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HomeMy WebLinkAboutBP & DOCS - 04-00309 - University Plaza - Strip MallCITY OF r REXBURG AMERICAS FAMILY COMMUNITY Building Permit ISSUED TO: PERMIT #: 0400309 NAME: Erickson Neil Etal FOR THE CONSTRUCTION OF: Viking Plaza JOB ADDRESS: 0 S 2nd W GENERAL CONTRACTOR: Hollist Construction This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the City of Rexbug. It is specifically understood that this Permit does not allow any Variance to the regulations of the City of Rexburg or Zoning Codes unless specifically approved by the City Council and explained on the Building Permit Application as approved by the Building Inspector. Date Approved Issued By 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, the building beyond the point indicated NOTICE! 2) The permit will become null and void in the event of any deviation from the in each successive inspection without 4. Framing 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 approval. INSPECTION CARD BUILDING Data Annrnvarl 1. Layout 2. Footing 3. Foundation 4. Framing 5. Insulation 6. Drywall 7. Sidewalk 8. Final 9. Mechanical OTHER Date Approved 1. Fire Department Fina PLUMBING nata Annrnvarl 1. Sewer Service Conn 2. Water Service Conne 3. Rough -In 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 CITY OF REXB URG BUILDING PERMIT APPLICATION 0400309 19 E MAIN, REXBURG, ID. 83440 208 - 359 -3020 X326 Frick Strip Mall 1�6��MM 0 1 1 0 lon I WIN 6 2=1 1 SUBDIVISION: Rai5. 4DArn UNIT# BLOCK# LOT# OWNER: 6L(e, CONTACT PHONE # 33--6 -414 PROPERTY ADDRESS: Gp, � sT cl' )Qurtt PHONE #: Home ( Work ( ) 33 - S/5(S'S - Cell ( OWNER MAILING ADDRESS: 5 cJ M A(x( CITY: A5,t(3c1 0(s STATE: ZIP: S3g V0 APPLICANT (If other than owner) AoLL(51 6OKIS7PV(,T - loPJ (If applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) MAILING ADDRESS OF APPLICANT X30 E ky y 3 CITY: TET STATE; ZIP 9300 PHONE #: Home (zo% 41516 _A11106 Work ( ) Cell ( ) CONTRACTOR: o "ls rll&nWw,17f►I Home# Work# Cell# MAILING ADDRESS: �t 36 �cy 3 3 CITY Z& 6?LJ- STATE ZIP How many houses are located on this property? 0 Did you recently purchase this property? Yes (If yes give owner's name) Is this a lot split? 0 YES (Please bring copy of new legal description of property) PROPOSED USE: L' OVr m rte,�lllrL- (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalty of perjury, I hereby certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above - mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false statement or misrepres tation of fact in the application or on the plans on which the permit or approval was based. Permit void if not started within I ays. P . i ork tops SK 180 days. of $i /3 iQe DATE WARNING — BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non - refundable and are paid in full at the time of application beginning January 1, 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval * *Building Permit Fees are due at time of application ** * *Building Permits are void if you check does not clear ** NAME PROPERTY ADDRESS SUBDIVISION Dwelling Units: Front Footage (if applicable) Parcel Acres: .g s ADDRESS PHONE( SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area 1 ,6q S� Second floor /loft area Third floor /loft area Shed or Barn PLUMBING PLUMBERS NAME CITY STATE ZIP FIXTURE COUNT CLOTHES WASHING MACHINE DISHWASHER FLOOR DRAIN GARBAGE DISPOSAL HOT TUB /SPA SINKS (Lavatories, kitchens, bar, mop) WATER METER COUNT SPRINKLERS TUB /SHOWERS TOILET/URINAL WATER HEATER WATER SOFTENER WATER METER SIZE HEAT (Circle all that apply) Gas Oil Coal Fireplace Electric BUILDING ESTIMATE $ ., PL UMBING ESTIMATE $ STORM WATER LENGTH FRONT FOOTAGE t8 L , S STRUCTURES or more DESCRIPTION �'(L�4m� �oKSr�ucPox� oruwt cQn,dL / I�AI ��GL USE BEDROOMS CONSTRUCTION UNITS ROOF NON CENSUS SANITATIONMETHOD OCCUPANCY LOAD HEAT EXITS FLOOD ZONE FENCE TYPE SETBACKS OCCUPANCY l FRONT SIDE SIDE BACK Unfinished Basement area Finished basement area Garage area Carport/Deck (30" above grade)Area Permit# 11 2 CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT OWNER Name II le k, Address /55(° 106 7_/11041kl Tel. Lot B lk. Add. J e WWO Q1170 I PLUMBER Name Address Tel. NATURE OF INSTALLATION Use e yWI CV1IMIAL SUILd .5 964 909/- / Rough Plumbing Septic Tank Fixtures Water Piping Complete Sewer DESCRIPTION OF WORK Bath Tubs Urinal Showers Sink Trap Laundry Trays Water Heater Wash Basin Other Toilet Slop Sinks Kitchen Sinks Floor Drain Drinking Fountains Lawn Sprinklers Water Softeners Dish Washing Mach. Clothes Washer FEES Plumbing Permit .................. • • $ Sewer Inspection .................... $ Inspection of Pipe ................... $ Inspection of Fixtures ............. • • • $ $ TOTAL $ Received: Date By INSPECTOR'S RECORD N W In INSP. NAME Rough Plumbing Sewer Other Finish Plumbing E 41 G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523 -6918 E -mail: gs@dataway.net Fax: (208) 523 -6922 August 11, 2004 #04313 Mr. Alan Cook Aerotech Design P O Box 131 Teton, Idaho 83451 Re: Erickson Building Viking Drive Rexburg, Idaho Dear Mr. Cook, This letter is to certify that G &S Structural Engineers performed the lateral analysis, foundation design, and the 14 foot tall wood stud wall designs with headers for the above referenced structure. The lateral analysis, foundation, and wall stud designs are in accordance with the 2000 International Building Code (IBC). The analysis is based upon a 50 PSF ground snow load, 90 -MPH basic wind speed with 3 second gust exposure B, and seismic design category D. The foundation was designed to 2000 PSF allowable soil bearing pressure per Table 1804.2 of the 2000 IBC. The soil type shall be sand, silty sand, clayey sand, silty gravel or clayey gravel. Reasonable professional effort has been made to comply with other codes and regulations in effect at the time of the review. At this time, G &S will not be performing any construction observation. This letter, two redlined drawings, G &S drawings S 1 and S2, and structural design calculations apply only to the items listed above and do not cover any other structural aspects of the building; nor mechanical, electrical or architectural features. The design is intended for the construction of the above referenced structure and may not be used for future construction utilizing the same set of construction documents regardless of owner or lack of change. Due to the limited involvement and lack of control over both the drawings and the construction, G &S Structural Engineers is limiting our liability to $30,000.00. If there are any questions or if I can be of further assistance please don't hesitate to call. S c,�ONAL G1STE Q 4 vi /1 r X �O [V � OF `O �l ►1 a RD SG v y Si r� Ger ly, Robert J. bustafson Retail Store - Viking Drive Rexburg, Idaho STRUCTURAL DESIGN CALCULATIONS Client: Aerotech Design Teton, Idaho Designed by: Bob Gustafson Project # 04313 TABLE OF CONTENTS PAGE DESCRIPTION 1 -19 Structural Calculations END � \ONAL S TE -n - I oF D S G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523 -6918 E -mail: gs@dataway.net Fax: (208) 523 -6922 MCE Ground Motion - Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude = - 111.609017 Period MCE Sa (sec) ( %g) 0.2 060.6 MCE Value of Ss, Site Class B 1.0 019.3 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 079.4 Sa = FaSs, Fa = 1.31 1.0 039.2 Sa = FvS1, Fv = 2.03 Spectrum for Site Class D Period MCE Sa (sec) ( %g) 0.000 031.8 T = 0.0, Sa = 0.4FaSs 0.099 079.4 T = To, Sa = FaSs 0.200 079.4 T = 0.2, Sa = FaSs 0.494 079.4 T = Ts, Sa = FaSs 0.500 078.5 0.600 065.4 0.700 056.1 0.800 049.1 0.900 043.6 1.000 039.2 T = 1.0, Sa = FvS1 1.100 035.7 1.200 032.7 1.300 030.2 1.400 028.0 1.500 026.2 1.600 024.5 1.700 023.1 1.800 021.8 1.900 020.7 2.000 019.6 I Designer: Robert J Gustafson Date: 8/3/2004 Project: Rexburg SEISMIC DESIGN: G & S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 83401 Type of Occupancy: (Table 1604.5 and Table 1607.1) Retail Stores Table 1616.3.1 Building Category or Seismic Use Group: (Table 1604.5 and 1616.2) Building Category = I Seismic Importance Factor: (Table 1604.5) l = 1.00 Soil Site Class: (1615.1.1) Site Class = D Response Modification Coeff. R: (Table 1617.6) R = 6 Building Location: (Latitude & Longitude, or Zip Code) D ** D ** Approximate Fundamental Period, T h„ = Height (feet) above base to highest level of building. h„ = 28 C = Building Period Coefficient (See 1617.4.2.1) C t = 0.02 Calculate Approximate Fundamental Period, T C *h„ T = 0.243 Maximum Considered Earthquake Response Accelerations: Short Periods, Ss: (CD rom) S = 0.606 g 1 Second Period, S1: (CD rom) S 1 = 0.193 g Earthquake Response Accelerations Adjusted for Site Class Effects: Site Coefficients: F a : (Table 1615.1.2(1) or CD rom) F = 1.310 g F,,: (Table 1615.1.2(2) or CD rom) F„ = 2.030 g S Ms : = F a S, (Eq. 16 -16 or CD rom) S M s = 0.794 g SMI: = F„ S I (Eq. 16 -17 or CD rom) SMI = 0.392 g Design Spectral Response Acceleration Parameters: (1615.1.3) SDS = 2 /3S _ (Eq. 16 -18) Sp = 0.529 g SD = 2 /3S n ,I = (Eq. 16-19) S = 0.261 g Nature of Occupancy Seismic Use Group Table 1616.3.1 Table 16 6.3. Largest SDC from Tables 1616.3.(1) &(2) SDC* to Use for Design S SDC* SDI SDC* Retail Stores I 0.529 D ** 0.261 1 D ** D ** D ** * SDC is the "Seismic Design Category" 51 = 0.193 ** Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1- second periodm S1, equal to or greater thatn 0.75g, shall be assigned to Seismic Design Category E, and Seismic Use Group III structures located on such sites shall be assigned to Seismic Design Category F. 2 Project 6p LK - 1� _ _ Project No. Designed By_� Date 13? M L_ --f ?$?5 N Ae&-A - 6A.�r x (vim s = II I31 + ,x X f,9 = 571,y Si►� � - . 2 (3S� � � P� G�ku 1 s %_33 (I4 1-1 u (10 FSF) 2160 Z1- I axftsep Ta wru� Apeh �v*t c, - '1 (/s . �,7) - A �OK- z 14 ( rrl, s) L G &S Structural Engineers Sheet 3 Project Designed By Oki 2 v Fw - 1 oez.1 l fL.otO X DI �-� GTl �►J ICI t Project I � 0 - 7 1 4-' i - - 1 ; + I (!�tia 0-1 ( I4-) ( fo,r) ►4' 5' T r f�izi # o7 A,3 I O, Date f 9'. G &S Structural Engineers Sheet + Designer: Robert J Gustafson Date: 8/6/2004 Project: Rexburg SEISMIC DESIGN: G & S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 83401 Type of Occupancy: (Table 1604.5 and Table 1607.1) Retail Store Table 1616.3.1 Building Category or Seismic Use Group: (Table 1604.5 and 1616.2) Building Category = I Seismic Importance Factor: (Table 1604.5) l = 1.00 Soil Site Class: (1615.1.1) Site Class = D Response Modification Coeff. R: (Table 1617.6) R = 4 Building Location: (Latitude & Longitude, or Zip Code) D ** D ** Approximate Fundamental Period, T h„ = Height (feet) above base to highest level of building. h = 28 C = Building Period Coefficient (See 1617.4.2.1) C t = 0.03 Calculate Approximate Fundamental Period, Te: CT *hn T. = 0.365 Maximum Considered Earthquake Response Accelerations: Short Periods, Ss: (CD rom) S = 0.606 g 1 Second Period, S1: (CD rom) S 1 = 0.193 g Earthquake Response Accelerations Adjusted for Site Class Effects: Site Coefficients: Fa- (Table 1615.1.2(1) or CD rom) F = 1.310 g F,: (Table 1615.1.2(2) or CD rom) F„ = 2.030 g SMs: = FaSs (Eq. 16-16 or CD rom) Sms = 0.794 g SMl: = F„ S 1 (Eq. 16-17 or CD rom) SMt = 0.392 g Design Spectral Response Acceleration Parameters: (1615.1.3) S D S = 2 /3S,,, = (Eq. 16-18) S DS = 0.529 g S D1 = 2 /3S _ (Eq. 16-19) S DC = 0.261 g Nature of Occupancy Seismic Use Group Table 1616.3.1 Table 1616.3.2 Largest SDC from Tables 1616.3.(1) &(2) SDC* to Use for Design S DS SDC* S D1 SDC* Retail Store I 0.529 D ** 0.261 1 D ** D ** D ** * SDC is the "Seismic Design Category" S1 = 0.193 ** Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1- second periodm S1, equal to or greater thatn 0.758, shall be assigned to Seismic Design Category E, and Seismic Use Group III structures located on such sites shall be assigned to Seismic Design Category F. I Project Designed By N 2212"3 Zz -IZ, t fA-"-A-� Project No. L%I� I 7 Da -�f pLF � - 1, ( , s (z o 14-) / 4- (J)" x 5 f,T G 14•S &.T 5 -0 Zy.lZ3 I►G��6� G &S Structural Engineers Sheet (SEE FRAMING PLAN FOR SHEAR WALL HOLDOWNS) WOOD WALL SCHEDULE (SE PPP♦ B OP SECTIONS FOR BOTTOM PLATE NAILING _ T/' RK WALL SILL PLATE ANCHOR 2x2x3/I6 PLATE WALL TOP PLATE NAILING STUDS BOLTS WASHERS BLOCKING DETAIL APA RATED (0.128 "mx2 1/2" MIND LATERAL (I) (2) (3) (4) (5) W SHEATHING SHEAR LD. EDGES INTERMED. BW I 2x4 0 16` O.G. 2x 1/2" m o 6' -0" O.G. NO 2x4 O X/5X WA WA WA WA 1" EMBED 4' -0" O.G. BW 2x6 0 1/2" m 2xb O 16" O.G. 2x 0 6' -0" O.G. l" EMBED NO 4' -0" O.G. X/5X WA WA WA WA BW 2x4 o 2x I 12" m O 6' -0" O.G. NO 2x4 O X/5x WA WA 24" O.G. l" EMBED 4' -0" O.G. WA WA BW 2x6 O 112" m 2x6 0 4 24" D.G. 2x o 6' -0" O.G 1` EMBED NO 4' -0" O.G. X/5X WA WA WA WA BW 2x8 0 2x 1/2" m 0 6' -O" NO 2x8 O J I b' O.G. l` EMBED ED 4' -O" O.G. X/5x WA WA WA WA uj x � 1 z f W 2xb o 5/8" 2x6 o J O 16" O.G. 2x ® - O.G l" EMBED NO PANEL JT. X/5X ONE SIDE 0 6" O.G. o 12" O.G. v 245 PLF , SW w 2xb o 5/8" m — - " �- ' 0 1 I6" O.G. 2x `a)� o ;'$ � O.G. '7 EMBED NO 2x6 0 PANEL JT. X/SX - ONE SIDE o 4" O.G. 0 12" O.G. � 350 PLF S� 1 (8)(q) 5/8" m (3 O 3x6 0 16 O.G. 2x o I'-4' D.G. YES 3x6 0 X/5x ONE SIDE 0 4" O.G o 12" O.G. 365 PLF l" EMBED PANEL JT. �_ 51"1 q (8) (q) 3x6 0 2x 5/8" m o 1' -O" O.G. YES 3xb o 6 I6" O.G. l" EMBED PANEL JT. X /SX ONE SIDE o 3" O.G. 0 12" O.G. J 410 PLF �W (8) 2x6 o 2x 3/4" m o I' - 4' O.G. YES 2xb o X/5X (10) Q _v Ib" O.G. l" EMBED PANEL JT. 130TH SIDES o b" O.G. 0 12" O.G. 4qO PLF SW (8) (q) 5/8" m > II 1 5 X 6 a O.G. 3x o 4' -0" 0.6 NO 3xb o X /SX ONE SIDE o 4" D.G. 0 12" O.G. 365 PLF 1" EMBED PANEL JT. S (8) (q) 3x6 0 3x 5/8" m ®2'_8" O.G. NO 3x6 o X I6' O.G. 1" EMBED PANEL JT. /5X ONE SIDE o 3" O.G. 0 12" O.G. 410 PLF SW (8) (q) 3x6 0 3x 3/4' m 0 2' -b" O.G. NO 3xb o I6 O. " G. 1" EMBED PANEL JT. X/5x ONE SIDE 0 2" O.G. 0 I2" O.G. 620 PLF 5V1 (8) 5/8" m (10) 2xb o I6` O.G. 3x ®2'_8" D.G. NO 2x6 ® /SX 130TH SIDES o 6" O.G. O 12" O.G. 4q0 PLF l' EMBED PANEL JT. SW (8) 2x6 0 3x 5/8" m o 2' -0' O.C. O 2x6 O X/5X (10) BOTH SIDES 4" I6' O.G. 1' EMBED PANEL JT. o O.G. 0 12" O.G. l00 PLF SW (8) 5/8" m (10) 3x6 0 I6" O.G. 3x 0 2' -0" O.G NO 3xb o X/5X BOTH 51DES o 4" O.G. 0 12" O.G. 130 PLF l" EMBED PANEL JT. Sys (8) 3xb 0 3x 3/4" m o 2' -0" O.C. NO 3x6 o X/SX (ID) I6" O.G. l' EMBED PANEL JT. BOTH SIDES o 3" O.G. 0 12" O.G. q4O PLF Sys (8) 3x6 0 3x 3/4' m o 1' -4' O.G. NO 3x6 o X/SX (10) I6 O.G. 1" EMBED PANEL JT. BOTH SIDES o 2" O.G. o 12" O.G. 1240 PLF W U5t GUNS I KUGI ION GRADE DOUGLAS FIR. (2) L PRE59JRE TREATED WOOD WHEN IN CONTACT WITH CONCRETE. (3) USE A301 STEEL. DO NOT RECESS NUT AND WASHER INTO SILL PLATE. MINIMUM 2 ANCHOR BOLTS PER PIECE. LOCATE ANCHOR BOLTS 10` FROM EACH END OF PIECE. (4) U5E A36 STEEL. DD NOT RECESS INTO SILL PLATE. AT BEARING WALL5 (BW) ONLY, BLOCKING MAY BE ELIMINATED IF WALL SHEATHING 15 APPLIED. WHERE TOP PLATE 15 CUT OR 0I ONTIR)OU STRAP ACROSS BREAK WITH 51MP50N M5T31 5TRAP. 1) SHEATHING TO BE PLYWOOD OR 0513. (VERTICAL OR HORIZONTAL ORIENTATION) (8) NAILS SHALL BE STAGGERED AT PANEL JOINTS AND SILL PLATE EDGES. (q) INTERMEDIATE WALL STUDS MAY BE 2x6 AT CONTRACTORS OPTION, BUT NOT AT PANEL JOINTS. (ID) PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. 