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Home My WebLink AboutBP, CO & DOCS - 02-00049 - 885 Andrews Pl - 4-PlexBli 1 R NAME: eitA M, AA #1 VV PERMIT # IL( FOR THE CONSTRUCTION OF: - f le X - i4p S JOB ADDRESS: ges 4-,, re Lo k; PL GENERAL CONTRACTOR: Co rvl.c'rn, c h 1/1 .y This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the City of Rexburg. It is specifically understood that this Permit does not allow any Variance to the regulations of the City of Rexburg Building or Zoning Codes unless specifically approved by the City Council and explained on the Building Permit Application as approved by the Building Inspector. Date Approved '/2 ( /o z CITY OF REXBURG ISSUED TO: Building Inspector THIS PERMIT MUST BE PROMINENTLY DISPLAYED AT THE BUILDING SITE THE BUILDING MAY NOT BE OCCUPIED OR USEDWITHOUT FIRST OBTAINING A CERTIFICATE OF OCCUPANCY . NOTICE 1) A complete set of approved drawings along with permit must be kept on the premises during construction. 2) The permit will become null and void in the event of any deviation from the accepted drawings. 3) No foundation, structural, electrical, nor plumbing work shall be concealed without approval. No work shall be done on any part of the building beyond the point indicated In each successive inspection without approval.. No structural framework of any part of the building or any underground work shall be covered or concealed without approval. INSPECTION RECORD BUILDING 1st Layout 2nd Footing 3rd Foundation 4th Truss 5th Framing 6th Drywall 7th Sidewalk 8th Final 9th Occupancy ELECTRICAL 1st Groundwork 2nd Rough -in 3rd Final PLUMBING 1st Trench 2nd Service Connection 3rd Rough -in 4th Heat Cable 5th Final DATE APPROVED For Inspections Call 359-3020 24 Hour Notice A CERTIFICATE OF OCCUPANCY CAN NOT BE ISSUED PRIOR TO FINAL ELECTRICAL & PLUMBING INSPECTIONS. CERTIFICATE OF OCCUPANCY City of Rexburg Department of Building Inspection Building Permit No. R- o2 -o8 -14 Building Street Address: 885 Andrews Place Building Owner: Dean M. Mortimer Contractor: Comfort Construction, Inc. Description of building or portion of building for which this certificate is issued: Residential - Four Plex Occupancy: This Certificate issue() rsuant to the requirements of Section 109 of the Uniform Building Co()e, certifies that, at t(e time of issuance, this buil()ing or that portion of the buil ()i that was inspecte() on the ()ate liste() was f oun() to he in compliance with tbe requirements o f the co ()e for the group an ()ivision of occupancy an() the use for which tbe propose() occupancy was classi f ie(). C.O. Issued by: Full Building Official 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 Buil ' g 0 v 'al has re ' - ed and approved said future charges. Water Departmen e Department Merlin Webster State of Idaho Electrical De - (208- 33556-4448830) D Cif -�5 BUIL PERMIT APPLICA REXBURG, ID DATE . ,. THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. BUILDER STRUCTURE: ESIDENCE OOTINGS CONCRETE MASONRY 0 OTHER REMARKS: PIEW ❑ COMM. DEPARTMENT OF BUILDING & ZONING VALUE FEE PAID BUILDING INSPECTOR 0 CASH 0 CHECK JOB ADDRESS ARCHITECT , I 0 REMODEL 0 ADDITION 0 EDUCATIONAL 0 GOVT 0 RELIGIOUS 0 REPAIR 0 FENCE 0 PATIO PHONE DESIGNER 0 RENEWAL 0 CARPORT ❑ FIRE DAMAGE 0 GARAGE 0 AWNING INSULATED 4WALLS CEILING FLOORS 5t' PERIMETER FOUNDATION ,CONCRETE 0 MASONRY 0 OTHER BASEMENT 0 PARTIAL 0 FULL J4 FLOORS WOOD CONCRETE CI OTHER EXT. WALLS WOOD MASONRY 0 CONCRETE ❑ VENEER p METAL 0 STUCCO INT. WALLS Ica WOOD `0 MASONRY 0 CONCRETE oW_DRYWALL #j TILE STER CEILING 0 WOOD TiltDRYWALL AU PLASTER 0 TILE 0 ACOUSTIC 0 OPEN ROOF 0 BUILT UP. 0 WOOD SH. COMP. SH. 'UTILE 0 ROLL ROOF. 0 METAL HEAT O GAS 0 OIL 0 COAL 0 FIREPLACE i/tELECTRIC and it is hereby agreed This permit is issued subject to the regulations contained in the Uniform Building CocieFind Zonin R = ula that the work to be done as shown in the plans and specifications will be completed in pertaining and applicable thereto: The issuance of the permit does not waive restrictive AuG 2 n 202 iTY OF RE - APPLICANT DAT ADDRESS WHITE - Owners Copy CANARY - Building Department's Copy PINK Copy GOLDENROD - Inspector Name Lot Square Footage Building Type APPLICATION FOR BUILDING PERMIT CITY OF REXBURG, IDAHO Date of Application 3 ` Permit No. 6 D- � C' ✓ ( L( OWNER Name 1 N� �o R-1-1 Yt Site Address 1 {, r€lt SS 9f?r Mailing Address 74 City /State /Zip Telephone/Fax/Mobile 2e)S g "' ( re a —11 gs CONTRACTOR COM FO t COr.J9TIQvCrt a r i zau C Mailing Address 74O 1 S'(— -: eats T g3efof City /State /Zip Telephone/Fax/Mobile • PROJECT INFORMATION DEPARTMENT APPROVAL Property Zone: Is existing use compatible with zoning, (screening parking, etc) When was this building last occupied Architect/ Engineer Firm Plan Name Subdivision Lot Block Circle One Residential Commercial Educational Government Remodel 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 Lot Width Square Feet 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 um 1/ Total Estimated Cost r Are you in a flood plain Signature of Applicant 6a/CW �-/ ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * *p ** ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Code Building ennit Fees J� Zone AUG 2 3 Z -Om an Che k Fees `1 e, f? �� OF R �� .P��bing �ermit Fees a 7.;-,. �! ,_ 1ggmg Permit Fees Water & Sewer Fees . 