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Home My WebLink AboutAPPLICATIONS, CO, MULT DOCS - 04-00095 - Eagle Rock Dentalt��RG� 4� U' O a u s es , ��h 9 e�IsHE� CITY OF REXBUR -G tlb1FRICA'S FAMILY C3, INITY CERTIFICATE OF OCCUPANCY Community Development Department of Building Inspection Building Permit No: 0 4 000 95 Applicable edition of code: ❑ International Building Code 2000 • International Residential Code 2000 • Uniform Building Code 1 997 Site address: 556 Treio Use and occupancy: Dental Office Type of construction: Wood Frame Design occupant load: Dental Office Sprinkler System required: ❑ Yes ❑ No Name and address of owner: Eagle Rock Dental Suite C Bagley Enterprises 423 S Yale Ave Rexburg, Id. 83440 Special conditions: Occupancy: ❑ Full ❑ Partial ❑ Temporary This Certificate, issued pursuant to the requirements of Section iog of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. Date: August 5 C.O. Issued by: There shall be no future change in the existing occupancy classification of the building nor ;shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official haq reviewed and approved said future changes. Water Department Fire Department State of Idaho Electrical Department -` 208 - 356-4830 ) ❑ Merlin Webster APPLICATION FOR BUILDING PERMIT CITY OF REXBURG, IDAHO r n Date of Application � e.? � j � . 20�J�' Permit No. �("' U OWNER Name 13 A- G 16 -4 ri� J E!�' PP 6 Site Address S h ize Mailing Address 42FS, S yA4 9 AVE- City/State/Zip a e -ems. Telephone/Fax/Mobile 3 1 3.. K6��11117Ti11C6I.7 Name 77 Ftul s (�i�, -, i T Mailing Address ° eX O4v44t 1 � 4 /4 City /State /Zip c Telephone/Fax/Mobile PROJECT INFORMATION DEPARTMENT APPROVAL Property Zone: 1+13,D Is existing use compatible with zoning, (screening parking, etc When was this building last occupied Architect/EngineerFirm NJC 1 4 dw ADdily P1anName F—)k 120Z-A< �F-1 � Subdivision °r r- ro,p, P I Fl�s Stotti rhL /!'Y12.1� Lot Z Circle One Residential Commercial Educational Government Remo del Other Circle One New House Addition/Remodel to House New Commercial Commercial Remodel Circle One Basement: None/ Finished / Unfinished Other: None/ Patio/ Carport/ Awning N/A i Lot Square Footage 1 3 "i ( Lot Width 3 y- g S Square Feet tP -' 0 O Garage Square Feet Number of Stories Height of Building What will structure be used for: Home Home Business Apartment Commercial Other Will there be an apartment? If so, how many units /pFG �LE�°T?zr Total Estimated Cost &&'tO N91 Are you in G a flood plain A10 Signature of Applicant Code Zone Building Type F EB 2 7 2004 PAID CASH $ CHEC (Parks, Fire, and Police) Signature of Inspector Block Oft C A?t-E 0 Building Permit Fees 2, 3 8 (� Plan Check Fees Plumbing Permit Fees 5'1 Ob Digging Permit Fees do Water & Sewer Fees Front Footage Fee - -T u i Impact Fees Z5 7 TOTAL $ �• $� 9 Issued by SUBCONTRACTOR LIST Excavation & _ Earthwork: de,5 / Concrete: /�, 1 3 C& 5 7-- Masonry:5 VhI4 A �,4-uG �fsTS Roofing: L ,n N� (,�� Ll�y,� Insulation: l.l�Srl� 77on Drywall de C�aei� Painting: 5" b i 'VO &F#4 Ni� � Floor Coverings: C." 1°e7 t5� Plumbing: Heating: A- ( 1 4F, S i,�Lu•� �,N W 1 6Ak 6.,e. l r ir j Electrical: Z) . ��, I: L � %1'L16 SPECIAL CO NSTRUCTION (Manufacturer or Supplier) Roof Trusses: Floor/ Ceiling Joists ) 3,u c KKE Cabinets: Siding /Exterior Trim: �y Omer: 2/20/2004 Terry Bagley 423 S. Yale Rexburg, Idaho 83440 Dear Terry, c STATE OF IDAHO www.ci.rexburg.id.us P.O. Box 280 12 North Center Street Rexburg, Idaho 83440 Phone (208) 359 -3020 Fax(208)359 -3022 e -mail rexburg@ci.rexburg.id.us I have reviewed your plans for the Eagle Rock Dental Care and have identified the fallowing discrepancies: 1. The 2000 International Building Code requires that the plans be prepared by a Professional of Responsible Charge. This individual has the responsibility to make sure that each engineering and architectural design is in harmony. 2. The Fire Department has reviewed the drawings. I have attached a copy of their review to the back of this document. Please provide us with the information necessary so that we can issue a Building Permit. If you have any questions, please give me a call at 359 -3020 ext. 324. Sincerely, Val Christensen Building Official Cc Mayor Larsen Chris Huskinson .!' (l l J STATE OF IDAHO P.O. Box 280 12 North Center Street Rexburg, Idaho 83440 Phone (208) 359 -3020 Fax (208) 359 -3022 e -mail rexburg @srv.net REXBURG-MADISON COUNTY EMERGENCY SERVICES 26 NORTH CENTER STREET REXB URG, IDAHO 83440 208 -359 -3010 208 - 359 -3006 FAX 2000 International Fire Code Plan Date: 11 -14 -03 Plan Review Review Date: 01 -05 -04 Building Name: TETON PROFESSIONAL PARK Building Address: TREJO STREET AND HIGHWAY 191 Stories: ONE Type of Construction: V -B Occupancy Classification: B Existing Floor Area: NIA New Construction Floor Area: APPROXIMATELY 5975 SQUARE FEET 1. Required Fire Flow (Appendix B): 2000 GPM /TWO HOURS Comments: FIRE FLOW MAY BE REDUCED IF AN AUTOMATIC FIRE SUPPRESSION SYSTEM IS INSTALLED. 2. Water Supply (Section 508, Appendix C) Required: YES Fire Hydrant Location: EXISTING ON TREJO AND HIGHWAY 191, ONE PROPOSED Fire Hydrant Flows: EXISTING OKAY, PROPOSED UNKOWN Fire Flow Test Location: N/A Fire Flow Supplied By: N/A Other Approved Water Source: NONE Water Supply Acceptable: YES Fire Hydrant Location Acceptable: NO Water Supply Comments: PROPOSED HYDRANT NEEDS TO BE MOVED CLOSER TO THE ENTRANCE, PREFERABLY ON THE WEST SIDE OF THE ENTRANCE. PLEASE PROVIDE ENGINEER'S CALCULATIONS OF WATER FLOW FOR PROPOSED HYDRANT. 3. Fire Apparatus Access Roads (Section 503, Appendix D) Required: YES Acceptable Width: YES Length: YES Surface: YES Complete Road Acceptable: YES Comments: NONE 4. Access Roads and Water Supply, including fire hydrants are required to be installed and made serviceable prior to and during time of construction (Section 501): Comments: IF NOT INSTALLED PRIOR TO CONSTRUCTION AND MADE OPERATIONAL, A STOP WORK ORDER WILL BE ISSUED. 5. Installation of portable fire extinguishers (Section 906) Required: YES Location shown: NO Type provided acceptable: NOT SHOWN Comments: PROVIDE A MINIMUM OF 2A10BC FIRE EXTINGUISHERS WITHIN TRAVEL DISTANCES FOR EACH OCCUPANCY. 6. Automatic fire extinguishing systems (Section 903) Required: NO Type of system being installed: Sprinkler system monitoring (Section 907) required: NO Comments: 7. Standpipes (Section 905) required: NO Type required: Comments: 8. Ventilating hood and duct fire extinguisher system (Section 609) required: NO Type being provided: Automatic fuel shut -off required: Portable fire extinguisher shown: Comments: 9. Fire alarm systems (Section 907) required: NO Type of system required: Manual: Automatic: Type of system being provided: Manual: Automatic: Components of system shown: Smoke Detectors: Manual Pull Station: Sounding Devices: Both: Both: Heat Detectors: Visual Devices: Door Holders: Duct Detectors: Flow Alarm: Sprinkler Valve Monitoring: Fire Alarm System Acceptable: 10. Other corrections that are required by special occupancy or conditions: Plans as submitted are acceptable: NO Plans checked by: CHRIS HUSKINSON Date: 1 -5 -04 Please furnish comments back to the plan reviewer in the following manner: Written Comments: X New Plans: X • 1 • Madison County Planning & Zoning 134 East Main Rexburg Idaho 83440 208 359 -6260 Fax Transmittal CovAk, 1 To: KU f Ca"C " Date: L f' 1 5 I Of: ��,'�, No. of Pages to follow: rp From: c f �C' -I/ Re: - S 6 j Message: Ko (A- re ct r6 a/U 2--2 re ,zi e-(A,/5 V- i fic 4 /t Fct Te( 0 wi �1 f -k � 4c� +D O-U) hard "are, ,6 evpver vv�zv� 1 T -d L068 -9sc -802 asor ialwea eLb :80 * LO .ad S e- MEMORANDUM To: Heather Westenzweig, Madison County PSZ From: Jeff L Williams Date: April 6, 2004 Subject: Teton Professional Park Division No. 1 Heather: Here is a list of my comments on this subdivision, 1. Add the wording `division no. 1" to the wording in the certificates to be consistent with the title of the plat. 2. Add one of the following statements to the irrigation certificate to clarify what is happening: "This property remains in an irrigation district and a suitable irrigation water delivery system will be provided in compliance with Idaho Code Section 31 -3805 subsection (1)(b), as shown on the approved improvement drawings." "The property included in this plat is within the (name of irrigation entity) Irrigation District, suitable water de3liveries system have not been provided. The assessments will be levied by the irrigation company, are a lien on the property and are the responsibility of the it owner. The owner-developer is obligated to comply with the disclosure provisions of Section 31 -3805, subsection (2)(b), Idaho Code." 3. The symbols shown in the legend are not the same size as depicted on the plat. 4. Add a symbol for the block designation In the legend, and add the symbol to block 3. 5. How do utilities get to lots 2-6 of block 1, there is an easement on the road, but not to the lots. 6. Check the dimensions on lot 1, block 2. 7. Check the dimensions along lots 1,7 and 2 of block 1, they do not add up. 8. The small parcel created along Trejo Street near the POB needs to have a lot designation. 9. What is the 0.50 feet dimension on lot 1, block 1, is this an encroachment, if needed possibly show in detail. 10. 5/8" rods should be placed on all boundary corners, not Y2" Jeff L Williams z'd L068- 99E -80a asor jalwea eLb :BO 1�0 LO .add New Sub - Divisions GIS Department Review Teton Professional Park 3 -2 -04 Sub - division and street names are not in conflict with existing streets and sub - divisions The name Teton is already in use with a platted town adjacent to Madison County. Township, Range and Section is shown OK Two ties to established section corners OK Ownership matches existing deeds and Assessor's Role OK Signature lines are correct for all elected officials and staff NO, Need to correct the date in the recorder's certificate Can identify all ownership within the sub - division boundary OK Street and other public dedications are worded and shown correctly NO, need to change the water and sewer notes on Sugar City to Rexburg. Utility Easements are shown graphically Lot 1 Block I is missing an easement along Trejo Street. Information exists to redraft the Sub - division— including bearings and distances on all lines NO, Curves on Lot t Block 3 don't close. Center line dimi on Grand Ave is to long. Bearing problem on the cast side of Lot 2, Block 1. Flood Plain designations OK Irrigation Certificate OK Boundary Description matches the Plat OK Boundary Description matches deeds OK Adjoiners are correct No, No adjoiner to the north and east. Lands to the Wcsts are in the Westates Sub -Div. PARCEL #'s RPRWSTAT030010A, RPRXBCA0257273A, RPRXBCA0257280A 6 - d L068- 996 -Boa asor iaxwea ebb =80 * Lo Jdu City Subdivision Plats Teton Professional Park 3/30/2004 subdivision Name Preliminary Plat Review Scale not less than 100' to 1" OK Frontage Subdivision boundary an actual survey OK Lot size Name of the owner OK Road Width Subdivision name OK Signatures (8) Road names OK Easements North arrow OK Lot number(s) Public streets OK Block number(s) Private streets (covenants) n/a Open areas No setb ack/easement provided for Lot 1 Block 3. Date OK OK OK n/a OK OK OK OK t+'d L068- 996 -802 asoc jalwea e8*,:B0 * Lo .add r r' L I .D 7TON PROFESSIONAL PARS DIVISION NO. I FINAL PLAT s Schiess & Associates ENGINEERING -PLANNING • LAND SURVEYING IDAHO FALLS, IDAHO REXBURG, IDAHO (208) 522 -1244 (208) 356 -6092 Date: Madison County Treasurer f ALSO A REPEAT OF LOT 1 BLOCK 3 OF THE WESTATES SUBDIVISION DIVISION N0. I hereby certify that the foregoing plat of the TETON PROFESSIONAL PARK, Madison County, Idaho was filed for recording in the office of the Recorder of Madison County, Idaho on this day of ,2003 at m and recorded under Instrument Number, Madison County Recorder AN ADDITION OF THE CITY OF REXBURG, MADISON COUNTY, IDAHO A PORTION OF THE SE 1/4 OF SECTION 25 T.6N. R.39E., B.M. N DI C� L " t _ � d L DELTA �,. d RADIUS BEARING DISTANCE O SET 5/8" X30" PIN 19.42' 15.00' N53'06'27 "W 18.09' WITH` A YELLOW CAP MARKED L.S. 9369 31.64' MAR I I N29'1 7'50 "E SET 1 /2" X24" PIN C3 97'41'01" 34.10' 20.00' WITH A YELLOW CAP MARKED L.S. 9369 C4 4'03'19" 54.25' 766.44' N72'35'03 "E E. 1/4 SECTION C C5 - -10' UTILITY EASEMENT 766.44' N6825'40 "E CITY OF REXBURG C6 ALONG STREET SIDE OF ALL LOTS SECTION 25 766.44' (p FOUND 1 /2" X24" PIN C7 T.6N., R.39E. 252.16' 567.42' WITH A YELLOW CAP MARKED L.S. 9369 BRASS CAP 1'57'28" 26.19' 766.44' N65'19'12 "E INST. NO. 197851 C9 21'00'36" N89'48'44 "E 2639.59' N79'41'32 "W CENTER SECTION COR SECTION 25 T.6. N, R.39E. ALUM. CAP "Q INST. NO. 267991 SCALE 1 " = 60' Z 0 =1 -P BAGLEY ENTERPRISES BOUNDARY DESCRIPTION Beginning at a point that is S (Y16'16" E 659.48 feet and S 89'48'10 W 181.89 feet from the east quarter corner of Section 25, Township 6 North, Range 39 East of the Boise t Meridian, Madison County, Idaho; point of beginning also being on a curve with a radius of 7 25.00 feet and a chord that bears S 73'15'32" W 30.48 feet; thence to the right along said curve 32.77 feet through a central angle of 75'06'27" to a point of a reverse curve with a radius of 123.00 feet and a chord that bears N 79'41'32" W 44.85 feet; thence to the left along said curve 45.11 feet through a central angle of 21'00'36"; thence S 89'48'10 W 72.28 feet to a point of a curve with a radius of 567.42 feet and a chord that bears S 7704'19" W 250.09 feet; thence to the left along said curve 252.16 feet through a central angle of 25'27'42" to a point of a reverse curve with a radius of 766.44 feet and a chord that bears S 70'14'00 W 157.36 feet; thence along said curve 157.64 feet through a central angle of 11'47'05"; thence N 00'15'55" W 108.32 feet along the east lot line of lot 1, block 3 of the Westates subdivision division no. 1; thence along the north lot line of said lot 1, block 3 S 89'48'10 W 190.43 feet; thence N 00'16'05" W 477.21 feet; thence N 89'32'54" E 374.23 feet; thence S 00'16'05" E 312.85 feet; thence N 89'32'54" E 268.55 feet to the west line of parcel instrument no. 269976; thence along said west line S 00'16'16" E 167.22 feet; thence N 89'48'10 E 85.61 feet to the point of beginning, containing 5.54 acres. OWNER'S CERTIFICATE KNOW ALL MEN BY THESE PRESENTS: that we the undersigned are the owners of the tract of land included within the Boundary Description shown hereon and have caused the some to be platted and divided into Blocks, Lots, Streets and Common areas to be hereafter known as TETON PROFESSIONAL PARK, Madison County, Idaho and we do hereby dedicate to the Public, all streets and easements as shown hereon. We also certify that the lots shown on this plat are eligible and will receive water and sewer from the City of Rexburg and said Municipality has agreed in writing to serve said lots. We also certify that this subdivision is not in the flood plain zone. IN WITNESS WHEREOF, we have hereunto set our hands this day of ,2004 . BAGLEY ENTERPRISES TERRY BAGLEY, GENERAL PARTENERSHIP, MANAGER ACKNOWLEDGMENT STATE OF 0" County of Madison On this day of ,2004 before me, the undersigned, a Notary Public in and for said State, personally appeared TERRY BAGLEY known to me to be the signer of the above Owner's Certificate as principal, and have executed the some for the purpose therein mentioned. I IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year first above written. Notary Public for the State of Idaho Residing in County, Commission Expiration Date: CITY'S ACCEPTANCE This foregoing plat was duly accepted and approved by the City of REXBURG, Idaho by resolution adopted this day of ,2004 Mayor City Engineer City Clerk Planning & Zoning HEALTH DEPARTMENT CERTIFICATE I hereby certify that sanitary restrictions required by Idaho Code, Section 50 -1326 have been satisfied and this plat is hereby approved for recording by filing of this certificate herewith. 