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HomeMy WebLinkAboutBP, CO & DOCS - 08-00082 - Electrical Wholesaler CITY OF ° REX : c1y B Id ul in America's Family Community 9 t' aNID , Per- m-- it ISSUED TO: PERMIT #: 0800082 NAME: Nielson Bodily & Associates FOR THE CONSTRUCTION OF: Electrical Wholesale JOB ADDRESS: 899 Jet Stream Dr 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 04/01/2008 Issued 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 No work shall be done on any part of on the premises during construction. 2) The permit will become null and void in the event of any deviation from the NOTICE! the building beyond the point indicated in each successive inspection without 3. Foundation accepted drawings. approval. No structural framework of 3) No foundation, structural, electrical, nor plumbing work shall be concealed any underground work shall be covered without aDDroval. 5. Insulation INSPECTION CARD BUILDING Date Aooroved F out oting 3. Foundation 4. Framing 5. Insulation 6. Mechanical 7. Drywall 8. Sidewalk 9. Final ELECTRICAL Date roved 1. Rough -In 2. Final OTHER Date roved 1. Fire Department Fina PLUMBING Date Approved 1. Sewer Service Conn 2. Water Service Connt r 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 U� O � CITY OF Certificate of Occupancy RMURG CW Americas Family Community City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (2081 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: International Building Code 2006 899 Jet Stream Dr y . Electrical Wholesale Type V, non -rated 67 Yes Name and Address of Owner: Hwd &Eld Llc Contractor: 237 N 2ne E Rexburg, ID 83440 DI Beck Inc Special Conditions: Occupancy: Storage - moderate hazard This Certificate, issued pursuant to the requirements of Section 109 of the Intemational Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vies inspected on the date listed vies found to be in compliance vuth the requirements of the code for the group and division of occupancy -and the use for'vtihich the proposed occupancy vos classified. Date C.O. Issued: November 19,200& (11:1 C.O Issued by: Building Official There shall be no further change in the e)asting occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Plumbing Inspector- Fire Inspector- Electrical Inspector• P &Z Administrator: 1.I CITY OF KERB UG BUILDING PERMIT APPLICATION Please 4 19 E MAIN, REXBURG, ID. 83440 208 - 359 - 3020 X326 0 0800082 Electrical Wholesale PARCEL NUMBER: I P-CPog00 T-) (We will provice tnis for your SUBDIVISION: UNIT# BLOCK# C LOT# (Addressin-a is based on the information - must be accurate) PROPERTY PHONE #: Home ( ) 15'15"- iH 01 Work ( ) Cell( ) OWNER MAILING ADDRESS: `? O(o S- f��l�:� -, CITY: --� E STATEIDZIP: D4 0 1 — EMAIL FAX S.S - 0- APPLICANT (If other than owner) hI u o i. 3 ocA.ln , I % - -' (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this APPLICANT INFORMATION: ADDRESS RA)- W r � :AQ- CITY: kj.66 I l�1 STATE �-'O ZIP 6 3403 EMAIL FAX s,22 - �3 SS' PHONE #: Home ( Work .Ave) .S9A- 1 8 222 Cell (pe) Sib 4- 69 X) MAILING ADDRESS: CITY STATE ZIP PHONE: Cell# Work# EMAIL IDAHO REGISTRATION # & EXP. DATE How many buildings are located on this property? Did you recently purchase this property? No Q(If yes give owner's name) RW P L= V0 ► Is this a lot split? YES (Please bring copy of new legal description of property) PROPOSED USE: C_[9 y✓1 im ' e y[' : off. (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalty of perjury, I hereb 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 or on the plans on which the permit or approval was based. Permit void if not started within 180 days. Permit void if work stops for 180 days. {— Signature Owner{ licant DATE Dc} Fau fcr to ire cclntactecl l ray, ell�ail or plionc Circle One. WARNING — BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Ptan ftus am uHH- rgrUHHwUIe an" am raid In Ail/ at. "m llum of appliumlon 1mgmulHg �A40 1 A. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval **Building Permit Fees are due at time of application** **Building Permits are void if your check does not clear** 1-11NP k a LAD , 1,,I, ACT PHONE # Fag# 0J, NAME PROPERTY ADDRESS SUBDIVISION Dwelling Units: Parcel Acres: SETBACKS FRONT City of Rexburg I Please Complete the Entire Applicationl If the question does not apply fill in NA for non applicable SIDE SIDE BACK Remodeling Your Building /Home (need Estimate) $ SURFACE SQUARE FOOTAGE. • (Shall include the exterior wall measurements of the building) First Floor Are Unfinished Basement area Second floor /loft area Finished basement area Third floor /loft area Garage area Shed or Barn Camort /Deck (30" above grade)Area Water Meter Quantity: * * * * * * * * * * * * * * ** Water Meter Size: Required ffl PLUMBING 5�v�� 4 ,�- •mss Plumbing Contractor's Name: J Business Name: V'U�ovti� r.' �� Mot . Address 11'D L 1,J r - ;100 E State :.C%), t Zip Contact Phone: (aQ?)) "i - O Business Phone: (9m) �S ^ S$ 5 Email VkV 17L a `bb1VS 1 - C'b►nk Fax tQO?) - SRI- FIXTURE COUNT (includin roughed fixtures Clothes Washing Machine Dishwasher Floor Drain Garbage Disposal Hot Tub /Spa Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $ �o ,c()o`? (Commercial Only) Sprinklers Tub /Showers Toilet /Urinal Water Heater Water Softener 2 o9, of Licensed Contract License number Date 4 30 -05 -08 10:38AM FROM -LEWIS CORPORATION Builc# Sate1y i 9 E Mafn janehh ®rexburg,org RQxburg, '10 834AQ wpm mxburg.org 208 - 297 -1343 T -924 P- 002/002 F -331 uepaamenTg 0 City of Room � a Phone: 208.359 X326 •��,:� �•, Fox: 2Q8.359.3024 CIT OF RE)C3URG � Amefikak Pamlly COMMU"RY Iectr 0 PROPERTY ADDUSS lk - SUBDIVISZON Requi redd I.► Permit# C) F ODCa MECHANICAL Medmnical Contractor's Name: Business Dame: Address � City State Zip Cell Phone: (0$) &Q --D Business Phone; GM Fax: U61 A97 13 412--_ Emai1 Mcchanical Estimate $ 36, qk2.pjNCommercinWu1fi Family Only) F`A7jj1= 8 AppLlANCES COUNT (Single .Family Dwelling Only) F=ace Exhaust ar Vent Ducts FuMace/Air Conditioner Combo Heat Pump Air Conditioner Evaporative Cooler u>xti Heater Space Heater Decorative gas -fired appliance Incinerator System Boiler Drycr Vents Range Mood Vents Cook Stove Vents Bath Fan Vents ogler s1mft vepts & duc Pool Heater Fuel Gas Pipe Outlets including stubbed in or future outlets Heat (Circle all that apply) Gas Oil Coal Fireplace Electric idydroxde Poin of Deliver,► mo be shown on plans. "t=z9 Contractor License Humber Date The Ciry of P.,o rbrrg's permit fee schedule is the so to rep zdred by the Stale Buildit Safety Department City of Rexburg 19 E Main jonellh @rexburg.org Phone: 208.359.3020 x326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 v o CITY OF REXBURG Americas Family Community OWNER'S NAME PROPERTY ADDRESS SUBDIVISION PHASE LOT BLOCK Permit# Requiredffl ELECTRICAL Electrical Contractor's Name Z,&-, A G 4' / / Business Name 4 Address /�o o' 7. za 5�• city t 1-&uv" State Zip J 3y� Cell Phone (,fig) 3 0 40 (5 Business Phone (?ee) Fax (g ! - L 3 Email Z6 6>> I ' C �k � zl lq t cD 4- ti Electrical Estimate ( cost of wiring & labor) $ S (COMMERCIAL /MULTI - FAMILY ONLY) TYPES OF INSTALLATION (New Residential includes everything contained within the residential structure and attached garage at the same time) Number of meters being installed Up to 200 amp Service* 201 to 400 amp Service* Over 400 amp Service* Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Existing Residential (# of Branch Circuits) Spa, Hot Tub, Swimming Pool Electric Central Systems Heating and /or Cooling ( when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any of the above Cost of Wiring & Labor: $ J!�� 5'0 °--' Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement/ Industry *Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour. Z, 1' G -yy) C � Signature of Licensed Contractor License number date The City of Kexburg's permit fee schedule is the same as required by the State of Idaho Building Safety Department � C I T Y OF City of Rexburg 'o REXBURG 19 E Main ionellh @rexburg.org Phone: 208.359.3020 x326 Americas Family Community Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 OWNER'S NAME �r�• It Ze Permit #08 00082 PROPERTY ADDRESS 9!?!? 1 SUBDIVISION Electrical Wholesale PHASE LOT l{ BLOCK Z-- 899 Jet Stream D r Required!!! ELECTRICAL Electrical Contractor's Name IVN ^_A Business Name Address 4,0. 1 17. city �tvc� State ..rje:5 Zip 831 Cell Phone (1o$) f0 19' -0 3 � Business Phone (,'7 `lS'S— Y37 3 Fax ().pg) 1 51 — ll3 d'3 Email Electrical Estimate (cost of wiring & labor) $ (COMMERCIAL /MULTI - FAMILY ONLY) TYPES OF INS TALLA TION (New Residential includes everything contained within the residential structure and attached garage at the same time) Up to 200 amp Service* 201 to 400 amp Service* Over 400 amp Service* L.-' - Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Existing Residential (# of Branch Circuits) Spa, Hot Tub, Swimming Pool Electric Central Systems Heating and /or Cooling ( when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any of the above Cost of Wiring & Labor: $ Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement/ Industry *Includes a magnum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour. Signature of Licensed Contractor License number Date The City of RexbmiX s permit fee schedule is the same as required by the State of Idaho • SUBCONTRACTOR LIST Excavation & Earthwork: Masonry: Painting: Floor Coverings: Hea Special Construction (Manufacturer or Supplier) Roof Floor /Ceiling Joists: Siding /Exterior Tri EXEMPTIONS FROM STATE REAT TRATION 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. Signature Print Name Date YJ Build g Safety Department City of Rexburg 19 E. Main Rexburg, ID 83440 janellh@rexburg.org Phone: 208.359.3020 www.rexburg.org Fax: 208.359.3024 ,ti �RERB VRC ♦� U G wEo CITY OF REXBURG ..___._______ Cw __.__..___..__._. Americas Family Community APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: r PERMIT APPROVED: YES/ NO $50A FEE PAID: E /NO APPROVED BY: - APPLICANT INFORMATION: Business Name: r mn� Office Address: City R ��1� State Zip Office Phone Number: Contractor Performinff the Wor Contact Person: Cell Phone # ( ) - LOCATION OF WORK TO BE DONE: Street Address Where Work Will Be Done: '--')qO ;ktS 65 A -Y. Business Name Where Work Will Be Done: M 0 \_eSAk c Dates For Work To Be Done: 4 rVN `( - To Contact Person: Phone Number: (Ce�) ( ?(,o - Cl 1 L f Cell # a2sue) PLEASE CHECK THE TYPE OF PERMITS) YOU ARE APPLYING FOR: ❑ AUTOMATIC FIRE- EXTINGUISHING SYSTEMS ❑ COMPRESSED GASES FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ❑ FIRE PUMPS AND RELATED EQUIPMENT ❑ FLAMMABLE AND COMMBUSTIBLE LIQUIDS _ ❑ HAZARDOUS MATERIALS R � ❑ INDUSTRIAL OVENS ' (� �I ❑ LP -GAS FR FNI 1 0 2008 ❑ PRIVATE FIRE HYDRANTS ❑ SPRAYING OR DIPPING ITY OF F1 STANDPIPE SYSTEMS �' � � , � ❑ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES Z .� Ao I t - [ b- - VS A plicant's Signature Date 7 Building Safety Department — ;o4 �EXBUR� ,a City of Rexburg 'o 19 E. Main janellh@rexburg.org Phone: 208.359.3020 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 APPROVED BY: city I"► 0 APPLICATION: "CONSTRUCTION PERMIT" v CONSTRUCTION PERMIT #: �. of e 'L_�, Z PERMIT APPROVED: YES/ NO $50.00 FEE PAID: (g�/NO - ArriLA1.A114 1 11 1' V 1(1V11A 11 V 114: Business Name: C-J�-m S It Fv Office Address: 110C:_2 �C . I t�l R< ' Office Phone Number: ( ) `+ -� Contractor Performing the Work: Contact Person: )LSE', PCy nA n Phone # ( ) — LVVA1 AVl1l %-X X W Vl \l1 1 V LL' LVlIIL' . Street Address Where Work Will Be Done: �Ckn Business Name Where Work Will Be Done: C 3 Dates For Work To Be Done: To VK JATA Contact Person: °;i7 Phone Number: (J. UQU) - 93y-4 Cell # 3`19 PLEASE CHECK THE TYPE OF PERMITS) YOU ARE APPLYING FOR: VAUTOMATIC FIRE- EXTINGUISHING SYSTEMS ❑ COMPRESSED GASES ❑ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ❑ FIRE PUMPS AND RELATED EQUIPMENT ❑ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ❑ HAZARDOUS MATERIALS ❑ INDUSTRIAL OVENS ❑ LP -GAS ❑ PRIVATE FIRE HYDRANTS _ ❑ SPRAYING OR DIPPING ❑ STANDPIPE SYSTEMS CITY O F rFYP1kRw ❑ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES IL 0? Applicant's Signature Date State ID CITY O F REXBURG __.�.­__._._ Cw __�_.___ Americas Family Community Zip +0 7 I 0800082 Electrical Wholesale PROJECT: Electrical Wholesale- Rexburg Structural Calculations PROJECT NO: 07443 CLIENT: Nielson Bodily & Associates DATE: February 15, 2008 . RIKII 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 Phone: (208) 552 -9874 Fax: (208) 552 -9302 CALCI ILATIONS FOR Electrical Wholesale- Rexburg e - - SEAL: � ,c G \STER� / 1L' 11697 � v � g TF OF \OP P P �� FEB 15 2008 I): \I'1 -. I NI� . IN I I �I: : I'I:O II I I NI�.MItI -.It 11 IITI NUMM1z 02/15/08 I DBP I 07443 I COVER BASIS F OR DESIGN DESIGN CODE: 2003 IBC DESIGN CRITERIA: wind speed 90 MPH Exp.0 seismic category D allowable soil bearing pressure 1500 psf DESIGN LOADS: FLAT ROOF: structural lumber 8" insulation connections 12.0 22ga. X 1.5" HSB-36 steel deck Grade 60 2.3 bar joist @ 5' oc 2.0 standing seam roof 2.0 mech. /elec. /misc. 6.7 D.L.= 25.0 psf L.L.= 35 psf FLAT ROOF: standing seam metal roofing 1.2 3/4" plywood or OSB 2.5 wood 1-joists at 24" o.c. 3.0 acoustical tile (wood suspension) 2.5 8" insulation 12.0 mech. /elec. /misc. 3.8 D.L.= 25.0 psf L.L.