1/18/02 2:15 PM FA5TD\SGHED5\WALLD5GN Company G & S Structural Engineers Aug 9, 2004 Designer Bob Gustafson 2:50 PM Job Number: 043 Erickson Retail - Rexburg Checked By: Hot Rolled Steel Properties Label E Fksil G Fksi Nu Therm 01 E5 F Density[MA31 Yield ksi A500 46 29000 11154 3 1 .65 1 .49 46 Hot Rolled Steel Section Sets Joint Coordinates and Temperatures Label X MI v rffl 7 fft r --- rri M-4-6 r......, n:,,_ 1 - - -- N1 0 0 0 0 vcwa.n I V.I. i via 2 N2 0 14 0 0 N4 3 N3 20 14 0 0 A500 46 4 N4 20 0 0 0 Joint Boundary Conditions Member Primary Data Label I Joint J Joint K .Inint Rntnta(HPnl Cartinn /Chnna r)—inn I ief Ta,nn \A�# - - n —;— D.., -- 1 M1 N1 N2 HR1 Tube Column A500 46 T ical 2 M2 N4 N3 HR1 Tube Column A500 46 1 TVDical 3 M3 N2 N3 HR2 Wide Flange I Beam I A500 46 T ical Basic Load Cases BLC Description Catennry X Gravity Y rrnvity 7 (,'rnvBv Ininf Dni.d A-- IRA C.. C i 1 Lateral Loads None 2 wic... vuna�.c 2 1 Dead Load I None 1 3 1 Live Load None 1 Joint Loads and Enforced Displacements (BLC 1 : Lateral Loads) Load Combinations D scn tion Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 1 DL +SLL Yes 2 1 1 1 3 1 2 DL + SLL + E Yes 1 1 .7 1 2 1 3 1 3 DL - +E Yes Ill .7 131.9 RISA -3D Version 5.Oc [C: \RISA \04313- 01.r3d] Page 1 I Company G & S Structural Engineers Aug 9, 2004 Designer Bob Gustafson 2:50 PM Job Number : 04313 Erickson Retail - Rexburg Checked By: Envelope Joint Reactions In .,. v rl., 1 Ni max 271 1 2.5 1 0 1 NC NC -1 a 0 - 1 I.,- A - I l 0 ti 1 2 2 min -3.701 3 -3.845 3 0 1 NC NC 0 1 0 1 3 N4 max -.271 1 7.92 2 0 1 0 1 0 1 0 1 4 .95 min 4.143 2 2.5 1 0 1 0 - 1 1 0 1 0 1 5 Totals: max 0 1 5 2 0 1 0 1 0 1 4.414e -4 1 6 0 min 1 -7.743 2 1 3.15 3 0 1 0 1 0 1- 1.597e -3 3 Envelope Joint Displacements -Inin4 Y rinl 1.. v r:..l 1- 7 r._\ 1_ v 1 N1 max 0 3 0 ._ 3 - ... 0 1 0 1 0 1 2.136e -4 1 2 2 min 0 1 0 1 0 1 1 0 1 1 1 0 1- 1.108e -2 3 3 N2 max 1.371 2 .002 3 0 1 0 1 0 1- 4.414e -4 1 4 .95 min 0 1 -.001 1 0 1 0 1 0 1- 2.316e -3 2 5 N3 max 1.371 3 -.001 1 0 1 0 1 0 1 4.414e -4 1 6 0 min 0 1 1 1 -.003 2 0 1 0 1 0 1- 1.597e -3 3 7 N4 max 0 2 1 0 1 0 1 0 1 0 1- 2.136e -4 1 8 0 min 1 0 1 1 1 0 2 0 1 0 1 0 1- 1.143e -2 2 Envelope Member Section Forces Nlamhar Car A..i.. in, I 1.. .. el.,....nn 1_ 1 M1 1 max 2.5 1 3.701 3 0 1 0 1 0 1 0 1 2 min -3.845 3 -.271 1 0 1 0 1 0 1 0 1 3 2 max 2.5 1 3.701 3 0 1 0 1 0 1 .95 1 4 min -3.845 3 -.271 1 0 1 0 1 0 1 - 12.952 3 5 3 max 2.5 1 3.701 3 0 1 0 1 0 1 1.9 1 6 min -3.845 3 -.271 1 0 1 0 1 0 1 - 25.905 3 7 4 max 2.5 1 3.701 3 0 1 0 1 0 1 2.85 1 8 min -3.845 3 -.271 1 0 1 0 1 0 1 - 38.857 3 9 5 max 2.5 1 3.701 3 0 1 0 1 0 1 3.8 1 10 min -3.845 3 -.271 1 0 1 0 1 0 1 -51.81 3 11 M2 1 max 7.92 2 4.143 2 0 1 0 1 0 1 0 1 12 min 2.5 1 .271 1 0 1 0 1 0 1 0 1 13 2 max 7.92 2 4.143 2 0 1 0 1 0 1 -.95 1 14 min 2.5 1 .271 1 0 1 0 1 0 1 - 14.501 2 15 3 max 7.92 2 4.143 2 0 1 1 0 1 0 1 -1.9 1 16 min 2.5 1 .271 1 0 1 0 1 0 1 - 29.002 2 17 4 max 7.92 2 4.143 2 0 1 0 1 0 1 -2.85 1 18 min 2 1 1 0 1 0 1 0 1 - 43.503 2 19 5 max 7.99 2 2 4.14.14 3 2 0 1 0 1 0 1 1 -3.8 1 20 min 2.5 1 .271 1 0 1 0 1 0 1 - 58.004 2 21 M3 1 max .271 2 2.5 1 0 1 0 1 0 1 3.8 1 22 min .171 3 -3.845 3 0 1 0 1 0 1 -51.81 3 23 2 max .271 2 1.25 1 0 1 0 1 0 1 -5.575 1 24 min .171 3 4.633 3 0 1 0 1 0 1 - 32.677 2 25 3 max .271 2 0 1 0 1 0 1 0 1 -5.481 3 26 min .171 3 -5.42 3 0 1 0 1 0 1 -8.7 1 1 27 4 max .271 2 -1.25 1 0 1 - 0 - 1 0 1 23.59 3 28 min .171 3 -6.67 2 0 1 0 1 0 1 -5.575 1 29 5 max 271 2 -2.5 1 0 1 0 1 0 1 58.004 2 30 min 1 .171 3 -7.92 2 0 1 0 1 0 1 3.8 1; RISA -3D Version 5.Oc (C: \RISA \04313- 01.r3dj Page 2 i Company G & S Structural Engineers Aug 9, 2004 Designer Bob Gustafson 2:50 PM Job Number : 04313 Erickson Retail - Rexburg Checked By: Member Distributed Loads (BLC 2: Dead Load) Member Label Direction Start Ma nitude k/ft d...End a nitude k/ft d... Start Location rft,%l End Location ft L 1 M3 _ Y _ -.075 _ -.075 0 0 Member Distributed Loads (BLC 3: Live Load) Member Label _ Direction Start Ma nitude k/ft d...End Ma nil tude k/ft d... Start Location[ft.% End Locationft %1 1 M3 E Y -.175 -.175 1 0 0 Load Combination Design 1 DL +SLL - - --- - -- -- Include Shear Deformation - Yes v� viica Yes I1v.7 rYVVV Yes I+VIIUt Yes 2 DL + SLL + E .12 P -Delta Analysis Tolerance JwG Yes Yes Yes Yes _3 DL + E AISI 99: ASD NDS Wood Code NDS 91: ASD Yes Yes Yes Yes Hot Rolled Steel Design Parameters Label Shane I annthr I hwrfn I M-rfn I 1 M1 HR1 14 Include Shear Deformation Yes Include Warping Yes Area Load Mesh (in ^2 144 Merge Tolerance in .12 P -Delta Analysis Tolerance JwG c JWd 2 M2 HR1 14 Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 10OF Co ncrete Code ACI 1999 Number of Shear Regi -- T 4 -i 3 M3 HR2 20 Parme Beta Factor (PCA) 2 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Glo Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh (in ^2 144 Merge Tolerance in .12 P -Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 10OF Co ncrete Code ACI 1999 Number of Shear Regi -- T 4 -i Region Sp acing Increment (in)4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes RISA -3D Version 5.0c [C: \RISA \04313- 01.r3d] Page 3 1 b Member Advanced Data I Z (A V VA V4- r 1, f4 f `b iv G & S Structural Engineers Bob Gustafson 04313 Erickson Retail - Rexburg g IlAf. 1 Aug 9, 2004 at 2:32 PM 04313- 01.r3d I I Company G & S Structural Engineers Aug 9, 2004 Designer Bob Gustafson 3:10 PM Job Number: Erickson Retail Checked By: Hot Rolled Steel Properties r „ Label E Mill G Fksil Nu Therm Al E5 F Den ' k/ft ^3 Yield ksi - 1 A500 46 29000 1 11154 3 65 1 49 461 Hot Rolled Steel Section Sets Joint Coordinates and Temperatures Label x rft1 Y rf i 7 rftl Tomn rm r lotnrh Grnm MMn 1 N1 0 0 0 0 HR1 2 N2 0 14 0 0 N4 3 N3 8.5 14 0 0 Reaction 4 N4 8.5 0 0 0 Reaction 5 N5 23 0 0 0 M4 6 N6 23 14 0 0 Column 7 N7 1 31.5 0 0 1 0 8 N8 1 31.5 14 0 1 0 6 Joint Boundary Conditions Joint Label X Win Y Win Z rk/inl X Rot k -ft/rad Y Rot k- ft/rad Z Rot k -ft/rad 1 N1 Reaction Reaction Reaction Fixed HR1 Tube 2 N4 Reaction Reaction Reaction N4 N3 3 N5 Reaction Reaction Reaction T ical 3 M3 4 N7 Reaction Reaction Reaction Wide Flan a Beam A500 46 Member Primary Data Label I Joint J Joint K Joint Rntate(dPn) SPntinn /Shan rlacinn 1 ict Tvno Mntcri.l rlocinn P. J.. 1 M1 N1 N2 2.765 _ 2 HR1 Tube Column A500 46 Typical 2 M2 N4 N3 N8 HR1 Tube Column A500 46 T ical 3 M3 N2 N3 HR2 Wide Flan a Beam A500 46 Typical 4 M4 N5 N6 HR1 Tube Column A500 46 Typical 5 M5 N7 N8 HR1 Tube Column A500 46 T ical 6 M6 N3 N6 HR2 Wide Flan a Beam A500 46 T ical 7 M7 _ N6 N8 HR2 Wide Flange Beam A! 46 T ical Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Ma Surface .. 