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Report (85) ✓�Gt -C�l?-�U®c - &O6o( fit✓ 7-1' RECEIVErt Y APR 13' 2017 CITY OF TIGARD deca architecture. inc BUILDING SIO April 13,2017 Permit Services City of Tigard, Department of Community Development 13125 SW Hall Blvd Tigard, OR 97223 Subject: Durham TPS Building Remodel Dear permit plans reviewer, The purpose of this letter is to clarify that this project is exempt from discretionary site development review, as outlined by the City of Tigard Community Development Code(Title 18). The proposed project is intended to update and remodel the existing TPS Office Building located at Clean Water Services' Durham Treatment Plant campus at 16060 SW 85th Ave. The existing building was constructed in 1977 as a laboratory building,but since the 90's has been used for offices. The remodel will add a total of 520 sf of new floor area to the 6,250 sf building,while revising the interior layout and updating building finishes and systems. The building lies within the Durham Advanced Wastewater Treatment Facility Plan District(18.650). The building is located within the Administrative subdistrict of the plan district(map 18.650.A). Office uses are permitted within the subdistrict. The existing building complies with the development standards of the subdistrict. Per 18.650.080, development that is not a conditional use,that does not increase vehicle traffic by more than 100 trips per day, and that does not open a new accessway onto Durham Road is exempt from site development review. Please let me know if you have questions or need additional information. Sincerely, Shem Harding, Project architect DECA Architecture 935 SE Alder St. Portland, OR 97214 (503)239-1987 harding@deca-inc.com 935 SE Alder Street : Portland Oregon 97214 tel 503 239 1987 fax 503 239 6558 deca-inc.com f � FI Shemuel Harding From: Lina Smith<LinaCS@tigard-or.gov> Sent: Wednesday, November 09, 2016 1:57 PM To: Shemuel Harding Subject: RE: Clean Water Services Office project Hi Shem My supervisors determined that land use actually won't be required for this project, based on subsection "C" below: "18.650.080 Discretionary Review A. Development classified as a conditional use in Table 18.650.1 shall be reviewed in accordance with the procedures and requirements set forth in Chapter 18.330, Conditional Use, of this title. B. Development meeting one or more of the following criteria shall be reviewed in accordance with the procedures and requirements set forth in Chapter 18.330, Conditional Use, of this title. 1. An increase in vehicular traffic to and from the site in excess of 100 vehicles per day; 2. The opening of a new access way onto Durham Road, or the improvement of the existing access way onto Waverly Drive for other than emergency vehicle access. C. Development not meeting the criteria of subsection A or B of this section is exempted from site development review as set forth in Chapter 18.360. Review for compliance with applicable standards shall be performed in conjunction with obtaining a building permit. (Ord. 13-04 §1)" You can move forward and apply for your building permits. Please include a short cover letter that explains how this project isn't triggering subsection ".A" or "B" above, and a copy- of your site plan. This will help expedite things for Planning when we sign off on your building permits. Feel free to contact me if you have any questions. Lina Smith Assistant Planner: City of Tigard Community Development 13125 Hall Blvd.Tigard,OR 97223 E-mail:LinaCS@tigard-or.gov From: Lina Smith Sent:Wednesday, November 02, 2016 9:58 AM To:Shemuel Harding<harding@deca-inc.com> Subject: RE:Clean Water Services Office project Hi Shem, Just from an initial look at your plans, I think this could be reviewed under a Type Z Minor Modification, in which case an in-person meeting isn't required. This is an administrative review that takes about 10 business days and costs $300. But I want to double-check with my supervisors first. We have a regular staff t r t ..4441 meeting next Tuesday evening— I can bring this up then and get back to you next Wednesday. Does that work? Let me know, Lina Lina Smith Assistant Planner City of Tigard C Community Development 13125 Flail Blvd.Tigard,OR 97223 E-mail:LinaCSa,tigard-or.gov From: Shemuel Harding [mailto:hardingCa�deca-inc.com] Sent: Tuesday, November 01, 2016 6:17 PM To: Lina Smith Subject: RE: Clean Water Services Office project Hi Lina, Thanks for responding. Below is a link to our 50%CD drawings set—feel free to take a look and let us know what you think. The general scope of the project is a remodel with a very small amount of addition. Please let me know if you have questions. 50%CD Drawings: https://drive.google.com/open?id=OBv8E6hT8vfaFVlhsbORQdzNIZVE I have also met with building code official Dan Nelson to look at this project, and he had no concerns at the time. However, he mentioned that he thought a preliminary meeting might be required. Is any sort of preliminary meeting required for this project prior to permit submittal? Thanks, Shem Sherr Harding tel 503 239 1987 x210 From: Lina Smith [mailto:LinaCS@tigard-or.govj Sent:Tuesday, November 01,2016 2:12 PM To:Shemuel Harding<harding@deca-inc.com> Subject:Clean Water Services Office project Hi Shem, I was forwarded your information from Tom McGuire,Assistant Community Development Director. Feel free to e-mail me any preliminary drawings and questions you have. I'll review them with Tom and the other planners, and let you know if we have any concerns. My direct contact info is (503) 718-2438 or LinaCS@tigard-or.gov. Thank you, Lina Smith 2 tant Planner Ci. ,f Tigard I Community Development 13L 5 Hall Blvd. Tigard, OR 97223 E-mail: LinaCS@tigard-or.gov DISCLAIMER: E-mails sent or received by City of Tigard employees are subject to public record laws. If requested; e-mail may be disclosed to another party unless exempt from disclosure under Oregon Public Records Law. E-mails are retained by the City of Tigard in compliance with the Oregon Administrative Rules "City General Records Retention Schedule." 3 SHANNON 6WILSON, INC. C Lm::::::AGEOTECHNICAtA 40 ENV ON N1AL CONSULTANTS rr7 LORiDA oREGoN wAsHi WASHNGT N STATE ,. ;Crar April 6, 2016 RECEIVED APR 13 2017 Tim Rondeau CITY OF TIGARD Clean Water Services BUILDING DIVISION 16060 SW 85th Ave. Tigard, Oregon 97224 RE: TREATMENT PLANT SERVICES (TPS)BUILDING REMODEL FOUNDATION RECOMMENDATIONS, DURHAM ADVANCED WASTEWATER TREATMENT FACILITY TIGARD, OREGON Dear Mr. Rondeau: The purpose of this letter is to provide wall foundation recommendations for the proposed Treatment Plant Services (TPS)Building Remodel project at Clean Water Services' Durham Advanced Wastewater Treatment Facility. The project is located at 16060 SW 85th Avenue in Tigard, Oregon. The site location is shown in Figure 1. We understand that the remodel consists of a 450-square-foot addition along the west side of the building that will be constructed with a new wall to allow the construction of additional offices. The proposed expansions are shown in Attachment A. We understand that new additions will be performed along three different parts of the building, resulting in a total building expansion of 950 square feet. The purpose of our geotechnical investigation is to provide foundation design and construction recommendations for the proposed exterior wall and to determine if it is necessary to have new 5-foot-deep concrete foundation walls that match the existing foundation elevation. As-built drawings of the original foundation location are included in Attachment A. The proposed remodel is considered a minor improvement, and no seismic design is required for the remodel. Therefore,no seismic hazard evaluations and design parameters will be provided. Shannon & Wilson performed the following services: > Performed a site reconnaissance to observe the existing site geologic conditions,marked proposed exploration locations, and called in a locate request. 3990 COLLINS WAY,SUITE 100 LAKE OSWEGO;OREGON 97035-3480 PHONE:(503)210-4750 FAX:(503)210-4390 11WW Sharmanwilson._Ofl. 24-I-0.3989-002 & ON,INC, Tim Rondeau S NON Clean Water Services April 6,2016 Page 2 of 6 ➢ Performed three hand auger explorations,near areas of proposed expansions to evaluate subsurface conditions. ➢ Evaluated the soil bearing capacity and differential settlements between foundations. ➢ Prepared this letter to summarize the services completed during our exploration and to present our geotechnical engineering conclusions and recommendations. SUBSURFACE CONDITIONS Field Explorations Our subsurface explorations consisted of three geotechnical hand-augers, designated HA-1 through HA-3,advanced along the perimeter of the wshown feet below the ground surface HA-1 through HA-3 were advanced to depths beteen 4.5 and 9.2 on March 1,2016. Terminology used in the soil classifications is defined on the Soil Description and Log Key,which is presented in Attachment B, along with the Hand Auger(Boring)Logs. Subsurface Soils Our interpretation of subsurface conditions at the project site ls based on our data,we have groupedthe and regional information from published sources. Based on these materials underlying the site into two generalized units:Fill and Alluvium (Missoula Flood Deposits). In general,the Fill unit consisted of soft to medium-stiff silt with sand and loose silty sand. The thickness of the Fill unit encountered in the augers ranged between 3.5 and 5 feet. Refusal was encountered in silty gravel fill at 5 feet in Hand Auger HA-1. We interpret this gravel layer to be constructed as part of the building pad. A similar layer of gravel was encountered in Hand Auger HA-2 between 4 and 5 feet. The native alluvium deposits were encountered in hand aft in Hand Auger HA-2.ger explorations HA-2 and HA-3.eBoth HA-2e unit was encountered at depths of 3.5 feet in HA-3 and 5 and HA-3 were terminated in the unit. The unit consisted of medium-stiff to stiff Sandy Silt (ML)and loose to medium-dense Silty Sand (SM). We based these generalized geologic units on engineering properties and their distribution in the subsurface. Variations in subsurface conditions may exist outside of the location of the boring. Contacts between the units may be more gradational than shown. 24-1-03989-002 TPS Building Remodel Letter Tim Rondeau Clean Water Services SHANNON&WILSON,INC April 6,2016 Page 3 of 6 CONCLUSIONS AND RECOMMENDATIONS Based upon engineering evaluations of the subsurface conditions encountered in our field explorations, our opinion is that the expansion may be supported on new spread footings,post and beam foundations, or continuous wall footings. The new foundations should be supported on newly placed and compacted crushed rock fill (structural fill)that extends through the silt and sand fill to native alluvium soils or to crushed rock previously prepared as structural fill during the original construction. Once the native alluvium soil in encountered, the overall minimum depth of the bottom of the structural fill below the adjacent existing grade should be 4 feet. The new crushed rock should extend at least 1 foot horizontally beyond the outside edge of the footings. Prior to the placement of structural fill or the construction of foundations and walls,we recommend that the subgrade be evaluated by the geotechnical engineer. All footing and wall subgrade should be trimmed neat and carefully prepared. Any deleterious, loose, or softened material should be removed from the footing excavation. New structural fill material placed beneath foundations should consist of 11/2-inch minus crushed rock with a 3-inch-thick, 3/4-inch minus crushed rock leveling coarse. The imported crushed rock should not contain more than 5 percent passing the No. 200 sieve and should conform to Oregon Standard Specifications for Construction (OSSC)Section 02630.10. Imported crushed rock should be placed in lifts with a maximum uncompacted thickness of 9 inches and compacted to a minimum of 95 percent of the maximum dry density(ASTM D 1557). A non-woven geotextile should be placed as a separation barrier between the soil subgrade and the imported crushed rock. The geotextile fabric used for soil separation should meet the requirements listed in Table 1. TPS Building Remodel Letter 24-1-03989-002 SHANNON Tim Rondeau ! Clean Water Services April 6,2016 Page 4 of 6 TABLE 1: NON-WOVEN GEOTEXTILE FABRIC MATERIAL PROPERTIES Units Test Method Values Geotextile Property Grab Tensile Strength Lb ASTM D 4632 113(min.) -Machine Direction 113(min.) -Cross Machine Direction Grab Elongation ASTM D 4632 50(min.) Lb ASTM D 4533 41 (min.) Tear Strength 223 min. Puncture Strength Lb ASTM D 6241 ( ) Apparent Opening Size(AOS) In (max.) -US Standard Sieve ASTM D 4751 No. ( ) Permittivity s' ASTM D 4491 0.05(min.) UV Stability Retained Strength ASTM D 4355 50(min.} -At 500 hours For new footings that will be structurally connected to the existing building,we recommend proportioning spread footings for 1,500 pounds per square foot(psf)to reduce the amount of differential settlement between the new and existing building. We recommend an allowable load of 2,000 pounds/linear foot for continuous wall footings. Spread footings should have a minimum width of 24 inches (least dimension), and continuous wall footings should have a minimum width of 18 inches. For foundations prepared as discussed above,the differential settlement between the new and existing building is expected to be less than 1/2 inch. The soil resistance available to withstand lateral foundation loads is a function of the frictional resistance,which can develop on the base of the footing,and the partial soil passive resistance, which is assumed to be about 50 percent of full soil passive resistance. We recommend that an allowable partial soil passive pressure of 130d psf(where d is depth of the embedment of the bottom of footing)be used for design of sliding and overturning resistance. The top 24 inches of soil should not be used in calculating passive resistance,due to the condition of the existing fill and because construction and post-construction activities often disturb this upper material. The allowable frictional resistance may be computed using a coefficient of friction of 0.40. If new floor slabs will be constructed outside of the current building envelope, where undocumented fill is present,the new floor slabs shall be constructed over a minimum of 24 inches of 3/4-inch minus crushed placed over a non-woven geotextile layer. Both the 3/4-inch minus and geotextile fabric shall meet the requirements discussed above. For floor slabs prepared as discussed above, a resulting composite subgrade modulus of 150 pounds per cubic 24-1-03989-002 TPS Building Remodel Letter Tim Rondeau SHANNON 6VVILSON,INC Clean Water Services April 6, 2016 Page 5 of 6 inch (pci)is recommended for slab-on-grade design. Our recommendations assume that a minor risk of floor slab cracking is acceptable. If a minor risk of floor slab cracking is not acceptable, the risk of floor slab cracking can be mitigated by removing all undocumented fill in the floor slab area and replacing it with structural fill. For new sidewalks or concrete slabs constructed outside of the proposed building envelope that are not structurally connected to the building, 12 inches of 3/4-inch minus crushed rock over a non-woven geotextile may be used. LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they presently exist, and further assume that the explorations are representative of the subsurface conditions throughout the site;that is,the subsurface conditions everywhere are not significantly different from those disclosed by the explorations. If subsurface conditions different from those encountered in the explorations are encountered or appear to be present during construction, we should be advised at once so that we can review these conditions and reconsider our recommendations, where necessary. If there is a substantial lapse of time between the submission of this report and the start of construction at the site, or if conditions have changed because of natural forces or construction operations at or adjacent to the site,we recommend that we review our report to determine the applicability of the conclusions and recommendations. Within the limitations of scope, schedule, and budget, the analyses, conclusions, and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied. These conclusions and recommendations were based on our understanding of the project as described in this report and the site conditions as observed at the time of our explorations. Unanticipated soil conditions are commonly encountered and cannot be fully determined by merely taking soil samples from test borings. Such unexpected conditions frequently require that additional expenditures be made to attain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such potential extra costs. TPS Building Remodel Letter 24-1-03989-002 SHANNON Tim Rondeau 1 .INC Clean Water Services April 6,2016 Page 6 of 6 The scope of our present services did not include environmental assessments or evaluations regarding the presence or absence of wetlands,or hazardous or toxic substances in the soil, surface water, groundwater,or air,on or below or around this site,or fir the evaluation or disposal of contaminated soils or groundwater should any be encountered. Shannon&Wilson,Inc.,has prepared and included in Attachment C "Important Information About Your Geotechnical Report,"to assist you and,others in understanding the use and limitations of our report. Sincerely, SHANNON&WILSON,INC. la y ig 7.'t PE "r‘‘ 0 `kG• ,. �Q lo, r CARL 1 Li I i EXPIRES: rll 01erry L. Jacksha,PE,GE Elliott C. Mecham,PE Senior Associate( Geotechnical Engineer Associate I Engineer EC /JLJ/aeb Cc: Edward Ling,Peterson Structural Engineers Shernuel Harding,DECA, Inc Enclosed: Figure 1,Vicinity Map Figure 2, Site and Exploration Plan Attachment A, Selected Provided Drawings Attachment B,Field Explorations Attachment C,Important Information About Your Geotechnical Report 1 24-1-03989-002 TPS Building Remodel Letter i I 1 g,c,*, ,4114F, 1. Washington ,•-1 :10 ` � ,, 1r ilk it,iitmorkliii'mk:— Site Loca�n � �" :'�� -�• .,�rrs ,. 