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Report • 2© I�,D�1� . •. •. •. • • . .. �� • • • . • . • • . • • . • • . . .. .. . . . . . . •.. • • •• • • • • • • • • • • • • • • R • • .. ROLF JENSEN&MSO* E$,mg. •" gLC:BAL FIRE PRC TEVIOOCQN TANU • . ••• • • • • • • • • • • • • • • • • • • • • ••• • ••• ••• • • •• •• • • • • • - - • • • • • • I, • ••• FFICE COPY REPORT FOR BUILDING CODE AND FIRE PROTECTION iFLY INDOOR SKYDIVING NAPERVILLE, ILLINOIS I I U • ME OMEN . •• •• •• • • • • •• • • • • . • • • • • • • • • • • ••• •• • • • •• • • •• •• • • • • • • • •• •• •••• • • • • *1 PJA. •• ROLF JENSEN&A$SOCINE$, •• ILQBAt FIRE PRQTEVTICVICQNUTANgS • • ••• • • • • • • • • • • • • • • • • • • • • ••• • 2301 West Plano Parkway Suite 210 Pkypp•TX Jb0,75 USA • •• •• wwi.naincVorrt +149-443.7200••• ••• •• • • 404j3-40 • REPORT FOR BUILDING CODE AND FIRE PROTECTION iFLY INDOOR SKYDIVING NAPERVILLE, ILLINOIS Prepared For: SkyGroup Investments, L.L.C. A Florida Liability Company 6034 West Courtyard Dr., Suite 135 Austin, Texas 78730 October 2, 2013 T61705 ©2013 Rolf Jensen&Associates,Inc.All Rights Reserved • ■■ ■I••■ • ■■ •••••••••••• • •. •.• •• •• • •• •• ••• • • •• • ••• • 7-71 PJA ... . • .. • • :• •• • ' • • ROLF JENSEN i ASSOCIATES,INC. REPORT FOR • • •,61705 - Page i iFLY INDOOR SKYDIVING • • •• •• •• • •• •• • October 2, 2013• NAPERVILLE, ILLINOIS • • • • • • TABLE OF CoF 1.tt S- • • ••• ••• •• • • I. INTRODUCTION • •'• • S 1 II. PROJECT DESCRIPTION 1 III. APPLICABLE CODES 1 IV. SPECIAL CONSIDERATIONS 1 A. OCCUPANCY CLASSIFICATION OF THE FLIGHT CHAMBER 1 B. CRAWL SPACE 3 C. EQUIPMENT PLATFORM ABOVE THIRD FLOOR CEILING 3 D. FREEFALL SIMULATOR EQUIPMENT 4 V. CODE COMPLIANCE APPROACH 6 A. OCCUPANCY CLASSIFICATION 6 B. ALLOWABLE HEIGHT, AREA AND CONSTRUCTION CLASSIFICATION 7 C. FIRE-RESISTANCE-RATED SEPARATIONS AND ENCLOSURES 9 D. FLOOR OPENINGS 9 E. OCCUPANCY SEPARATION 10 F. INTERIOR FINISH REQUIREMENTS 11 VI. MEANS OF EGRESS APPROACH 11 A. GENERAL REQUIREMENTS 11 B. OCCUPANT LOAD AND EXIT CAPACITY 12 C. NUMBER OF EXITS AND EXIT DISCHARGE 13 D. TRAVEL DISTANCE 14 E. DOORS 14 F. STAIRWAYS.... 15 G. RAMPS 16 H. HANDRAILS 17 I. EXIT SIGNS AND LIGHTS 17 J. MEANS OF EGRESS LIGHTING 18 K. AREAS OF REFUGE 18 L. ELEVATOR CAR TO ACCOMMODATE AMBULANCE STRETCHER 19 VII. FIRE PROTECTION SYSTEM APPROACH 19 A. AUTOMATIC FIRE SPRINKLER SYSTEM 19 B. STANDPIPE SYSTEM 20 C. FIRE ALARM SYSTEM 21 • •• •• •• • • • • • • • • • • • • • • • • • • IPA • • •. •. • • • • . .•• • • •• • • • • • • • • • • • • • • • • • • ROLF JENSEN&ASSOCIATES,INC. REPORT FOR •• • ••• • •1-61705 - Page 1 •iFLY INDOOR SKYDIVING : : • • . : • • •• •✓October 2, 2013 NAPERVILLE, ILLINOIS • • •'• • •• • • • • • • ••• • INTRODUCTION ••• ••• •• •• ••• • • • • • ••• ••• •• • • • This report serves as the Building/Fire Codes Compliance Approach Report for the iFly Indoor Skydiving project in Naperville, Illinois. The report describes our understanding of the new building's design and the special considerations pertaining to building and fire protection features. This report is intended to serve as a reference document for the design team's future use. The report is also intended to serve as the basis for discussions with the local Authority Having Jurisdiction (AHJ). Information in this report is based on the Rev 1 — For Permit drawing package dated August 23, 2013. II. PROJECT DESCRIPTION The iFly Indoor Skydiving facility is an approximately 13,400 sq. ft. building that includes three (3) occupiable stories surrounded on four sides (top, bottom, east, and west) by the freefall simulator equipment necessary to operate an indoor flight chamber. Two of the stories are dedicated to indoor skydiving and freefall simulator activities including training, gathering, flight chamber staging and the flight chamber, merchandising and various support functions. The third story is dedicated to facility support staff and storage. Freefall simulator equipment includes a large, below grade crawl space, two vertical shafts that span the height of the building, and an attic that houses an equipment platform used to access shafts, fans, and electrical equipment. III. APPLICABLE CODES This summary is based on the 2012 edition of the International Building Code as adopted by the City of Naperville with local amendments (NBC). The 2012 NBC adopts the 2010 edition of NFPA 13, Standard for the Installation of Sprinkler Systems and the 2010 edition of NFPA 72, the National Fire Alarm Code. IV. SPECIAL CONSIDERATIONS A. OCCUPANCY CLASSIFICATION OF THE FLIGHT CHAMBER NBC Chapter 2 defines a special amusement building as, "any ...building or portion thereof that is occupied for amusement...purposes and that contains a device or system that conveys passengers or provides a walkway along, around, or over a course in any directions so arranged that the means of egress path is not readily apparent due to visual or audio distractions or is not • .. •. •. •. •. •• . .•• •. •• •. • • • • : • •. •• • •• •• . ""~J • • • • • • • ROLF JENSEN&ASSOCIATES,INC. REPORT FOR •• ,a1705 - Page 2 •iFLY INDOOR SKYDIVING : : • • . : : . • :October 2, 2013 NAPERVILLE, ILLINOIS • • ••• • • • • • • • • • • • • . . • • • • •• •readily available because of the nature ot$he:attroc1ic�i$ct Mode of conveyance through the building or structdre:." ••• '• '• The flight chamber is open to the flight chamber staging room at all times. Therefore, participants within the chamber are free to come and go without equipment operator intervention. Exiting procedures from the flight chamber are presented as part of the pre-flight briefing to instruct participants how to egress on their own in the event of an evacuation. In addition, an instructor certified by the International Body Flight Association (IBA) shall be present within the flight chamber at all times when participants are within the chamber. All instructors are trained to provide egress assistance to participants as needed should the fire alarm system activate. Second floor walls to the flight chamber are transparent glass; therefore, employees and participants within the chamber will be able to receive visual notification signals via second floor appliances as required by NFPA 72, and they will be able to see exit signage leading to the nearest exits. Fans controlling the freefall simulator shall be interlocked with the fire alarm system such that fan shut down shall occur upon fire alarm activation. Shutdown shall be gradual, lowering occupants to the second floor level within 5-10 seconds of fire alarm activation, at which point the occupants will be within the visual coverage area of the fire alarm system. Audible notification coverage inside the flight chamber in addition to those appliances provided for the flight chamber staging area will not be provided. Coverage shall be designed to provide sound pressures of at least 15 dBA above ambient within the flight chamber when the freefall simulator is off. Ambient sound levels within the flight chamber will exceed 95 dBA when the simulator is in operation; therefore, NBC Section 907.5.2.1.2 requires only visual notification coverage be provided. Finally, the Control Room is staffed at all times that the flight chamber is occupied. The IBA training manual for employees includes written emergency procedures when participants are located in the flight chamber. Upon fire alarm activation, emergency procedures dictate that the control room operator commence shut down procedures. As participants are capable of receiving alarm notification and egressing without required operator intervention, the flight chamber is classified as a business occupancy without the additional classification as a special amusement area. Therefore, the provisions of NBC Section 411 would not apply. • .. .... . •. . .•• • gPJA ... . • .. . . .• • • • • • . . •. . . •• • • • • • • ROLF JE SEN&ASSOCIATES,INC. REPORT FOR ... •j�1705 - Page 4 iFLY INDOOR SKYDIVING : : • • . : • • '• October 2, 2013 NAPERVILLE, ILLINOIS • • ... • • • • ... •• Sprinkler protection shall be providedthrogglidt$iv Fntiri.platform, including all spaces below obstructions and equipment:lteAtfir 111an:4:ft. in width •wherever clearances allow. �•' .• The attic space housing the equipment platform is considered a not normally occupied space. Therefore, the stair enclosures do not extend to the attic level as their locations directly conflict with the location of the flight simulator equipment, and access to the equipment platform will be via a ship ladder originating from the northwest stair. D. FREEFALL SIMULATOR EQUIPMENT As mentioned in the project description, above, the three-story building is surrounded on four sides with freefall simulator equipment. The freefall simulator consists of four primary components: 1. Mechanical equipment located on the third floor equipment platform. The inlet transition duct, fans, controllers, supporting equipment, and air distribution pathways establish airflow for the simulator and direct the air into the two vertical shafts on the north and south side of the building. 2. Two vertical shafts that direct airflow downward into the crawl space. 3. A crawl space that allows the two opposing airflows to converge and directs the flow upwards into the central vertical shaft and flight chamber. 4. A central vertical shaft and flight chamber that creates the laminar airflow pattern used for freefall simulations and return the airflow back to the ductwork located on the third floor attic for recirculation through the system. All vertical shaft enclosures shall be of materials permitted by the building construction type and occupancies for shafts. The east and west shafts are concrete structures. The central shaft utilizes a resin infused fiberglass that has been tested to achieve a Class A interior finish rating, and tempered glass. The portion of this shaft on the second level is constructed of high-impact- resistance glass to meet IBA requirements. This glass is not fire resistance rated. However, closely spaced sprinklers will be installed to wet the glass surface as required in Exception 1 to Section 404.6 of the NBC to provide equivalence to 1-hr fire barriers. Although this code allowance is provided for the 1-hr fire resistance rated atrium boundaries, RJA requests the AHJ's approval for using the code provision to obtain a similar 1-hr fire resistance rating for the shaft barrier. See Figure 1 below for sprinkler installation design. • •I. ••• •• •• • •• • •••• • • • • • • •. . • • • • 111JA . • •. •• • • • • • • •.• • • •. . . . • • • . . • • • • • • • ROLF JEP SEN&ASSOCIATES,INC. REPORT FOR •• • ••• • T•C1705 - Page 5 iFLY INDOOR SKYDIVING • • •• •• •• • • • •• •October 2, 2013• •NAPERVILLE, ILLINOIS • • • • • • • • • • • • • • • • • ••• • ••• ••• • • •• •• SPRINKLER INSTALLED KJ • ACCORDANCE W14.1 NF13A 13VIOR••• •• • • GROUP B OCCUPANCY''• • • FLIGHT CONTROLS .00 • I FLIGHT CHAMBER • STAGING AREA e. / 1 FLIGHT CHAMBER • SPRINKLERS INSTALLED '� • BETWEEN 4 AND 12 INCHES • AWAY FROM THE GLASS AND SPACED NO MORE • '• THAN 6 FEET APART. • Figure 1: Sprinklers Installation at Flight Chamber and Per NBC Section 718.5, combustible materials are not permitted within concealed spaces of Type IIB construction. Exception 3 to this section permits the presence of materials meeting the requirements of a Class A interior finish. Sprinkler protection will not be provided within the freefall simulator equipment based on the following: • The two large vertical concrete shafts on the north and south sides of the building are non-accessible mechanical shafts of non-combustible construction (each shaft is concrete). NFPA 13 Section 8.15.2.1.2 permits omission of sprinklers within such shafts. • The central shaft, which includes the flight chamber, is accessible with noncombustible surfaces; the shaft materials in the vertical portions of the freefall simulator meet the requirements for a Class A interior fl.nishl. NFPA 13 Section 8.15.2.3 permits omission of sprinklers in such shafts provided a single sprinkler is installed at the bottom of the shaft. Per the NFPA commentary, the sprinkler is required because "trash and other material can potentially collect at the bottom of the shaft". As the freefall simulator must be kept free of foreign materials and debris in order for the freefall simulator to properly function, the 1 Up to Class C interior finish is permitted in both sprinklered and non-sprinklered business occupancies of non-combustible construction per NBC Sections 603.1(7)and 803.9. •• •• ••• • • • • • •••• • •• • • • • • • •• • •• •• 4 •• • ••• • •• • • •• •• • ••• • • •• • • • • 4 ��� • • ' ' • • ROLF JENSEN&ASSOCIATES,INC. REPORT FOR •. •• •••• • T•61705 - Page 6 •iFLY INDOOR SKYDIVING •• • • • • • • ' •• *October 2, 2013 • NAPERVILLE •ILLINOIS • • ••• • •• • • • • • • • •�• • • •• •collection of combustible materrls qr c bri$Dili rt t;bt permitted; therefore, sprinkler protection Will ndt b?e'Pr5•v:d4ci•afthe bottom of the shaft. • ••• • • • • • •• • Although the freefall simulator equipment within the mechanical penthouse contains combustible components such as non-fire resistant resin infused fiberglass, the entire level is protected by the building's fire sprinkler system. The codes adopted by the City of Naperville contain no provisions specifically requiring sprinkler protection within the system equipment as the simulator does not convey hazardous materials (NFPA 13 Section 8.15.12 and NBC Section 903.2.11.4). V. CODE COMPLIANCE APPROACH A. OCCUPANCY CLASSIFICATION The building consists of several intermingled occupancies, and therefore, is classified as a mixed-use occupancy. The following are the individual occupancies found throughout the building. 1. Above-Grade Levels The three (3) occupiable above-grade stories of the building consist of reception, sales and merchandizing spaces; meeting, flex, VIP, training, and locker rooms; offices; storage; mechanical equipment spaces, and the flight chamber staging and flight chamber areas. a. Sales and Merchandizing Per NBC Section 309.1, these areas are classified as Mercantile Group M. b. Flight Chamber Per NBC Section 303.1(1), these areas are classified as Business Group B as their occupant load is less than 50 persons'. c. CEO, Classroom, Flex, VIP, Training, Flight Chamber Staging, and Locker Rooms Per NBC Section 303.1(2), these areas may classified as either Mercantile Group M or Business Group B as they have 2 See additional discussion regarding "Occupancy Classification of the Flight Chamber" in the Special Considerations Section on page 1. • • ••• • •• • •• • •••1RJA •••• • • • •• •• ••.• • • •• •• . . . . . . ' • • • ' ' ' ROLF JENSEN&ASSOCIATES,INC. REPORT FOR • ••• • •161705 - Page 7 •iFLY INDOOR SKYDIVING ; ; ' • . : • • •• 'October 2, 2013•NAPERVILLE, ILLINOIS • • •• • ••• . .• •.. ...0 . .. le it loads of less ti3an 1 petsO. nS anti art accessory to a mixed Business and McCcantile'o'ocwp&x . • ••• • • d. Offices Per NBC Section 304.1, these areas are classified as Business Group B. e. Storage Per NBC Section 311.2, these areas are classified as Moderate Hazard Storage Group S-1. f. Mechanical and Equipment Spaces: Per NBC Section 311.3, these areas are classified as Low-Hazard Storage Group S-2. 2. Below-Grade The building area below-grade consists of a non-occupiable crawl space3 that is used as a large air duct, accessible by a ship ladder and containing only floor drains and light fixtures. 3. Equipment Platform above Third Level A mechanical space with fan, air distribution equipment, and elevator controls room exist above the ceiling of the Third Level. The primary purpose of this space is to house freefall simulator equipment. The equipment platform is accessed via ship ladder and is not a normally occupied space. B. ALLOWABLE HEIGHT, AREA AND CONSTRUCTION CLASSIFICATION Using the non-separated mixed-use approach, the building construction is determined by applying the most stringent requirements of the various occupancies of the building. The building contains the following main Use Groups: M, B, S-1 and S-2. The building shall be constructed of a minimum of Type IIB construction in accordance with Table 601 of the 2009 NBC. It is a 3-story building, and the largest floor area is approximately 3,200 sq. ft. (4,500 sq. ft.including shafts). The following table presents the allowable height and area per Table 503 with the height and area increases as permitted in Section 504.2, 506.1, 506.2, 3 See additional discussion regarding the crawl space in the Special Considerations Section on page 2. • .. .. • . . . . .. . . . . . . . . . . . . . ... . • • • • • • RbLF JENSEN i Atibb1ATES,INC. REPORT FOR •O1617Q5 ;Page 8 iFLY INDOOR SKYDIVING ; ; • • • ; ; .'Octeper'.2, 2013 NAPERVILLE, ILLINOIS • ' 000 ' • • • • • • ... • and 506.3 of the 2012 NBC for a building with' jrpeTIB corAruFtiprj for the various occupancies. . •" ' '•• • Table 1: Allowable Height and Area for Type IIB Construction Occupancy Basic Area Modified Modified Classification Height per Story Height Area per Story Business Group B 55 ft. —3 stories 23,000 ft2 75 ft. —4 stories 86,250 ft2 Mercantile Group M 55 ft.—2 stories 12,500 ft2 75 ft. —3 stories 46,875 ft2 Storage Group S-1 55 ft. —2 stories 17,500 ft2 75 ft. —3 stories 65,625 ft2 Storage Group S-2 55 ft. —3 stories 26,000 ft2 75 ft.—4 stories 97,500 ft2 The following fire resistance requirements (in hours) are for Type IIB construction as specified in Table 601 of the 2012 NBC. Table 2: Minimum Fire-Resistance Requirement Building Element Construction Type IIB Structural Frame 0 Exterior Bearing Walls 0 Interior Bearing Walls 0 Wiring Exterior Walls/Partitions Note:AN exterior walls for this facility have a 0 separation distance greater than 10 ft.) Floor CorreTuction and Secondary Members 0 Roof Construction and Secondary Members 0 Chapter 2 of the 2012 NBC defines an equipment platform as an unoccupied, elevated platform used exclusively for mechanical systems or industrial process equipment, including the associated elevated walkways, stairs, alternating tread devices and ladders necessary to access the platform. The 173 sq. ft. equipment room between the first and second floors meets this definition and is classified herein as an equipment platform serving the first floor. Since the equipment platform is normally unoccupied, neither is its means of egress required to comply with Chapter 10 of the 2012 NBC nor its enclosure is limited. Per NBC Section 505.3, the equipment platform may be considered part of the story in which it is contained and does not contribute to the building area or number of stories. The area above the third floor ceiling is classified as an attic with an equipment platform. Its occupiable area, i.e., the walkways and the Elevator Controls Room, will be limited to 2/3 of the total third floor area (1,957 sq. ft.). • •.. •.. •.. •. •. •. • • • • • • • •. • •. •• •• . •. .