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HomeMy WebLinkAboutCO & DOCS - 04-00360 - LDS Stake Center - University 4th Stake CenterCITY OF REXBUR -G AMERICAS FAMILY COMMUNITY Building Permit No: Applicable Edition of Code: Site Address: 0400360 792 S 2nd E Use and Occupancy: ASSSM RLy Type of Construction: V - N Design Occupant Load: Sprinkler System Required: l�s Name and Address of Owner: Contractor: Special Conditions: N 0 P Occupancy: Lds Church TaxAdmin 50 East No Temple 22nd Floor Salt Lake City, UT Jacobson This Certificate, issued pursuant to the requirements of Section 909 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that thes inspected on the date listed Kos found to be in compliance 14th the requirements of the code for the group and division of occupancy and the use for Mich the proposed occupancy teas classified. Date C.O. Issued: Octo r C.O Issued by: CERTIFICATE OF OCCUPANCY City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359 -3020 / Fax (208) 359 -3022 Building Official There shall be no further change in the e)asting occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Water Departmen Fire DeDaftment : State of Idaho Electrical Department 208- (56- 4830): CITY OF REXB URG BUILDING PERMIT APPLICATION 19 E MAIN, REXBURG, ID. 83440 208 - 359 -3020 X326 PARCEL NUMBER: SUBDIVISION: PERMIT # UNIT# BLOCK# LOT# OWNER: <,4ti Fr� CONTACT PHONE 4 V j PROPERTY ADDRESS:, '7 PHONE #: Home Vr-) aL Z �� Work 33 Cell" f' 'N'7( OWNER MAILING ADDRESS: ` / F - CITY: STATE: ZIP: APPLICANT (If other than owner (If applicant if other than owner, a statm MAILING ADDRESS OF APPLICANT I i��! on.L_ (EL CITY: STATE; PHONE #: Home ( 7q� � 7, 6 Work ( 4t;*33 Cell CONTRACTOR: JPCe PHONE: Home# Work# T'�' Cell# MAILING ADDRESS: CITY � STATE _ ZIP How many houses are located on this property? Did you recently purchase this property? � Yes (If yes give owner's name) :�/ 1� Is this a lot split? NO YES (Please bring copy of new legal description of property) PROPOSED USE: NUJ �'V � E�(TL_ItL_ 4 I nt,1Cr4A lam (i.e., Single Family Residence, Multi Family, Apartments, Remodel, 6arage, Commercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalty of perjury, I hereby certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above - mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false statement or misrepresentation of fact in the application or on the plans on which the permit or approval was based. Permit void if not started within 180 days, void if work stops for 180 days. of Owner /Applicant 0 DATE WARNING — BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non - refundable and are paid in full at the time of application beginning January 1, 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval * *Building Permit Fees are due at time of application ** * *Building Permits are void if you check does not clear ** NAME PROPERTY ADDRESS Permit# SUBDIVISION Dwelling Units: Parcel Acres: Front Footage (if applicable) SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area 2,8� et!!)o Second floor /loft area Third floor /loft area Shed or Barn PLUMBING PLUMBERS NAME CITY Unfinished Basement area Finished basement area Garage area Carport/Deck (30" above grade)Area STATE ZIP FIXTURE COUNT CLOTHES WASHING MACHINE DISHWASHER FLOOR DRAIN GARBAGE DISPOSAL HOT TUB /SPA SINKS (Lavatories, kitchens, bar, mop) WATER METER COUNT ADDRESS PHONE ( SPRINKLERS TUB /SHOWERS TOILET/URINAL WATER HEATER WATER SOFTENER WATER METER SIZE HEAT (Circle all that appl ,Gas Oil Coal Fireplace Electric Commercial Buildin & Apartm with 3 or more units Only BUILDING ESTIMATE $ PLUMBING ESTIMATE STORM WATER LENGTH FRONT FOOTAGE STRUCTURES DESCRIPTION USE BEDROOMS UNITS NON CENSUS OCCUPANCY IOAD EXITS SETBACKS FRONT SIDE SIDE CONSTRUCTION ROOF SANITATIONMETHOD HEAT FLOOD ZONE FENCE TYPE OCCUPANCY BACK 2 wml ��V Plan Checklist for the 2003 International Building Code Name of Project: i M USE AND OCCUPANCY 1. Classification as per Sections 302.1 & 303 thru 312 2. Identify if mixed occupancy exists. Yes or No If no then skip #3 below. 3. Incidental use areas see Table 302.1.1 /� Accessory Space (10% or under) Nonseparated Mixed Occupancy as per Section 302.3.1 XO Separated Mixed Occupancy as per Table 302.3.2 1D Identify on plans Fire Barrier Walls and/or Horizontal Assemblies including the rating 4. If Assembly Occupancy exists, is it 750 sq. ft. or less as per Section 303.1 or less than 50 occupants as per Section 3011.1 5. Covered Malls, see Section 402. Atriums see Section 404. Underground Buildings see Section 405. Motor Vehicle Occupancies, see Section 406. I -2 Occupancies see Section 407. I -3 Occupancies see Section 408. Motion Picture Projection Rooms see Section 409. Stages and Platforms se e section 410. Special Amusement Buildings see Section 411. Aircraft Related Occupancies see Section 412. Combustible Storage see Section 413. Hazardous Materials see Section 414. H- Occupancies see Section 415. Application of Flammable Finishes see Section 416. Drying Rooms see Section 417. Organic Coatings see Section 418.X- IrD ,rc, /ZC - HEIGHT AND AREA 1. Area, First Floor 1 6 / Z c0 , Second Floor , Third Floor 2. Area meets requirements as per Table 503. (Basements need not be included as per Section 503.1.1) Yes No,-<-_ 3. Height meets requirements as per Table 503. Yes No 4. Buildings on same Lot? Yes No If no then skip #5 below. 5. Regulated as Separate or Regulated as one Building as per Section 503.1.3 NIA 6. Height modified as per Section 504. Yes No If yes, sprinklers are required. 7. Area modified as per Section 506. Yes_ No If yes use the area provided below to calculate increase. o0 0 .y 3 = /�, v o o L ?s = .g oo • / - O. z f A, �000 +- �- s __ ----- --- �,E = 20 s Total Area Allowed after Increase 2 8 5 ' 0 O Area Shown on Plans :2 Zero Lot Line Buildings see Se ion 705. For Mezzanines see Section 505. Unlimited Area Buildings see Section 507. N TYPES OF CONSTRUCTION AND FIRE RESISTANCE. 1. Identify the Type of Construction as per Section 602 Y O 2. Check allowable material for Type I and II buildi gs as per Section 603 -E1 3. Table 601 - Identify Building Element Ratings 4. Table 602 - Identify the Fire Resistance Ratings of Exterior Walls 5. Check Openings in Exterior Walls for compliance with Table 704.8.(If sprinklered, see Section 704.8.1) X 6. Projections meet requirements of Section 704.2 �C 7. Check for window vertical exposure from roof below as per Section 704.10 8. Check that Parapets are not required as per Section 704.11 9. Are Firewalls used or required? Yes No If no, skip #10 below. 10. Check Firew s fo S tural Stability Fire Resistance Rating as per Table 705.4 Made of Non m s b aterials(except Type V) Horizontal Continuity Vertical Continuity c ion to Exterior Walls as per Section 705.5.1 Extend to Horizontal P of i g 1 ents as per Section 705.5.2 Openings (no windows) as per Section 705. he k that Penetrations meet requirements of Section 712 Ducts and Air Transfer Ope in sin Firewall meet requirements of Section 705.11. 11. Are Fire Barriers used or required? (as required by table 302.3.2) Yes No �C If no skip #12 below. 12. Check Fire Barri rs o s ctural stability as per Section 706.4. Openings limited to 25% of wall. M o ening size of 120 sq. ft. (unless sprinklered) Check that Penetrations m h q irements of Section 712. Ducts and Air Transfer Openings meet the requirements f ection 712 and 716. 13. Are Shaft Enclosures used or required? Yes NoX If no then skip #14 below. 14. Shaft Enclosures meet the requirements of Section 70 15. Are Fire Partitions used or required? Yes No no then skip #16 below. 16. Check Fire Partittorr. f r tructural Stability and Continuity as per Section 708.4. Dwelling units that are spr a re allowed' /2 hr. separations versus 1 hr. Check that Penetrations m r irements of Section 712. Ducts and Air Transfer Openings meet the requiremen s S ction 712 and 716. 17. Fire Rated Ceiling Panels meet requirements as per Section 711.3.1. 18. All Penetration in Fire Resistive Walls and Horizontal Assemblies meet the requirements of Section 712. 19. Fire Resistive Joint Systems meet the requirements of Section 713. 20. Doors and Shutters in Fire Resis ive Assemblies meet the requirements of Table 715.3. - N� 21. Fire Doors are Self Closing. 22. Fire Windows or Glazing con orm to Section 715.4 and able 715.4.�A- 23. Fire and Smoke Dampers conform with Section 716.E 24. Fire Blocking and Draft Stopping is provided as per Section 717 & Draft Stopping is not required at partition line in dwelling units with combined space of less than 3000 Sq. Ft and not required if in sprinklered building with sprinklered concealed spaces) 25. Wall and Ceiling Finishes meet the requirements of Table 803.5 and Section 803. R/6 7ED 26. Floor Finish meets requirements of Section 804. FIRE PROTECTION SYSTEM 1. Is a Fire Protection System required for this building in order to meet area, height etc. requirements? Yes No If no skip #2 below. 2. List the type of system that is required A4 1 3. Other requirements requiring Fire Protection Systems (check if needed): Group A (As per Section 903.2. 1) X Group E (As per Section 903.2.2) Group F -1 (Asper Section 903.2.3) Group H (As per Section 903.2.4) Group I (As per Section 903.2.5) �- Group M (As per Section 903.2 6) Group R (As per Section 903.2.7) Group S -1 (As per Section 903.2.8) Group S -2 (As per Section 903.2.9) All Buildings except R -3 and U (A per Section 903.2. 10) Ducts conveying Hazardous Exhausts (As per Section 903.2.12.1) Commercial Cooking Operations (As per Section 903.2.12.2) As per Table 903.2.13 X 4. If Sprinklers needed as identified in #3 list type of system required. N-PA- i 3 5. If Sprinklers required by any of the above, Are Monitors and Alarms provided as per Section 903.4? X 6. If an Alternative 4utomatic Fire Extinguishing System is identified, does I meet the requirements of Section 904? N 7. Are Fire Alarms required as per Sections 907 or 908? Yes >O No if no then skip #8 below. 8. Do Alarms meet the requirements listed in Sections 907 or 908? 9. Is smoke control required ?(as per Sections 402, 404, 405 or 410) Yes No_>�__ If yes, see Sections 909. 10. H Occupancies may require smoke and heat vents as per Sections 415.6 and 410. MEANS OF EGRESS 1. Minimum height of 7'as per Section 1003.2. 2. Any protruding objects meet the requirements of Section 1003.3. 3. The occupant load shown on plans. 4. The occupant load as per calculated by Table 1004.1.2. �2 5. Occupant load posted in every assemVy occupancy as per Section 1004.3. 6. Egress width is identified on plans. 7. E gress width meets requirements as calculated per Table 1005.1. �( 8. Multiple means of egress sized so that the loss of any one means of egress shall not reduce the available egress capacity to less than 50% of total required. �G 9. Door encroachment does not reduce the required egress width to less than 50% required. 10. Means of egress is illuminated as per Section 1006. X 11. Illumination emergency power is shown for means of egress as per Section 1006.3. 12. An enclosed exit stairway is shown. Yes No,& if no, skip #13, #14 and #I Wlow. 13. Enclosed stairway has an area of refuge(as per Section 1007.6) or is sprinklered. JV A- 14. Area of refuge has 2 -way c mmunications, instructions and is identified as per Sections 1007.6.3, 1007.6.4 and 1007.6.5. 15. Door clear widths are a minimum of 32 ". Except as allowed by exception of Section 1008.1.1. X 16. Doors swing in the direction of travel where serving 50 pr more persons or in a H occupancy. V 17. Specialty doors meet the requirements of 1008.1.3. AI IA 18. All egress doors have a landing on both sides as per Sections 1008.1.4 and 1008.1.5. k 19. Thresholds are identified as a maximum of 1 /2" high, for swing doors and 3 /a" for sliding doors as per Section 1008.1.6. )( 20. Space between two doors is less than 48 "(except R2 &R3 non Type A units). >C 21. Locks and latches meet requirements of 1008.1.8. V 22. Panic hardware is shown at required locations (Section 1008.1.9). 23. Does a stairway exist. Yes No X If no, skip #24 thru #28. `ON" zo Air --) 24. Stairway doors do not open over stairs. NO 25. Stairways arr a minimum of 44" wide(except where occupant load is 50 or less or as per Section 1009.1) 26. Maximum riser is 7 inches and minimum tread is 11 inches. 27. A landing is provided at the top and bottom of each stairway./V /A 28. Maximum vertical rise without a landing is 12'." 29. Handrails are identified that meet the requirements of Section 1009. H. X 30. Handrails return to wall, etc. or are continuous to next stair handrails k 31. Elevation change of over 1/20 is designed as a ramp as per Section 1010 7C' 32. Exit signs are identified when over 2 doors are required for exiting. V 33. Exit signs are spaced no more than 100' apart or to the door. )C 34.42" guardrails are shown whenever a walking surface is over 30" above grade. X 35. Any roof mechanical equipment within 10' from edge has a guardrail shown. 36. Egress does not pass through intervening spaces unless the space is accessory to the area served and the intervening space is not hazardous. 37. If multiple tenant spaces exist, egress from any one does not pass through another. 38. Length of egress travel does not surpass requirements as per Section 1013.3. 39. Required egress aisle adjacent to tables shall comply with Section 1013.4.2. 40. Spaces with one means of egress meet the following maximum occupancy loads. a. Occupancy A,B,E,F,M & U - 50 occ. b. Occupancy H -1, H -2, & H -3 - 3 occ. C. Occupancy H -4, H- 5,1- 1,1- 3.1 -4, & R - 10 occ. d. Occupancy S - 30 occ. 41. Where two or more exits are required, they are a minimum of %2 the diagonal distance of the space served apart or where the space is served by an automatic sprinkler system, the distance is 1/3. Xi 42. If boiler or furnace rooms over 500 sq. ft. with btus over 400,000, two exits are provided. NVk 43. Refrigeration machinery rooms and refrigerated room ver 1000 sq. ft. have two exits. 44. Stage means of egress comply with Section 1014.6 45. Exit Access travel distance meets requirements of Table 1015.1. 46. Exterior exi alconies constructed in accordance with Section 1015.1 have 100' added to their travel distance. 47. Corridors are rated as per Table 1016.1. X 48. Corridor widths meet requirements of Section 1016.2. 49. Corridor dead ends are less tan 20' or 50' for sprinklered occupancies B and F. 'X' 50. Corridor not used as plenum unless in a tenant space of less than 1000 sq. ft. 51. The minimum number of exits for occupant load meets the following: �( 1 -500 requires 2 exits 501 -1000 requires 3 exits More than 1000 requires 4 exits 52. Buildings with one exit meet the requirements of Section and Table 1018.2. 53. Interior stairwells required as a means of egress meet the requirements of Section 1019.N 54. Space under stairs is identified as 1 -hour rated. X 55. Exterior ramps or stairs are open on one side and have a minimum of 35 sq. ft. of open space not less than 42" above any floor level. 56. Exterior ramps and stairways are protected from the inside of building as per Section 1022.6. 57. Exterior balconies, stairways and ramps are over 10' from pt lines and other buildings on the lot. & 58. Egress courts meet the requirements of Section 1023.5.Af 59. Assembly occupancies meet the requirements of Section 1024. 60. Window egress or better is provided in every sleeping room and any habitable basement. ACCESSIBLITY 1. An accessible route connects all accessible buildings, accessible facilities, accessible elements, accessible spaces and the public right -of- way(except as excepted by Section 1104). 2. In addition to the required accessible entrances, 50% of all public entrances are accessible. 3. Accessible parking is provided as per Table 1106.1. 4. 10% of hospital out patient parking is accessible and 20% of rehab or physical therapy. 5. Van spaces are provided.(one out of six and any portion) o? 6. Accessible parking is provided on shortest route from accessible parking to the accessible building entrance. X 7. Group I occupancies meet accessibility requirements as set forth in Section 1107.5. � 8. Group R -1 occupancies meet the requirements of Section 1107.6 and Table 1107.6.1.1 9. Where 4 or more apartment units, one level town homes or condos are located in one structure, all units are design s Type B units as per ICC /ANSI 117.1 unless on a upper level without elevator service. 10. Where more than 20 apartment unit, one level town homes or condos are located in a project, 2% but not less than one are designed as Type A units as per ICC /ANSI 117.1. IV/* 11. Wheelchair spaces (and companion seat as per Section 1108.2.5) are provided in Assembly Occupancies as per Table 1108.2.2.1. 12. Assistive listening systems are provided in Assembly occupancies where audible communications are integral to the use of the space. )( 13. Any Assembly occupancy performance area has an accessible route s per Section 1108.2.8. 14. Any dining area in an Assembly Occupancy is fully accessible 15. Self service storage facilities shall provide accessible spaces as per Section 1108.3. 16. Toilet and bathing facilities are accessible(unless in a private office)as per Section 1109.2. 17. Unisex toilets and bathing rooms are supplied as per Section 1109.2.1. X 18. Where sinks are provided, 5 %, but not less than 1 is accessible. 19. Where a kitchen or kitchenette is provided, it is accessible(unless in Type B dwelling). 20. Storage cabinets, lockers, etc. one of each type is accessible as per Section 1109.8. INTERIOR ENVIROMENT AND ENERGY CONSERVATION 1. Attic ventilation exists that is 1 /150 of the floor space or 1/300 with vapor barrier. Y 2. 50% of the attic ventilation is 3 ft. above eaves 3. Crawl space ventilation complies with Section 1203.3. ' 4. Natural ventilation (windows, doors, louvers etc.) is a mint mum of 4% of floor space. X 5. Interior spaces that do not have openings directly to outside meet requirements of Section 1203.4.1. 6. Bathrooms containing bathtubs, showers or spas are mechanically vented. 7. Natural or Artificial light is provided that meets the re i ments of Section 1205. X 8. Courts shall meet the requirements of Section 1206.3 , / J 9. Dwellings party walls and floors meet the requirements of Section 1207. IV /4 10. All habitable rooms shall be a minimum of 7' wide, and a minimum of 70 sq. ft. in area. X 11. Dwelling units(except Section 1208.4 efficient units) have one habitable room of 120 sq. ft.W& 12. All ceilings are a minimum of 7'6" with no more than 1/3 at 7'0 ". 13. Attics and crawl spaces have access openings as per Section 1209. X 14. An energy review has been submitted that meets the requirements of the International Energy conservation code. EXTERIOR WALLS AND ROOFS 1. Exterior Wall Vapor retarder provided unless another approved means to avoid condensation and leakage has been provided. ' 2. Water resistant barrier shown on sheathing as per Section 1402.2. )IC 3. Masonry veneer is flashed at bottom and has weep holes. k" 4. Masonry veneer shall be mechanically attached as p r Section 1405.5. 7 C 5. Stone Veneer is anchored as per Section 1405.6. / 6. Sidings shall be applied as per Section 1405._ 7. Fire separation distance for combustible veneers(siding) meet that of Table 1406.2.1.2. �( 8. Balconies that protrude shall meet the requirement of Table 601 for floors /�- 9. Metal Composite Materials(MCM) shall meet the requirements of Section 14 7. 10. Roof coverings meet the requirements of Table 1505.1. k 11. Double undeTIplyment is provided in asphalt roofs with minimum slope of 2:12 up to and including a 4:12 slope. i 12. An ice dam membrane (one continuous sheet or two sheet cemented together) hr all asphalt roofs is provided from the roof edge to 24" inside of the inside of the exterior wall. 13. Drip edge metal is provided along all roof edge. X 14. Metal roofs meet the requirements of Section 1507.4. X 15. Built -up roofs meet the requirements of Section 1507.10. 16. Single Ply Plastic Roofing meet requirements of Section 1507.12 apd 1507.13.X- 17. All other roofing types meet the requirements of Section 1507.-Wk STRUCTURAL DESIGN AND SPECIAL INSPECTIONS 1. Structural Use Group (as per Table 1604.5) 2. Structural documents for light frame wood buildings as per chapter 23 include floor roof and live loads, ground snow load, basic wind speed, wind exposure, seismic design category and site class. )< 3. All plans except as described in #1 above shall include the following: a. Floor live load including any reductions. >V b. Roof live load as per Section 1607.11. )( C. Roof Snow load, including the flat roof snow 1Qad, the snow exposure factor, the snow load importance factor and the thermal factor. �C d. Wind design data, including basic wind speed, wind importance factor with building category, wind exposure, applicable internal pressure coefficient and the design wind pressure used for the design of components and cladding. e. Earthquake design data including seismic importance factor, seismic use group, mapped spectral response accelerations, site class, spectral response coefficients, seismic design category, basic seismic - force - resisting systems, design base shear, seismic response coefficients, response modification factors and the an lysis procedure used. 4. Flood zone is identified(if in flood zone see Section 1603.1.6I� 5. Design of floor live loads in access of 501bs per sq. ft. also identify that signs must be posted. 6. Structural design calculations meeting the requirements of chapter 16 have been provided. 7. Architectural, mechanical and electrical components meet the seismic requirements of Section 1621. O 8. Where special fabrication (usually steel) is performed pff sight, the fabricator has provided a certificate of compliance as per Section 1704.2.2. 9. Special inspections are identified for welding. 10. Special inspections are identified for high strength bolting. x 11. Special inspections are identified for concrete construction except as excluded by Section 1704.4. 12. Special inspection are identified for masonry as per Section 1704.5. 13. Special inspections are identified for fills greater than 12" deep whHicions--,AVA load is applied. 14. Special inspections are identified for all pier and pile foundations 15. Special inspections are identified for sprayed on fire resistance a 16. Special inspections are identified for smoke control systems. 17. Quality assurance plan for seismic resistance is provided (except for design light frame as per chapter 2308 or reinforced masonry less than 25 feet high) 18. Special inspections are provided for seismic force resisting systems. - ,h-- 19. Structural observations as per Section 1709 are identified for structures in Seismic Use Groups II or III. ff - l ev SOILS AND FOUNDATIONS 1. Allowable soil foundation bearing pressure (as per Table 1804.2). %96" 2. Soil investigation meets the requirements of Section 1802.2. X 3. Grading is a minimum of 2% for concrete or asphalt surfaces or 5% for natural surfaces. X 4. Information provided as per Section 1803.5 for any structural fill. 4 5. Footings (except for 1 story category 1 buildings no bigger than 400 sq. ft.) are 36" below grade for frost protection. X! 6. Buildings on or adjacent to greater than 3/1 slopes meet requirements of Section 1805.3. 7. Top of foundation is a minimum of 12" above the adjacent street gutter (unless a drainage path is identified and approved by the building official). k' 8. Footings designed so that the allowable bearing capacity of the soil is not exceeded. 9. Foundation meets the requirements of Section 1805.5 (including tables 1805.5J 10. Except for Group R and U occupancies of light framed constructiop of seismic design D and less than 3 stories in hieght, concrete is a minimum of 3000 p.s.i.. 11. Retaining walls are designed with a lateral sliding and overturning factor of safety of 1.5. Y 12. Foundation dir . nage system or water - proofing (Section 1807.3) is provided where water table warrants. 13. Damproofing shown under slabs as per Section 1807.2.1. �C 14. Damproofing shown for foundation walls. >C 15. Minimum of 4" of gravel is shown under all slabs. �k 16. Foundation dr in is installed (except in well- drained gravel areas) as per Section 1807.4.2 and 1807.4.3 17. Piles meet requirements of Section 1808, 1809, 1810 and 1811. x 18. Piers are a minimum of 2' wide and meet requirements of 1808.2.23. and 1812. X CONCRETE and MASONRY 1. Construction documents show compressive strength of concrete, strength or grade of reinforcement and the size and location of reinforcement. X 2. Structures assigned to Seismic Design category D contain a statement identifying if slab -on -grade is designed as a structural diaphragm. 3. Concrete exposed to freezing weather has air entrainment as per Table 1904.2.1 and meets the requirements of Section 1904.2.2 and Tables 1904.2.2(1) and 1904.2.2(2). X 4. Masonry shear walls are provided in both directions so that their cumulative dimension in each direction is a minimum of 0.4 times the long length of the building (as per Section 2109.2.1.2). 5. Floor and roof diaphragm width to length tios for masonry buildings meet Table 2109.2.1.3.(Empirical Design Only) 6. Masonry wall Pteral support is identified in engineering documents or empirically by Table 2109.4.1._ 7. Masonry thickness of bearin walls for one story is a minimum of 6" and 8" for two story buildings as per Section 2109.5.2. 8. Masonry foundation walls meet all of the requirements of Section 2109.5.6. I 1 archf(rdr �a d N RETAINING WALL RETAINING WALL PLAN of ENTRAN STAIR SCALE: N Ln A I \ -�� NO _If,1 I' RETAINING WALL PLAN of ENTRAN STAIR SCALE: N Ln A I \ arcldltrU ro co �8 n TOP of ALK ca d N IN 50ALE: a f STAIR SECTI n 0400360 LDS UNIV 4 "111 STAKE CENTF,R November 11, 2004 City of Rexburg P.O. Box 280 Rexburg, ID 83440 Phone: (208) 359 -3020 Fax: (208) 359 -3022 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 E -MAIL: ES2 @ES2ENG.COM PHONE: (208) 552 -9874 FAX: (208) 552 -9302 RE: University 4` Stake Center Building, Rexburg, Idaho Attn. Plans Reviewer, Per the Structural Review Comments attached, it was requested that our office provide a letter in response to the special inspection requirements for University 4th Stake Center Building as outlined in Chapter 17 of the 2000 IBC. The only items that require special inspection according to Chapter 17 of the 2000 IBC are the concrete testing. According to table 1704.4 regarding concrete inspections, fresh concrete is to be sampled to perform strength tests, perform slump and air content tests, and determine the temperature of the concrete being placed. These tests require that the owner contract with an independent testing agency qualified to provide these services. It is our understanding that the owner has a testing agency under contract to provide this work. We recommend that your office receive copies of the results during construction. There are not any other items that need special testing or inspection on this project according to Chapter 17 of the 2000 IBC. If there are any questions regarding these items or others, please feel free to contact our office. Sincerely, Terrol Bateman, 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 E-MAIL: ES2@a ES2ENG.COM PHONE: (208) 552 -9874 FAX: (208) 552 -9302 November 11, 2004 City of Rexburg P.O. Box 280 Rexburg, ID 83440 Phone: (208) 359 -3020 Fax: (208) 359 -3022 RE: University 4' Stake Center Building, Rexburg, Idaho Attn. Plans Reviewer, Per the attached structural code comments from your office for the University 4`" Stake Center Building, our office has provided the following responses: 1) We have revised the Basis for Design on our Sheet SO.1 to reflect the correct Use Group to meet the 2000 IBC requirement. Our calculations also reflect these items. It is our understanding that the structural calculations were never received by your department for this project. We have included (2) sets of stamped structural calculations with the correct Use Group values. 2) We have included a letter addressing the special inspection requirements in regards to this project. Please refer to that letter for additional information. If there are any questions regarding these items or others, please feel free to contact our office. Sincerel, 'e'; �iyG 0 �Q ��GtsT��o W —— ' er ateman, P. ■Nov 09 04 11:57a �jstrup /Jensen Architects f Nov. Y. ZM IVI7JHN1 ■® A Cn OF IN RREXBUF G A.Vfr CAS FAMCT can»unrsr Review Action 2082334656 p.1 No. UI P.0 Box 280 19 E Main St. Rexburg, Idaho 8344D Phone (208) 359 -3020 Fax (206) 359 -3022 November 9, 2004 Permlt Number: 04 00360 Project Name: Univ 4th Stake Center Project Type: Commercial New Revie Item Actiorls. for Astaroual _ _. Exiting Review Provide details of the exterior stairs, landings, handrails and guardrails. Energy Conservation Compliance Review Please provide envelope energy compliance review. Miscellaneous Please provide a foundation drain as per Section 1806.4.2 of the 1130. Structural Review The plans on page S0.1 identify the building Seismic Design Use Group as 1, seismic factor as 1, the snow factor as 1 and the wind factor as 1. Table 1604.5 of the 2000 International Building Code (ISO) lists the classification as 11, seismic factor as 1.25, the snow factor as 1.1 and the wind factor as 1.15. Please provide design caleulatlons using the proper factors. Special inspections are required_ Please provide a letter from the firm that will be providing the service. The letter must include a list of all the types of inspections to be performed, their frequency, list of personnel providing the Inspections and the necessary certifications. Structural observations are required as per Section 1709 of the IBC. Please have the registered design professional in charge of the structural observations provide us with a letter that describes the observations and the frequency. Parcel WS RPI.XBCA0310002 �r Y � CITY OF REXBLIRG NINVOT AMEMAS FAMN Y COMMUNITY 12 North Center (PO Box 280) Phone: 208 - 359 -3020 x329 Rexburg, Idaho 83440 Fax: 208 - 359 -3022 www.rexburg.org johnm @ci.rexburg.id.us DATE: October 8, 2004 MEMO TO: Cathy Winters, Community Development SUBJECT: The BYU -Idaho 4th Stake Center 1. On sheet SE -1.5, it shows in the comments on the general notes #2 that the plans are to be approved by representative of the Pocatello Engineering Department; this probably needs to be changed. 2. 1 need to see the storm drain calculations and the sizing and anticipating runoff from the storm water detention basin which is proposed for the project. 3. On sheet D -1.5 work item 1005 shows that the stabilized construction will go out beyond the proposed curb line. Prior to this being constructed, we will have already paved the street and installed curb and gutter. 4. Sheet SD1.6 shows a mow strip along the south end east side of the proposed project, how is it anticipated that you will keep storm water runoff from the farm area both to the south and east from entering this project and causing a siltation problem in the future. 5. The access road into the site is not dimensioned, this needs to be a minimum of 36 feet wide to provide for an in and an out left turn and an out right turn or provide a median in 2nd South which would prohibit left turn movements. 6. How will the storm drainage from the roof be collected and transported to the storm water system? 7. Plan Sheet SD2.1- shows that a good portion of the sanitary sewer line is to be constructed out in 7th South. This would require the tearing up of the existing 7th South for construction of the sewer line. This will not be allowed by the city. Other alternatives are available and these need to be evaluated. With 7 South being a new major collector we will not allow this much of the street to be torn up. 8. Plans for the project water, wastewater, and storm sewer systems need to be reviewed and approved by the State of Idaho Department of Environmental Quality. 9. Where the waterline connects into the existing line as shown on sheet SD -2.1, this will need to be a hot tap. 10. Where the proposed 12 inch line on sheet SD -2.1 is connecting to the existing water line it appears that approximately 20 feet of 8 inch line will still be utilized between the new line and an existing 12 inch line. This piece of 8 inch line should be replaced to provide full flow capability. The proposed 12 inch line has the capability of serving areas beyond the University. This is a critical line that will provide water capability east west across a large portion of the city. This line should be constructed to city standards and be on an easement and be part of the overall city water supply system and this will require that the water line be ductile iron and that an easement be provided to the city for long term maintenance of the water line. 11.0n sheet SD -2.2, shows the water line being connected into an existing 18 inch water line on 2nd East. Is it anticipated that you will connect to the upper or central pressure zone and exactly how will this connection be made? More detail is required at this point. There is also no detail or explanation on repair of road, curb, gutter, sidewalk, or other amenities at this location. 12.On plan sheet SD -2.2, an additional 12 inch valve should be provided either on the east or west side of the Stake Center to provide for better isolation of the 12 inch line. It is also advised that the necessary tees and valves be placed in the 12 inch line during construction to provide service to the proposed Stake Center and Temple, which will also be utilizing this line. 13. If the proposed connection on the water line at 2nd East is to the high pressure zone, a pressure reducing valve will need to be installed somewhere between the connection point and the point at the west end of the line where it connects to the central zone. Details on the pressure reducing valve station and its location will need to be provided. 14.The site plan as proposed provides only one access out of the area. This is a large facility which will eventually be connected also to 2nd East. A temporary access will be required to provide emergency access in and out of the Stake Center if an accident or disruption of the only approach occurs. Detail on sheet SD -3.1 detail G, city standards are that water valves be located 2 feet from fire hydrants. 15.The site plan does not show locations for refuse collection. A fenced enclosure will need to be provided for collection of sanitary wastes by the City of Rexburg. 16. No provisions are shown for how the water for the building or landscaping will be metered. There has been some talk that the landscape water will be provided by a non city source. If this is to be the case, we need to see details on how the systems will be provided and installed. 