B. 08. IFB Atch 3 - DDJC TRACY W16-B COLUMN REPAIR100_ DA-NARRATIVE & STRUCTURAL CALCULATIONS.pdf

Tracy DLA Warehouse 16 Structural Study, Tracy CA Page 1 Design Analysis 100% Submittal

TRACY DEFENSE LOGISTICS AGENCY WAREHOUSE 16 STRUCTURAL STUDY

TRACY, CA

TABLE OF CONTENTS

1.0 GENERAL

2.0 STRUCTURAL

Tracy DLA Warehouse 16 Structural Study, Tracy CA Page 2

LIST OF APPENDICES

APPENDIX A. STRUCTURAL CALCULATIONS

APPENDIX B. PRODUCT BROCHURES MEETING EPOXY GROUT SPECIFICATIONS

APPENDIX C. SITE INVESTIGATION TRIP REPORT, AND FINDINGS

Tracy DLA Warehouse 16 Structural Study, Tracy CA Page 3

1.0 GENERAL

1.1 PROJECT: TRACY DLA WAREHOUSE 16 STRUCTURAL STUDY

1.2 DIRECTIVES: This Statement of Work (SOW) details the requirements for the A&E structural study of Warehouse 16-B (W16-B) at the Defense Distribution Depot, San Joaquin (DDJC). W16-B is a parcel processing and storage warehouse that was designed by Louis Graham & Associates and constructed in 1969. W16-B is connected to Warehouse 16-A along its Eastern wall.

Warehouse 16-A is similar in function to W 16-B but was designed by Koblik & Fisher Architects and constructed in 1954. The study shall determine the root cause of the concrete column top failures and be investigated by an Engineer with expertise in structural, and geotechnical engineering. The selected engineer shall furnish a complete structural analysis of the cause of the buildings damages, provide recommendations for repair with design drawings, and the associated cost engineer provide detailed cost estimates for the repairs at W16- B.

Tracy DLA Warehouse 16 Structural Study, Tracy CA Page 4

2.0 STRUCTURAL

2.1.1 GENERAL:

2.1.2 The Tracy Army Depot Warehouse 16B is an ASCE 7 Ordinary Reinforced Concrete Shear Wall and bearing wall system, consisting of pre-cast reinforced concrete wall panels, with cast-in-place reinforced concrete footings and columns.

ASBUILTS show precast wall panel bearing on 2” of drypack mortar and no welded clip from the poured footing to the pre-cast wall panel. Asbuilt detail R-26/28 shows steel in concrete floor slab is tied into pre-cast concrete wall at the floor elevation.

The columns brace the wall panels for out of plane loading, and are poured between the ends of wall panels with integrated doweled embeds and cold joint wall contraction joints per ASBUILTs, dated 1969. The roof framing consists of AISC standard shapes steel wide flange W members beams and girders spanning approximately 200 ft, with intermediate load bearing concrete shear walls. The steel w beams span continuously approximately 200 ft in both the north/south and east/west directions with beam plate splices, and supported by intermediate HP shaped steel columns, with beams/girders supporting open-web joists. The beams in east/west directions are sloped with the roof deck. Beams/girders brace walls for out of plane seismic and wind loading and are sub-diaphragm shear collectors, also known as drag struts, or out of plane loaded Fp wall to wall ties, as part of the lateral-force resisting system. Due to damages from thermal expansion, and partial loss of bearing under the existing gravity and laterally loaded beams bearing plates, there is an immediate life safety issue of a non-ductile beam to wall separation during a seismic event.

The LFRS consists of ordinary reinforced concrete shear walls designed per 1969 UBC code. The structure is under grandfathered old code, not meeting current ASCE 7 code special detailing for the site-specific seismic parameter of SDC of D. Under current code for new building construction, the building would not be permitted to be ordinary, and must be special reinforced concrete shear walls for SDC of D. Seismic forces computed where considered as ordinary with R=4.0.

The designed repairs do not alter the current building gravity and lateral load resisting systems in such a way as to trigger International Existing Building Code (IEBC) limits on alterations permitted to be 5% of new gravity loading and 10%

Tracy DLA Warehouse 16 Structural Study, Tracy CA Page 5 lateral loading, if exceeded requires retrofit of entire load path. Furthermore, the 30% of building replacement cost for SDC of D code ICSSC Recommended Practice 10 (RP 10-22) required threshold, was not exceed. Therefore, an ASCE 41-17 seismic retrofit of the structure was not within structural retrofit scope.

The repairs are redundant gravity loaded supporting members, with upgraded seismic ties and top of column confinement with clamped steel plates.

Furthermore, the damages to the tops of columns have been found to be caused by thermal expansion of the long spans of steel roof framing members, with anchors embedded into rigid concrete columns without the detailing of slotted connections to alleviate the thermal stress from expansion and contraction forces.

The structural Scope of work was to identify causes of the spalling concrete at tops of concrete columns, and design repair details for the maintenance fix of the structure, with immediate life safety redundant column shoring system, to keep the warehouse occupied by personnel, and reduce risk from beam to wall separation during a seismic event of ASCE 7 loading. Due to the significant seismic mass of the heavy concrete walls and roof diaphragm, seismic forces can be significantly large, and controlled over wind loading.

Thermal expansion calculations estimated ¾” to 1-½”, of wide flange elongation/shorting under average/usual and less likely extreme weather event upper limits, with the assumption to conservatively ignore roofing insulation and internal building slightly reduced temperatures than the usual average exterior building envelope temperature swings. The estimated ¾” of expansion may be less due to interior building temperatures. The thermal strain induced stresses, back calculated into the beam anchor lateral shear loading, which was suspected to fail under ACI 318 side shear face blow out from the thermal shear loading of the anchors loading embedded into rigid columns. The spall damages appear to be the worst at the tops of columns where the wide flange beams spanning in the North/South direction terminate and bear on tops of concrete columns on each side of the structural partition panel walls; at these locations (grid lines 11, 21, and 31) the steel expands and contracts from both side of the shared loaded single columns which doubles the strain induced forces from thermal expansion elongation and shorting of the wide flange beams along there approx. 200 ft spans on each side of the column. The existing reinforced concrete column is very stiff in flexure with #9 vert bars verified in field, and with ASBUILTS. The steel column (preferred repair detail) and alternative steel corbels repair (for mech/elect equipment constraint conflicts with new column placement) details have been designed to have AISC short, slotted connections to eliminate thermal stresses in the connections, with additional threaded rods for seismic wall ties left ¼ loose, and that can elongate, while resisting thermal and seismic loading. The columns where sized per existing HP8x36 intermediate columns which support larger tributary loading, and with similar bolted connections and web stiffeners detailed per AISC Steel Design Manual & AISC 360-16 design requirements.

