Drawings.pdf

FLOOR LIVE LOADS:

SLAB ON GRADE 150 PSF (NO REDUCTION)

ROOF LIVE LOADS:

NA

ROOF SNOW LOADS: (SECTION 1603.1.3 OF THE CODE):

NA

RAIN LOADS:

NA

WIND DESIGN DATA:

WIND LOADS ARE IN ACCORDANCE WITH SECTION 1609 OF THE CODE.

RISK CATEGORY:

BASIC WIND SPEED: V = 115 MPH (3-SECOND GUST)

WIND EXPOSURE:

INTERNAL PRESSURE COEFFICIENT: GCpi = ± 0.18

EARTHQUAKE DESIGN DATA:

DESIGN CRITERIA:

COMPONENTS & CLADDING WIND PRESSURES (PSF)

LOCATION

ROOF

WALLS

PARAPETS

ZONE 1

COMPONENT TRIBUTARY AREA (SQ FT)

10 100 500

ZONE 2

ZONE 3

ZONE 4

ZONE 5

ZONE 4

ZONE 5

SITE AND OCCUPANCY PARAMETERS

RISK CATEGORY

DESIGN SPECTRAL RESPONSE ACCELERATION

PARAMETERS

SEISMIC IMPORTANCE FACTOR

II

Ie = 1.0

SS = 0.880

S1 = 0.240

MAPPED SPECTRAL RESPONSE ACCELERATION

PARAMETERS

SDS = 0.740

SD1 = 0.430

SITE CLASS

EXISTING STRUCTURE - BUILDING PARAMETERS

EXISTING SEISMIC FORCE RESISTING SYSTEM

D-DEFAULT

SEISMIC DESIGN CATEGORY D

15.1/-24.1

15.1/-42

15.1/-63.1

26.4/-28.6

26.4/-35.2

68.4/-54.9

88.5/-61.6

10.8/-21.9

10.8/-30.9

10.8/-48.6

22.4/-24.7

22.4/-27.3

53.2/-47.1

71/-49.7

19.6/-21.9

19.6/-21.9

-41.5

-41.5

LIGHT-FRAME (WOOD) WALLS

WOOD W/ STRUCTURAL PANELS

STRUCTURAL DRAWINGS:

1. STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USED WITH OTHER DRAWINGS, SPECIFICATIONS, AND DOCUMENTS ENUMERATED IN THE OWNER/CONTRACTOR AGREEMENT.

2. REVIEW AND COORDINATE THE REQUIREMENTS OF THE DRAWINGS AND SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCY IDENTIFIED SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT SO THAT A CLARIFICATION CAN BE ISSUED. ANY WORK PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS

SHALL BE CORRECTED BY THE CONTRACTOR AT THEIR OWN EXPENSE.

3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.

WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

CODE REQUIREMENTS AND REFERENCED STANDARDS:

1. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODES:

2018 INTERNATIONAL BUILDING CODE (IBC) AND LATEST REVISIONS REFERRED TO HERE AS “THE CODE”, AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK AND THOSE CODES &

STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS.

2. ASTM SPECIFICATIONS AND REFERENCED STANDARDS ON THE DRAWINGS SHALL BE THE VERSION REFERENCED IN

CHAPTER 35 OF THE CODE OR AS REFERENCED IN THE APPLICABLE DESIGN STANDARD.

EXISTING CONDITIONS:

1. VERIFY EXISTING CONDITIONS, DIMENSIONS, AND ELEVATIONS PRIOR TO STARTING CONSTRUCTION. NOTIFY THE

ARCHITECT OF ANY DISCREPANCIES OR INCONSISTENCIES.

2. INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES, SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, NOTIFY THE ARCHITECT IMMEDIATELY.

TEMPORARY CONDITIONS:

1. THE CONTRACT DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION, INCLUDING BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER DO NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.

2. THE CONTRACT STRUCTURAL DRAWINGS SHOW THE BUILDING IN ITS FINAL INTENDED POSITION. MAKE PROVISIONS IN THE CONSTRUCTION SEQUENCING OF THE BUILDING TO TAKE INTO ACCOUNTS SHRINKAGE, CREEP, SHORTENING, THERMAL EXPANSION, ETC.

3. SPREAD OUT CONSTRUCTION MATERIALS IF PLACED ON FRAMED ROOF OR FLOOR. LOAD SHALL NOT EXCEED THE

DESIGN LIVE LOAD PER SQUARE FOOT.

OTHER DRAWINGS:

1. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

A. SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS, EXCEPT AS NOTED

B. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON-BEARING PARTITIONS UNLESS NOTED AND/OR

DETAILED ON THE STRUCTURAL DRAWINGS

C. SIZE AND LOCATION OF ALL CONCRETE CURBS, EQUIPMENT PADS, PITS, FLOOR DRAINS, SLOPES, DEPRESSED

AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, ETC

D. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS EXCEPT AS SHOWN

E. FLOOR AND ROOF FINISHES

F. MISCELLANEOUS DRAINAGE AND WATERPROOFING

G. ALL FIREPROOFING REQUIREMENTS INCLUDING FIREPROOFING OF STRUCTURAL STEEL

H. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS

2. SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING:

A. PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL AND SLAB OPENINGS, ETC., EXCEPT AS SHOWN OR NOTED.

B. ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS AND SLABS.

C. CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL OR PLUMBING FIXTURES.

D. SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES, ANCHOR BOLTS FOR MOTOR MOUNTS.

GENERAL:

STRUCTURAL OBSERVATIONS:

1. KPFF WILL PERFORM STRUCTURAL OBSERVATION BASED ON THE REQUIREMENTS OF CHAPTER 17 OF THE CODE AT THE STAGES OF CONSTRUCTION LISTED BELOW. CONTRACTOR SHALL NOTIFY ARCHITECT AND PROVIDE ACCESS

FOR KPFF TO PERFORM THESE OBSERVATIONS.

