Loading...
Specifications (2) I3UP2012 arxogz ' I(apoSS �w 92 11D kite RECEIVED ' MAY — 8 2012 ' CITY OF TIGARD BUILDING DIVISION I Structural Calculations for the Partial Voluntary Seismic Upgrade to the Seminary Building Located at 16055 SW 92nd Avenue Tigard, Oregon ' Prepared For: John A. Stark, Architect ' Date:May 4,2012 Erickson Structural Job Number: 120202 1 I i i 1 1 ' ERICKSON STRUCTURAL 10000 NE 7T"AVENUE, SUITE 130 VANCOUVER,WA 98685 ' CONSULTING ENGINEERS, PC 360.571.5577 OFFICE 360.571.5578 FAx I STRUCTURAL CALCULATIONS Partial Voluntary Seismic Upgrade to the Seminary Building Ilocated at I 16055 SW 92nd Avenue Tigard, Oregon ' for ' John A. Stark, Architect May 4, 2012 ALL COMPUTATIONS AND STRUCTURAL ENGINEERING FOR THIS PROJECT HAVE BEEN PERFORMED BY MYSELF OR UNDER MY DIRECT SUPERVISION. I . 1 ��vcrv� Ep PRO,c 1 5c ay FFFsi� IP ca�EGON 914/ s 2op AFO ���W.E�\G LEXPIRES: 12 -31 - /3 I I I I1 0000 NE 7T"AVENUE, SUITE 130 Allk ERICKSON STRUCTURAL VANCOUVER,WA 98685 ' CONSULTING ENGINEERS, PC 360.571.5577 OFFICE 360.571.5578 FAX I TABLE OF CONTENTS I I1. STRUCTURAL NARRATIVE 2. APPENDIX A: REPORT BY ERICKSON STRUCTURAL, DATED MARCH 1, 2011 I I I I I I I I t10000 NE 7"AVENUE, SUITE 130 ERICKSON STRUCTURAL VANCOUVER,WA 98685 CONSULTING ENGINEERS, PC 360.571.5577 OFFICE 360.571.5578 FAX STRUCTURAL DESIGN NARRATIVE 1 ' Project Name: LDS Tigard Seminary, Partial Roof-Only Seismic Upgrade Erickson Structural Project#: 120202 ' Project Location: 16055 SW 92nd Avenue Tigard, Oregon ' Design Criteria: Dead load: See Mass Take-off Wind load: As discussed in Phase 1 report Seismic load: ASCE-41 Provisions BSE-1 Sa=0..482 g BSE-2 Sa= 0.821 g This project consists of a partial voluntary seismic upgrade of the building's existing lateral force-resisting system. The upgrade measures in this project will not reduce the existing building's resistance to lateral loads. The seismic upgrade measures are voluntary and are neither required, nor dictated, by any governing building code or jurisdiction. The owner is voluntarily undertaking these seismic upgrade measures. Seismic upgrade measures to the existing building have been designed to meet Owner-defined criteria, namely the basic safety ' objective of ASCE 41-06, Seismic Rehabilitation of Existing Buildings. A complete seismic evaluation of the existing building was previously conducted by Erickson Structural, dated ' March 1, 2011. The results of this analysis were summarized in reports to the Owner. The report outlines seismic deficiencies in the building's lateral-force resisting system and proposes corresponding rehabilitation measures. Using this report as a guide, the seismic rehabilitation measures were designed and detailed. Site visits were conducted to verify existing conditions and a review of available construction documents was undertaken. The structural calculations are included in the above referenced report located in Appendix A. 10000 NE 71"AVENUE,SUITE 130 Aik ERICKSON STRUCTURAL VANCOUVER,WA 98685 CONSULTING ENGINEERS, PC 360.571.5577 OFFICE ' 360.571.5578 FAx I I I I I I APPENDIX A - Report by Erickson Structural, dated March 1, 2011 1 , I I I I I I . I I i Structural Evaluation Report of the Seminary Building ' located at 16055 SW 92nd Avenue ' Tigard, Oregon Building No. 5352711 ' Prepared For: THE CHURCH OF ' JESUS CHRIST OF LA 1"1'ER-DAY SAINTS March 1,2011 I Erickson Structural Job Number: 100904.01 I I I I I I II Structural Evaluationof Report THE CHURCH OF Seminary Building JESUS CHRIST Locatedthe at I OF LATTER-DAY SAINTS 16055 SW 92nd Avenue Tigard, Oregon ' Building No. 5352711 1 1 '�` x mew• :' i • x # .' g '�� I _,1'•,.:., .'..., *fill I asps r I Prepared by ERICKSON STRUC \VV�� CONSULTING ENGINEETRURAL S.PC Consulting EngineersStructural, PC I MARCH Erickson 1, 2011 I I - I I ' Structural Evaluation Report Seminary Building,Tigard,Oregon - Erickson Structural Job Number: 100904.01 Building No.5352711 I March 1,2011 Page No.i IExecutive Summary IBUILDING DATA Property Number: 5352711 ASCE/SEI 31-03 W2 Building Type:' Building Plan Type Non-standard Year Constructed: Unknown Report Date: March 1, 2011 Year(s)of Additions: NA ISite Visit Date: September 29, 2010, Total Building Area: 1,750 sq. feet November 17, 2010, and December 15, 2010 IEngineers: Shawn W. Stevenson, PE, Number of Stories: 2 SE and Brandon W. Erickson, PE, SE I Erickson Structural 100904.01 Basement: None Project No.: ' UPGRADE COST ESTIMATE ROOF RETROFIT BALANCE COMPLETE RETROFT I STRUCTURAL: $20,000 $10,000 $30,000 ' NON-STRUCTURAL: $0 $3,000 $3,000 I - ARCHITECTURAL: $0 $3,000 $3,000 MEP: $0 $0 $ 0 I CONTINGENCY(+/-20%): $6,000 $5,000 $11,000 TOTAL CONSTR COST: $26,000 $21,000 $47,000 I STRUCTURAL FEE1: $4,000 $3,000 $7,000 ARCHITECT FEE1: $0 $1,000 $1,000 MEP FEE': $0 $1,000 $1,000 IGEOTECH FEE1: $0 $0 $ 0 TESTING FEE1: $0 $0 $ 0 I STRUCT OBSERVATION2: $2,000 $1,000 $3,000 SPECIAL INSPECTION2: $0 $0 $ 0 CONTINGENCY(+/- 20%): $2,000 $2,000 $4,000 ITOTAL A/E FEE: I $8,000 $8,000 $16,000 I - TOTAL STRUCTURAL $34,000 $29,000 COSTS: See"structural See"Structural $63,000 Comments" Comments" I Erickson Structural Job No. 100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue, Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 - March 1,2011 Page No.ii 1. The above estimates do not include the cost for removal and replacement of roofing or other R&I costs or costs associated with hazardous material investigations or mitigation that may be required as part of the upgrade. 2. The architectural and MEP cost estimates shown are associated with the cost to remove and replace or restore architectural and MEP elements to install structural upgrades(i.e. put-back costs). 3. The estimated costs for upgrading MEP seismic deficiencies are included in the estimated"Non- Structural"costs. 1 . i 1 1 I I _ I Erickson Structural Job No.100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 March 1,2011 Page No.iii Table of Contents ' 1. Facility Data 1 ' 2. Structural Description 2 3. Site Hazards 4 4. Evaluation and Upgrade Procedures and Findings 6 ' 5. Recommendations 11 6. Estimated Construction Costs 24 7. References 26 ' Appendices Appendix A ASCE/SEI 31-03 Checklists Appendix B Photographs Appendix C Structural Calculations I 1 1 - ' Erickson Structural Job No. 100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon i Erickson Structural Job Number: 100904.01 Building No.5352711 - March 1,2011 Page No, 1 1. Facility Data ' Construction Documents: , 1. Architectural Drawings: Architectural drawings not available ' 2. Structural Drawings: Structural drawings not available , . i i t Erickson Structural Job No. 100904.01 ©Erickson Structural Consulting Engineers,PC ' 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 t March 1,2011 Page No.2 t 2. Structural Description Table 2-1 SEMINARY BUILDING CONSTRUCTION HISTORY ' Design Date Description Unknown Original construction Comments: The building appears to have been originally constructed as a residence (house). 