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HomeMy WebLinkAboutREVIEWED PLANS - 21-00208 - Goldenwest Credit Union - Brance OfficeAuthor Name Author Email Author Phone No.: Don Allen Don.Allen@rexburg.org 208-372-2174 Cody Jones Cody.Jones@rexburg.org 208-372-2173 Description : Goldenwest Credit Union - Branch Office Address : University Blvd & Yellowstone Hwy - Tamana Fields South PH1 Lot1 Block 1 Application Type : Document Filename : BUILDING PLANS - 21-00208 - Goldenwest Credit Union Branch Office - University Blvd & Yellowstone Hwy.pdf Array Comment Author Contact Information: Corrections in the following table need to be applied before a permit can be issued Review Report Revisions Required Page Reference Annotation Type Author : Department Status Page Review Comments Applicant Response Comments G1.2 Free text Cody Jones : Building Open 2 Per table 1004.5 Business areas have an occupant load of 1/150 gross G1.2 Free text Cody Jones : Building Open 2 19 G1.2 Free text Cody Jones : Building Open 2 Special inspector needs to be identified. G1.2 Free text Cody Jones : Building Open 2 Comm Check needed. A1.7 DIMENSION PLANS Free text Cody Jones : Building Open 8 Concealed spaces to be fireblocked/draftstopped per Sec 718 A1.12 CEILING DETAILS Free text Cody Jones : Building Open 10 Ceiling to be inspected to manufacturer specifications. S0.1 Free text Cody Jones : Building Open 27 36 " Frost depth # 21-00208 New Commercial Building Report Date: 04.12.2021 Approval of plans does not constitute approval of variance from code Page 1 of 1 Powered by TCPDF (www.tcpdf.org) NO R T H NO.DATE DESCRIPTION TONY K. PANTONE LICENSED ARCHITECTNO. AR 984269 STATE OF IDAHO G1.1 620 24TH STREET OGDEN, UT 84401 BP-ARCHITECTS.NET P 801.394.3033 COVER SHEET GOLDENWEST CREDIT UNION REXBURG IDAHO BRANCH YELLOWSTONE HIGHWAY AND UNIVERSITY BOULEVARD REXBURG, IDAHO 03.30.21 Project Number: 2052 © 2021 Bott Pantone Architects. Drawings, written materials and design concepts shall not be used or reproduced in whole or part in any form or format without prior written consent. GOLDENWEST CREDIT UNION REXBURG IDAHO BRANCH REXBURG, IDAHO NO R T H NO.DATE DESCRIPTION TONY K. PANTONE LICENSED ARCHITECTNO. AR 984269 STATE OF IDAHO G1.2 620 24TH STREET OGDEN, UT 84401 BP-ARCHITECTS.NET P 801.394.3033 INDEX SHEET GOLDENWEST CREDIT UNION REXBURG IDAHO BRANCH YELLOWSTONE HIGHWAY AND UNIVERSITY BOULEVARD REXBURG, IDAHO 1' = 1'-0", 3/16" = 1'-0" 03.30.21 Project Number: 2052 © 2021 Bott Pantone Architects. Drawings, written materials and design concepts shall not be used or reproduced in whole or part in any form or format without prior written consent. ABBREVIATIONS: @ At ø Diameter # Pound or Number AB Anchor Bolt ACT Acoustical Tile Adj Adjustable AFF Above Finish Floor Alum Aluminum Bd Board Bldg Building Bm Beam Bot Bottom Brg Bearing BUR Built Up Roofing Cab Cabinet CJT Control Joint NO.DATE DESCRIPTION NO R T H TONY K. PANTONE LICENSED ARCHITECTNO. AR 984269 STATE OF IDAHO A1.7 620 24TH STREET OGDEN, UT 84401 BP-ARCHITECTS.NET P 801.394.3033 BI M c l o u d : BI M P C 23 - BI M c l o u d Ba s i c fo r AR C H I C A D 23 /20 5 2 GO L D E N W E S T CR E D I T UN I O N RE X B U R G BR A N C H 1ST LEVEL DIMENSION PLAN 3/16" = 1'-0", 1' = 1'-0" 03.30.21 Project Number: 2052 GOLDENWEST CREDIT UNION REXBURG IDAHO BRANCH YELLOWSTONE HIGHWAY AND UNIVERSITY BOULEVARD REXBURG, IDAHO© 2021 Bott Pantone Architects. Drawings, written materials and design concepts shall not be used or reproduced in whole or part in any form or format without prior written consent. GENERAL DIMENSION PLAN NOTES: A. All dimensions are face of stud, center of stud, or face of concrete, masonry, or rough