Approved_2026-03-18_HSA_225-001_CA_Container_Anchorage-Stamped_DWG.pdf

S1

GENERAL STRUCTURAL

NOTES

Ayyappan.S 3/17/2026 11:43 PM 2026-03-17_Haynes Studio Arch_225-001_CA_Container Anchorage_Struct dwg.dwg

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250 Main St. Suite A Klamath Falls, OR 97601 www.structure1.com Phone: (541) 850-6300 info@structure1.com

Project:

Container Anchorage

4300 Capital Avenue, West Sacramento, CA 95691.

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Page:

Title:

Project #:

DRAWN BY: AYPN

DESIGNED BY: ISL

CHECKED BY: N.T.

Date: March-17-2026

Owner:

CITY OF WEST

SACRAMENTO

Haynes Studio Arch. 225-001

PSE

Consulting Engineers, Inc.

Stamp:

Structural details for this project are for illustration only. They are not drawn to scale unless noted otherwise. Contractor must verify all dimensions before fabrication or construction. Do not scale drawings.

A. DESIGN SCOPE BY PSE CONSULTING ENGINEERING (PSE):

1. Design Shown on drawings by PSE is for the following items.

a. Anchor Bolt Analysis For Container Only.

2. Design Shown on PSE drawings does not include: Fabric Truss & any other Roof, Fabric Truss to Container Connection, Container, Foundation, finishes, architectural items, windows, doors, moisture barriers, water proofing, mechanical units, plumbing, or electrical items.

B. GENERAL REQUIREMENT:

1. Furnish all labor, materials, and equipment necessary to complete the work shown or inferred by these drawings.

2. Where construction details are not shown or noted for any part of the work, such details shall be the same as for similar work shown on the drawings.

3. Notes and details on the drawings take precedence over the general notes and typical details in case of conflict.

4. Provide manufacturer's approved product evaluation reports (ICC reports) and a list of all proposed substitutions to the Engineer for review and written approval before fabrication.

5. Pipes, ducts, sleeves, chases, etc. shall not be placed in slabs, beams, or walls unless specifically shown or noted nor shall any structural member be cut for pipe, ducts, etc., unless specifically shown. Obtain prior written approval for installation of any additional holes, ducts, etc.

6. Locate and protect underground or concealed conduit, plumbing or other utilities where new work is being performed.

7. The contract drawings and specifications represent the finished structure and do not indicate methods, procedures or sequence of construction. The contractor shall take necessary precautions to maintain and insure the integrity of the new and any existing structures during construction. The design stresses shall not be exceeded during construction based on the age of each element . Neither the owner nor Architect/Engineer will enforce safety measure regulations. Contractor shall design, construct and maintain all safety devices, including shoring and bracing for the new and any existing structures and shall be solely responsible for conforming to all local, state and federal safety and health standards, laws and regulations. Observation visits to the site by the engineer shall not include inspection of the above items.

8. Obtain prior written approval for any changes to the drawings.

9. The contractor shall review and compare the structural drawings with all other Construction Documents, such as Architectural, Mechanical and Electrical drawings, specifications, etc. Do not scale drawings. The contractor shall verify dimensions, elevations and all information. Report, in writing, any inconsistencies, errors, or omissions to the Architect/Engineer of record before proceeding with the work.

10. All existing constructions shown are schematic only. Contractor is responsible to verify actual conditions and allow for them in his bid. Notify the Architect/Engineer, in writing, in case of any discrepancy between actual conditions and what is shown on the structural drawings before proceeding with the work.

11. See Architectural, Mechanical, Electrical and other drawings for embedded items.

12. Camber shall be provided for all members with 30 feet or more of span. Check beam table and contact the Structural Engineer for the amount of camber.

13. Submit seismic anchorage calculations stamped by a licensed Professional Engineer for all equipment and components weighing more than 400 lb.

14. Submit structural drawings signed and sealed by a professional Engineer licensed in the State where the project is located for any structural member needed for this project that is not designed by P.S.E.

15. Any substitutions for structural members, hardware or details shall be reviewed by the Architect and Structural Engineer. Such review will be billed on a time and materials basis to the General Contractor with no guarantee that the substitution will be allowed.