2. KPFF WILL ISSUE AN OBSERVATION REPORT TO ARCHITECT FOR DISTRIBUTION TO THE OWNER AND CONTRACTOR.

OBSERVATION REPORT WILL IDENTIFY WORK OBSERVED AND ANY WORK NOT IN CONFORMANCE WITH CONTRACT

DOCUMENTS.

3. STRUCTURAL OBSERVATION IS TO VERIFY GENERAL CONFORMANCE WITH THE STRUCTURAL DRAWINGS.

STRUCTURAL OBSERVATIONS DO NOT REPLACE THE NEED FOR SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17

OF THE CODE.

TESTING, INSPECTIONS, AND OBSERVATIONS

SPECIAL INSPECTION AND TESTING:

1. SPECIAL INSPECTION WILL BE PROVIDED BY A THIRD-PARTY TESTING AGENCY, RETAINED BY THE OWNER TO

VERIFY COMPLIANCE WITH ITEMS SUMMERIZED IN THE STATEMENT OF SPECIAL INSPECTION.

2. CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SPECIAL INSPECTOR TO PERFORM

THESE INSPECTIONS.

STRUCTURAL OBSERVATIONS

ITEM

A. FOUNDATIONS

TIMING/FREQUENCY OF OBSERVATION

PRIOR TO FIRST CONCRETE PLACEMENT, AFTER REINFORCING IS

INSTALLED AND TIED.

GEOTECHNICAL DESIGN CRITERIA:

1. SPREAD OR CONTINUOUS FOOTINGS:

FOUNDATION REQUIREMENTS:

1. STRUCTURAL FILL: COMPACT ALL SOIL BELOW FOUNDATIONS AND SLABS-ON-GRADE TO MINIMUM 95% OF OPTIMUM

DRY DENSITY PER ASTM D1557.

2. FROST PROTECTION: AT EXTERIOR FOOTINGS, PROVIDE MINIMUM FROST DEPTH INDICATED IN SCHEDULE FROM LOWEST ADJACENT GRADE TO BOTTOM OF FOOTING. VERIFY THAT FOOTING ELEVATIONS AND FINAL GRADES INDICATED WILL PROVIDED THIS MINIMUM DEPTH. NOTIFY ARCHITECT OF ANY LOCATIONS THAT MAY NOT ACHIEVE

THIS MINIMUM FROST DEPTH.

3. PROVIDE DE-WATERING OF EXCAVATIONS FROM SURFACE WATER, GROUND WATER AND/OR SEEPAGE.

4. EXCAVATION FOR FOOTINGS SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACING

CONCRETE AND REINFORCING.

5. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH. BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL

ATTACHING FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL DESIGN STRENGTH.

6. REMOVE ALL ABANDONED FOOTINGS, UTILITIES, ETC. NEW FOOTINGS MUST EXTEND INTO UNDISTURBED SOILS.

FOUNDATION:

ANTICIPATED

BEARING

MATERIAL

ALLOWABLE

BEARING

CAPACITY

ALLOWABLE LATERAL

RESISTANCE

PASSIVE

RESISTANCE

COEFFICIENT

OF FRICTION

SUBGRADE

MODULUS

MINIMUM

FROST

DEPTH

1500 PSF 36 IN - - -IBC CODE MINIMUM

GENERAL:

1. COMPLY WITH THE PROVISIONS OF ACI 301 AND ACI 117, EXCEPT AS MODIFIED BY THESE CONTRACT DOCUMENTS.

2. MANUFACTURER QUALIFICATIONS: CERTIFIED ACCORDING TO NRMCA's "CERTIFICATION OF READY MIXED

CONCRETE PRODUCTION FACILITIES.

3. QUALIFICATIONS:

A. INSTALLER QUALIFICATIONS: ACI-CERTIFIED CONCRETE FLATWORK TECHNICIAN

B. MANUFACTURER QUALIFICATIONS: CERTIFIED ACCORDING TO NRMCA'S "CERTIFICATION OF READY MIXED

CONCRETE PRODUCTION FACILITIES"

4. SUBMITTALS:

A. DESIGN MIXTURES FOR EACH CONCRETE MIXTURE. INCLUDE THE FOLLOWING WITH EACH MIX DESIGN:

• INTENDED LOCATION OR USE OF THE MIX DESIGN

• SUPPORTING STRENTH TEST DATA

• STATISTICAL ANALYSIS, DEMONSTRATING COMPLIANCE WITH ACI 301

• WATER/CEMENT RATIO

• SLUMP. WHEN HIGH RANGE WATER REDUCING ADMIXTURES ARE USED, INDICATE SLUMP BEFORE AND

AFTER ADDITION OF ADMXTURE.

• GRADATION OF FINE AND COURSE AGGREGATE

• AIR CONTENT OF FRESHLY MIXED CONCRETE

• MATERIAL CERTIFICATES FOR CEMENTITIOUS MATERIALS AND ADMIXTURES

• AMOUNTS OF MIXING WATER TO BE WITHHELD FOR LATER ADDITION AT PROJECT SITE

B. CONSTRUCTION JOINT LAYOUT

EXECUTION:

1. CONFORM TO ASTM C94 FOR CONCRETE MIXING OPERATIONS.

2. CONFORM TO ACI 306.1 FOR COLD-WEATHER PLACEMENT AND ACI 301 FOR HOT-WEATHER PLACEMENT.

3. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT

TEMPERATURES. CURE CONCRETE ACCORDING TO ACI 308.1.

