise TC Snow(Pf) �.0� pSf $f10WDU f L=1.15 P=1.1$
B y' noted.Bracing showr�is for lateral support of components members only to reduce buckling length.This component shall not be placed in any
� SYSTEMS environmentmatwillcausethemoisturecontentofthewoodtoexceedi9%andbrcauseconneaorplatewrrosion Fabricate.handle.instan TC Dead 7.00 p5f Rep Mbr Bnd / Comp / TenS
and brace this truss in accordance with the following standards'.'Joint and Cutting Detail Reports'available as output from Truswal software, B� Li ve 0.00 psf 1.15 � 1.1� � 1.1�
/T I�BUllding COmpOnBnls GfoUp,InG. �qNSI/TPI 1'.'WTCA 1'-Wood Truss Council of America Stantlartl Design Responsibilities,'BUILDING COMPONENT SAFETV MFORMATION'- BC Dead 10.00 psf 0.C.Spaci ng Z- �- �
d045 Northpark Dr.Ste.f02,Colo.Spgs.,CO 80907 (gC51 1-03)and BC51 SUMMARV SHEETS'by VJ7CA and TPI.The 7russ Plate Institute(TPI)is bcated at 583 D'Onofrio Drive.Madison,
TRUSPLUS 6.0 VER: T6.5.7 vdisconsms3��5 rnenmericanForestandaapeinssociation�aFaa�iswcatedat��i��sthSireetNw.Steeoo.wasnington.oCzoo3s. Bldg Code: IRC-2006 DEFL RATIO: L/240 TC: L/180
Job N.ame:'ZB COMPANIES/WILLIAMS Truss ID: CX Q : 1 Drw :
exc x-Loc REACT szzE tiE4�� TC 2x4 SPF #1/#2-CAN Web bracing required at each location shown. End verticals are designed for axial loads
1 0- 2-12 5ei 5.50�� 1.Sa�� BC 2x4 SPF C1650F1.SE � See standard details (TX01087001-001 revl). only unless noted otherwise.
2 le- 9- a 995 5.50�� 1.56^ 2x4 SPF #1/N2-CAN 8-9 **[PM]=PLATE MONITOR USED-See Joint Report** Extensions above or below the truss pro£ile
BRG REQUZREMENTS shown are based ONLY WEB 2x3 SPF STUD-CAN Designed per ANSI/TPI 1-2002 (if any) have been designed for loads
on the truss material at each bearing 2x4 SPF #1/N2-CAN 6-2, 9-5 Plating is based on quality control factors indicated only. Horizontal loads applied at
2x3 SPF #1/#2-CAN 7-4 Cq = 1.25 for wide face and the end of the extensions have not been
Tc FORCE 1�ti. sem csi This design does not account for long term Cq = 1.25 £or narrow face. considered unless shown. A drop-leg to an
i-2 175 0.04 0.71 0.75 time dependent loading (creep) . Building Any alterations to this are shown for otherwise unsupported wall may create a
2-3 -1306 0.02 0.71 0.7G Designer must account for this. individual joints on the Joint Report. hinge effect that requires additional design
3-4 -1177 0.01 0.71 0.73 THIS DESIGN IS THE COMPOSITE RESULT OF Re£er to Joint QC Detail Sheet for consideration (by others) .
4-5 -171 0.00 0.71 0.71 MULTZPLE LOAD CASES. Maximum Rotational Tolerance used UPLIFT REACTION(S) .
