Item 06 Suspension of Competitive Bidding, Contract Supplements and Budgetary Adjustments for the Martin Luther King Jr. (MLK) Library Renovation Project: (C15000840) (Two-Thirds Vote Required) [Published for 10-Day Review 1/23/2025] PART 3 — Sacramento City Council, February 4, 2025 (part 7 of 9)

2. Protect existing streams, ditches and storm drain inlets during work on this project.

F. Protection of Subgrade: Do not allow equipment to pump or rut subgrade, stripped areas, footing excavations, or other areas prepared for project.

G. Transport all excess soils materials by legally approved methods to disposal areas.

1. Coordinate with the Engineer.

2. Any additional fill requirements shall be the responsibility of the Contractor.

1.8 EXISTING UTILITIES
A. Locate existing underground utilities in the areas of work. For utilities that are to remain in place, provide adequate means of protection during excavation operations.

1. Locating of existing underground utilities shall include but not be limited to pot-holing prior to the start of construction.

B. Should uncharted or incorrectly charted piping or other utilities be encountered during excavation, consult Owner and/or utility agency immediately for directions.

1. Cooperate with the Owner and public and private utility companies in keeping their respective services and facilities in operation.

2. Repair damaged utilities to the satisfaction of the agency with jurisdiction.

C. Do not interrupt existing utilities serving facilities occupied and used by the Owner or others, except when permitted in writing by the Owner and then only after acceptable temporary utility services have been provided.

PART 2 - PRODUCTS

2.1 GENERAL
A. Import materials will be subject to approval of the Geotechnical Engineer.

B. For approval of imported fill material, notify the Owner at least 7 days in advance of intention to import material.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 UTILITY TRENCHING AND BACKFILL SECTION 31 2100-5

2.2 PIPE BEDDING AND INITIAL BACKFILL
A. ASTM D2321, Class IA, IB or II.

1. Clean and free of clay, silt or organic matter.

B. Permeable Material: In accordance with Section 68-2.02F of Caltrans Standard Specifications, Class 1, Type A or Class 2.

C. Class 2 Aggregate Base: In accordance with Section 26 of Caltrans Standard Specifications, ¾ inch maximum.

D. Sand: In accordance with Section 19-3.02F of Caltrans Standard Specifications.

2.3 SELECT BACKFILL
A. Select backfill material shall be gravel, free of clay or organic matter and shall conform to the following gradation:

Sieve Size Percentage Passing
1 inch 100
¾ inch 90 – 100
No. 4 35 – 60
No. 200 2 - 9

2.4 WARNING TAPE
A. Polyethylene plastic and metallic core or metallic-faced, acid- and alkali-resistant, polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines. Provide tape on rolls, 3 inch minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color and printing shall be permanent, unaffected by moisture or soil.

1. Warning Tape Color Codes
a. Blue: Water Systems
b. Green: Storm/Sewer Systems

2. Warning Tape for Metallic Piping: Acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of tape shall be

0.003 inch. Tape shall have a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

3. Detectable Warning Tape for Non-Metallic Piping: Polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of the tape shall be

0.004 inch. Tape shall have a minimum strength of 1500 psi lengthwise and 1250 psi crosswise.

Tape shall be manufactured with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.5 DETECTION WIRE FOR NON-METALLIC PIPING
A. Detection wire shall be insulated single strand, solid copper with a minimum of 12 AWG.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 UTILITY TRENCHING AND BACKFILL SECTION 31 2100-6

2.6 SUBSEQUENT BACKFILL
A. Conform to on-site or imported structural backfill in Section 312000, Earth Moving.

2.7 CONTROLLED DENSITY FILL (CDF) (IN TRENCHES)
A. Provide non-structural CDF, from bottom of trench to finish subgrade of subbase or base material, that can be excavated by hand and produce unconfined compressive 28-day strengths from 50-psi to a maximum of 150-psi. Provide aggregate no larger than 3/8 inch top size. The 3/8 inch aggregate shall not comprise more than 30% of the total aggregate content.

B. Cement: Conform to the standards as set forth in ASTM C150, Type II Cement.

C. Fly Ash: Conform to the standards as set forth in ASTM C618, for Class F pozzolan. Do not inhibit the entrainment of air with the fly ash.

D. Air Entraining Agent: Conform to the standards as set forth in ASTM C260.

E. Aggregates need not meet the standards as set forth in ASTM C33. Any aggregate, producing performances characteristics described herein will be accepted for consideration. The amount of material passing a #200 sieve shall not exceed 12% and no plastic fines shall be present.

F. Provide CDF that is a mixture of cement, Class F pozzolan, aggregate, air entraining agent and water. CDF shall be batched by a ready mixed concrete plant and delivered to the job site by means of transit mixing trucks.

G. The Contractor shall determine the actual mix proportions of the controlled density fill to meet job site conditions, minimum and maximum strengths, and unit weight. Entrained air content shall be a minimum of 4.0%. The actual entrained air content shall be established for each job with the materials and aggregates to be used to meet the placing and unit weight requirements. Entrained air content may be as high as 20% for fluidity requirements.

H. Mix design shall meet the Geotechnical Engineer’s approval.

2.8 CONCRETE STRUCTURE BEDDING AND BACKFILL
A. Precast Structures: Same materials to the same heights as specified for pipe bedding and backfill, or other material approved by the Geotechnical Engineer.

B. Poured-in-Place Structures:

1. Bedding: Bedding shall meet the approval of the Geotechnical Engineer. In general, bedding is not required, pour bases against undisturbed native earth in cut areas and against engineered fill compacted to 90% relative compaction in embankment areas.

2. Side Backfill: On-site or imported structural fill meeting the requirements given in Section 312000, Earth Moving.

2.9 GEOSYNTHETICS
A. Filter Fabric:

1. Filter Fabric: Section 96-1.02 of Caltrans Standard Specifications.

2. Mirafi 140N, Mirafi Inc., or approved equal.

3.1 GENERAL
A. Comply with the recommendations of the Geotechnical Engineer.

B. Protect existing trees to remain. No grading is permitted under the drip line of protected trees.

C. Excavations for appurtenant structures, such as, but not limited to, manholes, transition structures, junction structure, vaults, valve boxes, catch basins, thrust blocks, and boring pits, shall be deemed to be in the category of trench excavation.

D. Unless otherwise indicated in the Plans, all excavation for pipelines shall be open cut.

E. Prior to commencement of work, become thoroughly familiar with site conditions.

F. In the event discrepancies are found, immediately notify the Owner in writing, indicating the nature and extent of differing conditions.

G. Backfill excavations as promptly as work permits.

H. Do not place engineered fill or backfill until rubbish and deleterious materials have been removed and areas have been approved by the Owner.

I. Place acceptable soil material in layers to required subgrade elevations, for each area classification listed below.

J. In excavations, use satisfactory excavated or borrow material.

K. Under grassed areas, use satisfactory excavated or borrow material.

3.2 SITE PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities, which are to remain, from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.

B. Protect existing storm drainage system from silt and debris resulting from construction activities. If contamination occurs, remove contamination at no cost to the Owner.

3.3 EXISTING UTILITIES
A. Identity the location of existing utilities.

1. Prior to trenching, the Contractor shall excavate at locations specifically indicated on the Plans, if any, and where new lines cross other utilities of uncertain depth and determine the elevation of the utility in question to ensure that the new line will clear the potential obstruction.

2. The Contractor shall contact Underground Service Alert (USA) at 1-800-227-2600 for assistance in locating existing utilities.

3. If, after the excavation, a crossing utility does present an obstruction, then the line and grade of the new line will be adjusted as directed by the Owner to clear the utility.

B. Protect all existing utilities to remain in operation.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 UTILITY TRENCHING AND BACKFILL SECTION 31 2100-8
C. Movement of construction machinery and equipment over existing pipes and utilities during construction shall be at Contractor’s risk.

D. Excavation made with power-driven equipment is not permitted within 2 feet of any known utility or subsurface structure.

1. Use hand or light equipment for excavating immediately adjacent to known utilities or for excavations exposing a utility or buried structure.

2. Start hand or light equipment excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured.

3. Support uncovered lines or other existing work affected by excavation until approval for backfill is obtained.

4. Report damage of utility line or subsurface structures immediately to the Owner.

E. Backfill trenches resulting from utility removal in lifts of 8 inches maximum.

3.4 TRENCH EXCAVATION
A. General

1. Excavation shall include removal of all water and materials that interfere with construction. The Contractor shall remove any water which may be encountered in the trench by pumping or other methods during the pipe laying, bedding and backfill operations. Material shall be sufficiently dry to permit approved jointing.

2. Excavation shall include the construction and maintenance of bridges required for vehicular and pedestrian traffic, support for adjoining utilities.

3. The Contractor shall be responsible to safely direct vehicular and pedestrian traffic through or around his/her work area at all times.

4. The Contractor shall relocate, reconstruct, replace or repair, at his/her own expense, all improvements which are in the line of construction or which may be damaged, removed, disrupted or otherwise disturbed by the Contractor.

B. Existing Paving and Concrete:

1. Existing pavement over trench shall be sawcut, removed, and hauled away from the job. Existing pavement shall be neatly sawcut along the limits of excavations.

2. Existing concrete over the trench shall be sawcut to a full depth in straight lines, at a minimum distance of 12 inches beyond the edge of the trench, either parallel to the curb or a right angles to the alignment of the sidewalk.

3. Boards or other suitable material shall be placed under equipment outrigging to prevent damage to paved surfaces.

C. Trench Width:

1. The maximum allowable trench widths at the top of the all pipe materials outside diameter of barrel pipe plus 18 inches. shall be as follows:
a. The maximum trench width shall be inclusive of all shoring. b. If the maximum trench width is exceeded, the Owner’s representative may direct the Contractor to encase or cradle the pipe in concrete at no additional charge.

2. For pipes 3 inch diameter and larger, the free working space on each side of the pipe barrel shall not be less than 6 inches.

1. Up to a nominal pipe diameter of 24 inches: Minimum of twice the outside pipe diameter, or as otherwise allowed or required by the Geotechnical Engineer.

2. Nominal pipe diameter of 30 inches through 36 inches: Minimum of the outside pipe diameter plus 2 feet, or as otherwise allowed or required by the Geotechnical Engineer.

3. Nominal pipe diameter of 42 inches through 60 inches: Minimum of the outside pipe diameter plus 3 feet, or as otherwise allowed or required by the Geotechnical Engineer.

E. Open Trench:

1. The maximum length of open trench shall be 300 feet or the distance necessary to accommodate the amount of pipe installed in a single day, whichever is greater. No trench shall be left open at the end of the day.

2. Provisions for trench crossings and free access shall be made at all street crossings, driveways, water gate valves, and fire hydrants.

3. Excavate by hand or machine. For gravity systems begin excavation at the outlet end and proceed upstream. Excavate sides of the trench parallel and equal distant from the centerline of the pipe.

Hand trim excavation. Remove loose matter.

4. Excavation Depth for Bedding: Minimum of 6 inches below bottom of pipe or as otherwise allowed or required by the Geotechnical Engineer, except that bedding is not required for nominal pipe diameters of 2 inches or less.

5. Over-Excavations: Backfill trenches that have been excavated below bedding design subgrade, with approved bedding material.

6. Where forming is required, excavate only as much material as necessary to permit placing and removal of forms.

7. Grade bottom of trench to provide uniform thickness of bedding material and to provide uniform bearing and support for pipe along entire length. Remove stones to avoid point bearing.

F. Excavated Material:

1. All excavated material not required for backfill shall be immediately removed and properly disposed of in a legal manner by the Contractor.

2. Material excavated in streets and roadways shall be laid alongside the trench no closer than 2 feet from the trench edge and kept trimmed to minimize inconvenience to public traffic.

3. Provisions shall be made whereby all storm and wastewater can flow uninterrupted in gutters or drainage channels.

3.5 CONTROL OF WATER AND DEWATERING
A. Contractor attention is directed to Section 312319, Dewatering.

B. Be solely responsible for dewatering trenches and excavations and subsequent control of ground and surface water. Provide and maintain such pumps or other equipment as may be necessary to control ground water and seepage to the satisfaction of the Geotechnical Engineer and the Owner until backfilling is completed.

C. Dewater during backfilling operation so that groundwater is maintained a least one foot below level of compaction effort.

D. Obtain the Geotechnical Engineer’s approval for proposed control of water and dewatering methods.

E. Reroute surface water runoff away from open trenches and excavations. Do not allow water to accumulate in trenches and excavations.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 UTILITY TRENCHING AND BACKFILL SECTION 31 2100-10
F. Maintain dewatering system in place until dewatering is no longer required.

3.6 BRACING AND SHORING
A. Conform to California and Federal OSHA requirements.

B. Place and maintain such bracing and shoring as may be required to support the sides of the excavations for the proper protection of workmen; to facilitate the work; to prevent damage to the pipes and appurtenances being constructed; and to prevent damage to adjacent structures or facilities. Remove all bracing and shoring upon completion of the work.

C. Be solely responsible for all bracing and shoring and, if requested by the Owner, submit details and calculations to the Owner. The Owner may forward the submittal to the Geotechnical Engineer, the Consulting Engineer and/or the California Division of Industrial Safety for their review. The Contractor's submittal shall include the basic design, assumed soils conditions and estimation of forces to be resisted, together with plans and specifications of the materials and methods to be used, and shall be prepared by a civil engineer or structural engineer registered in California. No excavations in trench section or around structures shall precede a response to the submittal by the Owner.

D. Be solely responsible for installing and extracting the sheathing in a manner which will not disturb the line, grade, or backfill compaction or operation of the utility being installed or adjacent utilities and facilities.

3.7 PIPE BEDDING
A. Obtain approval of bedding material from the Geotechnical Engineer.

B. Accurately shape bedding material to the line and grade called for on the Plans. Carefully place and compact bedding material to the elevation of the bottom of the pipe in layers not exceeding 8 inches in loose thickness. Compact bedding material at optimum water content to 90% relative compaction unless specified otherwise on the Plans or by the Geotechnical Engineer. Compact by pneumatic tampers or other mechanical means approved by the Geotechnical Engineer. Jetting or ponding of bedding material will not be permitted.

C. Stabilization of Trench Bottom: When the trench bottom is unstable due to wet or spongy foundation, trench bottom shall be stabilized with gravel or crushed rock. The State’s inspector will determine the suitability of the trench bottom and the amount of gravel or crushed rock needed to stabilize a soft foundation. Soft material shall be removed and replaced with gravel or crushed rock as necessary.

D. Placement of Bedding Material: The trench bottom shall be cleaned to remove all loose native material prior to placing select backfill material. Sufficient select backfill material shall be placed in trench and tamped to bring trench bottom up to grade of the bottom of pipe. The relative compaction of tamped material shall be not less than 90 percent. It is the intention of these requirements to provide uniform bearing under the full length of pipe to a minimum width of 60 percent of the external diameter.

3.8 BACKFILLING
A. Initial Backfill:

1. Obtain approval of backfill material from Geotechnical Engineer.

2. Bring initial backfill up simultaneously on both sides of the pipe, so as to prevent any displacement of the pipe from its true alignment. Carefully place and compact initial backfill material to an elevation of 12 inches above the top of the pipe in layers not exceeding 8 inches in loose thickness.

Compact bedding material at optimum water content to 90% relative compaction unless specified otherwise on the Plans or by the Geotechnical Engineer. Compact by pneumatic tampers or other BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 UTILITY TRENCHING AND BACKFILL SECTION 31 2100-11
mechanical means approved by the Geotechnical Engineer. Jetting or ponding of initial backfill material will not be permitted.

B. Pipe Detection: In trenches containing pressurized plastic pipes, tracer wire shall be placed directly above the pipe and shall be connected to all valves, existing exposed tracer wires, and other appurtenances as appropriate.

C. Installation of Tracer Wire:

1. Install a continuous length of tracer wire for the full length of each run of nonmetallic pipe.

2. Attach wire to top of pipe in such manner that it will not be displaced during construction operations.

3. Form a mechanically and electrically continuous line throughout the pipeline, extending to the nearest valve or other pipeline appurtenance. Extend the wire up the outside of the valve box/riser and cut a hole that is 8 inches from the top, extend a 12 inch wire lead to the inside of the box. At other pipeline appurtenances, terminate the 12 inch wire lead inside the enclosure.

4. Splice wire with a splicing device consisting of and electro-tin plated seamless copper sleeve conductor. Install as recommended by the manufacturer. Wrap splices and damaged insulation with electrician’s tape.

D. Installation of Warning Tape

1. Install tape approximately 1 foot above and along the centerline of the pipe.

2. Where tape is not continuous lap tape ends a minimum of 2 feet.

E. Subsequent Backfill:

1. Above the level of initial backfill, the trench shall be backfilled with non-expansive native material from trench excavation or with imported select backfill material (Contractor’s option). Subsequent backfill shall be free of vegetable matter, stones or lumps exceeding 3 inches in greatest dimension, and other unsatisfactory material.

2. Bring subsequent backfill to subgrade or finish grade as indicated. Carefully place and compact subsequent backfill material to the proper elevation in layers not exceeding 8 inches in loose thickness. Compact bedding material at optimum water content to 90% relative compaction, except that the upper 36 inches in areas subject to vehicular traffic shall be compacted to at least 95% relative compaction, unless specified otherwise on the Plans or by the Geotechnical Engineer.

Compact by pneumatic tampers or other mechanical means approved by the Geotechnical Engineer.

Jetting or ponding of subsequent backfill material will not be permitted.

F. Do not use compaction equipment or methods that produce horizontal or vertical earth pressures that may cause excessive pipe displacement or damage the pipe. Jetting of trench backfill is not permitted.

G. Utility backfill shall be inspected and tested by the Geotechnical Engineer during placement. Cooperate with the Geotechnical Engineer and provide working space for such tests in operations. Backfill not compacted in accordance with these specifications shall be re-compacted or removed as necessary and replaced to meet the specified requirements, to the satisfaction of the Geotechnical Engineer and the Owner prior to proceeding with the Project.

H. Compaction testing shall be in accordance with California Test Method ASTM D1556 or D1557.

3.9 CLEANUP
A. Upon completion of utility earthwork all lines, manholes catch basins, inlets, water meter boxes and other structures shall be thoroughly cleaned of dirt, rubbish, debris and obstructions of any kind to the satisfaction of the Owner.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 UTILITY TRENCHING AND BACKFILL SECTION 31 2100-12

END OF SECTION
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Addendum A September 13, 2024 PAINTING 32 3119-1
SECTION 32 31 19 - Decorative Metal Security Fences and Gates PA
RT 1 - GENERAL

1.0 1 WORK INCLUDED
The contractor shall provide all labor, materials and appurtenances necessary for installation of the welded ornamental steel fence system defined herein.

1.03 SYSTEM DESCRIPTION
The manufacturer shall supply a total fence system. The system shall include all components (i.e., panels, posts, gates and hardware) required.

1.04 QUALITY ASSURANCE
The contractor shall provide laborers and supervisors who are thoroughly familiar with the type of construction involved and materials and techniques specified.

1.05 REFERENCES
▪ ASTM A653/A653M - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy Coated (Galvannealed) by the Hot-Dip Process.
▪ ASTM B117 - Practice for Operating Salt-Spray (Fog) Apparatus. ▪ ASTM D523 - Test Method for Specular Gloss.
▪ ASTM D714 - Test Method for Evaluating Degree of Blistering in Paint. ▪ ASTM D822 - Practice for Conducting Tests on Paint and Related Coatings and Materials using Filtered Open-Flame Carbon-Arc Light and Water Exposure Apparatus.
▪ ASTM D1654 - Test Method for Evaluation of Painted or Coated Specimens Subjected to Corrosive Environments. ▪ ASTM D2244 - Test Method for Calculation of Color Differences from Instrumentally Measured Color Coordinates. ▪ ASTM D2794 - Test Method for Resistance of Organic Coatings to the Effects of Rapid Deformation (Impact). ▪ ASTM D3359 - Test Method for Measuring Adhesion by Tape Test. ▪ ASTM F2408 Ornamental Fences Employing Galvanized Steel Tubular Pickets.

1.06 SUBMITTAL
The manufacturers literature shall be submitted prior to installation.

1.07 PRODUCT HANDLING AND STORAGE
Upon receipt at the job site, all materials shall be checked to ensure that no damage occurred during shipping or handling. Materials shall be stored in such a manner to ensure proper ventilation and drainage, and to protect against damage, weather, vandalism and theft.

1.08 PRODUCT WARRANTY
A. All structural fence components (i.e. rails, pickets, and posts) shall be warranted within specified limitations, by the manufacturer for a period of 20 years from date of original purchase. Warranty shall cover any defects in material finish, including cracking, peeling, chipping, blistering or corroding.

B. Reimbursement for labor necessary to restore or replace components that have been found to be defective under the terms of manufactures warranty shall be guaranteed for five (5) years from date of original purchase.

PART 2 - MATERIALS

2.01 MANUFACTURER
A. Basis of design: Montage II® Welded and Rackable (ATF All Terrain Flexibility) Ornamental Steel, Majestic design, flush bottom rail treatment, 4-Rail style manufactured by Ameristar Fence Products, Inc., in Tulsa, Oklahoma.

B. Or approved equal.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Addendum A September 13, 2024 PAINTING 32 3119-2

2.02 MATERIAL
A.

Steel material for fence panels and posts shall conform to the requirements of ASTM A653/A653M, with a minimum yield strength of 45,000 psi (310 MPa) and a minimum zinc (hot-dip galvanized) coating weight of 0.90 oz/ft2 (276 g/m2), Coating Designation G-90.

B. Material for pickets shall be 1 square x 14 Ga. tubing. The rails shall be steel channel, 1.75 x 1. 75 x .105. Picket holes in the rail shall be spaced 4.715 o.c. Fence posts and gate posts shall meet the minimum size requirements of Table 1.

2.03 FABRICATION
A. Pickets, rails and posts shall be pre-cut to specified lengths. Rails shall be pre-punched to accept pickets.

B. Pickets shall be inserted into the pre-punched holes in the rails and shall be aligned to standard spacing using a specially calibrated alignment fixture. The aligned pickets and rails shall be joined at each picket-to-rail intersection by Ameristars proprietary fusion welding process, thus completing the rigid panel assembly (Note: The process produces a virtually seamless, spatter-free good-neighbor appearance, equally attractive from either side of the panel).

C. The manufactured panels and posts shall be subjected to an inline electrodeposition coating (E-Coat) process consisting of a multi- stage pretreatment/wash, followed by a duplex application of an epoxy primer and an acrylic topcoat. The minimum cumulative coating thickness of epoxy and acrylic shall be 2 mils (0.058 mm). The color shall be Black. The coated panels and posts shall be capable of meeting the performance requirements for each quality characteristic shown in Table 2 (Note: The requirements in Table 2 meet or exceed the coating performance criteria of ASTM F2408).

D. The manufactured fence system shall be capable of meeting the vertical load, horizontal load, and infill performance requirements for Industrial weight fences under ASTM F2408.

E. Swing gates shall be fabricated using 1.75 x 14ga Forerunner double channel rail, 2 sq. x 12ga. gate ends, and 1 sq. x 14ga. pickets.

Gates that exceed 6 in width will have a 1.75 sq. x 14ga. intermediate upright. All rail and upright intersections shall be joined by welding. All picket and rail intersections shall also be joined by welding. Gusset plates will be welded at each upright to rail intersection.

Cable kits will be provided for additional trussing for all gates leaves over 6.

F. Pedestrian swing gates shall be self-closing, having a gate leaf no larger than 48 width. Integrated hinge-closer set (2 qty) shall be ADA compliant that shall include a variable speed and final snap adjustment with compact design (no greater than 5 x 6 footprint).

H. Hardware; V40 Rim Exit Device, 711 finish, outside trim.

PART 3 - EXECUTION

3.01 PREPARATION
All new installation shall be laid out by the contractor in accordance with the construction plans.

3.02 FENCE INSTALLATION
Fence post shall be spaced according to Table 3, plus or minus ½. For installations that must be raked to follow sloping grades, the post spacing dimension must be measured along the grade. Fence panels shall be attached to posts with brackets supplied by the manufacturer.

Posts shall be set in concrete footers having a minimum depth of 36 (Note: In some cases, local restrictions of freezing weather conditions may require a greater depth). The Earthwork and Concrete sections of this specification shall govern material requirements for the concrete footer. Posts setting by other methods such as plated posts or grouted core-drilled footers are permissible only if shown by engineering analysis to be sufficient in strength for the intended application.

3.03 FENCE INSTALLATION MAINTENANCE
When cutting/drilling rails or posts adhere to the following steps to seal the exposed steel surfaces; 1) Remove all metal shavings from cut area. 2) Apply zinc-rich primer to thoroughly cover cut edge and/or drilled hole; let dry. 3) Apply 2 coats of custom finish paint matching fence color. Failure to seal exposed surfaces per steps 1-3 above will negate warranty. Ameristar spray cans or paint pens shall be used to prime and finish exposed surfaces; it is recommended that paint pens be used to prevent overspray. Use of non- Ameristar parts or components will negate the manufactures warranty.

3.04 GATE INSTALLATION
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Addendum A September 13, 2024 PAINTING 32 3119-3
Gate posts shall be spaced according to the manufacturers gate drawings, dependent on standard out-to-out gate leaf dimensions and gate ha
rdware selected. Type and quantity of gate hinges shall be based on the application; weight, height, and number of gate cycles. The manufacturers gate drawings shall identify the necessary gate hardware required for the application. Gate hardware shall be provided by the manufacturer of the gate and shall be installed per manufacturers recommendations.

3.05 CLEANING
The contractor shall clean the jobsite of excess materials; post-hole excavations shall be scattered uniformly away from posts.

Table 1 Minimum Sizes Posts
Fence Posts Panel Height
3 x 12 Ga. 6
Gate HeightGate Leaf 6
Up to 4 3 x 12 Ga.

Table 2 Coating Performance Requirements
Quality Characteristics ASTM Test Method Performance Requirements Adhesion D3359 Method B Adhesion (Retention of Coating) over 90% of test area (Tape and knife test).

Corrosion Resistance B117, D714 & D1654 Corrosion Resistance over 1,500 hours (Scribed per D1654; failure mode is accumulation of 1/8 coating loss from scribe or medium #8 blisters).

Impact Resistance D2794 Impact Resistance over 60 inch lb. (Forward impact using 0.625 ball).

Weathering Resistance D822 D2244, D523 (60˚ Method) Weathering Resistance over 1,000 hours (Failure mode is 60% loss of gloss or color variance of more than 3 delta-E color units).

Table 3 Post Spacing
Span 8 Nominal (92-5/8 Rail)
Post Size 3
Bracket
Type
Industrial
Universal
3 (BB303)
Post
Settings
± ½ O.C.
96-1/2
*Note: When using BB304 swivel brackets on either or both ends of a panel installation, care must be taken to ensure the spacing between post and adjoining pickets meets applicable codes. This will require trimming one or both ends of the panel. When using the BB301 flat mount bracket for Invincible style, rail may need to be drilled to accommodate rail to bracket attachment.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-1
SECTION 331000 – WATER SYSTEM
PART 1 - GENERAL

1.1 SECTION INCLUDES
A. Fire protection services up to 5 feet of any on-site building being served.

B. Fire protection water transmission or distribution system within a roadway or street right-of-way.

1.2 RELATED SECTIONS
A. Section 312100, Utility Trenching and Backfill

1.3 RELATED DOCUMENTS
A. ASME

1. ASME A112.1.2: Air Gaps in Plumbing Systems (for Plumbing Fixtures and Water Connect Receptors

2. ASME B1.20.1: Pipe Threads, General Purpose, Inch

3. ASME B16.1: Gray Iron Pipe Flanges and Flanged Fittings: Classes 25, 125, and 250

4. ASME B16.18: Cast Copper Alloy Solder Joint Pressure Fittings

5. ASME B16.22: Wrought Copper and Copper Alloy Solder – Joint Pressure fittings

6. ASME B16.26: Cast Copper Alloy Fittings for Flared Copper Tubes B. ASTM

1. ASTM A536: Standard Specification for Ductile Iron Castings

2. ASTM A674: Standard Practice for Polyethylene Encasement for Ductile Iron Pipe for Water or Other Liquids

3. ASTM B61: Standard Specification for Steam or Valve Bronze Castings

4. ASTM B62: Standard Specification for Composition Bronze or Ounce Metal Castings

5. ASTM B88: Standard Specification for Seamless Copper Water Tube

6. ASTM C94: Standard Specification for Ready-Mixed Concrete

7. ASTM D1785: Standard Specification for Poly Vinyl Chloride (PVC) Plastic Pipe, Schedules 40, 80, and 120

8. ASTM D2564: Standard Specification for Solvent Cements for Poly Vinyl Chloride (PVC) Plastic Piping Systems

9. ASTM F1056: Standard Specification for Socket Fusion Tools for Use in Socket Fusion Joining Polyethylene Pipe or Tubing and Fittings AWWA

10. C104: Cement-Mortar Lining for Ductile-Iron Pipe and Fittings

11. C105: Polyethylene Encasement for Ductile-Iron Pipe Systems

12. C110: Ductile-Iron and Gray-Iron Fittings

13. C111: Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings

14. C115: Flanged Ductile-Iron Pipe with Ductile-Iron or Gray-Iron Threaded Flanges

15. C116: Protective Fusion-Bonded Epoxy Coatings for the Interior & Exterior Surfaces for Ductile- Iron and Gray-Iron Fittings

16. C150: Thickness Design of Ductile-Iron Pipe

17. C151: Ductile-Iron Pipe, Centrifugally Cast

18. C153: Ductile-Iron Compact Fittings
BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-2

19. C200: Steel Water Pipe 6 inch and larger

20. C203: Coal-Tar Protective Coatings and Linings for Steel Water Pipe

21. C205: Cement-Mortar Protective Lining and Coating for Steel Water Pipe - 4 inch and Larger-Shop Applied

22. C207: Steel Pipe Flanges for Waterworks Service-Sizes 4 inch through 144 inch

23. C208: Dimensions for Fabricated Steel Water Pipe Fittings

24. C209: Cold Applied Tape Coatings for Steel Water Pipe, Special Sections, Connections, and Fittings

25. C210: Liquid-Epoxy Coatings and Linings for Steel Water Pipe and Fittings

26. C213: Fusion-Bonded Epoxy Coatings and Linings for Steel Water Pipe and Fittings

27. C214: Tape Coatings for Steel Water Pipelines

28. C218: Liquid Coatings for Aboveground Steel Water Pipe and Fittings

29. C219: Bolted, Sleeve-type Couplings for Plain-End Pipe

30. C500: Metal-Seated Gate Valves for Water Supply Service

31. C502: Dry-Barrel Fire Hydrants

32. C503: Wet Barrel Fire Hydrants

33. C504: Rubber Seated Butterfly Valves.

34. C507: Ball Valves, 6 inch through 60 inch.

35. C508: Swing-check Valves for Waterworks Service, 2 inch through 48 inch NPS.

36. C509: Resilient-Seated Gate Valves for Water Supply Service

37. C510: Double Check Valve Backflow Prevention Assembly

38. C511: Reduced-Pressure Principle Backflow Prevention Assembly

39. C512: Air-Release, Air/Vacuum, and Combination Air Valves for Water and Wastewater Service

40. C550: Protective Interior Coatings for Valves and Hydrants

41. C600: Installation of Ductile-Iron Water Mains and Their Appurtenances

42. C606: Grooved and Shouldered Joints

43. C651: Disinfecting Water Mains

44. C800: Underground Service Line Valves and Fittings

45. C900: Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 inch through 60 inch for Water Transmission and Distribution

46. C901: Polyethylene (PE) Pressure Pipe and Tubing, ½ inch through 3 inch for Water Service

47. C905: Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 inch through 48 inch for Water Transmission and Distribution

48. C906: Polyethylene (PE) Pressure Pipe and Fittings, 4 inch through 65 inch, for Waterworks

49. M11: Steel Pipe - A Guide for Design and Installation

50. M23: PVC Pipe – Design and Installation

51. M41: Ductile-Iron Pipe and Fittings
C. Factory Mutual Insurance Company (FM)

1. FM 1530: Fire Department Connections
D. National Fire Protection Association (NFPA)

1. NFPA 24: Installation of Private Fire Service Mains and Their Appurtenances

2. NFPA 70: National Electric Code

3. NFPA 1963: Fire Hose Connection
E. National Sanitation Foundation (NSF)

1. NSF 61: Drinking Water System Components-Health Effects F. Underwriters Laboratory(UL)
BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-3

1. UL 262: Safety Gate Valves for Fire-Protection Service

2. UL 405: Safety Fire Department Connection Devices

3. UL 789: Indicator Posts for Fire-Protection Service

1.4 DEFINITIONS
A. AASHTO: American Association of State Highway and Transportation Officials B. ASTM: American Society for Testing Materials
C. AWWA: American Waterworks Association
D. DI: Ductile iron
E. DIP: Ductile iron pipe
F. FM: Factory Mutual
G. NFPA: National Fire Protection Association
H. NSF: National Sanitation Foundation
I. PCC: Portland cement concrete
J. PE: Polyethylene
K. PVC: Polyvinyl Chloride
L. UL: Underwriters Laboratory

1.5 SYSTEM PERFORMANCE REQUIREMENTS
A. Minimum Working Internal Pressures: As indicated on Plans.

B. External Load: Earth load indicated by depth of cover plus AASHTO H20 live load unless indicated otherwise.

1.6 SUBMITTALS
A. Follow submittal procedure outlined in Section 011000, Supplemental General Requirements.

B. Product Data: Manufacturer’s literature and data, including, where applicable, sizes, pressure rating, rated capacity, listing/approval stamps, labels, or other marking on equipment made to the specified standards for materials, and settings of selected models, for the following:

1. Piping materials and fittings

2. Gaskets, couplings, sleeves, and assembly bolts and nuts

3. Flexible pipe fittings

4. Restrained pipe fittings

5. Flexible Connectors

6. Expansion joints

7. Flexible expansion joints
BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-4

8. High deflection fittings/ball joints

9. Gate valves

10. Butterfly valves

11. Check valves

12. Ball valves

13. Air release, air/ vacuum and combination air valves

14. Blow-off valves

15. Pressure reducing valves

16. Flow Regulating valves

17. Service connections and water meters

18. Valve boxes, meter boxes, frames and covers

19. Backflow preventers

20. Fire hydrants

21. Post indicator valves

22. Fire department connections

23. Thrust block concrete mix

24. Tapping sleeves and tapping valves

25. Service saddles and corporation stops

26. Identification materials and devices
C. Shop Plans and Calculations: Where an on-site fire water system is required, Contractor shall provide shop plans for Engineer and agency approval prior to construction. Coordinate with the Plans and identify any proposed modifications or deviations. Shop Plans and Calculations shall be stamped and signed by a registered Fire Protection Engineer licensed by the State of California as required.

1. Include the following information:
a. Design assumptions
b. Thrust block sizing and calculations
c. Materials to be used
d. Available water pressure
e. Required water pressure

2. The review of fire system components constitutes only a portion of the review and approval required. A copy of the fire system component submittal package shall be forwarded to the local fire marshal for further review and approval.

D. Shop drawings: Include plans, elevations, details and attachments.

1. Precast and cast in-place vaults and covers

2. Wiring diagrams for alarm devices
E. Field test reports: Indicate and interpret test results for compliance with the Project requirements.

1.7 QUALITY ASSURANCE
A. Comply with requirements of utility supplying water. Do not operate existing valves or tap existing piping without written permission and/or presence of utility company representative.

B. Comply with the following requirements and standards:

1. NSF 61: “Drinking Water System Components-Health Effects” for materials for potable water.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-5

2. NFPA 24: “Installation of Private Fire Service Mains and Their Appurtenances” for materials, installations, tests, flushing, and valve and hydrant supervision.

3. NFPA 70: “National Electric Code” for electrical connections between wiring and electrically operated devices.

C. Provide listing/approval stamp, label, or other marking on piping and specialties made to a specified standard.

1.8 MATERIAL DELIVERY, STORAGE AND HANDLING
A. Preparation for Transport: Prepare valves, including fire hydrants, according to the following:

1. Ensure that valves are dry and internally protected against rust and corrosion.

2. Protect valves against damage to threaded ends and flange faces.

3. Set valves in best position for handling. Set valves closed to prevent rattling.

B. Deliver piping with factory-applied end-caps. Maintain end-caps through shipping, storage and handling to prevent pipe end damage and to prevent entrance of dirt, debris and moisture.

C. Handling: Use slings to handle valves and fire hydrants whose size requires handling by crane or lift. Rig valves to avoid damage to exposed parts. Do not use handwheels or stems as lifting or rigging points.

D. During Storage: Use precautions for valves, including fire hydrants according to the following.

1. Do not remove end protectors, unless necessary for inspection, then reinstall for storage.

2. Protection from Weather: Store indoors and maintain temperature higher than ambient dew-point temperature. Store indoors and maintain temperature higher than ambient dew point temperature.

Support off the ground or pavement in watertight enclosures when outdoor storage is necessary.

