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Home My WebLink About2012-00723 - new structure . , , CITYOFORONO * z01z - 00723 * , , 2750 KELLEY PARKWAY DATE ISSUED: 09/04/2012 ORONO, MN 55356- (952) 249-4600 FAX: (952) 249-4616 ADDRESS : 3443 CRYSTAL PL PIN : 17-117-23-43-0005 LEGAL DESC : NAVARRE HEIGHTS : LOT 002 BLOCK 002 PERMIT TYPE : NEW STRUCTURE PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : SINGLE FAMILY ACTIVITY : 101-5[NGLE FAMILY HOUSES, DETACHED VALUATION : $ 134,906.40 NOTE: SGAERATE PERM11'S RCQUIRED: PLUMBING, MECHANICAL,FIREPLACE,LAWN IRRIGATION,ELECTRICAL(STATE) NOTE: AS BUILT SURVEY REQUIRED PRIOR TO CERTIFICATE OF OCCUPANCY ISSUANCE. INITIAL: � � �, NOTE: F3E AW , IN"I I IE EVENT WEATHk;It OR O"I'HER CONDITIONS PREVENT THG COMPLET[O O �A 5-BUILT SURVGY AT 'I�HE TIMF,T ERTIFICAT'E OF OCCUPANCY IS REQUESTED,A TGMPORARY CERTIPICATE OF O C MAY BE ISSUED UYON RE ,IP O['A$10,000 F,SCROW TO ENSURE COMPLETION OF THE AS-BUILT SURVGY AND ALL SITG IMPROVEMENTS. INITIAL: � RECL.A ,$ DEMO CRGDIT. REPORTED 07/I S/2009#2009-0041 1 APPLICANT PERMIT FEE SCHEDULE 1,266.75 GULLICKSON, FRITZ 3443 CRYSTAL PL PLAN REVIEW 58.50 WAYZATA, MN 55391- STATE SURCHARGE(VALUATION) 67.45 TOTAL I,392.70 OWIYER GULLICKSON,FRITZ 3443 CRYSTAL PL WAYZATA, MN 55391- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specitications,applicable City approvals,and thc State Building Code. 'fhis permit is for only the work described and does not grant permission 1or additional or related work which requires separate permits. Ali provisions of laws and ordinances governing this type of work shall be eompied with whether or not specified herein.This permit will espire and become null and void if construction authorized is not commenced within 180 the dat of issuance,or if construction is suspended for a 8 �ays any time atter work has commenced. "Che appf t is re o � e fo uring all required inspections are req ted in conf � anc° � the State Building Code.This permit may bc revoked at any�' or cause. - �/ / / � / -L�l"�--- � � / l /i'�o�. App � errnitee Sign ure Date Issu By Signature Date SEPARATE PERM[TS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. t r ' ` City of Orono � G� a �(� �jl � Building Permit Application � for New Structures or Additions Mailing Address: Permit number: Z�l Z �D 7aJ� O�,�,�.0 PO Box 66 Crystal Bay, MN 55323-0066 Date received: ��-' " //Z I � Received b � � ,a : �, StreetAddress:' �� '.�, ° Y�1 Gti`�' 2750 Kelley Parkway � ��Z�r� Plan review fee: � 7(�- y. � r L9kE8H��`'� Orono, MN 55356 �,�{,. 3 �i'f /2-fJD a2 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. Incomplete a plications will be returned. (Please print) GENERAL INFORMATION: �-�� Job Site Address: .�� f�%�'L, �G�/�� Will this be a Parade of Homes, Rem�delers Sh wcase Hom 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-permitted events will not be allowed. CONTRACTOR/APP ICANT INFORMATION: Name: �� ,� State License# Expiration Date: Phone: Q� �� office cell Mailing Address: � �-G? Cit : ZIP: �'�'' Contact Person: Applicant is: Contractor / Homeowner �c��ie o�e� Email and/or Fax: PROPERTY OWNER�NFORMATION: Name: � -� �L iC� Phone (day): C�' Address: �p�, ��-� � City: ��1��U ZIP: ��/� � Email and/or Fax ' ARCHITECT/ ENGINEER INFORMATION: Name: ��y Phone (day): Address: City: ZIP: Email and/or Fax: PROJECT INFORMATION: 1.Type of Project 2. Proposed Use 3.Structure Type 4. Sewage Disposal & 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 8�permits. ❑ Industrial ❑ Private Well Minnehaha Creek Watershed District(MCWD) ❑ Other: (specify) 18202 Minnetonka Blvd Deephaven, MN 55391 Phone: 952-471-0590 Fax: 952-471-0682 www.minnehahacreek.or Estimated Construction Valuation (excluding land) $ / � ��/v� Packet Last Updated: 03-06-2012 -21 - , � , . . , r � ��`:l �, � � �� S � � C I Cz i VL'� � . �-�V��ry\ ��D"Y�L C� (��I(_{__. ---� � � J j �J��: # "�-- C��-'( -('��>�{ j � . , STRUCTURE INFI�RMATION: 1. Structure Dimensions 1. Structure Dimensions (continued) 2. Type of Construction r �a. Length (ft.)= �'� Number of bedrooms= �ood/Frame � b. V�idth (ft.)= �J� Number of garage stalls: ❑ Masonry Areas in square feet Attached = � ❑ Metal ❑ Pole Bldg. c. Basement= � Detached = ❑ ICF d. 1St Story = f� ❑ On-site Prefab e. 2"d StOry= ` ❑ Off-site Prefab f. '/�Story = r - ,�/� ❑ 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 �1 ❑ Permit A lication ig' ❑ Pro osed Buildin Plans � ❑ MN State Ener Code Calculations and Mechanical Code Requirements Form ❑ Surve meetin all re uirements ❑ �' Stormwater Pollution Prevention Plan fd ❑ Hardcover Calculation s ❑ jd Se tic S stem Site Evaluation Re ort ❑ � Access Permit ❑ Wetland Buffer Im rovement Plan ❑ i� 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; ,/�J • Agrees to pay the City of Orono for engineering consultant review costs in e f.$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 comple�ion of the asd�uilt survey and all site improvements. � t ApplicanYs Signature: Date: �''� � � �� (� j,�� Owner's Signature✓ G'�'�'�'1 ✓- �� Date: �I,�.�h �-� �d � i Packet Last p ted: 03-06-2012 -22 - 7 , Fees to be Charged YES :NO Per,mit �L -F- ;,,;. Plan Review State��Surcharge � � � �a� .�" °` � �;r�a� _. , _., Investigation Fee I :'SAC ,N�mber of`SAC=U:nits i Sewer Connection �Wat�er�,��o�ne:c�ion ' �, ` � _ . .:�-�� w v,��.� ��+��.��'��:'�_�� h��.1 f��.�,��°�:' ,�J„�� Park Fee . .. '��e�l�s�pe�t�on��'�.��.� � �.,�. �, ,� . M +y� a - ..,� a..�...,v�.,r�. . .p�.. 6, .�,..�n . '��,kai'c�«5x+a,- attAci6f4htPk�T�,.�h-^� '�• a� +�+�� ' ry. �f�. �� '�� .w.kna+.`.J�s�n't�'r,.�..,�Y«., Other(specify) ��IIYItSC�II�f�EAIiS��@S '� ^�i��t� � c�si� � ��,,*�r�'�� y� y4 s"� �'�� as.�:�a `�„s�:'..��.,. '��,.,�Cf._ :; ��;z,�� .�.e�`�"��a�'� - �.n.. t�, e ,.�n,�A � Calculated By: Square Foota e $ per Square Foota e Basement X = � 15tFfoor �� . 3 . 1�`1d x �t � _2� _ � 4 u2 ��z. . z� s v n'Z 3 = �`fo - -�..t- �i x i� = � X (�.�"Z = $ ( 3 �6 I . c� � Garage � r� z� � 4�� X 3�,i�`� _ $ i �tJ Z.�L� Z.to Estimated Construction Value: $ I 3�"(i�7�� `-� Orono Inspections Required Work Requiring Separate Permits Required State Permits ❑ Site Plumbing ❑ Grading / Filling ❑ Well 0 Hardcover Removal Mechanical 0 Fire Ja' Electrical ,0'Footing ❑ Septic ❑ Water Connection 0 Poured Wall Fireplace ❑ Sewer Connection oundation Survey ❑ Masonry �'Lawn frrigation ,,�Radon Rock Bed �Mfg. kYFraming � Other(specify) �nsulation �As-Built Survey Final 0 Other(specify) REMARKS (in-house): Other Review: Reviewed by: Date Approved: Access:Existing: 0 YES ❑ NO New: ❑ YES � NO REMARKS�TO BE NOTED ON PERMIT AND INITIALLED BY PERSON PULLING PERMIT) �` �U-�� it Updated: 09/11/2009 z:\formslptan review checklist.docx Plan Review Checkfist for New Structures / Additio��s T Address/ PID/ Legal: .3'�1'`l3 C,iZ�1S i�°1 L P (,q C�� Description of work: N l=l� ��.� Septic review by: N ( �'�I Date Approved: Zoning review by: Date Approved: �� 1 Building review by: Date Approved: � -� — �'I Z..� Grading review by: /,r�� Date Approved: �/ �� Zoning File#: Resolution#: Resolution Date: Zonin District Fire Department Post Office School District Zoning: Lot Ar � �� SF /AC Width: Depth: Survey Submitted: es ❑ No Date of Survey: Proposed Setbacks: Front (Lake) Rear(Street) ( N S E ) ( N S E. W Other Buildings Wet{and i Side • � ► Building Defined Height: � Building Peak Height: '��#of Stories Ok?: S FOR A BUILDING WITH A BASEMENT OR CRAWL SPACE: FOR A BUILDING ON A SLAB FOUNDATION: START WITH the distance between the basement floor/crawl START the distance between the slab and the highest �� ,�f space floor and the highest roof peak,the top of WITH roof peak,the top of the cornice of a flat roof, the cornice of a flat roof,the deck line of a the deck fine of a mansard roof, or the mansard roof,or the uppermost point on a round uppermost point on a round or other arch-type or other arch-t e roof roof �2, SUB�� half the distance between the highest window and SUBTRACT half the distance between the highest window � hi hest roof eak of a itched roof and hi hest roof eak of a itched roof SUB�CT the distance between the basement floor/crawl ADD the distance between the slab and the highest � pace floor and the highest existing grade within existin rade within the foundation t foundafion or 10 feet, whichever is fess. EQUALS Defined buildin hei ht EQUALS ined buildin hei ht Lot Coverage: 4��_SF " V� `" �� i g��v� Shoreland District MCWD Permit Received Avera e•Lakeshore Setback Bfu ❑ Yes � No � N/A ❑ Yes o Yes 0 No ❑ Yes ❑ No N/A Permit Number: Setback: Hardcover Zones Existin Proposed Variance R quired CUP R uir d 0-75 ❑ Yes No 0 Yes o 75-250' Type(s): Type(s): 250-500' 500-1000' /�2'l p �j I j REMARKS (in-house): Updated: 09/11/2009 z:\forms\plan review checklist.docx �� %1� / ••••••••��+�+•.� �+�w��- ��..�yr ........ VUiVlA1GUVl IJ a��u iv�c�.��ai in.ai vvuc i�cyu��ci r ic��►a i v��i� %�� Additional copies can be found by going to: http://www.dli.mn.gov/CCLOJPDF/sbc 1322 cert.pdf �� N1101.8 Certiiicate � Builders 1�Tame/Company Date: �, �Z Site Address: Contractor Name: ��/� � � � �/r�-- cense Number: � Location Type of Insta//ed Type Location Srze Insu/ation R-Va/ue Makeup Air Roof/Ceilin (d�v (� Z Combustion Air Walls , � , ' � Water Heatin ,�b Slab-on-Grade Manu ctuner Made/ Floor � - � � � !�c i•v Ducts Outside of Conditioned 5 aces Rim loist g �+��C, 2�S �. �}.� Interior, Exterior or Integral Location R-Va/ue Foundation Wall , ' Interior, xterior or Integral Ave�a e U-F'actor SHGC so/arheat ain coe�cient Passive Active Fenestration Radon Control � T e In ut Ratin AFUE Manufacturer Mode/ Ca/cu/ated Heat Loss Heatin S stem ooC� ' .� �= C t9 6� T e Out ut Ratin SEER Manufacturer Mode/ Coo/in Load/Heat Gain Coolin S stem � L,'" €Ef� u ul (1�,R� /vl O Z.�IJl� ' ) 8 T e Location Continuous Venti/ation Tota/ Venti/ation Mechanical Ventilation - - 18 - »��.,.. �� -.:-� . .�:a:.J,.M P .. �... - _�''�'i � :. .,R:.ti i� . 14 '\��I h+'+e'l+. � I \��'1 �`N�.�.�.r� � I I Gn�il,-�„ � I � '"',``✓'� �`P _ . _ K I �� _ � � . i I � o � � � � I �-{ i � � I � � ' �- I � � � � � C� = ! � i �' , . � -_`i ;,r, ;�� - - -+ � �, � �� r �, `�� ;�, A .,,� I ��. � � .` � _. � I �� !i \ C � �_� � ' C� � C1 � '=�- ;; O � � �� I; �, a ; � T ` _-j. i '�� i I �� 1�- .} �; `�_� � �J ^ � j � ��`� �� 7'�`' � _ �r�� i _ � �.. � _ .�. � '' - � � � _ .\ �, ) � � _ - �� ,, ,�� ---__._______.___... 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' '�. ._-1:�.''^ E , � . _��a� � �''�� ' .�.�- �, _._._._.__� ��__ � - ��-- -�� r-- -, ��rt�—.___.—� .� _� �u, ._ �.. �' �; ,� � 1 f 4 ' I � � � _ - i- f_ _ _ ; � ; . _. �. . .v _�_�_ ; _. _ � � , _\___ � � �. ;, � �__��_ . � � ._ t .. i -s .�.� - �� '??�r�� { � � � ` � _ . . > --�_ . �.� . . '�, _ � ._�` � __.—_��} . �,� � .. :� � i . y ___ .. ..__�._._. ....__�., . .. .� , . .� . . . . ;. �. _._._ — - � �Y.r`; _- � ►►�13 � ,,��, e�r� .,.�..