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HomeMy WebLinkAbout2004-P07679 - new structure PERMIT CITY OF ORONO Permit Number: 2750 Kelley Parkway- PO Box 66 Po�6�9 Crystal Bay, Minnesota 55323 Permit Type: NeW sr�-���ure (952) 249-4600 Date Issued: gi9i2ooa SITE ADDRESS: 1265 Bracketts Point Rd Wayzata,MN 55391 PID: 11-117-23-32-0010 DESCRIPTION: UBC Occupancy R3 Construcrion Type VN Proposed Use: Residential Pernut Class: Building Census Code 101 Permit Type: New Structure Pernut Sub-type(s): New Home-Single Family DETAILS: Approved per resolution#: 5195 Separate permits required: riumoing iviec;nanicai rirepiac;e �ewer i,onnecnon irrigation v�%eii�siatej Eiecuicai�sraiej NOTICES/REMARKS: c'��i.n_:� i n i��i�n FEE SUMMARY: Permit Fee: $ 15,058.75 Valuation: $ 4,000,000.00 Plan Review Fee: $ 9,788.03 State Surcharge Fee: $ 1,400.50 TOTAL FEE: $ 26,247.28 APPLICANT: Streeter&Associates OWNER: Roger O'Shaughnessy 18312 Minnetonka Blvd 10562 Estate Drive Wayzata,MN 55391 Eden Prairie,MN 55347 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 B ILDING CODE REQUIREMENTS. � ' � - c . yr�% __ �� ,�� APPLICANT PERMITEE S[GNAT R SSUED BY SIGNATURE Copies: 1-File(Sienitures Required), 1-Anplicant, 1-Monthlv Reports, 1-Assessin�, 1-Finance Page 1 II � � � � ; ,, : ' � , ; , � ' ' i i ! � _ _ _ ___ _ _ __ ____ ____ _ � _ ____ - ,, � � ;, _ . `} '�1 � � ; ; � ;� ; i � i � ��-, � !� i � i � ; � ' � �� ;� � ` � � , , � i � ! I I ~I i � i �� � � � ' I I � , i �� , � � i ( I � i � �% l ; I i v V ' , � � ' I Total Fee: $ 2�o Z y 7. Z� Date Received: -(�-� Entered By: ;�f,�L Permit#: D T 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: 1265 Bracketts Point Road zir: 55344 Will this be a Parade of Homes, Remodelers Showcase Home or other Display Home? � Yes � No If yes, a special event permit is required with Police Department and City Council approval 60 days prior to the event. Non permitted events will not be allowed. NAME OF OWNER: Roger O'Shaughnessy PHONE: (home) (work) (952) 229-2601 MAILING ADDRESS: 775 Prairie Center Drive cITy: Eden Prairie ziP: 55344 CONTRACTOR: Streeter&Associates, Inc PHONE: (952) 449-9448 CONTACT PERSON: Steven Streeter MOBILE/PAGER: (612) 801-9815 MAILING ADDRESS: 18312 Minnetonka B►vd CITY: Wayzata ZIP: 55391 STATE LICENSE: # 00001380 EXPIRATION DATE: 03/05/04 ARCHITECT/ENGINEER: Olsen Sundberg Kundig Allen pHONE: (206) 624-5670 MAILING ADDRESS: 159 South Jackson Street, 6th Floor CITY: Seattle ZIP: 98104 NAME: Jim Olsen or Brett Baba REGISTRATION # �3 �,�� J'�MO� TYPE OF WOF y Structure _ _ ime PROPOSED W ���'v� �" �� �� C0U �T�� �y STo�Es: � —�-� c-�� �� rs�:� NO. OF BEDRi ✓ DETACHED ESTIMATED ( �,OOO,OOO.00 I hereby apply for complete and accurate;that the work will be in c the State Building Code; that I understand this is wark will be in accordance with the approved plan - APPLICANT'� ATE: Sec13.04 RIGHTS OF SUBJECTS OF DATA Subd.1. Type of data. The rights of individual on whom the data is stored or to be stored shall be as set forth in this section. Subd.2. Information required to be given individuaL An individual asked to supp►y private or confidential data concerning himself sha11 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 datd.'fhis 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 mav alace the notice required under this subdivision in the individual income tax or propertv 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'Ihe desires,shall be informed of the conteut and meaning of that data. After an individual has been shown the private data and informed of its meaning,the data need not be discloscd 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 dnta 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. 7'he responsible authority shall comply immediately,if possible,with any rcqucst 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 possibie. If he cannot comply with the reyuest 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 notiSy 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 ot'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 f'rom 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. lf your requested permit or license requires Council action to approve, some information may become public. 5. You have certain rights under M.S. 13.04(available upon request)to review private data on yourself. 6. Your full name is required to process this application or permit. Steven K. Streeter First Middle Last 18312 Minnetonka Blvd Address Wayzata MN 55344 (952) 449-9448 'ty State Zip Phone I unders y rights as state e. `' Signaturc Reset Form . CHECK OFF LIST FOR ISSUANCE OF PERMITS FOR OFFICE USE ONLY ADDRESS OR LEGAL: 1 ZLS (32AGK-�T"ts Po,n� ,— I�o� PID: DESCRIP'I'ION OF WORK: /��Cw 2,E5 ZOVL�IG REVIEW BY: DATE APPROVED: -1 �2.3 •o�( BUII�Di�i IG REYIE'�V BY: DATE APPROVED; —t •z3-o� FEES TO BE CHARGED: Misc. Fees Calculated By: PER1ti1IT Yes ✓ No PLAiv REVIEW Yes ✓ No SEV�E.R C0�1NEC'I'ION STATE SURCHARGE Yes No WATERCO�INECTTON TNVESTIGATION FEE Yes No PARK FEE SAC Yes No SITEINSPECTION Number of SAC�Units OTHER (specify) ZOYING CHE.CK LIST Zoning Discrict: L/e-!/4 Fire Department: � Post OfFice: School District: L.ot Area: Sq.ft. Acres Widch Depch Survey Submitted: Yes�_ No Date of Survey: 'j- I • d'-1 Progosed Setbacks: �'(Lake): 93� ± Right Side: 2�io' � R��ff(Street): S�� = Left Side: N�A Adjacent Structures: N I►� �Vetland: — �Building Hei�h[: Def. Hgt. O,��- Pea.l-Hgt. Lot Coveraoe: /1�A fi�� Council A roval Date: b•�K-o Gradino: Staff Approval Date: 7 - Z3 -C�� By: � pp K Septic: Staff Approval Date: N I�► BY� Zoning File: # o�-J��'Z Resolution: � S/9S ResolutioaDate: � 6 '�`f-�Y Shoreland District: y�5 Avg. Setback �.� Bluff Setback: �l/3 L.ot Coverage: /►//A EzistinQ Proposed 0 Hardcover: 0-75' 75-250' 250-500' 500-1000' Hardcove� Variance Required: Yes No Date of Council Approval: 6-�'�- '�Y REMARKS (in house):'�GoN o .�so n..o1 w� ,r -4�� c�� ��+,,�e... �-��� v 7 BUII.,DING REV�W CHECK LIST �C� _ 12'3 CONSTRUCTION TYPE: �,Ci�l _ Sq Foota�e $ Per Sq Fto Basemen[ x _ lst Floor x = 2nd Floor z = Garage x = x — TOTAL Estimated Construction Value: $ '��pp�pp� �0 Inspections Required: `Vork Requiring Separate Permits: Site _�Plumbing Fire Hardcover Removal vC Mechanical Water Connection _� Footing ` Septic o�Sewer Connection o( Framing �c Fireplace oc Lawn Irrigation _ p�Insulation p� (��o�y) Other _e�Wall Boazd (Mfg.) p� Well (State Permit) oc Final GradinglFilling _�Electrical (State Permit) O[her REMARKS(.Ti i HOUSE): . ---------------------------------------------------------------------------------------------------- RE'VIEW BY OTHERS: DAT'E: Access: Ezisting New Access Approval: Date gy: �_��-------------------------------------------------------------------------------------------------------- REMA.RKS (TO BE NOTED ON PER1vIIT�: 8 m :�'�0�s �`'r ,ya���ia °�»o .e 3J m �_ �* � � CO�� � +�, Y� �� �. ! o S �� C:2il rn YI GO % : �, �: �` l a Q ••�Y'} p' "��.'Y; �" � �, y�`,��➢ � �I.'. � � �s B � � � � � ';v "�.� tu L`.]- � c � � f �, � � � '�. ?���� � � _ ' � "� :l ^S '1 "} � "' � w'' � � ' � �' ___.-, (n p �-.� 3 '�;�. ,��� N .T � � : � �'� � ��q c O �rn a �Q _m n ' y� p o:. p,.,, �o o v c�.:�.,C���.C,.., o � , �'r^' �» ,_ri i�� o � 9 (n n � D , � e �� � �y � x ` rn o E`�' s m � m �.. Q �~ � \ �: rn d)�� illl��.� � � � V . � � W :W `C Q' � N. [L � �S: O � � . �a � � �,. Z1 �p (e o -U _ o Z _ , ID — 4' o � .ID d (l _ 3 � \'v .�y ❑ ��� � m � Q � � y Z'j m e 0 ' � i ���'� �. � C y � � � 3 � �• �f,� � .J. D' � :.�� U � J • a, ,_ �71 Q � o n t�. .7J ' � � a K `C' fB :�2 - : � �. � O O � � � N��, � � Q � N �'�' a � -Y Co �C � N L�� � � � � _ . N � �� v a a, _ t � 7 r�: . � ro����.. � o � � Z � �.c„3�'-�*i <''�. � N b �� � U>m � ��] � V � � Cf11 �d � 0 � W���. � C �7 Cl (B� �D 3 n a �� �.�-� fD m r�� m o � a cn � o�i �w�� c�i'i�i - � a u o a w �7; rn � � `'''In � F�, v n `" n,rn y m� ��a � N� Y y�,�.' �� ID p, � a p� '.4�A .,: �:��. �: ' �� �e. W O 3 . �:. �N �} : /.i �� . � � ��1� �::� � O x 3 n. � - i �i '�' - � Kj � � . . '�V x �� =- �^ 2�La���: I�i , � �I ' �. : � �� � W:: �..g � h Rl O � (Z . G'; °6�� �. o. y. ��. � � � � � � ui rn . � � f9 � � �.��� �i� V' � . � ���.��'�,� �jE � � . . �. ' �.' : �! m . __ � s��� �s���o����J�� 3 � �� � � � � �� ��P ��� �'��������. w p.. �� � r �` � � -'� �� '��h�: v rc'.�.k.1xa�" �l�^���� � � -.. .; .0 °- ., , ' !v � . . �<'.�- ...�.:��� E� � �.v. : : ...! , - � ,.-. i..�.........: ... ^u. .� :. ,.. < ... .�M� �. ..... � . r j ��:��� ���� � lo Job Site Address: Ciry of orono ��'� "o\, ,, cc �� i''� i;�%�r_ �;' CATEGORY 1 ALTERNATE FOR ��x���;o�i ONE & TWO FAMILY DWELLINGS 952-249-4600 INS'rRUC'r�oNs: This alternative may be used for one-and two-family dwellings built to meet the Category 1 requirements of Minnesota Rules,Chapter 7670. Complete Parts A,B,and C. Clearly mark plans with: insulation R-values; window and skylight U-values;size and type of equipment; equipment controls; and location of vapor retarder and windwash barriers. More detailed information can be found in the Minnesota Energy Code summary sheets available from the Minnesota Department of Commerce. Part A. BUILDING ENVELOPE P P P J g P ..❑ ....,.. p ,_A.,�, ,_g>� ) ❑ Performance.� ,.�p ��.a.. .... � .,...... .. Check ro osed envelo e'oint sealin o tion � Prescri t�ve caulkin askets,etc. test er 7670.0470 subp.7.C.� � � � Check therrnal energy calculation option used� � "Cookbook" (complete worksheet below) /�MnCheck method(attach report) � F � Performance (attach U-value � Systems Analysis method(attach analysis) calculations) ��Cookbook�� Worksheet MINIMUM REQUIRENIENTS for"Cookbook"o tion onl ❑ Ceiling Insulation: IViinimum R-38 with 7%z"energy heel; or INSTRUCTIONs Minimum R-44 with low truss heel; or Step 1. Check item(s)that design meets on Minimum Reyuirements list Minimum R-38 with R-5 sheathin when no attic. to the right.Must meet all items to use"Cookbook"option. ❑ Entrv Doors: Max.U-value of 030 or 1'/4"solid wood with storm Step 2. Indicate proposed wall type on table below. ❑ Rim Joist Insulation: Minimum R-19 � Step 3. Indicate Window U-value and source. ❑ Floors over unconditioned s aces: Minimum R-24 Step 4. Verify total window(including area of all foundation windows) ❑ Foundation Insulation: Minimum R-]0 and door area is equal or less than allowable percentage. ❑ Foundation windows: '/z"insulated lass,wood or vin 1 frame TABLE FOR DETERMINING MAXIMUM WINDOW AND DOOR AREA Maximum Allowable Total Window and Door Area as a Percenta e of Ex osed Wall 12% 14% l6% 18% 20% 22% 24% 26% 28% Wall T e (Standard Framin : Maximum Avera e Window U-value(exce t foundation windows : ❑ 2x4,R-13 insulation. >-R-7 sheathing 0.55 0.47 0.41 036 0.33 0.30 . 0.27 0.25 0.23 ❑ 2x4,R-I S insulation, >-R-5 sheathing 0.52 0.45 0.39 0.35 031 0.28 0.26 0.24 0.22 ❑ 2x6,R-19 insulation,<R-5 sheathin 0.48 0.41 0.36 0.32 0.29 0.26 0.24 0.22 0.21 ❑ 2x6,R-19 insulation,>-R-5 sheathing 0.56 0.48 0.42 037 034 0.31 0.28 0.26 0.24 ❑ Zx6,R-21 insulation,<R-5 sheathin 0.51 0.43 0.38 0.34 0.30 0.28 0.25 0.23 0.22 ❑ 2x6,R-21 insulation, >- R-� sheathing 0.58 0.50 0.44 0.39 0.35 0.32 0.29 0.27 0.25 Wall T e (Adva�ced Frarnin ): Maximum Avera e Window U-value(exce t foundaCion windows): ❑ Zx6.R-19 insulation,<R-5 sheathin 0.52 0.45 039 0.35 0.31 0.28 0.26 0.24 0.22 ❑ 2x6,R-19 insulation,>-R-5 sheathing 0.58 0.50 0.44 0.39 0.35 0.32 0.29 0.27 0.25 ❑ 3x6,R-21 insulation,<R-5 sheathin 0.55 0.47 0.41 0.36 0.33 0.30 0.27 0.25 0.23 ❑ ?x6.R-21 insulation,>-R-5 sheathing 0.60 0.52 0.46 0.41 0.36 0.33 030 0.28 0.26 Window U-value: i� � - Source: �� ❑NFRC� ❑ ASHRAE 1993 Handbook _._ �____._ �.�. ________ ___.�__. ___�__.__________.