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HomeMy WebLinkAbout2001-P04186 - accessory structure PERMIT CITY OF ORONO Permit Number: 2750 Kelley Parkway - PO Box 66 P04186 Crystal Bay, Minnesota 55323 Permit Type: Accessory Structures (952) 249-4600 Date Issued: 10/17/2001 SITE ADDRESS: 740 Orchard Park Rd Long Lake,MN 55356 PID: 32-118-23-22-0007 DESCRIPTION: UBC Occupancy U1 Construction Type VN Proposed Use: Residential Census Code 318 Permit Class: Building Permit Sub-type(s): Accessory Structure Permit Type: Accessory Structures DETAILS: Approved per resolution#: 4505 Separate permits required: Electrical(state) NOTICES/REMARKS: Pnla Barn -flaiaht ok malt nn tallar than hniica FEE SUMMARY: Permit Fee: $ 492.25 Valuation: $ 35,000.00 Plan Review Fee: $ 319.98 State Surcharge Fee: $ 17.50 TOTAL FEE: $ 829.73 APPLICANT: Lester OWNER: Brian J Kerber Lester Prairie,MN 55359 740 Orchard Park Rd Long Lake,MN 55356 THE UNDERSIGNED HEREBY REQUESTS PERMISSION TO MAKE THE REAL IMPROVEMENTS SPECIFIED AND AGREES TO DO ALL WORK IN STRICT COMPLIANCE WITH ALL CITY OF ORONO ORDINANCES AND STATE OF MINNESOTA BUILDING CODE REQUIREMENTS. • &AA' 7)2, APPLI ANT PERMIT E I NATURE ISS D BY SIGNATURE Copies: 1-File(Signitures Required), 1-Applicant, 1-Monthly Reports, 1-Assessing, 1-Finance Page 1 Total Fee: $ S- - -7 Date Received: Entered By: iZ-iJ Permit #: y/-� t,(/ (� ` Ic>", 7 9 - `ZGC l 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) cWNER OR CONTRACTOi - or 1 4D- JOB SITE ADDRESS: 7L10 0/`G 4 o rc( Pa 4 td( r 4 "Ai ZIP: C C)'G� NAME OF OWNER: l (' I a le rbe r PHONE: (horn !/ �c (work) c1 S"al L, ' MAILING ADDRESS: )Z/Q d rc 4 r P /'ic kit CITY: o co O . 4,2 CONTRACTOR: Lt 3 o r 6-(-1-114-1-11-Qo PHONE: 3)0 3 qty )-S 3 I CONTACT PERSON: Of AO yc r /Lm,)to t MOBILE/PAGER: MAILING ADDRESS: CITY: ) e s Irr 63( 2,/ ZIP: SS 3S i1 STATE LICENSE: # N/4 6 r/ � f �� 02fir- X335 ARCHITECT/ENGINEER: PHONE: I MAILING ADDRESS: CITY: ZIP: NAME: REGISTRATION# TYPE OF WORK: New l/ Addition Accessory Structure Move Remodel/Alteration Land Alteration PROPOSED WORK(describe in detail): RI( ' 4 e£ ‘'10 X 2 ‘ STORIES: SQ.FEET OF EACH FLOOR: . Ido NO. OF BEDROOMS: GARAGE STALLS: ATT. DET. ESTIMATED CONSTRUCTION VALUATION(excluding land): $ 3 ,000 I hereby apply for a building permit and I acknowledge that the information above is complete and accurate; that the work will be in conformance with the ordinances and codes of the City and with the State Building Code; that I understand this is not a permit and work is not to start without a permit; and that the work will be in accordance with the approved plan. APPLICANT'S SIGNATURE: 6A,...N T ‘_/_` DATE: I NOTE! Parade of Homes events require separate permit approval by Police Department and City Council 60 days prior to the event. Non permitted events will not be allowed. 9 Sec.13.04 RIGHTS OF SUBJECTS OF DATA Subdivision 1. Type of data. The rights of individual on whom the data is stored or to be stored shall be as set forth in this section. Subd 2. Information required to be given individual An individual asked to supply private or confidential data concerning himself shall be informed of (a)the purpose and intended use of the requested data within the collecting state agency,political subdivision,or statewide system;(b)whether he may refuse or is legally required to supply the requested data;(c)any known consequence arising from his supplying or refusing to supply private or confidential data;and(d)the identity of other persons or entities authorized by state orfederal law to receive the data. This requirement shall not apply when an individual is asked to supply investigative data,pursuant to section 13.82, subdivision 5, to a law enforcement officer. The commissioner of revenue may place the notice required under this subdivision in the individual income tax or property tax refund instructions instead of on those forms. Subd.3. Access to data by individual Upon request to a responsible authority,an individual shall be informed whether he is the subject of stored data on individuals, and whether it is classified as public,private or confidential. Upon his further request,an individual who is the subject of stored private or public data on individuals shall be shown the data without any charge to him and, if he desires,shall be informed of the content and meaning of that data. After an individual has been shown the private data and informed of its meaning, the data need not be disclosed to him for six months thereafter unless a dispute or action pursuant to this section is pending or additional data on the individual has been collected or created. The responsible authority shall provide copies of the private or public data upon request by the individual subject of the data. The responsible authority may require the requesting person to pay the actual costs of making,certing,and compiling the copies. The responsible authority shall comply immediately,fpossible,with any request made pursuant to this subdivision,or within five days of the date of the request,excluding Saturdays,Sundays and legal holidays,if immediate compliance is not possible. If he cannot comply with the request within that time,he shall so inform the individual,and may have an additional five days within which to comply with the request,excluding Saturdays,Sundays and legal holidays. Subd.4. Procedure when data is not accurate or complete.An individual may contest the accuracy or completeness ofpublic or private data concerning himself. To exercise this right, an individual shall notes in writing the responsible authority describing the nature of the disagreement. The responsible authority shall within 30 days either: (a)correct the datafound to be inaccurate or incomplete and attempt to notify past recipients of inaccurate or incomplete data,including recipients named by the individual;or(b)notify the individual that he believes the data to be correct. Data in dispute shall be disclosed only if the individual's statement of disagreement is included with the disclosed data. The determination of the responsible authority may be appealed pursuant to the provisions of the administrative procedure act relating to contested cases. DATA PRIVACY ADVISORY In accordance with MS.13.04,Subd.2, "Rights of subjects of data",we ivould like to inform you that your requestfor apermit or license from the City of Orono or any of its departments may require you to furnish certain private or confidential information. You are notified that: 1. The information you furnish will be used to determine your qualification for the permit or license requested. 2. You may refuse to supply data, but refusal may require that the City deny the permit or license. 3. The information may be shared with other local,state or federal agencies to the extent necessary to process the permit or license. 4. If your requested permit or license requires Council action to approve,some information may become public. 5. You have certain rights under M.S. 13.04(see following page)to review private data on yourself. 6. Your full name is required to process this application or permit. PLEASE PRINT First Middle Last Address City State Zip Phone 1 unstand my rights as s ted above. Signature 10 CHECK OFF LIST FOR ISSUANCE OF PERMITS FOR OFFICE USE ONLY ADDRESS OR LEGAL: Th-4 0 0ca.c 1- M O �Q,p�,�lc (L1 PID: DESCRIPTION OF WORK: Po u:. r3 w ,.► ZONING REVIEW BY: cp 5 DATE APPROVED: ? •22 -o� BUILDING REVIEW BY: DATE APPROVED: 8 -2.2 -0/ FEES TO BE CHARGED: Misc. Fees Calculated By: PERMIT Yes (7' No PLAN REVIEW Yes v No SEWER CONNECTION STATE SURCHARGE Yes v No WATER CONNECTION INVESTIGATION FEE Yes No v. PARK FEE SAC Yes No '� SITEINSPECTION Number of SAC�Units _ OTHER (specify) ZONING CHECK LIST Zoning District: R 2-I A Fire Department: M t\Pt�: QtA,rJ Post Office: (pv (A 14,e School District: O rl o N Lot Area: Sq.ft. Acres '-1.6 Width /64,10Z(A.474. Depth Survey Submitted: Yes al. No Date of Survey: (v-Zt ' 2-440o Proposed Setbacks: Front(Lake): 1 o 3.3 Right Side: 2.32' f Rear (Street): 14,5 Left Side: 39 t,' Adjacent Structures: LI S Wetland: .} Building Height: Def. Hgt. ,2 01 Peak Hgt. 2.4/ O K AN' r � ( t) Assuwu.d hci gtit' no hilve- Lot Coverage: N//4- ♦hah pt0.k 0-14 0-6 Grading: Staff Approval Date: — By: Council Approval Date: Septic: Staff Approval Date: By: Zoning File: # Z`0 u Resolution: # 11$75'j Resolution Date: IF (9' 0 0 Shoreland District: A/0 Avg. Setback: Bluff Setback: Lot Coverage: Existing Proposed Hardcover: 0-75' 75-250' 250-500' 500-1000' Hardcover Variance Required: Yes No Date of Council Approval: REMARKS (in house): 7 BUILDING REVIEW CHECK LIST UBC: V - I CONSTRUCTION TYPE: IC' Sq Footage $Per Sq Ftg Basement x = 1st Floor x = 2nd Floor x Garage x = x = TOTAL Estimated Construction Value: $ 3 S,Qu o 4°2 Inspections Required: Work Requiring Separate Permits: Site Plumbing Fire Hardcover Removal Mechanical Water Connection pC Footing Septic Sewer Connection r( Framing Fireplace Lawn Irrigation Insulation (Masonry) Other Wall Board (Mfg.) Well (State Permit) t7-Final Grading/Filling K Electrical (State Permit) Other REMARKS(IN HOUSE): REVIEW BY OTHERS: DATE: Access: Existing New • Access Approval: Date By: REMARKS (TO BE NOTED ON PERMIT): 8 ou wish shown on the survey,have been shown. ements we deemed important monuments to mark the comers of the property. County Road No 6 _ _ - - N 67'46'23'E ' A. --630.80-- I 1 /1 A. I 1 A. I A. , r G I fK,N,e. , ryy � I ua.a /-C neva. Irq nb aMe , n \ ' m v W 1 A. s. \ / A. A 10 i'Iiii7 . 4 n ld s.. —O g SA�/ �•E I A. h/. I ' f V ' A. A i� K Md A N C I ` ' G I \ \ L t A. A ONO COPY ~ , —630.45ORONO N 6916'20'0.W\\ CITY OF X SITE PLAN` GRADING PLAN ,Q APPROVED - 8o 1 f (3 Ai2N 0 APPROVED WITH REVISIONS ❑ DISAPPRWED BY c-Y l. - . DATE S- i9•0( 1=u1� so0-0e� LN -�r� v5. ' f ` r1-3. '2600 CHECK OFF LIST FOR ISSUANCE OF PERMITS FOR OFFICE USE ONLY ADDRESS OR LEGAL: 74 0 0 Re... P4art' & PID: DESCRIPTION OF WORK: r4 c c_cts sdt.�, (3c-cu ` x 40 ZONING REVIEW BY: _ DATE APPROVED: i- 0 -v 2. BUILDING REVIEW BY: / , _ /,A DATE APPROVED: -r -TJ Z_ FEES TO BE CHARGED: Misc. Fees Calculated By: PERMIT Yes ✓, No PLAN REVIEW Yes v" No SEWER CONNECTION STATE SURCHARGE Yes .s/ No WATER CONNECTION INVESTIGATION FEE Yes No ✓ PARK FEE SAC Yes No ✓ SITEINSPECTION Number of SAC Units OTHER (specify) ZONING CHECK LIST Zoning District: aa-,A Fire Department: (44PW /014fAi Post Office: 4.4,(,}1t,.s School District: O, Jv Lot Area: Sq.ft. Acres `-(•0 Width iftiusv uA'( Depth Survey Submitted: Yes vc No Date of Survey: (o • 21- 00 Proposed Setbacks: Front(Lake): lb(s 't. Right Side: 3S1I'''A Rear(Street): 103 Left Side: 232•) t Adjacent Structures: yt' Wetland: A)JA Building Height: Def. Hgt. 0 44- Peak Hgt. Lot Coverage: — Grading: Staff Approval Date: — By: Council Approval Date: Septic: Staff Approval Date: — By: Zoning File: # 2.4,00 Resolution: # Ys-O7 Resolution Date: 9-141-o° Shoreland District: NO Avg. Setback: Bluff Setback: Lot Coverage: Existing Proposed Hardcover: 0-75' 75-250' 250-500' 500-1000' Hardcover Variance Required: Yes No Date of Council Approval: REMARKS(in house): 7 BUILDING REVIEW CHECK LIST UBC: tJ- l CONSTRUCTION TYPE: vN Sq Footage $Per Sq Ftg Basement x = 1st Floor x = 2nd Floor x = Garage x = Pole 13411n4we sr 2.140 x 0.00 = l 72.4 o TOTAL Estimated Construction Value: $ /7, 740 Inspections Required: Work Requiring Separate Permits: Site Plumbing Fire Hardcover Removal Mechanical Water Connection K Footing Septic Sewer Connection Framing Fireplace Lawn Irrigation. Insulation (Masonry) Other Wall Board (Mfg.) Well(State Permit) p. Final Grading/Filling aC Electrical(State Permit) Other REMARKS(IN HOUSE): REVIEW BY OTHERS: DATE: Access: Existing New Access Approval: Date By: REMARKS (TO BE NOTED ON PERMIT): 8 Total Fee: $ lA 12- ` ( Date Received: f�� S 5300 Entered By: ,( �\ p\ Permit#: 7/d--/n 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) OWNS)OR CONTRACTOR JOB SITE ADDRESS: 7i--10 rj, P6,P k ZIP: cc S5 6 NAME OF OWNER: p r) 3 Mes Qpp p r PHONE: (home) qc) (j) 6' a0/6 (work) Cl S'.1 Vl16 a o MAILING ADDRESS: -71-10 0 rc t,a r 1 Jac,r/1 RS CITY: a r 0 ,4)d ZIP: cc 35" CONTRACTOR: Se f PHONE: Qc Z 4) 6 a-Q/ CONTACT PERSON: / f cGN �rr�o'; MOBILE/PAGER: MAILING ADDRESS: -)110 o r..kr 1 RJ CITY: Q r;,a e ZIP: .51c3 -6. STATE LICENSE: # ARCHITECT/ENGINEER:fl,t'IC(c c4dl TfuSSfi PHONE: 76SSti1 1Dd0 MAILING ADDRESS: ,-},,, .,,A Su,-te Soo CITY: /11 tit{,,pal is ZIP: SS441 NAME: )51.1c ,j riW Y by REGISTRATION# TYPE OF WORK: New Addition Accessory Structure 1. Move Remodel/Alteration Land Alteration PROPOSED WORK(describe in detail): 6 n x 3(, e STORIES: SQ. FEET OF EACH FLOOR: NO. OF BEDROOMS: GARAGE STALLS: ATT. DET. ESTIMATED CONSTRUCTION VALUATION (excluding land): $ 16.000 I hereby apply for a building permit and I acknowledge that the information above is complete and accurate; that the work will be in conformance with the ordinances and codes of the City and with the State Building Code; that I understand this is not a permit and work is not to start without a permit; and that the work will be in accordance with the approved plan. APPLICANT'S SIGNATURE: 10 J DATE: NOTE! Parade of Homes events require separate permit approval by Police Department and City Council 60 days prior to the event. Non permitted events will not be allowed. 5 Sec.13.04 RIGHTS OF SUBJECTS OF DATA Subd. 1. Type of data. The rights of individual on whom the data is stored or to be stored shall be as set forth in this section. Subd.2. Information required to be given individual. An individual asked to supply private or confidential data concerning himself shall be informed of: (a)the purpose and intended use of the requested data within the collecting state agency,political subdivision,or statewide system;(b)whether he may refuse or is legally required to supply the requested data;(c)any known consequence arising from his supplying or refusing to supply private or confidential data;and(d)the identity of other persons or entities authorized by state or federal law to receive the data. This requirement shall not apply when an individual is asked to supply investigative data, pursuant to section 13.82, subdivision 5, tea law enforcement officer. The commissioner of revenue may place the notice required under this subdivision in the individual income tax or orooerty tax refund jnstructions instead of on those forms. Subd.3. Access to data by individual. Upon request to a responsible authority,an individual shall be informed whether he is the subject of stored data on individuals,and whether it is classified as public,private or confidential. Upon his further request,an individual who is the subject of stored private or public data on individuals shall be shown the data without any charge to him and,if he desires,shall be informed of the content and meaning of that data. After an individual has been shown the private data and informed of its meaning,the data need not be disclosed to him for six months thereafter unless a dispute or action pursuant to this section is pending or additional data on the individual has been collected or created. The responsible authority shall provide copies of the private or public data upon request by the individual subject of the data. The responsible authority may require the requesting person to pay the actual costs of making,certifying,and compiling the copies. The responsible authority shall comply immediately,if possible,with any request made pursuant to this subdivision,or within five days of the date of the request,excluding Saturdays,Sundays and legal holidays,if immediate compliance is not possible. If he cannot comply with the request within that time,he shall so inform the individual,and may have an additional five days within which to comply with the request, excluding Saturdays,Sundays and legal holidays. Subd.4. Procedure when data is not accurate or complete. An individual may contest the accuracy or completeness of public or private data concerning himself. To exercise this right,an individual shall notify in writing the responsible authority describing the•nature of the disagreement. The responsible authority shall within 30 days either: (a)correct the data found to be inaccurate or incomplete and attempt to notify past recipients of inaccurate or incomplete data,including recipients named by the individual;or(b)notify the individual that he believes the data to be correct. Data in dispute shall be disclosed only if the individual's statement of disagreement is included with the disclosed data. The determination of the responsible authority may be appealed pursuant to the provisions of the administrative procedure act relating to contested cases. PATA PRIVACY ADVISORY In accordance with M.S. 13.04, Subd. 2, "Rights of subjects of data", we would like to inform you that your request for a permit or license from the City of Orono or any of its departments may require you to furnish certain private or confidential information. You are notified that: 1. The information you furnish will be used to determine your qualification for the permit or license requested. 2. You may refuse to supply data, but refusal may require that the City deny the permit or license. 3. The information may be shared with other local, state or federal agencies to the extent necessary to process the permit or license. 4. If your requested permit or license requires Council action to approve, some information may become public. 5. You have certain rights under M.S. 13.04(available upon request)to review private data on yourself. 6. Your full name is required to process this application or permit. First Middle Last Address City State Zip Phone I understand my rights as stated above. Signature 6 i CC// _ U DATE "'f(M ' CITY OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED ////�-/O 7r/ PERMIT NO. J- `/1&.0 COMPLETED ` LV tX) ADDRESS '7411) r)o--b a rd Pe_ Pc1 • OWNER c-Jwn� 8 . CONTR. TELEPHONE NO. (/ ----- (o l , - a0 --- �Q/ DESCRIPTION I-"(76 .7 /Yl/l 4,1 L 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS y 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT v 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP sI LIJ 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL v 10 PLUMBING FINAL yJ 1.! 36 FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET YOU: YES/\ NO o COMMENTS: cc a A , /. I, . I • ) 4 cc o ��' i� ` , cc 0 0 rc 2? 7'L U2eA'`-e , W -f--Ba a c-s 0cr W z W cc 2 /WORK SATISFACTORY:PROCEED 0 PROJECT COMPLETE W 0 CORRECT WORK&PROCEED 0 ISSUE CERTIFICATE OF OCCUPANCY CZ 0 CORRECT WORK,CALL FOR REINSPECTION TEMPORARY 0 BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. 0 PHOTO TAKEN INSPECTOR WILL RETURN 0 CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the ne t inspection 24 hours in advance. (952) 249-4600 OwnerIContract n t e: Inspector. White Copyllnspector's Fl Canary CopylSite Notice 1 ASSEMBLY GUIDE � C - OVERHEAD DOOR � C - SOLID 1 1 1 1 1 1 � PMIRACLEThJ3® @Miracle Steel Structures, Inc. 1996.1 � Table of Contents 1 a SECTION 1: Construction Considerations SECTION 2: Truss Assembly SECTION 3: Solid Endwall Assembly SECTION 4: Open Endwall Assembly 1 COD-96 � mMiracle Steel Structures,Inc. isze. I 1 Congratulations on your purchase of a Miracle Truss° building materials package I 41110, t. - k• i`. 1T K yy ' 3I, •j- kir . f-_..�, MM 1Y , c _ u-. 1 111 • I , . 1,,. , , . 1, . .. 1 „, , „„ , , ., ..:,,,..., ,,,,,Ara y ..f1 ,� �. '`+k i ,,A�.aa> .: ! win^a�n..�r�11is-.. f if I _ ' Al IWe provide you with this easy-to-follow assembly guide Other matters you should consider include the proper to assist you in the erection of your building package. foundation for your building and compliance with local IThis guide provides general erection suggestions building requirements.We suggest that you have based on field experience.Your soil conditions, climate adequate insurance prior to the erection of your or other factors may make alternative erection building package in order to protect your investment. methods more suitable.You must determine a safe and Remember to use your anchor bolt setting plan and convenient method of building erection given such column details, in conjunction with this guide, during factors and your location. the construction of your building. If you do not erect your materials package upon deliv I We know that you will enjoy your new Miracle Truss' System ery, be sure to follow the storage instructions which are for many years to come.Thank you again for your patronage. attached to your building sheeting packet when it I arrives. Proper storage will prevent damage and nn enhance the beauty and longevity of your building. M'�C`ETRL $ 3® 1 ©Miracle Steel Structures,Inc.1997 I I SECTION 1 I Construction Considerations I E/Animma Tz i- a) I co CD AIMIMMII = = cu I I Lu 63 = i /// IVIA- ---"2-. . 2 illiltit 4 4,i V 0& I = 7.: ft4 E T-- a.. d 1 = LI 1 IiilL 111-11.—Sh V I 11 I li 4 11 i II ITC . cn cr) -ci5 = I co) cm If \il .k ffifilb g "73 TD ...di A F ill I cn = co E "0 a.) 1 = c4 > to La..' 0 a. ce ICOD-96 1 ©Miracle Steel Structures, Inc. 1996. 