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WHEATON WAY, 1619
P N E R 11 N G e L STORMWATER SITE PLAN FOR SEAGLASS VILLAGE CITY OF BREMERTON, WASHINGTON Prepared m New Standard sties, Inc. 1591,0 Ventura Blvd., Suite 14SO 41362 Enci CA 91436 no, Prepared m m Leah Dunsdon,, .E®, Project Engineer P.O. Box 4 Gig Harbor,, WA 98335 2857-5454 Project # 16-104 I hereby state that this Storm water Site Plan for SeaGlass Village has&uv7 prepared by me or under my s uverv&on and rneets�the standard of cure and expertise that is usual and customary in this community of°pry famonaf eggneers I i rrc.'er strand that the Cfty of 8m a7erton Boas not and Pull!neat dass;vma liabillty for the srfciency sultabrllty or perfo mance of drainage facilities prepared by Contour Ene#waing LLC This analysis is based on data and records eitlx r supialr r i, obtained by Contour Engineeting,tt,C: These documents are referenced within the teat of the analysis. The analysis has been prepared utilizing procedures and pnirtir eq within the,standard accepted practices of the Indus y: TABLE 'OF CONTENTS PAGE 1.0 PROJECT OVERVIEW............ .......... ......... .... ...............................................................2 PURPOSE.AND SCOPE__... ........ .......... ...... .......__......_...... _2 PROJLC"I'DESCRIVI ION.____......._........... .......... PROJECTJ-OCATION... ......,,............. .......... . ,__.......___....... ...............__...... ................ .......__...... __2 PROJECTSUMMARY ...........____.................._,__.................. ........... ...........................___................2 PROJECT METHODOLOGY...... ............. ................... ........... .....__.........__......._,_..................3 2.0 EXISTING CONDITIONS.........................................................................................................................3 TOPOGRAPHY................... ........... ............................. . ......... ...................................... ............ ............. .......,3 NATRIE SOILS.-........__... .......... ................... ........... ..... ...... ................... .................... ............... ...........3 GROUNDCOVER................ .........................................................................__.........................................................3 ADJACENTLAND USES....................... ........... ................. .......__.........................................__...........................3 DRAINAGEPATTERNS................................................ ....... ...................... ........... .......... ........ ..... ................. 3 CRITICAL AND SENSITIVE AREAS............ ....__....... .................. ........... ..................._....................._... .... 4 OTHER ExiSTING Sri'E INFORMATION ............................. ....... .................. .......__............... ........... .............. 3.0 DOWNSTREAM ANALYSIS (QUALITATIVE ANALYSIS)..................................................................4 REVIEW ALL AVAILABLE INFORMATION OF THE STUDY AREA.......... DE FINE AI~D MAP STUDY AREA.... ......_........ ............... DiscussioN OF DowNsTREAN.i SYSTEM.........___11......_.........-......___....... .......__....... 5 4.0 HYDROLOGIC & HYDRAULIC ANALYSIS...........................................................................................I Exis'nNc-,Srr.E 11YDR(.)i..oc;y ...... ...... ...................... 5 D EvE T..,o PED SITE I TY D ROT,()GY ...... ......... ......... FLOW C,ON TR OL_ ......____......... 6 WATER QL-AIJTY_____... ...... ........ ....... .6 CONVEYAN(.F.CAPACTTY ....... ...... .......... 5.0 MINIMUM REQUIREMENTS......................................................................................................................7 MTNTMum RFQTHRF.MFNT4'l PREPARATION OF STORMWATr-,R SITE PLANS ...... .......-.............. MjNTN4I_7m RFQMRFN1F_N'T42 CONSTRUMION STORMWATER POLLUTION PREVFNTION(SWPP)............. ......... MTNimj-N,iRcpTflRr,mFNT43 SOI)Rcr�('ONTROt.OrPOLT,I)TIC)N.............................. ................... .....