�._... �.,_..m.._ _, • _ O � 0 � 100 X �___ __ � : - _ _ - _ ��. < �����. lo ! window&door area gross exposed wall area DESIGN ALLOWABLE (from table above) MINNESOTA ENERGY CODE- WHICH RULES MAY 1 USE ? TYPE OF RESIDENTIAL BUILDING APPLICABLE RULES Detached R-3 occupancy 1-and 2-family dweilings Chapter 7672; or � � Exarr�iles: sin le familv,twin homes,du lexes Cha ter 7670"Cate o 1" with statuto de ressurization and ventilation re uirements Attached R-3 occupancy dwellings Chapter 7674; or � Exam les: tri lex townhouses and row houses Cha ter 7670 with either"Cate o 1" or "Cateeorv 2" rovisions R-1 occupancy buildings of 3 stories or less Chapter 7674; or Exam les: condominiums or a artments Cha ter 7670 with eithcr"Cate o I" or "Cate o 2" rovisions R-1 occupancy buildings over 3 sYories high Chapter 7676 Exam les: hi h rise condos or a artments '�� 11 �'ari B. DEPRESSURIZATION PROTECTION Check option used: ❑ Fuel burning equipment (complete schedules below) ❑ No fuel burning equipment IrrsTRUCTtoNs EYHAUST/MAKE-LTP AIR SCHEDULE* Step l. Complete the Combustion Equipment Schedule below. Only equipment E�cha st de ices over 300 cfm Flow with a Y(Yes)may be selected under the"Category 1"alternate. Z� cfm Step 2. Complete Exhaust/Make-up Air Schedule on the right if direct or power y�, / f� cfm vented or solid fuel atmospheric vent space heating equipment is selected. cfm COMBUST[ON EQUIPMENT SCHEDOLE (check all es ro osed) Space heating—nonsolid fuel Sealed combustion Y Hearth — nonsolid fuel Sealed combustion Y ❑ Direct or ower vented Y* ❑ Direct or ower vented Y Atmos hericall vented N 2 Atmos hericall vented N Water heating—nonsolid fuel Sealed combustion Y S ace heatin —solid fuel ❑ Atmos hericall vented Y* ❑ Direct or ower vented Y Water heatin —solid fuel ❑ Atmos hericall vented Y Atmos hericall vented N Hearth—solid fuel Atmos hericall vented Y * If atmospherically vented solid fuei or direct or power vented nonsoiid fuel space heating is installed,then make-up air to match flow is required for each individual exhaust device which exceeds 300 cubic feet er minute. Part C1. VENTILATION VENTILATION QUANTITY (Mechanical ventilation must be provided per the larger quantity calculated below) � _ __.._, __ _�, __„ '"'�� � � � � ( ; � x 15 cfm/bedroom + 15 cfm= � cfm �'_ _: cabic feet x 0.00583/minute = �� � ' cfm _� _ ) volum�of habitable rooms number of bedrooms VENTILATION FAN SCHEDULE __ �_� ___________ � _�__. _ _ _. Check method(s)proposed � Exhaust onl�� ❑ Balanced (heat recover�ventilator, air exchan�c,r et�) _���; Fan descri tion or locarion � � �'"�',. �,,� �.. TOTALS VENTILATION Intake cfm cfm cfm cfm cfm AS DEStGNED Exhaust d cfm cfm cfm cfm (��? cfm Statement of Compliance: The pr e � mg d ig epresented in these documents is consistent with the building plans,specifications,and other calculations submitted wi the perm' ap i ati . Th ropose building has been designed to meet the requirements of the Minnesota Energy Co . � _����� A plicant(print ame) Si` ate Telephone number Part C2. VENTILATI�N (Submit Part C2 upon completion of system verificationfi) �- -------- --------- Job Site Address: Permit Number Fan descri tion or location TOTALS MEASURED Intake cfm cfm cfm cfm cfm PERFORMANCEt Exhaust cfm cfm cfm cfm cfm t Ventilation rate must be measured and verified when the performance option is used in lieu of the prescriptive option Ior the sealing of joints in the buildin conditioned envelo e(from Part A). Compliance Statement: Installed ventilation system is in compliance with MN Energy Code and is sized to provide the design air flow. Applicant(print name) Signature Date Telephone number IZ � ' � � � � r��.��: ,,.,., SETBACK ZONE: (CIRCLE ONE) 0-75' 75-250' 250-500' S00-1000' � EXISTING HARDCOVER IN ZONE A. House x = S.F. Length Width x = S.F. x = S.F. x = S.F. B. Garage x = S.F. C. Driveway x = S.F. x = S.F. D. Sidewalk x = S.F. x = S.F. E. Patio/Deck x = S.F. x = S.F. F. Landscape x = S.F. Underlain x = S.F. By Plastic x = S.F. G. �ther x = S.F. T�TAL HARDC�VER IN ZONE - S.F. A TOTAL PR�PERTY AREA IN ZONE - S.F. B A : B x 100 = % PROPOSED HARDCOVER IN ZONE A. House x = S.F. Length Width x = S.F. x = S.F. x = S.F. B. Garage x = S.F. C. Driveway x = S.F. x = S.F. D. Sidewalk x = S.F. x = S.F. E. PatiolDeck x = boardwalk 444 S.F. x = S.F. F. Landscape x = S.F. Underlain x - S.F. By Plastic x = S.F. G. Other x = S.F. TOTAL HARDC�VER IN ZONE - 444 S.F. A TOTAL PR�PERTY AREA IN ZONE - 49071 S.F. B A 444 : B 49071 x 10a = 0.9 % 11 SETBACK ZONE: {CIRCLE ONE) 0-75' 75-250' 250-500' 500-1000' EXISTING HARDCOVER IN ZONE A. House x = S.F. Length Width x = S.F. x = S.F. x = S.F. B. Garage x = S.F. C. Driveway x = S.F. x = S.F. D. Sidewalk x = S.F. x = S.F. E. Patio/Deck x = S.F. x = S.F. F. Landscape x = S.F. Underlain x = S.F. By Plastic x = S.F. G. Other x = S.F. T�TAL HARDCOVER IN ZONE - S.F. A T�TAL PROPERTY AREA IN ZONE - S.F. B A : B x 100 = % PROPOSED HARDCOVER IN ZONE A. House x = main 8704 S.F. Length Width X - shed 676 S.F. x = S.F. x = S.F. B. Garage x = S.F. C. Driveway x = 6&�5 S.F. x = S.F. D. Sidewalk x = S.F. x = S.F. E. Patio/Deck x = hot tub 279 S.F. X = terrace/steps 3378 S.F. F. Landscape x = walls 2241 S.F. Underlain x = S.F. By Plastic x = S.F. G. Other x = pool/fountain 1345 S.F. TOTAL HARQCC�VER IN ZONE - 23,620 S.F. A TOTAL PRQPERTY AREA IN ZONE - 95,420 S.F. B A 23,620 : B 95420 x 100 = 24.8 % 11 -�- \ --- - 1 _ - - -- O / � �� �, I `, , ,, /// ,-' ��� --- �',� � , _ �= -' � ; -- ir o I __ __ `, - _ , _ -- . __ _ - -� « �;, \ __ � -- - �----= \�\\� �� - ---� _-� ,, _--_ \��, .,--�- -�-G _ -__ _=_ `„, � : ---- ' -� � i� . . ► " � y� �# � ;�`s;� =������ ����'� Permit Number REScheck Compliance Certificate cne�kea By�Dace 2000 Minnesota Energy Code REScheckSoftware Version 3.6 Release 1 Data filename: J:\cor\Proj03\03014 O�haughnessy\Energy\energy calc.rck COUN'TY: Hennepin STATE: Minnesota ZONE: 2 CONSTRUCTION TYPE: Single Family WINDOW/WALL RATIO: 0.29 DATE:07/O1/04 COMPLIANCE: Passes Maximum UA= 1959 Your Home UA= 1945 0.7% Better Than Code(UA) Gross Glazing Area or Cavity Cont. or poor Perimeter R-Value R-Value -Factor iJA Ceiling 1: Cathedral Ceiling(no attic) 8284 43.2 23 191 Ceiling 2: Flat Ceiling or Scissor Truss 972 46.0 2.6 24 Ceiling 3:Flat Ceiling or Scissor Truss 110 13.5 2.0 7 Wall 1: Wood Frame, 16" o.c. 6010 29.0 2.4 184 Window 1:Above-Grade:Wood Frame:Double Pane with Low-E 371 0.310 ll5 Window 4: Above-Grade:Wood Frame:Double Pane with I.ow-E 217 0350 76 Door 1: Glass 678 0.360 244 Door 2: Solid 248 0.130 32 Door 6: Glass 317 0320 101 Wall 2:Wood Frame, 16" o.c. 214 15.0 1.2 16 Wa113: Wood Frame, 16" o.c. 703 0.0 0.0 0 Window 2:Above-Grade:Wood Frame:Double Pane with Low-E 147 0.310 46 Door 3: Glass 518 0.360 186 Door 4:Solid 38 0.130 5 Wall 4: Wood Frame, 16" o.c. 1817 40.0 2.4 61 Window 3:Above-Grade:Wood Frame:Double Pane with L,ow-E 124 0310 38 Door 5: Glass 140 0310 43 Basement Wall 1: Solid Concrete or Masonry 1308 0.0 29.0 38 Wall height: 3.8' Depth below grade: 3.8' Insulation depth:3.8' Basement Wall 2: Solid Concrete or Masonry 116 0.0 29.0 4 Wall height:2.2' Depth below grade:2.2' � . . Insulation depth: 2.2' Basement Wa113: Solid Concrete or Masonry 344 0.0 29.0 10 Wall height:3.4' Depth below grade:3.4' Insulation depth:3.4' Basement Wa114: Solid Concrete or Masonry 647 0.0 28.0 19 Wall height:3.8' Depth below grade: 3.8' Insulation depth: 3.8' Basement Wa115: Solid Concrete or Masonry 72 0.0 28.0 2 Wall height:2.2' Depth below grade: 2.2' Insulation depth: 2.2' Basement Wa116: Solid Concrete or Masonry 159 0.0 28.0 5 Wall height:3.4' � Depth below grade: 3.4' Insulation depth: 3.4' Basement Wa117: Solid Concrete or Masonry 463 0.0 25.0 17 Wall height:0.9' Depth below grade:0.9' Insulation depth:0.9' Basement Wa118: Solid Concrete or Masonry 182 0.0 25.0 6 Wall height:2.1' Depth below grade: 2.1' Insulation depth: 2.1' Basement Wall 9: Solid Concrete or Masonry 133 0.0 25.0 5 Wall height:0.9' Depth below grade:0.9' Insulation depth:0.9' Floor 1: Slab-On-Grade:Unheated 748 20.0 470 Insulation depth: 6.0' Proposed and Maximum U-Factor Averages Proposed Maximum Average U-Factor Allowed U-Factor Above-Grade Windows and Glass Doors 0339 0370 Includes Foundation Windows>5.6 ft2 COMPLIANCE STATEMENT: The proposed building design described here is consistent with[he building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2000 Minnesota Energy Code requirements in RES checkVersion 3.6 Release 1 (formerly MECchec/� and to comply with the mandatory requirements listed in the RES checkInspection Checklist. Builder/Designer �• �j Date •o -� �SouM�1od�soo il�t,6N��IOK �.�w+�++ 9a�a DEG-19-2003 FRI 02�47 PM OLSONSUNDBERGKUNDIGALLEN FAX N0, 206 6243730 P, 01/03 LETT�R OF TRANSMITTAL TO City of Orono A R C H I T E C T S Building Inspection 159 Soufh Jackaon Srreet 2750 Kelley Parkway s�artle,WA 9e 1 oa Crystal Bay, MN 55323 206.624.5670 206.624.37'30 FAX ..-, DATE i2/19/03 , n��,�� ��� r- �- �� ATTN Lyle Oman , �-� �u RE Residential Height LimiF , VIA Fax:952-249-4616 � PLEASE FIND ENCL05Eq DATE COPIES � preliminarv sire lan 1 relimina buildin elevo�fons ❑ FOR APPROVAL ❑ REVIEWED AS NOTED ❑ FOR YOUR USE � FOR REVIEW&COMMENT � AS REDUESTED ❑ R�TURNED FOR CORREGTIONS ❑ REVIEWED AS SUBMII"fED ❑ Mr. Ornan, Please find attached skerches as a follow-up ro th� phone conversption we hcad this morning over a question on the height limit in regard to tha four chimnays proposed for the residence (indicated by asFerisks on fhe site planj. At your suggestion, we are presenting these preliminqry drawings due to the fact that the top oF the chimneys ar� over 30 Ft. above the existing grade and are a substantial feature of the building elevations. Please contact me if you have any questions and/or when you have reviewed the altached sketches af your earliest convenience. 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F� I ;;.�;�,;;����,. � �;:.,;����;� � t � , t" �� ���,iir��i � 1 � �� ( _ ��i�i���I�Ji i ''.� � � "�''���`i ' � � � . I a �::�Ilii' j � s ��Q ' I)..� I�i.,� � .� � � � -,..'I�. � Vr� ���,}��'.�il � � N ; � m : i � i ✓ � ATE TIME CITY OF ORONO CALLED IN ��lX/ INSPECTION NOTICE SCHEDULED .�� ��_� PERMIT NO. P D �7(0�� COMPLETED ADDRESS l� �"5 �e�,�`��-S � OWNER CONTR. _�"�J�2i�h-�/�S,�r. TELEPHONENO. �I�IU,�I�S�'1 ��a y�2 � ay�' � DESCRIPTION �D�//� ��i)FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS y 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP = 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PIUMBING FINAL 36 FOUNDATION/REMOVAL � OWNERICONTRACTOR TO MEEf YOU: ' YES_NO � COMMENTS: � �� `-�S � r �' i L°. � O S � � � O � W � Q � 2 W � W � � d W WORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLEfE � ❑CORRECT WORK 8 PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W � ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. p pHOTOTAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED ❑INSPECTION RE�UTAED.CALL TO ARRANGE ACCESS. Call for the next insp tion 24 hours in advance. (952� 249-4600 OwnerlContract o ' e: Inspector. " White Copyllnspector's File Canary CopylSite Notice � DATE TIME " CITY OF ORONO CALLED IN �� -�� -� INSPECTION N TIC SCHEDULED �'�-0 �CL PERMIT NO. � � COMPLETED ADDRESS �a�� , �/`-� OWNER CONTR. �p�il. TELEPHONE N0. loI a -SD I�g��� `C�X �r��c.t¢� � DESCRIPTION l� 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING � 02 FRAMING 13 MECHANiCAL FINAL 19 LAKESHORE/WETLANDS � O 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP ? 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W a � J O � � O � W � Q � Z W � W � j d W WORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLETE � ❑ CORRECT WORK&PROCEED �:� ISSUE CERTIFICATE OF OCCUPANCY W � ❑ CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ pHOTO TAKEN INSPECTOR WILL RETURN ❑ CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. �952� 249-46QQ OwnerlContra te: Inspector. White Copyllnspector's File Canary CopylSite Notice T -/J TIME " CITY OF ORONO CALLED IN �" ` � � INSPECTION N ICE SCHEDULED U�� �/D�i� PERMIT NO. � �, COMPLETED ADDRESS ��l(I S �1'�rti� I�S Ir� .l�-�c� OWNER CONTR. ��f�-��""�J� TELEPHONE NO. �' I� �f�:.� l �� � I � � DESCRIPTION 1- �C�.'�� � L�-��=—�C l� 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING � 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS � Q 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q OS 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 J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W � j � Q� �--- O a � O � W � Q � Z W � W � � d W WORK SATISFACTORY:PROCEED C i PROJECT COMPLETE � ❑CORRECT WORK&PROCEED G ISSUE CERTIFICATE OF OCCUPANCY W O ❑ CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. � pHOTOTAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑ STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTIONREQUIRED.CALLTOARRANGEACCESS. Call for the n t inspection 24 hours in advance. (952� 24J-46O0 OwnerlContr r s'te: Inspector. White Copyllnspector's File Canary CopylSite Notice " � � DAT TIME �/ CITY OF ORONO CALLED IN � INSPECTION NQTI �� 7� SCHEDULED �-// D /�.