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Home My WebLink About2010-00479 - 4 season porch � CITY OF ORONO PERMIT NO.: 2010-00479 2750 KELLEY PARKWAY ORONO, MN 55356- �ATE IssuEn: 07/26/2010 952 249-4600 FAX: 952 249-4616 ADDRESS : 1225 D[CKENSON ST PIN : 02-117-23-31-0048 LEGAL DESC : MINNETONKA BLUFFS : LOT 000 BLOCK 016 PERMIT TYPE : ADDITION/REMODEL!REPAIR PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : ADDN/REMODEL/REPA[R ACTIVITY : 434-RESIDENTIAL VALUATION : $ 38,931.15 NOTE: SEPERATE PERMI"I�S REQUIRED:- ELECTRICAL(STATE) ADDITION OF FOUR SEASON PORCH ADV. PLAN REVIEW PD 6/15/10 2010-00478$366.28 APPLICANT PERMIT FEE SCHEDULE 563.50 PMI HOMES INC. STATE SURCHARGE(VALUAT[ON) 19.47 22035 IDEN AVENUE NORTH TOTAL 582.97 FOREST LAKE, MN 55025- (612) 867-3221 Minnesota State License#: 20628625 OWNER H&J Development Partnership 1001 TWELVE OAKS CTR DR#1015 WAYZATA, MN 55391- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and speciYications,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 sepazate permits. Ali provisions of laws and ordinances governing 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 commcnced within 180 days of the date of issuance,or if construction is suspended for a period of 180 days at any[ime after work has commenced. The applicant is responsible for assuring all required inspections are requested in conformance with the State Bu}i�m ode.This permit may be revoked or cause. � „ �/ la 7/ ��/ /v p icant Permitee Si at e Date ssue y Signature Date SEPARATE PERM[TS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. � � City of Orono 7�� Building Permit Application ,� for New Structures or Additions �8a '� Marling Address: Permit number: +j2��C'" !iL> 7 Z� j O��.�0 PO Box 66 -- I Crystal Bay, MN 55323-0066 Date received: lU—��`�� l;''�. a Street Address:' Received by: �06 ��c, %:.y '�. ; � 2750 Kelle Parkwa .,r,�.,..;�o Y Y Plan review fee: (,��'�a � r9��sHpg Orono, MN 55356 �3� � Total Fee: Main: 952-249-4600 Fax: 952-249-4616 www.ci.orono.mn.us ; This application form must be completed in full and all required information must be submitted. Incomplete applications will be returned. (Please print) GENERAL INFORMATION: Job Site Address: 1225 Dickenson Street,Wayzata,MN 55391 ' Will this be a Parade of Homes, Remodelers Showcase Home or other Display Home? ❑ Yes ❑X No If yes, a special event permit is requrred with Police Department and City Counci!approval 60 days prior to the event. Shuttle bus service will be required unless applicant demonstrates suflicient on-site parking is available. Non-permitfed events will not be alfowed. CONTRACTOR/APPLICANT INFORMATION: Name: Michael Koch �/1/� � �-�-�a (�G. State License# 20628625 Expiration Date: 3/31/2011 Phone: (612) 867-3221 (office) (612)867-3221 (cell) Mailing Address: 22035 Iden Avenue North City: Forest Lake MN ZIP: 55025 Contact Person: Michael Koch Applicant is: X Contractor / Homeowner (Circle One) Email and/or Fax: PROPERTY OWNER INFORMATION: Name: Tom and Sarah Giel Phone{day): (612)867-3221 Address: 1225 Dickenson Street City: Wayzata,MN ZIP: 55391 Email and/or Fax ARCHITECT/ENGINEER INFORMATION: Name: DFP Planning and Design,LLC Phone(day): �763)780-8004 Address: 9100 Baltimore Street,N.E. City: Blaine MN ZIP: 55449 Email and/or Fax: CARMEL<INFO@DFPDESIGN.COM PROJECT INFORMATION: 1.Type of Project 2. Proposed Use 3. Structure Type 4. Sewage Disposal & � Water Supply ❑ New Construction [� Single Family with ❑ Residence � Addition attached garage ❑ Garage/Accessory Bldg. � Public Sewer ❑Accessory Building ❑ Single Family with ❑ Deck ❑ Relocation detached garage ❑ OfficelCommercial ❑ Private Sewer � ❑ Other: (speafy) _ _ __ _. ❑ Multiple Family/Condo ❑Warehouse ' ❑ Public ❑Storage � Public Water "Any earth movement may require ❑ Commercial � Other(specify) MCWD review&permits. ❑ Industrial __ _ _ ___________ ______ ❑ Private Well � Minnehaha Creek Watershed District(MCWD) ❑ Other: (speciry) 3-Season Porch Addition 18202 Minnetonka Blvd Deephaven, MN 55391 Phone: 952-471-0590 Fax: 952-471-0682 in r Estimated Construction Valuation {excluding land) $ 38,931.15 Last Updated: 9/29l2009 - 17- i STRUCTURE INFORMATION: -�-Season Porch Addition onto existing home. 1. Structure Dimensions 1. Structure Dimensions (continued) 2.Type of Construction a. Length (ft.)= Number of bedrooms =_ �Wood i Frame ❑ Masonry b.Width (ft.)= Number of garage stalis: ❑ Metal Attached = ❑ Pole Bldg. Areas in sauare feet Detached = ❑ ICF ^ ❑On-site Prefab c. Basement= ❑ Off-site Prefab d. 151 Story = ❑Other(please specify): e.2nd SIOry= f. Yz Story = g. Total Area= REQUIRED SUBMITTALS: All of the information must be submitted in order for our a plication to be processed: Not Enclosed A licable l� ❑ Permit A lication 1� ❑ Pro osed Buildin Plans ❑ � MN State Ener Code Calculations and Mechanical Code Re uirements Form __ � _ __❑ _ __ Survey(meeting all requirementsZ - _ ---- _- -- - ---- ------------- ❑ � Stormwater Pollution Prevention Plan � � Hardcover Calculation s � 1� Se tic S stem Site Evaluation Re ort � I� Access Permit ❑ Q� Wetland Buffer Improvement Plan --- -- __ _ _ __. � ❑ I� En ineered Plans for Retainin Walls 4 feet or above 1� ❑ Plan Review Fee ❑ 1� Other APPLICANT 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; 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. ��i- � 6/11/2010 ApplicanYs Signature: Date: Last Updated: 9/29/2009 - 18- ' Plan Review Checklist for New Structures / Additions