ITB 24-00-06 Hoover Trash Enclosure.pdf

524 Main Street, Suite 2, Oregon City, Oregon 97045 | 503-659-2205

PROJECT NO.

DATE:

DRAWN:

CHECKED:

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DESCRIPTION DATE:

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STRUCTURAL

GENERAL NOTES

M-0366-23

HOOVER ES

OUTDOOR EATING

SPACE

MEDFORD SCHOOL DISTRICT

2323 SISKIYOU BLVD,

MEDFORD, OR 97504

03-01-2024

PWR

MRS

P E

R M

IT

S

E T

GENERAL INFORMATION:

1. STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USED WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS. THE CONTRACTOR IS

RESPONSIBLE FOR COORDINATING THE REQUIREMENTS FROM THESE DRAWINGS INTO THEIR

SHOP DRAWINGS AND WORK. THESE GENERAL NOTES SUPPLEMENT THE PROJECT

SPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE

GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL

BE AS SHOWN FOR SIMILAR WORK.

2. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS

RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE

REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND/OR

SEQUENCES.

3. ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE

CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY SIGNIFICANT DISCREPANCIES FROM

CONDITIONS SHOWN ON THE DRAWINGS.

4. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND

METHODS. RESPONSIBILITY SHALL INCLUDE BUT NOT LIMITED TO DEMOLITION AND

CONSTRUCTION MEANS AND METHODS, TECHNIQUES, SEQUENCING, AND SAFETY REQUIRED TO

COMPLETE CONSTRUCTION.

5. UNLESS OTHERWISE NOTED, MATERIAL AND DESIGN SPECIFICATIONS CITED HEREIN SHALL BE

THOSE CONFORMING WITH THE VERSION OF THE APPLICABLE SPECIFICATIONS OR CODE MOST

RECENTLY ADOPTED BY THE PERMITTING AUTHORITY. THESE STRUCTURAL NOTES ARE TO BE

USED AS A SUPPLEMENT TO THE SPECIFICATIONS.

6. THIS STRUCTURE AND ALL OF ITS PARTS MUST BE ADEQUATELY BRACED AGAINST WIND, LATERAL EARTH AND SEISMIC FORCES UNTIL THE PERMANENT LATERAL-FORCE RESISTING SYSTEMS HAVE

BEEN CONSTRUCTED AND ALL ATTACHMENTS AND CONNECTIONS NECESSARY FOR THE

STABILITY OF THE STRUCTURE AND ITS PARTS HAVE BEEN MADE.

7. ALL FEATURES OF CONSTRUCTION NOT FULLY SHOWN SHALL BE OF THE SAME TYPE AND

CHARACTER AS SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO REVIEW BY THE ARCHITECT AND

STRUCTURAL ENGINEER OF RECORD.

8. ALL PRODUCTS AND MATERIALS USED BY THE CONTRACTOR SHALL BE APPLIED, PLACED,

ERECTED OR INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.

9. ALL KEYNOTES INDICATE NEW ITEMS TYPICALLY UNLESS NOTED OTHERWISE.

CODE REQUIREMENT:

1. CONFORM TO THE 2022 OREGON STRUCTURAL SPECIALTY CODE, BASED ON THE 2021

INTERNATIONAL BUILDING CODE (IBC). NOTE: THIS APPLIES TO ALL REFERENCES TO OSSC.

DESIGN CRITERIA:

1. DESIGN IS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE OSSC. IN ADDITION TO

THE DEAD LOADS, THE FOLLOWING LOADING AND ALLOWABLE LOAD IS USED FOR DESIGN:

A. LIVE LOADS:

SLAB ON GRADE 250 PSF

B. MINIMUM SNOW LOAD: 25 PSF

C. WIND LOAD:

BASIC WIND SPEED (3-SECOND GUST) 105 MPH

WIND EXPOSURE B

WIND IMPORTANCE FACTOR 1.0

BUILDING CATEGORY III

INTERNAL PRESSURE COEFFICIENT 0

TOPOGRAPHIC FACTOR 1.0

D. EARTHQUAKE DESIGN DATA:

RISK CATEGORY II

SS 0.609g S1 0.325g SDS 0.469g

SITE CLASS D

SEISMIC DESIGN CATEGORY D

SEISMIC IMPORTANCE FACTOR 1.0

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

PROJECT STRUCTURAL NOTES (MEDFORD, JACKSON, OR, 97504)