16. All communication shall be in writing. No verbal communications, decisions, instructions or approvals shall be valid.

LIVE LOAD

MATERIAL

MAXIMUM

MACHINE BOLT

MANUFACTURER

MINIMUM

METAL

NUMBER

NEAR SIDE

NOT TO SCALE

ON CENTER

OUTSIDE DIAMETER

OREGON RESIDENTIAL

SPECIALTY CODE

OPPOSITE HAND

ORIENTED STRAND BOARD

OREGON STRUCTURAL

SPECIALTY CODE

ON SITE VERIFY

OUT TO OUT OF BEARING

PERPENDICULAR

PLATE

POUND PER LINEAR FOOT

PSE CONSULTING ENGINEERS,

INC.

PRESSURE TREATED

PLATE WASHER

REFERENCE

ROOF EDGE NAILING

REINFORCEMENT

AB

ADDL

ALT

APA

ARCH

B

BLKG

BN

BOF

IBC

CJ

CL

CLR

CONN

CONT

DBL

DIM

DL

DO

DWG

DWL

E

EA

EF

EL

EMBED

EN

EOR

ANCHOR BOLT

ADDITIONAL

ALTERNATE

AMERICAN PLYWOOD

ASSOCIATION

ARCHITECTURAL

BOTTOM

BLOCKING

BOUNDARY NAIL

BOTTOM OF FOOTING

INTERNATIONAL BUILDING

CODE

CONSTRUCTION JOINT

OR CONTROL JOINT

CENTER LINE

CLEAR

CONNECTION

CONTINUOUS

DOUBLE

DIMENSION

DEAD LOAD

DITTO (REPEAT)

DRAWING

DOWEL

EXISTING

EACH

EACH FACE

ELEVATION

EMBEDMENT

EDGE NAIL

ENGINEER OF RECORD

EQUAL

EACH SIDE

EACH WAY

FRAMING ANCHOR

FROST DEPTH

FLOOR EDGE NAILING

FINISHED FLOOR

FIELD/INTERMEDIATE

NAILING

FAR SIDE

FOOTING

GALVANIZED

GENERAL CONTRACTOR

GEOTECHNICAL INVESTIGATION

REPORT

GLUED LAMINATED BEAM

GRADE

HEADER

HANGER

HORIZONTAL

HORIZONTALLY SLOTTED HOLES

INTERNATIONAL BUILDING

CODE

INTERNATIONAL CODE COUNCIL

INSIDE DIAMETER

INTERIOR

JOINT

LEDGER

LIGHT GAUGE STEEL,

COLD-FORMED STEEL

EQ

ES

EW

FA

FD

FEN

FF

FN

FS

FTG

GALV

GC

GIR

GLB

GR

HDR

HGR

HORIZ

HSH

IBC

ICC

ID

INT

JT

LDGR

LGST

LL

MATL

MAX

MB

MFR

MIN.

MTL

NO.

NS

NTS

OC

OD

ORSC

OH

OSB

OSSC

OSV

OTOB

PERP

PL

PLF

PSE

PT

PW

REF

REN

REINF

G. ABBREVIATIONS:

RFT

SGN

SEP

SIM

SN

SNL

SPEC

STD

STGR

STIFF

T

TB

TD

TG

THK

TN

TOB

TOF

TOW

TYP

UON

VERT

VSH

WD

WEN

WWM

W/ W/O

RAFTERS

STRUCTURAL GENERAL NOTES

SEPARATION

SIMILAR

SHEAR NAIL

SNOW LOAD

SPECIFICATION

STANDARD

STAGGER

STIFFENERS

TOP

TOP & BOTTOM

TYPICAL DETAILS

TONGUE & GROOVE

THICKNESS/THICK

TOENAIL

TOP OF BEAM

TOP OF FOOTING

TOP OF WALL

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

VERTICAL SLOTTED HOLES

WOOD

WALL EDGE NAILING

WELDED WIRE MESH

WITH

WITHOUT

D. INSPECTION:

1. All construction shall be inspected by the building officials according to the above Code.

2. It is recommended that the owner or the contractor hire PSE or other Qualified Licensed inspectors to provide inspection during construction.

