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HomeMy WebLinkAboutCO & DOCS - 02-00026 - Kensington ApartmentsCERTIFICATE OF OCCUPANCY City of Rexburg Department of Building Inspection Building Permit No. R- o2 -o5 -21 Building Street Address: 345 South 2n East Building Owner: Tom Sainsbury Contractor: Sainsbury Construction Company Description of building or portion of building for which this certificate is issued: Occupancy: Kensington Apartments -19 Units Full This Certificate, issued rsuant to tbe requirements of Section 109 of tbe Uniform Building Code, certifies that, at t e time of issuance, this buildi or that portion of tbe buifdin � � fah g th at was inspected on the date listed was f ouna to be in compliance with the requirements o f the code for tbe group and division of occupancN and the use for which tbe proposed occupancy was cfassi f ied. Date: 09 -26 -02 C.O. Issued by: et-/ 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 Buildi g g 0 cial has reviewed and approved said future changes. Water Department ° iii G . State of Idaho Electrical Department - ( 208 - 356-4830) epartment VALUE 4. 7 ;� k FEE PAID BUILDING INSPECTOR DEPARTMENT OF BUILDING & ZONING CASH HK DATE ADDRESS WHITE—Owner's Copy CANARY- BuHding Departments Copy PINK: Assessor's Copy GOLDENROD - Inspector APPLICANT BUILDING PERMIT APPLICATION REXBURG, ID DATE d'oid 1 NO. C a - cis a.A THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER BUILDER STRUCTURE: RESIDENCE FOOTINGS GreONCRETE CI MASONRY ❑ OTHER REMARKS: 0 COMM. to 0 REMODEL 0 EDUCATIONAL. ❑ GOV'T JOB ADDRESS O ARCHITECT ❑ ADDITION Q RELIGIOUS O REPAIR Q FENCE p PATIO PHONE DESIGNER Q RENEWAL Q CARPORT 0 GARAGE This permit is issued subject to the regulations contained in the Uniform Building Code and ZoningAgyjagassoLlasx that the work to be done as shown in the plans and specifications will be completed in accorda e with the pertaining and applicable thereto: The issuance of the permit does not waive restrictive covena . MAY 2002 .c ' Vf Amp 0 FIRE DAMAGE O AWNING FOUNDATION I,> ONCRETE CI CI OTHER BASEMENT 0 PARTIAL 13 FULL CI NO FLOORS C140OD ❑ CONCRETE p OTHER EXT. WALLS UkMASONRY ❑ CONCRETE CPVENEER ❑ METAL p STUCCO INT. WALLS citWOOD CI MASONRY p C JA ',DRYWALL O PLASTER Q TILE CEILING CiYW00D DORYWALL ❑ PLASTER ❑ TILE ,_ oo ROOF O BUILT UP. Q WOOD SH. (}COMP. SH. O TILE ❑ ROLL ROOF. 0 METAL HEAT U GAS ❑ OIL ❑ COAL 0 FIREPLACE ❑ ELECTRIC INSULATED IJ WALLS L I OORS, IIf�PERIME"tR agreed Date of Application OWNER Name Site Address Mailing Address City /State /Zip Telephone/Fax/Mobile CONTRAC TO Name 1.1,›Azi-4,1#51A7Z0 Mailing Address . �1 j o� J „ da � * 220.4/0 /529 ” 91, 0) (552. 57/5) City /State/Zip Telephone/Fax/Mobile PROJECT INFORMATION DEPARTMENT APPROVAL Property Zone: When was this building last occupied Architect/ Engineer Firm Subdivision Circle One Circle One Circle One Lot Square Footage 4 z5 0 Lot Width Square Feet 7 ,arage Square Feet Number of Stories 2-' Height of Building What will structure be used for: Home Will there be an apartment? Total Estimated Cost Signature of Applicant 3 /i0 z--- 4 Is existing use compatible with zoning, (screening parking, etc) Plan Name CBesidenf 1 Educational Government Remodel Other ew House's Addition/Remodel to House Baseme None/ Finished / Unfinished V' 5 Alto Home Business ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Code Zone Building Type Pa 44 X97 Yd'-- /• APPLICATION FOR BUILDING PERMIT CITY OF REXBURG, IDAHO Are you in a flood plain - .. - Permit No. Lot 5 4 39, - 7,327) 4sh New Commercial Commercial Remodel Other: None/ Patio/ Carport/ Awning N/A 3 Commercial Other If so, how many units /1/0 nirfainereIREIMURG Plan Check Fees W4j° €?t9 1 erm Fees es it 4Pr //wyf ) Block c -v1� / 13q . Water & Sewer Fees 17 j $ / Q. TOTAL $ . Signature of Inspector X76 -5"R Issued by Rough Plumbing Septic Tank --- Fixtures ;.+ Water Piping Complete t Sewer I Bath Tubs Urinal --- Showers, ;.+ Sink Trap Laundry Trays Water Heater I Wash Basin KKj Other Toilet Slop Sinks •-.. Kitchen Sinks Floor brain Drinking Fountains ..,» Lawn Sprinklers Water Softeners M« Dish Washing Mach. Clothes Washer Add. P Name .�'� � •1T! Address , " ' &,.J 4.1 Tel. 'T )b NATURE OF INSTALLATION Use DESCRIPTION OF WORK Rough Plumbing Sewer Other Finish Plumbing. CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT k ' OWNER } . FEES Name j : A Address ,fit Lot # Blk. Plumbing Permit Sewer Inspection $ Inspection of Pipe $ Inspection of Fixtures TOTAL $ Received: Date By ._ t INSPECTOR'S RECORD S INSP.. NAME -: E Excavation & Earthwork: Concrete: Masonry: Roofing:_ Insulation: Drywall: Painting: /92(ff V) Plumbing: Beating: Electrical: Floor Coverings: ./yii4 5 44 Roof T.iusses : Cabinets: SidiZ2L7 /Exterior Trim: Q l.l : i4, a 4c5. 7 1., /66, - 1 ei O tvpi crA4 446.7. u 311a,_,&.eadoSA/ Floor-/ Ceiling Joists: SUECON f RACTOR LAST SPECIAL CONSTRUCTION (MANUFACTURER OR SUPPLIER) 1/ REQUEST FOR A CONDITIONAL BUILDING PERMIT FOR PARTIAL BUILDING CONSTRUCTION TO: Building Official for the City of Rexburg Pursuant to the provisions of the Uniform Building Code, the undersigned requests that a building permit be issued for: Sainsbury Construction footings and foundation only 2" East between 3 " and 4 South Acknowledgment is made that the plans for the complex are not complete and that final approval of the building will not be given until the final plans have been approved. We recognize that proceeding with partial construction at this time is entirely at the risk of the Architect/Owner with there being no assurance that the final Certificate of Occupancy for the entire building or structure will be granted. We further absolve the City of Rexburg and officers and employees thereof, of all responsibility for the issuance of a partial permit and further agree that any work performed under this permit will be removed or otherwise corrected to be in accord with the requirements of the final approved plans when a permit for the entire building or structure is finally granted. Dated this 9 day of jOii -PC4 , 2007. Approved by By 4/1/2002 Scott Spaulding Design Intelligence 135 East Main Rexburg, Idaho 83440 Dear Scott, City oi STATE OF IDAHO www.ci.rexburg.id.us P.O. Box 280 QQry 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 the Ashbury Apartment drawings that you have provided me and have identified the following discrepancies: 1. Building setbacks are to eaves. Change front setback as required. 2. Add fire hydrants as per request by Fire Department. I have attached a copy of the Fire Department review to the back of this document. 3. Dumpster can't be located in front setback. 4. A fence or a suitable buffer must be provided between parking areas and other residential properties. 5. Two parking spaces are required for manager's apartment. 6. Parking spaces under building don't fit. 7. Elevations are not provided at parking under building. The aisle adjacent to this parking is a fire lane and must have an even grade. 8. Provide handicapped parking 9. An accessible route must be provided to all the lower units. The drawing identifies stairs along this route. 10. The managers apartment must be on ground level. The apartment must be designed so that a handicapped manager could reside in it. In other words, you must not have any use on the upper floor of the unit that you don't provide on the first floor. Bathroom on lower level must be constructed per ADA requirements. 11. Provide details for grab bars and fixtures in ADA bathrooms. 12. All lower level units must be constructed as per 1997 Uniform Building Code (UBC) Section 1106 Type B Dwelling Units. Provide details. 13. The bathroom in the Type A unit does not work. The interior aisle between the door and the fixtures is too narrow. 14. Ceiling above balcony must be constructed as one hour fire resistive. Please provide details. 15. Please provide details of fire separation between the under floor parking and the units above. Please provide me with 2 sets of revised plans. Let me know if I can be of any further assistance. If you have any questions, please give me a call at 359 -3020 ext. 324. Sincerely, ` / 16. Front doors are required to be 3 /4 hour assemblies. 17. Provide details that identify Fire Department requests. If hydrants are added, please identify. If 4 -hour separation walls are to be used, please provide details. 4 -hour walls can't be placed at walls containing doors. Identify hire extinguishers, smoke detectors and horn strobes as per Fire Department. I have attached the list from the Fire Department to the back of this document. 18. Provide balcony details for fire resistance construction as per UBC Section 1006.3.2.3. 19. Provide truss manufacturer specifications and detail sheets. 20. I didn't see where floor /ceiling fire separation was called out. With TJI floor systems, two layers of %2" Type "X" drywall are required. Val Christensen Building Official cc John Millar Chris Huskinson Tom Sainsbury REXBURG MADISON COUNTY FIRE DEPARTMENT P.O. Box 280 26 North Center Rexburg, Idaho 83440 (208) 359 -3010 1997 Uniform Fire Code Plan Date: 12/2001 Plan Review Review Date: 3/28/02 Building Name: ASHBURY PLACE Building Address: APPROXIMATELY 365 SOUTH SECOND EAST Stories: 2.5 Type of Construction: V -N Occupancy Classification: R -1 Existing Floor Area: N/A New Construction Floor Area: 18,738 SQ. FT. 1).Required Fire Flow (Appendix III -A): 3,750 GPM FOR THREE HOURS Comments: FLOW MAY BE REDUCED BY UP TO 75% IF BUILDING HAS AN APPROVED AUTOMATIC FIRE SPRINKLER SYSTEM INSTALLED. 2).Water Supply (Article 9, Section 903) Required: YES Fire Hydrant Location: D -31, D -34, D -38 Fire Hydrant Flows: D -31 =750 GPM, D -38 =712 GPM, D -34 =1256 GPM Fire Flow Test Location: SAME AS ABOVE Fire Flow Supplied By: FD Other Approved Water Source: NONE Water Supply Acceptable: NO Fire Hydrant Location Acceptable: NO Water Supply Comments: BASED ON BUILDING SQUARE FOOTAGE TABLE A- III -B -I REQUIRES FOUR HYDRANTS WITHIN 350 FEET OF EACH PROPOSED BUILDING. EXISTING HYDRANTS DO NOT PROVIDE SUFFICENT FLOW, ONLY ONE HYDRANT IS WITHIN THE 350 FOOT RANGE. NEED TO PROVIDE THREE ADDITIONAL HYDRANTS. 3.)Fire Apparatus Access Roads (Article 9 Section 902) Required: YES Acceptable: Width: YES Length: YES Surface: OKAY Turning Radius: OKAY Grade: OKAY SIGNAGE: NO Clearance: OKAY Turn Arounds: OKAY Complete Road Acceptable: NO, DRIVEWAY DIRECTLY IN FRONT OF BUILDING MUST BE SIGNED FIRE LANE, NO PARKING ALONG ENTIRE LENGTH IN ADDITION TO HAVING THE CURB PAINTED RED AND MAINTAINED. 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: HYDRANTS AND ACCESS MUST BE INSTALLED AND OPERATIVE PRIOR TO CONSTRUCTION OR A STOP WORK WILL BE ISSUED. 5),Installation Of Portable Fire Extinguisher (Article 10 Section 1002) Required: YES Location Acceptable: NOT SHOWN Type Provided Acceptable: NOT SHOWN Comments: PROVIDE MINIMUM OF ONE 2A10BC FIRE EXTINGUISHER PER UNIT IN ADDITION TO COMMON AREAS, LAUNDRIES, ETC. 6).Automatic Fire Extinguishing Systems: (Article 10 Section 1003 Required: NO Type Of System Being Installed: Sprinkler System Monitoring Required (Article 10 Section 1003.3) Required: NO Comments: 7).Standpipes (Article 10 Section 1004) Required: NO Type Required: Comments: 8).Ventilating Hood And Duct Fire Extinguishing System (Article 10 Section 1006.2) Required: NO Type Being Provided: Automatic Fuel Shutoff Shown (Article 10 Section 1006.2.4): Portable Fire Extinguisher Shown (Article 10 section 1006.2.7): Comments: 9).Fire Alarm Systems (Article 10 Section 1007)Required: SEE COMMENTS Type Of System Required: Manual: Automatic: Both: Type Of System Being Provided: Manual: Automatic: Both: Components Of System Shown: Smoke Detectors: Heat Detectors: Manual Pull Station: Door Holders: manner: Sounding Devices: Visual Devices: Duct Detectors: Flow Alarm: Sprinkler Valve Monitoring: Fire Alarm System Acceptable: Comments: SMOKE DETECTORS REQUIRED IN EACH SLEEPING ROOM AND ADJOINING CORRIDORS. HORN /STROBES AND SMOKE DETECTORS REQUIRED IN TYPE R4 HANDICAP UNIT. 10).Other Corrections That Are Required By Special Occupancy Or Conditions: ADDRESS ALL ABOVE ITEMS Plans As Submitted Are Acceptable: NO Plans Checked By: CHRIS HUSKINSON Date: 3 -28 -02 Please furnish comments back to the plan reviewer in the following Written Comments: YES New Plans: YES 04/19/02 FRI 13:43 FAX 2085525745 DesTgn LLC Structural Engineering Call: (208) 3591461 - 135 East Main, Suite Rexburg, Idaho 83440 I FAX: (208) 359-0740: Date: April 19, 2002 To: Val Christensen Plan Reviewer City of Rexburg, Idaho Subject: Ashbury Place Dear Val, Construction at Ashbury Place will include one-hour ire rocking of sof as well as all other areas ; already detailed on the drawings. With this change, e construction meets Type V One hour and therefore the project will on1Yrequire one (existing) Fire Hydrant. I haVe informed Chris at the Fire ; Department. Please call me if you have any questions. Respectfully, c Scott A Spaulding, P.E. Design Intelligence, LL SAINSBURY CONSTRUCTION IA002 BRICK FACIA 2X6 FRAMED WALL EXTEND #4 BAR 24" MIN INTO SLAB 1 /2X10 CONC SLAB SPACED 5 FT SEE FOUNDATION PLAN WALL FOOTING SEE FDN PLAN N4 CONT. 3" DIA. STD STEEL PIPE (2) 1 /2 " x6" BOLT WELDED TO EMBED PLATE RETAINING WALL 2X P7' SOLE PLATE • 1/2" JOINT FILLER SIDEWALK =111=111=111= I I 17 4 RIGID STYROFOAM INSULATION • 1 e 3/16" PAVING - I HAND COMPACT } 6" =11 III — III =1 I I =111 -1 2" CLR �- #4 0 12" O.C. _ - 111 — III — III — �I 1 I_11 I i lI 111 =1_I 111- : 7- #4 0 12" O.C. DETAIL 11903 EXTEND y4 BAR 24" MIN INTO SLAB AND WALL p4 0 12" O.C. N4 CONT. RETAINING WALL FTC 14 114 INTELLIGENCE. LLC rr r r.rrrwlsm" •frikar ORACC •PPROC.tt OCli11G IWa •cvltt0 ott.u, %3 3/z 9 f Z_ OVel t BEDROOM 10' -9'z 10' -9' BEDROOM I0' -8'z 10' -6 KITCHEN f0' -8'z 11' -7' LIVING ROOM 10' -9'z 1s' -Y' 3068 3068 TYPICAL TYPE B UNIT All Remaining First Floor Apartments Except Manager's Apartment 94,4& FINISHED FLOOR Filled out by: la. SUBDIVISON a Block b. Lot ib. CITY BLOCK a. Lot CITY OF REXBURG ADDRESS FORM (Choose either la or lb) Date: 2. ASSIGNED ADDRESS - sow � � 2 /' b EM 3. ADDITIONAL INFORMATION 07- As� Ala75 s7}LE7 APR.17.2002 9 :19AM To Company: Fax No.: From Company: Phone No.: fax No.: No. of Pages: Message: Anderson Components Idaho Falls ANDERSON COMPONENTS (208) 528 -2309 or (800) 528 -2309 (208) 528 -2320 , including cover Q3 i\„.z - t9sx‘sTiy. NO.526 P.1 FiCSIMILE TRANS -4\•:10,4 M Truss Id: Span: Truss Type: Slope: Profile: 39 - 0 •0 ROOF TRUSS 6.00 2X4/2X6 4 Rows Lat Br= 0.00 39 -0.0 39 0.0 39 -0.0 ROOF TRUSS 6.00 3 Rows Let Brea .