The URL can be used to link to this page

Home My WebLink About2014-01415 - new structure � ' CITY OF ORONO * z � 1 4 - 0 1 4 1 5 * 2750 KELLEY PARKWAY DATE ISSUED: OU14/2015 ORONO, MN 55356- 952 249-4600 FAX: 952 249-4616 ADDRESS : 930 PARTENWOOD RD p[N : 08-117-23-21-0007 LEGAL DESC : PARTENWOOD : LOT 003 BLOCK 001 PERMIT TYPE : NEW STRUCTURE PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : SINGLE FAMILY ACTIVITY : 101-SINGLE FAMILY HOUSES, DETACHED VALUATION : $ 705,000.00 NOTE: SEPARATE PERMITS REQUIRED:PLUMBING, MECHANICAL,FIREPLACE,LANDSCAPING, SEWER CONNECTION,LAWN IRRIGATION,WELL(STATE),ELECTRICAL(STATE) NOTE: PRIOR TO THE START OF FRAMING AN AS-BUILT FOUNDATION SURVEY MUST BE SUBMITTED AND APPROVED BY THE CITY OR A STOP WORK ORDER WILL BE ISSUED: INITIAL:.�� NOTE: PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY AN AS-BUILT SURVEY IS REQUIRED TO BE SUBMITTED AND APPROVED BY STAFF. INITIAL: /�a NOTE: IN THE EVENT OF WINTER CONDITIONS OR OTHER UNFAVORABLE WEATHER CONDITIONS(WHICH PREVENT THE COMPLETION OF THE EXTERIOR IMPROVEMENTS AND/OR AN AS-BUILT SURV Y)A TE1I�IPORARY CERTIFICATE OF OCCUPANCY (TCO)MAY BE NECESSARY. A TCO REQUIRES A$10,000 ESCROW. INITIAL: ✓� NOT :,F WET�D DELINEATION APPROVAI,FROM MCWM REQUIRED PRIOR TO FINAL CERTIFICATE OF OCCUPANCY. INITIAL: �� APPLICANT PERMIT FEE SCHEDULE 4,705.84 PLAN REVIEW 145.66 THOMPSON CONSTRUCTION LLC STATE SURCHARGE(VALUATION) 352.50 505 COUNTY ROAD 19 MOLJND,MN 55364- TOTAL 5,204.00 (952)393-5349 Payment(s) Minnesota State License#: BUIL-BC686985 CHECK 1009 5,204.00 OWNER MOORE,KIRK&PAM 27475 MAPLE RIDGE LANE SHOREWOOD, MN 55331- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separa[e permits. AII provisions of laws and ordinances governing this type of work shall be compied with whether or not specified herein.This petmit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections are requested in conformance with the State Building Code.This permit may be 1�'�� revoked at any time for due cause. a(,tl' � ��,� `--�� _5 L,� � C_ C��'� �C f"� � � � � i� / � � Applicant Permitee Signat re ate Issued By Signature Date . r City ut Drono 275G Kelley Parkway Orono MN 55356 952-249-4600 Receipt No: 3.01�599 .Jan 14. 2015 Thompson Gonst. Previous Balance: .GO Permits 2014-01415 930 Partenwoad 4,705.84 Rd 101-32510 Building Permits Permits 2014-01415 930 Partenwood 352.50 Rd 101-20�02 Due to govts-State Permits 2014-01415 930 Partenwood 145.66 Rd {Uifference) 101-34410 Plan Check/Site Exam Fees Total: 5.204.00 Check _______________ Check No: 1009 5,204.00 Payor: Thompson Const. Total Applied: 5,204.00 ------------- Change Tendered: .00 O1/14/2015 01:45PM-:===_______� . � � City of Orono � � Building Permit Application � for New Structures or Additions Mailing Address: Permit number: ��y—D/�� PO Box 66 � Crystal Bay, MN 55323-0066 Date received: /a"��—/ , � Street Address:� Received by: '�� '� � 2750 Kelle Parkwa ��3 � y�, �/ Y y Plan review fee: c.� Orono, MN 55356 �'�KesHo�� Main: 952-259-4600 Total Fee: ��/— ��`�� Fax: 952-249-4616 This application form must be completed in full and all required information must be submitted. Incomplete applications will be returned. (P/ease print) GENERAL INFORMATION: / Job Site Address: ��0 l�q r- fen c.v ao �cf �ro»O �`f/l� 5,5 35�o Will this be a Parade of Homes, Remodelers Showcase Home or other Display Home. ❑ Yes No lf yes,a special event permit is required with Police Deparfinent and City Council approval 60 days prior to the event. Shuttle bus service wi!!be required unless applicant demonstrates su�cient on-site parking is available. Non-permitted evenfs will not be allowed. CONTRACTOR/APPLICANT INFORMATION: , Name: T oM on on�-�ru��loh �. L.G State License# f3 G C� 8 6 9 85 Expiration Date: 31 a o i 6 Phone: cell �j ,2- - office MailingAddress: SOS n Cit : o ZIP: 55� (0 Contact Person: L�or�1 qr1 oy� Applicant is: �on rac o / Homeowner (CircleOne) Email and/or Fax: ' p PROPERTY OWNER INFORMATION: Name: /'�rr k an al l�et/+� /T�ooi"e- Phone(day): $2 � q � — $ p Address: '��Q � Cit : s�j,p�^.e OB ZIP: rJ 533� Email and/or Fax K p r ARCHITECT/ENGINEER INFORMATION: , Name: !�. F'. P Plan•��n4 ¢' ��5lQJ� Phone (day): �(0�3— �$0- g0�� -/O(� Address: �f�b O a or� S N� �ui�'L Cit : q 'p ZIP: .'r,�.5 Email and/or Fax: i'n fo � OFP 1�E.�!Lt it/e c� PROJECT INFORMATION: Description of project: 1.Type of Project 2. Proposed Use 3.Structure Type 4.Sewage Disposal 8 Water Supply �New Construction �ingle Familywith �Residence Addition attached garage Garage!Accessory Bldg. �Public Sewer ❑Accessory Building ❑ Single Family with ❑ Deck ❑ Relocation detached garage ❑ Office/Commercial ❑ Private Sewer ❑ Other (specify) ❑ Multiple Family/Condo ❑Warehouse ❑ Public ❑ Storage ❑ Public Water '*Any earth movement may require ❑ Commercial ❑ Other(specify) MCWD review 8 permits. ❑ Industrial �Private Well Minnehaha Creek Watershed District(MCWD) ❑ Other: (Specify) 18202 Minnetonka Blvd Deephaven,MN 55391 Phone: 952-471-0590 Fax: 952-471-0682 www.minnehanacreek.or Estimated Construction Valuation (excluding land) � �45 � �O� �— --� Packet Last Updated: 04/19/2013 Page 22 of 23 STRUCTURE INFORMATION: 1.Structure Dimensions 1.Structure Dimensions(continued) 2.Type of Construction I �l � a. Length (ft.)= ��5-d Number of bedrooms= �Wood/Frame p�! / // b.Width (ft.)= �O '- b Number of garage stalls: ❑ Masonry Areas in square feet Attached = � ❑ Metal ^ ❑ Pole Bidg. c. Basement= �'70� Detached =� ❑ ICF d. 15`Story = � ❑ On-site Prefab e.2"d Story= -' ❑ Off-site Prefab f. 'h Story = " � � a ❑ Other(please specify): g. Total Area= REQUIRED SUBMITTALS: All of the information must be submitted in order for your application to be processed: Not Enclosed A licable ❑ ❑ Permit A lication ❑ ❑ Pro osed Buildin Plans ❑ ❑ MN State Ener Code Calculations and Mechanical Code Re uirements Form ❑ ❑ Surve meetin all re uirements ❑ ❑ Stormwater Pollution Prevention Plan ❑ ❑ Hardcover Calculation s ❑ ❑ Se tic S stem Site Evaluation Re ort ❑ ❑ Access Permit ❑ ❑ Wetland Buffer Im rovement Plan ❑ ❑ En ineered Plans for Retainin Walls 4 feet or above 0 ❑ Minnehaha Creek Watershed District Permit s ❑ ❑ Plan Review Fee ❑ ❑ Other: APPLICANT/OWNER ACKNOWLEDGEMENT: • Agrees to provide all information required or requested by the Building Department; • Agrees to pay the City of Orono for engineering consultant review costs in excess of$500; • Certifies that the information supplied is true and correct to the best of his/her knowledge. The applicant recognizes that they are solely responsible for submitting a complete application being aware that upon failure to do so, the staff has no alternative but to reject it until it is complete; • Acknowledges the Escrow Agreement is completed and signed; • Understands some or all of the information that you are asked to provide on this application is classified by State law as either private or confidential. Private data is information which generally cannot be given to the public but can be given to the subject of the data. Confidential data is information which generally cannot be given to either the public or the subject of the data. Our purpose and intended use of this information is to annually update our records and records of other governmental agencies required by law. If you refuse to supply the information,the application may not be issued. • Agrees that in the event that weather or other conditions prevent the completion of an as-built survey at the time the Certificate of Occupancy is requested, a temporary Certificate of Occupancy may be issued upon receipt of a $10,000 escrow to ensure completion of the as-built survey and all site improvements. Applicant's Signature: �r�2�3��^' Date: �a � � � Z�l� Owner's Signature: Date: 1,�-�(o ��/ �7�-7 Packet Last tJpdafed: 04/ / �� Page 23 of 23 a � DATA PRIVACY ADVISORY In accordance with Minnesota State Statute 13.04 Rights of Subjects of Data, Subd. 2, "Tennessen warning", 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 notifled 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 Minnesota State Statute 13.04 (see following page) to review private data on yourself. 6. Your full name is required to process this application or permit. �l�f 1� ��c�lu�s � � 00�i; First Middle Last �� 1 � 5 ��ol� R;�� L�,� E Address L' XGc (�i i D� I�N �3�j � �5� -��l - -787�1' City State Zip Phone I understan y ri h s as stated above. !.�'K- Sig at e � Packet Last Updafed: 04/19/2013 Page 20 of 23 ` ' PLAN REVIEW CHECKLIST FOR NEW STRUCTURES / ADDITIONS Address/Permit Number: �� (� '�D�(/� �''�` Description of work: {�C�(iLJ ��' Septic review by: �--�e-� Date Approved: Zoning review by: Date Approved: ��O � Building review by: Date Approved: � 2".3 � ' �� `'t Grading review by: e`�! �<<=-� Date Approved: S.�`.�v�/S Zoning District:��_ Zoning FjJe#: v � ��Reso#� "� Reso Date: Zoning: Lot Area:��O SF/AC Width: -� ✓Lot C verage: '1 • SF ' '�/o Survey Submitted: �Yes 0 No Date of Survey: � 2,� � Revised date(?): Proposed Setbacks: Front(Lake) Rear(Street) ( N S E W ) ( N S E W ) Other Buildings Wetland Side Side Defined Height: � v Peak Height:�� FF�"1�7 '�FE minus 6 feet= (Existing Contour) Perimeter(linear feet) = 50% _ #of Sto�ies � Ok? ES �' � FOR A BUILDING WITH A BASEMENT OR CRAWL SPACE: ./� �/ The distance between the lowest FOR A BUILDING ON A SLAB FOUNDATION: "��1 START WITH proposed floor(of the basement or crawl � � space)and the highest point of the roof. The distance between the top of slab and START WITH the highest point of the roof. If you have a... If you have a... • GABLE OR HIPPED ROOF(no . GABLE OR HIPPED ROOF(no � windows): Subtract half the windows): Subtract half the distance distance between the highest point between the highest point of the roof of the roof to the low point of the to the low point of the corresponding SUBTRACTION corresponding gable or hipped roof SUBTRACTION gable or hipped roof •� (BASED ON ROOF . GABLE OR HIPPED ROOF(with (BASED ON . GABLE OR HIPPED ROOF(with TYPE) windows): Subtract half the ROOF TYPE) windows): Subtract hatf the distance distance between the top of the between the top of the highest highest window and the highest window and the highest point of the ' point of the roof roof • ALL OTHER ROOF TYPES(flat, • ALL OTHER ROOF TYPES(flat, mansard,etc):No subtraction. mansard,etc:No subtraction. ADDITION Add the distance between the top of slab � � UBTRACTION Subtract the distance between the (BASED ON and the highest existing grade adjacent to ^ (BASED ON EXISTING basemenVcrawl space floor and the EXISTING the foundation. � � GRADES) highest existing grade adjacent to the GRADES foundation OR 10 feet(whichever is less). EQUALS Defined building height EQUALS Defined building height f Shoreland District MCWD Permit Received Avera e Lakeshore Setback Met? BI � Yes ❑ No 0 N/A � Yes o Yes 0 No es 0 No 0 N/A Permit Number: Setback: Stormwater Quality Existing Proposed Variance Requ'red CUP Required Overla District Tier Hardcover Hardcover -�-�,!/✓ ` ��cJ • +C� la v'�/ 1! �/� Typ�S) es TYp�Sj es l � Updated: January 2013 v:\forms\plan review checklist 2013.docx REMARKS (in-house): b Fees to be Charged YES NO � Permit Plan Review ✓ State Surcharge Investigation Fee r/� SAC-Number of SAC Units ;�� „-_. � Other(specify) e2M.,r yy D ✓ ,�-�C� S uare Foota e $per Square Foota e Basement X - $ 151 Floor X - $ 2"d FI00� X - $ Garage X - $ Estimated Construction Value: $ � p�, �Q� o� Orono Inspections Required Work Requiring Separate Permits Required State Permits 0 Site � lumbing 0 Grading/ Filling Well 0 Hardcover Removal ,�Mechanical � Fire � Electrical �Footing 0 Septic � Water Connection �Poured Wall ,�Fireplace �Sewer Connection �Foundation Survey � asonry � Lawn Irrigation � Radon Rock Bed �Mfg. ,�Framing Other(specify) � ,e( Insulation �,�(.(,f�l.G��q�' As-Built Survey U inal etland Buffer� � ��;�-- 0 Other(specify) REMARKS (in-house): Other Review: Reviewed by: Date Approved: Access: Existing: � YES � NO New: 0 YES � NO FICIAL REMARKS -TO BF NOTED ON PERMIT AND INITIALLED • � � �l �.DI � u, M��YVD I� l� �. v. • • �,,;L S l�t'� ! �,,� 6 I�l,�.,I,�c � �� • � Updated: January 2013 v:\forms\plan review checklist 2013.docx �. . Melanie Curtis OR � From: Melanie Curtis Sent: Tuesday, December 30, 2014 9:51 AM To: 'Dorian Thompson' Cc: 'pkmoore8@gmail.com'; 'info@dfpdesign.com'; Lyle Oman; Christine Mattson Subject: 930 Partenwood Rd/ Permit#2014-01415 & Demo permit#2014-01416 Attachments: Escrow Agreement_2014-01415.pdf Dorian The City's engineer and I have conducted a preliminary review based on the information provided and recommend the following items be submitted or revised in order for your application to be considered complete and for the plan review to continue: 1. Certificate of Survey. a. The retaining Wall depicted next to "F" on survey appears to be 4 ft tall. (TW-949.0 BW-945). Retaining walls 4 ft tall or greater in height must be engineered. Please provide an engineered design or revise the plan to reduce the wall height. b. Engineering notes that will be placed on the issued permit: 1. Extra care should be exercised while conducting earthworks on the North side of the property to ensure there is not an increase in quantity or rate of runoff onto the neighboring property. 2. The wall on the North side of the property along the future drive (steep) is shown at or very near the 5-foot setback. Extra care should be exercised while constructing this wall to assure that the required 5-foot setback is met. 3. A separate utility permit is required for sewer connection/reconnection. 2. Escrow & Escrow Agreement. Permits involving grading and/or review by the City's engineer require submittal of an escrow and an escrow agreement. The purpose of the escrow is to guarantee reimbursement to the City for out-of-pocket costs incurred during the review of your plans. Additionally this escrow will guarantee conformance with City Code Chapter 79 relating to erosion control and stormwater. The required escrow amount for this project is $2,500 and was paid by you. The escrow agreement is attached. Please have the property owner sign and return the escrow agreement along with the $2,500 escrow. 3. Minnehaha Creek Watershed District Permits. Your project may trigger the Minnehaha Creek Watershed District's (MCWD) permitting requirements; please contact the MCWD directly at 952.471.0590 regarding your project. Please note, the City of Orono will not issue a building permit without a copy of MCWD permits or documentation from the MCWD stating the proposed project does not trigger any of their permitting requirements. Our building official Lyle Oman is currently reviewing the building plans. I wanted to get an email out to you regarding our initial review and the application status. Please note, Lyle may have additional comments or corrections. Please contact me with any questions. Melanie Melanie Curtis Direct 952.249.4627 Planning &Zoning Office 952.249.4620 2750 Kelley Parkway, Orono, MN 55356 Email: mcurtisCcDci.orono.mn.us Website: www.ci.orono.mn.us 1 Melanie Curtis From: Adam Edwards Sent: Monday, December 29, 2014 3:00 PM To: Melanie Curtis Cc: Christine Mattson Subject: 2014-01415 930 Partenwood Ln. Melanie, I've completed a grading review of the proposed plans for the permit/property listed in the subject line and provide the following comments: 1. Retaining Wall depicted next to "F" on survey appears to be 4 ft tall. (TW-949.0 BW-945). 4 ft tall or greater retaining walls must be engineered. 2. Extra care should be exercised while conducting earthworks on the North side of the property to ensure there is not an increase in quantity or rate of runoff onto the neighboring property. 3. Separate utility permit required for septic connection/reconnection. Adam Adam T. Edwards, P.E. Director of Public Works/City Engineer City of Orono (952) 249-4661 aedwards@ci.orono.mn.us i . �elanie Curtis ! o �a From: Lora Pohtilla [Ipohtilla@minnehahacreek.org] �� Sent: Wednesday, December 31, 2014 4:14 PM To: Dorian Thompson Cc: Melanie Curtis; Courtney Hall; Thomas Dietrich Subject: MCWD Permit Application for 930 Partenwood Rd, Orono Hello Dorian, It was great talking to you yesterday,thank you for being patient while I put all of your information together. Per our discussion yesterday your new residential home will be triggering our Wetland Protection Rule. According to our FAW the wetland located on the property is classified as a Preserve, which requires a 75' buffer. Our buffer width requirements for single family home projects are found in Section 6(f) of the Wetland Protection Rule found here: http://minnehahacreek.or�/sites/minnehahacreek.or�/files/attachments/8.%20Rule%20-%20wetland.pdf.A project that triggers our Wetland Protection rule also requires a 14-calendar day Public Notice (sent out yesterday, and ends on 1-13-2015 @ 4:30pm).This allows for the residents nearby to call or write in with their comments or concerns on the project. During this time, residents can also request that the permit be considered by the Board of Managers. The District requires that all wetland buffers are protected in perpetuity by a recorded Declaration & Maintenance Agreement that will need to be recorded at the County.This ensures that any current and/or future resident must uphold to these maintenance requirements to preserve the wetland buffer on site. The buffer edge will be determined pending an approval of the wetland boundary/type. You will have to get a delineation done in the spring and submit an application for wetland boundary/type approval to the MCWD.You will need to complete the delineation and record the declaration to be in compliance with our rules. After review of the current plan, it looks as though the buffer will not be impacted. However, should there be any buffer impacts,you will also be required to submit a planting and maintenance plan to the District.You will be required to submit annual monitoring reports to the District to demonstrate successful establishment of native vegetation. Once the 14 days have ended we can then proceed with issuing your conditional permit pending we do not receive any requests to go to the Board. Please feel free to contact me with any questions that you may have throughout the process of issuing your permit. Thank you, Lora Pohtilla District Representative Lpohtilla@minnehahacreek.or� Direct:(952) 641-4580 15320 Minnetonka Blvd Minnetonka, MN 55345 1 Melanie Curtis � From: Melanie Curtis Sent: Wednesday, December 31, 2014 10:58 AM To: 'Lora Pohtilla' Cc: Christine Mattson Subject: RE: 930 Partenwood Rd Lora I do want to get your conditional approval after Jan 13th so we can issue the permit. Please send that to me. I will list compliance with the MCWD permitting requirements as a condition of his obtaining a certificate of occupancy so hopefully the delineation will get completed and approved without struggle. Melanie Curtis � 952.249.4627 � mcurtis@ci.orono.mn.us From: Lora Pohtilla [mailto:lpohtilla@minnehahacreek.org] Sent: Tuesday, December 30, 2014 2:57 PM To: Melanie Curtis Subject: RE: 930 Partenwood Rd This is the same he submitted to us, so that's always good. I spoke with Courtney and then called Dorian regarding everything.So he will trigger wetland protection,and we are going to give him a conditional approval for this project that he must get a delineation once the growing season begins. He will just need to make sure the silt fence is outside of the 75' projected buffer from the preserve wetland. I am sending out a public notice for it today,which will end January 13th at 4:30pm. He won't be able to receive his permit any sooner than that date. Let me know if you need more info or anything from us. I will let you know when we are ready to issue the permit if you want to wait for us to approve on your end. Thanks again, Lo ra From: Melanie Curtis [mailto:MCurtis@ci.orono.mn.us] Sent:Tuesday, December 30, 2014 2:29 PM To: Lora Pohtilla Cc: Courtney Hall Subject: 930 Partenwood Rd See attached. let me know what you think. Melanie Curtis Direct 952.249.4627 Planning &Zoning Office 952.249.4620 2750 Kelley Parkway, Orono, MN 55356 Email: mcurtisCa�ci.orono.mn.us Website: www.ci.orono.mn.us 1 • �►- . 