HomeMy WebLinkAbout2006-P10491 - addn/remodel/repair � PERMIT
CI`'�Y OF ORONO
Permit Number:
2750 Kelley Parkway- PO Box 66 P10491
Crystal Bay, Minnesota 55323 Permit Type: Addition/Remodel/Repair
(952) 24Q-4600 Date Issued:
10/30/2006
SITE ADDRESS: 1280 Bracketts Pt Rd Unit#
Wayzata,MN 55391
PI D: 11-117-23-32-0019
DESCRIPTION: UBC Occupancy R3
Construction Type VN
Proposed Use: Residential
Census Code 434
Permit Class: Building
Permit Type: Addition/RemodeURepair Permit Sub-type(s): Addn/Remodel/Repair
DETAILS:
Approved per resolution#:
Separate permits required:
NOTICES/REMARKS:
Change Flat Ceiling To Trayed Via New Trusses
FEE SUMMARY: Pernut Fee: $ 251.25 valuation: $ 15,000.00
Plan Review Fee: $ 16331
State Surcharge Fee: $ 7.50
TOTAL FEE: $ 422.06
APPLICANT: Bottema Construction LLC OWNER: Rob Johnson
5075 County Rd. 140 1280 Bracketts Pt Rd
Chaska,MN 55318 Wayzata,MN 55391
THE UNDERSIGNED HEREBY REQUESTS PERMISSION TO MAKE THE REAL IMPROVEMENTS SPECIFIED
AND AGREES TO DO ALL WORK IN STRICT COMPLIANCE WITH ALL CITY OF ORONO ORDINANCES AND STATE OF
MINNESOTA BUILDING CODE REQUIREMENTS.
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�wl..� ' � �'� "'� �! f`--- �
, APPLICANT PERMITE SIGNATURE I UED BY S[GNATURE
Copies: 1-File(Signatures Reguired), l-Applicant, 1-Monthly Reports, 1-Assessing,(If Septiq 1-Septic) Page 1
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Total Fee: $ =�,�.�.����'.� Date Received: � � �%��f �
Entered By: •��'t�--- Permit#: I G �r�I�'(p
CITY OF ORONO - BUILDING PERMIT APPLICATION
n
� All information must be submitted in full before plan review will be started.
" ' lease rint al/in or�nation
v � �_,�����'� (P P ' .f )
, , ------------------------------------------------------------------------------------------------------------------------
THE APPLICANT IS: (circle one) OWNER OR CONTRACTOR
JOB SITE ADDRESS: �280 Bracketts Point Road ZIP: 55391
Will this be a Parade of Homes, Remodelers Showcase Home or other Display Home?
❑ YCS � NO /fyes, a special event permit is required with Police Department and Ciry Council approval
60 days prior to the event. Shuttle bus service will be required unless applicant demonstrates
sufficient on-site parking is available. Non-permitted events will not be allowed.
NAME OF OWNER: Robbin& B.Kristinc Johnson PHONE: (home)q��-y TS-3Sa�
1280 Bracketts Point Road �WOI'IC� (612)812-6354
MAILING ADDRESS: CITY: Orono ZIp: 55391
CONTRACTOR: Bottema Construction Inc PHONE: (952)448-2182
CONTACT PERSON: xoeert� Bottema MOBILE/PAGER (6�z�4�s-6��i
MAILING ADDRESS: 5075 County Road 140 CITY: chaska ZIp; 55318
STATE LICENSE: # 20521013 EXPIRATION DATE: o3i3iio�
ARCHITECT/ENGINEER: PHONE:
MAILING ADDRESS: CITY: ZIP:
NAME: REGISTRATION: #
TYPE OF WORK: New Home Addition Accessory Structure
Move Home Remodel/Alteration (ie: Siding, Windows) ✓
Any earth movement may require MCWD review and permits !
PR�P�S�'�w�RK�I�CSCPIbC 111 ltBlQ[�; Change flat ceiling to trayed via new trusses.
STORIES: 1 SQ.FEET OF EACH FLOOR:
NO. OF BEDROOMS: GARAGE STALLS: ATTACHED DETACHED
ESTIMATED CONSTRUCTION VALUATION(excluding land): $ ��'� o 0 0 , o0
I hereby apply for a building permit and I acknowledge that the information above is complete and accurate;
that the work will be in conformance with the ordinances and codes of the City and with the State Building
Code;that I understand th is is not a perm it and work is not to start without a permit;and that the work wil I be
in accordance with the approved plan.
i
APPLICANT'S SIGNATURE: � DATE: /0 -a 3 -� �
31
Sec.13.04 R[GHTS OF SUBJECTS OF DATA
Subd. I. "Type of data. The rights of individual on whom the data is stored or to be stored shall be as set forth in this section.
Subd.2. Infonnation required to be given individual. An individua]asked to supply private or confidential data concerning himselfshall be
informed of: (a)the purpose and intended use of the requested data within the collecting state agency,political subdivision,or statewide system;(b)
whethcr he may refuse or is legally required to supply the requested data;(c)any known consequence arising from his supplying or refusing to supply
private or confidential data;and(d)the identity of other persons or entities authorized by state or federal law to receive the data. This requirement shall
not apply when an individual is asked to supply investigative data,pursuant to section 13-82,subdivision 5,to a law enforcement officer.
The commissioner of revenue mav nlace the notice reauired under this subdivision in the individual income tax or oropertv tax refund
instructions instead of on those forms.
Subd.3. Access to data by individuaL Upon request to a responsible authoriry,an individual shall be informed whether he is the subject of
stored data on individuals,and whether it is dassitied as public,private or contidential. Upon his further request,an individual who is the subject of
stored private or public data on individuals shall be shown the data without any charge to him and,ifhe desires,shall be informed ofthe content and
meaning of that data. After an individual has been shown the private data and informed of its meaning the data need not be disclosed to him for six
months thereafter unless a dispute or action pursuant to this section is pending or additional data on the individual has been collected or created. The
responsible authority shall provide copies of the private or public data upon request by the individual subject of the data. The responsible authority
may require the requesting person to pay the actual costs of making,certifying,and compiling the copies.