4 l WOOD SCHEDULE *** PURCHASED BY CUSTOMER LOCALLY *** ORDER NUMBER : 420911-1 ORDER DATE : 10/23/01 CUSTOMER : THE LAWN FARM PRINT DATE : 10/24/01 THIS WOOD LIST IS SCHEDULED FOR A STANDARD SIZE OPENING. ADJUSTMENTS MAY HAVE TO BE MADE TO SUIT YOUR PARTICULAR DOOR TYPE AND (OR) SIZE. *** LUMBER TO BE HEM-FIR #2 OR BETTER *** *** OR AS INDICATED ON CERTIFIED PLANS IF PURCHASED *** 1 - MIRACLE TRUSS MATERIAL PACKAGE 36' WIDE X 60' LONG X 18 ' EAVE DESCRIPTION QTY SIZE LENGTH BASE OPEN END WALL GIRTS (TREATED) 2 2X6 12 BASE SIDEWALL GIRTS (TREATED) 10 2X6 12 BASE SOLID END WALL GIRTS (TREATED) 1 2X6 12 2 2X6 14 ENDWALL FASCIA 8 2X8 10 GIRT CAPS 4 2X6 10 OPEN END WALL GIRTS 18 2X6 12 3 2X6 14 ROOF PURLINS 110 2X8 12 SIDEWALL GIRTS 80 2X6 12 SOLID END WALL GIRTS 2 2X6 8 10 2X6 12 19 2X6 14 SPLASHBOARD (TREATED) 14 2X8 12 1 2X8 14 • SUMMARIZED WOOD LIST *** PURCHASED BY CUSTOMER LOCALLY *** ORDER NUMBER : 420911 ORDER DATE : 10/23/01 CUSTOMER : THE LAWN FARM PRINT DATE : 10/24/01 THIS WOOD LIST IS SCHEDULED FOR A STANDARD SIZE OPENING. ADJUSTMENTS MAY HAVE TO BE MADE TO SUIT YOUR PARTICULAR DOOR TYPE AND (OR) SIZE. *** LUMBER TO BE HEM-FIR #2 OR BETTER *** *** OR AS INDICATED ON CERTIFIED PLANS IF PURCHASED *** 1 - MIRACLE TRUSS MATERIAL PACKAGE REGULAR LUMBER LIST 2 2X6 8 4 2X6 10 108 2X6 12 22 2X6 14 8 2X8 10 110 2X8 12 TREATED LUMBER LIST 13 2X6 12 2 2X6 14 14 2X8 12 1 2X8 14 *** THIS IS A SUMMARIZED LIST OF YOUR WOOD SCHEDULE ON THE PREVIOUS PAGE *** *** DO NOT ORDER FROM BOTH THE SUMMARIZED LIST AND THE WOOD SCHEDULE *** I SECTION 1 I Construction Considerations IFirst, locate and layout the building A C on your land. One suggested imethod is as follows: 1. Stake out the four corners of your building as illustrated. To I square upthe building, the line —_— — — — _____ ___ —_— — — — —_— — —____._ --- AD below must be the same length as the line BC. I2. These corner stakes are Building Footprint only temporary. To mark the B D I excavation and foundation lines permanently, erect markers called"batter boards." Batter I boards usually consist of three stakes and connecting boards Batter Boards installed about three (3) feet .1` away from the foundation corner -14----111.1111 _ I as illustrated below. ► 3. A nylon cord is tightly stretched ` Corner of �� building ;I I along each foundation line to outline the building. A plumb V bob is hung from each corner I where the two cords intersect to mark the corner of your building. Plumb Bob Cord 11I I I — --, ' 147 I <:----- N i I \N Plumb Bob / N i \\\ / �� Outside perimeter 41 of building I titS *•;18 141117 Nil I111141, ICOD-96 2 0 Miracle Steel Structures, Inc. 1996. I SECTION 1 I Construction Considerations IWhile there are countless types of foundation systems Frost action, soil bearing capacity, loading factors, you can consider the following four(4)types of building uses, local codes and other factors will help Ifoundation systems most often used are: drilled pier, determine the best foundation system for you. vertical pier with spread footing, perimeter wall and NOTE: Remember to refer to your previously footing and the thick-edged floating slab. I supplied anchor bolt setting plan and column detail plan along with this assembly guide during erection. IAnchor bolts Anchor bolt template ■ I 0 0� ;� • - 4 . .d 0 o $ 4A 4 I , CM%) i , .4 0 splashboard IAnchor bolts , Figure 1-1 I 1 During the installation of your foundation, an easy way SPECIAL NOTE: to place your truss anchor bolts is with the use of a 1) Storage instructions are contained in your I truss template made of plywood as illustrated above. sheeting and roofing package. Follow these Secure plywood template to splashboard. Drill on the instructions carefully if you decide to store your template and locate the diameter holes for anchor building rather than to erect it immediately. I bolts according to anchor bolt setting plan 2) After cutting or drilling your sheeting, remember Install four(4) 1/2"anchor bolts, washers, and nuts to immediately remove any shavings in order to I into splashboard and two (2) anchor bolts into the prevent surface damage. template prior to concrete pour. Refer to anchor bolt setting plan for template anchor bolt size. Assure that 3) As in all construction projects, make sure that the two (2)template anchor bolts extend at least 2" -. Safety is your Number 1 concern and seek I above the template(Figure 1-1). advice or outside help with tasks you cannot perform safely. I I ICOD-96 3 0 Miracle Steel Structures,Inc. 1996. I I SECTION 2 I Truss Assembly I The First Truss Frame IFigure 2-3 I Figure 2-2 001 P I Oiri I 4-111 \PI it;N %.0 11 I; Figure 2-1 i I, ,51 i Fasten column legs to previouslyinstalled anchor bolts each eave and the peak. Additional bracing should be in Figure 2.1. Bolt the truss together at both the eave added if needed. See the following pages for I (Figure 2.2)and at the peak(Figure 2.3). After the first suggested erection methods. truss is erected it must be guyed in both directions at I = / 7,,, - __ _ i T _ _... ._. . _ „ 1 _........ .,_,,,, .., $41 ...,...„.., 14. 3_____ °�'44 �__...111 , 00111. � ,,,,,4 . „Ad ;: - ' 4 liern'i..,tea..° `."'Z: a.a-4.4a,-- Figure 2-1 Figure 2-2 Figure 2-3 ICOD-96 4 0 Miracle Steel Structures,Inc. 1996. I SECTION 2 I Truss Assembly I Using Scaffold Platforms 1 = -- _, Or ;11 1 ,,. g1`�. I; I A I or:,iA 'RONi4'."p;Yor p_;,i . '4-0/ - t / 4' _ '21;— &Z./A/,11 K -°kik\ f-'r 1 _I Figure 2-A I 1 I The trusses consist of four parts: the two column legs 3. Lay the roof sections outside the scaffolding. and the two roof sections. There are many different Assure that the scaffolding is firmly secured ways of erecting trusses. You will need to determine and will accommodate the weight of the roof I the best method for you. columns and the people lifting the columns. 1. Erect heavy duty scaffolding at the base of the 4. Using rope or cable of proper strength, lift each column legs and at the roof peak location where roof section and bolt it to the erected column leg I the roof sections will meet. Follow proper and while resting it on the scaffold platforms or necessary safety precautions and assure holding it in place by other proper means. It may sufficient manpower-to-lift-and-support-the-truss -help to insert-adrift pin into one of the holes. Be I sections during erection (Figure 2-A). advised that the column leg will move because 2. Place column legs on the anchor bolts and the anchor bolts have not been fully tightened. install the anchor bolt washers and nuts. Tighten See also page 4,The First Frame. I securely, but not completely so that there is a little give during the bolting of the roof sections. See also page 4,The First Frame. i 1 COD-96 5 ©Miracle Steel Structures,Inc. 1996. I SECTION 2 I Truss Assembly Using Scaffold Platforms (continued) I I -,VI:t_-_;-_-_- — _,..,,------ 1.1 ./1•4 4\'' .--- -4rAl:_,_ ,' (-' /9' lkiiitr4 ' __., '0,1f.v*,. ,' I .447 Jim q p•,:..,-I „\ _17.--11 _ Atiii ii• itl . ill Vilr\*I44fre,fr� �Ii �; � 4/'% 4 .iliNK i iLl „i 1 i5. Bring the two erected halves of the truss 6. Properly and safely brace erected truss together at the peak with a drift pin and bolt assembly by use of guy wires and braces. together. Do not completely tighten the bolts at Continue to assemble and erect your second and I the peak until all parts of the truss are lined up remaining trusses using the same method. and plumb. Completely tighten the base anchor See also page 8,The Second Frame. bolts, eave bolts and peak-bolts using the I lurn of the nut"method. Under this method, fully tighten all bolts with short wrench then turn each bolt one-third rotation tighter using I wrench extension bar. See also page 4,The First Frame. I $ COD-96 6 ©Miracle Steel Structures,Inc. 1996. I SECTION 2 I Truss Assembly 111 Using a Crane S _,,,-4„,,,,2, -.... _ ___ __ _ _.—,--?1, c ..,iiif ''.;'---- -- -------.,-.irixk,Ifk.'Vegie:V I Illk - :-4p A ___,I., im.....„-- - i 4r 7,,, i,,,,to, ifiror f• ' 1 -'1/ * r • I i izi) Ai/ IWI Jo oi I ; II�;l 4.i. I , JIII 1 rl 1 r,,oci:)% II ir ,,M ii• %.,......ki.m., z 1 J1( p} I. IFigure 2-B 1 1. Layout the two column legs and two roof sections tightening the base anchor bolts, eave bolts and of the truss on a flat work surface near the pier peak bolts using the"turn of the nut"method. I or foundation location where it is to be installed. 3. Properly and safely brace erected truss Bolt the roof sections together using supplied assembly by use of guy wires and braces. structural bolts. Do not finish tightening the Continue to assemble and erect your second and I bolts. Place column legs on the anchor bolts and remaining trusses using the same method. install anchor bolt washers and nuts. Tighten See also page 8,The Second Frame. securely but not completely to allow for some give during the bolting of the roof sections. SPECIAL NOTE: I See also page 4,The First Frame. You may also use a front end loader, forklift or other 2. Properly position the crane to lift the assembled heavy equipment to assist in lifting and securing the I roof section. Lower the spreader bar and fasten roof sections during erection. Some customers also the bar to the roof section. Carefully lift the roof choose to construct platforms on the back of dump section and position it to allow for bolting to the trucks or other heavy equipment during the erection I installed leg columns(Figure 2-6). After proper bracing or continued crane support, finish phase. If these or other methods are chosen, please assure they are undertaken in a safe manner. $ COD-96 7 ®Miracle Steel Structures,Inc. 1996. I SECTION 2 I Truss Assembly I The Second Truss Frame. I ,441 'Nil%p.,_.'.1114 FA'' 111 ‘4411‘ wet.M '� i► Ai 401 1I II; * Figure�� Figure 2-5 !I/'I •V I 1) !, . Figure 2-4 ti \ I II 101 \� 4 \ After the first frame is plumb and securely guyed and 'Y braced, the second frame can be erected using the I same method. Pre-cut a fewpurlins and girts ander ,���'f install them between the first and second frames in "• order to tie the frames together, as illustrated above Metal purlin \ \ I and in Figure 2-4 and Figure 2-5. Fasten these support and girt clips purlins and girts in metal clips on the truss using washerless wood grip screws. Figure 2-4 IBe sure to cut all girts and purlins properly, so that This purlin/girt is added as each member extends only one-half (1/2) way into the support for the third truss. metal purlin and girt clips installed on each truss Purlin or Girt I (Figure 2-5). All remaining trusses can be tied together — e-, e— with support purlins and gins using the same method. \ u . ._--„...-/ I The truss stabilizers shown in Figure 2-5 are bolted to prepositioned tabs on the trusses with the supplied 3/8" bolts and fastened to the purlins and girts with I two washerless wood grip screws. Position the truss stabilizers at an approximate 45° degree angle from the truss to the purlin or girt located directly above Truss stabilizers i and parallel to the prepositioned tab on the truss. Figure 2-5 ICOD-96 8 ©Miracle Steel Structures, Inc. 1996. I SECTION 2 I Truss Assembly I The Wind Bracing 4o - - 411% ... Z--tIoNii,.._ Figure 2-7 ► �► _ / Ior,tillp tp !I. ‘ kifj:. 11 • ;,1 �,I; i ._ I 41* --1&;tik Figure 2-6'7 -.0,%to 1 : ! --------- -- IWind Brace i Under normal conditions,you will install wind bracing Install the second wind brace using the same method I in two bays on each side wall of the building. The to form an"X"between the two trusses as illustrated wind bracing should be located in the second bay in above. Check for plumb at this point by using a level from each end of the building. Two pieces of wind on the columns and by running plumb lines from the I bracing are used in each bay. Wind bracing is installed according to Figure 2-6 and Figure 2-7. peak and the base of each truss as illustrated above. Adjust truss until plumb if necessary and tighten wind Install the first wind brace by fastening at both the bracing and anchor bolts firmly. Ianchor bolt(Figure 2-6)and the angle with the prepunched hole on the adjacent truss (Figure 2-7). Do not fully tighten the wind bracing nuts. i Wind Bracing i I ,., Nut b,,t . \ i t.,---- .>100,... , , \_14,* • . Pir/:414.., - .tr Anchor bolt . m Wind Bracing Figure 2-6 Figure 2-7 ICOD-96 9 0 Miracle Steel Structures,Inc. 1996. I I SECTION 3 I Solid Endwall Assembly I i Place endwall columns 1k/ , onto anchor bolts and ik�� � 11 loosely tighten bolts. i -4 ,,-.40„, F. i�% 0 Use temporary bracing � �► � to support these �k �I ��r , ��i I columns and keep the $ii* .�j Figure 3-30 \ r Figure 3-4 corner columns plumb during solid endwall I erection process. j ; i Column size and style `,I will vary according to ir Figure 3-1 or your building size �! Figure 3-2 (Figure 3-1, through 1 `mei Figure 3-4). Match any k'l i `�� I of the four figures below to the materials I ffli you have received. Po / The peak plate for the �� NOTE: Your building model may or may Icenter column is found Nnot have a center column. Refer to in the hardware box. page 11,(Figure 3-5)for the peak connection without a center column. I IColumn 4I ' Column Column !I �' Corner / ',column • Columnkli `' MI Peak `" Column Column 411 plate Column I Splash - - '�1�. -Splash / I� i' I / board board .ti. Splash ti 11 ( ..4.0,..:), board kill WI i .44.01 1114 4‘ '-°- I1111114 11+-1 I� I Splash board Figure 3-1 Figure 3-2 Figure 3.3 Figure 3-4 IIICOD-96 1 0 0 Miracle Steel Structures,Inc. 1996. I SECTION 3 I Solid Endwall Assembly I The Rafter Assembly I I ;:kAllirAvv,AiriorinairArrAtiorira � Figures �,.... I , -- 3-5 and 3-5a r, "'� / --- h Figures 3-6a, � •3-6b,and Ic ' i 4 bb II 1111 • i i 41 I . I If your building does not have a center column, attach the peak plate as shown in Figure 3-5. l► I Rafter to column installation will �� Peak plate f Peak plate depend on the type of column •--,�_~�s y}, supplied in ' - •���' `\ b . ��= pp your package. Refer .,�`\�►. —�._ �� Ito Figure 3-6a through Figure 3-6d. 8/14 ..� Use the connections appropriate / for your columns. Use 1/2"bolts / Rafter I and nuts for rafter to column Rafter Column assembly. Figure 3-5 Figure 3-5a I illi ... 1 ` tea: , ii -�• Column - 0 --"41----""" INill ---------___- li I'1 I et Column Rafter Rafter Rafter 1111 Column Figure 3-6a Figure 3-6b Figure 3.6c ICOD-96 VI 0 Miracle Steel Structures,Inc. 1996. I SECTION 3 II Solid Endwall Assembly Purlin Assembly I ..N�� Figure 3-7 and ► �� � % %XN .��.N 9. Figure 3-8 •_,#,-7.:ammwomman,....;............ I. .- N- il �0► Figure• iI Figure 3-11 ;► 3-10 \ p 9 Figure 3-9 I L I • 112" wood grip • N,/0 > screws I Purlin �NI � 12"Bolts i i 2"for 2x4 girts and I 4"for 2x6 Make sure all columns are plumb, level, and square ColumnEll 4 before fastening the purlins to rafters. Install purlins I in the truss clips, using 1 1/2"wood grip screws as Figure 3-9 shown in Figure 3-7. Install wood grip screws in alternate sides of the clip(Figure 3-8). Extend purlins PurlinI beyond the endwall rafter as shown in Figure 3-9 and Figure 3-10. Figure 3-11 shows endwall Purlin i �t �� placement at eave height. ‘, 1/0.1—T- 11 ` �� I ' Column I I ~ Rafter Figure 3-10 112"wood Purlin grip screws Rafter 4ti 112" — '�tI wood grip �r R Purlin ` wood �� \ I �_ �" i r Purlin I Steel clip _1 Column 1 "+ 1 � Figure 3-7 Figure 3-8 Figure 3-11 ICOD-96 12 ©Miracle Steel Structures,Inc. 1996. I SECTION 3 I Solid Endwall Assembly I The Fascia and Girt Assembly II IFigure 3-13 1 N-N-.' _; Figure 3-14 � ��� �,�� Figure 3-12 111 I :11117:116:,Z,7:7;616:111],1 II I\„ 41 S\\ I ;\ 1I j 11 I. 11 II II ,� ;I. I I;I �I II -Iii11 11114171 ;; Ij �I IEndwall girts that abut and overlap fascia should be notched to fit behind fascia as shown in Figure 3-12. If your building has a center column see Figure 3-13 for fascia Iand girt installation. Assure that the outer surface of fascia is in line and flush with the endwall girls as shown in Figure 3.14. I IFascia Purlin Purlin Purlin -401—Fascia 174 _ _ lig ►i1 Nk ,th I /�' Nails _ N, Fascia ir lir Wood /�� Rafter I \/ grip •.,, " 11R" WOWS 11 Wood Girt Rafter __-.4. , Center Column Column �`Ilfill screws iFigure 3-12 Figure 3-13 Figure 3-14 ICOD-96 13 ®Miracle Steel Structures.Inc. 1996. I SECTION 3 I Solid Endwall Assembly The Fascia and Girt Assembly (continued) i Io -y ;` . Figure 3-17 � - %. %•, :---,-14*L4---- �IiP����'11- 11 , i 1 -j. ���'II,I �I l� 11 Figure 3-16 I�� Figure 3-15 11 I1 �i� ---4111 I- II- II- 117-111 -----------‘11114'-: � � ��� " � amu. . -01111111111111111---1111. ` II/ I ltel. . I If your building requires column stabilizers, Using the 16d nails,fasten fascia at corners (Figure 3-15)install stabilizers on 6'centers, starting (Figure 3.17). Using 10d nails, overlap the girts as at the 4th girt from floor level. At the columns, fasten shown in Figure 3-17. The bottom girt fastens to the I two self-drilling screws through the inside of the splashboard with 16d nails column and fasten two 1 1/2"wood grip screws into (Figure 3-16). each side of the girts as shown in Figure 3-15. I 1 Perlin Fascia Column .1w-- Self drilling "ColumnI ��' A screws Rafter iiiiimmomp 16d Girt Girt\' II riftt% 10d � Nails Nails .11 r. Nails 111Dril "for I `_ i 6d 1 12"wood IIS «►�I� Nails grip screw (Its �� Slash an each girt II .,.it 112" board aili Gin \� Wood p d 112"Wood grip screws ( _► screws 1 Center column Figure 3-15 Figure 3-16 Figure 3-17 ICOD-96 14 ®Miracle Steel Structures,Inc. 1996. I SECTION 3 I Solid Endwall Assembly The Base Molding and Sidewall Sheeting Assembly i I .,. - 4��� N.. %7%. ..�.-,,'11111 � � III\ i4 � di: �U6011°11111001,111' IUIUI.I ' r li i„AioilM. ' 1111111111111 ______--2----...-�%.40�, aioU . 1 1%_*, - I0 - i 1 Oli - %%1; � I ‘• 111 111.11 . Figure 3-18 Figure 3-19 Figure 3-20 IFasten base molding to the bottom girt, overlapping the splashboard(Figure 3-18). The wall sheeting is I installed above the base molding as shown in Figure 3- 19. Start the sheeting flush with the corner for 2x4 girls. Start the sheeting 2"from the corner for the 2x6 girls I (Figure 3.20). I Corner column Girt Girt Sheeting _' I t . Wood grip S _- screw Nor 8 ! i —Girt Base -\ ' molding Base molding A 2 Splash Splash 111.11 ' ' ��Flush for the 2x4 girts board board or 2"for 2x6 girts Figure 3-18 Figure 3-19 Figure 3-20 ICOD-96 15 0 Miracle Steel Structures, Inc. 1996. I SECTION 3 I Solid Endwall Assembly I The Roof Sheeting and Trim Assembly I „%---------fFigure 3-24 Figure 3-21 _ Figure 3-23 r I I I 0 Figure 3-22 I frIRoof sheeting —DP- I Install eave trim and extend the roof sheeting beyond 0 eave trim as shown in Figure 3-21. Assure that you use Inside 01 the thin closure strip. Install corner trim(Figure 3.22). • closure I Al )Figure 3-23 shows the installation of the peak trim. (thin Assure that you use the thick closure strip here. li Install gable trim as shown(Figure 3-24). I Eave trim Figure 3-21 I —Corner Outside closure Roof ----"---111b.'1 column strip(thick) Al "— Ridge cap sheeting \Gable Girt •i a-:: "I trim I Corner ( trim li / Perlin MI oismi 1 . I Figure 3-22 Figure 3-23 Figure 3-24 111 COD-96 16 0 Miracle Steel Structures,Inc. 1996. I I SECTION 4 I Open EndwalI Assembly I The Column and Header Placement I III � ►iII►I►I►I►j►j►,j►�►�- � \\p Figure 4-la and I .�� Figure 4-1b(top) / / i f 4 ' I , " I P I. I I, Figure 4-1a and II I _ a Figure 4-1b Illot I (bottom) \ a `! o 0 1 IColumn size and style will vary according to your building size. Match figures below(Figures 4-la i Header 4. 9 ( 9 Iand Figure 4-1b)to your building Qpackage. Use supplied 1/2"boltsand nuts for all endwallI ;f. connections. �' Header I. 1 Door Door 0 jamb � jamb .,. I.,. I 6 .N . Splash IIN N Splash board I0 board k � I Figure 4-la Figure 4-lb ICOD-96 1 7 0 Miracle Steel Structures,Inc. 1996. I SECTION 4 I Open Endwall Assembly I The Column and Header Assembly 1 I /, 1' ►i►i�i►i►i►A A Aii i � Figure 4-3 %•• � _*. 0 II � , 0 I I1 II lFigure 4-4 &I*1 il1II- bW! .,. ' Figure 4-2 VIII iI lI I Ii !,, . _-i I N ' I Fasten peak column to header as shown in Figure 4-2. Fasten peak plate to the peak I column(Figure 4.3). Corner columns go on anchor bolts and splash boards and are fastened to '\1 I piers or the foundation as shown in �, column ---..._6., • Figure 4-4. •,. „ • .Y �I t / Peak column Peak Corner plate column ' IIIi,. .iiki;1. Peak / , Header . .Peak ,, , +: ` 1-"..... 11 / `. j — Splash Header ' 11 board I IFigure 4-2 Figure 4-3 Figure 4-4 ICOD-96 18 0 Miracle Steel Structures, Inc. 1996. I SECTION 4 I Open Endwall Assembly I Rafter Assembly 1 #_ImprimprAirimpArgrAirArzi, Figure4-5 i ► -/ ���� Figure 4-6 i Al k ��•• moi,. :di. -e li / ,1 • \ • IPi Figure 4-7 I 41 11 • Illi 41 i • I ib t si►1 ill 1 I Attach the rafters to columns as shown in Figure 4-5. Rafters attach to the peak plate at the peak column(Figure 4-6). Rafters attach at I corner columns (Figure 4-7), using appropriate hardware. I IPeak plate yr !�_- ;r �_ _'iiia_ =� _ 1 Rafter I i Rafter \ Rafter 1 III Column Peak column Corner column Figure 4-5 Flgure 4-6 Figure 4-7 ICOD-96 19 ©Miracle Steel Structures,Inc. 1996. I SECTION 4 I Open Endwall Assembly I The Roof Purlin Assembly :,,; ....,_.,_.. .,,,,\..,.N_\ Figure 4-8 and Figure 4-8a 'ler77 44111• *41111b. i 40k 1, �I, ,-_,-.1.2-, ipplil"""""77------"'N 7 4Iii 1 3 ., ...r � ► Figure 4-11 '� '� Fi � �1� . 7 4-10 . i i 1711-7";00. 1gure Figure 4-9 •• I .II.I11/2" 2"for 2x4 wood grip-N,4 screws S`� gins and ' � d for2z6 Purlin I I girls I Rafter 1/2"Bolts Column Assure that all columns are plumb, level, and Mil I square before fastening purlins to the rafters. Figure 4-9 Attach purlins to truss clips using 1 1/2"wood grip screws. Install screws in alternate sides of the clip Purlin I (Figure 4-8 and Figure 4-8a). Cut the roof purlins and attach to rafters as shown in Figure 4-9. Figure 4.1014 ......i. I.......... shows the purlin attachment at the peak. Purlin ,,\may attachment at eave is shown in Figure 4-11.I II, Rafter I Column III Figure 4-10 I 1 1/2"wood Purlin grip screws Rafter �ti I iA" wood grip" ilif r R Purlin ` screws �� �. ��� Ears � � Purlin I Steel clipJana a� Column 11/ .. ill Figure 4-8 Figure 4-8a Figure 4-11 I COD-96 20 0 Miracle Steel Structures,Inc. 1996. I SECTION 4 I Open Endwall Assembly I Fascia and Girt Assembly %-.40F . >ailla.- - I // �. �.%%. %. ,.,, Figure 4-12 4 Figure 4-13 ,',7:41t� • 11. ,,*\,_ '11 .-, - 4P 11161. 111' 11411!II ► �I111 _•01-2-1----- II III ►1I� ��� _ i 1;ilI► I� II ����I _ iiii I I, IIil�'�►iII II Figure 4-14 II t �41II s�► 1 III 11 I. I II ' Install the fascia to the ends of the purlins using 16d nails (Figure 4.12 and Figure 4-13). Where girls Imeet fascia notch the girls to fit behind the fascia (Figure 4-12). The outside of the fascia should be flush with the girls(Figure 4-14). II I Fascia Purlini. _Purlin 16d Fascia , Nails NI 1 � In line _ � Purlin11 /wig I Wood Fascia /� guts Wood 11111 ... �/ grip 11l2" icrowa � Rafter I��.