= 56 psf EXTERIOR WALLS: 8" CMU (grouted 32" o.c.) 55.0 55.0 psf MATERIALS: structural lumber Douglas Fir #2 connections Simpson reinforcing steel Grade 60 concrete 2500 psi <== drifting Project Name: Project #: Initials: Date: 7 r edited 613102 M S (Tye) MSS( — lrP) MJ lZ J C7 to Project Name: Project #: Initials: Date: Sheet: ■ TJI JOIST JOIST MARK: WJ1 Reactions (Ibs) DL (psf) LL (psf) WTL (0) WILL (plf) Left Right Span (ft): 20.0 TL def. < L/ 240 LL def. < L/ 360 Spacing ( in): 16 Bearing Type(h /w): W Web Stiffner(y/n): N Selection No: 10 C 1.15 root Zo 65 uu.0 floor 0 0 0.0 wall 0 0 0.0 misc 0 0 0.0 WTL (0) W UNIFORM LOAD (plf): 80.0 Right DL LL Span (ft): 29.5 47 333 333 DL 707 1027 LL 1040 1360 TL M (lb -ft): 6720 P PT. LOAD (Ibs): 0 800 from left end: 14.0 Vauow(lb): 1731 A 0.41 AT L (in): 0.56 Meuow(lb - ft): 9665.8 span /A 590 )an /ATL: 431 WJ1 USE: 16 TJI 360 @16 IN OC JOIST MARK: WJ2 Reactions (Ibs) DL (psf) LL (psf) WTL (0) WILL (plf) Left Right Span (ft): 29.5 roof 25 35 80.0 47 492 492 DL TL def. < L/ 240 floor 0 0 0.0 0 810 1366 LL LL def. < L/ 360 wall 0 0 0.0 -- 1302 1858 TL Spacing ( in): 16 misc 0 0 0.0 0 Bearing Type(h /w): W W UNIFORM LOAD (plf): 80.0 47 M (lb -ft): 10503 Web Stiffner(y /n): N Selection No: 13 DL LL C 1.15 P PT. LOAD (Ibs): 0 800 from left end: 25.0 Vauow(lb): 1984 A 0.81 ATL(in): 1.27 Mauow (I b -ft): 14864 span/A 438 1a n /ATL: 278 WJ2 USE: 16 TJI 560 @16 - OC Gam: Project Name: Project #: Initials: Date: Sheet: edited 8/16/07 47 0 0 MASONRY LINTEL Allowable Stress Design LINTEL MARK: ML1 LINTEL DATA: Span (ft) = 4.50 Special Inspection always y effective width (b) = 11.625 inches Horiz. Reinf.: 1 # 4 continuous flexural depth (d) = 24 inches Vert. Reinf ( #) : 4 at 48 inches O.C. Horizontal Rebar Fy = 60 ksi Simple (S), Fixed (F) ?: s Vertical Rebar Fy = 60 ksi Masonry fm = 1500 psi np = 0.0154 Em = 1350 ksi k = 0.1608 n = 21.48 j = 0.9464 2 /jk = 13.145 LOADS: DL LL trib w R(Lt) = 6345 lb Roof or Floor 25 35 40 2400 R(Rt) = 6345 lb Roof or Floor 0 0 0 0 Self Weight 125 0 2 250 M = 7138 lb -ft misc 85 0 2 170 w (uniform load) = 2820 plf 1 2 3 Concentrated Load (Ibs) 0 0 0 Dist. from left (ft): 0 0 0 STRESSES: fb = 168 psi < Fb = 500 psi OK fs = 18856 psi < Fs = 24000 psi OK (Unreinforced) fv = 13 psi < Fv = 39 psi OK (Reinforced) fv = 13 psi < Fv = 116 psi OK (Reinforcement) Vs = 2000 Ibs > V @ d = 705 Ibs OK LINTEL MARK: ML2 LINTEL DATA: Span (ft) = 4.00 Special Inspection always y effective width (b) = 11.625 inches Horiz. Reinf.: 1 # 4 continuous flexural depth (d) = 16 inches Vert. Reinf ( #) : 4 at 48 inches O.C. Horizontal Rebar Fy = 60 ksi Simple (S), Fixed (F) ?: s Vertical Rebar Fy = 60 ksi Masonry fm = 1500 psi np = 0.0231 Em = 1350 ksi k = 0.1931 n = 21.48 j = 0.9356 2 /jk = 11.071 LOADS: DL LL trib w R(Lt) = 4163 lb Roof or Floor 25 35 5 300 R(Rt) = 4163 lb Roof or Floor 0 0 0 0 Self Weight 125 0 1.33333 166.6667 M = 4163 lb-ft misc 85 0 19 1615 w (uniform load) = 2081.667 plf 1 2 3 Concentrated Load (Ibs) 0 0 0 Dist. from left (ft): 0 0 0 STRESSES: fb = 186 psi < Fb = 500 psi OK fs = 16686 psi < Fs = 24000 psi OK (Unreinforced) fv = 15 psi < Fv = 39 psi OK (Reinforced) fv = 15 psi < Fv = 116 psi OK (Reinforcement) Vs = 1333 Ibs < V @ d = 1388 Ibs OK Project Name: P JInitials: Date: Sheet: MASONRY LINTEL Allowable Stress Design LINTEL MARK: MU LINTEL DATA: Span (ft) = 8.50 Special Inspection always y effective width (b) = 11.625 inches Horiz. Reinf.: 1 # 5 continuous flexural depth (d) = 24 inches Vert. Reinf ( #) : 4 at 48 inches O.C. Horizontal Rebar Fy = 60 ksi Simple (S), Fixed (F) ?: s Vertical Rebar Fy = 60 ksi Masonry fm = 1500 psi np = 0.0239 Em = 1350 ksi k = 0.1959 n = 21.48 j = 0.9347 2 /jk = 10.922 LOADS: DL LL trib w R(Lt) = 6120 lb Roof or Floor 25 35 8.5 510 R(Rt) = 6120 lb Roof or Floor 0 0 0 0 Self Weight 125 0 2 250 M = 13005 lb-ft misc 85 0 8 680 w (uniform load) = 1440 plf 1 2 3 Concentrated Load (Ibs) 0 0 0 Dist. from left (ft): 0 0 0 STRESSES: fb = 255 psi < Fb = 500 psi 0K fs = 22441 psi Fs = 24000 psi r:;K (Unreinforced) fv = 17 psi < Fv = 39 psi :,K (Reinforced) fv = 17 psi < Fv = 116 psi OK, (Reinforcement) Vs = 2000 Ibs < V @ d = 3240 Ibs QK LINTEL MARK: MI-4 181 psi < Fb = 500 psi 0K LINTEL DATA: 24319 psi > Fs = 24000 psi OK Span (ft) = 21.75 psi < Special Inspection always y psi OK effective width (b) = 11.625 inches Horiz. Reinf.: 2 # 5 continuous flexural depth (d) = 104 inches Vert. Reinf ( #) : 5 at 24 inches O C. Horizontal Rebar Fy = 60 ksi Simple (S), Fixed (F) ?: s Vertical Rebar Fy = 60 ksi Masonry fm = 1500 psi np = 0.0110 Em = 1350 ksi k = 0.1378 n = 21.48 j = 0.9541 2 /jk = 15.210 LOADS: DL LL trib w R(Lt) = 22928 lb Roof or Floor 25 35 10 600 R(Rt) = 22928 lb Roof or Floor 0 0 0 0 Self Weight 125 0 8.66667 1083.333 M = 124672 lb-ft misc 85 0 5 425 w (uniform load) = 2108.333 plf 1 2 3 Concentrated Load (Ibs) 0 0 0 Dist. from left (ft): 0 0 0 STRESSES: fb = 181 psi < Fb = 500 psi 0K fs = 24319 psi > Fs = 24000 psi OK (Unreinforced) fv = 11 psi < Fv = 39 psi OK (Reinforced) fv = 11 psi < Fv = 116 psi OK (Reinforcement) Vs = 26867 Ibs > V @ d = 4656 Ibs 0K Project Name: P Initials: Date: 1 7 : 0 MASONRY LINTEL Project Name: Project #: Initials: Date: Sheet: Allowable Stress Design LINTEL MARK: ML5 LINTEL DATA: Span (ft) = 3.50 Special Inspection always y effective width (b) = 11.625 inches Horiz. Reinf.: 1 # 4 continuous flexural depth (d) = 16 inches Vert. Reinf ( #) : 4 at 48 inches O.C. Horizontal Rebar Fy = 60 ksi Simple (S), Fixed (F) ?: s Vertical Rebar Fy = 60 ksi Masonry fm = 1500 psi np = 0.0231 Em = 1350 ksi k = 0.1931 n = 21.48 j = 0.9356 2 /jk = 11.071 LOADS: DL LL trib w R(Lt) = 3970 lb Roof or Floor 25 35 18.5 1110 R(Rt) = 3970 lb Roof or Floor 0 0 0 0 Self Weight 125 0 1.33333 166.6667 M = 3473 lb-ft misc 85 0 11.6667 991.6667 w (uniform load) = 2268.333 plf 1 2 3 Concentrated Load (Ibs) 0 0 0 Dist. from left (ft): 0 0 0 STRESSES: fb = 155 psi < Fb = 500 psi oK fs = 13921 psi < Fs = 24000 psi OK (Unreinforced) fv = 13 psi - Fv = 39 psi OK (Reinforced) fv = 13 psi < Fv = 116 psi C rK (Reinforcement) Vs = 1333 Ibs - V @ d = 945 Ibs OK LINTEL MARK: MI-6 LINTEL DATA: Span (ft) = 8.50 Special Inspection always y effective width (b) = 11.625 inches Horiz. Reinf.: 1 # 5 continuous flexural depth (d) = 48 inches Vert. Reinf ( #) : 4 at 48 inches O.C. Horizontal Rebar Fy = 60 ksi Simple (S), Fixed (F) ?: s Vertical Rebar Fy = 60 ksi Masonry fm = 1500 psi np = 0.0119 Em= 1350 ksi k = 0.1430 n = 21.48 j = 0.9523 2 /jk = 14.684 LOADS: DL LL trib w R(Lt) = 13706 lb Roof or Floor 25 35 18.5 1110 R(Rt) = 13706 lb Roof or Floor 0 0 0 0 Self Weight 125 0 4 500 M = 29126 lb-ft misc 85 0 19 1615 w (uniform load) = 3225 plf 1 2 3 Concentrated Load (Ibs) 0 0 0 Dist. from left (ft): 0 0 0 STRESSES: fb = 192 psi < Fb = 500 psi oK fs = 24664 psi - Fs = 24000 psi OK (Unreinforced) fv = 13 psi < Fv = 39 psi OK (Reinforced) fv = 13 psi < Fv = 116 psi OK (Reinforcement) Vs = 4000 Ibs > V @ d = 806 Ibs OK Project Name: Project #: Initials: Date: Sheet: U effective width (b) = 11.625 inches Horiz. Reinf.: 2 # 5 continuous flexural depth (d) = 64 inches Vert. Reinf ( #) : 5 at 24 inches O.C. Horizontal Rebar Fy = 60 ksi Simple (S), Fixed (F) ?: s Vertical Rebar Fy = 60 ksi Fb = 500 psi 0K Masonry fm = 1500 psi np = 0.0179 psi OK Em = 1350 ksi k = 0.1722 psi OK n = 21.48 psi < j = 0.9426 psi OK (Reinforcement) Vs = 16533 Ibs - 2 /jk = 12.324 Ibs ?i< LOADS: DL LL trib w R(Lt) = 22000 lb Roof or Floor 25 35 40 2400 R(Rt) = 22000 lb Roof or Floor 0 0 0 0 Self Weight 125 0 5.33333 666.6667 M = 68750 lb-ft misc 85 0 5.33333 453.3333 w (uniform load) = 3520 plf MASONRY LINTEL Allowable Stress Design LINTEL MARK: ML7 LINTEL DATA: Span (ft) = 12.50 Special Inspection always y Project Name: Project #: Initials: Date: Sheet: 1 2 3 Concentrated Load (Ibs) 0 0 0 Dist. from left (ft): 0 0 0 STRESSES: fb = 214 psi < Fb = 500 psi 0K fs = 22057 psi < Fs = 24000 psi OK (Unreinforced) fv = 17 psi < Fv = 39 psi OK (Reinforced) fv = 17 psi < Fv = 116 psi OK (Reinforcement) Vs = 16533 Ibs - V @ d = 3227 Ibs ?i< Project Name: Project #: Initials: Date: Sheet: CONCRETE BEAM DESIGN FLEXURE: p As bot (in 2 ) bot. reinforcing 0.0014 1.01 4 #5 a (in): 1.82 pi: 0.85 pmin:0.0033 (or 4 /3pcalculated) pmax: 0.0160 d (in): 45.8125 SHEAR: �Vc (kips): 68.25 max stirrup spacing (in): 22 11 if 0 V > 161 QVs max (kips): 273 Vu ( +) (kip) 0Vs req'd: shear stirrups 49.3 minimum #3 at 16 Project Name: Project #: Initials: Date: Sheet: Reactions (kip) ULTIMATE STRENGTH DESIGN (ACI 318) Right SM MARK: CB1 24.06 DL 9.19 Service Loads 33.25 33.25 TL DL (p sf) L L (p sf) trlb (ft) WT (klf) WLL (klf) Span (ft): 12.5 roof 25 35 42 2520 1470 floor 0 0 0 0 0 wall 175 16 2800 misc 0 0 0 0 0 W UNIFORM LOAD (plf): 5320 1470 Service DL LL PT. LOAD (kip): 0.00 0.00 from left end: 0.0 PROPERTIES: f 'c (psi): 3000 b top (in): 16.0 Fy (ksi): 60 b bot (in): 16.0 bot rebar: #5 Fyv (ksi): 60 1.5 stirrup: #3 In (in): 48 cvr. bot (in): 1.5 stirrups lines (usually 2): 2 FLEXURE: p As bot (in 2 ) bot. reinforcing 0.0014 1.01 4 #5 a (in): 1.82 pi: 0.85 pmin:0.0033 (or 4 /3pcalculated) pmax: 0.0160 d (in): 45.8125 SHEAR: �Vc (kips): 68.25 max stirrup spacing (in): 22 11 if 0 V > 161 QVs max (kips): 273 Vu ( +) (kip) 0Vs req'd: shear stirrups 49.3 minimum #3 at 16 Project Name: Project #: Initials: Date: Sheet: Reactions (kip) Left Right 24.06 24.06 DL 9.19 9.19 LL 33.25 33.25 TL Co mments Mu (loft): 154.1 Copy of Concbeam2.06.02.01.xls 0 WO OD BEAM Comments Reactions (Ibs) 0 W (plf) Left Right ALLOWABLE STRESS DESIGN SM MARK: H3 910 910 DL 0 455 455 Loads 0 1365 1365 TL 0 LL (psf) Red. trib (ft) WTI (Plf) Span (ft): 6.5 (ps ( 3) 1 3/4x 5.500 fv (psi) @ d: 77 51 Lu (ft): 2.0 roof 25 35 35 4 240 TL def. < L/ 240 roof /flr 0 0 0 0 0 LL def. < L/ 360 floor 0 0 0 0 0 CD: 1.00 wall /misc. 15 0 - -- 12 180 K: 1.0 w UNIFORM LOAD (plf): 420 LL Red. (Y /N) ?: n Comments Reactions (Ibs) 0 W (plf) Left Right 140 910 910 DL 0 455 455 LL 0 1365 1365 TL 0 ( 2) 2 x 8 (3) 2 8 140 M (lb ft): 2218 Comments P PT LOAD (Ibs): 0 0 from left end: 0.0 No. of MICROLAMS: 2 A B F (2) 2 x 6 (3) 2x 6 (2) 1 -3/4x 5.500 fv (psi) @ d: 88 59 75 fb (psi): 1084 723 930 ATL (in): 0.07 0.05 0.05 AD (in): 0.05 0.03 0.03 span /A: 721 1082 999 Beam Selection ( A - F ): B H3 USE: (3) zx 6 Project Name: Project #: Initials: Date: Sheet: Copy o105SS bmbuiltup_07. ] 0.16. zls P PT LOAD (Ibs): 0 0 from left end: 0.0 No. Of MICROLAMS: 3 A B F ( 2) 2 x 8 (3) 2 8 ( 3) 1 3/4x 5.500 fv (psi) @ d: 77 51 61 fb (psi): 1013 675 1006 ATL (in): 0.11 0.07 0.12 AD (in): 0.07 0.05 0.08 span /A: 705 1057 639 Beam Selection ( A - F ): B H r uSE: (3) zx B eM MARK: H2 Loads Reactions (Ibs) LL (psf) R ps f)L trib (ft) WTI (pit) W" (plf) Left Right Span (ft): 6.5 (CIL Lu (ft): 2.0 roof 25 35 35 7 420 245 1154 1154 DL TL def. < L/ 240 roof /fir 0 0 0 0 0 0 796 796 LL LL def. < L/ 360 floor 0 0 0 0 0 0 1950 1950 TL CD: 1.00 wall /misc. 15 0 - -- 12 180 0 K: 1.0 w UNIFORM LOAD (plf): 600 245 M (lb -ft): 3169 LL Red. (Y /N) ?: n DL LL Comments P PT LOAD (Ibs): 0 0 from left end: 0.0 No. Of MICROLAMS: 3 A B F (2) 2 x 10 (3) 2x 8 (3) 1.3/4x 5.500 fv (psi) @ d: 80 73 87 fb (psi): 889 965 1437 ATL (in): 0.08 0.11 0.17 AD (in): 0.05 0.06 0.10 span /A: 1025 740 448 Beam Selection ( A- F ): B H z U S E: (3) zx a EIM MARK: H3 Loads Reactions (Ibs) DL LL (psf) Red.LL trib (ft) WTL (plf) w (plf) Left Right Span (ft): 4.5 (psf) (psf) Lu (ft): 2.0 roof 25 35 35 6 360 210 743 743 DL TL def. < L/ 240 roof /flr 0 0 0 0 0 0 473 473 LL LL def.< L/ 360 floor 0 0 0 0 0 0 1215 1215 TL C 1.00 wall /misc. 15 0 - -- 12 180 0 K: 1.0 w UNIFORM LOAD (pit): 540 210 M (lb ft): 1367 LL Red. (Y /N) ?: n P PT LOAD (Ibs): 0 0 from left end: 0.0 No. of MICROLAMS: 2 A B F (2) 2 x 6 (3) 2x 6 (2) 1 -3/4x 5.500 fv (psi) @ d: 88 59 75 fb (psi): 1084 723 930 ATL (in): 0.07 0.05 0.05 AD (in): 0.05 0.03 0.03 span /A: 721 1082 999 Beam Selection ( A - F ): B H3 USE: (3) zx 6 Project Name: Project #: Initials: Date: Sheet: Copy o105SS bmbuiltup_07. ] 0.16. zls x WOOD BEAM P PT. LOAD (Ibs): 0 0 from left end: 0.0 Initials: Date: No, Of MICROLAMs: 2 D E A B 3 -1/8 x 18 5.1/8 x 13 1/2 6 3/4 x 131/2 ALLOWABLE STRESS DESIGN (3) 1 -3/4 x 16 F 162 (2) 2 x 12 (3) 2x 8M MARK: 1-14 130 111 fb (psi): 2178 Loads 1793 (2) 1 -3/4x 5.500 Reactions (Ibs) 80 71 0.60 DL LL (psf) R psf)L trib (ft) WTL (Plf) WILL (Plf) Left Right 710 Span (ft): 5.5 250 ( 301 449 2546 ATL (in): 0.04 Lu (ft): 2.0 roof 25 35 35 16.5 990 577.5 1134 1134 DL TL def. < L/ 240 roof /fir 0 0 0 0 0 0 1588 1588 LL LL def. < L/ 360 floor 0 0 0 0 0 0 2723 2723 TL CD: 1.00 wall /misc. 15 0 - -- 0 0 0 BM MARK: H5 K: 1.0 Loads w UNIFORM LOAD (plf): 990 578 M (lb -ft): 3743 LL Red. (Y /N) ?: n R psf)L trib (ft) WTL (Plf) w LL (Plf) Left Right Span (ft): 9.0 (P5F) Beam Selection ( A - F ): P PT. LOAD (Ibs): 0 0 from left end: 0.0 Initials: Date: No, Of MICROLAMs: 2 D E A B 3 -1/8 x 18 5.1/8 x 13 1/2 6 3/4 x 131/2 (3) 1-3/4x 14.000 (3) 1 -3/4 x 16 F 162 (2) 2 x 12 (3) 2x 10 130 111 fb (psi): 2178 2361 1793 (2) 1 -3/4x 5.500 1641 fv (psi) @ d: 80 71 0.60 0.66 0.44 AD (in): 0.23 0.33 177 0.27 fb (psi): 710 700 250 329 301 449 2546 ATL (in): 0.04 0.04 0.22 OD (in): 0.01 0.02 0.09 span /A: 1844 1538 299 Beam Selection ( A F ): B H4 USE: (3) zx 1 ❑ BM MARK: H5 Loads Reactions (Ibs) LL (psf) R psf)L trib (ft) WTL (Plf) w LL (Plf) Left Right Span (ft): 9.0 (P5F) Lu (ft): 2.0 roof 25 35 35 15 900 525 1688 1688 DL TL def. < L/ 240 roof /fir 0 0 0 0 0 0 2363 2363 LL LL def. < L/ 360 floor 0 0 0 0 0 0 4050 4050 TL Co: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 900 525 M (lb ft): 9113 LL Red. (Y /N) ?: n DL LL Comments P PT LOAD (Ibs): 0 0 from left end: 0.0 No. Of MICROLAMs: 2 C F G 3.1/8 x 10 1/2 (2) 1-3/4x 9.250 (3) 1 3/4 x 16 fv (psi) @ d: 149 156 51 fb (psi): 1904 2191 488 ATL (in): 0.24 0.30 0.04 AD (in): 0.10 0.13 0.02 span /A: 441 357 2768 Beam Selection ( A F ): HS USE: (3) 1 -3/4 x 1 6 BM MARK: F16 Loads Reactions (Ibs) LL (psf) R paf)L trib (ft) WTL (Plf) WILL (Plf) Left Right Span (ft): 16.5 (P s f Lu (ft): 2.0 roof 25 35 35 15 900 525 3094 3094 DL TL def. < L/ 240 roof /fir 0 0 0 0 0 0 4331 4331 LL LL def.