The responsible authority shall comply immediately,if possible,with any request made pursuant to this subdivision,or within tive days of
the date ofthe request,excluding Saturdays.Sundays and legal holidays,if immediate compliance is not possible. Ifhe cannot comply with the request
within that time.he shall so inform the individual,and may have an additional five days within which to comply with the request,excluding Saturdays,
Sundays and legal holidays.
Subd.4. Procedure when data is not accurate or complete. An individual may contest the accuracy or completeness ofpublic or pnvate data
concerning himself. To exercise this right,an individual shall notity in writing the responsible authority describing the nature ofthe disagreement. The
responsible authority shall within 30 days either (a)correct the data found to be inaccurate or incomplete and attempt to notify past recipients of
inaccurate or incomplete data,including recipients named by the individual;or(b)notify the individual that he believes the data to be correct. Data in
dispute shall be disclosed only if the individual's statement oY disagreement is included with the disclosed data.
The determination of the responsible authority may be appcaled pursuant to the provisions of the administrative procedure act relating to
contested cases.
DATA PRNACY ADVISORY
[n accordance with M.S. 13.04,Subd.2,"Rights of subjects of data",we would like to inform you that your request
for a permit or license from the City of Orono or any of its departments may require you to furnish certain private or
confidential information.
You are notified that:
1. The information you furnish will be used to determine your qualification for the permit or license
requested.
2. You may refuse to supply data,but refusal may require that the City deny the permit or license.
3. The information may be shared with other local, state or federal agencies to the extent necessary to
process the permit or license.
4. If your requested permit or license requires Council action to approve, some information may become
public.
5. You have certain rights under M.S. 13.04(available upon request)to review private data on yourself.
6. Your full name is required to process this application or permit.
�0 � �12� �1�1- rncs �jo �� rn .4
First Middle Last
cS O 7 S C o u �'� �t �C c�/�� 1� 0
Address �
G h a s f r,n- ; YVl h� ss`3�g' 9'sa-y�8'-a i$2,
City State Zip Phone
I un and my rights as stated above.
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Reset Form 32
�HE�K OFF i,IST FOR ISSUANCE OF PE��IIT5
FOR OFFICE USE ONLY
ADDRESS OR LEuAL: t Z-�� �3�►A�-��t T�s Po,nrr
PID:
DESCRIPTIO�i OF WORK: C �1�Arv(,L t=L✓�� ��t-��•s� -ro -tiz,Avc� c.�i��►v�
ZOY�IG REVIE�V BY: `-----�-I�— DATE APPROVED:
SUlZD1I�G RE'�TEtiV BY: DA'I'E.APPROVED: �U•30-d�
k'EES TO BE CHARGED: Misc. Fees Caiculated By:
PERMIT Yes ✓ No
PLAN REVIE�V � Yes � No SE`VER CONNECTION
STATE SURCHARGE Yes � No �VA'I'ERCONNECTION
INVESTIGATION FEE Yes Na � PARK FEE
SAC Yes No STTEINSPECTION
Number of SAC�Units OTHER (specify)
ZONI�IG CHE.CK. LIST Zoning District: _/v n G I-F A N�C= ,
Fire Deparcment: Post Office: School District: �
I.ot Area: Sq.ft. Acres Width Depth
Survey Submitted: Yes No ate of Survey:
Proposed Setbacks: . .
Front(Lake): Riaht Side:
Rear (Streetj: L�ft Side:
Adj�cea[ Structures: We land:
Buil�lin�Heioht: Def. Hgt. Pe Hgt.
Lot Coverage:
Grading: Sca�f fipproval Date: By: Council Approval Date: '
Szptic: Stafc Approval Date: �Y:
Zoai.ng File: � Resolutioe: # R solution Date:
Shorelznd District�
Av�. Setback: Bluff Secback: Lo[Coverage:
E�isting Proposed
H�.�dcover: 0-75'
7�-2�0'
2�0-SOa'
500-10G`0'
, �.. .,_ 1��.� o�� • �� �;� Da�� �F Co�ncil APP=�vz�:
����e•� . a L•:a�ce _ ut;ec: es
F.E�L=�R�S (in house):
BUII�DING REVIEti� CHECK LIST
��� �z ' 3 � CONSTRUCTION TYPE: V N
Sq Faotaoe $ Per Sq Ftg
Basement • . z = .
lst Floor x _
2nd Floor x = .
Garaoe X �
z —
TOTAL
Estimated Constructioo VaIue: $ �S,c�oc� ''�
Inspections Required: tiYork Reqviring Separate Pecmits:
S ite Plumbing Fire
Hardcover Removal Mechanical Wacer Coaaection
Footing � Sepcic Sewer Coanectioa
� _�Framing Pireplace Lawn Irrigation
Insulation (Masonry) Other
Wall Boazd (Mfg.) Wetl (Scate Perm.it)
X Final Grading/Fillin� Electrical (State Permit)
Ocher
REMA.RKS (IN HOUSE): � '
-------------------------------------------------------------------------------------------
REVIE�V BY OTHERS: DATE:
Access: Existing New .