__................7 MWIMUrvi RFA)mP.rNmNr#4 NnSFRVATION OF NATURAL DRATNAGE SYSTEMS AND OUTFALLS ......................7 MTNjivium RrQi,jiRFMFNTk5 ON-SITE STORM WATEP .....__._.............. ....... ...............___ ...... __......._8 mrNimum Rr:QuiRc.mFNT 06 RtiNorT TRFATmFNT,.,......... .......___11...... 10 M.TN im u m R r,Qi,j I R rm FNT#7 F r,ow CONT P OL.........__.......... .......... ....... ...... ............................. .......10 MT.N im I)m RT,-.0 111 R EM FNT#8 WFTLANDS P ROTECT TON ,......... .......... ........... .......... ....... 10 lViTNimum Rt-,.Qt,,iRrmr:sNT 99 Opr�RATION AND MAINTENANicn.................................................................................10 Appendix A General Exhibits Appendlx,6 Site Developr-nenL Plains Appendix C Soils Information Appendix D Basin Maps and Flow Chart,for Determining Requirements for Redevelopment Appeni E" Minimum Requirement #5 —Can-site Stormwater Management PROJECT OVERVIEW Purpose and scope This Stormwater Site Plan accompanies the Site Development Plans for the proposed improvements at the existing apartment complex of SeaGlass Village (previously named Bremerton Gardens). See Appendix A for a Vicinity Map The Department of Ecology's 201 5nrrnwater Management Manual for Western Wasl7ngton (SWMMWW) and the requirements of the City of Bremerton will establish the methodology and design criteria used for this project. Project Description Project improvements include conversion of an existing single family residence into a new leasing office, construction of a building addition connected to the new leasing office, and reconfiguring and paving the existing gravel parking lot located south of the new leasing office. The existing driveway onto Wheaton Way serving the existing single family residence will be removed and a new driveway approach for the parking lot will be constructed onto Wheaton Way. See Appendix B for site development plans.. Project Location The project is situated in the City of Bremerton at the southwest corner of Wheaton Way and Parkside Drive in 'Section 13, Township 24 North, Range 1 East, W.M. Project Summary Zoning: R-20 I Property Owner: Bremerton Pee Owner LLC i 1 910 Ventura Blvd., Suite 1450 r Encino, CA 91436 Parcel Number,, Area &Address: 985-008-001.00 3 (Lot 1) (6,098 Sq. Ft.) 1619 "Wheaton Way. Contains residence being converted to leasing office. 5277-000-004-0001 (Lot A4) (25,265 Sq. Ft.) No address. Contains existing asphalt and gravel parking lot. 5277-000-0012-0003 (206,910 Sq. Ft.) 1014 Parkside Drive.. Contains associated apartment complex. Bremerton, WA 98310 Parcel Note: The above listed three parcels are intended to be consolidated prior to development, i I Project Methodology The 2012 Stormwater Management Manual for Western Kasl7ington (SWMMWW) and the requirements of the City of Bremerton will provide the methodology and requirements to address and mitigate potential impacts to stormwater for the project. 2.0 ExiSTING CONDMONS Topography The project site generally slopes down from the north to the south at grades typically between 5 and 10 percent. Slopes of approximately 50% exist southwest of the existing parking lot. Along the frontage, Wheaton Way slopes from north to south at grades typically between 5 and 6 percent. Parkside Drive slopes from east to west at grades typically between 1 and 2 percent. Native Soils The Natural Resources Conservation Service (NRCS) soil survey identifies only Alderwood gravelly sandy loam, 8 to 15 percent slopes within the project area. The, Alderwood soil group has a hydrologic soil group (HSG) rating of B, which are defined as potentially well-draining soils that may be adequate for the use of storm titer infiltration facilities. A map of the underlying soils, as identified by the NRCS, can be found in Appendix C. Groundcover The project site is developed with a single-family residence, an asphalt and gravel parking l'�ot, grass, trees and landscaping. The area southwest of the existing parking lot is overgrown with a mix of vegetation. Adjacent Land Uses The project is surrounded by the following uses and entities: NORTH, Parkside Drive (private road) SOUTH: Single family residence EAST: Wheaton Way (public road) WEST: Associated' apartment complex residential