Tracy DLA Warehouse 16 Structural Study, Tracy CA Page 6

3.0 CODE REFERENCES:

3.1.1 UFC 1-200-01, DOD BUILDING CODE (GENERAL BUILDING REQUIREMENTS)

(MOST CURRENT VERSION)

3.1.2 UFC 3-301-01, STRUCTURAL ENGINEERING (MOST CURRENT VERSION)

3.1.3 ICSSC RECOMMENDED PRACTICE 10 (RP 10-22): STANDARDS OF SEISMIC

SAFETY FOR EXISTING FEDERALLY OWNED AND LEASED BUILDINGS

3.1.4 2021 INTERNATIONAL BUILDING CODE

3.1.5 2021 INTERNATIONAL EXISTING BUILDING CODE

3.1.6 ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES

3.1.7 ASCE 41-17 SEISMIC EVALUATION AND RETROFIT OF EXISTING BUILDINGS

3.1.8 AISC STEEL DESIGN MANUAL 15TH EDITION

3.1.9 AISC 360-16 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS

3.1.10 AISC 358-16 PRE-QUALIFIED CONNECTIONS FOR SPECIAL AND

INTERMEDIATE STEEL MOMENT FRAMES FOR SEISMIC APPLICATIONS

3.2 DESIGN LOADS:

3.2.1 General: Design loads shall also comply with ASCE 7-16, Minimum Design Loads for Buildings and Other Structures.

3.2.2 Live Loads:

Roof: 20 psf (Reducible)

Floor, Slab-on-grade 150 psf

3.2.3 Snow Load:

Ground Snow Load: 0 psf

3.2.4 Wind Load:

Basic Wind Speed: 93 mph

Exposure: C

Tracy DLA Warehouse 16 Structural Study, Tracy CA Page 7

3.2.5 Seismic Load:

Occupancy Category: II

I = 1.0

V = CsW

SDS = 0.878 g

SD1 = 0.492 g

Site Classification: D

Seismic Design Coefficients (Ordinary Reinforced Concrete Shear Walls)

R = 4.0

Ω0 = 2.5

Cd = 4.0 ρ = 1.3

Analysis Procedure: Equivalent Lateral Force

Note: The design of the lateral-force resisting system relies on exception 2 of ASCE 7-16, section 11.4.8. The structure is designed as a short-period structure.

Thus, a site-specific Ground Motion Hazard Analysis is not required.

3.2.6 Foundation Design Criteria:

For Dead Load + Live Load 3,000 psf

Load combos with wind or seismic 3,500 psf (1/3 increase)

Friction 0.45 concrete on soil

Subgrade Modulus 150 pci

Passive Earth Pressure Coefficient, kp 3.00

Active Earth Pressure Coefficient, ka 0.35

Lateral, Seismic Pressure, PAE 3/8 [ ½ (Sds/2.5)] * H2

3.3 FOUNDATION DESIGN.

Tracy DLA Warehouse 16 Structural Study, Tracy CA Page 8

3.3.1 Type of Foundation: The foundation system is a combination of continuous concrete wall footings and isolate spread footings beneath concentrated loads and roof columns. Exterior walls are constructed on top of a continuous concrete poured footing supporting precast concrete walls.

3.3.2 Slab on Grade: Floor slabs are 7” thick reinforced concrete per asbuilts.

3.4 SUPERSTRUCTURE DESIGN:

3.4.1 Shell construction is of precast concrete bearing and shear walls supporting perimeter roof framing with deck anchored to walls with continuous angles and embeds into walls, and architectural cladding, and acts as the buildings lateral force resisting system.

3.4.2 The roof structure is constructed of steel open web joist and steel wide flange beam sections, framed with intermediate HP steel columns and bearing elements in the reinforced concrete walls and columns. The roof is sheathed with steel 1 ½” metal decking to carry vertical, uniform roof loads and lateral loads to elements of the lateral force resisting system. The flexible roof diaphragm consists of sub-diaphragms designed to transfer lateral loading through the wide flange beams as wall to wall out of plane seismic ties, and wall anchorage cross tie loading to concrete members of the lateral force resisting system with embedded anchors. The flexible roof diaphragm is anchored to the concrete wall panels through angle iron L shapes with embeds in walls for shear transfer.

3.4.3 Lateral Force Resisting System: Lateral force resisting systems (LFRS) ASCE 7- 16, Chapter 12 for seismic design category D. The roof diaphragm is designed as flexible, and utilizes sub-diaphragms, drags and collectors to transfer forces to wall elements of the LFRS.

3.5 MATERIAL STRESSES:

3.5.1 Concrete:

Concrete shall be batched and delivered in accordance with (IAW) the requirements of

ASTM C 94

Concrete Footings (NWC 145 pcf, UON) f’c = 4,500 psi

Concrete Slabs f’c = 4,000 psi

3.5.2 Column Repair Epoxy Grout:

Grout, ASTM 476 f’c = 8000 psi

3.5.3 Reinforcing Steel: ASTM A615 & ASTM A706 Fy = 60 ksi

3.5.4 Structural & Miscellaneous Steel:

Tracy DLA Warehouse 16 Structural Study, Tracy CA Page 9

Structural Steel, ASTM A992 Fy = 50 ksi

Structural Steel (Misc.), ASTM A36 Fy = 36 ksi

Hollow Structural Section (HSS), ASTM A500, Grade B

Fy = 46 ksi

3.5.5 Steel Decking: Fy = 35 ksi

Light Gage Cold-Formed Steel:

43 mil and heavier Fy = 50 ksi

33 mil and lighter Fy = 33 ksi

3.5.6 Bolts:

In Concrete (U.N.O.) ASTM F1554 Gr. 36

In Structural Steel ASTM A490

APPENDIX A. STRUCTURAL

CALCULATIONS

Wednesday, May 17, 2023 3:36:33 PM - Window

COMPUTATION SHEET

PROJECT SHEET NO OF SHEETS

ITEM DATE

FILE

COMPUTED BY CHECKED BY REF DWG. NO

CESPD FORM 284, 1 SEP 89

Tracy Warehouse 16 Thermal Strain Calculations

Roof framing beams & girders 05/17/2023

A. Johnson M. Onines

Calculate the average and extreme thermal expansion of the W24 to W30 roof framing members spanning 200+/‐ ft between rigid concrete columns, with strain induced stress/forces into embedded anchors at top of damaged columns.