Access Approval: Date gy:
------------------------------------------------------------------------------------------------------
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Name: ROOF C�stomer:Chaska Building W0:283708 TI:A2 Qty:2
�TC FORCE AXI. BND CSI TC: 2x 4 SPF 1650E-1.SC Bottom chord has been loaded with 10 psf -Joint Locations �
1: 2 -4685 0.05 0.67 0.72 2x 6 SPF 1650E-1.5C 4-7 live load applied non-concurrently. 1) 0- 0- 0 9) 24-11-13 17) 11- 0- 0
2- 3 -12630 0.40 0.47 0.87 BC: 2x 4 SPF 2100E-1.8C MULTIPLE LOADCASES -- This desiqn is the 2) 2- 0- 3 10) 27- 0- 0 18) 6- 0- 0
3- 4 -9923 0.24 0.24 0.48 Zx 4 SPF 1650E-1.5C 3-20,8-13 composite result of multiple loadcases. 3) 4- 2- 4 11) 27- 0- 0 19) 4- 2- 4
4- 5 -12518 0.18 0.16 0.34 Zx 6 SPF 1650E-1.5C 14-19 All COMPRESSION Chords aze assumed to be 4) 6- 0- 0 12) 24-11-13 20) 4- 2- 4
5- 6 -12620 0.18 0.22 0.41 �� Zx 3 SPF STUD (N) continuously braced unless noted otherwise. 5) 11- 0- 0 13) 22- 9-12 21) 2- 0- 3
2x 4 SPF STUD (N) 19-21,4-17,7-16 WndLod per ASCE 7-98, BS7FRS, V= 90mph, 6) 16- 0- 0 14) 22- 9-12 22) 0- 0- 0
6- 7 -12606 0.18 0.16 0.34 12-14 }l= 23.0 ft, I= 1.00, Exp.Cat. C, Kzt= 1.0 7) 21- 0- 0 15) 21- 0- 0
7- 8 -9885 0.24 0.24 0.46 2x 4 SPF #1/#2 (N) 2-19,9-14 Sld Type= pazt L= 27.0 ft F� 27.0 ft Truss 8) 22- 9-12 16) 16- 0- 0
8- 9 -12632 0.40 0.47 0.87 W�; Zx 4 SPF #1/#Z (N) in END zone, TCDIr 6.0 psf, BCDIr 6.0 psf ------------ TOTAL DESIGN LOADS ------------
9-10 -4686 0.05 0.67 0.72 [] or {}: Plate(s) OFFSET from joint center. Bracinq Schedule: Unifoxm PLF From PLF To
The Joint Detail Repo=t must be included Chords Max O.C. From To TC Vext L+D -225 0- 0- 0 -225 5- 0- 0
BC FORCE AXI. BND CSI with any submittal, inspection, and/or TC 24.0" 6- 0- 0 21- 0- 0 TC Vert L+D -90 5- 0- 0 -90 6- 0- 0
22-21 3660 0.20 0.56 0.77 fabrication documentation. Bracing shown is for visual purposes only. TC Vert L+D -90 6- 0- 0 -90 21- 0- 0
21-20 802 0.04 0.48 0.52 2-PLY TRUSS! fasten w/3"X 0.120" nails in ----MAX. REACTIONS PEA BEARING LOCATION----- TC Vert L+D -90 21- 0- 0 -90 22- 0- 0
20-19 478 0.04 0.88 0.92 `taqgered pattern per nailinq schedule: X-Loc HSet Vert Horiz Uplift Y Type TC Vert L+D -225 22- 0- 0 -225 27- 0- 0
19- 3 2221 0.18 0.00 0.18 TC- 2 per ft. SC- 2 per ft. WEHS- 2 per ft. 0- 3-10 1 3712 56 -363 B Pin BC Vert L+D -50 0- 0- 0 -50 5- 0- 0
19-18 11243 0.58 0.36 0.94 Distribute loads equally to each ply. 26- 8- 6 1 3712 0 -363 B H Roll BC Vert L+D -185 5- 0- 0 -185 22- 0- 0
RMB = 1.00 PROVIDE UPLIFT CONNECTION PER SCHEDULE BC Vert L+D -50 22- 0- 0 -50 27- 0- 0
18-17 8870 0.46 0.16 0.61 ________Q,OSAL DII�,X DEFLECTIONS---------
17-16 12618 0.65 0.25 0.91 LI, TI,
16-15 8889 0.46 0.17 0.63 in./Ratio in./Ratio Jnt(s).
15-14 11244 0.58 0.36 0.94 I.Span -0.22/999 -0.87/355 16-17
14-13 478 0.04 0.88 0.92 Horiz. 0.11 0.45 NA
14- 6 2203 0.18 0.00 0.18 2 PLYS REQUIRED
13-12 802 0.04 0.48 0.52 � Lineal Footage = 96
12-11 3880 0.20 0.56 0.77
Web FORCE Web FORCE
21- 2 -3555 6-16 -359
21-19 4208 16- 7 3926 (r 0-0 1_5-0-� ��-�
2-19 6963 7-15 2573
3-18 -2676 15- 8 -2655 1 2 3 4 5 6 7 g 9 1�
18- 4 2542 14- 9 6964 6.00 �
4-17 3869 14-12 4208 �.��
i�- s -aii 9-12 -3556 6x12 q q 6x12
5-16 64 � 3x6 _� � , - �^] `r 4 3X6 �
� [4x12 � [�x12]
3-7-4 3-�-4
I 0-7-4 6x6 � [4x6] [3x8] 4x12 6x6 �-�-4
p 1 ��2 �
� � � [6x6],�
[4x6� 3ga 3x4 [4x6]
3712#7.25" 3712#7.25"
�4-0 � 18-40 ,, 4-40
22 21 28 18 17 16 15 �1� 12 11
27-0-0 ,
EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale=OZ419
WARNING: Eng Job: WO: 283708
READ ALL NOTES ON THIS SFIEET. A COPY OF THIS DRAWING TO BE GIVEN TO
RRF.CTING CONTRACTOR. BRACING WARNING: DWCJ: TI: AZ
Rracing shown on this drawing is nol erection bacmg wind bracing,pertal brecing or sunilar bracing which is a part ofthe Dsgnr•SWD Chk• 10/12/200 6
building design arid which mus-t be considcred by the building designer.Bacmg shown is Cor latenl suppon ofGuss " '
����� nbm uny to reduce buckling Irng�i Prwisions must be made to anchor lateral bacmg at mds and specified I«alions TC Live 35.0 sf �r DF� 1.15
dmm�ined by 1he buildfng designer.Additional bracmg of Ue wrrall struchae mxy be requimd.(Sm HIB-91 ofiPU.Fa p '
s'pecificWssbacingrequuanei6.cmiaclbuildingdesigner.(Tru»Platelmtinne,TP[is laated az�83D'Onofnn Plt DF: 1.15