1 �RONO----�,� City of Orono COPY % �`�n'o�� Hardcover Calculation Worksheet j 'I ,ddress: 930 Partenwood Road (Our Survey 140855) � % `�F � ' >y: James H. Parker P.E. & P.L.S. No. 9235 Date: 12/2/2014 � � , �,��fti1lCl�t '. Stormwater Quality Overlay District Tier: (Circle one) Tier 1 Tier 2 Tier 3 Tier 4 Tier 5 Step 1: EXISTING HARDCOVER In the following table identify all items of existing hardcover on the property, keyed by letter to Certificate of Survey(survey must accompany this form). Use as many lines as necessary to accurately depict existing hardcover status of the property. ey o Survey Hardcover Item (Describe) Length x Width Total (Square Feet) tExample) Gara e (24'x 30'� (�20) s.F. A House 3,838 S.F. B Driveway 1879 S.F. C Concrete Su aces 1011 .F. D Paver Su aces 721 S.F. E Dec 104 S.F. F Retaining Wa s 25 S.F. G S e 34 S.F. H Stepping Stones Approximate, un er snow 102 S.F. I .F. J S.F. K S.F. L S.F. M S.F. N S.F. O S.F. P S.F. Q S.F. R S.F. S S.F. T S.F. U S.F. V S.F. W .F. X S.F. Y S.F. 1 Total Existin Hardcover 7 947 S.F. Excludable Hardcover See Cit Code Sec 78-1684 S.F. S.F. S.F. S.F. 2 Total Excludable Hardcover 0 S.F. 3 Net Existin Hardcover 7 947 S.F. 4 Total Lot Area 50 862 S.F. Existing Hardcover Percentage [(3)/(4)] 15.62% . � . Al�VANC.'L' �S'Ul�V�'YIN(.T cY� �NCi1N��LiLNCi C,'U. i hereby certify that this report was prepared by me or under my direct supervision and that I am a licensed professional engineer and a professional land surveyor under the laws of the State of Minnesota. ��, �e. ��, James H. Parker P.E. & P.L.S. No. 9235 Step 2: PROPOSED HARDCOVER In the following table identify all items of existing hardcover on the property, keyed by letter to Certificate of Survey(survey must accompany this form). Use as many lines as necessary to accurately depict existing hardcover status of the propert . ey o Suroey Hardcover Item (Describe) Length x Width Total(Square Feet) Examp e Gara e (24'x 30') 720 S.F. A ouse tructura Har cover , .F. B Bituminous Dnve 747 S.F. ront a i e a ec s,two m rear o ome tructura Har cover F at�o not covere y ec e Structura Har cover 4 S.F. etaming a s I ossi e uture rive,very steep 15 aver part o rroeway 1 1 teppin� tones 1 .F. � .F. S.F. .F. .F. 4 S.F. R � S.F. V Y 1 Total Pro osed Hardcover 10 063 S.F. Excludable Hardcover See Ci Code Sec 78-1684 Retaining Walls 92 S.F. Deck Structural Hardcover* 100 S.F. S.F. S.F. 2 Totai Excludable Hardcover 192 S.F. 3 Net Pro osed Hardcover Subtract line 2 from line 1 9 871 S.F. 4 Total Lot Area 50 862 S.F. Propased Hardcover Percentage[(3)/(4)� 19.41% Christine Mattson From: Adam Edwards Sent: Friday,July Ol, 20161:14 PM To: Christine Mattson Subject: RE: 930 Partenwood Lane/#2014-01415 Chris, Yes, I think everything else was okay on this one. Adam From:Christine Mattson Sent:Thursday,June 30, 2016 4:21 PM To:Adam Edwards<aedwards@ci.orono.mn.us> Cc: Melanie Curtis<MCurtis@ci.orono.mn.us> Subject: RE:930 Partenwood Lane/#2014-01415 Adam, Circling back around on this one. It appears the survey dated 9/9/2015 shows the wetland delineation. According to the email dated June 21, 2016 the MCWD has no remaining issues. Is the next step to send Roger out to confirm the as-built survey accurately reflects the current site conditions? The file and documentation is in your inbox. Thanks! From:Adam Edwards Sent:Tuesday,September 08, 2015 11:45 AM To:Christine Mattson<CMattson@ci.orono.mn.us> Cc: Melanie Curtis<MCurtis@ci.orono.mn.us> Subject: RE:930 Partenwood Lane/#2014-01415 Chris, I've reviewed the As-built and offer the following comments: 1. As of April 16th, 2015 this property was pending a wetland determination. The file does not include the results of that delineation. The As-built should depict any wetlands that were delineated as well as appropriate buffers. 2. The As-built depicts a retaining wall and stone steps near that lake that were not on the approved plan and could potentially be within the wetland area. Adam � •From:Christine Mattson Sent:Tuesday, September 08,2015 10:54 AM To:Adam Edwards<aedwards@ci.orono.mn.us> Subject:930 Partenwood Lane/#2014-01415 Adam, We received an as-built survey for the new home at 930 Partenwood Road. The sod is scheduled to be installed today. Please review and provide comments. Thank you. Christine Mattson Planning Assistant City of Orono 2750 Kelley Parkway � Orono I MN I 55356(physical address) PO Box 66 � Crystal Bay I MN I 55323-0066(mailing addressJ "�" 952.249.4620 � 8 952.249.4616 � cmattson@ci.orono.mn.us � � www.ci.orono.mn.us Summer Office Hours: (Monday, May 18 through Friday,Septem6er 4,2015) Monday-Thursday: 7:30 am to 5 pm Friday: 7:30 am to 11:30 am OUR OFFICE WILL BE CLOSED: Monday,September 7, 2015 2 RECEIVED ' SEP` - 8 2015 '� ��''�o`��, Hardcover Calculation Worksheet � � Property Address: 930 Partenwood L�(�ur survey 150731) C�� OF ORONO � � � � ` � ��.;�� ;i� Prepared by: lames H. Parker P.E. & P.LZg. No. 9235 Date: 9/7/2015 ��1fSHU�t%� Stormwater Quality Overlay District Tier: (Circle one) Tier 1 Tier 2 Tier 3 Tier 4 Tier 5 Step 1: EXISTING HARDCOVER In the following table identify all items of existing hardcover on the property, keyed by letter to Certificate of Survey (survey must accompany this form). Use as many lines as necessary to accurately depict existing hardcover status of the property. ey o Survey Hardcover Item (Describe) Length x Width Total (Square Feet) (Example) Gara e (24' x 30') (720) S.F. A House 3,591 S.F. B Paver Drive 2482 S.F. C Deck with pavers underneath 646 S.F. D Paver patio East side o house 367 S.F. E Paver walk West side o house 240 S.F. F Paver walk near garage 212 S.F. G Concrete porch 423 S.F. H Spiral staircase 23 S.F. I Stone areas 196 S.F. J Ret. Walls 467 S.F. K Pavers in walk rom street to house 135 S.F. L Gravel path near garage 878 S.F. M S.F. N S.F. O S.F. P S.F. Q S.F. R S.F. S S.F. T S.F. U S.F. V S.F. W S.F. X S.F. Y S.F. 1 Total Existin Hardcover 9 660 S.F. Excludable Hardcover See Cit Code Sec 78-1684 Ret. Walls 467 S.F. S.F. S.F. S.F. S.F. (2) Total Excludable Hardcover 467 S.F. (3) Net Existin Hardcover 9 193 S.F. 4 Total Lot Area 50 862 S.F. Existing Hardcover Percentage [(3)/(4)] 18.07% q3o -�Qr�Cnw000( � Z�J I�- Ol4l� I�S� t�c,t� l4- Ff-� C�tlU�.l�.h� AD VANCE SUR VEYING & ENGINEERING CO. I hereby certify that this report was prepared by me or under my direct supervision and that I am a licensed professional engineer and a professional land surveyor under the laws of the State of Minnesota. ��-�,�, �e. ��, °`�° a c � .� � '� � � � � � y � � � � a � � � z � � z � � � .. � .. � ° � � �: � o � � � ~ � Z '� � � � c� � � � � � � �.� ` ° � � � o � � � v � o `� °o � J � � � �eo � � C � J � � � � � � � � � � o � � � � � � � � _ � � � � � � �, v � M �' � ` � � �, � � � � � � � � � � .. � � o � � � e � � � a d � v � = o � i � � s o � � � A � � � � ° � � � c� 3 0 ,e � a o a cn � � -� � � _ � ��` � V� M s � � � ��' �' ` � � „ � � .� � �° �, �a � � � � � � � o °� o o °� � � � Z '4 � 1 , ` y � o Q � o 0 a- �'�5 ` � � � � � '� �M O `Zs F�1 M � .■ � h � � .L .� c S ° '� � � � � � �� , � � a � 3 � y �- c� � • � � � � a � � " � �� fl o � � �,. °�' S Q �,l !_0 v V ip � � � 0 3 � � n � „ E ,� ,_ � c o — � z '� � ,t�', �° v' w � ..; � � v � Q i � � � � p $ � � E � � � � z ca cc 3 v� � i� � � = v � page Project:214412 LARRY LEPOWSKY Location:GAR.HIPSET GIRDER D.F.P.PLANNING 8�DESIGN Muki-Loaded Multi-Span Beam 9100 BALTIMORE ST o� [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx16.01Nx24.OFT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:42 AM Section Adequate By:2.4% Controllin Factor:Deflection CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTION3 Center LOADING DIAGRAM Live Load 0.53 IN U547 Dead Load 0.25 in Total Load 0.78 IN U369 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS a � live Load 1920 Ib 1920 Ib Dead Load 930 Ib 930 Ib Total Load 2850 Ib 2850 Ib Bearing Len th 1.09 in 1.09 in BEAM DATA Center Span Length 24 ft Unbraced Length-Top 0 ft 24� Unbraced Length-Bottom 24 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS n er MATERIAL PROPERTIES Un'rform Live Load 160 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 60 plf Base Values Adiusted Beam Self Weight 18 plf Bending Stress: Fb= 2600 psi Fb'= 2500 psi Total Uniform Load 238 plf Cd=1.00 CF=0.96 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 17100 ft-Ib 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2565 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 82.07 in3 149.33 in3 Area(Shear): 13.5 in2 56 in2 Moment of Inertia(deflection): 1166.21 in4 1194.67 in4 Moment: 17100 ft-Ib 31114 ft-Ib Shear: 25651b 106401b page Project:214412 LARRY LEPOWSKY Location:REAR GAR.HEADER D.F.P.PLANNING&DESIGN MuRi-Loaded Mutti-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)J BLAINE MINN.55449 (3)1.751Nx16.01Nx13.5FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:42 AM Section Adequate By:46.2% Controllin Factor:Moment CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN L/738 Dead Load 0.09 in Total Load 0.31 IN U527 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:U360 REACTIONS e � Live Load 6750 Ib 6750 Ib Dead Load 2708 Ib 2708 Ib Total Load 9458 Ib 9458 Ib Bearin Length 2.40 in 2.40 in BEAM DATA Center Span Length 13.5 ft Unbraced Length-Top 0 ft �s.en Unbraced Length-Bottom 13.5 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS nter MATERIAL PROPERTIES Uniform Live Load 40 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 15 plf Base Values Adiusted Beam Self Weight 26 plf Bending Stress: Fb= 2600 psi Fb'= 2500 psi Total Uniform Load 81 plf Cd=1.00 CF=0.96 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number Qng Cd=1.00 Left Live Load 960 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 360 plf Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Right Live Load 960 plf Controiling Moment: 31922 ft-Ib Right Dead load 360 plf Load Start 0 ft 6.75 Ft from left support of span 2(Center Span) Load End 13.5 ft Created by combining all dead loads and live loads on span(s)2 Load Len th 13.5 ft Controlling Shear: -7756 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 153.21 in3 224 in3 Area(Shear): 40.82 in2 84 in2 Moment of Inertia(deflection): 1224.61 in4 1792 in4 Moment: 31922 ft-Ib 46670 ft-Ib Shear: -77561b 159601b page Project:214412 LARRY LEPOWSKY Location:SCR.PORCH HIPSET GIRDER D.F.P.PLANNING&DESIGN MuRi-Loaded Multi-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx14.01Nx20.OFT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:71:42 AM Section Adequate By:19.7% Controllin Factor:Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN L/634 Dead Load 0.18 in Total Load 0.56 IN LJ431 Live Load Deflection CrReria:L/480 Total Load Deflection Criteria:U360 REACTIONS e � Live Load 1600 Ib 1600 Ib Dead Load 753 Ib 753 Ib Total Load 2353 Ib 2353 Ib Bearing Length 0.90 in 0.90 in BEAM DATA Center Span Length 20 ft Unbraced Length-Top 0 ft 20� Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS nt r MATERIAL PROPERTIES Uniform Live Load 160 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 60 plf Base Values A�j'usted Beam Self Weight 15 plf Bending Stress: Fb= 2600 psi Fb'= 2546 psi Total Uniform Load 235 pif Cd=1.00 CF=0.98 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 11766 ft-Ib 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2118 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 55.45 in3 114.33 in3 Area(Shear): 11.15 in2 49 in2 Moment of Inertia(deflection): 668.68 in4 800.33 in4 Moment: 11766 ft-Ib 24258 ft-Ib Shear: 21181b 93101b page Project:214412 LARRY LEPOWSKY Location:SCR.PORCH LEFT D.F.P.PLANNING&DESIGN Mutti-loaded Multi-Span Beam 9100 BALTIMORE ST or [2006 International Residential Code(2005 NDS)] BLAINE MINN.55449 (3)1.751Nx16.01Nx16.5FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:42 AM Section Adequate By:31.1% Controllin Factor:Deflection CAUTIONS "Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN U888 Dead Load 0.20 in Total Load 0.42 IN U472 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:U360 REACTIONS A � � Live Load 3952 Ib 3068 Ib Dead Load 2518 Ib 2865 Ib Total Load 6470 Ib 5933 Ib Bearing Len th 1.64 in 1.51 in BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft 16.6R Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS nter MATERIAL PROPERTIES Uniform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Unfform Dead Load 0 plf Base Values Adjusted Beam Self Weight 26 plf Bending Stress: Fb= 2600 psi Fb'= 2500 psi Total Uniform Load 26 pif Cd=1.00 CF=0.96 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number Qbg Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 2353 Ib Comp.1 to Grain: Fc-L= 750 psi Fc-1'= 750 psi Location 10.5 ft Controlling Moment: 29728 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 8.91 Ft from left support of span 2(Center Span) Load Number Qr�g � Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 400 plf 540 plf 260 plf Controlling Shear: 5672 Ib Left Dead Load 150 plf 203 pif 98 plf At a distance d from left support of span 2(Center Span) Right Live Load 500 pH 540 pff 260 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 150 plf 203 plf 98 plf Load Start 0 ft 2.33 ft 70.5 ft Comparisons wkh required aecUons: Rea'd Provided Load End 2.33 ft 10.5 ft 16.5 ft Section Modulus: 142.68 in3 224 in3 Load Len th 2.33 ft 8.17 ft 6 ft Area(Shear): 29.85 in2 84 in2 Moment of Inertia(deflection): 1366.89 in4 1792 in4 Moment: 29728 ft-Ib 46670 ft-Ib Shear. 56721b 159601b page Project:214412 LARRY LEPOWSKY Location:SCR.PORCH RIGHT D.F.P.PLANNING&DESIGN MuRi-Loaded Multi-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx5.51Nx4.33FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:42 AM Section Adequate By:69.5% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN U1472 Dead Load 0.01 in Total Load 0.05 IN U1060 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS A � Live Load 563 Ib 563 Ib Dead Load 219 Ib 219 Ib Total Load 782 Ib 782 Ib Bearing Length 0.61 in 0.61 in BEAM DATA Center �g�ft Span Length 4.33 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.33 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Unfform Live Load 260 plf Notch De th 0.00 Uniform Dead Load 98 pff MATERIAL PROPERTIES Beam Self Weight 3 pff #2-Spruce-Pine-Fir Total Uniform Load 367 plf Base Values Adiusted Bending Stress: Fb= 875 psi Fb'= 1138 psi Cd=1.00 CF=1.30 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 846 ft-Ib 2.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 625 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons wkh required sections: Rea'd Pr vi ed Section Modulus: 8.93 in3 15.13 in3 Area(Shear): 6.95 in2 16.5 in2 Moment of Inertia(deflection): 14.13 in4 41.59 in4 Moment: 846 ft-Ib 1434 ft-Ib Shear: 6251b 14851b page Project:214412 LARRY LEPOWSKY / Location:SCR.PORCH FACE D.F.P.PLANNING&DESIGN MuRi-Loaded Mutti-Span Beam 9100 BALTIMORE ST o� [2006 Intemational Residential Code(2005 NDS)) BLAINE MINN.55449 (2)1.51Nx9.251Nx19.99FT(5.3+9.3+5.3) #2-Spruce-Pine-Fir-Dry Use SVuCalc Version 8.0.713.0 12/9/2014 9:11:42 AM Section Adequate By:17.8°� Controllin Factor:Shear CAUTI�NS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS �e Center $jgbY LOADING DIAGRAM Live Load -0.02 IN U4115 0.07 IN U1665 -0.02 IN U4115 Dead Load 0.01 in 0.01 in 0.00 in Total Load 0.03 IN U2303 0.08 IN U1413 0.02 IN U3808 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS � @ � p Live Load 645 Ib 2285 Ib 2285 Ib 645 Ib � Dead Load 5755 Ib 1245 Ib 865 Ib 910 Ib Total Load 6400 Ib 3530 Ib 3150 Ib 1555 Ib � Bearin Length 5.02 in 2.77 in 2.47 in 1.22 in BEAM DATA L�e Center Riaht Span Length 5.33 ft 9.33 ft 5.33 ft Unbraced Length-Top 0 ft 0 ft 0 ft 6.53 R 8.33 R 6.33 R Unbraced Length-Bottom 5.33 ft 9.33 ft 5.33 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Lg�f Center Riaht MATERIAL PROPERTIES Unfform Live Load 260 plf 260 plf 260 plf #2-Spruce-Pine-Fir Unfform Dead Load 98 plf 98 pif 98 pH Base Values Adiusted Beam Self Weight 5 plf 5 pff 5 plf Bending Stress: Fb= 875 psi Fb'= 939 psi Total Uniform Load 363 plf 363 plf 363 plf Cd=1.00 C/=0.98 CF=1.10 pOINT LOADS-LEFT SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number Qpg Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead Load 5933 Ib Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Location 0.25 ft Comp.1 to Grain: Fc-1= 425 psi Fc-1-'= 425 psi RIGHT SPAN Controlling Moment: -2668 ft-Ib Load Number Qng Over left support of span 2(Center Span) Live Load 0 Ib Created by combining all dead loads and live loads on span(s) 1,2 Dead Load 782 Ib Location 5.08 ft Controlling Shear: 2120 Ib At a distance d from left support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1,3 Comparisons with required sections: Rea'd Provide Section Modulus: 34.09 in3 42.78 in3 Area(Shear): 23.56 in2 27.75 in2 Moment of Inertia(deflection): 57.06 in4 197.86 in4 Moment: -2668 ft-Ib 3348 ft-Ib Shear: 21201b 24981b Project:214412 Pe� LARRY LEPOWSKY Location:LAUNDRY WDW D.F.P.PLANNING&DESIGN Multi-Loaded Mufti-Span Beam 9100 BALTIMORE ST o� [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx5.51Nx2.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:42 AM Section Adequate By:88.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.01 IN U2645 Dead Load 0.00 in Total Load 0.02 IN U1915 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTION3 A $ Live Load 824 Ib 824 Ib Dead Load 314 Ib 314 Ib Total Load 1137 Ib 1137 Ib Bearing Length 0.89 in 0.89 in BEAM DATA Center 287ft Span Length 2.67 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 2.67 ft UNIFORM LOADS Center Ljve Load Duration Factor 1.00 Uniform Live Load 617 plf Notch Depth 0.00 Uniform Dead Load 232 plf MATERIAL PROPERTIES Beam Self Weight 3 pif #2-Spruce-Pine-Fir Total Uniform Load 852 plf Base Values Adiusted Bending Stress: Fb= 875 psi Fb'= 1138 psi Cd=1.00 CF=1.30 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-L= 425 psi Fc-1'= 425 psi Controlling Moment: 759 ft-Ib 1.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -751 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sectlons: Rea'd Pr vi Section Modulus: 8.01 in3 15.13 in3 Area(Shear): 8.34 in2 16.5 in2 Moment of Inertia(deflection): 7.82 in4 41.59 in4 Moment: 759 ft-Ib 1434 ft-Ib Shear: -751 Ib 14851b page Project:214412 / LARRY LEPOWSKY Location:DINING DOOR D.F.P.PLANNING&DESIGN MuRi-Loaded Multi-Span Beam 9100 BALTIMORE ST ot [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx9.251Nx3.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:42 AM Section Adequate By:15.1% Controllin Factor:Shear CAUTIONS *Lamina6ons are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7940 Dead Load 0.01 in Total Load 0.02 IN U2174 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS g $ � Live Load 755 Ib 532 Ib Dead Load 1043 Ib 1812 Ib Total Load 1798 Ib 2344 Ib Bearing Length 1.41 in 1.54 in BEAM DATA Center Span Length 3.67 ft Unbraced Length-Top 0 ft �•g�n Unbraced Length-Bottom 3.