opening unless noted otherwise. B. Re: Enlarged Plans for dimensions at enlarged areas. B A1.7 71'-2 1/2" 4'-0"2'-0"12'-0"11'-1"4'-11"22'-6"10'-3"2'-9" 1'-8 1/2" 6'-5 1/2" 89 ' - 3 1/ 2 " 51 ' - 5 " 37 ' - 1 0 1/ 2 " 7' - 7 " 18 ' - 5 " 11 ' - 2 " 8' - 0 " 6' - 3 " 4 1/ 2 " 37 ' - 6 " 13'-7 1/2"3'-0 1/2"8'-4 1/2"27'-8"4'-0"1'-0"4'-0"3'-5 1/2" 4 1/2" 12 ' - 0 " 5" 1' - 2 " 5" 8' - 0 " 5" 1' - 2 " 5" 4' - 0 " 3' - 7 " 7' - 7 " 3' - 1 0 3/ 4 " 2' - 1 1/ 4 " 9' - 1 0 " 15 ' - 1 " 12 ' - 1 1 " 3' - 4 " 5" 1' - 6 " CL E A R 4'-0"65'-6 1/2" 4 1/2"14'-0"11'-1"27'-5 1/2"13'-0" 5'-7"6'-0"2'-5"1'-3"8'-7"1'-3"2'-5"25'-0 1/2"4 1/2"6'-0"6'-7 1/2" 8 1/2"8 1/ 2 " 1' - 3 " 5' - 1 1 " 5" 8 1/2" 3'-0"8'-0"8'-0"3'-0" 3'-0"4'-0"12'-0"3'-0" 3'-0"7'-6"8'-6"3'-0" 1'-7" 9'-3 1/2" 4'-3 1/2" 2' - 0 " 11 1/ 2 " 8' - 6 " 6 1/4"11'-1"7 1/2"5'-4 1/2"8'-10"6'-11"7'-3"12'-7 1/2" 9'-3 1/2" 4'-9" 5' - 1 1/ 2 " 5' - 1 1/ 2 " 15 ' - 7 1/ 8 " 11 ' - 1 0 3/ 4 " 5' - 3 " 10 ' - 4 " 4' - 3 " 7' - 9 " 4 1/2" 4 1/2" 4 1/2" 7'-3" 8'-9 1/2"6"13'-3" 8'-8 1/2"13'-4"10'-8 1/2" 6' - 3 " 90°110° face of fdn face of stud face of stud face of stud face of stud fa c e of fd n face of stud fa c e of st u d fa c e of st u d fa c e of st u d fa c e of st u d fa c e of st u d fa c e of st u d face of stud face of stud face of stud face of stud face of stud face of stud face of fdn fa c e of fd n fa c e of st u d fa c e of st u d fa c e of fd n fa c e of st u d fa c e of st u d fa c e of st u d fa c e of fd n fa c e of st u d fa c e of st u d face of stud ce n t e r li n e at Ve s t . 10 0 fa c e of fd n fa c e of st u d fa c e of fd n fa c e of fd n fa c e of fd nVESTIBULE 100 CONFERENCE 114 MANAGER 111 MECHANICAL 110 OFFICE 113 HALLWAY 112 BREAK ROOM 109 WOMEN 108 MEN 107 CUSTODIAL 105DRIVE-UP TELLERS 104 ELEC./I.T. ROOM 103 WORK ROOM 102 HALLWAY 106 LOBBY 101 51 ' - 5 " 4 1/ 2 " 9' - 6 " 4' - 0 " 9' - 0 " 4' - 0 " 9' - 0 " 2' - 0 " 2' - 0 " 1 1 A A B B C C D D E E F F G G H H J J K K L L 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11'-10 5/8" 24 ' - 0 1/ 8 " 14 ' - 7 1/ 2 " 6'-3 3/4"8'-8 1/2" 8' - 1 1 3/ 4 " 7'-1 3/8"12'-4 1/8" 8' - 1 1 3/ 4 " 26.05 26.05 26.04 26.04 26.0526.04 face of fdn 2'-5"5'-0"5'-0"5'-0"5'-0"5'-4 1/2" 25'-4 1/2" (curved section) 4' - 3 1/ 4 " 4' - 0 1/ 2 " 3' - 6 5/ 8 " 2' - 9 3/ 8 " 1' - 8 3/ 4 " 4 1/ 2 " Corner of foundation wall Face of foundation wall (4 1/2" beyond face of stud) Depress foundation wall at window - re: Structural Note: Foundation wall is curved - not segmented 5 6 7 A B C D 26.04 Electrical floor box - re: Electrical 26.05 Conduits stubbed through floor slab - re: Electrical 3/16" = 1'-0"B DIMENSIONS AT CURVED FDN. WALL KEYED NOTES: Concealed spaces to be fireblocked/draftstopped per Sec 718 5 . 3 0 f t 4 . 7 9 f t NO.DATE DESCRIPTION TONY K. PANTONE LICENSED ARCHITECTNO. AR 984269 STATE OF IDAHO A1.12 620 24TH STREET OGDEN, UT 84401 BP-ARCHITECTS.NET P 801.394.3033 BI M c l o u d : BI M P C 23 - BI M c l o u d Ba s i c fo r AR C H I C A D 23 /20 5 2 GO L D E N W E S T CR E D I T UN I O N RE X B U R G BR A N C H CEILING DETAILS 3/32" = 1'-0", 6" = 1'-0", 1 1/2"= 1'-0", 1' = 1'-0", 3" = 1'-0" 03.30.21 Project Number: 2052 GOLDENWEST CREDIT UNION REXBURG IDAHO BRANCH YELLOWSTONE HIGHWAY AND UNIVERSITY BOULEVARD REXBURG, IDAHO© 2021 Bott Pantone Architects. Drawings, written materials and design concepts shall not be used or reproduced in whole or part in any form or format without prior written consent. 12'- 0 " typ. 4'-0 " max . 12' - 0 " typ . 2" ma x . 2" ma x . 