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HomeMy WebLinkAboutAPPLICATIONS, CO, & MULT DOCS - 07-00367 - Burton Elementary School - Addition• ISSUED TO: NAME: Jrw & Associates CITY OF REXBURG America's Family Community PERMIT #: Building Permit 07 00367 FOR THE CONSTRUCTION OF: Burton Elementary School JOB ADDRESS: GENERAL CONTRACTOR: Jm Mechanical This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the City of Rexbug. It is specifically understood that this Permit does not allow any Variance to the regulations of the City of Rexburg or Zoning Codes unless specifically approved by the City Council and explained on the Building Permit Application as approved by the Building Inspector. Date Approved Issued B 02/21/2008 Building Inspector THIS PERMIT MUST BE PROMINANTLY DISPLAYED AT THE BUILDING SITE THE BUILDING MAY NOT BE OCCUPIED OR USED WITHOUT FIRST OBTAINING ACERTIFICATE OF OCCUPANCY 1) A complete set of approved drawings along with the permit must be kept on the premises during construction. N OTICE 1 2) The permit will ings. become null and void in the event of any deviation from the ■ accepted draw 3) No foundation, structural, electrical, nor plumbing work shall be concealed without approval. C No work shall be done on any part of the building beyond the point indicated in each successive inspection without approval. No structural framework of any underground work shall be covered INSPECTION CARD BUILDING Date 1. Layout 4. Framing 2. Footing 3. Foundation 5. Insulation 6. Drywall 7. Sidewalk 8. Final App ELECTRICAL Date 1. Groundwork 2. Electrical Temporary App OTHER Date Approved 1. Fire Department Fins PLUMBING Date 1. Sewer Service Conn 2. Water Service Conn( 3. Rough -In App 24 Hour Notice and Permit Number required to make inspection appointments For Inspections Call 359 -3020 option 2 roved roved A CERTIFICATE OF OCCUPANCY CAN NOT BE ISSUED PRIOR TO FINAL ELECTRICAL & PLUMBING INSPECTION roved INSPECTION CARD BUILDING Date Approved 1. Layout 2. Footing 3. Foundation 4. Framing 5. Insulation 6. Drywall 7. Sidewalk 8. Final OTHER Date Approved 1. Fire Department Fins PLUMBING Date Approved 1. Sewer Service Conn 2. Water Service Conn( 3. Rough -In 4. Final 24 Hour Notice and Permit Number required to make inspection appointments For Inspections Call 359 -3020 option 2 ACERTIFICATE OF OCCUPANCY CAN NOT BE ISSUED PRIOR TO FINAL ELECTRICAL & PLUMBING INSPECTION ISSUED TO: NAME: Jrw & Associates FOR THE CONSTRUCTION oriFoticAT IO ONL. - `Burtor JOB ADDRESS: 840 S 12th W CITY OF ilding REXBURG :miry Community Perm 07 00367 PERMIT #: GENERAL CONTRACTOR• This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the City of Rexbug. It is specifically understood that this Permit does not allow any Variance to the regulations of the City of Rexburg or Zoning Codes unless specifically approved by the City Council and explained on the Building Permit Application as approved by the Building Inspector. Date Approved /0 /47707 Iss Build THIS PERMIT MUST BE PROMINANTLY DISPLAYED . BUILDING SITE THE BUILDING MAY NOT BE OCCUPIED OR USED WITHOUT FIRST OBTAINING ACERTIFICATE OF OCCUPANCY 1) A complete set of approved drawings along with the permit must be kept on the premises during construction. N OT 1 C E 1 2) The permit will ings. become null and void in the event of any deviation from the ■ accepted draw 3) No foundation, structural, electrical, nor plumbing work shall be concealed without approval. No work shall be done on any part of the building beyond the point indicated in each successive inspection without approval. No structural framework of any underground work shall be covered CITY 0 F REXBURG America's family Community Certificate of Occupancy City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359 -3020 / Fax (208) 359 -3024 Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: Name and Address of Owner: Contractor: Special Conditions: C.O Issued by: Building Official 07 00367 International Building Code 2006 840 S 12th W Education Type V, non -rated Burton Elementary No Madison School Dist #321 P 0 Box 830 Rexburg, ID 83440 Okland Construction Occupancy: Educational - 6 or more, through 12th grade This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. Date C.O. Issued: February 03, 2010 (46PM) There shall be no further change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. e Plumbing Inspec or• it Electrical Inspector: 'NW I ,1 P&Z Administrator Fire Inspector' • Project Information Permit Type Conditional Use Permit Site Address 840 S 12TH W Project Description Conditions Print Name Signature 1. Trash receptacles shall be fully screened from the public right -of -way and should not be visible from adjacent residential property. 2. There should be no outside storage of material or equipment unless fully screened form public right -of -way. This screening, if in itself is deemed objectionable by affected property owners, should be reviewed and approved by the Planning Commission or designee. 3. A site plan reflecting all conditions of approval and incorporating all City standards, e.g. landscaping, parking, etc. shall be submitted and approved by the City prior to the issuance of a building permit. 4. Commercial lighting standards per the City's development code shall be adhered to. 5. Large equipment that is to be located on the subject property and is to used for heating/cooling /ventilation of the proposed building(s), or similar uses, shall be located the maximum feasible distance from any adjacent residential dwelling unit, and shall incorporate any current technology that reduces noise generation. 6. As there will be residential growth occurring to the north, which due to the location of this school will require student to cross 7th South a collector street, the applicant shall agree to financially participate in future pedestrian safety improvements (e.g. crosswalks, signals, etc.) across 7th South. The timing and scope of those improvements will be dictated by the City Engineer. Those improvements would include maintenance financial responsibilities as well. 7. One way to ensure that the development incorporates what the City has established as good architectural and site design, the proposed building and site shall adhere to the City's design standards or as negotiated with the established Design Review Committee (DRC). Elements from both the commercial and residential design standards should be considered. S 11944/N L 412 SE n/ CONDITIONAL USE PERMIT City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, M. 83440 Phone (208) 359 -3020 / Fax (208) 359 -3024 Date gf i�� i Permit # 07 00307 Project Name Burton Elementary School - CUP Parcel # RPRXBCA0350001 Date Issued: 08/24/2007 Issued By: EMILYA Project Information Permit # 07 00307 Permit Type Conditional Use Permit Project Name Burton Elementary School - CUP Site Address 840 S 12TH W Parcel # RPRXBCA0350001 Project Description Conditions 13. A culvert ditch shall be put in all the way down from 12th West to the Canal. Print Name Signature CITY OF REXBURG America's Family Community 8. Pedestrian traffic to the east shall be accommodated by the installation of sidewalks per City standards to the intersection of 12th West and 7th South. This need only be on the south side of 7th South. Canals shall be covered in front of the school and canals to the east shall be fenced in to prevent pedestrian accidents from occurring. Design of safety fencing shall be reviewed and approved by the City Engineer. 9. The applicant shall agree to dedicate the right -of -way of the future 13th West. Currently this is proposed to be the internal driveway serving guest parking. 10. The proposal shall be subject to all recommendations made by the traffic impact study. Installation of recommendations must occur before occupancy of building occurs. 11. To buffer noise generated by large groups of children, landscape buffers between the school and future areas of residential uses (those areas currently designated as residential on the Comprehensive Plan map should be incorporated now to allow for proper maturation. 12. A landscape plan shall be submitted as part of site plan review and building permit review the plan shall address all areas to be used for the elementary school use as well as areas that are to be disturbed as part of site development. In addition, the plan shall state a commitment to the City that all areas under the ownership of the school district for the entire parcel shall be maintained and be kept clear of all nuisances, e.g. illegal trash dumping, noxious weeds, dust, etc. S �Aw �✓ I -.9 E�✓ u w K k _ — CONDITIONAL USE PERMIT City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359 -3020 / Fax (208) 359 -3024 Date gY/ r �� Date Issued: 08/24/2007 Issued By: EMILYA CITY OF REXBURG • BUILDING PERMIT APPLICATION 19 E MAIN, REXBURG, ID. 83440 208 - 359 -3020 X326 PARCEL NUMBER: f 6/110 0r SUBDIVISION: 1J1v11 4 (Addressing is based on the information - must be accurate) CONTRACTOR: Is this a lot split? PROPOSED USE: Z) cm— Plea; Work ( )3S9 -33 Cell ( Signatur .. Owner /Applicant Do you prefer to be contacted by f ►► phone? Circle One WARNING - BUILDING PERMIT MUST BE POSTED ON C Plan fees are non - refundable and are paid in full at the time of applicati City of Rexburg's Acceptance of the plan review fee does not co * *Building Permit Fees are due at time of application** **Building Permits a • n� u1,rrr +k 07 00365 Burton Elementary School Submitted 8/7/2007 13L01Iff LCJ1f+ OWNER NAME: Ivi 5c.Patto.„ Lhts'r. 41 .3Z1 CONTACT PHONE # "3 33cZeN, PROPERTY ADDRESS: PHONE #: Home ( ) OWNER MAILING ADDRESS: 1.10 1ST F..y -v CITY: 1 emr.2. >2.c.. STATE: =p ZIP: 5, EMAIL FAX APPLICANT (If other than owner) .IRtJ ' Ass - s 1 ?Luc_ (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS 1152 $ Art CITY: RE x tia STATE; 3 Aa.6 ZIP $3K1{o EMAIL}3McCueL AeywiA.cori FAX 359 -22.7 PHONE #: Home ( ) Work ( ) 359 - Z 3 09 Cell ( ) Via - coo 2 MAILING ADDRESS: J ?7g" 5 " 2 J ( C I T Y s o , v . . . , 6 1 STATE 01 1 - ZIP f 9 / / S c P H O N E : Cell# 6/ g 7 0 — 6 84 3 Work# tab — 61 y Fax# & 'I - 75"70 EMAIL,, I. L IDAHO REGISTRATION # & EXP. DATE IBC C / i $ �! �to /-2t How many buildings are located on this property? '.},. EjuS- rt,.&G` Did you recently purchase this property? f o Yes (If yes give owner's name) i__ U CTION SITE! nning January 1. 2005. pla0jroval 0 7 e void if your check do es `� n�otc lea CITY OF REXBURG YES (Please bring copy of new legal description of property) EDVc to r.E (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, 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 2003 International Code in cases of any false statement or misrepresentation of fact in the application . o - e plans on hich the permi or approval wa ased. nit void if not started within 180 days. Permit void if work stops for 180 days. 2 19 E. Main janellh@rexburg.org Phone: 208.359.3020 ext 326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 State of Idaho County of Madison Building Safety Department City of Rexburg Affidavit of Legal Interest 1116icb , MX/ 10( Name Address 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: .i(to I f Ay5cc.ticTe5 1151. &Ai AVE. +RIfw[iueCl Name Address to submit the accompanying application pertaining to that property. 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. Dated this T fit- day of �,ss 4 Subscribed and sworn to before me the day . nd year first above written. \ � � 011111110/8 , ti 0 N O TA RY �- - * PUBLIC I * Signatur Notary Public of Idaho Residing at: , 2077 My commission expires: a) 1 C I T Y O F REXBURG America's Family Community 3 10/15/2007 15:50 To: 2086243774 • Please complete the entice Application! If the question does not apply 611 in NA for non applicable NAME. M b.:szi $Hurl.. Elsie • PROPERTY ADDRESS Permit# SUBDIVISION Dwelling Units: ,p'r Parcel Alice:_. j5.. SETBACKS , " i4 otuM - FRONT LS ' 1 SIDE lb SIDE (tt4'a) Cagan)) (g14• Remodeling Your Building /Horne need Estimate) $ Water Meter Quantity: ,_ Required!fi PLUMBING Plumbing Contractor's Name; Address 70 W E-P // F knnai!_ ,�',( CURE COUNT (iyc1udipg�l ied dr ug ) 1- Clothes Washing Machine Machine Dishwasher tO Floor Drain _ Garbage Disposal Hot Tub /Spa 3+b Sinks (Lavatories, kitchens , mop) 2 j 3on Plumbing Estimate $ P Itequir Sigh qc HOUSLEY PUMPS INC From; Martin dielsen ercial Only) L3 -c - `?z S • I BACK U 5'L- C) SURFACE SQUARE FOOTAGE: (Shall indude the exterior wall measurements of the building) First Floor Area '41 $ 0 60 Unfinished Basement area . ' Second floor /loft area _ Finished basement area - 'third floor / area ,fir Garage area Shed or Berm �� Car /Deck (30" above grade)Arca • Water Meter Size: hi J C 6' °�s� Business Name: /lu � / � ziPg s AC C City __ state Contact Phone: k Z € { , 37 J2_ Business Phone; ( c. 25c - 372 Fax 2 Y -G 2- - 775 Sprinklers ._j Tub /Showers tb Toilet /Urinal Water Heater Water Softener azure of •- t<actoz License auwbcr ' Date T • I City of iterinaer1Dmuiihe sdwiwk it the nmxv a i iq by :hr Sra of Id ho 10 -15 -D7 PAGE 02 2155pm L. 5 of 5 1 CITY OF REXBUR i J 2007 /OCT /18 /THU 09:58 AM JM MECHANICAL LLC To • Piease complete the entire Application! ' us,c apply nu in NA for non applicable NAME M51 :> Buz-014_ . g+.ar.N - PROPERTY ADDRESS SUBDIVISION Required,►►► Heat (Circle all that apply) • Mechanical Contractor's Name: 3- i f Y1 1Y1tt■ncit CC(..u Name: SC.l Address o - City State UT Zip Z I Contact Phone: (ASS) S(6: ' 2,G3 - 1 Business Phone: ('S(1?- 1 62 j -C6J llFax bCp?)_ - 7636 Requited! Signature of Licensed Contractor NIECHANIcAL From: Martin Nielsen • 10 -15-07 2:55pm p. 4 of 5 FAX No. 4355637035 License number The Cio of Rexburg's permit fie schedule is the some at Tepee Periuit# Mechanical Estimate $ 56Oo arlea (Commercial /Multi Family Only) .FIXTURES &APPLIAN'CES COUNT (Single Family Dwelling Only) Furnace "a Exhaust or Vent Ducts Furnace /AirCo:nditioner Combo � Dryer. Vents Heat Pump ...ere Range Hood Vents Air Conditioner i Cook Store Vents 1 ' revaporative Cooler "'i^twt w J� $nth Fan Vents 1- Unit Heater A. other similar vents & ducts: ..447 . Space Heater .C;;;' Decorative gas-fired appliance Incinerator System . 2. Boiler .Cztr Pool Heater `446' Fuel Gas Pipe Outlets including stubbed in or future outlets Z- Inlet Pressure (Meter Supply) PSI PP Y) ii Coal Fireplace lee Hydronic cha Si Cale 'ons m - be su d with P1. n Point of Delivy must be_showwn on plans. 1D OCT 1 CITY OF REXBURG P. 002 lication ��� Building Safety Department City of Rexburg OWNER'S NAME NISI) 324 B PROPERTY ADDRESS SUBDIVISION PHASE Requif'ea! ELECTRICAL Electrical Contractor's Name Age.a_r,ACt-&c /b, ! � Business Name Address 4 ,0 6 , D 8 ore So K 2.1 City - X156tfn V• State Nu Zip LIP dal e ►S Business Phone (2o) _a 2 eRK Fax Poe) 62- . 2' ( 2.5 Email Electrical Estimate (cost of wiring & labor) $ W q,10a0 (COMMERCIAL /MULTI - FAMILY ONLY) TYPES OF INSTALLATION (New Residential includes everything contained within the residential *tincture and attachedfirago n, MA. joa _ Up to 200 amp Service* E 1 u .er 201 to 400 D amp Service * a— Over 400 amp Service* _ OCT 2 9 2007 .Pi' Existing Residential (# of Branch Circuits) Temporary Construction Service, 200 asap or less, one locati i O ) Ato' Spa, Hot Tub, Swimming Pool pi• Electric Central Systems Heating and /or Cooling (when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Horne Other Installations: Wiring not specifically coveted 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 tequested inspection rate of $40 pet hour. Cell Phone ( ) 19 E Main janellh®rexbury.org Phone: 208.359.3020 x326 Rexburg, ID 83440 Signature of Licensed Contractor 9689' °N LOT www.rexburg_org Fax: 208.359.3024 BLOCK License number • The ay of Rexburg l prior t fen :Mauls it Ihs none ar ro d by rbe State of Idaho Permit #07 00367 Burton Elementary School 2211 W 1000 S Date CITY OP RE) r1�► AmerkoZ Fam4r a mvnwdry 6 01E0]1] 000 WvOE:OI LOO '6Z'1 °0 Building Safety Department 19 E. Main janellh @rexburg.org Rexburg, ID 83440 www.rexburg.org City of Rexburg Phone: 208.359.3020 Fax: 208.359.3024 4/4/07 App cant's Signature Date C I T Y O F REXBURG Oar America's Family Community APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES /NO APPROVED BY: - APPLICANT INFORMATION: Business Name: MADtSeA jbtSTatGr 4321 Office Address: 2. too¢ rtk 4; EAs-t 1 6" =b. e$gga City State Zip Office Phone Number: ( ) - 559 - 33a0 Contractor Performing the Work: To 'ate Lb. E -rtiz.w4, t>,t LD Contact Person: et4 T Fnw.ANt CIRw 4ssact*i»)Cell Phone # (z ) 3 - Uo2 2 - LOCATION OF WORK TO BE DONE: Street Address Where Work Will Be Done: Business Name Where Work Will Be Done: " to" 13 u wrm,4 Et_twt,rnca--C Dates For Work To Be Done: Sep 2.607 To Au .usi "La* Contact Person: Phone Number: ( ) Cell # ( ) PLEASE CHECK THE TYPE OF PERMIT(S) YOU ARE APPLYING FOR: AUTOMATIC FIRE- EXTINGUISHING SYSTEMS ❑ COMPRESSED GASES XFIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ❑ FIRE PUMPS AND RELATED EQUIPMENT LI FLAMMABLE AND COMMBUSTIBLE LIQUIDS ❑ HAZARDOUS MATERIALS ❑ INDUSTRIAL OVENS ❑ LP -GAS ❑ PRIVATE FIRE HYDRANTS ❑ SPRAYING OR DIPPING ❑ STANDPIPE SYSTEMS ❑ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES 7 • • SUBCONTRACTOR LIST Excavation & Earthwork: A Cowpi.iTE. LIST WILL- 3. FuRMIS4K D AT Toil. ci $i D 4 , 44/0 Concrete: Masonry: Roofing: Insulation: Drywall: Painting: Floor Coverings: Plumbing: Heating: Electrical: Special Construction (Manufacturer or Supplier) Roof Trusses: Floor /Ceiling Joists: Siding /Exterior Trim. Other: 8 Signature Date EXEMPTIAS 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: 3 Architects, 10 Electrical Contractors /Journeyman, 12 Engineers /Surveyors, 19 Public Works Contractors (exempt from fee only registration required), 26 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 hereby certify that the above information is true and correct to the best of my knowledge. Print Name 9 0 • Building Safety Dor‘ririmAnt _FaEXB�Rc - . T - a F 07 00365 URC 19 E. Main janellh @rexburg.org Burton Elementary School ° Communit Rexburg, ID 83440 www.rexburg.org Submitted 8/7/2007 Business Application Questionaire 1. Type of business or establishment? (for the purpose of wastewater permitting) 2. Will this business be doing any type of food preparation or cooking? C w,4,2. MIN L. r t .i��et`F� 3. What type of food preparation or cooking will be done? RiLr Amt A-� r ,- Lth -it! (.%)iLL 5ucrzuvb or PRI PAft -tcb o fr -Sl E_ 4. Will there be any deep fat frying? Yes No 5. Will the facility have food disposal systems? ' (' 5 6. Are you a business planning to occupy an existing building? or, are you designing a new facility? NI et.0 FFF tL i rat' 7. Will your business have chemical storage? Yes No 8. Will this facility operate year round? Yes No 9. Will there be any grease traps or sumps at the facility? Yes X No 10. Will there be any types of chemicals used at this facility, other than household cleaning solutions? Yes No 11. Is there any manufacturing of products at this facility? Yes No 7 ,> Applicant Signature Date Plan Checklist for the 2003 International Building Code Name of Project: . 4 cd - L y A-N S hh:,0I Zwioti USE AND OCCUPANCY CA---& 1. Classification as per Sections 302.1 & 303 thru 312 g C 6' ym 2. Incidental use areas see Table 302.1.1 /1/A - 5 EKG' --cam 3. Identify if mixed occupancy exists. Yes )(' or No If no then skip #3 below. Accessory Space (10% or under) No 'A Nonseperated Mixed Occupancy as per Section 302.3.1 hr- ' - "I Separated Mixed Occupancy as per Table 302.3.2 AC Identify on plans Fire Barrier Walls and/or Horizontal Assemblies including the rating /1/07e3 3. If Assembly Occupancy exists, is it 750 sq. ft. or less as per Section 303.1 or less than 50 occupants as per Section 303.1.1 /1/0 4. Covered Malls, see Section 402. Atriums see Section 404. Underground Buildings see Section 405. Motor Vehicle Occupancies, see Section 406. 1 -2 Occupancies see Section 407. I -3 Occupancies see Section 408. Motion Picture Projection Rooms see Section 409. Stages and Platforms see 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 Flammabje Finishes see Section 416. Drying Rooms see Section 417. Organic Coatings see Section 418 HEIGHT AND AREA 1. Area, First Floor f� -`� -e) , 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 X 3. Height meets requirements as per Table 503. Yes )( No 4. Buildings on same Lot? Yes Nor If no then skip #5 below. 5. Regulated as Separate X or Regulated as one Building as per Section 503.1.3 6. Height modified as per Section 504. Yes No )( If yes , sprinklers are required. 7. Area modified as per Section 506. Yes ,C' No If yes use the area provided below to calculate increase. A-7 -, - S z-00 {� Z & QOD /7 14--- • hie/.'&3 ft Occ's' = 1/�A✓ a" ` 0 3 0 5 9 0 Zf z /. '1-c• , 3 ; 7° 2l �;Y� " /ov 1 _ zNb .F-40.0/6 Total Area Allowed after Increase a 7 6 70 Area Shown on Plans Y3.5 s"v • • 8. Zero Lot Line Buildings see Section 705. For Mezzanines see Section 505. Unlimited Area Buildings see Section 507. TYPES OF CONSTRUCTION AND FIRE RESISTANCE. 1. Identify the Type of Construction as per Section 602 fr E 2. Check allowable material for Type I and II buildings as per Section 603 )( 3. Table 601 - Identify Building Element Ratings ?(' 4. Table 602 - Identify the Fire Resistance Ratings of Exterior Walls) 5. Check Openipgs in Exterior Walls for compliance with Table 704.8.(If sprinklered, see Section 704.8.1) /V// 6. Projections meet requirements of Section 704.2 ,fit/ // 7. Check for window vertical exposure from roof below as per Section 704.10 f/ /�. 8. Check that Parapets are not required as per Section 704.11 X' 9. Are Firewalls used or required? Yes No X' If no, skip #10 below. 10. Check Firewalls for Structural Stability/* Fire Res�is ance Rating as per Table 705.4 "A Made of Noncombusti le Materials(except Type V) Horizontal Continuity Vertical Continuity • e, tion to Exterior Walls as per Section 705.5.1 Extend to Horizontal Pr•'e in ments as per Section 705.5.2 Openings (no windows) as per Section 705.: ck that Penetrations meet requirements of Section 712 Ducts and Air Transf; Open n s in Firewall meet requirements of Section 705.11. 11. Are Fire Barriers used or required? (as required by table 302.3.2) Yes X' No If no skip #12 below. 12. Check Fire Barriers for structural stability as per Section 706.4. X Openings limited to 25% of wall. )c Maximum opening size of 120 sq. ft. (unless sprinklered) x Check that Penetrations meet the requirements of Section 712. )( Ducts and Air Transfer Openings meet the requirements of Section 712 and 716. X 13. Are Shaft Enclosures used or required? Yes No )C If no then skip #14 below. 14. Shaft Enclosures meet the requirements of Section 707. Li 1,-- 15. Are Fire Partitions used or required? Yes No )c If no then skip #16 below. 16. Check Fire Part'ti• . for Structural Stability and Continuity as per Section 708.4. Dwelling units that are s •' ' 'f a are allowed 1/4 hr. separations versus 1 hr. Check that Penetrations e; requirements of Section 712. Ducts and Air Transfer Openings meet the requirements of ection 712 and 716. 17. Fire Rated Ceiling Panels meet requirements as per Section 711.3.1._h' 18. All Penetrations in Fire Resistive Walls and Horizontal Assemblies meet the requirements of Section 712. VD 7L2 19. Fire Resistive Joint Systems meet the requirements of Section 713. 20. Doors and Shutters in Fire Resistive Assemblies meet the requirements of Table 715.3. NO 21. Fire Doors are Self Closing. �( 22. Fire Windows or Glazing conform to Section 715.4 and able 715.4. //�,� 23. Fire and Smoke Dampers conform with Section 716. 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. 7e:10 26. Floor Finish meets requirements of Section 804. A • • FIRE PROTECTION SYSTEM 1. Is a Fire Protection System required for this building in order to meet area, height etc. requirements? Yes )c No If no skip #2 below. A � 2. List the type of system that is required / V tA- 13 3. Other requirements requiring Fire Protection Systems (check if needed): Group A (As per Section 903.2.1) Group E (As per Section 903.2.2) X Group F -1 (As per 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 (As .er Section 903.2.10) J Ducts conveying Hazardous Exhausts (As per Section 903. .12.1) N/A. Commercial Cooking Operations (As per Section 903.2.12.2) f74 As per Table 903.2.13 ><' T 4. If Sprinklers needed as identified in #3 list type of system required. l ' - 140 0 5. If Sprinklers required by any of the above, Are Monitors and Alarms provided as per Section 903.4? N 0-t 6. If an Alternative Automatic Fire Extinguishing System is identified, does I meet the requirements of Section 904? ,e4 7. Are Fire Alarms required as per Sections 907 or 908? Yes x' No if no then skip #8 below. 8. Do Alarms meet the requirements listed in Sections 907 or 908? wreo 9. Is smoke control equired?(as per Sections 402, 404, 405 or 410) Yes No k If yes, see Sections 909.E 10. H Occupancies may require smoke and heat vents as per Sections 415.6 and 410.i',7& MEANS OF EGRESS • • 1. Minimum height of 7'as per Section 1003.2. 2. Any protruding objects meet the requirements of Section 1003.3. X 3. The occupant load shown on plans. 4. The occupant load as per calculated by Table 1004.1.2. /k6 7 5. Occupant load posted in every assembly occupancy as per Section 1004.3 ,VDZta2 6. Egress width is identified on plans. 'y 7 7. Egress 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. or 9. Door encroachment does not reduce the required egress width to less than 50% required. ,C 10. Means of egress is illuminated as per Section 1006.'4 11. Illumination emergency power is shown for means of egress as per Section 1006.3. 12. An enclosed exit stairway is shown. YeOC No if no, ski #13, #14 and #15 below. 13. Enclosed stairway has an area of refuge(as per Section 1007.6). W, • 1 14. Area of refuge has 2 -way coWmunications, 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. 16. Doors swing in the direction of travel where serving 50j more persons or in a H occupancy. 17. Specialty doors meet the requirements of 1008.1.3. /� 18. All egress doors have a landing on both sides as per Sections 1008.1.4 and 1008.1.5. )' 19. Thresholds are identified as a maximum of %2" high, for swing doors and 3 /4" for sliding doors as per Section 1008.1.6. IC 20. Space between two doors is less than 48 "(except R2 &R3 non Type A units). X 21. Locks and latches meet requirements of 1008.1.8. WI0160 y � 22. Panic hardware is shown at required locations (Section 1008.1.9). AJO72 23. Does a stairway exist. Yes >0 No If no, skip #24 thru #28. 24. Stairway doors do not open over stairs./TO 25. Stairways are a minimum of 44" wide(except where occupant load is 50 or less or as per Section 1009.1). k 26. Maximum riser is 7 inches and minimum tread is 11 inches. x" 27. A landing is provided at the top and bottom of each stairway.)Q 28. Maximum vertical rise without a landing is 12'. 29. Handrails are identified that meet the requirements of Section 1009.11. 30. Handrails return to wall, etc. or are continuous to next stair handrails 31. Elevation change of over 1/20 is designed as a ramp as per Section 1010 >'Q 32. Exit signs are identified when over 2 doors are required for exiting. At 33. Exit signs are spaced no more than 100' apart or to the door. x' 34.42" guardrails are shown whenever a walking surface is over 30" above grade. 35. Any roof mechanical equipment within 10' from edge has a guardrail shown. twee 36. Egress does not pass through intervening spaces unless the space is accessory to the area served and the intervening space is not hazardous. Y 37. If multiple tenant spaces exist, egress from any one does not pass through another. 38. Length of common egress travel does not surpass requirements as per Section 1013.3. ^/aidd) 39. Required egress aisle adjacent to tables shall comply with Section 1013.4.2. )0 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, I -1, I -3, I -4, & R -10 occ. d. Occupancy S - 30 occ. 41. Where two or more exits are required, they are a minimum of Y2 the diagonal distance of the space served apart or where the space is served by an automatic sprinkler system, the distance is 1 /3. 42. If boiler or furnace rooms over 500 sq. ft. with btus over 400,000, two exits are provided. Zet° 43. Refrigeration machinery rooms and refrigerated rooms over 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. k 46. Exterior exi) balconies constructed in accordance with Section 1015.3 have 100' added to their travel distance,J/ 47. Corridors are rated as per Table 1016.1. 5024//M0 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. k 50. Corridor not used as plenum unless in a tenant space of less than 1000 sq. ft. al 51. The minimum number of exits for occupant load meets the following: )v 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.A/ 53. Interior stairwells required as a means of egress meet the requirements of Section 1019. 9C' 54. Space under stairs is identified as 1 -hour rated. 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. 4 57. Exterior balconies, stairways and ramps are over 10' from lot lines and other buildings on the lot. 58. Egress courts meet the requirements of Section 1023.5. �/ 59. Assembly occupancies meet the requirements of Section 024.E 60. Window egress or better is provided in every sleeping room and any habitable basement. 61. Vestibule is provided as per Section 802.3.6 of the International Energy Conservation Codex' 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). eV 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. )f ) op Sri' f 4. 10% of hospital out patient parking is accessible and 20% of rehab or physical therapW 5. Van spaces are provided.