-j�� - � � �, 1 � 1 I �� Caicuiation Procedures A B Ci D �ab: H071812 GULLICKSON +� wrightsoft' > > > Date: Jul 18,2092 Entire House Bv: C.Thompson Goodin Company 2700 2nd straot r,orth,A1inneapolis,A1N 55411 Phone:612-568J811 Fax 612-588-8132 Emali:codnc.IhompsonaQgoodlr.co.com Web:vnvw.c�oodioco.com Procedure A-Winter Infiltration HTM Cafculation* 1. Winter infiltration AVF 0.8� ach x 13503 ft3 x 0.0167 - 180 cfm 2. Winter infiltration load 1.1 x 180 cfm x 88 °F Winter TD = 17428 Btuh 3. Winter infiltration HTM 17428 Btuh / 350 ft� Tota!window = 49.8 8tuh/ft2 and door area Procedure B -Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 13503 ft3 x 0.0167 = 90 cfm 2. Summer infiltration load 1.1 x 90 cfm x 93 °F Surr►mer TD = 1287 Stuh 3. Summer infiltration FiTM 1287 Btuh / 350 ft2 Total window = 3.7 Btuhlft2 and door area Procedure C - L.afent Infiltration Gain 0.68 x 22 gr/{b moist.diff. x 90 cfm = 1354 Btuh Procedure D - Equipment Sizing Loads 1. Sensible sizing load Sensibie ventiiation load 9.9 x 0 cfm vent, x 13 °F Summer TD = 0 Btuh Sensible load for structure(Line 19) + 20624 Btuh Vent + structure+ other equip loads = 20624 Btuh Rating and temperature swing multiplier x 0.93 � Equipment sizing Ioad - sensible = 19180 Stuh 2. Latent sizing load Latent ventilation load 0.68 x 0 cfm vent. x 22 gr/Ib moist.diff. = 0 Btuh Interna! �oads = 230 Btuh x 3 people + 690 Btuh Infiltration load from Procedure C + 9354 Btuh Equipment sizing load- latent = 2044 Btuh 'Construction quaiify: Average , Fireplace construction: Averaga Number of fireplaces: 0 ; Calculations approved by ACCA ta meet all requirements of Manual J 7th Ed. zoiz-��,i-ia to:aa:oi �,;+�- wrightsoft' Right-SuiteJ Universal 8.0.24 RSU15012 Pac�e t /4�� Z:1Wrightsoti FIVACIProjecl\Cedric1h071812 Gullickson.rup Calc=MJ7 Fronl Ooor�aces: N � , � g s Load Short Form Job: H071812 Gt1Ll.1CKSON wri htsoft Date: Jul 18,2012 Entire House By: C.Thompson Goodin Company 2700 2nd street north,A9inneapolis,MN 55411 Phone:612-588-7811 Fax 612-588-8132 Email:cednc.ihompsonQgoodinco.com Web:www.goodinco.com ' • ' 0 • For: FRITZ GULLICKSON 3443 Crystal Place � 8 - � • • Htg Clg Infiltration Outside db(°F) -96 88 Method Simpfified Inside db(°F) 72 75 Construction quality Average Design TQ (°F) 88 13 Fireplaces 0 Daily range - M Inside humidity(%) 5 50 Moisture difference(gr/lb) 4 22 HEATING EQ1JtPMENT COOLING EQUIPMENT Make Rheem Make Ruud Trade RHEEM, RUUD Trade RUUD UAPM SERIES Model RGRC-06EMAES Cond UAPM-024JAZ AFiRI ref no.4356213 Coil RCFL-N*2621+RGRM-06?MAE? AHRI ref no.4670098 Efficiency 95AFUE Efficiency 13.0 EER, 16 SEEF2 tieating input 60000 Btuh Sensibfie cooling 18060 Btuh Heating output 58Q00 Btuh Latent cooling 77Q0 Btuh Temperature risa 61 °F Total cooling 2580Q Btuh Actual air flow 860 cfm Actual air flow 860 cfm Air flow factor 0.018 cfm/Btuh Air flow factor 0.042 cfm/Btuh Static pressure 0 in H2� Static pressure 0 in H20 Space thermostat Load sensibie heat raEio 0.91 ROOM NAME Area Htg load Clg ioad Htg AVF Cig AVF (ft2) (B#uh) {8tuh) (cfm) (cfrn) BASEMENT 760 18227 6885 327 287 MAlN FLOOR 1200 29693 13739 533 573 Entire House d 1960 47919 20624 860 860 i Other equip loads Q 0 Equip. @ 0,93 RSM 19180 Latent cooling 2044 ', TOTALS 1960 47919 21225 860 860 I'' Bold/1(allc values have been manually overrldden Calculations approved by ACCA to meet all requirements of Manual J 7th Ed. �, � wri htsoft• 2012-Ju(-1810:44:01 g E2ght-SuiteJ Univarsal SA.24 RSU15012 Page 1 � 2:1Wdghisoft HVACIPro(ecllCedric1h071St2 Gullickson.nep Calc=A9J7 Front Door faces: N � � Calcuiation Procedures A B C � Job: H071812 GULLICKSON -+�- wrightsoft• > > > Date: Jul 18,zoas Entire House ev: C.Thompson Goodin Company 27002nd stree[rorth,Alfnneapolis,A1N 55411 Nhone:612-568-7815 Fax 612-588-8132 Emaii:cednc.lhompsono�goodirco.com VJeb:www.goodinco.com Procedure A-Winter lnfiltration HTM Calculation* 1. Winter infiltration AVF 0.80 ach x 13503 ft' x 0.0167 = 180 cfm 2. Winter infiltration load 1.� x 180 cfm x 88 °F Winter TD = 17428 Bfuh 3. Winter infiltration HTM 17428 Btuh / 350 ft2 Total window = 49.8 Btuh/ft2 and door area Procedure B -Summer Infiltration HTM Calculation 1. Summer infiftration AVF 0.40 ach x 13503 ft3 x 0.0167 = 90 cfm 2. Summer infiiEration load 1.1 x 90 cfm x 13 °F Summer TD = 1287 Btuh 3. Summer infiltration HTM 1287 Btuh / 350 ftz Total window = 3.7 Stuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x22 gr/Ib maist.diff. x 90 cfm = 1354 Btuh Procedure D - Equipment Sizing Loads 1. Sensibie sizing load Sensible ventiiation load 1.9 x 0 cfm vent. x 13 °F Summer 7D = 0 Btuh Sensible load for structure(Line 19) + 2o624 8tuh Vent + structure+ other equip loads = 20624 Btuh Rating and temperature swing multipfier x 0.93 ; Equipment sizing ioad - sensible = 19180 Btuh I 2. �atent sizing load i Latent ventilation load 0.68 x Q cfm vent. x 22 gr/lb mois#.difif. = 0 Btuh Internal ►oads = 230 Btuh x 3 people + 690 Btuh lnfiltration load from Procedure C + 1354 Btuh Equipment sizing load- latent — 2044 Btuh 'Construction quaiity: Average , Fireplace construction: Average Number of fireplaces: 0 Calculations approved by ACCA ta rrteet all requirements of Manual J 7th Ed. 2012-Ju1-18 10:44:01 ,�, wrightsoft' aighl-SulteJ U�lversal 8.0.24 RSUi5012 py�e j �� Z:1WngMsoft}iVAClProject\Cedric1h071812 Gullickson.rup Calc=MJ7 Fronl Door faces: N � 1 � g g Load Short Form Job: H071812 GfILLICKSOM wri htsoft Date: Jul 18,2012 Entire House ey: c.Thornpson Gvodin Company 2700 2nd stree[noAh,1�9inneapolis,MN 55455 Phone:612-588-7811 Fax 612-588-8132 Email:cadnc.lhompsonQgoodinco.com Web:www.goodinco.com ' • ' 0 • For. FRITZ GULLICKSON 3443 Crystal Place ', I D - � • � Hfg Clg Inflitration Outside db(°F) -?6 88 Method Simplified Inside db(°F) 72 75 Construction quality Average Design TD {°F) 88 13 Fireplaces 0 Daily range - M Inside humidity(%) 5 50 Moisture di(ference (gr/Ib) 4 22 HEATING EQUIPMENT COOLING EQUIPMENT Make Rheem Make Ruud Trade RHEEM, RUUD Trade RUllD UAPM SERIES Model RGRG06EMAES Cond UAPM-024JAZ AHR! ref no.4356213 Coil RCFL-H'2621+RGRM-06?MAE? AHRI ref no.4670098 Efficiency 95AFUE Efficiency 13.0 EER, 16 SEEF2 Heating input 60000 Btuh Sensible cooling 18060 Btuh Heating output 58000 Btuh Latent cooling 7740 Stuh Temperature rise 61 °F Total cooling 25800 8tuh Actual air fiow 860 cfm Actual air flow 860 cfm Air flow factor 0.018 cfmlBtuh Air flow factor 0.042 cfm/Btuh Static pressure 0 in H20 Static pressure 0 in H20 Space thermostat Load sensible heat ratio 0.91 ROOM NAME Area Htg load Clg load Htg AVF CIg AVF (ft2) (Stuh) (Btuh) (cfm) (c#rr�} BASEMENT 760 18227 6885 327 287 MAlN FLOOR 1200 29693 13739 533 573 Entire House d 1960 47919 20624 860 860 Other equip loads 0 0 Equip. @ 0.93 RSM 1918Q Latent cooling 2044 � TOTALS 1960 47919 21225 860 860 ' � Bold/flallc values have been manuafly overrldden Calculations approved by ACCA to meet all requirements of Manual J 7th Ed. ' � wri htsoft' 20t2-JuF1810:44:01 � � g Right-SuitcJ Universal 8.0.24 RSU15012 Page 1 � Z:1Wrtghtso(t HVAC1Pro�ecl\Cedricth0718t2 GullicRson.rup Calc=MJ7 Front Door laces: N � , Catcuiation Procedures A B C D Job: N071812 GULLICKSON +�- wrightsoft' > > > oate: .ru��s,2012 Entire House ev: C.Thompson Goodin Company 2700 2nd street rorth,Mlnneapolis,A1N 55411 PMene:872-588-7811 Fax 612-588-8132 Emall:cednc.IhompsonaQgoodlnco.com Web:wvnugoodinco.com Procedure A-Winter lnfiltration HTM Calculation* 1. Winter infiitration AV� 0.80 ach x 135Q3 ft3 x 0.0167 = 180 cfm 2. Winter infiltratiqn load 1.1 x 180 cfm x 88 °F Winter TD = 17428 Btuh 3. Winter infiltration HTM 17428 Btuh / 350 ft2 Total window = 49.8 8tuhlft2 and door area I Procedure B -Summer Infiltration HTM Calculation 1. Summer infiftration AVF 0.40 ach x 13503 ft3 x 0.0167 — 90 cfm 2. Summer infiltration load 1.1 x 90 cfm x 13 °F Summer TD = 1287 Bfuh 3. Summer infiltration HTM 1287 Btuh / 350 ft2 Total window = 3.7 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x 22 gr/Ib moist.diff. x 90 cfm = 1354 Btuh Procedure D - Equipment Sizing Loads 1. Sensible sizing load Sensible ventilation load 1.1 x 0 cfm vent. x 13 °F Summer TD = 0 Btuh Sensible load for structure(Line 19) + 20624 Btuh Vent + strucfure+ ofher equip loads = 20624 Btuh ftating and temperature swing multiplier x 0.93 Equipment sizing load - sensible = 19180 8tuh 2. Latent sizing ioacf Latent ventilation load 0.68 x 0 cfm vent. x 22 gr/Ib moist.diff. = 0 Btuh Internal ►oads = 230 Btuh x 3 people + 690 Btuh Infiftration load from Procedure C + 1354 Biuh Equipment sizing load- latent = 2044 Btuh 'Construction quaiity: Average � Fireplace construction: Average Number of fireplaces: 0 Calculations approved by ACCA to meet aU requirements of Manual J 7th Ed. 2012-Ju1-18 10:44:01 ,t wrightsoft' Right-SuiteJ llniversa18.0.24 ftSU15012 Pac�e t �� Z1Wdghlsoft iiVAClProjact\Cedric1h071812 Gullickson.rup Calc=MJ7 Fronl Ooor faces: N Job Name: 30' Tuckunder Truss ID: A01 Qt : 1 Drw : DRG X-LOC RF,nCT SIZE REQ'DTC 2x4 SPF C1650F1.SE **[PM)=PLATE MONITOR USED-See Joint Report�• UPLIFT REACTION(S) . 1 0- 2-12 1e15 5.50" 2.85'HC 2x4 SPF C1650F1.SE Designed per ANSI/TPI 1-2002 Support CSC Wind Non-Wind 2 29- 9- 4 1815 5.50" 2.85'WEB 2x3 SPF STUD-CAN Plating is based on quality control factors 1 -184 lb HRG aeQUIREtdENTS shown a e based ONLY 2X4 SPE N1/b2-CAN 7-3, 3-9 CQ = 1.25 £Oi Nide £aCe dRd 2 -SB4 lb on the truse material atieach bzarAEJ7GE 2x4 SPF M1/N2-CAN Cq = 1.25 for narrow face. This truss is designed using the Lumber shear allowables are per NDS. Any alterations to this are ehown for ASCE7-OS Wind Specification TC FORCE /W. BND CSI This design does not account for lonq term individual jointn on the Joint Report. Bldg Enclosed = Yes, Importance Factor = 1.00 1-2 -2546 0.06 O.Bd o.89 time dependent loading (creep). Building Refer to Joint QC Detail Sheet fot Tiuss Location = Not End Zone 2-3 -2229 0.08 0.62 0.71 Designe= must account for this. Maximum Rotational Tolerance used Huiricane/Ocean Line = No Exp Category = B 3-A -2229 0.08 0.62 0.71 IRC/IBC truss plate values are based on THIS DESIGN ZS THE COMPOSITE RESULT OF Hldg Lenqth = 80.00 ft, Sldq Width = 40.00 ft 9-5 -2546 0.06 O.BC 0.09 testinq and approval as required by IBC 1703 MULTIPLE LOAD CASES. Mean roof height = 14.06 ft, mph = 90 and ANSI/TPI and are reported in available Loaded for 10 PSF non-concurrent HCLL. ASCE7 II Standard Ocwpancy, Dead Load = 10.2 psf BC FORCE AXL BND C9I documents as ER-1607 and ESR-1118. 20 paf bottom choid live load NOT required Designed as Main Wind &orce Resisting Syst�n 6-7 2152 0.32 0.56 0.87 on this truss, per IBC/IRC requirements for - Low-riee and Components and Cladding 7-8 1G71 0.10 0.52 0.62 attics with limited etorage. Tributary Area = 60 sqft 8-9 1471 0.10 0.52 0.62 9-10 2152 0.32 0.56 0.87 WEB FORCE CSI WEH FORCE CSI 2-7 -521 0.37 3-9 729 �.18 3-7 729 0.18 4-9 -521 0.37 MP.X DEFLGCTION (span) L/747 MEM 3-4 (LIVE)�LC 1 L= -0.47" D= '0.14" T= '0.62' ____= Joint Locations =____ 1 0- 0- 0 6 0- 0- 0 2 7- 6- 1 7 10- 0- 0 7-6-1 7-5•15 7-5-15 7-6-1 3 15- 0- 0 s 16- o- 0 7-�-1 15-0-0 22-5•15 30•0-0 a 22- 5-15 9 20- o- o 5 30- 0- 0 10 30- 0- 0 15-0-0 15-0-0 1 2 3 4 5 6.00 -6.00 4X5 � 1.5X3 1.5X3 8-1-6 8-9-3 1 SHIP 6X6 sXs IO-7-6 =�'7"6 3X4 S=3X7 3X4 W:508 W:508 R�1815 R:1815 U:-184 U:-184 11�0�8 �'�, 0-8 30-0-0 �6 7 8 9 10 � 10-0-0 9-11•15 10-0-0 10-0-0 20-0-0 30-0-0 7/16/2012 All plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 yauge or"H"for 16 yauge,positioned per Joint Detail Reports available from Truswal sokware,unless noled. Scale: 1/8"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. wo:Guiiickson 3otuckund This dasign Is for an IndHidunl building tomponant not ir�ee syslem. It han baen based on syecilicnllons provlded by 1ha componnnt menulncturer Chk: OPE and done In xccordnnca wiih the current versione of TPI end AFPA design e�nndards. No responslbility Is nssumed for dlmanelonol nccurecy. Oimenslons re to be verl�led by iha componenf inenufncturer andlor bullding dasignar prior lo febricntion. 