Address/ PID/ Legal: _ ��2 �; L� /C_ N � .S[5ti Description ofwork: �� '(,� (� h�y"� �-- -�� ; �� Septic review by: f V � Date Approved: (� -��_I� Zoning review by: I��, � �',{"�/� '�-- � Date Approved: � -- �'� - (Q Building review by: _ �".,,�(��. Date Approved: "� • �z. - J (� Grading review by: -- Date Approved: Zoning File#: � Resolution #: N 1� Resolution Date: Zonin District j Fire Department Post Office � School District �_ i Zoning: Lot Area: L� , ��G' SF/AC:tG Z- Width: I 3 'rJ � Depth: Survey Submitted: �Yes ❑ No Date of Survey: � -�d I� Pro osed Setbacks: � - - I Front Lake) ear(Street) ( N S E �� ( N S �E r' W ) Other Buildings Wetland Side Si� . � � �L(fJ� �7 Building Defined Height: � Building Peak Height: ��— # of Stories Ok?: ❑ YES FOR A BUILDING WITH A BASEMENT OR CRAWL SPACE: FOR A BUILDING ON A SLAB FOUNDATION: START WITH , the distance between the base floor/crawl START the distance between the slab and the hi hest � space floor and the highes f peak, the top of WITH roof peak,the top of the cornice of roof, the cornice of a flat ro , e deck line of a the deck line of a mansard , or the mansard roof, or uppermost point on a round uppermost point on und or other arch-type I� or other arc e roof I roof SUBTRACT � half the ' tance between the highest window and SUBTRACT half the ance between the highest window hi st roof eak of a itched roof a i hest roof eak of a itched roof SUBTRACT e distance between the basement floor/crawl ADD he distance between the slab and the highest � / space floor and the highest existing grade within I exisfin rade within the foundation � / � the foundation or 10 feet, whichever is less. j EQU LS � Defined buildin hei ht i EQ S Defined buildin hei ht — Lot Coverage: gF _ _ZZ `� o�o Shoreland District j MCWD Permit eceived , �(� '.r�� r -e Setback Bluff I �� Yes � ❑ Yes o \�� / t�� ,`, ❑ N/A ! ❑ Yes No ..o . � � ; Permit Number. � � ��' - � Setback: � � . �_�� I Hardcover Zones Existin Propo; '�\ � �� "�' 1 J CUP Re uired q 0-75' t�`� �`� No � ❑ Yes No 75-250' TYPe�s): 250-500' � � � � 500-1000' �,� �Q �� A�� REMARKS (in-house): Updated 09/11/2009 z:lforms�plan review checklist.docx Fees to be Charged YES NO � Permit._ _ _ Plan Review ,/ State°Surcharge �- Investigation Fee SAC-:`Number of SAC Units Sewer Connection Water Connection Park Fee Site lnspection Other(specify) Miscellaneous Fees Calculated By: Square Footage $ per Square Footage Basement � X i = $ 15' Floor X = $ I 2"d FIOOr X = $ Garage X = � � Estimated Construction Value: $ .3�y�(3j. �� Orono Inspections Required Work Requiring Separate Permits Required State Permits ❑ Site ❑ Plumbing ❑ Grading / Filling ❑ Well ❑ Hardcover Removal ❑ Mechanical ❑ Fire �( Electrical I ,�' Footing ❑ Septic ❑ Water Connection ❑ Poured Wall ❑ Fireplace ❑ Sewer Connection ❑ Foundation Survey ❑ Masonry ❑ Lawn Irrigation ❑ Radon Rock Bed ❑ Mfg. ,0�Framing ❑ Other(specify) ❑ Insulation ❑ As-Built Survey � �inal ❑ Other (specify) REMARKS (in-house): Other Review: Reviewed by: Date Approved: Access:Existing: ❑ YES ❑ NO New: ❑ YES ❑ NO REMARKS (TO BE NOTED ON PERMIT AND INITIALLED BY PERSON PULLING PERMIT) Updated: 09/1 1/2009 z:\forms\plan review checklist.docx .�, o�,. 0 0 � .- � CITY of ORONO �':� !C� MunicipalOffices ti Street Address: Mailing Address: ��`4�' 04'�G 2750 Kelle Parkway P.O. Boz 66 ESH y 18 June 2010 Orono, MN 55356 Crystal Bay, MN 553Z3-0066 Michael Koch PMI Homes Inc 22035 Iden Ave N Forest Lake, MN 55025 Re: 1225 Dickenson Street Building Permit Application # 2010-00479 The City is in receipt of your building permit application which was received by this office on June 15. This is a permit for the construction of an addition and new deck. It appears you proposed to construct deck and footings outside of the existing deck and house footprint, therefore the application is incomplete. The following items must be submitted or revised in order for your application to be considered complete and for the plan review to continue: 1. Certificate of Survey. Please provide an updated certificate of survey meeting the City's survey standards (enclosed) indicating the location of the existing house and proposed addition, new deck and deck stairs (and any proposed grading) as well as all existing structures, landscaping, retaining walls and hardcover on the property. 2. Escrow 8� Escrow Agreement. Building 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 of 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 would be $600.00. The escrow agreement is enclosed. The property owner must sign the escrow agreement and submit a check for 600.00. 1225 Dickenson Street is located within 1000' of the lake and is considered Shoreland. Additionally, the property must comply with the variance approval resolution (Resolution 5317) which limits the property to 30% hardcover. The hardcover calculations submitted appear to fall within this limitation. The above information is required in order for the plan review to continue. Please feel free to contact me at 952.249.4627 or by email at mcurtis .ci.orono.mn.us if you have any questions. Sincerely, , _ City of Orono ��''�'�� Melanie Curtis Planning and Zoning Coordinator c: Lyle Oman, Building Official encl Telephone (952)249-4600 • Fax(952)249-4616 www.ci.orono.mn.us Jul 16 2010 10: 25RM DFP Planning Rnd Design 7637808015 p. z 8a,�ncovBx c�cuLA�ro�v woussEET Z°� I 9� SSTSACI�Z011� (CL�.B 01Y8) A-75' 75-?SO' 33(1-500' SOO-I00�' . � � 53 .a - ��3 S� A. Soacse � — -- � � � S.F. x � _ S.F_ x � S.F. -z 8. c�e �p x _ y2' .