buildings, Drainage Patterns Storm water runoff from the existing asphalt parking lot sheet flows in a southerly direction and likely infiltrates in the existing vegetated area located south of the asphalt lot. Precipitation falling on the existing gravel parking lot is assumed to either infiltrate into gravel parking area or sheet flow in a southwesterly direction and infiltrate in the existing vegetated area located south of the asphalt lot. None of the storm water runoff from on-site impervious surfaces is collected by or conveyed to a storm water system. It is assumed that ally precipitation is either consumed by the on-site vegetation or infiltrates into the ground. No indicators of erosion or flooding were identified onsite, although the potential for erosion exists on the slope located southwest of the parking lot. For further discussion of the drainage patterns of the site see Section 3.0. Critical and Sens,itive Areas The project site (consisting of parcel numbers 4985-'008-001-0'003 & 5277-000-004- 0001) is not identified as a Category I or Category II Aquifer Recharge Protection Area per the Kitsap County Critical Aquifer Recharge Area Map. A portion of the adjacent, associated apartment complex (parcel number 5277-000-002-0003) is identified as a Category 11 Aquifer Recharge Protection Area. There are no known wellheads on or adjacent to the proposed project site, therefore wellhead protection is not required. See Appendix A for figure. Portions of the adjacent, associated apartment complex are identified as critical areas and portions are identified as shoreline buffer. No critical or sensitive areas or associated buffers are known on the project site. Other Existing Site Information The Department of Ecology well log maps do not show any wells on or adjacent to the site. There are no known wells, underground tanks or septic systems on or adjacent to the site. 3.0 DOWNSTREAm ANALYSIS (QUALITATIVE ANALYSIS) Review all Available Information of the Study Area All available information regarding existing and potential water quality, runoff volumes and rates, flooding and stream bank erosion problems within the study area have been reviewed. Reviewed material included NRSC soil information, City of Bremerton GIS maps, sewer and water plans from the existing Bremerton Gardens Apartments Complex, as well as photography of the project site. See Appendix A for appropriate maps and information. Define and Map Study Area The study area for the proposed project has been limited to the upstream basin, project area and a quarter mile downstream from the property. The project site is bordered on the north by Parkside Drive, on the east by Wheaton Way, and the 4 I 02=wwwom property, located west and south of the site is located at a lower elevation than the project site. Therefore, no off-site drainage overland flows onto the project site. However, an existing 12" concrete culvert does run in roughly a northeast-southwest direction through the site, under the existing asphalt parking lot. The upstream basin for this existing 12" concrete culvert (constructed in 1941) is an area of undetermined size located north and northeast of the project site. The existing 12" concrete culvert, and two runs of 12" CMP (also constructed in 1941) upstream of the project site can be seen in the City of Bremerton GIS map included in Appendix A. The project area basin corresponds to the basin area in the Existing Basin Map included in Appendix D. Discussion of Downstream System The existing 12" concrete culvert under the existing asphalt parking lot continues southwest from the project site approximately 180 feet prior to turning west for approximately 110 feet, southwest for approximately 120 feet, and southeast for approximately 230 feet before outfalling to the Port Washington Narrows portion of the Puget Sound. The pipe slopes in the downstream system were not determined; however, based upon, the topographic elevations between the site and the outfall, it is anticipated the downstream system has slopes in the range of 3-20%. The downstream system consists of both concrete and PVC pipes, and consists of mainly 12"' pipe, although the outfaill is of a larger size. See the City of Bremerton GIS map included in Appendix A for a map which includes the downstream system. The proposed project includes a storm drainage connection to the existing 12" concrete culvert crossing the project site. No erosional or flooding problems are known to be associated with the study area and no other problems are expected to occur as a result of the proposed development. 