•RJA •.• . • • • • • • • • • • • • • • • Rblf JENStN&ASSO•CIATES,INC. REPORT FOR •�� '�T61795 ;Page 9 •iFLY INDOOR SKYDIVING ; : • • . ; : •2013•NAPERVILLE, ILLINOIS • •• • • • • • • • Access to this platform will be via a ship Iadderiorigra;irrg frgnjtile:northwest stair. . ••' •'• •• ••• •. • ••• • • C. FIRE-RESISTANCE-RATED SEPARATIONS AND ENCLOSURES The requirements for the fire-resistance rating and/or protection of the incidental use areas are as follows (NBC Table 509): 1. Laundry Rooms over 100 sq. ft.: 1-hour or protected with fire sprinklers. Note — the second floor laundry room is less than 100 sq. ft. in area; therefore, additional fire-resistance rating of the surrounding walls and doors is not required. D. FLOOR OPENINGS The three-story building contains four types of floor openings/penetrations: 1. Enclosed exit stairs which shall be protected with 1-hour fire barriers as required by NBC Sections 713.4 and 1022.2. Stair enclosures that do not extend to the bottom or top of the building shall be enclosed with 1-hour protection at the top and bottom in accordance with Section 713.11 and 713.12 of the NBC. 2. Vertical air shafts that span the height of the building on either side are protected by reinforced concrete shafts with minimum 1-hour fire-resistance ratings as required by NBC Section 713.4. 3. A vertical shaft containing the flight chamber is located at the center of the building. The portion of this shaft on the first level is separated from the first level by 1-hr fire barriers as required for shaft construction by NBC Section 713.4. Supporting construction for such barriers shall be minimum 1-hour fire-resistance rated per NBC Section 707.5.1 . The portion of this shaft on the second level is constructed of high- impact-resistance glass to meet IBA requirements. This glass is not fire resistance rated. However, closely spaced sprinklers will be installed to wet the glass surface as required in Exception 1 to Section 404.6 of the NBC to provide equivalence to 1-hr fire barriers. Although this code allowance is provided for the 1-hr fire resistance rated atrium boundaries, RJA requests the AHJ's approval for using the code provision to obtain a similar 1-hr fire resistance rating for the shaft barrier. The portion of the central shaft on the third level is not separated from this level by a fire resistance rated barrier. However, per NBC Section .• • •• • • • • •• •'• •••• • ••• • •• •• • •••• ye! RJA • • •. • • • • • • • 1417, ••• • •• •• •• •• •• • •• •• • • • • • • • • • RbLFJENSiN&ASSOCIATES,INC. REPORT FOR ••• •• ••T6170�5 - VAge 10• •iFLY INDOOR SKYDIVING : : • • . : : •'OGtdber:2, 2013 NAPERVILLE, ILLINOIS : : ••• • • • • • • : • • • • ••• • 712.1.8, a two-story opening complies .vtlihitFe toliotiicig c.citiria shall be permitted: • • "' "' .. ' • • O:• • • a. Does not connect more than two stories. b. Is not a part of the required means of egress system. c. Does not penetrate a horizontal assembly that separates fire areas or smoke barriers that separate smoke compartments. d. Is not concealed within the building construction. e. Is separated from floor openings and air transfer openings serving other floors by construction conforming to required shaft enclosures. See discussion in Section V.D.4 of this report below. Note that the shaft is visible for inspection and maintenance from the equipment platform above the third level attic. Therefore, the shaft is not considered as concealed within the building construction. 4. A stair serves the first and second floors. Per Section 1009.3, Exception 1, and Section 1016.3.1 of the NBC: Immo- a. An exit access stairway connecting only two stories is not required to be enclosed. b. Travel distances for egress purposes are measured along the path of travel of the stair. E. OCCUPANCY SEPARATION The building is considered a non-separated, mixed use occupancy per NBC Section 508.3. Separation is not required between occupancies provided the following conditions are met. 1. The occupancies are classified individually and shall comply with the code requirement applicable to their classification except for the requirements of NBC Chapter 9 where the most restrictive code requirement applies (NBC Section 508.3.1). 2. The most restrictive allowable building height and area of any occupancy present governs the maximum building height and area (NBC Section 508.3.2). • .. •.. •.. •• . . • •• • • ••RJA • iOLF JENSEN&ASSOCIATES,INC. REPORT F O R . R a g iFLY INDOOR SKYDIVING : :▪ • ' . : : .'c tbber:2, 2013 NAPERVILLE, ILLINOIS • • • • • •• • ••The iFly facility is permitted to be 3 stories, 75'ft▪ .. in:height Arid VE3,873 sq. ft. in area per floor as presented for sprinklered NtercIntire'bsciuparicres�in . . . . . . . .. Table 1 of this report. Fire barriers are not required to separate the various occupancies present within the building. F. INTERIOR FINISH REQUIREMENTS Per NBC Table 803.9, interior finishes permitted for the facility are as follows: Table 3: Interior Finish Requirements Group Exit Enclosures and Corridors Rooms and Enclosed Exit Passageways Spaces B and M B C C S C C C Table 4: Definition of Interior Finish Classes Class Flame Spread Index Smoke Developed Index A 0-25 0-450 B 26-75 0-450 C 76-200 0-450 Per NBC Section 718.5, combustible materials are not permitted within concealed spaces of Type IIB construction. Exception 3 to this section permits the presence of materials meeting the requirements of a Class A interior finish. VI. MEANS OF EGRESS APPROACH The following is the proposed egress approach for the building. A. GENERAL REQUIREMENTS The means of egress should have a ceiling height of not less than 7 ft. 6 in. (NBC 1003.2). Protruding objects are permitted to extend below the minimum ceiling height required by NBC 1003.2 provided a minimum headroom of 80 in. shall be provided for walking surfaces, corridors, aisles and passageways (NBC 1003.3.1). Protruding objects should not reduce the minimum clear width of walking surfaces as required in NBC 1003.3. Objects shall not project horizontally from either side more than 4 in. from a wall between the heights 27 and 80 in. above the walking surface, except that handrails serving • •• •• •• • • . • • • • ••• ••• •• • • •• • RJA •.• • • •.• • • s r • •• •. •• •. •• • • • • • • • • JENSEN&ASSOCIATES,INC. REPORT FOR • ••• , •I•61705 -Page 12 iFLY INDOOR SKYDIVING • •: • • : : •'Qctther:2. 2013 NAPERVILLE, ILLINOIS • • .• • • • • • • • •• stairs and ramps are permitted to protrude 4.5an.fton:the:wal:(ISIBC: 1003.3.3). • "' ••• •• • •• • .•• • • Where the change in elevation is less than 12 in., sloped surfaces shall be used. Where the change in elevation is 12 in. or more, a stair or ramp should be used (NBC 1003.5). Protruding objects shall not reduce the minimum clear width of accessible routes (NBC 1003.3.4). Walking surfaces of the means of egress shall have a slip-resistant surface and be securely attached (NBC 1003.4). Outdoor approaches shall be designed so that water will not accumulate on walking surfaces. Treads, platforms, and landings that are part of exterior stairways in climates subject to snow or ice shall be protected to prevent the accumulation of the same (NBC 1009.9.2). Egress from a room or space shall not pass through adjoining or intervening rooms or areas, except where such adjoining rooms or areas are accessory to the area served, are not a high-hazard occupancy, and provide a discernible path of egress travel to an exit (NBC 1014.2). Exit access shall not pass through a room that can be locked to prevent egress. Corridor walls are not requi ed to be protected by fire partitions per NBC Section 1018.1. B. OCCUPANT LOAD AND EXIT CAPACITY The occupant load for each floor should be calculated using the maximum floor area allowances per occupant for the applicable spaces within the building (NBC Table 1004.1.1). Occupant load should be calculated based on the maximum floor area allowances per occupant or the actual number of occupants for whom each occupied space, floor, or building is designed, whichever is greater (NBC Section 1004.1). See Table 5 below. Table 5: Occupancy Load Factors Occupancy Factor(sq. ft/occupant) Storage/ Mechanical Rooms (S-1/S-2) 300 gross Assembly(unconcentrated) 15 net Locker Rooms 50 gross Offices(B) 100 gross Mercantile on Grade Floor(M) 30 ross Mercantile on Other Floors •1 gross The exit capacity for each floor should be calculated based upon the exit component capacity factors shown in Table 6 below (NBC Section 1005.1). The width of an exit component should be wide enough to provide sufficient exit capacity for the calculated occupant load but not less than the minimum PJA 0 0 ,, ROLF JENSEN i ASSOCIATES,INC. REPORT FOR „161705 - Page 13 iFLY INDOOR SKYDIVING ;; C"ctcber2, 2013 NAPERVILLE, ILLINOIS width prescribed by the Code Sections that goyerni,that parti'yu4aF Eixi4 component. ° •1 1 1 • I• 4 .1 •1 • • •s Table 6: Exit Capacity Factors Stairways (inches/person) Doors, Ramps & Other egress components (inches/person) 0.3 0 2 C. NUMBER OF EXITS AND EXIT DISCHARGE Every story should be provided with a minimum of two (2) approved independent exits where the occupant load is less than 500 people (NBC 1021.1). Additional exits per floor may be required based on travel distance. Two (2) means of egress should be provided from any room or space in a Group S occupancy with an occupant load exceeding 29 people and Group B Business and M Mercantile with an occupant load exceeding 49 people (NBC Table 1015.1). In addition, two (2) means of egress should be provided from any room or space where the common path of travel is exceeded. The common path of travel is the travel distance to a point where occupants have independent access to two (2) exits. The maximum common path of travel distance is 75 ft., except for Use Group B and S rooms and spaces that are provided with an automatic sprinkler system where it is 100 ft. (NBC 1014.3). Where more than one exit or exit access doorway is required, the exit access shall be arranged such that there are no dead ends in corridors more than 20 ft. (Group A Occupancy) or 50 ft. (Group B and S Occupancies) in length, or the length of such dead end corridor shall be less than 2.5 times the width (NBC Section 1018.4). Where two (2) exits or exit access doorways (means of egress) are required, the exit doors or exit access doorways shall be placed a distance apart equal to not less than one-third of the length of the maximum overall diagonal dimension of the building or area to be served measured in a straight line between exit doors or exit access doorways (NBC 1015.2.1, Exception 2). Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 ft. from the nearest visible exit sign (NBC 1011.1). The exit discharge shall provide a direct and unobstructed access to a public way (NBC 1027.5). If access to a public way cannot be provided the following conditions shall be provided: • •. •. •• • . • • • • • •.• ••• •• • •• •• ••PJA ••• . • •• • • • • • . • • • • • • • • ROLF JENSEN&ASSOCIATES,INC. REPORT FOR • ••• • •,T6171 5 -Page 15 iFLY INDOOR SKYDIVING : : ••' . : : .'Ocfobei�Q 2013•NAPERVILLE, ILLINOIS ••. . . . . . . . • ••• ••• ••• • . •• •• The maximum door opening force for interior glde-gwipglnp tor I/i$iout closers shall not exceed a five (5) pound force:(NBC i3F fq;other side swinging, sliding and folding doors, the maximum door opening forces are as follows (NBC 1008.1.3): • Latch release —15 lbs. • Set in motion —30 lbs. • Swing fully open —15 lbs. When opening, egress doors should not reduce the width of landings, aisles, corridors or passageways to less than one-half of the required width; when fully open the door should not project more than 7 in. into the required width (NBC 1008.1.6). Projections into the clear opening width of a door shall not be less than 34 in. (NBC 1008.1.1.1). Projections 34 to 80 in. above the floor or ground shall not exceed 4 in. (NBC 1008.1.1.1). Doors in series should have a space between them of at least 48 in. plus the width of the door swinging into the space, when measured in the closed position (NBC 1008.1.8). Doors in series should swing in the same direction or away from the space between the doors (NBC 1008.1.8). A landing, of the same elevation, is required to be provided on each side of a door (NBC 1008.1.6). A door threshold should not exceed 0.5 in. (NBC 1008.1.7). Doors, handles, pulls, latches locks and other operating devices shall be installed at 34 to 48 in. above the finished floor (NBC 1008.1.9.2). All egress doors should be readily operable from the side from which egress is made without the use of a key or special knowledge or effort (NBC 1008.1.9). Special locking arrangements in accordance with NBC 1008.1.9.3 and access-controlled egress doors installed in accordance with NBC 1008.1.9.8 are permitted. Manually operated flush or surface bolt locks are not permitted to be installed on egress doors (NBC 1008.1.9.4). F. STAIRWAYS Exit stairways are required to be enclosed by a minimum 1-hour rated fire barrier as they connect less than four(4) stories (NBC 1022.2). The top and bottom of the stair enclosures will be enclosed by 1-hour fire barriers in accordance with Section 713.11 and 713.12 of the NBC. Interior exit access • . • •.. .. •• • •• . •.•• • . . •. . •• •. • • • • ••JJRJA . . •• ... . •• • •• • • • GOLF JENkEN&ASSSCIATES,INC. REPORT FOR T617Q5 -•Pge 16 iFLY INDOOR SKYDIVING : :• • • • : : .• Ocrdbet2, 2013 NAPERVILLE, ILLINOIS • • • • • • • • • . . .• ••• • stairways serving only the first and second stores pf 9 buildbg•• •• nbt required to be enclosed per Exception 1 to Senor:10119.31 t ie r t provided that the travel distance is measured along the stair in accordance with Section 1016.3.1 of the NBC. Openings in exit enclosures other than unprotected exterior openings shall be limited to those necessary for exit access to the enclosure from normally occupied spaces and for egress from the enclosure (NBC 1022.5). The minimum width required for a stair is 44 in. (NBC 1009.4). The maximum headroom height within a stair is 80 in. (NBC 1009.5). The maximum height between stair landings is 12 ft. (NBC 1009.10). The minimum dimension of landings and platforms should be at least the required width of the stairway (NBC 1009.8). The landing dimension in the direction of travel is not required to exceed 4 ft. when travel from one flight to the next flight is a straight run. Landings shall have a width equal to the width of the stair or a door opening onto a landing, whichever is greater. In the direction of travel the landing length should be 44 in. minimum. Doors opening onto landings shall not reduce the landing width by more than one-half (NBC 1009.8). Fully opened doors on landings should not reduce the width by more than 7 in. The treads of stairs are required to have a minimum depth of 11 in. Stair risers are required to have a minimum height of 4 in. and maximum height of 7 in. (NBC 1009.7.2). Stair tread and riser dimensions should be uniform. The tolerance between the largest and the smallest tread or riser should not exceed 3/8 in. in any flight of stairs (NBC 1009.7.4). Openings and penetrations, except for those necessary for the purpose of the exit access stairways, shall not be permitted (NBC Sections 1009.3.1.4.1 and 1009.3.1.5.1). G. RAMPS The minimum width of a ramp is 44 in. (NBC 1010.6.1). The clear width between handrails should not be less than 36 in. In the direction of egress travel the ramp should not reduce in width (NBC 1010.6.3). The minimum landing length should be 60 in. (NBC 1010.7.3). The minimum headroom should be 80 in. (NBC 1010.6.2). The slope of a landing should be 1 to 48 in any direction, and change in floor level of the landing is not permitted (NBC 1010.7.1). • ••. ••. ••• •. •• •• • •••• • • •• • •• RJA • • • . . .• •• • . •• • • • • • • • • ROLF JENSEN&ASSI5CIATES,INC. REPORT FOR ••• • T61705 -•P�ge 17 •iFLY INDOOR SKYDIVING • • • • •QctQbet2, 2013 NAPERVILLE, ILLINOIS • •• .': ••• • • • • :•• • •• ••• • The maximum slope of a means of egress ra iro sl�ouf�'b� � ti.12;(I1BC 1010.3). Ramps that are not used as a means of egress may Itd~Ie:1fil8pe bf:1 to 8. The cross slope of a ramp shall not exceed 1 to 48•(NYC 1010.33. •Ramps should have slip-resistant surfaces (NBC 1010.8.1). The maximum rise of a ramp between landings should be 30 in. (NBC 1010.5). Where changes in direction of travel occurs at landings between ramp runs the landing shall be 60 in. by 60 in. minimum (NBC 1010.7.4). H. HANDRAILS Continuous handrails are required on both sides of all stairs and ramps with a vertical rise between landings of more than 6 in. (NBC 1009.15, 1010.9). Intermediate handrails are required so that all portions of the required width of the stairs are within 30 in. of a handrail (NBC 1012.9). Handrail height should be between 34 and 38 in. measured vertically above the finished floor (NBC 1012.2). Handrails with a circular cross section shall have an outside diameter of at least 1.25 in. and not greater than 2 in. or shall provide equivalent graspability. If the handrail is not circular, it will have a perimeter dimension of at least 4 in. and not greater than 6.25 in. with a maximum cross-section dimension of 2.25 in. Edges shall have a minimum radius of 0.01 inch (NBC 1012.3.1). Handrails between runs of stairs should be continuous around newel posts or other obstructions (NBC 1012.4). Handrails shall return to a wall, guard, or the walking surface or shall be continuous to the handrail of an adjacent stair flight or ramp run. Where handrails are not continuous between flights, the handrails shall extend 12-inches beyond the top riser and continue to slope for the depth of one tread beyond the bottom riser (NBC 1012.6). Handrails should not project more than 41/2 in. into the required width of stairs (NBC 1012.8). NBC Section 1012.7 requires that a clear space between a handrail and a wall or other surface shall be a minimum of 1.5 in. EXIT SIGNS AND LIGHTS 1. In all buildings, rooms or spaces required to have more than one (1) exit or exit access, all required means of egress should be indicated with approved signs reading EXIT (NBC 1011.1). • • •• •S. •• •• •• •• ••• ••• • • • •• • •• • • •• • ••qPJA . . . •• • • • • • • •.• • •• • • • ••• • • • • ROLF JENUN i AiIZC1ATE:,INC. REPORT FOR ••• •••61705 -•Poge 18 •iFLY INDOOR SKYDIVING : : • • . : : .• Qcidbet2, 2013 NAPERVILLE, ILLINOIS • • • • • • • • •• •• • • •• • • • • • • • • ••• • ••. ••• • • •• •• • • • •• • • • • • • • 2. Exit signs should be located at exit doots or:extt'ActIA4breV so as to be readily visible; no point in an exit access corridor s'ourd be more than 100 ft. from an exit sign (NBC 1011.1). 3. The size, color and illumination of exit signs should conform to NBC 1011.5 or 1011.6. 