� Wood Il Girt Rafter Girl s / Column • SUMS Figure 4-12 Figure 4-13 Figure 4-14 COD-96 21 ©Miracle Steel Structures,Inc. 1996. I SECTION 4 I Open Endwall Assembly 1 Fascia and Girt Assembly continued I I _:11 ' -; -.' - -: - - - . .40 : db. ' . %. ‘ -N-‘%-'% -"'t i _- lk ,, 1 .N.. 416 \+ ill- 1111011111111111 ,1111" --1%- ..001111111111 Ind���I I- /1� I,� II- Figure 4-16 \111 ,I IIFigure 4-15 li����II_ .., � ��� SII_ III illii:� I I -0111111 Install column stabilizer straps, if supplied, from door jamb to girt on 6'centers, starting every fourth girt from floor level(Figure 4.15). Fasten two Purlin N\ Ii kilik Fascia 1/2"wood grip screws on each girt(Figure 4-15). �� Fasten two self-drilling screws into the door jamb �� ---16d as shown in Figure 4.15. Girts are cut shorter,to be � Nails P. 1 1/2"from the door jamb edge as shown in Rafter Nir'- 10a Figure 4.15. Refer to Figure 4.16 for overview of ff IIS " Nails corner assembly. Girt-----,1000000..........i..........1II� �� " 112" Wood grip Crews _Self tinning Column111 �j Door screws jamb\ \y` Girt Girt • '',i��Nai I�I Nails I � 16d 11/2" — 610111Lik.‘ ,Nails space\ lir.MINI Spiash � board Ni I 11/2"Wood grip screws I Figure 4-15 Figure 4-16 I COD-96 22 0 Miracle Steel Structures,Inc. 1996. I SECTION 4 I Open Endwall Assembly 1 Overhead Door Header and Girt Cap Assembly ��► ��� I► V�ihr4k .4111111P1- 711.' . 1� 1 8-_ II I II_______ I- IIFigure 4-18 — Figure 4-19 1;10% _������ Figure 4-17 i 11. ,� \��„ �IINI ll' ,\ ___________.„,_ I;� 1 I � IInstall girt cap as shown in Figures 4-17,through Ratter Perlin Figure 4.19. Cut and install 2"x8"door header flush �'S\ Fascia I with the steel header on both ends and flush with the bottom of the steel header(Figure 4-17). Use 1/4"self drilling phillips head screws to fasten the Ill nails door header to the steelheader. Space the .�� I staggered screws on 24"centers (Figure 4-17). Gin /�i Door header ,11I' 2x8 IHeader Assembly Steel header Door jamb Doambor i' 11110-:....P. j ,,..../1/ f, \ . 11.41/4400 (l=_ Door. Gin t-------HOO.11 iopening IDoor jamb i Fillkoos 11111111111111 IIDoor header k )/ 1 12"wood grip screws Gin cap110 -.` 2x8 Gin cap Gin up Splash board Figure 4-17 Figure 4-18 Figure 4-19 I COD-96 23 ®Miracle Steel Structures,Inc. 1996. I SECTION 4 I Open Endwall Assembly I Roof Sheeting and Trim Assembly I .► ilk � Figure 4-22 ' ��� �,. X1111%-- < . . '1; 11�- Figure 4-21 i . 1 M 1 ll � -1��i.-,� Figure 4-20 I Install base molding on the bottom girt and splash I board as shown in Figure 4-20. Install post trim and "C"metal trim on sides of door jamb columns as shown in Figure 4-21. Install post trim on header and drip cap as shown in Figure 422. I IGirt I R N.17I `Door jamb I/ \ Steel header ,14 IPost trim �---_Screw Screw Base i molding . .• • t 2 .>„ X 2 ,ii Splash dmetal trim �/ I %`.► & Girt Post trim Drip cap Figure 4-20 Figure 4-21 Figure 4-22 I COD-96 24 ©Miracle Steel Structures,Inc. 1996. I SECTION 4 I Open Door Installation I Overhead Door Endwall Sheeting Assembly I 1 „,, 1,4_,,c % % %,, Ak ' 4\.;1144 1 , 111\ 1, 11 / ,��'• moo I 4F 1110•16 IFigure 4-26 Figure 4-23 ,II I Figure 4-25 ......-/ Figure 4-24 —1 __ Door jamb I Install open endwall sheeting as shown in Figures 4-23 through 4-26. Sheeting and corner trim should be installed as shown in Figure 4-23. t Trim sheeting to fit along the eave to the peak. I Install sheeting above the header on top of the drip cap (Figure 4-26). .• .• Fasten sheeting and trim to the bottom girt(Figure 4-24). lide the — —....2-- sheeting in to the"C”-trim at the door jamb as shown in Figu 5. Girt IFigure 4-25 Corner Iry Sheeting -----b. Sheeting Girt 1 1 Girt '_ St el header LI= 8 J J I I Splash board I ..e___Flush for the 2x4 girls ConcreteAI 2 I� or 2"for 2x6 girls Drip cap—�� Figure 4-23 Figure 4-24 Figure 4-26 I COD-96 25 0 Miracle Steel Structures,Inc. 1996. I SECTION 4 I Open Door Installation I Overhead Door Endwall Sheeting Assembly I Figure 4-28 1 Figure 4-29 - - _ Figure 4-30 I -N.-----1 -____-=-----______.__ 1 oi t; 1 0 Figure 4-27 Roof sheeting -► I Install eave trim and extend the roof sheeting beyond •• eave trim as shown in Figure 4-29. Assure that you use Inside -y the thin closure strip. Install corner trim(Figure 4-27). closure I /stri Figure 4-28 shows the installation of the peak trim. Assure (thipn) that you use the thick closure strip here. Install gable trim li as shown(Figure 4-30). Ears I trim I Figure 4-29 Roof 4 Corner o ner Ai-----Ridge cap sheeting' I mig; \liable 1 mn gi ;:�� �:; trimrt corner 1 Outside closure Purlin 1 trim strip(thick) ill \ LE -Am II, 4 Figure 4-27 Figure 4-28 Figure 4-30 I COD-96 26 0 Miracle Steel Structures.Inc. 1996. ORONO COPY Miracle Steel Corporation Design Calculations CUSTOMER: The Lawn Farm Job Number 420911 CONTACT: Brian Kerber ADDRESS: 740 Orchard Park Road CITY,STATE ZIP: Long Lake MN 55356 PHONE/FAX/MOBILE: 952-476-2016 Delivery Address: 0 Delivery City,State,ZIP Long Lake MN 55356 Contact/Phone: County: Hennepin Structure Type: Straightwall Structure Designation: 36-18 Loading: Wind velocity 80 mph Design Wind Pressure 20.00 psf Ground Snow Load 57 psf Design Roof Live Load 40.00 psf Design Roof Snow Load 40.00 psf Design Dead Load 5.00 psf Seismic Zone 0 Structure Data: Width 36.00 Eave Height 18.00 Bay Spacing 12.00 Roof Pitch/12 4.00 Length 60.00 Material Data: Structural Steel ASTM A529 50 ksi Rods and flats ASTM A529 50 ksi Structural Tubing ASTM A500 46 ksi Light Gauge Steel ASTM A653 Grade 40 up to.048 ASTM A570 Grade 50 over.048 thickness High Strength Bolts ASTM A325 Lumber Purlins WWPA Douglas-Fir-Larch No. 1 and better or Equivalent Purlin Size 2x8 Girts WWPA Douglas-Fir-Larch No.2 or Equivalent Girt Size 2x6 Design Notes: 1. Design per UBC Uniform Building Code 1997 2.Load and Resistance Factor Design (LRFD)per AISC and AISI 3.The lateral stability of the trusses and columns has been assumed to be provided by the attached sheeting and siding materials 4.The foundation is the responsibility of the customer and shall be designed to meet local soil conditions and to support the design vertical and lateral forces Engineer: MARK H.FAIRBAIRN hereby certify shot this design, drawing �or report was prepared by me or inder my duly supervision and that I am a Registered Professional Engineer under the laws of the S at �f M. nesot _____O J a� Registration No../ I c STRUCTURE DESIGN DATE:03-Jul-02 4:20 PM CUSTOMER: The Lawn Farm LENGTH: 60.00 JOB NO:420911 WIND LOAD:20.00 psf TYPE: Straightwall LIVE LOAD:40.00 psf DESIGNATION: 36-18 FILENAME: T420911 DIRECTIORY:TRUSS SUB_DIR: T36 TRUSS INFORMATION Width 36.00 ft Eave Height 18.00 ft Steel Spec: A529 Truss Data Design Effective Design Design Strength Length In. Strength Strength Part# Designation ocation Qty Thick,in Area,in^2 Fy(ksi) Tension Comp Q Section Bending LO1 Leg-Outside SA151503 1 2 0.1875 1.06 50 47.60 24 36.8 1.000 0.21 9.36 LI1 Leg-inside SA020204 1 2 0.2500 1.87 50 84.36 24 71.1 1.000 0.49 22.23 RT1 Roof-Top SA171703 1 2 0.1875 1.25 50 56.06 24 45.8 1.000 0.29 12.96 RB1 Roof-Bottom SA171703 1 2 0.1875 1.25 50 56.06 24 45.8 1.000 0.29 12.96 LC1 Leg Connection SA252505 1 4 0.3125 5.88 50 264.46 28 226.2 1.000 1.93 86.76 PC1 Peak Connection SA252505 1 4 0.3125 5.88 50 264.46 28 226.2 1.000 1.93 86.76 LX1 Leg-continuaton SA151503 1 2 0.1875 1.50 50 67.49 24 52.2 1.000 0.21 9.36 BP1 Leg BP106 1 1 0.7500 5.25 36 170.10 10 159.7 1.000 2.00 64.80 LI2 Leg SA020204 1 2 0.2500 1.87 50 84.36 21 73.0 1.000 0.49 22.23 R1 Roof SA151503 0 0.1875 0.00 50 0.00 0 0.00 1.000 0.00 0.00 R2 Roof SA151503 0 0.1875 0.00 50 0.00 0 0.00 1.000 0.00 0.00 R3 Roof SA151503 0 0.1875 0.00 50 0.00 0 0.00 1.000 0.00 0.00 R4 Roof SA151503 0 0.1875 0.00 50 0.00 0 0.00 1.000 0.00 0.00 LD1 Leg-Diagonals RD12 1 1 0.7500 0.44 50 19.89 24 5.76 1.000 0.07 3.16 LD2 Leg-Diagonals RD12 2 1 0.7500 0.44 50 19.89 22 6.85 1.000 0.07 3.16 LD3 Leg-Diagonals RD12 3 1 0.7500 0.44 50 19.89 19 8.87 1.000 0.07 3.16 LD4 Leg-Diagonals RD12 4 1 0.7500 0.44 50 19.89 18 9.58 1.000 0.07 3.16 LD5 Leg-Diagonals RD12 5 2 0.7500 0.88 50 39.78 16 22.06 1.000 0.14 6.33 RD1 Roof-diagonal RD12 1 1 0.7500 0.44 50 19.89 23 6.27 1.000 0.07 3.16 RD2 Roof-diagonal RD12 2 1 0.7500 0.44 50 19.89 21 7.51 1.000 0.07 3.16 RD3 Roof-diagonal RD12 4 2 0.7500 0.88 50 39.78 21 15.01 1.000 0.14 6.33 RD4 Roof-diagonal RD12 5 2 0.7500 0.88 50 39.78 23 12.53 1.000 0.14 6.33 RD5 RD12 5 1 0.7500 0.44 50 19.89 23 6.27 1.000 0.07 3.16 2 MIRACLE STEEL CORPORATION STRUCTURE LOADING Transverse Condition DATE: 17-Jun.02 10:15 AM CUSTOMER:The Lawn Farm LENGTH: 60.00 Job Number:420911 WIND SPEED: 80 mph Str.Type:Straightwail Str.Code:36-18 Total Height 24 Mean Roof Height 21 Design CODE 3 UBC 1997 Building Use 2 Normal Occupancy Exposure Category 3 C Open Terrain Terrain(snow) 1 Normal Thermal Condition 1 Normal Wind Criteria 3 UBC Hurricane coastline 3 0.000 Snow Criteria 3 UBC -40 LIVE LOAD Design Roof Load 40.00 psf Ground Snow Important Roof Min.Roof Design I Code Snow Snow Exposure Factor Ct Snow Snow Roof Snow Type Criteria psf I psf psf psf I Roof Load UBC 1997 UBC 1997 57 0.70 1.00 1.00 39.90 40.00 40.00 Note: WIND LOADING Design Wind Pressure!20.00 psf I Basic Velocity Pressure:Oz=.00256*V2 Wind Basic Design Code @ref.Ht Wind Velocity Ce Kzt Importance Velocity Factored Factored Type mph Criteria Pressure I Pressure timesl.3 times0.8 Max Wind Load UBC 1997 80 UBC 1997 ! 16.38 psf 1.142 1.00 1 18.71 24.32 14.97 _ Calculated Velocity Pressure 16.384 Input wind load govems Pressure Coefficients Roof Pitch h/L= 0.58 4/12 Angle= 18.44 Roof Coefficients Loaded Area 24.00 Cq P Roof Load Windward Roof -0.90 -18.00 -432.00 Leeward Roof -0.70 -14.00 -336.00 Inward Pressure 0.30 6.00 144.00 Wall Coefficients L/B 0.6 Cq P Wall Load Windward 0.80 16.00 384.00 Leeward -0.50 -10.00 -240.00 6/17/02,10:16 AM File:S420911.xls 1 3 MIRACLE STEEL CORPORATION , STRUCTURE LOADING Transverse Condition CUSTOMER:The Lawn Farm Job Number:420911 0.9486833 SNOW FORCES Roof Angle= 18.44 Balanced Snow Load Area 24 (bay spacing x girt spacing) Horizontal Projection 22.77 (load area x cos(roof slope) Roof slope factor Cs 1.00 Roof Force 910.74 UnBalanced Snow Windward Side 0.00 Leeward Side 1138.42 WIND FORCES Roof Angle= 18.44 0.32 Roof Forces Roof Load Force X Force Y Roof Load Force X Force Y Windward Roof -18.00 -5.69 -17.08 -432.00 -136.61 -409.83 Leeward Roof -14.00 -4.43 -13.28 -336.00 -106.25 -318.76 Inward Pressure 6.00 1.90 5.69 144.00 45.54 136.61 is normal to the surface Wall Forces Wall angle= 0.00 Wall Load Force X Force Y Wall Load Force X Force Y Windward 16.00 16.00 0.00 384.00 384.00 0.00 Leeward -10.00 -10.00 0.00 -240.00 -240.00 0.00 6/17/02, 10:16 AM File:S420911.xls 2 4 STRUCTURE LOADING Longitudinal Condition DATE: 3-Ju1-02 4:10 PM CUSTOMER:The Lawn Farm LENGTH: 60.00 Job Number.420911 WIND SPEED:80 mph Str.Type: Straightwall Str.Code: 36-18 Mean Roof Height 21 Design CODE 3 UBC 1997 Building Use 2 Normal Occupancy Exposure Category 3 C Open Terrain Terrain(snow) 1 Normal Thermal Condition 1 Normal Wind Criteria 3 UBC Hurricane coastline 3 0.000 Snow Criteria 3 UBC WIND LOADING Design Wind Pressure 20.00 psf Basic Velocity Pressure: Qz=•00256*V2 Input wind load governs Wind Basic Design Code @ref.Ht Wind Velocity Ce Kzt Importance Velocity Factored Factored Type mph Criteria Pressure I Pressure timesl.3 times0.8 Max Wind Lo UBC 1997 80 UBC 1997 1 16.38 psf I 1.142 1.00 1 18.71 24.32 14.97 Pressure Coefficients Roof Pitch h/L= 0.58 hill= 0.35 4/12 Angle= 18.44 L/B 0.6 Roof Coefficients Loaded Area 24.00 Cq P Roof Load Windward Roof -0.70 -14.00 -336.00 Leeward Roof -0.70 -14.00 -336.00 Endwall Coefficients Cq P 7 Roof Load Windward Endwall 0.80 16.00 384.00 Leeward Endwall -0.50 -10.00 -240.00 SideWall 1 -0.70 -14.00 -336.00 SideWall 4 -0.70 -14.00 -336.00 5 The Lawn Farm 36-18 420911 Long Lake, MN / , 19111111116 e �� 0 +v ,, ., 7 ' Il ilk �d A.he% It �E4 ,I ,,. t� • 3 f 10 IlE9th :�/ Ha. ® M rf usimq..,,, , ,.' %... lit . rsc vi e Milliii. ���� I ,.. ,...,IM,.. , „ , 6,. .,,.. �—`r'� 10s 50 Corcoran • ,;411111_11511. 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Page 1 6 Endwall Column Design 420911 Column 2 FRONT Designation C1212 Type C Design Strength Height 12 Axial-Tension(kips) 88.88 C2-1 Roof Wind Area 74.4 Depth 3 Axial Compression(kips) 41.62 C4 Live Load 50.00 psf Gauge 12 Bending-Positive(k-in) 258 C3.1.1 Wind Load 20.00 psf Fy 50 Bending-negative(k-in) 258 C3.1.1 Dead Load 5.00 psf Length 246 PE(kips) 192.26 C5.5 Column Spacing(ft) 12.4 Transverse Wind Maximum Moments Cq Moment(pos_int) -0.70 -109.43 K-IN Moment(neg_int) -0.70 -109.43 Longitudinal Wind Moment(windward) 0.80 125.07 (wI^2/8) Moment(leeward) -0.50 -78.17 Axial Load-transverse wind Live Load Factored Dead Factored Wind Load Factored Load Case# Description Factor Live Load Factor Dead Load Factor Wind Load Total 1 LL+DL 1.6 5646.56 1.2 423.49 0 0.00 6070.06 Wind Positi 2 LL+DL+WIND(windward) 1.6 5646.56 1.2 423.49 0.8 -1016.38 5053.67 3 LL+DL+WIND(Leeward) 1.6 5646.56 1.2 423.49 0.8 -790.52 5279.54 4 LL+DL+WIND(windward) 0.5 1764.55 1.2 423.49 1.3 -1651.62 536.42 5 LL+DL+WIND(leeward) 0.5 1764.55 1.2 423.49 1.3 -1284.59 903.45 6 DL+WIND(windward) 0 0.00 0.9 317.62 1.3 -1651.62 -1334.00 7 DL+WIND(Ieeward) 0 0.00 1.2 423.49 1.3 -1284.59 -861.10 Wind Nega 8 LL+DL+WIND(windward) 1.6 5646.56 1.2 423.49 0.8 -1016.38 5053.67 9 LL+DL+WIND(Leeward) 1.6 5646.56 1.2 423.49 0.8 -790.52 5279.54 10 LL+DL+WIND(windward) 0.5 1764.55 1.2 423.49 1.3 -1651.62 536.42 11 LL+DL+WIND(leeward) 0.5 1764.55 1.2 423.49 1.3 -1284.59 903.45 12 DL+WIND(windward) 0 0.00 0.9 317.62 1.3 -1651.62 -1334.00 13 DL+WIND(Ieeward) 0 0.00 0.9 317.62 1.3 -1284.59 -966.97 Axial Load-longitudinal wind Live Load Dead Load Wind Load Total 1 LL+DL 1.6 5646.56 1.2 423.49 0 0.00 6070.06 Wind Positi 2 LL+DL+WIND 1.6 5646.56 1.2 423.49 0.8 -790.52 5279.54 3 LL+DL+WIND 0.5 1764.55 1.2 423.49 1.3 -1284.59 903.45 4 DL+WIND 0 0.00 0.9 317.62 1.3 -1284.59 -966.97 Wind Nega 5 LL+DL+WIND 1.6 5646.56 1.2 423.49 0.8 -790.52 5279.54 6 LL+DL+WIND 0.5 1764.55 1.2 423.49 1.3 -1284.59 903.45 7 DL+WIND 0 0.00 0.9 317.62 1.3 -1284.59 -966.97 7 Endwall Column Design 420911 Column 2 FRONT Type C Height 12 Depth 3 Gauge 12 FY 50 Length 246 Transverse Wind Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 6.07 0.00 0.146 0.000 1.000 0.146 2 5.05 -87.55 0.121 0.339 1.000 0.460 3 5.28 -87.55 0.127 0.339 1.000 0.466 4 0.54 -142.26 0.013 0.550 1.000 0.563 5 0.90 -142.26 0.022 0.550 1.000 0.572 6 -1.33 -142.26 0.015 0.550 1.000 0.565 7 -0.86 -142.26 0.010 0.550 1.000 0.560 8 5.05 -87.55 0.121 0.339 1.000 0.460 9 5.28 -87.55 0.127 0.339 1.000 0.466 10 0.54 -142.26 0.013 0.550 1.000 0.563 11 0.90 -142.26 0.022 0.550 1.000 0.572 12 -1.33 -142.26 0.015 0.550 1.000 0.565 13 -0.97 -142.26 0.011 0.550 1.000 0.561 Amplification Factor- Cm/(1-P/0.85"PE) Longitudinal Wind Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 6.07 0.00 0.146 0.000 1.000 0.146 2 5.28 100.05 0.127 0.387 1.000 0.514 3 0.90 162.59 0.022 0.629 1.000 0.651 4 -0.97 162.59 0.011 0.629 1.000 0.640 5 5.28 -62.53 0.127 0.242 1.000 0.369 6 0.90 -101.62 0.022 0.393 1.000 0.415 7 -0.97 -101.62 0.011 0.393 1.000 0.404 8 Endwall Column Design 420911 Column 2 REAR Designation C1212 Type C Design Strength Height 12 Axial-Tension(kips) 88.88 C2-1 Roof Wind Area 71 Depth 3 Axial Compression(kips) 41.26 C4 Live Load 50.00 psf Gauge 12 Bending-Positive(k-in) 258 C3.1.1 Wind Load 20.00 psf Fy 50 Bending-negative(k-in) 258 C3.1.1 Dead Load 5.00 psf Length 251 PE(kips) 184.67 C5.5 Column Spacing(ft) 11.83 Transverse Wind Maximum Moments Cq Moment(pos_int) -0.70 -108.69 K-IN Moment(neg_int) -0.70 -108.69 Longitudinal Wind Moment(windward) 0.80 124.22 (wI^2/8) Moment(leeward) -0.50 -77.64 Axial Load-transverse wind Live Load Factored Dead Factored Wind Load Factored Load Case# Description Factor Live Load Factor Dead Load Factor Wind Load Total 1 LL+DL 1.6 5388.52 1.2 404.14 0 0.00 5792.66 Wind Positi 2 LL+DL+WIND(windward) 1.6 5388.52 1.2 404.14 0.8 -969.93 4822.73 3 LL+DL+WIND(Leeward) 1.6 5388.52 1.2 404.14 0.8 -754.39 5038.27 4 LL+DL+WIND(windward) 0.5 1683.91 1.2 404.14 1.3 -1576.14 511.91 5 LL+DL+WIND(leeward) 0.5 1683.91 1.2 404.14 1.3 -1225.89 862.16 6 DL+WIND(windward) 0 0.00 0.9 303.10 1.3 -1576.14 -1273.04 7 DL+WIND(leeward) 0 0.00 1.2 404.14 1.3 -1225.89 -821.75 Wind Nega 8 LL+DL+WIND(windward) 1.6 5388.52 1.2 404.14 0.8 -969.93 4822.73 9 LL+DL+WIND(Leeward) 1.6 5388.52 1.2 404.14 0.8 -754.39 5038.27 10 LL+DL+WIND(windward) 0.5 1683.91 1.2 404.14 1.3 -1576.14 511.91 11 LL+DL+WIND(leeward) 0.5 1683.91 1.2 404.14 1.3 -1225.89 862.16 12 DL+WIND(windward) 0 0.00 0.9 303.10 1.3 -1576.14 -1273.04 13 DL+WIND(leeward) 0 0.00 0.9 303.10 1.3 -1225.89 -922.78 Axial Load-longitudinal wind Live Load Dead Load Wind Load Total 1 LL+DL 1.6 5388.52 1.2 404.14 0 0.00 5792.66 Wind Positi 2 LL+DL+WIND 1.6 5388.52 1.2 404.14 0.8 -754.39 5038.27 3 LL+DL+WIND 0.5 1683.91 1.2 404.14 1.3 -1225.89 862.16 4 DL+WIND 0 0.00 0.9 303.10 1.3 -1225.89 -922.78 Wind Nega 5 LL+DL+WIND 1.6 5388.52 1.2 404.14 0.8 -754.39 5038.27 6 LL+DL+WIND 0.5 1683.91 1.2 404.14 1.3 -1225.89 862.16 7 DL+WIND 0 0.00 0.9 303.10 1.3 -1225.89 -922.78 9 Endwall Column Design 420911 Column 2 REAR Type C Height 12 Depth 3 Gauge 12 FY 50 Length 251 Transverse Wind Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 5.79 0.00 0.140 0.000 1.000 0.140 2 4.82 -86.95 0.117 0.336 1.000 0.453 3 5.04 -86.95 0.122 0.336 1.000 0.459 4 0.51 -141.30 0.012 0.547 1.000 0.559 5 0.86 -141.30 0.021 0.547 1.000 0.568 6 -1.27 -141.30 0.014 0.547 1.000 0.561 7 -0.82 -141.30 0.009 0.547 1.000 0.556 8 4.82 -86.95 0.117 0.336 1.000 0.453 9 5.04 -86.95 0.122 0.336 1.000 0.459 10 0.51 -141.30 0.012 0.547 1.000 0.559 11 0.86 -141.30 0.021 0.547 1.000 0.568 12 -1.27 -141.30 0.014 0.547 1.000 0.561 13 -0.92 -141.30 0.010 0.547 1.000 0.557 Amplification Factor= Cm/(1-P/0.85"PE) Longitudinal Wind Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 5.79 0.00 0.140 0.000 1.000 0.140 2 5.04 99.37 0.122 0.385 1.000 0.507 3 0.86 161.48 0.021 0.625 1.000 0.646 4 -0.92 161.48 0.010 0.625 1.000 0.635 5 5.04 -62.11 0.122 0.240 1.000 0.362 6 0.86 -100.93 0.021 0.391 1.000 0.411 7 -0.92 -100.93 0.010 0.391 1.000 0.401 10 Endwall Rafter Design 420911 Type C Design Strength Height 8 Bending-Positive(k-in) 169 (C3.1.1) Depth 3 Bending-negative(k-in) 169 (C3.1.1) Live Load.50.00 psf Gauge 12 Wind Load 20.00 psf Fy 50 ksi Dead Load 5.00 psf Length 150 0 (Length is max.span in inches) Roof Span(ft) 6 Moment Calculation Treat Maximum span as simple beam Moment=wl"2/8 Dead Load Dead Load Area Load Load/ft Moment 5.00 psf 75.00 375.00 0.03 7.03 Live Load Live Load Area Load Load/ft Moment 50.00 psf 71.15 3557.56 0.285 66.70 Wind Load Wind Load Area Load Load/ft Moment Max Pos. -0.90 20.00 psf 75.00 -1350.00 -0.108 -25.31 Max Neg -0.70 20.00 psf 75.00 -1050.00 -0.084 -19.69 Moments Live Load Factored Dead Factored Wind Factored Load Load Case# Description Factor Live Load Factor Dead Load Factor Wind Load Total 1 LL+DL 1.6 106.73 1.2 8.44 0 0.00 116.36 Positive 2 LL+DL+WIND(windward) 1.6 106.73 1.2 8.44 0.8 -20.25 96.91 3 LL+DL+WIND(Leeward) 1.6 106.73 1.2 8.44 0.8 -20.25 96.91 4 LL+DL+WIND(windward) 0.5 33.35 1.2 8.44 1.3 -32.91 11.38 5 LL+DL+WIND(leeward) 0.5 33.35 1.2 8.44 1.3 -32.91 11.38 6 DL+WIND(windward) 0 0.00 0.9 6.33 1.3 -32.91 -24.38 7 DL+WIND(leeward) 0 0.00 1.2 8.44 1.3 -32.91 -21.97 Negative 8 LL+DL+WIND(windward) 1.6 106.73 1.2 8.44 0.8 -15.75 101.41 9 LL+DL+WIND(Leeward) 1.6 106.73 1.2 8.44 0.8 -15.75 101.41 10 LL+DL+WIND(windward) 0.5 33.35 1.2 8.44 1.3 -25.59 18.70 11 LL+DL+WIND(leeward) 0.5 33.35 1.2 8.44 1.3 -25.59 18.70 12 DL+WIND(windward) 0 0.00 0.9 6.33 1.3 -25.59 -17.07 13 DL+WIND(leeward) 0 0.00 0.9 6.33 1.3 -25.59 -17.07 1t GIRT CHECK 420911 Based on actual requirements (Treat as uniformally loaded simple beam) Moment wl^2/8 Deflection 5wI^4/384EI Select species Species/Grade WWPA Douglas-Fir-Larch No. 2 Size 2x6 Fb 900 psi (Normal) Cf 1.3 Size Factor Cr 1.15 Repetitive use factor Fb' = Fb*Cf* Cr* Cd Fb' 1345.5 psi (Normal) Cd = 1 1547 psi (Snow) Cd = 1.15 2153 psi (Wind) Cd = 1.6 E 1600000 psi I 20.80 IN4 S 7.56 IN3 Velocity Pressure 16.38 Ce 1.142 0 1 Cq 1.15 Input Span 12.00 ft Override Span 0.00 ft 144 in Spacing 2 ft Wind w 43.15895125 #/ft 3.596579271 #/in Moment (w1^2/8) 0.125 9322.333471 12.11903351 f 1233.112893 < 2153 OK Deflection (5wl"4/384E1) 0.605055297 L/240 0.6 L/180 0.8 12 Purlin CHECK 420911 Base on actual requirements (Treat as uniformally loaded simple beam) Moment w1^2/8 Deflection 5w1^4/384EI Select species Species/Grade 1NWPA Douglas-Fir-Larch No. 1 and better Size 2x8 Fb 1200 psi (Normal) Cf 1.2 Size Factor Cr 1.15 Repetitive use factor Fb' = Fb*Cf*Cr* Cd Fb' 1656 psi (Normal) Cd = 1 1904 psi (Snow) Cd = 1.15 2650 psi (Wind) Cd = 1.6 E 1800000 psi I 47.64 I N4 S 13.14 IN3 Velocity Pressure 16.38 Ce 1.142 1 Cq -1.3 Input Span 12 ft Overide span 0 ft 144 in Spacing 2 ft Pitch 4 /12 0.321751 0.948683 Wind w -48.65 #/ft -4.05 #/in Dead Load 5 psf w 10 #/ft 0.83 #/in Live Load 50 w 94.87 #/ft 7.91 #/in Check Two conditions 1 DL+LL 2 DL+W CASE Moment f=Mom/S Allowable Deflection L/180 L/240 1 22651.56 1723.86 1904 OK 0.57 0.8 0.6 2 8347.83 635.30 2650 OK -0.21 0.8 0.6 13 Frame Result Summary File Filename = T420911 Directory = G: \str_data\TRUSS\T36\T420911.rex Analysis Performed 07/03/02 16: 10:12 Title Data THE LAWN FARM 36-18 420911 Load ID 1 Load Tag DL Load ID 2 Load Tag SL Load ID 3 Load Tag SL2 Load ID 4 Load Tag WIP Load ID 5 Load Tag WIM Load ID 6 Load Tag C3 Load ID 7 Load Tag C3I1 Load ID 8 Load Tag C4I1 Load ID 9 Load Tag C3I2 Load ID 10 Load Tag C4I2 Load ID 11 Load Tag UC3 Load ID 12 Load Tag UC3I1 Load ID 13 Load Tag UC4I1 Load ID 14 Load Tag UC3I2 Load ID 15 Load Tag UC4I2 Load ID 16 Load Tag WIND1 Load ID 17 Load Tag WIND2 Section Type LO1 Load Case No. 9 Member No. 59 Design Strength Joint No. 68 Axial Tension 47.60 kip Axial Force 37.66 kip (tension) Axial Comp 36.84 kip Shear Force -0.06 kip Moment 9.36 kip-in Moment 1.30 kip-in Ratio 0.91 Section Type LI1 Load Case No. 9 Member No. 68 Design Strength Joint No. 79 Axial Tension 84.36 kip Axial Force 49.55 kip (comp) Axial Comp 71.12 kip Shear Force -0.03 kip Moment 22.23 kip-in Moment 2.79 kip-in Ratio 0.81 Section Type RT1 Load Case No. 9 Member No. 106 Design Strength Joint No. 105 Axial Tension 56. 