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HomeMy WebLinkAboutBP, CO & DOCS - 03-00077 - Apple Tree Apartments - New 4-PlexINSPECTION RECORD CITY OF REXBURG ISSUED M: NAME: C6414 a' C',� u-� l L PERMIT K"0 3 — AQ / FOR THE CONSTRUCTION OF: 1 51 /fin p' 5 JOB ADDRESS: a�7 W, 5` � GENERAL CONTRACTOR: Sc2., kn e— This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the City of Rexburg. It Is specifically understood that this Permit does not allow any Variance to the regulations of the City of Rexburg Building 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 /Q ..?-7- 0-3 11 THIS PERMIT MUST BE PROMINENTLY DISPLAYED AT THE BUILDING SITE THE BUILDING MAY NOT BE OCCUPIED OR USEDWITHOUT FIRST OBTAINING A CERTIFICATE O OCCUPANCY. No work shall be done on arty part of 1) A complete set of approved drawings along with pemdt must be kept on the the building beyond the point I premises during construction. Indicated In each successive NOTICEN 2) The permit will become null and void In the event of any deviation from the Inspection without approval.. No accepted drawings. structural framework of any part of the 3) No foundation, structural, electrical, nor plumbing work shall be concealed building or any underground work without approval. shall be covered or concealed without approval. BUILDING 1 st Layout 2nd Footing ................ 3rd Foundation ........... 4th Truss .................... 5th Framing ................ 6th Insulation ............. 7th Drywall ................. 8th Sidewalk ............... 9th Final ..................... 10th Occupancy ......... ELECTRICAL 1st Groundwork ............ 2nd Rough -in ................ 3rd Final ........................ Imo' PLUMBING 1 st Trench ..................... 2nd Service Connection 3rd Rough -in ................. 4th Heat Cable .............. 5th Final ........................ For Inspections Call 359 -3020 ext. 341 24 Hour Notice A CERTIFICATE OF OCCUPANCY CAN NOT BE ISSUED PI TO FINAL ELECTRICAL A PLUMBING WKCDON8. CERTIFICATE OF OCCUPANCY City of Rexburg Department of Building Inspection Building Permit No: R- 03 -10 -18 Applicable edition of code: ❑ International Building Code 2000 ❑ International Residential Code 2000 ❑ Uniform Building Code 1 997 Site address: 347 South 4Lh West (House) Use and occupancy: Residential Type of construction: Wood Frame Design occupant load: Four Family Units Sprinkler System required: ❑ Yes ❑ No Name and address of owner: Center Court, LLC. 3848 South 4413 West Rexburg, Idaho 83440 Contractor: Center Court, LLC. Special conditions: Occupancy: ❑ Full ❑ Partial ❑ Temporary This Certificate, issued pursuant to the requirements of Section iog o 0 International Builbing Cobe, certifies that, at the time of issuance this builbing or at portion of the bui(bing that was inspected on the bate [isteb was f ounb to be in compliance with the requirements o f the cone for the group anb bivision of occupancN anb the use for which the proposeb occupancj was classi f ieb. Date: February 9, 2004 (2 :54PM) C.O. Issued by: Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Buildin offic'al has renKred em aand approved said future changes. Water Departmen t/ Eire Department ---- State of Idaho Electrical Department - (208 - 356-4830 ) ❑ Merlin Webster � I BUIL G PERMIT APPLICAV REXBURG, ID DATE THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER 3 *3_ ' "..Y x44.4» r L✓ JOB ADDRESS �r t • ( .. l/ PHONE BUILDER ARCHITECT A r r DES1GNeR :.a STRUCTURE: U NEW g&REMODEL U ADDITION O REPAIR U RENEWAL U FIR E DAMAGE *R ESIDENCE U COMM. U EDUCATIONAL U GOVT U RELIGIOUS O FENCE U PATIO O CARPORT U GARAGE O AWNING FOOTINGS FOUNDATION BASEMENT FLOORS EXT. WALLS INT. WALLS CEILING ROOF HEAT INSULATED U CONCRETE U CONCRETE Ai & WOOD U WOOD. U WOOD U WOOD U BUILT UP. (GAS [WALLS U MASONRY U MASONRY LL QHXMRETE U MASONRY' U MASONRY ,( BRYWALL U WOOD SH. U:OIL (CEILING U OTHER U OTHER TJ NO U OTHER U CONCRETE U CONCRETE tI PLASTER U COMP. SH. U COAL QFLOORS U VENEER &LDRYWALL U TILE U TILE U FIREPLACE U PERIMETER U METAL �n pPLASTER U ACOUSTIC U ROLL ROOF. 'ELECTRIC U STUCCO U TILE U OPEN U METAL This permit is issued subject to the regulations contained in the Uniform Building Code and Zoning Regulations of Rexburg, and it is hereby agreed that the work to be done as shown in the plans and specifications will be completed in >aocordance with the regulations pertaining and applicable thereto: The issuance of the permit does not waive restrictive covenants. w. REMARKS: "J/. / IrIN OF RE(BURC, OCT 2 DEPARTMENT OF BUILDING & ZONING VALUE PAID CASH $ FEE PAID O CASH t. °`�: t } BUILDING DAVE ADDRESS INSPECTOR WHITE- Owner`s Copy CANARY -Building Departments Copy PINK Assess Copy GOLDENRODdnspeow APPLICATION FOR BUILDING PERMIT CITY OF REXBURG, IDAHO Date of Application A Z OWNER Name Site A Permit No. R Mailing Address 3 s' , 1 -j L/ / 3 40, City /State /Zip Telephone/Fax/Mobile S�v CONTRACTOR Name Mailing Address City /State /Zip Telephone/Fax/Mobile PROJECT INFORMATION DEPARTMENT APPROVAL Property Zone: Is existing use compatible with zoning, (screening parking, etc) When was this building last occupied -2 a 0-f Architect/ Engineer Firm — S' Plan Name Subdivision Lot Block Circle One Resit/ Commercial Educational Government Remodel Other Circle One New House ddition/Remodel to I on New Commercial Commercial Remodel Circle One Basement: None / inished / U is e Other: None/ Patio/ Carport/ Awning N/A Lot Square Footage Lot Width Square Feet Garage Square Feet Number of Stories Height of Building What will structure be used for: Home Home Business A artment Commercial Other Will there be an apartment? — ���C ` C'L� If so, how many units Y Total Estimated Cost '�3D� l��n Are you in a flood plain ' tI Q Signature of Applicant Code Building Permit Fees ;2 Zone C1 REXBURG Plan Check Fees Building Type Plumbing Permit Fees ��p�+ 0 OCT 2 7 2003 Digging Permit Fees Water & Sewer Fees PAID CASH $ - -- CHECK $ Front Footage Fee 415., zj Signature of n tor Fire, and Police) Impact Fee 9. S$ TOTAL $ Issued by CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT OWNER FEES Name LL y Plumbing Permit ........ $ Address f / ' � —Te .+ P ................... "" ,� •� h �/ f Sewer Ins pection . $ Lot B lk. Add. Inspection of Pipe .... • .... • .... .... $ PLUIIl1B� I nspection of Fixtures • • • • . • ....... • .. $ Name ,r i r. a ', o 1 $ Address Tel. $ NATURE OF INSTALLATION TOTAL $ Use I . Rough Plumbing Septic Tank Fixtures y ` Water Piping Complete Sewer " Received: Date By INSPECTOR'S RECORD N DESCRIPTION OF WORK Bath Tubs Urinal Showers Sink Trap Laundry Trays Water Heater Wash Basin Other Toilet Slop Sinks Kitchen Sirft pP Floor Drain. Drinking Fountains Lawn Sprinklers Water Softeners Dish Washing Mach. Pothes Washer W kC $/ Rough Plumbing Sewe O ther Finish Plumbing S INSP. E SUBCONTRACTOR LIST Excavation & Earthwork: Concrete: Masonry: Roofing Insulation.' Drywall: Painting: Floor Coverings: Plumbing: Heating: Electrical: Roof Trusses: Floor/ Ceiling Joists: Cabinets-.