7he bullding designar muat ancerialn Ihnt tha loada Dsgnr: LSP utlllzed on Ihls deelgn meol or axceed Iha loeding Imponad by�he local bullding code end ihe pnhlcular appllce[ion.The deaign aeeumea Ihnt Ihe�op chord TC LiVe 3$.�0 P9f DurFacs L=1.15 P=1.15 E is lateralty braced by Ihe roof or floor shealhing and tha boltom chord is latarnlly brncad by e rigid ahaething mnterlal dlrectly etinchad unloss otharvrise nolad. Brecing nhown ie for lolarnl suppoN ol co�nponents meinbors only to reduco buckling length. This component shxll not ba placad In eny TC D2ad 7.00 PSf Rep Mbr Bnd �.�5 nvlronmeni Ihel will cause the moleture conlenl ol ihe wood lo axcead 19%andlor cnuea conneclor pleta corroslon. Febrlcaie,hendla,insiell BC Liv9 0.�� P8£ O.C.Spacing 2-�-� E M M E R I C H W 00 D end braca this tnisn In nccordenca with the lollowing stnnderde 'Joint and Cutting Dutnll Reports'nvnilnbla ne output Irom Tniswnl no/twere, - 'ANSV7PI 1','W7CA 1'-Wood Truss Councll ol America Stenderd Design ftesponalbilllins,'BUILDING COMPONENT SAFETY INFORMA710N'� BC Dead 10.00 psf Design Spec �f2C-200fi ' 3115 182nA Lene,Andovar MN 55304 (BCSI)nnd'BCSI SUMMARV SHEETS'by W TCA nnA TPI.The Truae Plnte Instituto(TPI)is loceled et 218 N.Lea Slreet Suile 312, Pnone(783�427-4155 Fax(78J)427-0083 Alozendrle,VA 2PJ14. The Amerlcan Forast end Pnper Associetion(AFPA)Is loceled n�1111 iBih Streel,NW,Sle BOO,Wnshinglon,DC 2003G. TOTAL 52.0� p9£ Seqn T6.5.14- 364251 PDF created with pdfFactory tr'ral version www.pdffactorv.com Job Name: 30' Tuckunder Truss ID: A01 Qt : 1 Drw : BRG x-LOC REACT SZZE REQ'DTC 2x4 SPF C1650F1.SE *[PM]=PLATE MONITOR USED-See Joint Report�' UPLIFT REACTION(S) . 1 0- 2-12 1815 5.50" 2.85'BC 2x4 SPF C1650F1.SE Designed per ANSI/TPI 1-2002 Support CSC Wind Non-Wind 2 29- 9- a 1815 5.50" 2.05'WEH 2x3 SPF STUD-CAN Plating is based on quality contzol facto=s 1 -184 lb ARG ftEQUIREMF.NTS shown are based ONLY 2xG SPF al/a2-CAN 7-3, 3-9 Cq = 1.25 for wide face and 2 -184 lb on the truss ma[erial at each bearSi6jJGE 2x9 SPF 111/N2-CAN Cq = 1.25 for narrow face. This truss is designed using the Lumber shear allowables are per NDS, Any alterations to this are shown for TSCE7-OS Wind Specification TC eORCE AXL BND CSI This desiqn does not accovnt foz lonq term individual joints on the Joint Report. Bldg Enclosed = Yea, Importance Factor = 1.00 1-2 -2546 0.06 O.BG 0.89 time dependent loading (creep). Buildinq Refer to Joint QC Detail Sheet for Truss Location = Not End Zone 2-3 -2229 0.08 0.62 0.71 Desiqner must account for this. Maximum Rotational Tolerance used Hssrricane/Ocean Line = No Exp Cateqory = B 3-9 -2229 0.08 0.52 0.71 IRC/IBC trues plate values are based on THIS DESIGN ZS THE COMPOSITE RESULT OF Bldg Lenqth = 80.00 ft, Bldg Width = 40.00 ft 4-5 -25G6 0.06 O.BG 0.89 testing nnd appzoval as requized by IBC 1703 MULTIPLE LOAD CASES. Mean roof heiqht = 14.06 ft, mph = 90 and ANSI/TPI and nre reported in available Loaded for 10 PSF non-concurrent BCLL. ASCE7 II Standard Occupancy, Dead Load = 10.2 psf BC FORCE IW. BND CSI documenta as ER-1607 and ESR-1118. 20 paf bottom chord live load NOT required Designed as Main Wind Force Resistinq Syatem 6-7 2152 0.32 0.56 0.87 on this truss, per IHC/IRC requirements for - Low-riae and Components and Claddinq 7-8 1G71 0.70 0.52 0,62 attics with limited atorage. Tributary Area = 60 sq£t 8-9 tG71 0.10 0.52 0.62 9-30 2152 0.32 0.56 0.87 WEB FORCE CSI WEB FORCE CSI 2-7 -521 0.37 3-9 729 0.18 3-7 729 O.1B d-9 -521 0.37 MAX DEFLECTION (span) : L/747 MEM 3-4 (LIVE) LC 1 L= -0.47" D= -0.14" T= -0.62' ____= Joint Locations =____ 1 0- 0- 0 G 0- 0- 0 2 7- 6- 1 7 10- 0- 0 7-6-1 7-5-15 7-5-15 7-6-1 3 is- o- 0 8 16- 0- o 7-G-1 15-0-0 22-5-15 30•0-0 4 22- 5-15 9 20- 0- 0 5 30- 0- 0 10 30- 0- 0 15•0-0 15-0•0 1 2 3 4 5 6.00 -6.00 4X5 � 1.5X3 1.5X3 8-1-6 8-9-3 � SHIP 6X6 6X6 =p_�_g SO-7-6 3X4 S=3X7 3X4 W:508 W:508 R:1815 R:1815 U:-184 U:-1B4 1 t� 0•8, 1-1i 0-8, 30-0-0 `6 7 8 9 10 � 10-0-0 9-11-15 10•0-0 10-0-0 20•0-0 30-0-0 7/16/2012 Alt plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,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. wo:�uiiickson 3o�uckund This daslgn Islor en IndHld�el buliding component not Irues system.It hns been bnsed on apeci(Icntlons provided by ihe componant mnnulncturer Chk: DPE end done In accordnnce wMh the current vareions ol TPI and AFFA doslgn n�enderda. No responsibilily Is nssumed for dimenslonal»ccuracy.Dlmenslons re lo be verifled by tha component men�(n<lurer andlor bullding deslgner pnor to fnbricnllon.7he bullding deslgne.must escarinln ihal the loada Dsgnr: LSP u�illzed on thle daslgn meet or ezceaA tha Ioading Imponed by Iha local bullding codn end tha pnrticular nppllcetlon.Tha deeign eseumon Ihe�Ihe top chord '�'C LiV2 35.�0 P9£ DurFacs L=1.15 P=1.15 E Is lelerally braced by�ha roo/or lloor sheathing end ihe hottom choid ie In�erally brecad by e rlgld ahaelhing moterlel dlraclly etlnched unlesa othorwiea iotod. Bracing shown is for lalernl support of components members oniy lo reduce buckling langth. Thia componenl ahall not ba pkcad In any 'PC Dead 7.00 psf Rep M br Bnd �.�$ iviro ment Ihat will cause 1he moisture contenl ol the wood to ezcoed 19%and/or c e connaclor plele corroslon. Fabricele,hnndia,�nstnll BC Live 0.00 p9f O.C.Spacing Z-�•� E M M E R I C H W 00 D end b ece this truss In accordanca with the following standnMa:'Joint and Cutting Detnll Reports'xvailnble os output from Truswnl eofiwnre, 'AN51/TPI 1','WTCA 1'-Wood Truss Council of Amerlee StenAard�asign Responsl6ilitiea,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf Design Spec �RC-20�6 3115 182�id Lane,Andovor MN 55�04 (BCS1)nnd'BCSI SUMMARY SHEETS'by WTCA nnd TPI.The Trusa Plete Innittute(TPI)is IocalaA e�218 N.Lea Slreel Suiia 312. ' Phone(783�427-4155 Faz(78J)427-8087 Alexendrle,VA 22314, The American Forest nnd Poper Associelion(AFPA)Is loceted et 1111 19t1�Slreel,NW,Sla 800,Wnshinglon,DC 10036. TOTAL 52.00 psf Seqn T6.5.14• 364251 pDF created with pdfFactory trial version www.pdffactorv.com Job Name: 30' Tuckunder Truss ID: FA01 Qt : 1 Drw : BRG X-LOC REACT SIZE AEQ'DTC 4x2 SPF C2100F1.BE If Zigid 9hEathing i9 ROt CliieCtly aGtaChed End vEitiCal9 ar2 de9iqned £OI axial loadD 1 0- 1-12 1316 3.50" 1.SOBC 4x2 SPF C2100F1.8E � to the bottom choxd, adequate lateral only unless noted otherwise. 2 29- 9- G 1316 3.50" 1.50'FIES 4x2 SPF STUD-CAN restraint may l�e requized (by others). For Extecisions above or below the [zuss profile BRG REQUIREMENTS Fhown a e based ot�L BLK 4x2 SPF kl/N2-CAN floor applications, 2x6 stxongback bridging (if any) have been designed for loads on the trosa material at each bear�tes outside the tcues perimetez are ie required, at 10'-0" O.C. or less. See indicated only. Horizontal loads applied at deaigned for the location shovn only (�O NOT ANSI/TPI 1 6 BCSI for more. the end of the extensions have not been TC FORCE AXL BND CSI MOVE!) and may be trinvned or folded. Aefer to ANSI/TPI 1-2002 sect. 7.5.2.4. considered unless shown. A drop-leg to an 1-2 0 0.00 0.16 0.16 Plating ie based on quality control factors Designed per ANSI/TPI 1-2002 otherwise unsupported wall may create a 2-3 -3476 0.11 0.16 0.26 Cq = 1.25 for wide face and This design does not account for long term hinge effect that zequires additional design 3-4 -3076 0.14 0.12 0.26 Cq = 1.25 for narrow face. time dependent loading (creep). Building consideration (by othere). 4-5 -55G3 0.35 O.1G 0.50 Any alterations to this are shown for Designer must account for this. 5-6 -5543 0.36 0.15 0.51 individual joints on the Joint Repoit. Refez to Joint QC Detail Sheet for 6-7 -6191 0.45 0.16 0.62 NOTE:MAXIMIt3UM TRUSS SPACING ZS 19.2 " O.C. Maximum Rotational Tolerance used 7-e -6191 o.GS 0.15 0.61 IRC/SBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF B-9 -6191 O.GS 0.16 o.G2 testinq and appzoval ae requized by IBC 1703 MULTIPLE LOAD CASES. 9-l0 -SG13 0.34 0.15 0.49 and ANSI/TPI and are repo=ted in available 20 psf bottom chord live load NOT required 10-11 -5413 0.3G 0.14 O.AB documents as EA-1607 and ESR-1118. on thie [zuss, per IBC/IRC requirements for 11-12 -3215 0.12 0.11 0.23 attics with limited atorage. 12-13 -3215 0.09 0.13 0.22 13-1C 0 0.00 0.13 0.13 Vanel Lengths: ec eoacs aHI, e�o csi S[d=2•5•4 15-16 1893 0.21 0.06 0.27 13-14 1-11•12 16-17 G673 0.51 0.05 0.57 17-18 6030 0.66 0.07 0.73 MAX DEFLECTION (span) : 18-19 5965 0.66 0.02 0.68 L/386 MEM 6-7 (LIVE) LC 1 19-20 5965 0.66 0.07 0.72 L= -0.91" 0= -0.3C" T= -1.26' 20-21 4477 0.49 0.05 0.55 � 21-22 1569 0.17 0.05 0.22 � }* Q v m q m v � � � v o v � v m v m � m v � � ____= Joint Locations =____ 4 m x J Y ^ Y � � � `� J, Y � `� !E Y fS x fC x � rv S� i o- o- o i2 zs- z- a WEO FORCE CSI - WEB FORCE CSI - 2 2- 8- 4 13 27- 8- 4 1-15 -99 0.03 9-18 265 0.13 3 5- 2- 4 14 29-11- 0 2-15 -2239 0.70 9-20 -648 0.20 z.�.4 4 7- 8- 4 15 0- 0- 0 2-16 1860 0.92 10-20 -198 0.05 ' S 10- 2- 4 16 5- 2- 4 3-16 -193 0.05 11-20 1100 O.Sd �-�-$ 6 12- 8- 6 17 10- 2- 4 G-16 -1G07 0.4G 1]-21 -1G83 0.46 -� 7 14- 1- 8 18 15- 2- 4 a-i7 iozz o.si iz-2i -i9e a.os � Z 3 4 5 fi 7 8 9 10 11 12 13 14 8 i5- z- a 19 15-11- 0 5-17 -198 0.05 13-21 1936 0.96 9 17- 8- 4 20 20- 2- 4 6-17 -572 0.18 13-22 -1985 0.58 10 20- 2- 4 21 25- 2- 4 e-ie ie9 o.a9 ia-zz -e2 o.oz 1.5X3 ii 22- e- a 22 29-11- 0 e-ie -ise o.os 6X12 4X7 3X4 1.5X3 6X12 1.5X3 1.5X3 1.5X3 W=3X7 3X4 4X0 1.5X3 1.5X3 I1-8-0 I�-8-0 6X12 4X8 3X5 4X8 6X12 5X 6X6 W-H0312 N= X7 W:308 � � m Y m v o v 9 � � W:308 R:1316 � ^� � m � ,j, � � � � a � R:1316 U: U: 15 16 17 1819 20 21 22 29-11-0 7/16/2012 All platQs are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 yauge or"H"for 16 gauge,posilioned per Joint Detail Reports available irom Truswal software,unless noted. Scale:5/32"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. wo:Guii�ckson sotuck�nd Thia tlesign Is for en Indlvld�xl bullding coinponant not lrusa ayatem.It hns bean based on npecificelions provldod by tha componenl manu(ec�urer Chk: DPE end done In accardence with Ihe currant versions ol TPI and AFPA design standardc. No rasponslbliity Is essumed for dlmenaional nccu ecy. Oim nsionn re to be verified by ihe componenl manufacturar end/or b�ilding designar prlor to fabrlcallon.Tha bullding dasigner muat ancortnln tl�nlrthe loeds D sgnr: LSP utillzed on this design moet or exceod Ihe loading Imposad by Ihe locnl bullding coda and Ihe pnrticuler npplicetion. The dasign esauines that the top chord TC Live 40.00 paf DurFacs L=1.00 P=�.�� E Is Interally breced by Ihe roof orfloor eheelhing end tha bottom chorA le leterelly br»cad hy n rigid sheelhing meteriel directly etlnched unlass olherwlee noted. Brecing shown I�for Inleral support of componenls mambers only�o raduce bucMling langth. Thie component shell not be plxcae In nny TC Dead 1�.00 P9£ Rep M br Bnd �.�5 rv�ron eni�hel wlll caufa Ihe moisture con�ent of tha wood lo ezcxed 18%endlor cnuse connaclor plele corroeion. Febricate,handla,inetall $C LiVe �.00 (Jef O.C.Spacing �-7-3 E M M E RI C H W 00 D end brece this truas in accordenca wilh tl�e lollowing standards 'Join1 and Cutting Oetall Reporta'eveilnble es outp�l from Truswal so(lware, - 'ANSLRPI 1','WTCA 1'-Wood Truss Councll o(Americe Stendard Daniyn Responsibliltles,'BUILDING COMPONENT SAFETV INFORMA�ION'- BC Dead 5.00 psf Design Spec �f�C-20�6 - - 7115 1 H2nA Lnno,AnAover MN 55304 �BCSI)end'BC51 SUMMARY SHEEiS'hy WTCA end TPI.The Truss Plata Institute(TPI)Is loceled et 21 B N.Loe Street Sulte 912, Phono(78��427-0155 Fea(763)427-8087 Aloxendrie,VA 22714.Tha Amerlcnn Foreal end PaperAanoclxtlon(AFPA)is locnled at 1111 181h Stree�,NVJ,Sle 800,Washington,DC 20036. TOTAI. 