4. COMPLY WITH ACI 318 AND ACI 301 FOR DESIGN, INSTALLATION, AND REMOVAL OF SHORING AND RESHORING.

5. PLACE AND SECURE ANCHORAGE DEVICES AND OTHER EMBEDDED ITEMS REQUIRED FOR ADJOINING WORK THAT IS ATTACHED TO OR SUPPORTED BY CAST-IN-PLACE CONCRETE. USE SETTING DRAWINGS, TEMPLATES, ETC.

REQUIRED TO POSITION AND SECURE EMBEDDED ITEMS PRIOR TO CONCRETE PLACEMENT.

A. INSTALL ANCHOR RODS TO ELEVATIONS REQUIRED AND COMPLYING WITH TOLERANCES IN SECTION 7.5 OF

AISC 303.

6. INSTALL CONSTRUCTION JOINTS SO STRENGTH AND APPEARANCE OF CONCRETE ARE NOT IMPAIRED, AT

LOCATIONS INDICATED OR AS APPROVED BY THE ARCHITECT.

7. OPENINGS, POCKETS, ETC., LARGER THAN 6" SHALL NOT BE PLACED IN CONCRETE SLABS, DECKS, OR WALLS UNLESS SPECIALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE ARCHITECT WHEN DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC., LARGER THAN 6" NOT SHOWN ON THE STRUCTURAL DRAWINGS.

8. PIPES AND CONDUITS EMBEDDED IN CONCRETE:

A. PIPES LARGER THAN 1-1/2" DIAMETER SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE

SPECIFICALLY APPROVED BY ARCHITECT.

B. PIPES SHALL NOT DISPLACE OR INTERRUPT REINFORCING BARS.

C. DO NOT STACK CONDUITS. SPACE EMBEDDED PIPES AND CONDUITS AT A MINIMUM OF AT A MINIMUM OF 3 DIAMETERS CLEAR FROM OTHER EMBEDDED PIPES/CONDUITS AND 1 1/2" CLEAR FROM REINFORCING BARS.

D. NO CONDUITS SHALL BE PLACED IN CONCRETE FILL OVER METAL DECK.

9. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. DO NOT CUT REINFORCING WHICH MAY CONFLICT. CORING IN CONCRETE IS NOT PERMITTED WITHOUT ARCHITECT REVIEW AND

APPROVAL.

10. SCREED CONCRETE FILL OVER STEEL DECK TO A CONSTANT THICKNESS AS SPECIFIED IN THE DECKING

SCHEDULE. DO NOT EXCEED THE SPECIFIED DECK THICKNESS BY MORE THAN 1/2".

11. PROVIDE 3/4" CHAMFER AT EXTERIOR CONCRETE CORNERS AND EDGES OF PERMANENTLY EXPOSED CONCRETE

UNLESS NOTED OTHERWISE.

12. ALL CONCRETE SURFACES AGAINST WHICH NEW CONCRETE IS TO BE PLACED SHALL BE CLEANED AND

ROUGHENED TO 1/4" AMPLITUDE.

13. FIELD QUALITY CONTROL:

A. THE OWNER WILL RETAIN A SPECIAL INSPECTOR AND QUALIFIED TESTING AGENCY TO PERFORM SPECIAL

INSPECTIONS AND TESTS AS IDENTIFIED IN THE STATEMENT OF SPECIAL INSPECTION.

PRODUCTS:

1. OBTAIN EACH TYPE OR CLASS OF CEMENTITIONS MATERIAL OF THE SAME BRAND FROM THE SAME MANUFACTURER'S PLANT, OBTAIN AGGREGATE FROM A SINGLE SOURCE, AND OBTAIN ADMIXTURES FROM A SINGLE

MANUFACTURER.

2. PORTLAND CEMENT: ASTM C-150, TYPE I/II

3. NORMAL WEIGHT AGGREGATE: ASTM C33

4. LIGHT WEIGHT AGGREGATE: ASTM C330.

5. FLY ASH: ASTM C618, CLASS F

6. ADMIXTURES:

A. AIR ENTRAINMENT: ASTM C260

B. CHEMICAL ADMIXTURES: ASTM C494

C. PLASTICIZING ADMIXTURES: ASTM C1017

7. CONCRETE MIXTURES: PREPARE DESIGN MIXTURES FOR EACH TYPE AND STRENGTH OF CONCRETE, PROPORTIONED ON THE BASIS OF LABRATORY TRIAL MIXTURES OR FIELD TEST DATA OR BOTH, ACCORDING TO ACI 301.

A. PROVIDE CONCRETE MIXTURES THAT MEET THE DURABILITY REQUIREMENTS OF ACI 318, CHAPTER 19, BASED

ON EXPOSURE CATEGORIES INDICATED IN TABLE BELOW.

B. CEMENTITIOUS MATERIAL CONTENT: IN ADDITION TO W/C RATIO INDICATED IN TABLE, PROVIDE CONCRETE WITH MINIMUM CEMENTITIONS MATERIAL CONTENT AS INDICATED IN ACI 301, TABLE 4.2.2.1 FOR SLABS/FLOORS.