06 kip Axial Force 29.64 kip (comp) Axial Comp 45.83 kip Shear Force -0.12 kip Moment 12. 96 kip-in Moment -2.38 kip-in 14 Ratio 0.81 Section Type RB1 Load Case No. 9 Member No. 147 Design Strength Joint No. 145 Axial Tension 56.06 kip Axial Force 40. 99 kip (comp) Axial Comp 45.83 kip Shear Force 0.07 kip Moment 12. 96 kip-in Moment 1.60 kip-in Ratio 1.00 Section Type LC1 Load Case No. 9 Member No. 81 Design Strength Joint No. 80 Axial Tension 264.46 kip Axial Force 44. 65 kip (comp) Axial Comp 226.23 kip Shear Force -0.07 kip Moment 86.76 kip-in Moment 3.29 kip-in Ratio 0.14 Section Type PC1 Load Case No. 9 Member No. 240 Design Strength Joint No. 108 Axial Tension 264.46 kip Axial Force 13.25 kip (tension) Axial Comp 226.23 kip Shear Force -0.12 kip Moment 86.76 kip-in Moment 2.55 kip-in Ratio 0.05 Section Type LX1 Load Case No. 9 Member No. 211 Design Strength Joint No. 80 Axial Tension 67.49 kip Axial Force 13.25 kip (comp) Axial Comp 52.24 kip Shear Force -0.20 kip Moment 9.36 kip-in Moment -3.44 kip-in Ratio 0.58 Section Type BP1 Load Case No. 9 Member No. 303 Design Strength Joint No. 2 Axial Tension 170.10 kip Axial Force 5.66 kip (comp) Axial Comp 159.73 kip Shear Force -8.09 kip Moment 64.80 kip-in Moment -40.21 kip-in Ratio 0. 64 15 Section Type LI2 Load Case No. 9 Member No. 69 Design Strength Joint No. 79 Axial Tension 84.36 kip Axial Force 51.81 kip (comp) Axial Comp 73.04 kip Shear Force -0.13 kip Moment 22.23 kip-in Moment -2.77 kip-in Ratio 0.82 Section Type LD1 Load Case No. 17 Member No. 26 Design Strength Joint No. 24 Axial Tension 19.89 kip Axial Force 3. 66 kip (comp) Axial Comp 5.76 kip Shear Force 0.01 kip Moment 3.16 kip-in Moment -0.09 kip-in Ratio 0. 66 Section Type LD2 Load Case No. 9 Member No. 87 Design Strength Joint No. 64 Axial Tension 19.89 kip Axial Force 3.71 kip (comp) Axial Comp 6.85 kip Shear Force 0.00 kip Moment 3.16 kip-in Moment -0.08 kip-in Ratio 0.56 Section Type LD3 Load Case No. 9 Member No. 85 Design Strength Joint No. 62 Axial Tension 19.89 kip Axial Force 5.37 kip (comp) Axial Comp 8.87 kip Shear Force -0.01 kip Moment 3.16 kip-in Moment -0.09 kip-in Ratio 0.63 Section Type LD4 Load Case No. 9 Member No. 84 Design Strength Joint No. 61 Axial Tension 19.89 kip Axial Force 6.58 kip (comp) Axial Comp 9.58 kip Shear Force -0.01 kip Moment 3.16 kip-in Moment -0.11 kip-in Ratio 0.72 Section Type LD5 16 Load Case No. 17 Member No. 24 Design Strength Joint No. 22 Axial Tension 39.78 kip Axial Force 9.15 kip (comp) Axial Comp 22.06 kip Shear Force -0.01 kip Moment 6.33 kip-in Moment 0.12 kip-in Ratio 0.43 Section Type RD1 Load Case No. 10 Member No. 208 Design Strength Joint No. 136 Axial Tension 19.89 kip Axial Force 4 . 81 kip (comp) Axial Comp 6.27 kip Shear Force 0. 00 kip Moment 3. 16 kip-in Moment 0.06 kip-in Ratio 0.78 Section Type RD2 Load Case No. 9 Member No. 261 Design Strength Joint No. 141 Axial Tension 19.89 kip Axial Force 6.26 kip (comp) Axial Comp 7.51 kip Shear Force -0.01 kip Moment 3.16 kip-in Moment 0.09 kip-in Ratio 0.86 Section Type RD3 Load Case No. 9 Member No. 265 Design Strength Joint No. 115 Axial Tension 39.78 kip Axial Force 11.86 kip (comp) Axial Comp 15.01 kip Shear Force 0.02 kip Moment 6.33 kip-in Moment 0.23 kip-in Ratio 0.82 Section Type RD4 Load Case No. 16 Member No. 201 Design Strength Joint No. 129 Axial Tension 39.78 kip Axial Force 5.10 kip (comp) Axial Comp 12.53 kip Shear Force 0.00 kip Moment 6.33 kip-in Moment 0.06 kip-in Ratio 0.42 Output File Filename = T420911 Directory = G:\str_data\TRUSS\T36\T420911.sum Analysis Performed 07/03/02 16:10:12 Title Data THE LAWN FARM 36-18 420911 Load ID 1 Load Tag DL Load ID 2 Load Tag SL Load ID 3 Load Tag SL2 Load ID 4 Load Tag WIP Load ID 5 Load Tag WIM Load ID 6 Load Tag C3 Load ID 7 Load Tag C3I1 Load ID 8 Load Tag C4I1 Load ID 9 Load Tag C3I2 Load ID 10 Load Tag C4I2 Load ID 11 Load Tag UC3 Load ID 12 Load Tag UC3I1 Load ID 13 Load Tag UC4I1 Load ID 14 Load Tag UC3I2 Load ID 15 Load Tag UC4I2 Load ID 16 Load Tag WIND1 Load ID 17 Load Tag WIND2 Note: Strength Ratio= Force/Design Strength Units Kips, Kip-in t=tension, c=comp Mem. Section Joint Load Axial t/c Shear Moment Str. No. No. No. Ratio 1 LO1 11 6 7.73 (c) 0.0 -0.18 0.23 2 LO1 12 17 11.56 (c) 0.0 0.45 0.36 3 LO1 12 17 17.72 (c) 0.0 -0.49 0.53 4 LO1 13 17 21. 98 (c) 0.0 -0.59 0.65 5 LO1 14 17 24.75 (c) 0.0 -0.65 0.73 6 LO1 15 17 26.39 (c) 0.0 -0. 67 0.78 7 LO1 16 17 27.12 (c) 0.0 -0. 68 0.80 8 LO1 17 17 27.06 (c) 0.0 -0.62 0.79 9 LO1 18 17 26. 63 (c) 0.0 -0.84 0.80 12 LI1 23 6 13.02 (c) 0.0 -0.65 0.12 13 LI1 24 6 18.36 (c) 0.0 -0. 94 0.30 14 LI1 25 6 22.72 (c) 0.0 -1.15 0.37 15 LI1 26 6 26.37 (c) 0.0 -1.27 0.42 16 LI1 27 6 29.45 (c) 0.0 -1.38 0.47 17 LIl 28 6 32.11 (c) 0.0 -1.35 0.51 18 LI1 29 6 34.41 (c) 0.0 -1.74 0.55 19 LI2 29 6 36.43 (c) 0.1 1.71 0.57 24 LD5 22 17 9.15 (c) 0.0 0.12 0.43 25 LD3 23 17 4.91 (c) 0.0 -0.09 0.58 26 LD1 24 17 3.66 (c) 0.0 -0.09 0. 66 27 LD1 25 17 2.62 (c) 0.0 -0.08 0.48 28 LD1 26 17 1.77 (c) 0.0 -0.06 0.32 29 LD1 27 17 1.03 (c) 0.0 -0.05 0.11 30 LD1 28 6 1. 95 (t) 0.0 0.05 0.06 31 LD1 29 7 2.05 (t) 0.0 0.02 0.06 18 32 LC1 30 17 30.65 (t) -0.1 2. 15 0.08 35 LD4 11 6 3. 90 (c) 0.0 0.09 0. 43 36 LD3 12 6 3.33 (c) 0.0 0.06 0.39 I 37 LD3 13 6 2.92 (c) 0.0 0.06 0.35 I 38 LD2 14 6 2.58 (c) 0.0 0.05 0.39 I 39 LD1 15 6 2.33 (c) 0. 0 0.05 0.42 40 LD1 16 6 2.13 (c) 0.0 0.05 0.38 41 LD1 17 7 2.14 (c) 0.0 0.04 0.38 I 42 LD1 30 7 2.27 (c) 0.0 -0.03 0.40 I 51 LOl 61 9 7. 90 (c) 0.0 0.27 0.24 I 52 LO1 62 10 9.05 (t) 0.0 0.46 0. 14 53 LO1 63 10 16.05 (t) 0.0 0.52 0.39 54 LO1 63 10 21.37 (t) 0.0 -0.59 0.50 I 55 LOl 64 9 25.58 (t) 0.0 -0.71 0. 60 56 LO1 65 9 29.69 (t) 0.0 -0.77 0.70 57 LO1 66 9 33.02 (t) 0.0 -0.84 0.77 58 LO1 68 9 35.62 (t) 0.0 0.91 0.83 59 LO1 68 9 37.66 (t) -0.1 -1.30 0. 91 62 LI1 73 9 17.10 (c) 0.0 1.23 0.29 63 LI1 74 9 26.12 (c) 0.0 1.74 0.44 64 LI1 75 9 33.17 (c) 0.0 2.05 0.55 I 65 LI1 76 9 38.75 (c) 0.0 2.19 0.63 I 66 LI1 77 9 43.18 (c) 0.0 2.31 0.70 I 67 Lil 77 9 46.73 (c) 0.0 -2.23 0.75 I 68 LI1 79 9 49.55 (c) 0.0 2.79 0.81 I 69 Li2 79 9 51.81 (c) -0. 1 -2.77 0.82 73 LD5 72 9 10.16 (t) 0.0 0.24 0.29 74 LD3 73 9 5.92 (t) 0.0 -0.07 0.32 75 LD1 74 9 4 . 91 (t) 0.0 -0.08 0.27 I 76 LD1 75 9 4.09 (t) 0.0 -0.08 0.23 I 77 LD1 76 9 3.45 (t) 0.0 -0.08 0.11 I 78 LD1 77 9 2.90 (t) 0.0 -0.08 0.10 79 LD1 78 9 2.38 (t) 0.0 -0.08 0.09 80 LD1 79 9 2.15 (t) 0.0 -0.04 0.07 I 81 LC1 80 9 44.65 (c) -0.1 3.29 0.14 I 84 LD4 61 9 6.58 (c) 0.0 -0.11 0.72 I 85 LD3 62 9 5.37 (c) 0.0 -0.09 0.63 I 86 LD3 63 9 4.47 (c) 0.0 -0.08 0.53 87 LD2 64 9 3.71 (c) 0.0 -0.08 0.56 88 LD1 65 9 3.11 (c) 0.0 -0.07 0.56 I 89 LD1 66 9 2.61 (c) 0.0 -0.06 0.47 I 90 LD1 67 9 2.08 (c) 0.0 -0.05 0.38 91 LD1 80 9 1.84 (c) 0.0 0.15 0.36 I 100 RT1 100 17 26.46 (c) -0.1 1.25 0.66 I 101 RT1 100 17 24.71 (c) 0.0 -1.38 0. 63 I 102 RT1 101 10 22.37 (c) -0.1 -1.74 0. 61 I 103 RT1 102 10 22.51 (c) -0.1 -1.79 0. 61 104 RT1 103 9 25.59 (c) -0.1 -2.02 0.70 105 RT1 104 9 28.67 (c) -0.1 -2.21 0.78 106 RT1 105 9 29. 64 (c) -0.1 -2.38 0.81 I 107 RT1 106 9 28.78 (c) -0.1 -2.52 0.80 I 108 RT1 107 9 25.91 (c) -0.1 -2.05 0.71 I 109 RT1 109 6 26.16 (c) 0.0 1.11 0. 65 I 110 RT1 109 6 26.27 (c) 0.0 -1.09 0. 65 111 RT1 111 11 24.60 (c) -0.1 1.40 0. 63 I 112 RT1 112 11 24.02 (c) 0.0 1.19 0.61 I 113 RT1 113 11 21.07 (c) 0.0 1.03 0.53 I 19 114 RT1 113 17 20.42 (t) 0.0 0.93 0.43 115 RT1 115 10 22.78 (t) 0.0 -1.24 0.49 116 RT1 116 9 25.59 (t) 0.2 -3.43 0. 69 117 RT1 116 9 38.28 (t) 0.1 1.66 0.80 130 RB1 129 6 25.30 (c) 0.0 -0.97 0. 62 131 RB1 129 17 24.88 (t) 0.0 -1.09 0.52 132 RB1 130 17 22.53 (t) 0.0 -0.64 0.45 133 RB1 131 10 21.72 (t) 0.0 -0.69 0.43 134 RB1 133 9 23.05 (t) 0.0 0.88 0.47 135 R31 134 9 25.65 (t) 0.0 1.03 0.53 136 RB1 134 9 26.43 (t) 0.0 -0.98 0.54 137 RB1 136 9 25.32 (t) 0.0 1.16 0.53 138 R31 136 6 22.41 (t) -0.1 -0.88 0.46 139 RB1 138 6 22.41 (t) -0.1 0.88 0.46 140 RB1 138 6 22.90 (t) 0.0 -0.88 0.47 141 RB1 140 11 22.31 (t) 0.0 0.90 0.46 142 RB1 140 11 21.94 (t) 0.0 -0.92 0.45 143 RB1 142 17 18.08 (c) 0.0 -0.59 0.43 144 RB1 143 17 20.92 (c) 0.0 -0.72 0.51 145 RB1 144 10 24.25 (c) 0.0 -0.65 0.57 146 RB1 145 10 29.54 (c) 0.0 -1.48 0.75 147 RB1 145 9 40.99 (c) 0.1 1.60 1.00 200 LX1 30 6 13.06 (c) 0.1 1.95 0.44 201 RD4 129 16 5.10 (c) 0.0 0.06 0.42 202 RD1 130 16 4.57 (c) 0.0 0.05 0.74 203 RD1 131 16 4.02 (c) 0.0 0.04 0. 65 204 RD1 103 16 3.45 (c) 0.0 0.03 0.56 205 RD1 133 17 3.53 (c) 0.0 0. 04 0.57 206 RD1 134 17 3.88 (c) 0.0 0.05 0. 63 207 RD1 135 17 4.21 (c) 0.0 0.04 0. 68 208 RD1 136 10 4.81 (c) 0.0 0.06 0.78 211 LX1 80 9 13.25 (c) -0.2 -3.44 0.58 212 RD4 116 9 13.08 (t) 0.0 -0.09 0.34 213 RD1 144 9 11.60 (t) 0.0 0.09 0. 61 214 RD1 143 9 10.11 (t) 0.0 0.06 0.53 215 RD1 142 9 8. 61 (t) 0.0 0.04 0.44 216 RD1 112 9 6.98 (t) 0.0 0.04 0.36 217 RD1 111 9 5.53 (t) 0.0 0.05 0.29 218 RD1 110 11 1.88 (c) 0.0 0.02 0.31 219 RD1 138 11 4.21 (c) 0.0 -0.07 0.69 240 PC1 108 9 13.25 (t) -0.1 -2.55 0.05 250 RD3 101 6 11.33 (c) 0.0 -0.28 0.79 251 RD3 130 6 9.70 (c) 0.0 -0.31 0.69 252 RD3 131 6 8.00 (c) 0.0 -0.24 0.57 253 RD3 132 6 6.51 (c) 0.0 -0.20 0.46 254 RD2 133 6 4.54 (c) 0.0 -0.08 0.63 255 RD2 134 11 3. 65 (c) 0.0 -0.08 0.51 256 RD2 135 11 3.53 (c) 0.0 -0.06 0.49 257 RD2 136 11 4.09 (c) 0.0 -0.04 0.56 258 RD2 138 17 5.03 (c) 0.0 0.03 0. 68 259 RD2 109 10 4.20 (c) 0.0 0.06 0.58 260 RD2 140 9 4.99 (c) 0.0 0.09 0.69 261 RD2 141 9 6.26 (c) 0.0 0.09 0.86 262 RD3 142 9 7.82 (c) 0.0 0.20 0.55 263 RD3 143 9 9.11 (c) 0.0 0.23 0.64 264 RD3 144 9 10.44 (c) 0.0 0.29 0.74 265 RD3 115 9 11.86 (c) 0.0 0.23 0.82 20 300 BP1 I 1 6 0.01 (t) 7. 9 -39.37 I 0. 61 I 301 BP1 I 1 6 3.38 (c) 7. 9 39.37 I 0. 62 I 302 BP1 I 2 9 0.21 (t) -8.1 40.21 1 0. 62 I 303 BP1 I 2 9 5. 66 (c) -8.1 -40.21 I 0.64 I 21 1 WinSTRUDL BY CAST/REV. V3.1 SER : 5f26 TIME : 07/03/02 16:09:29 I L I C E N S E E : Miracle Steel Corporatio I TITLE: THE LAWN FARM 36-18 420911 PAGE 1 I *********************** * RESULTS OF ANALYSIS * *********************** TYPE OF THE PROBLEM : PLANE FRAME RESTART STATUS : NONE GIVEN ACTIVE UNITS : KIPS INCHES DEGREES *** LOAD INDEX : 1 LOAD TAG : DL *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 0.23 2.22 0.00 2 -0.23 2.22 0.00 TOTAL 0.00 4.44 *** LOAD INDEX : 2 LOAD TAG : SL *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 1.94 8.20 0.00 2 -1.94 8.20 0.00 TOTAL 0.00 16.40 *** LOAD INDEX : 3 LOAD TAG : SL2 *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 1.22 2.41 0.00 2 -1.22 7.83 0.00 I WinSTRUDL BY CAST/REV. V3.1 SER : 5f26 TIME : 07/03/02 16:09:29 1 L I C E N S E E : Miracle Steel Corporatio 22 I TITLE: THE LAWN FARM 36-18 420911 PAGE 2 1 JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT TOTAL -0.00 10.24 *** LOAD INDEX : 4 LOAD TAG : WIP *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 -3.98 -4.74 0.00 2 -1.74 -1.66 0.00 TOTAL -5.72 -6.40 *** LOAD INDEX : 5 LOAD TAG : WIM *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 -4.20 -1.92 0.00 2 -3.10 0.28 0.00 TOTAL -7.30 -1.64 *** LOAD INDEX : 6 LOAD TAG : C3 *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 3.39 15.78 0.00 2 -3.39 15.78 0.00 1 WinSTRUDL BY CAST/REV. V3.1 SER : 5f26 TIME : 07/03/02 16:09:29 I I L I C E N S E E : Miracle Steel Corporatio I I TITLE: THE LAWN FARM 36-18 420911 PAGE 3 1 23 JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT TOTAL 0.00 31.57 *** LOAD INDEX : 7 LOAD TAG : C3I1 *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 0.21 11.91 0.00 2 -4.78 14.54 0.00 TOTAL -4.57 26.44 *** LOAD INDEX : 8 LOAD TAG : C4I1 *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 -3.92 0.56 0.00 2 -3.51 4.65 0.00 TOTAL -7.43 5.20 *** LOAD INDEX : 9 LOAD TAG : C312 *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 0.03 14.12 0.00 2 -5.86 16.14 0.00 I WinSTRUDL BY CAST/REV. V3.1 SER : 5f26 TIME : 07/03/02 16:09:29 1 I L I C E N S E E : Miracle Steel Corporatio 1 1 TITLE: THE LAWN FARM 36-18 420911 PAGE 4 1 JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 24 TOTAL -5.84 30.26 *** LOAD INDEX : 10 LOAD TAG : C412 *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 -4.20 4.19 0.00 2 -5.28 7.21 0.00 TOTAL -9.48 11.40 *** LOAD INDEX : 11 LOAD TAG : UC3 *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 2.23 6.54 0.00 2 -2.23 15.18 0.00 TOTAL -0.00 21.72 *** LOAD INDEX : 12 LOAD TAG : UC3I1 *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 -0.97 2.68 0.00 2 -3.61 13.91 0.00 0 1 WinSTRUDL BY CAST/REV. V3.1 SER : 5f26 TIME : 07/03/02 16:09:29 I I L I C E N S E E : Miracle Steel Corporatio I I TITLE: THE LAWN FARM 36-18 420911 PAGE 5 1 JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT TOTAL -4.57 16.59 *** LOAD INDEX : 13 LOAD TAG : UC4I1 *** 25 JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 -4.29 -2.33 0.00 2 -3.14 4.45 0.00 TOTAL -7.43 2.13 *** LOAD INDEX : 14 LOAD TAG : UC3I2 *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 -1.16 4.92 0.00 2 -4.68 15.49 0.00 TOTAL -5.84 20.40 *** LOAD INDEX : 15 LOAD TAG : UC4I2 *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 -4.58 1.32 0.00 2 -4.90 7.00 0.00 0 I WinSTRUDL BY CAST/REV. V3.1 SER : 5f26 TIME : 07/03/02 16:09:29 1 I L I C E N S E E : Miracle Steel Corporatio 1 I TITLE: THE LAWN FARM 36-18 420911 PAGE 6 1 JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT TOTAL -9.48 8.32 *** LOAD INDEX : 16 LOAD TAG : WIND1 *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / 26 NO. X FORCE Y FORCE Z MOMENT 1 -4.96 -4.17 0.00 2 -2.47 -0.16 0.00 TOTAL -7.43 -4.33 *** LOAD INDEX : 17 LOAD TAG : WIND2 *** JOINT REACTIONS AT SUPPORTS JOINT LD / GLOBAL REACTIONS / NO. X FORCE Y FORCE Z MOMENT 1 -5.24 -0.51 0.00 2 -4.24 2.38 0.00 TOTAL -9.48 1.87 27 08 THE LAWN FARM OA09 36-18 420911oil 10 8 11 , : 4 1912 1 .0 13 i4ige 0117.P I 14 � � 40. 15 I16 •I4410* 48 r '9 .7 '8 r : 1 . .6 '7 JOINT NUMBER 0.5 .4 •S r 11 .3 '44 r - .2 •3 r 1 .1 101 '2 r 0 !: 09 THE LAWN FARM ! �'' s 10 36-18 420911 !. 07iiiitC - 1- •'S9 • 11 • 40 .°60 12 ! : 0` 41 X61 13 • 0 _ 4 " 6'6 14 e ilit ,0 iitils: 4 -6 4• 15 44 64 16 !� •pp 01iiiit4jo., 4 ' '46 6 •11 17 ot‘ 11 _: 4 .9 Cr) 99 - • .8 '0 8 .8 0•Cil ' .7 •9• 7 9 MEMBER NUMBER :8•6 yr 6 .6 I •5-0 - .4Oh.3.2 4 2kti A'111 THE LAWN FARM - AVilio 'T1 36-18 420911 'D1'D :D1Bi D r el.D 'T1 'T1 r •D •D1 r •• 'B1 ' el'D . it 'T1 r 'D1•D r : 'B1 'D el 'Ti 'Dy�D1�D . : 'B1 .D - :1 'Ti ii;1110,T1 .D❑1 � "Dir : 'B1 'D - �1 'T1 .D 'D1 'B1 'D ❑1D� . .. • 'Bl� 04,n W ' I2 D ❑1 ❑1 lifoD I1 D ❑1 ❑1 I 111 I1 i ❑1D SECTI❑N TYPE Dl s Di Il i1Di2 ❑ 1 F2 ll lt❑1 fi 3 i1 ❑1 ri),3Il 33 11 ❑1 u4 I1 : 1 414 5 :::P1 B"P1 $ WinSTRUDL RunFile: T420911 $ RefFile: T420926 $ TITLE The Lawn Farm 36-18 420911 TYPE PLAN FRAME units kips inch degree $ Eave 18 $ Width 36 $ Leg width 20 $ Live load 40 $ Wind load 20 $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ $ Geometry Definition Block $ $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ JOINT COORDINATES $ Joint# Xcoo. Ycoo. (Zcoo. ) $ LEFT LEG TRUSS 1 5.0 0.0 SUPPORT 2 422.0 0.0 SUPPORT 10 0.0 0.0 11 0.0 19.0 12 0.0 43.0 13 0.0 67 .0 14 0.0 91.0 15 0.0 115.0 16 0.0 139. 0 17 0.0 163.0 18 0.0 187.0 19 0.0 210.5 22 10. 0 0.0 23 11.58 31.000 24 12.81 55.00 25 14.03 79.0 26 15.26 103.0 27 16.48 127.0 28 17.70 151.0 29 18. 93 175.0 30 20.00 196.0 60 427.0 0.0 61 427.0 19.0 62 427.0 43.0 63 427.0 67.0 64 427.0 91.0 65 427 .0 115.0 66 427 .0 139.0 67 427.0 163.0 68 427.0 187.0 69 427.0 210.50 72 417.0 0.0 73 415.42 31. 74 414.19 55. 31 75 412.97 79. 76 411.74 103. 77 410.52 127. 78 409.30 151. 79 408.07 175. 80 407.00 196. $ ROOF TRUSS 100 22.7500 218.0625 101 45.5625 225. 6875 102 68.3125 233.2500 103 91.0625 240.8750 104 114.0625 248.4375 105 136. 625 256.0625 106 159.3750 263. 6250 107 182.1250 271.1875 108 213.5000 281. 6875 109 244.8750 271.1875 110 267. 6250 263. 6250 111 290.3750 256.0625 112 312. 9375 248.4375 113 335.9375 240.875 114 358. 6875 233.2500 115 381.4375 225.6875 116 404.2500 218.0625 129 42.7500 203.6875 130 65.5625 211.250 131 88.3125 218.8750 132 111.0625 226.4375 133 133.8125 234.0625 134 156.6250 241. 6250 135 179.3750 249.1875 136 202.1250 256.8125 137 213.5000 260.5625 138 224.8750 256.8125 139 247. 6250 249.1875 140 270.3750 241.6250 141 293.1875 234.0625 142 315.9375 226.4375 143 338.6875 218.875 144 361.4375 211.2500 145 384.2500 203.6875 MEMBER INCIDENCE $ Member# Ijoint Jjoint $ Leg outside chord left 1-11 1 10 11 2 11 12 3 12 13 4 13 14 5 14 15 6 15 16 7 16 17 8 17 18 9 18 19 10 19 20 $ Leg inside chord left 12-21 32 12 22 23 13 23 24 14 24 25 15 25 26 16 26 27 17 27 28 18 28 29 19 29 30 20 30 31 $ Diagonals 23-44 24 11 22 25 12 23 26 13 24 27 14 25 28 15 26 29 16 27 30 17 28 31 18 29 32 19 30 33 20 31 35 11 23 36 12 24 37 13 25 38 14 26 39 15 27 40 16 28 41 17 29 42 18 30 43 19 31 $ Leg outside chord left 51-61 51 60 61 52 61 62 53 62 63 54 63 64 55 64 65 56 65 66 57 66 67 58 67 68 59 68 69 60 69 70 $ Leg inside chord left 62-71 62 72 73 63 73 74 64 74 75 65 75 76 66 76 77 67 77 78 68 78 79 69 79 80 70 80 81 $ Diagonals 72-93 33 73 61 72 74 62 73 75 63 74 76 64 75 77 65 76 78 66 77 79 67 78 80 68 79 81 69 80 82 70 81 84 61 73 85 62 74 86 63 75 87 64 76 88 65 77 89 66 78 90 67 79 91 68 80 92 69 81 $ Top chord roof truss 100-129 100 19 100 101 100 101 102 101 102 103 102 103 104 103 104 105 104 105 106 105 106 107 106 107 108 107 108 109 108 109 110 109 110 111 110 111 112 111 112 113 112 113 114 113 114 115 114 115 116 115 116 117 116 69 $ Bottom chord roof truss 130-142 130 30 129 131 129 130 132 130 131 133 131 132 134 132 133 135 133 134 136 134 135 137 135 136 138 136 137 139 137 138 140 138 139 141 139 140 142 140 141 143 141 142 144 142 143 145 143 144 34 146 144 145 147 145 80 $ Roof diagonals 200 30 100 201 100 129 202 101 130 203 102 131 204 103 132 205 104 133 206 105 134 207 106 135 208 107 136 211 80 116 212 116 145 213 115 144 214 114 143 215 113 142 216 112 141 217 111 140 218 110 139 219 109 138 $ Center roof truss-truss 240 108 137 250 101 129 251 102 130 252 103 131 253 104 132 254 105 133 255 106 134 256 107 135 257 108 136 258 108 138 259 109 139 260 110 140 261 111 141 262 112 142 263 113 143 264 114 144 265 115 145 300 10 1 301 1 22 302 60 2 303 2 72 JOINT RELEASE 1 2 MOMENT Z MEMBER RELEASE 1 12 51 62 100 130 109 139 START MOMENT Z 9 19 59 69 108 138 117 147 END MOMENT Z MEMBER PROPERTY $ SectionTag 'Properties. . ' 'Members. '$ 35 LI1 AX 1.87 IZ 0. 695 LI2 AX 1.87 IZ 0.695 LO1 AX 1.06 IZ 0.22 RT1 AX 1.24 IZ 0.36 RB1 AX 1.24 IZ 0.36 LD1 AX 0.44 IZ 0.0155 LD2 AX 0.44 IZ 0.0155 LD3 AX 0.44 IZ 0.0155 LD4 AX 0.44 IZ 0.0155 LD5 AX 0.88 IZ 0.031 BP1 AX 4.80 IZ 20.8 LX1 AX 1.60 IZ 0.6 PC1 AX 5.66 IZ 3.4 LC1 AX 5.66 IZ 3.4 RD1 AX 0.44 IZ 0.0155 RD2 AX 0.44 IZ 0.0155 RD3 AX .88 IZ 0.031 RD4 AX .88 IZ 0.031 $straight wall sections $ leg outside chord LO1 1 TO 10 LO1 51 TO 60 $ leg inside chord LI1 12 TO 18 LI1 62 TO 68 LI2 19 69 $ ROOF TOP CHORD RT1 100 TO 117 $ ROOF BOTTOM CHORD RB1 130 TO 147 $ DIAGONALS LEG BP1 300 301 302 303 LD1 26 TO 31 LD1 39 40 41 42 43 LC1 32 81 LD1 75 TO 80 LD1 88 89 90 91 92 LD2 38 87 LD3 36 85 25 74 37 86 LD4 35 84 LD5 24 73 $ ROOF DIAGONALS LX1 200 211 RD1 202 TO 210 RD1 213 TO 221 RD2 252 TO 261 RD3 250 265 251 264 252 263 262 253 RD4 201 212 PC1 240 36 $ MATERIAL PROPERTY $ MaterialTag 'properties. ' 'Members. . ' MATERIAL PROPERTY A529 MEMBER E 29000 DEN 0.0002836 CT 5e-06 G 12000 POI 0.3 UNIT Inch Kip A529 ALL units inch lbs P-DELTA ANALYSIS $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ $ Loading Definition Block $ $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ $ Load commands LOAD DL "Dead load" joint load 10 TO 19 FORCE Y -120.0 60 TO 69 FORCE Y -120.0 100 TO 116 FORCE Y -120.0 LOAD SL "LIVE load 40p" JOINT LOAD 100 TO 116 FORCE Y -911.0 19 FORCE Y -456.0 69 FORCE Y -456.0 LOAD SL2 "LIVE load 40p" JOINT LOAD 109 TO 116 FORCE Y -1138.0 108 FORCE Y -569.0 69 FORCE Y -569.0 LOAD WIP "WIND LOAD- CASE 1" JOINT LOAD 10 TO 18 FORCE X 384.0 19 FORCE X 124.0 FORCE Y 205.0 100 TO 107 FORCE X -137.0 FORCE Y 410.0 108 FORCE X -16. FORCE Y 365.0 109 TO 116 FORCE X 106.00 FORCE Y 319.0 60 TO 69 FORCE X 240.00 70 FORCE X 173.00 FORCE Y 160.0 LOAD WIM "WIND LOAD-CASE 2" JOINT LOAD 10 TO 18 FORCE X 384 .0 19 FORCE X 215.0 FORCE Y -69.0 100 TO 107 FORCE X 46.0 FORCE Y -137.0 108 FORCE X 76. FORCE Y 91. 109 TO 116 FORCE X 106. 0 FORCE Y 319.0 60 TO 68 FORCE X 240. 0 69 FORCE X 173.0 FORCE Y 160.00 37 LOAD COMBINATION C3 COMBINE DL 1.2 SL 1.6 LOAD COMBINATION C3I1 COMBINE DL 1.2 SL 1. 6 WIP 0.8 LOAD COMBINATION C4I1 COMBINE DL 1.2 SL 0.5 WIP 1.3 LOAD COMBINATION C3I2 COMBINE DL 1.2 SL 1. 6 WIM 0.8 LOAD COMBINATION C4I2 COMBINE DL 1.2 SL 0.5 WIM 1.3 LOAD COMBINATION UC3 COMBINE DL 1.2 SL2 1. 6 LOAD COMBINATION UC3I1 COMBINE DL 1.2 SL2 1. 6 WIP 0.8 LOAD COMBINATION UC4I1 COMBINE DL 1.2 SL2 0.5 WIP 1.3 LOAD COMBINATION UC3I2 COMBINE DL 1.2 SL2 1. 6 WIM 0.8 LOAD COMBINATION UC4I2 COMBINE DL 1.2 SL2 0.5 WIM 1.3 LOAD COMBINATION WIND1 COMBINE DL 0. 9 WIP 1.3 LOAD COMBINATION WIND2 COMBINE DL 0.9 WIM 1.3 $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ $ Result Reporting and Designing Block $ $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ units kips inches LIST PLOT DEVICE DXF OUTPUT DECIMAL 2 SELECT LOAD ALL $ LIST FORCES REACTIONS DISPLACEMENTS $ LIST REACTION ENVELOPE ALL LIST REACTION ALL $ LIST FORCE ALL $ LIST FORCE ENVELOPE ALL $ LIST DISPLACEMENT ENVELOPE ALL $ LIST FORCE ENVELOPE ALL FINISH 38 . . _ ME SERIES 1/2 through 1-1/2 HP Effluent Pumps ` POWER CORD DIMENSIONS Jacket sealed with corn- MOTOR HOUSING "".