� .S.8� s.F , � II?v s.�. C. Drive►+aay �'0' s � = S.F. � D. S'i,diwrrlk �� x S = �$� S.F. . x � � ?�,p � _�� S.F. D4►o�t.� E. Pdto/Dedc ��• 3.F. '�'�-rs'� x �'J��2-._ — � - �idTiB 12� x ��` � _ � _S.F. F. Z.andsaape _ S.F. tJb�da�ire x -- a r� S.F. - By Plartic z ' Or Fabric '� S.F. G. O�her x � z,m,ai s�ncoy��vzo� - 55 I Z� S.F A � p S.F B , �.��x��a rNzo� B �'T x loo = � � , �� T ` x Si yJ.�_ � " ��ijJ S-� A. Ha�+c+'e '�� _ t�k � _ S.F. x = S.F. � X , _ + S.F. . �,�r� ZZ' _ '� O _S_F. B- Gma�e x 117o s.F C. Driv�ew+aY �� r �— � S.F. - x ' �$�S S.F. D. Side�aa� � y�= x _ S.F. r B. Patio/Dedc 'rJ • � _ x �� —S.F. N�� x D• �y . �3,� ��i�- SF �d'f�a � F. I�dcurrpe x . ! S.F. Underlai� X — ,� S.F. BY Plastrc x �r Fabric _ � S.F. G. Othv s ?70TAL HARDGIPVBR INZOl� - �O S.F. A �. p S.F_ B TO'I'�!L PROPB�TYARF.A INZOXE B x 100 = '1�.�--� A GJ6►�_-- � 24 Pr�o�ct:2osi s� L�c�tion:EXIST.SCREEN PQRCH �`' Terry Mildcelson / Mutti-Loaded Mvlti-Span Beam * p„ � DFP Ptanning&Design (2009 Intematio�al Residential Code(2006 NDS)] v- a� 91��re St.NE a (2}1.5INx7.25INx20.0FT(6.8+6.5+6.8) Stair�eMN55M19 fi2-Spnjc�Pin�Fir-Wet Use Section Adeq�ate By.9.6°6 St�vCaic Versfon 8.0.101.0 5/3l2010 4:04:18 PM Con�dli Factor:Moment CAUTIONS ' f..am'u�ations are to be ful connected to rovlde unNorm transter of bads to all members DEFLECTIONS j� Certter RiqNt LOAD[NG DIAGRAM Live Laad 0.09 fN V918 -0.05 IN U14b7 0.09 1N L/918 Dead Loed 0.02 in 0.00 in 0.02 in Total Load 0:11 IN UltB -0.05 IN U1464 0_11 IN 11798 Llve Laad Detlection Criteria:L1480 Totaf Load Deflection Criter3a:LJ480 REAC'f1pNS e B C D Live Load 909 !b 2395 Ib 2395 Ib 909 Ib Dead Load 318 !b 851 Ib. 851 Ib 3t8 Ib Tota1 Laad 1227 Ib 3246 Ib 3246 Ib 1227 (b Bearing Le 1.44 in 3.80 in 3.80 in 1.44 im BEANI DATA �gQ CeMer RiqM Span Length 6.75 tt 6.5 ft 6.75 tt - � Unbraced Length-Top 0 ft 0 ft 0 R 6.75 fi-- 6.6 R - &7S ft -� Unbraced Length-Bottom 6.75 ft 6.5 ft 6.75 ft Live Load Ducation Factor 1.00 NoDCh th 0.00 MATERIA(.PROPERTIES UIVIFORiN LOADS �g$ �gr $jghj #2-Spruce-Pine-Fir Uni(erm Live Load 300 plf 300 p1f 300 p[f Base Va�ues �i��{ Uniform Deacf Load 1 i3 plf 113 p1f 113 pIf Bending Stress: Fb= 875 psi Fb'= 1 p34 ps1 B�m Se1f WeigM . 4 pff 4 p1f 4 pIf Cd=1.00 CI=0.99 CF-1.20 '��I Uniform Load 497 If 417 1f 417 Ef Shear Siress: Fv= 7 35 psl FV= 131 ps3 Cd=1.00 Cm--(1.97 Modufus of Elasticity: E= 1400 ksi �'= 1260 ksi Min.Mod.of Elasticity: E_min= 510 ksi E min'= 459 Ksf Cm=0.90 Comp.1 to Grain: Fc-1= 425 psi Fc-1= 28S asi Cm--0.67 Controlling Moment: -2(36Ei ft-!b Over right support of span 1 (Left Span} Created by combining all dead bads arxi iive toads on span(s) 1,2 �CortVolUrtg Sttear. 1488 Ib At a distance d from leR support of span 3(Rigirt Span) Created by combinlr►g a11 d�d loads and live loads on span(s)2,3 Comparisons with required sectlons: ReQd Provided Sectior�Modulus: 23.97 in3 26.28 in3 Area(Shear): 17.05 in2 21.75 in2 Ntomern or�ner6a(deneaton): s3.7z ina 9s.zr ina AAoment: -2066 ft-fb 2266 ft-Ib Stiear: 1488Ib 1899Ib NO�ES ProJect:209i96 l.ocation:DECK BEAM �`'� Terry(Vlitdtelson Mutti-Loaded Mv3ti-Span Beam �+��"p.,� �FP PEanning&Design [2009 Irttemational Resfttentiaf Code{2005 NDS)j � ..�II,�� 9100 Baltimore S't.NE � 7A{N x 11.251N x 15.0 FT B�'�ne MN 55449 Leve12 Wolmanized Parallam-iLevel Trus dofsE Sectioa Adeyuate By.20.296 StruCalc Version S.O.Z01.0 5/3/'2010 2:52:26 PM Controll'�ng Factor:Deflection LbADING DWGRAM DEFLECTIONS Cetiter L"nre Load 0_08 I N L/2257 Dead Load 0.34 in 7ohaE Load 0.42 IN U433 � Live Load Deflection Critefia:U360 TalaE Load De}iedion Criteria:L/360 i iiEACT10NS g � q Uve Load 726 Ib 525 Ib Dead LOad 9784 Ib 1900 Ib 7otal�oad 2510 Ib 2425 Eb Beari Lengih 0.97 in 0.34 in BEAM DQTA Center Span Length 15 ft 15� �� Unbraced Length-Top 0 ft Unbrdced Length-8ottorn 15 R Live Load Durafion Factor 'f.00 UNtFQRIVf LOADS cente� N� Q•� Uniform Live Load 54 plf i�AA'�ERIAL PROPERTIES Uniform Dead(.oad 20 pl[ Leve12 Wolman¢ed ParaElam-iLeve!Trus Joist 8eam Self WeigM 25 pff Base Values � Totaf LlnifoRn loed 99 $end'ing Stress: �b= 1827 psi fb= 1840 psi POINT LOADS-CE[�S'ER SPAN Cd=1.00 CF=1.0? Load Number f�pg Shear Stress: Fv= 197 psi Fv= 197 psl �rye Load 0 ib Cd=1.00 O�cE Lcad 2852 Ib Modulus of Elasticit�t. E= t 460 ksi E'= 1460 ksi LocaEion 8 ft Comp.�-to Grain: Fc-�-= 368 psi Fc-s= 368 psi TRAPEZOIDAi.LOADS-CENTER SPAl�I Controlling ManeM: 145Q3 ft-Ib Load Number � 7.96 Ft from IeR support of span 2(Cer�ter Span) Left Live Load 54 p1f Cseated by combining all dead loads and Itve loads on span{s)2 Left Dead LoacE 20 ptf Controlfing Shear. 2355 Eb Right live Load 54 ptt At a distance d irom left support ot span 2(Center Span) Right Dead Lead 20 plf Created by combini�g a11 dead foads and live loads on span(s)2 Load Shart 0 R Load End 8.97 ft Comparisons with required sectlons: Rea'd Provi Load Le 8.17 ft Seation Modalus: 94.58 in3 147.56 in3 Ar�(Shear): 17.93 it�2 78.75 in2 Moment of Inefia(def{ection): 69t.26 ic14 830.57 in4 MamenC 44503 R-lb 2'LC�i2 ft-Ib Shear. 23551b 10d431b 1�lOTES �" . m �• 209198 OECK �Y W�,..�.�.:,q. 5 't14" x 14" 2.OE Paraltam�PSL, Wolmanized�-SL 3 (MC > 28%y 7d•Seam�6.35$efial Number. u�:2 4121lZ0104:13:57PM THlS PRODUCT MEETS OR EXCEEDS THE SET DESlGN CONTROLS P�, E"9`"'"�ion:6.