DIVISION 03 - CONCRETE

CONCRETE:

1. CONCRETE WORK SHALL CONFORM TO CHAPTER 19 OF THE OSSC. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28 DAY CYLINDER TESTS PER ASTM C39, AND SHALL BE AS FOLLOWS:

2. VERIFY WATER/CEMENT RATIO WITH FLOOR COVERING MANUFACTURER FOR CONCRETE FLOORS

WITH MOISTURE SENSITIVE FLOOR COVERINGS, AND VERIFY COORDINATE WITH PROJECT

SPECIFICATIONS.

3. MINIMUM CEMENT CONTENT PER CUBIC YARD SHALL BE AS FOLLOWS:

• f'c=4,000 psi: 550 lbs.

4. FLY ASH CONFORMING TO ASTM C618 (INCLUDING TABLE 2A) TYPE F, MAY BE USED TO REPLACE UP TO 20% OF THE CEMENT CONTENT, PROVIDED THAT THE MIX STRENGTH IS SUBSTANTIATED BY TEST

DATA.

5. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS, ALONG WITH TEST DATA COMPLIANT WITH OSSC SECTION 1905, A MINIMUM OF TWO WEEKS PRIOR TO PLACING CONCRETE. NO WATER MAY BE ADDED TO CONCRETE IN THE FIELD UNLESS SPECIFICALLY APPROVED IN WRITING BY THE

CONCRETE SUPPLIER IN CONJUNCTION WITH THE CONCRETE MIX DESIGN.

6. A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494, USED IN STRICT ACCORDANCE WITH

THE MANUFACTURER'S RECOMMENDATIONS, SHALL BE INCORPORATED IN CONCRETE DESIGN

MIXES. A HIGH-RANGE WATER-REDUCING (HRWR) ADMIXTURE CONFORMING TO ASTM C494, TYPE F OR G, MAY BE USED IN CONCRETE MIXES PROVIDING THAT THE SLUMP DOES NOT EXCEED 8". AN

AIR-ENTRAINING AGENT CONFORMING TO ASTM C260 SHALL BE USED IN CONCRETE MIXES FOR

EXTERIOR HORIZONTAL SURFACES EXPOSED TO WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL

BE 5% +/- 1% BY VOLUME.

CONCRETE CAST IN PLACE:

1. CONCRETE SHALL HAVE A MAXIMUM SLUMP OF 4" WITHOUT THE USE OF ADMIXTURES AS NOTED.

2. A MINIMUM OF THREE (3) CONCRETE TEST CYLINDERS SHALL BE PROVIDED FOR EACH ONE

HUNDRED (100) CU. YARDS, OR EACH DAY OF POUR, FOR EACH CONCRETE STRENGTH. CYLINDERS

SHALL BE TESTED AS FOLLOWS:

A. ONE (1) AT SEVEN (7) DAYS, AND

B. TWO (2) AT TWENTY-EIGHT (28) DAYS

3. CONCRETE CYLINDER SAMPLING AND TESTING SHALL CONFORM WITH ASTM SPECIFICATIONS.

ACCEPTANCE OF CONCRETE SHALL BE GOVERNED BY THE PROVISIONS OF ACI 318-19 "BUILDING

CODE REQUIREMENTS FOR REINFORCED CONCRETE". TWO (2) SETS OF MIX DESIGNS, WITH

COMPLETE STATISTICAL BACKUP, SHALL BE SUBMITTED FOR REVIEW.

4. CONCRETE MATERIALS, FORM WORK, MIXING, PLACING AND CURING SHALL CONFORM WITH THE

SPECIFICATIONS CONTAINED IN THE ACI "MANUAL OF CONCRETE PRACTICE".

5. AT AREAS OF DEPRESSIONS FOR SLABS AND BEAMS, PROVIDE MINIMUM THICKNESS OF DEPTH AS

FOR ADJACENT AREAS, UNLESS NOTED OTHERWISE.