- 0.00 6.00 0.00 Load By: APR. 17.20212 9 :19AM ANDERSON COMPONENTS IDAHO FALLS, ID 83405 Phone: 800- 628 -2309 Fax: 208.528 -2320 Project: Modal_ Contact Site: Name: Phone; Fax: Tentative Delive Block No; Lot No: Office: - 64 1 2 2 (2) 2 -Ply Al 98 lbs. each A10 All M2 A13 A14 160 Ibs. each A15 A18 39 -0.0 162 Ibs. each M7 39 - 0 , .0 102 lbs. each A18 160 Ibs, each A2 A3 A4 A5 A8 A7 A7G A8 AS 160 lbs. each 160 Ibs. each 187 Ibs, each 162 Ibs, each 180 Ibs. each, 16114. each 165 Ibs. each 169 Ibs. eaoh 177 Ibs. each 178 tbs. each 181 I. each 182 Ibs. each To: 203 Ibs..each 166 lbs, each CR1 42 Ibs. each Deliver To: 39 -0 -0 39 - 0 - 0 ROOF TRUSS 3 Rows Lat Brae 39 -0.0 39 0.0 39 0. 39 -'0 - 0 ■ 39 -0 -0 39.0 -0 39.0 -0 39 -0 -0 ROOF TRUSS 2 Rowe Let Stec ROOF TRUSS 3 Rows Lat Bra ROOF TRUSS 2 Rows Lat Brac ROOF TRUSS 3 Rows Lat Bra ROOF TRUSS 1 Row Lat Brace ROOF TRUSS 2 Rows Lat Brae ROOF TRUSS 3 Rows Lat Brao ROOF TRUSS 4 Rows Lat Bra ROOF TRUSS 5 Rows Let Brae ROOF TRUSS 8 Rows Lat Brac 39 - 0.0 ROOF TRUSS 4 Rows Lat Bra 39 - 0.0 ROOF TRUSS 8 Rows Lal Bra 6.00 0.00 6.00 0.00 ROOF TRUSS 6,00 192 Rows Let sr c 0A0 ROOF TRUSS 6.00 9 Rows Let Brac 0.00 ROOF TRUSS 6.00 1 Row Let Brace 0.00 ROOF TRUSS 8,00 6 Rowe Lat Brace 0.00 ROOF TRUSS 4.24 0,00 2 -0.0 c5 -0.0 2 -0 -0 c5.9.4 2-0-0 c7 -9.4 a -0.0 c7 -2.12 2 .0.0 c5.2 -12 2.0 -0 2-0-0 2 .0 -0 2.0 -0 2.0.0 2.0 -0 2 -0 -0 2.0.0 2. . 0 2.0 - c4.0 - 2 -0 -0 2.0 -0 c6.0.0 2 -0.0 se -0.0 a -0 -0 2.9 -15 2.0 -0 2.0.0 2 -0 -0 NO. 56 P.2 Delivery List Job Number: Page: 1 Date: 04-17-2002 - 8:15:18 AM Project ID: 935946 AccogntNo: 296316591 Designer: Dan Salesperson; BOB ° ote Number: 2 -0.0 2.0.0 2 -0 -0 2-0-0 0 -0 -0 APR . 17. 22102 9: 19AN ANDERSON COMPONENTS IDAHO FALLS ID 83405 Phone: 800-528-2300 Fax; 208-828-2320 Project; Block No Model; Lot No: Contact Site; Office; Name: Phone: Few. Tentative Delive Date: Profile: Qty: Truss Id: 2 CR2 _ 42 lbs. each 2 HF-Al 141 lbe. each 8 J1 _ 7115s, sech 8 J3 J8 1711:le, am& 2 JSA 21 lbs, each ,o,e4 26 J8 Thank YOU for your BUsiness. 12 lba, each 50 lbs. each To; Deliver To; Above listed items have been received in good condition. (exceptions listed to right). Received by; Date: Slope: LOH ROH 11-3-0 ROOFTRUSS 4.24 2-9-15 0-0-0 0.00 22 - 11 0 FINK 13.41 2-00 2 . - 0 6 Rows tat Bra • 0.00 ROOFTRUSS 6,00 2-0-0 0-0-0 0,00 ROOFTRUSS 6,00 2.0.0 0.0-0 0,00 ROOFTRUSS Coo 2.0.0 0-0-0 0 5-11-11 ROOFTRUSS 5A0 2-o-o 0-0.0 0,00 8 - 0 . 0 MONO TRUSS 6.00 2 - 0 - 0 0 0 0 0.00 NO. 526 P. Delivery List Job Number: Page: Date: Project ID: Account 296316591 Designer: Dan Salesperson: BOB Quote Number: 2 04-17-2002- 9:15;19 AM q35946 Load By: . APR.17.2002 9:20AM b il l. \ � �. � .�r.,'F idia. iilr... I� WI IT . 1.o �� •••••••••••••••111111111111 INi. ■NM • MI. E1 Liif _i= - . 111 i: i EMEEM IS; soMMEM=MIIEBE 1. Vi iiiiMESEBI in ramm .t..,wi....... 1.15...mmil mikE I. • MENEWAnis .,,,,,„..,..........,. :0........ , : !EMMEN MENEM moll MI !i 1 ,� i -I. 6 i I uI. !ll l,' P 21;1; Weir iii i- T1O.526 P.4 Job 1235946 APR.17.2002 9 :20AM ((pp 35 , 10.0 0.0 10,0 1 rys5 Al 4-2 -12 8-0-0 4-2-12 3 -9-4 Truss Type ROOF TRUSS Andersen Components - IF, ldaho half, IU 63403, an 1 -2 -0.0 4-2 -12 6.0-0 13-9 -14 2 -0.0 4-2-12 3.9-4 5-9 -14 5x5 5-9.14 - a1EMELA! %?P ia.111 .TtRalikr i TC LLN6 ECLL BCDL 21 20 19 18 4x6 II 5x12 = 4x8 2x4 11 19 -6-0 5-8-2 5-6-2 1 1.5x4 I 1 Qty 2 25 -2 -2 5-8-2 5-8 -2 PIY b liana ay I c n us nes, nc. pr 1 3x8 5 Uklr6tiS/BYU 4/1`2 IX (II)) P 17 18 16 14 13 4x10 = 2x4 11 5x8 = 31 -0-0 1 34 -6-12 I 39-00 -0-0 5.9 -14 3-8-12 4-5-4 2-0-0 Scale 1:74.9 3-9-14 19 -6-0 L 25.2,2 31 -0 -0 i 34 -6-12 L 39 -0 -0 5-9-14 5x8 3 -6 -12 M1120 N0.526 P.5 Weight: 364 Ib 8x8 = 2x4 1 I 4-5-4 8PACIN6 2-0-0 Plates Increase 1.15 Lumber increase 1,15 Rep Stress inor NO Code UBC97 /ANeI85 TC 0.96 BC 0.75 WB 0,97 ABFL Vert(LL) - 0.3815.17 P999 Ved(TI -) - 0.5618 -17 y738 Holz TL) 0.09 11 Na 1st LC LL Min I /den = 240 GRIP 197/144 artACINe TOP CHORD Sheathed. BOT CHORD Rigid ceilIn9 directly applied or 10-0-0 oc bracing, Except 6 0 0 0o bracing: 2- 21,2021. WEBS 1 Raw at midpt 5.20 LIMBER TOP 01 - 10RD 2X8DF180OP1.6E WEBS 2 X 4 SPF Stud /6td'Exca W32X4sPF 1650P 1.5E REACTIONS Max (lb/size) 22 '� 2 - ca a 3) 8185/0.5 -8,11 E4154/Q -s.6 Max Uplltt2=- 2623(load case 7), 21523(Ioad case 5),11=- 76(load case 5) FoRCtES 0b - First hoed Case only TOP CHORD 1 -2 244 2. 3-8004, 3.4■ -2393, 4 -5= -2163, 5-6= 9152, 6-7■ -9152, 7.8E -9162, 8.9= -7140 9-1C=-7796, 10.11 ■-8098 11.12E BOT CHORD 2 -21° -5333, 20.21= -5333, 19-21'.=6790, 18- 19.6790 17 -18 =6790, 16- 17E9307,15- 16=6307 14- 15= 9307,13.14E7195 11- 13=7195 W698 3 -21■- 8106, 3-20 =6468, 4,202765, 5 -2= 5559, 5.18E1234, 5- 17-2850, 7 -17 =- 255, 8-17■ -187, 6 -16 =1234, 8-14 =- 2616 9-14 =3175, 10- 14=- 202,10.13 =79 NOT 5 1) mIk truss has been checked for unbalanced loading condIidns, 2 This truss has been designed for the w nd loads generated by 80 mph winds al 26 It above ground level, using 8.0 par tap chord dead load and 8.0 psf bottom chord dead load, 100 mi from humcane oceanllne oh an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 it w(th exposure 9 ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind, The dumber DOL Increase is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water p0nding. 4) U is�� r has been designed for 10.0 psi bottom chord live Toad noneonourrent with any other live loads per Table No. 113-13, 6) Provide mechanical connection (by others) Vine= to bearing plate capable of udilhstending 2623 Ib uplift at Joint 2, 23 lb uplift at joint 21 and 76 lb veldt et pint 11. 6) ) This truss has been designed with ANSIITPI 1 -1995 oriteiia. 2-ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows; 2 X 4 -1 row at 0 -9-0 00. 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 oo. 8) special hangers) or oonnectlon(a) required to support concentrated load(s) 953.3Ib down and 127.4Ib up at 31-0-0, and 953.3ib down and 127.1 up at 8 -0-0 on bottom chord. DesIgn far unepeoified connections) is delegated to the bulling designer. Leap cAME(S) Standard 1) Regular: Lumber Increase.1.15, Plate Increase =1,15 Uniform Loads (p11) Vert; 1- - -90.0 44= .45.0, 9- 12e 40.0, 2 -- 20,0,14.20 =- 217,4,11.14E -20,0 Concentrated Loads (lb) Vert; 20= -953.3 14 = -953.a ge APR.17.2002 9 :20AM ,lob Truss 'Tn Type 035945 A'l0 ROOF TRUSS n ersan omPonen s n LO_AoiNg 352 TCDL 10.0 BCLL 0.0 BCDL 10,0 0 - 5 -10 -5 . 3.2.3 19-6-0 25 -9 -13 32 -1 -11 39 -0.0 -0 2-0-0 6-10 -5 17 34 /1 5-0 -0 10 -0-4 5 -0-0 5.0 -4 8PACIN6 2 - 0.0 Plates Increase 1.15 Lumber Increase 1.15 Rep Code e 95 6 -3-13 6.00 1 16 15 3x6 4x4 = J 9 -6 -0 cal TO 0.78 BC 0.95 WO 0.80 Qty 1 Iy DRICGS /BYU 4/12011 (l.)) P 1 1 Wens* 4.201 41R1 s t 16 200014iTek industries, Inc. Wed Apr 17 09:12 :57 2002 Page 1 6-3.13 6-3 -13 5x5 = 6 N0.526 P.6 6-3 -13 6 -10 -5 2 29,2 -0 OEFL in (Ioc) I/dell Vert(LL) -0.28 12-14 >999 Vert(T -) - 0.5112 -14 3.661 Horz(11..) 0,09 10 n/a 1st LO LL Mini/dell a240 3x6 14 13 12 3x5= 3x4- 3x6 = 39-0-0 9-5-12 9-8-0 9 -10-0 Yo 2 X 4 3PF 1650P 1,5E BOT CHORD 2 X 4 SPF 1850F 1.5E WESS 2 X 4 8PF Stud/Std 'Except W7 2 X 4 8PF No,2 REAC7roNs (Ib/size) 10= 1076/0 -S-8, 17= 2681/0.7 -12 Max Harz 17558(load case 4) 0 ) ) max Upfift10= -1 pond case 5), 175- 198poad case 5) TOP OHOFiD 1.2=40 2.3 = 120 2 3. 1094, 4 -55-1094, 5.6= -1552, 5.75 -1552 7- 8=- 2585, 8-9■ -2585, 9- 10-- 2975,10 -11 =41 BOT CHORD 2 -17= 1072,15.17= 63,15- 16=1357 14 -15= 1367,13 -14 =2033, 12 - 13..2033, 10 -12 =2586 WEBS 3-16'1324, 5-16= -902, 5.14 =43, 6. 14=828, 7 14=- 7.12=618, 9-12=484, 3.17= - 2820 NOTES 1) This truss has been checked for unbalanced loading conditions. 2 Thistruss has bean designed for the wind leads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi hem hurricane o=nline on an occupancy category!, condition I enclosed building, of dimensions 45 fl by 24 ft with exposure @ ASCE 7-93 per UBc97 /ANSl95 If end verticals or cantilevers axial, they are exposed to wind. If porches exist, they ere exposed to Wind. The lumbar DOL increase is 1.33 and the plate grip inoreeae is 1.33 3) Thlle truss 11es been designed fora 10.0 pef bottom chord live load noneoneurrent w any other Ilve loads per Table No, 16-B, 4) Provide mechanical ra nhection (by others) of truss to bearing plate capable of withstanding 149 Ib uplift at joint 10 and 198 Ib uplift at oint 17. 5) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CAGE(S) Standard PLATES MI120 Weight: 161 Ib ARAcirett TOP CHORD Sheathed or 3-1-7 oc purlins. BOT CHORD Rigid caainq directly applied or 6-0-0 ac bracing. WEBS 1 Row at midpt 5-15, 5-14, 7 -14 187/144 Scale 5 1:89.9 APR.17.2002 9:20AM 0 C135946 Map M1 n•meon omponen s , •a 0 2 -0- r 6.105 2 -0.0 6 -10-5 cuss pe ROOF TRUSS 1' an 17 3x6 /1 13 -2 -3 6.3 -13 5-9-4 10 -0.4 5-9-4 43 -0 6.001 18 15 3x8 3x6 = 18-6 -0 9.5-12 2-6.0 6-3-13 5x5 6 14 13 12 3x8 = 3x4 3x6 = 1 25-9- 6-3-13 B Pty 1 ov 29 -2 -0 9.13 -0 3x4 DRtt;3G5/BYU 4/12 DG3 OD) P 0 • , 32.1 -11 lona c n us sa, nc. 5.3-13 39-0-0 9 - 10.0 LOADING (pap TCLL 35.0 TODL 10,0 BOLL 0,0 B00L 10,0 LUMBER TOP CHORD 2 X 4 8PF 1650F 1,6E BOT CHORD 2X4SPF 1650F 1.5E wise 2 X 4 SpF Stud /Std "Except* W52X4 SIT No.2,W72X4SPFNo.2 REACTIONS Max HIV 10E1510/0-5-8, 7- - a 17E2748/0-7-12 ) Max Up11ft1 - 144(load caBB 5),17=- 203(Ioad case 5) FoRCt s s - Fret Load Case Only TOP CHORD 1.2F40 2 -3 1220 3.4 =4373, 4.5 673, 5- 6= -1416 8-7= -1415, 7 -8= -2442, 8- 0.2442, 9 -10a- 2832,10.11-41 BOT CHORD 2.17E - 1088,16 -1'� =- 650,15.15= 1111,14- 15.1111,18 -14 =1904,12 -13 =1904, 10- 12E2509 WEBS 3-16 =1685, 5 -16 =1184, 5.14.225, 6.14 =698, 7 -14E -924, 7.12= 621, 9-12x- 486, 3- 17= -27D2 Noire 1) This truss has been checked for unbalanced loading conditions. 2) This trues has been designed for the wind Toads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf tap chord dead load and 8.0 psf bottom chard dead load, 100 ml from hurricane oceanline on an occupancy category I, condition I enclosed building, of dimensions 45 it by 24 ft vdith exposure B ASCE 7.83 per UBC97 /ANS155 If end verticals or cantilevers exist, they are exposed to wind, If porches exist, they are ax posed to wind. The lumber DOL Increase is 1.33, and the plate grip increaae is 1,33 3) ThjS truss has been designed 1br a 10.0 paf bottom chord live bad nonconcurrent with any other live loads per Table No. 18-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable at withstanding 144 Ib uplift a1 joint 10 and 203 lb uplift at 5) This truss has bean designed with ANSIITPI 1 -1995 criteria. LOAD CA86(8) Standard 39-0 -0 -0- 8 -10-5 2.40 M 1120 Weight: 181 lb NO.526 P.7 • r'_SIZ°3 /:�)�l<A�P��:1t�L! SPACING 2.0.0 Plates Increase 1.15 Lumber Increase 1,15 Rep stress Incl. YES Code UB097 /ANSl95 TC 0.78 BC 0.94 WO 0,67 oepL In (bc) Ildefl Veil(LL) -0.28 12.14 >999 Vert( -0.601214 •656 Horz(TL) 0.08 10 n/a 1st LC LL Mint/del : 240 RAcipe TOP CHORD Sheathed or 3-3.1 co pgrlins. BOT CHORD Rigid tailing directly applied or 5.0.0 oc braatg. WEBS 1 Row at mrdpt 5 -16, 7 -14 197/144 e Scala = 1:59.9 Job 035946 arson APR.17.2002 9 :21AM TOLL N B 35.0 TCDL 10.0 BOLL 0.0 BCDL 10.0 REACTIONS ruse Al2 1 2.0 -. 