CPB Appeal 8119

List Of Drawings

Appeal 1 Construction Type

Fire Engineer Report

Table Of Structural Members

Site Plan

Building Height Elevation

Building Height Section

Wall/Ceiling/Floor Assembly Types

Appeal 2 Roof Decks

Fire Engineer Report

Roof Deck Plan

Building Height Elevation

Building Height Section

Exit Discharge

Wall/Ceiling/Floor Assembly Types

Appeal 3 Stairway Widths

Exit Discharge

Stair 1 Plans B-2

Stair 1 Plans 3-5

Stair 1 Section

Stair 2 Plans B-2

Stair 2 Plans 3-5

Stair 2 Section

Appeal 4 Exit Discharge

Fire Engineer Report

Exit Discharge

Wall/Ceiling/Floor Assembly Types

Building Height Elevation

Building Height Section

Stair 1 Section

Stair 2 Section

Appeal 5 Rated Structural members – Steel Members

Second Floor Plan

Third Floor Plan

Structural Members Section

Table Of Member Sizes

Exit Discharge

Appeal 6 Rated Structural Members – Penthouse

Roof Plan

Wall/Ceiling/Floor Assembly Types

Appeal 7 Common Path Of Travel

Exit Discharge

Life Safety Diagram 1st Floor

Life Safety Diagram 13rd Floor

Life Safety Diagram 4th Floor

Appeal 8 Atriums

Atriums Floor Plans

Atrium Section

Site Plan

3115 NW 132nd Place, Portland, OR 97229-7037

Phone 503-531-8717 Fax 503-531-8564 e-mail dgessert@frontier.com Letter Date: November 11, 2011

To: Works Partnership Architecture 524 E Burnside Street s320 Portland, OR 97214

Attention: Chandra Robinson

From: David Gessert, P. E. Fire Protection Engineer

Subject/Project: Convention Plaza Building Rev 1

Job No.: 2011-94 Total Pages: 5 Summary Works Partnership Architecture requested that I provide an opinion of the fire resistance of selected building elements of the Convention Plaza Building project. Three floor/ceiling assemblies

All three show at least 2 hours of fire resistance Five wood structural members

The fire resistance in minutes is calculated at both 100 percent and 50 percent of loading

1 Floor/Ceiling Assemblies – Fire Resistance 1A Refer to Drawing a0.03 Convention Plaza Building assembly 4

This detail shows from top to bottom; 3 inch gypcrete topping slab

Building paper

Letter to Chandra Robinson November 11, 2011 Page 2 of 5

1x4 wood diagonal sheathing (1 inch thick actual) 3x6 wood car decking (2 ¾ inch thick actual) 2 hrs of fire resistance is required Fire exposure to the bottom of the assembly will consume wood at the rate of 1 ½ inches per hour. After 2 hours of fire exposure the 3x6 wood car decking will be completely consumed plus ¼ inch of the wood diagonal sheathing. The Project Structural Engineer (Shirley Chalupa, P.E, S.E., DCI Engineers) has provided an opinion that the topping slab is self supporting with no wood support. Therefore more than 2 hours of fire resistance is present in assembly 4.

1B Refer to Drawing a0.03 Convention Plaza Building assembly 10

This detail shows from top to bottom; 1 inch wood flooring

Underlayment ¾ inch plywood sheathing Joist framing 19/32 inch plywood sheathing 1x4 wood diagonal sheathing (1 inch thick actual) 3x6 wood car decking (2 ¾ inch thick actual) 1 hr of fire resistance is required from both bottom and top Fire exposure to the bottom of the assembly will consume wood at the rate of 1 ½ inches per hour. After 1 hour of fire exposure 1 ½ inches of the 3x6 wood car decking will be consumed leaving 1 ¼ inches and the wood diagonal sheathing. The Project Structural Engineer has provided an opinion that the penthouse floor is independently supported on pony walls that are supported on beams below. Therefore more than 1 hour of fire resistance is present in detail 10 from the bottom.