1 Table 2-2 VERTICAL LOAD-RESISTING ELEMENTS Horizontal Elements Source* Rafters: 2x8 joist @ 16" o.c. FO Roof Sheathing: 1 x straight skip sheathing FO 2nd Floor Joists: 2x8 joist @ 16" o.c. FO ' 2nd Floor Sheathing: ix straight sheathing FO Floors 1st Floor Joists: 2x10 @ 16" o.c. FO 1st Floor Beams: 6x6 @ approximately 7'-0" o.c. FO 1st Floor Sheathing: lx straight sheathing FO Vertical Elements Walls: 2x4 @ 16" o.c. FO Wall Post Foundations: Concrete shallow spread footings FO D-Structural Drawings, FO-Field Observations,T-Testing Comments: ' The observed structural elements appear to be in sound physical condition. - Erickson Structural Job No. 100904.01 ©Erickson Structural Consulting Engineers,PC ' 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 March 1,2011 Page No.3 Table 2-3 LATERAL LOAD-RESISTING ELEMENTS Horizontal Elements [ Source* Diaphragms: lx straight sheathing at 1st and 2nd floor. lx skip FO sheathing at roof. Vertical Elements Shear Walls: 1x straight sheathing FO ' D-Structural Drawings, FO-Field Observations,T-Testing Comments: The observed structural elements appear to be in sound physical condition. I t . Erickson Structural Job No, 100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 ' March 1,2011 Page No.4 3. Site Hazards Table 3- 1 ' SOILS INFORMATION Description: Unknown ' Soil Type: D (assumed) Reference: Default value per ASCE/SEI 31-03 ' Comments: A geotechnical engineer was not consulted to investigate the soil at this site. Excessive settlement or other soil-related deficiencies were not observed during Erickson Structural's investigation. Table 3- 2 SEISMIC HAZARD Hazard Probability of Exceedance MCE 10% in 50 years ' Spectral 0.2 sec period 0.447 g 0.996 g Acceleration' 1.0 sec period 0.152 g 0.337 g Fault Rupture: Unknown Unknown Vulnerability: Landslide: Unknown Unknown Liquefaction Unknown Unknown 1. Earthquake Spectral Response Acceleration maps on USGS website,www.uscis.ciov ' Comments: A geotechnical engineer was not consulted to investigate the soil at this site. 1 I Erickson Structural Job No. 100904.01 ()Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 March 1,2011 Page No.5 Table 3- 3 ' WINDSTORM CHARACTERIZATION Parameter Description Wind Speed (mph): 95 mph (3-second gust) Site Exposure Category: B Site Exposure Description: B, Terrain with buildings, forest or surface irregularities 20 feet or more in height covering at least 20 percent of the area extending one mile or more from the site. Comments: Wind evaluation parameters were obtained via the City of Tigard. Table 3- 4 SNOW CHARACTERIZATION Parameter Description Ground snow load (psf): 25 psf Snow drift locations: No snow drifting Roof slope: Up to 12" per foot Comments: Snow drifting is a negligible structural concern for this building. ' 1 Erickson Structural Job No, 100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 7t"Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 March 1,2011 Page No.6 4. Evaluation and Upgrade Procedures and Findings rThe objective of this study is to determine if the existing seminary building meets the Church demand and acceptance criteria for gravity, seismic, wind and snow loads. If the acceptance criteria is not met, then conceptual upgrade measures are developed along with associated costs for implementation. ' Gravity Evaluation Procedure The gravity (i.e. dead plus live) demand and acceptance criteria of the local current building code with the exception of wood members where the demand to capacity ratio of 1.33 is deemed acceptable. Gravity Upgrade Procedure Deficient members that do not meet the above evaluation procedure are upgraded to ' compliance and with full demand and capacity criteria of the current local building code. Seismic Evaluation Procedure The seismic evaluation demand and acceptance criteria is as follows: Seismic Demand Performance Acceptance Level Criteria ' 2/3 MCE Life Safety ASCE/SEI 31-03 0.75 times the smaller of: 2/3 MCE & 10% in 50-year spectral acceleration Life Safety ASCE/SEI 41-06 0.75 x MCE Life Safety ASCE/SEI 41-06 The seismic evaluation is being accomplished utilizing ASCE/SEI 31-03 Tier 1 and Tier 2 procedures as a screening tool, along with engineering judgment, to identify whether critical structural and nonstructural elements are identified as acceptable or deficient. Deficiencies are noted and evaluating utilizing ASCE/SEI 31-03 Tier 3 (ASCE/SEI 41-06 including 0.75 factor on demand)and the above identified seismic demands associated and acceptance criteria. Erickson Structural Job No.100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 March 1,2011 Page No.7 Seismic Upgrade Procedure Deficient members that do not meet the above evaluation procedure are upgraded to be in compliance with the following demand and acceptance criteria: Seismic Demand Performance Acceptance Level Criteria Smaller of: 2/3 MCE & Life Safety ASCE/SEI 41-06 ' 10% in 50-year spectral acceleration MCE Life Safety ASCE/SEI 41-06 ' Wind Evaluation Procedure ' The wind evaluation demand and acceptance criteria is in accordance with the current local building code of record. Wind Upgrade Procedure Deficient members that do not meet the above evaluation procedure are upgraded to be in compliance and with the full demand and capacity criteria of the current local building code. Snow Evaluation Procedure 1 The snow evaluation (including snow drift) demand and acceptance criteria is in accordance with the current local building code of record. Snow Upgrade Procedure Deficient members that do not meet the above evaluation procedure are treated in two , manners, depending upon the deficiency. Areas that are deficient because of drift demands are to be identified (i.e. the area located) so that proper drift maintenance procedures can be implemented. Areas that are deficient because general snow demands exceed capacity are to be upgraded to be in compliance and with the full capacity criteria of the current local building code. Erickson Structural Job No.100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 70 Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax IStructural Evaluation Report Seminary Building,Tigard,Oregon - Erickson Structural Job Number: 100904.01 Building No.5352711 IMarch 1,2011 Page No.8 ITable 4- 1 STRUCTURAL DEFICIENCIES INo. Item Description Photo Type* No. yp I S-1 Roof The roof diaphragm is not adequately 1 EQ, diaphragm-to- connected to the supporting shear walls for W wall in-plane and out-of-plane loads. I connections S-2 Roof diaphragm The roof structural diaphragm does not have 2 EQ, sufficient strength to adequately resist lateral w Iloads. S-3 Second floor The second floor diaphragm does not extend 2 EQ, I diaphragm horizontally to the shear walls at the building w perimeter. I S-4 Dormer shear The shear wall segment at the dormer does 3 EQ, wall segment not have sufficient length to adequately resist W in-plane shear loads. S-5 Attic cripple wall Cripple wall framing in the attic is inadequate 4 G, S Iframing to support the code-prescribed roof loads. S-6 Crawl space Positive attachments do not exist at the post- 5 G, EQ I connections to-beam, post-to-footing and joist-to-beam connections in the crawl space. I S-7 Mud sill-to- The mudsill is not positively attached to the 6 EQ, stem-wall stem wall in the crawl space. W connections ' *G—Gravity, EQ-Earthquake,W—Wind, S-Snow IComments: The mud sill is not attached to the foundation stem wall. The structure could slide off of I its foundation during a seismic event, causing a substantial life-safety hazard. The roof does not have an adequate horizontal diaphragm, leaving the structure with an incomplete lateral load resisting system. I - Erickson Structural Job No.100904.01 0 Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon ' Erickson Structural Job Number: 100904.01 Building No.5352711 March 1,2011 , Page No.9 Table4- 2 I STRUCTURAL DETERIORATION Item Photo I No. Item Description No. D-1 Structural deterioration was not observed within the I building. Comments: I Deterioration was not observed. Deterioration may exist that is hidden from view. Table 4- 3 ' ARCHITECTURAL DEFICIENCIES ' No. Component Description LS1 102 Photo No. 'A-1 Architectural deficiencies were not observed within the building. 1. Life Safety deficiency I 2. Immediate Occupancy deficiency . Comments: I An architect was not consulted as part of this investigation. Table 4- 4 I BUILDING CONTENT AND FURNISHING DEFICIENCIES No. Item Description LS1 102 Photo No. 'BC-1 Tall, narrow No provisions have been made to contents seismically anchor tall, narrow building X 7 contents, such as filing cabinets. BC-2 Desk-top No provisions have been made to equipment anchor desk-top equipment, such as X 8 computers, to supporting surfaces. , 1. Life Safety deficiency 2. Immediate Occupancy deficiency p Y ! ' Erickson Structural Job No.100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Budding No.5352711 March 1,2011 Page No.10 ' Comments: The mitigation of Immediate Occupancy seismic hazards can be addressed by the staff of the local facilities management group. Table 4- 5 MECHANICAL / ELECTRICAL / COMMUNICATION DEFICIENCIES No. Component Description LS1 102 Photo Mechanical M-1 Gas line The gas line is not seismically braced, lacks flexible couplings and X 9 does not have an automatic ' seismic shut-off valve. M 2 Water heater The water heater has no seismic X 10 anchorage. Electrical E-1 Light fixture lens The lights supported by the ceiling covers framing do not have clips or safety X - devices. 