-- Siding /Exterior Trim: C har- SPECIAL CONSTRUCTION (Manufacturer or Supplier) * vZ N i s Design Intelligence, LLC Engineering Calculations Summary Date: September 19, 2002 Subject: Windgate Plaza Apartments, Rexburg, Idaho Customer: Val Christensen This analysis uses the Design Criteria required by the local jurisdiction and the 1997 UBC as the basis for the calculations. Materials: Dimensional Lumber - UBC Design Values Used Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: UBC 1997 — Foundations designed for Max Brg Pressure of 2000 psf Design Loads: Snow = 35 psf Seismic = Seismic Zone 3 Wind = 80 mph, Exposure C References: Uniform Building Code, 1997 Edition Customer Drawings TrusJoist MacMillian Design Guides Summary: All beam sizes and footing sizes are noted on the drawings. 4468 9 These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Designed By: Scott A paulding, P.E. Checked By: Date: Z Date: U Design Intelligence, LLC 135 East Main, Suite A WIN DGATE PLAZA APARTMENTS 9/19/2002 rxccuui , ivaii oo -r-+v Use 0.0 psf Design Loads 12" 0.0 psf 35.0 12: Snow Load: psf 32.5 12 ` Wind Load psf 29.9 2 Seismic psf 27.6 9.4 psf Snow Loads Rise Roof Pitch 3' Roof Pitch 4' Roof Pitch 6 MN, Roof Pitch8 Roof Pitch Roof Pitch IC Iz Wind Loads 71 R Run Reduction Use 0.0 psf 35.0 12" 0.0 psf 35.0 12: 2.5 psf 32.5 12 ` 5.1 psf 29.9 2 7.4 psf 27.6 9.4 psf 25.6 70 mph 80 mph 90 mph 12.6 16.4 20.8 Ce , "1" Exposure C Cq 1 3 Horizontal 0.7 Vertical Ph = 25.4 psf Horizontal Pv = 13.7 psf Vertical Seismic Loads Ca - Zone 1 2A 2B 3 4 V = 2.5 *Ca *I *W /R 0.12 0.22 0.28 0.36 0.44 Ca ;z -50 36 V= 0.1641W Page 1 Design Intelligence, LLC WINDGATE PLAZA APARTMENTS 135 East Main, Suite A - \"Avui , ivai iu oo"u Type Fb psi Fv psi JE psi LVL 2600 285 1900000 GLB 2400 190 1800000 DF 1300 95 1900000 Beam 1 Floor Support Tvve Fb psi Fv osi E nsi Span = aft Tributary Area = 16 ft ... Loads Point Load = 0 Ibs Snow 0 psf Uniform Load = 0 Ibs /ft Live Load 0 40' psf 640 Ibs /ft Dead Load 1 °5 psf 240 Ibs /ft Moment Live Load Moment = 2000 lb-ft = 24000 lb-in Dead Load Moment = 750 Ib -ft = 9000 lb-in Section Modulus Required = 12.69 in3 Section Width Section Depth = 9 5 in. Section Modulus Provided = 52.6 in3 OK Moment of Ineritia Provided = 250.1 in4 Deflection Live Load = 0.00 in. 1/360 0.17 in. OK Dead Load= 0.01 in. Total = 0.01 in. U240 0.25 in. OK Horizontal Shear fv = 99 psi OK FV = 285 psi Allowable Reaction = 2200 Ibs Use 3.5 X 9.5 LVL 9/19/2002 Page 1 Design Intelligence, LLC WINDGATE PLAZA APARTMENTS 135 East Main, Suite A nc '&uui , iucaiiu 00"U Type Fb psi Fv psi E psi lb-in Loads Point Load = 0 Ibs Dead Load Moment = 750 lb-ft LVL 2600 285 1900000 Snow 0 ` psf GLB 2400 190 1800000 Live Load "'' X40' psf DF 1300 95 1900000 Dead Load _. 