�O C� PERMIT NO. C�� COMPLETED ADDRESS ���5 ���2��L� �,7L 6�-�L OWNER CONTR. TELEPHONE NO. ��a J�a S 3 ya� � DESCRIPTION ' ��"� �� l� 01 FOOTING 11 MECHANICAL RI XCAV/GRADING/FILLING � 02 FRAMWG 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS � O 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP Q = 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNER/CONTRACTORTOMEETYO YES NO � COMMEN S: � � ��� ��. � � J O a � O � W � Q � Z W � W � j d W WORK SATISFACTORY:PROCEED f.:� PROJECT COMPLETE W Cl CORRECT WORK�PROCEED C ISSUE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑ CORRECTUNSAFECONDITIONWITHIN HOURS. � pHOTOTAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR G INSPECTION REQUIRED.CALLTO ARRANGE ACCESS. Call for the n x inspection 24 hours in advance. (952� 249-4GOO Owner/Contr ct n i e: Inspector. White Copyllnspector's File Canary CopylSite Notice s� �� � DAT TIME CITY OF ORONO CALLED IN �d�� INSPECTION N ICE SCHEDULED //- -0 f0.'�O PERMIT NO. COMPLETED ` � GS � ADDRESS � � �� OWNER CONTR. a G TELEPHONE NO. ��� �3c�5 ��S�a� � DESCRIPTION !�s�C-�GZ�Z�3'j —�Q�G�G�� l� 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADIN /FILLIN � 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS � Q 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q OS 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 J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W a � J O �. � O � W � Q � Z W � W � � 9z�7Q\WORK SATISFACTORY:PROCEED Cl PROJECT COMPLETE W ❑ CORRECT WORK&PROCEED � ISSUE CERTIFICATE OF OCCUPANCY O ❑ CORRECT WORK,CAIL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. � pHOTOTAKEN 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. �95Z� 249-4600 OwnerlContractor op site: �� Inspector. C I White Copyllnspector's File Canary CopylSite Notice `/ ^ n / ' � /'� DATE TIME ITY OF ORONO CALLED IN ��� �/��'� INSPECTION NOTICE SCHEDULED �G � -�e�� PERMIT NO. G? r7Zc�7,`� COMPLETED � ADDRESS ���J� �,�« �-/C�_ f�5 f�f �� OWNER CONTR. ,�"✓e�f�� �/�SSC� � TELEPHO �`� -3o?�j -3SG�- �����L. � DESCR PTION� "�'�� rr `'z"`�� � z,�--z_ � Ly 01 FOOTIN 11 MECHANICAL RI 18 EXCAV/GRADING/FILLI G � 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETIANDS ti O 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP O6 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP = 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNERICONTRACTOR TO MEET YOU:�YES_NO � COMM TS: � � ' � J O � � O � W � Q � Z W � W � j GW WORK SATISFACTORY:PROCEED �l PROJECT COMPLETE � ❑CORRECT WORK&PROCEED �_ ISSUE CERTIFICATE OF OCCUPANCY W � ❑ Ct�RRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR � CITATION ISSUED ❑ INSPECTION REOUIRED.CALLTO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. �952� 249-46QQ OwnerlContractor it : Inspector. White Copyllnspector's File Canary CopylSite Notice t�� r����L D TE TIME CITY OF ORONO CALLED IN � �j INSPECTION NOTICE SCHEDULED C � PERMIT NO. /�C���Q?9 COMPLETED � � ADDRESS �o� c`� /�d.�L.0�� '-� OWNER CONTR.�3.,Q -F'/r � � TELEPHONE NO. ��� ' ��S-�3�� ' � DESCRIPTION ��{�/(„��,� t� 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING � 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS ti Q 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q OS FINAL 14 SEWER HOOK-UP O6 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP = 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL � 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:�YES_NO � COMMENTS: � W � � O � � .2�s� r���� - �,�► ��-��9 r 0 � W � Q � z w � W � � d W ❑WORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLETE � ❑CORRECT WORK&PROCEED r ISSUE CERTIFICATE OF OCCUPANCY W O ❑ CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. G PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED C INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. �952� 249-46QQ Owner/Contractor on�ite: Inspector. ' White Copyllnspector's File Canary CopylSite Notice � e� � � � �� ��— ✓ DATE � TIME CITY OF ORONO � 7fo79 CALLED IN L� � j INSPECTION NOTICE��' SCHEDULED Z "L / .�(Z. PERMIT NO. ��c� � COMPLETED � ADDRESS �2 � �i3 r�=� c lc.� t/S� �f �� OWNER CONTR. Sf�,��tP/� � TELEPHONE NO. C.l���'� �`� ,��L� fISSC'X' � DESCRIPTION ������� ~ ��� �S � � 01 FOOTING 1 MECHANICAL RI 18 EXCAV/GRADING/FILLING Q 02 FRAMING MECHANICAL FINAL 19 LAKESHORE/WETLANDS y 03 INSULATION 1/' WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z04 WALL BD. � 1 ATER HOOK-UP 17 SITE INSPECTION Q OS FINAL 1 EWER HOOK-UP 06 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP = 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNERICONTRACTOR TO MEET YOU: YES_NO � COMMENTS: � W a � � i�c.�'�c�1- rR� ✓t/l A J C�� �`-� o ----- � C 1 �'r�%/�.�E C� -:�� S ..% � �'e�> —�'L� � Z_ �1 �t.� A i !� �C�eu Q � � � C I �'f� ���t�c' 1� 1s ur ��� � z 'r� � � I � c3.� r��, s�-;�3,.�.� W 'e'—� � W � � d W ❑WORKSATISFACTORY:PROCEED fl PROJECTCOMPLETE � ❑CORRECT WORK&PROCEED �� ISSUE CERTIFICATE OF OCCUPANCY �u �R9[CORRECT WORK,CALL FOR RE�NSPECTION TEMPORARY � ���FORECOVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. u PHOTOTAKEN INSPECTOR WILL RETURN �CITATION ISSUED ❑STOP ORDER POSTED.CAIL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for ihe next inspection 24 hours in advance. (952� 249-46�� OwnerlContractor on site: Inspector. �,,.� r� � �� S White Copylinspector's File Canary CopylSite Notice -� 3 ,� DATE TIME Y CITY OF ORONO CALLED IN INSPECTION N J{C G� SCHEDULED �-� -�6�-t�!� PERMIT NO. v � +' COMPLETED 9��QIA�t� ADDRESS I�(t�',S �(��(_�O_-{'�� � ���• OWNER CONTR. Sr�'eP�-tr ��r��c- TELEPHONE NO. � DESCRIPTION x'l�-t�.L"� Tl t�� � 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKE�HORE/WETLANDS � 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z0 D. 12 WATER HOOK-UP 17 SITE INSPECTION OS F NAL 14 SEWER HOOK-UP 06 PROGRESS � O-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP = 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEEf YOU:_YES_NO � COMMENTS: � —�---> �-- a S� t �, o r"v- -� � �. � e C � — O � W � Q ti Z W � W � � d � WORK SATISFACTORY:PROCEED f_l PROJECT COMPLETE W ❑CORRECT WORK 8 PROCEED r ISSUE ERTIFICATE OF OCCUPANCY 0 ❑ CORRECT WORK,CALL FOR REINSPECTION �TEMPORARY`J�, A V BEFORE COVERING �/�.Cl�'' PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. J PHOTOTAKEN q-��-!�� INSPECTOR WILL RETURN ❑ CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR C INSPECTION REQUIRED.CALI TO ARRANGE ACCESS. Call for the n xt inspection 24 hours in advance. (952� 249-46�0 Owner/Contr ite: Inspector. White Copyllnspector's Fil Canary CopylSite Notice PO- ,"7 Ql STRUCTURAL CALCU ATIONS For , O'SHAUGHNESSY RESIDEN Lake Minnetonka Architect: Olson Sundberg Kundig Allen Architects 159 South Jackson Street 6th Floor Seattle, Washington 98104 Structural Engineer: Monte Clark Engineering Structural Consultants 53 Wagon Trail Columbus, Montana 59019 (406) 322-0210 office (406) 322-8584 fax E-Mail: mce@montana.com June 30, 2004 DESIGN CRITERIA PROJECT: O'Shaughnessy Residence LOCATION: Lake Minnetonka, Minnesota BUILDING CODE: 2000 IBC DESIGN CRITERIA: Roof Loading: Snow: 50 psf Dead Load: 15 psf Total: 65 psf Floor Loading: Live Load: 40 psf Dead Load: 2" stone 25 psf 1 1/2" Gyperete topping 13 psf 8" P/C HCP 57 psf Mechanical, electrical, Mise 2 psf Total: 137 psf Deflection Criteria: Roof: L/240 total load L/360 live load Floor: Joists L/480 Beams L/420 Wind: 90 mph Exp "C " Seismic: Site Class `D', Seismic Group `I', R= 6.5 MATERIALS Concrete: f c = 3,000 psi Reinforcing Steel: Gr. = 60 Structural Steel: ASTM A992 Bolts: A325 struc steel, A307 wood conn Framing Lumber: Manufactured lumber Joists: TH (per plan) PSL Parallam Fb= 2,900 psi LSL Timberstrand Fb= 2,250 psi LVL Microlam Fb= 2,925 psi Sawn lumber Joists: Doug Fir#1 Fb= 1,000 psi Beams: Doug Fir#1 Fb= 1,500 psi (3x &4x) Beams: Doug Fir#1 Fb= 1,350 psi (6x) Posts and Timbers: Doug Fir#1 Fb= 1,000 psi Studs: Doug Fir#3 Stud Grade & LSL studs Pile capacity= 50 tons r MONTE CLARK ENGINEERING PROJECT MCE No STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET MONTE CLARK ENGINEERING PROJECT MCE No STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET 813 x 24" Section flexicore 2 HOUR FIRE RATING PRESTRESSED CONCRETE SLAB 250k STRAND Safe Load Table UNIFORMLY DISTRIBUTED SUPERIMPOSED` LOAD IN PSF Strand M 09 San Length ! in Ft. Standard Strands Area Ft.-Kips Ft.-Kips 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Designation No.&Size Sq.In. per UnitPer Unit 824C-CB61` 4-1/2 0.612 38.2 60.3 285 264 246 230 215 202 190 179 169 160 152 145 137 131 122 111 101 92 83 824C-CB60` 4-1/2 0.612 33.9 60.3 285 264 246 230 215 202 190 179 169 160 152 144 129 116 104 94 84 75 67 824C-D58 4-1/2 0.576 34.3 53.9 285 264 246 230 215 202 190 179 169 160 152 140 127 115 104 94 85 77 69 824C-D50 2-1/2 x/16 0.504 31.1 48.t 285 264 246 230 215 202 190 179 167 150 134 120 108 97 88 79 71 64 57 824C-D43 4-7/16 0.432 27.8 42.1 285 264 246 230 215 201 178 158 140 125 111 100 89 79 71 63 56 1 50 _ I 824C-D38 2-7/16& 0.376 25.2 37.2 285 264 246 223 196 172 152 134 119 105 93 83 73 65 57 50 1 2-3/8 824C-D32 4-3/8 0.320 22.7 32.2 285 249 215 187 163 142 125 110 96 85 74 65 57 50 1 824C-D29 2-1/2 0.288 21.2 29.3 259 222 191 165 144 125 109 95 83 72 63 55 TABULATED LOADS ARE BASED ON U=1.4D+1.7L AND WITH ALL LOAD SUPERIMPOSED ON THE STRUCTURAL SECTION CONSIDERED AS LIVE LOAD NOTES: 1. Grouted weight of structural unit is"57 psf or 114 N.A. HOLLOW CORE plf based on concrete unit weight 64--150 pcf. 57/e" DIA. Ln 2. Design is based on ACI Standard, "Building Code Requirements for Reinforced Concrete (ACI 318)." Co - - I- 00 3. No shear reinforcement is required for the tabulated loads. 0 4. Tabulated loads to the left of solid stepped line 23j„ `V are controlled by shear strength of the concrete. Shear reinforcement may be added to increase the safe loads. 5...Tabulated loads written in Italics are controlled by permissible flexural tension at service loads. 2 6. Tabulated loads to the right of the dashed A = 109.7 in. f'c = 6000 psi stepped line have deflections in excess of L/360. bw = 6.25 in. f'ci = 3500 psi 7. All strand stressed to 70% of ultimate except Ig = 843.2 in.4 fpu = 250 ksi CB60 which is stressed to 60%. Yb = 4.0 in. fpu" = 270 ksi 8. For longer spans and conditions not covered in the load table, consult Molin. 9. Greater fire ratings possible with restrained construction or rational design calculations. Molin Concrete Products Company 415 Lilac Street Lino Lakes, MN 55014 Office:651.786.7722 Fax:651.786.0229 Drafting Fax:651.783.3401 Toll Free:800.336.6546 www.molin.com e-mail:sales@molin.com drafting@molin.com ,:2 KAI MONTE CLARK ENGINEERING PROJECT MCE NO I STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE-BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET -7 -z e_1 CZ, 4- r2 Y� 14 , 4 77 MONTE CLARK ENGINEERING —PROJECT MCE N° STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE-BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET f WI _ P -7, -` N t ✓ C-n f A 5" F �lqy b 9 S ' Al MONTE CLARK ENGINEERING PROJECT MCE N' STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET w 4$1 ? L)t -" MONTE CLARK ENGINEERING PROJECT MCE NO STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET rr 1" t MONTE CLARK ENGINEERING PROJECT MCE No STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET MONTE CLARK ENGINEERING Title: .lob# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev: 560100 User KVJ-0602045,Ver561,25-Oct-2002 Timber Cantilevered Beam System Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw:Calculations Description Guest wing ridge beam General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Fb:Base Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Live loads placed on all spans at once Fv 190.0 psi Load Duration Factor 1.150 Cantilevers assumed unbraced for Fb calc Column Bay& Beam Data Column Spacing ft12.00 33.00 ....Actual Span ft --- 25.50 Left Cantilever ft ---� -- Right Cantilever ft 7.500 -- Beam Width in', 6.750 6.750 Beam Depth inI 21.000 21.000 Member Type Clul-am Clul-am Moments Mmax @ Center k-ft 0.0 63.4 Max @ Left End k-ft li --- -- Max @ Right End k-ft -96.5 --- Loads - -- - - - Dead Load #/ft! 180.0 180.0 Live Load #/ft 600.0 600.0 Stresses Fb:Allowable psi; 2,650.5 2,490.1 fb:Actual psi 2,334.6 1,533.4 OK OK Max.Shear lbs, 14,453.8 9,944.6 Fv:Allowable psi'; 218.5 218.5 fv:Actual psi', 153.0 105.2 ShearOK ShearOK Reactions Max.Left Reaction Ibsj -3,363.6 9,944.6 Max.Right Reaction lbs', 28,517.6 9,944.6 Deflections - - --- - Center DL in j -0.029 -0.183 .....Maximum in 0.127 -0.791 Left Cant.DL in I - .....Maximum inl - Right Cant DL in -0.178 •--- .....Maximum in I -0.771 --- MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev: 560100 User.KW-0602045,Ver 561,25-Oct-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c.