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Home My WebLink About2012-01255 - shed � , � ' CITY OF ORONO * Z B 1 2 - 0 1 Z 5� � . 2750 KELLEY PARKWAY DATE ISSUED: OU15/2013 • ORONO, MN 55356- (952) 249-4600 FAX: (952) 249-4616 AI?llRESS : 2640 NORTH SHORE DR PIN : 09-117-23-13-0009 LEGAL DESC : COLWELL ADDN : LOT 000 BLOCK 000 PERMIT TYPE : ACCESSORY STRUCTURE PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : SHED> 120 SQ FT ACTIVITY : 328-OTHERNONRES[DENTIAL BUILDINGS VALUATION : $ 50,000.00 NOTE: SGPERATE PERMITS RCQU[RED: PLUMBING,MECI IANICAL,SEPTIC,WATF,R CONN�CTION,ELECTRICAL(STATE) ADV PLAN REVIEW PD 20122-012�4$443.14 STORAGE/SHOP * AS BUILT SURVEY REQUIRED. (INI"1'IAL,) APPLICANT SIWEK LUMBER PERMIT FEE SCHEDULE 681.75 350 VALLEY VIEW DR. STATE SURCHARGE(VALUATION) 25.00 JORDAN, MN 55352- TOTAL 706.75 (952)492-6666 PAID WITH CC# 9329 OWNER HODDER, KENT H&JUDITH B 2640 NORTH SHORE DR , MN 55391- AGREEMENT AND SWORN STATEMENT The work for�vhich this permit is issued shall be performed according to the approved plans and specitications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances governing this type of work shall be compied with whether or not specitied herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of thc date of issuance,or if construction is suspended for a period of 180 days at any time after work has conunenced. The applicant is responsible for assuring all required inspections are requested' nformance with the State Building Code.This permit may be revoked at an time fo� cau : '/ � ; ,�,,�;' / / /� /3 ' � � Applicant Permit ignature �yvy,:��_�� Dale Issued I�y S' naturc Uate SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED AB E. � . � � �-� Cit of Orono �' , , y ��.�� h �� Building Permit Application `t for New Structures or Additions ---:� Mailing Address: Permit number: a p/ o�� /a � g,0,�. PO Box 66 � �: � Crystal Bay, MN 55323-0066 Date received: 1� -��7 -/ �--- �'""'�"°° Received b �a ''�"�( ,- _ a� StreetAddress:' y� '� y�� ``' 2750 Kelley Parkway Plan review fee: � 3• � \r'4$E•' ~� � Orono, MN 55356 �`_sHOg' ao�a-a i as _= Total Fee: Main: 952-249-4600 Fax: 952-249-4616 www.ci.orono.mn.us This application form must be completed in full and all required information must be submitted. Z z;2 Incomplete applications will be returned. (Please print) �%/�2 GENERAL INFORMATION: Job Site Address: 2��0 IvO�'�h S �t-o� �'L� Will this be a Parade of Homes, Remodelers Showcase Home or other Display Home? ❑ Yes ❑ No If yes, a special event permit is required with Police Department and City Council approval 60 days prior to the event. Shuttle bus service will be required unless applicant demonstrates sufficient on-site parking is available. Non=peTmitted events will not be allowed. CONTRACTOR/APPLICANT INFORMATION: '�� Yl '.'�+�L �� l f C��7 Name: :Si cJ�.� Lv��,i3�� State License# ts}�Z � Expiration Date: �3 - 3 j- j� Phone: Cj�'�^ tj��-- �E;E:�, (office) y.S'"Z- Z-yC1- Y// � (cell) Mailing Address: ��5� (/,¢�Ly �/,�c=�J l�,��. City: _/�%,2�.,g-,c/ ZIP: �`_S 3_S Z Contact Person: ,i'gfJi,r� �,�/wc�C" Applicant is: Contractor / Homeowner (Cirde One) Email and/or Fax: ,�,g-�,�=,� ,�/'�,,>�,�L v�l�3c;�, c,c,� ,�,g� �i S Z - �`f O �� 7(0 PROPERTY OWNER INFORMATION: ' Name: f�C�='� /�U�,�F�' Phone (day): � / Z . c'% ' � G - Address: Z� yb � C.��- i�v.�� 'i�,��Jc c�ty: �,��v�1�G ZIP: Email and/or Fax ��ti;- � �rt E�N v p,��",-�. Ccv� ARCHITECT/ENGINEER INFORMATION: Name: �/�'I/'�E� ,��/�� .9-�i/�cs $ ��-=5/CG-/✓ Phone (day): �s'L-- 7y/.; - 7 70�- Address: lGc% `$Cir%Th' l=G'�-�-�=/�� .5%��T��yla City: _S�'�K�%�� ZIP: S S � 7� Email and/or Fax: ;'yi�G��l'��H��v,�,�,-i;,c,r-:�r�n v,�s��' .�'/-�X �".�� 7'��v -- i io� .��y. PROJECT INFORMATION: 1.Type of Project 2. Proposed Use 3.Structure Type 4. Sewage Disposal 8� Water Supply ❑ New Construction ❑ Single Family with ❑ Residence ❑Addition attached garage � Garage/Accessory Bldg. ❑ Public Sewer �Accessory Building ❑ Single Family with ❑ Deck ❑ Relocation detached garage ❑ Office/Commercial � Private Sewer ❑ Other: (specify) ❑ Multiple Family/Condo ❑Warehouse ❑ Public ❑ Storage ❑ Public Water **Any earth movement may require ❑ Commercial ❑ Other(specify) MCWD review&permits. ❑ Industrial � Private Well Minnehaha Creek Watershed District(MCWD) �Other. (speCify) �`> 18202 Minnetonka Blvd 5�v.��C-�,�..S��G� Deephaven, MN 55391 Phone: 952-471-0590 ;`-, Fax: 952-471-0682 �:' www.minnehahacreek.or - Estimated Construction Valuation (excluding land) $ �� z , . ' _ r . � '� � � � , _ . ` : � ,, _ . � STRUCTURE INFORMATION: ` �- 1.Structure Dimensions 1. Structure Dimensions(continued) 2. Type of Construction a. Length (ft.)= �� Number of bedrooms=� ❑Wood/Frame � � b.Width (ft.)= J� Number of garage stalls: ❑ Masonry Areas in square feet Attached = ❑ Metal �Pole Bldg. c. Basement= Detached =_� ❑ ICF d. 1 St Story = %(v v v ❑ On-site Prefab e:ySfory= �1�%� G�'%'r ❑ Off-site Prefab f. '/2 Story = ❑ Other(please specify): g.Total Area= � REQUIRED SUBMITTALS: All of the information must be submitted in order for your application to be processed: Not Enclosed Ap licable � ❑ Permit A lication �J ❑ Pro osed Buildin Plans ❑ � MN State Ener Code Calculations and Mechanical Code Re uirements Form � ❑ Surve meetin all re uirements RJ ❑ Stormwater Pollution Prevention Plan ❑ � Hardcover Calculation s ❑ � Se tic S stem Site Evaluation Re ort ❑ � Access Permit ❑ (� Wetland Buffer Im rovement Plan ❑ �l En ineered Plans for Retainin Walls 4 feet or above � ❑ Plan Review Fee ❑ ❑ Other: APPLICANT/OWNER ACKNOWLEDGEMENT: , . Agrees to provide all information required or requested by the Building Department; . Agrees to pay the City of Orono for engineering consultant review costs in excess of$500; • Certifies that the information supplied is true and correct to the best of his/her knowledge. The applicant recognizes that they are solely responsible for submitting a complete application being aware that upon failure to do so, the staff has no alternative but to reject it until it is complete; • Acknowledges the Escrow Agreement is completed and signed; • Understands some or all of the information that you are asked to provide on this application is classified by State law as either private or confidential. Private data is information which generally cannot be given to the public but can be given to the subject of the data. Confidential data is information which generally cannot be given to either the public or the subject of the data. Our purpose and intended use of this information is to annually update our records and records of other governmental agencies required by law. If you refuse to supply the information,the application may not be issued. . Agrees that in the event that weather or other conditions prevent the completion of an as-built survey at the time the Certificate of Occupancy is requested, a temporary Certificate of Occupancy may be issued upon receipt of a $10,000 escrow to ensure completion of the as-built survey and all site improvements. r ApplicanYs Signature: Date: �� _�?- Owner's Signature: Date: � � � r ` �_��:c�: ��:�;�F��z�.�� [��Ec�� :�p [�� '�r��:�� d ��.c�`c�c�,��:c�t� Ad�ress/PID/ Legal: _ � � �"�� i� � � � �r` �-� , Description of�ork: 4 '� �C�� ( � �� ' ��?:� ��, �e�a�ic c�wievN b�: � , Date�p�ac�vec�: ��• �O`f� Z�e�ina ��vie�r�y: ��e kppeovecl: �l' "r� `l f I� �ta@Eclie�g revie�t��: `�'� Date Appec�ecl: t - ��- 7�c ,� Crac�@r�g r�vievr b�a: ��.�e �at� ��Sr�vect: � �� /� Zoning File#: i2-3s5� Resolution#: Resolufion Date: �ae��e� Qi�g�icfi F�ee De �r�rre�nfi Po�f�fiice �ci�oo6 ��st�°Bcfi (�Z- e7 Zoning: Lot Area: t`�� '� � ,�•�1 SF/AC Width� '��C��"�2 V^� �� Depth: ��'C'' '`-� Survey Submitted: �es � No Date of Sunrey,/f�y �"Z,?�,r� �sr- 2�v�� Pro osed Setbacks: f�� Feoc�t(��j Rea��(�:�� l �' S � �) f E� S (�F !s�► � Qt��r�ui�c£6r�g� � �efia c� �i�e �ic�e e ��s `9`�5 �'�= G� � � �� d 31�. c°s �"'�� , f i � � rf E , , �m= r=,��i Building Defined Height: �� `"� Building Peak Height: �`• '�J #of Stories Ok?: � YE; �QR A BUILDIhG 1ft�iTH A BASEfifiEiJT OR CRAtA�L SPf�CE: FOR A BU1LDIkG Of�A SLl�B FOUMDATION: START WITH the distance between the basement floor/crawl START the distance between the slab and the highe space floor and the highest roof peak,the top of WITH roof peak,the top of the cornice of a flat roo� the cornice of a flat roof,the deck line of a the deck line of a mansard roof, or the mansard roof,or the uppermost point on a round uppermost point on a round or other arch-ty� or other arch- e roof roof SUBTRACT half the distance between the highest window and SUBTRACT half the distance between the highest windo hi hest roof eak of a itched roof and hi hest roof eak of a itched roof SUBTRACT the distance between the basement flooN crawl ADD the distance between the slab and the highe space floor and the highest existing grade within existin rade within the foundation the foundation or 10 feet,whichever is less. EQUALS Defined buildin hei ht • EQUALS Defined buildin hei ht Lot Coverage: G.� SF — %o . SE��retar�d 6istric� �Ct�i�Q� Rermi$t�e�eQv�d A�ee�a e Latc��hore ��fta�c� gi�a� � Yes � No � R�/A � Yes R�< �Yes � No � Yes � No �N/A Permit f�umber: Setback: Hae�6c�ve��:or�es �;�i�f€r� �cm asec� ��ri�nc� fde ca�r�ct C6�F t�e �i�ed �6' j.e,•� � f 3.0 ) `�• �:S Yes � IVo � Yes R�o �150' Type(s): Type(s): 250-500' v�5 ►�t+��./f r3� O�-.va.�.�r r:rw;.�fi,a: �-"/3t.�i.�� 500-1000' REi�iARKS (in-house): Updated: 09/11l2009 z�\forms�plan revieuv checklist.docx E�e��fo�e �E��r ed Z`�� t�� -��e�rr�if ;�-'' Rfa�E��i��+ �A' ��Su�ct��r�� ;�' En�estEgate�r� Fee � ��.0—�Bttr��r�f��1C U�i� ��wer Cennectior� 1f�af�r Ccrr�t�ec�eon Pat°k Fe� ��t�..Ec�s�sect6on ather(�peciff�) [�i�c�tlar�eaus F�e$ Calce�lated ��0: S �are Foota � $ �r S uare Fr�ota e Basement X = $ 1$' Floor X = $ 2nd Floo� X = $ Garage X = $ Estimated Construction Vaiue: $ st�, C3t�' "-� �cono lnspectie�s E�ee�uiced t��'Qrk Rec�ui�i�g S�p�rat� Perrnits Rec�uireci Sta#e �er�its � Site lumbing t�l Grading/Filling � Well L� Hardcover Removal �Mechanical E� Fire �Electrical Footing Septic .�'Water Connection � Poured Wall � Fireplace � Sewer Connection � Four�dation 5urv�y � IVlasonry � Lawn lrrigation CI Radon Rock Bed �i Mfg. ��raming E� Other(specify) � � nsulation -Built Surve}� Final L� Other(specify) REMARKS (in-house): Q�t�er Revie�r. R�vie�et� ia�: Date appr�v�cE: Access:Existing� � YES � NO �lew: F� YES � 1�0 �.EP�iAF�64& (TO �� It!O�EE� f�f� ��[�F��ET f�E�"d if�l�'El�lLL�D E�,Y' i�'�R�O� PE�E.�Lttr6G PERA�i6T� ` �g �- �y �,� � `�� ,�V �� v�- Updated: 09/11/2009 z:\forms�plan review checklist docx . y D � _ 3 A � ) A 'fi'ROt 911LDIIGIEIGMI) APMOK 13'�' APFROx.10'-0' I E�ciERIOR vULL�EI6Nt dl � ._.... .__._. ... ... . . .. .. .. �....._. � —__ I G 1I �I 4 O I ...... __... ..... .._. . D �1 ID'-3'(YOM IEAD NTl D IJ I � � OZ ...._ . __._ _ I._.. �_1_---__. � .rrxox i3�-o• ^nxo..io�o• Exfr0.ldt Y4LL 1EI6Nf � _ _ . _....___ .._. ..... - rn 9'fi'(YGY XFM Xfl � � I ° r i i rn __ . l _ e � 3 I ...._ ...... .... � J � � Q I _" I Z � I . . . ............... ... o�N I _ _ �. _—__. . N.v / ..._.....114•�QJNIFMMI�." �I I I �I Rpx d 11'-1';1'[N IEAp MI T . ._..___.. __.. .. � 9'-6'hOH HEM Xfl / _ / ` � � T _...... ____.}_._... ._ � � .... ....___ _._-._. ....__. J� ..� ._.. 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L� _ m4AsU ` $�� GN� �� s � s O..l � G �P --� - �.�;. � � � J � � - �-- �, / � � ,�z�,._o. g F � � � � °"''�"�" �"`°"n HODDER BARN CUSTOM DESIGN FOR_ ��7�(� t/� MILHAEI M BFHN ��Y V �� m �swe oAh:ifilmv .. r�* o ao.;'��,"�w� D�SIGN �NC ��nrt�� 7�/ �z a�rYa�� CII I�MN �.