77, : 11– Front Footage Fee Lf5 9 . t`= TOTAL $ Signature of Tnspector Issued by Name Address r1 4`'• . ; -- . Tel. Lot Blk. Add. Fixtures Use Complete Toilet Slop Sinks Floor Drain Rough Plumbing Kitchen Sinks Water Softeners Dish Washing Mach. Clothes Washer CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT OWNER FEES PLUMBER l Name .!... Ki Address's _ Septic Tank Sewer Water Piping Tel. : NATURE OF INSTALLATION DESCRIPTION OF WORK Bath Tubs A Urinal Showers Sink Trap Laundry Trays Water Heater Wash Basin i Other Drinking Fountains Lawn Sprinklers Plumbing Permit Sewer Inspection Inspection of Pipe Inspection of Fixtures Received: Date By Rough Plufibing ti< Sewer Other Finish Plumbing INSPECTOR'S RECORD N AUG '3- CITY OF RE, Concrata: Masonry: Roofing: Insulation: Drywall: Painting: Floor Coverings: Plumbing: Seating: Electrical: Roof Trusses: Excavatiog & Earthwork: - fl M ceiling Joist Lic lizia/Ekt-erior 'r rp SUBCONTRACTOR LT 3-b R4 R vA2L__- e>P1/4NTTA- pp GiNs-p-P Ne\ob.c..t `Pi_um BIN ek L F SPECIAL CONSTRUCTION (MANUFACTURER OR SUPPLIER) r 'TY) • e._"____rytPf 8/7/2002 Dean Mortimer 7403 South 1 East Idaho Falls, Idaho 83404 Dear Dean, STATE OF IDAHO www.ci.rexburg.id.us I have reviewed the plans for the Comfort Construction Apartments in the Andrews Addition and have identified the following discrepancies, additions or questions: 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 1. Provide storm pond calculations. N 0 _ 2. Storm pond is not located within the boundaries of the project. Please , ; provide easement information. Z -3. Get with John Millar and work out a Development Agreement. Identify that setbacks are to eaves. - Identify right -of -way lines. Identify handicap parking spaces along with signs identifying them and the accessible routes into the buildings. Identify trash facilities. Provide minimum foundation reinforcement as per Section 1914.3.5 of the 1997 Uniform Building Code (UBC). 9. Please identify the exact locations of the HTT16 or PHD2 holdowns. Sheet A03 identifies them with an "A" symbol at specific locations on the 1 1IOW floor plan but contradicts these locations in the note below by calling them out at ends of the shear panels. Please provide truss details as soon as you can get them from the supplier, but before framing inspection. 1„ All units on the Iower level must be constructed as "Type B" units as per Section 1103.1.9.3 of the UBC. Identify as such. Please identify grab bar backing, accessible thresholds and all other accessible features. 3 Please identify smoke detectors as per the UBC and 2A -10BC fire extinguishers in each apartment unit. Identify that bedroom windows must meet egress as per UBC Section 310.4. 14. Please identify firewall construction, including draftstops if used. Unit separation must be maintained from foundation to roof sheathing. Please provide details. Please provide me with 2 new copies of any corrected plans. If you have any questions, please give me a call at 359 -3020 ext. 324. Sincerely, C.C. 15. Please identify fire separation at the floors between units. Engineered joists have their own requirements for fire protection and are not listed in the UBC. Please provide this information on the plans. 16. Please submit a copy of your plans to the State of Idaho Electrical Bureau. 17. I have attached a copy of the Fire Department review to the back of this document. Please resolve any issues identified by them. Val Christensen Building Official John Millar Chris Huskinson REXBURG MADISON COUNTY FIRE DEPARTMENT P.O. Box 280 26 North Center Rexburg, Idaho 83440 (208) 359 -3010 1997 Uniform Fire Code Plan. Date: 7 -2 -02 Plan Review Review Date: 8 -6 -02 Building Name: ANDREWS APARTMENTS, DIVISION 1 Building Address: ANDREWS PLACE Stories: TWO Type of Construction: V -N Occupancy Classification: R -1 Existing Floor Area: N/A New Construction Floor Area: APPROXIMATELY 4856 SQUARE FEET /BUILDING 1).Required Fire Flow (Appendix III -A): 2,000 GPM /TWO HOURS Comments: REQUIRED FIRE FLOW MAY BE REDUCED BY 75% IF BUILDING EQUIPPED WITH APPROVED AUTOMATIC SPRINKLER SYSTEM. 2).Water Supply (Article 9, Section 903) Required: YES Fire Hydrant Location: YES Fire Hydrant Flows: UNKNOWN Fire Flow Test Location: N/A Fire Flow Supplied By: NONE Other Approved Water Source: NONE Water Supply Acceptable: SEE COMMENTS Fire Hydrant Location Acceptable: YES Water Supply Comments: PLEASE PROVIDE AN ESTIMATED WATER FLOW FROM NEW HYDRANT PRIOR TO CONSTRUCTION. 3.)Fire Apparatus Access Roads (Article 9 Section 902) Required: YES Acceptable: Width: X Length: X Surface: X Turning Radius: X Grade: X Vehicle Vertical: Clearance: Turn Arounds: X Complete Road Acceptable: YES Comments: 4).Access Roads and Water Supply, Including Fire Hydrants Are Required To Be Installed And Made Serviceable_ Prior To And During Time Of Construction (Article 9 Section 901.3): YES Comments: IF NOT INSTALLED AND MADE OPERATIONAL PRIOR TO CONSTRUCTION A STOP WORK ORDER WILL BE ISSUED. 5),Installation Of Portable Fire Extinguisher (Article 10 Section 1002) Required: YES Location Acceptable: NOT SHOWN Type Provided Acceptable: SEE COMMENTS Comments: PROVIDE ONE FIRE EXTINGUISHER, MINIMUM SIZE OF 2A10BC, MOUNTED IN EACH UNIT. 6).Automatic Fire Extinguishing Systems: (Article Required: NO Type Of System Being Installed: Sprinkler System Monitoring Required (Article 10 Section 1003.3) Required: Comments: 7).Standpipes (Article 10 Section 1004) Required: NO Type Required: Comments: 8).Fire Alarm Systems (Article 10 Section 1007)Required: YES Type Of System Required: Manual: Automatic: YES Both: Type Of System Being Provided: Manual: Automatic: Both: Components Of System: Smoke Detectors: X Heat Detectors: Manual Pull Station: Door Holders: Sprinkler Valve Monitoring: Fire Alarm System Acceptable: NO Comments: PLANS DO NOT SHOW SMOKE DETECTORS. PROVIDE ONE DETECTOR IN EACH SLEEPING ROOM AND ONE IN EACH CORRIDOR LEADING TO EACH ROOM. 10).Other Corrections That Are Required By Special Occupancy Or Conditions: Duct Detectors: Flow Alarm: 10 Section 1003 Sounding Devices: Visual Devices: Plans As Submitted Are Acceptable: NO, PLEASE ADDRESS ABOVE ITEMS. Plans Checked By: CHRIS HUSKINSON Date: 8 -6 -02 Please furnish comments back to the plan reviewer in the following manner: Written Comments: X New Plans: August 15, 2002 Mr. Val Christensen Building Official City of Rexburg COMFORT CONSTRUCTION 7403 SOUTH 1 EAST IDAHO FALLS, ID 83404 (208)524 -9004 Dear Val, Please find the following attachments and explanation for the plans for the Andrews Addition. 1. Attached find the pond calculations. 2. Storm pond is within the bounds of ownership and is temporary until the balance of the property is developed and a permanent pond can be determined. 3. The development agreement is in process. 4. Attached please find the new site plan with eaves, right of way lines, handicapped parking spaces, accessible routes and trash facilities. 5. Minimum foundation reinforcement will be provided per engineer report. We are providing reinforcement on 24" centers vertical and horizontal per the plan. 6. Please note attached truss detail. 