Loaded for 10 PSF non-concurrent HCLL. IRC/IBC truss plate values are based on Support Main Wind Non-Wind
ac FORCE r�cL sxo csi Shim bearings (if needed) £or req. support. testing and approval as required by IBC 1703 1 -49 lb
6-7 1241 0.09 0.71 0.90 HORIZONTAL REACTION(S) : and ANSI/TPI and are reported in available 2 -217 lb
7-8 743 O.oa o.71 0.75 support 1 413 lb documents as ER-1607 and ESR-1118. This truss is designed using the
8-9 790 0.07 0.50 0.57 support 2 413 lb ASCE7-OS Wind Speci£ication
Bldg Enclosed = Yes, Importance Factor = 1.00
WEB FORCE CSI WEB FORCE CSI Truss Location = Not End Zone
1-6 -224 0.07 4-7 577 0.20 Hurricane/Ocean Line = No , Exp Category = B
2-6 -1561 0.55 4-9 -857 0.63 Bldg Length = 99.99 ft, Bldg Width = 50.00 ft
2-7 -236 0.13 5-9 -226 0.25 Mean roof height = 16.16 ft, mph = 90
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting Systesn
- Low-rise and Components and Cladding
Tributary Area = 38 sqft
MP.X DEFLECTION (span) :
6-4-0 6-4-0 6-4-0 L/999 MEM 6-7 (LIVE) LC 25
6-4-0 12-8-0 19-0-0 t.= -0.21" D= -0.21" T= -0.42
1 2 3 4 5 Joint Locations ---
1 0- 0- 0 6 0- 0- 0
2 6- 4- 0 7 9- 6- 0
8•00 3 9- 2- 5 8 11- 3-13
3X6 4 12- 8- 0 9 19- 0- 0
� 5 19- 0- 0
3X4 83-9
S=4X6
14-5-12 6X6 14-5-12
SHIP
W:508 6X6
R:995 6-2-3
2X3 3X4 U:-217
I,_9_,2 S-4Xs 1
81
W:508 4X8
R:981 q.�U I
U:-49
0-5H 8
19-0-0
6 9-6-0 7 8 9-6-0 9 18-7-0
9-6 0 19-0 0 STUB
9/29/2008
All connector plates are Truswal 20 ga.unless preceded by"W"for Wave 20 ga.,"HS"for HS 20 ga.,"S"for SS 18 ga.from Alpine;or preceded
by"MX"for TWMX 20 ga.or"H"for 16 ga.from Truswal,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:3/32"=1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Wsnt: ��z WORK ORDER:208125
V I L LA U M E This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk:MJK CUST:LAMPERT YARDS-A.V.
and tlone in accordance with the current versions of TPI antl AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer andlor building tlesigner prior to fabrication. The building tlesigner must ascertain that the loads Dsgnr:SJS DUE DATE:9/15/2008
utilizetl on this tlesign meet or exceetl the loatling imposed by the local building code antl the particular application.The design assumes that the top chord TC Live 35.00 psf DurFacs L=1.15 P=1.15
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing matenal directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length.This component shall not be placed in any TC Dead 7.00 PSf Defi.Ratio: 240
environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate,handle,install BC Live 0.00 psf O.C.Spacing 2-�-�
2926 Lone Oak Cifcle,St.Paul,MN 55121 and brace this truss in accordance with the follawing standards:'Joint and Cutting DeW il Reparts'available as output from Truswal software,
PH;651-454-3610 FAX;651-454-4765 �ANSI/TPI 1','WTCA 1'-Wootl Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC DBBd 10.00 psf Design Spec IRC-2006
(BCSI)and'BC51 SUMMARY SHEETS'by WTCA and TPI.The Truss Plate Institute(TPI)is located at 218 N.Lee Street Suite 312,
Alexantlria,VA 22314.The American Fores[and Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 52.00 psf Seqn T6.5.7 - 73962
■ ■ ■
�-- ' � rY� s
� � � � 1�1�.�2,�
!
Gk P� �$g� �l �1 k ;f?2i.#� /
� we�and seTM°�p�T10N � ` % �020.1�� � �
I �•---2�EBAY �t� plans . ,�.k t�t9.47 _� - -� _ - - - - - - - /
: ST ��sW - "/ / - �
/ \ �''�•Y � ' _ 9 !' � x 1 f120,0.� / � x 1 Q27.42
/
i� �' 8 x ?�27.F� /
�'� �• I � 03 /1�6.95 f '
a Q0�y � . : �� /,��i � x 1 flZ0.54� � /
,�o�P�oc WOO�S Q° / �� , � 7 rl
o�����Q ( . �a� � x tors.s2ry� f %� i l/ � �
� o
�AOP-ly�, -, l. i���� ,� x �020.23 � ��� �/ ` x 1027.34 �� �%o2s.r� � AREA = 5682.30 SF
, Q
o�l o �.o ,c�`� ��,`� = r�2;.3� ry�. a��r�
�G� � 25�__---� _� � �ti � �
��h � � x r � � e�,�,� � -' raz.�7f
� r._.-- - ��� ��44 13215 ���� -�
,.. s �
r-, !• / •• 019 74�7 / 026.