0011= 7 STATE BOARD OF HEALTH Date: Enviromental Health Specialist NUM DELTA ARC RADIUS BEARING DISTANCE C1 74'10'47" 19.42' 15.00' N53'06'27 "W 18.09' C2 90'37'45" 31.64' 20.00' N29'1 7'50 "E 28.44' C3 97'41'01" 34.10' 20.00' 564'51'34 "E 30.12' C4 4'03'19" 54.25' 766.44' N72'35'03 "E 54.24' C5 4'15'27" 56.95' 766.44' N6825'40 "E 56.94' C6 1'30'49" 20.25' 766.44' N7522'07 'E 20.25' C7 25'27'42" 252.16' 567.42' S77'04'1 9 "W 250.09' C8 1'57'28" 26.19' 766.44' N65'19'12 "E 26.19' C9 21'00'36" 45.11' 123.00' N79'41'32 "W 44.85' C10 1 75'06'27" 32.77' 25.00' N73'15'32 "E 30.48' C11 95'48'50" 33.45' 20.00' N41'53'45 "E 29.68' C12 15'49'12" 114.86' 416.00' S8'06'27 "E 114.50' C13 5'48'50" 49.11' 484.00' S3'06'1 5"E 49.09' C14 90`15'16" 31.51' 20.00' N45'19'28 "W 28.35' C15 89'44'43" 31.33' 20.00' S44'40'32 "W 28.22' C16 13'30'01" 106.03' 450.00' S6'56'51 "E 105.79' C17 2'19'10" 18.22' 450.00' S14'51'28 "E 18.22' \, o / Mi iU1 OD 1 / Z Z ry M INST. O� #269976 / V) 59.49' � S89'32'54 "W 7 0 V / � *i rri - LOT 1 / / O Z 9,940 / SQ.FT / `U LI � J p r N P.O.B. WESTATES SUBDIVISION BLOCK 3 LOT 2 JZ "1'11tL"M' S.E. SECTION COR \ SECTION 25 CO J P T.6N., R.39E. W BRASS CAP INST. NO. 185093 SURVEYOR'S CERTIFlCATE I Kurtis J. Roland, depose and say that I am a Professional Land Surveyor, that 1Z-40 I have surveyed the tract of land described in the Boundary Description attached hereto, that said tract is staked on the ground according to G State Law Section 50 -1305, State of Idaho. Q'-' CERTIFICATE NO. 9369 9 Professional Land Surveyor fit, Tjs J. Rp�. IRRIGATION CERTIFICATE Requirement of Idaho Code 31 -3805 are met. Owner will retain all water rights on the property shown. EXAMINING SURMOR'S CERTIFICATE I hereby certify that I have examined this plat and find it to be correct and acceptable as required in Section 50 -1305 of the Idaho Code. Date: Professional Land Surveyor Cert. No. TREASURER'S CERTIFICATE I the undersigned County treasurer in and for the County of Madison, State of Idaho, per the requirements of Idaho Code 50 -1308, do hereby certify that all county property taxes due for the property included in this project are current. ^„� Rexburg, Idaho PROJECT NO. 031 1 0 Civil Site Drawings November 2003 LOCATION MAP VICINITY MAP ()NAL F �STE)y I LI 4 , I O F SOP C-D S0 11(�Iilii!0 32 l MUD LAKE WEST MAIN H - ANAE - WE I PROJECT LOCATION REXBURG CANAL < FOURTH SOUTH [FIFTH SOUTH [SIXTH SOUTH 0 U) =SEVENTH SOUTH 7TH SOUTH CITY LIMITS Designed By 46 Schiess & Associates ENGINEERING- PLANNING- LAND SURVEYING 7103 SOUTH 45TH WEST 135 E. MAIN STREET IDAHO FALLS, ID 83402 REXBURG,ID 83440 OFFICE: (208) 522-1244 OFFICE: (208) 356-6092 FAX: (208) 522-9232 FAX: (208) 356-6468 INDEX CATCH BASIN COVER INSIDE DIAMETER G -1 INDEX /ABBREVIATIONS /CONTACTS P -i MASTER PLAN P -2 UTILITY PLAN P -3 UTILITY PLAN P -4 UTILITY PLAN D -1 WATER DETAILS D -2 WATER DETAILS D -3 WATER & SEWER DETAILS D -4 STREET & SEWER DETAILS D -5 STORM DETAILS LIST OF ABBREV CB CATCH BASIN Di INSIDE DIAMETER DIA. DIAMETER E EAST ELEV. ELEVATION FF FINISHED FLOOR FT FEET FW FRONT OF WALK INV INVERT L.F. LINEAR FEET MAX. MAXIMUM MIN. MINIMUM MJ MECHANICAL JOINT N NORTH PE POLYETHYLENE R RADIUS REQ'D REQUIRED S SOUTH SCH SCHEDULE STD STANDARD TBC TOP BACK OF CURB TEMP TEMPORARY TYP TYPICAL W WEST LEGEND LANDSCAPE CONCRETE ® DUMSTER KAM NU.1 KLVIJ1V o' I KIR This document or any part thereof in det A or design concept ie the property of Shies. Er Aaaociatea and CAp NAME: shall not he copied in any form without the written G -1 authorization of Schiesa ✓! Asaociotes. UTILITY & SERVICES CONTACTS CONTACT PHONE # WATER NOTES: CITY OF REXBURG ENGINEERING DEPARTMENT ............................................... PROPOSED MANHOLE ® EXIST. MANHOLE I............. WILLIE TEUSCHER .............................. EXISTING CURB & GUTTER DIGLINE(CALL BEFORE YOU DIG) ................................................................................................... PROPOSED CURB & GUTTER SS-9 PROPOSED SANITARY SEWER SD -12 -) PROPOSED STORM DRAIN v -8--- PROPOSED WATERLINE ss -10 EXISTING STORM DRAIN SEWER sn EXISTING STORM DRAIN _w-s- EXISTING WATERLINE * PROPOSED FIRE HYDRANT • PROPOSED WATER VALVE O EXIST. FIRE HYDRANT ® EXIST. WATER VALVE ® PROPOSED CATCH BASIN -d-- DIRECTION OF DRAINAGE FLOW 1rt PROPOSED LIGHT POLE - - - - - - EASEMENT - - RIGHT -OF -WAY EXISTING PROPOSED THIS PROJECT .......... FUTURE LANDSCAPE CONCRETE ® DUMSTER KAM NU.1 KLVIJ1V o' I KIR This document or any part thereof in det A or design concept ie the property of Shies. Er Aaaociatea and CAp NAME: shall not he copied in any form without the written G -1 authorization of Schiesa ✓! Asaociotes. UTILITY & SERVICES CONTACTS CONTACT PHONE # WATER NOTES: CITY OF REXBURG ENGINEERING DEPARTMENT ............................................... ............................... JOHN MILLAR ....... ........ ......... .................. ..................... (208) 359 -3020 DEQ .................................................... . .................................................. I............. WILLIE TEUSCHER .............................. ...........................5(206 528 -2650 DIGLINE(CALL BEFORE YOU DIG) ................................................................................................... ............................... ..........................(800 342 -1585 OWNER..................................... . ................................ I ........... ........................... ..... TERRY BAGLEY ............ ................................................. ((((208)))))) 313 -1999 SCHIESS & ASSOCIATES ENGINEER.......................................................................... ............................... PAUL SCORESBY .......................................................... (208) 522 -1244 PROJECTMANAGER ........................................................... ............................... KURT ROLAND .............................................................. (208) 522 -1244 GENERAL NOTES: 1. SPECIFICATIONS AND DRAWINGS FOR THIS WORK ARE THE ISPWC 2003 EDITION. THE DETAIL DRAWINGS HEREIN SUPPLEMENT THE ISPWC STANDARDS. 2. BED PIPE IN NATIVE MATERIAL FREE OF ROCKS LARGER THAN 1 INCH IN DIAMETER AS BEDDING. IF ROCKS LARGER THAN 1 INCH ARE PRESENT, USE CRUSHED AGGREGATE OR SAND AS APPROVED BY THE ENGINEER IN EACH LOCATION. 3. PLACE THRUSTBLOCKS ON ALL WATER, SANITARY SEWER FORCE MAIN, AND STORM DRAIN FORCE MAIN LINES IN ACCORDANCE WITH THE ISPWC. 4. ALL DISTANCES AND DATA SHALL BE CHECKED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION. IN CASE OF CONFLICT THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY SO THAT CLARIFICATION MAY BE MADE PRIOR TO THE START OF WORK. 5. ELEVATIONS SHOWN ARE TO FINISHED SURFACE OR PIPE INVERT UNLESS OTHERWISE NOTED. 6. THE CONTRACTOR SHALL RETAIN AND PROTECT OR REMOVE AND REPLACE ALL LANDSCAPING, TREES, UTILITIES, DITCHES, CULVERTS, FENCES, MAILBOXES, SIGNS, LIGHTPOLES, HEADGATES, AND ALL OTHER MISCELLANEOUS ITEMS. ANY DAMAGE DONE BY THE CONTRACTOR SHALL BE REPAIRED AT HIS EXPENSE. 7. GENERAL LOCATIONS AND SIZES OF EXISTING UTILITIES ARE SHOWN ON THE PLANS. THEY ARE TO BE USED FOR GENERAL INFORMATION ONLY. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE APPROPRIATE UTILITY COMPANIES WHEN CONSTRUCTION MIGHT INTERFERE WITH NORMAL OPERATION OF ANY UTILITIES. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO HAVE THE APPROPORIATE UTILITY COMPANY FIELD - LOCATE ANY EXISTING UTILITIES WHICH MIGHT BE AFFECTED BY CONSTRUCTION PRIOR TO BEGINNING WORK IN THAT AREA. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING SERVICE OF EXISTING UTILITIES AND FOR RESTORING ANY UTILITIES DAMAGED DUE TO CONSTRUCTION AT NO ADDITIONAL COST TO THE OWNER. B. THE CONSTRACTOR SHALL BE RESPONSIBLE FOR SECURING SOURCES FOR GRANULAR MATERIAL, DISPOSAL SITES, AND ANY ADDITIONAL MATERIALS THAT MAY BE NECESSARY FOR PROPER CONSTRUCTION OF THIS PROJECT. 9. IT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAKE ARRANGEMENTS FOR WATER REQUIRED FOR TESTING, COMPACTION AND DUST CONTROL MEASURES. 10. A BLANKET EASEMENT OVER THE NEW BUILDING SITE ONLY (NOT INCLUDING CITY STREETS) IS BEING PROPOSED AS PART OF THE FINAL PLAT. ALL TELEPHONE, CABLE TV, POWER AND GAS UTILITIES ARE TO BE LOCATED AS PER THE LOCATIONS DETERMINED JOINTLY BY THE OWNER AND EACH UTILITY. A SUBDIVISION PLAT WILL BE PREPARED FOR THE PORTION OF THE SUBDIVISION SUBMITTED FOR APPROVAL HEREIN. 11. THE CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL SIGNING IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. LIGHTING NOTES: 1. PROPOSED PARKING LOT LIGHTING (50' RADIUS FOR THE LIGHT BEAM) 25' GALVANIZED POLE WITH A 6' ARM WITH A FLAT LENS AND A 150 WATT HIGH PRESSURE SODIUM LIGHT BULB. 2. EACH BUILDING IS TO BE EQUIPPED WITH TWO EXTERIOR LIGHTS IN THE REAR AND A PORCH LIGHT ABOVE EACH ENTRY IN THE FRONT. STORM DRAIN & STREET NOTES: 1. GRAVITY STORM DRAIN PIPE IS TO BE PVC RIBBED ASTM -794 46PSI. 2. USE CURB AND GUTTER TYPES SHOWN ON THE PLANS. 3. ALL CONCRETE SHALL BE CURED WITH A CURING COMPOUND MEETING REQUIREMENTS OF ASTM C -1315. SEWER NOTES: 1. ALL SEWER MAIN LINE PIPING IS TO BE ASTM D -3034 SDR 35. 2. ALL SEWER SERVICES TO EACH BUILDING ARE TO BE 4 INCH DIAMETER. 3. GRADE ALL FINISH SURFACES AWAY FROM MANHOLE LIDS. CHECKED: KJR APPROVED: PHS HORZ. SCALE: NTS VERT. SCALE: NTS Schiess & Associates ENGINEERING - PLANNING -LAND SURVEYING Who Falk 542 -1244 Rexburg 356 -SM COPYRIGHT02= Teton Professional Park 1. ALL WATERMAIN PIPE AND FIRE SPRINKLER SERVICE PIPE ON PRIVATE PROPERTY IS TO BE AWWA C -900 CLASS 150 PVC WITH AWWA C153 MJ FITTINGS. ALL WATERMAIN PIPE IN CITY STREETS IS TO BE CLASS 51 DUCTILE IRON PIPE WITH AWWA C -153 MJ FITTINGS. POTABLE WATER SERVICE LINE PIPE IS TO BE AWWA C -901 CLASS 200 SIDR 7 PE. 2. MINIMUM COVER OVER WATER LINES IS 5 FEET. 3. THRUST BLOCKS SHALL BE PLACED AT ALL DIRECTION CHANGES IN THE PRESSURE PIPE. PROVIDE TEMPORARY CAPS AND TEMPORARY END THRUST BLOCKS AT ALL TEMPORARY WATERLINE TERINATION POINTS AS REQUIRED DUE TO PHASED DEVELOPMENT. 4. ALL FIRE HYDRANTS TO BE WATEROUS OR CLOW BRAND. 5. FIRE HYDRANTS SHALL HAVE TWO 2 -1/2" DIAMETER HOSE NOZZLES, AND ONE 4 -1/2" DIAMETER HOSE NOZZLE. 6. COORDINATE ALL METER INSTALLATIONS WITH THE CITY OF REXBURG. 7. WATER PIPE MUST HAVE A MINIMUM SEPARATION DISTANCE OF 10' FROM ANY SANITARY SEWER OR STORM SEWER MEASURED FROM THE OUTSIDE OF EACH PIPE AS OUTLINED IN THE ISPWC 2003, STANDARD DRAWINGS SD -407. 8, EACH BUILDING WILL HAVE A 1" WATER METER. 9. COORDINATE LOCATION OF WATER METERS FOR SPRINKLING SYSTEM WITH OWNERS SPRINKLER IRRIGATION PLAN. 10. CONSTRUCT WATERLINES TO 5' OUTSIDE PHASE LIMITS IF CONSTRUCTED IN PHASES. PLACE TEMPORARY BLIND FLANGE AND THRUST RESTRAINT AT TEMPORARY END. IF MECHANICAL THRUST RESTRAINTS ARE USED (SUCH AS EBAA IRON MEGALUGS) RESTRAIN 3 PIPE BELL JOINTS FROM THE TEMPORARY END. MARK END CAP LOCATION WITH A POST. 11. USE HOT TAP CONNECTIONS OR AWWA C153 MJ TEES WITH A SLEEVE AT EACH CONNECTION. S�pNAL FN 01STE,y Gi�� 8842 \ �G F OF � CP y. SCO� PROJECT N0. NDEX /ABBREVIATIONS /CONTACTS 03110 SHEET NO. GENERAL G -1 FUTURE TBC=58.88 MH RIM=59.38 FUTURE TBC=59.36 ............. . ............ ....................... - .............. ............. ............... ...... ....... - ..... .................... ............. ....... ...... ...................... ....... ........ .......... .................. !.: ...... ............ ...... .......... .......... FUTURE ST LIB OUT 10' GRATE=58.08 S TORM SEWER ' FUTURE TBC-59 60 TARCHEE DRIVE GRAT =58.08 ....................... ............... ................................... ............................................................... ............ a FUTURE HIGH POINT TBC=59.93 FUTURE TBC=58.56 296 L.F. 0 0.22% This document or any port thereof in KJR T - or d esign PHS the property of Schiess & -n-JUAD NAME: HORZ. SCALE: 1 "=50 c oncept is shall not be copied in any form without the written authorization of Schiess & Associates. S TEPLAN IVERT. SCALE: N/A TBC=59. �j < TBC=59.70 GRATE=59.20 MH RIM=59.71 INV.=56.28 I 10 . td r7 I O tL HIGH POINT TBC=60.38 \ONAL F C/ G\STEy 8842 is , \y. S C NOTE: SINCE THE WATERLINE AND SEWER CROSSINGS ARE AT APPROXIMATELY THE SAME ELEVATION THE WATER LINE MUST BE LOWERED AND PLACED BENEATH THE SEWE LINE. FOLLOW ALL REQUIREMENTS OF DETAIL 2 ON SHLET D-1. TBC=59.90 CB TBC=58.20 TBC=59.60 7.5 GRATE=50 ... ......... ...... ...... .. ....... ............... - * ............................................ ................................................................. .............. I .......... , 11 1 .... ," ,,!!!:. ....1 1. 111-1-- 1, ". , - .:� .... : ......... ...... .................................. ......... ..... .... ......... - . .... .. ... ........... ..... . .. . .. ... ...................... ........ 308 L.F. 0 0.22% END fNV.=53.25'- 9- S"@ SO-12 SD-12 SD-12 SD-12 -SD- 712 - + MH TETON DRIVE STUB_ ( UT 10' RIM=58.35 AND CAP INV�=54 83 .... .. .. .. .. - . . ...... . ..... .... .... .. .... ... ... .. . ......................... .................................................................... ....... ....................................... ........ Schiess & Associates II TBC=61.00 PROPOSED FIRE HYDRANT 1 HIGH POINT TBC=60.38 68 TBW=61.30 RIM=59.90 N&S INV.=5J.95 I 1 1 W INV .=53.05 TBC=60.00 TBC=59.80 GRATE=59.� / RATE= 59.30 NV. 55.71 Y INV.=55.61 . . . TRANSITION LIP USE FLEXIBLE COUPLER TO TRANSITION FROM D.I. PIPE IN CITY ROW TO PVC PIPE END=61.56 M r u �0 i i WATER \ - I I _ F) ' =61.1 TBC--60.60 LTBC & FW=61.50 TBC=60.60 UTILITY PLAN ENGINEERING- PLANNING -LAND SURVEYING Teton Professional Park Idaho Falls 522-1244 Rexburg 358 R COPYRIGHT02003 STUB OUT 10' SANITARY SEWER INV. =54.08 CIVIL SITE WORK PROJECT No. 03110 SHEET NO. P-2 124' =0 - �- s INSTRUME ® # 239546 \pNAL F � un - - - -- �_ 842 HIGH POINT a �[ l BAGLEY ENTERPRISES x'07 TBC =60.38 >it HIGH POINT TBC =60.38 EXISTING BUILDING '� S� •Z• � OF 0P �g� T ti S RICHARD b ; ; NEW BUILDING - SMITH n Q r TBC =61.00 LIP DOWN CURB Q I INST. 0 I 124' #269976 / � 30' --� � TBC =61.00 .� 5' SIDEWALK fATE i N 68' FF =61.20 2 SERVICR i TBC & FW =60.80 CB bi GRATE =59.50 / 9 INV. =56.64 USE FLEXIBLE COUPLER TO TBC =60.50 / TRANSITION FROM D.I. PIPE IN CITY ROW TO PVC PIPE WATER METER 4" SANITARY IN PRIVATE PROPERTY _ TBC =59 -90 ; TBW =61.30 SERVICE H ' b / TBC =59.60 RIM =59.90 N &S INV. -5 .95 9' =61 .1 FW -61.11 32 ......................... ...... .........._.__. _ ° ' W INV. =53.05 T FW BC =60.00 2" WATER - MH P�R 53.76 4 > TBC =59.80 GRATE =59.5 SERVICE " TBC -60.60 RATE =59.30 NV. =55.71 TBC & FW =61.50 59.80 FUTURE WATER 1 SS-1 INV. =55 61 TBC =60.60 M METER END INV. =53.25 59 L.F. ® 0.22% SD SO 032% w 5 FUTURE BUILDING / STUB T CAP BC 0. ® SS a'° 56 ii q TBC & FW =61.00 AND � TRANSITION LIP 5,0 21 PROPOSED FIRE HYDRANT / TBC =60.50 ....................... -.......... ....................- ....... -.. :x DOWN o CB EXISTING FIRE H DRANT / ..... .... . .................... ........... .... ... ......... .........' GRATE =59.50 STANDARD CURB ...................................... ..................... ........... 1 M d a tR s / g 0 LF. INV. =56.45 MH o TB =59.90 5S MH RIM =59.70 ® RI INV. =55.51 M =59.30 �5 LZ% / j N &S INV. =52.67 c� SO ® O? / TBC =59.80 E INV. =52.77 CB a \5 CB / i GRATE =59.50 5 (). GRATE =59.50 i INV = 6.33 / TBC =59.50 BLOCK @ INV. =55. CB LOT TBC=`�0.00 \ GRATE =59.5 0.40 ac. A� V2% �B� =60.5 INV.= / 2 EXISTING p O TBC =6�� J� SIREEI / S" WATER X 'jFZE - •� _ -- TBC -� TBC= 9.20 PHONE BOX GRIT .70 GRIT - 5 ss' /�/ REMOVE EXISTING SIDEWALK, =5 \y!- 85 i - CURB AND GUTTER \ TRANSFORMER � NOTE: SINCE THE WATERLINE AND SEWER CROSSINGS w / / EXISTING FIRE HYDRANT ARE AT APPROXIMATELY THE SAME ELEVATION / w THE WATER LINE MUST BE LOWERED AND PLACED TBC =59.50 BLOCK 2 BENEATH THE SEWER LINE. FOLLOW ALL REMOVE EXISTING SIDEWALK, LOT 7 REQUIREMENTS OF DETAIL 2 ON SHEET D -1. CURB AND GUTTER / i 2.10 Oc. MH EXISTING 8" SEWER INV. =52.36 DRAWN: CHECKED: PROJECT N0. 1 R ;K IKAMI DESIGNED: APPROVED: KJR Schiess & Associates UTILITY PLAN 0 10 N0. IONS I BY I DATE This document or any port thereof in detail or desig KJR PHS Teton Professional Park c oncept ie the property of Schiess & Associates a GAD NAME: ENGINEERING- PLANNING -LAND SURVEYING \ / SHEET N0. end ll not he copied in any form without the written HORZ. SCALE: 1 " =5D' Idaho Fdb 522 -1244 RexEury 358 -8092 I V I L SITE WORK outhorizotion of Schiess & Associates. SITEPLAN VERT. SCALE: N/ COPMGW02003 P-3 fi I 0 50-12 I - MH RIM =58.00 INV. =54.10 1 BLOCK 3 q LOT 3 FUTURE TBC =58.88 TBC =59.90 FUTURE CB RADI6S =20 (TYP.) TBC =58.20 TBC =59.60 GRATE =57.50 FUTURE FUTURE _- END INV. =53.25 TBC =58.56 TBC =58.58 308 L.F. 0 0.22% 2 i ......_ ................................ ................ ............. ...... SD-12 SD-12 -f SD-12 -{ SD-12 50-12 FUTURE MH MH TETON DRIVE STUB oUT 10' RIM =58.90 32 L.F. 0 0.22% RIM =58.35 AND CAP INV. =55.04 INV. -54.83 _ ........................__............. ........................,_..... .......-................... ........................_...... 296 L.F. 0 0.22% .................................... ...................ix:::;::::;' SD-12 -( - W-12 .12.'. e .......... . -. SD-1z ..................._...... ...... ................................................ ............. ................................................................... ................. 300.01' CB 300.00' MH TBC =58.00 RIM =59.70 GRATE =57.50 INV. =55.51 FUTURE INV. =54.75 TBC =58.56 MH TBC =59.80 RIM =58.00 INV. =54.74 BLOCK 3 LOT 2 TBC = 59.50 PHONE BOX 300.00' TRANSFORMER 68' USE FLEXIBLE CO TRANSITION FROM IN CITY ROW TO T f W =61.30 _ I IM =59.90 &S INV. .95 M INV. =53.05 TBC =60.00 �TBC =59.80 GRATE =59.: T INV. =555613�NV. =55.71 'i'm EXISTING 8" WATER 0.87 cc. PHONE BOX TRANSFORMER EXISTING FIRE --'� HY DRANT MH RIM =MATCH EXISTING SURF I,V w w w SS -8 -( SS 8 -( SS -8 SD -12 SD -12 - -(------ SD -12 T -- w w w �w I w w-. ss -8 -(- SS -8 - SS -(-- - SS -I- ss -a 300.00' 119.66' 119.66' _ TRANSITION LIP DOWN fh i TB =59.90 ss ® MH RIM =59.30 j N &S INV. =52.67 E INV. =52.77 • ill• i 55 -s i ss ,8 TRANSFORMERS NOTE: SINCE THE WATERLINE AND SEWER CROSSINGS ARE AT APPROXIMATELY THE SAME ELEVATION THE WATER LINE MUST BE LOWERED AND PLACED BENEATH THE SEWER LINE. FOLLOW ALL REQUIREMENTS OF DETAIL 2 ON SHEET D -1. ' MH EXISTING 8" SEWER INV. =52.36 PHONE BOXES s oNAL F S 8842 \ OF y SCO 10' EASEMENT vrcAwrv: JR CHECKED: KJR I N N UTILITY PLAN 0 PROJECT N0. 031 10 en ® 0.90 Oc. � R J REVISIONS BY REMOVE & REPLACE DESIGNED: KJR APPROVED: DAMAGED CURB & - -- GU= At1D--STREEL _ PHONE BOX 300.00' TRANSFORMER 68' USE FLEXIBLE CO TRANSITION FROM IN CITY ROW TO T f W =61.30 _ I IM =59.90 &S INV. .95 M INV. =53.05 TBC =60.00 �TBC =59.80 GRATE =59.: T INV. =555613�NV. =55.71 'i'm EXISTING 8" WATER 0.87 cc. PHONE BOX TRANSFORMER EXISTING FIRE --'� HY DRANT MH RIM =MATCH EXISTING SURF I,V w w w SS -8 -( SS 8 -( SS -8 SD -12 SD -12 - -(------ SD -12 T -- w w w �w I w w-. ss -8 -(- SS -8 - SS -(-- - SS -I- ss -a 300.00' 119.66' 119.66' _ TRANSITION LIP DOWN fh i TB =59.90 ss ® MH RIM =59.30 j N &S INV. =52.67 E INV. =52.77 • ill• i 55 -s i ss ,8 TRANSFORMERS NOTE: SINCE THE WATERLINE AND SEWER CROSSINGS ARE AT APPROXIMATELY THE SAME ELEVATION THE WATER LINE MUST BE LOWERED AND PLACED BENEATH THE SEWER LINE. FOLLOW ALL REQUIREMENTS OF DETAIL 2 ON SHEET D -1. ' MH EXISTING 8" SEWER INV. =52.36 PHONE BOXES s oNAL F S 8842 \ OF y SCO vrcAwrv: JR CHECKED: KJR Schiess & Associates UTILITY PLAN PROJECT N0. 031 10 03711/04 REVISIONS BY DATE DESIGNED: KJR APPROVED: PHS Teton Professional Park Thi .hie document or any part thereof in detail or tlesign ENGINEERING- PLANNING -[-AND SURVEYING SHEET N0. ncept ie the property of Schieee & Aesociot and shall not be copied n any form without the written CAD NAME: HORZ. SCALE: 1 " =50 Who Falb 522 - 1244 Rube 358 - 8092 \ / I V I L SITE WORK P 4 authorization of Schieee & Associates. SITEPLAN VFRT QCAI F- hl /n COPYRIOMT ®2003 - LOCATE AS SHOWN ON THE PLANS ® 1 HYDRANT VALVE BOX SET TO FINISHED GRADE O PLACE SAFETY FLANGE OR FLANGE WITH BREAK AWAY FINISHED GRADE BOLTS 2" MIN. B" MAX. ABOVE GRADE VALVE NUT EXTENSION TO WITHIN 6" OF SURFACE z ° DO NOT COVER VALVE z I DRAIN HOLES WITH CONCRETE THRUST BLOCK THRUST BLOCK ° 1 CUBIC YARD OF PIT RUN GRAVEL DI LINE TO CITY MAINLINE z TEE MJ JOINT `O (2 "x8 "x12 ") CONCRETE BLOCK FLANGED JOINT 2' SPOOL MINUS 3/4" AGGREGATE BEDDING 1 VALVE & HYDRANT ZONE 1 A) WATER AND SEWER MUST BE SEPARATED BY 18 INCHES, AND B) ONE FULL, UNCUT LENGTH OF WATER PIPE MUST BE CENTERED OVER THE CROSSING SO THAT THE JOINTS ARE AS FAR AS POSSIBLE FROM THE SEWER. ZONE 2 (WATER<18" ABOVE TOP OF SEWER) A) ONE FULL, UNCUT LENGTH OF WATER PIPE MUST BE CENTERED OVER THE CROSSING SO THAT THE JOINTS ARE AS FAR AS POSSIBLE FROM THE SEWER, AND EITHER; B) SEWER MAIN MUST BE CONSTRUCTED TO WATER MAIN STANDARDS AND PRESSURE TESTED FOR WATER TIGHTNESS FOR A HORIZONTAL DISTANCE OF 10 FEET ON BOTH SIDES OF THE CROSSING, OR; C) EITHER THE SEWER LINE OR THE WATER LINE OR BOTH MUST BE ENCASED IN AT LEAST 4 INCHES OF CONCRETE MEASURED AT THE BELL FOR A HORIZONTAL DISTANCE OF 10 FEET ON BOTH SIDES OF THE CROSSING. ZONE 3 SAME REQUIREMENTS AS ZONE 2 EXCEPT THE SEWER MAIN MUST ALSO BE SUPPORTED ABOVE THE CROSSING TO PREVENT SETTLING. ZONE 4 SAME REQUIREMENTS AS ZONE 1 EXCEPT THE SEWER MAIN MUST ALSO BE SUPPORTED ABOVE THE CROSSING TO PREVENT SETTLING. SITE SPECIFIC APPROVAL FROM DEQ MUST BE SECURED BEFORE ZONE 2 OR 3 INSTALLATIONS ARE MADE, REFER TO IDAPA 58.01.08 IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEM. SANITARY SEWER OR STORM DRAIN SEWER LINE ASPHALT PAVEMENT OR EXISTING ROAD }' TYPICAL PAR LOT r4 D -4 SERVICE LINE FB 1100 SERIES ? CORPORATION STOP DIRECT 30. \ / \ TAP W CC THREADS / 4 M S• H _ to . b 0o 0 0 0 0 0 0 0 0 0 0 0o 0 0 0 0 00 0 0 0 0 0 0 0 I THE WORD "WATER" 0000000 °0000000 \ \ 0 0 0 0 0 0 0 � TO B ENGRAVED E ON COVER VALVE BOX o0oo0000000000 \� MATCH EXISTING o a o 0 0 0\ 0oo0000000000c� i /��j LINE SIZE \ 3 CONCRETE COLLAR FOR VALVE BOX aaaoaaaaaaaaa 0 0 O000000 m / 12' NATIVE MATERIAL O O O O o I 00000o000000a a o 0 0 0 o 0000D00000000 O MIN .. RADIUS 0000000000000 FNG 0000000 °000000 I - SS�pNAL G\ STER F4 0000000 0 0 0 0 0 0 iz ...::. 8842 PIPE BEDDING 3 D -3 FORD S91 -607 SADDLE OFFSET CORP. STOPS 15' 3/4 BEDDING z O ` to 9 gTE O 5 STANDARD TRENCH DETAIL y. 4 WATER SERVICE LINE CONNECTION SC�� DRAWN: KAM CHECKED: KJR Schiess & Associates WATER DETAILS PROJECT NO. 03110 N0. REVISIONS BY DATE DESI KJR APPROVE PHS Teton Professional Park This document or any port thereof In detail or design concept is the property of Schiess do Associates and CAD NAME: HORZ. SCALE: NTS ENGINEERING- PLANNING -LAND SURVEYING Waho Falb 522 -1244 Rexburg 356 -0092 CIVIL SITE WORK SHEET NO. D-1 .hall not be copied In any form without the written authorization of Shies. k As.ociote.. DETAILS VERT. SCALE: NTS COPYWWRY2003 2 TYPICAL WATER LINE PLACEMENT CONCRETE COLLAR VALVE BOX SET TO 1/2" BELOW FINISHED GRADE FINISHED GRADE VALVE NUT EXTENSION TO WITHIN 6" OF SURFACE THREADED GATE VALVE (3" AND LARGER ONLY) THRUST BLOCK USE RESTRAINED JOINT TEE FOR _ 3" AND LARGER IRRIGATION SERVICE, USE A CORP STOP FOR 2" OR SMALLER INSTALLATIONS RESTRAINED JOINT PIPE PER IRRIGATION DESIGNER RESILIENT SEAT GATE VALVE FOR 3" AND LARGER SERVICES. USE CURB STOP FOR 2" J OR SMALLER INSTALLATIONS ww l 1 I I 0 1 I � I I I I I I I I WATTS SERIES 009 RPZ BACKFLOW PREVENTOR OR I EQUIVALENT THREADED GALV. PIPE I I I WATER METER IN BOX 4 SEE NOTE 3 - 1 TYPICAL IRRIGATION SERVICE NOTES THIS SHEET 1. SIZE BACKFLOW PREVENTOR PER IRRIGATION SYSTEM DESIGN (BY OTHERS). 2. IRRIGATION SERVICES ARE TO BE PLACED PER IRRIGATION DESIGN (BY OTHERS). 3. USE METER BOX DETAILS AND SIZES IN ACCORDANCE WITH CITY OF REXBURG REQUIREMENTS AND IN ACCORDANCE WITH IRRIGATION SYSTEM DESIGN NEEDS (BY OTHERS). DIMENSION FOR THRUST BLOCKING FITTING SIZES TEES & PLUGS 90' BEND 45' BEND & WYES REDUCERS & 22' BEND Schiess & Associates ENGINEERING- PLANNING -LAND SURVEYING Idaho Falb 522 -1244 Reitbu 356 -8092 ro COPYRIGHT ©2003 A B A B A B A B 4" V -7" 1' -2" 1' -9" V -6" 1' -8" 0' -10" 1' -7" 0' -6" 6" 2' -0" V -11" 2' -5" 2' -2" 1' -10" 1' -7" 1' -9" 0' -10" 8" 2'-8" 2' -6" 3' -2" 3' -0" 2' -5" 2' -1" 1' -9 1' -6" 10" 3' -4" 3' -3" 4' -0" 3' -10" 3' -0" 2' -9" 2' - V - 11" 12" 4' -0" 3' -10" 4' -8" 4' -8" 3' -8" 3' -3" 2' -7" 2' -3" 14" 5' -5" 3' -10" 6' -6" 4' 4' -9" 3' -5" 3' -5" 2' -5" M a ti T\ BEND THRUST BLOCK NOTES: 1. WRAP ALL FITTINGS WITH 8 MIL POLYETHYLENE ENCASEMENT TO PREVENT CONCRETE FROM ADHERING TO THE FITTINGS. 2. THRUST BLOCKING CONCRETE TO BE MINIMUM 3000PSI MIX. 3, ALL THRUST BLOCKS ARE TO BE FORMED ON THE VERTICAL PLANES. 4. PLACE THRUST BLOCKS ON ALL WATERLINE BENDS AND TEES. i a TEE DIA. AS REQ'D BY SPRINKLER SYSTEM DESIGN (BY OTHERS) is t" 3 THRUST BLOCKING DETA TOUCH READ BUTTON LID & COVER f SIDEWALK, STREET OR LAWN LEVEL 2" POLYETHYLENE INSULATION PAD _o ANGLE METER VALVE 1" METER 12" BARREL EXTENSION 0 a w 1" SCH 40 PVC PIPE WITH ur<Awrv: KAM S/W CAPS - Schiess & Associates ENGINEERING- PLANNING -LAND SURVEYING Idaho Falb 522 -1244 Reitbu 356 -8092 ro COPYRIGHT ©2003 P y� Pr of e ssio na l y� 1 r�y� Teton Pr OfeSS1O11a1 Park 0 z STRAP SERVICE LINE TO 1" PIPE WITH j ELECTRICAL TIE oU > 2" MIN. z / APPROVED: PHS N0. STD SIZE POLYTUF o a METER BOX OR EQUAL I W \/ I c I V I J I WORK in o CAD NAME: DETAILS 1" PE SERVICE LINE 2' -0" 1" IPS SDR -7 HIGH ° MOLECULAR DENSITY t POLYETHYLENE PIPE, CONNECT TO METER & ANGLE METER VALVE W /APPROXIMATE FITTINGS HOUSF SIOF r2 METER BOX AND METER SETTER DETAIL - FOR 1" METERS METER NOTES: 1. PLACE METERS SO THAT THE TOP OF THE METER IS BETWEEN 18" AND 22" OF METER LID. 2. ALL SERVICE LINES SHALL BE BORED UNDER EXISTING ASPHALT PAVING. NO ASPHALT PAVING SHALL BE CUT FOR SERVICE LINE INSTALLATION. TOUCH READ BUTTON 2'_4" LID &COVER RING SIDEWALK, STREET OR LAWN LEVEL 0 0 w 1 — d 0 Cr O U 12" BARREL EXTENSION - 1 1/2" OR 2" METER V) w z J 2" SCH 40 9 PVC PIPE WITH S/W CAPS w V) STRAP SERVICE LINE TO 2" PIPE WITH ELECTRICAL TIE a 2" MIN. _ pu OVERSIZED POLYTUF METER BOX OR EQUAL 1 1/2" R 2" PE SERVICE LINE AS REQ'D 2 _g a 2" POLYETHYLENE INSULATION PAD 0 i VALVE 1 1/2" OR 2" IPS SDR -7 ° HIGH MOLECULAR DENSITY POLYETHYLENE PIPE, CONNECT TO METER & ANGLE METER VALVE W /APPROXIMATE FITTINGS TO BACKFLOW PREVENTOR AND SPRINKLER SYSTEM IRRIGATION METER BOX AND M FOR 1 1/2" & 2" METERS R SETTER DETAI / S \ANAL FN STER 842 9 '6 0 F \'D V GJ < N S C o REDUCER ur<Awrv: KAM KJR CHECKED: Schiess & Associates ENGINEERING- PLANNING -LAND SURVEYING Idaho Falb 522 -1244 Reitbu 356 -8092 ro COPYRIGHT ©2003 P y� Pr of e ssio na l y� 1 r�y� Teton Pr OfeSS1O11a1 Park WATER DETAILS PROJECT N0. 031 10 DESIGNED: KJR APPROVED: PHS N0. REVISIONS BY DATE This document or any part thereof in detail or design concept is the property of Schiess & Associates and shall not be copied any form wthout the itten authorization of Schiess & Associates. \/ I c I V I J I WORK SHEET NO. D — CAD NAME: DETAILS HORZ. SCALE: NTS VERT. SCALE: N A REDUCER IBER GASKET R FLNIS . FINISH GRADE K T fYF CAP OR PLUG AND INSTALL 1 rTr SERVICE LINE MARKER PER SD -512 (TYP.) t�s MIN GRADE 1 /4 " /FT. 2%) FT. 2% 1/4 / ( ) MIN. GRADE 4"-1/8 OR 1/16 BEND AS NEEDED 2 -45' BENDS ABSOLUTE MIN. GRADE 1/8 " /FT.(1 %) \_,A�13 „ 1 PLAN NOTES: IN. GRADE 1/4 " `w M /FT.(2 %) 1. ALL SERVICE LINES TO BE 4" COMPACT i" MAX. BACKFILL IN 6" LAYERS " INSIDE DIAMETER UNLESS TO 95% OF ASTM D - 698 OTHERWISE NOTED. � ' /�i ��; %� /� ;�� / % =�\ } /i o 2. TYPE "C" SERVICE WILL ONLY BE ISPWC FRAME & COVER / / / lit i� // i � I (2) #4 REBAR HOOPS 6 MIN �i �� COMPACT APPROVED �� ; // \�6 "MIN xi ALLOWED IF SPECIFICALLY APPROVED i r , < BEDDING MATERIAL ��:�j /; j� /i �� . � � BY THE ENGINEER. 