15; psf in3 240 Ibs /ft Beam 2 Bearing Wall Headers Moment Section Depth = 52 ... in. Type Fb psi Fv psi 1300 95 JE psi 1900(3Q€ i Section Modulus Provided = 64.2 in3 OK Moment of Ineritia Provided = 296.8 in4 Span = 5� Tributary Area = 3 z.16 1 �ft ft Live Load Moment = 2000 lb-ft = 24000 lb-in Loads Point Load = 0 Ibs Dead Load Moment = 750 lb-ft = 9000 lb-in Snow 0 ` psf Uniform Load = 0 Ibs /ft Live Load "'' X40' psf 640 Ibs /ft Dead Load _. 15; psf in3 240 Ibs /ft in. Moment Section Depth = 52 ... in. i Section Modulus Provided = 64.2 Live Load Moment = 2000 lb-ft = 24000 lb-in Dead Load Moment = 750 lb-ft = 9000 lb-in Section Modulus Required = 25.38 in3 Section Width = 4' in. Section Depth = 52 ... in. Section Modulus Provided = 64.2 in3 OK Moment of Ineritia Provided = 296.8 in4 Deflection Live Load = 0.00 in. U360 0.17 in. OK Dead Load = 0.01 in. Total = 0.01 in. L/240 0.25 in. OK Horizontal Shear fv = 79 psi OK FV = 95 psi Allowable Reaction = 2200 Ibs Use 4.5 X 9.25 DF 9/19/2002 Page 2 Design Intelligence, LLC WINDGATE PLAZA APARTMENTS 135 East Main, Suite A ntexuury, Wano 0,544U Type 72400 Fv psi E psi LVL 285 1900000 GLB 190 1800000 DF 95 1900000 Beam 3 Bearing Wall Window Headers Type Fb psi Fv psi E psi DF 13 ©0 95 "1900Q0 .. r . Span = = s ft Tributary Area= 16� ft 9/19/2002 Page 3 Loads Point Load = 0 Ibs Snow Live Load Dead Load 35 s b R 1.5, psf psf psf Uniform Load = 560 0 240 Ibs /ft Ibs /ft Ibs /ft Moment Live Load Moment = 1750 lb-ft = 21000 lb-in Dead Load Moment = 750 Ib -ft = 9000 lb-in Section Modulus Required = 23.08 in3 �idth= Section Section Depth = 3 ' 4125 in. in Section Modulus Provided = 42.8 in3 OK Moment of Ineritia Provided = 197.9 in4 Deflection Live Load = 0.02 in. U360 6.17 in. OK Dead Load = 0.01 in. Total = 0.03 in. L/240 0.25 in. OK Horizontal Shear fv = 108 psi OK FV = 109.25 psi Allowable Reaction = 2000 lbs Use 3 X 1 9.25 DF 9/19/2002 Page 3 Design Intelligence, LLC WINDGATE PLAZA APARTMENTS 135 East Main, Suite A Kexburg, Idaho 83440 Type Fb psi Fv psi E psi LVL 2600 285 1900000 GLB 2400 190 1800000 DF 1300 95 1900000 Beam 4 Truss Support Beam At Porch Type Fb psi Fv psi E psi DF t3Q0 95 Q 19Q000 _ Span= 12yft Tributary Area = 5 ft fv = 81 psi OK FV = 109.25 psi Allowable Reaction = 1500 Ibs Use 3 X 9.25 DF 9/19/2002 Page 4 Loads Point Load = 0 Ibs SnowF Live Load 35 0,, ",psf psf Uniform Load = 175 0 Ibs /ft Ibs /ft Dead Load.: �- 15" psf 75 Ibs /ft Moment Live Load Moment = 3150 lb-ft = 37800 lb-in Dead Load Moment = 1350 lb-ft = 16200 Ib -in Section Modulus Required = 41.54 in3 Section Width = 3 in Section Depth = 9 25= in. Section Modulus Provided = 42.8 in3 OK Moment of Ineritia Provided = 197.9 in4 Deflection Live Load = 0.22 in. U360 0.40 in. OK Dead Load = 0.09 in. Total = 0.31 in. L/240 0.6 in. OK Horizontal Shear fv = 81 psi OK FV = 109.25 psi Allowable Reaction = 1500 Ibs Use 3 X 9.25 DF 9/19/2002 Page 4 Design Intelligence, LLC WINDGATE PLAZA APARTMENTS 135 East Main, Suite A Kexourg, Idaho 83440 Loads Point Load = 0 Ibs Snow Live Load 381 ' " d psf psf Uniform Load = 175 0 Ibs /ft Ibs /ft Dead Load .. . -_ psf 75 Ibs /ft Moment Live Load Moment = 3150 lb-ft = 37800 lb-in Dead Load Moment = 1350 lb-ft = 16200 lb-in Section Modulus Required = 22.50 in3 Section Width = [25 in. Section Depth in. Section Modulus Provided - = 42.2 in3 OK Moment of Ineritia Provided = 189.8 in4 Deflection Live Load = 0.24 in. L/360 0.40 in. OK Dead Load = 0.10 in. Total = 0.34 in. L/240 0.6 in. OK Horizontal Shear fv = 80 psi OK FV = 218.5 psi Allowable