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Un'rform Live Load 0 plf #2-Spruce-Pine-Fir Unfform Dead Load 0 plf Base Values Adiusted Beam Seff Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 963 psi Total Uniform Load 5 pif Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number Qpg Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead l.oad 2353 Ib Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Location 2.5 ft Comp.1 to Grain: Fc-L= 425 psi Fc-1'= 425 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 2587 ft-Ib Load Number Q�ig u� 2.5 Ft from left support of span 2(Center Span) Left Live Load 440 plf 160 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 165 pif 60 plf Controlling Shear: -2170 Ib Right Live Load 440 plf 160 plf At a distance d from right support of span 2(Center Span) Right Dead Load 165 plf 60 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 2.5 ft Load End 2.5 ft 3.67 ft Comparisons wkh required sections: Rea'd Pr vi e Load Len th 2.5 ft 1.17 ft Section Modulus: 32.25 in3 42.78 in3 Area(Shear): 24.11 in2 27.75 in2 Moment of Inertia(deflection): 32.76 in4 197.86 in4 Moment: 2587 ft-Ib 3431 ft-Ib Shear: -21701b 24981b Project:214412 Pe� LARRY LEPOWSKY Location:DINING WDW ANGLE D.F.P.PLANNING&DESIGN MuRi-Loaded Muki-Span Beam 9100 BALTIMORE ST of [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx7.251Nx3.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:42 AM Section Adequate By:8.3% Controllin Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U1575 Dead Load 0.01 in Total Load 0.04 IN U1141 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A � Live Load 1677 Ib 1677 Ib Dead Load 637 Ib 637 Ib Total Load 2314 Ib 2314 Ib Bearing Length 1.81 in 1.81 in BEAM DATA Center Span Length 3.67 ft Unbraced Length-Top 0 ft 3.67R Unbraced Length-Bottom 3.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS nt r MATERIAL PROPERTIES Uniform Live load 914 plf #2-Spruce-Pine-Fir Uniform Dead Load 343 plf Base Values �iusted Beam Self Weight 4 plf Bending Stress: Fb= 875 psi Fb'= 1050 psi Total Uniform Load 1261 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 2123 ft-Ib 1.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controiling Shear: 1573 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 CompaNsons with required sections: Rea'd Pr vi Section Modulus: 24.26 in3 26.28 in3 Area(Shear): 17.48 in2 21.75 in2 Moment of Inertia(deflection): 30.05 in4 95.27 in4 Moment: 2123 ft-Ib 2300 ft-Ib Shear: 15731b 19581b page Project:214412 LARRY LEPOWSKY Location:DINING WDW REAR D.F.P.PLANNING 8 DESIGN Multi-Loaded Multi-Span Beam 9100 BALTIMORE ST or [2006 International Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx7.251Nx10.33FT(3.5+3.3+3.5) #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:1.3% Controllin Factor:Shear CAUTIONS 'Laminations are to be fully connected to provide unfform transfer of loads to all members DEFLECTIONS � Center Riaht LOADING DIAGRAM Live Load 0.02 IN U2407 -0.01 IN U3857 0.02 IN U2407 Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.02 IN U1888 -0.01 IN L/3810 0.02 IN L/1888 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS g � �C 12 Live Load 1435 Ib 3766 Ib 3766 Ib 1435 Ib Dead Load 491 Ib 1301 Ib 1301 Ib 491 Ib Total Load 1926 Ib 5067 Ib 5067 Ib 1926 Ib Bearing Length 1.51 in 3.97 in 3.97 in 1.51 in BEAM DATA �$ Center Riaht Span Length 3.5 ft 3.33 ft 3.5 ft Unbraced Length-Top 0 ft 0 ft 0 ft �•6n S.33R- 3.6R Unbraced Length-Bottom 3.5 ft 3.33 ft 3.5 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Left Cen r Riaht MATERIAL PROPERTIES Uniform Live Load 914 plf 914 plf 914 plf #2-Spruce-Pine-Fir Uniform Dead Load 343 plf 343 plf 343 plf Base Values �iusted Beam Self Weight 4 plf 4 plf 4 plf Bending Stress: Fb= 875 psi Fb'= 1043 psi Total Uniform Load 1261 plf 1261 plf 1261 plf Cd=1.00 C1=0.99 CF=1.20 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: -1667 ft-Ib Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Controlling Shear: -1933 Ib At a distance d from the right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1,2 Comparisons with required sections: Rea'd Provided Section Modulus: 19.17 in3 26.28 in3 Area(Shear): 21.47 in2 21.75 in2 Moment of Inertia(deflection): 19 in4 95.27 in4 Moment: -1667 ft-Ib 2284 ft-Ib Shear: -19331b 19581b page Project:214412 LARRY LEPOWSKY / Location:GRT.ROOM ANGLE D.F.P.PLANNING&DESIGN MuRi-Loaded MuRi-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)) BLAINE MINN.55449 (2)1.51Nx7.251Nx6.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:43.5% Controllin Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN U1167 Dead Load 0.03 in Total Load 0.10 IN U836 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A � Live Load 670 Ib 664 Ib Dead Load 266 Ib 264 Ib Total Load 937 Ib 927 Ib Bearing Length 0.73 in 0.73 in BEAM DATA Center Span Length 6.67 ft Unbraced Length-Top 0 ft 8'67re Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Unfform Live Load 0 pif #2-Spruce-Pine-Fir Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 4 pif Bending Stress: Fb= 875 psi Fb'= 1050 psi Total Uniform Load 4 pif Cd=1.00 CF=1.20 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number Qng Two Cd=1.00 Left Live Load 180 plf 220 plf Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi �eft Dead Load 68 plf 83 plf Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Right Live Load 220 pff 180 pff Comp.1 to Grain: Fc-1-= 425 psi Fc-1'= 425 psi Right Dead Load 83 plf 68 pif Controlling Moment: 1603 ft-Ib Load Start 0 ft 2.83 ft 3.34 Ft from left support of span 2(Center Span) Load End 2.83 ft 6.67 ft Created by combining all dead loads and live loads on span(s)2 Load Len th 2.83 ft 3.84 ft Controlling 3hear: 7821b At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons wkh required sections: Rea'd Provided Section Modulus: 18.32 in3 26.28 in3 Area(Shear): 8.69 in2 21.75 in2 Moment of Inertia(deflection): 41.04 in4 95.27 in4 Moment: 1603 ft-Ib 2300 ft-Ib Shear: 7821b 19581b page Project:214412 LARRY LEPOWSKY Location:GRT.ROOM REAR WDW D.F.P.PLANNING&DESIGN Mufti-Loaded Mutti-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx5.51Nx9.33FT(2.5+4.3+2.5) #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:128.3°k LOADING DIAGRAM Controlling Factor:Shear nEFLECTIONS Lg$ Center $'Lql1t Live Load 0.00 IN U8588 0.01 IN U3486 0.00 IN U8588 Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.00 IN U8218 0.02 IN U2711 0.00 IN U8218 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A � � g Live Load 302 Ib 1063 Ib 1063 Ib 302 Ib Dead Load 72 Ib 399 Ib 399 Ib 72 Ib Total Load 374 Ib 1463 Ib 1463 Ib 374 Ib Upiift(1.5 F.S) -69 Ib 0 Ib 0 Ib -69 Ib Bearing Length 0.29 in 1.15 in 1.15 in 0.29 in 2.5 tt 4.33 R 2.5 ft BEAM DATA Lg�f C,e�r tgi Riaht Span Length 2.5 ft 4.33 ft 2.5 ft Unbraced Length-Top 0 ft 0 ft 0 ft UNIFORM LOADS � Center R,_gh1 Unbraced Length-Bottom 2.5 ft 4.33 ft 2.5 ft Unfform Live Load 260 plf 260 plf 260 plf Live Load Duration Factor 1.00 Un'rform Dead Load 98 plf 98 plf 98 plf Notch Depth 0.00 Beam Self Weight 3 plf 3 plf 3 plf MATERIAL PROPERTIES Total Unifortn Load 361 plf 361 pif 361 plf #2-Spruce-Pine-Fir Base Values A�liusted Bending Stress: Fb= 875 psi Fb'= 1130 psi Cd=1.00 C/=0.99 CF=1.30 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: -512 ft-Ib Over left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: 650 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Rea'd Pr vi d Section Modulus: 5.43 in3 15.13 in3 Area(Shear): 7.23 in2 16.5 in2 Moment of Inertia(deflection): 5.73 in4 41.59 in4 Moment: -512 ft-Ib 1425 ft-Ib Shear: 6501b 14851b page Project:214412 LARRY LEPOWSKY / Location:GRT.ROOM MONO GIRDER TRUSS D.F.P.PLANNING 8�DESIGN Mutti-Loaded Mufti-Span Beam 9100 BALTIMORE ST or [2006 International Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx3.51Nx6.OFT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:21.7% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.12 IN U617 Dead Load 0.05 in Total Load 0.16 IN U438 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A $ Live Load 240 Ib 120 Ib Dead Load 96 Ib 51 Ib Total Load 336 Ib 171 Ib Bearing Length 0.26 in 0.13 in BEAM DATA Center g ft Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft UNIFORM LOADS nt r Live Load Duration Factor 1.00 Unfform Live Load 0 plf Notch Depth 0.00 Un'rform Dead Load 0 plf MATERIAL PROPERTIES Beam Seff Weight 2 plf #2-Spruce-Pine-Fir Total Unifortn Load 2 plf Base Values BSljSd�S@d TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 1313 psi Load Number Qpg Cd=1.00 CF=1.50 Left Live Load 120 plf Shear Stress: Fv= 135 psi Fv'= 135 psi Left Dead Load 45 plf Cd=1.00 Right Live Load 0 plf Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Right Dead Load 0 pif Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Load Start 0 ft Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Load End 6 ft Load Len th 6 ft Controlling Moment: 389 ft-Ib 2.52 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 296 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Pr vi d Section Modulus: 3.56 in3 6.13 in3 Area(Shear): 3.29 in2 10.5 in2 Moment of Inertia(deflection): 8.8 in4 10.72 in4 Moment: 389 ft-Ib 670 ft-Ib Shear: 2961b 9451b Project:214412 Pe� LARRY LEPOWSKY Location:GRT.ROOM GIRDER TRUSS REAR D.F.P.PLANNING&DESIGN MuRi-Loaded Multi-Span Beam 9100 BALTIMORE ST � [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx14.01Nx20.67FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:4.4% Controllin Factor:Deflection CAUTIONS "Laminations are to be fully connected to provide unfform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN U653 Dead Load 0.28 in Total Load 0.66 IN U376 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 � REACTIONS 9 � Z Live Load 1240 Ib 1240 Ib Dead Load 959 Ib 959 Ib Total Load 2199 Ib 2199 Ib Bearin Length 0.84 in 0.&4 in �F.ASA.QAIB Center Span Length 20.67 ft Unbraced Length-Top 0 R 20.87 R Unbraced Length-Bottom 20.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS n r MATERIAL PROPERTIES Unfform Live Load 40 plf 1.9E Microllam-iLevel Trus Joist Un'rform Dead Load 15 plf Base Values Adjusted Beam Self Weight 15 plf Bending Stress: Fb= 2600 psi Fb'= 2546 psi Total Uniform Load 70 plf Cd=1.00 CF=0.98 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number Qpg � Cd=1.00 Live Load 0 Ib 0 Ib Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 336 Ib 336 Ib Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 5.17 ft 15.5 R Controlling Moment: 13077 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 10.34 Ft from left support of span 2(Center Span) Load Number � Two Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 0 plf 120 plf 80 plf Controlling Shear: 21151b Left Dead Load 0 plf 45 plf 30 plf At a distance d from left support of span 2(Center Span) Right Live Load 80 plf 120 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf 45 plf 0 plf Load Start 0 ft 5.17 ft 15.5 ft Comparisons with required sections: Rea'd Provided Load End 5.17 ft 15.5 ft 20.67 ft Section Modulus: 61.63 in3 114.33 in3 Load Len th 5.17 ft 10.33 ft 5.17 ft Area(Shear): 11.13 in2 49 in2 Moment of Inertia(deflection): 766.93 in4 800.33 in4 Moment: 13077 ft-Ib 24258 ft-Ib Shear: 21151b 93101b Project:214412 page LARRY LEPOWSKY Location:GRT.ROOM/HALL GIRDER TRUSS D.F.P.PLANNING 8 DESIGN Mutti-Loaded Multi-Span Beam 9100 BALTIMORE ST or [2006 International Residential Code(2005 NDS)] BLAINE MINN.55449 (3)1.751Nx16.01Nx20.67FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:14.5°� Controllin Factor:Deflection CAUTIONS "Laminations are to be full connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.41 IN L/599 Dead Load 0.19 in Total Load 0.60 IN U412 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A � Live Load 3639 Ib 3639 Ib Dead Load 1642 Ib 1642 Ib Total Load 5281 Ib 5281 Ib Bearing Length 1.34 in 1.34 in BEAM DATA Center Span Length 20.67 ft Unbraced Length-Top 0 ft zo.s�rt Unbreced Length-Bottom 20.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS n r MATERIAL PROPERTIES Uniform Live Load 40 plf 1.9E Microllam-iLevel Trus Joist Unfform Dead Load 15 plf Bese Values g�iusted Beam Self Weight 26 plf Bending Stress: Fb= 2600 psi Fb'= 2500 psi Total Uniform Load 81 plf Cd=1.00 CF=0.96 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number Qpg Tw� Three Cd=1.00 Left Live Load 350 pff 300 pH 350 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 132 plf 113 plf 132 plf Comp.1-to Grain: Fc-1= 750 psi Fc-1'= 750 psi Right Live Load 350 plf 300 pff 350 pff Controlling Moment: 26603 ft-Ib Right Dead Load 132 plf 113 plf 132 plf 10.34 Ft from left support of span 2(Center Span) Load Start 0 ft 2.5 ft 18.17 ft Created by combining all dead loads and live loads on span(s)2 Load End 2.5 ft 18.17 ft 20.67 ft Controlling Shear: 4582 Ib Load Len th 2.5 ft 15.67 ft 2.5 ft At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 127.69 in3 224 in3 Area(Shear): 24.12 in2 84 in2 Moment of Inertia(deflection): 1564.9 in4 1792 in4 Moment: 26603 ft-Ib 46670 ft-Ib Shear: 45821b 159601b Project:214412 page LARRY IEPOWSKY Location:KIT/GRT.ROOM GIRDER TRUSS D.F.P.PLANNING 8�DESIGN Multi-Loaded Mufti-Span Beam 9100 BALTIMORE ST a [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 5.OINx31.6251Nx33.5FT 16F-E3-E-Rated Southem Pine-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:1.1°k LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.35 IN U1144 Dead Load 0.54 in Total Load 0.89 IN U452 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 � REACTIONS A � z Live Load 2846 Ib 5384 Ib Dead Load 4318 Ib 7507 Ib Total Load 7164 Ib 12891 Ib Bearing Length 2.20 in 3.97 in BEAM DATA Center ss.e rt Span Length 33.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 33.5 ft UNIFORM LOADS C n r Live Load Duration Factor 1.00 Uniform Live Load 0 plf Camber Adj.Factor 0 Un'rform Dead Load 0 plf Camber Required 0 Beam Self Weight 38 plf Notch De th 0.00 Total Uniform load 38 plf MATERIAL PROPERTIES pOINT LOAOS-CENTER SPAN 16F-E3-E-Rated Southem Pine Load Number Qpg � Base Values A�l�� Live Load 0 Ib 0 Ib Bending Stress: Fb= 1600 psi Controlled by. Dead Load 5281 Ib 2199 Ib Fb_cmpr= 1600 psi Fb'= 1491 psi Location 17.5 ft 32 ft Cd=1.00 Cv=0.93 Shear Stress: Fv= 300 psi Fv'= 300 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number Qp,g Two Three Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Lefl Live Load 80 plf 454 pif 40 pif Min.Mod.of Elasticity: E_min= 830 ksi E_min'= 830 ksi Left Dead Load 30 plf 170 pff 15 plf Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Right Live Load 80 plf 454 plf 40 plf Right Dead Load 30 pif 170 plf 15 plf Controlling Moment: 102427 ft-Ib Load Start 0 ft 17 ft 32 ft 17.75 Ft from left support of span 2(Center Span) Load End 17 ft 32 ft 33.5 ft Created by combining all dead loads and live loads on span(s)2 Load Len th 17 ft 15 ft 1.5 it Controlling Shear: -11246 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Pr vi d Section Modulus: 824.37 in3 833.45 in3 Area(Shear): 56.23 in2 158.13 in2 Moment of Inertia(deflection): 10507.86 in4 13178.94 in4 Moment: 102427 ft-Ib 103555 ft-Ib Shear: -112461b 316251b page Project:214412 LARRY LEPOWSKY / Location:GRT.ROOM/MASTER GIRDER TRUSS D.F.P.PLANNING&DESIGN MuRi-Loaded Muki-Span Beam 9100 BALTIMORE ST ot [2006 Intematianal Residential Code(2005 NDS)] BLAINE MINN.55449 5.OINx27.51Nx29.67FT 16F-E3-E-Rated Southem Pine-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:2.5°� LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.28 IN U1259 Dead Load 0.49 in Total Load 0.77 IN U461 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 � REACTIONS 0 � Live Load 2199 Ib 4914 Ib Dead Load 3476 Ib 5441 Ib Total Load 5675 Ib 10355 Ib Bearing Length 1.75 in 3.19 in BEAM DATA Center 29.67 R Span Length 29.67 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 29.67 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 pif Camber Adj.Factor 0 Uniform Dead Load 0 pff Camber Required 0 Beam Self Weight 33 pH Notch Depth 0.00 Total Uniform Load 33 If MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 16F-E3-E-Rated Southem Pine Load Number �g Base Values �1�I�� Live Load 0 Ib Bending Stress: Fb= 1600 psi Controlled by: Dead Load 5281 Ib Fb_cmpr= 1600 psi Fb'= 1511 psi Location 17.5 ft Cd=1.00 Cv=0.94 Shear Stress: Fv= 300 psi Fv'= 300 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number Q�g �p Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Live Load 80 plf 454 plf Min.Mod.of Elasticity: E_min= 830 ksi E min'= 830 ksi Left Dead Load 30 pif 170 plf Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Right Live Load SO plf 454 plf Right Dead Load 30 plf 170 plf Controlling Moment: 77367 ft-Ib Load Start 0 ft 17 ft 17.51 Ft from left support of span 2(Center Span) Load End 17 ft 29.67 ft Created by combining all dead loads and live loads on span(s)2 Load Len th 17 ft 12.67 ft Controlling Shear: -8991 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons wkh required sections: Rea'd Provided Section Modulus: 614.6 in3 630.21 in3 Area(Shear): 44.95 in2 137.5 in2 Moment of Inertia(deflection): 6771.6 in4 8665.36 in4 Moment: 77367 ft-Ib 79332 ft-Ib Shear: -8991 Ib 275001b Project:214412 Pe� LARRY LEPOWSKY Location:MASTER MONO GIRDER TRUSS D.F.P.PLANNING&DESIGN Multi-Loaded Multi-Span Beam 9100 BALTIMORE ST o� [2006 International Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx9.251Nx6.OFT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:18.6°/a Controllin Factor:Moment CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTION3 Center LOADING DIAGRAM Live Load 0.05 IN U1474 Dead Load 0.02 in Total Load 0.07 IN U1064 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:l/360 REACTIONS a B Live Load 1392 Ib 1392 Ib Dead Load 537 Ib 537 Ib Total Load 1929 Ib 1929 Ib Bearing Length 1.51 in 1.51 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft BR Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 I�JdIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 464 plf #2-Spruce-Pine-Fir Uniform Dead Load 174 plf Base Values Adiusted Beam Seff Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 963 psi Total Uniform Load 643 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-L= 425 psi Fc-1'= 425 psi Controlling Moment: 2894 ft-Ib 3.0 Ft from left support of span 2(Cerrter Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1466 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Pr vi Section Modulus: 36.08 in3 42.78 in3 Area(Shear): 16.29 in2 27.75 in2 Moment of Inertia(deflection): 66.96 in4 197.86 in4 Moment: 2894 ft-Ib 3431 ft-Ib Shear: 14661b 24981b page Project:214412 LARRY LEPOWSKY / Location:MASTER BATH HIPSET GIRDER TRUSS D.F.P.PLANNING&DESIGN Muki-Loaded Multi-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx14.01Nx19.67FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:25.8°/a Controllin Factor:Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN U666 Dead Load 0.17 in Total Load 0.52 IN U453 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS & � Live Load 1574 Ib 1574 Ib Dead Load 741 Ib 741 Ib Total Load 2314 Ib 2314 Ib Bearing Length 0.88 in 0.88 in BEAM DATA Center Span Length 19.67 ft Unbraced Length-Top 0 ft 19.87 R Unbraced Length-Bottom 19.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 �1NIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 160 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 60 plf Base Values Adiusted Beam Self Weight 15 plf Bending Stress: Fb= 2600 psi Fb'= 2546 psi Total Uniform Load 235 plf Cd=1.00 CF=0.98 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Comp.-L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 11381 ft-Ib 9.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2083 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided SecUon Modulus: 53.64 in3 114.33 in3 Area(Shear): 10.96 in2 49 in2 Moment of Inertia(deflection): 636.12 in4 800.33 in4 Moment: 11381 ft-Ib 24258 ft-Ib Shear: -20831b 93101b Project:214412 Pege LARRY LEPOWSKY Location:MASTER/WIC GIRDER TRUSS D.F.P.PLANNING&DESIGN Multi-Loaded Multi-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (3)1.751Nx18.01Nx29.67FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:14.5% Controllin Factor:Deflection CAUTIONS *Laminations are to be fully connected to provide unifortn transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.34 IN U1043 Dead Load 0.52 in Total Load 0.86 IN U412 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:U360 REACTIONS g � � Live Load 1284 Ib 1769 Ib Dead Load 1472 Ib 2478 Ib Total Load 2757 Ib 4247 Ib Bearing length 0.70 in 1.08 in BEAM DATA Center Span Length 29.67 ft Unbraced Length-Top 0 ft �•g�R Unbraced Length-Bottom 29.