tk���e.htaa�s�,w�s��s�,�ss�i9� TC Dead 10.0 psf
O.C. : 2- 0- 0
BC Live 0.0 psf TPI-95/IRC-00
BC Dead 10.0 psf Code:
TOTAL 55.0 sf v5.0.18-4576587
Design: Matrix Analysis Pro£ile Path: F:\trusjobs\263000\283708\ROOFCA2.prx
� Name: ROOF Customer:Chaska Building W0:283708 TI:A1 Qty:4
TC FORCE AXL HND CSI TC: 2x 4 SPF 1650E-1.SC Bottom chord has been loaded with 10 psf Joint Locations '
1-. 2 -2028 0.04 0.55 0.59 BC: 2x 4 SPF 1650E-1.5C live load applied non-concurrently. 1) 0- 0- 0 7) 24- 6- 3 13) 10- 5- 5
2- 3 -5036 0.26 0.40 0.69 2x 4 SPF #1/#Z (N) 14-15,10-11 MUI.TIPLE LOADCASES -- This design is the 2) 2- 5-13 8) 27- 0- 0 14) 4- 4- 0
3- 4 -4611 0.35 0.33 0.66 �� Zx 3 SPF STUD (N) composite result of multiple loadcases. 3) 6- 0- 0 9) 27- 0- 0 15) 2- 9- 0
4- 5 -4728 0.36 0.34 0.70 zx 4 SPF #1/#z (N) 2-14,7-11,0-0,0-0 All COMPRESSION Chords aze assumed to be 4) 11- 0- 0 10) 24- 8- 0 16) 0- 0- 0
5- 6 -4572 0.34 0.36 0.70 2x 4 SPF STUD (N) 3-14,6-11,0-0,0-0 continuously braced unless noted otherwise. 5) 16- 0- 0 11) 22- 8- 0
WG: 2x 4 SPF �1/#2 (N) Bracing Schedule: 6) 21- 0- 0 12) 16- 6-11
6- 7 -5032 0.28 0.40 0.69 �� or {}: Plate(s) OFFSET from joint center. Chords Max O.C. From To ------------ TOTAL DESIGN LOADS ------------
7- 6 -2027 0.04 0.54 0.58 �e Joint Detail Report must be included TC 24.0" 6- 0- 0 21- 0- 0 Uniform PLF From PLF To
with any submittal, inspection, and/or BC 72.0" 2- 4- 0 4- 4- 0 TC Ve=t L+D -90 0- 0- 0 -90 6- 0- 0
BC FORCE A7� BND CSI fabrication documentation. BC 72.0" 22- 8- 0 24- 8- 0 TC Vert L+D -90 6- 0- 0 -90 21- 0- 0
16-15 1687 0.27 0.56 0.83 WndLod per ASCE 7-98, bS7F'RS, V= 90a�h, Bracing shown is for visual purposes only. TC Vert L+D -90 21- 0- 0 -90 27- 0- 0
15-14 2457 0.60 0.28 0.88 H= 23.0 ft, I= 1.00, Exp.Cat. C, Kzt= 1.0 ----MAX. REACTIONS PER HEARING LOCATION----- BC Vert L+D -20 0- 0- 0 -20 27- 0- 0
14-13 3219 0.52 0.10 0.63 Bld Type= pazt � 27.0 ft F� 27.0 ft Truss X-Loc BSet Vert Ho=iz Vplift Y Type
13-12 4747 0.77 0.13 0.90 in END zone, TCDIr 6.0 psf, BWIr 6.0 psf 0- 3-10 1 1485 -56 -363 B Pin
12-11 3222 0.52 0.10 0.62 � = 1.15 26- 8- 6 1 1484 0 -363 B H Roll
11-10 2454 0.60 0.29 0.89 PROVIDE UPLIFT CONNECTION PER SCHEDULE
--------GLOBAL MAX DEEZECTIONS---------
10- 9 1686 0.27 0.56 0.83 � �
in./Ratio in./Ratio Jnt(s).
Web FORCE Web FORCE I.Span -0.54/571 -0.85/363 5-4
15- 2 -1569 5-12 -482 Horiz. 0.27 0.42 NA
2-14 2920 12- 6 1465
14- 3 1745 6-11 1738
3-13 1503 11- 7 2419
13- 4 -458 7-10 -1565
13- 5 60
��-� is-0-� 6-�-�
1 2 3 4 5 6 7 8
6.00 �.00 '
6x6 1.Sx4 q 6x6
� �
�3x8 �3x8]
3-7-4 3-7-4
� 0-7-4 �5x4 5x4]�-�"4
� 3x12 3x6 6x6 ,�
1-
� �
[8x12 .00 -8A x12]
,,2-0-0 ,, „2-0-0 ,,
�� ��
1485#�5" 1484#7.25"
���2-0-0 „ 18-4 0 �����„
16 15 14 13 12 11 10 9
27-0-0
COSMETIC PLATES (8)1.Sx4
EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale=0.2419
WARNING: Eng Job: WO: 283708
� READ ALL NOTES ON THIS SF�ET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING: DWGJ: T I: A1
Bracing shown on lhis�awing is not aation brecmg wind brecing,patal bracing or ssnilar bracing which is a pan of the Dsgnr•SWD Chk• 10/12/200 6
building desig�and which mustbe crosidaed by the building desig�a.Bncmg shown is for late�al support ofUuss ' '
����� embns only to rc�ce bucklumg length.Prwisions must be made to anchor laterel bacmg at mds and syaified locatia�s �r DF• 1.15
dnermined by the buildmg designc.Addaimal bracmg of the waall swceae may be required.(Sa HIBA1 or�ren.ea TC Live 35.0 psf •
specifctrussbacingrequiremmLs,contac�builAingdesigna.(T�ussPlalel�sttlute,TPI�s laated at583D'Onofdo Plt DF� 1.15
Drie'e,Madison.R'iscrosin537�9), TC Dead 10.0 psf '
BC Live 0.0 psf O.C. : 2- 0- 0
TPI-95/IRC-00
BC Dead 10.0 psf Code:
TOTAL 55.0 sf v5.0.18-4576521
Design: Matrix Analysis Profile Path: F:\trusjobs\263000\283708\ROOF\Al.prx
Name: ROOF Customer:Chaska Building W0:283708 TI:A Qty:2
�TC FORCE AXI, BND CSI TC: 2x 4 SPF 1650E-1.5C Bottom chord has been loaded with 10 psf Joint Locations •
1-� 2 -2367 0.06 0.88 0.94 2x 4 SPF 2100E-1.BC 2-4 live load applied non-concurrently. 1) 0- 0- 0 5) 27- 0- 0 9) 9- 0- 2
2- 3 -2489 0.08 0.90 0.98 BC: 2x 4 SPF 1650E-1.5C All COMPRESSION Chords aze assumed to be 2) 6- 0- 0 6) 27- 0- 0 10) 0- 0- 0