�.0 FOR THE APPE.ICATlQN AND LQADS LiSTED o ;a d T4�s�� Product plagram is Conceptaal. LOADS: Analysis is tor a Drop 8eam Member, Tnbutary Load Width:�' Primary Load Group-Residerttial-Living Areas(ps�:40.0 Live ai 100 96 duration,15.0 Dead Vertica!Laads: Type Clesa Llve Dead Lceatlon Appllcatlon Comment Unitam(p1� FIooK1.00) 7&7A 63.0 0 To B'6' Adds To Unitam(pt� Floor(1.00) 920.0 45.0 8'6"To 14'S' Adds Ta Uni(orm(p1F} Floor(1.Oa) �67_0 63.0 71'6"To ta' Acfds To Aoint(Ibs) F1oor(1.00) 0 885 6'4" - Aoinqlbs) Fbor(1.00) 0 695 11'8' - SUPPORTS• Input BeaMng Vortical Reactions Pty Uepth Nailing Detail Other WJdth Length {Ibs} Depth L{velDeedlU p1 iitlTote l 1 Waod cWumn 5.60" 4.00' 1491!1245/9!2647 N/A MIA N/A li:Bfocking 1 Ply 1 1/4'x t4'1.3E 7imberStrand�LSL 2 Glulam or solid sawn lumber S.SO" Hanger 1282/1571 J 0 J 2852 N/A MIA N/A L3:Face Mount Nona beam tianger See iLevel�SpeaflerslSuildeds Gufde for detsfi(s):L1:elocking,l3:Face Mount iianger HANGERS:No Manutaciurer Selected Support Mode1 Siope Skew Revarae Top Flenge Top Flange SuppoR Wood Flangea Offaet Slopo Spaelos 2 L3:Face Mount Hanper NO[VE�OUND OH2 0 NlA N!A �VA Dougfas Fir DESfGN CONTROLS: Maximum Deafgn Control Rasuit Locallon Shear(Ibs) -2814 -2458 8384 Passed(29%) RL end Span 1 u�der Floor loading Moment(Ft Lbs) 9605 9665 226t6 Passed(42°k) MID Span 1 under Floor badi�g Live Loed Defl(in) �.103 0.3A3 Pessed(L1999+) AtID Span 1 under Floor loadi�g Total Load Defl(in) 0.346 0.343 Pessed(U476) MID Span 1 under Floorloadiog -Deffection Criteria:Speeified(LL:U480,TL:U480}. -Bracing(Lu}:A➢comprrssion edges(Wp and boftom)must be braced at 14'6'olc un4ess detailed otherwisa. Proper atffichment and positioning of lateral bracing is required to achieva member stebitity. PROJECT INFORMATION: O?ERA'FOR INFORkfATION: 7etry MIldcelsort dfp plenning 8 design 9100 BaMimore St N.E. 5uite 106 Bfaine,MN 55449 Pisone:78°r780-8004 Fax :783-780-8015 info(8 dlpdesign.com Copyrignc e 2009 by 1Levela�, Fedcral way, wA. Pazallazne is a reglstcred trademark o[ 1Levcla. � �a � 208i96 DECK ' �Y w,,...�.�.,,�. 5114" x 14" 2.OE Paral{am�PSl, Wolmanized�-SL 3 (MC > 28%) Td�Seart�6.35 Sc�idl Numbor llSer2 4f21120104:13:58PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS P�°2 �`�"°'�`°":6.�.° FOR THE APP!lCAT10N AND LOADS LISTED ADDiTiONAL NOTES: -IMPORTANT! The analysis presented is output from softwara devebped by iLevel�. il�,we[�warcants tha s"u5ng of iis producls by this sotlware wiU be a000mpS'ished in accordanoe with i�evel�produet design uiteria and oode aoeeptetl design vatues. The speafie product appYication,input design toads,and atated dimer�sions heve been provided by the software usef. This output has not bcen reviewed by an ilevel�Associate. •Not all products are readify availab6e. Check wilh yair suppS'seer or iLevei�technica!representetive(a product avaiiaability. -THiS AkAIYStS FOR iLevel�PRODUCTS ONLYt PRODUCT SUBSTITUT�ON VOIDS THIS ANAL.YSIS. -Albwabte SVess Design me�odvSogy was used for Suilding Code UBC analyzfig the iLevel�Dlstribution produd listad above. -Environtnent Consideration;Wolmaroized�-SL 3(MC�28°k}.Member anetysfs is appropriate onyfor materiaf that is prapeAy treated in accordance wilh procedures aulhorized by iLevel�.Warrenties extended by iLeve�do noi indude the adequacy or perfom+ance of!he treatmenk PROJECT INFORMATiON: OPERATOR 1NFOWNA'F'ION: Terry Mikkelson dfp planning&design 9100 BaHimore St N.E. Suite 106 Blaine,h4N 55449 Phone:7&3-780-8044 Fax :783-780-$075 into(8ldfpdesig n.com Copyright � 2009 4y iLevela, Fedctal Way, wA. Parallerx^ is a registeced trademark o[ ILevel�e. � �� ^ _ 5 �-5=ts�i = � �r'�=7 Y '�t G 209186 SCREEN PORCFi C LZ �'3':1 .r�`l �: �..:. �� '"..� �.S --- --"-,--,- 2 Pcs of 1 3/4" x 11 718" 1.9E Microllam� LVL TJ-Beam�&.35 Sena�Nunber. 135er.2 4R120103:29:19PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTR4LS P�� v��:s.as.o FOR THE APPLICATION AND LOADS LISTED hllemAer Slape:0�12 Rvaf S3ape0172 Overall Dimens➢orr.15'2" a o ; � �r � 3.2,.._..,� AEI dimensions are horizarrtal, Praduct Diagram is Conseptual. LOADS- Malysis fs tor a Drop 8eam Member. 7ributary Loed Wdth:1' P�imary load Group-Snow(psf):40.0 Live at 115%duration,15.0 Dead Vertical Loads: Type Cless Live DeaO I.ocation Appltcatton Commeirt Tapered(plF) Srww(i.15) 60.0 70 160.0 30.0 To 60.0 0 Ta 6' Adds To Unifam(p1� Sraw(9.15) 480.0 180.0 6'To 12' Adds 70 Tapered(pl� Srww(1.15) 220.b To 960.0 83.0 To 60.0 12'To 15'2' Adds To Point(Ibe) Sr�av(1.75) 0 3593 6'3' - SUPPORTS: fnput Bea�ing Vertical ReactEona Qbs) Detail Other Width Leagth LivelDeadltlpllfVTotal i Wood oolumn 5.50' 1.50' 1416/2308!0!3723 L7:Slocking 1 Ply 1 3/4'x 11 7/8"1_8E Micrdlarr�LVL 2 Wood oolumn 5.5D' 2.SS' 3449/3263/0!6712 L5 None -See if..eved�SpeeifierslBuilder's Guida(or delail(s):L9:Bloeking,LS DESlGN CONTROLS: MazEmum E)es(gn Control Resuk Loeatlon Shear(Ibs� -5507 -46YL 9081 Passed(51%) RL and Span 9 undes 5now ioading Moment(Ft-Lbs� 17833 17833 20525 Passed(67%) MtD Span 1 ur�der Snow AITERNATE span bading Liva Load Defl(in) 0.15� 0.381 Passed(U908} MID Span 7 vndar Snow ALTERNATE span loadng Totaf Load DeN Qn) 0.446 0.572 Passed(LJ308) MlD Spsn 1 under Snow ALTERNATE span loa�ng -Defiection Giteria:Sperified(LL:U3&O,7LU240).Additiortal checks follomr. -Riyht OverfiavtQ:(LL:0.200",TL-0200"). -Brecing(Lu):A4 compression edges(top and bottom)must be braced at 5'90'oJc unless deteiled Whaiwise. Proper aMachmeot and positioning of tateral lxadnp is requtred tn achieve member slabdity. -The load oonditions considared in this design analysls induda sftemaFs member pattem losding. •Design assumes adequate conGnuous lateral support