45º max. 45º max. 45º max. 45º max. 12 ga. hanger wire at 4'-0" o.c. 1-1/2" metal carrying channels at 48" o.c. 7/8" metal hat channels at 24" o.c. max. 5/8" G.W.B. with cont., 'J' trim and colored sealant at perimeter, typical *Scheduled wall system, see partition types. Line of wall or boundary. First line of bracing 4'-0" max. from wall or boundary. Carrying channels at 48" o.c. Hat channels cross runners at 24" o.c. Vertical wires at 4'-0" o.c. each way. Seismic bracing see detail at right. Carrying channels at 48" o.c. 12 ga. vertical wires at 4'-0" o.c. 12 ga. splay wires in plane of each runner at 12" o.c. in each direction. Hat channel cross runner at 24" o.c. *Mud and tape all perimeter joints in lieu of sealant where gypsum board ceiling abuts gypsum board walls. Notes: 1. All splay wires to be in line with attached component. 2. All splay wires to be taut and tied at both ends with minimum of 3 turns in 1" of run. 3. Areas smaller than 1000 sq. ft. with walls on a 4 sides extending to structure need not be braced. 4. All ceiling mounted light fixtures shall be attached to the suspended ceiling grid. In addition 12 gauge hanger wires shall be attached to the grid within 3" of each corner of the light housing and to the structure above (these wires may be slack). 5. Wires shall not attach to or bend around interfering material or equipment, nor shall they be closer than 6" from any un-braced horizontal piping or ductwork. A trapeze or similar device shall be used where obstructions occur. 6. Gypsum board to be installed at right angles to 7/8" hat channel runners. Fasten with 1" type 's' drywall screws at 12" o.c. typical at edges and in field as per USG standards. (per i m e t e r ) 8" max.8" max. 12'- 0 " typ. 6'-0 " max . 12' - 0 " typ . 2" ma x . 2" ma x . 45º max. 45º max. 45 º ma x . 4 5 º m a x . Seismic bracing at 12' max. grid spacing. see detail at right 1" wall mold, typ.Seismic clip 12 ga. hanger wire at 4'-0" o.c. Main runner or cross tee Acoustical ceiling panel 1/8" pop rivet at all members on one wall Line of wall or boundary First line of bracing 4'-0" max. from wall or boundary Main runners Cross runners Provide compression strut of continuous length of 3/4"Ø x 12" conduit pockets with 1/2"Ø brace, attached to main runner and to structure above to counter-act uplifting forces of splayed wires. 12 ga. vertical wires at 4'-0" o.c. Cross runner Main runner 12 ga. splay wires in plane of each runner. Vertical wires at 4'-0" o.c. each way *See detail 01/A1.12 for suspended G.W.B. requirements (per i m e t e r ) NOTES: 1. All splay wires to be in line with attached component. 2. All splay wires to be taut and tied both ends with minimum of 3 turns in 1" of run. 3. Areas smaller than 1000 sq. ft. with walls on 4 sides extending to structure need not be braced. 4. Compressive struts required at 12'-0" o.c. 5. All ceiling mounted light fixtures shall be attached to the suspended ceiling grid. In addition 12 ga. hanger wires shall be attached to the grid within 3" of each corner of the light housing and to the structure above (these wires may be slack). 6. Wires shall not attach to or bend around interfering material or equipment nor shall they be closer than 6" from any un-braced horizontal piping or ductwork. A trapeze or similar device shall be used where obstructions occur. 7. Provide 7/8" wide perimeter wall molding at all walls. 8" ma x . 