Sacramento City Council
April 1, 2025

1.7 DELIVERY, STORAGE, AND PROTECTION
A. Store in a clean, dry space in original manufacturer's packaging until ready for installation.

B. Products: Provide products listed and classified by Underwriters Laboratories Inc. as suitable for the purpose specified and indicated.

PART 2 PRODUCTS

2.1 MANUFACTURERS
A. Cooper Wiring Devices: www.cooperwiringdevices.com.

B. GE Industrial: www.geindustrial.com.

C. Leviton Manufacturing, Inc: www.leviton.com.

D. Pass & Seymore.

E. Hubbell.

F. Bryant.

G. Arrow-Hart.

H. Or approved equal.

2.2 WIRING DEVICE APPLICATIONS
A. Provide wiring devices suitable for intended use and with ratings adequate for load served.

B. For single receptacles installed on an individual branch circuit, provide receptacle with ampere rating not less than that of the branch circuit.

C. Provide weather-resistant GFCI receptacles with specified weatherproof covers for receptacles installed outdoors or in damp or wet locations.

Receptacles to be clearly identified as weather resistant as required by CEC.

D. Provide tamper resistant receptacles for receptacles installed in dwelling units.

E. Provide GFCI protection for receptacles installed within 6 feet of sinks.

F. Provide GFCI protection for receptacles installed in kitchens.

G. Provide GFCI protection for receptacles serving electric drinking fountains. 26 27 26 Lionakis No. 019124.02
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H. Provide isolated ground receptacles for receptacles serving computers and electronic cash registers.

I. Unless noted otherwise, do not use combination switch/receptacle devices.

J. For flush floor service fittings, use tile rings for installations in tile floors.

K. For flush floor service fittings, use carpet flanges for installations in carpeted floors.

2.3 WIRING DEVICE FINISHES
A. Provide wiring device finishes as described below unless otherwise indicated.

B. Wiring Devices, Unless Otherwise Indicated: White with white nylon wall plate.

C. Wiring Devices Installed in Finished Spaces: White with white nylon wall plate.

D. Wiring Devices Installed in Unfinished Spaces: Gray with galvanized steel wall plate.

E. Wiring Devices Installed in Wet or Damp Locations: White with specified weatherproof cover.

F. Isolated Ground Convenience Receptacles: Orange.

G. Surge Protection Receptacles: Blue.

H. Wiring Devices Connected to Emergency Power: Red with red nylon wall plate.

I. Clock Hanger Receptacles: Brown with stainless steel wall plate.

J. Above-Floor Service Fittings: Gray wiring devices with satin aluminum housing.

K. Flush Floor Box Service Fittings: Gray wiring devices with aluminum cover and ring/flange.

L. Flush Poke-Through Service Fittings: Gray wiring devices with aluminum cover and aluminum flange.

M. Access Floor Boxes: Gray wiring devices with gray steel cover with insert to match floor covering.

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2.4 ALL WIRING DEVICES
A. Provide products listed and classified by Underwriters Laboratories Inc. as suitable for the purpose specified and indicated.

2.5 WALL SWITCHES
A. Wall Switches - General Requirements: AC only, quiet operating, general- use snap switches with silver alloy contacts, complying with NEMA WD 1 and NEMA WD 6, and listed as complying with UL 20and where applicable FS W-S-896; types as indicated on the drawings.

1. Wiring Provisions: Terminal screws for side wiring and screw actuated binding clamp for back wiring with separate ground terminal screw.

B. Standard Wall Switches: Industrial specification grade, 20 A, 120/277 V with standard toggle type switch actuator and maintained contacts; single pole single throw, double pole single throw, three way, or four way as indicated on the drawings.

1. Products:
a. Single-pole: Hubbell #1221-I, Bryant #4901-GI, Pass & Seymour #20AC1-I.
b. Double-pole: Hubbell #1222-I, Brant #4902-GI, Pass & Seymour #20AC2-I.
c. Three-way: Hubbell #1223-I, Bryant #4903-GI, Pass & Seymour #20AC3-I.
d. Four-way: Hubbell #1224-I, Bryant #4904-GI, Pass & Seymour #20AC4-I.
e. Substitutions: See Section 01 60 00 - Product Requirements.

C. Lighted Wall Switches: Industrial specification grade, 20 A, 120/277 V with illuminated standard toggle type switch actuator and maintained contacts; illuminated with load off; single pole single throw, double pole single throw, three way, or four way as indicated on the drawings.

D. Pilot Light Wall Switches: Industrial specification grade, 20 A, 120/277 V with red illuminated standard toggle type switch actuator and maintained contacts; illuminated with load on; single pole single throw, double pole single throw, three way, or four way as indicated on the drawings.

1. Products:
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a. Hubbell #1221-PLR, Bryant #4901-PLR, Pass & Seymour #20AC1- PLR.
b. Or approved equal.
c. Substitutions: See Section 01 60 00 - Product Requirements.

E. Locking Wall Switches: Industrial specification grade, 20 A, 120/277 V with barrel type keyed switch actuator and maintained contacts; switches keyed alike; single pole single throw, double pole single throw, three way, or four way as indicated on the drawings.

F. Momentary Contact Wall Switches: Industrial specification grade, 20 A, 120/277 V with toggle type three position switch actuator and momentary contacts; single pole double throw, off with switch actuator in center position.

G. Locking Momentary Contact Wall Switches: Industrial specification grade, 20 A, 120/277 V with lever type keyed three position switch actuator and momentary contacts; switches keyed alike; single pole double throw, off with switch actuator in center position.

H. Wall Switches: Heavy Duty, AC only general-use snap switch, complying with NEMA WD 6 and WD 1.

1. Body and Handle: white plastic with toggle handle.

2. Indicator Light: Lighted handle type switch; red handle.

3. Locator Light: Lighted handle type switch; red color handle.

4. Ratings:
a. Voltage: 120 and 277 volts, AC.
b. Current: 20 amperes.

I. Switch Types: Single pole, double pole, and 3-way.

2.6 WALL DIMMERS
A. Wall Dimmers - General Requirements: Solid-state with continuous full-range even control following square law dimming curve, integral radio frequency interference filtering, power failure preset memory, air gap switch accessible without removing wall plate, complying with NEMA WD 1 and NEMA WD 6, and listed as complying with UL 1472; types and ratings suitable for load controlled as indicated on the drawings.

B. Control: Slide control type with separate on/off switch.

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C. Power Rating, Unless Otherwise Indicated or Required to Control the Load Indicated on the Drawings:

1. Incandescent: 600 W.

2. Magnetic Low-Voltage: 600 VA.

3. Electronic Low-Voltage: 400 VA.

4. Fluorescent: 600 VA.

5. LED: 600 VA
D. Provide locator light, illuminated with load off.

E. Provide accessory wall switches to match dimmer appearance when installed adjacent to each other.

F. Incandescent Wall Dimmers: Semiconductor dimmer for incandescent lamps, Type as indicated on drawings, complying with NEMA WD 6 and WD 1.

1. Body and Handle: white plastic with linear slide control.

2. Voltage: 120 and 277 volts.

3. Power Rating: 600 watts.

G. LED Wall Dimmers: NEMA WD 1, Type II semiconductor dimmer for LED lamps.

1. Power rating to match load shown on the drawings.

2. Voltage as required for controlled LED fixtures.

H. Provide accessory wall switches to match dimmer appearance when installed adjacent to each other.

2.7 FAN SPEED CONTROLLERS
A. Description: 120 V AC, solid-state, full-range variable speed, slide control type with separate on/off switch, with integral radio frequency interference filtering, fan noise elimination circuitry, power failure preset memory, complying with NEMA WD 1 and NEMA WD 6, and listed as complying with UL 1917.

1. Current Rating: 1.5 A unless otherwise indicated or required to control the load indicated on the drawings.
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2.8 RECEPTACLES
A. Receptacles - General Requirements: Self-grounding, complying with NEMA WD 1 and NEMA WD 6, and listed as complying with UL 498and where applicable FS W-C-596; types as indicated on the drawings.

1. Wiring Provisions: Terminal screws for side wiring or screw actuated binding clamp for back wiring with separate ground terminal screw.

2. NEMA configurations specified are according to NEMA WD 6.

3. Hospital Grade Receptacles: Listed as complying with UL 498 Supplement SD, with green dot hospital grade mark on device face.

B. Convenience Receptacles:

1. Standard Convenience Receptacles: Industrial specification grade, 20A, 125V, NEMA 5-20R; single or duplex as indicated on the drawings.

2. Automatically Controlled Convenience Receptacles: Industrial specification grade, 20A, 125V, NEMA 5-20R; controlled receptacle marking on device face per NFPA 70; single or duplex as indicated on the drawings.

3. Isolated Ground Convenience Receptacles: Industrial specification grade, 20A, 125V, NEMA 5-20R, with ground contacts isolated from mounting strap; isolated ground triangle mark on device face; single or duplex as indicated on the drawings.

4. Weather Resistant Convenience Receptacles: Industrial specification grade, 20A, 125V, NEMA 5-20R, listed and labeled as weather resistant type complying with UL 498 Supplement SD suitable for installation in damp or wet locations; single or duplex as indicated on the drawings.

5. Tamper Resistant Convenience Receptacles: Industrial specification grade, 20A, 125V, NEMA 5-20R, listed and labeled as tamper resistant type; single or duplex as indicated on the drawings.

6. Tamper Resistant and Weather Resistant Convenience
Receptacles: Industrial specification grade, 20A, 125V, NEMA 5-20R, listed and labeled as tamper resistant type and as weather resistant type complying with UL 498 Supplement SD suitable for installation in damp or wet locations; single or duplex as indicated on the drawings.

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7. Illuminated Convenience Receptacles: Hospital grade, 20A, 125V, NEMA 5-20R; illuminated face or indicator light to indicate power is being supplied to receptacle; single or duplex as indicated on the drawings.

C. GFCI Receptacles:

1. GFCI Receptacles - General Requirements: Self-testing, with feed- through protection and light to indicate ground fault tripped condition and loss of protection; listed as complying with UL 943, class A. a. Provide test and reset buttons of same color as device.

2. Standard GFCI Receptacles: Industrial specification grade, duplex, 20A, 125V, NEMA 5-20R, rectangular decorator style.

3. Weather Resistant GFCI Receptacles: Industrial specification grade, duplex, 20A, 125V, NEMA 5-20R, rectangular decorator style, listed and labeled as weather resistant type complying with UL 498 Supplement SD suitable for installation in damp or wet locations.

4. Tamper Resistant GFCI Receptacles: Industrial specification grade, duplex, 20A, 125V, NEMA 5-20R, rectangular decorator style, listed and labeled as tamper resistant type.

5. Tamper Resistant and Weather Resistant GFCI Receptacles: Industrial specification grade, duplex, 20A, 125V, NEMA 5-20R, rectangular decorator style, listed and labeled as tamper resistant type and as weather resistant type complying with UL 498 Supplement SD suitable for installation in damp or wet locations.

D. USB Charging Devices:

1. USB Charging Devices - General Requirements: Listed as complying with UL 1310.
a. Charging Capacity - Two-Port Devices: 2.1 A, minimum. b. Charging Capacity - Four-Port Devices: 4.2 A, minimum.

2. USB Charging/Tamper Resistant Receptacle Combination Devices: Two- port (Type A) USB charging device and receptacle, commercial specification grade, duplex, 20A, 125V, NEMA 5-20R, listed and labeled as tamper resistant type; rectangular decorator style.

3. USB Charging Noncombination Devices: Four-port (Type A); rectangular decorator style.
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E. Surge Protection Receptacles:

1. Surge Protection Receptacles - General Requirements: Listed and labeled as complying with UL 1449, Type 2 or 3.
a. Energy Dissipation: Not less than 240 J per mode.
b. Protected Modes: L-N, L-G, N-G.
c. UL 1449 Voltage Protection Rating (VPR): Not more than 700 V for L- N, L-G modes and 1200 V for N-G mode.
d. Diagnostics:
1) Visual Notification: Provide indicator light to report functional status of surge protection.
2) Audible Notification: Provide switchable audible alarm to report that surge protection is not functional.

2. Standard Surge Protection Receptacles: Industrial specification grade, duplex, 20A, 125V, NEMA 5-20R, rectangular decorator style.

3. Isolated Ground Surge Protection Receptacles: Industrial specification grade, duplex, 20A, 125V, NEMA 5-20R, rectangular decorator style, with ground contacts isolated from mounting strap.

F. Locking Receptacles: Industrial specification grade, configuration as indicated on the drawings.

1. Standard Locking Convenience Receptacles: Single, 20A, 125V, NEMA L5-20R.

G. Clock Hanger Receptacles: Single, 15A, 125V, NEMA 5-15R.

H. Special Purpose Receptacle Outlet: .20A, 250V, 3 pole, 4 wire, 3 phase grounding, single: NEMA 15-20R; black (Hubbell 8420).

I. Special Purpose Receptacle Outlet: 20A, 125/250V, 3 pole, 4 wire, 1 phase grounding, single: NEMA 14-20R; black (Hubbell 8410).

J. Special Purpose Receptacle Outlet: 30A, 125V, 2 pole, 3 wire grounding, single; NEMA 5-30R; black (Hubbell 9308).

K. Special Purpose Receptacle Outlet: 30A, 250V, 2 pole, 3 wire grounding, single; NEMA 6-30R; black (Hubbell 9330).

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L. Special Purpose Receptacle Outlet: 30A, 250V, 3 pole, 4 wire, 3 hose, grounding, single; NEMA 15-30R; black (Hubbell 8430A).

M. Special Purpose Receptacle Outlet: 30A, 125/250V, 3 pole, 4 wire, 1 phase grounding, single; NEMA 14-30 R; black (Hubbell 9430A).

N. Special Purpose Receptacle Outlet: 30A, 250V, 2 pole, 3 wire, 1 phase grounding, single, twist-lock; NEMA L6-30R; black (Hubbell 2620).

O. Special Purpose Receptacle Outlet: 30A, 250V, 3 pole, 4 wire, 3 phase, grounding, single, twist-lock; NEMA L15-30R; black (Hubbell 2720).

P. Special Purpose Receptacle Outlet: 50A, 250V, 2 pole, 3 wire, 1 phase, grounding, single; NEMA 6-50R; black (Hubbell 9367).

Q. Special Purpose Receptacle Outlet: 50A, 250V, 2 pole, 3 wire, 1 phase, grounding, single, twist-lock; black (Hubbell 25505), with wall plate per NFPA 56A. Portable x-ray receptacle.

R. Special Purpose Receptacle Outlet: 20A, 250V, 2 pole, 3 wire, 1 phase, grounding, single, twist-lock; NEMA L6-20R; black (Hubbell 2320).

S. Special Purpose Receptacle Outlet: 50A, 125/250V, 3 pole, 4 wire, 1 phase, grounding, single; NEMA 14-50R; black (Hubbell 9450A).

T. Special Receptacle: 20A, 4 pole, 5 wire, 3 phase Y, 120/208V; NEMA L21- 20; black (Hubbell 2510).

U. Special Receptacle: 30A, 4 pole, 5 wire, 3 phase Y, 120/208V; NEMA L21- 30; black (Hubbell 2810).

V. Special Purpose Receptacle Outlet: 15A, 125V, 2 pole, 3 wire, isolated ground, duplex; NEMA 5-15R; orange (Hubbell IG-5262).

W. Special Purpose Receptacle Outlet: 20A, 125V, 2 pole, 3 wire, isolated ground, duplex; NEMA 5029R; orange (Hubbell IG-5362).

X. Special Purpose Receptacle Outlet: 30A, 125V, 2 pole, 3 wire, 1 phase, grounding, single, twist-lock; NEMA L5-30R; black (Hubbell 2610).

Y. Special Purpose Receptacle Outlet: 20A, 125V, 2 pole, 3 wire, single, twist- lick; NEMA L5-20R; black.

Z. Special Receptacle Outlet: 30A, 250V, 2 pole, 3 wire, 1 phase grounding, single, twist lock, isolated ground; NEMA L6-30R; orange (Hubbell IG-2620). 26 27 26 Lionakis No. 019124.02
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AA. Special Receptacle Outlet: 30A, 4 pole, 5 wire, 3 phase Y, 277/408V; NEMA L22-30, black.

BB. Special Receptacle Outlet: 60A, 3 pole, 4 wire, 3 phase, 480V; watertight pin and sleeve type; red, Hubbell 460R7W with BB601W 15 degree angle back box.

CC. Special Receptacle Outlet: 60A, 277/480V, 4 pole, 5 wire, single pin and sleeve.

1. Manufacturers
a. Appleton.
b. Hubbell; Model 560R7W.
c. Or approved equal.

DD. Special Receptacle Outlet: 60A, 250V, 3 pole, 4 wire, 3 phase, grounding, single; NEMA 15-60R; black.

1. Manufacturers
a. Bryant; Model 8460.
b. Hubbell; Model 8460A.
c. Pass & Seymour; Model 5760-BL.
d. Or approved equal.

EE. Other receptacle types as indicated on the drawings and/or as required for connection of designated equipment.

2.9 WALL PLATES AND COVERS
A. Wall Plates: Comply with UL 514D.

1. Configuration: One piece cover as required for quantity and types of corresponding wiring devices.

2. Size: Standard.

3. Screws: Metal with slotted heads finished to match wall plate finish.

4. Provide screwless wallplates with concealed mounting hardware where indicated.

B. Nylon Wall Plates: Smooth finish, high-impact thermoplastic.

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C. Stainless Steel Wall Plates: Brushed satin finish, Type 302 stainless steel.

D. Brass Wall Plates: Brushed satin finish, factory-coated to inhibit oxidation.

E. Aluminum Wall Plates: Smooth satin finish, clear anodized, factory-coated to inhibit oxidation.

F. Chrome Wall Plates: Smooth finish, chrome plated steel.

G. Galvanized Steel Wall Plates: Rounded corners and edges, with corrosion resistant screws.

H. Pre-marked Wall Plates: Factory labeled as indicated; hot stamped for nylon wall plates and engraved for metal wall plates.

I. Weatherproof Covers for Damp Locations: Gasketed, cast aluminum, with self-closing hinged cover and corrosion-resistant screws; listed as suitable for use in wet locations with cover closed.

J. Weatherproof Covers for Wet or Damp Locations: Gasketed, cast aluminum, with hinged lockable cover and corrosion-resistant screws; listed as suitable for use in wet locations while in use with attachment plugs connected and identified as extra-duty type.

K. Decorative Cover Plates: white, nylon, verify color with architect .

L. Jumbo Cover Plates: white, nylon, verify color with architect.

M. Weatherproof Cover Plates: Gasketed cast metal with hinged.

N. Inmate Areas: In Correctional Facilities

1. Minimum Level Device Plate: Type 430 stainless steel, flush, satin finish, approximately 20 gauge.
a. Hollow Metal Jamb Posts: Arrow-Hart #T-1650; Bryant, Stainless Steel.

2. Medium Level Device Plate: Stainless steel; Type 430.

3. Maximum Level Device Plate:
a. Back Plate: Cold rolled steel; 10 gauge, prime painted. b. Cover Plate: Steel; 10 gauge, prime painted.
c. Fasteners: Minimum for security fasteners.
d. Manufacturers: Hubbell, Fail-Safe, Mark.
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e. Cast Metal Plate for Surface Type Boxes: Corrosive resistant, cast ferrous metal, designed for the application.
f. Plastic Device Plates: Not permitted.
g. Fasteners: Tamper proof metal fasteners under provisions of Section 05 05 23.
h. Device Plates Installed in Housing Units: Patient Cells, Holding Cells, and Receiving Tanks shall be maximum level device plates. i. Device Plates Installed In Mechanical Rooms, Electrical Rooms, Control Rooms and areas 12 feet of more above finished floor shall be minimum level device plates.
j. Device plates installed in other areas shall be Medium level device plates.

2.10 FLOOR BOX SERVICE FITTINGS
A. Description: Service fittings compatible with floor boxes provided under Section 26 05 33.16 with components, adapters, and trims required for complete installation.

B. Above-Floor Service Fittings:

1. Single Service Pedestal Convenience Receptacles:
a. Configuration: One standard convenience duplex receptacle.

2. Single Service Pedestal Communications Outlets:
a. Configuration: One 1 inch bushed opening.
b. Voice and Data Jacks: As specified in Section 27 30 00.

3. Single Service Pedestal Furniture Feed:
a. Configuration: One 3/4 inch knockout.

4. Dual Service Pedestal Combination Outlets:
a. Configuration:
1) Power: One standard convenience duplex receptacle.
2) Communications: One 1 inch bushed opening.
3) Voice and Data Jacks: As specified in Section 27 30 00.

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b. Provide barrier to separate line and low voltage compartments.

C. Flush Floor Service Fittings:

1. Single Service Flush Convenience Receptacles:
a. Cover: Rectangular.
b. Configuration: One standard convenience duplex receptacle(s) with duplex flap opening(s).

2. Single Service Flush Communications Outlets:
a. Cover: Rectangular.
b. Voice and Data Jacks: As specified in Section 27 30 00.

3. Single Service Flush Furniture Feed:
a. Cover: Rectangular.
b. Configuration: One 2-1/8 inch by 3/4 inch combination threaded opening(s).

4. Dual Service Flush Combination Outlets:
a. Cover: Rectangular.
b. Configuration:
1) Power: One standard convenience duplex receptacle(s) with duplex flap opening(s).
2) Voice and Data Jacks: As specified in Section 27 30 00.

5. Dual Service Flush Furniture Feed:
a. Cover: Rectangular.
b. Configuration:
1) Power: One 2-1/8 inch by 3/4 inch combination threaded opening(s).
2) Communications: One 2-1/8 inch by 1 inch combination threaded opening(s).

6. Accessories:
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a. Tile Rings: Finish to match covers; configuration as required to accommodate specified covers.
b. Carpet Flanges: Finish to match covers; configuration as required to accommodate specified covers.

2.11 POKE-THROUGH ASSEMBLIES
A. Description: Assembly comprising floor service fitting, poke-through component, fire stops and smoke barriers, and junction box for conduit termination; fire rating listed to match fire rating of floor and suitable for floor thickness where installed.

B. Above-Floor Service Fittings:

1. Single Service Pedestal Convenience Receptacles:
a. Configuration: One standard convenience duplex receptacle.

2. Single Service Pedestal Communications Outlets:
a. Configuration: One 1 inch bushed opening.
b. Voice and Data Jacks: As specified in Section 27 30 00.

3. Single Service Pedestal Furniture Feed:
a. Configuration: One 3/4 inch knockout.

4. Dual Service Pedestal Combination Outlets:
a. Configuration:
1) Power: One standard convenience duplex receptacle.
2) Communications: One 1 inch bushed opening.
3) Voice and Data Jacks: As specified in Section 27 30 00. b. Provide barrier to separate line and low voltage compartments.

C. Flush Floor Service Fittings:

1. Single Service Flush Convenience Receptacles:
a. Configuration: One standard convenience duplex receptacle(s) with duplex flap opening(s).

2. Single Service Flush Communications Outlets:

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a. Voice and Data Jacks: As specified in Section 27 30 00.

3. Single Service Flush Furniture Feed:
a. Configuration: One 2 inch by 1-1/4 inch combination threaded opening(s).

4. Dual Service Flush Combination Outlets:
a. Cover: Hinged door(s).
b. Configuration:
1) Power: One standard convenience duplex receptacle(s). 2) Voice and Data Jacks: As specified in Section 27 10 00.

5. Dual Service Flush Furniture Feed:
a. Configuration:
1) Power: One 3/4 inch threaded opening(s).
2) Communications: Two 1/2 inch threaded opening(s).

6. Accessories:
a. Closure Plugs: Size and fire rating as required to seal unused core hole and maintain fire rating of floor.

2.12 ACCESS FLOOR BOXES
A. Manufacturers - Access Floor Boxes with Pre-wired Connectors for Manufactured Wiring Systems:

1. AFC Cable Systems Inc: www.afcweb.com/#sle.

2. RELOC Wiring Solutions, a brand of Acuity Brands,
Inc: www.relocwiring.com/#sle.

3. Wiremold, a brand of Legrand North America, Inc: www.legrand.us/#sle.

4. Or approved equal.

5. Substitutions: See Section 01 60 00 - Product Requirements.

6. Source Limitations: Provide access floor boxes with pre-wired connectors produced by the same manufacturer as the manufactured wiring system used for this project.
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B. Description: Metallic multi-service box suitable for mounting in access floor system specified in Section 09 69 00.

C. Access floor boxes with pre-wired connectors for manufactured wiring systems are permitted only where manufactured wiring systems are permitted as specified in Section 26 05 19.

D. Configuration:

1. Power: Two standard convenience duplex receptacle(s) unless noted otherwise on drawings.

2. Voice and Data Jacks: As specified in Section 27 30 00.

PART 3 EXECUTION

3.1 EXAMINATION
A. Verify that field measurements are as indicated.

B. Verify that outlet boxes are installed in proper locations and at proper mounting heights and are properly sized to accommodate devices and conductors in accordance with NFPA 70.

C. Verify that wall openings are neatly cut and will be completely covered by wall plates.

D. Verify that final surface finishes are complete, including painting.

E. Verify that floor boxes are adjusted properly.

F. Verify that branch circuit wiring installation is completed, tested, and ready for connection to wiring devices.

G. Verify that core drilled holes for poke-through assemblies are in proper locations.

H. Verify that openings in access floor are in proper locations.

I. Verify that conditions are satisfactory for installation prior to starting work.

3.2 PREPARATION
A. Provide extension rings to bring outlet boxes flush with finished surface.

B. Clean dirt, debris, plaster, and other foreign materials from outlet boxes.

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3.3 INSTALLATION
A. Perform work in accordance with NECA 1 (general workmanship) and, where applicable, NECA 130, except for mounting heights specified in those standards.

B. Perform work in a neat and workmanlike manner in accordance with NECA 1, except for mounting heights specified in that standard.

C. Coordinate locations of outlet boxes provided under Section 26 05 33.16 as required for installation of wiring devices provided under this section.

1. Orient outlet boxes for vertical installation of wiring devices unless otherwise indicated.

2. Where multiple receptacles, wall switches, or wall dimmers are installed at the same location and at the same mounting height, gang devices together under a common wall plate.

3. Locate wall switches on strike side of door with edge of wall plate 3 inches from edge of door frame. Where locations are indicated otherwise, notify Owner to obtain direction prior to proceeding with work.

4. Locate receptacles for electric drinking fountains concealed behind drinking fountain according to manufacturer's instructions.

D. Install wiring devices in accordance with manufacturer's instructions.

E. Install permanent barrier between ganged wiring devices when voltage between adjacent devices exceeds 300 V.

F. Where required, connect wiring devices using pigtails not less than 6 inches long. Do not connect more than one conductor to wiring device terminals.

G. Connect wiring devices by wrapping conductor clockwise 3/4 turn around screw terminal and tightening to proper torque specified by the manufacturer.

Where present, do not use push-in pressure terminals that do not rely on screw-actuated binding.

H. Unless otherwise indicated, connect wiring device grounding terminal to branch circuit equipment grounding conductor and to outlet box with bonding jumper.

I. For isolated ground receptacles, connect wiring device grounding terminal only to identified branch circuit isolated equipment grounding conductor. Do not connect grounding terminal to outlet box or normal branch circuit equipment grounding conductor.
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J. Provide GFCI receptacles with integral GFCI protection at each location indicated. Do not use feed-through wiring to protect downstream devices.

K. Unless otherwise indicated, GFCI receptacles may be connected to provide feed-through protection to downstream devices. Label such devices to indicate they are protected by upstream GFCI protection.

L. Where split-wired duplex receptacles are indicated, remove tabs connecting top and bottom receptacles.

M. Install securely, in a neat and workmanlike manner, as specified in NECA 1.

N. Install wiring devices plumb and level with mounting yoke held rigidly in place.

O. Install wall switches with OFF position down.

P. Install wall dimmers to achieve full rating specified and indicated after derating for ganging as instructed by manufacturer.

Q. Do not share neutral conductor on branch circuits.

R. Install vertically mounted receptacles with grounding pole on bottom and horizontally mounted receptacles with grounding pole on right.

S. Install wall plates to fit completely flush to wall with no gaps and rough opening completely covered without strain on wall plate. Repair or reinstall improperly installed outlet boxes or improperly sized rough openings. Do not use oversized wall plates in lieu of meeting this requirement.

T. Install blank wall plates on junction boxes and on outlet boxes with no wiring devices installed or designated for future use.

U. Identify wiring devices in accordance with Section 26 05 53.

V. Install identification label for wall switches and wall dimmers in accordance with Section 26 0526 indicating load served when controlling loads that are not visible from the control location or multiple wall switches or wall dimmers are installed at one location.

W. Install identification label for all receptacles in accordance with Section 26 0526 indicating serving branch circuit.

X. Install poke-through closure plugs in each unused core holes to maintain fire rating of floor.

Y. Install receptacles with grounding pole on bottom.

Z. Connect wiring device grounding terminal to outlet box with bonding jumper.

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AA. Install decorative plates on switch, receptacle, and blank outlets in finished areas.

BB. Connect wiring devices by wrapping conductor around screw terminal.

CC. Use jumbo size plates for outlets installed in masonry walls.

DD. Install galvanized steel plates on outlet boxes and junction boxes in unfinished areas, above accessible ceilings, and on surface mounted outlets.

EE. Install protective rings on active flush cover service fittings.

3.4 CONSTRUCTION
A. Interface with Other Work

1. Coordinate locations of outlet boxes to obtain mounting heights specified unless otherwise indicated on drawings. All dimensions are to the center of the item.

2. Install convenience receptacle four inches above backsplash of counters or four inches above counter if no backsplash. Mount horizontal where indicated

3. Install electric water cooler outlet boxes centered behind unit, behind electric water cooler cover. Coordinate with equipment installer.

B. Locate wall switches on the strike side of door with edge of wall plate three inches from edge of door frame. Where locations are indicated otherwise, notify the Electrical Engineer of Record to obtain direction prior to proceeding with work.

3.5 FIELD QUALITY CONTROL
A. Site Test

1. Test under provisions of Section 01 45 00.

2. See Section 01 40 00 - Quality Requirements, for additional requirements.

3. Operate each wall switch, wall dimmer and fan speed control with circuit energized and verify proper operation.

4. Test each receptacle to verify operation and proper polarity.

5. Verify that each receptacle is energized.
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Wiring Devices January 26, 2024

6. Test each GFCI receptacle for proper tripping operation and proper polarity.

7. Inspect each surge protection receptacle to verify surge protection is active.

B. Inspect each wiring device for damage and defects.

C. Correct wiring deficiencies and replace damaged or defective wiring devices.

3.6 ADJUSTING
A. Adjust devices and wall plates to be flush and level.

B. Adjust presets for wall dimmers according to manufacturer's instructions as directed by Owner's Representative.

3.7 CLEANING
A. Clean exposed surfaces to remove dirt, paint, or other foreign material and restore to match original factory finish.

END OF SECTION 26 27 26
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January 26, 2024 Fuses

SECTION 26 28 13 - FUSES
PART 1 GENERAL

1.1 SECTION INCLUDES
A. Fuses.

B. Spare fuse cabinet.

1.2 RELATED REQUIREMENTS
A. Section 26 05 00 – Common Work Results for Electrical.

B. Section 26 05 53 - Identification for Electrical Systems: Identification products and requirements.

C. Section 26 05 73 - Power System Studies: Additional criteria for the selection of protective devices specified in this section.

D. Section 26 24 13 - Switchboards: Fusible switches.

E. Section 26 24 16 - Panelboards: Fusible switches.

F. Section 26 28 16.16 - Enclosed Switches: Fusible switches.

1.3 REFERENCE STANDARDS
A. NEMA FU 1 - Low Voltage Cartridge Fuses; 2012.

B. NFPA 70 - National Electrical Code; Most Recent Edition Adopted by Authority Having Jurisdiction, Including All Applicable Amendments and Supplements.

C. UL 248-1 - Low-Voltage Fuses - Part 1: General Requirements; Current Edition, Including All Revisions.

D. UL 248-4 - Low-Voltage Fuses - Part 4: Class CC Fuses; Current Edition, Including All Revisions.

E. UL 248-8 - Low-Voltage Fuses - Part 8: Class J Fuses; Current Edition, Including All Revisions.

F. UL 248-10 - Low-Voltage Fuses - Part 10: Class L Fuses; Current Edition, Including All Revisions.

G. UL 248-12 - Low-Voltage Fuses - Part 12: Class R Fuses; Current Edition, Including All Revisions.
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Fuses January 26, 2024

H. UL 248-15 - Low-Voltage Fuses - Part 15: Class T Fuses; Current Edition, Including All Revisions.

1.4 ADMINISTRATIVE REQUIREMENTS
A. Coordination:

1. Coordinate fuse clips furnished in equipment provided under other sections for compatibility with indicated fuses.
a. Fusible Enclosed Switches: See Section 26 28 16.16.

2. Coordinate fuse requirements according to manufacturer's recommendations and nameplate data for actual equipment to be installed.

3. Notify LP Consulting Engineers, Inc. of any conflicts with or deviations from Contract Documents. Obtain direction before proceeding with work.

1.5 SUBMITTALS
A. See Section 01 30 00 - Administrative Requirements, for submittal procedures.

B. Product Data: Provide manufacturer's standard data sheets including voltage and current ratings, interrupting ratings, time-current curves, and current limitation curves.

1. Spare Fuse Cabinet: Include dimensions.

C. Maintenance Materials: Furnish the following for Owner's (Owner's) use in maintenance of project.

1. See Section 01 60 00 - Product Requirements, for additional provisions.

2. Extra Fuses: Three set(s) of three for each type and size installed.

3. Fuse Pullers: One set(s) compatible with each type and size installed.

4. Spare Fuse Cabinet Keys: Two.

1.6 QUALITY ASSURANCE
A. Conform to requirements of CEC.

B. Product Listing Organization Qualifications: An organization recognized by OSHA as a Nationally Recognized Testing Laboratory (NRTL) and acceptable to authorities having jurisdiction.

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January 26, 2024 Fuses

C. Manufacturer Qualifications: Company specializing in manufacturing the products specified in this section with minimum five years documented experience and with service facilities within 100 miles of Project.

D. Products: Listed and classified by Underwriters Laboratories Inc. as suitable for the purpose specified and indicated.

PART 2 PRODUCTS

2.1 MANUFACTURERS
A. Cooper Bussmann
B. Ferraz Shawmut, Inc
C. Littelfuse
D. Gould
E. Or approved equal.

F. Substitutions: See Section 01 60 00 - Product Requirements.

2.2 APPLICATIONS
A. Service Entrance:

1. Fusible Switches up to 600 Amperes: Class RK1, time-delay.

2. Fusible Switches Larger Than 600 Amperes: Class L, time-delay.

B. Feeders:

1. Fusible Switches up to 600 Amperes: Class RK1, time-delay.

2. Fusible Switches Larger Than 600 Amperes: Class L, time-delay.

C. General Purpose Branch Circuits: Class RK1, time-delay.

D. Individual Motor Branch Circuits: Class RK1, time-delay.

E. In-Line Protection for Pole-Mounted Luminaires: Class CC, time-delay.

F. Primary Protection for Control Transformers: Class CC, time-delay.

G. HVAC equipment: Provide fuses, size, type, and ratings in accordance with equipment nameplate data to be field verified by contractor. 26 28 13 Lionakis No. 019124.02
Fuses January 26, 2024

2.3 FUSES
A. Provide products listed, classified, and labeled as suitable for the purpose intended.

B. Unless specifically indicated to be excluded, provide fuses for all fusible equipment as required for a complete operating system.

C. Provide fuses of the same type, rating, and manufacturer within the same switch.

D. Comply with UL 248-1.

E. Unless otherwise indicated, provide cartridge type fuses complying with NEMA FU 1, Class and ratings as indicated.

F. Voltage Rating: Suitable for circuit voltage.

G. Class R Fuses: Comply with UL 248-12.

1. Class RK1, Time-Delay Fuses:
a. Products:
1) Bussmann, “Low-Peak”; 250V KTN-RK and 600V LPS-RK.
2) Littlefuse, “Little-Peak” 250V LLN-RK and 600V LLS-RK. 3) Gould “AMPTRAP II” 250V A2D-R and 600V A6D-R.
4) Substitutions: See Section 01 60 00 - Product Requirements.

2. Class RK1, Fast-Acting, Non-Time-Delay Fuses:
a. Products:
1) Bussmann “Limitron”, 250V KTN-RK and 600V KTS-RK..
2) Littlefuse 250V RLN-R and 600V RLS-R.
3) Gould “AMPTRAP” 250V A2K-R and 600V A6K-R..
4) Substitutions: See Section 01 60 00 - Product Requirements.

3. Class RK5, Time-Delay Fuses:
a. Products:
1) Bussmann “Fusetron” 250V FRN-RK and 600V FRS-RK.

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January 26, 2024 Fuses

2) Littlefuse “SLO-BLO” 250V FLN-R and 600V FLS-R.
3) Gould “TRI-ONIC” 250V TR-R and 600V TRS-R.
4) Substitutions: See Section 01 60 00 - Product Requirements.

4. Class RK5, Fast-Acting, Non-Time-Delay Fuses:
a. Products:
1) Bussmann 300V “T-Tron” JJN, 600V “Limitron” JKS.
2) Substitutions: See Section 01 60 00 - Product Requirements.

H. Class J Fuses: Comply with UL 248-8.

1. Class J, Time-Delay Fuses:
a. Products:
1)
2) Substitutions: See Section 01 60 00 - Product Requirements.

2. Class J, Fast-Acting, Non-Time-Delay Fuses:
a. Products:
1) Bussmann 300V JJN, 600V JKS.
2) Substitutions: See Section 01 60 00 - Product Requirements.

I. Class L Fuses: Comply with UL 248-10.

1. Class L, Time-Delay Fuses:
a. Products:
1) Bussmann “Hi-Cap” 600V, 601-6000A, Type KRP-C.
2) Littlefuse “HI-INT” 600V, 601-6000A, Type KLP-C.
3) Gould “AMPTRAP” 600V, 200-600A, Type A4BY.
4) Substitutions: See Section 01 60 00 - Product Requirements.

2. Class L, Fast-Acting, Non-Time-Delay Fuses:
a. Products:
1) Bussmann 300V KTN-R, 600V KTS-R.
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2) Substitutions: See Section 01 60 00 - Product Requirements.

J. Class T Fuses: Comply with UL 248-15.

1. Products:
a. Bussmann 300V JJN, 600V JJS.
b. Substitutions: See Section 01 60 00 - Product Requirements.

K. Class CC Fuses: Comply with UL 248-4.

1. Class CC, Time-Delay Fuses:
a. Products:
1) Bussmann 600V LP-CC.
2) Substitutions: See Section 01 60 00 - Product Requirements.

2. Class CC, Fast-Acting, Non-Time-Delay Fuses:
a. Products:
1) Bussmann 600v, KTK-R.
2) Substitutions: See Section 01 60 00 - Product Requirements.

L. Selectivity: Where the requirement for selectivity is indicated, furnish products as required to achieve selective coordination.

M. Provide the following accessories where indicated or where required to complete installation:

1. Fuseholders: Compatible with indicated fuses.

2. Fuse Reducers: For adapting indicated fuses to permit installation in switch designed for fuses with larger ampere ratings.

2.4 SPARE FUSE CABINET
A. Description: Wall-mounted sheet metal cabinet with shelves and hinged door with cylinder lock, suitably sized to store spare fuses and fuse pullers specified.

B. Finish: Manufacturer's standard, factory applied grey finish unless otherwise indicated.

C. Doors: Hinged, with hasp for Owner's (Owner's) padlock.

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PART 3 EXECUTION

3.1 EXAMINATION
A. Verify that fuse ratings are consistent with circuit voltage and manufacturer's recommendations and nameplate data for equipment.

B. Verify that mounting surfaces are ready to receive spare fuse cabinet.

C. Verify that conditions are satisfactory for installation prior to starting work.

3.2 INSTALLATION
A. Do not install fuses until circuits are ready to be energized.

B. Install fuses with label oriented such that manufacturer, type, and size are easily read.

C. Install spare fuse cabinet in convenient location in main electrical room unless otherwise indicated on drawings.

D. Identify spare fuse cabinet in accordance with Section 26 05 53.

E. Provide identification nameplate for spare fuse cabinet in accordance with Section 26 05 53.

END OF SECTION 26 28 13

Lionakis No. 019124.02 26 51 00
January 26, 2024 Interior Lighting

SECTION 26 51 00 - INTERIOR LIGHTING
PART 1 GENERAL

1.1 SECTION INCLUDES
A. Interior luminaires.

B. Emergency lighting units.

C. Exit signs.

D. Drivers.

E. Accessories.

1.2 RELATED REQUIREMENTS
A. Section 09 2116 - Gypsum Board Assemblies: Additional requirements for support of ceiling mounted fixtures.

B. Section 09 5100 - Acoustical Ceilings: Additional requirements for support of ceiling mounted fixtures.

C. Section 23 36 00 - Air Terminal Units: Air distribution accessories for air handling luminaires.

D. Section 26 05 00 – Common Work Results for Electrical.

E. Section 26 05 29 - Hangers and Supports for Electrical Systems.

F. Section 26 05 33.16 - Boxes for Electrical Systems.

G. Section 26 05 48 - Vibration and Seismic Controls for Electrical Systems.

H. Section 26 05 53 - Identification for Electrical Systems: Identification products and requirements.

I. Section 26 09 23 - Lighting Control Devices.

1. Includes automatic controls for lighting including occupancy sensors, outdoor motion sensors, time switches, outdoor photo controls, and daylighting controls.

2. Includes lighting contactors.

J. Section 26 27 26 - Wiring Devices: Manual wall switches and wall dimmers.

K. Section 26 56 00 - Exterior Lighting.
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1.3 REFERENCE STANDARDS
A. 47 CFR 15 - Radio Frequency Devices; current edition.

B. ANSI C78.379 - American National Standard for Electric Lamps -- Reflector Lamps -- Classification of Beam Patterns; 2006.

C. IEC 60529 - Degrees of Protection Provided by Enclosures (IP Code); 1989 (Corrigendum 2019).

D. IEEE C62.41.2 - IEEE Recommended Practice on Characterization of Surges in Low-Voltage (1000 V and less) AC Power Circuits; 2002 (Corrigendum 2012).

E. IES LM-63 - Approved Method: IES Standard File Format for the Electronic Transfer of Photometric Data and Related Information; 2019.

F. IES LM-79 - Approved Method: Optical and Electrical Measurements of Solid- State Lighting Products; 2019.

G. IES LM-80 - Approved Method: Measuring Maintenance of Light Output Characteristics of Solid-State Light Sources; 2021.

H. NECA 1 - Standard for Good Workmanship in Electrical Construction; 2015.

I. NECA/IESNA 500 - Standard for Installing Indoor Lighting Systems; 2006.

J. NECA/IESNA 502 - Standard for Installing Industrial Lighting Systems; 2006.

K. NEMA 410 - Performance Testing for Lighting Controls and Switching Devices with Electronic Drivers and Discharge Ballasts; 2023.

L. NEMA LE 4 - Recessed Luminaires, Ceiling Compatibility; 2012 (Reaffirmed 2018).

M. NFPA 70 - National Electrical Code; Most Recent Edition Adopted by Authority Having Jurisdiction, Including All Applicable Amendments and Supplements.

N. NFPA 101 - Life Safety Code; Most Recent Edition Adopted by Authority Having Jurisdiction, Including All Applicable Amendments and Supplements.

O. UL 844 - Luminaires for Use in Hazardous (Classified) Locations; Current Edition, Including All Revisions.

P. UL 924 - Emergency Lighting and Power Equipment; Current Edition, Including All Revisions.

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Q. UL 1598 - Luminaires; Current Edition, Including All Revisions.

R. UL 8750 - Light Emitting Diode (LED) Equipment for Use in Lighting Products; Current Edition, Including All Revisions.

1.4 ADMINISTRATIVE REQUIREMENTS
A. Coordination:

1. Coordinate the installation of luminaires with mounting surfaces installed under other sections or by others. Coordinate the work with placement of supports, anchors, etc. required for mounting. Coordinate compatibility of luminaires and associated trims with mounting surfaces at installed locations.

2. Coordinate the placement of luminaires with structural members, ductwork, piping, equipment, diffusers, fire suppression system components, and other potential conflicts installed under other sections or by others.

3. Coordinate the placement of exit signs with furniture, equipment, signage or other potential obstructions to visibility installed under other sections or by others.

4. Notify Architect and/or Owner of any conflicts or deviations from the contract documents to obtain direction prior to proceeding with work.

1.5 SUBMITTALS
A. See Section 01 30 00 - Administrative Requirements, for submittal procedures.

B. Shop Drawings:

1. Indicate dimensions and components for each luminaire that is not a standard product of the manufacturer.

2. Provide photometric calculations where luminaires are proposed for substitution.

3. Provide shop drawings for continuous row luminaires. 26 51 00 Lionakis No. 019124.02
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C. Product Data: Provide manufacturer's standard catalog pages and data sheets including detailed information on luminaire construction, dimensions, ratings, finishes, mounting requirements, listings, service conditions, photometric performance, installed accessories, and ceiling compatibility; include model number nomenclature clearly marked with all proposed features.

1. LED Luminaires:
a. Include estimated useful life, calculated based on IES LM-80 test data.
b. Include IES LM-79 test report upon request.

2. Provide electronic files of photometric data certified by a National Voluntary Laboratory Accreditation Program (NVLAP) lab or independent testing agency in IES LM-63 standard format upon request.

3. Drivers: Include wiring diagrams and list of compatible lamp configurations.

4. Lamps: Include rated life, color temperature, color rendering index (CRI), and initial and mean lumen output.

5. Air Handling Luminaires: Include air handling performance data.

D. Sustainable Design Documentation: Submit manufacturer's product data on lamp mercury content and rated lamp life, showing compliance with specified requirements.

E. Samples:

1. Provide one sample(s) of each specified luminaire where indicated.

2. Provide one sample(s) of each custom luminaire.

3. Provide one sample(s) of each luminaire proposed for substitution upon request.

4. Provide one sample(s) of each product finish illustrating color and texture upon request.

F. Field quality control reports.

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G. Manufacturer's Installation Instructions: Indicate application conditions and limitations of use stipulated by product testing agency. Include instructions for storage, handling, protection, examination, preparation, and installation of product.

H. Operation and Maintenance Data: Instructions for each product including information on replacement parts.

I. Maintenance Materials: Furnish the following for Owner's (Owmer's) use in maintenance of project.

1. See Section 01 60 00 - Product Requirements, for additional provisions.

2. Extra Lenses and Louvers: Two percent of total quantity installed for each type, but not less than one of each type.

3. Extra LED Drivers: Two percent of total quantity installed for each type, but not less than one of each type.

J. Project Record Documents: Record actual connections and locations of luminaires and any associated remote components.

1.6 QUALITY ASSURANCE
A. Conform to requirements of CEC, and ICBO.

B. Maintain at the project site a copy of each referenced document that prescribes execution requirements.

C. Conform to requirements of NFPA 70 and NFPA 101.

D. Manufacturer Qualifications: Company specializing in manufacturing the products specified in this section with minimum five years documented experience.

E. Product Listing Organization Qualifications: An organization recognized by OSHA as a Nationally Recognized Testing Laboratory (NRTL) and acceptable to authorities having jurisdiction.

1.7 DELIVERY, STORAGE, AND PROTECTION
A. Receive, handle, and store products according to NECA/IESNA 500 (commercial lighting), NECA/IESNA 502 (industrial lighting), and manufacturer's written instructions.

B. Keep products in original manufacturer's packaging and protect from damage until ready for installation.
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1.8 FIELD CONDITIONS
A. Maintain field conditions within manufacturer's required service conditions during and after installation.

1.9 WARRANTY
A. See Section 01 78 00 - Closeout Submittals, for additional warranty requirements.

B. Provide 3-year manufacturer warranty for LED luminaires, including drivers.

C. Provide 5-year pro-rata warranty for batteries for emergency lighting units.

D. Provide 10-year pro-rata warranty for batteries for self-powered exit signs.

E. Provide 3-year full warranty for fluorescent emergency power supply units.

F. Products: Listed and classified by Underwriters Laboratories Inc. as suitable for the purpose specified and indicated.