of the oompression edge. ADDiT10NAL NOTES: •IMPORTANTi The analysEs presented is output from sofAvare devebped by iLevel�. iLevel�Dwarrants the slzing ot its producb by this softw+are wiG be aocompHshed in acoordance with iLevel�product design criteria and code aooepted desipn values_ 7he specific product ap�lication,input design foads,and stated dimens9ons hava been provided by the sofdvare asar. This ov�ut has not been�vievved by en ilevel�Assodate. -Not al!produGs are readily avaifaWe. Checic with your supplier or iLevel�techrtical representative for product avaitability. -THIS ANALYSlS FOR iLevel�PRODUCTS ON�YI PRODUCT SUBSTI7UTEON VOIDS TH1S AMAIYSiS. -Albwabtc Stress Desiyn meihodology was used for Building Code UBC ariatyzing tha iLevel�Distributioa product listed abo�e. -Note:See ilevel$�Speafiets/8uiltlers Guide tor mul�ple pty connection. PROJECT 1NFORMATION: O?ERATOR INFORMATION: Terry Mi{dcetsort dfp planning&design 9100 Battirrwre St N.E. Suite 108 BfainO,MN 55449 Pteone:763780-8004 Fax :763-780-8015 info(�dtpdesign.com Copyright �' 2009 by z[.cvcla, Fedcral Way, WA. Mierollaa� is a reqis[cLcd trademark of SLCvcla. , _.�. 209196 SCR£EN PORCH -- 3 Pcs of 1 3/4" x '11 7/8" 'I.9E Microltam� LVL TJ•Bean�b.35 Sertaf Number usec2 ar2tino�oa2�:a�� THiS PRODUCT MEETS �R EXCEEDS THE SET DESIGN CONTROLS P�, Enpu+aVersio26.35.o FOR THE APPLECATION AND LOADS LISTED Member Slape:OM212nof'51ope0M2 � 2❑ b 73.�,. � All dfinensions are harizorrtal. Product Diagram is Conceptaai. LOAQS• Malysis is ta a Drop Beam Merrtber. Tributary Laad V1f�dth:1' Primary Load Group-Snow(ps�:A0.0 Live at 115 96 duretion,15.0 Dead VerGcal Loads: Yype Class 6[ve Dead I.ocadon ApplEcatlon Comment 7dpered(plt) Snow(1.15) 80.6 70160.0 30.0 To 60.0 0 To 6' Adds To Unfform(plf) Snaw(1.15) 480.0 180.0 6'To 12' Adds To Tapered(plf) Snow(1.15) 220.0 To 160.0 63.0 To 60.0 72'To 15'2' Adds To Part!(Ibs) Snow(1.15} 6 3593 6'3' - SUPPORTS: Input Bearing Vertical ReactEons{kbs) Detall Oiher W[dth Length L�velDeadNplffVTotal � Wood column 5.50" 1.50' 2089!3641!0/5129 L7:Blockinp 1 Ply 1 3!4"x 1�7l8"9.9E Microttart�LVl 2 Wood column 5.54' 1.50' 2720/2617!0!5337 L1:Bbcking 1 Py 1 3f4'x 19 7!S"1.9E Micrd(am�i WL -See iLevef�Speci(ielslBuilders Guide(or defail(s):Lt:Bfocking DESI�aN CONTROLS• Maximum Destgn Control Resuk Lotadon Shear(Ibs} -5238 -4886 13622 Passad(3696) Rt end Span 1 under Snow loadi�tg Moment(ft-Lbs) 2604� 26041 3a788 Passed(85%) MID Spen i unda Snowloading Live Load Defl(in) 0.293 0.483 Passed(t1S94) MID Span i uoder Snow bading Tota1 Load Detl(in) 0.706 0.726 Passed(EJ246) MID Span i under Snav bading -Deftedion Criteda:Speclfied(LL:11360,TL:L/240). -Bracing(Lu):AO compression edges(top and boltom)must be braced at 9'o/t unless detaited othenvise. Proper attachmeni end positioning o}laleral brsang is requtred to achieve mernber stab�'ily. -Design assumes adequate conGnuous lateral support af the compression edge. ADD1710NAL NOTES: -IMPORTANTI The analysls presented�s output(rom sofAvara developed by iLevef�. iLevel�wartants tha sir�ng of its producffi by Mia sofAvare wr'f be aaompliahed in aocotdance with iLevei�product desfgn crfteria and code aoCepted deslgn values. The spectfic product applkation,fnput desfgn loads,and stated dlmenslons hava been provlded by the software user. Thls output has�oi been reviewed by an ftevel�Associate. -Mot ell products are ceadily ava±lable. Check with your aupplier or iLevel�technksl representetiva tor product avae7abiliry. -THIS ANALYSIS FOR ileve3�PRO�UCTS ONLY! PRODIlC7 SUBSTITUTION VOIDS TfiIS ANALYSIS. -AJlowabb Siress Design methodobgy was usad tor$uilding Code t18C 8rseyzing the l�evel�Distrfbution produCt listed above. -Mote:See ILeve7�Speeifiers/Buildeds Guide(or mukiple pty eonnedion. PROJECT INFORMATiON: OPERATOR lNFORMATlON: Terty Mikkel5on dtp ptanning&design 9100 BaFtimore St N.E. Suite 106 Slaine,MN 55449 Phone:765-780-8004 Fax :763-780-8015 i nfo(c�dipciesiy n.com Copyrigh[ 4 2009 by SLevc:a�, Fedcrai 'Aay, NA. tiScrodAamx is a reqSstarod tradcmark oC il,avola�, Muiti-Loaded Beamf 2006 Er�temationa!BuiEcfin�Code f05 NDS)1 Ver.7,0'l.14 By: DOEV , DFP PLANfViNG DESiG1V on:04-21-2010:4:06:45 PM Proiect:209996-Lvcation: DECK Summary: (2) 1.5 IN x 9.25 IN x 11.75 F7 /#2-Redwood-Wet Use Seciian Adequate 8y: 9.1% C�ntroilin�Factar: Moment of inertia/Depfh Required 9.22 in •Laminations are to be fuliy connected to provide unifarm transfer of loads to all mernbers Center Span Deflections: Dead Load: DLD-Center- d.18 IN Live Load: LLD-Center 0.11 IN=U1301 Total Load: TLD-Center- 0.29 IN=U485 Center S�an Left End Reactions(Support A): Live Load: LL-Rxn-A= 317 LB Dead Load: DL-Rxn-A= 378 LB Total Load: Tl.-Rxn-A= 695 LB Bearinq E.enqth Required(Beam oniy,support capaaty not checked}: B�.