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Home My WebLink About2005 - P08369 - new structure PERMIT CITY OF ORONO Permit Number: 2750 Kelley Parkway - PO Box 66 P08369 Crystal Bay, Minnesota 55323 Permit Type: New Structure (952) 249-4600 Date Issued: 1/31/2005 SITE ADDRESS: 1005 Willow View Dr Long Lake,MN 55356 PID: 28-118-23-41-0006 DESCRIPTION: UBC Occupancy R3 Construction Type VN Proposed Use: Residential Permit Class: Building Census Code 101 Permit Type: New Structure Permit Sub-type(s): New Home-Single Family DETAILS: Approved per resolution#: Separate permits required: Plumbing Mechanical Fireplace Water Connection Sewer Connection irrigation Electrical(state) NOTICES/REMARKS: FEE SUMMARY: Permit Fee: $ 4,658.75 Valuation: $ 800,000.00 Plan Review Fee: $ 3,028.13 State Surcharge Fee: $ 400.50 SAC Fee: $ 1,450.00 TOTAL FEE: $ 9,537.38 APPLICANT: LeGran Homes OWNER: LeGran Homes 1521 94th Lane NE 1521 94th Lane NE Blaine,MN 55449 Blaine,MN 55449 THE UNDERSIGNED HEREBY REQUESTS PERMISSION TO MAKE THE REAL IMPROVEMENTS SPECIFIED AND AGREES TO DO ALL WORK IN STRICT COMPLIANCE WITH ALL CITY OF ORONO ORDINANCES AND STATE OF MINNESOTA BUILDING CODE REQUIREMENTS. L9Y1 C -mcc--(4Q APPLICANT PERMITEE SIGNATURE / ISSUED BY SIGNATURE Copies: 1-File(Si&nitures Required), 1-Applicant, 1-Monthly Reports, 1-Assessing, 1-Finance Page 1 Jun-25-2001 01:52pm From-CITY OF ORONO +9522494616 T-298 P.001/002 F-611 Total Pee: $ Date Received: // i Entered By: _ permit#: V CITY OF ORONO - BUILDING PERMIT APPLICATION All information must be submitted in full before plan review will be started. (please print all information) TEE APPLICANT IS: (circle one) CWNER)DR CONTRACTOR JOB SITE ADDRESS: .1 DOS Id/ lib w.) aeu) (neet740__. DIP: 3 S C NAME OF OWNER: 1-a-617:4/1 L4t5 (b',,' PRONE: (home)773-78C)-575 (work) -59 ' - 4810 MAILING ADDRESS: /5d1 9h171' N. 4/4- . CITY: &a/4.e . ZTf .554/4/9 CONTRACTOR: ' 2ltra' 11‘)rne5 6-'r7 PHONE: 7Z,3-780-575 CONTACT PERSON: i ke 1Cve 5-'eA -MOBILE/PAGER: MAILING ADDRESS: C)I'Y: ZIP:557/z/9 STATE LICENSE: # _1357 PHONE: 763 280 i ARCHITECT/ENGINEER: Df � �8�d<n zH':�� 042- MAILING ADDRESS:9/0a l/��ove $r' �6 CITY:CITY:REGISTRATION# NAME: r) o r er TYPE OF WORK: New ✓ Addition Accessory Structure, Move • Remodel/Alteration Land Alteration PROPOSED WOKE:(describe in detail): Ale-s3 44)v ,_ --- /,,�. I70 a —rr�in l 789' and. /55S STORIES: p2 SQ.FEET OF EACH FLOOR: • / _ pixy 1, GARAGE STALLS: ATT. DET...- .. NO. OF BEDROOMS: I �_ � ESTIMATED CONSTRUCTION VALUATION (excluding land): $ I hereby apply for a building permit and I acknowledge that the information above is complete and accurate; that the work will be in conformance with the ordinances and codes of the City and with the State Building Code; that I understand this is not a permit and work is not to start without a permit; and that the work will be in accordance with the approved plan. APPLICANT'S SIGNATURE: 1L---5)r— DATE: I /141/0-5 NOTE! parade of_Hoomes events require separate permit approval by Police .Department and City Council 60 days prior to the event. Non permitted events will not be allowed. Total Fee: $ Date Received: Entered By: Permit#: CITY OF ORONO - BUILDING PERMIT APPLICATION All information must be submitted in full before plan review will be started. (please print all information) THE APPLICANT IS: (circle one) OWNER OR CONTRACTOR JOB SITE ADDRESS: ZIP: Will this be a Parade of Homes, Remodelers Showcase Home or other Display Home? Yes I I No If yes, a special event permit is required with Police Department and City Council approval 60 days prior to the event. Non permitted events will not be allowed. NAME OF OWNER: PHONE: (home) (work) MAILING ADDRESS: CITY: ZIP: CONTRACTOR: PHONE: CONTACT PERSON: MOBILE/PAGER: MAILING ADDRESS: CITY: ZIP: STATE LICENSE: # ARCHITECT/ENGINEER: PHONE: MAILING ADDRESS: CITY: ZIP: NAME: REGISTRATION # TYPE OF WORK: New Accessory Structure Addition Move Remodel/Alteration Land Alteration PROPOSED WORK(describe in detail): STORIES: SQ. FEET OF EACH FLOOR: NO. OF BEDROOMS: GARAGE STALLS: ATT. DET. ESTIMATED CONSTRUCTION VALUATION (excluding land): $ I hereby apply for a building permit and I acknowledge that the information above is complete and accurate;that the work will be in conformance with the ordinances and codes of the City and with the State Building Code; that I understand this is not a peinrit and work is not to start without a permit; and that the work will be in accordance with the approved plan. APPLICANT'S SIGNATURE: DATE: Sec.13.04 RIGHTS OF SUBJECTS OF DATA Subd.I. Type of data. The rights of individual on whom the data is stored or to be stored shall be as set forth in this section. Subd.2. Information required to be given individual. An individual asked to supply private or confidential data concerning himself shall be informed of: (a)the purpose and intended use of the requested data within the collecting state agency,political subdivision,or statewide system;(b) whether he may refuse or is legally required to supply the requested data;(c)any known consequence arising from his supplying or refusing to supply private or confidential data;and(d)the identity of other persons or entities authorized by state or federal law to receive the data. This requirement shall not apply when an individual is asked to supply investigative data,pursuant to section 13.82,subdivision 5,to a law enforcement officer. The commissioner of revenue may place the notice required under this subdivision in the individual income tax or property tax refund instructions instead of on those forms. Subd.3. Access to data by individual. Upon request to a responsible authority,an individual shall be informed whether he is the subject of stored data on individuals,and whether it is classified as public,private or confidential. Upon his further request,an individual who is the subject of stored private or public data on individuals shall be shown the data without any charge to him and,if he desires,shall be informed of the content and meaning of that data. After an individual has been shown the private data and informed of its meaning,the data need not be disclosed to him for six months thereafter unless a dispute or action pursuant to this section is pending or additional data on the individual has been collected or created. The responsible authority shall provide copies of the private or public data upon request by the individual subject of the data. The responsible authority may require the requesting person to pay the actual costs of making,certifying,and compiling the copies. The responsible authority shall comply immediately,if possible,with any request made pursuant to this subdivision,or within five days of the date of the request,excluding Saturdays,Sundays and legal holidays,if immediate compliance is not possible.If he cannot comply with the request within that time,he shall so inform the individual,and may have an additional five days within which to comply with the request,excluding Saturdays,Sundays and legal holidays. Subd.4. Procedure when data is not accurate or complete. An individual may contest the accuracy or completeness of public or private data concerning himself. To exercise this right,an individual shall notify in writing the responsible authority describing the nature of the disagreement. The responsible authority shall within 30 days either: (a)correct the data found to be inaccurate or incomplete and attempt to notify past recipients of inaccurate or incomplete data,including recipients named by the individual;or(b)notify the individual that he believes the data to be correct. Data in dispute shall be disclosed only if the individual's statement of disagreement is included with the disclosed data. The determination of the responsible authority may be appealed pursuant to the provisions of the administrative procedure act relating to contested cases. DATA PRIVACY ADVISORY In accordance with M.S.13.04,Subd.2,"Rights of subjects of data",we would like to inform you that your request for a permit or license from the City of Orono or any of its departments may require you to furnish certain private or confidential information. You are notified that: 1. The information you furnish will be used to determine your qualification for the permit or license requested. 2. You may refuse to supply data,but refusal may require that the City deny the permit or license. 3. The information may be shared with other local,state or federal agencies to the extent necessary to process the permit or license. 4. If your requested permit or license requires Council action to approve, some information may become public. 5. You have certain rights under M.S. 13.04(available upon request)to review private data on yourself. 