55.00 Pef Seqn T6.5.14- 364252 PDF created with pdfFactory trial version www.pdffactor.v.corn Job Name: 30' Tuckunder Truss ID: FA01 Qt : 1 Drw : BRG X-LOC REnCT SIZE AEQ'DTC dx2 SPF C2100F1.BE If rigid sheathing is not directly attached End verticals a=e designed for axial loads 1 0- 1-12 1316 3.So" 1.SOBC Gx2 SPF C2100F1.BE � to the bottom chord, adequate lateral only unless noted otherwise. 2 29- 9- 4 1316 3.50" 1.50'WEB 4x2 SPF STUD-CAN restraint may be requiied (by others). For Extensions above or below the truss profile BRG REQUIREMENTS shorn a e based ot83Yf BLK Gx2 SPF N1/#2-CAN floor applications, 2x6 strongback bridging (if any) have been desiqned for loads on che truss material atfeach bear8tptes outside the truse perimeter are is required, at 10'-0" O.C. or lees. See indicated only. Horizontal loads applied at designed for the location shown only (DO NOT ANSI/TPI 1 6 BCSI for more. the end of the extensions have not been TC FORCF. AXL BND C9I MOVE!) and may be trimmed or folded. Re£er to ANSI/TPI 1-2002 sect. 7.5.2.4. considered unless shown. A drop-leg to an 1-2 0 0.00 0.16 0.16 Plating is based on quality control factors Designed per ANSI/TYI 1-2002 otherwise unsupported wall may create a 2-3 -3476 0.11 0.16 0.26 Cq = 1.25 for wide face and This design does not acco�nt for long term hinge effect that requires additional design 3-4 -3476 0.14 0.12 0.26 Cq = 1.25 for nar=ow face. time dependent loading (creep). Huildinq consideration (by others). 4-5 -5543 0.35 0.14 0.50 My altezations to this are shown for Designer must account for this. 5-6 -55A3 0.36 0.15 0.51 individual joints on the Joint Repott. Aefer to Joint QC Detnil Sheet for � 6-7 -6191 0.G5 0.16 0.62 NOTE:MI�XIMItdUM TRUSS SPACING IS 19.2 " O.C. Mazimum Rotational Tolerance used 7-e -6191 0.45 0.15 0.61 IRC/IBC txuss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF 8-9 -6191 0.45 0.16 0.62 testing and approval as requited by IBC 1703 MULTIPI.E LOAU CASES. 9-10 -5413 0.34 0.15 O.a9 and ANSI/TPI and are reported in available 20 psf bottom cho=d live load NOT required 10-11 -Sd13 o.3d 0.14 0.48 documents as ER-1607 and ESR-1116. on thie txuss, per IBC/IRC requiiements for 11-12 -3715 0.12 0.11 0.23 attics with limited atorage. 12-13 -3215 0.09 0.13 0.22 13-14 0 0.00 0.13 0.13 Panel Lengths: ec FORCE rUa, sNo csi Std=2-5-4 15-16 1893 0.21 0.06 0.27 13-14 1-11-12 16-17 G673 0.51 0.05 0.57 17-18 6030 0.66 0.07 0.73 MAX DEFLECTION (span) 18-19 5965 a.66 0.02 0.68 L/386 MEM 6-7 (LIVE) �LC 1 19-20 5965 0.66 0.07 0.72 L= -0.91" D= -0,34" T= -1.26' 20-21 4477 O.G9 0.05 0.55 2i-2z 1569 o.i� o.os a.zz p p m y o q � Y � v � v o �' � � m v m � o v � � ____ ____ N m u = Joint Locations = WE� FORCE CSI WEH FORCE CSI � � "' � `" ^ '" � '" � rv � � � � � Y p � �' � � � � 2 2_ 8- 4 13 27- 8- 4 1-15 -99 0.03 9-18 265 o.i3 3 5- 2- 4 14 29-11- 0 2-15 -2239 0.70 9-20 -648 0.20 z-5_4 4 7- 8- 4 15 0- 0- 0 2-16 1860 0.92 10-20 -198 0.05 � 5 10- 2- 4 16 5- 2- 4 3-16 -193 0.05 11-20 1100 O.SG �•�-$ 6 12- 8- 4 17 10- 2- 4 4-16 -1407 0.4G 11-21 -1483 0.46 7 14- 1- 8 18 15- 2- 4 a-i� iozz o.si iz-zi -i9e o.os � p 3 4 5 6 7 6 9 10 11 12 13 14 8 15- 2- a 19 15-11- 0 5-17 -198 0.05 13-21 1936 0.96 9 17- 8- 4 20 20- 2- 4 6-17 -572 0.18 13-22 -1985 0.58 10 20- 2- 4 21 25- 2- 4 e-ie ie9 0.09 ia-zz -ez o.oz 1.5X3 ii 22- e- a z2 29-11- o s-1s -i9e o.os 6X12 4X7 3X4 1.5X3 6X12 1.5X3 1.5X3 1.5X3 W=3X7 3X4 4X8 1.5X3 1.5X3 It-B-� It-8-0 6X12 4X8 3X5 4X8 6X12 5X Ex8 W-H0312 N= X7 W:308 � �r m N m N o v g Y `.�J � W:308 R:1316 � � � m � ,/, � � � �i ,a �, R:1316 U: U: 15 16 17 1819 20 21 22 29-11-0 7/16/2012 All piates are 20 gauge Truswal Connectors unless preceded by"MX"�or HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:5132"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. wo:cuiiickson socuckund This deelgn Is tor en Individuel b�liding componenl nol lruss nyeiem.It hns beon besed on npacl(icellons provldad by�ha component menufect�rar Chk: DPE end done In accordenca with the currenl vernions of TPI end AFPA design ninnderds. No responslbllky la esnumad for dlmonslonal nccurncy. Dlmamlons re lo be verifled by Iha componant menufncturar end/or bullding dealgner prlor lo febrlcatlon. 7he b�llding dasigner musl escartein tl�et iha loads Dsgnr: LSP ulillzed on thie dasign moe[or azcaed tha Ioeding Impoaed by ihe bcnl bullAing coda and the pnrticuler npplication. The doalgn eseumas thet the top chord TC Live 40.00 paf DurFacs L=1.00 P=�.�� E Is Ieleraly breced by Ihe roof or fbor eheelhing end the bottom chord le letarelly breced by n rigid sheafhing me�arial dlreclly etleched,unlese othorwlsa noted. Bracing shown Is for lelerel nuppori ol componanls memben only lo raduce buckling length. This componanl nhnll not be placed In nny TC Dead 1�.0� p9f Rep M br Bnd �.�5 nvironmenl lhat wlll ceuse the molalure contanl of the wood lo exceed 18%end/or cxuse connoclor pinta corronlon. Febricete,hnndle,insinll gC Live 0.00 paf O.C.Spacing 1-7-3 E M M E RI C H W 00 D fl��d brece this Ir�sa in eccordance wlth cha following stendards 'Join1 end Cutting Deteil Reporis'aveilrble es outpul from Truewel soflwnre, 'ANSYTPI 1','WTCA 1'-Wood Tr�as Co�ncli of Amarlce Slandnrd Oesign Responslbllitles,'BUILDING COMPONENT SAFETV INFORMATION'- BC Dead 5.00 psf Design Spec �RC-2��6 7115 182nd Leno,AnAovar MN 55704 (BC91)end'BCSI SUMMARV SHEETS'by WTCA entl TPI.�he Truss Plete Instltute(TPI)Is locetad e�218 N.Lan Street Suila 712, - 7hono(789�427-4155 Fez(783�d27-BO87 Alazendria,VA 2P314.The Amerlcnn Foreal enA Paper AsnoclnHon(AFPA)Is localad et 1171 18ih S�raal,MN,5[a 800,Washington,OC Y0076. TOTP.L $$.�� P9 f Seqn T6.5.14- 364252 �'DF created with pdfFactory trial version www.pdffactorv.com Job Name: 30' Tuckunder Truss ID: FA02 Qt : 1 Drw : Enc x-i.oc xeacT sizE REQ'DTC 4x2 SPF /1/N2-CAN If rigid sheathing is not directly attached End varticals are deaigned for axial loads 1 0- 2-12 d1G 5.50" 1.SO�C 4x2 SPF M1/$2-CAN � to the bottom chord, adequate lateral only unleea noted otharrise. 2 9- 8-12 2196 5.50^ 1.50'WEB 4x2 SPF STUD-CAN reatraint may be required (by othera). For ExtQneions above or beloa the truas profile 3 25- 9- a 951 3.50^ 1.50�� 2-4x2 SPF STUD-CAN 5-17 floor applications, 2x6 atronqback bridqinq (if any) have been deeiqned for loada sxc REQUIREMENTS ahown ara based ot&ahtes outside the trusa perimeter are is required, at 10'-0" O.C. or leas. See indicated only. Horizontal loads applied at on the truee material at oach bear�apiqned for the location ehown only (DO NOT ANSI/TPI 1 6 BCSI for more. the end of the extenaions have not baen MOVE!) and may be tri�ed or folded. Rofer to ANSZ/TPI 1-2002 eect. 7.5.2.4. considered unlesa ehorn. A drop-leq to an TC eORCE wxi. sim csi Platinq is based on quality control factoze Deeiqned per ANSI/TPI 1-2002 otherwise unsupported wall may creato n 1-2 0 0.00 0.34 0.3C Cq = 1.25 for Mide face and Thia desiqn does not account for lonq tarm hinqe ef£ect that requirea additional deaiqn 2-3 v23 0.11 0.34 0.44 Cq = 1.25 for narror faca. time dependent loadinq (creep). Building consideration (by others). 3-G 923 0.11 0.28 0.39 Any alterations to this are sho�va for Desiqner must account for this. UPLIST REACTZON(S) : 4-5 2358 0.61 0.32 0.92 individual jointa on the Joint Report. Refar to Joint QC Detail Sheet for Support 1 -216 lb 5-6 2358 0.61 0.32 0.92 THIS DESIGN IS THE COt�OSITE RESULT OF Maximum Rotational Tolerance usad 6-7 -1059 0.02 0.31 0.33 MULTZPLE LOAD CASES. IRC/IBC truns plata values are baeed on 7-e -1059 0.02 0.27 0.29 Mark all intarior bearing locations. testinq and approval as required by IBC 1703 8-9 -1059 0.01 0.27 0.29 Inatall intarior support(s) bofore eraction. and ANSI/TPI and are reported in availabla 9-10 -2467 0.11 0.26 0.37 20 paf bottom chord liva load NOT required documanta ae ER-1607 and ESR-1118. 10-11 -2A67 0.11 0.27 0.38 on thin trune, per IBC/IRC requirements for 11-12 -2129 0.08 0.27 0.35 attics with limited storaqe. 12-13 -2129 0.08 0.33 O.C1 is-ia o o.o0 0.33 0.33 PanelLengths: Std=2-5�4 BC FORCE AXI. BND C3I 4-5 1-77-0 J-70 2-4-$ 15-16 C23 0.11 0.12 0.23 16-17 -1603 0.14 0.14 0.28 MAX DEFLECTION (span) : 17-18 -G86 0.00 0.15 0.15 L/999 ME2Q 10-11 (LIVE) LC 3 18-19 1970 0.51 0.10 0.60 L= -0.26" D= -0.08" T= -0.32' 19-20 1970 0.51 O.OB 0.59 � � � � zo-zi zsos o.ca o.iz o.�6 Sr y o p Q v q � 4 � 4 � Y m 4 � 4 m � � v � _ _= Joinc Locations =____ zi-zz ix�z 0.33 o.iz o.aa q y ^� q� n Y � Y ,� '^ A, Y Y 4 � i o- o- o i2 za- e-iz rL � fL ih � n � `� `ti '-. rv "" `� "� �4 }� `�i � Fi rv 2 2- B- 4 13 27- 2-12 WEB FORCE CSI WEB FORCE CSI $ $- 2- 4 14 29-11- O 1-15 -123 0.03 9-18 -1095 0.3i Z-�5� 4 '7- 8- C 15 0- 0- 0 2-15 -500 o.2d 9-20 61A 0.30 5 9- 6-12 16 5- 2- 4 2-16 -600 0.19 10-20 -2G4 0.06 0-1$ 6 12- 3- 8 17 9- 8-12 3-16 -249 0.06 11-20 -6B 0.02 -� 7 14- 1- B 18 14- 9- 8 a-is io�i 0.53 u-zi -aao o.ia � p 3 4 5 6 7 8 9 10 11 12 13 14 e ia- 9- a 19 15-11- o 4-17 -129a 0.37 12-21 -2d2 0.06 9 17- 3- 8 20 19- 8-12 5-17 -2C0 0.03 13-21 1006 0.50 10 19- B-12 21 26- 8-12 6-17 -2185 0.68 13-22 -1505 O.d7 11 22- 2-12 22 29-11- 0 6-18 1663 0.82 14-22 -12i 0.03 3X4 4X7 fiX12 1.$J($ $X4 4X8 e-18 -2A9 0.06 1.SX3 1.5X3 2X3 W=3X4 4X7 1.SX3 1.5X3 7.5X3 I,_8_o I,$� 3X5 4X8 SX1 6X12 3X7 4X8 4X =3X5 9-8-12 W:508 m ^.J W:508 � m p � � � W:308 R:414 � � p �R.2196 � a a � � � � � R:951 U:-214 U. U: 15 16 17 18 19 20 21 22 29-11-0 OVER 3 SUPPORTS 7/16/2012 All plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,Positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:5/32"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Corrtrector. wo:cuuickson 3ocuckund Thia dosign is for en individuel building eomponont not truss system. tt has baen based on spaefi atbns proviMd by tha eomponent menufaeturvr Chk: DPE and done in accordance wkh tha curront vonions of TPI end AFPA daaign etanMrds.No responsibiliry Is essumad for dimansional eccuracy.Dimenaiona are to bo va�d by the componont manufecturer end/or building designor prior to febrieation.The building dasignar must eseortain thet the loads Dsqnr: LSP utilized on thia denign meet w accead tha beding inposod by the bcal building coda end the particuNr epplicatbn.The design esaumos thnt the top chord TC Live 40.00 ps£ DurFacs L=1.00 P=1.00 E is laterolly brocad by tM roof or Floor shoathing end the bottom chord in krorolly bracad by a rigid ahaathing metarlsl dincty enachetl,unbas otharwisa noted.Bncing shown is for kbral aupport of componants mamban only lo reduca buckling langih.This canponont ahall not 6a pleced in eny TC DBIId 10.00 p9f Rep Mbr Bnd �.�5 ant that wiq causs tha moisturv conten[of tha wood to axeeed 1BY.and/or ceuse connector pleta eortosbn.Febriute,hendk,install BC Live 0.00 p9f O.C.Spacing 2-0-� -E M M E R I C H W 00 D end'bro o thia truse in eccordenw wkh the follow{ng sbntlards:'Joint end CuHing Datail Reporta'aveilable es output frwn Truswal soflwere, 'ANSI?PI 1','WTCA 1'-Wood Truse Council of Amarka Standerd Design Responaibileics,'BUILDING COMPONENT SAFETY INFORMATION'- BC DCad 5.�0 pef Design Spec �RC-2��6 3115 182nd Lane,Andover MN 55704 (BCS1�and'BCSI SUMMARV SHEETS'by WTCA and TPI.The Truaa Plate Inatkub(TPI)h located at Y1B N.Lea Streat Sui1a 312, Phona(783�27-0155 Fez(783�427-8083 Alezandrle,VA 22714.Tha Amarican Forost and Pepar Associetion(AFPA)Is louted at 1111 19th Stroat,NW,Ste 800,Weshington,DC 20038. TOTAI. 