4. Exit signs should be illuminated by a source providing not less than 5 foot-candles at the illuminated surface (NBC 1011.6.2). 5. Exit signs shall be connected to local batteries to assure continued illumination for at least 90 minutes in case of primary power loss (NBC 1011.6.3). J. MEANS OF EGRESS LIGHTING 1. All means of egress should be equipped with artificial lighting facilities to provide 1 foot-candle intensity floor lighting continuously during the time that conditions of occupancy of the building require that the exits be available (NBC 1006.2). 2. Means of egress lighting shall be connected to local batteries to provide power for a minimum of 90 minutes (NBC 1006.3). K. AREAS OF REFUGE Per requirements of the 2012 NBC Section 1007.1, when more than one (1) means of egress is required from an accessible space (See requirements in Section for Number of Exits and Exit Discharge above), each accessible portion of the space shall have not less than two (2) accessible means of egress constructed in compliance with Section 1007.2. Additional landing area at each required egress stair shall be provided to accommodate areas of refuge (Illinois Accessibility Code). Each area of refuge shall be sized to accommodate one wheelchair (30 in. by 48 in.) for each 200 occupants based on the occupant load of the area of refuge and areas served by the area of refuge (NBC 1007.6.1). Such wheelchair space shall not reduce the required egress width. The areas of refuge shall be separated from the remainder of the floor by a smoke barrier and provided with a two-way communication system (NBC 1007.6.2 and 1007.6.3). . .. .• •• • • • • •• • • • • • 1 RJA • • •• '• ' • • • • • ••• • • •• • • • • . . . . . . • . . . . ' ' ' ' ' ?KM JEPI�EN&ASIShCIATES,INC. REPORT FOR •.� •T617Q5 -•Ppge 19 iFLY INDOOR SKYDIVING : : ' ' . : : •• QctBbe-.2, 2013 NAPERVILLE, ILLINOIS • •• •'• •• •• • • • • • • • • • • • • • • • • • ••• • L. ELEVATOR CAR TO ACCOMMODATE AMA JLA}JCeCTIltE i-Irl • • •.• ••• •• • • Section 3001.1 of the 2012 NBC requires at least one elevator in buildings of two or more stories in height be provided for fire department emergency access to all floors. This elevator car shall be sized and arranged to accommodate a 24 in. by 84 in. ambulance stretcher in the horizontal, open position, and shall be identified by the international symbol for emergency medical services (star of life). The symbol shall not be less than 3 in. inches high and shall be placed on both sides of the hoist way door frame. VII. FIRE PROTECTION SYSTEM APPROACH A. AUTOMATIC FIRE SPRINKLER SYSTEM Per NBC, Sections 903.2.1.6 and 903.2.7, an automatic sprinkler system shall be provided throughout buildings containing groups B, M, and/or S occupancies where one of the following conditions exist: 1. Where a group B, M, and/or S fire area exceeds 5,000 square feet. 2. Where a group B, M, and/or S fire area is located more than three (3) stories above grade plane. 3. Where the combined area of all use group fire areas on all floors, including any mezzanines exceeds 5,000 square feet. All valves controlling the water supply for the sprinkler system are required to be electronically supervised by a listed fire alarm control unit (NBC Section 903.4). Sprinkler protection shall be provided throughout the building with the following exceptions: 1. Vertical shafts serving the simulator equipment. • The two large concrete vertical shafts on the north and south sides of the building are non-accessible mechanical shafts of non-combustible construction. NFPA 13 Section 8.15.2.1.2 permits omission of sprinklers within such shafts. • The central shaft, which includes the flight chamber and flight chamber staging area is accessible with noncombustible surfaces. The shaft materials in the vertical portions of the freefall simulator • •. ••• fie • • •• •• ••• • • •• • • 1PJA • • •. ••. • • • • • • • •.• •• • ••• • •• •• •• • • • • • • • • • • • • • • • IIOLF JEIZ$EN i •AisOCIATE$,INC. REPORT FOR • ••• • ••T617Q5 .Page 20 iFLY INDOOR SKYDIVING : : • • . : : .• Octbber.2, 2013•NAPERVILLE, ILLINOIS • • ••• •• • . • . . . • . . .• • • meet the requirements for a Class A:int ;rribr:fiOiS i. NFPA 13 Section 8.15.2.1.2 permits omission Of sp Irwi*r9 i� iyeh shafts provided a single sprinkler is installed at the bottom of the shaft. Per the NFPA commentary, the sprinkler is required because "trash and other material can potentially collect at the bottom of the shaft". As the freefall simulator spaces must be kept free of foreign materials and debris in order for the freefall simulator to properly function, the probability of combustible debris collection is minimized. This specific scenario negates the need for sprinkler protection at the bottom of each shaft. 2. Within the equipment on the third floor equipment platform. The freefall simulator equipment within the mechanical penthouse is protected from above (and below equipment greater than 4 ft. in width where proper clearance exists) by the building's fire sprinkler system, the codes adopted by the City of Naperville contain no provisions specifically requiring sprinkler protection within the system as it does not convey hazardous materials (NFPA 13 Section 8.15.12 and NBC Section 903.2.11.4). 3. Within the crawl space. Sprinkler protection may be omitted from concealed spaces of noncombustible and limited-combustible construction with limited access and not permitting occupancy or storage of combustibles (NFPA 13 Section 8.15.1.2.2). The space is of noncombustible construction, and storage or debris build-up within the crawl space would disallow use of the freefall simulator. 4. Other spaces where sprinkler omission is normally allowed by NFPA 13. B. STANDPIPE SYSTEM The building is required to be provided with a Class I standpipe system as the floor level of the highest story is three stories with 25-foot corridors in length (NBC Section 905.3.1 and its Exception 1). Hose connection should be provided in every required egress stairways at the intermediate floor level landings between floors (NBC Section 905.4). All control valves shall be supervised in the open position so that a change in the normal position of the valve will initiate a supervisory signal at the central station (NBC Section 905.9). Up to Class C interior finish interior finish is permitted in both sprinklered and non-sprinklered business occupancies of non-combustible construction per NBC Sections 603.1(7)and 803.9, and the commentary to NBC Section 801.6 implies that Class A interior finish materials are permitted in spaces required to be noncombustible. • •. •••• •••• •• • ••• •• •• •• • • • ••• 1JA : : : : • • .. ROLF JENSEN&ASfOCIATIS,INC. REPORT FOR . :•: •;r•661/45 •Pgge 21• •iFLY INDOOR SKYDIVING : : ••: •• Octl.Sbet2, 2013• • NAPERVILLE, ILLINOIS • ••• ••• • • •• •• • C. FIRE ALARM SYSTEM • • • The building is required to be provided with a manual fire alarm system as it has a mercantile and business occupant load of more than 100, per NBC Sections 907.2.2 and 907.2.7. Manual fire alarm boxes are not required to be installed where alarm notification appliances activate upon sprinkler water flow in a fully sprinklered building (NBC Section 907.2); however, a minimum of one manual fire alarm box shall be provided in an approved location. Second floor walls to the flight chamber are transparent glass; therefore, employees and participants within the chamber can receive visual notification signals via second floor appliances as required by NFPA 72, and they shall be able to see exit signage leading to the nearest exits. Fans controlling the freefall simulator shall be interlocked with the fire alarm system such that fan shut down shall occur upon fire alarm activation. Shutdown shall be gradual, lowering occupants to the second floor level within 5-10 seconds of fire alarm activation, at which point the occupants will be within the visual coverage area of the fire alarm system. Audible notification coverage in addition to those appliances provided for the flight chamber staging area will not be provided. Coverage shall be designed to provide sound pressures of at least 15 dBA above ambient within the flight chamber when the freefall simulator is off. Ambient sound levels within the flight chamber will exceed 95 dBA when the simulator is in operation; therefore, NBC Section 907.5.2.1.2 requires only visual notification coverage be provided. If you have any questions regarding the information outlined above, please do not hesitate to contact us. ROLF JENSEN & ASSOCIATES, INC. Texas Registered Engineering Firm F-2107 Prepared by: Reviewed by: Chi T. Do Amy L. Porter CTD/ALP/ctd T61705-RP iFLY Indoor Skydiving Naperville Code Summary Report 20131002-DRAFT jl 2C)IC - D° A•. •• • • • • • •• • • • • • • • • • • • • • • •• .• • • • • • ..• •• • . . • 10EIVEP• ••• • ••• ..•• : •• OCT 9 2014• •••• •• .• •. • •:• 1 YOFTIGARD• ON ••• 19�A� • • To Build On •: :Egglweerfig•Consulting•Testing • • • • • • • •• OFFICE COPY GEOTECHNICAL ENGINEERING REPORT iFly Lease Line Exhibit 10855 SW Greenburg Road Tigard, Oregon 97223 PSI PROJECT NO. 0704683 January 22, 2014 Prepared for: SkyVenture, LLC 6034 West Courtyard Drive Suite 135 Austin, Texas 78370 Prepared by: Professional Service Industries, Inc. 6032 North Cutter Circle, Suite 480 Portland, Oregon 97217 r N • •• •• •• •• •• • •• •• • • •• •O Information • • •• •• • •• • • • • •. • •• • • • • • • • • • • • •■ ToBuildOn • • • • • • Xiglneering•Consulting•Testing • • •• • ••• • ••• • • • • • • • •• • • • • • • • •• •••••• •• •• • . • • • •. • •• • •• • • •••January 22, 2014 •• • • SkyVenture, LLC '•• ••• •• •'• • 6034 West Courtyard Drive • • . • . Suite 135 • "' Austin, Texas 78370 Attention: Mr. William Adams Subject: Geotechnical Investigation Proposed iFly Lease Line Exhibit 10855 SW Greenburg Road Tigard, Oregon PSI Report No. 0704683 Professional Service Industries, Inc. (PSI) is pleased to submit a report of our geotechnical investigation for the proposed iFly Lease Line Exhibit located at 10855 SW Greenburg Road. Tigard, Oregon. This report summarizes the work accomplished and provides our recommendations for design and construction of the proposed project. PSI performed the requested geotechnical investigation services in general accordance with our agreement dated October 14, 2013. Based on the results of our field investigation, laboratory testing and engineering analysis, the proposed site is suitable for the construction of the proposed improvements from a geotechnical standpoint, provided the recommendations of this report are followed. Recommendations regarding the geotechnical aspects of project design and construction are presented in the attached report PSI appreciates the opportunity to contribute our services and looks forward to working with you during design and construction of this project. Please contact the undersigned directly if you have questions pertaining to this project. Respectfully Submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. ts0 PROffr �r `A, , '1 j� ?3 � � 0 ON w � . �`` EXF;RzS: 1I7 Tyler K Bernius Britton W. Gentry, PE GE Project Engineer Principal Consultant Professional Service Industries.Inc 6032 North Cutter Circle Suite 480 Portland OR 97217 Phone(503)289-1778 Fax(503)289-1918 Proposed iFLY Lease Line Professional Service Industries,Inc. eTi g ard,Oregon • •• •• •• • Etirterjrlg{Cgrysulting•Testing PSI Project No.0704-683 • • ••' ••' • • • • • • •Janua ry 22,2013 ••• • • •• • • • • • • • • • • • • •• Page I Table of Contents • •• • ••• • ••• • • • • . • • • •• • • • • • 1. PROJECT DESCRIPTION • • ••• • 2 2. SITE DESCRIPTION ••• • 2 2.1. GENERAL 2 2.2. TOPOGRAPHY '•• ••• • • 2.3. GEOLOGY • • • • 2.4. LOCAL FAULTING AND SEISMIC DEmGN•VALUES• •• ' •• 3 2.5. SUBSURFACE CONDITIONS 4 2.6. GROUNDWATER 5 2.7. LIQUEFACTION POTENTIAL 5 3. CONCLUSIONS AND RECOMMENDATIONS 6 3.1. GENERAL 6 3.2. SITE PREPARATION 6 3.3. STRUCTURAL FILL 7 3.4. UTILITY TRENCH EXCAVATIONS AND BACKFILL 7 3.5. EXCAVATION AND SHORING 8 3.6. SHORING CRITERIA 8 3.7. TEMPORARY SLOPES 9 3.8. SHORING MONITORING 9 3.9. FOUNDATIONS 9 3.10. SETTLEMENT 10 3.11. FLOOR SUPPORT 10 3.12. RETAINING WALLS 11 3.13. SEISMIC EARTH PRESSURE 12 3.14. DRAINAGE 12 3.15. PAVEMENT 12 4. DESIGN REVIEW AND CONSTRUCTION MONITORING 13 5. REPORT LIMITATIONS 13 FIGURES Figure 1 — Site Vicinity Map Figure 2 — Site Exploration Plan Figure 3 — Footing Overexcavation Detail Figure 4 — Retaining Wall Earth Pressures Figure 5— Surcharge-Induced Lateral Earth Pressures Figure 6 —Wall and Slab Drainage Details APPENDIX A Field Exploration Program Laboratory Testing Program General Notes Soil Classification Chart Boring Logs (Figure 1A to 3A) CPT Probe Logs (Figure 4A to 10A) APPENDIX B Groundwater Level Monitoring Well (Bigure 1B) Proposed iFLY Lease Line Professional Service Industries,Inc. 4iTigard,Oregon • •• •• •• •Enginaeripg•rossulting•Testing PSI Project No.0704-683 • • •• •• • • • • • :January 22,2013 ••• • • •• • • • • • • • • • • • • • Page2 • • • • • • • •• 1. PROJECT DESCRIPTION • •• •• ••• •• •••• • • • • • • • •• • • • • • • PSI understands the construction is commercial type building:stsue i re hoLisinispe alized vertical wind tunnel equipment for indoor skydiving. The building will consists of three occupied levels and a roof above grade and one basement level approximately 17 feet• belovi•grQd •IV total building is approximately 8,700 square feet and the building occupies a footprint;rf:appiob'rca:ely 42 by 110 feet •with concrete basement walls, precast building walls, and steel °framed floors and gravity columns. Typical column point loads are up to 350 kips, while the distributed wall loads of up to 9.5 kips per foot. We anticipate that site work will include new concrete walkways, curbs, asphaltic concrete and Portland cement concrete paving and landscaping. 2. SITE DESCRIPTION 2.1. General The project site is located in a commercial area approximately 500 feet northwest of the intersection of SW Greenburg Road and the southbound off ramp of the Beaverton Tigard Highway in Tigard, Oregon. Based on review of aerial images and our onsite investigation, we understand the proposed site is currently used as parking lot and recreational vehicle storage. The site is bordered on the south by a commercial building, on the west by another commercial building, on the east by a drive lane followed by the off ramp of the highway, and on the north by a storage facility accessed by the drive lane east of the proposed site. 2.2. Topography Our review of available topographic information indicates that the proposed site is located in a relatively flat lot. Based on a review of the site survey information provided, elevation at the site is about 170 feet above mean sea level (MSL) throughout the property. Outside the general vicinity of the site, the land slopes upward towards the highway and SW Greenburg Road. The ground surface is generally flat to northwest and southwest. 2.3. Geology Based on a review of available geologic literature, the site is mantled with the fine-grained facies of the Missoula Flood Deposits consisting of bedded silt and fine sand with occasional layers of clay, and lenses of fine-to-medium sand with gravel. This soil layer ranges in thickness from 50 to 250 feet (Madin, 2004) in the general area. The project site is listed in a zone of High Earthquake hazard, according to the Oregon Department of Geology and Mineral Industries' (DOGAMI) IMS-1 (Mabey et al, 1997). The site is located within The Tualatin Valley geomorphic province that is a tributary of the Willamette River which forms a basin between the Cascade Range and the Coast Range. This basin may be a pull-apart basin in the forearc geomorphology of the Cascadia subduction zone, essentially forming a basin similar to the "Great Valley" basin in central California. Approximately 13,000 to 15,500 years ago, a series of catastrophic glacial outburst floods caused by the repeated failure of the ice dams Proposed iFLY Lease Line Professional Service Industries,Inc. 1 °Tigard,Oregon • •• •• •• 'En4in�'eriyg.ror.suiting• Testing PSI Project No. 0704-683 • • •• •• • • • • : �lanuary 22,2013 •• • • •• Page3• • • • • • • • •• that impounded glacial Lake Missoula deposited large amounts of sediment within the Tualatin Valley. Fill was encountered during our exploration whi a':b • •Y ttae'+Oev�lo ment of the Y� 9 P �' I� Y 5 �� 4 P• aforementioned existing development. Most of the fill consist Hof grOv8l.With.larpnb amounts of occasional sand interbeds and little or no fines. The project site is mapped in fine-grained facies of catastrophic flood deposits consisting of coarse (mafic origin):to.flge.Sartd.(ars>ic origin) with a • • • • • • • • . thickness of approximately 80 feet at which point conglomergtes of th2,Tt'�St2tcf,�1e lotmation would be • ••• • • encountered. The fine-grained facies were deposited in a lacustrine environment and are described as coarse sand to silt deposited in 1 to 3-foot thick, complex, poorly-defined beds. The Troutdale Formation is described as conglomerates consisting of well-rounded pebbles and cobbles of basalt and quartzite with interbeds of sandstone and mudstone. 