HomeMy WebLinkAboutPLANS - 23-00669 - Tagg N Go - Car WashPR
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GENERAL STRUCTURAL NOTES
(APPLY UNLESS NOTED OTHERWISE ON PLANS/DETAILS)
GENERAL REQUIREMENTS:
1.THE STRUCTURAL SYSTEMS AND MEMBERS DEPICTED HEREIN HAVE BEEN DESIGNED
PRIMARILY TO SAFEGUARD AGAINST MAJOR STRUCTURAL DAMAGE AND LOSS OF
LIFE, NOT TO LIMIT DAMAGE OR MAINTAIN FUNCTION (IBC SECTION 101.3).
2.THESE DRAWINGS, AND THEIR ASSOCIATED STRUCTURAL CALCULATIONS, HAVE
BEEN PERFORMED USING STANDARDS OF PROFESSIONAL CARE AND
COMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BY
REPUTABLE STRUCTURAL ENGINEER'S IN THIS OR SIMILAR LOCALITIES. THEY
NECESSARILY ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BY AN
EXPERIENCED CONTRACTOR AND/OR WORKMEN WHO HAVE A WORKING
KNOWLEDGE OF THE INTERNATIONAL BUILDING CODE CONVENTIONAL FRAMING
REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOT
EVERY CONDITION OR FRAMING ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ON
THESE DRAWINGS, IT IS UNDERSTOOD THAT THE CONTRACTOR WILL USE INDUSTRY
ACCEPTED STANDARD GOOD PRACTICE FOR ALL MISCELLANEOUS WORK NOT
EXPLICITLY SHOWN.
3.THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE
THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY
RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES
AND PROCEDURES. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED
ON FRAMED CONSTRUCTION SUCH THAT DESIGN LIVE LOAD PER SQUARE FOOT AS
STATED HEREIN IS NOT EXCEEDED. OPTIONS ARE FOR CONTRACTOR'S
CONVENIENCE. IF AN OPTION IS USED, THE CONTRACTOR SHALL BE RESPONSIBLE
FOR ALL NECESSARY CHANGES, AND SHALL COORDINATE ALL DETAILS.
4.WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL
NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.
TYPICAL DETAILS AND NOTES ARE NOT NECESSARILY INDICATED ON THE PLANS, BUT
SHALL APPLY NONE-THE-LESS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION
SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILS MAY SHOW ONLY
ONE 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, DRAWINGS
AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL
DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH
THE ARCHITECT AND STRUCTURAL ENGINEER.
6.ANY INSPECTIONS, SPECIAL (IBC CHAPTER 17) OR OTHERWISE THAT ARE REQUIRED
BY THE BUILDING CODES, LOCAL BUILDING DEPARTMENTS, OR BY THESE PLANS
SHALL BE DONE BY AN INDEPENDENT INSPECTION COMPANY OR THE BUILDING
DEPARTMENT, SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE AN
OFFICIAL INSPECTION, UNLESS SPECIFICALLY CONTRACTED FOR.
7.SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO
ITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS, THE CONTRACTOR SHALL
REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE
WITH CONTRACT DRAWINGS SHALL BE FLAGGED UPON HIS REVIEW. VERIFY ALL
DIMENSIONS WITH ARCHITECT. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS
FROM ORIGINAL CONTRACT DRAWINGS SHALL BE CLOUDED. ANY OF THE
AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES,
SHALL NOT BE CONSIDERED APPROVED AFTER THE STRUCTURAL ENGINEER'S
REVIEW, UNLESS NOTED ACCORDINGLY. ANY ENGINEERING PROVIDED BY OTHERS
AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A STRUCTURAL ENGINEER
REGISTERED IN THE APPROPRIATE STATE. THE SHOP DRAWINGS DO NOT REPLACE
THE ORIGINAL CONTRACT DRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLY
AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER ARE NOT TO BE
CONSIDERED CHANGES TO ORIGINAL DRAWINGS. THE ADEQUACY OF ENGINEERING
DESIGNS AND LAYOUT PERFORMED BY THE OTHERS RESTS WITH THE DESIGNING OR
SUBMITTING AUTHORITY. REVIEWING IS INTENDED ONLY AS AN AID TO THE
CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR
CORRECTNESS SHALL REST WITH THE CONTRACTOR. ALLOW (5) WORKING DAYS FOR
THE STRUCTURAL ENGINEER'S REVIEW. ONE COPY OF EACH SUBMITTAL WILL BE
RETAINED FOR THE STRUCTURAL ENGINEER'S RECORDS.
BASIS FOR DESIGN:
1.BUILDING CODE: 2018 EDITION OF THE IBC WITH CITY/COUNTY AMENDMENTS.
RISK CATEGORY = II
4. SEISMIC DESIGN PARAMETERS:
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
PROCEDURE
IMPORTANCE FACTOR Ie = 1.00
SITE CLASS D
SEISMIC DESIGN CATEGORY D
MAPPED SPECTRAL RESPONSE
ACCELERATIONS S1 = 0.141, SS = 0.373
DESIGN SPECTRAL RESPONSE
ACCELERATIONS SD1 = 0.218, SDS = 0.374
PERCENT SNOW INCLUDED WITH
SEISMIC LOADS 20%
VERTICAL SHEAR TRANSFER ELEMENTS:
INTERMEDIATE PRECAST
SHEARWALL(S)R = 4.0, CS = 0.094
5. WIND DESIGN PARAMETERS (STRENGTH):
ULTIMATE WIND SPEED 115 MPH (3 SECOND GUST)
WIND EXPOSURE C
IMPORTANCE FACTOR Iw = 1.00
INTERNAL PRESSURE COEFFICIENT -0.18
COMPONENT AND CLADDING PRESSURE 27.8 PSF
NET UPLIFT ON ROOF 4.5 PSF
2. VERTICAL LOADS:
LOCATION LIVE / SNOW
LOAD DEAD LOAD
PRECAST ROOF 35 PSF 50 PSF
3. DEFLECTION LIMITS:
ELEMENTS LIVE LOAD TOTAL LOAD
ROOF PANELS L/360 L/240
BEAMS L/360 L/240
FOUNDATION NOTES:
1.FOUNDATIONS DESIGNED IN CONFORMANCE WITH RECOMMENDATIONS BY:
ATLAS, INC. REPORT NO. E212744g, DATED DECEMBER 1, 2021.
2.SITE PREPARATION AND GRADING REQUIREMENTS OF THE SOIL REPORT AND ANY
ADDENDUM'S SHALL BE COMPLETED PRIOR TO CONSTRUCTION OF FOUNDATIONS.
ANY TESTS OR INSPECTIONS REQUIRED BY THE SOIL REPORT SHALL BE PERFORMED
PRIOR TO PLACEMENT OF FOUNDATION REINFORCING STEEL OR CONCRETE.
ALTERATIONS TO SITE PREPARATION OR GRADING SHALL BE REPORTED TO THE
GEOTECHNICAL ENGINEER PRIOR TO FOUNDATION CONSTRUCTION.
3.A ONE-THIRD INCREASE IN BEARING PRESSURES IS ALLOWED WITH SEISMIC OR
WIND LOAD COMBINATIONS. LATERAL BEARING AND LATERAL SLIDING RESISTANCE
MAY BE COMBINED.
4.ALL FOUNDATIONS SHALL BEAR ON COMPACTED ENGINEERED FILL OR COMPETENT
NATIVE SOIL SUBBASE COMPACTED TO 95% DRY DENSITY (STANDARD PROCTOR).
GRADE IS DEFINED AS LOWEST ADJACENT GRADE WITHIN 5 FEET OF THE BUILDING
FOR PERIMETER FOOTINGS. WHERE EXTERIOR PAVING OR CONCRETE IS DIRECTLY
ADJACENT TO BUILDING, GRADE IS DEFINED AS TOP OF EXTERIOR PAVING AT LEAST
5 FEET FROM BUILDING. CONCRETE FOOTING EXCAVATIONS SHALL BE CLEAN AND
FREE OF LOOSE DEBRIS OR UN-COMPACTED MATERIAL AT TIME OF CONCRETE
PLACEMENT.
5.CONCRETE SLABS ON GRADE SHALL BE SUPPORTED ON A 4 INCH (MIN) LAYER OF
FREE-DRAINING GRANULAR MAT (DRAINAGE FILL COURSE). THE MAT SHOULD
CONSIST OF A WELL GRADED SAND AND GRAVEL MIXTURE WITH MAXIMUM 3/4-INCH
CRUSHED AGGREGATE. THE GRANULAR MAT SHOULD BE COMPACTED TO NO LESS
THAN 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557
6.BACKFILL AGAINST RESTRAINED WALLS SHALL NOT BE PLACED UNTIL AFTER THE
WALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR SYSTEMS AND
CONCRETE OR GROUT STRENGTH HAS REACHED THE 28 DAY STRENGTH LISTED
BELOW.