11 Lateral Loads None 4 21 Dead Load None 3 3 1 Live Load None 3 Joint Loads and Enforced Displacements (BLC 1 : Lateral Loads) Joint Label I D M nirertinn M2nnitnrtork k -ft in rarl Nc^9/ftl 1 N2 L X 2.765 _ 2 N3 L X 2.765 3 N6 L X 2.765 N8 L X 2.765 RISA -3D Version 5.Oc [C: \RISA \04313- 02.r3d] Page 1 Iti Company G & S Structural Engineers Aug 9, 2004 Designer Bob Gustafson 3:10 PM Job Number : Erickson Retail Ch ecked By: Load Combinations c..1-01-1k co 1 DL +SLL - Yes - - - -- -- ---- - -- 2 - ---• 1 - -- 3 ..- .... -. 1 .-�.. .......... ...�.. o..wl .,...., 1 al.aVl ua_v r aa.wl ow rauvl ow raGlvr 2 DL + SLL + E Yes NC NC 1 .7 2 1 1 3 1 max .134 1 25.861 2 0 1 0 1 0 _ 3 DL + E Yes 4 .317 1 .7 3 .9 3 0 1 0 _ 1 _ 0 0 1 0 1 5 N5 max Envelope Joint Reactions Inin4 v ri.1 1.. v rl_t 1 N1 max .091 1 4.822 1 0 1 - n NC Il. NC IVI I n-n 0 IV 1 IWL R-R 0 IG T1 2 2 min -1.813 3 -2.003 3 0 1 NC NC 0 1 0 1 3 N4 max .134 1 25.861 2 0 1 0 1 0 1 0 1 4 .317 min -1.916 3 17.594 3 0 1 0 _ 1 _ 0 0 1 0 1 5 N5 max -.134 1 22.378 1 0 1 0 1 0 1 0 1 6 0 min -2.134 2 10.628 3 0 1 0 1 0 1 0 1 7 N7 max -.091 1 9.867 2 0 1 0 1 0 1 0 1 8 0 min -1.961 2 4.822 1 0 1 _ 0 _ 1 1 0 1 0 1 9 Totals: max 0 1 54.401 1 0 1 0 1 0 1- 1.955e -4 1 10 0 min -7.742 2 34.304 3 0 1 0 1 0 1- 9.437e -3 2 Envelope Joint Displacements 1 N1 max -- - -- 0 •- 3 ... 0 i - •.. 0 - 1 i. 1.VlauV11 ... . 0 IV 1 1 1\VlO aIVII... 0 1%. 1 z_ FN UII ... 1.322e -4 K; 1 2 2 min 0 1 0 1 0 1 0 1 0 1 -8.968e-31 3 3 N2 max 1.06 2 .002 3 0 1 0 1 0 1- 2.743e -4 1 4 .317 min 0 1 -.004 1 0 1 0 1 0 1 - 9.27e -4 2 5 N3 max 1.06 2 -.015 3 0 1 0 1 0 1 -4.041 e-4 1 6 0 min 0 1 -.022 2 0 1 0 1 0 1- 6.637e -4 2 7 N4 max 0 3 0 3 0 1 1 0 1 0 1 1.955e -4 1 8 0 min 0 1 0 2 0 1 0 1 0 1- 9.119e -3 3 9 N5 max 0 2 0 3 0 1 0 1 0 1- 1.955e -4 1 10 0 min 0 1 0 1 0 1 0 1 0 1- 9.437e -3 2 11 N6 max 1.06 3 -.009 3 0 1 0 1 0 1 4.041 e-4 1 12 1.916 min 0 1 -.019 1 0 1 0 1 0 1- 4.864e -6 3 13 N7 max 0 2 0 1 0 1 0 1 0 1- 1.322e -4 1 14 25.861 min 0 1 0 2 0 1 0 1 0 1- 9.184e -3 2 15 N8 max 1.06 3 1 0 1 0 1 0 1 2.743e -4 1 16 min 0 1 t -.008 2 0 1 0 1 0 1- 4.798e -4 3 Envelope Member Section Forces Mamhn Con A..:..Irl.t I- .. rl.__1I_1 1_ _ nl___11_. 1_ s•___.- .. 1 M1 1 max 4.822 •- 1 .,•••..... .. 1.813 ... 3 .., ,., n 0 Iv 1 1 V1 uc n - la 0 la. 1 X-Y in ......... 0 Ili 1 CL IYIVIIIF311... 0 IG 1 2 min -2.003 -.091 1 0 1 0 1 0 1 0 1 3 2 max 4.822 1.813 3 0 1 0 1 0 1 .317 1 4 min -2.003 13-.091 1 0 1 0 1 0 1 -6.347 3 5 3 max 4.822 1.813 3 0 1 0 1 0 1 .634 1 6 min - 2.003 - .091 1 0 1 0 1 0 1 - 12.694 3 7 4 max 1 4.822 1 1.813 3 0 1 0 1 0 1 .951 1 1 8 min -2.003 3 -.091 1 0 1 0 1 0 1 - 19.041 3 9 5 max 4.822 1 1.813 3 0 1 0 1 0 1 1.267 1 10 min -2.003 3 -.091 1 0 1 0 1 _ 0 _ 1 - 25.388 3 11 M2 1 max 25.861 2 1.916 3 0 1 0 1 0 1 0 1 12 min 17.594 3 -.134 1 0 1 0 1 0 1 0 1 13 2 max 25.861 2 1.916 3 0 1 0 1 0 1 .467 1 14 min 17.594 3 1 -.134 1 0 1 0 1 0 1 1 1 -6.707 3 U'% /1 Ou vC1blUn a.UC i L, -. Nm iomiugo 13- UL.r30i Page 2 1� Company : G & S Structural Engineers Aug 9, 2004 Designer : Bob Gustafson 3:10 PM Job Number : Erickson Retail Checked By: Envelope Member Section Forces (Continued) Member Sec Axial k Ic v Shearrkl Ic z Shearfkl Ic Tor ue k ft I M I 15 3 max 25.861 1 2 1 1.916 3 0 1 0 c 1 - omen... 0 c 1 z -z Momen... .935 1 16 min 17.594 1 3 1 -.134 1 0 1 0 1 0 1 - 13.414 3 17 4 max 25.861 2 1.916 3 0 1 0 1 0 1 1.402 1 18 19 min 5 max 17.594 25.861 3 2 -.134 1.916 1 3 0 0 1 1 0 0 1 1 0 0 1 1 - 20.121 1.869 3 1 20 min 17.594 3 -.134 1 0 1 0 1 0 1 - 26.828 3 21 M3 1 max .156 2 4.822 1 0 1 0 1 0 1 1.267 1 22 min .091 1 -2.003 3 0 1 0 1 0 1 - 25.388 3 23 2 max 156 2 1.153 1 0 1 0 1 0 1 -5.081 1 24 min .091 1 -4.317 3 0 1 0 1 0 1 - 20.549 2 25 3 may .156 2 -2.517 1 0 1 0 1 0 1 -3.631 1 26 min 091 1 -7.561 2 0 1 0 1 0 1 -8.38 2 27 4 max .156 2 -6.187 1 0 1 0 1 0 1 11.587 2 28 min .091 1 - 11.231 2 0 1 0 1 0 1 5.618 1 29 5 max .156 2 -9.857 1 0 1 0 1 0 1 39.353 2 30 min .091 1 - 14.901 2 0 1 0 1 0 1 1 22.665 1 31 M4 1 max 22.378 1 2.134 2 0 1 0 1 0 1 0 1 32 min 10.628 3 .134 1 0 1 0 1 0 1 0 1 33 2 max 22.378 1 2.134 2 0 1 0 1 0 1 -.467 1 34 min 10.628 3 .134 1 1 0 1 0 1 0 1 -7.469 2 35 3 max 22.378 1 2.134 2 0 1 0 1 0 1 -.935 1 36 min 10.628 3 .134 1 0 1 0 1 0 1 - 14.938 2 37 4 max 22.378 1 2.134 2 0 1 - 1 0 1 -1.402 1 38 min 10.628 3 .134 1 0 1 0 1 0 1 - 22.407 2 39 5 max 22.378 1 2.134 2 0 1 0 1 0 1 -1.869 1 40 min 10.628 3 .134 1 0 1 0 1 0 1 - 29.876 2 41 M5 1 max 9.867 2 1.961 2 0 1 0 1 0 1 0 1 42 min 4.822 1 .091 1 0 1 0 1 0 1 0 1 43 2 max 9.867 2 1.961 2 0 1 0 1 0 1 -.317 1 44 min 4.822 1 .091 1 0 1 0 1 0 1 -6.864 2 45 3 max 9.867 2 1.961 2 0 1 0 1 0 1 -.634 1 46 min 4.822 1 .091 1 0 1 0 1 0 1 - 13.727 2 47 4 max 9.867 2 1.961 2 0 1 0 1 0 1 -.951 1 48 min 4.822 1 .091 1 0 1 0 1 0 1 - 20.591 2 49 5 max 9.867 2 1.961 2 0 1 0 1 0 1 -1.267 1 50 min 4.822 1 .091 1 0 1 0 1 0 1 - 27.455 2 51 M6 1 max .224 1 12.521 1 0 1 0 1 0 1 24.534 1 1 52 min .141 3 6.334 3 0 1 0 1 0 1 4.152 3 53 2 max .224 1 6.26 1 0 1 0 1 0 1 -9.506 1 54 min .141 3 2.386 3 0 1 0 1 0 1 - 15.166 2 55 3 max 224 1 0 1 0 1 0 1 0 1 -13.15 3 56 min .141 3 -1.561 2 0 1 0 1 0 1 - 20.853 2 57 4 max 224 1 -5.509 3 0 1 0 1 0 1 -.335 3 58 min .141 3 -7.822 2 0 1 0 1 0 1 1 -9.506 1 59 5 max .224 1 -9.456 3 0 1 0 1 0 1 35.853 2 60 min .141 3- 14.082 2 0 1 0 1 0 1 1 24.534 1 61 M7 1 max .091 1 9.857 1 0 1 0 1 0 1 22.665 1 62 min -.008 3 1.172 3 0 1 0 1 0 1 -2.396 3 63 2 max .091 1 6.187 1 0 1 0 1 0 1 5.618 1 64 min -.008 3 -1.143 3 0 1 0 1 0 1 -2.427 3 65 3 max .091 1 2 .517 1 0 1 0 1 0 1 2.46 3 66 min -.008 3 -3.457 3 0 1 0 1 0 1 -3.631 1 67 4 max .091 1 -1.153 1 0 1 0 1 1 0 1 1 12.265 3 68 min -.008 3 -6.197 2 0 1 0 1 0 1 -5.081 1 69 _ 5 max .091 1 -4.822 1 0 1 0 1 0 1 27.455 2 70 min -.008 3 -9.867 2 0 1 0 1 0 1 1.267 1 RISA -3D Version 5.Oc [C: \RISA \04313- 02.r3d] Paqe 3 is Company : G & S Structural Engineers Aug 9, 2004 Designer Bob Gustafson 3:10 PM Job Number: Erickson Retail Chec By: Member Distributed Loads (BLC 2: Dead Load) Load Combination Design Ilacrrin4inn ACIC f r% 1 DL +SLL HR1 14 Biaxial Column Method Yes Yes Yes I Yes 2 DL + SLL + E Yes Bad Framing_Warnings �-Y N o _ Yes Yes Yes Yes 3 DL + E Yes Yes Yes Yes J Hot Rolled Steel Design Parameters I ahcl Sh.