rgs-10p-lor7489 · evaluation follows tier 1 analysis procedures outlined in the ‘seismic...

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EXHIBIT H GS-10P-LOR7489

October 16, 2017 HGE, Inc. 333 S 4th St Coos Bay, Oregon 97420 Attn: Joseph Slack RE: BLM Building, North Bend, Oregon ASCE 41-13 Evaluation Per your request, DCI Engineers performed a seismic evaluation of the BLM Office Building at North Bend, Oregon. This report will try to identify the major hazards associated with each building that was evaluated. It will describe some of the mitigation factors necessary to upgrade the building to meet the appropriate performance level. The BLM Building is located at North Bend, Oregon. The campus consists of several structures ranging in age, size, and use. This report focuses on the office building. The evaluation follows Tier 1 analysis procedures outlined in the ‘Seismic Evaluation and retrofit of existing buildings ASCE/SEI 41-13. EXECUTIVE SUMMARY The BLM Building has several hazardous conditions that were captured in the ASCE 41-13 Tier 1 evaluation. Several wood shear-walls are over stressed and non-structural hazards were discovered. DATA AND OBSERVATIONS The 2-story BLM Building was constructed in 1988 and totals 28,341 SF of floor area. The BLM building has plywood shear walls with hold-downs, which are similar to shear-walls in modern construction. The building has flexible roof and floor diaphragms. The main level floor is a concrete slab on grade. Footings are conventional. PROCEDURES DCI reviewed the existing structural drawings dated 1988. A site visit was conducted on September 15, 2017. No geotechnical information was provided to DCI.

ASCE 41-13 Seismic Evaluation Report 2 | P a g e

An ASCE 41-13 Tier 1 Evaluation procedure quickly identifies buildings that comply with the provisions of this standard. The BLM Building is classified as wood shear walls structure with flexible diaphragms or ASCE 41-13 building type W2. The ASCE 41-13 level of seismicity for the building is high. The following parameters were used in the analysis: SXS, BSE-1N = 0.706 g SX1, BSE-1N = 0.536 g It is the intent of this study to determine if the structure meets the performance level of ‘Life Safety’ per ASCE 41-13. SEISMIC FORCE RESISTING SYSTEM DEFICIENCIES & RECOMMENDATIONS The evaluation of the building indicates retrofit of existing lateral force resisting system components is necessary to meet the requirements of Life Safety performance level outlined in ASCE 41-13. Below is a description of the deficiencies observed in the seismic force resisting systems of the building per ASCE 41-13 Tier 1 checklist for Life Safety performance level. Only the deviancies are highlighted below.

TIER 1 NON-COMPLIANT ITEMS

BASIC CHECKLIST - LIFE SAFETY BASIC CONFIGURATION CHECKLIST C NC N/A U

☐ ☒ ☐ ☐ VERTICAL IRREGULARITIES: All vertical elements in the seismic-force-

resisting system are continuous to the foundation. (Commentary: Sec. A.2.2.4. Tier 2: Sec. 5.4.2.3)

DCI Comment: The two (2) wood shear walls located along grid E between grids 7&8 and 9&11 do not continue to the foundation. LIFE SAFETY STRUCTURAL CHECKLIST FOR BUILDING TYPE - W2: Wood Frames, Commercial and Industrial C NC N/A U

☐ ☒ ☐ ☐ SHEAR STRESS CHECK: The shear stress in the shear walls, calculated

using the Quick Check procedure of Section 4.5.3.3, shall be less than the following values (Commentary: Sec. A.3.2.7.1, Tier 2: Sec.:5.5.3.1.1):

Structural panel sheathing 1,000 plf Diagonal sheathing 700 plf Straight sheathing 100 plf All other considerations 100 plf


DCI Comment: Plywood shear-walls are overloaded as described below: In the North-South direction: At the Second-Floor level: The walls located along grid 18 are over loaded by 67% At the Ground Floor level: The walls located along grid 12 are over loaded by 56% The walls located along grid 14 are over loaded by 22% The walls located along grid 18 are over loaded by 208% In the East-West direction: At the Second-Floor level: The walls located along grid F’ are over loaded by 108% At the Ground Floor level: The walls located along grid F’ are over loaded by 195% The walls located along grid E are over loaded by 56% NON-STRUCTURAL CHECKLIST Life Safety Systems C NC N/A U