2.4. Local Faulting and Seismic Design Values The project site is mapped as a High Earthquake Hazard, according to the Relative Earthquake Hazard Map of the Portland Metro region'. The Tigard, Oregon area is subject to seismic events stemming from three potential sources: The Cascadia Subduction Zone at the interface between the Juan de Fuca plate and the North American plate, intraslab faults within the Juan de Fuca plate, and crustal faults in the North American plate. Maximum magnitude for a Cascadia event is expected to be in the range of 8.5 to 9.0 Richter scale magnitude. This is based on Geologic evidence of past events along the coasts of Oregon and Washington and not from any historical records. Known and inferred faults in the region have been characterized by the United States Geological Survey (USGS) and the Oregon Department of Geology and mineral Industries (DOGAMI). The closest mapped Quaternary faults to the project site are the Oakfield Fault, The Beaverton Fault Zone, and the Helvetia Fault. The Oatfield fault is a northwest-striking fault running northwest to southeast. The fault may be part of the Portland Hills-Clackamas River structural zone. The Oatfield fault is primarily mapped as a very high-angle reverse fault with apparent down-to-the-southwest displacement, but a few kilometer long reach of the fault with down-to-the-northeast displacement is mapped in the vicinity of the Willamette River. The effective length of the fault is approximately 18 miles and the slip rate is less than 0.2 mm/year. No fault scarps on surficial deposits have been described, but exposures in a light-rail tunnel showing offset of Boring Lava across the fault indicates the most recent prehistoric deformation took place in the Quaternary (Personius, 20022). The Beaverton fault zone is an east-west-striking fault running east to west. The fault trace is buried by a thick sequence of sediment deposited by the Missoula floods, but offsets middle Pleistocene and possibly younger sediments in the subsurface. The effective length of the fault is approximately 10 miles and the slip rate is less than 0.2 mm/year. The most recent prehistoric deformation took place in the middle to late Quaternary (Personius, 20022). M.A. Mabey et.al., Relative Earthquake Hazard Map, State of Oregon, Department of Mineral Industries, Map IMS-1, 1997 Personius, S.F., Compiler, 2002 Quaternary Fault and Fold Database, United States Geological Survey. Proposed:FLY Lease Line ProfessionaliSery{FeIndustries,Inc. 1-*Tigard,Oregon • " " •• gi e• i>.g•Fontulting•Testing PSI Project No.0704-683 • • •• •• • • • • ••• nua,�a ry 22,2013 ••• •• •• •• • • • • • • • • • •• •:••• Page 4 • • • • • • • The Helvetia fault is a northwest-striking fault running northwest to southeast. The fault forms part of • •. • ••• • ••• the northeastern margin of the Tualatin basin in northwest -n•Ore,gdn: Tee effective•length of the • • ••• • • • • fault is approximately 4 miles and the slip rate is less thatl•0.2.fim/7aar...1C/lost•®f the fault trace is covered by a thick sequence of silty sediment deposited by the Missoula floods which may bury evidence of pre-latest Quaternary displacement. The most 14eerirprehistoricTefc ation took place•in the Quaternary (Personius, 20022). ••• •• ••• •• • The contribution of potential earthquake-induced ground motion from all known sources, including the fault described above, are included in the probabilistic ground motion maps developed by the USGS. Design data seismic site characterization and design recommendations based on USGS mapping and analysis are implemented in the 2009 International Building Code and the 2010 Oregon Structural Specialty Code. Risk targeted Design parameters are also provided for the 2012 IBC. Based on the results of our explorations (described below) the seismic soil profile beneath the site conforms to the characteristics of Site Class "D". Seismic design values for the project site are provided in Table 1 below. TABLE 1: SEISMIC DESIGN PARAMETERS-IFLY LEASE LINE (45.4434N,-122.7794W) SITE CLASS D Ss S, Sus Sul SE's SDI Fa Fv 2009 IBC and 2010 Oregon Structural 0.945 0.340 1.060 0.585 0.707 0.390 1.122 1.720 Specialty Code 2012 IBC 0.975 0.424 1.082 0.669 0.722 0.446 1.110 1.576 Notes: Ss =0.2 sec Mapped Spectral Acceleration S1 = 1.0 sec Mapped Spectral Acceleration Fa=Short Period Seismic Design Factors Fy=Long Period Seismic Design Factors SMS=The maximum considered earthquake spectral response for short period=Fa Ss SM1 =The maximum considered earthquake spectral response for 1-second period=F,51 SDS=Design spectral response acceleration for short period=2/3 SMS SDI=Design spectral response acceleration for 1-second period=2/3 SM1 2.5. Subsurface conditions Subsurface materials and conditions were investigated on January 3 and 6, 2014 with three CPT soundings designated as CPT-1 through CPT-3. On January 6, 2014 three soil borings designated B-1 through B-3 were completed. The CPT's were pushed approximately 24 to 461/2 feet below the existing ground surface, while the soil borings were drilled to depths of approximately 11% to 41% feet below existing grade. A groundwater level monitoring well was installed with slotted PVC pipe from 23 to 33 feet below the ground surface in Boring B-1. The approximate locations of the CPT's and borings are shown on Figure 2. In general, the soils under the proposed building areas consist of interlayerd medium stiff to very stiff silt, sandy silt, and silty sand soils underlain by a stiff to very stiff clay and silty clay at a depth of approximately 35 to 45 feet. CPT-1 encountered very dense/stiff Proposed iFLY Lease Line Professional iFer4e Industries,Inc. (.b Tigard,Oregon • •• •• • e• ing•E•onsulting• Testing PSI Project No.0704-683 • • •• •• • • • • • .Zanuary 22,2013 ••• • • •• • • • • • • ••• •• • Page5 • • • • • • soils at a depth of approximately 45. Logs of the subsurface explorations and laboratory testing • •• • ••• • •.. program for this study are discussed in Appendix A. : used.to:describe material • • •• • • • • • encountered in the borings are defined in the General Not, s.••The fesult•af the:gromndwater level monitoring well is provided in Appendix B. A description of the soils as they were encountered from the ground surface is provided below. •••• ••• • '• •• •• • • • • ••• ••• •• • • • • • • • • • • • • 1. FILL. Fill soils were encountered in the soil boringg grid CPT• locat oris to a depth of approximately 11/2 feet. The fill consisted of dense gravel and cobbles with some organics and cobbles. 2. SILT/Sandy SILT/Silty SAND. The 1'/2 feet of fill is underlain by brown and gray silt, sandy silt, and silty sand soils. In the upper 10 feet the N-Values range from 5 to 15 and sleeve friction on the CPT's of 0.5 to 1.0 tons per square foot (tsf), which indicate these silt soils have medium stiff to stiff consistency. Moisture contents of the silt in the upper 10 feet range from approximately 24 to 32 percent. From 10 feet to approximately 40 feet the N-Values range from 13 to 30 blows per foot and sleeve friction on the CPT's of approximately 1-2 tsf indicating these silt soils have a very stiff consistency. Moisture contents of the silt range from 28 to 40 percent. 3. CLAY. Based on soil behavior type in CPT-1 the silts are underlain by a clay section at a depth of approximately 30 to 45 feet with a sleeve friction from 1 to 3 that indicates relative consistency of a very stiff to hard soil. 4. SAND. CPT-1 encountered dense sand at a depth of approximately 45 feet, which resulted in tip refusal. 2.6. Groundwater The Estimated Depth to Ground Water and Configuration of the Water Table in the Portland, Oregon Area3 indicates that the water table is approximately 2 to 5 feet deep at the site. Our investigation encountered groundwater at a depth of approximately 2 to 3 feet based on our pore pressure dissipation results and groundwater monitoring well. The groundwater varied by 14 inches throughout the week of measurements due to precipitation. 2.7. Liquefaction Potential A liquefaction hazard assessment for the site has been completed. Liquefaction is a mechanism by which loose, saturated, granular materials, such as sands and low-plasticity silts, temporarily lose strength during and immediately after a seismic event. Liquefaction occurs when saturated granular soils are subjected to cyclic loading, which distorts the soil structure and causes loosely packed groups of particles to collapse, increasing porewater pressure in the soil mass. As pore water Snyder, D.T., U.S Geological Survey Scientific Investigations Report 2008-5059, Estimated Depth to Ground Water and Configuration of the Water Table in the Portland, Oregon Area, Prepared in cooperation with City of Portland,the City of Gresham, Clackamas County's Water Environment Services, and Multnomah County Proposed iFLY Lease Line Professi onallervjce Industries,Inc. (0 Tigard,Oregon • •• •' •• I ginee-ins•Consulting•Testing PSI Project No. 0704-683 • • •• •• • • • • f nuary 22,2013 ••• • • •• • • • • • • • • • • ••• ••• Page 6 • • • • • • pressure increases, the soil begins to lose strength and may even behave as a viscous liquid in the most extreme cases. As strength is lost, there is an increased•riSk•o: ssttle�nent,:an:d•an increased • • t • • • • • • risk of lateral spreading and/or slope instability on sloping sReS. •.' •.• ••• •• The site is mapped as "high" risk for liquefaction. Based on our analyses of the field investigation ••• ••• • • •• .. and laboratory results we estimate that settlement will be Iess:har:1 lei w e ajov earthquake. • • • ••• • • 3. CONCLUSIONS AND RECOMMENDATIONS 3.1. General The subsurface explorations indicate that the site is mantled with silt and silty-sand and underlain by interbedded sand, silt and clay alluvial soil, underlain by very stiff fine-grained soil. Groundwater was encountered at depth ranging from 2 to 3 feet across the site. In our opinion, the proposed structure can be supported with conventional spread footings. The primary geotechnical considerations at the site will be, site grading and the moisture sensitive nature of the near surface soils, the presence of a shallow groundwater or perched water table, and shoring and dewatering for the 17 foot deep excavation for the below grade structure. 3.2. Site Preparation The subcontractor must use care to protect the subgrade from disturbance by construction traffic particularly during wet weather. Permanent cut and fill slopes should be limited to 2H:1V or flatter to minimize erosion and the risk of slope instability. Construction during the wet season will require the use of working blankets and haul roads constructed of imported granular material to provide equipment support and protect the underlying subgrade. Relatively clean (i.e., less than about 5% passing the No. 200 sieve, washed analysis), coarse-graded fragmental rock, such as 4-inch-minus crushed rock, capped with a leveling course of relatively clean, finer-graded rock, such as 3/4-in.-minus, works well for this purpose. The total required thickness of granular material is typically 24 in. for truck haul roads and 12 to 18 in. for areas of light construction activities subject to limited truck traffic. The rock thickness may be reduced by using a combination of crushed rock. We recommend the use of a geotextile fabric between the granular material and the underlying subgrade as a separation to limit the movement of fines into the crushed rock. The use of a fabric tends to reduce maintenance of working blankets or haul roads during construction. It has also been our experience that the moisture content of the upper few feet of the silty soils that mantle the site will decrease during warm, dry weather. However, below this depth, the moisture content of the soil tends to remain relatively unchanged and well above the optimum moisture content for compaction. As a result, the subcontractor must employ construction equipment and procedures that prevent disturbance and softening of the subgrade soils. The use of trackhoes equipped with a smooth-edged bucket for excavation with the concurrent placement of granular work pads tends to minimize the potential for subgrade disturbance. If the subgrade is disturbed during Proposed iFLY Lease Line Prgfeasitytal4ervise Industries,Inc. Tigard,Oregon ••• ••• •• • •Engiatec►ins•Intuiting•Testing• PSI Project No.0704-683 • • •• •• • J�nua 22,2013 ••• • • •• • 'T • • • • • . •• Page7 construction, soft, disturbed soils should be overexcavated to firm soil and backfil•led• iith structural • •• • ••• fill. ••• • • • • • • •• .• • • • • • • • •.• • • • • • • • • • • • • • • • • • •.. • 3.3. Structural Fill All fill placed beneath building, sidewalk, and pavement aroas•Sfiol.tld b�.iiig#alred as compacted • • • • • • • • • structural fill. We recommend that structural fill extend at leapt 111 feet:b0jrbn f bulking limits and 5 • ••• • • • • • •• feet beyond pavement limits. The near surface silt may be used as structural fill if necessary. However, these fine-grained soils are sensitive to changes in moisture and can be extremely difficult to compact. Optimum moisture contents for these types of soils range from approximately 17 to 21 percent, and as a result significant drying of the soils will be necessary to achieve adequate compaction. If the fine-grained soils are used for structural fill they should be placed in maximum of 8-inch thick lifts (loose) and compacted to a density not less than 95 percent of the maximum dry density as determined by ASTM D698 using a kneading or manipulation type of compaction operation. PSI recommends using imported granular material for structural fill, especially if placement and compaction take place in wet weather. The condition of the subgrade should be evaluated by a PSI representative before fill placement or construction begins. Fill compaction should be evaluated by in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. When fill material is inconsistent or when particle size is greater than 1%-inch diameter, fill placement should be observed and compaction evaluated by observation of a proofroll using a loaded tandem axle dump truck. Imported granular material for structural fill should consist of pit-run or quarry-run rock, crushed rock, crushed gravel, or sand. It should be fairly well-graded between coarse and fine material and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The material should be placed in lifts with a maximum un-compacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D1557. 3.4. Utility Trench Excavations and Backfill Excavations should be made in accordance with applicable Federal and State Occupational Safety and Health Administration regulations. Utility trenches in the near surface sand soils at the site will need to be slopes or shored from the ground surface due to the potential for caving. Actual inclinations will ultimately depend on the soil conditions encountered during earthwork. While we may provide certain approaches for trench excavations, the contractor should be responsible for selecting the excavation technique, monitoring the trench excavations for safety, and providing shoring, as required, to protect personnel and adjacent improvements. The information provided below is for use by the owner and engineer and should not be interpreted to mean that PSI is assuming responsibility for the contractor's actions or site safety. If groundwater is encountered at the time of excavation, the soils encountered in our subsurface explorations should be classified as Type C soil according to the most recent OSHA regulations. If groundwater is not encountered or dewatering is accomplished in Proposed iFLY Lease Line PrifesJiosai Sirvjri Industries,Inc. •Tigard,Oregon ••• • • ••• •• ••• ingi&ei ng••Clnstling•Testing PSI Project No.0704-683 • • •• •• • • • • *January 22,2013 • • • • • • ••• • • Page8 • • • • • • advance of excavation, the soils are classified as Type B soil. The contractor should, aware that excavation and shoring should conform to the requirement $ptccfiQd:iri the appliiable•local, state, • • ••• • • • • and federal safety regulations, such as OSHA Health and S2 t�75tancfards for E avations, 29 CFR Part 1926, or successor regulations. We understand that such regulations are being strictly enforced, and if not followed, the contractor may be liable for tLbst ntielpanaltre% ;•;• • • ••• ••• •• • • ••Excavation and construction operations may expose the on-site •soils• to •inclement weather conditions. The stability of exposed soils may deteriorate due to a change in moisture content or the action of heavy or repeated construction traffic. Accordingly, foundation and pavement area excavations should be protected from the elements and from the action of repetitive or heavy construction loadings. Utilities trenches within the building, pavement, and sidewalk areas should be backfilled with granular structural fill such as sand, sand and gravel, fragmental rock, or recycled concrete of up to 2 inches maximum size with less then 5 percent passing the No. 200 sieve (washed analysis). Granular backfill should be placed in lifts and compacted to 95 percent of the maximum dry density as determined by ASTM D 1557. Compaction by jetting or flooding should not be permitted. 3.5. Excavation and Shoring We anticipate that an excavation on the order of 17 feet deep will be required to construct the basement level and foundation system. A combination of shoring and/or temporary excavation slopes may be used to complete the excavation. 3.6. Shoring Criteria We recommend the use of shoring to support the excavation in those areas where existing improvements (utilities, streets, and adjacent structures, etc.) not slated for demolition are located within a setback zone defined by a plane that extends upward at 1 H:1V from the toe of the excavation. It is common practice in the Portland area to use shoring systems consisting of soldier piles and lagging, either cantilevered or with tieback anchors or internal bracing. The pattern and intensity of the lateral earth pressures on embedded walls and shoring will be governed by the height of the wall, soil type, the degree to which the walls are structurally supported, and whether the walls are drained. For the design of braced shoring systems and basement walls in areas supported by shoring, we recommend using the lateral earth pressure criteria shown on Figure 4. Additional lateral forces that may be induced by construction equipment and foundations can be estimated using the guidelines provided on Figure 5. Depending on the height of the excavation and the proximity of underground utilities adjacent to the excavation, a shoring system consisting of cantilevered soldier poles may also be used for temporary excavation support. We recommend designing the cantilevered shoring system to resist a hydrostatic pressure based on an equivalent fluid unit weight of 35 pounds per cubic foot plus a minimum uniform pressure of 100 pounds per square foot for surcharge effects from traffic and construction equipment. The above pressure (soil plus surcharge) acts over the entire face of the excavation. The embedment of Proposed iFLY Lease Line Professional Service Industries,Inc. Tigard,Oregon • •• •• •• • lig}reej?ng='pnsulting• Testing PSI Project No.0704-683 • • •• .. • • • • • • January 22,2013 ••• • • •• • • • • • • • • • • • • • • Page 9 • • • • • • • •• soldier piles to resist lateral forces can be based on a passive soil resistance computed on the basis of an equivalent fluid having a unit weight of 300 pcf for soldier piles i�as�allecF vtith acgnter-tq-Fenter spacing of at least three times the pile diameter. The passive resistance Wil4 aet over%the;idtl.of tile soldier pile. 3.7. Temporary Slopes ••• ••• • • •• •••• In our opinion, temporary excavation slopes can be coristruLted•asigfeap:as gH:1V. To protect temporary excavation slopes from erosion caused by rainfall'and subsequeht runoff, the slopes should be covered with waterproof sheeting, and all surface drainage should be directed away from the excavation. In addition, we recommend that surcharge loads due to construction traffic, material laydown, excavation spoils, etc., not be allowed within a horizontal distance of H/2 feet from the top of the cut, where H is the height of the cut. In this regard, we recommend the use of fencing or barricades along the top of the cut to prevent this area from being subjected to any significant surcharge loads. It must be emphasized that following the above recommendations will not guarantee that failure of the temporary cut slopes will not occur; however, the recommendations should reduce the risk of a major slope failure to an acceptable level. For the design of embedded walls in areas where the excavation is sloped and not shored, we recommend the use of a lateral earth pressure based on an equivalent fluid having a unit weight of 50 pcf. This lateral pressure design criterion includes minimal surcharge effects for street traffic, but does not include additional lateral forces that may be imposed by vehicular or train traffic, or heavy construction equipment, such as cranes. The additional lateral forces that may be induced by vehicle, train, or construction vehicles can be estimated using the guidelines provided on Figure 5. 