6. CONCRETE SLABS SHALL BE INSTALLED WITH CONSTRUCTION JOINTS NOT SPACED FARTHER THAN 12'-6" APART AND SHALL BE DIVIDED INTO APPROXIMATELY SQUARE PANELS. PANEL DIMENSION

RATIOS SHALL NOT EXCEED 1.5:1.

7. ALL SAW CUT CONTROL JOINTS SHALL BE CUT WITHIN 4 TO 12 HOURS AFTER CONCRETE

PLACEMENT. SAW CUT SHALL BE 1.5" DEEP.

8. CONCRETE SHALL NOT BE PLACED ON FROZEN GROUND.

9. BOND NEW CONCRETE TO EXISTING CONCRETE WITH "WELD-CRETE", AS MANUFACTURED BY

LARSON PRODUCTS CORPORATION, OR APPROVED. AS A MINIMUM, EXISTING CONCRETE SURFACES

SHALL BE ROUGHENED BY CHIPPING TO A MINIMUM 1/4" AMPLITUDE TO EXPOSE COARSE

AGGREGATE. PREPARATION AND APPLICATION IS TO BE IN STRICT ACCORDANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS.

10. ALL EXPOSED CORNERS SHALL HAVE 3/4" CHAMFER, UNLESS NOTES OTHERWISE.

11. MASS CONCRETE CONSTRUCTION: AGGREGATE SIZE USED SHALL BE 1 1/2".

A. MAXIMUM SLUMP SHALL NOT EXCEED THREE INCHES (3"). MASTERBUILDER'S RHEOBILD 1000

MAY BE USED TO INCREASE WORKABILITY.

B. POZZOLANS CONSTITUTING FIFTEEN PERCENT (15%) OF THE WEIGHT OF THE PORTLAND-

POZZOLAN CEMENT MIX MAY BE ADDED TO THE MIX TO AID IN REDUCING TEMPERATURE

RISE. COOL WATER SHALL USED DURING BATCHING.

C. CURING SHALL BE DONE BY WATER FOR A MINIMUM OF FOURTEEN (14) DAYS.

D. MASS CONCRETE APPLIES TO SECTION THICKER THAN 3'-0"; FIFTY-SIX (56) DAY COMPRESSIVE

STRENGTH MAY BE USED.

DIVISION 04 - MASONRY

CONCRETE MASONRY:

1. CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C90, SAMPLED AND TESTED IN

ACCORDANCE WITH ASTM C140 WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 2,800 psi.

LINEAR SHRINKAGE FOR UNITS SHALL NOT EXCEED 0.065%. ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF f'm = 2,000 psi AS VERIFIED BY PRISM TESTS BEFORE AND DURING

CONSTRUCTION. CONCRETE MASONRY WALLS SHALL BE REINFORCED AS SHOWN ON THE PLANS

AND DETAILS AND, IF NOT SHOWN, SHALL BE AS NOTED UNDER "MASONRY REINFORCING STEEL".

MORTAR:

1. MORTAR SHALL BE TYPE S, WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 1,800 psi, AND

SHALL CONFORM TO OSSC SECTION 2103.

MASONRY GROUT:

1. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 psi AT 28 DAYS AND SHALL

CONFORM TO OSSC SECTION 2103. GROUT SHALL CONSIST OF A MIXTURE OF CEMENTITIOUS

MATERIALS AND AGGREGATE TO WHICH SUFFICIENT WATER HAS BEEN ADDED TO CAUSE THE

MIXTURE TO FLOW WITHOUT SEGREGATION OF THE CONSTITUENTS. ALL CELLS CONTAINING

VERTICAL BARS AND ALL BOND BEAMS SHALL BE FILLED WITH GROUT. FULLY GROUT WALLS WHERE

INDICATED.