☐ ☒ ☐ ☐ LS-LMH; PR-LMH. FIRE SUPRESSION PIPING: Fire suppression piping is

anchored and braced in accordance with NFPA-13. (Commentary: Sec. A.7.13.1. Tier 2: Sec. 13.7.4)

DCI Comment: Fire piping not braced against seismic loading. C NC N/A U

☐ ☒ ☐ ☐ LS-MH; PR-MH. SPRINKLER CEILING CLEARANCE: Penetration through

panelized ceilings for fire suppression devices provide clearances in according with NFPA-13. (Commentary: Sec. A.7.13.3. Tier 2: Sec. 13.7.4)

DCI Comment: Clearances provided for sprinkler heads insufficient against seismic loading. C NC N/A U

☐ ☒ ☐ ☐ LS-not required; PR-LMH. EMERGENCY LIGHTING: Emergency and

egress lighting equipment is anchored or braced. (Commentary: Sec. A.7.3.1. Tier 2: Sec. 13.7.9)


Partitions C NC N/A U

☐ ☒ ☐ ☐ LS-not required; PR-MH. TOPS: The tops of ceiling-high framed or

panelized partitions have lateral bracing to the structure at a spacing equal to or less than 6 ft. (Commentary: Sec. A.7.1.4. Tier 2: Sec. 13.6.2)

DCI Comment: The tops of wood partition walls are not braced against seismic loads. Ceilings C NC N/A U

☐ ☒ ☐ ☐ LS-MH; PR-LMH. SUSPENDED GYPSUM BOARD: Suspended gypsum

board ceilings have attachments that resist seismic forces for every 12 square feet of area. (Commentary: Sec. A.7.2.3. Tier 2: Sec. 13.6.4)

DCI Comment: Gypsum board ceiling tiles are not braced laterally against seismic loads Contents and Furnishings C NC N/A U

☐ ☒ ☐ ☐ LS-MH; PR-MH. INDUSTRIAL STORAGE RACKS: Industrial storage racks

or pallet racks more than 12 ft high meet the requirements of ANSI/RMI MH 16.1 as modified by ASCE 7 Chapter 15. (Commentary: Sec. A.7.11.1. Tier 2: Sec. 13.8.1)

DCI Comment: There are various server racks, large printers, etc. not attached to the

ground and provide no lateral resistance. C NC N/A U

☐ ☒ ☐ ☐ LS-H; PR-MH. TALL NARROW CONTENTS: Contents more than 6 ft in high

with a height-to-depth or height-to-width ratio greater than 3-to-1 are anchored to the structure or to each other. (Commentary: Sec. A.7.11.2. Tier 2: Sec. 13.8.2)

DCI Comment: There are various rolling bookshelf racks, large bookshelves not attached to

the ground and provide no lateral resistance. Mechanical and Electrical Equipment C NC N/A U

☐ ☒ ☐ ☐ LS-H; PR-H. FALL-PRONE EQUIPMENT: Equipment weighing more than

20 lb whose center of mass is more than 4 ft above the adjacent floor level, and which is not in-line equipment, is braced. (Commentary: Sec. A.7.12.4. Tier 2: Sec. 13.7.1 and 13.7.7)


DCI Comment: Water heater, HVAC units, etc. not braced against lateral loading in roof

attic. C NC N/A U

☐ ☒ ☐ ☐ LS-H; PR-H. IN-LINE EQUIPMENT: Equipment installed in-line with a duct

or piping system, with an operating weight more than 75 lb, is supported and laterally braced independent of the duct or piping system. (Commentary: Sec. A.7.12.5. Tier 2: Sec. 13.7.1)

DCI Comment: MEP piping equipment in roof attic not braced against lateral loading. C NC N/A U