3"r+r ��. . � '�� -r���� 'S � ,p,.T., �'r'{ *. t ornia Nevada .�:` ., k rv ►" Aft 1 y �" .e t sN t R h ,. .4 Ft S ''''''' '' ''. e .. 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FIG. 1 ■ Filename:T:\Projects/24-1\3989_CWS Durhan4Aa xd\CWS_Durham_SitePlan_TPSBuilding.mxd Date:3/15/2016 Login:aeh :as t °s moi .. ``::• ' , � � '.fib?_ .�.L.., � 'K.": R � 6 a 4 . � � ��n�fi � „, N. �,.(sPtix a3Yzc• DURHAM RD .,, 'a c -' - ad .; /1'71 4. :i.; / ' �r , (xli 7*4 1 , e Y may,. „. .,+ t. r o /Fy� /y r 4Esr I" slk{{� D 25 50 100 Durham AVWVTF �� I TPS Building Remodel Scale in Feet Tigard,Oregon SITE AND EXPLORATION PLAN )EGEND HA-1 Designation and Approximate Location of April 2016 24-1-03989-002 p Hand Auger(Shannon 8 Wilson,2016) SI'IAPINfN1f1WILSOPI.ING I FIG.2 S £ ;zNON 6W1LSOR INC, ATTACHMENT A SELECTED PROVIDED DRAWINGS 24-1-03989-002 t �; Aaa us 1 x;?C�1 E f ' NOTES. s 1)Provide additional soundproofing atwest lobby wall } f i 2)Conference room,lobby and main ball ceilings open to / / -'i.„,,--e'' reveal wood roof decking above New concrete entry walk Demolish existing mechanical pen,assurne new units will be New entry accent wall,see / located on roof or elsewhere concept rendering __.,___,_-_____ New skylight above,see // rendering �" Add wood furring to sides tion N,.. .=. of west columns to improve , Footprint of 250 sf add'' N. ADD ALTERNATE#1 f appearance,typen n Provide price for moving — ( areas g sow in re office walls with naw � �- �- �-�� 1. ��� i New bike e dosure with I f doors as shown attractwe screen waft 1 Benet .FFC � OFFC OFFC t Futuro Office 1 � li t Expansion 1 I t �� ( Enunten q, Casewo k credenza for I �t �- -mefnteln---- r,' e� w conference room storage s ii t g roo •pie {�� s ora ��' '" ''''''-1,'"-'0--24- 1 t x i_ ~� �e — �� ♦ i fry P^ `, m 4 witen UP yy T 11 . OFFC OFFC •O C :eR I. R .f OFC ,',,All E L I i.,,,,, 1. -____ __1,..--,,,,, ,,-.;,,,,0,-,,,i„ ,,,, i�r f" 11 Kf+CHE - a New Deck with railing ‘`.. .0". ------ '°4-11' � � y '� � 2 � �� 3i �'� � BREAK. OFF+ OM ..e 'hefviSt9.,!' �FF C y�N10 a OFFC OFFC OFFC OFFC OFFG OFFC Projegt Co HQT�LING ord x s ,..:rte �� -..__...--- Banquette I OFFC i __ l'::\..\\., ! Punch through existing 1 Footprint of 450 sf addIti_on..._ 1 I `:�kI sl+earwali { shaven in green \ _ � t04' 8' Tb' N____... < iitr- N if..__.,_ LEGEND P � Ground Level 2 conference rooms Existing wall to remain 7,310gs 18 offices Includes CAD&Project Coo rc9} Existing veal l to be demolished yO LF work area s 60 LF document storage ............ New wall I I I Document storage TPS BUILDING REMODEL PAN PL (j,@@-8 ARCRITEGTv ING i 1 August 19,2010 / ---,,--„,_,,, ,,,,,--,-/- •••, \ -:, -- -------- - ' • -,,,-- // ,-- _ . / - \ •I'\.-, 1 \ 1 / I \ • , OFFC OFFC 1 OFFC .,,, \ „„,„:„----"- • 1 . , Emst ng elec gen,can be f 7----- \•.,‘ )c'. OFFC "(7 '• ize OFFO ._,t ...... _____, ____;* _____7; ., CONF , '‘ 1 - / ______ TEL, . ! ,J , - ENTRY \ ,,,,,-"---- ,#, ; BREAK OFFC WORK _Hi i _OFFC OFFC T OFFC MECH . - , .• , \,,,_„,,---.,,,,,fe,"--_,,,,_ \ ,„---'7' .------- .- i ___..f OFFC HALL' L'n -.... HALL '-' '-'-' OFFC i ' I-- -------- ''. 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I Ii I III - 0 l : - J\© N' I : III 2.9-0 1 -G. 02-O° . 9' G - J 161nO,.. _ _- .IS.�A�:...._.- -_fie. ``• \ "r /.! 16 -�, ®.I... % -_- _... -.. e�LA06I CO 9TR. �/ ._\--- 1 � II` 1 II ,..ti.,,,,, ,,, ' �\ \ I 0X111 ` .,.,>-\,, »v/ GJ li' 91 f... r 2]. \/. 11, 1. I1,._____,_.______ I ml (,. Case \ II) t_, OC ",i,, a'' j t" 'e`J' Ii , 1 •• 6,�IG t''' .. _ �� 1f-4rq adz io-O ©111-4" I I.._PACFSN910_° 9.CY�...__.. II'-41IS'-xO" _-..-_.1&_`.J FOUNDATIONa FLOOR PLAIN_ /P�,\` 00 VOTED. J a.•91 L FI ISN 000 AG W 0 0'1 A SHOWN 11"" G / EE F'B FLOOR SLAB AGE G1S U OL b` �� E TE NES 9NowN ¢31,66 NL f_o5 OTNE"K`_�=_. \ G., O --Wira TILED. IMIEMFLOO `-I.dO Y'...... WITu TILE FINISH, DISTRICT LABORATORY S4 77-7---- Dwti ° fi— 9 s. no,rno,Rp ns xuny UNIFIED SEWERAGE AGENCY aA6 As- O 1 ,MAaa FM I s e :,Manners FOUNDATION 9:FLOOR PLAN ,t,\ N �� COTY ''" ''' ?„Tu„° ,r DURHAM WASTEWATER TREATMENT PLANT Sue I E v Ls 0x so JGS P-760.042•-12 S74 4 1;.', SHANNON&WILSON,INC. ATTACHMENT B FIELD EXPLORATIONS 24-1-03989-002 PARTICLE SIZE DEFINITIONS DESCRIPTION SIEVE NUMBER AND/OR APPROXIMATE SIZE Shannon& Wilson,Inc. (S&W) uses a soil identification system modified from the Unified FINES <#200(0.075 mm=0.003 in.) Soil Classification System(USCS). Elements of SAND the USCS and other definitions are provided on Fine #200 to#40(0.075 to 0.4 mm;0.003 to 0.02 in.) this and the following pages. Soil descriptions Medium #40 to#10(0.4 to 2 mm;0.02 to 0.08 in.) are based on visual-manual procedures(ASTM Coarse #10 to#4(2 to 4.75 mm;0.08 to 0.187 in.) D2488)and laboratory testing procedures (ASTM D2487),if performed. GRAVEL Fine #4 to 3/4 in.(4.75 to 19 mm;0.187 to 0.75 in.) S&W INORGANIC SOIL CONSTITUENT DEFINITIONS Coarse 3/4 to 3 in.(19 to 76 mm) s ARSE-GRAINED CONSTITUENT FINE-GRAINED SOILS CO(50%or more fines)' SOILS COBBLES 3 to 12 in.(76 to 305 mm) (less than 50%fines) 1 Silt,Lean Clay, BOULDERS >12 in.(305 mm) Major Elastic Silt or Sand or Gravel4 Fat Clay RELATIVE DENSITY I CONSISTENCY Modifying30%or more More than 12% COHESIONLESS SOILS COHESIVE SOILS (Secondary) coarse-grained: fine-grained: Precedes major Sandy or Gravelly° Silty or Clayey3 N,SPT, RELATIVE N,SPT, RELATIVE constituent BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY 15%to 30% 5%to 12% <4 Very loose <2 Very soft coarse-grained: fine-grained: 4-10 Loose 2-4 Soft with Sand or with Silt or Minor with Gravel' with Clay_3 10-30 Medium dense 4-8 Medium stiff Follows major 30%or more total 30-50 Dense 8-15 Stiff constituent coarse-grained and 15%or more of a >50 Very dense 15-30 Very stiff lesser coarse- second coarse- >30 Hard grained constituent grained constituent: is 15%or more: with Sand or with Sand or with Gravels WELL AND BACKFILL SYMBOLS with GravelsBentonite ye ' Surface Cement 'AU percentages are by weight of total specimen passing a 3-inch sieve. NN\ Cement Grout ,,+y-' Seal 'The order of terms is:Modifying Major with Minor. 'Determined based on behavior. j\\ Bentonite Grout Asphalt or Cap "Determined based on which constituent comprises a larger percentage. 'Whichever is the lesser constituent. %':* i��i; Bentonite Chips Slough MOISTURE CONTENT TERMS .. ERMSSilica Sand I I Inclinometer Non-perforatedor Casing Dry Absence of moisture,dusty,dry .•-• to the touch • Gravel '� l Vibrating Wire Moist Damp but no visible water - Perforated or ■ Piezometer Screened Casing Wet Visible free water,from below water table PERCENTAGES TERMS''s Trace <5% Few 5 to 10% 1- STANDARD PENETRATION TEST(SPT) Little 15 to 25% 0 SPECIFICATIONS 3 Some 30 to 45% 3 Hammer: 140 pounds with a 30-inch free fall. Mostly50 to 100% Rope on 6 to 10 inch-diam.cathead m 2-1/4 rope turns,>100 rpm o Gravel,sand,and fines estimated by mass. Other constituents,such as organics,cobbles,and boulders,estimated by volume. o Sampler: 10 to 30 inches long0. >- Shoe I.D.=1.375 inches 'Reprinted,with permission,from ASTM D2488-09a Standard Practice for Barrel I.D.= 1.5 inches Description and Identification of Soils(Visual-Manual Procedure),copyright m Barrel O.D.=2 inches ASTM International,100 Barr Harbor Drive,West Conshohocken,PA 19428. oA copy of the complete standard may be obtained from ASTM International, 3 N-Value: Sum blow counts for second and third www.astm.org. eri 6-inch increments. -, W Refusal:50 blows for 6 inches or Durham AWTF t? less; 10 blows for 0 inches. TPS Building Remodel NOTE:Penetration resistances(N-values)shown on Tigard, Oregon M boring logs are as recorded in the field and have not been corrected for hammer 7 efficiency,overburden,or other factors. SOIL DESCRIPTION N AND LOG KEY J U z April 2016 24-1-03989-002 0 c. SHANNON&WILSON, INC. FIG. B1 ,., Geotechnical and Environmental Consultants Sheet 1 Of 3 0 N UNIFIED SOIL CLASSIFICATION SYSTEM(USCS) (Modified From USACE Tech Memo 3-357,ASTM D2487,and ASTM D2488) MAJOR DIVISIONS GROUP/GRAPHIC SYMBOL TYPICAL IDENTIFICATIONS ow In GW •'• • Well-Graded Gravel;Well-Graded 1� tq Gravel with Sand Gravel • • (less than 5% f Gravels fines) GP •'' l Poorly Graded Gravel;Poorly Graded (more than 50% 0• �, Gravel with Sand of coarse •t111 r fraction retained on No.4 sieve) Silty or Clayey GM 1 i�* Silty Gravel;Silty Gravel with Sand Gravel t COARSE- (more than 12% li l• GRAINED fines) GC �• Clayey Gravel;Clayey Gravel with SOILS • Sand 10. (more than 50% retained on No. .S . Well-Graded Sand;Well-Graded Sand 200 sieve) Sand W . with Gravel (less than 5% fines) . Poorly Graded Sand;Poorly Graded Sands SP . Sand with Gravel (50%or more of .� ` ,j ; coarse fraction passes the No.4 SM .'t(rl'ta') SiltySand;SiltySand with Gravel sieve) Silty or 1 't ! Clayey Sand C''P'1' (more than 12% :Jj fines) SC �• � Clayey Sand;Clayey Sand with Gravel ML Silt;Silt with Sand or Gravel;Sandy or 1)10 Gravelly Silt Inorganic Silts and Clays Lean Clay;Lean Claywith limit less CL Sand or than 50) 0° 0° Gravel;Sandy or Gravelly Lean Clay FINE-GRAINED Organic Sift or Clay;Organic Silt or SOILS Organic OL 1�¢ Clay with Sand or Gravel;Sandy or (50%or more 1111 Gravelly Organic Silt or Clay passes the No. 200 sieve) MR 00 Elastic Silt;Elastic Silt with Sand or I I Gravel;Sandy or Gravelly Elastic Silt Silts and Clays Inorganic idil• (liquid limit 50 or CH / Fat Clay;Fat Clay with Sand or Gravel; more) Sandy or Gravelly Fat Clay i ranic Silt or Organic OH ( EPgi Clay with Sand oranic Silt ora Gravel;Sandy or m Gravelly Organic Silt or Clay i- HIGHLY- � .2. 0 ORGANIC Primarily organic matter,dark in PT ,, �,,, �,,, Peat or other highly organic soils(see SOILS color,and organic odor ASTM D4427) w dI„,/, z co Placed by humans,both engineered "4 The Fill graphic symbol is combined m FILL and nonengineered. May include �4 with the soil graphic that best various soil materials and debris. • ' represents the observed material X • o NOTE: No.4 size=4.75 mm=0.187 in.; No.200 size=0.075 mm=0.003 in. c g 11 m NOTES 0 ‘a') 1.Dual symbols(symbols separated by a hyphen,i.e.,SP-SM,Sand with Silt)are used for soils with between 5%and 12%fines or when o. the liquid limit and plasticity index values plot in the CL-ML area of Durham AWWTF s the plasticity chart. TPS Building Remodel 9 00 0. 2.Borderline symbols(symbols separated by a slash,i.e.,CL/ML, Tigard,Oregon 9 Lean Clay to Silt;SP-SM/SM,Sand with Silt to Silty Sand)indicate that the soil properties are close to the defining boundary between SOIL DESCRIPTION c, two groups. co AND LOG KEY o 3.The soil graphics above represent the various USCS identifications 0 Z (i.e.,GP,SM,etc.)and may be augmented with additional April 2016 24-1-03989-002 o symbology to represent differences within USCS designations. m Sandy Silt(ML),for example,may be accompanied by the ML soil SHANNON&WILSON,INC. FIG. B1 i M o graphic with sand grains added. Geotechnical and Environmental Consultants Sheet 2 of 3 N GRADATION TERMS ACRONYMS AND ABBREVIATIONS Poorly Graded Narrow range of grain sizes present or,within the range of grain sizes ATD At Time of Drilling present,one or more sizes are approx. Approximate/Approximately missing(Gap Graded). Meets criteria Diam. Diameter in ASTM D2487,if tested. Well-Graded Full range and even distribution of Elev. Elevation grain sizes present. Meets criteria in ft. Feet ASTM D2487,if tested. Fe0 Iron Oxide CEMENTATION TERMS' gal. Gallons Weak Crumbles or breaks with handling or Horiz. Horizontal slight finger pressure HSA Hollow Stem Auger Moderate Crumbles or breaks with considerable I.D. Inside Diameter finger pressure Strong Will not crumble or break with finger in. Inches pressure lbs. Pounds PLASTICITY2 MgO Magnesium Oxide APPROX. mm Millimeter PLASITICTY MnO Manganese Oxide INDEX NA Not Applicable or Not Available DESCRIPTION VISUAL-MANUAL CRITERIA RANGE Nonplastic A 1/8-in.thread cannot be rolled <4% NP Nonplastic at any water content. O.D. Outside Diameter Low A thread can barely be rolled and 4 to 10% OW Observation Well a lump cannot be formed when pcf Pounds per Cubic Foot drier than the plastic limit. Medium A thread is easy to roll and not 10 to PID Photo-Ionization Detector much time is required to reach the 20% PMT Pressuremeter Test plastic limit. The thread cannot be ppm Parts per Million rerolled after reaching the plastic Pounds Square Inch limit. A lump crumbles when drier psiper q than the plastic limit. PVC Polyvinyl Chloride High It take considerable time rolling rpm Rotations per Minute and kneading to reach the plastic >20% SPT Standard Penetration Test limit. A thread can be rerolled several times after reaching the USCS Unified Soil Classification System plastic limit. A lump can be qu Unconfined Compressive Strength formed without crumbling when drier than the plastic limit. VWP Vibrating Wire Piezometer Vert. Vertical ADDITIONAL TERMS WOH Weight of Hammer Mottled Irregular patches of different colors. WOR Weight of Rods Bioturbated Soil disturbance or mixing by plants or Wt. Weight animals. Diamict Nonsorted sediment;sand and gravel STRUCTURE TERMS' in silt and/or clay matrix. Interbedded Alternating layers of varying material or color with layers at least 1/4-inch thick;singular:bed. `° Cuttings Material brought to surface by drilling. Laminated Alternating layers of varying material or color with layers less than 1/4-inch thick;singular: ~ Slough Material that caved from sides of lamination. 0 borehole. Fissured 0Bale ks along definite planes or fractures with Si Slickensided Fracture planes appear polished or glossy; ISheared Disturbed texture,mix of strengths. sometimes striated. PARTICLE ANGULARITY AND SHAPE TERMS' Blocky Cohesive soil that can be broken down into cci 0 A• ngular Sharp edges and unpolished planar small angular lumps that resist further a surfaces. breakdown. Lensed Inclusion of small pockets of different soils, ce such as small lenses of sand scattered through g Subangular Similar to angular,but with rounded a mass of clay. m edges. Homogeneous Same color and appearance throughout. m 3 Subrounded Nearly planar sides with well-rounded ,, edges. Durham AWWTF 0 Rounded Smoothly curved sides with no edges. TPS Building Remodel Flat Width/thickness ratio>3. Tigard,Oregon Elongated Length/width ratio>3. SOIL DESCRIPTION 'Reprinted,with permission,from ASTM D2488-09a Standard Practice for m Description and Identification of Soils(Visual-Manual Procedure),copyright ASTM AND LOG KEY International,100 Barr Harbor Drive,West Conshohocken,PA 19428. A copy of o the complete standard may be obtained from ASTM International,www.astm.org. z ZApril 24-1 03989-002Adapted,with permission,from ASTM D2488-09a Standard Practice for p E• Description and Identification of Soils(Visual-Manual Procedure),copyright ASTM m International,100 Barr Harbor Drive,West Conshohocken,PA 19428. A copy of SHANNON&WILSON,INC. FIG. B1 E the complete standard may be obtained from ASTM International,www.astm.org. Geotechnical and Environmental Consultants Sheet 3 of 3 N : — ring Hole Diam.: 2.5 in. TopTotal Elevation:Depth: —ft. Easting:Northing — DrillingDrilling Company:Method: ShannonHandBo&Wilson,Inc. Rod Type: N/A Vert.Datum: NGVD29 5 Station: — Drill Rig Equipment: Hand Auger Hammer Type: N/A Horiz.Datum: NAD83(91) Offset: — Other Comments: SOIL DESCRIPTION Elev. cal -0 PENETRATION RESISTANCE,N (blows/ft.)Refer to the report text for a proper understanding of the .n `m subsurface materials and drilling methods. The stratification Depth E E o m a A Hammer Wt.&Drop: lbs/inches lines indicated below represent the approximate boundaries (ft.) r) ( between soil types,and the transitions may be gradual. Soft to medium stiff, brown with orange-brown 0 20 40 60 80 100 mottling, Silt with Sand(ML);moist;trace • angular gravel;fine to medium sand; low plasticity. Soft to very soft at 2.0 ft. _ _ _ s-1G = - FILL • o Medium dense to dense,brown, Silty Gravel 4.5 with Sand(GM);moist to wet;fine to coarse, :, angular to subangular gravel;fine to coarse r 5.0 5 angular sand;nonplastic fines. ct Refusal in Gravel.Completed:March 1,2016. coU F i 0 X a U) GI o 0 20 40 60 80 100 LEGEND } ® Grab Sample Recovery(%) co in • %Water Content Plastic Limit Liquid Limit Durham AVVVVTF TPS Building Remodel Tigard, Oregon NOTES 2 1.Refer to KEY for explanation of symbols,codes,abbreviations,and definitions. N LOG OF HAND AUGER HA-1 2.Groundwater level,if indicated above,is for the date specified and may vary. w 0 3.Group symbol is based on visual-manual identification and selected lab testing. 