THE SOIL DESIGN VALUES FOR THE FOUNDATION ARE:
ALLOWABLE BEARING PRESSURE 2500 PSF
ALLOWABLE LATERAL BEARING PRESSURE 346 PSF/FT
ALLOWABLE LATERAL SLIDING COEFFICIENT .35
FOUNDATION BEARING DEPTH
36" BELOW FINISHED GRADE
CONCRETE:
2.ALL NORMAL WEIGHT CONCRETE SHALL BE REGULAR WEIGHT OF 150 POUNDS PER
CUBIC FOOT USING HARD-ROCK AGGREGATES. AGGREGATE USED IN CONCRETE
SHALL CONFORM TO ASTM C33.
3.LAP SPLICES FOR BEAMS AND FLOOR SLABS SLABS SHALL BE ACCORDING TO
CHAPTER 12 OF ACI 318 OR LAP SCHEDULE ON THESE DRAWINGS.
STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. NO TACK WELDING OF
REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE
STRUCTURAL ENGINEER. LATEST ACI CODE AND DETAILING MANUAL APPLY. PROVIDE
BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS
AND INTERSECTIONS PER TYPICAL DETAILS. VERTICAL WALL BARS SHALL BE
SPLICED AT OR NEAR FLOOR LINES.
4.ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING STEEL NOT NOTED AS
"CLEAR" OR "CLR" ARE TO CENTER OF STEEL. MINIMUM COVER FOR
NON-PRESTRESSED CONCRETE REINFORCING SHALL BE AS FOLLOWS:
5.MAXIMUM SLUMP FOR ALL CONCRETE SHALL BE 6". PORTLAND CEMENT SHALL
CONFORM TO ASTM C150. TYPE V CEMENT SHALL BE USED FOR CONCRETE IN
CONTACT WITH ALKALINE SOIL, AND TYPE II ELSEWHERE.
6.NO MORE THAN 90 MINUTES SHALL ELAPSE BETWEEN CONCRETE BATCHING AND
CONCRETE PLACEMENT UNLESS APPROVED BY THE TESTING AGENCY.
7.CONCRETE PLACEMENT AND QUALITY SHALL BE PER RECOMMENDATIONS IN ACI 614,
ACI 301 AND ACI 318. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED,
EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AROUND AND UNDER
FLOOR DUCTS, ETC. CAST CLOSURE POUR, WHERE SHOWN ON PLANS AROUND
COLUMNS AFTER COLUMN DEAD LOAD IS APPLIED. REMOVE ALL DEBRIS FROM
FORMS BEFORE PLACING CONCRETE.
ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCING, DOWELS, BOLTS,
ANCHORS, PIPES, SLEEVES, ETC., SHALL BE SECURELY POSITIONED IN THE FORMS
BEFORE PLACING THE CONCRETE.
8.ALL CONCRETE SLABS ON GRADE SHALL BE DIVIDED INTO AREAS BY CONTROL
JOINTS (KEYED OR SAW CUT) SUCH THAT ONE SLAB AREA DOES NOT EXCEED A
MAXIMUM LENGTH OF 24 TIMES THE SLAB THICKNESS IN BOTH DIRECTIONS
(EXAMPLE: 4" SLAB = 8'-0" LENGTH). SQUARE LAYOUTS ARE PREFERRED, BUT THE
SLAB GEOMETRY MAY DICTATE OTHERWISE. THE RATIO OF THE LONG TO SHORT
DISTANCE SHALL NOT EXCEED 1.3. IT IS RECOMMENDED THAT SAW CUTS BE MADE
WITHIN 16 HOURS OF CONCRETE BATCHING.
KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING,
ALL OTHER JOINTS MAY BE SAW CUT.
9.HORIZONTAL PIPES AND ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN
STRUCTURAL CONCRETE AND SLABS ON GRADE EXCEPT WHERE SPECIFICALLY
APPROVED OR NOTED BY THE STRUCTURAL ENGINEER. PIPES AND CONDUITS SHALL
NOT IMPAIR THE STRENGTH OF THE WORK.
10.FLY ASH MAY BE USED ONLY IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS
AND SHALL BE LIMITED TO 18 PERCENT OF CEMENTITIOUS MATERIALS AND SHALL
HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH
ADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURAL EXPOSED CONCRETE.
11.COLD/HOT WEATHER CONCRETE CONSTRUCTION: PROTECT CONCRETE FROM
DAMAGE OR REDUCED STRENGTH IN COMPLIANCE WITH ACI 305 AND 306.
12.CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY AND
APPROVED BY THE STRUCTURAL ENGINEER.
13.LIMIT ALKALI-SILICA REACTION (ASR) TO 0.1% EXPANSION AT 28 DAYS IN CONCRETE
MIX AT ALL EXTERIOR CONCRETE AND INTERIOR CONCRETE EXPOSED TO MOISTURE.
LOCATION:MINIMUM
COVER TOLERANCE
CAST AGAINST EARTH (FOOTINGS)3" ±
3 8"
SLABS ON GRADE 1
12" ±
14"
EXPOSED TO EARTH OR WEATHER - #5 AND SMALLER 1
12" ±
3 8"
EXPOSED TO EARTH OR WEATHER - #6 AND LARGER 2"± 3 8"
NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE
GROUND ROOF SLAB 1"18"
STRUCTURAL SLABS AND WALLS 3 4"18"
BEAMS AND COLUMNS (PRIMARY) REINFORCEMENT,
TIES, STIRRUPS AND SPIRALS 112"3 8"
1. MINIMUM 28 DAY CONCRETE STRENGTH SHALL BE AS FOLLOWS:
USE:CONCRETE
STRENGTH:
MAX W/C
RATIO
AIR
ENTRAINMENT
FOUNDATIONS 3500 PSI 0.45 5.5% ± 1%
CONCRETE SLABS ON
GRADE & TOPPING SLAB 3500 PSI 0.45 N/A
PRECAST WALLS & ROOF
HOLLOW CORE PANELS 6000 PSI 0.36 2.0% ± 1.5%
REINFORCING STEEL:
1.ASTM A615 GRADE 60 (FY = 60 KSI) DEFORMED BARS FOR ALL BARS #4 AND LARGER.
ASTM A615 GRADE 40 (FY = 40 KSI) DEFORMED BARS FOR ALL BARS #3 AND SMALLER.
GRADE 60 DEFORMED BARS SHALL BE USED FOR CONCRETE WALLS, BEAMS,
ELEVATED SLABS AND COLUMN REINFORCING.
2.WELDING OF REINFORCING BARS SHALL BE MADE ONLY TO ASTM A706 GRADE 60
BARS AND ONLY USING E90 SERIES RODS. WELDING OF REINFORCING BARS SHALL
BE MADE ONLY AT LOCATIONS SHOWN ON PLANS OR DETAILS.
3.REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI
SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO
FOUNDATION. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
DEFERRED SUBMITTAL ITEMS:
PRECAST WALLS AND HOLLOW CORE ROOF PANELS
SHEET INDEX
SHEET DESCRIPTION DETAILS
S1.0 GENERAL STRUCTURAL NOTES ---
S1.1 TYPICAL DETAILS T-SERIES
S2.0 FOUNDATION PLAN ---
S2.1 ROOF FRAMING PLAN ---
S3.0 FOUNDATION DETAILS 100 - SERIES
S4.0 ROOF FRAMING DETAILS 200 - SERIES
S5.0 PANEL WALL ELEVATIONS ---
CAST IN PLACE
CENTERLINE
CENTERLINE OF BEAM
CENTERLINE OF COLUMN
CENTERLINE OF WALL
CLEAR
CONCRETE
CONCRETE CONTROL JOINT
CONCRETE SAWCUT JOINT
CONCRETE MASONRY UNIT
CONNECTION
CONTINUOUS
DEAD LOAD
DOWN
DRAWING(S)
EQUAL
EQUIPMENT
EXPANSION JOINT
EACH WAY
FINISHED FLOOR
FACE OF STEEL
FACE OF WALL
GAUGE
GALVANIZED
GENERAL STRUCTURAL NOTES
CENTERLINE OF FOOTING
FACE OF MEMBER
EXPANSION BOLT
EDGE OF SLAB
DIAMETER
GALV
GSN
DN.
DWG(S)
EQ
EQUIP
EXP. JT (E.J.)
E.W.
F.F.
F.O.S.
F.O.W.
GA
F.O.M.
EXP. BOLT
E.O.S.
Ø OR DIA.
C.I.P.
C L
C.L.B.
C.L.C.