17.The provisions in the plans for site runoff cleaning and other details as noted meet the requirements of the city and need to be enforced during construction. 18. Reference sheet SD -1.6, the details for the parking area show that the main north south parking area has a 65 foot overall width. This width is in excess of normally provided however, it is our concern that will the large number of vehicles that will be entering or exiting this site from the parking area to the south that cars pulling in or backing out will stop the flow of traffic to maneuver in or out of the parking stalls should be evaluated whether this width is adequate to provide continuous traffic movement especially with the future design being to utilize this exit also for the proposed second Stake Center and as an access for the Temple. This isle way may need to be widened to provide adequate access at all times. This payment at this anytime or it can be used to apply towards future silcoating of the streets. If you have questions or need further information please feel free to contact me at your convenience. Very truly yours, J hn Mill r P lic Works Director ADDENDUM Project Name: Brigham Young University - Idaho Addendum No.: One Project Designation: University 4"' Stake Center Date: Sept 16, 2004 From: Lystrup /Jensen Architects 1133 Call Creek Place — � n K K FFO) Pocatello, Idaho 83201 r l I I Phone: (208) 233 -4633 2. Jenkins Glass, Idaho Falls, Idaho - (208) 523 -5173 Fax: (208) 233 -4656 0400360 To: Invited Bidders Item V -2. LDS 4th Stake Center Item V -3. This Addendum forms a part of the Contract Documents and modifies the original Bidding Documents dated July /Aug, 2003, as noted below. Acknowledge receipt of this Addendum in the space provided on the Bid Form. Failure to do so may subject the Bidder to disqualification. This Addendum consists of 20 pages (8 YZ "x 11") and 13 drawings (30" x 42 ") . I - CHANGES TO PRIOR ADDENDA: None II - CHANGES TO BIDDING REQUIREMENTS: Item 11 -1. Invitation to Bid. Delete Article 8 and replace with the following: 8. Sealed bids will be received prior to 2:00 PM Local Time on September 20, 2004 at the office of Jacobsen Construction Co., Inc., 3131 West 2210 South, Salt Lake City, Utah 84119. Bids will be opened at 2:00 PM Local Time on September 20, 2004, at the office of the contractor. Item II -2. Invitation to Bid. Revise Article 9, b to read as follows: b. Bidding documents may be obtained at the office of the Contractor. Item 11 -3. Invitation to Bid. Delete Article 10. Item 11-4. Invitation to Bid. Delete Article 11. Item II -5. Instructions to Bidders. Item 4. Bidding Procedures - Delete Paragraph B. Bid Security. A bid bond will not be required. III - CHANGES TO AGREEMENT & OTHER CONTRACT FORMS: None IV - CHANGES TO CONDITIONS OF THE CONTRACT: None V - CHANGES TO SPECIFICATIONS: Item V -1. Section 08411 Aluminum- Framed Storefronts - Add the following as approved VMR installers. 1. Precision Glass, Pocatello, Idaho - (208) 233 -3431 2. Jenkins Glass, Idaho Falls, Idaho - (208) 523 -5173 3. Commercial Glass, Boise, Idaho - (208) 3446362 4. D & A Glass, Meridian, Idaho - (208) 888 -0077 Item V -2. Section 08701 General Hardware. Add entire 6 page section, attached. Item V -3. Section 08701 General Hardware. Contractor to provide $27,500.00 allowance for hardware package. Item V-4. Section 09310 Ceramic Tile. Delete reference to Font construction. Provide thin set application for floor installation entire project. Item V -5. Section 09310 Ceramic Tile. Delete reference to pre- approved tile installers. Item V -6. Section 01200 Price & Payment Procedures. Article 1.3, B. Add Hardware allowance (see Item V -3 above) to the list. Item V -7. Section 02813 Underground Irrigation System. Add entire 7 page section, attached. Item V -8. Section 02930 Exterior Plants. Add entire 4 page section, attached. Item V -9. Section 01200 Price & Payment Procedures. Article 1.3, B. Add Exterior Concrete Stair and metal Hand Rail allowance. Contractor to provide $82,000.00 allowance for Stair package. Item V -10. Section 01200 Price & Payment Procedures. Article 1.3, B. Add Exterior Arched Soffit Framing allowance (see Item VI -5 below) to the list. VI - CHANGES TO DRAWINGS: Item VI -1. Sheet A1.2, Grid Line A to B revise dimension from 8' to 24' and add Organ Chamber Room on North side of Rostrum (match sheet A1.1 Floor Plan layout). Item VI -2. Sheet A1.2, Grid Line 3 to 5 revise Room 128, 129, 143, 144 (match sheet A1.1 & A7.9 Floor Plan layout). Item VI -3. Sheet A3.1, detail C. Delete reference to two layers gypsum board. Item VI -4. Sheet A1.1. Organ Chamber Room on North side of Rostrum, provide double layer gypsum board on all walls. Item VI -5. Sheet A3.2. Section D note on arched soffit framing. Contractor to provide $45,000.00 allowance for Soffit Framing package. Item VI -6. Sheet A4.1. Room Finish Schedule. Change Room 101 base to type B1. Change Room 138 base to type B5. Change Room 153 base to type B1. Change Room 132 wall to type W1. Change Room 137 wainscot to type WC4. Item VI -7. Sheet A4.1. Wainscot Detail C. Delete Sisal wall covering above chair rail and provide vinyl wall covering. Item VI -8. Sheet 1-1.2. Add note 6 to Notes to read as follows. 6. Owner shall provide and install stop valve and backflow prevention device. Item VI -9. Civil Drawings. Delete Sheet No. SD1.1, SD1.2, SD1.3, S132.1, SD2.2, SD2.3, SD2.4, SD3.1 - entire civil drawing set and replace with the following: S131.1 Title Sheet, S131.2 Site Overview, S131.3 Existing Features & Topography, SD1.4 Existing Rock Topography, SD1.5 Erosion Control, SD1.6 Site Dimension Plan, SD13 Site Grading, SD2.1 Project Plan & Profile, SD2.2 Project Plan & Profile, Sd2.3 Storm Sewer Plan & Profile, SD3.1 Standard Details, SD3.2 Standard Details, SD3.3 Standard Details. Add 13 pages 24" x 36 ", attached. Item VI -10. Sheet A7.4. Room 131 & 132, provide room layout to match Floor Plan Sheet A1.1. Item VI -11. Sheet A1.4 & A1.5. Gypsum Board shown on framing beneath ceramic tile backer board is for sound wall construction. Provide layers as shown on drawings. Item VI -12. Sheet S1.2. Concrete Slab construction. Provide recessed slab at wood flooring as shown. Delete all other recessed slab areas. VII - CHANGES TO MECHANICAL: None VIII - CHANGES TO ELECTRICAL: Item VIII -1. Provide changes as shown on attached Electrical Addendum, dated 9- 15 -04, 1 page, attached. END of ADDENDUM K UNIVERSITY 4`' STAKE CENTER BYU - IDAHO ELECTRICAL ADDENDUM #1 15 September 2004 Failure to acknowledge receipt of this addendum on the bid proposal form may result in rejection of your bid. 1. Sheet E -IA: Clarification: The Electrical Contractor shall be responsible for all trenching, excavation, rock removal etc for all duct bank and underground conduits. See details and notes on drawings. Also reference existing rock profile included with this addendum. 2. Sheet E-1 A: Key Note #3, Key Note #3 does not appear on the drawing should be keyed to the existing 15kV switch just south of 7`� South. E.C. shall be responsible to supply and install the 15kV cable as specified from the switch to the new transformer. 3. Sheet E -IA: Clarification of fixture notes: Type F7 reference sheet A7.9, Type F19 reference sheet A7.8, Type F22 & F23 reference sheets SD2.1 & SD2.2. 4. Cascade Lighting is approved to bid under column "D" on the Electrical Bid Breakout Form. 5. Sheet FA -1: Connect monitored fire sprinkler system devices to the fire alarm system. Monitored devices consist of. (6) tamper switches, (1) flow switch, (1) pressure switch, (1) pressure supervisory switch and (1) upper level freeze alarm. Refer to sheets FP1.1— FP2.1 for locations. End of Electrical Addendum # 1. SECTION 02813 UNDERGROUND IRRIGATION SYSTEM PART 1 GENERAL 1.1 SUMMARY A. Includes But Not Limited To 1. Furnish and install underground sprinkler irrigation system as described in Contract Documents complete with accessories necessary for proper function. B. Related Sections I. Section 02051 - General Site Construction Requirements 2. Section 15141 - Stop and waste valve if shown on drawings. 1.2 SUBMITTALS A Product Data 1. Manufacturer's cut sheets a. Controller b. Control wire c. Wire connectors d. Each type valve e. Each type head f. Pipe 2. Parts lists for operating elements of system. 3. Manufacturer's printed literature on operation and maintenance of operating elements of system. B. Quality Assurance / Control - Results of service pressure test before beginning work on system. C. Closeout 1. Record Drawings - a. As installation occurs, prepare accurate record drawing to be submitted before final inspection, including - 1) Detail and dimension changes made during construction. 2) Significant details and dimensions not shown in original Contract Documents. 3) Field dimensioned locations of valve boxes, manual drains, quick- coupler valves, control wire runs not in mainline ditch, and both ends of sleeves. 4) Take dimensions from permanent constructed surfaces or edges located at or above finish grade. 5) Take and record dimensions at time of installation. b. Reduce copy of record drawing to half -size, color key circuits, and laminate both sides with 5 mil thick or heavier plastic. Mount on 1/4 inch plywood board. Drill two 1/2 inch holes at top of board and hang on hooks in Custodial Room or as directed by Architect 2. Operations And Maintenance Manual Data - a. Modify and add to requirements of Section 01700 as follows - 1) Instruction manual listing complete instructions for system operation and maintenance, including winterizing. 2) Complete instructions on how to drain entire backflow preventer to prevent freezing. 1.3 QUALITY ASSURANCE A Qualifications 1. Use only trained personnel familiar with required irrigation system installation procedures. 2. Perform installation under direction of foreman or supervisor with five years minimum experience in sprinkling system installations. 1 Section 02813 BYU Idaho Stake August 2004 Underground Irrigation System B. Regulatory Requirements - Work and materials shall be in accordance with latest rules and regulations, and other applicable state or local laws. Nothing in Contract Documents is to be construed to permit work not conforming to these codes. C. Pre - Installation Conference - Schedule pre - installation conference after excavation of trenches and installation of sleeves, but before installation of pipe. 1.4 DELIVERY, STORAGE, AND HANDLING A During delivery, installation, and storage, protect materials from damage and prolonged exposure to sunlight. 1.5 SEQUENCING A Install sleeves before installation of cast -in -place concrete site elements and paving. 1.6 WARRANTY A Standard one year guarantee stipulated in General Conditions Article 12.2 shall include - 1. Filling and repairing depressions and replacing plantings due to settlement of irrigation trenches. 2. Adjusting system to supply proper coverage of areas to receive water. 3. Ensuring system can be adequately drained. 1.7 OWNER'S INSTRUCTIONS A After system is installed and approved, instruct Owner's designated personnel in complete operation and maintenance procedures. 1.8 MAINTENANCE A Extra Materials I. Furnish following items at Substantial Completion Meeting - a. One heavy -duty key for stop and waste or main shut -off valve, if new shut -off valve is shown to be installed. b. Two valve box cover keys. c. One quick coupler key with brass hose swivel. d. 5 each of each different type of head used. e. One each of each size of automatic valve used. B. Maintenance Service 1. Drain entire system at end of first watering season following installation. 2. Train Owner's designated personnel by having them assist in winterizing procedure. PART 2 PRODUCTS 2.1 MATERIALS A Rock -Free Soil 1. Backfill soil around PVC pipe. 2. Soil having rocks no larger than 1/2 inch in any dimension. B. Pea Gravel 1. For use under valve boxes. 2. 12 inch maximum round, water wom, washed rock. C. Sand - Fine granular material naturally produced by rock disintegration and free from organic material, mica, loam, clay, and other deleterious substances. 2 Section 02813 BYU Idaho Stake August 2004 Underground Irrigation System D. Native Material - Soil native to project site free of wood and other deleterious materials and rocks over 1 -1/2 inches. E. Topsoil - Existing in -place topsoil material. Remove rocks, roots, sticks, clods, debris, and other foreign matter over 1 -1/2 inches longest dimension encountered during trenching. 2.2 COMPONENTS A. Pipe, Pipe Fittings, And Connections 1. Pipe shall be continuously and permanently marked with Manufacturer's name, size, schedule, type, and working pressure. 2. Pipe sizes shown on Drawings are minimum. Larger sizes may be substituted without additional cost to Owner. 3. Pipe - a. Pressure Lines - Schedule 40 PVC. b. Lateral Lines - Schedule 40 PVC, unless shown otherwise on drawings. C. Backflow Assembly Piping - Red brass d. Quick Coupler Piping - Galvanized steel 4. Pipe Fittings - a. PVC pipe - same material as pipe, except where detailed otherwise. b. Polyethylene pipe — PVC insert fittings or brass saddles. 5. Sleeves - a. Under Parking Area And Driveway Paving - Schedule 40 PVC Pipe. b. All Other - Class 200 PVC Pipe. m Sleeve diameter shall be two times larger than pipe installed in sleeve. 6. Primer — Weld-on P -70. 7. Solvent — Weld-on 705. B. Sprinkler Heads 1. Each type of head shall be product of single manufacturer. 2. Conform to requirements shown on Drawings as to type, size, radius of throw, pressure, and discharge. Equals as approved by Architect before bidding. See Section 01600. C. Sprinkler Risers 1. Pop -up rotor and impact sprinklers shall have adjustable riser assembly, three street ell with nipple swing joint assembly, unless detailed otherwise on Drawings. Street ells shall be Marlex or schedule 40 PVC. Horizontal nipple parallel to side of lateral line shall be 8 inches long minimum schedule 80 gray PVC. 2. Pop-up sprinkler heads, shrub spray heads, bubbler heads, and stationary spray sprinkler heads shall have risers as follows - a. One schedule 40 PVC or Marlex street ell connected to bottom inlet of head, and 14 inches long minimum and 24 inches long maximum flexible pipe riser with fittings. 1) Acceptable Products - a) Rainbird swing pipe with spiral barb fittings. b) Toro 'funny pipe' with fittings. c) Equal as approved by Architect before bidding. See Section 01600. D. Automatic Sprinkler Control Wiring And Controller 1. Control wire shall be OF -UL listed, color coded PVC insulated copper conductor direct burial size 14 or PE insulated 14 AWG color coded wire. Do not use green color coded wire. 2. Waterproof Wire Connectors - a. Acceptable Products - 1) DBY or DBR by 3M 2) 3M SSP 314 3) Equal as approved by Architect before bidding. See Section 01600. 3. Automatic Controller - Make and model shown on Drawings. E. Valves 1. Electric Valves - Make and model shown on Drawings. 3 Section 02813 BYU Idaho Stake August 2004 Underground Irrigation System 2. Gate Valves - a. Bronze construction, angle type, 150 pound class, threaded connections, with cross - type operating handle designed to receive operating key. b. Quality Standard - Nibco T -113 non- rising stem gate valve. 3. Backfiow Preventer - Make and Model shown on Drawings or as required by local code. 4. Pressure Reducing Valve - Make and model shown on Drawings or as required by kcal code. 5. Quick Coupling Valve, where shown - Brass two piece valve with locking top. 6. Curb Stop — Brass, Ford Ball Valve Curb Stop F. Valve Accessories I. Valve Boxes - a. Rectangular heavy duty b. Lock top or snap top lids. C. Large enough for easy removal or maintenance of valves. d. Use extensions as required. e. Acceptable Manufacturers - 1) Carson Industries 2) Plymouth Products, Div Ametek 3) Equal as approved by Architect before bidding. See Section 01600. 2. Bricks - Standard size concrete pavers for valve box support. G. Other Components 1. Recommended by Manufacturer and subject to Architect's review and acceptance before installation. 2. Provide components necessary to complete system and make operational. 2.4 MANUFACTURERS A Carson Industries LLC, Glendora, CA (800) 735 -5566 or (909) 592 -6272 www.carsonind.com B. King Safety Products, St Charles, MO (800) 633-0232 www.kingsafety.com C. Nibco Inc, Elkhart, IN (800) 234-0227 or (219) 295 -3000 www.niboo.com D. Plymouth Products, Div Ametek, Sheboygan, MI (800) 645 -5426 or (920) 457 -9435 www.plymouthwater.com E. Rain Bird Sprinkler Manufacturing Corp, Glendora, CA (800) 458 -3005 or (626) 963 -9311 www.rainbird.com F. 3M, Austin, TX (800) 276 -0049 www.3m.com/elpd G. Toro Company, Irrigation Div, Riverside, CA (800) 367 -8676 or (909) 785 -3600 www.toro.com PART 3 EXECUTION 3.1 EXAMINATION A Site Verification Of Conditions - Perform pressure test at stub -out on main waterline provided for irrigation system, or at near -by fire hydrant Notify Architect if pressures over 70 psi or under 55 psi are found to determine if some re- design of system is necessary before beginning work on system. 3.2 PREPARATION A Protection 1. Repair or replace work of this Section damaged during course of the Work at no additional cost to Owner. If damaged work is new, repair or replacement shall be performed by installer of original work. 2. Do not cut existing tree roots measuring over 2 inches in diameter in order to install sprinkler lines. B. Layout of Irrigation Heads - 4 Section 02813 BYU Idaho Stake August 2004 Underground Irrigation System 1. Location of heads and piping shown on Drawings is approximate. Actual placement may vary slightly as is required to achieve full, even coverage without spraying onto buildings, sidewalks, fences, etc. 2. During layout, consult with Architect to verify proper placement and make recommendations, where revisions are advisable. 3. Minor adjustments in system layout will be permitted to avoid existing fixed obstructions. 4. Make certain changes are documented on record drawings. 3.3 INSTALLATION A. Trenching And Backfilling 1. Pulling of PVC pipe is not permitted. 2. Excavate trenches as required so that pipe will be installed to specified depth. Remove rocks larger than 1 -1/2 inch in any direction from bottom of trench. Separate out rocks larger than 1 -12 inch in any direction uncovered in trenching operation from excavated material and remove from areas to receive landscaping. 3. Install rock4ree soil as specified under PRODUCTS, 2" deep in bottom of trench before placing pipe in trench. 4. Cover pipe both top and sides with 2 inches of rock -free soil as specified under PRODUCTS. Remainder of backfill to within 5 inches of finish grade shall be as specified in Section 02315. Top 5 inches of bac kfill shall be topsoil as specified in Section 02312. 5. Do not cover pressure main, sprinkler pipe, or fittings until Architect has inspected and approved system. B. Sleeving I. Sleeve water lines and control wires under walks and paving. Extend sleeves 6 inches minimum beyond walk or pavement edge. Cap sleeves until pipes and wires are installed to keep sleeve dean and free of dirt and debris. 2. Use one water pipe maximum per sleeve. Sleeve control wiring in separate sleeve. 3. Position sleeves with respect to buildings and other obstructions so pipe can be easily removed. C. Grades And Draining 1. Install piping so system can be completely drained using compressed air. a. Slope pipes under parking areas or driveways to drain outside these areas. b. If blowout connection is shown, provide and install brass ball for blowout of entire system. Install brass ball valves with 4 lineal feet minimum of galvanized pipe between valve and main line. Install inside sprinkler valve box using 3 galvanized street ells as shown on drawing. D. Installation of Pipe 1. Install pipe in manner to provide for expansion and contraction as recommended by Manufacturer. 2. Unless otherwise indicated on Drawings, install main lines with minimum cover of 18 inches based on finished grade and install lateral lines with minimum of 12 inches of cover based on finish grade. 3. Install pipe and wires under driveways or parking areas in specked sleeves 18 inches below finish grade or as shown on Drawings. 4. Locate sprinkler heads no closer than 12 inches from building foundation. Heads immediately adjacent to mowstrips, walks, or curbs shall be one -half inch below top of mowstrip, walk, or curb and have one to 3 inches clearance between head and mowstrip, walk, or curb. 5. Cut plastic pipe square. Remove burrs at cut ends before installation so unobstructed flow will result. 6. Make solvent weld joints as follows - a. Do not make solvent weld joints if ambient temperature is below 35 deg F. b. Clean mating pipe and fitting with clean, dry cloth and apply one coat of P -70 primer to each. c. Apply uniform coat of 705 solvent to outside of pipe. d. Apply solvent to fitting in similar manner and insert pipe into fitting. 5 Section 02813 BYU Idaho Stake August 2004 Underground Irrigation System e. Give pipe or fitting a quarter turn to insure even distribution of solvent and make sure pipe is inserted to full depth of fitting socket. f. Allow joints to set at least 24 hours before applying pressure to PVC pipe. 7. Tape threaded connections with teflon tape. 8. If pipe is larger than 2 inches, install concrete thrust blocks wherever change of direction occurs, either vertically or horizontally, on PVC main pressure lines, unless otherwise detailed on Drawings. E. Control Valves And Controller 1. Install controller, control wires, and valves in accordance with Manufacturers recommendations and according to electrical code. 2. Install valves in plastic boxes with reinforced heavy duty plastic covers. Where valves are shown dose to sidewalk or crab, locate valve boxes within 12 inches of sidewalk or curb. Do not install more than one valve in a single box. 3. Valve box installation — a. Excavate hole 6" minimum deeper than valve box and wide enough to allow 3" minimum clearance beyond limits of valve box. b. Install pea gravel 3 inches deep minimum in bottom of excavation. c. Install brick on gravel under each comer of valve box d. Install valve box on bricks so that valve box will be one inch above finish grade and perpendicular with finish grade. Install valve box over valve so all parts of valve can be reached for service. e. Install additional pea gravel in excavation to bring the level of gravel one inch minimum above bottom of valve box. Maintain clearance between top of gravel and bottom of valve. f. Valve box cavity shall be reasonably free from dirt and debris. 4. wring - a. Attach control wire to side of main line every 10 feet using tape or plastic snap tie. Where control wire leaves main or lateral line, enclose it in Class 200 PVC conduit, unless shown otherwise on drawings. b. Locate all wire splices within valve boxes. c. Use white or gray color for common wire and other colors for all other wire. Each common wire may serve only one controller. d. Install one extra control wire from panel continuously from valve to valve throughout system similar to common wire for use if a wire fails. Wire shall be different color than all other wires, except use of green wire is not acceptable. Tag extra control wire in valve box with waterproof label. e. Install IT diameter loop of all control wires in each valve box. Backflow Preventer 1. Install if new backflow preventer is shown to be installed. 2. Install 24 inches minimum from structures or hardscaping. 2. When installed adjacent to any structure, mount test cocks on side away from structure. 3. After installation, remove handles and give to Owner together with extra maintenance materials. G. Sprinkler Heads 1. Before installation of sprinkler heads, open control valves and use full head of water to flush dirt and debris out of lines and fittings. 2. Set sprinkler heads perpendicular to finish grade. 3. Do not install sprinklers using side inlets. Install using base inlets only, unless approved otherwise in writing by Architect. 4. Install sprinkler heads at a consistent distance from existing walks, curbs, and other paved areas and one -half inch below edge. 5. Install sprinkler heads in open lawn areas one -half inch above finish grade measured to top of sod soil. H. Arrange valve stations to operate in an easy - to-view progressive sequence around building. Where sequence is shown on drawing arrange sequence as shown. Tag valves with waterproof labels showing final sequence station assignments. 6 Section 02813 BYU Idaho Stake August 2004 Underground Irrigation System 3.4 FIELD WALITY CONTROL A Site Tests - Before backfilling system, test pressure lines at 100 psi minimum for 2 hours minimum and make certain there are no leaks. Notify Architect 2 working days minimum before conducting test B- Insped ions - Architect's irrigation design consultant, or Certified water auditor recommended by consultant and approved in writing by Architect, will review irrigation system before substantial Completion. Upon approval of system, reviewer will provide signed acceptance certificate to be included in Operations and Maintenance Manual. Certificate will include name and signature of reviewer, reviewer's company, date of review, and reviewer's telephone number. 3.5 ADJUSTING A Adjust heads to proper grade when turf is sufficiently established to allow walking on it without appreciable harm. Such lowering or raising of heads shall be part of original contract with no additional cost to Owner. B. Adjust sprinkler heads for proper distribution and trim so spray does not fall on building. C. Must watering time of valves to provide proper amounts of water to all plants. END OF SECTION 7 Section 02813 BYU Idaho Stake August 2004 Underground Irrigation System SECTION 02930 EXTERIOR PLANTS PART 1 GENERAL 1.1 SUMMARY A. Includes But Not Limited To 1. Furnish and install landscaping plants as described in Contract Documents. B. Related Sections 1. Section 02901 - General Planting Requirements 1.2 REFERENCES A. American National Standards Institute 1. ANSI Z60.1 -1990, 'American Standard for Nursery Stock' 1.3 SUBMITTALS A Samples 1. Bark top dressing mulch. 2. Planting mix. 1.4 DELIVERY, STORAGE, AND HANDLING A Deliver healthy and vigorous trees and shrubs. 1. Do not prune before delivery, except as approved by Architect. 2. Protect bark, branches, and root systems from sun scald, drying, sweating, whipping and other handling and tying damage. 3. Do not bend or bind -tie trees or shrubs in such a manner as to destroy natural shape. 4. Provide protective covering during delivery. B. Handle balled stock by root ball or container. C. Trees and shrubs dropped during delivery will be rejected. D. Deliver trees, shrubs, ground covers, and plants after preparations for planting have been completed and install immediately. 1. If planting is delayed more than six hours after delivery, set planting materials in shade and protect from weather and mechanical damage. 2. Set balled stock on ground and cover ball with soil, peat moss, saw dust, or other acceptable material approved by Architect. Do not place on pavement. 3. Do not remove container -grown stock from containers before time of planting. 4. Water root systems of trees and shrubs stored on site with fine mist spray. Water as often as necessary to maintain root systems in moist condition. 1.5 SEQUENCING A Do not commence work of this Section until work of Section 02917 has been completed and approved. B. Do not install exterior plants after October 1 or before April 1 1 `. C. Do not transport or install exterior plants if ambient temperature is above 90 degrees f. or below 30 degrees f. 1.6 WARRANTY 1 Section 02930 BYU Idaho Stake August 2004 Exterior Plants A. Guarantee furnished shrubs, ground covers, and vines to live and remain in strong, vigorous, and healthy condition for 90 days minimum from date landscape installation is accepted as complete. B. Guarantee trees to live and remain in strong, vigorous, and healthy condition for one year from date landscape installation is accepted as complete. 1.7 OWNER'S INSTRUCTIONS A. Provide written instructions covering maintenance requirements by Owner for first 60 days of guarantee period beyond Contract maintenance period specified in Section 02935. PART 2 PRODUCTS 2.1 MATERIALS A. Plants I. Conform to requirements of Plant List and Key on Drawings and to ANSI Z60.1. 2. Nomenclature - Plant names used in Plant List conform to'Standardized Plant Names' by American Joint Committee on Horticultural Nomenclature except in cases not covered. In these instances, follow custom of nursery trade. Plants shall bear a tag showing the genus, species, and variety of at least 10 percent of each species delivered to site. 3. Quality - a. Plants shall be sound, healthy, vigorous, free from plant disease, insect pests or their eggs, noxious weeds, and have healthy, normal root systems. Container stock shall be well established and free of excessive root -bound conditions. b. Do not prune plants or top trees prior to delivery. c. Plant materials shall be subject to approval by Architect as to size, health, quality, and character. d. Bare root trees are not acceptable. e. Provide plant materials from licensed nursery or grower. 4. Measurements - a. Measure height and spread of specimen plant materials with branches in their normal position as indicated on Drawings or Plant List. b. Measurement should be average of plant, not greatest diameter. For example, plant measuring 15 inches in widest direction and 9 inches in narrowest would be classified as 12 inch stock. c. Plants properly trimmed and transplanted should measure same in every direction. d. Measure caliper of trees 6 inches above surface of ground. e. Where caliper or other dimensions of plant materials are omitted from Plant List, plant materials shall be normal stock for type listed. f. Plant materials larger than those specified may be supplied, with prior written approval of Architect, and - 1) If complying with Contract Document requirements in all other respects. 2) If at no additional cost to Owner. 3) If sizes of roots or balls are increased proportionately. 5. Shape and Form - a. Plant materials shall be symmetrical or typical for variety and species and conform to measurements specified in Plant List b. Well grown material will generally have height equal to or greater than spread. However, spread shall not be less than 213 height B. Planting Mix - Mixture of the following. Mix before placing in shrub areas or backfilling planting holes — 1. Three parts topsoil as defined in section 02312 2. One part rotted composted manure 3. One part soil pep. C. Planting Tablets - 21 gram Agriform 20 -10-5. 2 Section 02930 BYU Idaho Stake August 2004 Exterior Plants D. Tree Stakes 1. 2 inch diameter Lodgepole Pine 2. Steel T -posts E. Tree Staking Ties 1. Acceptable Products - a. 32 inch Cynch -Tie tree ties b. Equal as approved by Architect before bidding. See Section 01600. F. Tree Guys 1. Acceptable Products - a. Duckbill Model 68DTS guying kit. b. Equal as approved by Architect before bidding. See Section 01600. G. Pre - Emergent Herbicide 1. Approved Products - a. Elanco XL b. Ronstar c. Surflan d. Equal as approved by Architect before bidding. See Section 01600. H. Bark Top Dressing Mulch 1. Approved Products - a. 'Fiber - mulch' Douglas Fir bark. PART 3 EXECUTION 3.1 EXAMINATION A Before proceeding with work, check and verify dimensions and quantities. Report variations between Drawings and site to Architect before proceeding with work of this Section. B. Plant totals are for convenience only and are not guaranteed. Verify amounts shown on Drawings. All plantings indicated on Drawings are required unless indicated otherwise. 3.2 PREPARATION A Layout individual tree and shrub locations and areas for multiple plantings. Stake locations and outline areas. Align plantings shown to be aligned. Secure Architecrs acceptance before planting. Make minor adjustments as may be requested. 3.3 INSTALLATION A Excavation of planting holes 1. If underground construction work or obstructions are encountered in excavation of planting holes, Architect will select alternate locations. 2. Plant Excavation Size - a. Shrubs — 1) Excavate entire shrub planting area between mowstrip and building or other edge to a depth of 16 ", minimum below top of mowstrip. 2) Install planting mix 12" deep, minimum so that surface of planting mix is 4" below top of mowstrip. 3) Excavate planting mix to a sufficient width and depth to accept shrub root ball. b. Trees - 1) Excavate hole a minimum of 4'-6" in diameter and 16" deep below finish grade. Excavate to a sufficient depth to accept tree root ball. 3 Section 02930 BYU Idaho Stake August 2004 Exterior Plants 3. Unless excavated material meets topsoil requirements as specified in Section 02312, remove from project site and do not use for landscaping purposes. B. Installing trees, shrubs and groundcover 1. Before installing, fill hole with water and verify that water drains away within two hours. Inform Architect in writing if water does not drain property. Do not install trees or shrubs in holes that do not properly drain. 2. Removing Binders And Containers - a. Remove top 1/3 of wire basket and burlap binders. b. Remove all plastic from around root balls c. Remove twine binders from around root ball. 3. Install and backfill plants immediately after removing binding material and containers. 4. Install trees and shrubs in holes so top of root ball is approximately one inch higher than finished grade measured after watering and settling. Fill under plants with tamped planting mix sufficient to bring plant to proper elevation. 5. Property cut off broken or frayed roots. 6. Install plants in holes. Center, plumb, and align plants. Install tree stakes. 7. Backfill with specified planting mix. 8. Install planting tablets in planting holes as follows. Place tablets in relation to root ball as recommended by Manufacturer. a. One Gallon Plant - 1 tablet b. 5 Gallon Shrub - 3 tablets c. 15 Gallon Tree - 4 tablets d. 2° caliper Tree - 6 Tablets 9. Settle by firming and watering. Make ring of mounded planting mix around hole's perimeter to forth a watering basin. Remove watering basin before installing bark top dressing mulch. 10. Make adjustments in positions of plants as directed by Architect 11. Thoroughly water trees and shrubs immediately after planting. 