��_, cession fittings. Individual "70' P 9 • Cast iron for efficient `� wires potted with epoxy to heat transfer and —f 1 prevent wicking in case of corrosion resistance. k'N` cord damage. — 4(11:11i?)Mik. -"'I BEARINGS e ' 11111 ;rr "MPUpper and lower ball \_ 7/', support rotor. Take �����, :0 radial and thrust loads. ` / — �- ` ' MOTOR �l.' 1/2,3/4, 1 and 1-1/2 HP ' , % single or three phase. �/ ;(i1 ' l�("' I 60 Hz,3450 RPM. Single i�r�� 14 / phase PSC motors have iii 421411 / �Z •���:..r% built-in on winding °I1\( % overload protection,oil- ` / cooled and lubricated. • 1111 1 % HIGH EFFICIENCY CAST < 0 ,'�._ —rte IRON VOLUTE ° I 1-91981=911.998991 / �— Corrosion resistant. Passes r a>raf i/mum 0 .,� % �"" w—... ■'. '/,"spherical solids. 2'NPT �'�— 1 111 1:� % discharge. kr -t n "allkr � � \� ` 1 ;,r\� ,► —•� Inches(millimeters) Ct�\ , '. : ,�.�' / / Model Series A B C F -'� / ME5OS 16.8 4.09 1.03 12.13 •i,� ; ` ..�� (42� (104) (26) (308) ` ME50D 18.6 4.09 1.03 12.13 (472) (104) (26) (308) (/� 16.8 4.0 1.06 12.5 ME75S,ME100S,ME150S (427) (102) (27) (318) ENCLOSED TWO VANE VOLUTE/IMPELLER SEAL ME75D,MEl00D,ME150D 18.6 4.0 1.06 12.5 IMPELLER RING (472) (102) (27) (318) high efficiency. Passes Maintains high efficiency 3/4'spherical solids with and reduces recirculation. PERFORMANCE CURVE stainless steel wear ring. Replaceable. Optional bronze construc- CAPACITY LIMB ret mini tion available. ° 1O 100 150 200 25D 300 350 400 450 SHAFT SEAL(S) 100 il1R v =BT-4---'1„. —ii , Carbon and ceramic faces. 1>0 6zi, ,, �` �" _ ==l i'P Optional dual tandem y +_ r ��' % i1 iii r: ®- l 1 !pri,Oil seals. Extends motor life. B0 auw: - t •`-4f...:_., 24 .-,., , l s BNi'l7iM1a11c1i14l1W-04.1. /�ind —v6— ="_• SEAL LEAK PROBES ° Optional probes(dual seal only)detect water t0 %DEE ` leakage In seal housing. 0 r Ax -2E" Activates warning light. 0 10 20 30 40 50 e0 70 e0 90 100 110 120 130 ° CAPACITY eALL.GN6 PER MINUTE K3497 9/99 F.E.Myers,1101 Myers Parkway,Ashland,Ohio 44805-1969 Printed in U.S.A. Nilrers• 419/289-1144,FAX:419/289-6658,www.femyers.com Myers(Canada),269 Trillium Drive,Kitchener,Ontario N2G 4W5 ICA IiCidfar M... �.._._: ...-•-_^------ 519/748-5470,FAX 519/748.2553 MESERIES 1/2 through 1-1/2 HP Effluent Pumps ilk_eIt m •1 .. __ DURABLE MOTOR WILL DELIVER MANY YEARS OF RELIABLE SERVICE • Oil-filled motor for maximum heat dissipation and constant bearing lubrication. • High torque,permanent split capacitor(PSC), single phase motors. No starting switches or relays to wear out. • Optional seal leak probe warns of seal leak condition. (Dual seal motors only.) Helps prevent V costly-motor damage. • Motors have on winding current and temperature sensitive overload,(Single phase only) ! THE ME SERIES EFFLUENT PUMPS ARE DESIGNED FOR YEARS OF MAINTENANCE FREE OPERATION • Volute seal ring is replaceable. Restores pump to 9 M ers original performance if wear should occur. ` y • Motor is held in place by 4 screws. Easily re- moved if service is ever needed. x AS Double seal PRODUCT CAPAILITIES Capacities To 120 GPM 454 LPM Heads To 95 ft. 28.9 m Max Spherical Solids 3/4 in. 19 mm ® sp. Liquids Handling domestic effluent&drain water Intermittent Liquid Temp. up to 140°F I up to 60°C Motor Electrical Data 1/2 HE 115 volts,1 ph 1/2 to 1-1/2 HP 230 volts, 1 ph 208,230,460,575 volts,3 ph Single Seal oil-filled,permanent split capaci- tor type, 1 ph,3450 rpm,60 Hz Motor Insulation Class B(130°C) Third Party Approvals UL,CSA THE MYERS ME SERIES EFFLUENT PUMPS ARE Acceptable pH Range 6-9 DESIGNED SPECIFICALLY FOR TODAY'S EFFLUENT Specific Gravity .9-1.1 PRESSURE DISTRIBUTION MOUNDS, TRENCHES.AND viscosity 28-35 SSU HIGH FLOW DRAINAGE APPLICATIONS. The ME Series Discharge,NPT 2 in. 50.8 mm effluent pumps with their efficient two vane,enclosed Min.Sump Dia.Simplex 24 in. 61 cm impellers,provide the ideal performance for optimum Duplex 36 in. 91.4 cm dosing. ME Series pumps are constructed of only corrosion resistant materials like cast iron,stainless Construction Materials steel and thermoplastics to assure that they will per- Motor Housing.Volute cast iron,Class 30,ASTM A48-76 form for years to come in the harsh effluent environ- Enclosed'Iwo Vane ment and drainage applications. For more informa- Impeller Standard engineered thermoplastic lion,call your Myers distributor today or the Myers Optional bronze Ashland,Ohio sales office at 419/289-1144. Impeller wear Ring 304 SST Volute Sealing Ring Buna-N ADVANTAGES BY DESIGN Shaft 416 SST IDEAL FOR USE IN MOUND AND TRENCH PRESSURE rower Cord DISTRIBUTION SYSTEMS 1/2 HP 1 Ph 20 ft.16/3 SJOW/SJOW A • High efficiency two vane,enclosed impeller pro- 3/4-1-1/2 HP 1 Ph 20 ft.14/3 SJOW/SJOW-A Allvides ideal performance for most efficient dosing. all S Ph 20 ft. 14/4 carbon& WA • Impeller passes full 3/4 inch solids. Shaft Seals Standard single &ceramic • Enclosed impeller design eliminates possibility of Optional tandem carbon&ceramic Opt.Lower tungsten carbide lamming or corrosion between impeller and volute. Fasteners 300 Series SST WHERE INNOVATION MEETS TRADITION ISO 9001 Certified Worse, GENERAL SPECIFICATIONS PAGE INDEX REFERENCE 1 _o0. SITE WORK: L E S-7-E 14 c______ 0 1 S4VE8_SyEET THE SITE SHALL BE GRADED TO PROVIDE DRAINAGE AWAY FROM THE BUILDING. MAINTAIN THE GRADE LEVELS DEROYCE MONROE L(` AROUND THE BUILDING FLOOR PLAN. 02 � CONCRETE WORK LESTER PRAIRIE, MN 55354 w ELEV THE CONCRETE WORK SHALL CONSIST OF ALL PH:(320) 395-2531 FAX:FAX: 03 � o o N N-- NEC ESSARY PRECAST OR POUR-IN-PLACE CONCRETE AS 04 f19Q13_PL�lfi `- '�'* PER BUILDING PLANS AND SECTIONS. THE CONCRETE LESTER BUILDING SYSTEM S SHALL MEET A MINIMUM COMPRESSIVE STRENGTH OF 05 3000 PSI AT 28 DAYS. ALL CONCRETE SHALL BE ,G$OSS_SEGIIO 1 DESIGNED IN ACCORDANCE WITH ACI STANDARDS. -4- A A DIVISION OF BUTLER MANUFACTURING COMPANY O6 ,cgou_su,poya CM PRIMARY FRAMING COMPONENTS — CM TRUSSES- WOOD TRUSSES ARE SHOP/PUNT 0 7 - — y FABRICATED WITH CONNECTOR PLATES PER SPECIFICATIONS AND CONFORM WITH DESIGN CRITERIA -3 ESTABLISHED BY THE TRUSS PLATE INSTITUTE (TPI) AND OWNER: BRIAN KERBER ABBREVIATIONS AND SYMBOLS DETAIL IDENTIFICATION 08 DETAILS. h THE AMERICAN FOREST AND PAPER ASSOCIATION'S 740 ORCHARD PARK RD. ou oR QJ - - DUMETERNE O J AILS. NATIONAL DESIGN SPECIFICATION FOR WOOD (NDS). Q - DC_ DETAILS. w�o BUILDING USE: STORAGE SF OR - SQUARE FEET DRAWING LETTER 10 NLS. o u BUFFERS' RAFTER SIZES AND TYPE ARE SHOWN PER Z USER DEFINED BUILDING DRAWINGS. W CONSTRUCTION TYPE: VN __ COLUMNS' WOOD COLUMNS FOR ROOF, WALL ANDI BWc - - BUILDING 14 - - LINEAR FOOT I D DETAILS NONE 1 1 — FLOOR SUPPORT SHALL BE MULTI-PLY NAIL-LAMINATED BRG - - BEARING MO - - CONRETE OPENING PAGE NUMBER CC - CEMENT COATED RATED LUMBER #1 SOUTHERN YELLOW PINE OR BETTER. EACH PLY OF AREA: 2160 SQ. FT. BTM - - BOTTOM MSR - - MACHINE STRESS 1 arm.s.UPPER AND LOWER PORTIONS (IF REQUIRED) SHALL BE _ COL - - COLUMN NPH - - MILES PER HOUR EACH DETAIL HAS A FIVE DIGIT ALPHA-NUMERIC NAME. _ -_ FACTORY JOINED BY GLUED STRUCTURAL FINGER JOINTS CONC - - CONCRETE DC. - - ON CENTER THERE ARE TWO LETTERS AND A THREE DIGIT NUMBER. BEFORE COLUMN PLIES ARE NAILED TOGETHER. IF ROOF LIVE LOAD 40 PSF of - - DOUGLAS FIR OVHD - - OVERHEAD 13 _ PLACED IN GROUND, LOWER PORTION OF COLUMN FOR DCB - - DIAD. GABLE BRACE OVHc - - OVERHANG e 246 12 INCHES MINIMUM ABOVE GROUND SHALL BE N ROOF DEAD LOAD 5 PSF Q - - EXIT UGHT OPG - - OPENING 1 4- DETAILS FIRE EXTINGUISHER PB - POLE BARN NAIL GROUP DIVISION DETAIL NUMBER I PRESERVATIVE TREATED TO .6PCF RETENTION OF 0 5 PSF FUG - - FURN SHED BY OTHERS (RING SHANK) CHROMATED COPPER ARSENATE (CCA) TYPE C (OXIDE Q CEILING DEAD LOAD RO _ - ROUGH OPENING (NOT BY LESTER BLDG SYS) PSI - POUNDS PER SQUARE INCH THE FIRST LETTER DESIGNATES A BROAD SUBJECT GROUP. o j BASIS). SEE FLOOR PLAN AND CROSS SECTIONS FOR FON - - FOUNDATION PSF - - POUNDS PER SQUARE FOOT THE SECOND LETTER SHOWS A SUBDIVISION WITHIN THE GROUP. V CORRECT SIZES. FIN - - FINISH RS - - RING SHANK ( NAIL ) a I THE THREE DIGIT NUMBER INDICATES A SPECIFIC DETAIL - -- - w WOOD STUDS- ALL STUD FRAMING SHALL BE #2 GRADE Z WIND LOAD 80 MPH FL - - FLOOR(ING) SO _- - SQUARE _ — Yi MINIMUM, PRIMARY FRAMING IS FACTORY CUT TO FT - - FOOT OR FEET S'P - SOUTHERN YELLOW PINE WITHIN THE DIVISION. _ .1 — 3 w f!1 FTG - FOOTING TBG - - TONGUE AND GROOVE LENGTHS REQUIRED. STUDS MAY BE A SINGLE W EXPOSURE B FO - - FINISH OPENING TYP - - TYPICAL GROUP/ GROUP/ — IS 3 c x m PLY/DOUBLE PLY 2X4, 2X6, OR 2X8 MATERIAL. LOCATE 0 - FI FI O 3 F� — 00 D a _ 3000 PSF( SDMED) GA - GAUGE TRH) - - TREATED DIVISION SUBJECT OMSIO SUBJECT LSF��co T`�1--�� 7 L, STUDS AT 16", 24" OR 48 O.C. AS SHOWN ON SOIL BEARING GALV - - GALVANIZED UNO - - UNLESS NOTED OTHERWISE C BUILDING DRAWINGS. NOR - - HEADER VB - - VAPOR BARRIER A FLOOR PUN H BRACNG — L.�---A4,`r REFERENCES UBC 1997 INT - INTERMEDIATE woo - - WINDOW B WALL SECTIONS I EAVE TREATMENT(SIDES&ENDS) — -4- . - SECONDARY FRAMING L INS - - INSULATION W/ - - WITH C ELEVATIONS .1 BoOF FMISH 111 -� m Id C WOOD FRAMING- ALL WOOD FRAMING SHALL BE q2 LB(S) - - POUNDS W/O - - WITH OUT D ENGINEERING INFORMATION K WALK DOORS AND WNDOWS E FOUNDATIONS L SLIDING AND OVERHEAD DOORS 0 L7 G� s -- GRADE MINIMUM. THE SPECIES WILL VARY PER F(A-E) WALL STRUCTURAL FRAMING M EXTERIOR WALL Z LU —Q-1 U e d AVAILABILITY AND PLANT LOCATION. THE SPECIES MAY FN STRUCTURAL HEADERS N INTERIOR FINISH d UJ Cn FA" _ p F(J-N) WNL OPENING FRAYING 0 ACCESSORIES — z '-' -=.-�-^V Q BE #2 MC-19 DOUG FIR LARCH UNLESS SPECIFICALLY Q IMPORTANT SAFETY INFORMATION G TRUSS PROOF SUPPORT)AMING ['C Z ► w -- NOTED OTHERWISE ON BUILDING DRAWINGS. q - Y HEADERS- HEADER SIZES AND TYPE ARE SHOWN PER ALL DETAILS ARE ARRANGED IN ALPHABETICAL AND NUMERIC ORDER — 0 1 � 1 « - NC 1 BUILDING DRAWINGS. ACCOMPANYING THIS BUILDING AND THESE ERECTION DRAWINGS IS THE LESTER ERECTION SAFETY INFORMATION PACKET.DIRECTIONS ON THE PACKET ENVLOPE WITHIN THE STRUCTURAL & NON STRUCTURAL DETAIL SETS. — FS. t P) .0 ro ZS UI 1J a PANELS OUTLINE SPECIFIC STEPS THAT MUST BE TAKEN BEFORE BUILDING ERECTION BEGINS. NO PAGE NUMBER IS GIVENIII �y�I +�IJ- `� OJ ROOF AND WALL PANELS: METAL ROOF AND WALL THE ERECTION SAFETY INSTRUCTIONS (INCLUDED IN THE PACKET) PROVIDE DETAILED INFORMATION AND INSTRUCTIONS TO ASSIST IN SAFE BUILDING ERECTION. (• ^) c. y L PANELS. IF SHOWN ON DRAWING. SHALL BE LESTER SYMBOL DESIGNATION — i c 1- M 29 GA. (NOMINAL) UNI-RIB. THE PRIMARY RIBS ARE COPIES OF THE FOLLOWING WARRANT LABELS ARE ALSO INCLUDED IN THE ERECTION SAFETY INFOfLMATION PACKET AHD ON THE ROOF PANELS AND WOOD BUNDLES: — ^▪ to. ) 0 y;w k ' 1 THE FOLLOWING SYMBOL DESIGNATIONS INDICATE$ THE SLA .��._ n_� (/L_ — W Z O Z L1 7/8" HIGH SPACED 12" O.C. WITH A 36" WIDE PANEL. DETAIL TO REFER TO FOR ADDITIONAL INFORMATION. ' _ � THERE ARE 3 LOW RIBS BETWEEN THE PRIMARY RIBS — ~ LD O U AT 3" O.C. FOR ADDITIONAL STIFFENING. THE UNI-RIB \ J, /WARNING /\WARNING - � � � ��� `�'� - � �"� PANEL IS MANUFACTURED TO ANSI/ASTM SPECS, WITH AN CUSTOM DETAIL GA—A T' 7 IP • c.-i (_-. s — YOU MAY FALL FRO'1 ROOF @r Eli +1 .7F,"IT 80,000 PSI MIN. YIELD POINT AND 82,000 PSI MIN. PURLINS, GIRTS AND BE KILLED OR SERIOUSLY ▪ Q > 0� TENSILE STRENGTH. SEE BUILDING DRAWINGS AND/OR AND BRACING INJURED. — ORDER FORM FOR SPECIFIC TYPE OF FINISH REQUIRED. -Eg :1 N1 4 .V....Z •��� NM STRUCTURAL DETAIL GA310 — U ~ ,I0 I INER PANEL: LINER PANEL. FOR INTERIOR USE ONLY. row.Don u+n1lc WXI 10 FAA W[n rweu Aa WOK IF SHOWN ON DRAWINGS, SHALL BE LESTER 30 GA. D1O'E.UmO.w.UInTMM.. It '."""'�'"' (NOMINAL) UNI-RIB, THE PRIMARY RIBS ARE 7/8" HIGH 4345 — ,•_ C=7 ell m(� N SPACED 12" O.C. WITH A 36" WIDE PANEL. THERE ARE ii — ` m YW rAIIu C.1 IOUArL NON-STRUCTURAL DETAIL --(GA310 3 LOW RIBS BETWEEN THE PRIMARY RIBS AT 3" O.C. � � OD NM IRVIN�'^� N �j a~ g�F FOR ADDITIONAL STIFFENING. THE UNI-RIB PANEL IS o,v ""e".00. ` 1 / Z ¢mn vp ma me. — W O•_ MANUFACTURED TO ANSI/ASTM SPECS, WITH AN 80,000 •.w muST WX ON.000 MAIM vs �/ w �a III. a'NlJ PSI MIN. YIELD POINT AND 82,000 PSI MIN. TENSILE Ma MIMI 11001 H'MUSS OI ABI . LOOSE MOMS Mr as OUT — — O Q x STRENGTH. SEE BUILDING DRAWINGS FOR SPECIFIC r«C OM FALr.OMCBo.. ^O1A0O1 0 - 4['«s1BY�cna iMMr- !ws•,,•m,•�,•IMO Z Q' LOCATION(S) REQUIRED • -- — w Z a U EN m OIHEB Wood Member Warning Roof Panel Warning W METAL CONNECTORS- ALL LIGHT GAUGE METAL i ce NOTE: ll1�L,. CONNECTORS ARE GALVANIZED STEEL TO MEET OR k� O.7 J EXCEED REQUIRED DESIGN STANDARDS. THESE WARNINGS AND SAFETY INSTRUCTIONS ARE NOT INTENDED TO BE COMPLETE AND COMPREHENSIVE SAFETY INSTRUCTIONS!'HD MAY VARY FROM APPLICABLE I HEREBY CERTIFY THAT THIS PLAN, WOOD: ALL NON PRESERVATIVE TREATED WOOD SHALL LAWS AND REGULATIONS.ALL LOCAL, STATE,AND OSHA SAFETY REGULATIONS MUST BE FOLLOWED AT ALL TIMES. THE ERECTION CONTRACTOR HAS ULTIMATE REVISIONS RESPONSIBIUTY FOR WORKER SAFETY AND MUST COMPLY WITH ALL APPLICABLE SAFETY REGULATIONS. SPECIFICATION, OR REPORT WAS PREPARED BE PLACED A MINIMUM OF 6 INCHES ABOVE FINISHED GRADE UNLESS SPECIFICALLY SHOWN HIGHER ON CROSS IMPORTANT NOTICE TO BUILDERS... SWM. PAGE DATE DESCRIPTION BY BY ME OR UNDER MY DIRECT SUPERVISION o sECTIDN(s). DIAPHRAGM DESIGN AND THAT I AM A DULY LICENSED W W DRAWINGSASTENGRS: ALL FASTENERS SHALL BE PER BUILDING PROFESSIONAL ENGINEER UNDER THE LAWS 5 in 2.... AND DETAILS. INFORMATION MEMBERS WITH IDENTIGL LENGTTTS IAAY HAVE DIFFEREM ENO USES AND OF THE STATE OF MINNESOTA. NOTES THE BUILDING IS DESIGNED USING THE ROOF ASA MAT BE OF DIFFERENT SPECIES. i W n SEE BUILDING DRAWINGS FOR OTHER SPECIFIC MATERIALS REQUIRED FOR SPECIFIC JOB THAT MAY NOT DIAPHRAGM (DEEP THIN BEAM) TO TRANSFER SIDEWALL o BE INDICATED WITHIN THIS SECTION. ENDWALL, AND ROOF LOADS TO THE SHEAR WALLS WHICH TO HELP INSURE THE CORRECT LENGTH AND SPECIES OF LUMBER IS USED JOHN DIERAUER N ^ THEN CARRY THE LOADS TO THE FOUNDATION. STEEL PANELS IN ITS INTENDED APPLICATION A COLOR CODE SYSIEM HAS BEEN ESTABLISHED. U ARE AN INTEGRAL PART OF THE BUILDING STRUCTURE AND THIS APPLIES TO FACTORY CUT PURLINS-ARTS ANY FUTURE FIELD MODIFICATIONS OF LESTER STEEL PANELS BOTTOM CHOBD9RACE5 AND EAVE HAILERS oNIYI - MAY BE DETRIMENTAL TO THE BUILDING'S STRUCTURAL PERFORMANCE. BUILDING DESIGN IS BASED ON THE NUMBER, sl. OA SIZE AND LOCATION OF OPENINGS ON THE DRAWINGS. ALL RED GIRTS WILL RAVE THE ENDS PAINTED BED CO LESTERS ASSUMES NO RESPONSIBILITY FOR THE STRUCTURAL ` -.. INTEGRITY OF THE BUILDING IF ADDITIONAL OPENINGS, NOT BLACK SHOWN ON THE DRAWINGS OR CHANGES IN LOCATION OR ALL ROOF PURUNS WILL HAVE THE ENDS PAINTED M.AQS 4. 10-' 001 0 � r'y SIZE OF OPENINGS ARE UNDERTAKEN WITHOUT WRITTEN BROWN DATE LICENSE /1442'• J PERMISSION FROM A LESTER REPRESENTATIVE. ALL BOTTOM CHORD BRACES WILL NAVE THE ENDS PANTED PBQIty L,�� 1 i. BLUE JOHN DIERAUER MINNESOTA ENG $TAMP `P4 V co ..`' ALL EAVE NAlERS WILL HAVE THE ENDS PANTED JUL DAD 06 FULL I 4.j I N. O W 12 I ti0 '�� _ 4 I CO at r ® o IdI. Lf) VNI-RIB WALL STEEL MF044 4 9 N ia 12 1 I I I I i i 11 1 r 1 I 11 11 vV I ao Il � � � � iiii II I 1 tra w [l' LESTER GUTTE' 1I ESTER GUTTER -) L' 1 I I 11 E g I I I I = 1 I 1 I 1 1 11 11 1 1 ( I I I I I 10'-0"x10'-0" 14'-0"x14'-O" • OVERHEAD - OVERHEAD • =IR nnoR 1 2 , AA AA AA AA AA p& a� j II 11 II II II II 11 11 II II 7% x w II II II II 11 11 II II 11 II a tO lilt 1111 1111 1111 1111aXM I„ I I I„ 1,1 1 I i I I'i , :.13 0 E2 ELEVATION SCALE: 1/8-1 'jb 0 ce 12 . W co Y 4 ✓ WaM UNI—R18 MALL STEEL Wtr 0 y MF044 Yc 12 I i 1 1 1 1 ` °; Zop 'I _ 1 IP I- y ' ' m'a`0 1� t 6 VII � ' 1 1 I I I I 1 1 1 11 1 1 I 1 I I".I'm] I I I I I 11 II II 1 LESTER GUTTER 1 I Pi LESTER GUTTER 2 I z I LESTER DOWNSPOUT 1 x••w I 1 I II I LESTER DOWNSPOUT 6<Q I 11 I I 1 1 1 1 1 °- I I I 1 1 1 1 4020 WINDOW 1 I I I I I 1 LESTER DOWNSPOUT di wi c (V ix '� W II o-J OVERHEAD toEI t I I 11 I I I HEREBY CERTIFY THAT THIS PLAN, lOOR 11 I 1 SPECIFICATION, OR REPORT WAS PREPARED I I BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED AA AA AA AA AA AA PROFESSIONAL ENGINEER UNDER THE LAWS 1 N 1 1111 II 11 IIII I111 1111 II 11 OF THE STATE OF MINNESOTA. to I I 11 tilt I I I I II II till tilt 11 II ''; � 1111 1111 1111 1111 1111 1111 i o n i 1"1 IIII I� L1 JOHN DIERAUER a 0 n A .. _ . E 1 ELEVATIO0N ,, SCALE: 1/8-1 Z ;0., . DATE °$ - t O-7.O0 1 LICENSE #14426 153 .'101 j a AH 1 12157 36 VATIO4SUNI—1 GAMBRELPRE DA006 JOHN DIERAUER MINNESOTA ENC STAMP 1�4 o '9A III II lI II fI �I I I II RIDGE VENT I /-10A0501 I I o 1 7.1 1ots I J 1 fi IUN-RIB ROOF STEEL 1 1 1 I I 1 1 1 1 ;; `r I JF044 I I I I ii ii ii ii ii I r — M. N • 1 1 1 1 1 1 I I 1 1 I I I I I I I 1 11 I I I I I I I I I I 11 1 1 0 R II II II I Ii it 11 11 11 HH II II II II II I ,_ I I I I I I I I 1 1 I I I I I I I NI-RIBST I I I I I I 1 1 I I II II I I co • I I I I I I I I I I 1 1 I I I I I I JF044 I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 ui W O I; ' I, ' ESTER GUTTER g g LESTER DOWNSPOUT I I 1 I ' t I I II I I 11 I I I I I I I I I I I I I I I I I I I I I I I , 1 I I I II 1 I 1 I II I I I I 1 1 1 UNI-RIB WALL STEEL 11 I I I I I I I I 1 1 I I I I I LESTER DOWNSPOUT 11 1 I I I I I I I I MF044 1 1 1 1 11111II 11 1 1 I I 1 1 I I I I I I I- I I I I i I I I I I I I I 11 I I 11 I I I I I 1 1 11 I I I I I I 1 1 I I 11 I I 11 I I 1 1 I I I I I I I I I I I I I I 1 GRADE iiiiIiiiiiiiiiiiiilIiiiiii II 1. 11 II II II64 , II IIII II li oler, AA AA AA AA AA AA AA 1111 till II 11 nit nil tilt lilt Q lilt 11 11 till /III 1111 1111 1111 . no 1111 1 fi liiii liiii 1111 1111 liiii 1111 [� o l_J LJ Li L_J EtL_______ 6" X 24" 0 POURED SIDEWALL FIGS. (IYP.) CD SW 1 ELEVATION & SCALE: 1/8.1 W aa.n (3) 10' RIDGE VENT o:o 4 FlOA0501 Y 1 z 11 wz alx I I III 11 I l l l l i l I I I,I !N!RA9 RDOF(STEE 1' l f I I111 II I I 1 f L 11 f f y m n O 1 I (JF044) I I I I I I I I I I I I I I 11 I I I I I I I 11 I I I I I I I I 1 1 I I 1 1 I I I I 1 1 I I 11 I I I I I I I I I I I I I 11 I I I Iin I I 1 I ' ' ' iu ' 1 1 I II I LINT-RIB ROOF STEEL I I I I I I I I11 11 11 ainul I I 1 1 I I I I II II 1 1 1 1 II JF044I I I I I 1 1 ii ii ii ii I I ? I I I I 1 1 I I I I 11 I I 1 1 I I I I I I I I I I I IIII I I I I p U) I I 1111 II _ Il1111111111l1111IIIIIIIIIII _ civ0<_ o� 1 1 1 1 1 1 1 I I I I III I I LESTER GUTTER U N g LESTER DOWNSPOUT KEr 8 8 vt I I I II I I I I UNI-RIB WALL STEEL I I I I I I I I I I I I I I I I I H ' 1 1 I I I I I I I I I I I I 1 1 MF044 11 1 I HEREBY CERTIFY THAT THIS PLAN, 1 1 1 I 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 I SPECIFICATION, OR REPORT WAS PREPARED —� I I I I I I I I I I I solo I I I 11 I I 4ozo 11 I I I I I I BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED W i� I I WINDOW 1 WINDOW I I I I 11 WINDOW 1 1 1 1 1 1 1 1 1 1 PROFESSIONAL ENGINEER UNDER THE LAWS 1 N i 1 1 1 I 1 1 I I I I OF THE STATE OF MINNESOTA. �► I I I I I I I I I I I 1 1 1 I I I I I I I I 1 I 1 1 I & rg g GRADE �,�,, I I I1111111_ _ 11 l I _ II 1 1 I- l l l 1111 JOHN DIERAUER n N. I 36X80I . AA WALK DOOR AA" t,AlAA I I „ , AA AA AA AA 11 II 11 11 11 II 1111 11 II 11 11 /III 1111 II II I111 1111 II II 1111 11 I I /� ` (111L1�1 �1111L111�1 X�1.1L1L�11 �11.1L111� 11111 {111111 X111 I N I_J L_J LJ LJ ill I I 1 °a Z SW 2 ELEVATION DATE O g -i 0 -2 00% LICENSE #14A.2.5 o a SCALE: 1/8.1 v 07 `C Al 2 `J7 3iXV60%ISUNI-1 GAMBREL PRE DAD 06 '�HN MINNESOTADIERAUER ENC STAMP LL R0, =m r,' I N 0 6 O I CO a r---- 0 O WLn 60'-0" 1-'- Di I- CV ® a o o 4 10'-0" IO'-o- 10'-O" 10'-0 10'-0" 10'-0" �1 e S- f:,r" N N - I____ ___I t L -1 t 1 L. -I E W 20' 20' 20 20' 20' n 20 2X4 CORNER 4020 WINDOW 4020 WINDOW 4020 WINDO V21 ILII BRACING (TYP.) '" -12" OVERHANG KB432 -•...• z g O1 1 I�I� 1 N II 3680 WALK DOOR a 4 I HA528 KC432 .I yp II qp JI , \ ,I a OZ n " " 12" OVERHANG ,� \ , \ / \ 2 - PLY 2X6 r �I 10'X 10' \` IN LENGTHSCAL STIFFENER I FENEROTED.,/' I o OVERHEAD \ o ,/DOOR ` HB660 / , \ // 0 i / `\ (3) 10' RIDGE VENT— ` , z Z , •\ `\ / W N O 7 // `� OA050 B -16 - DGB -16' -y 0 H. HEA — _ �i 0. 111111 ------ SII Ih. OVERHEAD W r ti a 6.1 30' IX / DOOR \ '- N Y a X a) r 1 RIDGE LINE r ---1 ---�-_ ---1 ` Z BUILDING COLORS P ^' ROOF METAL— FG CUPOLA BASE — -- E 1 0, :7 . — L L ---J L---�-�., J n SIDEWALL CR GUTTER — SW • ENDWALL CR DOWNSPOUT— BW COLUMN: ENDWALL I // \\ GABLES CR SLOG DR. PANEL- -- F/J FE6666 UNI-1 V d32 N BASE SW SLDG DR. VERT.- -- '� ® DGB -16' CORNER BW SL. DD JAMB T— O DGB -16' INSET 1 1/2" R-------'-�30 CAVE/FASCIA BW SLD. DR TRACK— - LENGTH: NOTED \\ // n GABLE/RAKE — BW OVHD OR TRIM— BW NC / • SOFFIT BW WALK DOOR— BW �n / `\ / " V ACCENT OAT WALK DOOR TRIM- BW f1 pj / \ / ? ACCENT PAtL— - WINDOW BW m HELD LOCATE ALL ` // w �' GABLE ACCENT— -- WINDOW TRIM— BW (C O uN 11 WINDOWS ANO ` O a. GABLE LOUVER— -- VENT DOOR— -- Y 1 Z ' m DOORS 10'X 10' 1 * INS-WL BATTN — -- DUTCH DR.FRAME- -- COLUMN: SIDEWALL O)tERHEAD o w 1 RIDGE CAP FG DUTCH DR.MISERT- -- J • DOOR♦ = o RIDGE VENT SHINGLES O O F/J TS6886 UNI-1 / CUPOLA ROOF— -- - " LENGTH: 20' /_ �• _ Z CUPOLA BODY— -- BMANSARD ORFS— -- N A d n 1 �+8= �-- - I (TYPICAL) // L4L` B WHT 000 BONE WHITE C BLK 006 CHARCOAL (TRIM) `�' IDNO /18' I I I I , C RED 001 COLONIAL RED F CRN 009 FOREST GREEN S TAN 002 SAHARA TAN CLAY 010 CLAY Y C BRZ 003 CLASSIC BRONZE V BUR 011 VINTAGE BURG': S 11 of 1 1 N 1 I 2-116%I • n W SND 004 WHITE SAND CLAM GALVALUME "r .11 io 0 BLU 005 QUARRY BLUE GALVZ GALVANIZED ul — — 12" OVERHANG I S SLV 006 SATIN SILVER W TLP WHITE TRANSLUCENT F ANEL l0 ,-.3' 120' 190' -E120", 20' 20� :.1 S CRY 007 SLATE GRAY C TLP CLEAR TRANSLUCENT PANEL u'ti L� 1 -� FASTENERS FORELESTEERPRODUCT W 0 (z COLUMN: CORNER \ - FASTENER TYPE: IWALLROOFIWALI.S INTERCEILINC SHUTTERS AND NON 0(I) F/J FC666 UNI-1 INSET 1 1/2" BOTH WAS UNI-RIB STEEL MAY BE 0<- COLUMN: OVHD DOOR STANDARD NNLS: ❑ ❑ ❑ ❑ DESIGNATED BY VLNLOR O<- /// LENGTH: 20' <> 1 `\ F/J 1E666 UNI-) PASLODE GUN NAILS:❑ ❑ 0 0 u Z (TYPICAL) \ INSET 1 1/2" ` I LENGTH: VARIES GALVANIZED SCREWS:❑ ❑ ❑ ❑ i�N COLORED SCREWS: ❑% 0 0 0 m i;N 60-0" --- 4 y Iw^W �PI • I( 0.-J L.....7.9 I HEREBY CERTIFY THAT THIS PLAN, \ SPECIFICATION, OR REPORT WAS PREPARED 60'-0" BY ME OR UNDER MY DIRECT SUPERVISION FLOOR PLAN AND THAT I AM A DULY LICENSED el "' „ GENERAL NOTES al SCALE: 1/6.1 s9, PROFESSIONAL ENGINEER UNDER THE LAWS 2 n 1. 12" OVERHANG ON BOTH SIDEWALLS AND 7/ AA b OF THE STATE OF MINNESOTA. .21ut a ON ENDWALL 02. 