Reaction = 1500 Ibs Use 3.125 X 9 GLB 9/19/2002 Page 5 Design Intelligence, LLC WINDGATE PLAZA APARTMENTS 135 East Main, Suite A CA ui y, luau w O,3"u Type Fb psi Fv psi E psi 0 Ibs Snow a psf Uniform Load = 0 Ibs /ft Live Load 6J -!psf LVL 2600 285 1900000 psf 19.95 GLB 2400 190 1800000 DF 1300 95 1900000 Live Load Moment = 638 lb-ft = 7660.8 lb-in Beam 5 Covered Deck Joists Dead Load Moment = 160 Ib -ft = 1915 lb-in Type Fb psi Fv psi E psi Section Modulus Required DF 1:3Q0 95 190 ©(}QG'; Section Width = .,a 1 5 in. Span = 8 ft Tributary Area = 33 ft Section Modulus Provided = 13.1 in3 OK Moment of Ineritia Provided = 47.6 in4 Loads Point Load = 0 Ibs Snow a psf Uniform Load = 0 Ibs /ft Live Load 6J -!psf 79.8 Ibs /ft Dead Load 2 , 15 psf 19.95 Ibs /ft Moment Live Load Moment = 638 lb-ft = 7660.8 lb-in Dead Load Moment = 160 Ib -ft = 1915 lb-in Section Modulus Required = 7.37 63 Section Width = .,a 1 5 in. Section Depth Section Modulus Provided = 13.1 in3 OK Moment of Ineritia Provided = 47.6 in4 Deflection Live Load = 0.06 in. L/360 0.27 in. OK Dead Load = 0.02 in. Total = 0.08 in. L/240 0.4 in. OK Horizontal Shear fv = 55 psi OK FV = 95 psi Allowable Reaction = 399 Ibs Use 1.5 X 7.25 DF 9/19/2002 Page 6 Design Intelligence, LLC WINDGATE PLAZA APARTMENTS 9/19/2002 135 East Main, Suite A Rexburg. Idaho 83440 Type Fb psi Fv psi E psi Beam 6 eck Joist Carrier LVL 2600 285 1900000 Type EF13,psi Fv psi E psi GLB 2400 190 1800000 D DF 1300 95 1900000 Page 7 Beam 6 eck Joist Carrier Type EF13,psi Fv psi E psi D gn Span f 2ft Tributary Area = 5ft Loads Point Load= Snow 0 Live Load 60.' psf Uniform Load= 0 E 300 Dead Load h � ;15' psf 75 Moment Live Load Moment = 5400 lb-ft = 64800 lb-in Dead Load Moment = 1350 Ib -ft = 16200 lb-in Section Modulus Required = 62.31 in3 Section Width = pil in. Section Depth = j in. Section Modulus Provided = 63.3 in3 OK Moment of Ineritia Provided = 356.0 in4 Deflection Live Load = 0.04 in. L/360 0.40 in. OK Dead Load = 0.05 in. Total = 0.09 in. U240 0.6 in. OK Horizontal Shear fv = 100 psi NG (OK) FV = 95 psi Allowable Reaction = 2250 Ibs Use 3 X 11.25 DF Page 7 Design Intelligence, LLC WINDGATE PLAZA APARTMENTS 9/19/2002 135 East Main, Suite A Nexburg, Idaho 83440 Page 1 Spread Footing Design Values (1500 psf increased for depth) 15,OII' Psf Allowable Soil Bearing Pressure = ppQ2 Min Reinforcing Factor = Concrete Strength @ 28 days 2t70 psi Steel Reinforcing (fy) = M. 46GOG psi Ridge Beam Support - F1 Description Vertical Moment Roof 300; Porches , �� � 66Q0; Ibsy 0 :' - - - - -- ..w.. ft -Ibs L = Length 2 AS; ft B = Width 2 5ft Thickness �i�� ft Weight 937.5 Ibs V= 10537.5 Ibs e = M/V 0.0000 Qmax = V /BL(1 +6e /L) = 1686 psf Qmin = V /BL(1 -6e /L) = 1686 psf Reinforcing for Long Dire ction Use 2 5 ft. Wide in. Deep Footing Calculated Minimum Reinforcing = 0.6 in *in Rebar Size = #4 Area = 0.2 in *in Use 3 #4 12.00 in O.C. Reinforcing for Short Direction Use 2 5 ft. Wide X Deep Footing Calculated Minimum Reinforcing = 0.6 in *in Rebar Size = #4 Area = 0.2 in *in Use 3 #4 12.00 in. O.C. Page 1 Design Intelligence, LLC WINDGATE PLAZA APARTMENTS 9/19/2002 135 East Main, Suite A Re xburg, Idaho 83440 Page 1 Foundation Design UBC 1997 (1500 base increased for depth) Allowable Bearing Capacity 2000 psf Max Roof Span ft Max Floor Span =6ft Wall Height = _ 26?; ft Snow