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Home My WebLink About2006-P10018 - new structure CITY OF ORONO PERMIT ?;50 Kelley Parkway- PO Box 66 Permit Number: plool8 Crystal Bay, Minnesota 55323 Permit Type: New Structure (952) 249-4600 Date Issued: 7/11/2006 SITE ADDRESS: 2445 Dunwoody Ave Unit# Wayzata,MN 55391 P�� 20-117-23-22-0011 DESCRIPTION: UBC Occupancy R3 Construction Type VN Proposed Use: Residential Census Code 101 Permit Class: Building Permit Type: New Structure Permit Sub-type(s): New Home-Single Family DETAILS: Approved per resolution#: 3197 Separate permits required: Plumbing Mechanical Fireplace Water Connection Sewer Connection Irrigation Electrical (state) NOTICES/REMARKS: , � �� FEE SUMMARY: Permit Fee: $ 3,708.75 valuation: $ 600,000.00 Plan Review Fee: $ 2,410.69 State Surcharge Fee: $ 300.00 TOTAL FEE: $ 6,419.44 APPLICANT: Suncrest Builders,Inc. OWNER: Mark Schuehle Grant&Julie Johnson 2445 Dunwoody Ave 6371 Bay Ridge Rd. Wayzata,MN 55391 Mound,MN 55364 THE UNDERSIGNED HEREBY REQUESTS PERMISSION TO MAKE THE REAL IMPROVEMENTS SPECIFIED AND AGREES TO DO ALL WORK IN STRICT COMPLIANCE WITH ALL CITY OF ORONO ORDINANCES AND STATE OF MINNESOTA BUILDING CODE REQUIREMENTS. c� -, �� ` � ,�'��" ��'-�. � l /� . .�_b�_i'iff s �/L ��-..,ti_\`,-..._ _ A LI ANT GR ITEE SIGNATURE ISSUED BY SIGNATURE Copies: 1-File(Signatures Reguired), 1-Applicant, 1-Monthly Reports, 1-Assessing,(If Septic, 1-Septic) Page 1 � Total Fee: $ � `1 �� '� Date Received: �'Z�� ` Entered By: Permit#: f�/O�y/8 CITY OF ORONO - BUILDING PERMIT APPLICATION All information must be submitted in full before plan review will be started. (please print all information) ------------------------------------------------------------------------------------------------------------------------ THE APPLICANT IS: (circle one) OWNER OR CONTRACTOR JOB SITE ADDRESS: 2445 Dunwoody Ave.Orono,Nnv ZIP: 55391 Will this be a Parade of Homes,Remodelers Showcase Home or other Display Home? ❑ Yes Q✓ No If yes, a special event permit is required with Police Department and Ciry Council approval 60 days prior to the event. Shuttle bus service will be required unless applicant demonstrates su�cient on-site parking is available. Non-permitted events will not be allowed. NAME OF OWNER: Mark and Sandy Schuehle PHONE: (home) (952)470-9982 (work) (9s2>906-�s39 MAILING ADDRESS' 26745 Edgewood Rd. CI•I•Y, Shorewood,MN ZIP: 55331 CONTRACTOR: Suncrest Builders,Inc. PHONE• (6l2)209-5916 CONTACT PERSON: Grant or Julie Johnson MOBILE/PAGER (612)209-5916 MAILING ADDRESS: 6563 sartlett slvd. CITY: Mound,MN ZIp; 55364 STATE LICENSE: # 20312998 EXPIRATION DATE: 03/31/07 ARCHITECT/ENGINEER: D.F.P.Planning&Design PHONE: ��63)780-8004 MAILING ADDRESS: 9100 Baltimore St.NE Ste. l06 CITY: Blaine,l�t7v ZIP: 55a49 NAME: Jeff Johnson REGISTRATION: # NA TYPE OF WORK: New Home ✓ Addition Accessory Structure Move Home Remodel/Alteration (ie: Siding, Windows) Any earth movement may require MCWD review and permits! PROPOSED WORK(describe in detain: Construct a new single family home with an attached two car garage. STORIES: 2 SQ.FEET OF EACH FLOOR: Bsmt. 1049, 1 st Flr. 1251,2nd Fir. 1698 NO. OF BEDROOMS: 4 GARAGE STALLS: ATTACHED ✓ DETACHED ESTIMATED CONSTRUCTION VALUATION(excluding land): $ 600,000.00 [hereby apply for a building permit and I acknowledge that the information above is complete and accurate; that the work will be in conformance with the ordinances and codes of the City and with the State Building Code;that I understand this is not a permit and work is not to start without a permit;and that the work will be in accordance with the approved plan. ? � , APPLICANT'S SIGNATURE: r�►�--� DATE: � � �� 31 � Sec.13.04 RIGHTS OF SUBJECTS OF DATA Subd. 1. Type of data. The rights of individual on whom the data is stored or to be stored shall be as set forth in this section. Subd.2. Information required to be given individual. An individual asked to supply private or confidential data conceming himselfshall be informed of. (a)the purpose and intended use of the requested data within the collecting state agency,political subdivision,or statewide system;(b) whether he may refuse or is Iegally required to supply the requested data;(c)any known consequence arising from his supplying or refusing to supply private or confidential data;and(d)the identity of other persons or entities authorized by state or federal law to receive the data. This requirement shall not apply when an individual is asked to supply investigative data,pursuant to section 13.82,subdivision 5,to a law enforcement officer. The commissioner of revenue may place the notice required under this subdivision in the individual income tax or property tax refund instructions instead of on those forms. Subd.3. Access to data by individual. Upon request to a responsible authority,an individual shall be informed whether he is the subject of stored data on individuals,and whether it is classified as public,private or confidential. Upon his further request,an individual who is the subject of stored private or public data on individuals shall be shown the data without any charge to him and,ifhe desires,shall be informed ofthe content and meaning of that data. After an individual has been shown the private data and informed of its meaning,the data need not be disclosed to him for six months thereafter unless a dispute or action pursuant to this section is pending or additional data on the individual has been collected or created. The responsible authority shall provide copies of the private or public data upon request by the individual subject of the data. The responsible authority may require the requesting person to pay the actual costs of making,certifying,and compiling the copies. The responsible authority shall comply immediately,ifpossible,with any request made pursuant to this subdivision,or within five days of the date of the request,excluding Saturdays,Sundays and legal holidays,if immediate compl iance is not possible. If he cannot comply with the request within that time,he shall so inform the individual,and may have an additional five days within which to comply with the request,excluding Saturdays, Sundays and legal holidays. Subd.4. Procedure when data is not accurate or complete. An individual may contest the accuracy or completeness of public or private data conceming himself. To exercise this right,an individual shall notify in writing the responsible authority describingthe nature ofthe disagreement. T'he responsible authority shall within 30 days either. (a)correct the data found to be inaccurate or incomplete and attempt to notify past recipients of inaccurate or incomplete data,including recipients named by the individual;or(b)notify the individual that he believes the data to be correct. Data in dispute shall be disclosed only if the individual's statement of disagreement is included with the disclosed data. The determination of the responsible authority may be appealed pursuant to the provisions ofthe administrative prceedure act relating to contested cases. DATA PRIVACY ADVISORY In accordance with M.S. 13.04,Subd.2,"Rights of subjects of data",we would like to inform you that your request for a permit or license from the City of Orono or any of its departments may require you to furnish certain private or confidential information. You are notified that: 1. The information you furnish will be used to determine your qualification for the permit or license requested. 2. You may refuse to supply data,but refusal may require that the City deny the permit or license. 3. The information may be shared with other local, state or federal agencies to the extent necessary to process the permit or license. 4. If your requested permit or license requires Council action to approve,some information may become public. 5. You have certain rights under M.S. 13.04(available upon request)to review private data on yourself. 6. Your full name is required to process this application or permit. �- i (��z�r�� 'r�,�� _ �1,hs v�� First Middle Last �> S�.� ��ir7'�e�Tl ��vcl: ' Address ,�i�,�r�r�, �?/�,' S�3�y (�/Z� 2Uy - �Y�� City State Zip Phone I und,rstand my rights as stated above. , ,`Z Signature 32 . CHECK OFF LIST FOR ISS UANCE OF PERMITS FOR OFFICE USE ONLY ADDRESS OR LEGAL: L � v►�<,voa PID: DESCRIPTION OF WORK ZOMNG REVIEW BY.• W ~~ �� DATEAPPROVED:W W �7 O BUILDING REVIEW BY.• �..- DATEAPPROVED: �-�-o� FEES TO BE CHARGED: Misc. Fees Calculated By: PERMIT Yes � No PLAN REVIEW Yes � No SEWER CONNECTION STATE SURCHARGE Yes ,/ No WATER CONNECTION INVESTIGATION FEE Yes No� PARK FEE SAC Yes No SITEINSPECTION Number of SAC Units G�-�o '.M,�� 2� � s-iz•�,c�}�C OTHER (spec�) �3 � =--��--�----��- .��- � Z O N I N G C H E C K L I S T Zvning Dis tric t: �R ' �C� � � P�� v�53�Y Fire Department:�)CCP�Sl61� Post Office: �/l� School District: ��S�yj,�/a� LotArea: Sq.ft.�2(pZ. Acres Width /pZ .,j Depth ��O � ��•� Survey Submitted: Yes�� No Date of Survey: � �O Proposed Setbacks: p �o✓��► Front(Lake): 7 �/ Right Side: Iz'r'J� . .S�f'h . Rear(Street): /O�f. '�j 2 Left Side: �� Adjacent Structures: �7/� Wetland: hp' Building Height: Def. Hgt. Z / Peak Hgt. JQ� , Lot Coverage: ��5�r''' ��D Grading: Staff Approval Date: �� ' � � By:I,I�- Council Approval Date: Septic: Staff Approval Date: �l� By: W� Zoning File: #�fo_�7� Resolution: #� Resolution Date: �Z2 (J�p Shoreland District: ✓ MCWD Permit: Avg. Setback: Bluff Setback: �'1!-� Lot Coverage: Existing Proposed Hardcover: 0-75' �, O �s-2so� �� ancu.. q�<<...�5 3ZZF� 2so-soo' soo-�ono� n�� Hardcover Yariance Reguired: Yes ✓ No � Date of Council Approval: .�Z ('�p � REMARKS(in house): �U� wiC��'l Az'�C�,�sl v/�ii/CWi�P� 33 B UILDING REVIEW CHECK LIST UBC: R-3 CONSTRUCT/ON TYPE: �N Sg Footage $Per Sq Ftg Basement x = Ist Floor x = 2nd Floor x = Garage x = x = TOTAL EstimatedConstructionValue: $ 60c�,OD�'`� lnspections Required: Work Requiring Separate Permits: Site pt Plumbing Fire Hardcover Removal X Mechanical ( Water Connection �L Footing Septic ( Sewer Connection _(� Framing ic Fireplace _oC Lawn Irrigation � /nsulation (Masonry) Other � Wall Board _�(Mfg.) Well(State Permit) �C Final Grading/Filling �Electrical(State Permit) Other REMARKS(INHOUSE): REVIEW BY OTHERS: DATE: Access: Ezisting __ New Access Approval: Date By: REMARKS(TO BE NOTED ON PERMIT): 34 ` � 35 West Highway 36 • St. Paul, MN 55113 �R .�,.