A. LIMIT WEIGHT OF CEMENTITIONS MATERIALS OTHER THAN PORTLAND CEMENT TO THOSE INDICATED IN ACI 301.

B. USE WATER-REDUCING ADMIXTURES AS REQUIRED FOR PLACEMENT AND WORKABILITY.

C. SLUMP: 4" ± 1"

a. WATER REDUCING OR PLASTIZING ADMIXTURES ARE PERMITTED TO INCREASE THE SLUMP TO A MAXIMUM OF 8 INCHES FOR CONCRETE WITH VERIFIED SLUMP OF 2 TO 4 INCHES PRIOR TO ADDING ADMIXTURES.

D. LIMIT WATER-SOLUBLE, CHLORIDE-ION CONTENT IN HARDENED CONCRETE TO 0.06 PERCENT BY WEIGHT OF

CEMENT.

CONCRETE MIXTURES

LOCATIONS IN STRUCTURE DESIGN

STRENGTH

MAX UNIT

WEIGHT

MAX W/C

RATIO

FOOTINGS AND FOUNDATION WALLS 4,500 PSI 145 PCF 0.45

SLAB ON GRADE 4,500 PSI 145 PCF 0.45

EXPOSURE

CATEGORIES

F2, S0, W0, C0

CAST-IN-PLACE CONCRETE:

F2, S0, W0, C0

GENERAL:

1. COMPLY WITH THE REQUIREMENTS IN CHAPTER 23 OF THE CODE AND AF&PA'S WCD 1, "DETAILS FOR

CONVENTIONAL WOOD FRAME CONSTRUCTION," UNLESS OTHERWISE INDICATED

2. SUBMITTALS:

A. MATERIAL CERTIFICATES: FOR DIMENSION LUMBER SPECIFIED TO COMPLY WITH MINIMUM ALLOWABLE UNIT STRESSES. INDICATE SPECIES AND GRADE SELECTED FOR EACH USE AND DESIGN VALUES APPROVED BY THE

ALSC BOARD OF REVIEW.

B. EVALUATION REPORTS: FOR ENGINEERED WOOD PRODUCTS AND POST-INSTALLED ANCHORS

ROUGH CARPENTRY:

PRODUCTS:

1. GENERAL LUMBER:

A. DOC PS 20 AND APPLICABLE RULES CONFORMING TO THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB)

OR WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) GRADING RULES.

B. FACTORY MARK EACH PIECE OF LUMBER WITH GRADE STAMP OF GRADING AGENCY.

2. DIMENSIONAL LUMBER FRAMING:

A. SPECIES, GRADE, AND MOISTURE CONTENT NOTED BELOW:

3. FINISH: S4S U.N.O.

4. WOOD-PRESERVATIVE-TREATED LUMBER:

A. PRESERVATIVE TREATMENT BY PRESSURE PROCESS: AWPA U1 AS FOLLOWS:

a. CATEGORY UC2 FOR INTERIOR CONSTRUCTION NOT IN CONTACT WITH GROUND

b. CATEGORY UC3B FOR EXTERIOR CONSTRUCTION NOT IN CONTACT WITH GROUND

c. CATEGORY UC4A FOR ITEMS IN CONTACT WITH GROUND

B. PROVIDE PRESERVATIVE-TREATED LUMBER WHERE INDICATED AND IN THE FOLLOWING LOCATIONS:

a. LUMBER IN DIRECT CONTACT WITH CONCRETE OR MASONRY

b. EXPOSED TO WEATHER

c. WITHIN 8 INCHES OF EARTH

d. LESS THAN 18 INCHES ABOVE THE GROND IN CRAWLSPACES OR UNEXCAVATED AREAS

C. KILN-DRY LUMBER AFTER TREATMENT TO A MAXIMUM MOISTURE CONTENT OF 19 PERCENT. DO NOT USE MATERIAL THAT IS WARPED OR THAT DOES NOT COMPLY WITH REQUIREMENTS FOR UNTREATED MATERIAL.

5. FASTENERS:

A. WHERE ROUGH CARPENTRY IS EXPOSED TO WEATHER, IN GROUND CONTACT, PRESERVATIVE TREATED, FIRE RETARDANT TREATED, OR IN AREA OF HIGH RELATIVE HUMIDITY, PROVIDE FASTENERS WITH HOT-DIP ZINC

COATING COMPLYING WITH ASTM A 153.

B. NAILS: ASTM F1667, COMMON TYPE.

6. WOOD CONNECTORS:

A. PROVIDED BASIS OF DESIGN HANGERS, STRAPS, TIES, HOLD DOWNS, ETC, AS INDICATED ON THE DRAWINGS.

B. WHERE CONNECTORS ARE IN EXPOSED, EXTERIOR APPLICATIONS OR IN CONTACT WITH PRESERVATIVE

TREATED LUMBER, PROVIDE HOT-DIP GALVANIZED OR STAINLESS STEEL CONNECTORS.

DIMENSIONAL LUMBER

USE SPECIES GRADE MOISTURE

CONTENT

LUMBER 2" TO 4" THICK x 5" OR WIDER

(JOISTS/RAFTERS)

DOUGLAS

FIR-LARCH

#2 & BETTER KD (15%)

LUMBER 2" TO 3" THICK x 4" TO 6" WIDE

(STUDS)

DOUGLAS

FIR-LARCH

#2 & BETTER KD (15%)

LUMBER 5x5 AND GREATER (BEAMS) DOUGLAS

FIR-LARCH

#1 S-DRY (19%)

LUMBER 5x5 AND GREATER (POSTS) DOUGLAS

FIR-LARCH

#1 S-DRY (19%)

EXECUTION:

1. SECURELY ATTACH ROUGH CARPENTRY WORK TO SUBSTRATE BY ANCHORING AND FASTENING AS INDICATED, COMPLYING WITH TABLE 2304.10.1, "FASTENING SCHEDULE," OF THE CODE AND THE THE ICC-ES REPORT FOR THE

FASTENER.