0 4.The hole location and elevation should be considered approximate. April 2016 24-1-03989-002 SHANNON&WILSON,INC. FIG. B2 Z; Geotechnical and Environmental Consultants REV 3 Total Depth: 9.2 ft. Northing: - Drilling Method: Hand Boring Hole Diam.: 2.5 in. Top Elevation: - Easting: - Drilling Company: Shannon&Wilson,Inc. Rod Type: N/A Vert.Datum: NGVD29 Station: - Drill Rig Equipment: Hand Auger Hammer Type: N/A Horiz.Datum: NAD83(91) Offset: - Other Comments: SOIL DESCRIPTIONai -o PENETRATION RESISTANCE,N (blowslft.) Refer to the report text for a proper understanding of the Elev. a m -c • Hammer Wt.&Drop: lbs/ inches subsurface materials and drilling methods. The stratification Depth >. E o a lines indicated below represent the approximate boundaries (ft.) u) 5 (.9between soil types,and the transitions maybe gradual. 0 20 40 60 80 100 Soft to medium stiff, brown, Silt with Sand (ML);moist;trace fine to coarse,angular to k subangular gravel;fine to medium sand;low K K plasticity;slight iron oxidation and staining. K K K K K FILL r< K K K K K • Loose to medium dense,brown,Silty Gravel 4.0 ' •• MIMM. ..-.•'-:• S-261with Sand(GM);moist;fine to coarse,angular Iai o to subangular gravel;fine to coarse sand; + 6. nonplastic fines;trace concrete debris. •- 5 ;. .... :::_ _ 5.0 s = ' Medium stiff tostiff red brown Sandy Silt -- - = _ (ML);moist to wet;fine to medium sand;low iron oxidation and 12 plasticity; micaceous;slight l l l staining. 0 MISSOULA FLOOD DEPOSITS -' FINE-GRAINED FACIES Loose to medium dense,brown, Silty Sand 7-0 =.t'I:�' s �IMMMMM :t.. :tIJ (SM);moist to wet,wet below 8.8 ft;fine to ..0 t:F.: medium sand;low plasticity fines;micaceous; :.�1.1.. slight iron oxidation and staining. : :f.: .l`:t Completed: February 1,2016. 9.2 3 z a I m 0 20 40 60 80 100 X0 LEGEND 0 Recovery(%) a ® Grab Sample • %Water Content 03 Plastic Limit I---I Liquid Limit J f7 N Durham AWWTF TPS Building Remodel Tigard,Oregon 0 O NOTES q 1.Refer to KEY for explanation of symbols,codes,abbreviations,and definitions. LOG OF HAND AUGER HA-2 N 2.Groundwater level,if indicated above,is for the date specified and may vary. w • 3.Group symbol is based on visual-manual identification and selected lab testing. April 2016 24-1-03989-002 0 4.The hole location and elevation should be considered approximate. I w SHANNON&WILSON,INC. FIG. B3 "7; Geotechnical and Environmental Consultants M REV 3 0 Total Depth: 7 ft. Northing: - Drilling Method: Hand Boring Hole Diam.: 2.5 in. Top Elevation: - Easting: - Drilling Company: Shannon&Wilson,Inc. Rod Type: N/A Vert.Datum: NGVD29 Station: - Drill Rig Equipment: Hand Auger Hammer Type: N/A Horiz.Datum: NAD83(91) Offset: - Other Comments: SOIL DESCRIPTION Elev. o a a PENETRATION RESISTANCE,N (blowslft.) Refer to the report text for a proper understanding of the S Si subsurface materials and drilling methods. The stratification Depth E E m a Hammer Wt.&Drop: lbs/inches lines indicated below represent the approximate boundaries (ft.) a ,,,ca C7 > Q between soil types,and the transitions maybe gradual. 0 20 40 60 80 100 Soft to medium stiff, brown, Silt with Sand t` (ML);moist to wet;fine to medium sand;low plasticity; micaceous. • FILL i ..... ..... _ s-t = p Loose, brown,Silty Sand(SM);wet;fine to 2.0 .:k,: _ = = _ _ a. = 2. medium sand nonplasticfi = fines. .. � -- _ ......::. .....::.: ::.. Trace gravel from 3.0 to 3.5 ft. ,i 1: :.:._.:.:.:.:._..;.:.,._.:.:.:.;._.._...;.;._.;.,._.._... - Loose to medium dense,brown and gray, Silty 3,5 :.I:•;l•. Sand(SM);wet;fine to medium sand; .:4:.11.:'k ::::::::: ::::::::: ::::::::: •i .f: nonplastic to low plasticity fines; micaceoust• �...11:1... Y slight iron oxidation and staining. :f.ia'. _ -- 0 _ _ e .f . _ _ k • Medium stiff to stiff,brown, Sandy Silt(ML); s 5 Y moist;fine sand;low lasticit •micaceous. . U o MISSOULA FLOOD FINE-GRAINED • DEPOSITS s� MMMMIM Completed: February 1,2016. 7.0 (0 ED ,- 0❑ to X 0a >_ z Q VI CO x LEGEND 0 20 40 60 80 100 y ® El Grab Sample Recovery(%) rJ03 m • %Water Content Plastic Limit 1---- I Liquid Limit E, N 3 Durham AWWTF TPS Building Remodel Tigard,Oregon 0 ch c. NOTES 2 1.Refer to KEY for explanation of symbols,codes,abbreviations,and definitions. N LOG OF HAND AUGER HA-3 2.Groundwater level,if indicated above,is for the date specified and may vary. w 0 3.Group symbol is based on visual-manual identification and selected lab testing. 4.The hole location and elevation should be considered approximate. April 2016 24-1-03989-002 w 11.1 SHANNON&WILSON, INC. Z Geotechnical and Environmental Consultants F'G• B4• REV 3 NON bWILSON,ING ATTACHMENT C IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT 24-1-03989-002 - SHANNON &WILSON, INC. Attachment to and part of Report 24-1-03989-002 Geotechnical and Environmental Consultants - Date: April 6,2016 To: Tim Rondeau Clean Water Services IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise,your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANTS REPORT IS BASED ON PROJECT-SPECIFIC FACTORS. A geotechnical/environmental report is based on a subsurface exploration plan designed to consider a unique set of project-specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation;other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope-of-service limitations imposed by the client. To help avoid costly problems,ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise,your report should not be used: (1)when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one,or chemicals are discovered on or near the site);(2)when the size,elevation, or configuration of the proposed project is altered; (3)when the location or orientation of the proposed project is modified; (4)when there is a change of ownership; or(5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration,construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example,groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods,earthquakes,or groundwater fluctuations may also affect subsurface conditions and,thus,the continuing adequacy of a geotechnical/environmental report. The consultant should be kept apprised of any such events,and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant,who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. Page 1 of2 1/2015 A REPORTS CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANTS REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical/environmental report. To help avoid these problems,the consultant should be retained to work with other project design professionals to explain relevant geotechnical,geological,hydrogeological,and environmental findings,and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not,under any circumstances,be redrawn for inclusion in architectural or other design drawings,because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party,the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts,reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Firms Practicing in the Geosciences,Silver Spring,Maryland Page 2 of 2 1/2015 f Ir f '- Project: Project: Durham TPS Building Remodelplc Clean Water Services 1Nek- 16060 SW 85th AveIVED 4t` Tigard, OR 97224 RECE „or APR 132017 '"ro, Client: David Hyman , xPri ,14 Deca Archnitecture,Inc OI(OF TIGARD PCr AACr 935 SE Alder Street BUILDING DIVISION Portland, OR 97214 EXPIRES 12/31/18 Structural Calculations Scope: To provide structural calculations for the anchorage and foundation system for a proprietary 12K gallon tank, to be located at the project address shown above. Elements not specifically referenced in these calculations are outside the purview of these calculations and are designed and detailed by others. References: 1. SEI/ASCE 7-10, Third Edition, Minimum Design Loads for Buildings and Other Structures,American Society of Civil Engineers (ASCE) 2. 2012 International Building Code (IBC) as amended by the 2014 Oregon Structural Specialty Code (OSSC) 3. 2011 Steel Construction Manual, 14th Edition, American Institute of Steel Construction (AISC) 4. ACI 318-11, Building Code Requirements for Structural Concrete, American Concrete Institute (ACI) 5. 2012 National Design Specification for Wood Construction, American Forest & Paper Association (NDS) 6. 2008 Special Design Provisions for Wind and Seismic, American Forest & Paper Association(SDPWS) Table of Contents Scope&References 1 Table of Contents 1 Design Criteria 2 Layout .. 3-5 Wind Loads 6-7 Seismic Loads 8-10 Shear Walls 11-12 Foundation .. 13-17 Roof Framing Checks 18-32 Peterson Structural Engineers,Inc, project 15-067 date 04/13/17 psE 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Phone:(503).292.1635 designer RAH/EFL sheet 1 of 32 Pmemsmoulutemmus Fax 503.292.9846 � t 1 � DESIGN CRITERIA Gravity Loading Floor Dead,Dr 62.5 psf(5" conc. slab) Roof Dead,Dr: 15 psf Wall Dead,DW: 10 psf Floor Live, Lf: 50 psf Roof Live,Lr: 20 psf Snow, S: 25 psf(note: snow governs over roof live) Wind Criteria Risk Category II Exposure C Basic Wind Speed,V= 120 mph Seismic Criteria(per USGS) Site Class D Ss= 0.961 g Si = 0.419g Risk Category II Soil Values(per Geotechnical report dated 4/6/16) Soil Bearing, SB: 1500 psf(spread footings) 2000 psf(strip footings) Allowable 1/3 increase for short term loads --,, Peterson Structural Engineers,Inc. project 15-067 date 04/13/17 p E 9400 SW Barmen Road,Suite 100 Portland.Oregon 97225 Phone:(503).292.1635 designer RAH/EFL sheet 2 of 32 PRIP"5 Fax:503.292.9846 I, LAYOUT Refer to structural drawings sheets for full-size images. i meg. i i P % I I ~ d�t, p. rf_ Iof i i — i 0r177,1: r i r❑ o B. '6, 0 1 2^.:<'' r Er' I- o c n ;,\ o ,, T z z t' ' \j O zD 1�-- a fes\ O 1> �'R n 1i s 1 �•`k„ ''' _,I • � .� $ Via\ X: %� .� r '`•-•,,, \\ . . ,;/ . 4,L1t z g „ l '""" Peterson Structural Engineers,Inc. project 15-067 date 04/13/17 rig 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Phone:(503).292.1635 designer RAH/EFL sheet 3 of 32 PET"""it*AUMUS Fax 503.292.9846 44. NT • SHEAR WALL SCHEDULE `Nd HOEDOWN SCHEDULE re""'""'° _,: HCL 0 CORNER N WN HOUlOWN FASTENERS ANCHOR NAILING M WALL MIN.EDGE MIR SILL PLATE MIN.SOLE PLATE r PUTE 1T3$ILL WARM SHEATHING SILL ANCHORAGE TO NNLINC TO RIM JOIST PLA E H002-S'DS2.3 (A)$5025212 SCREWS 5/H'SIAA12 1/2"ERRED.ATR pi`HILT HIT-HY20D (121 16d d `�" TYRE NAIUND CONCRETE OR BLOCKING EPDXY M O 35/32"APA 2A 5/8"SNA,ANCHOR HOLT HS02-SDS2 S i6)55052)2 SCREWS SIMPSON 55TB25 ANCHOR (12)1K) AT 4$"C.C. 48d AT 1D`O.G. 1Cd AT%"C.O. PkAllt; ^""I (A} RATED 6d AT 6"O.C. 5x/H"DIA ANCHOR BOLT \ SHEATHING ''^` AT 46"O.C.. 1.HORN ,SS LE ROTE , 5}A_DIA.ANCHoR BOLT 1. HCLpONt15 OCCUR AT ENDS OF STRUCWRAL PANELS ANT SHALL FASTEN TO A MINIMUM OF(2)2A SITARS,;REFS$ 0 ® 15/32'ADA NOTES OTHERWISE RATES Bd AT 4"S.C. AT O,G, lAd AT 10'S.C. 104 AT 7"G.G. 2, CONNECTION HARDWARE IS BY THE SIMPSON COMPANY OF SAN LEANDRO,CALIFORNLH SHEATHING 3x 5/6'CIA.ANCHOR-BOLT 3:. PROVIDE BOLTED OM NAILED CONNECTIONS FOR MAXIMIUM CARAS2TT VNLES2 NOTED OTHERWISE AT 46"D.C, 4, CONNECTORS IN CONTACT WETH PRESSLIRE TREATED WOOD SHALL BE ETHER POST HOT-DIP GALVANIZE)01';STARLESS _ STEEL y SHEAR'WAN I SCHFNA F NOTES' a.. WHERE STRI:KTUHAL PANELS MEET ATA CORNER CONDITION,USE THE FKILOOWiN WITH CHEATER NAMERICAL DESIGN. 1, THE LOCATION OF REQUIRED STRUCTDRSI PANELS HAVE BEEN RHAOE FOR CLARITY,RLOCKIO IS REDUiREO AT PANELS JOINTS UNLESS NOTED 6. STRAP HOLOOWNS SHALL HAVE A CLEAR SPAN OF 16'OR LESS.. -8 y OTHERWISE FIELD NAILING TO BE 12"DC. I. STRAP FASTENER'TO RE INSTALLER INTO WALL STUDS, 2. ALL EXTERIOR WALLS SHALL BE TYPE A WALLS uNLESS NOTED OTHER'WE, 6. CONCRETE ANCHORS IN JOIST FLOOR SYSTEMS SHALL HAVE SIAID ELT:RING FROM THE SOLE"LATE TO THE SILL PLATE 3 WOOD STRUCTURAL PANELS SHALL BE COO POW=DR OSM H PANEL'S.BE 01,44 AN APA STAMP AND COVERED IN DOC PSI AND PS2,UNLESS FOR THE METH OF THE EDGE MEMBER, NOTED OTHERWISE 9, STEM WALL TO RE 6"WISE MIN. 4: PANELS SHALL RE INSTALLED ON STUP -SPACED A MAXIMUM OF 1 V C.C. 10.STEM WALLS TO 0E 8"WIDE MIN, S. PANELS SHALL HE BACKED WITH 2"NOMINAL OR WIDER FRAMING,INSTALL PANELS VERTICALLY OR HORIZONTALLY UNLESS METED OTHERWISE. A. NAILS TO BE COMMON OR GALVANIZED ROD,NAILS,GALVANIZED NAILS SHALL RE HOT DIPPED SKI TUMBLES!,NAILS ID BE 3/8'FROM PANEL ERSE. 7. USE 3"A3"X1/4°PLATE WASHERS.EDGE OF WASHER SHALL BE NO MORE THAN 1/4"FROM SHEATHING. 1--1 A. SILL ELATES SHALL BE ANCHORED WRH A MINDAUSI OF TWO INTE.'MELIIATE ANCHOR BOLTS WITH LINE MOLT NOT MOPE THAN 12`FROM EACH ENC, NOR CLOSER THAN 4' I FI:FNO w 8. SOLE PLATE NAEANG INTO PRESSURE TREATED WOOD SHALL USE CALVAOICED NALS,COMMON OR BOX NAILS PERMITTEE UNLESS NOTED CLi OTHERWISE. SHEARES WALL IS.FRAMING AT AOaORING PANEL EDGES SHALL BE 3"NOMINAL OR WIDER,AND NAILS SHALL BE STAGGERED WHERE MAILS ARE SPACED AT 2 INCHES O ON CENTER. �/''-`HOL(}JWN Sr1LLUUT I2 INTERMEDIATE T A.LIEHON BOLTS SHALL BE LOCATED*AT THE CENTERLINE OF SILL PLATES'Wf1H MIN, E EMBED, /5 I 12,SHFATMNO TO BE CGNTIHUM FDR LENGTH OF'WALL MARKED ON PLAN,SHEATHING SHALL NOT BE INTERRUPTED AT WALL INTERSECTIONS, k;,' WALL TYPE'ALLO T I � is.SILL PLATE TO BE PT,HEM FIR ff2.OR BETTER, ENTRi WALL HOLOOWYI DETAIL ESTERIDR TYPE A PER C-R, WALLS SH 01� (E)SHEARWALL Yx°STA II DFPA 4 O OA HATCHED(TVP-URO) BOTH ERFUS OF C23 ,EDGES, A R, NAILSFIELD $"a�s. " '1' WALL T ERGEB,72 .c.FIELD 5.25><9.45 2AE " G' "6 f� .. //r ADD ROd NAILS O A'Vs.EDGES, \ t*ENTRY HEADER IN'_4 I/RYA\ % CENTERED TOOTHIER)E)EDGE NAILING `, •ENTRY —RIFTLLPE,A,LL j r., Yi PRU4IDE%'A`IFARBCSN TTEN HD t� )) 1,,,,,<, Rl�'� -�^' INTERMESLATE ANCHORS H MAN 46'¢.9. _ I$'-7 5f8't �.-^-""� AND\ 4"-12"FROM SILL PLATE ENDS !\° l�/ I (E)SHEARWALL - .- \ l qQ .. , Sj ��TI1 I \ v 4 fi A / INFlLL SUB SHOW! J f �. / Y' SHADED(TET') `„ FE3 SHEA3TwALL ILII _ L ____ ___�---ice-+�HOLDCW'N e'IETAIL .—_—e —1 • a I I I PEO,fg\.)SHOAT RN RSLAB dE) HEARW'ALL YA TR II HE DETAIL Z f t (tiL.ix,) DFl-A "LYWO'Y3 w/lOd NAILS I PER AA _L___ — (:HORN HATCHER) 0, a,t.EDGES 12 6.c.. - L ✓` / °'IC `n ROTHENDS OF WALL SW) 1 ''� FlEUD BOTH SIDES` �. -C. { S BATH ENDS OFWALL /i--, INFILL a)RA W A N �'x iINFlLL WALL 1 r°\ /f ~'-" RE;; bz,3 Prst i 1 a 1 TYPE ,I' / /---,,,, {TTP) t`i a (E)SHEANWALL—_— _ r r i TYflIGAL TOP OF WALL y AS !,i A ,,,,,j! `� / Ih CONIIECTCN.INSTALL CUPS °. c //j7--� COLUMN TO AT ALL EXTERIOR WALLS at a a a LL c ✓ '•`� �•. A15`-6 5/8' INTERIOR SHEAR WALLS l /// /// AE RLIHOYED ALONG GRIDLINES 2 3 3. E SHEARWALL 5'STIR I 0.,. J INTEL WALL CU PLYWOOD w/lad.1NS dF. .t.Jj BETWEEN:E)COLUMNS lii ELS E0 F2",,t. ES, INFILL SLAB SHOWN ELD NOD IDd NAILS 6'0,5,EEWES, SHADES(TRW)CENTERED BETWEETi(E)EDGE NAILING FLOOR PLAN Nitan 1 r ' cr. ? si j L _111P---- ,. ,,,,_ - _____ __\4_____, ______,...., 1 i ___ \ A _., , ; ---„,„ ,-- j j ❑ O 1 1 PQ - . --'-----,.„ r - I `T 714 R 14 �_ r i v ff 8 z' P a I c c 2 0 H r o � j µ 4K Da5$ j 1 x { I q' ' I U Z 1 / 5 m =mss I, 1 gpa ; V i rr 4 apE E 'yam/ `'i\ i > x 47 Is t y 'ti 1 41 44 3 Peterson Structural Engineers,Inc. project 1 C_ L7 date 0 /13/17 E 9400 SW Barren Road,Suite 100 1 J ll Portland,Oregon 97225 PS Phone(503).292.1635 designer RAH/EFL sheet 5 of 32# t MOINEOIS Fax 503.292.9846 4 , , i WIND LOADS Basic wind speed(3 sec gust)= 120 MPH Exposure IG Roof Pitch= 4:00:12 OK Mean Roof Height h= 15.00 ft Topographic Factor Kn= 1.00 Table 1.5-2(1.00 for all cases) 1)ASCE 7-10 CH 28 METHOD 2-SIMPLIFIED PROCEDURE Height Adjustment factor Ti= 1.21 Figure 28.6-1 -23.06 -17.23 -23.06 -14.62 (-33.20) (-22.64) (-33.20) (-18.84) 111iiittttttt 111111ttttttt -5.86* • (-10.56) _,,,„,/ :=18.4 a to a 24.78 a 18.31 H =19.8' ft (37.081 All forces shown in psf 10.3 It IN (27.67) aa a 1 57 it 1� t 19311 L f LONGITUDINAL ELEV. T (27. J. 1- 2a=82R 1D°h of leastdimenson= 5.7 ft 50 06 kips 4D%of the cave height 4.1 ft 7 16 55 k 3'1 psr 4%of least dimension or 3 ft3.0 ft 9 k osf therefore a= 4.1 ft 18:31 , �� 193 ft 2a'= 8.2 11 Ali tones shown in paf--)8:2 8 )<xamole:from Fio 28.6-1 lonaitudinal for wall horizontal load at end zone Psi= 22.87 psf IIIIT I t t 1 l 11 Height Adjustment fador A= 1.21 24.78 l J Importance factor I.w= 1.00 PLAN VIEW (37.09) (A)(ha)(P,30)= 27.67 psf FIGURE 28.6-1,MWFRS-Method 2,Enclosed Building Fig 28.6-1,MWFRS Vertical Loads Horizontal Loads Load Roof End Zone Interior zone End Zone Interior zone Overhang Direction Angle Wall(A) Roof(B)Wall(C) Roof(D) WW(E) LW(F) WW(G) LW(H) Eon Gon Transverse 18:4 37:09 -10:56 24.78 -5.86 -33.20 22.64 -23.06 -17.23 -46.51 36.36 Longitudinal All 27.67 -14.36 18.31 -8.56 -33.20 -18.84 -23.06 -14.62 -46.51 -36.36 'If roof pressure under horizontal loads is less than zero,use zero Wind pressure shown in(xx()for End Zone. Plus and minus signs signify pressures acting toward and away from projected surfaces,respectively. Fig30.5-1,COMPONENT AND CLADDING Topographic Factor Icj= 1,00 evaluated at 0.33h Area for wall element= 10 ft? RESTRICTIONS: (30.5.1) Wall,Interior Zone 4= 31.36 -33:99 psf 1. Building Height<Least Horizontal Plan Dimension End Zone 5= 31.36 -42.03 psf 2. Building Height<60 feet. 3. Building is Enclosed. Area for Overhang element= 10 ft` 4 4:'Roofis Flat or'tallied' • 4 Overhang,End Zone 2= - -58.50 psf 5. Building Plan is NOT Irregular. Corner Zone 3= - -98.29 psf Area for Roof element= 10 ft` Roof,Interior Zone 1= 18.05 -28.72 psf End Zone 2= 18.05 -49.93 psf Corner Zone 3= 18.05 -73.78 psf Peterson Structural Engineers,Inc. project 15-067 date 04/13/17 pPSsf ArSW Barnes Road,Suite 100 Portland,(03)29.16397225 designer RAH/EFL sheet 6 of 32 Phone:(503).292.1635 Ftl"sumammeonts Fax:503.292.9846 inD Lt At I.4 4 3TVI nri 11111111111911111 6 a 41.