— 1 — +kr I k —r4 I L - -rai I 1 M1 HR1 14 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing_Warnings �-Y N o _ Unused Forc Warni sc,� 2 M2 HR1 14 3 M3 HR2 8.5 2 4 M4 HR1 14 5 M5 HR1 14 6 M6 HR2 1 14.5 7 M7 HR2 1 8.5 Global Code 11999 Number of Shear Regions 14 Region Spacing Increment in 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing_Warnings �-Y N o _ Unused Forc Warni sc,� RISA -3D Version 5.Oc [C: \RISA \04313- 02.r3dl Paqe 4 K Member Distributed Loads (BLC 3: Live Load) Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code I AISI 99: ASD Company G & S Structural Engineers Aug 9, 2004 Designer Bob Gustafson 3:10 PM Job Number: Erickson Retail Checked By: Member Advanced Data Label I Release J Release 1 O fspfrinl .1 Offcplrinl T/C rinly Phy¢irnl Tr )U InnHi- 1 M1 Yes 2 M2 Yes 3 M3 Yes 4 M4 Yes 5 M5 Yes [::6 M6 Yes 7 1 M7 Yes RISA -3D Version 5.Oc [C: \RISA \04313- 02.r3d] Paqe 5 I I E� G & S Structural Engineers Bob Gustafson Erickson Retail Aug 9, 2004 at 3:07 PM 04313-02.r3d 1' 0 0 0 N r J C (B (V :n 0 O O O to O T LO 00 � 7 O M (D Lo to l M ._ C T m N O O *�� O O G Lo O LO O O O O T O O 00 N 00 f` 00 0o I` Lo (D C O C O Tv M NN IT MM (D U- + L ( O O Lo O Lo Lo Lo p O O O V T ON C -0 .O ( 0 (j -0 j T z -c 5 N ct M M � Lf) IT V v 00 I Ll O * Co Lo LOO O C) C) U) 00 O O OD ti 00 N O > T cB ti LOv O (6 O N N O C N N Lo V Q) (6 0 U) C) O LO O O O O 0 , O O cu rn N .-. 0 00 00 (D I- (D I- co N N o o 0 ,m L m 4- C) v (D Lo O 1- T a) a) t E ai * LO 11 (D o � U -- N (Z D> 0 0 0 L N ^ O O C) O o ` C E �, U C LL Q (n 20 y 7 L U J O m C U co % Z cu ° C t O o C v iB 0 0 0 T m Lo to Lo 00 I- I- N U c E 0 L-0 LO II M I V II co U) co ( h II 0 I co CD CD LO CD N o I LO i l (tS ^ C. C. C- C- O a O Q N Q N CL a X J N T O T� T O T Lo NLO NO (V M NO N I' X x (Y) X X cf) E � T i T T i C4 N O N N O N O a) c0 ' 11 N II M II N 11 co 11 N -� M 11 N -� M -II m .0 -0 C ..O -0 .0 LL LL 11 LL LL LL LL 0 :n F- 0) Q) � Q) U) a Q) U L Q) � E C 0) =3 E O O O N (6 O U) (D C ( L C O cu 0 O II C T U- C II U 0) L o ^ t0 M m 3. pj U O `� O V T 0 < ` C -0 .O ( 0 (j -0 j T z -c 5 II N LL a N Ln U m c p Ll O p L Q) O O E cu (0 to > E LL � Q) O > Q M cB LO _ 0 O O >' (6 O N N O C CU O D O Q) (6 D � V C Z >> L - 0 , O O cu rn N .-. 0 U 3 U) L if U o N ° o m :D 0) c N o o 0 ,m L m 4- Q) L Q rn C a a) a) t E ai (n 11 (D o � U -- N (Z D> : p 0 0 L N 0 m ` C 0 C CU co C� C " C 0 O L co C o ` C E �, U C LL Q (n 20 y 7 L U J O m C U co % Z cu ° C t 0) to o C v iB 0 0 0 T C p p> Q L O C p 0 E E-- U N U c E 0 L o� a) - , 0 .. 0 rn v ° 5 0 _ 0 0 3 o L -- 0 L C- LL O U C N L C CO Co cn O � a3 �.� m 3 � � � w m LL ' Q ( J Of O C U7 0 • m V to 6 I`o0 0 NOTES: 1. Soil bearing pressure = 2000 PSF. No Soil Stress increase. 2. Soil surcharge = 220 PSF. 3. f'c = 2500 PSI. 4. fy = 60,000 PSI. Iq FOOTING DESIGN CHART A MARK DEPTH WIDTH LENGTH TOP OF FTG ELEVATION REINFORCEMENT MAXIMUM WORKING LOADS WITHOUT STRESS INCREASE LONGITUDINAL TRANSVERSE F 10" 1 CONT. SEE PLAN 2 #4 CONT -- -- 2.2 KLF* F ( 10" 1'-8" CONT. SEE PLAN 2 #4 CONT ---- 2.7 ' KLF* F 10" 2' -0" CONT. SEE PLAN 3 #4 CONT ---- 3.3 KLF* F 1 10" 2' - 4" CONT. I SEE PLAN 3 #4 CONT #4 a 16" 0/C 3.8 KLF* F 10" 2' - 8 " CONT. SEE PLAN 3 #4 CONT #4 a 16" 0/C 4.4 KLF* F 10 3 CONT. SEE PLAN 4 - #4 CONT #4 2 16" O/C 4.9 KLF* F 10" 3' - 4 " CONT. SEE PLAN 4 - #4 CONT #4 is 14" O/C 5.5 KLF* F 10" 3' - 8 " CONT. SEE PLAN 5 - #4 CONT #4 a 10" O/C 6.0 KLF* F 10" 4' -0" CONT. SEE PLAN 5 #4 CONT #4 a 8" O/C 6.6 KLF* F 10" 4 CONT. SEE PLAN 5 - #4 CONT #5 a 10" O/C 7.1 KLF* 10 4' CONT. SEE PLAN 4 - #5 CONT #5 a 9" O/C 7.7 KLF* F 4 F 10" 5' -O" CONT. SEE PLAN 4 - #5 CONT #6 a 10" O/C 8.2 KLF* F 10" 1' -4" 1 1' - 4 " SEE PLAN 2 #4 2 - #4 2.9 K F 10" 1' -8" 1' -8" SEE PLAN 2 #4 2 - #4 4.5 K F 10" 2' -0" 2' -0" SEE PLAN 3 #4 3 - #4 6.6 K F 10" 2' -4" 2' - 4 " SEE PLAN 3 #4 3 - #4 9.0 K F 10" 1 2' - 8 " 2' - 8 " SEE PLAN 3 - #4 3 - #4 11.7 K 104 F 10" 3' - 0" 3' -0" SEE PLAN 4 - #4 4 - #4 14.8 K F 10" 3' - 4 " 3' -4" SEE PLAN 4 - #4 4 - #4 18.3 K F 1 10" 3' -8" 3' - 8 " SEE PLAN 5 - 94 5 - #4 22.2 K F 2 j 10" 4 4' -0" SEE PLAN 5 - #4 5 - #4 26.4 K F 12" 4' - 4" 4' - 4 " SEE PLAN 6 - #4 6 - #4 30.5 K F 12" 4' -8 11- 4' - 8 " SEE PLAN 7 - #4 7 - #4 35.5 K F 12" 5' -0" 5' -0" SEE PLAN 7 - #4 7 - #4 40.7 K F F i F F NOTES: 1. Soil bearing pressure = 2000 PSF. No Soil Stress increase. 2. Soil surcharge = 220 PSF. 3. f'c = 2500 PSI. 4. fy = 60,000 PSI. Iq City of Rexburg Building Department Rexburg, Idaho Hollist Construction Teton, Idaho Re. Viking Plaza plan review H D E C E 9 W E stP i o 2004 0 CITY OF REXBURG Interior Environment: Null and ceiling details will be provided with the Tenant improvement Drawings. Energy Conservation Compliance Review: 2" rigid insulation will be provided at foundation wall and 3' under floor as per attached detail. Building type compliance: Structural Review: A schedule and inspection firm will be provided prior to any steel work commencing. Exiting Review: Emergency exiting and lighting will be provided with tenant improvement drawings. All exterior doors will be minimum of 3' wide. Store front doors will provide a sign that nerds: This door to remain unlocked during normal business hours. Rear exit doors will provide crash bar hardware. All finished floor elevations and landings will have a maximum of/ thresholds Building Code fire compliance review: One hour fire wall will be provided on west and north walls in compliance with attached detail. Draftstopping in the attic will be completed with tenant improvement drawings. Mechanical Review: Vented soffit and attic roof vents to vent attic area. Accesses to attic will be provided in tenant improvement drawings. Mechanical information will be provided with tenant improvement drawings when size and space requirements are known. ~- ITT � -----'----'-----�-'-- ______----'__----------------- p�omcw°ww�=,1'wm*w ---x--- VT"r.-A bM- um SW _�- ----------------- ---�-- "'_'_------------_--------- 16, : ����� &and Gym" Base, U , & , B fg�M ultow-41L On U320 ���v-�---_-----------_-'----'_--�_'----'__'--'-- baw w 2r stud S'amv Mats Fm ...'. ................ ----'---------...... ------...... ...... SA700---u ma^ ~ ~ �~���������������� ����� ftV�� V ��'� 14 --------------------------_--------------------------'SA700---��� Sk -- SA.100 1e i -11r SAFB in Path SW CMGOU— I core-40 an U456 =c� ___ ________�_________---------_------------------------'���-'-�� �-------'--'- ' nmm Coe edwamm-orme--Rus vm,46M -� --- ������°��s���_��� B m�=r -- --~~-- - o=�m�w�' *ww�m=� -S&*4rM7 o� _L .w����,---------------' -----------------------------------------------------''��`---��� � n=m=m".���"�,=^�-"�""~�~~�a�/-~ - — ���=w*���nawM ,T/ " --' 141m Rated ASSM"M #md-Beafing) M Oft to= ~- ITT an, opx -----'----'-----�-'-- ______----'__----------------- p�omcw°ww�=,1'wm*w ---x--- VT"r.-A bM- um SW _�- ----------------- ---�-- "'_'_------------_--------- 16, : ����� &and Gym" Base, U , & , B fg�M ultow-41L On U320 baw w 2r stud S'amv Mats Fm --�------'--_--'-----------_--'-'-_-_----' ---� wr u A F *- 5,Tmaamm 4W, ' am 4m �������� -� ----- mW* mw ...... SA 70C --_ 21 ' --'---------- -�� ����� -� xw� on ��on 1 .����� Basw on 24' md j 7W7 ---'------ SA 23 SA700 24 SAM — . 1,4d 2' FOAM LLV S1lI000 WALL 14 2x FRAM PICs • ARCFED 1 /2' SWEEiNRJCs STUCCO F------ - - - - -4 2 FOAM IW STUCCA 1 � ! i w 1 1 1 7.1 2 WGID WSL LATION 2x FIZAMMCs ID INSULATION 5ECTi 1/4 = 1' -0" .Iru� ©9 Plan Checklist for the 2001 International Building Code C I C A u C;?I 'J/ e 4 Name of Project; , USE AND OCCUPANCY 1. Classification as per Sections 302.1 & 303 thru 312 2. Identify if mixed occupancy exists. Yes or No If no khen skip #3 below. 