1?�TO 95% OF ASTM �, , / , �� R '�E FINISHED GRADE i / D -698 i� /i ti \% 1 , g /, 3. TYPE "E" ALLOWABLE FOR TRENCHES i A i M '/ /' = Mx _ 15 FT. DEEP OR GREATER WITH PRE - APPROVAL BY THE ENGINEER. F LS HAPED UNDISTURBED SOIL. f !<r 4. USE 6" OF TYPE I BEDDING ALL EXCAVATE FOR BELL HOLES. .r},� », " AROUND EACH SERVICE. op CONCRETE COLLAR SHAPED SUBGRADE GRANULAR FOUNDATION GRADE RINGS PIPE BEDDING FOR RIGID PIPE 3 SANITARY SEWER MAX. 12" ' PRECAST MONOLITHIC - SERVICE LINES CONCENTRIC CONE SECTION COMPACT 1" MAX. BACKFILL TO 95% OF ASTM D -698 GASKET ALL JOINTS �� = \� � 71 Q k 6" MIN ; '\` COMPACT APPROVED`_ 6 "MIN i. �. BEDDING MATERIAL...\ + h \`TO 95% OF ASTM a 4' - DIA \i D -698 \ \\ PRECAST CONCRETE 9' 12" \ 9 t2 MANHOLE- BARREL SECTIONS ,\ MAX MAX 1 1,10 AS REQ'D 5" `SHAPED UNDISTURBED SOIL. 3" EXCAVATE FOR BELL HOLES. ° SHAPED SUBGRADE GRANULAR FOUNDATION TEE OR APPROVED CONNECTION PIPE BEDDING DETAIL FOR FLEXIBLE PIPE TYPE A & D TYPE B a a o t RUBBER BOOT 2 PIPE BE DDING DETAILS x _ 1/8 LONG RADIUS BEND n n IN 4s S\oNAL 4ci " M �__ PREFABRICATED BASE N 6 MANHOLE NOTE � ��G1STEfYF y 1 =` 1. PLACE VERTICAL WALL ON UPSTREAM SIDE OF MANHOLE,: III 1 71x11 SIT 1IM� 1=1 ROTATED 45 DEGREES. I -1IIk I1 1 _;,,� 4 of 2. WHERE PVC PIPE IS UTILIZED, INSTALL A RUBBER RING OR o UNDISTURBED EARTH GASKET COLLAR WHERE THE PIPE IS IN CONTACT WITH MANHOLE - o A SEWER MANHOLE SECTION BATERTIG TOSEAL.NHOLE CHANNEL, IN ORDER TO INSURE A TEE OR APPROVED v qj� OF \O�PCCC" �4b o - CONNECTION H SCO ~ ro 3. UNLESS OTHERWISE SHOWN, MANHOLES SHALL HAVE 0.1 FALL d FROM UPSTREAM INVERT TO DOWNSTREAM INVERT. TYPE C TYPE E (SEE NOTE 2) (SEE NOTE 3) DRAWN: CHECKED: PROJECT N0. KAM KJR Schiess &Associates WATER & SEWER DETAILS REVISIONS BY DATE DESIGNED: APPROVED: 03110 NO. This document or an port thereof in detail or design KJR PHS ENGINEERING- PLANNING -LAND SURVEYING Teton Professional Park concept is the property of Schiess & Associates and CAD NAME: IV IL SHEET N0. shall not be copied in any form without the written HORZ. SCALE: NTS IdoM Fdle 522 Rexburg 358 -8092 I V I L SITE W 0 R K D-3 outhorization of Schiess & Associates. DETAILS VERT. SCALE: NTS COPYRIGHTC2003 SIDEWALK TOP BACK OF CURB PROFILE GRADE SEMINARY STREET- LINE LIP OF 3' 3/4" MIN- 1" MAX W/2 `L PLAN @ FLARED DRIVEWAY DETAIL 1/4" TOOLED RADIUS 2 R =2" \ 1/2" \ TOP OF CONCRETE SIDEWALK TO BE 1/4" ABOVE BACK OF CURB 6" OF 3/4" CRUSHED GRAVEL BASE �' .. •� I 6 " a 2'-6" R =3" n t 5 1 STANDARD CURB & GUTTER DETAIL DRIVEWAY NOTES: STREET CROSS SLOPE 2 1/2" EXPANSION JOINT 1. W= DRIVEWAY WIDTH SHOWN ON PLANS. RADIUS 1 1 2" i 2. EDGE CONCRETE WITH 1/2" RADIUS EDGING TOOL, D PLACE 1/2" EXPANSION JOINT BETWEEN SIDEWALK APRON AND CURB; a AND IN THE DRIVEWAY CENTERLINE IF "W" IS GREATER THAN 20'. 4. USE 3/4" ( —) CRUSHED AGGREGATE MATERIAL UNDER DRIVEWAY COMPACT TO 92% OF THE STANDARD PROCTOR MAXIMUM DENSITY. 5. 6" THICK CONCRETE WITH #4 REBAR ® 18" O.C. IN BOTH DIRECTIONS. COMPACTED SUBGRADE 6. CONSTRUCTION JOINTS SHALL BE AT 5 FOOT INTERVALS. 6" OF 3/4" ( —) CRUSHED GRAVEL BASE COURSE 2 FLARED DRIVEWAY SECTION 68' 10' 1 5' EASEMT. I SIDEWALK SL OPE = 2 7' LANDSCAPING 9' CAR PARKING 2.5' 1 STREET LIGHT (TYP) 400 WATT SODIUM VAPOR LIGHT @40' MOUNTING HEIGHT PRESSURE TREATED WOOD POLE SEAL 22' 13' TRAFFIC LANE 2.0% MIN. STRAIGHT 13' TRAFFIC LANE R =2t-\ 2" N SLOPE tD • I I 8" — 1/4" TOOLED RADIUS 6 LIP DOWN & GUTTER DETAIL 2 1/2" ASPHALT PLANTMIX PAVEMENT PRIME COAT 3 1/2" OF 3/4" CRUSHED AGGREGATE BASE 12" GRANULAR BORROW 4 PARK LOT CROSS SECTION 5' -0" 4" CONCRETE SIDEWALK 6" OF 3/4" ( -) CRUSHED AGGREGATE BASE 3 SIDEWALK 22' 2.01 MIN. STRAIGHT GRADE GEOTEXTILE F 7 TYPICAL STREET SECTION PRIME COAT 9' CAR PARKING �. 112' ASPHALT PLANTMIX PA 3 1/2' - 3/4' AGGREGATE B 2' GRANULAR BORROW 7' LANDSCAPING _ 5' 1 10' SIDEWALK I EASEMT, LL 12' TYT GRANULAR BORROW / S\ONAL FAG OTE y l� 842 0 F \h' S UKAVWN: KAM DESIGNED: CHECKED: KJR Schiess & Associates _....._.__.._.___... - -- STREET & SEWER DETAILS PROJECT NO. 03110 NO.1 REVISIONS BY I DATE KJR APPROVED: PHS Teton Professional Park Thi. document or ony port thereof in detail or design ENGINEERING- PLANNING -LAND SURVEYING SHEET NO. concept i. the property of Schie.e d: Aesociotee and .hall not he copied in any farm without the written CAD NAME: DETAILS HORZ. SCALE: NTS Idaho FC& W-12" v xe —coos CIVIL SITE WORK p _ 4 authorization of S d: chies. Associotes. VERT. SCALE: N/A COPYRWlRO2003 9'-6" L C3 #4 REBAR BY MANUFACTURER C1 /— TBC F ` I \— CURB LIP INLET BOX TYPE 2 - PLAN VIEW REBAR SCHEDULE MARK LOCATION SIZE LENGTH QUANTITY C3 CURB AND BOX 4 2' -0" 4 STORM DETAILS • i/ i mmummmmmv N0. REVISIONS BY F ` I \— CURB LIP INLET BOX TYPE 2 - PLAN VIEW REBAR SCHEDULE MARK LOCATION SIZE LENGTH QUANTITY C3 CURB AND BOX 4 2' -0" 4 w SECTION A ral t C1 ADJUSTING BOLTS — C3 #4 REBAR BY MANUFACTURER KNOCKOUTS TYPICAL (4) SIDES 18" DIA. TO RECEIVE UP TO 15" DIA. PIPE — GASKET FOR PLASTIC PIPE N Z I� STORM DRAIN NOTES: 1, INLET BOX REBAR SHALL BE TIED TO REBAR IN CURB AND GUTTER WITH STANDARD TIE WIRE. 2. REBAR C3 SHALL BE OF ADEQUATE LENGTH TO BE WIRED TO REBAR C1, AND SHALL BE EMBEDDED IN THE BOX A MINIMUM OF 10 INCHES. 3. THE SPACING FOR THE C1 REBAR SHALL BE MAINTAINED WITH 9 GAUGE WIRE OR ADDITIONAL # REBAR AT THE ENDS. 4. SEE CURB & GUTTER DETAILS FOR DIMENSIONS OF CURB AND GUTTER. 5. ALL EXPOSED STEEL SURFACES (FRAME & GRATE) SHALL BE PAINTED WITH TWO COATS OF OIL BASE PRIMER AND FINAL COAT OF OIL BASE PAINT. APPLICATION RATE & PAINTING MATERIALS SHALL BE IN ACCORDANCE WITH THE STATE OF IDAHO STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION LATEST EDITION AND AMENDMENTS. FIRST TWO COATS SHALL BE PRIMED, FINAL COAT SHALL BE GRAY. 6. USE IDAHO FALLS STANDARD TYPE II GRATE AND FRAME FOR SUMP STYLE CATCH BASINS. USE IDAHO FALLS STANDARD TYPE I GRATE FOR IN —GRADE STYLE CATCH BASINS. GRATE 1' -2" CURB & GUTTER SEE DETAIL INLET BOX TBC SIDEWALK A � F � I�Iti l: ZV '-- 3' -0 "x6 "x3/8" STEEL PLATE 3' 3" l i 3 1/2 Z 30" a o INSIDE DIA. BARREL SECTION 2" N SLOPE M 4 G B SECTIO B / S\ON A L 6N STER c �'1%� ` r� 842 \ 9G Tqr� 0 F 0 UIfAWN: K AM CHECKED: KJR Schiess & Associates STORM DETAILS ECT NO. PRa 031 10 N0. REVISIONS BY DATE DESI KJR APPROVE PHS Teton Professional Park This document or any part thereof in detail or design ENGINEERING- PLANNING -LAND SURVEYING SHEET NO. concept is the property of Schiees Associat and shall e t h pied an form without the written CAD NAME: HORZ. SCALE: NTS Maho Falb 522 -1244 Rexburg 356 -8092 ro CIVIL SITE WORK D - 5 authorization of Schiese & Aesaciates. DETAILS VERT. SCALE: N/ COPYRIGHT02003 I ®1 MAIN FLOOR PLAN SCALE= 3/16' - V-O' lk jjj I ®1 MAIN FLOOR PLAN SCALE= 3/16' - V-O' lk INTERMEDIATE BEARING NO LOAD BEARING WALL ABOVE A complete TT -Xpert framing plan requires the Trus Joist Framer's Pocket Guide See Trus Joist Framer's Pocket Guide for Product Trademark Information 83 63W Blocking panels may be required with s hear walls above or ;W IAW JOIST AND BEAM LIST Plot ID Length Product Plies Qty WARNING NAILING REQUIREMENTS Joists are unstable until braced laterally TJI® joists at bearings: Two 8d (2Y2 ") box nails (1 each side), 1 Y2" QW Bracing Includes: minimum from end. • Blocking • Sheathing * Hangers • Rim Board Blocking panels, rim joist or rim board to bearing plate: DO NOT allow workers •Strut Lines •Rim Joist DO NOT stack building to walk on joists until materials on unsheathed TJ18 blocking panels or rim joist: 10d (3") box nails at 6" o.c. braced. WARNING NOTES: joists. Trus Joist rim board: Toenail with 10d (3") box nails at 6" o.c. or 16d (3Y2 ") box nails at 12" o.c. Lack of proper bracing during construction can result in serious accidents. Under Shear transfer. Connections equivalent to decking nail schedule. normal conditions if the following guidelines are observed, accidents will be avoided. 1. Install all blocking, hangers, rim boards and rim joists at TJI %joist end supports. Rim board, rim joist or closure to TJI ® '01 ist: 1 width or less: Two 10d (3") box nails, one each at top and 2. Establish a permanent deck (sheathing), nailed to the first 4 feet of joists at the end of the bay or braced end wall. bottom flange. 3. Safety strut lines of 1x4 (minimum) must be nailed to a braced end wall or sheathed area. 2 Y,6" thru 2Y2" widths: Two 16d (3Y2 ") box nails, one each at top and bottom flange. 4. Sheathing must be properly nailed to each TJI , joist befo -e additional loads can be placed on the system. 3Y2" width: Toenail joist to rim joist with one 10d (3") box nail each 5. Ends of cantilevers require strut lines on both the top and bottom flanges, side of joist top flange. 6. TJI joist flanges must remain straight within a tolerance of y from true alignment. 2X4 minimum squash blocks: Two 10d (3") box nails one each at top and bottom flange. WEB STIFFENER ATTACHMENT / e' minimum 1Y2„ 2%4" maximum Three 8d (2 ") box nails, clinched (Three 16d (3 ") box nails at „ 31" TJr joist flange widths) Web stiffener each side. "W See sizes below. Tight fit J W Web Stiffener Size W Web Stiffener Size 1Y? Y x 446" minimum 2 7 /" x 2 /6" minimum 1 5 /" x 2 minimum 2 1" x 2 minimum 2 16' l 3 �4" x 2 minimum I 31" 2x4 Al 50' 11 718" TJI 210 joist 1 89 ACCESSORIES LIST Plot ID Length Product Plies Qty "1 8.88" 23132"x2 5116" Web Stiffeners 2 356 Shl 4'x8' 23132" Panels (24" Span Rating) 1 197 HANGER LIST - Simpson Strong -Tie Company, Inc. Plot ID Qty Product Label Top Nails Face Nails Member Nails Notes HI 178ITT2.1 111.88 4 -IOd 2 -I0d 2 -N10 Hanger Notes: LEVEL NOTES File Name: 32 -DAFAB -Teton Dental 210's JOB Level Name: Main Floor Plotted: 1/22/2004 15:17 Design Status: Main Floor ... 1 /22/2004 15:16 NOTE: Level design times indicated above provide assurance for proper level stacking. Design Methodology: ASD Floor Area Loading Is: 100psf Live Load and 12 psf Dead Load Maximum Toist Deflection: L/480 Live Load L/240 Total Load TT -Pro Rating Information: Weighted Average: 57 Lowest Rating: 57 Highest Rating: 57 Glued & Nailed Decking is Required Suspended Ceilinc is Assumed Floor Decking: 23/32" Panels (24" Span Rating) Normal O.C. Spacing = 16 "* *Unless noted otherwise Scale: 3/16" = 1' C rt. JOB COMMENTS DAFAB Teton Dental Plaza CREATED BY BMC West Idaho Falls P.O. Box 1831 1425 N. Holmes Idaho Falls, ID 83403 -1831 1- 208 - 522 -5571 FAX: 1- 208 - 522 -2106 SYMBOL LEGEND Line Load Area Load 0 Detail Callout Label (See Framer's Pocket Guide) 1 of 1 FOR THE TJ -XPERT WARRANTY SEE FRAMER'S POCKET GUIDE TJ -Xpert 6.35 ( #689) C6.35 D6.35 56.35 P6.35 t Web stiffeners required each side at 83W I !% i FOUNDATION DESIGN FOR EAGLE ROCK DENTAL BUILDING REXBURG, IDAHO For Teton West Construction NOTES 1. Foundation configuration provided by John Bagley of Teton West Construction. 2. Foundation loads from VP Buildings Reactions Package for Eagle Rock Dental dated 12/22/03 (Unstamped). 3. Horizontal rigid frame loads to be resisted by floor joists and soil on exterior of building. 4. Exact anchor bolt locations to be determined from VP Drawings. 5. Concrete 28 day strength shall be 2500 psi minimum. Slump shall be 34.5 in. Reinforcement bars shall be ASTM A615 with F = 40,000 psi. 6. Concrete construction per ACI -318. 7. Allowable soil bearing pressure = 3000 psf 8. Rectangular piers shown on drawings may be replaced with circular piers formed by sonotubes if the reinforcement is the same, the concrete area is equal to that of the rectangular pier, and there is sufficient cover for the reinforcement as required by ACI -318. INDEX Detail Page Corner Column Foundation for Framelines 1 & 11 2 Interior Column Foundation for Framelines 1 & 11 3 Column Foundation for Framelines 3, 5, 6, 7 & 9 4 Corner Column Foundation for Canopy Framelines (136) 5 Interior Column Foundation for Canopy Framelines (137) 6 3336 cam' 0 F �� 3/4 DIA. ANCHOR BOLTS 18' IN LENGTH GRADE 1.5' TYP, FLOOR JOISTS #4 VERT. BARS 16' O.C. 5 #4 HORIZ, BARS CONTINUOUS IN WALL #4 VERT. BAR IN CORNER OF ENLARGED WALL 3 #4 LONGINTUDINAL BARS IN WALL FOOTING 2 -- • -- -- #4 2 18' O.C. TRANSVERSE SECTION EAGLE ROCK DENTAL BUILDING CORNER COLUMN FOUNDATION FOR FRAMELINES 1 & 11 12/30/03 4' -0' 1 CENTER IN WALL PLAN VIEW U' ANCHOR BOLTS SPACED AS SHOWN IDWALL REINFORCEMENT #4 VERT. BARS IN CORNERS ENLARGED WALL #4 LONGITUDINAL BARS I WALL FOOTING 2 18' D.C. TRANSVERSE SECTION EAGLE ROCK DENTAL BUILDING INTERIOR COLUMN FOUNDATION FOR FRAMELINES 1 12/30/03 SIDEWALL REINFORCEMENT BARS 16' O.C. ZIZ. BARS CONTINUOUS SPACED IN WALL au 3/4 DIA. ANCHOR BOLTS GRADE FLOOR JOISTS 4' -0' #3 TIES AT 12' O.C. 6 #6 VERT. BARS IN ENLARGED WALLS EXTEND INTO FOOTING AS SHOWN. I I L--- - - - --I 4' -0' S0. —� 4 #6 BARS EACH WAY IN ENLARGED FOOTING SECTION EAGLE ROCK DENTAL BUILDING COLUMN FOUNDATION FOR FRAMELINES 3 5 6,7 & 9 12/30/03 PLAN VIEW 5' 3/4 DIA. ANCHOR BOLTS 18' IN LENGTH GRADE ' TYP. 4' -0' #4 VERT. BARS 16' D.C. 5 #4 HORIZ. BARS CONTINUOUS IN WALL 2 #4 VERT. BARS IN CORNERS OF ENLARGED WALL 3 #4 LONGINTUDINAL BARS IN WALL FOOTING 2 18' D.C. TRANSVERSE SECTION EAGLE ROCK DENTAL BUILDING CORNER COLUMN FOUNDATION FOR CANOPY F 06) 12/30/03 N WALL BAR. EXTEND 1B. PLAN VIEW 1OR BOLTS JTO SLAB D AS SHOWN REINFORCEMENT f. BARS IN CORNERS iED WALL IGITUDINAL BARS FOOTING D.C. TRANSVERSE SECTION EAGLE ROCK DENTAL BUILDING INTERI ❑R COLUMN FOUNDATI ❑N FOR CANOPY FRAMELINES 07> 12/30/03 i� �i i� �� Job Truss Truss Type Qty Ply 10 Q41430 Al ROOF TRUSS 2 Plates Increase 1.15 TC 0.60 Vert(LL) -0.26 14 -16 >999 240 Job Reference (optional o i u�_rc lrVlvirVIVCIV I J-Ir, IUdi iu rails, W oa4ua, omen - 1 -0-p 4 -1 -12 , 8 -0 -0 , 13 -8 -1 r 1 -0 -0 4 -1 -12 3 -10 -4 5 -8 -1 5x8 = 31 -1 -7 37 -1 -0 5 -9 -13 5 -11 -9 Scale = 1:65.1 D.Laa s Jep I D cues IVII I UK inauslnes, Inc. vv eu reu l l l Oao:to zuu4 rage - I 19 -5 -14 25 -3 -10 5 -9 -13 5 -9 -13 4x4 = 3x6 = 3x8 = 1.5x4 11 4x10 = 2x4 11 4 5 6 7 8 9 10 8 -0 -0 13 -8-1 19 -5 -14 25 -3 -10 31 -1 -7 37 -1 -0 l ' 8 -0 -0 5 -8 -1 5 -9 -13 5 -9 -13 5 -9 -13 5 -11 -9 Offsets LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.26 14 -16 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.37 14 -16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.10 11 n/a n/a BCDL 8.0 Code IRC2000 /ANS195 (Matrix) Weight: 435 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4 -4 -1 oc purlins, except end verticals. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std 'Except' WEBS 1 Row at midpt 9 -11 W3 2 X 4 SPF No.2, W5 2 X 4 SPF No.2, W7 2 X 4 SPF No.2 W9 2 X 4 SPF No.2, W11 2 X 4 SPF No.2, EV1 2 X 4 SPF No.2 REACTIONS (lb /size) 11= 4547 /Mechanical, 18= 4312/0 -5 -8 Max Horz 18= 188(load case 7) Max Upliftl 1=- 1032(load case 5), 18=- 803(load case 6) Max Grav 11= 4923(load case 3), 18= 4312(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/90, 2 -3 =- 1359/232, 3-4 =- 6182/1311, 4 -5 =- 5124/1101, 5 -6 =- 7344/1527, 6 -7 =- 7344/1527, 7 -8 =- 6839/1431, 8 -9 =- 6839/1431, 9 -10 =- 61/11, 10 -11 =- 194/16, 2 -18 =- 1123/204 BOT CHORD 17 -18 =- 1050/4756,16-17=-1 527/7344, 15 -16 =- 1640/7865, 14 -15 =- 1640/7865, 13- 14=- 1640/7865, 12 -13 =- 897/4282, 11 -12 =- 897/4282 WEBS 3 -17 =- 208/737, 4 -17 =- 692/3148, 5 -17 =- 3142/691, 5 -16 =- 452/1785, 7 -16 =- 736/160, 7 -14 =- 293/1146, 7 -13 =- 1450/313, 8 -13 =- 385/36, 9 -13 =- 754/3614, 9 -12 =- 330/1267, 9 -11 =- 5964/1252, 3 -18 =- 4906/1039 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 4) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.; L= 45 -0 -0 5) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1032 lb uplift at joint 11 and 803 lb uplift at joint 18. 10) Girder carries hip end with 8 -0 -0 end setback 11) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884.Olb down and ConAl"�)HPp Lje02 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 18 17 16 15 14 13 12 11 8x8 = 4x4 = 4x8 = 410 = 2x4 II 4x5 = 2x4 II Job Truss Truss Type Qty Ply 10 Q41430 Al ROOF TRUSS 2 2 Job Reference (optional S I UGK UUMNUNLIV I5 -IF, Idaho Falls, IL) 83403, SAGE 5.200 s Sep 15 2003 MITek Industries, Inc. Wed Feb 11 15:25:28 2004 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2 = -86, 2- 4 = -86, 4- 10=- 43(F =43), 17- 18 = -16, 11- 17=- 200(F = -184) Concentrated Loads (lb) Vert: 17=- 884(F) Job Truss Truss Type Qty Ply 10 Q41430 A10 ROOF TRUSS 12 1 1.15 TC 0.97 Vert(LL) -0.25 13 -14 >999 240 Job Reference (optional J 1 UUK UUMF'UNtN I S -IF, Ioaho t-ails, IU 834UJ, 5A(it 6 -5 -0 12 -6 -8 + 18 -8 -0 6 -5 -0 6 -1 -8 6 -1 -8 b.zuu s Sep 1b ZUU3 MI I eK Inausines, Inc. Weo t i i i b:zo:Zy ZUU4 rage i 5x5 = 6 11 24 -9 -8 30 -11 -0 37 -4 -0 3$ -4 6 -1 -8 6 -1 -8 6 -5 -0 1 -0 -0 Scale = 1:68.6 6x10 II 15 14 4x4 1 , 3x4 = 5x8 = 9 -5 -12 18 -8 -0 27 -10-4 9 -5 -12 9 -2 -4 9 -2-4 13 3x4 = 9 -5 -12 - � V 6x10 II 5x5 1 i LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.25 13 -14 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.49 13 -14 >916 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.11 11 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Simplified) Weight: 188 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* TOP CHORD Sheathed. T3 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt 6 -14 WEBS 2 X 4 SPF Stud /Std 2 Rows at 1/3 pts 5-14,7-14 SLIDER Left 2 X 6 DF No.2 3- 11 -12, Right 2 X 8 DF 1950F 1.7E 3 -11 -12 REACTIONS (lb /size) 1= 1904 /Mechanical, 11= 1997/0 -5 -8 Max Horz 1=- 330(load case 5) Max Uplift1=- 108(load case 7), 11=- 147(load case 8) Max Grav 1 =2231 (load case 2), 11= 2374(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2850/157, 2 -3 =- 2850/157, 3-4 =- 2375/195, 4 -5 =- 2375/195, 5 -6 =- 1627/213, 6 -7 =- 1627/213, 7 -8 =- 2375/195, 8 -9 =- 2375/195, 9 -10 =- 2850/157, 10 -11 =- 2850/157, 11- 12 =0/3 BOT CHORD 1-15=-188/2242,14-15=-84/1785,13-14=-15/1785,11-13=-53/2242 WEBS 3 -15 =- 492/163, 5 -15 =- 50/595, 5 -14 =- 1044/196, 6 -14 =- 135/1279, 7 -14 =- 1044/196, 7 -13 =- 50/595, 9-13 =- 492/163 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 1 and 147 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 All ROOF TRUSS 12 1 18 -8 -0 , 27 -10 -4 37-4 -0 9 -5 -12 9 -2-4 Job Reference (optional Z) I Uct< UUM1'UNtN I J -It laano halls, IU o,54u3, .)Abt D.tvU 5 aep ID tuna MI I erc I11uu5MUS, 111c, vvcu reu 1 1 ID.cD.cy cuu•+ rdyC 1 - 1 -0�0 6 -5 -0 12 -6 -8 18 -8 -0 24 -9 -8 30 -11 -0 37 -4 -0 1 -0 -0 6 -5 -0 6 -1 -8 6 -1 -8 6-1 -8 6 -1 -8 6 -5-0 Scale = 1:68.6 5x5 = 7 14 ] 6x10 II 15 14 13 6x10 II 5x5 i 3x4 = 5x8 = 3x4 = 4x4 � 9 -5 -12 18 -8 -0 , 27 -10 -4 37-4 -0 9 -5 -12 9 -2-4 9 -2 -4 9 -5 -12 Plate Offsets (X Y): [2:0 -7 -13 Edge] [14:0-4-0,0-3-01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.25 14 -15 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.49 14 -15 >916 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.11 12 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Simplified) Weight: 188 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* TOP CHORD Sheathed. T4 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 7 -14 WEBS 2 X 4 SPF Stud /Std 2 Rows at 1/3 pts 6-14,8-14 SLIDER Left 2 X 8 DF 1950F 1.7E 3- 11 -12, Right 2 X 6 DF No.2 3 -11 -12 REACTIONS (lb /size) 2=1997/0-5-8,12=1904/Mechanical Max Horz 2= 330(load case 6) Max Uplift2=- 147(load case 7), 12=- 108(load case 8) Max Grav2= 2374(load case 2), 12=2231 (load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2 =0/3, 2 -3 =- 2850/157, 3 -4 =- 2850/157, 4 -5 =- 2375/195, 5 -6 =- 2375/195, 6 -7 =- 1627/213, 7 -8 =- 1627/213, 8- 9=- 2375/195, 9- 10=- 2375/195, 10 -11 =- 2850/157, 11 -12 =- 2850/157 BOT CHORD 2-15=-188/2242,14-15=-84/1785,13-14=-15/1785,12-13=-53/2242 WEBS 4 -15 =- 492/163, 6 -15 =- 50/595, 6 -14 =- 1044/196, 7 -14 =- 135/1279, 8 -14 =- 1044/196, 8 -13 =- 50/595, 10- 13=- 492/163 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 2 and 108 lb uplift at joint 12. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 Al2 ROOF TRUSS 6 1 1.15 TC 1.00 Vert(LL) -0.25 13 -14 >999 240 Job Reference (optional 51 UI.K GUMVUNtN I5 -W, laano Faus, IU 2534U3, JAUt D.zuu s .)ep io zuvo MI IeK Inausines, Inc. vvea reD 11 ID:zD:,5u zuu4 rage l 6 -5 -0 12 -6 -8 18 -8 -0 24 -9 -8 30 -11 -0 37-4 -0 r � 6 -5 -0 6 -1 -8 6 -1 -8 6 -1 -8 6 -1 -8 6 -5 -0 5x5 = Scale = 1:67.6 6x10 II 14 13 12 4x4 3x4 = 5x8 = 3x4 = 9 -5 -12 18 -8 -0 27 -10 -4 37 -4 -0 9 -5 -12 9 -2 -4 9 -2 -4 9 -5 -12 6x8 II Id LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.25 13 -14 >999 240 M1120 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.47 13 -14 >946 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.10 11 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Simplified) Weight: 186 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* T3 2 X 4 SPF 2100F 1.8E, T4 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* B2 2 X 4 DF 240OF 2.0E WEBS 2 X 4 SPF Stud /Std SLIDER Left 2 X 6 DF No.2 3- 10 -15, Right 2 X 6 DF No.2 3 -10 -15 BRACING TOP CHORD Sheathed or 1 -7 -8 oc pudins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 6 -13 2 Rows at 1/3 pts 5-13,7-13 REACTIONS (lb /size) 1=1904/0-5-8,11=1904/0-3-0 Max Horz 1=- 326(load case 5) Max Uplift1=- 109(load case 7), 11=- 109(load case 8) Max Grav 1= 2231(load case 2), 11= 2231(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2896/159, 2 -3 =- 2896/159, 3 -4 =- 2418/195, 4 -5 =- 2418/195, 5 -6 =- 1643/212, 6 -7 =- 1643/212, 7 -8 =- 2418/195, 8 -9 =- 2418/195, 9 -10 =- 2896/159, 10 -11 =- 2896/159 BOT CHORD 1-14=-193/2300,13-14=-86/1810,12-13=-17/1810,11-12=-561230O WEBS 3 -14 =- 525/164, 5 -14 =- 50/621, 5 -13 =- 1058/196, 6 -13 =- 134/1296, 7 -13 =- 1058/196, 7 -12 =- 50/621, 9-12 =- 525/164 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 1 and 109 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1 0 Q41430 A2 ROOF TRUSS 2 1 DEFL in (loc) I /defl L/d PLATES GRIP Job Reference (optional a 1 LA^ GUMF UNLN 1 5 -Ir, loano rails, IU 834U3, SAGL • 1 -0 5 -1 -12 10 -0 -0 r 1 -0 -0 5 -1 -12 4 -10 -4 b.zuu s Jep 1b zuw M1 I eK industries, Inc. wed reb 11 1b2b:31 ZUU4 Page 1 16 -7 -8 23 -4 -12 30 -2 -0 37 -1 -0 6 -7 -8 6 -9 -4 6 -9 -4 6 -11 -0 Scale = 1:65.1 5x5 = 5x10 II - - 15 14 13 12 11 10 5x5 3x8 = 3x4 = 3x6 = 1.5x4 II 3x6 = 4x5 = 10 -0 -0 16 -7 -8 23 -4 -12 30 -2 -0 37 -1 -0 10 -0 -0 6 -7 -8 6 -9 -4 6 -9 -4 6 -11 -0 Plate Offsets (X,Y): [2:0-7-13, Edge], [7:0 -2- 12,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.25 2 -15 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.46 2 -15 >961 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.13 10 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Simplified) Weight: 187 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E 'Except' TOP CHORD Sheathed or 2 -7 -13 oc purlins, except end verticals. T1 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 9 -10, 6 -15, 7 -11 WEBS 2 X 4 SPF Stud /Std 'Except' 2 Rows at 1/3 pts 8 -10 W3 2 X 4 SPF No.2, W5 2 X 4 SPF No.2, W7 2 X 4 SPF No.2 W92X4 SPF No.2 SLIDER Left 2 X 8 DF 195OF 1.7E 3 -2 -9 REACTIONS (lb /size) 10= 1884 /Mechanical, 2= 1977/0 -5 -8 Max Horz 2= 212(load case 7) Max Uplift10=- 226(load case 5), 2=- 97(load case 6) Max Grav 10= 2211(load case 3), 2= 1977(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2 =0/3, 2 -3 =- 2545/182, 3-4 =- 2545/182, 4 -5 =- 2258/190, 5 -6 =- 1874/191, 6 -7 =- 2590/236, 7 -8 =- 1668/165, 8- 9 =0/0, 9 -10 =- 377/83 BOT CHORD 2-15=-245/1982,14-15=-236/2590,13-14=-234/2521, 12 -13 =- 234/2521, 11- 12=- 235/2519, 10 -11 =- 165/1668 WEBS 4 -15 =- 356/154, 5 -15 =- 15/832, 6 -15 =- 1093/173, 6 -14 =- 106/162, 7 -14 =- 48/296, 7 -12= 0/244, 7 -11 =- 1259/116, 8 -11 =- 20/1036, 8- 10=- 2440/241 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.; L= 45 -0 -0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 lb uplift at joint 10 and 97 lb uplift at joint 2. LOAD CASE(S) Standard 3x4 = 5x8 = 3x6 = 2x4 II Job Truss Truss Type Qty Ply 10 Q41430 A3 ROOF TRUSS 2 1 1.15 TC 0.94 Vert(LL) -0.16 14 >999 240 Job Reference o tional J I Vt r\ I.VIVlrVIVCIV 1 J-Ir, luanu calls, IL) 064U3, JHbt D.zuu s Jep "ID ZUU3 MI I eK Inausines, Inc. vve0 Fe0 ii 1b:Lb:31 "LUU4 Hage 1 - 1 -0-0 6 -1 -12 12 -0 -0 18 -1 -8 24 -4 -12 30 -8 -0 37 -1 -0 1 -0 -0 6 -1 -12 5 -10-4 6 -1 -8 6 -3 -4 6 -3-4 6 -5 -0 Scale = 1:65.1 5x5 = 1 b 5x10 II 16 15 14 13 12 11 10 5x5 1.5x4 II 3x8 = 3x6 = 3x10 = 1.5x4 II 3x6 = 1.5x4 II 6-1 -12 12 -0 -0 18 -1 -8 24 -4 -12 30 -8 -0 37 -1 -0 6 -1 -12 5 -10-4 6 -1 -8 6 -3 -4 6 -3-4 6-5 -0 ets ( ,Y): [2:0- 7- 13,Edge], [7:0- 2- 8,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.16 14 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.70 Vert(TL) - 0.2614 -15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.10 10 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Simplified) Weight: 207 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2 -8 -10 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std 'Except' WEBS 1 Row at midpt 9 -10, 6-15,6-12,7-12 W4 2 X 4 SPF No.2, W6 2 X 4 SPF No.2, W8 2 X 4 SPF No.2 2 Rows at 1/3 pts 8 -10 W1 0 2 X 4 SPF No.2 SLIDER Left 2 X 8 DF 1950F 1.7E 3 -9 -10 REACTIONS (lb /size) 10= 1884 /Mechanical, 2= 1977/0 -5 -8 Max Horz 2=251 (load case 7) Max Uplift10=- 205(load case 5), 2=-101 (load case 7) Max Grav 10= 2154(load case 3), 2= 2084(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2 =0/3, 2 -3 =- 2568/118, 3 -4 =- 2568/118, 4 -5 =- 2123/170, 5 -6 =- 1764/180, 6 -7 =- 1983/179, 7 -8 =- 1994/181, 8- 9 =0/0, 9- 10=- 349/77 BOT CHORD 2 -16 =- 221/2021, 15 -16 =- 221/2021, 14- 15=- 202/2110, 13- 14=- 202/2110, 12 -13 =- 202/2110, 11 -12 =- 116/1286, 10 -11 =- 116/1286 WEBS 4 -16= 0/213, 4 -15 =- 5771119, 5 -15 =- 4/723, 6 -15 =- 783/150, 6 -14= 0/226, 6 -12 =- 418/59, 7 -12 =- 693/154, 8 -12 =- 116/1198, 8- 11= 0/226, 8- 10=- 2176/196 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.; L= 45 -0 -0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 10 and 101 lb uplift at joint 2. LOAD CASE(S) Standard 3x8 = 5x5 = 3x10 = 2x4 II Job Truss Truss Type Qty Ply 1 0 Q41430 A4 ROOF TRUSS 2 1 LOADING (psf) SPACING 2 -0 -0 CSI Job Reference o tional STOCK OCK COMFONEN f5 -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:32 2004 Page 1 - 1 -0 -p 7 -1 -12 14 -0 -0 + 21 -6 -9 29 -2 -15 37 -1 -0 1 -0 -0 7 -1 -12 6 -10 -4 7 -6 -9 7 -8 -5 7 -10 -1 Scale = 1:65.1 5x5 = 3x8 = 08 = 4x4 = 2x4 11 9 7 -1 -12 14 -0 -0 21 -6 -9 29 -2 -15 37 -1 -0 7 -1 -12 6 -10 -4 7 -6 -9 7 -8 -5 7 -10 -1 Plate Offsets (X,Y): [2:0-7-13, Edge], [7:0- 4 -0,Ed e] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.92 Vert(LL) - 0.1512 -14 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.75 Vert(TL) - 0.2912 -14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.10 10 n/a n/a BCDL 8.0 Code IRC2000 /ANS195 (Simplified) Weight: 207 lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E 'Except' TOP CHORD Sheathed or 3 -0 -3 oc purlins, except end verticals. T1 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 9-10,4-14,6-14,6-11 WEBS 2 X 4 SPF Stud /Std 'Except' 2 Rows at 1/3 pts 8 -10 W4 2 X 4 SPF 165OF 1.5E, W6 2 X 4 SPF 1650F 1.5E W8 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 8 DF 1950F 1.7E 4 -4 -14 REACTIONS (lb /size) 10= 1884 /Mechanical, 2= 1977/0 -5 -8 Max Horz 2= 289(load case 7) Max Uplift10=- 185(load case 6), 2=- 105(load case 7) Max Grav 10= 2088(load case 3), 2= 2208(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2 =0/3, 2 -3 =- 2549/89, 3 -4 =- 2549/89, 4 -5 =- 1976/147, 5 -6 =- 1644/168, 6 -7 =- 1243/114, 7 -8 =- 1243/114, 8- 9 =0/0, 9-10 =- 428/94 BOT CHORD 2 -15 =- 250/2013, 14 -15 =- 250/2013, 13 -14 =- 170/1727, 12 -13 =- 170/1727, 11 -12 =- 170/1727, 10- 11=- 114/1243 WEBS 4 -15= 0/249, 4 -14 =- 728/140, 5 -14= 0/504, 6 -14 =- 446/259, 6 -12= 0/277, 6 -11 =- 895/91, 8 -11= 0/830, 8 -10 =- 2024/186 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.; L= 45 -0 -0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 10 and 105 lb uplift at joint 2. LOAD CASE(S) Standard 5x12 II _- -- 15 14 13 12 11 10 1.5x4 11 3x8 = 3x6 = 1.5x4 11 4x4 = 3x6 = Job Truss Truss Type Qty Ply 10 Q41430 A5 ROOF TRUSS 2 1 1.15 TC 0.98 Vert(LL) -0.15 16 -17 >999 240 Job Reference (optional . I --- --l' -1 — o -." lual lu rmla Iv oowvo, omuc - 1 -0-p 5 -6 -5 10 -9 -3 16 -0 -0 22 -10 -9 1 -0 -0 5 -6 -5 5 -2 -13 5 -2 -13 6 -10 -9 5x5 = 6x10 II 17 16 15 14 5x5 i 3x4 = 3x8 = 3x6 = 4x4 = 29 -10 -15 37 -1 -0 7 -0 -5 7 -2 -1 8 -1 -12 16 -0 -0 22 -10 -9 29 -10 -' 8 -1 -12 7 -10-4 6 -10 -9 7 -0 -5 J.LVV 5 Jep I V LVVO IVII I eK InUUS[FIe5, InG. VVeU r'eD I - I - IJ:zo:6z zuu4 rage 1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell Ud TCLL 35.