55.00 psf Seqn T6.5.74- 364253 - PDF created with pdfFactory trial version www.pdffactorv.com Job Name: 30' Tuckunder Truss ID: A01 Qt : 1 Drw : sRG X-LOC xEACT SIZE [tEQ'DTC 2x4 SPF C1650F1.SE **[PM7=PLATE MONITOR USED-See Joint Report�t UPLIFT REACTZON(S) . 1 0- 2-12 1815 5.50�� 2.85�BC 2x6 SPF C1650S1.SE Deaiqned per ANSI/TPI 1-2002 Support C6C Wind Non-Wind 2 29- 9- A 1815 5.50° 2.85'WEH 2x3 SPE STUD-CAN Platinq is based on quality control factore 1 -186 lb aRG tteQoiitetgNl's aho.rn are based OHI.Y 2x4 SPF M1/M2-CAN 7-3, 3-9 Cq = 1.25 for ride face and 2 -184 lb on the truae matarial at each bearSt6�GE 2x6 SPS M1/M2-CAN Cq = 1.25 £or narrow face. This trues is desiqned usinq the Lumber shear allo�ablas are per NDS. Any alterations to this are ahorn for ASCE7-O5 Wind SpeciEication TC FORCE 1�ci. etm CSI This desiqn does not account for lonq term individual joints on the Joint Report. Bldg Enclosad = Yes, Zmportance Factor = 1.00 1-2 -25G6 0.06 O.BG o.89 time dependent loadinq (creep). Buildinq Refar to Joint QC Datail Sheet for Truss Location = Not End Zone 2-3 -2229 0.08 0.62 0.71 Desiqner must account for thie. Maximum Rotational Toleranca uead Hurricane/Ocean Line = No Eup Cateqory = B 3-4 -2229 0.08 0.62 0.71 IRC/IBC truee plate valuea are based on THIS DESIGN IS THE COt�OSITE RESULT OF Bldg Lenqth = 80.00 ft, Hldg Width = 40.00 ft 4-5 -2546 0.06 O.ed 0.89 teatinq and approval as required by IBC 1703 MULT2PLE LOAD CASES. Maan roof heiqht = 14.06 ft, mph = 90 and ANSI/TPI and are reportad in availabla Loaded for 10 PSF non-concurront BCLL. ASCE7 II Standard Occupancy, Dead Load = 10.2 psf BC FORCE n7Q, sem CSI documanta as ER-1607 and ESR-1118. 20 pef bottom chord live load NOT roquirad Deaiqned as Main Wind Force Raeistinq Syatam 6-7 2152 0.32 0.56 0.87 on this truas, par IBC/IRC roquiramontn for - Lov-ziae and Componenta and Claddinq 7-8 1G71 0.10 0.52 0.62 attica vith limited atoraqa. Tributary Area = 60 sqft 8-9 1G71 0.10 0.52 0.62 9-10 2152 0.32 0.56 O.B7 WEH FORCE CSI WEB FORCE CSI � 2-7 -521 0.37 3-9 729 0.18 3-'! 729 0.18 E-9 -521 0.37 MAX DEFLECTION (epan) : L/747 MEM 3-6 (LIVE) LC 1 L= -0.47" D� -0.14" T= -0.62' ____= Joint Locationa =____ 1 0- 0- 0 6 0- 0- 0 2 7- 6- 1 7 10- 0- 0 7$-1 7-5-_ 1� 7-5-15 7-6-1 3 15- o- 0 8 16- o- o 7-6-1 15-0-0 22-5-15 30-0-0 a z2- 5-15 9 20- 0- 0 5 30- 0- 0 10 30- 0- 0 15-0-0 � 15-0-0 � �1 2 3 4 5 6.00 -6.00 4X5 � 1.5X3 1.5X3 8-1-6 8-g_3 1 SHIP 6X6 6X6 =0_7_8 TO-7-6 3X4 S=3X7 3X4 W:508 W:506 R:7815 R:1815 U:-184 U:-184 1-7�0� �-�� 30-0-0 i `6 7 8 9 10 10-0-0 9-11-15 , 10-0-0 10-0-0 20-0-0 30-0-0 7/16/2012 All plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:1I6"=1' WARNI NG Read all notes on this sheet and give a copy of it to the Erecting Corrtractor. wo:cuu�ckson socuckund Thia Aeaign ia/or an individual building eomponant not truas system.k has haan basad on spoefi ationa providod by tha eomponent manufeeturer Chk: DPE and dona in eccordance wkh the current vanions ot TPI and AFPA Eaaign atandards. No naponsibility is easumed for dimonsional accurary. Dimensionn n to bo voriFiod by tha component manufacturor and/or buiWing daaignor prior to febricetbn.Tha buYding designar must escertain that tha loeds Dsqn=: LSP utilized on[his deaign meet or a:cead the beding impoaed by the bcal bulWing coda end tM partkuNr eppliutbn.The dasign asaumes thet the top chord TC LivG 35.00 pef DurFacs L=1.15 P=1.15 E ie ktarally braead by the roo(orfloor ahaathing and tha bottom chord is latorally broead by e rlgid shas[hfng metarlel dlreetly attaehed,unlasa otherwlsa notad.Brocing ahown u for leterol support of components mamban only ro nduw buckling kngth.Thia componen[ahell not ba pNwd in any TC DYdd 7.00 p9f Rep M br Bnd 1.75 nvironment that will cause tha moisturv contoM of tha wood to oxcaed 19•/.end/or uuaa connector pleta corrosion.Fabricate,hendle,install BC LiVe 0.0� paf O.C.Spacing 2-0-� - E M M E R I C H W 00 D end broce thia[russ in nccordance wlth tha following atnndarde:'Joint end Cutting Dotall RepoAs'eveilebk sa output from Truawal noftwere, 'ANSYTPI 1','WTCA 1'-Wood Truas Council of Amarke Sta�derd Daalgn RoaponslbNttias,'BUILDING COMPONENT SAFETY INFORMATIOM- HC Dead 10.00 psf Design Spec �RC-ZQQs J115 182nd Lena,Andover MN 55J04 (8�51)end'BCSI SUMMARV SHEETS'by W�CA end TPI.TM Truss Plate Inatl[uto�TP�is loceted at 218 N.lea Street Suea 31Y, Phona(783�427<755 Fex(783�27-8083 Alaaandrie,VA T2316.Tha Amariun Foreat nnd Pepar Assoclation(AFPA)le Ixetod at 1717 19th Stnat,NW,Ste 800,Weshington,DC 20038. TOTAL 52.00 psf Seqn T6.5.14- 364251 - PDF created with pdfFactory trial version www.pdffactorv.com Job Name: 30' Tuckunder Truss ID: FA01 Qt : 1 Drw : BRG X-LOC REACT SI2E REQ'DTC 4z2 SPF C2100F1.BE If rigid sheathing is not dizectly attached End verticals ara desiqned foz axial loads 1 0- 1-12 1316 3.50�� 1.SOBC 4x2 SPF C2100F1.BE � to the bottom chord, adequate lateral only unless noted otherwise. 2 29- 9- a 1316 3.50^ 1.SO�WEB 4x2 SPF STUD-CAN restraint may ba requirad (by others). For Extensions above or below tha truss pzofile eRc REQUIREMENTS shoan ara baead o�P BLK 4x2 SPF kl/#2-CAN floor applications, 2x6 etronqback bridqing (if any) hava baen designed for loads on Gho truss material at each beaz�E�Yptes outside the truss perimeter are is required, at 10'-0" O.C. or leee. See indicated only. Horizontal loads applied at deaiqned for the location shorm only (DO NOT ANSI/TPI 1 6 BCSI £or mora. the end of the extenaions have not bean TC FORCE AXL BND CSI MOVE!) and may be tri�ed or folded. Refer to ANSI/TPZ 1-2002 aect. 7.5.2.6. considezed unless shovrti. A drop-leq to an i-2 0 0.00 0.16 0.16 Platinq ia baaed on quality control factorn Dasiqned per ANSI/TPI 1-2002 otherwise uneuppozted wall may create a 2-3 -3d76 0.11 0.16 0.26 Cq = 1.25 for ride face and This dasiqn does not account for lonq term hinqa effect that requires additional doaiqn 3-6 -3476 0.14 0.12 0.26 Cq = 1.25 for narrow face. time dependent loading (creep). Buildinq consideration (by othera). 4-5 -55G3 0.35 O.SG 0.5o Any altarationa to thie aze ehoan for Desiqner muat account for this. 5-6 -55d3 0.36 0.15 0.51 individual joints on the Joint Report. Refer to Joint QC Detail Sheet for 6-7 -6191 0.45 0.16 0.62 NOTE:MAXIMIMOM TRUSS SPACZNG IS 19.2 " O.C. Maximum Rotational Tolerance used 7-8 -6191 O.a5 0.15 0.61 IRC/IBC truss plata values are baeed on THZS DESIGN IS THE COt�OSZTE RESULT O& e-9 -6191 O.C5 0.16 0.62 taetinq and approval as zequiied by ISC 1703 MVLTIPLE LOAD CASES. 9-10 -5a13 0.3< 0.15 0.<9 and ANSI/TPI and are raported in available 20 paf bottom chord live load NOT required 10-11 -Sd13 0.3G 0.14 O.dB documents as ER-1607 and ESR-1118. on thia truee, per ZSC/IRC requiramente for 11-12 -3215 0.12 0.11 0.23 attice with limitad ntoraqe. 12-13 -3215 0.09 0.13 0.22 13-1d 0 0.00 0.13 0.13 Panel Lengths: BC FORCE AXI. BND C3I Std=2-5-4 is-ie 1893 o.zi o.oe o.2� 73-74 1-11-12 16-17 G673 0.51 0.05 0.57 17-18 6030 0.66 0.07 0.73 MAX DEFZECTION (span) : 18-19 5965 0.66 0.02 0.68 L/386 I�ffi�f 6-7 (LIVE) LC 1 19-20 5965 0.66 0.07 0.72 L= -0.91" D= -0.34" T� -1.26' 20-21 4G77 O.G9 0.05 0.55 � 21-22 1569 0.17 0.05 0.22 v v Q v Q v Q v c� v Q v � v o N o � o � o v � � ____= Joint I.ocations =____ ? � x �, x � x � x � x � x ^ � � xa � �c x � � � � o- o- o �z z5- 2- 4 NEH FORCE CSI WEB FORCE CSI 2 2- B- 4 13 27- 8- 4 1-15 -99 0.03 9-18 265 0.13 3 5- 2- G 16 29-11- 0 2-15 -2239 0.70 9-20 -6GB 0.20 Z_5� 4 7- 8- C 15 0- 0- 0 2-16 1860 0.92 10-20 -198 0.05 � 5 10- 2- C 16 5- 2- 4 3-16 -193 0.05 11-20 1100 0.54 0-1-8 6 12- 8- 4 17 10- 2- 6 G-16 -1G07 0.4C 11-21 -1983 O.d6 � 7 14- 1- 8 18 15- 2- 4 a-i� ioz2 o.si iz-2i -i9e o.os � p 3 4 5 6 7 8 9 10 11 12 13 14 8 15- 2- a i9 is-1i- o 5-17 -198 0.05 13-21 1936 0.96 9 17- 8- 4 20 20- 2- 4 6-17 -572 0.18 13-22 -1985 0.58 10 20- 2- 4 21 25- 2- 4 6-ie 1e9 0.09 ia-22 -ez a.oz 7.SX3 11 22- 8- a 22 29-1i- 0 e-ie -i9e o.os 6X12 4X7 3X4 1.5X3 6X12 t.5X3 1.SX3 7.SX3 W=3X7 3X4 4X8 1.5X3 t.5X3 I1_8-0 I,$-0 6X12 4X8 3X5 4X8 6X12 5X 6X8 W-H0312 N= X7 W:308 P V � P V 4 9 � � W:308 R:1376 ^+ ^� � m � ,j, � � ? � � � R:7316 U: J, v, v, .. v, u, a U: 15 16 17 1819 20 27 22 � 29-71-0 7/16/2012 All plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:5/32"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. wo:Guuickson sotuckund This deaign is for an individuel building componont not Wsa sysmm.h hea bean basod on�pccif ations proviMd by the component menu(ecturor Chk: DPE and done in aeeordeneo with eha eurrvnt vaniona of TPI end AFPA deaign nGnderds. No roeponsibility is essumad for dimenaional eeeuney. Dimanaione ero[o ba verified by eha eomponant menufeeturvr end/or buiMing daaigner prior to fabrieetion.The building dasigner must eawrtsin thet the loada Dsqnr: LSP utNizad on thia dasgn mwt or axcaad tha beding Ynpoaad by tho loul building coda and the particuler epplicatbn.The dasign essumes thet tha top chord TC LiVe 40.00 psf DurFacs L=1.00 P=1.00 E is ktanly bracod by Na roof or floor aMathing end the bottom chord b leterolly brocad by a rigid ahaathing metariel directy attachad, unkaa othorwiso notod.Braeing ahown b for latanl support o(componanta mom Wn only to rvdueo buckling length.This component ahall not ba pleead in eny TC Dead 10.00 psf Rep M br Bnd 1.15 onment Ihat wlll uuse tha moiatun contant o(tha vrood to oxcoed 79Xnnd/or uuw connector plata corrosion. Fabrkate,handlo,inaGll BC Live 0.00 p9f O.C.Spacing �-�-3 E M M E R I C H W 00 D end'broce this truna in eecordenee w11h the following ahndarda'Joint and Cutting DaGil Raporte'evailebb as output frwn Trunwel soNwara, 'ANSYTPI 1','WTCA 7'-Wood Trusa Coundl of Ameriu SUnderd Daaign Responaibilkks,'BUILDING COMPONENT SAfETY INFORMATIOM- HC Dead 5.00 pef Design Spec �RC-Z�O6 J115 182nd Lane,Andovar MN 55304 (BC31)and'BCSI SUMMARY SHEETS'by WTCA end TPI.Tha Truss Pkte Instituta(TPQ h Ixetad et Y18 N.Laa Streat Suha 71Y. Phona(783)427�4155 Fax(783�627-8083 ANxandrie,VA 22314.The Amarican Fonst and Papar AswclaHon(AFPA)is locatad at 1111 79th Stna[,NW,Sta 800,Washington,DC 20078. TOTAI. 55.00 p9f Seqn T6.5.14- 364252 � F'DF created with pdfFactory trial version www.pdffactory.com Job Name: 30' Tuckunder Truss ID: FA02 Qt : 1 Drw : BRG x-LOC REACT SIZE REQ'DTC 4x2 SPF N1/N2-CAN If rigid sheathing is not directly attached End verticals are designed for axial loads 1 0- 2-12 414 5.50" 1.50�BC 4x2 SPF iil/#2-CAN � to the bottom chord, adequate lateral only vnless noted otherwise. 2 9- 8-12 2196 5.50" 1.So�WEB 4x2 SPF STUD-CAN restraint may be required (by othe=s). For Extensions above or below the tzuss profile 3 29- 9- 4 951 3.50" 1.50" 2-4x2 SPF STUD-CAN 5-17 floor applications, 2x6 strongback bridging (if any) have been designed for lond� HRG AEQOIREMENTS shown are based OPH.t�tes outside the truss perimeter are is required, at 10'-0" O.C. or less. See indicated only. Horizontal loads applied at on the truss material at aach bear�spigned for the location shown only (DO NOT ANSI/TPI 1 6 SCSI for more. the end of the extensions have not been MOVE!) and may be trimmed or folded. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. conaidered unless shown. A drop-leg to an TC FORCE NCL BND CSI Plating is based on quality contzol factors Designed per ANSI/TPZ 1-2002 othezwise unsupported wall may create a 1-2 0 0.00 0.3d 0.34 Cq = 1.25 for wide face and This design does not account for lonq term hinge effect that requires additional desiqn 2-3 923 0.11 0.39 0.44 Cq = 1.25 for narrow face. Cime dependent loading (creep). Building consideration (by othexe). 