Load 35' psf Floor Live Load Wall Dead Load Roof Dead Load 80, psf 15 psf 4 psf Stem Wall Height = 41, ft Stem Wall Width = $ in. Brick Dead Load Floor Dead Load 0 psf H 3(3 psf (Loads account for two floors above grad Exterior Bearing Walls Proposed Footing Roof Loads 900 Ibs /ft Width 2 0 in Floor Loads 880 Ibs /ft Depth $' in Wall Load 3901 Ibs /ft Stem Wall Load 400 Ibs /ft Footing Load 167 Ibs /ft Total 2737 Ibs /ft Bearing Pressure = 1642 psf OK Reinforcing Requirements in Reinforcing Factors Footing 0.002 Stem Wall Vertical 0.0012 m *in Horizontal 0.002 Reinforcing Bar#q Footing Continuous Reinforcing Count 2 bars Stem all Continuous Reinforcing Count 4 bars Vertical - Reinforcing Spacing 18 in. Page 1 Design Intelligence, LLC WINDGATE PLAZA APARTMENTS 135 East Main, Suite A Re) 9/19/2002 Floor Dead Load 30' psf psf Max Roof Span ft Max Floor Span= 32r ft Exterior Bearing Walls 35 psf Wall Height = 26' ft Floor Live Load 8A psf Proposed Footing 0; ft Wall Dead Load Roof Loads 0 Ibs /ft Stem Wall Width = Width 2m: in Floor Loads Wall Load 1760 390 Ibs /ft Ibs /ft , Depth r 8 in Stem Wall Load 0 Ibs /ft (Loads account for two floors above grad Footing Load 167 Ibs /ft Total 2317 Ibs /ft Bearing Pressure = 1390 psf OK Reinforcing Requirements Min Reinforcing Factors Footing 0.002 Stem Wall Vertical 0.0012 v 4'..... g.2 =in Horizontal 0.002 Reinforcing Bar in Allowable Bearing Capacity 2000 psf Max Roof Span ft Max Floor Span= 32r ft Snow Load 35 psf Wall Height = 26' ft Floor Live Load 8A psf Stem Wall Height = 0; ft Wall Dead Load 15 psf Stem Wall Width = = 8 in. Roof Dead Load 15f psf , Brick Dead Load 0, psf (Loads account for two floors above grad 1Y lUano 0,5440 Foundation Design UBC 1997 (1500 base increased for depth) Footing j�onunuous Co unt 2 bars 1 Stem II I Continuous Reinforcing Count 0 bars Vertical - Reinforcing Spacing 18 in. Page 2 Design Intelligence, LLC WINDGATE PLAZA APARTMENTS 9/19/2002 135 East Main, Suite A Rexburg, Idaho 83440 Shear Wall Analysis - Top Story Short Exterior Walls Wind Load = 25' psf Roof He =,7' ft Wall Height ft Length of Long Wall = 48 ft Area at Mid Height of Wall = 552 ft ^2 Wind Force = 14021 Ibs Shear Wall Length fi4 ft Shear /ft in Wall @ Mid Height 219 Ibs /ft Provide 1/2" APA rated sheathing with 8d nails @ 5" o.c. at panel edges and 12" o.c. in the field. Blocking is required. Shear Wall Analysis - Middle Story Short Exterior Walls Wind Load = 25 4` psf Roof Height = ft Wall Height = 27 Length of Long Wall = -x' 4g,ft Area at Mid Height of Wall = 984 ft ^2 Wind Force = 24994 Ibs Shear Wall Length 96 ft (sheath interior party wall one side) Shear /ft in Wall @ Mid Height 260 Ibs /ft Provide 1/2" APA rated sheathing with 8d nails @ 5" o.c. at panel edges and 12" o.c. in the field. Blocking is required. I E19 Shear Wall Analysis - Bottom Story Short Exterior Walls Wind Load = 2Wft= Roof i = ght r Wall H = Length of Long Wall = 4g ft Page 1 Design Intelligence, LLC WINDGATE PLAZA APARTMENTS 9/19/2002 135 East Main, Suite A Rexburg, Idaho 83440 Area at Mid Height of Wall = 1416 ft ^2 Wind Force = 35966 Ibs Shear Wall Length 128 ft (sheath interior party wall both sides) Shear /ft in Wall @ Mid Height 281 Ibs /ft Provide 1/2" APA rated sheathing with 4d nails @ 6" o.c. at panel edges and 12" o.c. in the field. Blocking is required. Page 2