2. "T" WALL GIRTS ON ENDWALL /2 AND -'-76`,. n a o BYPASS WALL GIRTS ON ALL OTHER WALLS. JOHN DIERAUER n 3. FOOTINGS ON SIDEWALLS SHALL BE 8" X 24" 0 POURED (TIP.). 4. FOOTINGS ON ENDWALLS SHALL BE 8" X 18" 0 BASIC BUILDING SIZE POURED (TYP.) DIMENSIONS ARE BASED ON LAYOUT OF IAASONLINE PERIMETER lc, n (NOT TO SCALE!) Q o Z Ti" DA °Es— ‘0 - 2 00\ LICENSE #14426 of iv 5 a. AP 1 12157 FLOOR%14WUNI-1 GAMBREL P4 RE DA006 JOHN DIERAUER MINNESOTA ENG STAMP I ?"a i, ._ 1 Orn r: W Ia 12" ENDWALL OVERHANG NO ENDWALL OVERHANG 1G246it' g u IG460 / F :. MF724 / o q . 36' WIDE DROP GABLE m in 36' WIDE DROP GABLE TRUSS AT ENDWALL N TRUSS AT ENDWALL t1 W l O FLUSH ENDWALL COLUMN FLUSH ENDWALL COLUMN FOR GABLE END TRUSS y FOR GABLE END TRUSS IFF3251 FF325u /..../(... I 1 • f I I 6 g Itic c r r ' U aJ w 0 IXo 40 CD '44N R `° FE6666 WALL COLUMN _ FE6666 WALL COLUMN 20' LONG tm 20' LONG E �! A' .... N UNI-RIB PANEL UNI-RIB PANEL , ci MF044 e: a MF044 F 0 Y i N t. �' ran W O Kim g x • 3 .0 N a a CC 7/16" OSB SHEATHING THIS ENDWALL x z 0 Z FOR WIND BRACING ,:, MS N "... C � r 6-ROWS 2X4-116 7/16 - 6-ROWS 2X6-116 7/16 • 14, �2 SYP SIDEWAIL GIRTS �'f /2 SVP SIDEWALL � M n y N N 7 La 0 /190 METAL BOTTOM CLOSURE 0 LA W #190 METAL BOTTOM CLOSURE PLACED AT FOUNDATION UNE Z PLACED AT FOUNDATION UNE b z 2X8 CCA TREATED a 2X8 CCA TREATED N w 2 •0iilI C_Ny1.1I . MF113 5 o MF113 I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPAREC < Yc BY ME OR UNDER MY DIRECT SUPERVISION r AND THAT I AM A DULY LICENSED ta li PROFESSIONAL ENGINEER UNDER THE LAWS 4 i OF THE STATE OF MINNESOTA. to 3 4 JOHN DIERAUER ' F, 4-4 0 ENDWALL SECTION 0ENDWALL SECTION SCALE: 1/4 1 SCALE: I/4 1 t (N.o 07 -()61 -- i' Z i DATCHS "�O "..2"4":" LICENSE #14426 W o �.I -.l 5 a1 i ID < CROSS SECTION 36' WIDE 8 JOHN DIERAUER MINNESOTA ENG STAMP T Jrak 4. BC 1 12157 SCISSOR TRUSS GAMBR6L 1/1� RO DA006 FULL ZO O }W(0 METAL RIDGE CAP of ,,0 t, WITH OUTSIDE RUBBER RT-20 RAFTER TIE JF705 CLOSURE ROOF CHORD TESco GL r GA442 2X4/2X6 X 116 1/2" SYP 0 1 Lf) 9" RIDGE NAILER IN GALV. `- GB334 12 UNI-LOCK HANGER. W '� GA432 a cV •• IN,CALV. POCKIETS NS 4 '2 71 �' O AT HIP LOCATION 38" X 164" UNI-RIB 1 3� N /:� ROOF PANEL a co N 31 / U) p.l q RT-20 RAFTER TIE 4 Alp�/q9 ��, � !;1 ROOF CHORD TIES w G 1 r, GA442 /'/; X730 HIP TRIM ?, ry /a. GB343 o U E 12 18 �� ry \, 38' X 110" UNI-RIB ;� ROOF PANEL a JF044 4 � : i 2X6-116 1/2" SYP 2%4-116 1/2" 02 SYP a �� 6. g �// ROOF PURLIN BOTTOM CHORD BRACES a '�� �� IN GALV. HANGERS. �� GA382 AT JOINT LOCATIONS AS SHOWN m I X W FRAMING DIFFERENT IN GALV. HANGERS. BRACES �u (08,c m WITH GUTTERliftel 6 TO RUN STRAIGGA535TENDWALLS. \1 g x 2 GB217 ri 12 GUTTER THIS SIDE ONLY 8'-0" UNI-RIB PANEL I MF044 0 TS6886 WALL COLUMN 4 20' LONG 1:15 NN 6-ROWS 2X6 0 24" O.C. tr�d N ii _ /2 SW SIDEWALL GIRTS W a co 0 UNI-RIB PANEL I \�,/r/ w CI in MF044 V17 N N g Z O 2 i . 300 • u mno v . N f N N I 4 v U) n Y N NN U) N 2 6-ROWS 2%6-116 7/16" /2 SYP SIDEWALL GIRTS 0 O s 0V) �''''''',-i- !... 2 N N 2 a/ oi usa N ¢ p190 METAL BOTTOM CLOSURE TOP OF CONCRETE 2X8 CCA TRIO SILL 6 0- PLACED AT FOUNDATION LINEPLATE WITH SEALER vi w�W CO N N O—J 2X8 CCA TREATED N SILL PLATE ON FDN. —1' I HEREBY CERTIFY THAT THIS PLAN, PLACE SEALER STRIP - SPECIFICATION, OR REPORT WAS PREPARED 1 e FON. NI N " a " N - _ BY ME OR UNDER MY DIRECT SUPERVISION MF132 AND THAT I AM A DULY LICENSED '" SIDEWALL SECTION ALLFOUCO"TIONSEDFLSIGN D ANDSPROFESSIONAL ENGINEER UNDER THE LAWS I 03 SCALE: 1/4-1 FURNISHED BY OTHERS. OF THE STATE OF MINNESOTA. rc W n JOHN DIERAUER 1 o I p 1 v ,m ., L. 0II I, fit , , . I 24• I 24" I .. 1 I 1 0 o i 36'-0" (� �^1 Z D 1 I DAT/0B —v — '2° LICENSE #1442E 3 • ey CROSS SECTION 8 I JOHN DIERAUER MINNESOTA ENG STAMP .g4 V `�;• BD 1 12157 36X60X14 UNI-1 GAMBREL PRE DA006FULL °:0 m� TITLE BLOCK EXPLANATION 5 6 FIGHT CORNER -_ © 0 - LEFT CORNER "' 3 O 3 COLUMN Zi:'. (1-PC COLUMN \ / II (1-PC COLUMS) OI :,Y-118 ii ,as mom rye s aur a,o a MO/TM mem n ClA \i XX.-1 1/2"................' /2" LL BINDINGS y„ MO 0.• sura �a 2-PLY CORNER 3-PLY CORNER COLUMNS m W r �_„rr I COLUMNS USED WITH XX'-0 3/4' 0 XX'-0 3/4' USED WITH 756886 OR o in (°'"'<' .... TS666 OR TS686 %X'-0' T58008 SIDEWALL SIDEWALL COLUMNS. COLUMNS. lal Ot - a �" a a 6 9 1 '�17 �j��/ 0 , (- THE TITLE BLOCK ALONG THE RIGHT MARGIN OF EACH DRAWING HAS SPECIFIC INFORMATION I• '— THAT WILL HELP YOU IDENTIFY RELATED SOURCES. c I I I O Q I I I X X X X 1. LESTER LOGO AND TELEPHONE INFORMATION. _ - c CENTER OF TRUSS AND a • 2. LESTER'S DEALER NAME AND ADDRESS. CI I _ I ~-CENTER OF SIDE COLUMNS 1 0 ® 03 N3. CUSTOMER'S NAME AND ADDRESS. x �� I I x U. IA- 4. A DESCRIPTION OF THE SIZE AND TYPE OF BUILDING • THAT THESE DRAWINGS ARE FOR. Zn 5. THE ENGINERING SERVICE TECHNICIAN'S (E5T) NAMEWHO DREW AND LISTED THE MATERIALS FOR THEQ _BUILDING ON THE DRAWINGS. G - 6. 7HE DATE THIS JOB WAS PRINTED.. 1_ - 7. SUPERVISOR WHO CHECKED THE EST'S WORK. ..._U RIGHT CORNER 0 _� ^3RD PLY ONLY ADDED WHEN COLUMN 8. REVISION LEVEL OF THE DRAWING. IF THE DRAWING 756886 ORR TSBOOB SIDEWALL (2-PC COLUMS) HAS NEVER BEEN REVISED. A 0 (ZERO) APPEARS HERE. COLUMNS ARE USED. 9 9. THE LESTER JOB NUMBER FOR A BUILDING ORDER. 1. THIS SYMBOL IS A REFERENCE THAT RELATES TO YOUR 6. THE INTERMEDIATE BAY DIMENSIONS (WHEN ALL BAYS ARE THE 10. DRAWING SEQUENCE NUMBER. *WHERE"USED CHART'. IT HELPS YOUR CONSTRUCTION CON- SAME).A TE ISEMTMEASURED T FROO THE COLUMR N. OF AN END COLUMN TRACTOR IDENTIFY WHERE TO STAGE MATERIALS. 2. THE OVERALL BLDG LENGTH IS MEASURED FROM THE OUT- 7. THE MY NEXT TO EACH SIDEWALL MEASURES FROM THE IF YOU HAVE ANY QUESTIONS ABOUT THIS BUILDING AND WISH TO TALK WITH A LESTER REPRESENTITIVE. SIDE EDGE OF ONE CORNER COLUMN TO THE OUTSIDE EDGE CENTER OF THE INTERMEDIATE END COLUMN TO THE OUTSIDE Z 7 HAVE INFORMATION FROM THIS TITLE BLOCK READY WHEN YOU CALL. OF THE OTHER CORNER COLUMN ON EACH SIDEWALL. EDGE OF THE CORNER (AND SIDEWALL) COLUMNS. /i. CALL THE PHONE NUMBER GIVEN IN BLOCK 0 3. THE BAY NEXT TO EACH ENDWALL WILL HAVE A DIMENSION g a J SLIGHTLY DIFFERENT THAN THE INTERMEDIATE SIDE BAYS. 8. THE STANDARD DIMENSION FOR COLUMNS AT DOOR OPENINGS THIS DIMENSION MEASURES FROM THE CENTER OF THE IS MEASURED FROM CENTER OF COLUMN TO CENTER OF COLUMN. p K /2. ASK FOR THE EST GIVEN IN BLOCK 05 INTERMEDIATE SIDE COLUMN TO THE OUTSIDE EDGE OF THE A SECONDARY LINE OF DIMENSIONS WILL DETERMINE ACTUAL a X i CORNER (AND ENDWALL) COLUMNS. FINISH OPENING. ,Q Q /3. TELL WITH HIM/HER, JOB NUMBER AS GIVEN INBLOCUT K HE BUILDING 4. THE OVERALL DIMENSION OF THE INTERIOR BAYS (WHEN ALL n n O BAYS ARE THE SAME) IS MEASURED FROM THE CENTER OF 9. THE STANDARD DIMENSIONS FOR SIDEWALL COLUMNS ARE 4. ALSO TELL THE EST THE DEALER NAME FROM A SIOE COLUMN TO THE CENTER OF THE OTHER COLUMN. MEASURED TO CENTER OF MAIN COLUMNS. THE ACTUAL OPNG / WOULD BE LESS THAN WHAT IS SHOWN. BLOCK Q2 AND CUSTOMER NAME FROM BLOCK® 5 THE OVERALL BLDG WIDTH IS MEASURED FROM THE OUT- REFER TO THE CUSTOMIZED FLOOR PLAN FOR YOUR PROJECT. SIDE EDGE OF ONE CORNER COLUMN TO THE OUTSIDE EDGE PAY CAREFUL ATTENTION TO WHERE THE DIMENSION LINES OF THE OTHER CORNER COLUMN ON EACH ENDWALL. MEASURE. IT MAY MEASURE TO A CENTER OF A COLUMN OR TITLE BLOCK EXPLANATION $84TO ONE EDGE OF THE COLUMN OR OPENING. DA530 GENERAL INFORMATION FULL PRECC ED DA5 71 BRIEFSTANDARD UPI-FRAME I FL. PLAN 1/16 R2le W Ida.n mon s— lai <ZO2 00 0 Waa n N in O_ LI 2 0`a Et • wza ONO. O.-I- N J I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION g p' AND THAT I AM A DULY LICENSED W PROFESSIONAL ENGINEER UNDER THE LAWS 1 w N OF THE STATE OF MINNESOTA. & W I :IT "c)ILII Z "1E O v`1 0 '2o1 LICENSE #14475 W of Q" J m <o.. DA00 6 JOHN DIERAUER MINNESOTA ENG STAMP .i4 C -, T LOVE SMORLAP RTN"OFIS O u O rANA-SIPHON DRAIN CHANNEL 3r"/". WIDTH 12' PITCH O n I SA - PURLIN ' EDGE 1 BEARING EXTRA LEG�'\ in Job Truss Truss Type Ory Ply BRIAN KERBER V a- riN 112157 36GM1000 ROOF TRUSS 5 2 36'SCISSOR GAMBREL MATERIAL: .016 THICK GALVANIZED STEEL. 0 -I s- loofanall PAINTED. GRADE E , 4.201 SRt s 22 2000 MiTek Industries,Ino. Wed 08 18:04:54 2001 P 1 80 KSI MINIMIMI YIELD TOP PANEL ANA-SIPHON Lesta Building Systems,Lester Prairie,MN 55354,JRD Aug7wq >� DRAIN CHANNEL • 1 548 I 114-0 I 14-0-0 I 244-0 1 31-0-0 1 38-0-0 1 12" PURLIN BEAR NC BTM PANEL OYO 60-0 a-e-0 840 84-0 4.80 5-0-0 •• Scale•1.53.4 3' 3" _ 3" 3' I EXTRA LEG N 8102 MII20H II BC MARKS F/HEEL: 8-10-10-8 (FEET) 4xto M111eH% 4.001-1/ TC MARKS FIRIDGE:7"-4G)32"-29 112" (4/12) 7/8' 1 SIDE LA P 14. 4 4 TC MARKS F/HIP: 3 0 27'-27 118" (18/12) o • 13x 10 M111eH� 3/16" !x5% vp:::.55'r--11g g i 36 1/4" OVERALL WIDTH-36' COVERAGE 48 2 DD030 UNI-RIB PANEL SECTION AND SPECS 1.5" E0 �� At ••' 1. DRILL 20" DIAMETER HOLES PER LOCATIONS ON 800 12 FLOOR PIAN. 2. REMOVE ALL LOOSE DIRT FROM BOTTOM OF HOLE, "TAMP" BOTTOM OF HOLE WELL. Ir - - 3. POSITION ANCHOR SET INTO NOTCHED EDGES ON PRE- •• /100 SLOG. DR. JAMB TRIM 1150 RIDGE CAP CAST CONCRETE FOOTING.. 1 12 11 10 9 0 7 122" LONG 126 LONG 16' WIDE 4. GUIDE THE CONCRETE PAD DOWN INTO THE AUGERED Tae= 4x5= 5.7= 445= 7413= i HOLE USING THE ANCHOR SET TO KEEP CONCRETE PAD 3 a UPRIGHT. Z b 45 STRING.PN WOODCOLUMN SOURE COLUMNO S PROJECTIONUMB. LINE 7x10 M1118H% BOOR/ 7x10 M111eH� 6. FILL HOLE AT LEAST HALF FULL WITH GIRT, w a< ,-J 7. PRE-DRILL HOLE 3/8" 0 % 2-1/4" INTO COLUMN 1iX W /170 FASCIA TRIM /190 BOTTOM CLOSURE FOR ANCHOR ROD & INSERT SHARP EDGE INTO HOLE. o to CO 122" LONG 122' LONG FASTEN TO COLUMN USING GALV. STAPLES, (2) PER SDE. w 1 8 0-0 4 1444 1 214-0 I 28-0-0 I 340-0 1Q 4 n U 41-0-0 41 -0 84-0 840 13-04 8. LOCATE 1 STAPLE ON EACH SIDE AS CLOSE TO THE THIS Plate Offsets YF 1111.4.8.0.3-81.12.0.5-0 0-3.171.(6:0.5-0.0-3.121.114-60 0-3-0L 16:04-0.D-1-01.112 0.4-09.1-01 GROUND AS POSSIBLE.AGAINST IS SO ROD RUNS INTO a THE GROUND TIGHT AGAINST COLUMN. LOADING(psi) SPACING 10-0-0 CSI DEFT In (bc) Men PLATES GRIP 0TCLL 40.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.26 11 >999 MII20 220/190 F% Taff. 8.0 Lumber Increase 1.15 BC 0 55 Vert(TL) -0.35 9-11 >999 MII2OH 185/143 r STANDARD PLACEMENT FOR ANCHOR ROOS IS AT BCLL 0.0 Rep Stress Inc: NO'' WB 0.63 Horz(TL) 0.43 7 Na NSW 170/146 #210 TRACK COVER /230 "Z' TRIM CORNER AND DOOR COLUMNS ONLY. SEE Ci /cre BCDL 5.0 Code BOCNANS195 1s1 LC LL Min VdeS•380 Weight 807 b 122' LONG 122- LONG FLOOR PLAN FOR ANY EXCEPTIONS. ]C LUMBERBRACING 2-I/2' X 6 GA. �, %� TOP CHORD 2 X 6 DFSYP 1950E 1.7E TOP CHORD 2-0-0 oc pans(5-10-7 max.) (2 PER SIDE)STAPLESV. WOOD COLUMN m d rhe BOT CHORD 2 X 6 DFSYP 1950E 1.7E (Switched from sheeted-.Spacing>2-0-0). WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing P/N 040210 WI2 • REACTIONS(Nslxe) 1.8685/0-5.8,7.6885/0.5-8 #250 J' TRIM ,�, 122' LONG /270 TRACK BOARD COVER _� 1t ��,, q O Q ' FORCES(b)-Fist Load Case Only 12r LONG 111�� _ CY Z Z TOP CHORD 1.2•-13464,2-3.-11769,34•-11336,4-5=-11336,5-0•-11789,6-7=-13464 Jr- BOT CHORD 1-12.8255,11-12.11743.10-11=9867,9.10=9867,I.9.11743.7.8.6255 .1: ::: L::::1 3/�•ANCHOR j CIO O . WEBS 3-12.-1081,3.11•-2065,4.11.2300,4.9.2300,5-9•-2065.5-0=-1081,8-8=6271,2-12.8271 �R 4' EMBED - P/N 500012 Z NOTES 6' EMBED - P/N 500027 /)Dead loads shown Include weight of truss. Top chord dead load of 5.0 pal(or less)Is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load 2)N plates are M1120 plates unless otherwise Indicated. /510 (77_JAMB TRIM /550 (8") JAMB TRIM ;Y IQ 3)Bearing al(oM(s)1,7 considers parallel lo grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface 122 LONG 122 LONG n 4" % 174in 4)One RT7 USP connectors recommended to connect truss 10 bearing walls due to uplift at ills)1 and 7. PRE-CAST CONCRETE ir 5)This truss has been designed with ANSUTPI 1-1995 afterla. �� PAD WITH NOTCHED + `A in 6)2-ply buss to be connected together with 1Od Common(.148'x3')Nails as follows: EDGE FOR ANCHOR W 0 Top chords connected as bows:2 X 8-2 rows at 0-9-0 oc. 1 ROD O N Bottom chords connected as blows:2 X 6.2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row 810-9-0 oc. P/N •104001 • Z W cr- W \ I UNDISTUP.3ED LOAD CASE(S)Standard {'820 RAKE AND CORNER TRIM /890 SLOE JAMB TRIM 17" SOIL El CH 0d 15' AND 23' LENGTHS 168" LONG DIA. W FOOTIW. _ U N COMMON METAL TRIM IDENTIFICATIONS 32 ANCHOR SET PRE-CAST CONCRETE PAD 16 TRUSS SPECIFICATIONS 384 DE095 STANDARD METAL FLASHINGS I-I Rl EF120 I/2" R.. L~ UNI-FRAME WALL SYSTEM UM- EnDC304 DESIGN REQUIREMENTS Ro PRE-DRILL HOLE INTO FOUR BATTER BOARDS SHOULD BE USED - W.-W b 14 0" -r TO MARK LOCATIONOF A RECTANGULAR BUILDING ON COLUMN COLUMN & INSERT SHARP EDGE INTO HOLE 3/8" DIA. I HEREBY CERTIFY THAT THIS PLAN, THE SITE. THE HEFIN(FINISH GRADE FOR THE SITE ;' 11 : 2 I/4• DEEP. COLUMN (NOTCHED SPECIFICATION, OR REPORT WAS PREPARED AROUND THE PERIMETER MUST BE ESTABLISHED AT L 1 THIS TIME. SAW KERF BATTER BOARD (2) 2 1/2' X �MMAAY FLUSH. CONFIGURATION BY ME OR UNDER MY DIRECT SUPERVISION SET BATTER BOARDS AT LEAST 2 FT. AWAY FROM - II 6 GA. STAPLES INTO AND THAT I AM A DULY LICENSED W EACH CORNER. ONCE AGAIN, DOUBLE CHECK THE STAKE '��" COLUMN TO HOLD ANCHOR DIAGONALS FOR SQUARE. Illiii �• I SET IN PLACE BOTTOM CHORD PROFESSIONAL ENGINEER UNDER THE LAWS s rr �0 t,,, c.,000% s►% -�- 1 I SET FASTENING OF TRUSS UNE OF THE STATE OF MINNESOTA. a STANDARD ANCHOR �, `` °�t`ON o II /„?, I/I ril JOHN DIERAUER n i l3fi NOP 9' r 90" A �� STAKE--JVIS'- �O- LTAUT LINE ANCHOR RODS AT ` Lei �" �(1\ CORNERS AND OPENINGS A +1 ,OUTSIDE OF FOUNDATION \ USING A 2' LENGTH OF 3/4" PIPE, SLIP • i1 WALL �I HOOK OF ANCHOR ROD INTO PIPE AND TWIST A DIAGONAL ROD SO IT WILL SET AT 90 DEGREES FROM BLOCK TO COLUMN • MUST USING THE 3-4-5 SYSTEM TO CHECK THE CORNERS WHERE IT WAS. HOOK CAN NOW BE FASTENEDW 4) 16d R.S. NAILS N .."--...-....- DIMENSIONS CU�TO FR BETWEEN O: C7 A �l lO Mb). BE EQUAL!! OF THE BUILDING. THIS IS TO MAKE SURE THE I TO INSIDE OF COLUMN AWAY FROM JAMB OR TOP GIRT AND BOTTOM W Z u�' OR BUILDING IS SQUARE. IN THIS DRAWING, A /L) SPIASHPLANK. 7HI5 ELIMINATES CHORD OF TRUSS. Q i t1 ~ s•�l MULTIPLE OF 3.4.5 WAS USED. THREE UNITS ✓ MORTISING OF COLUMN. DA O�-+ ` ( LICENSE #1442:. r-, J 2zre O�4,,44 c4 "I I" OF EACH: 3%3�9, 4X3-12, AND 5X315. PRE-CAST OR POURED FOOTING --1 m arc1 . �ti G4w (FULL DIAGONALS OF THE TOTAL BUILDING IS MORE ACCURATE) - SET BATTER BOARDS 384 ANCHOR ROD TO COLUMN UNI-FRAME 16 FLUSH ENDWALL COLUMN PREPARATION 16 JOHN DIERAUER MINNESOTA ENG STAMP 384 �� EF020 SITE PREPARATION R1 EF180 STANDARD, OPENINGS, AND CORNERS R1 FF325 TRUSS CONNECTIONS UNI-FRAME 1/2 RI DA006FULL I •J m YH (2) 10 GA X ROOF ROOF PALL 1/4" SHEAR NAILS 1 OR 2-PLY PANELS LOCATED Y GAMBREL TRUSS INSIDE RUBBER CLOSURE % OF HEEL) TOP O 0 OR RAFTER GAMBREL 2X4 BLOCK TRUSS O 11 2711:::::4 /750 LEAN-TO 11 Ln . fid TRIM TRUSS 2X4 ON 2X6 ` OUTSIDE RUBBER CLOSURE ' �� -2X6 ROOF BEVEL 0 SIDEWALL 0 N 4.3 I • 111 OVERHANGPANEL �� SADDLE HANGER(4) 16d RINGSWWKPURUN IN W� �v • ` , 1W- (�) INAILS FROM THIS �'� 2X6 BEVELED '�, a/ CLOS RUBBER - ��yONAILER �' OSIDE OF COLUMN CLOSURE• ,' 1I I. 1 1/4' 2X6AIBEVEL ■'�_ '' RAKE NAILER 1 ' 11111 I/ 5) 16d R.S. NAILS • (4) 16d RINGSHANK I /170//969 ' _' BOARD Ed 1/2 SADDLE HANGER (040140) EA. SIDE NAILS FROM OPPOSITE TRIM 11 2X6 RAKE `o `► L P/N: #045995 2X4 OF TRU55 (10 TOTAL) SIDE OF COLUMN /670 TRIM rPRE-CUT S.AE co -- P/N: 045997 2x63 2X4 OVER 256 14' BOARD FOR o BEVEL OVERHANG LEG. O SOFFIT 'y --F 254: 2 /142 'F" TRIM ! 2X6 SOFFIT L O (( )) 3 OR 4-PLY • •i I NAILER S 2OdII •COMMON BRIGHT COLUMN CONTIG. :` i�. SIDEWALL 1 ( P/N 040026 ) KIT: 741191 (2X4 MAY VAR ! PANELS COLUMN E g g i KIT: 741193 (2X63 KIT / 744361 `k. • o GA 1 4 2 PURUNX6 1 2GASADDLE HANGERS ONN. 2" R1 G B 2 1 5 TRUSS GAMBREl0CLM R00F SYSTEMCONNECT W/R.S. NAILS R40 ' I `J G B 2 6 6 16" EAVE GAMBREL ROOF SECTIG ONMBREL TRUSS R2 G B 2 8 6 GAMBRELRAKE ROOF D CORNER OVERHANG FRAMING R1 / TRUSS •I• 4d CALV. BOX NAIL FASTEN PER F1YdP1 r 0 2X6 RAKE POCKET FASTENING PER • FASTEN TRIM TO ORI7F6SI1(S -IM'D 254 NAILER BOARD //�� --- PURUN (TYPJ END PANEL FASTENING) BRACE LAYOUT ( O 10 2X6 BEVELED 3_1/2. GA 1 Z Z AND I I NAILER /670 TRIM GA 1 4 Z UPPER PANEL TO EXTEND INSIDE RUBBER SIDEWALL SOFFIT 'ENDWALL 4 1/2" PAST MIP 'PEAK' CLOSURE 1 Q r) 0 1i/ �{ ENDS AT BLDG. ♦ . SOFFR TO 1 1 2" 2 3 4 (1) 1/2" X 7 1/2' /730 GAMBREL ` 1 / �`0 e LINE AND BUTTS 1 RUN INTO MACHINE BOLT W/ FIP FLASHING A Z z � -• '= N INTO /270 TRIM ��� /280 CORNER WASHERS AT BOTH FASTEN PANEL ENO W/ 'I� D / / Q\ `2 117 _� 3 1/2" 5-1/2' ENDS AND (1) HEX 11111°'' '' COVER TRIM1 1 2" NAIL/SCREW PER 'J 03 �I m } 1 �' �/2B0 CORNER 5 1 2' Alli. OR 1,1E0441(DO NOT ' Q , / v `0 v 0 u O 2 APPLY 2" FASTENER AT THIS t• /270 'L' TRIM �\ I COVER TRIM TIME) / ce W ix 0 . •' • ,, G \ 670 W/111 Cr CC d' O14 / 1 1 �RYd 111111 ill2F�NA1LTEN/SCREW 730 RIM AT 2" �` / O U O U /O u i b m C1• ) A /O1 COLUMN O.C. \ ( _ i X M �� , w A ( 2' /280 TRIM. CUT 1 1/2' Ni,„„ OUTSIDE L 8' TO 14' 16' 18' AND 20' R n Cal . i r/�/ 1 RUBBER CLOSURE SAVE HEIGHT SAVE HEIGHT SAVE HEIGHT �/i, 1 SLR AT BRAKE. CUT ONE �\ LOWER PANEL TO (1 BRACE/BAY) (2 BRACE/BAY) (3 BRACE/BAY) / TAB OFF. BEND OTHER TAB STOP 2' BELOW UP. 2X PURLW IN ` HIP 'PEAK' NOTCH /270 TRIM /�\ SADDLE HANGER TO FIT AROUND 2X \\) _ / ` BRACE - LCCf NAILERS AS SHOWN ��7 ROOF L) , (TYPICAL) GR T. N LER GIRT C G B 2 9 6 GA►° "'REL RNGOOFNER FLASHING 3/4"=1 R2 G B 33 4 2X6CHANGE 48 GAMBRRELFROOFUOPE SYSTEM ATN I UNI-FRAME 1.5" R2 l G B 2 1 7 TRUSCISSORS S TO GAMBREL 36' WIDEOLUMN N 2"=1 RO G 6 3 4 3 HIP GAMBREL FLASHING ROOF�TpN 2"=1 64 R2 II� IL K t0 (( rain C NAIL 10E�NAILCFROM TOP. I I (2) - lOd TOE-NAIL a3 d n I RACE AT BACK SIDE O V' TRUSS �H 8 6 6 0 ' (3) lod CC NAILS INTO COLUMN 1. MEASURE THE RISE IN FEET AND INCHES. BOTTOM ADDITIONAL STIFFENER OE-NAIL TO (3) 10d C.C. (2) - 10d FACE NAIL Y 12 • 2. SUBTRACT 6 INCHES FOR HEIGHT OF BRACE CUT CHORD FASTENING. TOP CHORD \\ INTO BRAE THRU GIRT INTO U 3. MEASURE THE BAY WIDTH IN FEET AND INCHES. ■ ilerti \\ O BRACE © IK Z O Z • MEASURE FROM INSIDE FACE TO INSIDE, • C Q FACE OF THE TRUSSES. LOCATE STFFENER III -- JA-5 CUP (046027) PO % `\ O O 4. KEEP THESE TWO MEASUREMENTS IN MIND AND AT BOTTOM CHORD • • 0 ONE SIDE ONLY \ m[-IOW GET OUT YOUR RAFTER FRAMING SQUARE. BRACE. FASTEN , -- W/1 1/4" X 10 GA , \\` N• ---`•5. THINK OF THE INCHES ON YOUR SQUARE IN TERMS W/(3) 10d CCI •`/ SHEAR NAILS: \ ` CORNER BRACE LUMBER REQUIREMENTS OF FEET AND FRACTIONS OF A FOOT. 6 0 FLANGE INTO TRUSS \ \` �• (33 O FLANGE INTO BRACE \\ CORNER BRACES ARE TO BE CUT FROM 1 INCH EQUALS 1 FOOT \ e" 2X4 /2 LUMBER UNLESS NOTED OTHERWISE 2 INCHES EQUALS 2 FOOT -ON \\ — 3 INCHES EQUALS 3 FEET 2-10d `� BAY �PA;`ING M ETC. CC NAILS . 4015'\ \ 6' 9 10' 12' N 1/2 INCH EQUALS 6 INCHES EACH IF N\ 8' (1)12' (1)14' (1)14' (1)16' 1/4 INCH EQUALS 3 INCHES MEMBER i's NOTCH STIFFENER \ \\ 6. MEASURE ACROSS THE SQUARE WITH THE BAY WIDTH. 111 FOR HEADER \ \\ ,r0 [ 10' (1)14' (1)14' (1)16' (1)18' uJO Z 7. MEASURE UP 7HE VERTICAL LEG OF THE SQUARE ` O 12' (1)16' (1)16' (1)18' (1)18' _ FOR THE TRUSS RISE. \\� 1 14. (1)18' (1)18' (1)20' (1)20' 5 N l" 8. WITH THESE TWO POINTS MARKED ON YOUR SQUARE. 'BO%' HEADER "`UUU I.1 USE A TAPE MEASURE TO MEASURE THE DIAGONAL. 9 19' (2)12 {2)12 (2)14' (2)16 FRAMING AT TOP (3)10' (3)12' (3)12' (3)14' p 9. THIS MEASUREMENT, WHEN THOUGHT OF AS FEET AND ` E. 20' (3)10' (3)12' {3)14' (3)14' U Z d INCHES, WILL GIVE YOU THE LENGTH OF THE BRACE OF DOOR OPENING GABLE `\ LOCATE ATDIAGONAL C COLUMN OR VLE ENO ERTICAL 1~ FROM THE LONG POINT TO THE SHORT POINT ON THE NOTCHING STIFFENER TO FIT HEADER 32 TRUSS p UNI-FRAME 1 CORNER BRACING 9 p Lt W 2 x 6 BRACE. H B 2 3 6 STANDARD ENDWAl1 BRACING 1"-1 ERI ` ` STIFFENER. HA5 Z 8 ALL HEIGHTS 1/4 5 ..LLI_y RT-20 RAFTER TIE 1 OR 2-PLY \\\ , \\ O w EXAMPLE: 10'BAY SPACING. 4/12 ROOF ` ``�`\ P/N: /046123 TRUSS/RAFTER \ ` ` \ I HEREBY CERTIFY THAT THIS PLAN, BRACE 10TH FROM SIDEWALL KR: /741040 \ ``s `\\��`,\ ID" HEEL ON TRUSS ••..• `�`� �-�- _ _ \ \\ \\ \,>,� SPECIFICATION, OR REPORT WAS PREPAREC ' 1 OR 2-PLY . 1. 10 X 4'(4"RISE PER I FT)- 40" `\ `\` �'� ` `\\ `�.`,, " INTERMEDIATE BY ME OR UNDER MY DIRECT SUPERVISION E1 >��' ��� I ` \ TRUSS AND THAT I AM A DULY LICENSED 2. ADD 10" FOR HEEL H7. - 10 ' — \ • i ( \ �\ 3. SUBTRACT 6" FOR BRACE HT-- 6_"_ m \\ �`\ I \ ` ��\ ``\\ PROFESSIONAL ENGINEER UNDER THE LAWS 44'(3'-8") ,o i • ` `\ `\ I (9) I 1/1" % 10 GA q -- - \ \ SHEAR NAILS 0 EA \ ,U(U \�� �� _ OF THE STATE OF MINNESOTA. 91 4. CONVERT 3'8' TO 3 5/8" '^ F / ` \ FLANGE INTO NAILER. \ 5. BAY SPACING IS 10' W/SINGLE TRUSS 10 1/2" Y \ ` \ / 1 R 10 FT X 12' - 120' 10'6 \ O n ( y '•• JOHN DIERAUER cc n ' 6. SUBTRACT TRUSS- -I 1/2" .,\ \\ •. �_ \ \ 4/1' • 9'-10 1/2" (2) 1 1/4' % 10 CA. \`� • \`\`��\ _� Iu 7. CONVERT 9'10 1/2"TO I 'SHEAR NAILS. P/N /040155 \ \ C...) 9 7/8" AND MARK THE AT CENTERUNE OF EACH ..---- `\ `\ ` 3, ` 1:',,,Ie FRAMING SQUARE TRUSS/RAFTER (TYP.) ` '/ / 8. NOW READ THE TAPE 9 7/8 \ \ \\`` CHORD MEASURE `� \ \ I \`\� 0 NON-BOTTOM /'//��\�1 N `o 9. THIS GIVES YOU THE LENGTH Of THE BRACE ANO ALSO THE FURLIN \\ \ 1 \\� �/` CHORD BRACE `�,0 �� . ANGLES TO CUT ON EACH END OF THE BRACE. \\ `� ` I/ (4) 16d R.S. _____Ian / W Z -' �.. p NAILS (TYP. DAT l O /Z O ( LICENSE 1442: n �' J \,�,�� ` EA. MEMBER) Lal 'Ja t A -- -' ��1 H B 1 6 0 TRUSS DIAGONAL EBRACE ROCEDURE E04 GA4 4 2 UMGFRAMENROOFRCONNECTION )3/4' R2 H B 5 6 2 STANDARD GABLE BRACING 3/8'"-1 El 1� \ ` 0 SOT. CHORD BRACE LOCATION DAO O 6 JOHN DIERAUER MINNESOTA ENC STAMP Mtu TRUSS WEB 2X6 BEV. EAVE NAILER 1 OR 2 PLY / NOM. 2X4 NYLON MESH IS NOT REQUIRED • SET TOP OF W (2) 16d R.S. NAILS ROSS/RAFTER SIZE LENGTH WHEN CEILING LINER OR v11 / INSULATION STOP IS PRESENT. p TOP CHORD BEVEL EVEN 0 EACH END 1 13' I i-- ,, 2-PLY STIFFENER 2-PLY STIFFENER I 4e 2j 24" trICIV4111111. p I WITH TOP OF FACE CUT �' 36' 36" o Il�r. (4) 16dA GALV. % R.S.16d GALV 1 g \ROOF 2X4 STIFFENER I A�' R.S. NAILS // R. NAILS 0 . IlitI ?;;;::::41444P �� SQACE p ; Lot-- SLOPE A° FIELD-CUT AND LOCATE ; ' EA. WEB. 2%6 BEVELED FASCIA I a� AT MID-BAY AS SHOWN, T 1��``,/'; 7 ' I '— '-.7.5"e - /�. NAILER. EACH EN R.S. I ` EA..(2E?NO.. CC NAILS' �, 11, '41440441%.41 ,`.