3,500 0.42 N/A

EXPOSED SLABS ON GRADE OR METAL

DECK

3,000 N/A 0.50

MISC. CONCRETE, CURBS, SIDEWALKS,

ETC.

f'c (PSI) NON AIR-ENTRAINED AIR-ENTRAINED USE

ABSOLUTE WATER-CEMENT RATIO BY WEIGHT

#4 29 43 25 37 22 33 20 31

#3 22 32 19 28 17 25 16 23

CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2

BAR SIZE

3,000 psi 4,000 psi 5,000 psi 6,000 psi

TYPICAL LAP SPLICE LENGTH SCHEDULE

AS REQUIRED TO ADDRESS STRUCTURAL ISSUES X REF. NOTES 1, 3, 4

PRIOR TO FIRST CONCRETE POUR X REF. NOTES 1, 3, 4, 5

AOR SER

ITEM

OBSERVED BY (2)

COMMENTS

STRUCTURAL OBSERVATION

CONCRETE REINFORCING STEEL:

1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. FOR DEFORMED BARS AND ASTM A185 FOR SMOOTH WELDED WIRE FABRIC (WWF), UNLESS OTHERWISE NOTED. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING STEEL SHALL BE SECURELY TIED IN

PLACE WITH #16 ANNEALED IRON WIRE.

2. BARS IN SLABS SHALL BE SUPPORTED ON WELL CURED CONCRETE BLOCKS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STRANDED PRACTICE, MSP-1. REINFORCING STEEL

SHALL BE DETAINED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE, MSP-1

REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES", ACI 315. LAP ALL REINFORCING BARS PER THE TYPICAL LAP SPLICE LENGTH SCHEDULE, EXCEPT AS NOTED. MECHANICAL SPLICES NOTED ON THE PLANS SHALL BE DAYTON BAR-GRIP SPLICES OR APPROVED WITH A CURRENT ICC

APPROVAL REPORT.

NOTES:

A. DIMENSIONS ARE IN INCHES.

B. CASES 1 AND 2 ARE DEFINED AS FOLLOWS: (db = BAR DIAMETER)

a. BEAMS OR COLUMNS:

• CASE 1: COVER ≥ db AND c-c SPACING ≥ 2db

• CASE 2: COVER < db OR c-c SPACING < 2db

b. ALL OTHERS:

• CASE 1: COVER ≥ db AND c-c SPACING ≥ 3db

• CASE 2: COVER < db OR c-c SPACING < 3db

C. FOR TOP BARS, MULTIPLY LAP LENGTH ABOVE BY 1.3. TOP BARS ARE HORIZONTAL BARS

WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS.

3. REINFORCEMENT SHALL BE SECURED IN FORMS WITH TIES AND ANCHORAGE TO PREVENT

DISPLACEMENT. ALL TIE WIRE SHALL BE MIN. #16 ANNEALED STEEL.

4. ALL REINFORCING STEEL SHALL BE TIED 100% ALONG ALL PERIMETER EDGES AND 50%FIELD.

5. REINFORCING (MINIMUM UNLESS NOTED OTHERWISE ON PLANS)

A. PLACE TWO (2) NO. 4 CONTINUOUS AT BOTTOM, TOP AND AT DISCONTINUOUS ENDS OF ALL

FOUNDATIONS.

B. PLACE BARS AT CORNERS AND INTERSECTIONS FOR WALLS AND FOUNDATIONS EQUAL IN

SIZE AND NUMBER TO HORIZONTAL REINFORCING WITH LEGS THAT SATISFY THE REQUIRED

LAP SPLICE LENGTH PER SCHEDULE ABOVE.

6. ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE WITH ACI

DETAILING MANUAL 315.

A. ALL REINFORCING STEEL SHALL BE ACCURATELY AND SECURELY PLACED.

B. REINFORCING SHALL NOT BE BENT OR DISPLACED FOR THE CONVENIENCE OF OTHER

TRADES, UNLESS APPROVED BY THE STRUCTURAL ENGINEER.

C. SPLAY REINFORCING STEEL AROUND OPENINGS WITH 1" IN 10" SPLAY, UNLESS NOTED

OTHERWISE.

D. MINIMUM COVER FROM CONCRETE SURFACES TO REINFORCING STEEL SHALL BE:

• 3" TO BOTTOM OF FOOTING

• 2" TO EARTH FACE OF WALL

• 3/4" TO INSIDE FACE OF WALL

• 1 1/2" TO MAIN STEEL BEAMS AND COLUMNS

• 3/4" SLAB TO TOP AND BOTTOM SURFACES, CENTER OF SLAB ON GRADE

7. REINFORCEMENT BARS SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT, UNLESS INDICATED

ON THE CONTRACT DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.