7/8" 7/8" 8" max. - typ. 6" mi n . Seismic clip attached to wall - typical as per ICC ESR 1308 Metal suspension system - re: 2/A1.12 Specified wall angle trim - typ. Scheduled wall system 5/8" gypsum board where occurs Seismic clips - install as per ICC ESR 1308 Metal suspension system - re: 2/A1.12 Suspended acoustical panel ceiling Specified wall angle trim - typ. Continuous sealant perimeter walls 2' - 0 " (N . T . S . ) 6" Mi n . B.O. CEILING ELEV. B.O. SOFFIT ELEV. 3 5/8" cold formed metal stud framing @ 16" o.c. - extend to deck above Scheduled ceiling system 5/8" gypsum board - painted Metal corner bead - typ. 3 5/8" cold formed metal stud bracing @ 32" o.c. - extend to deck above 5/8" gypsum board - painted RE: RCP RE: RCP Note: see reflected ceiling plan for locations of control jionts in soffit per detail 06/A1.12. Ceiling suspension system Supplemental blocking @ 2'-0" o.c. max spacing when joints do not occur over framing members 5/8" gypsum board Control joint - recess into gypsum board as required to ensure no bulge in finished ceiling 2 1/ 2 " B.O. CEILING ELEV. Aircraft cable @ 4'-0" max. on center both ways Acoustical ceiling panel system Acoustical ceiling trim Aluminum extruded grid RE: RCP 3/32" = 1'-0"01 TYP. SUSP. GYP. BD. CEILING DETAIL 3/32" = 1'-0"02 TYP. SUSP. LAY-IN CEILING DETAIL 6" = 1'-0"03 SUSPENDED CEILING DETAIL 1 1/2"= 1'-0"04 SOFFIT DETAIL @ CEILING 1' = 1'-0"06 CONTROL JOINT 3" = 1'-0"05 TYP. CEILING CLOUD DETAIL SCALE VARIES Ceiling to be inspected to manufacturer specifications. STRUCTURAL NOTES : A. GENERAL 1. THE STRUCTURAL NOTES ARE INTENDED TO COMPLEMENT THE PROJECT SPECIFICATIONS WHICH ARE PART OF THE CONSTRUCTION DOCUMENTS. SPECIFIC NOTES AND DETAILS ON THE DRAWINGS SHALL GOVERN OVER THE STRUCTURAL NOTES AND TYPICAL DETAIL S. 2. THESE DRAWINGS (AND, WHERE APPLICABLE, ACCOMPANYING WRITTEN SPEC IFICATIONS) ARE THE ONLY CONTRACT DOCUMENTS PROVIDED BY ARW ENGINEERS F OR THE PROJEC T REPRESENTED HEREIN.NOTHING IN ANY DIGITAL MODEL OR DIGITAL FILE RELATE D TO THIS PROJECT SHALL BE TAKEN TO SUPERSEDE ANY INFORMATION SHOWN IN THESE D RAWINGS (INCLUDING, BUT NOT LIMITED TO, DIMENSIONS, SIZES, ETC). 3. THE ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT D RAWINGS. THE STRUCTURAL DRAWINGS ARE SUPPLEMENTARY TO AND MUST BE USED IN CONJUNCTIO N WITH THE ARCHITECTURAL DRAWINGS AND OTHER CONSULTANTS DRAWINGS. ALL OMISSIONS OR CO NFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK INVOLVED. IN CASE OF CONFLICT, FOLLOW THE MOST STRINGENT REQUIREMENT AS DIRECTED BY THE ARCHITECT AT NO ADDITIONAL COST TO THE OWNER. 4. SEE SPECIFICATIONS FOR REQUIRED SUBMITTALS. SUBMITTALS SHALL BE MADE IN A TIMELY MANNER AS INDICATED IN SPECIFICATIONS. REVIEW OF SUBMITTALS BY ARW ENGINEERS IS FOR GENERAL COMPLIANCE ONLY AND IS NOT INTENDED AS APPROVAL. CO NTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SIZES, DIMENSIONS, AND ELEVATIONS ON SUBMITTALS AS RELATED TO DESIGN DOCUMENTS. PREPARATION OF SHOP DRAWINGS FOR STRUCTU RAL ELEMENTS WILL REQUIRE INFORMATION (I.E. DIMENSIONS, ETC.) FOUND IN THE AR CHITECTURAL, STRUCTURAL, AND OTHER CONSULTANTS DRAWINGS. 5. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIME NSIONS AT THE SITE. IF ACTUAL CONDITIONS DIFFER FROM THOSE SHOWN ON CONTRACT DOCU MENTS, CONTRACTOR SHALL NOTIFY ARCHITECT PRIOR TO FABRICATION OR CONSTRUCTION OF A NY AFFECTED ELEMENTS. 6. THE CONTRACTOR SHALL COORDINATE AND VERIFY ALL LOCA TIONS AND SIZES OF MECHANICAL EQUIPMENT OR OTHER EQUIPMENT BEFORE FABRICATING AND ERECTING STRUCTURAL ELEMENTS. SIZES AND LOCATIONS THAT DIFFER FROM THOSE SHOWN ON THE CONTRACT DOCUMENTS SHALL BE REPORTED TO THE ARCHITECT. 7. THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST TO TH E ARCHITECT FOR ARCHITECT AND/OR ENGINEER APPROVAL BEFORE PROCEEDING WITH ANY CHANGE S, MODIFICATIONS, OR SUBSTITUTIONS. 8. OBSERVATION VISITS TO THE SITE BY ARW ENGINEERS FIE LD REPRESENTATIVES SHALL NEITHER BE CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTIO N. 9. DURING AND AFTER CONSTRUCTION, BUILDER AND/OR OWNER SHALL KEEP LOADS ON STRUCTURE WITHIN THE LIMITS OF DESIGN LOADS AS NOTED IN THESE DOCUMENTS. 