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GENERAL STRUCTURAL NOTES:
<br />WILDLIFE RESEARCH\ADDITION\WILDLIFE RESEARCH ADDITION-S3
<br />PRECAST PANEL
<br />FIRST FLOOR
<br />11. EL. 100'-0"
<br />TOP OF WALL -111=
<br />EL. 99'- 4
<br />BACKER ROD AND
<br />CAULKING BY
<br />PRECAST MANUF.
<br />SHIMS BY PRECAST
<br />MANUF.
<br />EMBEDDED PLATE
<br />BY PRECAST MANUF.
<br />SLAB SEE PLAN
<br />a
<br />°
<br />IIIII III111- '
<br />=1 1 GRANULAR FILL
<br />1 SEE PLAN
<br />(2) #5 HORIZONTAL
<br />CONT. EA. FACE
<br />12" POURED CONC. WALL
<br />#6 VERT. AT 12" 0.C.
<br />EA. FACE (1-1/2" CLEAR)
<br />#5 X 32" DOWELS
<br />(2) #5 BTM.
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<br />IIIIIIIIIII I
<br />Ell 1E111E111=111-
<br />2'-0"
<br />ANGLE AND EXPANSION
<br />BOLTS BY PRECAST
<br />MANUF.
<br />NOTE: HOLD INTERIOR SOIL
<br />BACKFILL 3 FT. BACK FROM
<br />INSIDE FACE OF GRADE WALL
<br />12" BELOW TOP OF
<br />GRADE WALL UNTIL FINAL
<br />PRECAST CONNECTION
<br />IS COMPLETE
<br />TYPICAL CONSTRUCTION DETAIL
<br />S3 % SCALE: 3/4" = 1'-0"
<br />1, BUILDING CODE:
<br />STRUCTURAL DESIGN CONFORMS TO THE REQUIREMENTS OF THE
<br />2018 INTERNATIONAL BUILDING CODE (IBC)
<br />& MINNESOTA STATE BLDG. CODE (MSBC 2020)
<br />2. DESIGN LOADS:
<br />WIND LOAD
<br />BASIC WIND SPEED (3 SECOND GUST) 115 MPH (Vu Ultimate)
<br />(90 MPH SERVICE)
<br />RISK CATEGORY II
<br />EXPOSURE B
<br />INTERNAL PRESSURE COEFFICIENTS, GC ±0.18
<br />ROOF LOAD
<br />LIVE LOAD (L.L.) 35 PSF **
<br />DEAD LOAD (DESIGN D.L.) 20 PSF
<br />3. ROOF SNOW LOAD:
<br />GROUND SNOW LOAD, Pg 50 PSF
<br />FLAT ROOF SNOW LOAD, Pf 35 PSF
<br />SNOW EXPOSURE FACTOR, Ce 1.0
<br />SNOW LOAD IMPORTANCE FACTOR, I 1.0
<br />THERMAL FACTOR, Ct 1.0
<br />** PLUS SNOW ACCUMULATION AS REQUIRED BY IBC,
<br />CHAPTER 16, SECTION 1608.
<br />COORDINATION:
<br />1. STRUCTURAL MEMBERS INCLUDING SLABS, BEAMS, JOISTS,
<br />COLUMNS AND WALLS ARE DESIGNED FOR "IN PLACE LOADS"
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR BRACING, WITHOUT
<br />OVERSTRESSING, ALL STRUCTURAL ELEMENTS (AS REQUIRED
<br />AT ANY STAGE OF CONSTRUCTION) UNTIL COMPLETION OF
<br />THIS PROJECT.
<br />pi
<br />FOUNDATIONS:
<br />1. FOOTINGS WERE DESIGNED FOR A MAXIMUM SOIL BEARING
<br />PRESSURE OF 2500 PSF. SOIL BEARING PRESSURE SHALL
<br />BE VERIFIED PRIOR TO THE CONSTRUCTION OF THE FOOTINGS
<br />AND REPORT ANY DISCREPANCIES TO THE ENGINEER. LOWER
<br />THE FOOTING ELEVATIONS SHOWN IF NECESSARY TO
<br />OBTAIN THE REQUIRED BEARING PRESSURE.
<br />CONCRETE:
<br />1. ALL CONCRETE SHALL BE NORMAL WEIGHT (150 PCF.)
<br />MINIMUM 28 DAY COMPRESSIVE STRENGTH, AS SPECIFIED BELOW:
<br />FOOTINGS AND FOUNDATION WALLS 3000 PSI
<br />SLAB ON GRADE 4000 PSI (MINIMUM)
<br />2. PROVIDE 3" CLEAR COVER ON BOTTOM AND SIDES FOR
<br />FOOTING REINFORCING.