8. REINFORCEMENT COUPLERS SHALL BE LENTON, FOX-HOWLETT OR APPROVED, CAPABLE OF

DEVELOPING ONE HUNDRED TWENTY-FIVE PERCENT (125%) OF THE SPECIFIED YIELD STRENGTH OF

THE REINFORCEMENT.

STRUCTURAL OBSERVATION:

THE STRUCTURAL ENGINEER OF RECORD (SER) WILL PERFORM STRUCTURAL OBSERVATION BASED ON THE REQUIREMENTS OF THE OSSC AT THE STAGES OF CONSTRUCTION LISTED BELOW. CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SER TO PERFORM THESE OBSERVATIONS.

FOOTNOTES:

1. CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE SER IN ADVANCE.

2. AOR - ARCHITECT OF RECORD

SER - STRUCTURAL ENGINEER OF RECORD.

3. A FIELD REPORT WILL BE SUBMITTED TO THE BUILDING DEPARTMENT FOLLOWING EACH SITE

VISIT.

4. STRUCTURAL OBSERVATION IS FOR THE GENERAL CONFORMANCE OF THE STRUCTURAL

DRAWINGS, SPECIAL INSPECTION IS STILL REQUIRED.

5. AFTER REINFORCING STEEL HAS BEEN INSTALLED.

SPECIAL INSPECTION:

1. SEE SHEETS S0.2 FOR SPECIAL INSPECTION REQUIREMENTS.

SUBMITTALS:

1. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND

CONSTRUCTION REGARDING ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING:

A. CONCRETE MIX DESIGNS, CONCRETE AND MASONRY REINFORCEMENT (INCLUDING MILL

TEST REPORTS), STRUCTURAL STEEL (INCLUDING MILL TEST REPORTS)

B. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT

AND ARE SUBJECT TO REVIEW AND ACCEPTANCE OF THE STRUCTURAL ENGINEER OF

RECORD.

DIVISION 05 - METALS

STRUCTURAL STEEL AND MISCELLANEOUS IRON:

STRUCTURAL STEEL SHALL BE:

1. DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" WITH

"COMMENTARY" AND THE "CODE OF STANDARD PRACTICE", WITH EXCEPTIONS NOTED IN

SPECIFICATIONS.

2. DRAWINGS ARE DIMENSIONED FOR LAYOUT AND NOT DIMENSIONED PER AISC STANDARDS. IT IS THE

RESPONSIBILITY OF THE GENERAL CONTRACTOR TO COORDINATE BETWEEN ALL DRAWINGS AND

DEVELOP SHOP DRAWINGS WITH DETAIL AND DIMENSIONING PER AISC.

3. ALL FABRICATION, ERECTION, IDENTIFICATION, AND PAINTING SHALL CONFORM TO AISC

SPECIFICATIONS.

4. ALL STEEL EXPOSED TO WEATHER, SOIL, MOISTURE, OR AS DENOTED ON PLANS SHALL BE HOT DIP

GALVANIZED PER ASTM A-123, OR OTHER APPROVED PROTECTIVE COATING.

5. ANCHOR BOLT SHALL CONFORM WITH ASTM A 307, GRADE A, AND SHALL BE PROVIDED WITH

STANDARD WASHERS AND NUTS. GALVANIZE EXTERIOR BOLTS. GALVANIZING SHALL BE IN

ACCORDANCE WITH ASTM A 153, CLASS C. NUTS SHALL BE OVER-TAPPED TO CLASS 2A FIT BEFORE

GALVANIZING, IN ACCORDANCE WITH ASTM A 563.

6. ERECTION AIDS (SUCH AS BOLTS, CLIPS, SHIMS, SEATS OR ANY OTHERS REQUIRED TO FACILITATE

CONSTRUCTION) ARE THE RESPONSIBILITY OF THE CONTRACTOR TO DESIGN AND PROVIDE.

ASTM A500, GRADE B (Fy = 46 KSI) HOLLOW STRUCTURAL SECTIONS (TUBES)

ASTM A36 CHANNELS, PLATES, AND ANGLES, U.N.O.

ASTM A572, GRADE 50 PLATES WHERE NOTED

STRUCTURAL STEEL

524 Main Street, Suite 2, Oregon City, Oregon 97045 | 503-659-2205

PROJECT NO.