= /274'7(5.2) t /n.a/(/(--8.z)/ ) V2121.67(0. ic/4 A =. 0.-31 (114 t5 ( 35714, , v4=e .3t (' - 8.2) ÷ 27,4'77 C ' cc., . ‘4 /?-7q7( 4)7( /2';' ' 5:5-; kiniS C'•6 ' 2 4 1-• (AsD) v IQ, \its[37.01(b.z.) 21.-16( iv- -8'z .21k ( 1 4 ) 5'2A-r [24 ( t-z) - 37•Dil(:A e.1).] (10z) 1 (11?*-- [24.11).(v)-_%,-4.4. k?.7_ f>1) 1U' (z (14,-z), pir,7-044 e7cP N.Cfq ( 72I-7 e 741* 2,6c#(.46t) Peterson Struotrnt En ineern Inc project 15-067 date 04/13/17 PSE P.:ieSndW103:nween F9217:72d5 Sone 100 Phone(503)292 1635 designer RAH/EFL sheet 7 of 32 PEr8684$40"64.1 IWO" Fax 503 292 9846 , „ * SEISMIC LOADS wsitisterC Design Maps Summary Report ort User-SpecifiedInput Durham TPS Building Remodel Report Title CWSThu July 7,2016 153457 kat ce Document ASCE(w Standard d Building Code Reference Document .40381°N, 122.76442 Nth ut7-1111fea USGS hazardta available in 2008) a Site Coordinates 45 . l ni''' Site Soil Classification Site Class D- Stiff Soil Risk Category rill/Iii ,4),N.at;4:-*Iii,-,-„,. ,„--':,..:, ,:•ar'-,(i7,,,,- ',,•'„,,..,- .:0'..‘,',::, ,,-4:;,-A ,,u,,,::•;,,,A.-:‘,1'''''';;;'''f,',`r:',-'x: k-'': ',,,,,ri%!„',,,,,,,,,or!,::1:0; ', Ir7R's:),I''',:',.:1,''',":'•'(.:‘,'.:, ''SI ,'-,,,''''"'''.1';lit,"'7-M-: ,..„,----,...',',:: -tii.: -,.,.:.,.;"',i.,.1 ,-,J',4-r;iPt4i,°:-'''1 '''.-'•''''''' '''''''Iti- ',,V"'-'''''*'`-';''':‘4'fii'''-'''''-;-''',,-":7:,0'"'::''t-*;' ;',-t-'''' ,•','-:* '''''. .°V1:7'•:',''',5'''':,'''V'tW.;.,-f,';',::%' '',',.,-,-,.1.i.111it.„,;-.., , , -,::,'?",,,5;:,','",;-,Tt:,4Z,i,',,::,,S.14,,ts.*,,'.'1,v •,:''.,,,°1,' % „;,,;':','„, -,,,::.,,Y,-1, ,, ,,, ',., .-,,';',,,,,,,,,, ...,-,'7'.:*,,,,,,, .:.';''k'''''''';''', „,;':''''''',,-,:-411V 70:447,0,,,..-0,e'..--.':,.',.:.-ii: -', ''''-.:„temir;,...; ,-,, ?.-':','2,z,'',-•!: ','''',, -:''-,,,:'''',„1-4 t4'',,' ; i:*;N,",'<-, ', ' .:„*:,,,,Arr,,,,,', ',?`'''''' 'Fo;‘144';:l''' '-'-'',Ii-''''..44'Ci71*' ,\::c,.A./414-4:',,:':',.,'-'2$kv.'-,,",-, -",;•';',',:'-;'.,':•,:;t';.,„,,,,,iia';', '''' ':,'.i,'';',:'''‘''-'1‘ , ,,''''t.'1'4- ;;:-':4#E"',,:;11'''':,'4-,V":•::' ,;: ,1',',,,,,-':,-..x..i,:4;64.*•qt ,,,:', ';'1,'"•A',,:.,„,„;;;;,,,,.4,':'',4*, ''',,,i' 119,l'-',....: l':'','Iiv;:„.**Lektrit't!,111r0i. .,--',,,,-,,,•,,.-°.;:,,,.#:‘,v-;;A .t.t,,,,'''''..i.;.4,s, i'''';''? ‘*.;".•".,,,r'''''''''''`:'''li'-'•,*\lit'','°':/lk::14,', °A,'.4' *. ,,', ',';',•:, ' t. I34,'' *44i,„;,,;:''',!''::4t,,:i.,::`: ':Ii.:,;:t!":'".4 ,-.4,,,,,tt:.'„'',-,1::\-`'t N lifty":4 *,,,, ;v:,,,,-,;:,-,;'M,. ''..%,,,,.;iji, ..x,.......,,,-,..,,,,i4e,,;:,,,,,,,,,„....0„,,„.0::.;7,,,,,..., ...,,,, ,.‘„..7...,..,, ,, ..„:-•,!,,,,,,,,,,?,;,f,_,,,,-1,:,,,,,.. "7,1/4,,,e,,°,";-,-,,,,, A.: '''''''i:40"' :,,,,,?-',,,zyllbi->,'‘,'4. :1••':;,,,,i '"4,e7Y',. ,' "•*•1.,:',•.1,:-.-2, 'e.,I,-•--:,' ,',--.•-•:,,°„!..--,„„-,c,; 4.,„,....•,,,,' :-,;,,.:'W•q,.':,,,-,-Z.'•,-':„.. „t,i',4 ,:ly,,,-,.'.•:•==,PI ,,,.„..,4.,,,,,„•„, , ,,,,A,...,..";--,,,,,,,,,,,,....„•,,,,,,*,,,,,..:,,,,,,,, 1,,A.,:f.,,,,,,,,,,,,%:7;;.;5::--.,:..,•t; :-,'.., --',"...;,,,,•:,,,:,‘,Vit..4,4,-#4..1f,,,,,‘"r„:',4„,',J.,,,."'•--,•.!:7,'-',-'''',-",,,,"'''''' ''''''''' rn USGS—Provided Output S ,= 0.715 g S ,== 1.072 g S, 0.9619 „, s _ 0.442 g * _ S - 0.662 g Di - s ::.. 0.419 g i ml probabilistic(risk-targeted)and have been calculated from the application and and Si values above please return to tion on how the SS For information an of maximum horizontal response, motions In the deterministic ground code reference document. the 2009 NEHRP"building select e ct rum Design Response Spectrum 110 ME Response Spectrum ft 1.10 0,72 0,24 0.52 0.22 0.10 0,77 0,42 S a 22 .... 0.40 - cG A r in 0.12 4 Q.55 , in 0,44 00,24,13 0.10 0.22 0.00 0,11 0 1 00 1,20 2.00 "0 0 20 1.00 1.20 1.1 . 0.00 0.20 0.10 0.00 . r 1 GO 1.20 2.00 MCI 0 90 1,00 1.20 I.4) , Period,T(sec) 0,00 0.20 0.40 0,60 , Period.T(sec) 04/13/17 project 15- date067 9400 SW Barnes Road,Suite 100 sheet 8 of 32 designer RAH/EFL P Si E isp:-.:::1,5007)..209;!17623255 ItTOWNSTRUCIPAUNOWERS Fax.503.292.9846 _,„.,,.......,..,....••••.....—.....„__r Y , r I Seismic Base Shear-Per ASCE 7-10 Specifications Fiie:115-067-01.01 Cl/VS,I Project: CWS.Durham TPS BuildingRemodel -122_/6385 Address: 16060-SW,135th Ave Longitude: .id:Tigard Latitude 45.403478 I State: Oregon TTTTTTTTT _ I Building Code Information-Seismit I Occupancy Category= II ASCE 7-10,Table 1.5-1 Spectral Accel.,Ss= 0.961 ASCE 7-10 Figures 22-1 to 22-11 hr Spectral Accel.,S1= 0.419 ASCE 7-10 Figures 22-2 to 22-11 Long.Trans.Period,Ti= 16.0 sec.ASCE 7-10 Fig's.22-12 to 22-16 Importance Factor,I= 1,00 ASCE 7-10 Table 1.5-2 imimomminogi Soil Site pass= D ASCE 7-10 Table 20.3-1 V=CS*VIS ----0"- Structure Height,h„_ 14.50 ft. Seismic Base Shear" I Seismic Force Resisting Sytem I (Regula Bldg.Config Only) Light-framed(wood)walls sheathed with wood structural Flexible Diaphragm(a) �s panels rated for shear resistanc< t► Response Mod.Coef.,R= 6.50 ASCE 7-10 Table 12.2-1 Overstrength Factor,Do= 3,0 ASCE 7-10 Table 12.2-1 Notes.Dist Between vert elements Defl.Arn Iif.Factor, do n e s exceed icforce resisting system p Cd= 4 0 ASCE 7-10 Table 12.2-1 do not exceed 40k Building Height Limit= 65.0 ft,ASCE 7-10 Table 12.2-1 Fundamental Period; I Actual Calc.Period,Tc.= from analysis(calculated if blank) Period Coefficient,CT = 0.020 ASCE 7-10 Table 12.8-2 Period Exponent,x= 0.750 ASCE 7-10 Table 12.8-2 Approx.Period,Te= 0.149 sec, T9=CT*hn0, ASCE 7-10 Section 12.8.2.1,Eqn.128-7 Upper Limit Coet.,C;,= 1.400 ASCE 7-10 Table 12.8-1 Period max.,T,nax= 0.208 sec., Tn,a,=C„*Ta, ASCE 7-10 Section 12.8.2 Fundamental Period,T= 0.149 sec., T=Ta<=Cu*Ta, ASCE 7-10 Section 12.8.2 I Calculated Seismic Design Parameters I Using Equivalent Lateral Force Procedure for Regular Single Level Building/Structural System, Site Coefficients: Fa=11,116 ASCE 7-10 Table 11.4-1 fv 1.581 (ASCE 7-10 Table 11.4-2 Maximum Spectral Response Accelerations for Short and 1-Second Periods: SIVE=11.072 Sms=Fa*Ss,ASCE 7-10 Eqn.11.4-1 SPA1= 0,662 Sm3=Fv*51, ASCE 7-10 Eqn.114-2 Design Spectral Response Accelerations for Short and 1-Second Periods: Scs= 0.715 SEG=2*SM5/3, ASCE 7-10 Eqn.11.4-3 SDs= 0.442 Sol=2*Smr/3,ASCE 7-10 Eqn.11.4-4 Seismic Design Category: Category(for Sips)= 0 ASCE 7-10 Table 11.6-1 Category(for Soli= 0 ASCE 7-10 Table 11.6-2 Use Category= D Most critical of either category case above controls I Seismic Design Coefficients I 4= 0.110 Cs =Sps/(R/!),ASCE 7-10 Section 12.8.1.1, Eqn.12.8-2 Cts= 0.457 For Tc=Tt,CS(max)=SD1/(T*(R/I)),ASCE 710 Eqn.12.8.3 CA„„„)= 0.031 CS(min)=0.0449505*i>=0.01,ASCE 7-10 Eqn.12.8-5 I Seismic Base Shear 1 Cs 0.110 Strength Design 0.7*Cs= 0.077 lg., g's,Allowable Stress Design Peterson StmMural Engineers.Inc. project 15-067 date E 9400 SW Bames Road,Suite 100 04/13/17 Portland,Oregon 97225 Phone:(503).292.1635 designer RAH/EFL sheet Pia Fax 503.292.9846 9 of 32 0.07-( D. torSF 14.4., +1,t- 4 c, 4a:4k.zzli Z5v6 Z54bce *Aexfts pc..e- A Wtt, ( 2.qiitt`) + p (f)(57.Sqb'4 05I+,2% /A.t4ei.26.1,88`L )z-, 4Z 144,16 : i 5 FSF (2sibie) to (912.-.)(.54'lb' 7-) '15•'181/4- VSF (g504,Vz) * 10 (2x 1b 4-2,01 Z3.33 r /3.4i,T1 rit).6-3* ?AL 1'4' (AE,a)) -------- Peterson Structural Engineers,Inc. project 15-067 date 04/13/17 P 5 E 9400 SW Oregon R97o2a2c1,5 Suite 100 Phone,(503).292.1635 designer RAH/EFL sheet PEMISail S1/41111141°164134 For 503.292.9846 1,0 of 32 SHEAR WALLS LIE 1S,I-A I C., e.f..1 esjCZNi'..r;•-, hs-a p....,)-..,s. T,),c„ir...c,-r,t,„..„1 VI i t...1, 6 c"1 eActs.LS ka4 "E., .VA t', c.,.",rk0,e,.4 Refer to (SI-I. 7) from wall line labels .._ —t-ci 1,1) 't-re°.c!tHe-4-i\„_.(1,4):-04 4,-.eporv'''-,.,„,) 8ve.4-0,11 10aele('0,iy.:, Ir.) hoe 4- i: ;,:p ka ve ra -f:. e ile,,,,,,f,.:.,4'!•-el 4-ore? (C) (0, 04 Lig_: IP'1- :`:- a-4 (1•° g-e-i°,7•49 - .5-305'4 T:Cifa, .1e.5 rvt8 ,i e C( -) giT arcl* r 1:.,'F'PA ,,,/ lad n4,I.9, ce ° , ,Ic"e, t. tr"Cji ee,` 1, . l'e., c t'Y'i• P:.:'''rje( • Pr& to Ato,,,,' 1 e,6 "a..c.... 1 e,f-tA4ee.v.k (t-) VI •,.. S 420(` ) - I i _..... _ 10-‘3 ke, 41440 14f( '''"--. 6f.(.5-p i; goilor.,..41, : 7 .-.-. ?fvrei c 0,) , ifq. 4 Tot tf0L,„,„, -4-, ?8-'.,7(2)* ,›'Xs- .'''6-44. .•. Zr2.41.....La re, 1-1,441,3 5 lif.) ieofsfk - I 2_,-4: / Ve,,....._ ,,_:4",?,;:t ,.... 7(3 p icl (E) iii,,.Hs e, ','," -T-?,-, 7, ID fpA P-4/ Ii' 1 '4, 0.c.. E•e,C4e5 , 1,.7/' e,,e, r- .,=t d (E;vf j-, .„, ;I: P21.4,05) 1 .. 0,. . ,,, Li,3A) 1,4 ,7,,,,,,„;;-.. ,,:',,?,,,, ?! 14'( et;') ' '4•1/ -' 1* / a 5e C::',NTsQ F, IA,b 1,4, •--e.'",t,,'-•:.,:,2,,,,-,'7 ty,./ PA 6-4 A-0,6:0-1/ 7c3,4- ,C 21.(4,,,44-,.., ------------------ Peterson Structural Eng inee„.Inc. project 15-067 date 04/13/17 P ph9p:asovd:50,133,a)ern92:9i.:1;62a32:Suite 100 designer RAH/EFL sheet 11 of 32 PW-14M$TOMALOOKOIS Fax:503.292.9846 „„,.........aaiiii.............--,...., � r C LtE ,1 iV AL 1' ` 1f /3/ FLF t1ttt1t ZOkLF/Z.. = 2b PF >^Ie 1 r5/ DX1'2sA-4 t tnt kzi ael hies.LA C, rs ,rt t is DF-o tF.- IA oz-slar— f+� date Peterson Structural Engineers,Inc. project 15-067 04/13/17 p 5 E 9400 SW Barnes Road,Suite 100 Portlend,Oregon 97225 Phone:(503).292.1635 designer RAH/EFL sheet 12 of 32 FeERsoN$18 G7l d Fax:503.292.9846 FOUNDATION si_ P �n`° .fir.,°'" T j `; Ps•- g RI t }} 3 1r $.w. i r .1, . i. rg ra t' .1 �.V I -1 t ( i i 1, 1 3t,a-- art ,, Check in Enercalc per(SH. 14-15) Entry Wall Footing: PD= 50 plf(from screen above) Vw= 18 psf(6')= 108 plf 7_ i PE SCEEEta SRCH DOVE 1 I I 1 lI 2' etR 45a,rML 10Te.c.. t 0-9 0 COAT e117"ac.,. /',/`,s DLTEMrr: NOOK MIN. (2)IAl STE#E,-a CE$TERED VARIES. kNAX. 2`-0 .• )41 JOINT FILLER GRADE 4 GONG%KLIMA,/ k I ' •IMP° - OVER—EXCAVATE ANC } .e FILL PER 0EOTECH1401L r CER i REPORT #0 TRANS Qer AL \_(A)#5 CONT, c0..,. .T&3S III i'-4" T&B Check in Enercalc per(SH. 16-17) Peterson Structural Engineers.Inc. project date PSE 9400 SW Barnes Road,Suite 100 15-067 04/13/17 Portland.Oregon 97225 MEM 5tRIGT9RAt1 S Phone:(503).292.1635 designer T),A L7/EFT sheet 13 of 32 Fax:503.292.9846 1tt11 1 1 L PI A!Hs*3 f L tt1lfl,i-&v1-AP Sil Fite-x'ins,1i p a4415.as71EtA ar ttaa�aa'ra General Footing ENERCAL,iaiCt 2018a4ar35.tt,Ver:e,ts.s.11 ie. t 800�ff _. _... .., . . .,..K .. .,H� ;x ..,<.__. o e• P O S:' U ENGINE' Description: New Strip Footing Code References _ __ _ _ .. Calculations per RCI 318-11,IBC 2012,CBC 2013,ASCE 7-10 _____ __ ._.�......., Load Combinations Used:ASCE 7-10 General Information Material Properties Soil Design Values To:Concrete 28 day strength = 2.50 IIsi Alowable Soil Bearing It 1.50 kst Reber Yeld 60.0 IIsi increase Bearing By Footing Weight No Elastic Module = 2,x50.0 its' Sol Passive Resistar (for Stdlg) 250.0 pof ' 150.0 pd So Fria on Coat = 0.30 Concrete Density = <p Values Flexure - 0.90 Shear = 0.750 Increases tit on footing Depth Analysis Settings Footing base depth below sol surface - 1.50 ft Min Steel%&lerdingRake. = Allow press,increase per foot atdepth = lest Mn Allow%Temp Rant. = 0.00180 when fooling base is below .i ft fon.Overturning Safety Factor = 1.0:1 Min,Siding Safely Factor = 1.0:1 Increases based on footing plan dimension Add Fig tett for Soil Pressure Yes Ail Ie pressure increase per foot of depth Use it wt for silly,moments 8 shears Yes Alf Pedestei WI for Sol Pressure No Mien rnax l or width is greater dean f# Use Pedestal wt for stability,mom&sheer NO Dimensi ,rrek.: JA.a31,, %PAX - Flia--X,120151114-4PEN-LAISCCAEJAIEES-413POSS-7ECO-' General Footing ENEADLC. 1900-20S,ikAtele,S11,Ver&16,511 . , K*46002408 ' ... •• . • - • . • . ••, "LiCerewas1'PETERSON SIRLICTLIML EriptNEERs DescriptionNew Sttk F006ng DESIGN SUMMARY Design OK - _ • Min.Ratio tem Applied Capacity Governing Load Coatinekon PASS Q$554 Soil Bearing 0.8781 ksf 150 ksf 40.60040.70E40.60H about X-X axis PASS 1,328 Overturning-X-X 0.09403 k-ft 111249 k-ft 40.80040.70E4050H PASS :Ida Overturning-2-2 0.0 k-ft 0.0 k-ft No Overturning PASS Na Skiing X-X 0.0 k 0,0 k No Sliding PASS 8A47 Sliding-2-2 0.04340 k 0,3666 k 40.600+0,70E+0,6011 PASS Na Uplift 0.0 k 0.0 k No Unfit! PASS 0 000876 Flexure(+X) 0.01044 k-ft 11,915 k-ft +1.400+IB8H PASS 0.000876 Flexure(-X) 0.01044 k-ft 11,915 k-ft +1400+1.60H PASS 0.0 X Renee(+2) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 X Flexure(-Z) 0.0 k-ft 0.0 k-ft No Moment PASS Na 1-way Shear(+X) 0.0 psi 75.0 psi nia PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+2) 0.0 psi 75.0 psi Na PASS Na 1-way Shear(-2) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching on psi 75.0 psi +1.40D+1.6011 Detailed Results Soil Bearing Rotation Axis& Xece ,Ziec Actual Soil Bearing StreSs Location Actual/Allow _ Lo,acj ,,,Grpss Allowable On; BoitOrn.-2 Top,+2 Left,-X Right,+X Ratio , X-X, 1.50 Na 0.0 0.2776 02776 nia nia 0,185 X-X,+0+141 1.50 Na 0.0 0.2776 02776 Na Na 0.185 X-X,40+1.r41 1.50 n/a 0.0 0.2776 02776 Na n/a 0.185 X-X,404-3+14 1,50 Na (LO 02776 02776 rita NO 0.185 X-X,+D+0,7501s90.750L+11 1.50 n/a 0.0 02776 02776 a/a n/a 0.185 X-X,40,43.750L+0.750S+1-1 1.50 nia 00 0.2776 0.2776 n/a n/a 0.185 4040.60W41-1 1.50 ren 0.0 02776 02716 Na 0185 X-X,+010.70E++1 1.510 Na 2110 0.0 0.6682 rila n/a 0445 X-X,-040.7504.540.750L+0.450W+H 130 Na 0.0 02776 02776 nfa ilia 0.185 X-X,+D+0.75L03.750S+0.450W4H 130 Na 0.0 0.2776 02776 nta n/a 0.185 X-X,4040.7504.+0.750S+0.525064+1 1,50 n/a 2.032 0.000121 0.5550 n/a Na 0,370 +0.60040604,-00,601-1 1.50 n/a 0.0 0.1666 0.1666 nta nia 0.111 X-X,+0.50040.7CE40.6CH 1.50 Na 4.517 0.0 0.8781 Na n/a 0 585 +041 1.50 0.0 n/a n/a nia 0.2776 02776 0.185 2-2,+0+141 1.50 0.0 Na Na n/a 02776 0,2776 0.185 2-2,+04-1..r941 1.50 0.0 n/a n/a nia 0.2778 027Th 0.185 2-2,+01-S41 1,50 0.0 nia n/a 0,2776 02776 0.185 2-2,40+0.750040.750L+H 1.50 0.0 rVa n/a nia 0.2776 02776 0 185 2-2.+040.7501.+0.750S+H 1.50 0.0 Na Na n/a 0.2776 02778 0.185 2-2,+0+0.60W+H 1.50 0.0 Na ria 0.2776 02776 o.185 2-2,4040.70E41 1.50 0.0 Na n/a &a 0.2776 0.2775 0 165 2-2,+0+0,750750L+0,45014/4i 1,50 0,0 n/a Na n/a 02776 02776 0.185 2-2,40+0.7501.+0.750S40.4M+H 1.50 0.0 Na n/a n/a 02776 02776 0.185 Z-Z,4,0+0.7511.40.750S40325()E+H 1,50 0.0 Na n/a Na 0.2776 02776 0 185 2-2.+0.60O+0,601N+0.60rt 1.50 0.0 n/a n/a Na 0.1666 0.1666 0 111 2:-2,460D+0.70E+OROH 1,50 0.0 n/a n/a Na 0.1666 0.1kr. 0.111 Overtutning Stability Rotation Axis& Load Combination-. Overturning Moment _ Resisting Moment Stability Ratio Status 4044-1 None 0.0 k-ft Infinity OK XX,40+1..411 Norte 0.0 k-ft Infinity OK X-X.+D-1-1.1411 None 0,0 k4t Infinity OK X-X„+0+544 None 0.0 k-ft Infinity , OK X-X,44)40.750U+0.7501.41 None 0.0 k4t Infinity OK X-X,40+0,750L+0,750S+4 None 0.0 k-ft Infinity OK X-X.+040.60W41 None ((0k-ft Infinity OK X-X,+D-1-0.70E+41 0.09403 k-ft 02082 k41 2.214 OK X-X,4040,7501P40.7501.40.450W+H None 0.0 k-ft Infinity OK X-X.+0+0,7501,40,750S+0.450W+14 None 0.0 k-ft Infinity OK Peterson Structural Engineers,Inc project 15date-067 04/13/17 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 SE Phone(503).292.1635 designer RAH/EFL sheet 15 of 32 PiTUIS65/18010"tegal3 Fax 503292.9846 Wall Fc rtl nr ASO t t7 ii. .T , Lie.4:KW-O€002405 Licensee.PETERSON STRUCTURAL ENGINEERS Description: entry wall tooting ReferenCes Calculations per ACI 318-11,IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Material Properties Soil Design Values = 1.50 ksf f c:Concrete 28 day strength = 2.50 ksi Allowable Scxl Bearing = f io fy Rebar'field 60.0 ksi Increase Bearing By Footing Weight 250.0 cf Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = f Concrete Density = 145.0 pcf Soil;Concrete Friction Coeff. = 0 30 p Values Flexure = 0.90 Shear = 0.750 Increases baesedDepth ontefootinlowSurfgace ft Depth = 1.50ft Analysis Settings mow.Pressure Increase per foot of depth = Mn Steel%Bending Read. = when base footing is below = ft Min Allow%Temp Reinf. = 0.00180 Increases based on footing Width Min.Overturning Safety Factor = 1.0:1 = ksf Min.Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot of wkfth = k AutoCalc Footing Weight as DL Yes when footing is wider than Adjusted Allowable Bearing Pressure = 1.50 ksf Dimensions Reinforcing Footing Width = 3 0 ft Footing Thickness = 1001 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 10.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = ft 4 from center of footing = 0 in - t . ,. ' t� y r E�\' #4bar9a:'1C31'"' Applied Loads 0 Lr I S W F H k P:Column Load = 0.050 ksf OB:Overburden = k 0-10 V-x = k-ft M-zz Vx applied = 42.0 in above top of footing .._„ project 15-067 date 04/13/17 Ps Peterson Structural Engineers,Inc. E Por9400tlaSndW,50BO])2921672235aregon 9rnes Road5,Su6e 100 designer RAH/EFL sheet 16 of 32 PFwne:( mom SNXIINteltitIESS For 503.292.9846 . .. • „.„.......,...,,..„., ....„..,... im .I.- - - - , - ' - .• ... . ' , , • .fge.xeDuAleepel+-msoaretryase7Auposa7zeos ......a."iTooting. , . ... . , Dieedkdaio,10-207,BulitiS17,2ves.t7228 Lb .