3- 4 -2489 0.08 0.90 0.98 �� 2x 3 SPF STUD (N) continuously braced unless noted otherwise. 3) 13- 6- 0 7) 17-11-14
4- 5 -2367 0.06 0.88 0.94 �� 2x 4 SPF #1/#Z (N) Bracing Schedule: 4) 21- 0- 0 8) 14- 0- 0
MULTIPLE LOADCASES -- This design is the Chords Max O.C. From To ------------ TOTAL DESIGN LOADS ------------
composite result of multiple loadcases. TC 24.0" 6- 0- 0 21- 0- 0 Uniform PLF From PLF To
BC FORCE A7ff. BND CSI ��,od per ASCE 7-98, 2fi�FRS, V= 90mph, Bracing shown is for visual purposes only. TC Vert L+D -90 0- 0- 0 -90 6- 0- 0
10- 9 1992 0.32 0.57 0.89 H= 23.0 ft, I= 1.00, Exp.Cat. C, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- TC Vert L+D -90 6- 0- 0 -90 21- 0- 0
9- 6 3002 0.49 0.25 0.74 Bld Type= encl Ir 27.0 ft F� 27.0 ft Truss X-Loc HSet Vert Hoxiz Uplift Y Type TC Vert L+D -90 21- 0- 0 -90 27- 0- 0
8- 7 3002 0.49 0.24 0.73 in END zone, TCDIr 6.0 psf, BCDIr 6.0 psf 0- 3-10 1 1485 56 -199 B Pin BC Vert L+D -20 0- 0- 0 -20 27- 0- 0
7- 6 1992 0.32 0.57 0.89 RMB = 1.15 26- 8- 6 1 1485 0 -199 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
Web FORCE Web FORCE --------GLOBAL 29�X DEE2ECTIONS---------
2- 9 723 3- 7 -639 I'i' TI'
9- 3 -639 7- 4 723 in./Ratio in./Aatio Jnt(s).
I.Span -0.37/628 -0.59/527 8
Horiz. 0.10 0.16 NA
�0-0 15-0-0 6-0-0
1 2 3 4 5
6.00 -6 00 �,
Ss4 3x Sx4
� �
3-7-4 3-7--1
� �-�-4 6x6 6x6 ���-4
� � �
3x4 4x8 3x4
1485#' 7.25" 148�.25"
v 27-�-0 �
�
10 9 8 7 6
EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale=0.2419
WARNING: Eng Job: WO: 283708
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING: DWCJ: TI: A
Bracing shown on this drawing is na atttion bracmg,wind brecing,pertal bracing a similar bracing which is a part of the DS JRT'$SQD Chk• 10/12/2006
building desigi aid which mustbe considaed by the bullding desig�c.Bacmg shown is for lateal support ofGuss ' '
embcrs only to re�ce bucklumg Imgih.Prwisions must be made to anchor latcal bnomg az mds arid spmified I«ations I,bT DF' 1.15
����� dnermined by Ihe buildmg designer.AddiGa�ul bracuig otthe a erall svuctwe may be«quired.ISee HIB-91 orren.aa TC Live 35.0 ps£ •
specifcwssbracingrequirana�Ls.conGclbuildinqdesigner.(Trus�Plazelnsti¢�te.TPI is localed a�Sg3D'Onofno Pl.t DF• 1.15
Dd�e.maa�sa�,w�s�«�s��ss�i9)- TC Dead 10.0 psf '
BC Live 0.0 psf O.C. : 2- 0- 0
TPI-95/IRC-00
BC Dead 10.0 psf Code:
TOTAL 55.0 sf v5.0.18-4576502
Desiqn: Matrix Analysis Profile Path: F:\trusjobs\283000\283708\ROOF\A.prx
Name: ROOF Customer:Chaska Building W0:283708 TI:B4 Qty:2
TC FORCE AXI. BND CSI TC: 2x 4 SPF #1/#z (N) Analysis based on Simplified Analog Model. -Joint Locations "
1- 2 -45 0.00 0.14 0.14 BC: 2x 4 SPF #1/#2 (N) MULTIPLE LOADCASES -- This design is the 1) 0- 0- 0 3) 2- 7- 6
� WG: 2x 4 SPF �1/#2 (N) composite result of multiple loadcases. 2) 2- 7- 6 4) 0- 0- 0
BC FORCE AXL BND CSI Bottom chord has been loaded with 10 psf This truss is designed to bear on multiple WndLod per ASCE 7-98, bb7FRS, V= 90mph,
1- 3 3 0.00 0.08 0.08 live load applied non-concurrently. supports. Interior bearing locations should H= 23.0 ft, 2= 1.00, Exp.Cat. C, Kzt= 1.0
All COMPRESSION Chords aze assumed to be be marked on truss. Shim or wedge if Bld Type= encl � 2.6 ft F� 2.6 ft Truss
continuously braced unless noted otherwise. necessary to achieve full bearing. in END zone, TCDIr 6.0 psf, BCDL= 6.0 psf
RMB = 1.15 ----MAX. RF.ACTZONS PER BEARING LOCATION-----
--------GLOBAL MAX DEFLECTIONS--------- X-Loc BSet Vert Ao=iz Vplift Y Type
LL TL 0- 4-15 1 142 22 -23 B Pin
in./Ratio in./Aatio Jnt(s). 2- 6-10 1 108 17 -27 T Pin
I.Span -0.01/999 -0.01/999 2-1 2- 6-10 1 50 0 0 H H Roll
Horiz. 0.00 0.00 NA PROVIDE UPLIFT CONNECTION PER SCHEDVLE
2-7-6
r'
�
1 2
4.2J
C/L,:2-6-10
108#1.50"
� �
1�ttach with(2)
0 x 3"Toe-Nails
1-6-5 SX� � 1-6-5
0-�4
�
Attach with(2)
� � .120 x 3"Toe-Nails
142#9.88" 50#1.50"
� 2_7_6
7
4 3
EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale=0.6961
WARNING: Eng Job: WO: 283706
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING: DWCJ: T I: B4
Bracingshowrionthisdrawingisnaertttionbracmgwindbracing,patalbracingorsimilarbacingwhichisapartofthe Dsgnr�SWD Chk• 10/12/2006
building design ar�d which mustbe considaed by the building desi�a.Bracmg shown is for laterel support ofGuss ' '
����� embers only to reduce bucklmg Irngth.Prwisions must be made to anchor lateral bracmg at rnds ar�d sp«ified locationa 7�r DF� 1.15