\ec55\o'shaughnessy.ecw:Calculations Description Header beam at garage doors wood scheme General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements WOMA Section Name 6.75x24.0 Center Span 32.00 ft . . . . .Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Douglas Fir, 24F-V8 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi Wood Density 45.000pcf E 1,800.0ksi r-- Full Length Uniform Loads Center DL 90.00#/ft LL 300.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK1 Span=32.00ft, Beam Width=6.750in x Depth=24.in, Ends are Pin-Pin Max Stress Ratio 0.435 : 1 Maximum Moment 56.4 k-ft Maximum Shear* 1.5 9.3 k Allowable 129.7 k-ft Allowable 35.4 k Max. Positive Moment 56.40 k-ft at 16.000 ft Shear: @ Left 7.05 k Max. Negative Moment 0.00 k-ft at 32.000 ft @ Right 7.05 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.356 in Max. M allow 129.70Reactions... @ Right 0.000 in fb 1,044.44 psi fv 57.44 psi Left DL 2.25 k Max 7.05 k Fb 2,401.88 psi Fv 218.50 psi Right DL 2.25 k Max 7.05 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.237 in -0.743 in Deflection 0.000 in 0.000 in ...Location 16.000 ft 16.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,620.0 517.03 Right Cantilever... Camber(using 1.5*D.L. DO)... Deflection 0.000 in 0.000 in @ Center 0.356 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs --_ - __ -------__-__ Bending Analysis Ck 20.711 Le 0.000 ft Sxx 648.000 in3 Area 162.000 int Cv 0.870 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 56.40 k-ft 281.78 in3 2,401.88 psi @ Left Support 0.00 k-ft 0.00 in3 2,401.88 psi @ Right Support 0.00 k-ft 0.00 in3 2,401.88 psi Shear Analysis @ Left Support @ Right Support Design Shear 9.31 k 9.31 k Area Required 42.590 in2 42.590 int Fv:Allowable 218.50 psi 218.50 psi Bearing @ Supports Max. Left Reaction 7.05 k Bearing Length Req'd 1.865 in Max. Right Reaction 7.05 k Bearing Length Req'd 1.865 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev. 560100 User KW-0602045,Ver 56.1,25-Oct-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software c:\ec55\dshaughnessy.ecw:Calculations Description Header beam at garage doors wood scheme Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 7.05 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev. 560100 User KW-0602045,Ver 5.61,25-Oct-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c\ec55\o'shaughnessy.ecw:Calculations Description Header beam bedroom wing south elevation General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name PrIlm:7.0x14.0 Center Span 23.00 ft . . . . .Lu 0.00 ft Beam Width 7.000 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Truss Joist-MacMillan, Parallam 2.0E Bm Wt.Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 1.150 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 45.000pcf E 2,000.0ksi Full Length Uniform Loads Center DL 90.00#/ft LL 300.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OKI Span=23.00ft, Beam Width=7.000in x Depth= 14.in, Ends are Pin-Pin Max Stress Ratio 0.438 : 1 Maximum Moment 27.8 k-ft Maximum Shear" 1.5 6.6 k Allowable 63.6 k-ft Allowable 32.7 k Max. Positive Moment 27.81 k-ft at 11.500 ft Shear: @ Left 4.84 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 4.84 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.356 in Max.M allow 63.55Reactions... @ Right 0.000 in fb 1,459.62 psi fv 66.93 psi Left DL 1.39 k Max 4.84 k Fb 3,335.00 psi Fv 333.50 psi Right DL 1.39 k Max 4.84 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.237 in -0.827 in Deflection 0.000 in 0.000 in ...Location 11.500 ft 11.500 ft ...Length/Defl 0.0 0.0 ...Length/Dell 1,163.4 333.63 Right Cantilever... Camber(using 1.5`D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.356 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs - - Bending Analysis Ck 19.860 Le 0.000 ft Sxx 228.667 in3 Area 98.000 in2 Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 27.81 k-ft 100.08 in3 3,335.00 psi @ Left Support 0.00 k-ft 0.00 in3 3,335.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,335.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.56 k 6.56 k Area Required 19.668 in2 19.668 in2 Fv:Allowable 333.50 psi 333.50 psi Bearing @ Supports Max. Left Reaction 4.84 k Bearing Length Req'd 1.063 in Max. Right Reaction 4.84 k Bearing Length Req'd 1.063 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev: 560100 Page 2 User:KW-0602045,Ver 5.6 1,25-Oct-2002 General Timber Beam L (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw.Calculations Description Header beam bedroom wing south elevation Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 4.84 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope race@montana.com Rev: 560100 User KW-0602045,Ver 5.6.1,25-Oct-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:1ec55\o'shaughnessy.ecw.Calculations Description Header beam at at shop General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x19.5 Center Span 22.00 ft . . . . .Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 19.500 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V8 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi Wood Density 45.000pcf E 1,800.0ksi Point Loads Dead Load 2,800.0 lbs lbs lbs lbs lbs lbs lbs Live Load 7,500.0 lbs lbs lbs lbs lbs lbs lbs ...distance 11.000 ft 0.000 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary IIllimommma Beam Design OK Span=22.00ft, Beam Width=5.125in x Depth= 19.5in,Ends are Pin-Pin Max Stress Ratio 0.826 : 1 Maximum Moment 58.5 k-ft Maximum Shear* 1.5 8.2 k Allowable 70.8 k-ft Allowable 21.8 k Max. Positive Moment 58.54 k-ft at 11.000 ft Shear: @ Left 5.49 k Max. Negative Moment 0.00 k-ft at 22.000 ft @ Right 5.49 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.326 in Max. M allow 70.83 Reactions... @ Right 0.000 in fb 2,162.81 psi fv 81.71 psi Left DL 1.74 k Max 5.49k Fb 2,617.00 psi Fv 218.50 psi Right DL 1.74 k Max 5.49 k i Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.217 in -0.722 in Deflection 0.000 in 0.000 in ...Location 11.000 ft 11.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,215.6 365.89 Right Cantilever... Camber(using 1.5 D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.326 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 324.797 in3 Area 99.938 in2 Cv 0.948 Rb 0.000 Cl 0.000 Max Moment Sxx Redd Allowable fb @ Center 58.54 k-ft 268.43 in3 2,617.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,617.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,617.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.17 k 8.17 k Area Required 37.373 in2 37.373 in2 Fv:Allowable 218.50 psi 218.50 psi Bearing @ Supports Max. Left Reaction 5.49 k Bearing Length Req'd 1.914 in Max.Right Reaction 5.49 k Bearing Length Req'd 1.914 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31 AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev. 560100 User.KW-0602045,Ver 561,25-Oct-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw.Calculations Description Header beam at at shop Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 5.49 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev. 560100 Page 1 User.KW-0602045,ver 56.1,25-Oct-2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software c.\ec55\o'shaughnessy.ecw:Calculations Description Ridge beam at at shop General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6.75x21.0 Center Span 25.00 ft . . . . .Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 21.000 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Douglas Fir, 24F-V8 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi Wood Density 45.000 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 180.00#/ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=25.00ft, Beam Width=6.750in x Depth=21.in,Ends are Pin-Pin Max Stress Ratio 0.624 : 1 Maximum Moment 64.4 k-ft Maximum Shear 1.5 13.4 k Allowable 103.2 k-ft Allowable 31.0 k Max. Positive Moment 64.40 k-ft at 12.500 ft Shear: @ Left 10.30 k Max. Negative Moment 0.00 k-ft at 25.000 ft @ Right 10.30 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.315 in Max. M allow 103.15 @ Right 0.000 in Reactions... fb 1,557.63 psi fv 94.21 psi Left DL 2.80 k Max 10.30k Fb 2,495.01 psi Fv 218.50 psi Right DL 2.80 k Max 10.30 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.210 in -0.773 in Deflection 0.000 in 0.000 in ...Location 12.500 ft 12.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,427.0 388.29 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.315 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 496.125 in3 Area 141.750 int Cv 0.904 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 64.40 k-ft 309.73 in3 2,495.01 psi @ Left Support 0.00 k-ft 0.00 in3 2,495.01 psi @ Right Support 0.00 k-ft 0.00 in3 2,495.01 psi Shear Analysis @ Left Support @ Right Support Design Shear 13.35 k 13.35 k Area Required 61.115 in2 61.115 in2 Fv:Allowable 218.50 psi 218.50 psi Bearing @ Supports Max. Left Reaction 10.30 k Bearing Length Req'd 2.726 in Max. Right Reaction 10.30 k Bearing Length Req'd 2.726 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev 560100 User KW-0602045,Ver 56.1,25-Oct-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software cAec55\o'shaughnessy.ecw.Calculations Description Ridge beam at at shop Query Values M,V,8 D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 10.30 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in MONTE CLARK ENGINEERING Title : .lob# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev 560100 User.�-0602045,ver 5.6.1,25-opt-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw.Calculations Description Ridge beam at Guest wing General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6.75x15.0 Center Span 18.00 ft . . . . .Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft . . . .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V8 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi Wood Density 45.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 180.00#/ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft OEM Summary mommillimel Beam Design OK Span= 18.00ft, Beam Width=6.750in x Depth= 15.in, Ends are Pin-Pin Max Stress Ratio 0.584 : 1 Maximum Moment 32.9 k-ft Maximum Shear* 1.5 9.5 k Allowable 56.2 k-ft Allowable 22.1 k Max. Positive Moment 32.87 k-ft at 9.000 ft Shear: @ Left 7.30 k Max. Negative Moment 0.00 k-ft at 18.000 ft @ Right 7.30 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.219in Max.M allow 56.25Reactions... @ Right 0.000 in fb 1,558.35 psi fv 93.50 psi Left DL 1.90 k Max 7.30 k Fb 2,666.56 psi Fv 218.50 psi Right DL 1.90 k Max 7.30 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.146 in -0.561 in Deflection 0.000 in 0.000 in ...Location 9.000 ft 9.000 ft ...Length/Deft 0.0 0.0 ...Length/Dell 1,476.6 385.03 Right Cantilever... Camber(using 1.5D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.219 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 253.125 in3 Area 101.250 in2 Cv 0.966 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 32.87 k-ft 147.93 in3 2,666.56 psi @ Left Support 0.00 k-ft 0.00 in3 2,666.56 psi @ Right Support 0.00 k-ft 0.00 in3 2,666.56 psi Shear Analysis @ Left Support @ Right Support Design Shear 9.47 k 9.47 k Area Required 43.327 in2 43.327 in2 Fv:Allowable 218.50 psi 218.50 psi Bearing @ Supports Max.Left Reaction 7.30 k Bearing Length Req'd 1.932 in Max.Right Reaction 7.30 k Bearing Length Req'd 1.932 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com - - Rev 560100 user:KVV-0602045 Ver 56.1,25-Oct-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software c.1ec55\o'shaughnessy.ecw:Calculations Description Ridge beam at Guest wing Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 7.30 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev 560100 User KW-0602045,Ver 5.6.1,25-Oct-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw:Calculations Description Ridge beam at bedroom wing General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6.75x22.5 Center Span 23.00 ft . . . . .Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 22.500 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V8 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi Wood Density 45.