4-3- 3 8- -2 13 -9 -9 2-0-0 4-3-13 8 -1-2 8.1 -2 Truss Type ROOF TRUSS 3-9-5 5-8 -7 6,00 12 13 -9 -9 5 - 7 9-8.0 5-8 -7 19.60 5-8-7 5X5 = 7 qty Ply RIGt38/6YU 4/12 D3 (ID) P 7 1 25 -9-13 3 -1 -11 6 - 3 - 13 29 -2 -0 9.8-0 5-3 -13 LU s8R TOP CHORD 2 X 4 SPF Nc.2 *Except* BOT CHORD T1 SPFP1650F 1 860F 1.5E, ' T1 a X 4 SPF 1650F 1,8E WEBS 2 X 4 SPF Stud /Std "Except" W52X4SPFNo.2 (Iblsize) 18= 2830/0.7 -12, 11= 1727/0.5.5 Wax Harz 18= 68(loed case 4) Wax UpTtt18=- 2160oad case 5), 11=- 130(Ioad case 5) FoRCEs (Ib.) -First Load Case Only TOp CHORD 1. 2540, 2 -3 =1001, 3.4 51398, 4 - 5=592, 5- 65492, 6.7 =1014, 7.85-1014, 8.9. -2045, 9.10■ -2046, 10-115 -2439, 11 -12 BOY CHORD 2- 18=- 892,17.185.1250, 16-17= - 1250,15 -18 =530, 14- 1551547 13- 14= =1547 11- 1352181 WEBS 3.18= -407, 4.185-2599, 4. 16=2190, 8- 16T_1151, 6.15- -594, 7- 16 8-15P-928, 8- 13=527, 10 -135-494 39-0-0 9-10-0 39-0-0 PLATas MOO NO.526 P.8 NOTES 1) Ws trues has been ohepked for unbalanced loading conditions. 2) 'Mistrust; has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 8,0 psi bottom chord dead load, 100 mi from hurricane ocesnlinc on tan occupancy category I, condition 1 enolased building! of dimensions 45 fl by 24 It with exposure D ASCE 7 -93 per UBC97 /ANSI4S If end verticals or 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 Incmoee is 1.33 3) U Thiis' 97 has been designed for a 10.0 psi bottom chord live load nonconcufrent with any other live toads per Table No. 16-B, 4) Provide mechanical connection (by others) citrus's to bearing prate capable of Withstanding 218 Ib upnft et joint 1B and 130 Ib uplift at joint 11. 5) This truss has been designed With AN81/TPI 1 -1995 criteria, LOAD CAsEIs) Standard 6 2.0.0 Weight: 168 Ib BRACINO TOR CHORD Sheathed or2 -5 -14 oo urllns, SOT CHORD Rigid ceiling directly apPliod or 4.9.9 oc brscin9. WEBS 1 Raw at mrdpt 4-18, 6-18, 8.15 197/144 Scale = 1:89.8 1 -8 TC 0.90 BC 0,92 VVB 0,92 SPACING 2 -0 -0 plates Increase 1.15 Lumber Increase 1.16 Rep Stress Inv YES Code U8C97 /AN8195 oepL In Ioc 1 /doll Vert(t.t -) -0,28 3.15 5999 Vert(TL) - 0.5813 - 15 x833 HorX T4) 0.05 11 nla 1stLCLL Min Wdeg5240 Job .135946 APR - 17.2002 9 :21AM Anderson Components .1P, Id hoT aria, P 8 8 LOADING ( 8 o0 TCLL TODL 10,0 BOLL 0.0 BCDL 10.0 TRlss A13 2 0 -- 7.6 -10 3-6 -5 19.5 -0 25 -9 -13 2-0-0 3x6 = 7 -6-10 7-6 -10 - Truss Type ROOF TRUSS 61 17 3 x 6 I I 5 -11 -11 6.0 .0 1 a 3x8 i 5 4x6 4 3 16 15 3x6 3X8 = 5 -11 -11 5 -11 -11 5 -11 -11 6X5 = 6 Z -6 -10 13-6 -5 a 9 -6.0 I 28 -2 -0 — Qly Fly - r ee : - e .v ro (0) ) LU BEgg TOP CHORD 2 X 4 SPF No.2 'Except' BOTCHORD 2X 4SPFIGSOF5051B5E ,T12X4 SPF 165p W . 2 X 4 SPF Stud/Std *Except W8 2 X 4 SPF o.2,W52X4 SAP No.2 REACTIONS (Ib/alge) 1792879/0.7- 12,10-1778/0 -68 Max Horz 17 =88(Ioad case 4) Max Uplift17=- 2130oad case 5),10=- 134(load case 5) Foam (Ib) - First Load Case Only TOP CHORD 1 -2 =40, 2. 391334 3- 4 = -7E0, 4. 69.760, 5 -6; -1126 8.79.1125 7 -8 =- 2156, 9. 9°.2156 9 -10= -2648, 10 -11941 BOT CHORD 2 -17 =1191, 18-179-1191, 15 -16 =- 1191,14.15 =679,13.14=1647, 12.13 =1847 10-12112255 5 WEBS 3.17 =- 2744, 3-15 92218, 5.15= -1075, 5- 149497, 6-14 =454, 7.14= -927, 7 -12 =625, 9 -12- -492 1 1 a.tlo a s ov n•ue es, nc, c pr 6-3-13 9-8-0 3 - -1 6-3-13 3x4G 7 N ;: x 4 4 //..9i 1 axe 14 13 12 3x8 = 3x4 3x8 = 39 -0.0 8 -10.0 • tt3I-- 3t rumi 10:0 -8-0 0 .0 -b SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI96 TC 0.93 BC 0.92 W8 0.82 o L n I /dell Vett( � �Gr (LLB 11 2999 (L) -0, 2.14 438 Horz(TL) 0.08 10 n/a 1stL LLMinI/deft-240 TOP CHORD Sheathed. 80T CHORD Rigid ceiling directly applied or 6-0-13 ac bracing. WEBS 1 Now at midpt 5-15, 7-14 NOTES 1) ThIs truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 par lop chord dead load and 8.0 per bottom chord dead Ioad, 100 mi from hurricane ocasn(ine, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per U9C97 /ANSI95 Mond verb ®Is or 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 Op increase is 1.33 3) TThlls as has been designed fora 10,0 psf bottom chord live load nonconcurrenl vlth any other live Toads par Table No, 16 -8, 4) Provide mechanical connaclion (by others) of truss la bearing pleta capable of withstanding 213 Ib uplift at joint 17 and 134 Ib uplift at mint 10. 5) This truss has been designed with ANSI/IPI 1-1995 criteria, LOAD CASE(S) Standard PLATE& MII20 39 •1 6 -10 -5 P Weight: 153 Ib NO.526 P.9 2 -0-0 3x8 = GRIP 197/144 Scale = 1:89.9 APR.17.2002 9 :21AM Job Trues Q35848 A14 n • arson omponen . •• LOADING (ps TCLI. 36. TCDL 10,0 BOLL 0,0 BCDL 10.0 2 -0 -0 Truss 1 ype ROOF TRUSS a o al s, • - •an 2 -0 - 6. 0-5 6-10 -5 3x6 1/ apnolNa 2-0 -0 Plates Increase 1,15 Lumber Increase 1.15 Rep stress Incr yES Code UBC97 /ANSI9S e 13 -2-3 8 -3-13 5 -2 -12 10 -0-4 5=2 -12 4-9-8 6,00 FIT 17 18 15 3xS 4x5 19-8.0 9 -5 TD 0,78 BC 0.95 WB 0.86 9 -6-0 6-3 -13 5x5 6 Qty 1 s 25-9-13 32 -1 6-3 -13 Ply ov 14 13 12 3x8 = 3x4 = 3x8 = 29 -2 -0 9-8-0 3x4 DEFL in (loo) (den Vert(LL) -028 12-14 P998 Vert(TL) - 0.6112-14 X859 Herz(114 0.09 10 We 1 et bb LL Min Ildefl ' 240 DRIGC3SBYU 4/1Z - DC3 (ID) P o lane e n • 4 Ties, nc, 63-13 3x6 39-0-0 9-10-0 LuMp6g� TOP CHORD 2 X 4 SPFF 1650F 1.5E SOT CHORD 2 X 4 SPF 1650F 1.5E VVED5 2 X 4 SPF stud /Sld'Except" W72X4 SPF No,2 Merlon Qb Hera 10 174701/0-7-12 1680 case 4) Max Uplifll0=- 147(load case 5),17=- 200(load rase 5) EEokct a (Ib) - Firm Load Case Only TOR CHO 2 -17.- 077 18 -17 3 116,15- 6 1292 14-19.1292, 13- 14.1996 7-5.-2643, '996,10.12 =2599 2933,10.1141 WEBS 3 -16= 1424, 6.15■- 984, 5- 14 =96, 6-14 =790, 7- 14 =-23, 7 -12 =619, 9- 12a -484, 3-17' -2772 NOTEA 1) This truss has been chocked for unbalanced loading conditions. 2) Thls trues has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 of top chord deed load and 6.0 per bottom chord dead load, 1 mi from hurricane oceenline, on en occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 if With exposure B ASCE 7.83 per UBC97 /AN5195 If and verticals or cantilevers exist, they are exposed to wind, If parches exist, they are exposed to wind. The lumber DOL. increase le 1.33, and the plate grip increase is 1.33 3) This truss has bean designed fora 10.0 psf bottom chord live toad nonooncurrent with Any other live loads per Table No. 16-B, UBC -97. 4) Provide mechanical connection by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 10 and 200 Ib uplift et joint 17. 5) Tin truss has been designed with ANSI /TPI 1.1995 criteria. Logo cASE(s) Standard N0.526 P.10 p 39 -0-0 1.0- 6 -10 -5 2 -0.0 ago Scala 1:89.9 a PLATES M 1120 Weight; 181 Ib 99 cIN6 TOF CHORD Sheathed or 3.1 -15 oo purtlne, 801' CHORD Rigid ceiling directly applied or 6.0-0 oo bracing. WEBS 1 Row at rnldpt 5-16, 6 -14, 7 -14 GRIP 197/144 r 30b ,Q85946 LOADING 35.0 TCDL 10,0 BOLL 0,0 BCDL 10.0 APR.17.2002 9 :22AM TRI6s A1S Anderson Components - IF, Idaho Falls,113'83403, Dan -0 -• 6 -10,5 1 -• • 2-0-0 P CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 sPF 1 65or 1,5E WEBS 2 X 4 SPP Stud /Std 6 -10-5 TiussType ROOF TRUSS 1 1 ov 13 -2.3 9.6.0 25 -9 -13 6-3 -13 B 12 17 16 15 3x6 4x5 = 4x4 1/ 5-11-6 10-04 5-11.6 40 -14 19 - 6,0 8 -5.12 6-3-13 4 5x5 = 8 Qty Ply { 8 -3-13 29-2 -0 9 -8-0 3x4 NO.526 P.11 DR1068/BYU 4/12 DO D131 - P O OM 32- - 1 6 -3-13 e n us 3x6 14 13 12 3x8 = 3x4 3X6 = REACTIONS ((Ib/size) • 2'x114/0.5 - 8, 10=1944/0 - 54, 17=2695/0.7 - 12 Max Mora 2268(Ioad case 4) Max Upfift2 =- 181(load case 7),10 =-1626oad case , 17= -155 ad cane Max Grav2 =289(foad vase 6),1 1944(load case 1) ,17 =2595 0ase1) FORCES (Ib) - First Load Case Only BOT CHORD 2.17 5 5 16 1243 14.151246, 13-14=1671, -13 619711,10 -12 =940=-2906, 10 -11 =41 WEB5 3 -16 =1480, 5-16 =- 103, 5.14 =131, 6.14 =765, 7 -14922, 7 -12 =620, 9. 12=•485, 3 -17 =-2572 Noise )) This truss has bean checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 n abovo ground level, using 8.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane nceanlina on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft wins exposure B ASCE 7 -3 per UBC97 /ANS)65 I( end vGi1 cats or 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 3) This truss has been designed fora 10.0 psf bottom chord live bad nonconcurrent with any other live loads per Table No. 18-B, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 Ib uplift at joint 2, 152 Ib uplift at joint 10 and 165 Ib uplift at joint 17, 5) This truss has been designed with ANSl/TPI 1 -1995 criteria. LOAD cpse(s) Standard 39-0 -0 9.10 - 0 PLAT88 MII2O 39-0-0 6-10.5 Weight; 161 Ib BRACING TOP CHORD Sheathed or 3.2-4 oc puffins, BM CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. WEBS 1 Row at rnldpt 6-16, 5 -14, 7 -14 2.0 -0 age scale = 1:89.9 (1 )i:d SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress !nor YES Code UBC97 /ANSISS TC 0,75 SC 0.84 Ws 0.89 bEFL In oe I /dell Vert(I-L) - 0,2812.1 >999 Vcrt(TL) - 0,8012.14 >656 Hari (TL) 0.08 10 n/a 1st LC LI. Mid I /dcfl E 240 ' APR.17.2002 9 :22AM Job Trues Q25546 A15 anon omponen TCLL TCDL 10.0 BOLL 0,0 3CDL 10.0 2-0 2-P-0 O OS, 7 -11 -6 TrusBTypc ROOF TRUSS • ; 1 , • -5 1 -6 7 -11 -6 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1,15 Rep Stress Incr Yts Code UBC97 /ANSI95 an 17 4x4 I I 13-5- 5.95 8.00 Tir 13-8-11 5-9-5 16 15 3XB = 3x6 TC 0,96 BC 0.93 W5 0.90 19.6.0 5-9.5 9-6-0 5 -9.5 5X5 5 Qty rry URROAS/BYU 4/12170 (1L) P 1 1 9 OY 25-9-13 6-3 -13 29 -2 -0 9 -8-0 3x4 PRFL in ) I /dell Vert((LL) .0.2612 -14 >999 Ven(TL.) - 0.5912 -14 #630 Harz (Ti..) 0.06 10 n/a lot I.0 LL Mln I/daft a 240 a� na e n • uS ea, nR. 32 -1- 6-3-13 3x9 14 13 12 3x5 = 3x4 3x6 39-0-0 9.10'0 PLATSS M1120 Weight: 133 Ib NO.526 P.12 p 39.0 -0 ;1 -0- 6-10.5 2-0-0 .F4 rums BRACING TOP CHORD Sheathed. 13OT CHORD Rigid ceding directly applied or 6 -0-0 oc br9cing. Wass 1 Row at mldpt 7 -14 LUMBS TOP CHORD ORD 2 X 4 SPF No,2 *Except" T12X4 SPF 1550F1 .5E,T12X4 SPF 1650P1.5E BOT CHORD 2 X 4 SPF 1650F 1,5E WEBS 2 )(4 SPF Studl6td 'Except* W5 2 X 4 SPF No.2 REACTIONS (Ib /siac) 2= 353/ 0- 5-5,17e2465/0- 7- 12,10M652/0.5 -8 Max Hof: 2-68 Toad case 4) Max Uplfl2 load case 7), 17=- 145(load case 5) 10e- 146(Ioad case 5) Max Orav2 =504(load ease 6), 17= 2458Qoad case 1 y, 10= 1832(bad case 1) Eo1c9s O((o - First Load Case Only OT CHORD 2. 17=438 16- 11 3-4 ?--1006, 15-15E-535, 14-15 - 900, 13-14=1752, 12-13=1752, 10- 12N23� X10 ■- 21365,10 11e41 WEB6 3.17m -2333, 3 -15= 1748, 5-15 =.882, 5 -14 =333, 6.14 =559, 7 -14 =-926, 7.12 523, 9.12= -490 1) ) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 50 mph vdnds at 25 ft above ground level, using 6.0 psf top chord dead Toad and 8.0 psi bottom chord deed road, 100 mi from hunicane oceanlrne on an occupancy category I, condition I enclosed building, of dimensions 45 it by 2411 with exposure 9 ASCE 7.93 par IJ C97 /ANSI115 If end vest call or cantilevers exist, they are exposed to wind, it exist, they are exposed to wand. The lumber IDOL increase is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psi bottom chord live load noncnncumant with any other ilve Toads per Table No.16.9, UBC.97. 4) Provide mechanical connection (by others) of truss to bearing piste capable of withstanding 59 Ib uplift at Joint 2,146 Ib uplift at joint 17 and 146 Ib upliR et joint 10. 5) This truss has been designed with ANSI/ 7PI 1 -1995 criteria. LOAD cASEts) standard 197/144 Age Scale a 1:89.0 Truss A17 Truss - Type ROOF TRUSS Oty 1 Pty 1 pRIG 5/sYU 4/12 ptr(IL) P I Job '035946 APR.17.2002 9 :22AM Anderson Components - IF, Idaho Fells, II79340317an LOADING 35.0 TCPL 10.0 BOLL D.0 CPL 10,0 2-0 2-0-0 1 -6 7-8 -6 7 -8 -8 7-8-8 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 13-7 -3 5-10 -13 6.00 12 1 13 -7 -3 5 -10 -13 TC 0.97 BC 0.93 W8 0,87 19-6-0 5 -10-13 6 1 19.80 5 -10-13 o lion= 4301 SRI b Nov i e i n u s B, Inc. Wei Apr 17 09:13:06 2002 Page 1 5x5 25 -9 -13 32 -1- 1 6-3 -13 8-3.13 29-2 -0 9-8-0 i1F1 GrriAgim id= D @FL in Doc) I /dell Vert(�LL) -0.2B 12-14 >999 Vert(n) - 0,59 12 -14 .633 1stLC�LMinI /daf 1240 Na LUMBER TOP CHORD 2 X 4 SPF No.2'Except" 607 CHORD 2 X 4 SpF 1 5 5 Dg 7 5fi 1.6E, T1 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud /Std *Except W5 2 X 4 8PF No,2 REAGTIoNS (Ib /size) 2= 333/0 -54, 17=2473/0 -7- 12,10= 1847/0.5.8 Max Holz 2-68apoad case 4)) Max UpIIfl2= .67Qoad case 7 ,17 =- 148SIoad ogee 10=- 147({l�odd case 5) Max Grav2•485(losd case 6),17 =247.(load case ), 10' 1947(load ease 1) B oRcE8 1b) - PPlrst Load Casa Onl OT CHO RD 2- 17=547 16-17x-547 15 6 =-547, 14= 15=943 13 78212.13 = 17°82,118-9=4305, so- 12697,10 -11=41 1A/6136 3.17 ■ -2339, 3- 16=178, 5.15= -863, 5- 14=307, 6- 14593, 7 -14= -926, 7 -12 =823, 9 -12 =-489 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf fop chord dead toad and 8.0 ps( bottom chord dead load, 100 ml from hum=ane dceantine on an occupancy category I, condition I enclosed buiding, of dimenslona 45 R by 24 fi with exposure 6 ASCE 7-93 per UBC97 /ANS19S If end verticals or 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 ncrease is 1,33 3) This truss has bean designed for a 10.0 psf bottom chord live Toad nonconcurrenl with any other live loads per Table No. 16-6, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 Ib uplift at Joint 2,146 Ib uplift *joint 17 and 147 Ib upfilt at joint 10. 