4.0 HYDROLOGIC & HYDRAULIC ANALYSIS Existing Site Hydrology See Existing Drainage pattern Descriptions in Section 2.0. See Appendix D for the Existing Basin Map. Total Basin Area 21,242 sq. ft. (0.49 Acre) Total Existing Pervious Surface Area= 9,996 sq. ft. Existing Impervious Area (Buildings)= 21148 sq. ft. Existing Impervious Area (Asphalt/Concrete)= 4,747 sq. ft. Existing Impervious Area (Gravel)= 4,3 5 1 sq. ft. Total Existing Impervious Surface Area= 11,246 sq. ft. 5 Developed Site Hydrology All on-site runoff will be collected and conveyed to a catch basin with an oil/water separator prior to discharging to the existing 12" concrete culvert crossing the project site. Roof drains will have a perforated stub-out connection prior to discharging to the proposed on-site stormwater system. See the Site Development Plans, in Appendix B. See Appendix D for the Developed Basin Map, Total Basin Area= 21,242 sq. ft. (0.49 Acre) Total Redeveloped Pervious Surface Area= 8,306 sq. ft. Redeveloped Impervious Area (Buildings)= 3,177 sq. ft. Redeveloped Impervious Area (Asphalt/Concrete)= 9,759 sq. ft. Total Redeveloped Impervious Surface Area- 12.936 sq. ft. Additional Impervious Surface Area = 12,936 sq. ft. — 11,246 sq. ft. = 1,690 sq. ft. Disturbed Area = Approximately 15,000 sq. ft. = 0.34 acre Flow Control See Appendix D for Figure 2.4.2 — Flow Chart for Determining Requirements for Redevelopment from the 2012 SWMMWW. Per the completed flowchart, Minimum Requirements #1 through #5 apply to the new and replaced hard surfaces and the land disturbed. No additional requirements apply. Therefore, the project is exempt from flow control, which is Minimum Requirement #7. Water Quality See Appendix D for Figure 2.4.2 — Flow Chart for Determining Requirements for Redevelopment from the 2012 SWMMWW. Per the completed flowchart, Minimum Requirements #1 through #5 apply to the new and replaced hard surfaces and the land disturbed. No additional requirements apply. Therefore, the project is exempt from runoff treatment, which is Minimum Requirement #6. Pre-settlement will be achieved through a catch basin with an oil-water separator per City of Bremerton Standard Detail 4006. Conveyance Capacity The proposed on-site stormwater system has the capacity to convey the runoff from the 25-yr storm event. 6 5.0 MINIMUM QUI E'M NTS See Appendix D for Flgure 2.`Fr.2 — Flow Chart for Determining Requirements for Redevelopment from the 2012 SWMMWW. Per the completed flowchart, Minimum Requirements #1 through #5 apply to the new and replaced hard surfaces and the land disturbed. No additional requirements apply. Minimum Requirement #1 Preparation of Stormwater Site Plan This storm water site plan satisfies this requirement. Minimum Requirement #2 Construction Stormwater Pollution Prevention (S PP) A Construction Stormwater Pollution Prevention Plan is included with this submittal. Minimum Requirement #3 Source Control of pollution Applicable Source Control BMPs will be employed as needed. Deter to Volume IV of the 2012 SWMMWW for information on Source Control BMPs. Source Control BMPs that could be needed for this project include, but may not be limited to: a S405 and S406 BMPs for Deicing and Anti-Icing Operations 0 S407 BMPs for Dust Control at Disturbed Land Areas and Unpaired Roadways and Parking lots o S411 BMPs for Landscaping and Lawn/Vegetation Management a S41 ' BMPs for Maintenance of Stormwater Drainage and Treatment Systems a S421 BMPs for Parking and Storage of Vehicles and Equipment S42.4 BMPs for Roof/Building Drains ,at Manufacturing and Commercial Buildings 543E BMPs for Urban Streets S431 BMPs for Washing and Stearn Cleaning Vehicles/Bquipment/Buil'ding Structures Construction BMPs will also be employed as needed and will be located within the Construction SWPPP. Minimum