C.L.W.
CLR
CONC
C.C.J.
C.S.J.
C.M.U.
CONN.
CONT
D L
C.L.F.
W/ WITH
W/O WITHOUT
T.O.P.
U.N.O.
W.W.F.
TYP
VERT
T.O.S.
T.O.W.
T.O.D.
T.O.F.
T.O.L.
T.O.M.
STD
T.O.B.
T L
SLH
SLV
SIM
SQ
PSF
PSI
REINF
PREFAB
OPP
P.C.
PLF
N.T.S.
O.C.
O.F.W.
TOP OF FOOTING
UNLESS NOTED OTHERWISE
WELDED WIRE FABRIC
TOP OF MASONRY
TOP OF PLATE
TOP OF STEEL
TOP OF WALL
TYPICAL
VERTICAL
STANDARD
TOP OF BEAM
TOP OF DECK
TOP OF LEDGER
TOTAL LOAD
OUTSIDE FACE OF WALL
PRECAST CONCRETE
POUNDS PER LINEAR FOOT
POUNDS PER SQUARE INCH
SHORT LEG VERTICAL
SHORT LEG HORIZONTAL
REINFORCING
SIMILAR
SQUARE
NOT TO SCALE
ON CENTER
OPPOSITE
PREFABRICATED
AGGREGATE BASE COURSE
AIR CONDITIONER
ABOVE FINISHED FLOOR
ALTERNATE
ANCHOR BOLT
AT (MEASUREMENT)
BEAM
BOTTOM OF BEAM
BOTTOM OF DECK
BEARING
BELOW FINISHED FLOOR
BOTTOM OF FOOTING
A.B.C.
A/C
A.F.F.
ALT
A.B.
@
BM
B.O.B.
B.O.D.
BRG
B.F.F
B.O.F.
ABBREVIATIONS
LBS (#)
MFR('S)
M.C.J.
MECH
N/A
LLV
LLH
HORIZ
K(KIP)
L L
LONG LEG VERTICAL
MANUFACTURER('S)
MASONRY CONTROL JOINT
NOT APPLICABLE
LONG LEG HORIZONTAL
POUNDS
MECHANICAL
HORIZONTAL
1000 POUNDS
LIVE LOAD
EXISTING(E)
MIN MINIMUM
MAX MAXIMUM
POUNDS PER SQUARE FOOT
GLUED-LAMINATED BEAMGLB
PFT PREFAB FLOOR TRUSSES
PRT PREFAB ROOF TRUSSES
I.F.W.INSIDE FACE OF WALL
PT PRESSURE TREATED
CONCRETE COLUMNC.C.
ANCHORAGE TO CONCRETE:
ADHESIVE ANCHORS:
HILTI HIT-HY 200 PER ICC ESR-3187
HILTI HIT-RE 500 V3 PER ICC ESR-3814
SIMPSON SET-3G PER ICC ESR-4057
MECHANICAL ANCHORS:
HILTI KWIK HUS PER ICC ESR-3027
HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-1917
SIMPSON TITEN HD PER ICC ESR-2713
SIMPSON STRONG BOLT-2 PER ICC ESR-3037
REBAR DOWELING TO CONCRETE:
ADHESIVES:
HILTI HIT-HY 200 PER ICC ESR-3187
HILTI HIT-RE 500 V3 PER ICC ESR-3814
SIMPSON AT-XP PER IAPMO ER-263
SIMPSON SET-XP PER ICC ESR-2508
2.SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN
WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR
SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT THE SUBSTITUTED PRODUCT
IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED
PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR OR
IAPMO ER SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC
USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF
COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION
WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION
TEMPERATURE.
3.INSTALL THE ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN
THE ANCHOR PACKAGING.
4.THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S
REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR
ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST
RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S
PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT
OF INSTALLING ANCHORS.
5.ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS
AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN
ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE
DRAWINGS.
POST-INSTALLED ANCHORS:
1.EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL
CONSIST OF THE FOLLOWING ANCHOR TYPES. ALL ANCHORS ARE TO BE INSTALLED
PER THE MANUFACTURERS RECOMMENDATIONS.
SPECIAL INSPECTION ITEMS:
1.THE OWNER OR THE OWNER'S AUTHORIZED AGENT, OTHER THAN THE
CONTRACTOR, SHALL EMPLOY ONE OR MORE APPROVED AGENCIES TO PROVIDE
SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION ON THE TYPES OF
WORK SPECIFIED PER IBC SECTION 1705 AND IDENTIFY THE APPROVED AGENCIES
TO THE BUILDING OFFICIAL. SPECIAL INSPECTIONS ARE REQUIRED AS FOLLOWS:
2.QUALITY ASSURANCE PROGRAM:
A.THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE
CERTAIN IT CONFORMS WITH THE APPROVED DESIGN DRAWINGS AND
SPECIFICATIONS.
B.THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE
BUILDING OFFICIAL, AND TO THE STRUCTURAL ENGINEER OF RECORD. ALL
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE
CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE DESIGN
AUTHORITY AND THE BUILDING OFFICIAL.
CONCRETE (IBC TABLE 1705.3)
VERIFICATION AND INSPECTION
CONTINUOUS
SPECIAL
INSPECTION
PERIODIC
SPECIAL
INSPECTION
1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING
TENDONS, AND VERIFY PLACEMENT - X
2. REINFORCING BAR WELDING:
A. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN
ASTM A 706;-X
B. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5
16" ; AND X
C. INSPECT ALL OTHER WELDS.X
3. INSPECT ANCHORS CAST IN CONCRETE - X
4. INSPECT ANCHORS POST INSTALLED IN HARDENED CONCRETE
MEMBERS.
A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR
UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED
TENSION LOADS.
X
B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT
DEFINED IN 4.A.
X
5. VERIFY USE OF REQUIRED DESIGN MIX.- X
6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR
STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS,
AND DETERMINE THE TEMPERATURE OF THE CONCRETE.
X -
7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR
PROPER APPLICATION TECHNIQUES.X -
8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE
AND TECHNIQUES.- X
9. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.- X
10. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS
OF THE CONCRETE MEMBER BEING FORMED.- X
ANCHORAGE TO CONCRETE:
ADHESIVE ANCHORS:
HILTI HIT-HY 200 PER ICC ESR-3187
HILTI HIT-RE 500 V3 PER ICC ESR-3814
SIMPSON AT-XP PER IAPMO ER-263
SIMPSON SET-XP PER ICC ESR-2508
MECHANICAL ANCHORS:
HILTI KWIK HUS PER ICC ESR-3027
HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-1917
SIMPSON TITEN HD PER ICC ESR-2713
SIMPSON STRONG BOLT-2 PER ICC ESR-3037
ADHESIVES:
HILTI HIT-HY 200 PER ICC ESR-3187
HILTI HIT-RE 500 V3 PER ICC ESR-3814
SIMPSON AT-XP PER IAPMO ER-263
SIMPSON SET-XP PER ICC ESR-2508
REBAR DOWELING TO CONCRETE:
SOILS (IBC TABLE 1705.6)
VERIFICATION AND INSPECTION
CONTINUOUS
SPECIAL
INSPECTION
PERIODIC
SPECIAL
INSPECTION
1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE
ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.- X
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH
AND HAVE REACHED PROPER MATERIAL.
- X
3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED
FILL MATERIALS.
- X
4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT
THICKNESS DURING PLACEMENT AND COMPACTION OF
COMPACTED FILL.
X -
5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT
SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED
PROPERLY.
- X
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S1.0
PROJECT MANAGER: CAD OPERATOR:JOB NO.:
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
Structural Engineering
phone: 208.227.8404
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
contact@frost-structural.com
AVJHIF23-388
KEYNOTES:
1.FINISHED GRADE WHERE OCCURS
2. DO NOT EXCAVATE A TRENCH
CLOSER THAN A 45 DEGREE ANGLE
TO BELOW BOTTOM FOOTING OR
FOUNDATION
3.BOTTOM OF CONCRETE FOOTING
4.BOTTOM OF TRENCH
NOTE:
A.DO NOT UNDERCUT EXISTING
FOOTINGS
B.NO PIPE OR OTHER UTILITIES SHALL
PASS THRU WALL FOOTINGS OR
UNDER COLUMN FOOTINGS
1
1
1
2
3
4
FOR CONSTRUCTION ABOVE
FOOTING, SEE DETAILS.