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 180.00#/ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=23.00ft, Beam Width=6.750in x Depth=22.5in, Ends are Pin-Pin Max Stress Ratio 0.461 ; 1 Maximum Moment 54.7 k-ft Maximum Shear* 1.5 12.0 k Allowable 118.6 k-ft Allowable 33.2 k Max. Positive Moment 54.72 k-ft at 11.500 ft Shear: @ Left 9.52 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 9.52 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.186 in Max. M allow 118.59 Reactions... @ Right 0-000 in fb 1,152.86 psi fv 78.95 psi Left DL 2.62 k Max 9.52 k Fb 2,498.60 psi Fv 218.50 psi Right DL 2.62 k Max 9.52 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.124 in -0.452 in Deflection 0.000 in 0.000 in ...Location 11.500 ft 11.500 ft ...Length/Deft 0.0 0.0 ...Length/Dell 2,222.6 610.97 Right Cantilever... Camber(using 1.5D.L. DO )... Deflection 0.000 in 0.000 in @ Center 0.186 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 569.531 in3 Area 151.875 int Cv 0.905 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 54.72 k-ft 262.78 in3 2,498.60 psi @ Left Support 0.00 k-ft 0.00 in3 2,498.60 psi @ Right Support 0.00 k-ft 0.00 in3 2,498.60 psi Shear Analysis @ Left Support @ Right Support Design Shear 11.99 k 11.99 k Area Required 54.874 in2 54.874 in2 Fv:Allowable 218.50 psi 218.50 psi Bearing @ Supports Max.Left Reaction 9.52 k Bearing Length Req'd 2.517 in Max. Right Reaction 9.52 k Bearing Length Req'd 2.517 in MONTE CLARK ENGINEERING Title : Job# 53 WAGON TRAIL Dsgnr: Date: 11:31 AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev: 560100 User KW-0602045,Ver 5.6.1,25-Oct-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software c\ec55\o'shaughnessy.ecw.Calculations Description Ridge beam at bedroom wing Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 9.52 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31 AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev. 560100 User.KW-0602045,Ver 5.6.1,25-Oct-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c\ec55\o'shaughnessy.ecw.Calculations Description Typical roof rafters General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name VersaLam1.75x11.875 Center Span 17.50 ft . . . . .Lu 0.00 ft Beam Width 1.750 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 11.880 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Boise Cascade,Versa Lam 2800 Fb Bm Wt.Added to Loads Fb Base Allow 2,800.0 psi Load Dur. Factor 1.150 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 900.0 psi Repetitive Member Wood Density 45.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 10.60#/ft LL 35.40 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 17.50ft, Beam Width= 1.750in x Depth=11.88in, Ends are Pin-Pin Max Stress Ratio 0.182 : 1 Maximum Moment 2.0 k-ft Maximum Shear* 1.5 0.6 k Allowable 11.0 k-ft Allowable 4.5 k Max. Positive Moment 2.01 k-ft at 8.750 ft Shear: @ Left 0.46 k Max. Negative Moment 0.00 k-ft at 17.500 ft @ Right 0.46 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.111 in Max. M allow 11.05 Reactions... @ Right 0.000in fb 585.84 psi fv 29.43 psi Left DL 0.15 k Max 0.46 k Fb 3,220.00 psi Fv 218.50 psi Right DL 0.15 k Max 0.46 k r- Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.074 in -0.227 in Deflection 0.000 in 0.000 in ...Location 8.750 ft 8.750 ft ...Length/Deft 0.0 0.0 ...Length/Dell 2,846.5 927.04 Right Cantilever... Camber(using 1.5`D.L. Defl)... Deflection 0.000 in 0.000 in @ Center 0.111 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.212 Le 0.000 ft Sxx 41.164 in3 Area 20.790 in2 Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 2.01 k-ft 7.49 in3 3,220.00 psi @ Left Support 0.00 k-ft 0.00 in3 3,220.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,220.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.61 k 0.61 k Area Required 2.800 in2 2.800 in2 Fv:Allowable 218.50 psi 218.50 psi Bearing @ Supports Max.Left Reaction 0.46 k Bearing Length Req'd 0.292 in Max. Right Reaction 0.46 k Bearing Length Req'd 0.292 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev: 560100 User KW-0602045,Ver561,25-Oct-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy ecw:Calculations Description Typical roof rafters Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.46 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31 AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev: 560100 Page 1 User.KW-0602045,Ver 5,61,25-Oct-2002 Timber Cantilevered Beam System (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw:Calculalions Description Ridge beam at Garage Wing General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Fb:Base Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Live loads placed for maximum values Fv 190.0 psi Load Duration Factor 1.150 Cantilevers assumed braced for Fb calcs Column Bay & Beam Data Column Spacing ft', 0.00 37.00 26.00 ....Actual Span ft 29.65 Left Cantilever ft! - 7.35 Right Cantilever ft', --- 6.00 Beam Width in I 6.750 6.750 Beam Depth in 24.000 24.000 Member Type CluLam GuLam Moments Mmax @ Center k-ft85.7 54.2 Max @ Left End k-ftl --- -106.1 Max_@ Right End k-ftj 0.0 Loads Dead Load #/ft' 180.0 180.0 Live Load #/ftp 600.0 600.0 Stresses Fb:Allowable psi 2,420.3 2,420.4 fb:Actual psi 1,586.8 1,965.0 OK OK Max.Shear lbs11,561.6 15,783.0 Fv:Allowable psi', 218.5 218.5 fv:Actual psi! 107.1 146.1 ShearOK ShearOK Reactions Max.Left Reaction lbs, 11,561.6 31,518.0 Max.Right Reaction lbs' 11,561.6 9,197.8 Deflections Center DL in! -0.223 -0.020 .....Maximum inl -0.968 -0.446 Left Cant.DL in I -0.125 .....Maximum in! -0.942 Right Cant DL in! --- 0.019 .....Maximum in - - -0.241 MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev: 560100 Page 1 User KW-0602045,Ver 56.1,25-Oct-2002 Timber Cantilevered Beam System (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw:Calculations Description Ridge beam at Living Wing - General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Fb:Base Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Live loads placed for maximum values Fv 190.0 psi Load Duration Factor 1.150 Cantilevers assumed braced for Fb calcs Column Bay & Beam Data Column Spacing ft', 17.00 45.25 ....Actual Span ftl 35.25 Left Cantilever ft, ---- Right --Right Cantilever ft� 10.000 - Beam Width in: 8.750 8.750 Beam Depth int 27.000 27.000 Member Type Glul-am Clul-am Moments Mmax @ Center k-ft 11.5 121.1 Max @ Left End k-W --- Max @ Right End k-ft -176.5 Loads -- - - Dead Load #/ft 180.0 180.0 Live Load #/ft 600.0 600.0 Stresses Fb:Allowable psi', 2,434.7 2,290.7 fb:Actual psi', 1,991.9 1,367.4 OK OK Max.Shear lbs'; 19,851.1 13,747.0 Fv:Allowable psil 218.5 218.5 fv:Actual psi; 126.0 87.3 ShearOK ShearOK I Reactions Max.Left Reaction lbs', 4,234.2 13,747.0 Max.Right Reaction lbs38,556.8 13,747.0 Deflections Center DL in; -0.038 -0.242 .....Maximum in; -0.010 -1.049 Left Cant. DL in .....Maximum in i --- Right Cant DL ini -0.216 ---- .....Maximum ini -1.019 --- MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev. 560100 User KW-0602045,Ver 561,25-Oct-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:1ec55\o'shaughnessy.ecw:Calculations Description Ridge Beam Design General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 10.75x24.0 Center Span 35.00 ft . . . . .Lu 0.00 ft Beam Width 10.750 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Douglas Fir, 24F-V8 Bm Wt.Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi Wood Density 35.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 180.00#/ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary !I - Beam Design OK Span=35.00ft, Beam Width= 10.750in x Depth=24.in,Ends are Pin-Pin Max Stress Ratio 0.660 1 Maximum Moment 129.0 k-ft Maximum Shear* 1.5 19.6 k Allowable 195.4 k-ft Allowable 56.4 k Max. Positive Moment 129.04 k-ft at 17.500 ft Shear: @ Left 14.75 k Max. Negative Moment 0.00 k-ft at 35.000 ft @ Right 14.75 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.551 in Max. M allow 195.41 Reactions... @ Right 0.000 in fb 1,500.46 psi fv 76.14 psi Left DL 4.25 k Max 14.75k Fb 2,272.22 psi Fv 218.50 psi Right DL 4.25 k Max 14.75 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.368 in -1.276 in Deflection 0.000 in 0.000 in ...Location 17.500 ft 17.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,142.5 329.05 Right Cantilever... Camber(using 1.5*D.L. Defl)... Deflection 0.000 in 0.000 in @ Center 0.551 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 1,032.000 in3 Area 258.000 in2 Cv 0.823 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 129.04 k-ft 681.48 in3 2,272.22 psi @ Left Support 0.00 k-ft 0.00 in3 2,272.22 psi @ Right Support 0.00 k-ft 0.00 in3 2,272.22 psi Shear Analysis @ Left Support @ Right Support Design Shear 19.64 k 19.64 k Area Required 89.902 in2 89.902 in2 Fv:Allowable 218.50 psi 218.50 psi Bearing @ Supports Max. Left Reaction 14.75 k Bearing Length Req'd 2.450 in Max. Right Reaction 14.75 k Bearing Length Req'd 2.450 in MONTE CLARK ENGINEERING Title : Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev'. 560100 User.KW-0602045,Ver 5.6.1,25-Oct-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw:Calculations Description Ridge Beam Design Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 14.75 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev. 580100 User KW-0602045,Ver 561,25-Oct-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software cAec55\o'shaughnessy.ecw.Calculations Description Dining room edge beam Tx14" PSL flat General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm:5.25x11.875 Center Span 14.00 ft . . . . .Lu 0.00 ft Beam Width 14.000 in Left Cantilever ft . . . .Lu 0.00 ft Beam Depth 7.000 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Truss Joist-MacMillan, Parallam 2.0E Bm Wt.Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 1.150 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 45.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 780.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 14.00ft, Beam Width= 14.000in x Depth=7.in, Ends are Pin-Pin Max Stress Ratio 0.625 : 1 Maximum Moment 19.9 k-ft Maximum Shear" 1.5 7.8 k Allowable 31.8 k-ft Allowable 32.7 k Max. Positive Moment 19.86 k-ft at 7.000 ft Shear: @ Left 5.67 k Max. Negative Moment 0.00 k-ft at 14.000 ft @ Right 5.67 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 1.313in Max. M allow 31.78Reactions... @ Right 0.000 in fb 2,084.46 psi fv 79.90 psi Left DL 5.67 k Max 5.67 k Fb 3,335.00 psi Fv 333.50 psi Right DL 5.67 k Max 5.67 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.875 in -0.875 in Deflection 0.000 in 0.000 in ...Location 7.000 ft 7.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 191.9 191.90 Right Cantilever... Camber(using 1.5 D.L. Defl)... Deflection 0.000 in 0.000 in @ Center 1.313 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.860 Le 0.000 ft Sxx 114.333 in3 Area 98.000 int Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 19.86 k-ft 71.46 in3 3,335.00 psi @ Left Support 0.00 k-ft 0.00 in3 3,335.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,335.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.83 k 7.83 k Area Required 23.480 int 23.480 in2 Fv:Allowable 333.50 psi 333.50 psi Bearing @ Supports Max. Left Reaction 5.67 k Bearing Length Req'd 0.624 in Max. Right Reaction 5.67 k Bearing Length Req'd 0.624 in MONTE CLARK ENGINEERING Title: .lob# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev. 560100 User:KW-0602045,Ver 561,25-Oct-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software c..\ec55\o'shaughnessy.ecw:Calculations Description Dining room edge beam 7"x14" PSL flat Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 5.67 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31 AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev: 560100 User.KW-0602045,Ver 5.6.1,25-Oct-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw:Calculations Description Dining room center beam supporting joists General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm:7.0x7.0 Center Span 4.33 ft . . . . .Lu 0.00 ft Beam Width 7.000 in Left Cantilever ft . . .Lu 0.00 ft Beam Depth 7.000 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Truss Joist-MacMillan, Parallam 2.0E Bm Wt.Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 45.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 165.00#/ft LL 550.