𝜎 𝐸𝜀 𝐻𝑜𝑜𝑘𝑠 𝐿𝑎𝑤 (mechanics/strength of materials), where σ = internal member stress from elongation/contraction 𝜀 ∝ 𝛥𝑇 mechanics/strength of materials

ΔTextreme = temperature change (111 deg ‐12 deg) = 99 extreme record high/low deg f. change (extreme big freeze

December 1990, extreme heat wave July 1980 111 deg f.)

ΔTaverage = temperature change (92 deg f ‐40 deg f) = 52 historic average high/low deg f. change 𝜀 𝑡ℎ𝑒𝑟𝑚𝑎𝑙 𝑠𝑡𝑟𝑎𝑖𝑛, 𝑓𝑟𝑜𝑚 𝑐ℎ𝑎𝑛𝑔𝑒 𝑖𝑛 𝑡𝑒𝑚𝑝𝑎𝑡𝑢𝑟𝑒 𝛥𝑇 𝑖𝑛 𝑑𝑒𝑔. 𝑓.

𝛿 ∝ 𝛥𝑇 𝐿 where δt = change in axial length of steel member from thermal expansion/contraction, L = Member span length 𝑤ℎ𝑒𝑟𝑒 ∝ 6.5𝑥10 deg 𝑓 𝑡ℎ𝑒𝑟𝑚𝑎𝑙 𝑐𝑜𝑒𝑓𝑖𝑐𝑖𝑒𝑛𝑡 𝑒𝑥𝑝𝑎𝑛𝑠𝑖𝑜𝑛 𝑠𝑡𝑒𝑒𝑙 𝑝𝑒𝑟 𝐴𝐼𝑆𝐶 2 31 where E = Steel Modulus of Elasticity 29x106 psi, ε = steel strain from applied load, εt = steel strain from thermal expansion/contraction 𝜀 6.5𝑥10 deg 𝑓 ∗ 99 𝑑𝑒𝑔. 𝑓. 0.0006435 𝑢𝑛𝑖𝑡𝑙𝑒𝑠𝑠 𝜀 6.5𝑥10 deg 𝑓 ∗ 52 𝑑𝑒𝑔. 𝑓. 0.000338 𝑢𝑛𝑖𝑡𝑙𝑒𝑠𝑠 𝛿 6.5𝑥10 deg 𝑓 ∗ 99 𝑑𝑒𝑔. 𝑓. ∗ 200 𝑓𝑡 0.1287 𝑓𝑡 𝟏.𝟓𝟓 𝒊𝒏

Therefore: Use 1.5 in. long AISC short slotted connections at ea. End of existing beam/girder connections to release stress strain from anchors cast rigidly into top of columns. Note that ASBUILTs show rigid concrete columns are poured as single column on both sides of intermediate pre‐cast concrete panel shear walls. The columns support approx. 200 ft spans of steel W‐members on each side of column. It was field observed that damaged top of columns have approx.. 45 deg concrete shear planes extending from anchor location to face of column, suggesting ACI 318 anchor side face/shear blow out of the anchors from the resulting thermal strains. The forces of thermal expansion 𝛿 6.5𝑥10 deg 𝑓 ∗ 52 𝑑𝑒𝑔. 𝑓. ∗ 200 𝑓𝑡 0.0676 𝑓𝑡 𝟎.𝟖𝟏𝟏𝟐 𝒊𝒏.

𝜎 𝐸𝜀 29x10 psi 𝜀 𝟏𝟖𝟔𝟔𝟏.𝟓 𝒑𝒔𝒊 𝜎 𝐸𝜀 29x10 psi 𝜀 𝟗,𝟖𝟎𝟐 𝒑𝒔𝒊 𝛿 where Pu is axial loading in W‐member, A is cross sectional area of member, δp is strain deformation from applied axial loading Pu

With restraint of members from thermal effects by rigid anchors, the total deformation must be equal to zero unless the anchors blowout, therefore.

𝛿 𝛿 𝛿 ∝ 𝛥𝑇 𝐿

0 => 𝑃 𝐴 ∗ 𝐸 ∗∝∗ 𝛥𝑇 ,

Per asbuilts roof framing plan, cross sectional area “A” is for W24x (68, 84, 94) use W24x84 (24.7 in2)

𝑃 𝐴 ∗ 𝐸 ∗∝∗ 𝛥𝑇 24.7 in ∗ 29x10 lb 𝑖𝑛

6.5𝑥10 deg 𝑓 ∗ 99 deg 𝑓.

𝑃 4,655.95 lb ∗ 𝛥𝑇

𝑃 4,655.95 lb ∗ 𝛥𝑇 461 𝑘𝑖𝑝𝑠

𝑃 4,655.95 lb ∗ 𝛥𝑇 242 𝑘𝑖𝑝𝑠

Field observed standard AISC hole should be short slotted hole to relieve thermal strain loadingin bm flange

Field observed standard AISC hole in bearing plate, with anchor welded on underside to plate

Field observed #2 ties do not meet current ASCE 7 special reinforced concrete shear walls detailing, for seismic design category D (3 qtny #3 within anchor depth missing). Warehouse 16 Grandfathered ordinary reinforced conc. Shear walls code.

Conc. Column clamped Steel confinement corbel, threaded rod seismic wall ties, and new steel columns repairs detailed to address confinement

Chip out anchors, cut slotted connection. Replace anchor and bearing plate in-kind, without welding to base plate. Pour new top of column, on flat, unfractured, clean concrete column surface, moistened to saturated surface dry.

Existing wallin

Pu Pu

Existing BMn

Anchors can not withstand force. Side shear face failure per ACI 318 bm

ASCE 7 Hazards Report Address:

Defense distribution Depot - Tracy Site

Standard: ASCE/SEI 7-16 Latitude: 37.71516

Risk Category: II Longitude: -121.39022

Soil Class: D - Stiff Soil Elevation: 84.22326810524949 ft

(NAVD 88)

Wind

Results:

Wind Speed 93 Vmph

10-year MRI 65 Vmph

25-year MRI 70 Vmph

50-year MRI 75 Vmph

100-year MRI 80 Vmph

Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Wed May 17 2023

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.

Page 1 of 6https://asce7hazardtool.online/ Wed May 17 2023 https://asce7hazardtool.online/

SS : 1.108

S1 : 0.388

Fa : 1.057

Fv : N/A

SMS : 1.171

SM1 : N/A

SDS : 0.781

SD1 : N/A

TL : 8

PGA : 0.462

PGA M : 0.526

FPGA : 1.138

Ie : 1

Cv : 1.322

Seismic

Site Soil Class:

Results:

Data Accessed:

Date Source:

D - Stiff Soil

USGS Seismic Design Maps

Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Wed May 17 2023

Page 2 of 6https://asce7hazardtool.online/ Wed May 17 2023 https://doi.org/10.5066/F7NK3C76

Ice

Results:

Data Source:

Date Accessed:

Ice Thickness: 0 in.