6. Your full name is required to process this pplication or permit. First Middle Last Address g5' ( LU`--i`"k 55y1-/9 2b3-780 -575 City State Zip Phone I understand my rights as slated above. • Signature CHECK OFF LIST FOR ISSUANCE OF PERMITS FOR OFFICE USE ONLY ADDRESS OR LEGAL: 1005 IA),(lot.. ' V t c_ ' PID: DESCRIPTION OF WORK: ivew POM E ZONING REVIEW BY: K 0 DATE APPROVED: t-2.b—bS BUILDING REVIEW BY: I-P / I DATE APPROVED: ( • _ —o5 FEES TO BE CHARGED: Misc. Fees Calculated By: PERMIT Yes ✓ No PLAN RE VIEW Yes ✓ No SEWER CONNECTION STATE SURCHARGE Yes ✓ No WATER CONNECTION INVESTIGATION FEE Yes No ✓ PARK FEE SAC .Yes — No SITE INSPECTION Number of SAC Units 1 OTHER (specify) ZONING CHECK LIST Zoning District: Fire Department: Post Office: School District: Lot Area: Sq ft. Acres 2-.31 Width Depth Survey Submitted: Yes�[ No Date of Survey: /-5-0S Proposed Setbacks: Front(Lake): 303 Right Side: BS 6Z Rear(Street): 46-S-11 t Left Side: 7S•S Adjacent Structures: Ai/.A Wetland: Building Height: Def Hgt. 3C. Peak!fgt. 3 g Lot Coverage: /V/A Grading: Staff Approval Date: /- 2.O - 05 By: Q V Council Approval Date: '- Septic: Septic: StaffApp•oval Date: ,"(A- By: Zoning File: # — Resolution: # Resolution Date: Shoreland District: /U J Avg. Setback: Bluff Setback: Lot Coverage: Existing Proposed Hardcover: 0-75' 75-250' 250-500' 500-1000' Hardcover Variance Required: Yes No Date of Council Approval: REMARKS(in house): 31 BUILDING REVIEW CHECK LIST UBC: I` •3 • CONSTRUCTION TYPE: Vl\i Sq Footage S Per Sq Ftg Basement x = 1st Floor x = 2nd Floor x = Garage x = x = TOTAL Estimated Construction Value: S goo ow Inspections Required: Work Requiring Separate Permits: Site 0(' Plumbing Fire Hardcover Removal Mechanical of Water Connection pr Footing Septic Sewer Connection Framing Fireplace p<- Lawn Irrigation A" Insulation (Masonry) Other r Wall Board 0.' (Mfg.) Well(State Permit) o`( Final Grading/Filling ,e Electrical(State Permit) Other REMARKS(INHOUSE): REVIEW BY OTHERS: DATE: Access: Existing New Access Approval: Date By: REMARKS (TO BE NOTED ON PERMIT): 32 . , ... ui 410 coil Part B. DEPRESSURIZATION PROTECTION o.44 ko Check option used: 0 Fuel burning equipment (complete schedules below) 0 Not e -urning equipment INSTRUCTIONS EXHAUST/MAKE-UP AIR I SCHEDULE* Step I. Complete the Combustion Equipment Schedule below. Only equipment Exhaust dcvic over 300 elm Flow with a Y(Yes)may be selected under the"Category I"alternate. NA cfm Step 2. Complete Gv/rau.sr/A'lake-up Air Schedule on the right if direct or power cfm vented or solid fuel atmospheric vent space heating equipment is selected. cfm COMBUSTION :QUIPMENT SCHEDULE (check all types proposed) _ Space heating-nonsolid fuel 0 Sealed combustion Y Hearth — nonsolid fuel 0 Sealed combustion Y I/Direct or power vented Y* licDirect or power vented Y Atmospherically vented N Atmospherically vented N Water heating—nonsolid fuel _ 0 Sealed combustion Y Space heating—solid fuel 0 Atmospherically vented Y /, '1 ,eIc 0 Direct or power vented Y Water heating—solid fuel 0 Atmospherically vented Y C(�GC• Atmospherically vented N Hearth—solid fuel 0 Atmospherically vented Y * If atmospherically vented solid fuel or direct or power vented nonsolid fuel space heating is installed, then make-tip air to match flow is required for each individual exhaust device which exceeds 300 cubic feet per minute. • Part Ci. VENTILATION VENTILATION QUANTITY (Mechanical ventilation must be provided per the larger quantity calculated below) F4054.5 cubic feet x 0.00583/minute = /b. 1951 cfm ( 4 x 15 cfm/bedroom)+ 15 cfm= ?5 cfrn volume of habitable rooms number of bedrooms VENTILATION FAN SCHEDULE Check method(s)proposed -3 0 Exhaust only 1251cNBalanced (heat recovery ventilator,air exchanger, etc.) Fan description or location -3 Vei, frf, . 2-6. TOTALS VENTILATION Intake chin c fin cfm cfm 247:,€ cfn AS DESIGNED Exhaust cfm cfm cfm cfm 265 cfm Statement of Compliance: The proposed building design represented in these documents is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the requirements of the Minnesota Energy Code. Ade KIY-Stel i 1/45 763-7466---575C. Applicant(print name) Signature Date Telephone number Part C2. VENTILATION (Submit Part C2 upon completion of system verificationt) X � /Job Site Address: /V/ � . l'ermu ber Fan description or location ' TOTALS - MEASURED Intake . cfrrf cfm cfm ;...cfm:: cfm PERFORMANCEt Exhaust cfm cfm : elmcfm ' cfm -r. rate must be measured and verified when the performance option is used in lieu of the prescriptive option for the sealing of joints in the building conditioned envelope(from Part A). Compliance Statement: Installed ventilation systet i is in compliance with h Energy Code and is sized to provide the design air flow. /41 L._ 60/ei/ /fri a /dz sfa-4E6 5 Applicant(print name) Signature Date Telephone number w Permit Number MECcheck Compliance Report 1999 Minnesota Energy Code MECcheck Software Version 3.2 Release 1 Checked By/Date TITLE:205109 COUNTY:Hennepin STATE:Minnesota ZONE:2 CONSTRUCTION TYPE: Single Family DATE:01/13/05 DATE OF PLANS: 01/12/05 PROJECT INFORMATION: MODEL V L11,B01 -WILLOW VIEW ORONO,MN COMPANY INFORMATION: LEGRAN HOMES CORP. COMPLIANCE:Passes Maximum UA=852 Your Home—656 23.0%Better Than Code Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value U-Factor UA Ceiling I:Raised or Energy Truss 1790 44.0 0.0 39 Wall 1:Wood Frame, 16"o.c. 5346 19.0 0.0 263 Window 1: Above Grade,Vinyl Frame,Double Pane with Low-E 731 0.320 234 Door 1: Solid 54 0.140 8 Door 2:Glass 96 0.320 31 Basement Wall 1: Solid Concrete or Masonry,9.0'ht/8.5'bg/9.0'insul 1206 11.0 0.0 66 Floor 1:All-Wood Joist/Truss,Over Unconditioned Space 440 30.0 0.0 15 Furnace 1:Forced Hot Air,90 AFUE Proposed and Maximum U-Factor Averages Proposed Maximum Average U-Factor Allowed U-Factor Above-Grade Windows and Glass Doors 0.320 0.370 Includes Foundation Windows>5.6 ft2 Floors Over Unconditioned Space 0.033 0.033 COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans. specifications,and other calculations submitted with the permit application. The proposed building has been designed to meet the 1999 Minnesota Energy Code requirements in MECcheck Version 3.2 Release 1. Builder/Designer � Date I 1 z.:1 i dziriort, _-- _ OraoJ%0 q 'T UD 'M t_ .� �E Para�ia� ' �. >>~:..E A�� 3 acs of i 314" x 9 172 2. -/. ;r s. rNu r- -x„ OR EXCEEDS E SET DESIGN CONTROLS FOR HE APPLICATION AND LOADS LISTED 4 4 It .-- , .-.___"'"'__.. --1.7'4" Yle'tMII�rn1:s ear�i am is�v€;,:...i. All r.�iE7�tl&iUnS are horizontal. Anaiysis is for a Drop Beam Member. Tributary Load W :� 15.0 Dead Primary Load Group-Roof(psi):40.0 Live at 125%duration, '•fertcar r : w:e- ApplicationCommentTyl Gess Live Dead Lc rr Uniforrn(p`f) Roof(125) 30.0 150.0 0 To 17 4" Adds To Pcint(lbS Roof(125 ) 0 3013 11'T - (1 )1Pom ;t(t fc1 5) 0 14794 'f7 5-` rim or squash blocks are regu+�at�`Ls)'2 Sufficient strength full depth blocking, e blocks in the ' ;.tom SUPPORT(S)oit( Th e. -t�1 Analysis asap i at the are passed throughato NOT been for c /city. Dawnward acting point toads we indu rase re d `nmg the at Lt gars a_associated bhi.. be the most CRITICAL accessories shown. � of duration,t and may not reactions. These are the reactions with the highest�d supporting member below- SUPPORTS: OtherInput Bearing Vertical Reactions(Ibsi Detail Width Length LiveIDeadlUPilRTrdtai 5.25" 741,3 f 12161411 L1:Blocking 1 S Ply 1 37.4'2.0E=a,all Peie 4 Wood c°�;srn 5. L/:BlockingC;us7o;�ri piocx;r;g 2 Wood column 5.25" 5.25" 740118808 10//93548 -See TJ SPECTER'S f BUILDERS GUIDE for de ail{Bi:i.,1:Blocking DESIGN CONTROLS:F �OCatcfiti Maximum Design Control Control Lt end Span 1 under Roof loading Shear(thee, eigsn 1597 12053 Passed(13%) Passed(24%) M D Win I under Reef roadie�r "Moment( `-`=`'G� `mss 583/ 24482MID Span?under Roof i�dmg ire Load D Oma; 0.272 � Passed(U999+)P�(L 73) MID Span 1 under Roof loading .209 0.585 Thiel_c2ei�f{lint Criteria:ST DARD(r, ;_9360,1 -1.12 ). Proper attachment and p d of iaterai -Bracing(+,) All comer e ,e_ othervi�. (top and bottom) be braced at 2'8"ole unless detailed -Braci-ig(Lii):�;ampressiori�� bracing is required to achieve member stability- -Design assumes adequate contirmous iateral support of the compression Vie• PROJECT iN ..- ... .. .. 711: TERRY MIKKELSON FP PLANNIT-IG 73ES1G , 810 BALTIMORE ST BLAINE,MN 55449 ahc,,e 7 7533-78C-8004 Fax :7b."''-7gA1`� DFPPL.ANNINGDESIGN Q ViSI.GDNI Copyright b :::1C2 by =IL' 2 i t, r Wev,rhar,u-ear guszae9.: Paralla:09 is a registered trademark or Trus Joist. 150710gtie STUDY WALL 3 Pcs of i " x 31:2 2 OE alraRia PSL ri-Seamed)5`- Serialrtumber70021=601 THE SETDESIGN 11.37_56 THIS PRODUCT MEETS OR EXCEEDS CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: True Joist{TJ}. T i warrants She �it�g of its products by software Will Ii'�?I:`tJRTAIvt�F The arlays U output fromnsoftware codedeveloped acceptedbyues. he prod ct ication,input design�,and accomplished ie�accordance h Ti product design criteria and desk va' stated dimensions have been provided by the software user. -This o€i tput has not been vMaivec`-by a TJ rye. -Not an products are readily aval8bie_ Check with your slur or TJ technic4 representative for product air abi#ity_ _TriiS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTMYTION voms THIS NAsYSI a{�ove- -Allowa`.to Stress Design methodology was :for Building Code UBC arra: ng the Ti -Note:See Ti SPECIFIER'S I BUILDER'S GUIDES for multiple ply connector.. PROJECT INFORMATION: OPERATOR INFORMATION: TERRY MIKKELSGN DU'PLANNING 8 fESlf_A 400 BALTIMnRF ST BLAINE,MN 55449 Phone:763-780-8004 Fax :763-715 DFPPLANNINGDESIGN@VISI_CORK Cu9_ _At 4l LAV:: '',7 Teas .S..ie:_. Wojeroa^_isac niiaa:s =arailan& &a a ..eyi-terud Lradema[1_ of Trus „ofst. L- :---;A.i.m 2 res of 1i 314`- x 9 "1r22.0E Parallatra PSL ii-Searn(TM)6.05 Senat Number 7002001601 User 2 808/03 11:26:35 AM THISPRODUCT MEETS OR EXCEEDSTHE SET DESIGN Paw En irle Ver,,,-.s 1 CONTROLS FOR THE APPLICATION AND LOADS LISTED Writhe!Siner ;Ail 7 Reef fi6L;}s 1? Over.'"thmensiorrig"V' r--4— L _4 4 _...4 1 - t1 ..--_2.p---ix--3- ,. o _6-" s 2.10"--.1,---2".9----t. An #rrodI Magi'am in vunrept�t dimensions are horizontal. LOADS: !ui tysis is for a Drop Seam Member. 'Tributary toad"I 1' Primary Load Group-Roof(psf):40.0 Live at 125%duration,15.0 Dead Vertical Loads: Type Class Live Dead Location ApplicationCon-intent Uniform(plf) Roof(125) 80.0 30.0 0 To 2'9" Adds To Uniiform(plf) Floor/1.00) 360.0 270.0 15 To 16'8" Adds To Uniform—silt) RooiVk.