3.8. Shoring Monitoring We also recommend the following performance provisions for shoring monitoring be included in the project specifications. • Horizontal movements of the shoring system in the vicinity of adjacent streets should be accurately measured and recorded at each stage of the excavation. Horizontal movements should be measured at the top and at each intermediate bracing level, on at least every second soldier pile. Settlement of the ground surface in the adjacent streets should be monitored at a minimum spacing of 20 ft along the curb line closest to the excavation. • Horizontal movement of the shoring system should not exceed 1/2 in. toward the excavation. 3.9. Foundations The maximum anticipated continuous wall and column loads of the building are estimated to be on the order 350 kips and 9.5 kips per foot, respectively. Foundation support for the new building can be provided by conventional spread footings imposing an allowable bearing pressure of up to 3,000 psf. This value applies to the total of dead load and/or frequently applied live load and can be increased by Proposed iFLY Lease Line Professional Service Industries,Inc. Tigard,Oregon • •• •• •• o t3 nggree•r4ng:••(,onsulting• Testing PSI Project No.0704-683 • • .. •• • • • • • • January 22,2013 ••• • • •• • • • • • • • • • • • • • • Page 10 • • • • • • • •• one-third for the total of all loads; dead, live and wind or seismic. The ultimate bearing capacity can be estimated by multiplying the allowable bearing capacity by�a.facitor of.3.o..11e•regon end that column• footings and wall-type footings have a minimum width of 3Za4d•1''% feEk+iespectivay. 'Ihfootings should be provided with a minimum 18 inches of embedment below the lowest adjacent final grade. Soft soils encountered at footing subgrade elevation should be remov® structural fill as shown on Figure 3. Settlement estimates for building pad,∎footng nictftpqrLo2�di are provided in a following section. ••• •• Horizontal forces can be resisted partially or completely by frictional forces developed between the base of the spread footings and the underlying silt. The total shearing resistance between the foundation footprint and the soil should be taken as the normal force, i.e., the sum of all vertical forces (dead load plus real live load) times the coefficient of friction between the soil and the base of the footing. We recommend assuming an ultimate coefficient of friction value of 0.35 for design. If additional lateral resistance is required, passive earth pressures against embedded footings or walls can be computed using a pressure based on an equivalent fluid with a unit weight of 300 pcf. This value assumes that backfill around footings will be placed as granular structural fill. 3.10. Settlement The building foundation loads, and floor live loads will all cause settlement due to consolidation, or compression, of the underlying soils. The subsurface information and laboratory test data developed for this study and previous studies were used to estimate settlement beneath these loads. We have assumed that the maximum column loads will be 350 kips for the purpose of this analysis. We estimate that the settlement of a typically loaded, isolated column footing designed in accordance with our previously recommended allowable bearing pressure of 3,000 psf will be less than 1 inch. This estimate assumes that the load on the footing is real dead load and sustained or long-term live load. Lesser actual bearing pressures will produce less settlement. Some differential settlement between footings should be expected due to differences in their size and loading conditions and the variability in subsurface conditions across the building footprint. Differential settlements are difficult to quantify; however, we anticipate they will likely be limited to less than about one half of the total settlement. Settlement of the footings is also expected to occur rapidly, essentially as the new structural loads are placed and shortly thereafter. Footing settlements will be in addition to areal settlements due to floor live, or storage loads. For this reason, we recommend that floors and walls or columns be designed to move independently of each other. 3.11. Floor Support We recommend the installation of an 8-inch thick granular base course beneath the floor slab to provide uniform support and a capillary break between the slab and the subgrade soil. The base course should consist of crushed rock of up to 1 inch size and having less than about 2% passing the No. 200 sieve (washed analysis). Crushed rock 3/4 to %-inch gradation is often used for this purpose. The base course material should be installed in a single lift and compacted to at least 95% of the Proposed iFLY Lease Line Professional Service Industries,Inc. Tigard,Oregon • •• •• •• • Ingr7eilIngYGonsulting• Testing PSI Project No. 0704-683 • • •• •• • • • • • • January 22,2013 ••• • • •• • • • • • • • • • • • • • • Page 1l • • • • • • • •• maximum density as determined by ASTM D 698. In our opinion, it is appropriate to assume a coefficient of subgrade reaction, k, of 200 pci for •Ple •d©si9I•ef• loon sfabi,constructed as• recommended above. It may also be appropriate to istell.a var+gr-retardinx-mem i brane beneath slabs that will receive floor coverings or will be used to store moisture-sensitive materials. The membrane should be installed in accordance with ma trfactorer% ogomerclations. A typical drainage detail for slab on grade is provided on Figure 6. : • ••• ••• • • ••• • • • • • •• 3.12. Retaining Walls Design lateral earth pressures against a retaining wall or other embedded structure depend on the drainage condition provided behind the wall, the geometry of the backfill slope, and the type of construction, i.e., the ability of the wall to yield. The two possible conditions regarding the ability of the wall to yield include the active and at-rest earth pressure cases. The active earth pressure case is applicable to a wall that is capable of yielding slightly away from the backfill by either sliding or rotating about its base. A conventional cantilever retaining wall is an example of a wall that can develop the active earth pressure case by yielding. The at-rest earth pressure case is applicable to a wall that is considered to be relatively rigid and laterally supported at the top and bottom and therefore is unable to yield. The following general recommendations for embedded wall design assume the wall backfill is compacted to 90 to 95% of ASTM D 698 (behind walls), and the embedded wall is fully drained, i.e., hydrostatic pressure cannot act on the wall as shown on Figure 4. Walls that are allowed to yield by tilting about their base should be designed using a lateral earth pressure based on an equivalent fluid having a unit weight of 35 pcf for horizontal backfill. Non- yielding walls should be designed using a lateral earth pressure based on an equivalent fluid having a unit weight of 50 pcf for horizontal backfill. The additional lateral forces that may be induced by traffic construction vehicles or structures can be estimated using the guidelines provided on Figure 5. Assuming that an embedded wall will be watertight and undrained, and the backfill geometry will be horizontal, a yielding and non-yielding wall can be designed on the basis of a hydrostatic pressure based on an equivalent fluid unit weight of 80 and 90 pcf, respectively. Watertight structures, such as utility vaults, should also be designed to resist buoyancy. A common method used to resist buoyancy is to increase the thickness of the base slab and/or extend the base slab beyond the sidewall of the structure. The forces resisting uplift would include the weight of the structure as well as the buoyant weight of the backfill material placed directly over the portion of the base slab that extends beyond the wall of the structure. The effective weight of submerged backfill should be evaluated using a buoyant unit weight of 55 pcf, which assumes that all backfill will consist of granular material compacted as recommended below. Overcompaction of the backfill behind walls should be avoided. In this regard, we recommend compacting the backfill to about 90% of the maximum dry density (ASTM D 1557). Heavy compactors and large pieces of construction equipment should not operate within 5 ft of any embedded wall to avoid the buildup of excessive Proposed iFLY Lease Line Professional Service Industries,Inc. Tigard,Oregon , ' 4ng(nee,ring'.'Consulting•Testing PSI Project No.0704-683 January 22,2013 Page 12 lateral pressures. Compaction close to the walls should be accomplished using hand-operated vibratory plate compactors. 3.13. Seismic Earth Pressure The earth pressure increases and movements of embedded viallc c:uu yly arn;c loading during a seismic event are relatively complex to model. The soil structure-;ntaracjio•i depends on the inertial and flexural response of the wall, the response of the soil underlying the wall, the response of the backfill, and the input motions. The dynamic pressures are estimated based on the rigidity of the wall system. To account for dynamic thrust due to seismic loadings on embedded walls taller than 12 feet we recommend increasing the static earth pressure by a uniform seismic pressure of 4H2 and 9H2 (psf) for yielding and non-yielding walls, respectively. The resultant of the additional seismic force can be assumed to act at a distance of 0.6H measured up from the base of the wall, where H equals the overall height of the wall in feet measured from the bottom of the footing. These pressures assume that soil structure interaction will reduce the dynamic wall pressures due to the absence of rock or hard foundation sub grade soils. However, it may be prudent for the structural engineer to verify that the dynamic displacements induced by the kinematic and inertial components are sufficiently out of phase to induce a rocking effect. If a review of the soils structure interaction reveals the wall system is more rigid than was assumed above, we recommend using 18H2 to estimate the pressure increase due to dynamic thrust. 3.14. Drainage We recommend footing drains be placed around the exterior of the building foundation to reduce the potential for lateral migration of moisture into the building envelope. We recommend that all roof drains be connected to a tight-line pipe leading to storm drain facilities. Pavement surfaces and open space areas should be sloped such that surface water runoff is collected and routed to suitable discharge points. We also recommend that ground surfaces adjacent to buildings be sloped to facilitate positive drainage away from the buildings. 3.15. Pavement For automobile parking areas, we recommend a pavement section consisting of 3 inches of asphaltic concrete (AC) over 6 inches of crushed rock base (CRB). For truck traffic areas, the pavement section should consist of 4 inches of AC over 12 inches of CRB. These preliminary pavement sections are based on a pavement design using the site sand subgrade, a desired pavement life of 20 years, and a terminal serviceability index of 2.0. These estimates should be revised once design traffic information is developed. These recommended pavement sections are also based on the assumption that the subgrade consists of firm, undisturbed soil or structural fill and that the pavement will be constructed during the dry summer months. Proofrolling should be used to evaluate pavement subgrade. Any soft areas r • 122.8 1667°W 122 80000°W 122.78333°W • •• •• 122.1E667°•Y • •W 65584•2[.75000°11'• swzz•° 1.1'.4 tif , yy„ ,� '��/ . .. 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GR OREGON ROAD 0704683 TIGARD,Engineering • Consulting • Testing PSI, INC. FOOTING . 6032 N.CUTTER CIRCLE, SUITE 480 DRAWN BY: OVEREXCAVATION FIGURE 3 PORTLAND,OREGON 97217 RBT (503)289-1778 DETAIL ' • •. •• •• • • • • •• • • • • •• • H Min. • • • . •• 1 17, ; : I I I H ;}. -} • / ••' •••• -:•' .6:• ••• • I I 7 • • ••• • • •• •• 11�11�11�11� • ��-� I=:11'!It:=11='tl —.11=1E' SEISMIC ll.=IC' BACKFILL :SlTF2� C • 1- COMPONENT •.tOIIAPONENT5 •• COMPONENT YIELDING WALL 1 NON—YIELDING WALL BACKFILL COMPONENT Tv3 \..-71- —it3 f I f 1 SURCHARGE COMPONENT FOR UNIFORM LOAD I I f i r i SEISMIC BACKFILL COMPONENT l a L. -a V731-1 ' -. 1 Hrz 1 / r./ Information DATE: iFLY LEASE LINE EXHIBIT PSI PROJECT NUMBER `7. D JANUARY 10855 SW GREENBURG ROAD To Build On 2014 TIGARD. OREGON 0704683 Inglnesdng•Consulting• listing PSI, INC. 6032 N. CUTTER CIRCLE, SUITE 480 DRAWN BY: RETAINING WALL FIGURE 4 PORTLAND, OREGON 97217 TKB EARTH PRESSURES (503) 289-1778 • • •• •• •• • • • • •• • • • • • • • • • • • • • • • • •• •• • • • •• •••••• • • •. • • • • • • • • • • 'Me X=rnH —W.' • • • • • • • •• Line Load,QL • •• • • Tommil Strip load q •: .... ....... • • • : ::.. :•..• •Z=r1H For m50.4: •• •• _QL 0.2n • • For m>0.4: • •• • ai,-29(Q-Sin,6Cos2a) II QL 1.28m2n n an=-77-(nr+n ) oh (p in radians) Oh (on--Fn )- LINE LOAD PARALLEL TO WALL STRIP LOAD PARALLEL TO WALL X=roN —ae Point Load,Q_ Z=nH NW For m<_0.4: a'h=anCos2(1.10) A i War-tA' oh JQp 018: 2 3 `kY Q H H (0.16+n-) IV For m>0.4: ah_Qp I.77m2n2 IF H2(m2+n2)3 Oh '• I o' • —�j X=r1H DISTRIBUTION OF HORIZONTAL PRESSURES VERTICAL POINT LOAD Notes: 1. These guidelines apply to rigid wall with Poisson's Ration assumed to be 0.5 for backfill materials. 2. Lateral pressures from any combination of above loads may be determined by the principle of superposition. h / Information JANUARY iFLY LEASE LINE EXHIBIT PSI PROJECT NUMBER SW GREENBURG •TOBuild On 2014 10855TIG RD OREGONROAD �/X71 0704683 Engineering • Consulting • Testing PSI, INC. 6032 N. CUTTER CIRCLE,SUITE 480 DRAWN BY: SURCHARGE-INDUCED FIGURE 5 PORTLAND,OREGON 97217 RBT LATERAL PRESSURES (503)289-1778 • • • •• • •• • • • • •• ••. .•• • • • •• • •• • • • • • •• • • • • • • • • ••• • •• • • • • • • • • • •• • •• • * •I • • • • •• IMPERVIOUS MATERIAL I 1 I I SLOPE TO DRAIN •I •• • ••• • ••• u.I■A • • • • • •• •• • • • • • • /AII//AY/ : : . • • • • • • •• . ••• ••• • • •• •• • • • • • I" • • ••• ••• •• • • • •• • ••• • • RANDOM BACKFILL COMPACTED TO ABOUT 93% I•-� RAINAGE OPENING OF THE MAXIMUM DRY 12 FT(MIR. DENSITY AS DETERMINED I` BY ASTM D 698 SEE DETAIL'A'FOR UNDERSLAB DRAINAGE RECOMMENDATIONS TEMPORARY CONSTRUCTION SLOPE 1 FREE-DRAINING FILL --- WITH LESS THAN 2% PASSING THE Na 200 SIEVE(WASH ANALYSIS) 4-IN.-DIAMETER PERFORATED PLASTIC PPE SLOPE TO DRAW PERIMETER DRAIN NOT TO SCALE . 4 - G . VAPOR-RETARDING • lE SIAB _ '• 4 -SYSTEM ISEE NOTE 1) -•:•.:•.:•- VARE= -.•:•.:•:•;,• VARIES IS -• •:•:• WAIN) .:.:.a ..:, - / /�I/ VAMA U-•�%// '7 N. N) IA // FREE-DRAWING FILL WITH µ--DIAMETER LESS THAN 2%PASSING PERFORATED DRAIN PPE THE NO 200 SIEVE(WASH SLOPE TO DRAIN(SEE ANALYSIS, NOTE 2) DETAIL'A' NOT TO SCALE NOTES 1.A VAPOR-RETARDING MEMBRANE SYSTEM IS RECOMMENDED FOR MOISTURE-SENSITIVE AREAS AND SHOULD BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS 2.INTERNAL 4-1N.-DWAETER PERFORATED DRAW PIPES ARE TYPICALLY PLACED ON 20-FT CENTERS AND SLOPED TO DRAIN Information JANUARY iFLY LEASE LINE EXHIBIT ��7; 2014 10855 SW GREENBURG ROAD PSI PR UMBER ®To Build On TIGARD, OREGON 0 04683 Engineering •Consulting • Testing PSI, INC. 6032 N. CUTTER CIRCLE, SUITE 480 DRAWN BY WALL AND SLAB FIGURE 6 PORTLAND,OREGON 97217 RBT DRAINAGE DETAILS (503)289-1778 . . • • •. •• . • • • • • • • • • ••• • • •• • • ... • . • • • • • • .. • • • •• • • • • • • . 0410• . • . . • .... .•• • • • • • . • • • • • • • • • • • • • • • . • • • • • • • • • • ... • S.. ... • • .. .. • . • • • • • ••. ... .. • • • • • ... • • APPENDIX A FIELD EXPLORATION PROGRAM LABORATORY TESTING PROGRAM GENERAL NOTES SOIL CLASSIFICATION CHART BORING LOGS CPT PROBE LOGS . . . •• •• • • . • .. • • •• •• • • • . ••• • • •• . . • • • • • • • • • . •• • .. •• •..• •.••• FIELD EXPLORATION PROGRAM ' • : : General ••. •••• • • •• ••• •We explored the site by drilling 3 soil borings (B-1 to B-3) to:deit∎hs: g r from 111/2 feet to 411/2 feet bgs and 3 CPT (CPT-1 to CPT-3) probes to depths of approximately'24 to 461/2 feet bgs on January 3 and 6, 2014, using Mobile B-57 drill rig and a standard CPT rig. The locations of the borings are shown on Figure 2. A representative of PSI's geotechnical staff was present during the explorations to record soil and groundwater conditions encountered in the exploration and to obtain soil samples for laboratory testing. Sampling Procedures Throughout the drilling operation, soil samples were obtained from the borings using a 2-inch OD Split Spoon in general conformance with guidelines presented in ASTM D1586, Standard Test Method for Penetration Test and Split Barrel Sampling of Soils. The samplers were driven into the soil a distance of 18 inches or to refusal with a 140-pound hammer free falling a distance of 30 inches. The sum of the blows required to drive the sampler in three 6-inch increments is provided in the boring logs. If the sampler met refusal, the number of inches driven and the number of blows is recorded. Multiple thin-walled steel Shelby tubes were taken at different depths to obtain relatively undisturbed samples to attempt laboratory testing such as 1-Dimensional consolidation and densities. The borings were drilled to observe the stratigraphy, density, and variability of subsurface soil conditions. Soil samples recovered from the explorations were sealed in airtight plastic jars to retain moisture and carefully transported to PSI's laboratory for additional examination and testing. Field Classification Soil samples were initially classified visually in the field. Consistency, color, relative moisture, degree of plasticity, peculiar odors and other distinguishing characteristics of the soil samples were noted. The terminology used in the soil and rock classifications and other modifiers are defined in the General Notes in this Appendix A. Exploration Logs Summary boring log follows in this appendix. The left-hand portion of the boring log gives our interpretation of the soil encountered in the soil boring, sample locations and depths, and groundwater information. The right-hand portion of the log shows the results of the sample water contents, and other laboratory information. . . • .