1. Life Safety deficiency ' 2. Immediate Occupancy deficiency Comments: During an earthquake, the gas line could break or leak, causing a post-earthquake fire hazard. The mitigation of Immediate Occupancy seismic hazards can be addressed by the staff of the local facilities management group. 1 1 1 • Erickson Structural Job No.100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax 1 Structural Evaluation Report Seminary Building,Tigard,Oregon ' Erickson Structural Job Number: 100904.01 Building No.5352711 March 1,2011 Page No.11 5. Recommendations ' The following upgrade measures are recommended to upgrade this meetinghouse to I achieve the Church's basic safety objective. Table 5- 1 STRUCTURAL UPGRADE MEASURES No. Item Def. Retrofit Fig. No. ' No. R or B1 Plan Sk 1 Install in-plane and out-of-plane roof anchorage S-1 R 5-3 C, E, ' around the perimeter of the roof diaphragm. F 2 Remove existing skip sheathing and install S-2 R 5-3 - plywood sheathing at the roof. ' 3 Install plywood sheathing in the attic, on the S-3 R 5-3 - second floor, above the ceiling joists. 4 Fill in one window, at the dormer, with framing S-4 B 5-2 - ' and install plywood sheathing at the new framing. ' 5 Remove and replace cripple wall framing in the S-5 R 5-2 D - attic with new structurally sufficient wood-framed cripple walls. I 6 Install positive attachments at the post-to-beam, S-6 B 5-1 B post-to-footing and joist-to-beam connections in ' the crawl space. 7 Install anchors and light gauge clips at the S-7 B 5-1 A I mudsill in the crawl space. 1. R—i.e."Roof'-indicates retrofit item is recommended to occur during a scheduled re-roof. ' B—i.e."Balance"-indicates retrofit item can be installed independent of a scheduled re-roof. Comments: The existing roofing and 1x skip sheathing will require removal prior to installation of new plywood roof sheathing. At the window infill framing, at the dormer, new siding to match existing will be required. An architect should be consulted to assist with the design of , this upgrade. . 1 Erickson Structural Job No.100904.01 ©Erickson Structural Consulting Engineers,PC ' 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 March 1,2011 Page No.12 ' Table 5- 2 NON-STRUCTURAL UPGRADE MEASURES 1 No. Def. Fig. No. Item No. Plan Sk 1 Install bracing, flexible couplings, and an automatic seismic M-1 5-1 - shut-off valve at the natural gas main. 2 Install anchorage at the un-anchored water heater. M-2 5-1111 - Comments: A mechanical engineer or design/build contractor should provide input on possible additional upgrade measures, which may be required, as related to the gas main and gas lines. 1 I 1 . I I Erickson Structural Job No.100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax I SIM I 0 I (E) 6x. TYP6 POSTS _ _... a EACHO = I I— ' POST II; i; O 1 ci CS TYP il CO CLASSROOM P u WORKROOM a it I ^ (E) WATER' KITCHEN/ HEATER, I STALL I I? @' LIGHT GAU E CD ❑ ANCHOR slw N STRAPS WH ' 0 CL1 CLOSET Ai °; v " " 3fi HALL POST V. ENTRY A (E) GAS METER,-I TYP INSTALL NEW ° AUTOMATIC SHUT � OFF VALVE AND w w w w w FLEXIBLE OFFICE RESTROOM RESTROOM ��; OFFICE CO� COUPLINGS x x 0 D P co n , w ?, w w LLI U 1 g A SIM ' III LEGEND INDICATES (E) WALLS ABOVE FIRST FLOOR FRAMING I .. INDICATES (E) POST BELOW FIRST FLOOR FRAMING I THIS DESIGN IS FOR SCOPING AND COST I N ESTIMATING PURPOSES ONLY. Fig 5-1. FIRST FLOOR AND FRAMING PLAN \_ FINAL DESIGN MAY VARY. iiii ERICKSON STRUCTURAL Structural Evaluation Report. CONSULTING ENGINEERS,PC THE CHURCH OF of the Seminary building 111 10000 NE 7TH AVE. SUITE 130 March 1, 2011 JESUS CHRIST 16055 SW92nd Ave. VANCOUVER,WA • 98685 Tigard, Oregon P • 360.571.5577 F • 360.571.5578 OF LATTER-DAY SAINTS W • ERICKSONSTRUCTURALCOM ' ' — REMOVE (E) PONY WALL & LEGEND REPLACE W/ (N) 2x4 @ 16" O.C. INDICATES (E) WALLS ABOVE ' PONY WALL FIRST FLOOR FRAMING — (N) 2x4 @ 16" O.C. PONY INDICATES (N) PONY WALL FRAMING • WALL AT ROOF HIPS ABOVE SECOND FLOOR FRAMING INDICATES NEW 1/2" PLYWOOD W/ I 8d @ 4"O.C. AT PANEL EDGES ' i AND 12" O.C. IN THE FIELD I 0 INDICATES (E) ' 51M SIM WALL FRAMING i BELOW 0 o i ' (E.) 2x8 - O.C.(E.) O i - .. ( 1 . " O.C. TYP - (E) 2x8 @ 16 CO i i REMOVE (E) PONY OD WALL & REPLACE W/ ¶ // SIM (N) 2x4@16" s O.C. PONY WALL AT ROOF HIPS REMOVE (E) PONY WALL & Jr + Jr REPLACE W/ (N) 2x4 @ 16" O.C. L INFILL EXIST WINDOW NOTE: PONY WALL W/ 2x4 @ 16" O.C. PROVIDE DIAGONAL & } " PLYWOOD W/ 2x4 BRACE AT EACH — (N) 2x4 @ 16" O.C. PONY 10d @ 4" O.C. PANEL PONY WALL W/ (2) WALL AT ROOF HIPS EDGES & 12" O.C. 10d NAILS AT TOP IN FIELD AND BOTTOM PLATES AND AT EACH STUD N /® THIS DESIGN IS FOR SCOPING AND COST \_ ESTIMATING PURPOSES ONLY. Fig 5-2. SECOND FLOOR PLAN ANAL DESIGN MAY VARY. ERICKSON STRUCTURAL Structural Evaluation Report CONSULTING ENGINEERS,PC THE CHURCH OF of the Seminary building T0000NE7TH AVE. • SURE 130 March 1, 2011 JESUS CHRIST 16055 SW92nd Ave. VANCOUVER,WA• 98685 OF LATTER-DAY SAINTS Tigard, Oregon P • 360.571.5577 F • 360.571.5578 W • ERICKSONSTRUCTURALCOM LEGEND === INDICATES (N) PONY WALL _ FRAMING BELOW , -- - INDICATES (E) WALL _ (E) OVERFRAMING FRAMING BELOW I INDICATES NEW 1/2" PLYWOOD W/ _ 8d © 4"O.C. AT PANEL EDGES — _ __ __ ' O AND 12" O.C. IN THE FIELD ' 1 i \ SIM SIM // I \ O 0VA (E) 2x8 ® 6 0C re // O / (E) OVERFRAMING L ' C„ VAI - // (E.) 2x8 16 w 1 ///® , // O i Q \ . 1 / SIM SIM VA I I OC OF O NOTE: I REMOVAL OF (E) 1x SKIP SHEATHING IS REQUIRED PRIOR TO INSTALLATION OF NEW ROOF SHEATHING II THIS DESIGN IS FOR SCOPING AND COST 1 N /� ESTIMATING PURPOSES ONLY. Fig 5-3. ROOF FRAMING PLAN �® FINAL DESIGN MAY VARY. ERICKSON STRUCTURAL THE CHURCH OF Structural Evaluation Report 4 CONSULTING ENGINEERS,PC of the Seminary building 10000 NE 7Tt7 AVE. SUITE 130 March 1, 2011 JESUS CHRIST 16055 SW 92nd Ave. , VANCOUVER,WA • 98685 Tigard, Oregon OF LATTER-DAY SAINTS P • 360.571.5577 F • 360.571.5578 ' W • ERICILSONSTRUCTURALCOM • I II 11 o (E) GYP SHEATHING ii (E) STUDWALL pi (N) SIMPSON A3511 Q 16" O.C. 0, (E) 1x FLOOR II SHEATHING II __ __I II _ (E) WALL SHEATHING wa. (N) SIMPSON A34 'ji EA JOIST I! (E) 2x10 RIM JOIST (OMIT AT SIM) Il ��� (E) 2x6 MUD SILL ' (N) SIMPSON 5/8"o THD (E) CONCRETE STEM WALL x 4" © 4'-0" O.C. a (E) 2x10 JOIST A (JOISTS SPAN PARALLEL TO a STEM WALL AT SIM) ° I! a 0 ^^ _ill__ DETAIL C-AD THIS DESIGN IS FOR SCOPING AND COST ESTIMATING PURPOSES ONLY. FINAL DESIGN MAY VARY. ilk ERICKSON STRUCTURAL Structural Evaluation Report CONSULTING ENGINEERS, PC THE CHURCH OF P of the Seminary building 10000 NE7TH AVE. SUITE 130 March 1, 2011 JESUS CHRIST 16055 SW 92nd Ave. PV • WA • 98685 OF LATTER-DAY SAINTS Tigard, Oregon IP • 360.571.5577 F • 360.571.5578 W • ERICKSONSTRUCTURAL.COM I I I I (E) 1x FLOOR SHEATHING (N) SIMPSON H ANCHORS � 481" O.C. 7 (E) 2x10 JOIST, TYP I \i , I • • • ^ I • . I. "a -I (N) SIMPSON LSTA12 (E) 6x6 BEAM, — TYP _ill______\ (N) SIMPSON A35 EA SIDEI (E) 6x6 POST I (N) SIMPSON A24 W/ Q 1/2"0 THRU BOLT AND 1/2"0 x 4" THD ' d pd _i III—I I , ,,Ii -` (E) FOOTING I I B DETAIL THIS DESIGN IS FOR SLOPING AND COST ' ESTIMATING PURPOSES ONLY. FINAL DESIGN MAY VARY. I ink ERICKSON STRUCTURAL(73) Structural Evaluation Report, CONSULTING ENGINEERS,PC THE CHURCH OF of the Seminary building 10000 NE 7TH AVE. • SUITE 130 March 1, 2011 JESUS CHRIST 16055 SW 92nd Ave. ' VAxcouVER•WA • 98685 Tigard, Oregon OF LATTER-DAY SAINTS P • 360.571.5577 F • 360.571.5578 I W • E RICKSONSTRUCTURAL.COM 1 1 I Q----, . (N) PLYWOOD (E) 2x6 RAFTER �� (N) P.E.N. I! (E) 2x8 RIM JOIST �' (N) FULL DEPTH 2x BLOCKING W/ (N) PLYWOOD —� SHAPED TOP (N) SIMPSON A35 16" O.C. 