12. At base of each tree, leave 4'-6" diameter circle free of any grass. C. Supports for New Trees 1. Provide new supports for trees, unless shown odwv ise on drawings. a. Remove nursery stakes delivered with and attached to trees. b. Support shall consist of at least two tree stakes driven into hole base before back ill so roots are not damaged. Place stakes vertically and run parallel to tree trunk. Install stakes so 3 feet of stake length is below finish grade. c. Place tree ties 6 to 12 inches below crotch of main tree canopy. Second set of tree ties may be required 18 to 24 inches above finish grade, if directed by Architect. d. Remove tops of tree stakes so top of stake is 6 inches below main tree canopy to prevent damage to tree branches and canopy growth. 2. Provide guying kits to support trees larger than T caliper. D. Vines - Remove from stakes, untie, and securely fasten to wall or fence next to which they are planted. E. Ground Covers - Container -grown unless otherwise specified on Drawings. Space evenly to produce a uniform effect, staggered in rows and intervals shown. F. Post Planting Weed Control 1. Apply specified pre - emergent herbicide to shrub and ground corer planting areas and grass - free areas at tree bases after completion of planting. 2. Areas shall be free of existing weed growth prior to application of herbicide. G. Installing Bark Top Dressing Mulch 1. After application of herbicide, install X deep layer of bark top dressing mulch in shrub and ground cover planting areas and in grass -free area at tree bases. 2. Place bark top dressing mulch to uniform depth and rake to neat finished appearance. END OF SECTION 4 Section 02930 BYU Idaho Stake August 2004 Exterior Plants SECTION 08701 GENERAL HARDWARE REQUIREMENTS PART 1 GENERAL 1.1 SUMMARY A. Includes But Not Limited To 1. General requirements for finish hardware related to architectural wood and hollow metal doors. B. Related Sections 1. Section 06202 - Installation 2. Section 06412 - Architectural woodwork hardware 3. Section 08411 - Aluminum- framed Storefront Hardware 1.2 DEFINITIONS A. Builders Hardware Manufacturer's Association (BHMA) Hardware Functions 1. F -75 Passage Latch - Latch bolt operated by lever from either side at all times. 2. F -76 Privacy Lock - Latch bolt operated by lever from either side. Outside lever locked by push button inside and unlocked by emergency key from outside or rotating lever from inside. 3. F -81 Office Door Lock - Dead locking latch bolt operated by lever from either side, except when outside lever is locked by turn button in inside lever. When outside lever is locked, latch bolt is operated by key in outside lever or by rotating inside lever. Turn button must be manually rotated to unlock outside lever. 4. F -84 Classroom Deadlock - Dead locking latch bolt operated by lever from either side, e)cept when outside lever is locked, latch bolt is operated by key in outside lever or by rotating inside lever. 5. F -86 Utility Space Door Lock - Dead locking latch bolt operated by key in outside lever or by rotating inside lever. Outside lever is always foxed. 6. F -91 Latch And Deadlocks - Dead locking latch bolt operated by key from both sides. 7. E -2142 Deadbolt - Dead bolt operated by key from either side. Bolt automatically dead locks when fully thrown. 8. E -2152 Deadbolt - Dead bolt operated by key from outside and turn button from inside. Bolt automatically dead locks when fully thrown. 1.3 SYSTEM DESCRIPTION A. Performance Requirements 1. Products of this Section are to be furnished and installed in accordance with procedures established between Owner and VMR partners, in addition to Contract Document requirements. To the best of our knowledge, there are no conflicts between these established procedures and Contract Document requirements. 2. Contact Church Project Manager if there are questions regarding these procedures. At his direction, contact may be made with VMR partner or Church VMR Manager. 1.4 SUBMITTALS A. Product Data 1. Manufacturer's cut sheets 2. Two copies of Manufacturer's installation, adjustment, and maintenance instructions for each piece of hardware. Include one set in Operations And Maintenance Manual and send one set with hardware when delivered. 3. Copy of hardware schedule 554 - 5226 -78 1 Section 08701 BYU -I a Stake Aug 2004 General Hardware Requirements 4. Written copy of keying system explanation. Keying information shall include high security keyway suppliers name, address, and phone number. B. Shop Drawings - Submit hardware schedule indicating hardware to be supplied. Schedule shall indicate details such as proper type of stnkeplates, spindle lengths, hand, backset, and bevel of locks, hand and degree opening of closer, length of kickplates, length of rods and flushbolts, type of door stop, and other necessary information necessary to determine exact hardware requirements. C. Quality Assurance / Control - Certificate or letter signed by hardware supplier and by Contractor stating that hardware provided is same as that specified in Contract Documents. D. Closeout - Submit keying plan and bitting schedule as record documents. 1.5 QUALITY ASSURANCE A. Suppliers bidding this work shall have two years minimum experience in providing, detailing, scheduling, and installing builders hardware and shall employ at least one full time DHI Architectural Hardware Consultant (AHC). 1.6 DELIVERY, STORAGE, AND HANDLING A. Neatly and securely package hardware items by hardware group and identify for individual door with specified group number and set number used on Suppliers hardware schedule. Include fasteners and accessories necessary for installation and operation of finish hardware in same package. 1.7 SCHEDULING A. Hardware Templates 1. Provide hardware templates to Sections under 08100 and 08200 headings within 14 days after hardware schedule is approved by Architect. 2. Supply necessary hardware installation templates to Section 06202 before pre - installation conference. PART 2 PRODUCTS 2.1 FINISHES A. Finishes for steel, brass, or bronze hardware items shall be US26D, Chromium plated, satin, except flat goods which may be US32D, stainless steel, satin. Materials other than steel, brass, or bronze shall be finished to match the appearance of US26D / 32D. 2.2 FASTENERS A. Fasteners shall be of suitable types, sizes and quantities to properly secure hardware. Fasteners shall be of same material and finish as hardware unless otherwise specified. Fasteners exposed to weather shall be non - ferrous or corrosion resisting steel. PART 3 EXECUTION 3.1 VMR SUPPLIERS A. Architectural Building Supply, Salt Lake City, UT Russ Farley Phone (800) 574 -4369 FAX 801 - 484 -6817 e-mail abssic@absdoors.com 554- 5226 -78 2 Section 08701 BYU -I 4h Stake Aug 2004 General Hardware Requirements B. Beacon Metals Inc, Salt Lake City, UT Chad Riches Phone (888) 823 -2206 FAX 801 - 485 -7647 e -mail chadr @beacon- metals.com 3.2 PREPARATION A. Before ordering materials, examine documents to be assured that material to be ordered is appropriate for substrate to which it is to be secured and will function as intended. 3.3 HARDWARE GROUP SCHEDULE A. Single Exterior Doors Group 1 - 3 each - Hinges 1 each - Deadbolt Function E -2152 1 each - Lockset Function F -81 1 each - Stop 1 each - Threshold 1 set - Weatherstripping Group 2 - 3 each - Hinges 1 each - Exit Device, exit only 1 each - Closer 1 each - Stop 1 each - Threshold 1 set - Weatherstripping Group 3 - 3 each - Hinges 1 each - Lockset Function F-81 1 each - Closer 1 each - Stop 1 each - Threshold 1 set - Weatherstripping B. Exterior Double Doors Group 10 - General - 1 each 1 set Inactive Leaf - 3 each 1 each 2 each Active Leaf - 3 each 1 each 1 each - Threshold - Weatherstripping - Hinges - Stop and Holder - Flushbolts - Hinges - Lockset Function F -86 - Stop and Holder C. Single Interior Doors Group 20 - 3 each - Hinges 1 each - Latchset Function F -75 1 each - Closer 1 each - Stop 1 set - Smoke Gaskets 5545226 -78 3 Section 08701 BYU -I 4'" Stake Aug 2004 General Hardware Requirements Group 21 - 3 each - Hinges 1 each - Lockset Function F-86 1 each - Closer 1 each - Stop 1 set - Smoke Gaskets Group 22 - 3 each - Hinges 1 each - Lockset Function F-81 1 each - Closer 1 each - Stop 1 set - Smoke Gaskets Gawp 23 - 3 each - Hinges 1 each - Lockset Function F-81 1 each - Closer 1 each - Stop 1 each - Threshold 1 each - Acoustic Seal 1 set - Smoke Gaskets Group 23B - 3 each - Hinges 1 each - Lockset Function F -76 1 each - Closer 1 each - Stop 1 each - Threshold 1 each - Acoustic Seal 1 set - Smoke Gaskets Group 23C - 3 each - Hinges 1 each - Lockset Function F-81 1 each - Stop 1 each - Threshold 1 each - Acoustical Seal 1 set - Smoke Gaskets Group 25 - 3 each - Hinges 1 each - E)dt Device 1 each - Cylinder 1 each - Closer 1 each - Kick Plate 1 each - Stop 1 set - Smoke Gaskets Group 25A - 3 each - Hinges 1 each - E)dt Device 1 each - Closer 1 each -Kick Plate 1 each - Stop 1 set - Smoke Gaskets Group 25B - 3 each - Hinges 1 each - Ext Device 5545226 -78 4 Section 08701 BYU -1 a Stake Aug 2004 General Hardware Requirements 1 each - Closer 1 each - Kick Plate 1 each - Stop 1 each - Threshold 1 each - Acoustic Seal 1 set - Smoke Gaskets Group 26 - 3 each 3 each - Hinges 1 each - Latchset Function F -75 1 each - Closer 1 each - Kick Plate 1 each - Stop 1 set - Smoke Gaskets Group 26A - Door No 147A 3 each - Hinges 1 each - Closer 1 each - Push 1 each - Pull 1 each - Kick Plate 1 each - Stop 1 set - Smoke Gaskets Group 26B - 3 each - Hinges 1 each - Lockset Function F-76 1 each - Stop 1 set - Smoke Gaskets Group 27 - Door No 107A 3 each - Hinges 1 each - Lockset Function F -76 1 each - Closer 1 each - Stop 1 set - Smoke Gaskets Gawp 28 - 3 each - Hinges 1 each - Nightlatch Function E-2152 1 each - Closer 1 each - Push 1 each - Pull 1 each - Stop 1 set - Smoke Gaskets Group 31 - 3 each - Hinges 1 each - Latchset Function F -75 1 each - Stop 1 each - Threshold 1 each - Acoustic Seal 1 set - Smoke Gaskets D. Double Interior Doors Group 50 - General - 1 set Inactive Leaf 5545226 -78 BYU -I 4'" Stake - Smoke Gaskets 5 Section 08701 Aug 2004 General Hardware Requirements 3 each - Hinges 2 each - Flushbolts 1 each - Stop Active Leaf - 3 each - Hinges 1 each - Lockset Function F-81 1 each - Stop Group 52 - General - 1 set - Smoke Gaskets Inactive Leaf - 3 each - Hinges 1 each - E)dt Device - Surface- mounted Vertical Rod 1 each - Cylinder 1 each - Closer 1 each - lick Plate 1 each - Stop Active Leaf - 3 each - Hinges 1 each - E)dt Device - Sur ace- mounted Vertical Rod 1 each - Cylinder 1 each - Closer' 1 each - tick Plate 1 each - Stop Group 52A - General - 1 set - Smoke Gaskets Inactive Leaf - 3 each - Hinges 1 each - E)dt Device - Surface- mounted Vertical Rod 1 each - Closer 1 each - tick Plate 1 each - Stop Active Leaf - 3 each - Hinges 1 each - E)dt Device - Surface- mounted Vertical Rod 1 each - Closer 1 each - tick Plate 1 each - Stop END OF SECTION 554 - 5226 -78 6 Section 08701 BYU -I 4 Stake Aug 2004 General Hardware Requirements Dec 02 2004 2:28PM Materials Testing & Insp. 2085296911 p.2 PAGE # 1 OF5 MR. HAL JENSEN LYSTRUP JENSEN ARCHITECTS 1133 Call Creek Place Pocatello, ID 83201 Re: Testing and Inspection Services for the Proposed Project: UNIVERSITY 4 TH STAKE CENTER Rexburg, Idaho Dear Mr. Jensen, DATE5113103 1WTISERVE R2IPROPOSALSICONSTRUCTION%PRO PO SALSM PROPOSALS \IDAHO FALLS AREA PROPOSAL31P4621 - UNIVERSITY 4TN STAKE REXBURG.DOC Phone: 233 -4633 Fax: 233 -4656 The enclosed cost proposal has been prepared for your review and evaluation. Materials Testing & Inspection, Inc. appreciates the opportunity to submit this estimate to provide materials testing and inspection services on the above referenced project. The estimate is based on our review of plans and specifications, similar projects, and City of Rexburg requirements. The estimate is also based on a presumed construction schedule. If the construction schedule does not follow MTI's estimated production rates and schedule, the quantities and number of trips required will vary. Please review the number of trips and quantities to insure that each item follows your construction schedule/production rates. Variances from our estimate and your schedule/production rates will be billed at the indicated unit rates. The result may be a decrease or increase in the total testing and inspection costs. Scope of services for the project have been outlined below: 26,514 square foot, Structural Concrete and Wood Frame Structure - The Scope of Services includes; 1) soils testing and inspections, 2) concrete testing and inspection and 3) asphalt testing and inspection. The scope may be a justed based on the actual special inspection requirements Costs will be dependent on the actual number of trips/time for testing and inspections A detailed explanation of testing/inspection items for each phase of construction has been provided below: • Soils — MTI is licensed to practice geotechnical engineering in the State of Idaho and will assume the geotechnical responsibility to assure that the recommendations of the geotechnical report are properly implemented during the construction phases of this project. In addition, - MTI will assume the liability for any MTI approved modifications to the original geotechnical report. Geotechnical observations at the footing and parking lot bearing surfaces will be performed. Density testing of structural fill will be performed throughout the backfilling stages of the project. Concrete — "Special Inspection" of concrete is required for footings, stem walls and slab on grade. Structural concrete will be tested at intervals of one set of four concrete cylinders for every 150 cubic yards of concrete, per mix type. Slump, air entrainment, and temperature tests will be performed when compressive strength tests are molded or when the consistence of the mix appears .to.be suspect.. Exterior concrete will be tested two times for sidewalks. Dec 02 2004 2:28PM Materials Testing & Insp. • Structural Steel— "Special inspection" None anticipated. 2085296911 p.3 PAGE A 2 OF5 DATE 5113103 1\ LIT IS ERVE R2IPROPOSALSICONSTRUCTION\PRO POSALS104 PROPOSALSIIDAHO FALLS AREA PROPOSALSXP4621 - UNIVERSITY 4TH STAKE REXBURO.DOC • Asphalt — Monitoring of placement and density testing will be performed during the asphalt paving operations. Three (3) AC cores will be taken at random locations to verify thickness and correlate the nuclear gauge. It is MTI's intention that our services will complement your efforts towards maintaining the highest standards of quality. Please let us know if you require additional information. We thank you for considering our firm and look forward to working with you on this project. Respectfully Submitted, Materials Testing & Inspection, Inc. Dan King Eastern Idaho Manager "/0 0400360 LDS Univ 4th Stake Center (9 rise Cascade (20"n 6F ri O �9T /Dil/S BCI® JOIST & VERSA -LAM® Products Engineered to Build Reputations 2 tx, n 0 31. 675 3193 Za6 p. �'0 NAME: LDS EAST STK -10 & 16 WRDS ACCT : 728200 PHONE: 000 3567180 SERVICE: 352 S 4TH E ROUTE 72140 CLASS /UNITS: J 003 BILLING: 631 N 2ND E STE #4 BLDG #: LABEL CODE: _ FLAG: CITY,ST: REXBURG, IDAHO ZIP: 83440 0000 MAIL CODE /ROUTE: C 04 OWNER: EAST REX STAKE HSE< %NICK THOMASON BUS. SCHED /UNITS: 00 000 BILLING TYPE: _ EXPIRE MONTH: 00 DEPOSIT DATE: 000000 AMOUNT: 00000 Moved In /Out: 011598 000000 F9 =READ HISTORY- - - - - -- - - -- -USAGE HISTORY----- - WATER SIZE SCHED MOYR READS Y/N 695 0803 22- 0104 548 '0604 #1: 02 00 05 0782 50990 00000 564 0903 ' 22- 0204 466 0704 #2: 00 00 49 0000 00000 00000 572 `00 88 03,04 536 0804 _ 43: 00 00 49 0000 00000 00000 22- 1103 0404 503 U04 EST: 00019 X: READ DATES: 10194 00000 22- 1203 177 0504 428 00 . SEWER SCHED: 05 EQ USERS <XX.X>: 000 BIN # MTWTFSS DAY: ALL 0 GARBAGE SCHED: 04 SIZE: 3YD ROUTE #: 02 0 1000000 SEQ #: 985 000 000 OTHER CODE: AMOUNT: EXPIRE MO /YR: 0000 DESC: Hi Water: 30 Hi Sewer: 10 CHARGES TRANSACTIONS I WATER: 30624 1 TOTAL DUE: 441 '24 AMOUNT DATE AMOUNT DATE CODE SEWER: 8700 CURRENT: 50568 0604 22161- 05204 ROA GARBAGE: 4800 OVER 30: 44124 46165 0704 29625- 06144 ROA OTHER: OVER 60: 49924 0804 50568- 07154 ROA SVC CHG: NOTICE # DT: _ 00000 48152 0904 46165- 08134 ROA MAN CHG: ( TYPE /TERM DT: _ 08039 44124 1004 49924- 09204 ROA MAN CR SHUTOFF TIME: 00 _ <CMD 6> HIST 48152- 10134 ROA TOTAL: 44124 SECURE: Meter : Meter Read History Locations Customer: 728200 LDS EAST STK -10 & 16 WRDS #l: IN SIDEWALK 25 YDS N OF DOOR- WESTSIDE OF CHURCH -UNDER MANHOLE LID #2: #3: Date Meter 1 Usage Meter 2 Usage Meter 3 Usage Total Usage 10719/04 50990 428 428 9/15/04 50562 503 503 8/17/04 50059 536 536 7/14/04 49523 466 466 6/15/04 49057 548 548 5/11/04 48509 177 177 3/25/04 48332 88 88 10/15/03 48244 572 572 9/16/03 47672 564 564 8/18/03 47108 695 695 7/15/03 46413 546 546 6/16/03 45867 456 456 5/13/03 45411 9 9 4/15/03 45402 128 128 10/15/02 45274 542 542 + F. NAME: LDS N REXBURG STAKE CTR ACCT 141400 PHONE: 000 3567180 SERVICE: 312 E 2ND N ROUTE 14140 CLASS /UNITS: J 001 BILLING: 631 N 2ND E STE #4 BLDG #: LABEL CODE: _ FLAG: CITY,ST: REXBURG, IDAHO ZIP: 83440 0000 MAIL CODE /ROUTE: R 05 OWNER: < %NICK THOMASON BUS. SCHED /UNITS: 00 000 BILLING TYPE: _ EXPIRE MONTH: 00 DEPOSIT DATE: 000000 AMOUNT: 00000 Moved In /Out: 011598 000000 F9 =READ HISTORY- - - - - -- - - -- -USAGE HISTORY----- - WATER SIZE SCHED MOYR READS Y N 349 0803 28- 0104 689 0604 #1: 01 50 04 0882 71976 00000 1016 0903 28- 0204 822 0704 #2: 00 00 49 0000 00000 00000 & 0304 369 0804 43: 00 00 49 0000 00000 00000 28- 1 3 20- 0404 5. 0904 EST: 00020 X: READ DATES: 10194 00000 28- 1203 160 0504 254` SEWER SCHED: 04 EQ USERS<XX.X >: 000 BIN # MTWTFSS DAY: ALL 0 GARBAGE SCHED: 04 SIZE: 3YD ROUTE #: 01 2130 1000000 SEQ #: 325 000 000 OTHER CODE: AMOUNT: EXPIRE MO /YR: 0000 DESC: Hi Water: 90 Hi Sewer: 30 CHARGES TRANSACTIONS WATER: 18831 I TOTAL DUE: 31044 AMOUNT DATE AMOUNT DATE CODE SEWER: 7413 CURRENT: 54403 0604 18478- 05204 ROA GARBAGE: 4800 I OVER 30: 31044 61545 0704 24922- 06144 ROA OTHER: OVER 60: 37219 0804 54403- 07154 ROA SVC CHG: I NOTICE # DT: _ 00000 44952 0904 I 61545- 08134 ROA ( MAN CHG: TYPE /TERM DT: _ 02080 31044 1004 I 37219- 09204 ROA I MAN CR I SHUTOFF TIME: 00 _ <CMD 6> HIST I 44952- 10134 ROA I TOTAL: 31044 I SECURE: Meter- Meter Read History Locations Customer: 141400 LDS N REXBURG STAKE CTR 41: 20' N OF FLAG POLE IN SPECIAL READS BOOK #2: 43: Date Meter 1 Usage 10 19 04 71976 254 9/14/04 71722 513 8/17/04 71209 369 7/14/04 70840 822 6/15/04 70018 689 5/11/04 69329 160 3/30/04 - 69169 94.._,,, 10/15/03 69075 532 9/15/03 68543 1016 8/18/03 67527 349 7/15/03 67178 609 6/16/03 66569 584 5/13/03 65985 13 4/14/03 65972 161 10/15/02 65811 677 Meter 2 Usage Meter 3 Usage Total Usage 254 513 369 822 689 160 94 532 1016 349 609 584 13 161 677 + ' NAME: LDS N REXBURG FIELD SPRK ACCT : 107200 PHONE: SERVICE: 312 E 1ST N ROUTE 10720 CLASS /UNITS: BILLING: 631 N 2ND E STE #4 BLDG #: LABEL CODE: CITY,ST: REXBURG, IDAHO ZIP: 83440 0000 MAIL CODE /ROUTE: OWNER: <SPRINKLER METER ONLY BUS. SCHED /UNITS: BILLING TYPE: S EXPIRE MONTH: 00 DEPOSIT DATE: 000000 AMOUNT: Moved In /Out: 061798 000000 F9 =READ HISTORY- - - - - -- - - -- -USAGE H 000 3567180 J 001 _ FLAG: C 01 00 000 00000 WATER SIZE SCHED MOYR READS Y N 764 0803 104 589 0604 #1: 02 00 05 0782 50003 00000 485 0903 0204 532 0704 #2: 00 00 49 0000 00000 00000 401 1003 0304 415 0804 43: 00 00 49 0000 00000 00000 1103 0404 541 0904 EST: 00000 X: READ DATES: 10194 00000 1203 711 0504 463 1004 SEWER SCHED: 49 EQ USERS<XX.X >: 000 BIN # MTWTFS 0 GARBAGE SCHED: 49 SIZE: ROUTE #: 00 0 0000000 SEQ #: 000 000 0 0 OTHER CODE: AMOUNT: EXPIRE MO /YR: 0000 DESC: Hi Water: 60 Hi Sewer: CHARGES I TRANSACTIONS I WATER: 32504 I TOTAL DUE: 32504 AMOUNT DATE I AMOUNT DATE CODE I SEWER: I CURRENT: 39270 0604 I 29175- 11133 ROA I GARBAGE: OVER 30: 32504 36209 0704 11454- 06144 ROA OTHER: OVER 60: 29926 0804 39270- 07154 ROA SVC CHG: I NOTICE # DT: _ 00000 36693 0904 36209- 08134 ROA MAN CHG: I TYPE /TERM DT: _ 08039 32504 1004 29926- 09204 ROA I MAN CR I SHUTOFF TIME: 00 _ <CMD 6> HIST I 36693- 10134 ROA I TOTAL: 32504 1 SECURE: 'Meter` Locations #1: SOUTH #2: #3: Date W - 19704 04 9/14/04 8/17/04 7/14/04 6/15/04 5/11/04 3/29/04 10/15/03 9/15/03 8/18/03 7/15/03 6/16/03 5/13/03 4/15/03 10/15/02 Meter Read History Customer: 107200 LDS N REXBURG FIELD SPRK EAST CORNER UNDER STEEL PLATE IN SPECIAL READS BOOK Meter 1 Usage 50003 463 49540 541 48999 415 48584 532 48052 589 47463 71 47392 47392 401 46991 485 46506 764 45742 551 45191 497 44694 99 44595 44595 653 Meter 2 Usage Meter 3 Usage Total Usage 463 541 415 532 589 71 401 485 764 551 497 99 653 + Dec 02 2004 4:05PM Materials Testing & Insp. 2085296911 1230 N. Skyline Drive, Suite C Idaho Falls, ID 83402 Phone: (208) 522 -5780 Fax: (208) 529-6911 Fax �`� p.1 Materials Testing & Inspection r •w ,• To: Val Christensen, City of Rexbur From: Dan King Fax: (208) 359 -3022 Date: December 2, 2004 Phone: (208) 359 -3020 x 324 Pages: Five Re: Scope of Services Letters CC: N/A ❑ Urgent Q For Review ❑ Please Comment ❑ Please RePly ❑ Please Recycle -Comments: Here is the requested information. If you need anything further, please let us know. Thanks, Dan King Dec 02 2004 4:05PM Materials Testing a Insp. 2085296911 p.2 PAGE 9 1 OF5 DATESM143 \\MTI SERVE R2 \PR OPO S A LS\C ON STRUCT I ON \PRO POSALS\04 PROPOSALS \IDAHO FALLS AREA PROPOSALS \P4621 - uNIVERSITV 4TH STAKE REXBURO.DOC MR. HAL JENSEN LYSTRUP JENSEN ARCHITECTS 1133 Call Creek Place Pocatello, ID 83201 Re: Testing and Inspection Services for the Proposed Project: UNIVERSITY 4"' STAKE CENTER Rexburg, Idaho Dear Mr. Jensen, Pbone: 2334633 Fax: 233 -4656 The enclosed cost proposal has been prepared for your review and evaluation. Materials Testing & Inspection, Inc. appreciates the opportunity to submit this estimate to provide materials testing and inspection services on the above referenced project. The estimate is based on our review of plans and specifications, similar projects, and City of Rexburg requirements. The estimate is also based on a presumed construction schedule. If the construction schedule does not follow MTI's estimated production rates and schedule, the quantities and number of trips required will vary. Please review the number of trips and quantities to insure that each item follows your, construction schedule /production rates. Variances from our estimate and your schedule /production rates will be billed at the indicated unit rates. The result may be a decrease or increase in the total testing and inspection costs. Scope of services for the project have been outlined below; 26,514 square foot, Structural Concrete and Wood Frame Structure - The Scope of Services includes; 1) soils testing and inspections, 2) concrete testing and inspection and 3) asphalt testing and inspection. The scone may be adjusted based on the actual special inspection requirements Costs will be dependent on the actual number of trips/time for testing and inspections A detailed explanation of testing/inspection items for each phase of construction has been provided below: • Soils — MTI is licensed to practice geotechnical engineering in the State of Idaho and will assume the geotechnical responsibility to assure that the recommendations of the geotechnical report are properly implemented during the construction phases of this project. In addition, MTI will assume the liability for any MTI approved modifications to the original geotechnical report. Geotechnical observations at the footing and parking lot bearing surfaces will be performed. Density testing of structural fill will be performed throughout the backfilling stages of the project. • Concrete — "Special Inspection" of concrete is required for footings, stem walls and slab on grade. Structural concrete will be tested at intervals of one set of four concrete cylinders for every 150 cubic yards of concrete, per mix type. Slump, air entrainment, and temperature tests will be performed when compressive strength tests are molded or when the consistence of the mix appears to be:suspect.:Exterior concrete will be tested two times for sidewalks. Dec 02 2004 4:05PM Materials Testing & Insp. 2085296911 p.3 1, - • Structural Steel — "Special inspection" None anticipated. PAGE # 2 OF5 DATE 911310 8 11MTISERVER2 \PR OPOS A LSIC ON STRUCT ION %PRO POSALS%O4 PROPOSALMIDANO FALLS AREA PROPOSALSIP4621 - UNIVERSITY 4TX STAKE REXBURG.DOC • Asphalt — Monitoring of placement and density testing will be performed during the asphalt paving operations. Three (3) AC cores will be taken at random locations to verify thickness and correlate the nuclear gauge. It is MTI's intention that our services will complement your efforts towards maintaining the highest standards of quality. Please let us know if you require additional information. We thank you for considering our firm and look forward to working with you on this project. Respectfully Submitted, Materials Testing & Inspection, Inc. Dan King Eastern Idaho Manager Dec 02 2004 4:05PM Materials Testing & Insp. 2085296911 p.4 PAGE # 1 OF5 DATE S113103 IN MTIsERVER2IPROPO8ALSIC0NSTRUCTION \PRO POSALSI04 PROPO3ALS\1DAF0 FALLS AREA PROPOSALS1P4T52- EASTERN IDAHO CREDIT UNION.DOC MR. MATT VOIGT M. VOIGT CONSTRUCTION P.O. Box 1402 Pocatello, ID 83403 Re: Testing and Inspection Services for the Proposed Project: Eastern Idaho Credit Union Rexburg, Idaho Dear Mr Voigt. Phone: 25 5 -2542 Fax: 525 -2625 The enclosed cost proposal has been prepared for your review and evaluation. Materials Testing & Inspection, Inc. (MTI) appreciates the opportunity to submit this estimate to provide materials testing and inspection services on the above referenced project. - The estimate is based on conversations with you, a review of plans and specifications. similar projects, and City of Rexburg requirements. The estimate is also based on a presumed construction schedule. If the construction schedule does not follow MTI's estimated production rates and schedule, the quantities and number of trips required will vary. Please review the number of trips and quantities to insure that each item follows your construction schedule /production rates. Variances from our estimate and your schedule /production rates will be billed at the indicated unit rates. The result may be a decrease or increase in the total testing and inspection costs. Scope of services for the project have been outlined below: 3,769 square foot, Structural Steel and Wood Frame Structure - The Scope of Services includes; 1) soils testing and inspections, 2) concrete testing and 3) Structural Steel & Welding. The scope may be adjusted based on the actual special inspection requirements. Costs will be dependent on the actual number of trips /time for testing and inspections. A detailed explanation of testing/inspection items for each phase of construction has been provided below: Soils — Geotechnical observations will be performed at the footing and parking lot bearing surfaces. Density testing on parking lot structural fill will be performed throughout the backfill stages of the project. Concrete — "Special Inspection" of concrete will be performed on foundations, footings and slab on grade. Structural concrete will be tested during the six planned trips for the project. Four concrete cylinders will be taken for each 150 cubic yards of concrete placed, or once per trip whichever is greater. Slump, air entrainment, and temperature tests will be performed when compressive strength tests are molded or when the consistence of the mix appears to be suspect. MTI estimates 1 -test for foundations, 1 -test for stem walls, and 2 -tests for the slab -on- grade. Testing of the exterior concrete will not be performed unless requested. Dec 02 2004 4:05PM Materials Testing a Insp. 2085296911 p.5 PAGE # 2 OF5 OATE511 5109 1\ MTISERVER2 \PROPOSALSFCONSTRUCTION \PRO POSALS104 PROPOSALS\IDAHO FALLS AREA PRCPOS.ALs1P4752- EASTERN IDAHO CREDIT UNION.DOC Structural Steel — "Special inspection" of field welding is required in accordance with 20QO IBC standards. Visual inspection of welds will be performed in accordance with the applicable codes. One trip is currently planned on the structural steel frame located at the drive -thru. It is MTI's intention that our services will complement your efforts towards maintaining the highest standards of quality. Please let us know if you require additional information. We thank you for considering our firm and look forward to working with you on this project. Respectfully Submitted, Materials Testing & Inspection, Inc. Dan King Eastern Idaho Manager 0400360 LDS I INIV 4TI - I STAKE CENTER PROJECT: BYU IDAHO UNIVERSITY 4TH STAKE Rexburg, Idaho PROJECT No. 04106 CLIENT: Lystrup Jensen Architects DATE: June 25, 2004 1ST F � i OF10 � B� CQ25 -uN 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 E -MAIL: ES2Q4 ESZENG.COM PHONE: (20B) 552 -9874 FAX: (208) 552 -9302 BASIS FOR DESIGN DESIGN CODE: 2000 IBC DESIGN CRITERIA: wind speed 10.0 seismic category 90 MPH Exp.0 Wind Importance Factor B snow importance factor 1.15 seismic importance factor 1.1 allowable soil bearing pressure 1.25 3000 psf DESIGN LOADS: L.L.= 35 psf SLOPED ROOF: roof covering 5/8" I plywood or OSB 10.0 wood I- joists at 24" o.c. or trusses 2.1 10" batt insulation (R -30) 3.5 1/2" gypboard 3.0 mech. /elec. /misc. 2.2 4.2 D.L.= 25.0 psf MATERIALS: L.L.= 35 psf FLOOR. floor cover Douglas Fir #2 1 -1/8" osb 3.0 Prefab wood trusses at 24" o.c. 3.5 sprinklers 3.5 1/2" gypboard 1.5 mech. /elec. /misc. 2.2 1.3 D.L.= 15.0 psf L.L.= 50 psf EXTERIOR WALLS: brick 1/2" plywood or OSB 38.0 2x wood studs at 16" o.c. 1.7 1/2" gypboard 1.2 6" bait insulation (R -25) 2.2 mech. /elec. /misc. 1.8 1.1 46.0 psf MATERIALS: structural lumber Douglas Fir #2 connections Simpson Project Name: Project #: I Initials: Date: Sheet: N G I N E R I N G �ao m 0 m Dap o ce =70� LCr4A .- 3s Wes- Z/O e g�,4 Project Name: Project #: Initials: Date: Sheet: I u I �O 25 6!5- P� " Project Name: Project # : Initials: Date: Sheet: - I I I I I "ORION d N CONNERCONNECIING TOP PLATES S 9 I S6.J 58.1 S LNL SNDS 10 / 10 10 10 S Y Sfi.t Sfi.t " r TJ I AT ALL SIMPSON MST' (St) U 168 NA CORNER CONNT,[ W2Ir68 1 t • 2. PsOn 1560 1 S E WELDED TO 12 A 21' 6[. _. "- J /E -• " -�-" -. " "- -- TOP O SDE OF STEEL COLUMN vl/ I/i 1lLET AS EOU RED D E %iAL -O GFEA1 W &LL66 ON ARE FRAM D W1 OBL I 6 OBL 2:6 Si 1/56.1 16" O.G. SEE H G� y =fit sMP= oF D66 S t OP OR / S DE ET OR SIIEAR W ExiEgl ntLs ALONG E111 2 k PP O -- - — All FRA1.1G TN D A, 1 — B 5 po C 2.5EE 1 S6 J . E %SG I _ WFA Ogg )EAtl� k1-11 l 'Al■\■r I Ir G 3 —Al AGO GT2 GIRDERS J 56.1 IT CRNG W/ SMPSON S6.2 9 1T W/ (5a) I % EG COIINECTI P IA ES 6J 56.1 — I I A� L11 /12' "1 100E SNEAINII 6?OCNED AN NAII.EDAT i E DG ES A OEinIL NONE 10 / 10 10 10 S Y Sfi.t Sfi.t " r TJ I AT ALL 1 61111 T -LP s6.J d W2Ir68 1 t • 2. PsOn 1560 1 S E WELDED TO 12 A 21' 6[. _. "- J /E -• " -�-" -. " "- -- TOP O SDE OF STEEL COLUMN vl/ I/i 1lLET AS EOU RED D k1-11 l 'Al■\■r I Ir G 3 —Al AGO GT2 GIRDERS J 56.1 IT CRNG W/ SMPSON S6.2 9 1T W/ (5a) I % EG COIINECTI P IA ES 6J 56.1 — I I A� - - -- - -= -BEAM & HEADER SCHEDULE 1 1 . 1 1 3 3 (2) 2x MEMBERS (3) 2x MEMBERS KEYNOTES: 1. 16d NAILS STAGGERED AT 12" O.C. AS SHOWN 2. (3) ROWS OF 16d NAILS AT 12" O.C. AT 14" MEMBERS OR DEEPER AS SHOWN 3. PLYWOOD SPACER - 3" LONG (MIN) STRIP 1 1 (2) LVL MEMBERS 1 2 1 (3) LVL MEMBERS MARK SIZE MIN BEAM SUPPORT OPTIONS (SEE PLAN) MARK SIZE MIN BEAM SUPPORT OPTIONS (SEE PLAN) O (2) 2 x 8 (1) 2x6 TRIMMER AND (1) KING STUD 10 (3) 1 3/406 LVL SIMSPSON HWU5.50/16 TF O2 (3) 2x8 (1) 2x6 TRIMMER AND (1) KING STUD 11 N/A N/A O (2) 2x10 (2) 2x6 TRIMMER AND (3) KING STUD ­4 AR } Ue�e �x6 TR IMME-R- -A N@__�2 =14*4'-=STU9- 4O (2) 1 3/4x5 1/2 LVL (2) SIMSPON LS50 13 5 1 - { tt.Z�i F� (t )-2 ♦�� jy) l Ay _. - - KIALG. STUD OS (3) 1 3/4x5 1/2 LVL (1) 1 3/4x5 112 LVL TRIMMER AND (1) KING STUD 14 5 1/8x18 GL JM (4) 2x6 BUILT -UP 6O (2) 1 3/4x9 1/4 LVL (1) 1 3/4x11 1/4 LVL TRIMMER AND (1) KING STUD 15 6 3/4x15 GL 2) 1 3/4x7 1/4 LVL OR (2) 1 3/4x5 112 LVL TRIMMERS O7 4� -3� 4�L h(v VIhG 1 16 6 3/4x L �___14) 2x6 BUILT -UP OR STEEL COLUMN O N/A 1y�T} Ljt� N/A 17 (3) 1 3/4x16 LVL DRAG (,a} CTE W1 16 E AIILS AT 6" O.C. O (2) 1 3/4x16 LVL SIMSPON HWU3.56/16 TF 18 5 1/89 GL (3) 1 3/4x5 112 LVL OR STEEL COLUMN 19 (3) 1 3/4x9 1/4 LVL (2) 2x6 TRIMMER AND (2) KING STUD * SLOPE AND /OR SKEW AS REQUIRED 11 T 7 N z 1 rc C W r z i z z N WOOD BEAM DL P PT. LOAD (Ibs): 0 A B (2) 2 x 8 (3) 2x 6 fv (psl) (03 d. 92 92 236 92 ALLOWABLE STRESS DESIGN 818 948 DL (psf) LL (psf) Red.LL BM MARK: 1 0.03 0.04 2437 818 Loads 0.01 0.02 0.09 Reactions (Ibs) Span/A: Span (ft): 3.5 0.03 DL (psf) LL (psf) Red.LL ( trib (ft) w TL (Plfl WILL (PIf) Left Right Beam Selection (A - F ): A Lu (ft): 1.8 roof 25 40 40 18 1170 720 788 788 DL TL def. < U 240 roof/flr 0 0 0 0 0 0 1260 1260 LL LL def. < U 360 floor 0 0 0 0 0 0 2048 2048 TL C 1.00 wall /misc. 0 0 - 0 0 0 #DIV /0! 5 K: 1.0 0.18 0.26 W UNIFORM LOAD (pif): 1170 720 M (lb-ft): 1792 LL Red.(Y /N) ?: n AD (in): 0.07 0.10 #VALUE! DL P PT. LOAD (Ibs): 0 A B (2) 2 x 8 (3) 2x 6 fv (psl) (03 d. 92 92 236 92 fb (psi): 818 948 DL (psf) LL (psf) Red.LL ATL (in): 0.03 0.04 2437 818 AD (in): 0.01 0.02 0.09 0.03 Span/A: 1621 1061 0.03 0.01 roof/flr 0 0 490 1620 0 Beam Selection (A - F ): A ) USE: (2) 2 x 8 0 BM MARK: 2 Span (ft): 10.0 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 C 1.00 K: 1.0 LL Red.(Y /N) ?: N DL LL 160 Comments M (lb -ft): 3250 P PT. LOAD (lbs): 0 0 Loads 160 500 500 DL DL (psf) LL (psf) Red.LL trib (ft) WTL (plf) A B (psf) roof 25 40 40 4 260 roof/flr 0 0 0 0 0 floor 0 0 0 0 0 wall /misc. 0 0 - 0 0 fv (psi) � d: W UNIFORM LOAD (plf): 260 DL LL 160 Comments M (lb -ft): 3250 LL Comments 0 from left end: 0.0 No. of MICROLAMS: 1 F G ( 1) 1 -3 14x 5. 500 (2) 2x8 P PT. LOAD (lbs): 0 0 from !eft end: 160 500 500 DL 0 No. of MICROLAMS: 0 1300 1300 TL A B F G (2) 2 x 10 (3) 2x 8 fv (psi) � d: (1) 1 -3/4x 9.250 8 -3/4 x 27 59 53 fb (psi): 912 989 #DIV /0! 5 ATL (in): 0.18 0.26 #DIV /O! 37 37 AD (in): 0.07 0.10 #VALUE! span/A: 649 469 #VALUE! 0.00 #VALUE! 52985 Beam Selection (A - F): B 2 USE; (3) 2x B BM MARK: 3 Loads Reactions (Ibs) Span (ft): 6.0 DL (psf) LL (psf) Red.LL ft trib O (p w TL (PIf) wLL (PI>7 Left Right Lu (ft): 2.0 roof 25 40 40 6 390 240 450 450 DL TL def. < U 240 roof/fir 0 0 0 0 0 0 720 720 LL LL def.< U 360 floor 0 0 0 0 0 0 1170 1170 TL C 1.00 wall /misc. 0 0 - 0 0 0 K: 1.0 W UNIFORM LOAD (pif): 390 240 M (lb -ft): 1755 LL Red.(Y /N) ?: N DL LL Comments P PT LOAD (Ibs): 0 0 from !eft end: No. of MICROLAMS: A B F G (2) 2 x 8 (3) 2x 6 fv (psi) (Q d: (1) 1 -3/4x 5.500 8 -3/4 x 27 64 60 fb (psi): 801 928 #DIV 10! 2 ATL (in): 0.07 0.11 #DIVlO! 20 AD (in): 0.03 0.04 #VALUE! 0.00 span/A: 965 632 #VALUE! 0.00 #VALUE! 163533 LL Comments 0 from left end: 0.0 No. of MICROLAMS: 1 F G ( 1) 1 -3 14x 5. 