-..'5- i- :i 375.G i i0„To 16 5' r.:cs To Point(lbs) Roof(1.25) 0 1337 1'6" - (1) Point(lbs) Roof(125) 0 3383 2'8" - (1) Point(lbs) Ri e(1 25) 0 1!R56 11'1" (1) Point(lbs) Rodf(1.25) 0 1207 13'11" - _(1)Analysis a.,--iimeslos are passed throughto Vicat: Stag strength tuti deft ,rim or swish blocks are required at sung is':2 .I be point loads are included in the reported SUPPORT(S) accessories shown,at the diagram above,have NOT been checked for capacity. Downward actingrmt be the most CRITICAL case when designing thereactions. These are the reactions associated with the highest coefficient of duration and may supporta-3g niernt-er ow EI UPPORTS: Input Bearing Vertical Readions(lbs) Detail Other Width Length LiieJDeadlUplifUTotal 1 Wood column 5.25" 5.25" 1731643101816 L5 None 2 Wood column 5.25' 5.25" 22514373/0/4597 L5 None 3 Wood eau= 525" 5.25" 215/561710/5332 L1:Bigg Custom Blocni u ci 4 Wood column 5.25" 5.25" 14314914 10/5057 L5 None 5 Wood column 525" 5.25" 138911995/013384 L5 None 6 Wood coiumn 5.25" 5.25" 143718241012320 t S None -vee t i SPECIFIER'31 SUILuERS GUIDE foris:15,i 1:Blocinn PROJECT INFORMATION: OPERATOR INFORMATION: TERRY MIKKELSON DFP or et=NNING_&DESIGN 9100 BALTIMORE ST BLAINE,MN 55449 Phone:763-780-8004 Fax :763-786-6015 DFPPLANNINGDESIGN@LSI SI.COM c;cio4cia,ht a 2002 by Cru, •'vi,t:, 4'reyvrt,a2u c,i sires /74417at _ GRT RM WOW P, of t314"x 9 112" 7.nF ParaHHa?. -L; PSL s.seamtriM)6.06 snit Numeer 7002 au1601 USW:Page 2 11126:38 rots P Paget Engine Version_1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maxinnunn Design Control Control Lotion Shear n =:b ) n1 790 5785 Pass d(14%) Rt.end Spaa under Dead loading �• 117516% MID Span 1 under Dead loading Moment(Ft-LW 898 704 Passed( ) oad Live-Load,0t�}F s ui) G.0 0.081 Passed(L, 3f) MID Spar:S under Roof ALTERNATE span loading Total s_ Desi(in) 0.005 03.122 Passed(U9 4-) MW)Span 5 under Roof ALTERNATE span leading -Deflection Criteria:STANDARD(LL:LI360,TL1/240). positioning lateral -Bracing(Lu):All compression edr, (top and bottom)must be braced at 2 a o%u'nlless detailed othervli . Proper is obme t and g" bracing is required to achieve member stability. n^�'. -The conditions considered in design analysis `'cl.e alternate andadjacent member pattern- -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: Trus Joist(TJ). T3 warranty the s of its products by this software will be -IMPORTANT! The ar�:ysis prese;ited'is output from software developed by -Toutdesign toads,and accomplished in accordance with Ti product design criteria and code acceptedt �e by a Ti Associate. desn slues. The specific product application, viewed stated dimensions have been provided by the software user. :his outpak has not-Not all products are readily available. Check with your supplier or Ti technical representative for product ,afianility_ -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used;or Briding Code UBC analyzing the Ti us ibution product famed above. -Nate:See T'SPEC!F!ER.S t BUILDER'S GUIDES for multiple ply oonneefiun PROJECT INFORMATION: OPERATOR INFORMATION: TERRY MIKIELSON DPP PLANNING c.DESIGN 9100 RA°_TIMORE ST BLAINE.MN 55449 Phone:763-780-804 Fax :763-780-8015 DFPPLANNINGDESIGNIVISLCOM tippy:SaltW.f4 _...s ..r - . aye:2_. au,a,esz Para;lam5 is a registered tr..dema.,k of Tr1.1f, eliwlerGRT RM SOFFIT 2 Pes of 1 314" x 9 112" 2.0E Paraflat PSL 13-Beam(7M)sos Searei Number-:U2It 1SO? User i 8128,03 11:13: AM THIS PRODUCT MEETS OR EXCEEDS ThE SEA{T` DE{SIG STEN D pyo; c..y..e:IC:SiG-711 1.5.12 CONTROLS FOR TIIE APPLICATION AND LOS L -Member Vie;9112 Roof Slop Ell —-� 2, tireduct DiSitatain ie Conceptual. Alt dimensions are horizontal. Analysis is for a Crop Beam Member- Tributary bad Widtit:1' Primary Load Group-Roof(psi):40.0 live at 125%duration,15.0 Dead TypeClass vertices Lo ds. Live Dead Location Application Comment Uniform(pif) Floor(1D0) 60.0 23.0 0 To le 2" Adds To SUPPORTS: input Bearing earinng ;lertical Reactions(lbs) Detail Other Width Length Lh DeadlUPll 7' t L5 None \went!,CS fi t:ST:r' =-� 3.50' =F=%S•. /435'1011,33-,' 2 Wood column. 525" 5.25" 91614E4310/1359 Nc3no. -See TJ SPECIFiER'S/BUILDERS GUiDEfor detail(s):Lb --.�...�•t!`!!i CONTROLL s! Maximum Design Control Control Location Shoa.(lbs) 1312 -1176 8035 Passed(15%) Rt.end Span 1 under Roof loading Moment(Ft-1 t,x) 55803 5803 16321 Passed(36%) MID Span t under Roof k adiag Lav Load Deft(in) 0.454 0.590 Passed(1/46f3) MID Span 1 under Root loading Total Load Defl(ini 0.673 0.884 Passed(11315) MID Span 1 under Roof loading positioning of lateral -Bra irig„1: Properattachment and p n9 -BraciF�(;..u):All c\^mpressicr*.edges(top and bottom)must be braced at 2'8"otc unless detailed otherwise- bracing is required to achieve member stability. -Design Mmes adequate conitilueus late ai support et cNmpress±c:o edge. ADDITIONAL NOTES: TJ warrants sizing of its productsby this software.n11 PORT.NT, The__ l-s sente _a-i:riil from software developedby Trus- - .l is ^.s=Jr�t(T_i). s.ecu, e..c v..l ry - an and code accepted design values. The specific:�ioduot application,iin design Y,�.,,;•n�±xl�ri�a��,.danr�ur:sl:T,f�s�'±c�---design criteria stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or Ti technical re resentatve for� �availability. -THIS ANALYSIS FOR TRUS JOISTPRODUCTS ONLYI PRODUCT BS .Tt�,TICAVOIDS THIS ANALYSIS. Distribution product listed n was used for Buikli Code USC analyzing the Ti istribution :dove. -Allowable Stress Design methodology -Note:See Ti SPECIFiER'S 1 BUILDER'S GUIDES for multiple ply connection. CrP,ERA no!N risal• AT.Iorki; PROJECT INFORMATION: TERRY Mll(KELSOOON 'FP &DESIGN 91n-n BALTIMORE ST BLAINE,MN 55449 Phone:763-7004 Fax :763-780-8015 DFPPLANNINGDESIGN 9 VISI.CDM e LU'�t hC Zr.,_ 8usv*aess Parallart015 O cegi5leied L.r.R1G_t Yk .af Tri. kz.)•1"-i#49-, DINING 1 ' 2[)F. ParaHHam®PSL T.1-8eem{7A6)6.05 Saul Number:;0 2ciete`t t stux3 Page, Engine;i,.s- : THIS PRODUCT MEETS71R. EXCEEDS THE SETC:�► � ANDLOADS LISTED ESIGN t_ONTR ,S FOR THE APPS Product Diagram is Conceptual LOADS: Analysts is los a t-beades(t lushw #emerb . Load Width:1' ,, t Dead Load Group-Residential-Living Areas(�):40'0 Live at 100%duration, 55 on, .0 Dead Vertical Loads: Type Class live DLOCaliOrk Rg4P isai%txt Uniform(pit) Fioor(i_OO) 360.0 135.0 O To 12' Adds To loaf 2_) 60.0 30.0 O To 12' Adds To �OC:(1 6.5'6 0 375.0 o 6t"To6'9 tiTitt`uri 1 t{!}lir j :•••-,i cv� .;3 6,{y.To 8' Adds To Uniform(pir) Roof(1.25) 760.0 405 Point(lbs) Roof(1_L5) 0 38a5 3'6" Poirft(lus) 9xi(t 25) Lt 5173 o Point(lbs) Roof(1.25) 0 2612 8' - SUPPORTS: 9 Other Input Bearing Vertical Reactions(ids) Detail Width Length LiveiDeaditiplITUToUl Wood column 52`.f 5.255" 4515/800510/12520 L5 None 25' 5.25" 44C5-,i 7$3 0).2.259 L5 None SPECIFIER'S i BUILDERS GUIDE for r.' !`5)-L5 EStG !CONTRQLS: Maximum Design Control Control Location Shear(lbs) 12304 9224 18270 Passed(50%) [.z.end Span 1 under Floor loading 1 Moment SF}_t,�l 46867 65497 Passed(59%) MID Span•+ under Floor loading _ 1 .a_-c� +loading Live Load Deft(in) 0.084 0.284 Passed(L1�+) MID Spanunder Root Total Load Dell(in) 0.259 0.569 Passed(L27) MID Span 1 under Roof loading Deflection Criteria:STANDARD(LL11480 TL.L/24D). er rarerai -Bra ng(LU).All compressionedges(top and bottom)must be braced at 2—&'oic untess c��iied of tar=vise_ Pro;.er attachment and po r '3 bracing is required to achieve member stability. OPERATR PROJECT INFORMATION: TERRY MiKKELSON -)F"""'Am.-111\n .._ ... roc!^_N ,.. f- 3J= - - 9100 BALTIMORE 5T BLAINE,MN 55449 Phone:763-780-8004 Fax :73-0015 DFPPLANNINGDESIGN tOVISLCOM F. 71.1e2 by 't:v. .T.^ st a-eyec:wus_c g,s<<3.es rarai.LauYs is a reaisLei s tLr ienb-o k 2 :sus Joist. eliw r DININGG 3 'Usof131Vxi r 2..0E Paraffin®PSL rs rn,„.,.,?xS;.5,055er�:Numtaer.7�rY56Qt DESIGN User2 8/25/0311:10:21.3 AM .. PRODUCT MEET EXCEEDSTHE SET DEr�IGN Paye i'_ cnvar;`G�;,^.:::":.5_,z i! CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: byTrus joist jTJ� TJ warrants the slim of its pr i sur this='= '''will be -IMPORTANT! The analysis s�is output from software developed tisizini application,i s a rod Mout b das s--Ices, accomplished in accordance with TJ product design criteria and code accepted design`aiueS The sem' c and have been provided by the softwareutpc has not f reviewed by a TJ Associate stated dimensions have user. This tS o - �" r or TJ dc.-%i.iii l rep esc it '.'e For uct ava abiffty. --Naafi products are redly available. C's�w.;rs"�:your`- lie -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS SkNYI .Fi1PVa�Stress Design ri��d31=dy a.�used FoeS:fK:4 C URC analyzing the TJ Distribution productfisted above. Note:See Tj$PtO!F(FR,St BUB rR' GUIDES for nuItIot,.ply connection.connection- PROJECT INFORMATION: OPERA:MR INFORMAT!OP._ TERRY MIKKELSOr. DFP &DEStG' girt')RA!TIMC}Pr sT BLPUNE,MN 55449 Phone_76?,-780-3L04 lex _763-780-8015 DFPPLANNlNGDESIGN@VISI.COM cpyriget . . GRT rnT Ot�A wow : PSLn ----7. ,,,..... ,p 2Ptsof1374" x91/2" 2.0EP DESIGN &rites C rdeeamCAMl 6.05 sirris':iusr; ico2Ck='ct7' �T t.yKG; � �`�F 7' ` �d-� t GT se,:2 SritOvi resS: i THIS PRODUCT MEETS OR ��': Et>�stie Yet��ic;<c-.'.`.`.i2 i A 1 � �� '��'� CONTROLS FOR THE APPLICATION AND LOADS LISTED member 0112 Roof 54fliaeli<12i ,t--- ''ii 't -----4---5'6----1--- `1-_"-...c+ Conceptual. �-iti�;#i=n`�i4=A3'c iris#tA�'IZbI'f��3t. LOADS_ Analysis is for a Drop Beam`Member. Tributary Load Width. ' :r DeadPrimary Load Group-Roof(psi): ut- 40.0 Live at 125%datien, 1r«�pcai•�acss: Typet Cass iwe Dead Location Application Uniform(Plf) Roof(1.25) 80.0 30.0 0 To 9" Adds To i col.t.25 r=.er a r. 25511 5 ,9.'To 1 1'8" Adds Tc Point(lbs) Roof(125) 0 3435 9- - SUPPORTc' .�> :mit Other )n heating Jeri Reactions&lbs Width Length LiveiDeaditipli'':ota€ 48912894/0/3383 L More 1 Wood column 5.25e 525" _ .r,,,,, ew Mfr_.-+A 2 Wood column 5.2 ' 5.25' 3'151,._n74 10 .