E. Do not store plastic pipe and fittings in direct sunlight.

F. Protect pipe, fittings, flanges, seals and specialties from moisture, dirt and damage.

G. Protect linings and coatings from damage.

H. Handle precast boxes, vaults and other precast structures according to manufacturer’s written instructions.

I. Protect imported bedding and backfill material from contamination by other materials.

1.9 COORDINATION
A. Coordinate connection to existing water mains with water utility supplying water.

B. Coordinate piping materials, sizes, entry locations, and pressure requirements with building domestic water distribution piping and fire protection piping.

PART 2 - PRODUCTS

2.1 PVC PIPE: SIZES 4 INCH THROUGH 48 INCH
A. Pipe: Pressure Class 200, DR 14, spigot and gasket bell end, conforming to AWWA C900 (4 inch through 12 inch and AWWA C905 (14 inch through 48 inch)
BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-6
B. Fittings: Ductile iron fittings

1. Standard: AWWA C110, sizes 4 inch through 48 inch

2. Compact: AWWA C153, sizes 4 inch through 24 inch

3. All fittings shall be fusion epoxy coated per AWWA C116 C. Unrestrained Joints: Push-On Bell and Spigot Joint: AWWA C900 D. Restrained Joints:

1. Push-On Bell and Spigot Joint: Harness assembly as manufactured by EBAA Iron, or approved equal.

2. Plain End PVC to Ductile Iron Mechanical Joint: EBAA Iron, or approved equal.

E. Steel or Ductile Iron Couplings:

1. Plain End Pipe to Plain End Pipe: Ductile iron or steel bolted couplings, manufacturer’s shop coating with low alloy steel bolts and nuts. Steel couplings to conform to AWWA C219. Smith-Blair, Inc., Dresser, or approved equal.

2. Plain End Pipe to Ductile Iron or Steel Flanged Pipe: Ductile iron or steel bolted flanged coupling adapters, manufacturer’s shop coating with low alloy steel bolts and nuts. Steel flanged couplings to conform to AWWA C219. Smith-Blair, Inc, Dresser or approved equal.

F. PVC Couplings:

1. Unrestrained Plain End to Plain End Pipe: AWWA C900, as manufactured by North American Piper approved equal.

2. Restrained Plain End to Plain End Pipe: AWWA C900, “Fluid-Tite” as manufactured by North American Pipe, or approved equal.

2.2 FLEXIBLE CONNECTORS
A. Flanged Coupling Adapters for plain end pipe at fittings, valves and equipment shall be Dresser Style 127 or 128, similar models by ITT; Baker Coupling Company or approved equal. Nuts, bolts and other hardware shall be Type 304 stainless steel.

B. Mechanical Couplings shall be rated for a minimum working pressure of 150 psi. The barrel shall be a minimum 10 inches long. Couplings shall be cleaned and shop primed with manufacturer’s standard rust inhibitive primer. Mechanical couplings shall be Smith-Blair, Romac, JCM, Apac or approved equal, with stainless steel nuts, bolts, and threaded rods.

C. Flexible Coupling for Steel Pipe shall be Dresser Coupling Style 38 with EPDM gaskets, or approved equal.

2.3 HIGH DEFLECTION FITTINGS/BALL JOINTS
A. Plain End Pipe: Xtra Flex Restrained Joint High Deflection Fittings, 4 inch through 24 inch, U. S. Pipe, or approved equal.

B. Mechanical or Flanged Joint: Flex 900, 4 inch through 12 inch, EBAA Iron, or approved equal.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-7

2.4 GATE VALVES
A. Provide valves conforming to AWWA C500 or AWWA C509
B. Valves shall be resilient-seated, with non-rising stem, gray or ductile-iron body and bonnet, with bronze or gray or ductile-iron gate, bronze stem and square stem operating nut unless noted otherwise.

C. Metal seated, AWWA C500, and rubber seated, AWWA C504, are also available.

D. All bolts, nuts and washers, except operating nut, shall be stainless steel.

E. Stem operating nut to be 2 inches square and open counter-clockwise.

F. Stem extensions shall be installed to bring the stem operating nut to within 2 feet of finish grade where the depth from finish grade to the stem operating nut exceeds 4 feet.

G. Provide protective epoxy interior and exterior coating according to AWWA C550 and manufacturer’s recommendations.

H. For the domestic water system, valves shall also conform to NSF 61.

I. Service vine Valves and fittings, 2 inch and smaller shall be in accordance with AWWA C800 J. Where a post indicator is shown, provide valve with an indicator post flange.

K. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the project include, but are not limited to, the following:

1. Mueller Company

2. M&H Valve Company

3. Crane Company, or approved equal

2.5 BUTTERFLY VALVES
A. AWWA C504, rubber seated, Class 150B cast iron body, cast or ductile iron discs, stainless steel shafts, adjustable field replaceable rubber seats mating against stainless steel seat rings and field-replaceable seals.

B. Flanged or mechanical joint end connections.

C. No wafer type valves allowed.

D. Traveling nut type valve actuators designed for buried service unless noted otherwise.

E. All bolts, nuts and washers, except wrench nut, shall be stainless steel.

F. Wrench nut to be 2 inches square and open counter-clockwise.

G. Stem extensions shall be installed to bring the wrench nut to within 2 feet of finish grade where the depth from finish grade to the wrench nut exceeds 4 feet.

H. Provide protective epoxy interior and exterior coating according to AWWA C550 and manufacturer’s recommendations.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-8
I. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Project include, but are not limited to, the following:

1. Mueller Company

2. M&H Valve Company

3. Crane Company, or approved equal

2.6 SWING CHECK VALVES
A. Provide swing-check type valves conforming to AWWA C508.

B. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Project include, but are not limited to, the following:

1. Mueller Company

2. M&H Valve Company

3. DeZurik/APCO

4. Watts, or approved equal

2.7 BALL VALVES
A. Provide ball valves (6 inch through 48 inch) per AWWA C507 as manufactured by Crane Company, or approved equal.

B. Provide ball valves (2 inches and smaller) conforming to AWWA C800 as manufactured by Mueller 300 Series, Ford, or approved equal.

C. Valves shall open by counterclockwise rotation of the valve stem.

D. Provide valves with ends as appropriate for the adjoining pipe.

E. Provide valve with lockable operating nut or handle as shown on the Plans.

2.8 AIR RELEASE, AIR/VACUUM AND COMBINATION AIR VALVES
A. Air release and vacuum valves: Provide valve and service size as shown on the Plans. Valve shall have cast-iron single valve body, and shall conform to AWWA C512. A compound lever system shall have a maximum operating pressure of 300 psi. Provide a protective cap for the outlet of the valve. Provide universal air-vacuum type valves, Crispin, DeZurik/APCO or approved equal.

B. Combination air valves: Provide valve and service size as shown on the Plans. Valve shall have cast-iron single valve or double valve body, and shall conform to AWWA C512. A simple or compound lever system shall have a maximum operating pressure of 300 psi. Provide a protective cap for the outlet of the valve.

C. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the project include, but are not limited to, the following:

1. Crispin

2. DeZurik/APCO, or approved equal
BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-9

2.9 BLOW-OFF VALVES
A. Provide valve and service size as shown in the Plans. Provide 2 inch valves at low points of the piping system, and 4 inch valves at dead-ends of the piping system, unless otherwise directed by the Engineer.

B. 2 inch blow-off shall have a 2 inch vertical female iron pipe (FIP) inlet and a 2 inch normal pressure and temperature (NPT) nozzle outlet with cap. Valve shall open by counterclockwise rotation of a top-mounted 9/16 inch square operating nut. All working parts shall be serviceable without excavation. Kupferle/Truflo Model TF550, or approved equal.

C. 4 inch blow-off shall have all brass principal working parts, 4 inch inlet and outlet and is self-draining and non-freezing. Valve shall open by counterclockwise rotation of a top-mounted 2 inch square operating nut.

All working parts shall be serviceable without excavation.

D. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Project include, but are not limited to, the following:

E. Kupferle/ MainGuard #7600, or approved equal

2.10 PRESSURE-REDUCING VALVES
A. Valve: Automatic, pilot-operated, cast-iron body with interior coating according to AWWA C550. 250 psi working-pressure, bronze pressure-reducing pilot valve and tubing, and means for discharge pressure adjustment.

B. Valves shall have flanged ends. Valves sized 3 inches or smaller may have screwed ends.

C. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Project include, but are not limited to, the following:

1. Cla-Val Company

2. Bermad

3. Ames Company, or approved equal

2.11 FLOW-REGULATING VALVES
A. Valve: Automatic, pilot-operated, cast-iron body with interior coating according to AWWA C550. 250 psi working-pressure, bronze pressure-reducing pilot valve and tubing, and means for flow adjustment. Details as indicated.

B. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Project include, but are not limited to, the following:

1. Cla-Val Company

2. Bermad

3. Ames Company, or approved equal

2.12 SERVICE CONNECTIONS AND WATER METERS
A. Service connections and water meter details and boxes as indicated on plans.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-10

2.13 VALVE BOXES, METER BOXES, FRAMES AND COVERS
A. Water Valve Box: Provide pre-cast concrete valve box for each buried valve. Provide box with steel or cast iron traffic cover marked “WATER”. Christy Model G5 with G5C cover or approved equal.

B. Valve or Meter Boxes: Contractor shall verify box size required for water system appurtenances as shown in the Construction Documents. Provide a precast concrete utility box for each buried appurtenance.

Provide a traffic-rated lid for H20 loading. A non-traffic rated lid may be used for boxes located in landscape areas. Christy, or approved equal.

2.14 BACKFLOW PREVENTER - REDUCED PRESSURE PRINCIPLE ASSEMBLIES (RPPA) A. Provide RPPA consisting of two independently operating check valves with a pressure differential relief valve located between the two check valves, two shut-off valves and four test cocks. RPPA shall be tamper-proof and conform to AWWA C511. Valve shall have an outside screw (OS) gate valve on inlet and outlet, and strainer on inlet. Include test cocks and pressure-differential relief valve with ASME A112.1.2 air gap fitting located between 2 positive-seating check valves for continuous-pressure application.

B. Body:

1. 2 inch and Smaller: Bronze with threaded ends

2. 2 ½ inch and Larger: Bronze, cast iron steel, or stainless steel with flanged ends C. Interior Lining: AWWA C550, epoxy coating for cast iron or steel bodies D. Interior Components: Corrosion-resistant materials
E. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Project include, but are not limited to, the following:

1. Cla-Val Company

2. Ames Company

3. Febco, CMB Industries, Inc.

4. Hersey Products, Inc.

5. Watts

6. Zurn/Wilkins, or approved equal

2.15 BACKFLOW PREVENTER - DOUBLE CHECK DETECTOR ASSEMBLY (DCDA) A. Provide a cast-iron body DCDA consisting of mainline double check assemblies in parallel with a bypass double check and meter assembly, two shut-off valves and four test cocks. DCDA shall be tamper-proof and conform to AWWA C510. FM approved or UL listed, with outside screw and yoke (OS&Y) gate valve on inlet and outlet, and strainer on inlet. Include two positive-seating check valves and test cocks, and bypass with displacement-type water meter, valves, and double-check backflow preventer, for continuous pressure application.

B. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Project include, but are not limited to, the following:

1. Cla-Val Company

2. Ames Company

3. Febco, CMB Industries, Inc.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-11

4. Hersey Products, Inc.

5. Zurn/Wilkins, or approved equal

2.16 POST INDICATOR VALVE
A. General: UL 789, FM approved, vertical-type, cast-iron body with operating wrench extension rod, and adjustable cast-iron barrel of length required for depth of bury of valve.

B. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Project include, but are not limited to, the following:

1. Mueller Company

2. Clow Corporation

3. American Cast Iron Company

2.17 FIRE DEPARTMENT CONNECTION
A. Exposed, sidewalk or Freestanding Type Fire Department Connection: UL 405, cast brass body with threaded inlets according to NFPA 1963 and matching local fire department hose threads and threaded bottom outlet. Include lugged caps, gaskets and chains; lugged swivel connections and drop clapper for each hose-connection inlet; 18 inch high brass sleeve; and round escutcheon plate. Number of inlets shall be as shown on the Plans. Clapper and spring check inlets shall each have a minimum capacity of 250 gpm, and be furnished with a cap and chain. Outlet shall be sized for simultaneous use of all inlets.

Connection shall be branded “Building XX”.

1. 2-Way FDC: Connection shall conform to UL 405 or FM 1530. Elkhart, Croker, or approved equal.

2. 3-Way FDC: Connection shall be subject to approval by the local water department or fire marshal.

Elkhart, Croker, Potter-Roemer or approved equal.

3. 4-Way FDC: Connection shall conform to UL 405. Potter-Roemer, Croker, or approved equal.

4. 6-Way FDC: Connection shall be subject to approval by the local water department or fire marshal.

Croker, Potter-Roemer or approved equal.

2.18 FIRE HYDRANTS
A. Provide two 2 ½ inch and one 4 ½ inch outlets, with a 6 inch nominal inside diameter inlet and break-away type bolts. Hydrant shall have a working pressure of 250 psi and shall conform to AWWA C502 or C503, and be UL listed and FM approved. Provide hydrants of one manufacturer. Clow model 960 series or approved equivalent, subject to approval of the Owner and fire marshal.

2.19 THRUST BLOCKS
A. Use concrete conforming to ASTM C94 having a minimum compressive strength of 2,500 psi at 28 days; or use concrete of a mix not leaner than one part cement, 2 ½ parts sand, and 5 parts gravel, having the same minimum compressive strength.

B. Provide thrust blocks or mechanical pipe restraints at all fittings and changes in angle, alignment or elevation.

C. Where depth or location of existing structures prohibit the use of standard thrust blocks, gravity blocks may be used.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-12

2.20 TAPPING SLEEVES AND TAPPING VALVES
A. Tapping sleeves shall be epoxy coated and furnished with stainless steel washers, nuts and bolts. Mueller H-615 and H-619, Ford, or approved equal.

B. Tapping valves shall have flanged inlet, Class 125, conforming to ASME B16.1 and furnished with stainless steel washers, nuts and bolts. Tapping valves shall be constructed with a mechanical joint outlet.

Mueller T-687, T-642, T-681, or approved equal.

2.21 SERVICE SADDLES AND CORPORATION STOPS
A. Service Saddles: Saddles shall conform to AWWA C800 and NSF 61.

1. For DIP: Provide bronze or stainless steel body, double strap type with a 200 psi, maximum working pressure. Mueller BR2 Series, Ford, or approved equal.

2. For PVC: Provide bronze body, wide strap type. Mueller H-13000 Series, Ford, or approved equal.

3. For PE: Per manufacturer’s recommendations.

B. Corporation Stops: Provide ground key type; bronze conforming to ASTM B61 or ASTM B62, for a working pressure of 100 psi and suitable for the working pressure of the system.

1. Ends shall be suitable for adjoining pipe and connections, solder-joint, or flared tube compression type joint.

2. Threaded ends shall conform to AWWA C800.

3. Coupling nut for connection to flared copper tubing shall conform to ASME B16.26.

4. Mueller H-15000 Series with “CC” threads and a copper flare straight connection outlet, Ford, or approved equal.

2.22 IDENTIFICATION MATERIALS AND DEVICES
A. Warning Tape: Provide warning tape consisting of metallic foil bonded to solid blue plastic film not less than 3 inches wide. Film shall be inert polyethylene plastic. Film and foil shall each not be less than 1 mil thick. The tape continuously shall have printed black-letter, not less than ¾ inch high, message reading “CAUTION: WATER MAIN BELOW”.

B. Tracer Wire for Nonmetallic Piping: Provide 12 guage, coated copper or aluminum wire not less than 0.10 inch in diameter, with blue THW, THWN, or THHN rated insulation, in sufficient length to be continuous over each separate run of nonmetallic pipe. Wire shall be tied in at all valves.

PART 3 - EXECUTION

3.1 PIPE INSTALLATION
A. Pipe Depth and Trench Configuration: Conform to elevations, profiles and typical trench section(s) shown on the Plans.

B. Excavation, Bedding, Backfill, and Compaction: Section 312100 – Utility Trenching and Backfill.

C. Handling: Carefully handle during loading, hauling, unloading and placing operations to avoid breakage or damage. Use strap type slings for lifting and placing; no chains or hooks will be permitted. Comply with manufacturer’s recommendations.

D. Pipe laying and jointing:

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-13

1. Provide proper facilities for lowering sections of pipe into trenches.

2. Do not drop or dump pipe, fittings, valves, or any other water line material into trenches.

3. Cut pipe accurately to length established at the site and work into place without springing or forcing.

Replace any pipe or fitting that does not allow sufficient space for proper installation of jointing material.

4. Blocking or wedging between bells and spigots will not be permitted. Lay bell-and-spigot pipe with the bell end pointing in the direction of laying.

5. Grade the pipeline in straight lines; avoid the formation of dips and low points.

6. Support pipe at proper elevation and grade.

7. Provide secure firm, uniform support. Wood support blocking will not be permitted.

8. Lay pipe so that the full length of each section of pipe and each fitting rests solidly on the pipe bedding; excavate recesses to accommodate bells, joints, and couplings.

9. Provide anchors and supports where indicated and where necessary for fastening work into place.

10. Make proper provision for expansion and contraction of pipelines.

11. Keep trenches free of water until joints have been properly made.

12. Do not lay pipe when conditions of trench or weather prevent proper installation.

13. All fittings shall be blocked with appropriately sized thrust blocks as shown on the Plans.

E. Installation of Tracer Wire:

1. Install a continuous length of tracer wire for the full length of each run of nonmetallic pipe.

2. Attach wire to top of pipe in such manner that it will not be displaced during construction operations.

F. Installation of Warning Tape

1. Install tape approximately 1 foot above and along the centerline of the pipe.

2. Where tape is not continuous, lap tape ends a minimum of 2 feet.

G. Curved Alignment: When necessary to conform to the alignment specifically indicated, lay pipe on a curved alignment by means of asymmetrical closure of joints or bending of the pipe barrel. If necessary, use shorter than the standard lengths of pipe to achieve curvature specified. Do not exceed the recommendations of the pipe manufacture for deflections at the joints or pipe bending.

H. Connections to Existing Lines:

1. Make connections to existing water lines after approval is obtained and with a minimum interruption of service on the existing line.

2. Make connections to existing lines under pressure in accordance with the recommended procedures of a manufacturer of pipe of which the line being tapped is made.

I. Closure: Close open ends of pipes and appurtenance openings at the end of each day’s work or when work is not in progress.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-14

3.2 INSTALLATION OF DUCTILE-IRON PIPING
A. Install pipe and fittings in accordance with requirements of AWWA C600 for pipe installation, joint assembly, valve-and-fitting installation, and thrust restraint.

B. Jointing:

1. Provide push-on joints with the gaskets and lubricant specified for this type joint; assemble in accordance with the applicable requirements of AWWA C600 for joint assembly.

2. Provide mechanical joints with the gaskets, glands, bolts, and nuts specified for this type joint; assemble in accordance with the applicable requirements of AWWA C600 for joint assembly and with the recommendations of AWWA C111.

3. Provide flanged joints with the gaskets, bolts, and nuts specified for this type joint.

4. Install flanged joints up tight; avoid undue strain on flanges, fittings, valves, and other equipment and accessories.

5. Align bolt holes for each flanged joint.

6. Use full size bolts for the bolt holes; use of undersized bolts to make up for misalignment of bolt holes or for any other purpose will not be permitted.

7. Do not allow adjoining flange faces to be out of parallel to such degree that the flanged joint cannot be made watertight without over straining the flange.

8. Where flanged pipe and fitting have dimensions that do not allow the installation of a proper flanged joint as specified, replace it by one of proper dimensions.

9. Use setscrewed flanges to make flanged joints where conditions prevent the use of full-length flanged pipe. Assemble in accordance with the recommendations of the setscrewed flange manufacturer.

10. Provide insulating joints with the gaskets, sleeves, washers, bolts, and nuts previously specified for this type joint. Assemble insulating joints as specified for flanged joints. Bolts for insulating sleeves shall be full size for the bolt holes.

11. Ensure that there is no metal-to-metal contact between dissimilar metals after the joint has been assembled.

C. Exterior Protection: Completely encase buried ductile iron pipelines and underground appurtenances with polyethylene wrap. Install 8 mil linear low-density polyethylene (LLD) film or 4 mil high-density cross- laminated (HDCL) film per manufacturer’s recommendations and in accordance with AWWA/ANSI C105/A21.5 and ASTM A674.

D. Pipe Anchorage: Provide concrete thrust blocks or restrained joints for pipe anchorage, except where metal harness is indicated on the Plans.

3.3 INSTALLATION OF POLYVINYL CHLORIDE PIPING
A. Comply with the recommendations for pipe installation, joint assembly and appurtenance installation in AWWA Manual M23.

B. Comply with the applicable requirements of AWWA C600 for joint assembly, and with the recommendations of Appendix A to AWWA C111.

C. Jointing:

1. Provide push-on joints with the elastomeric gaskets specified for this type joint, using either elastomeric-gasket bell-end pipe or elastomeric-gasket couplings.

2. For pipe-to-pipe push-on joint connections, use only pipe with push-on joint ends having factory- made bevel.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-15

3. For push-on joint connections to metal fittings, valves, and other accessories, cut spigot end of pipe off square and re-bevel pipe end to a bevel approximately the same as that on ductile-iron pipe used for the same type of joint.

4. Use an approved lubricant recommended by the pipe manufacturer for push-on joints.

5. Assemble push-on joints for connection to fittings, valves, and other accessories in accordance with the applicable requirements of AWWA C600 for joint assembly.

6. Make compression-type joints/mechanical-joints with the gaskets, glands, bolts, nuts, and internal stiffeners previously specified for this type joint. Cut off spigot end of pipe for compression-type joint or mechanical-joint connections and do not re-bevel.

7. Assemble joints made with sleeve-type mechanical couplings in accordance with the recommendations of the coupling manufacturer using internal stiffeners as previously specified for compression-type joints.

D. Pipe Anchorage:

1. Provide concrete thrust blocks or restrained joints for pipe anchorage, except where metal harness is indicated on the Plans.

3.4 INSTALLATION OF POLYETHYLENE PIPING
A. Install pipe, fittings, and appurtenances in accordance with manufacturer’s recommendations.

B. Jointing:

1. Provide mechanical joints, compression fittings, or flanges as recommended by the manufacturer.

2. Jointing shall be performed using proper equipment and machinery by trained and certified personnel.

3. Joints, fittings and tools shall be clean and free of burrs, oil, and dirt.

4. Butt fusion:
a. Pipe ends shall be faced to establish clean, parallel mating surfaces. b. Align and securely fasten the components to be joined squarely between the jaws of the joining machine.
c. Heat the ends of the pipe to the pipe manufacturer’s recommended temperature interface pressure and time duration. A pyrometer or other surface temperature measuring device should be used to insure proper temperature of the heating tool. Temperature indicating crayons shall not be used on a surface which will come into contact with the pipe or fitting. d. Prevent molten plastic from sticking to the heater faces. Molten plastic on the heater faces shall be removed immediately according to the tool manufacturer’s instructions. e. Bring the molten ends together with sufficient pressure to properly mix the pipe materials and form a homogeneous joint. Hold the molten joint under pressure until cooled adequately to develop strength. Refer to the manufacturer’s recommendations for temperature, pressure, holding, and cooling times.
f. Remove the inside bead from the fusion process using Manufacturer’s recommended procedure.

5. Socket fusion:
a. Mixing manufacturers’ heating tools and depth gauges will not be allowed unless the tools conform to ASTM F1056.
b. Pipe ends shall be faced square to establish clean, parallel mating surfaces. c. Clamp the cold ring on the pipe at the proper position using a depth gauge. d. Heat the tool to the pipe manufacturer’s recommended temperature. A pyrometer or other surface temperature measuring device should be used to insure proper temperature.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-16
Temperature indicating crayons shall not be used on a surface which will come into contact with the pipe or fitting.
e. Follow manufacturer’s recommendations for bringing the hot tool faces into contact with the outside surface of the end of the pipe and the inside surface of the socket fitting. f. Simultaneously remove the pipe and fitting from the tool. g. Inspect the melt pattern for uniformity and immediately insert the pipe squarely and fully into the socket of the fitting until the fitting contacts the cold ring. Do not twist the pipe or fitting during or after the insertion.
h. Hold or block the pipe in place during cooling.

6. Electrofusion:
a. Unless the operation is for a saddle-type electrofusion joint, pipe ends shall be faced square to establish clean, parallel mating surfaces.
b. Clamp the pipe and fitting at the proper position in the fixture. c. Connect the electrofusion control box to the fitting and to the power source. Apply the electric current using manufacturer’s instructions.
d. Allow the joint to cool before removing the clamping fixtures.

3.5 INSTALLATION OF VALVES
A. Gate Valves

1. Install gate valves conforming to AWWA C500 and UL 262 in accordance with the requirements of AWWA C600 for valve-and-fitting installation and with the recommendations of the Appendix (Installation, operation, and Maintenance of Gate Valves) to AWWA C509.

2. Install gate valves conforming to AWWA C509 in accordance with the requirements of AWWA C600 for valve-and-fitting installation and with the recommendations of the Appendix (Installation, Operation, and Maintenance of Gate Valves) to AWWA C509.

3. Install gate valves on PVC water mains in addition in accordance with the recommendations for appurtenance installation in AWWA Manual M23.

B. Butterfly Valves: Install butterfly valves in accordance with the applicable requirements of Appendix A of AWWA C504.

C. Check Valves: Install check valves in accordance with the applicable requirements of AWWA C600 for valve-and-fitting installation, except as otherwise indicated.

D. Joints:

1. Valves on DI, PE and PVC Pipe: Mechanical joint valves for buried locations. Flanged-end valves for installation in vaults/pits.

2. Valves on Steel Pipe: As indicated for buried locations. Flanged-end valves for installation in vaults/pits.

3.6 INSTALLATION OF VALVE AND METER BOXES
A. Boxes shall be centered over the appurtenance so as not to transmit shock or stress. Covers shall be set flush with the surface of the finished pavement, or as shown on the Plans. Backfill shall be placed around the boxes and compacted to the specified level in a manner that will not damage or displace the box from proper alignment or grade. Misaligned boxed shall be excavated, plumbed, and backfilled at no additional cost to the Owner.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-17

3.7 INSTALLATION OF FIRE HYDRANTS
A. Install fire hydrants, except for metal harness, plumbed vertical, in accordance with AWWA C600 for hydrant installation and as indicated.

B. Provide and assemble joints as specified for making and assembling the same type joints between pipe and fittings. Hydrants shall be set so that mounting bolts clear the top of finished grade by three inches so bolts may be easily replace if needed.

C. Provide metal harness as specified under pipe anchorage requirements for the respective pipeline material to which hydrant is attached.

3.8 SERVICE LINE CONNECTIONS TO WATER MAINS
A. Connect service lines of size shown on plans to the main with a rigid connection or a corporation stop and gooseneck. Install a gate valve on the service line.

B. Connect service lines to ductile-iron water mains in accordance with AWWA C600 for service taps.

C. Connect service lines to PVC plastic water mains in accordance with the recommendations of AWWA Manual M23.

3.9 INSTALLATION OF BACKFLOW PREVENTERS
A. Backflow devices shall be installed horizontal and level, with three feet minimum clearances from obstructions.

3.10 ANCHORAGE INSTALLATION
A. Mechanically Restrained Joints: Install where indicated for lengths indicated in accordance with manufacturer’s instructions.

B. PCC Thrust Blocks: Install where required and as indicated. Bearing area indicated is to be against undisturbed earth. Allow a minimum of 24 hours curing time before introducing water into the pipeline and allow a minimum of 10 days curing time before pressure testing.

3.11 CONNECTION TO EXISTING
A. Contractor shall submit a work plan delineating the work sequence and duration of each task.

B. The Contractor to submit a contingency plan in case work extends beyond the allowable shutdown duration C. Contractor to notify Owner 48 hours prior to shutdown.

D. Prior to shutdown the Contractor shall have the following:

1. Approved submittals for the work to be done

2. Approved work plan

3. Approved contingency plan

4. The material, tools and equipment necessary to do the work, including pumps, generator, lighting, etc.

E. No work shall be done within two weeks from a wet weather event.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-18
F. Contractor to check the weather (NOAA website) and plan work during dry weather period.

3.12 HYDROSTATIC PRESSURE AND LEAKAGE TEST
A. General:

1. Provide all necessary materials and equipment, including water.

2. Backfill all trenches sufficient to hold pipe firmly in position.

3. Allow time for thrust blocks to cure prior to testing.

4. Flush all pipes prior to testing to remove all foreign material.

5. Perform pressure and leakage test concurrently.

6. Apply test pressure by means of a pump connected to the pipe.

7. Base test pressure on the elevation of the lowest point in the line.

8. Fill each closed valve section or bulk-headed section slowly. Expel air from section being tested by means of permanent air vents installed at high points or by means of temporary corporation cocks installed at such points. Remove and plug the temporary corporation cocks at the conclusion of the test.

9. Ensure the release of air from the line during filling, and prevent collapse due to vacuum when dewatering the line.

10. The pressure test on mortar-lined pipe shall not begin until the pipe has been filled with water for at least 24 hours to allow for absorption in the cement mortar lining.

11. Allow the system to stabilize at the test pressure before conducting the leakage test.

12. Do not operate valves in either the opening or closing direction at differential pressures above the valves rated pressure.

13. Maintain test pressure as specified for type of pipe being tested.

14. Pressure Test: Examine any exposed pipe, fittings, valves, hydrants and joints during the test, if no leaks are observed the section of line has passed the pressure test. If leaks are observed, repair any damaged or defective pipe, fittings, valves, or hydrants, and repeat the pressure test.

15. Leakage Test: Perform as specified hereafter for the type of pipe being installed.

B. Preparation for Test

1. Vents shall be provided at the high points of the system and drains provided where means of venting or draining do not exist.

2. Remove or block off, all relief valves, rupture discs, alarms, control instruments, etc. that shall not be subjected to the test pressure.

3. All discs, balls, or pistons from check valves shall be removed if they interfere with filling of the system. Open all valves between inlet and outlet of the section to be tested.

4. Connect pump and provide temporary closures for all of the external openings in the system. Use caution to insure that the closures are properly designed and strong enough to withstand the test pressure.

5. A joint previously tested in accordance with this specification may be covered or insulated.

6. Expansion joints shall be provided with temporary restraint for additional pressure under test or shall be isolated from the test.

7. Flanged joints, where blanks are inserted to isolate equipment during the test, need not be tested.

C. DIP Leakage Test: Perform in accordance with AWWA C600. Selected requirements of AWWA C600 are repeated as follows:

1. The pipe shall be subjected to a hydrostatic pressure of 50 percent above the normal operating pressure, or 150 psi, whichever is greater. In no case shall the pressure be allowed to exceed the design pressure for pipe, appurtenances, or thrust restraints.

2. Maintain the test pressure, +/- 5 psi, for a minimum of four hours.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-19

3. No piping will be accepted if the leakage is greater than that determined by the following formula:

L = (S x D x P1/2)/133,200
L = Allowable leakage, gallons per hour.

S = Length of pipe tested, feet.

D = Nominal diameter of pipe, inches.

P = Average test pressure during the leakage test, pounds per square inch (gauge).

D. PE Pipe Leakage Test:

2. Apply the test pressure and allow the pipe to stand, without makeup pressure, for sufficient time to allow for diametric expansion or pipe stretching to stabilize, approximately two to three hours.

3. After the above stabilization has occurred, return the section being tested to the test pressure. Hold the test pressure for three hours. If the pressure in the test section drops, and it is determined the drop may be the result of expansion resulting from increasing temperature, a limited amount of additional water may be added to bring the pressure back to the test pressure. Allowable amounts of make-up water, to compensate for expansion due to increasing temperature, are as shown in the following table. Make-up water is only allowed during this final test period and not during the initial stabilization described in the previous paragraph. If the additional water added is less than the allowable shown in the table and there are no visual leaks or significant pressure drops, the tested section passes the test.

Nominal Allowance for Expansion
Pipe Size (U.S. Gals./100 Feet of Pipe)
(in.) 1-Hour 2-Hour 3-Hour
Test Test Test Test
3 0.10 0.15 0.25
4 0.13 0.25 0.40
6 0.30 0.60 0.90
8 0.50 1.0 1.50
10 0.75 1.3 2.1
11 1.0 2.0 3.0
12 1.1 2.3 3.4
14 1.4 2.8 4.2
16 1.7 3.3 5.0
18 2.2 4.3 6.5
20 2.8 5.5 8.0
22 3.5 7.0 10.5
24 4.5 8.9 13.3
28 5.5 11.1 16.8
32 7.0 14.3 21.5
36 9.0 18.0 27.0
40 11.0 22.0 33.0
48 15.0 27.0 43.0
E. PVC Pipe Leakage Test: Perform in accordance with AWWA M23. Selected requirements of AWWA M23 are repeated as follows:

2. Maintain the test pressure, +/- 5 psi, for a minimum of four hours.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-20

3. No piping will be accepted if the leakage is greater than that determined by the following formula:

L = (N x D x P1/2)/7,400
L = Allowable leakage, gallons per hour.

N = Number of joints in the length of the pipeline tested.

D = Nominal diameter of pipe, inches.

P = Average test pressure during the leakage test, pounds per square inch (gauge).

F. Cement Mortar Lined and Coated Steel Pipe Leakage Test: Perform in accordance with AWWA M11.

Selected requirements of AWWA M11 are repeated as follows:

1. All pipelines shall be tested by subjecting each section to a pressure, measured at the lowest end of the section, of at least 150 percent of the class rating or design pressure of the pipe under test. In no case shall the pipe be tested at less than 150 psi, nor shall the pressure be allowed to exceed the design pressure for pipe, appurtenances, or thrust restraints.

2. Maintain the test pressure, +/- 5 psi, for a minimum of four hours.

3. There shall be no significant leakage for pipe with welded joints or mechanical couplings.

4. For pipe joined with O-ring rubber gaskets, a leakage of 25 gallons per inch of diameter per mile per 24 hours is allowed.

3.13 CLEANING
A. At the conclusion of the work, thoroughly clean all pipelines by flushing with water or other means to remove all dirt, stones, pieces of wood, or other material which may have entered the pipes during the construction period. Debris cleaned from the lines shall be removed from the low end of the pipeline. If after this cleaning, obstructions remain, they shall be removed. After the pipelines are cleaned and if the groundwater level is above the pipe or following a heavy rain, the Owner will examine the pipes for leaks.

If any further defective pipes or joints are discovered, the Contractor shall repair them. Finished paving shall not be installed prior to completion of all cleaning and testing.

3.14 DISINFECTION OF PIPELINES
A. After completion of the hydrostatic test, the mains shall be thoroughly flushed with a minimum pipe velocity of 2.5 fps and chlorinated in accordance with the latest revision of AWWA 651, Standards of Disinfecting Water Mains. Any one of the methods therein described may be used, with the additional requirement of 50 ppm chlorination minimum initial application. At the end of the contact period, the mains shall again be flushed, and bacteriological samples taken.

B. If necessary, the Contractor shall provide, at his expense, outlets from which to take the samples. The location of the chlorination and sampling points will be determined by the Owner in the field. Taps for chlorination and sampling shall be installed. The Contractor shall uncover and backfill the taps as required.

C. Disinfection of tie-ins shall be performed by the Contractor by swabbing with chlorine or by other approved methods. Following a tie-in, the area affected by the tie-in shall be thoroughly flushed and bacteriological samples will be taken as deemed necessary.

D. All treated water flushed from the lines shall be dechlorinated and disposed of by discharging to the locations identified in the Plans, or by other approved means. No discharge of chlorinated water to any storm sewer or natural water course will be allowed, unless properly dechlorinated.

E. The Contractor shall rechlorinate and retest any lines that do not meet the requirements of the above testing.

The line shall not be placed in service until the requirements of the State Public Health Department are met.

BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-21

3.15 BACTERIOLOGICAL TESTING
A. Samples shall be gathered and tests conducted at the expense of the Contractor by a laboratory approved by the Owner.

B. Water samples are to be taken at representative points no less than one test per 500 feet of pipe, plus one test at each end of the pipe; or as required by the Owner.

C. After the samples have passed the bacteriological testing, the Contractor will be notified and arrangements can be made to make tie-ins and connections to house services.

D. Each water sample will have passed the bacteria tests if they show zero total coliform per 100 ml and not more than 50 non-sheen bacteria per 100 ml, and when the turbidity is no greater than the source water.

E. Samples shall be taken no sooner than 24 hours after final flushing.

F. Jumpers and/or plates shall be pulled within 14 days of the notification of a successful test, or new bacteria samples will have to be taken.

G. Follow-up bacteriological testing shall take place after tie-ins have been made, and shall meet the same passing requirements as the initial tests.