(one out of six and any portion) 1 4 6. Accessible parking is provided on shortest route from accessible parking to the accessible building entrance. 7. Group I occupancies meet accessibility requirements as set forth in Section 1107.5. A A 8. Group R -1 occupancies meet the requirements of Section 1107.6 and Table 1107.6.1.1. A//,- 9. Where 4 or more apartment units, one level town homes or condos are located in one structure, all units are designed 0 Type B units as per ICC /ANSI 117.1 unless on a upper level without elevator service. /i/ne 10. Where more than 20 apartment unit, one level town homes or condos are locate in a project, 2% but not less than one are designed as Type A units as per ICC /ANSI 117.1 /J.. 11. Wheelchair spaces (and companion seat as per Section 1108.2.5) are provided in Assembly Occupancies as per Table 1108.2.2.1., /Y 12. Assistive listening systems are provided in Assembly ocpupancies where audible communications are integral to the use of the space. 13. Any Assembly occupancy performance area has an accessible route as per Section 1108.2.84 14. Any dining area in an Assembly Occupancy is fully accessible. X 15. Self service storage facilities shall provide accessible spaces as per Section 1108.3./4, 16. Toilet and bathing facilities are accessible(unless in a private office)as per section 1109.2. ,'C' 17. Unisex toilets and bathing rooms are supplied as per Section 1109.2.1. 18. Where sinks are provided, 5 %, but not less than 1 is accessible. X► 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. x 2. 50% of the attic ventilation is 3 ft. above eaves. X ".�/// 3. Crawl space ventilation complies with Section 1203.3. #4)- 4. Natural ventilation (windows, doors, louvers etc.) is a minimum of 4% of floor space. X 5. Interior sp 7' es 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 requirements of Section 1205. Po 8. Courts shall meet the requirements of Section 1206.3. 4 -( 9. Dwellings party walls and floors meet the requirements of Section 1207. i 10. All habitable rooms shall be a minimum of 7' wide, and a minimum of 70 sq. ft. in area. y 11. Dwelling units(except Section 1208.4 efficient units) have one habitable room of 120 sq. ft. 12. All ceilings are a minimum of 7'6" with no more than 1/3 at 7'0 ". k 13. Attics and crawl spaces have access openings as per Section 1209. A 14. An energy review has been submitted that meets the requirements of the International Energy conservation code. . N EXTERIOR WALLS AND ROOFS 1. Exterior Wall Vapor retarder provided unless another approved means to avoid condensation and leakage has been provided. )0 2. Water resistant barrier shown on sheathing as per Chapter 14.4 3. Masonry veneer is flashed at bottom and has weep holes as per Section 1405.3.2. )G' 4. Masonry veneer shall be mechanically attached as per Section 1405.5. 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. id 8. Balconies that protrude shall meet the requirement of Table 601 for floors. a2... 9. Metal Composite Materials(MCM) shall meet the requirements of Section 1407. i 10. Roof coverings meet the requirements of Table 1505.1. k 11. Double underlayment is provided in asphalt roofs with minimum slope of 2:12 up to and including a 4:12 slope. 12. An ice dam membrane (one continuous sheet or two sheet cemented together) for all asphalt roofs is provided from the roof edge to 24" inside of the inside of the exterior wall. j 13. Drip edge metal is provided along all roof edge. y 14. Metal roofs meet the requirements of Section 1507.4. ,i/4_ 15. Built -up roofs meet the requirements of Section 1507.10. 16. Single Ply Plastic Roofing meet requirements of Section 1507.12 and 1507.13. e 17. All other roofing types meet the requirements of Section 1507. ,V 18. Buildings with roof drains have drains designed and sized as per UPC 1105.0. STRUCTURAL DESIGN AND SPECIAL INSPECTIONS 1. +kruetural -� eup.(as per 1604.5) 2. Structural documents for light frame wood buildings as per chapter 23 include floor roof and live loads, grour}d 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. ,r b. Roof live load as per Section 1607.11.,k c. Roof Snow load, including the flat roof snow load, the snow exposure factor, the snow load importance factor and the thermal factor. • • 1621 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 analysis procedure used. �C 4. Flood zone is identified(if in flood zone see Section 1603.1.6) 5. Design of floor live loads in access of 50 lbs per sq. ft. also identiTy that signs must be posted as per Section 1603.3. 6. Structural design calculations meeting the requirements of chapter 16 have been provided. X 7. Architectural, mechanical and electrical components meet the seismic requirements of Section SOILS AND FOUNDATIONS • 8. Where special fabrication (usually steel) is performed off sight, the fabricator has provided a certificate of compliance as per Section 1704.2.2. 41 9. Special inspections are identified for welding. joo 10. Special inspections are identified for high strength boltingWQ1Q 11. Special inspections are identified for concrete construction except as excluded by Section 1704.4. spy. 12. Special inspection are identified for masonry as per Section 1704.5. pp?gio 13. Special inspections are identified for fills greater than 12" deep where a load is applied. 0109 14. Special inspections are identified for all pier and pile foundations. 15. Special inspections are identified for sprayed on fire resistance applications. 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) ?C 18. Special inspections are provided for seismic force resisting systems. ki 19. Structural observations as per Section 1709 are identified for structures in Seismic Use Groups II or M. / WO 20. Truss Details provided or noted to be provided prior to frame inspection. . 1. Allowable soil foundation bearing pressure (as per Table 1804.2). 1 2. A soil investigation is required per the requirements of Section 1802.2 where questionable soils such as fill materials, manic soils, clays or questionable rock strata exist. Do any of these conditions exist? Yes 47 No If yes, are the necessary soil reports provided? Yes No 3. Grading is a minimum of 2% for concrete or asphalt surfaces or 5 %for atural surfaces. 4. Information provided as per Section 1803.5 for any structural fill. ,d 5. Footings (except forry category 1 buildings no bigger than 400 sq. ft.) are 36" below grade for frost protection. 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). 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. )j 10. Except for Group R and U occupancies of light framed construction of seismic design D and less than 3 stories in hieght, concrete is a minimum of 3000 p.s.i.. )Q 11. Retaining walls are designed with a lateral sliding and overturning factor of safety of 1.5. 4 12. Foundation dxpinage system or water - proofing (Section 1807.3) is provided where water table warrants. 13. Damproofing shown under slabs as per Section 1807.2.1. X 14. Damproofing shown for foundation walls. 15. Minimum of 4" of gravel is shown under all nabs. �p 16. Foundation ' dr in is installed (except in well- drained gravel areas) as per Section 1807.4.2 and 1807.4.3. I 17. Piles meet requirements of Section 1808, 1809, 1810 and 1811. 18. Piers are a minimum of 2' wide and meet requirements of 1808.2.23. and 1812. WOOD GLAZING CONCRETE and MASONRY • • 1. Construction documents show compressive strength of concrete, strength or grade of reinforcement and the size and location of reinforcement. NI 2. Structures assigned to Seismic Design ategory 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). 'd 4. Masonry construction documents identify size, grade, type and location of reinforcement, anchors and wall ties as per ction 2101.3. 5. Masonry firep ce a minimum 12" thick footings that are 6" wider than masonry. 6. Masonry fire a e seismic reinforcement and anchors as per Section 2111. 7. Masonry f e s et design requirements of Section 2111 and Table 2111.1. 8. Masonry hi y s all meet requirements of Section 2113. 1. Truss drawings identify requirements as per Section 2303.4.1.4 2. Joist layout plans are provided. Engineered products have computer layout. 47 3. Floor and roof sheathing meets requirements of Section 2304.7. aO 4. Connections and fastening meet the requirements of Table 2304.9.1. 5. Fasteners in preservative treated wood are hot - dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. X 6. Wood framing members above foundations are 8" (min.) above soil. 4 7. Diaphragms do not exceed the 4:1 ratio for all edges blocked and 3:1 for unblocked. -i 8. Shear wall aspect ratios meet the requirements of Table 2305.3.3) 9. Shear wall design meets requirements of Section 2305.3„ 1. Glazing in pool, sauna, hot tub, steam room, bathtub or shower enclosures (unless over 60" above standing surface) is safety glazing as per Section 2406. 2. Glazing within 24" of door (unless over 60" above standing surface) is safety glazing as per Section 2406. 3. Glazing greater than 9 sq. ft., bottom below 18 ", top above 36" and 36" from walking surface is safety glazing as per Section 2406. 4. Glazing in guards and rails is safety glazing as per Section 2406. 5. Glazing next to stairways, landi gs and ramps (unless over 60" above standing surface) is safety glazing as per Section 2406. MISC. e • 1. Number of plumbing fixtures shall meet the requirements of Table 2902.1. 2. Separate toilet facilities are provided for spaces with 16 or more employees, or combination of employees and customers (except for mercantile occupancy with occupancy of 50 or less). 3. Public toilet facilities are provided as per Section 2902.6. 4. Elevators meet the requirements of Chapter 30. 5. Pedestrian walkways meet the requirements of Section 3104. 6. Awnings and canopies meet the requirements of Section 3105. 7. Marquees meet the requirements of Section 3106. 8. Swimming pool enclosures and safety devices meet the requirements of Section 3109. 9. Protection for pedestrians meets the requirements of Section 3306. 10. Existing structures meet the requirements of Chapter 34. 1/21/09 Johnny Watson JRW and Associates 1152 Bond Avenue Suite A Rexburg, ID 83440 Dear Johnny, Val Christensen Community Development Director Sincerely, C I T Y O F REXBURG Cleo America's Family Community In regards to yesterday's meeting concerning the Burton Elementary School, it has been determined that you must comply with the requirements outlined in the December 19, 2008 letter from Gary Leikness. I have attached a copy of that letter to the back of this document. In order to obtain a Temporary Certificate of Occupancy, we will require a signed letter from yourself and the School District. The letter must identify that all of the issues identified will be completed prior to July 15 2009. Let me know if you have additional questions. I can be reached by my office phone, 359 -3020 ext. 324, my cell at 716 -1324 or by email at valc(a�rexburg.org. Val Christensen Community Development Director 19 E. Main Rexburg, ID 83440 P. 0. Box280 Phone (208) 359.3020 ext. 324 Fax (208) 359.3022 valc@rexburg.org nn a'..rexburg org December 19, 2008 Dear Mr. Watson: CITY OF REXBURG America's Family Community Mr. Johnny Watson 1152 Bond Avenue Rexburg, Id 83440 Re: Burton Elementary, Design Standards Review (Permit #07 00367) Thank you for meeting with the Community Development Department on Dec. 1, 2008. Hopefully the meeting was useful for you by being able to sit down with all City inspectors and discuss final inspection findings for the Burton Elementary, soon to open for operation. During that meeting I offered information regarding my final inspection, which included a report on the architectural design standards that the school proposal was required to go through. It was determined that at the time of the meeting, there were items of the site and the building design that needed to be addressed in order for Planning and Zoning to sign a final Certificate of Occupancy (CofO). I distributed this list to you and others that were present at the Dec 1 meeting. I also put a copy in the City file. After this meeting, I reported back :to the Design Review Committee (Dec 11, 2008), to let them know how the final inspection for P &Z went. The committee looked at what was proposed by your group and approved by the City. I took pictures of the building as it currently stands to help them understand what items were not addressed. They determined that the elements that were agreed upon through the Conditional Use Permit process, the site plan review process, landscape plan review process, and the architectural design review process need to be upheld. However, they were okay with the west side of the building not having the required 10 -foot landscape strip that was approved on the submitted site plan and landscape plan. Please see the attached list for all outstanding issues related to the Planning and Zoning final inspection. Gary Leikness Planning and Zoning Administrator 19 E. Main Rexburg, ID 83440 P. 0. Box 280 Phone (208) 359.3020 ext. 314 Fax (208) 359.3022 gaeyl@rexbui .og www..,axbang.ors I will promptly sign a CofO once the identified issues have been addressed. If some items must wait until spring due to weather, such as landscaping, we will be able to sign a Temporary CofO, which will allow you to address some items at a later date, but still allo - use of the site for the intended school. Please let me know if you have any questions or need clarification. Gary Leikne Planning & Zoning Administrator Enclosure: P &Z review notes CC: Geoffrey Thomas Shawn Larsen Winston Dyer Cary Leikness Planning and Zoning Administrator 19 E. Main Rexburg, ID 83440 P. 0. Box280 Phone (208) 359.3020 ext. 314 Fax (208) 359.3022 garyl@rexburg org wwr .rexburg.org Gary Leikness From: Gary Leikness Sent: Monday, December 01, 2008 3:00 PM To: JaNell Hansen; Val Christensen Cc: Winston R. Dyer Subject: Burton Elementary P &Z final inspection JaNell, The following items are those that need to be addressed prior to a full certificate of occupancy being issued for the Burton Elementary School: 1) North wall is not constructed according to the agreement made between Design Review Committee (DRC) and applicant /agent. 2) North Wall does not have the glass windows in the place as agreed upon with DRC. See approved building elevations for design that was to be adhered to. 3) North wall does not include vertical brick elements as agreed upon with the DRC. See approved building elevations for design that was to be adhered to. 4) North wall does not screen roof top mechanical equipment. 5) No landscaping has been installed per approved landscape plan. 6) Dumpster location on north side of building needs to be screened with landscaping as well as material. 7) No irrigation plan was submitted. We still need to see how plants are to be irrigated and how areas outside of immediate school vicinity will be maintained. 8) The 10 -foot required landscape strip along walls not present. This was a negotiation point for the DRC, more landscaping, less worry about a long wall facing the public right -of -way. Landscaping, vertical brick elements, and glass windows were to be installed to buffer the long tall wall facing the public street (right -of- way).. 9) Deceleration striping along front of property to discourage diagonal parking. 10) Is the ADA access from public right -of -way to building too steep? It appears so. 11) ADA parking spaces in visitor parking lot have been de- striped. Where are the spaces going to be, and where are the ADA ramps to accommodate the spaces? 12) Doors along north wall should have windows in them rather than solid doors. This windows were shown on the approved building elevations. These are my preliminary notes, 'I have not yet spoken to theDRC yet on this. Gary Gary Leikness P &Z Administrator 19EMain PO Box 280 Rexburg, Idaho 83440 E -mail- garylPrexburg.org Phone (208)359-3020 Ext. 314 John Millar Public Works Uepartment City of Rexburg RE: Burton Elementary School John. • • According to my conversation with JaNell you have approved the water and sewer extension design from the Dyer Group. 1 believed our outstanding review comments need to address the means of landscape irrigation for the elementary property and the street widening design. As we have discussed, the entire elementary school property will be watered with the school district surface water rights. A detention facility is to be located between the Elementary School and High School practice fields. The facility is fed by the existing irrigation ditch on the West of the Elementary site. Our landscape architect. David Weaver is designing the pump and irrigation system. How do you want the 7 South boulevard strip to be watered? 1 just remembered that you had a question about storm water. If you look at our site plan, we have a combination of surface and subsurface retention. All storm water is retained on district property. Lastly, the widening of 7 South in front of the school is designed as per the street cross section you provided. The paving section is 2'A" asphaltic paving over 4" granular base over 12" engineered fill over geotech fabric. We will match the existing road cross scope and gradient. The new curb and gutter is sloped to provide surface water drainage to the existing barrow on the East and West until municipal storm system is available. Also, the sidewalk from the elementary school to 12` West will be placed on the R.O.W boundary as typical. Thank you for 'our help throe th the design process. FEB 1 5 gppg ID CITY OF REXBURG JaNell Hansen From: Amanda Saurey Sent: Tuesday, October 23, 2007 3:46 PM To: JaNell Hansen Subject: Burton School John did get the letter from JRW. He said it is still under review and that he still needs the Utility Design. Amanda Saurey Administrative Assistant Phone: 208 - 359 -3020 ext. 330 Fax: 208 - 359 -3022 Email: amandasa,rexburg.org i 1 t Y cl 1 REXBURG • 1 • O , -1 `: <;t rii) _ air r °,I m12712009 18:10 City of Rexburg (208) 359 -3022 January 27, 2009 Dear Mr. Christensen: Sincerely, Dr.` 5eoi y omas Superintend t 1 Rexburg City Building Official 12 North Center Street Rexburg, Idaho 83440 Re: New Burton Elementary School On behalf of the Madison School District, I am writing this letter to acknowledge the letter dated December 19, 2008 to Johnny Watson, and the attached list of deficiencies relating to the New Burton Elementary School. (See attac It is the intention of the School District to work in concert with JRW and the contractors to corn* ; the facility as approved, and consistent with these attachments. It is my understanding that the facility will be given only a "Temporary Certificate of Occupancy ", and that if the work is not complet d on or before July 15, 2009, then the Occupancy will be revoked until such time as the outstanding items are completed. I hope that with this acknowledgement on the part of the School District, this matter can be resolved in a timely fashion, and the facilit4 can be completed in the manner that was originally agreed upon. ZOOIPj HIMSHNM01. 3SIOS ia,LIxawv (FAX)208 356 3022 P.002/006 O17OL8LC80Z XVd OS :LT 6002 /LZ /TO CITY 0 F REXBURG ---' —_— America's Family Community January 28, 2009 Jrw & Associates 1152 Bond Ave Rexburg, ID 83440 Re: Permit Number: 07 00367 • City of Rexburg STATE OF IDAHO P.O Box280 19 E. Main St. Rexburg, Idaho 83440 Phone (208) 359 -3020 Fax (208) 359 -3022 e-Mail Dear Jrw & Associates, You have requested an occupancy permit for 2211 W 1000 S. At this time, all requirements have not been met for the issuance, a Final Occupancy Permit. However, it has been determined by the Building Department that a conditional occupancy permit may be granted with the following requirements being met. Refer to the attached agreement between the City of Rexurg & Madison School District. The above requirements must be completed prior to 06/01/2009 or the conditional occupancy permit will be voided and the premises vacated. Upon completion of the requirements listed above, please call the City of Rexburg Building Department at (208) 354 -3020 ext 326 An inspector will be sent out and a Final Occupancy Permit will be issued. JaNell Hansen Permit Coordinator / Tech December 19, 2008 Dear Mr. Watson: CITY or REXB VRG qv America's Family Community Mr. Johnny Watson 1152 •Bond Avenue Rexburg, Id 83440 Re: Burton Elementary, Design Standards Review (Permit #07 00367) Thank you for,m.eeting:with the Community Development Department on Dec. 1, 2008. Hopefully the meeting was useful for you by . being able to sit down with all City inspectors and discuss final inspection findings for the Burton. Elementary, soon to open for operation. During that meeting I offered information regarding my final inspection, which included a report on the architectural design s'tandards that the school proposal was required to go through. It was determined that at the time of the meeting, there were items of the site and the building design that needed to be addressed in order for Planning and Zoning to sign a final Certificate of Occupancy (CofO). I distributed this list to you and others that were present at the Dec 1 meeting. I also put a copy in the City file. After this meeting, I reported back to the Design Review Committee (Dec 11, 2008), to let them know how the final inspection for P &Z went. The committee looked at what was proposed by your group and approved by the City. I took pictures of the building as it currently stands to help them understand what items were not addressed. They determined that the elements that were- agreed upon through the Conditional Use Permit process, the site plan review process, landscape plan review process, and the architectural design review process need to be upheld. However, they were okay with the west side of the building not having the required 10 -foot landscape strip that was approved on the submitted site plan and landscape plan. Please see the attached list for all outstanding issues related to the Planning and Zoning final inspection. Gary Le�7mess Planning and Zoning Administrator 19 H Main Rexburg, ID 83440 P. a Box280 Phone P08)359.3020 ext. 314 Fax (208) 359.3022 ga grexburgorg u r xbrerg.org L will promptly sign a CofO once the identified issues have been addressed. If some items must wait until spring due to weather, such as landscaping, we will be able to sign a Temporary CofO, which will allow you to address some items at a later date, but still allow\ use of the site for the intended school. Please let me know if you have any questions or need clarification. Gary Leikne Planning & Zoning Administrator Enclosure: P &Z review notes CC: Geoffrey Thomas Shawn Larsen Winston Dyer Gary Leikness Planning and Zoning Administrator 19E Main Rexburg ID 83440 P. a Box280 Phone (208) 359.3020 ext.. 314 Fax (208) 3593022 gar}' xburgeng www.rexburgorg Site Plan Review r 30, 2007 CITY OF REXB Rexburg � ,., ain St. Rexburg, ID. 83440 07 00365 & 07 00367 Burton Elementary School Revisions 11/1/2007 Re: Plan Review Response for Burton Elementary School, Permit # 07 00367 I have attached your original comments, with our response in italics. The responses as noted will be incorporated into the contract documents. Should you have any further concerns or questions, please do no hesitate to contact me. Planning Department Review Item #1 — A landscape plan is needed for all the areas under ownership. Please submit a landscape plan that includes an irrigation plan. The previously submitted and the modified attached show the landscape for the portion of land that is being developed under the project. This property is being irrigated with surface water from the canal company as directed by City engineering. So no connection to the city potable water system is needed for the irrigation. Item #2 — Please provide trash enclosure details. Trash receptacles must be fully screened from the right -of -way using materials similar to those on the building facades. Screening materials for the dumpsters must be similar to materials used in the building facade itself, or landscaping (trees, shrubs, etc) must be provided to block the proposed chain link screening. Please see revised attached landscaping plan that provides plant screening in addition to the chain link fence with vision slats. Item #3 — Please provide a lighting plan with photometric layout information. Lighting standards limit the height of parking area lights to 25 feet. Proposed lights are 32 feet high. Also, any building mounted lights must be full cut -off. See attached photometric layout reflecting 25 foot tall fixtures. All specified fixtures are cut - off dark sky compliant. Please move the three light poles along the east property line, since their proposed location will be in the future right -of way for the future road. Due to safety and security concerns, the Owner has elected to keep the fixtures at the current locations. The current locations provide important lighting at the access drives that allows patrons to see as they entire on to the property and parking lot. When and if this becomes a City road, the fixtures in question will be relocated. If the City is willing to accept the potential liability in writing then the Owner will agree to the relocation. The lights along the north property line must be treated to prevent direct illumination of the right -of -way. The ordinance reads: "All light fixtures, including security lighting, shall be aimed and shielded so that the direct illumination shall be confined to the property boundaries of the light source. Care shall be taken to assure that the direct illumination does not fall onto or across any public or private street or road. Freestanding Sincerely, luminaries that are closer to the property boundary than 3 times the height of the lamp above grade shall use an asymmetrical light distribution or shall be fitted with a cutoff shield (also know as house -side shields) such that the illuminance at the property boundary is less than 1/20 of the maximum from said luminaire." Please revise. The fixtures in question will be moved (as indicated on attached photometric drawing), south IS feet further away from the property line. In reviewing the City ordinance above, it is assumable by the action of the City prohibiting any illumination to fall onto the public right -of -way, that the City is thereby assuming any safety related liability. Commercial New Construction Over 2 million Item #1 — Since the North facade of the gymnasium area faces the street, elements to visually break up the facade are required. The Design Review Committee suggests incorporating the same columns and glass windows from the East and West gymnasium facade onto the North Gymnasium facade. Please see attached drawing showing the addition of piers and entry canopy. Please note that behind this wall is a mechanical room and walk -in cooler /freeze, both of which required use of the exterior wall space thereby prohibiting the addition of windows. Keep in mind that the design ordinance only required a 6-foot planter between the building and walk. As requested we have provided a 1O foot planter with evergreen trees to help visually break up the elevation. Item #2 — All outside equipment for cooling, etc. must be fully screened by incorporating it into the design of the building. We are concerned with the equipment on the roof at the North end of the building. The cooling tower must be screened as required by ordinance. Please show this on revised elevation drawings. See attached revised exterior elevations. I trust that this resolves any outstanding questions or concerns that the City may have regarding this project. Brent A. McFarland, A.I.A. INKI V■IMI 1101111KEZIENEEESSEMIDIMMI I: 11171 hill 1111111 111111111111 111111 1111111111111111111111111111 easitaii.....1 1; „ r_„. z msmagassxonsiit'===ri,E= .=,. 1191m11011111141 n■sims.212=agnage . : .................... r oma w iummun mi smswasomsa ma= ana MS MI 01E.291 on so lin wersimareman.zzoogsa 1111E111 111111111111111111111 SMISIDOMMIESIE2819 ME T.10.51/1El. ' - ■ UN BAMMIMMANDSI iiuuuiuiuiu jruii 1 I ii iiii . .....i...., - ' •''' ' ' -' - . . .., , '''-', ,.• ", ' "" - ' ........ 11111111 1111 111111 1111111111111111 , ASMIVWSFAINI MINVIESEMINUMEEM11......e t:- .521 AL£16111113033811R951 BM MI Mir, NMI rl. AMEN MUIR 4111.111111010111111111 I MPuellfililli m"AtE .::::::::::............:2... tffl ---10-- 1.8111117.- all H Y5 GLASS 61-A6 :K BLOCK BLOCK /E ABOVE ABOVE 747)e 1152 BOND AVENUE — Suite A RIDO3URG, IDAHO 83440 VOICE (208) 359-2309 FAX (208) 359-2271 VAVVLJRWA.COM NOTE: ADDITIONAL PIERS ADDITIONAL WINDOWS COULD NOT BE ADDED DUE TO THE FUNCTIONAL NEED OF THE WALL SPACE INSIDE THE BUILDING (I.E. WALK-1N COOLER, ETC,...) ALSO, WITH THE ADDITION OF EVERGREEN TREES, THE ELEVATION IS "13ROKEN-UP" INITH THESE PLANTS PREFABRICATED LOUVER SYSTEM, PREFINISHM MTL. iots SCALE: 1/16" = 1' - 0" EAST ELEVATION MSP *S21 BURTON ELEMENTARY VISE ELEVATIONS 1 AWNING SEE DETAIL D/A4.31 TYP. 0 - FIBER CEMENT BOARD TRIM NORTH ELEVATIA SCALE: 1/16" = 1' - 0" 'JOB No. asici Date I0/30/01 SHEET REFERENCE A2.21 04810.AI - GROUND FAC SCORED COL micamliviumaininsmollumom millionnummilimmucumusi imminsmo•nuomninsomicom iiliuiiuuiuiiluiuiuiuiuiuiuiuiiiuiuiuiii umi•mommantommommtnia immismaamennmolummun 111111111111111111111111•111111111111111111111 111111111111111111111111•111111111U1111111111 111111111111•11111111111111111•1101111111111111 LIMA .MI11111 "VI NUEFEE2228173881117118011513 ILT granammarzmormanumzenlanDEED umulti 04E310. GROUN 'ADDENDA #' PAGE LJR/N ASSOCIATES Architecture 8 interior Design Phone (208) 359 -2309 Fax (208) 359 -2271 1152 Bond Avenue Suite .A Rexburg, 11) 83440 WON, nma.corn Site Plan Review Brent A. McFarland, A.I.A. February 11, 2008 City of Rexburg 19 E. Main St Rexburg, ID. 83440 Re: Plan Review Response for Burton Elementary School, Permit # 07 00365 I received your comments dated February 8, 2008. Many of the comments have been addressed in a previous response dated October 30, 2007. The items below our in response to the February 8, 2008 comments. 