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Un'rform Dead Load 0 plf Base Values �iusted Beam Self Weight 30 plf Bending Stress: Fb= 2600 psi Fb'= 2460 psi Total Uniform Load 30 plf Cd=1.00 CF=0.95 pO1NT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number Qr�g Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 1929 Ib Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 21.17 ft Controlling Moment: 27227 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 19.88 Ft from left support of span 2(Center Span) Load Number Qpg � Created by combining all dead loads and live loads on span(s)2 Left Live Load 80 plf 160 plf Controlling Shear: -3877 Ib Left Dead Load 30 plf 60 plf At a distance d from right support of span 2(Center Span) Right Live Load 80 pif 160 pH Created by combining aq dead loads and live loads on span(s)2 Right Dead Load 30 plf 60 plf Load Start 0 R 21.17 ft Comparisons with required sections: Rea'd Provided Load End 21.17 ft 29.67 ft Section Modulus: 132.79 in3 283.5 in3 Load Len th 21.17 ft 8.5 ft Area(Shear): 20.41 in2 94.5 in2 Moment of Inertia(deflection): 2228.68 in4 2551.5 in4 Moment: 27227 ft-Ib 58128 ft-Ib Shear: -38771b 179551b page Project:214412 LARRY LEPOWSKY Location:WIC GIRDER TRUSS D.F.P.PLANNING&DESIGN MuRi-Loaded Mufti-Span Beam 9100 BALTIMORE ST w [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx14.01Nx12.OFT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:50.7% Controllin Factor:Deflection CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN U1021 Dead Load 0.12 in Total Load 0.27 IN U543 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS 9 � � Live Load 3074 Ib 2691 Ib Dead Load 3428 Ib 1675 Ib Total Load 6502 Ib 4366 Ib Bearing Len th 2.48 in 1.66 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft �ZR Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Unfform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 15 plf Bending Stress: Fb= 2600 psi Fb'= 2546 psi Total Uniform Load 15 plf Cd=1.00 CF=0.98 pp�NT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number QQg Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 2757 Ib Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 2.5 ft Controlling Moment: 15363 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 4.92 Ft from left support of span 2(Center Span) Load Number Qpg Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 634 plf 440 pif Controlling Shear: 5544 Ib Left Dead Load 238 plf 165 plf At a distance d from left support of span 2(Center Span) Right Live Load 634 plf 440 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 238 plf 165 plf Load Start 0 ft 2.5 ft Comparisons wkh required sectlons: Rea'd Provided Load End 2.5 ft 12 ft Section Modulus: 72.41 in3 114.33 in3 Load Len th 2.5 ft 9.5 ft Area(Shear): 29.18 in2 49 in2 Moment of Inertia(deflection): 530.95 in4 800.33 in4 Moment: 15363 ft-Ib 24258 ft-Ib Shear: 55441b 93101b page Project:214412 LARRY LEPOWSKY Location:MAST.BED DOOR D.F.P.PLANNING&DESIGN MuRi-Loaded Mutti-Span Beam 9100 BALTIMORE ST or [2006 International Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx11.8751Nx9.67FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:43 AM Section Adequate By:0.9°k Controllin Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN U889 Dead Load 0.18 in Total Load 0.31 IN U375 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS 9. @ � Live Load 3290 Ib 2267 Ib Dead Load 2723 Ib 3733 Ib Total Load 6013 Ib 6001 Ib Bearing Length 2.29 in 2.29 in BEAM DATA Center Span Length 9.67 ft Unbraced Length-Top 0 ft 9.87R Unbraced Length-Bottom 9.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS n r MATERIAL PROPERTIES Unfform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values A�'usted Beam Self Weight 13 plf Bending Stress: Fb= 2600 psi Fb'= 2604 psi Total Uniform Load 13 plf Cd=1.00 CF=1.00 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number Qpg Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 4247 Ib Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 6.42 ft Controlling Moment: 17690 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 5.9 Ft from left support of span 2(Center Span) Load Number Qpg Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 734 pH 260 plf Controlling Shear: -5642 Ib Left Dead Load 275 pff 98 plf At a distance d from right support of span 2(Center Span) Right Live Load 734 plf 260 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 275 plf 98 plf Load Start 0 ft 6.42 ft Comparisons with requlred sections: Rea'd Provided Load End 6.42 ft 9.67 ft Section Modulus: 81.53 in3 82.26 in3 Load Len th 6.42 ft 3.25 ft Area(Shear): 29.69 in2 41.56 in2 Moment of Inertia(deflection): 469.42 in4 488.41 in4 Moment: 17690 ft-Ib 17848 ft-Ib Shear: -56421b 78971b page Project:214412 LARRY LEPOWSKY Location:MAST.BATH WDW D.F.P.PLANNING 8 DESIGN MuRi-Loaded Multi-Span Beam 9700 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx9.25INx6.67FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:44 AM Section Adequate By:61.0% ConVollin Factor:Moment CAUTIONS "Laminations are to be ful cornected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1957 Dead Load 0.07 in Total Load 0.11 IN L/705 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS 9 � � Live Load 1564 Ib 1107 Ib Dead Load 1747 Ib 1636 Ib Total Load 3311 Ib 2744 Ib Bearing Length 1.26 in 1.05 in BEAM DATA Center Span Length 6.67 ft Unbraced Length-Top 0 ft 8'87 ft Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 10 plf Bending Stress: Fb= 2600 psi Fb'= 2694 psi Total Uniform Load 10 plf Cd=1.00 CF=1.04 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number Q�gr Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 2314 Ib Comp.1 to Grain: Fc-L= 750 psi Fc-1'= 750 psi Location 3.42 ft Controlling Moment: 6959 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 3.4 Ft from left support of span 2(Center Span) Load Number Qpg �v Created by combining all dead loads and live loads on span(s)2 Left Live Load 534 pif 260 plf Controlling Shear: 2765 Ib Left Dead Load 200 pif 98 plf At a distance d from left support of span 2(Center Span) Right Live Load 534 plf 260 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 200 plf 98 plf Load Start 0 ft 3.42 ft Comparisons wkh required sections: Rea'd Provided Load End 3.42 ft 6.67 ft Section Modulus: 31 in3 49.91 in3 Load Length 3.42 ft 3.25 ft Area(Shear): 14.56 in2 32.38 in2 Moment of Inertia(deflection): 117.86 in4 230.84 in4 Moment: 6959 ft-Ib 11204 ft-Ib Shear: 27651b 6151 Ib page Project:214412 LARRY LEPOWSKY LocaGon:MAST.CLO WDW D.F.P.PLANNING 8 DESIGN MuRi-Loaded Muki-Span Beam 9100 BALTIMORE ST m [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx5.51Nx3.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:44 AM Section Adequate By:135.9% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.02 IN U2417 Dead Load 0.01 in Total Load 0.03 IN L/1741 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS a $ Live Load 477 Ib 477 Ib Dead Load 185 Ib 185 Ib Total Load 662 Ib 662 Ib Bearing Length 0.52 in 0.52 in BEAM DATA Center a.67 ft Span Length 3.67 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.67 ft UNIFORM LOADS nt r Live Load Duration Factor 1.00 Uniform Live Load 260 plf Notch Depth 0.00 Unfform Dead Load 98 plf MATERIAL PROPERTIES Beam Self Weight 3 pif #2-Spruce-Pine-Fir Total Uniform Load 361 plf Base Values Adiusted Bending Stress: Fb= 875 psi Fb'= 1138 psi Cd=1.00 CF=1.30 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 608 ft-Ib 1.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -503 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisona with required sections: Rea'd Provi d Section Modulus: 6.41 in3 15.13 in3 Area(Shear): 5.59 in2 16.5 in2 Moment of Inertia(deflection): 8.6 in4 41.59 in4 Moment: 608 ft-Ib 1434 ft-Ib Shear: -5031b 14851b page Project:214412 LARRY LEPOWSKY Location:OFFICE WDW D.F.P.PLANNING&DESIGN Mutti-Loaded Mutti-Span Beam 9100 BALTIMORE ST ot [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx9.251Nx4.67FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:44 AM Section Adequate By:8.2% Controllin Factor:Shear CAUTIONS 'Laminations are to be tully connected to provide un'rfortn transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3319 Dead Load 0.03 in Total Load 0.04 IN U1288 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS � @ � Live Load 1492 Ib 1632 Ib Dead Load 5444 Ib 1450 Ib Total Load 6936 Ib 3082 Ib Bearing Length 2.64 in 1.17 in BEAM DATA Center Span Length 4.67 ft Unbraced Length-Top 0 ft �'67 n Unbraced Length-Bottom 4.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS en r MATERIAL PROPERTIES Unfform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values A�'usted Beam Self Weight 10 plf Bending Stress: Fb= 2600 psi Fb'= 2694 psi Total Uniform Load 10 plf Cd=1.00 CF=1.04 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number �ig Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 5675 Ib Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 0.67 ft Controlling Moment: 4855 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 1.54 Ft from left support of span 2(Center Span) Load Number Q�.g I10L4 Created by combining all dead loads and live loads on span(s)2 Left Live Load 460 plf 704 pH Controlling Shear: 5688 Ib Left Dead Load 173 pif 264 plf At a distance d from left support of span 2(Center Span) Right Live Load 460 pif 704 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 173 plf 264 pif Load Start 0 ft 0.67 ft Comparisons with required sections: Rea'd Provided load End 0.67 ft 4.67 ft Section Modulus: 21.63 in3 49.91 in3 Load Len th 0.67 ft 4 ft Area(Shear): 29.93 in2 32.38 in2 Moment of Inertia(deflection): 64.52 in4 230.84 in4 Moment: 4855 ft-Ib 11204 ft-Ib Shear: 56881b 6151 Ib page Project:214412 LARRY LEPOWSKY / Location:FRONT DOOR D.F.P.PLANNING&DESIGN MuRi-Loaded Multi-Span Beam 9100 BALTIMORE ST o� [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx9.251Nx9.33FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:44 AM Section Adequate By:67.4% Controllin Factor:Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center I.OADING DIAGRAM Live Load 0.13 IN U847 Dead Load 0.05 in Total Load 0.19 IN U602 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS � �. Live Load 1586 Ib 1586 Ib Dead Load 644 Ib 644 Ib Total Load 2230 Ib 2230 Ib Bearing Length 0.85 in 0.85 in BEAM DATA Center Span Length 9.33 ft Unbraced Length-Top 0 ft 9.33ft Unbraced Length-Bottom 9.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Unfform Live Load 340 plf 1.9E Microllam-iLevel Trus Joist Un'rform Dead Load 128 pH Base Values Adiusted Beam Self Weight 10 plf Bending Stress: Fb= 2600 psi Fb'= 2694 psi Total Uniform Load 478 pif Cd=1.00 CF=1.04 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elas6city: E= 1900 ksi E'= 1900 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 5202 ft-Ib 4.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1874 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 23.18 in3 49.91 in3 Area(Shear): 9.86 in2 32.38 in2 Moment of Inertia(deflecGon): 137.93 in4 230.84 in4 Moment: 5202 ft-Ib 11204 ft-Ib Shear: 18741b 6151 Ib pege Project:214412 LARRY LEPOWSKY Location:STAIR WDW D.F.P.PLANNING&DESIGN Mufti-Loaded Multi-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx7.251Nx3.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:44 AM Section Adequate By:15.3% Controllin Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U1676 Dead Load 0.01 in Total Load 0.04 IN U1215 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A $ Live Load 1595 Ib 1554 Ib Dead Load 606 Ib 597 Ib Total Load 2201 Ib 2145 Ib Bearing Length 1.73 in 1.68 in BEAM DATA Center Span Length 3.67 ft Unbraced Length-Top 0 ft 3.67 R Unbraced Length-Bottom 3.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS nter MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Spruce-Pine-Fir Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 4 pff Bending Stress: Fb= 875 psi Fb'= 1050 psi Total Uniform Load 4 plf Cd=1.00 CF=1.20 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number Q�g Tw� Cd=1.00 Left Live Load 884 plf 884 pif Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Left Dead Load 332 pif 332 pH Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Right Live Load 884 plf 824 plf Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Right Dead Load 332 plf 309 plf Load Start 0 ft 0.5 ft Controlling Moment: 1995 ft-Ib Load End 0.5 ft 3.67 ft 1.84 Ft from IeR support of span 2(Center Span) Load Len th 0.5 ft 3.17 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1484 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons wkh required sections: Rea'd Pr vi Section Modulus: 22.8 in3 26.28 in3 Area(Shear): 16.49 in2 21.75 in2 Moment of Inertia(deflection): 28.23 in4 95.27 in4 Moment: 1995 ft-Ib 2300 ft-Ib Shear: 14841b 19581b page Project:214412 LARRY LEPOWSKY LocaGon:1/2 BATH WDW D.F.P.PLANNING 8 DESIGN Mutti-Loaded Multi-Span Beam 9100 BALTIMORE ST m [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx5.51Nx2.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:44 AM Section Adequate By:32.0% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.02 IN U1846 Dead Load 0.01 in Total Load 0.02 IN U1339 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:U360 REACTIONS A � Live Load 1180 Ib 1180 Ib Dead Load 447 Ib 447 Ib Total Load 1627 Ib 1627 Ib Bearing Length 1.28 in 1.26 in BEAM DATA Center Z'87 n Span Length 2.67 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 2.67 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 884 plf Notch De th 0.00 Uniform Dead Load 332 pif MATERIAL PROPERTIES Beam Self Weight 3 plf #2-Spruce-Pine-Fir Total Uniform Load 1219 plf Base Values Adiusted Bending Stress: Fb= 875 psi Fb'= 1138 psi Cd=1.00 CF=1.30 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 1086 ft-Ib 1.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1074 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Pr vide Section Modulus: 11.46 in3 15.13 in3 Area(Shear): 11.93 in2 16.5 in2 Moment of Inertia(deflection): 11.19 in4 41.59 in4 Moment: 1086 ft-Ib 1434 ft-Ib Shear: 10741b 14851b page Project:214412 LARRY LEPOWSKY / Location:REAR ENTRY WDW D.F.P.PLANNING 8 DESIGN Mutti-Loaded Multi-Span Beam 9100 BALTIMORE ST ot [2006 Irrtemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx9251Nx4.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:44 AM Section Adequate By:33.0% Controllin Factor:Moment CAUTIONS "Laminations are to be tully connected to provide un'rform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2121 Dead Load 0.01 in Total Load 0.04 IN U7534 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS a � Live Load 1597 Ib 1597 Ib Dead Load 612 Ib 612 Ib Total Load 2209 Ib 2209 Ib Bearing Length 1.73 in 1.73 in BEAM DATA Center Span Length 4.67 ft Unbraced Length-Top 0 ft a.a�rt Unbraced Length-Bottom 4.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS �gnter MATERIAL PROPERTIES Uniform Live Load 684 plf #2-Spruce-Pine-Fir Uniform Dead Load 257 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 963 psi Total Unifortn Load 946 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 2579 ft-Ib 2.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1502 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with requfred sections: Rea'd Pr vi e Section Modulus: 32.15 in3 42.78 in3 Area(Shear): 16.69 in2 27.75 in2 Moment of Inertia(deflection): 46.45 in4 197.86 in4 Moment: 2579 ft-Ib 3431 ft-Ib Shear: 15021b 24981b page Project:214412 LARRY LEPOWSKY / Loca6on:HOUSE/GAR DOOR D.F.P.PLANNING&DESIGN MuRi-Loaded Mutti-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx5.51Nx3.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.713.0 12/9/2014 9:11:44 AM Section Adequate By:653.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS (:enter Live Load 0.01 IN L/7855 Dead Load 0.00 in Total Load 0.01 IN U5561 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS 8 $ Live Load 147 Ib 147 Ib Dead Load 61 Ib 61 Ib Total Load 207 Ib 207 Ib Bearing Length 0.16 in 0.16 in BEAM DATA Center 3.87 R Span Length 3.67 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.67 ft UNIFORM LOADS nter Live Load Duration Factor 1.00 Unifortn Live Load 80 plf Notch Depth 0.00 Uniform Dead Load 30 plf MATERIAL PROPERTIES Beam Self Weight 3 plf #2-Spruce-Pine-Fir Total Uniform Load 113 plf Base Values Adiusted Bending Stress: Fb= 875 psi Fb'= 1138 psi Cd=1.00 CF=1.30 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 190 ft-Ib 1.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 158 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provid Section Modulus: 2.01 in3 15.13 in3 Area(Shear): 1.75 in2 16.5 in2 Moment of Inertia(deflection): 2.69 in4 41.59 in4 Moment: 190 ft-Ib 1434 ft-Ib Shear: 1581b 14851b Project:214412 P� LARRY LEPOWSKY Location:OVHD DOOR-20 D.F.P.PLANNING&DESIGN Mutti-Loaded Mutti-Span Beam 9100 BALTIMORE ST w [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx16.01Nx20.67FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:44 AM Section Adequate By:5.4% Controllin Factor:Deflection CAUTIONS "Laminations are to be fully connected to provide unfform transfer of loads to all members QEFLECTIONS Center LOADING DIAGRAM Live Load 0.45 IN L/548 Dead Load 0.20 in Total Load 0.65 IN U379 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS g � Live Load 2584 Ib 2584 Ib Dead Load 1152 Ib 1152 Ib Total Load 3736 Ib 3736 Ib Bearing Length 1.42 in 1.42 in BEAM DATA Center Span Length 20.67 ft Unbraced Length-Top 0 ft 20.67 R Unbraced Length-Bottom 20.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 250 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 94 plf Base Values A�'usted Beam Self Weight 18 plf Bending Stress: Fb= 2600 psi Fb'= 2500 psi Total Uniform Load 362 plf Cd=1.00 CF=0.96 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 19306 ft-Ib 10.34 Ft irom left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3288 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 92.66 in3 149.33 in3 Area(Shear): 17.3 in2 56 in2 Moment of Inertia(deflection): 1133.99 in4 1194.67 in4 Moment: 19306 ft-Ib 31114 ft-Ib Shear: -32881b 106401b page Project:214412 LARRY LEPOWSKY Location:OVHD DOOR-10 D.F.P.PLANNING 8�DESIGN Mufti-Loaded Mutti-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx14.01Nx10.67FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:44 AM Section Adequate By:6.5°h Controllin Factor:Moment CAUTIONS *Laminations are to be fuily connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN U664 Dead Load 0.11 in Total Load 0.30 IN U422 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A � � Live Load 3748 Ib 6053 Ib Dead Load 2845 Ib 2182 Ib Total Load 6593 Ib 8235 Ib Bearing Length 2.51 in 3.14 in BEAM DATA Center Span Length 10.67 ft Unbraced Length-Top 0 ft 10.67 R Unbraced Length-Bottom 10.