500 (2) 2x8 Project Name: Project #: Initials: Date: Sheet: Simple- Span- bm_04. 9 .x/s Reactions (Ibs) WLL Of) Left Right 160 500 500 DL 0 800 800 LL 0 1300 1300 TL 0 Project Name: Project #: Initials: Date: Sheet: Simple- Span- bm_04. 9 .x/s R O w Z N D z W N WOOD BEAM BM MARK: 5 Span (ft): 10.0 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 C 1.00 K: 1.0 LL Red.(Y /N) ?: N P Pr. LOAD (Ibs): 0 0 from left end: 0.0 No. of MICROLAMs: 2 Loads ALLOWABLE STRESS DESIGN A B Reactions (Ibs) DL (psf) LL (psf) SM MARK: 4 F G fv (psi) @ d: Loads (psf) Reactions (Ibs) 45 39 Span (ft): 10.0 1 1 (2) -3/4 x 5.5 DL (psf) LL (psf) Red.LL (PSfl trib ft O w rL (Ply WILL (Plfl Left Right 1658 Lu (ft): 1.8 roof 25 40 40 3 195 120 375 375 DL TL def. < U 240 roof /fir 0 0 0 0 0 0 W UNIFORM LOAD (plf): 292.5 TL LL def. < U 360 floor 0 0 0 0 0 600 600 LL C 1.00 wall /misc. 0 0 0 975 975 TL - 0 0 0 K: 1.0 LL Red.(Y /N) ?: n W UNIFORM LOAD (plf): 195 120 M (lb -ft): 2438 DL LL Comments BM MARK: 5 Span (ft): 10.0 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 C 1.00 K: 1.0 LL Red.(Y /N) ?: N P Pr. LOAD (Ibs): 0 0 from left end: 0.0 No. of MICROLAMs: 2 Loads Loads A B Reactions (Ibs) DL (psf) LL (psf) Red.LL F G fv (psi) @ d: (2) 2 x 10 (3) 2x 8 (psf) fv (psi) @ d: 45 39 4x x (2) 1 -3/4 5.500 1 1 (2) -3/4 x 5.5 fb (psi): 684 742 4.5 292.5 ATL (in): 0.14 0.19 1658 1658 AD (in): 0.05 0.07 0.48 0.48 span /A: 866 625 0.18 0.18 wall /misc. 0 252 252 0 Beam Selection ( A - F ): G 4 USE: (2) 1-3/4 x s.s 0 0 - 0 BM MARK: 5 Span (ft): 10.0 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 C 1.00 K: 1.0 LL Red.(Y /N) ?: N DL LL 180 - Comments M (lb -ft): 3656 P Pr. LOAD (Ibs): 0 0 from left end: No. of MICROLAMS: 3 Loads Loads A B Reactions (Ibs) DL (psf) LL (psf) Red.LL trib (ft) W (plf) fv (psi) @ d: 53 45 (3) 1 -3/4x 5.500 (psf) fb (psi): 693 684 roof 25 40 40 4.5 292.5 rooflflr 0 0 0 0 0 floor 0 0 0 0 0 wall /misc. 0 0 LL 0 0 0 0 - 0 0 0 W UNIFORM LOAD (plf): 292.5 DL LL 180 - Comments M (lb -ft): 3656 BM MARK: 6 P Pr. LOAD (Ibs): 0 0 from left end: No. of MICROLAMS: 3 Loads POINT LOAD -> A B Reactions (Ibs) 900 900 LL Span (ft): 2.5 (2) 2 x 12 (3) 2x 10 F G fv (psi) @ d: 53 45 (3) 1 -3/4x 5.500 (2) 1 -3/4 x 9.5 fb (psi): 693 684 69 56 ATL (in): 0.12 0.14 1658 833 AD (in): 0.04 0.05 0.48 0.14 span /A: 1038 866 0.18 0.05 LL def.< U 360 floor 252 866 spanlA: Beam Selection (A - F ): F 5 USE: (3) 1-3/4x 5 1/2 L.V L LL BM MARK: 6 DL LL Comments WLL (plo Loads POINT LOAD -> P PT. LOAD (Ibs): 1000 2500 from left end: 1.0 Reactions (Ibs) 900 900 LL Span (ft): 2.5 B DL (psf) LL (psf) Red.LL (Psi Crib (ft) w TL (plf) WILL (plf) Left Right G Lu (ft): 1.0 roof 25 40 40 12 780 480 975 775 DL TL def. < U 240 roof /flr 0 0 0 0 0 0 1826 646 LL def.< U 360 floor 0 0 0 0 spanlA: 5600 2100 1600 LL CD: 1.00 wall /misc. 0 0 - 0 0 0 0 3075 2375 TL K: 1.0 W UNIFORM LOAD (PIS): 780 0 480 M (lb -ft): 2685 LL Red. (YIN)?: N Project Name: Project #: Initials: Date: Sheet: I - pan- m_ . x s :-::71 DL LL Comments WLL (plo Left Right POINT LOAD -> P PT. LOAD (Ibs): 1000 2500 from left end: 1.0 NO. Of MICROLAMS: 2 900 900 LL 0 B 0 F G (3) 2x 10 fv (2) 1 -3l4x 5.500 (2) 1 -3/4 x 9.25 (psi) @ d: fb (psi) 89 502 212 115 ATL (in): 0.01 1826 646 AD (in): 0.00 0.03 0.01 spanlA: 5600 0.01 0.00 1087 5172 Project Name: Project #: Initials: Date: Sheet: I - pan- m_ . x s :-::71 Reactions (Ibs) WLL (plo Left Right 180 563 563 DL 0 900 900 LL 0 1463 1463 TL 0 Project Name: Project #: Initials: Date: Sheet: I - pan- m_ . x s :-::71 T R 1 12 T Q R Z o W � C Z O D Z Z W N WOOD BEAM 8 (3 2x 12 fv ( P si ) @ d: 90 fib (Psi): 723 ATL (in): 0.02 OD (in): 0.01 ALLOWABLE STRESS DESIGN 2489 BM MARK: 5 Loads Reactions (Ibs) Span (ft): 4.0 DL (psf) LL s (P f1 Red fPsf) .LL trib (ft) w (plf) w (pif) Left Right Lu (ft): 1.8 TL def. < U 240 roof 25 40 40 44 2860 1760 2200 2200 DL LL def. < U 360 roof /fir floor 0 0 0 0 0 0 p 0 3520 3520 LL C 1.00 wall /misc. 0 0 0 0 p 0 5720 5720 TL K: 1.0 — 0 0 0 LL Red. (YIN)?: n W UNIFORM LOAD (plf): 2860 1760 M (lb -ft): 5720 DL P PT LOAD (Ibs): 0 LL Comments 0 from left end: 0.0 C 3 -1/8 x 9 191 1627 0.05 0.02 996 No. of MICROLAMS: 3 F G (3) 1 -3 /4x 5.500 (2) 1 -3/4 x 5.5 229 344 N.G. 2593 3890 N.G. 0.12 0.18 0.05 0.07 403 269 Project Name: Project #: =1te: Sheet: 8 (3 2x 12 fv ( P si ) @ d: 90 fib (Psi): 723 ATL (in): 0.02 OD (in): 0.01 span /0: 2489 LL Comments 0 from left end: 0.0 C 3 -1/8 x 9 191 1627 0.05 0.02 996 No. of MICROLAMS: 3 F G (3) 1 -3 /4x 5.500 (2) 1 -3/4 x 5.5 229 344 N.G. 2593 3890 N.G. 0.12 0.18 0.05 0.07 403 269 Project Name: Project #: =1te: Sheet: WOOD BEAM fv (Psi) @ d: fb (psi): ATL (in): AD (in): span /A: 90 191 172 344 N.G. ALLOWABLE STRESS DESIGN 1627 1945 3890 N.G. BM MARK: 7 0.05 0.09 0.18 Loads 0.02 0.03 Reactions (Ibs) Span (ft): 4.0 537 DL (psf) LL (psf) Red.LL trib (ft) (psf) wTL (plf) WILL (PM Left Right 9 Lu (ft): 1.8 roof 25 40 40 44 2860 1760 2200 2200 DL TL def. < U 240 roof /fir 0 0 0 0 0 0 3520 3520 LL LL def. < U 360 floor 0 0 0 0 0 0 5720 5720 TL C O : 1.00 wall /misc. 0 0 - -- 0 0 0 0.01 K: 1.0 AD (in): 0.01 0.01 W UNIFORM LOAD (plo: 2860 1760 M (lb -ft): 5720 LL Red.(Y /N) ?: n span /A: 1896 2844 3940 13536 DL LL a U 9 E: Comments LV L BM MARK: 9 P PT. LOAD (Ibs): 0 0 from left end: 0.0 Reactions (Ibs) No. of MICROLAMS: 4 Span (ft): 27.0 DL (psf) LL (psf) B C WLL (Plq Left Right F G roof 25 (3) 2x 12 3 -1/8 x 9 227.5 140 1181 (4) 1 -3/4x 5. (2) 1 -3/4 x 5.5 fv (Psi) @ d: fb (psi): ATL (in): AD (in): span /A: 90 191 172 344 N.G. 723 1627 1945 3890 N.G. 0.02 0.05 0.09 0.18 0.01 0.02 0.03 0.07 2489 996 537 269 Beam Selection (A - F ): F 40 7 USE: (4) 1-3/4X s 1/2 L.vL 292.5 EIM MARK: 8 Span (ft): 4.0 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 C 1.00 K: 1.0 LL Red.(Y /N) ?: N 180 Reactions (Ibs) Left Right 225 225 DL 360 360 LL 585 585 TL M (lb -ft): 585 DL LL Loads Comments P PT. LOAD (Ibs): 0 0 from left end: 0.0 DL (psf) LL (psf) Red.LL trib (ft) w TL (plf) from left end: F G (psf) No. of MICROLAMs: 3 6 -3/4 x 131/2 roof 25 40 40 4.5 292.5 roof /flr 0 0 0 0 0 floor 0 0 0 0 0 wall /misc. 0 0 -- 0 0 23 16 fb (psi): W UNIFORM LOAD (plf): 292.5 180 Reactions (Ibs) Left Right 225 225 DL 360 360 LL 585 585 TL M (lb -ft): 585 wLL Of) 180 0 0 0 Project Name: Project #: Initials: Date: Sheet: Simple- Span -bm_04 9x1s DL LL Comments P PT. LOAD (Ibs): 0 0 from left end: 0.0 No. of MICRoLAMs: 2 P PT. LOAD (Ibs): 0 0 from left end: F G No. of MICROLAMs: 3 6 -3/4 x 131/2 (2) 1 -314x 16.000 A B fv (psi) @ d: 80 54 46 74 134 F G (2) 2 x 6 (3) 2x 6 1666 4984 N.G. ATL (in): 1.29 1.05 1.09 (3) 1 -3/4x 5.500 (2) 1 -3/4 x 9.5 fv (psi) @ d: 41 27 0.42 0.46 2.39 Span/A: 251 309 23 16 fb (psi): 464 309 265 133 ATL (in): 0.03 0.02 0.01 0.00 AD (in): 0.01 0.01 0.00 0.00 span /A: 1896 2844 3940 13536 Beam Selection( A- F ): F a U 9 E: (3) 1-3/4X 5 1/2 LV L BM MARK: 9 Loads Reactions (Ibs) Span (ft): 27.0 DL (psf) LL (psf) Red.LL trib (ft) (psf) WTL Of) WLL (Plq Left Right Lu (ft): 2.0 roof 25 40 40 3.5 227.5 140 1181 1181 DL TL def. < U 240 roof/fir 0 0 0 0 0 0 1890 1890 LL LL def.< U 360 floor 0 0 0 0 0 0 3071 3071 TL C D : 1.00 wall /misc. 0 0 - 0 0 0 K: 1.0 W UNIFORM LOAD (plf): 227.5 140 M (lb-ft): 20731 LL Red. (Y /N) ?: N wLL Of) 180 0 0 0 Project Name: Project #: Initials: Date: Sheet: Simple- Span -bm_04 9x1s DL LL Comments P PT. LOAD (Ibs): 0 0 from left end: 0.0 No. of MICRoLAMs: 2 C D E F G 3 -1/8 x 161/2 5 -1/8 x 15 6 -3/4 x 131/2 (2) 1 -314x 16.000 (2) 1 -3/4 x 9.25 fv (psi) @ d: 80 54 46 74 134 fb (psi): 1754 1294 1213 1666 4984 N.G. ATL (in): 1.29 1.05 1.09 1.20 3.82 AD (in): 0.50 0.40 0.42 0.46 2.39 Span/A: 251 309 297 270 85 NG wLL Of) 180 0 0 0 Project Name: Project #: Initials: Date: Sheet: Simple- Span -bm_04 9x1s Z w L Z U O Z Z W WOOD BEAM BM MARK: 14 P PT. LOAD (Ibs): 0 0 from left end: 0.0 DL No. of MICROLAMS: 3 ALLOWABLE STRESS DESIGN C D E F G BM MARK: 10 3-1/8 x 191/2 5 -1/8 x 15 6 -3/4 x 12 (3) 1 -3/4x 14.000 (3) 1 -3/4 x 16 Loads 189 166 169 Reactions (Ibs) 149 Span (ft): 10.0 1723 1776 DL (psf) LL (psf) Red.LL ( trib (ft) wTL (Ply WLL (plf) Left Right 0.15 Lu (ft): 1.8 roof 25 40 40 35 2275 1400 4375 4375 DL TL def. < U 240 roof /fir 0 0 0 0 0 0 7000 7000 LL LL def. < U 360 floor 0 0 0 0 0 0 11375 11375 TL C D : 1.00 wall /misc. 0 0 - 0 0 0 343 288 K: 1.0 LL Red.(Y /N) ?: n 2 311 50 W UNIFORM LOAD (pif): 2275 1400 D 14 USE: M (lb -ft): 28438 G LU LAM DL LL Comments Reactions (Ibs) BM MARK: 14 P PT. LOAD (Ibs): 0 0 from left end: 0.0 DL No. of MICROLAMS: 3 Comments C D E F G DL (psf) LL (psf) 3-1/8 x 191/2 5 -1/8 x 15 6 -3/4 x 12 (3) 1 -3/4x 14.000 (3) 1 -3/4 x 16 fv (psi) d: 189 166 169 178 149 fb (Psi): ATL (in): 1723 1776 2106 1990 1523 AD (in): 0.15 0.20 0.06 0.08 0.29 0.22 0.15 Span/A: 815 608 0.11 410 0.09 0.06 0 0 0 0 535 798 C 1.00 Beam Selection( A- F ): G 10 USE- (3) 1 -3/4 x 1 6 0 101 8580 8580 BM MARK: 14 DL Loads Comments Reactions (Ibs) Span (ft): 22.0 DL (psf) LL (psf) Red.LL trib ft (p O w n Of) NU (Plf) Left Right Lu (ft): 2.0 roof 25 40 40 12 780 480 3300 3300 DL TL def. < U 240 roof/flr 0 0 0 0 0 0 5280 5280 LL LL def. < L/ 360 floor . 0 0 0 0 0 0 x 9.5 (psi) @ d: fb (Psi): C 1.00 wall /misc. 0 0 - 0 0 101 8580 8580 TL K: 1.0 ATL (in): W UNIFORM LOAD (plf): 780 0 480 M (lb -ft): 47190 LL Red.(Y /N) ?: N 10756 N.G. AD (in): 0.30 0.35 Project Name: Project #: Initials: Date: Sheet: Simple- Span- 6m_04.9 .xis DL LL Comments P PT. LOAD (Ibs): 0 0 from left end: No. of MICROLAMS: 3 C D E F G fv 3 -1/8 x 22 1/2 5 -1/8 x 18 6-3/4 x 161/2 (3) 1 -3/4x 18.000 (2) 1 -3/4 x 9.5 (psi) @ d: fb (Psi): 152 2148 120 2046 101 118 359 N.G. ATL (in): 0.77 0.92 1849 1997 10756 N.G. AD (in): 0.30 0.35 0.90 0.35 0.85 0.33 5.32 3.33 span /A: 343 288 2 311 50 NG Beam Selection( A- F ): D 14 USE: s- 1 /B x Is G LU LAM EIM MARK: 15 Loads Reactions (Ibs) Span (ft): 14.0 DL (psf) LL (psf) Red.LL trib ft w rL (PIS (Psf) () w WILL (PIS Left Right Lu (ft): 2.0 roof 25 40 40 25 1625 1000 4375 4375 DL TL def. < U 240 roof /flr 0 0 0 0 0 0 LL def.< U 360 floor 0 0 0 0 0 7000 7000 LL C 1.00 wall /mist. 0 0 11375 11375 TL 0 - 0 0 0 K: 1.0 W UNIFORM LOAD (plf): 1625 1000 M (lb -ft): 39813 LL Red. (YIN)?: N DL LL Comments P PT. LOAD (Ibs): 0 0 from left end: 0.0 No. of MICROLAMS: 2 C D E G fv d: 3-1/8 x 22 1/2 5 -1/8 x 16 1/2 6 -3/4 x 131/2 (2) 1 -3/4 x 9.25 (psi) @ fb (psi): 178 1812 162 2054 157 469 469 N.G. ATL (in): 0.26 0.41 2330 0.56 9572 N.G. AD (in): 0.10 0.16 0.22 1,97 span /A: 639 413 298 1.23 85 NG Project Name: Project #: Initials: Date: Sheet: Simple- Span- 6m_04.9 .xis • a a w 2 y 7 0 Z Z BEAM /JOIST MARK: 16.00 BEAM CONSTRAINTS BEAM DEFLECTION LIMITS: Span Length (L): 42.00 ft DL Deflection: L / 180 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes /No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 Axis of Bending (Strong/Weak): Strong A.S.D. MATERIAL FACTORS: LOAD COMBINATIONS UNIFORM LOADS: One Two Three Four Five Dead Load (pso: Live Load (pso: Tributary Width (ft): PARTIAL LOADS: Dead Load (pso: Live Load (pso: Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LOADS: Dead Load (kips): Live Load (kips): Begin from Left (ft): NDS Material Factors: Repetitive Member (Cry 1.00 Wet Service Factor (Cm): 1.00 Temperature Factor (Ct): 1.00 UNIFORM CONCENTRATED LOADS: Dead Load (pso: Live Load (pso: Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of Loads (n): I-. Fall Hie bix beven Eight Nine Ten MATERIAL PROPERTIES Material Type: GLU - LAM Species: 2 4F DF Grade: 24F - V4 Size: 6.75 x 36 57.72- PLF Allowable Bending: Fb = Allowable Shear: Fv = Modulus of Elasticity: E = 2400.00 psi 190.00 psi 1800000 psi SECTION PROPERTIES Unity Check Bending; Stress (fb): 1858 Max Allowable Moment (Ma): NOS FACTORS k'ft Depth: Width: 36.00 in Load Duration: Cd = 1.00 Area: 6.75 in 243.00 in Repetitive Member: Cr = 1.00 Inertia Ix: 26244.00 in 4 Wet Service: Cm= 1.00 Inertia ly: 922.64 in° Temperature: Ct = 1.00 Modulus S.: 1458.00 in3 Volume Factor: Cv = 0.81 Modulus S 273.38 in3 Buckling Stiffness: CT = 1.00 in 0.22 Beam Stability: CL= 0.993 in U five Load Deflection: 180 1.400 Fb' = 2400 o.k. U 585 FbE = 20228 360 Slenderness Ratio: RB = 6.25 1.485: in Total Deflection KbE = 0.439 RESULTS: CALCULATED vs. ALLOWABLE o.k. U 339 BEAM REACTIONS: Total Dead Live 240 Left Reaction (RI): 14.41 6.29 8.12 kips Interaction Convergence Tolerance: 1.0% Right Reaction (Rr): 27.60 11.36 16.24 kips CALCULATED STRESSES AND DEFLECTIONS: Maximum Moment (M): 225.70 k'ft ALLOWABLE STRESSES AND DEFLECTIONS: Unity Check Bending; Stress (fb): 1858 Max Allowable Moment (Ma): 237.14 k'ft psi Bending: Stress (Fb). 1952 psi 0.95 o.k. Max Shear Force (V @ d): 21.98 kips Shear Force V @ d: 30.78 kips Shear Stress at d:(fv): 136 psi Shear Stress at d (Fv): 190 psi 0.71 o.k. Dead Load Deflection: 0.624 in Dead Load Deflection: 2.800 in 0.22 o.k. U Live Load Deflection: 808 0.861 in U five Load Deflection: 180 1.400 in 0.62 o.k. U 585 U 360 Total Deflection: 1.485: in Total Deflection 2.100 in 0.71 o.k. U 339 U 240 Project Name: Project #: Initials: Date: Sheet: ❑ N Z W ( y Z Z Z BEAM /JOIST MARK: ter' 3 BEAM CONSTRAINTS �..J BEAM DEFLECTION LIMITS: Span Length (L): 29.00 ft DL Deflection: L / 180 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes /No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.S.D. MATERIAL FACTORS: Temperature Factor (Ct): 1.00 LOAD COMBINATIONS UNIFORM LOADS: One Two Three Four Five Dead Load (pso: Live Load (pso: Tributary Width (ft): UNIFORM CONCENTRATED LOADS: PARTIAL LOADS: Dead Load (psf): Live Load (pso: Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LOADS: Dead Load (kips): Live Load (kips): Begin from Left (ft): Dead Load (psf): Live Load (psf): Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of Loads (n): ---- - - - - -- MATERIAL PROPERTIES Material Type: GLU - LAM Species: DF / DF Grade: 24F -V4 Size: 5.125-x1 27 32.87 PLF Allowable Bending: Fb = Allowable Shear. Fv = Modulus of Elasticity: E = 2400.00 psi 190.00 psi 1800000 psi SECTION PROPERTIES NOS FACTORS BEAM REACTIONS: Depth: Width: 27.00 in Load Duration: Cd = 1.00 Area: 5.13 in Repetitive Member: Cr = 1.00 Inertia 1 138.38 in2 Wet Service: Cm= 1.00 ■: Inertia l 8406.28 in4 Temperature: Ct = 1.00 302.88 in4 Volume Factor: Cv = 0.89 Modulus S.: 622.69 in3 Buckling Stiffness: CT = 1.00 Modulus S 118.20 in3 Beam Stability: CL= 0.991 Max Allowable Moment (Ma): 111.19 k *ft Fb* = 2400 Bending Stress (fb): 2025 `' FbE = 15548 2143 psi - Slenderness Ratio: RB = 7.13 14.55 kips KbE = 0.439 REr-UL a: t VS. ALLOWABLE BEAM REACTIONS: Total Dead Live Left Reaction (RI): 9.59 3.98 5.61 kips Interaction Convergence Tolerance: 1.0% Right Reaction (Rr): 18.70 7.48 11.21 kips CALCULATED STRESSES AND DEFLECTIONS: ALLOWABLE STRESSES AND DEFLECTIONS: Un i ty Check Maximum Moment (M): 105.06 k *ft Max Allowable Moment (Ma): 111.19 k *ft Bending Stress (fb): 2025 `' psi i', = Bending Stress (Fb): 2143 psi - 0.94 o.k.; Max Shear Force (V @ d): 14.55 kips Shear Force V @ d: 17.53 kips Shear Stress at (fv): 168 psi Shear Stress at d (Fv): 190 psi 0.83 o.k. Dead Load Deflection: 0.416 in Dead Load Deflection: 1.933 in 0.22 o.k. L/ 836 L/ 180 Live Load Deflection: 0.611' in Live Load Deflection: 0.967 in 0.63 o.k. L/ 569 L/ 360 Total. Deflection: 1.028 in Total Deflection: 1.450 in 0.71 o.k. L/ 339 L/ 240 Project Name: Project #: Initials: Date: Sheet: D A N 2 ' D � a R Z D O Z Z W ... rn .... N WOOD BEAM Project Name: Project #: Initials: Date: Sheet: Simple- Span -bm d 9xJs ALLOWABLE STRESS DESIGN _ BM MARK: 19 Loads Reactions (Ibs) Span (ft): 16.0 DL (psf) LL (psf) Red.LL trib ft w I O rL (P wLL (PIS Left (Psfl Right Lu (fl): 1.8 roof 25 40 40 5 325 200 1000 1000 DL TL def. < U 240 roof /Flr 0 0 0 0 0 0 1600 1600 LL LL def. < U 360 floor 0 0 0 0 0 0 2600 2600 TL C 1.00 wall/misc. 0 0 — 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 325 200 M (lb -ft): 10400 LL Red.(Y /N) ?: n DL LL Comments P PT. LOAD (Ibs): 0 0 from left end: 0.0 No. Of MICaOLAMS: 3 C D E F G 3 -1/8 x 12 5 -1/8 x 101/2 6 -3/4 x 9 (3) 1 -3/4x 9.250 (3) 1 -3/4 x 16 fv (Psi) @ d: 91 65 58 73 39 fb (psi): 1664 1325 1370 1667 557 ATL (in): AD (in): 0.59 0.54 0.65 0.73 0.14 span /4: 0.23 325 0.21 357 0.25 0.28 0.05 296 264 1364 Project Name: Project #: Initials: Date: Sheet: Simple- Span -bm d 9xJs z N o - w C Z z o W STEEL BEAM SIMPLY SUPPORT, ALLOWABLE STRESS DESIGN. IBM MARK: W14X26 reduced Reactions (k) Span (ft): 22.00 load DL (psf) LL (psf) LL (psf) trib (ft) wTL (plf) WILL (00 Left Right TL def < U 240 roof 25 40 - - -- 3 195 120 6.61 6.61 DL LL def < U 360 floor 35 100 100 0 0 0 1.32 1.32 LL Lb (ft): 2.0 misc. 50 0 - - -- 10 500 0 7.93 7.93 TL L� (ft): 4.50 self wt. 26 - - -- - - -- - --- 26 0 Atrib (sq.ft.): 0 - - -- - - -- w (uniform load): w (uniform load): 721 120 lre0 > 119 in LL red ( %): 0 LL DL LL Comments Comment I 1830.0 actual I . 2450 ' 4 P CONCENTRATED LOAD (k): 0.00 0.00 from left end: M: 43.6 kip -ft fb: 14.83 ksi OK Fy: 50 ksi Fb: 33.00 ksi (F1 -1) W14x26 USE W14x26 Fy = 50 ksi actual. In DTL: 0494 OK DLL: L72966 OK DDL 0.4 in BM MARK: M=10 W 2A it V lb Span (ft): 25.00 load DL (psf) LL (psf) reduced LL (psf) trib (ft) w (plf) W (plf) Reactions (k) Left Right TL def < U 240 roof 25 40 - - -- 35 2275 1400 24.99 13.59 DL LL def < U 360 floor 52 100 100 0 0 0 24.54 18.46 LL L (ft): 2.0 misc. 0 0 - -- 0 0 0 49.53 32.05 TL L� (ft): 7.37 self wt. 68 - - -- Atrib (sq.ft.): 0 - - -- - - -- w (uniform load): 68 2343 0 1400 1,, > 694 in LL red ( %): 0 DL LL Comments I 1830.0 actual 4 in POINT LOAD - - -> P CONCENTRATED LOAD (k): 15.00 8.00 from left end: 3.00 D TL U633 OK M: 217.5 kip -ft fb: 16.95 ksi OK D LL 01146 OK Fy: 50 ksi Fb: 33.00 ksi (F1 - 1) DOL: 0.21 in W14x68 USE W24x68 Fy = 50 ksi Project Name: I ==Date: Sheet: Z p z " � o Z z W N BEAM /JOIST MARK' W21X57 BEAM CONSTRAINTS BEAM DEFLECTION LIMITS: Span Length (L): 42.00 ft DL Deflection: L / 180 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes /No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): Strong Repetitive Member (Cr): 1.00 21.06 Wet Service Factor (Cm): 1.00 A.S.D. MATERIAL FACTORS' Temperature Factor (Ct): 1.00 LOAD COMBINATIONS Area: UNIFORM LOADS' One Two Three Four Five Dead Load (pso: Live Load (psf): Tributary Width (ft): PARTIAL LOADS: One Two Three Four Five Dead Load (psf): 25 Live Load (psf): 40 Begin from Left (ft): 0 End from Left (ft): 29 Begin Trib. Width (ft): 0 End Trib. Width (ft): 29 CONCENTRATED LOADS' Dead Load (kips): Live Load (kips): Begin from Left (ft): UNIFORM CONCENTRATED LOADS: Dead Load (psf): Live Load (pso: Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of Loads (n): m - m - PRUPERTIES Material Type: STEEL Beam Type: WIDE FLANGE Grade: 50 ksi Size: W21X57 @ 56.83 PLF Yield Stress: Fy = Allowable Bending: Fb = Allowable Shear: Fv = Modulus of Elasticity: E = 50 ksi 33.00 ksi 20.00 ksi 29000 ksi ate•..- YRUPERTIEB Depth: 21.06 in Width: 6.56 in Area: 16.70 inz Inertia Ix: 1170.00 in Inertia l 30.60 in Modulus %: 111.00 in Modulus S 9.35 in Flange Compact Section Web Compact Section APPLIED FACTORS Load Duration: Cd = 1.00 Bending Coefficient: Cb = 1.00 K =ULI =' CALCULATED vs. ALLOWABLE BEAM REACTIONS: Total Dead Live Left Reaction (RI): 15.94 6.87 9.08 kips Interaction Convergence Tolerance: 1.0% Right Reaction (Rr): 13.77 6.03 7.74 kips CALCULATED STRESSES AND DEFLECTIONS: ALLOWABLE STRESSES AND DEFLECTIONS: Unity Check Maximum Moment (M): 221.97 k *ft Max Allowable Moment (Ma): 305.25 k *ft Bending; Stress (fb); 24 ksi Bending Stress (Fb): 33 ksi- 0.73 o.k. Max Shear Force (V): 15.94 kips Shear Force V: 170.59 kips Shear Stress (fv): 2 ksi Shear Stress (Fv):: 20 ksi 0.05 o.k. Dead Load Deflection: 0.829 in Dead Load Deflection: 2.8 2.800 in 0':30 o.k. U 608 U Live Load Deflection: 1.139- in Live Load Deflection: 1.400 in 0.81 o.k. U 442 L/ 360 Total Deflection: 1.968' in Total Deflection: 2.100 in 0.94 o.k. U 256 L/ 240 Project Name: Project #: Initials: Date: Sheet: � N Z ' a Z � L� O Z Z STEEL BEAM SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN, BM MARK: W24x68 at entries reduced Reactions (k) Span (ft): 56.00 load DL (psf) LL (psf) LL (psf) trib (ft) WTL (plf) WLL 00 Left Right TL def < L/ 240 roof 25 40 - - -- 7 455 280 9.60 9.60 DL LL def < L/ 360 floor 35 100 100 0 0 0 7.84 7.84 LL L (ft): 2.0 misc. 50 0 - - -- 2 100 0 17.44 17.44 TL L� (ft): 7.37 self wt. 68 - - -- -- - - -- 68 0 Atdb (scift): 0 w (uniform load): 623 280 1,, > 1698 in LL red ( %): 0 DL LL r nmmcnte I 1 4 P CONCENTRATED LOAD (k): 0.00 0.00 from left end: M: 244.2 kip -ft fb: 19.03 ksi OK Fy: 50 ksi Fb: 33.00 ksi (F1 -1) W2 68 at entries USE W24x68 Fy = 50 ksi actual: 830.0 In DTL: L/259 OK DLL: L/576 OK DDL 1.4 in Project Name: Project #: Initials: Date: Sheet: In a Z y Z Z SIMPLE FLOOR FRAMING ALLOWABLE STRESS DESIGN JOIST MARK; Mezzanine Lumber grade (1 thru 6): 1 ( OF Larch No. 2 ) Span (ft): 10 Spacing ( in): 16 0 < U: 240 Cc : 1.00 R (lb): 433 M (lb -ft): 1083 Loads DL LL IN Loads (PSF) : 15 50 86.67 Misc (PSF) : 0 0 0 w (uniform load): 86.67 plf fv (psi) @ d: 53 a (in): 0.26 fb (psi): 989 span /A: L/469 MEZZANINE USE 2 X 8 Cl@ 1 6 O.C. ( OF LARCH No. 2 ) Sheet: Project Name: Project #: Initials: Date: — - - I - — — m I I FN II II u a l I II II O� D II I � II I I � ii I lO IL II fl ss.J � II �I J /a' ,�c PLVwrwD aooR sNfAJNiNc ( wG toa Nafs AJ s oc. r U i5 ArvD t3" O.C. IN IELD P f I D WOOD GRAMING BflOw I I p E I 11 I II I ii II I J I J �J ,_ - i Ss.151N i 55.151M II s I, II ss., I I i tz j Q 6 u� 7 T7 ' n: 6� � -]j '- I - I . =:: = = - LJ If ors a, Ij 1 1/111. tH 1l <U s5.1 II 55.1 I 5 I ,! II II I P I I I I I I pl. P;7- o M1,4 mi 5 pi pill m I mi mi BE & HEADER SCHEDULE 3 1/2" 5 1/2" 1 3 1/2" 5 1 /4 1 1 1 1 1 2 2 3 1 1 3 (2) 2x MEMBERS (3) 2x MEMBERS (2) LVL MEMBERS (3) LVL MEMBERS KEYNOTES: 1. 16d NAILS STAGGERED AT 12" O.C. AS SHOWN 2. (3) ROWS OF 16d NAILS AT 12" O.C. AT 14" MEMBERS OR DEEPER AS SHOWN 3. PLYWOOD SPACER - 3" LONG (MIN) STRIP MARK SIZE MIN BEAM SUPPORT OPTIONS (SEE PLAN) O (2) 2x8 (1) 2x6 TRIMMER AND (1) KING STUD O (3) 2x8 (1) 2x6 TRIMMER AND (1) KING STUD O (2) 2x10 (1) 2x6 TRIMMER AND (1) KING STUD O (3) 1 3/4x7 1 /4 LVL (1) 1 3/4x5 1/2 LVL TRIMMER AND (1) KING STUD O5 (2) 1 3/4x9 1/4 LVL (1) 1 3/4x5 1/2 LVL TRIMMER AND (1) KING STUD O (3) 1 3/4x9 1/4 LVL (1) 1 3/4x5 1/2 LVL TRIMMER AND (1) KING STUD O ( 4 "' L ►.L'F u� (3) 2x6 BUILT -UP 6'�'6 (3) 2x6 BUILT -UP O (3) 1 3/4x14 LVL (2) 1 3/4x5 1/2 LVL TRIMMER AND (1) KING STUD 10 (3) 1 3/4x16 LVL (2) 1 3/4x5 1/2 LVL TRIMMER AND (1) KING STUD 11 (3) 1 3/4x18 LVL (3) 1 3/4x5 1/2 LVL TRIMMER AND (1) KING STUD 12 5 1/8x15 GL (3) 2x6 BUILT -UP 13 Cnl � z /n.,� � � �n i �n Pw) uC�919 (3) 2x6 BUILT —UP 1 5 :t:3 f x 1 q '�- °�- -c °;_� o f * SLOPE AND /OR SKEW AS REQUIRED • D Z O D z _ z W N WOOD BEAM 0 from left end: 0.0 NO. Of MICROLAMS: 2 P PT LOAD (Ibs): 0 G A B 51 (2) 2 x 6 (3) 2x 6 fv (psi) @ d: 60 40 fb (psi): 928 619 ATL (in): 0.11 0.08 AD (in): 0.03 0.02 span/A: 632 948 0 from left end: 0.0 NO. Of MICROLAMS: 2 ALLOWABLE STRESS DESIGN G (2) 1 -3/4x 5.500 (2) 1 - x 9.25 51 BM MARK: M1 796 Loads 0.08 0.02 Reactions (ibs) 0.00 Span (ft): 3.5 DL (psf) LL (psf) Red.LL trib ft ( (ft) w rL (Ply w (Ply Left Right Lu (ft): 1.8 roof 15 50 50 7 455 350 184 184 DL TL def. < U 240 roof /fir 0 0 0 0 0 0 LL def. < U 360 floor 0 0 0 0 0 613 613 LL C D : 1.00 wall /misc. 0 0 _ 0 0 0 796 796 TL K: 1.0 LL Red.(Y /N) ?: n W UNIFORM LOAD (Plf): 455 0 350 M (lb -ft): 697 DL LL Comments P PT. LOAD (Ibs): 0 0 from left end: 0.0 No. of MICROLAMS: 3 A g (2) 2 x 6 (3) 2x 6 F G fv (psi) @ d: 53 36 (3) 1 -3/4x 5.500 (3) 1 -3/4 x 16 fb (psi): 553 369 31 3 ATL (in): 0.02 0.02 316 37 AD (in): 0.01 0.00 0.01 0.00 span /A: 1819 2729 0.00 0.00 3781 93084 Beam Selection (A - F ): A M 1 USE: (z) z x e BM MARK: M2 Loads Reactions (Ibs) Span (ft): 7.0 DL (psf) LL (psf) Red.LL ft trib O ( w TL (Plfl wLL (M Left Right Lu (ft): 2.0 roof 15 50 50 8 520 400 420 420 DL TL def. < U 240 roof /flr 0 0 0 0 0 0 LL def. < U 360 floor 0 0 0 0 1400 1400 LL CD: 1.00 wall /mist. 0 0 - 0 0 0 0 1820 1820 TL K: 1.0 W UNIFORM LOAD (plf): 520 0 400 M (lb -ft): 3185 LL Red.(Y /N) ?: N DL LL Comments P PT. LOAD (Ibs): 0 0 from left end: No. of MICROLAMS: 3 A B (2) 2 x 10 (3) 2x 8 F G fv (psi) @ d: 77 69 (3) 1 -3/4x 5.500 (2) 1 -3/4 x 9.5 fb (psi): 893 970 82 64 ATL (in): 0.09 0.12 1444 72 72 6 6 AD (in): 0.02 0.03 0.20 span/A: 947 684 0.05 0.01 414 1421 Beam Selection( A - F ): B Mz uBE: (s) zz B BM MARK: M3 Loads Reactions (Ibs) Span (ft): 6.0 DL (psf) LL (psf) Red.LL trib ft ( O wT (pif) w LL (Pif) Left Right Lu (ft): 2.0 roof 15 50 50 4 260 200 180 180 DL TL def. < U 240 roof/fir 0 0 0 0 0 0 LL def.< U 360 floor 0 0 0 0 0 600 600 LL C D : 1.00 wall /mist. 0 0 _- 0 0 0 780 780 TL K: 1.0 LL Red. (Y /N) ?: N W UNIFORM LOAD (Plf): 260 0 200 M (lb -ft): 1170 DL LL Comments 0 from left end: 0.0 NO. Of MICROLAMS: 2 F G (2) 1 -3/4x 5.500 (2) 1 - x 9.25 51 27 796 281 0.08 0.02 0.02 0.00 876 4165 Project Name: Project #: Initials: Date: Sheet: Simple- Span- bm_04.9.x1s T R q O N Z • tt W 1 C Z O D Z Z WOOD BEAM BM MARK: M6 Span (ft): 6.0 Lu (ft): 2.0 TL def. < U 240 LL def.< U 360 C 1.00 K: 1.0 LL Red.(Y /N) ?: N P PT. LOAD (Ibs): 0 0 from left end: No. of MIcRoLAMs: 2 P PT. LOAD (Ibs): 0 0 from left end: 0.0 ALLOWABLE STRESS DESIGN C F G fv (psi) @ d: 3 -1/8 x 101/2 BM MARK: M4 (2) 1 -3/4 x 9.5 fb (psi): 151 1925 Loads 152 oTL (in): Reactions (Ibs) 2215 2100 Span (ft): 3.5 0.08 DL (psf) LL (psf) .LL trib ft (Ps Red n O wTL (plf) w WILL Of) Left Right Lu (ft): 1.8 roof 25 40 40 33 2145 1320 1654 1654 DL TL def. < U 240 roof /fir 15 50 50 8 520 400 3010 3010 LL LL def. < U 360 floor 0 0 0 0 0 0 CD: 1.00 wall /misc. 0 0 - 0 0 4664 4664 TL K: 1.0 LL Red.(Y /N) ?: n W UNIFORM LOAD (plf): 0 M (lb-ft): 4081 2665 1720 DL LL Comments P PT. LOAD (Ibs): 0 0 from left end: 0.0 No. of MICROLAMS: 3 B C F G (3) 2x 10 3 -1/8 x 9 tv (Psi) @ d: 94 (3) 1 -3/4x 5.500 (3) 1 -3/4 x 16 fb (psi): 763 142 1161 179 20 ATL (in): 0.02 0.03 1850 219 AD (in): 0.01 0.01 0.07 0.00 span /4: 2217 1595 . 0.02 0.00 15892 Beam Selection( A - F ): F M4 USE: (3) 1-3/4X 5 112 L-V L BM MARK: M5 Loads Reactions (Ibs) Span (ft): 9.0 DL (psf) LL (psf) Red.LL ft trib O (p w TL (Pif) Nu (P Left Right Lu (ft): 2.0 roof 25 40 40 8 520 320 1305 1305 DL TL def. < U 240 roof/flr 15 50 50 6 390 300 2790 2790 LL LL def. < U 360 floor 0. 0 0 0 0 0 C D : 1.00 wall /misc. 0 0 - 0 0 4095 4095 TL K: 1.0 W UNIFORM LOAD (plf): 0 M (lb -ft): 9214 910 620 LL Red. (YIN)?: N DL LL Comments BM MARK: M6 Span (ft): 6.0 Lu (ft): 2.0 TL def. < U 240 LL def.< U 360 C 1.00 K: 1.0 LL Red.(Y /N) ?: N P PT. LOAD (Ibs): 0 0 from left end: No. of MIcRoLAMs: 2 P PT. LOAD (Ibs): 0 0 from left end: 0.0 1 -3 /4x 9.250 C F G fv (psi) @ d: 3 -1/8 x 101/2 (2) 1 -3l4x 9.250 (2) 1 -3/4 x 9.5 fb (psi): 151 1925 157 152 oTL (in): 0.25 2215 2100 AD (in): 0.08 0.31 0.28 span /0: 436 0.10 . 0.09 .0 W UNIFORM LOAD (plf): 2405 Beam Selection( A- F ): B BM MARK: M6 Span (ft): 6.0 Lu (ft): 2.0 TL def. < U 240 LL def.< U 360 C 1.00 K: 1.0 LL Red.(Y /N) ?: N `NIL (PID 1320 200 0 0 1520 Comments Reactions (Ibs) Left Right 2655 2655 DL 4560 4560 LL 7215 7215 TL M (lb -ft): 10823 No. Of MICROLAMS: 3 DL LL Loads P PT. LOAD (Ibs): 0 0 from left end: 0.0 1 -3 /4x 9.250 DL (psf) LL (psf) Red.LL trib (ft) W TL (pif) fv (psi) @ d: 160 176 (psf) 1368 1877 roof 25 40 40 33 2145 roof /fir 15 50 50 4 260 floor 0 0 0 0 0 wall /misc. 0 0 - 0 0 W UNIFORM LOAD (plf): 2405 `NIL (PID 1320 200 0 0 1520 Comments Reactions (Ibs) Left Right 2655 2655 DL 4560 4560 LL 7215 7215 TL M (lb -ft): 10823 No. Of MICROLAMS: 3 DL LL F P PT. LOAD (Ibs): 0 0 from left end: 0.0 1 -3 /4x 9.250 C D 166 3 -1/8 x 13 1/2 5 -1/8 x 9 fv (psi) @ d: 160 176 fb (Psi): 1368 1877 eTL (in): 0.06 0.13 AD (in): 0.02 0.05 span /o: 1184 575 `NIL (PID 1320 200 0 0 1520 Comments Reactions (Ibs) Left Right 2655 2655 DL 4560 4560 LL 7215 7215 TL M (lb -ft): 10823 No. Of MICROLAMS: 3 F G 1 -3 /4x 9.250 ( 2) 1 - x 9.25 166 248 1735 2602 0.11 0.16 0.04 0.06 675 450 Project Name: Project #: Initials: Date: Sheet: Simple - Span- bm_04.9.x1s D w c z O D z z WOOD BEAM BM MARK: M10 Span (ft): 12.0 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 CD: 1.00 K: 1.0 LL Red.(Y /N) ?: N fv (psi) @ d: fb (psi): ATL (in): AD (in): span /A: P PT LOAD (Ibs): 0 0 from left end: 0.0 200 2319 0.33 0.12 437 No. of MICROLAMS: 3 ALLOWABLE STRESS DESIGN Beam Selection (A - F ): F C D E BM MARK: M9 G 25 3-1/8 x 21 5 -1/8 x 15 Loads (3) 1 -3/4x 14.000 (3) 1 -3/4 x 16 Reactions (ibs) 179 Span (ft): 10.0 178 DL(psf) LL s (P � RedLL (Ps trib (ft) w (Plf) WILL (Plf) Left Right AD (in): Lu (ft): 1.8 roof 25 40 40 33 2145 1320 4425 4425 DL TL def. < U 240 roof/flr 15 50 50 4 260 200 7600 7600 LL LL def. < U 360 floor 0 0 0 0 0 0 12025 12025 TL CD: 1.00 wall /misc. 0 0 - 0 0 0 K: 1.0 LL Red. (YIN)?: n W UNIFORM LOAD (Plf): 2405 1520 M (lb -ft): 30063 DL LL Comments BM MARK: M10 Span (ft): 12.0 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 CD: 1.00 K: 1.0 LL Red.(Y /N) ?: N fv (psi) @ d: fb (psi): ATL (in): AD (in): span /A: P PT LOAD (Ibs): 0 0 from left end: 0.0 200 2319 0.33 0.12 437 No. of MICROLAMS: 3 N.G. N.G. NG Beam Selection (A - F ): F C D E F G 25 3-1/8 x 21 5 -1/8 x 15 6 -3/4 x 12 (3) 1 -3/4x 14.000 (3) 1 -3/4 x 16 fv (psi) @ d: 179 176 178 188 157 fb (Psi): ATL (in): 1571 1877 2227 2103 1610 AD (in): 0.12 0.05 0.21 0.08 0.31 0.24 0.16 - span /A: 963 575 0.11 388 0.09 506 0.06 W UNIFORM LOAD (Plf): 2405 755 Beam Selection (A - F ): F M9 USE. (3) 1-3/4x 14 LV L BM MARK: M10 Span (ft): 12.0 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 CD: 1.00 K: 1.0 LL Red.(Y /N) ?: N fv (psi) @ d: fb (psi): ATL (in): AD (in): span /A: DL LL P PT. LOAD (Ibs): 0 0 from left end: C D 3 -1/8 x 25 112 5-1/8 x 18 No. Of MICROLAMS: 3 E F G 6 -3/4 x 15 (3) 1 -3/4x 16.000 (2) 1 - 314 x 9 5 175 1534 0.14 0.05 997 176 1877 0.25 0.09 575 169 2052 0.33 0.12 439 200 2319 0.33 0.12 437 Loads N.G. N.G. NG Beam Selection (A - F ): F DL (psf) LL (psf) Red.LL (psf) trib (ft) w (plf) roof 25 40 40 33 2145 roof /fir 15 50 50 4 260 floor 0 0 0 0 A wall /misc. 0 0 - 0 0 0 wall /misc. 0 W UNIFORM LOAD (Plf): 2405 DL LL P PT. LOAD (Ibs): 0 0 from left end: C D 3 -1/8 x 25 112 5-1/8 x 18 No. Of MICROLAMS: 3 E F G 6 -3/4 x 15 (3) 1 -3/4x 16.000 (2) 1 - 314 x 9 5 175 1534 0.14 0.05 997 176 1877 0.25 0.09 575 169 2052 0.33 0.12 439 200 2319 0.33 0.12 437 565 9867 1.49 0.87 96 N.G. N.G. NG Beam Selection (A - F ): F DL (psf) MID U B E: (3) 1 16 LV L w (plf) 0.34 0.32 BM MARK: M11 Span (ft): 13.0 Lu (ft): 2.0 TL def. < U 240 LL def.< U 360 C 1.00 K: 1.0 LL Red.(Y /N) ?: N fv (psi) @ d: fb (psi): ATL (in): AD (in): span/A: DL LL P PT. LOAD (Ibs): 0 0 from left end: 0.0 C D 3 -1/8 x 27 5-1/8 x 19 1/2 1520 Comments Reactions (Ibs) 176 Left Right 191 Loads DL 9880 9880 DL (psf) LL (psf) Red.LL trib (ft) w (plf) 0.34 0.32 2.23 (psf) 0.10 0.13 roof 25 40 40 33 2145 roof /fir 15 50 50 4 260 floor 0 0 0 0 0 wall /misc. 0 0 - 0 0 W UNIFORM LOAD (Plf): 2405 DL LL P PT. LOAD (Ibs): 0 0 from left end: 0.0 C D 3 -1/8 x 27 5-1/8 x 19 1/2 1520 Comments Reactions (Ibs) 176 Left Right 191 5753 5753 DL 9880 9880 LL 15633 15633 TL 0.17 M (lb -ft): 50806 No. Of MICROLAMS: 3 E F G 6 -3/4 x 16 1/2 (3) 1 -3 /4x 18.0 (2) 1 -3/4 x s 182 176 166 191 638 N.G. 1606 1877 1991 2151 12215 N.G. 0.17 0.27 0.34 0.32 2.23 O'.U6 0.10 0.13 0.12 1.30 831 575 459 489 70 NG WILL (Plf) 1320 200 0 0 1520 Comments Reactions (Ibs) Left Right 5310 5310 DL 9120 9120 LL 14430 14430 TL M (lb -ft): 43290 WLL (P 1320 200 0 0 Project Name:. Project #: Initials: Date: Sheet: Imp e- pan- m_ ..x s Z w � C 2 I y 17 ❑ Z Z W _. .. .. .... M WOOD BEAM Project Name: Project #: Initials: Date: Sheet: Simple- Span- ML04.9.4s DL LL ALLOWABLE STRESS DESIGN Comments BM MARK: M12 P PT. LOAD (Ibs): 0 0 Loads No. of MICROLAMS: 3 Reactions (Ibs) Span (k): 20.0 DL (psf) LL s (P Red.LL (Psfl trib (k) w (plf) WLL (Ply Left Right Lu (ft): 1.8 roof 25 40 40 0 0 0 1200 1200 DL TL def. < L/ 240 roof /fir 15 50 50 8 520 400 4000 4000 LL LL def. < L/ 360 floor 0 0 0 0 0 0 0.72 0.17 0.75 CD: 1.00 walumisc. 0 0 — 0 0 333 5200 5200 TL K: 1.0 LL Red. (Y /N) ?: n W UNIFORM LOAD (plf): 520 0 400 292 M (lb -ft): 26000 Project Name: Project #: Initials: Date: Sheet: Simple- Span- ML04.9.4s DL LL Comments P PT. LOAD (Ibs): 0 0 from left end: 0.0 No. of MICROLAMS: 3 C D E F G 3 -1/8 x 18 5 -1/8 x 15 6 -3/4 x 131/2 (3) 1 -3/4x 14.000 (3) 1 -314 x 16 fv (psi) @ d: 118 89 76 fb (Psi): ATL (in): 1849 1623 1522 94 1819 80 1393 AD (in): 0.68 0.16 0.72 0.17 0.75 0.82 0.55 span /A: 350 333 0.17 0.19 0.13 319 292 437 Beam Selection ( A- F ): F F M 1 2 u BE: (3) 1 -3/4x 14 L VL BM MARK: M13 Loads Reactions (Ibs) Span (ft): 12.0 DL (psf) LL s (P Red.LL ft ( TL O w rL (131f) wLL (Ply Left Right Lu (ft): 2.0 roof 25 40 40 33 2145 1320 5310 5310 DL TL def. < L/ 240 roof /flr 15 50 50 4 260 200 9120 9120 LL LL def. < L/ 360 floor 0 0 0 0 0 0 14430 14430 TL C 1.00 wall /mist. 0 0 — 0 0 0 K: 1.0 LL Red.(Y /N) ?: N W UNIFORM LOAD (plf): 2405 1520 M (lb -ft): 43290 DL LL Comments P PT. LOAD (Ibs): 0 0 from left end: No. of MICROLAMS: 3 C D E F G fv (psi) @ d: 3 -1/8 x 25 1/2 5 -118 x 18 6 -3/4 x 15 (3) 1 -3/4x 16.000 (2) 1 -3/4 x 9.5 fb (psi): 175 1534 176 169 200 565 N.G. ATL (in): 0.14 1877 0.25 2052 2319 9867 N.G. AD (in): 0.05 0.09 0.33 0.33 1.49 span /A: 997 575 0.12 0.12 0.87 439 437 96 NG Project Name: Project #: Initials: Date: Sheet: Simple- Span- ML04.9.4s [9 N Z _ C Z 2 Z W N WI DISTRI BUTION LOCATION: Lds Church Wind Speed: 90 Roof Press (psf): 19.8 Ridge Ht: 34 Exposure: C Wall Press (psf): 17.0 Eave Ht.: 11 Roof type (flattsloped): sloped LATERAL Story heights: Ht. of Force Story force Cumlative force (plf) Roof 11 ft @ 11.0 ft 549 plf 549 pif Project Name: Project #: Initials: Date: Sheet: MCE Ground Motion - Conterminous 48 States Latitude = 43.8000, Longitude = - 111.8000 Period MCE Sa (sec) ( %g) 0.2 051.1 MCE Value of Ss, Site Class B 1.0 016.4 MCE Value of S1, Site Class B Copyright ©1988----....- •---..,,,,. © Copyright 1999 by Geographic Data Technology, Inc. All rights reserved. ©1999 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities O Her Majesty the Queen in Right of Canada. 0 Copyright 1999 by Compusearch Micromarketing Data and Systems Ltd. Page 1 Rexburq area, Idaho. United States Ricks College, Rexburg, Idaho Copyright ©1988 -2000 Microsoft Corp. and /or its suppliers. All rights reserved. http : / /Www.mlcrosott.com /streets • Copyright 1999 by Geographic Data Technology, Inc. All rights reserved. ©1999 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities © Her Majesty the Queen in Right of Canada. Page • Copyright 1999 by Compusearch Micromarketing Data and Systems Ltd. N G I N E F R N G } O 0 0� w o © o a z / z-I 4114 1. J- 7 'F-S) *3:?,7CF;=- � hoc, S� v /, Project Name: Project #: Initials: Date: Sheet: ❑ N 2 tt � W C Z f � 0 Z Z W':.,...:.,.. m SEISMIC LATERAL ANALYSIS 2000 lntemational Building Code Equivalent Lateral Face Procedure PROJECT NAME LDS Church V:CsW Governs => C S /(R/1): 0.071 C S /(R /I)T: 0.219 (Max) C 0.5S, /(R /1): (Min, S,eclual or greater than .6 and in Seismic Category E or F) C 0.044S 1: 0.019 (Min) I (1604.5): 1.25 ap: 1 F 1.00 Seis. Use Group (1604.5 & 1616.2): 1 R: 6 F,,: 1.00 Seis. Category (1616.3): B Ct: 0.02 S DS 0.3400 Site Class (1615.1.1): B acc (ult. strength): 0.071 S 0.1093 Ss 0.510 acc (service load). 