10. TYPICAL OR SIMILAR DETAILS AND SECTIONS SHALL APPLY WHERE SPECIFIC DETAILS ARE NOT SHOWN. TYPICAL OR SIMILAR DETAILS REFER TO THE COND ITION ADDRESSED AND ARE NOT NECESSARILY DETAILS LABELED “TYPICAL ”OR “SIMILAR ”IN THE PLANS AND DOCUMENTS. 11. DRAWINGS AND DETAILS HAVE BEEN PREPARED WITH THE IN TENT TO VISUALLY REPRESENT INFORMATION PROVIDED IN SCALED FORM; HOWEVER CONTRA CTOR/SUPPLIERS SHOULD NOT SCALE PLANS OR DETAILS FOR DIMENSIONAL INFORMATION. 12. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY SHO RING AND BRACING FOR ALL STRUCTURAL ELEMENTS UNTIL THE ENTIRE STRUCTURAL SYS TEM IS COMPLETED. DESIGN OF ALL SHORING AND BRACING IS BY OTHERS AT NO ADDITIONAL C OST TO THE OWNER. 13. ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTIVITIES UN DER CONTROL OF THE CONTRACTOR SUCH AS CONSTRUCTION SITE SAFETY, MEANS, METHODS AND SEQ UENCING OF CONSTRUCTION. ENGINEER SHALL NOT BE RESPONSIBLE FOR FABRICATION, ERECTION AND CONSTRUCTION REQUIREMENTS AS PRESCRIBED BY OSHA OR OTHER REGULATORY AGENCIES REG ARDLESS OF INDICATIONS IN THESE DOCUMENTS. 14. NOTICE OF COPYRIGHT: THESE STRUCTURAL DRAWINGS ARE HEREBY COPYRIGHTED BY ARW ENGINEERS, ALL RIGHTS RESERVED. THESE DOCUMENTS DEF INE A STRUCTURE AND ARE INSTRUMENTS OF SERVICE, FOR ONE USE ONLY. REPRODUCT ION AND DISTRIBUTION OF THESE DRAWINGS IS ONLY ALLOWED AS REQUIRED FOR REGULATORY AGENCIES AND FOR CONVEYANCE OF INFORMATION TO PARTIES INVOLVED IN THE CONSTRUCTION OF THIS PROJECT. THESE DOCUMENTS SHALL NOT BE REPRODUCED OR COPIED, IN PART OR WHOLE BY ANY PARTY FOR USE IN PREPARATION OF SHOP DRAWINGS OR OTHER SUBMITTALS. 15. WHERE THE WORD "SHALL" OCCURS IN THESE DRAWINGS AND ANY ACCOMPANYING SPECIFICATIONS, IT IS CONSIDERED A MANDATORY OBLIGATION AND SYNONYM OUS WITH THE PHRASE "HAS DUTY TO". B. STATEMENT OF SPECIAL INSPECTIONS AND SPECIAL INSPEC TIONS 1. THE DESIGNATED SEISMIC/WIND SYSTEMS AND SEISMIC/WIN D -FORCE -RESISTING SYSTEMS THAT ARE SUBJECT TO SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC SECTION 1705.11 AND 1705.12 ARE IDENTIFIED ON THESE DOCUMENTS WITH A CIRCLE “L ”. ALL OTHER ITEMS REQUIRING SPECIAL INSPECTION ARE IDENTIFIED IN THE SPECIAL INSPECTION SCHEDULE ON SHEET S0.4 AND S0.5. 2. SPECIAL INSPECTIONS AND TESTING ARE TO BE PROVIDED AS REQUIRED BY IBC SECTIONS 1704 THROUGH 1705 AND OTHER APPLICABLE SECTIONS OF THE IBC. THE TYPE AND FREQUENCY OF TESTING AND SPECIAL INSPECTIONS SHALL BE AS NOTED IN THE SPECIAL INSPECTION SCHEDULE, JOB SPECIFICATIONS, AND ACCORDANCE WITH IBC SECTION 110 AND CHAPTER 17. CONTRACTOR SHALL COORDINATE AND COOPERATE WITH REQUIRED INSPECTIONS. 3. ALL TESTING AND SPECIAL INSPECTION SHALL BE PROVIDE D BY A QUALIFIED INDEPENDENT SPECIAL INSPECTION AGENCY IN ACCORDANCE WITH IBC 1704 AND A S OUTLINED IN THE JOB SPECIFICATIONS. REPORTS OF FINDINGS OR DISCREPANCIES SHALL BE NOTED AND FORWARDED TO THE CONTRACTOR, ARCHITECT, ENGINEERS, AND BUILDING OFFICIAL IN A TIMELY MANNER. 4. STRUCTURAL OBSERVATION VISITS SHALL BE PERFORMED BY A REPRESENTATIVE FROM ARW ENGINEERS IN ACCORDANCE WITH THE CONTRACT AS NEEDED TO OBSERVE THE CONSTRUCTION OF CRITICAL BUILDING ELEMENTS (I.E. FOOTINGS, BRACED F RAMES, MOMENT FRAMES, DRAG STRUTS AND THEIR CONNECTIONS, COLLECTORS, AND ROOF AND FLOOR D IAPHRAGMS). STRUCTURAL OBSERVATION REPORTS FOR EACH VISIT SHALL BE SENT DIRECTLY TO THE ARCHITECT FOR DISTRIBUTION TO THE CONTRACTOR AND BUILDING OFFICIA L. STRUCTURAL OBSERVATION VISITS SHALL NEITHER BE CONSTRUED AS SPECIAL INSPECTION NO R APPROVAL OF COMPLETED CONSTRUCTION. 