T1 TRENCH PARALLEL TO CONTINUOUS STRAP FOOTING
TD01 NO SCALE
KEYNOTES:
1.CONCRETE FOOTING
2.SLEEVE - PROVIDE 12" MINIMUM
CLEARANCE AROUND PIPE OR
CONDUIT
3.PIPE OR CONDUIT
4.CONCRETE FILL TO BE PLACED
BEFORE FOOTING IS POURED -
FORM SAME AS FOOTING AND
POUR FULL WIDTH OF PIPE TRENCH
5.STEM WALL
NOTE:
A.NO PIPE SHALL PASS THRU
FOOTING OR UNDER COLUMN
FOOTINGS. FOR TRENCHES
GREATER THAN 3'-6" BELOW
BOTTOM OF FOOTING, SEE PIPE
PASSING BELOW WALL FOOTING
DETAIL.
1
2
3
4
5
5
4
2
1
3
T2 PIPE PASSING UNDER WALL FOOTING IN SHALLOW TRENCH
TD02 NO SCALE
6"
M
I
N
8"
M
I
N
3'
-
0
"
M
A
X
8" MIN
A
SECTIONA
KEYNOTES:
1.STEM WALL
2.CONCRETE FOOTING
3.1'-6" MAXIMUM - WHERE TRENCH
EXCEEDS 1'-6" NOTIFY STRUCTURAL
ENGINEER PRIOR TO PLACEMENT
OF FOOTINGS
4.BACKFILL AND RECOMPACT
TRENCH PER SOILS REPORT AND
SPECIFICATIONS
5.BOTTOM OF TRENCH
NOTE:
A.DO NOT UNDERCUT EXISTING
FOOTINGS
B.NO PIPES OR OTHER UTILITIES
SHALL PASS THRU WALL FOOTINGS
OR UNDER COLUMN FOOTINGS
1
5
4
3
2
3'
-
1
"
O
R
G
R
E
A
T
E
R
FOR CONSTRUCTION ABOVE
FOOTING, SEE DETAILS.
T3 PIPE PASSING BELOW FOOTING IN DEEP TRENCH
TD03 NO SCALE
KEYNOTES:
1.SLOPED FINISH GRADE
2. MINIMUM FOOTING DEPTH PER
G.S.N. - 12" MINIMUM
3.DEEPEN FOOTING AS REQUIRED TO
ACCOUNT FOR SLOPED GRADE
4.CONCRETE FOOTING
NOTE:
A.FOR ADDITIONAL INFORMATION,
SEE PLANS AND DETAILS
1
4
3
2
5'-0"
T4 TYPICAL DETAIL FOR FOUNDATION EMBEDMENT
TD04 NO SCALE
KEYNOTES:
1.CORNER DOWELS TO MATCH
HORIZONTAL REINFORCEMENT
2.CONCRETE WALL WITH
REINFORCEMENT
18" MIN LAP
SPLICE (TYP)
T5 TYPICAL CONCRETE CORNER
TD05 NO SCALE
2
1
KEYNOTES:
1.CONCRETE SLAB ON GRADE
2.CONT KEYED JOINT
3.SAWCUT 18" WIDE x 14 SLAB
THICKNESS IN DEPTH - CUT SHALL
BE MADE SOON ENOUGH TO
PREVENT SHRINKAGE CRACKING,
BUT NOT SO SOON AS TO CAUSE
SPALLING OF THE CONCRETE
WHILE SAWING. WORK MUST BE
COMPLETE WITHIN 16 HOURS OF
CONCRETE PLACEMENT.
NOTE:
A.KEYED JOINTS NEED ONLY OCCUR
AT EXPOSED EDGES DURING
PLACEMENT UNLESS SPECIFICALLY
NOTED ON THE PLANS.
B."TOOL WET JOINT", "ZIP STRIP", ETC
SHALL MATCH SAWCUT
REQUIREMENTS
1
2
3
1
12"6"6"12"
X SAWCUT JOINT
X KEYED JOINT
T6 CONTROL JOINTS IN CONCRETE SLAB ON GRADE
TD07 NO SCALE
6 MIN
BAR OFFSET
BAR CLEARANCE SPLICE DETAIL
BEND & HOOK DETAILS
COLUMN TIES BEAM STIRRUPS
"d"
45°
"d"
"d"
1
2
4
5
6
10
9
8
7
3
1
5
5
9
10
8
KEYNOTES:
1.LAP - SEE G.S.N.
2.MAXIMUM 15 LAP BUT NOT MORE
THAN 6"
3. WIRE TIES
4.1d (1" MINIMUM)
5.RADIUS = 3d FOR BARS NOT OVER
#8; 4d FOR #9, #10, AND #1 BARS; 5d
FOR #14 AND #18 BARS, 5d FOR ALL
GRADE 40 BARS WITH 180 DEGREE
HOOK
6.4D (4" MINIMUM)
7.12d (90 DEGREE HOOK)
8.6d (4" MINIMUM)
9.135 DEGREE BEND
10.BEND AROUND 112" PIN FOR #3
BARS. BEND AROUND 2" PIN FOR #4
BARS. BEND AROUND 212" PIN FOR
#5 BARS.
T7 TYPICAL REINFORCING DETAILS
TD10 NO SCALE
NOTES:
1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE
MEMBER BELOW THE REINFORCEMENT.
2. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS AND WALLS SHALL BE CLASS "B" TENSION LAP
SPLICES.
BAR
SIZE
CLASS B TENSION SPLICE LENGTHS
f'c = 3,000 PSI f'c = 4,000 PSI f'c = 5,000 PSI
HOIRZONTAL
BARS W/ >12" OF
CONC. BELOW
VERTICAL AND
BOTTOM
HORIZONTAL
BARS
HOIRZONTAL
BARS W/ >12" OF
CONC. BELOW
VERTICAL AND
BOTTOM
HORIZONTAL
BARS
HOIRZONTAL
BARS W/ >12" OF
CONC. BELOW
VERTICAL AND
BOTTOM
HORIZONTAL
BARS
#3 12" 12" 12" 12" 12" 12"
#4 19" 15"17"13" 15"12"
#5 29" 23" 26" 20" 23" 18"
#6 32" 25" 28"21"25" 19"
#7 54"41" 47"36"42"32"
#8 70"54"61" 47"54"42"
#9 89" 68"77"59" 69" 53"
#10 112"87" 97"75"87" 67"
T9 STEEL REINFORCING LAP SPLICES IN CONCRETE
TD14 NO SCALE
T8 TYPICAL PIPE THROUGH STEM WALL
TD61 NO SCALE
NOTE:
A.NO PIPE SHALL PASS THROUGH
FOOTINGS OR UNDER COLUMN
FOOTINGS. FOR ADDITIONAL
INFORMATION SEE PLANS AND
DETAILS
B.MULTIPLE PIPES/CONDUIT SLEEVES
ALLOWED PROVIDED SLEEVES ARE
SPACED W/ MINIMUM OF 2x SLEEVE
DIAMETER BETWEEN SLEEVES
C. SLEEVES SHALL NOT OCCUR
WITHIN 12" OF POINT LOADS OR
HOLDOWN ANCHORS
1'
-
0
"
MI
N
1
7
3
4
5
6
KEYNOTES:
1.WALL AS OCCURS, SEE PLAN
2.SIDEWALK, PAVEMENT, OR FINISH
GRADE PER ARCH
3.SLEEVE, 8"Ø MAX, PROVIDE 12"
MINIMUM CLEARANCE AROUND
PIPE-CONDUIT
4.CONCRETE WALL, SEE PLAN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.PIPE OR CONDUIT
8.SIDEWALK, PAVEMENT, OR FINISH
GRADE PER ARCH
9.PROVIDE DRAINAGE SYSTEM
BEHIND WALL, SEE TYPICAL DETAIL
10.FILTER FABRIC WRAPPED AROUND
MIN 12"x12" OF GRAVEL BACKFILL
22
KEYNOTES:
1.CONCRETE WALL, SEE PLAN
2.3 1
2" STEEL STUD (33 MILS MIN
THICKNESS) PLANT WALL PER
ARCH, ATTACH W/ .145"DIA MIN
SHOT PIN AT 16" O.C.
3.3 1
2" STUD BLOCKING TOP AND
BOTTOM AND AT 16" O.C.
REMAINDER
4.7
16" SHEATHING, ATTACH W/ #8 SELF
TAPPING SCREWS AT 12" O.C.
