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HomeMy WebLinkAboutMULT DOCS - 08-00086 - Upper Valley Industries - CANCELEDi CITY OF — — ...-- - - -TT—�� v V RE)OURG ; _ 0800086 Americas Family Community COMMERCIAL & MULTI FAMILY BUILDING PERM: U er valley I ndustries 19 E MAIN, REXBURG, ID 83440 r r 208 - 359 -3020 X326 PARCEL NUMBER: I__ (We will provide this for you) SUBDNISION: Business Park UNIT# BLOCK# 4 LOT# 1 n t 1 1 Adciresstn is based on the information - must be accurate) SECTION • 17T. N , R.40 E B.M. OWNERNAME• De velopment Workshop, Inc CONTACT PHONE # 524 -1550 PROPERTY ADDRESS: 555 W. 25th St. , Idaho Falls, ID 83402 PHONE #: Home ( Work ( Cell ( ) OWNER MAILING ADDRESS: 555 W. 25th St. CITY: Idaho Fal] .,'ATE: ID ZIP: 8340 EMAIL sundbergCida.net FAX 522 -6928 APPLICANT (If other than owner) Sundbera & Associates, Inc (applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS 111 E. 16th St. CITY: Idaho Fall STATE; ID ZIP 83404 EMAIL sundbera ida.net -6928 PHONE #: Home (20 924 -0491 Work (20 922 -6901 Cell (20 .i 7 - 4585 CONTRACTOR _ Tn Be Decided MAILING ADDRESS: PHONE: Cell# CITY Work# EMAIL IDAHO REGISTRATION # & How many buildings are located on this pro erty? 2 Did you recently purchase this property? N Yes (If yes, list 1 Is this a lot split? (0 YES (Please bring copy of new legal PROPOSED USE: Upper Valley Industries Admin. /Classroom bldg /Fabrication & (i.e., Single Family Residence, Multi Family, apartments, Remodel, Garage, Commercial, addition, Etc) —CIRCLE ONE Storage APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalt 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 m e f this application and hereby authorized representatives of the City to enter upon the above - mentioned property for inspections purposes. NOTE: The buildin r . may revoke a permit on to issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact The the all 'c on r on the plans hic pe 't or appr val was based. Permit void if not starte within 18 day Pe t void if work stops for 180 days. 46& Signature of Owner /applicant V DATE Do you prefer to be contacted by fax QBING or phone? Circle One WARNING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non - refundable and are paid in full at the time of application beginning 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 your check does not clear** 2 • City of Rexburg NAME Please Complete the Entire Application! PROPERTY ADDRESS If the question does not apply fill in NA for non applicable SUBDIVISION Dwelling Units: Parcel Acres: SETBACKS FRONT Your SIDE SIDE BACK ing /Home (need Es Sate) $ SURFACE SQUARE FOOTAGE. • (Shall include the exterior wall'measurements of the building) First Floor Area "I 1( ' Unfinished Basement are-, Second floor /loft area r Finished basement area_ Third floor /loft area Garage area Shed or Barn Carport /Deck (30" above Water Meter Quantity: Water Meter Size: Required!!! CoMP� f /P PLUMBING Plumbing Contractor's Name: Business Name: Address City State Zip Contact Phone: ( ) Business Phone: ( ) Email Fax FIXTURE COUNT (including roughed fixtures) Clothes Washing Machine Sprinklers Dishwasher Tub /Showers Floor Drain Toilet /Urinal Garbage Disposal Water Heater Hot Tub /Spa Water Softener Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $ (Commercial Only) of Licensed Contractor License number Date 4 The NAME PROPERTY ADDRESS SUBDIVISION 's permit fee schedule is the same as required by theWe of Idaho Please Complete the Entire Application! If the question does not apply fill in NA for non applicable Permit# Mechanical Contractor's Name: Business Name: Address City State Zip Contact Phone: ( ) Business Phone: ( ) Mechanical Estimate $ (Commercial /Multi Family Only) Dryer Vents Range Hood Vents Cook Stove Vents Bath Fan Vents other similar vents & ducts: FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only) Furnace Exhaust or Vent Ducts Furnace /Air Conditioner Combo Heat Pump Air Conditioner Evaporative Cooler Unit Heater Space Heater Decorative gas -fired appliance Incinerator System Boiler Pool Heater Fuel Gas Pipe Outlets including stubbed in or future outlets Inlet Pressure (Meter Supply) PSI Heat (Circle all that apply) Gas Oil Coal Fireplace Electric Hydronic Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on plans. Requiredl Signature of Licensed Contractor The License number schedule is the same as i� Date the State of Idaho 61 • • Building Safety Department City of Rexburg 19 E Main janellh@rexburg.org Phone: 208.359.3020 x326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 O F SVXBU RC U 90 C I T Y O F REXBURG _ ___ Americas Family Community OWNER'S NAME PROPERTY ADDRESS SUBDIVISION LOT Permit# R E ECTRICAL E r � r � /e��t - /rlY� lectrical Con"flactor s Name Business Name Address City State Zip Cell Phone ( ) Business Phone Fax ( ) Email Electrical Estimate ( cost of wiring & labor) $ (COMMERCIAL /MULTI - FAMILY ONLY) TYPES OF INSTALLATION (New Residential includes everything contained within the residential structure and attached garage at the same time) Number of meters being installed Up to 200 amp Service* 201 to 400 amp Service* Over 400 amp Service* Existing Residential (# of Branch Circuits) Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Spa, Hot Tub, Sw immin g Pool Electric Central Systems Heating and /or Cooling ( when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any of the above Cost of Wiring & Labor: $ Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement /Industry *Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour. 0 Signature of Licensed The License number fee schedule is the same as re, 1 w Date the State of Tdahn Building Safety Department ,F0.EXBUA City of Rexburg �� ° c - IT Y_o F REXBURG 19 E. Main jonellh @rexburg.org Phone: 208.359.3020 A merica's Fami Community Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES /NO - APPLICANT INFORMATION: Business Office Address: // /Ts�7 A APPROVED BY: Office Phone Number: () Contractor Performing the Work: Contact Person: - LOCATION OF WORK TO BE DONE: Street Address Where Work Will Be Done: Business Name Where Work Will Be Done: Dates For Work To Be Done: Contact Person: Phone Number: ( 1 C ity State Zip _ Cell Phone # ( ) To Cell # ( ) PLEASE CHECK THE TYPE OF PERMITS) YOU ARE APPLYING FOR: ` AUTOMATIC FIRE- EXTINGUISHING SYSTEMS ❑ COMPRESSED GASES �l FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ❑ FIRE PUMPS AND RELATED EQUIPMENT ❑ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ❑ HAZARDOUS MATERIALS ❑ INDUSTRIAL OVENS ❑ LP -GAS ❑ PRIVATE FIRE HYDRANTS ❑ SPRAYING OR DIPPING ❑ STANDPIPE SYSTEMS PORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES Applicant's Signature Dat 7 Floor Plum Hea Special Construction (Manufacturer or Supplier) Roof Trusses: Floor /Ceiling Jc Siding /Exterior Other: 8 SUBCONTRACTOR LIST Excavation & Earthwork: " - Z Z IjN - � V EXEMP'TIAS FROM STATE REATRATION As of January 1, 2006, the City of Rexburg can no longer sell permits without having a copy of your State registration number or your exemption from the State registration. Please send a copy of your state registration or fill out this form showing your exemption and send it with your license renewal or your next permit application. (This list is a summarization of Idaho Code Title 54 Chapter 5205, for full definitions of these exemptions please see the State's website at www.ibol.idaho.gov/cont.htm Currently State licensed pursuant to Title 54 Idaho Code, Chapters: tects, 10 Electrical Contractors /Journeyman, 12 Engineers /Surveyors, 19 Public Works Contractors (exempt from fee only registration required), 56 Plumbing /Plumbers, 45 Public Works Construction Management Licensing Act (exempt from fee only registration required), or 50 Installation of heating, ventilation and air conditioning systems ❑ Employee or volunteer of a licensed contractor or part of an educational curriculum or nonprofit charitable activity with no wages or salary ❑ Employee of a US Government agency (State, City, County, or other municipality) ❑ Public Utility doing construction, maintenance, or development to its own business ❑ Involved with gas, oil or mineral operations ❑ Supplier doing no installation or fabricating ❑ Contracting a project or projects with a total cost less than $2000 ❑ Operation of a farm or ranch or construction of agriculture buildings exempt from Idaho Building Code ❑ Any type of water district operations ❑ Work in rural districts for fire prevention purposes ❑ Owner who performs work on own property or contracts with a registered contractor to do work as long as the property is not for resale within 12 months ❑ Owner or lessee of commercial property performing maintenance, repair, alteration or construction on that property ❑ Real estate licensee /property manager acting within Idaho Code ❑ Engaging in the logging industry ❑ Renter working on the property where they live with the property owners approval ❑ Construction of a building used for industrial chemical processing per Idaho Code ❑ Construction of a modular building (defined by Idaho Code) to be moved out of state I herebcerfy that the above information is true and correct to the best of my knowledge. � / i. Print Name Date E Building Safety Department ; o �tixe�RCl City of Rexburg 7 19 E. Main janellh@rexburg.org Phone: 208.359.3020 ext 326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 CITY O F REXBURG Americas Family Community Affidavit of Legal Interest State of Idaho County of Madison I, Development Workshop, Inc 555 W. 25th St. Name Address Idaho Falls City ID State Being first duly sworn upon oath, depose and say: (If Applicant is also Owner of Record, skip to B) A. That I am the record owner of the property described on the attached, and I grant my permission to: Name Address to submit the accompanying application pertaining to that property. day of _February , 20 08 MOKMEW MGM me the day and year first above written. V O 6!S i i STAR Notary Public of Idaho . •O Y] G ?