5) This truss has been designed with ANS I/TPI 1 -1995 cr'iteda. LOAD cAaE(a) Standard 39-0.0 1-0- 6.10 -5 NO.526 39-0 -0 9-10-0 P[ATPS M1120 Weight: 163 Ib 2-0 -0 RACING OP CHORD Sheathed. BOT CHORD RIgId ceiling dircolly applied or6.0O oc bracing• WEBS 1 Row at mldpl 6-14, 7 -14 197/144 P. 13 Scale P 1:89,9 • APR.17.2002 9 :22AM Q35946 (0.139 A18 • 7k., • „ 7 - PI erson emponen s , •a o PIa1e l;t,J 2.0 - 6- 0-5 2.0 -0 1D;0.1.11,Ed!e LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 6-10 -5 Tfl s Type y R1GOS /BYU 4112 DO (ID) P ROOF TRUSS 1 1 17 16 15 3x6 4x5 = 4x4 11 n 13-2-3 6-3 -13 5 -8 -8 1 10.0 -4 5.5 -6 4-3-14 6.00 Fir 18 -6-0 8 -5.12 19 -6-0 6-3-13 5x5 = 6 25 -9 -13 6-3-13 Ov 3x4 o • Vona 3 -1- 6.3.13 3X6 14 13 12 3x4 3X8 = 3x8 = 29-2 -0 9-6-0 1 Ii6AcTIoNs (Ib /ske) 2= 86/0.5.8, 10 =7960/0.5. 8,17E260710-7-12 ax Nom 2 =66 oad case 4) Max U lift2■ -1 (load case 7), 100- 153((toad case 17■ - 156 ad case 6) Max Gr v2 =275(Ioad case 6), 10=1960(load oase 1), 17 =2607 cad case 1) FORCES (Ib) - First Lead Caee Only TOP CHOR 1-2= 2-3=1010, 3-4 =.992, 4.5- -992 5-6= -1526 6.7 = -1026, 7-8= -2550 8-5=-2 10.11 =41 SOT CHORD 2 - 17= -894,18.17 = - 84,15 - =1305, 14- 15=1305, 13 -14 =2002, 12- 13=2002,1D- 12 WEBS 3. 18=1404, 5.16= -970, 5. 14.87, 6 - =796, 7.14 = 7.12= 619, 9.12.484, 3-17 =-2637 e n CG, nc. 39-0-0 9 -10-0 �� ING ( p s 0 =PACING 2 -0-0 cal D6FL In (loc) Ildcfl PLAT33 35.0 Plates Increase 1.15 TO 0,76 Vert (LL) -0.28 12-14 0999 MI120 TOOL 10.0 Lumber Increase 1.16 BC 0,95 Vey1M.) 0,D 12-14 5 BOLL 0.0 Rep stress Incr YES WB 0.88 Herz (7L) BODL 10.0 Coda UBC97 /ANSI95 1st I-0 LL Min I /dc11= 240 Weight: 161 Ib BRaCING TOP CHORD Sheathed or3 -1 -13 oe ydine- pOT CHORD Rigid ceiling directly ap had or 6.0.0 oc bracing. WEBS 1 Row St rnidpt -16, 5 -14, 7-14 NOTES 1) This truss has been chec for unbolanced loading conditions. p 2) This truss nd 8.0 psf b otto m chord for load, loads 0 m generated I m rricane 80 epanl winds on an occupancy b catego category I,cond ° pal top building, n of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 par UBC97 /ANS If end verticals or caintllevefs exist, they are exposed to wind. If porchea exist, they are exposed la wind. The lumber DOL increase is 1.33 and the plate grip Increase is 1.33 3) This truss has been designed fora 10.0 psi bottom chord live had nonconcurront with any other live toads per Tgble No. 16-8, UBC -97. 4) Provide mechanical connection (by others) of toss to boating plate capable of withstanding 197 ID uplift at Joint 2,1531b uplift at Joint 11) and 156 Ib uplift o joint 17. 5) This truss has been designed with ANSUtPI 1 -1995 oriteda. L,oAD OASES) Standard NO.526 P.14 1 -0 39-0-0 6-104 2 -0-0 1 GRIP / 144 age Seale ■ 119.9 Job Truss Truss Type 'Q35946 A2 ROOF TRUSS n eI5on omponcn s. a o a s, an APR.17.2002 9 :23AM -2 -0.0 ' 2 -12 10 -0 -0 2-0-0 4.2 -12 9,00 NT 1 5x6 Plate Offsets tX,Yf I8 :0.1 11 Ed ®C7 5.9-4 0-0-0 LOADING . SPACING 2-0-0 TCI.L 9.0 Plates Increase 1.15 TCOL 10.0 Lumber Increase 1.15 BOLL 0.0 Rep Stress Iner YES BCDL 10.0 Code USC97 /ANS195 5x5 = 16- 8 22. .7 8-4-9 4-2-12 5-9-4 5-4-9 3X8 5 6 -2 -13 City 2 4.201 13R1 s Nov 16 20 3x4 = 6 1 29 -0-0 17 16 16 14 13 3x6 II 5x10 = 1.5x4 II 3x6 = 3x4 pry 6-4.9 2 6.4-9 22-7 -7 29-0-0 33-8-12 39-0-0 TC 0.89 BC 0.98 WB 0.91 6 -2 -13 6.4.8 DEFT In (lac) 'Melt Vert -0.24 13 >999 Ve1(TL) •0,4113.16 >999 Harm) 0,12 9 n/a 1st L LL Min I/dell = 240 urdsaR TOP CHORD 2 X 4 SPF No.2 *Except" T2 2 x 4 sPF 1860F 1,5E DOT cHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud /Std "Except* W32X4EPPNo,2 REACTIOw,s (Ib /size) 2 =• 174 /OS- 8,17= 2790/0.6 -8, 9=2037/0.5.8 Max Harz 2 =-37 oad case 3 Max Uplitt2 11.468(load case 7),17■- 158(10nd case 5), 9 =- 158(loed was 5) Berri Firsl Load Caae Onl 0 P2 S 2 -17 = - 17 11 1 7 6 1 5 6=2727614- 5,6=4095 7 14=2727, 2 -13 309 =2929,8 -11 =2929 WEBS 3-17= -2691, 3 -16 =2740, 4- 16=1x1, 5-1 -1509, 6-19= 125, 5-13 =466, 5 -13= -169, 6-12 =.691, 7- 12=757, 8.12- -454, 8 -11 =99 NO.526 P. PRICISOS/6YIJ 4/1a Da - (Ili) P o. to el 11 • 1T_, • 1 : 1 e n Sx5 12 CS, TIC. 33.8.12 4-8 -12 4-5-12 Norm 1) This bum has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by a0 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 8,0 psf bottom chord dead Ioad,1D0 ml from hurricane oocantine on an occupancy category I, condition I enclosed binding, of dimene.lons 45 ft by 2411 with exposure BB ASCE 7-93 per U13C97 /ANSl95 Vend verriil ®Is or cantilever: exist, they are exposed to wind, If porches exist they are exposed to wind. The lumber DOI- Increase is 1.33, and the plate grip increase Is 1.33 4) This truss ha s b edrainage ed lb prevent 10,0 water chord live load nonconcurrent with any other live loads per Table No. 159, UGC - 97, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 Ib uplift at joint 2, 158 Ib uplift at joint 17 and 168 Ib uplift at joint 9. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD carets) Standard pt,ATFs MII20 11 3x8 - 1.5x4 I Weight; 162 Ib 38.0 -0 5-3-4 5-3-4 DRIP 197/144 BRACING TOP CHORD Sheathed. BOT CHORD Rigid calling directly applied or 10 -0-0 cc bracing, Except: 5-3.15 ac bracing: 2.17 5 -2.5 cc bracing: 16.17, WEBS 1 Row at midpt 5-16, 6-12 age .0.� 2-0-0 Scale F 1:74.9 N a late O sell Y : 9:0:1 -11 I:d: a LOADING TILL TGDL BCLL BCDL pap 5,0 1Q,0 0.0 10.0 SPAGNG 2 -0 -0 Plates Increase 1.15 Lumbar Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 c61 TO BC WS 0.97 0.96 0.98 a in (lac) 1/del WWAO.L) -0.19 14 )999 Vert TL -0.38 lg -14 x999 Horz 11.) 0.13 9 n/e 1s1 Lo LL Mln t /dell = 240 FLkT�B MII20 Wcight:166 Ib 6RIp 197/144 I Job Q35946 APR.17.2002 9:23AM I Rise A3 truss Typo ROOF TRUSS on omponen 2 -12 4-2 -12 o a s, • :k ' �, • an F -2-0-01 4.2 -12 8-1-6 1 12 -0-0 19-6-0 2-0-0 42 -12 3 -10 -10 3.10 -10 2 -0 -0 7-9-4 5x5 3X8 = 9-6 -0 7-8-0 3x8 = Qty 2 21-0-0 7.6-0 7 -8-0 27 -0 -0 7 -6 -0 NO.526 Ply DKIOSas/sYU 4112 U (ID) Is 1 1 5X5 = 7 143 12 3x8 - 3x6- 1.5x4 11 32.8-12 5-8-12 32 -3.12 5-8 -12 LIMPER. TOP CHORD 2 X 4 SPF No.2'Except" DOT CHORD 2X4SPFNo.2 0Fa.0E,T32X4 SPF 165aF15E WEBS 2 X 4 SPF Stud /Std RAAcTIONta Ib /size) 2=21/0.5- 8,16= 2572/0.6 -8, 9 =2059/0 -54 Max Ham 2 = -44Qoad case 3) Max UplIft2= .287(loed case 7),15 =-154 oad ease , 9 ■•159 load case 5) Max Grev2 ■1Q2(Icad case 6),16=2572(load case 1), 9=2059(Ioed case 1) ponces b - Fist Load Casa OnlY TOP CHORD 1 -2 =41, 23=855 3-4 =843, 4 S 1905, 5.6 -1723 6 -7 =2350 7.6x.2634 8-9s -3270 9 -10 HOT CHORD 2.16 ■ - 754,15.16 =1210,14 - 15.2583, 13-14 =2583,12 -13. 2583,11 -12= 895, 9.11 =2895 WEBS 3 -16 =384, 4- 16=- 2853, 4-15 420, 5-15 =332, 8-15=- 1104, 6.141147, 6 -12= -281, 7.12 =582, 8-12 3-601, 8.11 3119 NClies 1) This truss has been checked for unbalanced loading conditions. 2) This Truss has been designed for the wind loads generated by 80 mph winds at 25 R above ground level, using 8.0 psf lop chord dead load and 8.0 psf bottom chord dead Toad, 100 mi from hurricane =confine, n an occupancy category I, condition I enclosed building, of dimensions 4511 by 24 0 with exposure B ASCE 7-93 per U8097 /ANSI96 If end verticals or cantilevers exist, they are exposed to wind, If porches exist, they are exposed to wind, The lumber Dal Increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding, 4) u his has been designed for a 10,0 par bottom chord live load nonconcurrcnt with any other live loads par Table No. 16-B, 5) Provide mechanical connection by others) of truss to bearing plate Capable of wlihstanding 257 Ib uplift at joint 2, 164 Ib uplift at joint 16 and 159 1h uplift at joint 9. 6) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD cASE(a) standard 11 1.5x4 11 39-0 -0 6-3-4 2 -0-0 Scale = 1:74.9 39-0 -0 6.3.4 P.16 0 BRACING Top CHORD sheathed. OT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 6-6-0 oc breein9: 2 -16, WEBS 1 Row at mldpl 4.16, 6-15, 8-12 (235948 LOADING Q TCp, 10,0 BOLL 0.0 BCDL 10.0 REAc7(oNs APR.17.2002 9 :23AM 3x6 = 4 -2 -12 1 4-2-12 16 3x8 -. LUMBER R TOP CHORD 2 X 4 SPF 1650F US *Except* T22X4 SPF No.2 80T CHORD 2 X 4 SPF 1660F 1.5E *Except* 82 2 X 4 SPF No.2 WEBS 2 X 4 SPF Studlatd Anderson Compononte - 1F, Florio Falls, (D 83408, Pan F 2 -0.0 42712 9-1 -8 1 14-0-0 2-0-0 42 -12 4 -10-10 4-10-10 14-0-0 9-9-4 aPAcING 2-0-0 Plates Increase 1,15 Lumber Increase 1.15 Rep Stress Incr YES Code U13C97 /ANSI95 1 5X5 = 5 19 3xB TC 0.97 BC 0.68 WB 0.98 19-6 -0 5 -6-0 3x8 = 6 •i• ,rl 25-0 -0 5-6-0 ov 19 -6.0 1 25 -0.0 5-6-0 5-6.0 5x5 7 3x8 0 na 31-8-12 6-8-12 . 6 -8-12 DEFL In (loc) b /Bell Ver 0,601518 693 1st LC LL Min /defl a 240 n/a 31-8-12 (b /site) 2= 15810.5. 8,16 =241g /0.5.9, g= 2075/0 -s-8 Max Hong 2R-50 (load case 3 Max Uplift2s -13 (load case 7), 16=- 151((load case 5), 8' -159 oad case 5) Max arava-241(load case 8),18=2419(load case 1), 9=2878(Io0d case 1) FORCES (Ib) - First Load Case only TOp CHORD 1 -2841 2.3566 3.4-557, 4- 5= -2005, 5 -1811 6 - 2186 7- 8-2434 8.9e -3208 9 -10=41 WE S 3. 15=.. 4-1 2716, 4-16e436, 15431, 6 1 724, 5- 14-107, 6- •-9 7-12 =547,, 8 -12e -743, 6- 1110139 us es, 110. 143 12 11 3x6 = 1.8x4 11 1.5x4 11 PLATES MIIZ0 NOTES 1) This truss has peen checked for unbalance loading conditions. 2) his truss has been designed for the wind loads generated by 80 mph winds at 25 fl above ground level, using 8,0 psf top chord dead load arid 8.0 psf bottom ohord dead load, 100 ml from hurricane ocesnilne on an occupancy category I, condition I enclosed building, of dimension- 45 ft by 24 ft With exposure l3 ASCE 7-93 per 06097/ANSI95 If end verticals or cantilevers exist, they are exposed to Wind. if porches exist, they are exposed lo Wind. The lumber COL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Mlle tru has been designed for a 10.0 psf bottom ohord live bad nonconcurrent with any other live Toads per Table No. 10 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 lb uplift at joint 2, 151 Ib upllfl et joint 16 and 159 Ib uplift at joint 9. 6 ) This fruss has been designed with ANSI/TP! 1 -1895 criteria. LOAD CASE(S) Standard 0.526 -P.17 39-0 -0 (41 -01 7 -3-4 2-0-0 Scala =1;78.1 39.0.0 7 - 3.4 Weight; 169 Ib 1971144 BRACING TOP CHORD Sheathed. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, Except; 6-0.0 oc bracing: 2.18, WEBS 1 Row p1 midpt 6-15, 6.12 2 Rowe 8t 1/3 pte 4-16 APR. 17. 20E2 9 :24AM Job Truss Truss Type 035946 AS ROOF TRUSS n slson mpan9 a a s a , an 2 -0-0 42 -12 4-2112 10-1 -8 4212 5 -10-10 a e neeta 12 A- 1.1rhd e LOADING (psn TOLL 5,0 TCDL 10.0 BOLL, 0.0 BODL 10,0 5-10-10 5 -10 -10 6.00 FIT 18-0 -0 5 -10 -10 5X5 = 23-0-0 7-0-0 4,201 3 -6-0 3-6-0 3x4 = 5x5 = 8 . 8 LUMBER TOR CHORD 2 X 4 S'F No.2 9QT CHORD 2 X 4 SPI' ND,2 *Except" WEBS 2 X 4 8 'F Stud/Std ' E W72X4SPFNo2 REACTIONS (Ib /size) 266/0.546, 19.2522/0 -5 -8, 12'22065/0 -5.8 ax Holz 2=- 56(load case 3 Max Upil1l2P- 192(load case 7),19e -146 d case , 12= -160 (lcod case s) Max Grav2=185(toad case 6),19 =2622 oad case 1), 12= 2065(load case 1) FORcrs (lb)) • First Load Casa Only TOP CHORD 1-2=41, 2- 3G761, 3 -4 -1773, 4-5e -1773, S.6=- 1926, 6-7=- 1739, 7- 8 = -1959, 64=2167, 9-10e- 2967,10 -11 =2967, 1507 CHORD 2- 19p -67o 18-19E-870 , 17- 15'1586 16- 17=1929 15 .16=1929,1415=2452,12 -14 =290:3 WEBS 3- 19 =- 242 3.18 =2402, 5.16=-706, 5 5-17 ■189, 6.17 =455, 7 -17= -488, 7- 15'76, 8-1 = 596, 9 -16=- 724, 9. 14=472, 11- 14=-359 mores 1) This truss has been checked for unbalanced loading conditions, 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above Found level, using 8,0 psf top chord dead Toad and 6.0 psf bottom chord dead load, 100 ml from hutrkathe oceanlinc, on an occupancy category condition I enclosed buildlg, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UB097 /AN5Ieb If and vanicals or cantilevers exist, they are exposed to wind. If porches exist, they era exposed to wind. The lumbar DOL increase Is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) u Bic�T a has been designed Tor a 10.0 paf bottom chord Iive Toad nonconcurrent with any other live Toads per Table No, 16-5, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 Ib uplift at joint 2, 146 Ib uplift et joint 19 and 160 Ib uplift at joint 12. 5) This trues has been designed With ANSI/7P! 1 -1995 criteria. Long CASKS) Standard NO.526 P.18 Qty Ply DRI 8/BYLF4 /12 DQ (ID) F 2 1 ((optionap SR Nov 16 20i MlTekIndust -des, Inc. Wed Aprl 0 13:12 2002 Irage 1 2 -0 . 2 -12 0- -6 16-0.0 19-6-0 23-0 28 -1- 3 33-3- 1 39-0-0 5-1 -13 30-8-12 5 -1 -13 39.0'0 7 -8-12 8-3-4 5 -8-5 Weighs: 177 Ib osompa TOP CHORD Sheathed or 2-6-5 oc purl'rna, BOT CHORD Rigid calling directly applied or 6.0-0 oc bracing. WEBS 1 Row at mldpt 7 -17, 7-16 1 -0 2.0-0 19 7/144 Scale G 1;82.8 sPAaING 2-0 -0 Plates Increase 1.15 Lumber Increase 1,15 Rep estr U C97 /ANSI96 cal TC 0,79 BC 0.75 WB 0.88 P FL in (bc ) wen Vert(LL) -0.17 15 0999 Vart(TL) - 0.3714 -15 x999 1st L ) O LL MIn 0.09 1 en =240 Ws Job g35946 A6 n Bison orriponer8340371 LoADIN6 s TOLL 5,� TCDL 10.0 BOLL 0.0 BCDL 10.0 APR.17.2002 9 :24AM TrUUSs truss Type ROOF TRUSS 4.201 2 1 o iiona SRI B Ntir industries, Inc. Watt Apr 17 08:13;13 2002 page 1 2.0 -► 4- - 2 2-0-0 4.2 -12 73PACIN® 2-0-0 Plates Increase 1,15 Lumber Increase 1.15 Rep Stress Incr YEs Code , UBC97 /ANSI96 11- -6 18-0 -0 6 -10-10 14 -2 -12 11.1 -8 42 -12 6-10-10 8-10-10 18 17 18 1514 4x4 II 3x8 = 3X8 4 3x4 ^ 3x8 18,0-0 ;10-0 6 -10 -10 3-0-0 TC 0.73 BC 0.87 WB 0.58 21-0-0 20-9- 3 3-0.0 5 -9 -13 Ply 5-9 -13 29 -8 -� 8 -8.12 NO.526 P.19 DR1GC3s/BYU 4/12136 SOP - 32 -7 -11 39-0-0 1.0- 2-0.0 13 3x4 p L In (lac) ef Vert0 (7f)) .0.4513 -1 I/ '550 1st LC L4 Mn 1 dell = � 39-0-0 9-3-4 6-4-5 • a • '[-.