� =5 No'e 3 Wood column 5.25' 5. ' ;12:G;01 435-3 L N .n. 4 Wood column 5:25" 525" 913/2931011207 L5 None -See TJ SPEC)F}ER'S}BiiiLDERE,Giiiut.to; ail( ).L5 DESIGN CONTROLS: Location P.1 x - i -->_ Design ControlControl Shear(lbs.) 2346 1835 81135 Passed(23%) U.end Span 2 under Root AO.f\(ENTi span luat::ng Moment(Ft-Lbs) -2434 -434 1633-21 Paw-. MID Span pan 1 under Roof ADJACENT span loading LiveLLQ" -;;�;ii el 0,i rc1 passed( 999+) MID Span 2 under Roof ALTERNATE span loading sDan(in) n 019 0275Passed(Lt -r) Mi:O Span 2 under Roof AL1ERFVA E span-•-ug -Deflection Criteria:STANDAR0(LL l O,T L:1124v). detailed otherwise- Proper aflach rd and Positioning of lateral ....(trip h-.tcm .must be braced et 2'8'at unless -Bracing --u-�=`u_�r;,�;,��tee,.-F Hca._L...�.., .,::. ••• .. bracing s required to ach!evntuber stability_ -The load eontfl�=�^^m 'r±this design analysis include alternate and adjacent member pattern loading. -Design assumes adequate continuous lateral support of the oompression edge. i OPERATOR ii O�I�kw`T.r-�€, PROJECT INFORMATION: TERRY MIKKELSON -rP _ NN.N o OF.Sl N 91M BA'TIl'ArlzTBA' ST BLAINE,MN 55449 phone-733-780-8904 Fax :763-780-8Wb DFPP[ANNINGDESIGNQV ISI_COM 2 b '4roo ::t; a 4ieyarh..w.i?z i3ti inas•a Parallame is-2 � aregistered trademark of Trus Joist. g1 t 1479 tj ride GRT RM WOW ,V,GS" \V:iftlt., VArzincs: 2 Pcs of I 314" x 9 112" 2.0E Parailarra PSL 1-J-ftearreThf)8.05 Serie;.Ntaraaer Liser 2 8/W-13 msgsa Page 2 Engine Veisier.:1.5_12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED AorATioN___ -11vIPORTANTI The a.-olysis presented is output from software developed by This Joist 0-4 T.)warrants the Sal:1g of its_products by this softwaxe vial be accomplished in aecord-anm with TJ rmoduct desiqn criteria and code accepted design values.. The specific product applition,input design loads,and stated dinerons have been provided by the software user. This output has not been reviewed by a TJ Aw,r4te. -Not all products are readily available. Checkwitti your supplier or Ti teehrtia representative for product -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -AtIowable Stress Design methodology was used for BtR46ng Code UBC analyzing the Ti Distribution product listed above- -Note:See TJ SPECIFIERS I BUILDERS GUIDES for mut*ply rnnneclion. PROJECT INFORMATION: OPERATOR INFORMATION: TERRY MIKKELSON DFP PLA4N1NC-,&DESIGN 9100 BALTIMORE ST BLAINE,MN 55449 Phone 753-780-8004 Fax :763-780-8015 DFPPLANNINGDESIGNOVISI.COM Copyright_42 2=by Tru5 JoInt, a Uevarbmensem 1!5.15ineen PerallatA is a registered trademark of True Joist. • GRT RM STRUT GABLE.F_ND r ks+3^am(774)S.r Serial Nee:at?:i_r2,015+, .. User 2 8/28t05 10:30-58 Aka THIS Ppp DVT MEETS OR EXCEEDS THE SET DESIGN Page= Engine x `5.12CONTROLS FOR THE APPLICATIONSY AND LOADS LISTED -Men-drier Slope:faii2 Roof Slope-en! s it i •- E 07A 2r iv All thmensions ate horizontal. Product Diagraut Ccanceptriat TOADS: Analysis is for a;H cr(Flush S=am)Member. Tributary Load Width:1' Primary Load Group-Roof(psf):400 Live at 125%duration,15.0 Dead 'e't'cat t oa` ' tan Comment Class Live Dead Location Application Uniforrrt(plf) Roof(1.25) 40.0 15.0 0 To 18'2" Adds To To;i0'5" Adds To �111774YF7f(�F7'r) i'4a`e1;7i..-,=�5)) S.+0-J .�•.0 �'%. SUPPORTS: Detail Other!matt Baring Vertical Reactions(Ibs) Width Lem LhteiDeauditiplittiT Wood column 5.26" 5.25' 228611149/0/3435 1_5 None.2 Mlc rotiarn LVL beam 3.50" 3.50" 1981 11032/0/3013 R1:Blocking1 Ply 13:4"2.0E?Arall3rri09 PSL BUILDERS GUIDE for deisa):Lr,771:Bkx irA! DESIGN CONTROLS: Maa&miart Design Control Control Location Shear(lbs) 3360 2970 15225 Passed i20% U.and Span 1 under Root loading Rhear 23547 23547 54581 Passed(43%) MID Span 1 under.sof loading Moment(Ft-Lbs) 7 vrt Loadr'ii( - J A9 0 Passed(L f ) MID Span 1 under Roof ding LiveLoad Del?(in) ( f121) MID Span 1 under Roof loading Total mit(isl� 1.085 1_�`, Passed tuv�.� r-' ct Criteri TANDAR�(LL:t rzc0s Tt_LCt4'r) ProperHing of Sates. -Brac ;it_.�,:All c. otherwise. and i4 -5racingtiz�}:At5 courpregsssu:a (too and bo`cn+�).=i3.'��'`--be braced at 7 8"ai:unless'' •ed otherwise. attachment P� bracing is required to achieve member stability. -Design assumes adequate contentious lateral support of the compression edge. ADDITIONAL NOTES: this software.will be -IMPORTANT! The analysis�� d is output from software developed by Trus J (T..1) T warrants sal••y of its produrs by loads,and accomplished in�.s,r,+-ar,ra,t�tr TJ= i+.�d n criteria and codeaccepteddesign values. spec product�,input design the sai`taaare user. Tits output► not bin reviewed by a TJ Associate_dui i�ve been provided by for product av'�iilattility.- -Not all products are readily available. Cite.*wth your supplier or T 3 technical rept -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY{ PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress s ign rraathodology was used for Building Code UBC analyzing the TJ DiStrihution product listed above. -Note:See TJ SPECIFIER'S f BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: TERRY MIKKELSON OFF PLANNING&DESIGN 9100 BALTIMORE ST BLAINE,MN 55449 Phone :753-7S;O-9004 Fax :7tii3=780.80315 OFPPLANNINGDESIGN@VISl.CGA,A .-_.-...,aa ?ay., ..-n^ .foist. 3'iiee,.haeasaL Rusise_s Farallaarg and Micraiiana, are registered trademarks of Tics Joisr.. te ,. ; AJ[ci rill R��# as CMI AW-Arthaa-'cr Busir-s 2 Pcs of 1 3W x 11 We.2.0E Pdrai# a«iia;Num::7 60, SET DESIGN Paritt h ,�„ D CT MEETS nR EXCEEDS THE �aa�e t r�;aictE`��-r`«�:x:�`c.5.l2 THIS ist PICT THE APPLICATION�'�Op; ;�1 sD S. CONTROLS FOR APPLIC,-. '► __________L_____-------ryi V-1 Analysis is for a Drop Beam Member. T AL--ut r Lcad Primary Load Group-Reside-- al-Living Areas(psi):40.0 Leat 100%duration,15.0 Dead Veitcal Deed Ji 1it5rs Comment Type Class five Loca o' et # Jni or n(pl) Floor(1D0) 360X) 135.0 0 To 9'S Adds To Point(lbs) C io 1-(}_}'4 0 5096 3l' r Point(,tha)- =loot(~0(1 0 ¶9 s (1) Poir;t(lbs) Floor(1D0) 0 1570 9'5" - -(1)rs =''�assumes loads cit gt: S,th:lei-i steta:- un vim3.,bios-.; r -- S;ey.aS"bine',_are_ -�'.€! at sup nrtisl ' The sori the have NOT been cti�cW tot sclY Do i and a ting point leads are included Li the r ai`spnTlei a These e the reactions associated with the highestcoeffiic of duration aid troy not he the mostCRiTiGA!case when des ing the ar sup Y.t;fl _ : SUPPORTS: Detail OtherInput Rearing Vertical Reactions(lbs) Width Length _.UvelDeaWUP1ttrotal 1 Wood column 5.25" 5.25119331 783121 019745 L i:Blocking ;usto.m Shocking 9933#5627#0#7551 L5 None 2 Wood column 5.25° 5.25" � _Cs.-T.I^�'.arr++-tr�c t Rt�tt.�3Lz7c GUIDE for�>�.ai.. 1-B ockir:`�,,5 -.-i.r DESIGN CONTROLS: Max me t sigma rmlQsstrol Location Shear OW -5815 -.5tut .e7 8035 Passed(65%) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 16337 16331 19902 Passed(82%) MlD Span 1 under Floor ioadirg Live Load Delcin) 0 0 3.01 Passed(11999`) MID Span 1 under Floor loading v:.,73 .,.__. n_257 0.452 Passed(Lf423) MID Span 1 under Floor loading Total load net;(in)ii j -Deflection Criteria:STANDP RD(LL:L 3,T!! 40). p attachment and pasdiors[r�J of lateral r d 4�;,„"?tired be bracedat 2'8"o#c unless detailed otherwise. ter -tJrci-li iiu`(iaj.i i3Or:iFrC'...`--••a^.: (ter,and - {}acinu is required to achieve member stahtlfy. ... f.c�tw_rh�!i!lllA!•�Tr OPE =T:. I -- : PROJECT INFORMATION: TERRY MIKKELSON DFP PLANNING&DESIGN :i_0 BAM ST BLAINE,MN 55449 Phone-7M-780-B004 Fax :763-T80-B015 D FPPLANNINGDESIGN4ViSL C Ot+ ..^.�' 2 i` t c eA T-raewrtaxiC O.` __.: 1:15,s Ja2S. 4fir4;w9eilitRM 2 Pcs of i 314" x 1 i 718" ZOE Parasiam►PSL npsezingeatx7 Mffrrite,A-4-i=3,01 u z rE„ 1:14.44 r, THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTS D ADDITIONAL NOTES: this -IMPORTANT!c - E a�Iit e-rtEd is from software developed by Trus Joist T.i}. Twar+?n is the si products' 7,ftware lel be 8^" :2Y: hd ��tJie�ith T=i product desi6Tcriteria and code accepteddesign values_ The specific prod`s application, design loads,and �. v�c the software user- This output hasbeen reviewed Stated dimensions have fir, �' � �� i li r o;TJ iechni i:elr?aenfst;.e.,,, p.c....... -Not all products�e readily awe- Check with your supplier -THIS ANALYSIS FOR TRUS JOIST PRODUCdTS ONLY :PedROeDUCT SUBSTITUTION O VOIDS I I -Alowable Stress 9S�$ USC aezlg y - Distribution ' soh �Fistedabo+e. multiple r.�"'nnr:int�. -Note:See-LI SPECIFIER'S i BUILDERS GUIDES forply QPO_!F^.T INFORMATION: OPERATOR TNF R !ATiON: TERRY MIKKELSON DEp NTNG F DESIG $1 BALTIMORE ST BLAINE,MN 55449 Phone:763-780-8004 763-7W-801t, DFPPLrrNNINGDES!GN{i tnSl_COM Parallam) is a registered trademark o£ Trua 30ist. RCC RRift .L Wz. 3 PCs of 1 314" x 9 112" 2.0E Par Ilam®PSL iser 14 Phi Page 1 Ermine veisiar 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED r-? 41. 4 kifl ' * Product Diagram is Conceptual. I f/Ar]c Anai rsis is f_ws tln Beam Mcg o!er. Tributary Load 141 S'; ?' Primary Load Group-Residential-Living Areas(psi):40.0 Live at 100%duration,15.0 Dead Vertical Loads: Type mss Lire Dead 1.1-ication ArtVacatiott Comment Unifuim(plf) Floor(1.O0) 470.0 176.0 D To B' Adds To Uniform(plf) Floor(1n0) 200.0 215.0 4'S To 6'6" Adds To Uniformlp/r) Yia c- Do 4JLLU .5id.O 5 D Toe 6` Adds To Uniform(ptt) F loor(1.00) 720.0 410.0 8'6"To 9' Acids To Point(lbs) Floor(1.00) 0 357 4'3" - Poi-ti` _58 0 1647 5 - SUPPORTS input Baai ng Vertical Reactions(/bsi Detail Other Width Length Live/Dead/UpiittITotaI 1 Wood column 5.25" 5.25" 2552/229710/4879 15 None 2 Wood caki:i• 3. t3.L..: 37 08,382.1 i S.J i 752g 15 None -See TJ SPECIFIER'S/BUILDERS GUIDE for netail(s):L5 DESIGN CONTROLS: Maximum Design Control Control Location Shear(lbs) -6952 -5510 9643 Passed(57%) Rt end Span 1 under Floor loading Moment(Ft-Lbs) 13164 13164 19585 Passed(97%) Mill Span 1 under Floor loading Live Load De- (in) 3.109 0.279 Passed(11916) WAD Span 1 under Floor loading Total Load Dell(in) 0.247 0.419 Passed(L1408) MID Span i under Foo'loading -Dd7ectian Criteria_STANOARD(LL-L1 G0,TL•L 1240i- -Bracing(Lu)_Ail compression edges(top and bottom)mUst,br braced at 2'8"a%unless detailed otherwise. Proper attachment and positioning olateral bracing is required to achieve member stability. PROJECT lNFOR. ,:TIOPit_ OPERATOR INFORMATION: TERRY MIKKELSON DFP PtAkIlkrlNG u DESIGN 9100 BALTIMORE ST BLAINE,MN 55449 P, .e 7763-780-8004 Fax :7663-710 )15 DFPPLANNINGDESIGN@VISI.COM t:opyrignr i.77,7 eit;;TAgede- REE +ABt'L2 f.F L PGSof1 `� X3 2.0Er �ttaia�PSL i��iaW�;.a; : :;W:::.. �w1_, �- �� THE SET DESIGN L snii;-semi : - THIS PRODUCT MEETS S OR EXCEEDS 1.5,12 CONTROLS FOR THE APPLICATION AND LOADS LISTED lrTRtNOTES:- olPOR1 NTI The analysis presented is oft software deve by ares Joist(T.1). Tas warrants the stin i== od--' ` 'ss T£f iti accemdin accordance ateiproduct design crAeria and code as values. Thespecificproduct apptt ,input Loads,and stated dimensions have been x by the some user_ This has by a? 