2. INSTALL WOOD CONNECTORS PER MANUFACTURER'S INSTRUCTIONS AND THE ICC-ES REPORT.

3. ALL LUMBER IN 2 HOUR FIRE RATED WALLS AND 3 HOUR FIRE SEPARATION WALLS SHALL USE FIRE RETARDANT TREATED WOOD PER CODE SECTION 2303.2. SEE ARCHITECTURAL DRAWINGS FOR FIRE RATED WALL LOCATIONS

AND DETAILS.

4. WHERE POSTS OR MULTIPLE STUDS UNDER BEAMS OR HEADERS ARE CALLED FOR ON DRAWINGS THOSE POSTS

OR MULTIPLE STUDS SHALL BE CARRIED TO THE FOUNDATLON/PODIUM LEVEL U.N.O.

5. JOIST BLOCKING AND BRIDGING:

A. PROVIDE FULL DEPTH SOLID BLOCKING BETWEEN JOISTS OVER SUPPORT AND BELOW PARTITION WALLS.

B. PROVIDE FULL DEPTH BRIDGING AT 8'-0" O.C. MAX, NOT MORE THAN 8'-0" FROM SUPPORT.

6. PROVIDE DOUBLE JOISTS UNDER NON-BEARING WALLS RUNNING PARALLEL TO JOISTS.

7. PROVIDE REQUIRED FIRE STOPPING, BACKING FOR INTERIOR FINISHES, NONBEARING WALLS, AND OTHER NON-

STRUCTURAL FRAMING THAT ARE NOT SHOWN ON STRUCTURAL DRAWINGS.

GENERAL:

1. SHEATHING MATERIAL: STAMPED WITH APA TRADEMARK

2. SUBMITTALS

A. PRODUCT DATA FOR SHEATHING. INCLUDE DATA FOR WOOD-PRESERVATIVE AND FIRE RETARDING TREATMENT

WHERE APPLICABLE

SHEATHING:

PRODUCTS:

1. APA RATED SHEATHING

A. PLYWOOD SHEATHING: EITHER DOC PS1 OR DOC PS2, EXTERIOR SHEATHING WITH SPAN RATING AND

THICKNESS AS INDICATED BELOW

B. ORIENTED STRAND BOARD (OSB) SHEATHING: DOC PS2, EXPOSURE SHEATHING WITH SPAN RATING AND

THICKNESS INDICATED BELOW

SHEATHING SCHEDULE

ELEMENT EDGE

CONFIGURATION

SPAN

RATING

NOMINAL

THICKNESS

EXECUTION:

1. ROOF SHEATHING: INSTALL WITH FACE GRAIN OR STRENGTH AXIS PERPENDICULAR TO SUPPORTS. STAGGER END

JOINTS. NAIL SHEATHING TO FRAMING AS INDICATED

2. FLOOR SHEATHING: INSTALL WITH FACE GRAIN OR STRENGTH AXIS PERPENDICULAR TO SUPPORTS. STAGGER

END JOINTS. GLUE AND NAIL SHEATHING TO FRAMING AS INDICATED

3. WALL SHEATHING: INSTALL SHEATHING PER SHEAR WALL SCHEDULE. NAIL SHEATHING TO WALL FRAMING AS

INDICATED.

4. NAILING PATERN

A. 10d AT 6" OC AT ALL SUPPORTED EDGES AND OVER SHEAR WALLS AND 10d AT 12" o.c. AT ALL INTERMEDIATE

SUPPORTS, UNO SEE PLANS.

WALL SHEATHING SQUARE 16/0 15/32"

GENERAL:

1. DETAIL, FABRICATE, AND INSTALL REINFORCING IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 301, ACI 117, AND THE "CRSI MANUAL OF STANDARD PRACTICE."

2. WELDER QUALIFICATIONS: QUALIFY PROCEDURES AND PEROSONNEL ACCORDING TO AWS D1.4

3. SUBMITTALS:

A. REINFORCEMENT SHOP DRAWINGS

B. MATERIAL CERTIFICATES FOR REINFORCING STEEL

REINFORCING STEEL:

PRODUCTS:

1. REINFORCING STEEL: EPOXY COATED ASTM A775, GRADE 60, DEFORMED

EXECUTION:

1. DELIVER, STORE, AND HANDLE STEEL REINFORCEMENT TO PREVENT BENDING AND DAMAGE.

2. CLEAN REINFORCEMENT OF LOOSE RUST AND MILL SCALE, EARTH, ICE, GREASE, AND OTHER FOREIGN MATERIAL

THAT REDUCE BOND TO CONCRETE.

3. ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT AGAINST DISPLACEMENT. LOCATE AND SUPPORT REINFORCEMENT WITH BAR SUPPORTS TO MAINTAIN MINIMUM CONCRETE COVER. DO NOT TACK WELD

CROSSING REINFORCING BARS.

4. MARK REINFORCING BARS SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL IN-PLACE INSPECTION IS MADE. CLEARLY MARK ALL REINFORCING CONFORMING TO DIFFERING ASTM SPECIFICATIONS AND/OR OF DIFFERING GRADES TO DIFFERENTIATE THEM FROM OTHER REINFORCING STEEL IF CONCURRENTLY PRESENT ON

SITE.