'r (N) SIMPSON A34 (N) SIMPSON LTP4 EA JOIST I © 16" O.C. 0 . (E) STUD WALL (N) P.E.N. — (E) GYP SHEATHING • (E) WALL SHEATHING I • • NOTE: MAXIMUM OF (3) 2"o VENT HOLES TO BE DRILLED AT 1 OF EACH NEW BLOCKING I C DETAIL THIS DESIGN IS FOR SCOPING AND COST ESTIMATING PURPOSES ONLY. i - FINAL DESIGN MAY VARY. G ERICKSON STRUCTURAL P Structural Evaluation Report CONSULTING ENGINEERS,PC THE CHURCH OF Iof the Seminary building 10000 NE 7Tti AVE. • SUITE 130 March 1, 2011 J E S U S C H RI S T 16055 SW 92nd Ave. VANCOUVER,WA • 986B5 OF LATTER-DAY SAINTS Tigard, Oregon ' P • 360.571.5577 F • 360.571.5578 W • ERICKSONSTRUCTURAL.COM I I (N) PLYWOOD I (N) SIMPSON H2 sop- ---'''''' ''-'"--, \- EVERY OTHER JOIST (32" O.C.) I . (E) 2x6 RAFTER SHAPED BEARING �® PLATE ' REMOVE (E) PONY I WALL AND REPLACE W/ (N) 2x4 © 16" O.C. PONY WALL (N) SIMPSON H2.5 ALIGNED W/ (N) (2) SIMPSON SDS25350 H2 ABOVE AT EACH JOIST I (N) PLYWOOD ' .911 NOTE: I HIP CONDITION AT RAFTERS AT SIM PROVIDE H2 AT EACH I SIDE OF PONY WALL (E) 2x8 JOIST AT RAFTERS AT HIP (E) GYP SHEATHING D DETAIL THIS DESIGN IS FOR SCOPING AND COST ESTIMATING PURPOSES ONLY. FINAL DESIGN MAY VARY. ERICKSON STRUCTURAL THE CHURCH OF Structural Evaluation Report_ CONSULTING ENGINEERS,PC of the Seminary building l0000Ne7Tr,AVE. • SUITE 13o March 1, 2011 JESUS CHRIST 16055 SW 92nd Ave. VANCOUVER,WA • 98665 Tigard, Oregon OF LATTER-DAY SAINTS P • 360.571.5577 F • 360.571.5578 W • ERICKSONSTRUCTURAL.COM a�a \ o\ a (N) PLYWOOD (N) P.E.N. (E) 2x6 RAFTER � a is (N) FULL DEPTH 2x (N) (6) SIMPSON SDS25300 �� BLOCKING W/ SHAPED TOP (N) 2x GUSSET BLKG --11�N., (N) P.E.N. AT EACH RAFTER (N) SIMPSON A34 P a� (N) SIMPSON LTP4 � �- a 16" O.C. AT EACH GUSSET BLKG —.CII (E) GYP SHEATHING it (E) 2x8 RIM JOIST (N) SIMPSON A35 @ 16" O.C. II (E) STUD WALL D ri (N) P.E.N. NOTE: III (E) WALL SHEATHING MAXIMUM OF (3) 2 o VENT II HOLES TO BE DRILLED AT 1 OF EACH NEW BLOCKING (E) DETAIL THIS DESIGN IS FOR SCOPING AND COST ESTIMATING PURPOSES ONLY. FINAL DESIGN MAY VARY. ill .II ERICKSON STRUCTURAL Structural Evaluation Re rt CONSULTING ENGINEERS,Pc!G THE CHURCH OF of the Seminary building ,0000 NE 7TH AVE. • SUITE 130 March 1,2011 j E S U S C H RI S T 16055 SW 92nd Ave. VANCOUVER,WA • 98685 OF LATTER-DAY SAINTS Tigard, Oregon P • 360.571.5577 F • 350.571.5578 W • ERICKSONSTRUCTURAL.COM I I I I I � (N) PLYWOOD (N) P.E.N. I �, (N) 2x SHAPED BLOCKING (E) 2x8 RAFTER1 ��r W/ (N) SIMPSON A35 © 16" O.C. I u' � (N) P.E.N. (N) SIMPSON A34 \• I`IJ EA JOIST `Jig ,l �r ►M' I (E) GYP IIMMI �Y SHEATHING 111 `\ '(E) STUD WALL ,t (E) SHEATHING ' IiII NOTE: ' MAXIMUM OF (3) 2"0 VENTI HOLES TO BE DRILLED AT . OF EACH NEW BLOCKING I F DETAIL THIS DESIGN IS FOR SCOPING AND COST I ESTIMATING PURPOSES ONLY. FINAL DESIGN MAY VARY. A I k G ECKSON STRUCTURAL Structural Evaluation Report CONSULTING ENGINEERS,PC THE CHURCH OF of the Seminary building 10000 NE 7TR AVE. • SUITE 130 ' March 1, 2011 JESUS CHRIST 16055 SW 92nd Ave. VANCOUVER,WA • 98685 Tigard, Oregon P • 360.571.5577 F • 360.571.5578 OF LATTER-DAY SAINTS W • ERICKSONSTRUCTURALCOM I ' Structural Evaluation Report Seminary Building,Tigard,Oregon - Erickson Structural Job Number: 100904.01 Building No.5352711 I March 1,2011 Page No.22 ' 6. Estimated Construction Costs A summary of the estimated design and construction costs are presented below. IESTIMATE OF PROBABLE DESIGN AND CONSTRUCTION UPGRADE COSTS ROOF BALANCE COMPLETE I RETROFIT RETROFIT STRUCTURAL: $20,000 $10,000 $30,000 NON-STRUCTURAL: $0 $3,000 $3,000 ' ARCHITECTURAL: $0 $3,000 $3,000 M.E.P.: $0 $0 $0 ICONTINGENCY (+/-20%): $6,000 $5,000 $11,000 TOTAL CONSTRUCTION $26,000 $21,000 $47,000 COST: See"Structural See"Structural IComments" Comments" STRUCTURAL DESIGN $4,000 $3,000 $7,000 I FEE: ARCHITECTURAL FEE: $0 $1,000 $1,000 MECHANICAL & $0 $1,000 $1,000 I ELECTRICAL FEES: GEOTECHNICAL FEE: $0 $0 $0 I TESTING FEE: $0 $0 $0 STRUCTURAL $2,000 $1,000 $3,000 OBSERVATION: ISPECIAL INSPECTION: $0 $0 $0 CONTINGENCY (+/-20%): $2,000 $2,000 $4,000 ITOTAL PROFESSIONAL FEES: $8,000 $8,000 $16,000 ' TOTAL STRUCTURAL $34,000 $29,000 $63,000 COST: See`Structural See"Structural Comments" Comments" I 1. The above estimates do not include the cost for removal and replacement of roofing or other R&I costs or costs associated with hazardous material investigations or mitigation that may be required as part of the upgrade. 2. The architectural and MEP cost estimates shown are associated with the cost to remove and replace or restore architectural and MEP elements to install structural upgrades(i.e.put-back costs). I3. The estimated costs for upgrading MEP seismic deficiencies are included in the estimated"Non-Structural"costs. ' Erickson Structural Job No. 100904.01 ©Erickson Structural Consulting Engineers,PC ' 10000 NE 75 Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 , March 1,2011 Page No.23 Structural Comments: The construction and design costs presented in this report assume that all proposed rehabilitation work will be completed in a single project by the same general contractor. Costs may increase by 30% or more, if the proposed rehabilitation work is completed in two or more construction phases. The costs presented above are not intended to reflect construction or design costs for R&I work. 1 1 I i r 1 1 Erickson Structural Job No.100904.01 0 Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 ' March 1,2011 Page No.24 7. References 1 A. Guideline Documents 1. American Society of Civil Engineers, Seismic Evaluation of Existing Buildings, ASCE/SEI 31-03, 2003. ' 2. American Society of Civil Engineers, Seismic Rehabilitation of Existing Buildings, ASCE/SEI 41-06, 2007. 3. International Code Council, International Building Code, 2009. 1 1 1 1 I . 1 1 1 i 1 1 Erickson Structural Job No. 100904.01 ©Erickson Structural Consulting Engineers,PC 9 1 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon , Erickson Structural Job Number: 100904.01 Building No.5352711 March 1,2011 Appendices ' Appendix A - ASCE/SEI 31-03 Checklists ' Appendix B - Photographs Appendix C - Structural Calculations _ I 1 I I Erickson Structural Job No. 100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 1 March 1,2011 I I 1 1 Appendix A—ASCE Checklists 1 _ 1 Erickson Structural Job No.100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax ERICKSON STRUCTURAL® 10000 NE 71h Avenue, Suite 130 ' CONSULTING ENGINEERS, PC Vancouver,WA 98685 360.571.5577 Office ' 360.571.5578 Fax Erickson Structural Project Name: LDS Tigard Seminary Date: March 1,2011 ' Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 1 of 5 Building Address: 16055 SW 92nd Avenue, Tigard, Oregon I BASIC NONSTRUCTURAL COMPONENT CHECKLIST I C NC NIA PARTITIONS COMMENTS ❑ ❑ ® UNREINFORCED MASONRY: Unreinforced masonry or , hollow clay tile partitions shall be braced at a spacing equal to or less than 10 feet in levels of low or moderate seismicity and 6 feet in levels of high seismicity. ' (Tier 2: Sec.4.8.1.1). CEILING SYSTEMS ' ❑ ❑ ® SUPPORT: The integrated suspended ceiling system shall not be used to laterally support the tops of gypsum board, ' masonry, or hollow clay tile partitions. Gypsum board partitions need not be evaluated where only the Basic Nonstructural Component Checklist is required by Table 3- 2. (Tier 2: Sec. 4.8.2.1). I LIGHT FIXTURES ❑ ❑ ® EMERGENCY LIGHTING: Emergency lighting shall be I anchored or braced to prevent falling during an earthquake. (Tier 2: Sec.4.8.3.1). 1 CLADDING AND GLAZING ❑ ❑ ® CLADDING ANCHORS: Cladding components weighing , more than 10 psf shall be mechanically anchored to the exterior wall framing at a spacing equal to or less than 4 I feet. A spacing of up to 6 feet is permitted where only the Basic Nonstructural Component Checklist is required by Table 3-2. (Tier 2:Sec.4.8.4,1). ❑ ❑ ® DETERIORATION: There shall be no evidence of deterioration,damage or corrosion in any of the connection elements. (Tier 2: Sec.4.8.4.2). 