< L/ 360 floor 0 0 0 0 0 0 7425 7425 TL CD: 1.00 wall /misc. 0 0 - -- 0 0 0 K: 1.0 w UNIFORM LOAD (plf): 900 525 M (lb-ft): 30628 LL Red. (Y /N) ?: n DL LL Comments Beam Selection ( A - F ): P PT LOAD (Ibs): 0 0 from left end: 0.0 Project Name: No. Of MICROLAMS: 3 Initials: Date: C D E F G 3 -1/8 x 18 5.1/8 x 13 1/2 6 3/4 x 131/2 (3) 1-3/4x 14.000 (3) 1 -3/4 x 16 fv (psi) @ d: 162 139 106 130 111 fb (psi): 2178 2361 1793 2143 1641 ATL (in): 0.55 0.79 0.60 0.66 0.44 AD (in): 0.23 0.33 0.25 0.27 0.18 span /A: 361 250 329 301 449 Beam Selection ( A - F ): H6 USE: (3) 1 -3/4 x 1 6 Project Name: Project #: Initials: Date: Sheet: D MASONRY SLENDER WAL DESIGN All equations based on IBC 2000 Section 2108.9 4 and (ACI 530 -02 Section 3.2.5) PROJECT : EWS WALL MARK: WALL DATA: MW1 T.O. parapet elev (ft) : 22.00 T.O. wall elev (ft) : 20.30 Base Elev (ft) : 0.00 I'm (psi) : 1500 Fy (ksi) : 60 Wall self wt (psf) : 80 Equiv Thick (in) : 7.00 r (in) : 3.91 d (in) : 9.06 face shell (in) : 1.50 LOAD DATA: fl : 0.5 f2 : 0.7 Snow Loads ?: Y SPECIAL INSPECTION REQUIRED, Solid Grouted? : N Nom. Wall Thick (in) : 12 Gravity Nom. Jamb Thick (in) : 12 Gravity Vertical Reber [#] : 5 1.00 Vert. Reinf spacing : 32 "o.c. E.F. Ig (in4 /ft) Center Rebar? (Y /N) : N : 97 Min As Horiz (in2 /ft) : 0.06 (# 5 AT 48 " 0.c. ) Min As Vert (in2 /11) : 0.06 w (klf Equiv Vert As (in2 /11) : 0.12 > As min. OK Equiv Horiz As (in2/ft) : 0.08 OK Seismic Design Data: Wind Design Data: (IBC 2000 and ASCE 7 -02) (ASCE 7 -98 and 7 -02) S 0.547 0.09 I : 1.00 Design Wind Pressure (psf) : 10.0 P: 1 00 60 (IBC Eq 16 -63) Fp : 0.22 Ww Fp (psf) : 17.5 (IBC Eq 16 -28) Ev: 0.109 D Left Opening y jamb width w Right Opening Gravity Lateral Lateral Gravity 0.00 0.00 1.00 U "u. 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 : 21.0 OK Vert bar clear cover (in) : 2.25 Em (psi) : 1,350,000 n : 21.5 [31 : 0.80 Ag (m2/ft) : 84.0 Ig (in4 /ft) : 1097 fr (psi) : 97 S (in3 /ft) : 189 WALL ANALYSIS: Load Combos: 1AD 1.2D +1.6L +0.5S 1.2D+1.6S +fiL d from face of 1.2D +16W +f1 L +0 .5S Bearing 0.9D +1.011 0.9D +1.6W Pu(km): SERVICE LOAD DATA: DL (psf) LL (psf) Trib (ft) wall (in) a (in) Width (ft) w (klf) w WLR (klf) w (klf Roof Ledger Load 1 (psf) : 25 35 2.5 -5.81 0.00 -- 0.06 -- 0.00 0.09 Roof Ledger Load 2 (psf) : 25 60 15.0 2.00 7.81 -- 0.38 -- 0.00 0.90 Floor Ledger Load (psf) : 0 0 0.0 0.00 5.81 -- 0.00 0.00 -- -- Roof Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 -- 0.00 0.00 Floor Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 0.00 -- -- Roof Concentrated Load (Kip) : 0.00 0.00 -- 0.00 5.81 0.00 0.00 -- 0.00 0.00 Floor Concentrated Load (Kip) : 0.00 0.00 -- 0.00 5.81 0.00 0.00 0.00 -- -- Wall Self Wt (klf) : 0.05 - -- 0.95 -- -- -- 0.02 OK 0 CODE CHECKS: 0.05 OK OK Ult. Vert stress (psi) : 43 < 0.05 fm (psi) : 75 OK (IBC 2108 9.4) {ACI 530 -02 3 -23) P : 0.0011 < p max: 0.0088 OK (IBC 2108.9.2.13.2) WALL ANALYSIS: Load Combos: 1AD 1.2D +1.6L +0.5S 1.2D+1.6S +fiL 1- 2D +1.6S +0.8W 1.2D +16W +f1 L +0 .5S 1.2D +1.0E +f1 L +f2S 0.9D +1.011 0.9D +1.6W Pu(km): 3.62 2.26 3.24 3.24 2.16 2.51 1.40 1.25 f3 -25) Pu'e /2 (k- fuft): 0.67 0.32 0.62 0.62 029 0.36 0.12 0.11 0.82 Mu wind (k -") : 0.00 0.00 0.00 0.41 0.82 0.00 0.00 0.90 0.00 Mu seismic (k- f/ft): 0.00 0.00 0.00 0.00 0.00 0.90 1.03 0.94 (3 -24) Final Mu TOTAL (k -IVff) : 0.68 0.33 0.62 1.04 1.13 1.28 0.05 0.05 A u (in) : 0.03 0.02 0.03 0.05 0.06 0.06 1.05 (IBC 2108.9.4.6) {ACI 3 -32) 1.52 1.52 <fMn.OK 1.52 <IMn.OK 1.52 <fMn.OK 1.52 <fMn.OK 1. c fMn.Ok Mcr(k -M): 1.52 < IPA, OK 1.52 <fMn.OK <IMn.OK 0.80 0.80 0.80 flexure li : 0.80 0.80 0.80 0.80 0.80 5.34 > Mu. OK 5.53 > Mu. OK 4.91 > M. OK 4.82 > Mu. OK (ACI 3 -27) � Mn (k -tHft) : 6.16 > Mu. OK 5.39 > Mu. OK 5.95 > Mu OK 5.95 > Mu. OK ACI 3 -26) 250 228 235 212 208 ICrlin4 ): 257 230 250 1.05 0.75 0.64 Initial M service(k -ftm): 0.42 0.42 0.42 0.93 0.93 1.62 1.62 (3 -29) Amax = 0.007h (in): 1.62 1.62 1.62 1.62 1.62 1.62 (IBC 2108.9.4.6) SACI 3- 30,31} 0.05 0.05 OK 0.04 OK 0.03 OK A S (in): 0.02 OK 0 OK 0.02 OK 0.05 OK OK Project Name: Project #: Initials: Date: Sheet: CMU WALLAS MASONRY SLENDER WAL DESIGN All equations based on IBC 2000 Section 2108 9.4 and {ACI 530 -02 Section 3.2 5) PROJECT: EWS WALL MARK: WALL DATA: MW2 T.O. parapet elev (ft) : 22.00 T. 0. wall elev (ft) : 16.50 Base Elev (ft) : 0.00 fm (psi) : 1500 Fy (ksi) : 60 Wall self Wt (psf) : 77 Equiv Thick (in) : 6.70 r (in) : 3.97 d (in) : 5.81 face shell (in) : 1.50 LOAD DATA: f1 : 0.5 f2 : 0.7 Snow Loads ?: Y SPECIAL INSPECTION REQUIRED. Solid Grouted? : N Nom. Wall Thick (in) : 12 Gravity Nom. Jamb Thick (in) : 12 Lateral Vertical Reber [ #] : 5 1 0.00 Vert. Reinf spacing : 40 "o.c. 0.00 Center Rebar? (YIN) : Y 97 Min As Horiz (in2 /ft) . 0.06 (# 5 AT 48 "_o.c. ) Min As Vert (in2 /ft) : 0.06 Width (ft) Equiv Vert As (in2lft) : 0.09 > As mm. OK Equiv Horiz As (in2 /ft) : 0.08 OK Seismic Design Data: Wind Design Data: (IBC 2000 and ASCE 7 -02) (ASCE 7 -98 and 7 -02) Sos : 0.547 40.0 I : 1.00 Design Wind Pressure (psf) : 16.5 p: 1.00 -- (IBC Eq 16 -63) Fp : 0.22 Ww Fp (psf) . 16.9 (IBC Eq 16 -28) Ev : 0.109 D 1-1r -A n-;- I --t fffl Left Opening jamb Right Opening Gravity Lateral width Lateral Gravity 0.00 1 0.00 1.00 0.00 0.00 Calculated Max. Jamb Width (it): 1.00 Lateral Uniform Load Concentration : 1.00 Gravity Uniform Load Concentration : 1.00 Gravity Concentrated Load Distribution : 1.00 h' /t : 17.0 OK Vert bar clear cover (in) : 2.25 Em (psi) : 1,350,000 n : 21.5 (31 : 0.80 Ag (in2 /ft) B0.4 Ig (in4 /ft) : 1064 fr (psi) : 97 S (in3 /ft) : 183 (IBC 2108.9.4.6) {ACI 3 -32) MCr(k -Nf): 1.48 <Win. OK 1.48 d from face of 1.48 <Wn. OK Bearing 1.48 fMr. OK 1.48 <fMn. OK 1.48 <fMn. op flexure 0.80 SERVICE LOAD DATA: DL(pSf) LL (psf) Trib(ft) wall (in) a(in) Width (ft) w w W R (klf) ws(klf) > Mu. OK 3.76 > Mu. OK 3.76 > M. OK Roof Ledger Load 1 (psf) : 25 35 40.0 2.00 7.81 -- 1.00 -- 0.00 1.40 Roof Ledger Load 2 (psf) : 25 50 0.0 0.00 5.81 -- 0.00 -- 0.00 0.00 Initial M service (k -fvn) : 0.78 Floor Ledger Load (psf) : 0 0 0.0 0.00 5.81 -- 0.00 0.00 -- -- Roof Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 -- 0.00 0.00 Floor Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 0.00 -- -- Roof Concentrated Load (Kip) : 0.00 0.00 -- 0.00 5.81 0.00 0.00 -- 0.00 0.00 Floor Concentrated Load (Kip) : 0,00 0.00 -- 0.00 5.81 0.00 0.00 0.00 -- -- Wall Self Wt (klf) : -- -- -- -- -- -- 1.06 -- -- -- CODE CHECKS: Ult. Vert stress (psi): 65 < 0.05 fm (psi) : 75 OK (IBC 2108.9.4) {ACI 530 -02 3 -23) P :0.0013 < p max: 0.0088 OK (IBC 2106.9.2.13.2) WALL ANALYSIS: Load Combos: 1AD 1.2D +1.6L +0.5S 1.2D +1.6S +f1L 1.2D +1.6S +0.8W 1.2D +1.6W +f1L +0.5S 1.2D +1.OE +f1L +f2S 0.9D +1.DE 0.9D +1.6W Pu (k/n) : 5.26 3.31 4.71 4.71 3.17 368 2.08 1.85 (3 -25) Pu'e /2 (k-ft/ft: 1.23 0.66 1.12 112 0.62 0.75 0.33 0.29 Mu wind (k -fvn) : 0.00 0.00 0.00 0.45 0.90 0.00 0.00 0.90 Mu seismic (k -ffm) : 0.00 0.00 0.00 0.00 0.00 0.57 0.57 0.00 Final Mu TOTAL(k - fun): 1.25 0.67 1.13 1.61 1.54 1.33 0.91 1.20 {3.24) A u (n): 0.04 0.02 0.04 0.10 0.08 0.05 0.03 0.04 (IBC 2108.9.4.6) {ACI 3 -32) MCr(k -Nf): 1.48 <Win. OK 1.48 <fMn. OK 1.48 <fMn. OK 1.48 <Wn. OK 1.48 <fMn. OK 1.48 fMr. OK 1.48 <fMn. OK 1.48 <fMn. op flexure 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 {ACI 3 -27) � Mn (k -fUn) : 3.95 > Mu. OK 3.27 > Mu. OK 3.76 > Mu. OK 3.76 > M. OK 3.22 > Mu OK 3.40 > Mu. OK 2.84 > Mu. OK 2.76 > Mu. OK ACI 3 -26) Icr(in4): 97 84 93 93 83 86 75 73 Initial M service (k -fvn) : 0.78 0.78 0.78 1.34 1.34 1.18 0.73 0.89 (IBC 2108.9.4.6) (ACI 3- 30,31) 4 s (in) : 0.03 OK 0.03 OK 0.03 OK 0.05 OK 0.05 OK 0.04 OK 0.02 OK 0.03 OK Project Name: Project #: Initials: Date: Sheet: CMU WALL.xIs 7 I MASONRY SLENDER WALL DESIGN All equations based on IBC 2000 Section 2108.9.4 and [ACI 530 -02 Section 3.2.5) PROJECT: EWS <Mr. OK 1.52 <fMn. OK 1.52 < fMn. OK 1.52 <( Mn. OK 1.52 <Min. OK 1.52 < fMn. OK 1.52 <IM, OK WALL MARK: <Win. O K flexure SPECIAL INSPECTION REQUIRED. Wall and Opening Layout (ft) 0.80 0.80 WALL DATA: MW3 0.80 Solid Grouted ?: N (AC 3-2 7) � Mn (k- ff/fi : Left Opening jamb Right Opening > Mu. OK 3.27 > Mu. OK T.O. parapet elev (ft) : 22.00 3.22 > Mu. OK Nom. Wall Thick (in) : 12 > Mu. OK Gravity Lateral width Lateral Gravity T.O. wall elev (ft) : 20.33 Nom. Jamb Thick (in) : 12 Icr(in4): a00 0.00 1.00 0.00 0.00 81 Base Elev (ft) : 0.00 78 Vertical Reber [ #] : 5 0.43 0.43 0.43 1.29 1.29 1.07 Vert. Reinf spacing : 32 O.C. " Calculated Max. Jamb Width (ft): 1.00 fm (psi) : 1500 1.63 Center Reber? (YIN) : Y 1,63 Lateral Uniform Load Concentration : 1.00 Fy (ksi) : 60 Min As Horiz (in2 /fl) : 0.06 (# 5 AT 48 " o.c.) Gravity Uniform Load Concentration : 1.00 Min As Vert (in2 /11) 0.06 Gravity Concentrated Load Distribution : 1.00 Wall self Wt (psf) : 80 Equiv Vert As (in2 /n) : 0.12 > As in OK Equiv Thick (in) : 7.00 Equiv Horiz As (in2/ft) : 0.08 OK r (in) : 3.91 d (in) : 5.81 Seismic Design Data: Wind Design Data: h' /t : 21.0 OK face shell (in) : 1.50 (IBC 2000 and ASCE 7 -02) (ASCE 7 -98 and 7 -02) Vert bar clear cover (in) : 2.25 SDS : 0.547 LOAD DATA: I : 1.00 Design Wind Pressure (psf) : 16.5 Em (psi) : 1,350,000 fl : 0.5 p: 1.00 n : 21.5 f2: 0.7 PI : 0.80 Snow Loads? : Y (IBC Eq 16 -63) Fp : 0.22 Ww Ag (in2 /ft) : 84.0 Fp (psf) : 17.5 Ig (in4 /fl) : 1097 (IBC Eq 16 -28) Ev : 0.109 D fr (psi) : 97 S (in3 /ft) 189 d from face of Bearing SERVICE LOAD DATA: DL (psf) LL (psf) Trib (ft) - 11 fin) a (in) Width (ft) w (klf) w WLR (klf) w (klf) Roof Ledger Load 1 (psf) : 25 35 5.0 2.00 7.81 -- 0.13 -- 0.00 0.18 Roof Ledger Load 2 (psf) : 25 35 4.0 27.81 33.62 -- 0.10 -- 0.00 0.14 Floor Ledger Load (psf) : 0 0 0.0 0.00 5.81 -- 0.00 0.00 -- -- Roof Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 -- 0.00 0.00 Floor Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 0.00 -- -- Roof Concentrated Load (Kip) : 0.00 0.00 -- 0.00 5.81 0.00 0.00 -- 0.00 0.00 Floor Concentrated Load (Kip) : 0.00 0.00 -- 0.00 5.81 0.00 0.00 0.00 -- -- Wall Self Wt (klf) : -- -- -- -- -- -- 0.95 -- -- -- 11 CODE CHECKS: UIt. Vert stress (psi) : 26 < 0.05 fm (psi) : 75 OK (SC 2108 9 4) (ACI 530 - 02 3 - 23) p : 0.0017 p max: 0.0088 OK (IBC 2108.9.2.13.2) WALL ANALYSIS: Load Combos: 1.41D 1.2D+1.6L +0.5S 1.21D 1.21D+1.6S +0.8W 1.2D + 1.6W +f1 L +0.5S 1.2D + 1.OE + f1L + f2S 0.9D +1.OE 0.9D +1.6W Pu (klR): 2.18 1.60 1.91 1.91 1.56 1.75 118 1.05 (3 -26) Put *e/2 (k -fvn): 0.68 0.37 0.62 0.62 0.34 0.41 0.18 0.16 Mu wind (k -wft) : 0.00 0.00 0.00 0.68 1.36 0.00 0.00 1.36 Mu seismic (k -Rm) : 0.00 0.00 0.00 0.00 0.00 0.91 0.91 0.00 Final Mu TOTAL(k -nm): 0.69 0.37 0.63 1.31 1.74 1.33 1.09 1.53 (3 -24) A u (in) : 0.03 0.02 0.03 0.07 0.22 0.07 0.05 0.08 (IBC 2108.9 4.6) (ACI 3 -32) Mcr(k ftft): 1.52 <Mr. OK 1.52 <fMn. OK 1.52 < fMn. OK 1.52 <( Mn. OK 1.52 <Min. OK 1.52 < fMn. OK 1.52 <IM, OK 1.52 <Win. O K flexure 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 (AC 3-2 7) � Mn (k- ff/fi : 3.36 > Mu. OK 3.16 > Mu. OK 3.27 > Mu. OK 3.27 > Mu. OK 3.15 > Mu. OK 3.22 > Mu. OK 3.02 > Mu. O K 2.97 > Mu. OK (ACI 3 -26) Icr(in4): 86 82 84 84 81 83 79 78 Initial M service (k -nttt) : 0.43 0.43 0.43 1.29 1.29 1.07 0.81 1.03 Amex = 0.007h(in): 1.63 1.63 1.63 1.63 1.63 1.63 1,63 1.63 [3 - 29) (IBC 2108.94.6) (AC( 3- 30,31) A s (in): 0.02 OK 0.02 OK 0.02 OK 0.07 OK 0.07 OK _ 0.05 OK 0.04 OK 0.05 OK Project Name: Project #: Initials: Date: Sheet: CMU WALL.xfs MASONRY SLENDER WALL DESIGN All equations based on IBC 2000 Section 2108.9.4 and (ACI 530 -02 Section 32.5) PROJECT: EWS JAMB MARK: MJ1 WALL DATA: Nom. Wall Thick (in) : T.O. parapet elev (ft) : 22.00 T.O. wall elev (ft) : 16.00 Base Elev (ft) : 0.00 I'm (psi) : 1500 Fy (ksi) : 60 Wall self wt (psf) : 78 Equiv Thick (in) : 7.60 r (in) : 2.19 d (in) : 181 face shell (in) : 7.60 LOAD DATA: f1 : 0.5 f2 : 0.7 Snow Loads ?: Y SPECIAL INSPECTION REQUIRED. Solid Grouted? : Y Nom. Wall Thick (in) : a Gravity Nom. Jamb Thick (in) : 8 Lateral Vertical Reber [ #] : 5 3.33 No. of vent. bars : 3 centered 1 21.33 Center Rebar? (Y /N) : Y : 155 Min As Horiz (n2/ft): 0.06 (# 5 AT 48 " o.c. ) Min As Vert (in2 /ft) : 0.06 Width (ft) Equiv Vert As (in2lft) : 0.35 > As min. OK Equiv Horiz As (m2 /ft) : 0.08 OK Seismic Design Data: Wind Design Data: (IBC 2000 and ASCE 7 -02) (ASCE 7 -96 and 7 -02) S : 0.547 9.0 I : 1.00 Design Wind Pressure (psf) : 10.0 p: 1.00 -- (IBC Eq 16 -63) Fp : 0.22 Ww Fp (psf) : 17.1 (IBC Eq 16 -28) Ev : 0.109 D Solid grout wall full ht for 2.6666 ft from edge of opening Left Opening jamb Right Opening Gravity Lateral width Lateral Gravity 3.33 3.33 2.67 21.33 1 21.33 Calculated Max. Jamb Width (ft) : 2.67 Lateral Uniform Load Concentration : 5.62 Gravity Uniform Load Concentration : 5.62 Gravity Concentrated Load Distribution : 0.38 Wt . 