* Residing at: I d a h o Falls, I D * p 02/19/2010 •.......• '` �Z�` My commission ex fires: 3 B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herin or as to the ownership of the property which is the subject of the application. 0800087 Upper Valley Industries Administration & Classroom Bldg UPPER VALLEY I. __ - REXBURG, IDAHO STRUCTURAL DESIGN CALCULATIONS FOR THE ADMINISTRATION & CLASSROOM BUILDING LOCATED IN REXBURG, IDAHO Prepared For: Sundberg & Associates Architects Idaho Falls, Idaho Designed by: Mark D. Andrus, PE Project #08004 TABLE OF CONTENTS DESCRIPTION PAGE Design Criteria 1.1 Design Load Calculations 2.1 -2.7 Lateral Design (Wind & Seismic) 3.1 -3.8 Roof Framing Design 4.1 -4.5 Window & Door Headers 5.1 -5.9 Mechanical Mezz. Framing Design 6.1 Foundation Design 7.1 -7.18 G & S StructUrall Engint 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 rq -x%1208 0 CITY OF REXBURG Telephone: (208) 523 -6918 E -mail: gs @gsengineers.net Fax: (208) 523 -6922 Telephone: (208) 523 -6918 G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 E -mail: gs @gsengineers.net Fax: (208) 523 -6922 DESIGN CRITERIA Project: Upper Valley Industries - Office ( Proiect #08004) Location: Rexburg Idaho - Building Code: 2006 International Building Code (IBC) Design Loads: Roof: Snow Load (SL): 35 PSF (Importance factor = 1.0) Dead Load (DL): 20 PSF Floor: 4" Concrete slab on grade Soil: Assumed soil type: clay sandy clan silty clay, clayey silt silt and sandy silt Allowable soil pressure: 1500 PSF (Per IBC Table 1804.2) Design soil pressure: 1500 PSF Wind: 90 -mph 3- second gust Exposure C Importance factor: 1.0 Seismic: Ss = 60.6% g Sys = .531 g S1 = 19.3% g SM _ .261 g Site class D Design Category D Importance factor 1.0 Sheet 1.1 G & S Structural Engineers 1600 John Adams Pkwy Suite 200 JOB TITLE Uper Valley Industries - Office Idaho Falls, ID 83401 JOB NO. 08004 SHEET NO. CALCULATED BY M. Andrus DATE 1/8/08 CHECKED BY M. Andrus DATE www.struware.com CODE SUMMARY Code: International Building Code 2006 Live Loads: slab on grade Roof 0 to 200 sf: 20 psf 20.0 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf Roof Snow Loads: over 600 sf: 12 psf Floor 50 psf Stairs & Exitways N/A Balcony N/A Mechanical N/A Partitions N/A Dead Loads: Floor slab on grade Roof 20.0 psf Roof Snow Loads: Design Roof Snow load = 35.0 psf Flat Roof Snow Load Pf = 35.0 psf Snow Exposure Factor Ce = 1.00 Importance Factor I = 1.00 Thermal Factor Ct = 1.00 Ground Snow Load Pg = 50.0 psf Rain on Snow Surcharge = 0.0 psf Sloped -roof Factor Cs = 1.00 Wind Design Data: Basic Wind speed Mean Roof Ht (h) Building Category Importance Factor Exposure Category Enclosure Classif. Internal pressure Coef. Directionality (Kd) Earthquake Design Data: Occupancy Category: Importance Factor Mapped spectral response accelerations Site Class Spectral Response Coef. Seismic Design Category Basic Structural System Seismic Resisting System Design Base Shear Seismic Response Coef. Response Modification Factor Analysis Procedure 90 mph 16.0 ft II 1.00 C Enclosed Building +/ -0.18 0.85 = II I = 1.00 Ss = 60.60 %g S1 = 19.30 %g = D Sds = 0.531 Shc = 0.261 D = Bearing Wall Systems = Light frame walls with shear panels - wood structural panels /sheet steel panels V = 0.082W Cs = 0.082 R = 6.5 _ Equivalent Lateral -Force Analysis Z, G & S Structural Engineers 1600 J hn Ad Pkwy Suite 200 JOB TITLE Uper Valley Industries - Office o Idaho Falls, ID 83401 JOB NO. 08004 SHEET NO. CALCULATED BY M. Andrus DATE 1/8/08 CHECKED BY M. Andrus DATE www.struware.com I. Code: International Building Code 2006 II. Occupancy: Occupancy Group = B Business III. Type of Construction: Fire Rating: Roof= 0.0 hr Floor = 0.0 hr IV. Live Loads: Roof angle (0) 4.00 / 12 18.4 deg Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor 50 psf Stairs & Exitways N/A Balcony N/A Mechanical N/A Partitions N/A V. Wind Loads : ASCE 7 - 05 Importance Factor 1.00 Basic Wind speed 90 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 16.0 ft Parapet ht above grd 0.0 ft Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/ -0.18 Building length (L) 149.0 ft Least width (B) 77.8 ft Kh case 1 0.860 Kh case 2 0.860 Tonoeranhic Fac Topography Flat Hill Height (Ii) 80.0 ft Half I -Ell Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use Hal = 0.50 Modified Lh = 160.0 ft From top of crest: x= 50.0 ft Bldg up /down wind? downwind H/Lh= 0.50 K 1 = 0.000 x/Lh = 0.31 K 2 = 0.792 z/Lh = 0.10 K 3 = 1.000 At Mean Roof Ht: KA = (1 +K ^2 = 1.000 Ww; Z* W2 1 2D RIDGE or 3D AXIS`tRMMETRICAL HILL ,2, 7, G & S Structural Engineers P Suite 200 -7.7 -4.4 -3.6 -4.1 -4.1 14.6 -13.5 -7.5 -6.6 1600 John Adams KWy., JOB NO. 08004 SHEET NO. Idaho Falls, ID 83401 DATE 1/8/08 CALCULATED BY M. Andrus CHECKED BY M. Andrus DATE V Wind Load MWFRS h:560' (Low-rise Buildings) Enclosed /pa rtially enclosed only ,�� � ZG1r1•,3:ka�rc•� 3l 2 knit akm ~`\ -c .. 3 .l..R� ..1rItm ran TX TR rEPEx- rT'rVx' Iu �seese: Transverse Direction Kz = Kh = 0.86 (case 1) Base pressure (qh) = 15.2 psf GCpi = +/ -0.18 wmu aulraw fir - _. 2 3 4 5 6 2E 3E 4E Windward roof overhangs: Parapet Windward parapet: Leeward parapet -13.2 -9.8 -9.0 -9.6 -9.6 -19.0 -12.9 -12.1 pAlrPJAEL XD .sP. Longitudinal Direction JOB TITLE Uper Valley I ndustries - Office 6 � v Edge Strip (a) End Zone (2a) Zone 2 length = -0.69 -0.37 -0.29 -0.45 -0.45 0.61 -1.07 -0.53 -0.43 :1 ti = vueg / -GCpi w / + GCpi 0.58 0.22 -0.51 -0.87 -0.19 -0.55 -0.11 -0.47 -0.27 -0.63 -0.27 -0.63 -0.89 -0.35 -0.25 -7.7 -2.9 -1.7 -4.1 -4.1 12.0 -13.5 -5.3 -3.8 10.3 psf (upward) add to windward roof pressure 0.0 psf (GCpn = +1.5) 0.0 psf (GCpn = -1.0) _ Horiz ontal MWFRS Simple Diaphrag Pressures (psh Transverse direction (normal to L) Interior Zone: Wall 14.1 psf Roof -3.4 psf End Zone: Wall 21.2 psf Roof -6.0 psf Longitudinal direction (parallel to L) Interior Zone: Wall 10.5 psf End Zone: Wall 15.8 psf -1.25 -0.71 -0.61 -13.2 -8.3 -7.1 -9.6 -9.6 -19.0 -10.8 -9.3 Torsional loads are 25% of zones 1 - 4. See code for loading diagram 6.4 ft 12.8 ft 38.9 ft WIIITJo.+f•F.il _ _ -� �h^J'v4!%FtD F•IJGF CSdFAd�1dG -- -�--�--� LEE. F _t_3_ l 3 `CT_� -C_ 1 fy - - - ` METICAL TRP14MMBRSE EL'EVAT10 T l 1 1 • - - - - v�rrWFs ----- - - --- - -'� ca -TE 2 >a r: r: rr er 2.3 Transverse Direction Perpendicular 0 = 18.4 deg Surface GCpf w/ -GCpi w / +GCpi 1 0.52 0.70 0.34 2 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 4 -0.42 -0.24 -0.60 5 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 lE 0.78 0.96 0.60 2E -1.07 -0.89 -1.25 3E -0.67 -0.49 -0.85 4E -0.62 -0.44 -0.80 wmu aulraw fir - _. 2 3 4 5 6 2E 3E 4E Windward roof overhangs: Parapet Windward parapet: Leeward parapet -13.2 -9.8 -9.0 -9.6 -9.6 -19.0 -12.9 -12.1 pAlrPJAEL XD .sP. Longitudinal Direction JOB TITLE Uper Valley I ndustries - Office 6 � v Edge Strip (a) End Zone (2a) Zone 2 length = -0.69 -0.37 -0.29 -0.45 -0.45 0.61 -1.07 -0.53 -0.43 :1 ti = vueg / -GCpi w / + GCpi 0.58 0.22 -0.51 -0.87 -0.19 -0.55 -0.11 -0.47 -0.27 -0.63 -0.27 -0.63 -0.89 -0.35 -0.25 -7.7 -2.9 -1.7 -4.1 -4.1 12.0 -13.5 -5.3 -3.8 10.3 psf (upward) add to windward roof pressure 0.0 psf (GCpn = +1.5) 0.0 psf (GCpn = -1.0) _ Horiz ontal MWFRS Simple Diaphrag Pressures (psh Transverse direction (normal to L) Interior Zone: Wall 14.1 psf Roof -3.4 psf End Zone: Wall 21.2 psf Roof -6.0 psf Longitudinal direction (parallel to L) Interior Zone: Wall 10.5 psf End Zone: Wall 15.8 psf -1.25 -0.71 -0.61 -13.2 -8.3 -7.1 -9.6 -9.6 -19.0 -10.8 -9.3 Torsional loads are 25% of zones 1 - 4. See code for loading diagram 6.4 ft 12.8 ft 38.9 ft WIIITJo.+f•F.il _ _ -� �h^J'v4!