5.SIDEWALK, PAVEMENT, OR FINISH
GRADE PER ARCH
1"
T10 TYPICAL PLANT WALL ATTACHMENT
TD05 NO SCALE
3
2
4
1
3
T11 TYPICAL SPLICE IN CONTINUOUS STEEL CHORD/EDGE ANGLE
TD_SF15 NO SCALE
KEYNOTES:
1.STEEL CHORD/EDGE ANGLE - FOR SIZE
AND LOCATION, SEE PLAN
2.8" LONG x 2"x3
8" THICK STEEL PLATES
1/2"
M
A
X
1/4
TYP
1
1
2
2
5
NOTE:
A.WATERPROOFING OF ALL
EXTERIOR ELEMENTS PER ARCH
PR
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S
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S1.1
PROJECT MANAGER: CAD OPERATOR:JOB NO.:
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
Structural Engineering
phone: 208.227.8404
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
contact@frost-structural.com
AVJHIF23-388
1
1
2
2
3
3
4
4
5
6
AA
BB
CC
DD
5
2
WF24
WF24
WF24
WF
2
4
WF
2
4
WF24
WF24
F36
WF
2
4
A
WF
2
4
A
WF24
137'-0"
24'-0"111'-0"
14'-0"8'-0"2'-0"3'-4"43'-1"6'-0"5'-2"3'-4"34'-0"10'-0"4'-0"
35
'
-
0
"
162'-0"
12'-0"
6'-81
2"2'-0"
17
'
-
0
"
23
'
-
0
"
5'
-
0
1 4"
12
'
-
0
"
3'
-
0
"
4'
-
0
"
12
'
-
0
"
4'
-
0
"
2'-5"
3'-6"3'-4"87'-3"3'-4"27'-7"
2'-0"
10
'
-
0
"
3'
-
8
"
20
'
-
0
"
15
'
-
0
"
7'
-
1
0
1 2"
3'
-
4
"
3'
-
9
1 2"
4'
-
9
"
10
'
-
6
"
4'
-
9
"
15
'
-
0
"
5'
-
0
"
20
'
-
0
"
40
'
-
0
"
102'-8"47'-4"
3'-31
2"
4'
-
0
"
4'
-
0
"
20
'
-
0
"
12'-0"12'-0"93'-0"
2'-1"
1
1
1
1
1
WF
2
4
A
WF
2
4
A
2
2
TYP TOF=97'-10"
TYP TOF=97'-10"
TYP TOF=97'-10"
TYP TOF=97'-10"
25'-0"20'-0"
6" CONCRETE SLAB ON GRADE W/
#3 AT 24" O.C. EACH WAY
CENTERED IN SLAB THICKNESS
OVER COMPACTED FILL.
(SEE GSN)
PROVIDE SLAB JOINTS PER
TYPICAL DETAIL WITHIN 16 HOURS
OF BATCH TIME
FINISH FLOOR = VARIES
CONCRETE SLAB ON GRADE
4" CONCRETE SLAB ON GRADE W/
#3 AT 24" O.C. EACH WAY
CENTERED IN SLAB THICKNESS
OVER COMPACTED FILL.
(SEE GSN)
PROVIDE SLAB JOINTS PER
TYPICAL DETAIL WITHIN 16 HOURS
OF BATCH TIME
FINISH FLOOR = VARIES
CONCRETE SLAB ON GRADE
106
2'-5"
6'
-
4
"
102
103
101 101
108
105105
108
109
104 107
102
103
106
103
103
106 103 102 102 103
102 102 103
2'-0"
A
B
3
3
C
H
SCALE:
FOUNDATION PLAN
############
FOOTING SCHEDULE
NOTES:
1. FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS.
2. FOR MINIMUM CLEARANCE (CLR) OF REINFORCING, SEE GENERAL STRUCTURAL NOTES (GSN).
MARK LENGTH WIDTH
THICKN
ESS FOOTING REINFORCING REMARKS
F36 36" 36" 10"
(4) #4 CONT TOP & BOTTOM ---
WF24 CONT 24"10"(2) #4 CONT BOTTOM
WF24A CONT 24"10"(3) #4 CONT TOP & BOTTOM ---
STRIP FOOTING
1. PRE-FINISHED METAL PANEL AS
OCCURS PER ARCH
2. TURN DOWN SLAB TO BE USED AT
OPENING, SEE DETAIL 106
3. NEW CONCRETE PANELS, SEE
ELEVATIONS
PLAN KEYNOTESX
A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT
NECESSARILY BE FOUND ON THIS PLAN. SCHEDULES ARE
TYPICAL TO THIS PROJECT.
C. THE DEPTH OF FOOTING DIMENSION INDICATED IN THE G.S.N.
IS A MINIMUM. FOUNDATION CONTRACTOR SHALL
COORDINATE WITH THE SOILS REPORT AND OTHER TRADES
TO INSURE THAT THESE MINIMUMS ARE SUFFICIENT FOR THE
WORK. SEE TYPICAL DETAILS FOR ADDITIONAL
REQUIREMENTS.
D. WALLS WITH SOLID LINES DESIGNATED
STRUCTURAL (BEARING) WALLS.
E. WALLS WITH DASHED LINES DESIGNATE
NON-STRUCTURAL (NON-BEARING) WALLS.
E. WALLS WITH SMALL DASHED LINES DESIGNATE
EXISTING WALL PANELS. SEE ORIGINAL PRECAST DRAWINGS
FOR ERECTION INFORMATION.
F. W1, W2, ETC. - AS SHOWN ON PLAN INDICATES CONCRETE OR
MASONRY WALLS. SEE WALL SCHEDULE FOR ADDITIONAL
INFORMATION.
G. WF18, WF24, ETC. - AS SHOWN ON PLAN INDICATES A
CONTINUOUS WALL FOOTING. SEE FOOTING SCHEDULE FOR
ADDITIONAL INFORMATION.
H. F36, F48, ETC. - AS SHOWN ON PLAN INDICATES A CONCRETE
FOOTING. SEE FOOTING SCHEDULE FOR ADDITIONAL
INFORMATION.
I. VERIFY EXACT SIZE AND LOCATION OF DEPRESSED AND/OR
RAISED SLABS WITH ARCHITECTURAL DRAWINGS.
J. FOR SIDEWALK AND LANDING LOCATIONS, SEE
ARCHITECTURAL DRAWINGS.
K. VERIFY EXACT SIZE AND LOCATION OF OPENINGS IN PRECAST
CONCRETE WALL PANELS WITH ARCHITECTURAL DRAWINGS.
FOUNDATION PLAN NOTES
NORTH
PR
O
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ES
S
I
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14
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3
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B
.
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8
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S2.0
PROJECT MANAGER: CAD OPERATOR:JOB NO.:
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
Structural Engineering
phone: 208.227.8404
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
contact@frost-structural.com
AVJHIF23-388
1
1
2
2
3
3
4
4
5
6
AA
BB
CC
DD
5
14
.
5
K
I
P
S
(
S
T
R
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N
G
T
H
)
14
.
5
K
I
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S
(
S
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)
17
.
0
K
I
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S
(
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)
28.5 KIPS (STRENGTH)
19.5 KIPS (STRENGTH)
28.5 KIPS (STRENGTH)
8" PRECAST HOLLOW CORE PANELS AT 48" O.C. (UNO)
8" PRECAST HOLLOW CORE PANELS AT 48" O.C. (UNO)
(10) #4 DOWELS EVENLY
SPACED AT PANEL JOINT
(3) #4 DOWELS EVENLY
SPACED AT PANEL JOINT
(2) #4 DOWELS AT 1/3 POINTS (3) #4 DOWELS EVENLY
SPACED AT PANEL JOINT (4) #4 DOWELS EVENLY
SPACED AT PANEL JOINT
(4) #4 DOWELS EVENLY
SPACED AT PANEL JOINT
(3) #4 DOWELS EVENLY
SPACED AT PANEL JOINT(2) #4 DOWELS AT 1/3 POINTS(4) #4 DOWELS EVENLY
SPACED AT PANEL JOINT
(3) #4 DOWELS EVENLY
SPACED AT PANEL JOINT
1
2
2
3
3
1
8.0 KIPS (STRENGTH)
203
203
TYP
208
TYP
208
TYP
208
207
201 201 209
206
201
205205
210
203
202 202
202
C
H
211 211
211
A
B
SCALE:
ROOF FRAMING PLAN
1/8" = 1'-0"
NORTH
1. ROOF PANEL LESS THAN 48" WIDE
2. FINAL PANEL LAYOUT BY PRECAST MANUFACTURER AND TO
BE REVIEWED BY FROST STRUCTURAL ENGINEERING
3. PRE-FINISHED METAL PANEL PER ARCH
PLAN KEYNOTESX
ROOF FRAMING PLAN NOTES
A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT NECESSARILY
BE FOUND ON THIS PLAN. SCHEDULES ARE TYPICAL TO THIS
PROJECT.
C. IF DOUBLE TOP PLATE IS NOTCHED, STEPPED OR BROKEN,
PROVIDE A SIMPSON MSTC40 STRAP AT DISCONTINUITY.
D. TYPICAL BEARING WALL FRAMING SHALL BE 8" PRECAST
CONCRETE WALLS.
E. WALLS WITH SOLID LINES DESIGNATED
STRUCTURAL (BEARING) WALLS.