�O�tir1��7irNVi/`:,`Dc$��ns�i P �O was Mmo'n ieu wnrm OFFlCE'(952)]46-]]02I FAX�.�952)]46]]03 [aMaln iPOY iM mb.�'c. • CELL�.(952)9946681 ' E-MAIL mikeb(dbehrdn/tinganddthign.cwn GABLE BRACING DETAIL fi��c3�at4 S�or bs�er W� awo�Cp�pp�pp�.pp� 8ECT10N A SECTION A �: T NtACE DErAu. 9.•BRACE DETi4� 8ECT10N B Dienonel Braoe Detap Mtntrtplm Lumber 31ze and Giad� . ewu:� �� z.ua wu,a� Tap Chad See Engfneered Tnms Drawtnp �s�► Bot CNord 3ee Engineered Tniss Drawlnp . y� '� L,�� za�ro�xrrnuas „ Webs 2x4 (S99Chertforgrsde) vwe ap.ra� " �r or"L•erecMp nwa be 11,e web krplh. �8es�l -ea ri.w Atlaoh T or'L•bndnp as ahaim In SecUon A(orM1k.� lras 10d rmYs �� `'��0a`� p►PP�Y sA naUs in acootdenoe to 1fre I�S. or eq�ml as lbilawa: � pUl nei�are guNbox na0s or e� Brad�9(�bY�)�S�eq�ed�the buBs bolbom b 4•O.C.lbrvireb lerplh<g�� me-o�arqywooe ar resist hO�iZOMaI fOR�s if�Om it19 Wa/. T119 de�91t�011 d e0 3�o.c.tbr wsb bn�>e�-e� ��,,,�� co�o,,r... �ae�fa�ss is beyor�uie scope af tne ccmponent 1�k�or � t�50' end is ttie buildlnD dest�ei's ne�b�ly. Design meets IBCJIRC code requ(rert�r�. Meodrrwn wtnd rt�h. Buil�p is er�dOsed.eo�os�ue ca�sBpY C.�- �ES�� 2x4 Brxe from Nliddle of Gable Web ��, DeB�� a) to Top—Chord elceking of Nearby Trusses 1.00 and wh�d bed duration fador'is 1.80. �i�or ts (See chart below for grade dc specie of ��d�. ��n��eds diogonol brace ond top—chord blocking) 12 When brace exceeds 93' 2x4 scab brace �a1.0 same grode as brace) oppGed to the wide � 3 TO 12 �0ce is required. Attach �ith 10d nails, 0 6' o.c., staggered. Scab brace to be a minimum of 90x of the brace length. � A � g W 3 Drop Top (Optional) OVER COMINUOUS SUPPORT I�AXIMUM 2x3 WEB IuIAXIMUM 2x3 WEB MAXII�UM 2x4 WEB MAXIMUM 2x4 WEB 2x3 or 2x4 I�IAXI�IUM WEB LENGTH WITHOUT LENGTH WITH 2x4 LENGTH WffHOUT LENGTH WITH 2x4 LENGTH WITH BRACING * 2 SPF DIAG BRACE � BRACING '� 2 SPF DIAG BRACE • 2X4 "i" or 1.' BRACE '� WEB SPACWG WEB SPACMG WEB SPACING WEB SPAqNG WEB SPACING Brace/Web Material 16"O.C. 24"O.C. 16' O.C. 24' O.C. 16" O.C. 24" O.C. 16' O.C. 24' O.C. 16" O.C. 24' O.C. �3 or SUbI SPF 5'-4' 4'-4' 10'-6' 8'-8' 6'-2' 5'-2' 12'-2' 10'-4' 10'-5' 8'-9' #1/�2 SPF or better 6'-1' S'-0' 12'-2' 10'—�' 6'-4' S'-1U' 12'-8' 11'-8' 11'-4' 9'-11' • sheathin � verticol section see section B detal WARN(NG Reed eR notes on u�is sheet and�a�c��m the ereding c�ac�or. 7M�dulpils�r�AYdiA�ulq/�eon�oert.00t�tirt�YMMn.tIutEM11 09 paMtlO�rbaae�aaMtswAwr ■ddonh�ma�Yro��11rYYkwwbnaf7Pl�ndAFPAdrq�M�edda Ibnparl�rYrroN0lerb�wrloiW�Glanlma e b E�vMMO bY b ma�en�t�Ao�rtll a OuMiO dMpprptrbtiEdo�b►71rlitlYA��rYrlw�Mhtb lo� �d On 9Y�dMql6rMasmwd b b�0 MV�d e!I b beY Ei/�qaob�db p�Mai►�.tYrredhtbleptlisd �o�+�v� rW�aro�eeyur�oaraeoonlwmrb�eerrewoealieisrrw�yewo�eyr�qla�pmrrwb�yrltlr4uilradwrw Du�ollfeC101:1.18 aernwero.ao.,rr�rwwr.�aeoraaoaWrm�me.wa�yd�.aa.emmor.aRn�rm.�w,c.eraeee.oro.ae.v Repe�Ivenlsmberben� 1.00 «Mar�ttlrtMawtlraioY�mtirtd9r�mdbemMA10%rtl/aa�mnrotrpYbmab►flAr�ISIru�M�1 OC. Spaot�2-0-0 .oe eso.w.la�.ln.000ea�ao..em erflo�oN�p�;taYt�OpOpqp�.�er.euptsaai7lu.r.asM,S �uwra�:-wmen�..oamor�.r�.erna.aa�nr�are�,+ru�aaio�euu�a�aoaw��ra. �� TL-�2 TD-16 Ba10 �� ru�ca�w000muae�-wsa+)arotswau�rtrm�rermnrnu.Pw.r�mw�mq�mra.�ep0000�o� �N��.NO� �rs�a4wiaa�.�n.�ereonAown.narap.r�..00r�onp�y��oo.ra.��tt�a�.Mw m.eoo,ww�o�,,x� �Tood Dust Label . au lon Wood Dust Sawing, sanding or machining wood products can produce wood dust that can cause a flammable or explosive hazard. Wood dust may cause lung, upper respiratory tract, eye and skin irritation. Some wood species may cause dermatitis and/or respiratory allergic effects. The International Agency for Research on Cancer (IARC) has classified wood dust as a known human carcinogen. This determination is based is based on evidence that prolonged exposure to and inhalation of wood dust increases the risk of nasal cancer. . - Avoid dust contact with ignition source � - Sweep or vacuum dust for recovery or disposal - Avoid prolonged or repeated breathing of wood dust in air - Avoid dust contact with eyes and skin First Aid: If inhaled, remove to fresh air. In case of contact, flush eyes and skin with water. If irritation persists, call a physician. � For additional information, see the Material Safety Data Sheet z�,�r o rvvrznf �,�� p�2,v� Job Name: HODDER BARN Truss ID: A1 Qty: 4 Drwg: sxc x-nOC itEaCT Sxza REQ'D TC 2x6 SPF C1650F1.SS *t[PM]=PLAT& MONITOR USED-See Joint Report�� + + + + + + + + + + + + + + + + + + + + + + 1 0- 2-12 3471 5.50^ 1.50" BC 2x6 SP 2700E-2.2& Designed per ANSI/TPI 1-2002 Nail pattern shown is for PLF loads and 2 27- 9- 4 3472 5.50^ 1.50^ WEB 2x3 SPF STUD-CAN Kcr (creep factor) = 1.00 point loads converted to PLF loads only. exc REpOIREMENTS ahown are based OxLs 2x10 SP 2400E-2.OB 8-3 Refer to Joint QC Detail Sheet for Concentrated loads MUST be distributed to on the [rusa material at each bearing GSL BLK 2x3 SPF STUD-CAN Maximum Rotational Tolerance used each ply equally. Multi-ply with hangers are IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF based on hanger nails using 3.0" nails min. . xc FORCE ucL arm csx testing and approval as required by isC 1703 MULTZPLE LOAD CASES. into the carrying member. 1-2 -13410 0.19 0.45 0.64 and ANSI/TPI and are reported in available Gable studs are required ONLY in the truss If shown, use additional fasteners for point 2-3 -14987 0.26 0.39 0.65 documenta as ER-1607 and SSR-1118. ply that will have siding/sheathing attached loads as indicated from the back plys, 3-4 -14487 0.26 0.39 0.65 Loaded for 10 PSP non-concurrent BCLL. and are used only for that attachement as distributed synunetrically around the hanger. 4-5 -13410 o.19 0.45 0.6a + + + + + + + + + + + + + + + + + + + + + + non-structural members. Use any other approved detail (by others). Unrestrained horiz. LL deflection = 0.42 " Permanent bracing is required (by others) to lOd = lOd NAILS, SDS = Simpson SDS screws � BC eoxCE rUCL erm Csx + + + + + + + + + + + + + + + + + + + + + + prevent rotation/toppling. See BCSI or equivalent substitute. 6-7 12449 0.31 0.37 0.67 Gable verticals are 2x 3 web material spaced and ANSI/TPI 1. (•) = Special Connection Req. (by others) 7-B 12668 0.31 0.3� 0.68 at 16.0 ^ o.c. unless noted otherwise. 2-PLY! Nail w/lOd BOX, staggered (per NDS) @ = Indicates load is evenly distributed e-9 12668 0.31 0.37 0.68 Top chord supports 24.0 " of uniform load in: TC- 2 BC- 2 WESS- 2 *�PER FOOTI*• (no additional fasteners req.) 9-i0 12449 0.31 0.37 0.67 at 35 psf live load and 7 psf dead load. Cluster screws, if shown, are 3" long. + + + + + + + + + + + + + + + + + + + + + + Additional design considerations may be UPLIFT REACTION(S) . + + + + + + + + + + + + + + + + + + + + + + wsa FORCE Csx wae FORCE csx required if sheathing is attached. Support Main Wind Non-Wind NAZL pattern shown is based on: 2-7 -592 O.o9 4-8 1125 0.34 Brace gable studs in accordance with 1 -157 lb lOd aOX = 0.128" dia. x 3.0" long nail 2-8 1125 0.34 4-9 -593 0.09 Truswal Systems standard gable bracing 2 -156 lb lOd COhASON = 0.148" dia. x 3.0" long nail 3-8 10310 0.17 details and charts. This truss is designed using the 16d BOX = 0.135" dia. x 3.5" long nail This truss requires adequate sheathing, as ASCE7-OS Wind Specification 16d COFASON = 0.162" dia. x 3.5" long nail designed by others, applied to the truss Bldg Enclosed = Yes, Importance Factor = 1.00 + + + + + + + + + + + + + + + + + + + + + + face providing lateral support for webs in Truss Location = Not End Zone 20 psf bottom chord live load NOT required the truss plane and creating shear wall Hurricane/Ocean Line = No , Exp Category = B on this truss, per IBC/IRC requirements for action to resist diaphragm loads. Sldg Length = 99.99 ft, Bldg width = 50.00 ft attics with limited storage. Mean roof height = 23.25 ft, mph = 90 ----------LOAD CASS #1 D$SIGN LOADS ------- ASCE7 II Standard Occupancy, Dead Load = 10.2 psf Dir L.Plf L.Loc R.Plf R.Loc LL/TL Designed as Main Wind Force Resisting System TC Vert 104.00 - 1- 6- 0 104.00 0- 0- 0 0.67 8-0-0 6-_ O-QL°`ilise $y�„�omponents and��iding TC Vert 84.00 0- 0- 0 84.00 28- 0- 0 0.83 8-0-0 1�'��41"ry Ar _E3=225 sqft 28_O.O TC Vert 104.00 28- 0- 0 104.00 29- 6- 0 0.67 20 0 0 BC Vert 20.00 0- 0- 0 20.00 28- 0- 0 0.00 � �4-�-� 14-0-0 ..Type... lbs X.LOC LL/TL Fastenez 2-PLYS � 2 3 4 5 Tc vert 60.0 29- 6- 0 1.00 REQUIRED 5.00 -5.00 sc vert 3600.0 14- 0- 0 0.70 8X10 � � MAX DEFLECTION (span) : L/475 MEM 8-9 (LZVE) LC 1 3X4 3X4 L= -0.70" D= -0.31" T= -1.01" 6-6-0 H� 6-11-7 =-__= Joint Locations =---- � SHIP 1 0- o- 0 6 0- o 0 1 3-4-10 z a- o- o � 8- o- o $X12 5X12 3 14- 0- 0 8 14- 0- 0 IO-8-0 IO-8-0 4 20- 0- 0 9 20- 0- 0 g� 3600# BZ 5 2a- o- 0 10 za- o- o W:508 W:508 R:3471 R:3472 U:-157 3•� '3•�� U:-156 0-5N8 0- -8 -'�_6-Oy 13-6-8 -6-0 , 28- -� 13-f��R 6 7 8 9 10 � 8-0-0 6-0-� 6-0-� 8-0-� 8-0-0 14-0-0 20-0-0 28-0-0 TYPICAL PLATE:1.5X3 2/27/2013 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:1l8"=1' WARN IN G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Wsnt: 2os WORK ORDER:240973 V I L LA U M E This design is for an intlividual builtling component not truss system. It has been based on specifications provided by the component manufacturer Chk: CUST:SIWEK LUMBER and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr:BK DUE DATE:3I5/2013 are to be verified by the component manufacturer andlor building designer prior to fabrication.The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application.7he 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 rigitl sheathing material tlirectly attached, unless otherwise noted. Bracing shown is for lateral support of components mem6ers 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%antllor cause connector plate corrosion.Fa6ricate,hantlle,install BC Live 0.00 psf O.C.Spacing 2-0-0 2926 Lone Oak ClfCle,St.PaUI,MN 55121 and brace ihis truss in accordance with the tollowing standards:'Joint and Cutting Detail Reports'available as output irom 7ruswal soRware, PH;651-454-3610 FAX;651-454-4765 'ANSIRPI 1','WTCA 1'-Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFEN INFORMATION'- BC D@8C1 10.00 psf Design Spec IRC-20�6 (BCSI)and'BCSI SUMMARY SHEETS'by 4YTCA and TPI.The Truss Plate Institute(TPI)is located at 218 N.Lee Street Suite 3�2, Alexandria,VA 22314. The American Forest and Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 52.00 PSf Seqn T6.5.14- 181458 Job Name: HODDER BARN Truss ID: B Qt : 15 Drw : sxG a-i.oc asACr szza 1tsG�n TC 2x4 SPF C2100P1.8H Deeiqned per AN3I/TPI 1-2002 Required bearing rridtha and bearing areas � i o- 4-12 62� 5.50• 1.50^ SC 2x4 HF 1650E-1.SB Rcr (creeg factor) � 1.00 apply whan truea not aupporte8 ia a hanger. 2 7- 8-12 481 xGx 1.50• iPBB 2x3 SPF STUD-CAN Refer to Joint QC Detail Sheet for VPLIFT REACTION(S) : HRG RBQIIIRBl�NTS ahoava are baeed oxtx fP8D6s 2x4 SPF #1/#2-CAN 14aximum Rotational Toleraace uaed Support C�C wind Non-viiad on ehe truae matarial at each benriag IRC/IBC trusa plate valuea are baeed on THIS DS3IGN I3 THS COMPOSITH RESIILT OP 1 -108 lb HRG A1INGBR/CLIP NOTB teating 8afl BppYOV81 88 required by IBC 1703 MIILTIPLB LOAD CA383. 2 -122 lb . 2 tteager ias• and ANSI/TPI and are reported in available Loaded for 10 PSF non-concurrant BCLL. HORIZONTAL RSACPION(3) : +HANGBR(S) xo ea �Gzxsaxsn documenta as SR-1607 and SSR-1118. 