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.33ft, Beam Width=7.000in x Depth=7.in, Ends are Pin-Pin Max Stress Ratio 0.124 : 1 Maximum Moment 1.7 k-ft Maximum Shear 1.5 1.7 k Allowable 13.8 k-ft Allowable 14.2 k Max. Positive Moment 1.71 k-ft at 2.165 ft Shear: @ Left 1.58 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.58 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.005 in Max. M allow 13.82Reactions... @ Right 0.000 in fb 359.28 psi fv 35.62 psi Left DL 0.39 k Max 1.58 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.39 k Max 1.58 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.014 in Deflection 0.000 in 0.000 in ...Location 2.165 ft 2.165 ft ...Length/Def] 0.0 0.0 ...Length/Deft 14,580.1 3,599.80 Right Cantilever... Camber(using 1.5D.L.Defl )... Deflection 0.000 in 0.000 in @ Center 0.005 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Callas Bending Analysis Ck 21.298 Le 0.000 ft Sxx 57.167 in3 Area 49.000 in2 Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.71 k-ft 7.08 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.75 k 1.75 k Area Required 6.019 in2 6.019 in2 Fv:Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.58 k Bearing Length Req'd 0.348 in Max. Right Reaction 1.58 k Bearing Length Req'd 0.348 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31 AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev: 560100 User:KW-0602045,Ver 5.6.1,25-Oct-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw:Calculations Description Dining room center beam supporting joists Query Values M,V,8r D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.58 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev. 560100 User.KW-06 45,Ver 56 1,25-Oct-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c.\ec55\o'shaughnessy.ecw.Calculations Description Entry room roof joists @ 8"O/C General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name MicroLam: 1.75x7.25 Center Span 17.00 ft . . . . .Lu 0.00 ft Beam Width 1.750 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Truss Joist-MacMillan, Parallam 2.0E Bm Wt.Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 1.150 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Repetitive Member Wood Density 45.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 8.00#/ft LL 25.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 17.00ft, Beam Width= 1.750in x Depth=7.25in, Ends are Pin-Pin Max Stress Ratio 0.313 ; 1 Maximum Moment 1.3 k-ft Maximum Shear* 1.5 0.4 k Allowable 4.3 k-ft Allowable 4.2 k Max. Positive Moment 1.34 k-ft at 8.500 ft Shear: @ Left 0.31 k Max. Negative Moment 0.00 k-ft at 17.000 ft @ Right 0.31 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.303 in Max. M allow 4.26 Reactions... @ Right 0.000 in fb 1,045.24 psi fv 34.77 psi Left DL 0.10 k Max 0.31 k Fb 3,335.00 psi Fv 333.50 psi Right DL 0.10 k Max 0.31 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.202 in -0.625 in Deflection 0.000 in 0.000 in ...Location 8.500 ft 8.500 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,008.5 326.42 Right Cantilever... Camber(using 1.5*D.L.Defl )... Deflection 0.000 in 0.000 in @ Center 0.303 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Callas -------- Bending Analysis Ck 19.860 Le 0.000 ft Sxx 15.331 in3 Area 12.688 in2 Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.34 k-ft 4.80 in3 3,335.00 psi @ Left Support 0.00 k-ft 0.00 in3 3,335.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,335.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.44 k 0.44 k Area Required 1.323 in2 1.323 in2 Fv:Allowable 333.50 psi 333.50 psi Bearing @ Supports Max. Left Reaction 0.31 k Bearing Length Req'd 0.276 in Max. Right Reaction 0.31 k Bearing Length Req'd 0.276 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev'. 560100 '. User KW-0602045,Ver 561,25-Oct-2002 General Timber BeamPage 2 (c)1983-2002 ENERCALC Engineering Software c 1ec551o'shaughnessy ecw:Calculations Description Entry room roof joists @ 8" O/C Query Values - - M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.31 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in MONTE CLARK ENGINEERING Title : Job# 53 WAGON TRAIL Dsgnr: Date: 11:31 AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev 560100 User:KW-0602045,Ver 56.1,25-Oct-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw.Calculations Description Dining room roof joists @ 12" o/c General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Microl-am:1.75x7.25 Center Span 13.33 ft . . . . .Lu 0.00 ft Beam Width 1.750 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Truss Joist-MacMillan, Parallam 2.0E Bm Wt.Added to Loads Fb Base Allow 2,900.0 psi Load Dur.Factor 1.150 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Repetitive Member Wood Density 45.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 15.00#/ft LL 50.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Kill Span= 13.33ft, Beam Width= 1.750in x Depth=7.25in, Ends are Pin-Pin Max Stress Ratio 0.360 : 1 Maximum Moment 1.5 k-ft Maximum Shear1.5 0.6 k Allowable 4.3 k-ft Allowable 4.2 k Max. Positive Moment 1.53 k-ft at 6.665 ft Shear: @ Left 0.46 k Max. Negative Moment 0.00 k-ft at 13.330 ft @ Right 0.46 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.182 in Max. M allow 4.26Reactions... @ Right 0.000in fb 1,198.99 psi fv 49.56 psi Left DL 0.13 k Max 0.46 k Fb 3,335.00 psi Fv 333.50 psi Right DL 0.13 k Max 0.46 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.121 in -0.441 in Deflection 0.000 in 0.000 in ...Location 6.665 ft 6.665 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,319.7 362.90 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.182 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.860 Le 0.000 ft Sxx 15.331 in3 Area 12.688 int Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.53 k-ft 5.51 in3 3,335.00 psi @ Left Support 0.00 k-ft 0.00 in3 3,335.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,335.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.63 k 0.63 k Area Required 1.885 int 1.885 in2 Fv:Allowable 333.50 psi 333.50 psi Bearing @ Supports Max. Left Reaction 0.46 k Bearing Length Req'd 0.404 in Max. Right Reaction 0.46 k Bearing Length Req'd 0.404 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev. 560100 Page 2 User KW-0602045,Ver 5.6.1,25-Oct-2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software c\ec55\o'shaughnessy ecw.Calculations Description Dining room roof joists @ 12"o/c Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.46 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 It 0.00 k-ft 0.00 k 0.0000 in > 41 MONTE CLARK ENGINEERING -1 rz-6i 21c"� MCE N' STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE-BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev: 560100 User KW-0602045,Ver 56.1.25-Oct-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c\ec55\o'shaughnessy ecw:Calculations Description Beam at south side of great room General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm:5.25x14.0 Center Span 14.00 ft . . . . .Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Truss Joist-MacMillan, Parallam 2.0E Bm Wt.Added to Loads Fb Base Allow 2,900.0 psi Load Dur.Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 45.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 218.00#/ft LL 725.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary -- Beam Design OK Span=14.00ft, Beam Width=5.250in x Depth= 14.in, Ends are Pin-Pin Max Stress Ratio 0.571 : 1 Maximum Moment 23.7 k-ft Maximum Shear* 1.5 8.5 k Allowable 41.4 k-ft Allowable 21.3 k Max. Positive Moment 23.67 k-ft at 7.000 ft Shear: @ Left 6.76 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 6.76 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.130in Max. M allow 41.45Reactions... @ Right 0.000in fb 1,655.95 psi fv 115.92 psi Left DL 1.69 k Max 6.76k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.69 k Max 6.76 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.087 in -0.348 in Deflection 0.000 in 0.000 in ...Location 7.000 ft 7.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,936.7 483.12 Right Cantilever... Camber(using 1.5*D.L.Defl )... Deflection 0.000 in 0.000 in @ Center 0.130 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 171.500 in3 Area 73.500 in2 Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 23.67 k-ft 97.93 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.52 k 8.52 k Area Required 29.379 in2 29.379 in2 Fv:Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 6.76 k Bearing Length Req'd 1.981 in Max. Right Reaction 6.76 k Bearing Length Req'd 1.981 in MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev: 560100 Page 2 User KW-0602045,Ver 56.1,25-Oct-2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software ciec551o'shaughnessy.ecw:Calculations Description Beam at south side of great room Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 6.76 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in MONTE CLARK ENGINEERING PROJECT MCE N" STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Re-V5601 0_0 User:Kw-0602045,Ver 5.6.1,25-Oct-2002 Steel Beam Design Page 1 (c)1983-2002 ENERCALC Engineering Software c\ec55\o'shaughnessy ecw:Calculations Description Guest house north wall header General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS12X6X1/4 Fy 46.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 18.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 0.00 ft Distributed Loads # 1 #2 #3 #4 #5 #6 #7 DL 0.090 k/ft LL 0.300 k/ft ST k/ft Start Location ft End Location ft Summary I Beam OK Static Load Case Governs Stress Using:TS12X6X1/4 section,Span= 18.00ft, Fy=46.Oksi End Fixity= Pinned-Pinned, Lu=O.00ft, LDF=1.000 Actual Allowable Moment 16.977 k-ft 67.888 k-ft Max. Deflection -0.212 in fb : Bending Stress 7.592 ksi 30.360 ksi Length/DL Defl 3,582.8 : 1 fb/Fb 0.250 : 1 Length/(DL+LL Defl) 1,018.6 : 1 Shear 3.773 k 55.200 k fv:Shear Stres: 0.629 ksi 18.400 ksi fv/Fv 0.034 : 1 Force& Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a)Center cD Center Cants Cants Max. M+ 16.98 k-ft 4.83 16.98 k-ft Max. M- k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 3.77 k 1.07 3.77 k Shear @ Right 3.77 k 1.07 3.77 k Center Defl. -0.212 in -0.060 -0.212 -0.212 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.77 1.07 3.77 3.77 k Reaction @ Rt 3.77 1.07 3.77 3.77 k Fa calc'd per Eq.E2-1,K"L/r<Cc Section Properties TS12X6X1/4 Depth 12.000 in Weight 29.18#/ft r-xx 4.329 in Width 6.000in I-xx 161.00 in4 r-yy 2.535 in Thickness 0.250 in I-yy 55.20 in4 S-xx 26.833 in3 Area 8.59 in2 S-yy 18.400 in3 MONTE CLARK ENGINEERING Title : Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev. 560100 User KW-0602045,Ver 5.6.1,25-Oct-2002 Steel Beam Design Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw:Calculations Description Garage door header steel scheme General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS16X4X1/2 Fy 46.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 32.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.090 k/ft LL 0.300 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using:TS16X4X1/2 section, Span=32.00ft, Fy=46.Oksi End Fixity= Pinned-Pinned, Lu=O.00ft, LDF= 1.000 Actual Allowable Moment 57.920 k-ft 152.116 k-ft Max. Deflection -0.765 in fb: Bending Stress 11.560 ksi 30.360 ksi Length/DL Defl 1,488.8 : 1 fb/Fb 0.381 : 1 Length/(DL+LL Defl) 501.7 : 1 Shear 7.240 k 147.200 k fv: Shear Stres; 0.452 ksi 18.400 ksi fv/Fv 0.025 : 1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center (a)Center a Cants P Cants Max. M+ 57.92 k-ft 19.52 57.92 k-ft Max.M- k-ft Max.M @ Left k-ft Max. M @ Right k-ft Shear @ Left 7.24 k 2.44 7.24 k Shear @ Right 7.24 k 2.44 7.24 k Center Defl. -0.765 in -0.258 -0.765 -0.765 0.000 0.000 in Left Cant Def] 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 7.24 2.44 7.24 7.24 k Reaction @ Rt 7.24 2.44 7.24 7.24 k Fa calc'd per Eq.E2-1,K'Ur<Cc Section Properties TS16X4X1/2 Depth 16.000 in Weight 62.50#/ft r-xx 5.113 in Width 4.000in I-xx 481.00 in4 r-yy 1.637 in Thickness 0.500 in I-yy 49.30 in4 S-xx 60.125 in3 Area 18.40 in2 S-YY 24.650 in3 r S s I ap, f'# 1 y t < MONTE CLARK ENGINEERING PROJECT NICE No STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET 7. V 4 17 MONTE CLARK ENGINEERING PROJECT MCE N' I STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET MONTE CLARK ENGINEERING Title : Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev: 560100 User.KW-0602045,Ver 561,25-Oct-2002 Steel Beam Design Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy ecw.Calculalions Description Floor beam at Dining General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X18 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 8.