111 10000 NE 7th Avenue, Suite 130 ERICKSON STRUCTURAL 1 Vancouver,WA 98685 CONSULTING ENGINEERS, PC Vancouver, 1.5577 Office 360.571.5578 Fax Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 2 of 5 1 Building Address: 16055 SW 92nd Avenue,Tigard, Oregon BASIC NONSTRUCTURAL COMPONENT CHECKLIST C NC N/A CLADDING AND GLAZING CONT'D COMMENTS J ® CLADDING ISOLATION: For moment frame buildings of steel or concrete, panel connections shall be detailed to ' accommodate a story drift ratio of 0.02. Panel connection detailing for a story drift ratio of 0.01 is permitted where only the Basic Nonstructural Component Checklist is required by ' Table 3-2. (Tier 2: Sec.4.8.4.3). ❑ ❑ ® MULTI-STORY PANELS: For multi-story panels attached at 1 each floor level, panel connections shall be detailed to accommodate a story drift ratio of 0.02. Panel connection detailing for a story drift ratio of 0.01 is permitted where only the Basic Nonstructural Component Checklist is required by ' Table 3-2. (Tier 2: Sec.4.8.4.4). L I ❑ ® BEARING CONNECTIONS:Where bearing connections are I required,there shall be a minimum of two bearing connections for each wall panel. (Tier 2: Sec.4.8.4,5). 1 I I ❑ ® INSERTS:Where inserts are used in concrete connections, the inserts shall be anchored to reinforcing steel or other positive anchorage. (Tier 2:Sec.4.8.4.6). 1 ❑ ❑ ® PANEL CONNECTIONS: Exterior cladding panels shall be anchored out-of-plane with a minimum of 4 connections for each wall panel. Two connections per wall panel are permitted where only the Basic Nonstructural Component Checklist is required by Table 3-2. (Tier 2: Sec.4.8.4.7). 1 MASONRY VENEER D ❑ ® SHELF ANGLES: Masonry veneer shall be supported by 1 shelf angles or other elements at each floor 30 feet or more above ground for Life Safety and at each floor above the first floor for Immediate Occupancy. (Tier 2: Sec.4.8.5.1). I. 1 1 ® ERICKSON STRUCTURAL 10000 NE 7th Avenue,Suite 130 • CONSULTING ENGINEERS, PC Vancouver,WA 98685 360.571.5577 Office 360.571.5578 Fax Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 ' Erickson Structural Project Number. 100904 Engineer: SWS Building Name: Seminary Building Page: 3 of 5 Building Address: 16055 SW 92nd Avenue,Tigard, Oregon I BASIC NONSTRUCTURAL COMPONENT CHECKLIST 1 C NC N/A MASONRY VENEER CONT'D COMMENTS ❑ ❑ ® TIES: Masonry veneer shall be connected to the back-up with corrosion-resistant ties. The ties shall have a spacing equal to or less than 24 inches with a minimum of one tie for every 2-2/3 square feet.A spacing of up to 36 inches is permitted where only the Basic Nonstructural Component Checklist is required by Table 3-2. (Tier 2: Sec.4.8.5.2). ❑ D ® WEAKENED PLANES: Masonry veneer shall be anchored ' to the back-up adjacent to weakened planes, such as at the locations of flashings. (Tier 2: Sec.4.8.5.3). ❑ ❑ ® DETERIORATION: There shall be no evidence of deterioration, damage, or corrosion in any of the connection elements. (Tier 2: Sec.4.8.5.4). PARAPETS, CORNICES, ORNAMENTATION,AND APPENDAGES , ❑ ❑ ® URM PARAPETS:There shall be no laterally unsupported unreinforced masonry parapets or cornices with height-to- thickness ratios greater than 1.5. A height-to-thickness ratio of up to 2.5 is permitted where only the Basic Nonstructural Component Checklist is required by Table 3-2. (Tier 2: Sec. 4.8.8.1). ❑ ❑ ® CANOPIES: Canopies located at building exits shall be anchored to the structural framing at a spacing of 6 feet or less. An anchorage spacing of up to 10 feet is permitted where only the Basic Nonstructural Component Checklist is required by Table 3-2. (Tier 2:Sec.4.8.8.2). ' I - 1 1 Ask ERICKSON STRUCTURAL 10000 NE 7th Avenue, Suite 130 CONSULTING ENGINEERS, PC Vancouver,WA 98685 360.571.5577 Office 360.571.5578 Fax I Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building _ Page: 4 of 5 Building Address: 16055 SW 92nd Avenue,Tigard, Oregon BASIC NONSTRUCTURAL COMPONENT CHECKLIST 1 C NC NIA MASONRY CHIMNEYS COMMENTS n ® URM CHIMNEYS: No unreinforced masonry chimney shall extend above the roof surface more than twice the least ' dimension of the chimney.A height above the roof of up to three times the least dimension of the chimney is permitted where only the Basic Nonstructural Component Checklist is required by Table 3-2. (Tier 2: Sec.4.8.9.1). STAIRS I ❑ ❑ ® URM WALLS:Walls around stair enclosures shall not consist of unbraced hollow clay tile or unreinforced masonry with a height-to-thickness ratio greater than 12-to-1. A height-to-thickness ratio of up to 15-to-1 is permitted where only the Basic Nonstructural Component Checklist is required by Table 3-2. (Tier 2: Sec. 4.8.10.1). I _ ❑ ❑ ® STAIR DETAILS: In moment frame structures,the connection between the stairs and the structure shall not ' rely on shallow anchors in concrete. Alternatively,the stair details shall be capable of accommodating the drift calculated using the Quick Check procedure of Section M 3.5.3.1 without including tension in the anchors. (Tier 2: Sec.4.8.10.2). BUILDING CONTENTS AND FURNISHING I ❑ ® ❑ TALL NARROW CONTENTS: Contents over 4 feet in height with a height-to-depth or height-to-width ratio greater than 3- to-1 shall be anchored to the floor slab or adjacent structural walls. A height-to-depth or a height-to-width ratio of up to 4- to-1 is permitted only where the Basic Nonstructural ' Component Checklist is required by Table 3-2. (Tier 2: 4.8.11.1). I ® ERICKSON STRUCTURAL 10000 NE 70 Avenue, Suite 130 • CONSULTING ENGINEERS, PC Vancouver,WA 98685 360.571.5577 Office 360.571.5578 Fax Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 5 of 5 Building Address: 16055 SW 92nd Avenue,Tigard, Oregon ' BASIC NONSTRUCTURAL COMPONENT CHECKLIST 1 C NC N/A MECHANICAL AND ELECTRICAL EQUIPMENT COMMENTS ❑ ❑ ® EMERGENCY POWER: Equipment used as part of an ' emergency power system shall be mounted to maintain continued operation after an earthquake. (Tier 2: Sec. 4.8.12.1). ❑ ❑ ® HAZARDOUS MATERIAL EQUIPMENT: HVAC or other equipment containing hazardous material shall not have damaged supply lines or unbraced isolation supports. (Tier 2:Sec.4.8.12.2). ❑ ❑ ❑ DETERIORATION:There shall be no evidence of deterioration, damage, or corrosion in any of the anchorage or supports of mechanical or electrical equipment. (Tier 2: Sec.4.8.12.3). ❑ ® ❑ ATTACHED EQUIPMENT: Equipment weighing over 201b that is attached to ceilings, walls, or other supports 4 feet above the floor level shall be braced. (Tier 2: Sec. 4.8.12,4). PIPING ❑ ❑ ® FIRE SUPPRESSION PIPING: Fire suppression piping shall be anchored and braced in accordance with NFPA-13 (NFPA, 1996). (Tier 2:Sec.4.8.13.1). ❑ ® ❑ FLEXIBLE COUPLINGS: Fluid,gas,and fire suppression piping shall have flexible couplings. (Tier 2: Sec.4.8.13.2). HAZARDOUS MATERIALS STORAGE AND DISTRIBUTION ❑ U ® TOXIC SUBSTANCES:Toxic and hazardous substances stored in breakable containers shall be restrained from falling by latched doors,shelf lips, wires, or other methods. (Tier 2: Sec.4.8.15.1). •' 1 as. ERICKSON STRUCTURAL 10000 NE 71,Avenue,Suite 130 Vancouver,WA 98685 ' CONSULTING ENGINEERS, PC 360.571.55770ffice 360.571.5578 Fax I Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer SWS Building Name: Seminary Building Page: 1 of 5 ' Building Address: 16055 SW 92nd Avenue,Tigard, Oregon ' SUPPLEMENTAL NONSTRUCTURAL COMPONENT CHECKLIST C NC N/A PARTITIONS COMMENTS ® DRIFT: Rigid cementitious partitions shall be detailed to accommodate a drift ratio of 0.02 in steel moment frame, concrete moment frame, and wood frame buildings. Rigid cementitious partitions shall be detailed to accommodate a drift ratio of 0.005 in other buildings. (Tier 2: Sec. 4.8.1.2). ❑ ❑ ® STRUCTURAL SEPARATIONS: Partitions at structural separations shall have seismic or control joints. (Tier 2: Sec. 4.8.1.3). ' ❑ ❑ ® TOPS:The tops of framed or panelized partitions that only extend to the ceiling line shall have lateral bracing to the building structure at a spacing equal to or less than 6 feet. (Tier 2: Sec. 4.8.1.4). ICEILING SYSTEMS ❑ ❑ ® EDGES: The edges of integrated suspended ceilings shall be separated from enclosing walls by a minimum of inch. (Tier 2: Sec.4.8.2.5). ❑ ❑ ® SEISMIC JOINT: The ceiling system shall not extend continuously across any seismic joint. (Tier 2: Sec.4.8.2.6). LIGHT FIXTURES ❑ ❑ ® PENDANT SUPPORTS: Light fixtures on pendant supports shall be attached at a spacing equal to or less than 6 feet and, if rigidly supported,shall be free to move with the structure to which they are attached without damaging adjoining materials. (Tier 2: Sec.4.8.3.3). ❑ ® I I LENS COVERS: Lens covers on light fixtures shall be attached or supplied with safety