8ee1 platea aaalyzed for eccentricity. aupport 1 130 lb Support conaectioa(s)/[[aager(e) are Haaqer nail pointa that protrude through the Snd verticala are deeigned for axial loada eupport 2 131 lb . aot deaigaed for horizoacal loade. back face of the girder ehall be clinched oaly ualeea noted otheraiae. Thie trusa ie deaigned uaiag the or covered for eafety. Bxtenaions above or below the truea profile ASCs7-OS wind Specification TC PoxCa axL sxn Cst 20 paf bottom chord live load NOT required (if any) have been deaigned for loade Bldg $ncloaed . Yea, importance Factor � 1.00 1-s -12a 0.00 0.�3 0.�3 on this trusa, per IBC/IRC requirementa for indicated only. Horizontal loada applied at Truae Location = Not 8nd Zone attica with limited etorage. the end of the extaneione have not been Hurricane/Ocean Line = No , Bxp Category m B sC noxcs uL sxn csx coneidered unleea ehown. A drop-leg to an eldg Langth = 99.99 ft, Bldg �idth = 50.00 ft 3-4 131 0.00 0.42 0.42 othexwiee unaupported wall may create a Mean roof height = 21.82 ft, mph 90 hinge effect that requirea a8ditional desiqn ASCE7 II Standard Occupancy, Dead Load = 10.2 paf toaa FORCB csx wss aoxca csx conaideration (by othera). Desiqne8 as btain wind Force Reaietinq Syetem 2-a -3¢1 o.i8 - Low-riee and Componenta and Cladding Tributary Area = 16 aqft MAX DBFLBCPION (apan) : L/203 MHM 1-2 (LZVB) LC 1 L= -0.45" D= -0.13" T= -0.58" 7-1� . �_�Q_8 = _= Joint Locationa =__ _ 1 0- 0- 0 3 0- 0- 0 2 7-10- 8 4 7-10- 8 1 2 5.00 1.5X3 40-0 3"�1'6 43-5 SHIP SX5 I°-$-° � 2X3 B1 B2 W:508 W:308 R:627 R:481 ,�1�'JJ,�118 0_,� U:-122 r--�='�'�—i 7-10-8 �3 4� 7-10-8 �-��-$� 2/27/2013 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:3/8"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. went: s� WORK ORDER:240973 VI L LA U M E Thls design is for an intlivltlual builtling componeM not truss system.R has been based on speclFlcatlons provided by tM componeM manufacturer Chk• CUST:SIWEK LUMBER and done In accordanca wkh the current verslons of TPI and AFPA tlesign stanAards.No responsibility is assumed for tlimensional accuracy.Dimensions Dsgnr•BK DUE DATE•3/SI2013 are to be verifletl by the eomponent manufadurer and/or builtling tlesigner prlor to fabrication.The buliding deslgner must ascertain that the loatls ' ' utilized on this dasign meet or exceed the Ioading Imposed by the Ixal building coCe anC the particular application.The design assumes that the top ehortl TC Live 35.00 psf DurFacs L=1.15 P=1.15 Is lateralty braced by the rool or floor sheathing and the bottom chord is lateralty breced by a AgiA sheathing material diredly attached,unless otherwise note0.Brocing shown Is tor lateral suppoR of components members onty to reduce buckling length.This eomponent shall not be placed In any TC Dead 7.00 PSf Defl.Ratio: 240 environment that wlll eause the moisture content oi the wootl to exeeetl 189G antllor caux aon�ctor plate cortosion.FabAcate,handla,inshll BC LIVB 0.00 p51 O.C.Spaeing 2-0-0 � 2926 LOne Oek Circle,St.Paul,MN 55121 antl brace this truss in xcordance with the tollowing standards:'Joint and Cutting Datail Raports'availabla as output irom Truswal wttware, � PH;657-454-3610 FAX;651-454-4765 �ANSVI'PI 1','VYfCA 7'-Wood Truss Couneil of America Standartl Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION�- BC Dead 70.00 psf - Design Spec IRC-2006 (BCSI)antl BCSI SUMMARY SHEETS'by WfCA end TPI.The TNss Plate InsUtute(TPI)Is locatad at 278 N.Lea Street Suke 312, AkxandAa,VA 22314.The Ameriwn Forost and Paper Associatlon(AFPA)is located at 1771 18th Straet,NW,Ste 800,Washington,oc zoo3s. TOTAL 52.00 psf Seqn T6.5.14- 181459 Job Name: HODDER BARN Truss ID: B1 Q : 2 Drw : aac z-rAC xsxCr SIzs aaQ�n TC 2x4 SPF C2100F1.8B Deeigned per ANSI/TPI 1-2002 Hanger nail pointa that protrude through the 1 0- 2-12 646 5.50^ 1.50^ BC 2x4 HP 1650P-1.58 Rcr (creep factor) e 1.00 back face of the girder ehall be clinched 2 7- 9-12 510 xcit 1.so• 9PBB 2x3 SPF STOD-CAN Refer to Joint QC Detail Sheet for or covered for eafety. EaG napoxx�7T5 show are based oai.Y NSD68 2x4 SPP 81/$2-GN Maximum Rotational Tolezance uaed Required bearing rvidths and bearing areas oa the truas material aC ench beeriag 68L BLR 2x3 SPF STUD-CAN TFiIS DHSIGN IS TFiB COI�OSITB RESIILT OF apply when tru98 not eupported in a h8Ager. exc w�c�csa/cr.ip NOTS 2RC/IBC truea plate valuea are based on MULTIPLB LOAD CAS83. IIPLIPT REACTION(S) : . 2 xaager xaa+ teating and approval as required by ZBC 1703 Loaded for 10 PSF non-concurreat BCLL. Support C�C ➢Pind Non-Nind •H11NG8R(S) ro as ataczxasxaD and AN32/TPI an8 are reported in available Heel plates analyzed for eccentricity. 1 -126 lb Support Coanectioa(e)/xnagar(e) are documente ae SR-1607 and SSR-1118. Permanent bracinq ia require8 (by othera) to 2 -100 lb aot aeeigaea for norizoatal loada. Oable verticals are 2x 3 web material apaced prevent rotation/toppling. See eCSI a0itizON'i'lw RHACTION(S) : at 16.0 " o.c. unlesa noted otherwiae. and ANSI/TPZ 1. aupport 1 130 lb xc PORCS AxL sxn Csz Top chord aupporte 24.0 " of uniform load Snd verticals are deaigned for axial loada aupport 2 131 lb � 1-2 -128 0.00 0.88 0.88 at 35 paf live load and 7 psf dead load. only unleea noted othex�viae. This trusa ie deeigned uaing the Additional deaign conaiderationa may be Sxtenaions above or below the trusa profile ASC87-OS Wind Specification ac roaca aaL srm csx required if aheathiag ie attached. (if any) have been 8eaigne8 for loade sldg 8ncloaed . Yea, Importance Factor = 1.00 3-4 i31 0.00 0.52 0.52 Brace qable atuda ia accordance vith indicated only. Horizontal loads applied at Truea i.ocation = xot snd zona Trueaal Syatema standard qable bracing tha end of the extensiona Have not been Hurricane/Ocean Liae = No , 8xp Category = B xaa FORCS Cst wss eoxCa Csx detaila aad charta. conei8ered unlesa ahown. A drop-leg to an Sldg Length � 99.99 ft, Hldg iPidth = 50.00 ft 2-9 -396 o.ie Thie truea requirea adequate aheathing, as otherwiee unaupported wall may create a Mean roof haight = 21.82 ft, mph 90 deaigned by othera, applied to the truea hinge effect that raquirea additional deaign ASC87 II Standard Occupancy, Dead LoaB a 10.2 paf face providiag lateral aupport for weba in conaideration (by othera). Deaigned as Main wiad Force Reaiatinq Syatem ' the truea plane aad creatinq ehear wall 20 pef bottom chord live load NOT required - Loa-riee and Componeata and Cladding action to reaiat diaphragm loada. on thie truse, per ISC/IRC requirementa for Tributary Area = 17 sgft attica with limited atorage. ----------LOIw GSa #1 DSSIGN LOADS ---------------- � Dis L.Plf L.Loc R.Plf R.Loc LL/TL �.��.8 TC vert 104.00 - 1- 6- 0 104.00 0- 0- 0 0.67 --� TC Vert 85.00 0- 0- 0 89.00 7-10- 6 0.82 7-10-8 TC vert 104.00 7-10- 8 104.00 8- 0- 0 0.67 sC vert 21.00 0- 0- 0 25.00 7-10- B 0.00 1 2 MAX DBFLBCTION (apan) : $.Q L/204 I�tQ 1-2 (LIVB) LC 1 L= -0.44" D= -0.15" T= -0.60" - _� Joint Locationa = - lm 0- 0- 0 3 0- Os 0 2 7-10- B 4 7-10- 8 4-�-� 3-11-6 43-5 SHIP 5X5 I�-$-� � 2X3 B1 62 W:508 W:308 R:646 R:510 1J;;126 �_,� U:-100 F-�'L--+ 7-10-8 �3 4� 7-10-8 TYPICAL PLATE:1.5X3 �'��'$ 2/27/2013 All connector plates are Truswa120 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 soflware,unless noted. Scale:318"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WSM: a� WORK ORDER:240973 V I L LA U M E This tlesign is for an individual building comporwM not truss system.k has been based on speclflcations provided by the component manufacturer Chk' CUST'SIWEK LUAABER and dorre in accordance wlth the current versions of TPI and AFPA Aesign stantlaMs.No responsibility is assumed for dimensional accurary.Dimensions Dsgnr•BK DUE DATE•3/512013 are to be veAfied by the componeM manufacturer andlor buildfng designar prior to fabNcaUon.The builAing designer must ascertain that the IoaCs ' ' utllized on this design meet or exceeC the loading imposed by the local building code and the partieular applieation.The Aesign assumes that the top ehoM TC LiV@ 35.00 psf DurFacs L=1.15 P=1.15 Is laterelly braeed by the roof or floor sheathing antl the boHom chortl is lateralty broced by a rigid sheathing mateAal directly aNached,unleas othervvise noted.Bracing shown Is for iateral support of components mambers only to reduce buekling length.7�is componeM shall not be placeA in any TC Dead 7.00 PSf Defl.Ratio: 240 environment Nat will wuse the moisture coMeM of ths wood to exceed 18%antllor caux connector plate corrosion.FabAcate,handle,install BC LIV@ 0.00 pSf O.C.Sp8C1�9 2-0-0 2926 Lone Oak CirCle,St.Peul,MN 55121 and brace this truss In xcordance wkh the following atandards:'Joint and Cutting DeWil Raports'availabb as output from Truswal w}tware, PH;6 51-45436 7 0 FAX;651-454-4765 'ANSVfP11',NYTCA 7'-Wood Truss Councll of AmeAca SWntlartl Design ResponsibilHfes,'BUILDING COMPONENT SAFETY INFORMA710N•- BC Dead 10.00 psf D25ign Sp@C IRC-2006 (BCSI)and'BCSI SUMMARY SHEETS'by WTCA and TPI.The Truss Plate Institute(TPI)is loeatetl at 218 N.Lce Street Suite 312, Akxandrla,VA 22374.The American Forest and Paper Assoclation(AFPA)is located at 1711 191h StreeR NW,Ste 800,W�hington,�c 2ooa5. TOTAL 52.00 psf Seqn T6.5.74- 181460 Job Name: HODDER BARN Truss ID: A Q : 15 Drw : anc a-Loc nsl.rr Si2a asp�n TC 2x6 SPP C1650F1.58 Deaigned per ANSI/TPI 1-2002 VPLIPT RHACTION(S) : 1 0- 2-12 1672 S.So• 2.62^ aC 2x6 SPF C1650F1.Ss xcr (craep factor) a 1.00 Support Main 9Pind Non-Wind 2 a7- 9- a 1672 5.50• a.62^ �PEH 2x3 3PF STUD-CAN Refer to Joint QC Detail Sheet for 1 -120 lb aac ttapot�xs ehowa are baeed Oxn.r 2x4 SPF #1/#2-CAN 8-3 Maximum Rotatioaal Tolerance ueed 2 -120 lb oa the truea material at each beazing IRC/IHC truas plate valuea are based on THIS DSSIGN IS THH COMPOSITB RBSiTLT OP Thie trusa is deaigned using the _ teeting and approval aa required by IBC 1703 MVLTIPLB LOAD CA3S3. ASCB7-OS �Pind Specification � . rc FORCB asL etm csx and 7�TSi/TPZ and are reported in available Loaded for 10 PSP non-concurrent ECLL. eldg 8acloaed . Yea, Importaace Factor = 1.00 1-2 -5130 0.09 0.32 0.41 docUmeata ae ER-1607 Snd $SR-1118. + + + + + + + + + + + + + + + + + + + + + + Truas LOcatioa = Not 8ad Zone � a-3 -6199 0.07 0.2� 0.34 20 paf bottom chord live load NOT required Unreetrained horiz. LL deflection = 0.35 " Hurricane/Ocean Line � No , Sxp Category � H 3-4 -t199 0.07 0.27 0.34 on thia truas, per IBC/IRC requirementa for + + + + + + + + + + + + + + + + + + a + + + Sldg Length � 99.99 ft, H18g SPidth = 50.00 ft 4-5 -5130 0.09 0.32 0.41 attica with limited atorage. � Mean roof height = 23.25 ft, mph 90 � � ASCB7 II Standard Occupancy, Dead Load = 10.2 pef ac roncs �ar. sxn csx Deaigned as Main Wind Force Reaisting Syatem 6-7 9726 0.44 O.YB 0.72 - Low-riae and Componenta and Cladding 7-8 4777 0.45 0.28 0.72 T=ibutdiy AS88 s 56 eqft 8-9 4777 0.45 0.28 0.72 9-10 9726 0.94 0.28 0.72 � WSS PORCE CSI ii88 FORCE CSZ 2-7 184 0.10 4-8 -798 0.87 2-8 -798 0.87 4-9 184 0.10 3-8 2592 0.64 MAX DBFLBCPION (ep8n) : L/603 2�S 2-3 (LIVB) LC 1 L= -0.55" D= -0.26" T= -0.81" -_= Joint Locationa = sl 0- 0- 0 6 0- Oa�O � 2 8- 0- 0 7 8- 0- 0 � 3 14- 0- 0 8 14- 0- 0 4 20- 0- 0 9 20- 0- 0 8-0-0 � 6-0-0 � 6-0-0 � 8-0-0 � 5 2 8- 0- 0 10 2 8- 0- 0 8-0-0 14-0-0 20-0-0 28-0-0 14-0-0 i 140-0 � 1 2 3 4 5 � 5.00 -5.00 R5X8 � 3X4 3X4 � 6-6-0 �Q 6-11-7 I SHIP I 6X8 1.SX3 3'4'�� 1.5 6X8 1 zo-s.o 1 zo-e-o B, BZ W:508 W:508 R:1672 R:1672 U:-120 3•� '3•� U:-120 0-�8 0-�j 8�� i � ' " !