3. Incidental use areas see Table 302,1.1 N/ Accessory Space (10% or under)_ I & Nonseparated Mixed Occupancy as per Section 302.3.1 Separated Mixed Occupancy as per Table 302.3,2A/ Identify on plans Fire Barrier Walls and/or Horizontal Assemblies including the rating Alp 4. If Assembly Occupancy exists, is it 750 sq. ft. or less as per Section 303.1 or less than 50 occupants as per Section 303.1.1 5. Covered Malls, see Section 402. Atriums see Section 404. Underground Buildings see Section 405. Motor Vehicle Occupancies, see Section 406. 1 -2 Occupancies see Section 407. I -3 Occupancies see Section 408. Motion Picture Projection Rooms see Section 409. Stages and Platforms see section 410. Special Amusement Buildings see Section 411. Aircraft Related Occupancies see Section 412. Combustible Storage see Section 413. Hazardous Materials see Section 414. H- Occupancies see Section 415. Application of Flammable Finishes see Section 416. Drying Rooms see Section 417. Organic Coatings see Section 418. HEIGHT AND AREA 1. Area, First Floo , Second Floor , Third Floor 2. Area meets requirements as per Table 503. (Basements need not be included as per Section 503.1.1) Yes No 3. Height meets requirements as per Table 503. Yes X No 4. Buildings on same Lot? Yes No If no then skip #5 below. 5. Regulated as Separate A` A or Regulated as one Building as per Section 503.1.3 6. Height modified as per Section 504. Yes No If yes, sprinklers are required. 7. Area modified as per Section 506. Yes No If yes use the area provided below to calculate increase. L a Total Area Allowed after Increase // ? 3,v Area Shown on Plans - 1- 7 1 Zero Lot Line Buildings see ection 705. For Mezzanines see Section 505. Unlimited Area Buildings see Section 507-Al TYPES OF CONSTRUCTION AND FIRE RESISTANCE. 1. Identify the Type of Construction as per Section 602 2. Check allowable material for Type I and II buildin s as per Section 603 3. Table 601- Identify Building Element Ratings 4, Table 602 - Identify the Fire Resistance Ratings of Exterior Wails 5. Check Openings in Exterior Walls for compliance with Table 704.8.(If sprinklered, see Section 704.8. 1) - X- 6. Projections meet requirements of Section 704.2 X 7. Check for window vertical exposure from roof below as per Section 704.10 8. Check that Parapets are not required as per Section 704.11 X 9. Are Firewalls used or required? Yes No )( If no, skip #10 below. 10. Check Firewalls for Structural Stability Fire Resistance Rating as per Table 705 4 Made of None mbustible Materials(except Type V) % Horizontal Co inuity Vertical Continuity Connection to Exterior Walls as per n 705.5.1 Extend to Horizontal Proje Elements as per Section 705.5Openings (no win s) as per Section 705.8 Check that Penetrations meet requirements of Section 71 Ducts and Air Transfer Openings in Firewall meet requirements of Section 705.11. 11. Are Fire Barriers used or required? (as required by table 302.3.2) Yes No If no skip #12 below. 12. Check Fire arriers for structural stability as per Section 706.4. Ope gs limited to 25% of wall.,AUI., Maximum opening size of 120 sq. ft. ( ess sprinklered) ran Check that Penetrations meet the requirements of Sectio 712.A Ducts and Air sfer Openings meet the requirements of Section 712 and 716. 13. Are Shaft Enclosures used or required? Yes No 'G' If no then skip #14 below. 14. Shaft Enclosures meet the requirements of Section 707.V 15. Are Fire Partitions used or required? Yes No If no then skip #16 below. 16. Check Fire Partitions for Structural Stability and Continuity as per Secti 708.4.V-Dwelling units that are sprinklered are allowed %2 hr. separations versus 1 hr. - A Check that Penetrations meet the requirements of Sectio X712. _A4Ducts and Air Transfer Openings meet the requirements of Section 712 and 716. 17. Fire Rated Ceiling Panels meet requirements as per Section 711.3.1. -" 18. All Penetrations in Fire Resistive Walls and Horizontal Assemblies meet the requirements of Section 712. ��/ 19. Fire Resistive Joint Systems meet the requirements of Section 713. V IA 20. Doors and Shutters in Fire Resistive Assemblies meet the requirements of Table 715.3., 21. Fire Doors are Self Closing. 22. Fire Windows or Glazing conform to Section 715.4 anotTyble 715.4. IV 1 p 23. Fire and Smoke Dampers conform with Section 716. 24. Fire Blocking and Draft Stopping is provided as per Sec ion 717 (Draft Stopping is not required at partition line in dwelling units with combined space o less than 3000 Sq. Ft and not required if in sprinklered building with sprinklered concealed spaces) 25. Wall and Ceiling Finishes meet the requirements of Table 803.5 and Section 803., 26. Floor Finish meets requirements of Section 804._____ FIRE PROTECTION SYSTEM 1. Is a Fire Protectiap System required for this building in order to meet area, height etc. requirements? Yes No If no skip #2 below. 2. List the type of system that is required ✓~ 3. Other requirements requiring Fire Protection Systems (check if needed): Group A (As per Section 903.2. 1) Group E (As per Section 903.2.2) Group F -1 (As per Section 903.2.3) Group H (As per Section 903.2.4) Group I (As per Section 903.2.5) Group M (As per Section 903.2.6) Group R (As per Section 903.2.7) Group S -1 (As per Section 903.2.8) Group S -2 (As per Section 903.2.9) All Buildings except R -3 and U (As per Section 903.2. 10) X Ducts conveying Hazardous Exhausts (As per Section 903.2.12.1) I /4 Commercial Cooking Operations (As per Section 903.2.12.2 As per Table 903.2.13 4. I€ Sprinklers needed as identified in #3 list type of system required. ' 5. If Sprinkler required by any of the above, Are Monitors and Alarms provided as per Section 903.4? IV 6. If an Alte tiv�utomatic Fire Extinguishing System is identified, does I meet the requirements of Section 904 ?� 7. Are Fire Alarms required as per Sections 907 or 908? Yes No if no then skip #8 below. 8. Do Alarms meet the requirements listed in Sections 907 or 908? 9. Is smoke control r quired ?(as per Sections 402, 404, 405 or 410) Yes No If yes, see Sections 909.Y - 10. H Occupancies may require smoke and heat vents as per Sections 415.6 and 410. MEANS OF EGRESS 1. Minimum height of 7'as per Section 1003.2. A 2. Any protruding objects meet the requirements of Section 1003.3. - N 3. The occupant load shown on plans.�N 4. The occupant load as per calculated by Table 1004.1.2. to 2 2. 013 o 3 5. Occupant load posted in every assembly occupancy as per Sectio 1004.3. 6. Egress width is identified on plans. 7. Egress width meets requirements as calculated per Table 1005.1. 8. Multiple means of egress sized so that the loss of any one means of egress shall not reduce the available egress capacity to less than 50% of total required._ 9. Door encroachment does not reduce the required egress width to less than 50% required. 10. Means of egress is illuminated as per Section 1006. NO 11. Illumination emergency power is shown for means of egress as per Section 1006.3. No 12. An enclosed exit stairway is shown. Yes Nom_ if no, skip #13, #14 and #15 below. 13. Enclosed stairway has an area o €refuge(as per Section 1007.6) or is sprinklered. 