%FtD F•IJGF CSdFAd�1dG -- -�--�--� LEE. F _t_3_ l 3 `CT_� -C_ 1 fy - - - ` METICAL TRP14MMBRSE EL'EVAT10 T l 1 1 • - - - - v�rrWFs ----- - - --- - -'� ca -TE 2 >a r: r: rr er 2.3 G & S Structural Engineers JOB TITLE Uper Valley Industries - Office 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 JOB No. 08004 SHEET NO. CALCULATED BY M. Andras DATE CHECKED BY M. Andrus DATE dL ?T —L d- 0 <_ 7 degrees and Monoslope 53 degrees Location of Wind Pressure Zones Monoslope roofs 3° <0<_10° 91 I I I I I 1 I a 4 I 0 > 7 degrees 0 > 7 degrees Z,1 Monoslope roofs 10° ® <_ 30° L lE i I I � COF I ro Monoslope roofs 3° <0<_10° 91 I I I I I 1 I a 4 I 0 > 7 degrees 0 > 7 degrees Z,1 Monoslope roofs 10° ® <_ 30° G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 JOB TITLE Uper Valley Industries - Office Idaho Falls, ID 83401 JOB NO. 08004 SHEET NO. CALCULATED BY M. Andrus DATE 1/8/08 CHECKED BY M. Andrus DATE VI. Seismic Loads: ASCE 7- 0 Occupancy Category: H Importance Factor (I) : 1.00 Site Class: D Ss (0.2 sec) = 60.60 %g S1(1.0 sec) = 19.30 %g Fa= 1.315 Fv = 2.028 http:leqint.cr.usgs.gov/eg-men/html/lookup-200 -interp-06 html Sms = 0.797 Sds = 0.531 Design Category = D Sml = 0.391 Shc = 0.261 Design Category = D Seismic Design Category = D Number of Stories: 1 Structure Type: Not applicable Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame walls with shear panels - wood structural panels /sheet steel panels System Building Height Limit: 65 ft Actual Building Height (hn) =16.0 ft See ASCE7 Section 12.2.5.4 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Factor (R) = 6.5 System Over - Strength Factor (120) = 2.5 Deflection Amplification Factor (Cd) = 4 Sds = 0.531 Shc = 0.261 p = redundancy coefficient Seismic Load Effect (E) = p Q +/- 0.2S D = p QE +/- 0.106D QE = horizontal seismic force Special Seismic Load Effect (E) = Oo QE +/- 0.2S D = 2.5 QE +/- 0.106D D = dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Method Not Permitted Simplified Analysis Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coef. (C = 0.020 Cu = 1.44 Approx fundamental period (Ta) = C = 0.160 sec x= 0.75 Tmax = CuTa = 0.230 User calculated fundamental period (T) = 0 sec Use T= 0.160 Long Period Transition Period (TL) = ASCE7 map = 6 Seismic response coef. (Cs) = SdsI/R = 0.082 need not exceed Cs = Shc I/RT= 0.251 but not less than Cs = 0.010 USE Cs = 0.082 Design Base Shear V = 0.082W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x 2,b G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 JOB NO. USUU4 CALCULATED BY M. Andrus CHECKED BY M. Andrus SHEET NO. DATE 1/8/08 DATE VII. Snow Loads: Roof slope = 18.4 deg Horiz. eave to ridge dist (W) = 38.9 ft Roof length parallel to ridge (L) = 149.0 ft Type of Roof Hip or gable Ground Snow Load Pg = 50.0 psf Importance Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.0 Exposure Factor, Ce Pf= 0.7 *Ce *Ct *I *Pg = 35.0 psf Terrain Exposure of roof Fully Partially Sheltered Pf min = 0.0 psf A n/a 1.1 1.3 Flat Roof Snow Load Pf = 35.0 psf B C 0.9 1.0 1.2 0.9 1.0 1.1 Rain on Snow Surcharge = 0.0 psf D 0.8 0.9 1.0 Unobstructed Slippery Surface (per Section 7.4) = no Above treeline 0.7 0.8 n/a Sloped -roof Factor Cs = 1.00 Alaska -no trees 0.7 0.8 n/a Design Roof Snow Load (Ps) = 35.0 psf ( "balanced" snow load) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the Building Official Minimum = 35.0 psf design roof snow load so as to produce the greatest possible effect - see code. Unbalanced Snow Loads - for Hip & Gable roofs only Larger of 2.38 degrees or 70/W + 0.5 = 2.4 deg Unbalanced snow loads must be applied Windward snow load = 10.5 psf = 0.31's Leeward snow load from ridge to 11.8'= 65.2 psf = My / CIS + Ps Leeward snow load from 11.8' to the eave = 35.0 psf =Ps Leeward Snow Drifts -from adjacent higher roo Upper roof length lu = 120.0 ft LU Projection height h = 6.0 ft Building separation s = 0.0 ft surcharge Load Adjacent structure factor 1.00 Due to Drifting Snow density y = 20.5 pcf Balanced snow height hb = 1.71 ft h hC hd pd he = 4.29 ft � Balanced Snow Load hc/hb >0.2 = 2.5 Therefore, design for drift h Drift height hd = 4.29 ft W o il Drift width w = 18.06 ft Surcharge load: pd = g *hd = 88.0 psf Windward Snow Drifts - Against walls paranets etc more than 15' lon Building roof length In = 25.0 ft Projection height h = 6.0 ft Snow density y = 20.5 pcf Balanced snow height hb = 1.71 ft he = 4.29 ft hc/hb >0.2 = 2.5 Therefore, design for drift Drift height hd = 1.50 ft Drift width w = 6.00 ft Surcharge load: pd = g *hd = 30.7 psf JOB TITLE Uper Valley Industries - Office 91 1 l '6 o Project No. 1 0 , J5 C Date ! —b Prbject Designed By � 1":50 = /O,s(S) 77,x+,3 + 1o,s('Iz�IZ -tZ = g3� 16 s' = DNS C la r�.i� M�� +- caw Jtv rr_ cam = 1 "F Nv F EW 1q.1 ( 5) I'll + T) ( s) 17 b ( = // // /ks F nee IA, = IoL5�(vpj) 4 -7(lq) +- Z(13) +- Iz(mo), _ .23L-1 0 lbs I'--- z 7 4'I_ - / / �2) 2 («11k) = 2 111 114s. ).o = 29397 /mss 0 = ? I- C -4� \ 't�:o e.' 5 n i-vrrre� ( Lf LA ( - A-s't>, .a-- l° 4,- titY�� Z �vylLlU t?�� G &S Structural Engineers Sheet 5 • / \CURRENT DRAWINGS\ 8004\ arch \1_7_08\Al- PW_ADMIN_07.DWG, 1/8/2008 2:31:12 PM, Z s�- Q, Project �U " ' D� Project No. D �U� y Date Designed By 12, ( Zo . 7b� = ) C Zf5`1 lbs bZ' 1� /may . OTIvI b f €'s�M", , toglm ° ,10L ►q(,XO) +- 1vC,j 7- 7/ e, 4) Qr/-,? = t s (14} LO = 67w �o ffD fS�G. Sheet 5 G &S Structural Engineers Project �i /r�s :!�: ' Project No. Date Designed By r / o� r> w/ n O-Z LO� Z & 711& 6 p�r ' E'/' / /lam /Aii / ' 4S /o '990 � �sf (( ,,,A ,(,fly z LSLzvl4,15?-1 & C3) t LO Cam) Z5v 7C� = 98y /mss - �- ���� Lo `tc t 33 G &S Structural Engineers G7-M Sheet ,err f4-." �, Project Project No. Date Designed By z �Z3Yy0 /lI1G) H - 7 - b 35 FI AI- F Z lt�3Z ins yIo `72 37 /rs Z 25 Ff10� = 2 I -p l � -- l�U�i'! 07M 7 7-1 (1 >) Z / ©b 5t S fo/;M L L,5 Cw) f �is)� Z5 (rz•s� = F5 3Y3, , � mace- = /00 S /Sf r 6- G &S Structural Engineers Sheet 3.5- Aa 9 0 ca e Q 36 The Predeflected Holdown (PHD) and HDOE are revolutionary developments in holdown connections. Predeflected during manufacturing, the PHD virtually eliminates deflection from material stretch. Each holdcwn uses SOS screws, which ir:;;izll retu.e fastener slip. 2inc provides E Ureater net section area of fief post 1pared % 1151 S. SPECIAL FEATURES: • Wood screws reduce slip due to overdrilled bolt holes. • Smaller centerline reduces eccentricity in the stud. • No stud bolts to countersink. • Fits easily in a 2x4 stun rrai!. MATERIAL: See table. FINISH: Galvanized. INSTALLATION: • Use all specified fasteners. See General Notes. • Place the PHD or HDO8 over the anchor bolt. • HD08: % of adjustability perpendicular to the wall. • HD08: Use in vertical and horizontal applications. • Install Simpson's SOS' /4x3 wood screws, which are provided with the holdown. (Lag screws will not achieve the same load.) • For an improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. (No washer required.) • See SSTB Anchor Botts, page 33 -34, for anchorage options. The Lerner may specify any alternate anchorage calculated to resist the tension load for a specific job. Anchorage length should take the bearing plate /washer height into account, to ensure adequate length of threads to engage the nut. For 2.2x ano 3x sill plates use SSTBL motels. • To tie double 2x members together, the Designer must determine the fasteners required to bind members to act as one unit without splitting the wood. • See Simpson Anchor Systems for tested, load -rated anchors and request T- ANCHORSPEC for more information. CODES: See page 12 for Code Listing Key Chart. HANGER NOT SHOWN FOR CLARITY Horizontal HDOS Installation A"•rrahr" w ren addirinnat carrasion arotection. Check with factory. Washer provided Holdown r Vertical PHD Installation (shown "flush ", touching sill plate) HD08 may also be installed raised of the sill plate with no increase fd deflection values. . Pressure - treated barrier may be ff�, - . required. t1l V HDO8 Vertical Installation HDO8 r US Patents 6,006,467 and For holdown, per ASTM test standards, anchor 6,327,831 bolt nut should be finger tight plus Ufa to 1 h turn with a hand wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over- torque the nut. - — — Impact wrenches should not be used: 1.Allowable loads have been increased for earthquake or wind lead r:ior,s with no further increase allowed: reduce where other cad durztiens govern. 2.The Designer must specify anchor bolt type, length and embedment. See the SSTB and SSTBL Anchor Bolts (page 33 -34). 3. See page 21 and 29 for retrofit anchor bolt. 4. Loads are based on static tests on wood studs, limited by the lowest of 0.125' deflection, lest ultimate divided by 3, or the wood screw value. 5. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a wood jig. 6. F 1 srrews ins'r::i best with a low speed 1 6' right angle drill with a 3 /6" hex head driver. 7. SDSY.x3 screws are required for rnu ano num b. aoo - nw— loads using shorter screws. 8. When using structural composite lumber columns, screws must be applied to the wide face of the column. 9. Tabulated loads may be doubled when the PHD or 1-11108 are installEd on both sides of the wood member proviorr eHhEr the post is IFrge enough or the holdowns are offset to eliminate screw inler'Vence - s. 10. HD08's compression load requires an additional standard nut and square washer (EP below the holdown. Maximum rod length is 6' from the concrete to achieve 7175 Ibs using A36 steel. It rod length is longer, Designer needs to check rod for buckling capacity. 