25.2 OK Vert bar clear cover (in) : 2.25 Em (psi) : 1,350,000 n : 21.5 p1 :08o Ag (in2/ft) : 91.2 Ig (in4 /ft) : 443 fr (psi) : 155 S (in3 /ft) : 116 (IBC 2108SAS) (ACI 3 -32) d from face of 1.50 <fMo.OK Bearing 1.50 <fMn.OK 1.50 <fMn.OK 1.50 <fMn.OK Mcr(k- ffra): 1.50 SERVICE LOAD DATA: DL (psf) LL (psf) Trib (ft) -11 (in) e (in) Width (ft) WD (klf) W L (kif) w Ln (kit) w (klf) 0.80 Roof Ledger Load 1 (psf) : 25 35 9.0 2.00 5.81 -- 1.27 -- 0.00 1.77 > Mu. OK 5.98 > Mu. OK 5.98 > Mu. OK Roof Ledger Load 2 (psf) : 0 0 0.0 0.00 3.81 -- 0.00 -- 0.00 0.00 82 87 Floor Ledger Load (psf) : 0 0 0.0 0.00 3.81 -- 0.00 0.00 -- -- 2'11 Roof Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 -- 0.00 0.00 Amex = 0.007h(in): Floor Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 0.00 -- -- Roof Concentrated Load (Kip) : 0.00 0.00 -- 0.00 3.81 10.00 0.00 -- 0.00 0.00 Floor Concentrated Load (Kip) : 0.00 0.00 -- 0.00 3.81 10.00 0.00 0.00 -- -- Wall Self Wt (klf) : -- - -- -- -- 6.14 -- -- -- . t .4 I u.uu CODE CHECKS: Ult. Vert stress (psi): 147 > 0.05 fm (psi) : 75 OK. h'It less than 30 and fua <0.2'fm (IBC 2108 9.4) (ACI 530 -02 3 -23) p :0.0076 < p max :0.0088 OK (IBC 2108 9213 2) WALL ANALYSIS: Load Combos: 1AD 1.2D +1.6L +0.5S 1.2D +1.6S +flL 1.2D +1.6S +0.8W 1.2D +1.6W +f1L +0.5S 1.2D +1.OE +f1L +f2S 0.9D +1.0E 0.9D +1.6W Pu (km): 13.38 9.95 11.72 11.72 9.77 10.94 7.48 6.67 (3 -25) Pu'e /2 (k -fvt): 1.16 0.63 1.05 1.05 0.58 0.70 0.31 0.28 2.88 Mu wind (k- tuft): 0.00 0.00 0.00 1.44 2.88 0.00 0.00 3.07 0.00 Mu seismic (k -ftfft) : 0.00 0.00 0.00 0.00 0.00 3.07 3.83 Final Mu TOTAL(k -am): 1.27 0.67 1.14 3.23 4.55 5.12 4.23 {3 -24) 1.26 A u (in): 0.10 0.05 0.09 0.76 1.39 1.53 1.40 (IBC 2108SAS) (ACI 3 -32) 1.50 1.50 <fMo.OK 1.50 <fMn.OK 1.50 <fMn.OK 1.50 <fMn.OK 1.50 <fMn.OK Mcr(k- ffra): 1.50 Win. OK 1.50 <Wo.OK <fMo.OK 0.80 0.80 flexure 0.80 0.80 0.80 0.80 0.80 0.80 (ACI 3 -27) Q Mn (k -fvft) : 6.16 > Mu. OK 5.77 > Mu. OK 5.98 > Mu. OK 5.98 > Mu. OK 5.75 > Mu. OK 5.89 > Mu. OK 5.46 > Mu. OK 5.35 > Mu. OK (ACI 3 -26) 82 87 73 70 Icr(ina): 101 83 91 91 2'11 Initial M service (k- ruff): 0.74 0.74 0.74 2.54 2.54 2.89 2'46 Amex = 0.007h(in): 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 (3-29) (IBC 2108.9.4.6) [ACI 3- 30,31) A s (in) : 0.06 OK 0.06 OK 0.06 OK 0.69 OK 0.78 OK 0.91 OK 0.78 OK 0.57 OK Proj ect Name: Project #: Initials: Date: Sheet. CMU WALLxfs 11 1 MASO SLENDER WALL DESIGN All equations based on IBC 2000 Section 2108.9 4 and (ACI 530 -02 Section 3.2 5) PROJECT: EWS JAMB MARK: MJ2 WALL DATA: T.O. parapet elev (ft) : 22.00 T.O. wall elev (ft) : 16.00 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: ft : 0.5 f2 : 0.7 Snow Loads ?: Y SPECIAL INSPECTION REQUIRED. Solid Grouted? : Y Nom. Wall Thick (in) : 8 Nom. Jamb Thick (in) : 8 Vertical Rebar [#] : 5 No. of vert. bars : 2 centered Center Rebar? (Y /N) : Y Min As Horiz (in2/ft) : 0.06 (# 5 AT 48 " 0.c.) Min As Vert (in2 /ft) : 0.06 Equiv Vert As (in2 /ft) : 0.31 > As mm OK Equiv Horiz As (in2 1f) : 0.08 OK Seismic Design Data: (IBC 2000 and ASCE 7 -02) Sos : 0.547 I 1.00 p: 1.00 (IBC Eq 16 -63) Fp : 0.22 Ww Fp (psf) : 17.1 (IBC Eq 16 -28) Ev : 0.109 D Wind Design Data: (ASCE 7 -98 and 7-02) Design Wind Pressure (psf) : 10.0 WALL ANALYSIS: Solid grout wall full ht for 2 fl from edge of opening Left Opening jamb Right Opening Gravity d from face of width Bearing Gravity 3.33 1 3.33 SERVICE LOAD DATA: DL (psf) LL (psf) Trib(ft) -11 (in) a(in) Width (ft) w W (kIf) W w Roof Ledger Load 1 (psf) : 25 35 18.8 2.00 5.81 -- 1.25 -- 0.00 1.75 Roof Ledger Load 2 (psf) : 0 0 0.0 0.00 3.81 -- 0.00 -- 0.00 0.00 Floor Ledger Load (psf) : 0 0 0.0 0.00 3.81 -- 0.00 0.00 -- -- Roof Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 -- 0.00 0.00 Floor Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 0.00 -- -- Roof Concentrated Load (Kip) : 0.00 0.00 -- 0.00 3.81 10.00 0.00 -- 0.00 0.00 Floor Concentrated Load (Kip) : 0.00 0.00 -- 0.00 3.81 10.00 0.00 0.00 -- -- Wall Self Wt (klf) : 1.28 - -- -- -- -- 2.91 -- -- 0.10 OK 0 - .09 l b 000 000 17� CODE CHECKS: - 0.06 OK 0.06 OK 0.21 OK 0.22 OK 033 OK Ult. Vert stress (psi) : 97 > 0.05 fm (psi) : 75 OK, h' /t less than 30 and fua<0 2'fm (IBC 2108.9.4) (ACI 530 -02 3 -23) p : 0.0068 < p max: 0.0088 OK (IBC 2108.9 2.13 2) WALL ANALYSIS: Solid grout wall full ht for 2 fl from edge of opening Left Opening jamb Right Opening Gravity Lateral width Lateral Gravity 3.33 1 3.33 1 2.00 3.33 3.33 Calculated Max. Jamb Width (ft) : 2.00 Lateral Uniform Load Concentration : 2.67 Gravity Uniform Load Concentration : 2.67 Gravity Concentrated Load Distribution : 0.50 h7t : 25.2 Vert bar clear cover (in) : 2.25 Em (psi) : 1,350,000 n : 21.5 P : 0.80 Ag (in2 /ft) : 91.2 Ig (in4 /fl) : 443 fr (psi) : 155 S (in3 /ft) : 116 OK Load Combos: 1.4D 12D +1.61-+0.5S 1.2D +1.6S +f1L 1.2D +1.6S +0.8W 1.2D +1.6W +f1L +0.5S 1.2D +i.OE +flL +f2S 0.9D +1.OE 0.9D +1.6W Pu (k/ff): 8.80 6.04 7.79 7.79 5.87 6.67 4.20 3.75 (3 -25) Pu'e /2(k -ftft): 1.14 0.62 1.04 1.04 0.58 0.69 0.31 0.27 1.37 Mu wind (k -tuft) : 0.00 0.00 0.00 0.68 1.37 0.00 0.00 1.46 0,00 Mu seismic(k- fift): 0.00 0.00 0.00 0.00 0.00 1.46 1.88 1.71 (3 -24) Final Mu TOTAL (k -run) : 1.21 0.64 1.10 1.94 2.17 2.51 0.34 0.24 A u (in): 0.09 0.05 0.08 0.34 0.49 0.66 69 (IBC 2108.9.4.6) (ACI 3 -32) 1.50 OK 1.50 <fV, OK 1.50 <fMn. OK 1.50 <fMn -OK 1.50 <fMn. OK 1.50 <fMn. ON MCr(k -Pon): 1.50 <fMn. OK 1.50 <IM, OK <fMn. 0.80 0.80 flexure 0.80 0.80 0.80 0.80 0.80 0.80 (ACI 3 -27) � Mn (k -Pon) : 5.33 > Mu OK 4.94 > Mu. OK 5.19 > Mu. OK 5.19 > Mu. OK 4.91 > Mu. OK 5.03 > Mu. OK 4.66 > Mu. OK 4.59 > Mu. OK ACI 3 -26j 61 63 57 56 Icr(ina): 69 61 66 66 1.32 1.16 Initial M service (k -fvn): 0.73 0.73 0.73 1.58 1.58 1.75 1.28 Amex = 0.007h(m): 1.28 1.28 1.28 1.28 1.28 1.28 1.28 (3 -29) (IBC 2108.9.4.6) (ACI 3- 30,31) 0.10 OK 0 - .09 OK n r.., n nF nu - 0.06 OK 0.06 OK 0.21 OK 0.22 OK 033 OK Project Name: Project #: Initials: Date: Sheet: CMU WALLxIs MASONRY SLENDER WALL DESIGN All equations based on IBC 2000 Section 2108.9 .4 and (ACI 530 -02 Section 3.2.5) PROJECT: EWS JAMB MARK: MJ3 WALL DATA: Nom. Wall Thick (in) : T.O. parapet elev (ft) : 22.00 T. 0. wall elev (ft) : 16.00 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: fl : 0.5 f2 : 0.7 Snow Loads ?: Y SPECIAL INSPECTION REQUIRED. Solid Grouted? : Y Nom. Wall Thick (in) : 8 Gravity Nom. Jamb Thick (in) : 8 Lateral Vertical Rebar [ #] : 5 T 0.00 No. of vert. bars : 1 centered 3.33 Center Rebar? (Y /N) : Y : 155 Min As Horiz (m2/fl) : 0.06 (# 5 AT 48 " oc ) Min As Vert (in2 /ft) : 0.06 Width (ft) Equiv Vert As (in2 /fq : 0.23 > As min. OK Equiv Horiz As (in2 /ft) : 0.08 OK Seismic Design Data: Wind Design Data: (IBC 2000 and ASCE 7 -02) (ASCE 7 -98 and 7 -02) Sp : 0.547 18.8 I : 1.00 Design Wind Pressure (psf) : 10.0 p: 1.00 - (IBC Eq 16 -63) Fp : 0.22 Ww Fp (psf) : 17.1 (IBC Eq 16 -28) Ev : 0.109 D Solid grout wall full ht for 1.333 ft. from edge of opening Left Opening jamb Right Opening Gravity Lateral width Lateral Gravity 0.00 T 0.00 1. 33 3.33 3.33 Calculated Max. Jamb Width (fl): 1.33 Lateral Uniform Load Concentration : 215 Gravity Uniform Load Concentration : 2.25 Gravity Concentrated Load Distribution : 0.75 h' /t : 25.2 OK Vert bar clear cover (in) : 2.25 Em (psi) : 1,350,000 n : 21.5 (31 : 0.80 Ag (in2 /fl) : 91.2 Ig (in4 /ft) : 443 fr (psi) : 155 S (in3 /fl) : 116 (IBC 2108.9.4.6) (ACI 3 -32) d from face of Bearing Mcr(k- ft/n): 1.50 SERVICE LOAD DATA: DL (psf) LL (psf) Trib (ft) wall (in) e (in) Width (ft) w (klf) w w ws (klf) 0.80 Roof Ledger Load 1 (psf) : 25 35 18.8 2.00 5.81 - 1.05 -- 0.00 1.48 > W. OK 4.30 > Mu. OK 4.30 > Mu. OK Roof Ledger Load 2 (psf) : 0 0 0.0 0.00 3.81 -- 0.00 -- 0.00 0.00 Floor Ledger Load (psf) : 0 0 0.0 0.00 3.81 -- 0.00 0.00 -- -- 47 47 Roof Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 -- 0.00 0.00 Amax= 0.007h (in): Floor Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 0.00 -- -- Roof Concentrated Load (Kip) : 0.00 0.00 -- 0.00 3.81 10.00 0.00 -- 0.00 0.00 n n5 nv Floor Concentrated Load (Kip) : 0.00 0.00 -- 0.00 3.81 10.00 0.00 0.00 -- -- Wall Self Wt (klf) : -- -- -- -- -- -- 2.46 -- -- -- 1 CODE CHECKS: Ult. Vert stress (psi) : 81 > 0.05 fm (psi) : 75 OK. h' 11 less than 30 and fua<0.2'fm (IBC 210894) (ACI 530 -02 3 -23) p : 0.0051 < p max: 0.0088 OK (IBC 2108.92.13.2) WALL ANALYSIS: Load Combos: IAD 1.2D +1.6L +0.5S 1.2D +1.6S +f lL 1.20 + 1.6S + 0.8W 1.2D + 1.6W +f L + O.5S 1.2D +1.OE +f1 +f2 0.9D +1.OE 0.90 +1.6W Pu(krq: 7.43 5.10 6.58 6.58 4.95 5.63 3.55 3.16 (3 -25) Pu'e /2 (k -fvn): 0.97 0.52 0.88 0.88 0.49 0.58 0.26 0.23 Mu wind (k -fun) : 0.00 0.00 0.00 0.58 1.15 0.00 0.00 1.15 Mu seismic (k -run) : 0.00 0.00 0.00 0.00 0.00 1.23 1.23 0.00 Final Mu TOTAL fk -fun): 1.01 0.54 0.92 1.53 1.75 2.02 1.53 1.41 (3 -24) 4 u (in) : 0.08 0.04 0.07 0.13 0.29 0.47 0.13 0.11 (IBC 2108.9.4.6) (ACI 3 -32) Mcr(k- ft/n): 1.50 <fMn.OK 1.50 <fMn.OK 1.50 c10n.OK 1.50 < Wo,OK 1.50 <Wn.OK 1.50 cfMn.OK 1.50 <fMn.OK 1.50 <fMn.OK flexure 0 : 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 (ACI 3.27) 0 Mn (k -R/rt) : 4.44 > Mu. OK 4.05 > W. OK 4.30 > Mu. OK 4.30 > Mu. OK 4.03 > Mu OK 4.14 > Mu. OK 178 > Mu. OK 3.71 > Mu. OK (ACI 3 -26) Icr (in4) : 54 50 52 52 50 51 47 47 Initial M service (k -fvn) : 0.61 0.61 0.61 1.33 1.33 1.47 1.12 0.98 Amax= 0.007h (in): 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 (3-29) (IBC 2108 9 4.6) (ACI 3- 30,31) ... ,._.. n n5 nv n 11 nu nil nu 0 13 nK 0.09 OK 0.08 OK Project Name: Project #: Initials: Date: Sheet: CMU WALm MASONRY SLENDER WALL DESIGN All equations based on IBC 2000 Section 2108.9.4 and [ACI 530 -02 Section 3.2.5) PROJECT: EWS JAMB MARK: MJ4 WALL DATA: T, 0. parapet elev (ft) : 22.00 T.O. wall elev (ft) : 16.00 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: fl : 0.5 f2 : 0.7 Snow Loads ?: Y SPECIAL INSPECTION REQUIRED. Solid Grouted? : Y Nom. Wall Thick (in) : 8 Nom. Jamb Thick (in) : 8 Vertical Rebar [#) : 5 No. of vert. bars : 2 centered Center Rabat? (Y /N) : Y Min As Horiz (in2 /ft) : 0.06 (# 5 AT 48'* o.c. ) Min As Vert (in2/ft) : 0.06 wail (in) Equiv Vert As (in2 /ft) : 0.31 > As min. OK Equiv Honz As (in2 /ft) : 0.08 OK w (klf) Seismic Design Data: (I8C 2000 and ASCE 7 - 02) SDS : 0.547 I 1.00 P: 1 00 (IBC Eq 16 -63) Fp : 0.22 Ww Fp (psf) : 17.1 (IBC Eq 16 -28) Ev: 0,109 D Wind Design Data: (ASCE 7 -96 and 7 -02) Design Wind Pressure (psf) : 16.5 WALL ANALYSIS: Solid grout wall full ht for 2 ft. from edge of opening Left Opening jamb Right Opening Gravity d from rare of width Bearing Gravity 0.00 0.00 2.00 SERVICE LOAD DATA: DL (psf) LL (psf) Trib (ft) wail (in) a (in) Width (ft) W (klf) w (klf) WLR (klf) ws (kr Roof Ledger Load 1 (psf) : 25 35 18.8 2.00 5.81 -- 1.44 -- 0.00 2.02 Roof Ledger Load 2 (psf) : 0 0 0.0 0.00 3.81 -- 0.00 -- 0.00 0.00 Floor Ledger Load (psf) : 0 0 0.0 0.00 3.81 -- 0.00 0.00 -- -- Roof Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 -- 0.00 0.00 Floor Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 0.00 -- -- Roof Concentrated Load (Kip) : 0.00 0.00 -- 0.00 3.81 10.00 0.00 -- 0.00 0.00 Floor Concentrated Load (Kip) : 0.00 0.00 -- 0.00 3.81 10.00 0.00 0.00 -- -- Wall Self Wt (klf) : -- -- -- -- -- -- 3.37 -- -- -- 1 0.00 CODE CHECKS: Lit. Vert stress (psi) : 112 > 0.05 fm (psi) : 75 OK. h' /t less than 30 and fua<0.2 "Pm IBC 2108.9.4) (ACI 530 -02 3 -231 p:0.0068 < p max: 0.0088 OK ISO 2108621.2) WALL ANALYSIS: Solid grout wall full ht for 2 ft. from edge of opening Left Opening jamb Right Opening Gravity I Lateral width Lateral Gravity 0.00 0.00 2.00 8.33 8.33 Calculated Max. Jamb Width (ft) : 2.00 Lateral Uniform Load Concentration : 3.08 Gravity Uniform Load Concentration : 3.08 Gravity Concentrated Load Distribution : 0.50 h' /t : 25.2 Vert bar clear cover (in) : 2.25 Em (psi) : 1,350,000 n 21.5 it : 0.80 Ag (in2 1ft) : 91.2 Ig (in4 /ft) : 443 fir (psi) : 155 S (in3 /ft) : 116 OK Load Combos: 1.4D 1.21D 1.2D +1.6S +f1L 1. 2D + 1.6S + 0.8W 1.2D +1.6W +f 1L +0 .5S 1.2D +1.OE +fiL +f2S 0.9D +1.OE 0.9D +1.6W Pu(km): 10,17 6.99 9.01 9.01 6.78 7.72 4.86 4.33 {3 -25) Pu •e /2 (k- f/ff): 1.32 0.71 1.20 1.20 0.66 0.80 0.35 0.31 Mu wind (k -ttm): 0.00 0.00 0.00 1.30 2.60 0.00 0.00 2.60 Mu seismic (k - tuft) : 0.00 0.00 0.00 0.00 0.00 1.68 1.68 0.00 Final Mu TOTAL(k -imq: 1.42 0.75 1.28 3.21 4.11 3.06 2.26 3.35 (3 - 24) A u (in) : 0.11 0.06 0.10 0.95 1.52 0.92 0.56 1.22 (IBC 2108.9.46) (ACI 3 -32) Mcr(k -am): 1.50 <fMn. OK 1.50 < Mr. OK 1.50 1 Mr. OK 1.50 <W n. OK 1.50 <f Mn. OK 1.50 < fMn. OK 1.50 < fM, OK 1.50 <Wn. O flexure 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 (ACI 3 -27) � Mn (k -R/R) : 5.51 > Mu. OK 5.08 > Mu. OK 5.36 > Mu. OK 5.36 > Mu. OK 5.05 > Mu. OK 5.18 > Mu. OK 4.76 > Mu. OK 4.68 > Mu. OK {ACI 3.26) IOr(in4): 74 64 70 70 63 66 58 57 Initial M service (k - rtm): 0.84 0.84 0.84 2.47 2.47 2.02 1.53 1.98 Amax = 0.007h (in) : 1.28 1.28 1.28 128 1.28 1.28 1.28 1.28 {3 - 29) (IBC 210.9.4.6) (ACI 3 30,31) A s (in): 0.07 OK 0.07 OK 0.07 OK 0.80 OK 0.89 OK 0.53 OK 0.17 OK 0.52 OK Project Name: Project #: Initials: Date: Sheet: CMU WALL zIs MASONRY SLENDER WALL DESIGN All equations based on IBC 2000 Section 2108.9.4 and (ACI 530 -02 Section 3.2.51 PROJECT: EWS JAMB MARK: MJS WALL DATA: Solid Grouted? : T.O. parapet elev (ft) : 22.00 T.O. wall elev (ft) : 16.66 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: It : 0.5 f2 : 0.7 Snow Loads ?: Y SERV 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) SPECIAL INSPECTION REQUIRED. Solid Grouted? : Y Nom. Wall Thick (in) : 8 1,350,000 Nom. Jamb Thick (in) : 8 PI Vertical Rebar [ #] : 5 : 91.2 No. of vert. bars : 2 centered fr (psi) Center Rebar? (Y /N) : Y : 116 Min As Horiz (in2 /ft) : 0.06 (# 5 AT 48 " o.c. ) Min As Vert (in2 /ft) : 0.06 35 Equiv Vert As (in2lft) : 0.31 > As min. OK Equiv Horiz As (in2lft) : 0.08 OK Seismic Design Data: Wind Design Data: (IBC 2000 and ASCE 7 -02) (ASCE 7 -96 and 7 -02) Scs : 0.547 0 l : 1.00 Design Wind Pressure (psf) : 16.5 p: 1.00 -- (IBC Eq 16 -63) Fp : 0.22 Ww Flo (psf) : 17.1 (IBC Eq 16 -28) Ev : 0.109 D h' /l: 26.2 OK Vert bar clear cover (in) : 2.25 Em (psi) : 1,350,000 n 21.5 PI : 0.80 Ag (in2 /ft) : 91.2 Ig (m4/ft) : 443 fr (psi) : 155 S (in3 /ft) : 116 CODE CHECKS: Ult. Vert stress (psi) : 116 > 0.05 fm (psi) : 75 OK h' /t less than 30 and fua<0.2'fm (IBC 2108.9 4) {ACI 530 -02 3 -23) p :0.0068 p max : 0.0088 OK (1eC 2108.9.2.13.2) WALL ANALYSIS: Load Combos: 1.4D 1.2D +1.6L +0.5S d from face of 1.21D+1.6S +0.8W Bearing 1.2D +1.OE +fl L +f2S 0.9D +1.OE 0.9D +1.6W Pu (k/ft) : DL (psf) LL (psf) Trib (ft) wall (in) e (in) Width (ft) w (klf) w (klf) WtR (klf) w (kll 25 35 40.0 2.00 5.81 -- 2,00 -- 0.00 2.80 0 0 0.0 0.00 3.81 -- 0.00 -- 0.00 0.00 0 0 0.0 0.00 3.81 -- 0.00 0.00 -- -- 0 0 0.0 -- -- -- 0.00 -- 0.00 0.00 0 0 0.0 -- -- -- 0.00 0.00 -- -- 0.00 0.00 -- 0.00 3.81 10.00 0.00 -- 0.00 0.00 0.00 0.00 -- 0.00 3.81 10.00 0.00 0.00 -- -- -- 2.13 -- -- -- CODE CHECKS: Ult. Vert stress (psi) : 116 > 0.05 fm (psi) : 75 OK h' /t less than 30 and fua<0.2'fm (IBC 2108.9 4) {ACI 530 -02 3 -23) p :0.0068 p max : 0.0088 OK (1eC 2108.9.2.13.2) WALL ANALYSIS: Load Combos: 1.4D 1.2D +1.6L +0.5S 1.21D+1.6S +f1L 1.21D+1.6S +0.8W 1.2D +1.6W +f1L +0.5S 1.2D +1.OE +fl L +f2S 0.9D +1.OE 0.9D +1.6W Pu (k/ft) : 10.55 6.64 9.44 9.44 6.36 7.37 4.17 3.72 (3 -25) Pu `e /2 (k -fVR) : 1.83 0.99 1.67 1.67 0.92 1.11 0.49 0.44 Mu wind (k -ffttt) : 0.00 0.00 0.00 0.92 1.83 0.00 0.00 1.83 Mu seismic (k -tuft) : 0.00 0.00 0.00 0.00 0.00 1.18 1.18 0.00 Final Mu TOTAL(k-rcm): 2.21 1.04 1.91 3.44 3.41 2.82 1.78 2.51 (3 -24) A u (in) : 0.47 0.09 0.34 1.13 1.26 0.88 0.31 0.79 (IBC 2108.9.4.6) (ACI 3 -32) jamb width Right Opening 1.50 <fMn. OK 1.50 <Wit OK 1.50 <fMn. OK 1.50 <fMn. OK 1.50 <fMn. OK 1.50 <fMn. OK 1.50 <Wn. OK MCr(k- ft/fq: flexure m : 1.50 0.80 <fMn. OK 0.80 0.80 0.80 0.80 0.80 0.80 0.80 {ACI 3 -271 l, Mn (k- ft/ft): 5.56 > Mu. OK 5.03 > Mu OK 5.41 > Mu OK 5.41 > Mu OK 4.99 > M. OK 513 > Mu OK 4.66 > Mu. OK 4.59 > Mu. OK ACI 3 -26} 62 65 57 56 Icr (in4) : Initial M service (k- tuft): 75 1.16 63 1.16 71 1.16 71 2.31 2.31 1.99 1.31 1.63 Amex = 0.007h(in)! 