GENERAL STRUCTURAL NOTES & DETAILS

SHEET INDEX:

S1

REV.

TYPICAL FRAMING DETAILS

S2

E. STRUCTURAL STEEL:

1. Unless noted otherwise on plans, all structural steel shall be per Table 2-3 of AISC Manual of Steel Construction, Fourteenth Edition & AISC Specification 360-10, as shown below:

Shape Steel, Typ Yield Strength Fy, KSI

W-shape A 992 50 Angles A 36 36 Rectangular Tube, HSS A 500, Gr.C 50 Round Tube, HSS A 500, Gr.C 46 Pipe A53, Gr.B 35

2. Fabrication and erection shall be in accordance with the American Institute of Steel Construction (AISC).

3. All beam connections shall be bolted or shop welded as detailed on the drawing or designed by fabricator per AISC Manual of Steel Construction allowable

Stress Design, "Framed Beam Connections." Bolts shall be 3/4 inch. diameter ASTM A325, load indicator bolts. All bolts shall be tightened to the minimum tension specified in the specification for structural joints using A325 or A490 bolts.

4. All welding shall conform to the current American Welding Society (AWS) Specifications and be performed by certified welders.

5. Column anchor bolts shall have minimum yield strength of 36 KSI.

6. Metal deck shall be the type as indicated on the drawings. The deck shall be welded to the supporting members per manufacturer's recommendations or as indicated on the drawings whichever is more restricting or stringent.

7. All openings in metal deck to have 4" X 4" X ¼" angle frames set between joists.

8. All structural steel and bar joists shall have one shop coat of rust inhibitor primer paint conforming to specification. Field touch up all unpainted areas and weld areas.

9. Grout for base plates shall be nonmetallic, non-shrinkage cementitious grout having a minimum 3-days compressive strength of 4000 PSI.

10. Reference specifications for additional requirements.

F. SHIPPING / CARGO CONTAINER SPECIFICATION:

1. The shipping / cargo container(s) shall be:

a) Undamaged (Free of rust, dents, cracks, et cetera that affect the structural integrity of the container).

b) Made from steel.

c) Design and tested according to the International Organization for Standardization (ISO) specifications.

d) Certified for compliance to the Rules for Certification of Cargo Containers and the International Convention for Safe Containers (CSC) for use as shipping containers by the American Bureau of Shipping (ABS) or other approved Certified Inspection and Testing Agency (CITA).

e) Container shall have a CSC safety approval placard (CSC Plate) and CITA logo prior to any modification.

f) Walls and roof are continuously welded around its entire periphery and is itself made from sheets of corrugated 14ga. Cor-Ten steel also continuously welded together. This steel, also used for the side and end walls has a minimum yield strength of 50ksi and tensile of 70ksi.

2. Prior to construction/modification, Client / Owner / Contractor shall:

a) Provide pictures of high/good quality to PSE showing the following of each container:

- All four sides

- Roof

- Under framing

- Top Rails

- Bottom Rails

- Interior

- CSC Plate

b) Visually inspect all existing welds for consistency and undamaged.

c) Confirm existing plywood floor sheathing is:

- Not damaged, cracked, deformed, delaminated, or showing any other signs that structural integrity has been compromised

- Free of hazardous materials, liquids, and/or stains, or shall be encapsulated.

- Fully fastened to container floor joists per original construction.

- If existing plywood floor sheathing needs to be replaced, inform PSE prior to replacing with equivalent pressure/preservative treated OSB or 14" steel plate with equivalent or better fastening to container floor joists.

d) If possible, provide manufacturer drawings of container to PSE.

C. CODE AND LOADS:

1. All design, material, and construction work for this project shall conform to the CALIFORNIA BUILDING CODE 2022, based on the 2021 International Building Code (IBC).