-,rIr�111 : ; I'I MIII20 LUMBaa TOP CHORD 2 X 4 SPF 1650F 1.515 "Except* T32X4SPFNo.2 BOT OHORD 2 X 4 SPF No.2 *Except 822X4 SPF 1650F1,55 WEBS 2 X 4 SPF Stud/Std *Except W72X4 SPF No.2 fteACT1oNs (lb/size) 2e 165 /0.5 -8, 18 ■2411/0.6.6, 11= 2076/0 -5-9 Max Horz 2e62(load case 4)) Max U p lift2= .97(load case 7 , 18 •- 140(load case 11- -160 pad case 5) Mari ®rv2 ■ a271(load ease 6j, 18- - 24110osd one 1 ,11e-2076(laed case 1) FoRoas (Ib) - First Load Case Only TOP CHORD 1 -2e41, 2 551 3-4F -1928, 4. 5•.1626, 5 - 1873, 6 -7e -1763, 7 -8 .e- 1954, 8-9e -2874, 9 -10= -2574, 10-11e -3243, 11 -12 =41 BOT CHORD 2.18e -485 17.18s.485 16.17=1722 15- 16=1683,14 -15= 1683,13.14= 2336,11 -13 =2871 Wees 3 - 18 - 2302, 3- 17e2313, 5-17e -651, 5.18e -53, 6.16 =130, 6 -14 =263, 7.14 =462, 8- 14 ■.833, 8- 130547, 10-13- -435 NOTEa 1) This truss has been checked for unbalanced loading conditions, 2) This truss has been designed for the Wind loads generated by 80 mph winds at 26 ft shove ground level, using 8.0 psf top chord dead Iced and 8.0 psi bottom chord dead load, 100 ml from hurricane oceanline on an occupancy category I, condition I enclosed building, of dimensions 45 8 by 24 A with exposure B ASCE 7-63 per UBC97 /ANSl95 If end verticals or cantilevers exist, they am exposed to wind. if porches ax they are exposed to wind. The IUmber DOL increase is 1.33, and the plate grlp increase is 1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has bean designed for a 10.0 psf bottom chord Ilve load nonooncurrent with any other Ilve loads per Table No. 16-19, UM-97, 5) Provide mechanical connection (by others) of huge to bearing plate capable of withstanding 97 Ib uplift at joint 2,140 Ib upfit at johlt 18 and 160113 uplift at joint 11. 8) Thla trurc has been designed with ANS inpi 1-1995 criteria. LOAD cASS(;) Standard Weight 177 Ib ERACINo TOP CHORD Sheathed or 3-2 -10 oc purline. BOT CHORD Rigid ceiling directly applied or 6-D -0 oc bracing. WEBS 1 Row at mldpt 5-16, 6 -15, 6.14, 8 -14 rzr 197/144 spats 1101.3 dab Q 5946 APR.17.2002 9 :24AM Anderson Components - IF; Idaho I aII , tb 133403, Pan e •' -a LOADING (peg TC CDL T 10.0 13c1-1., 0.0 BCDL 10.0 R6ACT1oNs Irua A7 Truss Type ROOF TRUSS r2 -0.0 6 -10 -5 13 -2 -3 19.8.0 25 -9 -13 32 1 -11 39-0.0 41-0. 2-0-0 8.10 -5 83.13 6-3 -13 6 -3-13 8.3-13 6.10 -5 2.0-0 17 16 15 3x6 = 3x4 4x5 SPACING 2 - 0.0 Plates Increase 1.15 Lumber Increase 1,15 Rep stress liter YES Code UEI 97 /ANSI95 40-0 f 10-0 -4 4-0-0 6-0 -4 8,00 Fr 19.0 - 0 9.5 -12 com TTC 0,80 BC 0.97 W5 0.67 ■ 111 V TT -, , ,,• 5x5 = s 14 13 12 3x8 = 3x4 = 3x5 t 21y 64 Ply 1 v 29 -2 -0 9.8-0 3x4 D FL in c I/de11 er1(1.I. .0.281 -1 '999 Vert(T1-) - 0.6312.14 >655 Horn(TL) 0.11 10 n/a 1s1 LC LI-Min 1 /date= 240 N0.526 P.20 ORIOosa:WO 4/12 PP (IP) P o- tonal e n • u nea, ne. 3x6 LUMMBR TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF stud /Std *t;xeept* W7 2 X 4 SPF No,2 (lb /size) 10u2065/0 -5 -8, 17 =2593/0 -6.8 Max Harz 17= 86(Ioad case 4) Max UpIifl10r..155(load case 5), 17w-192(10W case 5) PoReEa Qb) - First Load Case Only SO CHO RD 2- 17 -1050, 1e 17 s 5,19 1§ 4 = 710,114.15.171013-14=2207, 1213'2207,10 -12 28 10 -3166, 10 -11 =41 WEBS 3 -16 =567, 5 -16 =-523, 5- 14 * -2011, 6- 141003,.7 -14 =- 921, 7 -12 - 615, 9.12 =- 480, 3-17= -3155 39 -0-0 9 -10-0 - �11'IH ' ' fM3-f•D NOTE6 1 This Bliss has been checked for unbalanced loading conditions. 2 This truss has been designed For the Wind loads generated by BO mph winds al 25 It above ground level, using 5,0 per top chord dead load and 8,0 per bottom chord dead load, 100 mi from hurricane oceanlme en an occupancy category I, condition I enclaeed building, of dimensions 45 fl by 24 fl with exposure 13 ASCE 7..93 per UBC87 /AN8I If end verticals or canlllevere exist, they ere exposed to Wind, It porches exist, they are exposed to wind. The lumber POL increase is 1.33 and the plate grip increase le 1.33 3) Bis 'runs has bash designed fora 10.0 psf bottom chord live load nonaancurrent w ith any otter live loads par Table No, 16-B, 4) Provide mechanieel connerHon (by others) of tress to bearing plate capable of withstanding 155 Ib Uplift at joint 10 and 192 Ib uplift at ,Lorne 17. 6) This truss he bean designed with ANS 1 -1996 criteria. LOAD cAsE(9) Standard M1120 Weight: 162 Ib i age Scale = 1;89.9 GRIP 187/144 BRACING TOP CHORP Sheathed or2 -11 -8 oc puffins. 60T CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing, Except; 6-0-0 oe bracing: 2 -17. WEBS 1 Rowel mldpt 5 -14, 7.14, 3-17 Job 435946 LOADING }� TOLL 5, TCDL 10,0 BOLL 0.0 BCDL 10.0 APR.17.2002 9:24AM Truss A73 Anderson Components - IF, Idaho ('ens, 0'83403, Dafl 2 -0- 2.0 -0 Lumen TOP CHORD 2 X 4 SPF No.2 BOT CHORE) 2 X4 SPF Nc,2 O 2 X 4 SPF Stud /Sid Truss Type ROOF TRUSS 19 -6 -0 19-6.0 6.00 riY tit T - 5x5 13 39-0-0 39 -0-0 3 NO.526 P.21 y Pty DRIGG3 /6YU 4 /13 03 (ID) P 1 oV o • icna e n u 5 es, O. e 39.0.0 19 -6-0 46 45 44 43 42 4040 39 38 37 36 35 34 33 321 30 29 28 27 26 3x6 = 3x5 = 3x6 = 3x6 SPACING 2 -0.0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC97 /ANSI95 TC 0.64 13C 0.33 WB 0,23 (Matrix) DBFL In ((toe Ildefl Vert -0.02 26-2 '999 Von( 0,06 1-2 °382 Flare ) 0.01 24 n/a 1st LO LL Mini/deft C 240 BRAOIND TOP CHORD Sheathed orb -0.0 oc purling. 90T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpl 13- 36,1237, 14 -35 REACTIONS (113/eize) 2 ■421/35 -0-0 40.10/35 -0 -0 36=187/35 -0-0 37= 218/35 -Q.0 38-222/35.0.0 39=217/35 -0.0 41 =211/36 -0.0 42-221/36.0.0 43= 222135.0.0, 44= 211/35.0 -b, 45= 267/35 -d-0 46=28/35-°-0, 35= 218/36.0.0, 34= 222/35.0.0, 33 =217/35-0.0, 31 =198/35.0 -b, 30 =254/35.0 -b, 29= 89/354.0, 28= 497/35.0.0, 32=17/35-0-0, 24 =521/0 -5.8 Max Horst ■68((lood case 4 Max Uplift2 = -6 (Ioad case 4011-1 (load case 3), 37=-16 (load ease 4), 38 = -27 oad cage 5), 39=- 23(load case 4) , 41 •- 23(load case 5), 42 =- 24(load case 4), case , 44 =- 21=9 c 0° s � , 46- 40oed ease 4), 35=- 14posd case 3), 34= -27QDad case5), 33=- 23(load case 3), 31 22doed cage 5), 31:131-25 ra -25 oad case 3), 29=- 19(Ioad case 3) 28 = - 38(load se 3 ) , 32 = -2(load case 3 24c- 57(1e9d case 5) Max Orav2=421 ( toad case 1) 40=20(load case 2), 38■187(load case 1), 37 =225(Ioad case 8), 38=222(bad case 1), 391321700W ease 6), case 1) 42= 221(Ioad case 6), 43 =222 bad case , 44=211(1020 case 1 , 46=267(load case 6) 46 oad case , 35r-225(102d rase 7), 34a222(Ioad ease 1), 33 =217(lo3d case 7), 31= 19S(Ioad ease 1) 30 caw 7), a9=890oad case 1), 28■498(1oad case 7), 32 =25(load rase 2), 24 =521(losd cnoe 1) FORCaa A131 - First Load Case Only TOP CHORD 1 -2G81, 23= -99 3.4 85, 43 = -81, 54= -79, 6- 7 =-80, 7 9 -7 8.9 -80 9.10= -BO 10- 11 84-80, 11.12= -80, 12- 13;.79, 13-14.--79„14-15=-60, 15.16 = -80,16.17 ■ -80, 17- 1881,18 23- 24 = -12$ 24-25=82 80T 4 T CHORD 2.45=35 9 - 48.35 44 45=35, 43-44=35,42-43=35,4142=35, . 40 , 41=35,38 - 40=35, , 38 -39o35 3738=35 36.37=35, 35.36=3 3435=3 33.3435, 3243 =3 31- 32 =3, 30.31°3, 29 30 =, 28- 29 =35, 27.28=3, 26-27=35, 24.26 =35 WEBS 13- =- 147,12 =- 17a, -38■- 181,10 -.49= -180, 9.41 -' -180 8-423 -180 6- 43=.181, 5-44= -176, 4- 46= -198, 3- 46= -89, 14 -35- -178, 15 -34=- 181,16 -33 =- 180,17 -31= -178, 1830 - -190, 20- 29 = -1 21 -28 =306, 22.27 =81, 23.26. -65 NOS 1) MIS truss has been checked for unbalanced loading conditiena, 2 This truss has been designed for the Wind Toads generated by 80 mph winds at 25 if above ground lever, using 8,0 psi top chord dead toed and 8,0 psf bottom chord dead load, 100 mi from hurricane oceanllne on en occupancy category 1, condition 1 enclosed building, of dimensions 45 R by 24 it with exposure B ASCE 7.93 per U8C97 /ANS195 If end Verticals or cantilevers exist, they era exposed to wind. If porches exist, they are exposed to wind. The lummbar DOL Increase is 1,33, and the plate grip Increase is 1.33 3) Q b Ens oe Wind loads In the plane of the trues only. For studs exposed to wind (normal to the race), sec MiTek "8tandard 4) All plates are 1,5x4 MI120 unless otherwise indicated, 5) Gable studs spaced at 2-0 -0 oc. 6) u hiss truss e B s has bean dsigned for a 10.0 psf bottom chord live load nonconourrent with any other live Toads per Table No, 7) Provide mechanical connection (by others) of truss to bearing plate eaPebie of withstanding 63 Ib uplift at joint 2,1 Ib uplift at joint 40 16 lb uplift at joint 37 27 Ib uplift a joint 3s, 23 Ib uplift at joint 39 23 lb uplift at joint 41, 24 lb upl,fl at joint 42 24 lb uplift at joint 43 21 Ib upIIR anoint 44 34 Ib uplift et joint 45,14 Ib uplift at joint 35, 27 Ib uplift at Joint 34 23 lb uplift at joint 33, 22 Ib uplift at joint 31, 25 Ib uplift at joint 30, 19 Ib uplift at joint 29 38 Ib uplift ai ' int 28, 2 Ib uplift at joint 32 and 57 Ib uplift at joint 24. 8) Thls trues has been designed with ANSI/IPI 1.1995 criteria, Loco CASE(s) Standard 4I I 1 200 197/144 Weight: 204 Ib ape 1 -0. 2-0-0 Scale m 1:82,8 Job Trues Truss Type Qty Ply DRAGS/WU 41T2 DO (ID) P c135946 A8 ROOF TRUSS 1 1 o • tiona LOADING L TOM_ BCLL BCpL APR.17.2002 9 :25AM bVn �Iri wgelq{F •. rr rya ra 1� augvo, 36.0 10,0 0.0 10.0 8 -3- 2.0-0 Prate U -els Y : 10'0 -1 -U 0 -0- 4 6.3-14 17 3x6 II 2 -0.5 6.7.1 6.00 ITT 3x6 4x8 4 6 1615 3x6 = 3x8 = 6 -3 -14 12-10-15 6-3 -14 SPACING 2.0.0 Plates Increase 1 -15 Lumbar Increase 1,16 Rep Stress lnor YES Code UBC97 /AN6195 TC 0,83 EC 0.94 WB 0,80 9 -6 -0 B -7 -1 19.6 -0 8-7.1 5x6 B 25 -9 -13 6-313 29.2 -0 9-8-0 3x4 32.1 1 61-3-13 3X6 14 13 12 3x8 - 3x4 3x6 = 39.0 -0 9 -10 -0 DEAL in (roc) Vcrt(LL) -0,23 12,1 1•999 Vert(it) - 0.6012 -14 >648 Harz(TL) 0,08 10 n/a 1st LC LI Min I/defl P. 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* T22X4 SPF No.2 BOT CHORD 2 X 4 SPF 1850F 1,5E WEBS 2 X 4 SPF eludl8td *Except" W6 2 X 4 SPF No,2 REACTIONS (IblsIze) 17= 2770/0-7 -12, 10= 1887/0 -5.6 Max Horn 17= 88(Ioed case 4) Max Upli(t17 •- 203(load case 5),10x- 142(krad case 6) FoRcEe Ib )) -First Load Casa Only TOP CH D 1 -2 =40, 2-3 ■1162 3-4' -1150, 4-5 -1150, 5 -6= -1366, 6.7e -1366 7- 8= -2393, 8-9=- 2393, 9.10=.2784, 10.11 =41 150T CHORD 2. 17= 1 15 -18= -1055, 14-15.1029, 13-14=1860, 12.13 =1860,10 -12 =2468 WEBS 3 -17■ -2641, 3 -15 =2316, 5.15. -880, 514-272, 6- 14=641, 7 -14= -925, 7 -12= 622, 9-12 =.487 NOTES 1) This truss has boon checked for unbalanced loading conditions. 2) This trues has been designed for the wind loads generated by 80 mph winds at 26 ft above ground level, using 8,0 psf top chord dead load and 8,0 psf bottom chord dead Toad, 100 mi from hurricane oceanline on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per U5C97 /ANS195 If end verticals or 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 grlp increase is 1,33 3) This trues has be designed fora 19.0 psf bottom chord live load nonconourrent w ith any other live loads per Table No, 18-B, 4) Provide Mechanical connection (by others) of Irussto bearing plate capable of wIthstanding 205 Ib uplift at joint 17 And 142 Ib uplift at joint 10. 5) T truss has been designed with AN31ITP11 -1995 criteria. LOAD 0ASE(sl Standard M20 NO.526 P.22 39-0 -0 ; -0- 2-0-0 5 -10.5 Weight: 162 Ib RACING TOP CHORD Sheathed or 34-8 oe purlins, BOT CHORD Rigid ceiling directly app or 5 - 10 cc bracing. WEBS 1 Row at mldpl 197/144 Scala =1:88,9 APR.17.2002 9 :25AM REACTIONS 5-3 8.3 -14 13- 0- 5 2-0-0 4-53 3-10-11 5 -7 -1 6,00 Ili 3x8 5x5 4 8 1.5x4 2 / 3X8 = 18 3X8 = 8 -3. 4 8 -3.14 ae acs 1 -8 1 WADING SPACING 2-0.0 TOLL 35,6 Plates increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Inert YES SCDL 10,0 Cade UBC97 /ANS195 13- 0- 5 19 -6-0 5 - 7 - 1 3x4 17 16 3x6 = 3x8 cal TC '0J9 BC 0.91 WB 0.97 19 -6-0 25 -9 -13 32 -1- 39 -0.0 5.7 - 6-3 5-3-13 6.10.5 2.0.0 scale 0, 1 89.9 5-7-1 5x5 7 3X4 8 15 14 13 3x8 = 3X4 = 3X6 = 28- 1 -12 9 -5 -12 DEFL In loo Wan VaR L) - 0.2613 -15 x999 Vert(fL) - 0.5413 -15 '672 Horn(.) 0.05 11 eta 1s1 LO LL Mini/deft = 240 3x8 91 .5X4 10 BRACING TOP CHORD Sheathed. _ DOT CHORD R Rowal� Imdpt 6 11 5415 bracing, Lu of ToP C ORA 2 X 4 SPF No,2 BOT CHORD 2 X 4 SPF 1650F 1.55 WEBS 2 X 4 SPF Stud/Std *Except* W52X4 SPF No.2 (Ii/size) 18°2952/0.7 -12, 11'1705/0 -5-8 Max Harz 18 =880oad case 4) Max UpIift18=- 218(Ioad case 5),11'- 129(load case 5) FORCES (Ib) - First Load Cage Only TOP CHORD 1 -2'40 2 -3 =1017, 3 -4 =1426, 4- 5- -622, 5-5=-522 7.8 =- 986 8.9= -1979, 9 -10=- 1979,10.11' -2387, 11.12 =41 BOT CHORD 2- 1e=- 907,17 -18=- 1276,16.17; -1a76, IS-18=W, 13-14 =1506, 11- 13r-2115 WEBS 3.18 =-119, 4.18= -2815, 4- 18=2180, 6-16`- -1198, a -15 =635, 7-15=328, e-15= -931, 8- 13=613,10 -13 =499 Narss 1) Mistrust has been checked for unbalanced loading conditions. 