DATE:

DRAWN:

CHECKED:

O N

E I N

C H

E Q

U A

L S

F U

L L

S C

A L E

DESCRIPTION DATE:

/1

/2

:1 :3

P

M A u to d e s k D o c s

/M

.H o o v e r E

S O u td o o r

E a ti n g S p a c e

/M

S T

R U

C T

R

.r v t

S0.2

SPECIAL

INSPECTIONS AND

TESTING

M-0366-23

HOOVER ES

OUTDOOR EATING

SPACE

MEDFORD SCHOOL DISTRICT

2323 SISKIYOU BLVD,

MEDFORD, OR 97504

03-01-2024

PWR

MRS

P E

R M

IT

S

E T

STATEMENT OF SPECIAL INSPECTION NOTES:

1. INSPECTIONS SHALL CONFORM TO SECTION 1705 OF THE 2022 OSSC, CONTRACT DOCUMENTS AND APPROVED SUBMITTALS. REFER TO SPECIAL INSPECTION AND TESTING TABLES FOR PROJECT REQUIREMENTS.

2. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED ACCREDITED INDEPENDENT AGENCY MEETING THE REQUIREMENTS OF ASTM E329 (MATERIALS). THE INSPECTION AND TESTING AGENCY SHALL FURNISH TO THE STRUCTURAL ENGINEER ARCHITECT A COPY OF THEIR SCOPE OF ACCREDITATION.

SPECIAL INSPECTORS SHALL BE APPROVED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE

QUALIFIED PER SECTION 6.1.4.1(1) OF AWS D1.1.

3. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR

FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS.

4. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, STRUCTURAL ENGINEER, ARCHITECT, CONTRACTOR, AND OWNER. THE SPECIAL INSPECTION AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE

INSPECTION REPORTS HAVE BEEN CORRECTED.

5. INSPECTION TYPES:

• CONTINUOUS : THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED

SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.

• PERIODIC : THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY

AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS

BEING PERFORMED AND AT THE COMPLETION OF THE WORK.

• OBSERVE : OBSERVE THESE FUNCTIONS ON A RANDOM, DAILY BASIS. OPERATIONS NEED NOT BE DELAYED

PENDING OBSERVATIONS.

• PERFORM : INSPECTIONS SHALL BE PERFORMED PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM.

NOTE: R=REQUIRED, NR=NOT REQUIRED (SEE NOTE 6)

DURING CONSTRUCTION, VERIFICATION

OF SLUMP FLOW AND VISIUAL STABILITY

INDEX (VSI) WHEN SELF-CONSOLIDATING

GROUT IS DELIVERED TO THE PROJECT

SITE.

R ART. 1.5 AND 1.6.3

PRIOR TO CONSTRUCTION, VERIFICATION

OF f'm AND f'ACC, EXCEPT WHERE

SPECIFICALLY EXEMPTED BY THE CODE.

R ART. 1.4 B

PRIOR TO CONSTRUCTION, VERIFICATION

OF COMPLIANCE OF SUBMITTALS.

R ART. 1.5

QUALITY

ASSURANCE

LEVEL 1

QUALITY

ASSURANCE

LEVEL 2

QUALITY

ASSURANCE

LEVEL 3

TMS 602 TABLE 3 (S-25)

MINIMUM VERIFICATION

REQUIRED FOR QUALITY ASSURANCE (a) CODE REFERENCE

REMARKS

MASONRY MINIMUM VERIFICATION REQUIREMENTS

(a) FREQUENCY REFERS TO THE FREQUENCY OF INSPECTION, WHICH MAY BE CONTINUOUS DURING THE LISTED TASK OR

PERIODICALLY DURING THE LISTED TASK, AS DEFINED IN THE TABLE.

(b) REQUIRED FOR THE FIRST 5000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY.