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 1.100 k/ft LL 0.440 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using:WBX18 section, Span=8.00ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=0.00ft, LDF= 1.000 Actual Allowable Moment 12.463 k-ft 41.824 k-ft Max. Deflection -0.080 in fb: Bending Stress 9.833 ksi 33.000 ksi Length/DL Def] 1,672.8 : 1 fb/Fb 0.298 : 1 Length/(DL+LL Defl) 1,200.3 : 1 Shear 6.231 k 37.444 k fv: Shear Stres! 3.328 ksi 20.000 ksi fv/Fv 0.166 : 1 Force & Stress Summary Tim <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a-)Center 0)Center Cants Cants Max. M+ 12.46 k-ft 8.94 12.46 k-ft Max. M- k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 6.23 k 4.47 6.23 k Shear @ Right 6.23 k 4.47 6.23 k Center Defl. -0.080 in -0.057 -0.080 -0.080 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Dell @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 6.23 4.47 6.23 6.23 k Reaction @ Rt 6.23 4.47 6.23 6.23 k Fa calc'd per Eq.E2-1,K*Ur<Cc I Beam Passes Table 85.1,Fb per Eq.F1-1,Fb=0.66 Fy Section Properties W8X18 Depth 8.140 in Weight 17.87#/ft r-xx 3.430 in Width 5.250in I-xx 61.90 in4 r-yy 1.231 in Web Thick 0.230 in I-yy 7.97 in4 Rt 1.390 in Flange Thickness 0.330 in S-xx 15.209 in3 Area 5.26 in2 S-yy 3.036 in3 MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev: 560100 User.KW-0602045,ver 5.6.1,25-Oct-2002 Steel Column Page 1 (c)1983-2002 ENERCALC Engineering Software c\ec55\o'shaughnessy.ecw.Calculations uni Description Col supporting ridge beam i General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section HSS5.5X0.375 Fy 36.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 Y-Y Sidesway : Restrained Column Height 22.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 22.000 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 22.000 ft Kyy 1.000 Loads Axial Load... Dead Load k Ecc.for X-X Axis Moments 0.000 in Live Load 38.50 k Ecc.for Y-Y Axis Moments 0.000 in Short Term Load k Summary Column Design OK Section : HSS5.5X0.375, Height= 22.00ft,Axial Loads: DL= 0.00, LL= 38.50, ST= 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 22.00ft, Y-Y= 22.00ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1 -1 0.9558 0.9558 0.7186 AISC Formula H1 -2 0.3155 0.3155 0.2372 AISC Formula H1 -3 XX Axis: Fa calc'd per Eq. E2-2, K*L!r>Cc YY Axis_Fa calc'd per_Eq.E2-2,_K*Llr>Cc Stresses - - Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 7.13 ksi 7.13 ksi 7.13 ksi 9.48 ksi fa:Actual 0.00 ksi 6.81 ksi 6.81 ksi 6.81 ksi Fb:xx :Allow[F1-6] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi Fb:xx:Allow[F1-7]&[F1-8] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy:Allow[F1-6] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi Fb:yy:Allow[F1-7]&[F1-8] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb: yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex: DL+LL 7,129 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey: DL+LL 7,129 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex: DL+LL+ST 9,482 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey: DL+LL+ST 9,482 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Section Properties HSS5.5X0.375 Depth 5.00 in Weight 19.19#/ft I-xx 18.80 in4 Width 5.000 in Area 5.65 in2 I-yy 18.80 in4 Web Thick 0.249 in Rt 0.000 in S-xx 7.520 in3 Flange Thickness 0.249 in S-yy 7.520 in3 r-xx 1.824 in r-yy 1.824 in MONTE CLARK ENGINEERING Title : Job# 53 WAGON TRAIL Dsgnr: Date: 11:31 AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev. 560100 User KW-0602045,Ver 561,25-Oct-2002 Steel Beam Design Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy ecwCalculations Description Beam supporting floor HCP General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X31 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 10.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 1.680 k/ft LL 0.490 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using:W8X31 section, Span= 10.00ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=O.00ft, LDF= 1.000 Actual Allowable Moment 27.513 k-ft 75.625 k-ft Max. Deflection -0.155 in fb: Bending Stress 12.006 ksi 33.000 ksi Length/DL Defl 994.4 : 1 fb/Fb 0.364 : 1 Length/(DL+LL Defl) 773.0 : 1 Shear 11.005 k 45.600 k fv: Shear Stres; 4.827 ksi 20.000 ksi fv/Fv 0.241 : 1 Force& Stress Summary <- These columns are Dead+ Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (d)Center. (a)Center Cants Cants Max.M+ 27.51 k-ft 21.39 27.51 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 11.01 k 8.56 11.01 k Shear @ Right 11.01 k 8.56 11.01 k Center Defl. -0.155 in -0.121 -0.155 -0.155 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 11.01 8.56 11.01 11.01 k Reaction @ Rt 11.01 8.56 11.01 11.01 k Fa calc'd per Eq. E2-1,K'L/r<Cc I Beam Passes Table B5.1,Fb per Eq.F1-1,Fb=0.66 Fy Section Properties W8X31 Depth 8.000 in Weight 3 1.01 #/ft r-xx 3.471 in Width 7.995in I-xx 110.00 in4 r-yy 2.016 in Web Thick 0.285 in I-YY 37.10 in4 Rt 2.180 in Flange Thickness 0.435 in S-xx 27.500 in3 Area 9.13 int S-YY 9.281 in3 4' e k i } N 1-7 _ l MONTE CLARK ENGINEERING °Tact` MCE No STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE-BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET �t 'V � t i - f, et MONTE CLARK ENGINEERING PROJECT MCE N° STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET Code Check .Y No Calc �\ 1.0 .90-1.0 75-.90 z x s0--7s 0-s0 ' N19 "LO >Ni S <1-10oo N16 < > 1 72 Q 2 -.N-9 Solution:LC 3,D+L+SNOW -------------- O'Shaunessey chimney June 30, 2004 Chimneyl.r3d .Y Z X z N19 I €-1 I � , I N15 j E t N1 I I ; ,ae I fs ry ' f I € 3 i N4 Solution:LC 3,D+L+SNOW O'Shaunessey chimney June 30, 2004 Chimney1.r3d ,Y Z X I I jl II I' i i I I I I I I'I I i j Loads_BLC 1,dead Solution:LC 1,dead O'Shaunessey chimney June 30, 2004 Chimney1.r3d .Y .�ti Z X - : Loads:BLC 3,snow Solution:LC 2,live O'Shaunessey chimney June 30, 2004 Chimneyl.r3d .Y Z X �I .f II I I i13K�f � I � I I i I j i Loads-BLC 4,windX Solution.LC 4,d+windX O'Shaunessey chimney June 30, 2004 Chimneyl.r3d I ,Y r� Z X - t p2fCsf �, i �i2Kst IIII P1-- sf i j i Loads:BLC 5,windZ Solution.LC 5,d+windZ O'Shaunessey chimney June 30, 2004 Chimney1.r3d Company June 30, 2004 Designer Job Number : O'Shaunessey chimney Checked By: Joint Coordinates Joint Label X Coordinate Y Coordinate Z Coordinate Joint Temperature --- - ---_ (Ft) (Ft) _ -_(Fq (F� N1 - 0 0 4 0 N2 0 0 0 0 N3 2.5 0 0 0 N4 2.5 04' 0 N5 0 12, -4 0 N6 0 12 Q 1110 N7 2.5 12 0 0 N8 2.5' 12 4 0. N9 0._ 22, 4 0 N10 . 0 220 . 0.....,; N11 2.5 22 . 0 0 . 2.5 22, 4 N13 0 33 4 0 N14 330 Q N15 2.5 33 0 0 N16 2.5 33 4 0 N17 0 37.5 4 0 N18 0, 37.5' 0 0 N19 2.5 37.5 0 0 N20 2.5 37.5' 4 0 RISA-3D Version 4 [C:\RISA\Data\O'Shaughnessy\Chimney1.r3d] Page 1 Company June 30, 2004 Designer Job Number : O'Shaunessey chimney Checked By: Sections Section Database Material Area SA(yy) SA(zz) I y-y I z-z J(Torsion) T/C Label _ _Shape _ Label __I(r2 (In^4� (In^4� (In^4) Only BEAM1 TU4X4X4 STL2 3.59 1.2 1.2 8.22 8.22 13.5 COL1 L5X5X5 STU 3.03 1.2 1.2 7.42 7.42 .108 BEAM2 TU 12X4X4 STL2 7.59 1.2 1.2 22.3 127 63.6 RISA-3D Version 4 [C:\RISA\Data\O'Shaughnessy\Chimney1.r3d] Page 1 Company June 30, 2004 Designer Job Number : O'Shaunessey chimney Checked By: Basic Load Case Data BLC No. Basic Load Case Category Category Load Type Totals Description Code Description Nodal Point Distributed Surface - -— -____—_- 1 dead None 1 3 snow None I1 4 windX None 4 5 7 windZ None RISA-3D Version 4 [C:\RISA\Data\O'Shaughnessy\Chimney1.r3d] Page 1 Company June 30, 2004 Designer Job Number : O'Shaunessey chimney Checked By: Member Point Loads, Cate-gory: None, BLC 1 : dead Member Label I Joint J Joint Direction Magnitude Location —LK, K-ft) (Ft or%) --- M5 N 11 N12 - Y -3.2 2 Member Point Loads, Cate-gory: None, BLC 3 : snow Member Label I Joint J Joint Direction Magnitude Location - JK, K-fes (Ft or%) M5 N11 N12 Y -10.5 2 RISA-3D Version 4 [C:\RISA\Data\O'Shaughnessy\Chimney1.r3d] Page 1 Company June 30, 2004 Designer Job Number : O'Shaunessey chimney Checked By: Plate Surface Loads, Cate-gory: None, BLC 4 : windX Plate Label Direction Magnitude _._ -- --- -- (KsD— P2 X .02 PI X .02 P3 X .02 iT P4 X ( 02 Plate Surface Loads, Category : None, BLC 5 : windZ Plate Label Direction Magnitude _—(Ks!) P6 Z 02 " . P5 z — - .02 — � P7 Z 02 PS Z _'�s- 02 RISA-3D Version 4 [C:\RISA\Data\O'Shaughnessy\Chimney1.r3d] Page 1 Company June 30, 2004 Designer Job Number : O'Shaunessey chimney Checked By: Load Combinations Num _ _Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor - 1 dead - 1 Y 2 live 1" 2 1 — 3 - D+L+SNOW Y 1 Y -1 1 1 2 1 3 1 4 d+windX y y 1 Y -1 t 1 1 4 5 d+windZ y Y 1 Y -1 1 1 5 1 ,:6 +L+S/2+WIND e ' 1 Y' 2 1 ' 3 .5 4 7 D+L+S+W/2 _ 1 1 2 1 3 1 4 .5 - - -- ---- RISA-3D Version 4 [C:\RISA\Data\O'Shaughnessy\Chimney1.r3d] Page 1 Company June 30, 2004 Designer Job Number : O'Shaunessey chimney Checked By: Envelope Reactions Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment (K) _Lc (K) Lc (K�_ Lc (K-ft) Lc (K-ft) Lc _(K-ft) Lc N4 max 0.001 5 16.225 1 6 0.025 7 0.000 3 0.000 3 0.000 3 min -0.849 fi 6.745 5 0.524 5 0.000 ( 3 0.000 3 0.000 3 N3 max 0 3 16.225 6 -0.006 4 0.000 1 3 0.000 1 3 0.000 3 min< -0.849 4 2.044 5 0.413' 5 0.000 3 0.000 3 0.000 3 N1 max 0 5 5.118 5 0.003 3 0.000 3 0.000 3 0.000 3 min' -0.651 6 D,:527 4 70.531: 5 1 0.000 1 3 0.000 3 0.000 3 N2 max ' 0 3 0.723 3 -0.001 1 4 1 0.000 3 0.000 3 0.000 3 min' -0.651 4 10.527 4. 0.408 1 5 1 0:000 1 3j, 0.000 3 0.000 3 Reaction Totals : max 0.000 5 16.647 7 0.000 3 min' -3 6 6 47.::' S =1:87,5 5 RISA-3D Version 4 [C:\RISA\Data\O'Shaughnessy\Chimney1.r3d] Page 1 Company June 30, 2004 Designer Job Number : O'Shaunessey chimney Checked By: Envelope Member RISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y-y Fb z-z ASD Eqn. (Ft) --r Lc FQ - Lc - Ksi --�Ksij (Ksi M24 0.237 1 12 3 0 0 z 3 7.11-5Cod check based on z-z Axial ONLY- M28 J0.237 12 3 10 0 z 3 7.1 IaCod check based on z-z Axial ONLY- M5 0.214 2 3 ! 0.075 03 25.33 27.6 30.36 H2-1 M23 0':.165 10 i 3 0 ° 0 z 3 10.24Codo check based on z-z Axial ONLY- ' M27 0.165 10 3 0 0 z 3 10.24Cod check based on z-z Axial ONLY- M20 0.098 12 5 0 " Q z 3 9.48bCod check based on z-z Axial ONLY- M32 NLY-M32 0.053 12 3 0 0 z 3 7.11-5Cod check based on z-z Axial ONLY- M19 0.035 10 0 0 Q z 1 3 13.65Cod check�based on z-z Axial ONLY'- M1 0.026 0 3 0.002 ! 4 S 24.932 30.36 30.36 1-12-1 M31 0:026 10 3 0...`,.. 0 z 3 1 10.24Cod check,44 d on, -z Axial ONLY- M26 0.025 11 4 0 0 z 3 11.2i�i}£od check based on z-z Axial ONLY - M22 0.025 11 4 Q Q z 3 11.25i1£od `,check:based do"z zAzial ONLY- M9 1 0.025 ! 0 3 0.001 4 y 5 ' 24.932 30.36 30.36 H1-2 M6 1, U17 0 4 , 0.015 2.5 y 3 34.832 40.47 40.47 H2-1 M8 0.017 2.5 4 0.015 0 y 3 34.832 40.47 40.47 1-12-1 M 13 0.017 2 3 0.001 4 3 24.932 30.36 30:36 H2-1 M18 0.015 ! 11 5 0 0 z 3 11.28Codo check based on z-z Axial ONLY M2 0.014 1, 0 4 0.01 2.5 1 y 3 34.832 40.47 40.47 142-1 M4 0.014 2.5 4 0.01 0 y 3 34.832 40.47 40.47 H2-1 M3Q' `:0.009" 11 3 0 0 I ,z 3 8.468C-odO check based on z-z Axial ONLY- M15 0.008 2 3 0.001 0 y 3 24.932 30.3630.36 H2-1 M11 Q,007 0 3 0:001 0 3 24:932 30:36 30.36 H1-2 M3 0.007 0 5 0.001 0 y 5 33.234 40.47 40.47 H2-1 M7 0.006 0 5 0.001 0 y 5 33.234'' 40.47 1 40.47 H2-1 M10 0.003 0 4 0.008 0 y 3 34.832 40.47 40.47 1-12-1 M12 0.003 "' 2.5 4 ( 0.008 2.5 y3 34.832 40.47 I 40.47 ( H2-1 M14 10.002 0 4 0.004 2.5 y 3 34.832 1 40.47 40.47 H2-1 '.