2) This truss has been designed for tho w)nd loads generated by 80 mph winds at 25 It above ground level, using 8.0 psftop chord dead load and 5.0 paf bottom chord dead load, 100 mi tom hurricane oceantms on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7 -93 per U8C97 /ANS195 If and verticals or 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 increege ie 1.33 3) This trues has been designed for a 10.0 paf bottom chord live load nonconcurront with any other live Toads per Table No. 16-1 UBC-97, 4) Provide mechanical connection (by others) of truesto bcaring plate capable of wthstandfig 218 lb uplift at joint 18 and 129 lb uplift at joint 11. 5) This truss has been designed With ANSI TPI 1-1995 criteria, Lao cpsE(() Standard 39 i -0 10-0-4 PLATES MI120 Weight; 156113 -0- 3x8 GRIP 197!144 Job I ru s Truss Type Q35946 CR1 ROOF TRUSS Anderson Components • le, Warm Palls, I13 83403, Dan TOLL G S. TCDI- 10.0 BOLL 0.0 BCDL 10.0 APR.17.2002 9 :25AM -9 -15 2-9 -15 BPAcING 2-0-0 Platen Increase 1.15 Lumber Increase 1,15 Cod Simms 97 /AN$I95 1U e6R 0 CHORD 2 X 4 SPF 1550F 1.5B 190 CHORD 2 X 4 SPF No.2 WSI38 2 4 S 4 Sttu /Std "Except* No.2 REAGTioNs (lb/size) 5 .-1088/Mechanical, 29291/0 -7 -12 Max Hots 2 •213(load case 4) Max Upli45= .35(laad case 4), 2 ..- 106(ood case 3) FeacEe (Ib - First Load Case Only Tap CHORD 1 -7=75 2 -7 =76, 2-3=-1254, 3-4= -288, 4 -5= -525 BOT CHORD 2. 8-11 5.621129 WEBS 3 -8=81, 3.5 -1075 5- 0-1 S -10 -1 5 -10 -1 5-10 -1 T 0.95 BC 0.82 WI3 0.73 (Matrix) Qty 2 4.201 5R1 s Ply 1 Dv DR10CS/ElY 4112 DG (P) P o- Iona n , {15 es, nc. 114-0 5-4-15 1 13.0 5- 15 DEL in (lac) 1 /del PLATES sap Vert(LL) -0,04 5-5 499 M1120 197/144 Vertat 0.41 1 -2 394 1s LOLL Mn i Udell = 240 Na Weight 42 Ib RACING TOP CHORD Sheathed or 5.8.6 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10.0.0 ac brscing. NOT 1) This truss has been designed for the wind loads generated by 80 mph winds at 26 fl above ground level, using 8.0 par lop chord dead lead and 8,0 paf bottom chord dead load, 100 mi from hurricane oceanline on sn occupancy category I, condition I oneloaed building, of dimensions 4511 by 24 ft with exposure 0 ASCE 7 -93 per UBC97 /ANSI!)5 (fend Verticals or rantilavcrs exist, they are exposed to Adgd. If parches exist they arc exposed 10 wind. The lumber DOL. Increase is 1.33 and the plate grip increase Is 1,35 2) U is has been designed fora 10.0 per bottom chord live Toad nonaoncurrent with any other live loads per Table No. 1645, 4 1 7. Rorer to glyder(s for tnlss to truss connections. Provide mechanical connection (by others) of truss to bearing piste capable of withstanding 35 Ib uplift at joint 5 and 106 Ib uplift at 5) Ib joint 2, is truss has been designed with ANSI/7P' 1 -1995 criteria. LOAD cA$E(s) Standard 1) R um r =1.15, Plate Increaea21.15 Vert: 1-7=-90.0 Trapezoidal Losde (pI0 Vert: 7E-0.0-to-4 2= 1.540.53-56.3 NO.526 P.24 11, . , 1.5x4 11 4 age Scale = 1:30.4 APR.17.2002 9 :26AM Job Truss Q35945 CR2 n a rson amponep x , • 8 LoaDINS CP 0 TOLL 5.0 TODL 10.0 BCLL 0.0 BCDL 10.0 TOP CHORD BOT CHORD WEBS - 2.9.15 2-9-15 2 X 4 SPF 1850E 1.5E 2X4 SIT No.2 2 X 4 SPF stucl/3ld *Except* W12X4SPFNo.2 Truss Type ROOF TRUSS 5.101 5.10 -1 5.11.0 5-11 -0 'City 2 a Ply 1 ORNICIS/BVO o lie al e n• 4- es, n0• T Tp. • ,L ov 11-3.0 5-4-15 1 1 -5.0 54-0 REACTIONS (1 /size) 5-661 /Mechanical 2m4S5/0.7 -12, 8~530/0 -7 -12 Max Hory2=218(load case 4) Max UplRSe- 34(Ioad oasa 4 , 2c 10$013ad case 3), 6 ■.2(load Case 4) TOP TOP D First 52776, 2 3 3! -y - CHORD 7 147, 3.4= -280, 4-5=-520 SOT CHORD 2.6-96 5-6=96 WE s 3 -6= 735, 3.6 -27 NOTES 1) This truss has been designed for the wind loads venerated by 80 mph winds at 25 (I above ground level, using 8.0 psf top chord dead load and 8.0 psf bottom chord dead oad, 100 mi Rom hunfcane occanline on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure B ASE 7.93 per UBC97 /AN3I95 If end vedicals or canlllevere exist, the are ekposod to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plata grip Increase is 1.33 2) U Bitruss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live roads per Table No. 1643, 3) Rater lo ghder(s) for truss to truss cannootionc, 4) Provide mechanical connection (by othera) of truss to bearing plate capable of withstanding 34 Ib uplift at joint 5, 108 Ib uplift at Joint Z and 2 Ib uplift at joint 8. 5) This truss has been designed with ANSIITPI 1.1995 criteria. LOAD CA9 (9i Standard 1) Regular. Lumbar Increase =1.15, Plate Increase =1,15 Uniform Loads (pli) Vert: 1 - a -90.0 Trapezoidal Loads (elf) Von: 7=- 0.0-to -4= .253.2, 2'u-1.5-to-5-56.3 SPACING 2-0-0 Plates Increase 1.15 Lumber lnorease 1,16 Rep Stress (nor NO Code UBC97 /ANSI95 TC 0.95 BC 0,66 WO 0.19 (Matdx) DEKL In (loo) Vdefl Vert 0.05 2 X999 Vorl(fl.) 0,48 1 -2 >84 1st L.0 1.L Minli/datl = q0 Na Weight! 42 Ib NO.526 P.25 p 1,5x4 II 4 BRACING TOP CHORD OD Rigid Sheathed ng directly applied or 10 0-0 verticals. oc bracing GRIP 197/144 age Scala -1:30.4 APR.17.2002 9 :26AM 0 035846 MSS HF-M rues ype FINK Anderson Components .1F, fdahoFats, 113133403, Can Tate Onsets LOADING (11 TO 33 1033 BOLL 0.0 HCDL 10,0 unseat TOP CHORD 2 X 4 SPF No,2 OTHERS RD 2 X 4 SPF scud /a �� Q 11 -8 2 -0 -0 11-5 -8 X201 2 4x4 1,5x4 I I 1,5)4 II a 1,5x4 I I 1 22 -11-0 211 -110 11 -5-8 2-0-0 13.41 121.5x4 II 3x4 // \ 1.5x4 I I 83x4 \\ 1.5x4 11 1,5X4 5 N 1 4 I I x4 II 12 1,5x4 11 3 IUI 1I 28 25 24 23 22 21 20 19 18 17 18 3x4 // 1.5x4 II 1.5x4 II 5x5 = 1.5x4 11 3X4 \\ 1.5x4 I I 1.5x4 11 1.5x4 I I 1.524 11 1.5x4 I I 1.5x4 II 1.5x4 II 22.11.0 22-11-0 pLATER MI120 BRACING TOP CHORD Sheathed ore -0.0 oc purlins- BOT CHORD Rigid coiling directly applied or 10-0 -D oo bracing. WEBS 1 flow at midpt 8-21, 7-22, 8 -20 Nolcs 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads by 80 mph winds at 26 ft above ground level, using 8,0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi hurricane ocesnllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure 8 ASCE 7.93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind, If porches exist, they are exposed to wind. The lumber DOL inorease is 1.33, and the plate grip increase is 1.33 3) Truss designed for loads In Ih8 plane of the truss only. For studs exposed to WO (normal to the face), see MiTak "Standard Gable End Detail" 4 Gable requires continuous bottom chord bearing. Gable studs spaced at 2-0-0 cc, This tr�lss has been designed fora 10.0 psf bottom chord live load nonconcurrcnt with any other live loads per Table No, 113 UBC -97, 7) Provide mechanical connection (by others) of truss to tltl ering plate capable of withstanding 136 Ib uplift al joint 1, 23 Ib uplift al joint 20, 84 Ib uplift at joint 15,30 Ib uplift al joint 22,33 Ib u at joint 23, 26 Ib uplift et joint 24 27 Ib uplift at joint 25, 23 113 uplift et joint 26 31 lb upli ft at Joint 19, 2u Ib uplift at joint 18, 2 ' Ib uplift at joint 17 and 23 Ib uplift at joint 18, 8) This VIM has bean designed with ANSI/TPI 1 -1995 criteria LOAD CARE(s) Standard Weight: 142 Ib NO. 526_ P 26 o tional) 3R1 s Nov 15 20 - ex Industries, I Wed Apr 17 09:13:23 2002 Page 1 State 1:105,0 - P :a - 2 -f; ova SPACING 2-0-0 Plates Increase 1.15 Lumbar Increase 1.15 Rep Stress Incr YES Code US097 /ANSI95 To a•P7 BC 0.08 W8 0.24 (Matrix) DER in (oi) I/daft Vert(LL) nla - n/a Vert(TL) n/a - n/a Herz(TL) 0.01 16 his let 1_0 LL Min (/dell a 240 187/144 REACTI0148 (lb /size) 1-78/22 -11 40, 20= 214/22.11.0 15=79/22.11 -0, 21= 145 /22 -11.0, 22= 215/22 -11-0, 23= 222 /22 -11.0, 24= 215/22 -11.0, 26=225/22 -11-0, 26=195/22 -11.0, 1 223 /22.11 - 0,1 0,17226/22 -11- 0,16=188/22 -11-0 Max Hera 1=-333 (load case 3 Max U lift1=- 136 (ttoad Casa 3 , 20 =- 23(load case 3),18= -84 oad case 4 , 22 =3D load case 4 , 23 (load case 5), 245.26(Icad Casa 4), 26=.27(load case 5), 26=- 23(joad case 4 19 =-31 load case 5 18= -25 oad case 3 17m-270=W case 18= -23 load ease 3) P Max Grav1s267O1oad case 4),}20=222tS d ease 7),15 =215 load case 3,21 =182(load case 5j (Io case 6), 23= 222002d case 1). 24=219(load case 6), )) 25=22 bad case 1), 26=18955 oad case 88)),19= 223(Ioad ma 1), 18=21b8 o oad mes ) e 7 17 =22 osd case 1), 16.195 0 oad case 7) FORCES CH (0 � OR b D 1 2= - 7 e 2 - 3� 118 3 -4c -122, 4.5 =- 120, 5.6 =1 6.7= -122, 7 -8= 8- 9 = - 9 -10 -124, 10- 11=11,11 -12= -123, 80T CHORD 1-26=35, 2 -26 36, 24-25c35, 23.24•36, 22- 23 =35, 21- 22 =36, 20-21 =35,19.20 =37,18.19= 37,17. 18=37, 16- 17 =37, 15 -16 =37 WEBS 8.21= -106, 7- 22= -176, 6 -23=- 182, 4-20-179, 3 -26=-185, 2- 26 = -156, 9.20 = -174, 1D -19 182,12 -16=- 179,13.17= -185, 14 -16 = -155 APR.17.2002 9 :26RM Jab Oi594e TnuSS J1 n • ton ompanen Truss Type ROOF TRUSS 0 a s, r : -I , r:fl LOADING (p TOLL 35, TCDL 10,0 BOLL 0.0 BCDL 10.0 SpACIND 2 - Plates Increase 1.15 Lumber Increase 1,15 Rep Streea Inv YES Coda UBC97 /ANS195 -2-0 -0 2 -0 -0 TO 0,47 13C 0.04 WB 0.00 (Matrix) LuivisER BOT CHORD 2 X 4 SPF Na,2 REACTIONS (Ib /sixe) 3 - 22/Mechanicai, 22 400!0.8.8, 4=19/Mechanical Max Fora 2 =55(load case 5) Max Upiift3- -2 (Icad case ). 2 = -73 load case , 4 =-3 load ease 3) Max Orav3 3 0(foad case 4), 2=400(load caso 1), 4e35(Ioad case FORCES - First Load Case Only TOP CHORD 1.2 =51, 23= -90 130T CHORD 2-420 : 1 '1 V a Fry 1 av LRImt38 /isYU 402 Ot3TIA) P o • Ilona 1 -11 -11 1.11 -11 1 -11 -11 1 -11 DEFL in Cos) Ildetl VertLL) -0.00 2 ?99a Vcrt(TL) 0,10 1 -2 }249 1 tLCLL MinUdefl =240 Na s 95, nc. BRACING TOP CHORD Sheathed or 1 -11 -11 cc purlins, 1OT CHORD Rigid celling directly applied or 10-0-0 ac bracing. NDT83 1) - Mistime has been designed for the wind loads generated by 80 mph winds at 25 fl above ground level, using 8.0 par lop chant dead Toad and 8,0 pef bottom chord dead Ioad, 100 mi from hurricane oeaen�l'lr1e on an occupancy category I, condition I enclosed building, of dimensions 45 11 by 24 It with exposure 13 ASCE 7-93 per UEC97 /ANS195 If end verticals or cantilevers exist, They are exposed to Wind. If parches exist, they aro exposed to wind. The lumbar D01. increase is 1.33, and the plate grip inrreaee is 1.33 2) This trues hoe been designed fora 10.0 psf bottom chord live load nonoonourrent wIth any other live loads per Table No. 1643, 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) afros to bearing plate capable of withstanding 22 Ib uplift at joint 3, 73 Ib uplifl at joint 2 and 3 Ib uplift et joint 4. 5) Thislruss has been designed with ANSI /TPI 1 -1995 criteria. LOAD cAsEi6) Standard NO.526 P.27 MI120 s 197/144 Weight: 7 Ib 9a Scale N11:10.£1 APR.17.2002 9:27AM russ Q36945 J3 n • croon omponcn s- , - •' r 'L - LOADING (as0 TC 1 3 1 0 . ( 0 BOLL 0,0 BCpi., 10,0 2 • : ,q • T russ ype ROOF TRUSS SPACING 2-0-0 Plates Increase 1,15 Lumber Increase 1,15 ode t UBC971AN319s -2 -0 -0 2-0 -0 TC 0,56 BO 0.13 WS 0,00 (Matrix) sty Ply 6 1 5 0v 3-1j -11 3 -11.11 3.11 -11 bona p�P In floc Udell Vt,n�LL -0.01 2 x999 Vert iC1T�L 0,14 1 -2 ,204 Hz ) 3 n/a 1t er L LL Min I /dell' 240 fl 46 es, no. NOi136 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 R above ground level, using 8,0 psf top chord dead Toad and 8.0 psf bottom chord dead Ioad, 100 mi trom hurricane 0ceenline, on an occupancy category I, condition I enclaaed building, or dimensions 45 ft by 24 fl with exposure B ASCE 7 -93 per USC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOI. increase is 1.33 and the plate grip increase is 1,33 2) uB1Ct-97. s has been designed for a 10,0 psi bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, 3) Refer to gIrder(8) for truss to truss connections. 4) Provide mechanical connection (by others) of trust, lo bearing plate capable of withstanding 4 lb uplift at joint 3, 64 Ib uplift at joint 2 and 6 Ib uplift at joint 4. 5) This truss has been designed wlth ANSI/TPI 1 -1995 criteria, L oAD cASEts) Standard N0.526 P 28 ORIGGS/BYU 4(12 UG (IR) A T. • Weight: 12 Ib P LaMH6R pRAcpgo ToP CHORD 2 X 4 SPP No.2 TOP CHORD 9heathed or 3 -11 -11 00 puffins. SOT CHORD 2 X 4 SPF No,2 s0T CHORD Rigid ceiling directly applied or 10 -0 -0 cc bracing. REACTIONS (Ib/size) 3-91/Mech8nioal, 2= 468/0 -5 -6, 4 =36 /Mechanical Max Hora 2573(108d case 5) Max Upli *3e4(ioad case 3) , 2=-64 goad case 5), 4= -5 (load case 3) Max Grav3= 91(load easel), 2= 488(Ioad case 9, 4 case 2) FoRcas (III- Flrat Load Case Only TOP • CHORD 2 -4=2' 2-3c-108 0 GRIP 1971144 ago Scale 1:15.7 .