devices. (Tier 2: Sec.4.8.3.4). d ERICKSON STRUCTURAL 10000 NE 7th Avenue,Suite 130 CONSULTING ENGINEERS, PC Vancouver, WA 98685 360.571.5577 Office 360.571.5578 Fax Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 2 of 5 Building Address: 16055 SW 92nd Avenue,Tigard, Oregon SUPPLEMENTAL NONSTRUCTURAL COMPONENT CHECKLIST C NC NIA CLADDING AND GLAZING COMMENTS Z LJ ❑ GLAZING: All exterior glazing shall be laminated, annealed or laminated heat-strengthened safety glass or other glazing system that will remain in the frame when glass is cracked. (Tier 2: Sec. 4.8.4.9). MASONRY VENEER ❑ ❑ ® MORTAR: The mortar in masonry veneer shall not be easily scraped away from the joints by hand with a metal tool,and there shall not be significant areas of eroded mortar. (Tier 2: Sec.4.8.5.5). ❑ ❑ ® WEEP HOLES: In veneer braced by stud walls,functioning weep holes and base flashing shall be present. (Tier 2: Sec.4.8.5.6). ❑ ❑ ® STONE CRACKS: There shall be no visible cracks or signs _ I of visible distortion in the stone. (Tier 2: Sec.4.8.5.7). METAL STUD BACK-UP SYSTEMS I ❑ ❑ ® STUD TRACKS: Stud tracks shall be fastened to structural framing at a spacing equal to or less than 24 inches on center. (Tier 2: Sec.4.8.6.1). ❑ ❑ ® OPENINGS: Steel studs shall frame window and door ' openings. (Tier 2: Sec.4.8.6.2). CONCRETE BLOCK AND MASONRY BACK-UP SYSTEMS ❑ ❑ ® ANCHORAGE: Back-up shall have a positive anchorage to the structural framing at a spacing equal to or less than 4 feet along the floors and roof. (Tier 2: Sec. 4.8.7.1). ❑ ❑ ® URM BACK-UP: There shall be no unreinforced masonry back-up. (Tier 2: Sec.4.8.7.2). -1 10000 NE 7th Avenue, Suite 130 ® ' ERICKSON STRUCTURAL CONSULTING ENGINEERS, PC Vancouver,WA 98685 360.571.5577 Office 360.571.5578 Fax I Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 3 of 5 1 Building Address: 16055 SW 92nd Avenue, Tigard, Oregon SUPPLEMENTAL NONSTRUCTURAL COMPONENT CHECKLIST C NC N/A BUILDING CONTENTS AND FURNISHING COMMENTS ❑ ❑ ® FILE CABINETS: File cabinets arranged in groups shall be attached to one another. (Tier 2: Sec. 4.8.11.2). ❑ ® ❑ CABINET DOORS AND DRAWERS: Cabinet doors and drawers shall have latches to keep them closed during an ' earthquake. (Tier 2: Sec.4.8.11.3). n ❑ ❑ ACCESS FLOORS: Access floors over 9 inches in height shall be braced. (Tier 2: Sec.4.8.11.4). ❑ ❑ ® EQUIPMENT ON ACCESS FLOORS: Equipment and ' computers supported on access floor systems shall be either attached to the structure or fastened to a laterally braced floor system. (Tier 2: Sec. 4.8.11.5). IMECHANICAL AND ELECTRICAL EQUIPMENT ❑ ❑ ® HEAVY EQUIPMENT: Equipment weighing over 100 111 pounds shall be anchored to the structure or foundation. (Tier 2: Sec.4.8.12.6). ❑ ❑ ❑ ELECTRICAL EQUIPMENT: Electrical equipment and associated wiring shall be laterally braced to the structural system. (Tier 2: Sec.4.8.12.7). 111 ❑ ❑ ® DOORS: Mechanically operated doors shall be detailed to operate at a story drift ratio of 0.01. (Tier 2: Sec.4.8.12.8). PIPING ® ❑ ❑ FLUID AND GAS PIPING: Fluid and gas piping shall be anchored and braced to the structure to prevent breakage in piping. (Tier 2: Sec.4.8.13.3). I ® ERICKSON STRUCTURAL 10000 NE 7th Avenue, Suite 130 111 CONSULTING ENGINEERS, PC Vancouver,WA 98685 360.571.5577 Office 360.571.5578 Fax Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 4 of 5 Building Address: 16055 SW 92nd Avenue,Tigard, Oregon I SUPPLEMENTAL NONSTRUCTURAL COMPONENT CHECKLIST C NC NIA PIPING CONT'D COMMENTS n ® ❑ SHUT-OFF VALVES: Shut-off devices shall be present at , building utility interfaces to shut off the flow of gas and high- temperature energy in the event of earthquake-induced failure. (Tier 2: Sec.4.8.13.4). ❑ n ® C-CLAMPS: One-sided C-clamps that support piping greater than 2.5 inches in diameter shall be restrained. (Tier 2: Sec. 4.8.13.5). DUCTS 1 ❑ ❑ ® DUCT BRACING: Rectangular ductwork exceeding 6 square feet in cross-sectional area, and round ducts exceeding 28 inches in diameter, shall be braced. Maximum spacing of transverse bracing shall not exceed 30 feet. Maximum spacing of longitudinal bracing shall not exceed 60 feet. Intermediate supports shall not be considered part of the later-force-resisting system. (Tier 2: Sec.4.8.14.2). ❑ ❑ ® DUCT SUPPORT: Ducts shall not be supported by piping or electrical conduit. (Tier 2: Sec.4.8.14.3). HAZARDOUS MATERIALS STORAGE AND DISTRIBUTION ❑ ❑ ® GAS CYLINDERS: Compressed gas cylinders shall be restrained. (Tier 2: Sec. 4.8.15.2). ❑ ❑ ® HAZARDOUS MATERIALS: Piping containing hazardous materials shall have shut-off valves or other devices to prevent major spills or leaks. (Tier 2: Sec.4.8.15.3). I ELEVATORS ❑ U ® SUPPORT SYSTEM:All elements of the elevator system ' shall be anchored. (Tier 2: sec.4.8.16.1). AN. ERICKSON STRUCTURAL 10000 NE 71h Avenue, Suite 130 CONSULTING ENGINEERS, PG Vancouver,WA 98685 ' 360.571.5577 Office 360.571.5578 Fax Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 5 of 5 ' Building Address: 16055 SW 92nd Avenue,Tigard, Oregon SUPPLEMENTAL NONSTRUCTURAL COMPONENT CHECKLIST 1 C NC NIA ELEVATORS CONT'D COMMENTS ❑ ❑ ® SEISMIC SWITCH:All elevators shall be equipped with seismic switches that will terminate operations when the ground motion exceeds 0.10g. (Tier 2: Sec.4.8.16.2). ❑ ❑ ® SHAFT WALLS:All elevator shaft walls shall be anchored 1 and reinforced to prevent toppling into the shaft during strong shaking. (Tier 2: Sec.4.8.16.3). 1 ❑ ❑ Z RETAINER GUARDS: Cable retainer guards on sheaves and drums shall be present to inhibit the displacement of cables. (Tier 2: Sec.4.8.16.4). ❑ ❑ ® RETAINER PLATE:A retainer plate shall be present at the top and bottom of both car and counterweight. (Tier 2: Sec. 4.8.16.5). ❑ ❑ ® COUNTERWEIGHT RAILS:All counterweight rails and divider beams shall be sized in accordance with ASME_A17.1. (Tier 2: Sec.4.8.16.6). ❑ ❑ ® BRACKETS: The brackets that tie the car rails and the t counterweight to the building structure shall be sized in accordance with ASME_A17.1. (Tier 2: Sec.4.8.16.7). ❑ ❑ ® SPREADER BRACKET: Spreader brackets shall not be used to resist seismic forces. (Tier 2: Sec.4.8.16.8). ❑ ❑ ® GO-SLOW ELEVATORS:The building shall have a go-slow elevator system. (Tier 2: Sec.4.8.16.9). I I ® ERICKSON STRUCTURAL 10000 NE 71h Avenue, Suite 130 ' CONSULTING ENGINEERS, PC Vancouver,WA 98685 - 360.571.5577 Office 360.571.5578 Fax Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 1 of 2 Building Address: 16055 SW 92nd Avenue,Tigard, Oregon I GEOLOGIC SITE HAZARDS AND FOUNDATIONS CHECKLIST 1 C NC N/A GEOLOGIC SITE HAZARDS COMMENTS I ® [I E LIQUEFACTION: Liquefaction-susceptible,saturated, Assumed to be conforming. loose granular soils that could jeopardize the building's seismic performance shall not exist in the foundation soils at depths within 50 feet under the building for Life Safety and Immediate Occupancy. (Tier 2: Sec.4.7.1.1). ® ❑ ❑ SLOPE FAILURE:The building site shall be sufficiently Assumed to be conforming. remote from potential earthquake-induced slope failures or rockfalls to be unaffected by such failures or shall be capable of accommodating any predicted movements without failure. (Tier 2: Sec.4.7.1.2). ® ❑ ❑ SURFACE FAULT RUPTURE: Surface fault rupture and Assumed to be conforming. surface displacement at the building site is not anticipated. (Tier 2: Sec.4.7.1.3). ' CONDITION OF FOUNDATIONS ® ❑ ❑ FOUNDATION PERFORMANCE: There shall be no 1 evidence of excessive foundation movement such as settlement or heave that would affect the integrity or strength of the structure. (Tier 2: Sec.4.7.2.1). ® ❑ ❑ DETERIORATION:There shall not be evidence that foundation elements have deteriorated due to corrosion, sulfate attack, material breakdown,or other reasons in a manner that would affect the integrity or strength of the structure. (Tier 2: Sec.4.7.2.2). ' CAPACITY OF FOUNDATIONS ❑ ❑ ® POLE FOUNDATIONS: Pole foundations shall have a I minimum embedment depth of 4 feet for Life Safety and Immediate Occupancy. (Tier 2:Sec.4.7.3.1). 