5. FIELD QUALITY CONTROL:

A. THE OWNER WILL RETAIN A SPECIAL INSPECTOR AND QUALIFIED TESTING AGENCY TO PERFORM SPECIAL

INSPECTIONS AND TESTS AS IDENTIFIED IN THE STATEMENT OF SPECIAL INSPECTION.

6. PROVIDE THE MINIMUM CONCRETE COVER FOR REINFORCEMENT IN CAST-IN-PLACE CONCRETE (NON-

PRESTRESSED) AS INDICATED IN THE TABLE BELOW.

MINIMUM CONCRETE CLEAR COVER

BAR SIZE

ALL

CONCRETE CAST AGAINST AND PERMANENTLY

EXPOSED TO EARTH

LOCATION

#6 & LARGER

CONCRETE EXPOSED TO EARTH OR WEATHER

CLEAR COVER

3"

2"

#5 & SMALLER 1 1/2"

#14 & LARGERSLABS, WALLS, OR JOISTS NOT EXPOSED TO

WEATHER OR IN CONTACT WITH THE GROUND

1 1/2"

#11 & SMALLER 3/4"

ALL

BEAM AND COLUMN TIES & STIRRUPS NOT EXPOSED

TO WEATHER OR IN CONTACT WITH GROUND

1 1/2"

P r o j e c t :

S h e e t :

P r o j e c t N o :

D r a w n B y :

C h e c k e d B y :

D a t e :

S h e e t N o :

A

B

C

D

E

1 2 3 4 5 6

:1 :1

A M

ITD SODA SPRINGS

EQUIPMENT SHED

1611 SODA PLANT POWER PLANT RD

SODA SPRINGS, IDAHO 83276

GENERAL NOTES

24034

NLP

JW

08/29/2024

S0.01

A G

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C Y

R E

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W S

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8.

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GENERAL STRUCTURAL NOTES

412 E Parkcenter Blvd.

Suite 200 Boise, ID 83706

208.336.6985 www.kpff.com

STAMP

HERE

Blvd., Suite 200 com

S T A T E O F I D A H O

P R

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FESS I O NA L ENG I NEER

J UDS E N M . W I L L I A

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1 2 0 3 3

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D dcooley Pen

1. REINFORCING STEEL: EPOXY COATED ASTM A775, GRADE 60, DEFORMED

nic.pena Pen

REINFORCING STEEL:

dcooley Pen

3. SUBMITTALS:

1 2 3 4 5 6

B

C

A

S3.01

S3.10

S3.01

20'-0" 20'-0" 20'-0" 20'-0" 20'-0"

100'-0"

(E

2) x6

(E

2) x6

S3.10

S3.10

(E

2) x6

(N) 8" THICK CONCRETE SLAB ON GRADE

W/ EPOXY COATED #5 TOP & BOT BAR

@ 18" OC EACH WAY

B.O. FTG

EL = -3'-0"

(N) OPENING IN

(E) WALL, HEADER

AND TRIMMER

PER

(E) 8" WIDE CONC

STEM WALL

(E) 8" WIDE CONC

STEM WALL

(E) OPENING IN

(E) WALL

T.O. CONC WALL

EL = 0'-8"

(N) 2x6 WOOD WALL

@ 16" OC, TYP

(N) OPENING IN

(N) WALL PER

8/S5.01

(N) 2x6 WOOD WALL

@ 16'' OC, TYP

(N) 2x6 WOOD

WALL @ 16'' OC

S L O

P E

D

O W

N

T.O. CONC SOG

EL = 0'-4"

T.O. CONC SOG

EL = 0'-0"

(MATCH T.O. (E)

CONC STEWALL)

S4.01

S4.01

(N) BALLOARD

PER ARCH

STEM WALL

WF1.5

S4.01

S4.01

1/S5.01

1 2 3 4 5 6

B

C

A

S3.01

S3.10

S3.01

S3.10

S3.10

20'-0" 20'-0" 20'-0" 20'-0" 20'-0"

100'-0" x J

O

IS

T

O C

S5.01

S5.01

JOIST TO

WALL CONN

(N) HUNG MECH UNITS

(MAX 100# WT) PER 12/S5.0112/S5.01

(N) HUNG MECH UNITS

(MAX 100# WT) PER 12/S5.0112/S5.01

(E) WOOD TRUSSES

(E) WOOD

TRUSSES

AND CEILING

MESH

LOWER OFFICE

CEILING FRAMING,

SEE ARCH FOR

ELEVATIONS

(2) (N) KICKER PER

AT EA END

OF OPENINGS. ALIGN

KICKERS TO (E)

TRUSS BOT CHORD

11/S5.01

(N) 2x6 FLAT (N) 2x6 FLAT (N) 2x6 FLAT (N) 2x6 FLAT

(N) 2x6 FLAT (N) 2x6 FLAT (N) 2x6 FLAT (N) 2x6 FLAT

(N) 2x6 FLAT (N) 2x6 FLAT (N) 2x6 FLAT (N) 2x6 FLAT

(N) HEADERS FLAT-

WISE PER .

COORDINATE

LOCATION WITH

OVERHEAD DOOR MFR

PER .