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS n er MATERIAL PROPERTIES Unfform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values A�'usted Beam Self Weight 15 plf Bending Stress: Fb= 2600 psi Fb'= 2546 psi Total Uniform Load 75 plf Cd=1.00 CF=0.98 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number �ig Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 2850 Ib Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 3.5 R Controlling Moment: 22782 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 5.12 Ft from left support of span 2(Center Span) Load Number Qpg IlK4 Created by combining all dead loads and live loads on span(s)2 Left Live Load 260 plf 1240 plf Controlling Shear: -6647 Ib Left Dead Load 98 plf 233 pff At a distance d from right suppoR of span 2(Center Span) Right Live Load 260 pif 1240 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 98 plf 233 plf Load Start 0 ft 3.5 ft Comparisons with required sections: Rea'd Provided Load End 3.5 ft 10.67 ft Section Modulus: 107.38 in3 114.33 in3 Load Len th 3.5 ft 7.17 ft Area(Shear): 34.98 in2 49 in2 Moment of Inertia(deflection): 682.3 in4 800.33 in4 Moment: 22782 ft-Ib 24258 ft-Ib Shear: -66471b 93101b page Project:214412 LARRY LEPOWSKY Location:GAR.GIRDER TRUSS D.F.P.PLANNING 8 DESIGN MuRi-Loaded MuRi-Span Beam 9100 BALTIMORE ST a [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 5.OINx30.251Nx24.OFT 16F-E3-E-Rated Southem Pine-Dry Use StruCalc Version 8.0.173.0 12/9/2014 9:11:44 AM Section Adequate By:8.9% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.40 IN L/712 Dead Load 0.09 in Total Load 0.50 IN L/578 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS e $ Live Load 12000 Ib 12000 Ib Dead Load 2773 Ib 2773 Ib Total Load 14773 Ib 14773 Ib Bearing Length 4.55 in 4.55 in REAM DATA Center 24ft Span length 24 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 24 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 40 plf CamberAdj.Factor 0 Un'rfortn Dead Load 15 plf Camber Required 0 Beam Self Weight 36 plf Notch Depth 0.00 Total Uniform Load 91 plf MATERIAL PROPERTIES TRAPE201DAL LOADS-CENTER SPAN 16F-E3-E-Rated Southem Pine Load Number Qpg Base Values A�I�S��d Left Live Load 960 pff Bending Stress: Fb= 1600 psi Controlled by: Left Dead Load 180 plf Fb_cmpr= 1600 psi Fb'= 1519 psi Right Live Load 960 plf Cd=1.00 Cv=0.95 Right Dead Load 180 plf Shear SVess: Fv= 300 psi Fv'= 300 psi Load Start 0 ft Cd=1.00 Load End 24 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Load Len th 24 ft Min.Mod.of Elasticity: E min= 830 ksi E min'= 830 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 88637 ft-Ib 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -11818 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Pr vi e Section Modulus: 700.03 in3 762.55 in3 Area(Shear): 59.09 in2 151.25 in2 Moment of Inertia(deflection): 7774.74 in4 11533.6 in4 Moment: 88637 ft-Ib 96553 ft-Ib Shear: -118181b 302501b page Project:214412 LARRY LEPOWSKY Location:FR.PORCH BEAM D.F.P.PLANNING&DESIGN Mutti-Loaded Multi-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (3)1.751Nx11.251Nx17.33FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:44 AM Section Adequate By:9.6°� Controllin Factor:Deflection CAUTION3 "Laminations are to be fully connected to provide uniform transfer of loads to ail members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN U578 Dead Load 0.17 in Total Load 0.53 IN U395 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS 9 � Live Load 1820 Ib 1820 Ib Dead Load 844 Ib 844 Ib Total Load 2664 Ib 2664 Ib Bearing Len th 0.68 in 0.68 in BEAM DATA n r Span Length 17.33 ft Unbraced Length-Top 0 ft ��.sa n Unbraced Length-Bottom 17.33 ft Live Load DuraGon Factor 1.00 Notch De th 0.00 UNIFORM LOADS en r MATERIAL PROPERTIES Uniform Live Load 210 pif 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 79 plf Base Values �iusted Beam Self Weight 18 plf Bending Stress: Fb= 2600 psi Fb'= 2623 psi Total Unifortn Load 307 plf Cd=1.00 CF=1.01 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Comp.-L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 11542 ft-Ib 8.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2398 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons wkh requfred sections: Rea'd Provided Section Modulus: 52.81 in3 110.74 in3 Area(Shear): 12.62 in2 59.06 in2 Moment of Inertia(deflection): 568.41 in4 622.92 in4 Moment: 11542 ft-Ib 24206 ft-Ib Shear: 23981b 112221b page Project:214412 LARRY LEPOWSKY Location:FR.PORCH HIPSET GIRDER TRUSS D.F.P.PLANNING 8�DESIGN MuRi-Loaded MuRi-Span Beam 9100 BALTIMORE ST m [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx11251Nx17.33FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:44 AM Section Adequate By:36.7% Controllin Factor:Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTION3 Center LOADING DIAGRAM Live Load 0.28 IN L/735 Dead Load 0.14 in Total Load 0.42 IN U492 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTION3 A � Live Load 953 Ib 953 Ib Dead Load 471 Ib 471 Ib Total Load 1424 Ib 1424 Ib Bearing Length 0.54 in 0.54 in BEAM DATA Center Span Length 17.33 ft Unbraced Length-Top 0 ft ��'�R Unbraced Length-Bottom 17.33 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS ent r MATERIAL PROPERTIES Uniform Live Load 110 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 42 plf Base Values Adiusted Beam Self Weight 12 plf Bending Stress: Fb= 2600 psi Fb'= 2623 psi Total Uniform Load 164 plf Cd=1.00 CF=1.01 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 6168 ft-Ib 8.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1281 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons wkh required sections: Rea'd Provided Section Modulus: 28.22 in3 73.83 in3 Area(Shear): 6.74 in2 39.38 in2 Moment of Inertia(deflection): 303.76 in4 415.28 in4 Moment: 6168 ft-Ib 16137 ft-Ib Shear: 7281 Ib 7481 Ib page Project:214412 LARRY LEPOWSKY Location:FR.PORCH LEFT D.F.P.PLANNING&DESIGN Mufti-Loaded Multi-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (3)1.51Nx11.251Nx29.83FT(13.4+2.3+14.1) #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:45 AM Section Adequate By:5.0°k Controllin Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS �g$ Center $igbS LOADING DIAGRAM Live Load 0.13 IN U1230 -0.01 IN U3746 0.16 IN U1090 Dead Load 0.05 in 0.00 in 0.06 in Total Load 0.18 IN U872 -0.01 IN U2671 0.22 IN U772 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A � S� D Live Load 1348 Ib 4546 Ib 4895 Ib 1405 Ib Dead Load 556 Ib 848 Ib 1096 Ib 579 Ib Total Load 1903 Ib 5394 Ib 5991 Ib 1984 Ib Uplift(7.5 F.S) 0 Ib -1927 Ib -1509 Ib 0 Ib Bearing Length 1.00 in 2.82 in 3.13 in 1.04 in BEAM DATA L�fe en r Riaht Span Length 13.42 ft 2.33 ft 14.08 ft �s.a2rt taoaft Unbraced Length-Top 0 ft 0 ft 0 ft Unbraced Length-Bottom 13.42 ft 2.33 ft 14.08 ft Live Load Duration Factor 1.00 UNIFORM LOADS Lgi� nt r �ghs Notch Depth 0.00 Unfform Live Load 250 plf 250 plf 250 plf MATERIAL PROPERTIES Uniform Dead Load 94 plf 94 plf 94 plf #2-Spruce-Pine-Fir Beam Self Weight 9 plf 9 pff 9 plf Base Values �,iusted Total Uniform Load 353 plf 353 plf 353 plf Bending Stress: Fb= 875 psi Fb'= 987 psi Cd=1.00 C1=0.98 CF=1.00 Cr-1.15 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Comp.�-to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: -7440 ft-Ib Over left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: 2717 Ib At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Comparlsons wkh required sections: Rea'd Provided Section Modulus: 90.44 in3 94.92 in3 Area(Shear): 30.19 in2 50.63 in2 Moment of Inertia(deflection): 248.9 in4 533.94 in4 Moment: -7440 ft-Ib 7809 ft-Ib Shear: 27171b 45561b page Project:214412 LARRY LEPOWSKY Location:FR.PORCH RIGHT D.F.P.PLANNING&DESIGN Mutti-Loaded Mutti-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx9.251Nx8.33FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:71:45 AM Section Adequate By:13.3% ConVollin Factor:Moment CAUTIONS 'Laminations are to be fuly connected to provide uniform transfer of loads to all members DEFLECTION3 Center LOADING DIAGRAM Live Load 0.10 IN L/1023 Dead Load 0.04 in Total Load 0.14 IN L/732 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A � Live Load 1041 Ib 1041 Ib Dead Load 413 Ib 413 Ib Total Load 1454 Ib 1454 Ib Bearin Length 1.14 in 1.14 in BEAM DATA Center Span Length 8.33 ft Unbraced Length-Top 0 ft s.asn Unbraced Length-Bottom 8.33 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS en e MATERIAL PROPERTIES Uniform Live Load 250 plf #2-Spruce-Pine-Fir Un'rform Dead Load 94 plf Base Values �iusted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 963 psi Total Unifortn Load 349 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 3028 ft-Ib 4.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1192 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons wkh required sections: Rea'd Provided Section Modulus: 37.75 in3 42.78 in3 Area(Shear): 13.25 in2 27.75 in2 Moment of Inertia(deflection): 97.26 in4 197.86 in4 Moment: 3028 ft-Ib 3431 ft-Ib Shear: 11921b 24981b page Project:214412 LARRY LEPOWSKY / Location:FR.PORCH MONO GIRDER TRUSS LEFT D.F.P.PLANNING&DESIGN Mutti-Loaded Mutti-Span Beam 9100 BALTIMORE ST o� [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx9.251Nx8.33FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:45 AM Section Adequate By:3.0% Controllin Factor:Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN U1254 Dead Load 0.19 in Total Load 0.27 IN L/371 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A � � Live Load 1127 Ib 1492 Ib Dead Load 5171 Ib 1972 Ib Z s Total Load 6298 Ib 3464 Ib Bearin Length 2.40 in 1.32 in BEAM DATA Center Span Length 8.33 ft Unbraced Length-Top 0 ft 8.35 R Unbreced Length-Bottom 8.33 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS enter MATERIAL PROPERTIES Uniform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 pif Base Values Adiusted Beam Seff Weight 10 pif Bending Stress: Fb= 2600 psi Fb'= 2694 psi Total Uniform Load 10 plf Cd=1.00 CF=1.04 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number Qr�g J�o Three Cd=1.00 Live Load 0 Ib 0 Ib 0 Ib Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 2664 Ib 1984 Ib 1424 Ib Comp.1 to Grain: Fc-L= 750 psi Fc-1'= 750 psi Location 0.17 ft 3 ft 3.5 ft Controlling Moment: 10347 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 3.5 Ft irom left support of span 2(Center Span) Load Number QRg � Created by combining all dead loads and live loads on span(s)2 Left Live Load 210 plf 390 pif Controlling Shear: 3997 Ib Left Dead Load 79 plf 147 plf At a distance d from left support of span 2(Center Span) Right Live Load 210 plf 390 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 79 plf 147 plf Load Start 0 ft 3.5 ft Comparisons with required sections: Rea'd Provided Load End 3.5 ft 8.33 ft Section Modulus: 46.09 in3 49.91 in3 Load Len th 3.5 ft 4.83 ft Area(Shear): 21.04 in2 32.38 in2 Moment of Inertia(deflection): 224.03 in4 230.84 in4 Moment: 10347 ft-Ib 11204 ft-Ib Shear: 39971b 6151 Ib page Project:214412 LARRY LEPOWSKY Location:FR.PORCH MONO GIRDER TRUSS RIGHT D.F.P.PLANNING&DESIGN Mutti-Loaded Mutti-Span Beam 9100 BALTIMORE ST or [2006 International Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx9.251Nx8.33FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:45 AM Section Adequate By:12.5°� Controllin Factor:Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN U1254 Dead Load 0.17 in Total Load 0.25 IN L/405 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS 9 � � Live Load 1127 Ib 1492 Ib Dead Load 4832 Ib 1781 Ib z � Total Load 5959 Ib 3273 Ib Bearing Len th 2.27 in 1.25 in BEAM DATA Center Span Length 8.33 ft Unbraced Length-Top 0 ft 8.33ft Unbraced Length-Bottom 8.33 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values �iusted Beam Self Weight 10 plf Bending Stress: Fb= 2600 psi Fb'= 2694 psi Total Uniform Load 10 plf Cd=1.00 CF=1.04 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number Qng Jv� Three Cd=1.00 Live Load 0 Ib 0 Ib 0 Ib Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 2664 Ib 1454 Ib 1424 Ib Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 0.17 ft 3 ft 3.5 ft Controlling Moment: 9424 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 3.5 Ft from left support of span 2(Center Span) Load Number QQ.g I�Q Created by combining all dead loads and live loads on span(s)2 Left Live Load 210 plf 390 plf Controlling Shear: 3658 Ib Left Dead Load 79 plf 147 plf At a distance d from left support of span 2(Center Span) Right Live Load 210 plf 390 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 79 plf 147 plf Load Start 0 ft 3.5 ft Comparisons with requlred sections: Rea'd Provided Load End 3.5 ft 8.33 ft Section Modulus: 41.98 in3 49.91 in3 Load Len th 3.5 ft 4.83 ft Area(Shear): 19.25 in2 32.38 in2 Moment of Inertia(deflection): 205.26 in4 230.84 in4 Moment: 9424 ft-Ib 11204 ft-Ib Shear: 36581b 6151 Ib page Project:214412 LARRY LEPOWSKY Location:LOWER GAR.OVHD DR D.F.P.PLANNING 8�DESIGN Mutti-Loaded Multi-Span Beam 9100 BALTIMORE ST ot [2006 Intemational Residential Code(AISC 13th Ed ASD)] BLAINE MINN.55449 A992-50 W8x21 x 9.67 FT Section Adequate By:17.0% StruCalc Version 8.0.113.0 12/9/2014 9:11:45 AM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.17 IN U664 Dead Load 0.10 in Total Load 0.28 IN L/421 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A � Live Load 9380 Ib 9380 Ib Dead Load 5406 Ib 5406 Ib Total Load 14785 Ib 14785 Ib Bearin Len th 0.70 in 0.70 in BEAM DATA Center Span Length 9.67 R 9�87 tt Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.67 ft STEEL PROPERTIES UNIFORM LOADS n er W8x21-A992-50 Uniform Live Load 7320 pff Unfform Dead Load 744 plf Properties: Beam Self WeigM 21 plf Yield Stress: Fy= 50 ksi Total Uniform Load 2085 pif Modulus of Elasticity: E= 29000 ksi TRAPEZOIDAL LOADS-CENTER SPAN Depth: d= 8.28 in Load Number Qp� Web Thickness: tw= 0.25 in Left Live Load 620 pff Flange Width: bf= 5.27 in Left Dead Load 353 plf Flange Thickness: tf= 0.4 in Right Live Load 620 plf Distance to Web Toe of Fillet: k= 0.7 in Right Dead Load 353 plf Moment of Inertia About X-X Axis: Ix= 75.3 in4 Load Start 0 ft Section Modulus About X-X Axis: Sx= 18.2 in3 Load End 9.67 ft Plastic Section Modulus About X-X Axis: Zx= 20.4 in3 Load Len th 9.67 ft Design Propertles per A13C 13th Edition Steel Manual: Flange Buckling Ratio: FBR= 6.59 Allowable Flange Buckling Ratio: AFBR= 9.15 Web Buckling Ratio: WBR= 27.52 Allowable Web Buckling Ratio: AWBR= 90.55 Controlling Unbraced Length: Lb= 0 ft Limiting Unbraced Length- for lateral-torsional buckling: Lp= 4.45 ft Nominal Flexural Strength w/safety factor: Mn= 50898 ft-Ib Controlling Equation: F2-1 Web height to thickness ratio: h/tw= 27.52 Limiting height to thickness ratio for eqn.G2-2: h/tw-limit= 53.95 Cv Factor: Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= 41400 Ib Controlling Moment: 35744 ft-Ib � 4.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -14785 Ib 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons wkh required sections: Rea'd vi Moment of Inertia(deflection): 64.35 in4 75.3 in4 Moment: 35744 ft-Ib 50898 ft-Ib Shear: -147851b 414001b Project:214412 P89a LARRY LEPOWSKY Location:BSMT.STORAGE DR D.F.P.PLANNING 8�DESIGN Mutti-Loaded Multi-Span Beam 9100 BALTIMORE ST o� [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (3)1.51Nx11.251Nx6.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:45 AM Section Adequate By:33.4% Controllin Factor:Moment CAUTIONS "Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U1736 Dead Load 0.02 in Total Load 0.06 IN U1252 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS e � Live Load 2581 Ib 2581 Ib Dead Load 998 Ib 998 Ib Total Load 3579 Ib 3579 Ib Bearing Length 1.87 in 1.87 in BEAM DATA Center Span Length 6.67 ft Unbraced Length-Top 0 ft s.s�tt Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Un'rform Live Load 774 pif #2-Spruce-Pine-Fir Unfform Dead Load 290 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 1073 pif Cd=1.00 CF=1.00 Cr-1.15 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elas6city: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 5968 ft-Ib 3.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2577 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sectlons: Rea'd Provide Section Modulus: 71.17 in3 94.92 in3 Area(Shear): 28.63 in2 50.63 in2 Moment of Inertia(deflection): 153.52 in4 533.94 in4 Moment: 5968 ft-Ib 7960 ft-Ib Shear: -25771b 45561b page Project:214412 LARRY LEPOWSKY Location:MECH.DR D.F.P.PLANNING 8�DESIGN MuRi-Loaded Mufti-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx7.251Nx3.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:45 AM Section Adequate By:27.9% ConVollin Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTION3 Center LOADING DIACaRAM Live Load 0.02 IN U1860 Dead Load 0.01 in Total Load 0.03 IN L/1348 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A � Live Load 1420 Ib 1420 Ib Dead Load 539 Ib 539 Ib Total Load 1960 Ib 1960 Ib Bearing Length 1.54 in 1.54 in BEAM DATA Center Span Length 3.67 ft Unbraced Length-Top 0 ft g'67ft Unbraced Length-Bottom 3.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS nter MATERIAL PROPERTIES Un'rform Live Load 774 plf #2-Spruce-Pine-Fir Uniform Dead Load 290 plf Base Values Adiusted Beam Self Weight 4 plf Bending Stress: Fb= 875 psi Fb'= 1050 psi Total Uniform Load 1068 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 1798 ft-Ib 1.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1333 Ib At a distance d from IeR support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Pr vi Section Modulus: 20.55 in3 26.28 in3 Area(Shear): 14.81 in2 21.75 in2 Moment of Inertia(deflection): 25.45 in4 95.27 in4 Moment: 1798 ft-Ib 2300 ft-Ib Shear: 13331b 19581b page Project:214412 LARRY LEPOWSKY / Location:FLEX ROOM HALL D.F.P.PLANNING 8�DESIGN Mutti-Loaded Multi-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx9.251Nx5.33FT #2-Spruce-Pine-Fir-Dry Use SVuCalc Version 8.0.113.0 12/9/2014 9:11:45 AM Section Adequate By:13.8% Controllin Factor:Moment CAUTIONS "Laminations are to be fulty connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U1589 Dead Load 0.02 in Total Load 0.06 IN U1149 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 1636 Ib 1636 Ib Dead Load 626 Ib 626 Ib Total Load 2263 Ib 2263 Ib Bearing Len th 1.77 in 1.77 in BEAM DATA Center Span Length 5.33 ft Unbraced Length-Top 0 ft B.33R Unbraced Length-Bottom 5.33 ft Live Load DuraGon Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 614 pif #2-Spruce-Pine-Fir Un'rform Dead Load 230 plf Base Values �g� Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 963 psi Total Uniform Load 849 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-�-= 425 psi Fc-1'= 425 psi Controlling Moment: 3015 ft-Ib 2.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1629 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons wkh required sections: Rea'd Pr i Section Modulus: 37.59 in3 42.78 in3 Area(Shear): 18.1 in2 27.75 in2 Moment of Inertia(deflection): 61.98 in4 197.86 in4 Moment: 3015 ft-Ib 3431 ft-Ib Shear: -16291b 24981b page Project:214412 LARRY LEPOWSKY / Loca6on:GUEST ROOM HALL D.F.P.PLANNING&DESIGN Multi-Loaded MuRi-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx9.251Nx4.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:45 AM Section Adequate By:48.2% Controllin Factor:Moment CAUTIONS *Laminations are to be fully connected to provide un'rfarm transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2363 Dead Load 0.01 in Total Load 0.03 IN U1709 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS B � Live Load 1434 Ib 1434 Ib Dead Load 549 Ib 549 Ib Total Load 1983 Ib 1983 Ib Bearing Length 1.55 in 1.55 in BEAM DATA Center Span Length 4.67 ft Unbraced Length-Top 0 ft 4'6�ft Unbraced Length-Bottom 4.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 614 plf #2-Spruce-Pine-Fir Unfform Dead Load 230 plf Base Values Adiusted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 963 psi Total Uniform Load 849 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 2315 ft-Ib 2.