0.050 T: 0.104 sec. S,: 0.164 200 plf Vbase: 100.2 k Level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 9.00 1415.0 12735.0 100.2 100.2 70.2 Totals: 1415 12735 100.2 (Calculation per IBC 1617.4.3) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 9.00 1415.0 1415.0 100.2 120.3 84.2 Project Name: Project #: Initials: Date: Sheet: (Calculation per IBC 1620) Elemental Pressure Fp = 0.401 or 0.1 ww wall designed for the greater of =_> Fp: (Ultimate) 0,17 Wp (ASD) 0.12 Wp Fp = 400 SDSIE or 200 plf min. anchorage and diaphragm force =_> Fp: 200 plf 140 plf Fp = 1 . 2 SDSIEww min. anchorage and flex. diaph. force (Cat C -F) __> Fp: 0.51 Wp 0.36 Wp or 200 plf =_> Fpmin: 200 plf 140 plf Project Name: Project #: Initials: Date: Sheet: I- STORY WOOD SHEARWALL LINE: A LINE: B -E Lateral Force: Lateral Force: 9000 plf Lateral Force: Lateral Force: 24000 plf 1 Trib. Length: 1 ft 15 Trib. Length: 1 ft lb Less due to geometry: 0 lb lb Less due to geometry: 0 lb p: 1.00 Total Wall Length: p: 1.00 Total Wall Length: Total Wall Length: 43 ft 14 Total Wall Length: 41 ft 15 Short Wall Length: 10 ft ft Short Wall Length: 20.5 ft ft Wall Height: 9 ft Wall Height: 13.5 ft Trib. Width: Roof DL: 15 psf Trib. Width: Roof DL: 15 psf 10 Trib. Width: 5 ft 10 Trib. Width: 4 ft Wall Weight: 10 psf Wall Weight: 10 psf Wall DL factor: 0.9 lb Wall Shear, V: DL factor: 0.9 D Shear, V: Force: 9000 lb Wall Force: 24000 lb Wall Shear, V: 209 pif B Shear, V: 585 plf BB Total O.T.M: 81000 ft *lb Short Wall MR: Total O.T.M: 324000 ft *lb 3212 Short Wall O.T.M: 18837.209 ft*lb Uplift: Short Wall O.T.M: 162000 ft *lb Short Wall M 8250 ft *lb Strap Short Wall M 40974 ft *lb Strap Uplift: 1141 lb PHD6 Uplift: 6104 lb PHD8 LINE: F LINE: 1 Lateral Force: 10000 plf Lateral Force: 47000 plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 lb Less due to geometry: 0 lb p: 1.00 p: 1.00 Total Wall Length: 59 ft Total Wall Length: 131.5 ft Short Wall Length: 16.5 ft Short Wall Length: 14 ft Wall Height: 11 ft Wall Height: 10 ft Roof DL: 15 psf Roof DL: 15 psf Trib. Width: 10 ft Trib. Width: 14 ft Wall Weight: 10 psf Wall Weight: 10 psf DL factor: 0.9 DL factor: 0.9 Force: 10000 lb Wall Force: 47000 lb Wall Shear, V: 169 plf A Shear, V: 357 plf D Total O.T.M: 110000 ft *lb Total O.T.M: 470000 ft *lb Short Wall O.T.M: 30762.712 ft *lb Short Wall O.T.M: 50038.023 ft *lb Short Wall MR: 35392.5 ft *lb Strap Short Wall MR: 30380 ft *Ib Strap Uplift: 0 lb NIA Uplift: 1621 lb PHD2 LINE: 5 LINE: NA Lateral Force: 47000 plf Lateral Force: 289 plf Trib. Length: 1 ft Trib. Length: 15 ft Less due to geometry: 0 lb Less due to geometry: 3668 lb p: 1.00 p: 1.00 Total Wall Length: 91 ft Total Wall Length: 31 ft Short Wall Length: 14 ft Short Wall Length: 15 ft Wall Height: 10 ft Wall Height: 9 ft Roof DL: 15 psf Roof DL: 20 psf Trib. Width: 14 ft Trib. Width: 2 ft Wall Weight: 10 psf Wall Weight: 10 psf DL factor: 0.9 DL factor: 0.9 Force: 47000 lb Wall Force: 8003 lb Wall Shear, V: 516 plf D Shear, V: 258 plf Total O.T.M: 470000 ft *lb Total O.T.M: 72027 ft *lb Short Wall O.T.M: 72307.692 ft *lb Short Wall O.T.M: 34851.774 ft *lb Short Wall MR: 30380 ft *lb Strap Short Wall MR: 14625 ft *lb Strap Uplift: 3212 lb PHD5 Uplift: 1446 lb r ject Name: Project #: Initials: Date: Sheet: ecWed 6592 SHEARWALL SCHEDULE 1. WALL STUDS SHALL BE SPACED AT 16" O.C. MAXIMUM. 2. ANCHOR BOLTS TO FOUNDATION SHALL BE EMBEDDED 7 INCHES INTO CONCRETE, EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEPDOWN) PER GENERAL STRUCTURAL NOTES, 3. A MINIMUM OF 2 ANCHOR BOLTS SHALL BE USED ON EACH SOLE PLATE PIECE, PROVIDE 1 ANCHOR BOLT MINIMUM WITHIN 9 INCHES OF EACH END OF EACH PIECE. 4. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS, 5. BLOCK ALL PANEL EDGES WHERE INDICATED ON SCHEDULE. EDGE NAIL SHEATHING AT BLOCKED EDGES. SEE TYPICAL SHEARWALL CONSTRUCTION DETAIL. 6. ELEVATED SHEAR WALLS TO BE FRAMED OVER DOUBLE JOIST OR SOLID BLOCKING UNLESS NOTED OTHERWISE. 7. PRESSURE TREATED DOUGLAS FIR SHALL BE USED WHERE IN CONTACT WITH CONCRETE. 8. NUTS SHALL BE SECURELY FASTENED AGAINST SOLE PLATE. HOWEVER, NUT AND WASHER SHALL NOT BE RECESSED INTO SILL PLATE. 9 ALL NUTS SHALL HAVE 3/16 x 2 x 2 PLATE WASHERS. BOTTOM MARK SHEATHING MATERIAL EDGE NAILING I FIELD NAILING PLATE ATTACHMENT Wj A 7/16" O.S.B. BLOCKED ONE 5/8" DIA. A.B. AT 48" O.C. SIDE OF WALL Stl AT 6" O.C. Sd AT 12" O.C. 16d STAGGERED AT 6" O.C. 364 7116" O.S.B. BLOCKED ONE C SIDE OF WALL FRAMING AT ADJOINING PANEL EDGES 5/8" DIA. A.B. AT 14" O.C. SHALL BE - (2)2X OR 3X 8d AT 3" O.C. 8d AT 12" O.C. 16d STAGGERED AT 3" O.C. s , WW �s Nb' 86 plf 490 i £ S�y LK ilk N _ E. �...� ._ 840 plf 600 7116" O.S.B. BLOCKED ONE 5/8" DIA. A.B. AT 28" O.C. w/ (2) 2x SILL SIDE OF WALL FRAMING AT E PLATES ADJOINING PANEL EDGES 8d AT 2" O.C. 8d AT 12" O.C. 16d STAGGERED AT 2" OC OR SDS1 /4 "X4 SHALL BE "(2)2X OR 3X 1/2" SIMPSON SCREWS @ 5 "OC, (2)2x SILL PLATES 896 Of 640 7/16" O.S.B. BLOCKED BOTH 5/8" DIA. A.B. AT 18" O.C. w/ (2) 2x SILL SIDES OF WALL, OFFSET PLATES CC VERTICAL PANEL JOINTS TO FALL ON DIFFERENT STUDS, 8d AT 3" O.C. 8d AT 12" O.C. 16d STAGGERED AT 2" OC OR SDSt /4 "X AT ADJOINING PANEL EDGES 112" SIMPSON SCREWS @ 3 "OC, (2) 2x SHALL BE 3X OR 4X SILL PLATES 760 980 _ )BL 2X STUDS ARE USED STUDS SHALL BE FACE NAILED TOGETHER WITH 16d NAILS AT 3" O.C. STAGGERED 11579plfl 1128 DBL 2X STUDS ARE USED, STUDS SHALL BE FACE NAILED TOGETHER WITH 16d NAILS AT 2" O.C. STAGGERED Note to engineer: DD wall capacity reduced to 1128 plf rather than 1280 plf due to (2)2x attachment (16d @2 "oc) Project Name: Project #: Initials: D Sheet: &.d 85192 I SHEARWALL SCHEDULE 1. WALL STUDS SHALL BE SPACED AT 16" O.C. MAXIMUM. 2. ANCHOR BOLTS TO FOUNDATION SHALL BE EMBEDDED 7 INCHES INTO CONCRETE. EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEPDOWN) PER GENERAL STRUCTURAL NOTES. 3. A MINIMUM OF 2 ANCHOR BOLTS SHALL BE USED ON EACH SOLE PLATE PIECE. PROVIDE 1 ANCHOR BOLT MINIMUM WITHIN 9 INCHES OF EACH END OF EACH PIECE. 4. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. 5. BLOCK ALL PANEL EDGES WHERE INDICATED ON SCHEDULE. EDGE NAIL SHEATHING AT BLOCKED EDGES. SEE TYPICAL SHEARWALL CONSTRUCTION DETAIL. 6. ELEVATED SHEAR WALLS TO BE FRAMED OVER DOUBLE JOIST OR SOLID BLOCKING UNLESS NOTED OTHERWISE. 7. PRESSURE TREATED DOUGLAS FIR SHALL BE USED WHERE IN CONTACT WITH CONCRETE. 8. NUTS SHALL BE SECURELY FASTENED AGAINST SOLE PLATE. HOWEVER, NUT AND WASHER SHALL NOT BE RECESSED INTO SILL PLATE. 9 ALL NUTS SHALL HAVE 3/16 x 2 x 2 PLATE WASHERS. BOTTOM MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING PLATE ATTACHMENT A 7/16" O.S.B. BLOCKED ONE gd AT 6" O.C. 8d AT 12" O.C. 5/8" DIA. A.B. AT 48" O.C. SIDE OF WALL 16d STAGGERED AT 6" O.C. 7/16" O.S.B. BLOCKED ONE C SIDE OF WALL FRAMING AT ADJOINING PANEL EDGES SHALL BE "(2)2X OR 3X I 8d AT 3" O.C. 5/8" DIA. A.B. AT 14" O.C. 8d AT 12" O.C. 5/8" DIA. A.B. AT 28" O.C. w /(2) 2x SILL PLATES 8d AT 12" O.C. 16d STAGGERED AT 2" OC OR SDS1/4 "X4 -1/2" SIMPSON SCREWS @ 5 "OC, (2)2x SILL PLATES ..� 3 4 d 5/8" DIA. A.B. AT 18" O.C. w/ (2) 2x SILL PLATES 16d STAGGERED AT 3" O.C. 8d AT 12" O.C. I 16d STAGGERED AT 2" OC OR SDS1/4 "X4 -1/2" SIMPSON SCREWS @ 3"OC, (2) 2x SILL PLATES Project Name: Project #: Initials: Date: Sheet: 7/16" O.S.B. BLOCKED ONE E SIDE OF WALL FRAMING AT ADJOINING PANEL EDGES 8d AT 2" O.C. SHALL BE "(2)2X OR 3X .': 7/16" O.S.B. BLOCKED BOTH SIDES OF WALL, OFFSET CC VERTICAL PANEL JOINTS TO FALL ON DIFFERENT STUDS, 8d AT 3" O.C. AT ADJOINING PANEL EDGES SHALL BE 3X OR 4X 5/8" DIA. A.B. AT 28" O.C. w /(2) 2x SILL PLATES 8d AT 12" O.C. 16d STAGGERED AT 2" OC OR SDS1/4 "X4 -1/2" SIMPSON SCREWS @ 5 "OC, (2)2x SILL PLATES ..� 3 4 d 5/8" DIA. A.B. AT 18" O.C. w/ (2) 2x SILL PLATES 16d STAGGERED AT 3" O.C. 8d AT 12" O.C. I 16d STAGGERED AT 2" OC OR SDS1/4 "X4 -1/2" SIMPSON SCREWS @ 3"OC, (2) 2x SILL PLATES Project Name: Project #: Initials: Date: Sheet: r RA N , a w z 0 w N WOOD STUD WALL DESIGN ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN CASE 2: NO. OF KING STUDS DESCRIPTION: Typ Exterior Walls fc (psi) = 73 Loads to Wall: C = 1.60 1 Height, le (ft) : 9 DL LL trib w deflection < U: 180 roof 25 40 18 1170 wind /seismic (W/Sy w floor 0 0 0 0 lateral load (psf): 20 (Due to Wind) wall 0 0 0 0 snow load? (Y /N): y misc 0 0 0 0 Lumber grade (1 thru 5): 2 (DF No. 2) w (uniform load.) = 1170 plf CASE 1: DL + snow + fl oor LL Le /d = 19.6 < 50 OK CD= 1.15 Fc' (psi) = 980 fc (psi) = 189 < Fc' OK TRIMMER: Trimmer supports only vertical load ... Pcap (lbs) = 8089 KING STUD: King stud supports only bending ... Mcap (lb -ft) = 1357 trib width capacity (ft) = 6.70 for M < Mcap (governs) trib width capacity (ft) = 8.78 for D < 180 Typ Exterior Walls USE: 2 X 6 @ 16 " O.C. (DF No. 2) Framina at ooeninas 1nnlasc nnroa .,rtie., i— -- i -- OPENING WIDTH (FT) CASE 2: NO. OF KING STUDS DL + floor LL + wind fc (psi) = 73 < F.E (psi) = 1245 OK C = 1.60 1 Fc' (psi) = 1070 6 M (lb -ft) = 270 1 Fb' (psi) = 2153 1 fb (psi) = 428 10 CSR = 0.22 < 1.0 OK D (in.) = 0.091 =L/ 1186 OK TRIMMER: Trimmer supports only vertical load ... Pcap (lbs) = 8089 KING STUD: King stud supports only bending ... Mcap (lb -ft) = 1357 trib width capacity (ft) = 6.70 for M < Mcap (governs) trib width capacity (ft) = 8.78 for D < 180 Typ Exterior Walls USE: 2 X 6 @ 16 " O.C. (DF No. 2) Framina at ooeninas 1nnlasc nnroa .,rtie., i— -- i -- OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS 4 1 1 5 1 1 6 1 1 7 1 1 10 1 1 12 1 1 Project Name: Project #: Initials: Date: Sheet: � - N Z . a ¢ r � I o z z W N WOOD STUD WALL DESIGN ALL EQUATIONS BASED ON NOS, ALLOWABLE STRESS DESIGN NO. OF TRIMMERS NO. OF KING STUDS DESCRIPTION: Exterior High Gable Walls 1 Loads to Wall: 5 1 Height, le (ft) : 25 DL LL trib w deflection < U: 180 roof 25 40 5 325 wind /seismic (W /S): w floor 0 0 0 0 lateral load (psf): 20 (Due to Wind) wall 0 0 0 0 snow load? (Y /N): y misc 0 0 0 0 Lumber grade (1 thru 5): 7 LVL Stud w (uniform load.) = 325 plf CASE 1: DL + snow + floor LL Le /d = 26.7 < 50 OK CD= 1.15 Fc' (psi) = 749 fc (psi) = 22 < Fc' OK CASE 2: DL + floor LL + wind fc (psi) = 8 < FEE (psi) = 802 OK C = 1.60 Fc' (psi) = 766 M (lb -ft) = 2083 Fb' (psi) = 4784 fb (psi) = 387 CSR = 0.08 < 1.0 OK D (in.) = 0.457 = L / 656 OK TRIMMER: Trimmer supports only vertical load Pcap (Ibs) = 14747 Exti KING STUD: King stud supports only bending ... Mcap (lb -ft) = 14716 trib width capacity (ft) = 9.42 for M < Mcap trib width capacity (ft) = 4.86 for D < 180 (governs) Irior High Gable Walls USE: 1.75 X 11.25 @ 16 " O.C. I LVL Stud Framinq at OoeninaS (unless noted ntharwisp nn ninnl- OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS 4 1 1 5 1 1 6 1 1 7 1 1 10 1 2 12 1 2 Project Name: Project #: Initials: Date: Sheet: N o w 0 W N WOOD STUD WALL DESIGN ALL EQUATIONS BASED ON NOS, ALLOWABLE STRESS DESIGN NO. OF TRIMMERS NO. OF KING STUDS DESCRIPTION: Interior High Walls 2 Loads to Wall: 5 2 Height, le (ft) : 20 DL LL trib w deflection < U: 180 roof 25 40 32 2080 wind /seismic (W /S): w floor 0 0 0 0 lateral load (psf): 5 (Due to Wind) wall 0 0 0 0 snow load? (Y /N): y misc 0 0 0 0 Lumber grade (1 thru 5): 7 LVL Stud w (uniform load.) = 2080 plf CASE 1: DL + sn ow + floor LL Le /d = 43.6 < 50 OK CD= 1.15 Fc' (psi) = 293 fc (psi) = 288 < Fc' OK CASE 2: DL + floor LL + wind fc (psi) = 111 < F.E (psi) = 299 OK CD= 1.60 Fc' (psi) = 295 M (lb -ft) = 333 Fb' (psi) = 4784 fb (psi) = 259 CSR = 0.23 < 1.0 OK D (in.) = 0.401 = L / 599 OK TRIMMER: Trimmer supports only vertical load .. Pcap (ibs) = 2818 KING STUD: King stud supports only bending ... Mcap (lb -ft) = 3517 trib width capacity (ft) = 14.07 for M < Mcap trib width capacity (ft) = 4.43 for D < 180 (governs) Interior High Walls USE: 1.75 X 5.5 @ 16 " O.C. LVL Stud Framinq at ODeninaS (unless nntprl nthpw icc — . i­i. OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS 4 2 1 5 2 1 6 3 1 7 3 1 10 4 2 12 5 2 Project Name: Project #: Initials: Date: Sheet: d 64192 N _ a W t ( y Z L7 � 2 Z W In WOOD STUD WALL DESIGN CASE 1: DL + roof LL + flo LL Le /d = 30.9 < 50 OK CD= 1.25 Fc' (psi) = 474 fc (psi) = 83 < Fc' OK CASE 2: DL + floor LL + wind fc (psi) = 19 < F.E (psi) = 504 OK CD = 1.60 Fc' (psi) = 481 M (lb -ft) = 68 Fb' (psi) = 2484 fb (psi) = 264 CSR = 0.11 < 1.0 OK D (in.) = 0.088 = L / 1222 OK TRIMMER: Trimmer supports only vertical load Pcap (lbs) = 2486 In KING STUD: King stud supports only bending ... Mcap (lb -ft) = 634 trib width capacity (ft) = 12.52 for M < Mcap trib width capacity (ft) = 9.05 for D < 180 (governs) terior Mezzanine Walls USE: 2 X 4 @ 16 " O.C. I (DF No. 2) Framina at oneninas h,nlass nntarl ntha —i.. — - ice.,%. OPENING WIDTH (FT) ALL EQUATIONS BASED ON NOS, ALLOWABLE STRESS DESIGN NO. OF KING STUDS 5 DESCRIPTION: Interior Mezzanine Walls 8 Loads to Wall: 1 10 Height, le (ft) : 9 DL LL trib w deflection < U: 180 roof 15 50 5 325 wind /seismic (W /S): w floor 0 0 0 0 lateral load (psf): 5 (Due to Wind) wall 0 0 0 0 snow load? (Y /N): n misc 0 0 0 0 Lumber grade (1 thru 5): 2 ( DF No. 2 ) w (uniform load.) = 325 plf CASE 1: DL + roof LL + flo LL Le /d = 30.9 < 50 OK CD= 1.25 Fc' (psi) = 474 fc (psi) = 83 < Fc' OK CASE 2: DL + floor LL + wind fc (psi) = 19 < F.E (psi) = 504 OK CD = 1.60 Fc' (psi) = 481 M (lb -ft) = 68 Fb' (psi) = 2484 fb (psi) = 264 CSR = 0.11 < 1.0 OK D (in.) = 0.088 = L / 1222 OK TRIMMER: Trimmer supports only vertical load Pcap (lbs) = 2486 In KING STUD: King stud supports only bending ... Mcap (lb -ft) = 634 trib width capacity (ft) = 12.52 for M < Mcap trib width capacity (ft) = 9.05 for D < 180 (governs) terior Mezzanine Walls USE: 2 X 4 @ 16 " O.C. I (DF No. 2) Framina at oneninas h,nlass nntarl ntha —i.. — - ice.,%. OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS 5 1 1 8 1 1 10 1 1 12 1 1 13 1 1 16 2 1 Project Name: Project #: Initials: Date: Sheet: e te COLUMN (C) SCHEDULE NOTES: 1. FOR BASE PLATE CONFIGURATION, ANCHOR BOLT PATTERN, AND COLUMN TO BASE PLATE CONNECTION, SEE TYP STEEL COLUMN BASE PLATE DETAIL, 2. STANDARD ANCHOR BOLT EMBEDMENT =9" EXCEPT AT COLUMN BASE MOMENT CONNECTIONS. 3. Cl, C2, C3... INDICATE COLUMN SIZE, SEE PLAN AND SCHEDULE. MARK SIZE BASE PLATE Cl HSS4x4x1 /4 SEE DETAILS 10/S4.2 OR 2/S4.3 OR 9/S4.2 OR 12/S4.1 C2 HSS5x5x 1 /4 SEE DETAIL 1 1 /S4.2 OR 9/S4.2 C3 HSS6x6x 1 /4 SEE DETAIL 1/S4.1 C4 HSS6x6x3 /8 SEE DETAIL 9/S4.2 C5 HSS7x7x3 /8 SEE DETAIL 9/S4.2 f -'r" tENGINEERING •STRUCTURAL •SOLUTIONS HOLLOW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: COLUMN AT BRICK VENEER LOADS: LOAD PTL (k) PDL(k) ex (in) By (in) PexTL PeyTL Notes LEVEL 3 A 0.00 0.00 3.00 - -- 0.00 - -- elev. (ft) = 0.00 B 0.00 0.00 -3.00 - -- 0. 00 - -- C 0.00 0.00 - -- 3.00 - -- 0.00 D 0.00 0.00 -- -3.00 - -- 0.00 LEVEL 2 A 0.00 0.00 3.00 - -- 0.00 - -- elev. (ft) = 0.00 B 0.00 0.00 -3.00 -- 0.00 - -- C 0.00 0.00 - -- 3.00 - -- 0.00 D 0.00 0.00 - -- -3.00 - -- 0.00 LEVEL 1 A 0.00 0.00 4.50 - -- 0.00 - -- elev. (ft) = 19.00 B 0.00 0.00 -3.00 - -- 0.00 - C 10.00 5.00 -- 3.00 - -- 30.00 D 0.00 0.00 - -- -3.00 -- 0.00 Case P EPex ZPey fa/Fa CmFbx... CmFby... fbx/Fbx fby /Fby 1-11 -1 H1 -2 1 10.00 0.00 30.00 0.45 0.50 0.00 0.28 0.00 0.95 0.39 OK 2 10.00 0.00 30.00 0.45 0.50 0.00 0.28 0.00 0.95 0.39 OK 3 10.00 0.00 30.00 0.45 0.50 0.00 0.28 0.00 0.95 0.39 OK 4 10.00 0.00 30.00 0.45 0.50 0.00 0.28 0.00 0.95 0.39 OK CASE 1: FULL DL + LL LEVEL 1 ... CASE2: DL +unbal LLabt X -AXJS KI /rx= 149.87 Fbx = 27.60 ksi F'ex = 6.6 ksi Fa = 6.65 ksi CASE 3: DL +unba/LLabtY-AXIS KI /ry = 149.67 Fby = 27.60 ksi F'ey = 6.6 ksi CASE 4: DL + unbal LL abt X B Y -AXE: Trial Section Number: 63 I HSS4x4x1 /4 0.00 A = 3.37 in.2 Sx = 3.9 in. 3 Sy = 3.9 in. 3 Ix = 7.8 in. 4 ly = 7.8 in. 4 rx = 1.52 ry = 1.52 COLUMN INTERACTION: Kx = 1.00 Ky = 1.00 < - -- Fy = 46 ksi Cc= 111.6 LEVEL 3 ... FOUNDATION 0.00 10.00 Cm= 1.0 elev. (ft) = 0.00 v COLUMN INTERACTION: I LEVEL 3 ... C KI /rx = 0.00 Fbx = 30.36 ksi F'ex = 0.0 ksi Fa = 27.60 ksi KI /ry = 0.00 Fby = 30.36 ksi F'ey = 0.0 ksi Case P SPex !Pey. fa /Fa CmFbx... CmFby... fbx/Fbx fby /Fby 1-11 -1 1-11 -2 B 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 2 ... KI /rx = 0.00 Fbx = 30.36 ksi F'ex = 0.0 ksi Fa = 27.60 ksi KI /ry = 0.00 Fby = 30.36 ksi F'ey = 0.0 ksi D Case P :;Pex fPey fa /Fa CmFbx... CmFby... fbx/Fbx fby /Fby 1`11 -1 H1 -2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK PLAN - TYPICAL COLUMN 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK Project Name: Project #: Initials: Date: Sheet: F9 Y � T A�NGINEERING °STRUCTURAL °SOLUTIONS LEVEL 2 A 0.00 0.00 3.00 - -- 0.00 - -- elev. (ft) = 0.00 B 0.00 0.00 -3.00 -- 0.00 - -- C 0.00 0.00 - -- 3.00 - -- 0.00 D 0.00 0 .00 -- -3.00 - -- 0.00 LEVEL 1 A 0.00 0.00 4.50 - -- 0.00 - elev. (ft) = 8.00 B 0.00 0.00 -3.00 - -- 0.00 - - C 18.00 7.00 - -- 3.00 - -- 54.00 D 0.00 0.00 - -- -3.00 -- 0.00 Trial Section Number: 63 I HSS4x4xl /4 I A = HOLLOW STEEL COLUMN COLUMN MARK: Sx = 3.9 ALLOWABLE STRESS DESIGN LOADS: 3.9 in. 3 Ix= 7.8 LOAD PTL (k) PDL(k) ex (in) By (in) PeXTL PeyTL Notes LEVEL 3 A 0.00 0.00 3.00 - -- 0.00 - -- elev. (ft) = 0.00 B 0.00 0.00 -3.00 - -- 0.00 - -- 1.00 C 0.00 0.00 - -- 3.00 - -- 0.00 0.0 D 0.00 0.00 - -- -3.00 - -- 0.0 LEVEL 2 A 0.00 0.00 3.00 - -- 0.00 - -- elev. (ft) = 0.00 B 0.00 0.00 -3.00 -- 0.00 - -- C 0.00 0.00 - -- 3.00 - -- 0.00 D 0.00 0 .00 -- -3.00 - -- 0.00 LEVEL 1 A 0.00 0.00 4.50 - -- 0.00 - elev. (ft) = 8.00 B 0.00 0.00 -3.00 - -- 0.00 - - C 18.00 7.00 - -- 3.00 - -- 54.00 D 0.00 0.00 - -- -3.00 -- 0.00 Trial Section Number: 63 I HSS4x4xl /4 I A = 3.37 in. 2 Sx = 3.9 in. 3 Sy = 3.9 in. 3 Ix= 7.8 in. 4 ly = 7.8 in. 4 rx = 1.52 Fa = ry = 1.52 LEVEL 3 - Kx = 1.00 30.36 Ky = 1.00 0.0 Fy = 46 ksi Cc = 111.6 Cm= 1.0 FOUNDATION elev. (ft) = 0.00 0.00 18.00 COLUMN INTERACTION: Fbx = 30.36 ksi F'ex = 0.0 ksi Fa = 27.60 ksi LEVEL 3 - Fby = 30.36 ksi F'ey = 0.0 ksi KI /rx = 0.00 EPex Fbx = 30.36 ksi F'ex = 0.0 ksi Fa = 27.60 ksi KI /ry = 0.00 0.00 Fby = 30.36 ksi F'ey = 0.0 ksi 0.00 0.00 OK Case P £Pex ZPey fa/Fa CmFbx... CmFby ... fbx/Fbx fby /Fby 1-11 -1 H1 -2 OK 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 2 - KI /rx = 0.00 Fbx = 30.36 ksi F'ex = 0.0 ksi Fa = 27.60 ksi KI /ry = 0.00 Fby = 30.36 ksi F'ey = 0.0 ksi Case P EPex ZPey fa/Fa CmFbx... CmFby... fbx/Fbx fby /Fby 1-11 -1 1-11 -2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 1 ... Ki /rx = 63.10 Fbx = 30.36 ksi F'ex = 37.5 ksi Fa = 20.82 ksi KI /ry = 63.10 Fby = 30.36 ksi F'ey = 37.5 ksi Case P EPex ZPey fa /Fa CmFbx... CmFby... fbx/Fbx fby /Fby 1-11 -1 1-11 -2 1 18.00 0.00 54.00 0.26 0.53 0.00 0.46 0.00 0.79 0.65 OK 2 18.00 0.00 54.00 0.26 0.53 0.00 0.46 0.00 0.79 0.65 OK 3 18.00 0.00 54.00 0.26 0.53 0.00 0.46 0.00 0.79 0.65 OK 4 18.00 0.00 54.00 0.26 0.53 0.00 0.46 0.00 0.79 0.65 OK PLAN - TYPICAL COLUMN CASE 1: FULL DL + LL CASE 2: DL + unbal LL abt X -AXIS CASE 3: DL + unbal LL abt Y -AXIS CASE 4: DL + unbal LL abt X & Y -AXE: Project Name: J Project #: Initials: Date: Sheet:. 1 15 � ENGINEERING ° STRUCTURAL - SOLUTIONS I OUNDATION elev. (ft) = 0.00 0.00 18.00 5.24 in.2 HOLLOW STEEL COLUMN COLUMN MARK: s ilil d � Z.+ 9.54 in. 3 Ix = ALLOWABLE STRESS DESIGN LOADS: rx = Fbx = 30.36 ksi Fex = 0.0 ksi LOAD PTL (k) PDL(k) ex ;in) ey (in) PeXTL PeyTL Notes LEVEL 3 A 0.00 0.00 3.00 - -- 0.00 - -- elev. (ft) = 0.00 B 0.00 0.00 -3.00 - -- 0.00 - -- 0.0 C 0.00 0.00 - -- 3.00 - -- 0.00 Fby = D 0.00 0.00 - -- -3.00 - -- 0.00 LEVEL 2 A 0.00 0.00 3.00 -- 0.00 - -- elev (ft) = 0.00 B 0.00 0.00 -3.00 -- 0.00 - -- 0.00 C 0.00 0.00 - -- 3.00 - -- 0.00 0.00 D 0.00 0.00 - -- -3.00 - -- 0.00 LEVEL 1 A 0.00 0.00 4.50 - -- 0.00 - -- elev. (ft) = 12.00 B 0.00 0.00 -3.00 - -- 0.00 - -- 0.00 C 18.00 5.00 - -- 12.00 - -- 216.00 0.00 D 0.00 0.00 - -- -3.00 - -- 0.00 I OUNDATION elev. (ft) = 0.00 0.00 18.00 5.24 in.2 Sx = 9.54 in. 3 Sy = 9.54 in. 3 Ix = 28.6 in. 4 ly = COLUMN INTERACTION: rx = Fbx = 30.36 ksi Fex = 0.0 ksi Fa = 27.60 ksi LEVEL 3 ... 111.6 Fby = 30.36 ksi Fey = 0.0 ksi KI /rx = 0.00 rPex Fbx = 30.36 ksi Fax = 0.0 ksi Fa = 27.60 ksi KI /ry = 0.00 0.00 Fby = 30.36 ksi Fey = 0.0 ksi 0.00 0.00 OK Case P rPex ZPev fa /Fa CmFbx... CmFby... fbx/Fbx fby /Fby 1-11 -1 1-11 -2 OK 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 2- HSS6x6x1 /4 A = 5.24 in.2 Sx = 9.54 in. 3 Sy = 9.54 in. 3 Ix = 28.6 in. 4 ly = Kl/rx = 0.00 rx = Fbx = 30.36 ksi Fex = 0.0 ksi Fa = 27.60 ksi KI /ry = 0.00 111.6 Fby = 30.36 ksi Fey = 0.0 ksi Case P rPex rPey fa /Fa Cmrbx... CmFby... fbx/Fbx fby /Fby 1-11 -1 1-11 -2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 1 . . KI /rx = 61.64 Fbx = 30.36 ksi Fex = 39.3 ksi Fa = 21.04 ksi KI /ry = 61.64 Fby = 30.36 ksi Fey = 39.3 ksi Case P rPex rPey fa /Fa CmFbx... CmFby... fbx/Fbx fby /Fby H1 -1 1-11 -2 1 18.00 0.00 216.00 016 0.82 0.00 0.75 0,00 0.98 0.87 OK 2 18.00 0.00 216.00 0.16 0.82 0.00 0.75 0.00 0.98 0.87 OK 3 18.00 0.00 216.00 0.16 0.82 0.00 0.75 0.00 0.98 0.87 OK 4 18.00 0.00 216.00 016 0.82 0.00 0.75 0.00 0.98 0.87 OK Trial Section Number: 73 HSS6x6x1 /4 A = 5.24 in.2 Sx = 9.54 in. 3 Sy = 9.54 in. 3 Ix = 28.6 in. 4 ly = 28.6 in. 4 rx = 2.34 ry = 2.34 Kx = 1.00 Ky = 1.00 Fy = 46 ksi Cc= 111.6 Cm= 1.0 PLAN - TYPICAL COLUMN CASE 1: FULL OL + LL CASE 2: DL + unbal LL abt X -AXIS CASE 3: DL + unbal LL abt Y -AXIS CASE 4: DL + unbal LL abt X & Y -AXE: Project Name: Project #: Initials: Date: Sheet: A ENGINEERING ° STRUCTURAL ® SOLUTIONS HOLLOW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: LOADS: LOAD PTL (k) PDL(k) ex (in) By (in) PeXTL PeyTL Notes LEVEL 3 A 0.00 0.00 3.00 - -- 0.00 - -- elev. (ft) = 0.00 B 0.00 000 -1 nn -- n nn FOUNDATION 0.00 42.00 0.00 - -- 3.00 - -- 0.00 Sy = D 0.00 elev. (ft) = 0.00 - -- -3.00 - -- 0.00 LEVEL 2 A 0.00 0.00 3.00 -- COLUMN INTERACTION: -- elev (ft) = 0.00 B 0.00 0.00 -3.00 - -- 0.00 -- LEVEL 3 .. 0.00 0.00 -- 3.00 - -- 0.00 D 0.00 0.00 KI /rx = 0.00 -3.00 Fbx = 30.36 ksi F'ex = 0.0 ksi Fa = 27.60 ksi KI /ry = 0.00 elev. (ft) = 20.00 Fby = 30.36 ksi F'ey = 0.0 ksi - -- C Case P EPex EPey fa/Fa CmFbx... CmFby... fbx/Fbx fby /Fby 1-11 -1 H1 -2 - -- 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 2 ... KI /rx = 0.00 Fbx = 30.36 ksi F'ex = 0.0 ksi Fa = 27.60 ksi KI /ry = 0.00 Fby = 30.36 ksi F'ey = 0.0 ksi Case P EPex EPey fa /Fa CmFbx... CmFby... fbx/Fbx fby /Fby 1-11 -1 H1 -2 1 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 1 ... KI /rx = 105.27 Fbx = 30.36 ksi F'ex = 13.5 ksi Fa = 13.32 ksi KI /ry = 105.27 Fby = 30.36 ksi F'ey = 13.5 ksi Case P EPex EPey fa /Fa CmFbx... CmFby ... fbx/Fbx fby /Fby 1-11 -1 1-11 -2 1 42.00 0.00 126.00 0.42 0.54 0.00 0.32 0.00 0.95 0.52 OK 2 42.00 0.00 126.00 0.42 054 0.00 0.32 0.00 0.95 0.52 OK 3 42.00 0.00 126.00 0.42 0.54 0.00 0.32 0.00 0.95 0.52 OK 4 42.00 0.00 126.00 0.42 0.54 0.00 0.32 0.00 0.95 0.52 OK Trial Section Number: 75 IHSS6x6x3 18 C 0.00 0.00 - -- 3.00 - -- 0.00 Sy = D 0.00 0.00 - -- -3.00 - -- 0.00 LEVEL 2 A 0.00 0.00 3.00 -- 0.00 -- elev (ft) = 0.00 B 0.00 0.00 -3.00 - -- 0.00 -- C 0.00 0.00 -- 3.00 - -- 0.00 D 0.00 0.00 - -- -3.00 - -- 0.00 LEVEL 1 A 0.00 0.00 4.50 -- 0.00 - -- elev. (ft) = 20.00 B 0.00 0.00 -3.00 -- 0.00 - -- C 42.00 12.00 - -- 3.00 - -- 126.00-- - D 0.00 0.00 - -- -3.00 -- 0.00 Trial Section Number: 75 IHSS6x6x3 18 A = 7.58 in. 2 Sx = 13.1 in. 3 Sy = 13.1 in. 3 Ix = 39.4 in. 4 ly = 39.4 in. 4 rx = 2.28 ry = 2.28 Kx = 1.00 Ky = 1.00 Fy = 46 ksi Cc = 111.6 Cm= 1.0 PLAN - TYPICAL COLUMN CASE 1: FULL OL + LL CASE 2. DL + unbal LL abl X -AXIS CASE 3: DL + unbal LL abt Y -AXIS CASE 4: DL + unbal LL abt X & Y -AXE; Project Name: Project #: Initials: Date: Sheet: "r- �NGiNEERING •STRUCTURAL ®SOLUTIONS COLUMN MARK: HOLLOW STEEL COLUMN ALLOWABLE STRESS DESIGN LOADS: LOAD PTL (k) PDL(k) ex (in) By (in) PeXTL PeyTL Notes LEVEL 3 A 0.00 0.00 3.00 -- 0.00 - -- elev. (ft) = 0.00 B 0.00 0.00 -3.00 0.00 - -- - -- 3.00 C 0.00 0.00 - -- 3.00 - -- 0.00 -- 0.00 D 0.00 0.00 -- -3.00 - -- 0.00 LEVEL 2 A 0.00 0.00 3.00 -- 0.00 - -- elev. (ft) = 0.00 B 0.00 0.00 -3.00 - -- 0.00 - -- C D 0.00 0.00 0.00 0.00 -- 3.00 - -- -3.00 - -- 0.00 - -- 0.00 LEVEL 1 A 0.00 0.00 4.50 -- 0.00 - -- elev. (ft) = 20.00 8 0.00 0.00 -3.00 -- 0.00 - -- C 64.00 20.00 - -- 3.00 - -- 192.00 < - -- D 0.00 0.00 - -- -3. -- 0.00 FOUNDATION elev. (ft) = 0.00 0.00 64.00 8.97 in. 2 Sx = 18.6 in. 3 Sy = 18.6 in. 3 Ix = 64.9 in. 4 COLUMN INTERACTION: KI /rx = 0.00 rx = Fbx = 30.36 ksi F'ex = 0.0 . ksi Fa = LEVEL 3 ... ksi KI /ry = 0.00 111.6 Fby = 30.36 ksi F'ey = 0.0 ksi KI /rx = 0.00 Fbx = 30.36 ksi F'ex = 0.0 ksi Fa = 27.60 ksi KI /ry = 0.00 1-11 -1 Fby = 30.36 ksi F'ey = 0.0 ksi 0.00 0.00 Case P ZPex EPey fa/Fa CmFbx... CmFby... fbx/Fbx I fby /Fby 1-11 -1 1-11 -2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 2 ... HSS7x7x3 /8 A = 8.97 in. 2 Sx = 18.6 in. 3 Sy = 18.6 in. 3 Ix = 64.9 in. 4 ly = KI /rx = 0.00 rx = Fbx = 30.36 ksi F'ex = 0.0 . ksi Fa = 27.60 ksi KI /ry = 0.00 111.6 Fby = 30.36 ksi F'ey = 0.0 ksi Case P SPe. !Pey fa /Fa CmFbx... CmFby... fbx/Fbx fby /Fby 1-11 -1 1-11 -2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 1- KI/rx = 89.22 Fbx = 3036 ksi F'ex = 18.8 ksi Fa = 16.44 ksi KI /ry = 89.22 Fby = 30.36 ksi F'ey = 18.8 ksi Case P EPex £Pey fa /Fa CmFbx... CmFby... fbx/Fbx fby /Fby 1-11 -1 H1 -2 1 64.00 0.00 192.00 0.43 0.55 0.00 0.34 0.00 0.98 0.60 OK 2 64.00 0.00 192.00 0.43 0.55 0.00 0.34 0.00 0.98 0.60 OK 3 64.00 0.00 192.00 0.43 0.55 0.00 0.34 0.00 0.98 0.60 OK 4 64.00 0.00 192.00 0.43 0.55 0.00 0.34 0.00 0.98 0.60 OK Trial Section Number: 81 HSS7x7x3 /8 A = 8.97 in. 2 Sx = 18.6 in. 3 Sy = 18.6 in. 3 Ix = 64.9 in. 4 ly = 64.9 in. 4 rx = 2.69 ry = 2.69 Kx = 1.00 Ky = 1.00 Fy = 46 ksi Cc= 111.6 Cm= 1.0 PLAN - TYPICAL COLUMN CASE 1: FULL DL + LL CASE 2: DL + unbal LL abf X -AXIS CASE 3: DL + unbal LL abI Y -AXIS CASE 4 DL + unbal LL abf X 8 Y -AXE: Project Name: Project #: Initials: Date: Sheet: I I I I FJ.O- 1 - - - -- PHD6 i PHD6 , s4.1 OI Pno6 wG2. _ /_ -- - - - -mss s - -- SIM ,- , 54.t 54.1 54.t sa'1 ___, _ J46 9 5 9 X54 _ t PHD6 , -_- - 54.1 cl DSi.t 1 ' WF30 S! OB 54.1 C ` _ 54.1 - C Sa.t C 54.tPHD6- ' -) D 541 �H 6a.1 ri 3 0 L. ___ ------ _ ____________ - ---------------------- O _____F3_0 O_ P _ _ _____ __ _______ _� Q4PHD6 54.2 ____ ____ (2) PHDB (2) I.W -_ - - -- -- - - - - -- G N 1 HF40� r, 54., HF4.0�, Nf4 B-r 1 C' 1 d � B 54., 54.1 F -- 541 - -- h O B - _ \ .40 - l s+ , , HFa.O (2) PHD8 � , _____ _________ _ (z) HD8 + e w vnpa ___ _________ _____ ____ _____ r 9. e _________ __ ____________ __ J ----------------------------------- _____ _ _______ __________________ _________ ----- __________- ____ , 54 H .2 1 P D6 5 }}, 4 ? 2 1 F4.OJ�, i, 1 1 6 1 HF40 ° i J H 54.2 S4'2 � S i i 54.2 "i i 54 3 s4,3 _ w W 54.2 54.3 s4.z YI&S.p_ 3` r ____ _____ _______________________________ �I n ' Gv=D z , 1 I .p 9 - n 5 +, I 9 Z(�, 543 C C5 wiz o �.. SIM JSA� 54.2 S4 2 54 •I -' / • 1 �- C I E - vl � � . O CONCRETE S LAB ON ti'jl a 1 1, AT RnO WA i P OR wG RACE SLAB ON GRACE W/ RECESSED AC D SU G. EA 4' CONCRETE SLAB ON GRACE W/ q� ' wGIO •2/� COMPACEO 5UR E. 0 f O'ER / CO=CA BGRADE, A 2 1 ill SLAB=100' 0" (ITC 5 PIACESJ i0P OF Wa PAC18" CC EA wn P 0 DIEN 8 SLAB =99' -10" COMED SUBGRADE, i0 i ICHEN CONCRETE SL -100' 0" S AB i0 !� VOLLEY J '.2' 6" SOUARE AT 5UR BALL FLOOR ANCHORS SEE ARCM (iTP 6 PUCES) 10 THAI .11 ROSIRUOSAL REOERP�ENT t0 54.1 1000 EFRAe �AGROST U XM 1 , HEA vER ARCH DRIWIIGS FOR SLAB. FDO ID ClIENSIONS 2 i , METHOD OF CONSTRUCTION 54'1 'pRCn US ILA GN X24\••, 6 BEING USED'S. 1000 I II OP E , S4.2 FBAI.IEO ROSTRUM r ♦ , 11 r S ' -F wFZ _ 9 } 8a2 i 4 -__ _ G50 _ 4 , 54 2 s4.2 E I, +, L S! 3 v 9 5 - wfl3 ` lYF2 p _ S S4 2 2 } � '� 9 4 = r_ , Sa-2 Z5� 5 S 2 , 54 2 9 2 � 2 54 I HF4 O (2) PHDB .......... 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SIM 54.1 ! 2 • -' E9 r Wr3_0 , 1 _ � - - - 12 12 - - -' CJ C3 S4.1 E�. j, _ 2 sa.1 nP I � 4 G N I N R I N p _ O V � W pp IQOQZ � I VI ll,o P — s LA__)) C9) 4�q E �� w4 7 W, - _I 7 � r h 1,4L I =. s : (6 5 f q IIL5 Il Atw = !� Project Name: Project #: Initials: Date: Sheet: US OEM O�t- 1Cz) I W f2 L4 C2 q,. ffi 'I Clu C2 P11 77 -3) * 7 6t I 0 X 4Z4 -- Project Name: Project #: Initials: Date: FOOTING SCHEDULE MARK DIMENSIONS TOP OF FOOTING ELEV FOOTING REINFORCING THICK WIDTH I LENGTH IEXT WALL INT WALL RECESS 1 4 RAP' FaCH WAY TTOM F4.0 l' -0" 4' -0" 4' -0" 97' -6" N/A N/A (8) #4 BARS EACH WAY, BOTTOM F4.5 l' -O" 4' -6" 4' -6" N/A 99' -8" N/A (9) #4 BARS EACH WAY, BOTTOM F5.5 l' -0" 5' -6" 5' -6" N/A 99' -8" N/A (1 1) #4 BARS EACH WAY, BOTTOM F6.5 1' -2" 6' -6" 6' -6" N/A 99' -8" N/A (13) #4 BARS EACH WAY, BOTTOM HF4.0 1' -6" 4' -0" 4' -0" N/A 99' -8" 99' -6" (8) #4 BARS EACH WAY, TOP AND BOTTOM WF1.5 1' -0" l' -6" CONT N/A 99' -8" 99' -6" ( # BARS CONT, BOTTOM WF2.0 1' -0" 2' -0" CONT 97' -6" 99' -8" 99' -6" (2) #4 BARS CONT, BOTTOM WF2.5 l' -0" 2' -0" CONT 97' -6" 99' -8" N/A ( # BARS CONT, BOTTOM WF3.0 1' -0" 3' -0" CONT 97' -6" 99' -8" 99' -6" (4) #4 BARS CONT, BOTTOM SWF2.0 l' -4" 2' -0" CONT N/A 99' -8" 1 99'_6^ (4) #4 BARS CONT, TOP AND BOTTOM k'q KLEINFELDER GEOTECHNICAL EVALUATION Proposed BYU Idaho Stake Center 7` South Street West of Temple Site and 2 "' East Street Rexburg, Idaho For: Lystrup /Jensen Architects 1.133 Call Creek Place Pocatello, Idaho 83201 Attention: Mr. Hal Jensen By: Kleinfelder, Inc. 10221 West Emerald Street, Suite 180 Boise, Idaho 83704 Kleinfelder Project No. 45922 August 12, 2004 Copyright 2004 Kleinfelder, Inc. All Rights Reserved UNAUTHORIZED USE OR COPYING OF "I HIS DOCUMENT IS STRICTLY PROHIBITED BY .ANYONE OTHER THAN THE CLIENT FOR THE SPECIFIC PROJECT. k'q KLEINFELDER A Report Prepared For: Lystrup /Jensen Architects 1133 Call Creek Place Pocatello, Idaho 83201 Attention: Mr. Hal Jensen GEOTECHNICAL EVALUATION Proposed BYU Idaho Stake Center 7` South Street West of Temple Site and 2 " East Street Rexburg, Idaho Kleinfelder Project Number 45922 PrPn %ri-d PA\N I� 7 5 1� G. A exander Rush, E. .d Senior Geotechnical Engineer' rin Brian Marker, P.E. Geotechnical Engineer KLEINFELDER, INC. 10221 W. Emerald Street, Suite 180 Boise, Idaho 83704 August 12, 2004 I_:A2004 \Projects \45922 \BO14R076.doc August 12, 2004 Copyright 2004 Kleinfeldei, Inc. TABLE OF CONTENTS h'g KLEINFELDER PAGE 1 .0 INTRODUCTION ........................................................................................................... ..............................1 1.1 PURPOSE AND SCOPE OF WORK .......................................................................... ............................... 1 1.2 PROJECT AND SITE DESCRIPTION ........................................................................ ............................... 1 1.3 REFERENCES ........................................................................................................ ..............................2 2 METHODS OF STUDY ................................................................................................. ..............................3 2.1 FIELD EVALUATION ............................................................................................ ............................... 3 2.1.1 Exploration Summary ........................................................................... ............................... 3 2.1.2 Exploration Methods and Procedures ................................................... ............................... 3 2.2 LABORATORY EVALUATION ............................................................................... ............................... 4 3.0 INTERPRETATION ..................................................................................................... ............................... 5 3.1 SUBSURFACE PROFILE ........................................................................................ ............................... 5 3.2 GROUNDWATER ................................................:.................................................. ..............................6 3.3 SEISMICITY .......................................................................................................... ..............................6 4.0 CONCLUSIONS AND RECOMMENDATIONS ........................................................ ..............................8 4.1 GENERAL ............................................................................................................. ..............................8 4.2 EARTHWORK ...................................................................................................... ............................... 9 4.2.1 General Site Preparation and Grading ................................................... ............................... 9 4.2.2 Structural Fill, Compaction, and Drainage ......................................... ............................... 10 4.2.3 Temporary Excavations and Construction Slopes .............................. ............................... 12 4.3 SHALLOW FOUNDATIONS ................................................................................. ............................... 13 4.4 INTERIOR SLAB -ON -GRADE ............................................................................. ............................... 15 4.5 PAVEMENTS ........................................................................................................ .............................17 5.0 CLOSURE ...................................................................................................................... .............................19 5.1 LIMITATIONS .................................................................................................... ............................... 19 5.2 PROJECT BID DOCUMENTS ............................................................................... ............................... 20 APPENDICES A FIGURES B EXPLORATION LOGS C LABORATORY TEST RESULTS D UNDERSTANDING YOUR GEOTECHNICAL REPORT 12 2004 \Projects \45922 \I3014R076.doc Page i of i January 27. 