• •. •• • • • SO •• • • .. .. • • • • • • ••. • • •• • •• •• • ••• • ••• • • • •• • • • • •• • The soil profile shown on the boring logs represent tiae•corxiv�s;oi�y at to J•exploration • • . location. Variations may occur and should be expested�••The•�tratiftcatipps tepresent the approximate boundary between subsurface materials; the actual transition may be gradual. ... ..• • • •. •• •Seismic Cone Penetration Test • ••• • • • ... ... .. • • . . • ••• • • SCPTu is an in situ testing method used to determine the geotechnical engineering properties of soils and delineating soil lithology. The SCPTu is a static penetrometer used for soil explorations to obtain soil parameters such as shear wave velocity and pore water pressure for liquefaction evaluation. In use, a hardened steel cone is forced vertically into the soil at a constant rate of penetration by a slow push or static thrust. The thrust required to cause penetration at a constant rate can be related to the bearing capacity of the soil immediately surrounding the point of the penetrometer cone. This thrust is measured or recorded every two inches. In addition to the cone measurements, measurements are obtained of the magnitude of thrust required to force a special friction sleeve, attached above the cone, through the soil. The thrust required to move the friction sleeve can be related to the undrained shear strength of fine- grained soils and the frictional resistance of cohesionless soils. The dimensionless ratio of sleeve friction to point bearing capacity provides an indicator of the type of soil penetrated. The SCPTu data are commonly used in the analysis and design of foundations. The SCPTu probe is a fast and cost effective method for identifying subsurface soil types and evaluating their engineering properties. The test method consists in a hydraulic rig, pushing into the ground an instrumented cone tip, mechanical or electric, through several rods and at a constant rate of 2 cm/sec. The resistance needed to penetrate the ground is measured continuously. The total force acting on the cone is called the cone resistance (qc) and qualifies the strength of the soils. The force acting on the sounding rods provides the total friction (Qst). Measurements with an electric cone, equipped with a friction sleeve, provide the local sleeve friction (fs) which can be related to the undrained shear strength of fine-grained soils and the friction resistance of cohesionless soils. The dimensionless ratio of the friction sleeve to point bearing capacity provides an indicator of the type of soil penetrated. The mechanical cone penetrometer is the most common technique and was performed on the site. The mechanical cone (top angle 60 °, section area 10 cm2) and the sounding rods, consisting of an inner rod and an outer tube, are pushed continuously or discontinuously into the ground. Based on this information, the following geotechnical parameters are calculated: • Effective friction angle ((p', degree) • Coefficient of consolidation (Cv, cm2/sec) • Bearing capacity (Q, psf) • Settlement behavior of a foundation (b, inch) . • .. •• •• • • • . •• • • .. •• • • • • • • 1 ... • • •• • . • • • • •• • • • • • • • • S • • • • •• • • Monitoring Well • • •• • •• •�•• • • •• • • • • • • • • • • • • • • • • • • A groundwater Level Monitoring Well was installed in Boring B-1 after completion of the drilling. A 38 foot section of 1-inch PVC pipe was placed with th4aptY�.23.to 33 feet slotted in the field. . • • • • • • • • • Sand was placed around the slotted section, while ber onitQ chips:va:ere•placed around the • • • • • • • • • • remaining section. A data logger was placed in the well et a'deptlt of 28 feel below the ground surface that took relatively continuous readings over the course of a week, which included periods of heavy precipitation. Readings indicated that depth to the static groundwater level is approximately 11/2 to 3 feet below the ground surface. •• •• •• • • • •• • • •• •• • • • • • • •.• • • •• • • • • • • •• • • • • • • • • •• •• •• • • •• • ••• • ••• Laboratory Testing Program:atid.RrOc4cdu� e3.. • • • • • • • • • • • ••• • General ••• ••• • I •• •• Soil samples obtained during the field explorations were exan;inec; in p,Lr fal?oratory. The • • ••• ••• physical characteristics of the samples were noted and fhe$eldd eIa�silicetiorts were modified where necessary in accordance with terminology presented the General Notes included in this appendix. Representative samples were selected during the course of the examination for further testing. The testing procedures and results of the tests are summarized below. The phrase "In general accordance with guidelines presented in..." means that certain local and common descriptive practices and methodologies have been followed. Visual-Manual Classification The soil samples were classified in general accordance with guidelines presented in ASTM D2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). Certain terminology incorporating current local engineering practice, as provided in the Soil Classification Chart included with or in lieu of ASTM terminology. The term which best described the major portion of the sample was used in determining the soil type (that is, gravel, sand, silt or clay). Moisture Content and Dry Density Natural moisture content determinations were made on all samples. The natural moisture content is defined as the ratio of the weight of water to dry weight of soil, expressed as a percentage. The results of the moisture content determinations are presented on the boring logs in this appendix and the table on the following three pages with respect to depth. Grain Size Analysis (#200 Wash) Select samples from the borings were analyzed for grain size in general conformance with ASTM C 136. In general, oven dried samples were separated the number 200 Sieve to determine the percent fine-grained soils. The results of the #200 washes are shown on the boring logs and the following three pages with respect to depth. Atterberg Limits Atterberg Limits were determined on selected samples in accordance with ASTM D4318. This analysis aids in soil classification. The results of the Atterberg Limit tests, which include liquid and plastic limits, are plotted on the boring logs and the following three pages with respect to depth. I . ;ye•60 • • •• t• • • ••• • • •• • • • •• • • • • • • • • • • • • • • • • •• 50 • • ••• :•• • • • • • • • P • • • • • •• L • • • • • • • • • • • • • • • • • • A • • • ••• • S 40 T I ••• •• • • •• •• C •• • • I • • ••• ••• •• • • T 30 CL CH • •i• ••• ♦ • • Y I N 20 D E X * 10 CL-ML A ML MH 0 •m 0 20 40 60 80 100 LIQUID LIMIT Boring Depth (ft) LL PL PI Fines Classification (*Visual) • B-1 20.0 26 24 2 76.1 m B-1 30.0 28 26 2 73.8 • B-1 35.0 32 27 5 * B-3 2.5 62 48 14 91.0 ��� Professional Service Industries, Inc. ATTERBERG LIMIT RESULTS 6032 N. Cutter Circle, Suite 480 PSI Job No.: 0704683 Portland, OR 97219 Project: iFly Lease Line Telephone: (503)289-1778 Location: 10855 SW Greenberg Rd. Fax: (503)289-1918 Tigard, Oregon • - U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMlitF;S:•• i•• ••• •• • • FNDF 3rViTER 4 2 1 1/2 3 6 10 16 30 • b0•• 10A• •P/• • • 6 3 1.5 3!4 3/S 4 8 14 20 d 0 •1402 • • • • • 100 • • 95 - - • •• • ••• • ••• 90 - — • • • • • • • •• • • • • • • • O ••• • • • • • • • • • • • • • •�• •••• �•• • 85 w • 80 ••• ••• • • •• •• • • • a 75 • e iA • S, • • . • • • 0. • ••• • • II • • •• 70 - I- 65 w 60 __ >-• 55 m cc W 50 z ti 1- 45 z la 40 - w a- 35 . 30 - 25 20 I 15 10 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS Clay Size<0.002 mm I COBBLES GRAVEL SAND SILT OR CLAY i coarse fine coarse medium fine Specimen Identification Classification LL PL PI Cc Cu • B-1 2.5 X B-1 5.0 A B-1 20.0 26 24 2 * B-1 30.0 28 26 2 O B-1 40.0 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay_ • B-1 2.5 0.075 78.1 X. B-1 5.0 0.075 42.8 A B-1 20.0 0.075 76.1 _ * B-1 30.0 0.075 73.8 o B-1 40.0 0.075 10.7 Professional Service Industries,Inc. GRAIN SIZE DISTRIBUTION at 6032 N.Cutter Circle,Suite 480 Project: iFly Lease Line Nei Portland,OR 97219 PSI Job No.: 0704683 Telephone: (503)289-1778 Location: 10855 SW Greenberg Rd. Fax: (503)289-1918 Tigard, Oregon U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS ••• •• ••• •• •I�iY$RdME.TER.••• • 4 2 1 1/2 3 6 10 16 30 50 •l� ••200•• •• • • • • 6 3 1.5 3l4 3/8 4 6 14 20 40 60• 140 • • • • • • 100 I I I I I I I I I I I I : I: Z • 95 - - - _ „__ . • • • •4 •000 4 04110 90 - — - ... • • •• •• • • • +•• • • • • ••• • • • • • • 85 — — — • • • • • • • 000 11 80 •00 a•• • • •• •• • • • a • • • • ■ • • 75 • • • • •• 70 • •.• • 65 - - - I- I w • 60 - — - >-• 55 - m x w 50 --- z LT i- 45 z u.r • 40 - w a 35 30 25 - . . . . . . . 20 - - 15 10 5 -- - 0 - 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS Clay Size<0.002 mm COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Classification LL PL PI Cc Cu • B-2 5.0 X B-3 2.5 62 48 14 • B-3 10.0 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt 1 %Clay • B-2 5.0 0.075 73.1 X B-3 2.5 0.075 91.0 • B-3 10.0 0.075 73.8 Professional Service Industries,Inc. GRAIN SIZE DISTRIBUTION 6032 N.Cutter Circle,Suite 480 Project: iFly Lease Line LIfiriviJ Portland,OR 97219 PSI Job No.: 0704683 Telephone: (503)289-1778 Location: 10855 SW Greenberg Rd. Fax: (503)289-1918 Tigard, Oregon • •• •• •• • • . • • • • • ••• • • •• , • • • •• Chemical Reactivity Testing ••• ••• ••• ••• • ••• . • •• Select soil samples obtained in the subsurface profile in the bbengs were tested to Mlulte the chemical reactivity of the on-site soils. Chemical reactivity tests of soil pH, resistivity, and water- soluble sulfate ion contents. Soil pH was performed using methol Pv1-114 14V?7; resistivity •using ASTM G187 and water soluble sulfates using AASHTO T�Z9Q-:9,5. ,Regi.Qt.ate:sllown on the log. Test results show that there is negligible degree of sulfate attack potential on concrete structures. For negligible concentrations of sulfates in the subsurface soils, Type I or Type II Portland Cement Concrete can be used for concrete elements in contact with the on-site soils or granular fill. The measured soil pH and resistivity values may be used to predict the corrosion attack on the underground steel structures. Based on these test results, the on-site soils pose a "corrosive" to "highly corrosive" risk of corrosion attack on steel structures in 100 percent saturation. For protection against corrosion to buried metals, polyethylene encasement may be considered. Consideration may also be given to providing cathodic protection for buried metals. However, these are simply suggestions, and PSI recommends that an experienced corrosion engineer be retained to design a suitable corrosion protection system for underground metal structures or components if warranted. • • •• • • • • • •• aPrIE:11) • • . . . . . • • • GENERAL NOTE I: • •• • SAMPLE IDENTIFICATION • •• • ••• • ••• • • • • • • . .• • The Unified Soil Classification System (USCS), AASHTO 1988 and ASTM•desigraliopis:D2487 agd3J-2488 are used to identify the encountered materials unless otherwise noted. Coarse-grained soils are•ddfined as having more than 50% of their dry weight retained on a#200 sieve (0.075mm); they are described as: boulders, cobbles, gravel or sand. Fine-grained soils have less than 50% of their dry weight ret�in�c� ortig#200 sieve; they are defined as silts or clay depending on their Atterberg Limit atttlMtes;• Mejer goispt rtts:-nay be added as modifiers and minor constituents may be added according to the relativeirop ttignl brt,d:oQ grain size. ••• • • DRILLING AND SAMPLING SYMBOLS SFA: Solid Flight Auger-typically 4" diameter flights, SS: Split-Spoon - 1 3/8" I.D., 2" O.D., except where except where noted. noted. HSA: Hollow Stem Auger-typically 31/4" or 41/4 I.D. ST: Shelby Tube - 3" O.D., except where noted. openings, except where noted. BS: Bulk Sample M.R.: Mud Rotary - Uses a rotary head with Bentonite PM: Pressuremeter or Polymer Slurry CPT-U: Cone Penetrometer Testing with Pore-Pressure R.C.: Diamond Bit Core Sampler Readings H.A.: Hand Auger P.A.: Power Auger- Handheld motorized auger SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. Split-Spoon. N60: A"N" penetration value corrected to an equivalent 60% hammer energy transfer efficiency (ETR) Q,,: Unconfined compressive strength, TSF Op: Pocket penetrometer value, unconfined compressive strength, TSF w%: Moisture/water content, % LL: Liquid Limit, % PL: Plastic Limit, % PI: Plasticity Index = (LL-PL),% DD. Dry unit weight, pcf Apparent groundwater level at time noted RELATIVE DENSITY OF COARSE-GRAINED SOILS ANGULARITY OF COARSE-GRAINED PARTICLES Relative Density N - Blows/foot Description Criteria Very Loose 0-4 Angular: Particles have sharp edges and relatively plane Loose 4 10 sides with unpolished surfaces Medium Dense 10 30 Subangular: Particles are similar to angular description, but have Dense 30 50 rounded edges Very Dense 50 80 Subrounded: Particles have nearly plane sides, but have Extremely Dense 80+ well-rounded corners and edges Rounded: Particles have smoothly curved sides and no edges GRAIN-SIZE TERMINOLOGY PARTICLE SHAPE Component Size Range Description Criteria Boulders: Over 300 mm (>12 in.) Flat: Particles with width/thickness ratio> 3 Cobbles: 75 mm to 300 mm (3 in.to 12 in.) Elongated: Particles with length/width ratio > 3 Coarse-Grained Gravel: 19 mm to 75 mm (3 in. to 3 in.) Flat& Elongated: Particles meet criteria for both flat and Fine-Grained Gravel: 4.75 mm to 19 mm (No.4 to' in.) elongated Coarse-Grained Sand: 2 mm to 4.75 mm (No.10 to No.4) Medium-Grained Sand: 0.42 mm to 2 mm (No.40 to No.10) RELATIVE PROPORTIONS OF FINES Fine-Grained Sand: 0.075 mm to 0.42 mm (No. 200 to No.40) Descriptive Term% Dry Weight Silt: 0.005 mm to 0.075 mm Trace: < 5% Clay: <0.005 mm With: 5%to 12% Modifier: >12% Page 1 of 2 IN ••.• .. .. • • • • •• O GENERAL NOTE; •• • • (Continued) • • • • • • •• CONSISTENCY OF FINE-GRAINED SOILS MOISTURE.CObiDITION D6SCRIe;TIc 4• • • • • • -• • • • • • •• Q„-TSF N - Blows/foot Consistency Description • • •• C�itPri� : • : Dry: Absence of moistare, dusty, dr'y'to the touch 0 0.25 0 2 Very Soft Moist: Damp but no visible water 0.25 0.50 2 4 Soft Wet: Visiblg Jree,aate4�usually€eiil igbelow water table 0.50- 1.00 4-8 Medium Stiff • 1.00 2.00 8 15 Stiff • • • • • • • • RELATIVE PIROPORTION,SIDMA54 AND GRAVEL 2.00-4.00 15-30 Very Stiff Descriptive Term • %IA Weight' 4.00-8.00 30-50 Hard Trace: < 15% 8.00+ 50+ Very Hard With: 15%to 30% Modifier: >30% STRUCTURE DESCRIPTION Description Criteria Description Criteria Stratified: Alternating layers of varying material or color with Blocky: Cohesive soil that can be broken down into small layers at least '/4-inch (6 mm) thick angular lumps which resist further breakdown Laminated: Alternating layers of varying material or color with Lensed: Inclusion of small pockets of different soils layers less than 'A-inch (6 mm) thick Layer: Inclusion greater than 3 inches thick(75 mm) Fissured: Breaks along definite planes of fracture with little Seam: Inclusion 1/8-inch to 3 inches (3 to 75 mm)thick resistance to fracturing extending through the sample Slickensided: Fracture planes appear polished or glossy. Parting: Inclusion less than 1/8-inch (3 mm)thick sometimes striated SCALE OF RELATIVE ROCK HARDNESS ROCK BEDDING THICKNESSES Qu-TSF Consistency Description Criteria 2.5 10 Extremely Soft Very Thick Bedded Greater than 3-foot(>1.0 m) Thick Bedded 1-foot to 3-foot(0.3 m to 1.0 m) 10 50 Very Soft Medium Bedded 4-inch to 1-foot(0.1 m to 0.3 m) 50 250 Soft Thin Bedded 1'/4-inch to 4-inch (30 mm to 100 mm) 250 525 Medium Hard Very Thin Bedded 1/2-inch to 1%-inch (10 mm to 30 mm) 525 1,050 Moderately Hard Thickly Laminated 1/8-inch to'/2-inch (3 mm to 10 mm) 1,050 2,600 Hard Thinly Laminated 1/8-inch or less"paper thin" (<3 mm) >2,600 Very Hard ROCK VOIDS GRAIN-SIZED TERMINOLOGY Voids Void Diameter (Typically Sedimentary Rock) Pit <6 mm (<0.25 in) Component Size Range Vug 6 mm to 50 mm (0.25 in to 2 in) Very Coarse Grained >4.76 mm Cavity 50 mm to 600 mm (2 in to 24 in) Coarse Grained 2.0 mm 4.76 mm Cave >600 mm (>24 in) Medium Grained 0.42 mm-2.0 mm Fine Grained 0.075 mm-0.42 mm Very Fine Grained <0.075 mm ROCK QUALITY DESCRIPTION DEGREE OF WEATHERING Rock Mass Description RQD Value Slightly Weathered: Rock generally fresh,joints stained and discoloration Excellent 90-100 extends into rock up to 25 mm (1 in), open joints may Good 75-90 contain clay, core rings under hammer impact. Fair 50-75 Poor 25-50 Weathered: Rock mass is decomposed 50% or less, significant Very Poor Less than 25 portions of the rock show discoloration and weathering effects, cores cannot be broken by hand or scraped by knife. Highly Weathered: Rock mass is more than 50%decomposed, complete discoloration of rock fabric, core may be extremely broken and gives clunk sound when struck by hammer, may be shaved with a knife. Page 2 of 2 SOIL CLASSIFICATION CHART •' •• •• •• •• • • • • NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIO•NIS •• • •• •• • ••• . - . • MAJOR DIVISIONS SYMBOLS TYPICAL GRAPH LETTER •.•. DESCRIPTIONS ••w ls • • • - - • - -- •'' ••'• ' ' .••• WEL••L-61�74DED•¢�2Ad�CS, GRAVEL- CLEAN • 1 ' Cw• SAD MIXTURES, LITTLE OR NO GRAVEL GRAVELS . ,•• FINES AND GRAVELLY . L 0 U ••• • • • • •• •• o SOILS (LITTLE OR NO FINES) �oO°Cy pdt)41- GkAOEO GRAVELS, ( ) o D o D P PI tTURES, LITTLE .0000 • • • NOFZNi•S••• O COARSE •`0. a It GRAINED GRAVELS WITH ,C,•�W. ^ SILTY GRAVELS,GRAVEL-SAND- SOILS MORE THAN 50% FINES o • ' b V M SILT MIXTURES OF COARSE .0 111 0111 0 FRACTION •.. • •• RETAINED ON NO. dr�N iI 4 SIEVE (APPRECIABLE :"�`..;�+�i CLAYEY GRAVELS,GRAVEL-SAND- AMOUNT OF FINES) •,.��.••/ GC CLAY MIXTURES •4 .' •v. `A, WELL-GRADED SANDS, GRAVELLY CLEAN SANDS •MORE THAN 50% SAND SW SANDS, LITTLE OR NO FINES OF MATERIAL IS AND LARGER THAN SANDY NO.200 SIEVE SOILS POORLY-GRADED SANDS, SIZE (LITTLE OR NO FINES) SP GRAVELLY SAND, LITTLE OR NO FINES SANDS WITH �+ SILTY SANDS, SAND-SILT MORE THAN 50% FINES SM MIXTURES OF COARSE FRACTION •: PASSING ON NO. 4 SIEVE (APPRECIABLE . •.