PART 2 PRODUCTS

2.1 MANUFACTURERS - LUMINAIRES
A. Furnish products as indicated in Lighting Fixture Schedule included on the Drawings

1. General: Lighting fixtures as hereinafter specified are identified by type as noted on drawings. Fixture specifications are based on construction and performance. Manufacturer’s catalog numbers are of general nature and indicate the level of quality required, but do not necessarily reflect complete options and accessories required. Approval shall be based on description and specification of fixture as well as catalog number indicated. Verify fixture voltage requirements with circuitry shown on drawings and provide appropriate equipment.

2.2 OWNER-FURNISHED PRODUCTS
A. New Products: As indicated on drawings.

B. Existing Products: As indicated on drawings.

2.3 LUMINAIRE TYPES
A. Furnish products as indicated in luminaire schedule included on the drawings.

B. Substitutions: See Section 01 60 00 - Product Requirements.

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2.4 LUMINAIRES
A. Manufacturers:

1. Acuity Brands, Inc: www.acuitybrands.com/#sle.

2. Alloy LED; www.alloyled.com/#sle.

3. Cooper Lighting, a division of Cooper Industries:
www.cooperindustries.com/#sle.

4. Electro-Matic Visual, Inc; www.empvisual.com/#sle.

5. Hubbell Lighting, Inc: www.hubbelllighting.com/#sle.

6. Lutron Electronics Company, Inc: www.lutron.com/#sle.

7. Philips Lighting North America Corporation;
www.lightingproducts.philips.com/#sle.

8. Other manufacturers as indicated in the fixture schedule on the drawings.

9. Or approved equal.

10. Substitutions: See Section 01 60 00 - Product Requirements.

B. Provide products that comply with requirements of NFPA 70.

C. Provide products that are listed and labeled as complying with UL 1598, where applicable.

D. Provide products listed, classified, and labeled as suitable for the purpose intended.

E. Provide products complying with Federal Energy Management Program (FEMP) requirements.

F. Unless otherwise indicated, provide complete luminaires including lamp(s) and all sockets, drivers, reflectors, lenses, housings and other components required to position, energize and protect the lamp and distribute the light.

G. Unless specifically indicated to be excluded, provide all required conduit, boxes, wiring, connectors, hardware, supports, trims, accessories, etc. as necessary for a complete operating system.

H. Provide products suitable to withstand normal handling, installation, and service without any damage, distortion, corrosion, fading, discoloring, etc.

I. Recessed Luminaires:
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1. Ceiling Compatibility: Comply with NEMA LE 4.

2. Luminaires Recessed in Insulated Ceilings: Listed and labeled as IC- rated, suitable for direct contact with insulation and combustible materials.

3. Luminaires Recessed in Sloped Ceilings: Provide suitable sloped ceiling adapters.

4. Air-Handling Recessed Fluorescent Luminaires: Suitable for air supply/return, heat removal, or combination as indicated. a. Luminaires for Air Supply/Return: Provide air control blades where indicated.
b. Luminaires for Heat Removal: Provide heat removal dampers where indicated.

J. Hazardous (Classified) Location Luminaires: Listed and labeled as complying with UL 844 for the classification of the installed location.

K. LED Luminaires:

1. Components: UL 8750 recognized or listed as applicable.

2. Tested in accordance with IES LM-79 and IES LM-80.

3. LED Estimated Useful Life: Minimum of 50,000 hours at 70 percent lumen maintenance, calculated based on IES LM-80 test data.

L. LED Tape Lighting Systems: Provide all power supplies, drivers, cables, connectors, channels, covers, mounting accessories, and interfaces as necessary to complete installation.

1. LED Tape - General Requirements:
a. Listed.
b. Designed for field cutting in accordance with listing. c. Wet Location Applications: IEC 60529, IP 68 (waterproof) rated.

2. White LED Tape:
a. Correlated Color Temperature (CCT): 3500 K unless otherwise indicated.
b. Color Rendering Index (CRI): Not less than 90.

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M. Track Lighting Systems: Provide track compatible with specified track heads, with all connectors, power feed fittings, dead ends, hangers and canopies as necessary to complete installation.

N. Luminaires Mounted in Continuous Rows: Provide quantity of units required for length indicated, with all accessories required for joining and aligning.

2.5 EMERGENCY LIGHTING UNITS
A. Manufacturers:

1. Acuity Brands, Inc: www.acuitybrands.com/#sle.

2. Cooper Lighting, a division of Cooper Industries:
www.cooperindustries.com/#sle.

3. Hubbell Lighting, Inc: www.hubbelllighting.com/#sle.

4. Or approved equal.

5. Substitutions: See Section 01 60 00 - Product Requirements.

B. Description: Emergency lighting units complying with NFPA 101 and all applicable state and local codes, and listed and labeled as complying with UL 924.

C. Operation: Upon interruption of normal power source or brownout condition exceeding 20 percent voltage drop from nominal, solid-state control automatically switches connected lamps to integral battery power for minimum of 90 minutes of rated emergency illumination, and automatically recharges battery upon restoration of normal power source.

D. Battery:

1. Sealed maintenance-free lead calcium unless otherwise indicated.

2. Size battery to supply all connected lamps, including emergency remote heads where indicated.

E. Diagnostics: Provide power status indicator light and accessible integral test switch to manually activate emergency operation.

F. Provide low-voltage disconnect to prevent battery damage from deep discharge.

G. Self-Diagnostics: Provide units that self-monitor functionality and automatically perform testing required by NFPA 101 where indicated; provide indicator light(s) to report test and diagnostic status. 26 51 00 Lionakis No. 019124.02
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H. Where indicated, provide units with integral time delay to maintain emergency illumination for 15 minutes after restoration of normal power source.

I. Accessories:

1. Provide compatible accessory mounting brackets where indicated or required to complete installation.

2. Provide compatible accessory high impact polycarbonate vandal shields where indicated.

3. Provide compatible accessory wire guards where indicated.

4. Where indicated, provide emergency remote heads that are compatible with the emergency lighting unit they are connected to and suitable for the installed location.

2.6 EXIT SIGNS
A. Description: Exit signs and similar signs for special purpose applications such as area of refuge/rescue assistance.

B. Description: Exit signs complying with NFPA 101 and applicable state and local codes, and listed and labeled as complying with UL 924.

1. Number of Faces: Single- or double-face as indicated or as required for installed location.

2. Directional Arrows: As indicated or as required for installed location.

C. Powered Exit Signs: Internally illuminated with LEDs unless otherwise indicated.

1. Manufacturers:
a. Acuity Brands, Inc: www.acuitybrands.com/#sle.
b. Cooper Lighting, a division of Cooper Industries;:
www.cooperindustries.com/#sle.
c. Hubbell Lighting, Inc: www.hubbelllighting.com/#sle. d. Philips Lighting North America Corporation;
www.lightingproducts.philips.com/#sle.
e. Or approved equal.
f. Substitutions: See Section 01 60 00 - Product Requirements.

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D. Accessories:

1. Provide compatible accessory high-impact polycarbonate vandal shields where indicated.

2. Provide compatible accessory wire guards where indicated.

E. Manufacturers: Furnish products as indicated in Lighting Fixture Schedule included on the Drawings
F. Exit Signs: Exit sign fixture suitable for use as emergency lighting unit.

1. Provide fixtures complying with NFPA 101.

2. Lamps: LED.

3. Directional Arrows: Universal type for field adjustment.

4. Mounting: Universal, for field selection.

5. Battery: 6 or 12 volt, nickel-cadmium type, with 1.5 hour capacity.

6. Battery Charger: Dual-rate type, with sufficient capacity to recharge discharged battery to full charge within twelve hours.

7. Lamps: Manufacturer's standard.

2.7 BALLASTS AND DRIVERS
A. Manufacturers:

1. Alloy LED; www.alloyled.com/#sle.

2. General Electric Company/GE Lighting: www.gelighting.com/#sle.

3. Lutron Electronics Company, Inc: www.lutron.com/#sle.

4. OSRAM Sylvania, Inc: www.osram.us/ds/#sle.

5. Philips Lighting North America Corporation;
www.usa.lighting.philips.com/#sle.

6. Or approved equal.

7. Substitutions: See Section 01 60 00 - Product Requirements.

8. Where a specific manufacturer or model is indicated elsewhere in the luminaire schedule or on the drawings, substitutions are not permitted unless explicitly indicated.
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B. Ballasts/Drivers - General Requirements:

1. Provide ballasts containing no polychlorinated biphenyls (PCBs).

2. Minimum Efficiency/Efficacy: Provide ballasts complying with all current applicable federal and state ballast efficiency/efficacy standards.

3. Electronic Ballasts/Drivers: Inrush currents not exceeding peak currents specified in NEMA 410.

C. LED Drivers:

1. Luminaires shall be equipped with an LED driver(s) that accepts the voltage as indicated on the Fixture Schedule on the drawings. Individual driver(s) shall be replaceable

2. Driver(s) shall be UL8750 class 2 compliant for their intended use.

3. Total harmonic distortion (THD) for current: ≤ 20%.

4. Driver(s) shall be rated to operate between -30 degrees C to 50 degrees C minimum.

5. Individual drivers shall be equipped with surge protection (6kV minimum) in accordance with IEEE/ANSI C62.4.1. Driver(s) shall be protected against damage due to either an open circuit or short circuit fault condition on the driver output.

6. Driver(s) shall have a minimum efficiency of 85 percent.

7. LED driver(s) shall have a minimum lifetime of 50,000+ hours at 40 degrees C and shall have a minimum efficiency of 80 lumens per watt.

8. LED dies shall be tested in accordance with I.E.S.N.A. LM-80-08 standards.

9. Thermal management shall be passive by design and shall consist of heat sinks with no fans, pumps, or liquids.

10. Dimming Range: Continuous dimming from 100 percent to ten percent relative light output unless dimming capability to lower level is indicated, without flicker.

11. Control Compatibility: Fully compatible with the dimming controls to be installed.
a. Wall Dimmers: See Section 26 27 26.

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b. Daylighting Controls: See Section 26 09 23.
c. Network Lighting Controls: See Section 26 09 43.

12. Product(s):
a. Lutron Hi-Lume Premier 0.1% Constant Voltage (L3D0-Series): 3- wire and digital control; 0.1 percent dimming with Soft-On and Fade- to-Black low end performance; www.lutron.com/#sle.
b. Lutron Hi-Lume 1% (LTE-Series): Forward phase (neutral wire required); one percent dimming; www.lutron.com/#sle.
c. Lutron Hi-Lume 1% (L3D-Series): 3-wire and digital control; one percent dimming; www.lutron.com/#sle.
d. Lutron 5-Series (LDE5-Series): Digital control; five percent dimming; www.lutron.com/#sle.
e. Lutron Hi-Lume 1% Soft-on Fade-to-Black (LDE1-Series): Digital control; one percent dimming with Soft-On and Fade-to-Black low end performance; www.lutron.com/#sle.
f. Or approved equal.

2.8 ACCESSORIES
A. Stems for Suspended Luminaires: Steel tubing, minimum 1/2" size, factory finished to match luminaire or field-painted as directed.

B. Threaded Rods for Suspended Luminaires: Zinc-plated steel, minimum 1/4" size, field-painted as directed.

C. Provide accessory plaster frames for luminaires recessed in plaster ceilings.

D. Provide wire guards for lighting fixtures and equipment where indicated on the drawings.

E. Tube Guards for Linear Fluorescent Lamps: Provide clear virgin polycarbonate sleeves with endcaps where indicated.

1. Product: As indicated in the Fixture Schedule on the drawings. a. Substitutions: See Section 01 60 00 - Product Requirements.

F. Fire-Rated Luminaire Enclosures:

1. Manufacturers:
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a. Fire Rated Product Specialties Corp: www.frpsonline.com/#sle. b. Specialty Products & Insulation (SPI); SafeLite: www.spi-co.com/#sle. c. Or approved equal.
d. Substitutions: See Section 01 60 00 - Product Requirements.

2. Provide as required to preserve fire resistance rating of building elements.

2.9 SPARE PARTS
A. The Contractor shall furnish to the Owner at the completion of the project, a minimum of 5 percent spare LED driver assemblies and light engines for each LED fixture type. LED drivers shall be turned over to the Owner’s Representative in their manufacturer’s protective packaging. LED drivers not in their protective packaging will not be acceptable.

PART 3 EXECUTION

3.1 EXAMINATION
A. Verify that field measurements are as indicated.

B. Verify that outlet boxes are installed in proper locations and at proper mounting heights and are properly sized to accommodate conductors in accordance with NFPA 70.

C. Verify that suitable support frames are installed where required.

D. Verify that branch circuit wiring installation is completed, tested, and ready for connection to luminaires.

E. Verify that conditions are satisfactory for installation prior to starting work.

3.2 PREPARATION
A. Provide extension rings to bring outlet boxes flush with finished surface.

B. Clean dirt, debris, plaster, and other foreign materials from outlet boxes.

3.3 INSTALLATION
A. Coordinate locations of outlet boxes provided under Section 26 05 33.16 as required for installation of luminaires provided under this section.

B. Perform work in accordance with NECA 1 (general workmanship).

C. Install products in accordance with manufacturer's instructions.

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D. Install luminaires securely, in a neat and workmanlike manner, as specified in NECA 500 (commercial lighting) and NECA 502 (industrial lighting).

E. Provide required support and attachment in accordance with Section 26 05

29. F. Provide required seismic controls in accordance with Section 26 05 48.

G. Provide seismic sway bracing restraints when an installed suspended luminaire's distance from the nearest permanent object (structural, mechanical, etc.) is less than 0.707 of the total suspension cable (stem) length.

H. Install luminaires plumb and square and aligned with building lines and with adjacent luminaires.

I. Suspended Ceiling Mounted Luminaires:

1. Do not use ceiling tiles to bear weight of luminaires.

2. Do not use ceiling support system to bear weight of luminaires unless ceiling support system is certified as suitable to do so.

3. Secure surface-mounted and recessed luminaires to ceiling support channels or framing members or to building structure.

4. Secure pendant-mounted luminaires to building structure.

5. See appropriate Division 9 section where suspended grid ceiling is specified for additional requirements.

J. Recessed Luminaires:

1. Install trims tight to mounting surface with no visible light leakage.

2. Non-IC Rated Luminaires: Maintain required separation from insulation and combustible materials according to listing.

3. Luminaires Recessed in Fire-Rated Ceilings: Install using accessories and firestopping materials to meet regulatory requirements for fire rating.

4. Install recessed luminaires to permit removal from below.

5. Install clips to secure recessed grid supported luminaires in place. Secure lay-in luminaires to ceiling support channels using listed safety clips at four corners.
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6. In addition to ceiling support wires, provide two galvanized steel safety wire(s), minimum 12 gauge, connected from opposing corners of each recessed luminaire to building structure.

K. Suspended Luminaires:

1. Unless otherwise indicated, specified mounting heights are to bottom of luminaire.

2. Install using the suspension method indicated, with support lengths and accessories as required for specified mounting height.

3. Provide minimum of two supports for each luminaire equal to or exceeding 4 feet nominal length, with no more than 4 feet between supports.

4. Install canopies tight to mounting surface.

5. Unless otherwise indicated, support pendants from swivel hangers.

6. Provide seismic sway bracing where indicated or as required by the application.

L. Wall-Mounted Luminaires: Unless otherwise indicated, specified mounting heights are to center of luminaire.

M. Install fixtures securely, in a neat and workmanlike manner, as specified in NECA 500 (commercial lighting).

N. Install suspended luminaires and exit signs using pendants supported from swivel hangers. Provide pendant length required to suspend luminaire at indicated height.

O. Support luminaires larger than 2 x 4 foot size independent of ceiling framing.

P. Install surface mounted luminaires and exit signs plumb and adjust to align with building lines and with each other. Secure to prevent movement.

Q. Exposed Grid Ceilings: Support surface mounted luminaires in grid ceiling directly from building structure.

R. Install wall mounted luminaires and exit signs at height as indicated on Drawings.

S. Install accessories furnished with each luminaire.

T. Make wiring connections to branch circuit using building wire with insulation suitable for temperature conditions within fixture; use flexible conduit.

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U. Connect luminaires and exit signs to branch circuit outlets provided under Section 26 0537 using flexible conduit.

V. Make wiring connections to branch circuit using building wire with insulation suitable for temperature conditions within luminaire.

W. Bond products and metal accessories to branch circuit equipment grounding conductor.

X. Install specified lamps in each exit sign and luminaire.

Y. Air Handling Luminaires: Interface with air handling accessories furnished and installed under Section 23 36 00.

Z. Emergency Lighting Units:

1. Unless otherwise indicated, connect unit to unswitched power from same circuit feeding normal lighting in same room or area. Bypass local switches, contactors, or other lighting controls.

2. Install lock-on device on branch circuit breaker serving units.

AA. Exit Signs:

1. Unless otherwise indicated, connect unit to unswitched power from same circuit feeding normal lighting in same room or area. Bypass local switches, contactors, or other lighting controls.

2. Install lock-on device on branch circuit breaker serving units.

3. Install pendant exit signs at height indicated. Where not indicated, mount 90 inches above finished floor in space over door frame where applicable BB. Remote Drivers: Install in accessible location as indicated or as required to complete installation, using conductors per manufacturer's recommendations not exceeding manufacturer's recommended maximum conductor length to luminaire.

CC. Identify luminaires connected to emergency power system in accordance with Section 26 05 53.

DD. Install lamps in each luminaire.

3.4 FIELD QUALITY CONTROL
A. See Section 01 40 00 - Quality Requirements, for additional requirements.

B. Inspect each product for damage and defects.
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C. Perform field inspection, testing, and adjusting in accordance with Section 01 4000.

D. Operate each luminaire after installation and connection to verify proper operation.

E. Test self-powered exit signs, emergency lighting units, and fluorescent emergency power supply units to verify proper operation upon loss of normal power supply.

F. Correct wiring deficiencies and repair or replace damaged or defective products. Repair or replace excessively noisy ballasts as determined by LP Consulting Engineers, Inc..

G. Re-lamp luminaires that have failed lamps at substantial completion.

3.5 ADJUSTING
A. Aim and position adjustable luminaires to achieve desired illumination as indicated or as directed by LP Consulting Engineers, Inc.. Secure locking fittings in place.

B. Aim and position adjustable emergency lighting unit lamps to achieve optimum illumination of egress path as required or as directed by LP Consulting Engineers, Inc. or authority having jurisdiction.

C. Air-Handling Luminaires with Air Control Blades or Heat Removal Dampers: Adjust as indicated or as required for proper airflow as directed by LP Consulting Engineers, Inc..

D. Exit Signs with Field-Selectable Directional Arrows: Set as indicated or as required to properly designate egress path as directed by LP Consulting Engineers, Inc. or authority having jurisdiction.

E. Aim and adjust fixtures as indicated and/or as directed by the Architect or Electrical Engineer of Record.

F. Position exit sign directional arrows as indicated.

3.6 CLEANING
A. Clean surfaces according to NECA 500 (commercial lighting), NECA 502 (industrial lighting), and manufacturer's instructions to remove dirt, fingerprints, paint, or other foreign material and restore finishes to match original factory finish.

B. Clean electrical parts to remove conductive and deleterious materials.

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C. Remove dirt and debris from enclosures.

D. Clean finishes and touch up damage.

E. Clean photometric control surfaces as recommended by manufacturer.

3.7 CLOSEOUT ACTIVITIES
A. See Section 01 78 00 - Closeout Submittals, for closeout submittals.

B. See Section 01 79 00 - Demonstration and Training, for additional requirements.

C. Demonstration: Demonstrate proper operation of luminaires to LP Consulting Engineers, Inc. or designated representative, and correct deficiencies or make adjustments as directed.

D. Just prior to Substantial Completion, replace all lamps that have failed.

3.8 PROTECTION
A. Protect installed luminaires from subsequent construction operations.

3.9 SCHEDULE - SEE DRAWINGS
END OF SECTION 26 51 00

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SECTION 26 56 00 - EXTERIOR LIGHTING
PART 1 GENERAL

1.1 SECTION INCLUDES
A. Exterior luminaires.

B. Ballasts and Drivers.

C. Poles and accessories.

D. Luminaire accessories.

1.2 RELATED REQUIREMENTS
A. Section 03 30 00 - Cast-in-Place Concrete: Materials and installation requirements for concrete bases for poles.

B. Section 26 05 00 – Common Work Results for Electrical.

C. Section 26 05 26 - Grounding and Bonding for Electrical Systems.

D. Section 26 05 29 - Hangers and Supports for Electrical Systems.

E. Section 26 05 33.16 - Boxes for Electrical Systems.

F. Section 26 05 48 - Vibration and Seismic Controls for Electrical Systems.

G. Section 26 09 23 - Lighting Control Devices.

1. Includes automatic controls for lighting including outdoor motion sensors, time switches, and outdoor photo controls.

2. Includes lighting contactors.

H. Section 26 27 26 - Wiring Devices: Receptacles for installation in poles.

I. Section 26 28 13 - Fuses.

J. Section 26 51 00 - Interior Lighting.

1.3 REFERENCE STANDARDS
A. AASHTO LTS - Standard Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals; 2013, with Editorial Revision (2022).

B. ANSI C136.10 - American National Standard for Roadway and Area Lighting Equipment - Locking-Type Photocontrol Devices and Mating Receptacles - Physical and Electrical Interchangeability and Testing; 2023. 26 56 00 Lionakis No. 019124.02
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C. ANSI O5.1 - American National Standard for Wood Poles: Specifications and Dimensions; 2022.

D. IEC 60529 - Degrees of Protection Provided by Enclosures (IP Code); 1989 (Corrigendum 2019).

E. IEEE C2 - National Electrical Safety Code(R) (NESC(R)); 2023.

F. IEEE C62.41.2 - IEEE Recommended Practice on Characterization of Surges in Low-Voltage (1000 V and less) AC Power Circuits; 2002 (Corrigendum 2012).

G. IES LM-63 - Approved Method: IES Standard File Format for the Electronic Transfer of Photometric Data and Related Information; 2019.

H. IES LM-79 - Approved Method: Optical and Electrical Measurements of Solid- State Lighting Products; 2019.

I. IES LM-80 - Approved Method: Measuring Maintenance of Light Output Characteristics of Solid-State Light Sources; 2021.

J. IES RP-8 - Recommended Practice: Lighting Roadway and Parking Facilities; 2022.

K. NECA 1 - Standard for Good Workmanship in Electrical Construction; 2015.

L. NECA/IESNA 501 - Standard for Installing Exterior Lighting Systems; 2000 (Reaffirmed 2006).

M. NEMA 410 - Performance Testing for Lighting Controls and Switching Devices with Electronic Drivers and Discharge Ballasts; 2023.

N. NEMA LE 4 - Recessed Luminaires, Ceiling Compatibility; 2012 (Reaffirmed 2018).

O. NFPA 70 - National Electrical Code; Most Recent Edition Adopted by Authority Having Jurisdiction, Including All Applicable Amendments and Supplements.

P. UL 844 - Luminaires for Use in Hazardous (Classified) Locations; Current Edition, Including All Revisions.

Q. UL 1598 - Luminaires; Current Edition, Including All Revisions.

R. UL 8750 - Light Emitting Diode (LED) Equipment for Use in Lighting Products; Current Edition, Including All Revisions.

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1.4 ADMINISTRATIVE REQUIREMENTS
A. Coordination:

1. Coordinate placement of poles and associated foundations with utilities, curbs, sidewalks, trees, walls, fences, striping, etc. installed under other sections or by others. Coordinate elevation to obtain specified foundation height.

2. Notify Architect and/or District Representative of any conflicts or deviations from the contract documents to obtain direction prior to proceeding with work.

B. Coordination: Furnish bolt templates and pole mounting accessories to installer of pole foundations.

1.5 SUBMITTALS
A. See Section 01 30 00 - Administrative Requirements, for submittal procedures.

B. Shop Drawings:

1. Indicate dimensions and components for each luminaire that is not a standard product of the manufacturer.

2. Provide photometric calculations where luminaires are proposed for substitution.

3. Provide structural calculations for each pole proposed for substitution.

C. Product Data: Provide manufacturer's standard catalog pages and data sheets including detailed information on luminaire construction, dimensions, ratings, finishes, mounting requirements, listings, service conditions, photometric performance, weight, effective projected area (EPA), and installed accessories; include model number nomenclature clearly marked with all proposed features.

1. LED Luminaires:
a. Include estimated useful life, calculated based on IES LM-80 test data.
b. Include IES LM-79 test report upon request.
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2. Provide electronic files of photometric data certified by a National Voluntary Laboratory Accreditation Program (NVLAP) lab or independent testing agency in IES LM-63 standard format upon request.

3. LED Retrofit Luminaire Conversion Kits: Include list of compatible luminaires and/or criteria for compatibility.

4. Poles: Include information on maximum supported effective projected area (EPA) and weight for the design wind speed.

D. Sustainable Design Documentation: Submit manufacturer's product data on lamp mercury content and rated lamp life, showing compliance with specified requirements.

E. Samples:

1. Provide one sample(s) of each specified luminaire where indicated.

2. Provide one sample(s) of each luminaire proposed for substitution upon request.

3. Provide one sample of each product finish illustrating color and texture upon request.

F. Certificates for Poles and Accessories: Manufacturer's documentation that products are suitable for the luminaires to be installed and comply with designated structural design criteria.

G. Field Quality Control Reports.

1. Include test report indicating measured illumination levels.

H. Manufacturer's Installation Instructions: Indicate application conditions and limitations of use stipulated by product testing agency. Include instructions for storage, handling, protection, examination, preparation, installation, and starting of product.

I. Operation and Maintenance Data: Instructions for each product including information on replacement parts.

J. Maintenance Materials: Furnish the following for Owner's (Owner's) use in maintenance of project.

1. See Section 01 60 00 - Product Requirements, for additional provisions.

2. Extra Fuses: Five percent of total quantity installed for each type, but not less than two of each type.

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3. Touch-Up Paint: 2 gallons, to match color of pole finish.

K. Project Record Documents: Record actual connections and locations of pole foundations, luminaires, and any pull or junction boxes.

1.6 QUALITY ASSURANCE
A. Conform to requirements of CEC.

B. Maintain at the project site a copy of each referenced document that prescribes execution requirements.

C. Manufacturer Qualifications: Company specializing in manufacturing the products specified in this section with minimum five years documented experience.

D. Product Listing Organization Qualifications: An organization recognized by OSHA as a Nationally Recognized Testing Laboratory (NRTL) and acceptable to authorities having jurisdiction.

E. Electrical Components: Listed and classified by Underwriters Laboratories Inc. as suitable for the purpose specified and indicated.

1.7 DELIVERY, STORAGE, AND HANDLING
A. Receive, handle, and store products according to NECA/IESNA 501 and manufacturer's written instructions.

B. Keep products in original manufacturer's packaging and protect from damage until ready for installation.

C. Receive, handle, and store wood poles in accordance with ANSI O5.1.

1.8 WARRANTY
A. See Section 01 78 00 - Closeout Submittals, for additional warranty requirements.

B. Provide 2-year manufacturer warranty for all LED luminaires, including drivers.

PART 2 PRODUCTS

2.1 LUMINAIRE TYPES
A. Furnish products as indicated in luminaire schedule included on the drawings.

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2.2 LUMINAIRES
A. Manufacturers:

1. Acuity Brands, Inc: www.acuitybrands.com/#sle.

2. Alloy LED; www.alloyled.com/#sle.

3. Cooper Lighting, a division of Cooper Industries:
www.cooperindustries.com/#sle.

4. Electro-Matic Visual, Inc; www.empvisual.com/#sle.

5. Hubbell Lighting, Inc: www.hubbelllighting.com/#sle.

6. Philips Lighting North America Corporation;
www.lightingproducts.philips.com/#sle.

7. Or approved equal.

8. Substitutions: See Section 01 60 00 - Product Requirements.

B. Provide products that comply with requirements of NFPA 70.

C. Provide products that are listed and labeled as complying with UL 1598, where applicable.

D. Provide products listed, classified, and labeled as suitable for the purpose intended.

E. Provide products complying with Federal Energy Management Program (FEMP) requirements.

F. Unless otherwise indicated, provide complete luminaires including lamp(s) and all sockets, ballasts, reflectors, lenses, housings and other components required to position, energize and protect the lamp and distribute the light.

G. Unless specifically indicated to be excluded, provide all required conduit, boxes, wiring, connectors, hardware, poles, foundations, supports, trims, accessories, etc. as necessary for a complete operating system.

H. Provide products suitable to withstand normal handling, installation, and service without any damage, distortion, corrosion, fading, discoloring, etc.

I. Provide luminaires listed and labeled as suitable for wet locations unless otherwise indicated.

J. Recessed Luminaires:

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1. Ceiling Compatibility: Comply with NEMA LE 4.

2. Luminaires Recessed in Insulated Ceilings: Listed and labeled as IC- rated, suitable for direct contact with insulation and combustible materials.

3. Luminaires Recessed in Sloped Ceilings: Provide suitable sloped ceiling adapters.

K. Hazardous (Classified) Location Luminaires: Listed and labeled as complying with UL 844 for the classification of the installed location.

L. Luminaires Mounted in Continuous Rows: Provide quantity of units required for length indicated, with all accessories required for joining and aligning.

M. LED Luminaires:

1. Components: UL 8750 recognized or listed as applicable.

2. Tested in accordance with IES LM-79 and IES LM-80.

3. LED Estimated Useful Life: Minimum of 50,000 hours at 70 percent lumen maintenance, calculated based on IES LM-80 test data.

N. LED Tape Lighting Systems: Provide all power supplies, drivers, cables, connectors, channels, covers, mounting accessories, and interfaces as necessary to complete installation.

1. LED Tape - General Requirements:
a. Listed.
b. Designed for field cutting in accordance with listing. c. Wet Location Applications: IEC 60529, IP 68 (waterproof) rated.

2. White LED Tape:
a. Correlated Color Temperature (CCT): 4000 K unless otherwise indicated.
b. Color Rendering Index (CRI): Not less than 90.

O. Exposed Hardware: Stainless steel.

P. Finish: To be verified with the architect by contractor prior to ordering.

2.3 BALLASTS AND DRIVERS
A. Manufacturers:
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1. General Electric Company/GE Lighting: www.gelighting.com/#sle.

2. OSRAM Sylvania, Inc: www.osram.us/ds/#sle.

3. Philips Lighting North America Corporation;
www.usa.lighting.philips.com/#sle.

4. Or approved equal.

5. Substitutions: See Section 01 60 00 - Product Requirements.

6. Manufacturer Limitations: Where possible, for each type of luminaire provide ballasts produced by a single manufacturer.

7. Where a specific manufacturer or model is indicated elsewhere in the luminaire schedule or on the drawings, substitutions are not permitted unless explicitly indicated.

B. Ballasts/Drivers - General Requirements:

1. Provide ballasts containing no polychlorinated biphenyls (PCBs).

2. Minimum Efficiency/Efficacy: Provide ballasts complying with all current applicable federal and state ballast efficiency/efficacy standards.

3. Electronic Ballasts/Drivers: Inrush currents not exceeding peak currents specified in NEMA 410.

C. Dimmable LED Drivers:

1. Dimming Range: Continuous dimming from 100 percent to five percent relative light output unless dimming capability to lower level is indicated, without flicker.

2. Control Compatibility: Fully compatible with the dimming controls to be installed.

2.4 POLES
A. Manufacturers:

1. Acuity Brands, Inc: www.acuitybrands.com/#sle.

2. Cooper Lighting, a division of Cooper Industries
: www.cooperindustries.com/#sle.

3. Hubbell Lighting, Inc: www.hubbelllighting.com/#sle.

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4. Philips Lighting North America Corporation;
www.lightingproducts.philips.com/#sle.

5. Or approved equal.

6. Substitutions: See Section 01 60 00 - Product Requirements.

B. All Poles:

1. Provide poles and associated support components suitable for the luminaire(s) and associated supports and accessories to be installed.

2. Structural Design Criteria:
a. Comply with AASHTO LTS.
b. Wind Load: Include effective projected area (EPA) of luminaire(s) and associated supports and accessories to be installed.
1) Design Wind Speed: 100 miles per hour, with gust factor of 1.3. c. Dead Load: Include weight of proposed luminaire(s) and associated supports and accessories.
d. Include structural calculations demonstrating compliance with submittals.

3. Material: Steel, unless otherwise indicated.

4. Shape: Square straight, unless otherwise indicated.

5. Finish: Match luminaire finish, unless otherwise indicated.

6. Mounting Height: as indicated on the drawings.

7. Mounting: Install on concrete foundation, height as indicated on the drawings, unless otherwise indicated.

8. Unless otherwise indicated, provide with the following features/accessories:
a. Top cap.
b. Handhole, standard size.
c. Anchor bolts with leveling nuts or leveling shims.
d. Anchor base cover.
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e. Provision for pole-mounted weatherproof GFI receptacle where indicated.
f. Brackets: As required by manufacturer.
g. Hinged base.
h. Pole-top tenon, as indicated on the drawings.

C. Metal Poles: Provide ground lug, accessible from handhole or transformer base.

2.5 ACCESSORIES
A. Stems for Suspended Luminaires: Steel tubing, minimum 1/2" size, factory finished to match luminaire or field-painted as directed.

B. Threaded Rods for Suspended Luminaires: Zinc-plated steel, minimum 1/4" size, field-painted as directed.

C. Provide accessory plaster frames for luminaires recessed in plaster ceilings.

D. Poles: Per drawing.

PART 3 EXECUTION

3.1 EXAMINATION
A. Verify that field measurements are as indicated.

B. Verify that outlet boxes are installed in proper locations and at proper mounting heights and are properly sized to accommodate conductors in accordance with NFPA 70.

C. Verify that suitable support frames are installed where required.

D. Verify that branch circuit wiring installation is completed, tested, and ready for connection to luminaires.

E. Verify that conditions are satisfactory for installation prior to starting work.

3.2 PREPARATION
A. Provide extension rings to bring outlet boxes flush with finished surface.

B. Clean dirt, debris, plaster, and other foreign materials from outlet boxes.

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3.3 INSTALLATION
A. Coordinate locations of outlet boxes provided under Section 26 05 33.16 as required for installation of luminaires provided under this section.

B. Perform work in accordance with NECA 1 (general workmanship).

C. Install products in accordance with manufacturer's instructions.

D. Install luminaires in accordance with NECA/IESNA 501.

E. Provide required support and attachment in accordance with Section 26 05

29. F. Provide required seismic controls in accordance with Section 26 05 48.

G. Install luminaires plumb and square and aligned with building lines and with adjacent luminaires.

H. Recessed Luminaires:

1. Install trims tight to mounting surface with no visible light leakage.

2. Non-IC Rated Luminaires: Maintain required separation from insulation and combustible materials according to listing.

3. Luminaires Recessed in Fire-Rated Ceilings: Install using accessories and firestopping materials to meet regulatory requirements for fire rating.

I. Suspended Luminaires:

1. Unless otherwise indicated, specified mounting heights are to bottom of luminaire.

2. Install using the suspension method indicated, with support lengths and accessories as required for specified mounting height.

3. Provide minimum of two supports for each luminaire equal to or exceeding 4 feet in length, with no more than 4 feet between supports.

4. Install canopies tight to mounting surface.

5. Unless otherwise indicated, support pendants from swivel hangers.

J. Wall-Mounted Luminaires: Unless otherwise indicated, specified mounting heights are to center of luminaire.

K. Pole-Mounted Luminaires:
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1. Maintain the following minimum clearances:
a. Comply with IEEE C2.
b. Comply with utility company requirements.

2. Foundation-Mounted Poles:
a. Provide cast-in-place concrete foundations for poles as indicated, in accordance with Section 03 30 00.
1) Install anchor bolts plumb per template furnished by pole manufacturer.
2) Position conduits to enter pole shaft.
b. Install foundations plumb.
c. Install poles plumb, using leveling nuts or shims as required to adjust to plumb.
d. Tighten anchor bolt nuts to manufacturer's recommended torque. e. Install non-shrink grout between pole anchor base and concrete foundation, leaving small channel for condensation drainage. f. Install anchor base covers or anchor bolt covers as indicated.

3. Embedded Poles: Install poles plumb as indicated.

4. Grounding:
a. Bond luminaires, metal accessories, metal poles, and foundation reinforcement to branch circuit equipment grounding conductor. b. Provide supplementary ground rod electrode as specified in Section 26 05 26 at each pole bonded to grounding system as indicated.

5. Install separate service conductors, 12 AWG copper, from each luminaire down to handhole for connection to branch circuit conductors.

6. Install non-breakaway in-line fuse holders and fuses complying with Section 26 28 13 in pole handhole or transformer base for each ungrounded conductor.

7. Install weather resistant GFI duplex receptacle with weatherproof cover as specified in Section 26 27 26 in designated poles.

L. Install accessories furnished with each luminaire.

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M. Bond products and metal accessories to branch circuit equipment grounding conductor.

N. Provide concrete bases for lighting poles at locations indicated, in accordance with detail on drawing and Section 03 3000.

O. Install poles plumb.

1. Provide shims to adjust plumb.

2. Grout around each base.

P. Install lamps in each luminaire.

Q. Bond luminaires, metal accessories, and metal poles to branch circuit equipment grounding conductor. Provide supplementary grounding electrode at each pole.

3.4 FIELD QUALITY CONTROL
A. See Section 01 40 00 - Quality Requirements, for additional requirements.

B. Inspect each product for damage and defects.

C. Perform field inspection, testing, and adjusting in accordance with Section 01 4000.

D. Operate each luminaire after installation and connection to verify proper operation.

E. Correct wiring deficiencies and repair or replace damaged or defective products. Repair or replace excessively noisy ballasts as determined by LP Consulting Engineers, Inc..

F. Measure illumination levels at night with calibrated meters to verify compliance with performance requirements. Record test results in written report to be included with submittals.

G. Measure illumination levels to verify conformance with performance requirements. Take measurements during night sky, without moon or with heavy overcast clouds effectively obscuring moon.

3.5 ADJUSTING
A. Aim and position adjustable luminaires to achieve desired illumination as indicated or as directed by LP Consulting Engineers, Inc.. Secure locking fittings in place.
26 56 00 Lionakis No. 019124.02
Exterior Lighting January 26, 2024

B. Luminaires with Field-Rotatable Optics: Position optics according to manufacturer's instructions to achieve lighting distribution as indicated or as directed by LP Consulting Engineers, Inc..

3.6 CLEANING
A. Clean surfaces according to NECA/IESNA 501 and manufacturer's instructions to remove dirt, fingerprints, paint, or other foreign material and restore finishes to match original factory finish.

B. Clean electrical parts to remove conductive and deleterious materials.

C. Remove dirt and debris from enclosure.

D. Clean finishes and touch up damage.

3.7 CLOSEOUT ACTIVITIES
A. See Section 01 78 00 - Closeout Submittals, for closeout submittals.

B. See Section 01 79 00 - Demonstration and Training, for additional requirements.

C. Demonstration: Demonstrate proper operation of luminaires to LP Consulting Engineers, Inc., and correct deficiencies or make adjustments as directed.

3.8 PROTECTION
A. Protect installed luminaires from subsequent construction operations.

END OF SECTION 26 56 00

ARCHITECTURE

ENGINEERING

PLANNING

INTERIORS

SUST AINABILITY

GRAPHICS
www.lionakis.com
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STRUCTURAL CALCULATIONS
Rio City Café Deck
Sacramento, CA
LIONAKIS Project No. 019124.02
December 13, 2023
01/26/24
No. S3737

S ATATE

OF C A L I FORN

IS LT R U C T U R A

R REGISTEREDPROFESSIONALENGINEE
K RERRYJ. VOLKE
January 26, 2024

ENGINEERING CALCULATIONS
Project: Rio City Café Deck
Location: Sacramento, CA
Project No: 019124.02
Design Engineer: KLS
Date: 12/13/2023
Building Code: 2022 CBC
Regulatory Agency: City of Sacramento
Project Scope:

STRUCTURAL CALCULATIONS CONTENTS

FROM TO
Structural Design Criteria 1 9
Deck Framing/RISA Model F 1 F32
Anchorage to (E) Concrete G 1 G20

DESCRIPTION PAGE NUMBER
Remodel of (E) exterior wood deck over supported by concrete piles over river
Deck Framing/RISA Model F 1 F32
Anchorage to (E) Concrete G 1 G20
Deck Boards D1 D1 Roof Framing R1 R4 Seismic Joint S1 S1 Temporary Shoring T1 T27

ASCE 7 Hazards Report
Address:
1110 Front St
Sacramento, California
95814
Standard: ASCE/SEI 7-16
Risk Category: III
Soil Class: D - Default (see
Section 11.4.3)
Elevation: 20.03 ft (NAVD 88)
Latitude:

Longitude:

38.581796
-121.506807
Wind
Results:

Wind Speed 100 Vmph
10-year MRI 65 Vmph
25-year MRI 71 Vmph
50-year MRI 76 Vmph
100-year MRI 80 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1C and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Fri Nov 04 2022
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability =

0.000588, MRI = 1,700 years).

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

1 SS : 0.576
S1 : 0.255
F a : 1.339
F v : N/A
SMS : 0.772
SM1 : N/A
SDS : 0.515
SD1 : N/A
T L : 12
PGA : 0.242
PGA M : 0.328
F PGA : 1.358
Ie : 1.25
Cv : 1.084
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.

Fri Nov 04 2022

2 Snow
Results:

Ground Snow Load, p : 0 lb/ftg
2 Elevation: 20.0 ft
Data Source: ASCE/SEI 7-16, Table 7.2-8
Date Accessed: Fri Nov 04 2022
Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered.