Concurrent Temperature: 25 F

Gust Speed 30 mph

Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8

Wed May 17 2023

Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.

Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.

Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.

Snow

Results:

Ground Snow Load, p : 0 lb/ftg

Mapped Elevation: 84.2 ft

Data Source: ASCE/SEI 7-16, Table 7.2-8

Date Accessed: Wed May 17 2023

Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered.

Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other.

Page 3 of 6https://asce7hazardtool.online/ Wed May 17 2023

Rain

Data Source:

Date Accessed:

15-minute Precipitation Intensity: 1.81 in./h

60-minute Precipitation Intensity: 0.86 in./h

NOAA National Weather Service, Precipitation Frequency Data Server, Atlas 14 (https://www.nws.noaa.gov/oh/hdsc/)

Wed May 17 2023

Page 4 of 6https://asce7hazardtool.online/ Wed May 17 2023 https://www.nws.noaa.gov/oh/hdsc/

Flood

Data Source:

Date Accessed:

FIRM Panel:

Insurance Study Note:

Flood Zone Categorization: X (unshaded)

Base Flood Elevation:

FEMA National Flood Hazard Layer - Effective Flood Hazard Layer for US, where modernized (https://msc.fema.gov/portal/search)

Wed May 17 2023

If available, download FIRM panel here

Download FEMA Flood Insurance Study for this area here

Page 5 of 6https://asce7hazardtool.online/ Wed May 17 2023 https://msc.fema.gov/portal/search https://msc.fema.gov/portal/search https://msc.fema.gov/portal/search

The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;

or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool.

Page 6 of 6https://asce7hazardtool.online/ Wed May 17 2023

Tracy Warehouse 16, Weight Take‐off by: A. Johnson

Items Description Load (psf)

1 Built up roof 5.00

2 Rigid Insulation [ assume 6" thick] 4.50

3 1‐1/2" Metal Roof Deck, [20 ga. Galv.] 2.50

4 Fire Sprinkler System 2.50 per site photos

5 Mech. / Elect/ Plumbing 5.00 per site photos

7 Misc. 1.50

8 W24 BM and Joist Roof framing 5.00

Total 26.00 psf

Walls

1 8" (150 pcf reinf. Conc.) 225.0

2 Timber/Coldform Framed Partition Walls 15.0

Additional Siesmic Weight Load (psf)

1 Partition Walls 10.0

Notes:

1) Dead Loads are obtained from Table C3‐1 of ASCE 7‐16.

2) Additional seismic weights are based on 12.7.2 of the ASCE 7‐16.

Building Roof

Bay L (ft) W (ft) Area (ft^2) DL (psf) Eff. LL (psf) D (kip) L (kip) Total (kip)

1 200 200 40000 26.00 10 1040.0 400 1440.0

N‐S E‐W Conc. Wall 2x(N‐S) 2x(E‐W)

Bay L (ft) W (ft) H (ft) H (ft) thk. (in) DL (psf) D (kip) D (kip)

1 200 200 30 30 8 225 2700.0 2700.0

Bay Eff. Wgt

(k)

Seismic V

(k) Wind V (k)

Load

Direction Risk category = II

1 2790 108 72 N‐S Dir. I.e. = 1.25

1 2790 108 72 E‐W Dir. Sds = 0.878 g

Sd1 = 0.492 g

V = 93 mph, exposure c, 12 psf, no leeward wind Site Class = D

SDC = D therefore, special detailing req'mt

Rho = 1.3

R = 4 Ord. Reinf. Conc. Shear Walls

Cs = 0.0386 [reference Enercalc. Siesmic Analysis]

Base Shear V = Cs *W

SEISMIC & WIND BASE SHEAR

Seismic & Wind Base Shear Calulations A. JohnsonCalculations by:

ROOF DIAPHRAGM WEIGHT

WALL WEIGHTS

Tracy Warehouse 16

Equivelant Lateral Force Procedure Design Parameters

Tracy Warehouse 16 Project

Roof Plan View

BAY 1, typ 200 ft by 200 ft

Project Information LIC# : KW-06014703, Build:20.23.2.14 USACE - SACRAMENTO (c) ENERCALC INC 1983-2022

Project File: Tracy Army Depot Warehouse 16 Enercalc.ec6

Project Title: Tracy Army Depot Warehouse 16 structural calculations Engineer:

Project ID:

Project Descr:

Tracy Army Depot Warehouse 16 structural calculations

Description :

Address : , , Project Leader :

Phone : eMail :

Project Notes

Fax :

I.D. :

Project Title :

ASCE 7-16 Seismic Base Shear

DESCRIPTION: Seismic Base Shear Analysis

Project File: Tracy Army Depot Warehouse 16 Enercalc.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Risk Category ASCE 7-16, Page 4, Table 1.5-1

Calculations per ASCE 7-16

"II" : All Buildings and other structures except those listed as Category I, III, and IV

Risk Category of Building or Other Structure :

Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2

Specific Description: Tracy Army Depot Warehouse 16 Seismic Design

Gridded Ss & S1values from ASCE 7-16 ASCE 7-16 11.4.2

Longitude = 121.391 deg West Latitude = 37.715 deg North

Max. Ground Motions, 5% Damping :

S = 1.098

Longitude = 121.390 deg West

S

Latitude = 37.720 g, 0.2 sec response deg North

S 0.38571 g, 1.0 sec response=

For the closest datapoint grid location . . .

Site Class, Site Coeff. and Design Category Classification: ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2

(using straight-line interpolation from table values) Fa = 1.20 Fv = 1.91

Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.318=MS S = Fv * S1 = 0.738M1 ASCE 7-16 Eq. 11.4-2

Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 = 0.878DS MS = 0.492 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1 M1

Seismic Design Category ASCE 7-16 Table 11.6-1 & -2= D

(By Default per 11.4.3)

Resisting System ASCE 7-16 Table 12.2-1

Basic Seismic Force Resisting System . . . Bearing Wall Systems 2.Ordinary reinforced concrete shear walls

NOTE! See ASCE 7-16 for all applicable footnotes.