- .c - I :r .t ■ 035948 APR.17.2002 9 :27AM ruts J5 Anderson t%omponents - Ir, Idaha Pails, IL) 83404, Pan F rues ype ROOF TRUSS -2 -0-0 2-0 -0 LOADING (psi) aPACIN6 2.0.0 Cal TOLL 35.0 Plates Increase 1.16 TC 0,56 TOOL 10,0 Lumber Increase 1.15 BC 0,83 BOLL 0.0 Rep Stress Incr YES WB 0.00 t3CDL 10.0 Code UBC970 (Matrix) LUMBER Sol CHORD 2 X 4 sPF Na 2 R ACTIONe ( N) 3 205 Me c heni 5 2 =554/0.5 -8, 4556/MeohanIcal Max Max Uplift3=- 18(laed case 3), 2. -59(load case 5), 4F-S(road case 3) Max Grav3 =205(load case 1), 2 =554(laad case 1), 42112(load case 2) FeRCE8 (Ib) - First Load Case Only TOP CM 1.2 =82, 2.373 BOT CHORD 2-4 =0 6 1 . .. * , T -u.r s a 5.11 - 11 5 -11.11 0 tie oJEFL in (WO 1 /dell Vert(I.L ) -0,05 2-4 P899 Vert(TL) -0.12 2-4 P570 let ra D�LL Min 1/dell P 2 40 n/a n OS, NOTRs 1) This truss has been designed for the v4nd loads generated by 80 mph winds et 25 It above ground level, uOng 8,0 psf top chord deed Toad and 8,0 psf bottom chord dead load, 100 mt from hurricane ooeanlino on an occupancy category 1, condition I enclosed building, of dimeneions 46 It by 24 ft with exposure 8 ASCE 7.83 per U13C97/AN8195 If end verticals or cantilevers exist, they are exposed to wind. If porches exlat, they are exposed to wind. The lumber DOL increase is 1.33, and the Plate griP Iheroase le 1.33 2) This truss has been designed for a 10.0 psf bottom chord ►Ive bad nonconcurrent with any other live loads per Table No, 16.6, UBC -B7, 3) Reforto glyder(s) for truss to truss connections. 4) Provide mechanics' comedian (by others) of truss to bearing plate capable of Withstanding 18 Ib uplift at joint 3, 59 Ib uplift at joint 2 and 8 Ib uplift at joint 4. 5) Thistruss has been designed with ANSI/TPI 1 -1995 criterie. LoAP cAsE(s) Standard no, PLATES M1120 Weight: 17 Ib BRACING TOP CHORD Sheathed or 5 -11 -11 oC purling. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oo bracing, 0.526 --P.29 r *1;144 e Scale= 120,4 o• ruse niss ype .. y - •- - : -• . .c . - 035946 .35A ROOF TRUSS 2 1 •tionai - __ n Br on component+ -1F, Ica o P a il s, Io ea40a 1- 041180 ( 0 TCLL 5,0 TCDL 10,0 BCLL 0,0 BCDL 10.0 APR.17.2002 9 :27AM -2.0 -0 2-0-0 SPACING 2 -0.0 Plates Increase 1.15 Limber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANS195 TC 0.56 BC 0.13 WS 0.04 (Matrix) i6Y1 ORI 519VM 111&W .lVII /tln IIIV4 111 , w ■ll r.rl .. v - .,r. 4-2-12 2 -12 5 -11 -11 5 -11 -11 5-11 -8 -15 DEFT. in (lac) I /detl Velt(LL) -0,01 2-6 >899 Vert 0,13 1 -2 >209 Harz) -0.00 4 n/a 1st LL Min I/defl R 240 Weight: 22 Ib PLATES M1120 NO.526 W BIER aRA01No TOP TO CHORD 2 X 4 SPF No.2 P CHORD Sheathed or 5 -11 -11 oc purlins, BOT HORD 2 X 4 $PP No.2 /std BoT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing. WEBS REACTIONS (Ib/size) 4•35/Mechanicsl, 2'484/0 -6., S= 45/Mechanical, 8249/0 4-8 Max Horz2;93 oad case 5) Max UpPft4F- 1S(losd caee3), 2m-61 (load case 4), 5= .2(load case 2) FORCES ((Ib ) • First Load Case Only TOP CHORD 1 -2;82, 2-3=-147, 341N-45 BOT CHORD 2-6F35 5 -836 WEBS 3-8=-16S, 9.511•62 NOTES 1) II gd a 8 . 0 has been b otto m ch l oad , 1 00 loads T om� nun aceanfne an occupancy ty ground ggory I, using nition I enclosechord dead of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /AN3195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOt- Increase is 1.33 and the plate grip Increaee is 1,33 2) This trues has been designed for a 10.0 psf bottom chord live load noncanourrent with any other live toads per Table Nn. 16-15, 3) Refer to girders) for truseto truss connections. 4) Provide mechanlcsl connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 4, 81 b up)lil ai joint 2 and 2 Ib uplift et joint 5, 5) This truss has been designed with ANsi/TPI 1 -1665 criteria. LOAD CA56ts) Standard tSRIP 167/144 F'. 30 Scale ■ 120.6 Job Q35945 APR.17.2002 9 :27AM Truss JB Truss Type MONO TRUSS Anderson components - IF, Ida 0 F8115, ID I134U3, Dan LOADING (pe TOLL 35. TCDL 10,0 BCLI. 0.0 SCDL . 10.0 -2 -0 -0 2 -0-0 aPACINC 2-0-0 Plates Increase 1,15 Lumber Increase 1.15 Rap Stress 'nor Yes Code UB097 /AN3I95 TC 0,53 BC 0,58 WB 0,15 4 -3-4 4-3-4 Qty 26 Ply 1 NIGGl3/4"') 4 /i2 DG (ID) I° NO.526 P.31 ' W Ali 1 8 -0-0 8-0 -0 OV 0 0-0.0 3-8-12 Veit -0.1 2-5 1 Vert ) -0.34 2.5 '267 1st LOLL Min I dell F 240 n/a bona • e 4s 4 ea, no. 1 MII2D� - ro? g CHORD 2 X 4 SPF No.2 00'1i' CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Slud /Std REACTIONS (lblslze) 2-628/0 -5 -B, 6 =419/0 -5.8 Max HHorz2d174(load case 4) Max Uplift2 =- 40(load cane 3), 5 ■.52(load case 4) Foams (IIb) • First 1 -cad Case Only TO C HORD z 2-41,2 - -355, 3-A = -0, 4- 5r--16B WEBS 3 -5 =355 wore 1) This truss has been designed for the wind loads generated by 80 mph wlrldx at 25 R above ground level, using 5.0 paf top chord dead load and 8.0 pat bottom chord dead load, 100 ml from hurricane oeeaniine on an occupancy category 1, condition I enclosed building, of dimensions 4511 by 24 ft ern exposure 6 ASCE 7.93 per UBC97 /ANSI If end verticals or cantllevers exist, they are exposed to wind. ',porches exist, they are exposed to wind, The lumber DOL increase is 1.33, and the plate grip increase is 1,33 2) This truss has been designed fora 10.0 per bottom chi/RI live Toad nonooncurrent with any other live loads per Table No, 1S -E, UBC -97, 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 Ib uplift at Joint 2 and 62 Ib uplift at Joint 5. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria, LoAO cAeFtal Standard Weight: 31 Ib BRACTNpe except BOT CHO R gid d recctly applied o 0-0 end verticals. 187/144 age Scala = 1:31.0 4 Date: March 12, 2002 Subject: Ashbury Place, Rexburg, Idaho Customer: Sainsbury Construction Design Intelligence, LLC Engineering Calculations Summary This analysis uses the Design Criteria required by the local jurisdiction and the 1997 UBC as the basis for the calculations. Materials: Dimensional Lumber - UBC Design Values Used Concrete: 2500 psi @ 28 days Reinforcing Steel - fy = 60,000 psi Assumptions: UBC 1997 — Foundations designed for Max Brg Pressure of 2000 psf Design Loads: Snow = 35 psf Seismic = Seismic Zone 3 Wind = 80 mph, Exposure C References: Uniform Building Code, 1997 Edition Customer Drawings TrusJoist MacMillian Design Guides Summary: All beam sizes and footing sizes are noted on the drawings. These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Designed By: Scott Spaulding, P.E. Checked By: Date: � Date: 4 Date: March 12, 2002 Subject: Ashbury Place, Rexburg, Idaho Customer: Sainsbury Construction Design Intelligence, LLC Engineering Calculations Summary This analysis uses the Design Criteria required by the local jurisdiction and the 1997 UBC as the basis for the calculations. Materials: Dimensional Lumber - UBC Design Values Used Concrete: 2500 psi @ 28 days Reinforcing Steel - fy = 60,000 psi Assumptions: UBC 1997 — Foundations designed for Max Brg Pressure of 2000 psf Design Loads: Snow = 35 psf Seismic = Seismic Zone 3 Wind = 80 mph, Exposure C References: Uniform Building Code, 1997 Edition Customer Drawings TrusJoist MacMillian Design Guides Summary: All beam sizes and footing sizes are noted on the drawings. These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Y Design Intelligence, LLC ASHBURY PLACE 3/12/02 135 East Main, Suite A SAINSBURY CONSTRUCTION Rexburg, Idaho 83440 Design Loads Snow Load: Wind Load Seismic Snow Loads Roof Pitch Roof Pitch Roof Pitch Roof Pitch Roof Pitch Roof Pitch Wind Loads Seismic Loads P= Ce *Cq *qs *Iw qs = Ph V= Zone 3 25.4 13.7 2.5 *Ca *I *W /R 0.164 5 psf 0 mph 6.4 psf psf psf = 0.36 1 = W 70 mph Ce Cq 12.6 Horizontal Vertical 1 Page 1 0.12 qs 80 mph 16.4 2A 0.7! Vertical 0.22 90 mph 20.8 9` Exposure C 3 Horizontal Ca - Zone 2B 0.28 3 0.36 4 0.44 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Type LVL GLB DF Beam 1 Span = Snow Live Load Dead Load Section Width = Section Depth = Total = fv = FV = Fb psi 2600 2400 1300 Roof Support Header Type Fb psi 2600 Tributary Area = Loads Live Load Moment = Dead Load Moment = Section Modulus Required Section Modulus Provided = Moment of Ineritia Provided = Deflection Live Load = Dead Load = Horizontal Shear 158 327.75 Fv psi 285 165 95 Fv psi psf 7.5 285 7656 3281 5 in. 75` in. 0.15 0.06 0.21 psi psi E psi 1900000 1500000 1900000 E psi 1900000 lb-ft 82.3 488.4 in. in. in. OK Allowable Use Point Load = Uniform Load = 50.48 in3 in3 in4 U360 L/240 3.5 91875 39375 0.33 0.5 X 0 612.5 262.5 lb-in lb-in in. in. Reaction = 11.875 lbs Ibs /ft Ibs /ft Ibs /ft OK OK OK 4375 LVL Ibs Page 1 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Type LVL GLB DF Beam 2 Span = Tributary Area = Snow Live Load Fb psi 2600 2400 1300 Dead Load 1' psf Flt psi 285 165 95 Section Modulus Required E psi 1900000 1500000 1900000 Roof Support Header E psi 65, 1500000 ft ft Loads Moment Live Load Moment = 4961 lb-ft Dead Load Moment = 2126 lb-ft Section Width = Section Depth = 125! in. 12! in. Total = 0.61 in. Section Modulus Provided = 75.0 Moment of Ineritia Provided = 450.0 Horizontal Shear Deflection Live Load = 0.43 in. Dead Load = 0.18 in. fv = 63 psi OK FV = 189.75 psi Allowable Use Point Load = Uniform Load = 35.44 i in3 in4 L/360 L/240 3.125 59535 25515 n3 0.60 0.9 Reaction = X 0 122.5 52.5 lb-in lb-in in. in. 12 Ibs Ibs /ft Ibs /ft Ibs /ft OK OK OK 1575 GLB Ibs Page 2 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Type Fb psi Fv psi E psi LVL GLB DF Beam 3 Type DF Span = Tributary Area = Loads Snow Live Load Dead Load Moment 2600 2400 1300 Live Load Moment = Dead Load Moment = Section Modulus Required Section Width = Section Depth = fv = 165 95 Fb psi Fv psi 1300 0 psf 1225 1050 285 1900000 Bearing Wall Window Headers Point Load = (includes 1 ' concrete) lb-ft lb-ft otal 0.01 in. L/240 1500000 1900000 E psi 1900000 Uniform Load = 21.00 i Section Modulus Provided = 63.3 in3 Moment of Ineritia Provided = 356.0 in4 Horizontal Shear Deflection Live Load = 0.01 in. L/360 Dead Load = 0.00 in. 101 psi OK FV = 109.25 psi Allowable Use 3 14700 12600 n3 0.13 0.2 X 0 612.5 525 lb-in lb-in in. in. Reaction = 11.25 Ibs Ibs /ft Ibs /ft Ibs /ft OK OK OK 2275 DF Ibs Page 3 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Type LVL GLB DF Beam 4 Type LVL Span = Dead Load Section Width = Section Depth = Fb psi 2600 2400 1300 Snow 0 psf Live Load 40 psf 30 psf Fv psi 285 165 95 Floor Joist Support Fb psi Fv psi E psi 2600 285 1900000 Loads Point Load = Tributary Area = 17.5 Moment Live Load Moment = 1400 lb-ft Dead Load Moment = 1050 lb-ft Section Modulus Required = 1.75 in. .75 in. E psi 1900000 1500000 1900000 Horizontal Shear Total = 0.01 in. Section Modulus Provided = 41.1 Moment of Ineritia Provided = 244.2 Deflection Live Load = 0.00 in. Dead Load = 0.01 in. fv = 177 psi OK FV = 285 psi Allowable Use (includes 1 ' concrete) Uniform Load = 11.31 in3 in3 in4 L/360 L/240 1.75 16800 12600 0.13 0.2 X 0 700 525 lb-in lb-in in. in. 11.875 Ibs Ibs /ft Ibs /ft lbs/ft OK OK OK Reaction = 2450 LVL Ibs Page 4 r Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Type LVL GLB DF Beam 5 Type LVL Span = Tributary Area = Loads Snow Live Load Dead Load Moment Live Load Moment = Dead Load Moment = Section Modulus Required Section Width = Section Depth = Deflection Live Load = Dead Load = Total = Horizontal Shear fv = FV = Fb psi 2600 2400 1300 Floor Joist Support Fv psi 285'. 208 285 Fv psi 285 165 95 ft 15 psf 12600 4725 psi Section Modulus Provided = Moment of Ineritia Provided = 0.02 0.13 0.15 psi E psi 1900000 1500000 1900000 E psi 1900000! lb-ft lb-ft 82.3 488.4 in. in. in. OK Allowable Use Point Load = Uniform Load = 79.96 i in3 in4 U360 L/240 3.5 151200 56700 n3 0.40 0.6 X 0 0 700 262.5 lb-in lb-in in. in. Reaction = 11.875 Ibs Ibs /ft Ibs /ft Ibs /ft OK OK OK 5775 LVL Ibs Page 5 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Type LVL GLB DF Beam 6 Type STEEL Span = Snow Live Load Dead Load Moment Section Width = Total = fv = FV = Fb psi 2600 2400 1300 Tributary Area = Loads Live Load Moment = Dead Load Moment = Deflection Live Load = Dead Load = Horizontal Shear Walkway Slab Support Fb psi Fv psi E psi 28000 4400 29000000 Section Modulus Required 1089 14400 Fv psi 285 165 95 1 7290 6075 Section Depth = 4.09'; in Section Modulus Provided = Moment of Ineritia Provided = 0.27 0.68 0.96 psi psi E psi 1900000 1500000 1900000 lb-ft lb -ft in. 6.0 17.9 in. in. in. OK Allowable Use Point Load = Uniform Load = 5.73 in3 in4 L/360 L/240 87480 72900 in3 0.60 0.9 TS 6X3X1/4 0 0 180 150 lb-in lb-in in. in. Reaction = STEEL Ibs Ibs /ft Ibs /ft Ibs /ft OK OK NG 2970 Ibs Page 6 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Type Fb psi Fv psi E psi 2600 2400 285 165 LVL GLB DF Beam 7 Tributary Area = Loads Snow Live Load Dead Load Moment Live Load Moment = Dead Load Moment = Section Width = Total = fv = FV = Walkway Slab Support Deflection Live Load = Dead Load = Horizontal Shear 681 14400 1900000 1500000 1300 95 1900000 Fv psi E 14406 2900 0000 Section Modulus Required Section Modulus Provided = Moment of Ineritia Provided = 1 in. Section Depth = 4.09! in. Point Load = Uniform Load = 1898 1582 0.01 0.03 0.04 psi psi lb-ft lb-ft 6.0 17.9 in. in. in. OK Allowable Use 1.49 in3 in4 L/360 L/240 22781.25 18984 in3 0.25 0.375 TS 6X3X1/4 0 0 270 225 lb-in lb-in in. in. Reaction = STEEL Ibs Ibs /ft Ibs /ft Ibs /ft OK OK OK 1856.25 Ibs Page 7 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Type LVL GLB DF Beam 8 Type STEEL Span = Tributary Area = Loads Snow Live Load Dead Load Moment Live Load Moment = Dead Load Moment = Section Modulus Required Section Width = Section Depth = Section Modulus Provided = Moment of Ineritia Provided = Deflection Live Load = Dead Load = Total = Horizontal Shear fv = FV = Fb psi Walkway Slab Support @ Doors 2600 2400 1300 Fb psi Fv psi E psi 28000 14400 29000000 1009 14400 0 psf 6t? psf 50 psf Fv psi 285 165 95 3750 3125 1 in. ................ 