3-G 923 0.11 0.28 0.39 My alterations to this are shown for Designer must account for this. UPLIFT REACTION(S) � 4-5 2358 0.61 0.32 0.92 individual jointa on the Joint Report. Refer to Joint QC Detail Sheet for Support 1 -214 lb 5-6 2358 0.61 0.32 0.92 THIS DESIGN IS THE COMPOSITE RESULT OF Maximwn Rotational Tolerance usad 6-7 -1059 0.02 0.31 0.33 MULTIPLE LOAD CASES. TRC/IBC truss plate values are based on 7-8 -1059 0.02 0.27 0.29 Mark all interior bearing locations. testinq and approval as required by IBC 1703 8-9 -3059 0.01 0.27 0.29 Install interior support(s) before erection, and ANSI/TPI and are reported in available 9-10 -2467 0.11 0.26 0.37 20 paf bottom chord live load NOT requized documents as ER-1607 and ESR-1118. 10-11 -2467 0.11 0.27 0.38 on thia truss, per IBC/IRC requirements for 11-12 -2129 o.oB o.27 0.35 attics with limited storage. 12-13 -2129 0.08 0.33 0.41 i3-ia o o.o0 0.33 0.33 PanelLengths: Std=2-5-4 BC FORCE AX1. BND CSI 4-5 �-��-Q 9•�Q Z"4-8 15-16 423 0.11 0.12 0.23 16-17 -1603 O.1G O.1G 0.28 MAX DEFLECTION (span) 17-18 -486 0.00 0.15 0.15 L/999 MEM 10-11 (LIVE)�LC 3 18-19 1970 0.51 0.10 0.60 L= -0.24" D= -0.08" T= -0.32' 19-20 1970 0.51 0.08 0.59 rv � � � �o-zi zsos o.6a o.iz o.�s }r p m jr � m p `P o m o `P � `�" o ,� m � o �, �+ � -_- ____ 21-22 1272 0.33 0.12 0.44 = Joint Locations = L � Y J x � h � � � Y � �L �' � b � � Y � � �0 i o- o- a iz za- e-iz 2 2- 8- 4 13 27- 2-12 WEA FORCE CSI WEB FORCE CSI 3 S- 2- 4 14 29-11- O 1-15 -123 0.03 9-18 -1095 0.34 2�_4 4 7- 8- 4 15 0- 0- 0 2-15 -500 0.24 9-20 619 0.30 '-� 5 9- 8-12 16 5- 7- 4 2-16 -600 0.19 10-20 -244 O.aS 0-1-8 6 12- 3- 8 17 9- 8-12 3-16 -249 0.06 11-20 -68 0.02 7 14- 1- 8 18 1C- 9- 8 4-is io�1 0.53 ii-2i -aao o.ia � y 3 4 5 6 7 8 9 10 t1 12 13 14 8 1a- 9- 8 19 15-11- o 4-17 -129a 0.37 12-21 -2a2 0.06 9 17- 3- 8 20 19- 8-12 5-17 -200 0.03 13-21 1006 0.50 10 19- 8-12 21 24- 8-12 6-17 -2185 0.68 13-22 -1505 O.G7 11 22- 2-12 22 29-11- 0 e-ie 1663 o.ez ia-zz -i2a o.03 3X4 4X7 6X12 1.5X3 3X4 4X8 e-18 -2G9 0.06 1.5X3 1.5X3 2X3 W=3X4 4X7 1.5X3 1.5X3 1.5X3 I1-8-� I1-8-° 4X8 5X16 6X12 3X7 4X8 4X 3X5 =3X5 9-8-12 W:508 � � m ^J W:508 ^' m y � � m v �' W:308 R:414 � � a �R:2196 � � � � � � "� � R:951 U:-214 U: U: 15 16 17 18 19 20 21 22 29•11-0 7/16/2012 OVER 3 SUPPORTS All plates are 20 yauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:5/32"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. wo:�uiiickson 3otuckund This design Is for an indiviAunl building component not truss syslnm. 11 hes bean based on spacificetions prorided by the componant menufacturer Chk: DPE nnd Aone In eccordence with tha currant verslons of TPI end AFPA design stendarde. No reaponslbility Is xseumed lor dimensionei eccurncy. �Imanslons ra lo be verlfled by tha componant menufncturar endlor building daslgner prlor to febrlcetlon.The buiiding deslgner m�sl esceAxln ihnt Ihe laede D9CjnY: LSP �Illlzed on this Aeaign meel or excaed tha londing Imposed by Ihe locel bullding code and Ihe pnrtic�kr eppllcnllon.The daslgn aseumas ihnt iha top chord TC Live 40.00 jJ9£ DurFacs L=1.00 P=�.�� E Is lelerelly braced by Ihe roo(or(loor shenihing nnd Ihe bottom chord In leteralty brnced by n rlgiA nhaething metorinl dlreclly ettxchad unlaee otharwise no�ad. Brecing ahown is lor le�arel e�pport of components membere onty to reduca buckling lengih.This componenl shell not be pinced in eny TC Dead 10.00 psf Rep M br Bnd �.�5 nvlro ant Ihet will ce�sa the moislure content of Iha wood lo exceed 18%nnd/or c r,o�neclor plata corroslon. Febricnte,hendle,Inatell BC Live 0.00 psf O.C.Spacing 2•0-� E M M E RI C H W 00 D end brece lhla trusn In eccordnnce with Ihe lollowinq stnnderds 'Jolnt and Cutting Detnil Rwpons'availeble es o�lput from Truewnl eoltwnro, 'ANSVTPI 1','WTCA i'-WooA 7rues Councll o/Americe Slendard Doelgn Rasponslbllitles,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 5.00 jJ9£ Design Spec �RC.-2��6 3715 182nd Lana,Andovar MN 55704 (BC51)end'BC51 SUMMARV SHEETS'by WTCA nnd TPI.The Truss Plnta Inslltule(TPI)is IocnlaA et 718 N.Lae Streel Suile 71P, Phone(783)427-4155 Fnx(763)A27-B083 Alaxendrle,VA 22314.The Amarlcen Foresl end Pnper Associatlon(AFPA)Is loca�ed nt 1111�Blh Slraal,NVJ,Ste BOO,Washinglon,OC 20078. TOTAI. $$.00 Psf Seqn T6.5.14- 364253 _ PDF cr�ated with pdfFactory trial version www.pdffactorv.com Job Name: 30' Tuckunder Truss ID: FA02 Qt : 1 Drw : BRG x-I.oC REACT SI2E REQ'DTC 4x2 SPF ql/N2-CF�7 If rigid sheathing is not directly attached End verticals are designed fo= axial loads 1 0- 7-12 414 5.50" 1.50BC 4x2 SPF A1/M2-CAN � to the bottom chord, adequate lataral only unless noted othermise. 2 9- 8-12 2196 5.50" 1.SoryTEB 4x2 SPF STUD-CAN restraint may be required (by othezs). For Extensions above or below the truss profile 3 29- 9- 4 951 3.50" 1.50" 2-4x2 SPF STUD-CAN 5-17 floor applications, 2x6 stronqback bridging (if any) have been designed for loads BRG RF.QUTAEMENTS shovn a e bas=d OtBShtes outside the truss perimeter are is required, at 10'-0" O.C. or less. See indicated only. Horizontal loads applied at on the truss material atzeach bear�e�signed foz the location shown only (DO NOT ANSI/TPI 1 6 HCSI for more. the end of the extensions have not been MOVE!) and may be trimmed or folded. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. conaidered unless shown. A drop-leg to an TC FORCE AXL BND CSI Plating is based on quality control factors Desiqned per ANSI/TPI 1-2002 otherwise unaupported wall may create a 1-2 0 0.00 0.34 0.3d Cq = 1.25 for wide face and This design doea not account for long term hinge effect that requi=es additional design ?-3 923 0.11 0.39 0.44 Cq = 1.25 for narrow face. time dependent loading (creep). Building consideration (by othera). 3-4 923 0.17 0.28 0.39 Any alterations to this are shown fot Designer must account for this. UPLIFT REI�CTION(S) : 4-5 2358 0.61 0.32 0.92 individual jointe on the Joint Report. Aefer to Joint QC Detail Sheet for Support 1 -214 lb 5-6 2358 0.61 0.32 0.92 TNIS DESIGN IS THE COMPOSITE RES[1LT OF Maximum Aotational Tolerance used 6-7 -1059 0.02 0.31 0.33 MULTIPLE LOAD CASF,S. 1RC/IBC truss plate valves are based on 7-e -3059 0.02 0.27 0.29 Mark all interioc bearing locations. testing and approval as requized by IBC 1703 8-9 -1059 0.01 0.27 0.29 Install interior support(s) before erection. and ANSI/TPI and are reported in available 5-10 -2467 0.11 0.26 0.37 20 pef bottom chord live load NOT required documents as ER-1607 and ESR-1118. 10-11 -2d67 0.11 0.27 0.38 on this truse, per IBC/IRC tequirements for 11-12 -2129 0.08 0.27 0.35 attics with limited atorage. 12-13 -2129 0.08 0.33 O.C1 i3-ia o o.o0 0.33 0.33 PanelLengths: Std=2-5-4 sc eoRcs n�. allo cst 4-5 1-11-0 9-10 2-0-8 15-16 423 0.11 0.12 0.23 16-17 -1603 O.1G 0.14 0.28 MAX DEFLECTION (span) : 17-18 -G86 0.00 0.15 0.15 L/999 MEM 10-11 (LIVE) LC 3 1A-19 1970 0.51 0.10 0.60 L= -0.24" D= -0.08" T= -0.32' 19-20 1970 0.51 0.08 0.59 � � � � � 20-21 2503 0.64 0.12 0.76 St v m v � m v � m m m � jr `i" o � m � o N � � ____= Joint Locations =____ zi-zz iz�z 0.33 o.iz o.aa v � y � y ^ � � Y � � � � d, `f p `ryP � Y � � � i 0- o- 0 1z 24- e-i2 2 2- 8- G 13 27- 2-12 WEB FORCE CSI WEB FORCE CSI 3 5- 2- 4 14 29-11- O 1-15 -123 0.03 9-18 -1095 0.34 2-5.4 � G 7- 8- 4 15 0- 0- 0 2-15 -500 0.24 9-20 614 0.30 � 5 9- B-12 16 5- 2- 4 2-16 -600 0.19 10-20 -240 0.06 0-1-8 6 12- 3- 8 17 9- 8-12 3-16 -249 0.06 11-20 -68 0.02 7 14- 1- 8 18 1G- 9- 8 a-ie io�i 0.53 ii-zi -aao o.ia 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e 1a- 9- e 19 15-11- o 9-17 -129e o.37 i2-21 -242 0.06 9 17- 3- 8 20 19- 8-12 5-17 -240 0.03 13-21 1006 0.50 10 19- 8-12 21 24- 8-12 6-17 -2185 0.68 13-22 -1505 0.47 11 22- 2-12 22 29-11- 0 6-18 1663 0.82 14-22 -124 0.03 3X4 4x� sX�2 �.5X3 3)(4 4Xg 8-18 -249 0.06 1.5X3 1.5X3 2X3 W=3X4 4X7 1.5X3 1.5X3 1.5X3 I1-8-0 I�-B-° 4X8 5X16 6X12 3X7 4X8 4X 3X5 =3X5 9-8•12 W:500 v � m '.J`W:508 � m q � m m � W:308 R:414 � � a �R:219G � a a � � � ^,�� R:951 U:-214 U: � U: 15 16 17 18 19 20 21 22 29-11-0 7/16/2012 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:5/32"=1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. wo:cuiiickson 3ocuckund This daeign la lor en indivlduel bulldiny component not Ir�sa syatnm. I[hxs been based on specf(icnHons provided hy the componen�mnnutacturer Chk: DPE nnd done In accordance wl�h Ihe currant varslone ol TPI and AFPA deslgn etandarde. No reeponslbilliy Is eseumeA for dimanelonel eccurncy. Dlmanslons re ta ba verified by thx componenl menutaclurer end/or building designer prlor to febricetion.Tl�a buliding daslgner mual eecerteln thet the loeds Daqnt: LSP utilized on this Aesign meet or a.ceed Ihe londing impoaed by iha local buildlny coda and Ihe pnrtici�kr applicntlon.The deafgn ese�ines Il�nl tna top chord TC Live 40.00 p9f DurFacs L=1.00 P=�.�� E is laterelly breced by Ihe roof or floor ahanthing end 1he botlom chord Is lotarelly braced by n rigiA ahenihing matorinl dlrectly eltnchad unlese olharwina no�ad.Brecing ehown is(or Intaral auppon ol components mamben ony to reduce buckling leng�h. 7hls compo�enl shell not be pkced in any TC �ead 10.00 psf Rep M br Bnd 1.15 nviro enl Ihet will cnuse the moistura conten[of�he wood to anceed 18%nndlor a�se c nnaclor plele corroslon. Febricnte,hendle,Ineiell $C Live 0.�0 p9f O.C.Spacing 2-Q-� E M M E R I C H W 00 D end brace Ihla Iruse In eccordance with tha(ollowing etanderds 'Jolnt and Cu�ting Delnll Reporis'nvnileble es oulpul lrom Truawel no/twara, 'ANSI�TPI 7','WTCA 7'.Wood Tr�se Councll of Ainerice Stendnrd�oelyn ResponalblllNes,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 5.00 psf Design Spec �f�C-2��6 ' 3115 182nd Lnno,Andovar MN 55J04 �BCSI)end'0C51 SUMMqRY SHEETS'by WTCA end TPI.The Truas Plate Instllute(TP1)is IoceleA nt 218 N.Lea S�ree�Sui�e 31P, Phone(783)427-4155 Faz(783)427-8087 Alecendrla,VA 22774.The American Forest end Pnpar Assoclntlon(AFPA)Is Iocaled nt 1111�BIh Street,NW,Ste BOD,Weanington,�C 200J8. TOTAL 55.00 p9f Seqn T6.5.14• 364253 t'DF created with pdfFactory triai version www.pdffactorv.com � � HARDCOVER CALCULA�ION WORKSHE �'"" ___ SETBACK ZONE: (CIRCLE ONE} 0-75' 75-2�0' 25D-540' 540-100Q' EXlSTiNG HARDCOVER W ZDNE = S.F. A. House X Length ��d� _ x _ S.F. x = S.F. _ S.F. B. Garage � � S.F. C. Driveway X = S.F. x � S.F. D. Sidewalk X = S.F. x _ S.F. E. Patio/Deck X = S.F. x F. Landscape x = S.F. = S.F. Underlain X = S.F. By Plasfic X G. Retaining / x = - S.F. �Valls = S.F. H. Other X ��— - T�TAL HARDCOVER 1N ZONE - __ S.�. A TOTAL PROPERTY AREA IN ZUNE S.F. B A _ g X 100 = % PROPOS�D HARDCOVERIN ZON� A. House � Ci x _Z� = l 3 �D S.F. Length Width _ � S.�. x X = �-- S.F. � , B. Garage x _ = l n_,f-�oJ�_S.F. C. Driveway X _ �3' �� S.F. X _ S.F. D. Sidewalk x = /DO S.F. X = -_ _ S.F. E. PafioJDeck x = �--- S.F. x _ � S.F. F. Landscape x = —- S.F. � ..� S.F. Underiain X By Piastic x = --� S.F. G. Retaining z D x I = 2 U S.F. Walls _ `—"� S.F. H. Other X TOTAL HARDCOVER lN ZONF - 2 Z 70 S.F. A TOTAL PROPEf�TY AREA IN ZONE 6 7 / � S.F. B A � B x100 = � 3 - 8 % . } � � / ,�, VERSA-LAM° Floor Load Tables , � �...A ..�,._. .... ��-�w..�.+.v.-.E�.*.+.....nnmm••...�.n•m.^.•.--..-+.: .....+,-•-:•.�.,...+.; .'..�--..T-..-..T.-.-��..�..�.._.�...�._.__,,..,._..._ ..