1 Planning Department Review Item #1 & 2 - Please provide a lighting plan with photometric layout information. Lighting standards limit the height of parking area lights to 225 feet. Proposed lights are 32 feet high. Also, any building mounted lights must be full cut -of£ See attached photometric layout reflecting 25 foot tall fixtures. All specified fixtures (both \ pole mounted and building mounted) are cut-off dark sky compliant. V Item #3 - Please move the three light poles along the east property line, since their proposed location will be in the future right -of way for the future road. Due to safety and security concerns, the Owner has elected to keep the fixtures at the current locations. When and if this becomes a City road, the fixtures in question will be relocated If the City is willing to accept the potential liability in writing then the Owner will agree to the relocation at this time. V Item #4 -The lights along the north property line must be treated to prevent direct illumination of the right -of -way. The ordinance reads: "All light fixtures, including security lighting, shall be aimed and shielded so that the direct illumination shall be confined to the property boundaries of the light source. Care shall be taken to assure that the direct illumination does not fall onto or across any public or private street or road. Freestanding illuminaries that are closer to the property boundary than 3 times the height of the lamp above grade shall use an asymmetrical light distribution or shall be fitted with a cutoff shield (also know as house -side shields) such that the illuminance at the property boundary is less than 1/20 of the maximum from said luminaire." Please revise. The fixtures in question will be moved (as indicated on attached photometric drawing), south I5 feet further away from the property line. In reviewing the City ordinance above, it is assumable by the action of the Ciry prohibiting any illumination to fall onto the public right -of -way, that the City is thereby assuming any safety related liability. A gri- ,pL1,oL4L ?..F') 0 7D LS6LJT ,Z)L rdr 5 Item #5 - Are you proposing high pressure sodium as inquired? As indicated on the construction documents ubmitted, the pole and exterior wall mounted fixtures are high pressure sodium. at type of irrigation is being proposed for landscaped areas? Please submit plan, details, eg. Sprinkler ystem. The landscaped area is being irrigated with the irrigation water rights and not City water. The irrigation plan is being finalized and will not be ready for a month or more. Based on my review of the City of Rexburg Development Code, I could not find that a building permit is contingent on the submittal of a landscape irrigation plan. Nor do I believe that it falls within the City's jurisdiction as irrigation water is being used I trust that this resolves any outstanding questions or concerns that the City may have rega Sincerely, 07 00365 & 07 00367 Burton Elementary School Revisions 2/11/2008 g s p oje FEB 1 1 2008 Qualifications Certified By. N. C. A. R, B.- National Cou nci( of Architectural Registration Boirds CITY OF REXBURG llJ FE pECE11VE B 1 1 2008 I 10 CITY OF-- REXBURG SOU?II E PLAN - ELECTRICAL : I °= 50' WWI .O MUM NMI NNW WM ME 1 MOM .....••• •••• ■••••• ••u•ul•••••••••...m.•uu....MEMM BURTON ELEMENTARY SCHOOL b.s b.3 b.3 b.e I / A FI6A s to 1 . PEAR- Filet*%$ WALL !!E M•vCb Ta ' rni. 4 Volk W. RIM Fl6A DATE: 2 -11 -2008 JOB NO: 375 ATTENTION: GARY LEIKNES RE: BURTON ELEMENTARY SCHOOL LETTER OF TRANSMITTAL ASSOCIATES Architecture & Interior Design 1152 Bond Avenue Suite A Rexburg, Idaho 83440 Phone (208) 359 -2309 Fax (208) 359 -2271 To: CITY OF REXBURG WE ARE SENDING YOU: • Attached O Shop Drawings O Specifications O Under separate cover via O Prints O Plans O Copy of letter O Change Order ECEOVIEBI CITY OF REXBURG I FEB i l Zppg FEB 1 1 2008 the following items: O Samples O Submittals COPIES 1 DATE NO. DESCRIPTION SITE PLAN REVIEW RESPONSE THESE ARE TRANSMITTED as checked below: • For approval O Approved as submitted O Approved as noted O As requested O Returned for corrections O For review and comment O For your use O Other O Resubmit copies for approval O For signature O Return corrected prints O PRINTS RETURNED AFTER LOAN TO US O Submit copies for distribution O FOR BIDS DUE 20 REMARKS: SIGNED: ASSOCIATES Architecture & Interior Design Phone (208) 359 -2309 Fax (208) 359 -2271 1152 Bond Avenue Suite A Rexburg, ID 83440 www.j rwa.com • September 28, 2007 City of Rexburg / Madison County 19 E. Main St. Rexburg, ID. 83440 07 0365 & 07 00367 Burton Elementary School Revisions - ail Re: Plan Review Response for Burton Elementary School, Permit # 07 00367 I have attached your original comments, with our response in italics. The responses as noted will be incorporated into the contract documents. Should you have any further concerns or questions, please do no hesitate to contact me. Permit Number: 07 00367 Project Name: Burton Elementary School Project Type: Commercial Addition New Construction Over 2 Million Review Item Actions Required for Approval Approved Administrative Review Permit Tech Notes General contractor information required prior to issuance of the building permit. Plumbing estimate and contractor signature required prior to issuance of the building permit. Electrical estimate and contractor signature required prior to issuance of the building permit. Mechanical estimate and contractor signature required prior to issuance of the building permit. D ECEOWErN OCT - 2 2007 1 CITY OF REXBURG General Contractor Okland Construction 1978 S West Temple Salt Lake City, Utah 84115 Mechanical Contractor I will have the mechanical contractor provide required signature and estimate once they are made know to me. Plumbing Contractor I will have the plumbing contractor provide required signature and estimate once they are made know to me. Electrical Contractor I will have the electrical contractor provide required signature and estimate once they are made know to me. Water meter size needed. Per drawing SD1.1, a 3 -inch water meter is required. Building Department Review Interior Environment Wall and ceiling finishes must meet the Qualifications Certified By: N.C.A.R.B. - National Council of Architectural Registration Boards 08/24/07 Building Code Fire Compliance Review Energy Conservation Compliance Review Structural Review Electrical Circuits Review Electrical Service Review Water and Sewer Service Plumbing Sewer Drain Review Miscellaneous requirements of the 2006 IBC Section 803. All penetrations through the 3 hour wall must 08/24/07 meet IBC requirements. Meet code requirements. 08/24/07 Special inspections are required for concrete 08/24/07 Foundation, masonry, steel, any welding and any structural fill. Provide name of Special Inspection Firm. Structural observations are Required as per the 2006 IBC Section 1709.2. As work progresses, supply copy of these observations to the Building Department. Electrical Energy Lighting 09/10/07 Compliance Review 09/10/07 09/10/07 Building Type Compliance Building is shown as Type VB and does not met the size requirements for a two story building. Per IBC 2006 Section 504.2 allows the addition of a second story when fire sprinkled. A water resistive barrier is required on walls as per IBC Section 1404.2. Acknowledged, the air - infiltration barrier identified on the wall types (sheet A5.01) is specified as a "Tyvek "product which is in compliance with IBC 1402. Table 2902.1 of the 2006 IBC identifies that 1 water closet is required for each 50 occupants. The occupant load is identified as 1529. By our calculations, there are not enough fixtures to meet the occupancy. Please make the necessary changes. The identification of 1,529 occupants is misleading, the true occupant load of the building is as follows: Classrooms: 728 occupants, Administration /Kitchen: 28 for a total occupant load of 756 (based on the net area as per Section 1004.1.1) This results in the need of 8 waterclosets for female and 8 waterclosets for male. We actually have 12 per sex. It should be noted also that the gymnasium /cafeteria area will not be used simultaneously with the classrooms (i.e. the Mechanical Review Height and Area Review Exiting Review • • Complies with approved Site Plan Review Accessibility Review Meets code requirements. Plumbing Storm Drain Review classrooms will not be full of students and the gymnasium at capacity at the same time). Guardrails must be provided where roof Equipment is not more that 10' from edge of roof. Acknowledged, the cooling tower is the only piece of equipment placed on the roof It is within 10' of the roof edge, but there is a roof parapet that is 4' above of the finished roof The equipment areas do not meet requirements of the 2006 IBC Section 505.5. The building is therefore a two story building. As a two story building, the area of the building is too large. The area was increased for a one story building. A two story building is allowed only a 200% increase for fire sprinklers. The allowable increase is 200% for a multistory building. This would bring the total allowable building size to 35,625 s.f. The wall between the hallway and the gymnasium/ cafeteria is a 2 -hour fire wall. The classroom side of this fire wall is 35,280 s.f which is within the allowable building size when calculated as a 200% increase. The Elec/Data room 202 does not meet mezzanine requirements or the equipment platform requirements of the 2006 IBC Section 505.5. Therefore, this room is located in a second story. Also, the egress from Room 202 does not meet the requirements of the 2006 IBC Section 1014.3. Per our meeting and conversation, please see attached counter - balanced ladder system and proposed recommendations. Please note that exiting lighting will be provided as well as shown (or recommended by review) on the attached plan. The 2006 IBC Section 1015.3 requires two exits from a boiler room with over 400,000 BTU equipment if the room is over 500 sq.ft.. Panic hardware is required on exit doors as per IBC Section1008.1.9 In reading this section of the IBC, I find the requirement of two exits when any fuel fired equipment exceeds 400,000 BTU input capacity, but no requirement of panic hardware. The second means of egress will be provided. Plumbing Potable Water Review Water Supply Fire Access Roads Fire Extinguishers Automatic Fire Extinguishing Systems Standpipes Commercial Cooking Alarm Systems Other Comments Planning Staff Review Development Standards Development Standards Fire Department Review Pending receipt of review comments from City. Required Fire Flow Since the North facade of the gymnasium area Review faces the street, elements to visually break up the facade are required. The Design Review Committee suggests incorporating the same columns and glass windows from the East and West gymnasium facade onto the North Gymnasium facade. Acknowledged A minimum 10 foot landscape strip is required Review between the sidewalk and building facade on the North and West side of the gymnasium area -to be planted with trees a minimum of 2 inch caliper for deciduous, and 7 foot minimum for evergreen. This will help visually break up the large facade of the building. To the North of the Gymnasium is the bus loading and unloading zone. This location will be subject to high use from the students. In addition, to the students, this area needs to be plowed frequently during the winter months to minimize the hazard of snow /ice buildup. Based on these factors, it was our professional opinion that a hard surface adjacent to the building would be more attractive than a planter in poor condition. To help address the concern of the visually breaking up the facade, additional trees can be planted along the North side of the property (South of Development Standards Building Department Review Setbacks and Property Lines Meets code requirements. 08/22/07 Fire Separation Plumbing Review Number of Parking Spaces Fire Department Review Fire Sprinkler System Required Please provide more details. 08/10/07 Additional details will be furnished with the shop drawings. Fire Apparatus Access Access to Hydrants Existing Hydrants Hydrant Flows Provided • the road right -of -way. A planter will be provided along the west side as per design ordinance. All outside equipment for cooling, etc, must be fully Review screened by incorporating it into the design of the building. We are concerned with the equipment on theroof at the North end of the building. Acknowledged. We have balanced the visual impact of the cooling tower with budgetary constraints and physical limitations of the structure. It is our professional opinion that any screening would create a larger visual impact than the cooling tower alone will create. Meets code requirements. 08/22/07 Three handicapped spaces are required as per IBC Section 1106. Acknowledged, a third stall will be added. Fire apparatus access route shown. Curbs required to be cut and sloped for apparatus access and access along northwest edge of building required to be a minimum height of 13 feet one inch. There is no overhang at this location, however the width will be increased to provide 20' -0" minimum clear width excluding the sidewalk. Fire hydrants not shown. On site plan SD1.2, Note #13 shows the location of 2 fire hydrants along the right -of -way of 7 South. An additional fire hydrant will be located as per the attached site plan. Hydrants not shown. No existing hydrants. Hydrant flows not provided. Required prior to construction. Acknowledged. We are awaiting information from City Engineering Dept. on size of waterline desired. Required Fire Flow Vicinity Map Provided Proposed Hydrants Fire Lane Signage Planning Staff Review Approved Site Plan Approved Site Plan Approved Site Plan Approved Site Plan Approved Site Plan Approved Site Plan Unknown. Per Code review on sheet G1.1, minimum required flow is 2,875 gpm. No vicinity map provided. See sheet G1.1 for Vicinity map Proposed hydrants not shown. On site plan SD1.2, Note #13 shows the location of 2 fire hydrants along the right -of -way of 7 South. An additional fire hydrant will be located as per the attached site plan. Fire lane signage with curbs painted red and maintained required in traffic areas. Acknowledged, these items will be furnished. The culvert must be installed all the way to 09/14/07 12 West prior to issuance of a Certificate of Occupancy. As a condition of the conditional use permit, 09/14/07 pedestrian traffic to the east shall be accommodated by the installation of sidewalks per City standards to the intersection of 12 and 7 South. This must be installed prior to the issuance of a Certificate of Occupancy. Please provide trash enclose details. Trash receptacles must be fully screened from the right -of -way using materials similar to those on the building facades. Trash receptacles will be fully screened from the R.O. W. The chain -link fence along with vision slats is constant with the landscape of the project as chain -link fencing is used throughout the project site. Please proved a lighting plan with photometric layout information. Lighting standards limit the height of parking area lights to 25 feet. Proposed lights are 32 feet high. Also, any building- mounted lights must be full cut -off. Please See attached for photometrics based on 25 foot tall light poles. Which will be installed. Please submit a detailed landscaping plan for review. (Including tree size, gallon size, etc.) See attached. A minimum 10 foot wide landscape strip is required between the North and West facade of the gymnasium area and the Public Works Review Approved Site Plan Sincerely, Brent A. McFarland, A.I.A. • 1 sidewalks —to be planted with deciduous and evergreen trees to help visually break up these facades of the building. To the North of the Gymnasium is the bus loading and unloading zone. This location will be subject to high use from the students. In addition, to the students, this area needs to be plowed frequently during the winter months to minimize the hazard of snow /ice buildup. Based on these factors, it was professional opinion that a hard surface adjacent to the building would be more attractive than a planter in poor condition. To help address the concern of the visually breaking up the facade, additional trees can be planted along the North side of the property (South of the road right -of -way. A planter will be provided along the west side as per design ordinance. Details of street widening and reconstruction on 7 South are not shown. South side of 7th South, back of sidewalk will be placed on right -of -way line. Pavement section will meet City standards. How will the landscaped area be watered? Landscape will be watered with irrigation water that the School District owns. No details are shown for water and sewer line extensions. Water and sewer lines will be installed per City standards. Unless directed by the City, installed sizes will be as shown on the construction documents (size required for this project only) How ill storm water be handled? Storm water is being retained on site through a system of drywells and retainage swells. Should you have any further concerns or questions, please do no hesitate to contact me. JOM Counter - Balanced Ladder THE ONLY NATIONALLY AVAILABLE COUNTER - BALANCED LADDER! All aluminum construction with nylon bushings and stainless cables and fas- teners provide a life -time of rust -free and maintenance —free service. Counter- balance lead weights are concealed inside the patented side rails of the lad- ders to provide trouble -free use regardless of snow, ice or salt air. Ladder can be released from below to provide lockable access to mezzanines or rooftops. The ladder can also be released from above to provide safe egress from the bottom of existing fire escapes or other applications. Custom heights, widths and OSHA compliant cages are available to suit any require- ment. Installations include: International Paper, Waste Management -WA, Kelloggs Plant -MI, Kroger Warehouse -IN, Sikorski Aircraft -CT and Schools around the country. • Standard distance between rungs is 1 1 ". • Rung width can be specified for each individual project. Maximum rung width is 24 ". • Rung strength is tested at 650 lbs. per rung. The rated capacity of the ladder is one 250 Ib. person every 13' six feet for the entire height of the ladder. 23' SAMPLE INSTALLATION (9') 3' (14') For additional information please contact us at: JOMY Products, Inc. Phone: 800 - 255 -2591 4635 Nautilus Court South Fax: 303 - 527 -2800 Boulder, CO 80301 Website: www.jomy.com • Ladder can be ordered with or without a cage. • JOMY offers a fall restraint system to be used in conjunction with the ladder. • Minimum 3' overlap of ladder sections in the down position required. • All ladders are custom built to site specific and code specific conditions. • All aluminum construction is designed to last the lifetime of the building without any maintenance. Ladder is priced at $135 per verti- cal foot. Please include the 3' overlap as part of the ladder height. The cage is priced at $45 per hoop, spaced every three feet. Prices do not include freight. • ASSOCIATES '.. 1152 BOND AVENUE — Suite A - -.. (208) 359 -2309 FAX (208) 359 -2271 REXBUR0, ID FANNING 28001 Cabot Drive, Suite 110 '.. Novi, Michigan 48377 (419) 586 -2292 USKH PnyhrrIng •Ne4McWN • Romano Lana &..*g. FE.Iwan.M4 313 D Street, Suite 200 Lewiston, Idaho 83501 (208) 746 -2661 REN9ON: DRAWN BY R5M JOB NO 51Q CHECKED BY: SAM DALE: JULY 2001 -.. PLOT DATE: 9 -26 -07 DRAWING NO. 1001 371-41.14-1111 • A1.14 AI.14 OF 40 • • 1000 SOUTH SITE PLAN - ELECTRICAL SCALE : 111= 50' • 0 / . I�r) 1 I -6 I . It1. O. • • • � FEW' man _a • 9.0 9 . 9.5 FIG linwommommommosm 16 Cl! • 9.7 9.6 2I __ ` 9.1 1f [ 9 , b .5 .6 4 2.2 9.1 9fj 9.0 ' IGA 8. 9 9� 6 .9 9.: 9.3 6 9. a .3 9. 5 19.5 b p` ►� 1.5 13 b BURTO ELEMENTAR 2 2 9.5 9.0 b.7 0 2 22 9.5 '22 2 •.7 0.8 b 1.1 1. b.5 b.3 b.3 b.e 1 8 1.4 r 9 .7 1.a N 1.5 1.7 _! 9. 1.5 1 co i i= �9.8 •. i 1.4 1 I . ti. FICA -� _ 9.9 9. 11.5 1.6 I 6 I 2.1 2.0 I I 16A 9.6 1 1 - " .04 , 1 5 2 ■ FI6A • • I RS 2.3 2.5 .4 .8 b.8 1.4 0.5 0.8 0.6 0.9 0.6 b.5 b.! 0.3 2.4 9.6 .9 9.0 .5 0.4 .3 0.3 1.4 O 1.5 b 92 b b.6 b 0.6 b 1.2 0 1.8 = 2.4 1.4 b 1.e 2 .3 9.3 b FI6A � -� 0.8 b 3 RW RW RW RW LANPSGAPE PLAN DONE 60 IS= PV PRUNUS PADAS MAYDAY IREE 2"1365 1 TILIA CORDATA 'GREEN SPIRE GREENSP1RE LINDEN 2°154B FIN FRAXINUS AMERICANA AUTUMN FIRPIX WHITE ASH 2" 8400 'AUTUMN PURPLE' A F RW Rw RW RW PLANT LIT TREES BOTANICAL NAME COMMON NAME SHRUBS BERBERS MENTORENSIS MENTOR BARBERRY THUNBERGI RECI LEAF JAPANESE 'ATROFVRP'UREA' BARBERRY BERBERIS T.A. CRIMSON PYGMY RUBY CAROUSEL' BARBERRY JUNIPERUS HORIZONTALIS BLUE CHIP BLUE CRIP' JUNIPEI JUNIPER/5 SABINA 'BUFFALO' BUFFALO JUNIPER PATENTILLA FRIJTICOSA KLONDIKE CINOLEFOSL 'KLONDIKE' r L 17 5 5/ 10024' 5 GAL. 15-24" 5 GAL. 12 5 SAL. I&24" 5 GAL 15-24" 5 SAL. 12-100" -Ag A 1152 BOND (208) 35 FANNINGNHOWEY 28001 Hoot Wm*, boa 11■1P • IATES AVENUI - Suite A -2309 FAX (208) 359-2271 RE(BURG, ID Cabot Drive, Salto 110 1AIchIgan 48377 (419) 586-2292 U8104 •Areblisehmi • Pk., .obo obtownsatal 313 0 Street, Suite 200 Lewiston, Idaho 83501 (208) 746-2661 g!RN . 18'r T :LigE 7 g n14 II 'MWMT MADISON SCHOOL DISTRICT #321 SURTON ELEMENTARY IREXEURS, IDAHO REVISOR: DRAWN BY: RSM JOB NO: 5 CHECKED BY: ESAM DATE JAE '01 PLOT DATE: 10 02-07 DRAWING NO. FILE 389.11.1-11 LI.1 OF 1 3 RW RW RW RW LANPSGAPE PLAN DONE 60 IS= PV PRUNUS PADAS MAYDAY IREE 2"1365 1 TILIA CORDATA 'GREEN SPIRE GREENSP1RE LINDEN 2°154B FIN FRAXINUS AMERICANA AUTUMN FIRPIX WHITE ASH 2" 8400 'AUTUMN PURPLE' A F RW Rw RW RW PLANT LIT TREES BOTANICAL NAME COMMON NAME SHRUBS BERBERS MENTORENSIS MENTOR BARBERRY THUNBERGI RECI LEAF JAPANESE 'ATROFVRP'UREA' BARBERRY BERBERIS T.A. CRIMSON PYGMY RUBY CAROUSEL' BARBERRY JUNIPERUS HORIZONTALIS BLUE CHIP BLUE CRIP' JUNIPEI JUNIPER/5 SABINA 'BUFFALO' BUFFALO JUNIPER PATENTILLA FRIJTICOSA KLONDIKE CINOLEFOSL 'KLONDIKE' r L 17 5 5/ 10024' 5 GAL. 15-24" 5 GAL. 12 5 SAL. I&24" 5 GAL 15-24" 5 SAL. 12-100" BRA T STATE A. McFARLAND AR -2561 OF IDAHO A 1152 BOND (206) 359 -2309 REXBURG. FANNING1HOWEY 28001 Cabot Novi. (419) Fngxwenq imd 50,08. I. IA ES AVENUE - Suite A FAO (208) 359 -2271 ID Drive. Suite 110 Michlgon 48377 586 -2292 .ue8eeebra • Plannnq Wrommnld 313 D Street, Suite 200 '.. Lewiston, Idaho 83501 (208) 746 -2661 CONSULTANTS: LANDSCAPE ARCHITECT CARL 1HULSEN ASIA Sults 105, P.O. Box 22943 Rings, MT 59104 (486) 252 -5545 Fax (406) 245 -9055 CTW. ENGINEERING THE DYER GROUP L10 310 N. 2nd E. Ste. 153 Rexburg. Idaho 83440 (208) 656-0800 FAX (208) 656 -8808 STRUCTURAL ENGINEERING ES2 Structural Engineers 4943 North 26th East, STE A Idaho Falls. Idaho 03401 (208) 522 7356 Fax (208) 552 -9302 MECHANICAL ENGINEERING ENGINEERED SYSTEMS ASSOC. 315 West Center Pocatello. Idaho 83204 (208) 233 -0501 Fax (001) 233- 0529 ELECTRICAL 6NGME62IN6 PAYNE ENGINEERING INC. 1823 E Center St. Pocatello. Idaho 83201 (208) 232 -4439 Fax (208) 232 -1435 t 1 PROJECT: _ MADISON SCHOOL 171STRIGT #321 sURTON ELEMENTARY RE7PUR6, IDAHO • REVISION: DRAWN BY: R5M JOB N0: 599 CHECKED BY: SAM DATE JUNE '01 PLOT DATE: 10 -01 -07 DRAWING NO. RE 399301.2 -SPL • 501.2 5171.2 OF 1 11111111 ..tr11111, 11•11111111111U Iew•/' v 1111is100M1011111111111121•11 .56•_#4.111eee111~11eew1111111w=1o4 LARDSC E _ FIRE APPARATUS AOOF55 20 20 12' -O• EDGE OF 6615TIN6 ASPHALT RW RW SCALE) I• o 90' SITE PLAN - LAYOUT RW f.i \e - co 6 e, ADDtD RW OF 6x1 RW NOTES RW PAINTED ARROWS FOR ONE WAY TRAFFIC NEW FLAG POLE - K/5122.1 EASE OF 16X1511146 ASPHALT OI NEW 4" CONCRETE SIDEWALK - 5/5122.1 O2 NEW 5" ASPHALT PAVING ON 4" COMPACTED GRAVEL ON 14" OF ENGINEERED FILL - SEE DETAIL A/502.) O3 NEW 5-0" TALL CHAIN LINK FENCE - SEE DETAILS B/51222, C /S02.2 a 0/5022 ® 4" THICK CONCRETE SPLASH BLOCK SLOPE AWAY FROM BUILDING 0 NEW 4" WIDE PARKING STRIPES ELECTRICAL TRANSFORMER LOCATION ON GONG PAD. COORDINATE 19/ POWER COMPANY FOR GONG. SPECS BIKE RACKS - SEE DETAILS 16/5022 4 F/5D22 TRASH ENCLOSURE ASPHALT PAVING FOR FIRE ROUTE CONCRETE MOW STRIP AROUND BUILDING - J/502.1 FIRE HYDRANTS 4" STEEL PIPE BOLLARD GONG. FILLED. SEE DETAIL M/502.1 EXPANSION JOINTS - SEE DETAIL 6/502.1 CONTROL JOINTS - SEE DETAIL F /502.1 CURB 4 GUTTER - 518: DETAIL WSD2.I HANDI -CAP PARKING SIDE WALK AND PARKING STALLS - SEE DETAILS 0 /502.1, D /502.I R E/5122.1 VALLEY GUTTER - SEE DETAIL S/S02.5 NEW LIGHT POLES AND BASES - SEE DETAILS L/5122.1 INLET BOX NI/ CONCRETE SURROUND - SEE DETAIL G /502.5 RECESS CURS AT SIDE WALK TRAFFIC SIGNA6E FOR TYPE SEE DETAIL P /502.1 1 From: JRW 09/2 2007 13:52 11181 P.001 /005 • JRW& ASL 07 00367 \cQ Burton Elementary Revisions 9/25/2007 1152 BOND AVENUE, SUITE A REXBURG, IDAHO 83440 (208) 359 -2309 Fax: (208) 359 -2271 E -mail: info(ai)irwa.com FAX TRANSMISSION COVER SHEET Date: September 19, 2007 To: Val Of City of Rexburg, Building Department Fax: Re: Archer -Lyman and Burton Elementary Schools Sender: Brent YOU SHOULD RECEIVE 5 PAGE(S), INCLUDING THIS COVER SHEET. IF YOU DO NOT RECEIVE ALL THE PAGES, PLEASE CALL 208 -359 -2309. Plan Review Response for both schools - 5ECIE11WEE SP 252001 CITY OF REXBURG J ,From:JRW ASSO CIATES Architecture & Interior Design Phone (208) 359 -2309 Fax (208) 359 -2271 1152 Bond Avenue Suite A Rexburg, ID 83440 Www.i rwa. com September 18, 2007 City of Rexburg / Madison County 19 E. Main St. Rexburg, ID. 83440 09/42007 13:52 11181 P. 002/005 Re: Plan Review Response for Burton Elementary School, Permit # 07 00367 Plan Review Response for Archer -Lyman Elementary School I have attached your original comments, with our response in italics. The responses as noted will be incorporated into the contract documents. Should you have any further concerns or questions, please do no hesitate to contact me. Building Department Review Building Type Compliance Item #1 — Building is shown as Type VB and does not meet the size requirements for a two story building. Per IBC 2006 Section 504.2 allows the addition of a second story when fire sprinkletL However, per IBC 2006 Section 502.1 the mechanical access walk area meets the definition of an equipment platform (please see attached) and therefore should not be considered a second story. Miscellaneous Item #1-- A water resistive barrier is required on walls as per IBC Section 1402. Acknowledged, the air - infiltration barrier identified on the wall types (sheetA5.01) is specified as a "Tyvek "product which is in compliance with IBC 1402. Item #2 — Table 2902.1 of the 2006 IBC identifies that 1 watercloset is required for each 50 occupants. The occupant load is identified as 1,529. By our calculations, there are not enough fixtures to meet the occupancy. Please make the necessary changes. The identification of 1,529 occupants is misleading, the true occupant load of the building is as follows: Classrooms: 728 occupants, Administration/Kitchen: 28 for a total occupant load of 756 (based on the net area as per Section 1004.1.1) This results in the need of 8 waterclosets for female and 8 waterclosets for male. We actually have 12 per sex. It should be noted also that the gymnasium/cafeteria area will not be used simultaneously with the classrooms (Le. the classrooms will not be full of students and the gymnasium at capacity at the same time). Mechanical Review Item #1 — Guardrails must be provide where roof equipment is not more than 10' from edge of roof. Acknowledged, the cooling tower is the only piece of equipment placed on the roof It is within 10' of the roof edge, but there is a roof parapet that is 4' above of the finished roof Qualifications Certified By: N.CA.R.8. - National Council of Architectural Registration Boards .From: • 09/62007 13:52 #181 P.003/005 Height & Area Review Item #1 - The equipment areas do not meet the requirements of the 2006 IBC Section 505.5. The building is therefore a two story building. As a two story building, the area of the building is too large. The area was increased for a one story building. A two story building is allowed only a 200% increase for fire sprinklers. If the mechanical access level is viewed as a second story and not an equipment platform, the allowable increase is only 200 %. This would bring the total allowable building size to 35,625 sf. The wall between the hallway and the gymnasium/cafeteria is a 2 -hour fire wall. The classroom side of this fire wall is 35,280 sf. which is within the allowable building size when calculated as a 200% increase. Exiting Review Item #1 - The Elec /Data room 202 does not meet mezzanine requirements or the equipment platform requirements of the 2006 IBC Section 505.5. Therefore, this room is located in a second story. Also, the egress from Room 202 does not meet the requirements of the 2006 IBC Section 1014.3. Per IBC Section 502.1 Commentary (see attached)," ....Equipment platforms, covered in Section 505.5, are unoccupied and used exclusively for housing equipment and providing access thereto, and are not subject to the requirements for mezzanines. Their purpose could also be to allow access for maintenance, repair or modification of elevated or very large equipment...". The definition as given in Section 502.1 Commentary does not limit what type of equipment may be located in the equipment platform. The only limitations placed are that the space is unoccupied and used exclusively for housing equipment and providing access thereto. Based on this, the Elec/Data room 202 is an equipment A roof hatch access is provided within the Elec/Data Room 202, which is an allowable means of egress in other sections of the IBC (1015.3), creating two means of egress from the space. Which per Section 1015.1.2 is an allowable compromise for the common path being exceeded Item #2 — The 2006 IBC Section 1015.3 requires two exits from a boiler room with over 400,000 BTU equipment if the room is over 500 s.f.. Panic hardware is required on exit doors as per IBC Section 1008.1.9. In reading this section of the IBC, I find the requirement of two exits when any fuel fired equipment exceeds 400,000 BTU input capacity, but no requirement of panic hardware. The second means of egress is in the mechanical access (Mech. Access #201) via a floor hatch as allowed in this section. Administrative Review General Contractor information required prior to issuance of the building permit: The general contractor is: Okland Construction, 1978 S. West Temple Salt Lake City, UT. 84115 Contractor's license # RCE -11845 Plumbing estimate and contractor signature required prior to issuance of the building permit. Acknowledge, this is currently in the process. Electrical estimate and contractor signature required prior to issuance of the building permit. Acknowledge, this is currently in the process Mechanical estimate and contractor signature required prior to issuance of the building permit. Acknowledge, this is currently in the process. Water meter size needed. As per drawing SD1.1, a 3" water meter is to be installed f rom: JRW 09/242007 13:53 11181 P. 004/005 Fire Department Review Item #1 — Fire apparatus access on northwest comer is too narrow next to building, overhang on building may impede access. There is no overhang at this location, however the width will be increased to provide 20'4" minimum clear width excluding the sidewalk. Item #2 - Fire apparatus access to fire lane around building is required to have sloped curb cuts for egress at both ends. As per drawings, both entrances have low back curb for vehicular access (detail H/SD2.1, a 3" rolled curb back) Item #3 - Fire apparatus access surface required to be capable of supporting a minimum of 75,000 pounds. Per contract documents (detail A/SD2.1), the asphalt paving will be 3- inches thick, aggregate base of 4- inches and structural fill of 14- inches. The City of Rexburg standard street section is 2- inches of asphalt, 3- inches of aggregate base and 12- inches of structural fill. Item #4 — Fire lane signage required ( "NO PARKING FIRE LANE ") with curbs painted red and maintained along access areas next to building. Acknowledged these items will be added into the project. Item #5 — Structure required to have fire suppression system installed. Please provide details on contractors, water supply, holding tanks, fire sprinlder system, well, pump and controls, and related equipment, and sprinkler plans prior to construction. Additional fire hydrants may be required to be installed. Fire suppression system to meet local, state and other recognized standards. Acknowledged The information requested will be submitted as requested The water supply, holding tank, etc...is identified in the contract documents (Archer -Lyman M2.2), sheet M2.1 for both schools Item #6 — Structure required to be equipped with a fire alarm system. Please provide details on contractors, fire alarm plans with submittals, controls, calculations, etc...prior to construction. Fire alarm system required to meet local, state, and other recognized standards. Acknowledged The information requested will be submitted prior to installation. Item #7 — Fire extinguishers required throughout structure. Acknowledged, these are identified on sheets A1.11,A1.12,A1.13 and A1.14 as "F.E.