END OF SECTION
BKF Engineers CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024 WATER SYSTEM SECTION 33 1000-22

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Group 4 Architecture Research + Planning CITY OF SACRAMENTO - Martin Luther King, Jr. Library Remodel
PART 1 - Group4 Project No. 23604-01 Back Check 2 December 09, 2024 APENDIX A-1
APPENDIX A:

STRUCTURAL CA

LCULATIONS
Group 4 Architecture Research + Planning CITY OF SACRAMENTO - Martin Luther King, Jr. Library Remodel
PART 1 - Group4 Project No. 23604-01 Back Check 2 December 09, 2024 APENDIX A-2
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www.buehlerengineering.com

STRUCTURAL CALCULATIONS
FOR
MARTIN LUTHER KING JR. LIBRARY REMODEL

SACRAMENTO, CA

De
cember 9, 2024

Client: Group 4
Buehler SEOR: Bill A. Andrews
Buehler Project Engineer: Addison L. Bliss
Buehler Job No.: 2023-0387

MARTIN LUTHER KING JR. LIBRARY REMODEL
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STRUCTURAL CALCULATIONS

TABLE OF CONTENTS

Or
iginal Calculations, dated 08/29/2024:
01-General
Project Narrative ............................................................................................................................................. 01.1 Design Criteria ................................................................................................................................................ 01.2

02-Design Loads
Building Weights & Load Takeoffs .................................................................................................................. 02.1 Seismic Loading - ASCE 41 Tier 2 Analysis .................................................................................................. 02.2 Wind Loading .................................................................................................................................................. 02.3

03-Gravity Framing Design
Gravity Design Narrative ................................................................................................................................ 03.1 Floor Framing ................................................................................................................................................. 03.2 Roof Framing .................................................................................................................................................. 03.3 Interior Office Lid Framing .............................................................................................................................. 03.4

05-Lateral Design
Lateral Design Narrative ................................................................................................................................. 05.1 Existing Shear Wall Evaluation ....................................................................................................................... 05.2 Plywood Shear Wall Re-Sheathing ................................................................................................................ 05.3 Floor Diaphragm Ties ..................................................................................................................................... 05.4 High-to-Low Roof Shear Transfer ................................................................................................................... 05.5

06-Walls – Gravity and Out-of-Plane
Out-of-Plane Anchorage – Wall and Roof ...................................................................................................... 06.1 Out-of-Plane Anchorage – Narrow Diaphragms ............................................................................................. 06.2

07-Foundation Design
Column Base Plates ....................................................................................................................................... 07.1 Gravity Pad Footings ...................................................................................................................................... 07.2

A-Appendices
Report: “Structural Seismic Evaluation of Sacramento MLK Jr. Library” ......................................................... A.1 Report: “Structural Materials Evaluation: MLK Jr. Library Evaluation” ............................................................. A.2

MARTIN LUTHER KING JR. LIBRARY REMODEL
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STRUCTURAL CALCULATIONS
TABLE OF CONTENTS (CONT.)

Plancheck Cycle 1 Calculations, dated 10/29/2024:

REPRINTED CALCULATION SHEETS (to supersede previous sheets from original calculations) Ref: Comment 9a ......................................................................................................................................... 03.3.7 Ref: Comment 9c .............................................................................................................................. 05.3.3-05.3.5 Ref: Comment 9d ......................................................................................................................................... 06.2.2

NEW CALCULATIONS
09-Equipment
MEP Equipment Anchorage ........................................................................................................................... 09.1 AV Equipment Anchorage .............................................................................................................................. 09.2 Library Stacking Anchorage ........................................................................................................................... 09.3

Plancheck Cycle 2 Calculations, dated 12/09/2024:

No additional calculations submitted.

PROJECT MLK Library Repair
JOB NO. 2023-0387 DA TE 08/28/2024
CLIENT GROUP 4 BY ALB PA GE NO. 1

Project Narrative:

The project consists of a complete remodel of the existing one-story 15,000 SF library building, including seismic retrofit. The building was originally constructed in 1969 with no significant structural alterations or additions. The floor gravity system consists of T&G plywood over timber framing and posts, with a 4’-0” concrete perimeter wall and crawl space below. The roof gravity system consists of plywood over a combination of timber and steel framing. The lateral system consists of plywood diaphragms, with a combination of plywood/wood stud bearing shear walls and bearing reinforced masonry shear walls.

The structural scope of work can be understood as fitting into one of four categories:

1. Minor repairs to existing structure to improve the longevity of the building.

2. Updates to the structural system (lateral or gravity) that are motivated by alterations to the existing structure, for architectural/MEPF programmatic purposes.

3. Seismic upgrades provided as a means to comply with ASCE 41, responding to the deficiencies identified in the Tier 2 seismic evaluation.

4. Voluntary seismic upgrades that were NOT triggered by the Tier 2 seismic evaluation, nor are required per existing building code, but are provided as an additional measure of redundancy or to qualitatively enhance the seismic behavior/connectivity of the structure.

Minor Repairs

The repairs to the existing structure are provided in response to minor structural decay that was observed on Buehler’s site visit in November 2023. No decay was observed that was compromising the building’s structural integrity. The repair that is within the scope of the structural drawings includes epoxy repair to existing concrete walls. Other repairs expected that are outside of the scope of the structural drawings include repair/replacement of wood siding and fascia, as well as repair of water intrusion at select locations.

Programmatic Structural Updates

The remodel of the building involves updates to the floor layout and updates to utilities. The subsequent structural scope includes the following:

1. Removal of existing (3) bearing walls and (2) pipe columns. • Structural implication: New steel framing (beams and
columns) is added to support the roof
load that the existing bearing walls were designed to support.

2. New wall openings to be cut into existing shear walls (grids 3 and D) • Structural implication: These shear walls, as part of achieving compliance with ASCE 41, are analyzed and designed according to the reduced wall length available for base shear transfer.

3. New arrangement of library stack loading.
• Structural implication: Existing floor framing was ev aluated for stack live loads per ASCE 7.

The existing framing was found to be adequate to support this live loading without augmentation.

4. New fully-enclosed interior office/study space.
• Structural implication: These new interior partitions support a metal deck lid. The metal
deck was designed to span between partitions. The existing floor framing was evaluated to ensure ability to support the added weight and loads associated with these partitions/lids, and was found to be adequate without augmentation. Note that the design information of these partitions/lids is on architectural drawings, not structural.

5. New sprinkler/pipe installation
• Structural implication: A reinforcement detail has be en provided to allow for a hole to be
cored in existing roof joists.

6. Nominal MEPF wall penetrations
• Structural implication: Details provided permitting p enetrations through concrete walls, CMU walls, and high-roof glulam beams.

01.1.1 PROJECT MLK Library Repair
JOB NO. 2023-0387 DA TE 08/28/2024
CLIENT GROUP 4 BY ALB PA GE NO. 2

Upgrades for Seismic Compliance

Due to the scope of the remodel exceeding the 25% building value threshold per the CEBC, a seismic evaluation was triggered. A Tier 2 evaluation per ASCE 41 was performed on the structure, which identified deficiencies that lead to non-compliance with existing building code. These non-compliance items are documented in Buehler’s report titled “Structural Seismic Evaluation of Sacramento MLK Jr. Library,” dated January 17, 2024, and appended to this calculation package. Several seismic upgrades were implemented in direct response to the non-compliant items noted in the report, to bring the structure into compliance according to the triggered evaluation. These seismic upgrades include the following:

1. Out-of-plane wall ties
• At the roof level, tiedowns are provided to anchor t h e top of the CMU wall to the roof
diaphragm
• At the floor level, tiedowns are provided to anchor t he top of the concrete wall to the floor diaphragm

2. Narrow roof diaphragm bracing
• At the east and south low roofs, the diaphragm span-t o-depth ratio was non-compliant. To address this, timber diagonal bracing was added at a spacing to reduce the span of the diaphragm. These bracing/kickers were designed to support low-roof diaphragm forces and drag them into the high roof framing.

3. Plywood shear wall augmentation
• At gridlines 3 and D, the Tier 2 analysis calculation s indicate that the existing shear wall framing is inadequate. As such, the shear walls along these lines are being re-sheathed with thicker plywood and tighter nail spacing.

4. Floor diaphragm strapping
• Flat strapping was added to the floor diaphragm to dr ag out-of-plane wall and diaphragm forces across a properly-tied diaphragm.

5. Collector connectivity: gridline 3
• At gridline 3, seismic strapping was added to the hig h roof, designed for collector forces, in order to justify that the shear walls along that line are able to share/distribute seismic loading along that full-length collector line.

6. Horizontal Roof Ties
• Metal strapping was added at reentrant corners and a c ross wood posts, between the low
roof and high roof.

Seismic elements that were not required per the Tier 2 evaluation to be further analyzed or augmented include the following:

1. Existing CMU shear walls
• Walls were found to have a significant amount of rese rve capacity.

2. Diaphragms
• The Tier 2 analysis did not require a full-scale re-a nalysis of the existing diaphragm.

3. High-roof shear wall transfer
• The 8x8 timber posts at the corners of the high roof were found to be adequate to resist overturning forces related to the lateral load at the high roof; a high-roof-to-low-roof force transfer load path was therefore not required.

Voluntary Seismic Upgrades

Voluntary seismic upgrades provided include the following:

1. Shear wall holdown anchors at re-sheathed walls.
• At the plywood shear walls that were required to be r e-sheathed for seismic compliance (grids
3 and D), it was found that the dead load resistance was adequate to resist overturning forces, and that the lateral system is therefore code-compliant and stable without holdowns. However, holdowns are nonetheless provided as an extra source of stability.

2. Horizontal roof ties
• Additional horizontal roof ties are provided at both the high roof and low roof to provide more robust connectivity for lateral force transfer. These are provided not in response to a particular non-compliant deficiency, but as a current-better-practice measure.

01.1.2 PROJECT MLK Library Repair
JOB NO. 2023-0387 DA TE 08/28/2024
CLIENT GROUP 4 BY ALB PA GE NO. 3

Design Criteria:

Building Type: Risk Category: II

Design Codes: 2022 California Building Code (2021 IBC)
2022 California Existing Building Code
ASCE 7-16: Minimum Design Loads for Buildings and Other Structures ASCE 41-17: Seismic Evaluation and Retrofit of Existing Buildings AISC 360-16: Specification for Structural Steel Buildings AISC 341-16: Seismic Provisions for Structural Steel Buildings AISI S100-16 w/ S2-20: North American Specification for the Design of Cold-Formed Steel Structural Members
AISI S240-20: North American Standard for Cold-Formed Steel Structural Framing
AISI S400-20: North American Standard for Seismic Design of Cold-Formed Steel Structural Systems
ACI 318-19: Building Code Requirements for Structural Concrete TMS 402/602-16: Building Code Requirements and Specifications for Masonry Structures
ANSI/AWC NDS-18: National Design Specification (NDS) for Wood Construction with 2018 Supplement.

AWC SDPWS-21: Special Design Provisions for Wind and Seismic

Wind Criteria: n/a (no new exterior components subject to wind, and there are no code-mandated upgrades to existing wind force resisting system).

Seismic Criteria: Site Class: D S S = 0.584 S 1 = 0.256 S DS = 0.519 S D1 = n/a Seismic Design Category: D I = 1.00 I p = 1.00
P
erformance Level: CP (Collapse Prevention)
Seismic Hazard Level: BSE-2E (5% in 50 years)
SS = 0.436 S 1 = 0.196 S XS = 0.633 SX1 = 0.433
L
ateral Force-Resisting System: Bearing Wall: Wood Structural Panel Shear Wall (W2)
Bearing Wall: Reinforced Masonry Shear Wall
(RM1)

Foundation Criteria:

Soils Report: n/a

Allowable Bearing Pressures: D 1500 psf
D + L 1500 psf
D + L + 0.7E 2000 psf

01.2.1 PROJECT MLK Library Repair
JOB NO. 2023-0387 DA TE 08/28/2024
CLIENT GROUP 4 BY ALB PA GE NO. 4

Material Specifications:

Concrete: (Cement ASTM C-150) W/C Ratio
Footings: f’c = 3000 psi 0. 58
Slab-on-grade: f’ c = 3000 psi 0. 58
Equipment pads: f’ c = 3000 psi 0. 58

Masonry:

Concrete Masonry: f’ m = 2000 psi
Bl
ock Weight: Medium Weight
Grout: Strength to equal f’m value noted above
Mo
rtar: Type S

Structural Steel:

WF shapes: ASTM A992 (50 ksi)
HSS (rectangular): ASTM A500-C (50 ksi)
HSS (round): ASTM A500-C (46 ksi)
Pipe: ASTM A53 (35 ksi)
Channel: ASTM A992 (50 ksi)
Angle: ASTM A572 (50 ksi)
Plate: ASTM A572 (50 ksi)
Anchor Rods (non-frame): ASTM F1554 Gr 36

Wood: (WCLIB or WWPA Grading Rules)
2x Members Doug Fir-Larch #2 19% Max moisture content UNO 3x, and 4x Members Doug Fir-Larch #2 30% Max moisture content UNO 6x and Larger Members Doug Fir-Larch #1 30% Max moisture content UNO

2x Decking Select DEX
Redwood California Redwood, RIS

Sheathing PS-1 or PS-2 APA Rated

Existing Material Specifications:

Concrete: f’c = 5000 psi (per testing)

Steel Reinforcement: F y = 48 ksi (per testing)

Masonry:

Concrete Masonry: f’ m = 2000 psi (assumed value)
Bl
ock Type: Medium Weight, partially grouted (per testing)

Wood: Doug Fir standard (values per UBC 1967) UNO
Redwood standard (values per UBC 1967) where RWD noted on plan/as-builts

01.2.2 CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

01.2.3 MLK Library
2023-0387
6-27-24
Group4
CAA
ASCE 41-17 Analysis Narrative

3.4.4.2 - Retrofit Requirements

1. An analysis shall be performed to identify potential seismic deficiencies

2. A preliminary retrofit scheme shall be developed using one or more of the retrofit strategies defined in Section 1.5

3. An analysis of the building, including retrofit measures, shall be performed, to verify that the retrofit design meets the selected Performance Objective

4. Construction documents, including drawings, specifications, and a quality assurance plan, shall be developed as defined in Chapter 1

1.5.4 As-Built Information
Configuration, dimensions, and materials properties shall be determined consistent with the material requirements of Chapters 6 through 15.

6.2.4 Knowledge Factor
To account for uncertainty in the collection of as-built data, a knowledge factor, k, shall be selected from Table 6-1 considering the selected Performance Objective, analysis procedure, and data collection process. Knowledge factors shall be selected from Table 6-1 on an individual component basis as determined by the level of knowledge obtained for that component during data collection.

Knowledge factors shall be applied to determine component capacities as specified in Chapter 7.

Table 6-1. Data Collection Requirements
Data
Level of Knowledge
Minimum Usual Comprehensive
Performance
Level
Life Safety (S-3) or lower Damage Control (S-2) or lower Immediate Occupancy (S-1) or lower Analysis
Procedures
LSP, LDP All All
Testing No tests a Usual testing Comprehensive testing
Drawings Design
drawings
Field survey
drawings
prepared in
absence of
design
drawings
Design
drawings
Field survey
drawings
prepared in
absence of
design
drawings
Design
drawings
Field survey
drawings
prepared in
absence of
design
drawings
Condition
Assessment
b
Visual Comprehensive Visual Comprehensive Visual Comprehensive Material
Properties
From design
drawings
(or documents)
c
From default
values
From design
drawings
(or documents)
and tests
From usual
tests
From design
drawings
(or documents)
and tests
From
comprehensive
tests
Knowledge
Factor ( κ)
d

0.9e,f 0.75 1.00 1.00 1.00 1.00
Note: LSP, linear static procedure; LDP, linear dynamic procedure. a Except where no default material properties are provided in this standard. b In the absence of sufﬁcient component detailing information from the design drawings, missing information shall be supplemented by a comprehensive condition assessment.
c Where material properties are missing from the design drawings (or documents), default values may be used in conjunction with κ = 0.75.
d Refer to Chapters 9 through 12 for additional material-speci ﬁc requirements and limitations. e If the building meets the benchmark requirements of Table 3-2, then κ = 1.0. f If inspection or testing records are available to substantiate the design drawings, then κ = 1.0.

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01.2.5 ASCE Hazards Report
Address:

Martin Luther King
Jr. Library - 7340 24th Street Byp, Sacramento
Standard: ASCE/SEI 7-16 Latitude: 38.491202
Risk Category: II Longitude: -121.480951
Soil Class: D - Default (see
Section 11.4.3)
Elevation: 16.88864341445232 ft
(NAVD 88)

Page 1 of 3 ends

01.2.6 SS : 0.584
S1 : 0.256
F a : 1.332
F v : N/A
SMS : 0.779
SM1 : N/A
SDS : 0.519
SD1 : N/A
T L : 12
PGA : 0.245
PGA M : 0.332
F PGA : 1.355
Ie : 1
Cv : 1.09
Seismic
Site Soil Class:

Results:

Data Accessed:

Date Source:

D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Tue Aug 13 2024

SAC MLK LIBRARY REMODEL
2023-0387 8/21/2024
GROUP4 AB
A: High Roof Loads – Wood Panelized
Purlin Girder Columns Seismic
Shingles 3.0 3.0 3.0 3.0
1/2" DensDeck 2.0 2.0 2.0 2.0
6" batt insulation 0.6 0.6 0.6 0.6
5/8" Plywood shtg 1.9 1.9 1.9 1.9
2x10 joist @ 24"cc 1.7 1.7 1.7 1.7
GLB Girder @ 18'-0"cc 1.4 1.4 1.4
WF column 0.5 0.5
T-bar ceiling 2.8 2.8 2.8 2.8
Sprinklers 1.0 1.0 1.0 1.0
MEP 3.0 3.0 3.0 3.0
Miscellaneous 2.0 1.6 1.1 1.1
Dead Load 18.0 psf 19.0 psf 19.0 psf 19.0 psf
Live Load (reducible roof) 20.0 psf 20.0 psf 20.0 psf 0.0 psf Live Load (partition) 0.0 psf 0.0 psf 0.0 psf 5.0 psf
Total Load 38.0 psf 39.0 psf 39.0 psf 24.0 psf
B: Low Roof Loads – Wood Panelized Purlin Girder Columns Seismic Single ply TPO roofing 1.0 1.0 1.0 1.0
1/2" DensDeck 2.0 2.0 2.0 2.0
6" batt insulation 0.6 0.6 0.6 0.6
1/2" Plywood shtg 1.5 1.5 1.5 1.5
2x10 joist @ 24"cc 1.7 1.7 1.7 1.7
GLB Girder or WF Beam 3.0 3.0 3.0
Wood Posts / Pipes 1.0 1.0
T-bar ceiling 2.8 2.8 2.8 2.8
Sprinklers 1.0 1.0 1.0 1.0
MEP 3.0 3.0 3.0 3.0
Miscellaneous 1.4 1.4 1.4 1.4
Dead Load 15.0 psf 18.0 psf 19.0 psf 19.0 psf
Live Load (reducible roof) 20.0 psf 20.0 psf 20.0 psf 0.0 psf Live Load (partition) 0.0 psf 0.0 psf 0.0 psf 5.0 psf
Total Load 35.0 psf 38.0 psf 39.0 psf 24.0 psf
JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

02.1.1 DESIGN LOADS

SAC MLK LIBRARY REMODEL
2023-0387 8/21/2024
GROUP4 AB
JOB
JOB NO.

CLIENT BY
DATE
SHEET NO.

C: Floor Loads – Wood Panelized Purlin Girder Columns Seismic 3/4" plywood shtg 2.3 2.3 2.3 2.3
2x10 joist @ 16"cc 2.6 2.6 2.6 2.6
6x12 Beam @ 8'-6"cc 1.8 1.8 1.8
Posts 0.5 0.5
1/2" leveling compound 6.0 6.0 6.0 6.0
Flooring Finish 1.0 1.0 1.0 1.0
Gypsum Board 2.8 2.8 2.8 2.8
Sprinklers 1.0 1.0 1.0 1.0
MEP 3.0 3.0 3.0 3.0
Miscellaneous 1.3 1.5 2.0 2.0
Dead Load 20.0 psf 22.0 psf 23.0 psf 23.0 psf
Live Load (reducible roof) 20.0 psf 20.0 psf 20.0 psf 0.0 psf Live Load (partition) 0.0 psf 0.0 psf 0.0 psf 5.0 psf
Total Load 40.0 psf 42.0 psf 43.0 psf 28.0 psf
Wall Loads
Wall Finish: Conc CMU 6" Stud South Wall
8" 8" 6" 6"
Concrete wall 100.0
Part-Grouted CMU (Ref: NMCA TEK 14-13B) 55.0
6" wood stud 1.5 1.5
5/8" gyp board 2.8 2.8
Plywood 1.5 1.5
Wood Siding 2.2
1/2" shtg 1.7 1.7
insulation 1.0 1.0
MEP 0.5 0.5
misc 1.5 1.5 7.5 7.3
DPO - non-composite DL 102.0 psf 57.0 psf 16.0 psf 18.0 psf

02.1.2 DESIGN LOADS
CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.
1 12
3 3
4 4
5 5
AA
BB
CC
DD
EE
FF
A
S3.01
B
S3.01
A
S3.02
B
S3.02
C
S3.02
D
S3.02
A
S3.03
B
S3.03
A
S3.04
B
S3.04
A
S3.05
W8x31
W8x31
S4.01
1 S4.01
2 (E) W8x31
(E) W8x31
(E) 2x10 @ 24"CC, TYP
(E) 2x12 @ 16"CC, TYP
(E) W8x31
(E) W8x31

WALL ANCHORS, DRILL

AND EPOXY TO (E)

MASONRY WALL, SCREW
TO ROOF JOIST w/ BLKG
@ 48"CC, TYP
(N) HORIZONTAL TIE AT ROOF

RE-ENTRANT CORNERS
(BLKG AND MTL STRAPS)
(N) HORIZONTAL TIE AT ROOF

RE-ENTRANT CORNERS
(BLKG AND MTL STRAPS)

HORIZ TIE
ACROSS 8x8 COL

WALL ANCHORS, DRILL AND

EPOXY TO (E) MASONRY WALL,
SCREW TO ROOF JOIST w/
BLKG @ 48"CC, TYP
(N) HORIZONTAL TIE AT ROOF

RE-ENTRANT CORNERS
(BLKG AND MTL STRAPS)

WALL ANCHORS, DRILL AND

EPOXY TO (E) MASONRY WALL,
SCREW TO ROOF JOIST w/
BLKG @ 48"CC, TYP
2 S5.23
(E) JOIST TO
(N) WF BM

CONN, TYP
2 S5.23
(E) JOIST TO
(N) WF BM

CONN, TYP
2 S5.23
(N) WF TO
(E) WF
CONN
2 S5.23
(N) WF TO
(E) WF
CONN
(N) HORIZ TIE AT ROOF
(BLKG AND MTL STRAPS)

WALL ANCHORS, DRILL AND

EPOXY TO (E) MASONRY WALL,
SCREW TO ROOF JOIST w/
BLKG @ 48"CC, TYP
(N) HORIZ TIE AT ROOF

RE-ENTRANT CORNERS
(BLKG AND MTL STRAPS)
(N) HORIZ TIE AT ROOF
(BLKG AND MTL STRAPS)

WALL ANCHORS, DRILL AND

EPOXY TO (E) MASONRY WALL,
SCREW TO ROOF JOIST w/
BLKG @ 48"CC, TYP
W8x31
W8x31 HDR
A
S3.02

INDICATES (N)

DIAGONAL KICKERS
- 1/8" = 1'-0"ROOF FRAMING PLAN

02.1.3 MLK Library
2023-0387
8-12-24
Group4
AB
Load Distribution - North/South Direction (Roof)
Wall A
Wall D
Wall C
Wall F
Wall G
Wall B
Wall E
Zone A
Zone B
Zone C
Zone D
Zone E
Zone F
Zone G
Zone H
4250 SF
4250 SF
1600 SF
550 SF
1450 SF
2550 SF
1500 SF
950 SF
High Roof Area = 4250 sf + 4250 sf = 8500 sf
Low Roof Area = 1500 sf + 1600 sf + 550 sf + 1450 sf + 2550 sf + 950 + 1150 sf = 9750 sf Total Area = 8500 sf + 9750 sf = 18250 sf
Zone J
1150 SF
CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

02.1.4 1
12 3
3 4
4 5
5 AA
BB
CC
DD
EE
FF
A
S3.01
B
S3.01
A
S3.02
B
S3.02
C
S3.02
D
S3.02
A
S3.03
B
S3.03
A
S3.04
B
S3.04
A
S3.05
W8x31
W8x31
S4.01
1 S4.01
2 (E) W8x31
(E) W8x31
(E) 2x10 @ 24"CC, TYP
(E) 2x12 @ 16"CC, TYP
(E) W8x31
(E) W8x31

WALL ANCHORS, DRILL

AND EPOXY TO (E)

MASONRY WALL, SCREW
TO ROOF JOIST w/ BLKG
@ 48"CC, TYP
(N) HORIZONTAL TIE AT ROOF

RE-ENTRANT CORNERS
(BLKG AND MTL STRAPS)
(N) HORIZONTAL TIE AT ROOF

RE-ENTRANT CORNERS
(BLKG AND MTL STRAPS)

HORIZ TIE
ACROSS 8x8 COL

WALL ANCHORS, DRILL AND

EPOXY TO (E) MASONRY WALL,
SCREW TO ROOF JOIST w/
BLKG @ 48"CC, TYP
(N) HORIZONTAL TIE AT ROOF

RE-ENTRANT CORNERS
(BLKG AND MTL STRAPS)

WALL ANCHORS, DRILL AND

EPOXY TO (E) MASONRY WALL,
SCREW TO ROOF JOIST w/
BLKG @ 48"CC, TYP
2 S5.23
(E) JOIST TO
(N) WF BM

CONN, TYP
2 S5.23
(E) JOIST TO
(N) WF BM

CONN, TYP
2 S5.23
(N) WF TO
(E) WF
CONN
2 S5.23
(N) WF TO
(E) WF
CONN
(N) HORIZ TIE AT ROOF
(BLKG AND MTL STRAPS)

WALL ANCHORS, DRILL AND

EPOXY TO (E) MASONRY WALL,
SCREW TO ROOF JOIST w/
BLKG @ 48"CC, TYP
(N) HORIZ TIE AT ROOF

RE-ENTRANT CORNERS
(BLKG AND MTL STRAPS)
(N) HORIZ TIE AT ROOF
(BLKG AND MTL STRAPS)

WALL ANCHORS, DRILL AND

EPOXY TO (E) MASONRY WALL,
SCREW TO ROOF JOIST w/
BLKG @ 48"CC, TYP
W8x31
W8x31 HDR
A
S3.02

INDICATES (N)

DIAGONAL KICKERS
- 1/8" = 1'-0"ROOF FRAMING PLAN
Load Distribution - East/West Direction (Roof)
Wall 1
Wall 2
Wall 3
Wall 4
Wall 5
Wall 6
Wall 7
Wall 8
Wall 9
Zone 1
Zone 2
Zone 3
Zone 4
Zone 5
Zone 6
Zone 7
Zone 8
1350 SF
1750 SF
1600 SF
1500 SF
4250 SF
4250 SF
900 SF
800 SF
Zone 10
Zone 9
1400 SF
450 SF
High Roof Area = 4250 sf + 4250 sf = 8500 sf
Low Roof Area = 1600 sf + 1500 sf + 900 sf + 800 sf + 1350 sf + 1750 sf + 450 sf + 1400 sf = 9750 sf Total Area = 8500 sf + 9750 sf = 18250 sf
MLK Library
2023-0387
8-12-24
Group4
AB

CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

02.1.5 MLK Library
2023-0387
08-12-24
Group4
CAA
1 12
3 3
4 4
5 5
AA
BB
CC
DD
EE
FF
A
S3.01
B
S3.01
A
S3.02
B
S3.02
C
S3.02
D
S3.02
A
S3.03
B
S3.03
A
S3.04
B
S3.04
A
S3.05
W8x31
W8x31
S4.01
1 S4.01
2 (E) W8x31
(E) W8x31
(E) 2x10 @ 24"CC, TYP
(E) 2x12 @ 16"CC, TYP
(E) W8x31
(E) W8x31

WALL ANCHORS, DRILL

AND EPOXY TO (E)

MASONRY WALL, SCREW
TO ROOF JOIST w/ BLKG
@ 48"CC, TYP
(N) HORIZONTAL TIE AT ROOF

RE-ENTRANT CORNERS
(BLKG AND MTL STRAPS)
(N) HORIZONTAL TIE AT ROOF

RE-ENTRANT CORNERS
(BLKG AND MTL STRAPS)

HORIZ TIE
ACROSS 8x8 COL

WALL ANCHORS, DRILL AND

EPOXY TO (E) MASONRY WALL,
SCREW TO ROOF JOIST w/
BLKG @ 48"CC, TYP
(N) HORIZONTAL TIE AT ROOF

RE-ENTRANT CORNERS
(BLKG AND MTL STRAPS)

WALL ANCHORS, DRILL AND

EPOXY TO (E) MASONRY WALL,
SCREW TO ROOF JOIST w/
BLKG @ 48"CC, TYP
2 S5.23
(E) JOIST TO
(N) WF BM

CONN, TYP
2 S5.23
(E) JOIST TO
(N) WF BM

CONN, TYP
2 S5.23
(N) WF TO
(E) WF
CONN
2 S5.23
(N) WF TO
(E) WF
CONN
(N) HORIZ TIE AT ROOF
(BLKG AND MTL STRAPS)

WALL ANCHORS, DRILL AND

EPOXY TO (E) MASONRY WALL,
SCREW TO ROOF JOIST w/
BLKG @ 48"CC, TYP
(N) HORIZ TIE AT ROOF

RE-ENTRANT CORNERS
(BLKG AND MTL STRAPS)
(N) HORIZ TIE AT ROOF
(BLKG AND MTL STRAPS)

WALL ANCHORS, DRILL AND

EPOXY TO (E) MASONRY WALL,
SCREW TO ROOF JOIST w/
BLKG @ 48"CC, TYP
W8x31
W8x31 HDR
A
S3.02

INDICATES (N)

DIAGONAL KICKERS
- 1/8" = 1'-0"ROOF FRAMING PLAN
Load Distribution - Walls (Roof)

INDICATES CMU

WALL, TYP

INDICATES

WOOD WALL,
TYP
39'-0"
136'-6"
116'-0"
38'-6"
25'-0"
90'-6"
45'-0"
48'-0"
64'-0"
8'-0"
20'-0"
46'-0"
85'-6"
91'-0"
85'-6"
21'-0"
21'-0"
total length of CMU walls = 64.0 ft + 20.0 ft + 46.0 ft + 39.0 ft + 136.5 ft + 25.0 ft + 38.5 ft + 25.0 ft +

45.0 ft + 48.0 ft = 487 ft
total length of wood walls = 85.5 ft + 116.0 ft + 8.0 ft + 91.0 ft = 300.5 ft total length of wood walls at high roof = 85.5 ft + 85.5 ft + 21.0 ft + 21.0 ft + 21.0 ft + 21.0 ft = 255 ft BUILDING WEIGHT (Seismic Mass, N-S Direction)
W = effective seismic weight of the building W =
Story Weight
Floor In-Plane Wall Wi OOP Wall
ki
p kip kip kip
RF High 161.5 18.3 179.8 0.0
RF Low - ZONE A 36.0 9.5 61.7 16.2
RF Low - ZONE B 38.4 0.0 55.7 17.3
RF Low - ZONE C 10.5 5.4 20.6 4.7
RF Low - ZONE D 27.6 9.5 49.4 12.4
RF Low - ZONE E 48.5 26.6 96.8 21.8
RF Low - ZONE F 18.1 12.6 38.8 8.1
RF Low - ZONE J 21.9 0.0 31.7 9.8
RF Low - ZONE G 0.0 6.9 6.9 0.0
RF Low - ZONE H 0.0 0.0 0 0.0
Σ = 54 1.4
Where Wi = building weight, including the weight of floor and all walls at each level 541.4 kip
Level
JOB
JO
B NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA

02.1.6 JOB
JO
B NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA
RF High Loads
A = area of floor
wDL = dead load of floor
wparti = partition load for seismic
wUL = min 25% of the storage live load
Ar
ea Dead Partition Area 25%LL
AFL wDL wparti Astor wUL
ft² ps f psf ft² psf kip
4,250 19.00 80.8 Zone G
4,250 19.00 80.8 Zone H
161.5
RF Low Loads
A = area of floor
wDL = dead load of floor
wparti = partition load for seismic
wUL = min 25% of the storage live load
NS
A
rea Dead Partition Area 25% LL
AFL wDL wparti Astor wUL
ft² ps f psf ft² psf kip
1,500 19 5 36.0 ZONE A
1,600 19 5 38.4 ZONE B
550 19 10.5 ZONE C
1,450 19 27.6 ZONE D
2,550 19 48.5 ZONE E
950 19 18.1 ZONE F
1,150 19 21.9 ZONE J
0 0.0 ZONE G
0 0.0 ZONE H
9,750 200.8
Floor Storage LL
Wi
Remarks
Wi
Roof Sn ow or Storage LL
Remarks

02.1.7 North-South WALL WEIGHTS
Sum of Weight at i level = Σ(Wtwall)i - Σ(Wwall * Aopen)i + Σ(Wtopng)i twall = 0 indicates that wall is not a concrete, masonry or precast wall. twall Lwall hwall Wwall Aw Wtwall Width h1 Wopen No. Aopen Wtopng in ft ft psf ft² kip ft ft psf ft² kip kip
Parapet
Parapet
Parapet
Parapet
RF Low - ZONE A WALL A 8 4
8 9.5 57 456 26 13 9.5 0 1 124 0 18.9
RF Low - ZONE B 0 0 9.5 57 0 0 0 0 0 0 0 0
RF Low - ZONE C WALL E 8 2 0 9.5 57 190 10.8 0 0 0 0 0 0 10.8 RF Low - ZONE D WALL F 8 4 6 9.5 57 437 24.9 13 9.5 10 1 124 1.2 19 RF Low - ZONE E WALL G 8 1 36.5 9.5 57 1297 73.9 46.5 9.5 10 1 442 4.4 53.1 RF Low - ZONE F WALL B 8 4 6.5 9.5 57 442 25.2 0 0 0 0 0 0 25.2 RF Low - ZONE J 0 0 9.5 16 0 0 0. 0
RF Low - ZONE G WALL C,D 0 91 9.5 16 865 13.8 13 .8
RF Low - ZONE H 0 0 9.5 16 0 0 0
RF
High WEST WALL 0 85.5 5.85 16 500 8
RF High EAST WALL 0 85.5 5.85 16 500 8 16.5 2.25 10 3 111 1.1 RF High PYRAMID WALL 0 42 4.5 16 189 3 18.3
Sum of
WeightLevel
Grid
Wall Opening
JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA

02.1.8 BUILDING WEIGHT (Seismic Mass, E-W Direction)
W = effective seismic weight of the building W =
Story Weight
Floor Wall Wi OOP Wall
kip kip kip kip
RF High 161.5 18.3 179.8 0.0
RF Low - ZONE 1 38.4 18.0 73.4 17.0
RF Low - ZONE 2 36.0 9.2 61.1 15.9
RF Low - ZONE 3 17.1 7.1 31.8 7.6
RF Low - ZONE 4 15.2 7.1 29 6.7
RF Low - ZONE 5 25.7 10.9 47.9 11.3
RF Low - ZONE 6 33.3 3.7 51.7 14.7
RF Low - ZONE 9 8.6 6.4 18.7 3.8
RF Low - ZONE 10 26.6 9.6 48 11.8
Σ = 54 1.4
Where Wi = building weight, including the weight of floor and all walls at each level 541.4 kip
Level
JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA

02.1.9 JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA
RF High Loads
A = area of floor
wDL = dead load of floor
wparti = partition load for seismic
wUL = min 25% of the storage live load
Area Dead Partition Area 25%LL
AFL wDL wparti Astor wUL
ft² psf psf ft² psf kip
4,250 19.00 80.8 ZONE 7
4,250 19.00 80.8 ZONE 8
161.5
RF Low Loads
A = area of floor
wDL = dead load of floor
wparti = partition load for seismic
wUL = min 25% of the storage live load
EW
Area Dead Partition Area 25% LL
AFL wDL wparti Astor wUL
ft² psf psf ft² psf kip
1,600 19 5 38.4 ZONE 1
1,500 19 5 36.0 ZONE 2
900 19 17.1 ZONE 3
800 19 15.2 ZONE 4
1,350 19 25.7 ZONE 5
1,750 19 33.3 ZONE 6
450 19 8.6 ZONE 9
1,400 19 26.6 ZONE 10
9,750 200.8
Roof Snow or Storage LL
Wi
Remarks
Floor Storage LL
Wi
Remarks

02.1.10 East-West WALL WEIGHTS
Sum of Weight at i level = Σ(Wtwall)i - Σ(Wwall * Aopen)i + Σ(Wtopng)i twall = 0 indicates that wall is not a concrete, masonry or precast wall. twall Lwall hwall Wwall Aw Wtwall Width h1 Wopen No. Aopen Wtopng in ft ft psf ft² kip ft ft psf ft² kip kip
Parapet
Parapet
Parapet
Parapet
RF Low - ZONE 1 WALL 1 8 6