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 {3 -29) (IBC 2108.9.4.6) (Act 3- 30,311 A S (in): 0.10 OK 0.10 OK 0.10 OK 0.76 OK 0.89 OK 0.58 OK 0.11 OK 0.27 OK Solid grout wall full ht for 2 ft from edge of opening Left Opening jamb width Right Opening Gravity Lateral Lateral Gravity 0.00 0.00 1 2.00 4.00 4.00 Calculated Max. Jamb Width (ft) : 2.00 Lateral Uniform Load Concentration : 2.00 Gravity Uniform Load Concentration : 2.00 Gravity Concentrated Load Distribution : 0.50 Project Name: Project #: Initials: Date: Sheet: CMU WALL,1I ■ r 3 MASDNRY SLENDER WALL DESIGN All equations based on IBC 2000 Section 2108.9.4 and (ACI 530 -02 Section 3.2.5) PRDJECT: EWS JAMB MARK: MA SERV 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) DL (ps 25 25 0 0 0 0.00 0.00 Fp (psf) : 17.1 (IBC Eq 16 -28) Ev : 0.109 D d from face of LL (ps f) Trib (ft) wall (in) 35 35 0 0 0 0.00 0.00 Bearing e (in) Width (ft) 2.5 2.00 5.81 -- 0.17 SPECIAL INSPECTION REQUIRED. WALL DATA: -24.00 -- Solid Grouted? : Y T.O. parapet elev (ft) : 22.00 0.00 Nom. Wall Thick (in) : 8 -- -- T.O. wall elev (ft) : 20.33 -- Nom. Jamb Thick (in) : 8 -- Base Elev (ft) : 0.00 0.00 Vertical Rebar [ #] : 5 3.81 10.00 0.00 -- -- No. of vert. bars : 1 centered fm (psi) : 1500 WALL ANALYSIS: Center Rebar? (Y /N) : Y Fy (ksi) : 60 Min As Horiz (in2 /ft) : 0.06 (# 5 AT 48 Min As Vert (in2 /ft) : 0.06 Load Combos: 1.4D Wall self wt (psf) : 78 Equiv Vert As (in2 /ft) : 0.31 > As min. OK Equiv Thick (in) : 7.60 Equiv Horiz As (in2 /ft) : 0.08 OK r (in) : 2.19 3.84 d (in) : 3.81 Seismic Design Data: Wind Design Data: face shell (in) : 7.60 (IeC 2000 and ASCE 7 - 02) (ASCE 7 - 98 and 7 - 02) Pu'e /2 (k -fury: -0.85 SOS 0.547 LOAD DATA: -0.78 IE : 1.00 Design Wind Pressure (psf) : 16.5 f1 : 0.5 p: 1.00 f2 : 0.7 0.00 Snow Loads?: Y (IBC Eq 16-63) Fp : 0.22 Ww 0.00 SERV 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) DL (ps 25 25 0 0 0 0.00 0.00 Fp (psf) : 17.1 (IBC Eq 16 -28) Ev : 0.109 D d from face of LL (ps f) Trib (ft) wall (in) 35 35 0 0 0 0.00 0.00 Bearing e (in) Width (ft) 2.5 2.00 5.81 -- 0.17 4.0 -27.81 -24.00 -- 0.27 0.0 0.00 3.81 -- 0.00 0.0 -- -- -- 0.00 0.0 -- -- -- 0.00 -- 0.00 3.81 10.00 0.00 -- 0.00 3.81 10.00 0.00 -- -- -- -- 2.46 Solid grout wall full ht for 1 ft. from edge of opening Wall anri nncninn I --t Ift1 Leff Opening jamb Right Opening Gravity Lateral width 1 Lateral Gravity 0.00 0.00 1.00 3.33 133 Calculated Max. Jamb Width (ft) : 1.00 Lateral Uniform Load Concentration : 2.67 Gravity Uniform Load Concentration : 2.67 Gravity Concentrated Load Distribution : 1.00 h7t : 32.0 OK Vert bar clear cover (in) : 2.25 Em (psi) : 1,350,000 n : 21.5 PI : 0.80 Ag (ii : 91.2 Ig (in4 /ft) : 443 fr (psi) : 155 S (in3 /ft) : 116 000 0.23 -- 0.00 0.37 0.00 -- -- -- 0.00 0.00 0.00 -- -- -- 0.00 0.00 0.00 -- -- CODE CHECKS: Ult. Vert stress (psi):56 < 0,05 I'm (psi): 75 OK (IBC 21089A) {ACI530- 023 -23) p : 0.0068 < p max: 0.0088 OK (1eC 21 08.92.13 2) WALL ANALYSIS: Load Combos: 1.4D 1.21D+1.61L+0.5S 1.2D +1.6S +f1L 1.21D+1.6S +0.8W 1.2D +1.6W +f1 L +0.5S 1.2D +1.OE +f1L + f2S 0.9D +1.OE 0.9D + 1.6W Pu (ktff): 5.08 3.84 4.44 4.44 3.77 4.21 2.92 2.60 (3 -25) Pu'e /2 (k -fury: -0.85 -0.46 -0.78 -0.78 -0.43 -0.52 -0.23 -0.20 Mu wind (k- fvft): 0.00 0.00 0.00 1.82 3.64 0.00 0.00 3.64 Mu seismic (k -furl) : 0.00 0.00 0.00 0.00 0.00 2.35 2.35 0.00 Final Mu TOTAL (k -rem): -0 -90 -0.48 -0.82 1.09 3.99 2.08 2.37 4.02 (3 -24) A u (in): -0.11 -0.06 -0.10 0.14 2.64 0.75 1.07 2.77 (IBC 2108.9.4.6) (ACI 3 -32) Mcr(k- fvft): 1.50 <WM OK 1.50 <fMn. OK 1.50 1 W OK 1.50 No OK 1.50 < fMn OK 1.50 < fMn OK 1.50 <UM OK 1.50 <f Mn. O flexure 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 (ACI 3 -27) � Mn (k -rem) : 4.80 > Mu. OK 4.61 > Mu. OK 4.70 > Mu. OK 4.70 > Mu. OK 4.60 > Mu. OK 4.66 > M. OK 4.46 > Mu. OK 4.41 > Mu. OK (ACI 3 -26) IC( (n4) : 59 56 57 57 56 57 54 54 Initial M service (k - ftlre) : - 0.54 - 0.54 - 0.54 1.73 1.73 1.10 1.42 2.05 Amax = 0.007h 1.63 1.63 1.63 1.63 1.63 1.63 1.63 1.63 (3 - 29) (IBC 2108.9.4.6) (Act 3 30,31) 4 s (in) : -0.07 OK -0.07 OK -0.07 OK 0.55 OK 0.56 OK 0.14 OK 0.18 OK 0.98 OK Project Name: Project #: Initials: Date: Sheet: CMU WALL.xIs MASONRY SLENDER WALL DESIGN All equations based on IBC 2000 Section 2108.9 .4 and (ACI 530 -02 Section 3.2.5) PROJECT: EWS JAMB MARK: MJ7 WALL DATA: T.O. parapet elev (ft) : 22.00 T. 0. wall elev (ft) : 20.33 Base Elev (ft) : 0.00 I'm (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 : 0.7 Snow Loads?: Y SPECIAL INSPECTION REQUIRED. Solid Grouted? : Y Nom. Wall Thick (in) : 8 Nom. Jamb Thick (in) : 8 Vertical Rebar [#] : 5 No. of vent. bars : 4 centered Center Reber? (Y /N) : Y Min As Horiz (in2 /ft) : 0.06 (# 5 AT 48 " o.c. ) Min As Vert (in2 /ft) : 0.06 4.0 Equiv Vert As (ir0ft) : 0.37 > As min. OK Equiv Honz As (in2 /ft) : 0.08 OK Seismic Design Data: (IBC 2000 and ASCE 7 -02) Sos : 0.547 I 1.00 p: 1.00 (IBC Eq 16 -63) Fp : 0.22 Ww Fp (psf) : 17.1 (IBC Eq 16 -28) Ev : 0.109 D SERVICE LOAD DATA: DL (psf) LL (psf) Trib (ft) d from face of - 11(iri) Roof Ledger Load 1 (psf) : 25 35 2.5 2.00 Roof Ledger Load 2 (psf) : 25 35 4.0 -27.81 Floor Ledger Load (psf) : 0 0 0.0 0.00 Roof Concentric Load (psf) : 0 0 0.0 -- Floor Concentric Load (psf) : 0 0 0.0 -- Roof Concentrated Load (Kip) : 0.00 0.00 -- 0.00 Floor Concentrated Load (Kip) : 0.00 0.00 -- 0.00 Wall Self Wt (kit) : -- -- -- -- Wind Design Data: (ASCE 7 -96 and 7 -02) h7t : 32.0 OK Vert bar clear cover (in) : 2.25 Design Wind Pressure (psf) : 16.5 1.2D +1.6L +0.5S 1.2D +1.6S +f1L Em (psi) : 1,350,000 1.2D +1,OE + fl L +f2S 0.9D +1.0E 0.9D +1.6W PU(km): 5.91 n : 21.5 5.17. 4.39 4.90 3.40 3.03 {3 -25) pt : 0.80 -0.54 -0.90 -0.90 -0.50 -0.60 Ag (in2 /ft) : 91.2 Mu wind (k -ftttt) : 0.00 0.00 0.00 2.11 Ig (in4 /ft) : 443 0.00 4.23 Mu seismic (k -runt) : 0.00 0.00 fr (psi) : 155 0.00 2.73 2.73 0.00 Final MU TOTAL (k - fun): S (in3/ft) : 116 Bearing 1.28 4.72 2.52 2.84 4.74 (3 - 24) A u (in): e (in) Width (ft) w (kit) w (klf) WLR (klf) w (kit) 1.00 1.33 5.81 -- 0.19 -- 0.00 0.27 -0.63 -24.00 -- 0.31 -- 0.00 0.43 1.65 2.38 3.81 -- 0.00 0.00 -- -- 1.63 1.63 -- -- 0.00 -- 0.00 0.00 (IBC 2108.9.4.6) (ACI 3- 30,31) F� -- -- 0.00 0.00 -- -- 3.81 10.00 0.00 -- 0.00 0.00 -0.08 OK -0.08 OK 3.81 10.00 0.00 0.00 -- -- OK -- -- 2.86 -- -- CODE CHECKS: Ult. Vert stress (psi) : 65 < 0.05 fm (psi) : 75 OK (IBC 2108.94) (ACI 530-02 3 -23) p : 0.0081 < p max: 0.0088 OK (IBC 2108 9,2 13 2) WALL ANALYSIS: Load Combos: 1AD 1.2D +1.6L +0.5S 1.2D +1.6S +f1L 1.2D +1.6S +0.8W 1.2D +1.6W + f1 L + 0.5S 1.2D +1,OE + fl L +f2S 0.9D +1.0E 0.9D +1.6W PU(km): 5.91 4.46 5.17 5.17. 4.39 4.90 3.40 3.03 {3 -25) Pu'e /2(k -tun): -0.99 -0.54 -0.90 -0.90 -0.50 -0.60 -0.27 -0.24 Mu wind (k -ftttt) : 0.00 0.00 0.00 2.11 4.23 0.00 0.00 4.23 Mu seismic (k -runt) : 0.00 0.00 0.00 0.00 0.00 2.73 2.73 0.00 Final MU TOTAL (k - fun): - 1.06 - 0.56 - 0.96 1.28 4.72 2.52 2.84 4.74 (3 - 24) A u (in): -0.13 -0.07 -0.12 016 2.83 1.00 1.33 101 (IBC 2108.9.4.6) {ACI 3 -32) jamb width Right Opening Gravity Lateral Lateral Gravity 0.00 0.00 3.33 14.00 Mcr(k -artq: 1.50 <fMn.OK 1.50 <Wn.OK 1.50 <flAn.OK 1.50 Win OK 1.50 <fMn.OK 1.50 <Wn.OK 1.50 <(Mn.OK 1.50 <fMn.O flexure 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 {ACI 3 -27) � Mn (k -flttt) : 5.44 > Mu. OK 5.24 > Mu, OK 5.34 > Mu. OK 5.34 > Mu. OK 5.24 > Mu. OK 5.30 > Mu. OK 5.10 > Mu. OK 5.04 > Mu. OK (ACI 3 -26) Icr(in4): 72 67 69 69 67 69 64 63 Initial M service (k -ant): -0.63 -0.63 -0.63 2.01 2.01 1.28 1.65 2.38 Amax = 0.007h (in) : 1.63 1.63 1.63 1.63 1.63 1.63 1.63 -1.63 {3 -29) (IBC 2108.9.4.6) (ACI 3- 30,31) F� A s (in): -0.08 OK -0.08 OK -0.08 OK 0.79 OK 0.82 OK 0.17 OK 0.41 OK 1.25 OK Solid grout wall full ht for 3.333 ft. from edge of opening 1-11 W WII rin-- 1 - .... 11.1 Left Opening jamb width Right Opening Gravity Lateral Lateral Gravity 0.00 0.00 3.33 14.00 14.00 Calculated Max. Jamb Width (ft) : 3.33 Lateral Uniform Load Concentration: 3.10 Gravity Uniform Load Concentration : 3.10 Gravity Concentrated Load Distribution : 0,30 Project Name: Project #: Initials: Date: Sheet: CMU WALLxIs MASONRY SLENDER WALL DESIGN All equations based on IBC 2000 Section 2108 9.4 and (ACI 530 -02 Section 3.2.5) PROJECT: EWS 010n. OK 1.50 <Mr. OK 1.50 < fMn. OK 1.50 < Win. OK 1.50 < fMn. OK 1.50 Mn, < OK 1.50 <fMn. OK JAMB MARK: MJ8 flexure ¢ : 0.80 0.80 Solid grout wall full ht for 3.333 ft. from edge of opening 0.80 0.80 0.80 0.80 SPECIAL INSPECTION REQUIRED. (ACI 3 -27) � Mn (k-ft /ft) : 6.43 Wall and Opening Layout (ft) 5.86 > Mu. OK 6.28 > Mu. OK WALL DATA: 5.81 > Mu. OK 5.96 > Mu. OK Solid Grouted? : Y > Mu. O ft Le Opening jamb Right Opening T.O. parapet elev (ft) : 22.00 Nom. Wall Thick (in) : 8 Gravity Lateral width Lateral Gravity 108 T.O. wall elev (ft) : 16.66 91 Nom. Jamb Thick (in) : 8 12.00 12.00 3.33 0.00 0.00 3.23 Base Elev (ft) : 0.00 1.84 Vertical Rebar (41 : 5 Amax = 0.007h (,n): 1.33 1.33 1.33 1.33 1.33 No. of vert. bars : 4 centered 1.33 Calculated Max. Jamb Width (ft) : 3.33 fm (psi) : 1500 Center Rebar? (Y /N) : Y Lateral Uniform Load Concentration : 2.80 Fy (ksi) : 60 Min As Horiz (in2/ft) : 0.06 (# 5 AT 48 " o.c.) Gravity Uniform Load Concentration : 2.80 Min As Vert (in2 /ft) : 0.06 Gravity Concentrated Load Distribution : 0.30 Wall self wt (psf) : 78 Equiv Vert As (in2 /fp : 0.37 > As ann OK Equiv Thick (in) : 7.60 Equiv Horiz As (in2 /ft) : 0.08 OK r (in) : 2.19 d (in) : 3.81 Seismic Design Data: Wind Design Data: h' /t . 26.2 OK face shell (in) : 7.60 (1BC 2000 andASCE -02) (ASCE -9a and 1 -02) Vert bar clear cover (in) : 2.25 Sos : 0.547 LOAD DATA: I : 1.00 Design Wind Pressure (psf) : 16.5 Em (psi) : 1,350,000 fl : 0.5 p: 1.00 n : 21.5 f2 : 0.7 01 : 0.80 Snow Loads?: Y (IBC Eq 16 -63) Fp : 0.22 Ww Ag (in2 /ft) : 91.2 Fp (psf) : 17.1 Ig (in4 /ft) : 443 (IBC Eq 16 -28) Ev : 0.109 D fr (psi) : 155 S (in3 /fq : 116 d from face of Bearing SERVICE LOAD DATA: DL (psf) LL (psf) Trib (ft) all (,n) e (in) Width (ft) w (klf) W (klf) WLR (klf) w (klf) Roof Ledger Load 1 (psf) : 25 35 40.0 2.00 5.81 -- 2.80 -- 0.00 3.92 Roof Ledger Load 2 (psf) : 25 35 0.0 -27.81 -24.00 -- 0.00 -- 0.00 0.00 Floor Ledger Load (psf) : 0 0 0.0 0.00 3.81 -- 0.00 0.00 -- -- Roof Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 -- 0.00 0.00 Floor Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 0.00 -- -- Roof Concentrated Load (Kip) : 0.00 0.00 -- 0.00 3.81 10.00 0.00 -- 0.00 0.00 Floor Concentrated Load (Kip) : 0.00 0.00 -- 0.00 3.81 10.00 0.00 0.00 -- -- Wall Self Wt (klf) : -- 2.99 CODE CHECKS: Ult. Vert stress (psi) : 162 > 0.05 fm (psi) : 75 OK, h7t less than 30 and fua <0.2'fm (IBC 2108.9.4) (ACI 530 -02 3 -23) P :0.0081 < p max: 0.0088 OK (IBC 2108.9.213.2) WALL ANALYSIS: Load Combos: 1.4D 1.21D+1.61_+0.5S 1.2D +1.6S +flL 12D +1 .6S + 0.8W 1.2D +1.6W +f1L +0. 1.2D +1. +fl L +f2S 0.9D +1.OE 0.9D +1.6W Pu (k/ft): 14.76 9.30 13.22 13.22 8.90 10.32 5.84 5.21 (3 -25) Put `e /2 (k -fun) : 2.56 1.38 2.33 2.33 1.29 1.55 0.68 0.61 Mu wind (k -fvft) : 0.00 0.00 0.00 1 28 2.56 0.00 0.00 2.56 Mu seismic (k - fvft) : 0.00 0.00 0.00 0.00 0.00 1.66 1.66 0.00 Final MU TOTAL (k - run): 3.37 1.48 2.99 5.05 6.10 4.26 2.70 3.73 (3 - 24) A u (in) : 0.71 0.12 0.63 1.34 1.71 1.24 0.74 1.31 (IBC 2108.9 4.6) (ACI 332) MCr(k- tuft): 1.50 010n. OK 1.50 <Mr. OK 1.50 < fMn. OK 1.50 < Win. OK 1.50 < fMn. OK 1.50 Mn, < OK 1.50 <fMn. OK 1.50 <flon. O flexure ¢ : 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 (ACI 3 -27) � Mn (k-ft /ft) : 6.43 > Mu. OK 5.86 > Mu. OK 6.28 > Mu. OK 6.28 > Mu. OK 5.81 > Mu. OK 5.96 > Mu. OK 5.43 > Mu. OK 5.35 > Mu. O (ACI 3 -261 Icr(in4): 119 86 108 108 84 91 72 70 Initial M service (k -frm): 1.63 1.63 1.63 3.23 3.23 2.79 1.84 2.28 Amax = 0.007h (,n): 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 { 3 -29 (IBC 2108.9.4.6) (ACI 3. 30,31) A S (in) : 0.22 OK 0.26 OK 0.23 OK 0.97 OK 1.31 OK 0.93 OK 0.39 OK 0.71 OK Project Name: Project #: Initials: Date: Sheet: CMUWALLzIs I • CiONCRETE SL ENDER WALL DESIGN All equations based on ACI 318 section 14.8 PROJECT: EWS WALL MARK: CW1 WALL DATA: DL (psf) T.O. parapet elev (ft) : 26.00 T.O. wall elev (ft) : 16.50 Base Elev (ft) : 0.00 f c (psi) : 2500 Fy (ksi) : 60 Wall self wl (psf) : 200 CODE DATA: ft : 0.5 Q : 0.7 Snow Loads ?: y SERVICE LOAD DATA: DL (psf) LL(ps Roof Ledger Load 1 (psf) : 25 35 Roof Ledger Load 2 (psf) : 0 0 Floor Ledger Load (psf) : 0 0 Roof Concentric Load (psf) : 0 0 Floor Concentric Load (psf) : 0 0 Roof Concentrated Load (Kip) : 0.00 0.00 Floor Concentrated Load (Kip) : 0.00 0.00 Wall Self Wt (klf) : -- -- Overall Wall Thick (in) : 16.00 Overall Jamb Thick (in) : 16.00 Reveal Depth (in) : 1 Vertical Rebar [#] : 5 Vert. Reinf spacing : 18 " o.c- E.F. Center Rebar? (Y /N) : N Min As Horiz (in2/ft) : 0.38 (# 5 AT 9 " o.c. ) Min As Vert (in2/ft) : 0.23 d from face of Equiv Vert As (in2/ff) : 021 -- Seismic Design Data: (IBC 2003) S : 0.547 I : 1.00 P: 1.00 (Eq 16-63) Fp : 0.22 Ww Fp (psf) : 43.8 (Eq 16 -28) Ev : 0.109 D fr (psi) : d from face of f) Trib (ft) wall (m) 40.0 2.00 0.0 0,00 00 0-00 0.0 -- 0.0 -- -- 0.00 -- 0.00 CODE CHECKS: Ult. Vert stress (psi) : 48 < 0.06 fc (psi) : 150 p : 0.0013 0.6 pb : 0.0107 of Wind Design Data: (ASCE 7 -02) ASD Wind Pressure (psf) : 16.0 Directionality Factor, Kd : 1.00 Design Wind Pressure (psf) : 16.0 Wall and Opening Layout (ft) Left Opening jamb Right Opening Gravity Lateral width Lateral Gravity 000 0.00 1.00 0.00 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 Vert bar clear cover (in) : 0.75 Of (in) : 13.75 Ec (ksi) : 2850 n : 10.18 (31 : 0.85 Ag (in2 /ft) : 192.0 Ig (in4 /ft) : 4096 fr (psi) : 375 (ACI 14.8.2.6) (ACI 14.8.2.3) WALL ANALYSIS: Load Combos: Bearing 1.2D +1.6L +0.5S 1.2D +1,6S +f1L 1.2D +1.6S +0.8W 1.2D +1.6W +f11-+0.5S e (in) Width (ft) w (klf) W (klf) w (klf) ws (klf 9.50 -- 1.00 -- 0.00 1.40 7.50 -- 0.00 -- 0.00 0.00 7.50 -- 0.00 0.00 -- -- -- -- 0.00 -- 0.00 0.00 -- -- 0.00 0.00 -- -- 7.50 0.00 0.00 -- 0.00 0.00 7.50 0.00 0.00 0.00 -- -- -- -- 3.95 -- -- -- (ACI 14.8.2.6) (ACI 14.8.2.3) WALL ANALYSIS: Load Combos: IAD 1.2D +1.6L +0.5S 1.2D +1,6S +f1L 1.2D +1.6S +0.8W 1.2D +1.6W +f11-+0.5S 1.2D +1.OE +fi L +f2S 0.0+1.OE 0.9D +1.6W Pu(krct): 9.31 6.78 8.18 8.18 6.64 7.46 5.00 4.46 Pu *a (k -tuft): 1.50 0.81 1.36 1.36 0.75 0.91 0.40 0.36 Mu wind (k -M): 0.00 0.00 0.00 0.44 0.87 0.00 0.00 0.87 Mu seismic (k -tun) : 0.00 0.00 0.00 0.00 0.00 1.49 1.49 0.00 Mu TOTAL(k- tuft): 1.54 0.83 1.40 1.85 1.66 2.46 1.93 1.25 flexure � : 0.88 0.89 0.89 0.89 0.89 0.89 0.89 0.89 ;ACI 14.8.2.4) Mcr (k -tuft) : 16.00 . mi ..: <. 