Building height Limits :Response Modification Coefficient " R "= 4.00 Category "A & B" Limit: No LimitSystem Overstrength Factor " Wo " = 2.00 Category "C" Limit: No LimitDeflection Amplification Factor " Cd " = 4.00 Category "D" Limit: Not Permitted Category "E" Limit: Not Permitted Category "F" Limit: Not Permitted

Lateral Force Procedure ASCE 7-16 Section 12.8.2

Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8

Use ASCE 12.8-7Determine Building Period Structure Type for Building Period Calculation :All Other Structural Systems " Ct " value 0.020= " x " value

" hn " : Height from base to highest level = ft

" Ta " Approximate fundemental period using Eq. 12.8-7 :

8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec

Ta = Ct * (hn ^ x) = 0.000 0.75 sec

Building Period " Ta " Calculated from Approximate Method selected= 0.000

" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 S : Short Period Design Spectral Response 0.878 " R " : Response Modification Factor 4.00 " I " : Seismic Importance Factor = 1

0.220From Eq. 12.8-2, Preliminary Cs = 0.000From Eq. 12.8-3 & 12.8-4 , Cs need not exceed =

From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.039

DS

=Cs : Seismic Response Coefficient = 0.0386

ASCE 7-16 Seismic Base Shear

DESCRIPTION: Seismic Base Shear Analysis

Project File: Tracy Army Depot Warehouse 16 Enercalc.ec6

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Seismic Base Shear ASCE 7-16 Section 12.8.1

W ( see Sum Wi below ) = 0.00 kCs = 0.0386 from 12.8.1.1 Seismic Base Shear V = Cs * W = 0.00 k

Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta = 1.00

Table of building Weights by Floor Level...

Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel #

Sum Wi = 0.00 k Total Base Shear = 0.00 k Base Moment =

0.00 k-ftSum Wi * Hi =

0.0 k-ft

Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1

Level # Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min

Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it.

Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level.

Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above

0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . . DS

DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level

ASCE Seismic Wall Anchorage

DESCRIPTION: Tracy Warehouse 16 Drag Strut Loading Anchorage Seismic force

Project File: Tracy Army Depot Warehouse 16 Enercalc.ec6

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Seismic Wall Anchorage per ASCE 7-16

0.8780 I : Importance Factor =S =DS

Horiz. Spacing between anchors = ft51.250

1.250 Wall Weight = 225.0

Wall Height = 26.0 ft 4.0 ft ft psf

Out-of-Plane Force for Structural Wall Design (For all SDCs) 0.4*SDS*I*Weight 98.775 psf

10%*Weight 22.50 psf psfControlling Value = 98.775

Parapet Height =

Description :Tracy Warehouse 16 Drag Strut Loading Anchorage Seismic force

Tributary Height = Wall height/2 + Parapet = 17.0

Out-of-Plane Wall Anchorage Force H = ft26.0 Z = ft25.0 Lf = ft200.0 Anchorage is not at roof and all diaphragms are not flexible : Yes Multiplier = 0.9744

Ka = 1.0 Based on (12.11-1) = 83,851.1 lbs Based on lower limit for Fp = 49,007.8

Controlling Value = lbs

83,851.1 lbs

ASCE 7-16 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2

DESCRIPTION: Tracy Warehouse 16 Wind Loading

Project File: Tracy Army Depot Warehouse 16 Enercalc.ec6

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Calculations per ASCE 7-16General Design Values 90.0

Roof Slope Angle 0 to 5

Exposure C

30.0

0.0

10.0 Flat/Hip/Gable Roof

psf

Topographic Factor Kzt per 26.8 4.00

LHD : Least Horizontal Dimension ft a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) 3.00 ft

Effective Wind Area of Component & Cladding

V : Basic Wind Speed per Sect 26.5-1 or 2 mph

Roof pitch for cladding pressuredegrees ft^2

Occupancy per Table 1.5-1 II All Buildings and other structures except those listed Exposure Category per 26.7

MRH : Mean Roof Height ft

Lambda MWFRS: per Figure 26.5-1 1.40

User specified minimum design pressure

1.40Lambda Component & Cladding : per Figure 30.4-1

Main Force Resisting System Values Component & Cladding Values

Design Wind Pressures Horizontal Pressures . . .

Zone: A = 71.68 psf Zone: C = 47.60 psf Zone: B = -37.52 psf Zone: D = -22.40 psf

Vertical Pressures . . .

Zone: E = -86.24 psf Zone: G = -59.92 psf Zone: F = -49.28 psf Zone: H = -38.08 psf

Overhangs . . .

Zone: Eoh = -120.96 psf Zone: Goh = -94.64 psf

ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to 0 psf.

Design Wind Pressure = Lambda * Kzt * Ps30 per Eq 30.4-1Component & Cladding Design Wind Pressures

Zone 1

Positive

36.960 psf

Negative

-145.040 psf

Zone 2 36.960 psf-190.960 psf

Zone 3 36.960 psf

-260.400 psf

Wall Zone 4 : 90.720 -98.560 psf

Wall Zone 5 : 90.720 psf-121.520 psf

-176.960 psf

-246.400psf

Roof Pressures Negative psf

Wall Pressures

Overhang Pressures

Zone 3e

Zone 3r

Zone 2e

Zone 2n

Zone 2r

Zone 1' psf psf psf psf psf psf psf psf

Zone 1

Zone 2

Zone 3

Zone 3e

Zone 3r

Zone 2e

Zone 2n

Zone 2r

Zone 1'36.960 -83.440

'*** : There is no value in Figure 30.4-1 Tabular Values

-131.040 -131.040

ASCE 7-16 Wind Forces, Chapter 27, Part 1

DESCRIPTION: Tracy Warehouse 16

Project File: Tracy Army Depot Warehouse 16 Enercalc.ec6

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Basic Values

93.0 0.850

Exposure C Exposure C

Exposure C Exposure C

1,000.0 200.0 30.0

Risk Category V : Basic Wind Speed per ASCE 7-16 Table 1.5-1 Horizontal Dim. in North-South Direction (B or L) =

Exposure Category per ASCE 7-16 Section 26.7 h : Mean Roof height = ftKd : Directionality Factor per ASCE 7-16 Table 26.6-1 Horizontal Dim. in East-West Direction (B or L) = ft

North : East :

South : West :

Topographic Factor per ASCE 7-16 Sec 26.8 & Figure 26.8-1 North : K1 = K2 = K3 = Kzt =

East : K1 = K2 = K3 = West : K1 = K2 = K3 =

Kzt = 1.000 Kzt = 1.000

User has specified the building frequency is >= 1 Hz, therefore considered RIGID for both North-South and East-West directions.