1 I ERICKSON STRUCTURAL 10000 NE 7th Avenue, Suite 130 CONSULTING ENGINEERS, PC Vancouver,WA 98685 ' 360.571.5577 Office 360.571.5578 Fax Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 I Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 2 of 2 IBuilding Address: 16055 SW 92�Avenue,Tigard, Oregon GEOLOGIC SITE HAZARDS AND FOUNDATIONS CHECKLIST C NC N/A CAPACITY OF FOUNDATIONS CONT'D COMMENTS ® I 1 OVERTURNING: The ratio of the horizontal dimension of the lateral-force-resisting system at the foundation level to the building height(base/height)shall be greater than 0.6Sa. (Tier 2: Sec.4.7.3.2). I ❑ fl ® TIES BETWEEN FOUNDATION ELEMENTS:The foundation shall have ties adequate to resist seismic forces where footing, piles, and piers are not restrained by beams, slabs,or soils classified as Class A, B,or C. (Section 3.5.2.3.1,Tier 2: Sec. 4.7.3.3). ❑ ❑ ® DEEP FOUNDATIONS: Piles and piers shall be capable of transferring the lateral forces between the structure and the soil. This statement shall apply to the Immediate Occupancy Performance Level only. (Tier 2: Sec.4.7.3.4). . ❑ ❑ ® SLOPING SITES: The difference in foundation embedment depth from one side of the building to another shall not I exceed one story in height. This statement shall apply to the Immediate Occupancy Performance Level only. (Tier 2: Sec.4.7.3.5). I 1 I I I- I 1 ERICKSON STRUCTURAL 10000 NE 7th Avenue, Suite 130 WA 98685 CONSULTING ENGINEERS, PC Vancouver, 360.571.5577 Office 360.571.5578 Fax Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 1 of 3 Building Address: 16055 SW 92nd Avenue,Tigard, Oregon I BASIC STRUCTURAL CHECKLIST FOR BUILDING TYPE WI: WOOD LIGHT FRAMED C NC N/A BUILDING SYSTEM COMMENTS ❑ ® ❑ LOAD PATH: The structure shall contain a minimum of one No diaphragm complete load path for Life Safety and Immediate Occupancy for seismic force effects from any horizontal direction that serves to transfer the inertial forces from the mass to the foundation. (Tier 2: Sec.4.3.1.1) D ❑ VERTICAL DISCONTINUITIES: All vertical elements in the ' lateral-force-resisting system shall be continuous to the foundation. (Tier 2:Sec.4.3.2.4) ® ❑ ❑ DETERIORATION OF WOOD:There shall be no signs of decay,shrinkage, splitting,fire damage,or sagging in any of the wood members and none of the metal connection hardware shall be deteriorated, broken,or loose. (Tier 2: Sec.4.3.3.1) ❑ ❑ ® WOOD STRUCTURAL PANEL SHEAR WALL None observed FASTENERS:There shall be no more than 15 percent of inadequate fastening such as overdriven fasteners, omitted blocking,excessive fastening spacing,or inadequate edge distance. This statement shall apply to the Immediate Occupancy Performance Level only. (Tier 2: Sec.4.3.3.2) LATERAL-FORCE-RESISTING SYSTEM , ® ❑ ❑ REDUNDANCY:The number of lines of shear walls in each principal direction shall be greater than or equal to 2 ' for Life Safety and Immediate Occupancy. (Tier 2: Sec. 4.4.2.1.1). I 1 I 1 I _ ERICKSON STRUCTURAL 10000 NE 7th Avenue, Suite 130 CONSULTING ENGINEERS, PC Vancouver, WA 98685 360.571.5577 Office 360.571.5578 Fax I Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 2 of 3 IBuilding Address: 16055 SW 92°d Avenue,Tigard, Oregon BASIC STRUCTURAL CHECKLIST FOR BUILDING TYPE WI: 1 WOOD LIGHT FRAMED C NC NIA LATERAL-FORCE-RESISTING SYSTEM CONT'D COMMENTS ® ❑ ❑ SHEAR STRESS CHECK: The shear stress in the shear walls,calculated using the Quick Check procedure of Section 3.5.3.3 shall be less than the following values for Life Safety and Immediate Occupancy(Tier 2: Sec. 4.4.2.7.1): ' ■ Structural panel sheathing 1,000 plf • Diagonal sheathing 700 plf ■ Straight sheathing 100 plf I . All other conditions 100 plf I ❑ ❑ ® STUCCO(EXTERIOR PLASTER) SHEAR WALLS: Multi- story buildings shall not rely on exterior stucco walls as the primary lateral-force-resisting system. (Tier 2: Sec. 4.4.2.7.2) ❑ ❑ ❑ GYPSUM WALLBOARD OR PLASTER SHEAR WALLS: Interior plaster or gypsum wallboard shall not be used as shear walls on buildings over one story in height with the exception of the uppermost level of a multi-story building. (Tier 2: Sec.4.4.2.7.3) ❑ ❑ ❑ NARROW WOOD SHEAR WALLS: Narrow wood shear walls with an aspect ratio greater than 2-to-1 for Life Safety and 1.5-to-1 for Immediate Occupancy shall not be used to resist lateral forces developed in the buildings in levels of moderate and high seismicity. Narrow wood shear walls with an aspect ratio greater than 2-to-1 for Immediate Occupancy shall not be used to resist lateral forces developed in the building in levels of low seismicity. (Tier 2: Sec.4.4.2.7.4) ❑ ❑ ® WALLS CONNECTED THROUGH FLOORS: Shear walls shall have interconnection between stories to transfer overturning and shear forces through the floor. (Tier 2: Sec. 4.4.2.7.5) i� 1 1 Am ERICKSON STRUCTURAL 10000 NE 7th Avenue, Suite 130 CONSULTING ENGINEERS, PC Vancouver,WA 98685 360.571.5577 Office 360.571.5578 Fax Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 3 of 3 Building Address: 16055 SW 92nd Avenue,Tigard, Oregon I BASIC STRUCTURAL CHECKLIST FOR BUILDING TYPE WI: WOOD LIGHT FRAMED C NC NIA LATERAL-FORCE-RESISTING SYSTEM COMMENTS ® HILLSIDE SITE: For structures that are taller on at least one side by more than one-half story due to a sloping site, all shear walls on the downhill slope shall have an aspect ratio less than 1-to-1 for Life Safety and 1-to-2 for Immediate Occupancy. (Tier 2: Sec.4.4.2.7.6) ❑ E ® CRIPPLE WALLS: Cripple walls below first-floor-level shear walls shall be braced to the foundation with wood structural panels. (Tier 2: Sec.4.4.2.7.7) ❑ ❑ ❑ OPENINGS: Walls with openings greater than 80 percent of I the length shall be braced with wood structural panel shear walls with aspect ratios of not more than 1.5-to-1 or shall be supported by adjacent construction through positive ties capable of transferring the later forces. (Tier 2: Sec. 4.4.2.7.8) CONNECTIONS _ I ❑ ® ❑ WOOD POSTS: There shall be a positive connection of wood posts to the foundation. (Tier 2: Sec.4.6.3.3) U ® ❑ WOOD SILLS: All wood sills shall be bolted to the foundation. (Tier 2: Sec.4.6.3.4) ❑ ❑ GIRDER/COLUMN CONNECTION: There shall be a positive connection utilizing plates,connection hardware, or straps between the girder and the column support. (Tier 2: Sec.4.6.4.1) I _I 1 I 10000 NE 7th Avenue,Suite 130 ® ERICKSON STRUCTURAL Vancouver,WA 98685 CONSULTING ENGINEERS, PC 360.571.5577 Office 360.571.5578 Fax I Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 1 of 2 IBuilding Address: 16055 SW 92nd Avenue, Tigard, Oregon SUPPLEMENTAL STRUCTURAL CHECKLIST FOR BUILDING TYPE WI: ' WOOD LIGHT FRAMED C NC NIA LATERAL-FORCE-RESISTING SYSTEM COMMENTS ❑ ❑ 1 HOLD-DOWN ANCHORS:All shear walls shall have hold- down anchors constructed per acceptable construction practices,attached to the end studs. This statement shall apply to the Immediate Occupancy Performance Level only. (Tier 2: Sec.4.4.2.7.9) ' DIAPHRAGMS ❑ ❑ ® DIAPHRAGM CONTINUITY: The diaphragms shall not be composed of split-level floors and shall not have expansion joints. (Tier 2: Sec.4.5.1.1) ® ❑ ❑ ROOF CHORD CONTINUITY: All chord elements shall be Based upon standard construction continuous, regardless of changes in roof elevation. (Tier practice. 