11. i': ;: ;ir.,um HDCB compression load is 6560 Ihs. wit!; 7.7 >4 rT rne;n + - . c neF;"I] shall tie. `Y roesic.net. h. His HD, 1. Ti c. 2 SDSI /4x3 Screw .3 : US Patent No. 6,109,850 See screw info on page 20 ?J ( e- treated may be sired. higl SD` FIN` INS CD Ch Hi 2. L! 0 3. Hi J1 0 reds MAI FIN' INS COE, a r. 5 Si Dimensions Fasteners Holdown Deflection Holdowns Deflection No, of Allowable Tension Loads Allowable Tens ion Loads at Highest at Highest Code Model Ga Anchor Simpson OF/SP SPF/HF Allowable Allowable Ref. No. W H 8 rt SDSI /4x3 Dia. Wood (133/160) (133/160) Design Load Design Load Screws Flush Raised PHD2 -SDS3 14 3 9 2 1% 6 /6 10 3610 3375 .063 .081 31 98 P14D5 SDS3 14 3 11 2 1 s/6 14 4685 4380 .077 .077 122,140 PHD6 -SDS3 112 1 3 2 1%1 IA 18 5860 5480 .068 .073 PHD8 -S0S3 deleted —see HD08 -SDS3 ano hDUB- SDS2.5 Holdown No. of Allowable Allowable Allowable Deflection Model Model Anchor SDS/ /4x3 Compression Tension Loads Tension Loads at Highest Code Ref. Ga W H 8 q Dia. Wood Load" OF/SP SPF/HF Allowable Screws (Ibs) (1331160) (133/160) Tension Design Load HD08 -SDS3 7 i 2 14 2 , 1 L '/6 20 1. 7175 _ _ _8325 7210 .052 45, 106, 126 1.Allowable loads have been increased for earthquake or wind lead r:ior,s with no further increase allowed: reduce where other cad durztiens govern. 2.The Designer must specify anchor bolt type, length and embedment. See the SSTB and SSTBL Anchor Bolts (page 33 -34). 3. See page 21 and 29 for retrofit anchor bolt. 4. Loads are based on static tests on wood studs, limited by the lowest of 0.125' deflection, lest ultimate divided by 3, or the wood screw value. 5. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a wood jig. 6. F 1 srrews ins'r::i best with a low speed 1 6' right angle drill with a 3 /6" hex head driver. 7. SDSY.x3 screws are required for rnu ano num b. aoo - nw— loads using shorter screws. 8. When using structural composite lumber columns, screws must be applied to the wide face of the column. 9. Tabulated loads may be doubled when the PHD or 1-11108 are installEd on both sides of the wood member proviorr eHhEr the post is IFrge enough or the holdowns are offset to eliminate screw inler'Vence - s. 10. HD08's compression load requires an additional standard nut and square washer (EP below the holdown. Maximum rod length is 6' from the concrete to achieve 7175 Ibs using A36 steel. It rod length is longer, Designer needs to check rod for buckling capacity. 11. i': ;: ;ir.,um HDCB compression load is 6560 Ihs. wit!; 7.7 >4 rT rne;n + - . c neF;"I] shall tie. `Y roesic.net. h. His HD, 1. Ti c. 2 SDSI /4x3 Screw .3 : US Patent No. 6,109,850 See screw info on page 20 ?J ( e- treated may be sired. higl SD` FIN` INS CD Ch Hi 2. L! 0 3. Hi J1 0 reds MAI FIN' INS COE, a r. 5 Si Anchor Diameter: 5/81 Maximum Allowable Uplift Load: 3,610 lbs. Installation: Use all specified fasteners. Refer to the current Based on DFUSYP 3" member Wood Construction Connectors and Anchor Systems catalog for Required Fasteners: 10- SDSI /<x3 General Notes, limited warranty and other product information. This Table is for Normal weight concrete Solution Type Anchor Type Anchor Model Embed Depth in Concrete (in) Edges 2000 psi 1 3000 si 1 4000 psi M i AT RFB #5X8 4 RFB #5X10 5 Adhesives ET SET Endi7',Y RFB #5X8 3 3/4 RFB #5X10 1 capsule @ 5 VGC62 Edget7W Mechanical Wedge All WA62812 N/A I N/A 4 112;. 41/2 SSTB Cast -in -Place SAB Bolt SSTB N/A SSTB16[ SSTB24L 55T61f11 SSTB24L SSTBi61 I SAB5/8 F 7 INSTALLATION AT Adhesives ET SET FOR ONE RFB #5X10 f 17 7/16 5.11-2' 7 7/16 52' 7 7/16 End2Th" RFB #5X16 12 a 12 5r' 12 5. RFB #5X10 73/16 5y ; 73/16 5W 5 RFB #5X16 2 capsules @ 10 VGC62 Min. Edge = '�'" Mechanical N/A N/A N/A Cast -in -Place SSTB SAB Bolt SSTB N/A S t SSTB24L SST6�6° SSTB24L SST6161 SAB5 /81- 7 1 t a i �• l We vi I 1 11 II AT 9 3/8 116 9 3/8 7ri7116' 9 3/8 1 116 12 Adhesives ET SET RFB #5X16 M. ^• End = s" 93/8 19 3/8 [7 31114 9 3/8 <:3l1> 2 capsules @ 10 VGC62 Min. Edge t1 = Mechanical N/A N/A N/A Cast -in -Place SSTB SSTB N/A S9816L SSTB24L SSTBj6L SSTB24L SSTBj6[ Adhesives SET RFB #5X16 12 6" or e" Min. End =S" Min Edge = t'/." _ 10 Mechanical N/A N/A N/A Cast -in -Place SSTB SSTB N/A SSTB161 SSTB24L SSTB161 SSTB24L SSTB6C __I_..I_._, . a,:,...,, .1,,... —;hi. —lift of 3 Ri Ihs fnr anv 1. flIlu 1U. JVI LI LI.— i-L ..._. _ -"- ..- r connector covered on this page. Do not use this load to select a connector —see the Wood Construction Connectors Catalog for allowable loads. 2. These anchors are based on a 2x sill plate and a minimum embedment depth. IUUIIU Ilt L7G4uu14 Vey .� t m u gy Section 1612:3 2 olf thi UBC Refer to the IBC:`Bas[c and Altematetoad i;onibinatiom': discussion ir►.the beginnifi W 0 f ourcurrent High Wnd- ResrstantConstruchon r. he anation; 40 d poured iemwall ition n \ SL-7 str apneHoidown 1 1 1 This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. 0 cc c Q 42 The STHD is an embedded strap tie holdown with high load capacity and a staggered nail pattern to help minimize splitting. The latest version of the STHD strap tie holdown incorporates many new features that improve installation and function. When used in conjunction with the StrapMate' you have a system that helps prevent both parallel and perpendicular movement during installation relative to the form. Allows for accurate location of the STHD's and reduces the possibility of spatting! FEATURES • The strap nailing pattern allows for nailing to the edges of double 2x's. • A slot below the embedment line allows for increased front to back concrete bond and reduced spatting. • Strap nail slots are countersunk to provide a lower nail head profile. • Rim joist models accommodate up to a 17' clear span without any loss of strap nailing. MATERIAL: LSTHD8, LSTHD8RJ -14 ga, all others -12 ga. FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. • See Post Tension information on page 43. • Install before concrete pour with a StrapMate, or other holding device. • Nail strap from the bottom up. Strap may be bent one full cycle. • Bending the strap 90• to aid wall placement may cause spatting behind the strap. If the spall is 1" or less, measured from the embedment line to the bottom of the spall, full loads apply. For spalls between 1" and 4' (see illustration), the allowable load is 0.90 of the table loads. Any portion of the strap left exposed should be protected against corrosion. • For two pour installations spalling is measured from the first pour. • Where fewer fasteners are used in the structural wood member, reduce loads according to the code. • Unless otherwise noted, do NOT install where: (a) a horizontal cold joint exists within the embedment depth between the slab and foundation wall or footing beneath, unless provisions are made to transfer the load, or the slab is designed to resist the load imposed by the anchor; or (b) slabs are poured over concrete block foundation walls. • To get the full table load, the minimum center- to-center spacing is twice the embedment depth when resisting tension toads at the same time. • There is an increase in the amount of deflection if the strap is installed on the outside of the shear panel instead of directly to the framing. Ask for Form T- PLYWOOD for complete details. • FOUNDATION CORNERS: Nail quantities may be reduced for less than l corner distance design toads —use the code allowable loads for fasteners in shear. • To tie double 2x members together, the Designer must determine the fasteners required to bind members to act as one unit without splitting the wood. • Additional studs attached to the shearwall studs or post may be required by the Designer for wall sheathing nailing. • Wood shrinkage after strap installation across horizontal members may cause strap to buckle outward. CODES: See page 12 for Code Listing Key Chart. r 3' I STHD L X U.S. Patent 5,813,182 .r N, Embedment Line (Top of Concrete) l STHD8 = + STHD10, STHD14 = 4 - 5 3D'MIN. REBAR LENGTH Typical STHD14RJ F Rim Joist Application Typical STHD Edge Installation (for two pour, see footnote 5.) 2x Embedment Length + 12' Min. Rebar Length Model No. Standard /Rim Joist Min Stem Strap Length (L) I Nails NAILE Ref. End Distance - P ORTIO N Rim Joist Model , ,5• s 1'/z" I. 'h" 1 I. Yz" IND l 2000 psi Concrete 2500 psi Concrete 3000 psi Concrete LSTHD8 / LSTHD8RJ STHD8 /STHD8RJ 6 6 — I 2 21% 35 _35 8 8 24 - sin 24 -16d sinker 1695 1760 1695 2050 s 1825 1950 3D'MIN. REBAR LENGTH Typical STHD14RJ F Rim Joist Application Typical STHD Edge Installation (for two pour, see footnote 5.) 2x Embedment Length + 12' Min. Rebar Length Model No. Standard /Rim Joist Min Stem Strap Length (L) I Nails Allowable Tension Loads (DF/SP/HF/SPF) (133 & 160) Ref. End Distance - Std Model Rim Joist Model , ,5• s 1'/z" I. 