-1" and "F.E.-2". Item #8 - All commercial cooking appliance required to be protected with lcitchen hoods and comply with the International Mechanical Code. Acknowledged, kitchen hoods are indicated on sheet A4.12 as items #34 and #35 and on sheet M4.1 as items 1H/1 & KH/2 (Archer -Lyman only, Burton kitchen is a serving kitchen only) Should you have any further concerns or questions, please do no hesitate to contact me. Sincerely, Brent A. McFarland, A.I.A. d A. 07 00367 Burton Elementary Revisions 9/25/2007 1 S 2 5 00 7 CITY OF REXBURG From:JRW IX' the. :ode,- and:. for_; ving tese_ ro ding; 'vent. �sut such roof,:_ rovi f the ;e Of the; Be is nee Sur= that'; tma- (see s . 3 de [see of a' does ;a is • BASEMENT. That portion of a building that is partly or com- grade plane (see "Story above grade plane" in pletely below Section 202). A basement shall be considered as a story above grade plane where the finished surface of the floor above the basement is: 1. More than 6 feet (1829 mm) above grade plane; or 2. More than 12 feet (3658 mm) above the finished ground level at any point. ,.This definition parallels that of "Story above grade plane" (see Chapter 2). The determination of whether a basement meets the definition of "Story above grade plane" is important because it contributes to the height of a building in regard to Table 503 and the total allow- able area of the building in accordance with Sections 503.1.1 and 503.3. Every story with the finished floor entirely above grade (finished ground level) is a story above grade. In addition, two specific criteria in the definition establish the threshold at which a basement extends far enough above ground to contribute to the regulated height of the building in number of stories. Figure 502.1(2) describes the application of these criteria. (A) THE BASEMENT IS A STORY ABOVE GRADE PLANE BECAUSE THE FLOOR OF STORY A IS MORE THAN 6' -0" ABOVE GRADE PLANE GRADE-7 10 -0" STORY B G� BASEMENT N • 1 STO BASEMENT NO. GREATER THAN 6' -0" GRADE PLANE GRADE (B) BASEMENT NO. 1 IS A STORY ABOVE GRADE PLANE BECAUSE THE FLOOR OF STORY .A IS MORE THAN 12'-0" ABOVE FINISHED GROUND LEVEL AT ONE POINT For SI 1 inch = 25.4 mm, 1 foot = 304.8 mm. Figure 502.1(2) STORY ABOVE GRADE 10' -0" TYP. 16' - 0" ' BUILDING CODE COMMENTARY 09/11V007 13:53 #181 P.005/005 GENERAL BUILDING HEIGHTS AND AREAS EQUIPMENT PLATFORM. An unoccupied, elevated plat- form used exclusively for mechanical systems or industrial process equipment, including the associated elevated walk- ways, stairs and ladders necessary to access the platform (see Section 505.5). ❖ A distinction is made between equipment platforms and mezzanines by way of definition. Equipment plat- forms, covered in Section 505.5, are unoccupied and used exclusively for housing equipment and providing access thereto, and are not subject to the require- ments for mezzanines. Their purpose could also be to allow access for maintenance, repair or modification of elevated or very large equipment. Equipment plat- forms allow efficient use of high bay areas by locating infrequently accessed equipment or processes over- head without the occupant load or increasing the haz- ard to occupants in the room. Elevated floor areas that do not meet this definition would be subject to the re- quirements for mezzanines. GRADE PLANE. A reference plane representing the average of finished ground level adjoining the building at exterior walls. Where the finished ground level slopes away from the exterior walls, the reference plane shall be established by the lowest points within the area between the building and the lot line or, where the lot line is more than 6 feet (1829 mm) from the building, between the building and a point 6 feet (1829 nun) from the building. This term is used in the definitions of "Basement" and "Story above grade plane." It Is critical in determining the height of a building and the number of stories above grade, which are regulated by this chapter. Since the finished ground surface adjacent to the building may vary (depending on site conditions), the mean average taken at various points around the building constitutes the grade plane. One method of determining the grade plane elevation is illustrated in Figure 502.1(3), where the ground slopes uniformly along the length of each exterior wall. Situations may arise where the ground adjacent to the building slopes away from the building because of site or landscaping considerations. In this case, the lowest finished ground level at any point between the building's exterior wall and a point 6 feet (1829 mm) from the building [or the lot line, if closer than 6 feet (1829 mm)] comes under consideration. These points are used to determine the elevation of the grade plane as illustrated in Figures 502.1(4) and 502.1(5). In the context of the code, the term "grade" means the finished ground level at the exterior walls. While the grade plane is a hypothetical horizontal plane de- rived as indicated above, the grade is that which actu- ally exists or is intended to exist at the completion of site work. The only situation where the grade plane and the grade are identical is when the site is perfectly level for a distance of 6 feet (1829 mm) from all exterior walls. 5-3 PROJECT: Archer -Lyman Rexburg, Idaho PROJECT No: 07202 CLIENT: JRW DATE: July 26, 2007 Sheet Index Elementary School 2 STR.vC- tulLAL Cq.c.. Ai - 7141. SAW rag' a7ro -c a Lcm , 07 003651 Burton Elementary School Submitted 8/7/2007 Roof Framing. .R1 - R22 Masonry s ................................................................................................. .............................M1 - M18 Mech Access Floor Framing ........ F1 - F12 ................................................................ ............................... . WallDesign .................................................................................................... ............................... W I - W18 LateralDesign .................................................................................................. ............................... LI - L25 Columnsand Foundation ..................................................................................... ............................... C1 -C10 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 Phone: (208) 552 -9874 Fax: (208) 552 -9302 $JHUCJVRALCALCDLAnor PYRI Archer -Lyman Elementary School Rexburg, Idaho I DATJt 7/26/2007 I ENOIIMPLI ber I PROILICTNUIAREIL 07202 l BJBMITNQMBER: COVER 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project Name: RA UM LcC scis gebow co6 fc,F. F Project #: Initials: C I re° L... Date: - 5 156 PsF !Sheet: 1 1 1 1 1 1 HiHIIIIll _.. 111111 iIIIIIIIIIIIIIK 1III !iIl z P 1 s 5 Ai Mark Span Apx Avg Trib or FBD fl tx).:. 11 1- 3 12- t V C2 Project Name: R left R right Project #: Notes / Size C.C.S 4.) 21 oc Z QL T.7w 1! z 11 rk t 1 j - - r r j -1,1 I/ I. (: 0,-) 1 Date: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ) Mark Span 12 1 . 2 3°'Plf LL 2 td kJ 7 Apx Avg Trib or FBD 0 A Pl Pic II (9 / 01 Project Name: R left 7 . 7 1 '-1 0 E R right Project #: Notes / Size ) IL) 7 'A 21 2- c Initials: Date: Sheet: ■■• Project Name: Project #: Initials: I Date: • Sheet: Mark (2A F-rt IL p 7,7 Span 0 2. Apx Avg Trib or FBD t - 7 / (3 R left 3 , "7.. - 1 t ct ( R right k Notes / Size ) iz IL I 1 LOL Mark 12-3 ( rrk Span Apx Avg Trib or FBD • 2,7 4 \A) ( Ai ft • Si 1Z_ Project Name: R left 1 5,6 t5H j 0. Project #: R right F ktif C2 cf ( q-L Notes/Size (3) 1 2,' ) Initials: Date: 71 r Ictr Sheet: Project Name: ! Project #: -!Initials: Date: (Sheet: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WOOD BEAM BM MARK: Ri DL Red.LL Span (ft): 7.0 (psf) LL (psf) (psf) trib (ft) w (plf) wLL (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 12 762 462 1050 1050 DL TL def. < L/ 240 roof/fir 20 40 40 0 0 0 1617 1617 LL LL def. < L/ 360 floor 0 0 0 0 0 0 2667 2667 TL Co: 1.00 wall /misc. 0 0 0 0 0 K: 1.0 w uPUroFM LOAD (plf): 762 462 M (lb -ft): 4667 LL Red. (Y /N) ?: n P PT LOAD (lbs): 0 0 from left end: 0.0 A B (2) 2 x 12 (3) 2x 10 fv (psi) a d: 87 75 fb (psi): 885 873 4TL (in): 0.07 0.09 4D (in): 0.03 0.03 span /4: 1162 969 BM MARK: R2 DL LL Beam Selection ( A • F ): A Span (ft): 3.5 ( p s f ) LL (psf) Red.LL trib (ft) wr (plf) w (1 Left Right Lu (ft): 2.0 < =Check roof 25 38.5 365 2 127 77 88 88 DL TL def. < L/ 240 roof/fir 20 40 40 0 0 0 135 135 LL LL def. < L/ 360 floor 0 0 0 0 0 0 222 222 TL CD: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM LOAD (pl0: 127 77 M (Ib•ft): 194 LL Red. (Y /N) ?: n BM MARK: R3 iv (psi) @ d: fb (psi): 4TL (in): 4D (in): span /4: 03SS•mbulliuU 06.09.29 DL LL Beam Selection ( A - F ): A Loads P Fr LOAD (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 6 (3) 2x 6 fv (psi) (03 d: 15 10 fb (psi): 154 103 4TL (in): 0.01 0.00 4D (in): 0.00 0.00 span /4: 6518 9778 Loads Span (ft): 10.0 (psf) LL (psf) Red.LL trib (it) W (plf) wk. (pit) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 40 2540 1540 5000 5000 DL TL def. < L/ 240 roof /fIr 20 40 40 0 0 0 7700 7700 LL LL def.< L/ 360 floor 0 0 0 0 0 0 12700 12700 TL CD: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 2540 1540 M (lb-ft): 31750 LL Red. (Y /N) ?: n DL LL P Pr LOAD (lbs): 0 0 from left end: 0.0 C D 31/8 x 18 5.1/8 x 15 Beam Selection ( A • F ): A 237 2258 - 121 1 08 74 ALLOWABLE STRESS DESIGN Loads Reactions (Ibs) 186 1982 0.22 0.09 545 Comments R1 USE: 12) 2 x 12 Comments R2 USE: 12) 2 x 6 Comments 3.3/4 x 12 38 2352 '1.33 ..13 57 Reactions (lbs) Reactions (Ibs) No. of MICROLAMS: 2 (2) 1-3/4x 7.250 130 1827 0.19 0.08 431 No. of MICROLAMS: 2 F G (2) 1.3/4x 5.500 (2) 1.3/4 x 9.5 13 5 132 44 0.00 0.00 0.00 0.00 9031 46537 'd0. Of MICROLAMS: 3 (3) 1 -3/4x 14.000 199 2222 0.25 0.10 479 F RS USE: G (3) 1.3/4 x 7.25 87 1218 0.13 0.05 646 WOOD BEAM BM MARK: R10 Loads Reactions (Ibs) Span (ft): 7.0 (psf) LL (psf) R(P ;L trib (ft) WI (plf) wLL (PI)) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 6 381 231 525 525 DL TL def. < L/ 240 roof /fIr 20 40 40 0 0 0 809 809 LL LL def. < L/ 360 floor 0 0 0 0 0 0 1334 1334 TL CD: 1.15 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w LINIroRM LOAD (plf): 381 231 M (Ib -f0: 2334 LL Red. (Y /N) ?: n fv (psi) @ d: 76 70 fb (psi): 1066 1234 GTL (in): 0.14 0.21 AD (in): 0.05 0.08 span /e: 622 407 BM MARK: R11 P Pr LOAD (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 8 (3) 2x 6 Beam Selection ( A - F ): A Span (ft): 3.0 (1°Sf) LL (psf) R(paf)L Crib (ft) w (plf) w (plf) Lu (ft): 2.0 < =Check roof 25 38.5 38.5 6 381 231 TL def. < L/ 240 roof/fir 20 40 40 0 0 0 LL def. < L/ 360 floor 0 0 0 0 0 0 CD: 1.00 wall /misc. 0 0 -- 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 381 231 LL Red. (Y /N) ?: n P Pr LOAD (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 6 (3) 2x 6 fv (psi) @ d: 36 24 fb (psi): 340 227 LTL (in): 0.01 0.01 AD (in): 0.00 0.00 span /d: 3450 5175 OL LL DL LL Beam Selection (A • F ): A ALLOWABLE STRESS DESIGN Loads BM MARK: R13 Loads RIO USE: (2) 2 x B R 1 1 USE: (2) 2 x 6 Span (ft): 14.0 (psf) LL (psf) R(p trib (ft) w (plf) w (plf) Lu (ft): 2.0 roof 25 38.5 38.5 9 571.5 346.5 TL clef. < L/ 240 roof /fir 20 40 40 0 0 0 LL def.< L/ 360 floor 0 0 0 0 0 0 CD: 1.00 wall /misc. 0 0 0 0 0 K: 1.0 w o:o 0arn LOAD (plf): 571.5 346.5 LL Red. (Y /N) ?: n fv (psi) @ d: fb (psi): 4TL (in): AD (in): span /e: 035S-bmbuiltup 06.09.29 DL LL P Pr LOAD (Ibs): 0 0 from left end: 0.0 C D 11/8 x 12 5 -1/8 x 10 1/2 Beam Selection ( A • F ): A 137 2240 0.61 0.24 275 Project Name: 98 1784 0.56 0.22 303 Project #: Comments Comments Comments 6.3/4 x 9 38 -344 67 1.26 51 Initials: E Reactions (Ibs) No. of MICROLAMS: 2 (2) 1 -3/4x 5.500 90 1587 0.22 0.09 376 Reactions (Ibs) Left Right 225 225 DL 347 347 LL 572 572 TL M (lb •ft): 429 No. of MICROLAMS: 2 (2) 1-3/4x 5.500 31 291 0.01 0.00 4780 Left Right 1575 1575 DL 2426 2426 LL 4001 4001 TL 38 1517 42 0.16 103 R13 USE: Date: M (lb-ft): 14002 No, of MICROLAMS: 3 (3) 1•3/4x 11.250 WOOD BEAM BM MARK: R14 DL Red.LL Span (ft): 10.0 (psf) LL (psf) (psf) trib (ft) wrL (pl }) w (PIf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 16 1016 616 2000 2000 DL TL def. < L/ 240 roof /fir 20 40 40 0 0 0 3080 3080 LL LL def. < L/ 360 floor 0 0 0 0 0 0 5080 5080 TL CD: 1.00 wall /misc. 0 0 -- 0 0 0 K: 1.0 w UNI roeM LDAD (p11): 1016 616 M (lb-ft): 12700 LL Red. (Y /N) ?: n fv (Psi) @ d: fb (psi): ATL (in): AD (in): span /A: fv (psi) @ d: fb (psi): ATL (in): AD (in): span /A: 03SS.1.bui /tup_0E.09.29 DL LL P Pr LOAD (lbs): 0 0 from left end: 0.0 C D 3.1/8 x 12 5 -1/8 x 9 Beam Selection ( A F ): A fv (psi) @ d: 57 48 fb (psi): 753 742 ATL (in): 0.13 0.15 AD (in): 0.05 0.06 span /A: 957 798 DL LL Beam Selection ( A - F ): A Beam Selection (A • F ): A 163 2032 0.28 0.11 425 171 2198 0.41 0.16 378 Project Name: Loads BM MARK: 815 Loads ALLOWABLE STRESS DESIGN 140 2203 0.41 0.16 294 DL Span (ft): 13.0 (psf) LL (psf) R(psf) LL Crib (ft) wrl (pit) FO (PIf) Lu (ft): 2.0 roof 25 38.5 38.5 16 1016 616 TL def. < L/ 240 roof /fir 20 40 40 0 0 0 LL def. < L/ 360 floor 0 0 0 0 0 0 CD: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 1016 616 LL Red. (Y /N) ?: n P PT LOAD (Ibs): 0 0 from left end: 0.0 C D 3 -1 /8 x 15 5.1/8 x 12 136 2094 0.49 0.19 317 DL LL P Pr LOAD (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 12 (3) 2x 10 Comments Comments Comments E 63/4 x 9 107 1672 0.31 0.12 387 R14 USE: Reactions (Ibs) Reactions (Ibs) Left Right No. Of MICROLAMS: 2 (2) 13/4x 11.250 157 2064 0.29 0.11 414 2600 2600 DL 4004 4004 LL 6604 6604 TL M (lb -ft): 21463 No. of MICROLAMs: 3 E F 63/4 x 10 1/2 (3) 1-3/4x 11.250 121 2077 0.56 0,22 280 144 2326 0.55 0.22 283 R15 USE: BM MARK: R16 Loads Reactions (Ibs) Span (ft): 10.0 ( P s f ) LL (psf) R(P f,L Crib (ft) wrL (plf) W (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 5 317.5 192.5 625 625 DL TL def. < L/ 240 roof /fir 20 40 40 0 0 0 963 963 LL LL def.< L/ 360 floor 0 0 0 0 0 0 1588 1588 TL CD: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM WAD (pif): 317.5 192.5 M (lb -ft): 3969 LL Red. (Y /N) ?: n No. of MICROLAMS: 2 (2) 1.3/4x 7.250 83 1553 0.34 0.13 355 R16 USE: (2) 2 x 12 Date: Sheet: �.a 1 WOOD BEAM BM MARK: R17 Loads Reactions (Ibs) Span (ft): 14.0 (Psf) LL (psf) R (p sf ) L Crib (ft) WTL (plf) wa (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 17 1079.5 654.5 2975 2975 DL TL def. < L/ 240 roof /flr 20 40 40 0 0 0 4582 4582 LL LL def. < L/ 360 floor 0 0 0 0 0 0 7557 7557 TL C 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM Lcno (plf): 1080 655 M (lb-ft): 26448 LL Red. (Y /N) ?: n fv (psi) @ d: fb (psi): ATL (in): AD (in): span /A: fv (psi) fb (psi): ATL (in): AD (in): span /A: BM MARK: R19 Span (ft): 28.0 Lu (ft): 2.0 TL def. < L/ 240 LL def.< L/ 360 CD: 1.00 K: 1.0 LL Red. (Y /N) ?: n fv (psi) ©d: fb (psi): ATL (in): AD (in): span /A: 03SS- bmbuilfup 06.09.29 DL LL P Pr LOAD (Ibs): 0 0 from left end: 0.0 Beam Selection ( A • F ): A DL LL Beam Selection ( A . F ): A DL LL Beam Selection ( A • F ): A 177 2238 0.44 0.17 379 195 2194 0.34 0.14 454 185 2074 0.69 0.27 484 Project Name: C D ALLOWABLE STRESS DESIGN Comments E 3.1/8 x 16 1/2 5.1/8 x 13 1/2 63/4 x 12 Loads 137 2039 0.49 0.19 341 P Fr LOAD (Ibs): 0 0 from left end: 0.0 C D 3.1/8 x 18 5-1/8 x 13 1/2 170 2378 0.50 0.20 314 DL (Psf) LL (psf) RIPS )L trib (ft) Wu (oft) WLL (Plf) roof 25 38.5 38.5 22 1397 847 roof/fir 20 40 40 0 0 0 floor 0 0 0 0 0 0 wall /misc. 0 0 - -- 0 0 0 P P1 Loeo (Ibs): 0 0 from left end: 0.0 C D 3 -1/8 x 39 5-1/8 x 30 w UNIFORM LOAD (p11): 1397 847 157 2137 0.93 0.37 361 Project #: Comments Comments 120 1959 0.53 0.21 315 BM MARK: R18 Loads Reactions (Ibs) E 135 2003 0.97 0.38 347 E 63/4 x 12 149 2285 0.54 0.21 291 63/4 x 27 Reactions (Ibs) Initials: - - - No. of MICROLAMS: 3 (3) 13/4x 11.875 156 2572 0.67 0.26 251 R 1 7 USE Span (ft): 13.0 (Psf) LL (psf) R(pds1) trib (11) WTL (plf) w (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 23 1460.5 885.5 3738 3738 DL TL def. < L/ 240 roof/fir 20 40 40 0 0 0 5756 5756 LL LL def. < L/ 360 floor 0 0 0 0 0 0 9493 9493 TL CD: 1.00 wall /misc. 0 0 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 1460.5 885.5 M (lb-ft): 30853 LL Red. (Y /N) ?: n No. of MICROLAMS: 3 (3) 1-3/4x 14.000 159 2159 0.41 0.16 379 RIB USE: Left Right 7700 7700 DL 11858 11858 LL 19558 19558 TL R19 USE M (Ib-k): 136906 No. of MICROLAMS: 1 Date: Sheet: WOOD BEAM BM MARK: R20 Loads Reactions (lbs) DL Red.LL Span (ft): 18.0 (psf) LL (psf) (psf) trib (ft) w (plf) wLL (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 13 825.5 500.5 2925 2925 DL TL def. < L/ 240 roof /fir 20 40 40 0 0 0 4505 4505 LL LL def. < L/ 360 floor 0 0 0 0 0 0 7430 7430 TL C 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM LOAD (pit): 826 501 M (Ib •ft): 33433 LL Red. (Y /N) ?: n DL LL fv (psi) © d: fb (psi): 5TL (in): AD (in): span /e: Span (ft): 28.0 Lu (ft): 2.0 TL def. < L/ 240 LL def. < L/ 360 C 1.00 K: 1.0 LL Red. (Y /5) ?: n iv (psi) Q d: fb (psi): 3TL (in): a0 (in): span /4: 03S•brnbu,Itup 06.09.29 P FT Loop (Ibs): 0 0 from left end: 0.0 C D 3 -1 /8 x 18 5.1/8 x 15 Beam Selection ( A . F ): A Beam Selection ( A • F ): A fv (psi) © d: 72 48 fb (psi): 680 453 ATL (in): 0.02 0.01 A0 (in): 0.01 0.01 span /A: 1725 2588 DL LL Beam Selection ( A - F ): A 165 2377 0.71 0.28 303 BM MARK: R21 Loads P pr LOAD (Ibs): 0 0 from left end: 0.0 C D 3.1/8x30 5.1/8x24 164 2230 0.97 0.38 346 Project Name: J ALLOWABLE STRESS DESIGN 125 2088 0.75 0.30 287 R20 USE (Psi) LL (psf) R paf)L Crib (ft) wT (plf) WL_ (p11) Left Right roof 25 38.5 38.5 14 889 539 4900 4900 DL roof/fir 20 40 40 0 0 0 7546 7546 LL floor 0 0 0 0 0 0 12446 12446 TL wall /misc. 0 0 - -- 0 0 0 w UNIFORM LOAD (plf): 889 539 M (lb -ft): 87122 130 2125 1.16 0.46 290 DL LL P RT LOAD (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 6 (3) 2x 6 Project #: Comments Comments Comments Initials: No. of MIcaoLAMS: 3 E F 6.3/4 x 13 1/2 (3) 1.3/4x 14.000 107 1957 0.78 0.31 276 E 6.3/4 x 21 115 2107 1.31 0.52 256 Reactions (lbs) 132 2339 0.85 0.34 253 No. of MlcaoLAMS: 3 R21 USE: BM MARK: R22 Loads Reactions (lbs) Span (ft): 3.0 ( P s f ) LL (psf) Rsf)L trib (ft) w (plf) w (plf) Left Right Lu (ft): 2,0 < =Check roof 25 38.5 38.5 12 762 462 450 450 DL TL def. < L/ 240 roof /fir 20 40 40 0 0 0 693 693 LL LL def.< L/ 360 floor 0 0 0 0 0 0 1143 1143 TL CD: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 762 462 M (Ibdt): 857 LL Red. (Y /N) ?: n No. of MICROLAMS: 1 (I) 1.3/4x 5.500 124 1166 0.03 0.01 1195 R22 USE: (2) 2 X 8 Date: 1 1 WOOD BEAM SM MARK: R23 DL LL (psf) Red.LL Span (11): 10.0 (psf) (psf) trib (ft) wTL (plf) wLL (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 12 762 462 1500 1500 DL TL def. < L/ 240 roof /fIr 20 40 40 0 0 0 2310 2310 LL LL def. < L/ 360 floor 0 0 0 0 0 0 3810 3810 TL CD: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 762 462 M (Ib•ft): 9525 LL Red. (Y /N) ?: n DL LL Comments fv (psi) @ d: fb (psi): ATL (in): AD (in): span /A: EIM MARK: R24 Span (it): 10.0 ( p 5 f ) LL (psf) R (PS f ) L trib (ft) WT (P10 wLL (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 16 1016 616 2000 2000 DL TL def. < L/ 240 roof /flr 20 40 40 0 0 0 3080 3080 LL LL def. < L/ 360 floor 0 0 0 0 0 0 5080 5080 TL CD: 1.00 wall /misc. 0 0 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 1016 616 M (Ibdt): 12700 LL Red. (Y /N) ?: n DL LL fv (psi) @ d: fb (psi): ATL (in): AD (in): span /A: eM MARK: R25 LL Red. (Y /N) ?: n fv (psi) @ d: fb (psi): ATL (in): AD (in): span /A: 03SS- brnbuiltup_06.09.29 P Fr LOAD (lbs): 0 0 from left end: 0.0 C D 3.1/8 x 10 1/2 5.1/8 x 9 Beam Selection (A • F ): A P . ^r LOAD (lbs): 0 0 from left end: 0.0 C D 3.1 /8x 12 51/8x9 Beam Selection ( A - F ): A Beam Selection ( A • F ): A 144 1991 0.32 0.12 380 R23 USE: 163 2032 0.28 0.11 425 Project Name: Loads Reactions (lbs) Loads Reactions (lbs) R24 USE: Loads ALLOWABLE STRESS DESIGN 105 1652 0.31 0.12 392 140 2203 0.41 0.16 294 Comments Span (ft): 12.0 ( p 5 f ) LL (psf) R(psf)L trib (ft) wrL (plf) w (plf) Lu (ft): 2.0 roof 25 38.5 38.5 17 1079.5 654.5 TL def. < L/ 240 roof /fir 20 40 40 0 0 0 LL def.< L/ 360 floor 0 0 0 0 0 0 Co: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM Loao (p11): 1079.5 654.5 DL LL Comments 164 132 1990 1896 0.32 0.38 0.13 0.15 452 380 R25 USE: Project #: 117 1880 0.43 0.17 335 E 63/4 x 9 107 1672 0.31 0.12 387 Reactions (lbs) Initials: No. 01 MICROLAMS: 2 (2) 13/4x 9.250 149 2290 0.39 0.15 307 No. Of MICROLAMS: 2 (2) 13/4x 11.250 157 2064 0.29 0.11 414 Left Right 2550 2550 DL 3927 3927 LL 6477 6477 TL 139 2106 0.43 0.17 338 M (lb-ft): 19431 PAT LOAD (lbs): 0 0 from left end: 0.0 No. of MICROLAMS: 3 C D E F 31/8x 15 5.1/8x 12 63/4x 101/2 (3)13/4x 11.250 Date: Sheet: WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: R27 Loads Reactions (Ibs) Span (ft): 8.0 (Psf) LL (psi) R (Ps i ) L trib (ft) w (plf) w, (plf) Left Right Lu (ft): 2.0 roof 25 38,5 38.5 15 952.5 577.5 1500 1500 DL TL def. < L/ 240 roof /fir 20 40 40 0 0 0 2310 2310 LL LL def. < L/ 360 floor 0 0 0 0 0 0 3810 3810 TL CD: 1.00 wall /misc. 0 0 0 0 0 K: 1.0 w uwroanl Lono (plf): 953 578 M (Ib -ft): 7620 LL Red. (Y /N) ?: n DL LL tv (psi) Q d: fb (psi): ATL (in): AD (in): span /A: BM MARK: R30 iv (psi) d: fb (psi): ATL (in): AD (in): span /A: fv (psi) @ d: 98 95 fb (psi): 928 1075 ATL (in): 0.04 0.06 AD (in): 0.02 0.02 span /A: 1250 819 03SS.I m2mllup 06'.09.29 P PT LOAD (Ibs): 0 0 from left end: 0.0 Beam Selection ( A • F ): A DL LL Beam Selection ( A • F ): A DL LL Beam Selection ( A - F ): A C 3.1 /8x 9 165 2167 0.26 0.10 374 Loads R27 LISE: Span (ft): 25,0 ( P s f ) LL (pst) R ( PSf � L trib (ft) wTi. (plf) w (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 20 1270 770 6250 6250 DL TL def. < L/ 240 root /fir 20 40 40 0 0 0 9625 9625 LL LL def. < L/ 360 floor 0 0 0 0 0 0 15875 15875 TL CD: 1.00 wall /misc. 0 0 0 0 0 K: 1.0 w uNiroe.M (plf): 1270 770 M (lb-ft): 99219 LL Red. (Y /N) ?: n P or LOAD (Ibs): 0 0 from left end: 0.0 C D E 3.1/8 x 33 5 -1/8 x 25 1/2 6.3/4 x 22 1/2 180 2099 0.66 0.26 453 Project Name: 151 2144 0.88 0.34 343 P PT LOAD (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 8 (3) 2x 6 Project #: Comments Comments Comments 133 2091 0.97 0.38 310 Initials: Reactions (Ibs) No. of MICROLAMS: 2 (2) 1.3/4x 9.250 143 1832 0.20 0.08 480 No. Of MICROLAMS: 2 R30 USE: 1 BM MARK: R31 Loads Reactions (Ibs) Span (ft): 4.0 ( P s f ) LL(psf) Red.LL trib (ft) W0,_ (plf) W (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 16 1016 616 800 800 DL TL def. < L/ 240 roof /fir 20 40 40 0 0 0 1232 1232 LL LL def.< L/ 360 floor 0 0 0 0 0 0 2032 2032 TL CD: 1.00 wall /misc. 0 0 -•- 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 1016 616 M (I1141): 2032 LL Red. (Y /N) ?: n No. of MICROLAMS: 1 (1) 1.3/4x 7.250 168 1591 0.06 0.02 866 R31 USE: 12) 2 x Date: Rev: 580004 User: KW- 0606177, Ver 5.8.0,1 -Gee- -2003 (o)1983 -2003 ENERCALC Engineering Software Description General Information Truss Joist - MacMillan, Parallam 2.0E Spans Considered Continuous Over Support Timber Member Information mitsuir Description Span Timber Section PrIlm: PrIlm: 5.25x24.0 5.25x24.0 in 5.250 5.250 in 24.000 24.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 2.00 2.00 Member Type Loads Beam Width Beam Depth Live Load Used This Span ? Dead Load @ Left Dead Load @ Right Live Load @ Left Live Load @ Right Start End #/ft #/ft # /ft #/ft ft ft Results Mmax @ Cntr in -k .,n 593.5 @ X = ft 12.37 Max @ Left End in -k 0.0 Max @ Right End in -k' -669.3 fb : Actual psi 1,328.0 Fb : Allowable psi 3,313.0 I Bending OK Shear @ Left k 8.27 Shear @ Right k 10.07 fv : Actual psi 109.1 Fv : Allowable psi 333.5 Shear OK Reactions & Deflection assimessommonomairommanamistem DL @Left k k k k k LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Query Values Location ft Moment in -k Shear k Deflection in Project Name: 32.00 10.00 Yes 288.00 165.00 443.00 250.00 Yes 165.00 75.00 250.00 115.00 32.000 10.000 0.0 10.00 -669.3 0.0 1,328.1 2,883.6 Bending OK 7.28 4.25 77.3 290.0 Shear OK Fb : Basic Allow Fv : Basic Allow Title : Dsgnr: Description : Multi -Span Timber Beam 2,900.0 psi 290.0 psi Base allowables are user defined Elastic Modulus Load Duration Factor 2,000.0 ksi 1.150 3.26 5.00 8.27 6.87 10.48 17.35 in -0.619 ft 14.08 0.00 -0.0 8.3 0.0000 6.87 10.48 17.35 -1.68 -2.57 -4.25 0.046 4.13 0.00 -669.3 7.3 0.0000 Project #: re Initials: Date: Sheet: 121 I Rev: 580003 '... User: K' /- 0606177, Ver 5.3.0.1- Dec -2003 '.... (o) 1$63 -2003 ENERCALC Engineering Software Description General Information Truss Joist - MacMillan, Parallam 2.0E Spans Considered Continuous Over Support Timber Member Information Description Span Timber Section Beam Width in 5.250 5.250 Beam Depth in 24.000 24.000 End Fixity Pin - Pin Pin - Free Le: Unbraced Length ft 2.00 2.00 Member Type Loads Live Load Used This Span ? Dead Load @ Left #/ft Dead Load @ Right #/ft Live Load @ Left #/ft Live Load @ Right #/ft Start ft End ft Results Shear @ Left Shear @ Right fv : Actual Fv : Allowable 32.00 10.00 Prllm: Prllm: 5.25x24.0 5.25x24.0 Yes Yes 288.00 165.00 443.00 250.00 Project Name: Multi -Span Timber Beam Fb : Basic Allow Fv : Basic Allow 165.00 75.00 250.00 115.00 32.000 10.000 Mmax @ Cntr in -k 807.9 0.0 @ X = ft 14.51 10.00 Max @ Left End in -k 0.0 -159.0 Max @ Right End in -k -159.0 0.0 fb : Actual psi 1,602.9 315.5 Fb : Allowable psi 3,313.0 2,883.6 Bending OK Bending OK k ' 9.60 3.02 k 8.74 0.00 psi 97.8 26.7 psi 333.5 290.0 Shear OK Shear OK Reactions & Deflection DL @ Left k 3.79 4.66 LL @Left k 5.81 7.10 Total @ Left k 9.60 11.76 DL @ Right k 4.66 0.00 LL @ Right k 7.10 0.00 Total @ Right k 1 11.76 0.00 Max. Deflection in - 0.997 0.848 @ X = ft 15.57 10.00 Query Values Location ft 0.00 0.00 Moment in -k -0.0 -159.0 Shear k 9.6 3.0 Deflection in 0.0000 0.0000 Title : Dsgnr: Description : 8t.upe 2,900.0 psi 290.0 psi Date: 9:07AM, Elastic Modulus Load Duration Factor 1 Page Base allowables are user defined 2,000.0 ksi 1.150 Project #: Initials: Date: 1' She Rev: 580004 User: KW- 0606177, Ver 5.8.0,1- Dec -2003 (0)1983 -2003 ENERCALC Engineering Software MiMMeif Description R38 General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor 1.000 Beam End Fixity Trapezoidal Loads #1 DL @ Left DL @ Right Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * @ Center @ Left @ Right Stress Calcs Bending Analysis Ck 22.210 Cv 0.929 Project Name: Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,984.76 psi Fb 2,217.73 psi @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 5.125x24 5.125 in 24.000 in GluLam Le Rb Pin -Pin 800.00 #/ft 250.00 #/ft Span= 22.00ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Dead Load -0.261 in 10.736 ft 1,013.4 D.L. Defl) ... 