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1348 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons wkh required sections: Rea'd Pr vi SecUon Modulus: 28.86 in3 42.78 in3 Area(Shear): 14.98 in2 27.75 in2 Moment of Inertia(deflecUon): 41.69 in4 197.86 in4 Moment: 2315 ft-Ib 3431 ft-Ib Shear: 13481b 24981b page Project:214412 / LARRY LEPOWSKY Location:WET BAR HALL D.F.P.PLANNING&DESIGN Mutti-Loaded Muw-Span Beam 9100 BALTIMORE ST o� [2006 Irrtemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx7.251Nx4.5FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:45 AM Section Adequate By:56.1% Controllin Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U1859 Dead Load 0.01 in Total Load 0.04 IN U1342 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS g � Live Load 945 Ib 945 Ib Dead Load 364 Ib 364 Ib Total Load 1309 Ib 1309 Ib Bearing Length 1.03 in 1.03 in BEAM DATA CeMer Span Length 4.5 ft Unbraced Length-Top 0 ft 4.6 ft Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 420 plf #2-Spruce-Pine-Fir Uniform Dead load 158 plf Base Values �Jiusted Beam Self Weight 4 plf Bending Stress: Fb= 875 psi Fb'= 1050 psi Total Uniform Load 582 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1-= 425 psi Fc-1'= 425 psi Controlling Moment: 1473 ft-Ib 2.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -969 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Pr vi Section Modulus: 16.84 in3 26.28 in3 Area(Shear): 10.77 in2 21.75 in2 Moment of Inertia(deflection): 25.56 in4 95.27 in4 Moment: 1473 ft-Ib 2300 ft-Ib Shear: -9691b 19581b Project:214412 Pe� LARRY LEPOWSKY Location:HANNAHS BR DOOR D.F.P.PLANNING 8 DESIGN Mutti-Loaded Muki-Span Beam 9100 BALTIMORE ST � [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx5.51Nx3.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:45 AM Section Adequate By:3.9% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN U1058 Dead Load 0.02 in Total Load 0.06 IN L/766 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS 0 � Live Load 1090 Ib 1090 Ib Dead Load 415 Ib 475 Ib Total Load 1505 Ib 1505 Ib Bearing Length 1.18 in 1.18 in BEAM DATA Center 9.87 R Span Length 3.67 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.67 ft UNIFORM LOADS nter Live Load Duration Factor 1.00 Un'rform Live Load 594 plf Notch Depth 0.00 Uniform Dead Load 223 plf MATERIAL PROPERTIES Beam Self Weight 3 plf #2-Spruce-Pine-Fir Total Uniform Load 820 plf Base Values Adiusted Bending Stress: Fb= 875 psi Fb'= 1138 psi Cd=1.00 CF=1.30 Shear SVess: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-l= 425 psi Fc-1'= 425 psi Controlling Moment: 1381 ft-Ib 1.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1144 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with requfred sections: Rea'd Pr vi Section Modulus: 14.56 in3 15.13 in3 Area(Shear): 12.71 in2 16.5 in2 Moment of Inertia(deflection): 19.54 in4 41.59 in4 Moment: 1381 ft-Ib 1434 ft-Ib Shear: 11441b 14851b page Project:214412 LARRY LEPOWSKY / location:FLEX/LOWER GAR.DOOR D.F.P.PLANNING&DESIGN Multi-Loaded Multi-Span Beam 9100 BALTIMORE ST ot [2006 Intema6onal Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx5.51Nx3.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:71:45 AM Section Adequate By:378.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN U8848 Dead Load 0.00 in � Total Load 0.01 IN U4634 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:U360 REACTIONS B � Live Load 192 Ib 123 Ib Dead Load 242 Ib 79 Ib Total Load 434 Ib 202 Ib Bearing Length 0.34 in 0.16 in BEAM DATA Center a.67tt Span Length 3.67 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.67 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Un'rform Live Load 64 plf Notch Depth 0.00 Uniform Dead Load 24 plf MATERIAL PROPERTIES Beam Self Weight 3 plf #2-Spruce-Pine-Fir Total Uniform Load 91 pif �ase Values BSJ1Sd�.�i1 pOINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 1138 psi Load Number Qn� Cd=1.00 CF=1.30 Live Load 0 Ib Shear Stress: Fv= 135 psi Fv'= 135 psi Dead Load 207 ib Cd=1.00 Location 0.5 R Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E_min'= 510 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc-1= 425 psi Fc-1'= 425 psi Load Number Qeg Left Live Load 160 plf Controlling Moment: 223 ft-Ib Left Dead Load 30 plf 1.47 Ft from left support of span 2(Center Span) Right Live Load 160 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf Controlling Shear: 311 Ib Load Start 0 ft At a distance d from left support of span 2(Center Span) Load End 0.5 R Created by combining all dead loads and live loads on span(s)2 Load Length 0.5 ft Comparisons wlth required sections: Req'� Provided Section Modulus: 2.36 in3 15.13 in3 Area(Shear): 3.45 in2 16.5 in2 Moment of Inertia(deflection): 3.23 in4 41.59 in4 Moment: 223 ft-Ib 1434 ft-Ib Shear: 311 Ib 14851b page Project:214412 / LARRY LEPOWSKY Location:FLEX RM DOOR D.F.P.PLANNING&DESIGN Mufti-Loaded Mutti-Span Beam 9100 BALTIMORE ST ot [2006 Intemational Residential Code(2005 NDS)� BLAINE MINN.55449 (2)1.751Nx9.251Nx5.67FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:45 AM Section Adequate By:43.6% Controllin Factor:Moment CAUTIONS *Laminations are to be fully connected to provide unfform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U1251 Dead Load 0.04 in Total Load 0.10 IN U685 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 � REACTIONS g @ 2 Live Load 3413 Ib 2658 Ib Dead Load 2219 Ib 2779 Ib Total Load 5632 Ib 5437 Ib Bearing Length 2.15 in 2.07 in BEAM DATA Center Span Length 5.67 ft Unbraced Length-Top 0 ft 6.87 R Unbraced Length-Bottom 5.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 650 plf 1.9E Microllam-iLevel Trus Joist Unfform Dead Load 244 plf Base Values Adiusted Beam Self Weight 10 plf Bending Stress: Fb= 2600 psi Fb'= 2694 psi Total Uniform Load 904 plf Cd=1.00 CF=1.04 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number �g � Cd=1.00 Live Load 0 Ib 0 Ib Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 1137 Ib 1137 Ib Comp.1 to Grain: Fc-1= 750 psi Fc--L'= 750 psi Location 2.83 ft 5.25 ft Controlling Moment: 7801 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 2.78 Ft from left support of span 2(Center Span) Load Number Qpg v� Created by combining all dead loads and live loads on span(s)2 Left Live Load 734 plf 734 plf Controlling Shear: 4134 Ib Left Dead Load 395 plf 395 pff At a distance d from left support of span 2(Center Span) Right Live Load 734 plf 734 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 395 plf 395 plf Load Start 0 ft 5.25 ft Comparisons with required sections: Rea'd Provided Load End 2.83 ft 5.67 ft Section Modulus: 34.75 in3 49.91 in3 Load Length 2.83 ft 0.42 ft Area(Shear): 21.76 in2 32.38 in2 Moment of Inertia(deflection): 121.34 in4 230.84 in4 Moment: 7801 ft-Ib 11204 ft-Ib Shear: 41341b 6151 Ib page Project:214412 LARRY LEPOWSKY / Location:GUEST ROOM WDW D.F.P.PLANNING&DESIGN Multi-Loaded MuRi-Span Beam 9100 BALTIMORE ST or [2006 International Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx11.8751Nx7.67FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:45 AM Section Adequate By:3.2% Controllin Factor:Moment CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTION3 Center LOADING DIAGRAM Live Load 0.07 IN U1371 Dead Load 0.11 in Total Load 0.18 IN U516 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS 9 � Live Load 3068 Ib 3068 Ib � Dead Load 4173 Ib 3294 Ib Total Load 7241 Ib 6362 Ib Bearing Length 2.76 in 2.42 in BEAM DATA Center Span Length 7.67 ft Unbraced Length-Top 0 ft �'87 R Unbraced Length-Bottom 7.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Unfform Live Load 800 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 300 plf Base Values @�iusted Beam Self Weight 13 plf Bending Stress: Fb= 2600 psi Fb'= 2604 psi Total Uniform Load 1113 plf Cd=1.00 CF=1.00 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number Q�ig Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 5067 Ib Comp.1 to Grain: Fc-1= 750 psi Fc-�-'= 750 psi Location 3.17 ft Controlling Moment: 17291 ft-Ib 3.22 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shesr: 6217 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 79.69 in3 82.26 in3 Area(Shear): 32.72 in2 41.56 in2 Moment of Inertia(deflection): 340.86 in4 488.41 in4 Moment: 17291 ft-Ib 17848 ft-Ib Shear: 62171b 78971b page Project:214412 LARRY LEPOWSKY Location:REC ROOM DR D.F.P.PLANNING 8 DESIGN Mutti-Loaded Muki-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx9.251Nx3.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 72/9/2014 9:11:46 AM Section Adequate By:132.9°k Controllin Factor:Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7866 Dead Load 0.01 in Total Load 0.01 IN L/3701 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS � @ � z Live Load 667 Ib 728 Ib Dead Load 2574 Ib 2597 Ib Total Load 3241 Ib 3325 Ib Bearing Length 2.54 in 2.61 in BEAM DATA Center Span Length 3.67 ft Unbraced Length-Top 0 ft 3.87R Unbraced Length-Bottom 3.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Unfform Live Load 0 plf #2-Spruce-Pine-Fir Unfform Dead Load 0 plf Base Values A�'usted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 963 psi Total Uniform Load 5 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number �r g Two Cd=1.00 Live Load 0 Ib 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead Load 2314 Ib 2314 Ib Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Location 0.17 ft 3.5 ft Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 1283 ft-Ib Load Number 91� IY�C4 1.87 Ft from left support of span 2(Center Span) Left Live Load 80 plf 250 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 30 plf 94 plf Controlling Shear: -1073 Ib Right Live Load 130 plf 300 ptf At a distance d from right support of span 2(Center Span) Right Dead Load 49 plf 113 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 0 ft Load End 3.67 ft 3.67 ft Comparisons with required sections: Rea'd Pr vi e Load Len th 3.67 ft 3.67 ft Section Modulus: 15.99 in3 42.78 in3 Area(Shear): 11.92 in2 27.75 in2 Moment of Inertia(deflection): 19.25 in4 197.86 in4 Moment: 1283 ft-Ib 3431 ft-Ib Shear: -10731b 24981b page Project:214412 LARRY LEPOWSKY Location:REC ROOM ANGLED WDW LEFT D.F.P.PLANNING&DESIGN MuRi-Loaded Mutti-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx11.251Nx6.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:46 AM Section Adequate By:2.8% Controllin Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide uniform transfer of loads to all members QEFLECTION3 Center LOADING DIAGRAM Live Load 0.05 IN U1599 Dead Load 0.02 in Total Load 0.07 IN U1105 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 � REACTIONS �, ¢ Z Live load 2068 Ib 1668 Ib Dead Load 1734 Ib 1575 Ib Total Load 3802 Ib 3242 Ib Bearing Length 2.98 in 2.54 in BEAM DATA Center Span Length 6.67 ft Unbraced Length-Top 0 ft 6.67 R Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS n er MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Spruce-Pine-Fir Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 6 pff Cd=1.00 CF=1.00 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number Qr�g ro Cd=1.00 Live Load 0 Ib 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead Load 937 Ib 927 Ib Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Location 0.17 ft 6.5 ft Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 4489 ft-Ib Load Number Q.ng Two 3.13 Ft from left support of span 2(Center Span) Left Live Load 410 plf 330 pif Created by combining all dead loads and live loads on span(s)2 Left Dead Load 154 plf 124 plf Controlling Shear: 2111 Ib Right Live Load 220 plf 160 plf At a distance d from left support of span 2(Center Span) Right Dead Load 83 plf 60 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 0 ft Load End 6.67 ft 6.67 ft Comparisons wRh required sections: Rea'd Pr vi d Load Len th 6.67 ft 6.67 R Section Modulus: 61.57 in3 63.28 in3 Area(Shear): 23.45 in2 33.75 in2 Moment of Inertia(deflection): 116 in4 355.96 in4 Moment: 4489 ft-Ib 4614 ft-Ib Shear: 2111 Ib 30381b page Project:214412 LARRY LEPOWSKY Location:REC ROOM ANGLED WDW RIGHT D.F.P.PLANNING 8 DESIGN MuRi-loaded MuIG-Span Beam 9100 BALTIMORE ST ot [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx9.251Nx6.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:46 AM Section Adequate By:9.2°� Controllin Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide unifortn transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN U1293 Dead Load 0.03 in Total Load 0.09 IN U875 Live Load Deflection Crkeria:U480 Total Load Deflection Criteria:L/360 REACTIONS g B � 2 Live Load 1423 Ib 1145 Ib Dead Load 1489 Ib 1375 Ib Total Load 2912 Ib 2520 Ib Bearing Length 2.28 in 1.98 in BEAM DATA Center Span Length 6.67 ft Unbraced Length-Top 0 ft 8.67 R Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Unifortn Live Load 0 plf #2-Spruce-Pine-Fir Unfform Dead Load 0 plf Base Values A�'usted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 963 psi Total Uniform Load 5 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number Qpg � Cd=1.00 Live Load 0 Ib 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead Load 937 Ib 927 Ib Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Location 0.17 ft 6.5 ft Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 3142 ft-Ib Load Number Q�g Two 3.13 Ft from left support of span 2(Center Span) Left Live Load 410 plf 100 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 154 plf 38 plf Controlling Shear: 1677 Ib Right Live Load 220 plf 40 plf At a distance d from left support of span 2(Center Span) Right Dead Load 83 pif 15 pff Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 0 ft Load End 6.67 ft 6.67 ft Comparisons with required sections: Rea'd Pr vi Load Len th 6.67 ft 6.67 ft Section Modulus: 39.18 in3 42.78 in3 Area(Shear): 18.63 in2 27.75 in2 Moment of Inertia(deflection): 81.43 in4 197.86 in4 Moment: 3142 ft-Ib 3431 ft-Ib Shear: 16771b 24981b page Project:214412 LARRY LEPOWSKY LocaGon:REC ROOM WDW REAR D.F.P.PLANNING 8 DESIGN Mutti-Loaded Multi-Span Beam 9100 BALTIMORE ST o� [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx5.51Nx9.33FT(2.5+4.3+2.5) #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:46 AM Section Adequate By:806.5% LOADING DIAGRAM ConUolling Factor:Shear DEFLECTIONS Lg$ S.�pi�i BLqL1Y Live Load 0.00 IN UMAX 0.00 IN UMAX 0.00 IN UMAX Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.00 IN UMAX 0.00 IN UMAX Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 z � REACTIONS � @ � P Live Load 74 Ib 262 Ib 262 Ib 74 Ib � 2 Dead Load 364 Ib 1599 Ib 1599 Ib 364 Ib Total Load 439 Ib 1860 Ib 1860 Ib 439 Ib Bearing Length 0.34 in 1.46 in 1.46 in 0.34 in BEAM DATA Lgg Center Riaht z.srt assrt- 2srt Span Length 2.5 ft 4.33 ft 2.5 ft Unbraced Length-Top 0 ft 0 ft 0 ft Unbraced Length-Bottom 2.5 ft 4.33 ft 2.5 ft UNIFORM LOADS � nter R_gt� Live Load Duration Factor 1.00 Unfform Live Load 64 plf 64 plf 64 plf Notch Depth 0.00 Uniform Dead Load 24 pff 24 pH 24 plf MATE AL PROPERTIES Beam Self Weight 3 plf 3 plf 3 plf #2-Spruce-Pine-Fir Total Uniform Load 91 plf 91 plf 91 plf Base Values � pOINT LOADS-LEFT SPAN Bending Stress: Fb= 875 psi Fb'= 1130 psi Load Number �g Two Cd=1.00 C/=0.99 CF=1.30 Live Load 0 Ib 0 Ib Shear Stress: Fv= 135 psi Fv'= 135 psi Dead Load 374 Ib 1463 Ib Cd=1.00 Location 0.17 ft 2.5 ft Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi RIGHT SPAN Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Load Number ne T� Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Live Load 0 Ib 0 Ib Dead Load 1463 Ib 374 Ib Controlling Moment: -138 ft-Ib Location 0 ft 2.33 ft Over left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Controlling Shear: 164 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 1,2 CompaNsons with requlred sections: Rea'd Pr id SecGon Modulus: 1.46 in3 15.13 in3 Area(Shear): 1.82 in2 16.5 in2 Moment of Inertia(deflection): 1.41 in4 41.59 in4 Moment: -138 ft-Ib 1425 ft-Ib Shear: 1641b 14851b page Project:214412 LARRY LEPOWSKY LocaUon:HANNAH BED WDW D.F.P.PLANNING 8 DESIGN Mutti-Loaded Mutti-Span Beam 9100 BALTIMORE ST or [2006 International Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx9.251Nx7.67FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:46 AM Section Adequate By:75.2% Controllin Factor:Deflection CAUTIONS "Laminations are to be fully connected to provide unifortn transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN U879 Dead Load 0.04 in Total Load 0.15 IN U631 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS g � Live Load 2263 Ib 2263 Ib Dead Load 890 Ib 890 Ib Total Load 3153 Ib 3153 Ib Bearing Length 1.20 in 1.20 in BEAM DATA Center Span Length 7.67 ft Unbraced Length-Top 0 ft �•67n Unbraced Length-Bottom 7.67 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS en r MATERIAL PROPERTIES Uniform Live Load 590 plf 1.9E Microllam-iLevel Trus Joist Un'rfortn Dead Load 222 plf Base Values �iusted Beam Self Weight 10 plf Bending Stress: Fb= 2600 psi Fb'= 2694 psi Total Uniform Load 822 plf Cd=1.00 CF=1.04 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-�-'= 750 psi Controlling Moment: 6046 ft-Ib 3.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2522 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sectfons: Rea'd Provided Section Modulus: 26.93 in3 49.91 in3 Area(Shear): 13.28 in2 32.38 in2 Moment of Inertia(deflection): 131.77 in4 230.84 in4 Moment: 6046 ft-Ib 11204 ft-Ib Shear: -25221b 6151 Ib page Project:214412 LARRY LEPOWSKY Location:NATHAN BED WDW REAR D.F.P.PLANNING 8 DESIGN Mutti-Loaded Mutti-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx9.251Nx5.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:46 AM Section Adequate By:15.5% Controllin Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U1518 Dead Load 0.02 in Total Load 0.06 IN U1097 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 1514 Ib 1514 Ib Dead Load 581 Ib 581 Ib Total Load 2095 Ib 2095 Ib Bearin Len th 1.64 in 1.64 in BEAM DATA Center Span Length 5.67 ft Unbraced Length-Top 0 ft 5�67� Unbraced Length-Bottom 5.67 ft live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Un'rfortn Live Load 534 plf #2-Spruce-Pine-Fir Uniform Dead Load 200 plf Base Values Adiusted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 963 psi Total Uniform Load 739 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 • Modulus of Elasticity: E= 1400 ksi E'= 7400 ksi Min.Mod.of Elasticity: E_min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 2970 ft-Ib 2.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1550 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Pr vi d Section Modulus: 37.03 in3 42.78 in3 Area(Shear): 17.23 in2 27.75 in2 Moment of Inertia(deflection): 64.94 in4 197.86 in4 Moment: 2970 ft-Ib 3431 ft-Ib Shear: 15501b 24981b pege Project:214412 LARRY LEPOWSKY Location:NATHAN BED WDW SIDE D.F.P.PLANNING&DESIGN Multi-Loaded Mutti-Span Beam 9700 BALTIMORE ST ot [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx7.251Nx4.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:46 AM Section Adequate By:48.0% Controllin Factor:Moment CAUTIONS "Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTION3 Center LOADING DIAGRAM Live Load 0.03 IN U2156 Dead Load 0.02 in Total Load 0.05 IN L/1226 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:U360 REACTIONS g B Live Load 757 Ib 757 Ib Dead Load 574 Ib 574 Ib Total Load 1331 Ib 1331 Ib Bearing Length 1.04 in 1.04 in BEAM DATA Center Span Length 4.67 ft Unbraced Length-Top 0 ft 0.87 R Unbraced Length-Bottom 4.