#:kW-06002408 Licensee,:PETERSON STRUCTURAL ENGINEERS Description: entry wall foaling DESiGNSUMMARY Desi.n OK Factor of Safety hem Applied Capacity Governing Load Combination PASS 1.428 Overturning-7-7 0260 k-ft 0.3713 k-ft +0.600+0.60W+0 OOH PASS 4.999 Sliding-X-X 0.060 k 0.2999 k +0.60D+0.60W+0.60H PASS nfa Uplift 0.0 k 0_0 k No Uplift Utilization Ratio hem Applied Capacity Governing Load Combination PASS 02411 Sod Bearing 0.3616 ksf 1.50 ksf +0.60D+0.60W0 60H PASS 0.04692 Z Flexure(+X) 0.3404 k-ft 7 255 k-ft +0 900+W+090H PASS 0.01333 Z Flexure(-X) 0.09667 k-ft 7255 k-ft +0.900+E+090H PASS 0.02078 1-way Shear(+X) 1.558 psi 750 psi +1 40D+1.60H PASS 0.02078 1-way Shear(-X) 1.558 psi 75.0 psi +1 40D+1.60H Detailed Results soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination.., Gross Allowable Xecc -X +X Ratio +D+H 1.50 ksf 0_0 in 0.1375 ksf 0 1375 ksf 0.092 1.50 ksf 0_0 in 0.1375 ksf 0_1375 ksf 0 092 +D+Lr+H 1.50 ksi 0.0 in 0.1375 Itsf 0.1375 ksf 0,092 +D+S+H 1.50 ksf 0.0 in 0.1375 ksf 0.1375 ksf 0.092 ,+D-1-0.75011+0.1501+H 1.50 kat 0_0 in 0.1375 Issf 0 1375 ksf 0 092 ,+D+0.750L+0.750S+H 1.50 ksf 0.0 in 0.1375 ksf 0 1375 ksf 0 092 1.50 ksf 7.564 in 0 0 ksf 0_3138 ksf 0209 ,+D+0.70E+H 1.50 ksf 0.0 in 0.1375 ksf 0.1375 ksf 0 092 ,+D+0.750Lr+0.750L+0.450W+H 1.50 ksf 5.673 in 0.009233 ksf 0.2658 ksf 0,177 .+D+0.750L+0.750S+0.450W+H 1.50 ksf 5.673 in 0.009233 ksf 0_2658 ksf 0.177 ,+0+0.7501.+0.750S+0 5250E+H 1.50 ksf 0.0 in 0.1375 ksf 0 1375 ksf 0 092 ,+0.60D+0.60W+0 60H 1.50 ksf 12 606 in 0 D ksf 0 3616 ksf 0 241 ,+0.60D+0.70E+0.601-1 1.50 ksf 0.0 in 0_08250 ksf 0.08250 ksf 0.055 Peterson Structural Engineers,Inc. project date 15-067 04/13/17 p9400 SW Barnes Road,Suite 100 E Portland,Oregon 97225 Ssheet Phone:(503)292.1635 designer RAH/EFL 17 of 32 PETE429"000111401M Fax.503.292.9846 , ......,.....„,,, ROOF FRAMING CHECK Mechanical Pit /4.11 t 1 2 7 t '4,o1 1 AL, tre I ;V), 14 I I = -0.1•1 Check in Enercalc per SH. 19-20 t r d Check in Enercalc per SH. 20-21 date Peterson Structural Engineers Inc project 15-067 04/13/17 psE 9400 SW Barnes Roads Suite 100 Portbnd,Oregon 9722 Phone(503)292 1635 designer RAH/EFL sheet 18 of 32 Fresommuni 9011MS Foot 503 292 9846 a wood Beam Pias v s i - cs .K 6002#08'., Licetls PETitil9i t. NGI s:' Description; tfl3ml Pit Ravi CODE REFERENCES Calculations per NOS 2012,IBC 2012,COC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 I4Aaaterial Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi_- ...E;Modulus of Elasticity Load Combination ASCE 7io Fb-Cornpr 1,850.0 pal Ebend-acx 1,800.Oksi Fc-POI 1,850.0 psi Errinbend-xx 930,0ksi Wood Sperms :DF/DF Fc'.Perp 650.00 Ebend yy 1,600.0 ksi Wood Gde 24F-V4 Fr 265.0 psi Eminbend yy 830.0 ksi Fl Bear((Bracing : Beam is.Fully Braced against lateral-torsional buckling 1,100.01* Density 31.20 D(0 35) 0(0.35) 0(0 13565)We 14222)S(0.35555) 49....„ A IA3,125x10,5 Spat,n 13,125 ft APPlied service toads entered.Load Factors wild be app ect for calculations Uniform Load: 0=0.0150, Lr x 0,020, S 0, kst, Tributary Width=7.111 ft - - Point Load. D 0,350 k Of 8.750 ft Deflection acceptable loads, Point Load: 0=0.350 k 0,4.375 ft p ble for roof L/240 DESIGN SUMMARY Design Maximum Bending Stress Ratio 01,8?tk 1 Maximum Shear Stress Ratio 0.448 :1 Section used for this span 3.125x19.5 Section used for this span RC1+8+1-1 :Actual 2.399,97psi fv:Actual 3.125x1104,7 4 5 FB:Allowable 2,760.00 psi ReAlowabte = 35 psi014.75 psi Load Combination = 3Load Gtmtbkta ,tn Location of maximum on n -7- 6.6 ft Location of maximum on n = 3ft Span#wttene maximum=ors _ Span#1 Span where maxim mr occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.440 in Ratio= 357<3 60 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.662 in Ratio= 237>=180 Max Upward Total Deflection 0.000 in Ratio s 0<113k7 Maximum Forces&Stresses for Load Combinations Load Coil atom Maar Stress Ratios _.. t Values Shear vales Segment Length Span* V Cd Cafv 03 Cr Cm C1 CL .._ Fb 1. 1,(31} 100 1,00 _ +041 fa Fr coa oto 0.00 Leary=13.125 4 1 0.370 0.184 0.90 1.000 1,00 1.00 1.00 1.00 1,04 3,83 � �799,E 2160.1X) 0,98 43.80 238.50 -004L41 1 1.800 1.00 1,C0 1,00 1.00 1,00 *0Length 13.125 ft 1 0.333 0.165 1.00 1.000 1.00 1,00 1.00 1.00 1.00 3,93 799.69 2400:00 0,96 43,80 265,00 4r4+ 1.000 1,00 1.00 1.00 1.00 1.130 0,00 0.00 0.00 0.00 Length=13.125 ft 1 0.480 0.244 1.25 1000 1.00 1.00 1.00 1.00 1.00 8189 1,43,9.98 3000.00 1.71 80.86 33125 Length=13.125 ft 1 0,670 0.448 1.15 1.000 1.00 1.00 1.00 1,00 1.00 11.48 7,399.97 2760.00 2.98 138.45 304,75 +0+0,750Lr-10.75(31. 1 1.100 1.00 1.00 1.00 100 1,00 0.00 0.00 0.00 0.00 Length-13.1251t 1 0.427 0.216 1.25 1400 1.00 11)0 1.00 1.00 1.00 6,12 1.279,99 3000.00 157 7159 331.25 Peterson Structural Engineers,Inc. project C C date PS E 9400 SW Bames Road,Suite 100 5_067 04/13/17 Portland,Oregon 97225 Phone:(503)292.1635 designer RAH/EFL sheet 19 of 32 PETe tlM Fax 503.292 9846 load Combination Max Sir�u Ratios Moment Values Shear Values Segment Length Span# M V Cd C1 Ci Cr Cm C t CL M ft) Pb V it F'w +0.75DL40.750S4H .� _- 1.000 1.00 1.00 1.00 1°00 1,00 0.00 0,00 0.00 0.00 Length=13.1251! 1 0.725 0.372 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9,57 1,999.97 276000 2.48 113.28 304.75 40+0.6011414 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=13.1251 1 0.208 0.103 1.50 1.000 1.00 1.00 1.00 1.00 1,00 3.83 799.99 3840.00 0.95 43.80 424.00 40+0.70E+H 1.000 1.00 1.0D 1.00 1:00 1.00 0.00 0.00 0.00 0.00 Length 13.12511 1 0208 0103 1.60 1.000 1.00 1.00 100 1.00 1.00 3.83 799.99 3840.00 0.96 43.80 424.00 +0+0.750Lrv0,750L.a.450W4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length-13.125 5 1 0.333 0.169 1.60 1.000 1.00 1.00 1.00 1;00 1.00 6.12 1,279.99 384000 1.57 71.59 424.00 +0+0.7501.+0.750940.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.1251 1 0.521 0.267 1.80 1.000 1.00 1.00 1,00 1,00 1.00 9.57 1999,97 3840.00 2.48 113.28 424,00 4340.750L40.750840.5250E4H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 D.00 0,00 Length=13.1251 1 0.521 0.267 1.60 1,000 1,00 1.00 1.00 1.00 1.00 9.57 1,999.97 3840.00 2.48 113.28 424.00 +0.60040.60W+0,60H 1.000 1.00 1.110 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.1251 1 0,125 0.062 1.60 1_000 1.00 1.00 1.00 100 1.00 2.30 480.00 3840.00 0,57 26,28 424.00 +0,600+0,70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.1251 1 0.125 0,062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.30 480.00 384000 0.57 2828 424.00 Overall Maximum Deflections _ Max'. 'Dal loco Max e+DaA Location In Span Load CombNlmion Span T ry tion n Span Load ComWnadon 0.0000 am Vertical Reactions suite notation Far 1 Vohs n lOPS Load Combination Support 1 Support 2 ............. CliereH LiA3�rliun'i. .__ Overal MINlmum 0.630 0.630 4041 1.050 1050 40441 1.050 1.050 +D+Lr+H 1.983 1,'w3 4046+1 3,383 3.383 4040.750Lr+0.750L4H 1.750 1.750 40+0:750L+0.750S414 2.800 2800 40+0.60W41 1.050 1,050 4?40.70E41 1.050 1,050 +0+0,750Lr40.750L40.450W41 1.750 1,750 +0+0.7501.+0.750540,450W41-1 2.800 2.800 +040.750L+0.750S+0.5250E+H 2900 2.800 40.60040.60W+0 60h1 0.630 0.630 40.50040.70E4060H 0.630 0.630 0 Only 1,050 1.050 Lr Only 0.933 0.933 L Only S Only 2.333 2.333 W Only E Only H Only ------ > project 15-067 date 04/13/17 Peterson Structural Engineers,inc. E0400 SW Barnes Road,Suite 100 Portland,(503) )29 163 5P designer RAH/EFL sheet 20 of 32 5 _ Phone:(503).292.1635 Kntsco RCmaxe+ams Fan:503.292.9846 'Need BeamENERCALC,INC - =x2131 tii t Osie s ,���r. � 11%% :itt l2 cense 1953-20t6,lCTU.t t,V>tttt 8, .9RAL 5 Description: 3 TaG Deriang Rev 1 CODE REFERENCES Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis M d, Allowable Stress Design pp•Tenskyn 900.0 psi E:Modulus of Elastic Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fe-Pill 1,350.0 psi Ert nbend-xx 580,0ksi Wood Species :Douglas Fir_Larch Fc-Perp 625_.)psi Wood Grade :No.2 Fv 180.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional budding '75,0 psi Density 31.200 the rathellin irh2s'si - --- 6,50X2.50 Span 11 Applied Loads Service ioarts enteral.Load Factors will be ri applied for calculations Dint Lauad:0 v 0.0150, S°0.050 list, Tributary Width= 0.4583 ft „ w Point Load' G-=0.1750 k Cal 3,555 t Bending Stress far tt C)1<,- DESIGN SUMMARY cess Ratio _ 0.7771 Maximum Shear Stress Ratio = 0,099:1 Section used for this span 5.50 X 2.50 Section used for this span 5.50 X 2.50 l s Art=1 1,04.92psi fv:Actual 20.43 psi _ 1,345.500$1 Fv:Aftowebte = 207.00 psi Load Combination «S4H Load Combination -,{}}S+11 Location ci maximum on span v 3.556f Location of maximum on sp i - 0.000 ft Spat#where maximum occurs v Spada#1 Span 4 where thethrthan Occurs - Span#1 Maximum Deflection Max Downward Transient Deflection 0.115 in Ratio= 737>=3110 Max Upward Transient Deflection 0.000 in Ratio= 0' 360 Max toward Total Deflection 0.349 as Ratio- 244>=180 Max Upward Total Deflection 0,000 h Ratio= 0 080 Maximum Forces&Stresses for Load Combinations Load-Comte- natiOn Max Stress Reties MksMomentValuesShear Values _ Seg4041rnerd L fin# M VC d G F+r CI Cr 0 C t Eti V fv1.300 1.0D 1.00 104 1.00 1.00 Length 7.111 ft 1 0.705 0.074 0.93 1.3001,00 100 1.00 1.t0 1.00 0.35 742.55 1063.00 0,1111 12.06 162.00 404141 1.300 100 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length r 7.111 ft 1 0,635 0.067 1:00 1.300 1,00 1.00 1.00 1.00 1.00 0.35 742.55 1170.00 0.11 12.06 160.00 4-1241s4i 1.300 1,00 1.00 160 1.00 1.00 0.00 0.00 0,00 1100 Length=7.111 ft 9 0.506 0.054 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.35 74245 1462.50 0.11 12.06 225.00 4045+i1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengths 7.111 ft 1 0777 0,099 1.15 1.300 1.0D 1.00 1.00 1.00 100 0.50 1,045.92 1345.50 0.19 20.43 207:00 +040.750Lr40.750.;414 1.300 1.00 1,00 1.80 100 1.00 0.00 0.00 0.00 000 Length=7 111 ft 1 0506 0.054 1.25 1.300 1.00 1,00 1.00 1:7x3 1.00 0.35 742.55 1462.50 0.11 12.06 225.00 +13+0.750L44.75054-11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Peterson Structural Engineers,Inc. project 15-067 date 04/13/17 E9400 Sw Barnes Road,Suite 100 Portland,Oregon 97225 Phone:(503)292 1635 designer RAH/EFL Sheet 21 of 32 PEragli �/WK Fax 503.292.9846 Load Combination Max Stress RadosWoad Values Shear Values_ _ Seg 111elli Length SPan# M V cd cm CI Cr Cm Ct CL -4.4 lb Pb V fv F:1; Length 4 7.11111 1 0.721 0.089 1,15 1.300 1.00 1.00 1.00 1.00 1.00 0.46 970.08 1345.50 0.17 18.33 207,00 .0.0.60W+11 1,300 1.00 1,00 1.00 1.00 1.00 0,00 030 0.00 0.00 Length=7.111 ft 1 0.397 0.042 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 742 55 1872.00 0.11 12.06 288.00 40410E4H 1.300 1.00 1,00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length.7.111 ft 1 0.397 0.042 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0,35 742.55 1872.00 0.11 12,06 288.00 +040/501r4,750140.450W-41 1.300 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length.7.111 ft 1 0.397 0.042 1.60 1.300 1.00 1.00 1,00 1.00 1.00 0.35 742.55 1872.00 0,11 12.00 288.00 +040.750149.750S40 450W4I 1.300 1.00 1,00 1.00 100 1,00 0.00 0,00 0.00 0.00 Length=7.111 ft 1 0,518 0.064 1.60 1.300 1.00 1,00 1.00 1.00 1.00 0.46 970.08 1872.00 0.17 18.33 288,00 +040.750140.750640.52506-41 1.300 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=7.111 ft 1 0,518 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 970.08 1872.00 0.17 18.33 288.00 +0,60D+0.60W40.6011 1.300 1.00 1,00 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Length 7.111 It 1 0.238 0.025 1.60 1,300 LW 1.00 1.00 1.00 1.00 021 445.53 1872.00 0.07 7.23 258.00 10.600-t0.70E10.6044 1.300 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0,00 0.00 Length=7.111 It 1 0.238 0,025 1.;' 1.300 1.00 1.00 1.00 1.00 1.00 0.21 445.53 1872.00 0,07 7.23 288.00 Overall Maximum Deflections Load CombinatiOn Span 1,1ax,"--Deft Location In Span Load Combination Max.'+'Dell Location In Span 44345441 1 03492 3.556 0.0000 0.000 Vertical Reactions Sumont notation'.Far left Is d1 Values In KIPS _......_......__ .......____ ,. , Load Continalion Support 1 Suppott 2 Overall MINImuin 0,067 0.067 404H 0.112 0.112 404L4H 0.112 0.112 40443+H 0.112 0.112 4046441 0,193 0.193 +040,750Lr40.7504.+41 0.112 0.112 +040.750140,7506+H 0.173 0.173 +1340,60W441 0.112 0.112 *040.70E4H 0.112 0.112 4)40.750Lr+0.7501-.0A50W41 0.112 0.112 +0+0,7501.4.750S+0.450W+H 0,173 0.173 40$0,750L40750S40.5250E41 0.173 0.173 .0.60D+0.60W40.6044 0.067 0.067 +0.60040.70E-40.60H 0.067 0.067 0 Only 0.112 0.112 Lr Only L Only S Only 0,061 0.081 W Only E Only H Only -----.."........".."'".--...-----. Peterson Structural Engineers,Inc project 15-067 date p E9400 SW 9R7o2a2d,5Surte 100 5 04/13/17'. -- Phone(503)292.1635 designer RAH/EFL sheet 22 of 32 PETERsairwanwoloweits Fax 503.292 9846 ,----- - , t Skylight Framing rYEW SKYLIGHT r (E)Ax 4'-4 3 4-1—.-+ I 2-.3 1/4" SIM,='SON HUJC4t0 �3'x'C$5 BLULAM1 l 'a'-c E8"3 ,.� /..HANGER, (TYP 4 \\r 1 1__ II A- PLACES) n I 1 `3 I,r(E) COLUMN BELOW I „> lie,_ „ C'-5 11/9c"f I � •,�j� 1/ '\ SAlVE?N HUC48 tSHAQ�i;EB, iT(p 4 I r I ?LA%ESj 8= n I 4x10 1===== ',5FL SS. 1 J Skylight Beam 1: Trib=4.5' L = 9.5' Use min. 4x8 DF-L#2I Check in enercalc per Sh. 24-25 Skylight Beam 2: Trib=2.0' L = 11' Reaction Loads from Beam 1: D =300 lb S = 500 lb !Use min. 4x10 DF-L #2I Check in enercalc per Sh. 26-27 Peterson Structural Engineers,Inc. pr jec1 15-067 date PSE 9400 SW Barnes Road,Suite 100 04/13/17 Portland,Oregon 97225 Phone:(503)292.1635 designer RAH/EFL sheet "405184704;"40015 Fax:503.292.9846 23 of 3G'' r .yq --„, .7,-,,,,x,s4tmantact6-7-Eng xlmiskthilf6IttliOn.,§4 -. -,-yt 222,veita.1/218- 19834017tatkitta.T. • ,• „, , • • •„ . ,, , , ,,, ,,,,„ 4100d }3earil - ' ' - . „IT {,ii • • Description: Skylight Framing I .CODE REFERENCES Calculations perC„-1 0 NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 .._ Load Combination Set.AS Material Properties Pb-Tension 000.0 psi Ebend Allowable Stress Pb-Compr 580.0km Eminbend-xx Analysis Method: 710 1,350.0 psi xxof Elasticity Combination'ASCE Load Design Fe-Prft 900.0 psi E:Modulus_. 625.0 Psi ,600_0 ksi Fc-Perp 180.0 psi Fu 31.20pcf Wood Spaces :Douglas Fir-Larch Wood Grade :No.2 Ft 575_0 Psi Density 4 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling I' * C4'°55375 LII).°85)736:5) I , 4x8 Span=9.50 ft Loads 250 kg, Tributary Width - Applied L =0.020, S,0.0 OK DeSign Service loads entered.Load Factors will be applied for calculations. 0.202:1 I, Uniform Load: 0=0.0150, r — , ,. =4 250 It SUMMARY _ DESIGN SU ---- = 0.65s 1 4x8 I. 4x8 4 1.81 psi Maximum used for this span = m Bending Stress Ratio 207.00 psi Section 750.58 Psi fb.Actual MaximSuenictioSnhfveFuvasre:A!c.ittlforpoewairsatshbliResastploan 4-0+S+H 1 1,345.50pst FB t Allowable Load Combination n 8.911ft -i-D+S+11 Load Combination on span 4.750ft Span#1 Location of maximum is Span#1 Lsocapaptiori4 volotemreamaximmummpoorilpspaccurs Span#where maximum occu i Maximum Deflection i Transient Deflection Max Downward ment Deflection Max Upward Tran00..01 01 00 in RatioRatlp= 1 01334.0i53.>:360 =,316800 0. 176 in Ratio= 0<180 Max Downward Total Deflectionpectlon0.000 in Ratio= Max Upward Total Deflection Values in NIPS i--- --- pp,ri I SuppodS2uPpGrt notation:Far left is#1 Vertical ReactionsSu 0 000 Load Combination 0.8080182 0.182 Overak MAXimum Overall Whim= .D.H 0.303 0.303 0.303 0.303 _i_D-.1_-.11 0.707 0/07 -i-D-i-Lr.1-1 .o.S+H 0.808 0,808 0.606 COOS .1)+0.750Lr+0.750L+1-1 .1)+0.7501,-0.7505-i-H 0 681 0.681 .0.0.600 303 0.303 W41 0.303 0.303 .04.70E43 0.606 0 608 .0.0.750LN-0 750L.0.450W:EI -i-D-i-0 7601+0.750S+0A5OVVH0.681 0 681 .0+0.750L+0 750S-t0 5250E.H 0.681 0.681 date 04/13/17 project 15-067 PSE94P'00te'SW Barnes Road,Suite 100 Portland.Oregon designer RAH/EFL sheet 24 or 32 KTERsoS1180671,111ALBS9tE85 Far.503 292.9846 ---- ! 1 r Wood cam Fie,= 1241511k IPEN iSomEtonEs-c -T.ECS Lie lit-060€24.08 ;` EtNRCALC,iftd,an-2017,„SIAlkii117228,Vert17228, Description: Skylight Framing I Licensee:PETERSON STRUCTURAL ENGINEERS Vertical Reactions Support notation:Far left is#1 Values in KIPS Load dombtnation Support 1 Support 2 +0,600+0.60V1i.0 601-1 018 0.182 O.600+0.70E+0.6014 0:182 0.182 ©Only 0.303 0.303 Lr Only 0.404 0.404 L Only S Only 0.505 0.505 W Only E Only Fl Only Peterson Structural Engineers,Inc. project 15-067 date E9400 SW Barnes Road,Suite 100 04/13/17 Portland,Oregon 97225 mum mountPhone:(503)292.1635 designer RAH/EFL sheet Fax:503.292.9846 RAH/EFL25 of 32 , . Wood Be : '', ,. ,,,, '` - ,- -,-, il • -- :,' ,,,,' - ' ,' - , ef_scAuc lac iso-an1,theii722a-iiere.i12.28• Lk..#:KW-06002.408 Licensee:PETERSON STRUCTURAL ENGINEERS Description- Skylight Framing 2 'CODE REFERENCES Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set-.ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900_0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600:0 ksi Fe-Pill 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi WoodGrade :No.2 Fv 180_0 psi Ft 575-0 Psi Density 31.20pef Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.3)Lr(0 4)s(0 5) 0(03)Lr(O4)S(0.5) D(0..03)Lr(0.04)5(0.051 :. I * * : * * 1 * I . , . , . 4x10 Span=li_Oft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load. D=0.0150, Ir=0.020, S=0.0250 ksf, Tributary Width=2.0 ft Point Load: 0=0.30, Lr=0.40, S=050 k©4.417 ft Point Load: D=0.30, Lr=0.40, S=0.50 k @,8.583 ft DESIGN SUMMARY _ Design OK N1aximum Bending Stress Ratio = 0.785 1 Maximum Shear Stress Ratio = 8.296. 1 Section used for this span 4x10 Section used for this span 4x10 fh.Actual = 974.57 psi fv:Actual = 61.36 psi FB.Allowable = 1,242.00 psi Fu:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D-iSi-H Location of maximum on span = 4A16ft Locatiori of maximum on span = 10.237ft i Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1 Maximum Deflection I Max Downward Transient Deflection 0.147 in Ratio= 899>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.235 in Ratio= 562>=180 • Max Upward Total Deflection 0 000 in Ratio= 0<180 . . . . . ..... _ _.......