Requirement #4 Preservation of natural drainage systems and outfalls The project site generally slopes to the south. The natural drainage system for the project site involves a combination of infiltration in the gravel and landscaped areas on-site and overland flog and infiltration in the vegetated area located southwest of the new asphalt parking lot. However, the area southwest of the new asphalt parking lot contains slopes of uip to approximately 50% and has been determined to 7 i an unsuitable outfall location and is not feasible for dispersion BMPs. See the Minimum Requirement #5 On-site stonn water management section below for additional information regarding feasibility of dispersion on-site. The on-site runoff will be collected and conveyed to a catch basin with an oil/water separator prior to discharging to the existing 12" concrete culvert crossing the project site. Roof drains will have a perforated stub-out connection prior to discharging to the proposed on-site stormwater system. The project is flow control exempt. In conclusion, the natural drainage patterns of the project site have been analyzed and it has been determined that maintaining natural drainage patterns is not practicable for the site due to the existing slopes and the associated potential for erosion damage. Discharging runoff to the existing 12"r concrete culvert on-site will prevent erosion at and downstream of the project site. The proposed stormwater facilities are not anticipated to contribute to any adverse downgiradient impacts. Minimum Requirement #5 On-site storm water management This project is flow control exempt, and therefore the project does not have to achieve the LID performance standard, nor consider bioretention, rain gardens, permeable pavement, and full dispersion if using List #1 or List #2 of the 2012 SWMMWW. List #1: On-site Stormwater Management BMPs, for Projects Triggering Minimum Requirements #1 through #5. Lawn and landscaped areas: Post-Construction Soil Quality and Depth in accordance with BMP T5.13 in Chapter 5 of Volume V of the 2012 SWMMWW. — The project will use this BMP. Roofs: 0 Full Dispersion in accordance with BMP T530 in Chapter 5 of Volume V of the 2012 SWMMWW. — The project is flow control exempt, and therefore does not have to consider full dispersion. a Rain Gardens in accordance with BMP T5.14 in Chapter 5 of Volume V, or Bioretentioln in accordance with Chapter 7 of Volume V. — The project is flow control exempt, and therefore does not have to consider bioretention or rain gardens. a Downspout Dispersion Systems in accordance with BMP T5.1013 in Section 3A.2 in Chapter 3 of Volume III. — If downspout trenches were to be used on this site, topographically the trenches would need to be located downgradient, which is southwest of the existing/new parking lot. However, the grades drop, off steeply (approximately 50% slope) to the southwest, J l s 77a do level out, but only because of the existence of an old building foundation (structure). any vegetated flowpath for dispersion on the project site would be less than 25 feet; perforated stub-cut connection per Section 3.1. may be used innspout dispersion. In conclusion, downspout dispersion was to be not feasible, per the criteria for BMP T5.10B. Perforated Stub-out Connections in accordance with BMP T5.10C in Section i 3.1.3 in Chapter 3 of Volume III. — The project will this BMP. Other Hard Surfaces: o Full Dispersion in accordance with BMP T5.30 in Chapter 5 of Volume V. The project is flow control exempt, and therefore does not have to consider full dispersion. 