<br />3, MAX. DISTANCE BETWEEN SLAB CONTROL OR CONSTRUCTION
<br />JOINTS SHALL NOT EXCEED 15'-0"
<br />4. EXCEPT WHERE OTHERWISE SHOWN, SLABS ON GRADE SHALL BE
<br />REINFORCED WITH 6X6-10/10 WELDED WIRE MESH OR FIBERMESH.
<br />5. EXCEPT WHERE OTHERWISE SHOWN, SLABS ON GRADE SHALL
<br />BE 6" THICK CONCRETE.
<br />6, CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS. ALL
<br />SLAB CONCRETE SHALL BE 4000 PSI, W/ WATER CONTENT RATIO
<br />LESS THAN .50 AND PLASTERCIZER ADDED AT JOB SITE.
<br />STRUCTURAL PRECAST CONCRETE:
<br />1, STRUCTURAL PRECAST CONCRETE MEMBERS AND THEIR
<br />CONNECTIONS SHALL BE DESIGNED IN ACCORDANCE WITH THE
<br />RECOMMENDATIONS OF THE PCI HANDBOOK FOR PRECAST
<br />PRESTRESSED CONCRETE. PRESTRESSED UNITS SHALL BE
<br />DESIGNED TO SUPPORT THE DESIGN LOADS AS INDICATED
<br />2. PRECAST CONCRETE FABRICATOR SHALL FURNISH ALL LOOSE
<br />CLIP ANGLES, INSERTS AND WELD PLATES IN PRECAST AS
<br />NECESSARY FOR THE PROPER INSTALLATION OF THE PRECAST
<br />MEMBERS,
<br />3. ALL HEADERS AT OPENINGS IN PRECAST TO BE DESIGNED AND
<br />FURNISHED BY PRECAST SUPPLIER.
<br />SEE ARCH. FOR TOP
<br />OF PRECAST
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<br />SEE PLAN FOR
<br />STEEL BEAMS
<br />& MOMENT CONNECTIONS
<br />TO W14 COLUMNS
<br />XT.
<br />-0"
<br />TYPICAL SECTION
<br />EXISTING ROOF
<br />TO REMAIN
<br />EXISTING PRECAST
<br />WALL PANEL
<br />S3 i SCALE: 3/4" = 1'-0"
<br />REINFORCING STEEL:
<br />1. REINFORCING STEEL SHALL CONFORM TO ASTM (GRADE 60).
<br />2, WELDED WIRE FABRIC SHALL BE NEW BILLET STEEL, COLD
<br />DRAWN AND CONFORMING TO ASTM A185 AND A82.
<br />3. BAR SUPPORTS, DESIGN, DETAILING, FABRICATION AND
<br />PLACING OF REINFORCING BARS AND MESH SHALL BE IN
<br />ACCORDANCE WITH THE ACI CODE AND DETAILING MANUAL.
<br />4. UNLESS NOTED OTHERWISE, ALL REINFORCING LAP SPLICES
<br />SHALL BE 40 BAR DIAMETERS OR 12", WHICHEVER IS GREATER.
<br />STEEL JOISTS:
<br />1. ALL JOISTS SHALL COMPLY WITH THE STEEL JOIST INSTITUTE
<br />RECOMMENDED "CODE OF STANDARD PRACTICE FOR STEEL
<br />JOISTS FOR FABRICATION AND ERECTION."
<br />2, ALL K SERIES JOISTS SHALL HAVE HORIZONTAL WELDED
<br />BRIDGING AS SHOWN ON PLANS OR PER SJI RECOMMENDATIONS.
<br />3, FOR DRAINAGE, STEEL JOISTS HAVE BEEN SIZED FOR PONDING
<br />CONSIDERATION PER IBC SEC. 1611
<br />STEEL DECK:
<br />1. STEEL ROOF DECK SHALL BE 1-1/2" X 22 GA. "TYPE B-WIDE
<br />RIB DECK" MANUFACTURED AND ERECTED IN ACCORDANCE
<br />WITH THE STEEL DECK INSTITUTE.
<br />2. STEEL DECK SHALL BE WELDED TO SUPPORTING MEMBERS WITH
<br />5/8" DIA. PUDDLE WELDS AT 12" 0.C. SIDELAP CONNECTIONS
<br />SHALL BE WELDED OR FASTENED WITH #12 TEKS
<br />SELF -DRILLING, SELF- TAPPING SCREWS (2 FASTENERS MINIMUM
<br />EQUALLY SPACED PER SIDELAP BETWEEN JOISTS),
<br />MASONRY:
<br />1, CONCRETE MASONRY UNITS SHALL CONFORM TO THE
<br />REQUIREMENTS OF ASTM C90.