-o�v . , 28' -� '13�fi� 6 7 8 9 10 � 8-0-� 6-0-� 6-0-� 8-0-� 8-0-0 140-0 20-0-0 28-0-0 2/27/2013 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:1/8"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. �►snt: �s� WORK ORDER:240973 V I L LA U M E This design is for an individual builtling componeM not truu system.It has been based on speciflcations provfded by lhe component manufaeturer Chk• CUST•SIWEK LUMBER anA tlone in accordance with the current verslons of TPI and AFPA design standards.No responsibility is assumed for dimenslonal accuracy.Dlmensions 0ro to bE vEriflld by the COmpOnEM m2nuf0dur2�entllo�bullding tle5lgnB�pAO�10 fObAtatlOn.The bullding dlsigne�muSt 3SCBRBin that the lo0ds Dsgnr:BK DUE DATE:315I2013 utilized on this design maet or exceed the Ioading Imposed by the local building code antl the particular application.The design assumes that the top chord TC LIV@ 35.00 psf DurFacs L=1.15 P=1.15 is laterally braeed by the roof or floor sheathing anA t�e bottom chord Is lateralty braeed by a rlgitl sheathing material directly altaehed,unless otAerwise noted.Bracing shown is for lataral support of componeMs members only to reduce buckling length.This component shall not be piaced In any TC Dead 7.00 psf . Defl.Ratio: 240 environmeM that will wuse the molsture eoMeM ot the wood to exeeed 19X antllor eause eonneetor plate eortoslon.FabAcate,handle,lnsfall BC LiVB 0.00 p5f O.C.Spaeing 2-0-0 2926 LOne Oak CirGle,St.Peul,MN 55121 and brxe this truss In accordance with the tollowing sWndards:'JoiM and CutNng Detail RapoRs'avalWble as output from 7r�swal soflware, PH;651-454-3610 FAX;651-454-4765 'ANSVTPI t','WTCA t'-Wood Truss Councll of AmeAea SWndard Design ResponslbilMfes,'BUILDING COMPONENT SAFETY INFORMATION�- BC Dead 10.00 psf � Design Spee IRC-2006 (BCSq and'BCSI SUMMARY SHEE7S'by WfCA and TPI.TM 7russ Plate InstNute(TP1)Is located at 218 N.Lea Street SuRe 312, AlexandNa,VA 22374.The AmeAqn Fomst and Pape�Assoclation(AFPA)is located at 1177 79th Strea4 NW,Ste 800,Washington,oC 2oo3s. TOTAL 52.00 psf Seqn T6.5.74- 781457 . S , s�..��.� F ,�1` _ -. , —� S.k h� G . � E . m ,��No�. City of Orono ��N U:� "LU13 Hardcover Calculation Workshe�oFORONo � '` '' �� Property Address: � „ l''� : (o `i0 tJ�Ri�{ SNol�k �R�vE �ORoi✓o� Ml� SS.T�II \ � � , \�''��Es�r�o�`, Prepared by: Date: � / 3 /1 -�_,- �AR�I� �v�R3c=�� 3 Stormwater Quality Overlay District Tier: (Circle one) ier Tier 2 Tier 3 Tier 4 Tier 5 Step 1: EXISTING HARDCOVER In the following table identify all items of existing hardcover on the property, keyed by letter to Certificate of Survey (survey must accompany this form). Use as many lines as necessary to accurately depict existing hardcover status of the property. Key to Hardcover Item (Describe) Length x Width Total Surve (Square Feet) (Example) Gara e) 24'x 30') 720 S.F. A B ,� � o�S �Rtv�w� �;' IS3y �` S.F. B C 0►�G. .sv � E 3q S.F. C F��LD s-roN s v � 2Z0 S.F. D E , v No G G Z y55 S.F. E I�E I! I f H 6 S.F. F E � 8."1� x 1,3.6' ZSS S.F. G SToo P '7 Z' x b.y ' �i6 S.F. H °I �t�Dow wE � Z.-IxN.Z 8) S.SxZ,l � S.F. � S.F. � S.F. K S.F. � S.F. M S.F. N S.F. p S.F. p S.F. Q S.F. R S.F. S S.F. T S.F. U S.F. V S.F. W S.F. X S.F. Y S.F. Z S.F. (1) Total Proposed Hardcover i q q� C S.F. Excludable Hardcover See Ci Code Sec 78-1654 : S.F. S.F. S.F. S.F. S.F. 2) Total Excludable Hardcover O S.F. 3) Net Pro osed Hardcover Subtract line (2)from line 1) ►�1 , q 7 S.F. 4 Total Lot Area I SZ 83 6 S.F. Proposed Hardcover Percentage [(3)=(4)] �3,o 7 % (Proposed Hardcover next page) November 30,Z011 • � • Property Address: Z yp N q , (o o rr� SHaR � A��v� F 02oNo�M�✓ 5534� Prepared by: �q R� p P�v E.R�3�G�l Date: � /3 / � Step 2: PROPOSED HARDCOVER In the following table, identify all items of proposed hardcover on the property, keyed by letter to Certificate of Survey(survey must accompany this form). Include all existing hardcover items that are intended to remain, as well as all proposed hardcover items that will be added. Use as many lines as necessary to accurately depict proposed hardcover status of the property. Key to Hardcover Item(Describe) Length x Width T�� Surve S uare Feet .� Y �, �^- �,,,hsr j, � +��„�� , �. � °�a�° :�..,s'"�'�v�.� �a,x� A Q �Tvr� o�s DR vEwa-Y 15,3H6 S.F. B o niL. 5 vR� LC 3q S.F. C 'FICL� TON v FArG = Z Z O S.F. � � o� N� a�- Z N55 S.F. E EG I i y 6 S.F. F I .7' x l3.�' Z55 S.F. G oo Zx 6.�1 ' �tfo s.F. H W N(?O t�✓ L✓ L S Z.7X �'I.z� S,J �/.S,YI.7U I � � S.F. I P p v, 1 (,oo S.F. � P qPos D c D iv� Zo s.F. K S.F. L S.F. M S.F. N S.F. O S.F. P S.F. Q S.F. R S.F. S S.F. T S.F. U S.F. V S.F. W S.F. X S.F. Y S.F. Z S.F. 1 Total Pro osed Hardcover Z I 7S S.F. � s-,;�.-�v.,, �., �;a. � i = � �,;` ^�f:'�, �:, �.;�� ,zN_ S.F. S.F. S.F. S.F. S.F. 2 Total Excludable Hardcover O S.F. 3 Net Pro osed Hardcover Subtract line 2) from line 1 Z i,?gy S.F. 4 Total Lot Area I 5 Z 8 36 S.F. Proposed Hardcover Percentage [ (3) _ (4)] I�! , ZS' % Novembe�30,2012 F R,�„ * ��,n° { R,o., { � I I ,i ' i!! � ; I' ^ v i i' v O '� j J'' � v� � `� 'i Q < Q Q Q Q Q Q Q Q Q Q Q Q Q �,::, � � �3r W I, W i i �F-- I '' a�F- c� O ; �',',, N O >- ,i i;! �, �!, x W I � ,. x co N `.' i i',, N ... �/ i a E^ � V � a � i 2-PLY FLUSH LVL i > —.._..- --— - � � ? �',', 2-PLY FLUSH L,VL = ----- — --- � � , � n ,�� — ------- - - � � I � a � z � i �,', � i .� U � �'I � > ¢ I!' � � �, I > �',', �n � � O '� � . T U v� z � � I i�, x .-. - � � I j,; O � �o w � ��,, C� Ue � � '~ `O w ; i;; cv � I �" U EZ-' >- I �; c� O N � ') X � � j I', N m v I';! , i i ''' v �; ; I I' , � '. i I ,,j �;! X L GER OAK (L7) US2 HGR. � I m ' - w ro m m n � m a, ro m m ro m m m c { R��„ { R,�„ { ��a�- � � �. L ,��„�, � HODDER BARN sz�LEs REP : ,TF wo# : 2409�3 ---.�.,m DUE DATE : 3/S/2013 SCALE : 1"=6 ' O" x�; °"�'��= S IWEK LUMBER DSGNR/CHKR: BK / Date : 2/27/2013 12 : 52 TC Live 35 . 00 psf DurFac-Lbr . 1 _ 15 TC Dead 7 . 00 psf DurFac-P1t . 1 _ 15 BC Live O _ 00 psf O_ C _ Spacing : 2 2926 Lone Oask Circl�� S!. P�u1� MN 3�'12'� BC Dead 10 . 00 psf Design Spec : =RC-2006 Ph� 6S'1�L�436'10 Fas� 6S'1�$4�L76$ Tota-1 52 . 00 psf #Tr/#Cfg : 34 / 4 � � , • � � , � � � 1 1 , � � � , • � � � � � � . • . 1 - � - � � � - � � � - � - � � - � � • � GEN ERAL NOTES NOTAS GENERALES HOISTING AND PLACEMENT OF TRU55 BUNDLES STEPS TO SEITING TRUSSES RESTRnIN7&BRACING FOR 3x2 AND 4x2 PARALLEL C►iORD TRUSSES ' . RECOMENDACIONES PARA LEVANTAR PA UETES DE TRUSSES ' RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Trusses are not marked in any way to identify the Los trusses no estan marcados de ningun modo que Q LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES �o'(3 m)or Diagonal bracing Repeat diagonal 6racing frequency or location of temporary lateral restraint identiBquelafrecuenciaolocalizacionderestriccionlateral _ �Refer 15'(4.6 m)' euery 15 iruss spaces 30' and dia onal bracin Follow the recommendations yarriosfredia onal tem rales.Uselasremmendaciones � DONT overload the crane. �`_I 1)Install ground bracing.2)Set firs[truss and attach securely to ground bracing.3)Set next 4 <:. - , g g. g po [o BCSI-67 for � , - (9.1 m)max. for handling,installing and temporary restraining de manejo,instalacion,restriccion yarriostre temporal de NO sobrecargue la grua. trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal more information. -' and bracing of trusses.Refer to BCSI-Guide to los trusses.�ea el folleto BCSI-Guia de Buena Practica bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five ,� / �-- � NEVER use banding to lift a bundle. Uea el resumen Good Pradice for Handliny,Installinq Res[raining oara el Man�g lnstalacion Res[riaion yArriostre de los trusses(see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see � &Bracin of Metal Plate Connected Wood Trusses de Madera Conectados mn Placas de Mefal ** �� ,� helow).7)Repeat process with groups of four trusses until all trusses are set. BCSI-87***para i ' . 9 " NUNCA use las ataduras para levantar un paquete. , Tr��***for more detailed information. para informanon mas de[allada. �� mas informacion. '�_ 0 A single lift point may be used for bundles of � 1)Instale los arriostres de tierra.2)Instale el primero truss y ate seguramente al arriostre de � � Truss Design Drawings may speofy locations of Los dibu�os de diseno de los trusses pueden espeoficar top chord pitch trusses up to 45'(13J m)and � �i,rrra.3)Instale los proximos 4 trusses con res[riccion lateral temporal de miembro corto(vea Apply diagonal brace to vertical �`-- ' permanent lateral restraint or reinforcement for las localizaciones de restriccion lateral permanente o parallel chord trusses up to 30'(9.1 m). rah;�jo).4)Instale el arriostre diagonal de la cuerda superior(vea abajo).5)Instale arriostre we6s at end of cantilever and at �- __ I indi**dual truss members. Refer to the BCSI- refuerzo en/os miembros Individuales del truss. �ea la Use a[least hvo lift points for bundles of top diagonal para los planos de los miembros secundarios para estabilice los primeros cinm trusses bearing locations. AII lateral restraints j = 83 for more information.All other permanent hoja resumen BCSI-83 para mas informacion. EI � . ,. ... . Do no[over load supporting . �� bracin desi n is the res onsibili of the buildin resto de los disenos de arriostres permanentes son la �hord pitch trusses up to 60'(183m)and paral- (vea abajo).6)Instale la restriccion lateral temporal y arriostre diagonal para la cuerda inferior lapped at least two husses. 9 9 p �Y 9 P � � structure with truss bundle. �� P P g p q 'Top chord temporory lateral restraint spacing shall he 10'(3 m)o.c.max.for 3x2 chords designer. responsabilidad del disenador del edificio. lel chord trusses u to 45' 13Jm.Use at least (vea aba o.7 Re ita este rocedimiento en ru os de cuatro trusses hasta ue todos los three lift points for bundles of top chord pitch iADVERTENCIA?No sobrecargue la trusses esten instalados. and 15'(4.6 m)o.c.for 4x2 chords. trusses>60'(183m)and parallel chord trusses estructura apoyada con el paquete de • Refer to BCSI-B2***for more information. � >45'(13.7m). trusses. � INSTALLING - INSTALACION Out-of-Plane -WARNING!The consequences of improper Uea el resumen BfSI-81**'para mas informacion. handling,ereding,installing,restrainin � Puede usar un solo lugar de levantar para pa- [� Place truss bundles in stable osition. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES Q and bracing can result in a collapse of he fi v *�k- .x � quetes de trusses de la cuerda superior hasta 45' P Tolerances for Out-of-Plane. Out-of-Plumb Max.sow 7russ�ength � `^�"0��` trusses de cuerdas arale/as de 30'o menos. Puse paquetes de trusses en una posicion RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES To/erancias para Fuera-de-Plano. structure,or worse,serious personal injury + �, Y P olso o(ft.) 3i4 iz 5 ' � or death. �(�,�x ,,.y„�,,,..�; Use por lo menos dos puntos de levantar con estable. Max.eow �s mm 3 8 m • � �e �� ru os de trusses de cuerda su erior indinada �� This restraint&bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses(PCTs). �-i��engm--� i� , '� : a � � ' ` �•� 9 P p See to of next column for tem ora restraint and bracin of PCTs. - - � � �8 i4 6 ��. --_-----� 14 r � rADVER7ENCIA!EI resultado de un manejo, �,� ,.. „ , + M�; ?�iAca hasta 60'y trusses de cuerdas paralelas hasta P p ry 9 i� ��en m-►u s mm o.3 m 22 mm a.s m levantamiento,instalacion,restriccion y arrisotre '��'�� '��4.� � ,?°�y-. q5:Use por lo menos dos puntos de levantar con grupos de trusses de cuerda superior indinada Este metodo de restriaion y ar�iostre es para todo trusses excepto trusses de aerdas paralelas Max aow Max Bow � ' ��2�� 2 �" �6.7' +`�::�` � ' ,,, � ; 13 mm 0.6 m 25 mm 5.1 m aun eor,h incorrecto uede ser la caida de la estructura o �,-'► � . mas de 60'y trusses de aerdas paralelas mas de 95: (PCTs)3x2 y 4xZ�ea la parte superior de la columna para la restriccion y arriostre temporal de PCTs. i i _ � p eridosomue/tos. hlt-== --- _=�-__-'�,� � 3/4" 3' 1-1/B" 18.8' A ; "k Exercise care when removin � .,1.. ' MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES 1)TOP CHORD-CUERDA SUPE270R �-�e"9tn -�! d � Plumb �9 mm o s m 2s mm 5.