0.391 in 0.000 in 0.000 in 4.118 ft 6.721 Max Moment 81.38 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 25.88 k 107.823 in2 240.00 psi 17.25 k 12.12 k . Base allowables are user defined LL @ Left LL @ Right 0.895 : 1 81.4 k -ft 90.9 k -ft at at 81.38 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 90.93 fv 210.39 psi Fv 240.00 psi General Timber Beam Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E Total Load -0.662 in 10.736 ft 398.54 10.032 ft 0.000 ft 1,235.00 #/ft 385.00 #/ft Reactions... Left DL Right DL Sxx 492.000 in3 CI 0.995 Sxx Req'd 440.31 in3 0.00 in3 0.00 in3 @ Right Support 18.18 k 75.740 in2 240.00 psi Bearing Length Req'd Bearing Length Req'd Project #: Title : Dsgnr: Description : cope : 22.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi 6.78 k 4.77 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Initials: Lu Lu Lu Start Loc End Loc Maximum Shear * 1.5 Allowable Shear: 25.9 k 29.5 k @ Left 17.25 k @ Right 12.12 k Camber: @ Left 0.000 in @ Center 0.391 in @ Right 0.000 in Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 Area 123.000 in2 Allowable fb 2,217.73 psi 2,228.89 psi 2,228.89 psi 5.179 in 3.638 in Date: 9:15AM, 2.00 ft 0.00 ft 0.00 ft 0.000 ft 0.000 ft J Max 17.25k Max 12.12 k 0.000 in 0.000 in 0.0 0.0 Date: Page Beam Design OK WOOD BEAM Project Name: ALLOWABLE STRESS DESIGN am MARK: R33 Loads Reactions (lbs) Span (ft): 3.0 (0L) LL (psf) R(P f)L Crib (ft) wr: (pit) w (plf) Left Right Lu (ft): 2.0 < =Check roof 25 38.5 38.5 16 1016 616 600 600 DL TL def. < L/ 240 roof/fir 20 40 40 0 0 0 924 924 LL LL def. < L/ 360 floor 0 0 0 0 0 0 1524 1524 TL CD: 1.00 wall /misc. 0 0 -- 0 0 0 K: 1.0 w uniroarn LOAD (plf): 1016 616 M (Ib.ft): 1143 LL Red. (Y /N) ?: n P or LOAD (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 6 (3) 2x 6 fv (psi) @ d: 96 64 fb (psi): 907 605 ATL (in): 0.03 0.02 AD (in): 0,01 0.01 span /A: 1294 1941 BM MARK: R36 03SS.bmbuilfup_06.09.29 fv (psi) @ d: 1b (psi): ATL (in): AD (in): span /A: DL LL Beam Selection ( A • F ): A Span (ft): 23.0 (psL LL (psf) R psf)L Crib (ft) WI" (plf) w (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 34 2159 1309 9775 9775 DL TL def. < L/ 240 roof /fir 20 40 40 0 0 0 15054 15054 LL LL def. < L/ 360 floor 0 0 0 0 0 0 24829 24829 TL C0: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM LOP.o (pip: 2159 1309 M (Ib-ft): 142764 LL Red. (Y /N) ?: n fv (psi) @ d: fb (psi): ATL (in): AD (in): span /A: DL LL P Pr Looe (Ibs): 0 0 .from left end: 0.0 C D 3.1/8x 39 5.1 /8x 311/2 Beam Selection (A . F ): A BM MARK: R39 Loads Reactions (Ibs) Span (ft): 10.0 ( p s f ) LL (psf) R (p f ? Crib (ft) W (plf) w (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 0 0 0 3400 3400 DL TL def. < L/ 240 roof /fIr 20 40 40 0 0 0 5250 5250 LL LL def.< L/ 360 floor 0 0 0 0 0 0 8650 8650 TL Co: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM Lono (plf): 0 0 M (lb-ft): 43250 LL Red. (Y /N) ?: n DL LL POINT LOAD ...> p PT LOAD (lbs): 6800 10500 from left end: 5.0 C D 3'1/8x 21 5.1/8x 161/2 Beam Selection ( A • F ): A R33 USE (2) 2 x 6 219 2163 0.49 0.19 565 R36 USE: 198 2260 0.14 0.06 836 Loads 178 2021 0.57 0.22 488 153 2232 0.18 0.07 665 R39 USE: Project #: Comments Comments Comments E 63/4 x 27 164 2089 0.68 0.27 405 E 63/4 x 15 128 2050 0.18 0.07 658 Initials: Reactions (Ibs) No. of MICROLAMS: 2 F (2) 13/4x 5.500 82 777 0.02 0.01 1793 No. of MICROLAMS: 2 No. of MICROLAMS: 3 (3) 13/4x 16.000 154 2317 0.18 0.07 656 Date: Sheet: WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: R40 Loads Reactions (Ibs) Span (ft): 10.0 (PSf) LL (psf) R( LL trib (ft) WTL (plf) WLL (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 21 1333.5 808.5 2625 2625 DL TL def. < L/ 240 roof /fir 20 40 40 0 0 0 4043 4043 LL LL def. <1/ 360 floor 0 0 0 0 0 0 6668 6668 TL Co: 1.00 wall /misc. 0 0 -- 0 0 0 K: 1.0 W UNIFORM LOAD (plf): 1334 809 M (Ib•ft): 16669 LL Red. (Y /N) ?: n DL LL Comments Iv (psi) @ d: fb (psi): 1TL (in): AD (in): span /A: fv (psi) @ d: 51 47 fb (psi): 710 823 4TL (in): 0.09 0.14 AD (in): 0.04 0.05 span /A: 933 611 BM MARK: R46 Span (ft): 7.0 Lu (ft): 2.0 TL def. < L/ 240 LL def.< L/ 360 CD: 1.00 K: 1.0 LL Red. (Y /N) ?: n Iv (psi) @ d: fb (psi): 4TL (in): AD (in): span /A: P PT LOAD (Ibs): 0 0 from left end: 0.0 Beam Selection ( A - F ): A BM MARKS R41 Loads Reactions (lbs) Span (ft): 7.0 ( P S f ) LL (psf) R (P Sf ) L Crib (ft) WTL (plf) WLL (p11) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 4 254 154 350 350 01 TL def. < L/ 240 roof /flr 20 40 40 0 0 0 539 539 LL LL def. < L/ 360 floor 0 0 0 0 0 0 889 889 TL C 1.00 wall /misc. 0 0 - 0 0 0 K: 1.0 w uwrOPM LOAD (plf): 254 154 M (Ib -ft): 1556 LL Red. (Y /N) ?: n DL LL P PT LOAD (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 8 (3) 2x 6 Beam Selection (A - F ): A DL LL P Pr LOAD (Ibs): 0 0 from left end: 0.0 C 3-1/8 x 9 Beam Selection (A - F ): A 184 2107 0.26 0.10 461 196 2323 0.21 0.08 398 Project Name: 03SS- UmbuJtup_06.09. ?9 C D 3-1/8 x 13 1/2 5 -1 /8 x 10 1/2 6.3/4 x 9 153 2124 0.34 0.13 356 R40 USE: R41 USE: (2) 2 X B Loads Reactions (lbs) ( P S f ) LL (psf) Red. crib (ft) wTL (plf) WLL (plf) Left Right roof 25 38.5 38.5 21 1333.5 808.5 1838 1838 DL roof /fir 20 40 40 0 0 0 2830 2830 LL floor 0 0 0 0 0 0 4667 4667 TL wall /misc. 0 0 - -- 0 0 0 w UNIFORM LOAD (plf): 1333.5 808.5 846 USE: Project #: Comments Comments E 140 2195 0.41 0.16 295 Initials: No. of MICROLAMS: 2 (2) 1-3/4x 11.875 No. Of MICROLAMS: 2 (2) 1-3/4x 5.500 60 1058 0.15 0.06 564 No. Of MICROLAMS: 2 (2) 1-3/4x 9.250 169 1964 0.16 0.06 511 Date: 193 2432 0.32 0.13 371 M (Ib•ft): 8168 STEEL BEAM BEAM MARK: entry ridge Span (ft): 44.00 load TL deflection < L/ 240 roof LL deflection < L/ 360 floor Lb (ft): 2.0 misc. L° (ft): 4.77 self wt. L (ft): 14.33 Lr Red (Y /N): n P CONCENTRATED LOAD (k): Fy = 50 ksi M = 182.8 kip -ft fb = 19.77 ksi Web and shear plate I : 1.00 in I 1.00 in Web Steel F 65 ksi Shear Plate thickness: 3/8 in (s)ingle /(d)ouble shear plate ?: S Web Shear Capacity: 91.1 k Shear Plate Capacity: 71.3 k BEAM MARK: entry bent hdr Span (ft): 20.00 load TL deflection < L/ 240 roof LL deflection < L/ 360 floor Lb (ft): 2.0 misc. L (ft): 4.31 self wt. L (ft): 12.43 Lr Red (Y /N): n POINT LOAD -• -> P CONCENTRATED LOAD (k): Fy = 50 ksi M = 84.8 kip -ft fb = 17.66 ksi Steel bm w bolts.07.03.13. xls Web and shear plate I 1.00 in Ih: 1.00 in Web Steel F 65 ksi Shear Plate thickness: 3/8 in (s)ingle /(d)ouble shear plate ?: S Web Shear Capacity: 54.7 k Shear Plate Capacity: 59.1 k SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN- DL (psf) LL (psf) 25 39 O 0 O 0 57 DL LL 0.00 0.00 Mnitlb = 321.9 kip -ft Fb = 34.80 ksi CSR =0.18 OK CSR =0.23 OK entry ridge USE W21X57 DL (psf) LL (psf) O 0 0 0 O 0 35 DL LL 7.30 9.30 Mn Ib = 165.9 kip -ft Fb = 34.57 ksi CSR =0.16 OK CSR =0.15 OK reduced Reactions (k) LL (psf) trib (ft) MI (PIO wLL (pH) Left Right 39 11 699 424 7.30 7.30 DL 0 0 0 0 9.32 9.32 LL 0 0 0 16.62 16.62 TL - - -- 57 0 w (uniform load): 756 424 Comments from left end: 0.00 OK Vnl` tb = 170.6 k V= 16.6 k Default beam depth "D ": 21 in Supported beam depth (in): 0 CO" if the same) Quantity: 6 Diameter: 3/4 in Grade: A325 -N Weld: 1/4 in Bolt Shear Capacity: 63.6 k CSR =0.26 01K Bolt Bearing Capacity: 50.3 k CSR =0.33 OK reduced LL (psf) 0 0 from left end: OK Bolt Capacity Fy = 50 ksi Bolt Capacity Default beam depth "D ": 18 in Supported beam depth (in): 0 CO" if the same) Quantity: 5 Diameter: 3/4 in Grade: A325 -N Weld: 1/4 in Bolt Shear Capacity: 53.0 k CSR =0.16 OK Bolt Bearing Capacity: 37.3 k CSR =0.23 OK entry bent hdr USE W18X35 Fy = 50 ksi Ire° > 999 in factual 1170.0 in DTL: L/281 OK OK D L/502 OK NC 0.8 in DTL: 1.9 in Reactions (k) trib (ft) w (plf) w (plf) Left Right O 0 0 4.00 4.00 DL O 0 0 4.65 4.65 LL O 0 0 8.65 8.65 TL 35 0 w (uniform load): 35 0 I re° > 169 in Comments factual: 510.0 in 10.00 DTL: L/723 OK Vn /ilb= 106.2 k OK D L/1325 OK V= 8.7 k D°L: 0.2 in DTL: 0.3 in Rev: 5800104 User: K\ /- 0606177, Ver 5.8.0, I- Deo-2003 ' (o) 1883 -2003 ENERCALC Engineering Software Description B2 General Information Section Name 2x6 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity P oint Loads Dead Load Live Load ...distance 60.0 lbs 150.0 lbs 8.000 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 666.45 psi Fb 1,325.85 psi T eflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D @ Center @ Left © Right Stress Calcs Bending Analysis Ck 31.887 Le Cf 1.300 Rb © Center © Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 1.500 in 5.500 in Sawn 1.150 Pin -Pin Ibs Ibs 0.000 ft Fv Dead Load 0.014 in 3.479 ft 5,003.1 .L. Defl) ... 0.022 in 0.000 in 0.049 in 4.118 ft 10.993 Max Moment 0.12 k -ft 0.00 k -ft 0.42 k -ft @ Left Support 0.11 k 0.507 in2 207.00 psi General Timber Beam Title : Dsgnr: Description : Scope : Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv AIIow Fc Allow E 6.00 ft ft 2.00 ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 207.00 psi Ibs Ibs 0.000 ft Span= 6.00ft, Right Cant= 2.00ft, Beam Width = 1.500in x Depth = 5.5in, Ends are Pin -Pin 0.503 : 1 -0.4 k -ft 0.8 k -ft 0.00 k -ft at 0.000 ft -0.12 k -ft at 6.000 ft 0.00 k -ft -0.42 k -ft 0.84 fv 38.18 psi Total Load 0.014 in 3.479 ft 5,003.08 Sx CI Reactions... Left DL Right DL IMEMIATMEMEEM Ibs Ibs 0.000 ft 7.563 in3 0.985 Sxx Req'd 1.09 in3 0.00 in3 3.80 in3 @ Right Support 0.32 k 1.522 in2 207.00 psi -0.02 k 0.08 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Camber: Area Ibs Ibs 0.000 ft Maximum Shear* 1.5 Allowable Shear: Max Max -0.07 k Bearing Length Req'd 0.075 in 0.28 k Bearing Length Req'd 0.299 in Job # Date: 9:47AM, 19 JUN 07 Base allowables are user defined @ Left @ Right © Left @ Center @ Right Load 0.000 in 0.0 -0.033 in 1,475.6 8.250 in2 Allowable fb 1,325.85 psi 1,345.50 psi 1,325.85 psi 2.00 ft 0.00 ft 2.00 ft Ibs Ibs 0.000 ft Beam Design OK 0.3 k 1.7 k 0.07 k 0.21 k 0.000 in 0.022 in 0.049 in -0.07 k 0.28 k Ibs Ibs 0.000 ft Total Load 0.000 in 0.0 -0.114 in 421.6 r Rev: 580004 User: KW- 0606177, Vet 5.8.0,1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description B3 General Information Section Name 2x6 Beam Width 1.500 in Beam Depth 5.500 in Member Type Sawn Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Full Length Uniform Loads Center Left Cantilever Right Cantilever f Point Loads Dead Load Live Load ...distance Span= 4.00ft, Right Cant= 2.00ft, Beam Width = 1.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.969 : 1 Maximum Moment -0.8 k -ft Maximum Shear * 1.5 0.8 k Allowable 0.8 k -ft Allowable 1.7 k Max. Positive Moment 0.14 k -ft at 1.509 ft Shear: @ Left 0.19 k Max. Negative Moment -0.25 k -ft at 4.000 ft @ Right 0.53 k Max @ Left Support Max @ Right Support Max. M allow fb 1,285.29 psi Fb 1,325.85 psi DL DL DL 0.00 k -ft -0.81 k -ft 0.84 General Timber Beam 45.00 #/ft #/ft 45.00 #/ft fv 95.82 psi Fv 207.00 psi Title : Dsgnr: Description : Scope : Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Reactions... Left DL Right DL 4.00 ft ft 2.00 ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi AritailiNEMBWRANNIVOMPIAW 80.00 #/ft #/ft 80.00 #/ft 80.0 lbs Ibs Ibs Ibs lbs Ibs Ibs 200.0 lbs lbs Ibs lbs lbs lbs lbs 6.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Camber: @ Left 0.000 in @ Center 0.009 in @ Right 0.056 in 0.03 k 0.32 k Lu Lu Lu Job # Date: 9:50AM, 19 JUN 07 Base allowables are user defined 2.00 ft 0.00 ft 2.00 if Beam Design OK Max 0.19 k Max 0.98 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.006 in -0.009 in Deflection 0.000 in 0.000 in ...Location 2.683 ft 1.677 ft ...Length /Deft 0.0 0.0 ...Length /Defl 7,928.8 5,333.98 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection -0.037 in -0.150 in @ Center 0.009 in ...Length /Defl 1,282.0 320.6 @ Left 0.000 in @ Right 0.056 in 1 1 lz r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IC TJL AT 24' O.C. !iXIIHIIii TJIEl.61, AT 24' 111111111111 IIIIIIHIL!!IILilh1IiI IIIIIIIIIIIIIIII moraBUaw■ poroppillingep - } E.1� L0/ 0 . ... 0 _ y I �� erl t SFS .��wluwwwww.G�wwr�.�.� ' IMMITAMMEMIIIIMIIIRIII i I IIMIIIIIIIIIIIIII 01111111M - .1._ 1 ...._ I II II■ ° It.© �' 34 iJW AT 24 O.C. MAIM s� _1W vi VEST. 126 ' /32. = 1 - VEST. % © o 9_ OF. 19/32' OSB ROOF SHEATHING (T1 8d NAILS AT 6' O.C. AT PANEL E AN0 12' O.C. IN FIELD INTO WOO FRAMING BELOW rt Mark Span ) Apx Avg Trib or FBD (F.+) R left R right Notes / Size 1_ 1 3.33 tA 3 L<I E5 / I LFk ) , ----, i f 1/ ( r I 6- L D 55 I r , .„._ ,.,... (-) Lf (/ / I -(` .<7... . t'_ , ,,--;:7 r ,,) , ._.„) nor . , . mum mom . A 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .3,5 5 S D 5 elf Wg; t4e.z6 ze2p+ 44- ...7q.c? Mark L17 1/ L 1 9 z) • (1) 2 10 Protect Name: 1 r Span 9 Apx Avg Trib or FBD P 10 22 o Jr C t t •,„-t 4 R left R right Notes / Size D oor Li) .5; , t Shppt. Mark Span Apx Avg Trib or FBD R left R right Notes / Size 0) r 06 1 f iJ / (r �r1 Me j 2.' roc E l L. , 10' hlte: slommilmillimmin■ MN WIPM7111111111111 no 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LINTEL MARK: L1 LINTEL DATA: LOADS: STRESSES: LINTEL MARK: L2 LINTEL DATA: LOADS: STRESSES: Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = ( Unreinforced) fv = (Reinforced) fv = Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = (Reinforcement) Vs = Project Name: 3.50 7.625 20 60 60 1500 1350 21.48 inches inches ksi ksi psi ksi DL LL trib 25 38.5 27 20 40 5 85 0 3.5 0 0 0 w (uniform load) = 1 2 3 0 0 0 0 0 0 108 5866 14 14 6.00 7.625 36 60 60 1500 1350 21.48 130 9875 13 13 psi psi psi psi inches inches ksi ksi psi ksi 1 2 3 0 0 0 0 0 0 psi psi psi psi Ibs MASONRY LINTEL Allowable Stress Design Project #: Special Inspection always n Horiz. Reinf.: 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s w R(Lt) = 4046 Ib 1714.5 R(Rt) = 4046 Ib 300 297.5 0 2312 plf Fb = 250 psi OK Fs = 24000 psi ov Fv - 19 psi OK Fv = 58 psi OK V @ d= 193 Ibs GK Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s Initials: np = 0.0563 k = 0.2840 j = 0.9053 2 /jk = 7.778 np = 0.0313 k = 0.2209 j = 0.9264 2 /jk = 9.775 DL LL trib w R(Lt) = 7319 ib 25 38.5 27 1714.5 R(Rt) = 7319 Ib 20 40 5 300 85 0 5 425 0 0 0 0 w (uniform load) = 2439.5 plf. Fb = 250 psi o: Fs = 24000 psi oie. Fv = 19 psi of Fv = 58 psi OK V @ d= 0 Ibs 01< M = 3540 Ib -ft # 4 continuous at inches O.C. M = 10978 Ib - ft # 4 continuous at inches 0.C. LINTEL MARK: L3 LINTEL DATA: LOADS: STRESSES: LINTEL MARK: L4 LINTEL DATA: LOADS: STRESSES: Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = (Reinforcement) Vs = Project Name: 3.50 7.625 12 60 60 1500 1350 21.48 DL LL trib 0 0 0 0 0 0 99 3965 13 13 3.50 7.625 20 60 60 1500 1350 21.48 inches inches ksi ksi psi ksi psi psi psi psi inches inches ksi ksi psi ksi 1 2 3 0 0 0 0 0 0 68 3692 9 9 psi psi psi psi Ibs MASONRY LINTEL Allowable Stress Design 25 38.5 5 20 40 5 85 0 3.5 0 0 0 w (uniform Toad) = 1 2 3 Project #: Special Inspection always n Horiz. Reinf.: 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s n p = 0.0939 k = 0.3495 j = 0.8835 2 /jk = 6.477 w R(Lt) = 1601 Ib 317.5 R(Rt) = 1601 Ib 300 297.5 0 915 plf Fb = 250 psi OK Fs = 24000 psi 0K Fv = 19 psi OK Fv = 58 psi 0l <. V @d= 686 Ibs 0K Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s np = 0.0563 k = 0.2840 j = 0.9053 2 /jk = 7.778 M = 1401 Ib -ft DL LL trib w R(Lt) = 2547 Ib 25 38.5 11.5 730.25 R(Rt) = 2547 Ib 20 40 5 300 85 0 5 425 0 0 0 0 w (uniform load) = 1455.25 pif Fb = 250 psi OK Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi 0K V @ d = 121 Ibs OK Initials: # 4 continuous at inches O.C. # 4 continuous at inches O.C. M = 2228 Ib -ft Date: Sheets LINTEL MARK: L5 LINTEL DATA: LOADS: STRESSES: LINTEL MARK: L6 LINTEL DATA: LOADS: STRESSES: Span (ft) = effective width (b) = .flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = #N /A Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = (Reinforcement) Vs = Project Name: 16.70 7.625 32 60 60 1500 1350 21.48 inches inches ksi ksi psi ksi DL LL trib w 25 38.5 5 317.5 0 85 0 12 1020 0 0 0 0 w (uniform load) = 1337.5 plf 1 2 3 0 0 0 0 0 0 496 psi < Fb = 500 psi OK 22273 psi < Fs = 24000 psi OK 38 psi < Fv = 39 psi OK 38 psi < Fv = 116 psi OK. #N /A #N /A #N /A V @ d = 7601 Ibs OK 7.00 7.625 28 60 60 1500 1350 21.48 158 10404 16 16 inches inches ksi ksi psi ksi MASONRY LINTEL Allowable Stress Design DL LL trib 25 38.5 11.5 20 40 5 85 0 5 0 0 0 w (uniform load) = 1 2 3 0 0 0 0 0 0 psi psi psi psi Ibs Project #: Special Inspection always Horiz. Reinf. : Vert. Reinf ( #) : Simple (S), Fixed (F) ?: y 2 0 s np = 0.0775 k = 0.3237 j = 0.8921 2 /jk = 6.926 Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s w R(Lt) = 5093 Ib 730.25 R(Rt) = 5093 Ib 300 425 0 1455.25 plf Initials: R(Lt) = 11168 Ib R(Rt) = 11168 Ib np = 0.0402 k = 0.2463 j = 0.9179 2 /jk = 8.846 Fb = 250 psi OK Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi OK V @ d = 1698 Ibs OK # 6 continuous at 16 inches O.C. M = 46627 Ib -ft # 4 continuous at 8 inches O.C. M = 8913 Ib -ft Date: Sheet m1 LINTEL MARK: L5 LINTEL DATA: LOADS: STRESSES: Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = #N /A 16.70 7.625 32 60 60 1500 1350 21.48 441 16089 38 38 #N /A Project Name: inches inches ksi ksi psi ksi DL LL trib 25 38.5 5 0 0 0 0 0 0 MASONRY LINTEL Allowable Stress Design 85 0 12 0 0 0 w (uniform load) = 1 2 3 psi psi psi psi #N /A #N /A Project #: Special Inspection always Horiz. Reinf. : Vert. Reinf ( #) : Simple (S), Fixed (F) ?: y 4 0 s np = 0.1092 k = 0.3707 j = 0.8764 2 /k = 6.156 w R(Lt) = 11168 Ib 317.5 R(Rt) = 11168 Ib 0 1020 M = 46627 Ib -ft 0 1337.5 plf Fb = 500 psi o<< Fs = 24000 psi OK Fv = 39 psi OK Fv = 116 psi OK V @ d= 7601 Ibs OK Initials: # 5 continuous at 16 inches O.C. Date: Project Name: LINTEL MARK: L7 LINTEL DATA: LOADS: STRESSES: LINTEL MARK: L8 LINTEL DATA: LOADS: STRESSES: Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) 0 Dist. from left (ft): 0 fb = fs = (Unreinforced) fv = (Reinforced) fv = (Reinforcement) Vs = 3.50 7.625 12 60 60 1500 1350 21.48 140 5616 18 18 13.00 7.625 48 60 60 1500 1350 21.48 DL 25 20 85 0 243 21615 19 19 inches inches ksi ksi psi ksi DL LL trib 25 38.5 11 20 40 5 85 0 3.5 0 0 0 w (uniform load) = 1 2 3 0 0 0 0 0 0 psi psi psi psi inches inches ksi ksi psi ksi psi psi psi psi Ibs MASONRY LINTEL Allowable Stress Design LL trib w 38.5 6 381 40 5 300 0 10 850 0 0 0 297.5 0 1296 pif w (uniform load) = 1531 plf 1 2 3 0 0 0 0 Project #: Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s w R(Lt) = 2268 Ib 698.5 R(Rt) = 2268 Ib 300 Fb = 250 psi OK Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi oK V @ d = 972 Ibs OK Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s Fb = Fs = Fv = Fv = V @d= Initials: np = 0.0939 k = 0.3495 j = 0.8835 2 /jk = 6.477 np = 0.0235 k = 0.1945 j = 0.9352 2 /jk = 10.997 M = 1985 Ib -ft R(Lt) = 9952 Ib R(Rt) = 9952 Ib 250 psi OK 24000 psi OK 19 psi OK 58 psi OK 3828 Ibs OK M = 32342 Ib -ft # 4 continuous at inches O.C. # 4 continuous at inches O.C. Date: Sheet: LINTEL MARK: L9 LINTEL DATA: LOADS: STRESSES: Concentrated Load (lbs) Dist. from left (ft): LINTEL MARK: L10 LINTEL DATA: LOADS: STRESSES: Span (ft) _ effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc fb = fs = (Unreinforced) fv = (Reinforced) fv = Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (lbs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = (Reinforcement) Vs = Project Name: 6.50 7.625 28 60 60 1500 1350 21.48 inches inches ksi ksi psi ksi DL LL trib w 25 38.5 18.5 1174.75 O 0 0 0 85 0 5 425 0 0 0 0 w (uniform load) = 1599.75 pif 1 2 3 O 0 0 0 0 0 150 9862 16 16 5.50 7.625 28 60 60 1500 1350 21 48 105 6873 12 12 psi psi psi psi inches inches ksi ksi psi ksi Project #: MASONRY LINTEL Allowable Stress Design DL LL trib 25 38.5 18.5 0, 0 0 85 0 4.5 O 0 0 w (uniform Toad) = 1 2 3 0 0 0 0 0 0 psi psi psi psi Ibs Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s Initials: np = 0.0402 k = 0.2463 j = 0.9179 2 /jk = 8.846 Special Inspection always n Horiz. Reinf.: 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s np = k= = 2 /jk = R(Lt) = 5199 Ib R(Rt) = 5199 Ib Fb = 250 psi OK Fs = 24000 psi OK Fv = 19 psi oi< Fv = 58 psi OK V @ d = 1466 Ibs OK 0.0402 0.2463 0.9179 8.846 Fb = 250 psi OK Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi OK V @ d - 649 Ibs OK # 4 continuous at inches O.C. M = 8449 Ib -ft # 4 continuous at inches O.C. w R(Lt) = 4282 Ib 1174.75 R(Rt) = 4282 Ib 0 382.5 M = 5888 Ib -ft 0 1557.25 plf Date: Sheet: LINTEL MARK: L11 LINTEL DATA: LOADS: STRESSES: LOADS: STRESSES: Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Concentrated Load (Ibs) 0 Dist. from left (ft): 0 LINTEL MARK: L12 LINTEL DATA: Roof or Floor Roof or Floor Self Weight misc fb = fs = (Unreinforced) fv = (Reinforced) fv = Span (ft) _ effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) 0 Dist. from left (ft): 0 fb = fs = (Unreinforced) fv = (Reinforced) fv = (Reinforcement) Vs = Project Name: 12.00 7.625 48 60 60 1500 1350 21.48 DL 25 20 85 0 5.00 7.625 12 60 60 1500 1350 21.48 DL 25 20 85 0 188 7534 19 19 inches inches ksi ksi psi ksi psi psi psi psi Ibs MASONRY LINTEL Allowable Stress Design LL trib w 38.5 2 127 40 5 300 0 9 765 0 0 0 w (uniform Toad) = 1192 plf 1 2 3 inches inches ksi ksi psi ksi 0 0 0 0 LL trib w 38.5 2 127 40 5 300 0 5 425 0 0 0 w (uniform load) = 852 plf 1 2 3 0 0 0 0 Project #: Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s Fb = Fs = Fv = Fv = V @d= Initials: np = 0.0235 k = 0.1945 j = 0.9352 2 /jk = 10.997 Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s np = k= j = 2 /jk = R(Lt) = 7152 Ib R(Rt) = 7152 Ib 161 psi < Fb = 250 psi ol< 14340 psi < Fs = 24000 psi OK 13 psi < Fv = 19 psi OK 13 psi < Fv = 58 psi OK V @ d = 2384 Ibs OK 0.0939 0.3495 0.8835 6.477 R(Lt) = 2130 Ib R(Rt) = 2130 Ib 250 psi OK 24000 psi OK 19 psi OK 58 psi OK 1278 Ibs OK # 4 continuous at inches O.C. M = 21456 lb -ft # 4 continuous at inches O.C. M = 2663 Ib -ft Date: Sheet: 444 I Project Name: LINTEL MARK: L13 LINTEL DATA: LOADS: STRESSES: LINTEL MARK: L14 LINTEL DATA: LOADS: STRESSES: Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = (Reinforcement) Vs = 6.50 7.625 20 60 60 1500 1350 21.48 DL LL trib w R(Lt) = 2769 Ib 25 38.5 2 127 R(Rt) = 2769 Ib 20 40 5 300 85 0 5 425 0 0 0 0 w (uniform load) = 852 plf 1 2 3 0 0 0 0 0 0 138 psi < Fb = 7455 psi < Fs = 14 psi < Fv = 14 psi < Fv = V @d= 4.50 7.625 20 60 60 1500 1350 21.48 112 6058 13 13 inches inches ksi ksi psi ksi inches inches ksi ksi psi ksi DL LL trib 25 38.5 12 20 40 5 85 0 4.5 0 0 0 w (uniform load) = 1 2 3 0 0 0 0 0 0 psi psi psi psi Ibs MASONRY LINTEL Allowable Stress Design Project #: Special Inspection always n Horiz. Reinf.: 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s np = 0.0563 k = 0.2840 j = 0.9053 2/jk = 7.778 250 psi oK 24000 psi OK 19 psi OK 58 psi al< 1349 Ibs al< Special Inspecticn always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s w 762 300 382.5 0 1444.5 pif Initials: np = 0.0563 k = 0.2840 j = 0.9053 2 /jk = 7.778 Fb = 250 psi OK Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi OK V @ d = 843 Ibs OK # 4 continuous at inches O.C. M = 4500 Ib -ft R(Lt) = 3250 Ib R(Rt) = 3250 Ib # 4 continuous at inches O.C. M = 3656 Ib -ft Date: Sheet: Project Name: LINTEL MARK: L15 LINTEL DATA: LOADS: STRESSES: Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Concentrated Load (Ibs) Dist. from left (ft): LINTEL MARK: L16 LINTEL DATA: LOADS: STRESSES: Roof or Floor Roof or Floor Self Weight misc fb = fs = (Unreinforced) fv = (Reinforced) fv = Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = (Reinforcement) Vs = 15.00 7.625 52' 60 60 1500 1350 21.48 inches inches ksi ksi psi ksi DL LL trib w 25 38.5 12 762 20 40 5 300 85 0 11 935 0 0 0 0 w (uniform load) = 1997 plf 1 2 3 0 0 0 0 0 0 311 22623 27 27 6.50 7.625 20 60 60 1500 1350 21.48 192 10387 19 19 psi < Fb = psi < Fs = psi < Fv = psi < Fv = V @d= inches inches ksi ksi psi ksi psi psi psi psi Ibs MASONRY LINTEL Allowable Stress Design DL LL trib 25 38.5 12 0 0 0 85 0 5 0 0 0 w (uniform load) = 1 2 3 0 0 0 0 0 0 Project #: Special Inspection always Horiz. Reinf. : Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s np = k= = 2 /jk = 0.0336 0.2278 0.9241 9.502 500 psi OK 24000 psi OK 39 psi OK 116 psi OK 6324 Ibs ol< Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s w 762 0 425 0 1187 pif np = k= = 2 /jk = Initials: 2 R(Lt) = 14978 Ib R(Rt) = 14978 Ib M = 56166 Ib -ft 0.0563 0.2840 0.9053 7.778 R(Lt) = 3858 Ib R(Rt) = 3858 Ib Fb = 250 psi a< Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi OK V @ d = 1879 Ibs OK # 5 continuous at inches O.C. # 4 continuous at inches O.C. M = 6269 Ib -ft Date: Sheet: LINTEL MARK: L15 LINTEL DATA: LOADS: STRESSES: LINTEL MARK: L16 LINTEL DATA: LOADS: STRESSES: Span (ft) = effective width (b) _ flexural depth (d) _ Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc fb = fs = (Unreinforced) fv = (Reinforced) fv = Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc fb = fs = (Unreinforced) fv = (Reinforced) fv = (Reinforcement) Vs = Project Name: 15.00 7.625 6 60 60 1500 1350 21.48 1 Concentrated Load (Ibs) 0 Dist. from left (ft): 0 DL LL trib w 25 38.5 12 762 20 40 5 300 85 0 11 935 0 0 0 0 w (uniform load) = 1997 pif 212 17680 19 19 6.50 7 625 20 60 60 1500 1350 21.48 1 Concentrated Load (Ibs) 0 Dist. from left (ft): 0 192 10387 19 19 inches inches ksi ksi psi ksi psi psi psi psi psi psi psi psi Ibs 2 0 0 inches inches ksi ksi psi ksi MASONRY LINTEL Allowable Stress Design DL LL trib w 25 38.5 12 762 0 0 0 0 85 0 5 425 0 0 0 0 w (uniform load) = 1187 pif 2 0 0 3 0 0 3 0 0 Project #: Special Inspection always Horiz. Reinf. : Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s Fb Fs = Fv = Fv = V @d= Initials: np = 0.0265 k = 0.2051 j = 0.9316 2fjk = 10.466 R(Lt) = 14978 Ib R(Rt) = 14978 Ib 250 psi OK 24000 psi OK 19 psi OK 58 psi OK 3994 Ibs OK Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s np = 0.0563 k = 0.2840 j = 0.9053 2 /jk = 7.778 Fb = 250 psi OK Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi OK V @ d = 1879 Ibs OK # 5 continuous at inches O.C. M = 56166 Ib -ft R(Lt) = 3858 Ib R(Rt) = 3858 Ib # 4 continuous at inches O.C. M = 6269 Ib -ft Date: Sheet: _ f 1 Project Name: LINTEL MARK: L17 LINTEL DATA: LOADS: STRESSES: LINTEL MARK: L18 LINTEL DATA: LOADS: STRESSES: Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fib = fs = (Unreinforced) fv = (Reinforced) fv = Span (ft) = effective width (b) = flexural depth (d) _ Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = ( Unreinforced) fv = (Reinforced) fv = (Reinforcement) Vs = 3.50 7.625 12 60 60 1500 1350 21.48 inches inches ksi ksi psi ksi DL LL trib 25 38.5 2 0 0 0 85 0 3.5 0 0 0 w (uniform load) = 1 2 3 0 0 0 0 0 0 46 1839 6 6 6.50 7.625 28 60 60 1500 1350 21.48 171 11232 18 18 psi psi psi psi inches inches ksi ksi psi ksi psi psi psi psi Ibs MASONRY LINTEL Allowable Stress Design Project #: Special Inspection always n Horiz. Reinf.: 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s w 127 0 297.5 0 424.5 plf np = k= = 2 /jk = 0.0939 0.3495 0.8835 6.477 R(Lt) = 743 R(Rt) = 743 M = 650 DL LL trib w 25 38.5 22 1397 0 0 0 0 85 0 5 425 0 0 0 0 w (uniform load) = 1822 pif 1 2 3 0 0 0 0 0 0 Fb = 250 psi OK Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi OK V @ d = 318 Ibs oK Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s Initials: np = 0.0402 k = 0.2463 j = 0.9179 2 /jk = 8.846 R(Lt) = 5922 Ib R(Rt) = 5922 Ib Fb = 250 psi OK Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi OK V @ d= 1670 Ibs OK # 4 continuous at inches O.C. Ib Ib Ib -ft # 4 continuous at inches O.C. M = 9622 lb -ft Date: Sheet: Project Name: LOADS: STRESSES: LOADS: STRESSES: LINTEL MARK: L19 LINTEL DATA: LINTEL MARK: L20 LINTEL DATA: Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight m isc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = (Reinforcement) Vs = 9.50 7.625 36 60 60 1500 1350 21.48 DL LL trib 25 38.5 5 20 40 5 85 0 7 0 0 0 w (uniform load) = 1 2 3 0 0 0 0 0 0 162 12305 14 14 5.00 7.625 20 60 60 1500 1350 21.48 inches inches ksi ksi psi ksi psi psi psi psi inches inches ksi ksi psi ksi MASONRY LINTEL Allowable Stress Design 100 psi < Fb = 5398 psi < Fs = 11 psi < Fv 11 psi < Fv = Ibs > V @d= Project #: Special Inspection always n Horiz. Reinf.: 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s w R(Lt) = 5759 Ib 317.5 R(Rt) = 5759 Ib 300 595 0 1212.5 pif np = 0.0313 k = 0.2209 j = 0.9264 2 /jk = 9.775 Fb = 250 psi OK Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi OK V @ d = 2122 Ibs o1< Special Inspection always n Horiz. Reinf.: 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s DL LL trib w 25 38.5 5 317.5 20 40 5 300 85 0 5 425 0 0 0 0 w (uniform load) = 1042.5 plf 1 2 3 0 0 0 0 0 0 Initials: np = 0.0563 k. = 0.2840 j = 0.9053 2 /jk = 7.778 at M = 13679 Ib -ft R(Lt) = 2606 Ib R(Rt) = 2606 lb 250 psi OK 24000 psi OK 19 psi OK 58 psi OK 869 Ibs 0 < # 4 continuous at inches O.C. M = 3258 Ib -ft Date: 4 continuous inches 0.C. Project Name: LINTEL MARK: L21 LINTEL DATA: LOADS: STRESSES: LINTEL MARK: L22 LINTEL DATA: LOADS: STRESSES: Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Dist. from le Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = Span (ft) = effective width (b) = flexural depth (d) = `idprizontal Reber Fy = cal Rebar Fy = onry fm = = DL Roof or Floor 25 Roof or Floor 20 Self Weight 85 misc 0 Concentrated Load (Ibs),.' 