0 Permeable pavement in accordance with BMP T5.15 in Chapter 5 of Volume V, or Rain Gardens in accordance with BMP T5.14 in Chapter 5 of Volume V. —The project is flow control exempt, and therefore does not have to consider permeable pavement or rain gardens. Sheet Flow Dispersion in accordance with BMP T .12, or Concentrated Flow I Dispersion in accordance with BLIP T5..11 in Chapter 5 of Volume V. The feasibility of BMP T5.12 was evaluated based upon the BMP criteria. The BMP design guidelines states that a 10-foot-wide vegetated buffer shall be provided for up to 20 feet of width of paved or impervious surface, and an additional 10 feet of vegetated buffer width provided for each additional 20 feet of impervious surface width. This would result in an approximately 20-foot=wide vegetated buffer being required if the new asphalt parking lot were to utilize sheet flow dispersion. This parking lot is located between the existing residence (being converted to the new leasing office) to the north, and the southerly property line, which is located approximately 5-feet south of the parking lot. Due to limited space on-site, which mares it infeasible to provide the required vegetated buffer width, sheet flow dispersion was determined to be not feasible. * The feasibility of BMP T5.11 was evaluated based upon the BMP criteria. The criteria for Concentrated Flow Dispersion include maintaining "a vegetated flowpath of at least 50 feet between the discharge point and any property line, structure, steep slope, stream, lake, wetland, or other impervious surface" and "do not place the discharge point on or above slopes greater than 20% It is infeasible to provide a vegetated flowpath meeting either the length or slope criteria of the BMP. Much of the downgradient area (located southwest of the new asphalt parking lot) has slopes that vary from I approximately 15% to 0%. In conclusion, concentrated flow dispersion was determined to be not feasible, per the criteria for BMP T5.11. 9 Minimum Requirement #6 Runoff treatment Minimum Requirement #6 is not required for this project. Minimum Requirement #7 Flow control Minimum Requirement #7 is not required for this project. Minimum Requirement #8 Wetlands protection Minimum Requirement #8 is not required for this project. Minimum Requirement #9 Operation and maintenance Minimum Requirement #9 is not required for this project. 10 1% 1 General Exhibits PROJECT SITE q�q d 4, i PROJECT SfTErn � 1 . � 11 I —JI 9 c C. VI o f;r C � PROJECT: 16-104 PHYSICAL ADDPESS:4706 97TH ST NW, NOT � SCALEDATE: 09.2 .16 BLDG,42,GIG HARWR, A D3332 MAILING ADDRESS: P.C.BOX 949, SEA CLASS VILLAGE GIG HARBOR,VVA M35 BREMERTON, WASH INGTON EXHIBIT NO, PHONE;(253)$57-5454 i TSB NTH r , p WashingtOTI CrIfIcal Aquifer Recharge Areas Category I and 11 i Y� z p w x eutiaoic�xr�irW twos x�.�m �Or. coup ' dF j ' u' u ago. 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O O I bona 4 i a z < w JiM6P3 X 9 ry T� IIon v zj - - 26 4 r APPENDIX C ,oil Information r I 'Y9r /l,,km ` ir /�i l J I�� / 11� k yy i li g)�7tap 1I., 0� '. 0 vo16 F r 0 or �i is i �f i �rlr� rrr K SK rnm ry by flap Unit--Kits p County Area, 'Washington (WA635) Map unit Map unit name Rating, Acres in Percent of symbcal A01 A01 Z ld'earvwood gravelly sandy loam,8 to 15 ,percent Moderately well 015 100�0% slopes drained Totals for Area:of Interest 0.5 100.00/0 Sun niary by Map Unit---Kitsap County Area, Washington(WAa6 5) Map unit syrnbcul Map unit narne Rating Acres in A01 Percent of A01 2 Alderwoo d gravelly sandy Imam, 8 to 15 percent slopes B 0.5 100.0`11a Totals for Area of Interest 0.5 300.00/0 mom„ 4;,, >, . , +g ' SOILS EXHIBIT PROJECTelf: I.MO»?DRAWN 16-14 t 'NGINLLdRING - L L L PHYSICAL ADDRry,,E�S�Sy�.y 4706 97TH ST MVO, ��� �� SCALE DATE: 09.26.16 8I I7G. #2,GIG iI tlARRAQI, 4A 95332 MAILING ALlI7RESS!P.O.BOX 949, SEA GLASS VILLAGE GIG HARMW ,WA 98335 BREMERTON, WASHINGTON EXHIBIT NO., SHONE: 253 857-5451 APPENDIX D Basin Caps and Flow Chart for Determining fining equiremen s for Redevelopment a f s f f' 0 bLl' tz!- 0 Sim I'Sil h ------ Fl TEq S: �P A IDE RYE 17 P'l 93,57 9-If" p lid=93.a 7 CTR ANFL 77.0; N 92.5s VF.RTJEX LA�t Cqj T spa 0 SIGN Am .......... TOP -Qp t p &RAa CA Tr 771 M ITE 9 D ��j p 3 .003 N�CE a�FFnasX�L A FUZE G�Eo J§rl W 2 hp, z op qorl WAVE 6 LOMI,',Fn�Jl t F I owar —4\ R011 '4 4z BASIN P TO�TAL BASIN AREA - 21,242 S.F. (0.49 ACRE) AREA (S'.F.) IMPERVIOUS (BUILDINGS) 2,148 IMPERVIOUS (ASPHALT/CONCRETE) 4,747 IMPERVIOUS (GRAVEL) 4,351 TOTAL IMPERVIOUS 11,246 TOTAL PERVIOUS 9 6 ,is DRAWN BY: LMD "4 *� EXISTING BASIN MAP, PROJECr.-E N G I N E E K I N, G - t L C 16-104 PHYSICAL ADDRESS:1706 97TH ST NW, DATE: 06.19.16 BLDG.#2,GIG HARBOR,WA 9,3332 NOT TO �SCALE MAILING AODRESS: P.O BOX 949, SEA GLASS VILLAGE GIG HARBOR,WA 98335 BREMERTON, WASHINGTON EXHIBIT NO. I ONE:�253)857-5454 :i� atN NOT LnUreO. �'1 � � —_ r " . •.