5. IN ACCORDANCE WITH IBC 1704.4, THE CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR ’S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIA L AND OWNER. THE STATEMENT SHALL BE SUBMITTED PRIOR TO THE CONSTRUCTION OF ANY SEISMIC/WIND -FORCE -RESISTING SYSTEM, DESIGNATED SEISMIC/WIND SYSTEM, OR COMPONENT IDENTIFIED IN THESE DOCUMENTS WITH A CIRCLE “L”. C. BASIS OF DESIGN 1. GOVERNING BUILDING CODE :INTERNATIONAL BUILDING CODE (IBC) 2018 RISK CATEGORY : II 2. ROOF LOADS a. FLAT -ROOF SNOW LOAD, P f : 35 PSF AT BUILDING, 42 PSF AT DRIVE THROUGH CANO PY 1. GROUND SNOW LOAD, P g : 50 PSF 2. SNOW EXPOSURE FACTOR, C e : 1.0 3. SNOW LOAD IMPORTANCE FACTOR, Is : 1.0 4. THERMAL FACTOR, C t : 1.0 AT BUILDING; 1.2 AT DRIVE THROUGH CANOPY 5. SLOPE FACTOR, C S : 1.0 6. SNOW DRIFT : SHOWN ON PLANS WHERE APPLICABLE. b. LIVE LOAD = 20 PSF c. DEAD LOAD = 15 PSF 3. WIND DESIGN a. BASIC WIND SPEED (3 SECOND GUST) : 105 MPH b. ALLOWABLE STRESS DESIGN WIND SPEED, V ASD : 82 MPH c. WIND EXPOSURE : C d. INTERNAL PRESSURE COEFFICIENT, G CPI : +/-0.18 e. COMPONENT AND CLADDING DESIGN WIND PRESSURE SHALL B E AS REQUIRED PER ASCE 7 -16. 4. SEISMIC DESIGN : a. SEISMIC IMPORTANCE FACTOR, IE : 1.0 b. SITE CLASS : D c. MAPPED SPECTRAL RESPONSE ACCELERATIONS : S S = 0.363 , S 1 = 0.141 d. SPECTRAL RESPONSE COEFFICIENTS : S DS = 0.365 , S D1 = 0.219 e. SEISMIC DESIGN CATEGORY : D f. BASIC SEISMIC -FORCE -RESISTING SYSTEM : WOOD SHEAR WALLS; STEEL SPECIAL CANTILEVERED COLUMNS g. DESIGN BASE SHEAR : V = 0.056 x Wt AT WOOD SHEAR W ALLS , V = 0.146 x Wt AT CANTILEVERED COLUMNS h. SEISMIC RESPONSE COEFFICIENT, C S : 0.056 AT SHEAR WALLS; C S : 0.146 AT CANTILEVERED COLUMNS i. RESPONSE MODIFICATION FACTOR, R : 6.5; 2.5 j. ANALYSIS PROCEDURE : ELF D. FOUNDATION 1. GENERAL a. DESIGN SOIL PRESSURE : 2000 PSF b. SOILS REPORT BY : ATLAS TECHNICAL CONSULTANTS REPORT # : E200242g DATED : JANUARY 15, 2021 c. SOIL PREPARATION UNDER FOUNDATIONS AND SLABS -ON -GRADE SHALL BE IN ACCORDANCE WITH THE SOILS REPORT. d. TOP OF FOOTING ELEVATIONS SHOWN ON THE FOOTING AND FOUNDATION PLAN ARE BASED ON PRELIMINARY GRADING INFORMATION AND SHALL BE VERIFIED PRIOR TO CONSTRUCTION. STEPS WHERE SHOWN ARE AT APPROXIMATE LOCATIONS. ACTUAL STEP LOCATIONS SHALL BE AT THE CONTRACTOR ’S DISCRETION BASED UPON FIELD CONDITIONS. ALL EXTER IOR FOUNDATIONS SHALL BEAR A MINIMUM OF 36 INCHES BELOW LOWEST ADJACENT F INAL GRADE. e. ALL WALLS (EXCEPT CANTILEVERED RETAINING WALLS) SHA LL BE ADEQUATELY BRACED AGAINST LATERAL MOVEMENT PRIOR TO BACKFILLING. DESIGN AND E RECTION OF BRACING/SHORING SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. BR ACING SHALL REMAIN IN PLACE UNTIL SUPPORTING STRUCTURAL ELEMENTS ARE IN PLACE AND HAV E ATTAINED FULL STRENGTH. f. UNLESS NOTED OTHERWISE, ALL FOOTINGS AT COLUMNS SHA LL BE CENTERED BELOW COLUMNS. g. UNLESS NOTED OTHERWISE, ALL FOOTINGS SHALL HAVE VER TICAL FACES FORMED WITH STANDARD FORMING MATERIALS (WOOD, METAL, ETC.). WIT H PRIOR APPROVAL OF ARCHITECT AND ENGINEER, CONCRETE FOR FOOTINGS CAN BE PLACED IN EXCAVATED SOIL “FORMS ”PROVIDED THAT THE DIMENSIONS ARE INCREASED 3”ON ALL SIDE. E. CONCRETE 1. ALL CONCRETE MIX DESIGNS SHALL COMPLY WITH THE PROJ ECT SPECIFICATIONS AND THE REQUIREMENTS LISTED BELOW : a. FOOTINGS, GRADE BEAMS, FOUNDATION WALLS (EXPOSURE C ATEGORY S3) : 1. 28 DAY COMPRESSIVE STRENGTH :4500 PSI 2. MAXIMUM W/C RATIO :0.45 3. MAXIMUM AGGREGATE SIZE :1 ” 4. AIR CONTENT :4.5% +/-1.5% b. INTERIOR SLABS ON GRADE (EXPOSURE CATEGORY F0) WITH 6" OR MORE OF ROAD BASE BELOW SLAB : 1. 28 DAY COMPRESSIVE STRENGTH :3000 PSI c. INTERIOR WITH LESS THAN 6" OF ROAD BASE BELOW OR EXTERIOR SLABS (DOCKS, ETC.) (EXPOSURE CATEGORY S3) : 1. 28 DAY COMPRESSIVE STRENGTH :4500 PSI 2. MAXIMUM W/C RATIO :0.45 3. MAXIMUM AGGREGATE SIZE :1 ” 4. MINIMUM AIR CONTENT :4.5% +/-1.5% 2. WATER USED IN MIXING CONCRETE SHALL CONFORM TO ASTM C1602. 