2004 Copyright 2004 Kleinfelder. Inc. ILI F] 1 I I I I I I L� 1.0 INTRODUCTION 1.1 PURPOSE AND SCOPE OF WORK k'q KLEINFELDER This report presents the results of our geotechnical evaluation performed for the proposed Stake Center to be constructed at BYU Idaho in Rexburg, Idaho, as shown on the Vicinity Map (Figure 1, Appendix A). In general, the purpose of this evaluation was to evaluate the subsurface conditions, the nature and engineering properties of the subsurface soils, and to provide recommendations for site grading and design of foundations for the proposed site development. The evaluation included subsurface exploration, representative soil sampling, field and laboratory testing, engineering analyses, and preparation of this report. This report was prepared for geotechnical purposes only, and does not address any geoenvironmental issues. The work performed for this report was authorized by Mr. Hal W. Jensen of Lystrup /Jensen Architects, and was conducted in accordance with our proposal dated May 25, 2004. 1.2 PROJECT AND SITE DESCRIPTION Proposed development plans include construction of a new stake center building and associated parking areas. Based on the Conceptual Site Plan developed by Lystrup /Jensen Architects (undated), it is our understanding that the proposed stake center will be constructed on 7" South Street, east of 2 nd East Street and the proposed Temple site in Rexburg, Idaho. It is understood that the building will be about 4,200 square feet in plan view, and single story with concrete Gast- on -grade floors. Basement or below -grade spaces are not planned. It is anticipated that the final building pad grade will be raised six to eight feet above the existing ground surface elevation to provide a level construction surface and adequate gradient for drainage of surface water. At the time of our field evaluation, the project site consisted of agricultural land. The enclosed Site Map (Figure 2, Appendix A) illustrates these site boundaries and adjacent roadways. The conclusions and recommendations contained in this report are based on our understanding of the currently proposed utilization of the project site, as derived from written and verbal information supplied to us. A current grading plan was not provided at the time of this report; therefore, specific grading plans are not known at this time. Consequently, revisions to our conclusions and recommendations contained herein may be necessary once grading plans are available. L:A2004 \Projects \45922 \BO14R076.doc Page I of 20 August 12, 2004 Copyright 2004 Kleinfelder. Inc hn KLEINFELDER 1.3 REFERENCES The following information was provided to Kleinfelder in the course of this site evaluation and serves as the basis of our understanding of the project type and scope: • A site plan sheet entitled Site Plan Scheme #1, prepared by Lystrup /Jensen Architects, undated. This drawing was the basis for the Site Map shown on Figure 2 of this report. In addition, the following published and unpublished references were reviewed during preparation of this report. • USDA Soil Survey of Madison County Area, Idaho; and • Idaho Geological Survey Maps. I_:A2004 \Projects \45922 \BO14R076.doc Page 2 0l 20 August 12, 2004 Copyright 2004 Kleinfelder, Inc. I I k'q KLEINFELDER 2.0 METHODS OF STUDY 2.1 FIELD EVALUATION 2.1.1 Exploration Summary We explored surface and subsurface conditions at the project site during June 2004. A total of 24 borings (designated as 04 -KA -B1 through 04- KA -B24) were completed for the project. The borings were advanced to depths to of about 15 feet below existing grade. Due to the variable subsurface soil and rock conditions, two methods of drilling /coring were utilized in the exploration program: 1) 6.5 -inch OD hollow -stem auger; and 2) 2.5 -inch OD HQ coring barrel. The explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site, and actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. The approximate boring locations are depicted on the Site Map. Appendix B of this report includes ASTM procedures for Soil Classification (ASTM:D- 2487), and includes descriptive boring logs for the subsurface exploration. Graphic presentation of our laboratory test results is presented in Appendix C of this report. ' 2.1.2 Exploration Methods and Procedures Our exploratory borings were drilled with a truck- mounted drill rig operated by an independent drilling company working under subcontract to Kleinfelder. A total of 24 borings were drilled utilizing 6.5 -inch OD hollow -stem auger, and 2.5 -inch OD HQ coring barrels. An experienced field engineer from our firm continuously observed the borings, logged the subsurface conditions, and collected representative soil samples. Soil samples recovered were identified, described, and classified in the field using ASTM:D -2488 (Unified Soil Classification System) as a guide. All samples were stored in moisture - resistant containers and transported to our 1 laboratory for further visual examination and testing, as deemed necessary. After the borings were completed, the boreholes were backfilled with soil cuttings and bentonite chips. L:A2004 \Projects \45922 \B 014R076.doc Page 3 of 20 August 12, 2004 Copyright 2004 Kleinfelder, Inc. h'q KLEINFELDER The SPT split spoon samples were obtained at about 2'/2 -foot depth intervals by means of the Standard Penetration Test (SPT) per ASTM:D -1586. This testing and sampling procedure consists of driving a standard 2- inch - diameter steel split -spoon sampler 18 inches into the soil with a 140 -pound hammer free - falling 30 inches. The number of blows required to drive the sampler through each 6 -inch interval is counted, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance, or "SPT blow count." If a total of 50 blows are struck within any 6 -inch interval, the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The SPT test results recorded at each sampling interval are presented on the Exploration Logs in Appendix B. Rock coring was completed using triple tube, diamond -coring equipment. All coring utilized 2.5- inch outside diameter, HQ size core barrels. When each core sequence was complete, the core barrel was removed from the coring tool string, and the inner core sleeve was manually extruded followed by the removal of the rock core for visual logging and packaging. The core was placed in waxed cardboard boxes, where our field engineer could record rock type, apparent hardness, degree of weathering, fracture frequency, percent recovery, and rock quality designation (RQD). Dividing the total length of core recovered from the run by the distance drilled in the run and multiplying the resultant by 100 obtained percent recovery. Summing the total length of core pieces greater than 4 inches in length, dividing the resultant by the total distance drilled in the run, and multiplying by 100 to express the ratio as a percentage obtained RQD. RQD values range from 0 -25 (very poor), 25 -50 (poor), 50 -75 (fair), 75 -90 (good) and 90 -100 (excellent). 2.2 LABORATORY EVALUATION Representative samples were tested in the laboratory to evaluate the pertinent physical and engineering properties of the soils. The laboratory test results are presented on the boring logs at their respective depth or in the body of this report. The following test methods and procedures were utilized: • ASTM:C -136 — Sieve Analysis of Fine and Coarse Aggregates. • IDAHO T -8 — R- Value. L:A 2004\ Projects \4 922 \13014R076.doc Page 4 of 20 August 12, 2004 Copyright 2004 Kleml'elder, Inc. I I I I 3.0 INTERPRETATION k4 KLEINFELDER 3.1 SUBSURFACE PROFILE The subsurface conditions encountered below the project site generally consisted of a surficial layer of Sandy Silt (ML), ranging from about 1 to 7 feet in thickness overlying basalt bedrock. In general, the surface soils were moist, medium stiff to very stiff, and low plasticity. The uppermost 12 to 24 inches of the basalt typically consisted of very weathered rock and rock fragments interlayered with soil varying from silt to clay. The majority of the basalt encountered below this zone was generally found to be moderately to slightly fractured, and moderately to slightly weathered, with a vesicular texture. Of particular interest to this evaluation was the presence of voids in the basalt rock. Based on observation of the rock core recovered from the borings, and our field monitoring of the core barrel advancement, possible voids in the uppermost 12 feet of the basalt rock encountered in the borings were noted as follows: B2 - Voids with soil infilling from 8 to 8.5 and 10 to 10.3 -foot depth. B4 - Void from 11 to 11.5 -foot depth. fi B6 - Small voids (less than 6 inches) at 9 and 11 -foot depth. B12 - Small .voids (less than 2 inches) at 10.5 and 11 -foot depth. B15 - Highly fractured and decomposed with small voids and reddish clay infilling from 7 to 9 -foot depth B17 - Void from 10 to 11 -foot depth. B18 - Broken rock with soil intrusions and possible small voids from 4.5 to 5 -foot depth. B21 - Small void (less than 6 inches) at 6 -foot depth. B22 - Four -inch void at 6 -foot depth. B23 - Small void (less than 2 inches) at 9 -foot depth. B24 - Small voids (less than 2 inches) at 7.5 and 9 -foot depth. L:A 2004 \Projects \45922 \BOI4R076.doc Page 5 of 20 August 12, 2004 Copyright 2004 Kleinfeldcr, Inc. KLEINFELDER Large voids or cavities were not detected in the borings. As noted above some relatively minor voids (a maximum of 6 to 12 inches) were encountered in the borings. It is emphasized that the soil /rock interface, as encountered below the project site, appears to consist of a randomly undulating surface. The enclosed boring logs should be referenced for a more detailed description of the soil strata encountered in our subsurface explorations. 3.2 GROUNDWATER Auger drilling was used to a maximum depth of about 9 feet below existing grade, and groundwater was not encountered to that depth. The borings were further advanced using fluid for coring. Accordingly, depth to groundwater could not be measured. Based on the Soil Survey of Madison County Area, Idaho, the high water table is expected to be at depths greater than six feet below ground surface. 1 3.3 SEISMICITY Based on the March 1990 Effective Peak Firm Ground Acceleration map and the Effective Peak Velocity- Related Acceleration Coefficient, A map (Figures 16.250.8.2 and 16- 250.8.1, respectively) in the State of Idaho Transportation Department Materials Manual, the effective peak velocity - related acceleration coefficient, A,, for bedrock is estimated to be less than or equal to 0.2 in the location of the project site. The effective peak firm ground acceleration is estimated to be 0.2g. The probability that the seismic acceleration values given on the ITD maps ' will not be exceeded during a 50 -year period is estimated to be 90 percent. The values given are based on bedrock shaking and not necessarily the general geological characteristics of the area or site. The density, thickness, bedrock fabric, elastic properties, and water content of the material being evaluated control how a site responds to strong ground motions. I According to the Seismic Zone Map of the United States contained in the 1997 Uniform Building Code, the project site lies within seismic risk zone 2B. Based on the soil characteristics encountered during our exploration program, the 1997 UBC seismic coefficients are presented in Table 1. II 1_:\2004 \1rojec1s141922113014R016.1 oc Page 6 of 20 August 12, 2004 Copyright 2004 Kleinfelder, Inc. k'9 KLEINFELDER TABLE 1 1997 UBC SEISMIC DESIGN PARAMETERS UBC - Chap. 16 Table No. Seismic Parameter Recommended Value 16-1 Seismic Zone Factor, Z 0.20 16 - J Seismic Profile Type S 16 - Q Seismic Coefficient, C 0.24 16 - R Seismic Coefficient, C 0.32 Conformance to the above criteria for seismic excitation does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a maximum level earthquake occurs. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. L:A 2004 \Projects \45922 \BO14R076.doc Page 7 of 20 August 12, 2004 Copyright 2004 Kleinfelder, Inc. k'9 KLEINFELDER 4 .0 CONCLUSIONS AND RECOMMENDATIONS 4.1 GENERAL Based on the results of our field and laboratory evaluations, the proposed development is feasible from a geotechnical engineering perspective, provided the recommendations contained herein are incorporated into the final design and construction phases of the proposed structure. Specific recommendations regarding site grading and foundation design are presented in the following sections. If any revisions in the nature, design, or location of the proposed building occur at a later date which significantly alter the present definition of the project, the recommendations within the following sections shall be subject to review by Kleinfelder, and may be modified as deemed necessary. Monitoring We recommend that all earthwork (i.e., clearing, stripping site preparation, fill placement, etc.) be conducted with engineering control under observation and testing by the Geotechnical Engineer in accordance with the requirements within the Section 4.2 Earthwork of this report. Job Site Safety At all times, safety should have precedence over production work. If an unsafe job condition is observed, it should be brought to the attention of the grading contractor or the owner's representative. Once this condition is noted, it should be corrected as soon as possible, or work related to the unsafe condition should be terminated. The contractor for the project should realize that services provided by Kleinfelder do not include supervision or direction of the actual work performed by the contractor, his employees, or agents. Kleinfelder will use accepted geotechnical engineering and testing procedures; however, our testing and observations will not relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and specifications. Furthermore, our firm will not be responsible for job or site safety on this project, as this is the responsibility of the contractor. I.A2004 \Projects \45922 \BOI4R076.doc Page 8 of 20 August 12, 2004 Copyright 2004 Kleinfelder, Inc. k" KLEINFELDER 4.2 EARTHWORK 4.2.1 General Site Preparation and Grading We offer the following recommendations for general site preparation and grading. Clearing and Stripping The construction areas should be cleared and stripped of all vegetation, bushes, sod, topsoil, artificial fill, debris, asphalt, concrete, and other deleterious material prior to fill placement. Based on the results of our field evaluation, we estimate the depth of required stripping to be approximately four to six inches. Overexcavation — Building Area The surficial soils at the site are relatively soft and compressible, particularly when wet. Accordingly, these materials (in the existing condition) are not considered suitable for support of foundations and slab -on -grade floors. The relatively soft, moist surficial soils should be overexcavated to a depth of at least 5 feet below existing ground surface or to the zone of highly weathered rock and rock fragments interlayered with silt and clay, whichever is less. Based on the results of the field evaluation, the thickness of the relatively soft, surficial soil is expected to range from about 1 to 7 feet. The overexcavated site soil should be replaced with compacted structural fill. The overexcavated soil may be reused as compacted fill below cast -on -grade slab areas, provided it is placed in accordance with the Fill Placement and Compaction sections of this report. The compacted structural fill below foundations should conform to requirements for granular subbase (see Table 7 for granular subbase requirements). Prior to fill placement, the overexcavation subgrade should be prepared in accordance with the Subgrade Preparation section of this report. Overexcavation - Limits The overexcavation limits within the building area should be wide enough to contain a 1H:1V (Horizontal: Vertical) slope extending from one foot outside each edge of the footing, slab, or structural element downward to the bottom of the overexcavation. I Scarification and Compaction - Parking Areas The existing site soils within non - structural areas (i.e., automobile parking, driveways, etc.) should be scarified, moisture - conditioned, and compacted to a depth of at least 12 inches below additional compacted fill placed on site, or below pavement base materials. The scarified and moisture - conditioned site soils should be compacted in accordance with the Fill Placement, Compaction Criteria, and Moisture ' Content sections of this report. L:A 2004 \Projects \45922 \BO14R076.doc Page 9 o1'20 August 12, 2004 Copyright 2004 Kleinfelder, Inc. �� KLEINFELDER Subgrade Preparation: We recommend that the subgrade for foundation, cast -on -grade slab, pavement and overexcavation areas, and for those areas receiving any additional fill be prepared by scarifying the upper 12 inches and moisture conditioning, as required to obtain at least optimum moisture, but not greater than 2 percent over optimum moisture content. The scarified areas should be compacted to at least 95 percent of the maximum laboratory dry density as determined by the ASTM:D -1557 Modified Proctor Compaction Test. Where intact bedrock is encountered in the bottom of overexcavation areas, the compaction requirement is not applicable. All areas to receive fill should be observed by the Geotechnical Engineer prior to fill placement. If loose or soft pockets are detected that cannot be effectively compacted by repeated passes of the compactor, then those areas should be overexcavated and backfilled with properly compacted fill material. Care should be taken during seasonally wet construction periods so that grading and compaction operations do not excessively disturb the subgrade. Subgrade Inspection Prior to placing fill, the overexcavation areas and ground surfaces to receive fill should be observed, tested, and approved by the Geotechnical Engineer. Monitoring A representative of Kleinfelder should be present during site preparation operations to observe stripping and grubbing depths, overexcavation depths, and to observe the proof rolling operations. 4.2.2 Structural Fill, Compaction, and Drainage We offer the following recommendations for structural fill, compaction and drainage. Laboratory Testing Representative samples of materials to be utilized as compacted fill should be analyzed in a laboratory to determine the physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of the material should be conducted. On -Site Fill Material Based on the results of our subsurface exploration and laboratory testing program, the on -site soils appear to be suitable for use in controlled fills below Gast- on -grade slabs and parking area pavements. If used as compacted fill, the suitability of the on site soils should be tested to confine compliance with the recommended requirements in the Structural Fill Material section, below. L\ 2004 \Projects \45922 \BO14R070.doc Page 10 of 20 Aueust 12, 2004 Copyright 2004 Kleinfelder, Inc. I , k'9 KLEINFELDER ' Structural Fill Material Structural fill material should be obtained from required project q P J ' excavations or approved borrow sources. Structural fill placed below foundations should conform to the requirements for granular subbase. The recommended minimum requirements for granular subbase are presented in Table 7. Acceptable fill material shall classify according to ASTM:D -2487 as GW, GP, GC, GM, SW, SP, SC, SM, ML (or combinations of these such as SP -SM) materials. In addition, fill material shall have a maximum particle size less than four inches and shall be free of excess moisture, organic matter, and debris. All imported fill materials shall be reviewed by the Geotechnical Engineer prior to use in controlled areas. Materials which are frozen, contaminated, contain excess moisture, or organic matter (such as strippings or roots), trash, debris, stones larger than four inches, or classify by ASTM:D -2487 as CH, CL, MH, PT, OL, and OH are not suitable for structural fill material. Rock Fragments Rock fragments less than four inches in diameter may be utilized in the fill, provided they are not placed in concentrated pockets, surrounded with fine grained material, r and the distribution of the rocks is supervised by the Geotechnical Engineer. Rocks greater than four inches in diameter should be taken off -site, or placed in fill areas designated as t suitable for rock disposal. Subgrade Verification and Compaction Testing Regardless of material or location, all fill material should be placed over properly compacted subgrades in accordance with the General I Site Preparation and Grading section of this report. The condition of all subgrades shall be verified by the Geotechnical Engineer before fill placement or earthwork grading begins. Earthwork monitoring and field density testing shall be performed during grading to provide a basis for opinions concerning the degree of soil compaction attained. I Compaction Criteria Each layer of fill should be compacted to at least 95 percent of the maximum laboratory dry density as determined by the ASTM:D -1557 Modified Proctor Compaction Test. Where moisture content of the fill or density testing yields compaction results less than 95 percent, additional compaction effort and /or moisture conditioning, as necessary, shall be performed, until the fill material is in accordance with the compaction ' requirements. L:A 2004\ Projects \4 922 \BO14R076.doc Page I I of 20 August 12, 2004 Copyright 2004 Kleinfelder, Inc. d kn KLEINFELDER Fill Placement Approved on -site or imported fill material shall be evenly placed, watered, processed, and compacted in controlled horizontal layers not exceeding eight inches in loose thickness, and each layer should be thoroughly compacted with approved equipment. The fill should be placed and compacted in horizontal layers, unless otherwise recommended by the Geotechnical Engineer. Moisture Content All fill material placed must be moisture conditioned, as necessary, to within 2 percent of the optimum moisture content for compaction. If excessive moisture in the fill results in failing results or an unacceptable "pumping" condition, then the fill should be allowed to dry until the moisture content is within the necessary range to meet the required compaction requirements or reworked until acceptable conditions are obtained. Grading Inspection Earthwork monitoring and field density testing shall be performed by the Geotechnical Engineer during grading to provide a basis for opinions concerning the degree of soil compaction attained. 4.2.3 Temporary Excavations and Construction Slopes We offer the following recommendations and construction considerations for temporary excavations and construction slopes. General The Owner and the Contractor should make themselves aware of and become familiar with applicable local, state, and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards. Slope height, slope inclination, or excavation depths (including utility trench excavations) should in no case exceed those specified in local, state, or federal safety regulations, e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926.650 -652, Subpart P, or successor regulations, such regulations are strictly enforced and, if they are not followed, the Owner, Contractor, and/or earthwork and utility subcontractors could be liable for substantial penalties. Safety Construction site safety generally is the sole responsibility of the Contractor, who selects and directs the means, methods, and sequencing of construction operations. Temporary excavation slope stability is a function of many factors including soil type, density, cut inclination, depth, the presence of groundwater, and the length of time that the cut is to remain open. As the cut is deepened, or as the length is increased during which an excavation is open, the likelihood of slope failure increases. Therefore, maintenance of safe slopes and L:A 2004 \Projects \45922 \B014R076.doc Copyright 2004 Kleinfelder, Inc. Page 12 of 20 August 12, 2004 k4 KLEINFELDER worker safety should remain the responsibility of the contractor, who is present at the site, able to observe changes in the soil conditions, and monitor the performance of the excavation. Maintenance If seepage or surface runoff is not controlled, flatter temporary slopes would be necessary. Larger cobbles and boulders should be scaled from the excavation sidewalls prior to worker entry to prevent injury to workmen from falling rocks. In all cases, cut slopes and any excavation shoring should conform to applicable Federal, State and/or local safety guidelines, including the current OSHA Excavation and Trench Safety Standards. During wet weather, surface water should not be permitted to pond near the top of or flow into excavations. Cut/Fill Slopes and Excavations We tentatively recommend that temporary and permanent cut and fill slopes in native soils not exceed the inclinations shown in Table 2. TABLE 2 MAXIMUM SLOPE INCLINATIONS Soil Type Maximum Inclination Horizontal: Vertical Temporary Permanent Native on -site soil T 21-1:1V 3H:1 V Shallow excavations used for construction that are less than four feet in depth and are made in properly engineered fill or firm native soils should stand with vertical sides. Excavations deeper than four feet should be sloped at angles provided in Table 2 or shored. All open excavations and excavations that are shored shall conform to all applicable Federal, State and Local regulations. Limitations The values listed in Table 2 assume that the slopes will be protected from erosion and moisture increases, and that drainage will not occur over the face of the slope. It is further assumed that no loads will be imposed above the slope within one half the slope height from the slope face. 4.3 SHALLOW FOUNDATIONS The following recommendations and comments are provided for shallow spread footing design, construction, and installation purposes. Conventional spread footings are suitable for support of the proposed building, provided the following recommendations are incorporated into the final footing design and construction: L:A 2004 \Projects \45922 \BO14R076.doc Page 13 of 20 August 12, 2004 Copyright 2004 Kleintelder, Inc. k'q KLEINFELDER Bearing Sub rg ades All footings should be founded on the zone of highly weathered rock or rock fragments with silt and clay interlayers or on compacted granular subbase. Granular subbase should extend to the rock surface or to a depth of at least 5 feet below existing ground surface, whichever is less. Granular subbase should overlie properly prepared subgrade in accordance with the General Site Preparation and Grading and Structural Fill, Compaction, and Drainage sections of this report. We further recommend that all foundations bear entirely on the weak rock surface, or entirely on a minimum 12 -inch thick layer of compacted granular subbase overlying the weaker rock surface. Foundations supported by a combination of weaker rock and compacted fill are expected to experience abrupt differential settlements near the rock/fill interface. All structural fill should be compacted to at least 95 percent of the Modified Proctor maximum laboratory density, as determined by ASTM:D -1557 compaction method. Subgrade Preparation Footing subgrades shall be prepared in accordance with the General Site Preparation and Grading and Structural Fill, Compaction, and Drainage sections of this report. Pre - moistening of all areas to receive concrete is recommended. The moisture content of the subgrade soils should be equal to or greater than optimum moisture. Subgrade Verification The foundation subgrade should be observed and probed in the field by the Geotechnical Engineer prior to placement of any formwork, reinforcement steel, structural fill, or concrete. All footing subgrades should be founded in those soils described in the Bearing Subgrade section of this report. Under no circumstances should footings be cast on loose /soft soil, slough, debris, artificial fill, or surfaces covered by standing water. Any soft or loose soil pockets encountered in the footing subgrade should be removed and replaced with lean concrete or properly compacted fill. Footing Depth and Width Exterior footings should be founded at a minimum depth of 30 inches below the lowest adjacent final grade for frost protection. Continuous wall footings should be at least 24 inches wide or consistent with the current requirements of the UBC. Isolated column pad areas should be at least 36 inches square or consistent with the current requirements of the UBC. Footings should be reinforced according to structural design. Bearing Pressures Foundations bearing directly on those soils recommended in the Bearing Subgrade section of this report may be designed for a maximum allowable bearing capacity of 3,000 pounds per square foot (psf), which includes both dead and live loads. The bearing L:A 2004 \Projects \45922 \BO14R070.doc Page 14 of 20 August 12, 2004 Copyright 2004 Kleinfelder, Inc. k'9 KLEINFELDER values may be increased by one -third when considering short duration loading conditions, such as transient wind or seismic loads. Lateral Resistance To resist lateral loads, the allowable passive earth pressures shown in Table 3, expressed as an equivalent fluid pressure, may be used on that portion of shallow foundations which have a minimum embedment as previously recommended. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one - third. TABLE 3 LATERAL BEARING PRESSURE VALUES Allowable Passive Coefficient of Pressure Friction Soil Type c (Concrete/ oil Structural Fill 250 0.35 Settlement Assuming the foundation subgrade soils are prepared and the foundation elements are designed in accordance with recommendations contained herein, we estimate that total settlement will not exceed one inch, with differential settlements on the order of one -half the total settlement. The majority of the settlement will most likely occur during the initial loading of the foundation; however, if any disturbed, loose, yielding, or soft soils are left within the footing area prior to concrete placement, settlements may be larger than estimated. 4.4 INTERIOR SLAB -ON -GRADE We offer the following floor slab recommendations and comments for purposes of slab -on -grade floor design and construction: Subgrade Preparation Slab -on -grade floors should be prepared in accordance with the General Site Preparation and Grading and Structural Fill, Compaction, and Drainage sections of this report. Slab Section — Without Moisture Sensitive Floor Covering For slab -on -grade floors without moisture sensitive floor covering, the following minimum section presented in Table 4 is recommended: 1-: ',2004 \Projects \45922 \BO14R076.doc Page 15 of20 August 12, 2004 Copyright 2004 Kleinfelder, Inc. k'q KLEINFELDER TABLE 4 RECOMMENDED SLAB -ON -GRADE SECTION INTERIOR SLABS -ON -GRADE WITHOUT MOISTURE SENSITIVE FLOOR COVERING Layer Minimum Thickness inches Concrete Computed by Structural Engineer Granular Base 4 Compacted Sub grade 12 Slab Section — With Moisture Sensitive Floor Covering For slabs -on -grade floors with moisture sensitive floor covering, the following minimum section (listed in descending order) presented in Table 5 is recommended: TABLE 5 RECOMMENDED SLAB -ON -GRADE SECTION INTERIOR SLABS -ON -GRADE WITH MOISTURE SENSITIVE FLOOR COVERING Layer Minimum Thickness inches Concrete Computed by Structural Engineer Granular Base 4 Vapor Retarder ---- Compacted Sub grade 12 Granular Base Granular base, with a maximum particle size of 3 /4 -inch, should be placed on the vapor retarder. The granular base should be compacted to at least 95% of the maximum dry density determined by ASTM:D -1557. Compacted Sub rg ade Compacted subgrade in the building construction area should be prepared as described in the General Site Preparation and Grading and Structural Fill, Compaction, and Drainage sections of this report. The subgrade surface should be graded smooth to prevent puncture or tearing of the vapor retarder. Vapor Retarder Vapor retarder should have a permeance of less than 0.3 US perms as determined by ASTM:E -96. A 10 -mil polyethylene film or a Rufco 400 SSB by Raven Industries is recommended. Concrete Placement Special precautions should be taken during the placement and curing of all concrete slabs. Excessive slump caused by a high water - cement ratio of the concrete and /or improper curing procedures used during either hot or cold weather conditions could lead to excessive shrinkage, cracking or curling in the slabs. We recommend that all concrete placement and curing operations be performed in accordance with the American Concrete Institute (ACI) Manual and under the observation of International Conference of Building Officials (ICBO) certified technicians. L\ 2004 \Projects \45922 \BO14R076,doc Page 16 of 20 August 12. 2004 Copyright 2004 Kleinfelder, Inc. F] 1 ii k4 KLEINFELDER Differential Movement To reduce the effects of differential movement, it is recommended that floor slabs be separated from all bearing walls and columns by using expansion joints. The concrete strength, slab thickness, reinforcement, joint design, and joint layout should be addressed in the contract documents. 4.5 PAVEMENTS We expect that asphaltic concrete pavements will be used for the new parking areas and driveways. The following comments and recommendations are presented for pavement design and construction purposes. Subgrade Preparation Prior to placement of the pavement materials (subbase, base, or asphaltic concrete), the subgrade should be prepared as recommended in General Site Preparation and Grading section of this report (Section 4.2.1). Any areas of localized zones of yielding soils disclosed during the subgrade preparation operation, should be overexcavated to a minimum depth of 12 inches and replaced with suitable compacted fill material. All structural fill should be compacted according to our recommendations given in the Structural Fill, Compaction, and Drainage section of this report. Soil Design Values A representative near - surface soil sample was collected and tested for "R" Value determination. Results of our testing yielded a value of 64, which is an indication that the native soils should provide acceptable subgrade support for a pavement section. Traffic Design Values Traffic conditions can be defined by a Traffic Index (TI), which quantifies the combined effects of projected car and truck traffic. We estimate that a TI of 6.0 is appropriate for parking areas. Conventional Pavement Sections A conventional pavement section typically comprises an asphalt concrete surface over a crushed aggregate base (CAB). Using the estimated design values stated above, we recommend using the following conventional pavement section shown in Table 6. TABLE 6 RECOMMNEDED PAVEMENT DESIGN THICKNESS Pavement Layer Minimum Thickness (inches) As halt Concrete 2 . 