7. The lower two units are being built to "Type B" standards which include no steps into these units with appropriate handicap concrete elevations and slopes. Grab bar backing shall be provided per attached documentation. 8. Smoke detectors shall be provided in each bedroom and hallway per code. One fire extinguisher shall be provided and mounted in an accessible location per apartment unit per code. 9. All bedroom windows will meet egress as per the UBC Section 310.4 wit the minimum window size of 4 feet by 4 feet, slider. 10. Draft stop requirements will be met by sheet rocking on the side of the center attic truss as required. 11. Fire separation between floors shall be provided with two layers of V2 inch sheet rock nailed, and offset pre the recommended requirements for engineered joists. 12. Plans will be provide to the State of Idaho Electrical Bureau as required. 13. All or any issues by the Fire Department shall be resolved as required. Please accept these notes as attachments to the plans. If you have any questions please contact me. Sin rely, can M. Mortimer "A" Bathroom with Bathtub clear floor space for maneuvering outside swing of door vanity with clear floor space centered on basin to permit parallel approach 24" minimum reinforcing required, 42" preferred 7.64 9' -8" PART TWO: CHAPTER 7 FAIR HOUSING ACT DESIGN MANUAL door and countertop sized so they do not conflict while not required, access is improved if door swings out and an auxiliary door handle is installed clear floor space at lavatory doubles as clear floor space at bathtub reinforcing in walls or , min. clear floor space , , min. clear floor space Legend: floors for grab bars ; at each fixture outside swing of door z , 9 , Job 1ru9S Z D 805224 -2 81 1DAR0 FALLS, tU &J4u1 -2 -0-0 3 3 4 LOADING (pat) TCLL 30.0 TCOL 7.0 BCLL 0.0 8COL 7.0 LUMBER TOP CHORD BOT CHORD OTHERS 2 REACTIONS (Maize) 8 a 350/(5-0-0 14 L 117115-0-0 J K 127115 -0-0 N M 127/15-0-0 Max Horz B = &goad case 5) Max UplIft 8 a -89 (load case 7) 14 I< _ - 29(load case 7) M Max Gray B = 5390load case 2 H L = 117 load case 1 J K = 176 load case 3 N M = 1764load case 2 FORCES (Ib) - First Load Caee Only TOP CHORD A -8 = 57 2 X 4 SPF 1850E 1.6E 2 X 4 SPF 1650F 1.6E 2 X 4 SPF Slud/Sld BRACING TOP CHORD Sheathed or 6-0-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 10 -0-0 ee bracing. SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina NO Code UOC97 /ANS195 • 350/15-0-0 276/15-0-0 = 276/15-0-0 = -8 bed case 7 _ - 29(bad case 6 = 53 load se 3 = 276 load case 1 = 278 load case 1) trues t ype ROOF TRUSS 7-6-0 7-6-0 1.5x4 II 1.5x4 11 CSI TC 0.60 BC 0.10 WB 0.05 (Matrix) 1.5x4 11 TOP CHORD 8-C = -73 C-D = -42 D-E = 8 E-F a -30 F-G = -42 G-H = -73 14-I = 57 BOTCHORD B-N a 5 M-N = 5 L-M = 5 K -L = 5 Ja( = 5 H-J = 5 WEBS E-L = 48 G-J = -218 F -K = -118 C-N -218 D-M a -118 NOTES 1) This truss has been designed for the wind bads generated by 70 mph winds at 25 ft above ground level, using 7.0 pef top chord dead load and 7.0 pat bottom chord deed load, 100 ml from hurricane ocesnine, on an occupancy category I. condition I enclosed building. of dimensions 45 ft by 24 ft with exposure C ASCE 7 - per UBC97 /ANSI9S U end verticals exist. they are not exposed to wind. N cantilevers exist. they are exposed to wind. If porches exist. they are exposed to wind. The lumber DOL increase h 1.33, and the plate grip Increase Is 1.33 2) Truss designed for wind loads In the plane of the buss only. For studs exposed to wind (nomad to the face), see MiTek "Standard Gable End Detail' 3) Gable requires centnuous bottom chord bearing. 4) Gable studs spaced at 2 -0-0 00. 4x4 E I Uty 1.5x4 it 15-0-0 15-0-0 1.5x4 I l Vert(LL) (LL) in (loe) Moll Vert(TL) 0.13 A-8 =192 Horz(TL) 0.00 14 rba 1st LOLL loin fdef = 240 15-0-0 7-6-0 1.5x4 11 G 1.5x4 11 1.5x4 11 (opttaml .2u1 SR1 s Nov T6 1000 Mt 1 ek Industne$, In 1r 14:2341 suoz age PLATES M1120 5) This truss has been designed for a 10.0 pal bottom chord five load nonconcurrent wilt, any other live loads per Table No. 16-8, UBC -97. 8) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 89 Ile upift at joint B. 89 Ib uplift al joint H, 29 Ib uplift at Joint K and 29 lb uplift at joint M. 7) This truss has been designed with ANSUTPI 1 -1995 criteria. LOAD CASE(S) Standard Weight: 53 Ib GRIP 197/144 17 -0-0 2-0-0 Scale = 1:23.6 , , ___. ---..'.. ----- —.I.• • —. --- — ---. --... 211 — -- ^ 2 "12 L. -- .• • ^2 2%12 -1 1 ---._ • I BMC / COMFORT / 4-PLEX — — — — I BMC WEST TRUSS PLANT 3715 Bombardier — Name: — — 7 Truss transferred from Layout - Idaho Falls, Id 83402 Address: Job: B05224-2 I 041...... r thaliallp-31_ Telephone: (208) 523-6691 I Scale: Not to scale .... 1 Date: 6/2/02 Drawn By: DJ "ob N33 th B05224-2 Al th BMC WEST (10AFt0 - FALLST.I[7AFI TEALLS. IU 834222 1 1 3 .4 ?1A cs -2 -0-0 2 -0-0 3x6 = Hate Oteeets (X.1). )E:0 -1. 2.0.3 -01. IA1 :U*i- I/,U -J-0J LOADING (psi) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 LUMBER TOP CHORD 80T CHORD OTHERS 2 X 4 SPF 1850F 1.6E 2 X 4 SPF 1850F 1.6E 2 X 4 SPF StudIStd BRACING TOP CHORD Sheathed or 6-0-0 oc purltns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt L -AF REACTIONS (Ib/size) 8 AF Y AA AC AN AL AS SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina NO Code UBC97 /ANSI95 AO 161/40-0-0 X 140/40 -0-0 Z 174140 -0-0 AB 178/40 -0-0 AO 177/40 -0-0 AO 140/40 -0-0 AM 174/40-0-0 AK 178/40 -0-0 Al AH 172/40 -0-0 V Max Horz 8 = - 19(load Case 5) Max Uplift 8 = - 71(ioad case 7) Y = - 25(oad case 5) Z = -1(load case 7) Continued on page 2 ▪ 7/40 -0-0 = 273/40 -0-0 • 184/40 -0-0 176/40 -0 -0 • 178/40 -0-0 • 273/40-0-0 184140-0-0 176/40 -0-0 = 177/40 -0-0 = 354/40 -0-0 5x6 truss I ype ROOF TRUSS 20-0-0 20-0-0 5.00172 5x6 = L Uty 2 AO AN AM AL. AK AJ Al AH AG AF AE AD AC AB AA 3x6 = 5x6 = 40 -0-0 40 -0-0 CSI - DEFL in floc) 1/dell TC 0.60 Vert(UL) Na - Na BC 0.18 Vert(TL) 0.09 A-8 >280 WB 0.22 Horz(TL) 0.01 V n/a (Metre() 1st LC LL Mtn I/dell = 240 Max Uplift TOP CHORD AA = -8(bad case 5) A8 = -Gilead case 7) A-8 = 57 8-0 = -78 AC = - 6(toad case 5) AD = - 10(lad case 7) D-E = -40 E-F = 17 AN = - 25(load case 6) AM = - 1(load case 7) G-H = 14 ii-4 = -43 AL = B(bad case 6 AK = - load case 7 J-K = -43 K-1. = 14 AJ = -6(bad case 6 Al = -9 load case 7) M-N = -43 14-0 = 43 AH = - 1(load case 6 V = - 71(load case 7) P-0 = 14 0-R = - 43 Max Gray 3-T = -40 T -U = -53 8 = 542 load case 2 AG = 16(load ease 4) V -W = 57 AF = 161 lad case 1 X = 27 load case 1 80T CHORD Y = 191 load case 3 Z = 209(lad case 3 8-A0 = 13 AN-AO = 13 M = load case 3 A8 2 load case 3 AL -AM = 13 AK-Al. = 13 AC lad case 3 AD = 206(lad case 3 AI-AJ = 13 AH-AI = 13 AE = 214 load case 3 AO = 273 load case 1 AF -AG = 13 AE = 13 AN = 191 load cane 2 AM = 209(load ease 2 AC-A0 = 13 AB-AC = 13 AL load case 2 AK = 206 Toad case 2 Z -AA = 13 Y-Z = 13 AJ = load case 2 Al = 207 load case 2 V -X = 13 AH = load case 2 V = 542 load case 3 WEBS FORCES (Ib) - First Load Case Only S-Z AF 155 R-AA = -146 TOP CHORD 0-AC = -148 N-AD - -148 A-8 = 57 B-C = -78 0-0 _ -53 GA0 = -234 0-AN = - 118 GAL = - 146 H - AK = -148 D-E = -40 E-F 13 F-G = - 43 J-AI = -148 K -AH = -148 G-H = 14 Ha = -43 1-.1 = 43 J -K = -43 KL = 14 L -M = -43 M-N = -43 14-0 = -43 0 -P = -43 P-0 = 14 0-R = 43 RS = -43 S -T = -40 T -U = -53 U -V = -78 V -W = 57 rIy a tionai C-0 -53 F -G -43 I-J -43 L -M 43 0-P -43 R -S 43 U -V -78 AM-AN = 13 AJ-AK = 13 AG-AH = 13 AD-AE = 13 AA -A8 = 13 X -Y = 13 T -Y = -118 P -AB = -148 M-A8 _ -148 F-AM = - 155 I = - 148 .201 5H1 s Nov 15 2000 Mira' Industnes, Inc. Mon Jun 1/ T3:23.46 1002 rage 1 40 -0-0 20-0-0 3x6 P Q R PLATES MI120 Weight: 189 le Y X GRIP 197/144 3x6 = 42-0.0 2 -0-0 Scale = 1:58.4 NOTES 1) This buss has been designed for the ward loads generated by 70 mph winds at 25 ft above ground level. using 7.0 psi top chord dead Toad and 7.0 psi boom chord dead bad, 100 rni from hurricane ocesnline, on en occupancy category I. condition I enclosed building, of dimensions 45 1 by 24 ft with exposure C ASCE 7 -93 per USC97 /ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist. they are exposed to wind. If porches axisi. They are exposed to wind. The lumbar 001 increase is 1.33, and the piste grip increase Is 1.33 2) Truss designed for wind loads in the plane of the truss only. For sleds exposed to wind (normal to the face), see MITek 'Standard Gable End Oster 3) All plates are 1.5x4 MI120 unless dherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2 -0-0 oc. 6) This buss has been designed for a 10.0 psf bottom chord Bve bad nonconeurrent with any other 8ve bads per Table No. 18-3, U80-97. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 Ib uplift at joint 8. 25 Ib uplift at joint Y. 1 Ib uplift at joint Z. 8 10 uplift at Joke AA, 6 lb uplift al joint A8. Ib uplift at joint AC. 10 th uplift at joint AD, 25 lb uplift at joint AN, 1 Ib uplift at Joint AM, 8 Ib uplift at joint AL 6 Ib uplift at joint AK. 6 Ib uplift at joint AJ. 9 Ib uplift at joint Al, 1 lb upMfl at joint AH and 71 Ib uplift at joint V. fuss 80522 tlM(. WtJ 1 , HO FA LLS, R -2-0 -0 7-1-3 2 -0-0 7-1-3 ate vase LOADING TCLL 30.0 TCDL 7.0 BCLL 0.0 SCDL 7.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.8E WEBS 2 X 4 SPF Stud /Std BRACING TOP CHORD Sheathed or 2 -11 -10 oc purins. BOT CHORD Rigid ceiling directly applied or 8-2 -9 oc bracing. WEBS 1 Row at midpt D-K. F-K 10 -3-14 10 -3-14 REACTIONS (Ib/size) B = 1909/0 -5-8 H > 1909/0-5-8 Max Hors B - 19(load case 5) Max Uplift 8 = - 508(load case 7) H = - 508(load case 7) Max Gray 6 1972(Ioad case 2) H = 1972(load case 3) FORCES (Ib) - First Load Case ONy TOP CHORD A-B = 29 8-C = -3549 C -0 = -3171 0 -E _ -2227 E-F = -2227 F-G = -3171 G-11 = -3549 SPACING 2-0-0 Plates Increase 1.15 Lumber increase 1.15 Rep Stress Incr YES Code U8C97 /ANS195 f russ ype M00. QUEEN 13-6-10 20 -0-0 6 -5-6 CS1 TC 0.81 BC 0.91 W8 0.74 20-0 -0 9-8 -2 6 -5 -6 TOP CHORD 11-1 = 29 BOT CHORD 6-L = 3254 K-L 2681 J-K = 2681 H-J = 3254 WEBS C -1 = -440 D-L = 499 0-1( _ -833 E -K = 1236 F-K = -833 F-J 499 G-J = -440 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level. using 7.0 pal top chord dead load and 7.0 paf bottom chord dead load, 100 nit from hurricane oceanikle, on an occupancy category I. condition I enclosed building, of dimenaions 45 ft by 24 ft with exposure C ASCE 7 -93 per UBC97 /ANSI95 If end verticals exist. they are not exposed to wind. If cantlevers exist, they are exposed to wind. If porches exist. they are exposed to wind. The lumber DOL inaease is 1.33. and the plate grip Increase is 1.33 2) Design load is based on 30.0 of specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 limes rive load • dead load. 5) This truss has been designed fora 10.0 pet bottom chord live load nonconaorent with any other live loads per Table No. 16-8, UBC -97. 5x6 E DEFL Qty Ply 19 1 26-5-6 6-54 294-2 9-8-2 in (loc) 1/dett V LL) -0.32 J -K >999 Ve rt) -0.62 J -K >767 1 s LC LL Mln 1 /deft = 240 n/a (optlonal) 4.401 200ErafTeklndustrles. Inc. n un 13:1:3:48 2002 32 -10-13 65-6 PLATES M1120 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 Ib uplift at joint 8 and 508 Ib uplift at Joint H. 7) This buns has been designed with ANSI/TP? 1 -1995 *liana. LOAD CASE(S) Standard Weight: 152 Ib 40-0-0 10 -3-14 `yam : :'- E.. e!proem l eneglltes.erennec_ 3 GRIP 1971144 40 -0-0 7 -1 -3 1 42.0 - 2 -0-0 Scale = 1:56.4 'T russ buss t ype I ROOF TRUSS 805224Z Al I — EIMMVES'TSETAFO'FALLS), I0703'077KCL5776832I12-- NOTES 8) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard Uty 2 1 (opPonall .201 5 f�ori6 2000 Ml lets Induslnes, Inc. Mon Jun If 13.23.4r 2002 Yege 2 1 Light Gauge Steel: SSTB Anchor Bolts Page 1 of 4 SIMPSON COINISCOMB SSTB Anchor Bolts ♦ T SSTB is 3 SSTBLis5W j 1' - IDENTRGATION STAMP \ $INININIG EMBEDMENT ,� �, ANGLE EMBEDMENT LI* SSTB16 (others similar) U.S Patent No. 5,317,850 Extensive SSTB testing has been done to deter the design load capacity at a common applicatic garage stem wall. Design Toads are based on th lowest ultimate, from a series of five tests, with three -times safety factor. Special Features: • Rolles threads for higher tensile capacity. • Offset angle reduces side - bursting, provic more concrete cover. • Stamped bolt head for identification after • Stamped embedment line aids installatioi • Configuration results in minimum rebar interference. Installation: • SSTB is used for monolithic