-A= 0.53 1N Center Span Riqht E�d Reactions(Support B): Live Load: i.L-Rxn-6= 317 LB Dead Load: OL-Rxn-6= 402 LB Totaf Load: TL-f2xn-B= 719 LB Bearing Length F2equired(Beam onEy>support capacity not checked): SL-6= U.55 1N Seam Data: Center Span Lenctth: L2- 19.75 FT Ce�ter Span Unbraced Lenqth-Top of Beam: lu2-Top= 8.33 FT CeMer Span Unbraced Length-Bottom of Beam: Lu2-8ottom= 9 9.75 FT Live I�oad Duratian FaCtor: Cd= 1.00 Live Load Deflect.Criteria: V 480 Total Load Def�ect.Criteria: U 480 Center Span Loading: Uniform Load: Live Load: wL-2= 54 PLF Dead Loacf: wQ-2= 20 PLF 8eam SeEf Weight: BSW= S PLF 7otaf Load: wT-2= 79 PLF Point Load '4 Live Load: PL1-2= 0 LB Dead Load: PD1-2- 483 LB Location(From left end of span): X1-2= 6.17 FT Properties For:#2-Redwood Bendin�Siress: Fb= 925 PSI Shear Stress: Fv= 160 PS� Modutus of Eiasticitv: E= 1200000 PSl Adiusted Modufus of EfasticEflr: E-Min= 44U000 PSI Stress Perpendicular to Grain: Fc_,perp= 650 PSE Adjusted Properties fb'(I'ensian): Fb'= 984 PSf Adjustment Factars:Cd=1.00 C1=0.97 CF=1.10 Fv': Fv'= 7 55 PSl Adjustmeni Factors:Cd=1.00 Cm=0.97 E': E'= 1080000 PS! E-Min': E-Min'= 396000 PS! Adiastment Factors: Cm=0.90 Ci='1.00 Fc'�erp: �c'�erp= 436 PSl Adiustment Factors: Cm�.90 Ci=1.OQ Des9gn Re�uirements: Controliinq Moment: M� 2768 FT-LB 8.11 Ft from le8 support of span 2(Center SA�n) Critical morr►ent createti by combining all dead loads and live foads on span(s)2 Controilin�Shear: V= 664 LB At a distance d from nqht support of span 2(Ce�ter Spanl Critical shear created by oombining all dead loads and live foads on span(s)2 Comparisons With#teQuired Sectiorts: Section Modulus(Mament): Sreq= 33.76 iN3 S= 42.78 !N3 Area(Shear): Areq= 6.41 1N2 A= 27,75 lN2 MomeRt of Inertia(Def�ection): Ireq= 'E95.74 f�l4 != 197.86 fN4 Mu1ti-Loaded Beam(2006 Intemational BuildinQ Cade(05 NDS)1 Ver:7.01.14 ' By: DON, DFP PLANNIfVG DESIGN on: 04-21-2010:4:02:58 PM Prol��209196-Location: S7A1R�ANDENG Summary: (2) 9.5 IN x 7.25!N x 8.33 FT /#2-Redwood-Wet llse Section Adequate By:?3.3% Controllirt�Factor.Moment of Inertia/Depth Required 6.04 In 'Laminations are to be fu11y connected to provide uniform transfer�f loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.04 1N Live Load: i.LD-Center- O.QB I{�=U'1187 Tofal Load: Ti.D-Center- U.12 IN=U832 Center Span Left End Reactions(Support A): Live Load: LL-RxrrA= 333 L8 Dead Load: D�-Rxn-A= 142 L8 Total�oad: TE.-Rxn-A= 475 L8 Bearin� Lenqth Repuired (Beam only,support capacity not checked): BL-A= 0.36 fN Center Span Ripht End Reactions(Suppo�t S): Live Load: LL-Rxn-B= 333 L8 Dead Load: QE.-Rxn-6= 1�42 L8 Totai Load: 7L-f2xn-6= 475 LB Bearing Lengti�Required{Beam only,support capacity not checked): BL-6= 0.3fi IN Beam Data: Center Span Length: L2= 8.33 F'f Center Span Unbraced Len�th-7op of Beam: Lu2-To�= 8.33 Ff Genter Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.33 FT Live Load Duration FaCtar: Cd= 1.00 Live Load Deflect.Criteria: U 480 Total Load Deflect,Criteria: U 480 Center Span Loading: iJniform load: Live Load: wL-2= 80 PE.F Dead Load: wD-2= 30 PLF 8eam Se{f Weight: BSW= 4 PLF Total Load: w7-2= 194 PLF Properties�or.#2-Redwood Bendi�q Stress: Fb= 925 PSf Shear Stress: F�r- 160 PSi Modulus of E�asticitv: E= 12Q0000 PSI Adlusted Modulus of Efasticity: E-Min= 440000 PSI SVess Perpendicular fo Grain: Fc�erp= 650 PSI Adjusted Properties Fb'(fensian): Fb'= 1082 PSl Adjustment Factors:Cd=1.00 C1=0.98 CF=1.20 Fv': Fv'= '155 PSf Adjustme�t Factors: Cd=1.00 Cm=0.97 ��; E'= 9080000 PSI E-Min': E-Min'= 396U00 PSI Adiustment Factors: Cm=0.90 Ci=9.00 Fc',r,pem: fc'�erp= 436 PS[ Adiustment factors: Cm=0.90 Ci=1.00 Design Requirements: Controlfin�t Moment: M= 990 FT-LB 4.'t65 Ft frorn EeR support of span 2{Center Span) Critical moment creatEci by combiRing all dead loads and live loads on span{s)2 Controllina Shear: V= 409 LB At a distance d from left support af span 2(Center Span) Critical shear created by combining a!!dead loads and live loacfs on span(s)2 Comparisons With Ftequired Sections: Section Modulus(Moment): Srep= 1Q.98 IN3 S= 26.28 IN3 Area(Shear): Areq= 3.95 IN2 A= 21.75 I N2 Moment of Inertia(Defiection): lreq= 54.97 IN4 1= 9527 IfV4 Multi-Loaded Beamf 20061ntemationaf 8uiidinq Code{05 NI7S)1 Ver:7.d1.94 � By: DOtV, DFP PEANNING DESIG�f on:0429-2094:4:05:04 PM ProleCt:209'E96-Location: DECK Summary: (2) 1.5 fN x 9.25 IIV x 5.67 FT /#2-Redwood-Wet Use Section Adec�uate By:419.0% Controllinq�actor.SeCtion Moduius/Depth F2epuired 4.69 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center— 0.01 IN Live Laad: L.ID-Center— U.d1 1N=U527'! TotaE Load: TLD-Cenfer= 0.02 iN=U3672 Center SAan Left End Reactions(Sup�art A): Live Load: LL-Rxrt-A= 340 LB Dead Load: DL-Rxn-A= 143 LB Total Load: TL-Rxn-A= 483 LB Bearinq Lenqth Required{Beam only,support capaaty not checked): BL-A= 0.37 1N Center Span Ripht End Reactians(Support B): Live Load: L�-Rxn-6= 340 LB Dead Load: DL-Rxn-B= 443 LB Total Load: TL-Rxn-6= 483 LB Bearing Length Required(8eam only,suppori capacity not checked): BL-B= 0.37 IN Beam Data: Center Span Len�fh: L2= 5.67 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 5.67 FT Center Span Unbraced Length-Sottom of Beam: Lu2-Bottom= 5.67 FT Live Load Duration Factor: Cd= 1.00 Live L.oad Deflect.Criteria: U 480 7otal Load qeflec�.Criter�a; U 480 Center Sqan Loading: Uniform Load: L�ve Load: wL-2= 120 PLF Dead Load: w0-2= 45 PLF Beam Seff Weight: BSW= 5 PLF Total Load: wT-2= t70 PLF Properties For:#2-Redwood Bendins�Stress: Fb= 925 PSI Shear SUess: Fv= 160 PSI Modulus of Efasticity: E= 1200000 PSI Adlustecl Modulus of Elasticity: E-Min= -0-40000 PSI Stress Perpendicular io Grain: Fc�erp= 650 PSI Adjusted Properties Fb'(Tension): Fb'= 996 PS! Adjustment Faciors:Cd�1.00 C(=0.98 CF=1.90 Fv': Fv'= 'I55 PSI Adjustment Factors: Cd=9.OQ Cm=O_97 E': E'= 4080000 PS� E-Min': E-Min'= 396000 PSI Adiustment Factors: Cm=4.90 Ci=9.00 Fc'�erp: �c'�erp= 436 P5E Adiusimen2�actors: Cm=0.90 Ci=1.04 Design Requirements: ControltinA Moment: M= 584 F1'-LB 2.835 Ft from(e�t support of span 2(Center Span) Critical moment createci by combining all dead Ioads and live ioads on span(s)2 Controllinq Shear: V= 357 LB At a distance d from riqht supAort of span 2{CQnter Span) Criticat shear created by combining a!I dead toads ancf live ioads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sret== 8.24 !N3 S= 42.78 IN3 Area(Shear): Areq= 3.