2. Design parameters: (REFER STRUCTURAL CALCULATION REPORT PAGES FROM DOTEC CORP. FROM OWNER FOR FURTHER DETAILS)

a. Floor Live Load = 312.5 psf. b. Floor Dead Load = 10 psf.

c. Roof Live Load = 5-12 psf. d. Roof dead load = 3 psf.

e. Ground Snow Load, Pg = 6 psf. f. Flat Roof snow load = N/A psf.

g. Snow Exposure Factor, Ce = 1.0 h. Snow Load Importance Factor, Is = 1.0

i. Thermal Factor, Ct = 1.2 j. Basic Wind Speed (3 second gust) = 93 mph

k. Risk Category = II l. Wind Exposure = C

m. Internal Pressure Coefficient = +/- 0.55 n. Components and Cladding studs = N/A psf

o. Seismic Importance Factor, Ie = 1.0 p. Site Class = D

q. Ss = 0.720 r. S1 = 0.250

s. Sms = 1.050 t. Sm1 = 0.660

u. Sds = 0.700 v. Sd1 = 0.450

w. Seismic Design Category = D x. Basic Seismic Force Resisting System = STEEL MODULAR CONTAINER

y. Design Base Shear = 0.35 * W z. Approximate Fundamental Period, T = 0.108

aa. Response Modification Factor, R = 2 bb. Analysis Procedure Used = Equivalent Lateral Force Procedure

S2.1

ANCHOR LAYOUT PLAN & DETAILS

SPECIAL INSPECTION NOTESS1.1

Fabric Shelters and Containers Engineering is NOT included in PSE's scope of service.

Refer to Cushing Terrell stamped engineering package for Fabric Shelters by Mr. Sushil Shenoy, P.E.

Refer to DOTec Corp. stamped engineering package for Containers engineering by Mr. Ali Elawadi, P.E.

SPECIAL INSPECTION, MATERIAL TESTING

& STRUCTURAL OBSERVATION ITEMS

REQUIRED BY CHAPTER 17 OF THE 2021 IBC

Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. All items not requiring inspection/testing should be removed from the form. For items requiring continuous inspection, a special inspector must be present onsite during the performance of that task. In most cases �periodic� inspections/tests shall be performed prior to commencing the task, intermittently during the task, and at the completion of the task. The Detailed Instructions & Frequency� provides a description of the presumed requirements for tasks requiring �periodic� inspections. The design professional in responsible should revise the requirements as needed on a project-specific basis.

SPECIAL INSPECTION OF FABRICATED ITEMS (IBC 1704.2.5)

Approved Fabricator Yes No Unapproved Fabricator Yes No

Fabricators Name:

Fabricators plant location Required In-plant Inspections

Steel Construction Cold-formed Construction

Concrete Construction Other: _

Wood Construction Other:

STRUCTURAL STEEL (IBC 1705.2.1, 1705.12.1 & 1705.13.1)

Item Detailed Instructions and Frequencies

PRIOR TO WELDING (TABLE N5.4-1, AISC 360-16):

Verify weldingprocedures (WPS) and consumable certificates

Continuous Periodic

Material identification Continuous Periodic Verify type and gradeof material.

Welder identification Continuous Periodic A systemshallbe maintainedby whicha welder who has welded a joint or member can be identified.

Fit- upgroovewelds Continuous Periodic Verify joint preparation, dimensions, cleanliness, tacking, and backing.

Fit- upof fillet welds Continuous Periodic Verify alignment,gaps at root, cleanlinessof steel surfaces, and tack weld quality and location.

DURING WELDING (TABLE N5.4-2, AISC 360-16):

Useof qualified welders Continuous Periodic Verify that weldersare appropriatelyqualified.

Control and handlingof welding consumables

Continuous Periodic Verify packagingand exposurecontrol.

Crackedtackwelds Continuous Periodic Verify that weldingdoes not occur over cracked tack welds.

Environmental conditions Continuous Periodic Verify winspeed is withinlimitsas well as precipitationand temperature.

WPSfollowed Continuous Periodic Verify itemssuchas settings on weldingequipment, travel speed, welding materials, shielding gas type/flow rate, preheat applied, interpass temperature maintained, and proper position.

Weldingtechniques Continuous Periodic Verify interpassand final cleaning,eachpass is within profile limitations, and quality of each pass.

AFTER WELDING (TABLE N5.4-3, AISC 360-16):

Welds cleaned Continuous Periodic Verify that welds have been propylcleaned.