�._. ...--+�'..-•.+-,--�,....^�-iem+... ... . .*�+.�+.�-+�n*.-.n........ _. .. .. ... . .. .. ' . ... ... ..-_.. VERSA-LAM° 2.0 3100 (100% Load Duration) ,� Top Figure - Allowable Total Load[pif] � KEY TO TABLE Middle Figure - Allowable Live Load[plf] Bottom Figures - Minimum Required Bearing Length at End/Intermediate Supports[inches] , � Double Ply 1'/."VERSA-LAM�2.0 3100 or Triple Ply 1'/."VERSA-LAM�2.0 3100 or Quadruple Ply 1'/."VERSA-LAM�2.0 3100 or Span 1/.'VERSA-LAM 2.0 3100 3Y:"VERSA-LAM 2.0 3100 5Y."VERSA-LAM 2.0 3100 7"VERSA-LAM 2.0 3100 �ftl -- �-- � --- ----T- - _.._.. _..___ ___ _.. . ._..-------- --- -- -- - - - ----____ 7'/." 9/s" 11/e" I 14" 7'/a" 9%z" ' 11'/e' , 14" 16" 18" 24" 9Y:" ' 11'/a' ' 14" 16" 18" 20" 24" 11%' 14" 16" 18„ 20" 24" 763 1063 1424 ; 1795 1525 2126 2849 3590 4387 5232 5226 3189 4273 5384 6580 7848 7845 7838 5697 ' 7179 8773 ', 10463 10459 10451 --- - ____ _ _. . _ - . . _ _ _ 6 762 _ -- 1525 - • - - - - - - • - - - - • - - - - - -_ _ ._.._.._._ . .__ :__ ._ _ __._ _ _. , _ . ._ _ _ : _ : _ 1.814.4 2.416.1 '3.3182 4.1110.3 1.814.4 24161 '3.318.2 4.1110.3 5112.6 6115 6115 2.416.1 '3.3f8.2A.1110.3 5112.6 6115 I 6115 . 6/15 3.318.2 4.1110.3 5112.6 6115 6115 6115 479 746 979 1207 957 1492 1957 ; 2414 2886 3402 ' 3913 2237 2936 3622 4328 ', 5103 ' S876 ' S870 3914 ' 4829 5771 ' 6803 7834 ' 7826 - __ _. .__... __. �.____ . _ _ _._._ .__ ___ , ,_ __ _._ .. . 8 322 724 � - - 643 1447 _ �_ ._ 2171 - - - • ' - - • • - - - - ___- --- _ ____. __ _•-- - --._ _._. . _ . _ _ . __:.. _ , __: 1.5137 2.3157 317.5 3719.3 1.5137 2315.7: 317.5 ,3.719.3 4.4111.1 52113 6115 2.315.7 317.5 37193 4.4111.1 5.2113 6115 I 6115 3175 ',3.719.3,4.4111.1'S.2113 6115 6115 243 551 745 909 487 1102 1489 1817 2148 2502 3126 1653 ' 2234 2726 3222 3753 4322 ', 4688 2978 3635 4296 ', 5003 ' S763 6251 _ _-- _ '. _ _ _ __..__. , _ . __. : _ _ ._ __ :__ 10 165 370 724 - 329 741 1447 - - 1111 2171 - - - � - 2894 - • - - - _--- __ __.____ _ _-- . __ _ _ _ _ _ . _ __ _. 1.513 2.115.3 2.917.1 3.518.7 1.513 2.115.3,2.917.1 3.518.7 4.1110.3 4.8112 6115 2.115.3 2.917.1 3.518.7 4.1110.3 4.8112 5.5113.8 6115 2.917.1 '3.5187 4.1110.3 4.8112 5.5113.8 6115 182 , 413 665 808 364 825 1330 1617 1904 2209 2839 1238 1995 2425 2856 3313 3800 ' 4259 2659 3233 ' 3807 4417 ' S067 5679 ___ - --__ _ ._-- -___ -- -- - --__ _ __ __ __._ _. `__ _ ___. . _ _ _ _._.._ __ . _ - -_ _____. 11 124 , 278 544 - 247 , 557 ' 1087 - - - - 835 1631 • - - - - 2175 • - - - • 1.513 1714.4 2.817 3.418.5 1.513 1714A 2.817 '3.418.5 4I10.1 47f11.7 .6115 1.7/4.4� 2.817 3.418.5;4110.1 471117� , . . . - - 5.4113.4 6115 2817 ;3.418.5 4110.1 4.7l11]5.4113.4 6115 139 317 585 728 279 ' 634 1170 1456 1709 1977 2601 950 ' 1755 2184 2564 , 2965 ', 3390 ' 3901 2340 ' 2912 ' 3418 3953 4519 5201 ---_ . __ _ _. ___ _ , .__.... . _ . _ _ __ _ -- ___._ --_.. . __ ._ .. . 12 95 214 419 686 191 429 837 1372 - - - 643 1256 2058 - - • - 1675 ' 2745 • - - - _. . __ :_ , _ . __ __ _ __ . 1.513 i.5137 2.716.8 3.418.4 L513 1.513]',2716.8 3.418.4 3.919.9,46111.4 6115 1.513.7 2716.8 3.418A 3.919.9 4.6111.4 5.2113 ', 6115 2716.8'3.418A 3.919.9,4.6111A 52113 6115 109 ' 248 488 662 217 496 ' 976 1324 1550 , 1789 2399 744 ' 1464 1986 ' 2326 ' 2683 ' 3059 '. 3598 1952 i 2647 3101 ' 3571 4078 4797 ___._ . .__._.. ._ _.__ _ .____, ----- ----.. . _ ........ _ _ __.. ._ --- -� _ _.._,_. _____ . ._. _ .. . 13 75 169 329 540 150 337 659 ' 1079 - • • 506 988 1619 - - - • 1317 , 2159 • - - - -- _ ---- ---- __._. _ . ____ . __ _ _..._ _. , ____. _ --- - --__ ,__ ._.. . 1.513 1.513.1 2.416.1 3.318.3 1.513 1.513.1 :2.416.1 .3.3183 3.919.7 4.511t2. 6115 1.513.1 2.4I6.1 33183,3.9197 4.5111.2:5.11127 6115 2416.1 ;3.3183',3.919.7'4.511125.11127 6N5 86 198 390 � 585 173 395 ' 779 1171 ' 1418 1633 2226 593 I 1169 ' 1756 2128 2449 , 2786 3338 1558 ! 2342 ' 2837 ' 3265 ' 3715 4451 -.._ _ ___ _ ___ . ,..__ . ._ _ . __ . . . __ . , . : _ __ 14 60 135 264 432 i20 270 527 864 1290 - - 405 791 1296 1935 • - - 1055 ' 1728 2580 - - - _ _ .._ __ .__. __. - --_ __. _ _ _ . _ _ _.__ : _ 1.513 1.513 2.115.3 3.217.9 1.513 1.513 '2.115.3 3.217.9 3.819.6 4,4111 6115 1.513 2115.3 3.2179 3.819.6 4.4111 5112.5 6115 2.115.3 3217.9,3.8196'4.4111 5112.5 6115 70 ' 160 316 509 139 320 ' 631 1018 13W 1502 2076 479 947 1527 1960 2253 2558 3113 1262 2036 ' 2614 ' 3003 ' 3410 4151 __ ._ _ ___ . -_ __. _ . . . . __ 15 49 110 214 351 98 220 429 703 1049 1493 • 329 643 1054 1573 2240 - - 858 , 1405 2098 2987 . • � "„� --- - . . . ___ ` -__ _ . 1.513 1.513 �1.814.6 2.917.4 1.513 1.5/3 '1.814.6 2.917.4 3.8I9.5 43110.9 6115 1.513 i 8146 2.9174 3.819.5 4.31109'4.9112.3 6115 1.814.6 2917.4 3.819.5 4.3110.9 4.9112.3 6115 57 ' 131 259 427 113 262 ' S18 : 854 1151 1390 1944 393 777 1281 1727 I 2085 2364 2917 1036 1708 2303 2780 3151 3889 _ . ___ ____ . � , __ . . _ . _. ._ , . , 16 40 90 177 289 80 181 353 579 864 1230 - 271 530 868 1296 1846 - - 707 1158 1728 2461 - - --- - --� . _ _ __. +_ -----_ _ _ _ ___ _ _ . :.. __._ . _; . _ _ _ 1.513 1.513 1.614 2.616.6 1.513 1.513 ' 1.614 2.616.6 3.618.9 4.3110.7 6115 1.513 1.614 2.616.6 3.618.9 431107'4.91122 6115 1.614 2.616.6 3.618.9 4.3110.7 4,9112.2 6115 ' 108 ' 215 355 93 217 430 710 1018 ' 1274 1826 325 ' 645 ' 1065 1527 1911 ' 2196 ' 2739 860 ', 1420 2036 2547 2929 3652 ----*--_:_ _____ _ __ __ ---'-- - _-_� ._...._.: __ _ -_- _---_ _ . .._- ____ _ ;_. _:_-_ _ _ . - .. _ .. . _ _ .. _. 17 75 147 241 67 151 295 483 720 ' 1026 226 442 724 1081 1539 ', 2111 - 589 965 1441 2052 2814 - ---.. - --_ ___._ _ - _ __ _ ____ ._ _.... .__ _.... . _.__ _..�. _.__..__ --... __ _:_ : 1.513 1.513.6 2.315.9 1.513 1.513 1.5136'2.315.9 3.318.4',4.2110.5 6115 1.513 1.513.6 2.315.9 3.318.4 42110.5''4.8112 6115 1.513.6'2.315.9 3.318A 4.2110.5 4.8112 6115 90 180 298 I7 181 360 596 894 ' 1134 1701 271 ' S40 i 894 ; 1341 1701 2051 ; 2552 720 1191 ' 1788 2268 2735 3402 _.__.. .__. _.__.. _ _ .__._ . r . __..__. . _ ____.___ :__ . _ --.._ , _._.. 18 64 124 203 56 127 248 407 607 ', 864 . 191 372 610 910 1296 ' 1178 - 496 I, 813 1214 1728 2371 --. , . _..._.._ .-- _.._ _ :._. . __ . _,. _ _ _ ._ _ _ . _.: _ 1.513 1.5132 2.1I5.2 1.513 1.513 1.513.2 2.115.2 3.117.8 419.9 5.9/14.8 1.513 1.513.2 2.1/5.2I3.117.8; 419.9 '4.8111.95.9114.8 1.513.2.2.115.2 3.i17.8 419.9 4.8111.95.9114.8 76 152 252 65 ' 152 ' 304 504 758 I 1016 1592 229 457 ' 757 1137 ' 1524 ' t863 2388 609 1009 ' 1516 ' 2032 ' 2484 3184 ___ -.__. _._..._- -- _.___.. . . .__._.__ _ ,__ . -' __ _ - -- __ . 19 54 105 173 48 108 ', 211 ' 346 516 735 - 162 316 519 774 1102 1512 - 422 : 691 ' 1032 , 1470 2016 - _ _ .-----_ .___.___ _--. _<... . __._. . _--. .. ......__. _ ._ _ :. __..__ . _ _ , . 1.513 1513 1.914.7 1.513 i.513 I 1.513 1.914.7 2.817 3719.4 5.8I14.6 1.513 1.513 1.914.7 2.817 37/9A'4.6I11.4 5.8114.6 1.5/3 1.9147 2.817 3719.4 4.6111.4 5.8114.6 65 130 215 54 ' 129 , 259 430 647 915 1496 194 ' 389 646 ' 971 '. 1373 ' 1678 ' 2243 519 861 I 1295 1830 2237 2991 _ _ -----r_____. __ - _ . __, - --._._ . _. _._ _ _ _ _ . :_ _ ._ _.......__ . . 20 46 90 148 41 93 181 ' 296 442 630 1493 139 271 445 664 945 1296 2240 362 593 885 1260 1728 2987 --- __--._ � __ _- --__ ___. __:_ _ _ . _ _ __ _,._ .. .,__ _ _ . . _ 1.513 1.513 1.714.2 1.513 1.513 ' 1.513 1714.2 2.516.3 3.618.9 5.8114.5 1.513 1.513 1.7142 2.516.3 3.618.9 14.3H0.8 5.8/14.5 1.513 ,1314.2 2.5I6.3'3.618.9 4.3110.8 5.8114.5 ', ' 96 160 95 192 320 482 692 1304 142 288 ' 480 '. 724 ': 1038 : 1382 1956 384 640 965 1383 1842 2608 --__. ___.._ __ ___. .__. _._.____ . ._. _.___ _..__. ___ ____.. ---.- _-._ _._-_ . ____.. _ 22 68 111 70 136 223 332 473 1122 104 204 I 334 499 710 ' 974 ' 1683 272 445 665 947 1299 2244 _.-._ ___.__�- -..-- ------ --- -; ;-------- --- _-- ___,_ �-_ ___. _..__ _ __. . ___ " 1.513 1.513.5 ' 1.513 1.513 ''1.513.5 2.115.2' 3174 5.6113.9 1.513 1.513 1.513.5 2.115.2 317A ,3.919.9'5.6113.9 1.513 1.513.5 2.115.Z 317.4 3.919.95.6113.9 I ' 72 122 ' 71 145 243 368 ', 529 , 1092 106 , 217 I, 365 552 793 ', 1095 , 1638 290 486 , 736 1057 1460 2184 ____ : , _ _ _.. _..._. ___ _ ._ _ _ _ _ _ _. ,- _ _ __ 24 _ 52 86 54 105 172 256 365 864 80 157 ' 257 384 547 ' 750 ' 1296 209 343 512 729 1000 1728 --- ----r..__ . _ _.. __ �.____. _ ,__ .._ . - , ._ __ ! 1.513 1.513 1.513 1513 1.513 1.814A 2.516.3 5.1112.8 1.513 1.513 ', 1.513 '1.814.4 2.5l6.3 3.418.6!5.1I12.8 1.513 ; 1.513 '1.814A,2.516.3'3.418.6 5J112.8 ' S6 94 54 111 , 188 286 i 412 927 80 167 - 282 ', 429_ 618 ', 855 , 1390 223 . 376 ! 572 824 1139 _ 1853 --_____... _.,----. ___r ---- _� . _ __.. _._ __ --.. _ ---- - _.�... ----- _ -- 26 41 ' 67 42 82 135 � 201 287 680 63 124 ' 202 . 302 430 590 , 1020 165 270 ' 403 574 787 1359 --_ _----- ----- ---_ __--- ---- ___._.. ..._._ _. -•-- _...- __-_ _ ___ __ ;__. _... _...._ _ 1.513 1.513 1.513 ' 1.513 ' 1.513 1513.7 2.115.3 4.7111.8 1.513 1513 ' 1.513 1.513.7 2.1l5.3 I 2.9173 14.7111.8 1.513 ' 1.513 1.513.7!2.115.3 2.917.3 4711i.8 ' 74 87 148 226 ': 326 792 61 130 :.222 338 489 ' 678 ! 1188 174 296 ; 451 652 904 1584 _ . ,_ _ . , ____ . . p$ 54 66 108 161 ', 230 544 51 99 ' 162 242 344 472 816 132 216 322 459 630 1088 _ __ - --_.- -- - � __.___ . __ . , ._ Y 1.513 1.513 1.513 1.5132'1814.6 4.4/t0.9 1.513 1.513 1.513 :1.513.2 1.8146'2.5f63 4.4110.9 1.513 1.513 1.5132 1.814.6 2.516.3',4.4110.9 59 _ _-__- _-=-,-,68_ I 118_ 180_,_262 _ 639 102 ; 176 271 393 546 ' 959_ _ 137_ r 235 361 523 728 1279 - -- --__ ..__ __ _ . _. . 30 ; 44 ! 54 . 88 131 , 181 442 80 132 197 280 ; 384 : 664 107 776 262 373 512 885 --- - --� __------ ----.�------ __-- ,. . .. _ , . __-r- , _. . _ 1.513 1.513 ' 1.513 1.513 1.614 3.819.5 1.513 ' 1.513 1.5(3 ' 1.614 '2.215.5 3.819.5 1.513 : 1.513 '. 1.513 ' 1.614 2215.5 3.819.5 • Total Load values are limited by shear,moment or deflection equal to L/240. Total Load values are � Table values for Minimum Required Bearing Lengths are based on the allowable compression the capacity of the beam in addition to its own weight. design value perpendicular to grain for the beam and the Total Load value shown.Other design • Live Load values are limited by deflection equal to LI360.Check the Iocal building code for other considerations,such as a weaker support material,may warrant longer bearing lengths. Table deflection limits that may apply. values assume that suppoR is provided across the full width of the beam. • Where a Live Load value is not shown,the Total Load value will control. • For 2-ply,3-ply or 4-ply beams;double,triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. • Table values represent the most restrictive of simple or multiple span applications�Span is measured . �a��inch members deeper than 14 inches are to be used as multiple-member beams only. center to center of the supports. Analyze multiple span beams with the BC CALC software if the length of any span is less than half the length of an adjacent span. • This table was designed to apply to a broad range of applications. It may be possible to exceed the • Table values assume that lateral support is provided at each support and continuously along the top limitations of this table by analyzing a specific application with the BC CALC�software. edge and applicable compression edges of the beam. � Pririt Quote Page 1 of 1 � r � �x� - Home Depot Store#2808 CUSTOMER: �� g 1705 ANNAPOLIS LANE GULLICKSON, FRITZ �, � �e PLYMOUTH, MN 55441 7635099590 1706 PAR LN. �;��3} �> �s,.�i ��,..tr�ar�c�in�:� BUFFALO, MN 55313 (952) 460-0726 SALES ASSOCIATE: MICHAEL DATE: 07/18/2012 Thank�ou for shoppin�The Home Depot�We value�rour business! �'��a��.;d� 5 ..