�m � 9 � ' ./line �" p' 1-1/4" 20.8' banding and handling trusses to avoid _ RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing � Tolerances for � � � 25 mm t2 m 32 mm s 3 m ' damaging trusses and prevent injury.Wear f�- -,(�k -- �. Longitud de Tramo Espaciamiento delArriostre Temporel de la Cuerda Superior Out-of-Plumb. �_��q^ 5 t-3ie" 22.g' personal protective equipment for the eyes, %C �Using a single pick-Point at the peak can damage the truss. Up to 30' �/50 max 32 mm t5 m 35 mm �0 m feet,hands and head when working with 10'(3 m)o.c.max. Tolerancias para � i_iip�� s' i-v2" 25 0' trusses. m i EI uso de un solo lugar en el pico para levantar puede so'o�iess �9 1 m� Fuera de-Plomada. 38mm 1.8m 38mm 7.6m hacer dan"o al truss. 30'(9.1 m)- g'(2.4 m)o.c.max. 1-314" 7' 1314" 292' "' " +:�Utilice cautela al quitar las ataduras � � 45'(137 m) CONSTRUCTION LOADING as mm 2.i m as mm 8.9 m o los pedazos de metal de sujetar para evitar dano a �� - __ __ �� _ , , 45'(13.7 m)- CARGA DE CONSTRUCCION 2" >_e� z" >_ss.s' bs trusses y prevenir la herida personaL Lleve A 6'(1.8 m)o.c.max. pprox.1/2 y � 60' 18.3 r11 51 mm >_24 m) (51 mm) 10.1 m � e l e q u i p o p ro t e c t i v o p e r s o n a l p a r a o j o s,p i e s, � � tru s s i e n g i r, �� DO NOT proceed with wnstruction until all lateral manos cabeza cuando traba a con trusses. '`"` -'r'S Use h�, :,i.w Utilice regiine TRUSSES UP TO 30'(91 m) 6O'(18.3 m)- res[raint and bracing is securely and properly in place. Y 1 � � E -� 4'(1.2 m)o.c.max. Mazimum Stack Height special care in CW(Id(IO ESPBCIdI 2/1 TRUSSES MASTA 30 PIES $O��Z4.4 fT1�* tor ma�ar�ai on rrusses windy weather or dias ventosos o cerca NO proceda con la construccion hasta que todas las restric- near power lines de cables electrims o nuacn *Consult a Registered Design Professional for trusses longer than 60'(18.3 m). ciones laterales y los arriostres esten mlocados en forma Material Height and airports. de aeropuertos. �ocace sp�eade�oa� �o�3 m� *Consulte a un Professional Registrado de Diseno para trusses mas' � apropiada y segura. reatler Dar above or s�iflback o.c.max. dB 60 PI25. , � Gypsum Board 17'(305 min) mid-heighc .� � � � DO NOT exceed maximum stack heights.Refer to BCSI-B4*** � 7oe-in Toe-in � See BCSI-B2 fOr TCTLR options. �� .�� -► f- ,� � .+= for more information. Piywood o�osa is°�aos mm� i�, �ea el BC57 62***para las opciones de TCTLR. j� NO exceda las alturas max�mas de monton.�ea el resumen qspnau sn�nqies z bundies Spfeader bar � �� spreader oar vz�o _�� ii i� � A� � � �� BCSI-H4*** ara m�s info�maaon. `a for truss 9 i 2/3 tmss length P �Refer to BCSI-63*** P � Ta I ne 5 reader bar 2/3 to TRUSSES UP TO 60'(18.3 m) _� �- -� , � Concrele Block 8"(203 mm) H��D�� \ TRUSSES HASTA 60 PIES 3!4 tfuss length fOf 6db�2 Ef1d F�dflle f2- A i � � 7agi�ne �-TRTRUss s N STADY 608RE 60 P$ESm)� straint braan reinforcemen[ -y � " � y y �i" :t� ciay r�ie s-a�iies n 9h _ . MANEJO � �anDn ••°° �� `� Hold each truss in position with the erection eqwpment until top chord temporary lateral restraint �ooa ar�ostre9refue�o arerlc " ._` , TCTLR � - ; � ¢ ' : � �/ O G, is installed and the truss is fastened to the beanng points. � � P � NEVER stack matenals near a peak or at mid-span. � Armazones Hastiales vea el NUNCA amontone los materiales cerca de un pico. Avoid lateral bending. �a Sosten a cada truss en osicion con e ui o de rua hasta ue la restriccion lateral tem oral de la resumen BC57-83*** 10"or�;, Evite la Flexion IateraL �� Use proper rig- Use equipo apropiado 9 P Q P 9 Q P in and hoistin ara levantar e cuerda superior este instalado y el truss esta asegurado en los soportes. Truss attachment � DO NOT overload small groups or single trusses. �� i i 9 9 9 P � �� Note:Ground bracing not shown for clarity. re uired at su ort s '� „ � equipment improvisar. Q Pp �� NO sobrecargue pequenos grupos o trusses individuales. � The contrador is responsible for INSTALLATION OF SINGLE TRUSSES BY HAND Section A-A properly receiving,unloading and storing � Repeat diagonal breces for each set of 4 trusses. � Place loads over as many trusses as possible. the trusses at the obsite.Unload trusses to r ' RECOMMENDACCIONES DE LEVANTAMZENTO DE TRUSSES INDIVIDUALES Re �ta los arrisotres dia onales ara cada ru o de 4 trusses. 7 P 9 P 9 P Coloque las cargas sobre tantos trusses mmo sea , smooth surface to prevent damage. ;;f POR LA MANO posible. � ° '�, EI contratista tiene la responsabilidad de "'�� ...�� _ �,��\_ 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS �` u x �' L k�i recibir,descargar y almacenar adecuadamente <, "''----'� .,� ,:'" Trusses 20 ,_______ `' Ci Trusses 30' ,-" , � � � 0 Position loads over load bearing walls. % los trusses en la obra.Descargue los trusses en `�+ (61 m)or ` ��,� (9.1 m)or � � Diagonal Coloque las cargas sobre las paredes soportantes. � la[ierra liso para prevenir el dan"o. t � less,su ort less,su ort at i bra[in � ° - Ek +u�� PP Pp 9 ALTERATIONS-ALTERACIONES �- �'�� ear eak. �� _ LATERAL RESTRAINT � � � � � � � p _ '�'� quarter points. � Web members �! ' , . �._ ' � I� ,. � � �.x Tmss bracing not shown tor clanry,,, _� < � ' � saPone soPone de � � &DIAGONAL BRACING �k f I ' Refer to BCSI-B5. �N i, ' � . . �� ` �. '� '� -- cerca a�pico "�Trusses up to 20' � los cuartos �---- -�L ARE VERY IMPORTANT � ' �� i �!' � �ea el resumen BCSI-B5.*** :; � . l o s t r u s s e s d e t r a m o l o s t Trusses up to 30' � �' �� ,i� �� i� �i i � � _ .- . ..�.�. __.__ ) � �' t.t.�1� ,i ' .� � DO NOT cut,alter,or drill any structural member of a truss unless --< - ' � . ��; de 20 ies o Trusses hasta 20 pies pusses de 30 (9.1 m P �LA RESTRICCION \y�i I 1 I i I i specifically permitted by the truss design drawing. ' � *q . � D . ne menos. ies o menos. Trusses hasta 30 ies � . P - � � I �_� ,,, }�� ONOTstore almace � c� :.S�� unbraced bundles verticalmente los LATERAL Y EL �� ,�t� i�� NO corte,altere o perfore ningun miembro estructural de un truss, � p, �� ;p�4r�,,��a uoright. << •�,��ros. ARRj05']'RE �`i,1� �� V a menos que este especificamenfe permitido en el dibujo del disen"o _ �� ` TEMPORARY RESTRAINT & BRACING ` ° `�" � � � i i del truss. ,�✓ Trusses may be unloaded directly on the ground _ _ _ _ . � pIA(�QNA� i � Bottom chords ' ' at the��me°f de'��ery°r St°�ed temP°�a�"Y�� '' - � �{� RESTRICCION Y ARRIOSTRE TEMPORAL G� • ' contact with the ground after delivery.If trusses .4' SON MUY �Trusses that have been overloaded during construc[ion or altered without the Truss are to be stored for more than one week,place �� ` � " � . IMPORTANTES! Diagonal breces Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. •• � blocking of sufficient height beneath the stack of �`' ,�,. -� �.`; �Refer to BCSI-a?***for more . Top Chord Temporary every SO truss spaces � trusses at 8'(2.4 m)to 10'(3 m)on-center(o.c.). "' �;-�, '�� information. �Lateral Restraint 20'(6.1 m)max. Trusses que se han sobrecargado durante la construccion o han sido alterados sin la autorizacion ' = SO'(3 m)-15'(4.6 m)max.Same spacin previa del Fabricante de Trusses,pueden hacer nulo y sin efecto la garantia limitada del Fabri- � ' Los trusses pueden ser descargados directamente F Uea el resumen BC57-BZ***para mas infor (TCTLR) as bottom chord lateral restraint Note:Some chord and web members cante de Trusses. � � ,. � en el suelo en aquel momento de entrega o �� . ' macion. � � 2x4 min. , - �'� .� not shown for darity. - almacenados temporalmente en contacto mn el .'•� •� = � r, 3)BOTTOM CHORD-CUERDA INFERIOR , � � •�•co�tac�tne tompo�e�c man�ta��rer ror more mformae�on or consutt a neyiscered oes�qo vroress�o�ai for ass�s�ance. - � suelo despues de entrega.Si los trusses estaran �-x� � �� ' �..I Locate ground braces for first truss directly � � • uardados para mas de una semana, on a � ��-. � --•^'` � in line with all rows of top chord temporary /� To��ew a�o�p��r�g aoF or er,�s doc�men�,vs�www sxi d nac iei. '• 9 P 9 �e:.. „�. _ Lateral Restraints-2x4x12'or ', bloqueando de altura suficiente detras de la pila lateral restraint(see table in the neM column). reater la � rvore rr,e truss ma��ratt�re�a�d o-�ss aesqne�rery on tne presump[�oo tna�ene�o�«a«o�a�d«ane ope�am��f appucabie>a�e de los trusses a 8 hasta 10 ies en centro(o.c.). � g pped over hvo trusses. � � p�oress�o�ais w�en me capae�i�ry ro�ndertake me wo�k mey na�e ag�eed�o do o�a�y g��e�p�o�e�c ir me con�ac�o�oer�e�es��eeds P � DO NO7 store on niu almacene en tierra Coloque los a�riostres de tierra para el primer =90" � ss�s��e��me aspecc or me construct�o�p�o�ect��no�m seek asss�a�ce r�om a compe�en�party.rne memods a�d p�o�ed��es � For trusses stored for more than one week,cover uneven ground. desiguaL � � o�n�ned��n m�s d«umen�are�n�ended�o e�s��e mae me o�e�au mnso-�cnon�ernn��q�es empioyed wiu pu�me truss�s��ro pia�e snFe�v. truss directamente en linea con cada una de Bottom rnese�ecommenda�io�s fo�na�di��g,-s[u�g,�eso-a��q and e�ac�nq n�sses a�e oased uoo�me<ouec<�e ex��e��e or iead��nq bundles to proted from the environment. las filas de restriccion lateral temporal de la � oe�sonnei invowed w¢n truss des g�,m eacmre and�ns�aiia�on,t��must due�o me�a�u�e or resp ro i� ��oi�ed,ee p�esen�ed I'i cuerda superior(vea la tabla en la proxima 8race first truss chords'��/ o�W as a�u�oe ror use ty a q�areed b��id�nq desiyne�o�cono-actor a is oc�ce�ded mae me�� ommendanons be nce�Preced as Para trusses guardados por mas de una semana, .� securely before s�ver�or to[ne bu�id��q des q�er s des g�spec nca�o�for na�dr�q,�stair q estra��q a�d era��q o-�sses a�d�does noc precwae me cubra los a ue[es ara rote erlos del am6iente. columna). . �s�of oene��q��aienc mem d r so-n�o�o9/h�ac�y a�d P�o�d-�9 scabrry ro�me waiis,mwmns,noo�s,�oors a�a au me��re��eiaeed P Q P P 9 � erection of additional sc,�c��ai b��ia�nq comoone cs a�a ie�m,ea�y mz�o,c�a�co�.rn�s,secn a�d rP[e.PressW asda m any resPo�s ti rry ro�dama9es � / Refer to BCSI***for more detailed information - �� l ��- �� '� �� i � -}�, .. _. �� ",;_. DO NOT walk on � trusses. a�s�9 e�om tne��,aPPi�ac o�,o pertaining to handling and jobsite srorage of '�� ' unbraced trusses. ��a�,«o�cne�Ea�mme�daro�s a�d ro�maco��o�ca�ed ne�e�n. trusses. .��„�•� " .