F. WALLS WITH DASHED LINES DESIGNATE
NON-STRUCTURAL (NON-BEARING) WALLS.
E. WALLS WITH SMALL DASHED LINES DESIGNATE
EXISTING WALL PANELS. SEE ORIGINAL PRECAST DRAWINGS
FOR ERECTION INFORMATION.
G. FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF
FRAMING CONDITION.
H. FOR CLARITY, ALL ROOF OPENINGS MAY NOT BE SHOWN ON
THE ROOF FRAMING PLAN. FOR EXACT SIZE, NUMBER AND
LOCATION OF OPENINGS, SEE ARCHITECTURAL, MECHANICAL,
PLUMBING, AND ELECTRICAL DRAWINGS. FOR FRAMING AT
OPENINGS, SEE TYPICAL DETAILS.
I. INDICATES HVAC EQUIPMENT ON ROOF OR IN
ATTIC SPACE. SEE TYPICAL DETAILS FOR
FRAMING INFORMATION.
J. VERIFY EXACT SIZE AND WEIGHT OF EQUIPMENT ON ROOF
WITH MECHANICAL DRAWINGS.
PR
O
F
ES
S
I
O
N
A
L
ENGI N E E R
S
TATE
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I
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A
HO
A 9/
7
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1
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S2.1
PROJECT MANAGER: CAD OPERATOR:JOB NO.:
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
Structural Engineering
phone: 208.227.8404
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
contact@frost-structural.com
AVJHIF23-388
KEYNOTES:
1.8" CONCRETE PRECAST WALL
PANEL, SEE PLAN
2.CONCRETE SLAB ON GRADE, SEE
PLAN
3.EMBED CHANNEL BY PRECAST
4.3 8"x3"x0'-8" PLATE EACH SIDE
5.112" SHIM AND GROUT
6.12"x12"x1'-0" EMBED PLATE W/ (4) 12"Ø
x 5" LONG HEADED STUDS
7.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
8.CONCRETE FOOTING, SEE PLAN
9.MINIMUM FOOTING DEPTH, SEE GSN
10.FINISH GRADE PER ARCH
11.GROUT OVER ALL EXPOSED STEEL
BELOW GRADE
101 CONCRETE PRECAST WALL AT FOUNDATION
NO SCALE
102 CONCRETE PRECAST WALL AT FOUNDATION
NO SCALE
3"
CLR
3"
CL
R
7
8
1
9
10
3
4
5
6
2
KEYNOTES:
1.PRECAST WALL PANEL BEYOND, SEE
PLAN
2.CONCRETE SLAB ON GRADE, SEE
PLAN
3.EMBED CHANNEL BY PRECAST
4.3 8"x3"x0'-8" PLATE EACH SIDE
5.112" SHIM AND GROUT
6.12"x12"x1'-0" EMBED PLATE W/ (4) 12"Ø
x 5" LONG HEADED STUDS
7.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
8.CONCRETE FOOTING, SEE PLAN
9.MINIMUM FOOTING DEPTH, SEE GSN
10.FINISH GRADE PER ARCH
11.8" CONCRETE PRECAST WALL
PANEL, SEE PLAN
12.#4 x 2'-0" DRILL AND EPOXY PER GSN
13.GROUT OVER ALL EXPOSED STEEL
BELOW GRADE
3"
CLR
3"
CL
R
7
8
1
9
10
3
4
5
6
2
11
12
KEYNOTES:
1.8" CONCRETE PRECAST WALL
PANEL, SEE PLAN
2.CONCRETE SLAB ON GRADE, SEE
PLAN
3.EMBED CHANNEL BY PRECAST
4.3 8"x3"x0'-8" PLATE EACH SIDE
5.112" SHIM AND GROUT
6.12"x12"x1'-0" EMBED PLATE W/ (4) 12"Ø
x 5" LONG HEADED STUDS
7.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
8.CONCRETE FOOTING, SEE PLAN
9.MINIMUM FOOTING DEPTH, SEE GSN
10.FINISH GRADE PER ARCH
11.NON-STRUCTURAL FURRED OUT
WOOD STUD WALL
12.GROUT OVER ALL EXPOSED STEEL
BELOW GRADE
103 CONCRETE PRECAST WALL AT FOUNDATION
NO SCALE
3"
CLR
3"
CL
R
7
8
1
9
10
3
4
5
6
2
11
KEYNOTES:
1.8" CONCRETE PRECAST WALL
PANEL, SEE PLAN
2.CONCRETE SLAB ON GRADE, SEE
PLAN
3.EMBED CHANNEL BY PRECAST
4.3 8"x3"x0'-8" PLATE EACH SIDE
5.112" SHIM AND GROUT
6.12"x12"x1'-0" EMBED PLATE W/ (4) 12"Ø
x 5" LONG HEADED STUDS
7.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
8.CONCRETE FOOTING, SEE PLAN
9.GROUT OVER ALL EXPOSED STEEL
BELOW GRADE
105 CONCRETE PRECAST WALL AT FOUNDATION
NO SCALE
3"
CLR
3"
CL
R
7
8
1
2
3
4
5
6
2
KEYNOTES:
1.8" CONCRETE PRECAST WALL
PANEL, SEE PLAN
2.CONCRETE SLAB ON GRADE, SEE
PLAN
3.EMBED CHANNEL BY PRECAST
4.3 8"x3"x0'-8" PLATE EACH SIDE
5.112" SHIM AND GROUT
6.12"x12"x1'-0" EMBED PLATE W/ (4) 12"Ø
x 5" LONG HEADED STUDS
7.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
8.CONCRETE FOOTING, SEE PLAN
9.NON-STRUCTURAL FURRED OUT
WOOD STUD WALL
10.GROUT OVER ALL EXPOSED STEEL
BELOW GRADE
104 CONCRETE PRECAST WALL AT FOUNDATION
NO SCALE
3"
CLR
3"
CL
R
7
8
1
2
3
4
5
6
2
9
107 CONCRETE PRECAST WALL AT FOUNDATION
NO SCALE
KEYNOTES:
1.PRECAST WALL PANEL BEYOND, SEE
PLAN
2.CONCRETE SLAB ON GRADE, SEE
PLAN
3.EMBED CHANNEL BY PRECAST
4.3 8"x3"x0'-8" PLATE EACH SIDE
5.112" SHIM AND GROUT
6.12"x12"x1'-0" EMBED PLATE W/ (4) 12"Ø
x 5" LONG HEADED STUDS
7.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
8.CONCRETE FOOTING, SEE PLAN
9.8" CONCRETE PRECAST WALL
PANEL, SEE PLAN
10.#4 x 2'-0" DRILL AND EPOXY PER GSN
11.GROUT OVER ALL EXPOSED STEEL
BELOW GRADE
3"
CLR
3"
CL
R
7
8
1
2
3
4
5
6
2
9 10
109 TRENCH DRAIN IN CONCRETE SLAB
NO SCALE
KEYNOTES:
1.#4 BENT DOWEL AT 18" O.C.
2. TRENCH DRAIN, SEE
ARCHITECTURAL DRAWINGS
3. CONCRETE SLAB ON GRADE, SEE
PLAN
1'-3"
MIN LAP
1'-6"
MIN
6"
MI
N
3
12
TYP
1/4
TYP
1/4
TYP
TYP
1/4
TYP
TYP
1/4
TYP
TYP
1/4
TYP
TYP
1/4
TYP
TYP
1/4
11
9
10 11
13
12
106 CONCRETE SLAB AT FOUNDATION
CW_S104 NO SCALE
3"
CLR
3"
CL
R
8
7
6
5
4
3
1
2
KEYNOTES:
1.WALL BEYOND, SEE PLAN
2.#4 BENT DOWEL AT 24" O.C.
3.CONCRETE SLAB ON GRADE, SEE PLAN
4.6" SLAB TURN DOWN TO FOUNDATION, #3
REBAR 24" O.C.
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.MINIMUM FOOTING DEPTH, SEE GSN
8.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
18"
24"
KEYNOTES:
1.CONCRETE SLAB ON GRADE, SEE
PLAN
2.CONT L13 4x13 4x14 W/ 14"Ø x 2" HEADED
STUDS AT 18" O.C.
3.L212x212x14 W/ 14"Ø x 2" HEADED
STUDS AT 18" O.C.
4.#4 BENT BARS AT 18" O.C.
