HomeMy WebLinkAboutREDLINED PLANS - 22-00736 - Madison High School - Broadcast BoothAuthor Name Author Email Author Phone No.:
Cody Jones Cody.Jones@rexburg.org 208-372-2173
Alex Owens Alex.Owens@rexburg.org 208-372-2172
Description : Madison High School - Broadcast Booth
Address : 2300 University Blvd
Application Type :
Document Filename : BUILDING.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
G1.1 Free text Cody Jones : Building Open 1 Need envelope COMM check or prescriptive insulation form
signed.
All concealed spaces if any to be fire blocked and draft
stopping installed.
As per section 1019 stairways must meet one of the conditions
or constructed in accordance of section 713.
Total square footage both levels 2455 with an occupant load of
16?
Landings at doors and cross slope of sidewalks not to exceed
2%.
Stairs to meet requirements of section 1011. Handrails and
guards to meet requirements of sections 1014 and 1015.
# 22-00736
New Commercial Building
Please digitally re-submit all pages of the plan set in response to requested revisions
for our next review cycle, with noted items resolved.
Report Date: 10.05.2022
Approval of plans does not constitute approval of variance from code
Page 1 of 2
Page Reference Annotation
Type
Author : Department Status Page Review Comments Applicant Response Comments
Ventilation to comply with section 1203.
Special inspector needs to be identified.
As per Energy Code table C402.1.3 slab needs to have an R-10
for 24" below slab and a 6 mill damp proofing material under
slab.
Exit lighting and exit signs to be installed.
22 Callout Alex Owens : Electrical Open 22 For verification: 2017 NEC requires maximum #6 cu ground to
rod type grounding electrodes
22 Callout Alex Owens : Electrical Open 22 Please verify distance from tec electrical room to new
structure and ensure derating if necessary
22 Free text Alex Owens : Electrical Open 22 All electrical work to comply with 2017 NEC
Report Date: 10.05.2022
Approval of plans does not constitute approval of variance from code
Page 2 of 2
Powered by TCPDF (www.tcpdf.org)
Need envelope COMM check or prescriptive insulation form signed.
All concealed spaces if any to be fire blocked and draft stopping installed.
As per section 1019 stairways must meet one of the conditions or constructed in accordance of section
713.
Total square footage both levels 2455 with an occupant load of 16?
Landings at doors and cross slope of sidewalks not to exceed 2%.
Stairs to meet requirements of section 1011. Handrails and guards to meet requirements of sections 1014
and 1015.
Ventilation to comply with section 1203.
Special inspector needs to be identified.
As per Energy Code table C402.1.3 slab needs to have an R-10 for 24" below slab and a 6 mill damp
proofing material under slab.
Exit lighting and exit signs to be installed.
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GENERAL REQUIREMENTS:1.THE STRUCTURAL SYSTEMS AND MEMBERS DEPICTED HEREIN HAVE BEEN DESIGNEDPRIMARILY TO SAFEGUARD AGAINST MAJOR STRUCTURAL DAMAGE AND LOSS OFLIFE, NOT TO LIMIT DAMAGE OR MAINTAIN FUNCTION (IBC SECTION 101.3).2.THESE DRAWINGS, AND THEIR ASSOCIATED STRUCTURAL CALCULATIONS, HAVEBEEN PERFORMED USING STANDARDS OF PROFESSIONAL CARE ANDCOMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BYREPUTABLE STRUCTURAL ENGINEER'S IN THIS OR SIMILAR LOCALITIES. THEYNECESSARILY ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BY ANEXPERIENCED CONTRACTOR AND/OR WORKMEN WHO HAVE A WORKINGKNOWLEDGE OF THE INTERNATIONAL BUILDING CODE CONVENTIONAL FRAMINGREQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOTEVERY CONDITION OR FRAMING ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ONTHESE DRAWINGS, IT IS UNDERSTOOD THAT THE CONTRACTOR WILL USE INDUSTRYACCEPTED STANDARD GOOD PRACTICE FOR ALL MISCELLANEOUS WORK NOTEXPLICITLY SHOWN.3.THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATETHE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELYRESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCESAND PROCEDURES. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACEDON FRAMED CONSTRUCTION SUCH THAT DESIGN LIVE LOAD PER SQUARE FOOT ASSTATED HEREIN IS NOT EXCEEDED. OPTIONS ARE FOR CONTRACTOR'SCONVENIENCE. IF AN OPTION IS USED, THE CONTRACTOR SHALL BE RESPONSIBLEFOR ALL NECESSARY CHANGES, AND SHALL COORDINATE ALL DETAILS.4.WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURALNOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.TYPICAL DETAILS AND NOTES ARE NOT NECESSARILY INDICATED ON THE PLANS, BUTSHALL APPLY NONE-THE-LESS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTIONSHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILS MAY SHOW ONLYONE SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR CLARITY.5.ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL,MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGSAND SUBCONTRACTORS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL BERESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURALDRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITHTHE ARCHITECT AND STRUCTURAL ENGINEER.6.ANY INSPECTIONS, SPECIAL (IBC CHAPTER 17) OR OTHERWISE THAT ARE REQUIREDBY THE BUILDING CODES, LOCAL BUILDING DEPARTMENTS, OR BY THESE PLANSSHALL BE DONE BY AN INDEPENDENT INSPECTION COMPANY OR THE BUILDINGDEPARTMENT, SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE ANOFFICIAL INSPECTION, UNLESS SPECIFICALLY CONTRACTED FOR.7.SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TOITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS, THE CONTRACTOR SHALLREVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCEWITH CONTRACT DRAWINGS SHALL BE FLAGGED UPON HIS REVIEW. VERIFY ALLDIMENSIONS WITH ARCHITECT. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONSFROM ORIGINAL CONTRACT DRAWINGS SHALL BE CLOUDED. ANY OF THEAFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES,SHALL NOT BE CONSIDERED APPROVED AFTER THE STRUCTURAL ENGINEER'SREVIEW, UNLESS NOTED ACCORDINGLY. ANY ENGINEERING PROVIDED BY OTHERSAND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A STRUCTURAL ENGINEERREGISTERED IN THE APPROPRIATE STATE. THE SHOP DRAWINGS DO NOT REPLACETHE ORIGINAL CONTRACT DRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLYAND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER ARE NOT TO BECONSIDERED CHANGES TO ORIGINAL DRAWINGS. THE ADEQUACY OF ENGINEERINGDESIGNS AND LAYOUT PERFORMED BY THE OTHERS RESTS WITH THE DESIGNING ORSUBMITTING AUTHORITY. REVIEWING IS INTENDED ONLY AS AN AID TO THECONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FORCORRECTNESS SHALL REST WITH THE CONTRACTOR. ALLOW (5) WORKING DAYS FORTHE STRUCTURAL ENGINEER'S REVIEW. ONE COPY OF EACH SUBMITTAL WILL BERETAINED FOR THE STRUCTURAL ENGINEER'S RECORDS.BASIS FOR DESIGN:1.BUILDING CODE: 2018 EDITION OF THE IBC WITH CITY/COUNTY AMENDMENTS.RISK CATEGORY = II4. SEISMIC DESIGN PARAMETERS:ANALYSIS PROCEDUREEQUIVALENT LATERAL FORCEPROCEDUREIMPORTANCE FACTORIe = 1.00SITE CLASSDSEISMIC DESIGN CATEGORYCMAPPED SPECTRAL RESPONSEACCELERATIONSS1 = 0.158, SS = 0.448DESIGN SPECTRAL RESPONSEACCELERATIONSSD1 = 0.241, SDS = 0.431PERCENT SNOW INCLUDED WITHSEISMIC LOADS20VERTICAL SHEAR TRANSFER ELEMENTS:INTERMEDIATE MASONRYSHEARWALL(S)R = 3.5, CS = 0.1235. WIND DESIGN PARAMETERS (STRENGTH):ULTIMATE WIND SPEED115 MPH (3 SECOND GUST)WIND EXPOSURECIMPORTANCE FACTORIw = 1.00INTERNAL PRESSURE COEFFICIENT-0.18COMPONENT AND CLADDING PRESSURE30.6 PSFNET UPLIFT ON ROOF19.3 PSF 2. VERTICAL LOADS:LOCATIONLIVE / SNOWLOADDEAD LOADROOF35 PSF15 PSFFLOOR50 PSF15 PSF3. DEFLECTION LIMITS:ELEMENTSLIVE LOADTOTAL LOADROOF TRUSSES/JOISTSL/360L/240FLOOR TRUSSES/JOISTSL/480L/240BEAMSL/360L/240 FOUNDATION NOTES:1.IN LIEU OF A GEOTECHNICAL REPORT: THE FO