0 fb = fs = „( Unreinforced) fv = ' (Reinforced) fv = /' (Reinforcement) Vs = • 0 8.00 7.625 28 60 60 1500 1350 21.48 inches inches ksi ksi psi ksi DL LL trib 25 38.5 5 20 40 5 85 0 5 0 0 0 w (uniform load) = 1 2 3 0 0 0 0 0 0 148 9735 14 14 psi psi psi psi 6.00 7.625 inches 20 inches 60 ksi 60 ksi 1500 psi 1350 ksi 21.48 MASONRY LINTEL Allowable Stress Design LL • trib .r/ 38 5' 317.5 40 5 300 425 0 `13, w (uniform load) = 104 .5 plf 2 3 \. Project #: Special Inspection always n Horz. Reinf.: 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s np = k= j = 21k = w R(Lt) = 4170 Ib 317.5 R(Rt) = 4170 Ib 300 425 M = 8340 Ib -ft 0 1042.5 plf Fb = 250 psi OK Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi OK V @ d = 1738 Ibs oK Special Inspection always n Horiz. Reinf. : Vert. Reinf ( #) : Simple (S), Fixed (F) ?: ' j= 2 /jk= Initials: np = 0.0402 0.2463 0.9179 8.846 R(Lt) = 3128 Ib R(Rt) = 3128 Ib 0 0 .� 0 0 ` 144 psi < Fb = 250 psi W OK 7773 psi < Fs = 24000 psi vs 15 psi < Fv = 19 psi OK 15 psi < Fv = 58 psi OK Ibs > V @ d = 1390 Ibs OK 2 # 4' continuous al,' inches O.C. s .,f (7 .0563 0.2840 0.9053 7.778 M = 4691 Ib -ft # 4 continuous at inches O.C. Date: Sheet: etet 1I Project Name: LINTEL MARK: LINTEL DATA: LOADS: STRESSES: LINTEL MARK: LINTEL DATA: LOADS: STRESSES: L25 -L33 Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = (Unreinforced) fv = (Reinforced) fv = L34 and L35 Span (ft) = effective width (b) = flexural depth (d) = Horizontal Rebar Fy = Vertical Rebar Fy = Masonry fm = Em = n= Roof or Floor Roof or Floor Self Weight misc Concentrated Load (Ibs) Dist. from left (ft): fb = fs = ( Unreinforced) fv = (Reinforced) fv = (Reinforcement) Vs = 3.50 7.625 20 60 60 1500 1350 21.48 DL LL trib 25 38.5 10 20 40 22 85 0 3.5 0 0 0 w (uniform load) = 1 2 3 106 5715 14 14 6.50 7.625 20 60 60 1500 1350 21.48 191 10325 19 19 inches inches ksi ksi psi ksi 0 0 0 0 0 0 psi psi psi psi inches inches ksi ksi psi ksi DL LL trib 25 38.5 10 20 40 2 85 0 5 0 0 0 w (uniform load) = 1 2 3 0 0 0 0 0 0 psi psi psi psi Ibs MASONRY LINTEL Allowable Stress Design Project #: J Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s w 635 1320 297.5 0 2252.5 plf w 635 120 425 0 1180 plf I np = 0.0563 k = 0.2840 j = 0.9053 2 /jk = 7.778 Special Inspection always n Horiz. Reinf. : 2 Vert. Reinf ( #) : Simple (S), Fixed (F) ?: s R(Lt) = 3942 Ib R(Rt) = 3942 Ib Fb = 250 psi OK Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi OK V @ d = 188 Ibs OK np = 0.0563 k = 0.2840 j = 0.9053 2 /jk = 7.778 M = 3449 Ib -ft R(Lt) = 3835 Ib R(Rt) = 3835 Ib FD = 250 psi OK Fs = 24000 psi OK Fv = 19 psi OK Fv = 58 psi OK V @ d = 1868 Ibs OK M = 6232 Ib -ft # 4 continuous at 8 inches O.C. # 4 continuous at 8 inches 0.C. Date: Sheet: _ 1 15 1���IIIIIIIII�,iIIIIIIIIIIIII Illill�� __ -� 1 IIII III • IIIIII I III IIIII IIIIIII III II'! I ILIIII I 'I Ihr►I IIIIIIlIIIIIIIIIIIIIIIIIIInl "�j j ,' DESIGN CONTROLS: Shear (lbs) Vertical Reaction (lbs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro AVify,rhaeuser Business TJ -Beam 6.25 Serial Number 7005106669 User: 2 5/29/2007 3:56:50 PM Page 1 Engine Version: 6.25.71 Input Bearing Width Length 1 Stud wall 3.50" 2.25" 2 Stud wall 3.50" 2.25" I Copyright 0 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I JoistTM, ProTM and TJ - Pro" 4 are trademarks of Trus Joist. a' CIO° M 11 7/8" TJI® 210 @ 16" o/c MEMBER IS INSUFFICIENT DUE TO TJ -Pro TM RATING SYSTEM LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 40.0 Live at 100 % duration, 20.0 Dead SUPPORTS: Vertical Reactions (lbs) Detail Live /Dead /Uplift/Total 453 /227/0 / 680 453 /227 /0 /680 End, Rim End, Rim Maximum Design Control Control 1000 1000 1655 Passed (60 %) 995 995 1110 Passed(90 %) 2750 2750 3620 Passed (76 %) 0.290 0.400 Passed (L/686) 0.435 0.829 Passed (L/457) 47 50 Failed Product Diagram is Conceptual. Other 1 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® Location Rt. end Span 1 under Concentrated loading Bearing 2 under Concentrated loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 )eflection Criteria: STANDARD(LL:0.400 ",TL:U240). - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. 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 IBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ww4 A N.X yeriaeuser Business TJ -Beam® 6.25 Serial Number: 7005106669 User: 2 5/29/2007 3:56:34 PM Page 1 Engine Version: 6.25.71 LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs SUPPORTS: 1 Stud wall 2 Stud wall DESIGN CONTROLS: Shear (lbs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) JPro Input Bearing Width Length 3.50" 2.25" 3.50" 2.25" 9 1/2" TJ I® 210 @ 16" o/c MEMBER IS INSUFFICIENT DUE TO 2000 Ibs CONCENTRATED LOADING - Offices (psf): 40.0 Live at 100 % duration, 20.0 Dead Vertical Reactions (Ibs) Detail Live/Dead/Uplift/Total 427/213/0/640 427/213/0/640 End, Rim End, Rim Maximum Design Control Control 1000 1000 1330 Passed(75 %) 995 995 1110 Passed(90 %) 2428 2428 2860 Passed (85 %) 0.370 0.390 Passed (U506) 0.555 0.779 Passed (L/337) 40 50 Failed Copyright 2006 by Trus Joist, a Weyerhaeuser Business TJI•8 and TJ- Beams: are registered trademarks of Trus Joist. e -I Joist", Pro "' and TJ -Pro". are trademarks of Trus Joist. Other A 16' Product Diagram is Conceptual. 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® Location Rt. end Span 1 under Concentrated loading Bearing 2 under Concentrated loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:L /240). - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The product has not been analyzed for 2000 lbs concentrated loading 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 IBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: 1 1 1 1 1 1 1 1 AA7 1 1 1 A Mark M cI IAA / M 1 1 7 - M AkI4 m6 A4 (2 J 0 Project Name: 1 Span ? ' H Q4IL CLNIEL) IC1 + 5 Apx Avg Trib or FBD jfgf q1[ 2 • r L1E0 cf, 1,Aj - . ) 7 F 1.4)44., (LAA.1 0 ) 0.9 1.5 .■ R left 0. z.k-1 Project #: R right Initials: (t) t-wL s (1) Date: Notes / Size 1 Sheet. 1 1 1 111 1 1 1 Mark Mt1 MI`{ Mz° M mil RZ1., M Z S M z� �Z7 mit z 0 9 V'CU I VU Ile. Span ?A' 1 0 1 1 S tie Apx Avg Trib or FBD t (p' CLta v`-) ' lz- fi t9' F t w 4u, ( +w -t- LA l� ›irt 2'1 'N sny2'p (✓yr.)---+,ti2 ` 'a' r^ ruts 14Attlil F y' - Z)' -+ s` F t-woo.. (tANn�) R left 5t 2. p. 1.7 .y b.7 b.1) .L (r . Nroiect #: R right 1 .0 nitials: Co 3 /1 x ( (L LAY= 't'F 1' o M2 .J l 1 C1., f1 Date: Notes / Size Sheet: Mark Span Apx Avg Trib or FBD IN -t- �L�Nyel., � ? c l : 1 tv .. (Li `- R left Project #: R right Notes / Size Initials: Date: Sheet: WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: M10 Loads Reactions (Ibs) DL Span (ft): 10.0 (psf) LL (psf) Rsf)L trib (ft) wrL (plf) w (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 0 0 0 900 900 DL TL def. < L/ 240 roof /fir 20 40 40 9 540 360 1800 1800 LL LL def. < L/ 360 floor 0 0 0 0 0 0 2700 2700 TL CD: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 540 360 M (Ib.ft): 6750 LL Red. (Y /N) ?: n fv (psi) @ d: fb (psi): ATL (in): AD (in): span /A: fv (psi) (a) d: fb (psi): ATL (in): AD (in): span /A: fv (psi) (4) d: 59 39 fb (psi): 666 444 ATL (in): 0.04 0.02 AD (in): 0.01 0.01 span /A: 1320 1981 DL LL P Pr LOAD (Ibs): 0 0 from left end: 0.0 B C (3) 2x 12 3.1/8 x 9 65 122 853 1920 0.14 0.36 0.05 0.12 844 338 Beam Selection ( A . F ): A BM MARK: Mil Loads Reactions (Ibs) DL LL(psf) Red.LL trib (ft) wrL (plf) w (plf) Left Right Span (ft): 10.0 () Lu (ft): 2.0 roof 25 38.5 38.5 16 1016 616 2500 2500 DL TL def. < L/ 240 roof /fir 20 40 40 5 300 200 4080 4080 LL LL def. < L/ 360 floor 0 0 0 0 0 0 6580 6580 TL CD: 1.00 wall /misc. 0 0 -- 0 0 0 K: 1.0 W UNIFORM Lon (plf): 1316 816 M (Ib.ft): 16450 LL Red. (Y /N) ?: n DL LL P PT LOAD (Ibs): 0 0 from left end: 0.0 C D 3.1/8 x 13 1/2 5.1/8 x 10 1/2 Beam Selection ( A • F ): A BM MARK: M12 Loads Reactions (Ibs) DL Red.LL (psf) sf Span (ft): 4.0 LL (P ) (psf) trib (ft) `Nu (psf) wit (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 0 0 0 280 280 DL TL def. < L/ 240 roof /flr 20 40 40 7 420 280 560 560 LL LL def.< L/ 360 floor 0 0 0 0 0 0 840 840 TL Co: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 W UNIFORM LOAD (plf): 420 280 M (lb-ft): 840 LL Red. (Y /N) ?: n DL LL P Pr Lcao (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 6 (3) 2x 6 Beam Selection ( A • F ): A 181 2080 0.26 0.10 467 Project Name: 03SS.bmbo ltup_06.09.29 Comments MID USE: 151 2096 0.33 0.13 361 Project #: Comments Comments E 6.3/4 x 9 138 2166 0.40 0.15 299 Initials: No. of MICROLAMS: 2 F 0 (2) 1.3/4x 9.250 (2) 1.3/4 x 9.5 106 103 1623 1539 0.28 0.26 0.09 0.09 433 469 No. of MICROLAMS: 2 (2) 1.3/4x 11.875 190 2400 0.32 0.12 376 M1 USE: No. of MICROLAMS: 2 (2) 1-3/4x 5.500 50 571 0.03 0.01 1829 M12 USE: (2) 2 x 6 Date: Sheet: F WOOD BEAM BM MARK: M13 Span (ft): 10.0 Lu (ft): 2.0 TL def. < L/ 240 LL def. < L/ 360 CD: 1.00 K: 1.0 LL Red. (Y /N) ?: n iv (psi) ® d: fb (psi): ATL (in): OD (in): span /A: BM MARK: M14 iv (psi) @ d: 59 39 fb (psi): 666 444 ATL (in): 0.04 0.02 AD (in): 0.01 0.01 span /A: 1320 1981 OSSSbmbuIllup 06.09.29 ALLOWABLE STRESS DESIGN DL LL (psf) Red.LL trib (ft) WTL (pit) (Psf) (psf) roof 25 38.5 38.5 5 317.5 roof /fir 20 40 40 7 420 floor 0 0 0 0 0 wall /misc. 0 0 - -- 0 0 01 LL W UNIFORM LOAD (p8): 738 P rT LOAD (lbs): 0 0 from left end: 0.0 Beam Selection ( A • F ): A Beam Selection ( A - F ): A Beam Selection ( A • F ): A Project Name: C D 3.1/8x 101/2 5 -1 /8x 9 139 1927 0.31 0.11 392 DL LL DL LL Loads Reactions (Ibs) Loads 102 1599 0.30 0.11 405 Span (ft): 6.0 (Psf) LL (pst) Red.LL trib (ft) w„ (plf) via (Pit) Lu (ft): 2.0 roof 25 38.5 38.5 5 317.5 192.5 TL def. < L/ 240 roof /fir 20 40 40 5 300 200 LL def. < L/ 360 floor 0 0 0 0 0 0 Co: 1.00 wall /misc. 0 0 -- 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 617.5 392.5 LL Red. (Y /N) ?: n P aT LOAD (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 10 (3) 2x 8 fv (psi) Q d: 74 68 fb (psi): 779 846 ATL (in): 0.06 0.08 AD (in): 0.02 0.03 span /A: 1266 914 M1 UBE: M14 USE: (2) 2 x 10 BM MARK: M15 Loads Reactions (lbs) Span (it): 4.0 (psf) R ) LL (psf) (P sf) trib (ft) wci (plf) w (pit) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 0 0 0 280 280 DL TL def. < L/ 240 roof/fir 20 40 40 7 420 280 560 560 LL LL def.< L/ 360 floor 0 0 0 0 0 0 840 840 TL CD: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w unirronM LoAD (plf): 420 280 M (Ib•t): 840 LL Red. (Y /N) ?: n P rT LOAD (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 6 (3) 2x 6 M15 1J 9E: (2) 2 x 6 1 Project #: w (p11) Left Right 192.5 1325 1325 DL 280 2363 2363 LL 0 3688 3688 TL 0 473 M (lb-ft): 9219 Comments Comments Comments Initials: Reactions (Ibs) Left Right No. of MIGROLAMS: 2 F (2) 1.3/4x 9.250 145 2216 0.38 0.14 317 675 675 DL 1178 1178 LL 1853 1853 TL No. Of MICROLAMS: 2 F (2) 1•3/4x 5.500 122 1890 0.20 0.07 369 No. of MIGROLAMS: 2 (2) 1•3/4x 5.500 50 571 0.03 0.01 1829 M (lb -ft): 2779 Date: WOOD BEAM BM MARK: M21 Span (ft): 24.0 Lu (ft): 2.0 TL def. < L/ 240 LL def. < L/ 360 C 1.00 K: 1.0 LL Red. (Y /N) ?: n fv (psi) @ d: fb (psi): ATL (in): AD (in): span /A: BM MARK: M22 fv (psi) Q d: (b (psi): ATL (in): AD (in): span /A: BM MARK: M23 (Psi) LL (psf) R pef)L trib (ft) wu (plf) `Nu_ (plf) Left Right roof 25 38.5 38.5 0 0 0 2880 2880 DL root /fir 20 40 40 12 720 480 5760 5760 LL floor 0 0 0 0 0 0 8640 8640 TL wall /misc. 0 0 - -- 0 0 0 w 9Nror9 LOAD (pit): 720 480 M(113-ft): 51840 DL LL P PT LOAD (Ibs): 0 0 from left end: 0.0 C D 3-1/8 x 24 51/8 x 18 Beam Selection (A - F ): A 144 2074 0.83 0.28 347 M21 USE Loads Beam Selection ( A • F ): A 123 2248 1.20 0.40 240 Span (ft): 21.0 (psf) LL (pst) Red.LL trib (ft) wTL (p11) `Nu (Plf) Lu (ft): 2.0 roof 25 38.5 38.5 0 0 0 TL def. < L/ 240 roof/fir 20 40 40 15 900 600 LL def. < L/ 360 floor 0 0 0 0 0 0 CD: 1.00 wall /misc. 0 0 -- 0 0 0 K: 1.0 w uNeroRM LOAD (plf): 900 600 LL Red. (Y /N) ?: n DL LL Comments P ■• LOAD (Ibs): 0 0 from left end: 0.0 C D 3.1/8 x 22 1/2 51/8 x 18 166 2258 0.74 0.25 342 ALLOWABLE STRESS DESIGN Loads Reactions (Ibs) 132 2151 0.88 0.29 287 Comments M22 USE Loads Span (ft): 6.0 (Psi) LL (pst) R(pst) trib (ft) w (plf) w (plf) Lu (ft): 2.0 roof 25 38.5 38.5 16 1016 616 TL def. < L/ 240 roof /fir 20 40 40 7 420 280 LL def.< L/ 360 floor 0 0 0 0 0 0 C 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 W UNIFORM LOAD (plf): 1436 896 LL Red. (Y /N) ?: n tv (psi) Q d: fb (psi): ATL (in): AD (in): span /A: 03SS.bmbualup_06.09. DL LL P FT LOAD (Ibs): 0 0 from left end: 0.0 B C (3) 2x 12 3 -1/8 x 9 88 172 817 1838 0.05 0.12 0.02 0.05 1469 588 Beam Selection ( A • F ): A Project Name: Project #: Comments No. Of MICROLAMS: 4 E F 6•3/4 x 16 1/2 (4) 1•3/4x 16.000 103 2031 1.18 0.39 244 E 6.3/4 x 16 1/2 111 1944 0.87 0.29 291 Initials: Reactions (Ibs) 103 2083 1.18 0.39 243 Reactions (Ibs) Left Right 3150 3150 DL 6300 6300 LL 9450 9450 TL M (Ib•ft): 49613 No. of MICROLAMs: 2 Lett Right 1620 1620 DL 2688 2688 LL 4308 4308 TL M (Ib.ft): 6462 No. of MICROIAMS: 2 F (2) 1-3/4x 7.250 203 2529 0.20 0.07 363 M23 USE: Date: Sheet: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WOOD BEAM Project Name: BM MARK: M24 Span (ft): 10.0 Lu (ft): 2.0 TL def. < L/ 240 LL def. c L/ 360 CD: 1.00 K: 1.0 LL Red. (Y /N) ?: n N (psi) d: 54 46 fb (psi): 711 701 ATL (in): 0.12 0.14 AD (in): 0.04 0.05 span /e: 1013 844 BM MARK: M25 fv (psi) a d: fb (psi): 6TL (in): eD (in): span /A: BM MARK: M26 03SS.bmbuillup 06.09.29 P Rr mac (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 12 (3) 2x 10 Beam Selection ( A • F ): A Beam Selection ( A • F ): A P Rr LOAD (Ibs): 0 A B (2) 2 x 6 (3) 2x 6 iv (psi) @ d: 77 51 fb (psi): 868 579 5TL (in): 0.05 0.03 AD (in): 0.02 0.01 span /e: 1014 1521 DL LL Beam Selection ( A • F ): A 105 2052 0.69 0.23 280 DL LL Loads Loads 0 from left end: 0.0 ALLOWABLE STRESS DESIGN Loads Reactions (Ibs) (Psf) LL (psf) R pef)L trib (ft) WOL (Plf) w (plf) Left Right roof 25 38.5 38.5 0 0 0 500 500 DL roof /fir 20 40 40 5 300 200 1000 1000 LL floor 0 0 0 0 0 0 1500 1500 TL wall /misc. 0 0 - -- 0 0 0 w UNIFORM LOAD (plf): 300 200 M (Ib•ft): 3750 Comments Span (ft): 16.0 (PSf) LL (psf) R(psf) trib (ft) wrL (PIf) wLL (p11) Lu (ft): 2.0 roof 25 38.5 38.5 0 0 0 TL def. < L/ 240 roof /fir 20 40 40 4 240 160 LL def. < L/ 360 floor 0 0 0 0 0 0 CD: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 W UNIFORM LOAD (plf): 240 160 LL Red. (Y /N) ?: n DL LL Comments POINT LOAD .•o p PT WAD (Ibs): 500 1000 from left end: 10.0 C D 3 -1/8 x 12 5•1/8 x 10 1/2 6.3/4 x 9 74 1634 0.62 0.21 307 DL Span (ft): 4.0 (PSf) LL (psf) Re ) L trib (ft) WTL (p10 wLL (Plf) Lu (ft): 2.0 roof 25 38.5 38.5 2 127 77 TL def. < L/ 240 roof /fir 20 40 40 7 420 280 LL def.< L/ 360 floor 0 0 0 0 0 0 CD: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM LOAD (pity 547 357 LL Red. (Y /N) ?: n Project #: Comments E 66 1689 0.75 0.25 255 Initials: Reactions (Ibs) Left Right No. Of MICROLAMS: 2 (2) 1-3/4x 7.250 78 1468 0.32 0.11 375 M24 USE 12) 2 x 12 Reactions (Ibs) Left Right 828 953 DL 1655 1905 LL 2483 2858 TL No. of MICROLAMS: 2 (2) 1.3/4x 11.250 100 2085 0.70 0.23 272 M25 USE: 380 380 DL 714 714 LL 1094 1094 TL 66 744 0.03 0.01 1405 M (lb-ft): 12825 M (lb-ft): 1094 No. of MICROLAMS: 2 (2) 1.3/4x 5.500 M26 USE 12) 2 x 6 Date: WOOD BEAM BM MARK: M27 Loads Reactions (Ibs) Span (ft): 4.0 ( p 5 fl LL (psf) R(psf)L trib (ft) WTL (plf) WLL (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 2 127 77 340 340 DL TL def. < L/ 240 roof /fIr 20 40 40 6 360 240 634 634 LL LL def. < L/ 360 floor 0 0 0 0 0 0 974 974 TL CD: 1.00 wall/misc. 0 0 -- 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 487 317 M (Ib -(t): 974 LL Red. (Y /N) ?: n DL LL P PT. LOAD (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 6 (3) 2x 6 fv (psi) (a) d: 68 46 fb (psi): 773 515 eTL (in): 0.04 0.03 AD (in): 0.01 0.01 span /e: 1139 1708 Beam Selection (A . F ): A A B (2) 2 x 6 (3) 2x 6 fv (psi) @ d: 76 50 fb (psi): 857 571 eTL (in): 0.05 0.03 AD (in): 0.02 0.01 span /e: 1027 1541 BM MARK: M29 LL Red. (Y /N) ?: n fv (psi) © d: 69 46 fb (psi): 927 618 ATL (in): 0.08 0.05 AD (in): 0.03 0.02 span /d: 759 1139 03SS- bmbuiltup 06.09.29 Beam Selection (A - F ): A DL LL P PT LOAD (lbs): 0 0 from left end: 0.0 A B (2) 2 x 6 (3) 2x 6 Beam Selection ( A • F ): A ALLOWABLE STRESS DESIGN Comments No. of MICROLAMS: 2 (2) 1.3/4x 5.500 59 662 0.03 0.01 1578 M27 USE: (21 2 X B BM MARK: M28 Loads Reactions (lbs) Span (ft): 4.0 (psf) LL (psf) R(pef)L trib (ft) W (plf) WLL (plf) Left Right Lu (ft): 2.0 root 25 38.5 38.5 0 0 0 360 360 DL TL def, < L/ 240 roof/fir 20 40 40 9 540 360 720 720 LL LL def. < L/ 360 floor 0 0 0 0 0 0 1080 1080 TL Co: 1.00 wall /misc. 0 0 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 540 360 LL Red. (Y /N) ?: n DL LL Comments P Pr. LOAD (Ibs): 0 0 from left end: 0.0 Loads Span (ft): 5.0 ( p s f ) LL (psf) R(psf)L trib (ft) W (plf) WLL (Plf) Lu (ft): 2.0 roof 25 38.5 38.5 4 254 154 TL def. < L/ 240 roof/fir 20 40 40 2 120 80 LL def.< L/ 360 floor 0 0 0 0 0 0 CD: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 374 234 Comments M (lb-ft): 1080 No. of MICROLAMS: 2 (2) 1 -3/4x 5.500 65 734 0.03 0.01 1423 M28 UsE: (2) 2 x 6 Reactions (lbs) Left Right 350 350 DL 585 585 LL 935 935 TL M (Ib -ft): 1169 No. 01 MICROLAMS: 2 (2) 1.3/4x 5.500 60 795 0.06 0.02 1052 M29 Use: (2) 2 x e 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WOOD BEAM BM MARK: meZZ at entry Span (ft): 12.0 ( p s f ) LL (psf) Red.LL trib (ft) WTL (p11) w L (plf) Left Right Lu (ft): 2.0 roof 25 38.5 38.5 11 698.5 423.5 2610 2610 DL TL def. < L/ 240 roof /fir 0 0 0 0 0 0 3021 3021 LL LL clef. < L/ 360 floor 20 40 40 2 120 80 5631 5631 TL CD: 1.00 wall /misc. 15 0 - -- 8 120 0 K: 1.0 W UNIFORM LOAD (plf): 939 504 M (lb-ft): 16893 LL Red. (Y /N) ?: n fv (psi) (a d: fb (psi): ATL (in): AD (in): span /A: fv (psi) Q d: fb (psi): ATL (in): AD (in): span /A: 03SS-bmbuiltup_06.09.29 ALLOWABLE STRESS DESIGN DL LL P Pr LOAD (Ibs): 0 0 from left end: 0.0 C D 3 -1/8 x 13 1/2 5 -1/8 x 10 1/2 Beam Selection (A • F ): A Beam Selection (A - F ): A 163 2136 0.38 0.18 379 84 1536 0.55 0.18 352 Loads Reactions (Ibs) 134 2153 0.49 0.23 293 DL LL P PT LOAD (Ibs): 0 0 from left end: 0.0 C D 3-1/8x 12 5-1/8x 9 W UNIFORM LOAD (plf): 300 200 71 1665 0.79 0.26 243 Comments Comments E 6.3/4 x 9 122 2225 0.59 0.27 243 E 6 -3/4 x 9 54 1264 0.60 0.20 320 No. of MICROLAMS: 2 F (2) 1 -3/4x 11.875 170 2464 0.47 0.22 305 MEZZ AT ENTRY USEI BM MARK: cooridor N of computer lab Loads Reactions (Ibs) Span (ft): 16.0 ( p s f ) LL(psf) Red.LL trib (ft) w (plf) WLL (plf) Left Right Lu (ft): 2.0 roof 0 0 0 0 0 0 800 800 DL TL def. < L/ 240 roof /fir 0 0 0 0 0 0 1600 1600 LL LL def. < L/ 360 floor 20 40 40 5 300 200 2400 2400 TL Co: 1.00 wall /misc. 0 0 -- 0 0 0 K: 1.0 LL Red. (Y /N) ?: n No. of MICROLAMS: 2 F (2) 1•3/4x 11.250 81 1560 0.56 0.19 342 C COMPUTER LAB USE 1 M (Ib -ft): 9600 f-• 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • Project Name: •;;;,1 k t C_ ) Ir 3 Project #: c rir g ) Initials: 6 IL Date: v IA \9 0 Sheet: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Q) N 0 o D v, 3 w v n 3o . T - CD Cr a) II n 11 11 11 11 11 11 11 `u 11 11 11 11 WW 030 N ∎I 1 N O m 0000 7 0 3 N.) tD W .∎P O O 0 0 S � cr =Q_D 11 11 = ' 3 _ .°NO—' (O0)-f.00) 000 O O O K 5 a N 11:1 N O O O W .N (O N O Cal W O W ( N O 0 O .p 00 m N W 3 N 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 G) G) CO CO 3 7' Q a 6 (n 7 u G N p) C+ II II II O O O O 0 0 01 OD 00001 0 r 0 tv rn 0 000 N X D -' 0- CL z '' 3 11 O N O) C 0 ) o co i • o O 01 O to i-51 O N v Fir 3 to ._. 7� ( 0- N 11 11 11 11 11 11 11 IJ Cp.) p O O W CTi O Oo O p 03 r,) O O O N N .p O G) CO N O CO O .p Op co N X N 0) Cn 0 •J 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 K Z 7 g N N o 7C N O N II II II II II I1 II II II II II 11 II 11 W W N W (\ 7 0) m Er 7 1 11 11 11 O O O co co co - o rai 0 71 A O O O 0 1 0 0 7 N 000 0) X 0) N 0 0) 0 (I Es h N W 0) W 01 O O 0 0) y 0 •J 11 11 11 11 11 11 11 11 oO co O) . O co • 0 0 O p O K 0) 13 N W � N O O O ( ) (O N O 6 W • O O W ( N O co N 0 .P CO O OPENING WIDTH (FT) Load Case 1D +1L +1Lr 1D + 1L + 1Wint + 1Lr 1D + 1L + 1Wend + 1Lr 1D + 1L + 1EQ + 1Lr Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 1008 1008 1008 1008 F'c (psi) = 812 899 899 899 fc (psi) = 277 OK 277 OK 277 OK 277 OK M (113-ft) = 0 550 625 250 Fb' (psi) = 1346 2153 2153 2153 fb (psi) = 0 OK 873 OK 992 OK 397 OK CSR = 0.12 OK 0.65 OK 0.73 OK 0.35 OK Amax (in.) = 0.500 0.500 0.500 0.500 A (in.) = 0.000 OK 0.208 OK 0.237 OK 0.135 OK OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EARTHQUAKE M���O nC061 -, NM ul l0 y ,, ti --+- ,-+ - N N N N N N N ,--i ,". ,-, ,--, N N N N N N N N N ,- - ,-4 ,- NN NN N N NN MM ,, 'r .., _ _ _ _ _ 'r ,-, N N N N 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WOOD STUD WALL DESIGN edited 6/29/2005 ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN DESCRIPTION: eave wall Loads to Wall: w Load case deflection < L/: 240 C & C Interior one (psf): 22 C & C End Zone (psf): 25 earthquake pressure (psf): 10 LL on roof snow? (Y /N): n Lumber grade: 2 (DF No. 2) TRIMMER: Trimmer supports only vertical load ... Pcap (Ibs) = 5156 KING STUD WIND END ZONE: King stud supports only bending ... Mcap (lb-ft) = 1357 trib width capacity (ft) = 4.34 trib width capacity (ft) = 4.23 for M < Mcap for A < L / 240 (governs) DL LL trib 1 2 3 4 roof 25 38.5 18 1143 1143 1143 1143 floor 20 40 0 0 0 0 0 wall 15 0 0 0 0 0 0 misc 0 0 0 0 0 0 0 w (plf)= 1143 1143 1143 1143 KING STUD WIND INTERIOR ZONE: King stud supports only bending ... Mcap (lb-ft) = 1357 trib width capacity (ft) = 4.93 for M < Mcap trib width capacity (ft) = 4.80 for A < L / 240 (governs) KING STUD EARTH QUAKE: King stud supports only bending ... Mcap (lb-ft) = 1357 trib width capacity (ft) = 10.85 for M < Mcap trib width capacity (ft) = 7.39 for A < L / 240 (governs) Interior Zone eave wall USE: 2 X 6 @ 24 " O.C. End Zone eave wall USE: 2 X 6 @ 24 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) Load Case 1D+1L +1Lr 1D +1L +1Wint+ 1 Lr 10 +1L +1Wend+ 1 Lr 1D +1L +1EQ+ 1 Lr Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 515 515 515 515 F'c (psi) = 502 508 508 508 fc (psi) = 35 OK 35 OK 35 OK 35 OK M (Ib•ft) = 0 1188 1350 540 Fb' (psi) = 2704 4326 4326 4326 fb (psi) = 0 OK 1616 OK 1836 OK 734 OK CSR = 0.00 OK 0.41 OK 0.46 OK 0.19 OK Amax (in.) = 1.200 1.200 1.200 1.200 A (in.) = 0.000 OK 1.052 OK 1.196 OK 0.683 OK OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EARTHQUAKE mvunLo r, aom N N 00 CO M ct d' d' 1!) 10 U1 l 0 010 N N fr) 0) CY ch ct 1) In 10 0 0 I, N .-t N N N N N 0) 0) 0) 01 ct ct d' cr 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WOOD STUD WALL DESIGN edited 6/29/2005 DESCRIPTION: gable wall deflection < L/: 180 C & C Interior Zone (psf): 22 C & C End Zone (psf): 25 earthquake pressure (psf): 10 LL on roof snow? (Y /N): n Lumber grade: 20 ALL EQUATIONS BASED ON NOS, ALLOWABLE STRESS DESIGN ( LVL Stud ) TRIMMER: Trimmer supports only vertical load ... Pcap (Ibs) = 4835 KING STUD WIND END ZONE: King stud supports only bending ... Mcap (lb -ft) = 3181 trib width capacity (ft) = 3.14 trib width capacity (ft) = 1.34 for M < Mcap for d <L / 180 (governs) Loads to Wall: w Load case DL LL trib 1 2 3 4 roof 25 38.5 4 254 254 254 254 floor 20 40 0 0 0 0 0 wall 15 0 0 0 0 0 0 misc 0 0 0 0 0 0 0 w (plf)= 254 254 254 254 KING STUD WINO INTERIOR ZONE: King stud supports only bending ... Mcap (lb-ft) = 3181 trib width capacity (ft) = 3.57 for M < Mcap trib width capacity (ft) = 1.52 for A < L / 180 (governs) KING STUD EARTH QUAKE: King stud supports only bending ... Mcap (lb -ft) = 3181 trib width capacity (ft) = 7.85 trib width capacity (ft) = 2.34 Interior Zone gable wall USE: 1.75 X 5.5 @ 16 " O.C. End Zone gable wall USE: 1.75 X 5.5 @ 16 " O.C. ( LVL Stud ) Framing at openings (unless noted otherwise on plan): for M < Mcap for A < L / 180 (governs) OPENING WIDTH (FT) Load Case 1D +1L +1S 1D +1L +1Wint+ 1S 1D +1L +1Wend +1S 1D + 1L + 1EQ + 1S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 657 657 657 657 Pc (psi) = 636 645 645 645 fc (psi) = 150 OK 150 OK 150 OK 150 OK M (lb-ft) = 0 2426 2756 1103 Fb' (psi) = 2704 4326 4326 4326 fb (psi) = 0 OK 1899 OK 2157 OK 863 OK CSR = 0.06 OK 0.62 OK 0.70 OK 0.31 OK Amax (in.) = 1.400 1.400 1.400 1.400 A (in.) = 0.000 OK 1.276 OK 1.450 NG 0.829 OK OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EARTHQUAKE m d In l0 1� 00 6l ° N m d Ln l0 N NN N CO CO Cr) CO CO d' LO N N N CO m m m rr 4 a v LO LC) In N N N N N N N CO CO CO CO m 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WOOD STUD WALL DESIGN DEscRipTioN: breeze way deflection < L/: 180 C & C Interior Zone (psf): 22 C & C End Zone (psf): 25 earthquake pressure (psf): 10 LL on roof snow? (Y /N): y Lumber grade: 20 ( LVL Stud ) edited 6/29/2005 ALL EQUATIONS iED ON NDS, ALLOWABLE STRESS DESIGN TRIMMER: Trimmer supports only vertical load ... Pcap (Ibs) = 7930 KING STUD WINO END ZONE: King stud supports only bending ... Mcap (113-ft) = 5527 trib width capacity (ft) = 4.01 trib width capacity (ft) = 1.93 for M < Mcap for A<L/ 180 (governs) Loads to Wall: w Load case DL LL trib 1 2 3 4 roof 25 38.5 15 953 952.5 953 952.5 floor 0 0 0 0 0 0 0 wall 0 0 0 0 0 0 0 misc 0 0 0 0 0 0 0 w (plf)= 953 953 953 953 KING STUD WIND INTERIOR ZONE: King stud supports only bending ... Mcap (lb-ft) = 5527 trib width capacity (ft) = 4.56 for M < Mcap trib width capacity (ft) = 2.19 for A < L / 180 (governs) KING STUD EARTH QUAKE: King stud supports only bending ... Mcap (Ib•ft) = 5527 trib width capacity (ft) = 10.03 for M < Mcap trib width capacity (ft) = 3.38 Interior Zone breeze way USE: 1.75 X 7.25 @ 24 " O.C. End Zone breeze way USE: 1.75 X 7.25 @ 24 " O.C. ( LVL Stud ) Framing at openings (unless noted otherwise on plan): for A < L / 180 (governs) MASONRY SLENDER WALL DESIGN Pu (km): Pu •e /2 (k - roa) : Mu wind (k -fun): Mu seismic (k -fu8) Final Mu TOTAL (k -nm): 4 u (in) : PROJECT : MCES WALL MARK: tall Interior most load WALL DATA: T.O. parapet elev (ft) : 28.00 T.O. wall elev (ft) : 26.00 Base Elev (ft) : 0.00 fm (psi) : 1500 Fy (ksi) : 60 Wall self wt (psf) Equiv Thick (in) r (in) d (in) face shell (in) LOAD DATA: f1: 0.5 f2 : 0.2 Snow Loads? : Y SERVICE LOAD DATA: Roof Ledger Load 1 (psf): Roof Ledger Load 2 (psf) : Floor Ledger Load (psf) : Roof Concentric Load (ps0 : Floor Concentric Load (psf) : Roof Concentrated Load (Kip) : Floor Concentrated Load (Kip) : Wall Self Wt (klf) : CODE CHECKS: Ult. Vert stress (psi) : 65 < 0.05 fm (psi) : 75 OK p : 0.0034 < p max : 0.0062 OK WALL ANALYSIS: 58 5.20 2.53 3.81 1.25 DL (psf) 25 0 20 0 0 0.00 0.00 Load Combos: 1.4D 1.20 +1.6L +0.5S CMU slender wall SPECIAL INSPECTION REQUIRED Solid Grouted? : N Nom. Wall Thick (in) : 8 Nom. Jamb Thick (in) : 8 Vertical Rebar [#] : 5 Vert. Reinf spacing : 24 Center Rebar? (YIN) : Y Min As Hodz (in2/ft) : 0.04 Min As Vert (In2/ft) : 0.04 Equiv Vert As (in2/ft) : 0.16 > As min. OK Equiv Horiz As (M218) : 0.08 OK Seismic Design Data: (IBC 2000 and ASCE 7 - 02) Sos : 0.500 I : 1.25 p: 1.00 (IBC Eq 16-63) Fp: 0.25 Ww Fp (psf) : 14.5 (IBC Eq 16 -28) Ev : 0.100 D d from face of Bearing LL (psf) Trib (ft) wan (in) e (in) Width (ft) 39 27.0 0.00 3.81 O 0.0 0.00 3.81 -- 40 5.0 -3.81 0.00 -- O 0.0 - -- -- O 0.0 -- -- -- 0.00 -- 0.00 3.81 0.00 0.00 -- 0.00 3.81 0.00 ( #5 AT 48 "o.c.) Wind Design Data: (ASCE 7.98 and 7 - 02) Wall and Opening Layout (ft) Left Opening Gravity Lateral 0.00 0.00 jamb width 1.00 Right Opening Lateral I Gravity 0.00 0.00 Calculated Max. Jamb Width (0) : 1.00 Lateral Uniform Load Concentration : 1.00 Gravity Uniform Load Concentration : 1.00 Gravity Concentrated Load Distribution : 1.00 h' /t : 40.9 OK Vert bar clear cover (in) : 2.25 Design Wind Pressure (psf) 10.0 Em (psi) : 1,350,000 n : 21.5 (i1: 0.80 Ag (in2 /ft) : 62.4 Ig (in4/ft) : 356 fr (psi) : 97 6 (183 /ft) : 93 w0 (kif) wL(klf) qua (kin Ws (kif) 0.68 0.00 1.04 0.00 - 0.00 0.00 0.10 0.20 -- -- 0.00 -- 0.00 0.00 0.00 0.00 -- -- 0.00 -- 0.00 0.00 0.00 0.00 -- 0.87 -- - -- 1.65 0.20 0.00 1.04 (IBC 2108.9 4) (ACI 530.02 3 -23) (IBC 2108.9.213.2) 1.20+1.6S +11L 1.2D +1.6E +0.8W 1.20+1.6W +11 L +0.5S 1.20+1.0E+61 1:142S 4.07 2.92 3.74 3.64 2.59 2.45 0.43 023 0.39 0.39 0.21 0.17 0.00 0.00 0.00 0.68 1.35 0.00 0.00 0.00 0.00 0.00 0.00 1.23 0.47 0.24 0.43 1.78 2.37 2.02 0.12 0.06 0.11 2.52 4.02 3.22 0.90 +1.OE 0.9D+1.6W 1.65 1.48 (3 - 25) 0.1 0.10 0.00 1.35 1.23 0.00 1.65 1.77 (3 - 24) 2.42 2.75 (IBC 2108.9.4.61(AC) 3 - 32) Mcr (k - ftm): 0.75 <fMn. OK 0.75 < IMn. OK 0.75 <en.. OK 0.75 < IMn. OK 0.75 <mu. OK 0.75 +04+ OK 0.75 < (Ma OK 015 < 1Mn. 01 , flexure (3 : 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 (ACI 3.27) 6 Mn (k - Nn) : 3.01 > Mu. OK 2.78 > Mu. OK 2.94 > Mu. OK 2.92 > Mu. OK 2.71 > Mu. OK 2.68 > Mu. OK 2.52 > Mu. OK 2.49 + Mu. OK (ACI 3 - 26) ICI (in4): 41 39 40 40 38 38 36 36 Initial M service (k -nm): 0,27 0.27 0.27 1.12 1.12 1.13 0,96 0.95 Amax = 0.007h (in): 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 (3 - 29) )IBC 2108.9.4 6) (ACI 3-30,31) A 5 (in): 0.07 OK 0.07 OK 0.07 OK 1.79 OK 2.00 OK 2.08 OK 1.05 OK 1.01 OK MASONRY SLENDER WALL DESIGN WALL DATA T.O. parapet elev (ft) : 28.00 T.O. wall elev (ft) : 28.00 Base Elev (ft) : 0.00 fm (psi) : 1500 Fy (ksi) : 60 Wall self wt (psf) : 58 Equiv Thick (in) : 5.20 r (in) : 2.53 d (in) : 3.81 face shell (in) : 1.25 LOAD DATA 11 : 0.5 f2 : 0.2 Snow Loads ?: Y SERVICE LOAD DATA: Roof Ledger Load 1 (psf) Roof Ledger Load 2 (psf) : Floor Ledger Load (psf) : Roof Concentric Load (psf) : Floor Concentric Load (psf) : Roof Concentrated Load (Kip) : Floor Concentrated Load (Kip) : Wall Self Wt (klf) : Pu (km): Pu +e /2 (k41/4) : Mu wind (1<0/6): Mu seismic (k -8ttt) : Final Mu TOTAL (k -118): A u (in) : CAMU slander wall PROJECT: PACES WALL MARK: tallest interior WALL ANALYSIS: DL (psf) LL (psf) 25 0 20 0 0 0.00 0.00 39 4.0 O 0.0 40 9.0 O 0.0 O 0.0 0.00 -- 0.00 -- Load Combos: 1.4D 1.20 +1.6L +0.5S SPECIAL INSPECTION REQUIRED. Wall and Opening Layout (ft) Nom. Wall Thick (in) : 8 Nom. Jamb Thick (In) : 8 Vertical Rebar (#J : 5 Vert. Reinf spacing : 24 Center Rebar? (Y /N): Y Seismic Design Data: (IBC 2000 and ASCE 7 - 02) Sos : 0.500 IE: 1.25 p: 1.00 (IBC Eq 16 -63) Fp : 0.25 Ww Fp (psf) : 14.5 (IBC Eq 16 -28) Ev : 0.100 D Solid Grouted? : N Min As Holtz (in2/ft) : 0.04 Min As Vert (102/0) : 0.04 Equiv Vert As (in2 /1t) : 0.16 > As min. OK Equiv Horiz As (in2 /8) : 0.08 OK d from face of Bearing Trlb (ft) wail (in) e (in) Width (0) 0.00 0.00 0.00 0.00 0.00 3.81 3.81 3.81 3.81 3.81 ( #5 AT 48" o.c.) Wind Design Data: (ASCE 7 - 98 and 7 - 02) Design Wind Pressure (psf) • 10.0 0.00 0.00 w (kit) w (klf) 0.10 0.00 0.15 0.00 -- 0.00 0.00 0.18 0.36 -- -- 0.00 -- 0.00 0.00 0.00 0.00 -- -- 0.00 -- 0.00 0.00 0.00 0.00 -- -- 0.81 -- -- -- 1.09 0.36 0.00 0.15 CODE CHECKS: Ult. Vert stress (psi) : 32 < 0.05 fm (psi) : 75 OK (IBC 2108.9.4) (ACI 530 - 02 3 - 23) p : 0.0034 < p max : 0.0066 OK (IBC 2108.9 2.13 2) 1.2D +1.6S 01L 1.20 +1.65 +0.8W 1.79 1.98 1.74 1.56 0.10 0.16 0.12 0.09 0.00 0.00 0.00 0.78 0.00 0.00 0.00 0.00 0.11 0.17 0.13 1.01 0.03 0.05 0.04 0.96 (IBC 2108.9. (ACI 3-32) MCr(k -rtM): 0.75 < IMn. OK 0.75 < IMn. OK 0.75 <fMn OK 0.75 < IMn. OK flexure 0 : 0.80 0.80 0.80 0.80 {ACI 3 - 271 Q Mn (k -Mn) : 2.55 > Mu. OK 2.59 > Mu. OK 2.54 > Mu. OK 2.50 > Mu. OK (ACI 3 - 28) Icr (in4): 37 37 36 36 36 36 35 35 Initial M service (k IUl)): 0.07 0.13 0.13 1.05 1.11 1.12 1.04 1.02 Amax = 0.007h tin): 2.24 2.24 2.24 2.24 2.24 2.24 2.24 2.24 (3 -29) (180 21099.4.6) (ACI 3 A s (in): 0.02 OK 0.04 OK 0.04 OK 1.50 OK 1.2D +1.6W +IIL +0.5S 1.20 +1.0E 01L +12S 1.57 0. 