Rain
Results:

Data Source:

Date Accessed:
15-minute Precipitation Intensity: 2.44 in./h
60-minute Precipitation Intensity: 1.18 in./h
NOAA National Weather Service, Precipitation Frequency Data Server, Atlas 14 (https://www.nws.noaa.gov/oh/hdsc/)
Fri Nov 04 2022
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

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

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

3 Rio City Café Deck
KLS

SEISMIC DESIGN
Description of Vertical Load System:

Description of Lateral System:

Risk Category: III 2022 CBC Table 1604.5
Imp
ortance Factor, Ie = 1.25 1925 Magdalena Avenue, Chula Vista, CA 91913 Spectral Response Acceleration: Note: All references from ASCE 7-16 or 2022 CBC At 0.2 sec, Ss = 0.58 g Figures Site Latitude: 38.582 deg At

1.0 sec, S1 = 0.26 g 1613.2.1(1-10) Site Longitude: -121.507 deg Sit
e Class: Per Geotech D 1613.2.2-3
Fa = 1. 34 Table 1613.2.3(1)
Fv = 2. 09 Table 1613.2.3(2)
Based on ASCE 7-16 11.4.8, Risk Targeted Ground Motion MCEr is Required Utilize 11.4.8 Exceptions? * Yes
Spectral Repsonse Acceleration Adjusted for Site Class :

SMS = FaSs = 0.77 g Eqn 16-20
* SM1 = FvS1 x1.5 = 0.80 g Eqn 16-21
Design Spectral Repsonse Acceleration:

SDS = 2/3SMS = 0.51 g Eqn 16-22
SD1 = 2/3SM1 = 0.53 g Eqn 16-23
TS = SD1/SDS = 1.04 s 11.4.6
Seismic Design Category: D
Short Period: D Table 1613.2.5(1)
1-Second Period: D Table 1613.2.5(2)
R = 1 1/4 Table 12.2-1
Ω o-rigid= 1 1/4 Table 12.2-1
Ω o-flexible= 1 1/4 Table 12.2-1 (footnote g)
Cd = 1 1/4 Table 12.2-1
Static Force Procedure - Design Base Shear
X-Dir Y-Dir Approximate Period 12.8.2.1
Cs = SDS/(R/Ie) = 0.51 0.51 Eqn 12.8-2 Ct = 0. 020
Cs-max-drift = SD1 /[(R/Ie)T] = 4.71 4.71 Eqn 12.8-3 x = 0.75 Cs-max-stress = SD1 /[(R/Ie)T] = 4.71 4.71 Eqn 12.8-3 Cu = 1. 4 Cs-min = 0.044SDSIe > 0.01 = 0.03 0.03 Eqn 12.8-5 hn = 10 ft Cs-min = 0.5S1 /(R/Ie) = 0.13 0.13 Eqn 12.8-6 Ta = Ct(hn)x = 0.11 sec Base Shear for Drift Design Periods (Drift)
* V x-drfit = CsxW = 0.51 W Tx = 0.11 sec
* Vy-drift = CsyW = 0.51 W Ty = 0.11 sec
Bas
e Shear for Stress Design Periods Limited to CuTa (Stress) * V x = CsxW = 0.51 W Tx = 0.11 sec
* V y = CsyW = 0.51 W Ty = 0.11 sec
Earthquake Loads
Redundancy Factor 12.3.4
Ehx = ρxVx = 0.51 W ρx = 1.0
Ehy = ρyVy = 0.51 W ρy = 1.0
Ev = 0.2SDSD = 0.10 D
Ev = 0 D Per 12.4.2.2, Exception 2b, When evaluating soil-structure interface for E = Eh-Ev Allowable Drift
Elastic Analysis Limits
Δ a = 0.015 hsx Table 12.12-1 Level
Story Elevation
(ft)
Δ xe-x
(in)
Δ xe-y
(in)
Δ a/ρx = 0.015 hsx 12.12.1.1
Δ a/ρy = 0.015 hsx Roof 10.0 1.800 1.800
δxe-allow-x = (Δ a/ρx)I/Cd = 0.0150 hsx Eqn 12.8-15 Base 0.0 0.000 0.000 δxe-allow-y = (Δ a/ρy)I/Cd = 0.0150 hsx
019124.02
10/26/23
Steel ordinary cantilever column systems
Can
tilevered Column Systems w/ Detailing Per
Project # Sh eet #
Project
DateProfessional
0 0.
1 0.2

0.3 0.4

0.5 0.6
0 0.5 1 1.5 2 2.5
Design Response Spectra (Sa vs. T)
Sa
Ta
CuTa
Tx
Ty
4 019124.02
Rio City Café Deck
KLS
WIND DESIGN - MWFRS (Per ASCE 7-16 Chapter 27 Part 1, Directional Procedure - All Heights) Risk Category: III Table 1.5-1 Basic Wind Speed, V = 105 mph Figure 26.5-1 A, B, C, D Win
d Direction Factor, Kd = 0. 85 Table 26.6-1 Int ernal Pressure, GCpi= 0. 55 +/- Table 26.13-1 Exposure Category: C Section 26.7 qz /Kz=0.00256 Kzt Kd Ke V2= 24.0 psf Equation 26.10-1 Topographic Factor, Kzt = 1. 0 Figure 26.8-1 MWF RS Pressure (psf) Gust Factor, G = 0.85 Section 26.11 p = qGCp - qi(GCpi) (E qn 27.3-1) Ground Elevation, zg (ft) = 0 Se ction 26.9 MWF RS OParapet Pressure (psf) Elevation Factor, Ke = 1. 00 Table 26.9-1 pp = qp(GCpn) (E qn 27.3-1) Enclosure Class: Partially Enclosed Section 26.2/26.12
Kz 0.85 0.90 0.95 0.98 1.04 1.09
h 0-
15 20 25 30 40 50
Walls: a
Wi
ndward wall 25.0 26.6 27.9 29.0 30.8 32.3
Leeward wall, where L/B = 0-1 2.5 2.7 2.8 2.9 3.1 3.3
L/B = 2 6.0 6.4 6.7 7.0 7.4 7.7
L/B ≥ 4 7.7 8.2 8.6 9.0 9.5 10.0
Roofs: a Pr essures shown below are for +GCpi / -GCpi with corresponding - / + Cp values Wind Normal to ridge for θ < 10⁰
and Parallel to ridge for all θ
h/L ≤ 0.5
(from windward edge) 0 to h -0.9 -0.18 -26.8 / 8.1 -28.5 / 8.6 -29.8 / 9.0 -31.0 / 9.4 -32.9 / 9.9 -34.5 / 10.4 h to 2h -0.5 -0.18 -19.9 / 8.1 -21.1 / 8.6 -22.1 / 9.0 -23.0 / 9.4 -24.4 / 9.9 -25.6 / 10.4 > 2h -0.3 -0.18 -16.4 / 8.1 -17.4 / 8.6 -18.3 / 9.0 -19.0 / 9.4 -20.2 / 9.9 -21.1 / 10.4 h/L ≥ 1.0
(f
rom windward edge) 0 to h/2 -1.3 -0.18 - 33.7 / 8.1 -35.8 / 8.6 -37.5 / 9.0 -39.0 / 9.4 -41.4 / 9.9 -43.4 / 10.4 > h/2 -0.7 -0.18 -23.3 / 8.1 -24.8 / 8.6 -26.0 / 9.0 -27.0 / 9.4 -28.7 / 9.9 -30.0 / 10.4 Overhangs (Add to Roof Pressures)
Ex
ternal Pressure at Underside 25.0 26.6 27.9 29.0 30.8 32.30. 8 Main Wind
Force
Resisting
System
10/26/23
Structure or
Part Thereof Description
Cp
Cp

0.8 -0
.5
-0.3
-0.2
Project # Sh eet #
Project
DateProfessional
5 019124.02
Rio City Café Deck
KLS
WIND DESIGN - COMPONENTS & CLADDING (Per ASCE 7-16 Chapter 30, Part 1: Low-Rise Buildings w/ h ≤ 60') Risk Category: III Table 1.5-1 Basic Wind Speed, V = 105 mph Figure 26.5-1 A, B, C, D Win
d Direction Factor, Kd = 0. 85 Table 26.6-1 Int ernal Pressure, GCpi= 0. 55 +/- Table 26.11-1 Exposure Category: C Section 26.7 qz /kz=0.00256 Kzt Kd V2= 24.0 psf Equation 26.10-1 Topographic Factor, Kzt = 1. 0 Figure 26.8-1 Com ponents & Cladding Pressure (psf) Gust Factor, G = 0.85 Section 26.11 p = qh[(GCp - (GCpi)] (E qn 30.4-1) Ground Elevation, zg (ft) = 0 Se ction 26.9
Ele
vation Factor, Ke = 1. 00 Table 26.9-1
Enc
losure Class: Partially Enclosed Section 26.2/26.12
Kz 0.85 0.90 0.95 0.98 1.04 1.09
h 0-
15 20 25 30 40 50
a: 10% of least horizontal dimension or 0.4h, whichev e r is smaller, but not less than either 4% of least horizontal dimension or 3 ft. 10/26/23
Com
ponents
& Cladding -
Loading
Diagrams
Structure or
Part Thereof Description
Project # Sh eet #
Project
DateProfessional
Walls
Ga
ble/Hip 7⁰<θ≤27⁰ (45⁰ Max Gable)
Monoslope 10⁰<θ≤30⁰
Ga
ble θ<7⁰ Monoslope θ≤3⁰
Monoslope 3⁰<θ≤10⁰
6 019124.02
Rio City Café Deck
KLS
WIND DESIGN - COMPONENTS & CLADDING (Per ASCE 7-16 Chapter 30, Part 1: Low-Rise Buildings w/ h ≤ 60') Risk Category: III Table 1.5-1 Basic Wind Speed, V = 105 mph Figure 26.5-1 A, B, C, D Win
d Direction Factor, Kd = 0. 85 Table 26.6-1 Int ernal Pressure, GCpi= 0. 55 +/- Table 26.11-1 Exposure Category: C Section 26.7 qz /kz=0.00256 Kzt Kd V2= 24.0 psf Equation 26.10-1 Topographic Factor, Kzt = 1. 0 Figure 26.8-1 Com ponents & Cladding Pressure (psf) Gust Factor, G = 0.85 Section 26.11 p = qh[(GCp - (GCpi)] (E qn 30.4-1) Ground Elevation, zg (ft) = 0 Se ction 26.9
Ele
vation Factor, Ke = 1. 00 Table 26.9-1
Enc
losure Class: Partially Enclosed Section 26.2/26.12
Kz 0.85 0.90 0.95 0.98 1.04 1.09
h 0-
15 20 25 30 40 50
10/26/23
Str
ucture or
Part Thereof Description
Project # Sh eet #
Project
DateProfessional
Pressures shown below are for -GCpi / +GCpi with corresponding + / - GCp values Gable Roof w/ Slope θ ≤ 7⁰
&
Monoslope Roofs w/ Slope θ ≤ 3⁰
Zone 1'
Main Zone < 10 sf 0.3 -0.9 17.3 / -29.5 18.4 / -31.4 19.3 / -32.9 20.0 / -34.2 21.3 / -36.3 22.3 / -38.0 < 100 sf 0.2 -0.9 15.3 / -29.5 16.2 / -31.4 17.0 / -32.9 17.7 / -34.2 18.8 / -36.3 19.7 / -38.0 > 1000 sf 0.2 -0.4 15.3 / -19.3 16.2 / -20.6 17.0 / -21.5 17.7 / -22.4 18.8 / -23.8 19.7 / -24.9 Overhang < 10 sf -1.7 -45.8 -48.7 -51.0 -53.0 -56.3 -59.0 < 100 sf -1.6 -43.8 -46.5 -48.8 -50.7 -53.8 -56.4
> 500 sf -1.0 -31.6 -33.5 -35.1 -36.5 -38.8 -40.7
Zone 1
Ma
in Zone < 10 sf 0.3 -1.7 17.3 / -45.8 18.4 / -48.7 19.3 / -51.0 20.0 / -53.0 21.3 / -56.3 22.3 / -59.0 < 100 sf 0.2 -1.3 15.3 / -37.7 16.2 / -40.0 17.0 / -42.0 17.7 / -43.6 18.8 / -46.3 19.7 / -48.5 > 500 sf 0.2 -1.0 15.3 / -31.6 16.2 / -33.5 17.0 / -35.1 17.7 / -36.5 18.8 / -38.8 19.7 / -40.7 Overhang < 10 sf -1.7 -45.8 -48.7 -51.0 -53.0 -56.3 -59.0 < 100 sf -1.6 -43.8 -46.5 -48.8 -50.7 -53.8 -56.4
> 500 sf -1.0
Zone 2
Ma
in Zone (Parapets > 3') < 10 sf 0.9 -2.3 29.5 / -58.0 31.4 / -61.7 32.9 / -64.6 34.2 / -67.2 36.3 / -71.4 38.0 / -74.8 < 100 sf 0.74 -1.8 26.2 / -47.9 27.9 / -50.8 29.2 / -53.3 30.4 / -55.4 32.2 / -58.8 33.8 / -61.7 > 500 sf 0.6 -1.4 24.0 / -39.7 25.5 / -42.2 26.8 / -44.2 27.8 / -46.0 29.5 / -48.8 31.0 / -51.2 Main Zone < 10 sf 0.3 -2.3 17.3 / -58.0 18.4 / -61.7 19.3 / -64.6 20.0 / -67.2 21.3 / -71.4 22.3 / -74.8 < 100 sf 0.2 -1.8 15.3 / -47.9 16.2 / -50.8 17.0 / -53.3 17.7 / -55.4 18.8 / -58.8 19.7 / -61.7 > 500 sf 0.2 -1.4 15.3 / -39.7 16.2 / -42.2 17.0 / -44.2 17.7 / -46.0 18.8 / -48.8 19.7 / -51.2 Overhang < 10 sf -2.3 -58.0 -61.7 -64.6 -67.2 -71.4 -74.8 < 100 sf -1.6 -43.8 -46.5 -48.8 -50.7 -53.8 -56.4
> 500 sf -1.1 -33.6 -35.7 -37.4 -38.9 -41.3 -43.3
Zone 3
Ma
in Zone (Parapets > 3') < 10 sf 0.9 -2.3 29.5 / -58.0 31.4 / -61.7 32.9 / -64.6 34.2 / -67.2 36.3 / -71.4 38.0 / -74.8 < 100 sf 0.74 -1.8 26.2 / -47.9 27.9 / -50.8 29.2 / -53.3 30.4 / -55.4 32.2 / -58.8 33.8 / -61.7 > 500 sf 0.6 -1.4 24.0 / -39.7 25.5 / -42.2 26.8 / -44.2 27.8 / -46.0 29.5 / -48.8 31.0 / -51.2 Main Zone < 10 sf 0.3 -3.2 17.3 / -76.4 18.4 / -81.1 19.3 / -85.0 20.0 / -88.4 21.3 / -93.9 22.3 / -98.4 < 100 sf 0.2 -2.2 15.3 / -56.0 16.2 / -59.5 17.0 / -62.4 17.7 / -64.8 18.8 / -68.8 19.7 / -72.2 > 500 sf 0.2 -1.4 15.3 / -39.7 16.2 / -42.2 17.0 / -44.2 17.7 / -46.0 18.8 / -48.8 19.7 / -51.2 Overhang < 10 sf -3.2 -76.4 -81.1 -85.0 -88.4 -93.9 -98.4 < 100 sf -2.0 -51.9 -55.2 -57.8 -60.1 -63.8 -66.9
> 500 sf -1.1 -33.6 -35.7 -37.4 -38.9 -41.3 -43.3
GCpComponents
and Cladding -
Roofs
7 Rio City Café Deck
KLS

STRUCTURAL LOADS - ROOF
Location: Typ Roof
Deck Beam Truss Column Self Wt
Dead Load
Roofing: 1" 3-Ply w/re-roof 3
Insu
lation: 1" Rigid 0.5
Deck
ing: 3/4" Plywood 2.3
1/2" DensDeck 2
Fir
eproofing:

Fire Sprinklers: 2
Ceiling Backing/Support: 1" - 0
Cei
ling: 5/8" - 0
Mech
. & Elec.: 2
Beam: 3 Yes
Girder: 5 Yes
Column: 1 Yes
Other:

Misc.
: 4.2
Mech. Equip.

Total Dead Load Excluding Self Weight 12 16 16 16
Total Dead Load 12 19 24 25
Live Load 20 20 20 20
Dead + Live Load 32 39 44 45
019124.02
10/26/23
Project # Sh eet #
Project
DateProfessional
8 Rio City Café Deck
KLS

STRUCTURAL LOADS - FLOOR
Location: Ext Deck
Deck Beam Girder Column Self Wt
Dead Load
Flooring 1 1/2" Carpet/Pads 2
Flooring Underlayment 3/4" - 0
Insu
lation: 1" - 0
Deck
ing: 3/4" 4x Wood Deck 11
Add
l. Conc.

Fireproofing:

Fire Sprinklers:

Ceiling Backing/Support: 1/2" - 0
Cei
ling: 5/8" - 0
Mech
. & Elec.: 2
Beam: 7 Yes
Girder: 5 Yes
Column: 1 Yes
Other:

Misc.: 1
Total Dead Load Excluding Self Weight 16 16 16 16
Dead Load (psf) 16 23 28 29
Live Load (psf) 100 100 100 100
Partition Load (psf) 0 0 0 0
Total Load (psf) 116 123 128 129
019124.02
10/26/23
Project # Sh eet #
Project
DateProfessional
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Project # Sh eet #
Project
DateProfessional
H:\My Documents\TitleBlock1Sheet1 10/16/20152:28 PM
1 019124.02
Rio City Cafe Deck
KLS
12/12/2023
Lateral Loads
Seismic:

See design criteria for Cs factor
Ex = Ey = 0.51W
@ Roof:

Distribute to top of each column as point load in model Ex_rf = 0.51(25psf) = 13psf x (Col line Trib Area)/4
Ey_rf = 0.51(25psf) = 13psf x (Col line Trib Area)/2
@ Floor:

Apply as uniform load over deck
Ex_flr = Ey_flr = 0.51(29psf) = 15psf
Wind (MWFRS):

See design criteria for uniform loads
@ Roof:

Distribute to top of each column as point load in model +X & -X dir: Wx_rf = (29psf+9psf)(9'/2+4') = 323plf x (col bay width)/4 +Y dir: W+y_rf = 9psf(9'/2+4') = 77plf x (col bay width)/2 -Y dir: W-y_rf = 29psf(9'/2+4') = 247plf x (col bay width)/2 @ Floor:

Apply as line load at edge deck
Leeward @ covered section: W_flr = 9psf(9'/2+1.5') = 54plf Windward @ covered section: W_flr = 29psf(9'/2+1.5') = 174plf Leeward @ uncovered section: W_flr = 9psf(1.5') = 14plf Windward @ uncovered section: W_flr = 29psf(1.5') = 44plf 9 10 11 12 13 14

PATTERN INDICATES

EXTENT OF (E) BUILDING

CONSTRUCTED OVER

WOOD FRAMING AT DECK

PATTERN INDICATES

AREA OF (E) BUILDING

TO REMAIN

WOOD SHED TRUSSES

OVER UPPER DECK, TYP

WOOD GABLE TRUSSES

OVER LOWER DECK, TYP
1/2" DIA ROD BRACING UNDER

ROOF JOIST AT BOTH GABLE AND

SHED TRUSS AT ALTERNATE

BAYS ALONG THE ENTIRE LENGTH
OF THE CANOPY. (4) BAYS TOTAL
HSS8X8X1/2 CANOPY

SUPPORT, TYP
6X12 WOOD

BEAMS AT DECK

PERIMETER, TYP
4X6 JOISTS
@ 24" OC,

TYP EA BAY

SLOPESLOPESLOPE
(7) EQ SPACES ± 5'-0"
± 130'-0" ± 20'-0"
± 2'-0"PATTERN INDICATED

EXTENTS OF CANOPY

STRUCTURE

FABRIC CANOPY
O/ 4X6 FRAMING
1 S-311
1 S-311

AY OF VERTICAL
4" DIA ROD

ING FROM BASE

TOP OF COLS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS

67.03'

10.75'

18.75'

6.29'

23.21'
tirb widths

ROOF LFRS E/W (TRIB AREAS)

Project # Sh eet #
Project
DateProfessional
H:\My Documents\TitleBlock1Sheet1 10/16/20152:28 PM
2 019124.02
Rio City Cafe Deck
KLS
12/12/2023
Lateral Loads Cont'd
9 10 11 12 13 14

PATTERN INDICATES

EXTENT OF (E) BUILDING

CONSTRUCTED OVER

WOOD FRAMING AT DECK

PATTERN INDICATES

AREA OF (E) BUILDING

TO REMAIN

WOOD SHED TRUSSES

OVER UPPER DECK, TYP

WOOD GABLE TRUSSES

OVER LOWER DECK, TYP
1/2" DIA ROD BRACING UNDER

ROOF JOIST AT BOTH GABLE AND

SHED TRUSS AT ALTERNATE

BAYS ALONG THE ENTIRE LENGTH
OF THE CANOPY. (4) BAYS TOTAL
HSS8X8X1/2 CANOPY

SUPPORT, TYP
6X12 WOOD

BEAMS AT DECK

PERIMETER, TYP
4X6 JOISTS
@ 24" OC,

TYP EA BAY

SLOPESLOPESLOPE
(7) EQ SPACES ± 5'-0"
± 130'-0" ± 20'-0"
± 2'-0"PATTERN INDICATED

EXTENTS OF CANOPY

STRUCTURE

FABRIC CANOPY
O/ 4X6 FRAMING
1 S-311
1 S-311

AY OF VERTICAL
4" DIA ROD

ING FROM BASE

TOP OF COLS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS

18.58'

18.58'

18.58'

11.29'

29.5'
tirb widths

ROOF LFRS N/S (TRIB AREAS)
Elev
Wind (MWFRS), vertical loading:

See design criteria for uniform loads
Apply "overhang" pressures to flr deck simultaneously with roof uplift/downward wind loads.

Roof slope less than 10deg. MWFRS wind roof loads shall be combined with wind loads in both x and y dir. @ covered areas:

W_uplift and W_downward = -23psf/9.4psf x (col tirb area) W_underside = +/-29psf
@ uncovered deck:

W_uplift = (-23psf - 29psf) = -52psf
W_downward = (9.4psf + 29psf) = 38psf
Project # Sh eet #
Project
DateProfessional
H:\My Documents\TitleBlock1Sheet1 10/16/20152:28 PM
3 019124.02
Rio City Cafe Deck
KLS
12/12/2023
Roof Gravity Loads
9 10 11 12 13 14

PATTERN INDICATES

EXTENT OF (E) BUILDING

CONSTRUCTED OVER

WOOD FRAMING AT DECK

PATTERN INDICATES

AREA OF (E) BUILDING

TO REMAIN

WOOD SHED TRUSSES

OVER UPPER DECK, TYP

WOOD GABLE TRUSSES

OVER LOWER DECK, TYP
1/2" DIA ROD BRACING UNDER

ROOF JOIST AT BOTH GABLE AND

SHED TRUSS AT ALTERNATE

BAYS ALONG THE ENTIRE LENGTH
OF THE CANOPY. (4) BAYS TOTAL
HSS8X8X1/2 CANOPY

SUPPORT, TYP
6X12 WOOD

BEAMS AT DECK

PERIMETER, TYP
4X6 JOISTS
@ 24" OC,

TYP EA BAY

SLOPESLOPESLOPE
(7) EQ SPACES ± 5'-0"
± 130'-0" ± 20'-0"
± 2'-0"PATTERN INDICATED

EXTENTS OF CANOPY

STRUCTURE

FABRIC CANOPY
O/ 4X6 FRAMING
1 S-311
1 S-311

AY OF VERTICAL
4" DIA ROD

ING FROM BASE

TOP OF COLS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS

9.29'

6.65'

29.5'
tirb widths

6.29'

23.21'
tirb widths

9.29'

9.29'

9.29'

9.29'

9.29'

4.65'
Roof loads applied as point loads to top of columns
DL = 24psf x (col trib area)
Lr = 20psf x (col trib area)

COL ROOF TRIB AREAS FOR GRAVITY
Lionakis
KLS
SK-1
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
4 Roof framing by others.

Wood sections were added to model to provide
stiffness to simulate the actual top of column
condition with columns expected to deflect
uniformly.

A separate wood material with 0 denisty was
added in RISA and applied to roof wood
sections.

Truss/roof structure dead load applied to top of
columns as point loads, see previous load criteria
calc pages.
(E) Conc piers only used for
vertical reactions.

Note that the mass and area
of the existing structure is
approximately equivalent to
the mass and area of the
new structure, therefor the
(E) piers are acceptable for
gravity/uplift reactions.

Lionakis
KLS
SK-2
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
5 Lionakis
KLS
SK-6
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
6 Lionakis
KLS
SK-7
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
7 Lionakis
KLS
SK-8
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
8 Lionakis
KLS
SK-9
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
9 Lionakis
KLS
SK-10
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
10 Lionakis
KLS
SK-11
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
11 Lionakis
KLS
SK-12
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
12 Lionakis
KLS
SK-13
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
13 Lionakis
KLS
SK-14
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
14 Lionakis
KLS
SK-15
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
15 Lionakis
KLS
SK-16
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
16 Lionakis
KLS
SK-17
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
17 Lionakis
KLS
SK-18
Dec 12, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
18 Company
Designer
Job Number
Model Name
:
:
:
:

Lionakis
KLS
Checked By : __________
12/12/2023
2:09:57 PM
RISA-3D Version 20 [ RISA Model - Rio_City_Cafe_Deck.r3d ] Page 1 Basic Load Cases
BLC Description Category Z Gravity Nodal Distributed Area(Member) 1 D DL -1 16 3
2 Lr(1) RLL 8
3 Lr(2) RLL 8
4 LL(1) LL 1
5 LL(2) LL 3
6 Wy+ (MWFRS) None 8 7
7 Wy- (MWFRS) None 8 7
8 Wx+ (MWFRS) None 8 3
9 Wx- (MWFRS) None 8 3
10 W_uplift None 16 4
11 W_downward None 16 4
12 Ex ELX 8 3
13 Ey ELY 8 3
14 D (self) None -1
15 BLC 1 Transient Area Loads None 265
16 BLC 4 Transient Area Loads None 90
17 BLC 5 Transient Area Loads None 261
18 BLC 10 Transient Area Loads None 271
19 BLC 11 Transient Area Loads None 271
20 BLC 12 Transient Area Loads None 296
21 BLC 13 Transient Area Loads None 296
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 D Yes Y DL 1
2 LL(1) Yes Y 4 1
3 LL(2) Yes Y 5 1
4 LL Yes Y LL 1
5 Lr(1) Yes Y 2 1
6 Lr(2) Yes Y 3 1
7 Lr Yes Y RLL 1
8 D+LL(1) Yes Y DL 1 4 1
9 D+LL(2) Yes Y DL 1 5 1
10 D+LL Yes Y DL 1 LL 1
11 D+Lr(2) Yes Y DL 1 2 1
12 D+Lr(2) Yes Y DL 1 3 1
13 D+Lr Yes Y DL 1 RLL 1
14 D+0.75LL(2)+0.75Lr Yes Y DL 1 5 0.75 RLL 0.75
15 D+0.75LL+0.75Lr Yes Y DL 1 LL 0.75 RLL 0.75
16 D+0.6(Wy+)(MWFRS)+0.6W_downward Yes Y DL 1 6 0.6 11 0.6 17 D+0.6(Wy-)(MWFRS)+0.6W_downward Yes Y DL 1 7 0.6 11 0.6 18 D+0.6(Wx+)(MWFRS)+0.6W_downward Yes Y DL 1 8 0.6 11 0.6 19 D+0.6(Wx-)(MWFRS)+0.6W_downward Yes Y DL 1 9 0.6 11 0.6 20 0.6D+0.6(Wy+)(MWFRS)+0.6W_uplift Yes Y DL 0.6 6 0.6 10 0.6 21 0.6D+0.6(Wy-)(MWFRS)+0.6W_uplift Yes Y DL 0.6 7 0.6 10 0.6 22 0.6D+0.6(Wx+)(MWFRS)+0.6W_uplift Yes Y DL 0.6 8 0.6 10 0.6 23 0.6D+0.6(Wx-)(MWFRS)+0.6W_uplift Yes Y DL 0.6 9 0.6 10 0.6 24 (1+0.14Sds)D+0.7Ex Yes Y DL 1.1 12 0.7
25 (1+0.14Sds)D-0.7Ex Yes Y DL 1.1 12 -0.7
26 (1+0.14Sds)D+0.7Ey Yes Y DL 1.1 13 0.7
27 (1+0.14Sds)D-0.7Ey Yes Y DL 1.1 13 -0.7
28 (0.6-0.14Sds)D+0.7Ex Yes Y DL 0.53 12 0.7
29 (0.6-0.14Sds)D-0.7Ex Yes Y DL 0.53 12 -0.7
30 (0.6-0.14Sds)D+0.7Ey Yes Y DL 0.53 13 0.7
31 (0.6-0.14Sds)D-0.7Ey Yes Y DL 0.53 13 -0.7
32 ASCE Strength 1 Y DL 1.4
33 ASCE Strength 2 (a) Y DL 1.2 5 1.6 3 0.5
34 ASCE Strength 4 (a) (a) Y DL 1.2 6 1 11 1 5 1 3 0.5
35 ASCE Strength 4 (a) (b) Y DL 1.2 7 1 11 1 5 1 3 0.5
36 ASCE Strength 4 (a) (c) Y DL 1.2 8 1 11 1 5 1 3 0.5
37 ASCE Strength 4 (a) (d) Y DL 1.2 9 1 11 1 5 1 3 0.5
38 ASCE Strength 5 (a) Y DL 0.9 6 1 10 1
39 ASCE Strength 5 (b) Y DL 0.9 7 1 10 1
40 ASCE Strength 5 (c) Y DL 0.9 8 1 10 1
41 ASCE Strength 5 (d) Y DL 0.9 9 1 10 1
42 ASCE Strength 6 (a) Y DL 1.303 12 1 LL 0.5
43 ASCE Strength 6 (b) Y DL 1.303 12 -1 LL 0.5
44 ASCE Strength 6 (c) Y DL 1.303 13 1 LL 0.5
45 ASCE Strength 6 (d) Y DL 1.303 13 -1 LL 0.5
46 ASCE Strength 7 (a) Y DL 0.797 12 1
47 ASCE Strength 7 (b) Y DL 0.797 12 -1
48 ASCE Strength 7 (c) Y DL 0.797 13 1
49 ASCE Strength 7 (d) Y DL 0.797 13 -1
19 Strength load combinations used to find the
reactions for anchorage to concrete.

A separate RISA run was conducted to find these
reactions, see following calc pages
Lionakis
KLS
SK-1
Dec 13, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
20 See following detailed output for beam
member M73 envelope analysis
See following detailed output for girder
member M298 envelope analysis
See following detailed output for girder
member M53 envelope analysis
See following detailed output for column
member M103 envelope analysis
See following detailed output for horizontal
brace member M85 envelope analysis
Detail Report: M73 Unity Check: 0.574 (LC 9) Load Combination: Envelope y
z
y
z
x
Input Data:

Shape:

Member Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:

W12X26
Beam

37.16 Hot Rolled Steel
Typical
97 I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N79
N83
BenPIN
BenPIN
N/A
N/A
Material Properties:

Material: A992 Therm. Coeff. (1e⁵°F⁻¹): 0.65 Ry: 1.1
E (ksi): 29000 Density (k/ft³): 0.49 Fu (ksi): 65
G (ksi): 11154 Fy (ksi): 50 Rt: 1.1
Nu: 0.3
Shape Properties:
d (in): 12.2 Area (in²): 7.65 S w (in⁴): 11.8
bf (in): 6.49 Zyy (in³): 8.17 rT (in): 1.72
tf (in): 0.38 Zzz (in³): 37.2 J (in⁴): 0.3
tw (in): 0.23 Cw (in⁶): 607 kdet(in): 1.062
I yy (in⁴): 17.3 W no(in²): 19.2 kdes (in): 0.68
I zz (in⁴): 204
Design Properties:

Lb y-y (ft) : 1
Lb z-z (ft) : 20
Lcomp top (ft) : 1
Lcomp bot (ft) : 20
Ltorque (ft) : N/A
Ky-y: 1
Kz-z: 1
y sway: No
z sway: No
Function: Lateral
Seismic DR: None
Max Defl Ratio: L/5053
Max Defl Location: 18.58
Span: 1
N79 N83
M73
Diagrams: 0.035 at 32.128 ft
-0.285 at 34.063 ft
y Deflection ( ) in

0.086 at 29.418 ft
-0.085 at 29.418 ft
z Deflection ( ) in

1.296 at 37.16 ft
-0.442 at 37.16 ft
Axial Force ( ) kips

4.977 at 18.967 ft
-5.145 at 18.58 ft
y Shear Force ( ) kips

0.438 at 18.58 ft
-0.438 at 18.58 ft
z Shear Force ( ) kips

0.003 at 18.58 ft
-5.217e-04 at 0 ft
Torsion ( ) kip-ft

21.191 at 18.58 ft
-9.69 at 6.58 ft
z-z Moment ( ) kip-ft

1.645 at 18.58 ft
-1.64 at 18.58 ft
y-y Moment ( ) kip-ft

0.169 at 37.16 ft
-0.058 at 37.16 ft
Axial Stress ( ) ksi

7.604 at 18.58 ft
-7.604 at 18.58 ft
Bending Strong Stress ( ) ksi

3.702 at 18.58 ft
-3.702 at 18.58 ft
Bending Weak Stress ( ) ksi
AISC 15th (360-16): ASD Code Check
Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 9 - - - -
Applied Loading - Shear + Torsion 9 - - - -
Axial Tension Analysis 9 0.001 k 229.042 k - -
Axial Compression Analysis 9 0.000 k 76.607 k - -
Flexural Analysis (Strong Axis) 9 21.191 k-ft 36.934 k-ft - - Flexural Analysis (Weak Axis) 9 0.001 k-ft 20.384 k-ft - - Shear Analysis (Major Axis y) 9 5.276 k 56.12 k 0.094 Pass Shear Analysis (Minor Axis z) 9 0.231 k 88.606 k 0.003 Pass Bending & Axial Interaction Check (UC Bending Max) 9 - - 0.574 Pass RISA-3D Version 20 [ RISA Model - Rio_City_Cafe_Deck.r3d ] Page 1 Company
Designer
Job Number
Model Name
:
:
:
:

Lionakis
KLS
Checked By : __________
12/13/2023
9:50:02 AM
21 Detail Report: M73 Unity Check: 0.574 (LC 9) Load Combination: Envelope y
z
y
z
x
Input Data:

Shape:

Member Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:

W12X26
Beam

37.16 Hot Rolled Steel
Typical
97 I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N79
N83
BenPIN
BenPIN
N/A
N/A
Material Properties:

Material: A992 Therm. Coeff. (1e⁵°F⁻¹): 0.65 Ry: 1.1
E (ksi): 29000 Density (k/ft³): 0.49 Fu (ksi): 65
G (ksi): 11154 Fy (ksi): 50 Rt: 1.1
Nu: 0.3
Shape Properties:
d (in): 12.2 Area (in²): 7.65 S w (in⁴): 11.8
bf (in): 6.49 Zyy (in³): 8.17 rT (in): 1.72
tf (in): 0.38 Zzz (in³): 37.2 J (in⁴): 0.3
tw (in): 0.23 Cw (in⁶): 607 kdet(in): 1.062
I yy (in⁴): 17.3 W no(in²): 19.2 kdes (in): 0.68
I zz (in⁴): 204
Design Properties:

Lb y-y (ft) : 1
Lb z-z (ft) : 20
Lcomp top (ft) : 1
Lcomp bot (ft) : 20
Ltorque (ft) : N/A
Ky-y: 1
Kz-z: 1
y sway: No
z sway: No
Function: Lateral
Seismic DR: None
Max Defl Ratio: L/5053
Max Defl Location: 18.58
Span: 1
N79 N83
M73
Diagrams: 0.035 at 32.128 ft
-0.285 at 34.063 ft
y Deflection ( ) in

0.086 at 29.418 ft
-0.085 at 29.418 ft
z Deflection ( ) in

1.296 at 37.16 ft
-0.442 at 37.16 ft
Axial Force ( ) kips

4.977 at 18.967 ft
-5.145 at 18.58 ft
y Shear Force ( ) kips

0.438 at 18.58 ft
-0.438 at 18.58 ft
z Shear Force ( ) kips

0.003 at 18.58 ft
-5.217e-04 at 0 ft
Torsion ( ) kip-ft

21.191 at 18.58 ft
-9.69 at 6.58 ft
z-z Moment ( ) kip-ft

1.645 at 18.58 ft
-1.64 at 18.58 ft
y-y Moment ( ) kip-ft

0.169 at 37.16 ft
-0.058 at 37.16 ft
Axial Stress ( ) ksi

7.604 at 18.58 ft
-7.604 at 18.58 ft
Bending Strong Stress ( ) ksi

3.702 at 18.58 ft
-3.702 at 18.58 ft
Bending Weak Stress ( ) ksi
AISC 15th (360-16): ASD Code Check
Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 9 - - - -
Applied Loading - Shear + Torsion 9 - - - -
Axial Tension Analysis 9 0.001 k 229.042 k - -
Axial Compression Analysis 9 0.000 k 76.607 k - -
Flexural Analysis (Strong Axis) 9 21.191 k-ft 36.934 k-ft - - Flexural Analysis (Weak Axis) 9 0.001 k-ft 20.384 k-ft - - Shear Analysis (Major Axis y) 9 5.276 k 56.12 k 0.094 Pass Shear Analysis (Minor Axis z) 9 0.231 k 88.606 k 0.003 Pass Bending & Axial Interaction Check (UC Bending Max) 9 - - 0.574 Pass RISA-3D Version 20 [ RISA Model - Rio_City_Cafe_Deck.r3d ] Page 2 Company
Designer
Job Number
Model Name
:
:
:
:

Lionakis
KLS
Checked By : __________
12/13/2023
9:50:03 AM
22 Detail Report: M298 Unity Check: 0.899 (LC 9) Load Combination: Envelope y
z
y
z
x
Input Data:

Shape:

Member Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:

W21X50
Beam

22.5 Hot Rolled Steel
Typical
97 I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N145
N2
Fixed
Fixed
N/A
N/A
Material Properties:

Material: A992 Therm. Coeff. (1e⁵°F⁻¹): 0.65 Ry: 1.1
E (ksi): 29000 Density (k/ft³): 0.49 Fu (ksi): 65
G (ksi): 11154 Fy (ksi): 50 Rt: 1.1
Nu: 0.3
Shape Properties:
d (in): 20.8 Area (in²): 14.7 S w (in⁴): 28.9
bf (in): 6.53 Zyy (in³): 12.2 rT (in): 1.6
tf (in): 0.535 Zzz (in³): 110 J (in⁴): 1.14
tw (in): 0.38 Cw (in⁶): 2570 kdet(in): 1.25
I yy (in⁴): 24.9 W no(in²): 33.1 kdes (in): 1.04
I zz (in⁴): 984
Design Properties:

Lb y-y (ft) : N/A
Lb z-z (ft) : N/A
Lcomp top (ft) : Lbyy
Lcomp bot (ft) : N/A
Ltorque (ft) : N/A
Ky-y: 1
Kz-z: 1
y sway: No
z sway: No
Function: Lateral
Seismic DR: None
Max Defl Ratio: L/5221
Max Defl Location: 0.938
Span: 1
N145 N2
M298
Diagrams: 0.029 at 11.25 ft
-0.253 at 11.016 ft
y Deflection ( ) in

0.158 at 22.5 ft
-0.148 at 22.5 ft
z Deflection ( ) in

2.665 at 0 ft
-2.669 at 0 ft
Axial Force ( ) kips

14.492 at 0 ft
-11.052 at 22.5 ft
y Shear Force ( ) kips

2.376 at 11.953 ft
-2.273 at 11.953 ft
z Shear Force ( ) kips

0.14 at 4.219 ft
-0.788 at 4.219 ft
Torsion ( ) kip-ft

9.353 at 11.719 ft
-78.099 at 11.719 ft
z-z Moment ( ) kip-ft

4.029 at 11.953 ft
-4.181 at 11.953 ft
y-y Moment ( ) kip-ft

0.181 at 0 ft
-0.182 at 0 ft
Axial Stress ( ) ksi

9.905 at 11.719 ft
-9.905 at 11.719 ft
Bending Strong Stress ( ) ksi

6.579 at 11.953 ft
-6.579 at 11.953 ft
Bending Weak Stress ( ) ksi
AISC 15th (360-16): ASD Code Check
Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 9 - - - -
Applied Loading - Shear + Torsion 9 - - - -
Axial Tension Analysis 9 0.001 k 440.12 k - -
Axial Compression Analysis 9 0.000 k 51.34 k - -
Flexural Analysis (Strong Axis) 9 78.099 k-ft 86.843 k-ft - - Flexural Analysis (Weak Axis) 9 0.003 k-ft 30.439 k-ft - - Shear Analysis (Major Axis y) 9 23.798 k 158.08 k 0.151 Pass Shear Analysis (Minor Axis z) 9 14.985 k 125.517 k 0.119 Pass Bending & Axial Interaction Check (UC Bending Max) 9 - - 0.899 Pass RISA-3D Version 20 [ RISA Model - Rio_City_Cafe_Deck.r3d ] Page 1 Company
Designer
Job Number
Model Name
:
:
:
:

Lionakis
KLS
Checked By : __________
12/13/2023
10:01:01 AM
23 Detail Report: M298 Unity Check: 0.899 (LC 9) Load Combination: Envelope y
z
y
z
x
Input Data:

Shape:

Member Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:

W21X50
Beam

22.5 Hot Rolled Steel
Typical
97 I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N145
N2
Fixed
Fixed
N/A
N/A
Material Properties:

Material: A992 Therm. Coeff. (1e⁵°F⁻¹): 0.65 Ry: 1.1
E (ksi): 29000 Density (k/ft³): 0.49 Fu (ksi): 65
G (ksi): 11154 Fy (ksi): 50 Rt: 1.1
Nu: 0.3
Shape Properties:
d (in): 20.8 Area (in²): 14.7 S w (in⁴): 28.9
bf (in): 6.53 Zyy (in³): 12.2 rT (in): 1.6
tf (in): 0.535 Zzz (in³): 110 J (in⁴): 1.14
tw (in): 0.38 Cw (in⁶): 2570 kdet(in): 1.25
I yy (in⁴): 24.9 W no(in²): 33.1 kdes (in): 1.04
I zz (in⁴): 984
Design Properties:

Lb y-y (ft) : N/A
Lb z-z (ft) : N/A
Lcomp top (ft) : Lbyy
Lcomp bot (ft) : N/A
Ltorque (ft) : N/A
Ky-y: 1
Kz-z: 1
y sway: No
z sway: No
Function: Lateral
Seismic DR: None
Max Defl Ratio: L/5221
Max Defl Location: 0.938
Span: 1
N145 N2
M298
Diagrams: 0.029 at 11.25 ft
-0.253 at 11.016 ft
y Deflection ( ) in

0.158 at 22.5 ft
-0.148 at 22.5 ft
z Deflection ( ) in

2.665 at 0 ft
-2.669 at 0 ft
Axial Force ( ) kips

14.492 at 0 ft
-11.052 at 22.5 ft
y Shear Force ( ) kips

2.376 at 11.953 ft
-2.273 at 11.953 ft
z Shear Force ( ) kips

0.14 at 4.219 ft
-0.788 at 4.219 ft
Torsion ( ) kip-ft

9.353 at 11.719 ft
-78.099 at 11.719 ft
z-z Moment ( ) kip-ft

4.029 at 11.953 ft
-4.181 at 11.953 ft
y-y Moment ( ) kip-ft

0.181 at 0 ft
-0.182 at 0 ft
Axial Stress ( ) ksi

9.905 at 11.719 ft
-9.905 at 11.719 ft
Bending Strong Stress ( ) ksi

6.579 at 11.953 ft
-6.579 at 11.953 ft
Bending Weak Stress ( ) ksi
AISC 15th (360-16): ASD Code Check
Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 9 - - - -
Applied Loading - Shear + Torsion 9 - - - -
Axial Tension Analysis 9 0.001 k 440.12 k - -
Axial Compression Analysis 9 0.000 k 51.34 k - -
Flexural Analysis (Strong Axis) 9 78.099 k-ft 86.843 k-ft - - Flexural Analysis (Weak Axis) 9 0.003 k-ft 30.439 k-ft - - Shear Analysis (Major Axis y) 9 23.798 k 158.08 k 0.151 Pass Shear Analysis (Minor Axis z) 9 14.985 k 125.517 k 0.119 Pass Bending & Axial Interaction Check (UC Bending Max) 9 - - 0.899 Pass RISA-3D Version 20 [ RISA Model - Rio_City_Cafe_Deck.r3d ] Page 2 Company
Designer
Job Number
Model Name
:
:
:
:

Lionakis
KLS
Checked By : __________
12/13/2023
10:01:01 AM
24 Detail Report: M53 Unity Check: 0.684 (LC 25) Load Combination: Envelope y
z
y
z
x
Input Data:

Shape:

Member Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:

W24X55
Beam

30.5 Hot Rolled Steel
Typical
97 I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N141
N17
Fixed
Fixed
N/A
N/A
Material Properties:

Material: A992 Therm. Coeff. (1e⁵°F⁻¹): 0.65 Ry: 1.1
E (ksi): 29000 Density (k/ft³): 0.49 Fu (ksi): 65
G (ksi): 11154 Fy (ksi): 50 Rt: 1.1
Nu: 0.3
Shape Properties:
d (in): 23.6 Area (in²): 16.2 S w (in⁴): 35.8
bf (in): 7.01 Zyy (in³): 13.3 rT (in): 1.68
tf (in): 0.505 Zzz (in³): 134 J (in⁴): 1.18
tw (in): 0.395 Cw (in⁶): 3870 kdet(in): 1.438
I yy (in⁴): 29.1 W no(in²): 40.5 kdes (in): 1.01
I zz (in⁴): 1350
Design Properties:

Lb y-y (ft) : N/A
Lb z-z (ft) : N/A
Lcomp top (ft) : 4
Lcomp bot (ft) : 15
Ltorque (ft) : N/A
Ky-y: 1
Kz-z: 1
y sway: No
z sway: No
Function: Lateral
Seismic DR: None
Max Defl Ratio: L/2190
Max Defl Location: 13.661
Span: 5
N141 N17
M53
Diagrams: 0.387 at 30.5 ft
-0.546 at 11.755 ft
y Deflection ( ) in

0.399 at 23.828 ft
-0.413 at 23.828 ft
z Deflection ( ) in

12.193 at 8.26 ft
-11.356 at 0 ft
Axial Force ( ) kips

32.762 at 0 ft
-34.088 at 23.51 ft
y Shear Force ( ) kips

1.777 at 11.755 ft
-1.668 at 0 ft
z Shear Force ( ) kips

0.586 at 8.26 ft
-0.567 at 8.26 ft
Torsion ( ) kip-ft

83.402 at 23.828 ft
-218.032 at 11.438 ft
z-z Moment ( ) kip-ft

3.633 at 11.755 ft
-4.252 at 11.755 ft
y-y Moment ( ) kip-ft

0.753 at 8.26 ft
-0.701 at 0 ft
Axial Stress ( ) ksi

22.869 at 11.438 ft
-22.869 at 11.438 ft
Bending Strong Stress ( ) ksi

6.146 at 11.755 ft
-6.146 at 11.755 ft
Bending Weak Stress ( ) ksi
AISC 15th (360-16): ASD Code Check
Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 25 - - - -
Applied Loading - Shear + Torsion 10 - - - -
Axial Tension Analysis 25 0.000 k 485.03 k - -
Axial Compression Analysis 25 12.193 k 32.652 k - -
Flexural Analysis (Strong Axis) 25 80.074 k-ft 334.331 k-ft - - Flexural Analysis (Weak Axis) 25 3.629 k-ft 33.143 k-ft - - Shear Analysis (Major Axis y) 10 34.197 k 167.461 k 0.204 Pass Shear Analysis (Minor Axis z) 10 0.086 k 127.187 k 0.001 Pass Bending & Axial Interaction Check (UC Bending Max) 25 - - 0.684 Pass RISA-3D Version 20 [ RISA Model - Rio_City_Cafe_Deck.r3d ] Page 1 Company
Designer
Job Number
Model Name
:
:
:
:

Lionakis
KLS
Checked By : __________
12/13/2023
10:02:28 AM
25 Detail Report: M53 Unity Check: 0.684 (LC 25) Load Combination: Envelope y
z
y
z
x
Input Data:

Shape:

Member Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:

W24X55
Beam

30.5 Hot Rolled Steel
Typical
97 I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N141
N17
Fixed
Fixed
N/A
N/A
Material Properties:

Material: A992 Therm. Coeff. (1e⁵°F⁻¹): 0.65 Ry: 1.1
E (ksi): 29000 Density (k/ft³): 0.49 Fu (ksi): 65
G (ksi): 11154 Fy (ksi): 50 Rt: 1.1
Nu: 0.3
Shape Properties:
d (in): 23.6 Area (in²): 16.2 S w (in⁴): 35.8
bf (in): 7.01 Zyy (in³): 13.3 rT (in): 1.68
tf (in): 0.505 Zzz (in³): 134 J (in⁴): 1.18
tw (in): 0.395 Cw (in⁶): 3870 kdet(in): 1.438
I yy (in⁴): 29.1 W no(in²): 40.5 kdes (in): 1.01
I zz (in⁴): 1350
Design Properties:

Lb y-y (ft) : N/A
Lb z-z (ft) : N/A
Lcomp top (ft) : 4
Lcomp bot (ft) : 15
Ltorque (ft) : N/A
Ky-y: 1
Kz-z: 1
y sway: No
z sway: No
Function: Lateral
Seismic DR: None
Max Defl Ratio: L/2190
Max Defl Location: 13.661
Span: 5
N141 N17
M53
Diagrams: 0.387 at 30.5 ft
-0.546 at 11.755 ft
y Deflection ( ) in

0.399 at 23.828 ft
-0.413 at 23.828 ft
z Deflection ( ) in

12.193 at 8.26 ft
-11.356 at 0 ft
Axial Force ( ) kips

32.762 at 0 ft
-34.088 at 23.51 ft
y Shear Force ( ) kips

1.777 at 11.755 ft
-1.668 at 0 ft
z Shear Force ( ) kips

0.586 at 8.26 ft
-0.567 at 8.26 ft
Torsion ( ) kip-ft

83.402 at 23.828 ft
-218.032 at 11.438 ft
z-z Moment ( ) kip-ft

3.633 at 11.755 ft
-4.252 at 11.755 ft
y-y Moment ( ) kip-ft

0.753 at 8.26 ft
-0.701 at 0 ft
Axial Stress ( ) ksi

22.869 at 11.438 ft
-22.869 at 11.438 ft
Bending Strong Stress ( ) ksi

6.146 at 11.755 ft
-6.146 at 11.755 ft
Bending Weak Stress ( ) ksi
AISC 15th (360-16): ASD Code Check
Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 25 - - - -
Applied Loading - Shear + Torsion 10 - - - -
Axial Tension Analysis 25 0.000 k 485.03 k - -
Axial Compression Analysis 25 12.193 k 32.652 k - -
Flexural Analysis (Strong Axis) 25 80.074 k-ft 334.331 k-ft - - Flexural Analysis (Weak Axis) 25 3.629 k-ft 33.143 k-ft - - Shear Analysis (Major Axis y) 10 34.197 k 167.461 k 0.204 Pass Shear Analysis (Minor Axis z) 10 0.086 k 127.187 k 0.001 Pass Bending & Axial Interaction Check (UC Bending Max) 25 - - 0.684 Pass RISA-3D Version 20 [ RISA Model - Rio_City_Cafe_Deck.r3d ] Page 2 Company
Designer
Job Number
Model Name
:
:
:
:

Lionakis
KLS
Checked By : __________
12/13/2023
10:02:29 AM
26 Detail Report:M1 03 Unity Check: 0.788 (LC 25) Load Combination:Envelope y
z
y
z
x
Input Data:

Sh
ape:

Mem
ber Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:

HSS6X6X6
Column
9 Hot Rolled Steel
Typical
97 I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N280
N266
Fixed
Fixed
N/A
N/A
Material Properties:

Ma
terial: A50 0 Gr.C Rect Therm. Coeff. (1e⁵°F⁻¹): 0.65 Ry: 1.4 E
(ksi): 29000 Density (k/ft³): 0.527 Fu (ksi): 62
G (
ksi): 11154 Fy (ksi): 50 Rt: 1.3
N
u: 0.3
Shape Properties:
d (
in): 6 I yy (in⁴): 39. 5 Area (in²): 7.58
bf (in): 6 I zz(in⁴): 39. 5 J (in⁴): 64.6
t (in): 0.349
Design Properties:

Lb
y-y (ft) : N/A
Lb
z-z (ft) : N/A
Lc
omp top (ft) : Lby y
Lcomp bot (ft) : N/A
Lt
orque (ft) : N/A
Ky
-y: 2.1
Kz
-z: 2.1
y
sway: No
z sway: No
Function: Lateral
Seismic DR: None
Max Defl Ratio: L/84
Max Defl Location: 0
Span: N/A
N280 N2 66
M103
Diagrams: 0.54 at 9 ft
-0.09 at 0 ft
y Deflection ( ) in

1.466 at 9 ft
-1.47 at 9 ft
z Deflection ( ) in

9.763 at 0 ft

0.125 at 9 ft
Axial Force ( ) kips

0.049 at 0 ft
-0.066 at 0 ft
y Shear Force ( ) kips

3.501 at 0 ft
-3.488 at 0 ft
z Shear Force ( ) kips

0.573 at 0 ft
-0.584 at 0 ft
Torsion ( ) kip-ft

0.554 at 9 ft
-0.446 at 9 ft
z-z Moment ( ) kip-ft

29.833 at 0 ft
-29.953 at 0 ft
y-y Moment ( ) kip-ft

1.288 at 0 ft

0.017 at 9 ft
Axial Stress ( ) ksi

0.505 at 9 ft
-0.505 at 9 ft
Bending Strong Stress ( ) ksi

27.299 at 0 ft
-27.299 at 0 ft
Bending Weak Stress ( ) ksi
AI
SC 15th (360-16): ASD Code Check
Limit State Go v. LC Required Available Unity Check Result Applied Loading - Bending/Axial 25 - - - -
Applied Loading - Shear + Torsion 24 - - - -
Axial Tension Analysis 25 0.000 k 226.946 k - -
Axial Compression Analysis 25 5 .974 k 110.275 k - -
RISA-3D Version 20 [ RISA Model - Rio_City_Cafe_Deck.r3d ] Page 1 Company
De
signer
Job Number
Model Name
:
:
:
:

Lionakis
KLS
Checked By : __________
12/13/2023
10:05:27 AM
27 Flexural Analysis (Strong Axis) 25 0 .025 k-ft 39.421 k-ft - - Flexural Analysis (Weak Axis) 29 .953 k-ft 39.421 k-ft - - Shear Analysis (Major Axis y) 24 1 .1 k 62.105 k 0.018 Pass Shear Analysis (Minor Axis z) 24 4.575 k 62.105 k 0.074 Pass Bending & Axial Interaction Check (UC Bending Max) 25 - - 0 .788 Pass Torsional Analysis 25 0.573 k-ft 33.122 k-ft 0.017 Pass RISA-3D Version 20 [ RISA Model - Rio_City_Cafe_Deck.r3d ] Page 2 Company
De
signer
Job Number
Model Name
:
:
:
:

Lionakis
KLS
Checked By : __________
12/13/2023
10:05:27 AM
28 Detail Report:M8 5 Unity Check: 0.778 (LC 29) Load Combination:Envelope y
z
y
z
x
Input Data:

Sh
ape:

Mem
ber Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:
1"DIA
VBrace

21.984
Hot Rolled Steel
Typical
97 I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N19
N142
BenPIN
BenPIN
N/A
N/A
Material Properties:

Ma
terial: A36 Gr.36 (Rod) Therm. Coeff. (1e⁵°F⁻¹): 0.65 Ry: 1.5 E
(ksi): 29000 Density (k/ft³): 0 Fu (ksi): 58
G (
ksi): 11154 Fy (ksi): 36 Rt: 1.2
N
u: 0.3
Shape Properties:
d (
in): 1 Are a (in²): 0.785 I yy (in⁴): 0.0 49
Z (in³): 0.167 J (in⁴): 0.098 I zz(in⁴): 0.0 49
Design Properties:

Lb
y-y (ft) : N/A
Lb
z-z (ft) : N/A
Lc
omp top (ft) : Lby y
Lcomp bot (ft) : N/A
Lt
orque (ft) : N/A
Ky
-y: 1
Kz-z: 1
y s
way: No
z sway: No
Function: Lateral
Seismic DR: None
Max Defl Ratio: L/10000
Max Defl Location: 0
Span: N/A
N19 N1 42
M85
Diagrams: 0.023 at 0 ft
-0.546 at 0 ft
y Deflection ( ) in

0.101 at 0 ft
-0.097 at 0 ft
z Deflection ( ) in
0 at 0 ft
-13.179 at 0 ft
Axial Force ( ) kips
y Shear Force ( ) kips
z Shear Force ( ) kips

0.001 at 0 ft
-3.397e-05 at 0 ft
Torsion ( ) kip-ft
z-z Moment ( ) kip-ft
y-y Moment ( ) kip-ft
0 at 0 ft
-16.78 at 0 ft
Axial Stress ( ) ksi
Bending Strong Stress ( ) ksi
Bending Weak Stress ( ) ksi
AI
SC 15th (360-16): ASD Code Check
Limit State Go v. LC Required Available Unity Check Result Applied Loading - Bending/Axial 29 - - - -
Applied Loading - Shear + Torsion 9 - - - -
Axial Tension Analysis 29 1 3.179 k 16.931 k - -
Axial Compression Analysis 29 0.000 k 0.106 k - -
Flexural Analysis 29 0 .000 k-ft 0.282 k-ft - -
RISA-3D Version 20 [ RISA Model - Rio_City_Cafe_Deck.r3d ] Page 1 Company
De
signer
Job Number
Model Name
:
:
:
:

Lionakis
KLS
Checked By : __________
12/13/2023
10:07:31 AM
29 Shear Analysis 9 0. 069 k 10.158 k 0.007 Pass
Bending & Axial Interaction Check (UC Bending Max) 29 - - 0 .778 Pass RISA-3D Version 20 [ RISA Model - Rio_City_Cafe_Deck.r3d ] Page 2 Company
De
signer
Job Number
Model Name
:
:
:
:

Lionakis
KLS
Checked By : __________
12/13/2023
10:07:32 AM
30 019124.02
Rio City Café
KLS
Collector Connections
User Input Connection Properties DCR Checks
Conn. Beam # Rows t web dbolt sweld ttab Bolt Shr Bolt Brg Weld Blk Shr Connection Loc. Size Py Px (Vert) (in) (in) (in) (in) Check Check Check Check Check Intermediate Col
Support Bm W12X40 8.0 16.0 1 0.30 7/8 1/4 3/8 0.40 0.56 0.13 0.24 OK Primary Girders
(Enveloped
Demands) W24X55 51.4 19.0
1 0.40 7/8 1/4 1/2 0.72 0.75 0.30 0.32 OK
Short Girders1 W18X35 23.6 6.3 1 0.30 7/8 1/4 3/8 0.66 0.92 0.23 0.33 OK Short Girders2 W18X35 11.4 7.7 1 0.30 7/8 1/4 3/8 0.37 0.52 0.11 0.19 OK Loads (kips)
12/13/2023
Project # Sh eet #
Project
DateProfessional
file:L:\2019\019124.02 COS Rio City Café Deck\08_Structural\4_Calcs\Connection-WF Beam-Collector_2019 CBC tab:Bolted Connections 12/13/2023 31 019124.02
Rio City Café
KLS
Sample Bolted Connection Calculation
User Input Connection Properties DCR Checks
Conn. Beam # Rows
tweb dbolt sweld ttab Bolt Shr Bolt Brg Weld Block Shr
Loc. Size P y (k) P x (k) (Vert) (in) (in) (in) (in) Check Check Check Check 14 (S) W16x26 10.0 70.0 2 0.25 7/8 1/4 3/8 0.44 0.72 0.35 0.88 Bolt Shear Check (AISC 360-16 J3.6)
N = # Vertical Bolt Rows = 2
n = # Bolts Per Row = 4
s1 = 3 in
s2 = 3 in
a = 3
in
e = K+s1(N-1)/2 = 4.5 in
Px = | Ω oE | = 70 kips
Py = V = 10 kips
M = Pye = 45 kip-in
Xmax = s1(N-1)/2 = 1.5 in
Ymax = s2(n-1)/2 = 4.5 in
Σdi
2 = 108
Rx = (Px)/(n*N) + (MYmax)/(Σdi
2) = 10.6 kips
Ry = (Py)/(n*N) + (MXmax)/(Σdi
2) = 1.9 kips
Ru = (Rx
2+Ry
2)1/2 = 10.8 kips
Rnv = FnvAbolt = 32.5 kips
φRnv = 0.75Rnv = 24.4 kips
DCR = Ru/φRnv = 0.44
Bolt Brg Check (AISC 360-16 J3.10 / AISC 341-16 D2.2(a)) Block Shear Check (AISC 360-16 J4) Ru = 10.8 kips From Bolt Brg Check: Beam Web Controls
twebFu = 16.3 k/in Fy = 50 ksi
ttabFut = 18.8 k/in Fu = 65 ksi
Beam Web Controls t = 0.25
in
tFu = 16.3 k/in dhole = dbolt + 1/8" = 1.00 in
Leh = 1.5 in Ubs = 0.5
Lev = 1.5 in Block Tearout
Lc = Min{Leh,Lev} - (dbolt + 1/16")/2 = 1.0 in Agv = [Leh+s1(N-1)]2t 2.25 in2 Rn = 1.2LctFu < 2.4dbolttFu = 20.1 kips Anv = [Leh-dhole/2+(s1 - dhole)(N-1)]2t 1.50 in2 φRn = 0.75Rn = 15.1 kips Ant = [(s2 - dhole)(n-1)]t 1.50 in2 DCR = Ru/φRn = 0.72 Rn1 = 0.6FuAnv+UbsFuAnt = 107.3 kips <--USE Rn2 = 0.6FyAgv+UbsFuAnt = 116.3 kips
Weld Check (AISC 360-16 J2.4) Tab Tension Failure (U = 1.0) Ru = (Px
2+Py
2)1/2 = 70.7 kips Ag = [2(Lev)+s2(n-1)]ttab 4.50 in2
θweld = tan-1(Px/Py) = 81.9 degrees Ae = U[2(Lev)+(s2 -dhole)(n-1)]ttab 3.38 in2 Lweld = s2(n-1)+2(Lev) = 12.0 in Rn1 = FytAg = 225.0 kips Rn = [0.6FEXX(1.0+0.5sin1.5 θ)](2 sides(0.707)s265.9 kips Rn2 = FutAe = 168.8 k <--USE φRn = 0.75Rn = 199.4 kips φRn-min = 0.75Rn-min = 80.4 kips DCR = Ru/φRn = 0.35 DCR = (Px
2+Py
2)1/2/φRn-min = 0.88
12/13/2023
Loads (kips)
Px
Py
s2
s1
di
a
e
Y
X
Leh
Leh
Lev
Lev
Project # Sh eet #
Project
DateProfessional
file:L:\2019\019124.02 COS Rio City Café Deck\08_Structural\4_Calcs\Connection-WF Beam-Collector_2019 CBC tab:Bolted Conn Sample Calc 12/13/2023 32 Lionakis
KLS
SK-4
Dec 13, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
G1
"GIRDER 2" connection
(to side face of (E)
concrete girder) is
designed for enveloped
LFRD loads (conservative)

ENVELOPED REACTIONS FROM STRENGTH LOAD COMBINATIONS (SEPARATE RISA RUN FROM ASD LOAD COMBINATIONS) Governing reactions for
TYP Girder Anchorage,
in each direction.

Anchorage checks were
separated for each
governing load
combination.

Governing lateral
reaction for TYP Girder
bearing plate in each
direction
Company: Date: 11/7/2023
Engineer: Page: 1/6
Project:

Address:

Phone:

E-mail:

Anchor Designer™
Software
Version 3.1.2303.1

1.Project information
Customer company:

Customer contact name:

Customer e-mail:

Comment:

Project description:

Location:

Fastening description:

2. Input Data & Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:

Anchor type: Torque controlled expansion anchor
Material: Carbon Steel
Diameter (inch): 0.750
Nominal Embedment depth (inch): 5.750
Effective Embedment depth, hef (inch): 5.000
Code report: ICC-ES ESR-3037
Anchor category: 1
Anchor ductility: Yes
hmin (inch): 8.75
cac (inch): 8.00
Cmin (inch): 6.00
Smin (inch): 3.50
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 36.00
State: Cracked
Compressive strength, f’c (psi): 4000
Ψc,V: 1.0
Reinforcement condition: Supplementary reinforcement present Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: Yes
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 15.00 x 15.00 x 0.38 Recommended Anchor
Anchor Name: Strong-Bolt® 2 - 3/4"Ø CS Strong-Bolt 2, hnom:5.75" (146mm) Code Report: ICC-ES ESR-3037
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G2
GIRDER 2 ANCHORAGE (ENVELOPED LRFD REACTIONS)
Company: Date: 11/7/2023
Engineer: Page: 2/6
Project:

Address:

Phone:

E-mail:

Anchor Designer™
Software
Version 3.1.2303.1
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:

Nua [lb]: 3000
Vuax [lb]: 12200
Vuay [lb]: 300
Mux [ft-lb]: 0
Muy [ft-lb]: 0
Muz [ft-lb]: 0
<Figure 1>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G3
Conservative, +/-1.9k per LRFD
RISA reactions
Conservative, 8.2k per LRFD
RISA reactions
Company: Date: 11/7/2023
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Address:

Phone:

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Anchor Designer™
Software
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<Figure 2>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G4
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Project:

Address:

Phone:

E-mail:

Anchor Designer™
Software
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3. Resulting Anchor Forces
Anchor Tension load,
Nua (lb)
Shear load x,
Vuax (lb)
Shear load y,
Vuay (lb)
Shear load combined,
√(Vuax)²+(Vuay)² (lb)
1 333.7 2202.8 -772.2 2334.2
2 1166.3 3897.2 -772.2 3973.0
3 1166.3 3897.2 922.2 4004.9
4 333.7 2202.8 922.2 2388.0
Sum 3000.0 12200.0 300.0 12700.1
Maximum concrete compression strain (‰): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 3000
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 2.50 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.07 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3>

4. Steel Strength of Anchor in Tension (Sec. 17.6.1)
Nsa (lb)
Nsa (lb)
29700 0.75 22275

5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb= kc
a
f’chef1.5 (Eq. 17.6.2.2.1)
kc
a f’c (psi) hef (in) Nb (lb)

17.0 1.00 4000 5.000 12021
Ncbg=
(ANc/ ANco)
ec,N
ed,N
c,N
cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a)
ANc (in2) ANco (in2) ca,min (in)
ec,N
ed,N
c,N
cp,N Nb (lb)
Ncbg (lb)
540.00 225.00 6.00 0.750 0.940 1.00 1.000 12021 0.75 15258

6. Pullout Strength of Anchor in Tension (Sec. 17.6.3)
Npn =
c,P
aNp(f’c/ 2,500)n (Sec. 17.5.1.2, Eq. 17.6.3.1 & Code Report) c,P
a Np (lb) f’c (psi) n
Npn (lb)

1.0 1.00 8500 4000 0.50 0.65 6989
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G5
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8. Steel Strength of Anchor in Shear (Sec. 17.7.1)
Vsa (lb)
grout
grout
Vsa (lb)
14480 1.0 0.65 9412

9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2) Shear perpendicular to edge in x-direction:

Vbx = min|7(le/ da)0.2
da
a
f’cca11.5; 9
a
f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b)
le (in) da (in)
a f’c (psi) ca1 (in) Vbx (lb)

5.00 0.750 1.00 4000 25.00 70041
Vcbgx =
(AVc/ AVco)
ec,V
ed,V
c,V
h,VVbx (Sec. 17.5.1.2 & Eq. 17.7.2.1b)
AVc (in2) AVco (in2)
ec,V
ed,V
c,V
h,V Vbx (lb)
Vcbgx (lb)
3024.00 2812.50 0.968 1.000 1.000 1.021 70041 0.75 55786 Shear parallel to edge in x-direction:

Vby = min|7(le/ da)0.2
da
a
f’cca11.5; 9
a
f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b)
le (in) da (in)
a f’c (psi) ca1 (in) Vby (lb)

5.00 0.750 1.00 4000 6.00 8235
Vcbgx =
(2)(AVc/ AVco)
ec,V
ed,V
c,V
h,VVby (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1b)
AVc (in2) AVco (in2)
ec,V
ed,V
c,V
h,V Vby (lb)
Vcbgx (lb)
243.00 162.00 1.000 1.000 1.000 1.000 8235 0.75 18529

10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) Vcp =
kcpNcb =
kcp(ANc/ ANco)
ed,N
c,N
cp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1a)
kcp ANc (in2) ANco (in2)
ed,N
c,N
cp,N Nb (lb)
Vcp (lb)

2.0 126.00 225.00 0.940 1.000 1.000 12021 0.70 8859

11. Results
Interaction of Tensile and Shear Forces (Sec. 17.8)
Tension Factored Load, Nua (lb) Design Strength, øNn (lb) Ratio Status Steel 1166 22275 0.05 Pass
Concrete breakout 3000 15258 0.20 Pass (Governs)
Pullout 1166 6989 0.17 Pass
Shear Factored Load, Vua (lb) Design Strength, øVn (lb) Ratio Status Steel 4005 9412 0.43 Pass
T Concrete breakout x+ 12200 55786 0.22 Pass
|| Concrete breakout x- 1844 18529 0.10 Pass
Pryout 4005 8859 0.45 Pass (Governs)
Interaction check Nua/
Nn Vua/
Vn Combined Ratio Permissible Status
Sec. 17.8.2 0.00 0.45 45.2% 1.0 Pass
3/4"Ø CS Strong-Bolt 2, hnom:5.75" (146mm) meets the selected design criteria.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G6
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12. Warnings
- Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G7
Project # Sh eet #
Project
DateProfessional
H:\My Documents\TitleBlock1Sheet1 10/16/20152:28 PM
G8
019124.02
Rio City Cafe Deck
KLS
12/13/2023
Check lateral bearing on end of concrete:

Assume all load bears along 1" wide section at end of 20" deep plate
Shear load is expected to be fully resisted by stl pl compression on one side of (E) beam.

Vu = 19k/(20") = 0.95k/in
PhiVn = 0.75(2*SQRT(4000psi)(1.5") = 0.143k/iin NG
Check steel for distribution of load past cracking location to bear on concrete (steel bending)
Mu = 19k(1.5") = 28.5k-in
PhiMn = 0.9(36ksi)bt^2/4
t_min = SQRT(28.5k-in(4)/(0.9*36ksi*20")) = 0.176" min
USE 3/8" thick PL min
19k

1.5"

1.5"
clr distance to
rebar, typ
i.e. expected
cracking depth
GIRDER CONNECTION - STL CHECK:

Check plate bending for axial loads:

Assume 24" deep PL
Pu = 19k
Mu = 19k(14")/4 = 66.5 k-in
PhiMn
= 0.9(36ksi)(24")t^2/4
t_min = SQRT(66.5k-in(4)/(0.9*36ksi*24")) = 0.58" min
USE 5/8" thick PL min
OR
b_min = (66.5k-in)(4)/(0.9*36ksi*0.5"^2) = 33" deep
Note that steel plates will be welded horizontally to ea side and face of anchor plate for distribution of lateral loads to anchors, conservative
14"
19k
Check plate weld
Assume 24" long weld
Loads provided are enveloped, worst case
Include shear from gravity, Pu = 52k/2 = 26k
Vu = SQRT((9.5k^2) + (19k^2) + (26k^2)) = 33.57k
vu = 33.57k/24" = 1.4k/in
Fillet weld, phi*Rn = 0.75(0.6)(70ksi)(0.707)(t) = 22.3*t k/in^2 t_min = (1.4k/in)/(22.3k/in^2) = 0.07" min
Use 1/4" Fillet Weld, ea side
Post Installed Anchors
Use 3/4" dia SIMPSON Strong Bolt 2 w/ 5.75" embed
See attachd Post installed

9.5k
19k

Lionakis
KLS
SK-5
Dec 13, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
G9

1.2D+1.6L+0.5Lr
See attached SIMPSON Anchorage calc
to check governing vertical reactions
Divide demand to anchor check
by 2. (6) anchors shall be located
each side of (E) conc beam
Company: Date: 11/7/2023
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Anchor Designer™
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1.Project information
Customer company:

Customer contact name:

Customer e-mail:

Comment:

Project description:

Location:

Fastening description:

2. Input Data & Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:

Anchor type: Torque controlled expansion anchor
Material: Carbon Steel
Diameter (inch): 0.750
Nominal Embedment depth (inch): 5.750
Effective Embedment depth, h
ef (inch): 5.000
Code report: ICC-ES ESR-3037
Anchor category: 1
Anchor ductility: Yes
h
min (inch): 8.75
cac (inch): 8.00
Cmin (inch): 6.00
Smin (inch): 3.50
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 23.00
State: Cracked
Compressive strength, f’
c (psi): 4000
Ψc,V: 1.0
Reinforcement condition: Supplementary reinforcement present Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: Yes
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 29.00 x 22.00 x 0.38 Recommended Anchor
Anchor Name: Strong-Bolt® 2 - 3/4"Ø CS Strong-Bolt 2, hnom:5.75" (146mm) Code Report: ICC-ES ESR-3037
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 P hone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G10
Company: Date: 11/7/2023
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Address:

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Anchor Designer™
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Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:

N
ua [lb]: 0
Vuax [lb]: 25700
Vuay [lb]: 0
Mux [ft-lb]: 0
Muy [ft-lb]: 0
Muz [ft-lb]: 0
<Figure 1>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 P hone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G11
Company: Date: 11/7/2023
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Address:

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E-mail:

Anchor Designer™
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<Figure 2>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 P hone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G12
Company: Date: 11/7/2023
Engineer: Page: 4/5
Project:

Address:

Phone:

E-mail:

Anchor Designer™
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3. Resulting Anchor Forces
Anchor Tension load,
Nua (lb)
Shear load x,
V
uax (lb)
Shear load y,
V
uay (lb)
Shear load combined,
√(V
uax)²+(Vuay)² (lb)
1 0.0 4283.3 0.0 4283.3
2 0.0 4283.3 0.0 4283.3
3 0.0 4283.3 0.0 4283.3
4 0.0 4283.3 0.0 4283.3
5 0.0 4283.3 0.0 4283.3
6 0.0 4283.3 0.0 4283.3
Sum 0.0 25700.0 0.0 25700.0
Maximum concrete compression strain (‰): 0.00
Ma
ximum concrete compression stress (psi): 0
Resultant tension force (lb): 0
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'
Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e' Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e' Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e' Vy (inch): 0.00 <Figure 3>

8. Steel Strength of Anchor in Shear (Sec. 17.7.1)
Vsa (lb) grout grout Vsa (lb)
14480 1.0 0. 65 9412

9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2) Shear perpendicular to edge in x-direction:

Vbx = min|7(le / d a)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in) da (in) a f’c (psi) ca1 (in) Vbx (lb)

5.00 0.750 1.00 4000 31.00 96713
Vcbgx = (AVc / A Vco) ec,V ed,V c,V h,VVbx (Sec. 17.5.1.2 & Eq. 17.7.2.1b) AVc (in2) AVco (in2) ec,V ed,V c,V h,V Vbx (lb) Vcbgx (lb) 1575.50 4324.50 1.000 0.777 1.000 1.422 96713 0.75 29211 Sh
ear parallel to edge in y-direction:

Vbx = min|7(le / d a)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in) da (in) a f’c (psi) ca1 (in) Vbx (lb)

5.00 0.750 1.00 4000 12.00 23292
Vcbgy = (2)(AVc / A Vco) ec,V ed,V c,V h,VVbx (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1b) AVc (in2) AVco (in2) ec,V ed,V c,V h,V Vbx (lb) Vcbgy (lb) 666.00 648.00 1.000 1.000 1.000 1.000 23292 0.75 35909
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 P hone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G13
Company: Date: 11/7/2023
Engineer: Page: 5/5
Project:

Address:

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E-mail:

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10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) Vcpg = kcpNcbg = kcp(ANc / A Nco) ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1b) kcp ANc (in2) ANco (in2) ec,N ed,N c,N cp,N Nb (lb) Vcpg (lb)

2.0 837.50 225.00 1.000 0.940 1.000 1.000 12021 0.70 58883 11 . Results
Interaction of Tensile and Shear Forces (Sec. 17.8)
Shear Factored Load, Vua (lb) Design Strength, øVn (lb) Ratio Status Steel 4283 9412 0.46 Pass
T Concrete breakout x+ 25700 29211 0.88 Pass (Governs)
|| Concrete breakout y+ 12850 35909 0.36 Pass (Governs) Pryout 25700 58883 0.44 Pass
3/4"Ø CS Strong-Bolt 2, hnom:5.75" (146mm) meets the selected design criteria.

12. Warnings
- Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 P hone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G14
Lionakis
KLS
SK-6
Dec 13, 2023
RISA Model - Rio_City_Cafe_Deck.r3d
G15

1.2D+Exv+Exh+0.5L
See attached SIMPSON Anchorage calc
to check governing lateral reactions
Divide demand to anchor check
by 2. (6) anchors shall be located
each side of (E) conc beam
Company: Date: 11/7/2023
Engineer: Page: 1/5
Project:

Address:

Phone:

E-mail:

Anchor Designer™
Software
Version 3.1.2303.1

1.Project information
Customer company:

Customer contact name:

Customer e-mail:

Comment:

Project description:

Location:

Fastening description:

2. Input Data & Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:

Anchor type: Torque controlled expansion anchor
Material: Carbon Steel
Diameter (inch): 0.750
Nominal Embedment depth (inch): 5.750
Effective Embedment depth, hef (inch): 5.000
Code report: ICC-ES ESR-3037
Anchor category: 1
Anchor ductility: Yes
hmin (inch): 8.75
cac (inch): 8.00
Cmin (inch): 6.00
Smin (inch): 3.50
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 23.00
State: Cracked
Compressive strength, f’c (psi): 4000
Ψc,V: 1.0
Reinforcement condition: Supplementary reinforcement present Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: Yes
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 29.00 x 22.00 x 0.38 Recommended Anchor
Anchor Name: Strong-Bolt® 2 - 3/4"Ø CS Strong-Bolt 2, hnom:5.75" (146mm) Code Report: ICC-ES ESR-3037
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G16
Company: Date: 11/7/2023
Engineer: Page: 2/5
Project:

Address:

Phone:

E-mail:

Anchor Designer™
Software
Version 3.1.2303.1
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:

Nua [lb]: 0
Vuax [lb]: 11700
Vuay [lb]: 9050
Mux [ft-lb]: 0
Muy [ft-lb]: 0
Muz [ft-lb]: 0
<Figure 1>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G17
Company: Date: 11/7/2023
Engineer: Page: 3/5
Project:

Address:

Phone:

E-mail:

Anchor Designer™
Software
Version 3.1.2303.1
<Figure 2>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G18
Company: Date: 11/7/2023
Engineer: Page: 4/5
Project:

Address:

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E-mail:

Anchor Designer™
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3. Resulting Anchor Forces
Anchor Tension load,
Nua (lb)
Shear load x,
Vuax (lb)
Shear load y,
Vuay (lb)
Shear load combined,
√(Vuax)²+(Vuay)² (lb)
1 0.0 1991.1 1426.1 2449.1
2 0.0 1991.1 1508.3 2497.9
3 0.0 1991.1 1590.6 2548.5
4 0.0 1908.9 1590.6 2484.7
5 0.0 1908.9 1508.3 2432.9
6 0.0 1908.9 1426.1 2382.7
Sum 0.0 11700.0 9050.0 14795.8
Maximum concrete compression strain (‰): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 0
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.24 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.19 <Figure 3>

8. Steel Strength of Anchor in Shear (Sec. 17.7.1)
Vsa (lb)
grout
grout
Vsa (lb)
14480 1.0 0.65 9412

9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2) Shear perpendicular to edge in y-direction:

Vby = min|7(le/ da)0.2
da
a
f’cca11.5; 9
a
f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b)
le (in) da (in)
a f’c (psi) ca1 (in) Vby (lb)

5.00 0.750 1.00 4000 15.33 33643
Vcbgy =
(AVc/ AVco)
ec,V
ed,V
c,V
h,VVby (Sec. 17.5.1.2 & Eq. 17.7.2.1b)
AVc (in2) AVco (in2)
ec,V
ed,V
c,V
h,V Vby (lb)
Vcbgy (lb)
851.00 1058.00 0.984 0.778 1.000 1.000 33643 0.75 15549 Shear perpendicular to edge in x-direction:

Vbx = min|7(le/ da)0.2
da
a
f’cca11.5; 9
a
f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b)
le (in) da (in)
a f’c (psi) ca1 (in) Vbx (lb)

5.00 0.750 1.00 4000 31.00 96713
Vcbgx =
(AVc/ AVco)
ec,V
ed,V
c,V
h,VVbx (Sec. 17.5.1.2 & Eq. 17.7.2.1b)
AVc (in2) AVco (in2)
ec,V
ed,V
c,V
h,V Vbx (lb)
Vcbgx (lb)
1529.50 4324.50 0.998 0.765 1.000 1.422 96713 0.75 27824 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G19
Company: Date: 11/7/2023
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Project:

Address:

Phone:

E-mail:

Anchor Designer™
Software
Version 3.1.2303.1
Shear parallel to edge in x-direction:

Vby = min|7(le/ da)0.2
da
a
f’cca11.5; 9
a
f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b)
le (in) da (in)
a f’c (psi) ca1 (in) Vby (lb)

5.00 0.750 1.00 4000 6.00 8235
Vcbgx =
(2)(AVc/ AVco)
ec,V
ed,V
c,V
h,VVby (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1b)
AVc (in2) AVco (in2)
ec,V
ed,V
c,V
h,V Vby (lb)
Vcbgx (lb)
252.00 162.00 1.000 1.000 1.000 1.000 8235 0.75 19215
Shear parallel to edge in y-direction:

Vbx = min|7(le/ da)0.2
da
a
f’cca11.5; 9
a
f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b)
le (in) da (in)
a f’c (psi) ca1 (in) Vbx (lb)

5.00 0.750 1.00 4000 10.00 17719
Vcbgy =
(2)(AVc/ AVco)
ec,V
ed,V
c,V
h,VVbx (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1b)
AVc (in2) AVco (in2)
ec,V
ed,V
c,V
h,V Vbx (lb)
Vcbgy (lb)
555.00 450.00 1.000 1.000 1.000 1.000 17719 0.75 32780

10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) Vcpg=
kcpNcbg =
kcp(ANc/ ANco)
ec,N
ed,N
c,N
cp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1b)
kcp ANc (in2) ANco (in2)
ec,N
ed,N
c,N
cp,N Nb (lb)
Vcpg (lb)

2.0 837.50 225.00 0.945 0.940 1.000 1.000 12021 0.70 55654

11. Results
Interaction of Tensile and Shear Forces (Sec. 17.8)
Shear Factored Load, Vua (lb) Design Strength, øVn (lb) Ratio Status Steel 2548 9412 0.27 Pass
T Concrete breakout y+ 9050 15549 0.58 Pass
T Concrete breakout x+ 11700 27824 0.42 Pass
|| Concrete breakout x- 3181 19215 0.17 Pass
|| Concrete breakout y+ 5973 32780 0.18 Pass
Concrete breakout,
combined
- - 0.72 Pass (Governs)
Pryout 14792 55654 0.27 Pass
3/4"Ø CS Strong-Bolt 2, hnom:5.75" (146mm) meets the selected design criteria.

12. Warnings
- Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com G20

LIONAKIS
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ARCHITECTURE I ENGINEERING I PLANNl

GRAPHICS I SUSTAINABILITY I ACCESS C

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MPLIANCE
www.Iionakls.com
S1
T1
Fyb = 90000 psi 1.5 in
D =

0.162 in 4650
psi
L = 3.5 in Main Member
4 in
4650 psi

1.00 Rt = lm / ls = (L - ts - D) / ts = 1.23
k1 = [ ( Re + 2 Re
2 ( 1 + Rt + Rt
2 ) + Rt
2 Re
3 )1/2 - Re ( 1 + Rt ) ] / ( 1 + Re ) = 0.46
k2 = -1 + [ 2 ( 1 + Re ) + ( 2 Fyb ( 1+ 2 Re ) D2 / ( 3 Fem lm 2 ) ) ]1/2 = 1.06
k3 = -1 + [ ( 2 ( 1 + Re ) / Re ) + ( ( 2 Fyb ( 2 + Re ) D2 ) / ( 3 Fem ls 2 ) ) ]1/2 = 1.11
Rd = 2.2
Mode Im Z = ( D lm Fem ) / Rd = 685 lbs Eqn. 12.3-1
Mode Is Z = ( D ls Fes ) / Rd = 514 lbs Eqn. 12.3-2
Mode II Z = ( k1 D ls Fes ) / Rd = 239 lbs Eqn. 12.3-3
Mode IIIm Z = ( k2 D lm Fem ) / ( Rd (1 + 2 Re ) ) = 243 lbs Eqn. 12.3-4 Mode IIIs Z = ( k3 D ls Fem ) / ( Rd ( 2 + Re ) ) = 190 lbs Eqn. 12.3-5 Mode IV Z = ( D2 / Rd ) [ ( 2 Fem Fyb ) / ( 3 ( 1 + Re ) ) ]1/2 = 141 lbs Eqn. 12.3-6 Failure Mode =
Zmin = 141 lbs

1.00 1.00

1.00 1.00

1.00 1.00

1.00 Load Duration CD ( 2015 NDS Tbl 2.3.2 )
Dead Load 0.90
Floor, Occupancy Live Load

1.00 Snow Load 1.15
Roof Live Load 1.25
Earthquake / Wind Load 1.60
Nail Size = 16d Species =
Mode IV
225
141
162
176
Zallow, lbs
127
Z'allow = Zmin CD CM Ct Cg C∆ Ceg Cdi Ctn
Toe Nail, Ctn =
Lateral Design Values
Diaphragm, Cdi =
Yield Mode Equations
Nail Lateral Design Values
Nail Type =
2016 CBC Chapter 23, 2015 NDS Chapter 11 and12
Nail Properties Section Properties
Common
End Grain, Ceg =
( NDS Tbl 11.3.1 ): CD CM Ct Cg C∆ Ceg Cdi Ctn
Applicable Adjustment Factors
Geometry Factor, C∆ =
Group Action Factor, Cg =
Load Duration, CD =
Wet Service, C M =
Temperature, Ct =
see below
019124.02
Rio City Café
KPJ 1/25/2024
DF-L
DF-L
Dowel Bearing Strength, Fem =
Species =
Member thickness, ts =
Dowel Bearing Strength, Fes =
Member Thickness, tm =
Location:

Side Member
Project # Sh eet #
Project
DateProfessional
S:\Studios\Structural Studio\02_CALCULATIONS\06_Wood\Wood Connections CBC 2016 NDS 2015.xlsx, Tab:Nails 1/25/20246:56 PM T2
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: North Wall Ledger
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 4:07PM
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.2
900
900
1350
625
1600
580
180
575 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination : IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight NOT internally calculated and added
Uniform Load : D = 0.30, L = 0.120 , Tributary Width = 1.0 ft, (Wall Load) .DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.380: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 2.000ft

39.79 psi=
=
838.30psi
2x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 2x12
Maximum Shear Stress Ratio 0.221 : 1

3.066 ft=
=
318.58psi
Maximum Deflection
0 <360
5617
Ratio = 0 <180
Max Downward Transient Deflection 0.002 in 19660Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.009 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios
M CDV fb M fvF'b V F'v Segment Length Cfu
D Only 0.0 0.00 0.0 0.0

0.94Length = 4.0 ft 1 0.298 0.175 0.90 1.000 1.001.00 1.00 0.60 227.6 764.6 0.32 162.01.00 28.41.00

0.94+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.93Length = 4.0 ft 1 0.380 0.221 1.00 1.000 1.001.00 1.00 0.84 318.6 838.3 0.45 180.01.00 39.81.00

0.93+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.89Length = 4.0 ft 1 0.295 0.164 1.25 1.000 1.001.00 1.00 0.78 295.8 1,001.5 0.42 225.01.00 36.91.00

0.89+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.81Length = 4.0 ft 1 0.117 0.059 1.60 1.000 1.001.00 1.00 0.36 136.5 1,163.3 0.19 288.01.00 17.11.00 .

T3
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: North Wall Ledger
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 4:07PM
Project Descr:

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections
+D+L 1 0.0085 2.015 0.0000 0.000
.

Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.840

0.840
Max Upward from Load Combinations 0.840 0.840
Max Upward from Load Cases 0.600 0.600
D Only 0.600 0.600
+D+L 0.840 0.840
+D+0.750L 0.780 0.780
+0.60D 0.360 0.360
L Only 0.240 0.240
T4
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Shoring Beam
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 4:16PM
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination : IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight NOT internally calculated and added
Load for Span Number 2
Point Load : D = 1.20, L = 0.480 k @ 2.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.503: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 6.500ft

64.00 psi=
=
1,085.12psi
4x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 4x12
Maximum Shear Stress Ratio 0.356 : 1

6.500 ft=
=
546.13psi
Maximum Deflection
12159 >=360
1030
Ratio = 3474 >=180
Max Downward Transient Deflection 0.013 in 3608Ratio =
>=360
Max Upward Transient Deflection -0.006 in Ratio =
Max Downward Total Deflection 0.047 in Ratio = >=180
Max Upward Total Deflection -0.022 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : L Only
Span: 1 : L Only
Span: 2 : +D+L
Span: 1 : +D+L
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios
M CDV fb M fvF'b V F'v Segment Length Cfu
D Only 0.0 0.00 0.0 0.0

0.99Length = 6.50 ft 1 0.399 0.282 0.90 1.100 1.001.00 1.00 2.40 390.1 978.2 1.20 162.01.00 45.71.00

1.00Length = 2.0 ft 2 0.395 0.282 0.90 1.100 1.001.00 1.00 2.40 390.1 986.8 1.20 162.01.00 45.71.00

1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 6.50 ft 1 0.503 0.356 1.00 1.100 1.001.00 1.00 3.36 546.1 1,085.1 1.68 180.01.00 64.01.00

1.00Length = 2.0 ft 2 0.498 0.356 1.00 1.100 1.001.00 1.00 3.36 546.1 1,096.1 1.68 180.01.00 64.01.00

1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.98Length = 6.50 ft 1 0.376 0.264 1.25 1.100 1.001.00 1.00 3.12 507.1 1,350.3 1.56 225.01.00 59.41.00

1.00Length = 2.0 ft 2 0.370 0.264 1.25 1.100 1.001.00 1.00 3.12 507.1 1,368.8 1.56 225.01.00 59.41.00 T5
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Shoring Beam
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 4:16PM
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios
M CDV fb M fvF'b V F'v Segment Length Cfu

1.00 +0.60D 1.100 1.00 1.00 1.00 0.0 0.00 0.01.00 0.01.00

0.97Length = 6.50 ft 1 0.136 0.095 1.60 1.100 1.001.00 1.00 1.44 234.1 1,715.7 0.72 288.01.00 27.41.00

0.99Length = 2.0 ft 2 0.134 0.095 1.60 1.100 1.001.00 1.00 1.44 234.1 1,749.5 0.72 288.01.00 27.41.00 .

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections
+D+L1 0.0000 0.000 -0.0225 3.777
+D+L 2 0.0466 2.000 0.0000 3.777
.

Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.197
Max Upward from Load Combinations 2.197
Max Upward from Load Cases 1.569
Max Downward from all Load Conditio -0.517
Max Downward from Load Combinations -0.517
Max Downward from Load Cases (Resis -0.369
D Only -0.369

1.569
+D+L -0.517 2.197
+D+0.750L -0.480 2.040
+0.60D -0.222 0.942
L Only -0.148 0.628
T6
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: West Wall Ledger
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 5:40PM
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Beam bracing is defined as a set spacing over all spans Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination : IBC 2021
Unbraced Lengths
First Brace starts at ft from Left-Most support
Regular spacing of lateral supports on length of beam = 2.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight NOT internally calculated and added
Loads on all spans...

Uniform Load on ALL spans : D = 0.260, L = 0.10 k/ft
Load for Span Number 2
Point Load : D = 0.60, L = 0.240 k @ 2.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.925: 1
Load Combination +D+L
Span # where maximum occurs Span # 2
Location of maximum on span 0.000ft
138.67
psi=
=
984.05psi
2x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 2x12
Maximum Shear Stress Ratio 0.770 : 1

6.500 ft=
=
910.22psi
Maximum Deflection
0 <360
1644
Ratio = 55882 >=180
Max Downward Transient Deflection 0.009 in 5622Ratio =
>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.029 in Ratio = >=180
Max Upward Total Deflection -0.001 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : L Only
n/a
Span: 2 : +D+L
Span: 1 : +D+L
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios
M CDV fb M fvF'b V F'v Segment Length Cfu
D Only 0.0 0.00 0.0 0.0

0.98Length = 1.997 ft 1 0.276 0.318 0.90 1.000 1.001.00 1.00 0.64 243.0 881.8 0.58 162.01.00 51.61.00

0.98Length = 1.997 ft 1 0.279 0.318 0.90 1.000 1.001.00 1.00 0.65 245.7 881.8 0.46 162.01.00 51.61.00

0.98Length = 1.997 ft 1 0.512 0.536 0.90 1.000 1.001.00 1.00 1.19 451.1 881.8 0.98 162.01.00 86.91.00

1.00Length = 0.5084 ft 1 0.728 0.615 0.90 1.000 1.001.00 1.00 1.72 652.3 896.3 1.12 162.01.00 99.61.00 T7
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: West Wall Ledger
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 5:40PM
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios
M CDV fb M fvF'b V F'v Segment Length Cfu

0.99 Length = 1.497 ft2 0.735 0.615 0.90 1.000 1.001.00 1.00 1.72 652.3 887.4 1.12 162.01.00 99.61.00

1.00Length = 0.5028 ft 2 0.142 0.615 0.90 1.000 1.001.00 1.00 0.33 126.9 896.4 0.73 162.01.00 99.61.00

1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.98Length = 1.997 ft 1 0.342 0.395 1.00 1.000 1.001.00 1.00 0.88 334.2 976.6 0.80 180.01.00 71.21.00

0.98Length = 1.997 ft 1 0.346 0.395 1.00 1.000 1.001.00 1.00 0.89 337.8 976.6 0.64 180.01.00 71.21.00

0.98Length = 1.997 ft 1 0.646 0.670 1.00 1.000 1.001.00 1.00 1.66 631.1 976.6 1.36 180.01.00 120.61.00

1.00Length = 0.5084 ft 1 0.914 0.770 1.00 1.000 1.001.00 1.00 2.40 910.2 995.4 1.56 180.01.00 138.71.00

0.98Length = 1.497 ft 2 0.925 0.770 1.00 1.000 1.001.00 1.00 2.40 910.2 984.1 1.56 180.01.00 138.71.00

1.00Length = 0.5028 ft 2 0.178 0.770 1.00 1.000 1.001.00 1.00 0.47 177.4 995.5 1.02 180.01.00 138.71.00

1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.97Length = 1.997 ft 1 0.257 0.295 1.25 1.000 1.001.00 1.00 0.82 311.4 1,209.5 0.75 225.01.00 66.31.00

0.97Length = 1.997 ft 1 0.260 0.295 1.25 1.000 1.001.00 1.00 0.83 314.7 1,209.5 0.59 225.01.00 66.31.00

0.97Length = 1.997 ft 1 0.485 0.498 1.25 1.000 1.001.00 1.00 1.55 586.1 1,209.5 1.26 225.01.00 112.11.00

0.99Length = 0.5084 ft 1 0.681 0.573 1.25 1.000 1.001.00 1.00 2.23 845.7 1,242.7 1.45 225.01.00 128.91.00

0.98Length = 1.497 ft 2 0.691 0.573 1.25 1.000 1.001.00 1.00 2.23 845.7 1,223.3 1.45 225.01.00 128.91.00

0.99Length = 0.5028 ft 2 0.133 0.573 1.25 1.000 1.001.00 1.00 0.43 164.8 1,242.8 0.95 225.01.00 128.91.00

0.99+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.95Length = 1.997 ft 1 0.096 0.107 1.60 1.000 1.001.00 1.00 0.38 145.8 1,522.3 0.35 288.01.00 31.01.00

0.95Length = 1.997 ft 1 0.097 0.107 1.60 1.000 1.001.00 1.00 0.39 147.4 1,522.3 0.27 288.01.00 31.01.00

0.95Length = 1.997 ft 1 0.178 0.181 1.60 1.000 1.001.00 1.00 0.71 270.7 1,522.3 0.59 288.01.00 52.11.00

0.99Length = 0.5084 ft 1 0.247 0.207 1.60 1.000 1.001.00 1.00 1.03 391.4 1,587.7 0.67 288.01.00 59.71.00

0.97Length = 1.497 ft 2 0.252 0.207 1.60 1.000 1.001.00 1.00 1.03 391.4 1,551.3 0.67 288.01.00 59.71.00

0.99Length = 0.5028 ft 2 0.048 0.207 1.60 1.000 1.001.00 1.00 0.20 76.1 1,587.9 0.44 288.01.00 59.71.00 .

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections
+D+L+D+L 1 0.0133 2.469 -0.0014 5.992
+D+L 2 0.0292 2.000 0.0000 5.992
.

Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.801

3.099
Max Upward from Load Combinations 0.801 3.099
Max Upward from Load Cases 0.580 2.230
D Only 0.580 2.230
+D+L 0.801 3.099
+D+0.750L 0.746 2.882
+0.60D 0.348 1.338
L Only 0.220 0.870
T8
- Check Simpson LTP4 in combination with SDCP 0.315 X 9 1/2" screws to resist horizontal load - Pa = 450# per SDCP (per spreadsheet)
- Pa = 580# per LTP4 (per Simpson catlog)
=> For (6) LTP4 each side, and 6 SDCP, Pa = (12X580)+(6x450) = 9,660# => Pa = 9,660# > 6.15+2.53k = 8.63k => OK, DCR = 0.89 - Check Transfer of forces to the ground
- Check A35 transfer from base 6X12 to flat 6X12
- Pa = 555# per A35 (per Simpson Catalog)
- Determine required number of A35 ea side of base 6x12 - n = 8630#/(555# x 2 Sides) = 7.77 => 8 min ea side
- Check Expansion Anchor transfer into slab
- Pa = 1450# per anchor (per Profis output)
- 3/8" DIA anchor w/ 6" min edge distance in 4" 3ksi slab - Determine required number of anchor pairs at flat 6x12 - n = 8630#/(1450# x 2 Sides) = 2.97 => 3 min ea side
- More than 8 A35s are provided and more than 3 pairs of expansion anchors are provided => OK T9
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Propped Shoring Girder
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 6:47PM
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Beam bracing is defined as a set spacing over all spans Allowable Stress Design
Douglas Fir-Larch
Select Structural
1,600.0
1,600.0
1,100.0
625.0
1,600.0
580.0
170.0
950.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination : IBC 2021
Unbraced Lengths
First Brace starts at ft from Left-Most support
Regular spacing of lateral supports on length of beam = 4.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Load for Span Number 1
Point Load : D = 1.570, Lr = 0.630 k @ 0.0 ft, (4X8 Beam) Point Load : D = 1.570, Lr = 0.630 k @ 4.0 ft, (4X8 Beam) Point Load : D = 1.570, Lr = 0.630 k @ 8.0 ft, (4X8 Beam) Load for Span Number 2
Point Load : D = 1.570, Lr = 0.630 k @ 4.0 ft, (4X8 Beam) Load for Span Number 3
Point Load : D = 2.230, Lr = 0.8760 k @ 4.0 ft, (4X8 Beam) .DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.624: 1
Load Combination +D+Lr+H, LL Comb Run (**L)
Span # where maximum occurs Span # 2
Location of maximum on span 4.000ft

77.24 psi=
=
1,988.04psi
6x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2=
Load Combination +D+Lr+H, LL Comb Run (**L)
=
=
=
212.50 psi==
Section used for this span 6x12
Maximum Shear Stress Ratio 0.363 : 1

3.059 ft=
=
1,240.66psi
Maximum Deflection
8419 >=360
464
Ratio = 2357 >=180
Max Downward Transient Deflection 0.058 in 1656Ratio =
>=360
Max Upward Transient Deflection -0.006 in Ratio =
Max Downward Total Deflection 0.207 in Ratio = >=180
Max Upward Total Deflection -0.020 in
fb: Actual
F'b
fv: Actual
F'v
Span: 3 : Lr Only, LL Comb Run (LLL)
Span: 2 : Lr Only, LL Comb Run (L*L)
Span: 3 : +D+Lr+H, LL Comb Run (LLL)
Span: 2 : +D+Lr+H, LL Comb Run (L*L)
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios
M CDV fb M fvF'b V F'v Segment Length Cfu
+D+H 0.0 0.00 0.0 0.0

1.00Length = 3.966 ft 1 0.217 0.125 0.90 1.000 1.001.00 1.00 3.15 311.8 1,434.0 0.81 153.01.00 19.21.00 T10
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Propped Shoring Girder
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 6:47PM
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios
M CDV fb M fvF'b V F'v Segment Length Cfu

1.00 Length = 4.034 ft1 0.217 0.340 0.90 1.000 1.001.00 1.00 3.15 311.8 1,433.9 2.19 153.01.00 52.01.00

1.00Length = 4.0 ft 2 0.623 0.352 0.90 1.000 1.001.00 1.00 9.03 893.8 1,434.0 2.27 153.01.00 53.91.00

1.00Length = 4.0 ft 3 0.623 0.352 0.90 1.000 1.001.00 1.00 9.03 893.8 1,434.0 2.27 153.01.00 53.91.00

1.00+D+L+H, LL Comb Run (**L) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 3.966 ft 1 0.196 0.113 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.6 0.81 170.01.00 19.21.00

1.00Length = 4.034 ft 1 0.196 0.306 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.4 2.19 170.01.00 52.01.00

1.00Length = 4.0 ft 2 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00Length = 4.0 ft 3 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00+D+L+H, LL Comb Run (*L*) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 3.966 ft 1 0.196 0.113 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.6 0.81 170.01.00 19.21.00

1.00Length = 4.034 ft 1 0.196 0.306 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.4 2.19 170.01.00 52.01.00

1.00Length = 4.0 ft 2 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00Length = 4.0 ft 3 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00+D+L+H, LL Comb Run (*LL) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 3.966 ft 1 0.196 0.113 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.6 0.81 170.01.00 19.21.00

1.00Length = 4.034 ft 1 0.196 0.306 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.4 2.19 170.01.00 52.01.00

1.00Length = 4.0 ft 2 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00Length = 4.0 ft 3 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00+D+L+H, LL Comb Run (L**) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 3.966 ft 1 0.196 0.113 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.6 0.81 170.01.00 19.21.00

1.00Length = 4.034 ft 1 0.196 0.306 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.4 2.19 170.01.00 52.01.00

1.00Length = 4.0 ft 2 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00Length = 4.0 ft 3 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00+D+L+H, LL Comb Run (L*L) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 3.966 ft 1 0.196 0.113 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.6 0.81 170.01.00 19.21.00

1.00Length = 4.034 ft 1 0.196 0.306 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.4 2.19 170.01.00 52.01.00

1.00Length = 4.0 ft 2 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00Length = 4.0 ft 3 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00+D+L+H, LL Comb Run (LL*) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 3.966 ft 1 0.196 0.113 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.6 0.81 170.01.00 19.21.00

1.00Length = 4.034 ft 1 0.196 0.306 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.4 2.19 170.01.00 52.01.00

1.00Length = 4.0 ft 2 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00Length = 4.0 ft 3 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00+D+L+H, LL Comb Run (LLL) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 3.966 ft 1 0.196 0.113 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.6 0.81 170.01.00 19.21.00

1.00Length = 4.034 ft 1 0.196 0.306 1.00 1.000 1.001.00 1.00 3.15 311.8 1,592.4 2.19 170.01.00 52.01.00

1.00Length = 4.0 ft 2 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00Length = 4.0 ft 3 0.561 0.317 1.00 1.000 1.001.00 1.00 9.03 893.8 1,592.5 2.27 170.01.00 53.91.00

1.00+D+Lr+H, LL Comb Run (**L) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.171 0.098 1.25 1.000 1.001.00 1.00 3.44 340.5 1,988.2 0.88 212.51.00 20.91.00

0.99Length = 4.034 ft 1 0.171 0.359 1.25 1.000 1.001.00 1.00 3.44 340.9 1,987.9 3.22 212.51.00 76.21.00

0.99Length = 4.0 ft 2 0.624 0.363 1.25 1.000 1.001.00 1.00 12.53 1,240.7 1,988.0 3.26 212.51.00 77.21.00

0.99Length = 4.0 ft 3 0.624 0.363 1.25 1.000 1.001.00 1.00 12.53 1,240.7 1,988.0 3.15 212.51.00 77.21.00

0.99+D+Lr+H, LL Comb Run (*L*) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.157 0.090 1.25 1.000 1.001.00 1.00 3.15 311.8 1,988.2 0.81 212.51.00 19.21.00

0.99Length = 4.034 ft 1 0.157 0.245 1.25 1.000 1.001.00 1.00 3.15 311.8 1,987.9 2.19 212.51.00 52.01.00

0.99Length = 4.0 ft 2 0.450 0.254 1.25 1.000 1.001.00 1.00 9.03 893.8 1,988.0 2.27 212.51.00 53.91.00 T11
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Propped Shoring Girder
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 6:47PM
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios
M CDV fb M fvF'b V F'v Segment Length Cfu

0.99 Length = 4.0 ft3 0.450 0.254 1.25 1.000 1.001.00 1.00 9.03 893.8 1,988.0 2.27 212.51.00 53.91.00

0.99+D+Lr+H, LL Comb Run (*LL) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.171 0.098 1.25 1.000 1.001.00 1.00 3.44 340.5 1,988.2 0.88 212.51.00 20.91.00

0.99Length = 4.034 ft 1 0.171 0.359 1.25 1.000 1.001.00 1.00 3.44 340.9 1,987.9 3.22 212.51.00 76.21.00

0.99Length = 4.0 ft 2 0.624 0.363 1.25 1.000 1.001.00 1.00 12.53 1,240.7 1,988.0 3.26 212.51.00 77.21.00

0.99Length = 4.0 ft 3 0.624 0.363 1.25 1.000 1.001.00 1.00 12.53 1,240.7 1,988.0 3.15 212.51.00 77.21.00

0.99+D+Lr+H, LL Comb Run (L**) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.203 0.117 1.25 1.000 1.001.00 1.00 4.09 404.6 1,988.2 1.04 212.51.00 24.81.00

0.99Length = 4.034 ft 1 0.204 0.227 1.25 1.000 1.001.00 1.00 4.09 404.6 1,987.9 2.04 212.51.00 48.31.00

0.99Length = 4.0 ft 2 0.450 0.254 1.25 1.000 1.001.00 1.00 9.03 893.8 1,988.0 2.27 212.51.00 53.91.00

0.99Length = 4.0 ft 3 0.450 0.254 1.25 1.000 1.001.00 1.00 9.03 893.8 1,988.0 2.27 212.51.00 53.91.00

0.99+D+Lr+H, LL Comb Run (L*L) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.218 0.125 1.25 1.000 1.001.00 1.00 4.38 433.2 1,988.2 1.12 212.51.00 26.51.00

0.99Length = 4.034 ft 1 0.218 0.341 1.25 1.000 1.001.00 1.00 4.38 433.2 1,987.9 3.06 212.51.00 72.51.00

0.99Length = 4.0 ft 2 0.624 0.351 1.25 1.000 1.001.00 1.00 12.53 1,240.7 1,988.0 3.15 212.51.00 74.71.00

0.99Length = 4.0 ft 3 0.624 0.351 1.25 1.000 1.001.00 1.00 12.53 1,240.7 1,988.0 3.15 212.51.00 74.71.00

0.99+D+Lr+H, LL Comb Run (LL*) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.203 0.117 1.25 1.000 1.001.00 1.00 4.09 404.6 1,988.2 1.04 212.51.00 24.81.00

0.99Length = 4.034 ft 1 0.204 0.227 1.25 1.000 1.001.00 1.00 4.09 404.6 1,987.9 2.04 212.51.00 48.31.00

0.99Length = 4.0 ft 2 0.450 0.254 1.25 1.000 1.001.00 1.00 9.03 893.8 1,988.0 2.27 212.51.00 53.91.00

0.99Length = 4.0 ft 3 0.450 0.254 1.25 1.000 1.001.00 1.00 9.03 893.8 1,988.0 2.27 212.51.00 53.91.00

0.99+D+Lr+H, LL Comb Run (LLL) 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.218 0.125 1.25 1.000 1.001.00 1.00 4.38 433.2 1,988.2 1.12 212.51.00 26.51.00

0.99Length = 4.034 ft 1 0.218 0.341 1.25 1.000 1.001.00 1.00 4.38 433.2 1,987.9 3.06 212.51.00 72.51.00

0.99Length = 4.0 ft 2 0.624 0.351 1.25 1.000 1.001.00 1.00 12.53 1,240.7 1,988.0 3.15 212.51.00 74.71.00

0.99Length = 4.0 ft 3 0.624 0.351 1.25 1.000 1.001.00 1.00 12.53 1,240.7 1,988.0 3.15 212.51.00 74.71.00

0.99+D+S+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.170 0.098 1.15 1.000 1.001.00 1.00 3.15 311.8 1,830.1 0.81 195.51.00 19.21.00

0.99Length = 4.034 ft 1 0.170 0.266 1.15 1.000 1.001.00 1.00 3.15 311.8 1,829.9 2.19 195.51.00 52.01.00

0.99Length = 4.0 ft 2 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99Length = 4.0 ft 3 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99+D+0.750Lr+0.750L+H, LL Comb Run (* 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.168 0.096 1.25 1.000 1.001.00 1.00 3.37 333.3 1,988.2 0.86 212.51.00 20.51.00

0.99Length = 4.034 ft 1 0.168 0.330 1.25 1.000 1.001.00 1.00 3.37 333.6 1,987.9 2.96 212.51.00 70.21.00

0.99Length = 4.0 ft 2 0.580 0.335 1.25 1.000 1.001.00 1.00 11.66 1,153.9 1,988.0 3.00 212.51.00 71.21.00

0.99Length = 4.0 ft 3 0.580 0.335 1.25 1.000 1.001.00 1.00 11.66 1,153.9 1,988.0 2.93 212.51.00 71.21.00

0.99+D+0.750Lr+0.750L+H, LL Comb Run (* 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.157 0.090 1.25 1.000 1.001.00 1.00 3.15 311.8 1,988.2 0.81 212.51.00 19.21.00

0.99Length = 4.034 ft 1 0.157 0.245 1.25 1.000 1.001.00 1.00 3.15 311.8 1,987.9 2.19 212.51.00 52.01.00

0.99Length = 4.0 ft 2 0.450 0.254 1.25 1.000 1.001.00 1.00 9.03 893.8 1,988.0 2.27 212.51.00 53.91.00

0.99Length = 4.0 ft 3 0.450 0.254 1.25 1.000 1.001.00 1.00 9.03 893.8 1,988.0 2.27 212.51.00 53.91.00

0.99+D+0.750Lr+0.750L+H, LL Comb Run (* 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.168 0.096 1.25 1.000 1.001.00 1.00 3.37 333.3 1,988.2 0.86 212.51.00 20.51.00

0.99Length = 4.034 ft 1 0.168 0.330 1.25 1.000 1.001.00 1.00 3.37 333.6 1,987.9 2.96 212.51.00 70.21.00

0.99Length = 4.0 ft 2 0.580 0.335 1.25 1.000 1.001.00 1.00 11.66 1,153.9 1,988.0 3.00 212.51.00 71.21.00

0.99Length = 4.0 ft 3 0.580 0.335 1.25 1.000 1.001.00 1.00 11.66 1,153.9 1,988.0 2.93 212.51.00 71.21.00

0.99+D+0.750Lr+0.750L+H, LL Comb Run (L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 T12
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Propped Shoring Girder
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 6:47PM
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios
M CDV fb M fvF'b V F'v Segment Length Cfu

0.99 Length = 3.966 ft1 0.192 0.110 1.25 1.000 1.001.00 1.00 3.85 381.4 1,988.2 0.99 212.51.00 23.41.00

0.99Length = 4.034 ft 1 0.192 0.232 1.25 1.000 1.001.00 1.00 3.85 381.4 1,987.9 2.08 212.51.00 49.21.00

0.99Length = 4.0 ft 2 0.450 0.254 1.25 1.000 1.001.00 1.00 9.03 893.8 1,988.0 2.27 212.51.00 53.91.00

0.99Length = 4.0 ft 3 0.450 0.254 1.25 1.000 1.001.00 1.00 9.03 893.8 1,988.0 2.27 212.51.00 53.91.00

0.99+D+0.750Lr+0.750L+H, LL Comb Run (L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.203 0.116 1.25 1.000 1.001.00 1.00 4.07 402.9 1,988.2 1.04 212.51.00 24.71.00

0.99Length = 4.034 ft 1 0.203 0.317 1.25 1.000 1.001.00 1.00 4.07 402.9 1,987.9 2.84 212.51.00 67.41.00

0.99Length = 4.0 ft 2 0.580 0.327 1.25 1.000 1.001.00 1.00 11.66 1,153.9 1,988.0 2.93 212.51.00 69.51.00

0.99Length = 4.0 ft 3 0.580 0.327 1.25 1.000 1.001.00 1.00 11.66 1,153.9 1,988.0 2.93 212.51.00 69.51.00

0.99+D+0.750Lr+0.750L+H, LL Comb Run (L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.192 0.110 1.25 1.000 1.001.00 1.00 3.85 381.4 1,988.2 0.99 212.51.00 23.41.00

0.99Length = 4.034 ft 1 0.192 0.232 1.25 1.000 1.001.00 1.00 3.85 381.4 1,987.9 2.08 212.51.00 49.21.00

0.99Length = 4.0 ft 2 0.450 0.254 1.25 1.000 1.001.00 1.00 9.03 893.8 1,988.0 2.27 212.51.00 53.91.00

0.99Length = 4.0 ft 3 0.450 0.254 1.25 1.000 1.001.00 1.00 9.03 893.8 1,988.0 2.27 212.51.00 53.91.00

0.99+D+0.750Lr+0.750L+H, LL Comb Run (L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.203 0.116 1.25 1.000 1.001.00 1.00 4.07 402.9 1,988.2 1.04 212.51.00 24.71.00

0.99Length = 4.034 ft 1 0.203 0.317 1.25 1.000 1.001.00 1.00 4.07 402.9 1,987.9 2.84 212.51.00 67.41.00

0.99Length = 4.0 ft 2 0.580 0.327 1.25 1.000 1.001.00 1.00 11.66 1,153.9 1,988.0 2.93 212.51.00 69.51.00

0.99Length = 4.0 ft 3 0.580 0.327 1.25 1.000 1.001.00 1.00 11.66 1,153.9 1,988.0 2.93 212.51.00 69.51.00

0.99+D+0.750L+0.750S+H, LL Comb Run (** 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.170 0.098 1.15 1.000 1.001.00 1.00 3.15 311.8 1,830.1 0.81 195.51.00 19.21.00

0.99Length = 4.034 ft 1 0.170 0.266 1.15 1.000 1.001.00 1.00 3.15 311.8 1,829.9 2.19 195.51.00 52.01.00

0.99Length = 4.0 ft 2 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99Length = 4.0 ft 3 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99+D+0.750L+0.750S+H, LL Comb Run (*L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.170 0.098 1.15 1.000 1.001.00 1.00 3.15 311.8 1,830.1 0.81 195.51.00 19.21.00

0.99Length = 4.034 ft 1 0.170 0.266 1.15 1.000 1.001.00 1.00 3.15 311.8 1,829.9 2.19 195.51.00 52.01.00

0.99Length = 4.0 ft 2 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99Length = 4.0 ft 3 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99+D+0.750L+0.750S+H, LL Comb Run (*L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.170 0.098 1.15 1.000 1.001.00 1.00 3.15 311.8 1,830.1 0.81 195.51.00 19.21.00

0.99Length = 4.034 ft 1 0.170 0.266 1.15 1.000 1.001.00 1.00 3.15 311.8 1,829.9 2.19 195.51.00 52.01.00

0.99Length = 4.0 ft 2 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99Length = 4.0 ft 3 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99+D+0.750L+0.750S+H, LL Comb Run (L* 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.170 0.098 1.15 1.000 1.001.00 1.00 3.15 311.8 1,830.1 0.81 195.51.00 19.21.00

0.99Length = 4.034 ft 1 0.170 0.266 1.15 1.000 1.001.00 1.00 3.15 311.8 1,829.9 2.19 195.51.00 52.01.00

0.99Length = 4.0 ft 2 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99Length = 4.0 ft 3 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99+D+0.750L+0.750S+H, LL Comb Run (L* 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.170 0.098 1.15 1.000 1.001.00 1.00 3.15 311.8 1,830.1 0.81 195.51.00 19.21.00

0.99Length = 4.034 ft 1 0.170 0.266 1.15 1.000 1.001.00 1.00 3.15 311.8 1,829.9 2.19 195.51.00 52.01.00

0.99Length = 4.0 ft 2 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99Length = 4.0 ft 3 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99+D+0.750L+0.750S+H, LL Comb Run (LL 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.170 0.098 1.15 1.000 1.001.00 1.00 3.15 311.8 1,830.1 0.81 195.51.00 19.21.00

0.99Length = 4.034 ft 1 0.170 0.266 1.15 1.000 1.001.00 1.00 3.15 311.8 1,829.9 2.19 195.51.00 52.01.00 T13
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Propped Shoring Girder
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 6:47PM
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios
M CDV fb M fvF'b V F'v Segment Length Cfu

0.99 Length = 4.0 ft2 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99Length = 4.0 ft 3 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99+D+0.750L+0.750S+H, LL Comb Run (LL 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.170 0.098 1.15 1.000 1.001.00 1.00 3.15 311.8 1,830.1 0.81 195.51.00 19.21.00

0.99Length = 4.034 ft 1 0.170 0.266 1.15 1.000 1.001.00 1.00 3.15 311.8 1,829.9 2.19 195.51.00 52.01.00

0.99Length = 4.0 ft 2 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99Length = 4.0 ft 3 0.488 0.276 1.15 1.000 1.001.00 1.00 9.03 893.8 1,830.0 2.27 195.51.00 53.91.00

0.99+D+0.60W+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.70E+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.131 0.075 1.60 1.000 1.001.00 1.00 3.37 333.3 2,540.0 0.86 272.01.00 20.51.00

0.99Length = 4.034 ft 1 0.131 0.258 1.60 1.000 1.001.00 1.00 3.37 333.6 2,539.6 2.96 272.01.00 70.21.00

0.99Length = 4.0 ft 2 0.454 0.262 1.60 1.000 1.001.00 1.00 11.66 1,153.9 2,539.8 3.00 272.01.00 71.21.00

0.99Length = 4.0 ft 3 0.454 0.262 1.60 1.000 1.001.00 1.00 11.66 1,153.9 2,539.8 2.93 272.01.00 71.21.00

0.99+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.131 0.075 1.60 1.000 1.001.00 1.00 3.37 333.3 2,540.0 0.86 272.01.00 20.51.00

0.99Length = 4.034 ft 1 0.131 0.258 1.60 1.000 1.001.00 1.00 3.37 333.6 2,539.6 2.96 272.01.00 70.21.00

0.99Length = 4.0 ft 2 0.454 0.262 1.60 1.000 1.001.00 1.00 11.66 1,153.9 2,539.8 3.00 272.01.00 71.21.00

0.99Length = 4.0 ft 3 0.454 0.262 1.60 1.000 1.001.00 1.00 11.66 1,153.9 2,539.8 2.93 272.01.00 71.21.00

0.99+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.150 0.086 1.60 1.000 1.001.00 1.00 3.85 381.4 2,540.0 0.99 272.01.00 23.41.00

0.99Length = 4.034 ft 1 0.150 0.181 1.60 1.000 1.001.00 1.00 3.85 381.4 2,539.6 2.08 272.01.00 49.21.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.159 0.091 1.60 1.000 1.001.00 1.00 4.07 402.9 2,540.0 1.04 272.01.00 24.71.00

0.99Length = 4.034 ft 1 0.159 0.248 1.60 1.000 1.001.00 1.00 4.07 402.9 2,539.6 2.84 272.01.00 67.41.00

0.99Length = 4.0 ft 2 0.454 0.255 1.60 1.000 1.001.00 1.00 11.66 1,153.9 2,539.8 2.93 272.01.00 69.51.00

0.99Length = 4.0 ft 3 0.454 0.255 1.60 1.000 1.001.00 1.00 11.66 1,153.9 2,539.8 2.93 272.01.00 69.51.00

0.99+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.150 0.086 1.60 1.000 1.001.00 1.00 3.85 381.4 2,540.0 0.99 272.01.00 23.41.00

0.99Length = 4.034 ft 1 0.150 0.181 1.60 1.000 1.001.00 1.00 3.85 381.4 2,539.6 2.08 272.01.00 49.21.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00 T14
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Propped Shoring Girder
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 6:47PM
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios
M CDV fb M fvF'b V F'v Segment Length Cfu

0.99+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.159 0.091 1.60 1.000 1.001.00 1.00 4.07 402.9 2,540.0 1.04 272.01.00 24.71.00

0.99Length = 4.034 ft 1 0.159 0.248 1.60 1.000 1.001.00 1.00 4.07 402.9 2,539.6 2.84 272.01.00 67.41.00

0.99Length = 4.0 ft 2 0.454 0.255 1.60 1.000 1.001.00 1.00 11.66 1,153.9 2,539.8 2.93 272.01.00 69.51.00

0.99Length = 4.0 ft 3 0.454 0.255 1.60 1.000 1.001.00 1.00 11.66 1,153.9 2,539.8 2.93 272.01.00 69.51.00

0.99+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00 T15
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Propped Shoring Girder
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 6:47PM
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios
M CDV fb M fvF'b V F'v Segment Length Cfu

0.99 Length = 4.034 ft1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.123 0.070 1.60 1.000 1.001.00 1.00 3.15 311.8 2,540.0 0.81 272.01.00 19.21.00

0.99Length = 4.034 ft 1 0.123 0.191 1.60 1.000 1.001.00 1.00 3.15 311.8 2,539.6 2.19 272.01.00 52.01.00

0.99Length = 4.0 ft 2 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99Length = 4.0 ft 3 0.352 0.198 1.60 1.000 1.001.00 1.00 9.03 893.8 2,539.8 2.27 272.01.00 53.91.00

0.99+0.60D+0.60W+0.60H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.074 0.042 1.60 1.000 1.001.00 1.00 1.89 187.1 2,540.0 0.49 272.01.00 11.51.00

0.99Length = 4.034 ft 1 0.074 0.115 1.60 1.000 1.001.00 1.00 1.89 187.1 2,539.6 1.32 272.01.00 31.21.00

0.99Length = 4.0 ft 2 0.211 0.119 1.60 1.000 1.001.00 1.00 5.42 536.3 2,539.8 1.36 272.01.00 32.31.00

0.99Length = 4.0 ft 3 0.211 0.119 1.60 1.000 1.001.00 1.00 5.42 536.3 2,539.8 1.36 272.01.00 32.31.00

0.99+0.60D+0.70E+0.60H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

0.99Length = 3.966 ft 1 0.074 0.042 1.60 1.000 1.001.00 1.00 1.89 187.1 2,540.0 0.49 272.01.00 11.51.00

0.99Length = 4.034 ft 1 0.074 0.115 1.60 1.000 1.001.00 1.00 1.89 187.1 2,539.6 1.32 272.01.00 31.21.00

0.99Length = 4.0 ft 2 0.211 0.119 1.60 1.000 1.001.00 1.00 5.42 536.3 2,539.8 1.36 272.01.00 32.31.00

0.99Length = 4.0 ft 3 0.211 0.119 1.60 1.000 1.001.00 1.00 5.42 536.3 2,539.8 1.36 272.01.00 32.31.00 .

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections
+D+Lr+H, LL Comb Run (L*L) 1 0.0368 4.034 0.0000 0.000
+D+Lr+H, LL Comb Run (L*L)2

0.0000 4.034 -0.0204 2.319
+D+Lr+H, LL Comb Run (LLL) 3 0.2068 4.000 0.0000 2.319
.

Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.331

1.416 8.631
Max Upward from Load Combinations 3.331 1.416 8.631
Max Upward from Load Cases 2.391 1.181 6.103
T16
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Propped Shoring Girder
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 6:47PM
Project Descr:

Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Downward from all Load Conditio -0.000
-1.095 -0.157
Max Downward from Load Combinations -0.860
Max Downward from Load Cases (Resis -0.000 -1.095 -0.157 +D+H 2.391 0.235 6.103
+D+L+H, LL Comb Run (**L) 2.391 0.235 6.103
+D+L+H, LL Comb Run (*L*) 2.391 0.235 6.103
+D+L+H, LL Comb Run (*LL) 2.391 0.235 6.103
+D+L+H, LL Comb Run (L**) 2.391 0.235 6.103
+D+L+H, LL Comb Run (L*L) 2.391 0.235 6.103
+D+L+H, LL Comb Run (LL*) 2.391 0.235 6.103
+D+L+H, LL Comb Run (LLL) 2.391 0.235 6.103
+D+Lr+H, LL Comb Run (**L) 2.464 -0.860 8.001
+D+Lr+H, LL Comb Run (*L*) 2.391 0.235 6.733
+D+Lr+H, LL Comb Run (*LL) 2.464 -0.860 8.631
+D+Lr+H, LL Comb Run (L**) 3.258 1.416 5.945
+D+Lr+H, LL Comb Run (L*L) 3.331 0.321 7.843
+D+Lr+H, LL Comb Run (LL*) 3.258 1.416 6.575
+D+Lr+H, LL Comb Run (LLL) 3.331 0.321 8.473
+D+S+H 2.391 0.235 6.103
+D+0.750Lr+0.750L+H, LL Comb Run (* 2.446 -0.586 7.526
+D+0.750Lr+0.750L+H, LL Comb Run (* 2.391 0.235 6.575
+D+0.750Lr+0.750L+H, LL Comb Run (* 2.446 -0.586 7.999
+D+0.750Lr+0.750L+H, LL Comb Run (L 3.041 1.121 5.985
+D+0.750Lr+0.750L+H, LL Comb Run (L 3.096 0.300 7.408
+D+0.750Lr+0.750L+H, LL Comb Run (L 3.041 1.121 6.457
+D+0.750Lr+0.750L+H, LL Comb Run (L 3.096 0.300 7.881
+D+0.750L+0.750S+H, LL Comb Run (** 2.391 0.235 6.103
+D+0.750L+0.750S+H, LL Comb Run (*L 2.391 0.235 6.103
+D+0.750L+0.750S+H, LL Comb Run (*L 2.391 0.235 6.103
+D+0.750L+0.750S+H, LL Comb Run (L* 2.391 0.235 6.103
+D+0.750L+0.750S+H, LL Comb Run (L* 2.391 0.235 6.103
+D+0.750L+0.750S+H, LL Comb Run (LL 2.391 0.235 6.103
+D+0.750L+0.750S+H, LL Comb Run (LL 2.391 0.235 6.103
+D+0.60W+H 2.391 0.235 6.103
+D+0.70E+H 2.391 0.235 6.103
+D+0.750Lr+0.750L+0.450W+H, LL Comb 2.446 -0.586 7.526
+D+0.750Lr+0.750L+0.450W+H, LL Comb 2.391 0.235 6.575
+D+0.750Lr+0.750L+0.450W+H, LL Comb 2.446 -0.586 7.999
+D+0.750Lr+0.750L+0.450W+H, LL Comb 3.041 1.121 5.985
+D+0.750Lr+0.750L+0.450W+H, LL Comb 3.096 0.300 7.408
+D+0.750Lr+0.750L+0.450W+H, LL Comb 3.041 1.121 6.457
+D+0.750Lr+0.750L+0.450W+H, LL Comb 3.096 0.300 7.881
+D+0.750L+0.750S+0.450W+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.450W+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.450W+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.450W+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.450W+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.450W+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.450W+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.5250E+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.5250E+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.5250E+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.5250E+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.5250E+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.5250E+H, LL Comb 2.391 0.235 6.103
+D+0.750L+0.750S+0.5250E+H, LL Comb 2.391 0.235 6.103
+0.60D+0.60W+0.60H 1.435 0.141 3.662
+0.60D+0.70E+0.60H 1.435 0.141 3.662
D Only 2.391 0.235 6.103
Lr Only, LL Comb Run (**L) 0.073 -1.095 1.898
T17
Wood Beam
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Propped Shoring Girder
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 6:47PM
Project Descr:

Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Lr Only, LL Comb Run (*L*) -0.000

0.000 0.630
Lr Only, LL Comb Run (*LL) 0.073 -1.095 2.528
Lr Only, LL Comb Run (L**) 0.866 1.181 -0.157
Lr Only, LL Comb Run (L*L) 0.939 0.086 1.740
Lr Only, LL Comb Run (LL*) 0.866 1.181 0.473
Lr Only, LL Comb Run (LLL) 0.939 0.086 2.370
H Only
T18
Wood Column
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Vertical Support Post
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 6:13PM
Project Descr:
.Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021
General Information
Wood Section Name 6x6Analysis Method :
6Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade Select Structural
Fb + 1500
1500 psi
1150
625
170
1000

31.21 psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1600
580
1600
580
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0
Exact Width 5.50 in
Exact Depth 5.50 in
Area 30.250 in^2
Ix 76.255 in^4
Iy 76.255 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1600
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
ABOUT Y-Y Axis: Luy = 6 ft, Ky = 1.0
ABOUT X-X Axis: Lux = 6 ft, Kx = 1.0
Column Buckling Condition:
.Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 39.338 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 6.0 ft, D = 2.390, L = 0.940 k
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.1082
Location of max.above base 0.0
ft
Applied Axial 3.369 k
Applied Mx 0.0 k-ft
Load Combination +D+L
Load Combination +0.60D
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
272.0Allowable Shear psi

0.0 : 1 Bending Compression Tension
Location of max.above base 6.0 ft
: 1
At maximum location values are . . .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.0 in at 0.0 ft above base
for load combination : n/a
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 1,029.15 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
.

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results
D Only 0.900 PASS PASS0.0 0.0 6.0 ft0.907 ft0.08550
+D+L 1.000 PASS PASS0.0 0.0 6.0 ft0.895 ft0.1082
+D+0.750L 1.250 PASS PASS0.0 0.0 6.0 ft0.862 ft0.08365
+0.60D 1.600 PASS PASS0.0 0.0 6.0 ft0.812 ft0.03226
.
k k-ft
Note: Only non-zero reactions are listed.

Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
D Only 2.429
+D+L 3.369
+D+0.750L 3.134
T19
Wood Column
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Vertical Support Post
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 6:13PM
Project Descr:
k k-ft
Note: Only non-zero reactions are listed.

Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
+0.60D 1.458
L Only 0.940
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000ft ft inin 0.000
+D+L 0.0000 0.000 0.000ftft inin 0.000
+D+0.750L 0.0000 0.000 0.000ftft inin 0.000
+0.60D 0.0000 0.000 0.000ftft inin 0.000
L Only 0.0000 0.000 0.000ftft inin 0.000
.Sketches
T20
Wood Column
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Diagonal Prop Post
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 7:10PM
Project Descr:
.Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021
General Information
Wood Section Name 6x6Analysis Method :
6Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade Select Structural
Fb + 1,500.0
1,500.0 psi
1,150.0
625.0
170.0
1,000.0

31.210
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0
Exact Width 5.50 in
Exact Depth 5.50 in
Area 30.250 in^2
Ix 76.255 in^4
Iy 76.255 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
ABOUT Y-Y Axis: Luy = 6 ft, Ky = 1.0
ABOUT X-X Axis: Lux = 6 ft, Kx = 1.0
Column Buckling Condition:
.Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 39.338 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 6.0 ft, D = 8.60, L = 3.560 k
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.3919
Location of max.above base 0.0
ft
Applied Axial 12.199 k
Applied Mx 0.0 k-ft
Load Combination +D+L
Load Combination +0.60D
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
272.0Allowable Shear psi

0.0 : 1 Bending Compression Tension
Location of max.above base 6.0 ft
: 1
At maximum location values are . . .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.0 in at 0.0 ft above base
for load combination : n/a
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 1,029.15 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
.

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status Load Combination Results
D Only 0.900 PASS PASS0.0 0.0 6.0 ft0.907 ft0.3041
+D+L 1.000 PASS PASS0.0 0.0 6.0 ft0.895 ft0.3919
+D+0.750L 1.250 PASS PASS0.0 0.0 6.0 ft0.862 ft0.3018
+0.60D 1.600 PASS PASS0.0 0.0 6.0 ft0.812 ft0.1147
.
k k-ft
Note: Only non-zero reactions are listed.

Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
D Only 8.639
+D+L 12.199
+D+0.750L 11.309
T21
Wood Column
LIC# : KW-06015667, Build:20.23.10.02 LIONAKIS (c) ENERCALC INC 1983-2023 DESCRIPTION: Diagonal Prop Post
1919 19th Sreet
Sacramento, CA 95811
www.lionakis.com
Project File: Shoring Calcs.ec6
Project Title:

Engineer:

Project ID:

Printed: 25 JAN 2024, 7:10PM
Project Descr:
k k-ft
Note: Only non-zero reactions are listed.

Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
+0.60D 5.184
L Only 3.560
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000ft ft inin 0.000
+D+L 0.0000 0.000 0.000ftft inin 0.000
+D+0.750L 0.0000 0.000 0.000ftft inin 0.000
+0.60D 0.0000 0.000 0.000ftft inin 0.000
L Only 0.0000 0.000 0.000ftft inin 0.000
.Sketches
T22

11.3 in
Species = 9.5 in
4650 psi 185000 psi
G = 0.5 0.278 in

0.208 in

5.50 in
Species =
4650 psi
Shank Root

1.00 1.00
Rt = lm / ls = (L - ts - D)/ts = 0.67 0.67
k1 = [ ( Re + 2 Re
2 ( 1 + Rt + Rt
2 ) + Rt
2 Re
3 )1/2 - Re ( 1 + Rt ) ] / ( 1 + Re ) = 0.36 0.36
k2 = -1 + [ 2 ( 1 + Re ) + ( 2 Fyb ( 1+ 2 Re ) D2 / ( 3 Fem lm 2 ) ) ]1/2 = 1.11 1.06
k3 = -1 + [ ( 2 ( 1 + Re ) / Re ) + ( 2 Fyb ( 2 + Re ) D2 ) / ( 3 Fem ls 2 ) ]1/2 = 1.05 1.03
Rd (for Im, Is) = 4.00 2.58
Rd (for II) = 3.60 2.58
Rd (for IIIm, IIIs, IV) = 3.20 2.58
Mode Im Z = D lm Fem / Rd = 1187 888 lbs Eqn. 12.3-1
Mode Is 1777 2062 lbs Eqn. 12.3-2
Mode II Z = = ( k1 D ls Fes ) / Rd = 705 736 lbs Eqn. 12.3-3 Mode IIIm Z = ( k2 D lm Fem ) / ( Rd (1 + 2 Re ) ) = 549 488 lbs Eqn. 12.3-4 Mode IIIs 778 707 lbs Eqn. 12.3-5
Mode IV 409 284
lbs Eqn. 12.3-6
Failure Mode =
Zmin = 409 284 lbs
Geometry, C∆ = 1.00

1.00 1.00

1.00 Diaphragm, Cdi = 1.10

1.00 Toe Nail, Ctn = 1.00
Load Duration CD
( 2015 NDS Tbl 2.3.2 ) Shank Root

0.90 405 281

1.00 450 312

1.15 517 359

1.25 562 390

1.60 720 500
019124.02
Rio City Café
KPJ 1/25/2024
Wood Screw Design Values Location:
2016 CBC Chapter 23, 2015 NDS Chapter 11 and 12
Section Properties Screw Properties
Main Member
member thickness, t m = Simpson SDCP SCREW
Z = D ls Fes / Rd =
DF-L Screw Length, L =
Dowel Bearing Strength, Fem = Screw Yield Stress, Fyb = Shank Diameter, D =
Side Member Root Diameter, D =
member thickness, t s =
DF-L
Dowel Bearing Strength, Fes =
Lateral Yield Mode Equations
Re = Fem / Fes =
Load Duration, CD = see below
Wet Service, C M = End Grain, Ceg =
Temperature, Ct =
Z = ( k3 D ls Fem ) / ( Rd ( 2 + Re ) ) =
Z = ( D2 / Rd ) [ ( 2 Fem Fyb ) / ( 3 ( 1 + Re ) ) ]1/2 = Mode IV
Applicable Adjustment Factors
( NDS Tbl 11.3.1): CD CM Ct Cg C∆ Ceg Cdi Ctn
Snow Load
Roof Live Load
Earthquake / Wind Load
*Use Shank Allowable Load Only When Shank is in Shear Plane Group Action, Cg =
Lateral Design Values
Z'allow = CD CM Ct Cg C∆ Ceg Ctn Cdi Zmin
Zallow, lbs
Dead Load
Floor, Occupancy Live Load
SHANK
RO
OT
Project # She et #
Project
DateProfessional
T23
www.hilti.com
Hilti PROFIS Engineering 3.0.90
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:
|
Concrete - Jan 26, 2024
Page:

Specifier:

E-Mail:

Date:
1 1/26/2024
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - CS 3/8 (2) hnom2 Item number: 2210236 KB-TZ2 3/8x3
Effective embedment depth: h ef,act = 2.000 in., hnom = 2.500 in.

Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 12/17/2021 | 12/1/2023
Proof: Design Method ACI 318-19 / Mech
Stand-off installation:

Profile:

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 4.000 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
Geometry [in.] & Loading [lb, in.lb]
T24
www.hilti.com
Hilti PROFIS Engineering 3.0.90
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:
|
Concrete - Jan 26, 2024
Page:

Specifier:

E-Mail:

Date:
2 1/26/2024

1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = 1,450;
Mx = 0; My = 0; Mz = 0;
no 97
T25
www.hilti.com
Hilti PROFIS Engineering 3.0.90
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:
|
Concrete - Jan 26, 2024
Page:

Specifier:

E-Mail:

Date:
3 1/26/2024
2 Proof I Utilization (Governing Cases)
Design values [lb] Utilization
Loading Proof Load Capacity bN / bV [%] Status
Tension - - - - / - N/A
Shear Concrete edge failure in direction y+ 1,450 1,500 - / 97 OK Loading bN bV z Utilization bN,V [%] Status
Combined tension and shear loads - - - - N/A
3 Warnings
• Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria!
T26
www.hilti.com
Hilti PROFIS Engineering 3.0.90
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:
|
Concrete - Jan 26, 2024
Page:

Specifier:

E-Mail:

Date:
4 1/26/2024
4 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.

T27

PROJECT LOCATION

VICINITY MAP
OWNER

CITY OF SACRAMENTO

CONVENTION & CULTURAL SERVICES
915 I STREET, 3RD FLOOR
SACRAMENTO, CA 95814
CONTACT: DUSTIN HOLLINGSWORTH
PHONE: 916.808.5538
EMAIL: DJHOLLINGSWORTH@
CITYOFSACRAMENTO.ORG

LP CONSULTING ENGINEERS, INC
1209 PLEASANT GROVE BLVD
ROSEVILLE, CA 95678
CONTACT: TOM SCHLEPP
PHONE: 916-774-2910
EMAIL: [email protected]

ARCHITECT

LIONAKIS
2025 19TH STREET
SACRAMENTO, CA 95818
CONTACT: DEAN ALBRIGHT
PHONE: 916.558.1900
EMAIL: [email protected]

STRUCTURAL ENGINEER

LIONAKIS
2025 19TH STREET
SACRAMENTO, CA 95818
CONTACT: KERRY VOLKER
PHONE: 916.558.1900
EMAIL: [email protected]

OWNER REPRESENTATIVE

DEPARTMENT OF PUBLIC WORKS
5730 24TH ST, BUILDING 4
SACRAMENTO, CA 95822
CONTACT: RICHARD PARKS
PHONE: 916.808.8427
EMAIL: [email protected]

MECHANICAL, ELECTRICAL, PLUMBING

AND FIRE SPRINKLER ENGINEER

PROJECT DIRECTORY

THE PROJECT CONSISTS OF THE DEMOLITION, REPAIR AND/OR REPLACEMENT OF THE DRY- ROT DAMAGED DECK, BEAMS, GLBs AS WELL AS THE CANOPIES ABOVE THAT ARE SUPPORTED BY THE SAME DECK STRUCTURE.

A SMALL PORTION OF THE BUILDING AT THE NORTH END THAT WAS BUILT OVER THE DAMAGED

DECK WILL ALSO BE DEMOLISHED AND REPLACED TO MATCH EXISTING CONDITIONS EXCEPT FOR FLOOR LEVEL WHICH WILL BE CONSTRUCTED TO MATCH ADJACENT FLOOR LEVEL.

SCOPE OF PROJECT
ADDRESS: 1110 FRONT STREET, SACRAMENTO, CA 95814
APN: 006-0075-003
CONSTRUCTION TYPE: BUILDING V-A SPRINKLERED, CANOPY V-B SPRINKLERED OCCUPANCY TYPE: A-2
BUILDING HEIGHT: 1 STORY
BUILDING AREA: 5230 SQ.FT
CANOPY AREA: 2,168 SQ.FT
OPEN DECK AREA: 2569 SF
TOTAL AREA BUILDING + CANOPY: 7398 SF
TOTAL AREA: 9967 SF
ALLOWABLE AREA: 11,500 SQ.FT > 6,855 SQ.FT ~ BUILDING COMPLIES OUTDOOR COVERED AREA IS OPEN THREE SIDES AND AT LEAST 50% OPEN AREA OF WORK: 2,450 SQ.FT DECK AND 80 SQ.FT BUILDING, 2,350 SQ.FT. TOTAL

PROJECT DATA

WOOD TRUSSES - SEE STRUCTURAL

FIRE SPRINKLERS

DEFERRED SUBMITTALS

BUILDING IDENTIFIER - WHERE OCCURS
DISCIPLINE DESIGNATOR - LEVEL 1
DISCIPLINE DESIGNATOR - LEVEL 2

REPLACE DASH WHERE OCCURS

SHEET TYPE SUBSET DESIGNATOR

LEVEL/SEQUENCE DESIGNATOR

AREA IDENTIFIER - WHERE OCCURS

SHEET TYPE DESIGNATOR
C.A-123AB

UNIQUE PORTION IDENTIFIER - WHERE OCCURS

SHEET TYPE DESIGNATORS
0 - GENERAL
1 - PLANS
2 - ELEVATIONS
3 - SECTIONS
4 - LARGE SCALE VIEWS
5 - DETAILS
6 - SCHEDULES & DIAGRAMS
7 - USER DEFINED
8 - USER DEFINED
9 - 3D REPRESENTATIONS
DISCIPLINE DESIGNATORS - LEVEL 1

G GENERAL

H HAZARDOUS MATERIALS

V SURVEY/MAPPING

B GEOTECHNICAL

C CIVIL

L LANDSCAPE

S STRUCTURAL

A ARCHITECTURAL

I INTERIORS

Q EQUIPMENT

F FIRE PROTECTION

P PLUMBING

D PROCESS

M MECHANICAL

E ELECTRICAL

W DISTRIBUTED ENERGY

T TELECOMMUNICATIONS

R RESOURCE

X OTHER DISCIPLINES

Z CONTRACTOR/SHOP DRAWINGS

O OPERATIONS

SHEET IDENTIFICATION LEGEND

ARCHITECTURAL SYMBOLS LEGEND
B3
A-501
B3
A-501
A4
A-201
D2
A-512
TOC 98'-8"
10 B3
A-301
A2
A-303
A2
A-303

ROOM NAME
101
22 NORTH
PLAN

MATCH LINE

SEE XX / X-XXX
22 1
A
A-202 A2
A1
A2A4
A3
A-202
LEVEL 1
100'-0"
D2
A-512
D2
A-512

DETAIL INDICATOR - REFERENCE &

DETAIL INDICATOR - ITEM

DETAIL INDICATOR - SECTION & DETAIL

INDICATOR - SECTION ITEM

SECTION INDICATOR - PARTIAL

BUILDING/WALL &

DETAIL INDICATOR - AREA

SECTION INDICATOR - BUILDING

ELEVATION INDICATOR - EXTERIOR

ELEVATION INDICATOR - INTERIOR,

SINGLE & MULTIPLE VIEW

MATCH LINE INDICATOR

REFERENCE GRID WITH REFERENCE GRID LINES

REVISION INDICATOR & REVISION CLOUD

ROOM IDENTIFIER WITH ROOM NAME & NUMBER

ELEVATION INDICATOR - LEVEL & SPOT

WINDOW OR LOUVER IDENTIFIER

KEYNOTE INDICATOR

PLAN NORTH & TRUE NORTH INDICATOR

PROJECT LOCATION

LOCATION MAP
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY

MANAGEMENT
ISSUED

PROJECT
SEAL

CONSULTANT
CLIENT PROJECT NO:

COPYRIGHT:

LIONAKIS PROJECT NO:

LIONAKIS 2019
IF THIS SHEET IS NOT 30"x42", IT IS A REDUCED PRINT - SCALE ACCORDINGLY 0 1/4" 1/2" 1" 2"

FOR REVIEW ONLY, NOT FO
R
CONSTR
UCTIO
N
CLIENT
2/25/2025 4:33:59 PM C:\Users\alex.ruiz\Documents\_RevitLocalFiles\[email protected] G-001

COVER SHEET
1110 FRONT ST,
SACRAMENTO, CA 95814
100% CONSTRUCTION DOCUMENTS
019124.02

CITY OF SACRAMENTO

RIO CITY CAFE
FEBRUARY 7, 2025

RIO CITY CAFE DECK REPAIR

CITY OF SACRAMENTO

RIO CITY CAFE DECK REPAIR
1110 FRONT ST,
SACRAMENTO, CA 95814

SEE UNITED STATES NATIONAL

CAD STANDARD FOR ANY

ABBREVIATIONS NOT LISTED
BELOW.
& AND
@ AT
(E) EXISTING
' FOOT, FEET
" INCH(ES)
# NUMBER

ALUM ALUMINUM

ARCH ARCHITECTURAL

A/C UNIT AIR CONDITIONING UNIT

A/E ARCHITECT / ENGINEER

AB ANCHOR BOLT

AC ASPHALTIC CONCRETE

ACC ACCESSIBLE

ACS DR ACCESS DOOR

ACS PNL ACCESS PANEL

ACST ACOUSTIC

AD AREA DRAIN

ADC AUTOMATIC DOOR CLOSER

ADO AUTOMATIC DOOR OPERATOR

ADDL ADDITIONAL

ADJ SHV ADJUSTABLE SHELVING

AFF ABOVE FINISHED FLOOR

AFG ABOVE FINISHED GRADE

AGGR AGGREGATE

AHU AIR HANDLING UNIT

ASSY ASSEMBLY

BD BOARD

BKG BACKING

BLDG BUILDING

BM BEAM

BM BENCHMARK

BOT BOTTOM

BTWN BETWEEN

BUR BUILT-UP ROOFING

BW BOTH WAYS

C CHANNEL

CAB CABINET

CB CATCH BASIN

CBC CALIFORNIA BUILDING CODE

CEM CEMENT

CEM PLAS CEM PLASTER

CFLG COUNTERFLASHING

CFMF COLD-FORMED METAL FRAMING

CG CORNER GUARD

CI CAST IRON

CJ CONSTRUCTION JOINT /

CONTROL JOINT

CL CENTER LINE

CLG CEILING

CLR CLEAR

CMU CONCRETE MASONRY UNIT

CNTR COUNTER

CO CLEANOUT

COL COLUMN

CONC CONCRETE

CONSTR CONSTRUCTION

CONT CONTINUE / CONTINUOUS

COTG CLEANOUT TO GRADE

CP CONTROL PANEL

CPT CARPET

CRS COLD ROLLED STEEL

CSK COUNTER SUNK

CSWK CASEWORK

CT CERAMIC TILE

CTR CENTER

DBL DOUBLE

DEPT DEPARTMENT

DET DETAIL

DF DRINKING FOUNTAIN

LIST OF ARCHITECTURAL ABBREVIATIONS SHEET INDEX

GENERAL
G-001 COVER SHEET

STRUCTURAL
S-001 GENERAL NOTES
S-002 GENERAL NOTES
S-003 TESTING & INSPECTION, STATEMENT OF SPECIAL INSPECTIONS, & STRUCTURAL

OBSERVATION
S-011 TYPICAL NOTES
S-012 TYPICAL NOTES
S-013 TYPICAL NOTES
SD111 DEMO PLAN - FLOOR FRAMING
SD132 DEMO PLAN - ROOF FRAMING
SD311 DEMO SECTIONS - BUILDING
S-111 PLAN - DECK REPLACEMENT FLOOR FRAMING
S-132 PLAN - CANOPY REPLACEMENT ROOF FRAMING
S-261 ELEVATIONS - WOOD FRAMING
S-311 SECTIONS - BUILDING
S-312 SECTIONS - BUILDING
S-551 DETAILS - TYPICAL STRUCTURAL STEEL BEAMS
S-552 DETAILS - STRUCTURAL STEEL
S-553 DETAILS - STRUCTURAL STEEL
S-561 DETAILS - TYPICAL WOOD FRAMING
S-562 DETAILS - TYPICAL WOOD FRAMING
S-563 DETAILS - TYPICAL WOOD SHEAR WALL FRAMING
S-564 DETAILS - TYPICAL WOOD FRAMING

ARCHITECTURAL
AS101 SITE PLAN - OVERALL
AD111 DEMOLITION FLOOR PLAN - LEVEL 1
AD121 DEMOLITION CEILING PLAN - LEVEL 1
AD132 DEMOLITION ROOF PLAN - LEVEL 2
AD551 DETAILS - ARCHITECTURAL - DEMO
A-111 FLOOR PLAN - LEVEL 1
A-122 REFLECTED CEILING PLAN - LEVEL 1
A-132 ROOF PLAN - LEVEL 2
A-211 ELEVATIONS - EXTERIOR
A-311 SECTIONS - BUILDING
A-551 DETAILS - ARCHITECTURAL
A-552 DETAILS - ARCHITECTURAL

PLUMBING
P-001 PLUMBING NOTES, LEGEND AND SCHEDULES
PD111 PLUMBING DEMOLITION FLOOR PLAN
P-111 PLUMBING FLOOR PLAN
P-132 PLUMBING ROOF PLAN

ELECTRICAL
E-001 ELECTRICAL SHEET INDEX, ABBREVIATIONS AND NOTES
E-002 ELECTRICAL SYMBOL LEGEND
ED111 ELECTRICAL DEMOLITION FLOOR PLAN
EL111 LIGHTING FLOOR PLAN
EP111 POWER FLOOR PLAN

MECHANICAL
M-001 MECHANICAL NOTES, LEGEND AND SCHEDULES
MD111 MECHANICAL DEMOLITION FLOOR PLAN
M-111 MECHANICAL FLOOR PLAN

FIRE PROTECTION
FP001 FIRE SPRINKLER SYMBOLS AND ABBREVIATIONS SHEET
FD111 FIRE SPRINKLER DEMO FLOOR PLAN
FP111 FIRE SPRINKLER FLOOR PLAN
2025 Nineteenth Street
Sacramento, CA 95818
P 916.558.1900
www.lionakis.com
No. S3737

S ATATE

OF C A L I FORNIS LT RU C T U RA

R REGISTEREDPROFESSIONALENGINEE
K RERRYJ. VOLKE

DHM DETENTION HOLLOW METAL

DIA DIAMETER

DIM DIMENSION

DS DOWNSPOUT

DSP DRY STANDPIPE

DWG DRAWING

DWR DRAWER

EA EACH

EGSB EXTERIOR GYPSUM SHEATHING
BOARD

EIFS EXTERIOR INSULATION AND

FINISH SYSTEM

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRIC / ELECTRICAL

ELEV ELEVATOR

EMER EMERGENCY

ENCL ENCLOSURE

EPB ELECTRICAL PANEL BOARD

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

EWC ELECTRIC WATER COOLER

EXH EXHAUST

EXST EXISTING

EXP EXPANSION

EXT EXTERIOR

FA FIRE ALARM

FB FLAT BAR

FD FLOOR DRAIN

FDTN FOUNDATION

FE FIRE EXTINGUISHER

FEC FIRE EXTINGUISHER CABINET

FIN FINISH

FLG FLOORING

FLL FLOW LINE

FLR FLOOR

FOC FACE OF CONCRETE/CURB

FOF FACE OF FINISH

FOM FACE OF MASONRY

FOS FACE OF STUD

FOW FACE OF WALL

FP FIREPROOF

FRP FIBERGLASS REINFORCED

PLASTIC

FT FEET / FOOT

FTG FOOTING

FURG FURRING

FUT FUTURE
G GROUND; NATURAL GAS

GA GAGE

GALV GALVANIZED

GB GRAB BAR

GI GALVANIZED IRON

GLU LAM GLUED LAMINATED WOOD

GYP GYPSUM

HB HOSE BIB

HC HOLLOW CORE

HDBD HARDBOARD

HDW HARDWARE

HDWD HARDWOOD

HM HOLLOW METAL

HORIZ HORIZONTAL

HR HOUR

HT HEIGHT

ID INSIDE DIAMETER

INSUL INSULATION

INT INTERIOR

JAN JANITOR

KIT KITCHEN

L ANGLE

LAB LABORATORY

LAV LAVATORY

MATL MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MEMB MEMBRANE

MFR MANUFACTURER

MH MANHOLE

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MR MOISTURE RESISTANT

MTD MOUNTED

MTL METAL

MULL MULLION

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NTS NOT TO SCALE

O/ OVER

OC ON CENTER

OD OUTSIDE DIAMETER

OF/CI OWNER FURNISHED /

CONTRACTOR INSTALLED

OFF OFFICE

OGL OBSCURE GLASS

OPH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

PAF POWER ACTUATED FASTENER
PL PROPERTY LINE; PLATE

PLAM PLASTIC LAMINATE

PLB PLUMB

PLBG PLUMBING

PLYWD PLYWOOD

PNL PANEL

PROP PROPERTY

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH
PT PAINT; PAINT

PTN PARTITION

PV PHOTOVOLTAIC

QT QUARRY TILE
R RADIUS; RISER

RD ROOF DRAIN

REBAR REINFORCING STEEL BAR

REF REFERENCE

REF REFRIGERATOR

REINF REINFORCE / REINFORCING

REQD REQUIRED

RESIL RESILIENT

RM ROOM

RO ROUGH OPENING

RWD REDWOOD

RWL RAIN WATER LEADER

SAD SEE ARCHITECTURAL

DRAWINGS

SATC SUSPENDED ACOUSTICAL TILE

CEILING

SB SPLASH BLOCK

SC SOLID CORE

SCHED SCHEDULE

SD STORM DRAIN

SDST SELF DRIVING, SELF TAPPING

SHT SHEET

SHTHG SHEATHING

SHV SHELVING

SIM SIMILAR

SLNT SEALANT

SM SHEET METAL

SPEC SPECIFICATION

SQ SQUARE
SS SANITARY SEWER; SERVICE
SINK

SST STAINLESS STEEL

STD STANDARD

STL STEEL

STOR STORAGE

STRUCT STRUCTURAL

SUSP CLG SUSPENDED CEILING

SV SHEET VINYL

SYMM SYMMETRICAL

SYS SYSTEM

T TREAD

T&G TONGUE & GROOVE

TEL TELEPHONE

THK THICKNESS

TMH TOP OF MANHOLE

TMPD TEMPERED

TO TOP OF

TOC TOP OF CURB

TOF TOP OF FRAME

TOJ TOP OF JOIST

TOM TOP OF MASONRY

TOP TOP OF PARAPET

TOPO TOPOGRAPHY

TOS TOP OF STEEL

TOW TOP OF WALL

TV TELEVISION

TYP TYPICAL

UC UNDER COUNTER/CABINET

UNO UNLESS NOTED OTHERWISE

UON UNLESS OTHERWISE NOTED

UR URINAL

VCT VINYL COMPOSITION TILE

VERT VERTICAL

VEST VESTIBULE

VIF VERIFY IN FIELD

VWC VINYL WALL COVERING

VWF VINYL WALL FABRIC

W/ WITH

W/O WITHOUT

WC WATER CLOSET

WD WOOD

WH WATER HEATER

WO WHERE OCCURS

WP WORKING POINT

WPM WATERPROOF MEMBRANE

WSCT WAINSCOT

WT WEIGHT

WTR WATER

WWR WELDED WIRE

REINFORCEMENT

MARK DATE DES CRIPTION
12/22/2023 50% CONSTRUCTION DOCUMENTS
02/07/2025 100% CONSTRUCTION DOCUMENTS
NORTH
PLAN
NORTH
PLAN
Q2
PROJECT DIRECTORY S-_011000_N005A
170125.