3. NO PIPES, DUCTS, SLEEVES, ETC. SHALL BE PLACED IN S TRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. NO ALUMINUM PRODUCTS SHALL BE EMBEDDED IN CONCRETE. PENETRATIONS THRU ST RUCTURAL CONCRETE ELEMENTS MUST BE APPROVED BY THE ENGINEER AND SHALL BE BUILT INTO THE ELEMENT PRIOR TO CONCRETE PLACEMENT. 4. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, ETC. TO BE CAST IN TO CONCRETE, AND FOR EXTENT AND LOCATION OF DEPRESSION S, CURBS, RAMPS, ETC. 5. UNLESS NOTED OTHERWISE, MINIMUM REINFORCING IN ALL CONCRETE FOUNDATION WALLS SHALL BE AS FOLLOWS: TOP & THICKNESS BOTTOM BARS VERTICAL HORIZONTAL 6 ”(1) #5 #4 AT 18”O.C.#4 AT 16 ”O.C. 8 ”(2) #5 #4 AT 18”O.C.#4 AT 12 ”O.C. 10”(2) #5 #4 AT 12”O.C.#5 AT 12 ”O.C. 12”(2) #5 #4 AT 18”O.C. EA FACE #4 AT 16 ”O.C. EA FACE 6. UNLESS NOTED OTHERWISE, CONCRETE SLABS ON EARTH SHA LL BE REINFORCED AS FOLLOWS: 4 ” THICK UNREINFORCED. 7. UNLESS NOTED OTHERWISE, FOR NON -DETAILED OPENINGS IN CONCRETE WALLS LARGER THAN 12” AND SMALLER THAN 24 ”IN ANY DIRECTION ADD (2) #5 BARS ON ALL SIDES IN AD DITION TO REGULAR WALL REINFORCING AND EXTEND 24”EACH WAY BEYOND OPENING. IF 24 ”IS NOT AVAILABLE ON EVERY SIDE, NOTIFY STRUCTURAL ENGINEER FOR FURTHER DIRECTION. OPENINGS SHALL HAVE A MINIMUM OF 12" OF CONCRETE ABOVE THE OPENING, TYP. 8. CONSTRUCTION JOINTS NOT SHOWN ON THE PLANS SHALL BE MADE AND LOCATED SO AS TO NOT IMPAIR THE STRENGTH OF THE STRUCTURE AND AS APPROVE D BY THE STRUCTURAL ENGINEER. PROVIDE 2 X 4 (SHAPED) KEYWAY IN ALL VERTICAL AND H ORIZONTAL JOINTS UNLESS NOTED OR DETAILED OTHERWISE. ALL STEEL REINFORCING SHALL BE CONTINUOUS THROUGH COLD JOINTS UNLESS NOTED OTHERWISE. SEE TYPICAL DETAILS FOR COL D/CONSTRUCTION JOINTS FOR SLABS ON GRADE. 9. WHERE NEW CONCRETE IS PLACED AGAINST PREVIOUSLY HAR DENED CONCRETE, THE JOINT SHALL BE CLEAN AND FREE OF LAITANCE. IMMEDIATELY BEFORE N EW CONCRETE IS PLACED, CONSTRUCTION JOINTS SHALL BE PREWETTED AND STANDING WATER REMOVE D. F. ANCHOR BOLTS/EMBEDDED BOLTS 1. ALL ANCHOR BOLTS SHALL HAVE ASTM A -563 HEAVY HEX NUT AND ASTM F -436 WASHERS AT STANDARD OR OVERSIZED HOLES PER AISC SPECIFICATION TABLE J3.3. WHERE HOLE SIZES DO NOT COMPLY WITH THE LIMITATIONS FOR OVERSIZED HOLES THE STRUCTURAL ENGINEER SHALL BE NOTIFIED TO DETERMINE STEEL PLATE WASHER REQUIREMEN TS. ANCHOR BOLTS SHALL COMPLY WITH THE FOLLOWING : a. AT WOOD STUD WALLS -ASTM A -307 GRADE HEADED BOLTS. ANCHOR BOLTS IN TREATED LUM BER SHALL BE GALVANIZED OR STAINLESS STEEL. SEE TIMBER NOTES FOR MORE INFORMATION. b. AT ALL OTHER ANCHOR BOLTS (UNLESS NOTED OTHERWISE) -ASTM F1554 GRADE 36 HEADED BOLTS. (ASTM A36 THREADED ROD MAY BE USED WITH DOUB LE NUT AND WASHER.) 2. EMBEDDED BOLTS IN MASONRY SHALL BE (UNLESS NOTED OT HERWISE) ASTM A -307 GRADE HEADED BOLTS. 3. SEE TYPICAL ANCHOR BOLT DETAIL FOR DEFINITIONS OF E MBEDMENT LENGTH, ETC. 4. FURNISH TEMPLATES AND OTHER DEVICES AS NECESSARY FO R PRESETTING ALL BOLTS PRIOR TO PLACING CONCRETE AND/OR GROUT. 5. IF THREADED RODS ARE USED AS PERMITTED ABOVE, THEY SHALL BE CLEAR OF SOIL AND DIRT. 6. WHERE REQUIRED FOR ERECTION, HOLES LARGER THAN OVER SIZED MAY BE PERMITTED WITH THE USE OF STEEL PLATE WASHERS AT THE DISCRETION OF THE STRUCTURAL ENGINEER. G. ADHESIVE/MECHANICAL ANCHORS 1. WITHOUT WRITTEN APPROVAL OF THE ENGINEER, CONTRACTO R SHALL NOT SUBSTITUTE POST - INSTALLED ANCHORS WHERE CAST -IN -PLACE ANCHORS ARE SPECIFIED IN THE DRAWINGS. 2. WHERE STRUCTURAL DETAILS SPECIFY SPECIFIC BRANDS AN D/OR TYPES OF ADHESIVES OR ANCHORS, SUBSTITUTIONS OF OTHER BRANDS AND/OR TYPES IS NOT ALLOWED, WITHOUT WRITTEN APPROVAL OF THE ENGINEER. 3. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS SHALL BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. SUBSTITUTION REQUESTS SHALL INCLUDE AN ICC ESR OR IAPMO REPORT AND SUPPORTING CALCULATION S INDICATING COMPLIANCE WITH DESIGN INTENT. 