� � �� NO camine en trusses � Diaganal braces every 10 ��r� � �� I�� r truss spaces 20'(6.1 m)max. � �� Uea el folleto BCSI***para informacion mas detal- .,� �,. +"`"�� 4 . sueltos. L�J w000�wussaouxc�� TRUSS PLATE INSTITUTE lada sobre el manejo y almacenado de los trusses � -_ ' ' ""� SO'(3 m)-15'(4.6 m) Note:Some chord and web members 630o En�erpr�se�ane•Madison wt s3�i9 218 N.Lee St.,Ste.312•niexandria,vn zzsta � en 3rea de trabajo. � 6o8/z74-4849•wwwsbondustry.mm Jo3/663-1o10•www.cpinstorq � max. not shown for clarity. I � � I . i � � � i � � � � � i • i • i . � i � � • ► � � • • � � � � i � - . I � i ' � - - i � � - � � � ' � � i � - � � - . . � � � - 1 � � � Melanie Curtis From: Melanie Curtis Sent: Monday, January 14, 2013 1:27 PM To: 'Kent Hodder' Cc: Ron Hall; dave@siweklumber.com; mikeb@behrdraftinganddesign.com Subject: RE: Permit#2012-01255 for 2604 North Shore Dr Attachments: Escrow Agreement- Building Permit2012-01255.pdf Kent I believe we still need your signature on the attached. Please print this document and sign; we do not need additional money. This should be submitted when your builder picks up your building permit. Thanks!! Melanie Curtis � 952.249.4627 � mcurtis@ci.orono.mn.us From: Kent Hodder [mailto:kent@methodder.com] Sent: Thursday, December 27, 2012 3:15 PM To: Melanie Curtis Cc: Ron Hall; dave@siweklumber.com; mikebCc�behrdraftinqanddesign.com; Dave Pemberton Subject: Re: Permit #2012-01255 for 2604 North Shore Dr Thanks Melanie, Regarding #1 &2 We will huddle on our end and figure this out for you. Regarding #3- I had asked my wife to go in a pay the escrow- but she wife believes that your office indicatetl the money would be pulled from the variance escrow that had been put on deposit in May. Let me know if that is how we are still proceeding -or if I am misunderstanding. Regarding#4 The Variance signing has been hantlled at your office- both my wife and I have signed it in your notary's presence. Thanks, -Kent Kent Hodder Met�Hodder 612.333.1025 msp 818.842.4265 la 612.306.6806 c Special Assistant Bev Stark On Thu, Dec 27, 2012 at 1:52 PM, Melanie Curtis <MCurtis e,ci.orono.mn.us> wrote: Dave I am in the process of reviewing your building permit application for Hodder at 2640 North Shore Drive and need the following information for the review to continue: � • ,l, , � 1. Certificate of survey. The survey submitted with the permit is dated 05/22/12 and includes hand-drawn changes. The most recent survey submitted for the variance application has a revision date of 06/04/12, yet does not reflect the hand-drawn change to the building orientation. Please submit a revised survey meeting our survey requirements (attached) in order for our review to continue. The exception to the survey requirements, based on an email from Mike GafFron in my office, is that topography for the entire property is not necessary. We only will require topography and proposed grading in the area of the proposed building provided there is enough detail to reflect how the building will fit into the surrounding topography. 2. Hardcover Calculations. As you may or may not be aware, this fall the City adopted new hardcover regulations. Please have your surveyor submit the hardcover calculations based on the attached worksheets. According to the Stormwater Quality Overlay District map this property is considered a Tier 1 property and is limited to 25% hardcover. 3. Escrow Agreement& Escrow. The building permit application requires submittal of a $2500 escrow for erosion control and grading plan review purposes. Please find attached an escrow agreement prepared for the property owner's signature. This must be signed and submitted with $2500 escrow at or prior to the building permit issuance. 4. Resolution. The approval resolution for the variance approval must be signed by both property owners (notary required) prior to the issuance of the building permit. if they have not yet done so please advise the Hodders to stop in the City offices to complete this paperwork. Please let me know if you have any questions. Melanie Melanie Curtis Planning &Zoning Coordinator City of Orono 2750 Kelley Parkway Orono, MN 55356 Direct Dial: 952.249.4627 Fax: 952.249.4616 Planning &Zoning Office 952.249.4620 Email: mcurtisCa�ci.orono.mn.us Website: www.ci.orono.mn.us 2 Melanie Curtis From: Melanie Curtis Sent: Thursday, December 27, 2012 1:53 PM To: 'dave@siweklumber.com' Cc: 'kent@methodder.com'; 'mikeb@behrdraftinganddesign.com'; 'Dave Pemberton' Subject: Permit#2012-01255 for 2604 North Shore Dr Attachments: Survey Requirements-2013.pdf; Hardcover Calculation Worksheet 2013 .pdf; Hardcover Information Packet-2013.pdf; Escrow Agreement- Building Permit2012-01255.pdf Dave I am in the process of reviewing your building permit application for Hodder at 2640 North Shore Drive and need the following information for the review to continue: 1. Certificate of survey. The survey submitted with the permit is dated 05/22/12 and includes hand-drawn changes. The most recent survey submitted for the variance application has a revision date of 06/04/12, yet does not reflect the hand-drawn change to the building orientation. Please submit a revised survey meeting our survey requirements (attached) in order for our review to continue. The exception to the survey requirements, based on an email from Mike Gaffron in my office, is that topography for the entire property is not necessary. We only will require topography and proposed grading in the area of the proposed building provided there is enough detail to reflect how the building will fit into the surrounding topography. 2. Hardcover Calculations. As you may or may not be aware, this fall the City adopted new hardcover regulations. Please have your surveyor submit the hardcover calculations based on the attached worksheets. According to the Stormwater Quality Overlay District map this property is considered a Tier 1 property and is limited to 25% hardcover. 3. Escrow Agreement& Escrow. The building permit application requires submittal of a $2500 escrow for erosion control and grading plan review purposes. Please fir�d attached an escrow agreement prepared for the property owner's signature. This must be signed and submitted with $2500 escrow at or prior to the building permit issuance. 4. Resolution. The approval resolution for the variance approval must be signed by both property owners (notary required) prior to the issuance of the building permit. if they have not yet done so please advise the Hodders to stop in the City offices to complete this paperwork. Please let me know if you have any questions. Melanie Melanie Curtis Planning &Zoning Coordinator City of Orono 2750 Kelley Parkway Orono, MN 55356 Direct Dial: 952.249.4627 Fax: 952.249.4616 Planning 8e Zoning Office 952.249.4620 Email: mcurtisc(D�.ci.orono.mn.us Website: www.ci.orono.mn.us City of Orono Office Hours Monday - Friday 8:00 am - 4:30 pm 1 COMPANY PROJECT HODDER BARN WOO�Wo r ks� RIDGE SUPPORT Column1 .urrwnatroK wurin ne+u.v May 17,2013 06:50 Design Check Calculation Sheet Sizer 6.2 LOADS (Ibs,psf,or plf) � Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Live Axial 1996 (Ecce tricity = 0.0 in) Load2 Dead Axial 662 (Ecce tricit = 0.0 in) MAXIMUM REACTIONS (Ibs): ; 6' Lumber n-ply, S-P-F, No.1/No.2, 2x8", 1-ply Self-weight of 2.2 plf included in loads; Fixed base; Loadface=width(b); Built-up fastener: nails; Ke x Lb:0.80 x 6.00=4.80[ft�; Ke x Ld:0.80 x 6.00=4.80[ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Anal sis Value Desi n Value Anal sis/Desi n Axial fc = 246 Fc' = 270 fc/Fc' = 0.91 Axial Bearin fc = 246 Fc* = 1207 fc/Fc* = 0.20 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1150 1.00 1.00 1.00 0.223 1.050 - - 1.00 1.00 2 Fc* 1150 1.00 1.00 1.00 - 1.050 - - 1.00 1.00 2 Axial : LC #2 = D+L, P = 2671 lbs (D=dead L=1ive S=snow W=wind I=impact C=construction CLd=concentrated) (Al1 LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. f� � �� T n /�� y- � � �� s �� r��. ,^� � s �,,P� � -� � � � � a ��..�t,, � (n� �� t-.� �� -��c-1 c-f�' Q ,� �/l� Job Name: HODDER BARN Truss ID: A1A Qt : 2 Drw : sxG x-LOC REACT sizE xsQ�� TC 2x6 SPF C1650F1.SE *•[PM]=PLATE MONITOR USHD-See Joint Report•� + + + + + + + + + + + + + + + + + + + + + + 1 0- 2-12 3255 5.50" 1.50" SC 2X6 SP 2700E-2.2E Designed per ANSI/TPI 1-2002 Nail pattern 9hown is foT PLF load9 and 2 27- 9- 4 3256 5.50^ 1.50^ WEB 2x3 SPF STUD-CAN Kcr (creep factor) = 1.00 point loads converted to PLF loads only. BRG REQDIREMENTS shown are based ONLY 2x10 SP 2400E-2.OE 8-3 Refer to Joint QC Detail Sheet for Concentrated loads MUST be distributed to on the tzusa material at each bearing THIS DESIGN ZS THE COMPOSITE RSSULT OF Maximum Rotational Tolerance used each ply equally. Multi-ply with hangers are MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on based on hanger nails using 3.0" nails min. Tc Foxcs axL aNn csx Loaded for 10 PSF non-concurrent SCLL. testing and approval as required by IBC 1703 into the carrying member. 1-2 -13410 0.19 0.45 0.64 + + + + + � + + + + + and ANSZ/TPI dnd ar2 rEpOrted in available If 9hown, use additional fa9teners foi point 2-3 -14487 0.26 0.39 0.65 Unr ined horiz. L eflection = . documents as &R-1607 and ESR-1118. loads as indicated from the back plys, 3-4 -14487 0.26 0.39 o.65 + + + + + + + + + + + + + + + + + + + + + Permanent bracing is required (by othezs) to distributed symmetrically around the hanger. 4-5 -13910 0.19 0.45 0.64 2-PLY! Nail w/lOd BOX, staggered (per NDS) prevent rotation/toppling. See BCSI Use any other approved detail (by others). in: TC- 2 BC- 2 WEBS- 2 *�PER FOOT1�* and ANSI/TPI 1. lOd = lOd NAILS, SDS = Simpson SDS screws EC eOxCs tacn Etm csi ' luster UPLIFT REACTION(S) : or equivalent substitute. 6-7 12a49 0.31 0.37 0.67 This truss is designed using the Support Main wind Non-Wind (*) = Special Connection Req. (by others) 7-8 12668 0.31 0.37 0.68 ASCE7-OS Wind Specification 1 -117 lb � = Indicates load � �^'�• a�a*�+h�� 8-9 12668 0.31 0.37 0.68 Bldg Snclosed = Yes, Importance Factor = 1.00 2 -117 lb (no a al fasteners req. � 9-i0 i2449 0.31 0.37 0.67 Truss Location = Not End Zone 20 psf bottom chord live load NOT required + +�-s��+'�� + + + + + + + + + + + +�c Hurricane/Ocean Line = No , Exp Category = B on this truss, per IBC/IRC requirements for + + + + + + + + + + + + + + + + + + + + + +� was FORCE csx vrEs FORCE Csi Bldg Length = 99.99 ft, Bldg Width = 50.00 ftattics with limited storage. NAIL pattern shown is based on: 2-7 -592 0.09 9-8 1125 0.34 Mean roof height = 23.25 ft, mph = 90 lOd BOX = 0.128" dia. X 3.0" lOng nail 2-8 1125 0.34 4-9 -592 0.09 ASCE7 ZI Standard Occupancy, Dead Load = 10.2 psf lOd COn4dON = 0.148" dia. x 3.0" long nail 3-8 10310 0.17 Designed as Main Wind Force Resisting System 16d BOX = 0.135" dia. x 3.5" long nail - Low-rise and Components and Cladding 16d COIII�tON = 0.162" dia. x 3.5" long nail Tributary Area = 125 sqft + + + + + + + + + + + + + + + + + + + + + + LOAD CASE #1 DESZGN LOADS --------- ------ Dir L.Plf L.LOC R.Plf R.L LL/TL TC t 84.00 0- 0- 0 84.00 - - 0 0.83 BC Ver . - - 0 28- 0- 0 0.00 8-0-� 6-0-� 6-0-� $'�'� gC IV�eprt 3600b0 14X.�Loco L�L/70L Fastener 8-0-0 14-0-0 20-0-0 28-0-0 � , 14-0-0 i 14-0-0 , i.rr,x DEFLECTION (span) : 2-PLYS 1 2 3 4 5 L/475 MEM 3-4 (LIV&) LC 1 REQUIRED 5.00 -5.00 L= -0.70" D= -0.31" T= -1.01" ____= Joint Locations =--__ 6X12 1 0- o- 0 6 0- 0- 0 2 8- 0- 0 7 8- 0- 0 3 14- 0- 0 8 14- 0- 0 4 20- 0- 0 9 20- 0- 0 3X4 3X4 5 28- o- 0 io 2s- o- o 6-6-0 H�Q 6-6-0 SHIP SX12 1.SX3 3"4"�� 1.SX SX12 ZO-8-0 � IO-B- 3600# B1 62 W:508 W:508 R:3255 3.00 -3.� 00 R:3256 U:-117 U:-117 0-� 0-� 13-6-8 , 28'�'� 'l3-fr� � 6 7 8 9 10 8-0-0 6-0-0 6-0-0 8-0-0 8-0-0 14-0-0 20-0-0 28-0-0 5/20/2013 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:5132"=1' WARN ING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Wsnt: �aa WORK ORDER:246937 V I L LAU M E This design is for an individual building component not truss system. k has been based on specifications provided by the component manufacturer Chk: CUST:SIWEK LUMBER antl done in accordance with the current versions of TPI and 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.7he building designer must ascertain that the loads Dsgnr:BK DUE DATE:3/512013 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 braced by the rooi or floor sheathing antl the bottom chord is laterally braced by a rigitl sheathing material tlirectly attached, unless otherwise noted. Bracing shown is for lateral support of compone�ts 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 wootl to exceed 19%and/or cause connector plate corrosion. Fabricate,handle,install BC Live 0.00 psf O.C.Spacing 2-0-� 2926 LOne Oak Circle,St.Paul,MN 55121 and brace this truss in accordance with the tollowing standards:'Joint and Cutting Detail Reports'available as output from Truswal software, PH;651-454-3610 FAX;657-454-4765 'ANSI/TPI 1',1NTCA 1'-Wootl Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC DBBd 10.00 psf Design Spec IRC-ZDOs (BCSI)antl'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 Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 52.00 psf Seqn T6.5.14- 230809 Larson Engineering Ina SUBJECT � ,,i1t�J'j� /��_`"�' ____ SHEET NO. _ l _OF C� -- 2801 East Enterprise Avenue,Suite 200 ��.