Size, length, and locationof welds Continuous Periodic Welds meet visual acceptance criteria

Continuous Periodic

Arcstrikes Continuous Periodic k-area Continuous Periodic Backing & weldtabs removed Continuous Periodic Repair activities Continuous Periodic Document acceptanceor rejection of welded joint/member

Continuous Periodic

NONDESTRUCTIVE TESTING (SECTION N5.5, AISC 360-16):

CJ P welds (Risk Cat. II) Continuous Periodic Ultrasonictesting shall be performed on 10%of CJP groove welds in butt, T- and corner joints subject to transversely applied tension loading in materials 5/16-inch thick or greater. Testing rate must be increased if > 5% of welds tested have unacceptable defects.

CJP welds (Risk Cat. III or IV) Continuous Periodic A reduction in the rate of ultrasonic testing is allowed per Section N5.5e.

PRIOR TO BOLTING(TABLEN5.6-1, AISC 360-16):

Not required if only snug-tight joints are specified [per Section N5.6(1) of AISC 360-16].

Certificationsof fasteners Continuous Periodic Fasteners marked Continuous Periodic Verify that fastenershave been marked in accordance with ASTM requirements.

Proper fastenersfor joint Continuous Periodic Verify grade, type, and boltlengthif threads are excluded from the shear plane.

Proper bolting procedure Continuous Periodic Verify proper procedure is used for the joint detail.

Connectingelements Continuous Periodic Verify appropriatefaying surfaceconditionand hole preparation, if specified, meet requirements.

Pre-installation verification testing

Continuous Periodic Observe and document verification testing by installation personnel for fastener assemblies and methods used.

Proper storage Continuous Periodic Verify proper storageof bolts, nuts, washers, and other fastener components.

DURING BOLTING (TABLE N5.6-2, AISC 360-16):

Not required if only snug-tight joints are specified [per Section N5.6(1) of AISC 360-16].

Not required for pretensioned joints using turn-of-the-nut method with match-marking, direct-tension-indicators, or twist-off type tension control method [per Section N5.6(2) of AISC 360-16].

Fastener assemblies Continuous Periodic Verify that fastener assemblies are of suitable condition, paced in all holes, and washers are positioned as required.

Snug-tight prior topretensioning Continuous Periodic Verify that jointsarebrought tosnug-tight condition prior to pretensioning operation.

Fastener component Continuous Periodic Verify that fastener component is not turned by wrench prevented from rotating.

Pretensionedfasteners Continuous Periodic Verify that fastenersarePretensionedin accordance with RCSC Specification, progressing systematically from the most rigid point toward the free edges.

AFTER BOLTING (TABLE N5.6-3, AISC 360-16):

Document acceptanceor rejection of bolted connections

Continuous Periodic

OTHER STEEL INSPECTIONS (SECTION N5.7, AISC 360-16; Tables J8-1 & J10-1, AISC 341-16):

Structural steel details Continuous Periodic Allfabricated steel or steel frames shall be inspected to verify compliance with the details shown in the construction documents, such as braces, stiffeners, member locations, and proper application of joint details at each connection.

Anchorrods and other embedments supporting structural steel

Continuous Periodic Shall be on the premises during the placement of anchor rods and other embedments supporting structural steel for compliance with construction documents. Verify the diameter, grade, type, and length of the anchor rod or embedded item, and the extent or depth of embedment prior to placement of concrete.

Special Inspectors Shall:

Be approved by the Building Official prior to performing any duties;

Provide proof of licensure as a special inspector by the State where the project is located for each type of inspection;

Inspection reports are to meet the requirements of IBC 1704.2.4 and State or Municipality standards;

Inspection reports are to be submitted to the code consultant, architect, Engineer of Record, and the State or local Building Official within 48 hours of performing inspections;

A final inspection report shall be submitted following completion of the project documenting the types of special inspections performed and a statement indicating that the structure is in compliance with the approved construction documents and applicable codes (see IBC 1704.2.4).

S1.1

SPECIAL INSPECTION

NOTES

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250 Main St. Suite A Klamath Falls, OR 97601 www.structure1.com Phone: (541) 850-6300 info@structure1.com

Project:

Container Anchorage

4300 Capital Avenue, West Sacramento, CA 95691.

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Page:

Title:

Project #:

DRAWN BY: AYPN

DESIGNED BY: ISL

CHECKED BY: N.T.