�"i T W n �ws A. x A �p n. T� ADDMON NG _ 9,4 A m „ , �rv✓f m 0 UT OF s5ar C�FYFr Tar Sly � d "—FSN�EfJxlhlM1lc 4DT LKA M.b / ! 1,7,EHm rNV7n0i41RRVMll. , ER v+G.3r! !]1 L r Cd kU�I AIL LWLA110 V i i'72 n BASINmg rmrmn 1I TOTAL, BASIN AREA ® r IMPERVIOUS (BUILDINGS) 3,177 PERVIOUS ( P'HALT/COONC tETE) 9,759 TOTAL IMPERVIOUS 12936 TOTAL PERVIOUS 8f306 ADDITIONAL IMPERVIOUS SURFACE AREA, = 12,936 S.F, - 11,246 S.F. lr690 S.F. DISTUR13ED AREA = 15,000S.F. =11 0.34 AC .JEJ ,a DRAWN Y LMD R r Y ° r . i. a c'qL DEVELOPED BASSI PROJECT: 16-104 PHYSICAL ADDRESS:4706 97TH ST NW, NOT T4 SCALE DATE: 10.14,16 B ,#2, GIG HAREKJR,WA 93332 MAILING ADDRESS:P.C.BOX 949, SEA GLASS "VILLAGE GIG HARBOR,WA 98335 REMERTON, WASHINGTON EXHIBIT No. PHONE.(253)857-5451 16-104 SeaGlass VMage Does the project result in 2,000 square feet,or more,of new plus replaced hard surface area? OR Does the land disturbing activity total 7,000 square feet or greater? Yes .................................................i................. -0 the new and replaced ......... N MIRMIUM Requirements#I throuh 45 apply to ininium Requir , hard surfacegs and the land] disturbed. Project adds approxiirnately 1,700 sJ. of new hard surfaces, ----- --------- Does the project add 5,000 square feet or more of new hard surfaces? OR Convert%acres or more of vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? Yes Nextlie Ques"On All Minimum Requirements apply to the ........................................ Is this a road new hard surfaces and the converted related project'? vegetation areas. yes 0 Does the project add 5,000 square feet or more of new hard surfaces? yes No Yes Do no-w bard surfaces add 50%or Is bW of new plus replaced hard surfaces mory to the existing hard surfaces 5,000 square fCCt Or more,AND does the value within the project limits? of the proposed improvements—including interior improvements—exceed,12:/o%t:gLe �10—10, assessed e cement val Pla f the iscdvaluc tr— , Tes exisgp. site iTprovernentO No additional yes N Xz;na o i in nts All Miaimuni,Requirements apply to the new and No. Not after,the it equired lot, i Ie replaced hard surfaces and converted vegetation areas. consohdation of lots 4985-DOE 001-0003, 5277-000-004-0001 & 4198155-008-001-0003, Figure 2.4.2—Flow Chart for Determining Requirements for Redevelopment Departmen't of Ecology- Stormwater Mart agernent Main for Western Washington Vo7ume I—Minimum Technical Requirements—August 2012 2-11 APPENDIX E Minimum Requirement #5 kl Ors-Site Ste�rmwater Management BMP T5.13: Post-Construction Soil Quality and' Depth Purpose and Naturally occurring (undisturbed) soil and vegetation provide important Definition storinwater functions including, water infiltration; nutrient, sediment, and pollutant adsorption; sediment and pollutant biofiltration;water interflow storage and transmission; and pollutant decomposition. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stortnwate-r functions lost,but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals, the concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater storinwater functions in the post development landscape,provides increased treatment of pollutant-,and sediments that result from development and habitation, and minimizes the need fbr some landscaping chemicals, thus reducing pollution through prevention. Applications and Establishing a minimum soil quality and depth is not the same as Limitations preservation of natural ly occurrin g soil and vegetation, However, establishing a minimurri soil quality and depth will provide,improved on- site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, composted woody material,biosolids, and forest product residuals. It is important that the materials,used to meet the soi I qual ity and depth BMP be appropriate and beneficial to the plant cover to be established.Likewise,it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. This BMP can be considered infeasible on till soil slopes greater than 33 percent. Design Soil retention. Retain, in an undisturbed state,the duff layer and Guidelines native topsoil to the maximtun extent practicable. In any