�� PROJECT NO_�1��O Z.'-t Z _ Appleton,WI 54913-8558 - - � - - - - 920.734.9867 Fax:920.734.9880 BY DATE www.larsonengr.com — - Larson _ _ _ _ _ _- _ _ _ __ _ _ . 4 � ' � 1 E u I r o ------ -------____ ---------- r � �� ,t �� `. � � �- � �� - � _......�..__.,_....,,..,�r.<...<..�-.�..- - -__.....�... ----- -- . M: 0 �t : �� ^• ut � '� I ^�I ; � � � � 1 , �.._.._.__ � ._.. ..�e..._.._.__. _ i ��z � �'�_ � �, y , ----;-- -r----- ----------� �.�L✓�T,2: (i� u-� A 1�Ns /FlLo� 1?�tl 1 `f -C � c� ,6 � Z. p Y'�;: Z --- � - Z � ��S' . Z? ��,i°. �`,�l'�u� r •:':f ___..._._---"I I'�-��T +d'i`r , 1� , � � Z- C7�� L�l�... S�`�vT ��r/�t t i� >-� . n�r r, �-� tr€,r.,,,: y��:r , , ,C -_ � -' ZG�� ivt �1 �, '' �j:.t'-' �.,fT•�;��i c'� 3�:Y 2�_ ' . G�a .__---" pC.ryz-C /lsuL .,..-.�.-,,� - , t r.'L' vi� 1-� �i r_.•, ��-"' , ',°':/ � �a`,.q/c f` ,. Y�.�..^r -.)� �e,fi.. r!!. . Larson Engineering Inc. SUB.JECT ��I L. �� N SHEET NO. �� OF � 2801 East Enterprise Avenue,Suite 200 --�' Appleton,WI 54913-8558 PROJECT NO 3(l��'�Z' .._. --- 920734.9867 Fax:920.734.9880 BY �� DATE s�d 13 www.larsonengr.com Larson �- �, , �` ! �� 'ti I ! .�-- 2� r�8�� t.� ��-o � I �.�' , `2 I r� ��'0'J �` ��^��" � Z -(` �-K-�g r 37� ��✓� �F`�� y �� !� l� �/ .--� _--�— �7D�.� ��1.��ip� � ^ LoZ� I� -iE G�4� � (�" �- LS"� z �j GJ�l� �'r l�^,�, C , s��c��-� t� a t= �c�rs c��.�� i r� M�t.��- �►�c�C �+srt 7_ 4 � �Y 1��L-c5 �� ' c�5 ��5 - 2 � t�2 + 2� l oZ �- 2� s2 = �aZ, �� -'�'�z �'JT,� " `��"o ►�ol�- -��,z- _ � ��r� �p�� %�, I S`" � �s�83 �� , �� 7 �' �� C�' fib1' � ��-r, 4r��-- �pI-�_��, I l �r �'�L"�C� �� 1 0 Z� (;-, � ��'�-- (��io �� -1, �� i /� ��x G.o�- C�-� �v ��?�� - �� f �y� = 7 �� C� t'�C�" �'� �_ , . '7j�� Larson Engineering,Inc 2801 E. Enterprise Ave, Suite 200 Appleton,Wisconsin 54913-7889 La rs o n (920)734-9867 Fax(920)734-9880 Revision Date 9/23/2010 Date 5/30/2013 Ref: NDS 2005 Project Name Project Number Bolt(input) Bolt diameter 0.75 Theta 90 (maximum angle of load to grain for any member in connection 0<=0<=! Thetam 90 (Load angle to grain for Main member 0<=0<=90) Bolt Yield strength 45000 Thetas 90 (Load angle to grain for Side membe0<=0<=90) bolt length 22 Main Member Side member(s) Thickness(in.) 10.5 Thickness(in.) 10.5 Depth 7.25 Depth 7.25 FeParallel(psi) 5600 FeParallel(psi) 5600 FePe�p(psi) 2600 FePerp(psi) 2600 Em 1.40E+06 Es 1.40E+06 Metal or Wood wood Hardwood or softwood softwood Tension or compression tension Outputs Outputs Fetheta(psi) 2913.346 Fetheta(psi) 2913.3459 Initial Calculations Rt 1 Re 1 ktheta 1.25 k1 0.414214 k2 1.039023 k3 1.039023 Sins�le Shear Mode Z Im 4588.52 Is 4588.52 II 2111.81 Illm 1986.49 Ills 1986.49 Controlling Z 929.62 Ib IV 929.62 . . `ll � Larson Engineering 2801 E. Enterprise Ave., Suite 200 Appleton, WI 54913-7889 (P) 920-734-9867 (F) 920-734-9880 www.tarsonengr.com Group Action Factors n 7 number of fasteners in a row s 5 spacing between fasteners within a row Main Member Em 1.40E+pg Modulus of Elasticity w 10.5 width, in d 7.25 depth, in Side Members Es 1.40E+06 w 10.5 width, in total for both sides d 7.25 depth, in D 0.750 Diameter of bolt, lag screw, nail; in gamma 116913.43 load/slip modulus=__> wood-wood dowel connex Rea 1 u 1.0055 m 0.9006034 Cg 0.9736443 Larson Engineering Ina SUB.IECT ��Y�C�1� �J�� SHEET NO. _ L- OF v 2801 East Enterprise Avenue,Suite 200 Appleton,WI 54913-8558 -- - - PROJECT NO. --- — -- �— 920.734.9867 Fax:920.734.9880 BY s�' DATE S 3�3_ www.larsonengr.com --- ----- --- ---- - - Larson '�05'( HLL-r.�13�-�5 � �<<v.;J�,-�%^ ,�Su�.� C,c = o �S r� �p� � � / �� / � / 'l„p.Yl�7-�1 p� �-p�J� fv! 1�/'Q,��r % l��Z -r�tCvl ��-�v�Gl�-v^� U i{� V �j�-�t� !�L-� �-p d-c.�7y( �-'O� �.�� .�°-� �l�'�' /�-l' ^ �� , � = �'� c�,� ot��-� � ' M/N �J t� �1 S7 = �j-IJ % �j� G-. (� N C?� A NI r� se� = ��J � "�" C �" o'� _ �C..DGE- p�Srt = �-b ; 3�.. < 3 i u � Z �'�, Co ` �� ' � �30 l� � (� C� -� G,�j�-� -� I� � = � �� lg �� . ', �� i., , N G-/�'e (�� f � �1� �,��> @ Cv O,C, S��!�tl[� (9�� : �� o� �c�J� f�-�-r� 13 f� _ _ __��- _ 3 �� 1t{-�-e�' (3GL? Wi /�u7' cf' S-'(D �� ,r� � (,tJ�f��- ��µ �l��S �`�\ 62�Q 'r) J S � � � � V �^� � �\� � � ��5�" ��n �� P� -�--- �__ � Larson Engineering Ina SUBJECT f7Z�t��..f�-__ L�-/ _ _ SHEET NO.__� OF _ `f' 2801 East Enterprise Avenue,Suite 200 Appleton,WI 54913-8558 --- PROJ T NO_ -. _._ - -- 920.734.9867 Fax:920.734.9880 BY �� DATE� 3��_ www.larsonengr.com Larson Gbn?r��c�re�J (�J,`�� rr.�L��: �X�]��'"� �b '�-aS� I GI-�� l.. f��X,�� (>�40�'� �� 2� �'z� � � L�8-c� Sc.lL6wS w @ 3 O�Cr i ,� I � � i G 4x4x� n ��_ �� i �� z" o,c� �2� �?� � �`� !'�' �G2-f-�.,a S C? � �- �.-P�„� �s-t- C, p'�z' w��.,�,) ��`��- ��2'S �J ��Iz&�- �o� (.,� `�G R��S (^�� 3��^ �l t - �.�I-o t��sc,V'� %Z � �j =0 c� �.'� �20 -� I� c� = '�32 I,l—� -� Z ��S �� o�� (L� > > �z� !`� �i�+�� W a �-j� ��Vt 2�. � ,�o L �QG1- �'il��yr � ��(� L�. �' 7t-��'-` c�'�Gr��.�C-�J � la 2� l�j _ � 2�l �o`� �� r �p�,� r�� 2� ��y�� Y ,�,� L,4-C� �c,�l C-�S �d� ��c�� :- 2� I �� = `�,3 g`� °_- Job Truas Truss Type Qty Poy SWctural Design Concepts 1305R PER13202 RBC COMMON q 1 Slonevwotl/ieynor Resldence P.E.Robbins,Inc.,Victorie IL 81485 7.340 e Feb 24 2012 MITek Inductrbe,Ina Mon Apr 29 17:28:34 2013 Pepe 1 -2�-0 , 5-8-5 , 12-3-3 , 19-0-1 23-9-0 r 2-6-0 ' S-B-5 —� 8-8-14 8-8-14 4-8-15 —� aa.•,x�.� �e u 6 r.m�x ae o � u�o ewc a 66-0 T � W' za n — � e.�= q � z �b � � N � g a-o-o —I z-ao � �— 3>>-�o z-s-o — �„ ,o 0 6-9-2 � 8-0-0 '`'- so-o � , 7-9-4 18-9- , 23-9-0 ' 7-8-4 r 8-11-14 8-11-14 ' REPAIR TO CUT IN A 1'DEEP x 8' WIDE TRAY CEILING STARTING AT 8'-9 1/8"FROM LEFT END OF TRUSS. CUT NEALTY INSERT 2x6#2 SPF BETWEEN WEBS AS SHOWN AND VERTICAL 2x4#2 SPF BETWEEN 2x6 AND ORIGINAL BOTTOM CHORD. ATTACH 7/16"24/18 APA RATED SHEATHING TO BOTH SIDES OF TRUSS AS SHOWN WITH 100%PL400 GLUE CONTACT AND (2)ROWS OF.131"x 2 3/8"NAILS AT 3"C/C INTO ALL MEMBERS. LOADING(ps� SPACIN6 2-0-0 CSI DEFL In (loc) Udell Ud PLATES GRIP TCLL 40.0 Pleteslncrease 1.15 TC 0.97 Vert(LL) -0.12 9-11 >899 240 MT20 197H44 (Roof Snow=40.0) Lumber lncrease 1.15 BC 0.52 VeA(I'L) -0.31 9-11 >698 180 TCDL 10.0 Re SUess Incr YES WB 0.49 Hoa BCLL 0.0 �e MNSRC/TPI2002 (Metr(x) rn) 0.05 8 Na Na Welght:1201b FT=0% BCDL 10.0 LUMBER BRACiNG TOP CHORD 2x4 DF i800F t.6E•Except' TOP CHORD Shucturel wood sheathing directly applfed, except end vertk;als. T1:2x4 DF No2 BOT CHORD Rlpid ceiling direclly applled or 10-QO oc breGnp. BOT CHORD 2x4 SPF No.2 WEBS 1 Row al mldpl 312,68 WEBS 2x4 SPF Stud MITek recommends thel Stabilizers and required crosa bradng be inslalled OTHERS 2x4 SPF Stud durina Was erecHon,in accordence wfth Slabllizer Installatlon auke REACTIONS (Ib/size) 8=1393/0-38(min.0-2-3),14=1881/0-3-8 (min.0-1-8) Mex Ho214�239(LC 8) Max UpIIRB=-37(LC e),14=-137(�C 7) FORCES (Ib)-Meximum CompreasloMMaximum Tenston TOP CHORD 1-2=0/157,2-3=-394/85,3-4=-1551/97.4-15=-1403/101,5-15=-1380/127,bt6=-1305/149,&18�1504/109,6-7=-153/129,12-13=-27/1017,2-13�-27/1017.7-8=-198/51 80T CHORD 11-12=-42/1283,10.11=0/927,9-10=0/927,8-9=-0/1200 WEBS 3-11s377H57,5-11=38/569,5-9=-58l497,8-9=-309/174,3-12=-1418/94,8-8=-1644/28 NOTES 1)Wind:ASCE 7-06;90mph;TCDL=6.Opsf;BCDl=6.Opaf,h=21ft;Cet.II;Exp B;enGosed;MWFRS(low-rise)gable end zone;canUlever left and rigM expoaed; � end vertical lefl and righl exposed;Lumber DOL=1.33 plate prip DOL=1.33 � �ha��h1�pb��SP� 2)TCLL:ASCE 7-05:Pf=40.0 psf(flat root snow);ce�egory n;Exp B;ParGaily Exp.;cc=�.� �herabY �� red bY 4)ThIsBWns.s�has beendesihned f 0e reter of m n ro f IWe load�of 16.0 af or 1.D0 Umes flat roof bad of 40.0 sf on overhe s non-croncurrent wilh olh RI�IID��or cepo�►Wos p�eP° a a P P �w di�ect snpef+Kio� baes. me or upde� my i�had 4�o- _5)Adach ribboh bWCR to trtias willi3=lotl nails a(3�Slled ta naf ra�.— -- _ _ ___ _ __ . d�ly_Rae __._.__ 6)This W ss has been designed for e 10.0 psf bottom chord Iive bad nonconcurrent wlth any other INe loads. d�d Iha1� �m� �p�1�0� 8)Povide mechant�I conneic i n(byeoithers)ot tniss to bearinp p el ePcepab elaf wNhs ending 37 Ib uiplHl at joint 8 and 137 k�up R aljo nl 14�8�9$u� fssiAn��En9ti�°f �ndet fhe 9)"Semi-rigid pilchbreaks wlth flxed heels"Member end flxlry modei was used in the aneysis and design of this truss. 'n�s �� s Stola LOADCQSE(S)Slandard R �NS PHI � � ��, DA1E� �,a fy�'q Re U1ro��1Von o. ,_.-�--'^""'_ DATE TIME �/ CITY OF ORONO CALLED IN '3��_ INSPECTION NOTICE 4� SCHEDULED .3-2-7- /3 PERMIT NO.d��a `D/Z�'" COMPLETED ADDRESS a� �0 /��- �� OWNER TELEPHONE NO. �lZ ��a ��' CONTRACTOR �� >; DESCRIPTION r0D T�� -s � l� ❑ FOOTING ❑ PLUMBIN NAL ❑ EXCAV/GRADING/FILLING � ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS � Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT � ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP _ ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL J ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W C � � � � l�- `� �C� � � 0 � W � Q � Z W � W � � � �ORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W ❑CORRECT WORK 8 PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY � ❑CORRECT WORK,CALI FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. � pHOTOTAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED ❑INSPECTION REQUIRED.CALLTO ARRANGE ACCESS. Cail forthe next inspection 24 hours in advance. �95Z� Z49-4600 OwnerlContractor on site: Inspector. �. White Copyllnspector's File " eJ'�/' DATE TIME `� CITY OF ORONO CALLED IN � =c,��_ INSPECTION NOTICE SCHEDULED �.� PERMIT NO.��I a. — o r a s5 COMPLETED ADDRESS �� '�/�-p �� OWNER TELEPHONE NO. 507 Z�j � d�R D CONTRACTOR 5�� ; DESCRIPTION �� ` � ❑ FOOTING ❑ PLUMBING FINAL ❑ AV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORENVETLANDS y ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT v ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP i ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL J ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W a o �Gr �.Se �(�c� �/1 o�e� �2 �J 1 �� - � o � � c�h�e � ° �- � d a N W � I� I/ ��J � Q � �9v L. �-�' z � �� g �'�n. �P_�' ��, � � j �,/�J 1'� t n.a a W ❑WORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLETE � ❑CORRECT WORK 8 PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W � ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECTUNSAFECONDITION WITHIN HOURS. � pHOTOTAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED O INSPECTION REQUIRED.CALLTO ARRANGE ACCESS. Call forthe next inspection 24 hours irt advance. �95Z� Z49-4600 OwnerlContractor on site: Inspector. _ — White Copyllnspector's File Canary Copy/Site Notice S�� DAT TIME CITY OF ORONO CALLED NI �D��Z INSPECTION NOTICE `ZS--�SCHEDULED /D-Z3-/.3 :OD PERMIT NO.ZD�Z ' � COMPLETED ADDRESS o2�P�� /U�� (SI1,�,2 A�I� OWNER TELEPHONE NO. (O�Z. lS��t� ��5 CONTRACTOR �t (N� l�'��fN a DESCRIPTION ��'' ��'� � � ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS y ❑ FRAMING ❑ MECHANICAL FINAL Q ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE � SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT J ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP _ ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL J ❑ PLUM T FINAL ❑ FOUNDATION/REMOVAL � OWNE CONTRACTORTOMEETYOU: YES NO � COMMENTS: W ..