'h" 1 I. Yz" 1 l 2000 psi Concrete 2500 psi Concrete 3000 psi Concrete LSTHD8 / LSTHD8RJ STHD8 /STHD8RJ 6 6 — I 2 21% 35 _35 8 8 24 - sin 24 -16d sinker 1695 1760 1695 2050 1695 2345 1825 1950 1825 2210 1 1825 2385 1950 2135 1950 2370 1950 2425 �2 121 STHD70 / STHDI0RJ 6 23 36% 10 28 -16d sinker 2035 2575 3295 3730 3730 3730 3730 3730 3730 STHD14 / STHDI4RJ 6 31% 39% 14 38 -16d sinker 3235 4220 4805 5025 5025 5025 5025 5025 5025 L_STHD_B / L STHD8 R J j STHD8 / STHD8RJ 8 21% 8 21% j 35 8 8 24 - 16d sinker 24 -16d sinker 1 1695 1695 1695 1 1_ ; 2370 233_5 i 195 » 1950 2370 195 2975 32 28 122 35Ye � 2370 2370 3195 2370 � 2370. 3195 STHD10 / STHDI0RJ ]EM 36% 10 28 -16d sinker 2745 5 3725 0 3730 3730 3730 3730 1 STHD14 /STHD14RJ 39% 14 38- 16dsinker 3865 E4430 5785 5025 5025 1 5785 5025 5025 5785 1.'RJ' after the model indicates STHDs for rim joist applications, e.g. STHD8RJ. 2. STHD14RJ on 8" stemwall requires 30-16d sinkers, with the (le) load at 133% of 4960 lbs. 3. 10d commons or 12d common na4s may be used with no load reduction. 4. Minimum nail end distance to prevent splitting is 10 x diameter, 1 for 16d sinkers. 10d common and 12d common. 5. For two pour with 4' slab or less. The STHD14 load at 1 /2' end distance 2000 psi is 3235 lbs. and 4220 Ibs. at 14" end distance. The STH010 at the same condition is 2035 lbs. for 1 /2' end distance, and 2750 lbs. at 10' end distance. 6. Allowable loads have been increased for earthquake or wind load durations with no further increase allowed: reduce where other load durations govern. 7. Strap may be bent one full cycle. (Bent horizontal g0° then bent vertical.) 8. Calculate loads using straight line interpolation for corner distances between ,h' and le. 9. STHD14 and STHD14RJ installed on HF /SPF in an 8' stemwall: the le load is 5280 lbs. 10. Post design shall be by Designer. 11. Loads shown apply to post tension slabs when one 04 rebar (minimum) is installed as shown on page 43. 12. NAILS. 16d sinker = 0.148" dia. x 3 long See page 16 -17 for other nail sizes and information. 13. STH014 and STHD10 allowable loads for an End Installation Condition (Not a Corner) at , i' end distance. 6 -inch stem wall. 2500 psi concrete. are 3105 and 2095 Ibs respectively 14. STHD14 allowable loads for an end installation. 8 -inch stem wall. 2500 psi concrete. VV' and 1 end distances are 3645 and 4200 Ibs respectively. 15. STHD14 allowable load for an end installation. 10 -inch stem wall. 1 12" end distance and 2500 psi concrete is 4500 lbs. 0 W Project �.� f� <: 'r�` '"nF` Project No. .� Date Designed By E f �:.'� � �� � s' Y1�' `✓fl� �F4— �_. �I': �:�I':r".�.'= �^�' - �F c "�1C'.1 � �/ vu/ f L ww 5 "rid - Zy ) /•l��U �/?�f%s'C_t' Gz� ��l' 17 G'�!7��4i+'G�r:�'rr F'i��`"" : �'C.a � G+,'.���?,/�,. f"�•.j/,�". �1e22an�n - Zdat S x l 3 -1 �A xI-I LVL- --� Z - L.VL 3 -1��X tZ 1 V - L P 1A �, &,-, 4' 2 " ".,;� UJ rl j 0 55rll 6 k w t 1- ',` Uf 1J L ?" CQ `1 Sheet �,, / � pa LA-1 p : 99D p' ws�. \N vJ✓�. Z? G &S Structural Engineers 3 -1 �A xI-I LVL- --� Z - L.VL 3 -1��X tZ 1 V - L P 1A �, &,-, 4' 2 " ".,;� UJ rl j 0 55rll 6 k w t 1- ',` Uf 1J L ?" CQ `1 Sheet �,, / ;GnE vnv - rBusinez 11 7/8 TJI@ 110 @ 24 o/c TJ -Beam 6.20 Serial Number. 7005112903 User.2 1019/200611:53:32 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page 1 Engine Version: 6.20.16 APPLICATION AND LOADS LISTED Member Slope-, 4112 Roof Si17P" 2 4 2 All dimensimrrs are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 35.0 Live at 115 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead/Uplifdrotal 1 Stud wall 3.50" 3.50" 525 /237 10 /762 RI: Blocking 1 Ply 11 718" TJI ®110 2 Stud wall 3.50" 3.50" 525 /237 / 01762 R1: Blocking 1 Ply 11 7/8" TJI®110 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): R1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 741 -733 1794 Passed (41%) Rt end Span 1 under Snow loading Vertical Reaction (Ibs) 741 741 1553 Passed (48 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 2702 2702 3467 Passed (78 %) MID Span 1 under Snow loading Live Load Defl (in) 0.366 0.769 Passed (U504) MID Span 1 under Snow loading Total Load Dell (in) 0.531 1.025 Passed (U347) MID Span 1 under Snow loading - Deflection Criteria: STANDARD(LI-11240,TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. - (Minimum cut length) = (Overall horizontal length) x 1.054 + 3 15116" PROJECT INFORMATION: OPERATOR INFORMATION: Mark Andrus G &S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Phone : (208)523 -6918 Fax (208)523 -6922 mdandrus@dataway.net a Weyerhaeuser Business COMPAN Y PROJECT WoodWorksC Mark Andrus G &S Structural Engineers Idaho Falls, Idaho SOMARE FOB WOOD WhGN Oct. 9, 2006 11:51:56 IRAarAl Design Check Calculation Sheet Sizer 2004 LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 250.0 No Load2 Snow Full UDL 438.0 Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : _`- 0' 17'-6" Dead 2187 2187 Live 3633 3833 Total 6020 6020 Bearing: LC number 2 2 1.5 1.5 - Length LVL n -ply, 1.8E, 260017b, 1-3/4x14", 3 -Plys Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: (lbs, lbs-ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear fv = 106 Fv' = 328 fv /Fv' = 0.32 Bending( +) fb = 1843 Fb' = 3044 fb /Fb' = 0.61 Dead Defl'n 0.24 = L /860 Live Defl'n 0.43 = L/490 0.58 = L/360 0.73 Total Defl'n 0.79 = L/264 0.88 = L/240 0.91 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2600 1.15 - 1.00 1.000 0.98 - 1.04 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.OD 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 26338 lbs -ft Shear : LC# 2 = D +S, V = 6020, V design = 5217 lbs Deflection: LC# 2 = D +S EI= 720.29e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s =S 12, X =L +S or L +C, - =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT -UP SCL - BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY PROJECT 0od W Wo r ks � Mark Andrus G &S Structural Engineers Idaho Falls, Idaho Oct. 9, 2006 11:40:15 Design Check Calculation Sheet Sizer 2004 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 554.0 No Load2 Snow Full UDL 990.0 Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : WKE 0' 6' -8" Dead 1647 1647 Live 3300 3300 Total 5147 5197 Bearing: LC number 2 2 2.0 2.0 - Len g th LVL n -ply, 1.8E, 2600Fb, 1- 314x9 -112 ", 2 -Plys Lateral support: top= full, bottom= at supports; Load combinations: [CC-IBC; SECTION vs. DESIGN CODE NDS -2001: ( Ibs, Ibs -ft, or in) Criterion Anal Value Desi Value Anal Shear fv = 177 Fv' = 328 fv /Fv' = 0.54 Bending( +) fb = 1955 Fb' = 3086 fb /Fb' = 0.63 Dead Defl'n 0.05 = <L/999 Live Defl'n 0.10 = L/818 0.22 = L/360 0.99 Total Defl'n 0.16 = L/444 0.33 = L/240 0.59 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2600 1.15 - 1.00 1.000 1.03 - 1.00 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Bending(+): LC# 2 = D+S, M = 8579 lbs -ft Shear : LC# 2 = D +S, V = 5147, V design = 3925 lbs Deflection: LC# 2 = D +S EI= 225.06e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s =S /2, X =L +S or L +C, - =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4., BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY PROJECT WoodW r ks Mark Andrus G &S Structural Engineers !! Idaho Falls, Idaho SOITWARr MR WOOD DESIGN Oct. 9, 2006 11:47:17 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Full UDL 554.0 No Load2 Snow Full UDL 990.0 Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : w a 0 ' 91 Dead 2493 2493 Live 4455 4455 Total 6948 6948 Bearing: LC number 2 2 1.8 1.8 - Length LVL n- ply, 1.8E, 260017b, 1-3/4x9-1/2", 3 -Plys Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( Ibs, Ibs -ft, or in) Criterion Analysis Value Desi n Value Analysis/Design Shear fv = 172 Fv' = 328 fv /Fv' = 0.53 Bending( +) fb = 2376 Fb' = 3209 fb /Fb' = 0.74 Dead Defl'n 0.12 = L/891 Live Defl'n 0.22 = L/498 0.30 = L/360 0.72 Total Defl'n 0.40 = L/271 0.45 = L/240 0.88 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2600 1.15 - 1.00 1.000 1.03 - 1.04 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 15633 lbs -ft Shear : LC# 2 = D+S, V = 6948, V design = 5726 lbs Deflection: LC# 2 = D +S EI= 225.06e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s =S /2, X =L +S or L +C, _ =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT -UP SCL - BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. Project fC,r.�r;. fa,f -� Project No. 003072 Date G ~D� f Designed By a�—�-;,�,- A16 -4 /4,-.;4 A.�,t ' R saw SL 87� --� z - OL 1 !3U frxrr S L z 2 -2X DL �D AJWA 54 _ x/90 ---a 2 - ZX f5 2 vu t !iiilcJ �' - L 1' (>, N ^ a'r G/1 S L c ""'7B• -' LX Lb ' s V Sa 17-U0 G 1,7'3' ?i 4n - f�oc LI ,Z7 ref -fist- ,�c�++r : S = I W y nL cap Z - =��, 4� �vL Gcw- t - 30V d " -- V' M = Z S 9 5 SA r 10. I `l V = / FKQPytI v [A)WI G &S Structural Engineers Sheet �/ COMPANY PROJECT WoodWo Mark D. Andrus, PE G &S Structural Engineers Jan. 9, 2008 11:09 SOFTWARE FOR WOOD DFSIGW Beam1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 130.0 plf Load2 Snow Full UDL 878.0 if MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : "si'' s � ,� y g a h �-trt� i - ^r�`ra y , � s a �,5•?�'^ � +' .s,. .