� i i 1 : �g � •
/ �i ��. 1"�• �
6 - � � p � / '' � so�. MH _... LEGEND
� x 1�2C1.04 � l Rim.=1022 86
• 9 12.50 � � ;3'` a Dri►�way d� ` ln v.=1015.66
�• -- o i 9x 1¢21.0 X 9025.3.5 �02�" N )�, ' � 1023.32
/ ss denotes sanitor sewer line
•� �� o � � 1 O26 �� / g� ��. a 1o23.2S y
, o � � � p�ooser! � . / � N � denotes hydrant
�0 -a'� a,' t 121 ! �p 1022.82 N ��
�9 �� p o� H�� 1 � ���� '026.32x �� iD �1 denotes woods
k �p � i' � �e 12.33'� ��Z 's8�_ �kp� � �''�..!G � ��- denotes existing contour
- � 4, � ��0•8• � h' 1 26. � N� � denotes proposed contour
I 1016.8 �� ,��• x 19.88 t � '� � _ � �---1�$'� g�' ?�23.Oo" �� � denotes proposed spot elevation
� � L 12•50 � � 47.07\ � O�� ,___. �� \� �- denotes p�oposed drainage
� ��T5.0 � --"��2� \. 0� �, X�o2i.e denotes existing spot e/evafion
*�. � � - � `� ,/ � � 2k� '-�. --exist. Surmountoble 4 denotes cu/vert
���� �'� ' . : �'�''�"E 132.15 /-" �0 _..._. ��. �� 1� �• curi� & gu tter :---�
� � �023 42 m m denotes te/e hone box
I W�ODS 1 � f �---1020-.-� ____ ._--- � �� �v� � P
� �16�4 " �f��9•2¢ / x f019.58 �� fd���7 �� `� � denotes cable tv box
City of Orono . �- \ /"t�is� � � �\ � � denotes wote� se�v�ce
� / � ��o�.�.�� �
Planning�Zoning Pian Revi \ '� • .�
�10� wQQD$ /. �N ��` �U � ?o23.&s PROPOSED ELEVATIONS•
Site Plan Review Date: � � '�p� � � ' � _�� �roz- s2 1 � �
�0��✓� o� t ,23 BENCHMARK. _._.�� � � � ��i�/�02385 Top of Foundation = 1028.67
�APPROVED woo � X on S.E. corner • � � / Gara e Floor = 1026.00
\ ���" "�� Elev��1025.47 . ,pr' �' �� � \ Basement Floor = f020.00
O APPROVED WITH REVISIONS(see notes) � (N.G.V.D. 1929) \ � '� � �
O DENIE� " - � � �
;!!✓l/�,� �;'� � / � r-, � � rr�24.�s �j
Staff:, ,,_ �--- . i<
S�� A'��c t�fl S�;�✓��_ / ' / ��
: �"� �--t+' 1'v�'Ft=S . �,i ' �
PROPERTY DESCRIPTION: cotch bosin -'
�•••-15" RCP Culvert Rim.=102227 `�
Lot 9, Block �, STONEBAY FOURTH ADDITION, Hennepin lnv.=f015.66 /nv.=1015.74 �
County, Minnesoto, accordrng to the record plot the�eof.
Re uested B I hereby certify that this survey,
9 Y� Revised:
denotes iron monument found plan, o� report Was prepared by me webSite:
O T D e ve I o m e n� or under my direct supervision ond www,ottoassociates.COA1
denotes iron I e Set � that I am a duly Licensed Lond
O P P OTTO-14343 ■ ■ Surveyor under the lows of the
O Cl C� m a rk e d (]S S h O W Cl: a���2 State Mi n n sota. O 9 West Division St.
Dote: Drown By: Scale: Checked By: TT Buffalo,MN55313 Job No.
� denotes soil borin �� _ � � SSOCIATES Ph:(763)682-4727
g 8/8/08 M.L.H. 1 - 20 P.�.0. Pau� E. occo Fax:��ss)ss2-3522 �_pg_02�
O denotes ercolotion test hole Dote: �'/�3-0�' License 400s2 EngineersandLandSurveyors, lnc.
7qJ� ,�r i c.✓�jPi.v�¢-� �v
■ ■ ■ , \
����';,�1 �L'�J N� ��S
----_ �;�_..� . _ ,_::��. .
k-,.�-"L� %'V �l LC
�
. � /
� x J019.62 �' .
� / �J �1 �' :�7 ���i i�l�°r� 1 S
�a� P� C 69 x 1027.44
� we�tl�d TM ApD1Ti � � x �020.�2/ � /��:'� ��c�c�/'c�4-�`� �
I /"�-25 EBAY F {I� plons �i,�-k.Zoi� ,c� _. - --� - - - - - - - � !� 2to� S��(�c,(�. i S No,
� S���sW� ��/ �1020.03 � - - - � G---Yv�,���(-{�'�
r'\ �•••�� � - • y � 1 / x / x 1027.42 � t
��� � � � �o°a � 6.95 � � _ �o2�s� � �, ;^f, tN�2 �,e�t-ti�: !�,�
a�o� ` - � � � � � /',�-
�o� P�ocy WOO�S ' �� ,\p�` / x 10 0.54� / il �l / S��2'�r � LL�2ivL�'�.