and two -pouf installations. • Nuts and washers are not supplied with tl SSTB; install standard nuts, couplers anc washers as required. Reinforced Concrete Foundation • Install SSTB before the concrete pour usi MKP or AnchorMate TM . Install the SSTB diagonally at approximately 45° from the Install one #4 rebar 3" to 5" from the top foundation. • The SSTB does not need to be tied to the rebar. • Minimum concrete compression strength 2500 psi. Unless noted otherwise, no spe inspection is required for foundation conc when the structural design is based on concrete no greater than 2500 psi (1997 Uniform Building Code, section 1701.5.1) • Use 90% of the table load for 2000 psi concrete. Reinforced Concrete Block • Before concrete pour, install diagonally al approximately 45° in the cell. • Horizontal #4 rebar (minimum 56" long) — approximately one rebar 12" from the top two rebars approximately 28" from the tol http://www.strongtie.com/products/lgs/sstb.htm 8/6/2002 Light Gauge Steel: SSTB Anchor Bolts Page 2 of 4 1� MIN. EDGE H DISTANCE Typical SSTB Installation http://www.strongtie.corn/products/Igs/sstb.htm 6' MIN. 8' FOR '/s' DIA. SSTB Vertical #4 rebar (minimum 24" Tong) —ins with maximum 24" o.c. spacing. • Grout all cells with minimum 2000 psi cor Vibrate the grout per the 1997 Uniform Bi Code, section 2104.6.2. Options: Available in hot -dip galvanized; consu factory. Codes: ICBO ER -4935, City of L.A. RR- 25248. Selection Table M h o & Mane Pear Two Pew S/HTT14 SSTB16 SSTB20 SMDB SST828 SSTB34 S/HD10 45° 135 °90 °45 135° Plan View of SSTB Placement in Concrete Stemwall Typical SSTB Installation in Grouted Concrete Block 8/6/2002 Light Gauge Steel: SSTB Anchor Bolts Page 3 of 4 Corner Installation t EMBEDMENT / LINE Double Pour Installation (SSTB20, 24 and 34) TYPICAL PLAN VIEWS OF REBAR INSTALLATION PLACE DIAGONAL IN CORNER APPLICATION 12 FOR 7 4'01A. SSTB FOR FULL ' TABLE LOAD http://www.strongtie.com/products/lgs/sstb.htm LOCATE APPROX.45' FROM WALL Continuous Stemwall End WaII ca CC W J CD W CC z 2 8/6/2002 Light Gauge S STB Anchor Bolts Page 4 of 4 1 Loads may not be increased for short-term loading. Loads apply to earthquake and wind loading 2. Minimum anchor center -to- center spacing is 21e for anchors acting in tension at the same time for full load. 3. The SSTB was tested in a stem wall with a minimum amount of concrete cover. 4. Maximum allowable Toad is 8150 lbs. for SSTB28, 34 and 36 when used 5" from the end of a concrete foundation. Use full table load when installed 24" from the end or installed in a comer condition (see illustration). 5. Connection is limited by the lowest of bolt or holdown capacity. 6. Order the SSTBL models for longer thread length (5 1/2 "), SSTBL and SSTB loads are the same. Engineer I Architect / Building Designer 1 Inspector Distributor I Contractor 1 Homeowner Limited Warranty I Important Information Simpson Manufacturing Copyright ® 2002, Simpson Strong -Tie Co., Inc. All Rights Reserved Contact Webmaster with questions or comments. http://www.strongtie.com/products/lgs/sstb.htm 8/6/2002 t iii 1I m . 14: Allowable Tombs Lead (133)u fe 2808 psi Moth Rink bil SST816 6 3 17% 12% 13640 4420 4780 1850 SST820 6 I� �I 21% 18% 14745 4600 4780 1850 55T824 6 25% 20% 16440 5175 4780 1850 557828 8 % 29% 24% 32700 10100 6385 4815 SST834 8 iii 34% 28% 32700 10100 6385 4815 SST836 8 % 36% 28% 32700 10100 8385 4815 Light Gauge S STB Anchor Bolts Page 4 of 4 1 Loads may not be increased for short-term loading. Loads apply to earthquake and wind loading 2. Minimum anchor center -to- center spacing is 21e for anchors acting in tension at the same time for full load. 3. The SSTB was tested in a stem wall with a minimum amount of concrete cover. 4. Maximum allowable Toad is 8150 lbs. for SSTB28, 34 and 36 when used 5" from the end of a concrete foundation. Use full table load when installed 24" from the end or installed in a comer condition (see illustration). 5. Connection is limited by the lowest of bolt or holdown capacity. 6. Order the SSTBL models for longer thread length (5 1/2 "), SSTBL and SSTB loads are the same. Engineer I Architect / Building Designer 1 Inspector Distributor I Contractor 1 Homeowner Limited Warranty I Important Information Simpson Manufacturing Copyright ® 2002, Simpson Strong -Tie Co., Inc. All Rights Reserved Contact Webmaster with questions or comments. http://www.strongtie.com/products/lgs/sstb.htm 8/6/2002 AUG -23 -2002 FRI 09:08 AN FIRST FINANCIAL 08/23/2002 07:36 PAX 641.3989483 AR71SAN E'NUINEERIN6 325 W, 13 Ave. Eugene, OR 97401 (541) 338 -9498 Fax (541) 338 -9493 August 23, 2002 Dean Mortimer Comfort Construction 7403 S. 1st E. Idaho Falls, ID 83404 Re: Shearwal Clarification for New 4-PIex to be Built by Comfort Construction, Idaho Falls Dear Dean: We understand that your Plans Reviewer has a question as to the number of holddowns required at shear panels_ Each shear panel that is noted in the Shearwalt Schedule requires two hold downs, one at each end of each panel. Only when there are two panels abutting art a comer does this rule change. In the comer case, the holddown at the comer will suMce es a holddown for both panels_ I hope this answers the question. Please call if you have questions. Sincerely, 49, Timothy Ai: Wolden, P.E. Principal, Artisan Engineering. LLC r'( ct.e. V L:G FAX NO. 208 524 9999 ARTISAN -ENGR LLC n,. 3 P. 02 iIo1 f • AUG FRI 09:08 AM FIRST FINANCIAL FAX NO 208 524 9999 Fa? wAti -,1 ta6 7. 7- P. 03 PC04 1 63+% (0935 -4 40'J ILA- CAke2 4— ?Lf) &K) CI 64_0' (29.. 56 veibil 'MP rtla 6 ri 5o ?tYrk • s4 >/- ir-2_ AUG-23-2002 FRI 09:08 AM FIRST FINANCIAL "Y. : p0j 041e- c&-t a_7fin.g _ kf r b CAA• c L kC 1 IAA totO A-R.0c\ 0 OA kiPs=c)k1v(,46 rA-C9 /) tt9K-Vv-Ckytizt-6 ibvt.H.tto ot4A ALCA- . 1 07 I ■‘... LAJ loV Al2,67A- ■ m- 4 CvN C- '61P-A 4 64 '4 I FAX NO. 208 524 9999 P. 04 tL c- a.PD 4 -07 )4t 4-35(0-W LT- 1- 70 * 1 * 5 (00 t cc _ M .