� �,.4;a.wr� -mod 1 0' 4' -6'4 Dead 309 304 Live 1976 1976 Total 2280 2280 Bearing: Load Comb #2 #2 Len 1.22 1.22 Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys Self- weight of 5.17 plf included . in loads; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal Value Desi Value Anal Shear fv = 115 Fv' = 207 fv /Fv' = 0.56 Bending( +) fb = 1171 Fb' = 1231 fb /Fb' = 0.95 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.05 = <L/999 0.15 = L/360 0.35 Total Defl'n 0.06 = L/880 0.22 = L/240 0.27 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.991 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 2280, V design = 1668 lbs Bending( +): LC #2 = D +S, M = 2565 lbs -ft Deflection: LC #2 = D +S EI= 76e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 5.2 COMPANY PROJECT W ood0 a j ,O � � Mark D. Andrus, G &S Structural Engineers V \ 1/ J Jan. 9, 2008 11:09 SOFTWARE F'OR WOOD DESIGN Beam1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 80.0 plf Load2 Snow Full UDL 140.0 if MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1 6 { Dead 255 255 Live 420 420 Total 675 675 Bearing: Load Comb #2 #2 Len 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys Self - weight of 5.17 plf included in loads: Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2006: Criterion Anal Value Desi Value Anal Shear fv = 37 Fv' = 207 fv /Fv' = 0.16 Bending( +) fb = 463 Fb' = 1227 fb /Fb' = 0.38 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.13 Total Defl'n 0.04 = <L/999 0.30 = L/240 0.14 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL Cr Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.988 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 675, V design = 539 lbs Bending( +): LC #2 = D +S, M = 1013 lbs -ft Deflection: LC #2 = D +S EI= 76e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 53 COMPANY PROJECT WoodWorks Mark D. Andrus, PE G &S Structural Engineers Jan. 9, 2008 11:09 SOFTWARFFO$ WOOD I SIG!7 Beam1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 280.0 plf Load2 Snow Full UDL 490.0 if MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1 4' -6'1 Dead 642 642 Live 1102 1102 Total 1744 1744 Bearing: Load Comb #2 #2 Len 0.93 0.93 Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys Self- weight of 5.17 plf included in loads; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal Value Desi Value Anal Shear fv = 88 Fv' = 207 fv /Fv' = 0.93 Bending( +) fb = 896 Fb' = 1231 fb /Fb' = 0.73 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.03 = <L/999 0.15 = L/360 0.20 Total Defl'n 0.05 = <L/999 0.22 = L/240 0.21 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.991 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 1744, V design = 1276 lbs Bending( +): LC #2 = D +S, M = 1962 lbs -ft Deflection: LC #2 = D +S EI= 76e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. s COMPANY PROJECT Wood ° Mark D. Andrus, ng G &S Structural Engineers Jan. 9, 2008 11:16 Beam1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 180.0 plf Load2 Snow Full UDL 315.0 if MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : gv Y�•� �t.z. ���F y{ ^":F� '"�*s.. tt, - p ''`'' .� ' °' L y�x p..y�:s� t _I 6 Dead 555 555 Live 945 945 Total 1500 1500 Bearing: Load Comb #2 #2 Len 0.80 0.60 Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys Self- weight of 5.17 pif included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2006: Criterion Anal ss Vue Desi Value Anal ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.988 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 1500, V design = 1198 lbs Bending(+): LC #2 = D +S, M = 2251 lbs -ft Deflection: LC #2 = D +S EI= 76e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. ial Shear fv = 83 Fv' = 207 fv /Fv' = 0.40 Bending( +) fb = 1028 Fb' = 1227 fb /Fb' = 0.89 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.06 = <L/999 0.20 = L/360 0.30 Total Defl'n 0.10 = L/752 0.30 = L/240 0.32 COMPANY PROJECT Mark D. Andrus, PE WoodWorks° G &S Structural Engineers Jan. 9, 2008 11:11 SUFINARF FUR WOO!) DFSff.R Beam1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf ) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 10, 4' -6'1 Load Type Distribution Magnitude Location [ft] Units Live 1872 Bending( +) 1593 Fb' = 1428 Start End Start End 2960 0.02 = <L/999 2520 Loadl Dead Full UDL 280.0 0.24 plf #2 Load2 Snow Full UDL 490.0 plf Length 1.05 Load3 Dead Point 720 1.75 lbs Load4 Snow Point 1260 1.7 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 10, 4' -6'1 Lumber n -ply, D.Fir -L, No.2, 2x8 ", 3 -Plys Self- weight of 7.75 pif included in loads; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Dead 1087 Analysis/Design 927 Shear fv = 114 Live 1872 Bending( +) 1593 Fb' = 1428 fb /Fb' = 0.85 Total 2960 0.02 = <L/999 2520 Bearing: 0.04 = <L/999 0.15 = L/360 0.24 #2 0.06 = L/933 #2 0.26 Load Comb Length 1.05 0.90 Lumber n -ply, D.Fir -L, No.2, 2x8 ", 3 -Plys Self- weight of 7.75 pif included in loads; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 114 Fv' = 207 fv /Fv' = 0.55 Bending( +) fb = 1214 Fb' = 1428 fb /Fb' = 0.85 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.04 = <L/999 0.15 = L/360 0.24 Total Defl'n 0.06 = L/933 0.22 = L/240 0.26 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 2960, V design = 2490 lbs Bending(+): LC #2 = D +S, M = 3989 lbs -ft Deflection: LC #2 = D +S EI= 76e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. COMPANY PROJECT od M ark D. Andrus, G &S Structural Engng ineers Jan. 9, 2008 11:12 SORWARr FOR WOOD Or51G!J Beam1 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 280.0 plf Load2 Snow Full UDL 990.0 plf Load3 Dead Point 720 1.75 lbs Load4 Snow Point 1260 1.75 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : . � , �� "%a - .�_.s �•-- " 1 0 . 4' -6'1 Dead 1092 932 Live 1872 1593 Total 2964 2524 Bearing: Load Comb #2 #2 Len 1.13 0.96 LVL n -ply, 1.8E, 2600Fb, 1- 3/4x9 -1/2 ", 2 -Plys Self- weight of 9.58 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal Value Desi Value Anal Shear fv = 106 Fv' = 328 fv /Fv' = 0.32 Bending( +) fb = 910 Fb' = 3136 fb /Fb' = 0.29 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.02 = <L/999 0.15 = L/360 0.12 Total Defl'n 0.03 = <L/999 0.22 = L/240 0.13 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.15 - 1.00 0.985 1.03 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Emin' 0.93 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +S, V = 2964, V design = 2347 lbs Bending( +): LC #2 = D +S, M = 3993 lbs -ft Deflection: LC #2 = D +S EI= 225e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT -UP SCL - BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. -s 7 COMPANY PROJECT Mark D. Andrus, PE G &S Structural Engineers WoodWorks Jan. 9, 2008 11:12 9017WARF FOR WOOD DESIGN Beam1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf ) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (In) R 'k15 0 T -61 Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys Self- weight of 5.17 plf included in loads; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2006: Criterion Analysis Value Design Value Anal, sis /Desi n Shear fv = 136 Fv' = 207 fv /Fv' = 0.66 Bending( +) fb = 1205 Fb' = 1233 fb /Fb' = 0.98 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.02 = <L/999 0.12 = L/360 0.21 Total Defl'n 0.04 = <L/999 0.18 = L/240 0. ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.993 1.200 1.00 '1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 3017, V design = 1976 lbs Bending( +): LC #2 = D +S, M = 2640 lbs -ft Deflection: LC #2 = D+S EI= 76e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. Load Type Distribution Magnitude Location [ft] Units 1914 Live Start End Start End 3017 Loadl Dead Full UDL 625.0 Bearing: plf Load2 Snow Full UDL 1094.0 if 5.8 1103 Dead 1103 1914 Live 1914 3017 Total 3017 Bearing: #2 Load Comb #2 1.61 Len th 1.61 5.8 COMPANY PROJECT G&S Structural Engineers WoodWorkso Jan. 9, 2008 11:13 Beaml Design Check Calculation Sheet Sizer 7.0 LOADS (lbs,psf,orplf) :_ Load Type Distribution Magnitude Location [ft] Units I I Start End Start End MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): Dead 2221 2221 Live 3829 3829 Total 6050 6050 Bearing: #2 Load Comb #2 — Length 2.30 2.30, Self-weight of 9.58 pff included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Dead Deflln 0.08 = <L/999 ADDITIONAL DATA: Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. ~ o en_ 11 7/8" TJIB 360 @ 16" o/c YpVkycdiacuur Basin= TJ -Beam® 6.20 Serial Number: 70D5112903 User. 2 10/91200612:15:47 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page 1 Engine Version: 6.20.16 APPLICATION AND LOADS LISTED (l LJ t 17` 8tt Product Diagram is COnaeptuah LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Liv SUPPORTS: Input Bearing Width Length 1 Stud wall 3.50" 3.50" 2 Stud wall 3.50" 3.50" ing Areas (psf): 95.0 Live at 100 % duration, 15.0 Dead Vertical Reactions (Ibs) Detail Other Live/DeadNpl!ft/Total 1108 /175 / 0 /1283 Al: Blocking 1 Pty 117/8" TJIO 360 1108 /175 / 0/1283 Al: Blocking 1 Ply 11 7 /B" TJI® 360 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Al: Blocking DESIGN CONTROLS Maximum Design Control Control Location Shear (Ibs) 1253 -1241 1705 Passed (73 %) Rt end Span 1 under Floor loading Vertical Reaction (Ibs) 1253 1253 1505 Passed (83 %) Bearing 2 under Floor loading Moment (Ft -tbs) 5350 5350 6180 Passed (87 %) MID Span 1 under Floor loading Live Load Deft (in) 0.572 0.569 Passed (L/359) MID Span 1 under Floor loading Total Load Dell (in) 0.662 0.854 Passed (1-1310) MID Span 1 under Floor loading TJPro 47 45 Passed Span 1 - Deflection Criteria: Spec1fied(LL'L/360,TL:L12 - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED r NAILED wood decking. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3'6" o/c unless detailed otherwise. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23132" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None., A structural analysis of the deck has not been performed by the program. Comparison Value: 1.79 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Copyright 0 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I JoistTM,Pro" and TJ -Pro" are trademarks of Trus Joist. OPERATO INFORMATION: Mark Andrus G &S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID B3401 Phone (208)523-6918 Fax (208)523-6922 m dandrus @dataway.net Carl P roject /� Project No. Date 1 �2- ?U'UZv Designed By r ✓�?GF� vn .S r, + 1�1r/ (f� E G�cd, -( ry3r Xe� --!' �l �..� � � �3�� = � ►a Pl y � �f9✓� �i"i�' .,S'� Gam- y✓r;��.o 4A-)l Z- �f- r /arl� t Ip YZ G &S Structural Engineers r• c ! 1r•.r�1 � a� Sheet 7I Company G & S Structural Engineers January 9, 2008 Designer Mark Andrus Job Number : 08004 Upper Valley Industries - Office Checked By: Sketch D C 1 ft Details F. 5 in Z X A 0 0 1 ft Controlling Z direction steel requires the following placement: Region 1 (starts at A): 2 in Steel: .2 in #4 @NA) Region 2 (middle): 12 in Steel: .39 in (2 #4 @12 in) Region 3 (ends at D): 2 in Steel: .2 in 2 (1 #4 @NA) Bottom Rebar Plan c L ,; D Geometry, Materials and Criteria Length :1 ft eX : 0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :1.333 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :8 in Concrete fc :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code :ACI 318 -02 Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65 Loads P (k) Vx (k) Vz (k) Mx (k -ft ) Mz (k -ft) Overburden (psf) DL .414 100 LL +P +Vx +Vz +Mx +Mz +Over 11 1 1 1 A D D C D .,,,..,C A x D RISAFoot Version 2.Oa [Untitled.rft] Page 1 7 Z— Footing Elevation C Company G & S Structural Engineers January 9, 2008 Designer Mark Andrus Job Number : 08004 Upper Valley Industries - Office Checked By: Soil Bearing Description Categories and Factors Gross Allow.(psf) Max Bearing psf) Max/Allowable Ratio ASCE 2.4.1 -1 1DL 1500 1 531.411 A .354 ASCE 2.4.1 -2 1 DL +1 LL 1500 1 1139.06 A .759 Footinq Flexure Design (Bottom Bars) n, , .;., nnrl Gor#nre Mi -XX (L--ft) 7 nir AR (in 1 W -7Z (k -ft) X Dir As (in 2 ) ACI 9 -1 1.4DL +1.7LL 2.9609e -7 1.05276e -8 .099 .004 ACI9 -2 1.05DL +1.275LL +1.275WL 2.22067e -7 7.89573e -9 .074 .003 ACI9 -3 .9DL +1.3WL 7.96917e -8 2.83348e -9 .027 .000943954 IBC 16 -5 1.2131-+1 LL +1 EL 2.07506e -7 7.37798e -9 .069 .002 IBC 16 -6 .9DL +1 EL 7.96917e -8 2.83348e -9 .027 .000943954 Note: Overburden and footing self weight are included in the DL load case. Footin-g Shear Check Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 9.998 k One Way (Z Dir. Cut) Vc: 7.5 k Punching X Dir. Cut Z Dir. Cut n.a....i..... 4 C.,.+#..re- \/n /L\ \/n /Alt- \/I 1W VWcAlC VI1(k) Vu /cnVc ACI9 -1 1.4DL +1.7LL NA NA .001 0 .001 0 ACI9 -2 1.05DL +1.275LL +1.275WL NA NA .00088827 0 .00088827 0 ACI9 -3 .9DL +1.3WL NA NA .000318767 0 .000318767 0 IBC 16 -5 1.2131-+1 LL +1 EL NA NA .000830022 0 .000830022 0 IBC 16 -6 .9DL +1 EL NA NA .000318767 0 .000318767 0 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.Oa [Untitled.rft] Page 2 73 Company G & S Structural Engineers October 9, 2006 Designer Mark Andrus Job Number : 06255 Upper Valley Industries Checked By: C4nfnh 0 5 in Z X G 0 1 ft Controlling Z direction steel requires the following placement: Region 1 (starts at A): 1.98 in steel: .2 in #4 @NA) Region 2 (middle): 12 in Steel: .39 in (2 #4 @12 in) Region 3 (ends at D): 1.98 in Steel: .2 in 2(1 94 @NA) Bottom Rebar Plan q Geometry, Materials and Criteria 52 Length :1 ft eX : 0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi. Width :1.33 ft eZ : 0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :8 in Concrete fc :2.5 ksi Maximum Steel :.0075 - Height :0 in pZ :12 in Design Code :ACI 318 -02 +Over 11 11 A D Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65 Loads P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden ( psf) DL 52 LL 81 +P +Vx +Vz �x +Mx +Mz +Over 11 11 A D D C D C A D RISAFoot Version 2.Oa [Untitled.rft] Pag 1 f� C Footing Elevation Company : G & S Structural Engineers October 9, 2006 Designer . Mark Andrus Checked By: Job Number : 06255 Upper Valley Industries Soil Bearin Description Categories and Factors Gross Allow.(s Max Bearin 4SCE 2.4.1 -1 1 D 1500 ----+ 11 4SCE 2.4.1 -2 1 DL +1 LL 1500 1220.83 A B A B D C D C 1 DL \^ 314524e -7 1 DL +1 LL QA: 611.811 psf QA: 1220.83 psf QB: 611.811 psf QB: 1220.83 psf QC: 611.811 psf QC: 1220.83 psf QD: 611.811 psf QD: 1220.83 psf NAZ: -1 in NAZ: -1 in NAX: -1 in NAX:-1 in Max/Allowable Ratio .408 .814 F ooting Flexure Design (Bottom Bars) z R A.. vv /1_f+ 7 Nr ac rn I Mu -ZZ (k -ft) X Dir As (in ) Description ACI 9 -1 ACI 9 -2 ACI 9 -3 IBC 16 -5 IBC 16 -6 hale ones and raGwla 1.4DL +1.7LL \^ 314524e -7 - 1.11831 a -8 .104 .004 1.05DL +1.275LL +1.275WL 2.35893e -7 8.38731 a -9 .078 .003 +1.3WL 9.15422e -8 3.25483e -9 .03 .001 .9DL 1.2DL +1 LL +1 EL 2.23306e -7 7.93978e -9 .074 .003 .9DL +1 EL 9.15422e -8 1 3.25483e -9 .03 .001 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.Oa [Untitled.rft] Page 2 Project ���� /i.�- a��° Project No. Date Designed By !77 AC 4:1 E�S ? 4-i (p Lit i ��,� ; ►- - �,3� L /p ?7 L z , 6 lS SO G &S Structural Engineers )C> K ZLo "X 7— v►I aw Z = q X 2'- Sheet '7, Lp Company G & S Structural Engineers July 11, 2006 Designer Mark Andrus Job Number: 06255 Upper Valley Industries Checked By: Sketch mx 0 =7 X <—i a 11.25 in Z V _ T C) Lo M D Footing Elevation 11.25 in i X Dir. Steel: .98 in (5,#4) Z Dir. Steel: .98 in (5 #4) Bottom Rebar Plan Geometry Materials and Criteria Length :4.333 ft eX : 0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :4.333 ft eZ : 0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :8 in Concrete f :2.5 ksi Maximum Steel :.0075 Height : 0 in pZ :12 in Design Code : ACI 318 -02 Footing Top Bar Cover :3.6 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65 Loads P k) Vx k Vz k Mx (k -ft) Mz (k -ft) Overburden ps DL 3.96 100 LL 17.73 +p +Vx +Over +Mz 11 111 +Vz � +Mx A D D D C A D RISAFoot Version 2.Oa [Untitied.rft] Page 1 1.667 ft A �---� w m w m - 7r1 4.333 ft 4.333 ft Company G & S Structural Engineers Designer Mark Andrus July 11, 2006 Job Number: 06255 Upper Valley Industries Checked By: Soil Bearinq ASCE 2.4.1 -1 ASCE 2.4.1 -2 A B D C 1DL QA: 431.744 psf QB: 431.744 psf QC: 431.744 psf QD: 431.744 psf NAZ: -1 in NAX: -1 in Categories and Factors Gross Allow. (psf) Max Bearing (psf) Max/Allowable Ratio 1 DL 1500 1 431.744 A .288 1 DL +1 LL 1500 1 1376.05 A .917 A- B D- C 1 DL +1 LL QA: 1376.05 psf QB: 1376.05 psf QC: 1376.05 psf QD: 1376.05 psf NAZ: -1 in NAX: -1 in Footing Flexure Design (Bottom Bars) ,,..4 C--f— . nni i -xx /k -ftl 7 Nr As (in 2 1 Mu -ZZ (k -ft) X Dir As (in ) Description AC19 -1 tea« V''QO °''u 1 1.4DL +1.7LL 16.089 .587 ACI 9 -2 1.05DL +1.275LL +1.275WL 9.973 .36 12.067 .437 ACI 9-3 .9DL +1.3WL 2.338 .083 2.829 .101 IBC 16 -5 1.2DL +1 LL +1 EL 8.8 .317 10.648 .385 IBC 16-6 .9DL +1 EL 2.338 .083 2.829 .101 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.Oa [Untitled.rft] Page 2 —718 Company G & S Structural Engineers October 9, 2006 Designer Mark Andrus Job Number : 06255 Upper Valley Industries Checked By: Sketch TX Details n 5 in Z X G 0 1 ft Controlling Z direction Region 1 (starts at A): Region 2 (middle): Region 3 (ends at D): steel requires the following placement: 1.98 in Steel: .2 in #4 @NA) 12 in Steel: .39 in (2 #4 @12 in) 1.98 in Steel: .2 in 2 (1 #4 @NA) Bottom Rebar Plan Geometrv. Materials and Criteria G L� . D Footing Elevation C Length :1 ft eX : 0 in Gross Allow. Bearing A 500 psf Steel fy :60 ksi Width :1.33 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :3.5 in Concrete f :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code : ACI 318 -02 Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65 Loads P (k) Vx (k ) Vz k) Mx (k -ft) Mz (k -ft ) Overburden DL .654 100 LL .99 +P +Vx +Vz (A +Mx +Mz ,: a Over t,. l A D D C D C A D RISAFoot Version 2.Oa [Untitled.rft] Page 1 7y Company G & S Structural Engineers October 9, 2006 Designer Mark Andrus Job Number: 06255 Upper Valley Industries Checked By: Soil Bearing Ratio A B D C 1DL 1.4DL +1.7LL QA: 712.563 psf QB: 712.563 psf QC: 712.563 psf QD: 712.563 psf NAZ: -1 in NAX: -1 in A B D C 1 DL +1 LL QA: 1456.92 psf QB: 1456.92 psf QC: 1456.92 psf QD: 1456.92 psf