�., �q��q�- �'�'` Bonestroo � - Office: G51-G3G-4G00 • Fax: G51-G3G-1311 ✓ Rosene ��"�� Anderlil<& www.bonestroo.com Associ�tes Engineers&Architects May 8, 2006 Ms. Evelyn Turner Planner City of Orono Post Office Box 66 Crystal Bay,MN 55323 Re: 2445 Dunwoody Lane File No. 000139-06000-1 Plat No. 06-3197 Dear Evelyn: We have reviewed the survey for the proposed home construction at 2445 Dunwoody Lane dated 4-18-06. We have the fo(lowing preliminary comments with regards to engineering matters: • The plans show a proposed retaining wall north of the home. It is not clear why the wall is proposed and why the grading plan does not propose a wider side yard swale north of the proposed home (recommended). If the wall is to remain it should be relocated so that the face of the wall is at least 5-feet from the property line. The wall also will require an engineered design submittal for review and approval. • The plans should show the existing sanitary sewer on the lake side of the home. The city should review whether or not an easement exists over the sewer. If no easement exists the applicant should provide a 20-foot wide utility easement centered over the existing pipe. • Final plans should include erosion and sediment control details. Once this information is received we can perform a more detailed review of the proposed project. If you have any questions,please call me at(651)604-4863. Yours very truly, BONESTROO, ROSENE, ANDERLIK& ASSOCIATES, INC. ✓ �� Tom Kellogg St. Paul, St. Cloud, Rochester, MN • Milwaul<ee, WI • Chicago, IL Affirmative Action/Equal Opportunity Employer and Employee Owned t � T �t �f"� � ^. � `,h i�� '� �r,�.�� AD VANCE S UR VE YING & ENGINEERING CO. RECAP OF HARDCOVER AT 2445 DUNWOODY AVENUE, MARCH 15,2006 ZONE 0-75 75-250 250-500 500-1000 TOTAL AREA IN ZONE SQUARE FEET 4741 10994 530 0.0001 16265.0001 ALLOWABLE HC 0 2749 159 0 2908 TOTAL HC EXISTING 104 5228 323 0 5655 TOTAL HC AFTER PROPOSAL 0 3206 82 0 3288 UNDER OR(OVER) _ 0 Attached are city worksheets for each zone, please review your survey and these worksheets with the city to be sure they agree that the items shown as hardcover are indeed hardcover under their interpretaion of their ordinances. I hereby certify that this report was prepared by me or under my direct supervision and that I am a licensed Professional Surveyor and Professional Enqineer under the laws of the State of Minnesota. �cvrrt.�r�• ,� �aC�iv �' James H. Parker P.E. & P.S. No. 9235 . , SETBACK ZONE: (CIRCLE ONE) 0-75' 75-250' 250-500' S00-1000' EXISTING HARDCOVER IN ZONE A. House x = S.F. Length Width x = S.F. x = S.F. x = S.F. B. Garage x = S.F. C. Driveway x = S.F. x = S.F. D. Sidewalk STEPS x = 104 S.F. x = 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. Other x = TOTAL HARDCOVER IN ZONE lO4 S.F. A TOTAL PROPERTY AREA IN ZONE 4741 S.F. B A 104 - s 4741 10 0 = 2.2 0 PROPOSED HARDCOVER IN ZONE A. House x = S.F. Lenqth Width S.F. S.F. S.F. B. Garage S.F. C. Driveway S.F. S.F. D. Sidewalk S.F. S.F. E. Patio/Deck S.F. S.F. F. Landscape S.F. Underlain S.F. By Plastic S.F. G. Other TOTAL HARDCOVER IN ZONE O S.F. A TOTAL PROPERTY AREA IN ZONE 0.01 S.F. B A 0 - B 0.01 100 = 0.0 � s SETBACK ZONE: (CIRCLE ONE) 0-75' 75-250' 250-500' S00-1000' EXISTING HARDCOVER IN ZONE A. House x = 1249 S.F. Lenqth Width overhang x = 167 S.F. x = S.F. x = S.F. B. Garage x = 415 S.F. shed 317 C. Driveway gravel x = 3021 S.F. x = S.F. D. Sidewalk x = 25 S.F. x = S.F. E. Patio/Deck x = S.F. x = S.F. F. Landscape x = 16 S.F. x = S.F. x = S.F. G. Other shed x = 18 TOTAL HARDCOVER IN ZONE 5228 S.F. A TOTAL PROPERTY AREA IN ZONE 10994 S.F. B A 5228 = a 10994 100 = 47.6 ° PROPOSED HARDCOVER IN ZONE A. House x = 1880 S.F. Length Width S.F. S.F. S.F. B. Garage S.F. C. Driveway 960 S.F. S.F. D. Sidewalk 115 S.F. S.F. E. Patio/Stair 197 S.F. O S.F. F. Landscape S.F. Underlain S.F. By Plastic S.F. G. Other Retaining Waiis 54 TOTAL HARDCOVER IN ZONE 3206 S.F. A TOTAL PROPERTY AREA IN ZONE 10994 S.F. B A 3206 - B 10994 10 0 = 2 9.2 0 1 ' SETBACK ZONE: (CIRCLE ONE) 0-75' 75-250' C50-500' 500-1000' EXISTING HARDCOVER IN ZONE A. House x = S.F. Length Width x = S.F. x = S.F. x = S.F. B. Garage x = 169 S.F. C. Driveway x = 154 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. Underlain x = S.F. By Plastic x = S.F. G. Other x = TOTAL HARDCOVER IN ZONE 323 S.F. A TOTAL PROPERTY AREA IN ZONE S3O S.F. B A 323 = B 530 10 0 = 60.9 0 PROPOSED HARDCOVER IN ZONE A. House x = S.F. Length Width x = S.F. x = S.F. x = S.F. B. Garage x = S.F. C. Driveway x = 82 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. Underlain x = S.F. By Plastic x = S.F. G. Other x = TOTAL HARDCOVER IN ZONE 82 S.F. A TOTAL PROPERTY AREA IN ZONE 530 S.F. B A 82 = B 530 10 0 = 15.5 s , � SETBACK ZONE: (CIRCLE ONE) 0-75' 75-250' 500' 500-1000' EXISTING HARDCOVER IN ZONE A. House x = S.F. L,ength Width x = S.F. 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. Onderlain x = S.F. By Plastic x = S.F. G. Other x = TOTAL HARDCOVER IN ZONE O S.F. A TOTAL PROPERTY AREA IN ZONE O S.F. B A 0 = B 0.0001 10 0 = 0.0 5 PROPOSED HARDCOVER IN ZONE A. House x = S.F. Length Wi.dth S.F. 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 = S.F. F. Landscape x = S.F. Underlain x = S.F. By Plastic x = S.F. G. Other x = TOTAL HARDCOVER IN ZONE O S.F. A TOTAL PROPERTY AREA IN ZONE 0.0001 S.F. B A 0 = B 0.0001 10 0 = 0.0 0 • ' , . Permit# { ,^� �.. . _ Pertnit Date REScheck Software Version 3.7.3 Compliance Certificate Project Title: 206231 Report Date:O6/21/O6 Data fdename:P:1REScheck�2006�206231-MN.rdc Energy Code: 2000 Minnesota Energy Code Location: Hennepin County,Minnesota Construction Type: Single Family Glaang Area Percentage: 21% Construction Site: OwneNAgent: Designer/Contractor: 2445 DUNWOODY AVENUE GRANT OR JULIE JOHNSON D.F.P. PALNNING 8 DESIGN, LLC ORONO,MN SUNCREST BUILDERS 9100 BALTIMORE ST.N.E.,SUITE 106 6371 BAY RIDGE ROAD BLAINE,MN 55449 MOUND,MN 55364 763-780-8004 952-491-1999 dfpplanningdesign�visi.com grant.johnsonQsuncrestbuilders.00m or julie.johnson@suncrestbuilders.com . . . . i� ..: . . . . . � � - . - . • . �.. Ceiling 1:Flat Ceiling or Scissor Truss: 1120 44.fl 0.0 30 Wall 1:Wood Frame, 16"o.c.: 3411 19.0 0.0 156 Window 1:Above-Grade:Vinyl Frame,double Pane with Low-E: 591 0.320 189 Door 2:Solid: 54 0.140 8 Door 3:Glass: 120 0.320 38 Basement Wall 1:Solid Concrete or Masonry: 630 5.0 0.0 49 Floor 1:All-Wood JasVTruss:Over Unconditioned Space: 432 30.0 0.0 14 Fumace 1:Forced Hot Air:90 AFUE Compliance SYatement:The proposed building design descxibed here is consistent with the bulding plans,specfications,and other calculations submitted with the permit application.The proposed building has been designed to meet the 2000 Minnesota Energy Code requirements in REScheck Version 3.7.3 and to comply with the mandatory requirements listed in the REScheck Inspection C�ist. � �� S�,nL�s� ��;��r��' . 1"��. -, .�i ��;. BuildeNDesig Company Name Date Project Notes: MODE� 206231 Page 1 of 1 - ��j`►�(�� 206231 4 SEAS FOUND ""�"''"'�"a'=`'�` 2 Pcs of 1 3/4" x 9 1/2" 2.OE Parallam� PSL TJ-Beam�620 Serial Number.7004109786 User 1 6/1920061126:12 AM V • d�, e��v��:s.2o.,s THIS PRODUCT MEETS 4R EXCEEDS THE SET DESlGN � � CONTROLS FOR THE APPLICATION AND LOAD'� LISTED � � ? �. .�i. . P�odikt Qia[pam is ra�ceptual. LOADS: Anatysis is for a Drop Beam Member. Tributary Load Width:1' Primary Load Group-Residential-Living Areas(ps�:40A Live at 100%duration,15.0 Dead Verticai Loads: Type Class Live Dead Location Application Comment Uniform(pl� Floor(1.00) 210.0 79.0 0 To 11' Adds To Point(Ibs) Floor(1.00) 0 1082 3" - Point(Ibs) Floor(1.00) 0 5361 3" - Point(ibs) Floor(1.00) 0 5361 10'9" - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/DeadNplifUTotal 1 Wood column 5.50" 3.20" 1375/7017/0/8392 L5 None 2 Wood coiumn 5.50" 2.78" 1375/5935/0/7310 LS None -See TJ SPECIFIER'S!BUILDERS GUIDE for detail(s):L5 DESIGN CONTROLS: Maximum Design Cor�trol Control Location Shear(Ibs) 1831 -1506 6428 Passed(23%) Rt end Span 1 under Floor loading Moment(Ft-Lbs) 4730 4730 13057 Passed(36%) MID Span 1 under Flaor loading Live Load Defl(in) 0.140 0.258 Passed(L/887) MID Span 1 under Floor toading Total Load Defl(in) 0.198 0.258 Passed(V626) MID Span 1 under Floor loading -Deffection Criteria:Specified(LL:U480,TL:V480). -Bracing(Lu):All compression edges(top and bottom)must be braced at 9'2"dc unless detailed othenaise. Proper attachment and positioning of lateral braang is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presenbed is output from software developed by Trus Jast(TJ). TJ warrants the s¢ing of its products by this software will be accomplishad in accordance with TJ product design criberia and code accepted design values. The specific product ap�ication,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not atl products a►e readily available. Check with your supplier or TJ techniql r�epresentative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRO�UCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Sfiess Design methodology was used for Building Code UBC analyzing the TJ Distribution product lisbed above. -Note:See TJ SPECIFIER'S J BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Terry Mikkelson dfp planning design 9100 baltimore st.ne suite 106 blaine,MN 55449 Phone:763-780-8004 Fax :763-780-8015 dfpplanningdesign�visi.com Copyriqht Cn 2005 by Trus Joist, a Weyerhaeuser Business Parallamb is a registered trademark of Trus Joist. - �� J� /�� 206237 BSMT STAIR TJ-Beam�6`20SerialNu"m��`��g"�` 2 Pcs of 1 3/4" x 9 1/2" 2.OE Parallam� PSL �'g�, ��7015:�� THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ' Pa�1 Engine Version:6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED . � � � a��•.�� P�ochkt[►iagr��is Conceptuai. LOADS: Analysis is for a Header(Fiush Beam)Member. Tributary Load Width: 1' Primary Load Group-Residential-Living Areas(ps�:40.0 Live at 100�o duration,15.0 Dead Verrtiical loads: Type Class Live Dead Location Application Commerrt Uniform(pl� Floor(1.00) 507.0 190.0 0 To 2'4" Adds To Uniform(pt� Floor(1.00) 507.0 325.0 Q To 2'4" Adds To Point(fbs) Floo�(1.00) 0 5480 2" - Point(Ibs) Floor(1.00) 0 4757 2'2" - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length l.iveNeadNpllfUTota1 1 Steel column 3.50" 2.80" 1230!6110/0/7340 L5 None 2 Steet column 3.50" 2.52" 1230/5387/0/6617 l5 None -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):L5 DESIGN CONTROLS: Maximum Desfgn CoMrol CoMrol Location Shear(Ibs) 1594 -133 6428 Passed(2%) Rt end Span 1 under Floor toading Moment(Ft-Lbs) 797 797 13057 Passed(6%) MID Span 1 under Floor loading Live Load Defl(in) 0.003 0.050 Passed(U999+) MID Span 1 under Ftoor loading Total Load Defl(in) 0.004 0.050 Passed(U999+) MID Span 1 under Floor loading -0eflection Criteria:Specified(LL:UA80,TL:U480). -Bracing(Lu):All compression edges(top and bottom)must be braced at 2'4"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDfT10NAL NOTES: -IMPORTANT! The analysis presented is output from soflware developed by Trus Joist(TJ). TJ warrants the sizing of its producfs hy this softw�are will be acxomplished in accordance with TJ product design criteria and code accepted design values. The speaFc product application,input design loads,and stated dimensions have been provided by the sofiwane user. This output has not been revieweci by a TJ Associate. -Not all products are readity avaitable. Chedc with your supplier or TJ technical repre.sentative for product availability. -THIS RNALYSIS FOR TRt1S JOIST PRODUCTS ONLY! PRODUCT SUBST17UT10N VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Note:See TJ SPECIFtER'S/BUILDER'S GUIDES for mui6ple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Terry Mikkelson dfp planning design 9100 baltimore st.ne suite 106 blaine,MN 55449 Phone:763-780-8004 Fax :763-780-8015 dfpplanningde.Sign@visi.com Copyriqht c�i 2005 by Trus Soist, a Weyerhaeuser Huslness Parallam6o is a reqistered [rademark of Trus Joist. - ��j�� 206231 BSMT BATH TJ-Bearr�620SerialNu_�;��'�"�" 3 Pcs of 1 3/4" x 16" 2.OE Paraliam� PSL - P�e; E��s�s THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 � �I �o :o b -�3•�,•• j P�otluct Qiacpam is Conceptuai. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width:1' Primary Load Group-Residen6al-Living Areas(ps�:40.0 Live at 100%duration, 15.0 Qead Vertical Loads: Type Class Live Dead LocaUon Application Comment Uniform(pl� Floor(1.00) 500.0 188.0 0 To 13'6" Adds To Uniform(pt� Floor(1.00) 530.0 334.0 0 To 4'4" Adds To Uniform(pf� Floor(1.00) 530.0 334.0 10'10"To 13'6" Adds To Point(ibs) Floor(1.00) 0 8936 3" - Point(Ibs) Floor(1.00) 0 2780 4'4" - Point(Ibs) Floor(1.00) 0 2780 10'10" - Point(Ibs) Floor(1.00) 0 5488 13'3" - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Steel column 5.25" 5.02" 5647/14127/0/19775 L5 None 2 Plate on sbeel beam 7.63" 7.46" 5353/11289!0/16642 Ai:Blocking Custom B►ocking -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):L5,A1:Blodcing DESIGN CONTROLS: Maximum Design Control Co�ol Location Shear(Ibs) 10328 7947 16240 Passed(49°�) LL end Span 1 under Floor loading Moment(Ft-Lbs) 28953 28953 52432 Passed(55%) MID Span 1 under Floor loading Live Load Defl(in) 0.131 0.317 Passed(L/999+) MID Span 1 under Floor loadi�g Total Load Defl(in) 0.280 0.317 Passed(L/544) MID Span 1 under Floor loading -Deflection Criteria:Specified(LL:U480,TL:U480). -Bracing(Lu):All compression edges(top and bottom)must be braced at 10'6"o/c unless detailed othervvise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: OPERATOR INFORMATION: Terry Mikkelson dfp planning design 9100 baltimore st ne suite 106 blaine,MN 55449 Phone:763-780-8004 Fau :763-780-8015 dfpplanningdesign@visi.00m Copyright � 2005 by Trus Joist, a weyerhaeuser Business PacallaprtV is a registered [rademark of Trus Joist. - ��f�� 206231 BSMT BATH TJ-Beam�16.20SerialNu"m�`��&�'"� 3 Pcs of 1 3/4" x 16" 2.OE Parailam� PSL us�, �,�,o:o�:�� " Page2 e�;�v�KK,:s.zo.�s THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analys�presenbed is output from software devetoped by Trus Joist(TJ). TJ wamants the s¢ing of its products by this software wiN be accanplished in accordance witli TJ product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user. This output has nat been reviewed by a TJ Associate. -Not all produds ane readify available. Check with your supplier or TJ technicat representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYi PRODUCT SUBSTITUTtON VOIOS THIS ANALYSIS. -Allowable Stress Design methodobgy was used for Building Code UBC analyzing the TJ Distribuaon product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Terry Mikkelson dfp planning design 9100 bat�more st.ne suite 106 blaine,MN 55449 Phone:763-780-8004 Fau :763-780-8015 dfpplanningdesign@visi.com Copyright Ci 2005 by Trus Joist, a Weyerhaeuser Business Paralla� is a regisfered trademark of Trus Joist. - , .�,��f� � 206231 FOYER DR �..v� TJ-Bearr�6.20SerialNumber�4�86"�` 2 Pcs of 1 3/4" x 9 1/2" 2.OE Parallam� PSL - P�1 E��«:26�,6 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED �� 6 7• 1 P�ockkt Qiag�am is ConceptuaL LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:1' Primary Load Group-Residential-Living Areas(ps�:40A Live at 100%duration,15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(pi� Floor(1.00) 530.0 199.0 0 To T Adds To SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other 1Kdth Length Live/DeadNplift/Total 1 Wood column 5.25" 1.50" 1995/785/0/2780 L5 None 2 Wood column 525" 1.50" 1995/785!0/278Q l5 None -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):L5 DESIGN CONTROLS: Maximum Design CoMrol Corrtrol Location Shear(Ibs) 2532 -1804 6428 Passed{28%) Rt end Span 1 under Floor loading Moment(Ft-Lbs) 4036 4036 13057 Passed(31%) MID Span 1 under Ftoor loading Live Load Defl(in) 0.052 0.159 Passed(U999+) MID Span 1 under Floor bading Total Load Defl(in) 0.073 0.159 Passed(U999+) MID Span 1 under Floor loading -Deflecfion Criteria:Specified(LL:L/480,TL:U480). -Bracing(Lu):All compression edges(top and bottom)must be braced at 7'o/c unless detaited othervvise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IAAPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by thi�software wiN be accomptished in accordance with TJ product design criteria and code accepted design values. The spec�c product application,input design bads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are reaciily available. Check with your supplier or TJ technical representative f�praluct availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. AIlovvable Stress Design methodology was used for Building Code UBC anayzing the TJ Distribution product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Terry Mikkelson dfp planning design 9100 baltimore st ne suite 106 blaine,MN 55449 Phone:763-780-8004 F2x :763-780-8015 dfpplanningdesign�visi.com c:opyright u LUUS by Trus Joist, a weyerhaeuser Business Parallamca is a registeretl trademark of Tzus Joist. '�� j�" 206231 FRONT PORCH vp� TJ-BeamA6.20SeriafNumber�7i004109788 3 Pcs of 1 3/4" x 9 1i2" 2.OE Parallam� PSL � "��' ��g�� THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED �vlen�v Slope:812 Roaf Slope012 . �� r�.3� i Ap dimensions.N e hotixontal. P�oduct Diag�.m�is f.w�ceptual. LOADS: Analysis is for a Drop Beam Member. Tributary load Width:1' Primary Load Group-Roof(ps�:40A Live at 125°�dura6on,15.0 Dead Vertical Loads: Type Class Live Dead Locatian Application Comment Uniform(pt� F{oor(1.00) 64.0 24.0 0 To 5'3" Adds To Un'rform(plf) Roof(1.25) 100.0 38.0 0 To 5'3" Adds To Point(Ibs) Roof(1.25) 0 11836 1'9" - Point(Ibs) Roof{1.25) 0 1020 5'1" - SUPPORTS: Input Beariny Vertical Reactions(Ibs) Detail Other wdth Length Live/DeadNplift/Total 1 Wood column 5.25" 227" 536!8400/0/8936 L5 None 2 Wood column 5.25" 1.50" 535/4942 J 0/5477 L5 None -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):L5 DESIGN CONTROLS: Maximum Design CoMrol Corrtrol Location Shear(Ibs) 8843 8286 8678 Passed(95%) Lt.end Span 1 under Dead loading Moment(Ft-Lbs) 12405 11938 17627 Passed(68%) MID Span 1 under Dead loading Live Load Defl(in) 0.004 0.154 Passed(U999+) MID Span 1 under Roof loading Total Load Defl(in) 0.072 0.231 Passed(Ll768) MID Span 1 under Roof loading -Deflection Criteria:Specified(LL:L/360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 5'3"dc unless detailed otherwise. Proper attachment and pasitioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. PROJECT INFORMATION: OPERATOR INFORMATION: Terry Mikkelson dfp planning design 9100 baldmore st.ne suite 106 blaine,MN 55449 Phone:763-780-8004 Fax :763-780-8015 dfpplanningdesgn(a�visi.com Copyright c� 2005 by Trus Joist, a Weyerhaeuser Business Parallam�a is a registered trademark of Trus Joist. -�� j�� 206231 FRONT PORCH �.�v� TJ-BeamlD620Seria�Numbe�r 7��'�'"� 3 Pcs of 1 3/4" x 9 1/2" 2.OE Parailam� PSL - P�2 E��:��6 THtS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATIDN AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis pr�sented is output from software developed by Trus Jaist(TJ). TJ warrants tl�e sizing of its products by this soRware will be accomplished in ac�rdance with TJ product design criteria and code accepted design vafues. The specif'�c product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are teadily available. Chedc with your su�lier or TJ technical representative for product avaitabiliry. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Build'mg Code UBC analyzing the TJ Distributior►product listed above. -Note:See TJ SPECIFIER'S t BUILDER'S GUIDES for mui�pte ply oonnection. PROJECT tNFORMATION: OPERATOR iNFORMAT10P1: Tercy Miickelson dfp ptanning design 9100 baltimore st ne suite 106 blaine,MN 55449 Phone:763-780-8004 Fax :763-78Q-8015 dfpplanningdesign@visi.com Copyriqht v 2005 by Trus Joist, a Weyerhaeuser Business Parallam(� is a reqistered trademark of Tzus Joist. -�� 206231 FRONT PORCH �q� TJ-Bearr�6.ZOSerialNumb�70`'`o�a oo�7�"es� 3 PCS of 1 3/4" x 16" 2.OE Parallam� PS� ' P�; Engf�neVets'wn:'6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED . , � �--�—� a � �— 13•6•• A P�ock�ct Diag��is Co��ceptu.�l. LOADS: Analysis is for a Header{Flush Beam)Member. Tributary Load Width:1' Primary Load Group-Residential-Living Areas(ps�:40.0 Live at 100%duration,15.0 Dead Vertical Loads: Type Class Live Dead Location ApplicaUon Commerrt Un'rform(pl� Ftoor(1.00) 30.0 12.0 0 To 13'6" Adds To Unifortn(pl� Roof(1.25) 70.0 26.0 0 To 13'6" Adds To Unffomi(pl� Roof(1.25) 610.0 349.0 0 To 2'2" Adds To Unifonn(pf� Roof(1.25) 260.0 218.0 2'2"To 8'4" Adds To Uniform(pl� Roof(1.25} 260.0 218.0 11'To 13'6" Adds To Pant(Ibs) Roof(1.25) 0 7367 2'2" - Point(Ibs) Roof(1.25) 0 595 8'4" - Pant(Ibs) Roof(1.25) 0 595 11' - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail OtF�er wdth Length LivelDeadNplift/Totai 1 Microllam LVL beam 3.50" 3.01" 3188!8648/0/11836 A1:Bloc:king 1 Pty 1 314"x 16"2.OE Parallarr�PSL 2 Wood column 5.25" 1.50" 2277/3624/0/59U1 L5 None -See TJ SPEClFIER'S/BUILDERS GUIDE for detaii(s):A1:Blocking,LS DESIGN CONTROLS: Maximum Design Corrtroi Corrtrol Location Shear(Ibs) 11640 7953 14616 Passed(54%} Lt end Span 1 under Dead loading Moment(Ft-Lbs) 23557 23557 65540 Passed(36%) MID Span 1 under Roof loading Live Load Defl(in) 0.075 0.326 Passed(U999+) MID Span 1 under Roof loading Total Load Defl(in) 0.234 0.326 Passed(U669) MID Span 1 under Roof loading -Deflection Criteria:Specified(LL:U480,T1:U480). -Bracing(Lu}:All compression edges(top and bottom)must be braced at 10'6"dc unless detailed othenNise. Pr�er attachment and posi6oning of lateral bracing is required to achieve member stabi{ity. PROJECT INFORMATION: OPERATOR INFORMATION: Terry Mikkelson dfp planning design 9100 bamrrmre st ne suite 106 blaine,MN 55449 Phone:763-780-8004 Fax :763-780-8015 dfpplanningdesign@visi.c�m Copyrigh[ C: 2005 by Trus Joist, a Weyerhaeuser Business Parallartea� and Flicrollam� are registered trademarks oP Trus Joist. �� j�' 206231 FRONT PORCH �i�f�/ TJ-Bearr�6.20SerialNum"��''�''`�,��&�"� 3 Pcs of 1 3/4" x 16" 2.OE Parallam� PSL us« , s�,s.zooss:zz:,,w�n ' P�z e��v��«,:szo.,s THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIOIiAL NOTES: -IMPORTANT! The analysis presented is oulput from software developed by Trus Joist(TJ}. TJ warrants the s¢ing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific praduct application,input design loads,and stated dimensions have been provided by the soflware user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Chedc with your supplier or TJ technical representative for praiuct availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTlON VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribu6on product listed above. -Note:See TJ SPECIFIER'S J BUILDER'S GUIDES for mul�ple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Terry Mikkelson dfp planning design 9100 baltimore st.ne suite 106 blaine,MN 55449 Phone:763-78Q-8004 Fax :763-780-8015 dfpplannin�iesign@visi.com Copyright (� 2005 by Trus Joist, a Weyerhaeuser Business Parallam@ and HicrollamCq are registered trademarks of Trus Joist. -�� J� /� 206231 DIN WDW TJ-Beart�6.20SerialNu"m��``'4`��T`"� 2 Pcs of 1 3/4" x 11 7/8" 2.OE Parallam� PSL �s� , 6/16120064:07:OBPM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ' Page 2 Engine Version:6.20.16 CONTROLS FOR THE APPLlCATION AND LOADS LISTED ADDITIOIdAL NOTES: -IMPORTANT! The anatysis presented is output from software developed by Trus Jast(TJ). TJ warrants the s¢ing of its products by this software wiii be acxAmplished in accardance with TJ product design criteria and code accepted design values. The specific product appfication,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Chedc with your supplier or TJ tecc:t►nical representative for product availabiliiy. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYS►S. Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribu6on product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for muttiple ply connection. PROJECT INFORMATf�N: OPERATOR INF�RMATION: Terry Mikkelson dfp planning design 9100 baltimore st.ne suite 106 blaine,MN 55449 Phone:763-780-8004 Fax :763-780-8015 dfpplanningdesign@visi.com Copyright e� 2005 by Trus 3oist, a Weyerhaeuser Business Parallam°a is a registered trademark of Trus Joist. - �� l�f�� 206231 DIN WDW TJ-BearrAJ6.20 Serial Nu"m��,�,��"� 2 Pcs of 1 3/4" x 11 7/8" 2.OE P I ara lam� PSL User.1 8l16/2008 4:07:08 PM - P�2 E��;�,:s.�.,s THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITfONAL NOTES: -IMP�RTANT! The anatysis presented is vutput from software deveioped by Tn�s Jast(TJ}. TJ warrants the sizing of its products by this software will be accomplished in accc�rrdance with TJ product design criteria and c�de accepted design values. The spec�c product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all protlucts are readily available. Chedc with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOlST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used f�Building Code UBC analyzing the TJ Distribution product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S Gt11DES for muttiple ply connection. PROJECT INFQRMATION: OPERATOR INFORMATION: Terry Mikkelson dfp pianning design 9100 battimore st.ne sui�e 106 blaine,MN 55449 Phone:763-780-8004 Fax :763-780-8015 dfpplanningdesign�visi.com Copyright c9 2005 by Trus Joist, a Weyerhaeuser 8usiness Parallamc� is a registered trademark of Trus Joist. - ��a� 206231 GAR DR TJ-Bearr�0820SerialNu"m��004109 86� 2 Pcs of 1 3/4" x 11 7/8" 2.OE Parallam� PSL User.1 6/1612008 3:42:14 PM - Pe�, EngineVeraion:620.76 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED �vlembe� Slo�>e:81?Roof Sio�>e812 i � d •19'_ . AU dm�ensions a�e ho�iza�tal. P�ock�ct Di�<r.un is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:1' Primary Load Group-Roof(ps�:40.0 Live at 125%dura6on,15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Unrform(pf� Roof(1.25) 100.0 38.0 0 To 19' Adds To SUPPORTS: Input Bearing Vertical Reactio�(Ibs) Detail Other Width Length LivelDeadNpiift/Total 1 Wood column 5.25" 1.50" 1330/627/0/1957 L1:Biocking 1 Ply 1 3/4"x 11 7/8"2.OE Parailarr�PSL 2 Wood column 5.25" 1.50" 1330(627!0/1957 11:Blocicing 1 Piy 1 3/4"x 11 7/8"2.OE Parallarr�PSL See TJ SPECIFIER'S/BUfLDERS GUIDE for detail{s):L1:Biockjng DESiGN CONTROLS: Maximum Design Control Co►rtrol Location Shear(Ibs) 1892 -1663 10044 Passed(17%) Rt end Span 1 under Roof loading Moment(F4-Lbs) 8694 8694 24878 Passed(35%) MID Span 1 under Roof loading Live Load Defl(in) 0.384 0.613 Passed(U574) MID Span 1 under Roof loading Tetal Load Defl(in) 0.565 0.919 Passed(Ll390) MID Span 1 under Roof loading -Deflection Criteria:Specified(LL:U360,TL:V240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 9'2"o%unless detailed othervvise. Proper attachment and pasitioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from soflware developed by Trus Joist(TJ). TJ wamants the sizing of its products by this software will be accomplished in accordance with TJ product design cxiteria and code accepted design values. The spec�c product application,input design loads,and stated dimensions have been provided by ihe sofiware user. This ou¢�ut has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -TIiIS ANALYSIS FOR TRUS JOIST PRODUCTS QNLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowabfe Stress Design methodology was used for Building Code UBC analyzing the TJ D�tribution product listed above. -Note:See TJ SPECIFIER'S!BUILDER'S GUIDES for multiple ply connection. PROJECT tNFORMATION: OPERATOR INFORMATION: Terry Mikkelson dfp planning design 9100 bal6more st.ne suite 106 blaine,MN 554�t9 Pho�e:763-780-8004 Fax :763-780-8015 dfppianningdesign@visi.com Copyright t� 2005 by Trus Joist, a Reyerhaeuser Business Paralla�� is a reqistered trademark of Tzus Joist. �,��j�. � 206231 GAR WDW TJ-Bearn�6.20SerialNu"m��4��'as'"s` 2 Pcs of 9 3/4" x 9 1/2" 2.OE Parallam� PSL User.1 fi116l2006 3:40:05 PA1 - P�, EngineYersion:6.24.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LiSTED h+lembei Slo�>e:012 P.00f Slope6l? n. .n . , , � 6 7' 1 AB ciimensions.0 e ho�izwitaL P�ock�ct Diacp�in is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:1' Primary Load Graup-Roof(ps�:40.Q Live at 125%duration,15.0 Dead Vertical Loads: Type Class Live Dead Lacation Application Comment Uniform(pt� Roof(125) 580.0 218.0 0 To 1' Adds To Un'rform(plfl Ftoor(1.00) 320.0 120.0 0 To 1' Adds To Unifortn(pl� Floor(1.OQ) 180.0 68.0 1'To 6' Adds To Uniform(plfl Roof(1.25} 580.0 218.0 6'To 7' Adds To Unrfortn(plf� Floor(1.00) 320.0 120.0 6'To T Adds To Pant(Ibs) Roof(1.25) 0 500a 1'3" - Pant(Ibs) Roof(1.25) 0 5000 5'9" - SUPPORTS: Input Bearirrg Vertical Reactions(Ibs) Detai! Other Vlydth Length Live/DeadNplifUTotal 1 Wood column 5.25" 2.70" 1490/5597/0!7087 L1:Blocking 1 Ply 1 3/4"x 9 1!2"2.OE Parallarn�7 PSL 2 Wood column 525" 2.70" 1490/5597!0/7087 L1:Blocking 1 Ply 1 3/4"x 91/2"2.OE Parallarr�PSL -See TJ SPECIFIER'S!BUILDERS GUIDE for detail(s):L1:Btocking DESIGN CONTROLS: Maximum Design Control CoMrol Locatio� Shear(Ibs) 6680 5212 5786 Passed(90%) Lt end Span 1 under Dead loading Moment(Ft-lbs) 6514 6173 13057 Passed(47%) MID Span 1 under Floor loading Live Load Defl(in) 0.024 0.213 Passed(U999+) MID Span 1 under Roof loading Total Load Defl(in) 0.130 0.319 Passed(U589) MID Span 1 under Roof loading -Deflection Criteria:Spec�ed(LL:U360,TL•U240). -Bracing(Lu):All compression edges(top and bottan)must be braced at 7'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve mernber stabifit�r. -Qesign assumes adequate con6nuous lateral support of the canpression edge. PROJECT INFORMATION: OPERATOR INFORMATION: Terry Mikkelson dfp planning design 9100 battimore st.ne suite 106 blaine,MN 55449 Phone:763-780-8004 Fax :763-780-8015 dfpplanningdesignQvisi.com Copyright c;� 2005 by Tru3 .7oist, a Weyerhaeuser Husiness Parallamc� is a registered trademark of Trus Joist. • ��J�� 206231 GAR WDW TJ-Bearnm6.2QSerialNu"m��004109&88� 2 Pcs of 1 3/4" x 9 1i2" 2.OE Parallam� PSL User.1 6/162006 3:40 05 PM - P�2 E��«,:s.�o.,s THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATlON AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The anatysis presented is oufput from softyvare developed by Tn.is Joist(TJ). TJ warrants the smng of its products by this sofiware will be accomplished in accordance with TJ product desgn criteria and code acCepted design values. The specific product application,input design loads,and stated dime�sions have been provided by the sofiware user. This ouq�ut has not been reviewed 6y a TJ Associate. -Not all products are readiy avai�able. Chedc with your supplier or TJ technicaf representaave for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ,Allowabfe Stress Oesign methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Note:See TJ SPECIFIER'S!BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR I+NFORM¢TION: Terry Mikkelson dfp planning design 9100 bal6more st.ne sufie 108 blaine,MN 55A49 Phone:763-780-8004 fax :763-780-8015 dfpplanningdesign@visi.com Copyright c� 2005 Uy Tzus Joist, a Weyerhaeuser Business PazallamG• is a registered tzademark of Trus Joist. - ��l�� 206231 GAR WDW TJ-Bearr�620SerialNu"m��;�8�"`� 2 Pcs of 1 3/4" x 9 1/2" 2.OE Paraliam� PSL l�ser:1 6/1612006 338:03 PM - P�, �;�v��,:fi.zo.,s THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Wlember Slope:0�12 Roof Sbpe4•12 n_— n . � �. �. i 6 ]• 1 AII di�nensions are ho�ixa�taL P�ochict tl�acpam is Ca►cept��al. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:1' Primary Load Group-Roof(ps�:40.0 Live at 125°k duration,15.0 Dead Vertical Loads: Type Class Live Dead Location Appllcation Commerrt Uniform(pl� Roof(1.25) 580.0 218.0 0 To 1' Adds To Uniform(pif) Floor(1.00) 320.0 120.0 0 To 1' Adds To Uniform(pl� Floor(1.00) 40Q.0 150.0 1'To 6' Adds To Uniform(pl� Roof{1.25) 580.0 218.0 6'To 7' Adds To Unfform(plf) Floor(1.00) 320.0 120.0 6'To 7' Adds To Point(tbs) Roof(1.25) 0 4674 1'3" - Point(Ibs) Roof(125) 0 4674 5'9" - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other wdth Length LiveJDeadNplift/Tota1 1 Wood column 5.25" 2.86" 2040/5476/0!7516 L1:Blocking 1 Ply 1 3/4"x 9 1/2"2.OE Paraltarr�PSl 2 Wood column 5.25" 2.86" 2040/5476/0/7516 L1:Blocking 1 Ply 1 3/4"x 9 1/2"2.OE Paralfarr�l PSL -See TJ SPECIFIER'S/BUILDERS GUlDE for detail(s):L1:Blocking DESIGN CONTROLS: Maximum Design CoMrol Corrtrol �ocatfon Shear(Ibs) 7109 �981 6428 Passed(93%) Rt end Span 1 under Floor loading Moment(Ft-Lbs) 7671 7330 13057 Passed(56%) MID Span 1 under Floor loading Live Load Defl(in) 0.043 0.213 Passed(U999+) MID Span 1 under Roof loading Total Load Defl(in) 0.150 0.319 Passed(U511) MID Span 1 under Roof loading -Deflection Criteria:Specified(LL:L/360,TL:U240). -Bracing{Lu):AA compression edges(top and bottan)must be braced at 7'o!c unless detailed otherwise. Proper attachment and posi6oning of lateral bracing is required to achieve member stabilit�r. -Design assumes adequate continuous lateral support of the compression edge. PROJECT INFORMATION: OPERATOR INFORMATION: Terry Mikkelson dfp planning design 9100 baltimore st ne suite 106 blaine,MN 55449 Phone:763-780-8004 Fax :763-780-8015 dfpplann ingdesign�visi.com Copyright r9 2005 by Trus Joist, a Weyerhaeuser Business ParallanKa is a registered trademark of Trus Joist. _ ��J� �f 206231 GAR WDW TJ-Beam�620SerialNu'm��'"`��4;�8's"`� Z Pcs of 1 3/4" x 9 1/2" 2.OE Parailam� PSL - P�2 En'9i��Version.6.2016 Tli[S PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATlON AND LOADS LISTED ADDiT1�P1AL NOTES: -IMPORTANTI The analysis presented is output from sofMrare developed by Trus Joist(TJ). TJ warrants the s¢ing of its products by this software will be accomplished in accordance with 7J product design criteria and code accepted design values. The spec�c product appfication,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all protlucts are readily available. Chedc with your supplier or TJ technical repnesentative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES far multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Terry Mikkelson dfp planning design 9100 baltimore st ne suite 106 blaine,MN 55449 Phone:763-780-8004 Fax :763-780-8015 dfpplanningdesign@visi.c4m Copyriqht � 2005 by Trus Joist, a tVeyerhaeuser Business Para11am5A is a registered trademark of Trus Joist. - ��j� ♦� 206231 GAR v.v� ^`�T`'""'�`� 2 pcs of 1 3I4" x 9 1/2" 2.OE Paraliam� PSL TJ-8earr�6.20 Serial Number:7004109786 _ �� 3:�o-3�vr� THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page t Engine Version 62(7.16 CONTROLS FOR THE APPLICATION AND LOADS LiSTED I � �- 6•c~ A Prod�kt Uiac�am is Conceptual. LOADS: Anatysis is for a Header(Fiush Beam)Merr�er. Tributary Load Width:1' Primary Load Group-Resid�ntiai-Living Areas(ps�:40.0 Live at 100%duration,15.0 dead Vefical Loads: Type Cfass L"nre Dead Locatfon Appiication Comment Uniform(plf) Roof(125) 200.0 113.0 0 To 6'6" Adds To Unifom�(pl� Ffoor(1.00) 440.0 165_0 0 To 6'6" Adds To SUPPORTS: Input Bearing Vertical Reactions(tbs) Pty Depth Naifing Qetaii Other � �rZrfC��t�'i LERf3ue il5icr�i��3i��IffROt'd� �C�1 1 Wood column 525" 1_50" 2168!967!0!3i 35 N/A N1A N/A L5 None 2 Mxxollam�VL beain SZ5" yargei 2253!?V05=v i JLJi 3�� >ii� �i�n u�:�=6'k=�cs��:::��Fai:y.=.� ._:�..'a -See TJ SPECIrlcR'S i 6UiLQERS Gi.sit�E fer c�+a�i;s):=�,r 5:r=ace nRouni`rian�c _-— =_ -, >�aen�ted .:E2��?;^•E: 'l:^�� vtv�:c ��21s �'c'��tSE kt'i��at1�8 l4Qf�clCt�S �!!j!(�K?C��OOf1 � �"�:GaL'�fk7lli?i�?i:y.c' avi�=�u�5i•:i L:'= Jl h}fs1 Ui;t RliLz, t�,'E1_ i°3XtI7ltlflF vc5i9R CO(ftTO� Controi �QCat14I1 Mornesit(Ft-lbs; 4� 406�# io3'� �a�s�{�� , �I^�;:,Q:<i �:�:;es-=t===- �_. ,, _ _ ._ _- - ,-� —-- . - - =- ------- � ;�_`:„�`��"-;"s� ..��2 _ `' ---� �---� � • -� r"- �- ' ; ) _�:_.� +:%ici�(tY3.'J3L�117(3 .. L , -B:dCtA{.�tLt�l-L+_ii rLri{:a�cE rr=... _, . . ..�:�: . �- - � �_ .- . _- . _.. — .. -� --_ � ,_ _-_ - . - , _- _ _, _ _- _. . .. . . . ,. . . . ..- . :._. , ..... _ i r,-....-� -�..�y�.�:.r.a-. - ---.,_ ,..: .-�._'. _ . . :.�� . ... -. r,r?y`it?s�i�;�quired}o achieve rs�mber stabil�{y. ' ' - _ - _ :r1_ : _ _ .'_��__-,._'_'__- TEfTj/ 11$!!Sk@iSCN� -; _. . ...._-.,. ...�.,�:_.....:::�_:s:y,� .'�.�.n.v tJn�IRk7(2 S�[18 JuilG i vt! �SIt28,�?*1 u5�� ;,r.:-:t�: ;J.>-:Oti-GiIU4 Fax :753-78D-8015 dfpptannirfgtiesign o�viSi.C� Copyriqht ea 20U5 by Trus JoisL, a weyerhaeuser Business ?:;ra!laa�� ard!!icro!la.^.sJ are registereC tradema:ks c. _n:s Joist. - �� j� � 206231 GAR ...v� TJ-BeamO6,2(TSerialNum�o`,�&�"� 2 Pcs of 1 3/4" x 9 1/2" 2.OE Parallam� PSL - P�Z E��6�6 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMP�RTANP. The�rsis presenbed is out�wt from software devebped by Trus Jast(TJ). TJ warran4s the s¢ing of iLs produds by this soflware will be acoompfished�accordance wifh TJ product design cri6e�ia and code acoepted design values_ The specific produd a�pplication,input design loads,and shd�ed d'Kneresions have been provided by ihe sofMrar�e user_ This output tras not been reviewec3 by a TJ Associahe_ -Not all produds are readity available. Chedc wilh your suppfier or TJ�echnical representative for prafud ava�Tdy. -TtiiS A�NALY�IS F^,R TftUS JQ1ST PROi1UCTS ONLY! PRODUCT SUBST17UT10N VOIDS TF!!S ANALYSIS. :�-;��able S!*�s Des±g�mefiho�y��sEsf ior Suilding Cc�de USC analyzing tl�e TJ Disfi�wtion praduct listed above. -No�e=See TJ SPECIFfER'S/BllILDER'S GUIDES for mult�[e pfy c�nection. PROJECT INFORMATION: OPERATOR INFORMATlON: Terty M�ckelson �R P�nning design 9100 baltimore st ne suite 106 btaine,MN 55449 Phone:763-780-6004 Fax :763-780-8015 dfpplanningdesign@visi.com Copyright C9 2005 by Trus Joist, a iieyerhaeuser Business Parallam[J and HicrollamV� are registered tzademarks of Trus Joist. - ��j�� 206231 4 SEAS PORCH � '"'�`h�`&'v"`u 2 Pcs of 1 3/4" x 11 7/8" 2AE Parallam� PSL TJ-BeamO 6.20 Serial Number:7004109786 Wser 1 6l1fi/10063:04:15 PM - P�, EngineVersion:620.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATlON AND LOADS LISTED � ? � i�. � Ptoduct Dia�am is Ca�cept�wi. LOADS: Anaiysis is for a Drop Beam Member. Tributary Load V1/'�dU►:1' Primary Load Group-Residential-Living Meas(ps�:40.0 Live at 100°k duration,15.0 Dead Vertical Loads: Type Ciass Live Dead Location Appiication Comment Unifomi(plf) Floor(1.00) 64.0 24.0 0 To 11' Adds To Unifortn(pl� Roof(1.25) 320.0 210.0 0 To 11' Adds To Point(ibs) Floor(1.00) 0 1588 3" - Point(Ibs) Roof(125) 0 4947 10'9" - SUPPORTS: Input Bearing Verticaf Reactions(Ibs) Detaii Other Width Length Live/DeadNplifflTotal 1 Wood column 5.25" 2_04" 2332/3029/0!5361 L5 None 2 Wood cdumn 525" 3_3Y 2332/6388/0/8720 L5 None -See TJ SPECIFIER'S/BUILDERS GUIDE for dehait(s):L5 DESIGN CONTROLS: Maximum D�ign Controi Corrtro! Location Shear(ibs) 3559 -2794 10044 Passed(2896) Rt end Span 1 under Roof loading Moment(Ft-L6�s} 9230 9230 24878 Passed(379'0) MID Span 1 under Roof bading Live l.oad Defl(m) 0.129 0259 Passed(U965) MID Span 1 under Roof laadu�g Totai Load Defl(in) 0.209 0.259 Passed(U597j MID Span 1 under Roof i�ling LL:L1.13V�C�eria:Spec�fied(LLU480,TLU480)_ -8r2ci�g{!u):A?t�cxr�ression edges{top and boHom)rrwst be braced at 9'2"dc unless detailed otherwise_ Proper aftachment and positioning of taDeral bracing is rec}uired to achieve member stzbiCdy. h�,�•;�:•-•�AL NOTES: _";rv�cTRNT! s�e analysis presented is oui�t from soRware developed by Trus Joist(TJ)_ TJ waRants the seng of its products by this softwa�will be .- - •. � . . . 15!t£'L!F?2CtYJ!:33t?C�tY�fr :,j-,r;:::::-•:-�:r�:�R-,�+�.<<�t , _ - - - . . � �� r----=---�-•-- ��,-- 1.:::_ - .._..__ - - T ---� - - _ -- :. :. ,-<< --�----------�-- --�- --- - stated dimertsions have L�en^�o•,��•,j�*�=�-�=r-��_�� -f'r._: �:�:...:;:_-� ._ _____� � i- ... _ �. � ,..�....-,..........,..... _,,..r....._..........................� , _ . . . .. . . .- -...�D�f-'' ��- � __ .. ... ,-_ -,�T 1�_"..,^a;rc�+�ocan�4:_:0, ��\�al�lrl�/ _ . - :-.-.�•-,. c.-%,ni , rnrnrm � , - —" _"__"'...,.J__.�__rl....,� ,.. . _t.�__. .. .r..�. _ ,. , _ , e.�,,,• ,�.r t t:._'.i'�lii�S:i vitiiY' T r:iiiC:t.i Siiii.iy i i i v i itii+i`v'a��$�}�{.S r��Y.S�.S'. .-.._. , �.. ,. _ .,.,v` -��04S...s.�..cs...,...n..,.:...,...�.e,...e,. _' - ..c!°...a ..:.... •:�. - -- - __ - 6UtG vuG��..s.. _ .r�....,...- u� " " `"'. .. � -. ., . :+ . -Nt*fe_��r„�?�_.. _.. _ _� _ � __ � - - - - : . - _ __ ___- ________,__":�:�1 ii.J�PI: _-,;_=== -` ::,�r._�Fc3ree�e EON: ! ;:} �...,y�:,�r,m dfP Qlanning�igr 9�00 baltimnrn et ne Su1e�O6 btaine,MN 55449 Phone:763-78�-SQ�4 Faz -763-78(1�3(11.5 �f�pianningdesign(�visi.com Copyrignt �n 2005 by Trus Joist, a weyernaeusez susiness ParallamW is a reaistered trademark of Trus Joist_ -�� j� ��' 206231 REAR ENTRY W.I.C. �..v�� TJ-Bearnt�6.20SerialNum��'"7�� 2 Pcs of 1 3/4" x 9 1/2" 2.OE Paraliam� PSL _ `�, �,�z�:��PM THIS PR4DUCT MEETS OR EXCEEDS THE SET DESIGN Paye 1 Engine Version:6.20_16 CONTROLS FOR THE APPLICATION AND LOADS LISTED � � y — � � r x. A Prochkt Dias�am is Ca►ceptual. LOADS: Anatysis is for a Header(Flush Beam)Member. Tributary Load Width:1' Primary Load Group-Residential-living Areas(ps�:40A Live at 100%duration,15.0 Dead Vertica{Loads: Type Ciass Live Dead Location Application Commerrt Unifomi(plf) Fbor(1.00) 64.0 24.0 0 To T 4" Adds To Pant(Ibs} Ffoor(1.00j 0 2684 2'8" - SUPPORTS: Inp�rt Bearing Vertical Reactions(tbs) Detail Other Y1fMU� Length Live/DeadNplifw/Total 1 Wood column 5.25" 1.50" 381/1923/0/2305 L1:Bbcking 1 Ply 1 3/4"x 9 12"2.OE Parallarr�PSL 2 Wood cdurrx� 5.25" 1.50" 381/1123/0/1504 L1:Bbcking 1 Ply 1 3/4'x 9112"2.QE Par�l�r�PSL �ee TJ SPECIFIER'S!BUILDERS GUIDE for de#ail(s):L1:Blodcing DESlGN CONTROLS: Maximum Design Co�rtrol Corrtrol Location Shear(�s) 2257 2116 6428 Passed(33%) Lt ertd Span 1 under Floor load�ng Moment(Ft-L.b6) 4887 4887 13057 Passed(37%) MID Spen 1 under Floor bad�ng l'r,re L�Defl(ai) 0.012 O.i&S P�sed(L/999+) MID Span 1 urxier Floor loadmg Total Load De#1(m) 0.080 0.168 Passed(L/999+) M1D Span 1 under Fbor loading -Deflecfion Criteria:Spec's5e;i�L:L'r.80.TL:t148C}. -Brac:in9(Lu):AN�sion edg�s(toF and bot�rrt)[nust be br�at T 4"ofc unless deta�othen�ise. Prc�per�eameni e�d perssitoR��g�€�raf bracing is required to achiave member s1�iGty_ ADDITIONAL i+lOTE�: -IMPORTANT! The anaEysis pr�enf�is ouf�t from soflware devefoped by Trus k�f(T.!j. TJ r:amn�+he sizing�i's;,��u��j L':s s��a r???�e ' - _ .- r SL__�+r; - !=__-r'ir j r'u,=�i�Y�JQS_ TY3£C�i7.�'�Ni?C�UCt 3�Q��lSNI,lII;?ll�i�E$l�Fl�S,� ..._._� _ , _ .. , �.._._ _=:i."...;.�,.�j'`��rc�::v-��:�:�s�r .....;_�.�f*-.-::":_�..�t�n r2�iwk�by a TJ Rssociate_ -�fTf aii rvnrf��r£�:rc ray�n.,a:ra?:�`-.: '_'- ._ , . ., _ -�' . . = . .. .. . .-, ' _ _.. . . � . ._� � _ . . :,_, ..L_� .e. i..:---�.. .r.�v- , � --- ^ .-...,. ._.,..,:-�: .�..'..............�....w....i �_�"_... '""".j.."' ..�E.,.' . � --. • _ .� ..�.....-�.....-...�r-'c cr.e r' ': ' -THtS�;i1 SiS FCS� f I[i�J.Jlli.7 i r l'atix�`t)t.r.:,_ _. ' ' ' _ r. ' . . ... ... .:, '�..... . ��. . _ .— '. [`� .-••_.,- ....__ ._� _ . ,....,�a. 1. .�� .�_.�.-�ih��I...r�.e.......' ..(�'r�l��fC� .�..�H.r��'i f1 �..'i�..i:w. U4��I� GiJUYG� .a�a..inev evn. i�� ....-.. - .�.. . -.:�a.�..u�� ":'� �.-:, _::t s. . ��i�.i�� ti�y� .. - . v.1tJi�l�J .147 � __'_ __' ' _' __ _ �. .,�.�..:� .,�.- ��.�_� �. .,.:"r'�rx .s.;io yi`.lfl' PROJEC�'.�:«a��-?-' O#�E�?�_�� —=��—= _ ---= Terry NEi�iR�u=: ��ri._--:,-�;4�ci� ?�1{:?r,�;Etimnr�±st na suite i06 blaine.Mhi 55+t49 Ph��7fi3-78U-8004 Fax •7fi3-7Rf)-R015 dfpplanningdesign�visicxxn Copyright � 2005 by Trus JoiSt, a ileyerhaeuser business Parallam� is a reaistered tratlemazk of Trus Joist. _ ��j��' 206231 BED 2/SITTING 'A"�'°`''�'�`&`�'� 3 Pcs of 1 3/4" x 11 7/8" 2.OE Parallam� PSL TJ-BeamO 620 Serial Num6er:7004109786 u� � ��1=��PM THIS PR�DUCT MEETS OR EXCEEDS THE SET DESIGN " Page 1 Ergine Versian:620.