OWNER

CITY OF SACRAMENTO

CONVENTION & CULTURAL SERVICES
915 I STREET, 3RD FLOOR
SACRAMENTO, CA 95814
CONTACT: DUSTIN HOLLINGSWORTH
PHONE: 916.808.5538
EMAIL: DJHOLLINGSWORTH@
CITYOFSACRAMENTO.ORG

LP CONSULTING ENGINEERS, INC
1209 PLEASANT GROVE BLVD
ROSEVILLE, CA 95678
CONTACT: TOM SCHLEPP
PHONE: 916-774-2910
EMAIL: [email protected]

ARCHITECT

LIONAKIS
2025 19TH STREET
SACRAMENTO, CA 95818
CONTACT: DEAN ALBRIGHT
PHONE: 916.558.1900
EMAIL: [email protected]

STRUCTURAL ENGINEER

LIONAKIS
2025 19TH STREET
SACRAMENTO, CA 95818
CONTACT: KERRY VOLKER
PHONE: 916.558.1900
EMAIL: [email protected]

OWNER REPRESENTATIVE

DEPARTMENT OF PUBLIC WORKS
5730 24TH ST, BUILDING 4
SACRAMENTO, CA 95822
CONTACT: RICHARD PARKS
PHONE: 916.808.8427
EMAIL: [email protected]

MECHANICAL, ELECTRICAL, PLUMBING

AND FIRE SPRINKLER ENGINEER
Q2
STRUCTURAL DEFERRED SUBMITTALS S-_013300_N001A
171002.

1. THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR DEFERRED APPROVAL BY THE ENFORCEMENT AGENCY PRIOR TO FABRICATION OR INSTALLATION.

2. SEE THE SPECIFICATIONS AND STRUCTURAL DESIGN CRITERIA FOR REQUIRED PERFORMANCE AND LOADING CRITERIA.

3. DEFERRED SUBMITTALS ARE SUBJECT TO ALL THE REQUIREMENTS OF OTHER SUBMITTALS.

4. SUBMITTAL DOCUMENTS AND SUPPORTING DESIGN CALCULATIONS SHALL BE STAMPED AND SIGNED BY A CALIFORNIA REGISTERED PROFESSIONAL ENGINEER.

5. DOCUMENTS AND CALCULATIONS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO

THE ENGINEER FOR REVIEW FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE PROJECT PRIOR TO SUBMITTAL TO THE ENFORCEMENT AGENCY.

6. DEFERRED SUBMITTAL ITEMS SHALL NOT BE FABRICATED OR INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE ENFORCEMENT AGENCY.

LIST OF DEFERRED SUBMITTALS:

1. WOOD TRUSSES
Q2
STRUCTURAL DESIGN CRITERIA S-_014100_N003A
170125.

BUILDING CODE: 2022 CBC
ENFORCEMENT AGENCY: CITY OF SACRAMENTO BUILDING DEPARTMENT A. VERTICAL DESIGN CRITERIA (UNLESS OTHERWISE SHOWN OR NOTED) ROOF LIVE LOADS:
- TYP ROOF AREA 20 PSF (REDUCIBLE)
FLOOR LIVE LOADS:
- FIRST FLOOR CORRIDORS 100 PSF (REDUCIBLE)
- STAIRS & EXITS 100 PSF (REDUCIBLE)
- ASSEMBLY AREAS 100 PSF (NON-REDUCIBLE)
GROUND SNOW LOAD: 0 PSF
RAIN LOADS - INTENSITY = 1.5 INCHES PER HOUR (3" PER CITY OF SACRAMENTO) B. LATERAL DESIGN CRITERIA
SEISMIC SITE CRITERIA: SS=0.58, S1 =0.26, SDS=0.51, SD1 =0.53, SITE CLASS: D BUILDING CRITERIA:

SEISMIC:
• RISK CATEGORY= III
• IMPORTANCE FACTOR, I=1.25
• SEISMIC DESIGN CATEGORY = D
• SEISMIC FORCE RESISTING SYSTEM: STEEL ORDINARY CANTILEVER COLUMN • RESPONSE MODIFICATION FACTOR, R = 1.25
• DESIGN BASE SHEAR: V = 0.51W
• SEISMIC RESPONSE COEFFICIENT, Cs=0.51
• ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE
• HORIZONTAL IRREGULARITIES: NONE
• VERTICAL IRREGULARITIES: NONE
WIND:

ULTIMATE DESIGN WIND SPEED, V(ULT) = 105 MPH
NOMINAL DESIGN WIND SPEED, V(ASD) = 82 MPH
RISK CATEGORY = III
WIND EXPOSURE = C
GCPI = +/- 0.55
COMPONENTS AND CLADDING WIND PRESSURES TO BE DETERMINED PER ASCE 7-16 EARTH

EARTH, COMPACT FILL

EARTH, ROCK

GRAVEL, ROCK FILL

SAND, MORTAR, GROUT

CONCRETE, CAST IN PLACE

CONCRETE, PRE-CAST OR TILT UP

MASONRY, CLAY BRICK

MASONRY, CONCRETE
STEEL

ALUMINUM

WOOD BLOCKING OR SHIM

WOOD FRAMING CONTINUOUS
WOOD
Q2
MATERIAL SYMBOL LEGEND S-_011000_N006A
170125.

Q2
STRUCTURAL LINE SYMBOLS LEGEND S-_014100_N00xA
210927.

LINE SYMBOLS INDICATED IN THE CONSTRUCTION DOCUMENTS SHALL HAVE THE FOLLOWING MEANINGS, UNO. WHERE LINE SYMBOLS ARE NOT DEFINED, THEY SHALL MEAN THE RECOGNIZED

NAME AS INDICATED IN THE APPLICABLE BUILDING CODE AND REFERENCED STANDARDS OR AS DENOTED IN THE NATIONAL CAD STANDARDS.

ANNOTATION OR SYMBOL LEADER

BREAK AT CIRCULAR OR ROUND ELEMENTS

BREAK AT LINEAR OR STRAIGHT ELEMENTS

CENTER LINE

CONTRACT LIMIT OR SCOPE OF WORK LINE

DIMENSION AND EXTENSION LINE

PROPERTY LINE
STRUCTURAL ELEMENT LINES INDICATE LINEAR OBJECTS OR OUTLINES AND EDGES OF OBJECTS:

ELEMENT CUT THROUGH OR VISIBLE FROM ABOVE OR BEFORE

ELEMENT HIDDEN ABOVE OR BEFORE

ELEMENT HIDDEN BELOW OR BEYOND

NON-BEARING ELEMENT HIDDEN BELOW

EXISTING ELEMENT CUT THROUGH OR VISIBLE FROM ABOVE OR BEFORE

EXISTING ELEMENT HIDDEN ABOVE OR BEFORE

EXISTING ELEMENT HIDDEN BELOW OR BEYOND

EXISTING NON-BEARING ELEMENT HIDDEN BELOW

DEMOLITION ELEMENT

NONSTRUCTURAL ELEMENT

EXISTING NONSTRUCTURAL ELEMENT
Q2
STRUCTURAL INDUSTRY ACRONYMS LEGENDS-_014100_N004A
210927.

ACRONYMS INDICATED IN THE CONSTRUCTION DOCUMENTS SHALL HAVE THE FOLLOWING MEANINGS, UNO. WHERE ACRONYMS ARE NOT DEFINED, THEY SHALL MEAN THE RECOGNIZED

NAME AS INDICATED IN THE APPLICABLE BUILDING CODE AND REFERENCED STANDARDS OR AS DENOTED IN THE NATIONAL CAD STANDARDS.

Q2
STRUCTURAL TEXT SYMBOLS LEGEND S-_014100_N00xA
210927.

TEXT SYMBOLS INDICATED IN THE CONSTRUCTION DOCUMENTS SHALL HAVE THE FOLLOWING MEANINGS, UNO. WHERE TEXT SYMBOLS ARE NOT DEFINED, THEY SHALL MEAN THE RECOGNIZED

NAME AS INDICATED IN THE APPLICABLE BUILDING CODE AND REFERENCED STANDARDS OR AS DENOTED IN THE NATIONAL CAD STANDARDS.

MATERIALS PROPERTIES AND LOAD SYMBOLS:ANNOTATION AND MATH SYMBOLS:

Q2

STRUCTURAL WALL SYMBOLS LEGEND

WALL SYMBOLS INDICATED IN THE CONSTRUCTION DOCUMENTS SHALL HAVE THE FOLLOWING MEANINGS, UNO. WHERE PATTERNS WITHIN WALL SYMBOLS ARE NOT DEFINED, THEY SHALL MEAN THE RECOGNIZED NAME AS DENOTED IN THE NATIONAL CAD STANDARDS. WALL SYMBOLS SHOWN ARE DIAGRAMMATIC AND GENERALLY USED FOR SMALL SCALE DRAWINGS, UNO. SEE PLANS, ELEVATIONS AND SECTIONS FOR WALL TYPES, MARKS, DIMENSIONS AND LOCATIONS.

WALL OUTLINES ARE SHOWN WITH LINE TYPE FOR ELEMENTS CUT THROUGH OR VISIBLE FROM ABOVE OR BEFORE. SEE STRUCTURAL LINE SYMBOLS LEGEND FOR LINE TYPES FOR OTHER WALL CONDITIONS AND LOCATIONS. WALL OUTLINES AND MATERIALS PATTERNS AT EXISTING CONSTRUCTION ARE SHOWN WITH HALF TONE LINE WORK.

CONCRETE WALL

INSULATED CONCRETE FORM WALL

PRECAST OR TILT-UP CONCRETE WALL

INSULATED PRECAST OR INSULATED TILT-UP CONCRETE WALL

CONCRETE MASONRY WALL

INSULATED CONCRETE MASONRY WALL

BRICK MASONRY WALL

INSULATED BRICK MASONRY WALL

COLD FORMED STEEL STUD WALL

INSULATED PREFABRICATED COLD FORMED STEEL STUD WALL

WOOD STUD WALL

INSULATED PREFABRICATED WOOD WALL (STRUCTURAL INSULATED PANEL)

STEEL DETENTION WALL

NON-STRUCTURAL WALL
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY

MANAGEMENT
ISSUED

PROJECT
SEAL

CONSULTANT
CLIENT PROJECT NO:

COPYRIGHT:

LIONAKIS PROJECT NO:

LIONAKIS 2019
IF THIS SHEET IS NOT 30"x42", IT IS A REDUCED PRINT - SCALE ACCORDINGLY 0 1/4" 1/2" 1" 2"

FOR REVIEW ONLY, NOT FO
R
CONSTR
UCTIO
N
CLIENT
2/25/2025 4:34:00 PM C:\Users\alex.ruiz\Documents\_RevitLocalFiles\[email protected] S-001

GENERAL NOTES
019124.02

CITY OF SACRAMENTO

RIO CITY CAFE DECK REPAIR
1110 FRONT ST,
SACRAMENTO, CA 95814
STRUCTURAL SYMBOLS LEGEND SN011000-004
STRUCTURAL SHEET INDEX SN011000-001
STRUCTURAL ABBREVIATIONS LEGEND S-_014213_N001A
SHEET
NUM

BER SHEET NAME
S-001 GENERAL NOTES
S-00
2 GENERAL NOTES
S-003 TESTING & INSPECTION, STATEMENT OF SPECIAL INSPECTIONS, & STRUCTURAL

OBSERVATION
S-011 TYPICAL NOTES
S-012 TYPICAL NOTES
S-013 TYPICAL NOTES
SD111 DEMO PLAN - FLOOR FRAMING
SD132 DEMO PLAN - ROOF FRAMING
SD311 DEMO SECTIONS - BUILDING
S-111 PLAN - DECK REPLACEMENT FLOOR FRAMING
S-132 PLAN - CANOPY REPLACEMENT ROOF FRAMING
S-261 ELEVATIONS - WOOD FRAMING
S-311 SECTIONS - BUILDING
S-312 SECTIONS - BUILDING
S-551 DETAILS - TYPICAL STRUCTURAL STEEL BEAMS
S-552 DETAILS - STRUCTURAL STEEL
S-553 DETAILS - STRUCTURAL STEEL
S-561 DETAILS - TYPICAL WOOD FRAMING
S-562 DETAILS - TYPICAL WOOD FRAMING
S-563 DETAILS - TYPICAL WOOD SHEAR WALL FRAMING
S-564 DETAILS - TYPICAL WOOD FRAMING
SHEET COUNT: 21
B3
S-501
B3
S-501
A4
S-201
D2
S-512
TOC 98'-8"
B3
S-301
A2
S-303
A2
S-303
22 NORTH
PLAN

MATCH LINE

SEE XX / X-XXX
22 1
A
S-202 A2
A1
A2A4
A3
S-202
LEVEL 1
100'-0"
D2
S-512
D2
S-512

PLAN NORTH & TRUE NORTH INDICATOR

DETAIL INDICATOR - REFERENCE
& DETAIL INDICATOR - ITEM

DETAIL INDICATOR - SECTION &

DETAIL INDICATOR - SECTION
ITEM

SECTION INDICATOR -

PARTIAL BUILDING/WALL

DETAIL INDICATOR - AREA

SECTION INDICATOR - BUILDING

ELEVATION INDICATOR - EXTERIOR

ELEVATION INDICATOR - INTERIOR,

SINGLE & MULTIPLE VIEW

MATCH LINE INDICATOR

REFERENCE GRID WITH REFERENCE GRID
LINES

REVISION INDICATOR & REVISION CLOUD

ELEVATION INDICATOR - LEVEL & SPOT

KEYNOTE INDICATOR

A/E ARCHITECT / ENGINEER

AB ANCHOR BOLT

ABV ABOVE

ADDL ADDITIONAL

AFF ABOVE FINISHED FLOOR

AFG ABOVE FINISHED GRADE

AFS ABOVE FINISHED SLAB

ALT ALTERNATE

ALUM ALUMINUM

APPROX APPROXIMATE

ARCH ARCHITECT

ATR ALL THREAD ROD

BFF BELOW FINISH FLOOR

BFR BEFORE

BKG BACKING

BLDG BUILDING

BLKG BLOCKING

BLW BELOW

BM BEAM

BMU BRICK MASONRY UNIT

BN BOUNDARY NAIL

BOS BOTTOM OF STEEL

BOT BOTTOM

BTWN BETWEEN

BYND BEYOND

C CAMBER, CHANNEL

CB CARRIAGE BOLT

CFSF COLD-FORMED STEEL FRAMING

CG CENTER OF GRAVITY

CJ CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTER LINE

CLR CLEAR

CLSM CONTROLLED LOW STRENGTH

MATERIAL

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECT, CONNECTION

CONT CONTINUE, CONTINUOUS

CRS COLD ROLLED STEEL

CSK COUNTER SUNK

CTR CENTER

D PENNY (NAIL), DEEP, DEPTH

DBL DOUBLE

DCW DEMAND CRITICAL WELD

DEG DEGREE

DEMO DEMOLITION

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DJ DOWEL JOINT

DO DITTO, DO OVER

DOUG FIR DOUGLAS FIR

DWG DRAWING

DWL DOWEL

EA EACH

EE EACH END

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRIC, ELECTRICAL

ELEV ELEVATOR
2025 Nineteenth Street
Sacramento, CA 95818
P 916.558.1900
www.lionakis.com
No. S3737

S ATATE

OF C A L I FORNIS LT RU C T U RA

R REGISTEREDPROFESSIONALENGINEE
K RERRYJ. VOLKE
& AND
@ AT
X° DEGREES
/ DIVIDE BY, PER
$ DOLLAR (UNITED STATES)
= EQUALS, EQUAL TO
(E) EXISTING
X’ FOOT, FEET
> GREATER THAN
≥ GREATER THAN OR EQUAL TO
X” INCH, INCHES
< LESS THAN
≤ LESS THAN OR EQUAL TO
- MINUS
x MULTIPLY BY, BY
# NUMBER, POUND

II PARALLEL
% PERCENT
Ʇ PERPENDICULAR
+ PLUS
+/- PLUS OR MINUS
A AREA

D DEAD LOAD

E MODULUS OF ELASTICITY, EARTHQUAKE LOAD

F FLUID LOAD
F'c CONCRETE COMPRESSIVE STRESS
F'm MASONRY COMPRESSIVE STRESS
Fa FLOOD LOAD
Fb BENDING STRESS
Fc COMPRESSIVE STRESS
Ft TENSION STRESS
Fu ULTIMATE TENSILE STRESS
Fv SHEAR STRESS
Fy YIELD STRESS

G SPECIFIC GRAVITY

H EARTH LOAD, BULK MATERIAL LOAD

I MOMENT OF INERTIA

L LIVE LOAD
Lr ROOF LIVE LOAD

R RAIN LOAD

S SECTION MODULUS, SNOW LOAD

T SELF-STRAINING LOAD

W WIND LOAD
Wc WIND LOAD COMPONENTS AND CLADDING
Wm WIND LOAD MAIN WIND FORCE RESISTING
SYSTEM

Z PLASTIC SECTION MODULUS

ACI AMERICAN CONCRETE INSTITUTE

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

AITC AMERICAN INSTITUTE OF TIMBER CONSTRUCTION

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APA APA-ENGINEERED WOOD ASSOCIATION

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASME AMERICAN SOCIETY OF MECHANICAL ENGINEERS

ASTM AMERICAN SOCIETY OF TESTING AND MATERIALS

AWC AMERICAN WOOD COUNCIL

AWPA AMERICAN WOOD PROTECTION ASSOCIATION

AWS AMERICAN WELDING SOCIETY

CBC CALIFORNIA BUILDING CODE

CRSI CONCRETE REINFORCING STEEL INSTITUTE

DOC US DEPARTMENT OF COMMERCE

DSA DIVISION OF THE STATE ARCHITECT

ER EVALUATION REPORT

ESR EVALUATION SERVICE REPORT

IAPMO INTERNATIONAL ASSOCIATION OF PLUMBING AND MECHANICAL OFFICIALS

IBC INTERNATIONAL BUILDING CODE

ICC INTERNATIONAL CODE COUNCIL

NDS NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION

NFPA NATIONAL FIRE PROTECTION ASSOCIATION

OSHA OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION

OSHPD OFFICE OF STATEWIDE HEALTH PLANNING AND DEVELOPMENT

PCI PRECAST/PRESTRESSED CONCRETE INSTITUTE

PTI POST-TENSIONING INSTITUTE

SDI STEEL DECK INSTITUTE

SJI STEEL JOIST INSTITUTE

TIA TELECOMMUNICATIONS INDUSTRY ASSOCIATION

TMS THE MASONRY SOCIETY

TPI TRUSS PLATE INSTITUTE
UL UNDERWRITERS’ LABORATORIES

EMBED EMBEDMENT

EN EDGE NAIL

EOS EDGE OF SLAB

EQ EQUAL, EQUALLY

ES EACH SIDE

EW EACH WAY

EXST EXISTING

EXT EXTERIOR

F/F FACE TO FACE

FA FRAMING ANGLE

FB FLAT BAR

FDTN FOUNDATION

FIN FINISH

FLG FLANGE

FLR FLOOR

FMJH FACE-MOUNT JOIST HANGER

FN FIELD NAIL

FOC FACE OF CONCRETE/CURB

FOF FACE OF FINISH

FOM FACE OF MASONRY

FOS FACE OF STUD

FOW FACE OF WALL

FRMG FRAMING

FRTW FIRE RETARDANT TREATED WOOD

FS FAR SIDE

FT FEET, FOOT

FTG FOOTING

FURG FURRING

GA GAGE

GALV GALVANIZED

GLB GLUED LAMINATED BEAM

GR GRADE

H HIGH, HEIGHT

HDG HOT-DIPPED GALVANIZED

HDR HEADER

HGR HANGER

HLDN HOLD DOWN

HORIZ HORIZONTAL

HS HIGH STRENGTH

HSB HIGH STRENGTH BOLT

HSS HOLLOW STRUCTURAL SECTION

HT HEIGHT

ID INSIDE DIAMETER

IJ ISOLATION JOINT

IN INCH, INCHES

INFO INFORMATION

INT INTERIOR

IR INSIDE RADIUS

JH JOIST HANGER

JT JOINT

L ANGLE, LONG, LENGTH

LAT LATERAL

LBS POUNDS

LDGR LEDGER

LLBB LONG LEG BACK TO BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LS LAG SCREW

LSL LAMINATED STRAND LUMBER

LVL LAMINATED VENEER LUMBER

LWC LIGHT WEIGHT CONCRETE

MAX MAXIMUM

MB MACHINE BOLT

MC MISCELLANEOUS CHANNEL

MCJ MASONRY CONTROL JOINT

MDJ MASONRY DOWEL JOINT

MECH MECHANICAL

MEJ MASONRY EXPANSION JOINT

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MKJ MASONRY KEY JOINT

MRJ MASONRY RAKE JOINT

NA NOT APPLICABLE

NF NEAR FACE

NIC NOT IN CONTRACT

NS NEAR SIDE

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

O/ OVER

OC ON CENTER

OD OUTSIDE DIAMETER

OPH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

OR OUTSIDE RADIUS

OWSJ OPEN WEB STEEL JOIST

PAF POWER ACTUATED FASTENER

PAR PARALLEL

PCC PRECAST CONCRETE

PCF POUNDS PER CUBIC FOOT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE, PROPERTY LINE

PLF POUNDS PER LINEAR FOOT

PREFAB PREFABRICATE

PS PRE-STRESSED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT POST-TENSIONED

PTW PRESERVATIVE TREATED WOOD

QTY QUANTITY

R RADIUS, RISER

REBAR REINFORCING STEEL BAR

REINF REINFORCE, REINFORCING

REQ REQUIRE, REQUIRED

RND ROUND

RO ROUGH OPENING

RS ROUGH SAWN

RWD REDWOOD

S SPACED, SPACING, SPLICE, STEP

SAD SEE ARCHITECTURAL DRAWINGS

SCHED SCHEDULE

SDST SELF-DRILLING SELF-TAPPING

SE STRUCTURAL ENGINEER

SECT SECTION

SFRS SEISMIC FORCE RESISTING SYSTEM

SHTHG SHEATHING

SIM SIMILAR

SJ SHRINKAGE JOINT

SLBB SHORT LEG BACK TO BACK

SP STRUCTURAL PANEL

SPEC SPECIFICATION

SQ SQUARE

SST STAINLESS STEEL

STAG STAGGERED

STD STANDARD

STIF STIFFENER

STIR STIRRUP

STL STEEL

STRUCT STRUCTURAL

SUSP SUSPEND, SUSPENDED

SYMM SYMMETRICAL

T TREAD, THICKNESS

T&B TOP & BOTTOM

T&G TONGUE & GROOVE

TFJH TOP-FLANGE JOIST HANGER

THK THICKNESS

THRU THROUGH

TJ TOOL JOINT

TN TOE NAIL

TOB TOP OF BEAM

TOC TOP OF CURB/CONCRETE

TOF TOP OF FRAMING/FOOTING/FLOOR

TOJ TOP OF JOIST

TOM TOP OF MASONRY

TOP TOP OF PARAPET

TOS TOP OF STEEL

TOSP TOP OF STRUCTURAL PANEL

TOT TOP OF TRUSS

TOW TOP OF WALL

TS TUBE STEEL

TYP TYPICAL

UC UNDERCUT

UNO UNLESS NOTED OTHERWISE

UON UNLESS OTHERWISE NOTED

VERT VERTICAL

VIF VERIFY IN FIELD

VR VAPOR RETARDER

W WIDE, WIDTH, WELD, W-SHAPE

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WHS WELDED HEADED STUD

WO WHERE OCCURS

WP WORKING POINT

WPM WATERPROOF MEMBRANE

WRB WATER-RESISTIVE BARRIER

WT WEIGHT, W TEE-SHAPE

WTS WELDED THREADED STUD

WWR WELDED WIRE REINFORCEMENT

XS EXTRA STRONG

XXS DOUBLE EXTRA STRONG

MARK DATE DES CRIPTION
12/22/2023 50% CONSTRUCTION DOCUMENTS
02/07/2025 100% CONSTRUCTION DOCUMENTS
SEE UNITED STATES NATIONAL CAD STANDARD FOR ANY ABBREVIATIONS NOT LISTED BELOW. SEE BUILDING CODE FOR REFERENCED DESIGN AND MATERIALS SYMBOLS, ACRONYMS & NOTATIONS.

Q2
STRUCTURAL CONSTRUCTION S-_020000_N005X
210924.

1. CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS CONTAINED IN THE CONSTRUCTION DOCUMENTS. CONSTRUCTION SHALL COMPLY WITH ALL BUILDING, HEALTH AND SAFETY STANDARDS, CODES AND REGULATIONS APPLICABLE TO THIS PROJECT.

NOTHING IN THE CONSTRUCTION DOCUMENTS SHALL BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THE STANDARDS, CODES AND REGULATIONS.

2. REMOVE AND REPLACE CONSTRUCTION THAT IS NOT IN CONFORMANCE WITH THE REQUIREMENTS CONTAINED IN THE CONSTRUCTION DOCUMENTS.

3. REMOVE CONSTRUCTION WASTE MATERIALS PROMPTLY FROM SITE AND PROPERLY DISPOSE, UON.

4. PROVIDE MEASURES NECESSARY FOR SAFEGUARDS DURING CONSTRUCTION TO PROTECT THE PROJECT, STRUCTURES, SITE, ADJACENT PROPERTIES AND LIFE.

5. PROVIDE MEASURES NECESSARY TO CONTROL AND PREVENT NUISANCE ITEMS TO THE

PROJECT, SITE, ADJACENT PROPERTIES AND THE PUBLIC THAT ARE CREATED AS A RESULT OF ANY CONSTRUCTION OPERATIONS.

6. CONSTRUCTION SHALL BE PERFORMED IN A MANNER TO PREVENT DAMAGE TO ALREADY CONSTRUCTED ELEMENTS WHETHER CONCEALED OR NOT. REPLACE DAMAGED ELEMENTS OR RESTORE TO THEIR ORIGINAL CAPACITY AND CONDITION.

7. CONSTRUCT ELEMENTS AND ASSEMBLIES OF PROJECT SO THAT THEY CONFORM TO THE

TOLERANCE REQUIREMENTS OF THE REFERENCED STANDARDS OF EACH CONSTRUCTION MATERIAL AND AS DENOTED IN THE CONSTRUCTION DOCUMENTS. COORDINATE

CONFLICTING TOLERANCES BETWEEN DIFFERENT CONSTRUCTION MATERIALS TO MEET THE MOST RESTRICTIVE TOLERANCE REQUIRED. PROVIDE MEASURES NECESSARY TO ASSESS,

CONFIRM AND CORRECT CONSTRUCTION TO COMPLY WITH REQUIRED TOLERANCES PRIOR

TO PROCEEDING TO CONSTRUCTION OF THE NEXT PROJECT MATERIAL, SEQUENCE OR PHASE.

8. CONSTRUCT ELEMENTS OF PROJECT SO THAT FINISHED WORK IS TRUE TO THE DIMENSIONS, LINES, AND ELEVATIONS INDICATED. VERTICAL ELEMENTS SHALL BE PLUMB AND HORIZONTAL ELEMENTS SHALL BE LEVEL UNO. CURVED AND RADIUSED ELEMENTS SHALL HAVE SMOOTH AND UNIFORM ROUNDED PROFILES OR SURFACES. ANGLED AND SKEWED ELEMENTS SHALL HAVE CONSISTENT ORIENTATION AND DIRECTION. SLOPED ELEMENTS SHALL HAVE UNIFORM INCLINES BETWEEN THE ENDS OF ELEMENTS NOTED.

9. ADJACENT ELEMENTS INDICATED IN THE SAME PLANE SHALL HAVE FLUSH SURFACES.

INTERSECTING ELEMENTS SHALL HAVE UNIFORM TRANSITIONS BETWEEN SURFACES. JOINTS OF ADJACENT ELEMENTS SHALL BE SMOOTH AND TIGHT FITTING. BEARING SURFACES OF ELEMENTS SHALL HAVE FULL CONTACT OVER ENTIRE SURFACE UNO.

10. WHEN SAW-CUTTING STRUCTURAL ELEMENTS, DO NOT OVERCUT. INTERSECTING SAW-CUTS SHALL NOT OVERLAP. SAW-CUTS MAY INTERSECT AT SMALL DIAMETER CORED/DRILLED HOLES. SAW-CUTS SHALL BE TANGENT TO AND SHALL NOT EXTEND BEYOND THE CORED/DRILLED HOLES. CAREFULLY REMOVE REMAINING MATERIAL AT THE CORED/DRILLED HOLE TO THE EDGE OF THE SAW-CUT LINE.

11. WHEN SAW-CUTTING OR DRILLING/CORING HOLES AT STRUCTURAL ELEMENTS, DO NOT

DAMAGE ALREADY CONSTRUCTED ELEMENTS INCLUDING ANCHORS, CONNECTORS, ATTACHMENTS, EMBEDS OR REINFORCING (REBAR OR PRE/POST-TENSIONED STRANDS).

MAINTAIN A MINIMUM CLEARANCE OF TWO INCHES BETWEEN THE ANCHOR, CONNECTOR, ATTACHMENT, EMBED OR REINFORCING AND THE HOLE. PRIOR TO SAW-CUTTING OR

DRILLING/CORING HOLES AT CONCRETE OR MASONRY, LOCATE EMBEDS AND REINFORCING AT AFFECTED AREAS USING NON-DESTRUCTIVE MEANS.

12. REPETITIVE STRUCTURAL ELEMENT SPACING INDICATED SHALL BE THE MAXIMUM ON CENTER SPACING OVER THE EXTENT INDICATED. IF NO SPECIFIC EXTENT IS INDICATED THEN

THE REPETITIVE SPACING SHALL OCCUR FOR THE FULL WIDTH, LENGTH, HEIGHT AND/OR DEPTH OF THE STRUCTURAL SYSTEM. PROVIDE STRUCTURAL ELEMENTS INDICATED AT

SPECIFIC LOCATIONS AND AS REQUIRED BY THE STRUCTURAL DETAILS IN ADDITION TO THE REPETITIVE ELEMENTS.

13. STRUCTURAL ELEMENTS INDICATED SHALL BE CONTINUOUS, ONE PIECE, BETWEEN SUPPORTS. SPLICES ARE NOT PERMITTED UNLESS SPECIFICALLY DETAILED OR DENOTED.

14. FEATURES OF CONSTRUCTION INDICATED ARE TYPICAL. WHERE FEATURES ARE NOT FULLY

OR SPECIFICALLY INDICATED BY THE CONSTRUCTION DOCUMENTS, THEIR CONSTRUCTION

SHALL BE AS INDICATED FOR IDENTICAL OR SIMILAR FEATURES ELSEWHERE IN THE CONSTRUCTION DOCUMENTS. IF ANY CONDITIONS REQUIRE CONSTRUCTION DIFFERENT

THAN THAT INDICATED ON THE CONSTRUCTION DOCUMENTS, NOTIFY THE STRUCTURAL ENGINEER.

15. STRUCTURAL ELEMENTS REPRESENTED IN THE CONSTRUCTION DOCUMENTS ARE INDICATED IN THEIR COMPLETED CONFIGURATION. THE CONSTRUCTION DOCUMENTS DO

NOT INDICATE MEANS, METHODS OR SEQUENCES OF CONSTRUCTION UNLESS SPECIFICALLY NOTED OTHERWISE. PROVIDE MEASURES NECESSARY FOR THE PROTECTION OF LIFE AND

PROPERTY AND TO ASSURE THE CORRECT AND ACCURATE STRUCTURE GEOMETRY AND STABILITY DURING EACH STAGE OF CONSTRUCTION. MEASURES SHALL REMAIN IN PLACE

UNTIL THE STRUCTURAL ELEMENTS AND ALL OTHER STRUCTURAL ELEMENTS USED TO

SUPPORT THEM HAVE BEEN COMPLETED AND HAVE ATTAINED THEIR REQUIRED DESIGN STRENGTHS.

16. STRUCTURAL DESIGN LOADS, STRENGTHS, CAPACITIES AND CRITERIA INDICATED ON THE CONSTRUCTION DOCUMENTS ARE FOR THE COMPLETED STRUCTURE ONLY. THE USE OF

ANY PART OR PARTS OF THE INCOMPLETE OR COMPLETED STRUCTURE FOR THE SUPPORT

OF CONSTRUCTION ITEMS INCLUDING, BUT NOT LIMITED TO, OTHER PORTIONS OF THE

STRUCTURE, PERSONNEL, MATERIALS AND EQUIPMENT IS LIMITED TO THE SAFE CAPACITY OF THE STRUCTURE AT THE TIME IT IS TO BE USED FOR SUCH SUPPORT. PROVIDE

MEASURES NECESSARY TO EVALUATE AND PREVENT OVERLOADING, EXCESSIVE MOVEMENT AND DAMAGE TO ANY PART OR PARTS OF THE STRUCTURE.

17. WHERE MANUFACTURER’S PRODUCTS, MATERIALS AND SYSTEMS ARE DENOTED, COMPLY

WITH THEIR RECOMMENDATIONS AND REQUIREMENTS FOR USE, INSTALLATION, INSPECTION AND CONSTRUCTION, UNO.

Q2
STRUCTURAL GENERAL NOTES S-_014100_N004A
210927.

1. THE STRUCTURAL NOTES AND TYPICAL DETAILS, WHETHER SPECIFICALLY REFERENCED OR NOT, ARE GENERAL AND APPLY TO ALL CONSTRUCTION DOCUMENTS. PROVIDE ALL

STRUCTURAL ELEMENTS INDICATED IN THE STRUCTURAL NOTES AND TYPICAL DETAILS AS

REQUIRED TO CONFORM TO THE FINISHED PROJECT AS INDICATED THE CONSTRUCTION DOCUMENTS.

2. CONSTRUCTION DOCUMENTS ARE DEFINED AS THE DRAWINGS AND SPECIFICATIONS APPROVED BY THE ENFORCEMENT AGENCY. SUPPLEMENTAL DOCUMENTS INCLUDING, BUT NOT LIMITED TO, ADDENDA, ARCHITECT’S SUPPLEMENTAL INSTRUCTIONS, REVISED DRAWINGS,

FIELD INSTRUCTIONS AND OTHER MODIFICATIONS TO THE INITIALLY APPROVED CONSTRUCTION DOCUMENTS SHALL ALSO BE CONSIDERED CONSTRUCTION DOCUMENTS. REQUIREMENTS OF

THE INITIALLY APPROVED CONSTRUCTION DOCUMENTS SHALL APPLY TO THE SUPPLEMENTAL DOCUMENTS. ADDITIONAL DOCUMENTS PROVIDED FOR INFORMATION ONLY INCLUDING, BUT

NOT LIMITED TO, GEOTECHNICAL REPORTS, EXHIBITS, HAZARDOUS MATERIALS REPORTS AND ABATEMENT INFORMATION, SHALL NOT BE CONSIDERED CONSTRUCTION DOCUMENTS.

3. WHEN SPECIFICATIONS HAVE BEEN PROVIDED AS A PART OF THE CONSTRUCTION DOCUMENTS THEY SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS. WORK INDICATED IN THE

DRAWINGS AND NOT MENTIONED IN THE SPECIFICATIONS, OR VICE VERSA, SHALL BE PROVIDED AS THOUGH FULLY REQUIRED BY BOTH. IF CONFLICTS OCCUR BETWEEN THE SPECIFICATIONS

AND DRAWINGS, THE GREATER QUANTITY AND HIGHER QUALITY SHALL BE ASSUMED TO BE PROVIDED.

4. WHERE THE CONSTRUCTION DOCUMENTS INDICATE TO NOTIFY THE STRUCTURAL ENGINEER,

SUCH NOTIFICATION SHALL BE SUBMITTED IN WRITING WITH SUFFICIENT ALLOWANCE FOR A

REASONABLE TIME PERIOD FOR REVIEW, DESIGN, ENFORCEMENT AGENCY APPROVAL AS REQUIRED AND WRITTEN RESPONSE SO AS NOT TO AFFECT THE CONSTRUCTION SCHEDULE.

OBTAIN WRITTEN RESPONSE BEFORE PROCEEDING WITH THE AFFECTED WORK.

5. CAREFULLY EXAMINE THE CONSTRUCTION DOCUMENTS AND NOTIFY THE STRUCTURAL

ENGINEER OF ANY CONFLICTS OR DISCREPANCIES WITHIN THE STRUCTURAL CONSTRUCTION DOCUMENTS. STRUCTURAL ELEMENTS SHALL NOT BE REMOVED OR MODIFIED UNLESS INDICATED IN THE STRUCTURAL CONSTRUCTION DOCUMENTS.

6. DEVIATIONS SHALL NOT BE MADE FROM THE STRUCTURAL MEMBERS, ELEMENTS, PRODUCTS,

REQUIREMENTS, OR DETAILS OF CONSTRUCTION INDICATED IN THE CONSTRUCTION DOCUMENTS. DEVIATIONS SHALL BE CORRECTED AT NO ADDITIONAL COST TO THE OWNER.

NOTIFY THE STRUCTURAL ENGINEER OF ANY DEVIATIONS. CORRECTIVE WORK SHALL CONFORM WITH THE REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS.

7. IF SUBSTITUTIONS ARE REQUESTED FOR STRUCTURAL ELEMENTS INDICATED IN THE CONSTRUCTION DOCUMENTS, NOTIFY THE STRUCTURAL ENGINEER. SUBMIT DATA AND

DOCUMENTATION INCLUDING, BUT NOT LIMITED TO, COMPARATIVE QUALITY, SUITABILITY,

PERFORMANCE, STRUCTURAL CAPACITY, EVALUATION SERVICE APPROVALS AND

ENFORCEMENT AGENCY ACCEPTABILITY SUBSTANTIATING THE COMPLETE COMPLIANCE OF EACH PROPOSED SUBSTITUTION WITH THE CONSTRUCTION DOCUMENTS. ONLY ONE REQUEST FOR SUBSTITUTION WILL BE ALLOWED FOR EACH STRUCTURAL ELEMENT. SUBSTITUTIONS

WILL NOT BE CONSIDERED WHEN SUBSTITUTION DOCUMENTS ARE INCOMPLETE OR ACCEPTANCE WOULD REQUIRE REVISIONS TO THE CONSTRUCTION DOCUMENTS. IF A

PROPOSED SUBSTITUTION SUBMITTAL IS NOT COMPLETE, NOT ACCEPTABLE TO THE

STRUCTURAL ENGINEER, OR NOT APPROVED BY THE ENFORCEMENT AGENCY PROVIDE THE SPECIFIED ITEM AS INDICATED IN THE CONSTRUCTION DOCUMENTS. THE STRUCTURAL

ENGINEER WILL BE THE SOLE JUDGE OF THE ACCEPTABILITY OF THE PROPOSED SUBSTITUTION VERSUS THE SPECIFIED ITEM. ACCEPTANCE OF A SUBSTITUTION SHALL NOT BE CONSTRUED

TO PERMIT WORK NOT CONFORMING TO THE REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS.

8. REIMBURSE OWNER FOR STRUCTURAL AND NONSTRUCTURAL DESIGN PROFESSIONAL

SERVICES AND REGULATORY FEES REQUIRED TO CORRECT DEVIATIONS AND EVALUATE

SUBSTITUTIONS INCLUDING THE REVIEW, DESIGN, COORDINATION, PROCESSING, ADMINISTRATION AND OBTAINMENT OF ENFORCEMENT AGENCY APPROVALS.

9. PORTIONS OF THESE CONSTRUCTION DOCUMENTS ARE DIAGRAMMATIC ONLY. ITEMS

INCLUDING, BUT NOT LIMITED TO, LOCATIONS, SIZES, QUANTITIES, ACCESSORIES AND

CONNECTIONS ARE INDICATED IN A REPRESENTATIONAL MANNER AND MAY NOT BE COMPLETELY SHOWN. PROVIDE ALL WORK AND MATERIALS NECESSARY TO COMPLETE THE PROJECT AS REPRESENTED IN THE CONSTRUCTION DOCUMENTS.

10. DIMENSIONS, RADIUSES, SLOPES, ANGLES, ELEVATIONS AND LEVELS INDICATED ARE FOR STRUCTURAL ELEMENTS ONLY, UNO. DO NOT SCALE DRAWINGS.

11. STRUCTURAL ELEMENT DESIGNATIONS FOLLOW INDUSTRY AND MATERIAL SPECIFIC CONVENTIONS AS DEFINED IN THE REFERENCED STANDARDS, CODES AND REGULATIONS, UNO.

STRUCTURAL ELEMENTS MAY BE DENOTED USING NOMINAL SIZES, ACTUAL DIMENSIONS, OR INDUSTRY RECOGNIZED LABELS, MARKS, OR TAGS.

12. THE STRUCTURAL DOCUMENTS INDICATE THE FIRST LEVEL (OR GROUND FLOOR) REFERENCE ELEVATION AS A DATUM ELEVATION FOR CONSTRUCTION, UNO. THIS HYPOTHETICAL DATUM ELEVATION IS NOT AN ACTUAL GROUND ELEVATION ABOVE MEAN SEA LEVEL, UNO.