�• •III - Q N +' ■ NAILS 0 EACH END IL' '`�` 4404 o C BTM. CHORD I x I . T ^ FASCIA/EAVE Ear 1�I �i HSTAPLE INTO PLKE • NAILER II ! � I 12" O.C. TOP AND " / ' M DIAG. BRACE MIO-BAY STIoNER ffi... L "".........„1 BOTTOM (R4) IN6dd�V•J 12II x 2-ROWS 10d CC SEE HB562 SEE: IF2 U COLUMN ��I BUCNYLONMESH, P/N /068219 $ STIFFENER WILL EXTEND OR COMMON NAILS ///-FOR BRACE1/ / T 12' DE. CUTINTO6STR PS "7.1 • TO HEADER OF DOOR O 12' O.C. STAG. ° / FASTENING BAY NUMBER OF _ CO OPENINGS IF APPLICABLE. \ STRUCTURE LINE TOSPACING STIFFENER IFG ' ; COOUT OF BEV. NAILERSOFFIT NONE 2-PLY STIFFENER OVERHANG SIZE NAILER LESS THAN 6' ,/0 w p NON. ACT. 6' TO LESS THAN 10' (1) 2%4 CUT TWO SLITS 3 1/2" ,A,•i'� ��'• c, lifoliiiiiiii>70 12" 13 1/2' I GREATER THAN 10' SPACE 0 5' MAX. 2X SOFFIT NAILER APART AT BLOCKING. (3) tOd CC 24" 24 1/2' WHEN MORE THAN ONE STIFFENER, PLACEMENT AT COLUMN FIT MESH AROUND �''' NOTE: SEE FLOOR PLAN AND CROSS SECTIONS FOR BEN. CHOR• R COMMON 36" 36 1/2" SPACE THEM OUT EVENLY CONFIGURATION MAY VARY. 2X4 STIFFENER. 4 z STIFFENER S12 AND LOCATIONS. BRACE NAILS SIDEWALL SAVE OVHG.. METAL SOFFIT 48 SAVE OVERHANG MID-BAY SOFFIT NAILER 24 INSTALLATION OF NYLON MESH 24 o 5 rc H B 6 60 VERTICAL STIFFENER FASTENING 24 • I F 2 1 4 STANDARD OR FLUSH INSET 1.5" E2 IF2 1 8 STANDARD SAVE FRAMING 3/4"=1 EI I F 2 61 STANDARD SAVE FRAMING 3/4'=1 F1 STANDARD TRUSS BRACING 3/4 1 E0 16 1/2' 2X6 02 SYP FIELD- 2X6 #2 SYP FIELD- EAVE FRAMING APPLIED BLOCKING APPLIED BLOCKING 2X6 MSR 1950E-1.7E OVHG BETWEEN PURLINS 2X6 MSR 1950F-1.7E OVHG BETWEEN PURLINS 4d GALV. BOX BLOCK, FACTORY PLATED TO I NAILS AT 36" O.C.\I BLOCK, FACTORY PLATED TO GENERAL RULE: A SOFFIT PANEL MORE I 8" FASTEN W/ 4d GALV NAILS (OR WOOD BLOCK TRUSS r ON CENTER W/ GUN NAILS) INTO EVERY TRUSS THAN 36" IN LENGTH SHOULD HAVE AN MID BAY INTERMEDIATE CONNECTION FASTENER OTHER V AT THE FASCIA NAILER #790 16'VENTED SOFFIT OR SOFFIT PANELS SET IN PLACE. SPLICE SEE 4-16d R.S. NAILS O 4-16d R.S. NAILS 0 1 SLIDE INSIDE EDGE INTO #140 ILIA BLOCK TO COLUMN \ BLOCK TO COLUMN \,w SOFFIT TO FASCIA NAILER F" TRIM AT WALL. i ��'M b® II I II SET THE SOFFIT TIGHT A Z 2X6 BLOCKING ` ® 2X6 BLOCKING ` AGAINST FASCIA. BLOCKING 1 ��1 F , \000111011. FASCIA NAILER I I s ,r FASTEN IN PUCE. 1 AT MIDBAY 11 1 -Jii 3Ar LAP-1 ! la 0crI1SOFFIT PANEL /10 X 1 1/2" WOODGRIP "10 . �1�1� i�li ��i X11 SCREWS1 SOFFIT TO DGRIP COLUMN TO TRUSS CONNECT I COLUMN TO TRUSS CONNECT ` USE 3) AT ENO lAPS, JA-5 CLIP W/(3) 017. I SEE FF360 SERIES OF DETAILS. SEE FF360 SERIES OF DETAILS. J I 0144-122" J38-TRIM USE (1) IN CENTER AT 1 1/4' SHEAR I #312 BTM CLOSURE OR •� MIDDAY OF 10' PIECE NAILS PER FLANGE. I - OR /142-122" FJS-TRIM 140 'F' TRIM FASTEN IN PLACE /670 FASCIA TRIM W/ 4 d GAIN. BOX NAILS AT 18" 0.C. O SCALE: 3/4' I SCALE: 3/4' I SOFFIT PANELS - P/N RANGE 085101-085139 __ Fr 1/2 SADDLE IF642 COLORED OVERHANG SOFFIT CONNESOFFIT CTIONS FASTENERS 64 #142-122' FJS RIM P/N P/N85181 16"085185 IF652 SIDEWALLVEAVEGOVERIT HANG/UNI-FR0 �1.5 EJ THIS PURLIN ONLY IG246 2X6 RAKE BOARD IG246 I�I 2X5 RAXE ,� IG313 al •v �' ROOF PURLIN CONNECTION W �A (AVE FRAMING '' TO DROPPED TRUSS/RAFTER PER ��9'�j INT. TRUSS/ _ PRE—CUT ROOF PURLINS Y V \ M F 7 2 4 RAFTER EXTEND OUT OVER TOP 1r 14 1 • ' 1/2 SADDLE HANGER 1/2 SADDLE HANGER 0670 L TRIM r��' /• OF EI•Xl TRUSS OR RAFTER W Z O Z ;• O EACH END OF THE AT ONE END OF THE 4d GALV. BO% I tinimir C'" S pO "�NAILS O 24" O.C. """'''��� rc M BLOCKING BLOCKING I / J u z I�O CORNER GA 142 CORNER GA 142 I __ _ , 0./•/ ..�„4 COLUMN COLUMN "S 1 _ II / J DROPPED TRUSS • MTa�> MI!71diC7E4:LIPIEAMIC^� ■-7WIAM0:11111�C]i1_ti MH --- r t 1 A 1 OR RAFTER 2X6 MSR OVHG f 2%6 MSR OVHG (1) Id GALV. BOX \ �/_'// N BLOCK (FACTORY JA-5 ANGLE BLOCK FACTORY NAIL AT MIDPOINT I i Lil S (PLATED) / WITH (3) 1 1/4' (PLATED AND SPLICE OF EA PANEL I -4-- NAILS INTO EACH I A B / w p 2 BEV. FASCIA 27LA(8 BLOCKING NAILER COLORED METAL NOMINAL PURUN ACTUAL p VI NAILER BEV. FASCIA OVERHANG EXTENSION OVERHANG / • yyll W q 2X6 BLOCKING SOFFIT • \ Z> M.M1111 11 W/(5)-10d CC ��s■ W/(5)-10d CC 12" 12' 13 1/2" RAKE BOARD= 2 CLS 16' 15" 16 1/2" NOTEII DO NOT USE THE STANDARD w Z a _ (2)-16d R.S. NAILS (2)-16d R.S. NAILS 24' 23" 24 1/2' TOP CHORD MARKING TO LOCATE THE _ PURLIN. ACTUAL LOCATION WILL l• N N C • IF454 FACTORY-PLATED LB OVHG,2DROP" OVERHANG GABLE 1' 32 33 IF456 CORNER <=20 LB. &FACTORY-PLATED OVHG. DROP=24" OVERHANG 1' EO IF658 METAL STANDARD FEAVETFR/WINC OVERHANG 2" R2 IG234 VIEWSEND OVERHANG /0 G CFIAR�UNN �FRAME ISOMETRIC& II R22 BE HIGHER UP THE TOP CHORD. W O� d w�41 ) I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED '" PROFESSIONAL ENGINEER UNDER THE LAWS I OF THE STATE OF MINNESOTA. & ,1 r, I go JOHN DIERAUER 5 PI i r DATE 8- ) Q ' 2-OOI LICENSE #1442, o 0i 111 aRk (D a JOHN DIERAUER MINNESOTA ENG STAMP r.it 4 '' DA006 FULL I 1 4.i RT-17 P/N: 046044 _ RT-17 U-CLIP P/N: 046045 TOE-NAIL W/(2) tOd1 u v ROOF FASTENERS 'X' y 11 6 RAKE BOARD CONNECTION KIT: 741121 CC NAILS. EACH SIDE SON jNAILERygpY RAKE NABOAROS CONNECT A• REQUIRED ON EACHI d7 NAILED i0 PUPoJN OF BLOCKING ON ONE 2X6 BLOCK ENDS W/2-16d R.S. WITH METAL ROOF USE END (4 TOTAL) SEE CROSS-SECTNkN AT RIDGE W/(2) 10d O tee. (2) #9 X 1 1/2" SCREIVS �CC LS _ _ _ _ _ _ I • ' /670 FASCIA I� WITH WOOD DECK USE • 2X6 BLOCKING 2X6 BOTTOM TRIM - r p FASTEN ROOF SHEATHING TO Bd NAILS AT 6"O.C. BETWEEN PURLINS / BLOCKING FASTEN WITH 4d FRAMIN NO Ln 2X6 BLOCKING , BETWEEN ```````` ` ' GUN. BO% NAL 2 FRAMMi `-. Mirri Mid III BETWEEN STANDARD PURLINS 41.111 AT 24" O.C. — - q'iiROOF PURLINS W/ p uN' IG301 �� COLORED METAL - l BLOCKING ���� SOLID SOFFIT - A 2X6 2 1 1/4' X 10 GA. fr \ FASTEN WITH (2) 4d 1 \\_ BETWEEN PURLINS (2) 1 1/4" X SHEAR NAILS AT EACH \ \ ,•.,.' GALV. BOX NAIL PER 10 GA SHEAR ' :.\\ .1/11 \ FLANGE 70 THE 2X6• \ PANEL NAILS AT EACH ; ��/� TRUSS/ \ �� FLANGE TO "U"CLIP 1 BLOCKING (4 TOTAL) ROOF PURLIN \ / PURLIN ,. 4110"111" N10,, co a TRUSS TOP 2X6 RAKE BOARD REFER TO "M" DETAIL N (2) 1 1/4" % till,.°1/4 \\ FASTEN AT EACH SECTION FOR INSIDE w TRUSS TOP o1 CHORD #1,- NOMNALROOFPURUN W/ CORNERCONNECTION "A"ACTUAL PAV L 4.". 10 GA ye RAKE (2) 16d R.S. NAILS ", '�' CHORD x\ a NAIL THRU PURLIN OVERHANG OVERHANG LENGTH NAILS AT EACH INTO BLOCKING W/(2) BOARD `. \ FLANGE TO o / 12" 13 1/2" _I g INd CC NAILS O ONE - - END 24" 24 1/2" - :4" _ SROOFHEATHING 6 K1PG NS e o al- o RT-17 "U" CLIP IG301 ABLD OVERHANC DETAILS BETWEEN PURLINS RIDGE 1-1 RO IG313 TRUSS FRAMING NAT DROPPED GABLE END_ R/FITI0460 w//6 OL'LµTRWE� FIHMICISSFFIT �8 I 2x BLw• U� _ / o OFSTRUSS OVER TOP EN i ._ 1 012 GA f 820 TRIM "F" /�42 F.6 \C2-5° --- Ct�01t0 1 1/B 6-. .,,'^ __ _ / / /140 "F / --/620 INTO-•- TRIM /170-4TRIOo / ....-,. j 5TOP --- / / / `\ TPoM /670 /670eili 0 0 - HIGHER __ MEUL SOFFIT METAL SOFFli METAL SOFFlT METAL SOFFIT LOCATOR TAB LMED IV OADS .� �� \\ 5�5• 0 m \ 1142 "F" l''''').-- #150 A1TNOTES: VERIFY ROOF PURLIN TRIM •I e t' l( ORIENTATION ON /820....)c. (5) 1 1/4" X 10 CA 1. U" CLIP SHALL BE INSTALLED BEFORE PURLIN IS �`�f /170 Z)l SHEAR NAILS THRU SET IN THE RT-17 PURLIN CLIP. %-SECTIONS 7 METAL FLANGE INTO NO OVERHANG ~Jl TRUSS TOP CHORD 2. RT-17 FLANGE TO TRUSS SHOULD 8E LOCATED ON INSIDE OF BUILDING. METAL RIDGECAP 01 O. <w OR i6" FILEN CAP NO OVERhANG p Cr A T�6 3. F PURUN IS LOCATED AT COLUMN LOCATION. THE o X CD \- RT-17 SHALL BE INSTALLED ON THE OUTSIDE OF INTERMEDNTE FASTENING A a THE BUILDING. USE 16d RING SHANK NAILS AT THE a ). 14 n Li 9 �I9 COLUMN LOCATION. 1 1/4" NAILS MAY FILL THE Y REMAINDER OF HOLES NOT LOCATED ON COLUMN. 4. FIELD VERIFY LOCATION OF RT-17 CLIPS RELATIVE ® #820 TO ENDWALL COLUMNS BEFORE INSTALLATION. 5. LOCATOR TABS ON THE RT-17 ARE USED FOR END & SPLICE FASTENING �111 - ---N.---- 1 I //250OD TYP. O PROPER POSTIONINC OF THE CLIP AND PURLIN. `/ 6. PURUN MARKS ON THE GABLE TRUSS MAY BE fr I CABLE END OVERHANG CONNECTION 196 OFFSET 1 13/16" FROM MARKS ON THE / 9 % 2" SCREW / e /890 . I0246 B 10' 12' OC ROOF SYS UNI-R }" RI INTERMEDIATE TRUSS (FOR A 4/12 ROOF SLOPE). / g X I 1/2"SCREW / 131 U.1 1 NOTE I DOOR AND WINDOW Q N en FASTEN ROOF PANELS PER INSULATION ENDS SLIDING OPENINGS MIGHT REQUIRE IA a Q�OR 'LM (STANDARD AT BUILDING LINE. DOOR 0 OTHER FUSHINGS... p,n `1 .ANEL - NING) —7 FOR RIGID INSULATION. -_-J%%r OVERHEAD // SEE SPECIFIC PLACE 2" STRIP OF `— ' DOOR OPENING DETAILS Y i 3 '� INSUL. AT NAILER ROOF U p / g z a . TO MAINTAIN HEIGHT. a coe Cr ` .... / APPI If`1TIf1N Of UNI-RIB PANELS �,co n C 5d GALV. BOX NAIL WITH SCREWS I' • USE / 9 X 1 1/2" TYPE 17 MILL POINT HEX HEAD SCREWS #210 / /190 (TYP.) FASTEN WITH A 1 1/2" WITH EPDM RUBBER WASHER AT "FLATS"OF PANEL NUL/SCREW O 12" O.C. PART NUMBER 041000 W/ SUFFIX RANGE n F COLORED SCREWS ARE USED u) 1 COLOR TO MATCH TRIM. • USE # 9 X 2"TYPE 17 MILL POINT HEX HEAD SCREWS WITH EPDM RUBBER WASHER AT MAJOR "RIB" OF PANEL /250 /170 TRIM 40 NAIL PART NUMBER 041020 W/ SUFFIX RANGE /270 z PI TOP RAVE TRIM L—/250 F01 • WITH RIGID INSULATION: THAN TO 1"STANDARD INCREASE SCREW ' /2S0 LENGTH BY 1/2" MORE /290 WsW w RAVE TRIM/ I 0. , I IF INSUL IN MORE THAN 1"THINK, INCREASE LENGTH BY 1" SUOINC DOOR O TOP SLIDING DOOR O SIDE f�� `>a SOFFIT ii / /890 #510 OR #520 =� a • PRIOR TO PANEL APPLICA710N, AVOID WALKING ON MAJOR "RBS" rc 1" LAP TO PREVENT DAMAGE e e OVERHEAD DOOR 0 SIDE OVERHEAD DOOR 0 'JP U N O J OVERHANG. SCREW FASTEN PATTERN - ROOF 16 STANDARD TRIM LOCATIONS 8 F M 1 #a JF154 UNI-RIB ROOFPANEL TRS 2'1 E64 4 JF044 UM-RIB RF METAL UPDATE-1999 1/2 E2 JF086 METAL ROOF WALLS 1/4" El e e W�� INSIDE RUBBER I HEREBY CERTIFY THAT THIS PLAN, A CONCEALEDAKEMETAL CLOSURE (36" LONG) SPECIFICATION, OR REPORT WAS PREPARED A Q ' 2' aCET PLACED BY ME OR UNDER MY DIRECT SUPERVISION +3 �,r. AND THAT I AM A DULY LICENSED W - A S A. r./2 ^` '�� PROFESSIONAL ENGINEER UNDER THE LAW_ W10 i OF THE STATE OF MINNESOTA. a n d SEE IF214 2 o 1 FOR SAVE FRAMING JOHN DIERAUER a. ' ^ I B Q ♦ FASTEN GUTTER W// 9 X 2" �/\/1/M� _ '[ WHITE WOODGRIP SCREWS H1869 O 2' OC. ON METAL H I-HUMPCONCEALED GUTTER BRACKETJ8 _FASCIA MOUNT /830 LESTER GUTTER DATE O '�00LICENSE #144,`141872 GUTTER TOP FLASHING J :L -L v JF270 CONCEALEDGUTTGUTTERTW/ovHc�OVERHANG RO DAOOCV JOHN DIERAUER MINNESOTA ENG STAMP384 UL I F'i2 d RUBBER FASTEN WITH A 1 1/2" CLOSURE \ 3' OVAL OUTLET CREW• EACH PURUN IF IF BORED ARE USED. I i— CUT END OF GUTTER \\` / 141870 SERIES �, /' COLOR TO MATCH TRIM. 10 " 4 TO MATCH RAKE TRIM USE 2 BEADS OF MANUS CL ' GUTTER HANGER '/ / 141871 BEAD OF G:.JL( I N ATF SPLICE 098320 ( ICS) \ _ IIIII NAIL W/10dACCLAT NAILS 10ELAP 21 l�j / STER CUTTER IL BETWEEN PURLINS. ROOF 'NEL i ...- # / 9 X 1 1/2" / 1 / 142830 SERIES L-_ w N a WOODGRIP SCREW lip '- - Q o / I TO FRAMING. ELBOW iiiiiiiiiiiiiiiiiiiir ' 141860 SERIES �_ • ? `` �' (T 4CAL) SERIES) I 6. I I ALL CONNECTIONS: /820 RAKE TRIM O 1 #8 X 3 4' DART SCREW — FASTEN WITH A 1 1/C. • % .........roco. -4 ,, 0 ,q 111 ( ) / �. F COLOREDW SCRE012" tS.C. /' I • NOTCH UP AND LAP ENDS BY 4' COLORED SCREWS ARE USED, 041 (2) /8 X 3/4' DART SCREW O III COLOR TWO! O MATCH TRIM. w 4✓P EA. FACE (4 TOTAL). L O /670 m FASTEN / IF UNI-RIB WALL METAL: GALV. OIX NAIL 0 Z4"40.C. LINE UP DOWNSPOUT HOLE O z DOWN CLINCHER BAND i F1A75 OF METAL. A Y /'/ / 141830 SERIES GABLE TRIMS FASTENING W/OVERHANG I T5I c (TYPICAL) J F V.4 6 ALL OVERHANGS 3" _LE 1 0.0 IP6. 1111 AG RELATED BUILDINGS 1.1 �kt 4 I \ CENTER "LARGE" LOGO AT ':RST �� DETERMINE LOCATION, �� HORIZONTAL W000 NAILER ISI FASTEN INTO ',I l / 9 % 1 1/2" CUT HOLE SMALLER THAN FROM PEAK IN GABLE ARE' II FRAMING W/ WOODGRIP SCREW II400r, RAKE TRIM STANDARD WALL OUTLET, FORCE OUTLETTHROUGH HOLE, AND _ EXTENDS 1 1/2' FASTENER. INSIDE AND OUTSIDE EDGES.LK LESTEI PAST CORNER. �' USE MANUS CLEAR ;;;;Iiiiiiiiiiiiiiiiiiiir 1 . • / SEALANT P/N 098320FASREN AT END CAP EAVEHE: DOWN NAIL/SCREW A • Y A ? HEIGHT BANDS 1/ F END CAP FASTENED DOWNSPOUT - HE: 3 / J < W/(4) /8 X 3/4" / 141820 SERIES JJJ -I (TYPICAL) 10' 4 2' SPLICE i� x w W O DART SCREWS 12' 4 (TYPICAL) -- _ a X CD /� 16' S1 / '-��� 00 DQ OWN ELBOW 16' 5 �= r"1 . �j 141860 SERIES 18' 7 „ • / ' TYPICAL) 20' 7 ,...,..,.....„,./'.....0. 0441'' - - FINISHFLOORHEIGHT FINISH_FLOOR HEIGHT SEE DETAIL JF71 5 LEFT AND RIGHT ENDCAPS ARE OF SAME '/ I FOR UNI-I AND UNI-II FOR UNI-1 AND UNI-11 CONFIGURATION AND ARE INTERCHANGEABLE. /8 X 3/4" DART COMMERCIAL RELATED BUILDINGSi SCREW IN FLAT. 1 __ LESTER DOWNSPOUT CONNECTION 48 LESTER LOGO FASTENING 24 FASTENING LESTER GUTTER TO RAKE 64 JF285 I STANDARD GUTTER CONNECTIONS 1.5" I El I I J F717 AG & CODE APPLICATIONS 3/4"=1 2 1 p JF282 STANDARD GUTTER CONNECTION 2"=1 R4 DIST. FROM PEAK TO PANEL EDGE FASTENER MUSI BE PLACED ON UNI-FRAME 5" (REF) RIDGE CAP cr n 1•�� -4I .... 1ST RIB OF RIDGECAPI FRWALL & FRAMELOK 4 1/2 (REF) \ ��--I- (7" DOWN FROM PEAK) TOWN & COUNTRY VARIES ,� Z 1 1/2" I I TRW ENDS I BOTH NG. THIS DISTANCE MAY VARY SLIGHTLY - 1--1 ENDS OF BUILDING. RIDGECAP METAL SHOULD BE ALIGNED PER \ � RAKE TRIM SPECIFIC SAVE DETAILS - SEE Z • 3" JF SERIES DETAILS �� ►v FASTEN WITH A 2" 11-... NAL/SCREW 0 6" O.C. \\ '� ' START 0 HIGH RIB. , COLOR TO MATCH DGEEC. \ PRE-FORMED RIDGECAP (PILON A. BONE WHITE) % ® .: -. 1 I A0 ��-- 1 Q •�' LAP RAKE TRIM AT PEAK. n , N , ' CUT TOP TRIM AT ANGEL OF SLOPE. II /��' FASTEN WITH SCREW IN CENTER OF LAP. %� 1 ' 4 . OUTSIDE RUBBER FASOR(IF4 T{FR FPER ' . II CLOSURE (� OF HIGH 4RIEL EA. SSE USE MANUS CAULK LAP LSPLAP 6" +AT ALL SPLICES. AT ALL SPLICES. 'RIOGECAP TO ROOF FASTENING 96 RIDGE TRIM k RIDGECAP W/O PEAK BOX 24 cr JF705 METAL ROOF FASTENMG 3" R3 JF715 TRIM TO ROOF FASTENING 3/4=1 EO L1 I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPAREL' BY ME OR UNDER MY DIRECT SUPERVISIOt,. AND THAT I AM A DULY LICENSED i W „ PROFESSIONAL ENGINEER UNDER THE LAWC i � r fi OF THE STATE OF MINNESOTA. W p A ; n S. JOHN DIERAUER n ^ 4 • li 1n _n4 c� Q W z ,, DAT 0 8 --(7-7.°01 LICENSE #1442 • W of e J j a- DA006 JOHN DIERAUER MINNESOTA ENG STAMP ..,u',A V 1od CC NALS 2X_ HORIZONTAL BLOCKING AJ WALK DOOR NOMINAL ACTUAL. ACTUAL LESTER LESTE . TEMPORARY BLOCKING a W�y r�. AT 12` O.C. ABOVE THE WINDOW OPENING g WINDOW DOOR DOOR / ri (FASTEN MATH tOd NAILS) 1 R� — ! ,—L (CUT FROM WALL GIRT DROP) DOOR RECOMMENDED RECOMMENDED / _ ,_., ROUGH OPENING SIZE FRAME FRAME R.O.WIDTH R.O.HEIGHT /j/ 0 1 OA — 2X4 HORIZONTAL WIND BRACE CHART DOOR JAMB °0 n In 11414.11% , 10d CC NAILS AT 12" O.C. ,►— RUNS COLUMN TO COLUMN ;��,,; ,SET IN METAL POCKET AT „ . %11 ( TEMPORARY BLOCKING lJ,i/1_, ENO NAIL VERT. W/(2) EACH END IGA1721 (8"-12" SCRAP CUT r a N �, AJ SERIES 2668 31 9 16" 80 3 8" 31 3 4 81" FROM 2X LAATERIAL) o R ' 164 COMMONS OR (3) cc 0 W,N W 0 / / / r. tl t 2X4 HORIZ. HEAD FRAMING _ 1 0.131X3.25 GUN NAILS rc OPENING p ABOVE THE WINDOW OPENING 3100 WALK I �I E j ti DOORS 3068 37 9/16" 80 3/8" 37 3/4" 81" — q OII ,/ 2X4 VERTICAL WINDOW JAMB , 1 `II a0 4 i1\ n HEAD 2668 33 13/16" 80 5/8" 34" 81" TEMPORARY• HINGEDNSIDE OF FACE NAIL W/(2) %,1Od BEE REMFOVED AFTER DOORTO ' c cc NAILS AJ SERIES 3068 39 13/16" SO 5/8" 4O" 81,. FRARE HAS BEEN SECURED) W c+ 5100 WALK 4068 51 1/8" 80 5/8" 51 3/8" 81"2X4 VERTICAL WINDOW JAMB • o o DOORS 6068 76 7/16" 80 5/8" 76 3/4" 81" R; O ► 4!A4111 WINDOW 2X4 HORIZ. SOP FRAMING BELOW 8068 99" 80 5/8" 99 1/4" 81" `t f� 100 CC NAILS OPENING 1 THE WINDOW OPENING ` AT 12" O.C. — ` 'i 2X4 HORIZONTAL WIND BRACE STAGE NAILS IMP ,►` RUNS COLUMN TO COLUMN 2668 33 11/16" 80 5/8" 34" 81" NQIL JAMBS I i STAGGERED AT SET IN METAL POCKET ATMUST BE PL,•.,B i 12" O.C. / I EACH END S AJ SERIES 3068 39 11/16" 80 5/8" 40" 81" 0 VT 6100 6100 WALK 4068 51" 80 5/8" 51 1/4" 81" EMIL 2%6 HORIZONTAL WEIGHT BRACE RUNS COLUMN TO COLUMN DOORS 6068 76 5/16" 80 5/8" 76 1/2" 81" LOCATE WINDOW OPENING BETWEEN MAIN STRUCTURAL WALL COLUMNS. 8068 98 7/8" 80 5/8" 99 1/8" 81" 7 I n SILL SEE DEL IKC430I OR 1 TO REFERENCE IF CONCRETE DROP EXISTS CONCRETE OPENING = ROUGH OPENING WIDTH + 3" ;,<,1 ROUGH OPENING. 2X4 VERTICAL NAILER 2X4 VERTICAL WINDOW JAMB M FOR EXTERIOR CORRUGATED METAL, LOCATE THE x a WINDOW OPENING SO THE `FIAT` OF THE METAL FASTENED TO 2X4 VERT. NAILER AJ 310, FALLS EQUALLY ON EACH SIDE OF THE OPENING. W/10d CC NAILS AT 12` O.C. r'U I� 500, 900, & ALL AJ WINDOW ROUGH OPENINGS = WINDOW NOMINAL SIZE AL GUN V WINDOW...A V\/� OPENING 905 SERIES EXAMPLE: 3X4 OR 3040 WINDOW ROUGH OPENING = 36" X 48" I, REPLACE 10d CC NAILS W/ 0.131 X 3.25' GUN NAILS / WINDOWS 3/16•SHIM IF REQUIRED P/N 040303 EXTERIOR t , TO ALLOW THE DOOR TO 2X_ WALL GIRT FASTENED TO BE SQUARED IN THE OPENING p VERT. NAILER W/(2) 10d CC ROUGH OPUJING REFERENCE CHART 381 WALK DOOR INSTALL W/ TEMP BLOCK 2, KB432 UNI-LO w oBYPASS D FRAMINGIRT-NO0NT. LINER 62" 64O JAMB NAILS KC430 A.J. MFG WALK DOOR &WINDOW FULL KC460 WALK DOOR W000 FRAMING Al 2000 3/1•I P. �,� T JAMB TRIM STYLE LEG DEPTH JAMB W a.1 2X_ HORIZONTAL BLOCKING tom/ I�/ rI 3.5' - 6.5" /270 3.5' 0 O ABOVE THE DOOR OPENING CORRUGATED METAL Io/ QI 6.75" - 6" #520 5' Y Z (CUT FROM WALL GIRT DROP) LINER PANEL 8.25` - 10' /510 7" ,,,5 END NAIL VERT. W/ °C 'p O (2) 16d COMMONS Eri<._•X 2X6 HORIZONTAL WIND BRACE /9X1 1/2"SCREW DB I I yX • ' `'�� '` OR (3) 0.131X3.25 RUNS COLUMN TO COLUMN 1 1/2" GALV. R.S. _i___ I /9X1 1/2' SCREW OS 1 1/2" GALV. Z 7 It GUN NAILS SET IN METAL POCKET AT NAIL FASTENED THRULI W.4 W EACH END TGA 1721 IWALNTO METAL IRA AL D TRIM R.S. NAIL. FASTENED THRU WALL L CORRUGATED METAL METAL AND TRIM INTO FRAMING. m h 0 ` 10d CC NAILS I rc �Jr484 UNER PANEL , AT 12' O.C. 0 DOOR 0 2X4 HORIZ. HEAD FRAMING 0250 'J TRIM 890 'C"TRIM ' OPENING y°Ci AB01)E THE DOOR OPENING WITH 1/4"REVEAL WITH 1/4• REVEAL z ` W JAMB TRIM (SEE CHART) CAULK ,,, JAMB TRIM (SEE CHART) "1 �I O 2X4 VERTICAL DOOR JAMB INSTALL BEFORE DOOR N �I• INSULL BEFORE DOORIO >HEAD oNAi41Y O.CLS I I"-#890 'C'TRIM JAMB TRIM STYLE LEG DEPTH 1 W 'Li a 1 �v� BUTTS IDENTO 6 75' -3.5' - 68' #520 5"3.5' AI !�I� w Z d 111 ' UNDERSIDE OF — 11•111 tAdECNAJLC W/(2)ILS -OPENING OR w 2X8 TRIO SPLASH PLANK ��� #250 �J' TRIM 8.25` - 10" +510 7' EXTERIOR RUNS COLUMN TO COLUMN INTERIOR FINISH - CORRUGATED METAL 968 0' Y 1.1 +��, HEIGHT NOTCHEDHTO THROUGH UDOOR FLOOR K C 481 WALK DOOR FLASHING A12000 3` RO _MED iq W W > 1 OPENING I HEREBY CERTIFY THAT THIS PLANU' ' PLAN, , FP 2X4 TRTD WALK DOOR SILL SPECIFICATION, OR REPORT WAS PREPARED r � RUNS COLUMN TO COLUMN • BY ME OR UNDER MY DIRECT SUPERVISION W c I pI' Jil . �' FASTENED TO BACK SIDE OF AND THAT I AM A DULY LICENSED E � SPLASH PLANK w/10d CC PROFESSIONAL ENGINEER UNDER THE LAWS E W .- NAILS AT 12' O.C. u ^ h nq�; 111..1%1‘ . OF THE STATE OF MINNESOTA. & W c LOCATE DOOR OPENING BETWEEN I'' CONCRETE FLOOR MAIN STRUCTURAL WALL COLUMNS. (IF REQUIRED) w (7 SILL JOHN DIERAUER ROUGH OPENING STARTS FROM INSIDE u FINISH FLOOR. SEE DETAIL IKC4301 OR TO REFERENCE ROUGH OPENING. 2X4 VERTICAL NAILER 1 2X4 VERT. DOOR JAMB. ,.taci) . FOR EXTERIOR CORRUGATED METAL, LOCATE THE DOOR OPENING SO FASTENED TO 2X4 VERT. in L• THE "FLAT" OF THE METAL FALLS EQUALLY ON EACH SIDE OF THE t NAILER W/IOd CC NAILS aOPENING. ��OOfT_� \ AT 12" O.C. 7 0 OTP10NAL GUN RAI): ( OPENING \18 1 O OO( C O v4'' EXTERIOR t 2X_ WALL GIRT FASTENED TO DATE LICENSE I{1442 1 •. REPLACE 10 d CC NAILS W/0.131 X 3.25' GUN NAILS P/N 040303. VERT. NAILER W/(2) 10d CC n JAMB NAILSm KC432 UNI-L UNI-LOCK/BYPASS PASS GIRT -c N PLA 2" RO DA006 JOHN DIERAUER MINNESOTA ENG STAMPFL I RCS— t USE /9 X 1 1/2" SCREWS AMKE .pEND OF BUD; CUT OUT 1sl TAB IN FIATS" & A /9 X 2" SCREW BOTTOM CLOSURE ��SPLICE CURI'SE•�1 ' AND TRIANGLE AS -..,.•4• 711 AT MAJOR "RIB•'OF PANEL SIDE 4d GALV• "( I SHOWN ON SEAT. O AT BOX NAIL BOTTOM CLOSURE � REPEAT TRIANGLE II 1 ti`— •' ' ....--r--.._.--44 .. WALL PANEL FASTEN PER MOO. ... � ON BOTTOM. 1111-7-11 VERIFY WALL GIRTRiF872�OR /250 'J'1RIM1 ORIENTATION ON (STANDARD COLUMN OR STUDL1•I IoX-SECTIONSPANEL FASTENING) �' 4d GALV. BOX „0„ ii tr, 1WALLPANELFASTEN PERNAIL AT 5� O.C. I ,I R �,y• • �, / /890 •C'TRtM Q 'jSPLICE AN D 'ANELimp � '• ASTENING) TREATED SILL Z” ��USE 9 X 1 1 2' SCREWSA / v x a eo • L I IN 'FIATS• NEXT TO MAIOR RIBS d GAL�,,.4!_(I' _'i,l I do A / 9 X 2• SCREW AT THE CLOD RETTOM , NAIL AT 5� O.C. IIIIPA ' CLOSURE I ` 9' / ' MAJOR "RIB" OF PANEL SIDE LAP ' 1 1/2" TOP OF CONCRETE FINISH FLOOR • • • I 0190 BOTTOM �� • • ' CLOSURE -- • • SILL SEALER - LO I ' TramE cYENWG + • Ik TE GIRT FA_ ,, • d 4 4 4•t_ Fl00RD • 4 . • 1" 1" 3 LL • GRADE LIN THICKNESS DIST. TO GRADE REMOVE BACK ' `� FROM SILL: • OF 2nd TAB J END de LAP FASTENING 296 CCA TRTD 6" UBC & SBC CODE BEND O 90•. PLACENI) .04 SPLASH PLANK 11=I I Ell I=_1 I I_ 8" SOCA CODErrn SQUARE EDGES INSIDE r I I1—I I I—I I 11 GRADE TOP VIEW DIACONAL CUT EDGES. CUT AND BEND -190 BOTTOM CLOSURE 1" TAB TO CLOSE g / 9 X:".*___DRAIN SCREW I 1/2 M F 1 13 SPLASH�PLANK CLOSURE GRADE,UNI-I E 1 M F 1 3 2 CA 48 BOTTOMBTM. CL S RE CLOSURE PLACEMENT 1.5" ER1 M F 14 6 CORNERS AND SIDE JAMB TRIMS PROPOSED1.5" EE22 OFF ENO. SCRECHANNEL _ / " TRUSS OVERHANG r 5• DEEP FACE /820 TRIM /670 TRIM FASTEN WITH (2) 1 1/2" TM. W/ BEVELED 1 ON BEVEL NAILER #670 TRIM FULL / SOFFIT (LOCATION#142 -122" FJ� TRIM "PANEL SIDE LAP" WALLS ma: AT0 EACH FRAMING LOCATION NAILER 0 FASCIA ,) -) LENGTH OF SOFFIT IN RE.ATDN IF COLORED SCREWS ARE USED, MAKE A PLUMB 1 COLOR TO MATCH TRIM. /670 COLORED •�_ CUT ON THE #142 SOFFIT PANELS O NAILER MAY VARY) APPLICATION OF UNI-RIB PANELS FASCIA TRIM ``\\ /67o FLASHING /190 BOTTOM FJS-122' (CONFIGURATION WITH SCREWS CLOSURE TRIM AT MAY VARY) SN ALWAYS FAIL METAL SOFFIT AT ' 1 111a E"DWA III • USE W 9 X 1 1/2" TYPE "A" MILL POINT HEX HEAD ON "FLAT" THE SIDEWALL '— ail I�I MAKE SLOT 4d NAIL O 18" '.C. SCREWS WITH EPDM RUBBER WASHER AT "FLATS" OF /820 METAL SOFFIT IN END PANEL.PANEL. P/N 041000 CORNER TRIM /670 FASCIA = ADD MITER • USE / 9 X 2" TYPE "A" MILL POINT HEX HEAD SCREWS MAKE Two FIELD CUTS /170 =� #190L RIM ISOFFIT NAILEF i 2BEND TME BOTTOM SNIP THE BACK RETURN _/ /190 TRIM WITH EPDM RUBBER WASHER AT MAJOR "RIB' OF PANEL. LEG ALONG THE LIP ANO THEN TRIM OR TOP CHOP,_ IF NECESSARY.PANEL. P/N 041020 I" SURFACE SNIP THE FRONT FACE _ II�'� OF GABLE TRUc: e1 aJBACK TOA DETERMINED s / OFUi90 TOP FASTENER PER®-- :)"&" • AT INTERMEDIATE GIRT CONNECTIONS, LOCATE SCREWS POINT41 OR®44 (STANDARD o to a) INSIDE "FLATS", AND AT THE MAJOR "RIB" OF PANEL FASTEN WITH A 1 1/2" /142 TRIM11 IIIIIII L ENO PANEL FASTENING) x SIDE LAP NAIL/SCREW 0 12" O.C. WALL PANEL �` FJS-122" O • AT PANEL LAP SPLICES AND AT THE ENDS, LOCATE IF COLORED SCREWS ARE USED, TRIM AT -/820 CORNER RI AND ON COLOR TO MATCH WALL PANEL. FOLD THE LOWER LEG SO IT IS SIDEWALL Ig IN "FLATS" NEXT TO MAJOR BS, IPARALLEL WITH THE SIDEWALL BUTTS UNDER WALL PANEL SCREWS190 BOTTOM MAJOR "RIB" OF PANEL SIDE LAP 6114111 SOFFIT AND LOCATE A 4D GALV CLOSURE AND THRU METAL INTO RAKE BOARD �\ NAIL I� • PRIOR TO PANEL APPLICATION, AVOID WALKING ON MAJOR �► FITS INTO "F" "RIBS" IN ORDER TO PREVENT DAMAGE WALL METAL , TRIM AT SIDEWALL MF044 UNI R-R18FSTEING PATTERN 3/4- WALLS Rz MF51 1 CORNER TRIM WALL METAL &F RIM"FASTEN NG scRiw Eo MF550 NO " S:EANRHANG IR8u►-FRAwSTD FLASHINGS I 1/2" MF566 WLLL�MEDTw"DANp°ViT'RM FASTENING SOFFIT 1/2• 16 MF724 iie° %F° �eEWL �u TRIM SOFFIT I _ Y v, NOM FASTENER MUST GO THROUGH W a Mi n TRIM ENDS AT BOTH 2 1/2" FROM TRUSS PEAK TO RIDGECAP FLANGE INTO PURLIN COO u ti ENDS OF BUILDING UPPER EDGE OF ROOF STEEL (7" DOWN FROM PEAL) Y 0 Z `I 1/2"�� EDGE OF ROOF STEEL 2 I FASTEN WITH A 2"NAIL OR & -�� /152 RIDGE CAP /7• SCREW AT EACH HIGH RIB. IF I,� z OG• M ' 2"'-� ' I (PN: 141152) COLORED SCREWS RIDGEITE USED.P a ' .. I FASTEN CLOSURE STRIP WITH COLOR TO MATCH CAP. A d 2 2 �++ +++ ���... 