4. ALL ADHESIVE/MECHANICAL ANCHORS SHALL BE INSTALLED, INCLUDING HOLE DRILLING AND PREPARATION, IN ACCORDANCE WITH AN APPROVED INDEPEN DENT EVALUATION REPORT (ICC -ES, IAPMO, OR APPROVED EQUAL), AS INDICATED BELOW, AND IN ACCORDANCE WITH ALL MANUFACTURER ’S PRINTED INSTALLATION INSTRUCTIONS (MPII). 5. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAV ING A MINIMUM AGE OF 21 DAYS AT TIME OF ANCHOR INSTALLATION. ADHESIVE ANCHORS SHALL NOT BE FULLY LOADED UNTIL CONCRETE HAS REACHED DESIGN STRENGTH. 6. UNLESS APPROVED BY THE ENGINEER OF RECORD, CONCRETE AND DRILLED ANCHOR HOLES SHALL BE DRY AND FREE OF WATER FOR 24 HOURS PRIOR TO ADHE SIVE INSTALLATION. CONTACT THE ENGINEER OF RECORD FOR GUIDANCE IF THE CONTRACTOR C HOOSES TO INSTALL IN WET OR DAMP HOLES. 7. CONCRETE TEMPERATURE AT THE TIME OF INSTALLATION SH ALL BE MONITORED BY THE CONTRACTOR. CONTRACTOR SHALL COMPLY WITH ALL MANUFA CTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII) RELATIVE TO SUBSTRATE TEMPERATU RE. 8. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UP WARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY PERSO NNEL CERTIFIED BY AN APPLICABLE CERTIFICATION PROGRAM. CERTIFICATION SHALL INCLUDE WRITTEN AND PERFORMANCE TESTS IN ACCORDANCE WITH THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM, OR EQUIVALENT IN ACCORDANCE WITH ACI 318-11 D.9.2.2. PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO INS TALLATION. CONTINUOUS SPECIAL INSPECTION SHALL BE PROVIDED FOR THESE ANCHORS. 9. UNLESS NOTED OTHERWISE, ALL ADHESIVE ANCHORS INTO C ONCRETE SHALL BE: a. HILTI HIT -RE 500V3 (ESR -3814), OR HILTI HIT -HY 200-A (ESR -3187). b. SIMPSON SET-3G (ESR -4057), OR AT-XP (ER -0263). c. DEWALT PURE 110+ (ESR -3298), OR AC200+ GOLD (ESR -4027 -COLD WEATHER). 10. UNLESS NOTED OTHER WISE, ALL MECHANICAL ANCHORS INT O CONCRETE SHALL BE: a. HILTI KWIK BOLT TZ (ESR -1917). b. SIMPSON STRONG -BOLT 2 (ESR -3037). 11. UNLESS NOTED OTHERWISE, ALL SCREW ANCHORS INTO CONC RETE SHALL BE: a. SIMPSON TITEN HD (ESR -2713). b. DEWALT SCREWBOLT+ (ESR -2526). c. HILTI KWIK HUS -EZ (ESR -3027). 12. ALL MASONRY CELLS WITHIN 8”OF THE ANCHOR SHALL BE SOLID GROUTED. 13. THE TESTING LABORATORY WILL PERFORM VISUAL INSPECTION OF ANCHORS AND DOWELS AS SPECIFIED IN THE SPECIAL INSPECTION SCHEDULE AND TH E APPROVED INDEPENDENT EVALUATION REPORT. TENSION TESTING CAN BE REQUIRED AT THE DIR ECTION OF THE STRUCTURAL ENGINEER OF RECORD OR THE SPECIAL INSPECTOR. 14. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, AB ANDON THAT HOLE AND SHIFT THE ANCHOR LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM SPACE OF (2) ANCHOR HOLE DIAMETERS OR 1 INCH, WHICH EVER IS LARGER, OF SOUND CONCRETE BETWEEN THE ANCHOR AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH N ON -SHRINK GROUT. AT CONTRACTORS OPTION, LOCATE EXISTING REINFORCEMENT PRIOR TO DRILLING/CORING. IF THE ANCHOR OR DOWEL CANNOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION. 15. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCAT IONS PRIOR TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH ME CHANICAL ANCHORS. BOTT PANTONE ARCHITECTS 620 24TH STREET OGDEN, UT 84401 BP-ARCHITECTS.NET P 801.394.3033 F 801.394.9064 ARW Project Number: ID REVISION NAME DATE Project Number:1954 S0.1 STRUCTURAL NOTES 20446 CONSTRUCTION DOCUMENTS GOLDENWEST CREDIT UNION - REXBURG BRANCH 03.30.21 Structural Sheet Index SHEET NUMBER SHEET NAME S0.1 STRUCTURAL NOTES S0.2 STRUCTURAL NOTES S0.3 SCHEDULES S0.4 SCHEDULES S0.5 SCHEDULES S1.1 FOOTING AND FOUNDATION PLAN S1.2 ROOF FRAMING PLAN S2.1 DETAILS S2.2 DETAILS S2.3 DETAILS S2.4 DETAILS S2.5 DETAILS S2.6 DETAILS 36 " Frost depth