STRUCTURAL ELEVATIONS SHOWN ELSEWHERE ARE RELATIVE TO THE REFERENCE ELEVATION. STRUCTURAL ELEVATIONS ABOVE THE FIRST LEVEL ARE GREATER THAN AND THOSE BELOW ARE LESS THAN THE REFERENCE ELEVATION.

13. REFERENCES TO STANDARDS, CODES AND REGULATIONS SHALL BE TO THE LATEST EDITION AS

ADOPTED BY THE ENFORCEMENT AGENCY AT THE TIME OF CONSTRUCTION DOCUMENT APPROVAL. SEE THE REFERENCED STANDARDS, CODES AND REGULATIONS FOR ABBREVIATIONS, ACRONYMS, OR SYMBOLS NOT DEFINED IN THE CONSTRUCTION DOCUMENTS.

14. WHERE A STRUCTURAL ITEM OR DETAIL/SECTION IS INDICATED, THE REQUIREMENTS OF THE

REFERENCED ITEM OR DETAIL/SECTION SHALL APPLY AT ALL SIMILAR CONDITIONS WITHIN THE CONSTRUCTION DOCUMENTS WHETHER GRAPHICALLY INDICATED OR NOT. THE SAME

REQUIREMENTS APPLY TO STRUCTURAL ITEMS OR DETAIL/SECTIONS DENOTED AS TYPICAL OR SIMILAR.

15. PROVIDE ALL NECESSARY LABOR, EQUIPMENT, AND MATERIALS TO PERFORM PROJECT WORK INDICATED SO THAT COMPLETED CONSTRUCTION IS READY FOR USE OR OPERATION. FURNISH

SHALL MEAN TO SUPPLY AND DELIVER ITEM TO PROJECT SITE READY FOR USE OR INSTALLATION. INSTALL SHALL MEAN TO PLACE, CONNECT, AND ANCHOR IN PROPER POSITION AND LOCATION SO THAT ITEM IS READY FOR OPERATION AND USE OR SERVICE. PROVIDE SHALL MEAN TO FURNISH AND INSTALL ITEM NECESSARY TO COMPLETE THE WORK.

16. COORDINATE AND OBTAIN ALL REGULATORY AND ENFORCEMENT AGENCY APPROVALS, INSPECTIONS, AND DOCUMENTATION REQUIRED DURING CONSTRUCTION.

17. SCHEDULES, LEGENDS, ABBREVIATIONS, TYPICAL NOTES AND TYPICAL DETAILS ON THE

STRUCTURAL CONSTRUCTION DOCUMENTS MAY REFERENCE STRUCTURAL ELEMENTS OR

REQUIREMENTS NOT SPECIFICALLY INDICATED OR REQUIRED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS.

18. THE CONSTRUCTION DOCUMENTS AND THE DESIGNS INCORPORATED THEREIN, AS AN

INSTRUMENT OF PROFESSIONAL SERVICE, ARE NOT TO BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT.

19. THE STRUCTURAL CONSTRUCTION DOCUMENTS ARE NOT COMPLETE AND READY FOR

CONSTRUCTION UNTIL THEY ARE APPROVED BY THE ENFORCEMENT AGENCY AND SIGNED BY THE STRUCTURAL ENGINEER.

Q2
STRUCTURAL EXISTING CONSTRUCTION S-_020000_N002X
210924.

1. EXISTING CONSTRUCTION INDICATED IN THE CONSTRUCTION DOCUMENTS IS BASED UPON

INFORMATION SHOWN ON AVAILABLE EXISTING DRAWINGS AND/OR LIMITED VISUAL OBSERVATIONS. THE EXISTING CONSTRUCTION MAY VARY FROM THAT INDICATED ON THE CONSTRUCTION DOCUMENTS. PROVIDE ALL WORK AND MATERIALS NECESSARY TO COMPLETE THE PROJECT AS REPRESENTED IN THE CONSTRUCTION DOCUMENTS.

2. VERIFY ALL DIMENSIONS AND ELEVATIONS OF THE EXISTING CONSTRUCTION PRIOR TO STARTING CONSTRUCTION OR FABRICATION. DO NOT SCALE EXISTING DRAWINGS.

3. PROVIDE AND MAINTAIN A COMPLETE AND LEGIBLE COPY OF THE EXISTING CONSTRUCTION DOCUMENTS AND MAKE THEM AVAILABLE FOR USE ON THE JOB SITE.

4. CAREFULLY EXAMINE THE EXISTING CONSTRUCTION DOCUMENTS AND NOTIFY THE

STRUCTURAL ENGINEER OF ANY CONFLICTS OR DISCREPANCIES WITH THE STRUCTURAL CONSTRUCTION DOCUMENTS.

5. EXISTING STRUCTURAL ELEMENTS SHALL NOT BE REMOVED OR MODIFIED UNLESS INDICATED IN THE STRUCTURAL CONSTRUCTION DOCUMENTS. IF EXISTING STRUCTURAL

ELEMENTS INTERFERE WITH THE WORK INDICATED IN ANY CONSTRUCTION DOCUMENT, OR IF UNCERTAIN THAT AN ELEMENT IS STRUCTURAL, NOTIFY THE STRUCTURAL ENGINEER.

6. PROVIDE MEASURES NECESSARY FOR SAFEGUARDS DURING CONSTRUCTION TO PROTECT THE EXISTING STRUCTURE, ITS SITE, SUPPORTING UTILITIES AND OCCUPANTS.

7. PROVIDE BARRIERS TO SEPARATE EXISTING CONSTRUCTION FROM THE CONSTRUCTION OF THIS PROJECT. MAINTAIN EXISTING SITE FIRE AND LIFE SAFETY ACCESS AND EGRESS AND KEEP SEPARATE FROM CONSTRUCTION AREAS, UNO.

8. EXISTING FOUNDATIONS THAT MAY BE AFFECTED BY ANY EXCAVATIONS REQUIRED FOR THIS

PROJECT SHALL BE UNDERPINNED, SHORED OR SUPPORTED ADEQUATELY TO PREVENT SETTLEMENT AND LATERAL MOVEMENT.

9. IF EXISTING STRUCTURAL ELEMENTS ARE DISCOVERED TO BE DAMAGED OR DIFFERENT THAN INDICATED IN THE CONSTRUCTION DOCUMENTS, NOTIFY THE STRUCTURAL ENGINEER.

SUCH DAMAGE OR DIFFERENCE SHALL INCLUDE, BUT NOT BE LIMITED TO, DRY-ROT, WATER

DAMAGE, INSECT DAMAGE, POOR WORKMANSHIP OR FIT-UP, BUCKLING, EXCESSIVE

DEFLECTION, SAGGING, TWISTING, WARPING, AND DIFFERENT SIZE, ORIENTATION, GRADE, QUALITY OR MATERIAL.

10. COMPLY WITH THE REQUIREMENTS OF THE STRUCTURAL COORDINATION NOTES AND

STRUCTURAL CONSTRUCTION NOTES FOR NONSTRUCTURAL COMPONENT ANCHORS, HOLES AND OPENINGS REQUIRED IN EXISTING CONSTRUCTION.

11. ALL CONSTRUCTION INDICATED IS NEW UNLESS SPECIFICALLY DENOTED AS EXISTING.

Q2
STRUCTURAL DEMOLITION S-_020000_N003X
210924.

1. STRUCTURAL CONSTRUCTION DOCUMENTS MAY NOT INDICATE THE COMPLETE STRUCTURAL DEMOLITION SCOPE OF WORK. SEE THE NONSTRUCTURAL CONSTRUCTION DOCUMENTS FOR THE FULL SCOPE OF STRUCTURAL DEMOLITION WORK.

2. CONSTRUCTION DOCUMENTS DO NOT INDICATE OR DENOTE EVERY ITEM FOR STRUCTURAL

DEMOLITION AND MAY DIAGRAMMATICALLY REPRESENT A SCHEMATIC SENSE OF THE SCOPE OF WORK. THE DEMOLITION SCOPE OF WORK INDICATED IS BASED UPON INFORMATION SHOWN ON AVAILABLE EXISTING DRAWINGS AND/OR LIMITED VISUAL OBSERVATIONS.

STRUCTURAL DEMOLITION MAY INCLUDE THE COMPLETE REMOVAL AND/OR THE MODIFICATION OF EXISTING STRUCTURAL ELEMENTS. VERIFY EXTENT OF STRUCTURAL

DEMOLITION REQUIRED AND PROVIDE ALL WORK AND MATERIALS NECESSARY TO COMPLETE THE PROJECT AS REPRESENTED IN THE CONSTRUCTION DOCUMENTS.

3. THE STRUCTURAL CONSTRUCTION DOCUMENTS DO NOT INCLUDE HAZARDOUS MATERIALS IDENTIFICATION, DEMOLITION, OR ABATEMENT. IF KNOWN OR SUSPECTED HAZARDOUS

MATERIALS ARE ENCOUNTERED IN THE EXECUTION OF THE SCOPE OF WORK FOR THIS PROJECT, NOTIFY THE OWNER.

4. CAREFULLY EXAMINE THE STRUCTURAL DEMOLITION SCOPE OF WORK INDICATED IN THE

CONSTRUCTION DOCUMENTS AND NOTIFY THE STRUCTURAL ENGINEER OF ANY CONFLICTS OR DISCREPANCIES WITH THE EXISTING CONSTRUCTION DOCUMENTS.

5. COORDINATE WITH THE OWNER AND PERFORM DEMOLITION WORK DURING TIMES AND IN A

MANNER WHICH WILL NOT CONFLICT WITH ANY SYSTEM, BUILDING, FACILITY OR SITE OPERATION WHICH IS TO REMAIN FUNCTIONAL DURING THE COURSE OF THE PROJECT.

6. PROVIDE MEASURES NECESSARY FOR SAFEGUARDS DURING DEMOLITION TO PROTECT THE PROJECT, SITE, ADJACENT PROPERTIES AND LIFE.

7. PROVIDE MEASURES NECESSARY TO CONTROL AND PREVENT NUISANCE ITEMS TO THE

PROJECT, SITE, ADJACENT PROPERTIES AND THE PUBLIC THAT ARE CREATED AS A RESULT OF ANY DEMOLITION OPERATIONS.

8. PROVIDE BARRIERS TO SEPARATE DEMOLITION AREA FROM THE REMAINDER OF THE PROJECT. MAINTAIN EXISTING MEANS OF EGRESS AND KEEP SEPARATE FROM DEMOLITION AREAS, UNO. MAINTAIN THE UNINTERRUPTED CONTINUITY OF EXISTING WEATHER

PROTECTION, VAPOR CONTROL, THERMAL, ACOUSTIC, FIRE RATED AND/OR SMOKE BARRIER ASSEMBLIES AND SYSTEMS, UNO.

9. PROVIDE SHORING AND BRACING NECESSARY FOR THE VERTICAL AND LATERAL STABILITY

AND SUPPORT OF THE REMAINING EXISTING STRUCTURE AND STRUCTURAL ELEMENTS DURING DEMOLITION. SHORING AND BRACING SHALL REMAIN IN PLACE UNTIL SUPPORTING

STRUCTURAL CONSTRUCTION IS COMPLETE AND HAS ATTAINED REQUIRED DESIGN STRENGTH.

10. DEMOLITION OF EXISTING ELEMENTS SHALL BE PERFORMED IN A MANNER TO PREVENT DAMAGE TO REMAINING EXISTING ELEMENTS WHETHER CONCEALED OR NOT. REPLACE OR RESTORE DAMAGED REMAINING EXISTING ELEMENTS.

11. WHEN EXISTING ELEMENTS ARE INDICATED TO BE DEMOLISHED, REMOVE THE STRUCTURAL

ELEMENT AND ALL ATTACHED ITEMS DOWN TO THE SURFACE OF THE SUPPORTING STRUCTURAL ELEMENTS INDICATED TO REMAIN, UON.

12. WHEN EXISTING ASSEMBLIES OF ELEMENTS ARE INDICATED TO BE DEMOLISHED, REMOVE

ALL COMPONENTS OF THE ASSEMBLY INCLUDING THOSE ELEMENTS CONCEALED FROM VIEW, UNO.

13. CUTS AT EXISTING STRUCTURAL ELEMENTS SHALL BE MADE IN A MANNER TO ENSURE ACCURATE, CLEAN AND ALIGNED INTERFACES WITH STRUCTURAL CONSTRUCTION, UNO.

14. EXISTING REBAR EXPOSED AT SAW CUTS THAT WILL NOT BE COVERED WITH CONCRETE OR MASONRY SHALL BE PROTECTED FROM CORROSION. CHIP AROUND AND CLIP REBAR OFF 1” BELOW CUT SURFACE TYP, UNO. CLIP REBAR OFF 2” BELOW CUT SURFACE AT LOCATIONS EXPOSED TO EARTH OR WEATHER. PERFORM CHIPPING CAREFULLY TO PREVENT ANY DAMAGE TO THE EXISTING ADJACENT SURFACES. PREPARE AND PATCH CHIPPED AREA FLUSH WITH THE SAW CUT SURFACE WITH A CONCRETE BONDING EPOXY.

15. REMOVE DEMOLITION MATERIALS PROMPTLY FROM SITE AND PROPERLY DISPOSE, UON.

16. ITEMS INDICATED TO BE REMOVED SHALL BE DEMOLISHED AS NOTED, UNO. ITEMS NOT SPECIFICALLY INDICATED TO BE REMOVED OR DEMOLISHED SHALL REMAIN, UNO.

17. ITEMS INDICATED TO BE RETAINED SHALL BE REMOVED UNDAMAGED IN OPERATING CONDITION AND STORED IN A SECURE WEATHER TIGHT AREA FOR USE BY THE OWNER.

18. ITEMS INDICATED TO BE RELOCATED SHALL BE REMOVED UNDAMAGED, RESTORED AND REINSTALLED IN THE LOCATIONS NOTED, UNO.

19. ITEMS INDICATED TO BE REPLACED SHALL BE REMOVED AND REPLACEMENT ITEMS SHALL BE PROVIDED THAT MATCH THE ORIGINAL EXISTING ITEM IN EVERY RESPECT, UNO.

20. ITEMS INDICATED TO BE RESTORED SHALL BE REFURBISHED IN ALL ASPECTS TO MATCH THE ORIGINAL EXISTING CONSTRUCTION IN EVERY RESPECT. THE ITEM SHALL BE RETURNED TO ITS FULL STRUCTURAL CAPACITY AND FUNCTIONING/OPERATING CONDITION, UNO.

Q2
STRUCTURAL COORDINATION S-_020000_N004X
210924.

1. STRUCTURAL CONSTRUCTION DOCUMENTS SHALL BE USED IN CONJUNCTION WITH THE NONSTRUCTURAL CONSTRUCTION DOCUMENTS FOR THIS PROJECT. SEE THE

NONSTRUCTURAL CONSTRUCTION DOCUMENTS FOR COMPLETE PROJECT REQUIREMENTS

AND COORDINATE ACCORDINGLY FOR ALL NONSTRUCTURAL COMPONENTS AND CONSTRUCTION INDICATED.

2. REFERENCES TO THE NONSTRUCTURAL CONSTRUCTION DOCUMENTS ARE TO THE

ENFORCEMENT AGENCY APPROVED DRAWINGS AND SPECIFICATIONS AND TO THE OWNER PROVIDED DOCUMENTS AND INFORMATION FOR THIS PROJECT THAT ARE NOT STRUCTURAL.

3. PROVIDE ALL STRUCTURAL ELEMENTS AND CONSTRUCTION INDICATED IN THE NONSTRUCTURAL CONSTRUCTION DOCUMENTS. STRUCTURAL PROJECT WORK INDICATED IN

THE NONSTRUCTURAL CONSTRUCTION DOCUMENTS SHALL COMPLY WITH THE REQUIREMENTS OF THE STRUCTURAL CONSTRUCTION DOCUMENTS.

4. CAREFULLY EXAMINE THE NONSTRUCTURAL CONSTRUCTION DOCUMENTS AND NOTIFY THE

STRUCTURAL ENGINEER OF ANY CONFLICTS OR DISCREPANCIES WITH THE STRUCTURAL CONSTRUCTION DOCUMENTS. STRUCTURAL ELEMENTS SHALL NOT BE REMOVED OR MODIFIED UNLESS INDICATED IN THE STRUCTURAL CONSTRUCTION DOCUMENTS.

5. NONSTRUCTURAL OPENINGS/HOLES THROUGH STRUCTURAL ELEMENTS AND SYSTEMS MAY NOT BE INDICATED ON THE STRUCTURAL CONSTRUCTION DOCUMENTS. NOTIFY THE

STRUCTURAL ENGINEER OF OPENINGS/HOLES AND THEIR SIZES, LOCATIONS AND QUANTITIES ON STRUCTURAL SUBMITTAL DOCUMENTS. PROVIDE COMPLETE LAYOUT AND

INFORMATION FOR OPENINGS/HOLES WHETHER FRAMED/FORMED/BUILT, SAWCUT OR CORED/DRILLED. COMPLY WITH THE REQUIREMENTS OF THE STRUCTURAL TYPICAL DETAILS

FOR LIMITATIONS OF OPENING/HOLE SIZES, LOCATIONS, ADJACENCIES, AND QUANTITIES AND

PROVIDE THE ADDITIONAL REQUIRED STRUCTURAL FRAMING/REINFORCING ELEMENTS INDICATED.

6. NONSTRUCTURAL OPENING/HOLE SIZES INDICATED IN STRUCTURAL ELEMENTS SHALL NOT

EXCEED THE OUTSIDE DIMENSION OF THE NONSTRUCTURAL ELEMENT PASSING THROUGH PLUS 1” ALL AROUND, UON. NONSTRUCTURAL ELEMENTS REQUIRED TO PASS THROUGH

STRUCTURAL ELEMENTS SHALL BE ORIENTED PERPENDICULAR TO THE AXIS OR FACE OF THE STRUCTURAL ELEMENT UNO.

7. ROUGH OPENING DIMENSIONS AT STRUCTURAL ELEMENTS OR SYSTEMS FOR DOOR,

WINDOW, HATCH, SKYLIGHT OR OTHER OPENING SYSTEMS SHALL BE AS REQUIRED BY THE MANUFACTURER AND AS INDICATED ON THE NONSTRUCTURAL DOCUMENTS.

8. NONSTRUCTURAL COMPONENTS AND CONSTRUCTION ARE THE NONSTRUCTURAL PARTS OR

PORTIONS OF THE PROJECT THAT ARE PERMANENTLY SUPPORTED BY OR ATTACHED TO THE STRUCTURAL ELEMENTS OR SYSTEM. NONSTRUCTURAL COMPONENTS INCLUDES THE

COMPONENTS (FURNISHINGS, FIXTURES, EQUIPMENT OR NONSTRUCTURAL ELEMENT), THEIR

SUPPORTS (BOTH VERTICAL AND LATERAL), AND ATTACHMENTS (ANCHORAGE) TO THE STRUCTURAL ELEMENTS OR SYSTEM.

9. NONSTRUCTURAL COMPONENTS AND CONSTRUCTION MAY NOT BE INDICATED ON THE STRUCTURAL CONSTRUCTION DOCUMENTS. COMPLY WITH THE REQUIREMENTS OF ALL

CONSTRUCTION DOCUMENTS AND PROVIDE THE ADDITIONAL STRUCTURAL ELEMENTS REQUIRED TO SUPPORT AND/OR ANCHOR THE NONSTRUCTURAL ITEMS. SEE THE NONSTRUCTURAL CONSTRUCTION DOCUMENTS FOR ADDITIONAL INFORMATION REGARDING:
• DIMENSIONS, RADIUSES, SLOPES, ANGLES, ELEVATIONS AND LEVELS • DEPRESSIONS, RECESSES, PITS AND CHANGES IN LEVEL/ELEVATION • RAISED CURBS, PADS, PLATFORMS AND PEDESTALS
• WALKING SURFACES, RAMPS, STEPS, AND STAIRS
• LIFTS, ELEVATORS, ESCALATORS AND CONVEYING SYSTEMS
• SIZE, LOCATION AND QUANTITY OF OPENINGS/HOLES IN STRUCTURAL ELEMENTS • SLEEVES, INSERTS AND EMBEDDED ITEMS IN STRUCTURAL ELEMENTS • DRAINS, TRENCHES, SUMPS AND GRATES EMBEDDED IN STRUCTURAL ELEMENTS • CHAMFERS, GROOVES, AND REVEALS IN STRUCTURAL ELEMENTS • FINISHES, COLORS, TEXTURES, PATTERNS AND TOPPINGS
• NONSTRUCTURAL WALLS/PARTITIONS AND THEIR SUPPORT AND ATTACHMENT • NONSTRUCTURAL CEILINGS/SOFFITS AND THEIR SUPPORT AND ATTACHMENT • EXTERIOR ENVELOPE, ROOFING, OPENINGS AND MOISTURE PROTECTION • ACOUSTIC AND THERMAL INSULATION ELEMENTS, SYSTEMS AND CONSTRUCTION • FIRE AND SMOKE PROTECTION ELEMENTS, SYSTEMS AND CONSTRUCTION • LIFE SAFETY AND ACCESSIBILITY INFORMATION
• BASE, SUB-BASE, SUB-GRADE AND BUILDING PAD PREPARATION • FOUNDATION DAMPPROOFING, WATERPROOFING AND DRAINAGE SYSTEMS • EXTERIOR PAVING, GRADING, LANDSCAPING AND SITE ELEMENTS • UNDERGROUND SITE/BUILDING UTILITIES CROSSING OR ADJACENT TO FOOTINGS • NONSTRUCTURAL COMPONENT SIZES, WEIGHTS, LOCATIONS & QUANTITIES • NONSTRUCTURAL COMPONENT SUPPORTS AND ATTACHMENTS
• PIPING, CONDUIT, DUCTING AND DISTRIBUTION SYSTEMS FOR ALL UTILITIES Q2
STRUCTURAL SUBMITTALS S-_013300_N002A
170125.

1. SUBMITTALS INCLUDE, BUT ARE NOT LIMITED TO, SHOP DRAWINGS, FABRICATION DRAWINGS,

PLACEMENT DRAWINGS, CALCULATIONS, DESIGNS, TEST DATA, PRODUCT DATA, SAMPLES, CERTIFICATIONS AND REPORTS AS REQUIRED BY THE CONSTRUCTION DOCUMENTS.

2. SUBMITTALS, AS A MINIMUM, SHALL CONSIST OF TWO (2) COPIES OF EACH SHEET.

3. SUBMITTALS SHALL NOT CONTAIN NOR CONSIST OF REPRODUCTIONS OF THE CONSTRUCTION DOCUMENTS. SUBMITTALS CONTAINING REPRODUCTIONS OF ANY PORTION OF THE CONSTRUCTION DOCUMENTS ARE SUBJECT TO REJECTION.

4. EACH SUBMITTAL SHALL HAVE A COVER SHEET IDENTIFYING THE CONTENTS BY SPECIFICATION SECTION AND LISTING EACH ITEM AND SHEET NUMBER. EACH SUBMITTAL SHALL HAVE A UNIQUE IDENTIFICATION NUMBER.

5. PRIOR TO SUBMISSION TO THE STRUCTURAL ENGINEER, STAMP SUBMITTALS INDICATING THEY

HAVE BEEN REVIEWED AND APPROVED FOR COMPLETENESS AND CONFORMANCE WITH THE INTENT OF THE CONSTRUCTION DOCUMENTS. SUBMITTALS THAT ARE DETERMINED TO BE

INCOMPLETE, IN THE JUDGMENT OF THE STRUCTURAL ENGINEER, WILL BE RETURNED WITHOUT REVIEW SO THEY CAN BE COMPLETED. THE STRUCTURAL ENGINEER SHALL NOT BE REQUIRED

TO REVIEW PARTIAL SUBMISSIONS OR THOSE FOR WHICH SUBMISSIONS OF CORRELATED ITEMS HAVE NOT BEEN RECEIVED.

6. PRIOR TO SUBMISSION TO THE STRUCTURAL ENGINEER, THE OWNER'S TESTING LABORATORY

SHALL STAMP THE FOLLOWING MARKED SUBMITTALS INDICATING THEY HAVE BEEN REVIEWED

AND APPROVED FOR COMPLETENESS AND CONFORMANCE WITH THE INTENT OF THE CONSTRUCTION DOCUMENTS:
■ CONCRETE MIX DESIGNS AND SUBSTANTIATING TEST DATA
□ MASONRY GROUT MIX DESIGNS AND SUBSTANTIATING TEST DATA ■ WELDING PROCEDURE SPECIFICATIONS

7. SUBMITTALS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO UTILIZATION,

INSTALLATION, FABRICATION OR CONSTRUCTION OF ITEMS CONTAINED WITHIN THE SUBMITTALS.

8. SUBMITTALS SHALL BE DELIVERED TO THE STRUCTURAL ENGINEER TO ALLOW SUFFICIENT TIME,

IN THE STRUCTURAL ENGINEER'S JUDGMENT, FOR A REASONABLE PERIOD FOR ADEQUATE

REVIEW, ENFORCEMENT AGENCY APPROVAL AS REQUIRED AND RESPONSE SO AS NOT TO AFFECT THE CONSTRUCTION SCHEDULE. ALLOW THE STRUCTURAL ENGINEER THE GREATER SUBMITTAL REVIEW PERIOD OF: TEN (10) WORK DAYS; OR FIVE (5) WORK DAYS FOR EACH 100 SHEETS, OR PORTION THEREOF, FOR EACH SUBMITTAL. SUBMITTAL REVIEW PERIOD COMMENCES THE NEXT WORK DAY AFTER SUBMITTAL RECEIPT BY THE STRUCTURAL ENGINEER.

CONCURRENT SUBMITTALS OF MULTIPLE PORTIONS OF THE SAME SUBMITTAL ITEM WILL BE

REVIEWED IN THEIR ENTIRETY AS ONE SUBMITTAL SUBJECT TO THE REVIEW PERIOD LIMITATION ABOVE. SCHEDULE SUBMITTAL REVIEWS AND CONSTRUCTION ACCORDINGLY.

9. REVIEW OF SUBMITTALS BY THE STRUCTURAL ENGINEER WILL INCLUDE CHECKING FOR

GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONSTRUCTION DOCUMENTS. IT WILL NOT INCLUDE REVIEW OF

THE ACCURACY OR COMPLETENESS OF ITEMS SUCH AS QUANTITIES, DIMENSIONS, WEIGHTS OR

GAUGES, FABRICATION PROCESSES, CONSTRUCTION MEANS OR METHODS, COORDINATION WITH THE WORK OF OTHER TRADES, OR CONSTRUCTION SAFETY PRECAUTIONS. REVIEW OF A

SPECIFIC ITEM SHALL NOT INDICATE THAT THE STRUCTURAL ENGINEER HAS REVIEWED THE ENTIRE ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. THE STRUCTURAL ENGINEER SHALL

NOT BE RESPONSIBLE FOR ANY DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS NOT BROUGHT TO THE STRUCTURAL ENGINEER'S ATTENTION IN WRITING.

10. SUBMITTALS PROCESSED BY THE STRUCTURAL ENGINEER ARE NOT CHANGE ORDERS.

11. SUBMITTALS THAT WILL REQUIRE ADDITIONAL REVIEW, IN THE STRUCTURAL ENGINEER'S JUDGMENT, WILL BE MARKED "RESUBMIT". THE SUBMITTAL SHALL BE REVISED AND

RESUBMITTED FOR RE-REVIEW AND IS SUBJECT TO ALL THE REQUIREMENTS OF THE INITIAL SUBMITTAL. PROVIDE OWNER REIMBURSEMENT FOR STRUCTURAL ENGINEER COSTS INCURRED TO RE-REVIEW SUBMITTALS.

12. SUBMITTALS THAT HAVE BEEN REVIEWED AND RETURNED BY THE STRUCTURAL ENGINEER,

REGARDLESS OF MARKINGS ON THE SUBMITTALS, SHALL NOT BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THE REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS.

13. THE MINIMUM REQUIRED STRUCTURAL SUBMITTALS INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING MARKED ITEMS:
■ STEEL PILE LOAD TESTING RESULTS AND CAPACITIES
■ CONCRETE MIX DESIGNS AND SUBSTANTIATING TEST DATA
■ CONCRETE REINFORCING PLACEMENT DRAWINGS
■ CONCRETE PRODUCT CERTIFICATION AND DATA SHEETS
□ CONCRETE SLAB JOINT LAYOUT
□ MASONRY REINFORCING PLACEMENT DRAWINGS
□ MASONRY GROUT MIX DESIGNS AND SUBSTANTIATING TEST DATA □ MASONRY MORTAR MIX DESIGNS
□ MASONRY PRODUCT CERTIFICATION AND DATA SHEETS
■ STRUCTURAL STEEL SHOP DRAWINGS
■ STEEL DECK PLACEMENT DRAWINGS AND DATA SHEETS
■ WELDING PROCEDURE SPECIFICATIONS
■ METAL-PLATE-CONNECTED WOOD TRUSS PLACEMENT DRAWINGS AND CALCULATIONS □ WOOD I-JOIST PLACEMENT DRAWINGS AND CALCULATIONS
□ METAL WEB WOOD JOIST PLACEMENT DRAWINGS AND CALCULATIONS □ GLUED-LAMINATED TIMBER FABRICATION AND PLACEMENT DRAWINGS AND CERTIFICATIONS □ PRE-ENGINEERED LUMBER CERTIFICATIONS AND DATASHEETS
□ OPEN WEB STEEL JOIST PLACEMENT DRAWINGS AND CALCULATIONS □ PRE-ENGINEERED STEEL STAIR SHOP DRAWINGS AND CALCULATIONS □ COLD-FORMED STEEL FRAMING PRODUCTS, ACCESSORIES, DATA SHEETS & CALCULATIONS Q2
FIRE SPRINKLER COORDINATION S-_210000_N001A
180620.

1. AUTOMATIC FIRE SPRINKLER SYSTEM (AFSS) DESIGN AND INSTALLATION SHALL COMPLY WITH THE REQUIREMENTS OF THE BUILDING CODE, ASCE 7, AND NFPA 13.

2. THE ABOVE GROUND PORTION OF THE AFSS SHALL BE DESIGNED BY A CALIFORNIA LICENSED MECHANICAL ENGINEER, FIRE PROTECTION ENGINEER, OR A DESIGN/BUILD C-16 FIRE PROTECTION CONTRACTOR.

3. INSTALLATION SHALL NOT BEGIN PRIOR TO OBTAINING APPROVAL FROM THE ENFORCEMENT AGENCY AND REVIEW BY ARCHITECT AND STRUCTURAL ENGINEER.

4. INSTALL AFSS PIPING WITH 2” MINIMUM CLEARANCE FROM STRUCTURAL MEMBERS NOT PENETRATED OR USED TO SUPPORT THE PIPING.

5. INSTALL APPROVED SEISMIC SEPARATION ASSEMBLIES WHERE AFSS PIPING, REGARDLESS OF SIZE, CROSSES BUILDING SEISMIC SEPARATION JOINTS AT GROUND LEVEL AND ABOVE.

PROVIDE A FOUR-WAY BRACE TO PIPING AT EACH SIDE OF ASSEMBLIES. ATTACH BRACE TO PIPING, NOT THE ASSEMBLIES, WITHIN 6’ OF THE ASSEMBLIES.

6. AFSS PIPING SHALL PASS THROUGH HOLES/SLEEVES IN WALLS, FLOORS, ROOFS OR FOUNDATIONS. COMPLY WITH ALL STRUCTURAL DETAILS AND THE FOLLOWING: PROVIDE 2” NOMINAL CLEAR AT HOLES/SLEEVES FOR PIPES 3 1/2” AND SMALLER. PROVIDE 4” NOMINAL CLEAR AT HOLES/SLEEVES FOR PIPES 4” AND LARGER.

7. AFSS PIPING SHALL NOT PENETRATE OR INTERRUPT FRAMING MEMBERS INCLUDING BUT NOT LIMITED TO STUDS, POSTS, COLUMNS, JOISTS, RAFTERS, BEAMS AND GIRDERS. DO NOT CUT OR DRILL FRAMING MEMBERS UNLESS SPECIFICALLY NOTED.

8. AFSS PIPING HANGERS, COMPONENTS AND FASTENERS SHALL BE LISTED, FERROUS, AND DESIGNED TO SUPPORT FIVE TIMES THE TRIBUTARY WEIGHT OF WATER-FILLED PIPE PLUS 250 POUNDS.

9. PIPING HANGERS SHALL NOT BE SUBJECTED TO BENDING. INSTALL WITH SWIVELS, EYE NUTS, ARTICULATING ATTACHMENTS OR OTHER DEVICES TO PREVENT BENDING.

10. PIPING HANGERS SHALL BE SUBSTANTIALLY SUPPORTED FROM THE BUILDING STRUCTURE. C-

TYPE CLAMPS USED TO ATTACH HANGERS TO THE BUILDING STRUCTURE SHALL BE EQUIPPED WITH A RESTRAINING STRAP. POWER ACTUATED FASTENERS SHALL NOT BE USED TO ATTACH HANGERS TO THE BUILDING STRUCTURE.

11. STRUCTURE HAS BEEN DESIGNED TO SUPPORT THE TRIBUTARY WEIGHT OF WATER-FILLED PIPE PLUS 250 POUNDS AT EACH SPRINKLER SUPPORT POINT, WITHIN FRAMING LIMITATIONS NOTED BELOW. INSTALL TRAPEZE HANGERS WHERE NECESSARY TO SUPPORT PIPING FROM APPROPRIATE STRUCTURAL FRAMING MEMBERS.

12. THE MAXIMUM DISTANCE BETWEEN AFSS PIPING HANGERS SHALL NOT EXCEED: 12’ FOR STEEL PIPE 1 1/4” AND SMALLER; 15’ FOR STEEL PIPE 1 1/2” AND LARGER; 12’ FOR THREADED LIGHTWALL STEEL PIPE 1” TO 3”.

13. PROVIDE ONE HANGER MINIMUM ON EACH SECTION OF PIPE, BETWEEN EACH BRANCH LINE AT MAINS, AND AT THE ENDS OF MAINS. HANGER CLEARANCE TO UPRIGHT SPRINKLER SHALL BE 3” MINIMUM.

14. WOOD FRAMING SUPPORTING AFSS PIPING HANGERS SHALL COMPLY WITH THE FOLLOWING:

DO NOT SUPPORT PIPING FROM STRUCTURAL PANELS OR 2X AND SMALLER FRAMING/DECKING UNO. SUPPORT PIPING 2” AND SMALLER FROM 3X MINIMUM FRAMING/DECKING OR WITH THROUGH BOLTS TO THE SIDES OF 2X FRAMING. SUPPORT PIPING 2 1/2” TO 6” FROM 4X MINIMUM FRAMING. SUPPORT PIPING 8” FROM 6X MINIMUM FRAMING. DO NOT SUPPORT PIPING FROM FRAMING LESS THAN 8” DEEP. DO NOT SUPPORT MORE THAN ONE PIPING HANGER AT ANY MEMBER LESS THAN 6X MINIMUM. SCREWS OR BOLTS IN THE SIDES OF FRAMING SHALL NOT BE INSTALLED LESS THAN 3” OR 1/3 THE FRAMING DEPTH FROM THE BOTTOM.

15. STEEL FRAMING SUPPORTING AFSS PIPING HANGERS SHALL COMPLY WITH THE FOLLOWING:

DO NOT SUPPORT PIPING FROM BARE STEEL DECK. DO NOT SUPPORT PIPING 2 1/2” AND GREATER FROM CONCRETE FILLED STEEL DECK OR CONCRETE SLABS. DO NOT SUPPORT PIPING FROM FRAMING LESS THAN 8” DEEP. DO NOT SUPPORT MORE THAN ONE PIPING HANGER AT ANY MEMBER LESS THAN 12” DEEP.

16. LATERAL BRACING SHALL BE PROVIDED ON ALL FEED AND CROSS MAINS REGARDLESS OF PIPING SIZE, ON ALL OTHER PIPING 2 1/2” AND LARGER, AND SHALL BE SPACED AT A MAXIMUM OF 40’ ON CENTER. THE LAST LENGTH OF PIPE AT THE END OF PIPE RUNS BEING BRACED SHALL BE PROVIDED WITH A BRACE WITHIN 6’ OF THE END OF THE PIPE.

17. LONGITUDINAL BRACING SHALL BE PROVIDED ON ALL FEED AND CROSS MAIN PIPING, AND SHALL BE SPACED AT A MAXIMUM OF 80’ ON CENTER. PROVIDE A BRACE WITHIN 40’ OF EACH END OF EACH RUN OF PIPE.

18. LONGITUDINAL BRACES SHALL BE ALLOWED TO ACT AS LATERAL BRACES IF THEY ARE WITHIN 24” OF THE CENTER LINE OF THE PIPING BRACED LATERALLY. LATERAL BRACES SHALL BE ALLOWED TO ACT AS LONGITUDINAL BRACES IF THEY ARE WITHIN 24" OF THE CENTERLINE OF

THE PIPING BRACED LONGITUDINALLY AND THE LATERAL BRACE IS ON A PIPE OF EQUAL OR GREATER SIZE THAN THE PIPE BEING BRACED LONGITUDINALLY.

19. EACH RUN OF PIPE BETWEEN CHANGES IN DIRECTION SHALL BE PROVIDED WITH BOTH LATERAL AND LONGITUDINAL BRACING OTHER THAN PIPE RUNS LESS THAN 12’ LONG.

20. BRACE ATTACHMENT TO PIPING SHALL BE LOCATED WITHIN 6” OF A HANGER OF A TYPE THAT PREVENTS UPWARD MOVEMENT OF THE PIPE. HANGER L/R AT BRACE SHALL NOT EXCEED 200.

21. BRACES SHALL BE ATTACHED DIRECTLY TO FEED AND CROSS MAINS. INSTALL SO THAT

CONNECTIONS ARE TIGHT AND IN STRAIGHT LINES TO AVOID ECCENTRIC LOADINGS ON BRACES, COMPONENTS, AND FASTENERS. POWER ACTUATED FASTENERS, LAG SCREWS, OR C- TYPE CLAMPS SHALL NOT BE USED TO ATTACH BRACES TO THE BUILDING STRUCTURE.

22. THREADED PIPE USED AS PART OF A BRACE ASSEMBLY SHALL BE SCHEDULE 40 MINIMUM.

23. TOPS OF RISERS EXCEEDING 3’ IN LENGTH SHALL BE PROVIDED WITH A FOUR-WAY BRACE.

24. BRANCH LINE PIPING SHALL BE VERTICALLY AND LATERALLY RESTRAINED AT INTERVALS NOT EXCEEDING 40’ AND AT EACH END SPRINKLER ON A LINE. SPRIGS 4’ OR LONGER SHALL BE LATERALLY RESTRAINED.

25. AFSS SUBMITTAL DRAWINGS FOR STRUCTURAL REVIEW SHALL SHOW LOCATIONS AND SIZES OF ALL PIPING, HANGERS, BRACING AND THEIR ATTACHMENTS TO THE BUILDING STRUCTURE.

PROVIDE CALCULATIONS FOR MAXIMUM VERTICAL AND LATERAL LOADS FOR EACH HANGER

TYPE, AND DETAILS FOR HANGERS, BRACES AND ANCHORS SHOWING MATERIALS FOR ANCHORAGE, ETC. INCLUDE IN SUBMITTAL ICC REPORTS FOR ALL ANCHORS INDICATING ALLOWABLE LOADS FOR THE SPECIFIC CONFIGURATION OF STRUCTURE CONNECTED TO.

Q2

STRUCTURAL CONSTRUCTION LOADS

1. DESIGN FOR CONSTRUCTION LOADS IN CONFORMANCE WITH ASCE 37-DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION. THE LOADS APPLY TO THE DESIGN OF THE PARTIALLY

COMPLETED STRUCTURE, TEMPORARY STRUCTURES, AND TEMPORARY SUPPORTS AND STABILITY BRACING USED DURING CONSTRUCTION.

2. SELECT AND RETAIN AN ENGINEER TO PROVIDE DESIGN RESPONSIBILITY FOR CONSTRUCTION LOADS. DESIGN SHALL BE PERFORMED BY A CIVIL OR STRUCTURAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED. WHEN SUBMITTALS ARE REQUIRED, ALL SUBMITTAL

DOCUMENTS AND SUBSTANTIATING CALCULATIONS SHALL BE STAMPED AND SIGNED BY THE SAME DESIGN ENGINEER.

3. PARTIALLY COMPLETED STRUCTURES AND TEMPORARY STRUCTURES SHALL POSSESS

SUFFICIENT STRUCTURAL INTEGRITY, UNDER ALL STAGES OF CONSTRUCTION, TO REMAIN STABLE AND RESIST THE SPECIFIED LOADS. STABILITY OF THE INCOMPLETE STRUCTURE AND THE POSSIBILITY OF PROGRESSIVE COLLAPSE SHALL BE CONSIDERED.

4. THE EFFECTS OF CONSTRUCTION LOADS OR CONDITIONS SHALL NOT ADVERSELY AFFECT THE SERVICEABILITY OR PERFORMANCE OF THE COMPLETED STRUCTURE.

5. ALL LOADS SHALL BE CONSIDERED INCLUDING DEAD, LIVE, CONSTRUCTION, ENVIRONMENTAL, HYDROSTATIC AND LATERAL EARTH PRESSURE. IN ADDITION, FORCES RESULTING FROM THE

INTERACTION BETWEEN THE PARTIALLY COMPLETED STRUCTURE AND TEMPORARY SUPPORTING OR BRACING STRUCTURES SHALL BE CONSIDERED.

6. ENVIRONMENTAL LOADS INCLUDE EARTHQUAKE, WIND, THERMAL, RAIN, SNOW AND ICE.

ENVIRONMENTAL LOADS SHALL CONFORM TO THE REQUIREMENTS OF ASCE 7 EXCEPT AS MODIFIED BY ASCE 37. THE MINIMUM RISK CATEGORY UTILIZED FOR ENVIRONMENTAL LOADS SHALL BE TAKEN AS RISK CATEGORY II. CONSTRUCTION OF ALTERATIONS OR ADDITIONS SHALL MATCH THE RISK CATEGORY OF THE EXISTING STRUCTURE. CONSTRUCTION ADJACENT TO

EXISTING STRUCTURES SHALL MATCH THE RISK CATEGORY OF THE EXISTING STRUCTURE WHEN THE COLLAPSE OF CONSTRUCTION COULD IMPACT THE EXISTING STRUCTURE.

7. CONSTRUCTION LOADS SHALL INCLUDE THOSE IMPOSED ON THE PARTIALLY COMPLETED

STRUCTURE OR TEMPORARY STRUCTURE DURING AND AS A RESULT OF THE CONSTRUCTION PROCESS. CONSTRUCTION LOADS INCLUDE, BUT ARE NOT LIMITED TO, MATERIALS,

PERSONNEL, AND EQUIPMENT LOADS IMPOSED ON THE STRUCTURES DURING THE CONSTRUCTION PROCESS. LOADS DUE TO ERECTION FORCES, FORM PRESSURES AND SHORING SHALL BE CONSIDERED. THE DESIGN CONSTRUCTION LOAD SHALL INCLUDE THE CRITICAL COMBINATION OF THE ABOVE LOADS.

8. THE EFFECTS ON THE LOADS IMPARTED UPON THE STRUCTURES THAT ARE CREATED BY THE

METHODS AND SEQUENCING OR SCHEDULING OF THE CONSTRUCTION DURING THE PROGRESSIVE STAGES OF THE WORK SHALL BE CONSIDERED.

9. LOAD EFFECTS ON PARTIALLY COMPLETED STRUCTURES, ON TEMPORARY STRUCTURES, AND

ON THEIR RESPECTIVE INDIVIDUAL COMPONENTS SHALL BE DETERMINED BY ACCEPTED

METHODS OF STRUCTURAL AND GEOTECHNICAL ANALYSIS, TAKING INTO ACCOUNT SECOND- ORDER EFFECTS.

Q2

1. PROVIDE MEASURES NECESSARY TO ASSURE COMPLIANCE WITH REGULATORY REQUIREMENTS

AND ENVIRONMENTAL PROTECTIONS FOR WORK OVER AND ADJACENT TO THE SACRAMENTO RIVER.

2. MEANS AND METHODS FOR IMPLMENTATION OF ENVIRONMENTAL PROTECTION PROCEDURES

SHALL BE DETERMINED BY THE CONTRACTOR IN COMPLIANCE WITH REGULATORY REQUIREMENTS.

3. THE ENVIRONMENTAL PROTECTION DESIGN FEATURES SHALL PROTECT WATER QUALITY

THROUGH THE PREVENTION OR MINIMIZATION OF CONTAMINANTS AND FOREIGN MATERIAL ENTERING INTO THE SACRAMENTO RIVER.

4. THE FOLLOWING ENVIRONMENTAL PROTECTION DESIGN FEATURES SHALL BE CONSIDERED FOR IMPLEMENTATION AS PART OF THE PLANNED PROJECT CONSTRUCTION. • DEBRIS SCREEN/MESH BARRIER: PROVIDE DEBRIS SCREENS OR MESH BARRIERS

SUSPENDED ABOVE THE WATER BETWEEN THE PILINGS OR SCAFFOLDING TO CATCH DEBRIS THAT MAY FALL FROM THE WORK AREA AND OTHERWISE ENTER THE WATER. IF THE

SCREENS OR NETTING WERE SUBSTANTIAL ENOUGH THIS OPTION COULD ALSO PROTECT WORKERS FROM POTENTIAL FALLS. EXAMPLE: (CONSTRUCTION SAFETY NET | ORDER FALL PROTECTION NETTING - US NETTING) https://www.usnetting.com/safety-netting/fall-safety-netting • FLOATING BOOM: PROVIDE FLOATING BOOMS BENEATH THE WORK AREA TO CONTAIN ANY FLOATING DEBRIS THAT FALLS INTO THE WATER. THESE CAN BE MOVED THROUGHOUT THE WORK AREA ON WATER. EXAMPLES: (FLOATING BOOM | DEBRIS BARRIERS FOR SALE (WATER-POLLUTIONSOLUTIONS.COM) https://www.water-pollutionsolutions.com/floating-boom.html

FLOATING MATERIAL CAPTURED BY THE BOOMS SHOULD BE REMOVED ON A REGULAR BASIS (E.G., DAILY OR WEEKLY). MATERIAL THAT SINKS OR DISSOLVES IN THE WATER WOULD NOT BE CAPTURED BY THIS SYSTEM.
• WORK DURING PERIODS OF LOW WATER ON THE SACRAMENTO RIVER WHEN POSSIBLE. THIS MAY HELP PREVENT DEBRIS FROM ENTERING THE WATER IF A SPILL OR ACCIDENT OCCURS.

CURRENT TIDE PREDICTIONS CAN BE FOUND HERE: TIDE PREDICTIONS - NOAA TIDES & CURRENTS. https://tidesandcurrents.noaa.gov/noaatidepredictions.html?id=9416174&legacy=1 • STANDARD WATER QUALITY PROTECTION BEST MANAGEMENT PRACTICES (BMPS): THESE

SHALL BE IMPLEMENTED FOR ANY WORK AREAS/STAGING AREAS ON THE GROUND (NOT ABOVE THE WATER): EXAMPLES: ( NATIONAL MENU OF BEST MANAGEMENT PRACTICES (BMPS) FOR STORMWATER-CONSTRUCTION | US EPA) https://www.epa.gov/npdes/national-menu- best-management-practices-bmps-stormwater-construction (BEST MANAGEMENT PRACTICES (BMPS) (SACCOUNTY.GOV) https://waterresources.saccounty.gov/stormwater/Pages/best- management-practices.aspx
• WORKER EDUCATION: PROVIDE TRAINING FOR ALL ONSITE PERSONNEL ON THE

IMPORTANCE OF PROTECTION OF THE WATER QUALITY IN THE SACRAMENTO RIVER AND THE

POSSIBLE PENALTIES FOR NON-COMPLIANCE WITH WATER QUALITY PROTECTION MEASURES (E.G., VIOLATION OF SPILL CONTAINMENT MEASURES). • SPILL CONTAINMENT AND CLEAN-UP PLAN: PROVIDE DOCUMENT DESCRIBING PROCEDURES

FOR EXPEDITIOUSLY STOPPING, CONTAINING, AND CLEANING UP SPILLS, LEAKS, AND OTHER RELEASES.