Date: March-17-2026

Owner:

CITY OF WEST

SACRAMENTO

Haynes Studio Arch. 225-001

PSE

Consulting Engineers, Inc.

Stamp:

Structural details for this project are for illustration only. They are not drawn to scale unless noted otherwise. Contractor must verify all dimensions before fabrication or construction. Do not scale drawings.

Ayyappan.S 3/17/2026 11:43 PM 2026-03-17_Haynes Studio Arch_225-001_CA_Container Anchorage_Struct dwg.dwg

A

D

2 3 4 5 6 7 8

A

D

1 2 3 4 5 6 7 8

B B

C C

'-6

7'

-0

'-6

8'-0" 36'-7" 25'-7" 8'-0"8'-0" 36'-7" 8'-0"

8'-0" 36'-7" 25'-7" 8'-0"8'-0" 36'-7" 8'-0"

'-0

'-6

7'

-0

'-6

'-0

ANCHOR LAYOUT PLAN

Approximate Scale: 3/16" = 1'-0"1

S2

ANCHOR LAYOUT PLAN

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250 Main St. Suite A Klamath Falls, OR 97601 www.structure1.com Phone: (541) 850-6300 info@structure1.com

Project:

Container Anchorage

4300 Capital Avenue, West Sacramento, CA 95691.

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Page:

Title:

Project #:

DRAWN BY: AYPN

DESIGNED BY: ISL

CHECKED BY: N.T.

Date: March-17-2026

Owner:

CITY OF WEST

SACRAMENTO

Haynes Studio Arch. 225-001

PSE

Consulting Engineers, Inc.

Stamp:

Structural details for this project are for illustration only. They are not drawn to scale unless noted otherwise. Contractor must verify all dimensions before fabrication or construction. Do not scale drawings.

Ayyappan.S 3/17/2026 11:43 PM 2026-03-17_Haynes Studio Arch_225-001_CA_Container Anchorage_Struct dwg.dwg

LEGEND:

NUMERICAL VALUE, 1, 2, 3 ETC.

INDICATES SHEET NOTES.n n

SHEET NOTES:

REFER TO S1 FOR STRUCTURAL GENERAL NOTES AND TO

OTHER SHEETS FOR DETAILS.

VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL

DRAWINGS. DO NOT SCALE DRAWINGS. [[[DIMENSIONS

PROVIDED MAY BE THE NOMINAL DIMENSIONS OF THE

CONTAINER. CONTRACTOR/FABRICATOR, OWNER,

AND/OR ARCHITECT TO VERIFY ACTUAL DIMENSION

BEFORE CONSTRUCTION]]].

BOLTHOLD ASPHALT ANCHORS SHALL BE INSTALLED AS

PER MANUFACTURER PROCEDURE

18" DEEP - CEMENT TREATED ASPHALT FOUNDATION BY

OTHERS.

SCOPE OF SERVICE BY PSE DOES NOT INCLUDE

CONTAINER ENGINEERING. AND THE FRAMING DETAILS IN

THE CONTAINER WAS NOT SHOWN HERE. REFER OTHER

ARCH & STRUCTURAL PLANS FROM OWNER.

Scale: N/A

ANCHOR BOLT SCHEDULE 2

ANCHOR

SPECIFICATION NOTESCONNECTING

MEMBER

ANHOR

CALLOUT

INDICATES ANCHOR BOLT MARK, REFER TO

ANCHOR BOLT SCHEDULE.

AA-n

SEE 3/S2.1.L-ANGLE WITH STIFFENERS AS BASE PLATE

& CONTAINER BOTTOM RAILAA-1 (4)-BOLTHOLD SP58

ASPHALT ANCHORS, TYP.