��O� �j � � � �r- i�� S�
J Q � .�vb� * 1019.62QcL� � � � lJ �^ � `- - �.�'�v ���
/ ;--C-i;:��:1��L-�'Sf7�-�--� C��`
�,°°OPy�°� � ��. �o�9s � � �02023 � ��,� �/ / = f027.34 �ry ��o2s.�s � AREA = 5682.30 SF
�°r 4 `L � // U� � �C� .4',
6��
,��pt` . 0 0 � ,�O �y x 1027.37 �o• 26
G _25�..._...-� � y O�y O ry p �
5 - 1a1g5 �. I x !, � }��� � / � �o2s.» �,v�'-2 L �'-T Z C� .S''�K : ��=�=�2 T?-+!+���
�` fr Af88'58 44 13215 6 2�� l�=�'-NL �-{ 5�`'�'!� 3 i( S i.���. ,
� ` • � Oj 74. 7 6. '
l �i ,�• ��g � � � 02 / - �k j�.`� w�vc=,z't�7�_ L(�✓NJ I�i�� �Li-S•� /uti n;�p� S'�°-�'_
' �6 � 1 Y 1020.04 / / � Proposed � San. MH --� LECfEND
� ! � / ,� Rim.=1022 86
gk9 �-� * � � i�2�.a xI1025.95 �02��3 `v � ��,w�y �2 102�..;2 /nv.=1015.60"
� ss denotes sanifary sewer line
, +� �� � i"o ' P ose'd } �26 �� / k9, ���' 'o�� i023.26 �
1 �° t02282 N denotes hydrant
�,� �`� g�ado ac House � �� . : .1 / �0 � r-.-V-Y-Y-Y-w-,
�9 . '� o 0 0 � ��1:120.32= �� � denofes woods
, � o� ; , ! � � �� . �S-.� � •,� � � denotes existing confour
� • � � • 10�0•81 � 102 � 26.' •k�0 N �, -�aQo- denotes proposed contour
1016.B ��,, o��• x �01�.88 \ � � �� � _ � _�� �9�� 1023.06 � x� denotes proposed spof elevation
� � ° � � ¢7.Q7-` `_. � � . , Q�� � � � �-- denofes p�oposed drainage
2(�cG '` ��� -_:�-5.0 _ ._.--�02� 0� u, x iozi.e denotes existin s ot elevnfion
� . � � � -�-� �� 9 P
'-- � �� �1 �� \ '� cu�&9�te�toble � denotes culvert
. : 588�8%F4"E 13215 /' �� f020- - �- � � N� Jo23.42 N s-�
I WOODS � - m £ m denotes telephone box
� O16�4 ■ f 019.24 / x 1019.58 ��` C K \ ��•f 024�7 �o, �
\ �1�i8,_. i \\ m � denotes coble tv box
� denotes woter service
I � � ■ f 01 / -- `J10�.73� N'• y� 1023.68
\ '. � �9 QODS j N �\ ��
\ � - � �� PROPOSED ELEVATIONS.•
\ . �a9� 0 1 .23 BENCHMAR�_--•i' \ \02� � � �T 1023.85
` �' �r \ � / Top of Foundation = 1028.67
w X on S.E. corner •
°�o's� j� of transformer \ �o �< � T Garage f7oor = 1026.00
Elev.=1025.47 � \ �� ' � Bosemenf Floor = 1020.00
' � (N.G.V.D. 1929) �
\ / 7
.� � ` \ 1024.85 �
i �
� / • l �i
PROPERTY DESCRlPT10N: -� •..\ _ � Rcatch basin ��
15" RCP Culvert m• 102227 1"�
Lot 9, Block 1, STONEBAY FOURTH ADDITION, Hennepin lnv.=1015.66 /nv.=1015.74 �
County, Mrnnesota, according to the reco�d plat thereof.
Requested By: I hereby certify that this survey, Revised:
denotes iron monument found plan, o� report Was prepared by me website:
O T D e ve lo m e n� °r under my direct supervision and ryryyy,ottoassociates.00A1
denotes iron I e S2t � that I am o duly Licensed Land
O P P orra�asas ■ ■ Surveyor under the laws of the
a n d m a rked 4 S S fl O W tl: orro-aoos2 State Minn sota. 9 West DivisioA St.
Date: Drawn By: Scale: Checked By: TTo Buffalo, MN55313 Job No.
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OwnerlContractor on site-
Inspector.
White Copyllnspector's File Canary CopylSite Notice
DAT� TIME V
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Call for the next inspection 24 ours in advance. (952� 249-46��
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Inspector. �
White Copyllnspector's File Canary CopylSite Notice
;a- �- ✓
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White Copyllnspector's File Canary Copy/Site Notice
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Cail for the next inspection 24 hours in advance. �95Z� Z49-46��
OwnerlContractor on site�
Inspector. � � �
White Copyll�spector's File Canary CopylSite Notice