☐ ☒ ☐ ☐ LS-not required; PR-H. HEAVY EQUIPMENT: Floor-supported or platform-

supported equipment weighing more than 400 lb is anchored to the structure. (Commentary: Sec. A.7.12.10. Tier 2: Sec. 13.7.1 and 13.7.7)

DCI Comment: Large MEP equipment in roof attic not braced against lateral loading. Ducts C NC N/A U

☐ ☒ ☐ ☐ LS-not required; PR-H. DUCT BRACING: Rectangular ductwork larger than

6 square ft in cross-sectional area and round ducts larger than 28 inches. in diameter are braced. The maximum spacing of transverse bracing does not exceed 30 ft. The maximum spacing of longitudinal bracing does not exceed 60 ft. (Commentary: Sec. A.7.14.2. Tier 2: Sec. 13.7.6)

DCI Comment: Duct MEP equipment in roof attic not braced against lateral loading. ASSUMPTIONS AND DEFINITIONS The seismic hazards of buildings can be categorized as global or localized detailed building systems. Theses hazard categories are described below: GLOBAL LATERAL FORCE RESISTING SYSTEMS The global lateral resisting system of a building is the primary components that collectively resist seismic forces. Failure of global components can lead to a full collapse of the building during a strong earthquake. The main global seismic force resisting system of a building is the vertical elements such as shear walls, moment or braced frames. Global elements include horizontal components that collect and transfer loads such as diaphragms. LOCALIZED DETAILED BUILDING SYSTEMS The localized detailed building systems of a building are the elements and their connections that resist localized seismic forces. The localized detailed building systems tie the global systems together to resist earthquake damage. These detailed building systems can be a


seismic hazard if incapable of resisting seismic forces. Since the performance of the global systems is highly dependent of the inter-connection of the local components, they become the first upgrade priority for a seismic upgrade program. Detailed building systems hazards also include non-structural mechanical, electrical, plumbing and architectural elements of the building that could tear loose during a moderate earthquake event. Local component upgrades and engineering are relatively inexpensive compared to global the system upgrade. LEVEL OF PERFORMANCE A desired level of performance should be identified prior to beginning a seismic upgrade program. The decision of the level of performance is a collective effort now determined by the owner in consultation with the design professional and by the authority having jurisdiction (if any). Most school buildings are designed to meet the Life Safety level with a Category III occupancy factor added for enhanced performance. Although, if the building is dedicated for emergency shelter or operations after an event an Immediate Occupancy Performance Level may be desired. Two ASCE 41-13 performance levels for both structural and nonstructural components are defined below:

“Immediate Occupancy Performance Level (IO) - Building performance that includes damage to both structural and nonstructural components during a design earthquake, such that:

a. The damage is not life-threatening, so as to permit immediate occupancy of the building after a design earthquake, i.e. after a design earthquake, the basic vertical- and lateral-force-resisting systems retain nearly all of their pre-earthquake strength and b. Very limited damage to both structural and nonstructural components is anticipated during the design earthquake that will require some minor repairs, but the critical parts of the building are habitable and that the damage is repairable while the building is occupied.”

“Life Safety Performance Level (LS) - Building performance that includes damage to both structural and nonstructural components during a design earthquake, such that:

a. At least some margin against either partial or total structural collapse remains, i.e. partial or total structural collapse does not occur, and b. Injuries may occur, but the overall risk of life-threatening injury as a result of the structural damage is expected to be low and damage to nonstructural components is non-life-threatening”

The level of performance is defined per ASCE 41-13 as:

“Structural performance level, life safety, means post-earthquake damage state in which significant damage to the structure has occurred but some margin against either partial or total structural collapse remains. Some structural elements and components are severely damaged but this has not resulted in large falling debris hazards, either inside or outside the building. Injuries may occur during the earthquake; however, the overall risk of life-threatening injury as a result of


structural damage is expected to be low. It should be possible to repair the structure; however, for economic reasons this may not be practical. Although the damaged structure is not an imminent collapse risk, it would be prudent to implement structural repairs or install temporary bracing prior to re-occupancy”