NAZ: -1 in NAX: -1 in Footing Flexure Design (Bottom Bars) Description Cate ories and Factors Mu -XX (k -ft) Z Dir As (in 2 ) Mu -ZZ (k -ft ) X Dir As (in 2 ) ACI 9 -1 1.4DL +1.7LL 3.76224e -7 1.33769e -8 .305 .011 ACI9 -2 1.05DL +1.275LL +1.275WL 2.82168e -7 1.00326e -8 .229 .008 ACI9 -3 .9DL +1.3WL 1.06617e -7 3.79083e -9 .086 .003 IBC 16 -5 1.2DL +1 LL +1 EL 2.65906e -7 9.45444e -9 .216 .008 IBC 16 -6 .9DL +1 EL 1.06617.e -7 3.79083e -9 .086 .003 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.Oa [Untitled.rft] Page 2 7 40 Company G & S Structural Engineers July 11, 2006 Designer Mark Andrus Job Number : 06255 Upper Valley Industries Checked By: Sketch mx npfails 0 43 5 in Z p 0 C 1 ft Controlling Z direction steel requires the following placement: Region 1 (starts at A): 2 in steel: .2 in #4 @NA) Region 2 (middle): 12 in Steel: .39 in (2 #4 @12 in) Region 3 (ends at D): 2 in Steel: .2 in 2 (1 #4 @NA) Bottom Rebar Plan q L ,�D Geometty, Materials and Criteria Length :1 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :1.333 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :3.5 in Concrete f :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code : ACI 318 -02, Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads P (k ) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden (psf) DL .31 100 LL 315 +Over +p +Vx +Vz � +Mx +Mz . i i M AM A D D C D C A D RISAFoot Version 2.Oa [Untitied.rft] Page 1 71 tl Footing Elevation C Company G & S Structural Engineers Designer Mark Andrus July 11, 2006 Job Number: 06255 Upper Valley Industries Checked By: Soil Bearing 1 -1 1 -2 A B D C 1DL QA: 453.391 psf QB: 453.391 psf QC: 453.391 psf QD: 453.391 psf NAZ: -1 in NAX: -1 in Categories and Factors Gross Allow. (psf) Max Bearing ( Max/Allowable Ratio 1 DL 1500 1 453.391 A .302 1 DL +1 LL 1500 1 689.701 A 46 A B D C 1 DL +1 LL QA: 689.701 psf QB: 689.701 psf QC: 689.701 psf QD: 689.701 psf NAZ: -1 in NAX: -1 in Footing Flexure Design (Bottom Bars) r+., {e,...A— �nr! Gnr4nrc nni O(Y (k -ftl 7 Dir As (in 2 1 Mu -ZZ (k -f) X Dir As (in 2 ) ACI 9 -1d L v" µ 1.4DL +1.7LL Vv � y Mv 1.72702e -7 6.14053e -9 .14 .005 AC19 -2 1.05DL +1.275LL +1.275WL 1.29527e -7 4.6054e -9 .105 .004 ACI9 -3 .9DL +1.3WL 6.79917e -8 2.41748e -9 .055 .002 IBC 16 -5 1.2DL +1 LL +1 EL 1.30031 a -7 4.62331 a -9 .106 .004 IBC 16 -6 .9DL +1 EL 6.79917e -8 2.41748e -9 .055 .002 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.Oa [Untitled.rft] Page 2 7' tz R Company G & S Structural Engineers January 9, 2008 Designer Mark Andrus Job Number : 08004 Upper Valley Industries - Office Checked By: Sketch m .666 ft I X Q C 2 ft 0 u 2 ft /� X -- 8.5 in Z 0 .rq 0 LL Ln 8.5 in `� D Footin g Elevation C X Dir. Steel: .59 in (3,#4) Z Dir. Steel: .59 in (3 #4) Bottom Rebar Plan Geometrv. Materials and Criteria Length :2 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :2 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :8 in Concrete fc : 2.5 ksi Maximum Steel :.0075 Height :0 in pZ :8 in Design Code : ACI 318 -02 r --- +Vx A sjN +Vz D C -A +Mx D C +Mz A D ri O ie i 44 � D v Q C 2 ft 0 u 2 ft /� X -- 8.5 in Z 0 .rq 0 LL Ln 8.5 in `� D Footin g Elevation C X Dir. Steel: .59 in (3,#4) Z Dir. Steel: .59 in (3 #4) Bottom Rebar Plan Geometrv. Materials and Criteria Length :2 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :2 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :8 in Concrete fc : 2.5 ksi Maximum Steel :.0075 Height :0 in pZ :8 in Design Code : ACI 318 -02 Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65 Loads P k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden DL 1.4 100 LL 2.364 +P r --- +Vx A sjN +Vz D C -A +Mx D C +Mz A D ri O ie i RISAFoot Version 2.Oa [Untitled.rft] Page 1 7/3 Company G & S Structural Engineers January 9, 2008 Designer Mark Andrus Job Number: 08004 Upper Valley Industries - Office Checked By: Soil Bearing Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max /Allowable Ratio ASCE 2.4.1 -1 1DL 1500 570.952 A .381 ASCE 2.4.1 -2 1 DL +1 LL 1500 1162.15 (A) .775 Footing Flexure Design (Bottom Bars) Descrintion Cateaories and Factors Mu -XX (k -ft) Z Dir As (in 2 ) Mu -ZZ (k -ft) X Dir As (in 2 ) ACI 9 -1 1.4DL +1.7LL .801 .029 .801 .029 ACI 9 -2 1.05DL +1.275LL +1.275WL .601 .021 .601 .021 ACI 9 -3 .9DL +1.3WL .228 .008 .228 .008 IBC 16-5 1.2DL +1 LL +1 EL .567 .02 .567 .02 IBC 16 -6 .9DL +1 EL .228 .008 .228 .008 Note: Overburden and footing self weight are included in the DL load case. Footing Shear Check Two Way (Punching) Vc: 71.25 k One Way (X Dir. Cut) Vc 14.997 k One Way (Z Dir. Cut) Vc: 14.997 k Punching X Dir. Cut Z Dir. Cut rlasnrintinn rntannriPC nnri Factnrc Vu (k) Vul Vu(k) Vu /oSVc VuW Vu/ (/A/c ACI 9 -1 1.4DL +1.7LL 4.671 .087 .526 .047 .526 .047 ACI 9-2 1.05DL +1.275LL +1.275WL 3.503 .066 .394 .035 .394 .035 ACI 9 -3 .9DL +1.3WL 1.33 .025 .15 .013 .15 .013 IBC 16 -5 1.2DL +1 LL +1 EL 3.304 .062 .372 .033 .372 .033 IBC 16 -6 1 .9DL +1 EL 1.33 .025 1 .15 .013 .15 1 .013 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.Oa [Untitled.rft) Page 2 7/y Company G & S Structural Engineers October 9, 2006 Designer Mark Andrus Job Number : 06255 Upper Valley Industries Checked By: Sketch X . 1.021 f t A -� B w gym' a5^ I n 10.48 in 7 , �j X z c 0 °1 D Footing Elevation C Controlling X direction steel requires the following placement: Region 1 (starts at A): .02 in steel: .2 in #4 @NA) Region 2 (middle): 27.96 in Steel: .59 in (3 #4 @13.98 in) Region 3 (ends at B): .02 in Steel: .2 in 2 (1 #4 @NA) Bottom Rebar Plan Geometry, Materials and Criteria 2.493 Length :2.333 ft eX : 0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :2.33 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :3.5 in Concrete fc :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :3.5 in Design Code :ACI 318 -02 ti O u i Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads P (k) Vx (k) Vz (k) Mx k -ft) Mz (k -ft ) Overburden ( s 100 DL 2.493 LL 4 455 +P +Vx A D 4— +Vz D C r" +Mx D C +Mz A D ti O u i Z D 1 i D 2.333 ft 4j _ ,, c 44 N D C RISAFoot Version 2.Oa [Untitled.rft] Page 1 7 ,1, 2.333 ft Co'Mpany G & S Structural Engineers M k A drus October 9, 2006 Designer . a n Job Number : 06255 Upper Valley Industries Checked By: Soil Bearin :;ription Categories and Factors Gross Allow.( sf) Max E 2.4.1 -1 1 DL 1500 E 2.4.1 -2 1 DL +1 LL 1500 A B A B D C D C 1DL %,dL1--kj Q"" ' M` L- 1.4DL +1.7LL QA: 679.456 psf QB: 679.456 psf QC: 679.456 psf QD: 679.456 psf NAZ: -1 in NAX: -1 in 1 DL +1 LL QA: 1499.02 psf QB: 1499.02 psf QC: 1499.02 psf QD: 1499.02 psf NAZ: -1 in NAX: -1 in 679.456 1499.02 Max/Allowable Ratio Footing Flexure Design (Bottom Bars) -,. C--,. "i i_YY Ae -ft\ � nir AS (in 1 Mu -ZZ lk -ft) X Dir As (in ) Description ACI 9 -1 %,dL1--kj Q"" ' M` L- 1.4DL +1.7LL v 2.845 _ - .102 ` 2.841 .102 AC19 -2 1.05DL +1.275LL +1.275WL 2.134 .076 2.13 .076 ACI 9 -3 .9DL +1.3WL .742 .026 .741 .026 IBC 16 -5 1.2131-+1 LL +1 EL 1.984 .071 1.981 .071 IBC 16 -6 .9DL +1 EL .742 .026 .741 1 .026 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.Oa [Untitled.rft] Page 2 7,1 Gompany G & S Structural Engineers October 9, 2006 Designer Mark Andrus Job Number : 06255 Upper Valley Industries Checked By: Sketch Details A B .,_T X r. .H o 1, M D Footing Elevation C 8.96 in W 3.333 ft Controlling X direction steel requires the following placement: Region 1 (starts at A): 12.02 in steel: .2 in #4 @NA) Region 2 (middle): 15.96 in Steel: .59 in (3 #4 @7.98 in) Region 3 (ends at B): 12.02 in Steel: .2 in 2 (1 #4 @NA) Bottom Rebar Plan Geometrv. Materials and Criteria Length :3.333 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :1.33 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :3.5 in Concrete fc :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :3.5 in Design Code : ACI 318 -02 Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction 1 : 0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65 Loads P W Vx W Vz (k) Mx (k -ft) Mz (k -ft) Overburden (psf) DL LL RISAFoot Version 2.Oa [Untitled.rft] Page 7 1 +P +Vx +Vz (w +Mx +Mz +Over :;�� 11 111 A D D C D C A D Gompany G & S Structural Engineers October 9, 2006 ' Designer Mark Andrus Job Nu!,+,ber : 06255 Upper Valley Industries Checked By: Soil Bearing ASCE 2.4.1 -1 ASCE 2.4.1 -2 Categories and Factors Gross Allow. (psf) Max Bearin 1 DL 1500 1 638.171 1 DL +1 L L 1500 1 1382.61 Max/Allowable Ratio A B D C 1DL 1.4DL+1.7LL QA: 638.171 psf QB: 638.171 psf QC: 638.171 psf QD: 638.171 psf NAZ: -1 in NAX: -1 in A B D C 1 DL +1 LL QA: 1382.61 psf QB: 1382.61 psf QC: 1382.61 psf QD: 1382.61 psf NAZ: -1 in NAX: -1 in .922 Footing Flexure Design (Bottom Bars) Description Categories and Factors Mu -XX (k -ft) 7 nir Ac (in ) nni -77 (k -f+l x Mr ne r., X ACI 9 -1 1.4DL+1.7LL 3.32 .12 .97 .035 ACI 9 -2 1.05DL +1.275LL +1.275WL 2.49 .09 .727 .026 ACI 9 -3 .9DL +1.3WL .883 .032 .258 .009 IBC 16 -5 1.2DL +1 LL +1 EL 2.322 .084 .678 .024 IBC 16 -6 .9DL +1EL .883 .032 .258 .009 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.Oa [Untitled.rft] Page 2 74