14. Area of refuge has 2 -way c mmunications, instructions and is identified as per Sections 1007.6.3, 1007.6.4 and 1007.6.5. 15. Door clear widths are a minimum of 32 ". Except as allowed by exception of Section 1008.1.1. 16. Doors swing in the direction of travel where serving 50 r more persons or in a H occupancy. 17. Specialty doors meet the requirements of 1008.1.3.! 18. All egress doors have a landing on both sides as per Sections 1008.1.4 and 1008.1.5. 19. Thresholds are identif as a maximum of %2 high, for swing doors and 3 14" for sliding doors as per Section 1008.1.6. 20. Space between two doors is less than 48 "(except R2 &R3 non Type A units). 21. Locks and latches meet requirements of 1008.1.8. 22. Panic hardware is shown at required locations (Section 1008.1.9). 23. Does a stairway exist. Yes No If no, skip #24 thru #28. 24. Stairway doors do not open over stairs. 25. Stairways ar a minimum of 44" wide(except where occupant load is 50 or less or as per Section 1009.1)... 26. Maximum riser is 7 inches and minimum tread is 11 inches. 27. A landing is provided at the top and bottom of each airway 28. Maximum vertical rise without a landing is 12'. IA 29. Handrails are identified that meet the requirements of Section 1009.11. Iv� 30. Handrails return to wall, etc. or are continuous to next stair handrails -J '' 31. Elevation change of over 1/20 is designed as a ramp as per Section 1010 32. Exit signs are identified when over 2 doors are required for exiting._AD 33. Exit signs are spaced no more than 100' apart or to the door. - X 34.42" guardrails are shown whenever a walking surface is over 30" above grade. 35. Any roof mechanical equipment within 10' from edge has a guardrail shown. 36. Egress does not pass through intervenin7ps unless the space is accessory to the area served and the intervening space is not hazardous 37. If multiple tenant spaces exist, egress from any one does not pass through another. 38. Length of egress travel does not surpass requirements as per Section 1013.3. 39. Required egress aisle adjacent to tables shall comply with Section 1013.4.2. 40. Spaces with one means of egress meet the following maximum occupancy loads: -1`1�� a. Occupancy A,B,E,F,M & U - 50 occ. b. Occupancy H -1, H -2, & H -3 - 3 occ. C, Occupancy H -4, H-5,1-1,1-3,1-4, & R -10 occ. d. Occupancy S - 30 occ. 41. Where two or more exits are required, they are a minimum of %2 the diagonal distance of the space served apart or where the space is served by an automatic sprinkler system, the distance is 1/3'�!< 42. If boiler or furnace rooms over 500 sq. ft. with btus over 400,000, two exits are provided. 43. Refrigeration machinery rooms and refrigerated roo 1000 sq. ft. have two exits.. WA 44. Stage means of egress comply with Section 1014.6-W 45. Exit Access travel distance meets requirements of Table 1015.1. 46. Exterior exit lconies constructed in accordance with Section 1015.1 have 100' added to their travel distance. . 47. Corridors are rated as per Table 1016.1. 48. Corridor widths meet requirements of Section 1016.2. �� p P 49. Corridor dead ends are less tan 20' or 50' for s rinklered occupancies B and F. 50. Corridor not used as plenum unless in a tenant space of less than 1000 sq. ft. 51. The minimum number of exits for occupant load meets the following: 1 -500 requires 2 exits 501 -1000 requires 3 exits More than 1000 requires 4 exits 52. Buildings with one exit meet the requirements of Section and Table 1018.2 -Ak_ 53. Interior stairwells required as a means of egress me the requirements of Section 1019. / V 11 4 ° 54. Space under stairs is identified as 1 -hour rated. 55. Exterior ramps or stairs are open on one side and have a minimum of 35 sq. ft. of open space not less than 42" above any floor level. Exterior ramps and stairways are protected from the inside of building as per Section 1022.6. - " 57. Exterior balconies, stairways and ramps are over 10' from lqt lines and other buildings on the lot... 58. Egress courts meet the requirements of Section 1023.5. 59. Assembly occupancies meet the requirements of Section 1024. /l 60. Window egress or better is provided in every sleeping room and any habitable basement. ACCESSIBLITY 1. An accessible route connects all accessible buildings, accessible facilities, accessible elements, accessible spaces and the public right -of- way(except as excepted by Section 1104). 2. In addition to the required accessible entrances, 50% of all public entrances are accessible._ 3. Accessible parking is provided as per Table 1106.1. && 4. 10% of hospital out patient parking is accessible and 20% of rehab or physical therapy. 5. Van spaces are provided. (one out of six and any portion) 6. Accessible parking is provided on shortest route from accessible parking to the accessible building entrance. Y 7. Group I occupancies meet accessibility requirements as set forth in Section 1107.5. 8. Group R -1 occupancies meet the requirements of Section 1107.6 and Table 1107.6.1.1. 9. Where 4 or more apartment units, one level town homes or condos are located in one structure, all units are designed s Type B units as per ICC /ANSI 117.1 unless on a upper level without elevator service. 10. Where more than 0 apartment unit, one level town homes or condos are loc t in a project, 2% but not less than one are designed as Type A units as per ICC /ANSI 117.1. 11. Wheelchair spaces (and companion seat as per Section 1108.2.5) are provided in Assembly Occupancies as per Table 1108.2.2.1. 12. Assistive listening systems are provide in Assembly cupancies where audible communications are integral to the use of the space 13. Any Assembly occupancy performance area has an accessible route as per Section 1108.2.8.1 14. Any dining area in an Assembly Occupancy is fully accessible. 15. Self service storage facilities shall provide accessible spaces as per Section 1108.1 4 16. Toilet and bathing facilities are accessible(unless in a private of ce)as pe 1109.2. 17. Unisex toilets and bathing rooms are supplied as per Section 1109 . I 18. Where sinks are provided, 5 %, but not less than 1 is accessible. 19. Where a kitchen or kitchenette is provided, it is accessible(unless in Type B dwellin )1 20. Storage cabinets, lockers, etc. one of each type is accessible as per Section 1109.8. INTERIOR ENVIROMENT AND ENERGY CONSERVATION 1. Attic ventilation exists that is 1 1150 of the floor sp a or 1/300 with vapor barrier. NO 2. 50% of the attic ventilation is 3 ft. above eaves 3. Crawl space ventilation complies with Section 1203.3. x 4. Natural ventilation (windows, doors, louvers etc.) is a minimum of 4% of floor space. S. Interior spacep that do not have openings directly to outside meet requirements of Section 1203.4.1. JJr 6. Bathrooms containing bathtubs, showers or spas are mechanically vented. 7. Natural or Artificial light is provided that meets the requir ents of Section 1205.,_ 8. Courts shall meet the requirements of Section 1206.3. 9. Dwellings party walls and floors meet the requirements of Section 1207.P 10. All habitable rooms shall be a minimum of 7' wide, and a minimum of 70 sq. ft. in area. PA 11. Dwelling units(except Section 1208.4 efficient units) have one habitable room of 120 sq. ft.