-:'.. •••• • SC CLAYEY SANDS,SAND-CLAY AMOUNT OF FINES) MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS, ROCK FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS INORGANIC CLAYS OF LOW TO FINE AND LIQUID LIMIT MEDIUM PLASTICITY,GRAVELLY GRAINED CLAYS LESS THAN 50 CL CLAYS, SANDY CLAYS,SILTY CLAYS, SOILS _ _ _ LEAN CLAYS OL ORGANIC SILTS AND ORGANIC — — — — SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% INORGANIC SILTS,MICACEOUS OR OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR SMALLER THAN SILTY SOILS NO. 200 SIEVE SIZE SILTS AND LIQUID LIMIT INORGANIC CLAYS OF HIGH CLAYS GREATER THAN 50 CH PLASTICITY wwwwtin ORGANIC CLAYS OF MEDIUM TO . OH HIGH PLASTICITY, ORGANIC SILTS loogni , ", �", ,■± PEAT, HUMUS,SWAMP SOILS WITH HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS DM FIGURE: 1A • DATE STARTED: 1/6/14 DRILL COMPANY: Subsurface •• •F •• g /_�':B_1 DATE COMPLETED: 1/6/14 DRILLER: Jason LOGGED BY:ft.to bus• o • ih�b[� V COMPLETION DEPTH 41.5 ft DRILL RIG: Mobile B57 V': • : d :Q. While Dirilling :„• 11 feet BENCHMARK: N/A DRILLING METHOD: Mud Rotary • c �� Upon&ompletion N/A ELEVATION: 170 ft SAMPLING METHOD: 2-in SS/3-in ST + T Delay N/A LATITUDE: 45.443469° HAMMER TYPE: Automatic . •• BORifiG tt/FATIQ0: '” LONGITUDE: -122.779357° EFFICIENCY N/A • • `—• Sea FiIure.2 • • ••• • . • STATION: N/A OFFSET: N/A REVIEWED BY: T.Bemius • . ••• • • • . ' so* REMARKS: • ! �•• • iii STANDARD PENETRATION co To' c. •• ••• • TINA`•• o s• • • ••-- o a •p v 8 c• a • • M inblotvss/ft C� : N J T Z v w. • 1 ••• •.• o t , n MATERIAL DESCRIPTION Q; • . •'M�st�e; ...IL Additional r0 m a E E m 0 3 0 ° I I I so Remarks w O C7 co co m 0 in 2 F STRENGTH,tsf I- 0- • Qu )1( Qp 0 2.0 4.0 0 ••H�• FILL:Dark brown gravel with sand and silt GP - - Medium stiff,dark brown mottled rust,SILT, Sand=28.2%, moist to very moist,some fine-grained sand 24 k Fines=71.8% 1 18 ML 2-3-2 o Fines=78.1% N=5 Sand=57.2%, 165_ 5 _ 34 X Fines=42.8% 2 10 Loose,brown,Silty SAND,very moist, 3-4-4 o Fines=42.8% fine-grained N=8 DD=93 pcf - - - - I SM 32 X Resist.=30.0 3 24 ohm-m - - pH=7.6 160—10_ SO4=2.0 mg/Kg 4 16 Q 2-8-5 e Resist.=30.0 _ _ N=13 ohm-m - - XI 5 18 5-5-8 31 e� X pH O, 3.1 mg/Kg N=13 155-15_ 1 36 X 6 18 8-14-16 O -mottled rust brown at 16 feet N=30 LL=26 - - PL=24 150—20_ 30 !' X Sand=23.9%, 7 18 6-8-14 o Fines=76.1% N=22 Fines=76.1% - - 145—25- j 28 X _ _ 8 18 ML 3-6-8 0 N=14 - - - - DD=99 pcf - - LL=28 140—30- I 9 24 31 •I {411,X PL=26 Sand=26.2%, Fines=73.8% Fines=73.8% 135—35- 30 pD} LL=32 - _ i 10 16 3-5-7 PL=27 N=12 - - Sand=89.3%, 130—40- 1 39 I K Fines=10.7% _ _ 11 16 3-5-7 Fines=10.7% Boring terminated at approximately 41'/:-feet N=12 below existing grade III Professional Service Industries, Inc. PROJECT NO.: 0704683 6032 N. Cutter Circle, Suite 480 PROJECT: Fly Lease Line ir Apirlapil Portland, OR 97219 LOCATION: 10855 SW Greenberg Rd. Telephone: (503)289-1778 Tigard,Oregon The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 FIGURE: 2A ' DATE STARTED: 1/6/14 DRILL COMPANY: SubsurfacW •• •i e•• MARI N t+•:B-2 DATE COMPLETED: 1/6/14 DRILLER: Jason LOGGED BY:•�t.ta> ius. 7� �_7 _ COMPLETION DEPTH 10.0 ft DRILL RIG: Mobile B57:•: • • While drilling •• 10 feet BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger • ..r2:%Y Upon Completion N/A ELEVATION: 169 ft SAMPLING METHOD: 2-in SS SL Delay N/A LATITUDE: 45.443469° HAMMER TYPE: Automatic • •• BORING' 2ATI( I: 1:*• LONGITUDE: -122.778357° EFFICIENCY N/A • • • • Se;F�ure.2 • • •• • STATION: N/A OFFSET: N/A REVIEWED BY: T.Bemius • • . • • • • • • ••• REMARKS: • • • ••• (0 STANDARD PENETRATION co 0_ 66 • �) J Z c N `° f �iC •MBist�re� �i C t _v a r MATERIAL DESCRIPTION a• •.l• f LL Additional a m E E > ; o 0 I • 25 I 50 Remarks 2 0 0 N u) N 0 O m 0 0° STRENGTH,tsf ct D I- 0- • Qu NE Qp 0 2.0 4.0 0 ....•. FILL:Brown,gravel with sand,cobble and — AV: some organics 464,,04 GP - ******• .... Medium stiff,dark brown mottled rust,SILT 31 X 1 16 ML 3-3-5 0 N=8 165— - Sand=26.9%, 5 Very stiff,brown mottled rust,SILT,moist, 35 X Fines=73.1% some sand Fines=73.1% 2 16 5-6-6 - - N=12 medium stiff ML 31 X 1 3 16 3-4-4 N=8 160— i - 10 - Stiff,gray,SILT,very moist 30 X 4 18 ML 5-5-5 O N=10 Boring terminated at approximately 1134-feet below existing grade li Professional Service Industries, Inc. PROJECT NO.: 0704683 6032 N. Cutter Circle, Suite 480 PROJECT: Fly Lease Line ,. Portland, OR 97219 rtilli LOCATION: 10855 SW Greenberg Rd. Telephone: (503)289-1778 Tigard,Oregon The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 FIGURE: 3A • DATE STARTED: 1/6/14 DRILL COMPANY: Subsurface •• •1 • •• • i N 6: B-3 DATE COMPLETED: 1/6/14 DRILLER: Jason LOGGED BYyR.raa�eiius.i • • • - COMPLETION DEPTH 10.0ft DRILL RIG: Mobile B57;•• : : d•ISI Whilie Drilling :•• 9.5 feet •BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger • A• Upon Completion N/A ELEVATION: 169 ft SAMPLING METHOD: 2-in SS 2 Delay 2 feet LATITUDE: 45.443469° HAMMER TYPE: Automatic • _•• BOIVIWGL CATI�1: :.• LONGITUDE: -122.778375° EFFICIENCY N/A : • •• gee Fcurer2 • : •••• • •• ••• STATION: N/A OFFSET: N/A REVIEWED BY: T.Bemius • • ••• • • ••• REMARKS: • • • •• iii to STANDARD PENETRATION •• I. • fF•S1••al�TAs•• a) rn a • r . • • • }1 i I }1t • ••• •• C t , o .� MATERIAL DESCRIPTION ,,0 ci) : •s• •�•Maisfyre: i*•LL Additional a ° w . , :n 0 25 5° Remarks > 8 m E % > v, 3 ° I I I I) a C) u) co 3 0 m 2 w F STRENGTH,tsf 0- • Qu * Op 0 0 2.0 4.0 FILL:Brown,gravel with sand,cobbles and some organics GP Medium stiff,dark brown mottled rust,SILT, T moist,trace sand LL=62 PL=48 30 X >NISand=9.0%, Fines=91.0% - - Fines=91.0% 1 18 MH 3-4-4 O N=8 165— 5 Stiff to very stiff;brown,sandy ILT,moist 29 X 2 16 4-4-5 N=9 ML 30 0 X 3 16 5-8-7 N=15 160— - Q Sand=26.2%, 10 Very stiff,gray mottled rust,SILT,wet,some 33 X Fines=73.8% sand Fines=73.8% 4 16 ML 4-6-10 N=16 Boring terminated at approximately 11Y2-feet below existing grade M Professional Service Industries, Inc. PROJECT NO.: 0704683 . 6032 N. Cutter Circle, Suite 480 PROJECT: iFly Lease Line idrAajii Portland, OR 97219 LOCATION: 10855 SW Greenberg Rd. Telephone: (503) 289-1778 Tigard,Oregon The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 • Cone resistance Sleeve friction Pan pr•ssur•u SIT Index Soli Behaviour Type 4 4 4 I 4 y/// ( 4 Clay 6- 6- 6 ` 6 6 Clay&say clay Clay&say clay 8- 8- 9 8 8 Say sand 8 sand s• 10- 10- 10 'i 10 10 Cl.?8 say clay 12- 12- 12 4 12 12 Say sand&sand s• 14- 14- 14 I 14 14 Clay&silly clay Sty sand&sand s• 16- 16- 16 ` 16 16 Clay 6 fay clay i Clay&slay clay 18- 18- 18 16 18 Say sari 8 sand sa 20- 20- 20 20 20 ChY Asay cloy Say fond&sand s•22- 22- _22 22 22 Say sand&sand sa s= C C 24 24- 24 24 s 24 Clay&say sand M {�y, r c .7' {6, aa.26- •26- -- d 26 v 26 ®°) u 26 SM1Y sand 6s • se 3 a 3 'I O r 0 Clay&silly clay 28- 2e- 28 4 26 J 28 Say sand&send sit Clay A.illy clay Cloy 30- 300 30 I 30 90 Clay 8 say clay 32■ 32- 32 I 32 f. 32 clay 34 34 34 34 34 Clay Clay 36- 36- 36 36 36 Clay Clay 8 say cloy 38- 38- 38 38 --- 38 Clay 40- 40- 40 40 - .... • • a 0 C lay a s i8 Y cbY • •• 42- 92- 42 42 42 • •• Clay •••• ••• 44- 44- 44 44 4a CMY 8 aaY clay • • • • • ` Vary deems/still ' • • • • 46- 46- ..�........i................ 46 46 46 ••• t• • •• , 100 200 2 4 6 8 10 12 0 50 100 150 200 I 2 3 4 0 2 4 6 8 10 12 14 16 18 • • • Tip resistance(tsf) Friction(tsf) Pressure(psi) It SOT SOT(Robertson et al,1131168• • • • • •••• •• • • • • • •••• •• •• ••••a • • • • • • • ••••• ••• •• • !i .iJIbJ3uildOn JANUARY 2014 10855 SW LEASE LINE • •• •P PROOJECT�JUMBER • Engineering•Consulting•Testing TIGARD,OREGON • • �•g�l�r:• •• ••••-. • ••• PSI,INC. • • • 6032 N.CUTTER CIRCLE.SUITE 480 DRAWN BY- CPT-1 FIGURt dA • • PORTLAND,OREGON 97217 TKB (503)289.1778 •••• i �- • •• •• •• • • • • •. • •• • Pleoc sone Dissipation Test:503VSECIST 1=50939 ••• :5• • • • ••Depth:11.65(ft) ••• • • • • • • • . PSI) 3 • •••• • ••• • •• •• • • • • • • • • • 3 • • • • • • • • • •• • • • • • • • • • • • 25 • • • • ••• • 2 15 ••• ••• • • •• •• • • • • • I • • ••• ••• •• • • • • • • ••• • 0 •0 .1 .1 .2 -2 0 1 2 3 4 S 6 7 8 9 10 11 12 13 14 15 16 17 18 19 p 21 22 t^0.9)(s^0.S0) P*smtowt OialpsUse Teak s03Y8[cPi1(s08) Deipteu 31.180(R) 16.4- 182- 16- Is6- 118. 114- 112- a l¢ 1148. 146. 1144- 142. 14• '3- 13.89 134- 13.2. 13- 12$. •26- 0 2 4 6 8 10 12 14 16 18 20 22 .14 26.9 • ( 00.50(3^0.S0) /�� ; Information January iFLY LEASE LINE �/ 2014 10855 SW LEASE LINE PSI PROJECT NUMBER 1- .To Build On TIGARD, OREGON 0704683 Engineering • Consulting• Testing PSI, INC. PORE PRESSURE 6032 N.CUTTER CIRCLE, SUITE 480 DRAWN BY. FIGURE 5A PORTLAND, OREGON 97217 RBT DISSIPATION (503)289-1778 CPT-1 I • • •• •• • . • • . •. • • • • • . •• . . . • • • • • • • • • • • • • • :• : : • ••• • •• • ••• • ••• • • • •• •• • : • •• • • • • • •• • ••• • Depth 3.281Pt + • - • • --• -- Belay 8.79ms Ref* - . .. Velocity. Depth 6.562ft Ref 3.281ft _ _ ••• ••• • •� • 1 ••�. • • •' • Depth 9.843ft - -- • • -• • • � ty �Ref 6.562ft I •N • • i l7Bft/s Depth 13.123ft -f- Delay 26.05ms Ref 9.843ft - Velocity 634.29ft/s•Depth 16.404ft _ ± - Delay 30.OBms Ref 13.123ft _ .- Velocity 783.10ft/s Depth 19.685ft + ! . Dela y 34.22,,a Ref 16.404ft _ .. -- -;____ � - - _ = Velocity 771. OOft/s- " -----• Depth 22.966ft -f. Delay 38.12ms Ref 19.685ft -_ ._.., __:.. ).' ;--^- - Velocity 823.5Sft/s Depth 26.247lt + Delay 42.30ms Ref 22.966ft -_ ___ .,_„_;^____4 '--.r- -__---•_•__- ' ,._____ Velocity 773.42ft/s Depth 29.528ft ± : Delay 46.60ms • Ref 26.Z4lft . :.,_ -_ �.�___ Velocity 754.78ft/s • Depth 32.808ft } Delay 50.54ms • Ref 29.528ft --------- ---�---�--- _..__.t ........___..... Velocity 823.93ft/s Depth 36.099ft --9- Delay 54.80ms Ref 32.808ft _- -_ _ __ _ • T___ Velocity 764.74tt/s Depth 39.310ft - ------- Delay 58.08ss Ref 36.089ft `_ _r '___----. .-_-- -_... Velocity 993.60ft/s Depth 42.651ft - - Delay 61.36ms Ref 39.370ft .-, Velocity 994.57ft/s - Depth 45.932ft -i- Delay 64.10ms Ref 42.651ft - - -_T_._ ,__-_ Velocity 1194.40ft/s 0 10 20 30 40 50 60 70 80 90 100 Time (ms) Hammer to Rod String Distance 1.3 (m) • - Not Determined 74� Information January iFLY LEASE LINE PSI PROJECT NUMBER SW LEASE .To Build On 2014 10855 T GA D, OREGON LINE 0704683 Engineering • Consulting • Testing PSI, INC. SHEAR WAVE 6032 N. CUTTER CIRCLE,SUITE 480 DRAWN BY. VELOCITIES FIGURE 6A PORTLAND,OREGON 97217 TKB (503)289-1778 CPT-1 Cone resistance Sleeve friction Pore pr SST Index Soli Behaviour Type 3 3: 3 Z 3 3 4 4- 4 4 4 5 5 5 5 Cloy S 6- 6- 6 8 6 7- 7- 7 7 Cloy L.Cy cloy 7 Why Sand&. .M 8- 8- • 8 8 Clay L Illy cloy Silty sand 8 sand t• 9- 9- 9 9 9 Clay 6.ty clay 10- 10- 10 10 10 Cloy L.4y cloy Sty and 6.a s8 11- 11- 11 11 11 Sty Ian6440M 98 12- 12- 12 12 12 Slily sand L sand 98 13- 13- 13 13 13 C Clay L.My del 14- 14- 14 14 14 Sly.aid L sand .9 15- 15- 15 15 15 Clay L say clay S16. C 16- a 16 gt 16 C 16 Clay 8 sill dry $17- 17- 17 17 17 SBY.and 6.aM tt t]18- t]18- C 18 C 1t G 18 C45 I.By cloy Clay L siy cloy 19- Y 19- 19 a 19 19 sey sand as .M 20- 20- 20 20 20 Cloy L.My clay 21- �, 21- 31 21 21 Sty sand&t 9• 22- r ,� 22- 22 22 22 Cloy.5.4 cloy Sly.and 6 as st 23- • 23. 23 23 23 Very•enee/stdl 24- 24- 24 24 24 Sy 6 cloy stay lane d 6 s st 25- 25- 25 26 28 26 25 25 Clay 26- 26- sty sand 6 sand .t CNY L.By, • •••• • • 27- 27- 27 27 27 SBY.and 6 sand .t • 28- 28- 28 28 28 SBY.snfidese' ••■ •••• 29- 29- 29 29 29 Clay 6sty cloy • • • • • • Cloy L s. cloy • • • 30- 30- 30 30 30 Cloy 6 s loy • 31- 31- 1""rr 31 31 31 Sty san ..,OP wtl• •• •• • • 50 100 150 1 2 3 .4 5 6 0 5 10 15 20 25 30 35 1 2 3 4 0 2 4 6 8 10 12 14 16 18 • •• Tip resistance(tsf) Friction(Is?) Pressure(psi) lc SBT SBT(Robertson et al.114i♦54,•e •••• 1 •• • • • • r •••• •• •• • • • • • • • • It - •• •• / jInf17 dEk orrnation IFLY LEASE LINE.To DATE: 10855 SW LEASE LINE •• Pa�PROJECT7sIU MBER • Build On JANUARY 2014 014fi54• EnginsorIng•Consulting•Tasting TIGARD,OREGON • • •• •• a.we__ • 8032 N.CUTTER C RCLE,SURE 480 DRAWN BY: CPT-2 F I G U�� IA • • .••• PORTLAND,OREGON 97217 TKB (503)289-1778 1 . 6 •• . • •• .. • •• •• •• . . • • ••• ••• • • • •• • • • • • •• •• • •• • • ••• • • • • •• • • • • •• • • ••• • •. • ••• • ••• • • • • • • • • •• • • •• • • •• • • • • • • • • • • • • ••• il fate:a..<D.1•:►•t10•Tat••1/S1Vtu1.7) 11100ecoabess1►.t‘Tent:103181C11•2(77) Depths 14.03(n) 0.w:21.»(n) •1.•0(p.) I - nn 6. ••• ••• • •• •• • 7 • • • • • • • 7 • ••• ••• ••• • • • • • • 3 • j I 1 3 sgi$ ( ', I 2 0 YY , 0 A • •1 .1 • 6 2 • 6 1 10 12 11 16 N 20 n N Ian n 32 um I S 1S 13 X 25 b 2s e 1^0.100"010) 1•0100'010) Olezocone Dissipation Test:S03VSECOT2(SO7) Depth:32.50(11) 17 1 1 12 UA•12.72(MI) iII 7 1 /�7 Information January iFLY LEASE LINE �/ 2014 10855 SW LEASE LINE PSI PROJECT NUMBER 6To Build On TIGARD, OREGON 0704683 Engineering• Consulting• Testing PSI, INC. PORE PRESSURE 6032 N.CUTTER CIRCLE,SUITE 480 DRAWN BY: FIGURE 8A PORTLAND, OREGON 97217 RBT DISSIPATION (503)289-1778 CPT-2 . • Cone resistance Sleeve friction Pore pr MT Index Soil Behaviour Type 3— 3■ 3 — _.. 3 3 4 4- 4 4 4 Clay 5— 5■ 5 5 5 6- 6■ 6 6 6 Clay&sky clay 7 7 7 7 Sily sand&sand ail Clay&silty clay 8- 8— 8 8 8 Sky sand 6 sand sit 9- 9■ 9 9 9 10■ 10— •• 10 10 10 Clay 8 sky clay 11- 11- 11 11 i1 Oily sand&nand sit 12- 12- 12 12 12 g 2 1 3- 13— C 13 L�13 13 Clay 8 sky clay W 14- 14- 14 •14 N 14 Silty nond 6 send sit O D 0 0 15- 15- 15 15 15 16- 16- 16 16 16 Clay 6 sky clay 17- 1 7- 17 17 17 Sky sand&sand sit 18- 18- 18 16 18 Clay 6 silly clay 19- 19— 19 19 19 Say nand 6 sand all Clay 6 silty clay 20 20- 20 20 20 Sky sand&sand sit 21- 21- 21 21 21 •••• • • Clay 6 silty clay • • • 22- 22- 22 22 22 any*snows. •F• •••• Clay&silly clay • • • 23- 23- 23 23 23 Vary darns/WI • • ••• • • Vary dan�lsliff •.• •• •• 24- 24- 24 24 24 sit sanc�Z*d s 50 100 150 1 2 3 4 5 6 -2 0 2 4 6 8 I 2 3 4 0 2 4 6 8 10 12 14 16 18 • Tip resistance(tsf) Friction(tsf) Pressure(psi) Ic SBT SBT(Robertson et al,i lit?•• •••• •• • • • •••• • •• ••S • • • • • _�•••• • • • 7•--•-• BOA a 10855 SW LEASE LINE Information iFLY LEASE LINE ••••• /r`7, DATE: •• Pit PROJECT NUMBER • To Build On JANUARY 2014 07446183•• Ong•Consulting•Rifting TIGARD,OREGON • • • 0,• •••* • ..•• PSI,INC. • • •••• I• 6032 N.CUTTER CIRCLE,SUITE 480 DRAWN BY: CPT-3 FIG U at 9A •••1 PORTLAND,OREGON 97217 TKB (503)289-1778 • • •. •64.5• •. • •.• •••••. •; S• ••• • • • ••• • • • • • • .. Piezocone Dissipation Test: 503VSECPT3(508) Depth: 24.61 (ft) ' • ••. • ••• • • •• •• •• • • . . . . • . . •• 9 ��----_- • • • • 110.= 9.64(p11) ••• ••• • • 8. ••• ••• • • •• •• • • . . . 7. • • ••• ••• •• • • • • • 7 • ••• • 6. 5. 4. 3. 2 2 1. 1 0. -1 -1. -2 -2. 0 5 10 15 20 25 30 35 40 45 50 t^0.50(s^0.50) f7�� Information January iFLY LEASE LINE PSI PROJECT NUMBER Lt !JTo 2014 10855 SW LEASE LINE Build On TIGARD, OREGON 0704683 Engineering • Consulting • Testing PSI, INC. PORE PRESSURE 6032 N. CUTTER CIRCLE,SUITE 480 DRAWN BY: FIGURE 10A PORTLAND,OREGON 97217 RBT DISSIPATION (503)289-1778 CPT-3 •••• • • •• • • • • ••• • •••• • • • • • • • •• •• • • • • • •• •• • • • • • • •• •• •••• • • • • • •• •••. • • • •••• • • . • • • •• .• ..r.... • • • •J • ..•. ,... • • • • 0 _Z m ce 0 X _ Cl z Z O W EY CL W Om a < 0 z n 0 re 0 • I • •• •• •• • • • • •• • • • • • • • • • • • • • • •• • • • • •• • • ••• • • •• • • • • •• •• • • ••• • •• • ••• • ••• • • • • • • • ••• • • • • • • • • •• • • • • . • • • • • • • • • .•• •• • • • • ••• • • •• •• • • • ••• •• • • ••• • • 30.0 B 29.5 29.0 28.5 28.0 1 27.5 - 27.0 26.5 26.0 25.5 - . —B-1 25.0 i . r , . , , . , . , , , , 0 20 40 60 80 100 120 140 160 180 200 Elapsed Time(hr) - DATA LOGGER AT 28 FEET - READINGS TAKEN FROM JANUARY 8-15, 2014 �/��71 Information January iFLY LEASE LINE PSI PROJECT NUMBER To Build On 2014 10855 SW D, OREGON LINE 0704683 Engineering • Consulting • Testing PSI, INC. MONITORING WELL 6032 N.CUTTER CIRCLE,SUITE 480 DRAWN BY: FIGURE 1 B PORTLAND,OREGON 97217 RBT B-1 (503)289-1778 (DATA LOGGER @ 28 FT) . . ' i� v Pea � / iirlift O010H COMcheck Software Version 3.9.3 Envelope Compliance Certificate 2010 Oregon Energy Efficiency Specialty Code Section 1: Project Information Project Type: New Construction Envelope Compliance Method: Simplified Trade-Off Project Title : iFly Indoor Skydiving Construction Site: Owner/Agent: Designer/Contractor: 10655 SW Greenburg Road William Adams David Fey Tigard,OR 97223 SkyGroup Investments, LLC Jensen Fey Architecture&Planning 6034 West Courtyard Dr 7730 Leary Way Suite 135 Redmond,WA 98052 Austin,TX 78730 425-216-0318 x311 206-979-4359 davidf @jensenfey.com Section 2: General Information Building Location(for weather data): Tigard,Oregon Climate Zone: 4c Building Space Conditioning Type(s): Nonresidential Vertical Glazing/Wall Area Pct.: 9% Budding Tyke Floor Area Retail 8554 Section 3: Requirements Checklist Envelope PASSES. Design 3%better than code. Climate-Specific Requirements: Component Name/Description Gross Cavity Cont. Proposed Budget Area or R-Value R-Value U-Factor U-Factoria) Perimeter Roof 1 -Upper: Insulation Entirely Above Deck 2891 --- 30.0 0.032 0.048 Roof 2-Lower: Insulation Entirely Above Deck 1051 --- 30.0 0.032 0.048 Floor 1:Concrete Floor(over unconditioned space) 2356 --- 6.0 0.110 0.074 Exterior Wall 1 (S):Steel-Framed, 16"o.c. 4485 19.0 8.0 0.059 0.064 Window 1:Metal Frame Curtain Wall/Storefront,Perf.Type:Other 414 -- --- 0.290 0.450 testing/cert.Product ID:na,SHGC 0.25(b) Window 2: Metal Frame Curtain Wall/Storefront,Perf.Type:Other 129 — -- 0.290 0.450 testing/cert.Product ID:na,SHGC 0.25(b) Window 3: Metal Frame Curtain Wall/Storefront, Perf.Type:Other 110 -- --- 0.290 0.450 testing/cert.Product ID:na,SHGC 0.25(b) Window 4: Metal Frame Curtain Wall/Storefront, Perf.Type:Other 132 — --- 0.290 0.450 testing/cert.Product ID:na,SHGC 0.25(b) Window 5: Metal Frame Curtain Wall/Storefront, Perf.Type:Other 132 -- --- 0.290 0.450 testing/cert.Product ID:na,SHGC 0.25(b) Window 6:Metal Frame Curtain Wall/Storefront, Perf.Type:Other 132 --- --- 0.290 0.450 testing/cert.Product ID:na,SHGC 0.25(b) Window 7: Metal Frame Curtain Wall/Storefront, Pert.Type:Other 104 --- --- 0.290 0.450 testing/cert. Product ID: na,SHGC 0.25(b) Door 1: Insulated Metal,Swinging 21 -- --- 0.600 0.700 Door 2:Glass(>50%glazing):Metal Frame, Entrance Door,Perf. 42 --- --- 0.290 0.800 Type:Other testing/cert.Product ID:na,SHGC 0.25(b) Door 3:Glass(>50%glazing):Metal Frame, Non-Entrance Door, 21 -- --- 0.290 0.550 Pert.Type:Other testing/cert.Product ID:na,SHGC 0.25(b) Project Title: iFly Indoor Skydiving Report date: 05/12/14 Data filename: C:1!Ben1CAD\AJob History11314_iFLY\COMcheck11413 iFly-Tigard_140512.cck Page 1 of 4 Exterior Wall 2(E): Steel-Framed, 16"o.c. 424 19.0 8.0 0.059 0.064 Window 8:Metal Frame Curtain Wall/Storefront. Pert.Type:Other 49 --- --- 0.250 0.450 testing/cert. Product ID: na.SHGC 0.29(b) Window 9:Metal Frame Curtain Wall/Storefront, Pert.Type: Other 93 --- --- 0.290 0.450 testing/cert. Product ID. na.SHGC 0.25(b) Door 5: Glass(>50%glazing):Metal Frame, Non-Entrance Door, 21 --- --- 0.290 0.550 Perf.Type:Other testing/cert. Product ID: na, SHGC 0.25(b) Exterior Wall 3-Twr 2(E): Steel-Framed. 16"o.c. 2374 19.0 3.0 0.083 0.064 Exterior Wall 4(N):Steel-Framed. 16"o.c. 5199 19.0 8.0 0.059 0.064 Window 10: Metal Frame Curtain Wall/Storefront. Perf.Type: Other 10 --- --- 0.290 0.450 testing/cert. Product ID: na, SHGC 0.25(b) Window 11: Metal Frame Curtain Wall/Storefront. Perf.Type: Other 10 --- --- 0.290 0.450 testing/cert. Product ID: na, SHGC 0.25(b) Door 6: Insulated Metal. Swinging 21 --- --- 0.600 0.700 Door 7: Insulated Metal.Swinging 21 --- --- 0.600 0.700 Exterior Wall 5-Twr 2(W): Steel-Framed. 