�35 IN2 A= 27.75 IId2 Moment of Inertia(Qeflection): lreq= 25.86 iN4 1= 197.86 IN4 Muiti-Loaded Beamf 2006 Intemational Buildinq Code(05 NDS)1 Ver. 7.01.14 � By:DON , DFP PLANNING D�SiGN on:04-21-201�:3:45:45 PM Proiect:209196-Location: SCREEN PORCH Summary: (2) 1.5 f N x 11.25 lN x 6.0 FT /#2-Spruce-Pine-Fir-OrY llse Section Adequate Sv: 767.6% Controllinq Fador: Section Madulus/Depth Required 3.82 In �Lam9nations are to be ful{y connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- OAO IN Live Load: LLD-Center- 0.00 IN=U15383 Total Load: TLD-Center- 0.01 1N=UiQ5�6 Center Span Left En8 Reactions(Support A): Live Load: LL-Rxn-A= zaa LB Dead l.oad: DL-Rxn-A= 108 LB 7otak Load: TL-Rxn-A= 348 LB Bearins�Lenctth Required{Beam oniy,support capaaty nat checked}: BL-A= 0.27 1{V Center Span Riqht End Reaciians{Support B): E.ive Load: LL-Rxn-B= 240 LB Dead Load: DL-Rxn-6= 1Q8 LB Totat Load: TL-Rxn-6= 348 LS Bea�ing Length Required{Beam only,support capacity not checked): BL-6= 0.27 1N 8eam data: Center Span Lenqth: i2= 6•Q FT Center S�an Unbraced l.ersqth-Top of Beam: Lu2-Top= 6.0 FT Center Span Unbraced Lengtti-Bottom ot Beam: Lu2-Bottom= 6.0 FT Live load Duration Factor: Cd= 9.Ofl Li�e Load Deflect.Criteria: U 360 7otat Load Deflect.Criteria: U 240 Center SDan Loading: Uniform Load: Li�e Load: wL-2= 80 PLF Dead Load: wD-2= 34 S'LF Beam Self Weight: 8SW= 6 PLF 7ota!Load: wT-2= 116 PLF PropeRies For:#2-Sprt�ce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fw- 135 PSI Modulus of Elasticity: E= 1400000 PSI Adjusted Mocfulus of Elasticity: E-fVlin= 510000 PS! Stress Perpendicu(ar to Grain: Fc�erp= 425 PSI Adjusted Properties Fb'(F"ension): Fb'= 864 PSI Adjustrnent Factors:Cd=9.00 C1=0.98 CF=1.00 Fv': Fv'= 135 PS1 Adlustment Factors: Cd=t.00 Design Requirements: Controllinq Momen;: M= 523 FT-LB 3.0 Ft fram 1eft support of span 2(Center Span) Critica[moment created by combining ail dead loads and 1i�e loads on span(s)2 Controllinq Shear: V= 244 LB At a distance d from riqht suppart of span 2(Center Span} Critical shear created bv combining a1!dead loads and live loads on span(s}2 Comparisons With Required Sections: Section Mociulus(Moment): Sreq= 7'29 IN3 S= 63.28 [N3 Area{Shear): Areq= 2.77 �N2 A= 33.75 I N2 Moment of Inertia(Deftection): Ireq= 8.33 IN4 1= 355.96 IN4 Muiti-Loadecf 8eamf 20061ntemational Buildinp Code(05 NDS)1 Ver.7.0'l.14 � By: DON , DFP PLANNING DESIGN on:04-21-2010:3:36:22 PM Pro�ect:209196-Location: SCREEN PORCH Summary: f 2) 1.5 IN x 11.251N x 4.33 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:845.7% Controliin� Facior.Section Moclulus/Repfh Rec2uired 3.66 tn "Laminations are to be fuliy connected to provide uniform transfer of loads to all members Center Span Deflections: Qead Load: DLD-Center 0.00 !IV Live Load; LlD-Center— 0.04 1N=L/22582 TotaE Load: TLD-Center— 0.00 !N=U35922 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 296 LB Deacf Load: OL-Rxn-A= '[24 LB 7otal Load: Tt-Rxn-A= 420 LB Bearin�Len�th Rettuired{Beam onEy, support capacity r►ot checked): ��-A= 0.33 IN Center Span Ri�ht End Reactions{Support B}: Live Load: LL-Rxn-6= 332 LB Dead Load: DL-Rxn-B= 138 LB 'Fotal Load: 7L-Rxn-6= 470 LB Bearing Length Rsquireri{Beam oniy, support capacity not checked): BL-6= 0.37 1N 8sam Data: Center Span Len�th; L2= 4.33 Ff Center SQan llrsbraced Lenqth-Top of Beam: Lu2-Top= 4.33 FT Center Span Unbraced Length-Bottom of Beam: Lu2-8ottom� 4.33 FT Live Load Duration Factor: Cd= '1.00 live Load Deflect.Criteria: U 360 Tota!Load�eflect. Criteria: U 240 Center Si�an Loading: Uniform Load: Live Load: wL-2= d PLF Dead�oad: wD-2= d PLF Bearn Se1f Weight; BSW= 6 PLF TotaE Load: w7-2= 6 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= �E20 P�F Left Dead Load: 1'RD-Left-9-2= 45 PLF Riqht Live Load: SRL-Riqht-1-2= 17a PLF Ri�ht Dead Load: 7F2D-Right-l-2= 64 PLF Load Start: A-1-2= 0.0 �1' Load End: B-�-2= 4.33 FT Load Lenqth: C-9-2= 4.33 FT Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 135 PSI Modulus of Elasticity: E= 1400000 PSI Adlusted Modulus of ElasEicity: E-Min= 510000 PSI Stress Perpendicular to Grain: Fc�erp= 425 PS! Adjusted Properties Fb'{Tension): Fb'= 865 PSI Adjustment Factors:Cd=1.00 C1=0.99 CF=1.00 FW: Fv'= 435 PSi Adiustment Factors:Cd=7.00 Design Reuuirements: Conuollinq Moment: M= 482 FT-L8 2.208 Ft from ieft support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinil Shear: V= 258 LB At a distance d from�qht support of s�an 2(Center Span) Critical shear created bv cambining all dead loads and live loads an span(s)2 Comparisons Wiih Required Sections: Section Modulus{Moment): Sreq= 6.69 !N3 . S= 63.28 tN3 Area(Sheat): Areq= 2.87 IN2 A= 33.75 IN2 Moment of inertia(Defledion): {req= 5.67 iN4 1= 355.96 1i�4 , Multi-Loaded Bearrtf 2006 lntemational Bt�ildinq Code{05 NDS)1 Ver:7.d1.14 By: QOfV . DFP PlAfVN1NG DESIGN on:04-29-2010:3:33:9 i PM Proied:2Q9196-Location: SCREEfV PORChI Summary: (2) 1.5 IIV x 11.25 IN x 4.17 F7 /#2-Spruce-Pine-Fir-Dry tlse Section Adeqaate BY:521.0% Controliinq Factor:Area/DeAth Required 4.151n 'Larrtinations are to be fulfy connected to provide uniform transfer of loads io afl rnembers Cenier Span Deftections: Dead Load: DLD-Certter— 0.00 lN Live Load: LLQ-Cente�= 0.00 [N=U26177 Total Load: TLE?