� � �1 {r; � � 0. � � ' � /1� 1 -- 1 0 � � ° �—F��/�,� � �r� .5 J�J �� • W � Q Z C�Qs ��G( �G�la'y�'+, �lSc/t,9'�'�-,�l' w � W � � � d W ❑WORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLEfE � ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W � ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY � BEFORE COVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. � pHOTOTAKEN INSPECTOR WILL REfURN ❑STOP ORDER POSTED.CALL INSPECTOR � CITATION ISSUED O INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Cail for the next inspection 24 hours in advance. �952� 249-46QQ OwnerlContractor on site: ' Inspector. White Copyllnspector's File Canary CopylSite Notice � ,p AT TIME ✓ CITY OF ORONO CALLED IN �G�� 3 INSPECTION NOTICE SCHEDULED � /� PERMIT NO.a0/a- OI�ss COMPLETED ADDRESS o2(��D /��'�Th-�� OWNER TELEPHONE NO.lD�z S� "�O� CONTRACTOR � � � DESCRIPTION __ ��I1U�C� —' S� � � ❑ FOOTING O PLUMBING FINAL ❑ EXCAV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS y ❑ FRAMING ❑ MECHANICAL FINAL � ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT J ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP ? ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HAFiD COVER REMOVAL J ❑ PLU ING RI ❑ f-0UNDATION/REMOVAL � OWNE ONTRACTOR TO MEET YOU:�YES NO c�., COMMENTS: a� W a � t � �,e- e ° � e� W �V,4�i � (�� Q � f4 n.d(�� :IS �N Q�� W � W � J d � ❑WORKSATISFACTORY:PROCEED ROJECT COMPLEfE W ❑CORRECT WORK 8 PROCEED ❑I UE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. � pHOTO TAKEN INSPECTOR WILL REfURN O CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Ca11 for the next inspection 24 hours in advance. (952� 249-46�0 OwnerlContractor on site: Inspector. � 1. � White Copyllnspector's File Canary CopylSite Notice , � • . • • � • emo To: Finance Department From: Christine Mattson, Planning Assistant CC: Street File Date: June 23, 2014 G/L: 101-22205 Re: Escrow Refund Building Permit Application #2012-01255 pertaining to 2640 North Shore Drive is complete. Please refund $2,500 to the applicant, Kent Hodder. As-built survey was reviewed in-house. The following is attached: • Original signed escrow agreement • Copy of cash register receipt showing escrow amount received Mail to: Kent Hodder 2640 North Shore Drive Wayzata, MN 55391 w:�street flles\north shore di12640\escrow refund form 2012-01255.docx BUILDING PERMIT ESCROW AGREEMENT ' � ' • Land Use Application #12-3559 Orono Building Permit#2012-01255 AGREEMENT made this �� day of ✓�i4-N , 20�3 by and between the CITY OF ORONO, a Minnesota municipal corporation ("City") and Kent and Judith Hodder("Owners"). Recitals 1. A building permit application has been filed for a detached accessory structure located at 2640 North Shore Drive the ("Subject Property"), legally described as Outlot A and Lot 2, Block 1 and fhat part of Lot 3, Block 1, which lies Northwesterly and Westerly of the following described line: Beginning at a point on the North line of said Lot 3, a distance of 156.10 feet Easterly from fhe Northwest corner of said Lot 3; fhence Southwesterly to an angle point on the Wesierly line of said Lof 3 a distance of 302.76 feet southerly from said Northwest corner, as measured along said Westerly line; thence Southerly along said Westerly line a distance of 162.64 feet to an angle point in said Westerly line;thence Southerly to the point of curvature on the Southwesterly line of said Lot 3 and said line there terminating. in COLWELL ADD/TION, Hennepin County, Minnesota. 2. Owners request the City to review this application. 3. The City will commence its review of the application and incur costs associated with said review only if the Owner establishes an escrow to ensure reimbursement to the City of its costs. NOW THEREFORE,THE PARTIES AGREE AS FOLLOWS: 1. DEPOSIT OF ESCROW FUNDS. Contemporaneously with the execution of this Escrow Agreement, the Owners shall deposit$2,500 with the City. All accrued interest, if any, shall be paid to the City to reimburse the City for its cost in administering the escrow account. 2. PURPOSE OF ESCROW. The purpose of the escrow is to guarantee reimbursement to the City for all out-of-pocket costs the City has incurred (including planning, engineering, in excess of $500, or legal consultant review) or will incur in reviewing the plan. Eligible expenses shall be consistent with expenses the Owners would be responsible for under a building permit application. The escrow will also guarantee reimbursement to the City for all out-of-pocket costs the City has incurred to assure that the work is completed in accordance with the Stormwater Pollution Prevention Plan and the provisions of Orono City Code Chapter 79. The financial security may also be used by the City to eliminate any hazardous conditions associated with the work and to repair any damage to public property or infrastructure that is caused by the work (including planning, engineering, or legal consultant review) associated with land use application #12-3559 and building permit #2012-01255 if compliance with the approved building permit is not accomplished. 3. MONTHLY BILLING. As the City receives consultant bills for incurred costs, the City will in turn send a bill to the Owners. Owners shall be responsible for payment to the City within 30 days of the Owners' receipt of bill. 4. DISBURSEMENT FROM ESCROW ACCOUNT. In the event that the Owners do not make payment to the City within the timeframe outlined in #3 above, shall issue a Stop Work Order until the Owners pay all expenses invoiced pursuant to #3. The City may draw from the escrow account without further approval of the Owners to reimburse the City for eligible expenses the City has incurred. 5. CLOSING ESCROW. The Balance on deposit in the escrow, if any, shall be returned to the Owners when the review has been completed and written notification is received from the Owners requesting the funds. 6. CERTIFY UNPAID CHARGES. If the project is abandoned by Owners, or if the eligible expenses incurred by the City exceed the amount in escrow, the City shall have the right to certify the unpaid balance to the subject property pursuant to Minn. Stat. §§415.01 and 366.012. CITY: C TY OF ORONO OWNER: By: I11� � -- its: � 1'1'� �c�:�''�il � �� C �rrternal`Use-�nly: �Orlglnal�to:Planning ��C�ipyta'Prop�y�ner A Cc�rpy tn Str+�et File APPLICATION ESCROW AGREEM�E� Zoning Application#_�_ - AGREEMENT made this,��ay of , 20 2, by and between the CITY OF ORONO,a Minnesota municipal corporation ("Cit�')and [a corporation—optionaQ ("Owner"). Recitals 1. �wner has filed Zoning A plicatio - formall req esting the City to review plans for r i''�.•� located at 1'�- . the"Subject Property")as more fully shown and described on Exhibit"A"attached hereto. wner re ue ts the City to review said plans which requires City approval including 3. The City is willing to commence its review of the application and incur costs associated with said review only if the Owner establishes an escrow to ensure reimbursement to the City of its costs. NOW THEREFORE, THE PARTIES AGREE AS FOLLOWS: 1. DEPOSIT OF ESCROW FUNDS. Contemporaneously with the execution of this Escrow Agreement, the Owner shall deposit $ ?�,�Q_ with the City. All accrued interest, if any, shall be paid to the City to reimburse the City for its cost in administering the escrow account. 2. PURPOSE OF ESCROW. The purpose of the escrow is to guarantee reimbursement to the City for all out-of-pocket costs the City has incurred (including planning, engineering, or legal consultant review)or will incur in meeting with the Owner, reviewi the plans, and preparing agenda packet material for City Council review of application#_�L - Eligible expenses shall be consistent with expenses the Owner would be responsible for under a zonin�ubdivision application. 3. MONTHLY BILLING. As the City receives consultant bills for incurred costs, the City will in turn send a bill to the Owner. Owner shall be responsible for payment to the City within 30 days of the Owner's receipt of bill. 4. DISBURSEMENT FROM ESCROW ACCOUNT. In the event that the Owner does not make payment to the City within the timeframe outlined in#3 above,the City may draw from the escrow account without further approval of the Owner to reimburse the City for eligible expenses the City has incurred. The City shall notify the Owner of such draw and the nature of the expense for which the reimbursement is being made. If the Escrow amount falls below 75% of the original escrow amount the Owner shall deposit additional sums as directed by the City,or the City shall discontinue all review. 5. CLOSIMG ESCROW. The Balance on deposit in the escrow, if any, shall be returned to the Owner when the review has been completed. 6. CERTIFY UNPAID CHARGES. If the project is abandoned by Owner, or if the eligible expenses incurred by the City exceed the amount in escrow, the City shall have the right to certify the unpaid balance to the subject property pursuant to Minn. Stat. §§415.01 and 366.012. CITY O OR t1W OWNER By. �ts: �t . ��i. j��D�2 Variance Application U d: January 31, - 11 - � CITY OF ORONO * Z 0 1 z - 0 0 4 4 6 * 2750 KELLEY PARKWAY DATE ISSUED: 05/23/2012 ORONO,MN 55356- 952 249-4600 FAX: 952 249-4616 ADDRESS : 2640 NORTH SHORE DR PIN : 09-117-23-13-0009 LEGAL DESC : COLWELL ADDN : LOT 000 BLOCK 000 PERMIT TYPE : ESCROW FEE-OTHER PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : ESCROW FEE-OTHER NOTE: ESCROW ZONING APP 12-3559 APPLICANT ESCROW FEE-OTHER 2,500.00 HODDER,KENT H&JUDITH B TOTAL 2,500.00 2640 NORTH SHORE DR MN 55391- OWNER HODDER,KENT H&JUDITH B 2640 NORTH SHORE DR ,MN 55391- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate pertnits. All provisions of laws and ordinances goveming this type of work shall be compied with whet6er or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections aze requested in conformance with the State Building Code.This permit may be revoked at any time for due cause. / / / / Applicant Permitee Signature Date Issued By Signature Date SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. i � IR l/l 4M a. i3 '� � Z� � L.!'� � Q � ..�s 1/Y � i6 I!Y r,� L3, � � �' � i7� d � � � �, � �} �� _ � �� ' �.: �.. �_;;:;; t � k;::. �`. �� :�k. YS e~• � � .�i;�:,�". � � � I � p. z � a ii �a v �.;.'; a ' t� _ �,�- ?� � � � � 1'� $ � aIa a� � r��ch r� •� N I N N �` � Q � ti � r �.. �� _ ❑ r�i�� r — T � � � ❑ � � � T. � m�� '� � �� ' � � � ::,::� � � � ' - � t�, ' C �.i � �� — v. . � � � N � �I� �l _ � � � � � = � t — ��;c� � � :� � � � � R �: � € € � C ,� � � L c� ` �" DATE TIME ail CI I T OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED PERMIT NO. 2-OL2 01 COMPLETED - ADDRESS Z(IO /1f'0417) Sb-t.V OWNER (-to P'o eye TELEPHONE NO. CONTRACTOR DESCRIPTION u ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING c 0 POURED WALL 0 MECHANICAL RI 0 LAKESHORE/WETLANDS CI FRAMING ❑ MECHANICAL FINAL I=1TREE REMOVAL 0 INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION vC ❑ RADON SLAB 0 WATER HOOK-UP ❑ PROGRESS I., 0 FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT ❑ DEMO-SITE ❑ SEPTIC MAINT. 0 FOLLOW-UP ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL OWNER/CONTRACTOR TO MEET YOU:_YES NO o COMMENTS: cc cc CCCC W d W ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY ✓ BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN El CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contra or s t______ Inspector. C` White Copyllnspector's File Canary Copy/Site Notice