16.00 "r 16.00 �:,:l 16.00 ° 16.00 16.00 ::w 16.00 fkln e; 16.00 ra ^. of (ACI 14.8.3) � Mn (k -fufp: 21.33 19.00 20.30 20.30 18,87 19.63 17.34 ou 16.83 _ Icr(in4): 602 541 575 575 538 558 497 483 M service (k -fun) : 0.95 0.95 0.95 1.49 1.49 1.99 1.44 0.94 Amax = L/150 (in) : 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 (AC 14 8 4) 4 5 (in) 0.00 K U.00 `Y 0.00 OK 0.01 ^K 0.01 OK 0.01 cl< 0.01 0:; 0.00 �K FOUNDATION ANALYSIS: Max P service (k/ft) : 6.35 al mid ht of wall Allowable soil bearing (psi) : 1500 Add'I lower wall wt (k/ft) : 1.65 Req'd wall ftg width (ft) 5.33 (Unless other foundation design talc included) Total at base of wall (k/ft) : Project Name: Project #: 1 Initials: D S'�I�]OADCOMBOS CONCRETE SL ENDER WALL DESIGN All equations based on ACI 318 Section 14.8 PROJECT: EWS JAMB MARK: CA 1-11 - rl-;- 1 --t IHl WALL DATA: 1.40 1.2D +1.6L +0.5S Overall Wall Thick (in) : 14.00 1. +1.6W + L +0.5S Left Opening jamb Right Opening T.O. parapet elev (ft) : 28.00 15.47 Overall Jamb Thick (in) : 14.00 15.12 Gravity Lateral width Lateral I Gravity T.O. wall elev (ft) : 16.50 3.05 Reveal Depth (in) : 1 0.89 12.00 1 12.00 1 4.00 0.00 1 0.00 Base Elev (ft) : 0.00 0.00 Vertical Rebar [ #] : 5 Mu seismic (k -tuft) : 0.00 0.00 0.00 0.00 0.00 3.26 No. of vert. bars : 4 E, F. Mu TOTAL (k .ft/it) : Calculated Max. Jamb Width (K) : 4.00 f C (psi) : 2500 5.57 Center Reber? (YIN) : N flexure � : Lateral Uniform Load Concentration : 2.50 Fy (ksi) : 60 Min As Horiz (in2 /ft) : 0.34 (# 5 AT 11 " c.c.) 0.88 Gravity Uniform Load Concentration : 2.50 12.25 < 12.25 Min As Vert (in2/ft) : 0.20 .,v 12.25 n : n Gravity Concentrated Load Distribution 0.25 Wall self wt (psf) : 175 Equiv Vert As (in2 /ft) : 0.31 .. A, _ CK 27.15 - 28.48 .. o!< 24.40 -- My OK 23.51 CODE DATA: 692 Seismic Design Data: Wind Design Data: 660 Vert bar clear cover (in) 0.75 537 M service (k -fun) : (IBC 2003) (ASCE 7 -02) 213 3.49 d (in) : 11.75 f1 : 0.5 S : 0.547 1.32 1.32 1.32 Ec (ksi) : 2850 f2 : 01 l : 1.00 ASD Wind Pressure (psf) : 16.0 OK 0.01 011 n : 10.18 Snow Loads? : y p: 1.00 Directionality Factor, Kd . 1 00 [31 : 0.85 Ag (in2 /ft) : 168.0 (Eq 16 -63) Fp : 0.22 Ww Ig (in4 /ft) : 2744 Fp (psf) : 38.3 Design Wind Pressure (psf) : 16.0 fr (psi) : 375 (Eq 16 -28) Ev : 0.109 D d from face of Bearing SERVICE LOAD DATA: DL (psf) LL (psf) Trib(ft) wall (in) a(in) Width (ft) w w w w Roof Ledger Load 1 (psf) : 25 35 40.0 2.00 8.50 -- 2.50 -- 0.00 3.50 Roof Ledger Load 2 (psf) : 0 0 0.0 0.00 6.50 -- 0.00 -- 0.00 0.00 Floor Ledger Load (psf) : 0 0 0.0 0.00 6.50 -- 0.00 0.00 -- -- Roof Concentric Load (psi) : 0 0 0.0 -- -- -- 0.00 -- 0.00 0.00 Floor Concentric Load (psf) : 0 0 00 -- -- -- 0.00 0.00 -- -- Roof Concentrated Load (Kip) : 0.00 0.00 -- 0.00 6.50 0.00 0.00 -- 0.00 0.00 Floor Concentrated Load (Kip) : 0.00 0.00 -- 0.00 6.50 0.00 0.00 0.00 -- -- Wall Self Wt (klf) : -- -- -- -- -- -- 8.64 -- -- -- 11.14 0.00 0.00 3.50 CODE CHECKS: Ult. Vert stress (psi) : 128 0.06 fc (psi) : 150 (:)I< (ACI 14 ,8 2 6) p :0.0022 WALL ANALYSIS: 1 0.6 pb : 0.0107 or. (Act 14.8.2.3) Load Combos: 1.40 1.2D +1.6L +0.5S 1.2D + 1.6S + fiL 1.2D +1.6S +0.8W 1. +1.6W + L +0.5S 1.2D + 1.OE + f1L + f2S 0.9D +100E 0.9D +1.6W Pu (k/ft): 21.55 15.47 18.97 18.97 15.12 17.04 11.25 10.03 Pu'e(k -fun): 3.35 1.81 3.05 3.05 1.68 2.03 0.89 0.80 Mu wind (k -fvft) : 0.00 0.00 0.00 1.09 2.18 0.00 0.00 2.18 Mu seismic (k -tuft) : 0.00 0.00 0.00 0.00 0.00 3.26 3.26 0.00 Mu TOTAL (k .ft/it) : 3.56 1.90 3.22 4.38 4.05 5.57 4.32 3.08 flexure � : 0.86 0.87 0.86 0.86 0.87 0.87 0.88 0.88 ;ACI 14.8.2.4) Mcr (k -fun): 12.25 :w 12.25 12.25 < 12.25 12.25 .,v 12.25 n : n 12.25 ci< 12.25 <f,,Rn. of (ACI 14.8.3) � Mn (k -fun) : 31.51 > f&I 01K 27.39 ::. c!< 29.79 29.79 .v,, ( i 27.15 - 28.48 .. o!< 24.40 -- My OK 23.51 Icr(in4): 692 614 660 660 609 635 555 537 M service (k -fun) : 213 2.13 213 3.49 3.49 4.41 3.17 2.25 Amax = 1-1150 (in) : 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 (ACI 14 8 4) A s (i): 0.01 OK 0.01 011 0.01 oK 0.02 ^K 0.02 ci 0.03 0.02 0.01 �!< FOUNDATION ANALYSIS: Max P service (k/ft) : 14.64 at mid ht of wall Allowable soil bearing (psf) : 1500 Add'I lower wall wt (k/ft) : 1.44 Req'd wall fig width (fl) : 10.72 (Unless other foundation design calc included) Total at base of wall (k/ft) : - T6.7 - Project Name: Project #: Initials: D® tqof Slender Wall Design (2) I . CONCRETE SL ENDER WALL DESIGN All equations based on ACI 318 Section 14 8 PROJECT: EWS 1.2D +1.6L +0.5S 1.2D + 1.6S +f 1L 1.2D + 1.6S + 1.2 +1 .6W + f1L +0.5S 1.2D +1, + f1L +f2S 0.9D + 1.OE JAMB MARK: CJ2 23.70 17.02 20.87 20.87 16.63 18.74 12.37 11.03 Pu `e (k -run) : 3.68 Wall and Opening Layout (ft 135 WALL DATA: 1.85 2.23 Overall Wall Thick (in) : 14.00 Mu wind (k -nm) : Lett Opening jamb Right Opening T.O. parapet elev (ft) : 28.00 0.00 Overall Jamb Thick (in) : 14.00 Mu seismic (k - fUfi) : Gravity Lateral width Lateral Gravity T.O. wall elev (ft) : 16.50 0.00 Reveal Depth (in) : 1 2.10 21.00 1 21.00 6.00 OAO 0.00 Base Elev (ft) : 0.00 0.86 Vertical Rebar 1 : 5 0.86 0.87 0.86 0.88 0.88 ;ACI 14.8.2.4) Mar (k -n/rt) : No. of vert. bars : 5 E.F. 12.25 fmn, Calculated Max. Jamb Width (it): 6.00 fc (psi) : 2500 12.25 •_ to + -. of Center Rebar? (Y /N) : N . : <:.;. or; 26.13 . - M.0 CA Lateral Uniform Load Concentration : 2.75 Fy (ksi) : 60 Min As Honz (in2 /ft) : 0.34 (# 5 AT 11 " o.c.) Icr (in4): Gravity Uniform Load Concentration : 2.75 645 645 Min As Vert (in2 /ft) : 0.20 616 Gravity Concentrated Load Distribution : 0.17 Wall self wt (psf) : 175 Equiv Vert As (in2 /ft) : 0.26 ,.r, 0 3.83 4.85 3.48 CODE DATA: Amax= 1-1150 (1n): Seismic Design Data: Wind Design Data: 1.32 Vert bar clear cover (in) : 0.75 1.32 1.32 (IBC 2003) (A SCE 7 -02) 0 01 d (in) : 11.75 f1 : 0.5 Sos : 0.547 0.02 0.02 CI< Ec (ksi) : 2850 1`2 : 0.7 I : 1.00 ASD Wind Pressure (psf) : 16.0 n : 10.18 Snow Loads? : y p: 1.00 Directionality Factor, Kd : 1.00 pl : 0.85 Ag (in2 /ft) : 168.0 (Eq 16 -63) Fp : 0.22 Ww Ig (in4 /ft) . 2744 Fp (psf) 38.3 Design Wind Pressure (psf) : 16.0 fir (psi) . 375 (Eq 16 -28) Ev : 0.109 D d from face of Bearing SERVICE LOAD DATA: DL (psf) LL (psf) Trib(ft) wall (in) a(in) Width (ft) w w w w Roof Ledger Load 1 (psf) : 25 35 40.0 2.00 8.50 2.75 0.00 3.85 Roof Ledger Load 2 (psf) : 0 0 0.0 0.00 6.50 -- 0.00 -- 0.00 0.00 Floor Ledger Load (psf) : 0 0 0.0 0.00 6.50 -- 0.00 0.00 -- -- Roof Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 -- 0.00 0.00 Floor Concentric Load (psf) : 0 0 0.0 -- -- -- 0.00 0.00 -- -- Roof Concentrated Load (Kip) : 0.00 0.00 -- C 00 6.50 0.00 0.00 -- 000 0.00 Floor Concentrated Load (Kip) : 0.00 000 -- 0.00 6.50 0.00 0.00 0.00 -- -- Wall Self Wt (klf) : -- -- -- -- -- -- 9.50 -- -- -- 12.25 0.00 0.00 185 CODE CHECKS: Ult. Vert stress (psi) : 141 0.06 fc (psi) : 150 OK (ACI 14.82 p : 0,0018 WALL ANALYSIS: 1 0.6 pld : 0.0107 OK (ACI 14.8.2.3) Load Combos: 1 A 1.2D +1.6L +0.5S 1.2D + 1.6S +f 1L 1.2D + 1.6S + 1.2 +1 .6W + f1L +0.5S 1.2D +1, + f1L +f2S 0.9D + 1.OE 0.9D +1.6W Pu wtti: 23.70 17.02 20.87 20.87 16.63 18.74 12.37 11.03 Pu `e (k -run) : 3.68 1.99 135 335 1.85 2.23 0.98 0.88 Mu wind (k -nm) : 0.00 0.00 0.00 1.20 2.40 0.00 0.00 2.40 Mu seismic (k - fUfi) : 0.00 0.00 0.00 0.00 0.00 3.58 3.58 0.00 Mu TOTAL (k -tuft) : 3.94 2.10 3.57 4.85 4.49 6.17 4.78 3.41 flexure 0.86 0.87 0.86 0.86 0.87 0.86 0.88 0.88 ;ACI 14.8.2.4) Mar (k -n/rt) : 12.25 . mm <)K 12.25 <man C K 12.25 fmn, 12.25 12.25 , c r, 12.25 � ean. otc 12.25 12.25 •_ to + -. of (ACI 14.8.3) � Mn (k -em): 30.67 . : <:.;. or; 26.13 . - M.0 CA 28.78 r - 28.78 25+86 27.33 :., a< 22.81 vv. 0:< 21.82 Icr (in4): 681 593 645 645 587 616 526 - 506 M service (k -fvft) : 2.34 2.34 2.34 3.83 3.83 4.85 3.48 2.47 Amax= 1-1150 (1n): 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 (ACI 14 8 4) A s {in): 0 01 „;' 0.01 0 01 0.02 0.02 - 0.03 0.02 0.02 CI< FOUNDATION ANALYSIS: Max P service (k/ft) : 16.10 at mid ht of wall Allowable soil bearing (psf) : 1500 Add'I lower wall wt (k/ft) : 1.44 Req'd wall fig width (ft) : 11.70 (Unless other foundation design talc included) Total at base of wall (k/ft) : -1 Project Name: Project #: Initials: D slender wall oea g n o6 o1 o4 B� D•COMBOS(3) WOOD STUD WALL DESIGN TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 3231 Mcap (lb -ft) = 1357 trib width capacity (ft) = 5.48 for M < Mcap trib width capacity (ft) = 3.44 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTH QUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (lb -ft) = 1357 Mcap (lb -ft) = 1357 trib width capacity (ft) = 3.65 for M < Mcap trib width capacity (ft) = 6.02 for M < Mcap trib width capacity (ft) = 2.29 for � < L / 240 (governs) trib width capacity (ft) = 2.65 for A < L / 240 (governs) Interior Zone Line A USE: 2 X 6 @ 16 " O.C. End Zone Line A USE: 2 X 6 @ 16 " O.C. (DF No. 2) Grnmino at nnenings (unless noted otherwise on plan): OPENING WIDTH (FT) Load Case ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN 1D +0.75L+ 1D +0.75L+ 1D + 0.75L + 0.75EQ 1 1D + 0.75L + 0.75S D ESC RI PTI DN: Line A +0.75S Loads to Wall: 1.60 w Load case FcE (psi) = Height, le (ft) : 15.5 420 DL LL trib 1 2 3 4 deflection < L/: 240 roof 25 35 16 820 820 820 820 C& C Interior Zone (psf): 11 floor 0 0 0 0 0 0 0 C & C End Zone (psf): 16.5 wall 15 0 2 30 30 30 30 earthquake pressure (psf): 10 misc 0 0 0 0 0 0 0 LL on roof snow? (Y /N): Y 3 15 w (plf)= 850 850 850 850 1 —h— -rip 9 nF No 2 1 NDS 2001 1 4 TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 3231 Mcap (lb -ft) = 1357 trib width capacity (ft) = 5.48 for M < Mcap trib width capacity (ft) = 3.44 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTH QUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (lb -ft) = 1357 Mcap (lb -ft) = 1357 trib width capacity (ft) = 3.65 for M < Mcap trib width capacity (ft) = 6.02 for M < Mcap trib width capacity (ft) = 2.29 for � < L / 240 (governs) trib width capacity (ft) = 2.65 for A < L / 240 (governs) Interior Zone Line A USE: 2 X 6 @ 16 " O.C. End Zone Line A USE: 2 X 6 @ 16 " O.C. (DF No. 2) Grnmino at nnenings (unless noted otherwise on plan): OPENING WIDTH (FT) Load Case NO. OF KING STUDS INT ZONE 1D +0.75L+ 1D +0.75L+ 1D + 0.75L + 0.75EQ 1 1D + 0.75L + 0.75S 0.75Wint + 0.75S 0.75Wend + 0.75S +0.75S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 420 420 420 420 F'c (psi) = 392 403 403 403 fc (psi) = 137 OK 137 OK 137 OK 137 OK M (lb -ft) = 0 330 496 300 Fb' (psi) = 1346 2153 2153 2153 fb (psi) = 0 OK 524 OK 786 OK 477 OK CSR = 0.12 OK 0.48 OK 0.66 OK 0.45 OK Amax (in.) = 0.775 0.775 0.775 0.775 A (in.) — 0.000 OK 0.301 OK 0.451 OK 0.390 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 3231 Mcap (lb -ft) = 1357 trib width capacity (ft) = 5.48 for M < Mcap trib width capacity (ft) = 3.44 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTH QUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (lb -ft) = 1357 Mcap (lb -ft) = 1357 trib width capacity (ft) = 3.65 for M < Mcap trib width capacity (ft) = 6.02 for M < Mcap trib width capacity (ft) = 2.29 for � < L / 240 (governs) trib width capacity (ft) = 2.65 for A < L / 240 (governs) Interior Zone Line A USE: 2 X 6 @ 16 " O.C. End Zone Line A USE: 2 X 6 @ 16 " O.C. (DF No. 2) Grnmino at nnenings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE N0, OF KING STUDS END ZONE NO. OF KING STUDS EQ 3 1 1 1 1 4 1 1 2 2 5 1 1 2 2 6 1 2 2 2 7 1 2 2 2 8 2 2 3 2 9 2 2 3 2 10 2 2 3 3 11 2 2 3 3 12 2 2 3 3 13 2 3 4 3 14 2 3 4 3 15 2 3 4 4 16 3 3 4 1 4 Project Name: Project #: Initials: Date: Sheet: edited 612912005 W WOOD STUD WALL DESIGN TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 3231 Mcap (lb -ft) = 1357 trib width capacity (ft) = 5.48 for M < Mcap trib width capacity (ft) = 3.44 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTH QUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (lb -ft) = 1357 Mcap (lb -ft) = 1357 trib width capacity (ft) = 3.65 for M < Mcap trib width capacity (ft) = 6.02 for M < Mcap trib width capacity (ft) = 2.29 for A < L / 240 (governs) trib width capacity (ft) = 2.65 for A < L / 240 (governs) Interior Zone Line 2 & 3 USE: 2 X 6 @ 16 " O.C. End Zone Line 2 & 3 USE: 2 X 6 @ 16 " O.C. (DF No. 2) Framing at ooenines (unless noted otherwise on plan): OPENING WIDTH (FT) ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN NO. OF KING STUDS INT ZONE 1D +0.75L+ 1D +0.75L+ 1D + 0.75L + 0.75EQ 1 DESCRIPTION: Line 2 & 3 Loads to Wall: 0.75Wint + 0.75S w Load case Cd = Height, le (ft) : 15.5 DL LL trib 1 2 3 4 deflection < L/: 240 roof 25 35 2 103 102.5 102.5 102.5 C& C Interior Zone (psf): 11 floor 0 0 0 0 0 0 0 C & C End Zone (psf): 16.5 wall 15 0 2 30 30 30 30 earthquake pressure (psf): 10 misc 0 0 0 0 0 0 0 LL on roof snow? (Y /N): Y 0.26 OK w (plf)= 133 133 133 133 Lumber Rrade: 2 ( DF No. 2 ) NDS 2001 4 (in.) = 0.000 OK 0.301 OK 0.451 OK 0.390 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 3231 Mcap (lb -ft) = 1357 trib width capacity (ft) = 5.48 for M < Mcap trib width capacity (ft) = 3.44 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTH QUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (lb -ft) = 1357 Mcap (lb -ft) = 1357 trib width capacity (ft) = 3.65 for M < Mcap trib width capacity (ft) = 6.02 for M < Mcap trib width capacity (ft) = 2.29 for A < L / 240 (governs) trib width capacity (ft) = 2.65 for A < L / 240 (governs) Interior Zone Line 2 & 3 USE: 2 X 6 @ 16 " O.C. End Zone Line 2 & 3 USE: 2 X 6 @ 16 " O.C. (DF No. 2) Framing at ooenines (unless