-Center— 0.00 EN=U42671 Center Span�eft End Reaciions{Support A): Live Load: LL-Rxn-A= 25U LB Dead Load: DL-Rxn-A= 185 LB 7otal Load: TL-Rxn-A� 435 LB 8earin� Lenqih Required(Bearn only,support capacity not checked): BL-A= 0.34 !N Center Span Riqh1 End Reactions(Support B): Live Load: LE.-Rxrt-B= 334 LB Dead Load: DL-Rxn-&= 1974 LB Total toad: �L-Rxn-B= 2347 L8 Bearing Length Required(Beam only, support capacity not checked): BL-8= 1.81 iN Beam Data: Center Span Length: l2= 4.'I7 FT Center Span Unbraced Len�th-Top of Bearn: Lu2-Ton= 4.17 FT Center Span Unbraced Length-Bottom of 8eam: Lu2-Bottom= 4.'i7 Fi' Live Loacf Duration FaCtor. Cd= '�AO Live Load Deflect.Criteria: U 360 7ota� Load Deflect.Criteria: U 240 Center Span Loading_ ilniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF 8eam Se[f Weight: BSW= 6 PLF Total Load: w7-2= 6 PLF Point Load 1 Live Load: PL1-2= 0 LB Dead l.oad: PD1-2= 1914 L8 Location iFrom left end of span): X1-2= 4.0 FT Trapezoidal Load '1 Left Live Load: TRL-Left-1-2= 80 PLF Left Dead Load: TRE?-left-7-2= 30 PLF Riqht Live Load: TRL-Ri�ht-1-2= 200 PLF Riqht Dead l.oad: TRD-Right-l-2= 75 3'LF Load Start: A-1-2= 0.0 F'T Load End: B-1-2= 4.17 fT Load Ler��th: G4-2= 4.17 �i' properties For.#2-Spruce-Pine-Fir Bendins�Stress: Fb= 875 PSf Shear Stress: Fv= 135 PS! Modulus of ElasticitY: E= 1400000 PS! Adiusted Mocfulus of Elasticity: E•Min= 510000 PSI Stress Perpendicular to Grain: Fc�erp= 42� PSI Adjusted Properties Fb'{Tension); Fb'= 865 PSI Adjustment Factors: Cd=1.04 CI=0.99 CF=1.00 F��: Fv'= 135 PSI Adiustment Factors:Cd=1.00 Design Ret�uirements: Controllinq Momeni: M= 622 FT-LB 2.585 Ft from leR support of span 2(Center Span) C�iiica(mornent created by combining a1!dead loads and live loads on span(s)2 Controllinp Shear: V= 489 1.8 At a cfistanee d from ri�ht suppoct of span 2(Center Span) Critical s�ear created by combining ail dead loads and live Eoads on span(s)2 Comparisons With Required Sections: Section Modu(us(Momeni): Sreq= 8.63 IN3 5= fi3.28 lN3 Area(Shear): Areq= 5.43 fN2 A= 33.75 1 N2 Moment of Inertia(Deflection): �rep= 6.74 �tV4 1= 355.9$ lN4 �/ 5 y DAT TIME CITY OF ORONO ED IN 7 6 INSPECTION NOTICE ./ SCHEDULED � �� PERMIT NO��`7� COMP�ETED ADDRESS �� OWNER ELEPHONE NO. ��67�Z2 CONTRACTOR / � �: DESCRIPTION � l� ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING � ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS � O ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT v ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP _ ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL J ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W 0. � � O �: �' � Jc:,_ , i ; }-'[', j /- � � O � W � Q � Z W � W � � d W '�WORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLEfE � ❑CORRECT WORK 8 PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W � ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY � BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. � pHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CAII INSPECTOR � CITATION ISSUED ❑ INSPECTfON REQUIRED.CALI TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. �95Z� Z49-46�� OwnerlContractor on site: Inspector. �� - ` ,.; ��-r White Copyllnspector's File Canary CopylSite Notice DATE TIME � � CITY OF ORONO CALLED IN INSPECTION NOTICE �/ (� SCHEDULED -� � PERMIT NO.o?4/O` OD T 7 / COMPLETED �:� ADDRESS �a a S �� OWNER TELEPHONE NO. � �� ZZ-Z ZgOb CONTRACTOR PM I ��'dYVt1�4 >; DESCRIPTION �'�rn r n — ��K, �DZ�/ � � ❑ FOOTING ❑ PLUMBING AL ❑ EXCAV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS y ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT � ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP _ ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL J ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W � o —�o! � �-S .�� I-I��t s.e.rS '' �- �-'� �Ss . �o .SS.�c_' � 0 � W � Q � z W � W � � W��ORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W ❑ RRECT WORK&PROCEED G ISSUE CERTIFICATE OF OCCUPANCY � ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. � pHOTO TAKEN INSPECTOR WILL RETURN �STOP ORDER POSTED.CALL INSPECTOR � CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952� 249-46�� OwnerlContractor on site: Inspector. � White Copyllnspector's File Canary CopylSite Notice � � .c-� AT TIME ✓ CITY OF ORONO CALLED IN � �D � INSPECTION�N�j T7IC�fE SCHEDULED PERMIT N0�"�`C/ —�D �� OMPLETED ' ADDRESS � S �� OWNER TELEPHONE N071s�/� ��D�O CONTRACTOR �� >: DESCRIPTION �/L�� `� � � � ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS y ❑ FRAMING ❑ MECHANICAL FINAL Q ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT � ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP ? ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL J ❑ PLUMBING RI � SEPTIC FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES�NO � COMMENTS: �� .� � � W a � � O / � �(��` (� t I � ° .C� �:. , �ca W � Q � � I�J /C�, f%'( •��'P �C'c�J�� '`�"� W f� n �rr /� � ��'� `� 1 � � �/'.4.c-��('� � � t a W ❑WORK SATISFACTORY:PROCEED C_� PROJECT COMPLETE � ❑CORRECT WORK&PROCEED ^ ISSUE CERTIFICATE OF OCCUPANCY W ��CORRECT WORK,CALL FOR REINSPECTION TEMPORARY � �B,�FORE COVERING V PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. C PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR '-�CITATION ISSUED � INSPECTION REQUIRED.CALLTOARRANGE ACCESS. Call for the next inspection 24 hours in advance. (g52) 249-4600 Owner/Contractor on site: Inspector. � � � White Copyllnspector's File Canary Copy/Site Notice