LEVEL OF SEISMICITY North Bend is in the highest seismic zones in the state of Oregon with an SDS of 0.941g which is above the limit state for a high level of seismicity. The successful performance of buildings in levels of high seismicity depends on a combination of strength, ductility of the global lateral resisting system and the presence of fully interconnected detailed building systems. LIMITATIONS These seismic evaluation reports are not intended to identify all defects in existing workmanship or all potential seismic hazards. They are intended to identify basic structural conditions that are likely to be seismic life/safety hazards. This report is based on site observations of exposed-to-view structural members No existing record structural drawings were made available to DCI engineers. Implementation of the above recommendations will not eliminate all life/safety or building damage risk. Damage to the building or contents during a seismic event will still be possible and may or may not be repairable.


If you have any questions regarding this report, please do not hesitate to contact our office. Sincerely,

Wade W. Younie, S.E. DCI Engineers

April 26, 2018 HGE, Inc. 333 S 4th St Coos Bay, Oregon 97420 Attn: Joseph Slack RE: BLM Building, North Bend, Oregon ASCE 41-13 Evaluation Per your request, DCI Engineers performed a seismic evaluation of the BLM Warehouse Building at North Bend, Oregon. This report will try to identify the major hazards associated with each building that was evaluated. It will describe some of the mitigation factors necessary to upgrade the building to meet the appropriate performance level. The BLM Warehouse Building is located at North Bend, Oregon. The campus consists of several structures ranging in age, size, and use. This report focuses on the warehouse building. The evaluation follows Tier 1 analysis procedures outlined in the ‘Seismic Evaluation and retrofit of existing buildings ASCE/SEI 41-13. EXECUTIVE SUMMARY The warehouse Building was constructed in 1988. The primary system has one over stressed wall in the north south direction that were captured in the ASCE 41-13 Tier 1 evaluation. Several non-structural hazards were discovered. DATA AND OBSERVATIONS The single story BLM warehouse building was constructed in 1988 and totals 28,64 SF of floor area. The BLM building has plywood shear walls with hold-downs, which are similar to shear-walls in modern construction. The building has gang nail trusses with a flexible plywood roof diaphragm with clay tile roofing. The main level floor is a concrete slab on grade. Footings are conventional. PROCEDURES DCI reviewed the existing structural drawings dated 1988. A site visit was conducted on May 11th 2018. No geotechnical information was provided to DCI.


An ASCE 41-13 Tier 1 Evaluation procedure quickly identifies buildings that comply with the provisions of this standard. The BLM Warehouse Building is classified as wood shear walls structure with flexible diaphragms or ASCE 41-13 building type W2. The ASCE 41-13 level of seismicity for the building is high. The following parameters were used in the analysis: SXS, BSE-1N = 0.706 g SX1, BSE-1N = 0.536 g It is the intent of this study to determine if the structure meets the performance level of ‘Life Safety’ per ASCE 41-13. SEISMIC FORCE RESISTING SYSTEM DEFICIENCIES & RECOMMENDATIONS The evaluation of the building indicates retrofit of existing lateral force resisting system components is necessary to meet the requirements of Life Safety performance level outlined in ASCE 41-13. Below is a description of the deficiencies observed in the seismic force resisting systems of the building per ASCE 41-13 Tier 1 checklist for Life Safety performance level. Only the deviancies are highlighted below.


BASIC CHECKLIST - LIFE SAFETY BASIC CONFIGURATION CHECKLIST No Deficiencies LIFE SAFETY STRUCTURAL CHECKLIST FOR BUILDING TYPE - W2: Wood Frames, Commercial and Industrial C N N/A U



Structural panel sheathing 1,000 plf Diagonal sheathing 700 plf Straight sheathing 100 plf All other considerations 100 plf DCI Comment: Plywood shear-walls are overloaded as described below: In the North-South direction: The wall with the covered entrance: The walls located along grid 38.2 are over loaded by 160%


NON-STRUCTURAL CHECKLIST Life Safety Systems C NC N/A U

☐ ☒ ☐ ☐ LS-LMH; PR-LMH. FIRE SUPRESSION PIPING: Fire suppression piping is

anchored and braced in accordance with NFPA-13. (Commentary: Sec. A.7.13.1. Tier 2: Sec. 13.7.4)