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ACCORDING TO THE RECOMMENDATIONS OF
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2.THE SOIL DESIGN VALUES LISTED BELOW HAV
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PREDOMINATELY CONSISTS OF SAND AND/OR
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CLASSIFICATIONS CAN BE FOUND IN TABLE 18
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CONTRACTOR.3.A ONE-THIRD INCREASE IN BEARING PRESSU
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MAY BE COMBINED.4.ALL FOUNDATIONS SHALL BEAR ON COMPACT
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FREE OF LOOSE DEBRIS OR UN-COMPACTED
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PLACEMENT.5.CONCRETE SLABS ON GRADE SHALL BE SUPP
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THAN 95% OF THE MAXIMUM DRY DENSITY AS
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BELOW.THE SOIL DESIGN VALUES FOR THE FOUNDATION A
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ALLOWABLE BEARING PRESSURE
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ALLOWABLE LATERAL SLIDING COEFFICIENT
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36" BELOW FINISHE
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P R O F E S S I O N A L ENG
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A
9/16/22
14134
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MASONRY (CONCRETE BLOCK):MINIMUM 28 DAY MASONRY STRENGTH SHALL BE 1500 PSI.1.VERTICAL REINFORCING: #5 AT 16 INCHES ON CENTER FULL HEIGHT OF WALL,CENTERED IN GROUTED CELL AND AT ALL WALL INTERSECTIONS, CORNERS, WALLENDS, JAMBS, OVER LINTELS, AND EACH SIDE OF CONTROL JOINTS (MINIMUMUNLESS NOTED OTHERWISE ON PLANS/DETAILS). TIE AT 8'-0" VERTICALLY, WITHSINGLE WIRE LOOP TIE OR EQUIVALENT. DOWEL ALL REINFORCING TO FOUNDATIONWITH DOWELS TO MATCH AND LAP VERTICAL WALL OR COLUMN REINFORCING.2.CONTROL JOINTS: UNLESS NOTED OTHERWISE ON THE PLANS, PLACE CONTROLJOINTS IN MASONRY WALLS SUCH THAT NO STRAIGHT RUN OF WALL EXCEEDS 24'-0".CONTROL JOINTS SHALL NOT OCCUR AT WALL CORNERS, INTERSECTIONS, ENDS,WITHIN 24" OF CONCENTRATED POINTS OF BEARING OR JAMBS, OR OVER OPENINGSUNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.3.HORIZONTAL REINFORCING: (MINIMUM UNLESS NOTED OTHERWISE ONPLANS/DETAILS) ONE #5 BAR IN CENTER OF 16 INCH DEEP MINIMUM CONTINUOUSGROUTED BOND BEAM AT ELEVATED FLOOR AND ROOF LINES. FOR 8 INCH THICKWALLS, ONE #5 BAR IN CENTER OF 8 INCH DEEP CONTINUOUS GROUTED BOND BEAMAT INTERVALS NOT TO EXCEED 48 INCHES ON CENTER AND AT TOP OF PARAPET ORFREE STANDING WALLS.FOR 12 INCH THICK WALLS, TWO #5 BARS IN CENTER OF 8 INCH DEEP CONTINUOUSGROUTED BOND BEAM AT INTERVALS NOT TO EXCEED 48 INCHES ON CENTER ANDAT TOP OF PARAPET OR FREE STANDING WALLS.HORIZONTAL BARS AT TOP OF PARAPET OR FREE STANDING WALLS SHALL BEPLACED 8 INCHES DOWN FROM THE TOP IN AN UPSIDE DOWN BOND BEAM BLOCK.PLACE HORIZONTAL BARS CONTINUOUS THROUGH CONTROL JOINTS. PROVIDE BENTBARS PER TYPICAL DETAILS, TO MATCH HORIZONTAL BOND BEAM REINFORCING, ATCORNERS AND WALL INTERSECTION TO MAINTAIN BOND BEAM CONTINUITY.4.TENSION LAP SPLICES OF REINFORCING STEEL IN MASONRY SHALL BE AS FOLLOWS:REBAR SIZESTANDARD LAPRETAINING WALLS(AT FACE OF WALL)#424"30"#530"46"#643"55"#760"64"#872"72"5.REINFORCING PLACEMENT TOLERANCES: ALL DIMENSIONS SHOWING THE LOCATIONOF REINFORCING STEEL NOT NOTED AS "CLEAR" OR "CLR" ARE TO CENTER OFSTEEL. TOLERANCES FOR PLACEMENT OF VERTICAL REINFORCING SHALL BE (±) 12"PERPENDICULAR TO WALL AND (±) 2" ALONG THE LENGTH OF THE WALL. PROVIDE 12"CLEARANCE BETWEEN MASONRY UNITS AND REINFORCING, AND REINFORCINGRUNNING IN THE SAME DIRECTION. LAPS MAY BE BESIDE OR OVER THE REINFORCINGBEING SPLICED.6.BLOCK QUALITY: CONCRETE BLOCK SHALL BE LIGHTWEIGHT LOAD-BEARINGCONCRETE MASONRY UNITS CONFORMING TO ASTM 90 WITH A MINIMUMCOMPRESSIVE STRENGTH OF 2000 PSI. USE BOND BEAM UNITS AT HORIZONTALREINFORCING.7.MORTAR: MORTAR MIX SHALL CONFORM TO REQUIREMENTS OF THE ASTM C270 ANDASTM C780 STANDARDS, TYPE M OR S. MORTAR SHALL HAVE A MINIMUMCOMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS.8.GROUT: GROUT SHALL CONFORM TO REQUIREMENTS OF ASTM C476. USESUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRYWITHOUT SEGREGATION. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVESTRENGTH OF 2500 PSI AT 28 DAYS. ALL CELLS IN CONCRETE BLOCKS CONTAININGREINFORCING SHALL BE FILLED SOLID WITH GROUT. ALL MASONRY BELOW FINISHEDFLOOR OR GRADE SHALL BE GROUTED SOLID. ALL GROUT SHALL BE MECHANICALLYVIBRATED.GROUT LIFTS OF 5 FEET OR LESS IS RECOMMENDED. FOR HIGHER GROUT LIFTS,CLEANOUTS (3"x3") AT THE BOTTOM OF ALL VERTICALLY REINFORCED CELLS SHALLBE PROVIDED. IN ADDITION, MECHANICAL DEVICES SHALL BE USED TO POSITION ANDSECURE REINFORCING WHEN GROUT LIFTS EXCEED 5 FEET IN HEIGHT. IN SOLIDGROUTED MASONRY, CLEANOUTS SHALL NOT BE SPACED MORE THAN 32" O.C.9.BLOCK CONSTRUCTION: ALL BLOCKS SHALL BE PLACED IN RUNNING BONDCONSTRUCTION (UNLESS OTHERWISE NOTED) WITH ALL VERTICAL CELLS INALIGNMENT.10.MISCELLANEOUS LINTELS:FOR MISCELLANEOUS OPENINGS (4'-8" OR LESS) NOT SHOWN ON PLANS ORIN A SCHEDULE, BUT REQUIRED BY OTHER DISCIPLINES (MECHANICAL,ELECTRICAL, PLUMBING, ETC.) THE FOLLOWING OPTIONS MAY BE USED IN8" MASONRY WALLS.OPTION #1: GROUTED REINFORCED MASONRY LINTEL: REINFORCE WITH (2)#4 HORIZONTAL BARS IN BOTTOM OF BOND BEAM OR LINTEL BLOCK ANDSHALL BE GROUTED SOLID TO A MINIMUM DEPTH OF 12 INCHES. ALL LINTELREINFORCING AND GROUT SHALL EXTEND 16 INCHES PAST JAMBS.OPTION #2: DOUBLE ANGLE LINTELS: USE (2) L312X312X14 BACK-TO-BACK.PROVIDE 12" MINIMUM OF GROUT OVER LINTELS. BEARING FOR STEELANGLE LINTELS SHALL BE 4" (±) 1" AT EACH JAMB.OPTION #3: POWERS STEEL LINTEL: PS8-8. GROUT LINTEL 8" DEEP. BEARINGFOR POWERS STEEL LINTELS SHALL BE 4" (±) 1" AT EACH JAMB.THESE LINTELS, OR THE OPENING THEY SPAN, SHALL NOT BE PLACED SOAS TO INTERFERE WITH THE REQUIREMENTS OF OTHER STRUCTURALELEMENTS (I.E. BOND BEAMS, LINTELS, CONTROL JOINTS, CONCENTRATEDPOINTS OF BEARING, ETC.) WITHOUT THE PRIOR APPROVAL OF THESTRUCTURAL ENGINEER.SOLID GROUT SHALL BE PROVIDED BETWEEN WEBS AND MASONRY FACESHELLS FOR FULL LENGTH OF ALL STEEL LINTELS. MORTAR MAY BE USEDFOR GROUT FOR THIS PURPOSE ONLY. FACE UNITS, SOAPS, ROMANS, ETC.,SHALL BE LAID WITH FULL HEAD AND BED JOINTS.FOR ADDITIONAL INFORMATION AT OPENINGS IN MASONRY WALLS, SEETYPICAL DETAILS.SPECIAL INSPECTION I
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B. CONSTRUCTION OF MORTAR JOINTS
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C. GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES
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D. LOCATION OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING TENDONS AND ANCHORAGES
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E. PRESTRESSING TECHNIQUE
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F. PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY
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C. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING TENDONS AND ANCHORAGES
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E. CONSTRUCTION OF MORTAR JOINTS
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D. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE BELOW 40°F) OR HOT WEATHER (TEMPERATURE ABOVE 90°F)
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E. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE
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2. VERIFY THAT THE COMPACTED FILL ALLOWABLE BEARING PRESSURE IS NOT LESS THAN 1500 PSF.