11/S5.01

1/S3.01

(2) (N) KICKER PER

AT EA END OF OPENINGS. ALIGN

KICKERS TO (E) TRUSS BOT CHORD

11/S5.01

GENERAL PLAN NOTES:

G1 REFERENCE DRAWINGS:

S0.01 - GENERAL STRUCTURAL NOTES

S0.10 - STATEMENT OF SPECIAL INSPECTIONS

S2.01 - STRUCTURAL PLANS

S3.01 - ELEVATIONS

S3.10 - WALL SECTIONS

S4.01 - TYPICAL CONCRETE DETAILS

S5.01 - TYPICAL WOOD DETAILS

G2 SEE SHEET S0.00 FOR TYPICAL SYMBOLS

G3 FOR MSL ELEVATIONS, REFER TO CIVIL DRAWINGS

FOUNDATION PLAN NOTES:

F1 INDICATES FOOTING TYPE PER SCHEDULEF10.0

P r o j e c t :

S h e e t :

P r o j e c t N o :

D r a w n B y :

C h e c k e d B y :

D a t e :

S h e e t N o :

A

B

C

D

E

1 2 3 4 5 6

:0 :3

P M

ITD SODA SPRINGS

EQUIPMENT SHED

1611 SODA PLANT POWER PLANT RD

SODA SPRINGS, IDAHO 83276

STRUCTURAL PLANS

24034

NLP

JW

08/29/2024

S2.01

A G

E N

C Y

R E

V

IE

W S

E T

8.

.2

412 E Parkcenter Blvd.

Suite 200 Boise, ID 83706

208.336.6985 www.kpff.com

1 ASI 001 01/31/25

3/16" = 1'-0"S2.01

STRUCTURAL FOUNDATION PLAN1

3/16" = 1'-0"S2.01

STRUCTURAL CEILING PLAN2

FOOTING SCHEDULE

TYPE MARK

DIMENSIONS

REINFORCING TYPE COMMENTS

WIDTH DEPTH

WF1.5 1'-6" 1'-0" (2) #4 LONG BAR W/ #4 TRANS BAR @ 10" OC -

nic.pena Pen

N) 8" THICK CONCRETE SLAB ON GRADE

W/ EPOXY COATED #5 TOP & BOT BAR

@ 18" OC EACH WAY

nic.pena Pen (N nic.pena

WF1.5 1'-6" 1'-0" (2) #4 LONG BAR W/ #4 TRANS BAR @ 10" OC

T. O. FTG

EL = SEE PLAN

T. O. CONC

VARIES PER PLAN

T. O. FTG

EL = SEE PLAN

T. O. CONC

VARIES PER PLAN

T. O. STEM WALLT. O. STEM WALL

T. O. SLAB

VARIES PER PLAN

T. O. FTG

EL = SEE PLAN

T. O. CONC

EL = SEE PLAN

135° HOOK

3" M

IN

6db O R

D d b d b d b

1 1/2"

D'BAR SIZE

#3

2"#4

2 1/2"#5

TIES AND STIRRUPS HOOK ONLY

TYPICAL COLUMN

BAR OFFSET

OR 2 1/2"

4 db MIN d b

U N

O d b

180° HOOK 90° HOOK

STANDARD HOOKS

6d

DBAR SIZE

#3 THRU #8

8d

10d

#9 THRU #11

#14 THRU #18

90° HOOK

D

NOTE:

FOR EPOXY COATED BAR, INCREASE

HOOK LENGTH BY FACTOR OF x1.20.

PER SCHEDULE

Ls d b

LAP SPLICE

PER SCHEDULE

Ldh

PER SCHEDULE

Ldh

90 DEG HOOK 180 DEG HOOK

HOOK PER

HOOKED BAR DEVELOPMENT LENGTH

HEADED BAR DEVELOPMENT LENGTH

Ldt

O R

/5

L s M

A X

BAR

SIZE

NOTES:

1. USE THE LENGTHS IN THIS SCHEDULE, UNLESS

NOTED OTHERWISE.

2. A TOP BAR IS A HORIZONTAL BAR WITH MORE

THAN 12" OF FRESH CONCRETE CAST BELOW IT.

#4

#5

#6

#7

#8

#9

#10

ABBREVIATIONS

db = BAR DIAMETER Ld = DEVELOPMENT LENGTH Ls = CLASS B LAP SPLICE LENGTH Ldh = HOOKED BAR DEVELOPMENT LENGTH Ldt = TERMINATOR DEVELOPMENT LENGTH

LD LS LDT LDH

5000 psi OR LESS

NORMAL WEIGHT CONCRETE

#11

#4

#5

#6

#7

#8

#9

#10

#11

O T

H E

R B

A R

S T

O P

B A

R S

6 7

8 10

10 12

12 15

14 17

16 19

18 22

20 25

6 7

8 10

10 12

12 15

14 17

16 19

18 22

20 25

1/S4.01

NOTE:

FOR EPOXY COATED BAR, INCREASE DEVELOPMENT

AND SPLICE LENGTH BY FACTOR OF x1.20.

FIRST POUR SECOND POUR

Ls

FOOTING REINF

PER PLAN

FOOTING

SECTION

NOTE:

WHERE CONTINUOUS FOOTING IS UNDER A WALL, LOCATE CONSTRUCTION JOINT AT 1/4 OF THE CLEAR OPENING WIDTH ABOVE FROM FACE OF OPENING, OR IN MIDDLE 1/3 OF THE DISTANCE BETWEEN COLUMNS.