- La . Seb E419 P kt7P-11(1. (- 12,476 i ct 41L9 fr— STRUCTURAL CALCULATIONS For the 4-Plex Residential Bldg Idaho Falls, Idaho Prepared for Dean Mortimer, Comfort Construction July 2, 2002 Artisan Project No. 02065.02 ARTISAN ENGINEERING ARTISAN ENGINEERING 325 W. 13 Ave. Eugene, OR 97401 (541) 338 -9488 Fax (541) 338 -9483 July 2, 2002 Dean Mortimer Comfort Construction 7403 S. 1st E. Idaho Falls, ID 83404 Re: Structural Review for New 4 -Plex to be Built by Comfort Construction, Idaho Falls Dear Dean: We have completed a structural review of the 40 -foot x 40 -foot two -story 4 -plex building that you are constructing in the Idaho Falls area. The building is to be constructed with wood framing and TJI manufactured floor joists. The roof is to be built with manufactured trusses designed by BMC West Trusses of Idaho Falls and stamped by an Engineer licensed in the State of Idaho. The structural review is based on the Construction Drawings, drafted by Advanced Drafting Services, PLLC of Idaho Falls, that you provided last week. Our design review is limited to the footings, headers, and shearwalls required for the lateral loading. We analyzed critical elements utilizing the provisions set forth in the current Uniform Building Code, 1997 UBC. Roof snow loads of 30 psf and floor live loading of 40 psf were used to check the footing design. The walls have been checked for lateral forces. We used Zone 3 (Ca =.33) for soil type Sc with R =5.5 for seismic load calculations. Seismic forces controlled the lateral design for forces at the front walls and wind loading at 70 mph, Exposure B controlled the lateral loading for the sidewalls. A soil bearing value of 1500 psf was used to check bearing pressures for wall footings. Concrete strength for foundations and walls throughout the project is 2500 psi minimum so no special inspection is required per the Building Code. You may want to increase the mix strength (cement content) to allow better flow. Refer to the attached calculations that verify sizes of members, shearwall locations, and footing sizes. I have added redlined marks on the drawings that you sent with a few items that require revising. These items are shown on both the half -size floor framing plan sheets and the full size drawings. The items are primarily that the floor framing does not agree with the drawings. The spans are 90 degrees out of phase and subsequently the ponywall footing strips below the first floor. I have also added the shearwall locations and notes. In general, everything else shown was per code requirements. We have enjoyed assisting you on this project. Please call if you have questions. Si erel Timothy A. Wolden, P.E. Principal, Artisan Engineering, LLC ARTISAN ENGINEERING, LLC 325 W. 13th Avenue Eugene, Oregon 97401 -3402 Tel (541) 338 -9488 • Fax (541) 338 -9483 www.artisanengineering.com Job No.: 10 GS. 01-- Page : 1 of: 1 f� By: fi "' "" Date: 7 - 1 - d I t ‘ Project: ( ' j! ( .' U)-- — qupx ) LoIS wv\4%- 15_(.x ( - 7 ) cc\ Ay -A.wv& �I I� nn11 �T �.1� 8,s 1 )0 = qt x >o * < 1 1. z c- 5 , ceni-1-4s Cz -s 33 ) vj s•s q &S 1 ( - 4 i x ,v►5 4- o k ,o i2 t 13 X' 110Y4k ,a,Z w L -5 3-c2i;tdiN.s S 18k z 3b 12-eas ,c-ct 5iDes _ 1 L A ) Ay1, s t_71,4 /Pi- @ >L tl - 2 / 21 70 I v ` � P - ° D 10 . 1 .r' ` I rrt ARTISAN ENGINEERING, LLC 325 W. 13th Avenue Eugene, Oregon 97401 -3402 Tel (541) 338 -9488 • Fax (541) 338 -9483 www.artisanengineering.com Job No.: Page : j of: By: Date: Project: 40090,,sp Cfifi-vrs f o j o 3e0"lids Pike* - 0 VAA - 4 - ,23 x Ltxq o u .- A L Ft Vo OR b/c._ (5Ac f-1 z_ 2 _trini, ,A-k. cuJJdem SKI- G L ARTISAN ENGINEERING, LLC 325 W. 13th Avenue Eugene, Oregon 97401 -3402 Tel (541) 338 -9488 • Fax (541) 338 -9483 www.artisanengineering.com Job No.: Page : `) of: 7 By: Date: Project: I, kuvse Lay.Akr- tek-EQ f-k;A:kfretui e (s) Srt-eiA ' s�(. /sC LL ( 4 1 kJ c ( 4 I) is c L - (� k wfiQA S ( � u ( t . oj �� /W vtX t 17 x o a 68 r s: olz- t -z_ te-Qf >6914 , v l_ r au, ( 611+ .0 41(64_-a12) ' CUb(s z ar 7 -- k (.4 \ P" _ o , , (4 E Z ` J • �- kti-vrs L �-6 (e52) 14f itokii, �i. ti 6 LA 4 trv ��n BMC / COMFORT / 4-PLEX BMC WEST TRUSS PLANT Telephone: (208) 523-6691 j 3715 Bombard ler Name: Idaho Falls, Id 83402 Address: Truss transferred from Layout Job: A.2 A.2 A.2 iocatioc AlobskIlOS Z Scale: Not to scale B05224-2 1 4 A42 11/212 A2 Date: 6/2/02 Drawn By: DJ ;14 113MC / COMFORT / 4-PLEX 7-- I --I i : Telephone: (208) 523-6691 1BMC WEST TRUSS PLANT 3715 Bombardier Name: Idaho Falls, id 83402 Address: . I • .2 1 Job: 2, A.2 2 AA,.2 Truss transferred from Layout .A.2 2 ik2 B05224-2 ....... , I i 1 , 1 I A2 7; I 1 , - , 1 A.2 _ .... .__ 1 .22142 , II ol Scale: Not to scale Date: 6/2/02 l Ilravyn By: DJ cq Job truss ),1 505224-2 51 WEST I-AL DAROTFALL5, IU I1/41)2 LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 -2 -0 -0 2-0-0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (Ib /size) B 350/15 -0-0 L = 117115 -0-0 K = 127/15 -0-0 M = 127/15 -0-0 Max Horz B - 8(load case 6) Max Uplift B = - 89(oad case 7 I< _ - 29(oad case 7 Max Gray B = 539 load case 2 L = 117 load case 1 K = 17 load case 3 M = 17 load case 2 1 , 11 J N FORCES (Ib) - First Load Case Only TOP CHORD A -8 = 57 SPACING 2 -0-0 Plates Increase 1.15 Lumbar Increase 1.15 Rep Stress Ina' NO Code UBC97 /ANSI95 • 350/15 -0-0 ▪ 276/15 -0-0 276/15-0-0 H = -89 load case 7 M = - 29(l case 6 H = 539 load case 3 J = 276 load load case 1 N = 276 Toad case 1 E type ROOF TRUSS 7-6-0 7 -6-0 CSI TC 0.60 BC 0.10 WB 0.05 (Matrix) 1.5x4 II 1.5x4 II TOP CHORD 8-C = 73 C-O = -42 D-E = 8 E -F = 30 F-G = -42 G-H = -73 H•1 = 57 BOT CHORD 8-N = 5 M -N = 5 L -M = 5 K -L = 5 J-K = 5 H-J = 5 WEBS E -L = -88 G-J = -218 F -K = -118 C -N = -218 D-M = -118 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 fl above ground levet, using 7.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane aceantne, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 fl with exposure C ASCE 7-93 per UBC97 /ANSI95 If end verticals exist, they are not exposed to wind. N cantilevers exist. they are exposed 10 wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip Increase Is 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) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2 -0-0 on. 4x4 = E 15-0-0 15-0-0 utj/ 1 1 1.5x4 II F DEFL in (loc) Udell Vert(LL) n/a - n/a Vert(TL) 0.13 A-B >192 Harz(TL) 0.00 H n/a 1st LC LL Min 1/defl = 240 (optional) . 