DCI Comment: Fire piping not braced against seismic loading. C NC N/A U

☐ ☒ ☐ ☐ LS-MH; PR-MH. SPRINKLER CEILING CLEARANCE: Penetration through

panelized ceilings for fire suppression devices provide clearances in according with NFPA-13. (Commentary: Sec. A.7.13.3. Tier 2: Sec. 13.7.4)

DCI Comment: Clearances provided for sprinkler heads insufficient against seismic loading. C NC N/A U

☐ ☒ ☐ ☐ LS-not required; PR-LMH. EMERGENCY LIGHTING: Emergency and

egress lighting equipment is anchored or braced. (Commentary: Sec. A.7.3.1. Tier 2: Sec. 13.7.9)

Contents and Furnishings C NC N/A U

☐ ☒ ☐ ☐ LS-MH; PR-MH. INDUSTRIAL STORAGE RACKS: Industrial storage racks

or pallet racks more than 12 ft high meet the requirements of ANSI/RMI MH 16.1 as modified by ASCE 7 Chapter 15. (Commentary: Sec. A.7.11.1. Tier 2: Sec. 13.8.1)

DCI Comment: There are various heavy racks, shelves and cabinets that are not attached to

the ground and/or have do not have lateral bracing. C NC N/A U

☐ ☒ ☐ ☐ LS-H; PR-MH. TALL NARROW CONTENTS: Contents more than 6 ft in high

with a height-to-depth or height-to-width ratio greater than 3-to-1 are anchored to the structure or to each other. (Commentary: Sec. A.7.11.2. Tier 2: Sec. 13.8.2)

DCI Comment: There are various racks, large cabinets not attached to the structure Mechanical and Electrical Equipment


C NC N/A U

☐ ☒ ☐ ☐ LS-H; PR-H. FALL-PRONE EQUIPMENT: Equipment weighing more than

20 lb whose center of mass is more than 4 ft above the adjacent floor level, and which is not in-line equipment, is braced. (Commentary: Sec. A.7.12.4. Tier 2: Sec. 13.7.1 and 13.7.7)

DCI Comment: The electric heaters throughout the building are not braced against lateral

loads ASSUMPTIONS AND DEFINITIONS The seismic hazards of buildings can be categorized as global or localized detailed building systems. Theses hazard categories are described below: GLOBAL LATERAL FORCE RESISTING SYSTEMS The global lateral resisting system of a building is the primary components that collectively resist seismic forces. Failure of global components can lead to a full collapse of the building during a strong earthquake. The main global seismic force resisting system of a building is the vertical elements such as shear walls, moment or braced frames. Global elements include horizontal components that collect and transfer loads such as diaphragms. LOCALIZED DETAILED BUILDING SYSTEMS The localized detailed building systems of a building are the elements and their connections that resist localized seismic forces. The localized detailed building systems tie the global systems together to resist earthquake damage. These detailed building systems can be a seismic hazard if incapable of resisting seismic forces. Since the performance of the global systems is highly dependent of the inter-connection of the local components, they become the first upgrade priority for a seismic upgrade program. Detailed building systems hazards also include non-structural mechanical, electrical, plumbing and architectural elements of the building that could tear loose during a moderate earthquake event. Local component upgrades and engineering are relatively inexpensive compared to global the system upgrade. LEVEL OF PERFORMANCE A desired level of performance should be identified prior to beginning a seismic upgrade program. The decision of the level of performance is a collective effort now determined by the owner in consultation with the design professional and by the authority having jurisdiction (if any). Most school buildings are designed to meet the Life Safety level with a Category III occupancy factor added for enhanced performance. Although, if the building is dedicated for emergency shelter or operations after an event an Immediate Occupancy Performance Level may be desired. Two ASCE 41-13 performance levels for both structural and nonstructural components are defined below:

“Immediate Occupancy Performance Level (IO) - Building performance that includes damage to both structural and nonstructural components during a design earthquake, such that:


a. The damage is not life-threatening, so as to permit immediate occupancy of the building after a design earthquake, i.e. after a design earthquake, the basic vertical- and lateral-force-resisting systems retain nearly all of their pre-earthquake strength and b. Very limited damage to both structural and nonstructural components is anticipated during the design earthquake that will require some minor repairs, but the critical parts of the building are habitable and that the damage is repairable while the building is occupied.”