5.8" CAST IN PLACE CONCRETE WALL,
SEE PLAN
6. #4 BARS AT 18" O.C., EACH WAY
7.WATER STOP, SEE ARCH
8.CONCRETE SLAB W/
REINFORCEMENT, SEE PLAN
9.STEEL EMBED PLATE W/ (4) 12"Ø x 3"
LONG HEADED STUDS
10.#4 x 2'-0" DRILL AND EPOXY PER GSN
11.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
12.SLOPED FLOOR PER ARCH
108 TRENCH DRAIN
NO SCALE
1
4
11
6"
B.O. PIT
VARIES
9
2
4
5
10
66
1 3
5
10
66
7
8
12
PER ARCH PER ARCH
PR
O
F
ES
S
I
O
N
A
L
ENGI N E E R
S
TATE
O
F
I
D
A
HO
A 9/
7
/
2
3
14
1
3
4
D
VID
B
.
P
O
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SED
40
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S3.0
PROJECT MANAGER: CAD OPERATOR:JOB NO.:
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
Structural Engineering
phone: 208.227.8404
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
contact@frost-structural.com
AVJHIF23-388
202 PRECAST ROOF PANEL AT PRECAST CONCRETE WALL
NO SCALE
KEYNOTES:
1.PRECAST CONCRETE WALLS, SEE
PLAN
2.CONCRETE CORBEL BY PRECAST
MANUFACTURER
3.CONT 12" x 3" KOROLATH BEARING
PAD OR EQUAL
4.PRECAST ROOF PANEL, SEE PLAN
5.1/4"x4"x4" EMBED PLATE W/ (1) 5
8"x5"
HEADED STUD AT 48" O.C.
6.CONT L4x4X1/4 ANGLE
201 PRECAST ROOF PANEL AT PRECAST CONCRETE WALL
NO SCALE
KEYNOTES:
1.1/4"x4"x4" EMBED PLATE W/ (1) 5
8"x5"
HEADED STUD AT 48" O.C.
2.PRECAST CONCRETE WALLS, SEE
PLAN
3.PRECAST ROOF PANEL, SEE PLAN
4.CONT 12" x 3" KOROLATH BEARING
PAD OR EQUAL
5.CONCRETE CORBEL BY PRECAST
MANUFACTURER
6.CONT L4x4X1/4 ANGLE
6"
4" MIN
BEARING
4" MIN
BEARING
6"
1
2
3
1
5
4
2
34
5
NOTE:
A.PRECAST MANUFACTURER SHALL
DESIGN PARAPET FOR ±38 PSF
(ASD) WIND LOAD
NOTE:
A.PRECAST MANUFACTURER SHALL
DESIGN PARAPET FOR ±38 PSF
(ASD) WIND LOAD
203 PRECAST ROOF PANEL AT PRECAST CONCRETE WALL
NO SCALE
KEYNOTES:
1.PRECAST CONCRETE WALLS, SEE
PLAN
2.1/4"x4"x4" EMBED PLATE W/ (1) 5
8"x5"
HEADED STUD AT 32" O.C.
3.PRECAST ROOF PANEL, SEE PLAN
NOTE:
A.PRECAST MANUFACTURER SHALL
DESIGN PARAPET FOR ±38 PSF
(ASD) WIND LOAD
3
1
205 PRECAST ROOF PANEL AT PRECAST CONCRETE WALL
NO SCALE
2 3" MIN
BEARING
204 PRECAST ROOF PANEL AT PRECAST CONCRETE WALL
NO SCALE
KEYNOTES:
1.12" LONG #5 REBAR DOWEL AT 12"
O.C. DRILL AND EPOXY INTO WALL
W/ SIMPSON SET-3G EPOXY AND 6"
EMBEDMENT INTO WALL
2.PRECAST ROOF PANEL, SEE PLAN
3.PRECAST CONCRETE WALLS, SEE
PLAN
4.GROUT CELL SOLID, TYP
2
3
KEYNOTES:
1.#4 BENT DOWEL AT 48" O.C.
STAGGERED EACH DIRECTION,
DRILL AND EPOXY INTO WALL 10"
2.PRECAST ROOF PANEL, SEE PLAN
3.PRECAST CONCRETE WALLS, SEE
PLAN
4.CONT 12" x 3" KOROLATH BEARING
PAD OR EQUAL
5.36" LONG #4 BAR AT EACH BENT
DOWEL
6.GROUT IN PLACE EVERY CELL
WHERE THAT HAS A REBAR DOWEL,
BREAK OUT HOLLOWCORE AS
NEEDED TO INSERT REBAR
2
3
44
1
1
3/164
5
6
6
2
2
3/164
3/16 4
3/16 4
206 PRECAST ROOF PANEL AT PRECAST CONCRETE WALL
NO SCALE
KEYNOTES:
1.PRECAST CONCRETE WALLS, SEE
PLAN
2.CONCRETE CORBEL BY PRECAST
MANUFACTURER
3.CONT 12" x 3" KOROLATH BEARING
PAD OR EQUAL
4.PRECAST ROOF PANEL, SEE PLAN
5.1/4"x4"x4" EMBED PLATE W/ (1) 5
8"x5"
HEADED STUD AT 48" O.C.
6.12" LONG L4x4X1/4 ANGLE AT EACH
EMBED PLATE
7.CONT L5x5x3
8 ANGLE W/ 5
8"Øx6" TITEN
HD ANCHOR AT 16" O.C.
8.600S162-43 STEEL STUD JOIST AT
24" O.C.
9.12"x6" TITEN HD ANCHOR AT 4'-0"
O.C. (EVERY OTHER JOIST)
10.7
16" ROOF SHEATHING W/ #6 SELF
TAPPING SCREWS AT 6" O.C.
11. CONT 600T150-43 STEEL TRACK
12.3" LONG L3x3x14 ANGLE CLIP AT
EACH ANCHOR
6"
4" MIN
BEARING
1
2
3 4
5
NOTE:
A.PRECAST MANUFACTURER SHALL
DESIGN PARAPET FOR ±38 PSF
(ASD) WIND LOAD
5
6
3/16 4
3" MIN
BEARING
3
5
6
5
3/16 4
5
2"
7
98
10
207 PRECAST ROOF PANEL AT PRECAST CONCRETE WALL
NO SCALE
KEYNOTES:
1.PRECAST CONCRETE WALLS, SEE
PLAN
2.1/4"x4"x4" EMBED PLATE W/ (1) 5
8"x5"
HEADED STUD AT 8" O.C.
3.PRECAST ROOF PANEL, SEE PLAN
NOTE:
A.PRECAST MANUFACTURER SHALL
DESIGN PARAPET FOR ±38 PSF
(ASD) WIND LOAD
3
1
2
2
3/16 4
3/16 4
208 CONCRETE PANEL AT CONCRETE PANEL
NO SCALE
KEYNOTES:
1.PRECAST ROOF PANEL, SEE PLAN
2. #4 REBAR DOWEL AT SPACING
SPECIFIED ON THE ROOF PLAN
3. GROUT IN PLACE EVERY CELL
WHERE THAT HAS A REBAR DOWEL,
BREAK OUT HOLLOWCORE AS
NEEDED TO INSERT REBAR
3
1
2
209 PRECAST ROOF PANEL AT PRECAST CONCRETE WALL
NO SCALE
KEYNOTES:
1.1/4"x4"x4" EMBED PLATE W/ (1) 5
8"x5"
HEADED STUD AT 48" O.C.
2.PRECAST CONCRETE WALLS, SEE
PLAN
3.PRECAST ROOF PANEL, SEE PLAN
4.CONT 12" x 3" KOROLATH BEARING
PAD OR EQUAL
5.CONCRETE CORBEL BY PRECAST
MANUFACTURER
6.CONT L4x4X1/4 ANGLE
7.600S162-43 STEEL STUD JOIST AT
24" O.C.
8.12"x6" TITEN HD ANCHOR AT 4'-0"
O.C. (EVERY OTHER JOIST)
9.7
16" ROOF SHEATHING W/ #6 SELF
TAPPING SCREWS AT 6" O.C.
10.CONT 600T150-43 STEEL TRACK
11.3" LONG L3x3x14 ANGLE CLIP AT
EACH ANCHOR
4" MIN
BEARING
6"
2
3
1
5
4
NOTE:
A.PRECAST MANUFACTURER SHALL
DESIGN PARAPET FOR ±38 PSF
(ASD) WIND LOAD
1
3/164
6
2'-0"
210 PRECAST ROOF PANEL AT PRECAST CONCRETE WALL
NO SCALE
KEYNOTES:
1.PRECAST CONCRETE WALLS, SEE
PLAN
2.1/4"x4"x4" EMBED PLATE W/ (1) 5
8"x5"
HEADED STUD AT 32" O.C.
3.PRECAST ROOF PANEL, SEE PLAN
4.C6x8.2 AT 24" O.C.
5.(2) 1
2"x5" TITEN HD ANCHOR
6.7
16" ROOF SHEATHING W/ #6 SELF
TAPPING SCREWS AT 6" O.C.
7.600S162-43 STEEL STUD JOIST AT
24" O.C.