ANCHOR - PLAN

Scale: NTS5

CONTAINER BASE ATTACHMENT DETAIL

NTS

CONTAINER

6" x 6" x 3/8" x 16" LONG A36 GRADE

STEEL ANGLE PER PLAN & DETAILS

3/8" STIFFENERS AS PER

DETAIL 5/2.1, TYPICAL

(N) STEEL ANGLE BASE TO (E)

CONTAINER BOTTOM RAIL ON

ACCESSIBLE SIDES, TYPICAL.3/16"

CONTAINER

6"x6"x3 8" x 16" LONG STEEL ANGLE, W/ 3/8" STIFFENERS @ MIDDLE

BOTTOM SIDE RAIL PER PLAN

NTS

CONTAINER TO ANCHORS AT MIDDLE

S2.1

AA1 BOLTHOLD ASPHALT

ANCHORS PER PLAN, TYP.

S2.1

CONTAINER(E) CONTAINER CORNER CASTING

6"x6"x3 8" x 16" LONG STEEL ANGLE, W/ 38"

STIFFENERS @ CONTAINER ENDS PER PLAN

NTS3 CONTAINERS TO ANCHORS AT CORNERS

AA-1 BOLTHOLD ASPHALT

ANCHORS PER PLAN, TYP.

S2.1

CEMENT TREATED 18" DEEP

ASPHALT BY OTHERS

CEMENT TREATED 18" DEEP

ASPHALT BY OTHERS

RISER/BLOCK PER OWNER,

CONTRACTOR TO VERIFY

HEIGHT DIFFERENCE

BEFORE INSTALLING THE

ANCHORS & ANGLES

CONTRACTOR TO VERIFY

HEIGHT DIFFERENCE

BEFORE INSTALLING THE

ANCHORS & ANGLES

CONTRACTOR TO VERIFY

HEIGHT DIFFERENCE

BEFORE INSTALLING THE

ANCHORS & ANGLES

ANCHOR - SECTION, TYPICAL

Scale: NTS4

3/16"

(N) L-ANGLE TO (E) CONTAINER

BOTTOM RAIL ON ACCESSIBLE

SIDES, TYPICAL

(N) L-ANGLE PER PLAN

MIN. 18" DEEP CEMENT TREATED

EXISTING ASPHALT, BY OTHERS

(N) 3/8" THICK A36 GRADE STEEL

STIFFENERS WELDED TO L-ANGLE

STEEL SHIM PLATE TO MATCH THE LEVEL

AS NEEDED, CONTRACTOR TO VERIFY.

CONTAINER SIDE BOTTOM RAIL

CONTRACTOR TO VERIFY HEIGHT

DIFFERENCE BEFORE INSTALLING

THE ANCHORS & ANGLES

6"X6"X3/8" THICK, 16" LONG

A36 GRADE STEEL L-ANGLE

(N) 3/8" STIFFENER PLATES A36 GRADE, WITH

3/16" CONTINUOUS FILLET WELD ALONG ALL

CONTACT EDGES, U.N.O. TYPICAL

AA1 BOLTHOLD

ANCHORS PER PLAN

4"

2"

4" 4"

2"

AA1 BOLTHOLD ANCHORS PER PLAN MIN. 18" DEEP CEMENT TREATED

EXISTING ASPHALT, BY OTHERS

AA-1 BOLTHOLD ASPHALT ANCHORS IN

TRANSVERSE DIRECTION PER PLAN, TYP.

(E) CONTAINER LONGER

SIDE BOTTOM RAIL

S2.1

TYPICAL FRAMING

DETAILS

Re vi sio n

Ta bl e M

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250 Main St. Suite A Klamath Falls, OR 97601 www.structure1.com Phone: (541) 850-6300 info@structure1.com

Project:

Container Anchorage

4300 Capital Avenue, West Sacramento, CA 95691.

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Page:

Title:

Project #:

DRAWN BY: AYPN

DESIGNED BY: ISL

CHECKED BY: N.T.

Date: March-17-2026

Owner:

CITY OF WEST

SACRAMENTO

Haynes Studio Arch. 225-001

PSE

Consulting Engineers, Inc.

Stamp:

Structural details for this project are for illustration only. They are not drawn to scale unless noted otherwise. Contractor must verify all dimensions before fabrication or construction. Do not scale drawings.

Ayyappan.S 3/17/2026 11:43 PM 2026-03-17_Haynes Studio Arch_225-001_CA_Container Anchorage_Struct dwg.dwg