5R1 5 Nov 1b 2000 MI rek Industries, lnc�o1 Jun 1r 1.1:23:41 2002 Pag`eT 15-0-0 7-6-0 1.5x4 Il G 1.5x4 11 1.5x4 11 PLATES MI120 Weight: 53 lb 5) Thia truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 Ib uplift at joint B. 89 lb uplift at joint H, 29 Ib uplift at Joint K and 29 lb uplift at(olnt M. 7) This truss has been designed with ANSUTPI 1 -1995 criteria. LOAD CASE(S) Standard GRIP 197/144 17 -0-0 2-0-0 Scale =1:23.6 [ Job gnus 905224 -2 Al ) 1 - BMC WEST (IDAHOTALLS) -TDAR TFALLS, ID 83402 t• ;A se LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 ( -2 -0-0 1 2 -0-0 3x6 = LUMBER TOP CHORD 2 X 4 SPF 1850F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 1 Row at midpl L -AF Lg REACTIONS (Ib/size) B = 354/40 -0-0 AG = 7/40 -0-0 AF = 161/40 -0-0 X = 273/40 -0-0 Y = 140/40 -0-0 Z = 184/40 -0-0 M 174/40 -0-0 AB = 176/40 -0-0 AC = 176/40 -0-0 AD = 176/40 -0-0 AE = 177/40 -0-0 AO = 273/40 -0-0 AN = 140 /40-0-0 AM = 184/40 -0-0 AL = 174/40 -0-0 AK = 176/40 -0-0 AJ = 176/40 -0-0 Al = 177/40 -0-0 AH = 172/40 -0-0 V = 354/40 -0-0 Max Horz 0 = - 19(load case 5) Max Uplift B = - 71(load case 7) Y = - 25(Ioad case 5) Z = -1(load case 7) Continued on page 2 5x6 Iruas type ROOF TRUSS Max Uplift AA = AC = AN = AL = AJ = AH = Max Gray B = AF Y = AA = AC = AE = AN = AL - _ AJ = AH = A-B D-E G-H J -K M -N P-O S -T v -w 20 -0-0 20 -0-0 5 �n�35 3x6 = AO AN AM AL AK AJ Al AH AG AF AE AD AC AS AA Z Y X 3x6 = 5x6 = SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina NO Code UBC97 /ANSI95 - 8(load case 5 - 6(Ioad case 5) - 25(load case 6) - 8(load case 6) - 6(load case 6) -1(load case 6) 542 load case 2 161 load case 1 191 load case 3 206 load case 3 206 214 191 206 206 209 = 57 = 40 = 14 _ -43 _ -43 = 14 = 40 5.00112 load case 3 load case 3 load case 2 load case 2 load case 2' load case 2 9-0 E-F H-1 K-L N-0 0-R T -U C51 TC 0.60 BC 0.18 WB 0.22 (Matrix) AB AD AM AX Al V AG X Z AB AD AO AM AK Al V FORCES (Ib) - First Load Case Only TOP CHORD -78 17 -43 14 -43 -43 -53 = - 6(load case 7) = - 10(load case 7) = -1 load case 7 = -6 (081 case 7 -9 load case 7 = - 71(loadcase ) = 16(oad case 4) = 273 load case 1 = 209 load case 3 = 206 load case 3 = 206 load case 3 = 273 load case 1 = 209 load case 2 = 206 Toad case 2 = 207 load case 2 542 toad case 3 C-0 F -G IJ L -M O -P RS U -V -53 -43 -43 -43 43 -43 -78 Uty 2 5x6 = L 40 -0-0 40 -0-0 TOP CHORD A -B = 57 D-E = -40 G-H = 14 J -K = -43 M-N = -43 P-0 = 14 S-T = -40 V -W = 57 BOT CHORD B-AO = 13 AL -AM = 13 AI-AJ = 13 AF -AG = 13 AC -AD = 13 Z -AA = 13 V -X = 13 WEBS L-AF = -137 S-Z = -155 0-AC = -148 C-A0 = -234 G-AL = -146 J-Al = -148 B-C E -F H -1 K-L N-0 0-R T -U U -X R-AA N-AD D-AN H -AK K -AH Ply 1 DEFL in (loc) I/de8 Vert(LL) n/a - n/a Vert(TL) 0.09 A -B >280 Horz(TL) 0.01 V n/8 1st LC LL Min Vdefl = 240 AN-AO AK-AL = AH-AI = AE-AF = AB-AC = Y -Z = = -78 = 17 = -43 = 14 = -43 = -43 = -53 13 13 13 13 13 13 _ -234 = -146 _ -148 _ -116 _ -148 _ -148 (optional) -� s Nov arc industries, Inc. Mon Jun 1/13:44:46 2002 Wage 1 C-D F -G hl L -M 0 -P R -S U -V T -Y P -AB M-AE F-AM 1-AJ AM -AN = AJ-AK AG -AH = AD-AE = M-AB = X -Y = -53 -43 -43 -43 -43 -43 -78 13 13 13 13 13 13 _ -116 _ -148 = -148 _ -155 _ -148 40 -0-0 20-0-0 3x6 P Q R PLATES MI120 Weight: 189 lb T GRIP 197/144 42 - 0 - 0 J 2 -0-0 Scale = 1:56.4 NOTES 1) This loos has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane aceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 fl by 24 ft with exposure C ASCE 7 -93 per UBC97 /ANSI95 H end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase Is 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) All plates are 1.5x4 MI120 unless otherwise Indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2 -0-0 oc. 6) This buss has been designed fora 10.0 psf bottom chord Eve load nonconcurrenl with any other live loads per Table No. 16 -B, UBC -97. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 Ib uplift at joint 9, 25 Ib uplift at joint Y, 1 Ib uplift al joint Z, 8 Ib uplift at joint AA. 6 lb uplift al joint AB, 6 Ib uplift at Joint AC, 10 Ib uplift at joint AO, 25 Ib uplift at joint AN, 1 lb uplift at joklt AM, 8 Ib uplift at joint AL, 6 Ib uplift at joint AX, 6 Ib uplift at joint AJ, 9 Ib uplift at joint Al, 1 Ib uplift at joint AH and 71 Ib uplift at joint V. rn :tom -- Ilruss O 0 805224 -2 IAl —914C-9VEST1ItJAR(YF LLS), ILTAROFALLS:1683 NOTES 8) This truss has been designed with ANSITTPI 1 -1995 criteria. LOAD CASE(S) Standard I nusT ROOF TRUSS Uty !Ply 2 11 (optional) S R i 6 2000 Whisk Indust lesT MSJun 1 r 13:43:47 2002 Page 2 .lob - - TTruss 805224 -2 A2 BM(W ST (I FIU M ALL S, IU 834U2 0 -2 -0-0 2 -0-0 7 -1 -3 7 -1 -3 Iruss Type MOD. QUEEN 13-6-10 20 -0-0 6 -5-6 6 -5-6 10-3-14 1 20-0 -0 10 -3-14 9 -2 Plate U8Tse s[s (X, r): [6:0-5- .ESge�fC0 0 dT, [G 2= 9 0 - - , , LOADING (psi') TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.8E WEBS 2 X 4 SPF Stud/Std SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code UBC97 /ANSI95 BRACING TOP CHORD Sheathed or 2 -11 -10 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-2 -9 oc bracing. WEBS 1 Row at midpt D -K. F-K REACTIONS (Ib/slze) B = 1909/0 -5-8 H = 1909/0-5-8 Max Horz B - - 19(toad case 5) Max Uplift B = - 508(toad case 7) H = - 508(load case 7) Max Gray B = 1972(load case 2) H = 1972(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -B = 29 B -C = -3549 C -D = -3171 D -E _ -2227 E -F = -2227 F-G = -3171 G -H = -3549 C31 TC 0.81 BC 0.91 WB 0.74 TOP CHORD H-I = 29 BOT CHORD B-L = 3254 K-t. = 2681 J-K 2681 H-J = 3254 WEBS C -L = -440 0-t. = 499 D -K = -833 E -K = 1236 F -K = -833 F -J = 499 G -J = -440 NOTES 1) This truss has been designed for the wind toads generated by 70 mph wince at 25 ft above ground level. using 7.0 psf top chord dead Toad and 7.0 psf bottom chord dead load, 100 mi from hurricane oceentine, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7 -93 per UBC97 /ANSI95 If end verticals exist. they are not exposed to wind. If cantilevers exist, they are exposed to wind. tf porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase Is 1.33 2) Design load is based an 30.0 psf specified roof snow Toad. 3) Unbalanced snow Toads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead toad. 5) This truss has been designed for a 10.0 psfb ottom chord live load nonconcurrent with any other Ilve loads per Table No. 16-B, UBC-97. 