8.12"x6" TITEN HD ANCHOR AT 4'-0"
O.C. (EVERY OTHER JOIST)
9.7
16" ROOF SHEATHING W/ #6 SELF
TAPPING SCREWS AT 6" O.C.
10.CONT 600T150-43 STEEL TRACK
11.3" LONG L3x3x14 ANGLE CLIP AT
EACH ANCHOR
NOTE:
A.PRECAST MANUFACTURER SHALL
DESIGN PARAPET FOR ±38 PSF
(ASD) WIND LOAD
3
1
2
2
3/16 4
3/16 4
1
6
15"
14
"
1/8
1111
12
10"
10
"
10
"
1
8 7
9
2'-0"10 10
1/8
11
8
7
9
10
10
1/4
11
2'-0"
211 NEW STEEL AWNING AT PRECAST CONCRETE WALL
NO SCALE
4'-0" MAX
3/16 3"
3/16 3"
3/16 3"
3/16 3"
KEYNOTES:
1.PRECAST CONCRETE WALLS, SEE
PLAN
2.PL4x6x3 16 W/ (2) 12" Ø TITEN HD
ANCHORS. INSTALL PLATE
CENTERED ON SUPPORT ROD
SPACING AS INDICATED ON WALL
ELEVATIONS
3.3 16" STEEL ATTACHMENT PLATE W/
SHAPE PER ARCH.
4.1" DIAMETER SUPPORT ROD W/
THREADED ENDS FOR CLEVIS
ATTACHMENT. SPACING PER WALL
ELEVATIONS
5.ROOFING AND ATTACHMENT PER
ARCH
6.C8x11.5 STEEL JOISTS AT 24" O.C.
7.HSS12x3x14 FRAME. ANCHOR TO
WALL W/ 3 4" Ø TITEN HD ANCHORS
AT 48" O.C. MAX. PRESTRESS PANEL
STRANDS. MITER ALL CORNERS
WITH FULL PENETRATION WELD.
1
3 2
3
4
5
6
7
7
3/16
3/16
3/16
3/16
1"
EQ
EQ
4
6
PR
O
F
ES
S
I
O
N
A
L
ENGI N E E R
S
TATE
O
F
I
D
A
HO
A 9/
7
/
2
3
14
1
3
4
D
VID
B
.
P
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(
8
0
1
)
4
8
4
-
2
0
4
6
AR
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S4.0
PROJECT MANAGER: CAD OPERATOR:JOB NO.:
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
Structural Engineering
phone: 208.227.8404
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
contact@frost-structural.com
AVJHIF23-388
21
'
-
0
1 2"
149'-3"
4'-10"
1"
9'-11"
1"
9'-11"
1"
9'-11"
1"
9'-11"
1"
9'-11"
1"
9'-11"
1"
9'-11"
1"
9'-11"
1"9'-111
2"1"9'-111
2"
1'
-
0
"
TY
P
6"
TY
P
2'-0"
TYP
10"
TYP
4'-3"
TYP
2'-0"
TYP
10"
TYP
EQ EQ
2'-0"
10
1 2"
H - TUNNEL INTERIOR WALL
GRADE
100'-0"
2'
-
0
12"
TY
P
28
'
-
1
1
"
1"9'-111
2"9'-21
2"1"
19
'
-
8
1 4"
STEEL EMBED
PLATE
WP17A WP17WP18WP19WP20WP20WP20WP20WP20WP20AWP21WP22WP23
WP24WP25
19'-3"
C - TUNNEL NORTH WALL
GRADE
100'-0"
STEEL EMBED
PLATE
WP35WP36WP37WP38WP37AWP39WP40WP37WP38WP37CWP37BWP37WP37
21
'
-
0
1 2"
9'-111
2"1"9'-111
2"9'-41
4"9'-41
4"9'-41
4"9'-41
4"9'-41
4"9'-41
4"9'-41
8"9'-41
4"9'-111
2"9'-111
2"1"1"1"1"1"1"1"1"1"1"
150'-0"
9'-41
8"1"
20'-0"
16
'
-
1
0
34"
4'
-
1
34"
STEEL EMBED PLATE
NWP1 NWP1 NWP1
1"1"1"
8'-3"8'-3"8'-3"
9'
-
1
3 4"
1"1"
8'-3"8'-3"8'-3"
1"1"
NWP2 NWP2 NWP2
16
'
-
5
1 2"
2'
-
1
1
3 4"
TY
P
4"
TY
P
1'-10"
TYP
4"
TYP
3'-11"
TYP
1'-10"
TYP
4"
TYP
A - EQUIPMENT SOUTH WALL B - OFFICE SOUTH WALL
GRADE
100'-0"
BOTTOM OF DOOR AT GRADE
WP4WP3WP2WP1
WP5
WP13WP12WP11
WP10
WP8WP7 WP14WP8WP8WP9WP8AWP8WP8
19
'
-
0
12"
8'-11"
1"
8'-11"9'-11"9'-11"9'-11"7'-51
2"7'-10"7'-51
2"9'-11"9'-11"9'-11"9'-11"
1"1"1"1"1"1"1"1"1"1"
24'-0"110'-11"
3'-111
2"4'-111
2"4'-111
2"3'-111
2"
19
'
-
0
12"16
'
-
1
12"
2'
-
1
1
"
16
'
-
0
14"
3'
-
0
38"
STEEL EMBED PLATE
STEEL EMBED PLATE
2'
-
1
1
3 4"
TY
P
4"
TY
P
1'-10"
TYP
4"
TYP
3'-11"
TYP
1'-10"
TYP
4"
TYP
AWNING PER DETAIL.
LOCATE ALL ELEMENTS
ACCORDING TO THIS
DRAWING
AWNING PER DETAIL.
LOCATE ALL ELEMENTS
ACCORDING TO THIS
DRAWING
AWNING PER DETAIL.
LOCATE ALL ELEMENTS
ACCORDING TO THIS
DRAWING
6'-101
4"
1'-3"4'-9"
8'-51
4"
81
4"4'-9"
3'
-
3
"
T
Y
P
2'-33
4"
3'-9"
2'-43
4"
3'-9"
3'
-
3
"
T
Y
P
13'-21
2"17'-71
2"2'-13
8"2'-0"
3'
-
3
"
T
Y
P
4'-0"4'-0"
SCALE:
ELEVATIONS
1/8" = 1'-0"
PROJECT MANAGER: CAD OPERATOR:JOB NO.:
fax: 208.227.8405
1020 E. Lincoln Road
Idaho Falls, ID 83401
Structural Engineering
phone: 208.227.8404
This drawing is the property of FROST Structural Engineering, Inc. Legally, the drawing can NOT be copied in whole or in pieces. It is only to be used for the project and site
specifically identified hereon and is not to be used on any other project. Contractor shall carefully review all dimensions, details, and conditions and report at once any error,
inconsistency or omission discovered before construction. The contractor assumes full liability for deviations from the intent of these plans.
contact@frost-structural.com
AVJHIF23-388
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04-30-2025
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pp pp
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5104875.38
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1.5
1.8
1.8
1.7
1.0
1.0
1.1
1.3
1.5
1.8
1.8
1.6
0.7
1.2
1.4
1.5
1.6
1.8
1.8
1.6
1.1
1.5
1.6
1.5
1.6
1.6
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1.0
1.1
1.6
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1.5
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1.5
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0.6
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0.5
0.9
1.6
1.6
1.2
0.4
0.5
0.6
0.8
1.1
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0.8
0.6
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1.5
1.5
1.2
0.3
0.3
0.4
0.7
1.2
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0.8
1.0
1.6
1.5
1.2
0.2
0.2
0.3
0.7
1.3
1.6
1.6
1.1
1.0
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0.6
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0.7
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1.4
1.8
2.5
0.8
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1.4
0.1
0.1
0.1
0.2
04-30-2025
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TOILET
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CLEAN
EQUIPMENT
107
ELECTRICAL
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WASH
TUNNEL
CENTERLINE OF WASH SYSTEM
108
MAT WASH
REF.
MAT
WASH
MAT
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104
TOILET
105
CLEAN
EQUIPMENT
107
ELECTRICAL
109
WASH
TUNNEL
CENTERLINE OF WASH SYSTEM
108
MAT WASH
REF.
MAT
WASH
MAT
WASH
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5
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1
1
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2
3
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FE
101
MANAGER
102
CONTROL
103
HALL
104
TOILET
105
CLEAN
EQUIPMENT
107
ELECTRICAL
109
WASH
TUNNEL
CENTERLINE OF WASH SYSTEM
108
MAT WASH
REF.
MAT
WASH
MAT
WASH
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N
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5
6
1
1
2
2
3
3
4
4
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CC
DD
5
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