noted otherwise on plan): OPENING WIDTH (FT) Load Case NO. OF KING STUDS INT ZONE 1D +0.75L+ 1D +0.75L+ 1D + 0.75L + 0.75EQ 1 1D + 0.75L + 0.75S 0.75Wint + 0.75S 0.75Wend + 0.75S +0.75S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 420 420 420 420 F'c (psi) = 392 403 403 403 fc (psi) = 21 OK 21 OK 21 OK 21 OK M (lb -ft) = 0 330 496 300 Fb' (psi) = 1346 2153 2153 2153 fb (psi) = 0 OK 524 OK 786 OK 477 OK CSR = 0.00 OK 0.26 OK 0.39 OK 0.24 OK Amax (in.) = 0.775 0.775 0.775 0.775 4 (in.) = 0.000 OK 0.301 OK 0.451 OK 0.390 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 3231 Mcap (lb -ft) = 1357 trib width capacity (ft) = 5.48 for M < Mcap trib width capacity (ft) = 3.44 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTH QUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (lb -ft) = 1357 Mcap (lb -ft) = 1357 trib width capacity (ft) = 3.65 for M < Mcap trib width capacity (ft) = 6.02 for M < Mcap trib width capacity (ft) = 2.29 for A < L / 240 (governs) trib width capacity (ft) = 2.65 for A < L / 240 (governs) Interior Zone Line 2 & 3 USE: 2 X 6 @ 16 " O.C. End Zone Line 2 & 3 USE: 2 X 6 @ 16 " O.C. (DF No. 2) Framing at ooenines (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EQ 3 1 1 1 1 4 1 1 2 2 5 1 1 2 2 6 1 2 2 2 7 1 2 2 2 8 1 2 3 2 9 1 2 3 2 10 1 2 3 3 11 1 2 3 3 12 1 2 3 3 13 1 3 4 3 14 1 3 4 3 15 1 3 4 4 16 1 3 4 1 4 Project Name: Project #: Initials: Date: Sheet: edited 612912005 ■ , &VAM- L I!I- d W>S %\ w M W1=9- ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN Load Case NO. OF KING STUDS INT ZONE 1D +0.75L+ 1D +0.75L+ 1D +0.75L +0.75EQ DESCRIPTION: Interior Loads to Wall: 1 w Load case 1 Height, le (ft) : 14 DL LL trib 1 2 3 4 deflection < L/: 240 roof 25 35 16 820 820 820 820 C& C Interior Zone (psf): 5 floor 0 0 0 0 0 0 0 C& C End Zone (psf): 5 wall 0 0 0 0 0 0 0 earthquake pressure (psf): 5 misc 0 0 0 0 0 0 0 LL on roof snow? (Y /N): Y 194 OK w (pit)= 820 820 820 820 Lumber grade: 2 ( DF No. 2 ) NDS 2001 Amax (in.) = 0.700 0.700 0.700 0.700 (in.) =1 TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3884 Mcap (lb -ft) = 1357 trib width capacity (ft) = 14.77 for M < Mcap trib width capacity (ft) = 10.27 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTH QUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (lb -ft) = 1357 Mcap (lb -ft) = 1357 trib width capacity (ft) = 14.77 for M < Mcap trib width capacity (ft) = 14.77 for M < Mcap trib width capacity (ft) = 10.27 for 4 < L / 240 (governs) trib width capacity (ft) = 7.19 for 4 < L / 240 (governs) Interior Zone Interior USE: 2 X 6 @ 16 " O.C. End Zone Interior USE: 2 X 6 @ 16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) Load Case NO. OF KING STUDS INT ZONE 1D +0.75L+ 1D +0.75L+ 1D +0.75L +0.75EQ 1 1D + 0.75L + 0.75S 1 1 4 1 1 0.75Wint + 0.75S 0.75Wend + 0.75S +0.75S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 514 514 514 514 Pc (psi) = 471 489 489 489 fc (psi) = 133 OK 133 OK 133 OK 133 OK M (lb-ft) = 0 123 123 123 Fb' (psi) = 1346 2153 2153 2153 fb (psi) = 0 OK 194 OK 194 OK 194 OK CSR = 0.08 OK 0.20 OK 0.20 OK 0.20 OK Amax (in.) = 0.700 0.700 0.700 0.700 (in.) =1 0.000 OK 0.091 OK 0.091 OK 0.130 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3884 Mcap (lb -ft) = 1357 trib width capacity (ft) = 14.77 for M < Mcap trib width capacity (ft) = 10.27 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTH QUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (lb -ft) = 1357 Mcap (lb -ft) = 1357 trib width capacity (ft) = 14.77 for M < Mcap trib width capacity (ft) = 14.77 for M < Mcap trib width capacity (ft) = 10.27 for 4 < L / 240 (governs) trib width capacity (ft) = 7.19 for 4 < L / 240 (governs) Interior Zone Interior USE: 2 X 6 @ 16 " O.C. End Zone Interior USE: 2 X 6 @ 16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EQ 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 8 1 1 1 1 9 1 1 1 1 10 2 1 1 1 11 2 1 1 1 12 2 1 1 1 13 2 1 1 1 14 2 1 1 2 15 2 1 1 2 16 2 1 1 1 2 Project Name: Project #: Initials: Date: Sheet: edited 612912005 COLUMN INTERACTION: HSS4x4x3 /16 ALLOWABLE STRESS DESIGN COLUMN MARK: C1 A: 2.58 in. t: 0.174 KI /rx: LOADS: LOAD P (k) P e (in) e PexTL Pe YTL 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 1 0.00 C 0.00 0.00 0.00 0.00 #DIV /01 0.00 0.00 D 0.00 0.00 0.00 0.00 #DIV /01 0.00 LEVEL 2 A 0.00 0.00 0.00 0.00 0.00 4 elev. (ft): 0.00 B 0.00 0.00 0.00 .. 0.00 LEVEL 2 ... C 0.00 0.00 .. 0.00 .. 0.00 0.00 D 0.00 0.00 ... 0.00 ... 0.00 LEVEL 1 A 14.00 3.80 2.00 -- 28.00 ... <... elev. (ft): 5.50 B 0.00 0.00 0.0 .. 0.00 - -- 0.00 C 0.00 0.00 - -- 0.00 - -- 0.00 0.00 D 0.00 0.00 -- 0.00 -- 0.00 FOUNDATION # # # ## 14.00 0.00 0.00 0.00 #DIV /0! 4 elev. (ft): 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /0! LEVEL 1 ... COLUMN INTERACTION: HSS4x4x3 /16 LEVEL 3 ... Fy = 46 ksi A: 2.58 in. t: 0.174 KI /rx: 0.00 4 M 101.1 kip -in 4 P #DIV /0! Wry: 0.00 ly: M 101.1 kip -in Sx: 3.1 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 /01 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 /01 4 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /0! LEVEL 2 ... J: 10 Fy: 46 KI /rx: 0.00 M 101.1 kip -in P #DIV /0! KI /ry: 0.00 M 101.1 kip -in C ase 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 /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 #DIV /0! LEVEL 1 ... KI /rx: 42.58 M 101.1 kip -in P 62.9 kip KI /ry: 42.58 M 101.1 kip -in Case P P /P Mrx Mrx /Mcx M M /M H1.1 1 14.00 0.22 28.00 0.28 0.00 0.00 0.47 OK 2 14.00 0.22 28.00 0.28 0.00 0.00 0.47 OK 3 14.00 0.22 0.00 0.00 0.00 0.00 0.22 OK 4 14.00 0.22 28.00 0.28 0.00 0.00 0.47 OK COLUMN SIZE: HSS4x4x3 /16 Fy = 46 ksi A: 2.58 in. t: 0.174 in. b: 4 in. d: 4 in. Ix: 6.21 in. ly: 6.21 in. Sx: 3.1 in. Sy: 3.1 in. rx: 1.55 in. ry: 1.55 in. Z 3.670 in. Z,: 3.67 in.' X X b /t= 20.00 28.12 35.15 h/t 20.00 28.12 35.15 Kx: 1.00 Cw: 5.07 Ky: 1.00 J: 10 Fy: 46 h: 4 PLAN - TYPICAL COLUMN CASE 1: FULL DL +LL CASE2: DL +unbal LLabt MAXIS CASES: DL +unbal LLabt XAXIS CASE4 DL +unbal LLaWXBRAXES (Project Name: Project #: Initials: Date: Sheet: HSSCW.07.01.15.x1s ALLOWABLE STRESS DESIGN COLUMN MARK: C2 LOADS: LOAD P TL ( k) P e, (in) eY(in) PexTL PeyTL Comments COLUMN SIZE: LEVEL 3 A 0.00 0.00 0.00 - -- 0.00 - -- 5" STD Fy = 35 ksi elev. (ft): 0.00 B 0.00 0.00 0.00 0.00 A: 4.03 in .2 t: 0.258 in. C 0.00 0.00 0.00 - -- 0.00 D 0.00 0.00 0.00 -- 0.00 LEVEL 2 A 0.00 0.00 0.00 0.00 elev. (ft): 0.00 B 0.00 0.00 0.00 0.00 - C 0.00 0.00 0.00 0.00 D 0.00 0.00 - 0.00 0.00 LEVEL 1 A 5.50 2.50 10.00 -- 55.00 elev. (ft): 16.00 B 5.50 2.50 10.00 55.00 C 0.00 0.00 0.00 -- 0.00 D 0.00 0.00 .. 0.00 0.00 FOUNDATION 5.563 11.00 d: 5.563 in. Ix: elev. (ft): 0.00 in. ly: 14.3 in. Sx: 5.14 COLUMN INTERACTION: 5.14 in. rx: 1.88 in. ry: LEVEL 3 ... in. Z,: 6.830 in. Z 6.83 in .3 KI /rx: 0.00 M Cx : 143.1 kip -in P #DIV /0! KI /ry: 0.00 91.14 M Cy : 143.1 kip -in 1.00 Cw: Case P P,/ P Mrx Mrx /Mcx M 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 /0! 4 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /0! LEVEL 2 ... KI /rx: 0.00 M 143.1 kip -in P C : #DIV /0! KI /ry: 0.00 M Cy : 143.1 kip -in Case P r Pr /PC Mrx Mrx /Mcx M 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 /0! 4 0.00 # # # ## 0.00 0.00 0.00 0.00 #DIV /O! LEVEL 1 ... KI /rx: 102.13 M Cx : 143.1 kip -in P C : 49.5 kip KI /ry: 102.13 M Cy : 143.1 kip -in Case P Pr /Pc Mrx Mrx /Mcx M M /M H11 1 11.00 0.22 110.00 0.77 0.00 0.00 0.91 OK 2 8.00 0.16 55.00 0.38 0.00 0.00 0.46 OK 3 11.00 0.22 0.00 0.00 0.00 0.00 0.22 OK 4 8.00 0.16 55.00 0.38 0.00 0.00 0.46 OK b: 5.563 in. d: 5.563 in. Ix: 14.3 in. ly: 14.3 in. Sx: 5.14 in. Sy: 5.14 in. rx: 1.88 in. ry: 1.88 in. Z,: 6.830 in. Z 6.83 in .3 *... XP N r <... D /t= 23.10 NA 91.14 Nor Kx: 1.00 Cw: 0.0001 Ky: 1.00 J: 28.6 Fy: 35 PLAN - TYPICAL COLUMN CASE 1: FULL DL +LL CASE2: DL +unbW LL abi Y -AXIS CASE 3: DL + unbal LL abt X -AXIS CASE 4: OL + unbal LL abt X & Y AXES Project Name: Project #: Initials: Date: Sheet: HSSCo1.07.01.15.xls WOOD LEDGER DESIGN Based on 2001 NDS DESCRIPTION: Wood Wall- Office L oads: Ibs /bolt Z' = 162 Ibs /bolt —Mode IV Controls (U)niform or(C)oncentrated: U Lateral Load (H) = 250 plf Vertical Load (V) = 390 plf Duration Factor (Cd) = 1.15 Use: (4) 16d Nails at 16" O.C. Bolt Diameter (D) = 0.162 in Dowel Bending Yield Strength (Fyb) = 90000 psi Side Memb Dowel Brg Length (Is) = 1.5 in Specific Gravity of Side Memb. (G) = 0.5 Side Memb Dowel Brg. Strength (Fes) = 4637 psi Main Memb Dowel Brg. Length (Im) = 2 in Main Memb Dowel Brg. Strength (Fem) = 4650 psi Modes of Failure: Mode lm Mode Is Mode II Mode Illm Mode Ills Mode IV Z' = 788 Ibs /bolt I V -- V -- H I � f Z' = 589 Ibs /bolt Z' = 162 Ibs /bolt —Mode IV Controls Z' = 290 Ibs /bolt Z' = 279 Ibs /bolt No. of bolts required = 4.0 in o.c. max. Z' = 218 Ibs /bolt plf Z' = 162 Ibs /bolt Use: (4) 16d Nails at 16" O.C. DESCRIPTION: Wood Wall- Parallel to Joists Loads: (U)niform or(C)oncentrated: U Lateral Load (H) = 210 plf Vertical Load (V) = 40 plf Duration Factor (Cd) = 1.15 Bolt Diameter (D) = 0.162 in Dowel Bending Yield Strength (Fyb) = 90000 psi Side Memb Dowel Brg Length (Is) = 1.5 in Specific Gravity of Side Memb. (G) = 0.5 Side Memb Dowel Brg. Strength (Fes) = 4637 psi Main Memb Dowel Brg. Length (Im) = 2 in Main Memb Dowel Brg. Strength (Fem) = 4650 psi Modes of Failure: Mode Im Mode Is Mode II Mode Illm Mode Ills Mode IV Z' = 788 Ibs /bolt im I� i Z'= 589 Ibs /bolt Z. = 162 Ibs /bolt —Mode IV Controls Z'= 290 Ibs /bolt Z' = 279 Ibs /bolt No. of bolts required = 9.0 in o.c. max. Z' = 218 Ibs /bolt Z'= 162 Ibs /bolt Use: (2) 16d Nails at 16" 0 C Project Name: Project #: Initials: Date: Sheet: JJ� WOOD LEDGER DESIGN Based on 2001 NDS DESCRIPTION: CMU wall- Office Loads: 1568 Ibs /bolt (U)niform or(C)oncentrated: U 1461 Lateral Load (H) = 65 plf Vertical Load (V) = 1400 plf Duration Factor (Cd) = 1.15 Ibs /bolt Bolt Diameter (D) = 0.750 in Dowel Bending Yield Strength (Fyb) = 45000 psi Side Memb Dowel Brg Length (Is) = 3.5 in Specific Gravity of Side Memb. (G) = 0.5 0.5 Side Memb Dowel Brg. Strength (Fes) = 2581 psi Main Memb Dowel Brg. Length (Im) = 4.5 in Main Memb Dowel Brg. Strength (Fem) = 6000 psi Modes of Failure: Mode Im Mode Is Mode II Mode IIIm Mode Ills Mode IV Z' = 4685 Ibs /bolt Z' = 1568 Ibs /bolt Z' = 1014 Ibs /bolt < =Mode Ills Controls Z' = 1461 Ibs /bolt Lateral Load (H) = Z' = 1790 Ibs /bolt No. of bolts required = 8.0 in o.c. max. Z' = 1014 Ibs /bolt Z' = 1197 Ibs /bolt Use: (2) 3/4" dia. Bolt at 16" O.C. DESCRIPTION: CMU wall- Parallel to Joists Loads: (U)niform or(C)oncentrated: U Lateral Load (H) = 205 plf Vertical Load (V) = 150 plf Duration Factor (Cd) = 1.15 Bolt Diameter (D) = 0.625 in Dowel Bending Yield Strength (Fyb) = 45000 psi Side Memb Dowel Brg Length (Is) = 1.5 in Specific Gravity of Side Memb. (G) = 0.5 Side Memb Dowel Brg. Strength (Fes) = 4171 psi Main Memb Dowel Brg. Length (Im) = 6.5 in Main Memb Dowel Brg. Strength (Fem) = 6000 psi Modes of Failure: Mode Im Mode Is Mode II Mode Illm Mode Ills Mode IV Z' = 6368 Ibs /bolt I , --`- Im -? Is - Iv i f i O ry I Z'= 1021 Ibs /bolt Z' = 815 Ibs /bolt < =Mode Ills Controls Z'= 2263 Ibs /bolt Z' = 2563 Ibs /bolt No. of bolts required = 38.0 in o.c. max. Z' = 815 Ibs /bolt Z'= 1096 Ibs /bolt Use: (1) 5/8" dia. Bolt at 32" O.C. Project Name: Project #: Initials: Date: Sheet: - 3 T Y , �' Q rl A 6.2 k y. z k C 16.1 k S+t -WALL jcE f LAtq 1/1 = I '- v'1 Y Y r , .9 Project Name: Project #: Initials: Date: Sheet: SEISMIC LATERAL ANALYSIS 2003 International Building Code Equivalent Lateral Force Procedure PROJECT NAME: EWS - Al V:CsW Governs => Cl: SDS /(R /D: 0.120 Cl: SDI /(R /I)T: 0.317 (Max) C 0.5S /(R /1): (Min, S or greater than .6 and in Seismic Category E or F) C 0.044S 1 : 0.026 (Min) 1 E (1604.5): 1.00 a p: 1 F 1.20 Seis. Use Group (1604.5 & 1616.2): 1 R: 5 F�: 1.94 Seis. Category (1616.3): D Ct: 0.02 Sos 0.5980 Site Class (1615.1.1): D acc (ult. strength): 0.120 S 0.2994 S 0.745 acc (service load): 0.084 T: 0.189 sec. S 0.232 Vbase: 45.4 k Level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 20.00 380.0 7600.0 45.4 45.4 31.8 Totals: 380 7600 45.4 (Calculation per ASCE7 -02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 20.00 380.0 380.0 45.4 45.4 31.8 Fp = 0.401 or O.lw„, Fp = 400S or 280 pIf Fp = 0 .8SDSIEww or 280 pIf (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) wall designed for the greater of =_' Fp: 0.24 Wp 0.17 Wp min. anchorage and diaphragm force =_' Fp: 280 plf 200 plf min. anchorage and flex. diaph. force (Cat C- F) __' Fp: 0.48 Wp 0.34 Wp __> Fpmin: 280 plf 200 plf Project Name: Project #: 7 nitials: Date: Sheet: I SEISMIC LATERAL ANALYSIS 2003 International Budding Code Equivalent, I. ateral Force Procedure PROJECT NAME: EWS • A2 V:CsW Governs => Cl: SDS /(R /1): 0 120 I E (1604.5): 1.00 Seis. Use Group (1604.5 & 1616.2): 1 Seis. Category (1616.3): D Site Class (1615.1.1): D Ss: 0.745 S 0.232 Cl: S /(R /I)T: 0.383 C 0.5S /(R /1): C 0.044S 1: 0.026 a p: 1 R: 5 Ct: 0.02 acc (ult. strength): 0.120 acc (service load): 0.084 (Max) (Min, S or greater than .6 and in Seismic Category E or F) (Min) F 1.20 F,: 1.94 SDS: 0.5980 SDI: 0.2994 T: 0.156 sec. Vbase: 10.9 k Level Roof Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design 15.50 91.0 1410.5 10.9 10.9 7.6 Totals: 91 1410.5 10.9 (Calculation per ASCE7.02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 15.50 91.0 91.0 10.9 10.9 7.6 Fp = 0.401 or O.lw Fp = 400S or 280 plf Fp = 0.8S or 280 plf (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) wall designed for the greater of =_> Fp: 0.24 Wp 0.17 Wp min. anchorage and diaphragm force =_> Fp: 280 plf 200 plf min. anchorage and flex. dlaph. force (Cat C -F) _> Fp: 0.48 Wp 0.34 Wp __> Fpmin: 280 plf 200 plf Project Name: Project #: Initials: Date: Sheet: I % SEISMIC LATERAL ANALYSIS 2003 International Building Code Equivalent Lateral Force Procedure PROJECT NAME: EWS - A3 V:CsW Governs => Cl: S /(R /1): 0.120 1 E (1604.5): 1.00 Seis. Use Group (1604.5 & 1616.2): 1 Seis. Category (1616.3): D Site Class (1615.1.1): D SS: 0.745 S 0.232 Cl: S /(R /I)T: 0.383 C 0.5S /(R /1): C 0.044S l: 0.026 a p: 1 R: 5 Ct: 0.02 acc (ult. strength): 0.120 acc (service load): 0.084 (Max) (Min, S or greater than .6 and in Seismic Category E or F) (Min) F 1.20 F,,: 1.94 SDS: 0.5980 S 0.2994 T: 0.156 sec. Vbase: 8.3 k Level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 15.50 69.0 1069.5 8.3 8.3 5.8 Totals: 69 1069.5 8.3 (Calculation per ASCE7 -02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. ( ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, A SD Design Roof 15.50 69.0 69.0 8.3 8. -� 5.8 Fp = 0.401 or O.lw Fp = 400S or 280 plf Fp = 0.8SDSIEW or 280 plf (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) wall designed for the greater of =_' Fp: 0.24 Wp 0.17 Wp min. anchorage and diaphragm force =_' Fp: 280 plf 200 plf min. anchorage and flex. diaph. force (Cat C -F) __' Fp: 0.48 Wp 0.34 Wp __> Fpmin: 280 plf 200 plf El Project Name: P Initials: Date: Sheet: I * ES2 Idaho Falls JOB TITLE job title Address City, State JOB NO. S D1,­ r.Al rl II ATFn RV other CHECKED BY www.struware.com Code Search I. Code: International Building Code 2003 II. Occupancy: Occupancy Group = B Business III. Type of Construction: Fire Rating: Roof= 0.0 hr Floor = 0.0 hr IV. Live Loads: Roof angle (0) 0.50/12 2.4 deg Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Parapet ht above grd N/A Floor 50 psf Stairs & Exitways 100 psf Balcony / Deck 50 psf Mechanical N/A Partitions N/A V. Wind Loads: ASCE 7 - 02 Importance Factor 1.00 Basic Wind speed 90 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 20.0 ft Parapet ht above grd 2.0 ft Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/ -0.18 Building length (L) 112.0 ft Least width (B) 80.0 ft Kh case 1 0.902 Kh case 2 0.902 Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 100.0 ft Actual H /Lh = 0.00 Use H /Lh = 0.00 Modified Lh = 100.0 ft From top of crest: x= 50.0 ft Bldg up /down wind? downwind H /Lh= 0.00 K, = x /Lh = 0.50 K = z/Lh = 0.20 K 3 = At Mean Roof Ht: Project Name: ect #: _- V(Z) z X(Upwind) I Speed-up x(downwind) FM15 HJ2 H HJ2 H< 15f;exp C .