-,M16 0.002 2.5 4 0.004 0 3 34.832 40.47 F 40.47 }-12-1 M25 0.002 4.5 4 0.001 0 z 3 27.14Cod check based on z-z Axial ONLY- M21 0.002 4.5 4 0.001 0 z 3 27.14Codo check'based ©n z-z"Axial ONLY M17 0.001 4.5 5 0 0 z 3 27 14CM6 check based on z-z Axial ONLY - M29 1 ,0.001 1 4.5 3 0 Q z 1 3 1 20.36,Cod check based on z,z-Axial ONLY- RISA-3D Version 4 [C:\RISA\Data\O'Shaughnessy\Chimney1.r3d] Page 1 .e t 4 �l Q \ N 1 x s �r Y 3 MONTE CLARK ENGINEERING PROJECT MCE NO STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET - . v , . I � , � �) . � i Trellis desig/ 2 dimensionalschematic May j1, 2 04 ; Ro+r£mae ya.r � � -- ---—-- , iy ill % I b I ,5.F5. i rL4 I i P�S� kQks Tva �4ks S�Sb'F°P�P� T�a�.oks S�,5'65 JL SJnY-°`Fb i Sys e�P �ssk e�P Qk4'rs 1 >> A e PSe �J t�1� syk' ,h��P TL9 J�Q-I"o "f65k77 P� I i wJsSk m\ P PSE �Cyko i \ x \5 �Jss+ x it II I I I I I Trellis design 2 dimensional schematic May 11, 2004 l Rooftruss2Dschematic3.r3d Y Z X ii I i i L_. i, I O'Shaughnessy Trellis model June 30 2004 Trellis2.r3d Company June 30, 2004 Designer Job Number : O'Shaughnessy Trellis model Checked By: Sections Section Database Material Area SA(yy) SA(zz) I y-y I z-z J(Torsion) T/C Label Shape Label InK2 In^4) (In^4) (In^4) Only C01-1 PLATE1.5X8 STL1 12 i 1.2 1.2 2.25 64 7.937 COL2 PLATE.75X8 STL1 6 '1.2 1.2 ! .28.1 32 1.059 HORIZ1 PLATE.75X6 STL1 4.5 1.2 1.2 .211 13.5 .777 HCIRIZ2. VVT6XCUSTOM STL1 10.5 1.2 1.2 72.211 40.786 1.264 j HORIZ3 TU6X6X8 SLT2 10.4 1.2 1.2 50.5 50.5 85.6 COL3 PLATE.75X5 STL1 3.751.2 1.2 176 7.812 .637 COL4 TU7X7X4 SLT2 6.59 1.2 1.2 49.4 49.4 78.3 HORIZ4 V1TT6X48 $TL1 14.1 1.2 1.2 185 32 3.42 VERT3 PLATE.75X3 STL1 1 2.25 1.2 1.2 .105 1.688 .355 HORIZ5 PLATE.75X4 STL1 73 1.2 1 1.2 1 .141 4 496 RISA-3D Version 4 [C:\RISA\Data\O'Shaughnessy\Trellis2.r3d] Page 1 Company June 30, 2004 Designer Job Number : O'Shaughnessy Trellis model Checked By: Load Combinations Num Descrip�fion_ Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 - DEAD - 1 Y -1 2 snow 1 2 1 3 dead+snow 1 Y- 1 1 — 1 --2-- 1 RISA-3D Version 4 [C:\RISA\Data\O'Shaughnessy\Trellis2.r3d] Pagel MONTE CLARK ENGINEERING PROJECT MCE No STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET r t y� ej It 05 4 a SF�.I f 4) )A I , o x la G S? e , t ! ar MONTE CLARK ENGINEERING PROJECT MCE NO STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET V )L LLA."AIV lit 454 i r n" '4 fr- . l� 3 "A 4 MONTE CLARK ENGINEERING PROJECT MCE N' STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE-BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 9:02AM, 25 APR 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev. 560100 User KW-0602045,Ver 5.6.1,25-Oct-2002 Plywood Shear Wall & Footing Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy ecw:Calculations Description Living bldg east &west wall General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements #Plywood Layers 2 Wall Length 8.000 ft End Post Dimension 5.50 in Plywood Grade Grade C-D Wall Height 12.000 ft Seismic Factor 0.183 Nail Size 10d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 15/32" Ht/Length 1.500 Stud Spacing 16.00 in Loads - -- Vertical Loads... Point Load#1 0.00 lbs at 0.00 ft Point Load#2 0.00 lbs at 0.00 ft Point Load#3 0.00 lbs at ft Uniform Load#1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load#2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 865.00#/ft 8.000 ft = 6,920.00 lbs Uniform Shear @ Top of Wall 0.00#/ft 8.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 8.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 3,000.00 psi Footing Length 8.000 ft Fy 60,000.00 psi Footing Width 1.00 ft Min.Steel As% 0.00140 Footing Thickness 12.00 in Summary Overturning Ratio< 1.0 ! Wall Summary... Using 15/32" Thick Grade C-D on 2 side/s, Nailing is 1 Od at 4 in @ Edges, 1 Od at 12 in @ Field Applied Shear= 887.0#/ft, Capacity=920.000#/ft -> OK Wall Overturning =84,094.1ft-#, Resisting Moment=3,840.0ft-#, End Uplift= 10,031.76lbs Max. Soil Pressures: @ Left= O.Opsf, @ Right= O.Opsf Sill Bolting: 1/2" Bolts @ 11.43in, 5/8" Bolts @ 17.81 in, 3/4" Bolts @ 25.19in Footing Summary... Max. Footing Shear= O.00psi, Allowable= 109.54psi -> OK Bending Reinforcement Req'd @ Left= 0.15in2, @ Right= 0.15in2 Minimum Overturning Stability Ratio = 0.093 : 1 Less Than 1 - No Good I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD9, Capacity= 10395lbs HD9, Capacity= 10395lbs HD12, Capacity= 13120lbs HD12, Capacity= 13120lbs HD15, Capacity= 13380lbs HD15, Capacity= 13380lbs HD14A, Capacity= 13380lbs HD14A, Capacity= 13380lbs MONTE CLARK ENGINEERING PROJECT NICE N° STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET "X" 71 '2 c MONTE CLARK ENGINEERING PROJECT MCE NO STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE-BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET E f \r t . 01 e w (� .fit : e r er; w�c! T,- t MONTE CLARK ENGINEERING PROJECT MCE No STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET 7'! .......... Tj A MONTE CLARK ENGINEERING PROJECT MCE NO STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE-BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET R i h u x�k_ L r s MONTE CLARK ENGINEERING PROJECT MCE NO STRUCTURAL CONSULTANTS CLIENT - DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET L) Y2 109 S 5 41 MONTE CLARK ENGINEERING PROJECT MCE NO STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET kE V/a ell 0 r r7 if c -' MONTE CLARK ENGINEERING PROJECT MCE N' STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET - � I k ^ Z1,7 V7 t f,7 t ,r MONTE CLARK ENGINEERING PROJECT NICE N° STRUCTURAL CONSULTANTS CLIENT DATE SEATTLE—BILLINGS Telephone: (406)322-0210 53 Wagon Trail Road FAX: (406)322-8584 Columbus,MT 59019-7318 E-Mail: mce@montana.com DESIGN CHKD SHEET MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev: 560100 User:Kw-0602045,Ver 5.6.1,25-Oct-2002 Cantilevered Retaining Wall Design Page 1 (c)1983-2002 ENERCALC Engineering Software c\ec55\o'shaughnessy.ecw:Calculations Description Pool walls Criteria Soil Data Footing Strengths & Dimensions Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min.As % = 0.0014 Heel Active Pressure - 45.0 Toe Width = 2.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 _ Heel Width - 2.00 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = 4.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft - Footing Thickness - 12.00 in FootingllSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width 0.00 in Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary Stem Construction Top Stem Stem OK Total Bearing Load = 2,399 lbs Design height ft= 0.00 ...resultant ecc. = 3.45 in Wall Material Above"Ht" = Concrete = Soil Pressure @Toe = 858 psf OK Thickness 8.00Rebar Size = # 4 Soil Pressure @ Heel = 341 psf OK Rebar Spacing = 12.00 Soil Pressure Less Than Allowable e Allowable = psf Rebar Placed at = Edge Design Data - ACI Factored @ Toe = 1,080 psf esig +fa = 0.506 ACI Factored @ Heel = 430 psf fb/FTotal Force @Section lbs= 1,377.0 Footing Shear @Toe = 9.7 psi OK Moment....Actual ft-#= 2,754.0 Footing Shear @ Heel = 18.9 psi OK Moment.....Allowable = 5,448.0 Allowable = 93.1 psi Shear.....Actual psi= 18.4 Wall Stability Ratios Shear.....Allowable psi= 93.1 Overturning = 2.60 OK Sliding = 0.77 UNSTABLE! Bar Develop ABOVE Ht. in= 17.09 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force 1,102.5 lbs Wall Weight = 96.7 less 100%Passive Force= - 125.0 lbs Rebar Depth 'd' in= 6.25 less 100%Friction Force= - 719.7 lbs Masonry Data - - Added Force Req'd = 257.8 lbs NG fm psi= for 1.5 : 1 Stability = 809.0 lbs NG Fs psi=Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' - Toe Heel Short Term Factor = Factored Pressure = 1,080 430 psf Equiv. Solid Thick. _ Mu':Upward = 1,943 0 ft-# Masonry Block Type= Mu;: Downward = 420 1,557 ft-# Concrete Data --- -- --- - - ----- - Mu: Design = 1,523 1,557 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 9.69 18.86 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev: 560100 User:KW-0602045,Ver 56.1,25-Oct-2002 Cantilevered Retaining Wall Design Page 2 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw.Calculations Description Pool walls Summaa of Overturnin2 & tesisting Forces& Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,102.5 2.33 2,572.5 Soil Over Heel = 880.0 3.33 2,933.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 676.7 2.33 1,578.9 Total = 1,102.5 O.T.M. = 2,572.5 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.60 Footing Weight = 600.0 2.00 1,200.0 Vertical Loads used for Soil Pressure= 2,399.0 lbs Key Weight = Vert.Component = 242.3 4.00 969.4 Vertical component of active pressure used for soil pressure Total= 2,399.0 lbs R.M.= 6,681.6 MONTE CLARK ENGINEERING Title : Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com Rev. 560100 User.KW-0602045,Ver 561,25-Oct-2002 Multi-Span Concrete Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy ecw.Calculations Description Pool slab transverse strip I General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 3,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description span 1 span 2 Span ft', 10.00 10.00 Beam Width in 12.00 12.00 Beam Depth ini 10.00 10.00 End Fixity Pin-Pin Pin-Pin Reinforcing Center Areae 0.31 in2 0.31 in2 Bar Depthll 8.00in 8.00in Left Areal 0.20in2 0.31 in2 Bar Depthl 1.00in 1.00in Right Area0.31 in2 0.31 in2 Bar Depthl 1.00in 1.00in Loads - - -_ Using Live Load This Span?? Yes Yes Dead Load k/ft 0.193 0.193 Live Load k/ft 0.333 0.333 Results Beam OK Beam OK Mmax @ Cntr k-ft', 5.88 5.88 @ X= ftl 3.73 6.27 Mn*Phi k-ftl 10.74 10.74 Max @ Left End k-ft' 0.00 -10.45 Mn*Phi k-ft 7.91 12.13 Max @ Right End k-ft, -10.45 0.00 Mn*Phi k-ftl 12.13 12.13 Bending OK Bending OK Shear @ Left kl 3.14 5.23 Shear @ Right kl 5.23 3.14 Reactions & Deflections DL @ Left k, 0.72 2.41 LL @ Left k' 1.25 4.16 Total @ Left k 1.97 6.57 DL @ Right kl 2.41 0.72 LL @ Right k 4.16 1.25 Total @ Right k 6.57 1.97 Max. Deflection in -0.016 -0.016 @ X= ft 4.20 5.80 Inertia: Effective in4l 1,000.00 1,000.00 Shear Stirrups Stirrup Rebar Area in2l 0.400 0.400 Spacing @ Left inj Not Req'd Not Req'd Spacing @.2*L in! Not Req'd Not Req'd Spacing @ A*L in, Not Req'd Not Req'd Spacing @.6*L in Not Req'd Not Req'd Spacing @.8*L inj Not Req'd Not Req'd Spacing @ Right in'I Not Req'd Not Req'd MONTE CLARK ENGINEERING Title : Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev: 560100 User KW-0602045,Ver 561,25-Oct-2002 Multi-Span Concrete BeamPage 2 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy ecw:Calculations Description Pool slab transverse strip Query Values BMW Location ft' 0.00 0.00 Moment k-ftl 0.0 -10.5 Shear k l 3.1 5.2 Deflection in' 0.0000 0.0000 MONTE CLARK ENGINEERING Title: Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope: mce@montana.com Rev'. 560100 User.KW-0602045,Ver 5.6 1,25-Oct-2002 Multi-Span Concrete Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw.Calculation s Description Pool slab center longitudianl strip General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 3,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70 1 Concrete Member Information Description span 1 span 2 span 3 Span ft'i 17.60 17.60 17.60 Beam Width in, 36.00 36.00 36.00 Beam Depth in i 18.00 18.00 18.00 End Fixity Pin-Pin Pin-Pin Pin-Pin Reinforcing Center Area 1.55in2 1.55in2 1.55in2 Bar Depth 13.00in 13.00in 13.00in Left Area, 0.80in2 1.86in2 1.86in2 Bar Depth 2.00in 2.00in 2.00in Right Area, 1.86in2 1.86in2 0.80in2 BarDepthi 2.00in 2.00in 2.00in Loads Using Live Load This Span??I Yes Yes Yes Dead Load k/ft I 1.930 1.930 1.930 Live Load k/ft I DL @ Left k/ft j DL @ Right k/ftli LL @Left k/ft 0.187 0.249 0.333 LL @ Right k/ft, 0.247 0.333 0.312 Start ft 0.000 0.000 0.000 End ft' 17.600 17.600 17.600 Results Beam OK Beam OK Beam OK Mmax @ Cntr k-ftj 75.59 25.28 80.41 @ X= ftl 7.04 8.80 10.56 Mn*Phi k-ftl 87.06 87.06 87.06 Max @ Left End k-ft i 0.00 -96.09 -100.91 Mn*Phi k-ft 56.65 128.82 128.82 Max @ Right End k-ft -96.09 -100.91 0.00 Mn*Phi k-ftl 128.82 128.82 56.65 Bending OK Bending OK Bending OK Shear @ Left ki 21.41 27.65 34.39 Shear @Right kI 32.63 28.61 22.82 Reactions & Deflections DL @ Left k, 13.59 37.36 37.36 LL @ Left k 1.41 4.69 6.29 Total @ Left k 14.99 42.05 43.65 DL @ Right k 37.36 37.36 13.59 LL @ Right k 4.69 6.29 2.23 Total @ Right k 42.05 43.65 15.82 Max. Deflection in -0.045 -0.004 -0.054 @ X= ft 7.86 8.68 9.74 Inertia: Effective in4l 17,129.32 15,334.30 15,334.42 MONTE CLARK ENGINEERING Title : Job# 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 30 JUN 04 COLUMBUS, MONTANA 59019 Description 1-888-280-6840 Scope mce@montana.com -Rev 560100 Page 2 User:KW-0602045,Ver 561,25-Oct-2002 Multi-Span Concrete Beam ' (c)1983-2002 ENERCALC Engineering Software c\ec55\o'shaughnessy.ecw.Calculations Description Pool slab center longitudianl strip Shear Stirrups Stirrup Rebar Area int 0.400 0.400 0.400 Spacing @ Left in Not Req'd Not Req'd 8.00 Spacing @.2*L in' Not Req'd Not Req'd Not Req'd Spacing @ .4*L in, Not Req'd Not Req'd Not Req'd Spacing @.6*L in Not Req'd Not Req'd Not Req'd Spacing @.8*L inj Not Req'd Not Req'd Not Req'd Spacing @ Right in!, 8.00 Not Req'd Not Req'd Query Values Location ft'I 0.00 0.00 0.00 Moment k-ft -0.0 -96.1 -100.9 Shear k 21.4 27.6 34.4 Deflection in 0.0000 0.0000 0.0000