5 Crushed Aggregate Base 3/4 -inch minus) 4.5 Granular Subbase 6.0 L:A2004 \Projects \45922 \BO14R076.doc Page 17 of 20 August 112004 Copyright 2004 Kleinfelder, Inc. kn KLEINFELDER Drainage Pavement life will be increased if efforts are made to reduce the accumulation of excess moisture in the subgrade soils. Parking areas should be sloped and drainage gradients maintained to carry all surface water runoff away from building and pavement areas. Materials - Asphalt, Base, and Subbase Asphalt and aggregate base material should conform to State of Idaho requirements. Subbase material should be free draining and conform to the gradation specified in Table 7: TABLE 7 RECOMMENDED PAVEMENT SUBBASE GRADATION Sieve Size Percent Passin 4 -inch 100 No. 4 30 to 70 No. 200 2 to 10 Liquid Limit less than 30 percent Plasticity Index less than 10 percent Compaction — Asphalt, Base and Subbase All base (including subbase and base material) should be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM:D -1557. Asphalt concrete should be compacted to within a range of 92 to 95 percent of maximum specific gravity in accordance with AASHTO:T -166, method C and T -209, or compacted to a minimum of 95 percent of the Marshall (50 blow) maximum density. Field and laboratory testing should be performed to evaluate conformance to these requirements. Pavement Life and Maintenance It should be realized that no asphaltic concrete pavement is maintenance -free. The above described pavement sections represent our minimum recommendations for an average level of performance during a 20 -year design life; therefore, an average level of maintenance will likely be required. Furthermore, a 20 -year pavement life typically assumes that an overlay will be placed after about 12 years. Thicker asphalt, base, and subbase courses would offer better long -term performance, but would cost more initially; thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. L:A2004 \Projects \45922 \BO14R076.doc Page 18 ol'20 August 12, 2004 Copyright 2004 Kleinfelder, Inc. k" KLEINFELDER 5.0 CLOSURE 5.1 LIMITATIONS Recommendations contained in this report are based on our field explorations, laboratory tests, and our understanding of the proposed construction. The study was performed using a mutually agreed upon scope of work. More detailed, focused, and /or thorough evaluations can be conducted. Further studies will tend to increase the level of assurance, however, such efforts will result in increased costs. If it is desired to reduce the uncertainties beyond the level associated with this study, Kleinfelder should be contacted for additional consultation. The soils data used in the preparation of this report were obtained from the field explorations made for this evaluation. It is possible that variations in soils exist between the points explored. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at this site which are different from those described in this report, our firm should be immediately notified so that we may make any necessary revisions to our recommendations. In addition, if the scope of the proposed project, locations of structures, or building loads change from the description given in this report, our firm should be notified. The recommendations made in this report are based on the assumption that an adequate program of tests, observation, and engineering consultation will be made during construction to verify compliance with the report findings and recommendations. This should include, but not necessarily be limited to, the following: • Observations and testing during site preparation and earthwork. • Observation of footing trench excavations. • Observation and testing of construction materials. • Engineering consultation as may be required during construction. These items are critical with regards to the conclusions and recommendations provided in this report. If these items are not adequately performed during construction, then Kleinfelder assumes no responsibility for any potential claims that may arise during or after construction. L:A2004 \Projects \45922 \BO14R076.doc Page 19 of 20 August 12, 2004 Copyright 2004 Kleinfelder, Inc. �� KLEINFELDER The report has been prepared for specific application to this project in accordance with the generally accepted standards of practice at the time the report was written. No warranty, express or implied, is made. This report may be used only by the owner and design team for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both on- and off - site), or other factors including advances in man's understanding of applied science may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 36 months from its issue. Kleinfelder should be notified if the project is delayed by more than 24 months from the date of this report so that a review of site conditions can be made, and recommendations revised, if appropriate. All parties to the project including the designer, contractor, subcontractors, etc., must be made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the Contractor's option and risk. Any party other than the client who wishes to use this report shall notify Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non - compliance with any of these requirements by the client or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party. 5.2 PROJECT BID DOCUMENTS It has been our experience during the bidding process, that contractors often contact us to discuss the geotechnical aspects of the project. Informal contacts between Kleinfelder and an individual contractor could result in incorrect or incomplete information being provided to the contractor. Therefore, we recommend a pre -bid meeting be held to answer any questions about the report prior to submittal of bids. If this is not possible, questions or clarifications regarding this report should be directed to the project Owner or his designated representative. After consultation with Kleinfelder, the project Owner (or his representative) should provide clarifications or additional information to all contractors bidding the job. We also recommend that project plans and specifications be reviewed by Kleinfelder to verify compatibility with our conclusions and recommendations. Additional information concerning the scope and cost of these services can be obtained from our office. L:A2004 \1 rojects \45922 \13014R076.doc Page 20 of 20 August 12, 2004 Copyright 2004 Kleinl'elder. Inc. kn KLEINFELDER APPENDIX A FIGURES r W FOURTH NOH 1 N > HAD - ry � AGEt W 2ND N °C 2ND CUL DE SAC V5 z 1 { w 1ST ~ c S "" I ,Z € x a z RICKS Xi d' Z m ? Li coi # MAIN �,n Rexburg 33 w CARLSON APPROXIMATE ask Chx _ 1` 1 ST . al E S T S R.. ? PROJECT ' GEMINI " w s LOCATION i U SPARK W 2ND �wl .. E mW _... Ricks d e ; z 99 9 20 j RC S(, r" E 3RD S of Q B RE ., w .... -. z -..... 36 3 E 4TH SOYTH E . €_c7 �r ..UU5TH S S 5 T H E 0 WBTH S, ° a Cr w 934 a ~< .. 1000 Utr7TH 5 , . _._ f.. _._ c1E to i G7 F- S � o m r.� m k ' O'm m 20 o n' SOURCE: STREET ATLAS USA, VERSION 6.0, COPYRIGHT 1998 DELORME 1 0.5 0 0.5 1 APPROXIMATE SCALE IN MILES (1:24,000) FIGURE k4KLEI N F E L D E R VICINITY MAP BYU Idaho Stake Center 1 Rexburg, Idaho 1 KA Project No. 45922 Date: June 2004 d f 3 r- k i u 0 04 -KA -B 14 16 L 0 100 SCALE IN FEET 4 KA -B9 04 KA 5 04 K -B1 04 -KA -B 11 04 -KA -B3 04 -KA -B 12 Q4 - -KA -134 Q4 KA..B,a O . p4 K X36 04 -KA -B2 APPENDIX B EXPLORATION LOGS k'q KLEINFELDER kn KLEINFELDER General Legend and Notes for Logs of Exploration SYMBOL DESCRIPTION BG Small Volume Bag Sample BK Large volume bulk sample SS Standard split -spoon sample (reference ASTM D 1586) OSS Oversized spilt -spoon sample with an outside diameter of 3- inches. Blow counts are not corrected to N- Values unless noted separately on the logs ST Thin - walled (Shelby) tube sample with an inside diameter of 2.88- inches unless otherwise noted on the logs (reference ASTM D 1587) PT Piston tube sample with an inside tube diameter of 2.88- inches unless otherwise noted on the logs (reference ASTM D 1587) RS Ring sample with an inside diameter of 2.42- inches unless otherwise noted on the logs (reference ASTM D 3550) CR Core barrel sample (reference ASTM D 2113) Water content LL Liquid Limit PL Plastic Limit PI Plasticity Index Indicates the measured groundwater level Note 1. Soil samples recovered were identified, described, and classified in the field using ASTM D 2488 (Unified Soil Classification System) as a guide. I k'q KLEINFELDER ASTM D2487 Soils Classification Chart ' GROUP SYMBOL GROUP NAME < 30% plus No. 200 lz-� < I S % plus No. 200 15 29% No. 200 '7 sand >'X, Lean Clay '- Lean Clay with Sand - plus gravel PI > 7 and plots on - CL '% sand < % gravel - Lean Clay with Gravel or above "A" line. 30% plus No 200 X, sand >- -N, gravel < 15%, gravel >_ 15'% gravel - Sandy Lean Clay - Sandy Lean Clay with Gravel sand <'7 gravel < 15'7 gravel - Gravelly Lean Clay > 15'7 gravel - Gravelly Lean Clay with Sand <30 %plus No. 200 < 15% plus No. 200 - Silty Clay 15 - 29 plus No. 200 -► % sand >_ %gravel - Silty Clay with Sand ] norganic 4 < PI <7 and plots —+. CL -ML % sand < %, gravel - Silty Clay with Gravel on or above "A" line / sand > '/I, gravel < 15'7, gravel - Sandy Silty Clay >_ 30% plus No 200 > 15 gravel - Sandy Silty Clay with Gravel % sand <%, gavel < 15% gavel - Gravelly Silty Clay >_ 15 %gravel - Gravelly Silty Clay with Sand ' LL < 50 <30 %plus No. 200 < 15 %plus No. 200 - Silt 15 - 29% plus No. 200 -� % sand >_ % gravel - Silt with Sand PI < 4 orplots - ]�].� '7 sand < %gravel — Silt with Gravel ' below "A" line >_ 30% plus No 200 /, 27 g sand 'avel < 15% gavel " >_ 15'7 gavel Sandy Silt Sandy Silt with Gravel / sand < %gravel <15 %gravel _ Gravelly Silt > 15 %gavel - Gravelly Silt with Sand / Organic (L - ovendried <0 75 - OL - See below ' LL -not dried <30"/ plus No. 200 -":::�z < 15% plus No. 200 - Fat Clay 15 - 29% plus No. 200 -Z % sand > % gravel - Fat Clay with Sand PI plots on or - CH < % sand < % gravel - Fat Clay with Gravel ' above "A" line 30% plus No 200 / sand >_ %gavel < 15% gravel >_ 15% gavel - Sandy Fat Clay - Sandy Fat Clay with Gravel % sand < /, gavel < 15% gravel - Gravelly Fat Clay Inorganic >_ 15% gravel Gravelly Fat Clay with Sand 30% plus No. 200 < 15% plus No. 200 15 - 29% plus No. 200 % sand ? %gravel - Elastic Silt - Elastic Silt with Sand PI plots below _ MH X, sand < %gavel - Elastic Silt with Gavel LL > 50 A line X, sand 1% gravel < 15% gravel - Sandy Elastic Silt >_ 30%, plus No 200 > 15% gavel - Sandy Elastic Silt with Gavel '7 sand <'7 gavel < 15% gavel - Gravelly Elastic Silt ' >_ 15'X, gavel - Gravelly Elastic Silt with Sand LL - ovendried Organic <0.7) — OH � See below LL - not dried < 30% plus No. 200 -z"-�Zz < 15'7 plus No. 200 m Organic Clay 15 - 29%, plus No. 200 % sand > "XI gravel - Organic Clay with Sand % sand < % gravel - Organic Clay with Gavel PI 2:4 and plots on or above "A" line > 306. plus No 200 G, sand >_'7 gravel — < 15%, gavel > 15% gavel - Sandy Organic Clay - Sandy Organic Clay with Gravel '7 sand < %gravell < 15'%, gavel - Gravelly Organic Clay ' > 15 %, gavel - Gravelly Organic Clay with Sand OL <30% plus No. 200 < 15% plus No 200 - Organic Silt 15 - 29 plus No. 200 +a 'G, sand >_'7 gavel — Organic Silt with Sand "X, sand < %gavel - Organic Silt with Gavel PI < 4 or plots below "A" line > 30% plus No 200 G, sand >'%. gavel < 15'%. gavel > 15'7, gavel - Sandy Organic Silt - Sandy Or Silt with Gravel " sand <'%, gavel < 15'7 gavel - Gravelly Organic Silt > 15'7 gavel - Gravelly Organic Silt with Sand ' <30' %. plus No 200 � < 15 %. plus No 200 - Organic Clay 15 - 29% plus No 200 �= '7 sand >'7 gr avel - Organic Clay with Sand '%, sand <' %. gavel - Organic Clay with Gavel PI 1 4 and plots on or above "A" line _ 70'51. plus No 200 '7 sand > "/. gravel < 15'7 gravel > 15'X. gravel - Sandy Organic Clay - Sandy Organic Clay with Gravel '%. sand <',4. 7 . gavel < 15'. gravel - Gavell} Organic Cla y > 15', g X gravel rav - Gelly Gganic Clay with Sand OH <30' %. plus No 200 < 15'% plus No 200 - Organic Silt 15 -29 %phis No 200 IN, sand > %gravel - Organic Silt with Sand / sand < G, gavel - Orgamc S It pith G,ave1 Plots below "A" line > 30 " plus No?00 %� sand .. gravel 1 S G. gavel 15 i6 gavel - Sands 0,g- is Silt - Sandy Geanic Silt,ith Gavel sand g, a,cl _Uyfig, el - G,01) Geanic Silt �� > I5'!t. gravel - Gravelly Gganic Silt rcid, Sand kn KLEINFELDER ASTM D2487 Soils Classification Chart (cont.) GROUP SYMBOL 60 a 50 x w Z 40 30 F Q d. ,0 10 7 4 0 0 10 16 20 30 40 50 60 70 so 90 100 110 LIQUID LIMIT (LL) < 5 fines Cu 14 and I <Cc<3 GW < 15'9, sand - Well Gaded Gravel > 15'7 sand -� Well Graded Gavel with Sand Cu <4 and/or 1 >Cc>3 - GP < 15IM, sand _ Poorly Graded Gravel > 15 %sand - - Poorly Graded Gravel with Sand fine' - ML or MH GW -GM < 15% sand - Well Graded Gravel with Silt Cu > 4 and 1 <Cc<3 > 15%. sand Well Graded Gavel with Silt and Sand GRAVEL fines = CL or CH GW -GC < 15% sand - Well Graded Gravel with Clay %gravel > 5 - 12'7 fines >_ 15 %sand - Well Graded Gavel with Clay and Sand %sand fine' - ML or MH _ GP -GM < l5 %sand - Poorly Graded Gravel with Silt Cu <4 and/or l>Cc>3 > 15 %sand - Poorly Graded Gavel with Silt and Sand fines = CL or CH _ GP -GC < 15% sand - Poorly Graded Gravel with Clay > 15% sand - Poorly Graded Gravel with Clay and Sand fines = ML or MH GM < 15% sand Silty Gravel > 15% sand - Silty Gravel with Sand > 12% fines fines = CL or CH - GC < 15 %, sand Clayey Gavel > 15% sand Clayey Gavel with Sand fines =CL -ML - GC -GM <15 %sand - Silty, Clayey Gravel > 15% sand _ Silty, Clayey Gravel with Sand < 5'7 fines Cu > 6 and I <Cc53 - SW < 15% gravel Well Graded Sand > 15% gravel _ Well Graded Sand with Gavel Cu <6 and/or 1 >Cc >3 SP < 15 %gravel _ Poorly Graded Sand >_ 15 gravel - Poorly Graded Sand with Gravel fines - ML or MH SW -SM < 15% gravel - Well Graded Sand with Silt Cu >_ 6 and I<Cc<3 >_ 15 % gravel - -� Well Graded Sand with Silt and Gavel SAND fines = CL or CH _ SW -SC z < 15% gravel - -► Well Graded Sand with Clay % sand > 5-12% fines >_15 % gravel y Well Graded Sand with Clay and Gavel % gravel fines = ML or MH - SP -SM < 15% gravel Poorly Graded Sand with Silt Cu <6 and/or 1 >Cc >3 > 15 %gravel - Poorly Graded Sand with Silt and Gravel fines = CL or CH - SP -SC < 15% gravel Poorly Graded Sand with Clay >_ 15 gravel Poorly Graded Sand with Clay and Gravel fines = ML or MH - SM < 15 gravel - Silty Sand 2 15 %gravel - Silty Sand with Gravel > 12 fines - _ fines = CL or CH - SC < 15'7 gravel _ Clayey Sand >_ 15 %gravel _ Clayey Sand with Gavel fines = CL -ML - SC -SM < 15 gravel Silty, Clayey Sand > 15 %gravel - Silty, Clayey Sand with Gravel 60 a 50 x w Z 40 30 F Q d. ,0 10 7 4 0 0 10 16 20 30 40 50 60 70 so 90 100 110 LIQUID LIMIT (LL) PROJECT: BYU Idaho Stake Center LOCATION: Rexburg, Idaho APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: CME 75 DRILLING METHOD: Hollow Stem Auger BORING LOG NO. 04 -KA - B1 SHEET: I of 1 MIR KLEIN FELD E t LOGGED BY: Brian Marker DATE OF BORING: June 15, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -15 -04 SAMPLE FRACTURE DESCRIPTION ** DESCRIPTION* p O REMARKS * *Stratification lines in this log H rn are based on sampling observations ce U *Horizontal dashed lines indicate Z w .� = � = and represent approximate boundaries o beginnin depth of fracture(s). O U a Lines do not give indication between soil and rock. In -situ, the °. U Q Q F� 3 ¢ transition between soil types may be yp Y A C4 w of angle or extent of fractures. g radual. 0 Sandy Silt (ML): 1 Brown; moist; stiff; fine sand. 2 3 SS -1 67 1 -5 -7 o� Basalt Rubble. 4 e d Fractures: 45 °, irregular, rough, o < Basalt: 5 e.vv S o stained, trace of clay Gray; slightly weathered; moderately CR 97 90 e : o o spaced fractures; strong. 6 D e ° e ° oa e e v v a eevv p e oa vas 7 a ° v v a A ° n ; a __._ __ __. ___ Fractures: 0 °, rough, irregular Note: moderately to widely spaced ° °' ° ° V v e fractures below 7 ft. $ e s v v D o oa d ve► o v v a 9 e e v v p e vs d CR 97 93 V V ° v o a e ° p e oa d va v 10 0 0 o a Small fractures zone at 10ft: clay on e s v v fractures, possible void d °♦ ° v O p o va 12 d vso ' ' Fractures: 20 °, planar, r ough, stained P g Note: moderate) s aced fractures belo Y p p e os d°vao v v a 12 ft. 13 eavv p e V d va> CR 100 92 4 e a v v 14 p v o< v o a 0 o v v p o oe d 15 I V ooa Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO. 04 -KA -B2 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon C DRILLING EQUIPMENT: 75 k'%K L E I N F E L D E R DRILLING METHOD: Hollow ow S Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 15, 2004 KA PROJECT NO. 45922 WATER LEVELS !DATE S : None encountered on 6 -15 -04 SAMPLE FRACTURE DESCRIPTION DESCRIPTION* p t * O *Stratification lines in this log REMARKS w a C are based on sampling observations v z w a = r/� U * Horizontal dashed lines indicate and represent approximate boundaries ua U N a beginning depth of fracture(s). between soil and rock. In -situ, the E a a O U Ca F 3 d Lines do not give indication transition between soil types may be Q W � . of angle or extent of fractures. 04 Ch g radual. 0 Sandy Silt (ML): Brown; moist; medium stiff to stiff, fine I sand. 2 3 SS -1 78 2 -3 -3 4 5 Note: pieces of fine basalt gravel, pieces SS -2 67 3 -7 -8 of caliche below 5 ft. 6 Basalt Rubble. o 7 d D Basalt: SS -3 0 50/ • °° D ° ° ° < 8 0.5" Gray; slightly to moderately weathered; ° ° Fractures: 0 °, planar, rough moderately spaced fractures; strong. Void infilling from 8 8.5 ft. q v t' ° s d v°D e v v a with soil to CR 81 67 ' ° °° d o ° D 10 Void with soil infilling from 10 to 10.3 11 D° vn d ° ♦D O v O a d vse Fractures: 0', planar, rough Note: highly fractured and decomposed D from 12 to 12.5 ft. 13 e o° Note: slightly to moderately weathered, CR 97 58 °D• ° ° v v very closely to moderately spaced 14 a o: e fractures below 12.5 ft. ° ° ° ° Note: small void (I" - 2 ") at 14 ft. p e oe oaD e ° v v ° 15 Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BO RING LOG NO. 04 -KA -B3 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: CME 75 DRILLING METHOD: Hollow Stem Auger k'% L E I N F E L D E R LOGGED BY: Brian Marker DATE OF BORING: June 15, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -15 -04 SAMPLE FRACTURE DESCRIPTION DESCRIPTION* O O * *Stratification lines in this log cn REMARKS ` are based on sampling observations w *Horizontal dashed lines indicate and represent approximate boundaries w > o F w x beginning depth of fracture(s). between soil and rock. In -situ, the F a a O U A O U a ti F., 3 0 a. d 04 Lines do not give indication transition between soil types may be Q F a of angle or extent of fractures. P4 04 w on .D 1 0 g radual. 0 Sandy Silt (ML): I Brown; moist; medium stiff, fine sand. 2 3 SS -1 89 1 -2 -2 4 5 Poor recovery. Basalt Rubble: � ° C aliche m 6 CR 46 21 eve s e v o < Basalt: e a v v e o e Gray; moderately weathered; closely 7 A ° v v Fractures: 0 90 °, 45 °, uneven, rough spaced fractures; strong. e v°o v o a 8 e a v v 4 e p v° e va o e v v a 9 e s v v pe o° CR 92 72 e o o a e v°> 10 lava pe oa e v°o v v a Note: decomposed from 10 to 10.5 ft. e a o v 4 I v o a 12 e a v o pe oa a v°> Fractures: 30 °, 0 °, rough, planar Note: slightly weathered, closely to p e v° °oa moderately spaced fractures below 12 ft. 13 ° ° p e oa CR 100 81 e a v v 14 e o° e v v a e o°> ovoa 15 Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO. 04 -KA -B4 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: 75 klij K L E I N F E L D E R DRILLING METHOD: Hollow ow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 16, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -16 -04 SAMPLE FRACTURE DESCRIPTION ** DESCRIPTION* w O � * *Stratification lines in this log w REMARKS w a are based on sampling observations C4 a U * Horizontal dashed lines indicate z w o ] _ beginning depth of fracture(s). and represent approximate boundaries x a a U U F U w x d Lines do not give indication g between soil and rock. In -situ, the Q A ce 3 a o a of angle or extent of fractures. transition between soil types may be 94 E w V) .0 0 g radual, 0 Sandy Silt (ML): 1 Brown; moist; medium stiff, fine sand. 2 3 SS -I 89 1 -3 -3 4 5 SS -2 89 3 -4 -3 6 7 7 -50/ g SS -3 67 Basalt Rubble: 3" 0 ° Cemented caliche material and basalt. 9 — -- — - ° i v o a Basalt: Fractures: highly fractured with decomposed layers, stained, clay Gray; moderately weathered; very 10 e o s D ° o o mfillmg closely to closely spaced fractures; CR 83 22 $ o, > ° < strong. 11 Void from 11 to 11.5 ft. °v o a v a a o> > 12 Fractures: 0 °, rough, irregular, stained Note: moderately to slightly weathered, ° a e400 closely to moderately spaced fractures 13 $ o: > below 12 ft. CR 97 81 0 4 v v p e v4 14 o v v a 4 v v 0 p o v4 e v o a 15 Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center LOCATION: Rexburg, Idaho APPROX. ELEVATION: BORING LOG NO. 04 -KA -B5 SHEET: 1 of 1 DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: 75 c t FE DRILLING METHOD: Hollow ow Stem Auger C l; �I LOGGED BY: Brian Marker DATE OF BORING: June 15, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)IDATE(S ): None encountered on 6 -15 -04 SAMPLE FRACTURE DESCRIPTION ** .a DESCRIPTION* O W * *Stratification lines in this log Im °�- w REMARKS w a are based on sampling observations v ;:4 04 �D U * Horizontal dashed lines indicate Z w : _ and and represent approximate boundaries > o F w x depth of fracture(s). a give 0 U a: d Lines do not indication between soil and rock. In -situ, the 0. A O' E-- 3 04 transition between soil types may be Q � V- of angle or extent of fractures. w g radual. 0 Sandy Silt (ML): I Brown; moist; soft; fine sand. 2 3 SS -1 78 0 -1 -2 4 5 -- -- -- - -- — e °• > e v v a Basalt: Fractures: highly broken and A • v v p e va decomposed near 5 ft, clay infilling, Gray; moderately to highly weathered; 6 CR 88 42 e o o staining very closely to closely spaced fractures; pe oa e v • e strong. 7 e v o a Fractures: 0 °, 90 °, planar, rough, trace Note: slightly weathered, moderately to e o o clay infilling closely spaced fractures below 7 ft. 8 p s v• e oe> v v a o • v v A p s o• 9 e °. e v v a e • v o CR 100 83 evva 10 e • v v p e va e v•s e o 0 0 11 e a v v D o oa e o•> ovoa e s o 0 p p vs d °• D 12 e v v a p e v• Fractures: 0° 30 °, planar, rough, mino e oae e•vv clay infilling 13— p e o• e o•o CR 100 92 <� p o v• 14 e I o A v v a e s pe oe e v 15 o v o a Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO. 04 -KA -B6 LOCATION: Rexburg, Idaho SHEET: I of I APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: 75 K L E I N F E L D E R DRILLING METHOD: Hollow ow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 16, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -16 -04 SAMPLE FRACTURE DESCRIPTION* .a DESCRIPTION* O W O * *Stratification lines in this log REMARKS vi are based on sampling observations a: cG U * Horizontal dashed lines indicate and represent approximate boundaries w >.� F w x beginning depth of fracture(s) . between soil and rock. In -situ, the E a a O U Q O U a: y F 3 a d a; Lines do not give indication transition between soil types may be Q a o of angle or extent of fractures. F_ C4 a4 1 w 0 ,fl 0 gradual. 0 Sandy Silt (ML): 1 Brown; moist; medium stiff; fine sand. 2 3 SS -1 89 3 -2 -3 4 5 RS -2 67 2 -2 -2 6 o� Basalt Rubble. 7 � e e ° SS -2 0 50/ e o ° > i v o a Basalt: 8 0.5" Gray; moderately to highly weathered; 6 v �8o closely to very closely spaced fractures; 9 a Q, weak to strong. CR 75 23 Note: high soil intrusion, decomposed 10 e v a e o v v a e ° v o from 8 to 9. 5 ft. a o4 Note: small void ( <6 ") at 9 ft. 11 i v v a De ° a ° > evoa Note: small void ( <6 ") at 11 ft. t� e ° v: a vso Fractures: 0 °, irregular, rough, stained Note: slightly to moderately weathered, 12 very closely to moderately spaced " v e ° ° e °> fractures, strong. 13 ���� e ° v v CR 86 69 a o °P 14 0 0 o a Note: fractured basalt, possible void °o 15 from 14.5 to 15 ft. Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO. 04 -KA -B7 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: CME 75 k19 K L E I N F E L D E I DRILLING METHOD: Hollow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 14, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -14 -04 SAMPLE FRACTURE DESCRIPTION ** DESCRIPTION* O REMARKS * *Stratification lines in this log w H a � rn are based on sampling observations w 0� rx U *Horizontal dashed lines indicate Z w : � = and represent approximate boundaries > F w x beginning depth of fracture(s). W U Lines do not give indication g between soil and rock. In -situ, the A o transition between soil types may be Q 04 0 4� of angle or extent of fractures. g radual. 0 Sandy Silt (ML): Brown; dry to moist; medium stiff; fine 1 sand. 2 3 SS -1 78 2 -2 -3 Potential rock/ 4 soil, highly weathered, easy 5 Fra tures: 0 °, 30 °, 90 °, rough, uneven, drilling from 3.5 SS - 2 50 50 2" o v °a Basalt: to 5 ft. e • o Ge v• stained Gray; slightly to moderately weathered; 6 CR 71 50 e o•e e a v v closely spaced fractures; strong; o: vesicular. 7 o v v a e • v v Fractures: 0 °, 20 planar, rough, white Note: slightly weathered, moderately e v v clay /silt filling, stained spaced fractures below 7 ft. 8 p e vs e va> evva o a o s p e o• 9 a v• s i v o a s • v v CR 98 90 S o > e v o a 10 e.vv p e v• e o•> evva 11 o s o v D e o• e v•> o v o a o a v o pe v• e o•o 12 e v v a t e o. Fractures: 45 30 planar, uneven, n o • s v o < e • v v rough 13 p e o• e v• e CR 100 94 e o v v p e o• 14 a o• e v o a o v p • o v• e o•> e v v a 15 Boring terniinated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO. 04 - -B8 LOCATION: Rexburg, Idaho SHEET: I of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: C 75 k4 N F E L D E R DRILLING METHOD: Hollow w Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 16, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE None encountered on 6 -16 -04 SAMPLE FRACTURE DESCRIPTION* DESCRIPTION* O � REMARKS * *Stratification lines in this log w a based on sampling observations v C4 7 U *Horizontal Horizontal dashed lines indicate z w > : x beginning depth of fracture(s). and represent approximate boundaries a a OU F . U w C" 3 d Lines do not give indication between soil and rock. In -situ, the w F � Q 04 F- o of angle or extent of fractures. transition between soil types may be A w V) -0 g radual. 0 Sandy Silt (ML): I Brown; moist; medium stiff, fine sand. 2 3 SS -1 78 3 -3 -4 4 5 Note: pieces of basalt below 5 ft. Switched to HQ SS -2 33 14-23- at 5 ft. 6 3 c ore No recovery, not void just CR 7 decomposed Fractures: 0 °, 20 °, 45 °, soil infilling, Basalt: material. o , a stained, highly fractured from 7 to 9 ft. g y Gray; moderately to slightly weathered; e a v v very closely to moderately spaced e s o v fractures; strong. (9 D e v e vs s CR 100 57 °ooa e svo° v p e 10 ia• e ova eaov 11 D e oe esvv 12 oevv D e o° — ' ° ° a e e v v Fractures: 0 °, planar, rough e ° > e v o a Highly fractured, somewhat 13 e a v v p e o° decomposed from 12.5 to 13.5 ft. CR 100 72 oa 14 e °v D e v d v♦ O O a e s v v A D e oe 15 Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO 04 -KA -B9 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: 75 4 K L E I N F E L D E R DRILLING METHOD: Hollow ow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 15, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -15 -04 SAMPLE FRACTURE DESCRIPTION DESCRIPTION* O REMARKS * *Stratification lines in this log W 4 rn are based on sampling observations cw r . � U * zonta * Horizontal dashed lines indicate z W > = x beginning depth of fracture(s). and represent approximate boundaries x 3 .. U W 'x between soil and rock. In -situ, the a 0 q d Lines do not give indication transition between soil types may be W W Q. o 04 of angle or extent of fractures. Ca E� rx a u. C/5 -0 C7 g radual. 0 Sandy Silt (ML): Brown; moist; medium stiff to stiff; fine I to medium sand. 2 3 SS -] 78 2 -3 -2 4 5 SS -2 89 3 -7 -14 6 Note: caliche, pieces of basalt below 6 ft. 7 Fractures: 0 °, 15 °, planar, rough, Basalt: gray; slightly weathered, closely 8 evoa stained, some clay infillin g . to moderately spaced fractures; strong. e p s v° 9 vva CR 94 76 10 e o v pe o° a v°D o v v a 11 e e v v D e o d o° D ° p v o a Fractures: 0 °, 60 °, uneven to planar, rough, stained 13 c° o° CR 100 89 eovv 14 peon v o a d O° D p °o° 15 Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center LOCATION: Rexburg, Idaho APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: CME 75 DRILLING METHOD: Hollow Stem Auger BORING LOG NO. 04- KA - BIO SHEET: 1 of I ��KLEINFELDER LOGGED BY: Brian Marker DATE OF BORING: June 16, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -16 -04 SAMPLE FRACTURE DESCRIPTION DESCRIPTION* a 0 co * *Stratification lines in this log REMARKS W H c� are based on sampling observations ax a: U * Horizontal dashed lines indicate Z W beginning depth of fracture(s). and represent approximate boundaries H W O °\- U Lines do not give indication between soil and rock. In -situ, the o, W a U W Q 3 a o Q of angle or extent of fractures. transition between soil types may be Ca w :6 g radual. 0 Sandy Silt (ML): Brown; moist; medium stiff to stiff, fine 1 sand. 2 3 SS -1 67 3 -4 -3 4 5 SS -2 33 1 -3 -6 6 Basalt Rubble. 7 �o a Fractures: 90 20 planar to irregular, SS - 0 50/ s s o v Basalt: 8 rough, clay infilling, stained Gray; slightly to moderately weathered; o s o v closely to moderately spaced fractures; 9 e a v o strong. CR 85 78 e o: 10 e a v v p e va o v o a 11 e o o v D o oa e va e Fractures: 20 °, 0 °, rough, irregular, 12 n a o a e 9 4 a vev some clay infilling, stained 13— e v o a e s o v CR 95 67 o v o a 14 o a v o p e va ° ` > Note: highly decomposed from 14 to 14.5 ft. ay.> ° v o 1 5 Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO 04- KA -B11 LOCATION: Rexburg, Idaho SHEET: I of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: CME 75 K LEIN F E L D E R DRILLING METHOD: Hollow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 15, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE None encountered on 6 -15 -04 SAMPLE FRACTURE DESCRIPTION ** DESCRIPTION* ° 0 O w °\ �J. REMARKS * *Stratification lines in this log *Horizontal dashed lines indicate z w n; r� are based on sampling observations = w o � U U beginning depth of fracture(s). and represent approximate boundaries O U h w Lines do not give indication between soil and rock. In -situ, the a. w a U A g 0 o � a � of angle or extent of fractures. transition between soil types may be w gradual. 0 Sandy Silt (ML): Brown; moist; medium stiff to stiff; fine I sand. 2 3 SS -1 78 2 -2 -2 4 5 Note: 4" layer of basalt fragements in SS -2 67 2 -12 -7 sample at 5 ft. 6 7 � a� Basalt Rubble: Basalt and caliche mix. Fractures: 0 °, 70 °, planar, rough, SS -3 J00 501 4" e o ; ; Basalt: 8 e e v v e v > stained, some clay infilling Gray; slightly weathered; closely to e a v v moderately spaced fractures; strong. 9 b, o a e von CR 85 65 o v o a o e o 10 e� son v v a e von e v v a 11 eoov p e va A v♦ n 12 ovoa__, a ° e o ° von e v v a Fractures: 20 °, 30 °, 0 °, planar, rough s o v v p e oa e vo n 13 CR 100 83 evva Note: decomposed layer with some soil e o n eovvv intrusion from 13 to 13.5 ft. 14 pe a a vo n e o v a 15 p ° o0 a oa o Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO 04 -KA -B 12 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: CME 75 K L E i N F E L D E R. DRILLING METHOD: Hollow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 16, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE None encountered on 6 -16 -04 SAMPLE FRACTURE DESCRIPTION DESCRIPTION* * *Stratification lines in this log REMARKS * Horizontal dashed lines indicate p w a! V) are based on sampling observations > U x beginning depth of fracture(s). and represent approximate boundaries ]C a a U U E- U w 1:4 3 ¢ Lines do not give indication between soil and rock. In -situ, the Q F- a .2 � of angle or extent of fractures. transition between soil types may be yp y a U. V) -fl g radual. 0 Sandy Silt (ML): Brown; moist; medium stiff, fine sand. 1 2 3 SS-1 89 3 -2 -3 4 5 Note: trace of basalt fragements below 5 SS -2 67 1 -1 -6 ft. 6 7 e v�o . v o a Basalt. Sandy Silt (ML): 8 - 5 - Tan; moist; very stiff, weak to moderate 8— SS -3 53 50/3" cementation (caliche); basalt fra ements. ° ° ` ° e v o a 9 Fractures: 0 °, 45 °, planar, rough, Basalt: e a v v o e > stained Gray; slightly weathered; moderately 10 e v o a e a v v spaced fractures; strong. p e oa CR 89 89 ° ° ° ' e a v v Note: small void ( <2 ") at 10.5 ft. 11 p e vs e v a v ° e a v v Note: small void ( <2 ") at l l ft, p a va 12 a va a Highly fractured/decomposed from 12 Note: moderately to slightly weathered, o o ° < to 12.5 ft closely to moderately spaced fractures 13 °° a o °< Fractures: 0 °, 45 °, 90 °, rough, planar, below 12 ft. CR 100 61 e a o o stained 14 a va o o v o a o e v v p e ve 15 Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO 04 -KA -B 13 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: 75 k9 N F E L D E R DRILLING METHOD: Hollow ow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 15, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE None encountered on 6 -15 -04 SAMPLE FRACTURE DESCRIPTION F- -a DESCRIPTION* O O * *Stratification lines in this log F � REMARKS w �l are based on sampling observations �D u: as U *Horizontal dashed lines indicate Z w � = and represent approximate boundaries o E w x beginning depth of fracture(s). between soil and rock. In -situ, the F a w a O U Q U u: H a d Lines do not give indication transition between soil types may be Q a , � 2 a of angle or extent of fractures. E� w I I gradual. 0 Sandy Silt (ML): Brown; moist; stiff to very stiff, fine 1 sand. 2 SS -1 2 -6 -10 3 Driller notes pieces of basalt at 4 3 ft. 5 • v• > i v o a Basalt: Fractures: 0 °, 90 °, uneven, rough, e • stained Gray to red; moderately weathered; very 6 CR 63 17 o o closely to closely spaced fractures; p a va e v♦ a Strong. 7 o v o a e e o s Fractures: 20 °, 30 °, planar, rough Note: g ray, slightly $ y weathered, moderate o o to widely spaced fractures below 7 ft. 8 p a va e vs> o v v a e s v v p e vs 9 e o e e voa a a v v CR 98 95 e e V. e o. _V. 1 0 e a v v p a va • v­ eooa 11 e s v o pe os • vie 0 0 o a a s v v p e oa e v�> 12 evoa 'n oa __ Fractures: 0 °, 20 °, planar to uneven, Note: slightly to moderately weathered, e ve s e o v v rough closely to very closely spaced fractures 13 ; o: below 12 ft. CR 100 67 ` aavv 4 ' ` Note: highly fractured /decomposed from 14 p o ve ° V ° o v v a e a o v 13 to 13.5 ft. p e o< e ose e v o a 15 Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO. 04- KA -B14 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: 75 K L E I N F E L D► E DRILLING METHOD: Hollow ow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 16, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -16 -04 SAMPLE FRACTURE DESCRIPTION ** DESCRIPTION* u" O * *Stratification lines in this log U0 2 REMARKS * dashed lines indicate z w W U are based on sampling observations o _ rn x beginning depth of fracture(s). and represent approximate boundaries x F , Q w 3 ¢ Lines do not give indication between soil and rock. In -situ, the w 0. -2 04 of angle or extent of fractures. transition between soil types may be Ca w g radual. 