Letter to Chandra Robinson November 11, 2011 Page 3 of 5

Fire exposure to the top of the assembly will consume solid wood at the rate of 1 ½ inches per hour. After 40 minutes of fire exposure all of the 1 inch finish flooring will be consumed. Noren and Ostman provide the following equation for fire resistance of panels:

bm = 1.128x + 0.0088x2 where bm = Fire resistance in minutes x = Panel thickness in mm For ¾ inch plywood: bm = 1.128(0.75 x 25.4) + 0.0088(0.75 x 25.4)2

1.128(19.05) + 0.0088(362.9) 25 minutes From top, total fire resistance of 1 inch wood and ¾ inch plywood:

1 inch wood flooring 40 minutes ¾ inch plywood 25 minutes Total 65 minutes

Therefore more than 1 hour of fire resistance is present in detail 10 from the top. 1C Refer to Drawing a0.03 Convention Plaza Building assembly 15 - Fire exposure

protection of 3x6 wood car decking where topping slab above is tapered:

Three layers of 5/8 inch type X gypsum board to protect the 3x6 wood car decking above. Fire resistance per each layer of 5/8 inch type X gypsum board: 40 minutes Three layers total – fire resistance: 120 minutes The actual fire endurance is greater than 120 minutes based on Rule #1 of Harmathy’s rules of fire endurance. This rule illustrates that the rating of

Letter to Chandra Robinson November 11, 2011 Page 4 of 5

components combined into an assembly is greater than the sum of the individual component’s fire ratings.

2 Wood Structural Members – Fire Resistance

Four wood structural members are analyzed for fire resistance. These members are the structural frame for the 1st floor:

Column 13x13 Exposed on four sides

Beams 8x21 All exposed on three sides 8 ¾ x 21 13x21 5 1/8 x 10 ½

Wood Member Fire Resistance – Minutes1 100% Loading4 50% Loading4

13x13 Column2 66 86 8x21 Beam3 74 96 8 ¾ x 21 Beam3 73 95 13x21 Beam3 112 145 5 1/8 x 10 ½ Beam3 46 59 Table Notes:

1. T. T. Lie developed the following simple formula for calculating the fire resistance of large wood beams. This formula gives the fire resistance time, t, in minutes for a wood beam with a minimum nominal dimension of 6 inches.

2. For columns exposed on four sides: t = 2.54ZD(3 – D/B) where: t = fire resistance in minutes Z = Load factor from table, le/d assumed to be >11

D = Smaller side of column B = Larger side of column

3. For beams exposed on three sides: t = 2.54ZB(4 – B/D)

4. Load on member as percentage of allowable.

Letter to Chandra Robinson November 11, 2011 Page 5 of 5 Conclusion I will be pleased to address your questions. References Drawing a0.03 Convention Plaza Building, Wall Types Cont’d, Ceiling Types and Typical Details, prepared by Works Partnership Architecture Rev 2 10.25.2011 Oregon Structural Specialty Code, 2010 Edition, International Code Council, Country Club Hills, Illinois The SFPE Handbook of Fire Protection Engineering, Fourth Edition, 2008, Society of Fire Protection Engineers, Published by National Fire Protection Association, Quincy, Massachusetts

Convention Plaza Structural Members

Existing Wd Columns Existing Wd Beams New Columns New Beams/Glulams New Steel BeamsBasement 13”x13” 8 ¾” x12”First Floor 13”x13” 8”x21”  8 3/4"x 12"

13”x21” Second Floor 11”x11” 8”x21”  5 1/8" x 10 1/2"

13”x21”  5 1/8"x12"5 1/2" x 10 1/2"6 3/4"x12"6 3/4" x18"6 3/4" x19 1/2"6 3/4" x21"8 3/4"x 12"10 3/4" x 15"

Third Floor 9" x 9"  8”x21”  5 1/8" x 21"  HSS 6"x6"x5/16"13”x21”  Lateral Support Only

Fourth Floor 8" x 8" 8”x21” 13”x21” 

602.4 Type IV 602.4.1 Columns. Wood columns 8x8 min for floor loads, 6x8 min for roof/clg loads.602.4.2 Floor Framing. 6x10 min        Per Table 602.4 A glulam must be min 5"x10 1/2"602.4.3 Roof Framing. 6x8 min