`�-,,is�`ss��-��;��ti�,�.�. °�aa"��S� ,m,...a��. .. ..'.��,. .. _ v.... �__�._�,_��,_ ��•.;:�F��Y r�. �v;... �._. .. . ITEM FRAME SIZE LOCATION PRODUCT CODE DESCRIPTION pRICE Q� PRICE 0001 Andersen Windows and Patio $308.02 1 $308.02 Doors RO Slz@=2�6 1/8��W x 4'4 7/8�� H U�It TW2442,Unit,Equal Sash,White/Clear Pine,High $283.92 Performance SmartSun Low-E4 Glass(Each Sash) Size=2' 5 5/8"W x 4'4 7/8" H so3z�oz 2442,Insect Screen,White 1610122 $24.10 _. m __.. �_._�. __ — .._ _ _. _ .. ..... ... .. _. • 400 Series Tilt-Wash, Single Units ' • Unit Code/Item Size: TW2442 ' • Operation/Handing: AA • Part Number: 9032702 ' • Exterior Color: White • Interior Color: Clear Pine ' • Glass Type (Top): High Performance SmartSun Low-E4 Glass ' • Glass Type (Bottom): High Performance SmartSun Low-E4 Glass ' • Insect Screens: Insect Screen, White • Standard Hardware: Standard Lock Hardware - Stone • ------------------------------------------------------------------------------------------------------------------------------- ` ' • Zone: None ' ' • U-Factor: 0.30, SHGC: 0.21 ' • ------------------------------------------------------------------------------------------------------------------------------- QUOTE #: Quote Summary � _...:.. ��..,,,•, ... .. . �.. .... ... ,��a �•�� . :,��;< ��-�� ..,,;� �.��:�,�.,� .��., ...�... ��__..,_�___�. ��s.��. x,,,...��: > ._ ITEM DESCRIPTION UNIT PRICE QTY TOTAL PRICE 0001 MANUFACTURER:Andersen Windows and Patio Doors $308.02 1 $308.02 PRETAX TOTAL PRICE: $308.02 http://vendorapps.homedepot.com/usp/PrintQuote.j spx 7/18/2012 . , � , � � � 8 Load Short Form Job: H071812 GULL.iCKSON �- wrightsoft Date: Jul 18,2012 Entire House By: C.Thompsan Goodin Company 2700 2nd sUeet north,A4inneapolis,tv1N 55411 Phone:812-588J811 Fax 612-588-8132 Email:csdnc.thornpsonQgoodinco.com Web:www.goodinco.com ' 0 8 • For: FRITZ GULUCKSON 3443 Crystal P1ace ' � ��t-�� =� � ♦ • e �� Htg Clg Infiltration Outside db(°F) -16 88 Method Simplitied lnside db(°F) 72 75 Construction quality Average Design TD {°F) 88 13 Fireplaces 0 Daily range - M Inside humidity(%) 5 50 Moisture difference(gr/Ib) 4 22 HEATING EQUIPMENT COOLING EQUIPMENT Make Rheem Make Ruud Trade RHEEM, RUUD Trade RUUD UAPM SERIES Model RGRC-06EMAES Cand UAPM-024JAZ AHRI ref no.4356213 Coil RCFL-H*2621+RGRM-06?MAE? AI-IRI ref no.4670098 Efficiency 95AFUE Ef�ciency 13.0 EER, 16 SEER Heating input 60Q00 Btuh Sensibfe cooiing 18060 Btuh Heating output 58000 Btuh Latent cooling 7740 8tuh Temperature rise 61 °F Total cooling 25800 8tuh Actual air flow 860 cfm Actual air flow 860 cfm Air flow factor 0.018 cfrrr/Btuh Air flow factor 0.042 cfm/Btuh Static pressure 0 in H20 Static pressure 0 in H20 Space thermostat Load sensible heat ratio 0.91 ROOM NAME Area Htg load Cig load Htg AVF Clg AVF (ft2) (Btuh) {Btuh) (cfm} (cfm) BASEMENT 760 18227 6885 327 287 MA{N FLOOR 120Q 29693 13739 533 573 Entire House d 1960 47919 20624 860 860 � Other equip loads 0 0 I� Equip. @ 0.93 RSM 19180 Latent cooiing 2044 I TOTALS 1960 47919 21225 860 860 1 Bold/11a!(c values have been manually ov¢rrldden Caiculations approved by ACCA to meet all requirements of Manual J 7th Ed. j wri htsoft' 2012-Ju1-1810:44:01 � � Rght-Suitz�J Universal 8.0.24 RSU15o12 Pays 1 .�'iC.�. Z1Wrigh[so�t HVAC1Pro(ecl\Ceddcih071812 Gullickson.rup Calc=MJ7 Front Door faces: N � � . ` ` HARDCOVER CAL.CULATION WORKSHE -'"�- -_..._. _ , SETBACK ZONE: (CIR�LE ONE) 0-75' 75-250' 250-500' 500-�000' EXISTING HARDCOVER IN ZONE � A. House x = S.F. � Length Width O x = s.F. � x - S.�. O B. Garage x - S.F. � C. Driveway x = S.F. O x = S.F. O D. Sidewalk x = S.F. x = S.F. E. Patio/Deck x - S.F. x = S.F. F. Landscape x = S.F. Underlain x = S.F. By Plasfic x = S.F. G. Retaining / x = - S.F. Wal Is H. Other x - S.F. TOTAL HARDCOVER IN ZONE - S.F. A TOTA�PROPERTY AR�A IN ZONE - S.F. B A = B x 100 = °/a PROPOSED HARDCOVER W ZON� A. House � j x �� = I 3 �D S.F. Lengfh Widfh X = % S.F. x - �— S.F. B. Garage x = I n o�1F S.F. C. Driveway x = � D� S.F. x = S.�. D. Sidewalk x = /DD S.F. x = S.F. E. Patio/Deck x = �--- S.F. x = � S.F. F. Landscape x = --- S.F. Underiain x = .� S.F. By Plasfiic x = --- S.F. G. Retaining z D x l = 2 D S.F. Walls � H. Other x = --- S.F. TOTAL HARDCOVER lN ZON� - 2 Z 7� S.F. A TOTAL PROP�RTY AREA 1N ZONE - 6 7 / 5 S.F. B A -_ $ x10D = � �„ 8 °Io k Frank R.Cardarelle � � Land Surveyor, inc_� 6440 Fiying Cloud Dr.# 103 HARDCOVER CALCULAi'ION WORKSHEET Eden Prairie,MN 55344 SETBACK ZONE: (CIRCLE aNE) 4-75' 7�-250' 25D-�00' S00-100Q' �_ �_�J EXl51"ING �iARDCOVER IN ZONE -- � ✓ '' -� �� l i� A. House �� x > �� _ �J � S.F. Length Width X e-�S = /�/� S.F. /� x ), � - S.F. B. Garage x = S.F. C. Driveway � � x �� = g/� S.F. x = S.F. D. Sidewalk x f'� ��' i'S = �� S.F. x 1 Z = S.F. E. Patio/Deck x - S.F. x - S.F. F. Landscape x - S.F. Underlain x = S.F. By Plastic x = S.F. G. Retaining /U x �- `� _ � 7 S.F. Walis H. Other x = S.F. TOTAL HARDCOV�R IN ZONE - � sS� 'y S.F. A TOTAL PROPERTY AREA►N ZONE - � ";' / 5 S.F. B A �n 7/ `r - g -; � •f -j x 1 DO = 3 7' % PROPOS�D HARDCOVEt� It�I ZONE A. House x = S.F. Length Width x = S.F. x = S.F. B. Garage x = S.F. C. Driveway x = S.F. x = S.F. D. Sidewalk x = S.F. x = S.F. E. Patio/Deck x = S.F, x - S.F. F. Landscape x = S.F. Underiain x = S.F. By Plastic x = S.F. G. Retaining x = S.F. Wa(!s ' H. Other x = S.F. TOTAL HARDCOVER IK ZONE - S.F. A TOTAL PROPERTY AREA IN ZONE - S.F. B A = B x 100 = % DAT TIME CITY OF ORONO CALLED IN �� ` �' INSPECTION NOTICE ,� , SCHEDULED PERMIT NO. ��.(L--l.��. ��'� coMP�ETEo ADDRESS •�,� l��!�4��,� L 't��` `--� OWNER TELEPHONE NO. CONTRACTOR �; DESCRIPTION �� ! �� ly ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING � ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORENVETLANDS � 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 � ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL � OWNERICONTHACTOR TO MEET YOU:_YES_NO � COMMENTS: � � r 0. ��'a l��.��.�.�� 1 i �Z. �� u��t��(r.S�%�� '��i 1 I.� o -�C,i 11��, '`~�. -,�: r'�,i�� t.i_� �1'�:��1 ��rr y�.�. � I.�\ 4`�� 'c ��t� F � �� X�.�- i. � o -� ti L��, L'�,r.�X. Z W � Q z � L��;��l `� �� 4'�t (,�� >��— �v� � � �;�,�1_ u-- � �i� r_a r�( r:�;C �J�—`�'� — ��1 � W � j d W ❑WORKSATISFACTORY:PROCEED C� PROJECTCOMPLEfE � ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ pH0T0 TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALLTO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. �95Z� Z49-46�0 OwnerlContractor on site: Inspector. White Copyllnspector's File Canary CopylSite Notice 5�_ �IDA� TIME � CITY OF ORONO CALLED IN 5 INSPECTION NOTICE SCHEDULED -�-� 2 � PERMIT NO.�� "D�� COMPLETED ADDRESS 3��`3 � a�� OWNER � TELEPHONE NO. �SZ �D CONTRACTOR ��-L� G''��'L2 �: DESCRIPTION �DOT/�'L J � ly ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING � ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORENVETLANDS � O ❑ 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 Q _ ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL J ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEEf YOU:_YES_NO � COMMENTS: � W C � � O � � �'�T ✓b �-� 0 � W � Q � Z W � W � � � �tlARK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W ❑ CORRECT WORK&PROCEED G ISSUE CERTIFICATE OF OCCUPANCY O ❑ C�RRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. ❑ pHOTOTAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED ❑ INSPECTION RE�UIRED.CALL TO ARRANGE ACCESS. Call forthe next inspection 24 hours in advance. (952� 249-4600 Owner►Contractor on site: Inspector. . , _ White Copylinspector's File Canary CopylSite Notice DATE TIME � CITY OF ORONO CALLED IN � _�� INSPECTION NOTICE SCHEDULED PERMIT NO. �DI�'OD 7� COMPLETED ADDRESS � —1 �j �l S�f�7 � ��AC� OWNER �f � t" � TELEPHONE NO. CONTRACTOR �C � I— � � �t�-�'C C�^ S� � `7 � >; DESCRIPTION '� �' ' � y %�� l� ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING � ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS y O ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q'�FT DON 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 MEEf YOU:_YES_NO � COMMENTS: � W a � J O � � O � W � Q � Z W � W � � �. `�ORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLETE W ❑CORRECT WORK 8 PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. ❑ pHOTOTAKEN INSPECTOR WlLL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED ❑ INSPECTION REQUIRED.CALLTO ARRANGE ACCESS. Ca11 for the next inspection 24 hours in advance. (J52� 249-4600 OwnerlContractor on site: �� , Inspector.�_ , � yi _ `_ r White Copyllnspector's File Canary CopylSite Notice a� _-(� �� DATE TIME ✓ CITY OF ORONO /� CALLED IN INSPECTION NOTICE SCHEDULED /2—/2—LZ— / .' �� PERMIT NO.��!a"t oo7a3 C PLETED ADDRESS -3 �-3 C-p---'' OWNER EPHONE NO. CONTRACTOR uLI�� >; DESCRIPTION ��-�� '�"`�' � l� ❑ FOOTING ❑ PLUMBING FINAL CAV/GRADING/FILLING � ❑ POURED WALL � MECHANICAL RI LAKESHORENVETLANDS � O ❑ 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 � � O �. � O � W � Q � Z W � W � � � G,/�` RlCSATISFACTORY:PROCEED ❑ PROJECTCOMPLEfE �C7CdRRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY � ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT �CORRECTUNSAFECONDITIONWITHIN HOURS. � pHOTOTAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR O CITATION ISSUED ❑ INSPECTION REQUIRED.CALLTO ARRANGE ACCESS. Call forthe next inspection 24 hours' advance. �952� Z49-46�0 OwnerlContractor on site: Inspector. White Copyllnspector's File Canary CopylSite Notice �'/— � �� DATE TIME CITY OF ORONO CALLED IN �2 �� INSPECTION NOTICE SCHEDULED ` — � PERMIT NO. � ��7 3 PLETED ADDRESS OWNER �T LEPHONE NO. � - �� CONTRACTOR � � �: DESCRIPTION � � ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/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 ? ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL v ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W a � � O a � O � W � Q � Z W � W � j � �ORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W ❑CORRECT WORK&PROCEED C ISSUE CERTIFICATE OF OCCUPANCY 0 ❑CARRECT WORK,CALL FOR REINSPECT�ON TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. ❑ pHOTOTAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED ❑ INSPECTION REQUIRED.CALLTO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. �95Z� Z49-4600 Owner/Contractor on site: Inspector. .0 White Copyllnspector's File Canary Copy/Site Notice - - �.�t/- `� �� ✓ -�ar� TIME CITY OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED 3-13-I3 � PERMIT NO.�DI�-067�3 MPLETED ADDRESS -3 �/� OWNER T EPHO NO. � -� �/°'� CONTRACTOR �U` �' �u �: DESCRIPTION � � ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS y ❑ FRAMING ❑ MECHANICAL FINAL O ❑ 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: a � �v,A c12 — � �� o CZ�c�e �,.�/� �p — � E � .• S -T-a r�2 � L rs�.I J/�.`�V '� —\ J'J�e I � 1 ��—� ! � --� �2 -� �nl � �4 �.ca rA ,�c ��S �ta �C� Q — T i�j G�,+-Q/� w C /'QS C?1V �s-cs �-�c! 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BOOK � °AT�ULY 1 g2, 2p 12 PAGE BUIL DING ( REVISIONS PE-RIVII T SUR VE Y � 7/26/12 PROPOSED H0, GRDG, Land I HEREBY CFR"fl THAT THIS SURVE WAS PREPARED BY ME �(�UNOE MY ECT IS�10N AND f��" Frank R. Cardarelle Surveyor k THAT � M A LY ��ST ED� �VEYOR �'R I T Z GUL!ICKSEN 6440 FLYING CLOUD DRIVE I UNDER L S 0 T E 0 M ESOTA. EDEN PRAIRIE,MN 55344 � �-- � 952-941-3031 � FRANK R. C RD RE E REG. N . 6508 3c��-� �,�,ce� �'o!�-oz� 7 �3