Building Period & Flexibility Category

1.000 ft

South : K1 = K2 = K3 = Kzt = 1.000 per ASCE 7-16 Fig. 26.5-1 & 26.5-2

Building Story Data

Level Description hi E : XStory Ht E : XR ft ft

R ftft

Gust Factor For wind coming from direction indicated North = East = 0.850 West = 0.850

0.850 South = 0.850

Enclosure Check if Building Qualifies as "Open" ft^2

Roof Total ft^2 0.0 ft^2 ft^2 0.0 ft^2

North Wall South Wall East Wall West Wall ft^2Agross ft^2 ft^2 ft^2

Aopenings ft^2 ft^2 ft^2 Aopenings >= 0.8 * Agross ? Yes Yes Yes Yes

Building qualifies as "Open"All four Agross values must be non-zero North Elevation : Determine Enclosure Classification per ASCE Section 26.12

Building is "Enclosed" when the North wall receives positive external pressure

Reference area = smaller of 4 sq. ft. or 1% of Agross 0.0 ft^2 Aoi = Ao-total - Ao 0.0 ft^2=

Agi = Ag-total - Ag 0.0 ft^2= Aoi / Agi 0.0

Is Ao > 1.10 * Aoi ? No

Is Ao > Reference Area ? No

Is Aoi / Agi >= 0.20 ? = Yes

South Elevation : Determine Enclosure Classification per ASCE Section 26.12

Building is "Enclosed" when the South wall receives positive external pressure

Reference area = smaller of 4 sq. ft. or 1% of Agross 0.0 ft^2 Aoi = Ao-total - Ao 0.0 ft^2=

Agi = Ag-total - Ag 0.0 ft^2= Aoi / Agi 0.0

Is Ao > 1.10 * Aoi ? No

Is Ao > Reference Area ? No

Is Aoi / Agi >= 0.20 ? = Yes

East Elevation : Determine Enclosure Classification per ASCE Section 26.12

Building is "Enclosed" when the East wall receives positive external pressure

Reference area = smaller of 4 sq. ft. or 1% of Agross 0.0 ft^2 Aoi = Ao-total - Ao 0.0 ft^2=

Agi = Ag-total - Ag 0.0 ft^2= Aoi / Agi 0.0

Is Ao > 1.10 * Aoi ? No

Is Ao > Reference Area ? No

Is Aoi / Agi >= 0.20 ? = Yes

DESCRIPTION: Tracy Warehouse 16

Project File: Tracy Army Depot Warehouse 16 Enercalc.ec6

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Engineer:

Project ID:

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West Elevation : Determine Enclosure Classification per ASCE Section 26.12

Building is "Enclosed" when the West wall receives positive external pressure

Reference area = smaller of 4 sq. ft. or 1% of Agross 0.0 ft^2 Aoi = Ao-total - Ao 0.0 ft^2=

Agi = Ag-total - Ag 0.0 ft^2= Aoi / Agi 0.0

Is Ao > 1.10 * Aoi ? No

Is Ao > Reference Area ? No

Is Aoi / Agi >= 0.20 ? = Yes

Velocity Pressures psf When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 26.10-1) :

North Wall = 0.9823 South Wall = 0.9823 psf East Wall = 0.9823psf West Wall = 0.9823 psf When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Eq 26.10-1) :

North Wall = 18.486 psf South Wall = 18.486 psf East Wall = 18.486psf West Wall = 18.486 psf qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1

Height Above Base (ft) North Elevation East Elevation West Elevation Kz qz Kz qzKz qz Kz qz

South Elevation

0.849 15.980.00 0.84915.98 15.98 15.980.8490.849

0.849 15.984.00 0.84915.98 15.98 15.980.8490.849

0.849 15.988.00 0.84915.98 15.98 15.980.8490.849

0.849 15.9812.00 0.84915.98 15.98 15.980.8490.849

0.860 16.1916.00 0.86016.19 16.19 16.190.8600.860

0.902 16.9720.00 0.90216.97 16.97 16.970.9020.902

0.937 17.6424.00 0.93717.64 17.64 17.640.9370.937

0.968 18.2228.00 0.96818.22 18.22 18.220.9680.968

Pressure Coefficients GCpi Values when elevation receives positive external pressure

0.80 0.80 0.80 0.80

-0.70 -0.70 -0.70 -0.70

GCpi : Internal pressure coefficient, per sec. 26.13 and Table 26.13-1 North South East West

0.0+/- 0.0 0.0 0.0+/- Specify Cp Values from Figure 27.3-1 for Windward, Leeward & Side Walls

Cp Values when elevation receives positive external pressure

Windward Wall East WestSouth

Leeward Wall Side Walls

North

Wind Pressures Wind Pressures when NORTH Elevation receives positive external wind pressure psf

Windward Wall Pressures . . .

Height Above Base (ft)

Positive Internal Negative Internal Pressure (psf) Pressure (psf)

Positive Internal Negative Internal

Leeward Wall Pressures 0.0 0.0 Side Wall Pressures -10.999 -10.999 psf psf psf

0.00 10.86 10.86

4.00 10.86 10.86

8.00 10.86 10.86

12.00 10.86 10.86

16.00 11.01 11.01

20.00 11.54 11.54

24.00 11.99 11.99

28.00 12.39 12.39

DESCRIPTION: Tracy Warehouse 16

Project File: Tracy Army Depot Warehouse 16 Enercalc.ec6

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Wind Pressures when SOUTH Elevation receives positive external wind pressure psf

Windward Wall Pressures . . .

Height Above Base (ft)

Positive Internal Negative Internal Pressure (psf) Pressure (psf)

Positive Internal Negative Internal

Leeward Wall Pressures 0.0 0.0 Side Wall Pressures -10.999 -10.999 psf psf psf

0.00 10.86 10.86

4.00 10.86 10.86

8.00 10.86 10.86

12.00 10.86 10.86

16.00 11.01 11.01

20.00 11.54 11.54

24.00 11.99 11.99

28.00 12.39 12.39

Wind Pressures when EAST Elevation receives positive external wind pressure psf

Windward Wall Pressures . . .

Height Above Base (ft)

Positive Internal Negative Internal Pressure (psf) Pressure (psf)

Positive Internal Negative Internal

Leeward Wall Pressures 0.0 0.0 Side Wall Pressures -10.999 -10.999 psf psf psf

0.00 10.86 10.86

4.00 10.86 10.86

8.00 10.86 10.86

12.00 10.86 10.86

16.00 11.01 11.01

20.00 11.54 11.54

24.00 11.99 11.99

28.00 12.39 12.39

Wind Pressures when WEST Elevation receives positive external wind pressure psf

Windward Wall Pressures . . .

Height Above Base (ft)

Positive Internal Negative Internal Pressure (psf) Pressure (psf)

Positive Internal Negative Internal

Leeward Wall Pressures 0.0 0.0 Side Wall Pressures -10.999 -10.999 psf psf psf

0.00 10.86 10.86

4.00 10.86 10.86

8.00 10.86 10.86

12.00 10.86 10.86

16.00 11.01 11.01

20.00 11.54 11.54

24.00 11.99 11.99

28.00 12.39 12.39

Story Forces for Design Wind Load Cases Values below are calculated based on a building with dimensions B x L x h as defined on the "Basic Values" tab.