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED �lemVer Sbpe:s i2 Roof Slope8�12 � > d 1.�. i AB dimensions a�e horizo�il. ProchKt Diacpam is Co�xept�wl. LOADS: Analysis is for a Drop Beam Merr�ber. Tnbutary Load Width:1' Primary Lo�i Group-Roof(psfl:40.0 Live at 125%duration,15.0 Dead Vertical Loads: Type Class Live Dead Location Application Commerrt Uniform(pif� Roof(1.25) 600.0 225.0 0 To 11' Adds To SUPPORTS- Input Bearing Vertical Reactions(Ibsy Detail Other wdth Leru�th LivelDead/Up!'�ft/Total 1 Wood column 5.25" 1.50" 3520/1427/0/4947 L1:Blodci�g 1 Pty 1 3/4"x 11 7B"2.OE Parallarn�l PS! 2 Wood odurrx� 5Z5" 1.50' 3520!1427/0/4947 L1:Blodcing 1 Ply 1 3/4"x 11 7/8"2.OE ParaNarr�PSL -See TJ SPECIFIER'S!BUILDERS GUIDE for detail(s):L1:Blodcing DESIGN CONTROLS: Maximum Design Corrtrol Corrtrol Location Shear(fl�s) 4666 -3663 15066 Passed(24%) Rt end Spar►1 under Roof loading Morr�ent(Ft-lbs} 12103 12103 37317 Passed(32%) MID Span 1 under Roof bad'mg Live Load Defl(m} 0.130 0_346 Passed(LnJ59) MtD Span 1 under RaoF badag Total Load Defl�n) 0.182 0.519 Passed(U683) MID Span 1 under Roo#loading -0eflection Cci�esia:Specsfied(LL:1./3f0,TL:L/240). -Brac�ng(Lu):AN compression edges(top and bottom)must be braced at 10'6'dc unless delailed othervvise. Prnper attachment�►d positioning of IaDeral brac�g is►equired tfl achieve rnember stab�Tty- -0esign assumes adequate continuous!aleral support aF the compressic�t e�e. ��.�.*iTil3E+iR�NOTES' -iMPOR7RlVT! The anafyrsis presenbed is ouiput hom sa�tardre developed by Tnis Jast(TJ). TJ warrdnfs ihe s¢irig of iLs producfs by this sotNvare vvri�be " ' " .- 1.r.d A.-..-' ....5... - ^ ..... !� S,'t'+P1 �.)�x'rrFa��t��n r{,1at,a�n��rx_{a�EC_�� :�.`_c��. �.._._ _ .e,.:-_«�~ . �- -_-'" __ -, - .. . :.... • . - �--_ -.- --_- - ' '� - s•-•• shabed dimensiorts have b�een prcRvvided by the sefl��re u�. '�F!is e;st�,�+��ot�R{�r�e�*�-.��v�y = - --:- -.- .t .," �;�- ..:,: . .:',�)? t`hark wiih J^'::Si.ti)I3�Lf L3t'7}ca�h�!r�,r��.o.^.t3.'Y8 fM�Cfl(1uf:t 2v2i�sTity - _. _ .•_,. _ .:!� ,-_.,. ..�._.�.:i:._= . .�C:i�l;t;s:i CJtditr' YttC3i)i;t:7 5I7�3ST1TlITtON V�ii3S 7NtS Ai�fALYStS. �SUFTJ v .....a:....l..L...— a..,•-1 f:.:�s:N'e. f'.... _. _ . _ �'. .. _...,..., . -�.�......... ........-. G3it�f e iG iRa � '. v . -N�:See TJ SPEi.(�i=R'S f�LF�s�s�cr•��:,��e:��Fi..-:�:i::�;�;��; :.v..-_�...._.-. TFS J.sTL.i iiMrl/�A6Q�C�� +�!'i?s[t t1F!K!�'�M��• �Q.tfS) �.3'1�iJNl ) dfp ptanning design 9100 bat�re st ne suite 106 Waitte,MN 55449 Phone=763-780-8004 Fax :763-780-8015 dfpplannir�sign�visi.com Copyright o 2005 by Trus Joist, a nieyezhaeuser Business Parallam� is a registered trademark of Trus Joist. " Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 6.00.81 By: TERRY MIKKELSON , DFP PLANNING&NDESIGN, LLC on: 06-19-2006: 11:08:38 AM Project: MECH- Location: 206231 - ' Summarv: A36 W 12x35 x 22.84 FT(7.7+ 15.2) Section Adepuate By: 13.3% Controlling Factor: Moment Left Span Deflections: " Dead Load: DLD-Left= -0.03 IN Live Load: LLD-Left= -0.01 IN= U7989 Total Load: TLD-Left= -0.04 IN = U2192 Center span Deflections: " Dead Load: DLD-Center= 0.17 fN Live Load: LLD-Center= 0.07 IN=U2510 Total Load: TLD-Center= 0.24 IN= L/750 Left End Reactions(Support A): Live Load: LL-Rxn-A= 0 LB Dead Load: DL-Rxn-A= -2388 LB Total Load: TL-Rxn-A= -2388 LB Desiqn For Ualift Loads(Includes Ualift Factor of Safetv) Rxn-A-min= �291 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 0.00 IN Center span Left End Reactions(Support B): Live Load: LL-Rxn-B= 7508 LB Dead Load: DL-Rxn-B= 33381 LB Total Load: TL-Rxn-B= 40890 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-B= 1.64 IN Center span Riqht End Reactions(Support C): Live Load: LL-Rxn-C= 5906 LB Dead Load: DL-Rxn-C= 15273 LB Total Load: TL-Rxn-C= 21179 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-C= 0.92 IN Dead �oad Uplift F.S.: FS= 1.5 Beam Data: Left Span Lenqth: L1= 7.67 FT Left Span Unbraced Lenqth-Top of Beam: Lu1-Top= 7.67 FT Left Span Unbraced Length-Bottom of Beam: Lu1-6ottom= 7.67 FT Center span Lenqth: L2= 15.17 FT Center span Unbraced Lenqth-Top of Beam: Lu2-Top= 15.97 FT Center span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.17 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Left Span Loading: Uniform Load: Live Load: wL-1= 0 PLF Dead Load: wD-1= 240 PLF Beam Self Weight: BSW= 35 PLF Total Load: wT-1= 275 PLF Point Load 1 Live Load: PL1-1= 0 LB Dead Load: PD1-1= 3135 LB Location tFrom left end of span): X1-1= 1.5 FT Center span Loading: Uniform Load: Live Load: wL-2= 140 PLF Dead Load: wD-2= 53 PLF Beam Self Weight: BSW= 35 PLF Total Load: wT-2= 228 PLF Point Load 1 Live�oad: PL1-2= 0 LB Dead Load: PD1-2= 13340 LB Location(From left end of span): X1-2= 1.75 FT Point Load 2 Live Load: PL2-2= 0 LB Dead Load: PD2-2= 3319 LB Location(From left end of span): X2-2= 2.17 FT Point Load 3 Live Load: PL3-2= 0 LB Dead Load: PD3-2= 5210 LB Location (From left end of span): X3-2= 5.83 FT Point Load 4 Live Load: PL4-2= 0 LB Dead Load: PD4-2= 2697 LB Location (From teft end of span): X42= 9.08 FT Point Load 5 Live Load: PL5-2= 0 LB Dead Load: PD5-2= 8578 L6 Location(From left end of span): X5-2= 14.17 FT , Paqe: 2 Muiti-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.81 , By:TERRY MIKKELSON , DFP PLANNING &NDESIGN, LLC on: 06-19-2006: 11:08:38 AM � Proiect: MECH-Location:206231 Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 140 PLF _ Left Dead Load: TRD-Left-1-2= 188 PLF Riqht Live Load: TRL-Riqht-1-2= 140 PLF Riqht Dead Load: TRD-Right-1-2= 188 PLF Load Start: A-1-2= 2.17 FT - Load End: B-1-2= 15.17 FT Load Lenqth: C-1-2= 13.0 FT Trapezoidal �oad 2 Left Live Load: TRL-Left-2-2= 720 PLF Left Dead Load: TRD-Left-2-2= 390 PLF Riqht Live Load: TRL-Ri.qht-2-2= 720 PLF Riqht Dead Load: TRD-Right-2-2= 390 PLF Load Start: A-2-2= 1.83 FT Load End: B-2-2= 3.17 FT Load Lenqth: C-2-2= 1.34 FT Trapezoidal Load 3 Left Live Load: TRL-Leit-3-2= 720 PLF Left Dead Load: TRD-Left-3-2= 390 PLF Riqht Live Load: TRL-Riqht-3-2= 720 PLF Riqht Dead Load: TRD-Right-3-2= 390 PLF Load Start: A-3-2= 6.0 FT Load End: B-3-2= 15.17 FT Load Lenqth: C-3-2= 9.17 FT Properties for: W 12x35/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.50 IN Web Thickness: tw= 0.30 IN Flanqe Width: bf= 6.56 IN Flanqe Thickness: tf= 0.52 IN Distance to Web Toe of Fiflet: k= 0.82 IN Moment of Inertia About X-X Axis: Ix= 285.00 IN4 Section Modulus About X-X Axis: Sx= 45.60 IN3 Radius of Gyration of Compression Ftanqe+ 1/3 of Web: rt= 1.74 IN Design Properties per AISC Steel Construction Manual: Flanqe Bucktinq Ratio: FBR= 6.31 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 41.67 Allowable Web Bucklinp Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 15.17 FT Limitinq Unbraced Lenqth for Fb=.66*Fv: Lc= 6.92 FT Limitinq Unbraced Lenqth for Fb=.6'Fy wJ Cb: Lu= 12.63 FT Moment Gradient Bendinq Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1-6: F1-6= 44.73 KSI Allowable fb per ASD Eqn F1-7: F1-7= 15.53 KSi Allowable fb per ASD Eqn F1-8: F1-8= 17.99 KSI Elastic Limit of ASD Eqn F1-6: EL1-6= 17.26 FT Allowable Bendinp Stress: Fb= 17.99 KSI Web Heiqht to Thickness Ratio: h/tw- 3g,2 Limitinq Web Heiqht to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 63.33 Alfowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controllinq Moment: M= -60345 FT-LB Over left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Nominal Moment Strength: Mr- 68359 FT-LB Controllinq Shear: V= 31354 LB At left support of span 3(Riqht Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Nominal Shear Strenqth: Vr= 54000 LB Moment of Inertia{Deflection): Ireq= 91.16 IN4 1= 285.00 IN4 � Multi-Loaded Beam[AISC 9th Ed ASD J Ver: 6.00.81 , By: TERRY MIKKELSON. DFP PLANNING&NDESIGN. LLC on: Q6-19-2006 Project: MECH-Location: 206231 Summary: A36 W12x35 x 22.84 FT{7.7+ 15.2) � Section Adequate By: 13.3% Controlling Factor: Moment LOADING DIAGRAM P 1-2 P3 P4 P5 P1 a B c Left Span =7.67 ft Center span = 15.17 ft Reactions Live Load Dead Load Total Load Uniift Load A 0 Lb -2388 Lb -2388 Lb -4291 Lb B 7508 Lb 33381 Lb 40890 Lb 0 Lb C 5906 Lb 15273 Lb 21179 Lb 0 Lb Left Saan Uniform Loading Live Load Dead Load Self WeiQht Total Load W 0 Plf 240 Plf 35 Plf 275 Plf Point Loading Live Load Dead Load Location P1 0 Lb 3135 Lb 1.5 Ft Center saan Uniform Loading Live Load Dead Load Self Weiqht Total Load W 140 Ptf 53 Plf 35 Plf 228 Plf Trapezoidal Loading Left LL Left DL RiQht LL Right DL Load Start Load End TR1 140 Plf 188 Plf 140 Plf 188 Plf 2.2 Ft 15.2 Ft TR2 720 Plf 390 Plf 720 Plf 390 Plf 1.8 Ft 3.2 Ft TR3 720 Plf 390 Plf 720 Plf 390 Plf 6 Ft 152 Ft Point Loading Live Load Dead Load Location P1 0 Lb 13340 Lb 1.8 Ft P2 0 Lb 3319 Lb 2.2 Ft P3 0 Lb 5210 Lb 5.8 Ft P4 0 Lb 2697 Lb 9.1 Ft P5 0 Lb 8578 Lb 14.2 Ft Multi-Loaded Beam[AISC 9th Ed ASD�Ver: 6.00.81 _ � By: TERRY MIKKE�SON , DFP PLANNING&NDESIGN, LLC on: 06-19-2006 Project: MECH-Location: 206231 Summary: A36 W 12x35 x 22.84 FT(7.7+ 15.2) Section Adequate By: 13.3% Controlling Factor: Moment SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controllin Shear/MomenUDeflection Dia rams - 40000 31354 Ibs @ 8 ft 20000 Shear (Ibs) 0 -20000 -40000 -211791bs� 23 ft 70000 54376 ft-Ibs @ 17 ft �'i � 35Q00 ' i Moment ' (ft-Ib) 0 � � -35p00 � � � -70000 -60345 ft-Ibs @ 8 ft i -0.3 i�-OA42 in 4.5 ft i i � i i -0.15 ' ' � , Deflection ' ' i (��1 � � � � � � � Q.15 � � � � i � 0.3 � 0.243in@ 15.9ft� Left Span =7.67 ft Ce�ter span = 15.17 ft Controflina Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 1, 2 " Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 6.00.81 BV: TERRY MIKKELSON , DFP PLANNING &NDESiGN, LLC on: 06-19-2006: 10:42:26 AM Project: 206231 -Location: BSMT BATH/STAIR - � Summary: A36 W 10x15 x 5.0 FT Section Adequate By: 6.8% Controliing Factor: Shear Center Span Deflections: - Dead Load: DLD-Center- 0.03 IN Live Load: LLD-Center= 0.01 IN = U8145 Total Load: TLD-Center= 0.04 IN=U1478 Center Span Left End Reactions(Support A): - Live Load: LL-Rxn-A= 2407 LB Dead Load: DL-Rxn-A= 28560 LB Total Load: TL-Rxn-A= 30967 LB Bearinp Lenqth Required(Beam only, support capacity not checked): BL-A= 6.98 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 2655 LB Dead Load: DL-Rxn-B= 6368 LB total Load: TL-Rxn-6= 9023 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.57 IN Beam Data: Center Span Lenpth: L2= 5.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 5.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 5.