6.5 9.5 57 632 36 36.0
RF Low - ZONE 2 WALL 2 8 3 4 9.5 57 323 18.4 18.4
RF Low - ZONE 3 WALL 3 8 2 6 9.5 57 247 14.1 14.1
RF Low - ZONE 4 WALL 4 8 2 6 9.5 57 247 14.1 14.1
RF Low - ZONE 5 WALL 9 8 4 0 9.5 57 380 21.7 21.7
RF Low - ZONE 6 WALL 5,6,7 0 54.5 9.5 16 518 8.3 6 9.5 10 3 171 1.7 7.3 RF Low - ZONE 7 0 0 9.5 16 0 0 0. 0
RF Low - ZONE 8 0 0 9.5 16 0 0 0. 0
RF Low - ZONE 9 0 0 9.5 16 0 0 12 .8
RF Low - ZONE 10 WALL 8 91 9.5 16 865 13.8 17 9.5 10 1 162 1.6 19.2 RF High WEST WALL 0 87.2 5.85 16 510 8.2 16.5 2.25 10 3 111 1.1 RF High EAST WALL 0 87.2 5.85 16 510 8.2 16.5 2.25 10 3 111 1.1 RF High PYRAMID WALL 0 38.5 6.75 16 260 4.2
Level
Wall Opening Sum of
Weight
Grid
JOB
JO
B NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA

02.1.11 PSEUDO SEISMIC FORCE FOR LSP - TIER 2 ASCE 41-17 Section 7.4.1.3 N-S Direction
Seismic Hazard Level BSE-2E
Performance Level CP (Collapse Prevention)
Location Sacramento, CA
Number of Stories 1
Building Height hn = 20 ft (height above the base to the roof level) Site Class D
Building Type Reinforced Masonry Bearing Walls with Flexible Diaphragms (RM1) Building Period ASCE 41-17 Section 7.4.1.2
Ct = 0. 02 Modification Factor to Adjust Building Period (0.035 for steel moment frame; 0.018 for concrete moment frame;

0.03 for steel eccentrically braced frame; 0.02 for all other systems) β = 0.75 (0.8 for steel moment frame; 0.9 for concrete moment frame; 0.75 for all others) = 0.19 sec Fundamental period of the building ASCE 41-17 Eq 7-18 = 0.68 sec ASCE 41-17 Section 2.4.7.1 & ASCE 7-16 Section 11.4.6 T 0 = 0.2 T S = 0. 14 sec ASCE 41-17 Section 2.4.7.1 & ASCE 7-16 Section 11.4.6 T L = 12 .0 sec ASCE 7-16 Figure22-14~17
B1 = 4 / [5.6 - LN(100β)] = 1.0024 ASCE 41-17 Eq 2-3
Where
β = the effective viscous damping ratio = 5 % ASCE 41-17 Section 7.2.3.6 Response Spectral Acceleration
Short period response acceleration SS = 0. 436 g
1-second period response acceleration S1 = 0. 196 g
Adjusted Short period response acceleration SXS = Fa SS = 0. 63272 g ASCE 41-17 Eq 2-1 Adjusted 1-second period response acceleration SX1 = Fv S1 = 0. 43277 g ASCE 41-17 Eq 2-2 Factor to adjust short-period spectral acceleration Fa = 1. 451 ASCE 7-16 Table 11.4-1 Factor to adjust 1 sec. spectral acceleration Fv = 2. 208 ASCE 7-16 Table 11.4-2 = 0.631 ASCE 41-17 Section 2.4.1.7 & ASCE 7-16 Section 11.4.6 Alternative Pseudo Seismic Force
V = C1C2CmSaW = 0. 884 W
Where
C1 C2 = 1. 4 Cm = 1 AS CE 41-17 Table 7-3
JOB
JO
B NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA

02.2.1 JOB
JO
B NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA
Vertical Distribution of Seismic Forces for LSP - Tier 2 ASCE 41-17 Section 7.4.1.3.2 N-S Direction
V = 0.884 W = 0.884×541 = 478 kips
ASCE 41-17 Eq 7-24
ASCE 41-17 Eq 7-25
k = 1 (1.0 for T≤0.5 s and 2.0 for T>2.5 s; linear interpolation for intermediate values of T) Weight Height
wi h i
kips ft
GL
5 (Zone A) 62 9.5 0.1140
GL 4 (Zone F) 39 9.5 0.0717
GL 3 (Zone B,G,J) 184 9.5 0.3402
GL 2.6 (Zone C) 21 9.5 0.0380
GL 2 (Zone D) 49 9.5 0.0912
GL 1 (Zone E,H) 187 9.5 0.3448
Σ = 54 1 1
Cvx
5143
17 50
478
178
196
469
1774
18 44
165
kips
34 32
44 163
54 34
163
Vertical Distribution of Seismic Force for LSP
Fx =CvxV
ki
ps
586 54
369
Level
Wi × h i
k Story Force Story Shear
(k=1) Vx = SFx

02.2.2 JOB
JO
B NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA
Diaphragm Forces for LSP ASCE 41-17 Section 7.4.1.3.4
N-S Direction
ASCE 41-17 Eq 7-26
Weight
wi
kips
GL
5 (Zone A) 62
GL 4 (Zone F) 39
GL 3 (Zone B,G,J) 184
GL 2.6 (Zone C) 21
GL 2 (Zone D) 49
GL 1 (Zone E,H) 187
Σ = 54 1
kips
54 34
163
18 44
165
184
478
F x
44 44
1 78 192187
54 54
34 34
62 39
163 163
32 3221
49 kips kips
Diaphragm Forces for LSP
Level
Diaphragm Force
F px
kips

02.2.3 PSEUDO SEISMIC FORCE FOR LSP - TIER 2 ASCE 41-17 Section 7.4.1.3 E-W Direction
Seismic Hazard Level BSE-2E
Performance Level CP (Collapse Prevention)
Location Sacramento, CA
Number of Stories 1
Building Height hn = 20 ft (height above the base to the roof level) Site Class D
Building Type Wood Frames, Commercial and Industrial (W2) Building Period ASCE 41-17 Section 7.4.1.2
Ct = 0.02 Modification Factor to Adjust Building Period (0.035 for steel moment frame; 0.018 for concrete moment frame;

0.03 for steel eccentrically braced frame; 0.02 for all other systems) β = 0.75 (0.8 for steel moment frame; 0.9 for concrete moment frame; 0.75 for all others) = 0.19 sec Foundamental period of the building ASCE 41-17 Eq 7-18 = 0.68 sec ASCE 41-17 Section 2.4.7.1 & ASCE 7-16 Section 11.4.6 T 0 = 0.2 T S = 0.14 sec ASCE 41-17 Section 2.4.7.1 & ASCE 7-16 Section 11.4.6 T L = 12.0 sec ASCE 7-16 Figure22-14~17
B1 = 4 / [5.6 - LN(100b)] = 1.0024 ASCE 41-17 Eq 2-3
Where
β = the effective viscous damping ratio = 5 % ASCE 41-17 Section 7.2.3.6 Response Spectral Acceleration
Short period response acceleration SS = 0.436 g
1-second period response acceleration S1 = 0.196 g
Adjusted Short period response acceleration SXS = Fa SS = 0.63272 g ASCE 41-17 Eq 2-1 Adjusted 1-second period response acceleration SX1 = Fv S1 = 0.43277 g ASCE 41-17 Eq 2-2 Factor to adjust short-period spectral acceleration Fa = 1.451 ASCE 7-16 Table 11.4-1 Factor to adjust 1 sec. spectral acceleration Fv = 2.208 ASCE 7-16 Table 11.4-2 = 0.631 ASCE 41-17 Section 2.4.1.7 & ASCE 7-16 Section 11.4.6 Alternative Pseudo Seismic Force
V = C1C2CmSaW = 0.884 W
Where
C1 C2 = 1.4 Cm = 1 ASCE 41-17 Table 7-3
JOB
JOB NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA

02.2.4 JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA
Vertical Distribution of Seismic Forces for LSP - Tier 2 & Tier 3 ASCE 41-17 Section 7.4.1.3.2 E-W Direction
V = 0.884 W = 0.884×541 = 478 kips
ASCE 41-17 Eq 7-24
ASCE 41-17 Eq 7-25
k = 1 (1.0 for T≤0.5 s and 2.0 for T>2.5 s; linear interpolation for intermediate values of T) Weight Height
wi h i
kips ft
GL F (Zone 5) 48 9.5 0.0885
GL E (Zone 1) 73 9.5 0.1356
GL D (Zone 6,7,9) 160 9.5 0.2961
GL C (Zone 2) 61 9.5 0.1129
GL B (Zone 3) 32 9.5 0.0587
GL A.2 (Zone 4) 29 9.5 0.0536
GL A (Zone 8,10) 138 9.5 0.2547
Σ = 54 1 1
Vertical Distribution of Seismic Force for LSP
Level
Wi × h i
k
Cvx
Story Force Story Shear
(k=1) Fx =CvxV Vx = SFx
kips kips
42 42
1523 142 142
697 65 65
455
580 54 54
302 28 28
276 26 26
1310 122 122
5143 478

02.2.5 JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA
Diaphragm Forces for LSP ASCE 41-17 Section 7.4.1.3.4
E-W Direction
ASCE 41-17 Eq 7-26
Weight
wi
kips
GL F (Zone 5) 48
GL E (Zone 1) 73
GL D (Zone 6,7,9) 160
GL C (Zone 2) 61
GL B (Zone 3) 32
GL A.2 (Zone 4) 29
GL A (Zone 8,10) 138
Σ = 54 1
Diaphragm Forces for LSP
Level
F x
Diaphragm Force
F px
kips kips kips kips
48 42 42 42
73 65 65 65
160 142 142 142
61 54 54 54
32 28 28 28
29 26 26 26
478
138 122 122 122

02.2.6 LEVEL OF SEISMICITY ASCE 41-17 Section 2.5
Location Sacramento, CA
Number of Stories 1
Building Height, hn 20 ft
Si
te Class D
Effective Viscous Damping Ratio 5 % ASCE 41-17 Section 7.2.3.6 Risk Category II
N-S Direction
Building Type: Reinforced Masonry Bearing Walls with Flexible Diaphragms (RM1) E-W Direction
Building Type: Wood Frames, Commercial and Industrial (W2) Seismic Hazard Level BSE-1E BSE-2E BSE-1N BSE-2N
Short period response acceleration, SS 0.241 g 0.436 g 0.584g 0.584g 1-
second period response acceleration, S1 0.107 g 0.196 g 0.256g 0.256g Ad
justed Short period response acceleration, SXS 0.3856 g 0.63272 g 0.5189 g 0.77836 g Ad
justed 1-second period response acceleration, SX1 0.2553 g 0.43277 g 0.35635 g 0.53453 g De
sign Spectral Response Acceleration Parameter Associated with BSE-2N & Table 2-4 SDS = 2/3 SXS = 0.5 19 g ----> High ASCE 41-17 Eq 2-4
SD1 = 2/3 SX1 = 0.3 56 g ----> High ASCE 41-17 Eq 2-5
Level of Seismicity : High
JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA

02.2.7 PROJECT MLK Library
PROJECT NO. 2023-0387 DATE
CLIENT Group4 BY CAA PAGE NO.

COMPONENTS AND CLADDING - FLAT ROOF

WIND LOADING
In accordance with ASCE7-16
Using the components and cladding design method
Tedds calculation version 2.1.14

Building data
Ty
pe of roof Flat
Length of building b = 136.00 ft
Width of building d = 136.00 ft
Height to eaves H = 10.00 ft
Mean height h = 10.00 ft
End zone width a = max(min(0.1× min(b, d), 0.4× h), 0.04× min(b, d), 3ft) = 5.44 ft General wind load requirements
Basic wind speed V = 93.0 mph
Risk category II
Velocity pressure exponent coef (Table 26.6-1) K
d = 0.85
Ground elevation above sea level zgl = 0 ft
Ground elevation factor Ke = exp(-0.0000362 × zgl/1ft) = 1.00 Exposure category (cl 26.7.3) C
Enclosure classification (cl.26.12) Enclosed buildings
Internal pressure coef +ve (Table 26.13-1) GC pi_p = 0.18 Internal pressure coef –ve (Table 26.13-1) GC pi_n = -0.18 Gust effect factor Gf = 0.85
Topography
Topography factor not significant K
zt = 1.0
Velocity pressure
Velocity pressure coefficient (Table 26.10-1) K z = 0.85 Velocity pressure q h = 0.00256 × Kz × Kzt × Kd × Ke × V2 × 1psf/mph2 = 16.0 psf Peak velocity pressure for internal pressure
Peak velocity pressure – internal (as roof press.) q
i = 16.00 psf
136 ft
10 ft

02.3.1 PROJECT MLK Library
PROJECT NO. 2023-0387 DATE
CLIENT Group4 BY CAA PAGE NO.

Equations used in tables
Net pressure p = qh × [GCp - GCpi]
Components and cladding pressures - Wall (Table 30.3-1) Component Zone Length
(ft)
Width
(ft)
Eff. area
(ft2)
+GCp -GC p Pres (+ve)
(psf)
Pres (-ve)
(psf)
<=10 sf 4 - - 10.0 0.90 -0.99 17.3 -18.7
50 sf 4 - - 50.0 0.79 -0.88 15.5 # -16.9
200 sf 4 - - 200.0 0.69 -0.78 14.0 # -15.4 #
>500 sf 4 - - 500.1 0.63 -0.72 13.0 # -14.4 #
<=10 sf 5 - - 10.0 0.90 -1.26 17.3 -23.0
50 sf 5 - - 50.0 0.79 -1.04 15.5 # -19.5
200 sf 5 - - 200.0 0.69 -0.85 14.0 # -16.4
>500 sf 5 - - 500.1 0.63 -0.72 13.0 # -14.4 #
# The final net design wind pressure, including all permitted reductions, used in the design shall not be less than 16psf acting in either direction

Components and cladding pressures - Roof (Figure 30.3-2A) Co
mponent Zone Length
(ft)
Width
(ft)
Eff. area
(ft2)
+GCp -GC p Pres (+ve)
(psf)
Pres (-ve)
(psf)
<=10 sf 1 - - 10.0 0.30 -1.70 7.7 # -30.1
100 sf 1 - - 100.0 0.20 -1.29 6.1 # -23.5
200 sf 1 - - 200.0 0.20 -1.16 6.1 # -21.5
>500 sf 1 - - 500.1 0.20 -1.00 6.1 # -18.9
<=10 sf 1' - - 10.0 0.30 -0.90 7.7 # -17.3
100 sf 1' - - 100.0 0.20 -0.90 6.1 # -17.3
500 sf 1' - - 500.0 0.20 -0.55 6.1 # -11.7 #
>1000 sf 1' - - 1000.1 0.20 -0.40 6.1 # -9.3 #
<=10 sf 2 - - 10.0 0.30 -2.30 7.7 # -39.7
100 sf 2 - - 100.0 0.20 -1.77 6.1 # -31.2
200 sf 2 - - 200.0 0.20 -1.61 6.1 # -28.6
>500 sf 2 - - 500.1 0.20 -1.40 6.1 # -25.3
<=10 sf 3 - - 10.0 0.30 -3.20 7.7 # -54.1

02.3.2 PROJECT MLK Library
PROJECT NO. 2023-0387 DATE
CLIENT Group4 BY CAA PAGE NO.

Component Zone Length
(ft)
Width
(ft)
Eff. area
(ft2)
+GCp -GC p Pres (+ve)
(psf)
Pres (-ve)
(psf)
100 sf 3 - - 100.0 0.20 -2.14 6.1 # -37.1
200 sf 3 - - 200.0 0.20 -1.82 6.1 # -32.0
>500 sf 3 - - 500.1 0.20 -1.40 6.1 # -25.3
# The final net design wind pressure, including all permitted reductions, used in the design shall not be less than 16psf acting in either direction

02.3.3 PROJECT
PROJECT NO. DATE
CLIENT BY PAGE NO.

03.1.1 MLK LIBRARY REPAIR
2023-0387
08-23-24
GROUP 4
ALB

GRAVITY DESIGN NARRATIVE
The gravity design scope is in response to programmatic alterations to the existing gravity load path, as outlined in the Project Narrative (Section 01.1 in calculation package). A global gravity analysis of the existing structure was not performed, given the limited impact of the remodel to the demand and load path of the existing gravity system.

The calculations associated with the added low roof framing due to the removal of bearing walls are found in calculation Section 03.3 where the beams and columns were designed using RISA-3D. The design of column base plates/embeds and foundations the column base plates are provided in calculation Sections 07.1 and 07.2, respectively.

The accommodation of holes being cored through the existing wood roof joists is evaluated in Section 03.3.

The evaluations of existing floor framing due to new loads (from both the library stacking and the enclosed office spaces) is found in calculation section 03.2. Material properties for the existing floor framing were assumed based on the lowest values coming from the UBC 1967 building code (the code to which the original building was designed).

The design of the roof span for the enclosed interior office spaces is found in Section 03.4.

CL
IENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.2.1 MLK LIBRARY REMODEL
2023-0387
8-6-24
G4
ALB
(E) FLOOR JOISTS @ (N) INTERIOR PARTITIONS

VERIFY THAT EXISTING JOIST AND BEAM ARE

ABLE TO SUPPORT THE ADDED LOAD

ASSOCIATED WITH A NEW INTERIOR PARTITION
WALL BEARING DIRECTLY ABOVE.

LOADING FROM ENCLOSED SPACE (JOIST AND BEAM)
WEIGHT OF CEILING ASSEMBLY ABOVE = 10 PSF
LIVE LOAD = 10 PSF
WEIGHT OF WALL = 10 PSF
TRIB WIDTH = 17 FT / 2 = 8.5 FT
WALL HEIGHT = 9.0 FT
DL_ABV = (10 PSF)*(8.5 FT) + (10 PSF)*(9.0 FT)
= 175 PLF
LL_ABV = (10 PSF)*(8.5FT)
= 85 PLF

FLOOR LOADING (JOISTS)
FLOOR WEIGHT = 20 PSF
LIVE LOAD = 150 PSF (library stack room)
TRIB WIDTH = 1.33 FT
DL_FLR = (20 PSF)*(1.33 FT)
= 27 PLF
LL_FLR = (150 PSF)*(1.33 FT - 0.5 FT WALL THICKNESS)
= 125 PLF
DL = DL_ABV + DL_FLR
= 202 PLF
LL = LL_ABV + LL_FLR
= 210 PLF
w = 1.0DL + 1.0LL = 412 PLF
L = 8.0 FT
V = wL/2
= 1644 # --> OK (Va = 2025 #, DCR < 1.0)
M = wL^2/8
= 3279 #-ft --> OK (Ma = 3639 #-ft, DCR < 1.0)
delta = 5wL^4/384EI
= 0.11 in
<< L/360 --> ok deflection
AB
S4.01
2 (E
) 6x12 (E) 6x12 (E) 6x12 (E) 6x12 (E) 6x12
(E) 6x12 (E) 6x12 (E) 6x12 (E) 6x12 (E) 6x12
(E) 6x12 (E) 6x12 (E) 6x12 (E) 6x12 (E) 6x12
(E) 6x12 (E) 6x12 (E) 6x12 (E) 6x12 (E) 6x12
(E) 6x12
(E) 6x12 (E) 6x12 (E) 6x12 (E) 6x12
(E) 6x12 (E) 6x12 (E) 6x12(E) 6 x12(E) 6x12
(E) 6x12 (E) 6x12(E) 6x12(E) 6x12(E) 6x12(E) 6x12
(E) 6x12 (E) 6x12(E) 6x12(E) 6x12(E) 6x12(E) 6x12
(E) 6x12 (E) 6x12(E) 6x12(E) 6x12(E) 6x12(E) 6x12
(E) 6x12 (E) 6x12(E) 6x12(E) 6x12(E) 6x12(E) 6x12
(E) 6x12 (E) 6x12(E) 6x12(E) 6x12(E) 6x12(E) 6x12
(E) 6x12
(E)(E) 6x12
(E) 6x12
(E) 6x12
(E) 6x12
(E) 6x12
(E) 6x12
(E) 6x12
(E) 6x12
(E) 6x12
(E) 2x12 @ 16"CC TYP
(E) 2x12 @

PROVIDE LATERAL TIES
FROM PERP (E) 6x12

FLOOR BMS TO CRAWL

SPACE CONC WALL, TYP

PROVIDE LATERAL TIES
FROM PERP (E) 2x12 JOISTS
@ 48"CC TO THE CRAWL

SPACE CONC WALL, TYP

PROVIDE STRAP BTWN
(E) 6x12 BMS ACROSS
THE (E) 6x6 POSTS, TYP
4 3
1 ~17'-0"

FLOOR LOADING (BEAMS, PARALLEL TO WALL)
FLOOR WEIGHT = 22 PSF
LIVE LOAD = 60 PSF (reading room)
TRIB WIDTH = 8.0 FT
DL_FLR = (22 PSF)*(8.0 FT)
= 176 PLF
LL_FLR = (60 PSF)*(8.0 FT - 0.5 FT WALL THICKNESS)
= 450 PLF
DL = DL_ABV + DL_FLR
= 351 PLF
LL = LL_ABV + LL_FLR
= 535 PLF
w = 1.0DL + 1.0LL = 886 PLF
L = 8.0 FT
V = wL/2
= 3540 # --> OK (Va = 7590 #, DCR < 1.0)
M = wL^2/8
= 12123 #-ft --> OK (Ma = 12123 #-ft, DCR < 1.0)
delta = 5wL^4/384EI
= 0.07 in
<< L/360 --> ok deflection

FLOOR LOADING (BEAMS, PERP TO WALL)
FLOOR WEIGHT = 22 PSF
LIVE LOAD = 100 PSF (half office, half stack)
TRIB WIDTH = 8.0 FT
DL_FLR = (22 PSF)*(8.0 FT)
= 176 PLF
LL_FLR = (100 PSF)*(8.0 FT - 0.5 FT WALL THICKNESS)
= 750 PLF
DL = DL_FLR
= 176 PLF
DL_P = DL_ABV * TRIB WIDTH
= 1400#
LL = LL_FLR
= 750 PLF
LL_P = LL_ABV * TRIB WIDTH
= 680#
w = 1.0DL_w + 1.0LL_w = 926 PLF
P = 1.0DL_P + 1.0LL_P = 2080# (applied at midpoint)
L = 8.0 FT
V = wL/2 + P/2
= 4744 # --> OK (Va = 7590 #, DCR < 1.0)
M = wL^2/8 + PL/4
= 11568 #-ft --> OK (Ma = 12123 #-ft, DCR < 1.0)
delta = 5wL^4/384EI + PL^3/48EI
= 0.12 in
<< L/360 --> ok deflection

CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.2.2 (E) FLOOR JOIST AT LIBRARY STACK ROOM

MLK LIBRARY REMODEL
2023-0387
8-16-24
G4
ALB

FLOOR LOADING (JOISTS)
FLOOR WEIGHT = 20 PSF
LIVE LOAD = 150 PSF (library stack room)
TRIB WIDTH = 1.33 FT
DL = (20 PSF)*(1.33 FT)
= 27 PLF
LL = (150 PSF)*(1.33 FT)
= 200 PLF
w = 1.0DL + 1.0LL = 227 PLF
L = 8.0 FT
entire distributed live load acts acts on one point:

V = DL*L/2 + LL*L
= 1708 # --> OK (Va = 2025 #, DCR < 1.0)
M = DL*L^2/8 + (LL*L)*L/4
= 3416 #-ft --> OK (Ma = 3639 #-ft, DCR < 1.0)
delta = 5DL*L^4/384EI + (LL*L)*L^3/48EI
= 0.11 in
<< L/360 --> ok deflection
Anchored stacks
Anchored stacks
mobile gondolas
Sawn Lumber Douglas Fir Larch (ASD) Example for 2x8 DF No. 1 Edge use Ma = (13.1 in3) (1000psi) (1.2) (1.6) / 12 = 1314 lb-ft 2022 CBC / 2021 IBC (2018 NDS) Va = (10.88 in2) (180psi) (1.6) / 1.5 = 2088 lb Note:

Fv Fb E Fv Fb E
2"-4" thick 180 1000 1.70E+06 180 1200 1.60E+06
b d A S I CF CD Va Ma EI Va Ma EI
in
in in2 in3 in4
lbs lb-ft lb-in2x106
lbs lb-ft lb-in2x106
2x4 1 1/2 3 1/2 5.25 3.06 5.36 1.50 1.00 630 383 9.11 630 459 8.58 CUSTOM 1 3/4 5 3/4 10.06 9.64 27.7 1.30 1.00 1,208 1,045 47.1 1,208 1,254 44.4 2x6 1 1/2 5 1/2 8.25 7.56 20.8 1.30 1.00 990 819 35.4 990 983 33.3 2x8 1 1/2 7 1/4 10.88 13.1 47.6 1.20 1.00 1,305 1,314 81.0 1,305 1,577 76.2 2x10 1 1/2 9 1/4 13.88 21.4 98.9 1.10 1.00 1,665 1,961 168 1,665 2,353 158 2x12 1 1/2 11 1/4 16.88 31.6 178 1.00 1.00 2,025 2,637 303 2,025 3,164 285 2x14 1 1/2 13 1/4 19.88 43.9 291 0.90 1.00 2,385 3,292 494 2,385 3,950 465 Fv Fb E Fv Fb E
Beams & Stringers 170 1600 1.60E+06 180 1200 1.60E+06
b d A S I CF CD Va Ma EI Va Ma EI
in
in in2 in3 in4
lbs lb-ft lb-in2x106
lbs lb-ft lb-in2x106
6x6* 5 1/2 5 1/2 30.25 27.7 76.3 1.00 1.00 3,428 3,466 122.0 3,630 2,773 122.0 6x8* 5 1/2 7 1/2 41.25 51.6 193 1.00 1.00 4,675 6,445 309.4 4,950 5,156 309.4 6x10 5 1/2 9 1/2 52.25 82.7 393 1.00 1.00 5,922 10,341 629 6,270 8,273 629 6x12 5 1/2 11 1/2 63.25 121 697 1.00 1.00 7,168 15,154 1,115 7,590 12,123 1,115 6x14 5 1/2 13 1/2 74.25 167 1,128 0.99 1.00 8,415 20,611 1,804 8,910 16,489 1,804 6x16 5 1/2 15 1/2 85.25 220 1,707 0.97 1.00 9,662 26,757 2,731 10,230 21,405 2,731 6x18 5 1/2 17 1/2 96.25 281 2,456 0.96 1.00 10,908 33,650 3,930 11,550 26,920 3,930 Edge Properties
This table only takes into account the size factor CF, Load duration CD, and 1.5 factor for shear. Repetitive member Cr factors must be applied as applicable
Edge Capacities
Size
DF No. 1 DF No. 2
Size
Edge Capacities
DF No. 1Select StructuralEdge Properties
C:\Users\AddisonB\Desktop\Design Sheets IN PROGRESS\_Copied from E Drive\06-Gravity Bending Capacity 2018 NDS v01.xlsx - SolidSawn EDGE 8/7/2024 11:42 AM

03.2.3 DF STANDARD (UBC 1967)
DF STANDARD (UBC 1967)
DF STANDARD (UBC 1967)
* Cr = 1.15
Ma = 3638 #ft
FOR JOIST AND BEAM:

Va > V, Ma > M
--> OK STRENGTH

CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.3.1 MLK LIBRARY
2023-0837
08/08/2024
GROUP4
ALB
(E) JOIST TO NEW WF BEAM CONNECTION
(E) SHTG PER PLAN

LUS HGR
(E) JOIST PER PLAN,

TRIM JOIST AS REQD

TO ACCOMMODATE
(N) WF BM
WF BM

PER PLAN

FULL DEPTH WOOD

NAILER PER
-
---
Design Loads
DL = 15.5 psf
LL = 20.0 psf
W↑= 39.7 psf (Zone 2, 10 sf)
W↓= 16.0 psf (Zone 2, 10 sf)
Joist connection
tributary area, TA = 2.0 ft * 8.5 ft = 17 sf
wDL = 15.5 psf x TA = 264#
wLL = 20.0 psf x TA = 340#
wW↑ = 39.7 psf x TA = 675#
wW↓ = 16.0 psf x TA = 272#
Load Combinations
Roof Load:

1.0DL + 1.0LL = 604#

1.0D + 0.75LL + 0.45W = 641#
Uplift:

0.6D + 0.6W = 247#
CAPACITY OF LUS HANGER:
> roof load and uplift (see following sheet, excerpt from catalog)--> ok Simpson Strong-Tie ® Wood Construction Connectors
105
Solid Sawn Joist Hangers
C-C-2021 © 2021 SIMPSON STRONG-TIE COMPANY INC.

Face-Mount Hangers — Solid Sawn Lumber (DF/SP)
Joist
Size
Model
No. Ga.

Dimensions (in.)
Min./
Max.

Fasteners (in.) DF/SP Allowable Loads (lb.) Installed
Cost Index
(ICI)
Code
Ref.W H B Header Joist Uplift
(160)
Floor
(100)
Snow
(115)
Roof
(125)
Sawn Lumber Sizes
2x10
LUS28 18 1 9/16 6 5⁄8 1 3⁄4 — (6) 0.148 x 3 (4) 0.148 x 3 1,165 1,100 1,260 1,350 Lowest

IBC, FL, LA
LU28 20 1 9/16 6 3/8 1 1/2 — (8) 0.162 x 3 1/2 (6) 0.148 x 1 1/2 850 1,110 1,180 1,180 13% LUS210 18 1 9/16 7 13/16 1 3⁄4 — (8) 0.148 x 3 (4) 0.148 x 3 1,165 1,335 1,530 1,640 15% LU210 20 1 9/16 7 13/16 1 1/2 — (10) 0.162 x 3 1/2 (6) 0.148 x 1 1/2 850 1,390 1,580 1,615 28% U210 16 1 9/16 7 13/16 2 — (10) 0.162 x 3 1/2 (6) 0.148 x 1 1/2 990 1,440 1,565 1,565 76% LUC210Z 18 1 9/16 7 3⁄4 1 3⁄4 — (10) 0.162 x 3 1/2 (6) 0.148 x 1 1/2 985 1,410 1,605 1,735 180% HU210 14 1 9/16 7 1⁄8 2 1/4 — (8) 0.162 x 3 1/2 (4) 0.148 x 1 1/2 605 1,190 1,345 1,440 225% HUS210 16 1 5⁄8 9 3 — (30) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 2,635 5,450 5,795 5,830 450% HGUS210 12 1 5⁄8 9 1⁄8 5 — (46) 0.162 x 3 1/2 (16) 0.162 x 3 1/2 2,090 9,100 9,100 9,100 * DBL
2X10
LUS28-2 18 3 1⁄8 7 2 — (6) 0.162 x 3 1/2 (4) 0.162 x 3 1/2 1,060 1,315 1,490 1,610 Lowest LUS210-2 18 3 1⁄8 9 2 — (8) 0.162 x 3 1/2 (6) 0.162 x 3 1/2 1,445 1,830 2,075 2,245 34% U210-2 16 3 1⁄8 8 1/2 2 — (14) 0.162 x 3 1/2 (6) 0.148 x 3 990 2,015 2,280 2,465 88% HUS210-2 14 3 1⁄8 9 3/16 2 — (8) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 3,270 2,110 2,385 2,575 217% HU210-2 / HUC210-2
14 3 1⁄8 8 5⁄8 2 1/2 Min. (14) 0.162 x 3 1/2 (6) 0.148 x 3 1,135 2,085 2,350 2,520 441% 14 3 1⁄8 8 5⁄8 2 1/2 Max. (18) 0.162 x 3 1/2 (10) 0.148 x 3 1,895 2,680 3,020 3,250 467% HUCQ210-2-SDS 14 3 1/4 9 3 — (12) 1/4 x 2 1/2 SDS (6) 1/4 x 2 1/2 SDS 2,345 4,315 4,315 4,315 * HHUS210-2 14 3 5/16 9 5/32 3 — (30) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 3,550 5,705 6,435 6,485 * TPL
2X10
LUS28-3 18 4 5⁄8 6 1/4 2 — (6) 0.162 x 3 1/2 (4) 0.162 x 3 1/2 1,060 1,315 1,490 1,610 * LUS210-3 18 4 5⁄8 8 3/16 2 — (8) 0.162 x 3 1/2 (6) 0.162 x 3 1/2 1,445 1,830 2,075 2,245 * U210-3 16 4 5⁄8 7 3⁄4 2 — (14) 0.162 x 3 1/2 (6) 0.148 x 3 990 2,015 2,280 2,465 * HU210-3 / HUC210-3
14 4 11/16 8 1/16 2 1/2 Min. (14) 0.162 x 3 1/2 (6) 0.148 x 3 1,135 2,085 2,350 2,520 * 14 4 11/16 8 1/16 2 1/2 Max. (18) 0.162 x 3 1/2 (10) 0.148 x 3 1,895 2,680 3,020 3,250 * HHUS210-3 14 4 11/16 8 7⁄8 3 — (30) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 3,405 5,640 6,380 6,485 * FL HGUS210-3 12 4 15/16 9 1⁄8 4 — (46) 0.162 x 3 1/2 (16) 0.162 x 3 1/2 4,095 9,100 9,100 9,100 *

IBC, FL, LA
HUCQ210-3-SDS 14 4 5⁄8 9 3 — (12) 1/4 x 2 1/2 SDS (6) 1/4 x 2 1/2 SDS 2,345 4,315 4,315 4,315 * QUAD
2x10
HU210-4 / HUC210-4
14 6 1⁄8 8 3/8 2 1/2 Min. (14) 0.162 x 3 1/2 (6) 0.162 x 3 1/2 1,345 2,085 2,350 2,520 * 14 6 1⁄8 8 3/8 2 1/2 Max. (18) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 1,795 2,680 3,020 3,250 * HHUS210-4 14 6 1⁄8 8 7⁄8 3 — (30) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 3,405 5,640 6,380 6,485 * FL HGUS210-4 12 6 9/16 9 1⁄8 4 — (46) 0.162 x 3 1/2 (16) 0.162 x 3 1/2 4,095 9,100 9,100 9,100 *

IBC, FL, LA
2x12
LUS210 18 1 9/16 7 13/16 1 3⁄4 — (8) 0.148 x 3 (4) 0.148 x 3 1,165 1,335 1,530 1,640 Lowest LU210 20 1 9/16 7 13/16 1 1/2 — (10) 0.162 x 3 1/2 (6) 0.148 x 1 1/2 850 1,390 1,580 1,615 11% U210 16 1 9/16 7 13/16 2 — (10) 0.162 x 3 1/2 (6) 0.148 x 1 1/2 990 1,440 1,565 1,565 53% LUC210Z 18 1 9/16 7 3⁄4 1 3⁄4 — (10) 0.162 x 3 1/2 (6) 0.148 x 1 1/2 985 1,410 1,605 1,735 180% HU212 14 1 9/16 9 2 1/4 — (10) 0.162 x 3 1/2 (6) 0.148 x 1 1/2 1,135 1,490 1,680 1,800 347% HUS210 16 1 5⁄8 9 3 — (30) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 2,635 5,450 5,795 5,830 378% DBL
2x12
LUS210-2 18 3 1⁄8 9 2 — (8) 0.162 x 3 1/2 (6) 0.162 x 3 1/2 1,445 1,830 2,075 2,245 Lowest U210
-2 16 3 1⁄8 8 1/2 2 — (14) 0.162 x 3 1/2 (6) 0.148 x 3 990 2,015 2,280 2,465 40% LUS214-2 18 3 1⁄8 10 15/16 2 — (10) 0.162 x 3 1/2 (6) 0.162 x 3 1/2 1,445 2,110 2,395 2,590 56% HUS210-2 14 3 1⁄8 9 3/16 2 — (8) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 3,270 2,110 2,385 2,575 * HUS212-2 14 3 1⁄8 10 3⁄4 2 — (10) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 3,435 2,635 2,985 3,220 * HU212-2 / HUC212-2
14 3 1⁄8 10 9/16 2 1/2 Min. (16) 0.162 x 3 1/2 (6) 0.148 x 3 1,135 2,385 2,690 2,880 * 14 3 1⁄8 10 9/16 2 1/2 Max. (22) 0.162 x 3 1/2 (10) 0.148 x 3 1,895 3,275 3,695 3,970 411% HUCQ210-2-SDS 14 3 1/4 9 3 — (12) 1/4 x 2 1/2 SDS (6) 1/4 x 2 1/2 SDS 2,345 4,315 4,315 4,315 * TPL
2x12
LUS210-3 18 4 5⁄8 8 3/16 2 — (8) 0.162 x 3 1/2 (6) 0.162 x 3 1/2 1,445 1,830 2,075 2,245 * HU212-3 / HUC212-3
14 4 11/16 9 13/16 2 1/2 Min. (16) 0.162 x 3 1/2 (6) 0.148 x 3 1,135 2,385 2,690 2,880 * 14 4 11/16 9 13/16 2 1/2 Max. (22) 0.162 x 3 1/2 (10) 0.148 x 3 1,895 3,275 3,695 3,970 * U210-3 16 4 5⁄8 7 3⁄4 2 — (14) 0.162 x 3 1/2 (6) 0.148 x 3 990 2,015 2,280 2,465 * HUCQ210-3-SDS 14 4 5⁄8 9 3 — (12) 1/4 x 2 1/2 SDS (6) 1/4 x 2 1/2 SDS 2,345 4,315 4,315 4,315 * Codes: See p. 11 for Code Reference Key ChartSee footnotes on p. 108.