____........._......._ ..., Vertical Reactions Support notation.Far left is#1 Values in KIPS Load Combination Support i Support 2 Overall MAXimum 1.095 1.385 Overall MINimum 0 246 0.312 .0.1-I 0.410 0 520 .0.141 0.410 0.520 -ill«Ln,-H 0.958 1 212 1.095 1.385 .▪0+0.750Lr+0.750L-i-El 0.821 1.039 .04 1501.0 7505-ill 0 924 1 169 .0-i-0 60W41 0 410 0520 .D.-0.70E.11 8.410 0.520 .0*0.7501r-,0.7501.0450W+1-1 0.821 1.039 project 15-067 date 04/13/17 PSE 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Phone.(503).292.1635 designer RAH/EFL sheet 26 of 32 PiT0630$1/410118101161/06 Fax:503.292.9846 ,,,,,,,............................-...„,, , Fsaa2 i 35P52317.?5R1d WwoodBeam rX:r201�r PE -a1 s s-1bti1 ae;.Bcs, Lic.#:KW 0112408 ,._ '''ENERCALCitom_seillogia#1#1617:128.Ver617226 Description: Skyht Framing 2 Licensee:PETERSON STRUCTURAL ENGINEERS Vertical Reactions Support notation-Ear len is#1 Load Combination Values in KIPS Support 9 Support 2 +0+0.750L+0.7505+0.450Y+H 0.924 1.169 .D.0.750L+0.750S+0.5250E+H 0.924 1.169 +060D+0.60'W+0.60H 0246 0312 .0.60D+0.70E+0.60H 0246 0312 0Only 0.490 0.520 Lr Only 0.547 0.093 L Only S Only 0.684 0.866 w Only E Only H Only Peterson Structural Engineers,Inc. project C L date E9400 SW Bamec Road,Suite 100 1 5-067 04/13/17 Portland,Oregon 97225 Phone:(503).292.1635 designer RAH/EFLnitisoullIraltufmmolii sheet Fax:503.292.9846 27 of 32 Window Header Header at cut column: -4- Y, .n 4 rd _ it t / 1 L.,. -1,0 tc X e z Max span= 6' jUse min. 6x10 DF-L #1I Check in enercalc per Sh. 29-30 Entry Header Out of plane loads govern beam design: W=24.78 psf Trib= 7.5' Span= 13.75' IUse min. 5.25x9.25 Parallam PSL 2.0E Check in enercalc per Sh. 31-32 project 15_067 date 04/13/17 Peterson Structural Engineers,Inc. Eps 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 designer AH/EFL sheet 28 of 32 Phone:(503).292.1635 D PEifRS 5 Fax:503.292.9846 Wood Beatn,- R!eke' ZA71.=0-72=M2Pc":71771,21- Ito.4 KW-04002408 ;cense.: ' - ,I-I. 1 Description Window Header CODE REFERENCES Calculations per NOS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method Allowable Stress Design Fb-Tension 900_0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb Compr 900_0 psi Ebend-xx 1,600.0 ksi Fc-Frit 1,350.0 psi Eminbend-xx 580.0 kst Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No_2 Fri 180_0 psi Ft 575_0 psi Density 31.20 pcf Beam Bracing • Beam is Fully Braced against lateral-torsional buckling oti.36)Lr#1.8)S(2.25) ti I • • :•• 6x10 Span=6.0 a • Applied Loads Service loads entered Load Factors will be applied for calculations Point Load 0=1350, Lr=1.80, S=2250ki@30ft ,,DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0157 1 Maximum Shear Stress Ratio = 0.250: 1 Section used for this span 6x10 Section used for this span 6x10 -Actual = 783.28psi Actual = 51_67 psi '1 • FB:Allowable .,- 1 035.00psi Fri:Allowable = 207.00 psi Load Combination -i-D+S+H Load Combination +0+SiiH Location of maximum on span = 3.000ft Location of maximum on span = 0 000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.028 in Ratio= 2573>=380 Max Upward Transient Deflection 0.000 in Ratio= 0<380 Max Downward Total Deflection 0.045 in Ratio= 1608>=18O • Max Upward Total Deflection 0 000 in Ratio 0<180 .•• • Vertical Reactions Support notation Far left is#1 Values in KlFS Load Combination Support 1 Support 2 Overall MAXimum 1.800 1.80,0 Overall MINimurn 0.405 0A05 .D.FI 0.675 0.675 .D.1.+1-1 0 675 0.675 1.575 1.575 1.800 1.800 .0.0.750Lr.0.750L+H 1 350 1 350 • 7501.,0.750541 1.519 1.519 • 6029.H 0 675 0.675 • 70E+H 0.815 0675 •D*0.750Lri-0 750L*0.450W+H 1.350 1.350 .0-.0.750L+0 7508.0 450W+H 1.519 1519 • 7501.+0.7503,05250E+H 1 519 1.519 Peterson Structural Engineers,Inc. project 15-067 date 04/13/17 P S E OBraregnoens 97225 dSuite 100 Phone,(503).292.1635 designer RAH/EFL sheet 29 of 32 it-0500$7RUMMAttKihWIS Fax 503.292.9846 • 7»(�DS;tliNiit ,_MV3ES,� C16�?Eta ;IeS+YLt�I� Description: Window Header Vertical Reactions Support notation:Far left a#1 Values in KIPS Load Coonbrnation Support 1 Support 2 +0.60D.O 60W+O_S0H 0.405 0.405 +O.60D-nO.70E+0.60H 0.405 0.405 Only 0.675 0.675 Lr Only 0.900 0.900 L Only S Only 1.125 1:125 W Only E Only H Only Peterson Structural Engineers,Inc. project 15-067 date 04/13/17 5 E 9400 SW Barnes Road,Suite 100 Phone:(503).292.163 Portland,Oregon.163 5 5 designer RAH/EFL sheet 30 of 32 PE"2:44 Fax:503.292.9846 . - - ' -• - -- ne.x.voisimpp.ii-i.415.0870.tnes-invosiq.eas Wood Beam-- - ---- ' - ENE-noft.C,,#40,1993-201ZatAld#.172.A.Wir6.17.2.28 Lic.e:KW-06002408 tcensee. Description: entry beam(out-of plane-flatuse) CODE REFERENCES Calculations per NDS 2012,IBC 2012,CBC 2013;ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method- Allowable Stress Design Fb-Tension 2,625.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,625.0 psi Ebend-xx 2,000.0 ksi Fc-PM 2,900.0 psi Eminbend-xx 1.016.54 kin Wood Species :Trus Joist Fc-Perp 625_0 psi Wood Grade :Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45_050 pcf Beam Bracing Completely Unbraced i W(0 18585) 1 * * * * * ..• I 9.250X 5 250 Span=13.750 ft Applied Loads Service loads entered Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: W=0.02478 K51, Tributary Width=7.50 ft DESIGN SUMMARY _ , Design OK Maximum Bending Stress Ratio = 0.20t 1 Maximum Shear Stress Ratio = 0.055: 1 Section used for this span 9.260 X 6.250 Section used for this span 9.250 X 5.250 lb:Actual = 845.62psi fv:Actual = 25 33 psi FB:Allowable = 4,200_00 psi Fv:Allowable = 464.00 psi Load Combination +D+0.60W1-Fl Load Combination -i.D1-0.60VV+H Location of maximum on span = 6.875ft Location of maximum on span r_- 00006 Span it where maximum occurs = Span#1 Span it where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.674 in Ratio= 244>=240. Max Upward Transient Deflection 0.000 in Ratio= 0<240.0 1 Max Downward Total Deflection 0.459 in Ratio= 359>=1 80 Max Upward Total Deflection 0.000 in Ratio= 0<180.0 1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 1278 1.278 Overall MINimum 0 063 0.063 .0.1-1 0.104 0.104 *D-.-L41 0.104 0.104 0.104 0,104 0,104 0.104 +0• .0.750LT-.0.7501.41 0_104 0.104 +0.0.750L+0.7508.1i 0.104 0.104 .0.0.60W+H 0.871 0 871 .0+0.70E4( 0 104 0.104 .0,0.750Lr.0.7501-x-0.459W.H 0 679 0 679 .0.0 750L.-0 7508.0 450W.H 0 679 0 679 -........., ....-- Peterson Structural Engineers.Inc. project 15-067 date 04/13/17 ps E ,94.0rtioa.n,W.Braemgoens 9R7o2a2d Suite 100 5 Phone(503).292.1635 designer RAH/EFL sheet 31 or 32 "SaIRROCT5RA1-9000S Fax:503.292.9846 „..,...........................................„ . FiP�=X: t�3�1��ISiS-iN?7fEE�3��^"3A] Q66^7 .;. Wood E8 LC INc: f83-?417, d6.1t2-24Ver6.1721g, L3 Licensee PETERSON STRUCTURAL ENGINEERS Description: entry beam(out-of plane-f tuse) Vertical Reactions Support notation:Far left is#1 Valles in KIPS Load Combination Support I Support 2 *D,0.750E*0.7505*0.5250E*H 0104 0.104 *0.600+0.60W*0:60H 0.829 0 829 +0.60D,0.70E+0.80H 0.063 0.063 D Only 0.104 0.104 Lr Only L Only S Only W Only 1.278 1.278 E Only H Only project 15-067 date 04/13/17 Peterson Structural Engineers,Inc. E9400 SW Barnes Road,Suite 100 PS Portland,Oregon 97225 designer RAH/EFLsheet 32 of 32 Phone:(503).292.1635 Plum eiMEIS Fax.503.292.9646 Oregon Energy Efficiency Specialty Code ,r� �:. +, r� ,�►� Interior Lighting Compliance Certificate Developed with `. Department of Consumer and Business Services COMcheck Software Building Codes Division Version 3.8.0 1535 Edgewater NW, Salem,Oregon RECEIVE1. Mailing address:P.O.Box 14470,Salem,OR 97309-0404 Phone:503-378-4133•Fax:503-378-2322 APR 13 2017 Web:bcd.oregon.gov CITY OF TIGARD BUILDING DIVISION SECTION 1: PROJECT INFORMATION Project type: New construction ❑ Addition ❑ Alteration EI (check only one) Project title: Clean Water services-TPS Building Remodel Construction site -. ,o 16060 SW 85th Ave Address: City: Tigard State: OR ZIP: 97224 Permit number: Permit date: Owner/agent First and last name: Tim Rondeau Compan : Clean Water services 16060 SW 85th Ave Address: City: Tigard State: OR ZIP: 97224 Phone number: 503-547-8150 E-mail: RondeauT@CleanWaterServices.org nerico Desrgitractor , First and last name: TANNER NAJAFI Compan : MFIA INC. Address: 2007 SE ASH ST City: PORTLAND State: OR ZIP: 97214 Phone number: 503-516-5000 E-mail: tannernajafi@yahoo.com r DEPARTMENT OF C£�OBBUSINE R &SERVICES 440-4919(4/11/COM) Page 1 of 10 SECTION 2: REQUIREMENTS CHECKLIST A Allowed Allowed watts Bu ld ng area method Area sq.ft. wattsift2 (B x C) Proposed watts Automotive facility Convention center Courthouse Dining: bar lounge/leisure Dining: cafeteria/fast food Dining:family Dormitory Exercise center Fire station Gymnasium Health care clinic Hospital Hotel Library Manufacturing facility Motel Motion picture theater Multi-family Museum Office 6770 0.91 6160 Parking garage Penitentiary Performing arts theater Police Post office Religious building Retail School/university Sports arena Town hall Transportation Warehouse Workshop Total watts 6160 440-4919(4/11/COM) Page 2 of 10 Area rate o Allowed g ry , Ceiling.._ Allowed watts Proposed,. (space-by-space}method Area sq.ft. height,(ft) -w (B x D atts/ft2 ) ' watts Automotive Service repair Bank =- Banking activity area Common space;types . , Active storage Atrium-first three floors Atrium-each additional floor Audience/seating area Classroom/lecture/training Conference/meeting/multipurpose Corridor/transition Dining area-bar lounge/leisure Dining area-family restaurant Dressing/locker room Electrical/mechanical Food preparation Inactive storage Laboratory Lobby Lounge/recreation Office-enclosed Office-open plan Restrooms Stairs-active Workshop Convention center Exhibit space Audience/seating area I I Courthouse/police station Courtroom Judges chambers Fire station Engine room Sleeping quarters Cymnasium/e>ercise centerII Playing area Exercise area Gymnasium audience/seating area Exercise center audience/seating area 440-4919(4/11/COM) Page 3 of 10 C ' ,S D .. : Altc�wed r Cetlmg Allowed watts ropase Area catae�c�ry ° (space-by-space)zmethod Ares sq ft height(ft) watts/ft2 (B x.f�) watts He spitat , Active storage Corridors/transition Emergency Exam treatment Laundry-washing Lounge/recreation Medical supply Nurse station Nursery Operating room Patient room Pharmacy Physical therapy Radiology Recovery I-Intel/motel. Hotel dining area Hotel lobby Motel dining area Library Card file and cataloging Reading area Stacks Manufacturing Corridors/transition Workshop used specifically for manufacturing Motion picture theater Audience/seating area I I Lobb I ' Y E. Museurrt Active storage General exhibition Inactive storage Restoration Parking garage Garage area Performing arts theater, Audience/seating area Lobb I I Y 440-4919(4/11/COM) Page 4 of 10 Allowed Area category r'y Ceiling, Allowed watts , Proposed (space-by-space}method Area sq..ft. height(ft);; watts/ftr. , (B x E') watts Post office Sorting area Religious buildings Audience/seating area Fellowship hall Worship pulpit, choir Retail Sales area Mall concourse Fitting room Additional lighting power for retail displays Furniture, clothing, cosmetics, or artwork Jewelry, crystal, or china Sales floor area other than those above Sports arena Audience/seating area Court sports area Indoor playing field area Ring sports area Transportation Air/train/bus-baggage area Airport-concourse Seating area Terminal-ticket counter Warehouse Fine material storage 1 Medium/bulky material storage I ,Total wafts 440-4919(4/11/COM) Page 5 of 10 ',SECTION 3: INTERIOR LiGHTIN FIXTURE SCHEDULE. ti .; ,: ota Lamps Number proposed, Fixture Wattage . per -Fixture: of wattage Buitd nglspace ID per tamp,, -fixture ' Wattage fixtures (E x F) Sheet E240 A 1 67 67 9 603 Sheet E240 B 1 34 34 0 0 Sheet E240 C 1 35 35 41 1435 Sheet E240 Cl 1 60 60 8 480 Sheet E240 D 1 59 59 3 177 Sheet E240 E 1 38 38 50 1900 Sheet E240 F 1 35 35 3 105 Sheet E240 G 1 20 20 16 320 Sheet E240 H 1 20 20 20 400 Sheet E240 L 1 8 8 8 64 Sheet E240 M 25 1 25 5 125 Sheet E240 N 10 1 10 2 20 Sheet E240 P 1 35 35 5 175 Sheet E240 P1 1 65 65 4 260 Sheet E240 X 1 1 1 10 10 Total 6074 440-4919(4/11/COM) Page 6 of 10 Lighting wattage: • 1. [505.1+]Total proposed watts must be less than or equal to total allowed watts. In the following requirements, the relevant code section reference is shown in[j. `+'denotes that more details exist in the specified code. Mandatory requirements: • 2. [505.4]Exit signs.Internally illuminated exit signs shall not exceed five watts per side. Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 • 3. [505.2.2.3+]Daylight zone control.All daylight zones are provided with individual controls that control the lights independent of general area lighting in the non-daylight zone. In all individual daylight zones larger than 350 square feet.,automatic daylight controls are provided.Automatic daylight sensing controls reduce the light output of the controlled luminaires at least 50 percent,and provide an automatic OFF control,while maintaining a uniform level of illumination. Contiguous daylight zones adjacent to vertical fenestration may be controlled by a single controlling device provided that they do not include zones facing more than two adjacent cardinal orientations(i.e., north,east,south,west). Daylight zones under skylights shall be controlled separately from daylight zones adjacent to vertical fenestration. Exceptions: o Retail spaces adjacent to vertical glazing(retail spaces under overhead glazing are not exempt) o Display, exhibition, and specialty lighting o HID lamps 150 watts or less o Spaces required to have occupancy sensors Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 • 4. [505.2.1+]Interior lighting controls.At least one local shutoff lighting control has been provided for every 2,000 square feet of lit floor area and each area enclosed by walls or floor-to-ceiling partitions.The required controls are located within the area served by the controls or are a remote switch that identifies the lights served and indicates their status. Exceptions: o Lighting systems serving areas designated as security or emergency areas that must be continuously lighted o Lighting in public areas such as concourses, stairways, or corridors that are elements of the means of egress with switches that are accessible only to authorized personnel o Lighting for warehouses,parking garages, or spaces using less that 0.5 watts per square foot o Lighting for contiguous, single-tenant retail spaces Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 LI 5. [505.2.3+]Sleeping unit controls.Master switch at entry to hotel/motel guest room. Location in plans/specs where compliance can be identified(enter NA if not applicable): N/A 440-4919(4/11/COM) Page 7 of 10 • • 6. [505.2.1.1]Egress lighting.Egress illumination is controlled by a combination of listed emergency relay and occupancy sensors to shut off during periods that the building space served by the means of egress is unoccupied. Exceptions: o Building exits as defined in Section 1002 of the Oregon Structural Specialty Code Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 • 7. [505.2.2+]Additional controls.Each area that is required to have a manual control shall have additional controls that meet the requirements of Sections 505.2.2.1 and 505.2.2.2 • 8. [505.2.2.1+]Light reduction controls.Each space required to have a manual control also allows for reducing the connected lighting load by at least 50 percent by either: 1. Controlling(dimming or multi-level switching)all luminaires;or 2. Dual switching of alternate rows of luminaires,alternate luminaires, or alternate lamps;or 3. Switching the middle lamp luminaires independently of other lamps; or 4. Switching each luminaire or each lamp. Exceptions: o Only one luminaire in space o An occupant-sensing device controls the area o The area is a corridor, storeroom, restroom,public lobby, or sleeping unit o Electrical and mechanical room o Areas that use less than 0.6 watts per square foot Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 • 9. [505.2.2.2]Buildings larger than 2,000 square feet are equipped with an automatic control device to shut off lighting in those areas.This automatic control device shall function on either: 1. A scheduled basis, using time-of-day,with an independent program schedule that controls the interior lighting in areas that do not exceed 10,000 square feet and are not more than one floor;or 2. An occupant sensor that shall turn lighting off within 30 minutes of an occupant leaving a space; or 3. A signal from another control or alarm system that indicates the area is unoccupied. Exceptions: o Sleeping units,patient care areas, and space where automatic shutoff would endanger safety or security Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 • 10. [505.2.2]Occupancy sensors in rooms that include daylight zones are required to have manual on activation. Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 440-4919(4/11/COM) Page 8 of 10 • 11.30 [505.2.2]An occupant sensor control device is installed that automatically turns lighting off within minutes of all occupants leaving a space. Exceptions: o Classrooms and lecture halls o Conference, meeting and training rooms o Employee lunch and break rooms. o Rooms used for document copying and printing o Office spaces up to 300 square feet o Restrooms o Dressing, fitting, and locker rooms Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 • 12. [505.2.2]Additional controls.An occupant sensor control device that automatically turns lighting off within 30 minutes of all occupants leaving a space or a locally activated switch that automatically turns lighting off within 30 minutes of being activated is installed in all storage and supply rooms up to 1,000 square feet. Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 • 13. [505.2.2.2.1]Occupant override.Automatic lighting shutoff operating on a time-of-day scheduled basis incorporates an override switching device that: 1. Is readily accessible, 2. Is located so that a person using the device can see the lights or the area controlled by that switch, or so that the area being lit is annunciated, 3. Is manually operated, 4. Allows the lighting to remain on for no more than two hours when an override is initiated, and 5. Controls an area not exceeding 2,000 square feet. Exceptions: o In malls and arcades, auditoriums, single-tenant retail spaces, industrial facilities, and arenas, where captive-key override is utilized, override time is permitted to exceed two hours o In malls and arcades, auditoriums, single-tenant retail spaces, industrial facilities, and arenas, the area controlled shall not exceed 20,000 square feet Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 • 14. [505.2.2.2.2]Holiday scheduling.Automatic lighting shutoff operating on a time-of-day scheduled basis has an automatic holiday scheduling feature that turns off all loads for at least 24 hours,then resumes the normally scheduled operation. Exceptions: o Retail stores and associated malls, restaurants, grocery stores,places of religious worship, theaters, and exterior lighting zones o Single-zone electronic time control devices and self-contained wall box preset lighting controls Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 440-4919(4/11/COM) Page 9 of 10 , • 15. [505.2.4+]Exterior lighting controls.Lighting not designated for dusk-to-dawn operation shall be controlled by either a combination of a photosensor and a time switch,or an astronomical time switch. Lighting designated for dusk-to-dawn operation shall be controlled by an astronomical time switch or photosensor. Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 • 16. [505.3]Tandem wiring.The following luminaires located with the same area shall be tandem wired: 1. Fluorescent luminaires equipped with one,three, or odd-numbered lamp configurations that are recess-mounted within 10 feet center-to center of each other. 2. Fluorescent luminaires equipped with one,three,or any odd-numbered lamp configuration,that are pendant-or surface-mounted within one foot edge-to-edge of each other. Exceptions: o Where electronic high-frequency ballasts are used o Luminaires on emergency circuits o Luminaires with no available pair in the same area Location in plans/specs where compliance can be identified(enter NA if not applicable): E240 ❑ 17. [505.5.1+]Medical task lighting or art/history display lighting claimed to be exempt from compliance has a control device independent of the control of the nonexempt lighting. Location in plans/specs where compliance can be identified(enter NA if not applicable): N/A ❑ 18. [505.7+]Each dwelling unit in a building is metered separately. Location in plans/specs where compliance can be identified(enter NA if not applicable): N/A r SECTION 5 COMPLIANCE STATEMENT: Compliance statement:The proposed lighting design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed lighting system has been designed to meet the Oregon Energy Efficiency Specialty code requirements in COMcheck Version 3.8.0 and to comply with the mandatory requirements in the requirements checklist. Tanner Nalafi-PE 03-03-2017Date Name—Title Signature 440-4919(4/11/COM) Page 10 of 10 iPPr/ COMcheck Software Version 4.0.3.1 Envelope Compliance Certificate vEr-s: Section 1: Project Information APR 1017 Energy Code:2014 Oregon Energy Efficiency Specialty Code CITY OF TIGARD BUILDING DIVISION Title: Durham TPS Building Remodel Project Type:Addition Envelope Compliance Method: Prescriptive Construction Site: Owner/Agent: Designer/Contractor: 16060 SW 85th Ave Portland,OR 97224 Building Location(for weather data): Tigard,Oregon Climate Zone: 4c Vertical Glazing/Wall Area Pct.: 20% Building.Use:Area Type Floor Area 1-Office:Nonresidential 6770 Section 2: Envelope Assemblies and Requirements Checklist Envelope PASSES Envelope Assemblies: R-Value Proposed Max.Allowed Component Name/Description Cavity Cont. U-Factor SHGC U-Factor SHGC New Exterior Wall Types 11-13:Wood-Framed,16"o.c.,[Bldg. 21.0 0.0 0.062 0.064 Use 1 -Office] New aluminum storefront windows:Metal Frame with Thermal --- --- 0.450 0.400 0.460 0.400 Break,Clear,[Bldg.Use 1-Office] Main entry storefront doors:Glass(>50%glazing):Metal Frame, --- --- 0.800 0.400 0.800 0.400 Entrance Door,Entrance Door,Entrance Door,[Bldg.Use 1 - Office] Mech/storage room doors:Insulated Metal,Swinging,[Bldg.Use --- --- 0.460 --- 0.700 1 -Office] New slab-on-grade areas:Slab-On-Grade:Unheated,[Bldg.Use 1 --- --- 0.730 --- 0.730 -Office] (a)Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. In the following requirements,blank checkboxes identify requirements that the applicant has not acknowledged as being met. Checkmarks identify requirements that the applicant acknowledges are met or excepted from compliance. 'Plans reference page/section'identifies where in the plans/specs the requirement can be verified as being satisfied. Fenestration Product Rating: 1. U-factors of fenestration products(windows,doors and skylights)are determined in accordance with NFRC 100 by an accredited, independent laboratory,and labeled and certified by the manufacturer or are determined using the commercial size category values listed in Chapter 15 of the 2009 ASHRAE Handbook of Fundamentals,Table No.4 and shall include the effects of the window frame. The temporary label afixed to the fenestration products must not be removed prior to inspection. 1 Exception applies:Site-built fenestration products shall have a single certificate specifying glazing type,special coatings, spacers,gas fills,center-of-glass and overall U-factor,and center-of-glass SHGC for every type of site built glass used.These certificates shall be maintained on the jobsite and made available to the inspector. Plans reference page/section: specifications section 08 41 13 2. Solar heat gain coefficient(SHGC)of glazed fenestration products(windows,glazed doors and skylights)shall be determined in accordance with NFRC 200 by an accredited,independent laboratory,and labeled and certified by the manufacturer or be determined using the Solar Heat Gain Coefficients(SHGC)in Chapter 15 of the 2009 ASHRAE Handbook of Fundamentals,Table No.10.The overall values must consider type of frame material and operator for the SHGC at normal incidence. Project Title: Durham TPS Building Remodel Report date. 04/12/17 Data filename:P:\CLEAN WATER SERVICES\TPS REMODEL\Codes-Permit-Zoning\energy code\2017-04-12_energy code comcheck.cck — Page 1 of 3 t t Plans reference page/section:specifcations sections 08 41 13&08 80 00 Air Leakage, Insulation, and Component Certification: ✓ 3. Sealing of the building envelope.Openings and penetrations in the building envelope are sealed with caulking materials or closed with gasketing systems compatible with the construction materials and location.Joints and seams are sealed in the same manner or taped or covered with a moisture vapor-permeable wrapping material.Sealing materials spanning joints between construction materials allow for expansion and contraction of the construction materials. Plans reference page/section: details, specifications ✓ 4. Window and door assemblies.The air leakage of window and sliding or swinging door assemblies that are part of the building envelope are determined in accordance with AAMA/WDMA/CSA 101/I.S.2/A440,or NFRC 400 by an accredited,independent laboratory,and labeled and certified by the manufacturer. Exception applies:Site-constructed windows and doors that are weatherstripped or sealed in accordance with Section 502.4.3. Plans reference page/section:specifications, various sections ✓ 5. Curtain wall,storefront glazing and commercial entrance doors.Curtain wall,storefront glazing and commercial-glazed swinging entrance doors and revolving doors are tested for air leakage in accordance with ASTM E 283.For curtain walls and storefront glazing, the maximum air leakage rate is 0.3 cubic foot per minute per square foot of fenestration area.For commercial glazed swinging entrance doors and revolving doors,the maximum air leakage rate is 1.00 cfm/ft2 of door area. Plans reference page/section: specifications, section 08 41 13 ✓ 6. Building thermal envelope insulation.An R-value identification mark is applied(by manufacturer)to each piece of insulation 12 inches or greater in width.Alternately,the insulation installers have provided a signed,dated and posted certification listing the type, manufacturer and R-value of insulation installed.Refer to code section for blown or sprayed insulation installation/settling depths and marker requirements. ✓ 7. Insulation mark installation.Insulating materials are installed such that the manufacturer's R-value mark is readily observable upon inspection. ✓ 8. Insulation product rating.The thermal resistance(R-value)of insulation has been determined in accordance with the U.S.FTC R-value rule. ✓ 9. Installation.All material,systems and equipment are installed in accordance with the manufacturer's installation instructions and the International Building Code. ✓ 10.Outdoor air intakes and exhaust openings.Stair and elevator shaft vents and other outdoor air intakes and exhaust openings integral to the building envelope shall be equipped with not less than a Class I motorized,leakage-rated damper with a maximum leakage rate of 4 cfm per square foot at 1.0 inch water gauge when tested in accordance with AMCA 500D.Stair and shaft vent dampers shall be capable of being automatically closed during normal building operation and interlocked to open as required by fire and smoke detection systems. Requirement is not applicable. Plans reference page/section: n/a ✓ 11.Loading dock weatherseals.Cargo doors and loading dock doors are equipped with weather seals to restrict infiltration when vehicles are parked in the doorway. Requirement is not applicable. Plans reference page/section: n/a ✓ 12.Recessed lighting.Recessed luminaires installed in the building thermal envelope are sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires are IC-rated and labeled as meeting ASTM E 283.All recessed luminaires are sealed with a gasket or caulk between the housing and interior wall or ceiling covering. Requirement is not applicable. Plans reference page/section: n/a 13.Vestibules.Doors that separate conditioned space from the exterior are protected with an enclosed vestibule,with all doors of the vestibule equipped with self-closing devices.Vestibules are designed so interior and exterior doors to not operate simultaneously. Exception applies:Doors that open directly from a space less than 3000 sq.ft.in area. Plans reference page/section: floor plans A110,A111 ✓ 14.Other components have supporting documentation for proposed U-Factors. Requirement is not applicable. Plans reference page/section: n/a Section 3: Compliance Statement Project Title: Durham TPS Building Remodel Report date: 04/12/17 Data filename:P:\CLEAN WATER SERVICES\TPS REMODEL\Codes-Permit-Zoning\energy code\2017-04-12_energy code comcheck.cck — Page 2 of 3 Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed envelope system has been designed to meet the 2014 Oregon Energy Efficiency Specialty Code requirements in COMcheck Version 4.0.3.1 and to comply with the mandatory requirements in the Requirements Checklist. /I °/1i 3/J Name-T le Signature Date SN FM a-0, Art. /PtzIt 4- Lc II!1'7-Twgir Project Title: Durham TPS Building Remodel eport Data filename:P.\CLEAN WATER SERVICES\TPS REMODEL\Codes-Permit-Zoning\energy code12017-04-l2_energycode date: 04/12/17 comcheck.cck Page 3 of 3 COMcheck Software Version 4.0.5.2 Mechanical Compliance Certificate RECEIVEn Section 1: Project Information Energy Code:2014 Oregon Energy Efficiency Specialty Code APR 3 2017 Project Title:Durham TPS Building Remodel Project Type:Alteration CITY OF TIGARD Construction Site: Owner/Agent: Designer/ANG ®IVISIQN Mariana Galofteanu MFIA 2007 SE Ash St Portland,OR 97214 503.234.0548 mariana.galofteanu@mfia-eng.com Section 2: General Information Building Location(for weather data): Sherwood,Oregon Climate Zone: 4c Section 3: Mechanical Systems List Quantity System Type&Description 1 HVAC System FU-1(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=58 kBtu/h Proposed Efficiency=80.00%Et,Required Efficiency=80.00%Et Cooling:1 each-Split System,Capacity=42 kBtu/h,Air-Cooled Condenser,No Economizer,Economizer exception:None Proposed Efficiency=13.00 SEER,Required Efficiency: 13.00 SEER Fan System: FAN SYSTEM FU-1 I Zone 1--Compliance(Motor nameplate HP method):Passes Fans: FAN 1 Supply,Constant Volume,1100 CFM,0.8 motor nameplate hp 1 HVAC System FU-2(Single Zone) Heating:1 each-Central Furnace,Gas,Capacity=78 kBtu/h Proposed Efficiency=80.00%Et,Required Efficiency=80.00%Et Cooling:1 each-Split System,Capacity=48 kBtu/h,Air-Cooled Condenser,No Economizer,Economizer exception:None Proposed Efficiency=13.00 SEER,Required Efficiency: 13.00 SEER Fan System: FAN SYSTEM FU-2 I Zone 2—Compliance(Motor nameplate HP method):Passes Fans: FAN 2 Supply,Constant Volume,1300 CFM,0.8 motor nameplate hp 1 HVAC System FU-3(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=78 kBtu/h Proposed Efficiency=80.00%Et,Required Efficiency=80.00%Et Cooling:1 each-Split System,Capacity=60 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=13.00 SEER,Required Efficiency: 13.00 SEER Fan System: FAN SYSTEM FU-3(Zone 3—Compliance(Motor nameplate HP method):Passes Fans: FAN 3 Supply,Constant Volume,1770 CFM, 1.0 motor nameplate hp 1 HVAC System FU-4(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=78 kBtu/h Proposed Efficiency=80.00%Et,Required Efficiency=80,00%Et Cooling:1 each-Split System,Capacity=48 kBtuth,Air-Cooled Condenser,Air Economizer Proposed Efficiency=13.00 SEER,Required Efficiency: 13.00 SEER Fan System: FAN SYSTEM FU-4(Zone 4—Compliance(Motor nameplate HP method):Passes Project Title:Durham TPS Building Remodel -- ---. Data filename:G:\Deva Architects19190_Clean Water Admin Tigards\Energy Forms19190 Mechanical Comcheck.cck Report date'03!03/17 Page 1 of 6 'Pm \I4 Fans: FAN 4 Supply,Constant Volume,1440 CFM,1.0 motor nameplate hp 1 HVAC System FU-5(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=39 kBtu/h Proposed Efficiency=80.00%Et,Required Efficiency=80.00%Et Cooling:1 each-Split System,Capacity=42 kBtu/h,Air-Cooled Condenser,No Economizer,Economizer exception:None Proposed Efficiency=13.00 SEER,Required Efficiency: 13.00 SEER Fan System: FAN SYSTEM FU-5 I Zone 5—Compliance(Motor nameplate HP method):Passes Fans: FAN 5 Supply,Constant Volume,1160 CFM,0.5 motor nameplate hp 1 HVAC System FU-6(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=97 kBtu/h Proposed Efficiency=80.00%Et,Required Efficiency=80.00%Et Cooling:1 each-Split System,Capacity=60 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=13.00 SEER,Required Efficiency: 13.00 SEER Fan System: FAN SYSTEM FU-6 I Zone 6--Compliance(Motor nameplate HP method):Passes Fans: FAN 6 Supply,Constant Volume,1760 CFM,1.0 motor nameplate hp 1 HVAC System FU-7(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=78 kBtu/h Proposed Efficiency=80.00%Et,Required Efficiency=80.00%Et Cooling:1 each-Split System,Capacity=60 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=13.00 SEER,Required Efficiency: 13.00 SEER Fan System: FAN SYSTEM FU-7 I Zone 7—Compliance(Motor nameplate HP method):Passes Fans: FAN 8 Supply,Constant Volume,1990 CFM,1.0 motor nameplate hp 1 HVAC System IAC-128(Single Zone): Cooling:1 each-Split System,Capacity=12 kBtu/h,Air-Cooled Condenser,No Economizer,Economizer exception:None Proposed Efficiency=13.00 SEER,Required Efficiency: 13.00 SEER Fan System: Unspecified 1 Water Heater 1: Electric Storage Water Heater,Capacity:80 gallons w/Circulation Pump Proposed Efficiency:0.82 EF,Required Efficiency:0.82 EF Section 4: Requirements Checklist In the following requirements,blank checkboxes identify requirements that the applicant has not acknowledged as being met.Checkmarks identify requirements that the applicant acknowledges are met or excepted from compliance.Plans reference page/section'identifies where in the plans/specs the requirement can be verified as being satisfied. Requirements Specific To: HVAC System FU-1 : • 1. Equipment meets minimum efficiency: Central Furnace(Gas): 80.00%Et(or 78%AFUE) • 2. Equipment meets minimum efficiency: Split System: 13.00 SEER • 3. Energy recovery ventilation systems.Individual fan systems that have both a design supply air capacity of 5,000 cfm or greater and a minimum outside air supply of 70 percent or greater of the design supply air quantity have an energy recovery system, Plans reference