<br />2. MINIMUM COMPRESSIVE STRENGTH OF MSY. UNITS F'm 1500 PSI,
<br />3. GROUT FOR HOLLOW MASONRY UNITS SHALL HAVE A 28 DAY
<br />COMPRESSIVE STRENGTH OF 3000 PSI. AND SHALL BE NORMAL
<br />WEIGHT PEA GRAVEL CONCRETE.
<br />4. ALL MASONRY WALLS SHALL HAVE HORIZONTAL REINFORCING
<br />FABRICATED WITH 9 GAUGE SIDE RODS. THIS REINFORCING
<br />SHALL BE LOCATED AT EVERY OTHER COURSE.
<br />5. ALL VERTICAL REINFORCING SHALL BE CONTINUOUS WITH 40
<br />BAR DIAMETER LAPS AT SPLICES UNLESS NOTED.
<br />STRUCTURAL STEEL:
<br />1. DESIGN, DETAILING, FABRICATION AND ERECTION OF
<br />STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE AISC
<br />"MANUAL OF STEEL CONSTRUCTION"
<br />2. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A572 OR A992.
<br />STEEL PIPE SHALL CONFORM TO ASTM A501 OR ASTM A53,
<br />STEEL TUBES SHALL CONFORM TO ASTM A500 - GRADE B.
<br />3. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS USING
<br />E7OXX ELECTRODES AND SHALL CONFORM TO AWS STANDARDS.
<br />4. ALL BOLTS SHALL BE 3/4" DIAMETER, ASTM A325,
<br />FINISH FLOOR
<br />EL. 100'-0"
<br />4
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<br />II EXT.
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<br />BARS /� °ll
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<br />O.C.
<br />IER BARS
<br />24"x24" CONCRETE
<br />WITH (12) #6 VERT
<br />& #4 TIES AT 12"
<br />NOTE: VERTICAL P
<br />LOCATED OVER EXISTING FTG.
<br />DRILLED WITH EPDXY 8" INTO FTG.
<br />TRANSVERSE
<br />BOTTOM BARS
<br />DRILLED WITH EPDXY
<br />INTO EXISTING FTG.
<br />°
<br />°
<br />°
<br />1
<br />W14 STEEL COLUMN
<br />SEE PLAN & SCHEDULE
<br />TYPICAL COLUMN
<br />BASE PLATE - SEE SCHED.
<br />-1 1 11 1 11 1 11 1 11 1 1=
<br />11=111E116111 11
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<br />SEE FTG. SCHEDULE
<br />0
<br />1
<br />FOOTING EXTENSION
<br />SEE PLAN AND SCHEDULE
<br />EXISTING FABCON
<br />WALL PANELS
<br />EXISTING FOOTING
<br />8" DOWEL EMBEDMENT
<br />/ WITH EPDXY GROUT
<br />FILLER
<br />1 DETAIL AT FOOTINGS ADJACENT TO EXISTING BLDG.
<br />SCALE: 3/4" = 1'-0"
<br />Szrol� If ICI IffilIC
<br />PO Box 1058
<br />Jerome 47 86331
<br />PI-1/FAX: 808-463-2256
<br />ENGINEER CERTIFICATION:
<br />I HEREBY CERTIFY THAT THIS PLAN,
<br />SPECIFICATION OR REPORT WAS
<br />PREPARED BY ME OR UNDER MY DIRECT
<br />SUPERVISION AND THAT I AM A DULY
<br />LICENSED PROFESSIONAL ENGINEER
<br />UNDER THE LAWS OF THE STATE
<br />OF MINNESOTA.
<br />SIGNATURE
<br />BERNIE STROH
<br />PRINT NAME
<br />14269
<br />LICENSE NO.
<br />07.02.26
<br />DATE
<br />Construction, Inc.
<br />Commercial Design and Construction
<br />1100 Mendota Heights Road
<br />Mendota Heights, MN 55120
<br />Ph: 651-681-0200
<br />Fax: 651-681-0235
<br />0
<br />St NW, Ramsey, Minnesota
<br />Copyright 2026
<br />Stroh Engineering, P.E.
<br />Structural Engineer: B STROH
<br />Drawn By: JRB
<br />Checked By: LL
<br />Revisions
<br />7/2/26
<br />ISSUE FOR PERMIT
<br />STRUCTURAL
<br />DETAILS
<br />Sheet Number
<br />REINFORCING
<br />Project No. 251003-4
<br />
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