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 743 PLF Dead Load: wD-2= 419 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 1177 PLF Point Load 1 Live Load: PL1-2= 0 LB Dead Load: PD1-2= 16642 LB Location(From left end of span): X1-2= 0.25 FT Point Load 2 Live Load: PL2-2= 0 LB Dead Load: PD2-2= 8975 LB Location (From left end of span): X2-2= 0.92 FT Point Load 3 Live Load: PL3-2= 0 LB Dead Load: PD3-2= 5901 LB Location (From left end of span}: X3-2= 1.75 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 330 PLF Left Dead Load: TRD-Left-1-2= 304 PLF Riqht Live Load: TRL-Riqht-1-2= 330 PLF Riqht Dead Load: TRD-Right-1-2= 304 PLF Load Start: A-1-2= 0.92 FT Load End: B-1-2= 5.0 FT Load Lenqth: C-1-2= 4.08 FT Properties for:W 10x15/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 9.99 IN Web Thickness: tw= 0.23 IN Flanqe Width: bf= 4.00 IN Flanqe Thickness: tf= 0.27 IN Distance to Web Toe of Fillet: k= 0.57 IN Moment of Inertia About X-X Axis: Ix= 68.90 IN4 Section Modulus About X-X Axis: Sx= 13.80 IN3 Radius of Gvration of Compression Flanqe+ 1/3 of Web: rt= 0.99 IN Design Properties per AISC Steel Construction Manual: FlanQe Buck�inq Ratio: FBR= 7.41 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web BucklinQ Ratio: WBR= 43.43 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 5.0 FT Limitinp Unbraced Lenqth for Fb=.66'FV: Lc= 4.22 FT Limitinq Unbraced Lenqth for Fb=.6*Fy w/Cb: Lu= 5.01 FT Moment Gradient Bendinq Coefficient: Cb= 1.0 Allowable Bendinq St�ess: Fb= 21.6 KSI Web Heiqht to Thickness Ratio: h/tw= 41.09 Limitinq Web Heiqht to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI PaAe: 2 ' Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 6.00.81 , BY: TERRY MIKKELSON , DFP PLANNING &NDESIGN, LLC on: 06-19-2006: 10:42:26 AM - Proiect: 206231 -Location: BSMT BATHISTAIR Design Requirements Comparison: Controllinq Moment: M= 19759 FT-LB 1.75 Ft from left support of span 2 tCenter Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment SUength: Mr- 24840 FT-L8 Controllinq Shear: V= 30967 LB . At left supRort of span 3(Riqht Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strenqth: Vr- 33087 LB Moment of Inertia(Deflection): Ireq= 11.19 IN4 1= 68.90 IN4 � Multi-Loaded 8eam[AISC 9th Ed ASD)Ver: 6.00.81 , By: TERRY MIKKELSON . DFP PLANNING&NDESIGN. LLC on: 06-19-2006 Project: 206231 -Location: BSMT BATH/STAIR Summary: A36 W 10x15 x 5.0 FT - Section Adequate By: 6.8% Controlling Factor: Shear LOADING DIAGFtAM P1 P2 P3 A g Center Span =5 ft Reactions Live Load Dead Load Total Load Ualift Load A 2407 Lb 28560 Lb 30967 Lb 0 Lb B 2655 Lb 6368 Lb 9023 Lb 0 Lb Center Saan Uniform Loading Live Load Dead Load Self Weipht Total Load W 743 Plf 419 Plf 15 Plf 1177 Pif Trapezoidal Loading Left LL Left DL Riqht LL Riqht DL Load Start Load End TR1 330 Plf 304 Plf 330 Ptf 304 Plf 0.9 Ft 5 Ft Point Loading Live Load Dead Load Location P1 0 Lb 16642 Lb 0.2 Ft P2 0 Lb 8975 Lb 0.9 Ft P3 0 Lb 5901 Lb 1.8 Ft � Multi-Loaded Beam[AISC 9th Ed ASD J Ver: 6.00.81 , By: TERRY MIKKELSON , DFP PLANNING&NDESfGN, LLC on: 06-19-2006 Project: 206231 -Location: BSMT BATH/STAIR Summary: A36 W 10x15 x 5.0 FT - Section Adequate By: 6.8% Controlling Factor: Shear SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controllin Shear/MomenUDeflection Dia rams •40000 30967 Ibs Q 0 ft 20000 Shear (Ibs) 0 -20000 -40000 -9023 Ibs @ 5 ft 20000 � 9 ft-Ibs @ 2 ft � � 10000 i Moment ' (ft-Ib) 0 � -10000 � � i -20000 i -0.05 i � � -0.025 i Deflection ' (in) 0 � i 0.025 i i 0.05 r� 0.041 in @ 2.3 ft Center Span =5 ft Controllinq Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s)2 Moment: Critical moment created by combining all dead loads and live loads on span(s)2 Deflection: Critical deflection created by combining all dead loads and live loads on span(s)2 � Multi-Loadec!Beam(AISC 9th Ed ASD 1 Ver: 6.00.81 ' By: TERRY MIKKELSON , DFP PLANNING &NDESIGN, LLC on: 06-19-2006: 10:30:25 AM Prolect: 206231 -Location: MECH - Summary: A36 W8x40 x 16.Q FT Section Adequate 8y: 7.7% Controliing Factor: Moment Center Span Deflections: - Dead Load: DLD-Center- 0.34 IN Live�oad: LLD-Center= 0.31 IN=U623 Total Load: TLD-Center- 0.65 IN = U295 Center SRan Left End Reactions(Support A): Live Load: LL-Rxn-A= 7944 LB Dead Load: DL-Rxn-A= 10393 LB Total Load: TL-Rxn-A= 18337 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.95 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 7618 LB Dead Load: DL-Rxn-B= 7924 LB Total Load: TL-Rxn-B= 15542 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.95 IN Beam Data: Center Span Lenqth: L2= 16.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 16.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 600 PLF Dead Load: wD-2= 225 PLF Beam Self Weight: BSW= 40 PLF Total Load: wT-2= 865 PLF Point Load 1 Live Load: P1.1-2= 0 LB Dead �oad: PD1-2= 2144 LB Location (From left end of span): X1-2= 0.25 FT Point Load 2 Live Load: PL2-2= 0 LB Dead Load: PD2-2= 2305 LB Location (From left end of span): X2-2= 2.42 FT Point Load 3 Live Load: PL3-2= 0 . LB Dead Load: PD3-2= 2681 LB Location (From left end of span): X3-2= 6.42 FT Point Load 4 Live Load: PL4-2= 0 L8 Dead Load: PD4-2= 2681 LB Location (From left end of span): X4-2= 12.08 FT Point Load 5 Live Load: PL5-2= 0 LB Dead Load: PD5-2= 633 LB Location (From left end of span): X5-2= 15.83 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 500 PLF Left Dead Load: TRD-Left-1-2= 323 PLF Riqht Live Load: TRL-Riqht-l-2= 500 PLF Riqht Dead Load: TRD-Right-1-2= 323 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 2.42 FT Load Lenqth: C-1-2= 2.42 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 600 PLF Left Dead Load: TRD-Left-2-2= 360 PLF Riqht Live Load: TRL-Riqht-2-2= 600 PLF Ripht Dead Load: TRD-Right-2-2= 360 PLF Load Start: A-2-2= 2.42 FT Load End: 8-2-2= 6.42 FT Load Lenqth: C-2-2= 4.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 600 PLF Left Dead Load: TRD-Left-3-2= 360 PLF Riqht Live Load: TRL-Riqht-3-2= 600 PLF Riqht Dead Load: TRD-Right-3-2= 360 PLF Load Start: A-3-2= 12.08 FT Load End: B-3-2= 16.0 FT Load Length: C-3-2= 3.92 FT " Paqe:2 - ' Multi-Loaded Beam�AISC 9th Ed ASD 1 Ver: 6.00.81 , By: TERRY MIKKELSON , DFP PLANNING &NDESfGN, LLC on: 06-19-2006: 10:30:25 AM � Prolect: 206231 -Location: MECH Properties for: W8x40/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI ' DeRth: d= 8.25 I N Web Thickness: tw= 0.36 IN Flanqe Width: bf= 8.07 IN , Flanqe Thickness: tf= 0.56 IN Distance to Web Toe of Fillet: k= 0.95 IN Moment of Inertia About X-X Axis: Ix= 146.00 IN4 Section Modulus About X-X Axis: Sx= 35.50 IN3 Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 2.21 IN Design Properties per AISC Steel Construction Manual: Flanpe Bucklinq Ratio: FBR= 721 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 22.92 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 16.0 FT Limitinq Unbraced Lenqth for Fb=.66'FY: Lc= 8.52 FT Limitinq Unbraced Lenqth for Fb=.6*Fy w/Cb: Lu= 25.36 FT Moment Gradient Bendinq Coefficient: Cb= 1.0 Allowable Bendin�Stress: Fb= 21.6 KSI Web Heiqht to Thickness Ratio: h/tw= 19.81 LimitinQ Web Heiqht to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controllinq Moment: M= 59350 FT-LB 6.56 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s}2 Nominal Moment Strength: Mr= 63900 FT-LB Controllinq Shear: V= 18337 LB At left support of span 3(Riqht Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strenqth: Vr= 42768 LB Moment of Inertia (Deflection): Irep= 118.82 IN4 1= 146.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD]Ver: 6.00.81 By: TERRY MIKKELSON . DFP PLANNING&NDESIGN, L�C on: 06-19-2006 Project: 2Q6231 -Location: MECH Summary: A36 W8x40 x 16.0 FT Section Adequate By: 7.7% Controllinq Factor: Moment LOADING DIAGRAM P1 P2 P3 P4 P5 A B Center Span = 16 ft Reactions Live Load Dead Load Total Load Uplift Load A 7944 Lb 10393 Lb 18337 Lb 0 Lb B 7618 Lb 7924 Lb 15542 Lb 0 Lb Center Saan Uniform Loading Live Load Dead Load Self Weiqht Total Load W 600 Pif 225 Pif 40 Plf 865 Plf Trapezoidal Loading Left LL Left DL Riqht LL Riqht DL Load Start Load End TR1 500 Plf 323 Plf 500 Plf 323 Plf 0 Ft 2.4 Ft TR2 600 Plf 360 Plf 600 Plf 360 Plf 2.4 Ft 6.4 Ft TR3 600 Plf 360 Plf 600 Plf 360 Pif 12.1 Ft 16 Ft Point Loading live Load Dead Load Location P1 0 Lb 2144 Lb 0.2 Ft P2 0 Lb 2305 Lb 2.4 Ft P3 0 Lb 2681 Lb 6.4 Ft P4 0 Lb 2681 Lb 12.1 Ft P5 0 Lb 633 Lb 15.8 Ft Multi-Loaded Beam�AISC 9th Ed ASD 1 Ver: 6.00.81 � ' By: TERRY MIKKELSON , DFP PLANNING &NDESIGN, LLC on: 06-16-2006 : 3:56:38 PM Project: 206231 - Location: GRT RM WDW Summary: A36 W8x21 x 15.0 FT - Section Adepuate By: 7.2°/a Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.28 IN Live Load: LLD-Center= 0.34 �N= U526 ' Total Load: TLD-Center= 0.62 fN=U289 Center Span Left End Reactions(Support A): Live Load: L�-Rxn-A= 4713 LB Dead Load: DL-Rxn-A= 3109 LB Total Load: TL-Rxn-A= 7822 �B Beannq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.70 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 4567 LB Dead Load: DL-Rxn-B= 4046 LB Total Load: TL-Rxn-B= 8613 LB Bearing Length Required(Beam only, support capacity not checked): BL-6= 0.70 IN Beam Data: Center Span Lenqth: L2= 15.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Cenfer Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 21 PLF Total Load: wT-2= 21 PLF Point Load 1 Live Load: PL.1-2= 0 LB Dead Load: PD1-2= 2237 L8 Location (From left end of span): X1-2= 10.83 FT Trapezoidaf Load 1 Left Live Load: TRL-Left-1-2= 500 PL,F Left Dead Load: TRD-Left-1-2= 188 PlF Riqht Live Load: TRL-Riqht-1-2= 500 PLF Riqht Dead Load: TRD-Right-1-2= 188 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 11.0 FT Load Lenq#h: C-1-2= 11.0 F7 Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 450 PLF Left Dead Load: TRD-Left-2-2= 169 PLF Riqht Live Load: TRL-Riqht-2-2= 450 PLF RiQht Dead Load: TRD-Right-2-2= 169 PLF Load Start: A-2-2= 11.0 FT Load End: B-2-2= 15.0 FT Load Lenqth: C-2-2= 4.