0 Sandy Silt (ML): 1 Brown; moist; soft; fine sand. 2 3 SS -1 89 2 -1 -I 4 5 Note: very stiff, pieces of caliche SS -2 67 8 15 - intermixed below 5 ft. 6 7 Fractures: 0 °, 45 °, 90 °, irregular, 9S-3 0 50/ . v v < Basalt: 8 0.5" .v° t o I A i v v d rough, stained Gray; moderately to slightly weathered; s s v v closely to moderately spaced fractures; 9 a o v e e a v v strong. CR 81 56 d v 10 o v o a e s v v °e oe d v• e e v v a l l e a v o d oss e v o a e e v v d v• a 12 __ Fractures: 0 °, irregular, rough Note: slightly weathered below 12 ft. e oao 13 e v v CR 100 83 ove e e s v o 14 d °< O V O d e 15 d °OD Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO. 04 -KA -B 15 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: CME 75 DRILLING METHOD: Hollow Stem Auger K L E[ N F E L D E R LOGGED BY: Brian Marker DATE OF BORING: June 15, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -15 -04 SAMPLE FRACTURE DESCRIPTION* a0 DESCRIPTION* w W o O p W * *Stratification lines in this log v REMARKS * w a are based on sampling observations U Horizontal dashed lines indicate beginning depth of fracture(s). and represent approximate boundaries E w O.�. U N a Lines do not give indication between soil and rock. In -situ, the a Q a U W Q a Q w 0. of angle or extent of fractures. transition between soil types may be g radual. 0 Sandy Silt (ML): i Brown; moist; stiff, fine sand. 2 Note: pieces of basalt below 2.5 ft. 3 SS -1 5 -9 -5 4 Fractures: 0 °, 45 °, planar to uneven, Basalt: o ; < p e oa rough, stained, clay infilling Gray; moderately weathered; closely 6 CR 83 72 ° v ° A a v v spaced fractures; strong. pe ve 7 ° a Note: highly fractured and decomposed 8 with small voids, reddish, clay infilling C O', ° � from 7 to 9 ft. a ° v a Fractures: 45 °, 0°, uneven, rough Note: gray, slightly weathered, CR 92 67 e s v v a vas moderately to widely spaced fractures 10 e v o a A a v v below 9 ft. e v v a ] ] e s v o p e v a ° v�o o o a pe oa a vso ]2 Fractures: 0 °, 20 °, 90 °, rough, even Note: closely to moderately spaced p e o a v � > fractures below 12 ft. 13 ° • v v v e a p ° os CR 92 67 % vo ° ° ° I e s v o 14 D e oa 0 0 o a pe vs 15 a vie Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO. 04- KA -B16 LOCATION: Rexburg, Idaho SHEET: I of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon KLEIN DRILLING EQUIPMENT: 75 � F L E DRILLING METHOD: Hollow ow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 16, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -16 -04 SAMPLE FRACTURE DESCRIPTION ** DESCRIPTION* 0 O � * *Stratification lines in this log REMARKS *Horizontal dashed lines indicate U are based on sampling observations > o v� beginning depth of fracture(s). and represent approximate boundaries x F. a U 0 F w C x a Lines do not give indication between soil and rock. In -situ, the A W q a QQ w E^ o a. of angle or extent of fractures. transition between soil types may be C7 g radual. 0 Sandy Silt (ML): 1 Brown; moist; soft; fine sand. 2 3 SS -1 89 2 -1 -2 4 m � Basalt la er 5 Sandy Silt (ML): 5 -31- Brown; moist; stiff; fine sand, weak to 6 SS 2 78 50 .& moderate cementation caliche . Basalt Rubble: N� CR 33 0 7 A Decomposed basalt and caliche. Basalt: Fractures: 0 ° -20 °, planar, rough, 8 o: > v v , stained Gray; slightly weathered; moderately s a v e e v v a spaced fractures; strong. (9 e s p e o a e v♦ e CR 97 92 evv< e avv p oa 10 d v♦ n i v v a e a v v pe oe d v0 D e v o a 11 eavv p e oa d oa n evoo 12 e a v v pe o0 o o Fractures: 0', 20', 45', irregular, Note: slightly to moderately weathered, a v e rough, stained closely spaced fractures below 12 ft. 13 eavv Note: 2" thick decomposed layer with CR 100 56 p e va 0 0 ; < soil at 12.5 ft. 14 n e o< Note: highly fractured /decomposed from d o > o v v a e v v 13 to 14 ft, A pe ve 15 a ve e Boring terminated at 15 ft. 16 17 18 19 2 0 PROJECT: BYU Idaho Stake Center LOCATION: Rexburg, Idaho APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: CME 75 DRILLING METHOD: Hollow Stem Auger BORING LOG NO. 04- KA - B17 SHEET: 1 of 1 �� KLEINFEIDER LOGGED BY: Brian Marker DATE OF BORING: June 14, 2004 KA PROJECT NO. 45922 WATER LEVEL(S) /DATE(S): None encountered on 6 -14 -04 SAMPLE FRACTURE DESCRIPTION ** DESCRIPTION* O 0. REMARKS * *Stratification lines in this log w rn are based on sampling observations w r4 c4 U * Horizontal dashed lines indicate Z w > o ;7 � = w x beginning depth of fracture(s). and represent approximate boundaries x a a U U E~ U Lines do not give indication between soil and rock. In -situ, the Q F Ca QQ w E o < of angle or ex of fractures. transition between soil types may be g radual. 0 Sandy Silt (ML): 1 Brown; moist; stiff, fine sand. 2 3 SS -1 44 2 -7 -8 Note: tan, very stiff, cemented material (caliche) below 3 ft. 4 5 SS -2 89 7 -21- Note: orange brown with tan layers, 6 27 hard, tan layers are cemented (caliche) 7 below 5.8 ft. Fractures: 0 °, 20 °, planar, rough, a v�> a s v o Basalt: 8 s e o ° < e • e v staining, clay infilling Gray to orange; moderately weathered; i v a e s v v closely spaced fractures; strong; 9 p e oa e v♦ e e v v a vesicular. CR 67 48 p e o a va 10 e ' ° Void from 10 to 11 ft. i v o a e a v o pe vs 12 a va e a v v a v v p e e oa a va> e v o a 13 CR 100 74 e a v v a ° e e v o a 14 o s v v °e O ` e va> o v v a 0 o v v p o os 15 o v v a Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO 04 -KA -B 18 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: CME 75 �'9 K L E I N F E L D E R DRILLING METHOD: Hollow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 17, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE None encountered on 6 -17 -04 SAMPLE FRACTURE DESCRIPTION DESCRIPTION* F REMARKS * *Stratification lines in this log w are based on sampling observations C4 u; * Horizontal dashed lines indicate Z w > �. _ _ " v beginning depth of fracture(s). and represent approximate boundaries x [ Q w 3 x Q Lines do not give indication between soil and rock. In -situ, the W a: P. 2 C of angle or extent of fractures. transition between soil types may be Ca E C4 C u. V) . gradual. 0 Sandy Silt (ML): Brown; moist; stiff to very stiff, fine 1 sand. 2— Note: rock/gravel layer from 2 to 2.5 ft. SS -1 57 21 -50/ 3 1 Note: some basalt at 3 ft. e e v v Basalt: Fractures: 0, irregular, rough, stained. a ° • Gray; moderately weathered; closely 5 i o v a e v° spaced fractures; strong. . P g CR 83 58 p e v v a Note: broken up with soil intrusions, 6 a ° • possible small void from 4.5 to 5 ft. ° ° v e ° ° v Y Core stained from 4.5 to 6.5 ft. p e o° e v•e 7 e • v v Fractures: 0 80 °, planar, rough, Note: slightly to moderately weathered, e o° v o < v stained, some clay infilling closely to moderately spaced fractures 8 e°vv p e o• e v°e i v v a below 7ft. 9 e o•> i v o a CR 98 68 e ° v v N e v° 10 .—V pe v° e v•e e v o a e a A v v a 12 e e v V p e o° V eoa Note: fresh to slightly weathered, widely p e v ` e o• n ovoa spaced fractures below 12 ft. 13 p e v° CR 100 100 % ° ° v v a 14 e v° e o v o a ° ° v v 15 e v Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO 04 -KA -B 19 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: CME 75 DRILLING METHOD: Hollow Stem Auger _k4_ L E I N F E L D E R. LOGGED BY: Brian Marker DATE OF BORING: June 14, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -14 -04 SAMPLE FRACTURE DESCRIPTION* DESCRIPTION* 0 °�. REMARKS * *Stratification lines in this log � te a' ` are based on sampling observations j U *Horizontal dashed lines indicate z W > o = x beginning depth of fracture (s). and represent approximate boundaries x a a U F W 3 ¢ Lines do not give indication between soil and rock. In -situ, the W W Q a E. En C of angle or extent of fractures. transition between soil types may be Q a: C4 w g radual. 0 Sandy Silt (ML): Brown; moist; stiff; fine to medium I sand. 2 3 SS -1 94 Note: tan, dry, weak to moderate 4 cementation (caliche) below 3.5 ft. 5 SS -2 0 50 . y� Basalt Rubble: CR 42 6 0 0.5" 8`�o Ooo Highly fractured, possible voids. 7 i v _ evoa e e v o Basalt: Fractures: .v °< ° 0 , 15 °, planar, rough Gray; slightly to moderately weathered; 8 e o v closely to moderately spaced fractures; e v v ° e s v v strong to very strong. 9 ,e °° ° v♦ D CR 100 82 a v o a o a v v pe ve 10 evee v o a 11 evo° esav p s oa v o 0 12 e a v v A ° v�D e v o v r o s o p s vs 13 o v o a eev CR 94 72 p e ve o v v a 14 e o v v ° o• I v o a ° v v p o os 15 Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO. 04- KA -B20 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: 75 K L E I N F E L D E R DRILLING METHOD: Hollow ow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 20, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -20 -04 SAMPLE FRACTURE DESCRIPTION DESCRIPTION* O o O U. REMARKS * *Stratification lines in this log *Horizontal dashed lines indicate U are based on sampling observations Z w > _ x beginning depth of fracture(s). and represent approximate boundaries x a E w 04 A Lines do not give indication between soil and rock. In -situ, the Q q QUQ w 0. of angle or extent of fractures. transition between soil types may be 997 g radual. 0 Sandy Silt (ML): Brown; moist; stiff to very stiff, fine 1 sand. 2 3 SS -1 78 7-3423 Basalt Rubble: 4 r° a Decomposed basalt. 5 Sandy Silt (ML): Tan; moist; stiff, weak cementation. SS -2 100 7 -5 -45 Basalt Rubble: 0 ° CR 0 e Decomposed basalt. No recovery. 7 Basalt: Fractures: 4 °, 0 °, planar to irregular, rough, stained Gray; slightly weathered; moderately 8 e , v o n e v < a o�> e v v a spaced fractures; strong, 9 eseov p oa e vas CR 93 87 e v o a e e v V pe oa 10 a os e i v v a e a v o p e va e oso e v o a 11 eaov p s os e va o e v o a e a o v 12 pe vs A ; o o Fractures: 0 °, 45 °, 90 °, planar, Note: closely to moderately spaced a o<> irregular, rough, stained fractures below 12 ft. 13 Note: large 1" wide, vertical soil CR 100 47 e o. intrusion from 13 to 13.8 ft. 14 I va e e o o v pe oe 15 a veo Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center LOCATION: Rexburg, Idaho APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: CME 75 DRILLING METHOD: Hollow Stem Auger BORING LOG NO. 04- KA -B21 SHEET: 1 of 1 L► R LOGGED BY: Brian Marker DATE OF BORING: June 17, 2004 KA PROJECT NO. 45922 WATER LEVEL (S) /DATE(S ): None encountered on 6 -17 -04 SAMPLE FRACTURE DESCRIPTION* DESCRIPTION* a: O O O ao * *Stratification lines in this log u" REMARKS *Horizontal dashed lines indicate w w a a are based on sampling observations Z L) > o = x beginning depth of fracture(s). and represent approximate boundaries x U ¢ w ¢ Lines do not give indication between soil and rock. In -situ, the w a W p a. ' of angle or extent of fractures. transition between soil types may be A w g radual. 0 Sandy Silt (ML): Brown; moist; stiff tp very stiff, fine 1 sand. 2 3 SS -1 67 3 -6 -12 4 � °� Basalt Rubble: Weak rock layer, caliche and basalt. 5 Sandy Silt (ML): SS -2 100 50 2" e v v Brown; moist; medium stiff to stiff, fine e vas sa nd; basalt fragments 6 CR 83 83 °oo< e s v v Basalt: o v v e e•vv Gray; slightly weathered; moderately 7 p e 1 ° °` ° - __ ..._._ .__ spaced fractures; strong. ° ° °' esov Fractures: 60 °, 30 °, irregular, rough Note: small void (<6 ") at 6 ft. 8 ° o•> Note: moderately weathered, closely tvc 4�o spaced fractures below 7 ft. Note: highly fractured /decomposed, 9 � stained fractures with some soil infilling CR 92 50 �° from 8 to 10 ft. 10 ° ♦e e e v v 11 ivao ooa e a v v p o v• 12 e v°o 0 0 o a ° v• a °voa Fractures: 0 ° , irregular, rough a, Note: highly fractured /decomposed 13 ° v°e fractures with staining and soil infilling CR 97 69 ° ° °° e • o v from 12.5 to 13 ft. 14 a v °> o v v a A e v v p e va ° va> 15 °vve Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO 04- KA -B22 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: 75 _k4, K L E[ N F E L D E R DRILLING METHOD: Hollow ow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 17, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE None encountered on 6 -17 -04 SAMPLE FRACTURE DESCRIPTION" F a DESCRIPTION* O wm �\- 0 Ly. � REMARKS * *Stratification lines in this log a w H a cn are based on sampling observations a: �? *Horizontal dashed lines indicate Z w _ beginning depth of fracture(s). and represent approximate boundaries E w O U N ox. between soil and rock. In -situ, the a a U Ca d 3 Q Lines do not give indication transition between soil types may be A w 0. of angle or extent of fractures. radual. 0 Sandy Silt (ML): Brown; moist; medium stiff; fine sand. ] Basalt Rubble: D �° Decomposed with soil interlayers. 2 e 7vD-U' e o o Basalt: Fractures: 60 °, 0 °, planar, rough 3 D e oa e va s ovoa Gray; moderately weathered; closely to e a v v moderately spaced fractures; strong. 4 De oe A v°e o v v a CR 87 69 e e v v D s va 5 o v o a e s o v e o• e o v o a 6 e°vv p e oe e ° ° ° i v o a Note: 4" void at 6 ft. D e ow 7 ° A °av — —_ Fractures: 0 °, 45 °, planar to irregular, Note: slightly to moderately weathered, o ° a rough, stained, some clay infilling closely spaced fractures below 7 ft. 8 e e o v pe vs a o°e e v o a 9 e a v v e v�> 10 CR 100 72 e v o a D e v < e vse i v o a e a o v o oa ] ] p e O♦ D o a o v D e ve e vse e v o a e a v v a ve o 12 e v v a Highly decomposed basalt Note: moderately to highly weathered, D o oe e ° ` > v o o v closely to very closely spaced fractures, 13— moderately strong below 12 ft. CR 100 17 o s v v 14 a e o a ° n ° ovoa p ° v v e on 15 a vse Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO 04- KA -B23 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon DRILLING EQUIPMENT: CME 75 _4 K L E N F E L D E R. DRILLING METHOD: Hollow Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 17, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE None encountered on 6 -17 -04 SAMPLE FRACTURE DESCRIPTION ** DESCRIPTION* O * *Stratification lines in this log REMARKS * Horizontal dashed lines indicate � 1:4 w tx � va are based on sampling observations Z w > = U beginning depth of fracture(s). and represent approximate boundaries E w — U a Lines do not give indication between soil and rock. In -situ, the a w a U w Q a 3 0� C Q a of angle or extent of fractures. transition between soil types may be Q w Cn g radual. 0 Sandy Silt (ML): 1 Brown; moist; medium stiff, fine sand. 2 BK -I 3 4 5 Note: very stiff, fine to medium sand SS -2 67 5 -9 -16 below 5 ft. 6 Note: caliche and basalt present below 6 ft. 7 Fractures: 0 °, 20 °, planar, rough, s a o v Basalt: 8 e v♦ e vva stained Gray; slightly weathered; closely spaced ° o fractures; strong. 9 ooa Note: small void ( <2 ") at 9 ft. CR 94 81 eve e °vva t0 e a v v p e oa e v• e 11 eeov pe va e ono a o♦ e Fractures: 0 °, 20 °, 90 °, planar, rough, Note: closely to moderately spaced 12 ° ° ° ° stained, some soil infilling fractures below 11.5 ft. e vs o Note: 1" void at 12 ft. 13 A s o v CR 100 71 e oa e 14 A a v v e vs ° o p e on 15 e o0 0 Boring terminated at 15 ft. 16 17 18 19 20 PROJECT: BYU Idaho Stake Center BORING LOG NO. 04- KA -B24 LOCATION: Rexburg, Idaho SHEET: 1 of 1 APPROX. ELEVATION: DRILLING CONTRACTOR: Haz Tech Drilling, Inc DRILLER: Brandon t� C C �g DRILLING EQUIPMENT: C 75 #� 1'w ttrry L E i �I ( L G 1111 DRILLING METHOD: Hollow w S Stem Auger LOGGED BY: Brian Marker DATE OF BORING: June 17, 2004 KA PROJECT NO. 45922 WATER LEVEL(S)/DATE(S): None encountered on 6 -17 -04 SAMPLE FRACTURE DESCRIPTION* DESCRIPTION* o O O Oa REMARKS * *Stratification lines in this log * w H a V) are based on sampling observations v a' $:4 D U dashed lines indicate O v " beginning depth of fracture(s). and represent approximate boundaries W U ' a Lines do not give indication between soil and rock. In -situ, the a w a v Ca 0. 3 o d of angle or extent of fractures. transition between soil types may be Q w g radual. 0 Sandy Silt (ML): 1 Brown; moist; very stiff; fine sand. 2 Note: trace of caliche material below 2.5 3 SS -1 67 2 -3 -15 ft. 4 0 o Basalt Rubble: �v va Highly fractured, piece of caliche in 5 R �Q upper layers. CR 53 0 e �� 6 e• D Basalt: Fractures: 30 °, 0 °, 70 °, irregular to e e v• o i v v a planar, rough, stained, some clay Gray; moderately weathered; closely 8 D e Oe infilling spaced fractures; strong. e v v a e s v v Note: small void ( <2 ") at 7.5 ft. 9— o• ° °' ° Note: small void ( <2 ") at 9 ft. CR 90 65 e s v v p e oa to a v♦ n o v v a e ♦ v V p a oa e oee e v v a 11 eaov p o oe d v0 D ovoa osvv e a v v Fractures: 0 °, planar, rough Note: slightly weathered, moderately spaced fractures below 12 ft. 13 e e v v CR 100 100 p e oa a v. o v o a 14 0> vv p o s d °�D O O O d e a o v p e oe 15 a vo 0 Boring terminated at 15 ft. 16 17 18 19 20 J APPENDIX C LABORATORY TEST RESULTS � I � I kn KLEINFELDER � I n RNALUE TEST REPORT 100 50 80 40 ■ M X 60 30 o' D CU O N • 40 20 n Cn 20 10 0 111 1111 1111 0 100 200 600 700 Exu Resistance R -Value and Expansion Pressure - ITL Compact. Density Moist. R Expansion -di Sample Exud. R No. Pressure cf % Pressure ass. psi Height Pressure Value psi p psf 160 psi in. psi Value Corr. 1 100 104.7 17.2 13 75 2.50 46 32 32 2 100 105.1 16.6 26 50 2.50 94 54 54 3 1 100 1 105.0 1 15.5 48 42 2.53 552 60 60 Test Results Material Description R -value at 200 psi exudation pressure = 64 Sandy silt Moisture Content = 3.3% Exp. pressure at 200 psi exudation pressure = 35 psf 4200 Sieve = 72.0% PI = NP Project No.: 45922 Tested by: J. Revard Project:BYU - Idaho Stake Center Checked by: J. Revard Source of Sample: Boring No.: B -23 Depth: 1/2' to 5' Remarks: Sample Number: 3207 Sampled By: KA Date: 7/12/04 R -VALUE TEST REPORT KLEINFELDER, INC. r APPENDIX D UNDERSTANDING YOUR ' GEOTECHNICAL REPORT k'g KLEINFELDER More construction problems are caused by site subsurface conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost - overruns and other costly headaches that can occur during a construction project. n A GEOTECINICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT - SPECIFIC FACTORS A geotechnical engineering report is based on a subsurface exploration plan designed to incorporate a unique set of project - specific factors. These typically include: the general nature of the structure involved, its size and configuration; the location of the structure on the site and its orientation; physical concomitants such as access roads, parking lots, and underground utilities, and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise, your geotechnical engineering report should not be used: u n 'J • When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one; • When the size or configuration of the proposed structure is altered; • When the location or orientation of the proposed structure is modified; • When there is a change of ownership, or • For application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors considered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and subsequent laboratory testing are extrapolated by geotechnical engineers who then render an opinion about overall subsurface conditions, their likely reaction to proposed construction activity, and appropriate foundation design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between materials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geotechnical consultants through the construction stage, to identify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly- changing natural forces. Because a geotechnical engineering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not be based on a geotechnical engineering report whose adequacy may have been affected by time. Speak with the geotechnical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods, earthquakes or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report prepared for a consulting civil engineer may not be adequate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use by any other persons for any purpose, or by the client for a different purpose, may result in problems. No individual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineers. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. i A GEOTECHNICAL ENGINEERING REPORT IS SUBJECT TO MISINTERPRETATION Costly problems can occur when other design professionals develop their plans based on misinterpretations of a geotechnical engineering report. To help avoid these problems, the geotechnical engineer should be retained to work with other appropriate design professionals to explain relevant geotechnical findings and to review the adequacy of their plans and specifications relative to geotechnical issues. 0 BORING LOGS SHOULD NOT BE SEPARATED FROM THE ENGINEERING REPORT Final boring logs are developed by geotechnical engineers based upon their interpretation of field logs (assembled by size personnel) and laboratory evaluation of field samples. Only final boring logs customarily are included in geotechnical engineering reports. These logs should not under any circumstances be redrawn for inclusion in architectural or other design drawings, because drafters may commit error or omissions in the transfer process. Although photographic reproduction eliminates this problem, it does nothing to minimize the possibility of contractors misinterpreting the logs during bid preparation. When this occurs, delays, disputes and unanticipated costs are the all- too - frequent result. u 1 To minimize the likelihood of boring log misinterpretation, give contractors ready access to the complete geotechnical engineering report prepared or authorized for their use. Those who do not provide such access may proceed under the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes which aggravate them to disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY Because geotechnical engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical consultants. To help prevent this problem, geotechnical engineers have developed model clauses for use in written transmittals. These are not exculpatory clauses designed to foist geotechnical engineers' liabilities onto someone else. Rather, they are definitive clauses which identify where geotechnical engineers' responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your geotechnical engineering report, and you are encouraged to read them closely. Your geotechnical engineer will be pleased to give full and frank answers to your questions. OTHER STEPS YOU CAN TAKE TO REDUCE RISK Your consulting geotechnical engineer will be pleased to discuss other techniques which can be employed to mitigate risk. In addition, ASFE has developed a variety of materials which may be beneficial. Contact ASFE for a complimentary copy of its publications directory. Published by ASFE (The Association of Engineering Firms Practicing in the Geosciences) 8511 Colesville Road /Suite G106 /Silver Spring, Maryland 20910 301/565 -2733 RECORD OF SURVEY FOR LAOS CHURCH NORTHEAST 1/4 OF SECTION 31, TOWNSHIP 6 NORTH, RANGE 40 EAST, B .M. NE COR. SEC. 31 FOUND IDAHO N 1/4 COR. SEC. 31 FOUND CITY OF REXBURG, MADISON COUNTY, IDAHO STATE R.O.W. MONUMENT IN VAULT ALUMINUM CAP ON 5/8" ROD CENTER STREET - NO. 264361, 176660 & CP &F NO. 273876 & 268006 / 2 158676 {N 89 °42'29 "E 2592.98' R4) 42.91' L2 N 89'46'56'E - - - - - - - - - -- - so (§8 4676 S '4b'�2b35. 9 - - - - - - - - - - sr = - - - EAS SEVENTH SOUTH - - .----- - - - - -- a - _ - - - - CITY OF REXBURG SEE NOTE 5 0 c 0 (S89 E 2592.51' R4) INST. N0. 267619 - 1_ _- - - - -- S °4 6'S5' W -- _ -- -- - - - --- - - - -- - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - N 89'46'56" E t 100.00' � t ^ 0 UND£RGIPDUNO POWER LINE UNOERGROUNO ROWER SEE NOTE 5 ° � t r - - - - -- rsussr��aoN -------------------------------------------------------- +--- - - - - -- -\ _1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I SEE NOTE 4 -- ` �i 1 SURVEYOR'S CERTIFICATE A DULY LICENSED LAND SURVEYOR IN THE 1, JAY CORNELISON, I STATE OF IDAHO, HEREBY CERTIFY THAT THIS PLAT CORRECTLY I ( / PAXEL 0 1 J5 DK : 1 I SEE NOTE 5 i error REPRESENTS A SURVEY MADE UNDER MY DIRECTION OF THE 1 4 ACRES 1'Y7 LANDS SHOWN HEREON IN CONFORMANCE WITH THE 1 ALI /`� " + Y� -e..� � g REQUIREMENTS OF CHAPTER NINETEEN, TITLE FIFTY -FIVE OF 31: TH::_ IDAHO CODE. $xG1 �$ SEE NOTES 1 ef NI d R -/� � ' I $ L. ORNELISON b. 2 3 41 DATE oc+ if it q M I + '' ��' OF � •-- C0 &N8 W W � .13 I + _C OUNTY RECORDER'S CERTIFICATE t� � I + THIS IS TO CERTIFY THAT THIS PLAT WAS FILED FOR RECORD iD 5� IN THE OFFICE OF THE RECORDER OF THE COUNTY OF MADISON, m l o I + IDAHO, ON THIS DAY -- - OF IZ I I 2b AT -- M., AT THE REQUEST OF I I R +=CORD - OF PLATS IN BOOK AND WAS AT D ULY PAGE R ECORDED IN II I i o P"rosws IN - -- ---- - - - - -- ------- - - - - -- - -- - -__ I r ; 'STRUMENT NUMBER COUNTY RECORDER i CD IN t 13 1 1 IS + tr _ 1 I z S W46'S6' N 1100A0' I PARCQ fs tO DES 56.15 ACAS 1. REFERD CE DOCUMENTS 1 t I -DEED INSTRUMENT NUMBER RECORDED IN THE MADISON COUNTY RECORDER'S 1 1 I I < 1 { i ROLANO i PLS 9369 ggg HARPER 8 LEAVITT L I I PLS 4563 NUMBER (HRECTM)N DISTANCE FOUND 1/2" REBAR AS NOTED Lt R4 N 00"37'15" W 90.00' L2 R4 N 00'18 W 10.00' L3 R4 S 00' 14'26" E 10.00' L4 R4 S 00' 14'26" E 90.00' L5 R6 N 00'40'00" W 59.96' L6 R6 S 00'40'00" E 44.84' L7 R6 S 89'47'00" W 45.00' L8 R6 S 89'47'00" W 45.00' L9 R6 N 47' 13'00" W 66.80' L10 R6 N 47' 13'00` W 72.20' L11 S 00'31'05" E 3.06' L12 S 89'46'10" W 99.83' L13 S 89'50'15" W 664.11' 1 16 LINE OFFICE: 267619, 307664 - EASEMEfJT INSTRUMENT NUMBER RECORDED IN THE MADISON COUNTY RECORDER'Si OFFICE: 136110, 247322, AND 306252. - CORNERI PERPETUATION AND FILING INSTRUMENT NUMBERS: 264361, 176660, i 158676, 27�>876, 268006, AND 267997. i { - RECORD OF SURVEY FOR LDS REALTY, INSTRUMENT NUMBER 243782. -ALTA /AGSM LAND TITLE SURVEY FOR PROPERTY RESERVE, INC. i -CREST MAVEN SUBDIVISION INSTRUMENT NUMBER i 70137. 2. RIGHT OF WAY ESTABLISHED ON SEVENTH SOUTH USING WARRANTY DEED 1 INSTRUMENT NUMBER 267619. RIGHT OF WAY ESTABLISHED ON SECOND EAST USING THE FENCE LINE AS PER JOHN MARLOR CITY ENGINEER, THIS DISTANCE BEING 43 FEET FROM CENTERLINE. I 3 � 3. FOUND tXISTINU SEWER LINE AND STORM DRAIN LINE BELONGING TO THE CITY 1 1 I 1 w = 0 13 N OF REXBURG NO RECORD FOUND OF AN EXISTING EASEMENT. cq- I � N GRAPHIC SCALE SEE NOTE 3 4. WARRANTY DEED INSTRUMENT NUMBER 136110 GIVES A DESCRIPTION FOR A ' g � �$ ' / 1 � $ � g -16D O s0 tB0 SINGLE LINE NO WIDTH OF THE EASEMENT IS GIVEN. i I � 5. THERE L; A FENCE LINE ON THE NORTH AND EAST SURVEYED LINE OF THIS IN FEET I 1 inch = 100 ft. PROPERTY, LINE TYPE NOT SHOWN DUE TO THE OVERLAPPING OF THE TWO LINES. 1 1 I M I BASIS OF BEARING 6. RECENT SURVEYS HAVE SHOWN THAT THERE IS AN OVERLAP WITH REFERENCES I R1, R3, AND DEED INSTRUMENT NUMBER 223457. THE SOUTH BOUNDARY LINE OF I I CITY OF REXBURG CONTROL NAD 83. THE SURVEY -D PROPERTY IS THE NORTH BOUNDARY LINE OF THE SAID REFERENCES I 1 (N 44°3900' W 42.00' R5) P")r LOCAInaY fW SrRhykzbw SYS7EN I II •--- - - - - -- ° - --/_ -- / ' '\L I 1 � 13� m ? CENTER 1/4 COR. SEC. 31 FOUND BRASS CAP CP&F NO. 267997 NO GAP NOTE 3 SEE NOTE 4 -- „ - ---- (N 89 °3400'W,932.00RS) - 91.43' w yi 91.43' N 1157.00' R3) N- ""28.57' - (299.00' R3) FENCE VARIES FROM SURVEYED AND NOT 1714E 1/16 LINE AS DESCRIBED PER DEED INSTRUMENT NUMBER 307662. LINE FROM 15 TO S -_ - -- ----- ---------------- - - - - -- - 5_4'TYP SEE NOTE6 FOUND 1/2" REBAR AS NOTED FOUND 5/8" REBAR W /2" ALUM -$ CAP STAMPED CITY OF REXBURG SURVEY CONTROL SET 1/2 BY 24" REBAR WITH )NE YELLOW PLASTIC CAP STAMPED � " RMES, PLS 2341" A FOUND CITY STANDARD VAULT W/ ITD R/W MONUMENT DISTANCE AND BEARING PER PROPERTY - - -R1) RESERVE INC. ALTA/ACSM SURVEY INST. NO. 240774 DISTANCE AND BEARING PER RECORD OF ( - - -R2) SURVEY FOR LDS REALTY INST. NO. 243782 .43' 91.43' 91.43' 91.43` 91.43' 66.47 ( - - -R3) HAVEN SUBDIVISION (N 83 59'58' E 1314.30' R3) INST. NO. 170137 { - - -R4) (,' ST VIER DPJW N 89°28'43' E 89 °46'08' E N 89'4T4l' E ,_ N 89°46'07' E - - -R5) 92 T 2m (294.00' R3) (203.10' R3) �� I (3612(P R3} SEE NOTE 4. ae 32 I I i I H d �WI `z �U2 . 1 ,o I W. P I w �� N 8 w II it I I Ij I I t_ �Z, �i to �m I 1 it 3"' lo � Its .S 8 mN LEGEND: BOUNDARY LINE VICINITY MAP - - -- -- x x x x x- FENCE LINE STREET CENTERLINE / SECTION LINE ---- - - - - -- EXISTING EASEMENTS ------- - -- --- EDGE OF PAVEMENT -ss ss EXISTING SEWER, SEE NOTE 3 -- ,�-- so- ->- EXISTING STORM, SEE NOTE 3 EXISTING CURB EXISTING DEED LINES FOUND SECTION CORNER AS NOTED _- FOUND QUARTER CORNER AS NOTED @ FOUND CENTER 1/4 COR. SEC. 31 O FOUND 1/2" REBAR AS NOTED FOUND 5/8" REBAR W /2" ALUM -$ CAP STAMPED CITY OF REXBURG SURVEY CONTROL SET 1/2 BY 24" REBAR WITH ® YELLOW PLASTIC CAP STAMPED " RMES, PLS 2341" A FOUND CITY STANDARD VAULT W/ ITD R/W MONUMENT DISTANCE AND BEARING PER PROPERTY - - -R1) RESERVE INC. ALTA/ACSM SURVEY INST. NO. 240774 DISTANCE AND BEARING PER RECORD OF ( - - -R2) SURVEY FOR LDS REALTY INST. NO. 243782 DISTANCE AND BEARING PER CREST ( - - -R3) HAVEN SUBDIVISION INST. NO. 170137 { - - -R4) DISTANCE AND BEARING PER INST. NO. 267619, FOR SEVENTH STREET - - -R5) DISTANCE AND BEARING PER INST. NO. 136110, FOR UTAH POWER SEE NOTE 4. ( - - -R6) DISTANCE AND BEARING PER INST_ NO. 247322, FOR UTAH ROWER ( - --R7) DISTANCE AND BEARING PER MIST. NO. 306252, FOR INTERMOUNTAIN GAS CO. RECORD OF SURVEY FOR LIM CHL�°Rr N NORTHEAST 1/4 OF SECTION 31, TOWNSWP 6 NORTH, RANG 40 EAST, B.M. CITY OF REXBURG, MADISON COMITY, K)AHO F R\Rme\20031byu s&\rww - kxm iw \sw v e y\17 acre ran SCALE: 1 - 100' StfET 1 OIF 1 0400360 I_,DS UINIV 4TH S'I' _KE CENTER H G F E D C B A A c`tN Anc`n N1 17 nn CG ME71 FICFI - 7n 0 BALLOON FRAMED WALL, SEE 1/S8.6 LL C L u n C d C C C c ❑ O zzl v ` v ❑ ❑ Project consultants: LANDSCAPE ARr H17ECT: DAVID WEAVER 1605 50. WOODRUFF AVE. IDAHO FALLS, IDAHO 83404 (208) 521 -1504 CIVIL ENGINEER: ROCKY MOUNTAIN ENGINEERING 155 SOUTH 2nd AVE. FOCATELLO, IDAHO 83201 (208) 234 -0110 57RUC7URAL ENOINEER: ENGINEERING STRUCTURAL SOLUTIONS 4143 NORTH 2117H EA57 IDAHO FALLS, IDAHO 83401 (208) 552 -18'74 MEC,HAN I CAL ENGINEER: ENGINEERED 5Y5TEM5 315 WE5T CENTER POGATELLO, IDAHO 55204 (208) 233 -0501 ELECTRICAL. ENGINEER: F`AYNE EN01NEERINO 1823 EAST CENTER F'OCATELLO, IDAHO 83201 (208) 252 -443Q AG0U571 GAL ENO I NEER: SPECTRUM ENGINEERS 1 ?5 EAST 400 SOUTH, 4th FLOOR SALT LAKE CITY, UTAH 84111 (801) 328 -5151 PRO OR T HIE CHURCH 1 OI J ESUS C,H E'Z[S 1 OF ]LATTER-DAY SAINTS TOP OR SIDE OF STEEL COLUMN H G F E W/ 1/4" FILLET AS REQUIRED D C B A ROOF FRAMING PLAN SCALE: 1/8 11= 1' -0" 0 REVISED BEAMS 16 AND 1a NOV. 11, 2004 ROOF FRAMING PLAN NOTES 1. TYPICAL EXTERIOR AND INTERIOR WALL FRAMING UNLESS NOTED OTHERWISE ON PLANS, DETAILS, SHEARWALL ELEVATIONS OR ARCHITECTURAL WALL TYPES SHALL BE 2x6 AT 16" O.C. 2. OA , ©, INDICATES SHEARWALL SEE SHEETS S8.1 THROUGH S8.7. 3. 10,02 INDICATES ROOF BEAM OR HEADER SEE SCHEDULE THIS SHEET. 4. MIN (1) KING STUDS AND (1) TRIMMER STUD REQUIRED AT BEARING OF ALL HEADERS OR BEAMS W/ 3' -0" SPAN OR LESS AND (2) KING STUDS AND (2) TRIMMERS STUDS AT SPANS LARGER THAN 3' -0" . ADDITIONAL REQUIREMENTS ARE NOTED IN THE BEAM /HEADER SCHEDULE OR ON THE PLANS. 5. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. RESOLVE ANY DISCREPANCIES WITH ARCHITECTS. 6. ROOF SLOPE SHALL BE VERIFIED WITH ARCHITECTURAL DRAWINGS. 7. PREFABED WOOD TRUSSES SHALL BE ENGINEERED AND FABRICATED PER THE WOOD TRUSS NOTES, SEE THE GENERAL STRUCTURAL NOTES. 8. FASTEN ROOF TRUSSES AT BEARING POINTS WITH (1) H5 CLIP. 9. "D =" INDICATES DRAG FORCES. TRUSS MANUFACTURER TO DESIGN ROOF TRUSS FOR DRAG FORCE (TENSION OR COMPRESSION) DUE TO WIND OR SEISMIC FORCES_ 10. ALL 16" TJI /L90 ROOF JOISTS SHALL HAVE WEB STIFFENERS AT BEARING POINTS PER DETAIL SO.2 11. TRUSS MANUFACTURER SHALL PROVIDE A DOUBLE TRUSS DESIGNED TO TRANSFER DRAG FORCES AS SHOWN ON THE PLAN TO THE SHEARWALLS BELOW. TRUSSES SHALL BE CONNECTED SO THEY ACT AS ONE MEMBER. PROJECT NAME: BYU - IDAHO UNI\/ERSITY 4th STAKE CENTER " PROJECT ADDRESS: 7th SOUTH REXOURO, IDAHO MARK I DATE I REVISION SHEET TITLE: ROOF FRAMING PLAN PROJECT DESIGNATION 04106 PROPERTY #: SHEET #: 554 - 5226 -78 DEVELOPMENT #: LEG - NEW -98 -3 S3. 1 DATE: AUGUST, 2004 BEAM & HEADER SCHEDULE STRUCTURAL 3 1 / 2 1 5 1 2" T 1 3 1 11 5 1/4" 1 0 Phone: (208) 552 X55 �STE '4c�� I I t" -9874 Fax: (208) 552-9302 r 2 [ I i H 2 c7 z 0 Z i W rA R OL B 1 THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING STRUCTURAL SOLUTIONS, AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2003 ENGINEERING STRUCTURAL SOLUTIONS. 1 3 3 (2) 2x MEMBERS (3) 2x MEMBERS (2) LVL MEMBERS (3) LVL MEMBERS KEYNOTES: 1. 16d NAILS STAGGERED AT 12" O.C. AS SHOWN 2. (3) ROWS OF 16d NAILS AT 12" O.C. AT 14" MEMBERS OR DEEPER AS SHOWN 3. PLYWOOD SPACER — 3" LONG (MIN) STRIP MARK SIZE MIN BEAM SUPPORT OPTIONS (SEE PLAN) MARK SIZE MIN BEAM SUPPORT OPTIONS (SEE PLAN) Oi (2) 2x8 (1) 2x6 TRIMMER AND (1) KING STUD 10 (3) 1 3/4x16 LVL SIMSPSON HWU5.50 /16 TF 02 (3) 2x8 (1) 2x6 TRIMMER AND (1) KING STUD 11 N/A N/A 0 (2) 2x10 (2) 2x6 TRIMMER AND (3) KING STUD 12 5 1/8x9 GL (2) 2x6 TRIMMER AND (2) KING STUD 04 (2) 1 3/4x5 1/2 LVL (2) SIMSPON LS50 13 5 1/8x12 GL (3) 2x6 TRIMMER AND (3) KING STUD OS (3) 1 3/4x5 1/2 LVL (1) 1 3/4x5 1/2 LVL TRIMMER AND (1) KING STUD 14 5 1/8x18 GL (4) 2x6 BUILT —UP O (2) 1 3/4x9 1/4 LVL (1) 1 3/401 1/4 LVL TRIMMER AND (1) KING STUD 15 6 3/405 GL 2) 1 3/4x7 1/4 LVL OR (2) 1 3/4x5 1/2 LVL TRIMMERS 07 (4) 1 3/4x5 1/2 LVL (4) SIMSPON LS50 16 6 3/4x36 GL (4) 2x6 BUILT —UP OR STEEL COLUMN OS N/A N/A 17 (3) 1 3/4x16 LVL DRAG CO NN E CTED ROWS d O.C. (2) ALONG ENTIRE LENGT �9 (2) 1 3/4x16 LVL SIMSPON HWU3.56/16 TF 18 5 1/8x27 GL (3) 1 3/4x5 1/2 LVL OR STEEL COLUMN 19 (3) 1 3/4x9 1/4 LVL (2) 2x6 TRIMMER AND (2) KING STUD SLOPE AND /OR SKEW AS REQUIRED PROJECT NAME: BYU - IDAHO UNI\/ERSITY 4th STAKE CENTER " PROJECT ADDRESS: 7th SOUTH REXOURO, IDAHO MARK I DATE I REVISION SHEET TITLE: ROOF FRAMING PLAN PROJECT DESIGNATION 04106 PROPERTY #: SHEET #: 554 - 5226 -78 DEVELOPMENT #: LEG - NEW -98 -3 S3. 1 DATE: AUGUST, 2004 SEAL: STRUCTURAL 0 rA 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 \oNAL F z 0 Phone: (208) 552 X55 �STE '4c�� od Ora t" -9874 Fax: (208) 552-9302 �p� ��G w [ 4 w z H c7 z 0 Z 7 " , of W rA R OL B THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING STRUCTURAL SOLUTIONS, AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2003 ENGINEERING STRUCTURAL SOLUTIONS. JOB NUMBER 04106 PROJECT NAME: BYU - IDAHO UNI\/ERSITY 4th STAKE CENTER " PROJECT ADDRESS: 7th SOUTH REXOURO, IDAHO MARK I DATE I REVISION SHEET TITLE: ROOF FRAMING PLAN PROJECT DESIGNATION 04106 PROPERTY #: SHEET #: 554 - 5226 -78 DEVELOPMENT #: LEG - NEW -98 -3 S3. 1 DATE: AUGUST, 2004