2" ROOF SCREW AT 12"O.C. yD_ T�' m n 0 • FIBER VENT WITH a� . -" A_Ts" OUTSIDE CLOSURE tis i'\ii„ es•'• r, , FASTEN '4i%i t R PER (PN: 086022) :e•p`- IJF042IOR JF044 0 EACH \' s / ' SIDE OF HIGH RIB. Ied..______L:L—L-N.1--.1.4-._ Opp... T (r-- sr, 1sr Zri O� PRE-FORMED RIDGECAP CONFIGURATION OF z>•ii 0 W 1 ( 7 ) ) RIDGE NAILER AMY VARY // 1111‘ (SEE CROSS SECTION) <K �C t✓ UN,, L VENTED RIDGE - GABLE ROOF INSTALLATION 96 USE MANUS CAULK LAP RIDGECAP 6' w O F F 0A050 CONTINUOUS VENTED RIDGE 3" PRE AT ALL SPLICES IAT ALL SPLICES w N HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARES < - BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED 8 W 0 PROFESSIONAL ENGINEER UNDER THE LAWS s 2 " OF THE STATE OF MINNESOTA. W e: V, n JOHN DIERAUER g E2 A B Y Ln $ Ir c9 -- , Qi z t.DAT O -%O- ''Oio I LICENSE #14•- • + 1 ,. 1 ___ m <�, DA006 JOHN DIERAUER MINNESOTA ENG STA/AP . "4 5 FULL ' r 44nr -141114W.:=1111140,74, I , I, FOUNDATION GENERAL NOTES MIRACLE STEEL CORPORATION ORONOcopy600 Oakwood Road Watertown, SD 57201 Copyright©2002 FOUNDATION NOTES: c E;= 0` 1 . Design Ioadings(psf): Roof Live Load =40, Dead Load=5, Wind=20. 2 -6 a m -0 E 2 .' 2. Concrete: fc=3500 psi, 5 1 /2% air entrainment, 4" slump max. Reinforcing grade 60. All materials, mixing and placement a, o E ` z details to meet the minimum requirements of ACI 318-95. Placement and detailing of reinforcing steel shall be in accordance .I "g o with standard detailing practice. Provide suitable wire spacers, chairs and ties for supporting reinforcing steel in proper position >: o - `' 5 Minimum reinforcing lap splice length — 24 bar diameters. z } w la -0 _ o „ oc om c, c 3. Anchor Bolts 5/8" and 3/4" diameter A307. The contractor shall install the owner furnished anchor bolts in the foundation z 5 a concrete per anchor bolt setting plans furnished by Miracle Steel Structures, Inc. w 7 a o , l �.`k 3a m 4 7- 4. Footings: Footings have been sized using an net allowable bearing pressure of 1500 psf. It is the owners/contractors x t a d , -o responsibility to assure that all footings rest on undisturbed (virgin) soil. Any leveling fill under footings or slabs shall be < •tc . 0_ ._ o clean compacted crushed stone. If unsuitable materials such as fill, water, debris, soft and/or wet clay or organic materials are ��} d -a lili 4111 encountered during excavations, the excavations shall be deepened to remove the unsuitable materials and backfilled with clear C/D compacted crushed stone or stop construction for a reevaluation of the foundation by a qualified soils engineer. All costs N resulting from the actual existing foundation conditions shall be the responsibility of the owner. O Nz Z 5. The suitability of the site for the construction shown on these plans is the complete responsibility of the owner and/or the W a contractor. Certification of these plans by Mark H. Fairbairn P.E. is for the building foundation structure only and does not <4 cover site development features such as drainage, slope stability, landscaping, paving, sewers or other utilities. w wY.♦' z 6. The contractor shall coordinate the dimensions on the foundation plans with the building plans to assure compatibility and Z C correctness. a O 7. Saw cut slab © 12 maximum t 12'0" x 12'0") a O P4- 'I O F O Cn.7 Fji CITY OF ORONO REVISION: DATE: BUILDING PERR1 PMN REVIEW INSPECTOR G (Uiv-co� GATE. tib- I°I-02 ERMIT NO. _D'APPROVED AS SUBMITTED 0 APPROVED WITH CORRECTIONS AS NOTED DRAWING NAME: 0 NOT APPROVED---CORRECT&RESUBMIT 420911 FGN These comments are for your information.All work shall be done DRAWN BY: in full compliance with all applicable building and zoning code. Requirements inducing items not specifically noted in this review. D.R. KEEP THIS PLAN SET ON SITE AT ALL TIMES DATE: 8/5/02 SCALE: N/A SHEET S— 15 x x rn ' I N ND r- D m co D 1-- m W x 0 © m Iv TJ m mD 0 r -< 0) O co cn 0 1-^ n W 1 m r D D m CD K n G-) uj 0 CD zO m m m `•• -I C (/) -I D 0 0 K I M r- 73 z z ry m m (r) Z 0 m .._.._. E -+ ._.-- in m cn r---1 r----1r--�Tr--� r- RT I -rl -1T.Tr -Trfl .l I m I I1_.:_1-I- L IL'JJ C11 . 1-1_ i IL-LI L :J I JI 0 N 1- J �� T L_ REAR ENDWALL' T I. J N) t I r L LI_ - - TRUSS 36-18 RIGID FRAME r ' - --17 r I Lir -t 4� 1 L_1_._J IV IV 0 CPLi_ CD /--- TRUSS 36-18 RIGID FRAME 1 1V 1 L - - - - - - - - - --1--E, 1 W L_-1_J L_1__J 7. 0 0 0 0 N m 0 0 10 � f -C m m m �/ m 7m 0 0 7 zn 0 0 0 u D m Z C r--I-, TRUSS 36-18 RIGID FRAME -� D r D C7 C � I r -L -1-1-1---1 I r oj r m I Lz I - - - - - - - - —i--i- I r m m z C -I (i) L_ J L-1--J 0 0 m Om.. r- m -0 c z > K 0 Iv Z -1 m I 0C_ (I) V) 1 I V) N j r� r -L TRUSS 36-18 RIGID FRAME �_�� 1 , 0 L_-1--II -__J 1 .. I J N 1 FRONT ENDWALL 1 -< m r- 1 -- r--1 r -1 r H I L°_LI LL'J1 LL'J1 U 'J I rm L-_J L__J L__J L__J > D r= r r D 35'-7" 0/0 OF TRUSSES & COLUMNS c ----6 (n 0 w n m - 36'-3" 0/0 OF CONCRETE 0 cf) 1\) N C/1 Cl) a r CUSTOMER: STAMP: 14 Z z THE LAWN FARM o 0 , y c LONG LAKE, MN 0i CI CI „y d . 420911 & r � ki I'll `� �o � yy 0 _ tV 0 O til CD o FOUNDATION PLAN z r MIRACLE STEEL CORPORATION T, 600 Oakwood Road / Watertown, SD 57201 ` Co ht®� (4) #5 VERTICALS /.' \ ----- r=} , \\ t .R / t #4 TIES @ 1 '-0" C/C � - i ' O 1 I o i I I 0 1 � / \ r i I \ / — 1'-4" — ` '/ N w PIER CROSS SECTION zZ a -- ASTM A-307 3/4-10NC ANCHOR ROD 9" o•--1 12" LONG x MN OFFSET _ W ', N H GRADE I { w ,� W dy u n4b (4) #5 VERTICALS 1- 3 Ii Z CD z -.,qugni Q.,, 10 g i! [�] �/ ill #4 TIES @ 1'-0" C/C - ICD Z x a E-1 04 I1 U w (4) 0 OFFSET ALTERNATING xOFFSET le REVISION: DATE: DIRECTIONS PARALLEL TO i ENDWALL COLUMN _ E dtµ $b — " 1 I • 1 , { S Q — J/ I DRAWING NAME: • 420911FD1 17 `• DRAWN BY: (3) #5 REBAR D.R. --- 10" --- 1 '-4" --- 10" -- TOP AND BOTTOM BOTH WAYS DATE: 8/5/02 A FOUNDATION _ (EVENLY SPACED) SCALE: DETAILS 3'-0" 3/4" = 1'-0" SHEET S— 17 y 4„ MIRACLE STEEL CORPORATION -----T, 600 Oakwood Road ,- \ Watertown, SD 57201 / Copyright©200 / (4) #5 VERTICALS / ,. _=_, •• / i II #4 TIES © 1'-0" C/C / lo IO O I I I I I N 1 \ r , ' 1 i 1 '-4" ---i • PIER CROSS SECTION = ASTM A-307 3/4-10NC ANCHOR ROD — 6" — Z 12" LONG x MN OFFSET N GRADE + w dt,.,*, 1-_ 1 WQ VIMMI =n' II II (4) #5 VERTICALS H H Z - ii ii 0 O l' f+ H -��—r-: w- 2 o #4 TIES © 1'-0" C/C =aCs Z dtf b of w lo o - U (4) #5 REBAR – 3'-0" x 2'-0" _�_ —= REVISION: DATE: OFFSET ALTERNATING OFFSET DIRECTIONS PARALLEL TO — = ENDWALL COLUMN dt+ e I I1-- ,i T 1 – - _= I DRAWING NAME: I � – 420911FD2 II ' DRAWN BY: D.R. i!-- 1 '-4" -- 7" (3) #5 REBAR DATE: FOUNDATION TOP AND BOTTOM BOTH WAYS 8/5/02 BDETAILS ___ 2'-6" (EVENLY SPACED) SCALE: 3/4" – 1'-0" SHEET S- 18 co . . d .., tjo , , ,› z rd . ,›H It O z 5" 5" III III II ._ ___________ . 11 Ill .-- N,. , \ , —11 — // . :-111-111 ill: /1 \ \\ ,, \ , t ,. :. 1 II _________ .:1 1—Il • r .. 1 c, .. • ii \ i ii ii n u ii / / 1 1 1 ,, / N --- 10" - N 2 D C u, Pl m w > c, EE p 5 txi CUSTOMER: STAMP: Z THE LAWN FARM o o y otzi z z LONG LAKE , MN o `) u) ® . Cn . .-3' 420911 6'2. I N d oa Z CO FOUNDATION DETAIL C til r d 1 tI1 O I I Z rd H 0 z 5" 5" III H i. . H7 ,-\--) /-- N,. =1 I \ II7 co I °I-4 —1 1 1 k ; cp \ } III 1 ., � Jt t MI CUSTOMER: STAMP: I% zw !71 z z THE LAWN FARMo y w kz. o LONG LAKE, MN p o d 420911 d� ° lam! o d o 0 0 FOUNDATION DETAIL D ~°" z r ISOMETRIC TABLE OF CONTENTS MC ACLSPOTEE 600 Oakwood Road Watertown, SD 57201 Copyright©2002 COVER PAGE S-1 °1E 5 s \— 0 0 O O '0 c GENERAL NOTES/REVISIONS S-2 c c o Z 0, 0 0 Z gm 43 – 4) o BASE REACTIONS S-3 – ' ' o E •` F 2 III '/�7 L W „,w t " Q) FRAMING PLAN S-4 Q c c °cce 0. 0 . F. C .N ELEVATIONS S-5 '~ 0_ •° 1 0 : ')' m 3 0 I a TRUSS S-6 a D 4) 0 F c 1' 3 FRONT ENDWALL S-7 "' )"1.osv zs REAR ENDWALL S-8 Z TRUSS DETAILS S-9 fg W ENDWALL DETAILS S-10 ON 1"'4 IIIIl COLD–FORMED STEEL SHAPES 5-11 Z c N W BRACING DETAILS S-12 n ,1 cs,:t4 0 BASEPLATE DETAILS S-13 W M 0 Q W a WOOD CLIP DETAILS S-14 0 E- C/1 0 REVISION: DATE: DRAWING NAME: 420911COVER DRAWN BY: S.B. DATE: BUILDING WIDTH: 36'-6" 7/3/02 BUILDING LENGTH: 60'-2" SCALE: NOMINAL EAVE HIEGHT: 18'-0" 3/32" = 1'-0" SHEET S— i IPPIIIIIIIIPIIPIPIFF MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 copjrkmt©2002 > EAVE LINE 5/8" 0 THREADED ROD 1 PIPE SLEEVE Al*i % , \_ 1 3/4" x 1 3/4" x 3/16" ANGLE 5/8" 0 ROD M F rn TRUSS LEG H+ OUTSIDE CHORDw H w W ZxC Q 1 1 r i Z C....)wo � w � a = ANCHOR ROD o 0 BY OWNER 01 U r 1 3/4" x 2" BOLT (TYP) rrii / ' I REVISION: DATE: i ml ' Y rI irsx1 _1 u.L I riii Iret k IA , FLOOR LEVEL II 11 II II 11 11 I I I 1 DRAWING NAME: II II II H 420911BD DRAWN BY: S.B. DATE: 7/3/02 5/8 " 0 WIND BRACE CONNECTION SCALE: A1,, = i,-0" SHEET S- 12 AIMOIIIIIIIPIPIPIPIF MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 7/8" DIA HOLES (4) 2002 1/2"-- -- copyright 3/16" THK 7/8" DIA HOLES (2) -,i- "is) -0-1 �i 1 F' l.--1 i O \ } } - - 2" 4„ ,n - 5" - 3'' 8 - 10 1/2" - x F Cl) OUTSIDE OF BUILDING OUTSIDE OF BUILDING CID C8- 14 GA ENDWALL Z )--1TRUSS LEG BASEPLATE CORNER COLUMN BASEPLATE H H W ,...4 Z x c, w 3/16" THK 7/8" DIA HOLES (2) 1 C H 1 N 3/16" THK 7/8" DIA HOLES (2) vT 'Ill1 l V r= C 4 Z IiZ _ Z O r c i d Cn O _s_ /111k L J �' o L J I REVISION: DATE: - 2" 4" - 2" 4" in 12" - - 12" DRAWING NAME: 420911BPL DRAWN BY: OUTSIDE OF BUILDING OUTSIDE OF BUILDING S.B. DATE: 7/3/02 C12- 12 GA ENDWALL SCALE: 3"=1'-0" C12- 12 GA ENDWALL COLUMN BASEPLATE DOOR JAMB COLUMN BASEPLATE SHEET 5- 13 _,_,. MIRACLE STEEL CORPORATION 60 OakRoad GIRT BY OWNER PURLIN BY OWNER Water own,°od SD 57201 ct©aooz �- 0 •O I ` —� %-�\ u • 0 lihk,H �i`��� —- > u • °Ik „..... ----_____________ I -1 GIRT CLIP 1 PURLIN CLIP 8-#10 WOOD GRIP SCREWS 4 PER SIDE (TYP) 8-#10 WOOD GRIP SCREWS 4 PER SIDE (TYP) ENDWALL COLUMN ROOF TRUSS 6" E. m H GIRT CLIP CONNECTION PURLIN/CLIP / CONNECTION ig E.., w ww Q w 4 01a 10 II 1 8 1 2 - 2 1 2 C\ a 1 8) 1/2 - 2 1 2 1 8 1 2 - 2 1 2 1/8 1 2 - 2 1 2 Cub ^ 0 1 w ZFri 0 o 0 o _ 0 0 r4Na o W GIRT CLIP ,' 0 `. REVISION: DATE: I 1 i _� s, PURLIN CLIP 1 # ENDWALL COLUMN ROOF TRUSS DRAWING NAME: 420911WCD DRAWN BY: S.B. DATE: 7/3/02 SCALE: 3" = 1'-0" CLIP ENDWALL CONNECTION CLIP/TRUSS CONNECTION SHEET S- 14 — g,> y � L J 0 -- ---1 1/16" } 1 0 13/16" -- 0 — y -4, i t r " o C 8 D � Z CO O X I rn C I N M --1 3/16" 0 L J — 4" f N w 0 } D 15/1 6" -- --- D rn n N L J O T– D n 13/16"-- -- O r C K - 12" - z 0 N 1 I 1 WL J N D n 15/16"— -- O r C K - 12" - z -I, Dn N K N oN , L J CD • K Z 0 0 15/16"-- 12" R a r r g CUSTOMER: STAMP: z THE LAWN FARM o 0 y �z LONG LAKE, MN � o �' 1... a 420911 ® ea F.... 3 COLD—FORMED STEEL SHAPES ri C12-12 GA DOOR MIRACLE STEEL 2 x 8 PURLIN 2 x 8 PURLIN 2 x 8 PURLIN JAMB COLUMN CORPORATION 600 Oakwood Road Watertown, SD 57201 C12-14 GA C8-12 GA RAFTER ‘,„ C8-12 GA RAFTER , OTD COLUMN ct 2OO2 :j V �I12 GA PLATE 1 �0i - �G� - I 1 is I i1 0 1 / i% 0� i •i • �O i — - I" I 1 / I L '�.'_ J . . I I I CI ----1 --�------ • I ---lir-- ---- ol..,,t, • —,I. -I::_, O 'd - SLEEVE o SLEEVE i SLEEVE L C16-14 GA - �_o C12-14 GA BOX HEADER CORNER COLUMN OTD COLUMN DOOR JAMB 1/2" x 1 " LONG BOLTS (TYP) COLUMN 1/2" x 1 " LONG a 1/2" x 1" LONG BOLTS (TYP) m BOLTS (TYP) 1/2" x 1" LONG BOLTS (TYP) C8-12 GA RAFTER EAVE DOOR JAMB PEAK BOX HEADER a A B 41) D � CONNECTION CONNECTION CONNECTION CONNECTION H ww W C12-12 GA #10 WOOD GRIP SCEW Z CZ GIRT CLIP C8-14 GA GIRT CLIP DOOR JAMB 2 PER SIDE CORNER COLUMN CORNER COLUMN COLUMN °- TEK SCREW (2) ,II ISI "444 < II II II II w z Q ANCHOR ROD BY ANCHOR ROD BY2 = O OWNER (2) OWNER (2) ( Allih,. 1 , FLAT STRAP w 2 x 6 GIRT 2 x 6 GIRT o / �� E.CO E. I / I I ® roll I 0 REVISION: DATE: am •. ►=.11 , " x 3/4' 74/ r 117211' �j j \- 2 x 6 GIRT LONG BOLTS (2) i r ir ,//, - 0, 0 DRAWING NAME: / �/� / 420911ED / " / DRAWN BY: S.B. DATE: 7/3/02 CORNER F DOOR JAMB el STABILIZERIV BRACE SCALE: 1" = 1'-0" 411) CONNECTION CONNECTION CONNECTION CONNECTION SHEET 5- 10 • ASTM A325 2 x 8 PURLIN ASTM A325 MIRACLE STEEL 3/4" x 2" 2 x 8 PURLIN 3/4" x 2" CORPORATION LONG BOLTS (8) 11A\i LONG BOLTS (TYP) #10 WOOD GRIP SCREWS 2 600 Oakwood Road ON EACH SIDE Watertown, SD 57201 t \k\ awrism02002 11 � / 4'-4 4 PURLIN OR GIRT kr. , ,.... - 4ii1 2 x 6 GIRT r 415s \--- Acis III - / iu14.-- 1 i it II \ L.; 1 " x 1" x 1/8" SA ANGLES (NP) u 2 1/2" x 2 1/2" x 5/16" 2 1/2" x 2 1/2" x 5/16" CONNECTION ANGLES TRUSS CONNECTION ANGLES 3/8" BOLT (TYP) EAVE B PEAK © STABILIZER Z CID CONNECTION CONNECTION CONNECTION aI-, E GIRT CLIP � w Z Q wimII 1 ° 4 g)) II II \ ANCHOR ROD BY OWNER (4) w O x El /w 2 x 6 GIRT : E°, I I C.)�� �11 I REVISION: DATE: Fir I° 11 10 `% 4 it 0 DRAWING NAME: 420911TD /� DRAWN BY: S.B. DATE: 7/3/02 Cp) TRUSS LEG SCALE: 1" = 1'-0" CONNECTION SHEET S_9 REAR ENDWALL MIRACLE STEEL ITEM DESCRIPTION QTY CORPORATION 1 2 x 6 WOODEN GIRT BY OWNER (2'-0" O.C.) N/A 600 Oakwood Road 2 2 x 8 WOODEN PURLIN BY OWNER (2'-0" O.C.) N/A Watertown, SD 57201 3 C8-14 GA COLUMN x 17'-6 9/16" LONG 2 corm'"`®2002 4 C12-12 GA COLUMN x 21'-5 1/4" LONG 2 5 C8-12 GA RAFTER x 18'-8 1/16" LONG 2 6 2" x 14 GA WINDBRACE x 14'-0" LONG 2 SYMMETRICAL ABOUT 7 2" x 14 GA WINDBRACE x 16'-0" LONG 6 CENTERLINE ALL WIND BRACES MUST BE TRIMMED TO LENGTH AND DRILLED BY OWNER PRIOR TO INSTALLATION I * = ENDWALL STABILIZER 12 00 © - - f ID 1, d m * * * * ® = a 1 I ;LI - .--4 DOUBLE GIRTS �r (TYP) 4 - - .g - W I � I 111 Z0) Z * * * * 12 w 4 N Z o a _ H I Mw G E-+ CD o 1 I * * 5-10 * * 1 U iREVISION: DATE: I I 1 I DRAWING NAME: `P 420911RE DRAWN BY: S.B. 11 '-8" 12'-0" 11 '-8" DATE: 7/3/02 SCALE: 1/4" - 35'-7" 0/0 OF COLUMN = 1 —0 SHEET S-8 • FRONT ENDWALL MIRACLE STEEL ITEM DESCRIPTION QTY CORPORATION 1 2 x 6 WOODEN GIRT BY OWNER (2'-0" O.C.) N/A 600 Oakwood Road 2 2 x 8 WOODEN PURLIN BY OWNER (2'-0" 0.0.) N/A Watertown, SD 57201 3 C8-14 GA COLUMN x 17'-6 9/16" LONG 2 `°°"'0`0)2mm 4 C12-12 GA DOOR JAMB COLUMN x 21'-0 3/4" LONG 2 SYMMETRICAL 5 C12-14 GA COLUMN x 7'-4 3/4" LONG 1 C ABOUT CENTERLINE 6 C16-14 GA BOX HEADER x 14'-O" LONG 1 7 C8-12 GA RAFTER x 18'-8 1/8" LONG 2 S-10 8 2" x 14 GA WINDBRACE x 14'-O" LONG 6 BI 9 2" x 14 GA WINDBRACE x 16'-O" LONG 2 S-10 ALL WIND BRACES MUST BE TRIMMED TO LENGTH AND © DRILLED BY OWNER PRIOR TO INSTALLATION O I * = ENDWALL STABILIZER 6 A 0 S-10 ARk 0 0 ® - %�� , �_iiiiiillailir I - - -% 00 ___ in i X01,4 17 ,/ /' D1-4 II i-4 © I__.1---- ---- S-10 1_1_ ' I 4111.4 w .-i Q zx . Z DOUBLE GIRTS w (TYP) 1 I 1 2 :7i_ N N F-1 I I O 00 O w 1 I • � ffl 00O H U I REVISION: DATE: I E \ F DRAWING NAME: -- S-10 S-10 - ' 420911FE DRAWN BY: S.B. DATE: 7/3/02 10'-5 3/4" 14'-4 1/2" 10'-5 3/4" SCALE: 1/4" = 1'-0" - 35'-7" 0/0 OF COLUMNS SHEET S-7 FRAME SIZE 20 INCH MIRACLE STEEL 1 2 x 6 WOODEN GIRT BY OWNER (2'-0" 0.0.) CORPORATION 2 2 x 8 WOODEN PURLIN BY OWNER (2'=0" 0.0.) 600 Oakwood Road 3 LEFT LEG OUTER CHORD SIZE 1 1/2 x 1 1/2 x 3/16 DOUBLE ANGLES Watertown, SD 57201 4 LEFT LEG INNER CHORD SIZE 2 x 2 x 1/4 DOUBLE ANGLES •®2002 5 RIGHT LEG OUTER CHORD SIZE 1 1/2 x 1 1/2 x 3/16 DOUBLE ANGLES 6 RIGHT LEG INNER CHORD SIZE 2 x 2 x 1/4 DOUBLE ANGLES 7 LEFT ROOF TOP CHORD SIZE 1 3/4 x 1 3/4 x 3/16 DOUBLE ANGLES 8 LEFT ROOF BOTTOM CHORD SIZE 1 3/4 x 1 3/4 x 3/16 DOUBLE ANGLES 9 RIGHT ROOF TOP CHORD SIZE 1 3/4 x 1 3/4 x 3/16 DOUBLE ANGLES 10 RIGHT ROOF BOTTOM CHORD SIZE 1 3/4 x 1 3/4 x 3/16 DOUBLE ANGLES 11 LEG DIAGONAL SIZE 3/4 DIA 12 ROOF DIAGONAL SIZE 3/4 DIA = SINGLE DIAGONAL C9S-9 = DOUBLE DIAGONAL = SINGLE DIAGONAL + (2) 1 1/2 x 1 1/2 x 3/16 ANGLES * _ LOCATION OF 1 x 1 x 1/8 ANGLE STRAP 0 APPROX 45' EACH C 0 _ SIDE TO PURLINS OR GIRTS O -9 a; , _ __ f E-. A -v) 1g ...:4 1 i jjjjIj' co-----__iiiii401010 -db.4111110P1 -i, 44111%1110"4)-- - 000.1 - --4T--------- -,, * ,� Z W CZ 0 o 1 1 CSI d, � 0 Cl) A ,-- I wo CO 2 H = CO N a � 11•14N W C'� AI* I CV 10 E. rn I v © 4 a• I (0 1 lo r _ REVISION: DATE: 1 _4 __. e• 1 _ _ * * DRAWING NAME: '' DRAWN BY:20911TR -� S.B. D DATE: S-9 J 7/3/02 SCALE: 10„ 1/4" = 1'-0" 0 - 35'-7" 0/0 OF TRUSS - SHEET S-6 MIRACLE STEEL CORPORATION © A 600 Oakwood Road EN BRACING S-12 ROD BRACING Watertown, SD 57201 S-10 14'-0" x 18'-0" Copyright® 2002 OPENING 1 \ I 1 I 1 / I I `. /. i \\ / / \ /1 \ / k / J N`,./ s :: \ /' \\ ,' // N\ ,/ N\ \ / \ / N \ / \ / N. , \ \ / \ / \ / \ / , . 1 . .... , . N . I \/ I 1 \/ I \ . /\ /\ . \ . / \ / \ I I I / \ / \ , \\ . \ . \ / \ \ 1 �. \\ I /. \\ / \ / \ . N . \ \ / \ . \ II . .... 1,,, \ ,1 a FRONTWALL ELEVATIONS SIDEWALL 1 ELEVATIONSce Z ig � � z W � O 1 1 1 1 Z0) E 0.2 F\7 \\ ,//J IS1 / I � ''� w \ /N \ . /'`. ,)" \ / I I \\ /' �./ / . I I \ / \ / Iwz/ .\ I �. \ \ \ / \\ /' K \ / \ / x N \/ ' F-4 \ . \ . / / \ . ce \ . \ / I / J`\` I �'.' `\\` �'/ `J \\ REVISION: DATE: 36'-6" 0/0 OF WOODI 60'-2" 0/0 OF WOOD - REARWALL ELEVATIONS SIDEWALL 2 ELEVATIONS DRAWING NAME: 420911EL DRAWN BY: S.B. DATE: 7/3/02 SCALE: 3/32" = 1'-0" SHEET S-5 REAR ENDWALL I I I I J N I I I I — - _ - - - TRUSS 36 rn _18 RIGID FRAME _ - - - _ — O 1 1 N1 1 ' 1 1 O 1 1 I TRUSS 36-18 RIGID FRAME 1 I - - - - - - - - - - - - - - - - I O c Q, c0 O I I 1 I _ c"1 1 1 N U) U) O tt7 0 N trJ O O IO 1 r r O ' r r -9 C) 0 6) '-' O C I 1 O K I 1 o z W - - - - TRUSS 3618 RIGID FRAME - _ _ _ _ 1 O 1 1 1 1 I N 1 IV I I O I 1 I I I I TRUSS 36-18 RIGID FRAME O 1 1 1 1 1 1 1 \ N I I I I - - - - - - - - -FRONT ENDWALL- - - - - - - - - 0 N N - 35'-7" 0/0 OF TRUSS o x a, 0 36'-6" 0/0 OF WOOD - 5 CPQ N Z a r r tai CUSTOMER: STAMP: M z THE LAWN FARM 4 o 0 y �z LONG LAKE MN r b co rli cn ii .,c4N 420911 8 r o . ' 0,v IA FRAMING PLAN z r ` CORPORA ON 100.,_ A, - ' sjTIp 44%-p Water own, SDOakwood 57201 Road /101• IMi tm� 10II►� 411 i ilillerrgil , 1 ► I r , ► F i 4 r y 4 ► FA r ] 0 IVA i AIL. I Max. Endwall Reactions (kips) unfactored Truss Reactions (kips) unfactored Dead Load Live Load Wind Load Dead Load Live Load Wind Load �`' c Max. Vertical Max. Vertical 2.22 8.2 n/a u) 1.62 3.53 n/a Max. V (uplift) n/a n/a 4.74 BRACING 6.45 Max. V (uplift) n/a n/a 1.3 Bracing 4.0 Max. Shear n/a n/a 2.04 Bracing 1.75 Max. Shear 0.23 1.94 4.20 BRACING 2.46 FRONT ENDWALL TRUSS = o II 44 w 1 ... 104 Kt ♦ , Z 0 o ,T-,; 1 7.b., ill I- ., w E oxo Cl) r ti w E..1 F-4 124 L:III:x::::1 1 o E. .`7 v 1 REVISION: DATE: DRAWING NAME: 420911BR DRAWN BY: S.B. DATE: 7/3/02 SCALE: 1/8" = 1'-0" REAR ENDWALL SHEET S-3 • , , GENERAL NOTES REVISIONS MIRACLE STEEL CORPORATION 600 Oakwood Road Structure Type: Straightwall Watertown, SD 57201 Structure Designation 36-18 c•pyright©2002 Width 36 ft Eave Height 18 ft Length 60 ft Building Area 2160 ft—2 Bay Spacing 12 ft Roof Pitch/12 4 Purlin Size 2x8 Purlin Spacing 2 ft Girt Size 2x6 Girt Spacing 2 ft DESIGN CODE UBC 1997 UNIFORM BUILDING CODE DESIGN AND LOADING CRITERIA Construction Type V—N Wind Criteria UBC 1997 Wind velocity 80 mph Exposure Category C Open Terrain a4 Wind Importance Iw=1.0 Ei Snow Criteria UBC 1997 r Ground Snow Load 57 psf Snow Exposure Ce 0.7 Snow Importance 1=1.0 Cl) Thermal Condition Normal Z Seismic Criteria UBC 1997 O Seismic Zone 0 Z `') Seismic Importance 1=1.0 Ig �i P 1 Design Wind Pressure 20 psf w Design Roof Live Load 40 psf w 1--1 \ Design Dead Load 5 psf 44 CODE OF PRACTICE Cn Cl) METAL BUILDING MANUFACTURERS ASSOCIATION (MBMA) Z 1 c H Low Rise Building Systems Manual 19961 MATERIAL DATA 1 W 0 Structural Steel (Shapes) ASTM A529 50 ksi or equiv. , Z Structural Steel (misc plate) ASTM A36 or equiv. C...F Structural Tubing ASTM A500 46 ksi or equiv. z Rods and flats ASTM A529 50 ksi or equiv. w Light Gauge Steel ASTM A653 Grade B up to .048 x Q W ASTM A570 Grade 50 over .048 thickness a High Strength Bolts ASTM A325 r W Lumber (By Customer) Girts WWPA Visually Graded Douglas—Fir—Larch (#2) or equivalent E Purlins WWPA Visually Graded Douglas—Fir—Larch (#1 and BETTER) or equivalent Lumber sizing based on actual loading requirements REVISION: DATE: Sheeting Metal Sales Pro—Panel II 29ga or equiv. FABRICATION: Miracle Steel Corporation is a recognized ICBG Fabricator per Evaluation Report #FA-359 DESIGN NOTES: 1. Design of steel members per the appropriate sections of the AISC and AISI design manuals 2. All trusses and endwall columns must be laterally braced as indicated on the drawings. 3. The lateral stability of the trusses and columns has been assumed DRAWING NAME: to be provided by the attached sheeting and siding materials. 420911 GN—R 4. The foundation is the responsibility of the customer and shall be designed DRAWN BY: to meet local soil conditions and to support the design forces S.B. 5. The lateral displacement of the building under Wind Load limited to h/120. DATE: 6. Tighten A325 bolts using the turn of the nut method ( tighten 1/3 turn past snug tight) 7/3/02 7. Use temporary bracing during erection to ensure framework stability until all components installed SCALE: 8. See Assembly Guide for erection procedures, requirements and recommendations. N/A SHEET S—2