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS nter MATERIAL PROPERTIES Un'rform Live Load 64 plf #2-Spruce-Pine-Fir Unfform Dead Load 144 plf �ase Values Adiusted Beam Self Weight 4 plf Bending Stress: Fb= 875 psi Fb'= 1050 psi Total Uniform Load 212 plf Cd=1.00 CF=1.20 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number Qpg Cd=1.00 Left Live Load 260 plf Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Left Dead Load 98 plf Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Right Live Load 260 plf Comp.1 to Grain: Fc-L= 425 psi Fc-1'= 425 psi Right Dead Load 98 plf Load Start 0 ft Controlling Moment: 1554 ft-Ib Load End 4.67 ft 2.34 Ft from left support of span 2(Center Span) Load Len th 4.67 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1011 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisona with required sections: Rea'd Pr vi d Section Modulus: 17.76 in3 26.28 in3 Area(Shear): 11.24 in2 21.75 in2 Moment of Inertia(deflection): 27.98 in4 95.27 in4 Moment: 1554 ft-Ib 2300 ft-Ib Shear: -1011 Ib 19581b page Project:214412 LARRY LEPOWSKY Location:SCREEN PORCH FOUND. D.F.P.PLANNING&DESIGN MuRi-Loaded Mufti-Span Beam 9100 BALTIMORE ST o� [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx11.251Nx19.59FT(5.4+g.3+4.9) #2-Southern Pine-Wet Use StruCalc Version 8.0.113.0 12/9/2014 9:11:46 AM Section Adequate By:15.2% Controllin Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS j,gf� Center Riaht LOADING DIAGRAM Live Load -0.01 IN U5315 0.05 IN U2179 -0.01 IN U5635 Dead Load 0.01 in 0.01 in 0.00 in Total Load 0.02 IN U3192 0.06 IN U1823 -0.01 IN L/4427 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A B Sc L. � Live Load 816 Ib 2887 Ib 2636 Ib 659 Ib Dead Load 6243 Ib 5064 Ib 4102 Ib 144 Ib 2 � Total Load 7059 Ib 7951 Ib 6738 Ib 804 Ib Uplift(1.5 F.S) 0 Ib 0 Ib 0 Ib -264 Ib Bearing Length 6.22 in 7.00 in 5.93 in 0.71 in BEAM DATA L�$ nter Riaht Span Length 5.38 ft 9.33 ft 4.88 ft 5•ge n 8.53 R 4.88 R Unbraced Length-Top 0 ft 0 ft 0 ft Unbraced Length-Bottom 5.38 ft 9.33 ft 4.88 ft Live Load Duration Factor 1.00 UNIFORM LOADS � ente R� Notch Depth 0.00 Un'rform Live Load 0 plf 0 plf 0 plf MATERIAL PROPERTIES Unfform Dead Load 0 plf 0 plf 0 plf #2-Southem Pine Beam Self Weight 8 plf 8 plf 8 plf Base Values Adiusted Total Uniform Load 8 plf 8 pif 8 pif Bending Stress: Fb= 750 psi Fb'= 730 psi pOINT LOADS-LEFT SPAN Cd=1.00 C1=0.97 CF=1.00 Load Number Qr�g � Shear Stress: Fv= 165 psi Fv'= 160 psi Live Load 0 Ib 0 Ib Cd=1.00 Cm=0.97 Dead Load 6400 Ib 3530 Ib Modulus of Elasticity: E= 1400 ksi E'= 1260 ksi Location 0.25 ft 5.38 ft Min.Mod.of Elasticity: E min= 510 ksi E_min'= 459 ksi RIGHT SPAN Cm=0.90 Load Number One Comp.1 to Grain: Fc-L= 565 psi Fc-1'= 379 psi Live Load 0 Ib Cm=0.67 Dead Load 3150 Ib Location 0 ft Controlling Moment: -3341 ft-Ib Over left support of span 2(Center Span) TRAPEZOIDAL LOADS-LEFT SPAN Created by combining all dead loads and live loads on span(s) 1,2 Load Number Qn� Controlling Shear: 1943 Ib Left Live Load 330 plf At a distance d from left support of span 1 (Left Span) Left Dead Load 124 plf Created by combining all dead loads and live loads on span(s) 1,3 Right Live Load 330 plf Right Dead Load 124 plf Comparisons wrth required sections: Rea'd Pr vi Load Start 0 ft Section Modulus: 54.95 in3 63.28 in3 load End 5.38 ft Area(Shear): 18.21 in2 33.75 in2 Load Length 5.38 ft Moment of Inertia(deflection): 78.41 in4 355.96 in4 CENTER SPAN Moment: -3341 ft-Ib 3848 ft-Ib Load Number Qpg IN14 Shear: 1943 Ib 3601 Ib Left Live Load 330 plf 284 plf Left Dead Load 124 plf 107 plf Right Live Load 330 plf 284 plf Right Dead Load 124 plf 107 plf Load Start 0 ft 7.5 ft load End 7.5 ft 9.33 ft Load Length 7.5 ft 1.83 ft RIGHT SPAN Load Number Qng Left Live Load 284 plf Left Dead Load 107 plf Right Live Load 284 plf Right Dead Load 107 plf Load Start 0 ft Load End 4.88 ft Load Length 4.88 ft page Project:214412 LARRY LEPOWSKY Location:DECK LEFT D.F.P.PLANNING&DESIGN Multi-Loaded Mufti-Span Beam 9100 BALTIMORE ST or [2006 International Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx11251Nx6.33FT #2-Southem Pine-Wet Use StruCalc Version 8.0.113.0 12/9/2014 9:11:46 AM Section Adequate By:0.4% Controllin Factor:Moment CAUTIONS "Laminations are to be fully connected to provide unfform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.05 in Total Load 0.05 IN U1525 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS � B Live Load 171 Ib 171 Ib Dead Load 940 Ib 1622 Ib � Total Load 1111 Ib 1793 Ib Bearing Length 0.98 in 1.58 in BEAM DATA Center Span Length 6.33 ft Unbraced Length-Top 0 ft 6.ssn Unbraced Length-Bottom 6.33 ft Live Load Duration Factor 1.00 Notch De th 0.00 11NIFORM LOADS ent r MATERIAL PROPERTIES Uniform Live Load 54 plf #2-Southem Pine Uniform Dead Load 24 plf Base Values A�'usted Beam Self Weight 8 plf Bending Stress: Fb= 750 psi Fb'= 675 psi Total Uniform Load 86 plf Cd=0.90 CF=1.00 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 165 psi Fv'= 144 psi Load Number Qpg J� Cd=0.90 Cm=0.97 Live Load 0 Ib 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1260 ksi Dead Load 1555 Ib 804 Ib Min.Mod.of Elasticity: E min= 510 ksi E_min'= 459 ksi Location 4.08 ft 4.08 ft Cm=0.90 Comp.1 to Grain: Fc-1= 565 psi Fc-1'= 379 psi Cm=0.67 Controiling Moment: 3545 ft-Ib 4.05 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: -1594 Ib At a distance d from right support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Rea'd Provided Section Modulus: 63.02 in3 63.28 in3 Area(Shear): 16.59 in2 33.75 in2 Moment of Inertia(deflection): 84 in4 355.96 in4 Moment: 3545 ft-Ib 3560 R-Ib Shear: -15941b 3241 Ib Project:214412 page LARRY LEPOWSKY Location:DECK ANGLE LEFT D.F.P.PLANNING 8�DESIGN Mutti-Loaded Multi-Span Beam 9100 BAITIMORE ST o� [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx11.251Nx8.OFT #2-Southem Pine-Wet Use StruCalc Version 8.0.113.0 12/9/2014 9:11:46 AM Section Adequate By:89.3% Controllin Factor:Moment CAUTIONS *Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U2546 Dead load 0.02 in Total Load 0.05 IN U1793 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS � @ Live Load 659 Ib 809 Ib Dead Load 280 Ib 336 Ib Total Load 939 Ib 1146 Ib Bearing Len th 0.83 in 1.01 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft a rt Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS n r MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Southem Pine Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 8 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 8 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 165 psi Fv'= 160 psi Load Number Qpg Cd=1.00 Cm=0.97 Left Live Load 127 plf Modulus of Elasticity: E= 1400 ksi E'= 1260 ksi Left Dead Load 48 plf Min.Mod.of Elasticity: E_min= 510 ksi E_min'= 459 ksi Right Live Load 240 plf Cm=0.90 Right Dead Load 90 plf Comp.1 to Grain: Fc-1= 565 psi Fc-1'= 379 psi Load Start 0 ft Cm=0.67 Load End 8 ft Controlling Moment: 2089 ft-Ib Load Len th 8 ft 4.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -856 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons wkh requlred sections: Rea'd Provided Section Modulus: 33.43 in3 63.28 in3 Area(Shear): 8.02 in2 33.75 in2 Moment of Inertia(deflection): 71.46 in4 355.96 in4 Moment: 2089 ft-Ib 3955 ft-Ib Shear: -8561b 3601 Ib page Project:214412 LARRY LEPOWSKY Location:DECK ANGLE RIGHT D.F.P.PLANNING&DESIGN Mutti-Loaded Multi-Span Beam 9100 BALTIMORE ST ot [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.51Nx11.251Nx8.OFT #2-Southern Pine-Wet Use StruCalc Version 8.0.113.0 12/9/2014 9:11:46 AM Section Adequate By:48.4% Controllin Factor:Moment CAUTIONS `Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U1988 Dead Load 0.02 in Total Load 0.07 IN U1409 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:U360 REACTIONS g. � Live Load 1080 Ib 800 Ib Dead Load 439 Ib 334 Ib Total Load 1519 Ib 1134 Ib Bearing Length 1.34 in 1.00 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft a n Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch De th 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Un'rform Live Load 0 pif #2-Southem Pine Uniform Dead Load 0 pH Base Values Adiusted Beam Self Weight 8 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 8 pH Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 165 psi Fv'= 160 psi Load Number Qpg Cd=1.00 Cm=0.97 Left Live Load 340 plf Modulus of Elasticity: E= 1400 ksi E'= 1260 ksi Left Dead Load 128 plf Min.Mod.of Elasticity: E min= 510 ksi E_min'= 459 ksi Right Live Load 130 plf Cm=0.90 Right Dead Load 49 plf Comp.1 to Grain: Fc-1= 565 psi Fc-1'= 379 psi Load Start 0 ft Cm=0.67 load End 8 ft Load Len th 8 ft Controlling Moment: 2666 ft-Ib 3.68 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1114 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Compariaons with required sections: Rea'd Provided Section Modulus: 42.66 in3 63.28 in3 Area(Shear): 10.44 in2 33.75 in2 Moment of Inertia(deflection): 90.95 in4 355.96 in4 Moment: 2666 ft-Ib 3955 ft-Ib Shear: 11141b 3601 Ib page Project:214412 / LARRY LEPOWSKY Location:DECK FACE D.F.P.PLANNING 8�DESIGN MuRi-Loaded Multi-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 5.251N x 11.875 1N x 16.0 FT Level 2 Wolmanized Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:46 AM Section Adequate By:6.9°� I.OADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.33 IN L/580 Dead Load 0.17 in Total Load 0.50 IN U385 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 z REACTIONS A � � Live Load 1920 Ib 1920 Ib Dead Load 2028 Ib 2389 Ib Total Load 3948 Ib 4309 Ib Bearing Length 2.04 in 2.23 in BEAM DATA Center 1en Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 240 plf Notch Depth 0.00 Uniform Dead Load 90 plf MATERIAL PROPERTIES Beam Self Weight 19 plf Level 2 Wolmanized Parallam-iLevel Trus Joist Total Uniform Load 349 plf Base Values AdiusteS! pOINT LOADS-CENTER SPAN Bending Stress: Fb= 1827 psi Fb'= 1829 psi Load Number Qn� � Cd=1.00 CF=1.00 Live Load 0 Ib 0 Ib Shear Stress: Fv= 197 psi Fv'= 197 psi Dead Load 1146 Ib 1519 Ib Cd=1.00 Location 0.25 ft 15.75 ft Modulus of Elasticity: E= 1460 ksi E'= 1460 ksi Comp.1-to Grain: Fc-1= 368 psi Fc-1'= 368 psi Controlling Moment: 11517 ft-Ib 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2838 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 75.55 in3 123.39 in3 Area(Shear): 21.61 in2 62.34 in2 Moment of Inertia(deflection): 685.35 in4 732.62 in4 Moment: 11517 ft-Ib 18808 ft-Ib Shear: -28381b 81881b Project:214412 page LARRY LEPOWSKY Location:DECK#2 FACE D.F.P.PLANNING&DESIGN MuRi-Loaded Mutti-Span Beam 9100 BALTIMORE ST or [2006 Intemational Residential Code(2005 NDS)� BLAINE MINN.55449 5.251Nx14.01Nx20.OFT Level 2 Wolmanized Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 12/9/2014 9:11:47 AM Section Adequate By:31.2% J.OADING DIAGRAM Controlling Factor:Deflection DEFLECTIANS Center Live Load 0.33 IN L/717 Dead Load 0.17 in Total Load 0.51 IN L/472 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A � Live Load 1212 Ib 1726 Ib Dead Load 687 Ib 882 Ib Total Load 1899 Ib 2608 Ib Bearing Length 0.98 in 1.35 in BEAM DATA Center 2o rt Span Length 20 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 20 ft UNIFORM LOADS n er Live Load Duration Factor 1.00 Unfform Live Load 0 plf Notch Depth 0.00 Un'rfortn Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 23 plf Level 2 Wolmanized Parallam-iLevel Trus Joist Total Uniform Load 23 plf Base Values BS�1Sd�S�d TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 1827 psi Fb'= 1796 psi Load Number Qqg � Cd=1.00 CF=0.98 Left Live Load 0 plf 180 plf Shear SVess: Fv= 197 psi Fv'= 197 Psi Left Dead Load 0 plf 68 plf Cd=1.00 Right Live Load 104 plf 180 plf Modulus of Elasticity: E= 1460 ksi E'= 1460 ksi Right Dead Load 39 plf 68 plf Comp.l to Grain: Fc-L= 368 psi Fc-1'= 368 psi Load Start 0 ft 5.17 ft Load End 5.17 ft 20 ft Controlling Moment: 12547 ft-ib Load Len th 5.17 ft 14.83 ft 10.4 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2337 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparlsons with required sections: Rea'd Provided Section Modulus: 83.84 in3 171.5 in3 Area(Shear): 17.79 in2 73.5 in2 Moment of Inertia(deflection): 915.13 in4 1200.5 in4 Moment: 12547 ft-Ib 25667 ft-Ib Shear: -23371b 96531b Project:214412 Pe� LARRY LEPOWSKY Location: 01 FR.PORCH BEAM D.F.P.PLANNING&DESIGN Mutti-Loaded Multi-Span Beam 9100 BALTIMORE ST o� [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 (2)1.751Nx7.251Nx17.67FT(2.5+12.7+2.5) 1.9E Microllam-iLevel Trus Joist SVuCalc Version 8.0.113.0 12/9/2014 9:11:47 AM Section Adequate By:94.3% Controllin Factor:Moment CAUTIONS "Laminations are to be fully connected to provide unfform transfer of loads to all members DEFLECTIONS �$ Center Riaht LOADING DIAGRAM Live Load -0.01 IN U3674 0.17 IN U901 -0.01 IN L/3674 Dead Load 0.00 in 0.07 in 0.00 in Total Load -0.01 IN U2674 0.24 IN U640 -0.01 IN U2674 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS B � � Q Live Load 255 Ib 2603 Ib 2603 Ib 255 Ib Dead Load -306 Ib 1074 Ib 1074 Ib -306 Ib Total Load -51 Ib 3676 Ib 3676 Ib -51 Ib Uplift(1.5 F.S) -1299 ib 0 Ib 0 Ib -1289 Ib Bearing Length 0.00 in 1.40 in 1.40 in 0.00 in BEAM DATA Lg�i en er Riaht Span Length 2.5 ft 12.67 ft 2.5 R 2.6 R 1267 R 2.B n Unbraced Length-Top 2.5 ft 12.67 ft 2.5 ft Unbraced Length-Bottom 2.5 ft 12.67 ft 2.5 ft Live Load Duratian Factor 1.00 UNIFORM LOADS Le Center Riaht Notch Depth 0.00 Un'rform Live Load 210 plf 210 plf 210 pff MATERIAL PROPERTIES Un'rform Dead Load 79 plf 79 plf 79 pH 1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf 8 pff 8 plf Base Values Adiusted Total Uniform Load 297 plf 297 plF 297 plf Bending Stress: Fb= 2600 psi Fb'= 2700 psi Cd=1.00 CI=0.97 CF=1.07 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: -3551 ft-Ib Over left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Controlling Shear: 1734 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 1,2 Comparisons wkh required sections: Rea'd Pr vi ed Section Modulus: 15.78 in3 30.66 in3 Area(Shear): 9.13 in2 25.38 in2 Moment of Inertia(deflection): 44.43 in4 111.15 in4 Moment: -3551 ft-Ib 6898 ft-Ib Shear: 17341b 4821 Ib DATE TI E CITY OF ORONO CALLED IN INSPECTION N TICE,. SCHEDULED PERMIT NO. �� COMPL ED � ADDRESS OWNER TELEPHONE NO. CONTRACTOR i � � D RIPTION � tV FOOTING ❑ PL G FINAL ❑ EXCAV/GRADING/FILLING Q 0 P RED WALL ❑ MECHANICAL RI ❑ LAKESHORFJWEfLANDS y ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE � SITE INSPECTION Q ❑ RADON SLAB O WATER HOOK-UP O PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT v O DEMO-SITE ❑ SEPTIC MAINT. O FOLLOW-UP _ ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL � ❑ PLUMBING RI 0 SEPTIC FINAL ❑ FOUNDATION/REMOVAL 2 OWNERICONTRACTOR TO MEET YOU:_YES_NO y COMMENTS: �� B!`'�'� � � j , � � 0 � � 0 � W � Q � 2 W � W � J W RKSATISFACTOR`FPROCEED �PROJECTCOMPLETE � RRECT WORK 8 PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY W 0 ❑CORRECT V1fORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑pHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION RE(]UIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. �9 -460� OwnerfContractor on site: Inspector: White Copyllnspecto�'s File Canary CopylSite Noties C �.C� DATE ��ylt CITY O ORONO CALLED IN � INSPECTION NOTIC� / �3CHEDULED a� .: s PERMIT NO b J`�LETED ADDRESS �o OWNER ' TELEPHONE NO��/ ��g�7 `� CONTRACTOR�//( � DESCRIPTION �L�I:/�-- _ � ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL Q j'�.eOURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING O��❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP W ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVER REMOVAL J ❑ DEMO-SITE ❑ SEPTIC INSTALL ❑ FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: a� �/ — . � / `��/� � �� r�Ks�7� c/��l"�c p �'�o�� S�c�T � �. � � � l'c� .�Jad � ,O�✓ G-� �L��l�P� r�'�s� W � � � OJ�(%{'1 ,�j/'6�j/KCe/�vj� �-_ W � W � � d W ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLEfE � �CORRECT WORK 8 PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOYERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. � pHOTO TAKEN INSPECTOR WILL REfURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Ca11 for the next inspection 24 hours in advance. (952� 249-4600 OwnerlContractor on site: Inspector. �/r" 7T� White Copyllnspector's Ffle Canary CopylSite Notice � DATE TIME V CITY OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED PERMITNO. ZO�9'-OI� COMPLETED 2 "�D'��i ADDRESS �� I��U' ,WO�(;� � OWNER TELEPHONE NO. CONTRACTOR >; DESCRIPTION ' v�Y��"� ��l/�� ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORENVETLANDS y ❑ FRAMING ❑ MECHANICAL FINAL Q ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT � ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP ? ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL � ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOH TO MEET YOU:_YES_NO � COMMENTS: � W a � � — O >. � � � � ti � Q � Z W � W � � d W ❑WORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLETE � ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W � ❑CORRECT WORK,CALI FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ pH0T0 TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED O INSPECTION REQUIRED.CALLTO ARRANGE ACCESS. Cail for the next inspection 24 hours in advance. �952� 24Q-460� Owner/Contr'n ctor on sjte: Inspector. ►V��(,��!, �`— White Copyllnspector's File Canary CopylSite Notice �— J�/ �� DATE TIM� CITY OF ORONO CALLED IN, o��D INSPECTION NOTIC SCHEDUL��9/ _..�'8' PERMIT NO. s COMPLETED ADDRESS �3� �� OWNER LEPHONE NO.�s � '��`"� CONTRACTOR � DESCRIPTION "" � ty ❑ FOOTING ❑ DE O-FINAL ❑ SEPTIC FINAL Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP ? ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVER REMOVAL J ❑ DEMO-SITE ❑�TIC INSTALL ❑ FOUNDATION/REMOVAL 2 OWNERfCONTRACTOR TO MEET YOU: YES_NO c�., COMMENTS: � ��'c� �F� .�� -�- b�/a�v �r�� o �h L,./ . C o►ti►,�/�e — a � o - _ /�b �lr�.�. -{,l` �'��s �� W /� Q �a Yt 7F'/4(�d ✓ ^!Ys St�_/f ed�'f`P_ � 2 W � W � J d W ❑WORKSATISFACTORY:PROCEED G PROJECT COMPLEfE � ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W O �RRECT WORK,CALL FOR REtNSPECTION TEMPORARY V B ORE CWERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. ❑ pHOTOTAKEN INSPECTOR W{LL REfURN ❑STOP ORDEH POSTED.CALL INSPECTOR �CITATION ISSUED ❑ INSPECTION REOUIRED.CALL TO ARRANGE ACCESS. Call forthe next inspection 24 hours in advance. (g52) 249-46�� OwnerlContractor on site: Inspector. / '"'' � - - - - - - -- White Copyllnspector's File Canary CopylSite Notiee `,Q �ir� DATE TIME V Q OF ORONO CALLED IN �'�'�� INSPECTION O I �('� SCHEDULED � _ l V• N� PERMIT NO. �� COMPLET ADDRESS OWNER TELEPHONE NO. ��3 CONTRACTOR , � DESCRIPTION ��' 1 4� ❑ FOOTING ❑ DEMO-FINAL S TIC FINAL Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GFiADING/FILLING O ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP i ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVER REMOVAL J ❑ DEMO-SITE ❑ TIC INSTALL ❑ FOUNDATION/REMOVAL 2 �NNERICONTRACTOR TO MEEf YOU: YES_NO � COMMENTS: W t � � r — � j �' c�► r�G / O � � .. O " � 1 � a� W � / � C1 Q 2 f��,��'� - W � W QC � � O W� ❑WORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLEfE W �3q�iECT WORK 8 PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY � ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BE�FOREC01/ERING PERMANENT ❑CORRECT UNSAFE CONDITION WRHIN HOURS. ❑pHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED �INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (g52) 249-46�� OwnerlContractor on site: r�✓� . � Inspeator: �M- YVhite Copyllnspector's File Cenary CopylSite Notice V`-�' �DA�/� ME " CITY OF ORONO CALLED IN INSPECTION TI E SCHEDULED PERMIT NO. - �� COMPLETED ADDRESS 3� d` OWNER TELEPHONE NO.��`3 ''S3�g CONTRACT�R � C(� �LC_� _ � DESCRIPTION � ^ �-� � �. 4~j ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP W ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVER REMOVAL v ❑ DEMO-SITE ❑ SEPTIC INSTALL ❑ FOUNDATION/REMOVAL 2 �NNERfCONTRACTOR TO MEET YOU:_YES_NO y COMMENTS: � Tih�r�av� �p`ti �'�le� -O�- o ' �. � 0 W � Q � W � W � J W ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLEfE � ❑CARRECT 1NORK 8 PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY W 0 ❑CORRECT WORK,CAIL FOR REINSPECTION TEMPORARY V BEFORECONERING PERMANENT �CORRECT UNSAFE CONDITION WRHIN HOURS. p pH0T0 TAKEN INSPECTOR WILL REfURN ❑STOP ORDER POSTED.CALL INSPECTOR O CITATION ISSUED ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 OwnerfContractor on site: Inspector:�i�^' Whits Copyllnspector's Ffls Cenary CopylSite Notiee �� T�j TIME � CITY OF O CALL DE IN o��/ `5 —.