4.09 in. 0.03 0.11 0.13 psi psi E psi 1900000 1500000 1900000 lb-ft lb-ft 6.0 17.9 in. in. in. OK Allowable Use Point Load = Uniform Load = 2.95 in3 in4 L/360 L/240 45000 37500 in3 0.33 0.5 TS 6X3X1 /4 0 0 300 250 lb-in lb-in in. in. Reaction = STEEL Ibs Ibs /ft OK OK OK 2750 Ibs /ft Ibs /ft Ibs Page 8 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Type LVL GLB DF Beam 9 Type STEEL Span = Snow Live Load Dead Load Moment Section Width = Section Depth = Total = fv = FV = Fb psi 2600 2400 1300 Fb psi 24000 Tributary Area = Loads Live Load Moment = Dead Load Moment = Deflection Live Load = Dead Load = Horizontal Shear 1741 14400 Fv psi 285 165 95 Second Floor Joist Support over Laundry Fv psi E psi 14400 29000000 Point Load = 26.5 38624 28968 Section Modulus Required 1< in. 8.79'' in. Section Modulus Provided = Moment of Ineritia Provided = 0.06 0.53 0.59 psi psi E psi 1900000 1500000 1900000 (includes 1' concrete) lb-ft lb-ft 38.6 238.0 in. in. in. OK Allowable Use Uniform Load = 33.80 in3 in4 L/360 L/240 W12X30 463485 347614 in3 0.88 1.325 STEEL 0 0 440 330 lb-in lb-in in. in. Reaction = Ibs Ibs /ft Ibs /ft Ibs /ft OK OK OK 10202.5 Ibs Page 9 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 Type ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION LVL GLB DF Beam 10 Type STEE Span = Tributary Area = Loads Snow Live Load Dead Load Live Load Moment = Dead Load Moment = Section Width = Section Depth = Deflection Live Load = Dead Load = Total = fv = FV = Second Floor Joist Support over Laundry Fb psi 2600 2400 1300 Horizontal Shear 320 14400 Fv psi 285 165 95 E psi 1900000 1500000 1900000 Fb psi Fv psi E psi L 28000 14400 29000000 Section Modulus Provided = 6.0 Moment of Ineritia Provided = 17.9 Point Load = 0 0 psf 60 psf 50 psf 0.96 in. 0.27 in. 0.68 in. psi OK psi Allowable Uniform Load = (includes 2' concrete) 7290 lb-ft 6075 lb-ft Section Modulus Required Use 5.73 in3 in4 L/360 L/240 87480 72900 in3 0.60 0.9 0 180 150 lb-in lb-in in. in. Reaction = TS6X3X1 /4 STEEL Ibs Ibs /ft Ibs /ft Ibs /ft OK OK NG 2970 Ibs Page 10 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Type LVL GLB DF Beam 11 Type Fb psi Fv psi E psi STEEL Span = Tributary Area = Loads Snow Live Load Dead Load Moment Section Width = Section Depth = Fb psi 2600 2400 Live Load Moment = Dead Load Moment = Deflection Live Load = Dead Load = Total = Horizontal Shear fv = FV = 1296 14400 Fv psi 285 165 1300 95 1900000 Second Floor Joist Support over Laundry 24000 14400 29000000 19200 Section Modulus Required 1 in. i .48 in. E psi 1900000 1500000 lb-ft lb-ft Section Modulus Provided = 25.4 Moment of Ineritia Provided = 156.0 0.21 in. 0.78 in. 0.99 in. psi OK psi Allowable Use Point Load = Uniform Load = (includes 1' concrete) 22.40 i in3 in4 L/360 L/240 W12X22 307200 230400 n3 1.07 1.6 STEEL 0 0 200 150 lb-in lb-in in. in. Reaction = Ibs Ibs /ft Ibs /ft Ibs /ft OK OK OK 5600 Ibs Page 11 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 STAIR ANALYSIS - A110/211 Material A36i Stair Loads Uniform Live Load Concentrated Live Load Uniform Dead Load Stair Tread Design Tread Width Tread Length Tread Thickness Deflection Factor = Note: Using Roark Formulas for Stress and Strain - 6th Edition Uniform Load Analysis - Table 26 Case 8a Stress @ Ctr Long = Stress @ Center = Deflection = Concentrated Load Analysis - Table 26 Case 8b - All sides Fixed Stress @ Center = Stress @ Ctr Long = Deflection = Stringer Design Span Width of Stairs Fy= Fb = Fv = Stringer Description Design Moment = Section Modulus Required = 36000', psi 23760 psi 14400' psi 72 in. 196 in. 360 4039 2019 0.008 7580 21141 0.0579 4 141178 1 in. 18.5 ft psi psi in. psi psi in ft C12x20.7 in -Ibs 5.94 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION 100 psf 300 lbs 37.5; psf 11 gauge in ^3 2900000+ OK OK OK OK OK OK Page 1 psi e) All sides Fixed 14 gage 12 gage 11 gage Moment of Inertia = Section Modulus = 0.0747 in. 0.1046 0.1196 in a/b = 6.55 B1= 0.5 B2 = 0.25! Gamma = 0.0284 = 0.955 psi B1 = 0.067 B2 = 1.008' Alpha = 0.0791 in 129 in ^4 21.5 inA3 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 Handrail Design Materials A35 Fy= Fb = Fv = Post Description Section Pr Rail Description Section Properties Height of Handrail = Handrail Loads Uniform Horiz Load Uniform Vert Load Concentrated Load Post Spacing Handrail Posts Concentrated Load Bending Moment = Uniform Load Bending Moment = Handrail Horizontals Concentrated Load Bending Moment = Uniform Load Bending Moment = Vert Load Uniform Load Moment Bending Stress = Combined Stress = 35000 psi 23100, psi 14000; psi 1600 2852 7130 42 in 2 Pipe 2" Std Pipe Depth lb-in psi psi ASHBURY PLACE SAINSBURY CONSTRUCTION 50 plf 100'; pif 200 lbs 4 ft Pipe Outside Diameters 1" 1 1/4" 1 1/2" Inertial = dulus = Moment of Inertial = Section Modulus = Bending Stress = Bending Stress = OK 8400 8400 2400 1200 2 in 2 in (Fixed End Moment) Page 2 in-lb. in-lb in-lbs in -Ibs 1.315 1.66 1.9 in in in 0.666 inA4 0.561 inA3 0.666 inA4 0.561`! inA3 Apply with Uniform Vert Load Note - Load applied independently 14973 4278 psi psi OK OK S 0.087 0.133 0.195 0.235 0.31 0.326 3/12/02 Shear Load Due to Concentrated Load = 100 lbs Shear Load Due to Uniform Load = 100 lbs Assume 3/16 Weld all around - Capacity 17521 lbs OK Post to Stringer Connection Assume Post is welded to stringer Weld Length = 3.14 in. (assumes half of perimeter is in tension and 3/16" weld) Tension = 8400 Ibs (max tension due to side loading) Capacity = 8761 lbs OK Check Stringer Flange Bending C12x20.7 Flange Width 2:6! in (assume post is welded to inside edge of flange) Flange Thickness 0,436: in Rourk Formulas for Stress and Strain Table 26 Case 10a (Uniform load with three sides fixed and 1 side free) Note: This analysis takes the tensile load and divides it by the area of the supporting flange to get the uniform Toad applied to the flange. Max Bending Stress = B1gb ^2/t ^2 B1 = 0 321', (assumes square plate) q = 1243 psi b = 2.6 in Max Bending Stress = 14184 psi OK Stringer End Reactions Stringer Rise ;7,5< ft Stringer Run 18.5 ft Vertical 5088 lbs Horizontal 12549 Ibs Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Connections Handrail to Post Connection Page 3 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 Loads Live Load Moment = Moment Use Stair Landings Concrete Dead Load = Assume Single Span Decking Span Distance = Moment = 0.188 *WIA2 1.5C20 MId Span Support Span Tributary Width 5711 in-lbs Section Modulus Required = Allowable Deflection = of Inertial Requierd Section Modulus Required = Moment of Inertia Required = 0, psf 2 in 25J psf 4,5 ft 4 f 4" ft Ip = Sp = 0.1586 0.15 0.2647 C4x7.25' 0.1598 0.265 ASHBURY PLACE SAINSBURY CONSTRUCTION in ^3 in in ^4 in ^3 In^4 125 0.222 0.247 Page 4 J Yield Strength of Decking 36000 psi Deflection Factor psf In = Sn = OK OK 0.201 0.234 4.59 in ^4 9! in ^3 NG OK F 60 `' Design Intelligence, LLC ASHBURY PLACE 3/12/02 135 East Main, Suite A SAINSBURY CONSTRUCTION Rexburg, Idaho 83440 Spread Footing Design Values Allowable Soil Bearing Pressure = Min Reinforcing Factor = Concrete Strength @ 28 days Steel Reinforcing (fy) _ Spread Footing - Deck Support - F1 Description Roof Live Load Roof Dead Load 3rd Live Load 3rd Dead Load 2nd Live Load 2nd Dead Load 1st Live Load 1st Dead Load Load Calculated Footing Width = Use 48 in. Wide X Calculated Minimum Reinforcing = Rebar Size = Use Spread Footing - Stair Support 35 psf 15 psf 60 psf 3 0 psf 60 psf 30 psf 6f}! psf 0 psf Area 41 #4 Page 1 Load Length 18 1 8 8 8 8 Load Width 4 4 4 Total Load 2000 psf 0.002 3000 psi 0000 psi Load 2520 1080 4320 2160 4320 2160 4320 2160 23040 2 in. Deep Footing 1.152 0.2 Bars Each Way in *in in *in Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Description Stair Live Load Stair Dead Load Calculated Footing Width = Use Calculated Minimum Reinforcing = Rebar Size = Use Load 24 in. Wide X #4 3 100 psf 35 psf 19 in. Load Length Load Width Load Total Load 4860 12 . in. Deep Footing Area = 0.2 in *in 0.576 in *in #4 Bars Each Way Page 2 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 Foundation Design Allowable Bearing Capacity Snow Load Floor Live Load Wall Dead Load Roof Dead Load Brick Dead Load Floor Dead Load Exterior Bearing Walls Roof Loads Floor Loads Wall Load Stem Wall Load Footing Load Total Reinforcing Requirements Min Reinforcing Factors Footing Stem Wall Footing Continuous Reinforcing Count Stem Wall Vertical Horizontal Continuous Reinforcing Count Vertical - Reinforcing Spacing 875 1980 1280 400 400 4935 0.002 0.0012 0.002 ASHBURY PLACE SAINSBURY CONSTRUCTION UBC 1997 (1500 psf increased for depth) Ibs /ft Ibs /ft Ibs /ft Ibs /ft Ibs /ft Ibs /ft 2100 psf Max Roof Span = 35 psf 20 psf 15 psf 15 psf 25 psf 45 psf Page 1 4 4 18 in. Max Floor Span = Wall Height = Stem Wall Height = Stem Wall Width = Note: Floor Toads include 1st, 2nd 3rd floor. Bearing Pressure = Reinforcing Bar Proposed Footing bars bars Width Depth 1851 psf 2 in 12 in and 0.2 in *in OK 3/12/02 Design Intelligence, LLC ASHBURY PLACE 135 East Main, Suite A 3/12/02 SAINSBURY CONSTRUCTION Rexburg, Idaho 83440 Foundation Design Allowable Bearing Capacity Snow Load Floor Live Load Wall Dead Load Roof Dead Load Brick Dead Load Floor Dead Load Interior Bearing Walls Roof Loads Floor Loads Wall Load Stem Wall Load Footing Load Total Footing Stem Wall Footing Continuous Reinforcing Count Stem Wall Vertical Horizontal Continuous Reinforcing Count Vertical - Reinforcing Spacing 0.002 0.0012 0.002 0 1980 1280 400 250 3910 Reinforcing Requirements Min Reinforcing Factors UBC 1997 (1 Ibs /ft Ibs /ft Ibs /ft Ibs /ft Ibs /ft Ibs /ft 500 psf increased for depth) 2100 psf 5 psf 120 psf 15 psf 15 psf 2 psf 45 psf Bearing Pressure = Reinforcing Bar Page 2 2 4 18 in. Max Roof Span = Max Floor Span = Wall Height = Stem Wall Height = Stem Wall Width = Proposed Footing bars bars Width Depth 1955 psf 0 ft 24 ft 2 ft Oft 8 in. 24 in 10 in 0.2 in in OK { , • 0 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 Foundation Design Allowable Bearing Capacity Snow Load Floor Live Load Wall Dead Load Roof Dead Load Brick Dead Load Floor Dead Load Exterior Non - Bearing Walls Roof Loads Floor Loads Wall Load 1280 Stem Wall Load 400 Footing Load Total Reinforcing Requirements Min Reinforcing Factors Footing Stem Wall Footing Continuous Reinforcing Count Stem Wall Vertical Horizontal Continuous Reinforcing Count Vertical - Reinforcing Spacing 167 2062 0.002 0.0012 0.002 50 Ibs /ft 165 Ibs /ft UBC 1997 (1 Ibs /ft Ibs /ft Ibs /ft Ibs /ft ASHBURY PLACE SAINSBURY CONSTRUCTION 500 psf increased for depth) 2100 psf 35 psf 120 psf 15: psf 5 psf 25 psf 45' psf Bearing Pressure = Reinforcing Bar Page 3 2 4 18 bars in. Max Roof Span = Max Floor Span = Wall Height = Stem Wall Height = Stem Wall Width = Proposed Footing bars Width Depth 1546 psf 2 ft 2 ft 2 ft 4_' ft 16 in 0," in in. 0.2' in"in OK 3/12/02 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE 3/12/02 SAINSBURY CONSTRUCTION Shear Wall Analysis - Third Floor Wind Load = I I Roof Height = Wall Height = Length of Long Wall = Area at Mid Height of Wall = 25.4 psf ft 9 ft 27, ft 365 ft ^2 Wind Force = Shear Wall Length Shear /ft in Wall @ Mid Height Use 15/32" APA rated sheathing with 8d nails @ 6" o.c. at panel edges and 12" o.c. in the field. Blocking is required. Roof Dead Load Seismic Analysis Long Wall Length Short Wall Length Wall Dead Load Height Length Load 9 124 15 Shear Wall Length ft Seismic Force @ Mid Height of Wall Shear per ft in Wall @ Mid Height 155 Ibs /ft Use 15/32" APA rated sheathing with 8d nails © 6" o.c. at panel edges and 12" o.c. in the field. Blocking is required. 27 ft 5 ft 9258 265 Width 38 Ibs Ibs /ft Length Load 27 24 (includes 25% snow) Seismic Multiplier = OK 0.164 Weight 24624 1 Weight 8370 I 5411 1 bs bs bs Page 1 i . . . Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 ASHBURY PLACE SAINSBURY CONSTRUCTION Shear Wall Analysis - Second Floor Wind Load = Roof Height = 9 ft Wall Height = 27 ft Length of Long Wall = Area at Mid Height of Wall = Wind Force = Shear Wall Length Shear /ft in Wall @ Mid Height Use (2) layers of 15/32" APA rated sheathing with 8d nails @ 6" o.c. at panel edges and 12" o.c. in the field. Blocking is required. Length of Long Wall = Area at Mid Height of Wall = 15431 220 Wind Load = 25.4 Roof Height = 9 Wall Height = 45 27? 851 Wind Force = 21603 Shear Wall Length 70 25.4 psf 70f ft Ibs Ibs /ft ft ^2 Ibs Shear Wall Analysis - First Floor Shear /ft in Wall @ Mid Height 309 Ibs /ft Use (2) layers of 15/32" APA rated sheathing with 8d nails @ 4" o.c. at panel edges and 12 " o.c. in the field. Blocking is required. Page 2 3/12/02