WATER QUALITY ENVIRONMENTAL PROTECTION
Q2
FIRE / SMOKE PROTECTION OF STRUCTURES-_078000_N001A
190605.

1. THE FIRE RESISTANCE RATING OF STRUCTURAL MEMBERS AND ASSEMBLIES SHALL BE IN

ACCORDANCE WITH THE BUILDING CODE AND THE REQUIREMENTS INDICATED IN THE CONSTRUCTION DOCUMENTS.

2. SEE THE NONSTRUCTURAL CONSTRUCTION DOCUMENTS FOR THE BUILDING CONSTRUCTION

TYPE AND THE FIRE AND SMOKE PROTECTION MATERIALS, SYSTEMS OR ASSEMBLIES

REQUIRED TO PROVIDE THE NECESSARY FIRE RESISTANCE RATING FOR STRUCTURAL BUILDING ELEMENTS.

3. FIRE RESISTANCE RATINGS SHALL BE MAINTAINED FOR OPENINGS OR PENETRATIONS

THROUGH STRUCTURAL BUILDING ELEMENTS THAT ARE PART OF THE FIRE AND SMOKE PROTECTION SYSTEMS OR ASSEMBLIES.

4. FIREBLOCKING AND DRAFTSTOPPING SHALL BE PROVIDED AT STRUCTURAL FRAMING IN COMBUSTIBLE CONCEALED LOCATIONS IN ACCORDANCE WITH THE BUILDING CODE.

5. WHEN FIRE PROTECTION IS REQUIRED, THE FIRE PROTECTED PRIMARY STRUCTURAL FRAME SHALL INCLUDE ALL OF THE FOLLOWING STRUCTURAL MEMBERS:
· THE COLUMNS
· STRUCTURAL MEMBERS HAVING DIRECT CONNECTIONS TO THE COLUMNS, INCLUDING

GIRDERS, BEAMS, TRUSSES AND SPANDRELS
· MEMBERS OF THE FLOOR CONSTRUCTION AND ROOF CONSTRUCTION HAVING DIRECT

CONNECTIONS TO THE COLUMNS
· BRACING MEMBERS THAT ARE ESSENTIAL TO THE VERTICAL STABILITY OF THE PRIMARY

STRUCTURAL FRAME UNDER GRAVITY LOADING WHETHER OR NOT THE BRACING MEMBER

CARRIES GRAVITY LOADS

6. WHEN FIRE PROTECTION IS REQUIRED, THE FOLLOWING STRUCTURAL MEMBERS SHALL BE

CONSIDERED SECONDARY MEMBERS AND NOT PART OF THE FIRE PROTECTED PRIMARY STRUCTURAL FRAME:
· STRUCTURAL MEMBERS NOT HAVING DIRECT CONNECTIONS TO THE COLUMNS · MEMBERS OF THE FLOOR CONSTRUCTION AND ROOF CONSTRUCTION NOT HAVING

DIRECT CONNECTIONS TO THE COLUMNS
· BRACING MEMBERS OTHER THAN THOSE THAT ARE PART OF THE PRIMARY STRUCTURAL FRAME

7. FIRE PROTECTION CONSTRUCTION CLASSIFICATIONS USED FOR DETERMINING CONDITIONS

OF RESTRAINT FOR FLOOR AND ROOF STRUCTURAL ASSEMBLIES AND FOR INDIVIDUAL BEAMS SHALL CONFORM TO ASTM E119. USE THE FOLLOWING FIRE PROTECTION CONSTRUCTION CLASSIFICATIONS, UNO:
· UNRESTRAINED

WOOD FRAMING

COLD FORMED STEEL FRAMING

STEEL FRAMING SUPPORTED BY BEARING WALLS

CONCRETE FRAMING SUPPORTED BY BEARING WALLS
· RESTRAINED

STEEL FRAMING

CONCRETE FRAMING
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY

MANAGEMENT
ISSUED

PROJECT
SEAL

CONSULTANT
CLIENT PROJECT NO:

COPYRIGHT:

LIONAKIS PROJECT NO:

LIONAKIS 2019
IF THIS SHEET IS NOT 30"x42", IT IS A REDUCED PRINT - SCALE ACCORDINGLY 0 1/4" 1/2" 1" 2"

FOR REVIEW ONLY, NOT FO
R
CONSTR
UCTIO
N
CLIENT
2/25/2025 4:34:01 PM C:\Users\alex.ruiz\Documents\_RevitLocalFiles\[email protected] S-002

GENERAL NOTES
019124.02

CITY OF SACRAMENTO

RIO CITY CAFE DECK REPAIR
1110 FRONT ST,
SACRAMENTO, CA 95814
2025 Nineteenth Street
Sacramento, CA 95818
P 916.558.1900
www.lionakis.com
No. S3737

S ATATE

OF C A L I FORNIS LT RU C T U RA

R REGISTEREDPROFESSIONALENGINEE
K RERRYJ. VOLKE

MARK DATE DES CRIPTION
02/07/2025 100% CONSTRUCTION DOCUMENTS
Q2
WIND WS-_000000_N000A
180625.

WIND REQUIREMENTS (SECTION 1704.3.3)

1. DESCRIPTION OF MAIN WIND-FORCE-RESISTING SYSTEM AND DESIGNATED WIND RESISTING COMPONENTS SUBJECT TO SPECIAL INSPECTIONS IN ACCORDANCE WITH SECTION 1705.11:
<Description of main wind force resisting system, R=>

2. THE EXTENT OF THE MAIN WIND-FORCE-RESISTING SYSTEM AND WIND RESISTING COMPONENTS IS DEFINED IN MORE DETAIL IN THE CONSTRUCTION DOCUMENTS.

SPECIAL INSPECTION FOR WIND REQUIREMENTS

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFERENCE

1. STRUCTURAL WOOD
X ---
--- 1705.11.1
■ INSPECT FIELD GLUING OPERATIONS OF

ELEMENTS OF THE MAIN WIND-FORCE-
RESISTING SYSTEM.
□ INSPECT NAILING, BOLTING, ANCHORING

AND OTHER FASTENING OF

COMPONENTS WITHIN THE MAIN

WIND-FORCE-RESISTING SYSTEM,

INCLUDING WOOD SHEAR WALLS, WOOD

DIAPHRAGMS, COLLECTORS (DRAG
STRUTS), BRACES AND HOLD-DOWNS.
--- X

2. COLD-FORMED STEEL FRAMING
□ WELDING OF ELEMENTS OF THE MAIN
WIND-FORCE-RESISTING SYSTEM.
□ INSPECTION OF SCREW ATTACHMENTS,

BOLTING, ANCHORING, AND OTHER

FASTENING OF COMPONENTS WITHIN

THE MAIN WIND-FORCE-RESISTING

SYSTEM INCLUDING SHEAR WALLS,

BRACES, DIAPHRAGMS, COLLECTORS
(DRAG STRUTS) AND HOLD-DOWNS.

3. WIND-RESISTING COMPONENTS
□ ROOF CLADDING.
□ WALL CLADDING.
--- X
--- 1705.11.2
--- X
--- X
--- 1705.11.3
--- X

NOT USED
Q2
SEISMIC WS-_000000_N000A
200615.

SEISMIC REQUIREMENTS (SECTION 1704.3.2)

1. DESCRIPTION OF SEISMIC-FORCE-RESISTING SYSTEM AND DESIGNATED SEISMIC SYSTEMS SUBJECT TO SPECIAL INSPECTIONS AS PER SECTION 1705.12 AND 1705.13:

STEEL ORDINARY CANTILEVER COLUMN SYSTEM, R= 1.25

2. THE EXTENT OF THE SEISMIC-FORCE-RESISTING SYSTEM IS DEFINED IN MORE DETAIL IN THE CONSTRUCTION DOCUMENTS.

SPECIAL INSPECTION FOR SEISMIC RESISTANCE

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFERENCE
X --- 1705.12.1

1. ■ SPECIAL INSPECTION OF STRUCTURAL

STEEL ELEMENTS IN THE SEISMIC-FORCE
-RESISTING SYSTEM IN ACCORDANCE

WITH THE QUALITY ASSURANCE
REQUIREMENTS OF AISC 341.
□ INSPECT FIELD GLUING OPERATIONS OF

ELEMENTS OF THE SEISMIC-FORCE-
RESISTING SYSTEM.
--- X

2. STRUCTURAL WOOD
□ WELDING OF ELEMENTS OF THE SEISMIC-
FORCE-RESISTING SYSTEM.
□ INSPECTION OF SCREW ATTACHMENTS,

BOLTING, ANCHORING, AND OTHER

FASTENING OF COMPONENTS WITHIN

THE SEISMIC-FORCE-RESISTING SYSTEM

INCLUDING SHEAR WALLS, BRACES,

DIAPHRAGMS, COLLECTORS (DRAG
STRUTS) AND HOLD-DOWNS.

4. STORAGE RACKS AND ACCESS FLOORS
□ ANCHORAGE OF STORAGE RACKS 8

FEET OR GREATER IN HEIGHT AND
ACCESS FLOORS.
--- X
1705.12.3
--- X
--- X 1705.12.7
■ INSPECT NAILING, BOLTING, ANCHORING,

AND OTHER FASTENING OF

COMPONENTS WITHIN THE SEISMIC

FORCE-RESISTING SYSTEM, INCLUDING

WOOD SHEAR WALLS, WOOD

DIAPHRAGMS, COLLECTORS (DRAG

STRUTS), BRACES, SHEAR PANELS AND
HOLD-DOWNS.

X ---

3. COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION
1705.12.2

5. ARCHITECTURAL COMPONENTS
□ INSPECT ERECTION AND FASTENING OF

EXTERIOR CLADDING WEIGHING MORE
THAN 5 PSF AND HIGHER THAN 30 FEET
ABOVE GRADE OR WALKING SURFACE.
□ INSPECT ERECTION AND FASTENING OF
VENEER WEIGHING MORE THAN 5 PSF
AND HIGHER THAN 30 FEET ABOVE
GRADE OR WALKING SURFACE.
□ INSPECT ERECTION AND FASTENING OF

ALL EXTERIOR NON-BEARING WALLS
HIGHER THAN 30 FEET ABOVE GRADE OR
WALKING SURFACE.
□ INSPECT ERECTION AND FASTENING OF

ALL INTERIOR NON-BEARING WALLS
WEIGHING MORE THAN 15 PSF AND
HIGHER THAN 30 FEET ABOVE GRADE OR
WALKING SURFACE.
--- 1705.12.5
--- X
--- X
--- X
--- X

6. MECHANICAL, ELECTRICAL, AND PLUMBING COMPONENTS
□ INSPECT ANCHORAGE OF ELECTRICAL

EQUIPMENT FOR EMERGENCY OR
STAND-BY POWER SYSTEMS.
--- X
□ INSPECT ANCHORAGE OF NON-
EMERGENCY ELECTRICAL EQUIPMENT. --- X
■ INSPECT INSTALLATION OF PIPING

SYSTEMS AND ASSOCIATED MECHANICAL

UNITS CARRYING FLAMMABLE,

COMBUSTIBLE, OR HIGHLY TOXIC
CONTENTS.
--- X
□ INSPECT INSTALLATION OF HVAC

DUCTWORK THAT CONTAINS
HAZARDOUS MATERIALS.
--- X
□ INSPECT INSTALLATION OF VIBRATION

ISOLATION SYSTEMS WHERE REQUIRED
BY SECTION 1705.12.6.5.
--- X
--- 1705.12.6

7. □ VERIFY THAT THE EQUIPMENT LABEL AND

ANCHORAGE OR MOUNTING CONFORMS

TO THE CERTIFICATE OF COMPLIANCE

WHEN MECHANICAL AND ELECTRICAL

EQUIPMENT MUST BE SEISMICALLY
QUALIFIED.

8. □ SEISMIC ISOLATION SYSTEM: INSPECTION
OF ISOLATION SYSTEM PER ASCE 7 -
SECTION 17.8.
--- 1705.12.4--- ---

9. □ OBTAIN MILL CERTIFICATES FOR

REINFORCING STEEL, VERIFY

COMPLIANCE WITH APPROVED

CONSTRUCTION DOCUMENTS, AND

VERIFY STEEL SUPPLIED CORRESPONDS
TO CERTIFICATE.

10. □ STRUCTURAL STEEL: INVOKE THE QAP

QUALITY ASSURANCE REQUIREMENTS
IN AISC 341.

11. □ OBTAIN CERTIFICATE THAT EQUIPMENT
HAS BEEN SEISMICALLY QUALIFIED.

12. □ OBTAIN SYSTEM TESTS AS REQUIRED BY
ASCE 7 SECTION 17.8.
--- 1705.12.8--- X
--- 1704.5--- ---
--- 1705.13.1--- ---
--- 1704.5--- ---
------ ---
---
---
---
■ INSPECT THE MECHANICAL AND

ELECTRICAL EQUIPMENT, INCLUDING

DUCT WORK, PIPING SYSTEMS, AND

THEIR STRUCTURAL SUPPORTS, WHERE

AUTOMATIC FIRE SPRINKLER SYSTEMS
ARE INSTALLED. VERIFY MINIMUM AND

NOMINAL CLEARANCE UNLESS FLEXIBLE
SPRINKLER FITTINGS ARE USED.

Q2
SOIL WS-_000000_N000A
180625.

REQUIRED VERIFICATION AND INSPECTION OF SOIL

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFERENCE
--- X
--- TABLE 1705.6

1. ■ VERIFY MATERIALS BELOW FOOTINGS

ARE ADEQUATE TO ACHIEVE THE
DESIRED BEARING CAPACITY.

2. □ VERIFY EXCAVATIONS ARE EXTENDED TO

PROPER DEPTH AND HAVE REACHED
PROPER MATERIAL.

3. □ PERFORM CLASSIFICATION AND TESTING
OF COMPACTED FILL MATERIALS.

4. □ VERIFY USE OF PROPER MATERIALS,

DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION
OF COMPACTED FILL.

5. □ PRIOR TO PLACEMENT OF COMPACTED

FILL, OBSERVE SUBGRADE AND VERIFY

THAT SITE HAS BEEN PREPARED
PROPERLY.
--- X
--- X
X ---
--- X

NOT USED
Q2
DEEP DRIVEN FOUNDATION ELEMENTS WS-_000000_N000A
180625.

REQUIRED VERIFICATION AND INSPECTION

OF DEEP DRIVEN FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFERENCE
X ---
--- TABLE 1705.7

1. ■ VERIFY ELEMENT MATERIALS, SIZES AND

LENGTHS COMPLY WITH THE
REQUIREMENTS.

2. ■ DETERMINE CAPACITIES OF TEST

ELEMENTS AND CONDUCT ADDITIONAL
LOAD TESTS, AS REQUIRED.

4. ■ VERIFY LOCATIONS OF PILES AND THEIR

PLUMBNESS, CONFIRM TYPE AND SIZE OF

HAMMER, RECORD NUMBER OF BLOWS

PER FOOT OF PENETRATION, DETERMINE

REQUIRED PENETRATIONS TO ACHIEVE

DESIGN CAPACITY, RECORD TIP AND

BUTT ELEVATIONS AND DOCUMENT ANY
DAMAGE TO FOUNDATION ELEMENT.

3. ■ OBSERVE DRIVING OPERATIONS AND

MAINTAIN COMPLETE AND ACCURATE
RECORDS FOR EACH ELEMENT.

5. ■ FOR STEEL ELEMENTS, PERFORM

ADDITIONAL INSPECTIONS IN
ACCORDANCE WITH SECTION 1705.2.

6. □ FOR CONCRETE ELEMENTS AND

CONCRETE FILLED ELEMENTS,

PERFORM ADDITIONAL INSPECTIONS IN
ACCORDANCE WITH SECTION 1705.3.

7. □ OTHER (I.E. SPECIALTY PILES)
--- ---
--- ---
--- ---
X ---
X ---
X ---
Q2
DEEP C.I.P. FOUNDATION ELEMENTS WS-_000000_N000A
180625.

REQUIRED VERIFICATION AND INSPECTION OF

CAST-IN-PLACE DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFERENC
E
X ---
--- TABLE 1705.8

1. ■ OBSERVE DRILLING OPERATIONS AND

MAINTAIN COMPLETE AND ACCURATE
RECORDS FOR EACH ELEMENT.

2. □ VERIFY PLACEMENT LOCATIONS AND

PLUMBNESS, CONFIRM ELEMENT

DIAMETERS, BELL DIAMETERS (IF

APPLICABLE), LENGTHS, EMBEDMENT

INTO BEDROCK (IF APPLICABLE), AND

ADEQUATE END-BEARING STRATA
CAPACITY. RECORD CONCRETE OR
GROUT VOLUMES.

3. □ FOR CONCRETE ELEMENTS, PERFORM

ADDITIONAL INSPECTIONS IN
ACCORDANCE WITH SECTION 1705.3.
--- ---
X ---

NOT USED
Q2
HELICAL PILE FOUNDATIONS WS-_000000_N000A
180625.

INSPECTION OF HELICAL PILE FOUNDATIONS

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFERENCE
X --- --- 1705.9
1705.3

1. □ RECORD INSTALLATION EQUIPMENT

USED, PILE DIMENSIONS, TIP

ELEVATIONS, FINAL DEPTH, FINAL
INSTALLATION TORQUE.

NOT USED
Q2
SPRAYED FIRE-RESISTANT MATERIALS WS-_000000_N000A
180625.

INSPECTION OF SPRAYED FIRE-RESISTANT MATERIALS

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFERENCE
ASTM E605
1705.14.2
□ VERIFY MINIMUM AMBIENT

TEMPERATURE BEFORE AND AFTER
APPLICATION.
--- X

PHYSICAL AND VISUAL TESTS

1. CONDITION OF SUBSTRATES:
■ INSPECT SURFACE FOR ACCORDANCE

WITH THE APPROVED FIRE-RESISTANCE

DESIGN AND THE APPROVED
MANUFACTURER’S WRITTEN
INSTRUCTIONS.
□ VERIFY VENTILATION OF AREA DURING
AND AFTER APPLICATION.

2. □ MEASURE AVERAGE THICKNESS.

3. □ VERIFY DENSITY OF MATERIAL FOR

CONFORMANCE WITH THE APPROVED
FIRE-RESISTANT DESIGN.

4. □ TEST COHESIVE/ADHESIVE BOND
STRENGTH.

5. □ CONDITION OF FINISHED APPLICATION.
--- ---
--- ---
--- ---
--- X
--- ---
1705.14.3
1705.14.3
1705.14.4
1705.14.5
1705.14.6
1705.14.1
ASTM E605

NOT USED
INSPECTION OF LEVEL 2 MASONRY
INSPECTION TASK TMS 402
■ PROPORTIONS OF SITE-PREPARED
MORTAR.

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

TMS 602
ART 2.1, 2.6
A, & 2.6 C
■ GROUT SPACE.
□ GRADE AND SIZE OF PRESTRESSING
TENDONS AND ANCHORAGES.

ART. 2.4 B,

2.4 H
Q2
MASONRY WS-_000000_N000A
200615.

X
■ GRADE, TYPE, AND SIZE OF

REINFORCEMENT, CONNECTORS,

ANCHOR BOLTS, AND PRESTRESSING
TENDONS AND ANCHORAGES.

SEC 6.1 ART 3.4 &

3.6 C
□ PRESTRESSING TECHNIQUE. ---
ART 2.1 C.1□ PROPERTIES OF THIN-BED MORTAR

FOR AAC MASONRY
---
ART 3.6 B
■ SAMPLE PANEL CONSTRUCTION ART 1.6 D

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

ART 3.2 D &

3.2 F
---
---
□ PLACEMENT OF PRESTRESSING

TENDONS & ANCHORAGE
SEC 10.8 &

10.9 ART 2.4 &

3.6 ■ PLACEMENT OF REINFORCEMENT,
CONNECTORS AND ANCHOR BOLTS.

SEC 6.1,

6.3.1, 6.3.6,
& 6.3.7
ART 3.2 E &

3.4 □ PROPORTIONS OF SITE-PREPARED

GROUT AND PRESTRESSING GROUT FOR
BONDED TENDONS.

ART 2.6 B &

2.4 G.1.b
---

3. VERIFY THE COMPLIANCE OF THE FOLLOWING DURING CONSTRUCTION:
■ MATERIALS AND PROCEDURES WITH

THE APPROVED SUBMITTALS
ART 1.5---
■ PLACEMENT OF MASONRY UNITS AND

MORTAR JOINT CONSTRUCTION
ART 3.3 B---
■ SIZE AND LOCATION OF STRUCTURAL
MEMBERS. --- ART 3.3 F
■ TYPE, SIZE, AND LOCATION OF ANCHORS,

INCLUDING OTHER DETAILS OF

ANCHORAGE OF MASONRY TO

STRUCTURAL MEMBERS, FRAMES OR
OTHER CONSTRUCTION.

SEC

1.2.2 (e)

1.16.1 ---
■ WELDING OF REINFORCING. ---SEC

6.1.6.1.2 ■ PREPARATION, CONSTRUCTION, AND

PROTECTION OF MASONRY DURING COLD
WEATHER (TEMPERATURE BELOW 40
DEGREES F (4.4 DEG C) ) OR

HOT WEATHER (TEMPERATURE ABOVE
90 DEGREES F(32.2 DEG C)).
--- ART. 1.8 C,

1.8 D
□ APPLICATION AND MEASUREMENT OF
PRESTRESSING FORCE. --- ART 3.6 B
□ PLACEMENT OF GROUT AND

PRESTRESSING GROUT FOR BONDED
TENDONS IS IN COMPLIANCE.

ART 3.5,

3.6C---
--- ART 3.3B.9 &

3.3 G.1.b
□ PLACEMENT OF AAC MASONRY UNITS

AND CONSTRUCTION OF THIN-BED
MORTAR JOINTS.

4. □ OBSERVE PREPARATION OF GROUT

SPECIMENS, MORTAR SPECIMENS,

AND/OR PRISMS
ART

1.4 B.2.a.3,

1.4 B.2.b.3

1.4 B.2.c.3

1.4 B.3, &

1.4 B.4
---
VERIFICATION AND INSPECTION TMS 402

1. ■ COMPLIANCE WITH REQUIRED

INSPECTION PROVISIONS OF THE

CONSTRUCTION DOCUMENTS AND THE

APPROVED SUBMITTALS SHALL BE
VERIFIED.

2. ■ VERIFICATION OF F'M AND F'AAC PRIOR

TO CONSTRUCTION EXCEPT WHERE
SPECIFICALLY EXEMPTED BY THIS CODE.

3. ■ VERIFICATION OF SLUMP FLOW AND VSI

AS DELIVERED TO THE SITE FOR SELF
CONSOLIDATING GROUT.

TMS 602
--- ART. 1.5
--- ART. 1.4B
--- ART.

1.5B.1.B.3
NOTES:
a. FREQUENCY REFERS TO THE FREQUENCY OF INSPECTION, WHICH MAY BE CONTINUOUS

DURING THE LISTED TASK OR PERIODICALLY DURING THE LISTED TASK, AS DEFINED IN THE TABLE. NR = NOT REQUIRED, P = PERIODIC, C = CONTINUOUS b. REQUIRED FOR THE FIRST 5000 SQUARE FEET OF AAC MASONRY. c. REQUIRED AFTER THE FIRST 5000 SQUARE FEET OF AAC MASONRY.

C P
---
X ---
X ---
X X
X ---
X ---
X ---
X ---
X ---
X ---
X ---
X ---
X ---
X ---
X ---
X ---
X ---
X ---
X ---
(a) (a)
(b) (c)
X X
(b) (c)
C P
(a) (a)

NOT USED
Q2
STEEL WS-_000000_N000A
180625.

INSPECTION OF STEEL

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFERENCE
■ IDENTIFICATION MARKING TO CONFORM

TO ASTM STANDARDS SPECIFIED IN THE
APPROVED CONSTRUCTION DOCUMENTS.
--- X

1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS. □ INSPECT FABRICATOR'S FABRICATION
AND QUALITY CONTROL PROCEDURES.
--- X
---
AISC 360: A3.3 AND

APPLICABLE ASTM

MATERIAL

STANDARDS
AISC 360: N5
■ SNUG-TIGHT JOINTS.

2. INSPECTION OF HIGH-STRENGTH BOLTING:
□ PRETENSIONED AND SLIP-CRITICAL

JOINTS USING TURN-OF-NUT WITHOUT

MATCHMARKING OR CALIBRATED
WRENCH METHODS OF INSTALLATION.
■ PRETENSIONED AND SLIP-CRITICAL

JOINTS USING TURN-OF-NUT WITH

MATCHMARKING, TWIST-OFF BOLT OR

DIRECT TENSION INDICATOR METHODS
OF INSTALLATION.
1705.2.1AISC 360: M2.5, N5
--- X
--- X
--- X
--- X
■ FOR STRUCTURAL STEEL, IDENTIFICATION
MARKINGS TO CONFORM TO AISC 360.

3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD-FORMED STEEL DECK. □ MANUFACTURER'S CERTIFIED TEST
REPORTS.
■ FOR OTHER STEEL, IDENTIFICATION

MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED
CONSTRUCTION DOCUMENTS.

APPLICABLE ASTM

MATERIAL

STANDARDS
--- X
--- X
AISC 360: A3.1
■ IDENTIFICATION MARKING TO CONFORM

TO AWS SPECIFICATION IN THE
APPROVED CONSTRUCTION DOCUMENTS.

4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:
■ MANUFACTURER'S CERTIFICATE OF
COMPLIANCE REQUIRED. ---
--- X
--- X
AISC 360: A3.5 AND

APPLICABLE AWS
A5 DOCUMENTS

5. INSPECTION OF WELDING:
---
---
A. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK:
■ COMPLETE AND PARTIAL JOINT
PENETRATION GROOVE WELDS. X ---
■ MULTIPASS FILLET WELDS. X ---
■ SINGLE-PASS FILLET WELDS > 5/16"
■ PLUG AND SLOT WELDS.
■ SINGLE-PASS FILLET WELDS <= 5/16" --- X
AWS D1.1
AWS D1.8
■ FLOOR AND ROOF DECK WELDS. --- X AWS D1.3
X ---
X ---
B. REINFORCING STEEL
□ VERIFICATION OF WELDABILITY OF

REINFORCING STEEL OTHER THAN
ASTM A 706
X ---
□ DETAILS SUCH AS BRACING AND
STIFFENING.
□ MEMBER LOCATIONS.
□ APPLICATION OF JOINT DETAILS AT EACH
CONNECTION.
□ REINFORCING STEEL RESISTING

FLEXURAL AND AXIAL FORCES IN

INTERMEDIATE AND SPECIAL MOMENT

FRAMES, AND BOUNDARY ELEMENTS OF

SPECIAL STRUCTURAL WALLS OF
CONCRETE AND SHEAR REINFORCEMENT.
□ SHEAR REINFORCEMENT.
□ OTHER REINFORCING STEEL.

X ---
--- X
--- X

6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE:
--- X
--- X
--- X
AWS D1.4 AND
ACI 318-14:26.6.4.1.

18.2.5.25.5.7.4 1705.3.1
AISC 360: 16.2 1705.2.1
1705.2.1
1705.2.2
Q2
CONCRETE WS-_000000_N000A
200615.

INSPECTION OF CONCRETE

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFERENCE
--- X 1908.4

1. ■ INSPECTION OF REINFORCING STEEL,

INCLUDING PRESTRESSING TENDONS
AND PLACEMENT.
□ APPLICATION OF PRESTRESSING FORCES.
□ GROUTING OF BONDED PRESTRESSING

TENDONS IN THE SEISMIC FORCE-
RESISTING SYSTEM.
11 □ VERIFICATION OF IN-SITU CONCRETE
STR

ENGTH, PRIOR TO STRESSING OF

TENDONS IN POSTTENSIONED CONCRETE

AND PRIOR TO REMOVAL OF SHORES AND

FORMS FROM BEAMS AND STRUCTURAL
SLABS.

12. ■ INSPECT FORMWORK FOR SHAPE,

LOCATION, AND DIMENSIONS OF THE
CONCRETE MEMBER BEING FORMED.

ACI 318 26.11.2 ------ X
ACI 318, CH 20,

25.2, 25.3,

26.6.6.1-26.6.3
--- x ---

2. □ INSPECTION OF REINFORCING STEEL

WELDING IN ACCORDANCE WITH TABLE
1705.3.

AWS D1.4
ACI 318 26.6.4
--- X

3. ■ INSPECTION OF BOLTS TO BE

INSTALLED IN CONCRETE PRIOR TO AND
DURING PLACEMENT OF CONCRETE ACI 318 17.8.2
X ---4. □ INSPECTION OF ANCHORS INSTALLED
IN HARDENED CONCRETE.

ACI 318

17.8.2.4, 17.8.2
--- X 1904.1, 1904.2,
1908.2, 1908.3

5. ■ VERIFYING USE OF REQUIRED DESIGN
MIX.

ACI 318 CH19

26.4.3, 26.4.4
X --- 1908.10

6. ■ AT TIME FRESH CONCRETE IS SAMPLED

TO FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP

AND AIR CONTENT TESTS AND

DETERMINE THE TEMPERATURE OF
THE CONCRETE.

ASTM C 172
ASTM C 31
ACI 318 26.5, 26.12
X --- 1908.6, 1908.7,
1908.8

7. ■ INSPECTION OF CONCRETE AND

SHOTCRETE PLACEMENT FOR PROPER
APPLICATION TECHNIQUES.

ACI 318 26.5
--- X 1908.9

8. ■ INSPECTION FOR MAINTENANCE OF

SPECIFIED CURING TEMPERATURE AND
TECHNIQUES.

ACI 318

26.5.3-26.5.5

9. INSPECTION OF PRESTRESSED CONCRETE:

X ---
---
ACI 318 26.10
ACI 318 26.10
--- X ---10. □ ERECTION OF PRECAST CONCRETE
MEMBERS. ACI 318 26.9
X ---
ACI 318

26.11.1.2(b)
------ X
Q1
STATEMENT OF SPECIAL INSPECTIONS WS-_000000_N000A
180625.

1. SPECIAL INSPECTIONS AND TESTING WILL BE PERFORMED IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS, THIS STATEMENT AND CBC SECTIONS 1704, 1705, 1706, 1707, AND 1708. INTERIM REPORTS WILL BE SUBMITTED TO THE BUILDING OFFICIAL AND

THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE IN ACCORDANCE WITH CBC SECTION 1704.1.2.

2. A FINAL REPORT OF SPECIAL INSPECTIONS DOCUMENTING REQUIRED SPECIAL INSPECTIONS,

TESTING AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE

SUBMITTED PRIOR TO ISSUANCE OF A CERTIFICATE OF USE AND OCCUPANCY (SECTION 1704.1.2). THE FINAL REPORT WILL DOCUMENT:
• REQUIRED SPECIAL INSPECTIONS.
• CORRECTION OF DISCREPANCIES NOTED IN INSPECTIONS.

3. THE OWNER RECOGNIZES HIS OR HER OBLIGATION TO ENSURE THAT THE CONSTRUCTION

COMPLIES WITH THE APPROVED PERMIT DOCUMENTS AND TO IMPLEMENT THIS PROGRAM OF SPECIAL INSPECTIONS. IN PARTIAL FULFILLMENT OF THESE OBLIGATIONS, THE OWNER WILL

RETAIN AND DIRECTLY PAY FOR THE SPECIAL INSPECTIONS AS REQUIRED IN CBC SECTION 1704.1.

4. THIS PLAN HAS BEEN PREPARED BY THE REGISTERED DESIGN PROFESSIONAL IN CHARGE AND DEVELOPED WITH THE UNDERSTANDING THAT THE BUILDING OFFICIAL WILL:
• REVIEW AND APPROVE THE QUALIFICATIONS OF THE SPECIAL INSPECTORS WHO WILL PERFORM THE INSPECTIONS.
• MONITOR SPECIAL INSPECTION ACTIVITIES ON THE JOB SITE TO ASSURE THAT THE

SPECIAL INSPECTORS ARE QUALIFIED AND ARE PERFORMING THEIR DUTIES AS CALLED FOR IN THIS STATEMENT OF SPECIAL INSPECTION.
• REVIEW SUBMITTED INSPECTION REPORTS.

5. PERFORM INSPECTIONS AS REQUIRED BY THE LOCAL BUILDING CODE

6. VERIFICATION AND INSPECTION CRITERIA FOR ITEMS NOTED ON THIS SHEET WITH FILLED-IN CHECK BOXES SHALL BE REQUIRED.

7. TERMINOLOGY USED FOR VERIFICATION AND INSPECTION CRITERIA SHALL INCLUDE:

C INDICATES CONTINUOUS INSPECTION

P INDICATES PERIODIC INSPECTION
X PLACED IN BOX INDICATES EITHER CONTINUOUS OR PERIODIC INSPECTION IS REQUIRED. --- PLACED IN A BOX INDICATES AN ACTIVITY THAT IS EITHER A ONE-TIME ACTIVITY OR ONE WHOSE FREQUENCY IS DEFINED IN SOME OTHER MANNER.

Q1
FABRICATORS WS-_000000_N000A

INSPECTION OF FABRICATORS

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFERENCE
--- --- --- 1704.2.51. ■ INSPECT FABRICATOR'S FABRICATION AND QUALITY CONTROL PROCEDURES.

Q2
WELDING WS-_000000_N000A
180625.

INSPECTION OF WELDING

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFERENCE
--- X
AWS D1.4 ---

1. ■ WELDED STUDS WHEN USED FOR
STRUCTURAL DIAPHRAGMS.
---2. ■ WELDING OF COLD-FORMED STEEL
FRAMING MEMBERS.
---3. ■ WELDING OF STAIRS AND RAILING
SYSTEMS.

X
X
Q1
WOOD WS-_000000_N000A

INSPECTION OF WOOD

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFERENCE
--- ---
--- 1705.5

1. ■ INSPECT PREFABRICATED WOOD

STRUCTURAL ELEMENTS AND

ASSEMBLIES IN ACCORDANCE WITH
SECTION 1704.2.5

2. □ INSPECT SITE BUILT ASSEMBLIES. --- ---

4. □ METAL-PLATE-CONNECTED WOOD
TRUSSES SPANNING 60 FEET OR
GREATER: VERIFY TEMPORARY

INSTALLATION RESTRAINT/BRACING AND

THE PERMANENT INDIVIDUAL TRUSS

MEMBER BRACING ARE INSTALLED IN

ACCORDANCE WITH THE APPROVED
TRUSS SUBMITTAL PACKAGE.
--- X

3. INSPECT HIGH-LOAD DIAPHRAGMS:
□ VERIFY GRADE AND THICKNESS OF
SHEATHING.
□ VERIFY NOMINAL SIZE OF FRAMING
MEMBERS AT ADJOINING PANEL EDGES.
□ VERIFY NAIL OR STAPLE DIAMETER AND
LENGTH.
□ VERIFY NUMBER OF FASTENER LINES.
□ VERIFY SPACING BETWEEN FASTENERS
IN EACH LINE AND AT EDGE MARGINS.
--- X
--- X
--- X
--- X
--- ---
--- 1705.5.1
--- 1705.5.2
Q1
MISCELLANEOUS WS-_000000_N000A

MISCELLANEOUS

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFEREN
CE5. SEISMIC RESISTANCE
□ SUSPENDED CEILING SYSTEMS AND
THEIR ANCHORAGE. --- ---

6. WIND RESISTANCE
□ ROOF CLADDING AND ROOF FRAMING
CONNECTIONS. --- ---
□ WALL CONNECTIONS TO ROOF AND
FLOOR DIAPHRAGMS AND FRAMING. --- ---
□ ROOF AND FLOOR DIAPHRAGM SYSTEMS,

INCLUDING COLLECTORS, DRAG STRUTS
AND BOUNDARY ELEMENTS.
--- ---
□ VERTICAL WIND-FORCE-RESISTING

SYSTEMS, INCLUDING BRACED FRAMES,
MOMENT FRAMES, AND SHEAR WALLS.
--- ---
□ WIND-FORCE-RESISTING SYSTEM
CONNECTIONS TO THE FOUNDATION. --- ---
--- ---
□ FABRICATION AND INSTALLATION OF

SYSTEMS OR COMPONENTS REQUIRED

TO MEET THE IMPACT RESISTANCE
REQUIREMENTS OF SECTION 1609.1.2.
--- 1705.13.2
---
---
---
---
---
---

NOT USED
Q2
MISCELLANEOUS FIRE WS-_000000_N000A
180625.

VERIFICATION AND INSPECTION OF MISCELLANEOUS (FIRE)

VERIFICATION AND INSPECTION C P REFERENCED

STANDARD
CBC

REFEREN
CE1. □ MASTIC AND INTUMESCENT FIRE
RESISTANT COATING. --- ---
--- ---

2. □ EXTERIOR INSULATION AND FINISH
SYSTEMS (EIFS). WATER-RESISTIVE

BARRIER COATING WHEN INSTALLED
OVER A SHEATHING SUBSTRATE.
--- ---

4. □ SMOKE CONTROL SYSTEM. --- ---
--- 1705.15
--- 1705.16
--- ---
1705.18

3. □ FIRE RESISTANT PENETRATIONS AND
JOINTS. --- --- --- 1705.17

NOT USED
Q2
STRUCTURAL TESTING & INSPECTION S-_014500_N002A
170
125.

1. SPECIAL INSPECTION IS DEFINED AS THE INSPECTION OF THE MATERIALS, INSTALLATION,

FABRICATION, ERECTION OR PLACEMENT OF COMPONENTS AND CONNECTIONS REQUIRING

SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS.

2. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PERFORM INSPECTIONS

DURING CONSTRUCTION ON THE TYPES OF WORK MARKED IN THE LIST BELOW IN CONFORMANCE WITH THE ENFORCEMENT AGENCY REGULATORY REQUIREMENTS. THESE

INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS REQUIRED BY THE ENFORCEMENT AGENCY.

A. TESTING
□ COMPACTED FILL
■ CONCRETE
□ MASONRY
□ MORTAR & GROUT
■ EXPANSION, EPOXY, SCREW ANCHORS
□ SHOT-IN ANCHORS
B. SPECIAL INSPECTIONS
□ EXCAVATION, GRADING & FILLING FOR ALL FOUNDATION WORK ■ PILE DRIVING & TESTING
■ PLACEMENT OF CONCRETE & REINFORCEMENT
□ PLACEMENT OF MASONRY & REINFORCEMENT & DURING GROUTING OPERATIONS ■ SHOP WELDS NOT DONE IN FABRICATOR'S SHOP REGISTERED & APPROVED BY THE

BUILDING OFFICIAL
■ FIELD WELDING
■ HIGH-STRENGTH BOLTING
■ EXPANSION, EPOXY, SCREW ANCHORS
□ SPRAY-APPLIED FIRE PROOFING
□ SHOTCRETE
□ GLU-LAM FABRICATION
□ I-JOIST FABRICATION
□ WELDED SHEAR STUDS

3. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE

COMPETENCE, TO THE SATISFACTION OF THE ENFORCEMENT AGENCY AND THE

ARCHITECT/STRUCTURAL ENGINEER, FOR THE INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.

4. SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS. THE SPECIAL INSPECTOR SHALL

FURNISH INSPECTION REPORTS TO THE ENFORCEMENT AGENCY, OWNER, CONTRACTOR AND ARCHITECT/STRUCTURAL ENGINEER. REPORTS SHALL INDICATE THAT WORK INSPECTED WAS OR WAS NOT COMPLETED IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS.

5. DISCREPANCIES IN THE INSPECTED WORK SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THEY ARE NOT CORRECTED, THE DISCREPANCIES

SHALL BE BROUGHT TO THE ATTENTION OF THE ENFORCEMENT AGENCY, OWNER,

CONTRACTOR AND ARCHITECT/STRUCTURAL ENGINEER PRIOR TO THE COMPLETION OF THAT PHASE OF THE WORK.

6. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANY

DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED TO THE ENFORCEMENT

AGENCY, OWNER, CONTRACTOR AND ARCHITECT/STRUCTURAL ENGINEER AT THE COMPLETION OF THE WORK INCLUDED IN THE CONSTRUCTION DOCUMENTS.

7. SCHEDULE AND COORDINATE ALL STRUCTURAL TESTS AND SPECIAL INSPECTIONS. NOTIFY THE SPECIAL INSPECTOR 48 HOURS MINIMUM PRIOR TO PERFORMING ANY WORK REQUIRING THE SPECIAL INSPECTOR'S PRESENCE. COORDINATE WITH THE SPECIAL INSPECTOR SO THAT THE

WORK REQUIRING THE TESTS AND INSPECTIONS NOTED ABOVE IS ACCESSIBLE AND EXPOSED FOR TESTING AND INSPECTION PURPOSES. REMOVE AND/OR REPLACE MATERIALS AS REQUIRED AT NO ADDITIONAL COST TO THE OWNER TO ALLOW TESTS AND INSPECTIONS.

Q2
STRUCTURAL OBSERVATION S-_014500_N001A
170
125.

1. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE

STRUCTURAL OBSERVER (THE STRUCTURAL ENGINEER OR OWNER'S DESIGNATED

REPRESENTATIVE) FOR GENERAL CONFORMANCE TO THE ENFORCEMENT AGENCY APPROVED

CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM.

2. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE

INSPECTIONS REQUIRED BY THE ENFORCEMENT AGENCY OR BY OTHER SECTIONS OF THE BUILDING CODE. REQUIRED INSPECTIONS DO NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR STRUCTURAL OBSERVATION.

3. STRUCTURAL OBSERVATION DOES NOT INCLUDE THE SUPERVISION OF CONSTRUCTION FOR PROPER EXECUTION OF THE WORK SHOWN IN THE CONSTRUCTION DOCUMENTS.

4. THE FOLLOWING COMPLETED CONSTRUCTION STAGES MARKED ARE SUBJECT TO STRUCTURAL

OBSERVATION IF DEEMED NECESSARY DURING CONSTRUCTION BY THE STRUCTURAL OBSERVER:
□ FOUNDATION EXCAVATIONS AND REINFORCEMENT PRIOR TO CONCRETE PLACEMENT □ FORMWORK CONSTRUCTION AND REINFORCEMENT PRIOR TO CONCRETE PLACEMENT □ CONCRETE TILT-UP PANEL INSTALLATION
□ CONCRETE PRE-CAST ELEMENT PANEL INSTALLATION
□ MASONRY INSTALLATION AND REINFORCEMENT PRIOR TO GROUT PLACEMENT ■ STEEL FRAMING ERECTION
■ STEEL DECK INSTALLATION AND REINFORCEMENT PRIOR TO CONCRETE FILL PLACEMENT □ STEEL DECK INSTALLATION ON FRAMING
□ WOOD FRAMING ERECTION
■ WOOD STRUCTURAL PANEL INSTALLATION ON FRAMING
■ WOOD HARDWARE AND CONNECTOR INSTALLATION ON STRUCTURAL FRAMING □ COLD-FORMED STEEL FRAMING ERECTION
■ PRE-FABRICATED STRUCTURAL ELEMENT INSTALLATION
■ PRIOR TO THE CLOSING OF ANY PHASE
■ STRUCTURAL SYSTEM COMPLETION

5. NOTIFY THE STRUCTURAL OBSERVER 48 HOURS MINIMUM IN ADVANCE OF THE COMPLETION OF

THE ABOVE CONSTRUCTION STAGES TO FACILITATE STRUCTURAL OBSERVATIONS BY THE STRUCTURAL OBSERVER. COORDINATE WITH THE STRUCTURAL OBSERVER SO THAT THE WORK

FOR THE CONSTRUCTION STAGES NOTED ABOVE IS ACCESSIBLE AND EXPOSED FOR STRUCTURAL OBSERVATION PURPOSES. REMOVE AND/OR REPLACE MATERIALS AS REQUIRED AT NO ADDITIONAL COST TO THE OWNER TO ALLOW STRUCTURAL OBSERVATION.

6. DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS NOTED DURING STRUCTURAL OBSERVATIONS SHALL BE CORRECTED AT NO ADDITIONAL COST TO THE OWNER.

7. PROVIDE OWNER REIMBURSEMENT FOR DESIGN PROFESSIONAL COSTS INCURRED TO CORRECT

DEVIATIONS AND TO MAKE REVISIONS TO THE CONSTRUCTION DOCUMENTS, INCLUDING OBTAINMENT OF ENFORCEMENT AGENCY APPROVAL AS REQUIRED.

8. CORRECTIVE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE ENFORCEMENT AGENCY APPROVED CONSTRUCTION DOCUMENTS AND THE BUILDING CODE.

9. AT THE COMPLETION OF THE WORK INCLUDED IN THE CONSTRUCTION DOCUMENTS, THE

STRUCTURAL OBSERVER SHALL SUBMIT TO THE ENFORCEMENT AGENCY A WRITTEN

STATEMENT THAT THE STRUCTURAL OBSERVATIONS HAVE BEEN MADE AND IDENTIFY ANY

REPORTED DEFICIENCIES THAT, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED.
1 2 3 4 5
D
C
B
A
SHEET
TITLE
AGENCY

MANAGEMENT
ISSUED

PROJECT
SEAL

CONSULTANT
CLIENT PROJECT NO:

COPYRIGHT:

LIONAKIS PROJECT NO:

LIONAKIS 2019
IF THIS SHEET IS NOT 30"x42", IT IS A REDUCED PRINT - SCALE ACCORDINGLY 0 1/4" 1/2" 1" 2"

FOR REVIEW ONLY, NOT FO
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CONSTR
UCTIO
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CLIENT
2/25/2025 4:34:05 PM C:\Users\alex.ruiz\Documents\_RevitLocalFiles\[email protected] S-003

TESTING & INSPECTION,

STATEMENT OF SPECIAL

INSPECTIONS, &

STRUCTURAL

OBSERVATION
019124.02

CITY OF SACRAMENTO

RIO CITY CAFE DECK REPAIR
1110 FRONT ST,
SACRAMENTO, CA 95814
2025 Nineteenth Street
Sacramento, CA 95818
P 916.558.1900
www.lionakis.com
No. S3737

S ATATE

OF C A L I FORNIS LT RU C T U RA

R REGISTEREDPROFESSIONALENGINEE
K RERRYJ. VOLKE

MARK DATE DES CRIPTION
12/22/2023 50% CONSTRUCTION DOCUMENTS
02/07/2025 100% CONSTRUCTION DOCUMENTS
Q2
STRUCTURAL STEEL S-_051200_N001A_
190805.

1. THE DESIGN, FABRICATION AND ERECTION OF STEEL SHALL BE IN ACCORDANCE WITH AISC 360 AND AISC 341 INCLUDING ANY ENFORCEMENT AGENCY AMENDMENTS.

2. STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING, UNO:

STEEL PRODUCT ASTM SPECIFICATION, UNO COMMENTS
W & WT SHAPES A992, GRADE 50 Fy = 50ksi
HP SHAPES A572, GRADE 50 Fy = 50ksi
M, MT, S & ST SHAPES A572, GRADE 50 Fy = 50ksi
CHANNELS (C & MC) A992, GRADE 50 Fy = 50ksi
ANGLES A572, GRADE 50 Fy = 50ksi
PLATES & BARS A36,TYP, UNO Fy = 36ksi
A572, GRADE 50 Fy = 50ksi
RODS, PLAIN & ALL-THREADED A36 Fy = 36ksi
RAISED-PATTERN FLOOR PLATE A786, MEETING ASTM A36 Fy = 36ksi PIPES A53, GRADE B Fy = 35ksi
ROUND HSS A500, GRADE C Fy = 50ksi
RECTANGULAR & SQUARE HSS A500, GRADE C Fy = 50ksi
HIGH-STRENGTH BOLTS F3125, GRADE A325, TYPE 1 Fu = 120ksi TWIST-OFF-TYPE TENSION-CONTROL BOLTS F3125, GRADE F1852, TYPE I Fu = 120ksi BOLTS A307, GRADE A, HEX Fu = 60ksi
WASHERS F844
PLATE WASHERS A36 Fy = 36ksi
HARDENED WASHERS F436, TYPE I
DIRECT-TENSION INDICATOR WASHERS F959, TYPE 325
NUTS FOR HS & TENSION CONTROL BOLTS A563, GRADE C, HEAVY HEX