page/section:Not required for this system Requirements Specific To: HVAC System FU-2: ✓ 1. Equipment meets minimum efficiency: Central Fumace(Gas): 80.00%Et(or 78%AFUE) • 2. Equipment meets minimum efficiency: Split System: 13.00 SEER ✓ 3. Energy recovery ventilation systems.Individual fan systems that have both a design supply air capacity of 5,000 cfm or greater and a minimum outside air supply of 70 percent or greater of the design supply air quantity have an energy recovery system. Plans reference page/section:Not required for this system Requirements Specific To:HVAC System FU-3 : • 1. Equipment meets minimum efficiency: Central Furnace(Gas): 80.00%Et(or 78%AFUE) I 2. Equipment meets minimum efficiency: Split System: 13.00 SEER • 3. Energy recovery ventilation systems.Individual fan systems that have both a design supply air capacity of 5,000 cfm or greater and a minimum outside air supply of 70 percent or greater of the design supply air quantity have an energy recovery system. Project Title:Durham TPS Building Remodel Report date:03/03/17 Data filename:G:\Deca Architects19190_Clean Water Admin Tigards\Energy Forms\9190 Mechanical Comcheck.cck Page 2 of 6 Plans reference page/section:Not required for this system 4. Supply air economizers shall be provided on each cooling system and are capable of providing 100-percent outdoor air,even if additional mechanical cooling is required to meet the cooling load of the building.Systems provide a means to relieve excess outdoor air during economizer operation to prevent overpressurizing the building. Plans reference page/section:M002 and specifications Requirements Specific To:HVAC System FU-4: • 1. Equipment meets minimum efficiency: Central Furnace(Gas): 80.00%Et(or 78%AFUE) ✓ 2. Equipment meets minimum efficiency: Split System: 13.00 SEER 3. Energy recovery ventilation systems.Individual fan systems that have both a design supply air capacity of 5,000 cfm or greater and a minimum outside air supply of 70 percent or greater of the design supply air quantity have an energy recovery system. Plans reference page/section:not required Requirements Specific To: HVAC System FU-5 • 1. Equipment meets minimum efficiency: Central Fumace(Gas): 80.00%Et(or 78%AFUE) • 2. Equipment meets minimum efficiency: Split System: 13.00 SEER ✓ 3. Energy recovery ventilation systems.Individual fan systems that have both a design supply air capacity of 5,000 cfm or greater and a minimum outside air supply of 70 percent or greater of the design supply air quantity have an energy recovery system. Plans reference page/section:not required Requirements Specific To: HVAC System FU-6 : • 1. Equipment meets minimum efficiency: Central Furnace(Gas): 80.00%Et(or 78%AFUE) ✓ 2. Equipment meets minimum efficiency: Split System: 13.00 SEER • 3. Energy recovery ventilation systems.Individual fan systems that have both a design supply air capacity of 5,000 cfm or greater and a minimum outside air supply of 70 percent or greater of the design supply air quantity have an energy recovery system. Plans reference page/section: not required • 4. Supply air economizers shall be provided on each cooling system and are capable of providing 100-percent outdoor air,even if additional mechanical cooling is required to meet the cooling load of the building.Systems provide a means to relieve excess outdoor air during economizer operation to prevent overpressurizing the building. Plans reference page/section:M002 and specs Requirements Specific To: HVAC System FU-7: • 1. Equipment meets minimum efficiency: Central Furnace(Gas): 80.00%Et(or 78%AFUE) • 2. Equipment meets minimum efficiency: Split System: 13.00 SEER ✓ 3. Energy recovery ventilation systems.Individual fan systems that have both a design supply air capacity of 5,000 cfm or greater and a minimum outside air supply of 70 percent or greater of the design supply air quantity have an energy recovery system. Plans reference page/section: Not required • 4. Supply air economizers shall be provided on each cooling system and are capable of providing 100-percent outdoor air,even if additional mechanical cooling is required to meet the cooling load of the building.Systems provide a means to relieve excess outdoor air during economizer operation to prevent overpressurizing the building. Plans reference page/section:M002 and specs Requirements Specific To: HVAC System IAC-128 : 1. Equipment meets minimum efficiency: Split System: 13.00 SEER 1 2. Energy recovery ventilation systems.Individual fan systems that have both a design supply air capacity of 5,000 cfm or greater and a minimum outside air supply of 70 percent or greater of the design supply air quantity have an energy recovery system. Plans reference page/section:not required Requirements Specific To: Water Heater 1 : • 1. Newly purchased equipment meets the efficiency requirements. Electric Water Heater efficiency: 0.82 EF(333 SL,Btu/h(if>12 kW)) 2. Service water-heating equipment performance efficiency.Water heating equipment efficiency has been verified through data furnished by the manufacturer or through certification under an approved certification ro • 3. Temperature controls.Service water-heating equipment have controls to allow a setpoint of 110°F for equipment serving dwelling units and 90°F for equipment serving other occupancies.The outlet temperature of lavatories in public facility rest rooms is limited to 110°F. Plans reference page/section; P002.p201 ✓ 4. Heat traps.Water-heating equipment not supplied with integral heat traps and serving noncirculating systems have heat traps on the supply and discharge piping associated with the equipment. Project Title:Durham TPS Building Remodel Data filename:G:\Deva Architects\9190 Clean Water Admin Tigards\Energy Forms\9190 Mechanical Comcheck.cck Report date: 03/03/17 Page 3 of 6 p.e � Plans reference page/section:n-a • 5. Pipe Insulation.For automatic-circulating hot water and externally heated(such as heat trace or impedance heating)systems,piping is insulated in accordance with the specifications of this section. • 6. Hot Water System Controls.Systems designed to maintain usage temperatures in hot water pipes is turned off automatically when the hot water system is not in operation and has demand sensing controls that turn off the system when there is no demand when the system is operational.A check valve or similar device is installed per requirement details. Plans reference page/section:P601 Generic Requirements: Must be met by all systems to which the requirement is applicable: • 1. Calculation of heating and cooling loads.Design loads are determined in accordance with the procedures described in the ASHRAEIACCA Standard 183.Alternatively,design loads have been determined by an approved equivalent computation procedure. • 2. Packaged Electric Equipment.Specified packaged electrical equipment has a heat pump as the primary heating source. Requirement is not applicable. Plans reference page/section: f 3. Cooling equipment economizers:The total capacity of all cooling equipment without economizers must be less than 240 kBtu/h.This project lists 144 kBtu/h capacity without economizers.That portion of the equipment serving dwelling units and guest rooms is not included in determining the total capacity of units without economizers. Plans reference page/section: M002 • 4. Equipment and system sizing.Heating and cooling equipment and systems capacity do not exceed the loads calculated in accordance with Section 503.2.1. Plans reference page/section: M002 • 5. HVAC Equipment Performance Requirements.Reported efficiencies have been tested and rated in accordance with the applicable test procedure.The efficiency has been verified through certification under an approved certification program or,if no certification program exists,the equipment efficiency ratings are supported by data fumished by the manufacturer. • 6. Thermostatic Controls.The supply of heating and cooling energy to each zone is controlled by individual thermostatic controls that respond to temperature within the zone. Plans reference page/section: M211.M212 ✓ 7. Heat pump supplementary heat.Heat pumps having supplementary electric resistance heat have controls that,except during defrost, prevent supplementary heat operation when the heat pump can meet the heating load. Plans reference page/section: n/a 1 8. Set point overlap restriction.Where used to control both heating and cooling,zone thermostatic controls provide a temperature range or deadband of at least 5°F(2.8°C)within which the supply of heating and cooling energy to the zone is capable of being shut off or reduced to a minimum. Plans reference page/section: M002.SPEC SECTION 23 54 00 ✓ 9. Optimum Start Controls.Each HVAC system has controls that vary the start-up time of the system to just meet the temperature set point at time of occupancy. Plans reference page/section: SPEC SECTION 23 54 00 ✓ 10.0ff-hour controls.Each zone is provided with thermostatic setback controls that are controlled by either an automatic time clock or programmable control system. Plans reference page/section:SPEC SECTION 23 54 00 • 11.Shutoff damper controls.Both outdoor air supply and exhaust are equipped with not less than Class I motorized dampers. Plans reference page/section: M002.M211.M212 • 12.Freeze Protection and Snow melt system controls.Freeze protection systems,such as heat tracing of outdoor piping and heat exchangers,including self-regulating heat tracing,include automatic controls capable of shutting off the systems when outdoor air temperatures meet code criteria. Plans reference page/section: N/A 1 13.Separate air distribution systems.Zones with special process temperature requirements and/or humidity requirements are served by separate air distribution systems from those serving zones requiring only comfort conditions;or shall include supplementary control provisions so that the primary systems may be specifically controlled for comfort purposes only. Exception applies: [503.2.4.8+]Zones requiring only comfort heating or comfort cooling that are served by a system primarily used for process temperature and humidity control. Project Title:Durham TPS Building Remodel Report date:03/03/17 Data filename:G:\Deva Architects\9190_Clean Water Admin Tigards\Energy Forms\9190 Mechanical Comcheck.cck Page 4 of 6 4. "1 Plans reference page/section'PLANSis 14.Humidity control.If a systeml is equipped with a means to add or remove moisture to maintain specific humidity levels in a zone or zones,a humidity controdevice provided. Plans reference page/section:N/A • 15.Humidity control.Where a humidity control device exists it is set to prevent the use of fossil fuel or electricity to produce relative humidity in excess of 30 percent.Where a humidity control device is used for dehumidification,it is set to prevent the use of fossil fuel or electricity to reduce relative humidity below 60 percent. Plans reference page/section:N/A • 16.Humidity control.Where a humidity control device exists it is set to maintain a deadband of at least 10%relative humidity where no active humidification or dehumidification takes place. Plans reference page/section: N/A • 17.Ventilation.Ventilation,either natural or mechanical,is provided in accordance with Chapter 4 of the International Mechanical Code. Where mechanical ventilation is provided,the system has the capability to reduce the outdoor air supply to the minimum required by Chapter 4 of the International Mechanical Code. Plans reference page/section: m005 • 18.Demand controlled ventilation(DCV).DCV is required for spaces larger than 500 ft2 for simple systems and spaces larger than 150 ft2 for multiple zone systems. Plans reference page/section:N/A ✓ 19.Kitchen hoods.Kitchen makeup is provided as required by the Oregon Mechanical Specialty Code. Plans reference page/section: N/A ✓ 20.Enclosed parking garage ventilation controls.In Group S-2,enclosed parking garages used for storing or handling automobiles employs automatic carbon monoxide sensing devices. Plans reference page/section:N/A • 21.Duct and plenum insulation and sealing.All supply and return air ducts and plenums are insulated with the specified insulation.When located within a building envelope assembly,the duct or plenum is separated from the building exterior or unconditioned or exempt spaces by a minimum of R-8 insulation.All ducts,air handlers and filter boxes are sealed.Joints and seams comply with Section 603.9 of the International Mechanical Code. • 22.Low-pressure duct systems.All longitudinal and transverse joints,seams and connections of low-pressure supply and return ducts are securely fastened and sealed with welds,gaskets,mastics(adhesives),mastic-plus-embedded-fabric systems or tapes installed in accordance with the manufacturer's installation instructions. Plans reference page/section: SPEC SECTION 23 30 00 • 23.Medium-pressure duct systems.All ducts and plenums designed to operate medium-pressure are insulated and sealed in accordance with Section 503.2.7.Pressure classifications specific to the duct system are clearly indicated on the construction documents. Plans reference page/section: N/A • 24.1-ligh-pressure duct systems.Ducts designed to operate at high-pressure are insulated and sealed in accordance with Section 503.2.7. In addition,ducts and plenums are leak-tested in accordance with the SMACNA HVAC Air Duct Leakage Test Manual. Plans reference page/section:N/A ✓ 25Air system balancing.Each supply air outlet and zone terminal device is equipped with means for air balancing in accordance with the requirements of IMC 603.17.Discharge dampers intended to modulate airflow are prohibited on constant volume fans and variable volume fans with motors 10 horsepower. Plans reference page/section: PLANS • 26.Manuals.The construction documents require that an operating and maintenance manual be provided to the building owner by the mechanical contractor.See long description for specifications. Plans reference page/section:SPEC SECTION 23 05 00 ✓ 27Air System Design and Control.Each HVAC system having a total fan system motor nameplate hp exceeding 5 hp meets the provisions of Sections 503.2.10.1 through 503.2.10.2. Plans reference page/section: N/A • 28Allowable fan floor horsepower.Each HVAC system at fan system design conditions does not exceed the allowable fan system motor nameplate hp(Option 1)or fan system bhp(Option 2)as shown and calulated in requirement details. Plans reference page/section: M002,M004 Project Title:Durham TPS Building Remodel _ date: Data filename:G:\Deva Architects19190_Clean Water Admin TigardstEnergy Forms\9190 Mechanical Comcheck.cck ReportPage 5 of6 03/03/17 f 29.Motor nameplate horsepower.For each fan,the selected fan motor is no larger than the first available motor size greater than the brake horsepower(bhp}. Plans reference page/section: M002,M004 f 30,Large Volume Fan Systems.Fan systems over 8,000(7 m3/s)cfm without direct expansion cooling coils that serve single zones reduce airflow based on space thermostat heating and cooling demand.A two-speed motor or variable frequency drive reduces airflow to a maximum 60 percent of peak airflow or minimum ventilation air requirement as required by Chapter 4 of the International Mechanical Code,whichever is greater. Plans reference page/section:N/A • 31.All air-conditioning equipment and air-handling units with direct expansion cooling and a cooling capacity at ARI conditions greater than or equal to 110,000 Btu/h that serve single zones have their supply fan operation controlled according to code specific requirements, Plans reference page/section:N/A • 32.Series fan-powered terminal unit fan motors.Fan motors for series fan-powered terminal units are electronically-commutated motors and have a minimum motor efficiency of 70 percent when rated in accordance with NEMA Standard MG 1-2006 at full load rating conditions. Plans reference page/section:NIA • 33.Hot Gas Bypass Limitation.For cooling systems<=240 kBtufh,maximum hot gas bypass capacity is no more than 50%total cooling capacity. Plans reference page/section:NIA • 34.All service water heating requirements are listed in requirements section specific to the system. Section 5: Compliance Statement Compliance Statement: The proposed mechanical alteration project represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application.The proposed mechanical alteration project has been designed to meet the 2014 Oregon Energy Efficiency Specialty Code,Chapter 8,requirements in COMcheck Version 4.0.5.2 and to comply with the mandatory requirements in the Requirements Checklist. Mariana Galofteanu 1/ f Vtyt — S (g / i t Name-Title Signature Date Section 6: Post Construction Compliance Statement O HVAC record drawings of the actual installation,system capacities,calibration information,and performance data for each equipment provided to the owner. • HVAC O&M documents for all mechanical equipment and system provided to the owner by the mechanical contractor. ci Written HVAC balancing and operations report provided to the owner. The above post construction requirements have been completed. Principal Mechanical Designer-Name Signature Date Project Title:Durham TPS Building Remodel Report date:03/03/17 Data filename:G:\Deca Architects\9190_Clean Water Admin Tigards\Energy Forms\9190 Mechanical Comcheck.cck Page 6 of 6