'ate. As_Not all products are readily available. Check with your supplier or T J technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION SUBS TIT oVINISANALYSIS. _Aliowabte StressO methodology wasused for BuildigCUBC ...a. 'the Obprlisted above. -Note:See Ti SPECIFIER'S f BUILDER'S GUIDES for multiple ply ccn?ection. OPERATOR INF RMATI N: _fi�,t{ ss: ?PROJECT INFORMATION:_ir�S:. TERRY OFF'PLANNING ING.., 910_BT!TIMORE ST 7tlnt 1.._.TIMORF BLAINE,MN 5549 Phone 763-7B0-8M4 Fax :763-750-4301 b OFPPLANNINGDESIGNOViSi.C OM a a _lana 1., a :syi. _G ^cam— - r REC RMJHALL iff` _C3 Pcs of3i4 t 14"x 2 0E Par al.am®PSL T,1-Beem(f1N16->�SS/iW Rvusaber_fOT�4hi'i8U': User 2 af9/031z52:36 RIRTHIS PRODUCT MEETS OR EXCEEDSTHE SET DESIGN Car 4 Engine Y�.r-x-.P''}.5 12 CONTROLS FOR THE APPLICATION AND LOADS LISTED 41 • 61.1 Product Conceptual, LOADS: Analysis is for a Drop Beam Member. Tributary a Load Width:1' Primary Load Group-Residential-Living Areas(psi):40.0 Live at 100%duration,15.0 Dead Vertical Loads: Type Class Live Dead Location Appi. Comment Uniform(plt) Floor(1.00) 720.0 270.0 0 To 4'9" Adds To uniform/pit) Floor(1.00) 800.0 300.0 4'9'To 11' Adds TO Linifcnnn(pit) Ftaor(1.00} 72D.0 410.0 4 6'To 5 a' Adds To (1) Point(lbs) Fioor(1.00) 0 2475 3" - Point(lbs) Floor(11)0) 0 2475 4't - Poini itm :(1 00) 0 2 - Ro .00) 0 3262 9" - �__ s, Sea strength full depth b ing,rim or squash blocs are required at ort(s) -(1)lir'. !':c.c_CCf if?'?P^=-1 dT�: Q�Y�sti�_ s'tC�:fd�n x to_x. ...�...-� . - Y�� z.i'. . . -orf:r^� 3�rasSr IPa a"'f"••.'ro'.R':,at the diagram above,have NOT been checked Cys Downward acting perrst madly are;rtd to •In the=ep<dz Soh r- reactions. These are the reactions associated with the highest coefficient of duration and may not be the most CRITICAL case when designing the supporting member below. QE iPprnaTS• f input Bearing Vertical Reactions(ins) Detail Other Width Length LiveIDeaditlpfft+frotal 1 Wood column 52" 5.25` 4616.17-576i 0112196 LS imine 2 Wood column 5.25" 5.25" 478211119 I 0 f 12560 L5 None TA copc:FiErn t rye eer DERA :flf)E for data. lids):L5 DESIGN CONTROLS: Maximum Design Control Control Location Shear(toe) �38- 006 14210 Passed(tom) Lt.end Span 1 under Floor loading Moment(Ft-Lbs) 31145 31145 40743 Passed(76%) MID Span i under Floor loading Live Load Defl(in) 0.116 0.346 Passed(1/0001) MID Span 1 under Floor loading Total Load Deli 1n) 0.279 0.519 Passed(L/446) MID Span 1 under Floor loading -Deflection Criteria:STANDARD(LLt ,Tt_Lt240). Of lateral Bracing(Lru):All compression edges(top and bottom)must be braced at 2'8"ok unless detailed otherwise. Proper attachment and positioning tracing is required#aab.hieve memberstability. PRn tECT INFORMATION: OPERATOR INFORMATION' TERRY MLKKELSCN DFP PLANNING&DESIGN 9100 PALM(1RE ST BLAINE,MN �?49 Phone:763-i80- Fax :763-780-8015 DFPPLA lNIWGDESIGN@VIS1.COM t ..:. by 'Pius Joist, a Weyerhaeuser uossness Paralienr5 is a - gistered trademark- of __.... '�,t REC RM►HA L Tte�,,,tzMls_Qss ++w :z�olombui 3 Pcs of 3 4 x 14 2.0E Farm;: �'PSL User.2 W9103125238 MI THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN F 3ge L EngejZ UcLr+iU.1:1.5.12 CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: of its produinput design loads,cts by thissr� rare will The analysis presented is output from software developedby Trus Joist(T3). T3 warrants sizingandaccrAyip3i-ah- . in r4 wor�de ce with j;productdesign criteria and code accepted design values. The specific product PPS, stated three- :havebeenprovided by the ear. This output has not been reviewed by std Associate. -Not att produce are readily seat bie Chet:with your supplier or T I technical representative for product availability. -THIS ANALYSIS FOR TR?JS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ale Stress Design methodology was used for ward Code UBC analyzing_ the T.i Distrroutim product listed above -Note,See TJ SPECIFIER'S f BUILDER'S GUIDES for multiple ply awn. PROJECT INFORMATION: OPERATOR INFORMATION; TT RRY MIKKE'LSON DFP PLANNING&DESIGN 4100 BALTIMORE ST BLAME,MN 55449 Phone:763-780-8004 Fax :763-7f 3015 DFRPL ANNiNGDESiGNeV>LCOM Co yr:ght rr. 2,3O2 by Trus Joist, a Weyerhaeuser Business Pa_aliPe'i is ,. registered trademark of Trus Joist.. Mu15-Loaded ries AiSC 9th Ed A°' 1 Ver:5.05 BY:Jeff Johnson, DFP PLANNING&DESIGN on:08-19-2003: 11:44:35 AM oroiec -Location:GAR Summary: A36 W148 x 24.5 FT Seation Adequate By:7.1% Controlling Facto.: Moment Center S nefl a s: IN eer Soon cn , DL O-Center= '3- Dead Lorad: a i D Per:ler- 0.n " = 19506 TLive L.; a: rLD_Ce tom 0.71 3N=L1413 otal I oad: Center Roan ft End R t_tons(Support A): _ LB '� ?7 Left a�a_ LL-Rxn-Aa 980 "LB Live Load: _ 14018 i u _ Dead Load: ?L i n__ 14998 LB Total Load: -Pi � ? 3_A= 1.50 IN B #S3o ,moth Required(Beam ally, Support rapacity not checked): Center Span Right End Reactions(Support By: 980 LB Live Load: LL-l -8= Dead Load: DL l 1 z-8= 13851 LB Total Lam: TL-Rxn-E 14831 LB Bearing Length Required(Beam only, Support mtpacity not checked): BL-B= 1.50 IN Beam Data: 24.5 FT Center Span Length: L.2= Center Span Unbraced Length-Top of El- m: Lail--Top= 24.5 FT Center Span Unbraced Lens-Bottom of Seam: Lug-Bottom= 24.5 FT Live Load Deflect Criteria: Li `tou- To al Load Deflect. Criteria: Li 240 Center Span Loading: Uniform Load: a- live iLoad: wt.-2= 8u aLr Lid Lod: wDD-2= 30 PLF Beam Self Weight: SSW= 68 PLF Total Load: if-2= 178 PLF Point Load 1 Live Load: PL1-2= ii LB rad Load: PD1-2= 25468 LB Location(From left end of span): X1-2= 12.17 FT Properties for:W14x68iA36 Yield Sten: Fy= it) KS' KSf Modulus of Elasticity: E= 29000 Depth: d= 14.04 IN Web Thickness: tW 0.41 iN Flange Width: bf= 10.03 IN Flange Thickn : tf= 0.72 IN Distance to Web Toe of Fillet k= 1.51) IN Moment of inertia About X X As: be 723.00 1N4 Section Modulus About X-X Axis: Sx= 103.00 iN3 Radius of Gyration of Compression Flan 1P of Web: a= 2.71 IN Design Properties per A1SC Steel Construction Manual: Flange Buckling Ratio: FSR= 6.97 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Rucklinp Ratio: WBR= 33.63 Allowable Web Buckling Ratio: AWBR= 106,67 Controlling Unbraced Length: Lb-- 24.5 FT Limiting Unbraced Length for Fb=.66 Fy: Lc 10.59 SFT a uniting Unbraced Len Length for Fb=6*F_t'al Cb: _u= 23.82 T' Moment Gradient Bending Coefficient-7 .. Cb 1.0 Allowable fb per ASD Egn F1-6: F1-6= 14.03 KSI Allowable fb ler ASD Egli F1-7: F1-7= 14.44 KSI Allowable fb per ASD Eon F1-8: F1-8= 21.0 KSI Elastic Limit of ASO Ego F1-6: EL 1-6= 26.88 FT Allowable Bending Stress: Fba- 21.0 KSI Web Height to Thickness Ratio: h/tw= 30.36 Limiting Web Height to Thickness Ratio for F a 4*Fy: hltw-Limit= 63.33 Allowable Shear Stress: Fva 14.4 KSI Design Requirements Comparison: Controlling Moment M= 188328 FT-LB 12.25 Ft from left sup of span 2(Center Span) Critical mo-pent created by combining all dead loads and(We loads on spans)2 Nominal Moment Strength: Mr= 180290 FT-LB Controlling Shear: V= 14998 LB At left supportof span 3(Right Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Sheer Strength: ztr= 83903 LB Moment of Inertia(Deflection): keg= 420.04 1N4 i= 723.00 IN4 . . MuIft-Loaded Beam[AMC 9th Ed ASD;Ver.5.05 By:Jeff Johnson,DFP PLANNING&DESIGN oh:08-19-2003 Project -Location:GAR Summary-. A.36 W14x68 x 24.5 FT Section Adequate By:7.1% Controlling Factor:Moment .._ SHEARMOMENT,AND DEFLECTION n4....A,4.‘...".4 Mt%,MS Load combirFition shown:Con:rang ShealiMoment/Deffecton Diagrams 20000f-- 14998 lbs @ 0 ft 100001 l I t Shear i (t ) 0 I.- i -10000 1 t 1 -20000 1 -114832 iiM...-Q 25-ft-- -'-• i_ -- 200000 1 7----- 168328 ft-lbs(I;12 ft i — 100000 i ___ ____-- M _oment (ft-lb) 0 -100000 - I -200000 -f 1 _ l , __ ------1 -.4 --i Deflection I , A--i."-----------------------.,. : . ' _84 — .711 in Q 12.3 ft ?" . Center Span =24.5 ft t. Controlling Load Cases: Shear:Critical shear created by combining aii dead toads and live loads on span(s)2 Moment.Critical moment created by combining ail dead loads and live loads on span(s)2 Deflection:Critical deflection created by combining all dead bath and five loads on span(s)2 LOADING DIAGRAM P1 i i A B Center Span =24.5 ft ReaetIos Live Load Dead Load Total Load Uplift Load A 980th 14018 Lb 14998 Lb 0th B 980th 13851 Lb 14831 Lb 0 Lb • nAyY Center Span Unifotm Loading iuc Load Dead t_ead -04f Wcaolit Tota!Load BO Pif 30 Pit 68 Pic 178 Ptt Point Loading Live Load Dead Load Location Pi 0 Lb 25468 Lb 122 Ft r GAR DR nit1 �, TJ-Beam(1114)sA5 Sense' Number 7n�301601 2 Pcs +elf " x iiz� sl..siE .�3 #� 3:e*tY PSL User.2 8/19r< 11:37 awl THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION ION AND LOADS LISTED _semi t-r_lope 9112 Reef SlopeE l? All dimensions are harizontak Productt)iiagr is Conceptual. LOADS: Analysis is for a Drop Beam Member_ Tributary Load Width:1' Primary Load Group-Roof(pst):40.0 Live at 925%duration,150 Dead Vertical Loads: Type Class Live Dead Location Appliacaitio Comment Uniform(p9) Roof(125) 650.0 244.0 0To1C1 Adds To SUPPORTS: input Bearing Vertical Reactions fibs) Detail Other Mai Length LIvelDeadlUpli tITesttai Worst::Jain, 5 5.5 3450 f-i347 1014-197 No.e 2 tWcold 5,25" 5.25" 3450/1347/014797 5 None -See TA SPECIFIER'S BUILDERS GUIDE for ii(s):L5 DESIGN CONT ±c_ Maximum Design Control Control Location Sheer(itbs) 44.E€' :3 3035 Passed(45%) Rt.end Spar:I under Roof l adirnn MonIsnt{R-I,bs? 10540 10540 15321 Pas !