09 1.57 0.00 2.21 4.45 Left Opening Gravity Lateral 0.00 0.00 jamb width 1.00 Right Opening Lateral 0.00 Gravity 0.00 Calculated Max. Jamb Width (ft) • 1.00 Lateral Uniform Load Concentration : 1.00 Gravity Uniform Load Concentration : 1.00 Gravity Concentrated Load Distribution : 1.00 h' /t : Vert bar clear cover (in) W (5))) w (51f) 1.91 OK 1.97 OK 44.1 OK 2.25 Em (psi) : 1,350,000 n : 21.5 p1 0.80 Ag (in2 /ft) : 62.4 Ig (in4 /ft) : 356 fr (psi) : 97 S (in3 /ft) : 93 0.9D*1.0E 0.90 +1.6W 1.63 1.09 0.98 (3.251 0.09 0.04 0.04 0.00 0.00 1.57 1.42 1.42 0.00 2.01 1.75 1.90 (3.24) 3.85 3.18 3.65 0.75 < IMn. OK 0.75 < fMn. OK 0.75 <fMn. OK 0.75 < fMn. ON 0.80 0.80 0.80 0.80 2.50 *Mu OK 2.52 > Mu. OK 2.41 > Mu. OK 2.38 > Mu. ON 1.44 OK 1.39 OK MASONRY SLENDER CODE CHECKS: Ult. Vert stress (psi) : 38 p : 0.0034 Pu (k/m : Pu 'e /2 (k -Mt) : Mu wind (10-5m): Mu seismic deft/ft) Final Mu TOTAL (k -n/a): A U (in): (IBC 2108.9 4.6) (ACI 3-32) Mcr (k -wn) : Flexure + : (ACI 3 -27) Mn (k169): ICf (in4) : Initial M service (k - 69) : Amax = 0.007h lin) : (IBC 2108.9.4.6) (ACI 3 30,31) A s (in) : CMU slender .vall PROJECT: MCES WALL MARK: tan exterior WALL DATA: T.O. parapet elev (ft) : 25.00 T.O. wall elev (ft) : 21.00 Base Elev (ft) : 0.00 fm (psi) : 1500 Fy (ksi) : 60 Wall self wt (psf) : 58 Equiv Thick (in) : 5.20 r (in) : 2.53 d (in) : 3.81 face shell (in) : 1.25 LOAD DATA: f1: 0.5 f2: 0.2 Snow Loads? : Y SERVICE LOAD DATA: Roof Ledger Load 1 (psf) Roof Ledger Load 2 (psf) : Floor Ledger Load (psf) : Roof Concentric Load (psf) : Floor Concentric Load (psf) : Roof Concentrated Load (Kip) : Floor Concentrated Load (Kip) : Wall Self Wt (kilt : WALL ANALYSIS: Load Combos: 1.4D 0.75 0.80 2.67 38 0.12 1.68 0.02 DL (psf) 25 0 20 0 0 0.00 0.00 < IMn. OK > Mu. OK (ACI 3-26) OK WALL (IBC Eq 16 -63) Fp Fp (psf) (IBC Eq 16 -28) Ev 39 0 40 0 0 0.00 0.00 0.05 fm (psi) : 75 OK p max : 0.0066 OK 1.2D +1.6L +0.5S 0.75 0.80 2.52 DESIGN SPECIAL INSPECTION REQUIRED Solid Grouted? : N Nom. Wall Thick (In) : 8 Nom. Jamb Thick (In) : 8 Vertical Rebar Of] : 5 Vert. Reinf spacing : 24 Center Rebar? (WN) : Y Min As Horiz (in2/(1) : 0.04 Min As Vert (in2/ft) : 0.04 Equiv Vert As (in2 /ft) : 0.16 > As min OK Equiv Horiz As (6216) : 0.08 OK Seismic Design Data: (IBC 2000 and ASCE 7 -02) Sos : 0.500 16 : 1.25 p: 1.00 12.0 0.0 0.0 0.0 0.0 fMn. OK > Mu. OK 0.25 Ww 14.5 0.100 D d from face of Bearing LL (psf) Trib (ft) wan (int e (in) Width (ft) 0.00 0.00 0. 00 0.00 0.00 3.8 3.81 3.81 3.81 3.81 2.38 1.65 2.11 2.11 0.19 0.10 0.17 0.17 0.00 0.00 0.00 1.06 0.00 0.00 0.00 0.00 0.20 0.10 0.18 1.45 0.03 0.02 0.03 1.23 36 37 37 0.12 0.12 1.44 1.68 1.68 1.68 ( #5 AT 48" 0.c.) Wind Design Data: (ASCE 7 - 90 and 7 - 02) Design Wind Pressure (psf) : 24.0 0.00 0.00 1.2D +1.6S +f1L 1.20 +1.60 +08W 0.75 < IMn. OK 0.75 < IMn. OK 0.80 0.80 2.62 > Mu. OK 2.62 > Mu OK 0.02 OK 0.02 OK 1.53 OK w (klf) 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.84 w L (klf) w 15 (111) w (kit) 0.00 0.00 0.00 1.14 0.00 (IBC 2108.9 4) (ACI 530 -02 3 -23) (IBC 2108.92.13.2) 1.60 0.09 2.12 0.00 2.63 3.17 Wall and Opening Layout (ft) Left Opening Gravity I Lateral 0.00 0.00 jamb width 1.00 Right Opening Lateral 0.00 Gravity 0.00 Calculated Mao. Jamb Width (p): 1.00 Lateral Uniform Load Concentration : 1.00 Gravity Uniform Load Concentration : 1.00 Gravity Concentrated Load Distribution : 1.00 0.00 0.00 0.00 0.00 0.00 h' /l: 33.0 OK Vert bar Gear cover (in) : 2.25 0.46 0.00 0.00 0.00 0.46 1.2D +1.6W +f1 L +0.50 1.2D +1.0E +11 L +120 Em (psi) (31 Ag (in2 /ft) Ig (in4Rt) fr (psi) S (in3Rt) 1,350,000 21.5 0.80 62.4 356 97 93 0.9D +1.OE 0.9D +1.6W 1.58 1.14 1.03 (3 - 25) 0.08 0.05 0.04 0.00 0.00 2.12 0.80 0.80 0.00 0.93 0.88 2.41 (3 - 24) 0.41 0.33 2.90 0.75 < IMn. OK 0.75 < fMn. OK 0.75 < lMn. OK 0.75 < fMn. OK 0.80 0.80 0.80 0. 80 2.51 5% 2.51 > ms. OK 2.42 >M+01< 2.39 5% 36 36 35 35 1.44 0.68 0.61 1.37 1.68 1.68 1.68 1.68 (3.29) 1.58 OK 0.12 OK 0.10 OK 1.38 OK 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 MASONRY SLENDER WALL DESIGN PROJECT wall to mezzanine WALL MARK: 3 WALL DATA: T.O. parapet elev (ft) : 10.67 T.O. wall elev (ft) : 10.67 Base Elev (ft) : 0.00 fm (psi) : 1500 Fy (ksi) : 60 Wall self wt (psf) : 55 Equiv Thick (in) : 4.90 r (in) : 2.59 d (in) : 3.81 face shell (in) : 1.25 LOAD DATA: fl: 0.5 f2 : 0.2 Snow Loads? : Y SERVICE LOAD DATA: Roof Ledger Load 1 (psf) : Roof Ledger Load 2 (psf) : Floor Ledger Load (psf) : Roof Concentric Load (psf) : Floor Concentric Load (psf) : Roof Concentrated Load (Kip) : Floor Concentrated Load (Kip) : Wall Self Wt (kif) : DL (psf) 25 0 20 0 0.00 0.00 SPECIAL INSPECTION REQUIRED. Wall and Opening Layout (ft) Solid Grouted? : N Nom. Wall Thick (In) : 8 Nom. Jamb Thick (in) : 8 Vertical Rebar [111 5 Vert. Reinf spacing : 32 Center Rebar? (Y /N) : Y Min As Horiz (ln2/(1) ; 0.04 Min As Vert (in2/8) : 0.04 Equiv Vert As (in2/ft) : 0.12 > As min. OK Equiv Horiz As (in2/0) : 0.05 OK Seismic Design Data: (/BC 2000 and ASCE 7 - 02) Sos : 0.500 IE : 1.25 p: 1.00 (IBC Eq 16 -63) Fp : 0.25 Ww Fp (psf) : 13.8 (IBC Eq 16 -28) Ev : 0.100 D d from face of Bearing LL (psf) Trib (ft) wall On) a (in) Width (ft) 39 36.0 O 0.0 40 5.0 O 0.0 O 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.81 3.81 3.81 3.81 3.81 0.00 0.00 CODE CHECKS: Ult. Vert stress (psi): 71 < 0.05 fm (psi) : 75 OK (IBC 2108 9.4) (ACI 530 - 02 3 - 23) p : 0.0025 < p max : 0.0062 OK (IBC 2108. 9.2.13. 2) Pu (km) : Pu 'e /2 (k -wn) : Mu wind (k-ftm) : Mu seismic (k-Ilm) : Final Mu TOTAL (k - 6m) : U (in): Load Combos: 1.4D 1.20 +1.6L +0.5S Chill slender wall WALL ANALYSIS: 1.2D +1.6S 01L 1.20 +1.66 +0.8W 4.17 2.70 3.87 3.77 0.60 0.37 0.56 0.54 0.00 0.00 0.00 0.11 0.00 0.00 0.00 0.00 0.61 0.38 0.57 0.67 0.03 0.02 0.03 0.03 ( #4 AT 48 "o.c.) Wind Design Data: (ASCE 7 - 98 and 7 - 02) Design Wind Pressure (psf) : 10.0 w (kif) 0.90 0.00 0.10 0.00 0.00 0.00 0.00 0.29 2.35 0.32 0.23 0.00 0.55 0.02 Left Opening Gravity Lateral 0.00 0.00 Jamb width 1.00 Right Opening Lateral I Gravity 0.00 0.00 Calculated Mao. Jamb Width (ft): 1.00 Lateral Uniform Load Concentration : 1.00 Gravity Uniform Load Concentration : 1.00 Gravity Concentrated Load Distribution ; 1.00 W (kif) A (MO w (kif) 0.00 1 -- 0.00 0.00 0.20 -- -- -- 0.00 0.00 0.00 -- 0.00 0.00 0.00 -- -- 1.29 0.20 0.00 1.39 1.20 +1.6W +f1 L +0.56 1.20 +1.0E +(1L +f2S 117) : 16.8 OK Vert bar clear cover (in) : 2.25 2.06 0.27 0.00 0.20 0.47 0.02 Em (psi) : 1,350,000 n: 21.5 PI: 0.80 Ag (in2 /ft) : 58.8 Ig (in4 /fl) : 344 fr (psi) : 97 S (in3 /ft) : 90 0.90 +1.0E 0.90.1.6W 1.29 1.16 (3 - 25) 0.16 0.14 0.00 0.23 0.20 0.00 0.36 0.37 (3 - 24) 0.02 0.02 (IBC 21089.4.6) (ACI 3 -32) Ma' (k -Nfl). 0.73 < (Mn. OK 0.73 < IMO. OK 0.73 < (Mn. OK 0.73 < fMn. OK 0.73 < IMn. OK 0.73 < IMn. OK 0.73 < IMn. OK 0.73 < MA*. ON flexure ,I, : 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 (ACI 3 - 27) 6 Mn (k - ft41) : 2.56 > Mu OK 2.26 > Mu. OK 2.50 > Mu. OK 2.48 > Mu. OK 2.18 > Mu. OK 2.12 > Mu. OK 1.95 > Mu. OK 1.92 > Mu. 00 (ACI 3 - 26) Icr (ino) : 37 34 36 36 33 32 30 30 Initial M service (Mt/ft) : 0.38 0.41 0.41 0.52 0.55 0.55 0.30 0.30 Amax = 0.007h On) : 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 (3 - 29) (IBC 2108.9.4.6) (ACI 3. 30,31) A 9 (in): 0.02 OK 0.02 OK 0.02 OK 0.02 OK 0.02 OK 0.02 OK 0.01 OK 0.01 OK • A Iliimoommilliimmommo lloommommoomonqiir MA oN 1 t\N•gs j e e e e l_IIIIIIII .101 roir. 1111 - L / 4 i II II II — 1 — i r • r d 1 1 /14 01 a- A e5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project Name: Project #: Initials: Date: Sheet: 1' MASONRY SLENDER PROJECT: MCES JAMB MARK: 1 WALL DATA: T.O. parapet elev (ft) : 24.67 T.O. wall elev (ft) : 20.67 Base Elev (ft) : 0.00 Wall self wt (psf) : 78 Equiv Thick (in) : 7.60 r(in): 2.19 d (in) : 3.81 face shell (in) : 7.60 LOAD DATA: f1: 0.5 f2 : 0.2 Snow Loads?: Y SERVICE LOAD DATA: Roof Ledger Load 1 (psf) Roof Ledger Load 2 (psf) : Floor Ledger Load (psf) : Roof Concentric Load (psf) : Floor Concentric Load (psf) : Roof Concentrated Load (Kip) : Floor Concentrated Load (Kip) : Wall Self Wt (kit) : CODE CHECKS: Ult. Vert stress (psi) : 52 p :0.0058 WALL ANALYSIS: Load Combos: 1.4D Pu (k/n): Pu 1 e/2 (k -rim): Mu wind (k - rim): Mu seismic (6 - ft/8) : Final Mu TOTAL (k -Nn): d u (in) : CMU Vendor wall fm (psi) : 1500 Fy (ksi) : 60 DL (psf) 25 0 20 0 0 0.00 0.00 WALL DESIGN SPECIAL INSPECTION REQUIRED. \ Solid Grouted? : N NCi (IBC Eq 16-63) Fp Fp (psf) (IBC Eq 16 -28) Ev 39 0 40 0 0 0.00 0.00 0.05 fm (psi) : 75 OK p max : 0.0060 OK 1.2D +1.6L +0.5S Nom. Wall Thick (in) : Nom. Jamb Thick (in) : Vertical Rebar [#J : No. of vert. bars : Center Rebar? (Y/N) 8 8 5 4 centered Y Min As Horiz ((n2/(1) : 0.06 Min As Vert (in2 /8) : 0.06 Equiv Vert As (in2 /(t) : 0.27 > As min OK Equiv Horiz As (in2/R) : 0.06 OK Seismic Design Data: (IBC 2000 and ASCE 7 -02) Spa : 0.500 IE : 1.25 p: 1.00 d from face of LL (psf) Tnb (fl) waII)i0) e (in) 12.0 0.0 0.0 0.0 0.0 0.25 Ww 19.5 0.100 D 0.00 0.00 0.00 0.00 0.00 3.81 3.81 3.81 3.81 3.81 4.70 3.36 4.14 4.14 0.32 0.17 0.30 0.30 0.00 0.00 0.00 1.38 0.00 0.00 0.00 0.00 0.34 0.18 0.31 2.20 0.04 0.02 0.04 1.52 (IBC 2108.9.4.6) (ACI 3 -32) Mcr (6 -0): 0.94 < fMn. OK 0.94 <M in. OK flexure » : 0.80 0.80 (ACI 3 -27) Mn (left/ft) : 4.32 > Mu. OK 4.09 > Mu. OK (ACI 3.28) lcr(04): 53 50 52 52 Initial M service (k -n/9): 0.21 0.21 0.21 1.93 - - Amax = 0.007h (in): 1.65 1.65 1.65 4.65 (IBC 2108 9.4.8) (ACI 3- 30.31) d S (in): ( #4AT 38 "o.c.) Wind Design Data: (ASCE 7 - 98 and 7 - 02) Design Wind Pressure (psf) : 19.0 Bearing Width (ft) 20.00 20.00 1.20 +1.6S +f1 L 1.20 +1,65 +0.8W 0.03 OK 0.03 OK 0.03 OK 1.67 NG wo (klf) wL (elf) 0.51 0.00 0.00 0.00 0.00 0.00 0.00 1.90 2.41 0.94 < IMn. OK 0.94 < fMn. OK 0.80 0.80 4.22 > Mu. OK 4.22 > Mu. OK 0.00 0.00 0.00 0.00 (IBC 2108.9.41 (ACI 530 -02 3 -23) (IBC 2108 9.2.13-2) 3.28 0.16 2.75 0.00 3.81 3.38 _5.Q -1,93 1.65 1.73 NG Solid grout wall full ht for 4.67 ft. from edge of opening Wall and Opening Layout (ft) Left Opening Gravity Lateral 6.50 6.50 jamb width 4.67 Right Opening 1 Lateral Gravity 0.00 0.00 Calculated Max. Jamb Width (10 : 4.67 Lateral Uniform Load Concentration : 1.70 Gravity Uniform Load Concentration : 1.70 Gravity Concentrated Load Distribution : 0.21 W (klf) 1.2D +1.6W+f1 L +0.5S 1.20 +1.0E +f1L +f2S 0.94 <IMn. OK 0.80 4.08 > Mu. OK h' /l: 32.5 OK Vert bar clear cover (in) : 2.25 ws (elf) 0.00 0.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.78 Em (psi) : 1,350,000 n : 21.5 p) : 0.80 Ag (in2 /ft) : 91.2 Ig (in4 /ft) : 443 fr (psi) : 97 S (in3/(1) : 116 3.28 2.41 2.16 (3 - 25) 0.13 0.08 0.07 0.00 0.00 2.75 1.77 1.77 0.00 2.36 2.15 3.35 (3 - 24) 1.73 1.54 2.97 0.94 0.80 4.08 0.97 OK <1Mn. OK > Mu. OK 0.9D +1.0E 0.90 +1.6W 0.94 < fMn. OK 0.94 < fMn. OK 0.80 0.80 3.93 >MO.OK 3.89 s. mu 08 50 49 48 1.44 1.32 1.80 1.65 1.65 1.65 (3 - 29) 0.73 OK 1.47 OK MASONRY SLENDER Pu (109): Pu 'e/2 (k - run) : Mu wind (k -Me) : Mu seismic (k -lVlt) Final Mu TOTAL (5 -0/(1): 1 u (in) : (IBC 2108.9.4 8) (ACI 3- 30,31) D s (in) : PROJECT: MCES JAMB MARK: 3 WALL DATA: T.O. parapet elev (ft) : 24.67 T.O. wall elev (ft) : 20.67 Base Elev (ft) : 0.00 fm (psi) : 1500 Fy (ksi) : 60 Wall self wt (psf) Equiv Thick (in) r (In) d (in) face shell (in) LOAD DATA: 11: 0.5 f2 : 0.2 Snow Loads ?: Y SERVICE LOAD DATA: Roof Ledger Load 1 (psf) : Roof Ledger Load 2 (psf) : Floor Ledger Load (psf) : Roof Concentric Load (psf) : Floor Concentric Load (psf) : Roof Concentrated Load (Kip) : Floor Concentrated Load (Kip) : Wall Self Wt (kif) : CODE CHECKS: Ult. Vert stress (psi) : 36 p : 0.0051 WALL ANALYSIS: CMU slender wall 78 7.60 2.19 3.81 7.60 (IBC 2108.9 .4 6) (ACI 332) MCr (5 -1tAl): 0.94 < fMn. OK flexure 0 : 0.80 (ACI 3 -27) 0 Mn (k -9m): 3.73 > Mu. OK (ACI 3 -261 DL (psf) LL (psf) 25 0 20 0 0 0.00 0.00 WALL DESIGN 39 0 40 0 0 0.00 0.00 < 0.05 fm (psi) : 75 OK p max : 0.0063 OK SPECIAL INSPECTION REQUIRED Solid Grouted? : N Nom. Wall Thick (in) : Nom. Jamb Thick (in) : Vertical Rebar (8] : No. of vert. bars : Center Rebar? (Y)N) 8 8 5 2 centered Y Min As Horiz (in2/f) : 0.06 Min As Vert 592/9) : 0.06 Equiv Vert As ((0219) : 0.23 Equiv Horiz As (in2)ft) : 0.06 OK Seismic Design Data: ( /BC 2000 and ASCE 7 -02) Sos : 0.500 IE : 1.25 p: 1.00 (IBC Eq 16-63) Fp : 0.25 Ww Fp (psf) : 19.5 (IBC Eq 16 -28) Ev: 0.100 D d from face of Trib (ft) well (in) e (in) 4.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 3.81 3.81 381 3.81 3.81 ( #4AT 38 "0.c.) > As min. OK 3.26 2.57 2.83 2.83 0.11 0.06 0.10 0.10 0.00 0.00 0.00 1.34 0.00 0.00 0.00 0.00 0.11 0.06 0.10 1.69 0.01 0.01 0.01 1.06 Wind Design Data: (ASCE 7 -98 and 7 4)2) Design Wind Pressure (psf) : 19.0 Bearing Width (9) 20.00 20.00 Load Combos: 1.4D 1.2CH1.6L+0.5S 1.20 *1.65 *f1L ).2D +1.6000.8W 0.94 </Mn. OK 0.94 <IMn, OK 0.94 <IMn. OK 0.80 0.80 0.80 3.60 > Mu, OK 3.65 > Mu. OK 3.65 > Mu. OK IC( (in4) : 47 46 46 46 Initial M service (5401): 0.07 0.07 0.07 1.75 Amax = 0.007h )n): 1.65 1.65 1.65 1.65 0.01 OK 0.01 OK 0.01 OK 1.44 OK w (WO w (kif) w (kif) we (kif) 0.17 0.00 0.25 0.00 -- 0.00 0.00 0.00 0.00 -- -- 0.00 0.00 0.00 0.00 0.00 -- 0.00 -- 0.00 0.00 0.00 0.00 -- -- 1.85 -- - -- 2.02 0.00 0.00 0.25 (IBC 21013.9 4) (ACI 530-02 3 -23) (1002101.9.2.132) 0.94 0.80 3.60 Solid grout wall full ht for 2.67 ft. from edge of opening Wall and Opening Layout (ft) Leg Opening Gravity Lateral 3.50 3.50 jamb width 2.67 Right Opening Lateral 0.00 Gravity 0.00 Calculated Max. Jamb Width (ft) : 2.67 Lateral Uniform Load Concentration : 1.66 Gravity Uniform Load Concentration : 1.66 Gravity Concentrated Load Distribution : 0.37 1.2D +1.6W 01L*0.5S 1.213+1.0E+111..4423 2.55 2.67 2.02 1.81 (3 -25) 0.05 0.04 0.03 0.02 2.69 0.00 0.00 2.69 0.00 1.72 1.72 0.00 3.40 2.10 1.99 3.15 (3 -24) 3.19 1.57 1.48 2.95 <fMn. OK Mu. OK : 32.5 OK Vert bar clear cover (in) : 2.25 0.94 0.80 3.62 Em (psi) : 1,350,000 n : 21.5 (11 : 0.80 Ag (in2 /ft) : 91.2 Ig (in4 /ft) : 443 fr (psi) : 97 S (in3 /ft) : 116 <fMn OK Mu. OK 0.90+1.0E 0.90 *1.6W 0.94 <IMn. OK 0.94 <IMn. OK 0.80 0.80 3.50 > Mu. OK 3.46 > Mu. OK 46 46 45 44 1.75 1.27 1.23 1.71 1.65 1.65 1.65 1.65 (3.29) 1.46 OK 0.69 OK 0.62 OK 1.39 OK MO • • • OM I MI MI • E • I • • • MI • • • fm= fY= n= As= d= h= b= h /r= P (at e)= e= P (at a =1/2 ") = M (w /out P*e)= Mat'I Inputs 1500 60000 21.5 0.400 5 7.625 24 Load Inputs 0 0 0 29.4 psi psi in ^2 in in in in k -in Fa= #VALUE! (MSJC 2 -12) Fb= 500 (1/3 fm) roe= 0.0033 k= 0.3137 j= 0.8954 Fs= 24000 (fy /2.5) Am= 183 M total= 29400 (allowable fb) Fb -fa= 500 Stress OK? fa= 0 #VALUE! axial fb= 349 OK bending + axial fs= 16416 OK steel fa /Fa= #VALUE! Mm= 42 k -in fb /(Fb -fa)= 0.70 Ms= 43 k -in fs /Fs= 0.68 ss e t (-f SA7 AI 2 - Z,s K- • =zit Y k MASONRY SLENDER WALL DESIGN Pu iwn): Pu 'e12 (k : Mu wind (left/ft): Mu seismic (k - ttm) : Final Mu TOTAL (6 - 0m): D u (5): CMU slander :van PROJECT: MCES JAMB MARK: 5 WALL DATA: T.O. parapet elev (ft) : 28.00 T.O. wall elev (ft) : 11.00 Base Elev (ft) : 0.00 fm (psi) : 1500 Fy (ksi) : 60 Wall self wt (psf) : 78 Equiv Thick (in) : 7.60 r (in) : 2.19 d (in) : 3.81 face shell (in) : 7.60 LOAD DATA: f1 : 0.5 f2 : 0.2 Snow Loads ?: Y SERVICE LOAD DATA: Roof Ledger Load 1 (psf) : Roof Ledger Load 2 (psf) : Floor Ledger Load (psf) : Roof Concentric Load (psf) : Floor Concentric Load (psf) : Roof Concentrated Load (Kip) : Floor Concentrated Load (Kip) : Wall Self Wt (MO : WALL ANALYSIS: Load Combos: 1.40 1.20+1.6L +0.5S (IBC Eq 16-63) Fp : 0.25 Ww Fp (psf) : 19.5 (IBC Eq 16-28) Ev : 0.100 D d from face of DL (psf) LL (psf) Trib (ft) wail )in> e (in) 25 39 12.0 0.00 3.81 O 0 0.0 0. 00 3.81 20 40 9.0 ' 0.00 3.81 O 0 0.0 -- -- O 0 0.0 -- -- 0.00 0.00 -- 0.00 3.81 0.00 0.00 0.00 3.81 Solid grout wall full ht for 3.33 ft. from edge of opening SPECIAL INSPECTION REQUIRED, Wall and Opening Layout (ft) Solid Grouted? : N Nom. Wall Thick (In) : 8 Nom. Jamb Thick (In) : 8 Vertical Reber [I!) : 5 No. of vert. bars : 2 centered Center Reba) (YIN) : Y Min As Horiz (in2/8): 0.06 (8 4AT 38 "oc.) Min As Vert (in2/ft) : 0.06 Equiv Vert As (M2 /8) : 0.19 ' As min. OK Equiv Horiz As (in2/ft) : 0.06 OK Seismic Design Data: Wind Design Data: (IBC 2000 and ASCE 7 - 02) (ASCE 7 - 98 and 7 - 02) Soo : 0.500 1 1.25 p: 1.00 Bearing Width (8) 20.00 20.00 CODE CHECKS: Ult. Vert stress (psi) : 120 > 0.05 fm (psi) : 75 OK. hit less than 30 and fua<0.2 (IBC 2108.9 4) (ACI 530 - 02 3 - 23) p : 0.0041 < p max : 0.0042 OK (IBC 2109.9.2.13.2) 1 :20+1.65 +I1 L 1.2D +1.65 +0.8 W 10.97 9.90 10.09 9.59 0.65 0.64 0.67 0.59 0.00 0.00 0.00 0.64 0.00 0.00 0.00 0.00 0.67 0.66 0.69 1.36 0.02 0.02 0.02 0.16 Design Wind Pressure (psf) : 19.0 w (klf) w (klf) 0.84 0.00 1.29 0.00 -- 0.00 0.00 0.50 1.01 -- -- 0.00 -- 0.00 0.00 0.00 0.00 -- -- 0.00 -- 0.00 0.00 0.00 0.00 -- 4.92 -- -- -- 6.26 1.01 8.67 0.44 1.29 0.00 1.99 0.36 Left Opening Gravity Lateral 12.00 12.00 jamb width 3.33 Right Opening Lateral I Gravity 0.00 0.00 Calculated Max. Jamb Width (8) : 3.33 Lateral Uniform Load Concentration : 2.80 Gravity Uniform Load Concentration : 2.80 Gravity Concentrated Load Dislribut)on : 0.30 w,0 (MO w (klf) 0. 00 1.29 1.20 +1.6W+f1 L +0.5S 1.20 +1.0E +41 L +f2S hit : 17.3 OK Vert bar clear cover (in) : 2.25 Em (psi) : 1,350,000 n: 21.5 p) : 09.8.20 Ag (102 /8) : 91.2 Ig (in4/ft) . 443 fr (psi) : 97 S (in3 /ft) : 116 0.9D +1.0E 0.90 +1.6W 8.90 6.26 5.64 (3.25) 0.40 0.21 0.19 0.00 0.00 1.29 0.83 0.83 0.00 1.34 1.08 1.60 (3-24) 0.16 0.08 0.27 (IBC 2108.9.4.6) (ACI 3 - 32) MCr - rim): 0.94 < IMn. OK 0.94 <lMn. OK 0.94 <fMn. OK 0.94 <IMn. OK 0.94 < IMn. OK 0.94 <8Mn. OK 0.94 <IMn. OK 0.94 < IMn. ON Flexure 0 : 0.80 0.80 0.80 0. 80 0.80 0.80 0.80 0.80 )ACI 3 - 27) Q Mn (k - am) : 4.56 > Mu. OK 4.39 > Mu_ OK 4.42 > Mu. OK 4.34 s Mu. OK 4.18 s Mu. OK 4.22 s Mu. OK 3.77 > Mu. OK 3.66 > Mu. 00 (ACI 3 - 26) Icr(in4): 55 53 54 53 51 52 47 46 Initial M service (k - rim) : 0.42 0.58 0.58 1.22 1.38 1.16 0.79 1.02 Amax = 0.007h (in) : 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 (3 (IBC 2108.9.46) (ACI 3 30,31) d 5 (in) : 0.02 OK 0.02 OK 0.02 oK 0.15 OK 0.22 OK 0.13 OK 0.03 OK 0.08 OK MASONRY SLENDER PROJECT: MCES JAMB MARK: jamb 10 WALL DATA: T.O. parapet elev (ft) : 10.67 T.O. wall elev (ft) : 10.67 Base Elev (ft) : 0.00 fm (psi) : 1500 Fy (ksi) : 60 Wall self wt (psi) : 78 Equiv Thick (in) : 7.60 r(in):2.19 d (in) : 3.81 face shell (in) : 7.60 LOAD DATA: f1 : 0.5 f2 : 0.2 Snow Loads? : Y SERVICE LOAD DATA: Roof Ledger Load 1 (psf) : Roof Ledger Load 2 (psf) : Floor Ledger Load (psf) : Roof Concentric Load (psf) : Floor Concentric Load (psf) : Roof Concentrated Load (Kip) : Floor Concentrated Load (Kip) : Wall Self Wt (kit) : CODE CHECKS: Ult. Vert stress (psi) : 105 p : 0.0034 WALL ANALYSIS: Load Combos: 1.4D Pu (km) : Pu •e /2 (1 Mu wind (5 - 0/9) : Mu seismic (5 - 190) Final Mu TOTAL 1k : A u(in): CMU slender waft DL (psf) 25 0 20 0 0 0.00 0.00 WALL DESIGN 39 0 40 0 0 0.00 0.00 1.20 +1.6L +0.5S SPECIAL INSPECTION REQUIRED. Solid Grouted? : N Nom. Wall Thick (in) : Nom. Jamb Thick (in) : Vertical Rebar (8] : No. of vert. bars : Center Reber? (Y /N) 8 8 5 1 centered Y MIn As Honz (1n2/(1) : 0.06 Min As Vert (in2/ft) : 0.06 Equiv Vert As (in2/R) : 0.16 Equiv Honz As (in2/ft) : 0.08 Seismic Design Data: (IBC 2000 and ASCE 7 Sos : 0.500 IE, 1.25 p: 1.00 (IBC Eq 16-63) Fp : 0.25 Ww Fp (psf) : 19.5 (IBC Eq 16 -28) Ev : 0.100 D d from face of LL (psf) Trib (ft) wall (in) e (in) 20.0 0.0 5.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 3.81 3.81 3.81 3.81 3.81 1.20 +1.6S +flL l.2001.6S +0.8W 9.56 7.00 8.93 8.58 1.19 0.84 1.14 1.09 0,00 0.00 0.00 0.40 0.00 0.00 0.00 0.00 1.31 0.85 1.23 1.67 0.14 0.03 0.12 0.26 (IBC 2108.9.4,6) (ACI 3 MCI' (k - fwh): 0.94 <IMn. OK 0.94 <fMn. OK flexure P : 0.80 0.80 (ACI 3 - 27) $ Mn (k -rtnn : 4.02 > Mu. OK 3.56 > Mu. OK (ACI 3 - 26) Icr(in4): 49 45 48 48 Initial M service (5459) : 0.76 0.87 0.87 1.26 Amax = 0.007h (in) : 0.85 0.85 0.85 0.85 (IBC 2108.9.4.6) (ACI 3 30,31) A s (in): 0.03 OK 0.94 < fMn. OK 0.94 0.80 0.80 3.91 > Mu. OK 3.85 (85 AT 48 "8.0.) As min OK OK Wind Design Data: (ASCE 7 - 98 and 7 - 02) Design Wind Pressure (psi) ' 10.0 Bearing Width (R) 5.00 5.00 > 0.05 fm (psi) : 75 OK. 571 less Than 30 and fua <0.2'rm (IBC 2108 9.4) (ACI 530.02 3 -23) p max : 0.0049 OK (IBC 2108.92.1]2) 0.03 OK 0.03 OK 0.16 OK <1Mn 0K > Mu. OK w (kit) 1.75 0.00 0.35 0.00 0.00 0.00 0.00 1. 48 wt. (kit) 0.70 0.00 0.00 3.56 0.70 0.94 0.80 3.37 0.23 OK Solid grout wall full ht for 2 fl. from edge Of opening Wall and Opening Layout (ft) Left Opening Gravity Lateral 10.00 10.00 jamb width 2.00 Right Opening Lateral I Gravity 0.00 0.00 Calculated Max. Jamb Width (ft): 2.00 Lateral Uniform Load Concentration : 3.50 Gravity Uniform Load Concentration : 3.50 Gravity Concentrated Load Distribution : 0.50 wLR (klf) w (kit) 0.00 0.00 0.00 0.00 0.00 2.70 1.2D +1.6W +f1 L +0.56 1.20 +1.00 +11 L +f2S 5.97 5.51 3.56 3.20 (3 - 25) 0.67 0.57 0.33 0.30 0. 80 0.00 0.00 0.80 0.00 0.97 0.97 0.00 1.60 1.68 1.36 1.12 (3 - 24) 0.26 0.29 0.19 0.10 < (Mn. OK > Mu. OK h' /t : 16.8 OK Vert bar clear cover (in) : 2.25 2.70 0.00 0.00 0.00 0.94 0.80 3.29 0.31 OK Em (psi) (1) Ag (in2 /ft) Ig (in4 /ft) fr (psi) S (in3/ft) <(Mn OK > Mu. 014 1.350,000 21.5 0.80 91.2 443 97 116 0.9D +1.0E 0.90 +1.6W 0.94 < fMn. OK 0.94 <min. OK 0.80 0.80 2.91 > Mu OK 2.84 > Mu. OK 44 43 40 39 1.37 1.55 1.01 0.83 0.85 0.85 0.85 0.85 (3 - 29) 0.07 OK 0.03 OK 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SEISMIC LATERAL ANALYSIS PROJECT NAME: MCES V:CsW Governs => C S /(R /I): 0.177 C Soi /(R /I)T: 4.325 (Max) C 0.5S /(R /I): (Min, S or greater than .6 and in Seismic Category E or F) C 0 .044SDSI: 0.027 (Min) Is (1604.5): 1.25 ap: 1 F 1.36 Seis. Use Group (1604.5 & 1616.2): II R: 3.5 F,,: 2.11 Seis. Category (1616.3): �,'' E.-+ Ct: 0.02 Sos: 0.4962 Site Class (1615.1.1): D acc (ult. strength): 0.177 SDI: 0.2422 Ss: 0.546 acc (service load): T: 0.020 sec. S1: 0.172 Vbase: 0.2 k Level Roof Fp = 0.401 or 0.1w Fp = 4 00SDSIE or 280 plf Fp = 0.8SDSIEw,V or 280 plf arrirmilausout Equivalent Lateral Force Procedure Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design 1.00 1.0 1.0 0.2 0.2 0.1 Totals: 1 1 0.2 (Calculation perASCE7 -02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 1.00 1.0 1.0 0.2 0.1 0.1 (Calculation per IBC 1620) Elemental Pressure (Ultimate) wall designed for the greater of =_> FP: 0.25 Wp (ASD) 0.18 Wp min. anchorage and diaphragm force =_> FP: 280 plf 200 plf min. anchorage and flex. diaph. force (Cat C -F) __> FP: 0.50 Wp 0.35 Wp = => Fpmin: 280 plf 200 plf Maximum Considered Earthquake Ground Motion for 48 states Page 1 of 1 NM W Earthquake Hazards Pro 43.725 Lat. - 111.807 Long. The interpolated Probabilistic ground motion values, in %g, at the requested poin Maximum Considered LOCATION Earthquake Ground Motion Ss, 0.2 sec SA 54.60 Si, 1.0 sec SA 17.21 Analysis Options page Design Values page http:// eqdesign. cr. usgs. gov /cgi- bin/design- lookup- 96.cgi 5/16/2007 AUDI VIS p\ COMP. LAB Y.. REG' RESOURCE 108 j MM I LAM GIRL 5 159; CLASSRM. 83 1281 CLASSRM. 811 CLASSRM. 812 l 113 TEST'G I 134 TEST'G r FREEZER COOLER PARTITI 14 TESTING E I 1 ° 1: 1 2.1 I tali' PAM VEST. F CLAS9RM. 25 [ CLASSRM. 86 CLASSRM. 49 � CLASSRM . 82 1...114 .I �iih l! VEST. CLASSRM. 81 CAFETERIA 136 G Lilih O Y'S 1.4 CLASSRM. 813 ;12 II L WORK RM. 167 CLASSRM. 814 III PRINC'PL .. _, I70 I GYMNASIUM 74 STOR. 156 I U II MEN 5' BREAK II RM. II 5 r 4— — — — _ CONF. 171 1 WAIT MECfICLEC 145 0 A L KINDERGARTEN 155 r — m , 1 TEL II TIT���. Is4T 151 — COATS a COATS _ 1 o. 7 7 3. 0 3.s 48 KINDERGARTEN j 150 1- STORY.SHEARWALL edited 6/3/02 LINE: mezz wail Lateral Force: 2000 plf Trib. Length: 1 ft Less due to geometry: 0 Ib p : 1.00 Total Wall Length: 4 ft Short Wall Length: 4 ft Wall Height: 10.7 ft Roof DL: 40 psf Trib. Width: 2 ft Wall Weight: 85 psf DL factor: 0.83 Force: 2000 lb Shear, V : 500 plf Total 0.T.M: 21400 ft "1b Short Wall 0,T.M: 21400 ft *Ib Short Wall MR: 7916 ft *Ib Uplift: 3707 Ib Wall LINE: XXXX Lateral Force: 0 plf Trib. Length: 0 it Less due to geometry: 0 Ib p: 1.00 Total Wall Length: 0 ft Short Wall Length: 0 ft Wall Height: 0 ft Roof DL: 0 psf Trib. Width: 0 ft Wall Weight: 0 psf DL factor: 0.60 Force: 0 Ib Shear, V : #DIV /01 plf Total 0.T.M: 0 ft" Ib Short Wall 0.T.M: 0 ft *Ib Short Wall MR: 0 ft *Ib Uplift: #DIV /0! Ib Wall Strap 1 7 v O (2 k (95 , kki‘ X O, 1). ( Z . > \ X 0 \ V I Project Name: -‹ 0, ----- ' 91 X0, .) Project #: 1.4 Initials: Sr Date: il ,...1..,0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I (1Q) 1 1 1 1 C.J Project Name: c 4 ), ) XL) Project #: I I A ot, —°" (,) L,p) r2 V — -uk(2_ ) 2 Initials: Date: tv2.4±,7 Sheet: A ( r 4 ( tt' e - Project Name: 1 r) L I o 1 Uu ur 3") f A r d.= L. Project #: Initials: Date: Sheet: :1 I - �s I - - hipplum a uuuaia�uu��oi MIL ="- 01 0 .! 0 trim u IN —' 17 ;A sIN■ ■iiiminnass ■I n ®AVa UNIWrW I T. � VEST 135 iii o TIT ANN■1111=1v■ WARE `. �r ,,V- \\\N 44\\\*\ VC I O S \ *4i* [ 118 \\\•%* CONF. 1711 IPA 0 0 0 0 0 0 0 s _= � IIIIIH - - - -- �� � is 12. 1111 I; 1 1 1. 1�11� 31 I 1111 Irk 1a ■l t ee.