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 180 PLF Left Dead Load: TRD-Left-3-2= 68 PLF Riqht Live Load: TRL-Riqht-3-2= 180 PLF Riqht Dead Load: TRD-Right-3-2= 68 PLF Load Start: A-3-2= 2.0 FT Load End: B-3-2= 13.0 FT Load Lenqth: C-3-2= 11.0 FT Trapezoidal Load 4 Left Live Load: TRL-Left-4-2= 0 PLF Left Dead Load: TRD-Left-4-2= 101 PLF Riqht Live Load: TRL-Riqht-4-2= 0 PLF Riqht Dead Load: TRD-Right-4-2= 101 PLF Load Start: A-4-2= 2.0 FT Load End: B-4-2= 13.0 FT Load Lenqth: C-4-2= 11.0 FT Properties for:W8x21/A36 Yield Stress: FV= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 828 IN Web Thickness: tw= 0.25 IN Flanqe Width: bf= 5.27 IN Flanqe Thickness: tf= 0.40 IN Distance to Web Toe of Fi{let: k= 0.70 IN ` Paqe: 2 _ ' Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.81 , By: TERRY MIKKELSON , DFP PLANNING 8�NDESIGN, LLC on: 06-16-2006: 3:56:38 PM - Project: 206231 -Location: GRT RM WDW Moment of Inertia About X-X Axis: Ix= 75.30 IN4 Section Modulus About X-X Axis: Sx= 18.20 IN3 Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 1.41 IN Design Properties per AISC Steel Construction Manual: Flanpe Bucklinq Ratio: FBR= 6.59 _ Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 33.12 ' Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66'Fy: Lc= 5.56 FT Allowable Bendinq Stress: Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 29.92 Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fw- 14.4 KSI Design Requirements Comparison: Controllinq Moment: M= 33607 FT-LB 8.1 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominat Moment Strength: Mr= 36036 FT-LB Controllinq Shear: V= 8613 LB 15.0 Ft ftom feft support of span 3(Riqht Span? Critical shear created by combining a11 dead loads and live loads on span(s)2 Nominal Shear Strenqth: Vr- 29808 LB Moment of Inertia (Deflection): Ireq= 62.63 IN4 1= 75.30 IN4 - � Mufti-Loaded Beam[AISC 9th Ed ASD]Ver: 6.00.81 , , By: TERRY MIKKELSON . DFP PLANNING&NDESIGN. LLC on: 06-16-2006 Project: 206231 -Location: GRT RM WDW Summary: A36 WS�CZ1 x 15.0 FT • Section Adequate Bv: 72% Controllinq Factor: Moment LOADiNG DiAGRAM P1 A 6 Center Span = 15 ft Reactions Live Load Dead Load Tota! Load Uplift Load A 4713 Lb 3109 l.b 7822 Lb 0 Lb B 4567 Lb 4046 Lb 8613 Lb 0 Lb Center SDan Uniform Loading Live Load Dead Load Self WeiQht Total Load W 0 Plf 0 Plf 21 Plf 21 Plf Trapezoidal Loading Left LL left DL Riqht LL RiQht DL Load Start Load End TR1 500 Plf 188 Plf 500 Plf 188 Plf 0 Ft 11 Ft TR2 450 Plf 169 Plf 450 Plf 169 Plf 11 Ft 15 Ft TR3 180 Plf 68 Plf 180 Ptf 68 Plf 2 Ft 13 Ft TR4 0 Plf 101 Plf 0 Plf 101 Plf 2 Ft 13 Ft Point Loading Live Load Dead Load Location P1 0 Lb 2237 Lb 10.8 Ft 4 - Multi-Loaded Beam[AISC 9th Ed ASD J Ver: 6.00.81 . � By: TERRY MIKKELSON , DFP PLANNING&NDESIGN, LLC on: 06-16-2006 Project: 206231 -Location: GRT RM WDW Summary: A36 W8x21 x 15.0 FT i Section Adequate By: 72°k Controlling Factor: Moment ' SHEAR, MOMENT,AND DEFLECTION DiAGRAMS � Load combination shown: Controllin Shear/MomentJDeflection Dia rams ' 90�0 7822 Ibs Q 0 ft 4500 Shear (Ibs) 0 -4500 � -9�� -8613 Ibs @ 15 40000 33607 ft-Ibs @ 8 ft �i � 20000 ; Moment ' (ft-Ib) 0 � i -20000 i i i -40000 i -0.7 ; � � -0.35 ; Deflection ; (in) 0 � � 0.35 � �-- 0.7 0.624in@7.6ft � Center Span = 15 ft Controllinq Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s)2 Moment: Critical moment created by combining all dead loads and live loads on span(s)2 Deflection: Critical deflection created by combining all dead loads and live loads on span(s)2 �G��✓J f�F�fl� TIME CITY OF ORONO CALLED IN � INSPECTION N E �� SCHEDULED `�� --� PERMIT NO. COMPLETED ADDRESS a- OWNER CONTR. TELEPHONE N0. (f��2' ��D `� b �f � DESCRIPTION � l� 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING � 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS � O 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP = 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNERICONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: a 's� � � � O >. � O � W � Q � Z W � W � � d W ORKSATISFACTORY:PROCEED fl PROJECTCOMPLETE � ❑ CORRECT WORK 8 PROCEED C ISSUE CERTIFICATE OF OCCUPANCY W O ❑ CORRECT WOFK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECTUNSAFECONDIT�ONWITHIN HOURS. ❑ PHOTOTAKEN INSPECTOR WILL RETURN �i CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALI TO ARRANGE ACCESS. Call for the ne inspection 24 hours in advance. (952� 249-4600 OwnerlContract te: Inspector. White Copyllnspector's 'le Canary CopylSite Notice GI � �I DATE TIME �/ b - V CITY OF ORONO CALLED IN � INSPECTION NO CE p SCHEDULED !O?�0-�'�(� �2_'B17 PERMIT NO. � �� o COMPLETED ADDRESS �� OWNER CONTR. � TELEPHONE NO. 7�� I �.31� � DESCRIPTION � n�U�.C��B-Y\ l� 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING � 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS � Q 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FO�LOW-UP = 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMEN S: a $ C/ � � � o � � � v� ('� vl� GP rP�r 0 � `� e�-� r � a � � Q � z w � W � j d W ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE � ❑ CORRECT WORK 8 PROCEED C ISSUE CERTIFICATE OF OCCUPANCY W OYCORRECT WORK,CALL FOR REINSPECTION TEMPORARY V ��EFORECOVERING PERMANENT ❑CORRECTUNSAFECONDITtONWITHIN HOURS. CPHOTOTAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR �-�CITATION ISSUED ❑ INSPECTION REQUIRED.CALLTO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. �952� 24Q-46QQ OwnerlContrac site: Inspector. White Copyllnspector's File Canary CopylSite Notice , ` / � �� 2 r ODATF�� TIME V CITY OF ORONO J� CALLED IN � INSPECTION NO SCHEDULED �-�_ /�s� PERMIT NO. COMPLETED ADDRESS n � OWN ER CONTR. �� TELEPHONE N0. (�� c�� ' O�� DESCRIPTION l� 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING � 02 FR G 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT J 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP = 09 PLUMBING Rt 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNERICONTHACTOR TO MEET YOU:_YES_NO � COMMENTS: � � � S .5 C,1,� � � O � � O � W � Q ti Z W � W � � d W�RK SATISFACTORY:PROCEED I I PROJECT COMPLETE � CORRECT WORK 8 PROCEED '- ISSUE CERTIFICATE OF OCCUPANCY W � G CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT �CORRECT UNSAFE CONDITION WITHIN HOURS. ;_ PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR � CITATION ISSUED C INSPECTION REQUIRED.CALLTO ARRANGE ACCESS. Ca11 for the next inspection 2a hours in advance. (952� 249-46�� OwnerlCont \on site: Inspector. White Copyllnspector's File Canary CopylSite Notice C'�� S� DATE TIME �/ CITY OF ORONO CALLED IN �"�•pl� INSPECTION I E SCHEDULED '��O•hl� '��►'� PERMIT NO. COMPLETED ADDRESS OWNER CONT . I� Ir � TELEPHONE NO. ��1)�� )�I � D — Cnr�cr�,. :3 0 � DESCRIPTION � — !�e)es no-�-�inisl�ud�� °sh W�9y FOOTING 11 MECHANICAL R 18 EXCAV/GRADING/FILLING � 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS � O 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP ? 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNERICONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � w a � J 0 a � 0 � W � Q � z W � W � � d W WORKSATISFACTORY:PROCEED Ci PROJECTCOMPLETE � ❑CORRECT WORK&PROCEED C ISSUE CERTIFICATE OF OCCUPANCY W O ❑ CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONOITION WITHIN HOURS. v pH0T0 TAKEN INSPECTOR WILL RETUFiN _� CITATION ISSUED �STOP ORDER POSTED.CALI INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next i spection 24 hours in advance. (952� 249-460� OwnerlContractor Inspector. White Copylinspector's Fil Canary CopylSite Notice DATE TIME � CITY OF ORONO CALLED IN INSPECTION NO I��O l SCHEDULED PERMIT NO. COMPLETED — � ADDRESS ��"I �� Cr�l CJfr�� I t-lvf� OWNER /]/�o��"I�- �SG1�kI� CONTR. TELEPHONE NO. � DESCRIPTION � ❑ FOOTING � MECHANICAL RI ❑ EXCAV/GRADING/FILLING Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORE/WETLANDS y ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ TREE REMOVAL Z ❑ WAIL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS � ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT J ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP _ ❑ PLUMBtNG RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL J ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W a o � (C� !� �n � S.S'� Q �.� ,�tJ,� I '' l _ �� , � 0 � W � Q � z w � W � j d W ❑WORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLETE � ❑CORRECT WORK&PROCEED �ISSUE CERTIFICATE OF OCCUPANCY W � ❑CORRECT WORK,CALL FOR REINSPECTION TE PORARY �(� V BEFORECOVERING PERMANENT ��7Z�G1rJ ❑ CORRECT UNSAFE CONDITION WITHIN HOURS. � pH0T0 TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALI INSPECTOR G INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Ca11 for the next inspection 24 hours in advance. (952� 249-46�0 Owner/Contractor on site: Inspector. ��.t�/+�, � White Copyllnspector's File Canary CopylSite Notice �° ,�� ✓ D�CT l�,/,.,. T I M E G CITY OF ORONO CALLED IN � � � �-/11/ INSPECTION NOT .� ��j SCHEDULED �iE% ..�•� PERMITNO. �L��-�U COMPLET ADDRESS �- OWNER CONTR. E�.t-d'1 C:�-`� �r� , TELEPHONE NO. ��t/ / �� / �� DESCRIPTION � �� - � 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILL NG Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS y 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP = 09 PLUMBING RI 23 SEPTIC FIMAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNERICONTRACTOR TO MEET YOU: YES_NO � COMMENTS: � W a � J O a � O � ti � Q � Z W � W � � d W WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE � ❑CORRECT WORK 8 PROCEED C ISSUE CERTIFICATE OF OCCUPANCY W � ❑CORRECT WORK,CAIL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT �CORRECTUNSAFECONDITIONWITHIN HOURS. ,� PHOTOTAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR C INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next.'nspection 24 hours in advance. �95Z� Z49-46�� OwnerlContrac e: Inspector. White Copyllnspector' File Canary CopylSite Notice �� ATE I'� TIME V CITY OF ORONO CALLED IN v� INSPECTION NO CE SCHEDULED /�� PERMIT NO. %�C COMPLETED ADDRESS � �� '�-'�./'i l.��O�'�'� �d�-�. OWNER CONTR.��t f� ��L.� � TELEPHONE NO. � �a - a�o- b� � � � DESCRIPTION �`�'�-�1 a—� �c��l�D - " �.-�� C By� � 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS y 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL � 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Z Q OS FINAL 14 SEWER HOOK-UP 06 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP ? 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENT : ¢ �� l�. S mrS o — �' ` e�r �. � �— o t 4 � � �}�. - �Sr,Ja e ��►� W , � s� s Q � z W � W � � d W ❑WORK SATISFACTORY:PROCEED f l PROJECT COMPLETE � ❑CORRECT WORK 8 PROCEED � ISSUE CERTIFICATE OF OCCUPANCY W � �CORRECT WORK,CALI FOR REINSPECTION TEMPORARY � BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. L, pHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR n CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. �952� 249-46QQ OwnerlContr r site: Inspector. White Copyllnspector s File Canary CopylSite Notice �" ✓ l^D E TIME CITY OF ORONO CALLED IN INSPECTION N TI E SCHEDULED �� PERMIT NO. ��l COMPLETED ADDRESS �� OWNER CONTR. S TELEPHONE NO.d��i l�l a-af0^D��f � DESCRIPTION �� "' ��"4/1�"�`='� lL 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING � 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS � O 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAfNT J 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP ? 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COM ENTS: � • l �� o < - � � �� 0 � � .�— Gi� C.ti � �- � � � � Q � , z W � W � � d W WORK SATISFACTORY:PROCEED � P OJECT COMPLETE W `❑CORRECT WORK&PROCEED � ISSU CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION �TEMPORARY ��►�, V BEFORECOVERING �_pERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. .� PHOTO TAKEN INSPECTOR WILL RETURN 7 CITATION ISSUED ❑STOP OROER POSTED.CALL INSPECTOR C INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the n t inspection 24 hours in advance. (J52� 249-46�� OwnerlContr ite: Inspector. < White Copyllnspector's File Canary Copy/Site Notice