(65%) MID Span 1:.der Roof Suing Live Load Def!(in) 0.266 0.313 Passed(U423) MID Span 1 under Roof loading Tout Load Deli(in) 0.370 4A69 Passed(11304) MID Span 1 under Roof loading Dei wle !:r Leri _STANnfi RD(.':I.s .-0,TL.'2240) -Bracing(Lu):All compression edges(lop and bottom)must be brag at 2'8"olc unless detailed other . Proper attachment and positioning of lateral bracing is required to achieve!emberillty. -Design assumes adequate oonanuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! n is output from , eru s..�,,,;�nnar:ti Tr,s Joist t i.i) Ti t3.�rr is the sizing of its products by this witirSricaie will the -t`Ye -- 4 S The. _ �.ji- presenteds , - >.v- »x � . atos+rnpItahe it.=:f_x._dance with TJ product sign criteria and code accepted design values. The specific product apptioation,input AFI loads,and stated dimensions have been provided by the software user_ TIS omit has not been reviewed by a Ti Associate. -Noted products are readily available. Check with your super or Ti technical representative for product availability. -THIS.ANALY SIS FOR J RLS JOIST PRODUCTS ONLYI PRODUCT SUBS T lW TK)N VOID sd HIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the T.1 Distribution product listed above. -Note:See Ti SPECIFIERS S f BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: TERRY MIKKELSON DFP PLANNING&DESIGN 9100 IANi TIMORE ST BLAINE,MN 55449 Phone:763-780-8004 Fax :763-780-8015 DFPPt.AN NINIGDESiGNQil1Si COM Copyright 0 2007 by Tr,.a Joist, _Weysrh=weer seise Paral/am9 is a registered ttadefiark of True Joist. 3 Pcs of*I :/4r x 4" 2.0E Parana PSL FJ-e gliie)6.05 At„mrim User:2 13/10/03 11:30:49 AM Pagel Engine V- 4 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN SI � ISTEDrONrR S FOR THE APPLICATION AND LOAD., !Ll.I Membei :4112 Roof Siope 12 4. f 19' Ali dimensions are horizon. Product Diags-an is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary toad Vtfidth:1' Primary Load Group-Roof(psi):40.0 Live at 125%duration,15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment tiniform(pti) Roof(1.25) 3600 135.0 0 To 3'3" Adds To Uniformfplt) Roof(9.25) 350.0 135.0 15 9"To 19` Addis To Uniforrn(pif) Roof(1.251 80.0 30.0 3`3"To-15 9' Antis T o Point(lbs) Roof(1.25) 0 6932 3'3" - Pooinkibs) Roo(125) 0 8932 15'9" - SUPPORTS: Input Bearing Vertical Reactions Ohs) Detail Other Width Length !iveiDeaditi prdVrotal t W,oct column 525' 525 20501791910/9969 L5 None 2 Wood column 5.25" 5.25" 2050/7919/0/9969 L5 None -See Ti SPcC+FIER'S!Pi IP RS GUIDE for d; (s):+_5 DESIGN CONTROLS: Maximum Design Control Control Location Shier fIbsJ 9790 -7641 127789 Pass...d(&72%) cR. .wIti Spic I under Deas loading Moment(Ft-Lbs) c". 3 Passed(66%) MU)Span? under Da3td i irg Live Load Dear(in) O_174 0_613 Paste(U999+) IMC Span 9 under Roof loading Total Load Def.!fin) (1 0919 Pfd(L 0461„ lir;Span I u nd; Roof p„edrng -Dehion enteric:STANDARD(1) r36},TL:LP40). -Bracing(!u):All compression on edges(top and bottom)must be braced at 2'8"e%imless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member tabRity. -Design assumes adequate continuous latesat support of the=repression edge. PROJECT INFORMATION: OPERATOR INFORMATION: TERRY NICKELSON DFP PLANNING&DESIGN 910D BALTIMORE ST BLAINE,MN 55449 Phone:763-780-8004 Fax :763-780-8015 DFPPLANNINGDES;G @VI I.COM Copir i-yut £2002 Ly - '..__c awe er.;aegis.=.- rens iZ Paraams is s registered trademark of7res Joist. GAR DR Ps of 1 314" x 14" 2.0E Parallame PSL T3PA)8-0.5 Serial User.2 8/7910374:3251 AM Page EnglneWenienn4-5.42 THIS PRODUCT MEETSOR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS USTED ADDITIONAL NOTES: J TJ*waits sizing of its products by this software watt be -IMPORTANT! The analysis presented is output from software developed by Trus Joist(T'). input this s loads,and as omplished in accordance with TJ product design c r a and code accepteddes. by a T product application, stated di ions have been provided by the software user. This output J Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product THIS ANALYSIS FOR TIROS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION OiDS tstnb IANALYSIS.fisted bove Mc:a abie Stress Design methodology was used for Building Code UBC analyzing the TJ-Note:See TJ SPECIFIER'S!BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: TERRY MIKKELSON DFP PLANNING&t7FStOr'1 9100 BALTIMORE ST BLAINE,MN 55449 Phone:763-780-8004 Fax :763-780-8015 DFPPLANNINGDESIGN@VISI.COM Copyright ki 2002 by Trus Joist, a Weyerhaemeer Business Patellae&is a registered trademark of Trus Joist. Multi-Loaded Beamf MSC ath.Ed ASD I Ver5.05 _ ,-.�.A :� By:Jeff Johnson, DFP PLANNING&DESIGN on:08-192003: 11:15:01 AM Pie , -Location:GAR Summary: A35 V:12X53 x23 0 FT Section Adequate By: 1.0% Controlling Factor Moment 0.78 !!`f Center Span Deflections:v J Load: OLD-Center=-Center= 025 IN o 111120 LLD-Center= . Live Lid: TLD--Center= 1_02 IN=LIQ:0 Total Load: Center Span Left End Reactions(Support A): LL-Rxia-A= 7856 LB 35813 LB Laea Load: DL-Rxn-A Tad Total Load:Load: TL-fbm-A 43669 LB Bearing Length Required(Beam only.Support capacity not checked)= BL-A= 3.40 IN tions(Support l L-F2scn S= 7984 LB Center Sim)Load:End Rzoz a�ve�a y.,.,r,f.. }. Live DL-Rxn-B= 17484 LB Dead Load: TL-Rxn-B= 25468 LB Total Load: � BL-!� 1.25 IN ung Le tgstt Recjuired(Beam only,Supportcapacity *chez ked) Beam Data: L2= 23.0 FT Center Span Length: Lug-TL2= 23.0 FT Center Span Unbraced Length Top of Beam: L*jL-B ,'n= 3.0 FT Center Span Ucbreced Length-Botts of Beam: Live Load Deflect Criteria: Lf 360 Total Load Deflect_Criteria: Center Span►oading: Uniform Load:Load:Dead Fr 2= Zen Pt,F • LLoa: wD-2= 90 PLF BSW= 53 PLF Total Be tal LSelf Weight wT 2 383 PLF am: Point Load 1 PL1 2= 0 LB Dead • Load:ad Load: P01-2= 18508 LB X1 L 0.25 FT Loc ai o +(From 1, -t:end span): Point Load 2 PL2?= 0 LB DeadLive Load::LLoP02-2= 6117 LB a Location(From left end of span): X2-2= 5.5 FT Point Load 3 PL3-2= LB Dead• e LLaLow: P03-2= 7053 LB X3-2= 5.25 FT Location(F m lef end of span): Point Load 4 PL4-2= 0 LA Dd Load:Live Load: PO4-2= 6117 LB C;� Location(From leftend of span): X4-2= 17.25 FT Point Load 5 PL5-2= 0 LB Dive id LoaLLaa:d: PDS-2= 7053__5 F`!'LB D Location(Tran left end of span): X5-2= 1t r Trapezoidal Load 1 TRL Leu !-2= 280 PLF Left Live Load:aTRU-Left 1 2= 105 PLF Left g t Load: TRL-Right-9 2= 280 PLF R=c t Live Load: TRD-might 12- 105 PI= Right Dead Load. A-1-2_ 0.n FT Load Start B-1-2= 5.25 FT ;gid Lenctth: Lc e C-12= 5.25 FT Trapezoidal_Load 2 TRL-Lei-2tl2a 2 PLF Live Load: -R¢Left 2-2= 105 PLF Leu Dead Load: 280 PLF :��_ }e TRL-Right-2-2= R. ` =acS: TRp R ghi-2 2- -,,,,i-v) PLt Right Dead Load: n 2= 17-5 FT A-2-2=2 Load StarEnd: R-2-7= 23.0 FT Load End: C-2-2= 5.5 FT Trapezoidal Load 3 RL-Left-3 2= 680 PLF Left Live Load: TRD—L eft z2= 375 PLF Left d Lg= TRL-Right-3-2= 680 PLF Right Dead Ltd: RD-Right-3-2= 375 PLF Load Eta: A-3-2= 0M FT Load End: B-3-2= 5.25 Ff Load Length: C-3-2= 525 FT Page:2 Multi-Loaded Bearnf AISC 9th Ed ASD I Ver 5.05 By:Jeff.inhir,47n- DFP PLANNING&DESIGN on:08-19-2003: 11:15:02 AM r_ -_ . ._Lcro ion: GAR o$G PLF r�nt�.:..2 Load �tZL-Lei-fi-2= Trapezoidal 4 375 PLF Left DeadLive Load:eTRD-Left-4-2= Lpeft Lcratl. TT_RL.R Phhtg-4-2= 680 PLF j `,--7- Load i 4htad DeadLoad: A-4F-`� .5 r Load Start: 23.0 Load End: f` A.?- 5.5 FT Load'en7h- 35 kV °rone:ties for.�W1�3LA..6 FY= 29000 KSI Yield Stress: E=^ 12.06 IN Modulus Elasticity: 3 /; p nt t il.J4 IN Web Thickinws: vc}.�e;. 9.993IN Flange Width: btz{f= 0.57 lel ,� 1 57 IN Flange Thickness: a Web Toe f:f Fillet Ix= 421.25 IN F Moment. �� :_ 70.6050lld4 Moment of Inertia About X-X Axis: 5x= Section Modulus About X-X Axis: x= 0.6INN 3 :,,i,Flange+ 1 r3 of Web: Radius of Gyration as �.vifiprz:s,,, ;. Design Prilba ties per AISC Steel Construction Manual: ��— I}-f7 Range Buckling Ratio: AFBR= 10.83 Allowable Flange Buckling Ratio: WBR= 10.83 Web Buckling Ratio: 134 67 It ie%.^�+Z AlloK.a:le :'e Budding Ratio: Lb= 23.0 F f �'w7t�'4iTv' as Controlling Unbraced Length: Lc= 30 5FT Limiting Unbraced Length for Fb=_66*Fy: Lu= 22.06 FT L Length for Fb 6'Fti Cb: n_F1 = 15.21KSI Moment Gradient Bending Coefficient Allowable fb per ASD Egn F1-6: F1-7= 16.39KSI Allowable fb per ASO Eqn P1-7: F1-7= 26.39 I<SI Aif` abie fb per ASD Ego F1-8: . �.,I_ - net 2 S Elastic Limit of ASC Egn F1-6: F6 20.72 FT AllowableKSI Bending Stress: hlf�nr_ 31.62 Web Height to Thickness Ratio: hrt+rwLimit= 63.33 Thickness Ratio fnr Fv=4*Fy: h 3 <t,i Limiting Web Height to F sxi+..nx.c:aa � - : �y� Allowable Shear Stress Design Requirements Comparison: M= 120744 FT-LB Controlling Moment M= span2(Center Ft from left support of Spin) rt r='G C� 1 moment created by combining all dead ices and live itads a spari_i'64x— 121599 FT-LB L Nominal Moment Strength: r 4366915LB Controlling Sherr: 3(Right�� At left support of span, Span) )cr Critical shear created by combining all dead toads and live loads ons ^`(s L 914 8 Nominal Shear Strength: Ire4= 37 sr� >=G914 B Moment of Inertia(Deflection): 1= 425.00 1N4 Multi-Loader!Bean[AIS :9th Eu ASO)`v r 5.05 8v:Jeff Johnson,OFP PLANNING&DESIGN on:08-19-2003 Project -iotawn:a aP. Summary A36 W12x53 x 23.0 FT Section Adequate By.1.00 Contraing.Factor Nto SHEAR,MOMENT,AND DEFLLC:TIO t L Ik A- iia rams Load combination shown:Controilla'Sr#ewrFMni oenL'Qe cfi<nn . _ - - - j 50000-'_i-�-43669 lbs fA 0 it ,y 25000 Shear , (ihs) u r __- __ 1 -25000 -50000 _ - 120744 ft-lbs 0i 12 ft 2000001 r- 1 100000 t -_ .