#41 rd * eri. em /'f� awl♦ �■ ■ �i I N ■ ■wmiom■L NM _v- —' • �� .": .tea_, i r i i11\ - 1 1 A z A , I S " 113 t 0 (.0ci 7 .1 241 , 1: \ ()I •••• 2„„,. r: At 1 Project Name: / 4,4 A 3 rat? Ny, - Project #: Initials: 11 fr /leo t 4.)Att Date: 4IA ( \ \ A ) ) Sheet: L 0 / F " t • 1 Project Name: - • • or. k Project #: r Initials: Date: t-t)o0 Z.A9 ?co Sheet: La Code Search 1. Code: International Building Code NW 1.0 II. Occupancy: Occupancy Group = E Educational III. Type of Construction: Fire Rating: IV. Roof = 0.0 hr Floor = 0.0 hr Live Loads: Roof angle (0) 3.00 / 12 14.0 deg Roof O to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor Stairs & Exitways Balcony Mechanical Partitions V. Wind Loads : ASCE 7 - 02 Importance Factor 1.15 Basic Wind speed 90 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 20.0 ft Parapet ht above grd 20.0 ft Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/ -0.18 Building length (L) 340.0 ft Least width (B) 240.0 ft Kh case 1 0.902 Kh case 2 0.902 Topographic Factor (Kzt) Topography Hill Height (H) Half Hill Length (Lh) Actual H /Lh = Use H /Lh Modified Lh = From top of crest: x= Bldg up /down wind? H /Lh= 0.00 x/Lh = 0.00 z/Lh = 0.00 At Mean Roof Ht: Kzt = (1 +K] K ^2 = 0 psf 0 psf 0 psf 0 psf 0 psf Flat 0.0 ft 0.0 ft 0.00 0.00 0.0 ft 50.0 ft downwind K = K2 = K3 = H< 15ft;exp C Kzt =1.0 0.000 0.000 1.000 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL ESCARPMENT C- V(z) Speed -up V(z) x(upwind) x(downwind) www.StruWare.com H Surface Transverse Direction Longitudinal Direction 5.5 Perpendicular 0 = 14,0 deg GCpf w / -GCpi w / +GCpi Parallel 8 = Odeg GCpf w / -GCpi w / +GCpi ,--. N M �h v1 , O 0.48 0.66 0.30 0.40 0.58 0.22 -3.5 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 -0.44 -0.26 -0.62 -0.37 -0.19 -0.55 -11.5 -0.37 -0.19 -0.55 -0.29 -0.11 -0.47 14.4 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 -22.9 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 1E 0.72 0.90 0.54 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.63 -0.45 -0.81 -0.53 -0.35 -0.71 4E -0.56 -0.38 -0.74 -0.43 -0.25 -0.61 ,--, N M "0' 41 12.0 5.5 10.6 4.0 -9.3 -15.9 -9.3 -15.9 -4.7 -11.3 -3.5 -10.1 -3.6 -10.1 -2.0 -8.6 -4.9 -11.5 -4.9 -11.5 -4.9 -11.5 -4.9 -11.5 IE 16.5 10.0 14.4 7.9 2E -16.3 -22.9 -16.3 -22.9 3E -8.2 -14.7 -6.4 -13.0 4E -6.9 -13.5 -4.6 -11.2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 V. Wind Loads - MWFRS h560' (Low -rise Buildings) Enclosed /partially enclosed only 011E2: ttscor S Bar 2.Sh gairrn Pik ;lamas Transverse Direction Kz =Kh= Base pressure (qh) = GCpi = Parapet Windward parapet: Leeward parapet: 3 0.90 (case 1) 18.3 psf +/ -0.18 nd Surface pressures (psf) - use 10 psf minimum for zones 1 plus 4 and 5 plus 6 MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 15.6 psf Roof -4.6 psf End Zone: Wall 23.4 psf Roof -8.1 psf Longitudinal direction (parallel to L) Interior Zone: Wall 12.6 psf End Zone: Wall 19.0 psf Windward roof overhangs: 12.4 psf (upward) add to windward roof pressure 32.9 psf (GCpn = +1.8) -20.1 psf (GCpn = -1.1) Longitudinal Direction Edge Strip (a) End Zone (2a) Zone 2 length = WINDWARD OVERHANG WINDWARD ROOF B/2 or DONE 2 WINDWARD ROOF VERTICAL Torsional loads are 25% of zones 1 - 4. See code for loading diagram 9.6 ft 19.2 ft 50.0 ft LEEWARD ROOF VERTICAL • TRANSVERSE ELEVATION LEEWARD ROOF L/2 or 7X)NE 2 LONGITUDINAL ELEVATION GCp +/- GC'i 10 sf Surface Pressure (psf) User input 10 sf 50 sf IOO sf 10 sf 50 sf IOO sf 20 sf 70 sf -1.08 -1.01 -0.98 -20 psf -18 psf -18 psf -19 psf -18 psf -1.88 -1.53 -1.38 -34 psf -28 psf -25 psf -32 psf -27 psf -2.78 -2.36 -2.18 -51 psf -43 psf -40 psf -48 psf -42 psf 0.68 0.54 0.48 12 psf 10 psf 10 psf 11 psf 10 psf -2.20 -2.20 -2.20 -40 psf -40 psf -40 psf -40 psf -40 psf -3.70 -2.86 -2.50 -68 psf -52 psf -46 psf -61 psf -49 psf GCp +/- GC,i 10 sf Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -1.28 -1.10 -0.98 -23.4 psf -20.2 psf -17.9 psf -21.1 psf -19.2 psf -1.58 -1.23 -0.98 -28.9 psf -22.4 psf -17.9 psf -24.4 psf -20.5 psf 1.18 1.00 0.88 21.6 psf 18.3 psf 16.1 psf 19.3 psf 17.4 psf Solid Parapet Pressure 10 sf 100 sf 500 sf ASE A : Interior zone : Corner zone : 49.4 psf 65.8 psf 37.0 psf 5 1.6 psf 34.7 psf 49.4 psf ASE B : Interior zone : Corner zone : -38.4 psf -43.9 psf -31.9 psf -34.2 psf -27.4 psf -27.4 psf 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 V. Wind Loads - Components & Cladding: Buildings h560' & Alternate design 60' <h <90' Kz = Kh (case 1) = 0.90 GCpi = +/ -0.18 NOTE: If tributary area is greater than Base pressure (qh) = 18.3 psf a = 9.6 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 3.0 ft a 0I arit eel Roof Walls Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 2 Overhang Zone 3 Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Parapet qp = 18.3 psf CASE A = pressure towards building CASE B = pressure away from building (ID 0 < 7 degrees and Monoslope 5 3 degrees B a Monoslope roofs 10° < 0 5 30° Roof Angle = 14.0 deg Type of roof= Gable aE C C e:. (I) Monoslope roofs 3 ° <0 a a a ME C5 E CG) 0 > 7 degrees 0 > 7 degrees 1 1 1 1 1 1 1 1 1 1 1„64 tll /r Project Name: Project #: 2 1 -', --"." • '71 Vt4 Initials: Date: Shee1.4 1- STDRY tretaiiira HEARWALL edited 6/3/02 LI N E: Lateral Force: Trib. Length: Less due to geometry: LI N E: Lateral Force: Trib. Length: Less due to geometry: P Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: LI N E: Lateral Force: Trib. Length: Less due to geometry: Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total O.T.M: Short Wall O.T.M: Short Wall MR : Uplift: • 12600 1 0 p : 1.00 Total Wall Length: 75 ft Short Wall Length: 25 ft Wall Height: 21 ft Roof DL: 20 psf Trib. Width: 12 ft Wall Weight: 40 psf DL factor: 0.83 Force: 12600 Ib Shear, V : 168 plf Total 0.T.M: 264600 ft *Ib Short Wall 0.T.M: 88200 ft *Ib Short Wall MR: 337500 ft *Ib Uplift: 0 Ib C top 18200 1 0 1.00 41 41 20 0 0 40 0.83 18200 444 364000 364000 672400 0 plf ft Ib plf ft Ib ft ft ft psf ft psf Ib plf ft *Ib ftlb ft *Ib Ib D short ..3 -1$5 plf 1 ft 0 Ib 1.00 64 ft 14 ft 27 ft 20 psf 4 ft 40 psf 0.83 3185 '`I b plf 859950 ft *Ib 188114.1 ft *Ib 113680 ft *Ib . 68 Ib * 2`t t7 3'4 ? Wall C: , t4 1 Strap Wall M c1 Strap S Wall c ✓t4 •-t J Strap L `1 LI N E: Lateral Force: Trib. Length: Less due to geometry: P Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall O.T.M: Short Wall MR: Uplift: LI N E: Lateral Force: Trib. Length: Less due to geometry: p . Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total O.T.M: Short Wall O.T.M: Short Wall MR: Uplift: LI N E: Lateral Force: Trib. Length: Less due to geometry: P: Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: 8 31500 plf 1 ft 0 Ib 1.00 57 It 24 ft 28 ft 20 psf 12 ft psf S,L` Ib plf 882000 ftlb 371368.4 ft *Ib 391680 ftlb ],928 Jb zE 40 0.83 31500- C bottom . 3,820'0 pII 1 ft 0 Ib 1.00 34 ft 15 ft 7 ft 20 psf 2 ft 40 psf 0.83 18200 pl ! plf 127400 ft*Ib 56205.88 ft "Ib 36000 ft *Ib Ib 1Y Z° D long .318.5(Et' plf 1 ft 0 Ib 1.00 64 ft 24 ft 27 ft 20 psf 4 ft 40 psf 0.83 31850 lb,... 5498 plf 859950 ft *Ib 322481.3 ft 334080 ft *Ib 1„$83 lb 130 32, Wall Strap ( Zepotp w/ NC 5 Pi, 3E' Wall (4i Strap Wall 1�+ Strap ttm w/ ,v t? 17 1- STORYRIMININIP 8HEARWALL edited 6/3/02 LINE: E wood hi Lateral Force: 9800 plf Trib. Length: 1 ft Less due to geometry: 0 Ib p : 1.00 Total Wall Length: 44 ft Short Wall Length: 22 ft Wall Height: 10 ft Roof DL: 20 psf Trib. Width: 12 ft Wall Weight: 15 psf DL factor: 0.83 Force: 9800 Ib Shear, V : 223 plf Total 0.T.M: 98000 ft *Ib Short Wall 0.T.M: 49000 ft "Ib Short Wall MR: 94380 ft *Ib Uplift: 0 Ib LINE: Lateral Force: Trib. Length: Less due to geometry: P Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: LINE: Lateral Force: Trib. Length: Less due to geometry: p Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: G wood 2800 1 0 1.00 12 6 10 20 16 15 0.83 2800 233 28000 14000 8460 1163 plf ft Ib ft ft ft psf ft psf Ib plf ft *Ib ft *Ib ft *Ib Ib I wood hi / Al 5900 plf 1 ft 0 Ib 1.00 54 ft 27 ft 8 ft 20 psf 20 ft 15 psf 0.83 5900 Ib 109 plf 47200 ft *Ib 23600 ft *Ib 189540 ft *Ib 0 Ib Wall Strap S Wall rap Wall Strap LINE: Lateral Force: Trib. Length: Less due to geometry: p: Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: F wood/ (} waq 4550 plf 1 ft 0 Ib 1.00 26 ft 6 ft 10 ft 20 psf 16 ft 15 psf 0.83 4550 lb 175 plf 45500 ft *Ib 10500 ft *Ib 8460 ft *Ib 580 Ib LINE: H _l V Lateral Force: 10500 plf Trib: Length: 1 ft Less due to geometry: 0 Ib 1.00 Total Wall Length: 24 ft Short Wall Length: '' 6 ft Wall Height: 10`x, ft` Roof DL: 12 ^fZsf Trib. Width: 2 ft 4 ` Wall Weight: 15 psf DL factor: 0.83 Force: 10500 Ib p Shear, V. Total O. M : Short WaII Shorj.4/all MR Uplift: LINE: Lateral Force: Trib. Length: Less due to geometry: p Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total O.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: 438 plf 105000 ft *Ib 26250 ft *Ib 3132 ft *Ib 3942 Ib J wood hi 2800 plf 1 ft 0 Ib 1.00 26 ft 26 ft 8 ft 20 psf 20 ft 15 psf 0.83 2800 lb 108 plf 22400 ft *Ib 22400 ft *Ib 175760 ft *Ib 0 Ib Wall Strap Strap Wall Strap 1- STORY _... SHEAR WALL edited 6/3/02 LINE: Lateral Force: Trib. Length: Less due to geometry: P Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: LINE: Lateral Force: Trib. Length: Less due to geometry: p Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: LINE: Lateral Force: Trib. Length: Less due to geometry: P Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR Uplift: K 2200 . plf 1 ft 0 Ib 1.00 47 ft 47 ft 23 ft 20 psf 16 ft 40 psf 0.83 26200 , -fb plf 602600 ft *Ib 602600 ft *Ib 1369580 ft *'Ib 0 Ib ■i, L lo 2 �plf 1 ft 0 Ib 1.00 50 ft 6 ft 8 ft psf ft psf 26 0.83 26200 .. }ti 524 plf 209600 ft *Ib 25152 ft *Ib 21024 ft *Ib . 1.284 Ib 749 N wood 4900 plf 1 ft 0 Ib 1.00 29 ft 9 It 10 ft 20 psf 16 ft 15 psf 0.83 4900 Ib 169 plf 49000 ft *Ib 15206.9 ft *Ib 19035 ft *Ib 0 Ib 3c' °° 670 Wall CMA Strap Wall CAA Strap Wall jC Strap LINE: L hi Lateral Force: 2_6200" Trib. Length: 1 Less due to geometry: 0 p : 1.00 Total Wall Length: 60 Short Wall Length: 60 Wall Height: 19 Roof DL: 0 Trib. Width: 0 Wall Weight: 40 DL factor: 0.83 Force: 26200 Shear, V : 43'fi Total 0.T.M: 497800 Short Wall 0.T.M: 497800 Short Wall MR: 1368000 Uplift: 0 LINE: Lateral Force: Trib. Length: Less due to geometry: P Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: Lateral Force: Trib. Length: Less due to geometry: LINE: P wood hi p Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR : Uplift: H wood 10500 1 0 1.00 31 9 10 20 12 15 0.83 10500 339 105000 30483.87 15795 1930 4900 1 0 1.00 26 26 8 20 18 15 0.83 4900 188 39200 39200 162240 0 plf 3,0, dDa ft Ib ft It ft psf ft psf plf ft *Ib ft "Ib ft *Ib Ib plf It Pb ft ft ft psf ft psf Ib plf ft *Ib ft *Ib ft *Ib Ib plf ft Ib It ft ft psf ft psf Ib plf ft "Ib ft "Ib ft *Ib Ib Wall AA "1 Strap Wall Strap V 1- STORY eminip SHEARWALL edited 6/3/02 LINE: Lateral Force: Trib. Length: Less due to geometry: p: Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR : Uplift: E to 13000 1 0 1.00 44 22 11 40 5 40 0.83 13000 295 143000 71500 154880 0 plf ft Ib ft ft ft psf ft psf Ib plf ft *I b frlb ft *Ib Ib LINE: J lo Lateral Force: 4200 plf Trib. Length: 1 ft Less due to geometry: 0 Ib p : 1.00 Total Wall Length: 26 ft Short Wall Length: 26 ft Wall Height: 11 ft Roof DL: 40 psf Trib. Width: 5 ft Wall Weight: 40 psf DL factor: 0.83 Force: 4200 Ib Shear, V : 162 plf Total 0.T.M: 46200 ft *Ib Short Wall 0.T.M: 46200 ft *Ib Short Wall MR: 216320 ft9b Uplift: 0 Ib Wall Strap Wall Strap LINE: Lateral Force: Trib. Length: Less due to geometry: p: Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: LINE: Lateral Force: Trib. Length: Less due to geometry: p: Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: 1/M lo 9600 plf 1 ft O Ib 1.00 54 ft 27 ft 11 ft 40 psf 5 ft 40 psf 0.83 9600 Ib 178 plf 105600 ft *Ib 52800 ft *Ib 233280 ft *Ib O Ib P to 7850 plf 1 ft O Ib 1.00 40 It 14 ft 11 ft 40 psf 5 ft 40 psf 0.83 7850 Ib 196 plf 86350 ft *Ib 30222.5 ft *Ib 62720 ft *Ib O Ib Wall Strap Wall Strap 1- STORY SHEARWALL edited 6/3/02 LI N E: Lateral Force: Trib. Length: Less due to geometry: p: Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: LI NE: Lateral Force: Trib. Length: Less due to geometry: p Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: LINE: Lateral Force: Trib. Length: Less due to geometry: p Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: 1 36400 1 0 1.00 45 45 28 20 2 40 0.83 36400 809 1019200 1019200 1174500 986 3 hi 36400 1 0 1.00 54 54 17 0 0 40 0.83 36400 674 618800 618800 991440 0 4 2450 1 0 1.00 18 6 10 20 7 15 0.83 2450 136 24500 8166.667 5220 639 plf ft Ib ft ft ft psf ft psf Ib Wall plf `(21 V� ft *Ib ft *Ib ft *Ib ,1 Strap Ib plf ft Ib ft ft ft psf ft psf Ib plf ft *Ib ft *Ib ft' Ib plf ft Ib ft ft ft psf It psf Ib plf ft *Ib ft *Ib ft "Ib Ib Wall c 1"'l Strap Strap LINE: Lateral Force: Trib. Length: Less due to geometry: p Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: LINE: Lateral Force: Trib. Length: Less due to geometry: p: Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: 2 8400 1 0 1.00 25 25 21 20 2 40 0.83 8400 336 176400 176400 275000 0 plf ft Ib ft ft ft psf ft psf Ib plf ft *Ib ft *Ib ft "Ib Ib LINE: 310 Lateral Force: 36400 plf Trib. Length: 1 It Less due to geometry: 0 Ib p : 1.00 Total Wall Length: 43 ft Short Wall Length: 18 ft Wall Height: 7 ft Roof DL: 20 psi Trib. Width: 2 ft Wall Weight: 40 psf DL factor: 0.83 Force: 36400 Ib Shear, V : 847 plf Total 0.T.M: 254800 ft *Ib Short Wall 0.T.M: 106660.5 ft"Ib Short Wall MR: 51840 ft *Ib Uplift: 3535 Ib plf ft Ib ft ft ft psf ft psf 0.83 O Ib #DIV /0! plf O ft "Ib O ft *Ib O ft*Ib #DIV /0! Ib Wall ap ,, Strap Wall Strap L 2` 1- STORY SHEARWALL edited 6/3/02 LINE: 5 & 12 hi Lateral Force: 44000 Trib. Length: 1 Less due to geometry: p Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : 0 1.00 145 145 13 0 0 40 0.83 44000 303 Total 0.T.M: 572000 Short Wall O.T.M: 572000 Short Wall MR: 5466500 Uplift: 0 LINE: Lateral Force: Trib. Length: Less due to geometry: p. Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: 6 15400 1 0 1.00 45 45 20 20 2 15 0.83 15400 342 308000 308000 344250 495 plf ft Ib ft ft ft psf ft psf Ib plf ft *Ib ft *Ib ft *Ib Ib plf ft Ib ft ft ft psf ft psf Ib plf ft *Ib ft *Ib ft *Ib Ib LINE: 8/13 hi Lateral Force: 17100 plf Trib. Length: 1 ft Less due to geometry: 0 Ib p : 1.00 Total Wall Length: 88 ft Short Wall Length: 24 ft Wall Height: 10 ft Roof DL: 0 psf Trib. Width: 0 ft Wall Weight: 15 psf DL factor: 0.83 Force: 17100 lb Shear, V : 194 plf Total 0.T.M: 171000 ft *Ib Short Wall 0.T.M: 46636.36 ft *Ib Short Wall M 43200 ft *1b Uplift: 449 Ib Wall (AAA 4 Strap Wall Strap Wall I 1 Strap LINE: 5 & 12 lo Lateral Force: 48700 plf Trib. Length: 1 ft Less due to geometry: 0 Ib p : 1.00 Total Wall Length: 67 ft Short Wall Length: 8 ft Wall Height: 11 ft Roof DL: 20 psf Trib. Width: 6 ft Wall Weight: 40 psf DL factor: 0.83 Force: 48700 Ib Shear, V : 727 plf Total O.T.M: 535700 ft *Ib Short Wall O.T.M: 63964.18 ft *Ib Short Wall MR: 17920 ft *Ib Uplift: 6136 lb LINE: Lateral Force: Trib. Length: Less due to geometry: LINE: Lateral Force: Trib. Length: Less due to geometry: p Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall O.T.M: Short Wall MR: Uplift: 7 7000 0 plf ft Ib 1 1.00 Total Wall Length: 62 ft Short Wall Length: 31 ft Wall Height: 20 ft Roof DL: 20 psf Trib. Width: 2 ft Wall Weight: 15 psf DL factor: 0.83 Force: 7000 Ib Shear, V : 113 plf Total O.T.M: 140000 ft *Ib Short Wall O.T.M: 70000 ft *Ib Short Wall MR: 163370 ft *Ib Uplift: 0 Ib 14- 5250 1 0 1.00 28 8 10 20 16 15 0.83 5250 188 52500 15000 15040 315 plf ft Ib ft ft ft psf ft psf Ib plf ft *Ib ft *Ib ft *Ib Ib Wall G/t-+' f Strap y Wall Strap Wall /4 Strap 1- STORY ANN lir SHEARWALL LINE: 9. Lateral Force: 4550 plf Trib. Length: 1 ft Less due to geometry: 0 Ib edited 6/3/02 Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: LINE: Lateral Force: Trib. Length: Less due to geometry: p: Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR : Uplift: LINE: Lateral Force: Trib. Length: Less due to geometry: p p Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR : Uplift: 1.00 26 6 10 20 16 15 0.83 4550 175 45500 10500 8460 580 11 hi 39200 1 0 1.00 56 27 11 20 6 40 0.83 39200 700 431200 207900 204120 1425 15- 9800 1 0 1.00 64 32 20 20 2 15 0.83 9800 153 196000 98000 174080 0 ft ft ft psf ft psf Ib plf ft *Ib ft *Ib ft *Ib Ib plf ft Ib ft ft It psf ft psf Ib plf ft *Ib ft *Ib ft *lb Ib plf ft Ib ft ft ft psf ft psf Ib plf ft*Ib ft *Ib ft *Ib Ib Wall 1 Strap Wall cM1 Strap Wall LINE: Lateral Force: Trib. Length: Less due to geometry: p Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: LINE: Lateral Force: Trib. Length: Less due to geometry: p. Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total 0.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: 10 5900 1 0 1.00 55 55 8 20 15 15 0.83 5900 107 47200 47200 635250 0 LINE: Lateral Force: s ib. Length: Less due to geometr Total Wall Lerigth: Short Wall Length\ Wall Height: Roof DL: Trib. Width: Wall Weight: - DL facto/ 0.83 Foy: 0 Sher, V : #DIV /0! TotR)0.T.M: 0 Short W,gll 0.T.M: 0 Short Wall MR: 0 Uplift: #DIV /0! plf ft Ib It ft ft psf It psf Ib plf ft*I b 111 ft Ib 11 lo 44000 plf 1 ft 0 Ib 1.00 55 ft 6 It 10 ft 40 psf 5 ft 40 psf 0.83 44000 lb 800 plf 440000 ft *Ib 48000 ft *Ib 10800 ft *Ib 6506 Ib plf It Ib ft It ft psf ft psf lb plf ft *Ib ft *Ib ft *Ib Ib Wall Strap Wall Strap Wall `,Strap 1- STORY SHEARWALL edited 6/3/02 LINE: 1010 Lateral Force: 8700 plf Trib. Length: 1 ft Less due to geometry: 0 Ib p : 1.00 Total Wall Length: 55 It Short Wall Length: 55 ft Wall Height: 11 ft Roof DL: 40 psf Trib. Width: 5 It Wall Weight: 40 psf DL factor: 0.83 Force: 8700 Ib Shear, V : 158 plf Total O.T.M: 95700 ft *Ib Short Wall 0.T.M: 95700 ftlb Short Wall MR : 968000 ft *Ib Uplift: 0 Ib Wall Strap LIN Es Lateral Force: Trib. Length: Less due to geometry: p: Total Wall Length: Short Wall Length: Wall Height: Roof DL: Trib. Width: Wall Weight: DL factor: Force: Shear, V : Total O.T.M: Short Wall 0.T.M: Short Wall MR: Uplift: 8/13 to 22260 plf 1 ft 0 Ib 1.00 88 It 24 It 11 ft 40 psf 5 ft 40 psi 0.83 22260 Ib 253 plf 244860 ft "Ib 66780 ft *Ib 184320 ft *Ib 0 Ib Wall Strap '.1 ) Project Name: A A, A ' 1 (;) 0 Project #: 2 )( o I I- Y2 1 ( Initials: t Date: Sheett 1,5" 0 10 CON1 rara rammunsuaistm= = 11/110 0 " VT11111111 111113 .1 !iii! I 1111111111111111111g Fiiimmi —3 11 r ‘‘‘.% eo Imilmosimir". W21,67 ON \ A `■ 1 m r eed el go -N lit 0 03. \ v • .,), • \ 0• / ' * 40. 10 o • • ■■� ��IIIIII�■■ OI•� �I �Q _Ivl•�1.0�� 0 � -1 �� J ' 0 1 0. I 91 ri IN • I L o V 1) Ct -r "I -IA- 1. :, -0 n p U Q • A /4 er 12 I l" � NI 11 I!!!O"!O!!l 4- P1J P1 P1 P1 P1 P1 P1 P1 P1 P1 G1 PILAS NEED N COLUMN MARK: CZ /C2 LDADEI: ALLOWABLESTRESS DESIGN LOAD PTL (h) POL(k) e (in) e Peal Peg'. Comments LEVEL 3 A 0.00 0.00 0.00 0.00 elev. (ft): 0.00 B 0.00 0.00 0.00 •- 0.00 - -- A: 10.4 !n. C 0.00 0.00 - -- 0.00 0.00 b: 8 in. D 0.00 0.00 0.00 0.00 Ix: 99.6 in. LEVEL 2 A 0.00 0.00 0.00 - -- 0.00 Sx: 24.9 in. elev. (ft): 0.00 B 0.00 0.00 0.00 ••• 0.00 rx: 3.1 in. C 0.00 0.00 0.00 0.00 Z 29.400 in. D 0.00 0.00 0.00 0.00 LEVEL 1 A 0.00 0.00 0.00 0.00 elev. (ft): 27.00 B 0.00 0.00 0.00 0.00 b /t= 19.90 C 0.00 0.00 0.00 0.00 h/t 19.90 D 110.00 40.00 1.00 110.00 Kx: 1.00 FOUNDATION 110.00 Ky: 1.00 elev. (ft): 0.00 Fy: 46 COLUMN INTERACTION: LEVEL 3 ... KI /rx: 0.00 M 809.8 kip -in P 286.5 kip KI /ry: 0.00 M 809.8 kip-in Case P P /P Mrx Mrx /Mcx Mry Mry /Mcy H1.1 1 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 OK 3 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 OK LEVEL 2 ... KI /rx: 0.00 M 809.8 kip-in P #DIV /0! KI /ry: 0.00 M 809.8 kip -in Case P P /P Mrx Mrx /Mcx Mry M /M H1.1 1 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /0! 2 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /0! 3 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /0! 4 0.00 # # # ## 0.00 0.00 0.00 0.00 #01V /0! LEVEL 1 ... Kl/rx: 104.52 M 809.8 kip -in P 137.4 kip KI /ry: 104.52 M 809.8 kip-in Case P P /P Mrx Mrx /Mcx M M H1-1 1 110.00 0.80 0.00 0.00 0.00 0.00 0.80 OK 2 110.00 0.80 0.00 0.00 0.00 0.00 0.80 OK 3 110.00 0.80 0.00 0.00 110.00 0.14 0.92 OK 4 110.00 0.80 0.00 0.00 110.00 0.14 0.92 OK HSSCo1.07.01.15.xis COLUMN SIZE: HSS8x8x3 /8 Fy = 46 ksl PLAN - TYPICAL COLUMN CASE 1: FULL DL +LL CASE 2: DL+ unbal LL abt Y-AXIS CASE 3: OL r unbal LL abf X -AXIS CASE 4: DL + baba) LL abt X& Y -AXES t: 0.349 in. d: 8 in. ly: 99.6 in. Sy: 24.9 i n. ry: 3.1 in. Z 29.4 in. p Ar 28.12 35.15 28.12 35.15 Cw: 40.7 J: 160 h: 8 C �- COLUMN MARK: C6 /C7 LOADS: COLUMN INTERACTION: LOAD PT1(k) P e (in) e PexTL PeyTL Comments LEVEL 3 A 0.00 0.00 0.00 0.00 elev. (ft): 0.00 B 0.00 0.00 0.00 0.00 A: 4.3 in. t: 0.233 in. C 0.00 0.00 0.00 0.00 b: 5 in. d: 5 in. D 0.00 0.00 0.00 0.00 Ix: 16 in. ly: 16 in. LEVEL 2 A 0.00 0.00 0.00 0.00 Sx: 6.41 in. Sy: 6.41 in. elev. (ft): 0.00 B 0.00 0.00 0.00 0.00 rx: 1.93 in. ry: 1.93 in. C 0.00 0.00 0.00 0.00 Z 7.610 in. Z 7.61 in. D 0.00 0.00 0.00 0.00 LEVEL 1 A 0.00 0.00 0.00 0.00 Xp X elev. (ft): 17.00 B 0.00 0.00 0.00 0.00 b /t= 18.50 28.12 35.15 C 0.00 0.00 0.00 0.00 h/t 18.50 28.12 35.15 D 40.00 16.00 1.00 - -- 40.00 Kx: 1.00 Cw: 10.5 FOUNDATION 40.00 Ky: 1.00 J: 25.8 elev. (ft): 0.00 Fy: 46 h: 5 LEVEL 3 ... KI /rx: 0.01 M 209,6 kip -in P 118.4 kip KI /ry: 0.01 M 209.6 kip -in Case P P /P Mrx Mrx /Mcx M M /M 111 -1 1 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 OK 3 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 OK LEVEL 2 ... KI /rx: 0.00 M 209.6 kip -in P #DIV /0! KI /ry: 0.00 M 209.6 kip -in Case P P /P Mrx Mrx /Mcx M M /M H1 -1 1 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /0! 2 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /01 3 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /0! 4 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /0! LEVEL 1 ... KI /rx: 105.70 M 209.6 klp -in P 55.9 kip KI /ry: 105.70 M 209.6 kip -in Case P P /P M M /M M M /M H1 -1 1 40.00 0.72 0.00 0.00 0.00 0.00 0.72 OK 2 40.00 0.72 0.00 0.00 0.00 0.00 0.72 OK 3 40.00 0.72 0.00 0.00 40.00 0.19 0.89 OK 4 40.00 0.72 0.00 0.00 40.00 0.19 0.89 OK HSSCo1.07.O1.15.xls ALLOWABLE STRESS DESIGN COLUMN SIZE: HSS5x5x1 /4 Fy = 46 ksi PLAN - TYPICAL COLUMN CASE 1: FULLDL +LL CASE 2: DL + unbal LL abt YAAXIS CASE 3: DL + unbal LL abt X.AXIS CASE 4: DL + unbal LL abt X d Y -AXES COLUMN MARK: C14 LOADS: LEVEL 3 A 0.00 0.00 0.00 •.• 0.00 elev. (ft): 0.00 B 0.00 0.00 0.00 0.00 A: 4.3 in. t: 0.233 in. C 0.00 0.00 0.00 0.00 b: 5 in. d: 5 in. O 0.00 0.00 0.00 .•• 0.00 Ix: 16 in. ly: 16 in. LEVEL 2 A 0.00 0.00 0.00 0.00 Sx: 6.41 !n. Sy: 6.41 in. elev. (ft): 0.00 B 0.00 0.00 0.00 0.00 rx: 1.93 in. Ty: 1.93 in. C 0,00 0.00 0.00 0.00 4: 7.610 in. Z 7.61 in. D 0.00 0.00 -. 0,00 0.00 LEVEL 1 A 0.00 0.00 0.00 0.00 \p \r elev. (ft): 24.00 B 0.00 0.00 0.00 0.00 b /t= 18.50 28.12 35.15 C 0.00 0.00 0.00 0.00 h/t 18.50 28.12 35.15 D 25.00 10.00 1.00 -' 25.00 Kx: 1.00 Cw: 10.5 FOUNDATION 25.00 Ky: 1.00 J: 25 Fy: 46 h: 5 elev. (ft): 0.00 LOAD PTL (k) POL(k) e (in) e PexTL COLUMN INTERACTION: LEVEL 3 ... KI /rx: 0.01 M 209.6 kip -in P 118.4 kip KI /ry: 0.01 M 209.6 kip-in Case P P /P M Mrx /Mcx Mry Mry /Mcy H1 -1 1 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 OK 3 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 OK LEVEL 2 ... KI /rx: 0.00 M 209.6 kip -in P #DIV /0! KI /ry: 0.00 M 209.6 kip -in Case Pr P /P Mrx Mrx /Mcx Mry M /M H11 1 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /0! 2 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /0! 3 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /01 4 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /0! ALLOWABLE STRESS DESIGN LEVEL 1 ... KI /rx: 149.22 M 209.6 kip -in P 29.0 kip KI /ry: 149.22 M 209.6 kip -in Case P P /P Mrx Mrx /Mcx M M /M H1-1 1 25.00 0.86 0.00 0.00 0.00 0.00 0.86 OK 2 25.00 0.86 0.00 0.00 0.00 0.00 0.86 OK 3 25.00 0.86 0.00 0.00 25.00 0.12 0.97 OK 4 25.00 0.86 0.00 0.00 25.00 0.12 0.97 oK HSSCa1.07.01.15.xIs Pe Comments COLUMN SIZE: HSS5x5x1 /4 Fy = 46 ksi PLAN - TYPICAL COLUMN CASE I: FULL OL +LI CASE 2: DL + unbal LL abf Y-AXIS CASE 3: DL + unbal LL abt X -AXIS CASE 4: DL + unbal U. abt X& Y-AXES Rev: 580009 User: KW- 0800177. Ver 5.8.0,1 -Den -2003 (c)1983 -2003 EMERCALC Engineering Software Description General Information Steel Section Column Height 22.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Loads Axial Load... Dead Load Live Load Short Term Load XX Axis : Fa calc'd per Eq. E2.2, K *Llr > Cc Y Axis : Fa calc'd per Eq. E2 -2, K*Llr> Cc Stresses rizaweamusammegtzsammnymegmerstonsongo Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F1 -6] Fb:xx : Allow [F1 -7] & [F1 -8] Fb:yy : Allow [F1 -6] Fb:yy : Allow [F1 -7] & [F1 -8] fb : yy Actual Analysis Values C15 fb : xx Actual F'ex : DL +LL F'ey : DL +LL F'ex : DL +LL +ST F'ey : DL +LL +ST Max X -X Axis Deflection HSS7X5X3 /8 20.00 k 30.00 k k 13,992 psi 8,282 psi 13,992 psi 8,282 psi -0.156 in Dead 8.28 ksi 2.64 ksi 30.36 ksi 30.36 ksi 1.42 ksi 27.60 ksi 27.60 ksi 0.00 ksi Title : Dsgnr: Description : Scope : Steel Column 46.00 ksi 1.000 29,000.00 ksi 22.000 ft 22.000 ft Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced X -X Sidesway : Y -Y Sidesway : Kxx Kyy Job # Date: 2:09PM, 26 JUN 07 Cm:x DL +LL Cm:y DL +LL Cm:x DL +LL +ST Cm:y DL +LL +ST Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments Live 8.28 ksi 3.96 ksi 30.36 ksi 30.36 ksi 2.13 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.60 0.60 0.60 0.60 at 12.760 ft Max Y -Y Axis Deflection 1.000 in 0.000 in Section : HSS7X5X3 /8, Height = 22.00ft, Axial Loads: Unbraced Lengths: X -X = Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 22.00ft, Y -Y = 22.00ft Dead 0.3531 0.1423 DL = 20.00, LL = 30.00, ST = Live 0.5365 0.2135 DL + LL 0.9290 0.3558 Column Design OK 0.00k, Ecc. = 1.000in DL + ST + (LL if Chosen) 0.9290 0.3558 8.28 ksi 8.28 ksi 6.60 ksi 6.60 ksi 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi 3.55 ksi 3.55 ksi 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi Restrained Restrained 1.000 1.000 0.00 ksi 0.00 ksi Cb:x DL +LL Cb:y DL +LL Cb:x DL +LL +ST Cb:y DL +LL +ST 0.000 in at 1.00 1.00 1.00 1.00 0.000 ft POST UNSRACED HEIGHT OF POST, LE (FT) ALLOWABLE BEAM BEARING 8 9 10 12 14 16 18 20 2 x 4 stud * 2.5 2.1 1.7 1.2 0.9 - -- - -- 3.3 2 x 4 no. 2* 3.1 2.5 2.0 1.4 1.1 - - -• 3.3 2 x 6 stud * 7.0 6.3 5.6 4.3 3.3 2.6 2.1 1.7 5.2 2 x 6 no. 2* 9.5 8.2 7.0 5.2 4.0 ' 3.1 2.5 ' 2.0 5.2 4 x 4 no. 2 7.1 5.7 4.7 3,3 2.5 • -- . -- - 7.7 4x6 no. 2 11.1 9.0 7.4 5.3 3.9 12.0 4x8 no. 2 14.6 11.8 9.8 6.9 5.1 -•• - -- - -- 15.9 6 x 6 no,2 20.0 18.6 17.0 13.7 10.9 8.7 7.1 5.8 `' 18.9 6 x 6 no. 1 27.4 25.0 22.4 17.6 13.8 10.9 8.8 7.2 18.9 6 x 8 no. 2 27.3 25.4 23.1 17.8 ° 14.8 11:9 9.6 7.9 25.8 6 x 8 no. 1 37.3 34.0 30.5 24.0 18.8 14.9 12.0 9.9 25.8 8 x 8 no. 1 58.3 56.2 53.6 47.4 40.4 33.8 28.2 23.6 35.2 POST UNSRACED HEIGHT OF POST, LE (FT) ALLOWABLE BEAM BEARING 8 9 10 12 14 16 18 20 2 x 4 stud * 2.5 2.0 1.7 1.2 0.9 - • - -- 3.3 2 x 4 no. 2* 3.0 2.4 2.0 1.4 1.1 .,. - -- 3.3 2 x 6 stud " 6.4 5.9 5.3 4.2 3.3 2.6 2.1 1.7 5.2 2 x 6 no. 2 * 8.9 7.8 6.8 5.1 3.9 3.1 2.5 2.0 5.2 4 x 4 no. 2 7.0 5.7 4.7 3.3 2.5 • -- . -- - 7.7 4 x 6 no. 2 10.9 8.9 7.4 5.2 3.9 12,0 4 x 8 no. 2 14.3 11.7 9.7 6.9 5.1 -•• - -- - -- 15.9 6 x 6 no, 2 18.0 17.0 15.7 13.0 10.5 8.5 7.0 5.8 18.9 6 x 6 no. 1 24.8 23.0 21.0 16.9 13.4 10.7 8.7 7.2 18.9 6 x 8 no. 2 24.6 23.1 21.4 17.8 ° ' 14.4 11.6 9.5 7.9 25.8 6 x 8 no. 1 33.9 31.4 28.6 23.0 18.3 14.6 11.9 9.8 25.8 8 x 8 no. 1 51.6 50.0 48.2 43.5 38.0 32.4 27.4 23.1 35.2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WOOD POST DESIGN edited 6/3/02 DOUGLAS FIR LARCH ALLOWABLE STRESS DESIGN ALLOWABLE LOADS (KIPS) LOAD DURATION, C, = 1.15 ALLOWABLE LOADS (KIPS) LOAD DURATION, C = 1.00 *Wall sheathing braces stud in weak axis bending L� 1 POST UNBRACED HEIGHT OF POST, LE (FT) ALLOWABLE BEAM BEARING 8 9 10 12 14 16 18 20 3 1/2 x 3 1/2 PSL 7.2 6.1 5.2 3.9 3.0 - -- - -- 6.6 31 /2x51 /2PSL 10.9 9.1 7.8 5:8 4.5 - -- 12.0 3 1/2 x 7 1/2 PSL 14.5 12.2 10.4 7.8 6.0 - -- - -- 16.4 3 1/2 x 9 1/2 PSL 21.3 18.0 15.3 11.5 8.9 10.5 ?.' 8.6 7.3 20.8 3 1/2 x 11 7/8 PSL 26.6 22.4 19.1 14.3 11.0 - -- - -- 26.0 5 1/4 x 51/4 PSL 26.6 23.5 20.6 ` 16.2 12:9 10.5 8.6 7 -3 17.2 5 1/4 x 9 1/2 PSL 41.0 41.0 41.0 32.1 25.6 20.8 17.3 14.5 31.2 5 1/4 x 117/8 PSL 41.0 41.0 41.0 40.0 32.0 26.0 21.5 18.1 39.0 5 1/4 x 14 PSL 45.9 45.9 45.9 42.0 37.6 30.6 25.3 21.3 45.9 7 x9 1/2 PSL 42.8 42.8 42.8 42.8 42.8 42.8 36.1 30.8 41.6 3 1/8 x 6 GL 12.4 10.0 8.2 5.8 - -- 17.7 •• - - 11.7 3 1/8 x 7 1/2 GL 14:9 12.0 9.8 6.9 27.5 21.3 17.0 13.8 14.1 31/8x9GL 17.9 14.4 11.8 8.3 32.0 24.8 19.8 16.1 16.9 3 -1/8 x 10x1 /2 GL 21.8 17:5 14.4 10.1 •-- 28.4 22.6 18.4 20.5 3 1/8 x 12 GL 24.9 20.0 16.4 11.5 32.2 25.2 - -- 16.5 23.4 51 /8x6GL 41.1 36.7 32.0 23.9 18.1 14.1 11.3 9.2 19.2 5 1/8 x 7 1/2 GL 51.4 45.9 40.0 29.9 22.7 17.6 14.1 11.5 24.0 51/8x9GL 61.7 55.1 48.0° 35.9 27:2 21.2 16.9 ;' 13.8 28.8 5 1/8 x 10 1/2 GL 71.9 64.2 56.0 41.9 31.7 24.7 19.7 16.1 33.6 5 1/8 x 12 GL 82,2 73.4 64.1 47.8 36.3 28.2 22.5 18.4' 38:4 6 3/4 x 6 GL 59.3 55.7 51.1 40.7 31.7 25.0 20.0 16.4 25.3 6 3/4 x 7 1/2 GL 77.0 74.1 '' 70.2 59.6 48:1 38.5 31.2 ' 25.6 31.6 6 3/4 x 9 GL 92.4 88.9 84.2 71.5 57.7 46.3 37.4 30.8 38.0 6 3/4 x 10 1/2 GL 107,8: 103:7 98.3 83.4 67.4 54.0 43.7 35.9 44.3 6 3/4 x 12 GL 123.2 118.5 112.3 95.3 77.0 61.7 49.9 41.0 50.6 POST UNBRACED HEIGHT OF POST, LE (FT) ALLOWABLE BEAM BEARING 8 9 10 12 14 16 18 20 3 1/2 x 3 1/2 PSL 7.2 6.1 5.2 3.9 3.0 - -- - -- 6.6 3'1/2 x 5 1/2 PSL 10:9 9.1 7.8 5.8 4.5 - -- 12.0 3 1/2 x 7 1/2 PSL 14.5 12.2 10.4 7.8 6.0 - -- - -- 16.4 51/4x5'1/4'PSL 26.6 23.5 20.6 16.2 12.9 10.5 ?.' 8.6 7.3 17.2 3 1/8 x6 GL 12.6 10.1 8.3 5.8 -- 11.7 3 1/8 x 7 1/2 GL 15.1 12.1 9.9 7.0 14.1 3 1/8 x 9 GL 18.1 14.5 11.9 8.3 16.9 31/8x101/2GL 22.0 17.7 14.4 10.1 20.5 3 1/8 x 12 GL 25.2 20.2 16.5 11.6 - -• •• 23.4 5 1/8 x 6 GL 44,4 38.7 33.2 24:3 18:3 14.2 11.3 9:2 19.2 5 1/8 x 7 1/2 GL 55.5 48.4 41.4 30.4 22.9 17.7 14.1 11.5 24.0 51/8x9GL, 66.7 58.0 49:7 36.5 27.5 21.3 17.0 13.8 28.8 5 1/8 x 10 1/2 GL 77.7 67.7 58.0 42.5 32.0 24.8 19.8 16.1 33.6 5 1/8 x 12 GL 88.9 77.4 66:3 48.6 36.6 28.4 22.6 18.4 38:4 6 3/4 x 6 GL 65.9 60.7 54.5 42.0 32.2 25.2 20.2 16.5 25.3 6 3/4x7 1/2 GL 86.7 ` 82.4 76.7 62.7 49.4 39.2 31.5 25.8 31.6 6 3/4 x 9 GL 104.1 98.9 92.1 75.2 59.3 47.0 37.8 31.0 38.0 6x3/4 x 10 1/2 GL 121.4 115.4 107.4 87.7 69.2 54.8 44.1 36.2 44.3 6 3/4 x 12 GL 138.8 131.9 122.7 100.2 79.1 62.6 50.4 41.3 50.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ENGINEERED AND GLULAM POST DESIGN edited 6 /3/02 DESIGN BASED ON NDS LOAD DURATION, C = 1.0 LOAD DURATION, Co = 1.15 1 1 1 1 1 1 1 1 1 1 1 1 LoAA LA I. colt �,tSL.� ‘ It r. g� sr A olf' r.� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 lthc 6©?5f zyou 24 ? yVbo 2U 7X.W) y �S�, t Z o �` n i5 �v-_ t) i e 6) ` $� 3i r1 r zt7° 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SPREAD FOOTING FOOTING MARK: F4.0 Vertical Loads: PDL (k): 18 PLL (k): 18 Pu (k): 55.8 FOOTING DIMENSIONS: Short (ft): 4 Long (ft): 4 Vol. (yd 0.49 STEEL IN LONG DIRECTION: L' long (ft): 1.67 Mu (k -ft): 4.84 As req(in /ft): 0.17 STEEL IN SHORT DIRECTION: L' short (ft): 1.67 Mu (k -ft): 4.84 As req(in /ft): 0.17 edited 6/3/02 Moments: MDL (k -ft): 0 MLL (k -ft): 0 MU (k -ft): 0 Footing Depth: 10 in Depth of Steel : d (in): 6.50 in Punching Vc (psi): 170.0 Wide Bm Vc (psi): 85.0 of (psf): 3488 bar size: 4 area of bar: 0.2 b dia: 0.5 No. of bars: 4 bar size: 4 area of bar: 0.2 b dia: 0.5 No. of bars: 4 Check p p: 0.0022 Min p: 0.0033 Max p: 0.0134 Use p: 0.0029 Less than pmax, Ok Check p p: 0.0022 Min p: 0.0033 Max p: 0.0134 Use p: 0.0029 Less than pmax, Ok Properties: COL.L (in): 8 COL.W (in): 8 f'c (psi): 2500 fy (psi): 60000 : 0.85 qa (psf): 2500 Q 1.00 e (ft): 0.00 Ult. Ratio: 1.55 qu (psf): 3875 gmax (psf): 3488 Ok qmin (psf): 3488 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) 552.5 > 327.0 OK Punching Shear Resistance (k) > Applied Force (k) 64.1 > 50.1 OK DEVELOPMENT LENGTH OF LONG AND SHORT STEEL: Ld (in): 24.0 Ld (in): 12 Ld (in): 12 Greatest Ld: 24.0 Available Ld: 24 Development 1 b dia: 0.5 coo