2: Sec.4.5.1.3) I . ❑ ❑ ® PLAN IRREGULARITIES: There shall be tensile capacity to develop the strength of the diaphragm at re-entrant corners or other locations of plan irregularities. This statement shall apply to the Immediate Occupancy Performance Level only. (Tier 2: Sec.4.5.1.7) ❑ ❑ ® DIAPHRAGM REINFORCEMENT AT OPENINGS:There shall be reinforcing around all diaphragm openings larger ' than 50 percent of the building width in either major plan dimension. This statement shall apply to the Immediate Occupancy Performance Level only. (Tier 2: Sec.4.5.1.8) ❑ ❑ ® STRAIGHT SHEATHING:All straight sheathed diaphragms shall have aspect ratios less than 2-to-1 for Life Safety and 1-to-1 for Immediate Occupancy in the direction being considered. (Tier 2: Sec.4.5.2.1) I I 1 ERICKSON STRUCTURAL 10000 NE 7th Avenue,Suite 130 CONSULTING ENGINEERS, PC Vancouver,WA 98685 • 360.571.5577 Office 360.571.5578 Fax Erickson Structural Project Name: LDS Tigard Seminary Date: March 1, 2011 Erickson Structural Project Number: 100904 Engineer: SWS Building Name: Seminary Building Page: 2 of 2 Building Address: 16055 SW 92nd Avenue,Tigard, Oregon 1 SUPPLEMENTAL STRUCTURAL CHECKLIST FOR BUILDING TYPE WI: WOOD LIGHT FRAMED C NC N/A DIAPHRAGMS CONT'D COMMENTS LJ ❑ ❑ SPANS:All wood diaphragms with spans greater than 24 feet for Life Safety and 12 feet for Immediate Occupancy shall consist of wood structural panels or diagonal sheathing. (Tier 2: Sec. 4.5.2.2) 1 ❑ ® ❑ UNBLOCKED DIAPHRAGMS:All diagonally sheathed or unblocked wood structural panel diaphragms shall have horizontal spans less than 40 feet for Life Safety and 30 feet for Immediate Occupancy and shall have aspect ratios less than or equal to 4-to-1 for Life Safety and 3-to-1 for Immediate Occupancy. (Tier 2: Sec. 4.5.2.3) 1 ❑ ❑ IL OTHER DIAPHRAGMS: The diaphragm shall not consist of a system other than wood, metal deck,concrete, or horizontal bracing. (Tier 2: Sec.4.5.7.1) CONNECTIONS 1 ❑ El WOOD SILL BOLTS: Sill bolts shall be spaced at 6 feet or less for Life Safety and 4 feet or less for Immediate Occupancy,with proper edge and end distance provided for wood and concrete. (Tier 2: Sec.4.6.3.9) 1 1 1 1 1 i Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 ' March 1,2011 I I 1 I Appendix B — Photographs I - 1 I 1 I tErickson Structural Job No. 100904.01 0 Erickson Structural Consulting Engineers,ineers PC 10000 NE 72,Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Seminary Building,Tigard,Oregon Structural Evaluation Report Erickson Structural Job Number: 100904.01 Building No.5352711 ' March 1,2011 I ;. I 9I rr.� Sr azb • s"'� I N y t , tk� ' § _ .; I Photograph#1: Inadequate roof-to-wall connections "' A I-14 I �q,.., s�_�-x a , mPi _ ,:a * ;.l pizi. ,Y . t _, ' nr sq"" � i x_ �' ysm � d p, Photograph#2: Inadequate roof and second floor diaphragms 1 ' Erickson Structural Job No.1 00904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-5715577 Phone,360-571-5578 Fax IStructural Evaluation Report Seminary Building,Tigard,Oregon IMarch 1,2011 Erickson Structural Jab Number: 100904.01 Building No.5352711 I I I I 5 E ` ss „„;111 Photograph#3: Dormer with inadequate shear wall capacitI mil, :L _xa e x..aa:---a-C48a s3:re '-'t �''"y '•t "J.. :« I . g z &ge •o- y�,£'#:rz� � t ,�: �� rye, Ps 3Y s :ss�� .. s ,tee. ;S 1 ;,- g4 . fi' - ::. IPhotograph#4: Inadequate cripple wall framing in attic II Erickson Structural Job No.100904.01 ©Erickson Structural Consulting Engineers,PC ' 10000 NE 7�Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon ' Erickson Structural Job Number: 100904.01 Building No.5352711 - ' March 1,2011 I p= (�X�i > ` �� emu' • c'. +k a .: —' "y , , #� + a -F`r' y cI 111 ... ° 7, {Sit„ '� -, r i "a ms .-- :7 I� y ! I Photograph#5: Inadequate post connections at crawl space ' I Y R % I I it " .,x - may, , :' �,�� :'i��e(� ,. x� '�E�"�-€sue:. Photograph#6: Inadequate mud sill anchorage at stem wall at crawl space I I Erickson Structural Job No.100904.01 ©Erickson Structural Consulting Engineers,PC 10000 NE T"Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax , I Structural Evaluation Report Seminary Building,Tigard,Oregon Erickson Structural Job Number: 100904.01 Building No.5352711 I March 1,2011 I 4 4 k2 a t d §i on ; > n B ,V s ' t i I4Y S a ' Photograph#7: Tall, unbraced filing cabinet . Y?L �4T ,toms z��. _- ATt � e l t.l , , wr s k" pea'"' , >` A Ifi IPhotograph#8: Unanchored desktop equipment I Erickson Structural Job No.100904.01 ©Erickson Structural Consulting Engineers,PC ' 10000 NE 7th Suite 130,Vancouver,WA 98685,360 571-5577 Phone,360-571-5578 Fax Structural Evaluation Report Seminary Building,Tigard,Oregon ' Erickson Structural Job Number: 100904.01 Building No.5352711 • ' March 1,2011 I IXu• :� ..i I :i it I - ,� uY < t I f' h b 1 J' � adA FJ fi f � � r ws £ 4 +i Yt Photograph#9: Gas line without bracing, flexible couplings,and automatic shut-off valve I r I: s I �" m l Z' ,« I Photograph#10: Unanchored water heater Erickson Structural Job No.100904.01 ©Erickson Structural Consulting Engineers,PC ' 10000 NE 7"Avenue,Suite 130,Vancouver,WA 98685,36 0-571-5577 Phone,360-571-5578 Fax ' Structural Evaluation Report Seminary Building,Tigard,Oregon ' • Erickson Structural Job Number: 100904.01 Building No.5352711 March 1,2011 1 1 ' Appendix C — Structural Calculations • • Erickson Structural Job No.100904 ©Erickson Structural Consulting Engineers,PC ' 10000 NE 7th Avenue,Suite 130,Vancouver,WA 98685,360-571-5577 Phone,360-571-5578 Fax I mk ERICKSON STRUCTURAL CONSULTING ENGINEERS, PC ' SUBJECT: . i ft_ DATE: t, , 1\ PROJECT NAME: 1LJ `;" r`-dI i.*( `.:47 "-i 't"i,; °e _ ENGINEER: s i OC) I PROJECT NUMBER: ,( p 4__.0i C SHEET NUMBER: , OF I Conterminous 48 States I 2002 Data ' Uniform Hazard Spectrum (UHS)for 2 % PE in 50 years Zip Code-97206 I Zip Code Latitude=45.4823 Zip Code Longitude =-122.5970 ' B/C Boundary ' Data are based on a 0.05 deg grid spacing I Period Sa Sd ' ' (sec) (g) (inches) 0.200 0.996 0.389 I 1.000 0.337 3.293 I Uniform Hazard Spectrum (UHS)for 10% PE in 50 years , Period Sa Sd ' (sec) (g) (inches) , 0.200 0.447 0.174 1.000 0.152 1.482 I I ERICKSON STRUCTURAL CONSULTING ENGINEERS, PC SUBJECT: {-,,,,aC;P 1.-- 0 `QLG/G1/ L DATE: Z /2_o/20 II I PROJECT NAME: -5_,a ',;(1 _GWI st/L // v ENGINEER: Cam,[' ,/ PROJECT NUMBER: ' lae�rty 4-- SHEET NUMBER: `7 2, OF y- 1 - -- , f i Sq eaak V I I j - '- _ - , z-,- - A t i, `1 f f WS. � , 1 I 1 Rm.... ; (.\- 14i- F4.`C ( e Psi -2 1.1 g� i { - to Icst� -� �- r L5°d I '-- �J f i I u,,,,, - I ( V` 1 I I 1 ', 1 I 1 _ No, -r! t _ I V'z.`` R w'4 x '2 3.e, 1 I 1 7 I I � ' ' 3 7 ... `,, , i I 14 psr • ,,,.k ,2 p 'P." i 1 I M ! I I 1 1 I 1 i H H I _ — j I I - a— I 1 1 Roggenkamp Erickson&Associates,P.C. MirP ' 360.573.4545 II [ I Fax360.576.7606 ASSOCIATES, P.6. 10000 NE 7th Ave.,Suite 150 SINIENI91 _ Vancouver.WA 98685 �EogIileCNS t Subject: ASCE 41 BSO Base Shears Date: z/zg/zco ra , REA Project Name: LDS Tigard Seminary Engineer: sws REA Project Number: 100904 Sheet Number: 3 of I , INPUT: :.Building location goes here ASCE 31 Building Type= W2 (ASCE 31, Pg.1-4) S1(NicE)= 0.337 ' Number of Stories = 2 SS(ticE)= 0.996 Building Height(h)= 17 (avg.,in feet) Sl(1cin50)= 0.152 Soil Class= D (A through F) Ss(100150)= 0.447 Damping= 5 % , NOTE: The 10%in 50 year ground motion is stronger than 2/3MCE SITE CLASS: BSE-1 (Smaller of 2/3MCE or 10%in 50 years): S, 0.10 0.20 0.30 0.40 0.50 ' Soil Class D 2.4 2.0 1.8 1.6 1.5 (From Table 1-5) F„ - 2.192 - - - Ss 0.25 0.50 0.75 1.00 1.25 t Soil Class D 1.6 1.4 1.2 1.1 1.0 (From Table 1-4) Fa - 1.442 - - - BSE-2(MCE: 2%in 50 years with deterministic caps): ' S1 0.10 0.20 0.30 I 0.40 0.50 Soil Class D 2.4 2.0 1.8 1.6 1.5 (From Table 1-5) F„ - - - 1.726 - ' Ss 0.25 0.50 0.75 1.00 1.25 Soil Class D 1.6 1.4 1.2 1.1 1.0 (From Table 1-4) Fe - - - 1.102 - CALCS: For BSE-1 For BSE-2 ' Ss= 0.447 Ss= 0.996 S,= 0.152 S1= 0.337 ' Period(T)= 0.167 T=C,h,,° Period(T)= 0.167 Ci= 0.020 Section 3.3.1.2.2 C,= 0.020 , 6= 0.750 Section 3.3.1.2.2 13 = 0.750 Fa= 1.442 Table 1-4 Fa 1.102 F„= 2.192 Table 1-5 Fa 1.726 I Sxs= 0.645 Sxs=F,Ss Sxs= 1.097 Ski= 0.333 Sx,=F S, Ski= 0.582 ' B1= 1.0 Eq.1-13 B1= 1.0 Ta 0.517 T,=Sx,/Sxs Ts= 0.530 Ta 0.103 To=0.2T, To= 0.106 1 ' Roggenkamp Erickson&Associates,P.C. - - 360.573.4545 i ROGGENKAMP ERICKSON& Fax 360.576.7606ASSOCIATES, P.C. 10000 NE 7th Ave.,Suite 150 DRIIIP81 - Vancouver;WA 98685 �$I� ers I Subject: ASCE 41 BSO Base Shears Date: z�Z� 2-4' .t REA Project Name: LDS Tigard Seminary Engineer: sws ' REA Project Number: 100904 Sheet Number: 9 of 4 SPECTRUMS: ' ASCE 41-06 BSE-1 RESPONSE SPECTRUM rn 2.25 ' m c 2. - 1.7575 - o T.! 1.50 - d 1.25 - ' q 1.00 - E0.75 -m 0.50 _/ iz 0.25 I To 0.00 U rn 0.00 0.50 1.00 1.50 Period,T(sec) I ASCE 41-06 BSE-2 RESPONSE SPECTRUM I . rn 2.25 m 2.00 - I e 1.75 - 1.50 - m 1.25 - 1.001 I 0.7s c.so rc 0.25 - I 0.00 ! m 0.00 0.50 1.00 1.50 Period,T(sec) ' BASE SHEARS: ASCE 41-06 Pseudo Lateral Force, Section 3.3.1.3.1 C,= 1.00 Liae 1.0 for evaluation C1 = 1.00 I C2= 1.00 Cm= 1,00 ForLinear Procedure C2= 1 00 From Table 3-t Cm= 1.00 Sa= 0.643 Se= 1.095 IV=0.75C,C2CmSeW (0.75 factor used for evaluation) BSE-1 Pseudo Lateral Force, V = 0.482 "W 1 BSE-2 Pseudo Lateral Force, V = 0.821 * W I