�__��_ Moment (ft-b` n _i nn000 1 j I -200000 -I - 1 2 f 1 i Deflection (in) q0------_..__` _ FF --- 1.023 m @ 1#.5 ft---._ i4 ______A -- Center Span =23 ft ' lsi ?i: Htro Load Ca+r 1: . Shear.Critical shear created by combining a dead toads and tive toads on span(s)2 Moment Critical moment created by combining all dead toads and live loads on span(s)2 Deflection_Critical deflection created by combining all dead loads and live loads on span(s)2 LOADING DIAGRAM P P 4-5 P1 2-3 \/‘ Yi ; , iiit , 'It I ! •Fs ' i.1 ; , lis lii , ifs .i"0 iI ' k} ;til i 4 i 1 i l i'��1; 6 4 0 1 H { i i I ; 'T"31 1 . 1 i i f S f :' i S y1 �": 1 j , i t 7 i 7 f ji t l W i l t tH i IR12H `i t t?f t� i vrl A Center Span =23 tt Rens Live Load Dead Load Total Load U[ ft Load A 7856 Lb 35813 Lb 43669 Lb 0 Lb B 7984 Lb 17434 Lb 25468 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weioht Total Load W 240 Pt1 90 Pit 53 Pit 383 Pic Trab oidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 280 Pr 105 Pit 280 PN 105 PN 0 Ft 5.3 Ft TR2 280 P11 105 Pit 280 PW 105 Pit 17.5 Ft 23 Ft TR3 680 Plf 375 PN 680 PW 3375 t t7 0 Ft 23 Ft TR4 6Bo PIE 375 Plf 6 Pit 375 Pit Point Loading Live I-oad Dead Load Location P1 0 Lb 18508 Lb .3 Ft P2 0Lb 61:7 Lb 5.5 Ft P3 0L.b. Ft i iiJv Lb J_'v#'i P4 01b s117!b 173Ft P5 0'-_t3 7053 Lb 17.5 Ft a! ; KIT PATIO DR aia..... a�;„� 2 Pc of 1 314" x 9112" 2.0E Paralia:rbie P TSI- r.!-BeerneAvao5SeriaiNumber.7 pall EXCEEDS THE + :se:2 8H 40:5X13 F THIS PRODUCT T MEETSOR EED SET DESIGN Y.�1 Engine.Neter�t_S'i2 CONTROLS FOR THE APPLICATION AND LOADS USTED t { I I 4 Product Diagram is.Conceptual. LOADS: ,,,,.._s, Analysis is for a Drop Beam Member. Tributary Load_,.r : Primary Load Group-Residential-Livkig Areas(psf):40.0 live at 100%duration,15.0 Dead Verti i Lai: CommentType Class Live f14.=. Location Application Unifonn(plf) F• i(1.00) 440.0 1M0 0To7' Adds To _ (1 25) 7c;nto 4060 OTo7' AcidsTo SUPP(O TS: Input Bearing Vertical Reactions(the) Detail Other Width Length Lei+ ltiPrillfTotal I V.Vood rxiktmrs 5.25" 5.25' 4340/2084i0;5424 L5 'Irv: 2 Wood column 5.25" 5.25" 434012084/0/6424 L5 None rat tui oFpp(.3i IMF for igs):L5 DEdIGW CONTROLS: tJa-.div.. Location Maximum Design r-�rol Control Shear rib) 550 -4168 80355 Passed(52%) Rt.end Span t under Roof loading MM or ant(Ft-Lbs) 9324 9324 16321 Passed(57%) MD Span 1 under Raaf fora-Kling Live Load Deft(in) 0.914 0.213 Passed(L/671) MID Span 1 under Roof loading -total Load Dell tin) 0.169 0.319 Passed(U454) MID Span 1 under Roof totaling -DeT. cbon Criteria:STANDARD(LL: ,TL.:1.40). of lateral . (top and bottom)must braced aced at Z 8"oic unless detailed otherwise. Proper attachment and positioning -3facing,�i-�)-Itis bracing is required to achieve member stability. ADDITIONAL NOTES: products by this software will-IMPORTANT! Theanalysis presented is outputfrom software developed by Trus Joist(TJ). TJ warrants the sizing design loads,and th accordance withTJ product design criteria and code accepted design values. The product application,input of amplistscu c t ha notix-:-,3n revi,. =by Z Ti A.. .te. stated�erc�ores brave been provided by scsfiwate user. -Not all products are readily avai$atsie- Check with your supplier or TJ technical leo rttative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY? PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. r:;r abl - y wast for F• Code UBC..analyzing the TJ product listed above. -r�:.:a�a�-sE i3Ti?°�=;a,...Safi I.�r a�^-.'em.rJ � -Note:ScE TJSPE:IF IER'S I BUIL OER'S€�i FIDES for multiple ply�. —� PROJECT INFORMATION: OPERATOR INFORMATION: TERRY MIKKELSON DFP n eNNIN}&DESIGN 9100 B!„TiMORE ST BLAINE,MN 55449 Phone:763-780-8004 Fax :763-715 DFPPLANNINGDESIGN@VISW.COM .,ht 0 2002 by Trus Twist, a Rayerascrser Businrss Parallat S is a registered tradP,,arl of Tres biro. n'etiligegatSCREEN PORCHVdtymesterrr 2 Pcs of 1314" x 'l I lis" 2.0E ParaIlan*PSL TJ-Beaste177.0 6.D5 Sena. riumbe-.7002001661 User.2 attg lU4i:14 AM Y2ge: Eag,,a,ersi,-,-;.5-.2 THIS PRODUCT MEETS OREXCEEDS THE SET DESIGN CATiaN AND LOADS LISTED CONTROLS FOR THE APPLICATION ..Aufarui Slope:4112 Roof Stor.43107 . ; '��'•^^ piQdtKt Diagram is Coal. And!jl�ltSWnS 718 ti0(IZOiltrai $ OADS: Analysis is fora Drop Beam Member. Tr'butary Load Width:1' Primary Load Group-R ( 40.0 Live at 125%duration,15.0 Dead Vertical Loads: Continent Type Class Live Dead t ocation Application Uriiform(plf) Roof(125) 320.0 120.0 0 To 14 6' Adds To SUPPORTS: input Searing Vertical Reactions(its) Detail Other Widths Length LlvefDeadIUUNtUTotai ? v o d column 55.25" 5.25 26101 1073 i u 13bK LOL5 t None 2 Wood column 5.25' 5.25" 2610 107310/3683 rn,rvrr,c .qe None ftt P c GUIDE for delail(s):Lt DESIGN CONTROLS: Location Maximum Design Control Control Shear fins) -2958 3524 10044 Passed(29%) Rt.end Span"! under Roof Imrling Moment(Ft-Lbs) 177)4 12224 24878 Passed(4l%) MID Span 1 under Roof kidding Ln 0.331 0.463 Passed(L/503) MID Span 1 wider Roof loading Total Load Gel Deft(in) 0.331 0.4M 0.594 Passed(11356) iviiD Span 1 t Rod loading i a -Deflection Criteria:STANDARD(LL:L 360,TL:L1L40). Properattachment and poste of faterat -3. n^(Lu): 11 comm edges(top and bottom)must be braced at 2 8"olc unless detailed otherwise_ bracing is required to achieve member stability. -Design assumes awe continuous lateral super of The cQfl pret ioft edge. LTi NAL N_ ES: �'tv,_ this :asp Ti t)T Tawas-rantssiting lx�by gn ..pTft m The n h is presentee_iso #from sci e 'n Yt.f The product r a r n loads.aro, itA _I accomplished in accordance with T.1 product design and code accepted stated cinnensions have been provided by the software user. This output has not been reviewed by a T•I late. =-CNot iSaproducts are readily available. Check with your or Td tecimicA reprepretwntative for prod uct ANALYSIS FOR TRUS JOIST PRODUCTS DULY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. . -Allowable Stress Design methodology was i for Building Code UBC analyzi T J Disbition product listed above. -Note:a2 See TJ SPECIFIER'S!BUILDER'S GUIDES for multiple ply c`'r +on. PROJECT iilbFt}RMIATIO11i: OPERATOR INFOProlAT!ON: TERRY MIKKELSON NNIND o rTt`!GN 9130 PA!TIMOR_E ST BLAINE,MN 55449 Phone:763-780-8004 Fax : 763-780-8015 DFPPLANN1NGDESIGN w,VISLCOM .Tz.y,1.4 e WF Tres 3eis , a`a('_t0fsaeiser '3'13211635 ParaliemS is a registered trademark of Trus Joist. • j SCREEN PORCH 2 Pcs of 1 314" x 11 718" 2.0E Parallain®PSL 1'J. m([M)6.05 Sala:Mam5er n02001601 �� DESIGN N �j G 2 8!19103 40:41 AM Page: �v �_.._.w r THIS# 'S PR �t� OT MEETS OR EXCEEDS THE R THE APPLICATION AND LOADS LISTED Member Stdtiti 2 Roof Siepeff12 19' Product Diagram is e"=vncsetst�. AN dranenai ns care horizontal. Analysis is for a Drop Beam Member. Tributary Load W+dih:t Primary Load Growl.-Roof(pst):40.0 Live at 125%&, i,15.0 Dead Vertical Loads: : TypeCrass Live D Location Application Comment Uniform(pif) Roof(1.25) 320.0 120.0 0 To 10 8' Adds To SUPPORTS: input Bearing Vertical Reactions(lt,sj Detail Other Width Length LivelfleadIUpiifli ibtai e \Noce column 52 52F 901 i t[1 0 F 2667 1.5 Nor 2 Mood column 5.25 5.25" 1890/7771012567 15 None S e TJ SPECIFIER'S r BUILDERS GUIDE for detail(s):L5 DESIGN CONTROLS: Maxirninn Design Control Control Location Sneer(teas) 25 -1942 10044 Passed(19%) Rt.end Span 1 under Roo ins ling Mo: t(Ft-Lbs) 6192 6192 24875 Passed(25%) MID Scan 1 under Roof loading Live Load Deft(in) 0.091 0.329 Passed(L1999+) MID Span 1 under Roof loacfing Total Lcrad Deft(in) 0.126 0.494 Passed( 1923) MID Span 1 under Reef loading Delle or.Criteria:STANDARD(LIL U360.TLL1240). attachment and positioning of lateral -Bra cing(Lu):All (top and bottom)must be braced at 7 8'ole unless detailed otherwise- Proper bracing is r Bred to achieve member staabslity. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis pro- ra output from=Thome dew ped by T �, :(i;. TJ warrants the y zing of its products by alis software vsnll he accomplisheda in with TJ product design criteria andcode act design rues. The specific product dtrylit.etiaxs,Input design toads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products we readily available. Check with your similar ur TJ technical representative for product avai iy. -;HIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Being Code USC analyzing the TJ Distribution product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for mule ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: TERRY M}KKEELSON DFP PLANNING&DESIGN 9100 BALTIMORE ST BLAINE,MN 55449 Phone:763-780-8004 Fax :76a-780-8015 DFPPLANNINIGDESIGNOV'1SLCOM Copyright cs 2002 by Trus Joist, a Weyerhaeuser Business YFiltlliuit5 is a Zeii:t too t.saa' art v. Trus Joist. HALL &.81 2 Pcs of 1 314"x 11 718"2.0E Patrallatm®PSL TJ.Seam(TM)BAS Serial Number 7002001801 s PUser 1 EnV. 12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS USTED ft, Product Diagram is Conceptual- LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width:1" Primary Load Group-Residential-Living Areas(psi):40.0 Live ai 100%duration,15.0 Dead Vertical Loads: Type Class Live Dead Locations Application Comment Uniform(pit) Fioor(1.00) 720.0 270.0 0 To 6'2" Adds To SUPPORT'S: Input Searing Vertical Reactions lbs) Detail Other Width Length Live/Dead/Uplift/Total 1 Wood column 3.50" 3.50" 2343 1919/013262 L5 None 2 Wood column 3.50" 3.50" 234319191 0 13262 L5 None -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):L5 DESIGN CONTROLS: Maximum Design Control Control Location Shear(lbs) 3086 -1907 8035 Passed(24%) Rt.end Span 1 under Floor loading under loading (FY-ivs) 0 4500 19g02 Passed(23%) MID Span 1 Floor Live Load Deft(in) 0.029 0.146 Passed(1/999-9 MID Span 1 under Floor loading Total Load Deft(in) 0.041 0292 Passed(L1999+) MID Span 1 under Floor loading -Delttecoon