(c) REQUIRED AFTER THE FIRST 5000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY.

f. PREPARATION, CONSTRUCTION, AND

PROTECTION OF MASONRY DURING COLD

WEATHER (TEMPERATURE BELOW 40°F

(4.4°C)) OR HOT WEATHER (TEMPERATURE

ABOVE 90°F (32.2°C))

P --

ART. 1.8 C

& 1.8 D

d. TYPE, SIZE, AND LOCATION OF

ANCHORS, INCLUDING OTHER DETAILS OF

ANCHORAGE OF MASONRY TO

STRUCTURAL MEMBERS, FRAMES, OR

OTHER CONSTRUCTION

P SEC. 1.2.1 (e), 6.2.1, & 6.3.1

c. SIZE AND LOCATION OF STRUCTURAL

MEMBERS

P -- ART. 3.3 F

b. PLACEMENT OF MASONRY UNITS AND

MORTAR JOINT CONSTRUCTION

P -- ART. 3.3 B

a. MATERIALS AND PROCEDURES WITH

THE APPROVED SUBMITTALS.

P -- ART 1.5

3. VERIFY COMPLIANCE OF THE FOLLOWING DURING CONSTRUCTION.

d. PROPORTIONS OF SITE-PRERPARED

GROUT AND PRESTRESSING GROUT FOR

BONDED TENDONS

P --

ART. 3.6 B

& 2.4 G.1.b

c. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND ANCHOR BOLTS.

P

SEC. 6.1, 6.3.1,

6.3.6, & 6.3.7

ART. 3.2 E

& 3.4

a. GROUT SPACE. P --

ART. 3.2 D

& 3.2 F

2. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

C. GRADE, TYPE AND SIZE OF

REINFORCEMENT, CONNECTORS, ANCHOR

BOLTS, AND PRESTRESSING TENDONS

AND ANCHORAGES

P

ART. 3.4

& ART. 3.6 A

A. PROPORTIONS OF SITE-PREPARED

MORTAR.

P

ART. 2.1, 2.6 A

& 2.6 C

1. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

QUALITY

ASSURANCE

LEVEL 1

QUALITY

ASSURANCE

LEVEL 2

QUALITY

ASSURANCE

LEVEL 3

TMS 402-16

TMS 602-16

TABLE 4 (S-26)

MINIMUM VERIFICATION

FREQUNCY CODE REFERENCE REMARKS

MASONRY MINIMUM SPECIAL INSPECTION REQUIREMENTS

S1.1

' - 1

12' - 8"

4' - 0"

S1.1

H S S8x4x3/16

H S S6x4x3/16

4" CONCRETE SLAB w/ #4 BAR 16" o.c. E.W.

SLOPE PER CIVIL

8" TURNDOWN EDGE

w/ #4 CONT. BAR @ 12" o.c.

S1.1

S1.1

TYP.

SPLIT EXPOSED SIDE

A-CAPB-CAP

A-CAP B-CAP

GENERAL NOTES FOR CAPPING:

1. CAPS SHALL BE ADHERED TO WALL

USING APPROVED CONCRETE

ADHESIVE.

2. CAPS MAY BE PLACED WITH A 1/2"

TO 1" OVERHANG OF TOP COURSE.

3. WHEN SPLITTING CAP UNIT FOR

WALL END, DO NOT USE A CAP

SECTION LESS THAN 6" WIDE.

4. DO NOT OVERHANG CAP AT END

OF COURSE MORE THAN 1".

5. FOR STRAIGHT WALLS, ALTERNATE

A-CAP AND B-CAP.

3/4" OVERHANG

SPLIT ENDS OF

BOTH CAP UNITS

USE SPLIT HALF UNIT TO FINISH

STEP IN TOP OF WALL

B-CAP

A-CAP

8"x16" CMU

PAINT PER ARCH.

C L

R

#4 CONT. @ 6" o.c.

EXTEND VERTS. INTO

FOOTING w/ STD. 90° HOOK

#4 VERT. BARS @ 16" o.c.

TYP. w/ 24" MIN. LAP

CENTERED IN WALL

BOND BEAM @ 24" o.c. w/

#4 CONT. TOP AND

BOTTOM OF WALL

CMU CAP BLOCK PER

DETAILS 5 & 6 ON THIS SHEET

ALL CONCRETE TO BE PLACED

OVER 6" MINIMUM LAYER OF 3/4"