Many of these products are approved for installation
with Strong-Drive® SD Connector screws.

See pp. 348–352 for more information.

These products are available with additional corrosion
protection. For more information, see p. 14.

For stainless-steel
fasteners, see p. 21.

03.3.2 CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.3.3 MLK Library
2023-0387
Group4
CAA
Dead Load Takeoff
composite built-up roofing
1/2" plywood
2x10 @ 24"cc
6" rigid insulations
5/8" gyp board
acoustic tile
sprinklers
MEP
miscellaneous
TOTAL

0.6 psf

1.6 psf

1.7 psf

0.6 psf

2.8 psf

1.0 psf

3.0 psf

1.4 psf

15.5 psf
Design Loads
DL = 15.5 psf
LL = 20.0 psf
W↑= 28.6 psf (Zone 2, 200 sf)
W↓= 16.0 psf (Zone 2, 200 sf)
Line: 4.1 (E) and (N)
tributary width, TW = 16.0 ft
wDL = 15.5 psf x TW = 248 plf
wLL = 20.0 psf x TW = 320 plf
wW↑ = 28.6 psf x TW = 458 plf
wW↓ = 16.0 psf x TW = 256 plf
Line: 3.5 (E)
tributary width, TW = 16.0 ft
wDL = 15.5 psf x TW = 248 plf
wLL = 20.0 psf x TW = 320 plf
wW↑ = 28.6 psf x TW = 458 plf
wW↓ = 16.0 psf x TW = 256 plf
Line: 3.5 (N)
tributary width, TW = 14.5 ft
wDL = 15.5 psf x TW = 225 plf
wLL = 20.0 psf x TW = 290 plf
wW↑ = 28.6 psf x TW = 415 plf
wW↓ = 16.0 psf x TW = 232 plf
Line: 2.9 (N)
tributary width, TW = 15.5 ft
wDL = 15.5 psf x TW = 240 plf
wLL = 20.0 psf x TW = 310 plf
wW↑ = 28.6 psf x TW = 443 plf
wW↓ = 16.0 psf x TW = 248 plf
Line: 2.9 (N) --> header
tributary height above, TH = 5.0 ft
wDL = 12 psf x TW = 60 plf
35 C
D
E
F
A
S3.05
W8x31
(E) 2x10 @ 24"CC, TYP
(E) W8x31
(E) W8x31
1 S5.23
(E) JOIST TO
(N) WF BM

CONN, TYP
1 S5.23
(E) JOIST TO
(N) WF BM

CONN, TYP
W8x31
W8x21 HDR
(E) (2) 2x10 (E) (2) 2x10
W8x31
(E) 5
4 S5.23
(E) WF BM

TO HSS COL
4 S5.23SIM
4 S5.23

WF BM TO (E)

HSS COL
1 S5.23
WALL ANCHORS @ 8'-0"CC

TO (E) MASONRY WALL
PER
2 S5.24
4x6
M
SI
3 CL
IENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.3.4 MLK LIBRARY REMODEL
2020-0387
08-07-24
GROUP4
ALB

RISA ANALYSIS

MEMBER ID
N
FRAME 4.1
N
FRAME 3.5
N
FRAME 2.9
CL
IENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.3.5 MLK LIBRARY REMODEL
2020-0387
08-07-24
GROUP4
ALB

RISA ANALYSIS

APPLIED LOADS
12 psf wall * 5.0 ft + 20plf
overhead door
CL
IENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.3.6 MLK LIBRARY REMODEL
2020-0387
08-07-24
GROUP4
ALB

RISA ANALYSIS

APPLIED LOADS

CL
IENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.3.7 MLK LIBRARY REMODEL
2020-0387
08-07-24
GROUP4
ALB

RISA ANALYSIS

REACTIONS
D+L
= 15.9 KIP
4'-0" SQ FTG OK
D+L
= 4.3+3.7 + 3.9+3.4
= 15.3K
4'-0"x3'-0" FTG OK
CL
IENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.3.8 MLK LIBRARY REMODEL
2020-0387
08-07-24
GROUP4
ALB

RISA ANALYSIS

SHEAR FORCES FOR CONNECTION DESIGN

CL
IENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.3.9 MLK LIBRARY REMODEL
2020-0387
08-07-24
GROUP4
ALB

RISA ANALYSIS
Load Cominations & Deflection
DESIGN PER AISC 360-16 ASD
DEFLECTION D+L
= 1.09"
< L/180 --> OK
DEFLECTION D+L
= 1.64"
< L/180 --> OK
DEFLECTION D+L
= 0.68"
< L/180 --> OK
CL
IENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.3.10 MLK LIBRARY REMODEL
2020-0387
08-07-24
GROUP4
ALB

RISA ANALYSIS
DCRs

CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.3.11 Project Name
Project Number
08-26-24
G4
ALB
NEW GLULAM HEADER @ GRIDLINE 3
(REPLACING EXISTING STEEL PIPE COLUMN)
4'-6"
POINT LOAD DEMAND FROM W8x31 REACTION
L = 4.5 FT
A_TRIB = (24.5 FT / 2) * (25.5 FT / 2)
= 156 SF
DL = 19 PSF
LL = 20 PSF
D+L = 39 PSF
P = (D+L) * A_TRIB
= 6.09 KIP
MAX SHEAR, V:

V = 2P/3 (beam falls within middle third of header)
= 4.06 KIP --> DCR < 0.40 --> OK (SEE FOLLOWING SHEET)
MAX MOMENT, M:

M = PL/4
= 6.85 K-FT --> DCR < 0.25 --> OK (SEE FOLLOWING SHEET)

HEADER DESIGN

JAMB DESIGN
MAX COMPRESSION, C:

C = V
= 4.06 KIP --> DCR < 0.50 --> OK (SEE BELOW)
Fc
Sawn Lumber 4x DF No.2 Unbraced in weak axis psi
2 019 CBC / 2018 IBC (2018 NDS) ke = 1.0 1350
Duration CD = 1 .0 (tabulated) E'min = Emin CM Ct Ci CT = M
oisture CM = 1 .0 MC <19% (tabulated) Fce = 0.822 E'min /(Le d)2

0.8 MC >19% (apply to table) Fc* = Fc CD CM Ct CF Ci
Temperature Ct = 1.0 (tabulated) F'c = Fc* (Cp)
Incising Ci = 1.0 (tabulated) Pa = F'c A
Size CF = S ee Below
Column Stability Cp = 1+FCE/Fc* / 2c - ((1+FCE/Fc* / 2c)^2 - FCE/Fc* / c)1/2 Notes:

1. "Tabulated" indicates values used in calculations
3 . Per 2018 NDS 4.4.2, only applies to truss chords

4. CT may be calculated for any wall member, but does

not apply to single posts or ATS comp. posts
BRACED AT MIDIHEIGHT:
(4) 2X6 * 2334#
= 9336#
5 1/8 Glulam Beams (ASD) Fv Fb Ex app
DF 24F-V4 ps i psi psi
2019 CBC / 2018 IBC (2018 NDS) 265 2400 1,800,000
Volume factor Cv = (21/L)(1/x) x (12/d)(1/x) x (5.125/b)(1/x) < 1.0 x = 10 all species except Southern Pine (tabulated)
x = 20 Southern Pine (apply to table)
(5.125/b)(1/x) = 1.00 for 5 1/8" glb typical
(2
1/L)(1/x) = 1.00 for 21 ft span - tabulated : for other spans - apply factor below span,L 21 25 30 35 40 45 50
factor 1.000 0.983 0.965 0.950 0.938 0.927 0.917
Notes:

1. This table only takes into account the volume factor C v. Other modification factors, such as load duration, C D, and span factor, Cl, must be applied seperately. These values also assume a fully braced compresion edge.

2. The volume factor, Cv, shall not apply simultaneously with the beam stability factor, C L. The lesser of the these adjustment factors shall apply.

Example for 5 1/8 x 33 glulam beam spanning 21'-0" (max) Ma = (2400psi) (841 in3) / 12 = 168,139 lb-ft
Va = (265psi) (169.1 in2) / 1.5 = 29,879 lb
b d A S I S x Cv Va Ma EI
in
in in2 in3 in4 in3
lbs lb-ft lb-in2 x 106
6 30.8 31 92 1.00 31 5,433 6,150 166
7 1/2 38.4 48 180 1.00 48 6,791 9,609 324
9 46.1 69 311 1.00 69 8,149 13,838 560
10 1/2 53.8 94 494 1.00 94 9,507 18,834 890
12 61.5 123 738 1.00 123 10,865 24,600 1,328
13 1/2 69.2 156 1,051 0.99 154 12,223 30,770 1,891
15 76.9 192 1,441 0.98 188 13,581 37,589 2,595
16 1/2 84.6 233 1,919 0.97 225 14,939 45,052 3,453
18 92.3 277 2,491 0.96 266 16,298 53,151 4,483
19 1/2 99.9 325 3,167 0.95 309 17,656 61,881 5,700
21 107.6 377 3,955 0.95 356 19,014 71,237 7,119
22 1/2 115.3 432 4,865 0.94 406 20,372 81,215 8,757
24 123.0 492 5,904 0.93 459 21,730 91,810 10,627
25 1/2 130.7 555 7,082 0.93 515 23,088 103,019 12,747
27 138.4 623 8,406 0.92 574 24,446 114,837 15,131
28 1/2 146.1 694 9,887 0.92 636 25,804 127,261 17,796
30 153.8 769 11,531 0.91 701 27,163 140,288 20,756
31 1/2 161.4 848 13,349 0.91 770 28,521 153,915 24,028
33 169.1 930 15,348 0.90 841 29,879 168,139 27,627
34 1/2 176.8 1,017 17,538 0.90 915 31,237 182,956 31,568 36 184.5 1,107 19,926 0.90 992 32,595 198,365 35,867
37 1/2 192.2 1,201 22,522 0.89 1,072 33,953 214,363 40,540 39 199.9 1,299 25,334 0.89 1,155 35,311 230,948 45,601
40 1/2 207.6 1,401 28,371 0.89 1,241 36,669 248,116 51,068 42 215.3 1,507 31,642 0.88 1,329 38,028 265,867 56,955
43 1/2 222.9 1,616 35,154 0.88 1,421 39,386 284,198 63,278 45 230.6 1,730 38,918 0.88 1,516 40,744 303,106 70,052
5 1/8
Properties Capacities
Partial Cv
C:\Users\AddisonB\Desktop\2023-0387 Sac MLK Library Local\04-Calculations\03-Gravity Framing\03.2 Floor Framing\06-Gravity Bending Capacity 2018 NDS v01.xlsx - GL 5.125 8/26/2024 3:37 PM

03.3.12 CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.3.13 MLK LIBRARY REMODEL
2023-0387
08/19/2024
G4
ALB

REINFORCING OF (N) HOLE IN (E) JOIST
(E) 2x10 ROOF JST
2x4 x 4'-0" DF #1 BS OF JST,
W/ 2-ROWS OF SDS25300
@ 6" OC; STAGGER

VERTICALLY AND FROM

OPP SIDES OF JST
1 1/2"
TYP
2" MAX DIA HOLE/SLOT
FOR PIPES; SEE 6/S5.21

FOR INFO NOT NOTED
CL HOLE = CL JOIST
1"
1"
1 1/2"
A
A
A-A
DETAIL
X
S5.22
1" = 1'-0"

NOTCH IN JOIST FOR PIPE
(2) rows of staggered screws
@ 6"cc --> 4 screws per ft -->
4*800 = 3200 plf shear
capacity

CAPACITY EVALUATION

VERIFY THE SCREWS / SISTERS HAVE ENOUGH

SHEAR/TENSION CAPACITY TO DEVELOP THE
MOMENT CAPACITY OF THE (E) 2X10
(E) 2X10 CAPACITY:

Ma = 2706 LB-FT
Fv Fb E Fv Fb E
2"-4" thick 180 1000 1.70E+06 180 1200 1.60E+06
b d A S I CF CD Va Ma EI Va Ma EI
i
n in in2 in3 in4
lbs lb-ft lb-in2x106
lbs lb-ft lb-in2x106
2x4 1 1/2 3 1/2 5.25 3.06 5.36 1.50 1.00 630 383 9.11 630 459 8.58 CUSTOM 1 3/4 5 3/4 10.06 9.64 27.7 1.30 1.00 1,208 1,045 47.1 1,208 1,254 44.4 2x6 1 1/2 5 1/2 8.25 7.56 20.8 1.30 1.00 990 819 35.4 990 983 33.3 2x8 1 1/2 7 1/4 10.88 13.1 47.6 1.20 1.00 1,305 1,314 81.0 1,305 1,577 76.2 2x10 1 1/2 9 1/4 13.88 21.4 98.9 1.10 1.00 1,665 1,961 168 1,665 2,353 158 2x12 1 1/2 11 1/4 16.88 31.6 178 1.00 1.00 2,025 2,637 303 2,025 3,164 285 2x14 1 1/2 13 1/4 19.88 43.9 291 0.90 1.00 2,385 3,292 494 2,385 3,950 465 Edge Properties
Edge Capacities
Size
DF No. 1 DF No. 2
WITH Cr = 1.5, capacity =
2706 #ft
SHEAR DEMAND IN SCREWS:
moment arm d = 9.25"/4 + (9.25"/2 - 1" - 1/5"/2)
= 5.18"
R = Ma / d = 6259#
double shear --> V = R/2
V = 3130#
2'-0" of screws --> capacity = 6400#
--> screws have capacity to develop the (e) joist
moment capacity
BEAM BENDING CAPACITIES:

TESNSION DEMAND IN 2x4 SISTERS:

T = 3130#
Ft =
Ta = Ft * b * d * CD * CF
= 675psi * 1.5" * 3.5* * 1.0 * 1.5
= 5315# per sister
DCR ~ 0.6
--> sisters have capacity to develop the (e) joist
moment capacity
icc esr 2236
CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.4.1 MLK LIBRARY REPAIR
2023-0387
08-13-2024
G4
ALB

METAL DECK LID AT INTERIOR OFFICES

DECK SPAN
INTERPOLATE FOR 16'-6" SPAN:

ALLOWABLE ~ 29 PSF
10 PSF DL + 10 PSF LL = 20 PSF
--> OK
CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

03.4.2 MLK LIBRARY REPAIR
2023-0387
08-13-2024
G4
ALB

ANGLE SUPPORT AT CASSETTES -

DECK OPENING IN INTERIOR OFFICE LIDS
P = 0.104167 kip <-- from 24"x32" cassette and headed-out trib area a = 98 in
w = 0.001317 kli <-- from sw and additional 6" deck width on other sid L 198 in (24" opng along angle, 32" opng for headed-out span E = 29000 ksi
I = 2.00 in4
delta = 0.58 in (from pt loads) AISC 3-23.10
delta = 0.45 in (from dist load) AISC 3-23.1
delta total = 1.04 in
L/ 191 <L/180 --> ok
CHECK DEFLECTION OF ANGLE (D+L)
Single Angle Bending
ref: AISC 360-16

Member Properties
Section = L3-1/2X3-1/2X1/4 Cb = 1 .00 computed per Equation F1-1, maximum value = 1.5 Fy = 3 6 ksi Lb = 1 98.00 in laterally unbraced length of member E
= 29000 ksi φ = 0.90
d = 3 .5 in 1: Yielding
b = 3.5 in Myx = 28.3 k in
t
= 0.250 in φ Mnx = 38.2 k in
A = 1 .70 in2
2: Lateral-Torsional Buckling
Ix = 2 .00 in4 ` a . Continuous lateral torsional strength along length:

Sx = 0 .79 in3 βw = 0 .00
Zx = 1 .41 in3 Mcrx = 48 k in E q. F10-2 Governs
φ Mnx = 26.1 k in
Iy = 2 .00 in4
Sy = 0 .79 in3
Zy = 1 .41 in3 `
Iz = 0 .80 in4
Sz = 0 .59 in3
Governs: Lateral-Torsional Buckling
Zz = 0 .69 in3 φMn x = 26 .1 k in
rz = 0 .69 in4 `
Mu x = 25.00 k in
Muy / φ Mn y = 0. 959 < 1.0, OK

PROJECT
PROJECT NO. DATE
CLIENT BY PAGE NO.

05.1.1 ALB

LATERAL DESIGN NARRATIVE
The partial lateral evaluation was motivated by the deficiencies noted in the Seismic Evaluation Report (Appendix A.1). The seismicity was determined to be "high", according to ASCE 41 classification, and the seismic hazard level is characterized as "BSE-2E." The determination of seismic design forces is found in calculation section 02.2.

The analysis herein does not evaluate the MFWRS for wind forces, as there are no changes to the wind exposure of the elements that would mandate re-evaluation. The lateral elements evaluated were only done so for seismic effects. Further, a full diaphragm analysis was not triggered by the seismic evaluation; as such, only local diaphragm components were evaluated insofar as was needed to develop specific details.

The existing vertical seismic force resisting system (wood plywood shear walls and partially grouted CMU shear walls) were evaluated according to ASCE 41 Tier 2 procedures. To accomplish this, the tributary seismic mass associated with each shear wall line in each direction was assigned (see calculation Section 02.2), and applied to the respective shear wall lines. The demands on the existing shear walls are provided in Section 05.2. In all cases, the CMU walls were found to have very low seismic demands relative to their capacities.

At the plywood walls, it was found that while some existing shear walls are adequate, the shear wall lines at Girds 3 and D required augmentation. The degree of augmentation, as well as the overturning stability of these augmented walls is determined in Section 05.3. These walls will have their existing 3/8" plywood removed, 3x wall studs installed to replace the existing 2x studs (to accommodate tighter nail spacing), and 1/2" plywood installed to replace the existing plywood. Holdowns are also provided for an extra measure of stability, although the stability calculations justify per ASCE 41 provisions that no positive attachment is required to resist the design level seismic forces.

Further, at Grid 3, reinforcement of the collector load path is provided to ensure that the northernmost shear wall can reliably share the lateral loading with the southern walls.

As the seismic evaluation noted that the existing building has non compliant items related to diaphragm connectivity, much of the seismic analysis involved explicit addressing these non compliant items. At the timber floor diaphragm, the top of concrete basement walls and crawl space walls are epoxy anchored to the diaphragm. The design of this out of plane anchorage is in calculation Section 06.1. The floor diaphragm is also being augmented with steel straps across floor beam supports, to transfer diaphragm forces and distributed to the walls and foundations below. These floor diaphragm ties are designed in Section 05.4.

At the roof, the tops of CMU walls are epoxy anchored to the roof diaphragm (Calculation section 06.1). Where the low roof diaphragm is too narrow, diagonal timber kickers are provided to drag the diaphragm force and the OOP wall force into the high roof (Calculation section 06.2).

To address the vertical irregularity noted in the Seismic Evaluation report, an alternative load path was justified that negates the need to transfer the shear forces in the high roof shear walls to the plan-offset low roof shear walls. The 8x8 posts that extend full height are found to be able to resist the lateral and overturning loads on their own (Calculation section 05.5). Because of this, the lateral force developed in these high roof shear walls does not need to be carried across the low roof diaphragm into low roof shear walls (the calculations associated with the low roof shear walls, do, however, conservatively account for the seismic mass/loads associated with the high roof).

MLK LIBRARY REPAIR
2023-0387
08-23-24
GROUP 4
SHEAR STRESS CHECK IN REINFORCED MASONRY SHEAR WALLS - TIER 1 ASCE 41-17 Section 5.5.3.1.1 & A.3.2.4.1
Performance Level: CP (Collapse Prevention)
Ms = 4.5 (Ms = 4.5 for CP; Ms =3.0 for LS; Ms = 1.5 for IO) ASCE 41-17 Table 4-8 ASCE 41-17 Eq 4-8
Where
V j = Story shear at level j
Aw =
Ms = System modification factor
N-S Direction
Level V j A w v j
avg
(k) (in 2 ) (psi)
GL 5 (Zone A) 54 3294 3.7 70.0
GL 4 (Zone F) 34 3569 2.1 70.0
GL 3 (Zone B,G,J) 163 70.0
GL 2.6 (Zone C) 32 1830 3.9 70.0
GL 2 (Zone D) 44 2928 3.3 70.0
GL 1 (Zone E,H) 178 9974 4.0 70.0
Level t wall L wall_NET A w Level t wall L wall_NET A w (in) (ft) (in 2 ) (in) (ft) (in 2 )
RF High GL 5 (Zone A) 8.0 36 3294
GL 4 (Zone F) 8.0 39 3569
GL 3 (Zone B,G,J) 8.0
GL 2.6 (Zone C) 8.0 20 1830
GL 2 (Zone D) 8.0 32 2928
GL 1 (Zone E,H) 8.0 109 9974
Σ = 0 Σ = 21594
Level t wall L wall_NET A w Level t wall L wall_NET A w (in) (ft) (in 2 ) (in) (ft) (in 2 )
RF Low - ZONE B RF Low - ZONE C
Σ = 0 Σ = 0
Level t wall L wall_NET A w Level t wall L wall_NET A w (in) (ft) (in 2 ) (in) (ft) (in 2 )
RF Low - ZONE D RF Low - ZONE H
Σ = 0 Σ = 0
Compliant
Compliant
Compliant
Compliant
Check
v j
avg < 70 psi
Compliant
Summation of horizontal net cross-sectional area of all shear walls in the direction of loading (openings shall be taken into consideration)
Allow. Shear
Stress (psi)
JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
202
3-038700
Group 4 CAA

05.2.1 SHEAR STRESS CHECK IN REINFORCED MASONRY SHEAR WALLS - TIER 1 JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
202
3-038700
Group 4 CAA
ASCE 41-17 Section 5.5.3.1.1 & A.3.2.4.1
Performance Level: CP (Collapse Prevention)
M s = 4.5 (Ms = 4.5 for CP; Ms =3.0 for LS; Ms = 1.5 for IO) ASCE 41-17 Table 4-8 E-W Direction
Level V j A w v j
avg Check
(k) (in 2 ) (psi) v j
avg < 70 psi
GL F (Zone 5) 42 3660 2.6 70.0 Compliant
GL E (Zone 1) 65 6131 2.3 70.0 Compliant
GL D (Zone 6,7,9) 142
GL C (Zone 2) 54 3111 3.9 70.0 Compliant
GL B (Zone 3) 28 2379 2.6 70.0 Compliant
GL A.2 (Zone 4) 26 2379 2.4 70.0 Compliant
GL A (Zone 8,10) 122
Level t wall L wall_NET A w Level t wall L wall_NET A w (in) (ft) (in 2 ) (in) (ft) (in 2 )
RF High GL F (Zone 5) 8.0 40 3660
GL E (Zone 1) 8.0 67 6131
GL D (Zone 6,7,9) 8.0
GL C (Zone 2) 8.0 34 3111
GL B (Zone 3) 8.0 26 2379
GL A.2 (Zone 4) 8.0 26 2379
GL A (Zone 8,10) 8.0
Σ = 0 Σ = 17660
Level t wall L wall_NET A w Level t wall L wall_NET A w (in) (ft) (in 2 ) (in) (ft) (in 2 )
RF Low - ZONE B RF Low - ZONE C
Σ = 0 Σ = 0
Level t wall L wall_NET A w Level t wall L wall_NET A w (in) (ft) (in 2 ) (in) (ft) (in 2 )
RF Low - ZONE D RF Low - ZONE H
Σ = 0 Σ = 0
Allow. Shear
Stress (psi)

05.2.2 SHEAR STRESS CHECK IN WOOD SHEAR WALLS - TIER 1 ASCE 41-17 Section 5.5.3.1.1 & A.3.2.7.1 Performance Level: CP (Collapse Prevention)
Shear Wall Type:

Ms = 4.5 (Ms = 4.5 for CP; Ms =3.0 for LS; Ms = 1.5 for IO) ASCE 41-17 Table 4-8 ASCE 41-17 Eq 4-8
Where
V j = Story shear at level j
Aw =
Ms = System modification factor
N-S Direction
Level V j L wall_eff v j
avg
Allow. Stress
A3.2.7.1
Expected strength
ASCE41 - Chapter

12.4.3.6.2 Check
(k) (ft) (plf) (plf) (plf)
GL 5 (Zone A) 54
GL 4 (Zone F) 34
GL 3 (Zone B,G,J) 163 45.0 803.1 1000 726 Noncompliant
GL 2.6 (Zone C) 32
GL 2 (Zone D) 44
GL 1 (Zone E,H) 178
E-W Direction
Level V j L wall_eff v j
avg Allow. Stress
Expected strength
ASCE41 - Chapter

12.4.3.6.2 Check
(k) (ft) (plf) (plf) (plf)
GL F (Zone 5) 54
GL E (Zone 1) 65
GL D (Zone 6,7,9) 142 16.5 1906.1 1000 726 Noncompliant GL C (Zone 2) 54
GL B (Zone 3) 28
GL A.2 (Zone 4) 26
GL A (Zone 8,10) 122 74.0 365.6 1000 726 Compliant
Summation of effective length of all wood shear walls in the direction of loading (accounting for opening length)
Structural panel sheathing
JOB
JO
B NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700
Group 4 CAA

05.2.3 therefore, re-sheathing
applied to these lines
CL
IENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

05.3.1 Level: Roof
Wrkg Stress (ASD) Story Force3 = 2 5356 # Story Height = 9.5 ' Wall Line Segments Line Summary Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Segment 6 Segment 7 Wall line Length Sum=109.5' 11.8 ' 9.4 ' 24.9 ' 16.5 ' 19.5 ' 8.0 ' 19.5 ' Shear Wall Yes No Yes No No Yes No
Shear Wall Shear Wall Segment Length (LSW) Sum=44.7' 11.8 ft 0.0 ft 24.9 ft 0.0 ft 0.0 ft 8.0 ft 0.0 ft Continuous Shear Wall length 11.8 ft 0.0 ft 24.9 ft 0.0 ft 0.0 ft 8.0 ft 0.0 ft Wall Ht/Length (= h/b) Max=1.19 0.81 0.38 1.19
h/b Reduction1 1.00 1.00 1.00
Adjusted LSW for Distribution S um=44.7' 11.8 ft 24.9 ft 8.0 ft Shear Wall shear force 568 #/ft 0 #/ft 568 #/ft 0 #/ft 0 #/ft 568 #/ft 0 #/ft Wall Type reqd6 1 1 1 1
575 #/ft 575 #/ft 575 #/ft
Collector Diaphragm Amplification Factor4 1.0
Amplified Diaph. force 231 #/ft 231 #/ft 231 #/ft 231 #/ft 231 #/ft 231 #/ft 231 #/ft 231 #/ft Internal SW Adjustment Factor 1.00
Collector Force Increase5 1.00
Max Collector Force 10157 # 0 # -3950 # -1780 # -10157 # -6338 # -1824 # -4514 # 0 # SW
capacity varies (unreduced = 625 #/ft)

MLK LIBRARY REMODEL
2023-0387
08-21-24
G4
ALB

SHEAR WALL RE-SHEATHING DESIGN
GRIDLINE 3

0.7* 163000# / (m = 4.5)
(demand from ASCE 41 lateral
loading); converted to allowable

SHEAR WALL DESIGN
SHEATHING SHEAR CAPACITY (SDPWS TABLE 4.3A)
Seismic ASD Reduction Factor = 1.4 (SDPWS Section 4.1.4) Holdown attached to inside of end post = 0.92
Mark Sheathing Fastener Spacing
(10d Nails)
1 (1) Side 6" 950 plf x 0.92 / 1.4 = 625 plf
2 (1) Side 4" 1430 plf x 0.92 / 1.4 = 940 plf
3 (1) Side 3" 1860 plf x 0.92 / 1.4 = 1223 plf
4 (1) Side 2" 2435 plf x 0.92 / 1.4 = 1601 plf
5 (2) Sides 4" 1430 plf x 0.92 / 1.4 x 2 = 1880 plf
6 (2) Sides 3" 1860 plf x 0.92 / 1.4 x 2 = 2445 plf
7 (2) Sides 2" 2435 plf x 0.92 / 1.4 x 2 = 3201 plf
v
(ASD)

1.4 instead of 2.8 b/c ASCE 41 permits phi of

1.0 instead of 0.5.
values based on SDPWS 2021 Table 4.3A,
Strcut I 15/32" sheathing
= 163000 / (14.0)
ASCE 41 7.2.8 permits that for overturning stability evaluation, demand from ASCE 41 lateral loading is to be divided by (C1C2*mu); mu = 10 for collapse prevention; C1C2 = 1.4.

Compared to 0.9 * Dead load. if dead load alone is able to resist overturning, further positive attachment not required. Project has chosen to provide nominal holdown positive attachment anyway as additional measure.

OVERTURNING

STABILITY CHECK
Level: Roof
Wrkg Stress (ASD) Story Force3 = 1 1643 # Story Height = 9.5 ' Wall Line Segments Line Summary Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Segment 6 Segment 7 Wall line Length Sum=109.5' 11.8 ' 9.4 ' 24.9 ' 16.5 ' 19.5 ' 8.0 ' 19.5 ' Shear Wall Yes No Yes No No Yes No
Shear Wall Shear Wall Segment Length (LSW) Sum=44.7' 11.8 ft 0.0 ft 24.9 ft 0.0 ft 0.0 ft 8.0 ft 0.0 ft Continuous Shear Wall length 11.8 ft 0.0 ft 24.9 ft 0.0 ft 0.0 ft 8.0 ft 0.0 ft Wall Ht/Length (= h/b) Max=1.19 0.81 0.38 1.19
h/b Reduction1 1.00 1.00 1.00
Adjusted LSW for Distribution S um=44.7' 11.8 ft 24.9 ft 8.0 ft Shear Wall shear force 261 #/ft 0 #/ft 261 #/ft 0 #/ft 0 #/ft 261 #/ft 0 #/ft 6 hig
hest loaded level.

Max Collector Force 6063 # 0 # -2358 # -1063 # -6063 # -3783 # -1089 # -2694 # 0 # Overturning Overturning - this Level only (T or C) -2707 # 2707 # -2580 # 2580 # 0 # -2830 # 2830 # 0 # Story DL 536 #/ft 536 #/ft 536 #/ft 536 #/ft 536 #/ft 536 #/ft 0 #/ft Resisting DL - this level only 5668 # 5668 # 12020 # 12020 # 0 # 3859 # 3859 # 0 # Net Uplift - this level only 0 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # Total Cumulative Compression 8375 # -8375 # 14600 # -14600 # 0 # 6689 # -6689 # 0 # Holdown
Capacity
CL
IENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

05.3.2 MLK LIBRARY REMODEL
2023-0387
08-21-24
G4
ALB

SHEAR WALL RE-SHEATHING DESIGN

GRIDLINE D

0.7* 142000# / (m = 4.5)
(demand from ASCE 41 lateral loading;
converted to allowable)

1.4 instead of 2.8 b/c ASCE 41 permits phi of

1.0 instead of 0.5.
values based on SDPWS 2021 Table 4.3A,
Strcut I 15/32" sheathing
= 142000 / (14.0)
ASCE 41 7.2.8 permits that for overturning stability evaluation, demand from ASCE 41 lateral loading is to be divided by (C1C2*mu); mu = 10 for collapse prevention; C1C2 = 1.4.

OVERTURNING

STABILITY CHECK
Max Collector Force 5479 # 0 # 1059 # -3491 # -2578 # -5334 # -4421 # -5479 # 0 # Overturning Overturning - this Level only (T or C) 0 # -3117 # 3117 # -3243 # 3243 # -3582 # 3582 # 0 # Story DL 536 #/ft 536 #/ft 536 #/ft 536 #/ft 536 #/ft 1448 #/ft 536 #/ft Resisting DL - this level only 0 # 8563 # 8563 # 5186 # 5186 # 5864 # 5864 # 0 # Net Uplift - this level only 0 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # Total Cumulative Compression 0 # 11679 # -11679 # 8428 # -8428 # 9447 # -9447 # 0 # Holdown
Capacity
Level: Roof
Wrkg Stress (ASD) Story Force3 = 1 0143 # Story Height = 9.5 ' Wall Line Segments Line Summary Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Segment 6 Segment 7 Wall line Length Sum=90.3' 7.3 ' 17.8 ' 6.3 ' 10.8 ' 6.3 ' 4.5 ' 37.5 ' Shear Wall No Yes No Yes No Yes No
Shear Wall Shear Wall Segment Length (LSW) Sum=33.0' 0.0 ft 17.8 ft 0.0 ft 10.8 ft 0.0 ft 4.5 ft 0.0 ft Continuous Shear Wall length 0.0 ft 17.8 ft 0.0 ft 10.8 ft 0.0 ft 4.5 ft 0.0 ft Wall Ht/Length (= h/b) Max=2.11 0.54 0.88 2.11
h/b Reduction1 1.00 1.00 0.95
Adjusted LSW for Distribution S um=32.8' 17.8 ft 10.8 ft 4.3 ft Shear Wall shear force 0 #/ft 310 #/ft 0 #/ft 310 #/ft 0 #/ft 293 #/ft 0 #/ft 6 hig
hest loaded level.