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.15 16 -17 >999 240 TCDL 8.0 Lumber Increase 1.15 BC 0.81 Vert(TL) - 0.2916 -17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.09 12 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Simplified) LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* T2 2 X 4 SPF 2100F 1.8E, T4 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud /Std *Except* W5 2 X 4 SPF 1650F 1.5E, W7 2 X 4 SPF 165OF 1.5E W9 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 8 DF 195OF 1.7E 3 -5 -6 REACTIONS (lb /size) 12= 1884 /Mechanical, 2= 1977/0 -5 -8 Max Horz 2= 328(load case 7) Max Uplift12=- 185(load case 6), 2=- 107(load case 7) Max Grav 12= 2010(load case 3), 2=2321 (load case 2) Scale = 1:65.1 13 12 1.5x4 II 4x4 = 37 -1 -0 7 -2 -1 PLATES GRIP M1120 197/144 Weight: 218 lb BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 9 -9-6 oc bracing. WEBS 1 Row at midpt 11 -12, 6-16,8-14,10-14 2 Rows at 1/3 pts 8-16,10-12 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2 =0/3, 2 -3 =- 2836/93, 3-4 =- 2836/93, 4 -5 =- 2428/128, 5 -6 =- 2428/128, 6 -7 =- 1818/145, 7 -8 =- 1514/155, 8 -9 =- 1461/146, 9- 10=- 1461/146, 10- 11 =0/0, 11 -12 =- 391/86 BOT CHORD 2-17=-332/2213,16-17=-241/1875,15-16=-146/1461, 14 -15 =- 146/1461, 13-14=-94/979,12-13=-94/979 WEBS 4 -17 =- 365/143, 6 -17 =- 48/460, 6 -16 =- 851/169, 7 -16= 0/488, 8 -16 =- 257/436, 8 -14 =- 696/150, 10 -14 =- 97/954, 10- 13= 0/253, 10 -12 =- 1844/178 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.; L= 45 -0 -0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 12 and 107 lb uplift at joint 2. LOAD CASE(S) Standard 3x4 = 3x10 = 3x10 = 2x4 II 7 8 9 10 11 Job Truss Truss Type Qty Ply 10 Q41430 A6 ROOF TRUSS 2 1 1.15 TC 0.96 Vert(LL) -0.22 16 -17 >999 240 Job Reference (optional S 1 UUK UUMPUNEN 16-IF, Idaho Falls, IL) 834U3, SAGE 6 -2 -5 12 -1 -3 + 18 -0 -0 1,9 -4 -p 25 -1 -13 6 -2 -5 5 -10 -13 5 -10 -13 1 -4 -0 5 -9 -13 5x5 = 6x6 = 6 7 b.zuu s Sep 1b zUU3 MI I eK Inousines, Inc. vvea Feo "I 1 l b:zb:6S zuu4 rage l 9 -1 -12 18 -0 -0 1,9 -4 -p 28 -0 -12 37 -1 -0 9 -1 -12 8-10 -4 1 -4 -0 8 -8 -12 9 -0-4 Scale = 1:72.7 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.22 16 -17 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.95 Vert(TL) - 0.4216 -17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.11 12 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Simplified) Weight: 209 lb LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E 'Except' T2 2 X 4 SPF No.2, T4 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud /Std SLIDER Left 2 X 6 DF No.2 3 -10 -3 BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 5-16,7-16,8-14 2 Rows at 1/3 pts 10 -12 REACTIONS (lb /size) 1= 1884 /Mechanical, 12= 1884 /Mechanical Max Horz 1= 313(load case 6) Max Upliftl=- 106(load case 7), 12=- 104(load case 8) Max Grav 1= 2256(load case 2), 12= 2234(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2911/153, 2 -3 =- 2911/153, 3-4 =- 2452/191, 4 -5 =- 2452/191, 5 -6 =- 1656/197, 6 -7 =- 1378/209, 7 -8 =- 1653/198, 8 -9 =- 2347/187, 9 -10 =- 2347/187, 10- 11= -3/68, 11 -12 =- 391/95 BOT CHORD 1 -17 =- 199/2286, 16 -17 =- 99/1862, 15- 16= 0/1382, 14- 15= 0/1382, 13-14=-24/1804,12-13=-63/2144 WEBS 3 -17 =- 457/157, 5 -17 =- 49/557, 5 -16 =- 985/188, 6 -16 =- 85/736, 7 -16 =- 542/462, 7 -14 =- 104/852, 8 -14 =- 917/182, 8-13=-46/475,10-13=-365/150,10-12=-2782/82 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 1 and 104 lb uplift at joint 12. 30 -11 -11 37 -1 -0 5 -9 -13 6 -1 -5 LOAD CASE(S) Standard 6x10 11 4x4 17 16 15 14 13 12 4x4 3x4 = 3x6 = 3x4 = 4x5 = 3x6 = 4x4 = Job Truss Truss Type Qty Ply 1 0 Q41430 A7 ROOFTRUSS 10 1 1.15 TC 0.98 Vert(LL) -0.17 13 -14 >999 240 Job Reference (optional .� i v...r. l+V1Vir VIV GIV I o - Ir, wdnu rdns, w oo ar+uc 6 -5 -0 12 -6 -8 18 -8 -0 6 -5 -0 6 -1 -8 6 -1 -8 14 4x4 6X10 II 14 4x4 /i 3x4 = 9 -5 -0 18-8 -0 9 -5 -0 9 -3 -0 D.zUV S Jep 1 D ZVW IVII I eK InDUSIrleS, inc. vveo r l l 1 D:zo:,54 zuu4 rage 1 24 -8 -8 30 -9 -0 37 -1 -0 6 -0 -8 6-0 -8 6 -4 -0 5x5 = 6 Scale = 1:68.0 I 11� 13 12 11 6x8 = 3x4 = 4x6 = 27 -8 -0 37 -1 -0 9 -0 -0 9 -5 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.17 13 -14 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.31 13 -14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.11 11 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Matrix) Weight: 184 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud /Std *Except* EV2 2 X 4 DF 240OF 2.0E SLIDER Left 2 X 6 DF No.2 3 -11 -12 BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 6 -13 2 Rows at 1/3 pts 5-13,7-13, 9 -11 REACTIONS (lb /size) 1= 1884 /Mechanical, 11= 1884 /Mechanical Max Horz 1= 328(load case 6) Max Uplift1=- 108(load case 7), 11=- 106(load case 8) Max Grav 1 =2219(load case 2), 11= 2195(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 3084/158, 2 -3 =- 2871/179, 3-4 =- 2644/200, 4 -5 =- 2233/217, 5 -6 =- 1786/225, 6 -7 =- 1765/226, 7 -8 =- 2153/210, 8 -9 =- 2554/194, 9-10 =- 1013/119, 10 -11 =- 850/115 BOT CHORD 1 -14=-209/2297,13-14=-1 05/1834, 12 -13 =- 27/1774, 11 -12 =- 70/2187 WEBS 3 -14 =- 502/163, 5 -14 =- 54/598, 5 -13 =- 1114/204, 6 -13 =- 136/1289, 7 -13 =- 1052/197, 7 -12 =- 48/548, 9 -12= 458/160, 9-11 =- 1988/97 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 1 and 106 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 A8 ROOF TRUSS 6 1 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.57 12 -13 >516 180 Jab Reference o tional — —1 --l'-- 1 J -, Iudl IV r f711b, R/ OJYVJ, JAur- V.LVV 5 Jep I cuuo Ivu r eK Inuusuies, Inc. vveu reo I I ID:LD:dO LVV4 rage 1 6 -5 -0 12 -6 -8 18 -8 -0 24 -8 -8 30 -9 -0 37 -1 -0 6 -5 -0 6-1 -8 6 -1 -8 6 -0 -8 6 -0 -8 6 -4 -0 5x5 = Scale = 1:67.5 I 6 -5 -0 12 -5 -4 18 -8 -0 6 -5 -0 6 -0 -4 6 -2 -12 28 -8 -1 37 -1 -0 10 -0 -1 8 -4 -15 Plate Offsets (X,Y): [1:0- 6- 5,Edge], [11:0- 8- 5,Edge], [13:0-3-0,0-3-01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in floc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TIC 0.95 Vert(LL) -0.31 12 -13 >945 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.57 12 -13 >516 180 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.05 11 n/a n/a BCDL 8.0 Code IRC2000 /ANS195 (Simplified) Weight: 192 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD WEBS 2 X 4 SPF Stud /Std SLIDER Left 2 X 6 DF No.2 3- 10 -12, Right 2 X 8 DF 195OF 1.7E 3 -11 -7 WEBS REACTIONS (lb /size) 1= 803/0 -3 -0, 14= 1644/0 -5 -8, 11= 1335 /Mechanical Max Horz 1=- 326(load case 5) Max Upliftl =-1 27(load case 7), 11=- 133(load case 8) Max Grav1= 1196(load case 2), 14= 1644(load case 1), 11= 1739(load case 3) Sheathed or 2 -7 -9 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 13 -14. 1 Row at midpt 5-14,6-13 2 Rows at 1/3 pts 7 -13 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 1214/185, 2 -3 =- 1214/185, 3 -4 =- 447/243, 4 -5 =- 447/243, 5 -6 =- 669/255, 6 -7 =- 667/227, 7 -8 =- 1673/252, 8 -9 =- 1673/252, 9- 10=- 2058/189, 10 -11 =- 2058/189 BOT CHORD 1 -15 =- 272/956, 14 -15 =- 272/956, 13 -14 =- 203/372, 12- 13=- 32/1108, 11- 12=- 73/1607 WEBS 3 -15= 0/226, 3 -14 =- 744/120, 5 -14 =- 1230/0, 5 -13= 0/907, 6 -13 =- 182/239, 7 -13 =- 1047/197, 7 -12 =- 641701, 9 -12 =- 538/161 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 lb uplift at joint 1 and 133 lb uplift at joint 11. LOAD CASE(S) Standard 3x10 II 15 14 13 12 4x12 II 4x4 1.5x4 if 44 = 5x8 = 3x4 = 5x5 Q Job Truss Truss Type Qty Ply 10 Q41430 A9 ROOF TRUSS 6 1 1.15 TC 0.97 Vert(LL) -0.32 12 -13 >942 240 Job Reference (optional ., ...v.. —111 —1-- 1 v-Ir, --u raua, w oo•rvo, 0r 6 -5 -0 12 -64 6 -5-0 6 -1 -8 6 -5 -0 12 -5 -4 18 -8 -0 28 -10 -1 37 -4 -0 6 -5 -0 6 -0 -4 6 -2 -12 10 -2 -1 8 -5 -15 1:0 -5- 13.0 -0 -21. [13:0 -4 -0 U./M) s OUP IU 4UU3 IVII I UK Ir1UU5lfles, Inc. VVeu reu l l - IU:zb:35 zuu4 rage 1 18 -8 -0 24 -9 -8 30 -11 -0 37 -4 -( 6-1-8 6 -1 -8 6 -1 -8 6 -5 -0 5x5 = 6 Scale = 1:67.6 i Id LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.32 12 -13 >942 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.58 12 -13 >515 180 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.05 11 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Simplified) Weight: 189 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD WEBS 2 X 4 SPF Stud /Std SLIDER Left 2 X 6 DF No.2 3- 10 -12, Right 2 X 6 DF No.2 3 -10 -15 WEBS REACTIONS (lb /size) 1=810/0-3-0,14=1648/0-5-8,11=1351/0-5-8 Max Horz 1=- 326(load case 5) Max Uplift1=- 125(load case 7), 11=- 131(load case 8) Max Grav 1= 1206(load case 2), 14= 1648(load easel), 11= 1760(load case 3) Sheathed or 2 -7 -9 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 13 -14. 1 Row at midpt 5-14,6-13 2 Rows at 1/3 pts 7 -13 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 1230/175, 2 -3 =- 1230/175, 3 -4 =- 463/233, 4 -5 =- 463/233, 5 -6 =- 688/250, 6 -7 =- 688/225, 7 -8 =- 1742/250, 8 -9 =- 1742/250, 9 -10 =- 2126/188, 10 -11 =- 2126/188 BOT CHORD 1 -15=-274/969,14-15=-274/969,13-14=-205/386, 12-13=-32/1142,11-12=-76/1685 WEBS 3 -15= 0/226, 3 -14 =- 743/120, 5 -14 =- 1233/0, 5 -13= 0/919, 6 -13 =- 176/257, 7 -13 =- 1073/201, 7 -12 =- 671744, 9 -12 =- 578/165 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 1 and 131 lb uplift at joint 11. LOAD CASE(S) Standard 3x1011 15 14 13 12 �- 5x8 II 4x4 i 1.5x4 II 4x4 = 5x8 = 3x4 = Job Truss Truss Type Qty Ply 10 Q41430 131 ROOF TRUSS 2 2 1.15 TC 0.93 Vert(LL) -0.1522-23 >999 240 Job Reference (optional STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:37 2004 Page 1 ,___ 4 -5 -10 1 8 -7 -12 , 12 -9 -14 17 -0 -0 1 22 -6 -13 1 28 -1 -11 1 34 -0 -0 35 -070 4 -5 -10 4 -2 -2 4 -2 -2 4 -2 -2 5 -6 -13 5-6 -13 5 -10 -5 1 -0 -0 4x6 = Scale = 1:65.9 4 -5 -10 8 -7 -12 12 -9 -14 17 -0 -0 22 -6 -13 28 -1 -11 34 -0 -0 4 -5 -10 4 -2 -2 4 -2 -2 4 -2 -2 5 -6 -13 5 -6 -13 5 -10 -5 1� LOADING (psf) SPACING 2-0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.1522-23 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.2222-23 >942 180 M1118H 141/138 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.04 20 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Matrix) Weight: 579 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Sheathed or 3 -1 -0 oc purlins. T3 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 2 X 6 DF 180OF 1.6E WEBS 1 Row at midpt 4 -21, 5 -20, 6 -20 WEBS 2 X 4 SPF Stud /Std `Except" W5 2 X 4 SPF No.2, W6 2 X 4 SPF 1650F 1.5E, W1 3 2 X 4 SPF No.2 W14 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud /Std SLIDER Left 2 X 6 DF No.2 2 -8 -7, Right 2 X 6 DF No.2 3 -6 -8 REACTIONS (lb /size) 1= 7100/0 -5 -8, 20= 12786/17 -3 -0, 17=- 40/17 -3 -0, 14=- 890/17 -3 -0, 11= 9/17 -3 -0, 19=- 1313/17 -3 -0, 18=418/17-3-0,16=53/17-3-0,15=62/17-3-0,13=386/17-3-0 Max Horz 1=- 301(load case 5) Max Uplift1=- 698(load case 7), 20=- 1367(load case 7), 17=- 383(load case 2), 14=-1 01 5(load case 2), 11=- 451(load case 2), 19=- 1337(load case 2), 18=- 24(load case 7), 13=- 28(load case 8) Max Grav 1 =7432(load case 2), 20= 13044(load case 2), 17= 203(load case 3), 14= 137(load case 8), 11= 333(load case 3), 19= 157(load case 7), 18= 425(load case 2), 16= 89(load case 4), 15= 85(load case 4), 13= 454(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 83481754, 2 -3 =- 8213/783, 3 -4 =- 5201/529, 4 -5 =- 1685/240, 5 -6 =- 223/2244, 6 -7 =- 195/2140, 7 -8 =- 142/1621, 8-9=-168/1577,9-10=-117/855, 10-11=-144/826,11-12=0/16 BOT CHORD 1- 23=- 790/6615, 22- 23=- 790/6615, 21 -22 =- 512/4263, 20 -21 =- 191/1279, 19 -20 =- 1333/271, 18 -19 =- 1333/271, 17 -18 =- 1333/271, 16 -17 =- 667/104, 15 -16 =- 667/104, 14 -15 =- 667/104, 13 -14 =- 667/104, 11- 13=- 667/104 WEBS 3 -22 =- 3096/383, 4 -21 =- 5436/625, 5 -21 =- 850/8065, 5 -20 =- 7298/831, 6 -20 =- 2641/214, 7 -20 =- 966/193, 7 -17 =- 100/836, 9 -17 =- 1054/240, 9-14 =- 96/832, 4 -22 =- 610/5907, 3 -23 =- 349/3554 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -7 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standarc Gable End Detail" 5) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. &rrTtkNl€IPM$%tJ4e;en designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 8x10 11 23 22 P1 Dc4 11 20 19 18 17 16 15 14 13 4x4 J 3210 11 300 II 10x10 = 10x10 = 8x10 M1118H= 2x4 II 2x4 11 3x4 = 2x4 11 2x4 11 4x4 J 2x4 II 2x4 11 Job Truss Truss Type Qty Ply 10 Q41430 B1 ROOF TRUSS 2 Job Reference (optional S 1 OCK UL MHUNEN I S -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:37 2004 Page 2 NOTES 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 8) All plates are M1120 plates unless otherwise indicated. 9) All plates are 1.5x4 M1120 unless otherwise indicated. 10) Gable studs spaced at 2 -0 -0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 698 lb uplift at joint 1, 1367 lb uplift at joint 20, 383 lb uplift at joint 17, 1015 lb uplift at joint 14, 451 lb uplift at joint 11, 1337 lb uplift at joint 19, 24 lb uplift at joint 18 and 28 lb uplift at joint 13. 12) Girder carries tie -in span(s): 37 -1 -0 from 0 -0 -0 to 16 -9 -0 13) Uplift for first LC exceeds limits LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 6 = -86, 6- 12 = -86, 1- 20=- 899(F= -883), 11- 20 = -16 Job Truss Truss Type Qty Ply 10 Q41430 C7 G ROOF TRUSS 2 1 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 Job Reference (optional a i vl..n %,vrvirvrvCry I o -Ir, laano taus, IU 2SJ4u3, JHbt 5.zuu s sep 15 zuu3 MI I eK maustnes, Inc. vveo reo 11 15:25:37 2004 Pagel - 1 -0 -0 8 -7-4 17 -2 -8 18 -2 -£ 1 -0 -0 8 -7-4 8 -7 -4 1 -0 -0 4x4 = 17 -2 -8 17 -2 -8 Scale = 1:34.5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.29 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 13 >650 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 14 n/a n/a BCDL 8.0 Code IRC2000 /ANS195 (Matrix) Weight: 81 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std OTHERS 2 X 4 SPF Stud /Std REACTIONS (lb /size) 23= 176/17 -2 -8, 14= 250/17 -2 -8, 18= 222/17 -2 -8, 19= 206/17 -2 -8, 20= 202/17 -2 -8, 21= 210/17 -2 -8, 22= 62/17 -2 -8, 17= 205/17 -2 -8, 16= 207/17 -2 -8, 15= 191/17 -2 -8 Max Horz 23=- 140(load case 5) Max Uplift23=- 240(load case 5), 14=- 34(load case 8), 19= 40(load case 7), 20=- 48(load case 7), 21=- 44(load case 7), 22=- 232(load case 6), 17=- 40(load case 8), 16= -42(load case 8), 15=- 69(load case 5) Max Grav23= 329(load case 2), 14= 377(load case 3), 18= 222(load case 1), 19= 311(load case 2), 20= 293(load case 2), 21= 307(load case 2), 22= 200(load case 5), 17= 311(load case 3), 16= 302(load case 3), 15= 274(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2 -23 =- 291/150, 1 -2 =0/90, 2 -3 =- 183/155, 3 -4 =- 116/114, 4 -5 =- 77/111, 5 -6 =- 69/111, 6 -7 =- 77/131, 7 -8 =- 51/124, 8-9=-43/104,9-10=-43/104, 10-11=-50/97,11-12=-27/84,12-13=0/90,12-14=-177/93 BOT CHORD 22- 23=- 42/81, 21- 22= 42/81, 20 -21 =- 42/81, 19- 20=- 42/81, 18- 19=- 42/81, 17 -18 =- 42/81, 16- 17=- 42/81, 15- 16= 42/81 , 14 -15= -42/81 WEBS 7 -18 =- 190/0, 6 -19 =- 279/59, 5 -20 =- 262/66, 4 -21 =- 273/66, 3 -22 =- 94/116, 8 -17 =- 280/59, 9 -16 =- 267/64, 10 -15 =- 253/76 ,11-14=-188/15 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 3) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 7) All plates are 1.5x4 M1120 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 2 -0 -0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift at joint 23, 34 lb uplift at joint 14, 40 lb uplift at joint 19, 48 lb uplift at joint 20, 44 lb uplift at joint 21, 232 lb uplift at joint 22, 40 lb uplift at joint 17, 42 lb uplift at joint 16 and 69 lb uplift at joint 15. LOAD CASE(S) Standard 2x4 II 3X8 = Job Truss Truss Type Qty Ply 1 0 Q41430 CR1 ROOF TRUSS 2 1 Plates Increase 1.15 TC 0.87 Vert(LL) -0.03 7 -8 Job Reference o tional o I ui_^ VUmrvrvtry I o -Ir, wano r'alls, IU aa4us, JHlot D.LUU S Jep I D LvU3 IVII I eK MUS[rleS, InG. VVeU reD I I m:LD.00 zuu4 rage l -1 -5 -0 5 -7 -8 11 -3 -0 1 -5 -0 5 -7 -8 5 -7 -8 1.5x4 II 5 5 -7 -8 11 -3 -( 5 -7 -8 5 -7 -8 Scale = 1:29.5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.03 7 -8 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.07 6 -7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.01 6 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Simplified) Weight: 52 lb LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud /Std 'Except' EV1 2 X 4 SPF No.2 BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 8=662/0-7-12,6=1083/Mechanical Max Horz 8=241 (load case 5) Max Uplift8=- 12(load case 5), 6=-241 (load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2-8=-641/25,1-2=0130,2-3=-676/0,3-4=-116/22,4-5=-12/0 BOT CHORD 7-8=-254/0,6-7=-143/632 WEBS 2- 7= 0/638, 3- 7= 0/192, 3 -6 =- 743/168, 4 -6 =- 590/213 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 8 and 241 lb uplift at joint 6. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -2 = -86 Trapezoidal Loads (plf) Vert: 2=- 3(F =41, B= 41)- to- 5=- 242(F = -78, B = -78), 8= 0(F =8, B= 8)- to- 6=- 45(F = -15, B = -15) 1.5x4 II 44 = 8x8 = Job Truss Truss Type Qty Ply 10 Q41430 D1 ROOF TRUSS 2 L e� Plates Increase 1.15 TC 0.62 _ -0.15 9 -10 Job Reference (optional o v1_.r\ UVIV1rVIVCIV I a -IF, Idaho Fans iD 253403 SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:40 2004 Page 1 4 -6 -0 8 -8 -8 12 -11 -0 17 -5 -0 4 -6 -0 4 -2 -8 4 -2 -8 4 -6 -0 1.5x4 1 I Scale = 1:60.2 4 -6 -0 1 8 -8 -8 12 -11 -0 17 -5 -0 4 -6 -0 4 -2 -8 4 -2 -8 4 -6 -0 LOADING (psf) SPACING 1 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.15 9 -10 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.22 9 -10 >916 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 7 n/a n/a BCDL 8.0 Code IRC2000 /ANS195 (Simplified) Weight: 253 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3 -9 -14 oc purlins, except end verticals. BOT CHORD 2 X 6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std *Except* WEBS 1 Row at midpt 6 -7, 4 -8, 5 -7 EV1 2 X 6 DF No.2, W1 2 X 4 SPF No.2, W4 2 X 4 SPF No.2 W6 2 X 4 SPF No.2, W7 2 X 4 SPF 1650F 1.5E REACTIONS (lb /size) 11=8175/0-5-8,7=8175/0-5-8 Max Horz 11= 165(load case 5) Max Uplift11=- 803(load case 5), 7=- 927(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -11 =- 6218/607, 1 -2 =- 8746/842, 2 -3 =- 8746/842, 3 -4 =- 6539/624, 4 -5 =- 3460/318, 5 -6= -25/1, 6 -7= -94/35 BOT CHORD 10-11=-165/7,9-10=-844/7277,8-9=-622/5441,7-8=-327/2878 WEBS 1 -10 =- 690/7388, 3 -10 =- 274/2610, 3 -9 =- 2415/293, 4 -9 =- 577/5425, 4 -8 =- 4665/536, 5 -8 =- 841/7821, 5 -7 =- 6733/766 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc, 2 X 4 - 2 rows at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -7 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 4) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 803 lb uplift at joint 11 and 927 lb uplift at joint 7. 7) Girder carries tie -in span(s): 37 -1 -0 from 0 -0 -0 to 17 -5 -0 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-6=-43,7-11=-916(F=-908) 11 10 9 8 7 10x10 'i 10x10 = 10x10 = 10x10 = 5x5 = Job Truss Truss Type Qty Ply 1 0 Q41430 D1 G ROOF TRUSS 2 1 CSI DEFL in (loc) I /defl Ud PLATES GRIP Job Reference (optional S I IJUK GUMF'UNLN I5 - Nano falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:40 2004 Page 1 Scale = 1:54.6 3x4 11 17 -5 -0 17 -5 -0 Plate Offsets (X,Y): [3:0 2 8,0 - 3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.77 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.01 1 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 12 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Matrix) Weight: 115 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std WEBS 1 Row at midpt 11-12,10-13, 9 -14, 8 -15 OTHERS 2 X 4 SPF Stud /Std REACTIONS (lb /size) 21= 209/17 -5 -0, 12= 81/17 -5 -0, 13= 209/17 -5 -0, 14= 205/17 -5 -0, 15= 204/17 -5 -0, 16= 204/17 -5 -0, 17= 205/17 -5 -0, 18=201/17-5-0,19=218/17-5-0, 20= 117/17 -5 -0 Max Horz 21 =368(load case 5) Max Uplift2l=- 22(load case 3), 12=- 22(load case 5), 13=41 (load case 5), 14= 47(load case 5), 15= 45(load case 5), 16=- 46(load case 5), 17=- 43(load case 5), 18=- 55(load case 5), 19=- 9(load case 5), 20=- 300(load case 5) Max Grav21= 395(load case 5), 12=81 (load case 1), 13= 209(load case 1), 14= 205(load case 1), 15= 204(load case 1), 16= 204(load case 1), 17= 205(load case 1), 18=201 (load case 1), 19= 218(load case 1), 20= 117(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2 -21 =- 256/23, 1 -2 =0/59, 2 -3 =- 441/24, 3-4 =- 344/52, 4 -5 =- 304/46, 5 -6 =- 256/47, 6 -7 =- 210/47, 7 -8 =- 164/47, 8 -9 =- 117/47, 9 -10 =- 71/46, 10 -11 =- 52/28, 11- 12= -67/27 BOT CHORD 20- 21 = -1/1, 19- 20 = -1/1, 18- 19 = -1/1, 17- 18 = -1/1, 16- 17 = -1/1, 15- 16 = -1/1, 14- 15 = -1/1, 13- 14 = -1/1, 12- 13 = -1/1 WEBS 10 -13 =- 177/65, 9-14 =- 173/65, 8 -15 =- 172/64, 7 -16 =- 172/65, 6 -17 =- 172/64, 5 -18 =- 170/67, 4 -19 =- 182/52, 3 -20 =- 105/163 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 3) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) All plates are 1.5x4 M1120 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2 -0 -0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 21, 22 lb uplift at joint 12, 41 lb uplift at joint 13, 47 lb uplift at joint 14, 45 lb uplift at joint 15, 46 lb uplift at joint 16, 43 lb uplift at joint 17, 55 lb uplift at joint 18, 9 lb uplift at joint 19 and 300 lb uplift at joint 20. LOAD CASE(S) Standard - ,1 - 0 -p 17 - 5 - 0 �r 1 -0 -0 17 -5 -0 �� Job Truss Truss Type Qty Ply 1 0 Q41430 E1G ROOF TRUSS 2 1 BCLL 0.0 Rep Stress Incr NO BCDL 8.0 Job Reference o tional -S I OCK I;UMF'VNtN I 6-IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:41 2004 Page 1 -1 -0 -0 , 3 -10 -0 7 -8 -0 1 8 -8 -0 1 -0 -0 3 -10 -0 3 -10 -0 1 -0 -0 44 = Scale= t19.2 3 -10 -0 7 -8 -0 3 -10 -0 3 -10 -0 LOADING (psf) SPACING 2 -0 -0 TCLL 35.0 Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 8.0 Code IRC2000 /ANSI95 WB 0.06 CSI DEFL I in floc) I /deft L/d TC 0.59 Vert(LL) 0.01 7 -8 >999 240 BC 0.29 Vert(TL) -0.02 1 >676 180 WB 0.06 Horz(TL) 0.00 6 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD BOT CHORD 2 X 4 SPF No.2 BOT CHORD WEBS 2 X 4 SPF Stud /Std OTHERS 2 X 4 SPF Stud /Std REACTIONS (lb /size) 8=482/0-5-8,6=482/0-5-8 Max Horz 8= 60(load case 6) Max Uplift8=- 65(load case 7), 6=- 65(load case 8) Max Grav8= 615(load case 2), 6= 615(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/90, 2 -3 =- 376/42, 3-4 =- 376/42, 4 -5 =0/90, 2 -8 =- 567/88, 4 -6 =- 567/89 BOT CHORD 7-8=0/205,6-7=0/205 WEBS 3 -7 =0/114 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 3) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 7) Gable studs spaced at 2 -0 -0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 8 and 65 lb uplift at joint 6. PLATES GRIP M1120 197/144 Weight: 31 lb Sheathed or 6 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. LOAD CASE(S) Standard 3x4 I I 3x4 11 Job Truss Truss Type Qty Ply 10 Q41430 F1 ROOF TRUSS 2 1 1.15 TC 0.63 Vert(LL) -0.03 12 -13 >999 240 Job Reference o tional o f ui n t ulvlrulVtly I o -it, laano raps, lu o j4uJ, ,AuL - 1-0 -p 6 -7 -10 12 -11 -12 17 -2 -8 1 -0 -0 6 -7 -10 6 -4 -2 4 -2 -12 4x4 = b.zuu s oep lo zuu i ml I el< InausineS, Inc. vvea FeD ill b2b:41 2UU4 Pagel 21 -5 -4 27 -94 4 -2 -12 6 -4 -2 6 34 -5 -0 35-5 - 6 -7 -10 1 -0 -0 Scale: 3/16 " =1' ' 1 6 -7 -10 12 -11 -12 17 -2 -8 , 21 -5 -4 27 -9 -6 34 -5 -0 6 -7 -10 6 -4 -2 4 -2 -12 4 -2 -12 6-4 -2 6 -7 -10 LOADING (psf) SPACING 1 -0 -8 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.03 12 -13 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.05 12 -13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 12 n/a n/a BCDL 8.0 Code IRC2000 /ANS195 (Simplified) Weight: 191 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std WEBS 1 Row at midpt 5-16,6-15,7-14 REACTIONS (lb /size) 18=383/0-5-8,16=579/0-5-8,14=579/0-5-8,12=383/0-5-8 Max Horz 18= 148(load case 6) Max Uplift18=- 29(load case 7), 16=- 62(load case 7), 14=- 52(load case 8), 12=- 39(load case 8) Max Grav 18= 577(load case 2), 16=741 (load case 2), 14=741 (load case 3), 12= 577(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/24, 2 -3 =- 368/14, 3 -4 =- 25/57, 4 -5 =- 25/57, 5 -6 =- 30/71, 6 -7 =- 30/61, 7 -8 =0/33, 8 -9 =0/33, 9 -10 =- 368/9, 10 -11 =0/24, 2 -18 =- 550/46, 10 -12 =- 550/55 BOT CHORD 17 -18 =- 148/148, 16 -17 =- 801307, 15-16=-39/109,14-15=-28/100, 13- 14= 0/307, 12- 13 = -0 /0 WEBS 3 -17= 0/110, 3 -16 =- 401/72, 5 -16 =- 445/43, 5 -15= 0/120, 6 -15 =- 156/0, 7 -15 =- 6/120, 7 -14 =- 445/34, 9 -14 =- 401/71, 9- 13= 0/110, 2- 17= 0/309, 10 -13 =01309 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 18, 62 lb uplift at joint 16, 52 lb uplift at joint 14 and 39 lb uplift at joint 12. LOAD CASE(S) Standard 18 17 16 15 14 13 12 1.5x4 it 4x4 = 3x4 = 5x8 = 3x4 = 4x4 = 1.5x4 11 Job Truss Truss Type Qty Ply 10 Q41430 FIG ROOF TRUSS 2 1 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 Job Reference (optional STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:42 2004 Page 1 1 -0 -,0 17 -2 -8 34 -5 -0 1 -0 -0 17 -2 -8 17 -2 -8 4x4 = 12 1 -0 -0 Scale: 3/16" =1' 3 1d 34 -5 -0 34 -5 -0 Plate Offsets (X,Y): [7:0- 2- 8,0 -0-4], [13:0- 3- 3,0 -1 -0], [14:0- 3- 3,0 -1 -0], [15:0- 3- 3,0 -1 -0], [17:0- 2- 8,0 -0 -4], [18:0- 3- 3,0 -1 -0], [19:0- 3- 3,0 -1 -0], [20:0- 3- 3,0 -1 -0], [21:0- 3- 3,0 -1 -0], [22:0- 3- 3,0 -0-4], [24:0- 2- 0,0 -0-4], [25:0- 2- 0,0 -1 -0], [26:0- 2- 0,0 -1 -0], [27:0- 2- 0,0 -1 -0], [28:0- 2- 0,0 -1 -0], [29:0- 2- 0,0 -1 -0], [30:0- 2- 0,0 -1 -0], [31:0- 2- 0,0 -1 -0], LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.49 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.02 23 >764 180 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.01 24 n/a n/a BCDL 8.0 Code IRC2.000 /ANSI95 (Matrix) Weight: 212 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6 -0 -0 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std WEBS 1 Row at midpt 12 -33, 11 -34, 10 -35, 9 -36, 13 -32, 14 -31, OTHERS 2 X 4 SPF Stud /Std 15 -30 REACTIONS (lb /size) 42= 209/34 -5 -0, 24= 209/34 -5 -0, 33= 200/34 -5 -0, 34= 205/34 -5 -0, 35= 204/34 -5 -0, 36= 204/34 -5 -0, 37= 204/34 -5 -0, 38= 205/34 -5 -0, 39= 201/34 -5 -0, 40= 218/34 -5 -0, 41= 97/34 -5 -0, 32= 205/34 -5 -0, 31= 204/34 -5 -0, 30= 204/34 -5 -0, 29= 204/34 -5 -0, 28= 205/34 -5 -0, 27= 201/34 -5 -0, 26= 218/34 -5 -0, 25= 97/34 -5 -0 Max Horz 42= 284(load case 6) Max Uplift42=- 214(load case 5), 24=- 123(load case 6), 34=- 27(load case 6), 35=- 52(load case 7), 36=- 44(load case 7) 37= 46(load case 7), 38=- 44(load case 7), 39=- 49(load case 7), 40=- 32(load case 7), 41=- 222(load case 6) 32=- 23(load case 8), 31=- 53(load case 8), 30=- 44(load case 8), 29=- 46(load case 8), 28=- 45(load case 8), 27= 48(load case 8), 26=- 35(load case 8), 25=- 166(load case 5) Max Grav42= 317(load case 2), 24= 317(load case 3), 33= 216(load case 8), 34= 308(load case 2), 35= 297(load case 2) , 36= 297(load case 2), 37= 297(load case 2), 38= 298(load case 2), 39= 292(load case 2), 40= 318(load case 2), 41= 165(load case 5), 32= 308(load case 3), 31= 297(load case 3), 30= 297(load case 3), 29= 297(load case 3), 28= 298(load case 3), 27= 292(load case 3), 26= 318(load case 3), 25= 136(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2-42 =- 285/156, 1 -2 =0/90, 2 -3 =- 289/200, 3 -4 =- 213/165, 4 -5 =- 179/166, 5 -6 =- 140/164, 6 -7 =- 101/157, 7 -8 =- 92/162, 8- 9=- 76/160, 9 -10 =- 76/183, 10 -11 =- 76/216, 11 -12 =- 82/233, 12- 13=- 82/226, 13 -14 =- 76/190, 14 -15 =- 76/146, 15 -16 =- 76/117, 16 -17 =- 20/90, 17 -18 =- 76/85, 18 -19 =- 75/92, 19 -20 =- 107/94, 20- 21=- 143/94, 21 -22 =- 205/115, 22 -23 =0/90, 22 -24 =- 285/93 BOT CHORD 41 -42 =- 62/163, 40 -41 =- 62/163, 39- 40=- 62/163, 38 -39 =- 62/163, 37- 38=- 62/163, 36 -37 =- 62/163, 35 -36 =- 62/163, 34- 35=- 62/163, 33- 34=- 62/163, 32 -33 =- 62/163, 31 -32 =- 62/163, 30 -31 =- 62/163, 29 -30 =- 62/163, 28 -29 =- 62/163, 27 -28 =- 62/163, 26 -27 =- 62/163, 25 -26 =- 62/163, 24- 25=- 62/163 WEBS 12- 33=- 197/0, 11 -34 =- 276/46, 10 -35 =- 265/71, 9 -36 =- 265/63, 8 -37 =- 265/65, 6- 38=- 266/64, 5- 39=- 262/65, 4 -40 =- 281/62, 3 -41 =- 139/127,13-32=-276/42,14-31 =-265/73,15- 30=- 265/63, 16 -29 =- 265/65, 18- 28=- 266/64, 19- 27=- 262/65, 20 -26 =- 281/64, 21 -25 =- 139/101 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" (§6 Pf =35.0 psf (roof snow); Exp C; Fully Exp 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4 11 5x5 = 3x4 11 Job Truss Truss Type Qty Ply 10 Q41430 FIG ROOFTRUSS 2 1 Job Reference o tional v i v�.r. l,V1Vl1 VIVCIV 1 J ivanu raps, iu osvua, JHUC o.zuu s Jep l5 zuu6 mi I eK Incustnes, Inc. vvea Fec 11 lb:Zb:42 2004 Page 2 NOTES 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 7) All plates are 1.5x4 M1120 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 2 -0 -0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint 42, 123 lb uplift at joint 24, 27 lb uplift at joint 34, 52 lb uplift at joint 35, 44 lb uplift at joint 36, 46 lb uplift at joint 37, 44 lb uplift at joint 38, 49 lb uplift at joint 39, 32 lb uplift at joint 40, 222 lb uplift at joint 41, 23 lb uplift at joint 32, 53 lb uplift at joint 31, 44 lb uplift at joint 30, 46 lb uplift at joint 29, 45 lb uplift at joint 28, 48 lb uplift at joint 27, 35 lb uplift at joint 26 and 166 lb uplift at joint 25. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 F2 ROOF TRUSS 2 2 4 -2 -12 4 -2 -12 4 -2 -12 4 -2 -12 4 -2 -12 4 -6 -4 Plate Offsets (X,Y): [1:0 - -9 0 -0 - [13:0-2-12 [13:1-11-1 [14:0-5-0,0-0-41, [15:0-3-8,0-5-01, [16:0 -3-4 Edge] [18:0 -3 -4 Edge] 19 : 0-3-8 0 -5-01 LOADING (psf) Job Reference (optional J.GVV S OUP IJ LVUJ IVII I UK 111UUSUIeS, Inc. vveu r 11 - 10:Zb:43 ZUU4 Page 1 4 -6 -4 8 -9 -0 12 -11 -12 17 -2 -8 21 -5 -4 25 -8 -0 29 -10 -12 34 -5 -0 4 -6 -4 4 -2 -12 4 -2 -12 4 -2 -12 4 -2 -12 4 -2 -12 4 -2 -12 4 -6-4 4x4 = Scale = 1:63.1 3 4 -6 -4 8 -9 -0 12 -11 -12 17 -2 -8 21 -5 -4 25 -8 -0 29 -10 -12 34 -5 -0 4 -6 -4 4 -2 -12 4 -2 -12 4 -2 -12 4 -2 -12 4 -2 -12 4 -2 -12 4 -6 -4 Plate Offsets (X,Y): [1:0 - -9 0 -0 - [13:0-2-12 [13:1-11-1 [14:0-5-0,0-0-41, [15:0-3-8,0-5-01, [16:0 -3-4 Edge] [18:0 -3 -4 Edge] 19 : 0-3-8 0 -5-01 LOADING (psf) SPACING 1 -0 -8 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.10 14 -15 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.14 14 -15 >999 180 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Simplified) Weight: 476 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD BOT CHORD 2 X 6 DF 240OF 2.0E BOT CHORD WEBS 2 X 4 SPF Stud /Std *Except* W1 2 X 4 SPF No.2, W3 2 X 4 SPF No.2, W11 2 X 4 SPF No.2 WEBS W1 3 2 X 4 SPF No.2 SLIDER Left 2 X 6 DF No.2 2 -8 -13, Right 2 X 6 DF No.2 2 -8 -13 1� Sheathed or 5 -9 -1 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 17- 18,16 -17. 1 Row at midpt 4-18,6-18,8-16,10-16 REACTIONS (lb /size) 1=4906/0-5-8,18=11622/0-5-14 (input: 0-5-8),16=11622/0-5-14 (input: 0-5-8),13=4906/0-5-8 Max Horz 1= 158(load case 6) Max Uplift1=- 510(load case 7), 18=- 1216(load case 7), 16=- 1210(load case 8), 13=- 516(load case 8) Max Grav 1 =5073(load case 2), 18= 11766(load case 2), 16= 11 766(load case 3), 13= 5073(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 4556/454, 2 -3 =- 4556/454, 34=- 1250/152, 4 -5 =- 238/2272, 5 -6 =- 238/2272, 6 -7 =- 84/873, 7 -8 =- 66/873, 8 -9 =- 215/2272, 9 -10 =- 215/2272, 10 -11 =- 1250/150,11-12=-4556/460,12-13=-4556/460 BOT CHORD 1 -20 =- 447/3565, 19-20=-447/3565,18-19=-1 72/1040, 15 -16 =- 83/1040, 14 -15 =- 331/3565, 13 -14 =- 331/3565, 17 -18 =- 1890/307, 16 -17 =- 1890/276 WEBS 3 -20 =- 400/4006, 3 -19 =- 3320/372, 4 -19 =- 629/6028, 4 -18 =- 5259/582, 6 -18 =- 3500/342, 6 -17 =- 285/2800, 7 -17 =- 1143/85, 8 -17 =- 296/2800, 8 -16 =- 3500/345, 10 -16 =- 5259/582, 10 -15 =- 628/6028, 11 -15 =- 3320/372, 11 -14 =- 400/4006 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -7 -0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 4) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) All plates are M1120 plates unless otherwise indicated. 7) WARNING: Required bearing size at joint(s) 18, 16 greater than input bearing size. 8) Bearing at joint(s) 18, 16 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 510 lb uplift at joint 1, 1216 lb uplift at CojRIR A9 2plift at joint 16 and 516 lb uplift at joint 13. 4x8 II 20 19 18 17 16 15 14 - 4x8 II 3x10 11 10x10 = 10x10 M1120H= 10x10 = 10x10 MI 120H 10x10 = 3x10 11 Job ' Truss Truss Type Qty Ply 10 Q41430 F2 ROOF TRUSS 2 2 Job Reference (optional S i OCK COMPONEN i S -F, iaano Faiis, iD 253403, SAGE 5200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:43 2004 Page 2 NOTES 10) Girder carries tie -in span(s): 37 -1 -0 from 0 -0 -0 to 34 -5 -0 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 7 =45, 7- 13 = -45, 1- 16=- 916(F= -907), 13- 16=- 916(F = -907) Job ' Truss Truss Type Qty Ply 10 Q41430 HF -A1 FINK 2 1 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a n/a 999 Job Reference o tional v i v�.rx � ivirvrv�ry i o -ir, iudnu rdmi, IU o34uo, ahkbc o.zuu s Jep lD zuud MI I eK mauSineS, Inc. We0 het) 11 lb:25:44 2004 Page 1 10 -6 -8 12 -2 -$ 29 -0 -0 10 -6-8 1 -8 -0 16 -9 -8 4x4 = Scale: 3116 " =P 3x4 // 5x5 = 29 -0 -0 3x4 = Plate Offsets (X,Y): [25:0- 2- 8,0 -3 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.12 Vert(LL) n/a n/a 999 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 18 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Matrix) Weight: 231 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud /Std OTHERS 2 X 4 SPF Stud /Std BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 17 -18, 6 -27, 5 -28, 8 -26, 9-25,10-24, 11 -23, 12 -22, 13 -21, 14-20,15-19,16-18 REACTIONS (lb /size) 1= 94/29 -0 -0, 18= 117/29 -0 -0, 27= 198/29 -0 -0, 28= 204/29 -0 -0, 29= 207/29 -0 -0, 30= 191/29 -0 -0, 31= 250/29 -0 -0 , 26= 209/29 -0 -0, 25= 202/29 -0 -0, 24= 205/29 -0 -0, 23= 204/29 -0 -0, 22= 204/29 -0 -0, 21= 204/29 -0 -0, 20=202/29-0-0,19=220/29-0-0 Max Horz 1= 322(load case 7) Max Upliftl=- 72(load case 5), 18=- 23(load case 6), 27=-21 (load case 6), 28=- 100(load case 7), 29=- 107(load case 7), 30=- 96(load case 7), 31=- 126(load case 7), 26=- 42(load case 8), 25=- 34(load case 6), 24=- 29(load case 6), 23=- 30(load case 6), 22=- 30(load case 6), 21=- 29(load case 6), 20=-31 (load case 6), 19=- 27(load case 6) Max Gravl= 339(load case 7), 18= 171(load case 3), 27= 198(load case 1), 28= 308(load case 2), 29= 301(load case 2), 30= 278(load case 2), 31= 364(load case 2), 26= 316(load case 3), 25= 294(load case 3), 24= 298(load case 3) , 23= 297(load case 3), 22= 297(load case 3), 21= 297(load case 3), 20= 295(load case 3),19=321 (load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 450/127, 2 -3 =- 331/114, 3-4 =- 237/104, 4 -5 =- 148/101, 5 -6 =- 111/92, 6 -7 =- 80/87, 7- 8 = -2/1, 8- 9 = -2/1, 9- 10 = -3/1, 10- 11 = -3/1, 11- 12 = -3/1, 12- 13 = -3/1, 13- 14 = -3/1, 14- 15 = -3/1, 15- 16 = -3/1, 16- 17 = -1/0, 17- 18 = -25/5 BOT CHORD 1-31=-1/2,30-31=-112, 29- 30 = -1/2, 28- 29 = -1/2, 27- 28 = -1/2, 26- 27 = -1/2, 25- 26 = -1/2, 24- 25 = -1/3, 23- 24 = -1/3, 22-23=-1/3, 21-22=-1/3, 20-21=-1/3,19-20=-1/3,18-19=-1/3 WEBS 6 -27 =- 166/40, 5 -28 =- 277/120, 4 -29 =- 266/125, 3 -30 =- 257/119, 2 -31 =- 298/134, 8 -26 =- 284/61, 9 -25 =- 262/53, 10 -24 =- 266/49, 11 -23 =- 265/49, 12 -22 =- 265/49, 13 -21 =- 265/49, 14 -20 =- 264/49, 15 -19 =- 287/51, 16 -18 =- 129/30 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 3) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 7) All plates are 1.5x4 M1120 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2 -0 -0 oc. Continued on page 2 Job Truss Truss Type Qty Ply 10 Q41430 HF -A1 FINK 2 1 Job Reference (optional a 1 UCK Gviwrvrvnry i o -ir, ioano raiis, iD 213403, SAGE b.zuu s Jep 1b ZUU3 MI I eK Industries, Inc. Wed Feb 11 15:25:44 2004 Page 2 NOTES 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 1, 23 lb uplift at joint 18, 21 lb uplift at joint 27, 100 lb uplift at joint 28, 107 lb uplift at joint 29, 96 lb uplift at joint 30, 126 lb uplift at joint 31, 42 lb uplift at joint 26, 34 lb uplift at joint 25, 29 lb uplift at joint 24, 30 lb uplift at joint 23, 30 lb uplift at joint 22, 29 lb uplift at joint 21, 31 lb uplift at joint 20 and 27 lb uplift at joint 19. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 J1 ROOF TRUSS 4 1 (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.19 Job Reference (optional STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:44 2004 Page 1 -1 -0 -0 1 1 -11- 1 -0 -0 1 -11 -11 Scale= 1:10.8 REACTIONS (lb /size) 5= 233/0 -5 -8, 3 =47 /Mechanical, 4 =8 /Mechanical Max Horz 5= 72(load case 5) Max Uplift5=- 34(load case 5), 3=- 25(load case 5), 4=- 3(load case 5) Max Grav5= 233(load case 1), 3= 47(load case 1), 4= 30(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2-5=-212/54,1-2=0/59,2-3=-59/18 BOT CHORD 4 -5 =0/0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 5, 25 lb uplift at joint 3 and 3 lb uplift at joint 4. LOAD CASE(S) Standard 1.5x4 n 1 -11 -11 1 -11 -11 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.19 Vert(LL) 0.00 5 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Matrix) Weight: 7lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1 -11 -11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std REACTIONS (lb /size) 5= 233/0 -5 -8, 3 =47 /Mechanical, 4 =8 /Mechanical Max Horz 5= 72(load case 5) Max Uplift5=- 34(load case 5), 3=- 25(load case 5), 4=- 3(load case 5) Max Grav5= 233(load case 1), 3= 47(load case 1), 4= 30(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2-5=-212/54,1-2=0/59,2-3=-59/18 BOT CHORD 4 -5 =0/0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 5, 25 lb uplift at joint 3 and 3 lb uplift at joint 4. LOAD CASE(S) Standard 1.5x4 n 1 -11 -11 Job Truss Truss Type Qty Ply 10 Q41430 J2 ROOF TRUSS 4 1 Vert(LL) 0.01 4 -5 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 Job Reference (optional STOCK OCK C OMPONEN IS-[F, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:45 2004 Page 1 .1 -0 -0 3 -11 -11 1 -0 -0 3 -11 -11 Scale: 3/4 " =1' 3 -11 -11 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.28 Vert(LL) 0.01 4 -5 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 4 -5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3 -11 -11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std REACTIONS (lb /size) 5= 309/0 -5 -8, 3= 131 /Mechanical, 4 =36 /Mechanical Max Horz 5= 107(load case 5) Max Uplift5=- 27(load case 5), 3=- 54(load case 5) Max Grav5= 309(load case 1), 3= 131(load case 1), 4= 64(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2-5=-284/60,1-2=0/59,2-3=-99/56 BOT CHORD 4 -5 =0 /0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 5 and 54 lb uplift at joint 3. LOAD CASE(S) Standard 2x4 n 3-11 -11 Job ' Truss Truss Type Qty Ply 10 Q41430 J3 ROOFTRUSS 4 1 5 -11 -11 Job Reference o tional S 1 OCK UUMYUNtN 15-lf, Idaho falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:45 2004 Page 1 , -1 -0 -0 , 5 -11 -11 1 -0 -0 5 -11 -11 Scale = 122.0 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud /Std BRACING TOP CHORD Sheathed or 5 -11 -11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 5= 405/0 -5 -8, 3= 212 /Mechanical, 4 =63 /Mechanical Max Horz 5= 146(load case 5) Max Uplift5=- 23(load case 5), 3=- 83(load case 5) Max Grav5= 405(load case 1), 3= 212(load case 1), 4= 98(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2-5=-375170,1-2=0/59,2-3=-149/91 BOT CHORD 4 -5 =0/0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 5 and 83 lb uplift at joint 3. LOAD CASE(S) Standard 3x4 II 5 -11 -11 5 -11 -11 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.05 4 -5 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.28 Vert(TL) 0.11 1 >140 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 3 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Matrix) Weight: 17 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud /Std BRACING TOP CHORD Sheathed or 5 -11 -11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 5= 405/0 -5 -8, 3= 212 /Mechanical, 4 =63 /Mechanical Max Horz 5= 146(load case 5) Max Uplift5=- 23(load case 5), 3=- 83(load case 5) Max Grav5= 405(load case 1), 3= 212(load case 1), 4= 98(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2-5=-375170,1-2=0/59,2-3=-149/91 BOT CHORD 4 -5 =0/0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 5 and 83 lb uplift at joint 3. LOAD CASE(S) Standard Job ` Truss Truss Type Qty Ply 10 Q41430 M1 ROOF TRUSS 30 1 Plates Increase 1.15 TC 0.29 Vert(LL) -0.21 5 -6 Job Reference o tional v, vv,� Vvlvll vl��ly I V , UCII IV 1 OIIJ, IV UJYVJ, JMVC -1 -0 -0 1 -0 -0 11 J.LVV 5 Jed) I LVV3 IVII IUK 11=511FIeS, Inc. Vveo reo i i Io:z0:4o zuu4 rage 1 :M 8-0-0 8-0-0 4x4 11 a Scale = 1:29.8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.21 5 -6 >437 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.38 5 -6 >243 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 5 n/a n/a BCDL 8.0 Code IRC2000 /ANSI95 (Simplified) Weight: 40 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud /Std BRACING TOP CHORD Sheathed or 8 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 6= 499/0 -5 -8, 4= 170 /Mechanical, 5= 223 /Mechanical Max Horz 6= 186(load case 5) Max Uplift6=- 14(load case 5), 4=- 64(load case 5), 5= 42(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2-6=-267/130,1-2=0/29,2-3=-0/88,3-4=-46/2 BOT CHORD 5 -6 =- 96/195 WEBS 4- 5 =0/0, 3 -6 =- 259/0, 3 -5 =- 253/124 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 6, 64 lb uplift at joint 4 and 42 lb uplift at joint 5. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 3x4 = 3x4 = w a z V 0 w� c u c Q ZQCM N q o Q CO N L co O Ui LL N ( LO O O T 0 Q � N Q O M ®i ` w ` O 0 N w Q (n p w Q Q Q p M Z Q p O O O w a z � w w z O cj) F w w U U) F cc w 2 F- O J Q m cc w Z Q J d O m LL 0 w cr LL w Ir EL w O D Q Vf w Q z m O U z O 0 a 0 O o M i „ d- O LL of O Z O (!) w j m 0 N a w z C O L Q w U d Z O _ F U w 1 � c 'V � � v O cc m O U n. O H w J U F z a z Q Q a 0 O o M i „ d- O LL of O Z O (!) w j m 0 N a w TETON STRUCTURAL ENGINEERS A Professional Corporation (208) 357 -2420 136 So. State (208) 357 -2419 Fax (800) 528 -6755 Shelley, ID 83274 -1245 tetoneng @ida.net February 25, 2004 TETON WEST TERRY OR JOHN BAGLEY PO BOX 122 REXBURG, ID 83440 Dear Terry, Project #204011 Re: Eagle Rock Dental Office Structural Review Rexburg ID 83440 As requested, I have reviewed the plans for the above referenced project. The plans include the architectural drawings Al. 1, A2.1, A3.1, & A4.1 prepared by NB Arch dated February 2004, the drawings pages 1 -37 dated 2/3/04 and the Structural Design Data package pages 1 -236 dated 1/23/04, both stamped by Zachary Walker, Idaho License #11053 for VP Builders, and the Foundation Calculations pages 1 -8 dated 1 -26 -04 by Brent Harris, Idaho License #3336. Also I reviewed the work done by this office regarding the shear wall designs. The purpose of the review is to ensure that there are no gaps between the work done by each individual Design Professional. This review is not intended to be a peer review or a design review of the work done by each individual Design Professional. Each individual Design Professional is still completely and fully responsible for the work they have stamped and signed. In reviewing the above plans, there were some details that needed to be designed. These have been designed by this office and incorporated into our drawings (see attached revised drawings dated February 25, 2004. As such, this completes our structural review of this project. If there are any other questions, please call. Sincerely, Michael D. Gregory, PE AL fN �S TEA 678 Of \O FI D Gi Page 1 of 1 FEB 2 6 2004 ,u 'G tft, DENrl?4 QEX BuR6''P Z ,Oes;9n Foo f n9 �vr Pv�/y �t/a // .l'cy o, r?',, Floor ;Joy's As bony 1-✓a /l pL = /o,os _ �' n� ova// ;s V' h�! /'ya r, Load o sce, o17 aT Too l %hc, Span N 17 # max Floor D ZOP = /Z,osf , loor L; ve Laid = /Gbps 7 /7 (/Z t /0 0) t -f ( /o) _ . / 9 y � /'s r ��l /opal = /9yy � 1/07 N// /6 !�✓e� y �i f - / 33(, J�� = X67 PJ1 1.583 ps .3 p oX �_ _ Po , ,y I�✓al/ 7-100 '� y Qar's Con l; Boa us rn,n F �/o Ks; Inin a s /lam" w ;dc X /o" o �'�7 r ��l /opal = /9yy � 1/07 N// /6 !�✓e� y �i f - / 33(, J�� = X67 PJ1 1.583 ps .3 p oX �_ _ Po , ,y I�✓al/ 7-100 '� y Qar's Con l; Boa us rn,n F �/o Ks; Inin L C/= ZOO �z �5 D. 3 D - = � aSe 3 g lf� ��p�G• Ac = 0, 07Y of 7 (G 4.5 (147M = 51,00 /65 r 1340 lb oe on c Iasi Foof h ds SXOWn On 1 &6V:a4ls B oa e /s SVC$t1a7e, 0 i Z