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GENERAL STRUCTURAL NOTES: <br />WILDLIFE RESEARCH\ADDITION\WILDLIFE RESEARCH ADDITION-S3 <br />ai <br />E <br />0 <br />L <br />z <br />(V <br />PRECAST PANEL <br />FIRST FLOOR <br />EL. 100'- 0" <br />TOP OF WALL <br />EL. 99'-4" <br />BACKER ROD AND <br />CAULKING BY <br />PRECAST MANUF. <br />SHIMS BY PRECAST <br />MANUF. <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. <br />EMBEDDED PLATE <br />BY PRECAST MANUF. <br />V <br />SLAB SEE PLAN <br />IIII II I II I f_ ' <br />GRANULAR FILL <br />SEE PLAN <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 />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 />Pi <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 />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 <br />\r \r-\r-\\\r-fir <br />SEE PLAN FOR <br />STEEL BEAMS <br />& MOMENT CONNECTIONS <br />TO W14 COLUMNS <br />0 rio <br />Orr® 11„ <br />E CT, <br />0 1'110 <br />0110 <br />I I <br />I I <br />I I <br />I I <br />I I <br />TYPICAL SECTION <br />SCALE: 3/4" = 1'-0" <br />EXISTING ROOF <br />TO REMAIN <br />EXISTING PRECAST <br />WALL PANEL <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 />_S FINISH FLOOR <br />EL. 100'-0" <br />a <br />0 <br />'a <br />w <br />0 a <br />ao 0 <br />• <br />24"x24" CONCRETE PIER <br />WITH (12) #6 VERT BARS <br />& #4 TIES AT 12" 0.C. <br />NOTE: VERTICAL PIER BARS <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 />REINFORCING <br />SEE FTG. SCHEDULE <br />I I <br />I I <br />I I <br />I I <br />Ar <br />I I <br />I I <br />I I <br />I I <br />I I <br />I I <br />11" <br />EXT. <br />I'-0" <br />/ <br />• • <br />I n ° I <br />11 IL <br />a <br />I� II li II•I° I II 1 <br />II <br />II °I <br />4 <br />II al <br />-0- <br />lI lt 111l11l I1II(I <br />in J <br />U <br />FOOTING EXTENSION <br />SEE PLAN AND SCHEDULE <br />- <br />I1 (1IIII <br />• <br />IIIIIIIII III <br />W14 STEEL COLUMN <br />SEE PLAN & SCHEDULE <br />TYPICAL COLUMN <br />BASE PLATE - SEE SCHED. <br />IIIIIIIIII <br />EXISTING FABCON <br />WALL PANELS <br />EXIST NG FOOTING <br />LO <br />8" DOWEL EMBEDMENT <br />/ / WITH EPDXY GROUT <br />FILLER <br />DETAIL AT FOOTINGS ADJACENT TO EXISTING BLDG. <br />SCALE: 3/4" = 1'-0" <br />Sr-r011 <br />IE ICINEEIINC <br />PO Box 1058 <br />Jerome, AZ S6331 <br />PH/FAX: S0S-463-225e, <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 />0 <br />W <br />LL <br />Copyright 2026 <br />Stroh Engineering, P.E. <br />Ph: 651-681-0200 <br />Fax: 651-681-0235 <br />St NW, Ramsey, Minnesota <br />♦-• <br />• <br />Q <br />CO <br />Structurol Engineer: B STROH <br />Drawn By: JRB <br />Checked By: LL <br />Revisions <br />7/2/26 ISSUE FOR PERMIT <br />STRUCTURAL <br />DETAILS <br />Sheet Number <br />Project No. 251003-4 <br />