“Life Safety Performance Level (LS) - Building performance that includes damage to both structural and nonstructural components during a design earthquake, such that:

a. At least some margin against either partial or total structural collapse remains, i.e. partial or total structural collapse does not occur, and b. Injuries may occur, but the overall risk of life-threatening injury as a result of the structural damage is expected to be low and damage to nonstructural components is non-life-threatening”

The level of performance is defined per ASCE 41-13 as:

“Structural performance level, life safety, means post-earthquake damage state in which significant damage to the structure has occurred but some margin against either partial or total structural collapse remains. Some structural elements and components are severely damaged but this has not resulted in large falling debris hazards, either inside or outside the building. Injuries may occur during the earthquake; however, the overall risk of life-threatening injury as a result of structural damage is expected to be low. It should be possible to repair the structure; however, for economic reasons this may not be practical. Although the damaged structure is not an imminent collapse risk, it would be prudent to implement structural repairs or install temporary bracing prior to re-occupancy”

LEVEL OF SEISMICITY North Bend is in the highest seismic zones in the state of Oregon with an SDS of 0.941g which is above the limit state for a high level of seismicity. The successful performance of buildings in levels of high seismicity depends on a combination of strength, ductility of the global lateral resisting system and the presence of fully interconnected detailed building systems. LIMITATIONS These seismic evaluation reports are not intended to identify all defects in existing workmanship or all potential seismic hazards. They are intended to identify basic structural conditions that are likely to be seismic life/safety hazards. This report is based on site observations of exposed-to-view structural members and structural drawings dated October 22, 1988 were made available to DCI engineers. Implementation of the above recommendations will not eliminate all life/safety or building damage risk. Damage to the building or contents during a seismic event will still be possible and may or may not be repairable.


If you have any questions regarding this report, please do not hesitate to contact our office. Sincerely,

Wade W. Younie, S.E. DCI Engineers Enclosure: Appendix A: Location of overstressed wood shear walls.


An ASCE 41-13 Tier 1 Evaluation procedure quickly identifies buildings that comply with the provisions of this standard. The BLM Warehouse Building is classified as wood shear walls structure with flexible diaphragms or ASCE 41-13 building type W2. The ASCE 41-13 level of seismicity for the building is high. The following parameters were used in the analysis: SXS, BSE-1N = 0.706 g SX1, BSE-1N = 0.536 g It is the intent of this study to determine if the structure meets the performance level of ‘Life Safety’ per ASCE 41-13. SEISMIC FORCE RESISTING SYSTEM DEFICIENCIES & RECOMMENDATIONS The evaluation of the building indicates retrofit of existing lateral force resisting system components is necessary to meet the requirements of Life Safety performance level outlined in ASCE 41-13. Below is a description of the deficiencies observed in the seismic force resisting systems of the building per ASCE 41-13 Tier 1 checklist for Life Safety performance level. Only the deviancies are highlighted below.


BASIC CHECKLIST - LIFE SAFETY BASIC CONFIGURATION CHECKLIST No Deficiencies LIFE SAFETY STRUCTURAL CHECKLIST FOR BUILDING TYPE - W2: Wood Frames, Commercial and Industrial C N N/A U



Structural panel sheathing 1,000 plf Diagonal sheathing 700 plf Straight sheathing 100 plf All other considerations 100 plf DCI Comment: Plywood shear-walls are overloaded as described below: In the North-South direction: The wall with the covered entrance: The walls located along grid 38.2 are over loaded by 160%

Appendix A: Location of over stressed wood shear walls.

Walls along this line failthe quick check shearstress per ASCE41-13.

.7.

rgs-10p-lor7489 · evaluation follows tier 1 analysis procedures outlined in the ‘seismic...

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