detmnined by 1he building designa.Additional brncing of Ne a�erall sirucnae may be required.(See FQB-91 of 7PI)For TC Live 35.0 psf •
sPe��e�m,ss n�dne requvem«�r�.���«b��ia��,R an�g�R rrN,s ai�e��n�mie,rP�„i�a�a a�sss�o�or o Pl t DF: 1.15
����e,Maa�Sa�.w�o�:��sa�i9� TC Dead 10.0 psf
BC Live 0.0 psf O.C. : 2- 0- 0
TPI-95/IRC-00
BC Dead 10.0 psf Code:
TOTAL 55.0 sf v5.0.18-4576532
Design: Matrix Analysis Profile Path: F:\trusjobs\283000\283708\ROOF\B4.prx
Name: ROOF Customer:Chaska Building W0:283708 TI:B3 Qty:9
TC FORCE AXL BND CSI TC: 2x 4 SPF �1/#2 (N) Analysis based on Simplified Analoq Model. Joint Locations '
1- 2 44 0.00 0.0H 0.08 SC: 2x 4 SPF �1/�2 (N) MULTIPLE LOADCASES -- This design is the 1) 0- 0- 5 3) 1-11- 4
� WG: 2x 4 SPF #1/#2 (N) composite result of multiple loadcases. 2) 1-11- 4 4) 0- 0- 5
BC FORCE AXI. SND CSI Bottom chord has been loaded with 10 psf This truss is designed to beaz on multiple WndLod per ASCE 7-98, 2fiQFRS, V= 90mph,
1- 3 3 0.00 0.04 0.04 live load applied non-concurrently. supports. Interior bearing locations should H= 23.0 ft, I= 1.00, Exp.Cat. C, Kzt= 1.0
All COMPAESSION Chords aze assutned to be be marked on truss. Shim or wedge if Bld Type= encl Ir 1.9 ft 4� 1.9 ft Truss
continuously braced unless noted otherwise. necessary to achieve full bearing. in END zone, TCDIr 6.0 psf, HmL= 6.0 psf
RMB = 1.15 ----tflil{. REACTIONS PER BEAAING LOCATION-----
--------GLOBAL bfAX DEFLECTIONS--------- X-Loc BSet Vert Horiz STplift Y Type
LL TL 0- 3-10 1 104 23 -16 B Pin
in./Aatio in./Ratio Jnt(s). 1-10- 8 1 S1 18 -20 T Pin
Z.Span 0.00/999 0.00/999 2-1 1-10- 8 1 37 0 0 B H Aoll
Horiz. 0.00 0.00 NA PROVIDE UPLIFT CONNECTION PER SCHEDULE
i-ii-a
1 2
6.00
C/L: 1-10-8
81#1.50"
I �
I�-lttach with(2)
160 x 3"Toe-tiails
1-6-14 5x4 � 1-6-14
�
0-7-4
� I �
Attach with(2)
� � 120 x 3"Toe-Nails
104#7.25" 37#1.50"
1-11-4 ,,
4 3
EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale=0.6883
WARNING: Eng Job: WO: 283708
READ ALL NOTES ON THIS SF�ET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING: DWCJ: TI: BS
Bacing shown on ihis drawing is not erection brecmg,wind bacin&P�I bracing or sunilar bracing which is a pan ofthe Dsgnr•SWD Chk� 10/12/200 6
building desigi arid which must be crosidered by ihe building designer.Bracing shown is T lateal support ofwss ' '
����� embers only tn re�re 6uckimg length.Prwisions mus[be made ro anchor lataal bracing at ends and specified laations Lbr DF� 1.15
detaminedbylhebuild'mgdcsigncr.AdditionaibracNgoCtheoverallswctivemayberequired-(SeeHIB-91or�rp.aa TC Live 35.0 psf •
specifc hu.�branng requircmmL,cmiac[buildinq de,iqner.i I'nus Plate InsiiW�e,TPi is IocaleA at 583 D'Onofrio Plt DF: 1.15
�d�e,Maa�,�,�.w�,�«�s��,3,�yi TC Dead 10.0 psf
BC Live 0.0 psf O.C. : 2- 0- 0
TPI-95/IRC-00
BC Dead 10.0 psf Code:
TOTAL 55.0 sf v5.0.18-4576533
Design: Matrix Analysis Profile Path: F:\trusjobs\263000\283708\ROOF\B3.prx
Name: ROOF Customer:Chaska Building W0:283708 TI:B2 Qty:2
TC FOACE AXL BND CSI TC: 2x 4 SPF #1/#2 (N) Analysis based on Si.mplified Analog Model. -=Joint Locations �
1- 2 -777 0.00 0.28 0.29 BC: 2x 4 SPF #1/#2 (N) MUI.TIPLE LOADCASES -- This design is the 1) 0- 0- 5 3) 6- 0- 0 5) 0- 0- 5
2- 3 -674 0.01 0.31 0.32 �� Zx 4 SPF �1/#z (N) composite result of multiple loadcases. 2) 1-11- 4 4) 6- 0- 0
Bottom chord has been loaded with 10 psf This truss is designed to bear on multiple ------------ TOTAL DESIGN LOADS ------------
BC FORCE AXL BND CSI live load applied non-concurrently. supports. Interior bearing locations should Uniform PLF From PLF To
1- 4 3 0.00 0.28 0.28 �1 COMPRESSION Chords are assumed to be be marked on truss. Shim or wedge if TC Vert L+D -90 0- 0- 0 -90 1-11- 4
continuously braced unless noted otherwise. necessary to achieve full beazing. TC Vert L+D -90 1-11- 9 -90 6- 0- 0
WndLod per ASCE 7-98, b5�'RS, V= 90mph, ----MAX. REACTIONS PER BEARING LOCATION----- BC Vert L+D -20 0- 0- 0 -20 6- 0- 0
H= 23.0 ft, I= 1.00, Exp.Cat. C, Kzt= 1.0 X-Loc HSet Vert Horiz Uplift Y Type --------GLOBAL 2�X DEFLECTIONS---------
Bld Type= encl L= 6.0 ft F� 6.0 ft Truss 0- 3-10 1 457 673 -81 B Pin LL TL
in END zone, TCDIr 6.0 psf, SCDIr 6.0 psf 5-11- 4 1 152 -673 -44 T Pin in./Aatio in./Ratio Jnt(s) .