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JRW & ASSOCIATES, PLLC. DRAWINGS AND DESIGNS ARE PROTECTED BY COPYRIGHT AND THE ARCHITECT RETAINS TOTAL OWNERSHIP AND CONTROL. ANY UNAUTHORIZED USE OF DRAWINGS, DESIGNS OR IDEAS WITHOUT WRITTEN CONSENT OF THE ARCHITECT ARE PROHIBITED
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A
9/16/22
14134
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P R O F E S S I O N A L ENG
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P R O F E S S I O N A L ENG
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A
9/16/22
14134
D
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ELECTRICAL EQUIP. CLEARANCE ELECTRICAL EQUIPMENT NOTE #1 N O T E #4NOTE#3 NOTE#2 NOTES:1. THE MINIMUM HEADROOM OF WORKING SPACE SHALL BE 6 1/2FT.2. THE WIDTH OF THE WORKING SPACE SHALL BE THE WIDT H OF THE EQUIPMENT OR 30", WHICHEVER IS GREATER. THE PANEL DOOR SHALL OPEN AT LEAST 90 DEGR EES.3. ALL CIRCUIT BREAKERS, WHEN IN THIER HIGHEST POSI TION, SHALL NOT BE MORE THAN 6FT 7 IN. ABOVE THE FINISHED FLOOR.4. 3FT CLEARANCE IF 0-150V TO GROUND, 3.5FT CLEARAN CE IF 151-600V TO GROUND. 4FT IF EXPOSED LIVE PARTS ON BOTH SIDES OF THE WORKING SPACE.GENERAL NOTES:A. ALL WORKING SPACE CLEARANCES ARE FROM THE FACE O F THE EQUIPMENT.8270 S T A T E O F I D A H O T O D D P A Y N EREGISTEREDRPOFESSIONALENGINEER Engineering Inc.Consulting Engineers 1823 E. Center Pocatello, Idaho 83201 tel (208) 232 -4439 www.payneengineeringinc.com1152 BOND AVENUE - Suite AREXBURG, IDAHO 83440 VOICE (208) 359-2309 FAX (208) 359-2271 WWW.JRWA.COM Job Number:Date:Drawn By:Checked By:Plot Date:Consultants:Drawing Number:File:Revisions:Project:Drawing Title:® JRW & ASSOCIATES, PLLC. DRAWINGS AND DESIGNS ARE PROTECTED BY COPYRIGHT AND THE ARCHITECT RETAINS TOTAL OWNERSHIP AND CONTROL. ANY UNAUTHORIZED USE OF DRAWINGS, DESIGNS OR IDEAS WITHOUT WRITTEN CONSENT OF THE ARCHITECT IS PROHIBITED BRP TEP P.E. JOB #229609-13 -2022 9/13/2022 11:31:26 AM \\Paynefileserver\Main File Storage\2022\Madison Baseball Diamonds -2296\10_Working Drawings\Madison Baseball Diamonds _ELECTRICAL_BRP_R23.rvt E0.0ELECTRICAL SYMBOLS & DETAILS MADISON BASEBALL DIAMOND AUG 2022
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