16"o.c 2303 19.0 3.0 0.083 0.064 Exterior Wall 6(W): Steel-Framed. 16"o.c. 504 19.0 8.0 0.059 0.064 Exterior Wall 7(S): Steel-Framed. 16"o.c. 1003 19.0 8.0 0.059 0.064 Door 4: Insulated Metal. Swinging 16 --- --- 0.600 0.700 (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. (b)Fenestrations product performance must be certfied in accordance with NFRC and requires supporting documentation. In the following requirements. blank checkboxes identify requirements that the applicant has not acknowledged as being met. Checkmarks identify requirements that the applicant acknowledges are met or excepted from compliance. 'Plans reference page/section'identifies where in the plans/specs the requirement can be verified as being satisfied. Fenestration Product Rating: 1. U-factors of fenestration products(windows,doors and skylights)are determined in accordance with NFRC 100 by an accredited, independent laboratory, and labeled and certified by the manufacturer or are determined using the commercial size category values listed in Chapter 15 of the 2009 ASHRAE Handbook of Fundamentals,Table No.4 and shall include the effects of the window frame. The temporary label afixed to the fenestration products must not be removed prior to inspection. Exception(s): ] Site-built fenestration products shall have a single certificate specifying glazing type.special coatings.spacers,gas fills. center-of-glass and overall U-factor,and center-of-glass SHGC for every type of site built glass used.These certificates shall be maintained on the jobsite and made available to the inspector. Plans reference page/section: ❑ 2. Solar heat gain coefficient(SHGC)of glazed fenestration products(windows,glazed doors and skylights)shall be determined in accordance with NFRC 200 by an accredited, independent laboratory.and labeled and certified by the manufacturer or be determined using the Solar Heat Gain Coefficients(SHGC)in Chapter 15 of the 2009 ASHRAE Handbook of Fundamentals.Table No.10.The overall values must consider type of frame material and operator for the SHGC at normal incidence. Exception(s): ❑ Site-built fenestration products shall have a single certificate specifying glazing type,special coatings.spacers,gas fills, center-of-glass and overall U-factor. and center-of-glass SHGC for every type of site built glass used These certificates shall be maintained on the jobsite and made available to the inspector. Plans reference page/section Air Leakage, Insulation, and Component Certification: J 3. Sealing of the building envelope. Openings and penetrations in the building envelope are sealed with caulking materials or closed with gasketing systems compatible with the construction materials and location.Joints and seams are sealed in the same manner or taped or covered with a moisture vapor-permeable wrapping material. Sealing materials spanning joints between construction materials allow for expansion and contraction of the construction materials. Plans reference page/section. J 4. Window and door assemblies. The air leakage of window and sliding or swinging door assemblies that are part of the building envelope are determined in accordance with AAMA/VVDMA/CSA 101/I S.2/A440,or NFRC 400 by an accredited, independent laboratory,and labeled and certified by the manufacturer. Exception(s): ❑ Site-constructed windows and doors that are weatherstripped or sealed in accordance with Section 502.4 3. Plans reference page/section: L.1 5. Curtain wall,storefront glazing and commercial entrance doors. Curtain wall.storefront glazing and commercial-glazed swinging entrance doors and revolving doors are tested for air leakage in accordance with ASTM E 283. For curtain walls and storefront glazing, the maximum air leakage rate is 0.3 cubic foot per minute per square foot of fenestration area For commercial glazed swinging entrance doors and revolving doors,the maximum air leakage rate is 1.00 cfm/ft2 of door area Project Title: iFly Indoor Skydiving Report date: 05/12/14 Data filename: C:\!Ben\CAD\^Job History11314_iFLY\COMcheck11413 iFly-Tigard_140512.cck Page 2 of 4 Exception(s): j Requirement is not applicable. Plans reference page/section: ❑ 6. Building thermal envelope insulation.An R-value identification mark is applied(by manufacturer)to each piece of insulation 12 inches or greater in width.Alternately,the insulation installers have provided a signed.dated and posted certification listing the type. manufacturer and R-value of insulation installed. Refer to code section for blown or sprayed insulation installation/settling depths and marker requirements. ▪ 7. Insulation mark installation. Insulating materials are installed such that the manufacturer's R-value mark is readily observable upon inspection. J 8. Insulation product rating.The thermal resistance(R-value)of insulation has been determined in accordance with the U.S. FTC R-value rule. j 9. Installation.All material,systems and equipment are installed in accordance with the manufacturer's installation instructions and the International Building Code. D 10.Outdoor air intakes and exhaust openings.Stair and elevator shaft vents and other outdoor air intakes and exhaust openings integral to the building envelope shall be equipped with not less than a Class I motorized. leakage-rated damper with a maximum leakage rate of 4 cfm per square foot at 1.0 inch water gauge when tested in accordance with AMCA 500D. Stair and shaft vent dampers shall be capable of being automatically closed during normal building operation and interlocked to open as required by fire and smoke detection systems. Exception(s): `] Requirement is not applicable. Plans reference page/section: ▪ 11.Loading dock weatherseals. Cargo doors and loading dock doors are equipped with weather seals to restrict infiltration when vehicles are parked in the doorway. Exception(s): ❑ Requirement is not applicable. Plans reference page/section: J 12.Recessed lighting. Recessed luminaires installed in the building thermal envelope are sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires are IC-rated and labeled as meeting ASTM E 283.All recessed luminaires are sealed with a gasket or caulk between the housing and interior wall or ceiling covering. Exception(s): j Requirement is not applicable. Plans reference page/section: • 13.Vestibules. Doors that separate conditioned space from the exterior are protected with an enclosed vestibule,with all doors of the vestibule equipped with self-closing devices.Vestibules are designed so interior and exterior doors to not operate simultaneously. Exception(s): ❑ Doors not intended to be used as a building entrance door.such as doors to mechanical or electrical equipment rooms. • Doors opening directly from a sleeping unit or dwelling unit. O Doors that open directly from a space less than 3000 sq.ft. in area. ❑ Revolving doors. • Doors used primarily to facilitate vehicular movement or material handling and adjacent personnel doors. • Requirement is not applicable. Plans reference page/section: 14.'Other'components have supporting documentation for proposed U-Factors. Exception(s). [] Requirement is not applicable. Plans reference page/section: Section 4: Compliance Statement Compliance Statement The proposed envelope design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed envelope system has been designed to meet the 2010 Oregon Energy Efficiency Specialty Code requirements in COMcheck Version 3.9.3 and to comply with the mandatory requirements in the Requirements Checklist. Project Title: iFly Indoor Skydiving Report date: 05/12/14 Data filename: C:\!Ben\CAD\^Job History\1314_iFLY\COMcheck\1413 iFly-Tigard_140512.cck Page 3 of 4 • Name-Title Signature Date Project Title: iFly Indoor Skydiving Report date: 05/12/14 Data filename: C:\!Ben\CAD\AJob History\1314_iFLY\COMcheck11413 iFly-Tigard_140512.cck Page 4 of 4 i COMcheck Software Version 3.9.2 irlA Interior Lighting Compliancb ECE1 ED Certificate MAY 1 3 2014 2012 IECC CITY OF TIGARD PLANNING/ENGINEERING Section 1: Project Information Project Type: New Construction Project Title : IFLY INDOOR SKYDIVING Construction Site: Owner/Agent: Designer/Contractor: 10655 SW GREENBURG ROAD TERRY MCLEAN TIGARD,OR 97223 BAY AND ASSOCIATES,INC 8217 SHOAL CREEK STE 100 AUSTIN,TX 78757 407-9011 terrym@baymep.com Section 2: Interior Lighting and Power Calculation A B C D Floor Area Allowed Allowed Watts Watts/ft2 Retail 12800 1.3 16640 Total Allowed Watts= 16640 Section 3: Interior Lighting Fixture Schedule A B C D E Fixture ID:Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Retail(12800 sq.ft.) Linear Fluorescent 1:A:2X4:48"T8 32W:Electronic: 3 14 96 1344 Compact Fluorescent 1:B,B1:PENDANT:Triple 4-pin 42W:Electronic: 1 29 84 2436 Compact Fluorescent 2:C1,C2,C3:DNLT:Triple 4-pin 32W:Electronic: 1 12 35 420 Incandescent 2:C4:PINHOLE:Incandescent 50W: 1 18 50 900 Linear Fluorescent 2:D,D2:STRIP:46"T5 28W:Electronic: 2 17 64 1088 Compact Fluorescent 3:E:SUSPENDED:Quad 2-pin 13W:Electronic: 1 9 15 135 Compact Fluorescent 4:G:WALL:Triple 4-pin 32W:Electronic: 1 3 36 108 Track lighting 1:F:TRACK:Other:Electronic: 2 19 200 3800 Linear Fluorescent 3:H:LINEAR:46"T5 54W:Electronic: 1 23 60 1380 Linear Fluorescent 3 copy 1:K:STAIRWAY:46"T5 28W:Electronic: 2 4 42 168 Total Proposed Watts= 11779 Section 4: Requirements Checklist Lighting Wattage: p 1. Total proposed watts must be less than or equal to total allowed watts. Allowed Wattage:16640 Proposed Wattage:11779 Complies:YES Mandatory Requirements: D 2. Dwelling units(complete independent living facilities)within commercial buildings are not required to comply with interior lighting requirements of this code provided that>=75 percent of the permanently installed fixtures other than low voltage lighting contain only high efficacy lamps. Project Title: IFLY INDOOR SKYDIVING Report date:04/16/14 Data filename:O:\Shell_K-Z\SkyVenture-Tigard-Oregon_2205-14-100\Calcs\Electrical\iFly Tigard Ltg Bgt.cck Page 1 of 5 a - ❑ 3. Manual Controls:Each enclosed space has manual lighting control. Remotely located manual controls are labelled for area of service and indicate on/off status. Exception(s): ❑ Security/emergency areas with 24-hour operation. ❑ Stairways/corridors that are means of egress. ❑ 4. Light Reduction Controls:Each space required to have a manual control also allows for reducing the connected lighting load by at least 50 percent by either controlling all luminaires,dual switching of alternate rows of luminaires,alternate luminaires,or alternate lamps, switching the middle lamp luminaires independently of other lamps,or switching each luminaire or each lamp. Exception(s): ❑ Only one luminaire(lamp<100 W)in space. ❑ An occupant-sensing device controls the area ❑ The area is a corridor,equipment/store rooms,restrooms,public lobby,elec./mech.room, or sleeping unit. ❑ Areas that use<0.6 Watts/sq.ft. ❑ Daylight spaces having automatic daylighting controls. ❑ 5. Automatic time switching controls are installed and have an override switching device.The override switching device allows for<=2 hour operation cycle within spaces<=5000 sq.ft.,manual operation,and is readily accessible and located where the operation of the connected lights are visible or communicated to the switch. Exception(s): ❑ Sleeping units,patient care areas:and spaces where automatic shutoff would endanger safety or security or where lighting is intended for 24-hour operation. ❑ Emergency egress lighting. ❑ Spaces where lighting is controlled with occupancy sensors. ❑ Malls,arcades,auditoriums,single tenant retail spaces,industrial facilities and arenas that are<=20,000 sq.ft.are permitted exceed the 2-hour operation cycle limit when a captive key device override switch is installed. ❑ 6. Occupant sensors are installed in the following spaces and automatically turn lighting off within 30 minutes of all occupants leaving the space:Classrooms,conference/meeting/training rooms,employee lunch and break rooms,private offices,storage/janitorial rooms, restrooms,and other spaces<=300 sq.ft.Automatic-on sensors set power on <50 percent power. Exception(s): • Full power automatic-on controls are permitted where manual-on operation would endanger the safety or security of the room or building occupants. ❑ 7. Daylight zones have either individual lighting controls independent from that of the general area lighting that are either manual or automatic and serve zones<=2,500 sq.ft.Zones under skylights more than 15 feet from the perimeter have lighting controls separate from daylight zones adjacent to vertical fenestration. Exception(s): ❑ Contiguous daylight zones spanning no more than two orientations are allowed to be controlled by a single controlling device. ❑ Daylight spaces enclosed by walls or ceiling height partitions and containing two or fewer light fixtures are not required to have a separate switch for general area lighting. ❑ 8. Automatic daylight zone controls are capable of reducing power to<35 percent using continuous dimming ballasts and daylight-sensing controls OR,are capable of automatic power reduction using step-dimming multi-level switching and daylight-sensing controls having at least two control channels per zone and at least one control step in the 50-70 percent range and another<=35 percent of design power. ❑ 9. Medical task lighting or art/history display lighting claimed to be exempt from compliance has a control device independent of the control of the nonexempt lighting. ❑ 10. Separate control device for display/accent lighting,case lighting,task lighting,nonvisual lighting,under-shelf/cabinent lighting,lighting for sale,and demonstration lighting. ❑ 11. Hotel/motel sleeping units and guest suites have control device(s)at the entry door that control all permanent luminaires and switched receptacles. ❑ 12. Exit signs 5 Watts or less per sign. ❑ 13. Tandem wired one-lamp and three-lamp ballasted luminaires(No single-lamp ballasts). Exception(s): ❑ Electronic high-frequency ballasts. ❑ Luminaires not on same switch. ❑ Recessed luminaires 10 ft.apart or surface/pendant not continuous. ❑ Luminaires on emergency circuits. Additional Efficiency Package Requirements: ❑ 1. The reduced interior lighting power option has been selected as the additional efficiency package required by this energy code. Requirements for this package are applied to the interior lighting allowance calculations.Full compliance with this efficiency option requires inspection and verification that the interior lighting allowances and fixture schedule are compliant and deemed to pass. Interior Lighting PASSES:Design 29%better than code. Project Title: IFLY INDOOR SKYDIVING Report date:04/16/14 Data filename:O:\Shell_K-Z\SkyVenture-Tigard-Oregon_2205-14-100\Calcs\Electrical\iFly Tigard Ltg Bgt.cck Page 2 of 5 Section 5: Compliance Statement Compliance Statement: The proposed lighting design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed lighting system has been designed to meet the 2012 IECC requirements in COMcheck Version 3.9.2 and to comply with the mandatory requirements in the Requirements Checklist. Name-Title Signature Date Project Title: IFLY INDOOR SKYDIVING Report date:04/16/14 Data filename:O:\Shell_K-Z\SkyVenture-Tigard-Oregon_2205-14-100\Calcs\ElectricaliFly Tigard Ltg Bgt.cck Page 3 of 5 0 r .. COMcheck Software Version 3.9.2 Exterior Lighting Compliance Certificate 2012 IECC Section 1: Project Information Project Type:New Construction Project Title: IFLY INDOOR SKYDIVING Exterior Lighting Zone: 3(Other) Construction Site: Owner/Agent: Designer/Contractor: 10655 SW GREENBURG ROAD TERRY MCLEAN TIGARD,OR 97223 BAY AND ASSOCIATES,INC 8217 SHOAL CREEK STE 100 AUSTIN,TX 78757 407-9011 terrym @baymep.com Section 2: Exterior Lighting Area/Surface Power Calculation A B C D E F Exterior Area/Surface Quantity Allowed Tradable Allowed Proposed Watts Wattage Watts Watts /Unit (B x C) Entry canopy 275 ft2 0.4 Yes 110 448 Other door(not main entry) 3 ft of door width 20 Yes 60 0 Special feature area 1307 ft2 0.16 Yes 209 180 ' Total Tradable Watts*= 379 628 Total Allowed Watts= 379 Total Allowed Supplemental Watts**= 750 *Wattage tradeoffs are only allowed between tradable areas/surfaces. **A supplemental allowance equal to 750 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces. Section 3: Exterior Lighting Fixture Schedule A B C D E Fixture ID:Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Compact Fluorescent 1:C3:gCFL DOWNLIGHT:Triple 4-pin 32W:Electronic: 1 11 32 352 Corn.:.- Fluorescent 2:C3:Triple 4-pin 32W:Electronic: 1 3 32 96 Compact Fluorescent 3:W1:Triple 4-pin 42W:Electronic: 1 4 45 180 Total Tradable Proposed Watts= 628 Section 4: Requirements Checklist Lighting Wattage: u 1. Within each non-tradable area/surface,total proposed watts must be less than or equal to total allowed watts.Across all tradable areas/surfaces,total proposed watts must be less than or equal to total allowed watts. Compliance:Passes using supplemental allowance watts. Project Title: IFLY INDOOR SKYDIVING Report date: 04/16/14 Data filename:O:\Shell_K-Z\SkyVenture-Tigard-Oregon_2205-14-100\Calcs\Electrical\iFly Tigard Ltg Bgt.cck Page 4 of 5 • Controls, Switching, and Wiring: p 2. All exemption claims are associated with fixtures that have a control device independent of the control of the nonexempt lighting. 3. Lighting not designated for dusk-to-dawn operation is controlled by either a a photosensor(with time switch),or an astronomical time switch. O 4. Lighting designated for dusk-to-dawn operation is controlled by an astronomical time switch or photosensor. O 5. All time switches are capable of retaining programming and the time setting during loss of power for a period of at least 10 hours. Exterior Lighting Efficacy: O 6. All exterior building grounds luminaires that operate at greater than 100W have minimum efficacy of 60 lumen/watt. Exceptions: J Lighting that has been claimed as exempt and is identified as such in Section 3 table above. J Lighting that is specifically designated as required by a health or life safety statue,ordinance,or regulation. O Emergency lighting that is automatically off during normal building operation. O Lighting that is controlled by motion sensor. Section 5: Compliance Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed lighting system has been designed to meet the 2012 IECC requirements in COMcheck Version 3.9.2 and to comply with the mandatory requirements in the Requirements Checklist. Name-Title Signature Date Project Title: IFLY INDOOR SKYDIVING Report date:04/16/14 Data filename:O:\Shell_K-Z\SkyVenture-Tigard-Oregon_2205-14-100\Calcs\Electrical\iFly Tigard Ltg Bgt.cck Page 5 of 5