�� INSPECTION NOTIC [�� SCHEDULEoG�"� �� PERMIT NO. � ��^-� MPLETED ADDRESS � ��- � OWNER TELEPH NO. `J�'� o�� CONTRACTOR ��- � � DESCRIPTION � W ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP 41 ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVEA REMOVAL J ❑ DEMO-SITE ❑ SEPTIC INSTALL ❑ FOUNDATION/REMOVAL 2 OWNERlCONTRACTOR TO MEET YOU:_YES_NO y COMMENTS: � � j O . � o ' W � Q � W � W �C j W ❑WORK SATISFACTORY:PROCEED O PROJECT COMPLETE � ❑CORRECT WORK 8 PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY W 0 ❑CORRECT WfORK,CALL FOR REINSPECTION TEMPORARY V BEFORE CdVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. p pHOTOTAKEN INSPECTOR WILL REfURN ❑STOP OR�ER POSTED.CALL INSPECTOR �CITATION ISSUED ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hou in adva 2) 249-46�� OwnerfContractor on site: Inspector: White CopYllnapector's Ffle Canary C ylSite Notke �� DATE TIME � ITY OF ORONO CA LED IN ,�, �� INSPECTION NOTICE SCHEDULED -?G� -,�� PERMIT NO.�_�-0 I N I S COMPLETED ADDRESS ��- �� '�� OWNER TEL O E N. �5a "3�� CONTRACTOR I ��,�y� �' �`3� � DESCRIPTION rQ-1�� ea�� ' � ❑ FOOTING ❑ DEMO-FINAL EPTIC FINAL Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP ? ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVER REMOVAL J ❑ DEMO-SITE ❑ PTIC INSTALL ❑ FOUNDATION/REMOVAL � OWNERICONTRACTORJ O MEET YOU:�YES_NO /1� li � COMMENTS: � � _ � � J � �, �5 � . � � 0 � , W � ' '� � Q � � � 2 � � W , � � J C1 - W ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPL E ��CORRECT WORK 8�PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ pHOTOTAKEN INSPECTOR W{LL REfURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Cal1 for the next inspection 24 hours in a�dva� ��2� 249-46�� OwnerlConVactor on site: Inspector. White CopyllnspectoPs File � Canary CopylSite Notice Q�(� � DATE TIME " CITY OF ORONO c� CALLED IN INSPECTION NOTI ��y�5 SCHEDULED � c�=� PERMIT NO. COMPLETED ADDRESS �� !��-' � OWNER LEPF�ONE NO.��-��3-5 3��' CONTRACTOR � �1 n�� - �; DESCRIPTION � � ll� ❑ FOOTING ❑ DEMO-FINAL ❑ PTIC FINAL Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP _ ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVER REMOVAL J ❑ DEMO-SITE PTIC INSTALL ❑ FOUNDATION/REMOVAL 2 OWNERICONTRACTOR TO MEET 1IOU�YES_NO .M1__._�� ., COMMENTS: � � � � a � -�C�t�c�rF i Gp �S� � � J O � � — �j/'lov�n•�l� �D�YG.�OKS �✓O�/f11L' tl � ° - OK � �u�✓ � W � Q � 2 W � W � J W ORK SATISFACTORY:PROCEED O PROJECT COMPLEfE � ❑CORRECT WORK 8 PROCEED O ISSUE CERTIFICATE OF OCCUPANCY W O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ pH0T0 TAKEN INSPECTOR WIIL REfURN ❑STOP ORDEFi POSTED.CALL INSPECTOR �CITATION ISSUED ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Ca11 for the next inspection 24�ours in advance. (952) 249-4600 OwnerlContractor on site: �''� . Inspector. �'�-' White Copyllnspector's File Canary CopylSite Notice � DATE TIME ✓ G�CITY OF ORON� CALLED IN INSPECTION N�TIC��c.� (r'j SCHEDULED 5 �-Q PERMIT NO. G l COMPLETED ADDRESS � �O Pcl-��Y> �7�l�ri �� OWNER TELEPHONE NO.�`SZw�3"'� CONTRACTOR ►'� e'a� >; DESCRIPTION ��'��'` ' � � � ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINA Q ❑ POURED WALL ❑ PLUMBING R� ❑ EXCAV/GRADING/FIC I , y ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP W ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVER REMOVAL v ❑ DEMO-SITE ❑�TIC INSTALL ❑ FOUNDATION/REMOVAL � OWNERICONTRACTOR TO MEET YOU: YES_NO c�.� COMMENTS: � W a � J O � � O � W � Q � 2 W � 4� 2 j d W ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE � ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECWERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ pHOTO TAKEN INSPECTOR WILL REfURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Ca11 for the next inspecti 4 hours i ctva (952) 249-4600 OwnerlContractor on site: Inspector. White Copyllnspector's File Cana CopylSite Notice C�—�X� DATE TIMEV ��ITY OF ORONO � cALLED IN INSPECTION NOTICE �� '�SCHEDULED � PERMIT NO._��S�L�� COMPLEfED ADDRESS -_3(.�% C�'rc.h..�Pj')(,L'C30�� OWNER TELEPHONE N(�— ' �5� CONTRACTOR � + ��'J.�`)�`�'�`�-'� � DESCRIPTION � � `�- �` ^ ly ❑ FOOTING ❑ DEMO-FINAL ❑ SEP INAL �� Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP W ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVER REMOVAL J ❑ DEMO-SITE ❑I�EPTIC INSTALL ❑ FOUNDATION/REMOA/AL � OWNERfCONTRACTOR TO M�� E��j�y YES_NO v�i COMMENTS: � W a � J O �. � O � W � Q � 2 W � W � � � W ORKSATISFACTORY:PROCEED PROJECT COMPLEfE � CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COYERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. ❑ pHOTOTAKEN INSPECTOR WILL REfURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next ins ion 2a hours in a ance. (g52) 249-4600 OwnerlContractor on site: Inspector. White Copyllnspector's File Canary CopylSite Notiee DATE TIME CiTY OF URONO CALLED IN INSPECTION NOTICE SCHEDULED '— �� ,��-- PERMIT NO.u�t`�'- (�14�� COMPLETED � l__��__— ADDRESS a�% �rtLY!'1N�� OWNER TELEPHONE NO. CONTRACTOR �-"�� ; DESCRIPTION � W ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING � ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORFJWETLANDS y O ❑ FRAMING ❑ MECHANICAL FINAL ❑ REE REMOVAL Z O INSULATION ❑ WOOD BURNER/FIREPLACE SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � � FINAI ❑ SEWER HOOK-UP ❑ COMPLAINT � � DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP _ ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL � ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL � OWNERICONTRACTOR TO MEET YOU:_YES_NO c�.� COMMENTS: � W a j �'C��'L /'CG � o , / _ . � C � GL ��L � ! 0 � Q �r�' n� ��n �e� a �� • � a W � w � � � W ❑WORKSATISFACTORY:PROCEED ❑ PROJECT COMPLETE � ❑CORRECT WORK&PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY W O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ pH0T0 TAKEN INSPECTOR WILL REfURN ❑CITATION ISSUED ❑STOP ORDEFi POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (J52� 249-4600 OwnerlContra on site: Inspector. i White Copyllnspector's File Canary CopylSite Notice C�� V —D� c1 / -�j D E TIME CITY OF ORONO � ��CALLED IN � -�— INSPECTION NOTIC HEDULED � — �� PERMIT N . - MPLETED ADDRESS `�O �� OWNER T EPHO E NO. � j� � CONTRACTOR `�� L �. DESCRIPTION � �� 4~j ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL � ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ F AMING ❑ MECHANICAL FINAL ❑ RATED WALLS � NSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT v FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP _ ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ FOUNDATION/REMOVAL J ❑ DEMO-SITE ❑ SEPTIC INSTALL 2 OMfNERlCONTRACTOR TO MEET YiOU:_YES_NO y COMMENTS: � � � 0 � a o G�� W � Q � W � t� �- � � J d W WORK SATISFACT ED PROJECT CO E � ❑ RRECT VYORK 8�PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY W � ❑CORRECT WORK,CALL FOR REtNSPECTION TEMPORARY V BEFORE CdVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. ❑ pHOTOTAKEN INSPECTOR WILL RETURN ❑STOP OROER POSTED.CALL INSPECTOR �CITATION ISSUED ❑INSPECTION REW IRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. 249-46�� OwnedContractor on site: Inspector: White Copyflnapector's File Canary CopylSka Nodce �� DATE�� TIME CITY OF ORONO cnLLED IN — � INSPECTION N TIC SCHEDULED �,�S.Z PERMIT NO. � COMPLEfED ADDRESS �� u�� OWNER T EPH NE N0.95 � S CONTRACTOR �- � DESCRIPTION � 4~j ❑ FOOTING ❑ DEMO- NAL ❑ SEPTIC FINAL . Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING O ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ RATED WALLS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT v NAL ❑ WATER HOOK-UP ❑ FOLLOW-UP W AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ FOUNDATION/REMOVAL _ v ❑ DEMO-SITE ❑ SEPTIC INSTALL ? OWNERICONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: . 4 Cdr�e.G�r��s D ro.r�a�� .. j OO _ � - --- Cl K c.-b� !c cb„�e�o%�e 0 � � Q - �5 ' bh,•Gt St►ive�► 545.+�.tte� � � z ,/� W /'erw.:t �iKs�7o� dG��s� 4s-�j�'.-L� s4..�t�► � �+.//''u✓s.L ' � � �WORKSATISFACTORIF PROCEED �ROJECT COMPLETE W ❑CORRECT WORK 8 PROCEED �SUE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECONERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑pHOTO TAKEN INSPECTOR WFLL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 OwnerlContractoron site: r�w 1 �t1Sp@CtO�: �'^' Whi CopyAnspector's File Canary CopylSifa Notice ADVANCE SURVEYING & ENGINEERING CO. ORa�O C�� 5300 S.Hwy.No.101 Minnetonkx,MN 55345 Phonc(992)474 7964 www.advsur.com S�rnVEY FOR: KIRK & PAM MOORE LEGEND SL'RVEYED:September 1 I,2014 DRAFTED:September l2,2014 REVISED:SCP[Cmbet'18,2014[OShOwnCi�hbOT'Sh0115C5. DENOTESTREETOBEREMOVED � REVISED:November 6,2014,to show topography,trees,and hardcover calculations. �� REVISED:November 26,2014,to show proposed dwelling,related improvements,grading,drainage DENOTESEX/STINGSPOTELEVAT/ON �"° and crosion control dctails. DENOTES PROPOSED SPOT ELEVATION ---9oo.o REVISED:December 2,2014,to show retaining wall top and bottom elevations and tree removal. DF,NOTF_S Ea'lSTING CONTOUR/.INE � -�>- � - I,EGAL DESCRIPTION: LO13,Block 1,Pai'[enWOOd,Hennepin Counry,MittnCSo[H. DENOTESPROPOSEDCONTOURLINE .A6 DE,NOTES PROVOSF.D STORM FLOW ZONiNG: LR-1B DENOTES PROPOSED S/LT FENCE —SF — SCOPE OF WORK: I. Showing the length and direction of boundary lines of the above legal description. The scope of our services dces not include detertnining what you own, which is a legal mattec Please check thc Icgal description with yow' records or consult with competcnt lc�al counsel,if nccessary, to make sure that it is correct,and that any matters of record,such as easements,that you wish shown on thc survcy,have been shown. 2. Showing the location of existing improvements we deemed important. 3. Setti�g new monuments or verifying old mormments to mark the corners of the property. 4. Sl�owin�and tabulating hard cover and area of the lot for your review and for the review of such governmental agencies as may have jurisdiction over hard cover requirements, 5. Showing your proposal to build a new home,related iinprovcmcnts,grading,drainagc and erosion control details f'or your review and approval and for the review and approeal of such govemmental agencies as may have jurisdiction over your project beforc you use this survey to make decisions. STANDARD SYMBOLS&CONVENTiONS: / "�"Dcnotcs I/2"ID pipc with plastic plug bearing State Licensc Numbcr 9235,sct,unlcss othcrwisc noted. CERTIFICATION: / I hereby c�rtify thac this plan,specitication,report or survey was prepared by me or under my direct � '--- supervision and that I am a duly Licensed Prof'essional Hngineer and Licensed Land Surveyor under the � _,_ ��o� laws of thc state of Minnesota. '6' _ !1 � "•-„'-- ----- ._._ Signaturr. yamw,o. ,�. �a/�Le/v Typcd Name: James H.Parker -"'•----_ Datc: Deccmbcr 2.2013 Rcg.No. 9235 ��' � 3�' O --- __ o, '� _ ' -- ;ti '�-_ _ »�S .� � `_ - -__ �V _'- YROW15tORFTnIV1\4u'ALL I _'� _ TIIPUI�W�{y1.SDR7V1�WA1'�4Ank � �- _ AS S11UWN UY'I'ROIpSF.�CUNTUIiAS, � VAAIti'J F'ROA19c3 T09b_'^_< 0(1Tf(1M O!�l'ALL IS FXISTIN(i GIt4pE,VARIFS FRnM 953]'t)95P 35 (N'ALL 1}s F'Ef:l'OR L1:Sti W HF.I(ilffl-:--' � YN()FOSLfI RF�1:4M1�G WAII. I �fOP()F�V'�I.I Il IIR/Vt Wpy GR.1DE n5 SIION'tr gY PR(11'nS1:U Cf>N'f(lURS. �'Altlf3 FNn:N W=._:l0 N55 / NOTTOM nP W 41.L 1.5 tXIS'fMG GRAIIt.V 4RII�S FP(1M 95P±5 TO 9A3 I lWALL I.S a Flt:l'()R f,fSJ IN Hk](i11T�-�-,, /' �.�PN(1VpS[;I�BRlfM11.'OUS - I ; DRNk(�\'I�.H OLf)I1RfV1�: I / A�b TI:4POHARY NIX'K CONSiRU(TIUN CNTRANC'F, ' / � / / �� / � ' . / '\ / .� ' / I' I I .I ,/ i � � , , : / / � I � I � %� � �. 1 1 �. ,'� . ;��— (__ � ._. � i / I ; I I � �, ' � � I I �° � —ss,_ � I ; I I I /o� �� ,``�� '�� s'� �' �o so�oo's4� , `� '`——' � ., � � ; i i i �'r '�F�� _ . �' �'°� d j �..�.,- � � / % r _ -Y I ."ro '.,, �Q � % �, ��'��b� � ` � � 98„r , �,. �• � �;'3 . � �- ,ti ,� �oi � :i �I � /p � ''o' � - � - j p� �a � ,--''� + ��'M� i :i a � .00� i * '"K, ,� �:f�n..T'__ f��. �i, , � '� $ r �o : :� i � � , , � ,q.` ��, � � � i �i W � B • i . J � �4� w sH � � ^ i � . , .�. , i � – _. ' � ... , `-__�n mseo v rH vsv.o� -' � : �// � � / � 1� � �;� : r veR � uw9ss.a-' ?t'°'. .I}- -- - � � --75- !_�__�� I , � ' � ��,�. � � ,I wb��.��- � twvs3�s- ..��T ' -'' � /r.."„I� � � � I �� ` � -a, i� � � '7, I ' euv.-ena �, '�� y��x`„� _�� ` ,'/; �.,� - P°'.,- ! i �' d o � � ,'n i '. � � - __ �s / r �°.� � � r Q� r ;� '1 � �i � � --- r i �' o�.� . , , � � �� '9„ ,��:- �. � � " �� o�; � i � � Sr� � �� ,a 1.' �, � bl5 � � � dS`t��, �� Paoeostn � 3��:a '_a�� `:t � 1,. � � ' - �I 1 � � � i �° �, ' �, —,�'�'�i�s N�u_---'" � �sF 8� Ei " ,' ,"� i �' � �� i � i ' � e ��`� �_; i � , � � � � I Q o ��a � ' � �°o`'�' �Yv/ � � ; I � 8 Q u m� � oo�� s,, I� / �� b ' m'�1 � 1 ` � I�;`b �� I � � ' � � i ; � ,� ' a i �,;, , N � � � r _ �-�-, --,fl, � ° --- - '�—� `� �� t ' � �;"�i" 1 ti'o i� � - �;�,-_ , �y �f o� �,� �� py � . � � a �,�� i1 '�. � 1�>.� � � r� 1 ' �I � �' � � �� L� c:�It U � I � , df _v+ � � �o �:m �, ;� � I AaU �� ,' 1 ' 1 � y � � � 1 �. , � �° �\ i 1 � N!vo ` ', I � S \ . ms � 1 ' I . I ��O . 1 � � � ', ' \ . �` � ��' . I --- --- --- �,. � £i 1 �5 1 a. t' -� .� �. � ._ �9,, � � 1 1 '- I � � � �� f � � �� , � 1� , "O ~ �i��,,, '� ��,I � >' \ � ', � 1 � � � � � � � � � � � � I � I � � \ �` ', i\ �\ �1 ' \� `l � '' 1� ' � \ ' \ ' �' �\ \ ''. ,I . � � �� A�� ! �� + � I �� s�. �, � � �� - �� a �� . L � d � �� ,.L V �� I � I � � �� ,� �\ �� .: �1 � 'e Y - �,�,�—w—� _� _ � _ �I � �` 1'� 1 1 1 � � � � � � ? � � � � �1\I, y � �`. r«..eb � d aP � \ , s�', 1 � �i � � � ' I � � � � l� --2.J6.3B--� � � � -.- � ierr 1 � � ' \ � � 1 S 900000" W. A � � � � � � � �. � 1 �,� \ t \ 1 �� \�'• 1 11 � 1 '� A �. A A � �� . � � � , � �, �. � ' � � \ \ \ � � \ '. 1 '' 1 i , l ' \ ` � �� . \'. . 1 I B�8-'" I _ \ ,-'�\ m � x N. \ � � g74'� O F m 3` b GRAPHIC SCALE Porsa+ zo o �o so 4u �w�> ,�(� 1� -- �I 4 f S � ��=� �Ck.�' �=' r�v,.-.;C-�� ` i� 140885 2014 12 02 A JP PROPOSED . . , • . • • � • . emo To: Finance Department From: Christine Mattson, Planning Assistant CC: Street File Date: August 3, 2016 G/L: 101-22205 Re: Escrow Refund Building Perm�#201401415 pertaining to 930 Partenwood Road is complete. Please refund $2,500 to the property owner, Kirk&Pam Moore. The following is attached: • Original signed escrow agreement • Copy of cash register receipt showing escrow amount received Mail to: Kirk&Pam Moore 930 Partenwood Road Long Lake, MN 55356 w:�.street files�partenwood rd�930�escrow refund 2014-01415.doac • • BUILDING PERMIT ESCROW AGREEMENT � .. - Orono Building Psrmit#2014-01415 Orono Demolttion Permlt#2014-01416 AGREEMENT made this � day of��ry�_, 20�s, by and between the CITY OF ORONO, a Minnesota municipal corporation ("Cit�')K�C�l-�n•, IY1„�►-�. ("Owners"). R�citals 1. Demolition permit and buiiding permit applications have been filed to ailow demolition of the existing home and construction of a new residence located at 930 Partenwood Road, the ("Subject Propehy"), legally described as Lot 3,Block 1, Partenwood, Hennepin County, Minnesota. 2. Owners request the City to review this application. 3. The City will commence its review of the application and incur costs associated with said review only�the Owner establishes an escrow to ensure reimbursement to the City of its costs. NOW THEREFORE,THE PARTIES AGREE AS FOLLOWS: 1. DEPOSIT Of ESCROW FUNDS. Contemporaneously with the execution of this Escrow Agreement, the Owners shall deposit$2,500 with the City. All accrued interest, if any, shall be paid ta the City to reimburse the City for its cost in administering the escrow account. 2. PURPOSE OF ESCROW. The purpose of the escrow is to guarantee reimbursement to the City for alf out-of-pocket costs the City has incurred (including planning, ensrineerin�r. in excess of 5500, or legal consultant review) or wili incur in reviewing the plan. Eligible expenses shall be consistent with expenses the Owners would be responsible for under the demolition and building permit applications. The escrow will also guarantee reimbursement to the City for all out-of-pocket costs the City has incurred to assure that the work is completed in accordance with the Stormwater Pollution Prevention Plan and the provisions of Orono City Code Chapter 79. The financial security may atso be used by the City to eliminate any hazardous conditions associated with the work and to repair any damage to public property or infrastructure that is caused by the work (inciuding planning, engineering, or legal consultant review) associated with building permit #2014-01415 8 demolition permit#2014-01416 if compliance with the approved permits is not accomplished. 3. MONTHLY BILLING. As the City receives consultant biils for incuned costs, the City wiil in tum send a bill to the Owners. Owners shati be responsible for payment to the City within 30 days of the Owners' receipt of bill. 4. DISBUR3EMENT FROM ESCROW ACCOUNT. In the event that the Owners do not make payment to the City within the timeframe outlined in#3 abave, shall issue a Stop Work Order untii the Owners pay ali expenses invoiced pursuant to #3. The City may draw from the escrow account without further approval of the Owners to reimburse the City for eligible expenses the City has incurred. 5. CLOSING ESCROW. The Balance on deposit in the escrow, if any, shall be retumed to the Owners when a�l requirements related to the project are complete. City Staff shall review the terms of this escrow agreement two times per year to determine whether the requirements of the project have been successfully completed and whether it is appropriate to retum the funds. Owner may also request the release of the funds, � and such funds shall be released upon City Staff recelving the appropriate verification that alf requirements of the project have been successfully completed. 6. CERTIFY UNPAID CHARGES. If the project is abandoned by Owners, or if the ellgible expenses incurred by the City exceed the amount in escrow,the City shall have the right to certify the unpaid balance to the subject prope�ty pursuant to Minn. Stat.§§415.01 and 366.012. CITY: CITY OF ORONO OWNER: .�`' By: ics: � � �, .^�/' `�.`r.. ,��-- IMerna1 U�e Only; Q Odginal to PlannMg �Copyto Property Owner D.Copy#o SVeet'Fiie � � . CITY OF ORONO * 2 0 1 5 - 0 0 0 1 � * ' ' 2750 KELLEY PARKWAY DATE ISSUED: Ol/05/2015 ORONO,MN 55356- 952 249-4600 FAX: 952 249-4616 ADDRESS : 930 PARTENWOOD RD PIN : 08-117-23-21-0007 LEGAL DESC : PARTENWOOD : LOT 003 BLOCK 001 PERMIT TYPE : ESCROW FEE-TIED TO BUILDING PERMIT PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : ESCROW FEE-TIED TO BUILDING PERMIT NOTE: THIS$2500 ESCROW IS TIED TO BUILDING PERMIT 201401415 AND DEMO PERMIT 201401416 APPLICANT ESCROW FEE-BUILDING 2,500.00 ESCROW FEE-EROSION CONTROL 0.00 MOORE,KIRK&PAM ESCROW FEE-GRADING 0.00 27475 MAPLE RIDGE LANE SHOREWOOD,MN 55331- TOTAL 2,500.00 Payment(s) CHECK 15259 2,500.00 OWNER MOORE,KIRK&PAM 27475 MAPLE RIDGE LANE SHOREWOOD,MN 55331- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances goveming this type of work shall be compied with whether or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections are requested in conformance with the State Building Code.This permit may be revoked at any time for due cause. / / Applicant Permitee Signature Date Issued By Signature Date . City of Orono 2750 Kell�y Parkway Orono MN 55356 952-249-4600 Receipt Na: 3.012546 Jan 5. 2015 Kirk & Pam Moore Previous Balance: .00 Permits 2014-01415 & 2014-01416 2,500.00 101-22205 Deferred Rev-Developer Deposit Total: 2,500.00 --------------- --------------- Check Check No: 1529 2,500.00 Payor: Kirk & Pam Moore Total Applied: 2,500.00 --------------- Change Tendered: .00 --------------- --------------- 01/05/2015 12:44PM