Load Case Windward Wall Eccentricity for (ft)Wind Shear Components (k)

In "Y" Direction In "X" Direction Mt, (ft-k)Ht. Range "Y" Shear "X" ShearBuilding level Trib. Height

CASE 1 ---Base Level 0.00 --- ---0.000.00' -> 0.00' ---North

DESCRIPTION: Tracy Warehouse 16

Project File: Tracy Army Depot Warehouse 16 Enercalc.ec6

Project Title:

Engineer:

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Project Descr:

CASE 1 ---Base Level 0.00 --- ---0.000.00' -> 0.00' ---South CASE 1 ---Base Level --- 0.00 ---0.000.00' -> 0.00' ---East CASE 1 ---Base Level --- 0.00 ---0.000.00' -> 0.00' ---West

CASE 2 +/- 0.0Base Level 0.00 --- 29.980.000.00' -> 0.00' ---North CASE 2 +/- 0.0Base Level 0.00 --- 29.980.000.00' -> 0.00' ---South CASE 2 +/- 0.0Base Level --- 0.00 ---0.000.00' -> 0.00' 149.84East CASE 2 +/- 0.0Base Level --- 0.00 ---0.000.00' -> 0.00' 149.84West

CASE 3 ---Base Level 0.00 0.00 ---0.000.00' -> 0.00' ---North & East CASE 3 ---Base Level 0.00 0.00 ---0.000.00' -> 0.00' ---North & West CASE 3 ---Base Level 0.00 0.00 ---0.000.00' -> 0.00' ---South & West CASE 3 ---Base Level 0.00 0.00 ---0.000.00' -> 0.00' ---South & East

CASE 4 +/- 0.0Base Level 0.00 0.00 29.980.000.00' -> 0.00' 149.84North & East CASE 4 +/- 0.0Base Level 0.00 0.00 29.980.000.00' -> 0.00' 149.84North & West CASE 4 +/- 0.0Base Level 0.00 0.00 29.980.000.00' -> 0.00' 149.84South & West CASE 4 +/- 0.0Base Level 0.00 0.00 29.980.000.00' -> 0.00' 149.84South & East

Min per ASCE 27.1.5 ---Base Level 0.00 --- ---0.000.00' -> 0.00' ---North Min per ASCE 27.1.5 ---Base Level 0.00 --- ---0.000.00' -> 0.00' ---South Min per ASCE 27.1.5 ---Base Level --- 0.00 ---0.000.00' -> 0.00' ---East Min per ASCE 27.1.5 ---Base Level --- 0.00 ---0.000.00' -> 0.00' ---West

Base Shear for Design Wind Load Cases North +Y

Values below are calculated based on a building with dimensions B x L x h as defined on the "General" tab.

Load Case Windward Wall Leeward Wall Wind Base Shear Components (k) West +X

In "Y" Direction In "X" Direction Mt, (ft-k)

Case 1 ---South 0.00 ---North Case 1 ---North 0.00 ---South Case 1 ---West --- 0.00East Case 1 ---East --- 0.00West

Case 2 +/- 0.0South 0.00 ---North Case 2 +/- 0.0North 0.00 ---South Case 2 +/- 0.0West --- 0.00East Case 2 +/- 0.0East --- 0.00West

Case 3 ---South & West 0.00 0.00North & East Case 3 ---South & East 0.00 0.00North & West Case 3 ---North & East 0.00 0.00South & West Case 3 ---North & West 0.00 0.00South & East

Case 4 +/- 0.0South & West 0.00 0.00North & East Case 4 +/- 0.0South & East 0.00 0.00North & West Case 4 +/- 0.0North & East 0.00 0.00South & West Case 4 +/- 0.0North & West 0.00 0.00South & East

Min per ASCE 27.1.5 ---South 0.00 ---North Min per ASCE 27.1.5 ---North 0.00 ---South

DESCRIPTION: Tracy Warehouse 16

Project File: Tracy Army Depot Warehouse 16 Enercalc.ec6

Project Title:

Engineer:

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Min per ASCE 27.1.5 ---West --- 0.00East Min per ASCE 27.1.5 ---East --- 0.00West

DEFENSE LOGISTICS AGENCY

INSTALLATION MANAGEMENT

SAN JOAQUIN, DM‐FJIF

W16‐B A&E

STRUCTURAL STUDY

Project # P.2022.01191

PROJECT

DOCUMENTS

Prepared by:

David Ramirez, P.E.

Civil Engineer 209‐839‐5501 David.B.Ramirez@dla.mil

Contents

1) Statement of Work

2) Appendix A, Project Location Map

3) Appendix B, AS‐BUILT Drawings

4) Appendix C, Failed Column Photos

DLA Installation Management Support at San Joaquin Defense Depot, Tracy CA

Facilities Engineering

STATEMENT OF WORK

Subject: W16-B A&E Structural Study Location: Warehouse 16-B Project #: P.2022.01191 Date: 09/09/2022 Prepared by: David Ramirez

1. PROJECT DESCRIPTION

This Statement of Work (SOW) details the requirements for the A&E structural study of Warehouse 16-B (W16-B) at the Defense Distribution Depot, San Joaquin (DDJC). W16- B is a parcel processing and storage warehouse that was designed by Louis Graham & Associates and constructed in 1969. W16-B is connected to Warehouse 16-A along its Eastern wall. Warehouse 16-A is similar in function to W 16-B but was designed by Koblik & Fisher Architects and constructed in 1954. A project location map showing the location of W16-B is attached in Appendix A. This project shall be MIPR’d to USACE for execution through its A&E Contractor MATOC. The study shall determine the root cause of the concrete column top failures and be investigated by an Architect & Engineer (A&E) contractor with expertise in civil, structural, and geotechnical engineering. The selected A&E contractor shall furnish a complete civil, structural and geotechnical analysis, recommendations for repair with design drawings, and detailed cost estimates for the repairs at W16-B.

2. Problem Description

In May of 2022 a large chunk of concrete fell from the top of a concrete column. The failure occurred at the top of the concrete column, where the steel girder rests on a 3/8” thick steel base plate which rests on top of the concrete column. The base plate and flange of the girder are attached to the concrete column, on either side, with a ¾” anchor bolt that is embedded into the concrete column. The roof girder is connected to the precast wall panel with a steel angle that has been welded to the web of the girder, and ¾” anchor bolts on the opposite side of the angles leg that have been embedded into the precast wall panel.