11 1/2"

CLR. COVER

5 1/2" HIGH CONT. KEY1

o c

Lbt

CORNER BAR

STD HOOK

INTERSECTION

BAR

180° HOOKS

L b t

PLAN VIEW

SOG AND REINF

PER PLAN

WOOD WALL BEYOND

EXTERIOR SLAB

8"

(E) FTG

#4 DOWELS @ 12" OC

DRILL & EPOXY USING

HILTI HIT-HY 200 W/ 4"

EMBED

Ld4

T.O. (E) CONC

VERIFY IN FIELD

REINF PER PLAN

#4 @ 4'-0" OC

SOG PER PLAN

WALL ABs

PER

NON BEARING WALL

PER PLAN

9/S4.01

MAX EMBED 5"

NOTES:

1. REFER TO PLAN FOR SLAB THICKNESS AND REINFORCING.

2. CONTROL JOINTS TO BE SPACED @ 20'-0" OC MAX, EACH WAY, UNLESS NOTED OTHERWISE.

RATIO OF DISTANCE BETWEEN CONTROL JOINTS IN EACH DIRECTION FOR A SLAB PANEL

SHALL NOT EXCEED 1.5. CONSTRUCTION JOINTS PER THIS DETAIL SHALL BE CONSIDERED AS

CONTROL JOINTS FOR CONTROL JOINT SPACING REQUIREMENTS.

METAL OR JOINT FILLER STRIP PLACED

FLUSH W/ SURFACE WHEN SLAB IS

POURED OR 1/8" SAW CUT CONTROL JT

TO BE FILLED W/ SEALANT

CUT EVERY OTHER REINF BAR

CROSSING CONTROL JOINT

PRIOR TO CONCRETE POUR

SEE PLAN FOR REINF

CONTROL JOINT

t/ t

REINF

PER SCHEDULE

UNDISTURBED SOIL OR COMPACTED

FILL TO 95% COMPACTION.

GRAVEL PER SCHEDULE

T Y

P

C

L R

SLAB

TYPE

SLAB

THICKNESS

GRAVEL

THICKNESS

REINFORCING VAPOR

RETARDER

S1 8" 6" PER PLAN NO

T Y

P

C

L R

PER PLAN

P E

R P

L A

N

C L R

3" CLR TYP

#4 @ 12" OC EWSTRIP FTG & REINF

PER PLAN

SOG AND REINF

PER PLAN

FINISH PER ARCH

EXTERIOR GRADE

F R

O S

T D

E P

T H

M

IN

8"

(2) #4 @ TOP

OF WALL

STUDS AND SOLE PL

PER FOR SOLE PL CONN TO

STEMWALL SEE

FINISH PER ARCH

9/S4.01 1/S5.01

#4 HOOKED

DOWEL @ 18'' OC

Ld

NOTE:

CENTER ANCHOR BOLTS ON THE SILL PLATE.

NON BEARING WALL

5/8''Ø AB'S W/ 5''

EMBED @ 48'' OC

STANDARD

CUT WASHER

NEW STEM WALL

NON BEARING WALL

EXISTING STEM WALL

5/8''Ø AB'S W/ 5''

EMBED @ 48'' OC

USING HILTI HIT-HY

200 EPOXY

STANDARD

CUT WASHER

(N) SOG AND REINF PER PLAN

(E) SOG

(E) FTG

EMBED

5"

(E) SHEAR WALL

DRILL & EPOXY #4 DOWELS @

18'' OC USING HILTI HIT-HY 200

CONT #5 BAR

1'-0"

PER PLAN

P E

R P

L A

N

STRIP FTG & REINF

PER PLAN

SOG AND REINF

PER PLAN

EXTERIOR GRADE

STUD WALL BEYOND

#4 HOOKED

DOWEL @ 6'' OC

CONC SLAB OVER

DOOR OPENING

P r o j e c t :

S h e e t :

P r o j e c t N o :

D r a w n B y :

C h e c k e d B y :

D a t e :

S h e e t N o :

A

B

C

D

E

1 2 3 4 5 6

:1 :2

A M

ITD SODA SPRINGS

EQUIPMENT SHED

1611 SODA PLANT POWER PLANT RD

SODA SPRINGS, IDAHO 83276

CONCRETE DETAILS

24034

NLP

JW

08/29/2024

S4.01

A G

E N

C Y

R E

V

IE

W S

E T

8.

.2

412 E Parkcenter Blvd.

Suite 200 Boise, ID 83706

208.336.6985 www.kpff.com

NO SCALES4.01

REINFORCING BAR BENDING DETAIL1

NO SCALES4.01

DEVELOPMENT AND SPLICE LENGTH2

NO SCALES4.01

CONT FOOTING CONSTRUCTION JOINT3

NO SCALES4.01

TYP

CONCRETE WALL DETAILS11

1" = 1'-0"S4.01

STEM WALL AT ENTRY5

1" = 1'-0"S4.01

NON-BEARING WALLS TO SLAB ON GRADE6

NO SCALES4.01

TYP SOG CONTROL & CONSTRUCTION JOINTS8

NO SCALES4.01

SLAB ON GRADE SCHEDULE7

1" = 1'-0"S4.01

TYPICAL STEMWALL (WOOD STUDS)4

NO SCALES4.01

TYP ANCHOR BOLTS AT STEM WALL9

1" = 1'-0"S4.01

NEW SOG TO EXISTING SHEAR WALL10

1" = 1'-0"S4.01

NEW STEMWALL AT ENTRY12

STAMP

HERE

Blvd., Suite 200 com

S T A T E O F I D A H O

P R

O

FESS I O NA L ENG I NEER

J UDS E N M . W I L L I A

MS

1 2 0 3 3

R

E G I S T E R E

D nic.pena

S4.01