Criteria:STANDAR_D(LL:L148O,TL:1i240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 2 8"o/e unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability_ ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ)_ TJ warrants the sizing of its products by this software will be accomplished in accordance with IV product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user_ This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the Ti Distribution product listed above. -Note:See TJ SPECIFIER'S!BUILDER'S GUIDES for=Mole ply commotion. PROJECT INFORMATION: OPERATOR INFORMATION: TERRY MIKKELSON DFP PLANNING&DESIGN 9100 BALTIMORE ST BLAINE,MN 55449 Phone:763-780-8004 Fax .763-780-8015 DFPPLANNINGDESIGN@VISLCOM gh` ' 2'jr2 Tr" .Tri R'., , dstyer&aeuser business Versalaa47 ie. a registered trademark of Tras Joist_ _ MAST BED WDW I i� may{, Pc . ;L:' "iiL'` 2.0Et'a aiiarc 314AUser:2 PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page i Engine Varsigi:t.5 t2 • CONTROLS FOR THE APPLICATION AND LOADS LISTED • -fir Slope:*112 Roof SlopeIri2 I 1 51A V4E-I 9•II" _--sa AIS teras ace horizontal- Pi educt Maw ars:ie�_.encetu_w r. LOADS: Analysis;s Tor a 1"-..4-op;?o m Member. Tribefory Load Width- Frew,' 'i th- Pn czar Load Group-Roof(Ief):40.0 Lie at 125!rs duraffm.n.150 ,a Vertical Loads: Type Class Live Dead Location Application Comment Untform(plf) Roet(12 ) 680.0 255.0 0-Totir t�' t -to SUPPORTS: input Beating Yell Reactions libel Detail Other Width Length Live/DeaditiptlftiTotat 1 Wood column 5.25' 525' 3480/1355/ 4835 L5 None SCFdcolumn V. 7A8011355 c,4 8r_ LS Noe -See TJ SPECIFIER'S/BUILDERS GUIDE for detai(s):L5 DESIGN CONTROLS: Maximum Design Control Control Location Shear(lbs) 4523 -3606 8035 Passed(45%) Rt.'end Span 1 under Roof loading ,: 1022: 1C321 Paon f63%) MID So+-aar.t ,der R !• p Live Load Del(in) 0.242 0.301 P (L'448) MID Sr.= 1 Under Roof trading Total Load Deli(in) 0.336 0A52 Passed V= MID Span 1 under Roof loading )&ieciion Coit a:STANDARD(LL. 36 I LI/24U). -Bracing(Lu):Ali.compression edges(top and bottom)must be bared at 2 S"dic unless eta.iled othevwlse. Propel-a fachme^*and positioning of mi bracing is reed to achieve mer€ber�. Desitin mzsurries asden rate contief tet s laterel seppoi t of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its prodials by thissoftware MI be Esc:omp is.£x.`,.. _ - ,.,,rte ie ,n-;s 3s.. Tf epe d c product aPPI cat n,input syr'lead , "'".-�..� �u3i:�with i ��€_�i)Yz�:•�;d'.'?i+.n,zcr g and=.._��,> mY.. 'd`�`.3"'.�+___ and s tvr;:er° eve been p:ovided by the software USE41_ ?P o ut Ims not been revierwri by a Tei As ter -Not all products are readily available. Check with your supper or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -P lka able Stress Design methodology was used fur latiadiirg Code USC frog the T3 Distribution product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: TERRY MIKKELSON DFP PLANNING&DESIGN 9100 BALTIMORE ST BLAiNE,MN 55449 Phone:763-780-8004 Fax : OFPPi ANN(NGOEStGN:ft VISI COM Copyright 43 2002 by Trus :Joist, a Weyerhaeuser Business varailanN -3 -3Lreecv ,,t.uuu.uk or Trus Fi -4YF DATETIME 1 CITY OF ORONO CALLED IN INSPECTION [0 SCHEDULED 0 _ _� . d - O PERMIT NO. I UO3L_J COMPLETED ADDRESS /()Qs (N / /I OLS OWNER CONTR.. L 8rr1 f.YIc TELEPHONE NO. Le,/d -5-9 0 - veil, 5 .;I: Fi DESCRIPTION 1 �l�c-( � f Uj 01 FOOTING 11 MECHANICAL RI 18 EX AV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS H 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT v 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP LIJ 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL v 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET YOU: YES_NO o COMMENTS: a. Lu ...s �s1,\_ 1e ' by Tie /i o2O0( cc• Iviet‘,1/C\--aZA 14CeAkce_ Gtvrki 64.,socl.O u..W cc Q c.,)1....W z W c:-E• / O , u., ❑WORK SATISFACTORY:PROCEED PROJECT COMPLETE CC W.❑CORRECT WORK&PROCEED ❑ ISSUE C RTIFICATE OF OCCUPANCY 00 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY /D/2b/QC ✓ BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the ext inspection 24 hours in advance. (952) 249-4600 Owner/Contr. r n ite: Inspector. -- White Copy/Inspector's Fil Canary Copy/Site Notice AZ TIME CITY OF ORONO CALLED IN INSPECTION N TI SCHEDULED 5' -7-OS 3,OD PERMIT NO. (�� COMPLETED n ADDRESS /005— ( I/IOW V[ ez.. ) Qi_— OWNER CONTR. GYV-4A.../ TELEPHONE NO. 4 la 5q0 `f 82-b , DESCRIPTION / itvi G /1) C-6 F'`opti, (4 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS h 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT v 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP 14.1 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET YOU:_YES NO o COMMENTS:tu --,(pt .(eru. 614\ 1Y1 s et- -tic\ace c r ccw iee c,� l cc W--� 4� `cam el s —a\) --res e ,s- 1 0 Li..W Q „,}...Z ,.. W /�` j , V 1� t��v�\Q4_ d 14 4 ❑WORK SATISFACTORY:PROCEED El PROJECT COMPLETE W CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY 0 1=1 CORRECT WORK,CALL FOR REINSPECTION TEMPORARY ✓ BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL 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 Owner!Contr don site: Inspector. `F-�' White Copy/Inspector s File Canary Copy/Site Notice A E TIME CITY OF ORONO CALLED IN -s INSPECTION N TICE SCHEDULED n�� c'l� g``30 AAA PERMIT NO. [) (32q COMPLETED ADDRESS /00S Ct%i I(& ) (, &2-L-) Die OWNER / CONTR. L- TELEPHONE NO. / / _5 6-5 • DESCRIPTION W 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING ct W 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS INSU 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL • 04 WALL D. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 1, 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP itt 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL Z OWN ERICONTRACTOR TO MEET YOU:_YES_NO o COMMENTS: crW CC O CC O W W CC W O W WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W O CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY ✓ BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑ CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call fort • nex inspection 24 hours in advance. (952) 249-4600 Owner/Contra i•� •r o sit : Inspector. MOP White Copy/Inspector's File Canary Copy/Site Notice DATE TIME CITY OF ORONO LLED IN 6so� INSPECTION /Gj SCHEDULED ' 2C y,to PERMIT NO. (1- J � �7 I COMPLETED ADDRESS /005 A)/7/O7) v L et- _) �J v OWNER __ 7 CONTRR./ Le //w TELEPHONE NO. /a . 9 a g - / DESCRIPTION t -//'.:9*Y1yr 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING 4. MING 13.& 1 S 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP 4.1 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL • OWNERICONTRACTOR TO MEET YOU: YES_NO o COMMENTS: cc W Q. cc O cc O W cc W cc d W2 WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W ❑CORRECT WORK R PROCEED C ISSUE CERTIFICATE OF OCCUPANCY • ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY ✓ BEFORE COVERING PERMANENT E CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ElSTOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the n t inspection 24 hours in advance. (952) 249-4600 OwnerlContr o 'te: Inspector. White Copy/Inspector's File Canary Copy/Site Notice TIME CITY OF ORONO CALLED IN INSPECTION „ SCHEDULED -27--os--27--27--os-O99:3-e)PERMIT NO. 7 COMPLETED ADDRESS /00 OJl //Ok.I/I .v OWNER CONTR. Lev r a) TELEPHONE NO. DESCRIPTION 11�S al w1i — b • 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL • 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT v 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL • OWNER/CONTRACTOR TO MEET YOU:_YES_NO o COMMENTS: cc W Q. CC O CC O W Q W W CC 12O WORK SATISFACTORY:PROCEED CIPROJECT COMPLETE W CICORRECT WORK&PROCEED ElISSUE CERTIFICATE OF OCCUPANCY 00 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY ✓ BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN CI STOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED Cl INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next'inspection 24 hours in advance. (952) 249-4600 Owner/Contre ite: Inspector. White Copy/Inspector's File ' Canary Copy/Site Notice DATE i TIME CITY OF ORONO CALLED IN INSPECTION NO ICEn SCHEDULED44'1 PERMIT NO. /�D .S 9 COMPLETED ADDRESS /(X) l4Ji l/n2 4//i c<J Qom. OWNER CONTR. 4<-6-c-a ./1 TELEPHONE NO. (fI � )S35 Az(�;,'tor Cuh Cfe DESCRIPTION pack lu 01 FOOTING _- 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS V4 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 1, 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT ✓ 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP IQ 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET YOU:_YES_NO o COMMENTS: W CC O CC O W W W CC O WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W ElCORRECT WORK&PROCEED LJ ISSUE CERTIFICATE OF OCCUPANCY El CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL 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 Owner/Contractor on s'tt : Inspector. v White Copy/Inspector's File Canary Copy/Site Notice I - TE TIME CITY OF ORONO CALLED IN 0 INSPECTION N 2 q SCHEDULED -/ , Q:3D PERMIT NO. UL)�a I� I COMPLEETT D. ADDRESS OWNER // CONTR. a- 2 TELEPHONE NO. (p S7— 7 7 S`a-o3$ DESCRIPTION Foo--1Nq Li 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS 413 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL • 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP IL 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL OWNERICONTRACTOR TO MEET YOU:_YES NO o COMMENTS: cc W Q cc 0 cc 0 U- W CC W W CC Lud WORK SATISFACTORY:PROCEED C7 PROJECT COMPLETE W ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY 0 ❑ CORRECT WORK,CALL FOR REINSPECTION TEMPORARY ✓ BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑ CITATION ISSUED O STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner!Contractg�,An bite: Inspector. `p„Va j White Copy/Inspector's File Canary Copy/Site Notice