•. Kzt =1.0 ESCARPMENT g / - Speed-up 0.000 V(Z) x(upvdind) x(downwind) 0.667 H 1.000 HIS 2D RIDGE or 3D AXISYMMETRICAL HILL Initials: Date: Sheet: ■, ES2 Idaho Falls JOB TITLE job title Address City, State JOB NO. _SHEET At,n rAl rill ATFQ RY other CHECKED BY V. Wind Loads - MWFRS h <_60' (Low -rise Buildings) Enclosed /partially enclosed only 3 ti- y -} ♦� 0.513 r_¢ 2.5h # � 2 L. rLe 9ati're E F EF.F F.NAU: rl I. IO F�'E Transverse Direction Kz =Kh= Base pressure (qh) = GCpi = Torsional loads are 25% of zones 1 - 4. 6 See code for loading t < diagram _ y •ti ���Jr��1� T�� F-A.E.F.LLEL it F1Lr'E Longitudinal Direction 0.90 (case 1) Edge Strip (a) 8.0 ft 15.9 psf End Zone (2a) 16.0 ft +/ -0.18 Zone 2 length = 40.0 ft Wind Surface nressures (nsf) 1 Transverse Direction Longitudinal Direction 2 Perpendicular 6 = 2.4 deg Parallel = 0.0 deg -3.0 -8.7 Surface GCpf w / -GCpi w / +GCpi GCpf w / -GCpi w / +GCpi -4.3 -10.0 1 0.40 0.58 0.22 0.40 0.58 0.22 12.6 6.8 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 -5.6 -11.3 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 I E 0.61 0.79 0.43 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.43 -0.25 -0.61 Wind Surface nressures (nsf) 1 9.2 3.5 9.2 3.5 2 -8.1 -13.8 -8.1 -13.8 3 -3.0 -8.7 -3.0 -8.7 4 -1.7 -7.5 -1.7 -7.5 5 -4.3 -10.0 -4.3 -10.0 6 -4.3 -10.0 -4.3 -10.0 lE 12.6 6.8 12.6 6.8 2E -14.1 -19.9 -14.1 -19.9 3E -5.6 -11.3 -5.6 -11.3 4E -4.0 -9.7 -4.0 -9.7 Windward roof overhangs: 10.8 psf (upward) add to windward roof pressure Parapet Windward parapet: 26.9 psf (GCpn = +1.8) Leeward parapet: -16.5 psf (GCpn = -1.1) Horizontal MWFRS SimDle Diaphragm Pressures (Ds Transverse direction (normal to L) Interior Zone: Wall 11.0 psf Roof -5.1 psf End Zone: Wall 16.5 psf Roof -8.6 psf ',VINDIVARD OV ER.H t--t_i WINDV'P.RP ROOF LEEWARDROOF I! l 1 1 J! J l l VERTICAL / . /. TRANSVERSE ELEVATION VdINDWARD_ OF J W A LEEPS1 ROOF 1 J 1 J 1 1 1 1 J VERTICAL .._..._._ __ -- Project Name: Longitudinal direction (parallel to Project #: Initials: - x D te: Sheet: Interior Zone: Wall 11.0 f �7,i�.rr_rrrrn�T F F�TRTIn�r tna Lone: wall 10.J Psi ' e t • ES2 Idaho Falls Address City, State JOB TITLE job title JOB NO. ILATED BY SHEET NO. DATE V. Wind Loads - Components & Cladding: Buildin h<60' & Alternate desiqn 60' <h <90' Kz = Kh (case 1) = 0.90 GCpi = +/ -0.18 NOTE: If tributary area is greater than Base pressure (qh) = 15.9 psf a = 8.0 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 3.0 ft Roof Angle = 2.4 deg Type of roof= Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 1 &2 Overhang Zone 3 GCp +/- GCpi 10 sf Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 19 sf 70 sf -1.18 -1.11 -1.08 -18.8 psf -17.6 psf -17.2 psf -18.3 psf -17.4 ps -1.98 -1.49 -1.28 -31.5 psf -23.7 psf -20.3 psf -28.5 psf -22.1 psf -1.98 -1.49 -1.28 -31.5 psf -23.7 psf -20.3 psf -28.5 psf -22.1 psf 0.48 0.41 0.38 10.0 psf 10.0 psf 10.0 psf 10.0 psf 10.0 psf -1.70 -1.63 -1.60 -27.0 psf -25.9 psf -25.4 psf -26.6 psf -25.7 psf -1.70 1 -1.63 -1.60 -27.0 psf -25.9 psf -25.4 psf -26.6 psf -25.7 ps Negative zone 3 = zone 2, since parapet - 3ft. Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 GCp +/- GCpi 10 sf Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 19 sf 200 sf -1.17 -1.01 -0.90 -18.6 psf -16.1 psf -14.3 psf -17.9 psf -15.3 ps -1.44 -1.12 -0.90 -22.9 psf -17.8 psf -14.3 psf -21.5 psf -16.3 psf 1.08 0.92 0.81 17.2 psf 14.6 psf 12.9 psf 16.5 psf 13.9 ps Note: GCp reduced by 10% due to roof angle <= 10 deg. Parapet qp = 15.0 psf CASE A = pressure towards building CASE B = pressure away from building Solid Parapet Pressure 10 sf 100 sf 500 sf CASE A: Interior zone: 40.4 psf 27.5 psf 25.9 psf Corner zone : 40.4 psf 27.5 psf 25.9 psf CASE B : Interior zone : -28.3 psf -23.5 psf -20.2 psf Corner zone : -32.3 psf -25.2 psf -20.2 psf Rooftop Structures & Equipment Dist from mean roof height to centroid of Af = 10.0 ft Height of equipment (he) = 15.0 ft Cross - Section Square Directionality (Kd) 0.90 Width (D) 10.0 ft Type of Surface N/A Square (wind along diagonal) Cf = 1.01 Af = 10.0 sf Adjustment Factor (Adj) = 1.90 F = qz G Cf Af Adj= 15.7 Af F= 157 lbs Gust Effect Factor (G) = 0.85 Base pressure (qz) = 20.4 Kd psf h/D = 1.50 Square (wind normal to face) C f = 1.31 A f = 10.0 sf Adjustment Factor (Adj) = 1.900 F = q G C A Adj= 20.4 Af F = 204 Ibs Project Name: Project #: Initials: Date: Sheet: 1 1 ( v ES2 Idaho Falls Address City, State JOB TITLE job title JOB NO. ILATED BY ECKED BY Location of Wind Pressure Zones aL— (-5 cD ep" 0 5 7 degrees and Monoslope <_ 3 degrees El a a M --I aL_ I Q rz -4 1-- 4--- I Q 7 11: �M tJJ 5 2b 1 1 Q 0 > 7 degrees SHEET NO. DATE "D r2 z 0 > 7 degrees I Project Name: �1 Project #: Initials: I � I Sheet: Monoslope roofs 10' < 0 < 30' a a a -4 1 Z-1 Monoslope roofs 3 El a a M --I aL_ I Q rz -4 1-- 4--- I Q 7 11: �M tJJ 5 2b 1 1 Q 0 > 7 degrees SHEET NO. DATE "D r2 z 0 > 7 degrees I Project Name: �1 Project #: Initials: I � I Sheet: Monoslope roofs 10' < 0 < 30' N , 7- STORY WOOD 5HEARWALL LINE: A LINE: A-calc #2 Lateral Force: 6700 # plf Lateral Force: 6700 # plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 lb Less due to geometry: 0 lb p : 1.00 p : 1.00 Total Wall Length: 28.00' ft Total Wall Length: 28.00' ft Short Wall Length: 3.83' ft Short Wall Length: 40.00' ft (Strap Header) Wall Height: 15.5' ft Wall Height: 15.5' ft Roof DL: 25 psf Roof DL: 25 psf Trib. Width: 5.0' ft Trib. Width: 5.0' ft Wall Weight: 15 psf Wall Weight: 15 psf DL factor: 0.82 DL factor: 0.82 Force: 6700 lb Wall Force: 6700 lb Wall Shear, V : 239 plf A Shear, V : 239 plf A Total O.T.M: 103850 ft *lb Total O.T.M: 103850 ft *lb Short Wall O.T.M: 14216.32 ft *lb Short Wall O.T.M: 103850 ft *lb Short Wall M R : 2626.175 ft *lb Strap Short Wall M R : 286000 ft *lb Strap Uplift: 3145 lb CS16 Uplift: 0 lb N/A LINE: 2 LINE: XXXX Lateral Force: 6500 # plf Lateral Force: 1 # plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 lb Less due to geometry: 0 lb P : 1.00 p : 1.00 Total Wall Length: 18.58' ft Total Wall Length: 1.00' ft Short Wall Length: 2.83' ft Short Wall Length: 1.00' ft Wall Height: 15.5' ft Wall Height: 1.0' ft Roof DL: 25 psf Roof DL: 1 psf Trib. Width: 1.0' ft Trib. Width: 1.0' ft Wall Weight: 15 psf Wall Weight: 1 psf DL factor: 0.82 DL factor: 0.82 Force: 6500 lb Wall Force: 1 lb Wall Shear, V : 350 pit B Shear, V : 1 plf N/A Total O.T.M: 100750 ft*lb Total O.T.M: 1 ft *lb Short Wall O.T.M: 15345.67 ft *lb Short Wall O.T.M: 1 ft*lb Short Wall M R : 1031.146 ft'Ib Strap Short Wall M R : 1 ft*lb Strap Uplift: 5122 lb HTT22 Uplift: 0 lb N/A LINE: 3 LINE: I calc #2 Lateral Force: 3800 # plf Lateral Force: 3800 # plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 lb Less due to geometry: 0 lb P : 1.00 p : 1.00 Total Wall Length: 1933' ft Total Wall Length: 20.00' ft Short Wall Length: 3.67' ft Short Wall Length: 32.00' ft (Strap Header) Wall Height: 15.5' ft Wall Height: 15.5' ft Roof DL: 25 psf Roof DL: 25 psf Trib. Width: 1.0' ft Trib. Width: 1.0' ft Wall Weight: 15 psf Wall Weight: 15 psf DL factor: 0.82 DL factor: 0.60 Force: 3800 lb Wall Force: 3800 lb Wall Shear, V : 197 plf A Shear, V : 190 plf A Total O.T.M: 58900 ft *lb Total O.T.M: 58900 ft *lb Short Wall O.T.M: 11169.43 ft*lb Short Wall O.T.M: 58900 ft*lb Short Wall M R : 1730.343 ft*lb Strap Short Wall M R : 131840 ft*lb Strap Uplift: 2658 lb CS16 Uplift: 0 lb N/A (Project Name: Project #: Initials: Date: Sheet: edited 613102 ■ s I FOOTING & FOUNDATION Allowable Soil Bearing Pressure: 1500 psf EXTERIOR FOUNDATION Interior Footing Requirements: USE 1ft 6in WIDE 10in THICK WITH (2) #4 BARS BOTTOM S POT FOOTING Load @ office 20 kip Footing Area ( ft ^ 2) Footing Length / Width (ft) 13.33 3.65 Spot Footing Requirements: USE: Oft- Oin x 4ft- Oin WIDE 12in THICK WITH (7) #4 BARS BOTTOM BOTH WAYS SPOT FOOTING Load @ dock Footing Area ( ft ^ 2) Footing Length / Width (ft) 11 kip 7.33 2.71 Spot Footing Requirements: USE: 3ft- Oin x 3ft-0in WIDE 12in THICK WITH (5) #4 BARS BOTTOM BOTH WAYS 1 11 1 1 Project Name: Project #: Initials: Date: Sheet: Load Tributary Total Load (pl0: Foundation Width (ft) Roof: 60 psf 40 ft 4270 2.85 Wall: 85 psf 22 ft Floor: 0 psf 0 ft Misc: psf ft Exterior Foundation Requirements: USE 3ft WIDE 10in THICK WITH (3) #4 BARS BOTTOM INTERIOR FOOTINGS Load Tributary Total Load (plo: Foundation Width (ft) Roof: 60 psf 16 ft 1245 0.83 Wall: 15 psf 19 ft Floor: 0 psf 0 ft Misc: 0 psf 0 ft Interior Footing Requirements: USE 1ft 6in WIDE 10in THICK WITH (2) #4 BARS BOTTOM S POT FOOTING Load @ office 20 kip Footing Area ( ft ^ 2) Footing Length / Width (ft) 13.33 3.65 Spot Footing Requirements: USE: Oft- Oin x 4ft- Oin WIDE 12in THICK WITH (7) #4 BARS BOTTOM BOTH WAYS SPOT FOOTING Load @ dock Footing Area ( ft ^ 2) Footing Length / Width (ft) 11 kip 7.33 2.71 Spot Footing Requirements: USE: 3ft- Oin x 3ft-0in WIDE 12in THICK WITH (5) #4 BARS BOTTOM BOTH WAYS 1 11 1 1 Project Name: Project #: Initials: Date: Sheet: ■ w ■- REINFORCED CONCRETE RETAINING WALL LOCATION: @ Dock (-TyP) SOIL DATA: Soil wt.(pcf): 120 Active Soil Pressure (psf /ft): 35.0 3 Sec. Gust Wind Speed (85.90mph) : 90 Sliding friction coeff: 0.25 Passive soil pressure (psf /ft): 100 Exposure [B,C] : C Surcharge on backfill (psf): 0 Soil brg. pressure (psf): 1500 P (PSF) : 21.7 Ka: 0.29 Concentric loads (DL): 0 lb/ft Concentric loads (I-Q: 0 lb/ft Comment: WALL DATA: Maximum height(retaining), H (ft): 4.0 ft (psi): 2500 pmin: 0.0033 or 4/3 p calc'ed Fence height, H (ft): 0.0 Rf wall: 0.85 pmax: 0.0134 Rebar Fy (ksi): 60 pideal: 0.0083 center rebar(Y /N) ?: y Channel rebar each face (Y /N) ?: N Wall (Y /N) ?: N Front face Rebar Vert. Rebar Hor. Rebar Vert. Hor. Wall Vu (k) Mu (k -ft) wall t (in) d (in) OVc (k) pv As (in /ft) bar (in o. c.) bar (in o.c.) (in /ft) (in /ft) Top 0 0 8.00 4.00 4 OK 0.0000 OK 0.00 #4 @ 18 #4 @ 12 .875H 0.0 0.0 8.00 4.00 4 OK 0.0000 OK 0.00 #4 @ 18 #4 @ 12 .750H 0.0 0.0 8.00 4.00 4 OK 0.0000 OK 0.00 #4 @ 18 #4 @ 12 - -- - -- .625H 0.1 0.0 8.00 4.00 4 OK 0.0000 OK 0.00 #4 @ 18 #4 @ 12 - -- .500H 0.1 0.1 8.00 4.00 4 OK 0.0001 OK 0.01 #4 @ 18 #4 @ 12 .375H 0.2 0.1 8.00 4.00 4 OK 0.0002 OK 0.01 #4 @ 18 44 @ 12 .250H 0.3 0.3 8.00 4.00 4 OK 0.0004 OK 0.02 #4 @ 18 #4 @ 12 . - -- .125H 0.4 0.4 8.00 4.00 4 OK 0.0006 OK 0.03 #4 @ 18 #4 @ 12 . - -- Base 0.9 1.8 8.00 4.00 4 OK 0.0028 OK 0.13 #4 @ 17 #4 @ 12 .. ... Wall base key min. thickness for shear (in): 3.9 FOOTING DATA: Width (ft): 3.00 Key depth below ftg (in): 0 pl footing: 0.85 Thick. (in.): 12 OK Key thickness (in): 0 pmin: 0.0033 or 4/3 p calc'ed Embedment depth (in.): 32 Toe to face of key (in): 0 pmax: 0.0134 Toe (in): 14 Concrete Footing ft (psi): 2500 pideal: 0.0083 Heel (in): 14 loc. of dowel splice (% H): 0.375 dowel length (in): 47 >wel dev. Into ftg key (Y /N): N FOOTING STABILITY: Item wt. (lb /ft: xbar (ft.) Mr (k -ft) Overturning ... Soil Pressure (psf) ... stem 562 1.50 0.8 Total wt. (kips): 2.0 x: 0.92 footing 450 1.50 0.7 Mot (k -ft): 1.69 e: 0.58 key 0 0.00 0.0 Mr (k -ft): 3.6 middle 1/3: 1.00 soil heel 786 2.42 1.9 F.S. overturning: 2.10 OK Qmax: 1476 OK soil toe 233 0.58 0.1 Qmin: 0 surcharge 0 2.42 0.0 Sliding ... total 2031 3.6 Sliding force (k): 0.8 Passive resistance(k): 0.4 Sliding friction (k): 0.5 F.S. sliding: 1.13 _WG - 1Z��iST� Toe fill to be ignored (in): 0.0 By 71W SLA!9 FOOTING REBAR: Toe ... dbot. (in): 8.8 Q @ face of wall (psf): 850 Q @ d (psf): 459 Toe self wt. (k): 0.4 Toe self wt. @ d (k): 0.2 Vu (k): 1.6 Vu @d(k):0.5 OVc (k): 8.9 OK Mu @ face (k -ft): 1 p: 0.0005 As (in2 /ft): 0.0 Bottom bar: #4 Heel ... 14 in. dtop (in): 9.8 Upward Qs @ face of wall (psf): 493 Upward Qs @ d (psf): 57 Upward R at heel (k): 0.4 Upward R at d (k): 0.1 Vu (k): 1.0 Vu @ d (k): 0.3 �Vc (k): 9.9 OK Mu @ face (k -ft): 0.8 p: 0.0002 As (in /ft): 0.0 Top bar: #4 � CJ 3 HEEL TOE i -WIDT. w ACTIVE � i H ' � PASSIVE Project NameBot. bar spacing (in o.c.): 1 max. Pr Q�c apacing In h ials. Date: Sheet: Copy of RetWa111BC_06.09.29.x1s