MINUS COMPACTED CRUSHED

ROCK OVER COMPACTED

STRUCTURAL FILL AS REQUIRED

OVER FIRM UNDISTURBED NON-

ORGANIC NATIVE MATERIAL

M

IN

L A

P T

Y P

12" MIN. FROST DEPTH

FROM LOWEST

ADJACENT GRADE

G.C. TO EXCAVATE

UNSUITABLE SOILS DOWN

TO DENSE SAND OR

WEATHERED SANDSTONE

APPROX. 2.5 FT TO 4.75 FT

HARDSCAPE PER CIVIL

3' - 0"

15' - 10"

FINISH GRADE IN

FRONT OF TRASH

ENCLOSURE PER PLAN

4" 12' - 3" 4"

6' - 1 1/2" 6' - 1 1/2"

VERIFY PRIOR TO

CONSTRUCTION

VERIFY PRIOR TO

CONSTRUCTION

ALL CONCRETE TO BE PLACED OVER 6" MINIMUM

LAYER OF 3/4" MINUS COMPACTED CRUSHED

ROCK OVER COMPACTED STRUCTURAL FILL AS

REQUIRED OVER FIRM UNDISTURBED NON-

ORGANIC NATIVE MATERIAL

SLIDE BOLT WITH SLEEVE

EMBEDDED IN CONCRETE

(CLOSED POSITION)

HSS6x4x3/16

HSS1 1/2x1 1/2x3/16

TYP.

INSTALL STEEL SIDING OVER

GATE PER ARCH.

HSS8x4x3/16

1/4

1/4

TYP.

3/4"⌀ J-BOLTS w/

3" EMBEDMENT

@ 24" o.c. w/ HOOKS

ONTO HORIZONTAL

STEEL BOND BEAMS

SHOP APPLIED PAINT PER ARCH.

CONTRACTOR TO COORDINATE

HEAVY DUTY GATE HINGE TYP.

3/4" x 5" J-BOLTS @ 24" o.c. w/

HOOKS ONTO HORIZONTAL

STEEL OF BOND BEAMS TYP.

G.C. TO EXCAVATE UNSUITABLE

SOILS DOWN TO DENSE SAND

OR WEATHERED SANDSTONE

APPROX. 2.5 FT TO 4.75 FT

HARDSCAPE PER CIVIL

SLAB PER PLAN

ALL CONCRETE TO BE PLACED

OVER 6" MINIMUM LAYER OF 3/4"

MINUS COMPACTED CRUSHED

ROCK OVER COMPACTED

STRUCTURAL FILL AS REQUIRED

OVER FIRM UNDISTURBED NON-

ORGANIC NATIVE MATERIAL

G.C. TO EXCAVATE

UNSUITABLE SOILS DOWN

TO DENSE SAND OR

WEATHERED SANDSTONE

APPROX. 2.5 FT TO 4.75 FT

HARDSCAPE PER CIVIL

18" MIN. FROST DEPTH

FROM LOWEST

ADJACENT GRADE

LAP SLAB REINF. INTO FOOTING

FOOTING PER PLAN

524 Main Street, Suite 2, Oregon City, Oregon 97045 | 503-659-2205

PROJECT NO.

DATE:

DRAWN:

CHECKED:

O N

E I N

C H

E Q

U A

L S

F U

L L

S C

A L E

DESCRIPTION DATE:

/1

/2

:1 :3

P

M A u to d e s k D o c s

/M

.H o o v e r E

S O u td o o r

E a ti n g S p a c e

/M

S T

R U

C T

R

.r v t

S1.1

TRASH

ENCLOSURE

DETAILS

M-0366-23

HOOVER ES

OUTDOOR EATING

SPACE

MEDFORD SCHOOL DISTRICT

2323 SISKIYOU BLVD,

MEDFORD, OR 97504

03-01-2024

PWR

MRS

P E

R M

IT

S

E T

N

S1.1 1/4" = 1'-0"

FOUNDATION PLAN1

S1.1 N.T.S.

CAPPING DETAIL - PROFILE5

S1.1 N.T.S.

CAPPING DETAIL - ISOMETRIC6

S1.1 3/8" = 1'-0"

TRASH ENCLOSURE TYPICAL SECTION3

S1.1 1/4" = 1'-0"

TRASH ENCLOSURE SECTION4

S1.1 3/8" = 1'-0"

TRASH ENCLOSURE FRONT ELEVATION2

S1.1 3/4" = 1'-0"

TURNDOWN SLAB EDGE DETAIL7