The plane of failure at the top of the concrete column appears to begin at the columns middle depth and extends from there at an angle, that appears to be, between 35° and 45° to the exterior face of the column. The length of the failure plane is approximately 1 ft - 6”± in length.

Once this failure was brought to the attention of the Engineering Department at DDJC, the tops of the remaining concrete columns were investigated. Multiple concrete column top failures were discovered throughout W16-B, the dates of the failures are unknown as records were not found. Some columns that had previously failed show an attempt to repair and/or mask the failure by covering the failure plane with new concrete or paint.

A few areas that have failed or show signs of failing have been covered with steel caps that snugly fit over the concrete column to prevent any further concrete that may fall from injuring anyone below. The column caps are attached to the tilt-up wall panel with concrete screws. The column caps are not structural, are temporary, and are not intended to be a solution to the problem. The caps were installed shortly after May of 2022 as a safety precaution.

3. OBJECTIVE

The object of this project is to develop an A&E study where a team of engineers complete a full investigation of the top of column failures, which may include, and is not limited to, wind & seismic analysis, analyzing the roof framing structure, concrete columns, structural element interactions, column foundations, foundations, foundation settlement, geotechnical investigations, soil analysis, and any other investigation which may be required to determine the cause of the failure. The A&E study will provide a complete analysis, determine the root cause of failure, propose methods of repair with design drawings, and develop detailed cost estimates for the methods of repair.

4. STUDY REQUIREMENTS

The A&E Study shall meet the following requirements-

4.1 A&E Engineering Team

The Engineering team shall be comprised of Engineers who are experts in their fields and have expertise in the investigation of building structural element and subgrade foundation failure. The Engineering Team should be represented by experts in Civil, Structural, and Geotechnical Engineering.

4.2 AS-BUILT Review

AS-BUILT’s are attached in Appendix B. The A&E contractor shall review the AS-BUILT drawings in their entirety. If required, the A&E contractor shall contact the DDJC or USACE Project Manager to request further building information.

4.3 W16-B Field Investigation

The A&E Engineering Team, as described in 4.1, shall conduct a thorough and complete field investigation of W16-B to determine the root cause of column top failure across all sections. The A&E Contractor shall provide all necessary tools, equipment and services for the A&E Engineering Team to conduct the field investigation. Equipment may range from ladders to scissor lifts, and services may range from radioscopic examination and concrete coring to soil sampling and analysis.

4.4 Findings

The A&E Engineering Team and associates shall develop deficiency report that details the root cause of the column top failure across all sections in W16-B. The deficiency report shall include a written engineering analysis, calculations, test data, graphical analysis, drawings, photographs, and any other required items to completely report the Engineering Team’s findings.

4.5 Recommendations for Repair

The A&E Engineering Team and associates shall develop a minimum of 3 recommendations for repair based on their findings. The repair recommendations shall be based on varying approaches to solving the problem and have unique field repair designs. The Engineering Team shall include a narrative, design drawings, and calculations for each recommendation for repair. The calculations shall prove that the repair solution meets all load requirements per all applicable codes (ASCE 7, United Facilities Criteria (UFC), local building codes and any other applicable code). The design drawings must be stamped by a Registered Professional Engineer licensed in the State of California and be ready to use by

DDJC.

4.6 Cost Estimate

The A&E Engineering Team and associates shall develop detailed cost estimates for all Recommendations for Repair, as detailed in section 4.5. Each Recommendation for Repair shall be broken down into multiple items of work.

The items of work shall be broken down by, and contain, realistic costs for materials, labor, and equipment for each item of work. The costs shall be applicable to the Tracy area. All assumptions must be stated on each cost estimate, such as time, crew, specialties, etc. Lump sum costs for items are not acceptable. A cost estimating resource such as RSMeans, or equal, should be used to determine costs. Cost estimating source data shall be included in an appendix.

4.7 Report

The A&E Engineering Team and associates shall develop a professional style report that contains, at a minimum, all items from sections 4.1 through 4.6.

Additional sections shall be added to the report as required by the A&E Engineering Team. The report shall be formatted to fit on 8 ½” x 11” sized paper, with 11” x 17” folded pullouts, and be bound by an appropriately sized plastic or wire comb. The report shall be stamped by a Registered Civil or Structural Engineer. If geotechnical analysis and solutions are presented, the report must also be stamped by a Registered Geotechnical Engineer. Engineers shall be licensed by the State of California.

4.8 Submittals

The A&E Engineering Team shall make submittals for review to the USACE or DDJC Project Manager at 60%, 85%, and 95%. The submittals shall contain all analysis, diagrams, charts, test results, and any other pertinent information. It is preferred that the submittals be made in PDF format. The DDJC Project Manager shall be given the opportunity to review and provide comments on the submittals.

4.9 Final Submittal

The A&E Engineering Team shall make a final submittal to the DDJC Project Manager. The final submittal shall be made in a hardcopy format and PDF format.

Hardcopies shall be spiral bound booklets on standard 8 ½” x 11” paper, with 11”x17” folded pullouts. Photos, charts, test results, and any other information that may benefit from the use of color shall be printed in color. A total of 5 hardcopy booklets shall be delivered to DDJC.

5. GENERAL REQUIREMENTS

5.1 The contractor shall provide all the necessary designs, labor, materials, equipment, measurement and verification, supervision, transportation, and all general conditions that can be reasonably inferred to complete the W 16-B A&E Structural Study at the DLA Defense Distribution Depot San Joaquin.

5.2 The Contractor shall be responsible for the coordination of work performed by his/her employees and all subcontractors. The Contractor shall inspect all work areas prior to bidding. It shall be the Contractor’s responsibility to verify all current record drawings prior to the start of construction.

5.3 Work location is an active warehouse. Government will make all efforts to maintain continuity of contractual work, but work may have to be put on temporary hold to fulfill mission critical activities. Minimal to no mission impact by the contractor is desirable.

5.4 Contractor shall provide Illness and Injury Prevention Program (IIPP) as per

CAL/OSHA requirements.

5.5 All heavy equipment work shall conform to all applicable codes and approved by the government safety representative prior to work.

5.6 Any forklift and/or crane work shall be as per applicable codes and approved by the government safety representative prior to work.

5.7 Off-Road diesel equipment ≥ 25 bhp such as front-end loaders, forklifts, mobile cranes, etc., and large spark ignition vehicles ≥ 25 hp must be registered with the State of California upon entrance to the installation and have an Equipment Identification Number (EIN) affixed to the piece of equipment in plain sight.

Registration and identification number labels shall be…