AMB = 1.15 5-11- 4 1 99 0 0 B H Aoll L.Cant. 0.00/999 -0.01/999 2-1
PROVIDE UPLIFT CONNECTION PER SCHEDULE I.Span -0.03/999 -0.09/692 4-1
PAOVIDE HORIZONTAL CONNECTION PEA SCHEDULE Horiz. 0.00 0.00 NA
i-ii-a a-o-iz
1 2 3
6.00
C/L:5-11-4
152#1.50"
4s6
C nnection Designed
by Others!
1-6-14 Sx4 1-�14
0-�4
�
Attach with(2)
� � .120 x 3"'Cce-Nails
d57#7.25" 99#1.50"
L �Q—� V
Ti
5 �
EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports 5cale=0.6638
WARNING: Eng Job: WO: 283708
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
II2ECTING CONTRACTOR. BRACING WARNING: DWCJ: TI: BZ
Brecingshownonihisdrawingisnoterectiunbracmg,windbrecing,patalbracingorsunilarbracingwhichisaparto(the Dsgnr�SWD Chk• 10/12/2006
building desigi and which must be cunsidned by the building desi�cr.Bacmg shown is for latenl support ofhuss ' '
����� embers onty to reduce buckling laigth.Prwisions must be made to anchor latcrel bracmg at mds ar�d ywified I«ations I,bT DF� 1.15
delmnined by ilm building designer.Additimal bracing ofthe werell shucnae may be required(See tfl8-91 ofTPIl.For TC Live 35.0 psf •
specifctrussbracingrequirements,contzctbuildingAesiqner.�Tms=Platelnstimte.Tp�is I«aicd aisg3D'Ow(no Plt DF� 1.15
�d�e.Maa�s���.w�s��,���ssn9t TC Dead 10.0 psf '
O.C. : 2- 0- 0
BC Live 0.0 psf TPI-95/IRC-00
BC Dead 10.0 psf Code:
TOTAL 55.0 sf v5.0.18-4576538
Design: Matrix Analysis Profile Path: F:\trusjobs\263000\263708\ROOF\B2.prx
Name: ROOF Customer:Chaska Building W0:283708 TI:B1 Qty:2
TC FORCE P.XL HND CSI TC: 2x 4 SPF #1/#2 (N) Analysis based on Simplified Analog Model. = Joint Locations - '
1- 2 -810 0.01 0.29 0.30 SC: 2x 4 SPF #1/#Z (N) MULTIPLE LOADCASES -- This design is the 1) 0- 0- 5 3) 6- 0- 0 5) 0- 0- 5
2- 3 -650 0.01 0.24 0.25 �� Zx 4 SPF #1/#Z (N) composite result of multiple loadcases. 2) 3-11- 4 4) 6- 0- 0
Bottom chord has been loaded with 10 psf This truss is designed to bear on multiple ------------ TOTAL DESIGN LOADS ------------
BC FOACE AXI, BND CSI live load applied non-concurrently. supports. Interior bearing locations should Uniform PLF From PLF To
1- 4 3 0.00 0.31 0.31 �1 COMPRESSION Chords aze assumed to be be marked on t=uss. Shim or wedge if TC Vert L+D -90 0- 0- 0 -90 3-11- 4
continuously braced unless noted otherwise. necessary to achieve full beazinq. TC Vert L+D -90 3-11- 4 -90 6- 0- 0
WndLod per ASCE 7-98, MWFRS, V= 90mph, ----MAX. AEACTIONS PEA BEARING LOCATION----- BC Vert L+D -20 0- 0- 0 -20 6- 0- 0
H= 23.0 ft, I= 1.00, Exp.Cat. C, Kzt= 1.0 X-Loc BSet Vert Horiz Vplift Y Type --------GLOBAL MAX DEFLECTIONS---------
Bld Type= encl L= 6.0 ft F� 6.0 ft Truss 0- 3-10 1 561 649 -111 B Pin LL TL
in END zone, TCDL= 6.0 psf, BCDIr 6.0 psf 5-11- 4 1 38 -649 -37 T Pin in./Aatio in./Ratio Jnt(s).
RMB = 1.15 5-11- 4 1 104 0 0 B H Roll L.Cant. -0.03/999 -0.05/999 2-1
PROVIDE UPLIFT CONNECTION PER SCHEDULE I.Span -0.04/999 -0.11/592 4-1
PROVIDE HORIZONTAL CONNECTION PEA SCHEDVLE Horiz. 0.00 0.00 NA
�-
3-11-d „ 2-0-12
1 2 3
6.00
C/L:5-11-�
38#1.50"
� 3x6
�onnection Designed
� I b� Othe�s!