____ 12. All ceilings are a minimum of 7'6" with no more than 1/3 at 7'0 ". X 13. Attics and crawl spaces have access openings as per Section 1209.._0 14. An energy review has been submitted that meets the requirements of the International Energy conservation code. EXTERIOR WALLS AND ROOFS 1. Exterior Wall Vapor retarder provided unless another approved means to avoid condensation and leakage has been provided. 2. Water resistant barrier shown on sheathing as per Section 1402.2. 3. Masonry veneer is flashed at bottom and has weep holes._ 4. Masonry veneer shall be mechanically attached as pfr Section 1405.5. 5. Stone Veneer is anchored as per Section 1405.6. //1- 6. Sidings shall be applied as per Section 1405._OT 7. Fire separation distance for combustible veneers(siding) meet that of Table 140 2.1.2. 8. Balconies that protrude shall meet the requirement of Table 601 for floors 9. Metal Composite Materials(MCM) shall meet the requirements of Section 1407 --t.*- 10. Roof coverings meet the requirements of Table 1505.1._ 11. Double underl yment is provided in asphalt roofs with minimum slope of 2:12 up to and including a 4:12 slope. h- 12. An ice dam membrane (one continuous sheet or two sheet cemented together) for all asphalt roofs is provided from the roof edge to 24" inside of the inside of the exterior wall. ; 13. Drip edge metal is provided along all roof edge._ 14. Metal roofs meet the requirements of Section 1507.4. 15. Built -up roofs meet the requirements of Section 1507.10. 16. Single Ply Plastic Roofing meet requirements of Section 1507.12 and 1507.13. 17. All other roofing types meet the requirements of Section 1507. X STRUCTURAL DESIGN AND SPECIAL INSPECTIONS 1. Structural Use Group (as per Table 1604.5) 2. Structural documents for light frame wood buildings as per chapter 23 .include floor roof and live loads, ground snow load, basic wind speed, wind exposure, seismic design category and site class. x! 3. All plans except as described in #1 above shall include the following: a. Floor live load including any reductions. -- SLqg b. Roof live load as per Section 1607.11. X C. Roof Snow load, including the flat roof snow load, the snow exposure factor, the snow load importance factor and the thermal factor._ d. Wind design data, including basic wind speed, wind importance factor with building category, wind exposure, applicable internal pressure coefficient and the design wind pressure used for the design of components and claddin e. Earthquake design data including seismic importance factor, seismic use group, mapped spectral response accelerations, site class, spectral response coefficients, seismic design category, basic seismic- force - resisting systems, design base shear, seismic response coefficients, response modification factors and the anal sis procedure used. 4. Flood zone is identified(if in flood zone see Section 1603.1.6) 5. Design of floor live loads in access of 50 Ibs per sq. ft. also identify that signs must be posted.- SLAC3 6. Structural design calculations meeting the requirements of chapter 16 have been provided. 7. Architectural, mechanical and electrical components meet the seismic requirements of Section 1621. ftvi 8. Where special fabrication (usually steel) is performed off sight, the fabricator has provided a certificate of compliance as per Section 1704.2.2. '7G 9. Special inspections are identified for welding. � 10. Special inspections are identified for high strength bolting. �( 11. Special ins ections are identified for concrete construction except as excluded by Section 1704.4 12. Special inspection are identified for masonry as per Section 1704.5. 13. Special inspections are identified for fills greater than 12" deep where load is applied. 14. Special inspections are identified for all pier and pile foundations.k 15. Special inspections are identified for sprayed on fire resistance ap hcations. 16. Special inspections are identified for smoke control systems. - 17. Quality assurance plan for seismic resistance is provided (excep for design light frame as per chapter 2308 or reinforced masonry less than 25 feet high) 18. Special inspections are provided for seismic force resisting systems. 19. Structur 1 observations as per Section 1709 are identified for structures in Seismic Use Groups 11 or III. SOILS AND FOUNDATIONS 1. Allowable soil foundation bearing pressure (as per Table 1804.2). X 2. Soil investigation meets the requirements of Section 1802.2. 3. Grading is a minimum of 2% for concrete or asphalt surfaces or 5% for natural surfaces. 4. Information provided as per Section 1803.5 for any structural fill. 5. Footings (except for 1 story category 1 buildings no bigger than 400 sq. ft.) are 36" below grade for frost protection. x 6. Buildings on or adjacent to greater than 3/1 slopes meet requirements of Section 1805.3. X 7. Top of foundation is a minimum of 12" above the adjacent street gutter (unless a drainage path is identified and approved by the building official). 8. Footings designed so that the allowable bearing capacity of the soil is not exceeded. X 9. Foundation meets the requirements of Section 1805.5 (including tables 1805.5 _). 10. Except for Group R and U occupancies of light framed construction of seismic design D and less than 3 stories in hieght, concrete is a minimum of 3000 p.s.i.. X_ 11. Retaining walls are designed with a lateral sliding and overturning factor of safety of 1.5.NI.4 12. Foundation drainage system or water - proofing (Section 1807.3) is provided where water table warrants. Ny: 13. Damproofing shown under slabs as per Section 1807.2.1. XV 14. Damproofing shown for foundation walls. - >C 15. Minimum of 4" of gravel is shown under all slabs. 16. Foundation ain is installed (except in well- drained gravel areas) as per Section 1807.4.2 and 1807.4.3. 17. Piles meet requirements of Section 1808, 1809, 1810 and 1811AA- 18. Piers are a minimum of 2' wide and meet requirements of 1808.2.23. and 1812. CONCRETE and MASONRY 1. Construction documents show compressive strength of concrete, strength or grade of reinforcement and the size and location of reinforcement. X 2. Structures assigned to Seismic Design Category D contain a statement identifying if slab -on -grade is designed as a structural diaphragm. 3. Concrete exposed to freezing weather has air entrainment as per Table 1904.2.1 and meets the requirements of Section 1904.2.2 and Tables 1904.2.2(1) and 1904.2.2(2)._ 4. Masonry shear walls are provided in both directions so that their cumulative dimension in each direction is a minimum of 0.4 times the long length of the building (as per Section 2109.2.1.2)._.U 5. Floor and roof diaphragm width to length ratios for masonry buildings meet Table 2109.2.1.3.(Empirical Design Only) 6. Masonry wa lateral support is identifie in engineering documents or empirically by Table 2109.4.1. AUA 7. Masonry thi ess of bear walls for one story is a minimum of 6" and 8" for two story buildings as per Section 2109.5.2.y 8. Masonry foundation walls meet all of the requirements of Section 2109.5.6.