Level: Roof
Wrkg Stress (ASD) Story Force3 = 2 2089 # Story Height = 9.5 ' Wall Line Segments Line Summary Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Segment 6 Segment 7 Wall line Length Sum=90.3' 7.3 ' 17.8 ' 6.3 ' 10.8 ' 6.3 ' 4.5 ' 37.5 ' Shear Wall No Yes No Yes No Yes No
Shear Wall Shear Wall Segment Length (LSW) Sum=33.0' 0.0 ft 17.8 ft 0.0 ft 10.8 ft 0.0 ft 4.5 ft 0.0 ft Continuous Shear Wall length 0.0 ft 17.8 ft 0.0 ft 10.8 ft 0.0 ft 4.5 ft 0.0 ft Wall Ht/Length (= h/b) Max=2.11 0.54 0.88 2.11
h/b Reduction1 1.00 1.00 0.95
Adjusted LSW for Distribution S um=32.8' 17.8 ft 10.8 ft 4.3 ft Shear Wall shear force 0 #/ft 674 #/ft 0 #/ft 674 #/ft 0 #/ft 639 #/ft 0 #/ft Wall Type reqd6 2 2 2 2
865 #/ft 865 #/ft 819 #/ft
Collector Diaphragm Amplification Factor4 1.0
Amplified Diaph. force 245 #/ft 245 #/ft 245 #/ft 245 #/ft 245 #/ft 245 #/ft 245 #/ft 245 #/ft Internal SW Adjustment Factor 1.00
Collector Force Increase5 1.00
Max Collector Force 9178 # 0 # 1774 # -5848 # -4319 # -8935 # -7405 # -9178 # 0 # SW
capacity varies (unreduced = 940 #/ft)
CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

05.3.3 GRIDLINE 3 COLLECTOR CONTINUITY

MLK LIBRARY REPAIR
2023-0387
08-20-2024
G4
AB

1. strap across post

2. screws of 4x6 flat to (e)
4x12 for drag

3. strap of 4x6 flat to blkg

1. STRAP ACROSS POST
COLLECTOR FORCE F:

F = 10.15 KIP (PER SHEAR WALL DESIGN)
--> USE (15) 1/2" DIA LAG SCREWS w/ 3" EMBED
Single Shear Yield Limits
ref: NDS 2018 Table 12.3.1A ( Fasteners: 1/4" < D < 1") D = 0.371 in dowel diameter (See 12.3.7) Yi eld Mode Im Fyb = 45000 psi dowel bending yield strength, psi Rd = 4.00 = 4Kθ Fem = 5600 psi main member dowel bearing strength (Table 12.3.3) Z = 1347 lb = DlmFem/Rd Yield Mode Is
Fes = 87000 psi side member dowel bearing strength (Table 12.3.3) Rd = 4.00 = 4Kθ lm_adj = 2 .59 in eff. main member dowel bearing length (See 12.3.5) Z = 2017 lb = DlsFes/Rd ls = 0 .25 in side member dowel bearing length Yield Mode II Rd = 3 .60 = 3.6Kθ
Kθ = 1 .00 (see Table 12.3.1B) Z = 646 lb = k1DlsFes/Rd Re = 0 .06 = Fem/Fes Yield Mode IIIm
Rt = 1 0.38 = lm/ls Rd = 3 .20 = 3.2Kθ
Z = 747 lb = k2DlmFem/(2+Re)Rd
k1 = 0 .29 Yield Mode IIIs
k2 = 0.50 Rd = 3.20 = 3.2Kθ
k3 = 6.58 Z = 517 lb = k3DlsFem/(2+Re)Rd
Yield Mode IV
Z
= 517 lb Governing Lateral Capacity Rd = 3.20 = 3.2Kθ
Z = 540 lb = D2/Rd * sqrt( 2FemFyb/(3(1+Re)) )
Dowel Fastener Lateral Capacity
ref: NDS 2018

Member Properties Bolt Capacity (12.3.1)
G = 0 .50 Z = 517 lb Per single shear yield limit calc D = 0.5 in ASD: Z' = 827 lb = (CDCMCtCgCΔ)Z
tm = 3 .5 in LRFD: Z' = 1116 lb = (KFφλCMCtCgCΔ)Z
ts = 0 .25 in L RFD/ASD = 1.35
Adjustment Factors
CD = 1 .6 Load Duration Factor (11.3.2)
CM = 1 .0 Wet Service Factor (11.3.3)
Ct = 1 .0 Temperature Factor (11.3.4)
Cg = 1 .00 Group Action Factor (11.3.6)
CΔ = 1.0 Geometry Factor (12.5.1)
KF = 3 .32 Format Conversion Factor (11.3.1)
φ = 0.65 Resistance Factor (11.3.1)
λ = 1.00 Time Effect Factor (11.3., N.3.3)
827*15 = 12.41 kip --> ok
CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

05.3.4 GRIDLINE 3 COLLECTOR CONTINUITY

MLK LIBRARY REPAIR
2023-0387
08-20-2024
G4
AB

1. strap across post

2. screws of 4x6 flat to (e)
4x12 for drag

3. strap of 4x6 flat to blkg

2. SCREWS OF 4X6 FLAT TO (E) 4X12 FOR DRAG
COLLECTOR FORCE F:

F = 10.15 KIP (PER SHEAR WALL DESIGN)
--> USE SDWS22800DB
CAPACTY = 1.6 * 395 = 632 # PER SCREW
--> TOTAL OF 17 SCREWS NEEDED. SCREWS @
8"CC STAGGERED (3" BETWEEN), --> HEADER IS ~16
FT --> ~24 SCREWS PROVIDED --> OK

CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

05.3.5 GRIDLINE 3 COLLECTOR CONTINUITY

MLK LIBRARY REPAIR
2023-0387
08-20-2024
G4
AB

1. strap across post

2. screws of 4x6 flat to (e)
4x12 for drag

3. strap of 4x6 flat to blkg

3. STRAP OF 4X6 FLAT TO BLKG
COLLECTOR FORCE F:

F = 6.34 KIP (PER SHEAR WALL DESIGN)
USE SIMPSON MST60 w/ (68) 16D NAILS
--> CAPACITY = 6.73 K --> OK

CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

05.3.6 SHEAR WALL SILL ANCHORAGE

MLK LIBRARY REPAIR
2023-0387
08-21-2024
G4
AB

ANCHORAGE TO DIAPHRAGM AT FLOOR
Vmax = 674 plf (from shear wall demands)
because anchorage is force controlled instead of
displacement controlled, multiple (m = 4.5) back in, and divide by 0.7 to convert back to strength.
per ASCE 7.5.2.12, Multiply by (chi)/C1*C2*J)
chi = 1.0; C1C2 = 1.4; J = 2.0
V_sill = (Vmax * 4.5 / 0.7) * (1 / 1.4 / 2.0)
= 1547 plf
ASCE 41 10.3.6.2 permits a phi = 1.0 (instead of 0.70
for governing failure mode), multiple demand by 0.70 for comparision to Hilti Profis output:

V_sill_adj = 0.7 * V_sill
= 1083#
space anchors at 32"cc:

V = 1112# * 32/12 = 2889#
--> per hilti output, capacity = 5009# --> therefore ok www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
240821 MLK SHEAR WALL SILL BOLT
Page:

Specifier:

E-Mail:

Date:
1 8/21/2024
Specifier's comments:
1 Input data
Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 5/8 Item number: 2198024 HAS-V-36 5/8"x6" (element) / 2334276 HIT-HY 200-R V3 (adhesive)
Specification text: Hilti HAS threaded rod with HIT-HY 200 V3 injection mortar with 4 in embedment hef, 5/8,
Carbon steel, Safe Set System, Hammer
drilled installation per ESR-4868
Effective embedment depth: h ef,act = 4.000 in. (hef,limit = - in.) Material: ASTM F1554 Grade 36
Evaluation Service Report: ESR-4868
Issued I Valid: 11/1/2022 | 11/1/2024
Proof: Design Method ACI 318-19 / Chem
Stand-off installation:

Profile:

Base material: cracked concrete, 5000, fc' = 5,000 psi; h = 48.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar with stirrups

05.3.7 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
240821 MLK SHEAR WALL SILL BOLT
Page:

Specifier:

E-Mail:

Date:
2 8/21/2024
Geometry [in.] & Loading [lb, in.lb]

05.3.8 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
240821 MLK SHEAR WALL SILL BOLT
Page:

Specifier:

E-Mail:

Date:
3 8/21/2024

1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = 5,000;
Mx = 0; My = 0; Mz = 0;
no 100
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 0 5,000 0 5,000
3 Tension load
Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* N/A N/A N/A N/A
Bond Strength** N/A N/A N/A N/A
Sustained Tension Load Bond Strength* N/A N/A N/A N/A
Concrete Breakout Failure** N/A N/A N/A N/A
* highest loaded anchor **anchor group (anchors in tension)

05.3.9 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
240821 MLK SHEAR WALL SILL BOLT
Page:

Specifier:

E-Mail:

Date:
4 8/21/2024
4 Shear load
Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 5,000 5,112 98 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength (Bond Strength controls)** 5,000 5,009 100 OK Concrete edge failure in direction x+** 5,000 8,894 57 OK * highest loaded anchor **anchor group (relevant anchors)

4.1 Steel Strength
Vsa = ESR value refer to ICC-ES ESR-4868
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.
2 ] futa [psi]

0.23 58,000
Calculations
Vsa [lb]
7,865
Results
Vsa [lb] f steel f Vsa [lb] Vua [lb]
7,865 0.650 5,112 5,000

05.3.10 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
240821 MLK SHEAR WALL SILL BOLT
Page:

Specifier:

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Date:
5 8/21/2024

4.2 Pryout Strength (Bond Strength controls)
Vcp =kcp[(
ANa
ANa0
) y ed,Na y cp,Na Nba] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2
ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b) ANa0 = (2 cNa)
2 ACI 318-19 Eq. (17.6.5.1.2a)
cNa = 10 da √
t uncr
1100 ACI 318-19 Eq. (17.6.5.1.2b)
y ed,Na = 0.7 + 0.3 (
ca,min
cNa
) £ 1.0 ACI 318-19 Eq. (17.6.5.4.1b)
y cp,Na = MAX(
ca,min
cac
, cNa
cac
) £ 1.0 ACI 318-19 Eq. (17.6.5.5.1b)
Nba = l a · t k,c · p · da · hef ACI 318-19 Eq. (17.6.5.2.1) Variables
kcp aoverhead t k,c,uncr [psi] da [in.] hef [in.] ca,min [in.] t k,c [psi] 2 1.000 2,379 0.625 4.000 4.000 1,254
cac [in.] l a

6.569 1.000
Calculations
cNa [in.] ANa [in.
2 ] ANa0 [in.
2 ] y ed,Na

9.151 146.41 334.93 0.831
y cp,Na Nba [lb]

1.000 9,849
Results
Vcp [lb] f concrete f Vcp [lb] Vua [lb]
7,156 0.700 5,009 5,000

05.3.11 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company:

Address:

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Design:

Fastening point:
|
240821 MLK SHEAR WALL SILL BOLT
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Date:
6 8/21/2024

4.3 Concrete edge failure in direction x+
Vcb = (
AVc
AVc0
) y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a) f Vcb ³ Vua ACI 318-19 Table 17.5.2
AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c
2 a1 ACI 318-19 Eq. (17.7.2.1.3)
y ed,V = 0.7 + 0.3(
ca2

1.5ca1
) £ 1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √

1.5ca1
ha
³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (
le
da
)

0.2 √da) l a √f
'
c
c

1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.] ca2 [in.] y c,V ha [in.] le [in.]

4.000 - 1.400 48.000 4.000
l a da [in.] f
'
c [psi]
y parallel,V

1.000 0.625 5,000 2.000
Calculations
AVc [in.
2 ] AVc0 [in.
2 ] y ed,V y h,V Vb [lb]

72.00 72.00 1.000 1.000 4,538
Results
Vcb [lb] f concrete f Vcb [lb] Vua [lb]
12,706 0.700 8,894 5,000
5 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.
• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7.

05.3.12 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company:

Address:

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Design:

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|
240821 MLK SHEAR WALL SILL BOLT
Page:

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Date:
7 8/21/2024
Fastening meets the design criteria!

05.3.13 CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

05.4.1 FLOOR DIAPHRAGM TIES

MLK LIBRARY REPAIR
2023-0387
08-20-2024
G4
AB

DIAPHRAGM DEMAND
PER PSEUDO SEISMIC FORCE FOR LSP - TIER 2 ANALYSIS:

Fpx = 0.884W
PER FLOOR LOAD TAKEOFFS:

W = 23 psf
SUB-DIAPHRAGM DEPTH D (HALF OF DEPTH) ~=45 FT
W = 1035 PLF
--> Fpx_floor = 915 plf

PER WALL LOAD TAKEOFFS (COSERVATIVELY ASSUME CMU WALL ABOVE WITH CONCRETE WALL BELOW):

W = 55PSF ( 9.5 FT/2) + 100PSF(4.0FT/2)
= 461 PLF
--> Fpx_wall = 408 plf
-->Fpx = Fpx_wall + Fpx_floor
= 1323 plf
for single-straight sheathing, un-chorded, m = 2.0
for single-straight sheathing, un-chorded, m = 2.5
Fpx_allowable = 0.7 * Fpx / m
= 463 plf
= 370 plf
Ties at 8'-0"cc:

Fpx_a = 463plf * 8ft
= 3704 #
--> at joists, use (4) LSTA15 (CAPACITY = 4 * 1110# = 4440#) [specify LSTA21 to get across 6" beam] --> at beams, use (3) ST2212 (CAPACITY = 3 * 1530 = 4590#) REACTION AT ENDS:

V = Fpx_a * 90 ft / 2
= 20.8 kip
v = 22.0 kip / 45 ft
= 463 plf
SHEAR STRENGTH IN DIAPHRAGM:

Qce = 1.5 * 600 plf (per SDPWS TABLE 4.2C)
= 900 plf --> ok
CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

05.5.1 MLK LIBRARY REPAIR
2023-0387
08-13-2024
G4
RK

CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

06.1.1 Check 1: Roof 5/8" plywood to joist (DF) - 8d at 6" cc = 8' x 2 x (0.65*3.32*1.0) x 90lbs = 3108 plf
Check 2: Joist/blkg to 2x8 top plate 2-10d on each side = 118 lbs x 4 x (0.65*3.32*1.0) x 0.83 = 473 plf
Check 3: 5/8" bolt through top plate
=530 lbs x (2000/2500) x (0.65*3.32*1.0) x 1/4 = 170 lbs Check 4: 5/8" bolt through CMU wall
= 1515/4' = 378.7 plf
reduction due to lower
CMU strength
4' cc
governing
convert to
LRFD
toe-nail factor
total 4 nails
OOP WALL ANCHORAGE - EXISTING CAPACITIES (ref: as-builts 1/S4)

MLK LIBRARY REPAIR
2023-0387
08-13-2024
G4
RK
convert to LRFD
convert to LRFD

ANCHORAGE AT ROOF
in (e) condition, assumed to support
the entire wall's tributary height due to
poor connectivity at floor diaphragm.

CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

06.1.2 OOP WALL ANCHORAGE - NEW

MLK LIBRARY REPAIR
2023-0387
08-13-2024
G4
RK

ANCHORAGE TO DIAPHRAGM AT FLOOR
Fp = 383# * 8.0 ft
= 3064#
check against Simpson HDU capacity, converted to
strength level, and HILTI anchorage output

ANCHORAGE TO DIAPHRAGM AT ROOF
Fp = 88# * 8.0 ft
= 704#
check against Simpson HDU capacity, converted to
strength level
note: with the tributary height applied to the roof being reduced to due adequate anchorage now occuring at
the roof, the existing condition has adequate capacity to brace the top of the wall at the roof diaphragm. the
holdowns are added as an additional measure of
connectivity.
forces from ASCE 41 OOP
anchorage spreadsheet
output
Simpson Strong-Tie ® Wood Construction Connectors
53 Holdowns and
Tension Ties
C-C-2021 © 2021 SIMPSON STRONG-TIE COMPANY INC.

HDU/DTT
Holdowns (cont.)
Studs/post
Floor
joist
(2) 2x
blocking
Threaded
rod
Typical HDU Tie Between Floors
Model
No. Ga.

Dimensions
(in.)
Fasteners
(in.) Minimum
Wood
Member
Size
(in.)
Allowable Tension Loads
(160)
Code
Ref.

W H B CL SO
Anchor
Bolt Dia.
(in.)
Wood
Fasteners DF/SP SPF/HF
Deflection at
Allowable Load
(in.)
DTT1Z 14 1 1/2 7 1⁄8 1 7/16 3⁄4 3/16 3/8
(6) #9 x 1 1/2" SD
1 1/2 x 5 1/2
840 840 0.17
IBC,
FL, LA
(6) 0.148 x 1 1/2 910 640 0.167
(8) 0.148 x 1 1/2 910 850 0.167
DTT2Z
14 3 1/4 6 15/16 1 5⁄8 13/1 6 3/16 1/2
(8) 1/4 x 1 1/2 SDS 1 1/2 x 3 1/2 1,825 1,800 0.105
(8) 1/4 x 1 1/2 SDS 3 x 3 1/2 2,145 1,835 0.128
DTT2Z-SDS2.5 (8) 1/4 x 2 1/2 SDS 3 x 3 1/2 2,145 2,105 0.128 HDU2-SDS2.5 14 3 8 11/16 3 1/4 1 5/16 1 3/8 5⁄8 (6) 1/4 x 2 1/2 SDS 3 x 3 1/2 3,075 2,215 0.088 HDU4-SDS2.5 14 3 10 15/16 3 1/4 1 5/16 1 3/8 5⁄8 (10) 1/4 x 2 1/2 SDS 3 x 3 1/2 4,565 3,285 0.114 HDU5-SDS2.5 14 3 13 3/16 3 1/4 1 5/16 1 3/8 5⁄8 (14) 1/4 x 2 1/2 SDS 3 x 3 1/2 5,645 4,340 0.115 HDU8-SDS2.5 10 3 16 5⁄8 3 1/2 1 3/8 1 1/2 7⁄8 (20) 1/4 x 2 1/2 SDS 3 x 3 1/2 6,765 5,820 0.11
3 1/2 x 3 1/2 6,970 5,995 0.116
3 1/2 x 4 1/2 7,870 6,580 0.113
HDU11-SDS2.5 10 3 22 1/4 3 1/2 1 3/8 1 1/2 1 (30) 1/4 x 2 1/2 SDS 3 1/2 x 5 1/2 9,535 8,030 0.137
3 1/2 x 7 1/4 11,175 9,610 0.137
HDU14-SDS2.5 7 3 25 11/16 3 1/2 1 9/16 1 9/16 1 (36) 1/4 x 2 1/2 SDS 3 1/2 x 5 1/2 10,770 9,260 0.122 —
3 1/2 x 7 1/4 14,390 12,375 0.177 IBC,
FL, LA5 1/2 x 5 1/2 14,445 12,425 0.172

1. HDU14 requires heavy-hex anchor nut to achieve tabulated loads (supplied with holdown).

2. HDU14 loads on 4x6 post are applicable to installation on either the narrow or the wide face of the post.

3. Fasteners: Nail dimensions are listed diameter by length. SD and SDS scr ews are Simpson Strong-Tie® Strong-Drive SD Connector
and SDS Heavy-Duty Connector screws. See pp. 21–22 for fastener information.

Many of these products are approved for installation
with Strong-Drive® SD Connector screws.

See pp. 348–352 for more information.

These products are available with additional corrosion
protection. For more information, see p. 14.

For stainless-steel
fasteners, see p. 21.

Typical DTT2Z Installation

06.1.3 strength: 3075 * (3.32 * 0.65 / 1.6) =
4147#
www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company:

Address:

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Fastening point:
|
240820 MLK HDU Dipahragm Embed
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Specifier:

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Date:
1 8/20/2024
Specifier's comments:
1 Input data
Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 5/8 Item number: 2198024 HAS-V-36 5/8"x6" (element) / 2334276 HIT-HY 200-R V3 (adhesive)
Specification text: Hilti HAS threaded rod with HIT-HY 200 V3 injection mortar with 4 in embedment hef, 5/8,
Carbon steel, Safe Set System, Hammer
drilled installation per ESR-4868
Effective embedment depth: h ef,act = 4.000 in. (hef,limit = - in.) Material: ASTM F1554 Grade 36
Evaluation Service Report: ESR-4868
Issued I Valid: 11/1/2022 | 11/1/2024
Proof: Design Method ACI 318-19 / Chem
Stand-off installation:

Profile:

Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 6.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c))

06.1.4 CONCRETE ANCHORAGE

TO FLOOR
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Hilti PROFIS Engineering 3.1.2
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Date:
2 8/20/2024
Geometry [in.] & Loading [lb, in.lb]

06.1.5 www.hilti.com
Hilti PROFIS Engineering 3.1.2
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3 8/20/2024

1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 3,064; Vx = 0; Vy = 0;
Mx = 0; My = 0; Mz = 0;
yes 92
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 3,064 0 0 0
3 Tension load
Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 3,064 9,832 32 OK
Bond Strength** 3,064 3,341 92 OK
Sustained Tension Load Bond Strength* N/A N/A N/A N/A
Concrete Breakout Failure** 3,064 3,986 77 OK
* highest loaded anchor **anchor group (anchors in tension)

06.1.6 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company:

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4 8/20/2024

3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4868
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.
2 ] futa [psi]

0.23 58,000
Calculations
Nsa [lb]
13,110
Results
Nsa [lb] f steel f Nsa [lb] Nua [lb]
13,110 0.750 9,832 3,064

06.1.7 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company:

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5 8/20/2024

3.2 Bond Strength
Na = (
ANa
ANa0
) y ed,Na y cp,Na Nba ACI 318-19 Eq. (17.6.5.1a) f Na ³ Nua ACI 318-19 Table 17.5.2
ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b) ANa0 = (2 cNa)
2 ACI 318-19 Eq. (17.6.5.1.2a)
cNa = 10 da √
t uncr
1100 ACI 318-19 Eq. (17.6.5.1.2b)
y ed,Na = 0.7 + 0.3 (
ca,min
cNa
) £ 1.0 ACI 318-19 Eq. (17.6.5.4.1b)
y cp,Na = MAX(
ca,min
cac
, cNa
cac
) £ 1.0 ACI 318-19 Eq. (17.6.5.5.1b)
Nba = l a · t k,c · aN,seis · p · da · hef ACI 318-19 Eq. (17.6.5.2.1) Variables
t k,c,uncr [psi] da [in.] hef [in.] ca,min [in.] aoverhead t k,c [psi] 2,327 0.625 4.000 5.625 1.000 1,226
cac [in.] l a aN,seis

9.199 1.000 0.990
Calculations
cNa [in.] ANa [in.
2 ] ANa0 [in.
2 ] y ed,Na

9.049 265.57 327.54 0.886
y cp,Na Nba [lb]

1.000 9,535
Results
Na [lb] f bond f seismic f nonductile f Na [lb] Nua [lb] 6,853 0.650 0.750 1.000 3,341 3,064

06.1.8 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company:

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Date:
6 8/20/2024

3.3 Concrete Breakout Failure
Ncb = (
ANc
ANc0
) y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a) f Ncb ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h
2 ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (
ca,min

1.5hef
) £ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(
ca,min
cac
, 1.5hef
cac
) £ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f
'
c
h

1.5 ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.] ca,min [in.] y c,N cac [in.] kc l a f
'
c [psi]

4.000 5.625 1.000 9.199 17 1.000 4,000
Calculations
ANc [in.
2 ] ANc0 [in.
2 ] y ed,N y cp,N Nb [lb]
139.50 144.00 0.981 1.000 8,601
Results
Ncb [lb] f concrete f seismic f nonductile f Ncb [lb] Nua [lb] 8,176 0.650 0.750 1.000 3,986 3,064

06.1.9 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company:

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7 8/20/2024
4 Shear load
Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* N/A N/A N/A N/A
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength (Bond Strength controls)* N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A
* highest loaded anchor **anchor group (relevant anchors) 5 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.
• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section

17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0.
• Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7.

Fastening meets the design criteria!

06.1.10 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company:

Address:

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Design:

Fastening point:
|
240821 MLK Roof Diaphragm Embed
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Specifier:

E-Mail:

Date:
1 8/22/2024
Specifier's comments:
1 Input data
Anchor type and diameter: HY 270 + threaded rod A36 5/8 Item number: 2198025 HAS-V-36 5/8"x8" (element) / 2194247 HIT-HY 270 (adhesive)
Specification text: Hilti HIT-V threaded rod with HIT-HY 270 injection mortar with 5.625 in embedment hef,
5/8, Steel galvanized, Hammer drilled
installation per instruction for use
Effective embedment depth: h ef = 5.625 in.

Material: ASTM A 36
Evaluation Service Report: Hilti Technical Data
Issued I Valid: - | -
Proof: Design Method ASD Masonry
Stand-off installation:

Profile:

Base material: Grout-filled CMU, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.; Joints: vertical: 0.375 in.; horizontal: 0.375 in.

Base material temperature: 68 °F
Installation: Face installation
Seismic loads no

06.1.11 CMU ANCHORAGE

TO ROOF
www.hilti.com
Hilti PROFIS Engineering 3.1.2
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2 8/22/2024
Geometry [in.]

06.1.12 www.hilti.com
Hilti PROFIS Engineering 3.1.2
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3 8/22/2024
Geometry [in.] & Loading [lb, in.lb]

1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 704; Vx = 0; Vy = 0;
Mx = 0; My = 0; Mz = 0;
no 35
2 Load case/Resulting anchor forces
Load case: Service loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 704 0 0 0

06.1.13 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company:

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4 8/22/2024
3 Tension load (Most utilized anchor 1)
Load Ps [lb] Capacity Pt [lb] Utilization bP = Ps/Pt [%] Status Steel strength 704 5,870 12 OK
Bond strength 704 2,016 35 OK

3.1 Steel strength
Pt,s = Value refer to Hilti Technical Data
Pt,s ³ Ps
Results
Pt,s [lb] Ps [lb]
5,870 704

3.2 Bond strength
Pt,b,Base = Value refer to Hilti Technical Data Pt,b = Pt,b,Base · fred,E · fred,s · fred,Temp · fred,Bedjoint Pt,b ³ Ps
Variables
cmin [in.] ccr [in.] smin [in.] scr [in.] Temperature [°F]

4.000 20.000 4.000 22.500 68
Results
Pt,b [lb] Pt,b,Base [lb] Ps [lb] fred,E fred,S fred,Temp fred,Bedjoint 2,016 2,840 704 0.710 1.000 1.000 1.000

06.1.14 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company:

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5 8/22/2024
4 Shear load (Most utilized anchor 1)
Load Vs [lb] Capacity Vt [lb] Utilization bV = Vs/Vt [%] Status Overall strength N/A N/A N/A N/A
5 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG. • Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS! • Wall is assumed as being perfectly aligned vertically – checking required(!): Noncompliance can lead to significantly different distribution of forces and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar joints.
• The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration. • If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void. • The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use provided with the product have to be followed to ensure a proper installation. • The compliance with current standards (e.g. 2018, 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user. • Drilling method (hammer, rotary) to be in accordance with the approval! • Masonry needs to be built in a regular way in accordance with state-of the art guidelines! Fastening meets the design criteria!

06.1.15 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company:

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6 8/22/2024
6 Installation data
Anchor type and diameter: HY 270 + threaded rod A36 5/8 Profile: - Item number: 2198025 HAS-V-36 5/8"x8" (element) / 2194247 HIT-HY 270 (adhesive)
Hole diameter in the fixture: - Maximum installation torque: 90 in.lb Plate thickness (input): - Hole diameter in the base material: 0.750 in.

Hole depth in the base material: 5.625 in.

Drilling method: Drilled in hammer mode Minimum thickness of the base material: 7.625 in.

Hilti HIT-V threaded rod with HIT-HY 270 injection mortar with 5.625 in embedment hef, 5/8, Steel galvanized, Hammer drilled installation per instruction for use
Coordinates Anchor in.

Anchor x y c-x c+x c-y c+y
1 0.000 0.000 20.000 20.000 100.000 4.000

06.1.16 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company:

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7 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.

Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.

Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

06.1.17 CL
IENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

06.2.1 MLK LIBRARY REMODEL
2023-0387
08/19/2024
G4
ALB

OUT-OF-PLANE SUPPORT

FOR WALLS AT NARROW DIAPHRAGMS
2x12 STRONGBACK
SHAPED PL3/8
(2) 3/8"Ø THRU BOLTS
@ PL TO KICKER
2x10 KICKER EA

SIDE OF (E) GLB
(2) 3/8"Ø THRU BOLTS
@ KICKER TO (E) GLB
(E) ROOF SHTG

PER PLAN
A A

PLAN VIEW A-A
2x12 STRONGBACK SPAN
(3) JOISTS MIN w/ (6)
SDS25500 @ EA JOIST
(2) 3/8"Ø THRU
BOLTS @ PL TO

STRONGBACK,
TYP
2x10 KICKER EA

SIDE OF (E) GLB
(E) 2x10 @ 24"CC
(E) JOIST PER PLAN

ELEVATION
1 1

OOP FORCE FROM TOP

HALF OF WALL

TRANSFERRED THROUGH

NARROW DIAPHRAGM,

RESULVED INTO UPPER

ROOF DIAPHRAGM VIA

KICKERS
OOP DEMAND:

CHECK SEISMIC AT CMU WALLS, AND WIND
TRIB WIDTH = 19.0 FT (WORST CASE AT SOUTHEAST CORNER)
TRIB HEIGHT = 9.5 FT / 2
SEISMIC DEMAND AT CMU:

Wp = 55 PSF * (9.5 FT / 2) = 261 PLF
per OOP wall anchorage,
Fp = 88 PLF

WIND DEMAND (PER COMPONENTS AND CLADDING PRINTOUT)
ZONE 4, 50 PSF --> PRESSURE = 16.9 PSF
ZONE 5, 50 PSF --> PRESSURE = 19.5 PSF
a = 5.4 ft
p_avg = [16.9*(19-5.4) + 19.5*5.4] / 19
= 17.6 psf
Fw = 17.6 psf * 9.5 ft / 2
= 84 PLF
SEISMIC GOVERNS:
w = 88 plf
P = w * 19.0 ft = 1672# (strength)
= 1170# (allowable)
IN KICKER:

P_k = P / .707
= 2365# (strength)
= 1655# (allowable)
TO CHECK:

1. SHEAR FROM BLKG TO (E) FRAMING

2. BOLT SHEAR ACROSS 3/8

PLATE/STRONGBACK INTERFACE

3. SHEAR THRU BOLTS AND KICKER

4. COMPRESSION IN KICKER
CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

06.2.2 MLK LIBRARY REMODEL
2023-0387
08/19/2024
G4
ALB

OUT-OF-PLANE SUPPORT

FOR WALLS AT NARROW DIAPHRAGMS
OOP CAPACITY:

CHECK 1: SHEAR FROM BLKG TO (E) FRAMING:
12 SCREWS: CAPACITY = 1.6 * 12 * 1430 = 15.4 KIP >> DEMAND --> OK CHECK 2: BOLT SHEAR ACROSS 3/8 PLATE/STRONGBACK INTERFACE 4 BOLTS: CAPACITY = 4 * 446# = 1784# > DEMAND 1170# --> OK Single Shear Yield Limits
ref: NDS 2018 Table 12.3.1A ( Fasteners: 1/4" < D < 1") D = 0.298 in dowel diameter (See 12.3.7) Yi eld Mode Im Fyb = 45000 psi dowel bending yield strength, psi Rd = 5.00 = 4Kθ Fem = 5600 psi main member dowel bearing strength (Table 12.3.3) Z = 501 lb = DlmFem/Rd Yield Mode Is
Fes = 87000 psi side member dowel bearing strength (Table 12.3.3) Rd = 5.00 = 4Kθ lm_adj = 1 .50 in eff. main member dowel bearing length (See 12.3.5) Z = 1944 lb = DlsFes/Rd ls = 0 .38 in side member dowel bearing length Yield Mode II Rd = 4 .50 = 3.6Kθ
Kθ = 1 .25 (see Table 12.3.1B) Z = 347 lb = k1DlsFes/Rd Re = 0 .06 = Fem/Fes Yield Mode IIIm
Rt = 4 .00 = lm/ls Rd = 4 .00 = 3.2Kθ
Z = 299 lb = k2DlmFem/(2+Re)Rd
k1 = 0 .16 Yield Mode IIIs
k2 = 0.54 Rd = 4.00 = 3.2Kθ
k3 = 5.33 Z = 404 lb = k3DlsFem/(2+Re)Rd
Yield Mode IV
Z
= 279 lb Governing Lateral Capacity Rd = 4.00 = 3.2Kθ
Z = 279 lb = D2/Rd * sqrt( 2FemFyb/(3(1+Re)) )
Dowel Fastener Lateral Capacity
ref: NDS 2018

Member Properties Bolt Capacity (12.3.1)
G = 0 .50 Z = 279 lb Per single shear yield limit calc D = 0.375 in ASD: Z' = 446 lb = (CDCMCtCgCΔ)Z
tm = 1 .5 in LRFD: Z' = 602 lb = (KFφλCMCtCgCΔ)Z
ts = 0 .375 in L RFD/ASD = 1.35
Adjustment Factors
CD = 1 .6 Load Duration Factor (11.3.2)
CM = 1 .0 Wet Service Factor (11.3.3)
Ct = 1 .0 Temperature Factor (11.3.4)
Cg = 1 .00 Group Action Factor (11.3.6)
CΔ = 1.0 Geometry Factor (12.5.1)
KF = 3 .32 Format Conversion Factor (11.3.1)
φ = 0.65 Resistance Factor (11.3.1)
λ = 1.00 Time Effect Factor (11.3., N.3.3)
ICC 2236
CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

06.2.3 MLK LIBRARY REMODEL
2023-0387
08/19/2024
G4
ALB

OUT-OF-PLANE SUPPORT

FOR WALLS AT NARROW DIAPHRAGMS
OOP CAPACITY:

CHECK 3: SHEAR THRU BOLTS AND KICKER:
2 SCREWS: CAPACITY = 2 * 1261# = 2532# > DEMAND 1655# --> OK Double Shear Yield Limits
ref: NDS 2018 Table 12.3.1A ( Fasteners: 1/4" < D < 1") D = 0.375 in dowel diameter (See 12.3.7) Yield Mode Im
Fyb = 45000 psi dowel bending yield strength, psi Rd = 4.00 = 4Kθ Fem = 5600 psi main member dowel bearing strength (Table 12.3.3) Z = 788 lb = DlmFem/Rd Fes = 87000 psi side member dowel bearing strength (Table 12.3.3) Yield Mode Is lm_adj = 1.50 in eff. main member dowel bearing length (See 12.3.5) Rd = 4.00 = 4Kθ ls = 0.38 in side member dowel bearing length Z = 6117 lb = 2DlsFes/Rd Yield Mode IIIs
Kθ = 1.00 (see Table 12.3.1B) Rd = 3.20 = 3.2Kθ
Re = 0.06 = Fem/Fes Z = 1345 lb = 2k3DlsFem/(2+Re)Rd
Rt = 4.00 = lm/ls Yield Mode IV
Rd = 3.20 = 3.2Kθ
k3 = 5 .64 Z = 1104 lb = 2D2/Rd * sqrt( 2FemFyb/(3(1+Re)) ) Z
= 788 lb Governing Lateral Capacity
Dowel Fastener Lateral Capacity
ref: NDS 2018

Member Properties Bolt Capacity (12.3.1)
G = 0 .50 Z = 788 lb Per double shear yield limit calc D = 0.375 in ASD: Z' = 1261 lb = (CDCMCtCgCΔ)Z
tm = 1 .5 in LRFD: Z' = 1701 lb = (KFφλCMCtCgCΔ)Z
ts = 0 .375 in L RFD/ASD = 1.35
Adjustment Factors
CD = 1 .6 Load Duration Factor (11.3.2)
CM = 1 .0 Wet Service Factor (11.3.3)
Ct = 1 .0 Temperature Factor (11.3.4)
Cg = 1 .00 Group Action Factor (11.3.6)
CΔ = 1.0 Geometry Factor (12.5.1)
KF = 3 .32 Format Conversion Factor (11.3.1)
φ = 0.65 Resistance Factor (11.3.1)
λ = 1.00 Time Effect Factor (11.3., N.3.3)

CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

06.2.4 MLK LIBRARY REMODEL
2023-0387
08/19/2024
G4
ALB

OUT-OF-PLANE SUPPORT

FOR WALLS AT NARROW DIAPHRAGMS
OOP CAPACITY:

CHECK 4: COMPRESSION CAPACITY OF KICKER:

SEE COMPRESSION CAPACITY ON FOLLOWING PAGE:
(2) MEMBERS * 2813# = 5626# > DEMAND 1655# --> OK
Fc
Sawn Lumber 4x DF No.2 Unbraced in weak axis psi
2 019 CBC / 2018 IBC (2018 NDS) ke = 1.0 1350
Duration CD = 1 .6 (tabulated) E'min = Emin CM Ct Ci CT = M
oisture CM = 1 .0 MC <19% (tabulated) Fce = 0.822 E'min /(Le d)2

Buckling Stfns3
CT = 1+(KMLe/KTE) = 1 .0
c = 0.8 2. Le = ke*L
5 . Le/d, shall not exceed 50 per NDS 3.7.1.4.
2 3 4 5 6 7 8 9 10 11 12 13 14
Le/d (in) 16.0 24.0 32.0 40.0 48.0 56.0 64.0 72.0 80.0 88.0 96.0 104.0 112.0 b (in) 1.50 FCE 1862 828 466 298 207 N /A N/A N/A N/A N/A N/A N/A N/A d (in) 9.25 FCE/Fc* 0.86 0.38 0.22 0.14 0.10 N /A N/A N/A N/A N/A N/A N/A N/A A (in2) 13.88 Cp 0.64 0.35 0.20 0.13 0.09 N /A N/A N/A N/A N/A N/A N/A N/A CF 1.00 F'c (psi) 1377 748 443 289 203 N/A N/A N/A N/A N/A N/A N/A N/A Fc* (psi) 2160 Pa (lb) 19112 10384 6143 4010 2813 N/A N/A N/A N/A N/A N/A N/A N/A Le/d (in) 8.0 12.0 16.0 20.0 24.0 28.0 32.0 36.0 40.0 44.0 48.0 52.0 56.0 b (in) 3.00 FCE 7449 3311 1862 1192 828 608 466 368 298 246 207 N /A N/A d (in) 9.25 FCE/Fc* 3.45 1.53 0.86 0.55 0.38 0.28 0.22 0.17 0.14 0.11 0.10 N /A N/A A (in2) 27.75 Cp 0.93 0.81 0.64 0.47 0.35 0.26 0.20 0.16 0.13 0.11 0.09 N /A N/A CF 1.00 F'c (psi) 2011 1760 1377 1013 748 568 443 354 289 240 203 N/A N/A Fc* (psi) 2160 Pa (lb) 55812 48849 38224 28110 20767 15752 12286 9823 8021 6667 5626 N/A N/A L (ft)
Compression Members (Posts) E Emin
psi psi
1,600,000 580,000
580000

1. "Tabulated" indicates values used in calculations
3 . Per 2018 NDS 4.4.2, only applies to truss chords

4. CT may be calculated for any wall member, but does

not apply to single posts or ATS comp. posts
2x10
(
2) 2X10
(2) MEMBERS BEWTWEEN

STITCHING GOVERNS
OVER (1) FULL SPANNING
MEMER
CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

07.1.1 MLK LIBRARY
2023-0837
08/08/2024
GROUP4
ALB

GRAVITY COLUMN EMBED

COLUMN REACTIONS
WORST CASE DL AND LL:

DL = 3.4 KIP
LL = 3.7 KIP

1.2DL + 1.6LL = 10.0 KIP
USE L4x4x3/8 ANGLE,

SEE HILTI OUTPUT
www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
240808 MLK Column Embed 2
Page:

Specifier:

E-Mail:

Date:
1 8/8/2024
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - CS 3/4 (4 3/4) hnom3 Item number: 2210313 KB-TZ2 3/4x7
Specification text: Hilti KB-TZ2 stud anchor with 5.5 in embedment, 3/4 (4 3/4) hnom3, Carbon steel,
installation per ESR-4266
Effective embedment depth: h ef,act = 4.750 in., hnom = 5.500 in.

Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 12/1/2023 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in.

Ledger Angle
R
: L1 x L2 x tL1 x tL2 x l = 4.000 in. x 4.000 in. x 0.375 in. x 0.375 in. x 12.000 in.; Load Point Height: hpl = 2.000 in.

Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 8.000 in.

Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar
R
- The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, in.lb]

07.1.2 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
240808 MLK Column Embed 2
Page:

Specifier:

E-Mail:

Date:
2 8/8/2024

1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = -10,000;
Mx = 0; My = 0; Mz = 0;
no 90
Tension
Compression
1 2 3x
y
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 3,941 3,333 0 -3,333
2 3,941 3,333 0 -3,333
3 3,941 3,333 0 -3,333
max. concrete compressive strain: 0.49 [‰]
max. concrete compressive stress: 2,130 [psi]
resulting tension force in (x/y)=(0.000/0.000): 11,823 [lb] resulting compression force in (x/y)=(0.000/-1.692): 11,823 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load
Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 3,941 19,009 21 OK
Pullout Strength* 3,941 6,584 60 OK
Concrete Breakout Failure** 11,823 14,582 82 OK
* highest loaded anchor **anchor group (anchors in tension)

07.1.3 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
240808 MLK Column Embed 2
Page:

Specifier:

E-Mail:

Date:
3 8/8/2024

3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4266
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.
2 ] futa [psi]

0.24 105,904
Calculations
Nsa [lb]
25,345
Results
Nsa [lb] f steel f Nsa [lb] Nua [lb]
25,345 0.750 19,009 3,941

3.2 Pullout Strength
Npn,f
'
c
= Np,2500 l a (fc'/2500)

0.3 refer to ICC-ES ESR-4266
f Npn,f
'
c
³ Nua ACI 318-19 Table 17.5.2
Variablesf
'
c [psi] l a Np,2500 [lb]
4,000 1.000 8,839
Calculations
(fc'/2500)

0.3 1.146
Results
Npn,f
'
c
[lb] f concrete
f Npn,f
'
c
[lb]
Nua [lb]
10,129 0.650 6,584 3,941

07.1.4 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
240808 MLK Column Embed 2
Page:

Specifier:

E-Mail:

Date:
4 8/8/2024

3.3 Concrete Breakout Failure
Ncbg = (
ANc
ANc0
) y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h
2 ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (
1 1 + 2 e
'
N
3 hef
) £ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (
ca,min

1.5hef
) £ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(
ca,min
cac
, 1.5hef
cac
) £ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f
'
c
h

1.5 ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N

4.750 0.000 0.000 10.000 1.000
cac [in.] kc l a f
'
c [psi]

9.000 21 1.000 4,000
Calculations
ANc [in.
2 ] ANc0 [in.
2 ] y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
331.31 203.06 1.000 1.000 1.000 1.000 13,750
Results
Ncbg [lb] f concrete f Ncbg [lb] Nua [lb]
22,434 0.650 14,582 11,823

07.1.5 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
240808 MLK Column Embed 2
Page:

Specifier:

E-Mail:

Date:
5 8/8/2024
4 Shear load
Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 3,333 8,977 38 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength** 10,000 31,407 32 OK
Concrete edge failure in direction ** N/A N/A N/A N/A
* highest loaded anchor **anchor group (relevant anchors)

4.1 Steel Strength
Vsa = ESR value refer to ICC-ES ESR-4266
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.
2 ] futa [psi]

0.24 105,904
Calculations
Vsa [lb]
13,811
Results
Vsa [lb] f steel f Vsa [lb] Vua [lb]
13,811 0.650 8,977 3,333

07.1.6 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
240808 MLK Column Embed 2
Page:

Specifier:

E-Mail:

Date:
6 8/8/2024

4.2 Pryout Strength
Vcpg = kcp [(
ANc
ANc0
) y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h
2 ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (
1 1 + 2 e
'
N
3 hef
) £ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (
ca,min

1.5hef
) £ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(
ca,min
cac
, 1.5hef
cac
) £ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f
'
c
h

1.5 ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.]
2 4.750 0.000 0.000 10.000
y c,N cac [in.] kc l a f
'
c [psi]

1.000 9.000 21 1.000 4,000
Calculations
ANc [in.
2 ] ANc0 [in.
2 ] y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
331.31 203.06 1.000 1.000 1.000 1.000 13,750
Results
Vcpg [lb] f concrete f Vcpg [lb] Vua [lb]
44,867 0.700 31,407 10,000
5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%] Status

0.811 0.371 5/3 90 OK
bNV = b
z
N + b
z
V <= 1

07.1.7 www.hilti.com
Hilti PROFIS Engineering 3.1.2
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
240808 MLK Column Embed 2
Page:

Specifier:

E-Mail:

Date:
7 8/8/2024
6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7.

Fastening meets the design criteria!

07.1.8 CLI
ENTBYSHEET NO.

DATE

PROJECT
PROJECT NO.

07.1.9 HSS BASE PLATE AT JAMB, ABOVE SILL

MLK LIBRARY REPAIR
2023-0387
08-20-2024
G4
AB
per UBC 1967 for Redwood
Fc = 320 psi

BASE PLATE DEMAND
BASE PLATE = 5"X10"
= 50 IN^2
D+L REACTION:

R = 2.07k + 1.81k
= 3.88 k
r = R / A
= 78 PSI

SILL PLATE CAPACITY
KNOWLEDGE FACTOR:
k = 0.75
F'c = k * Fc
= 240 psi
>> DEMAND r, --> ok

PROJECT
PROJECT NO. DATE
CLIENT BY PAGE NO. 1

COLUMN BASE PLATE DESIGN
In accordance with AISC Steel Design Guide 1 and AISC 360-16 Tedds calculation version 2.1.12
Design summary
Overall design status; PASS
Des
cription Unit Required Provided Utilization Result
Plate thickness (in) 0.253 0.625 0.405 PASS
Bearing strength (kips) 15.00 331.50 0.045 PASS
Flange weld strength (kips/in) 0.000 8.353 0.000 PASS
10"
10"
Plan on baseplate Elevation on baseplate

0.15 ksi

15.0 kips
HSS 4x4x1/4
Flange/base weld - 0.3"
Web/base weld - 0.3"

Design forces and moments
Axi
al force; Pu = 15.0 kips; (Compression)
Ben
ding moment; Mu = 0.0 kip_in
Shear force; Fv = 0.0 kips
Column details
Column section; HSS 4x4x1/4
Dep
th; d = 4.000 in
B
readth; bf = 4.000 in
Thickness; t = 0.233 in
B
aseplate details
Depth; N = 10.000 i n
Breadth; B = 10.000 i n
Thickness; tp = 0.625 in
Design strength; Fy = 50.0 ksi
Foundation geometry
Member thickness; ha = 18.000 in
Dist center of baseplate to left edge foundation ; xce1 = 18.000 in Dist center of baseplate to right edge foundation ; xce2 = 18.000 in Dist center of baseplate to bot edge foundation ; yce1 = 18.000 in Dist center of baseplate to top edge foundation ; yce2 = 18.000 in Minimum tensile strength, base plate ; Fy = 50 ksi
Minimum tensile strength, column; FyCol = 50 ksi
Compressive strength of concrete; f’c = 3 ksi
Strength reduction factors

07.1.10 MLK LIBRARY REPAIR
2023-0387
08-08-2024
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PROJECT
PROJECT NO. DATE
CLIENT BY PAGE NO. 2
Compression; φc = 0.65
Flexure; φb = 0.90
Weld shear; φv = 0.75
Plate cantilever dimensions
Minimum distance to edge of concrete ; lmin = min(min(xce1, xce2) - N / 2 , min(yce1, yce2) - B / 2) = 13.000 in Area of base plate; A1 = B × N = 100.000 in2
Maximum area of supporting surface; A2 = (N + 2 × lmin)2 × (B / N) = 1296.000 in2 Nominal strength of concrete under base plate ; Pp = 0.85 × f'c × A1 × min(√(A2 / A1), 2) = 510.0 kips Bending line cantilever distance m ; m = (N - 0.95 × d) / 2 = 3.100 in Bending line cantilever distance n ; n = (B - 0.95 × bf) / 2 = 3.100 in Maximum bending line cantilever; l = max(m, n) = 3.1 00 in Plate thickness
Required plate thickness; tp,req = l × √((2 × Pu) / (φb × Fy × B × N)) = 0.253 in Specified plate thickness; tp = 0.625 in
PASS - Thickness of plate exceeds required thickness
Design bearing strength (AISC 360-05-J8)
Design bearing strength; Pp = 510.00 kips
Factored bearing strength; φcPp = 331.50 kips
PASS - Allowable bearing stress exceeds applied bearing stress Flange weld
Flange weld leg length; t
wf = 0.2500 in
Tension capacity of flange; Ptf = bf × t × FyCol = 46.6 kips Force in tension flange; Ftf = Mu / (d - t) - Pu × (bf × t) / Acol = -4.1 kips Critical force in flange; Ff = min(Ptf, max(Ftf, 0kips)) = 0.0 kips Flange weld force per in; Rwf = Ff / bf = 0.0 kips/in
Electrode classification number ; FEXX = 70.0 ksi
Design weld stress; φFnw = φv × 0.60 × FEXX × (1.0 + 0.5 × (sin(90deg))1.5) = 47.250ksi Design strength of weld per in; φRnf = φFnw × twf / √(2) = 8.4 kips/in PASS - Available strength of flange weld exceeds force in flange weld ;

07.1.11 MLK LIBRARY REPAIR
2023-0387
08-08-2024
G4
AB

PROJECT
PROJECT NO. DATE
CLIENT BY PAGE NO. 1

COLUMN BASE PLATE DESIGN
In accordance with AISC Steel Design Guide 1 and AISC 360-16 Tedds calculation version 2.1.12
Design summary
Overall design status; PASS
Des
cription Unit Required Provided Utilization Result
Plate thickness (in) 0.226 0.625 0.362 PASS
Bearing strength (kips) 6.00 165.75 0.036 PASS
Flange weld strength (kips/in) 0.000 8.353 0.000 PASS
10"
5"
Plan on baseplate Elevation on baseplate

0.12 ksi

6.0 kips
HSS 4x4x1/4
Fl
ange/base weld - 0.3"
Web/base weld - 0.3"

Design forces and moments
Axi
al force; Pu = 6.0 kips; (Compression)
Ben
ding moment; Mu = 0.0 kip_in
Shear force; Fv = 0.0 kips
Column details
Column section; HSS 4x4x1/4
Dep
th; d = 4.000 in
B
readth; bf = 4.000 in
Thickness; t = 0.233 in
B
aseplate details
Depth; N = 10.000 i n
Breadth; B = 5.000 in
T
hickness; tp = 0.625 in
Design strength; Fy = 50.0 ksi
Foundation geometry
Member thickness; ha = 18.000 in
Dist center of baseplate to left edge foundation ; xce1 = 18.000 in Dist center of baseplate to right edge foundation ; xce2 = 18.000 in Dist center of baseplate to bot edge foundation ; yce1 = 18.000 in Dist center of baseplate to top edge foundation ; yce2 = 18.000 in Minimum tensile strength, base plate ; Fy = 50 ksi
Minimum tensile strength, column; FyCol = 50 ksi
Compressive strength of concrete; f’c = 3 ksi
Strength reduction factors
Compression; φc = 0.65
Flexure; φb = 0.90
Weld shear; φv = 0.75

07.1.12 MLK LIBRARY REPAIR
2023-0387
08-08-2024
G4
AB

PROJECT
PROJECT NO. DATE
CLIENT BY PAGE NO. 2
Plate cantilever dimensions
Mi
nimum distance to edge of concrete ; lmin = min(min(xce1, xce2) - N / 2 , min(yce1, yce2) - B / 2) = 13.000 in Area of base plate; A1 = B × N = 50.000 in2
Maximum area of supporting surface; A2 = (N + 2 × lmin)2 × (B / N) = 648.000 in2 Nominal strength of concrete under base plate ; Pp = 0.85 × f'c × A1 × min(√(A2 / A1), 2) = 255.0 kips Bending line cantilever distance m ; m = (N - 0.95 × d) / 2 = 3.100 in Bending line cantilever distance n ; n = (B - 0.95 × bf) / 2 = 0.600 in Maximum bending line cantilever; l = max(m, n) = 3.1 00 in Plate thickness
Required plate thickness; tp,req = l × √((2 × Pu) / (φb × Fy × B × N)) = 0.226 in Specified plate thickness; tp = 0.625 in
PASS - Thickness of plate exceeds required thickness
Design bearing strength (AISC 360-05-J8)
Design bearing strength; Pp = 255.00 kips
Factored bearing strength; φcPp = 165.75 kips
PASS - Allowable bearing stress exceeds applied bearing stress Flange weld
Flange weld leg length; t
wf = 0.2500 in
Tension capacity of flange; Ptf = bf × t × FyCol = 46.6 kips Force in tension flange; Ftf = Mu / (d - t) - Pu × (bf × t) / Acol = -1.7 kips Critical force in flange; Ff = min(Ptf, max(Ftf, 0kips)) = 0.0 kips Flange weld force per in; Rwf = Ff / bf = 0.0 kips/in
Electrode classification number ; FEXX = 70.0 ksi
Design weld stress; φFnw = φv × 0.60 × FEXX × (1.0 + 0.5 × (sin(90deg))1.5) = 47.250ksi Design strength of weld per in; φRnf = φFnw × twf / √(2) = 8.4 kips/in PASS - Available strength of flange weld exceeds force in flange weld ;

07.1.13 MLK LIBRARY REPAIR
2023-0387
08-08-2024
G4
AB

PROJECT
PROJECT NO. DATE
CLIENT BY PAGE NO. 1

COLUMN BASE PLATE DESIGN
In accordance with AISC Steel Design Guide 1 and AISC 360-16 Tedds calculation version 2.1.12
Design summary
Overall design status; PASS
Des
cription Unit Required Provided Utilization Result
Plate thickness (in) 0.299 0.625 0.479 PASS
Bearing strength (kips) 25.00 596.70 0.042 PASS
Flange weld strength (kips/in) 0.000 8.353 0.000 PASS
24"
10"
Plan on baseplate Elevation on baseplate

0.10 ksi

25.0 kips
HSS 16x4x1/4
Flange/base weld - 0.3"
Web/base weld - 0.3"

Design forces and moments
Axi
al force; Pu = 25.0 kips; (Compression)
Ben
ding moment; Mu = 0.0 kip_in
Shear force; Fv = 0.0 kips
Column details
Column section; HSS 16x4x1/4
Dep
th; d = 16.000 i n
Breadth; bf = 4.000 in
Thickness; t = 0.233 in
B
aseplate details
Depth; N = 24.000 i n
Breadth; B = 10.000 i n
Thickness; tp = 0.625 in
Design strength; Fy = 50.0 ksi
Foundation geometry
Member thickness; ha = 18.000 in
Dist center of baseplate to left edge foundation ; xce1 = 18.000 in Dist center of baseplate to right edge foundation ; xce2 = 18.000 in Dist center of baseplate to bot edge foundation ; yce1 = 18.000 in Dist center of baseplate to top edge foundation ; yce2 = 18.000 in Minimum tensile strength, base plate ; Fy = 50 ksi
Minimum tensile strength, column; FyCol = 50 ksi
Compressive strength of concrete; f’c = 3 ksi
Strength reduction factors
Compression; φc = 0.65
Flexure; φb = 0.90
Weld shear; φv = 0.75

07.1.14 approximating double hss
post condition

MLK LIBRARY REPAIR
2023-0387
08-08-2024
G4
AB

PROJECT
PROJECT NO. DATE
CLIENT BY PAGE NO. 2
Plate cantilever dimensions
Mi
nimum distance to edge of concrete ; lmin = min(min(xce1, xce2) - N / 2 , min(yce1, yce2) - B / 2) = 6.000 in Area of base plate; A1 = B × N = 240.000 in2
Maximum area of supporting surface; A2 = (N + 2 × lmin)2 × (B / N) = 540.000 in2 Nominal strength of concrete under base plate ; Pp = 0.85 × f'c × A1 × min(√(A2 / A1), 2) = 918.0 kips Bending line cantilever distance m ; m = (N - 0.95 × d) / 2 = 4.400 in Bending line cantilever distance n ; n = (B - 0.95 × bf) / 2 = 3.100 in Maximum bending line cantilever; l = max(m, n) = 4.4 00 in Plate thickness
Required plate thickness; tp,req = l × √((2 × Pu) / (φb × Fy × B × N)) = 0.299 in Specified plate thickness; tp = 0.625 in
PASS - Thickness of plate exceeds required thickness
Design bearing strength (AISC 360-05-J8)
Design bearing strength; Pp = 918.00 kips
Factored bearing strength; φcPp = 596.70 kips
PASS - Allowable bearing stress exceeds applied bearing stress Flange weld
Flange weld leg length; t
wf = 0.2500 in
Tension capacity of flange; Ptf = bf × t × FyCol = 46.6 kips Force in tension flange; Ftf = Mu / (d - t) - Pu × (bf × t) / Acol = -2.6 kips Critical force in flange; Ff = min(Ptf, max(Ftf, 0kips)) = 0.0 kips Flange weld force per in; Rwf = Ff / bf = 0.0 kips/in
Electrode classification number ; FEXX = 70.0 ksi
Design weld stress; φFnw = φv × 0.60 × FEXX × (1.0 + 0.5 × (sin(90deg))1.5) = 47.250ksi Design strength of weld per in; φRnf = φFnw × twf / √(2) = 8.4 kips/in PASS - Available strength of flange weld exceeds force in flange weld ;

07.1.15 MLK LIBRARY REPAIR
2023-0387
08-08-2024
G4
AB
Foundation Design Parameters
Soils Report : N/A
Allowable Bearing Pressures
D D+L
SP max= 1500 psf 1500 psf
Pad Footing Schedule
D D+L
AA 3'-0"x4'-0" 18'' 4,6 - # 5 bars 18.0 18.0
ReinforcingWidth Allowable Vertical Loads (kips)DepthFooting Mark (Default)
C:\Users\AddisonB\Desktop\2023-0387 Sac MLK Library Local\04-Calculations\07-Foundations\240807 02-Pad Footing Gravity Only ACI 318-19 v01.xlsxPad Footing Schedule 8/27/20241:20 PM

07.2.1 Pad Footing Design 3'-0'' square 4.00 in

7. 00 in
f'c= 3.00 ksi Fy= 60.00 ksi φ(moment)= 0.9 φ(shear)= 0.75 Pdl= 13.5 K Ptl= 13.5 K 0
0 Max Soil Pressure= 1.500 ksf ok Ultimate Factor= 1.45 0 Spu= 2.175 ksf bar area= 0.31 in2 As= 1.24 in2 >As(min)= 1.1 7 in2 0 Mu = Spu(b)(b/2-bcol/2)^2/2= 4.76 Kft Vu= Spu(b)(b/2-(d+bcol/2)= 0.07 K (one way) a=AsFy/0.85F'cb= 0.81 in Vu= Spu(b^2-(bcol+d)^2)= 12.67 K (two way) φΜ n=φAsFy(d-a/2)= 77.95 Kft ok φVn(one way)=φ(2)(f'c)^0.5bd= 42.52 K ok φVn(two way)=φ(4)(f'c)^0.5bod= 201.96 K ok
Use 3.00 ft square ftg Dftg= 18.00 in
rebar: 4 - # 5 bars ea way bottom

0.625 in = dbar
Pad Footing Design 4'-0'' square 4.00 in

7. 00 in
f'c= 3.00 ksi Fy= 60.00 ksi φ(moment)= 0.9 φ(shear)= 0.75 Pdl= 24.0 K Ptl= 24.0 K 0
0 Max Soil Pressure= 1.500 ksf ok Ultimate Factor= 1.45 0 Spu= 2.175 ksf bar area= 0.31 in2 As= 1.86 in2 >As(min)= 1.5 6 in2 0 Mu = Spu(b)(b/2-bcol/2)^2/2= 12.70 Kft Vu= Spu(b)(b/2-(d+bcol/2)= 4.44 K (one way) a=AsFy/0.85F'cb= 0.91 in Vu= Spu(b^2-(bcol+d)^2)= 27.90 K (two way) φΜ n=φAsFy(d-a/2)= 116.50 Kft ok φVn(one way)=φ(2)(f'c)^0.5bd= 56.69 K ok φVn(two way)=φ(4)(f'c)^0.5bod= 201.96 K ok
Use 4.00 ft square ftg Dftg= 18.00 in
rebar: 6 - # 5 bars ea way bottom

0.625 in = dbar
col width+1/2 dist to base plate edge (bcol):
column width:
column width:
col width+1/2 dist to base plate edge (bcol):

Sacramento
Los Angeles
Phoenix
San Francisco
Silicon Valley

ideas engineered | visions realized
P 415 495 1635
buehlerengineering.com
600 Q Street., #200
Sacramento, CA 95811

STRUCTURAL SEISMIC EVALUATION OF

SACRAMENTO MLK JR. LIBRARY
7340 24th Street
Sacramento, California

for

Group4 Architecture
South San Francisco, CA

Buehler Engineering, Inc.
600 Q Street, Suite 200
Sacramento, California 95811
www.buehlerengineering.com

Buehler Project No. 2023-0387

January 17, 2024

FINAL
A.1.1
Sacramento MLK Library Buehler project #2023-0387
Structural Seismic Evaluation January 17, 2024

TABLE OF CONTENTS

Page No.

1.0 INTRODUCTION - SCOPE OF STUDY ............................................................... 3

2.0 BUILDING DESCRIPTION ................................................................................... 4

3.0 SITE OBSERVATIONS ........................................................................................ 6

4.0 APPLICABLE CODES AND STANDARDS ........................................................ 21

5.0 EVALUATION METHODOLOGY ........................................................................ 21

6.0 LATERAL FORCE RESISTING SYSTEM EVALUATION .................................. 21

7.0 CONCLUSIONS AND RECOMMENDATIONS ................................................... 30

8.0 DOCUMENTS REVIEWED ................................................................................ 32

9.0 LIMITATIONS AND DISCLAIMER ...................................................................... 32

APPENDIX

A. ASCE 41-17 EVALUATION CHECKLISTS
A.1.2
Sacramento MLK Library Buehler project #2023-0387
Structural Seismic Evaluation January 17, 2024

3 1.0 INTRODUCTION – SCOPE OF STUDY

A structural seismic evaluation of the Sacramento MLK Library has been performed, consisting of a walk-through of the building, a qualitative appraisal of the construction documents (see Section 8.0) furnished to Buehler Engineering, and a Tier 1 / Tier 2 seismic evaluation following the provisions of ASCE 41-17 “Seismic Evaluation and Retrofit of Existing Buildings”, as adopted by the California Existing Buildings Code (CEBC) Sections 317-320 and the Sacramento Municipal Code 15.34.030 amendments to the CEBC. Seismic deficiencies identified in this study are discussed along with conceptual strengthening measures to mitigate those deficiencies. The scope was not to verify every member and detail, but rather to focus on those elements of the structure determined by Buehler Engineering to be most important and relevant to the scope of this study, and most representative of the general design and constructed quality.

The scope of this evaluation is limited to the structural system of the building.

Site Location – Google Maps View
A.1.3
Sacramento MLK Library Buehler project #2023-0387
Structural Seismic Evaluation January 17, 2024

4 2.0 BUILDING DESCRIPTION

The library building is a one-story structure approximately 15,000 SF in area, plus a partial basement approximately 1,350 SF. The site is relatively flat with a slight downward grade slope from west to east. The building out-to-out dimensions are approximately 136 feet by 136 feet. The building was originally constructed in 1969 with no significant structural alterations or additions. Refer to Figure 1.

Figure 1 - Plan View of First Floor

The floor-to-low roof height is 9’-10”. A 4:12 pitch hip roof extends over the primary book stack area, resembling a truncated pyramid. The center of the high roof is supported by four steel wide flange columns spaced at 20’-0” on center A.1.4
Sacramento MLK Library Buehler project #2023-0387
Structural Seismic Evaluation January 17, 2024

5 each way. Refer to the Roof Plan in Figure 2 and the overall building section in Figure 3.

Figure 2 – Roof Plan

The basement contains mechanical equipment, supported on a 4” thick reinforced concrete slab on grade with 10” thick reinforced concrete basement walls. Openings through the west basement wall lead to an exterior ventilation shaft, and openings in the east basement wall are provided for ducts into the crawl space under the first floor. There is a 48” high crawl space under first floor with a 2” thick concrete “rat slab”. The first floor consists of 3/4" tongue and groove plywood over 2x12 joists at 16” on center, spanning 8’-0” feet to 6x12 beams. The beams span 8’-0”, supported by 6x6 posts on 18” square concrete pad footings. The 6x6 posts and concrete pad footings are on a grid of 8’-0” square. Around the perimeter of the crawl space is an 8” thick reinforced concrete stem wall with a 16” wide continuous concrete footing. Floor beams and joists are supported on wood ledgers bolted to the concrete stem walls.

A.1.5
Sacramento MLK Library Buehler project #2023-0387
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6 The low roof consists of 1/2” thick plywood sheathing over 2x10 roof joists spaced at 16” on center. The roof joists are supported by steel wide flange beams and wood glulam beams at the interior spans and reinforced masonry walls at the building perimeter. The high, pitched hip roof consists of 5/8” thick plywood over 2x10 joists spaced at 24” on center, that are carried by glulam beams. The glulam beams are supported by four steel wide flange columns at the center of the high bay space, and 8x8 wood columns spaced at 17’-0” on center around the perimeter of the high roof.

Figure 3 - Overall Building Section

The building lateral force resisting system consist of the high and low plywood roof diaphragms transferring lateral forces to plywood shear walls (indicated in red highlight in Figure 1) and reinforced masonry shear walls (highlighted yellow in Figure 1). Shear wall footings are typically 16” wide by 10” thick, bearing 48” below adjacent exterior finish grade.

3.0 SITE OBSERVATIONS

Representatives of Buehler Engineering visited the site on November 27, 2023.

Also present were representatives of Group4 Architecture, IMEG, and the City of Sacramento. The site visit included:
- A walk around the perimeter of the building, including the screened mechanical equipment enclosure at grade
- A walk through the basement level
- Partial access into the crawl space below the first floor - A walk through the first floor spaces
- A walk across low roof

No finishes were removed, and no building contents were moved. Site observations were limited to elements of the building which were exposed to view and readily visible.

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7 Basement
- The basement is the mechanical room for the building, containing large air handlers, boiler, water heater, large diameter piping and ductwork. In general, the existing equipment, piping and ductwork is positively anchored to the concrete slab or walls. Refer to Photo 1.

Photo 1 – Mechanical Room in Basement
- Some of the equipment is not properly anchored to the slab. If this equipment is to continue in use, the anchorage will need to be repaired or replaced.

Refer to Photo 2.

Photo 2 – Equipment missing anchors to slab
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8 - There are several cracks in the west concrete basement wall which should be repaired as part of the renovation project. At least one of these cracks appears to be a source of water intrusion. Refer to Photos 3 and 4.

Photo 3 – Basement West Wall Crack Photo 4 – Basement West Wall Crack

Crawl Space
- The perimeter foundation wall of the crawl space appears to be in good condition, free of significant cracking and decay. There is some evidence of minor water intrusion along the base of the south wall. The underside of the first floor framing is sheathed in gypsum board which conceals the floor framing and connections to the perimeter wall. The wood posts were observed to be mechanically anchored to the pier footings. The 6x6 posts are connected with nailed sheet metal connectors and the 8x8 posts have bolted steel post bases. The wide flange column bases were observed to have anchor bolts to the footings per the structural drawings. Ductwork is suspended from the underside of the floor framing with sheet metal straps.

Refer to Photos 5-10.

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9 Photo 5 – 6x6 Post Base Photo 6 –8x8 Post Base

Photo 7 – Steel Column Base

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10 Photo 8 – South Wall of Crawl Space

Photo 9 – Crawl Space with Ductwork

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11 Photo 10 – Water Intrusion in Crawl Space at South Wall

Exterior Equipment Enclosure
- There is an external equipment enclosure at grade near the southwest corner of the building, with electrical and mechanical equipment. This enclosure is not shown on the original construction documents. The enclosure consists of reinforced masonry screen walls and a steel gate. The equipment is supported on isolated concrete pads. The large chiller and the electrical switchgear both appear to be mechanically anchored to the concrete pads.

Refer to Photos 11-13.

Photo 11 – Equipment Enclosure

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12 Photo 12 – Chiller Inside Equipment Enclosure

Photo 13 – Electrical Equipment Inside Equipment Enclosure A.1.12
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13 Roof and Building Exterior Enclosure
- The building exterior enclosure consists primarily of reinforced masonry walls and glazing, with wood siding at the south wall and at the clerestory between the low roof and high roof. The exterior masonry and grout appear to be in good condition with only minor cracking observed. Refer to Photo 14.

Photo 14 – Exterior Masonry Wall With Minor Cracks

- The high roof consists of composition shingles over plywood decking. The low roof consists of a waterproof membrane over plywood decking. The high roof appears to be in good condition with no visible signs of structural decay or sagging roof members. The low roof generally appears to be in good condition with no sagging observed in roof framing. The wood fascia around the building perimeter is exhibiting various states of decay, with the most significant decay observed in the fascia board along the south wall. The south wall wood siding is also showing signs of decay, with curling of the vertical batten boards. Refer to Photos 15 through 20.

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14 Photo 15 – Low Roof

Photo 16 – Low Roof to High Roof Transition

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15 Photo 17 – Clerestory

Photo 18 – South Wall with Wood Siding

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16 Photo 19 – Typical Wood Fascia

Photo 20 – Decayed Wood Fascia

Building Interior
- The main library space features a vaulted ceiling which appears to be attached directly to the underside of the sloping roof joists. The bottom portion of the sloped roof glulam beams are exposed. The four central steel wide flange columns supporting the high roof framing are encased in wood.

Refer to Photos 21 and 22.
- The 8x8 wood columns supporting the perimeter of the high bay roof framing are wrapped with wood boards. The wood wrap around the columns are free A.1.16
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17 of significant checking, splitting and decay. The condition of the 8x8 columns is not visible. The exposed glulam beams appear to be in good condition.

Refer to Photos 23, 24 and 25.

Photo 21 – High Bay Library Space

Photo 22 – Central Steel WF Column Encased in Wood
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18 Photo 23 – Line of 8x8 Columns Under Clerestory

Photo 24 – Typical High Roof Beam on 8x8 Column
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19 Photo 25 – Typical Roof Beams at Hip Beam

- There are many suspended overhead light fixtures. The large square fixtures are supported by four independent hanger wires. There are also some long pendant light fixtures supported by three hanger wires. The specific means of attachment of the light fixture wires to the overhead structure is unknown. Refer to Photos 26 and 27.
- There is a dropped ceiling in the central space which does not appear to be part of the original construction. No drawings of this ceiling system and its support from the structure were available for review. Refer to Photo 27.

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20 Photo 26 – Typical Suspended Light Fixture

Photo 27 – Pendant Light Fixture Below Dropped Ceiling
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21 4.0 APPLICABLE CODES AND STANDARDS

1. 2022 California Building Code (CBC)

2. 2022 California Existing Building Code (CEBC)

3. ASCE 7-16 Minimum Design Loads for Buildings and Other Structures

4. ASCE 41-17 Seismic Evaluation and Retrofit of Existing Structures

5. City of Sacramento Municipal Code - Section 15.34.030, amendments to the CEBC.

5.0 EVALUATION METHODOLOGY

The seismic evaluation of the library building was performed using the procedures of ASCE 41-17, “Seismic Evaluation and Retrofit of Existing Buildings”, as required by CEBC Sections 317-322, adopted by the City of Sacramento for existing building renovations in which the construction cost exceeds 25% of the value of the building. Other seismic retrofit triggers defined in the CEBC (such as change in use, alterations to the existing lateral load carrying system, etc.) were considered, but only the 25% cost threshold applies.

A Tier 1 Screening was performed to identify potential deficiencies of the building’s seismic lateral force resisting system in its current condition. A Tier 1 screening evaluation quickly identifies potential seismic deficiencies using checklists applicable to this building type. Deficiencies identified in the Tier 1 Quick Check procedure were then further evaluated using the Tier 2 evaluation provisions. The scope of the evaluation was limited to the building structure, and did not include the evaluation of the seismic bracing of nonstructural systems.

6.0 LATERAL FORCE RESISTING SYSTEM EVALUATION

ASCE41-17 is recognized by the California Existing Buildings Code (CEBC) as an approved methodology for seismic evaluation and retrofit. The Tier 1/Tier 2 evaluation screens for potential deficiencies of the building’s lateral force resisting system that may prevent it from achieving the target seismic performance objective.

The library building classifies as a Risk Category II building. According to the CEBC and ASCE 41-17, the building was evaluated for a target Performance Objective of:
- Collapse Prevention, subject to the BSE-2E Seismic Hazard Level – earthquakes with a 5% probability of exceedance in 50 years (Performance Level (5-D).

ASCE 41-17, Table C2-3 defines the performance levels noted above as:

- Collapse Prevention Level 5-D: The post-earthquake damage state in which little residual stiffness and strength to resist lateral loads is present, but A.1.21
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22 gravity load-bearing elements are still functional. Exits may be blocked, and the building may be near collapse and should not be occupied. Nonstructural elements such as parapets and infills may have extensive damage and failure.

The following structural items were determined to be noncompliant with the ASCE 41-17 Tier1/Tier 2 criteria. Refer to the floor and roof key plans in Figures 4 and 5.

Structural Non-Compliant Items:
- VERTICAL IRREGULARITIES: There is a vertical offset in the seismic load path from the high roof to the east exterior masonry shear wall and the south exterior wood shear wall below, in which the seismic forces from the high roof must first pass across the low roof to reach the shear walls. - SHEAR STRESS CHECK: The shear stresses in the braced walls in the plywood shear walls to the north and west of the high roof exceed the capacities. Refer to Figure 3.
- NARROW WOOD SHEAR WALLS: The plywood shear walls along the north side of the high roof exceed the specified maximum 2-to-1 (height-to-width) aspect ratio at several locations.
- LOAD PATH: The seismic out-of-plane connection from the top of the masonry walls to the roof diaphragm depends on toe nails from the roof joists to the wall top plate, which is not a reliable connection. - LOAD PATH: Collectors/continuity ties are missing in the re-entrant corners of the low roof diaphragm.
- LOAD PATH: Collectors are missing from the low roof diaphragm to the ends of some masonry shear walls.
- LOAD PATH: Collectors/continuity ties are missing across the 8x8 posts in the low roof diaphragm.
- DIAPHRAGM SPAN: The out-of-plane restraint of the east and south exterior walls depends on a narrow strip of flexible (plywood) roof diaphragm to carry the loads to the perpendicular shear walls. These diaphragms have a length- to-width aspect ratio of approximately 8.7:1, which is more than twice the permitted limit.
- LOAD PATH: Out-of-plane wall ties are missing where the first floor framing connects to the concrete walls of the crawl space and the basement. The current detail puts the wood ledgers in cross-grain bending, which is not permitted.

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23 Figure 4 - Seismic Deficiencies & Strengthening – Floor Plan

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24 Figure 5 - Seismic Deficiencies & Strengthening – Roof Plan

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30 7.0 CONCLUSIONS AND RECOMMENDATIONS

A structural seismic evaluation of the existing library building was performed to identify seismic deficiencies which must be corrected to comply with CEBC Sections 317-320 as adopted by the City of Sacramento. It is understood that the cost of the planned renovation project will exceed 25% of the building replacement cost, and therefore seismic deficiencies discovered through this ASCE 41-17 evaluation will need to be corrected to satisfy the target performance objectives defined in Section 6.0. Although the overall condition of the building generally appears to be good, several structural and nonstructural decayed conditions observed during a site visit are discussed below.

1. The building structure appears to be performing adequately with no signs of significant distress or sagging. Interior framing members exposed to view generally appear to be in good condition with minimal checking, splitting and cracking observed.

2. Several items with structural decay were observed which should be repairs as part of this project:
a. Cracks in the west basement concrete wall should be repaired and sealed. Refer to Key Note #4.
b. Decayed wood fascia should be repaired. Refer to Key Note #10. c. Decayed wood siding on the south wall should be replaced. Refer to Key Note #11.

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31 d. Water intrusion observed at the inside of the south crawl space wall should be investigated and repaired.

3. Mechanical and electrical equipment which are to remain in service should have missing anchors installed. Refer to Key Note #3.

4. Provide seismic out-of-plane ties between the 6x12 floor beams and the perimeter concrete wall to prevent cross grain bending in the wood ledgers.

Refer to Key Note #1.

5. Provide seismic cross ties between 6x12 floor beams across the 6x6 posts.

Refer to Key Note #1a.

6. Provide seismic out-of-plane ties between the 2x12 floor joists and the perimeter concrete wall to prevent cross grain bending in the wood ledgers.

Refer to Key Note #2.

7. Provide seismic cross ties between floor joists at 48” on center across the 6x12 beams. Refer to Key Note 2a.

8. Strengthen and lengthen the plywood shear walls under the low roof at the north side of the main library space. Refer to Key Note #5.

9. Strengthen the plywood shear walls under the low roof at the east side of the main library space. Refer to Key Note #5.

10. Provide buttresses to the east exterior masonry wall and the south exterior wood wall to mitigate excessive out-of-plane deflection of these walls due to the very narrow roof diaphragm supporting the tops of these walls.

Alternatively, provide diagonal braces from the low roof to the high roof framing. Refer to Key Note #6.

11. Provide additional nailing of the plywood shear wall and blocking transfers in the clerestories. Refer to Key Note #7.