2-6-14 2-6-14
5x4 I,
�
0-7-4
� � �
Attach with(2)
� � .120 x 3"'Toe-Nails
561#7.25" 104#1.50"
„ 6-0-0 „
5 4
EXCEPT AS SHOWN PLATES ARE MiTek MT20 Wer 3 Supports Scale=0.5537
WARNING: Eng Job: WO: 283708
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING: DWCJ: TI: BZ
Bracing shown on Ihis drawing is na atttiun bracumg,wind bncing,p«tal brecing or svnilar bracing which is a pan ofthe Dsgnr�SWD Chk• 10/12/2006
building desigp and which mustbe considercd by the building desigier.Bacmg shown is for lateal support of Uuss ' '
����� membrrs onty to reduce bucklmg Irngth.Prwisims must be made m anchor lataal brecing at rnds and spttified laations Lbr DF• 1.15
dnertninedbylhebuildmgdesigner.Additiaialbracmgofthea��crallstructwemayberequired(SeeHIB-91of7Pq.Fa TC Live 35.0 psf •
specifictrussbracingrequiremrnts,conGctbuildingdesigner.ITrussPlatelnstiN[e,7P1�s i«a«a at583D'Onofrio Plt DF� 1.15
a��e,Maa„a,.w�.�«�s��s3�i9i TC Dead 10.0 psf '
BC Live 0.0 psf O.C. : 2- 0- 0
TPI-95/IRC-00
BC Dead 10.0 psf Code:
TOTAL 55.0 sf v5.0.18-4576541
Design: Matrix Analysis Profile Path: F:\trusjobs\283000\283708\ROOF�Sl.prx
Name: ROOF Customer:Chaska Building W0:283708 TI:B Qty:9
TC FORCE AXL BND CSI TC: 2x 4 SPF �1/#2 (N) Bottom chord has been loaded with 10 psf Joint Locations - �
1-•2 -363 0.00 0.14 0.15 BC: 2x 4 SPF �1/#2 (N) live load applied non-concurrently. 1) 0- 0- 0 4) 6- 0- 0 7) 0- 0- 0
2- 3 -314 0.00 0.24 0.24 �� Zx 3 SPF STUD (N) All COMPRESSION Chords are assumed to be 2) 2- 4- 0 5) 4- 4- 0
2x 4 SPF �1/#2 (N) 0-0 continuously braced unless noted otherwise. 3) 6- 0- 0 6) 2- 4- 0
BC FOACE AXL BND CSI Zx 4 SPF STUD (N) 0-0 Bracing Schedule: ----MAX. REACTIONS PER BEARING LOCATION-----
7- 6 295 0.07 0.12 0.19 �' Zx 4 SPF #1/�2 (N) Chords Max O.C. From To X-Loc BSet Vert Horiz Uplift Y Type
MUI.TIPLE LOADCASES -- This design is the BC 72.0" 2- 4- 0 4- 4- 0 0- 3-10 1 339 113 -69 S Pin
6- 5 393 0.10 0.03 0.12 composite result of multiple loadcases. Bracing shown is for visual purposes only. 5-11- 4 1 321 0 -112 B H Roll
5- 4 -21 0.00 0.05 0.05 gight End vertical designed for wind. --------GLOBAL 2�il{ DEFLECTIONS--------- PROVIDE UPLIFT CONNECTION PEA SCHEDULE
WndLod per ASCE 7-98, hS7FRS, V= 90mph, LL TL
Web FORCE Web FORCE H= 23.0 ft, I= 1.00, Exp.Cat. C, Kzt= 1.0 in./Ratio in./Ratio Jnt(s).
6- 2 -223 5- 3 320 Bld Type= part I.= 6.0 ft F� 6.0 ft Truss I.Span -0.02/999 -0.04/999 3-2
2- 5 -102 4- 3 -287 in END zone, TCDL= 6.0 psf, SCDL= 6.0 psf Horiz. 0.00 -0.01 NA
RMB = 1.15
6-0-�
1 2 3
6.00
� 3x4 �
2 3 4
3x4
3-7-4
6 1.5x4
Sx4
� -40 1-40
0-7-4 �
� �
�6Xs� �
z-o-o
��
� �
339#7.25" 321#1.50"
� 2-40 2-0-0 ,, 1-8-0 ,,
��
7 6 5 �1
� 6-0-0 ,,
�
COSMETIC PLATES (4)1.5x4
EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scalc=0.4375
WARNING: Eng Job: WO: 283708
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING: DWCJ: TI: B
Hncingshownonthisdrawingisnotcrmtionbracmgwindbacing,portal6acingorsvnilarbacingwhichisapartofNe Dsgnr•SWD Chk• 10/12/2006
building design and which must be considcred by�he bu0ding designrr.Bacrtmg shown is fa lateal support oftruss ' '
����� anbers onty to reduce bucklmg Irngth.Pra��isiuns muct be madc to anchor larnal bracmg at mds and specified locations LbT DF' 1.15
dnertninedbythebuildmgde�igner.Additiaialbracmgofrhewerellswctwemayberequired.(SeeI-➢B-9loerep.Fa TC Live 35.0 psf •
specifctrussbacingrequiremm6,conizctbuildingdesigner.�TrussYlatelnstiWte,TPI is localed al5g3D'Onofno .j.0 Dead 10.0 Sf Plt DF' 1.15
Drrve Rfadism.Wiscrosin 53't91. p
�.G'. : 2- 0- �
BC Live 0.0 psf TPI-95/IRC-00
BC Dead 10.0 psf Code:
TOTAL 55.0 sf v5.0.18-4576597
Design: Matiix Analysis Profile Path: F:\trusjobs\283000\283706\ROOF\B.prx
/�y ATE TIME ✓
CITY OF ORONO CALLED IN � -v
INSPECTION Nq�ICE SCHEDULED ��=} U•��'n �
PERMIT NO. f-��`��I� COMPLETED
ADDRESS �� C%' ��� - �� '� � ��'�
OWNER CONTR. D�" <L'(GL�
TELEPHONE N0. ���� ` /(J l� y�� � 7��
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� DESCRIPTION �.1 f�t-��L''J«--/ %.S S ��� S
l� 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING
� 02 FR,4MING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS
�
O 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL
Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION
Q OS FINAL 14 SEWER HOOK-UP 06 PROGRESS
� 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT
� 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP
= 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL
J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL
� OWNERICONTRACTOR TO MEET YOU:_YE _NO
� COMMENT : �' �"�l. � ���7
� �— �'�� � � a� r� a ,
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° —�^oJ� e. n ec,� � a5 u i �l�tr Gs
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GW �NORK SATISFACTORY:PROCEED I, PROJECT COMPLETE
� ❑ CORRECT WORK&PROCEED �ISSUE CERTIFICATE OF OCCUPANCY
W
� ❑ CORRECT WORK,CALL FOR REINSPECTION �_TEMPORARY
V BEFORECQVERING PERMANENT
❑CORRECT UNSAFE CONDITION WITHIN HOURS. � pHOTO TAKEN
INSPECTOR WILL RETURN
�CITATION ISSUED
❑STOP ORDER POSTED.CALL INSPECTOR
❑ INSPECTION REQUIRED.CALLTO ARRANGE ACCESS.
Cail for the next inspection 24 hours in advance. �952� 249-46�0
OwnerlContractor on ite:
Inspector. �
White Copyllnspector s File Canary CopylSite Notice