5x6 = E Uty 19 26-5-6 6-5-6 29 -8 -2 9-8 -2 DEFL in (lac) 1 /deft Vert(LL) -0.32 J-K >999 Vert(TL) -0.62 J -K >767 Horz(TL) .17 H n/a 1st LC LI. Min I /del = 240 lone 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint B and 508 Ib uplift at joint H. 7) This truss has been designed with ANSUTPI 1 -1995 criteria. LOAD CASES) Standard 5141 5 Nov 16 20rM ITeklndustries, Inc. Mon Jun 1/ 13 :23:48 1002 Page 1 32 -10-13 40 -0-0 6 -5-6 7 -1 -3 PLATES MI720 Weight:152 Ib 40 -0 -0 10 -3 -14 GRIP 197/144 42 -0-0 2 -0-0 Scale = 1:56.4 16" /73 \ 1.25/ m B1 /A \ v 1 .25 / B1� CS J1 CS i J1 Rml VB1 / 21 /B1 /B1\ X / / 21 A3 \ \1.25/ Rml A complete T t Builder' Guide or Pocket Guide J2 J1 J1 \ CS J Rml VCS\ CS Rml \ CS j / J / A3 '\ 16" \1.,25"/ • 1 /A3\ \1.25"/ ACCESSORIES LIST Plot ID Length Product Rml 17' 6" 1 1/4" x 11 7/8" 1.3E TimberStrand ISL Eb 6' 2" 11 7/8" TJI /Pro -150 Blocking Panels Bkl 1' 2 1/2" 11 7/8" TJI /Pro -150 Blocking Panels Unit # of Net Qty Plies Qty 10 1 10 1 1 1 42 1 42 LEVEL NOTES File Name: D3001.J0B Level Name: Main Floor Plot Date: 6/11/02 09:01 Design Date: 6/10/02 07:35 Drawing Scale: 3/16" = 1' Job Status: Foundation Foundation Main Floor Plotted 6/10/02 07:35 Second Floor Plotted 6/10/02 07:31 Roof Ready to Plot 6/2/02 19:18 NOTE: Level design times indicated above provide assurance for proper level stacking. Upper levels must have earlier design times. Design Methodology: ASD Floor Area Loading Is: 40 psf Live Load 12 psf Dead Load Maximum Joist Deflection: L/480 Live Load L/240 Total Load TJ -Pro Rating Information: Weighted Average: 50 Lowest Rating: 50 Highest Rating: 50 Glued & Nailed Decking is Required Suspended Ceiling is Required Floor Decking: 23/32 ", 3/4" Panels (24" Span Rating) Normal O.C. Spacing = 16 "* Default Wall / Beam Width: 3.5 "* Standard Blocking: Bkl* TJ -Xpert 6.17 ( #681) D C6.17 D6.17 36.17 P6.17 *Unless noted otherwise JOIST AND BEAM LIST Plot ID Length Product J1 40' 11 7/8" TJI /Pro -150 joist J2 34' 11 7/8" TJI /Pro -150 joist Unit # of Net Qty Plies Qty 26 1 26 3 1 3 JOB COMMENTS Comfort Const. Apartment Bldg. -.TJXpert. CREATED BY BMC West 1425 N. Holmes P.O. Box 1825 Idaho Falls, ID 83402 208 -522 -5571 FAX: 208 -529 -3693 SYMBOL LEGEND J M Pc Bk Eb Y TJI Joist Type Rectangular Product Type Bearing Wall Parallel Closure Type Blocking Type Extra Blocking (Lineal board length for panels different from the O.C. spacing) Point Load Line Load Area Load Detail Callout Label (See Builder's Guide or Pocket Guide) Joist Layout Symbol TRUS JOIST FOR THE TJ -XPERT WARRANTY SEE BUILDER'S GUIDE OR POCKET GUIDE 16" / A3 \ — \.257 J \CS/ Rm J5 J 36 Rml 1 J4 J1 J A complete TJ- Xpaxt_krat�'.�cludes Trus st Bu den's Guide or Pocket Guide :2ArA.k Cyr \� J2 Rml J2 ,! 1;1 / A3 \\ \.25j Rml /.25/ J5 J5 • J6 H1 Rml V CS Rml J6 (A3\ .257 ve 7 .-t is -_i1.33 5-470 E+. JOB CONVENTS Comfort Const. Apartment Bldg. LEVEL NOTES File Name: D3001.J0B Level Name: Second Floor Plot Date: 6/11/02 08:55 Design Date: 6/10/02 07 :31 Drawing Scale: 3/16" = 1' Job Status: Foundation Foundation Main Floor Ready to Plot 6/10/02 07:35 Second Floor Plotted 6/10/02 07:31 Roof Ready to Plot 6/2/02 19:18 NOTE: Level design times indicated above provide assurance for proper level stacking. Upper levels must have earlier design times. Design Methodology: ASD Floor Area Loading Is: 40 psf Live Load 12 psf Dead Load Maximum Joist Deflection: L/480 Live Load L/240 Total Load TJ -Pro Rating Information: Weighted Average: 50 Lowest Rating: 44 Highest Rating: 56 Glued & Nailed Decking is Required Suspended Ceiling is Required Floor Decking: 23/32 ", 3/4" Panels (24" Span Rating) Normal O.C. Spacing = 16 "* Default Wall / Beam Width: 5.5 "* TJ -Xpert 6.17 ( #681) D C6.17 D6.17 96.17 P6.17 *Unless noted otherwise .� TJ•Xpert. HANGER LIST - Simpson Strong -Tie Company, Inc.® Plot ID H1 Qty Product Label Top Nails Face Nails Member Nails Notes 32 IUT211 Hanger Notes: (1) Indicates non - stocked hanger 10 -N10 2-N10 (1) JOIST AND BEAM LIST Plot ID Length J1 40' J2 34' J3 27' J4 25' J5 15' J6 14' J7 12' M1 8' M2 4' Product 11 7/8" TJI /Pro -150 joist 11 7/8" TJI /Pro -150 joist 11 7/8" TJI /Pro -150 joist 11 7/8" TJI /Pro -150 joist 11 7/8" TJI /Pro -150 joist 11 7/8" TJI /Pro -150 joist 11 7/8" T.JI /Pro -150 joist 1 3/4" x 11 7/8" 1.9E Microllam LVL 1 3/4" x 11 7/8" 1.9E Microllam LVL Unit # of Net Qty Plies Qty 12 1 12 3 1 3 8 1 8 4 1 4 6 1 6 10 1 10 2 1 2 2 2 4 2 2 4 ACCESSORIES LIST Plot ID Length Product Rml 17' 6" 1 1/4" x 11 7/8" 1.3E TimberStrand LSL Unit # of Net Qty Plies Qty 10 1 10 v CREATED BY BMC Nast 1425 N. Holmes P.O. Box 1825 Idaho Falls, ID 83402 208 - 522 -5571 FAX: 208 -529 -3693 SYMBOL LEGEND J TJI Joist Type M Rectangular Product Type Bearing Wall Beam H Hanger Type IJ Hanger Symbol Pc Parallel Closure Type Point Load Line Load Area Load Detail Callout Label (See Builder's Guide or Pocket Guide) Bearing Width Label )'-► Joist Layout Symbol TRUS JOIST FOR THE TJ -XPERT WARRANTY SEE BUILDER'S GUIDE OR POCKET GUIDE 4'E 5.00 ----- X 3. 76 Ground tLI 0 C3 Q 18. 0:3 " 18133' .18.83" N8`"T1814'E 100.83." . f . 3c2tFond 455775>" - -15---713 ; DETAIL "G" _ ci) \ tt V 't G.301 •-•-•-• • ,.., 9 Groun 61 - if --- ' - ' rti 1,55.00 I t-LA INSTALL INLET N.) Ji (i) 5 \ 3 fl t R/W GRATE = 4854.17 INSTALL INLET 4.8.54 17 INV. = 48.51.17 E X BU r G AC ID 1 VISI NSTRUMENT S8T48'14 14/, 100.83' c INSTALL 6" WATERLINEI 1 1 1 1 N5q48 100.83 N [11, 155 0 F57.5b1 40.00' SIB 2 151 3 8 0 Oj N- 5EE DETAIL 'A" ) 40 00 Ot P.5 TER LOGA TION ANDREWS PLACE 588 DETAIL 'A" 20 45' IV ISI \ Ground R/W ) ) tiag:44C14:1---. 99 ( 127.0q' fjott: Pond 4853100) 5EE DETAIL "C" r- 58 c17.62' R/w MIST ON (ANC -) 40.2: V35.55 Ground 41.8i f 4853.00 5E1 DETAIL "C" 58T48'14'W 100.53' , round 1 40.00' s" 40.00' N • BLDG LINE ' tiLDC, LINE c) 0 cid () 1 Priv't 9 Pev't Priv't G 301 (-) Jssooi [5G.30 0 Ground Gr.u 5550 MIPS/ ER LOC TION 0 20.00' N8T48'14"E q7.62' 40.00' .-( 8ott Pond 485 __. Pov't On ? - G. 3 5-20 -,...;.. 4 - .0 TOP WLIS Co 5EE DETAIL "G" - --___ -- J.sormemasorout,======mareasmmi r 9 r Eel V1±1 38. Gro 5.( Gr, ....0.0..*NaMMONOTIM 4 - s - pki-deb gi LA) ee; k Aid'r d '"" tA) e Al4CLY I4LC