12. Provide metal connectors at the low roof to masonry wall transfer to strengthen the anchorage for seismic out-of-plane forces. Refer to Key Note #8.

13. Provide strapping and blocking in the low roof diaphragm at re-entrant corners and at masonry shear wall ends for improved lateral force collection.

Refer to Key Note #9.

During the Schematic Design phase it is recommended that the following pre- design activities be included, at a minimum:
- Commission a site-specific geotechnical report including investigation of existing footings.
- Commission a structural materials investigation including grading of existing wood framing.
- Meet with the City of Sacramento Building Official to confirm the applicability of CEBC 317-320 to the proposed renovation project and the target seismic performance objectives.
- Remove finishes in discrete locations to observe key floor and roof framing conditions at locations of seismic strengthening work.
- Establish the structural design criteria and scope of work for the renovation.

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32 8.0 DOCUMENTS REVIEWED

1. Original Construction Documents:
a. Architectural drawings, sheets 1-15, by Crippen, Schaefer & Associates, dated 02-06-1969
b. Structural drawings, sheets S1-S7, 02-06-1969 (structural engineer unknown).
c. Mechanical and Electrical drawings, sheets M1-M5 and E1-E3, by Charles A. Martin & Associates, dated 02-06-1969 (for reference only).

2. City of Sacramento Municipal Code, chapter 15.34 Amendments to the California Existing Building Code:
https://library.qcode.us/lib/sacramento_ca/pub/city_code/item/title_15- chapter_15_34-15_34_030

3. ASCE Hazards by Location - Seismic, https://asce7hazardtool.online/

9.0 LIMITATIONS AND DISCLAIMER

The services of Buehler Engineering, Inc. performed for this project have been provided at a level that is consistent with the general level of skill and care ordinarily provided by structural engineers, based on generally accepted structural engineering principles and practices. The scope of this investigation was to focus on those elements of the structure considered to be most important and most representative of the general design and constructed quality. Users of this report must accept the fact that deficiencies may exist in the structure that were not observed in this evaluation. Work is necessarily done under the constraints of time and budget. Conclusions and information presented in this report are dependent on information provided by others. No warranty is expressed or implied.

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33 APPENDIX

A. ASCE 41-17 Checklists
A.1.33
Table 17-2 COLLAPSE PREVENTION BASIC CONFIGURATION CHECKLIST Low Seismicity: Building System - General COMMENTS

C NC N/A U

C NC N/A U
Low Seismicity: Building System - Building Configuration

C NC N/A U

C NC N/A U
Low Seismicity: Geologic Site Hazards
(Complete the Following Items in Addition to the Items for Very Low Seismicity) COMMENTS

C NC N/A U
MEZZANINES: Interior mezzanine levels are braced independently from the main structure or are anchored to the seismic-force-resisting elements of the main structure. (Commentary: Sec. A.2.1.3. Tier 2: Sec. 5.4.1.3)
TORSION: The estimated distance between the story center of mass and the story center of rigidity is less than 20% of the building width in either plan dimension. (Commentary: Sec. A.2.2.7. Tier 2: Sec. 5.4.2.6)
LIQUEFACTION: Liquefaction-susceptible, saturated, loose granular soils that could jeopardize the building’s seismic performance do not exist in the foundation soils at depths within 50 ft (15.2 m) under the building.
(Commentary: Sec. A.6.1.1. Tier 2: 5.4.3.1)
No soils report avaialble.

LOAD PATH: The structure shall contain a complete, well-defined load path, including structural elements and connections, that serves to transfer the inertial forces associated with the mass of all elements of the building to the foundation. (Commentary: Sec. A.2.1.1. Tier 2: Sec. 5.4.1.1)

1.Discontinuity in lower roof diaphragm at the
location of high roof pyramid.

2. Out of plane connection from top of CMU wall to
low roof diaphragm appears inadequate.

3. On East and South side low roof, the diaphragm
depth appears insufficient to drag the out of plane
ADJACENT BUILDINGS: The clear distance between the building being evaluated and any adjacent building is greater than 0.5% of the height of the shorter building in low seismicity, 1.0% in moderate seismicity, and 3.0% in high seismicity. (Commentary: Sec. A.2.1.2. Tier 2: Sec. 5.4.1.2)
TIER 1 CHECKLISTS
WEAK STORY: The sum of the shear strengths of the seismic-force-resisting system in a
ny story in each direction shall not be less than 80% of the strength in the adjacent story above.
(Commentary: Sec. A.2.2.2. Tier 2: Sec. 5.4.2.1)
SOFT STORY: The stiffness of the seismic-force-resisting system in any story shall not be less than 70% of the seismic-force-resisting system stiffness in an adjacent story above or less than 80% of the average seismic- force-resisting system stiffness of the three stories above. (Commentary: Sec. A.2.2.3. Tier 2: Sec. 5.4.2.2) VERTICAL IRREGULARITIES: All vertical elements in the seismic-force-resisting system are continuous to the foundation.
(Commentary: Sec. A.2.2.4. Tier 2: Sec. 5.4.2.3)
The offset from the high pyramid roof to the lower
roof.

GEOMETRY: There are no changes in the net horizontal dimension of the seismic- force-resisting system of more than 30% in a story relative to adjacent stories, excluding one-story penthouses and mezzanines. (Commentary: Sec. A.2.2.5. Tier 2:

Sec. 5.4.2.4)
MASS: There is no change in effective mass more than 50% from one story to the next.

Light roofs, penthouses, and mezzanines need not be considered. (Commentary: Sec. A.2.2.6. Tier 2: Sec. 5.4.2.5)
JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700 12/28/2023
Group 4 Architects RK
A.1.34
JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700 12/28/2023
Group 4 Architects RK

C NC N/A U

C NC N/A U
Moderate and High Seismicity: Foundation Configuration
(Complete the Following Items in Addition to the Items for Low Seismicity) COMMENTS

C NC N/A U

C NC N/A U
Table 17-6
Low and Moderate Seismicity: Seismic-Force-Resisting System

C NC N/A U

C NC N/A U
REDUNDANCY: The number of lines of shear walls in each principal direction is greater than or equal to 2.
(Commentary: Sec. A.3.2.1.1. Tier 2: Sec. 5.5.1.1)
SHEAR STRESS CHECK: The shear stress in the shear walls, calculated using the Quick Check procedure of Section 4.4.3.3, is less than the following values: Structural panel sheathing 1,000 lb/ft Diagonal sheathing 700 lb/ft Straight sheathing 100 lb/ft All other conditions 100 lb/ft
(Commentary: Sec. A.3.2.7.1. Tier 2: Sec. 5.5.3.1.1)
WALLS CONNECTED THROUGH FLOORS: Shear walls have an interconnection between stories to transfer overturning and shear forces through the floor. (Commentary: Sec. A.3.2.7.5. Tier 2: Sec.5.5.3.6.2)
Top of pyramid short shear walls are not continuous
to the foundations.

HILLSIDE SITE: For structures that are taller on at least one side by more than one- half story because of a sloping site, all shear walls on the downhill slope have an aspect ratio less than 1-to-1.
(Commentary: Sec. A.3.2.7.6. Tier 2: Sec. 5.5.3.6.3)
STUCCO (EXTERIOR PLASTER) SHEAR WALLS: Multi-story buildings do not rely on exterior stucco walls as the primary seismic-force-resisting system. (Commentary: Sec. A.3.2.7.2. Tier 2: Sec. 5.5.3.6.1)
GYPSUM WALLBOARD OR PLASTER SHEAR WALLS: Interior plaster or gypsum wallboard is not used as shear walls on buildings more than one story high with the exception of the uppermost level of a multi- story building. (Commentary: Sec. A.3.2.7.3. Tier 2: Sec. 5.5.3.6.1)
NARROW WOOD SHEAR WALLS: Narrow wood shear walls with an aspect ratio greater than 2-to-1 are not used to resist seismic forces. (Commentary: Sec. A.3.2.7.4.

Tier 2: Sec. 5.5.3.6.1)
SURFACE FAULT RUPTURE: Surface fault rupture and surface displacement at the building site are not anticipated.
(Commentary: Sec. A.6.1.3. Tier 2: 5.4.3.1)
None shown on the Seismic Hazard Map:
https://usgs.maps.arcgis.com/apps/webappviewer/ind
ex.html?id=5a6038b3a1684561a9b0aadf88412fcf
SLOPE FAILURE: The building site is located away from potential earthquake- induced slope failures or rockfalls so that it is unaffected by such failures or is capable of accommodating any predicted movements without failure. (Commentary: Sec. A.6.1.2. Tier 2: 5.4.3.1)
No soils report avaialble.

OVERTURNING: The ratio of the least horizontal dimension of the seismic-force- resisting system at the foundation level to the building height (base/height) is greater than 0.6Sa.
(Commentary: Sec. A.6.2.1. Tier 2: Sec. 5.4.3.3)
TIES BETWEEN FOUNDATION ELEMENTS: The foundation has ties adequate to resist seismic forces where footings, piles, and piers are not restrained by beams, slabs, or soils classified as Site Class A, B, or C. (Commentary: Sec. A.6.2.2. Tier 2: Sec.

5.4.3.4)
COLLAPSE PREVENTION STRUCTURAL CHECKLIST FOR BUILDING TYPE W2 A.1.35
JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700 12/28/2023
Group 4 Architects RK

C NC N/A U

C NC N/A U
Low and Moderate Seismicity: Connections

C NC N/A U

C NC N/A U
High Seismicity: Connections
(Complete the Following Items in Addition to the Items for Low and Moderate Seismicity)

C NC N/A U
High Seismicity: Diaphragms

C NC N/A U

C NC N/A U
Table 17-34 COLLAPSE PREVENTION STRUCTURAL CHECKLIST FOR BUILDING TYPES RM1 AND RM2 STRAIGHT SHEATHING: All straight-sheathed diaphragms have aspect ratios less than 2-to-1 in the direction being considered.
(Commentary: Sec. A.4.2.1. Tier 2: Sec. 5.6.2)
DIAGONALLY SHEATHED AND UNBLOCKED DIAPHRAGMS: All diagonally sheathed or unblocked wood structural panel diaphragms have horizontal spans less than 40 ft (12.2 m) and aspect ratios less than or equal to 4-to-1. (Commentary: Sec. A.4.2.3. Tier 2: Sec. 5.6.2)
unblocked panels spanning greater than
40 ft

OTHER DIAPHRAGMS: The diaphragm does not consist of a system other than wood, m
etal deck, concrete, or horizontal bracing. (Commentary: Sec. A.4.7.1. Tier 2:

Sec. 5.6.5)
CRIPPLE WALLS: Cripple walls below first-floor-level shear walls are braced to the foundation with wood structural panels.
(Commentary: Sec. A.3.2.7.7. Tier 2: Sec. 5.5.3.6.4)
Below the N-W corner of the high roof, tie
chor
d is missing.

DIAPHRAGM REINFORCEMENT AT OPENINGS: There is reinforcing around all dia
phragm openings larger than 50% of the building width in either major plan dimension.
(Commentary: Sec. A.4.1.8. Tier 2: Sec. 5.6.1.5)
Low roof ties at re-enterant corners are
mi
ssing.

OPENINGS: Walls with openings greater than 80% of the length are braced with wood structural panel shear walls with aspect ratios of not more than 1.5-to-1 or are supported by adjacent construction through positive ties capable of transferring the seismic forces. (Commentary: Sec. A.3.2.7.8. Tier 2: Sec. 5.5.3.6.5)
WOOD POSTS: There is a positive connection of wood posts to the foundation. (Commentary: Sec. A.5.3.3. Tier 2: Sec. 5.7.3.3)
WOOD SILLS: All wood sills are bolted to the foundation. (Commentary: Sec. A.5.3.4. Tier 2: Sec. 5.7.3.3)
GIRDER/COLUMN CONNECTION: There is a positive connection using plates, connection hardware, or straps between the girder and the column support. (Commentary: Sec. A.5.4.1. Tier 2: Sec. 5.7.4.1)
SPANS: All wood diaphragms with spans greater than 24 ft (7.3 m) consist of wood structural panels or diagonal sheathing.
(Commentary: Sec. A.4.2.2. Tier 2: Sec. 5.6.2)
DIAPHRAGM CONTINUITY: The diaphragms are not composed of split-level floors and do not have expansion joints.
(Commentary: Sec. A.4.1.1. Tier 2: Sec. 5.6.1.1)
High pyramid roof creates discontinuity in
the
diaphragm.

WOOD SILL BOLTS: Sill bolts are spaced at 6 ft (1.8 m) or less with acceptable edge and e
nd distance provided for wood and concrete.
(Commentary: A.5.3.7. Tier 2: Sec. 5.7.3.3)
ROOF CHORD CONTINUITY: All chord elements are continuous, regardless of changes in roof elevation.
(Commentary: Sec. A.4.1.3. Tier 2: Sec. 5.6.1.1)
A.1.36
JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700 12/28/2023
Group 4 Architects RK
Low and Moderate Seismicity: Seismic-Force-Resisting System COMMENTS

C NC N/A U

C NC N/A U
Low and Moderate Seismicity: Connections

C NC N/A U

C NC N/A U
High Seismicity: Flexible Diaphragms

C NC N/A U

C NC N/A U
OPENINGS AT SHEAR WALLS: Diaphragm openings immediately adjacent to the shear walls are less than 25% of the wall length.
(Commentary: Sec. A.4.1.4. Tier 2: Sec. 5.6.1.3)
OPENINGS AT EXTERIOR MASONRY SHEAR WALLS: Diaphragm openings immediately adjacent to exterior masonry shear walls are not greater than 8 ft (2.4 m) long.
(Commentary: Sec. A.4.1.6. Tier 2: Sec. 5.6.1.3)
STRAIGHT SHEATHING: All straight-sheathed diaphragms have aspect ratios less than 2-to-1 in the direction being considered.
(Commentary: Sec. A.4.2.1. Tier 2: Sec. 5.6.2)
GIRDER-COLUMN CONNECTION: There is a positive connection using plates, connection hardware, or straps between the girder and the column support. (Commentary: Sec. A.5.4.1. Tier 2: Sec. 5.7.4.1)
CROSS TIES: There are continuous cross ties between diaphragm chords. (Commentary: Sec. A.4.1.2. Tier 2: Sec. 5.6.1.2)
Low roof missing cross ties
WOOD LEDGERS: The connection between the wall panels and the diaphragm does not induce cross-grain bending or tension in the wood ledgers. (Commentary: Sec. A.5.1.2. Tier 2: Sec. 5.7.1.3)
At raised floor level where the diaphragm depth is
significant, the cross-grain bending is possible but
since basement walls create a bath-tub condition, the
probablity of such failure mode is reduced.

TRANSFER TO SHEAR WALLS: Diaphragms are connected for transfer of seismic forces to the shear walls.
(Commentary: Sec. A.5.2.1. Tier 2: Sec. 5.7.1.3)
EW direction has combined wood shear wall with
CMU wall
SHEAR STRESS CHECK: The shear stress in the reinforced masonry shear walls, calculated using the Quick Check procedure of Section 4.4.3.3, is less than 70 lb/in. 2 (0.48 MPa).
(Commentary: Sec. A.3.2.4.2 Tier 2: Sec. 5.5.3.1.3)
TOPPING SLAB TO WALLS OR FRAMES: Reinforced concrete topping slabs that interconnect the precast concrete diaphragm elements are doweled for transfer of forces into the shear wall or frame elements.
(Commentary: Sec. A.5.2.3. Tier 2: Sec. 5.7.2)
REINFORCING STEEL: The total vertical and horizontal reinforcing steel ratio in reinforced masonry wall is greater than 0.002 of the wall with the minimum of 0.0007 in either of the two directions; the spacing of reinforcing steel in less than 48 in. ( 1220 mm), and all vertical bars extend to the top of the walls. (Commentary: Sec. A.3.2.4.2. Tier 2: Sec. 5.5.3.1.3)
Horizontal Bars: 2 - #4 at 48" o.c.

Vertical Bars: #4 at 24" o.c.

WALL ANCHORAGE: Exterior concrete or masonry walls that are dependent on the diaphragm for lateral support are anchored for out-of-plane forces at each diaphragm level with steel anchors, reinforcing dowels, or straps that are developed into the diaphragm. Connections have strength to resist the connection force calculated in the Quick Check procedure of Section 4.4.3.7.
(Commentary: Sec. A.5.1.1. Tier 2: Sec. 5.7.1.1)
Top of CMU wall connection to Roof diaphragm is
inadequate. Load path:

1. 8d at 12" nail roof plywood to joist/block -
adequate

2. 2-10d nail at roof joist to CMU wall wood top plate
- inadequate

3. 5/8" dia. x 8" bolt at 48" o.c. from wood top plate
to top of CMU - inadequate
REDUNDANCY: The number of lines of shear walls in each principal direction is greater than or equal to 2.
(Commentary: Sec. A.3.2.1.1. Tier 2: Sec. 5.5.1.1)
SPANS: All wood diaphragms with spans greater than 24 ft (7.3 m) consist of wood structural panels or diagonal sheathing.
(Commentary: Sec. A.4.2.2. Tier 2: Sec. 5.6.2)
FOUNDATION DOWELS: Wall reinforcement is doweled into the foundation. (Commentary: Sec. A.5.3.5. Tier 2: Sec. 5.7.3.4)
A.1.37
JOB
JOB
NO.

CLIENT BY
DATE
SHEET NO.

Sacramento Martin Luther King Jr. Library Remodel
2023-038700 12/28/2023
Group 4 Architects RK

C NC N/A U

C NC N/A U
High Seismicity: Connections

C NC N/A U
DIAGONALLY SHEATHED AND UNBLOCKED DIAPHRAGMS: All diagonally sheathed or unblocked wood structural panel diaphragms have horizontal spans less than 40 ft (12.2 m) and aspect ratios less than or equal to 4-to-1. (Commentary: Sec. A.4.2.3. Tier 2: Sec. 5.6.2)
OTHER DIAPHRAGMS: Diaphragms do not consist of a system other than wood, metal deck, concrete, or horizontal bracing.
(Commentary: Sec. A.4.7.1. Tier 2: Sec. 5.6.5)
STIFFNESS OF WALL ANCHORS: Anchors of concrete or masonry walls to wood structural elements are installed taut and are stiff enough to limit the relative movement between the wall and the diaphragm to no greater than 1/8 in. (3 mm) before engagement of the anchors.
(Commentary: Sec. A.5.1.4. Tier 2: Sec. 5.7.1.2)
A.1.38

Project No. S2833-05-01
September 24, 2024

Bill Andrews
Buehler
600 Q Street, Suite 200
Sacramento, CA 95811
[email protected]

Subject: STRUCTURAL MATERIALS EVALUATION

MARTIN LUTHER KING LIBRARY EVALUATION
7340 24

TH STREET

SACRAMENTO, CALIFORNIA

Mr. Andrews:

In accord ance with your authorization of our proposal (Proposal No. SA-24-0330-P-MT), dated February 14, 2024, we are pleased to provide this summary of our structural materials evaluation for the proposed Martin Luther King (MLK) Library Evaluation project located at 7340 24 th Street in
Sacramento, California. The approximate site location is shown on the Vicinity Map, Figure 1.

INTRODUCTION, PURPOSE AND SCOPE
The MLK Library Project involves improving the existing , 15,000-square-foot building located on a

2.13-acre lot bounded by an undeveloped field beyond which is single family residential buildings to the east, 24th Street Bypass, beyond which is 24th street bypass park on the north, 24th Street beyond, which are single family residences and local fire station on the west, and an undeveloped field on the south.

MLK Library opened in 1970 and the last major building update was in 2000. As it approaches its 50th anniversary, the building needs to meet the changing use patterns and behaviors of the community.

Because of the age of the building and the last major improvements made more than 20 years ago, many building components and systems are at or past their useful life. This project includes replacement and improvements to many of the systems (including structural components) in the building as well as significant operational and programing modifications. In addition to the replacement of systems in the building, the overall layout of the library will be evaluated for modification, including an updated lobby, reception area , ADA compliant restrooms, enhanced children and teen areas, homework help area, glass enclosed quiet rooms, manager’s office modifications with security glass, staff room casework, an enhanced and expanded community room, and all associated demolition.

The purpose of our services was to perform a structural materials evaluation to assess the condition and structural integrity of selected existing building structural components. The results of our services will be used by Buehler Engineering as part of the overall structural rehabilitation strategy for the building.

A.2.1

Martin Luther King Library Evaluation
Structural Materials Evaluation

Geocon Project No. S2833-05-01 - 2 - September 24, 2024

SCOPE OF SERVICES
Our scope of services for project included the following:

• Meeting with the structural engineer and library management onsite to finalize material sampling locations ;
• Scanning the concrete foundation stem walls below the first floor with a GSSI StructureScan Mini XT ground penetrating radar (GPR) unit at six (6) pre -selected1 locations around the building to avoid reinforcing steel (rebar) within the walls.
• Scanning the concrete masonry unit (CMU) walls on the first floor with a GSSI StructureScan Mini XT ground penetrating radar (GPR) at six (6) pre-selected1 locations around the building to locate reinforcing steel (rebar) within the walls.
• Scanning an additional six (6) locations at the top of the CMU walls to determine spacing of horizontal structural reinforcement;
• After scanning the sampling locations, obtained concrete samples by coring the existing concrete foundation stem walls at six (6) pre -selected1 locations below the first floor. Retained the cores for measurement and laboratory compressive strength testing; • Obtained masonry and grout samples by coring the existing concrete masonry unit (CMU) walls at twelve (12) pre- selected1 locations on the first floor. Retained the cores for measurement and laboratory compressive strength testing;
• Obtained two (2) reinforcing steel samples from the concrete foundation stem walls and two (2) reinforcing steel samples from the first floor CMU walls; • Repaired the core and reinforcing steel holes in the concrete stem walls and concrete masonry unit walls with non-shrink grout per the repair detail provided by Buehler Engineering; • Tested the concrete cores for compressive strength and unit weight; • Tested three (3) of the grout cores for compressive strength and unit weight; • Tested the reinforcing steel samples for tensile yield and ultimate strength; • Preparing this report summarizing the results of our structural materials evaluation.

MATERIALS INVESTIGATION AND TESTING PROGRAM
Our materials investigation program was performed on July 8, 2024 , through August 5, 2024.

Approximate material s ampling and observation locations are show n on Figure s 2 through 4.

Photographs of our materials sampling and observations are presented as Photos 1 through 14.

Laboratory tests were performed in general accordance with applicable American Society for Testing and Materials ( ASTM) procedures. Samples were tested for material properties in accordance with applicable ASTM standards.

1 Sampling locations were pre-selected by Buehler Engineering and are shown approximately on Figures 2, 3, and 4.

A.2.2

Martin Luther King Library Evaluation
Structural Materials Evaluation

Geocon Project No. S2833-05-01 - 3 - September 24, 2024 Concrete
Concrete cores were taken from six foundation stem wall locations in accordance with ASTM C42 – Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete . Core holes were patched with non -shrink grout. The cores were returned to our laboratory and tested in accordance with ASTM C42 – Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete and ASTM C39 – Test Method for Compressive Strength of Cylindrical Concrete Specimens. The results of the concrete core compressive strength testing and other physical properties are presented in Table 1.

TABLE 1

SUMMARY OF CONCRETE COMPRESSIVE STRENGTH
Sample Location Core Weight
(grams)
Maximum
Test Load
(lbs)
Unit Weight
(pcf)
Compressive
Strength
(psi)
South Stem Wall
(West End) 3038.7 56,920 144.3 5,270
South Stem Wall
(East End) 3083.5 79,980 146.4 7,400
East Stem Wall
(South End) 3101.7 58,730 147.3 5,430
East Stem Wall
(North End) 3112.2 58,120 147.8 5,380
North Stem Wall 3068.8 41,030 145.7 3,800
West Stem Wall 2999.9 46,790 142.5 4,330
Average: 5,270
Reinforcing Steel
GPR scanning was performed at 18 locations selected by Buehler (Figure 2). Based on the GPR scanning, and exposure of reinforcing steel for visual observation and sampling, vertical reinforcing steel consists of one No. 5 bar in one cell of the CMU block and spaced at intervals of approximately 24 inches on center throughout the building. Scanning was performed at the top of the CMU wall and showed the presence of two sets of horizontal reinforcing and the presence of anchors , within the bond beam, connecting the grouted bond beam to the CMU walls . The approximate spacing of the horizontal reinforcement is detailed in Table 2 below.

A.2.3

Martin Luther King Library Evaluation
Structural Materials Evaluation

Geocon Project No. S2833-05-01 - 4 - September 24, 2024 TABLE 2

SUMMARY OF HORIZONTAL REINFORCING STEEL DETAIL
Scanning
Location
Spacing of Top Horizontal
Reinforcing from Top of CMU Wall
(inches)
Spacing between
Horizontal
Reinforcing (inches)
West Wall 10 3
North Wall
(West End) 9 3
North Wall
(East End) 10 3
East Wall
(North End) 10 3
East Wall
(South End) 10 2.75
South Wall 14.5 6

Vertical reinforcing steel was sampled at two locations from the foundation stem wall (see Figure 2 ) and at two locations from the CMU walls (see Figure 3) for a total of 4 bars. The reinforcing steel was sent to Acuren Inspection, Inc. and tested to determine yield and tensile strength in accordance with ASTM A370. Results are presented as Appendix A.

Masonry Grout
On July 15, 2024, th e CMU walls , w hich consisted of approximately 8”x7”x17½” CMU blocks, were cored at six locations selected by the project structural engineer . These locations were in the lower sections (approximately 1 to 1.5 feet from ground level) of the CMU walls. During the coring process it was discovered that m asonry grout was generally located only in CMU cells containing reinforcing steel, see Photo No. 9 . The cores recovered during initial sampling of the CMU walls did not contain sufficient grout to test to ASTM Standards. An additional thirteen cores were sampled , on August 5, 2024, within the grouted bond beam located at the top of the CMU walls. Grout cores sampled from the grouted bond beam contained a significant amount of voids and cracking indicating poor consolidation, see Photos No. 11 and No. 12. Due to the locations of the voids and cracks within many of the cores, only three (3) cores could be tested per ASTM Standards. The cores were returned to our laboratory for compressive strength testing in accordance with ASTM C42. Test results are presented in Table 3 below.

TABLE 3
CORE

COMPRESSIVE STRENGTH TEST RESULTS
Core Location Unit Weight (pcf) Compressive Strength (psi) TC4B (East Wall, North End) 136.6 4,200
TC5B (East Wall, South End) 138.0 6,850
TC6 (South Wall) 138.5 3,840
Average: 4,960
pcf = pounds per cubic foot psi = pounds per square inch A.2.4
Martin Luther King Library Evaluation
Structural Materials Evaluation
Geocon Project No. S2833-05-01 - 5 - September 24, 2024

LIMITATIONS
The findings presented in this report pertain only to elements we observed. Scanning and sampling locations were selected by the structural engineer . The evaluation or identification of the potential presence of hazardous materials or environmental contamination was not part of our scope of services. This report is issued with the understanding that it is the responsibility of the owner or their representative to ensure that the information and recommendations contained herein are brought to the attention of the design team for the project and incorporated into the plans and specifications and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. Our professional services were performed, our findings obtained, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices used in the site area at this time. No warranty is provided, express or implied.

CLOSING
We appreciate the opportunity to provide materials testing services on this project. Please contact us if you have any questions regarding this project or if we may be of further service.

Sincerely,
GEOCON CONSULTANTS, INC.

Richard C. Church, PE Jeremy J. Zorne, PE, GE
Project Engineer Senior Engineer
James R. Sweeney, EIT
Senior Staff Engineer
Attachments: Figure 1, Vicinity Map
Figure 2, Site Plan Foundation
Figure 3, Site Plan First Floor, Sampled July 15, 2024
Figure 4, Site Plan First Floor, Sampled August 5, 2024 Photos 1 through 14
Appendix A – Rebar Tensile Test Report, Acuren Inspection, Inc.

A.2.5
SacramentoRiver
Sacramento R
iver
Consumnes River
College Park
North Laguna
Creek Park
Bing Maloney
Golf Course
Land
Park

PROJECT
SITE

SACRAMENTO
Stone Lakes
National Wildlife
Refuge

ELK GROVE
33RD ST
75TH

STRIVERSI DE BLVD
21ST
ST

FREEPORT
BLVD
GREEN

HAVEN DR
35TH AVE
47TH AVE

SEAMAS AVE

R USH R I VER D R
MARTIN
LUTHER
KING
JR
BLVD
49TH
ST

CENTRAL
ST
13TH AVE
21S T AVE
59TH ST
58TH
ST
60TH
ST

BROADWAY
14TH AVE

LA KE FRON T DR
24TH
ST
T ST

DETROITBLVD
HAVENS
IDE
D
R
73RD ST

STOCKTON BLVD

LIN D A LE DR
44TH
S
T

SAMPSON
BLVD
11TH AVE
BRIGGS
DR

CENTER PKWY
52ND AVE

JANS EN DR

I RV I N WAY

F RUI TRI DGE RD

WAH AVE
26TH AVESLAN D PARK
DR
53R D AVE

CALVINE R D
54TH ST

FLORIN RD

S UTTER VI LLE RD

SIMS RD

EH RH AR D TAVE
47TH
ST

REDDING AVE
34TH AVE
6 5 TH AVE

J OHN STILL DR

AMHERSTST
71S T AVE
EA
STPKWY

L EMON H I LL AVE
FORD
HAMWAY
56TH ST
56TH AVE
28TH ST
13TH
ST
53RD ST

POCK ET RD
43RD AVE
66TH AVE
36TH ST

COS UMNES RI V ER BLVD
34TH ST
HOGAN
DR
4TH AVE
41ST AVE
8TH AVE
Y S T
22ND AVE
65TH S T

VALLEY HI DR

TANGERI NE AVE
57TH AVE
2ND AV E
64 TH
ST9TH AVE

PERRY AVE
39TH AVE
57TH ST
42ND
ST
18TH AVE
71ST
ST
D EL
RIO
RD
37TH
ST
6 0TH AVE
R

AMONAAVE

BI G HOR N BLVD
62ND
ST

MACK RD
DW
IGHT
RD

MEADOWVIEW RD

FRANKLIN
BLVD
GLORI A DR 65TH STREET EXPY
ECH
O
RD

SKY P K W Y
PARK

VILLAGE
ST
51ST AVE

BRUCEVILLE
RD
DELTA

SH O RES CIR
S

BEACH LAKE RD

LINDEN RD

DAVIS RD

STONEGATE
DR
S
RIVER
RD

VILLAGEPKW Y

S OUTH RI VER RD

PUMPHOUS E RD

ROSE RD

THORP RD
R

AI D ER
LN
CONSULTANTS, INC.
3 1 6 0 GO L D VA L L E Y D R - S U I T E 8 0 0 - R A N C H O C O R D O VA, C A 9 5 7 4 2 P HO N E 9 1 6 . 8 5 2 . 9 1 1 8 - FAX 9 1 6 . 8 5 2 . 9 1 3 2 Figure 1September 2024S2833-05-01

VICINITY MAP
7340 24th Street
Sacramento, California
Martin Luther King Jr Library Evaluation
GEOCON 8/9/2024 USER Brown M PATH C:\Users\Brown M\OneDrive - Geocon, Inc\GIS_Graphics\Projects\S2833-05-01_MLK_Library_Evaulation\01_ReportMaps\Figure_1_Vicinity_Map.mxd 0 1
Scale in Miles
N

SACRAMENTO
SAN

FRANCISCO

LOS ANGELES

SAN DIEGO

PROJECT

LOCATION

REDDING

BAKERSFIELD
FRESNO
A.2.6

MATERIALS SAMPLING & TESTING LEGEND
Symbol Qty Sampling & Testing Description Comments
1 2
3 4
5 6 Core concrete stem walls for compressive
strength test
2 Extract concrete horizontal reinforcing for
tensile strength test
6 Core masonry walls for compressive strength
test
In crawl space under ground floor
In crawl space under ground floor
Discrete locations approximately
2'-0" above ground floor
2 Extract masonry horizontal reinforcing for
tensile strength test
Discrete locations approximately
2'-0" above ground floor
3 Discrete locations approximately
2'-0" above ground floor
Contingent Test: extract masonry prisms for
compressive strength test

SITE PLAN - FOUNDATION
PHONE 916.852.9118 – FAX 916.852.9132
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 C:\Users\Brown M\OneDrive - Geocon, Inc\GIS_Graphics\Projects\S2833-05-01_MLK_Library_Evaulation\01_ReportMaps\Figure_2_Site_Plan_Foundatiuon.ai September 2024 Figure 2S2833-05-01
7340 24th Street
Sacramento, California
Martin Luther King Jr Library Evaluation
Approximate Core Sample Location
Approximate Rebar Sample Location
Legend
S6
S4
S3
1 1 1
1 1
1 2 2
S5
S2S1S6
Rebar
Sample #1
Rebar
Sample #2
S4
S3
S5
S2S1S6
Rebar
Sample #1
Rebar
Sample #2
A.2.7

SITE PLAN - FIRST FLOOR
PHONE 916.852.9118 – FAX 916.852.9132
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 C:\Users\Brown M\OneDrive - Geocon, Inc\GIS_Graphics\Projects\S2833-05-01_MLK_Library_Evaulation\01_ReportMaps\Figure_4_Site_Plan_First_Floor.ai September 2024 Figure 4S2833-05-01
7340 24th Street
Sacramento, California
Martin Luther King Jr Library Evaluation
Approximate Core Sample Location
Legend
TC6
TC5A
TC5B
TC4A
TC4B
TC3C
TC3A
TC3B
TC2C
TC2A
TC2B
TC1A
TC1B
TC6
A.2.9
Photo No. 1 First Floor Supports within crawlspace Photo No. 2 North Foundation Stem Wall (sample location S5) PHOTOS NO. 1 & 2
Martin Luther King Jr. Library Evaluation
7340 24th Street
Sacramento, California
PHONE 916.852.9118 – FAX 916.852.9132
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 September 2024GEOCON Project No. S2833-05-01
A.2.10
Photo No. 3 West CMU Wall Sample Location F1 Photo No. 4 East CMU Wall Sample Location F5 PHOTOS NO. 3 & 4
Martin Luther King Jr. Library Evaluation
7340 24th Street
Sacramento, California
PHONE 916.852.9118 – FAX 916.852.9132
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 September 2024GEOCON Project No. S2833-05-01
A.2.11
Photo No. 5 South CMU Wall Sample Location F6 Photo No. 6 Scanned Top of North CMU Wall - Sample Location TC3 PHOTOS NO. 5 & 6
Martin Luther King Jr. Library Evaluation
7340 24th Street
Sacramento, California
PHONE 916.852.9118 – FAX 916.852.9132
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 September 2024GEOCON Project No. S2833-05-01
A.2.12
Photo No. 8 Typical core from Foundation Stem Wall
Sampled 7/8/24
Photo No. 7 Cored Stem Wall South Foundation Stem Wall
Sample Location S2
PHOTOS NO. 7 & 8
Martin Luther King Jr. Library Evaluation
7340 24th Street
Sacramento, California
PHONE 916.852.9118 – FAX 916.852.9132
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 September 2024GEOCON Project No. S2833-05-01
A.2.13
Photo No. 9 CMU Core and Rebar Sampling Location F1/Rebar #3 Cored 7/15/24
Photo No. 10 Typical Core from CMU Walls
Sample Location F5, Sampled 7/15/24
PHOTOS NO. 9 & 10
Martin Luther King Jr. Library Evaluation
7340 24th Street
Sacramento, California
PHONE 916.852.9118 – FAX 916.852.9132
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 September 2024GEOCON Project No. S2833-05-01
A.2.14
Photo No. 11 Typical core from Grouted Bond
Beam Sample Location TC2C, Sampled 8/5/24
Photo No. 12 Typical core from Grouted Bond Beam
Sample Location TC4A, Sampled 8/5/24
PHOTOS NO. 11 & 12
Martin Luther King Jr. Library Evaluation
7340 24th Street
Sacramento, California
PHONE 916.852.9118 – FAX 916.852.9132
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 September 2024GEOCON Project No. S2833-05-01
A.2.15
Photo No. 13 Core from Grouted Bond Beam
Sample Location TC5B, Sampled 8/5/24
Photo No. 14 Sampled from Grouted Bond Beam
Sample Location TC6, Sampled 8/5/24
PHOTOS NO. 13 & 14
Martin Luther King Jr. Library Evaluation
7340 24th Street
Sacramento, California
PHONE 916.852.9118 – FAX 916.852.9132
3160 GOLD VALLEY DR – SUITE 800 – RANCHO CORDOVA, CA 95742 September 2024GEOCON Project No. S2833-05-01
A.2.16

APPENDIX A
A.2.17

APPENDIX A
REBAR TENSILE TEST REPORT, ACUREN INSPECTION, INC.

A.2.18
Acuren Inspection, Inc.
26102 Eden Landing Rd., Suite #3
Hayward, CA 94545
www.acuren.com
Phone: 510.887.8811
A Higher Level of Reliability

Page 1 of 3 ends

Sacramento City CouncilFebruary 4, 2025

Sacramento City Council
February 4, 2025