areas requiring grading remove and stockpile the duff layer and topsoil on site in a designated, controlled area,not adjacent to public resources and critical areas,to be reapplied to other portions of the site where feasible. Soil quality. All areas subject to clearing and grading that have not been covered by impervious surface, 'incorporated into a drainage facility or engineered as structural fill or slope shall, at project completion, dernonstrate the following: 1. A topsoil layer with a minimum organic inatter content of 10% dry weight in planting beds,and 5% organic matter content in turf areas, and a pII from 6.0 to 8.0 or matching the pl-I of the -undisturbed soil. The topsoil layer shall have a minimum depth of Volume V-Runofj'Trealnienl BMRF-A u&-us f 2 012 5-7 eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers, where feasible. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materja[s that meet these organic content requirements: a. The organic content for"pro-approved"amendment rates can be met only using compost that meets the definition of "composted materials"in WAC 173-350-100. This code is available online at: hh ox-d"Ds g a g v w pi l c l Spx%ite-173-350 1"he compost must also have an organic matter content of 40% to 65%, and a carbon to nitrogen ratio below 25:1. The carbon to nitrogen ratio may be as high as 35:1 for plantings composed entirely of plants native to the Puget Sound Lowlands region. K Calculated amendment rates may be met through use of composted materials meeting(a.)above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and meeting the contaminant standards of Grade A Compost. The resulting soil should be conducive to the type of vegetation to be established. Implementation Options: The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil,and protect from compaction during construction. 2, Amend existing site topsoil or subsoil either at default"pro- approved"rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading,and replace it prior to planting. Stockpiled topsoil must also be arnended if needed to meet the organic matter or depth requirements,either at a default "pro-approved"rate or at a custom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the requirements. More than one method may be used on different portions of the same site. Soil that already meets the depth and organic matter quality standards,and is not compacted, does not need to be amended. Volume V—Runoff.' reatnsent BMPs—August 2012 5-8 PlanninglPermitt m Local governments are encouraged to adopt guidelines and inglInvpection/Ve procedures similar to those recommended in Guidelines and rification Resources For Implementing Soil Quality and Depth BLIP T5�13 in Guidelines& MD OE, StormwaterManagementManualfor Western Washington. Procedures This document is available at: httii�://www.soilst'orsali,ii.oti.oi-g/pdf/S,oil BMP Manual.Ddf Maintenance Establish soil quality and depth toward the end of construction and once established,protect from compaction, such as from large machinery use,and from erosion. • Plant vegetation and mulch the amended soil area after installation, • Leave plant debris or its equivalent on the soil surface to replenish organic matter. • Reduce and adjust,where possible,the use of irrigation, fertilizers, herbicides and pesticides,rather than continuing to implement forraerly established practices. Runoff Model Areas meeting the design guidelines inay be entered into approved runoff Representation models as"Pastuxe"rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BNO, T5.13 is used as part of a dispersion design under the conditions described in: BMPT5,10B Downs Di 2 out spqrsion BMP TS.I I Concentrated Flow Dispersion BMP' T5.12 Sheet Flow lftg�sion BM? T5.1 9 Reverse Slope Sidewa ks BMP T5 30 Full leis ersi n(for public road projects) Volinne V-Runoff Treaftnent BAfPs-August 2012 5-9 i l LOOSE SO I L wi h visitfle rear org,anic matter LOOSE OR FRACTURED SUBSOIL t ,rW,JIy DDj ff//�i' %Gf fhlfflf 1�Y 1'����1��n r 1➢ �`� � �l � >t r � ;+��) a�ei��,rrslr r y,�ull ��rrr A,f �,�111� ��d rtlr a 2k 99 MINNIM) Ak Figure 5.3.3 Planting bed Cross-Section (Reprinted from (Cruideliner and Resources. "car.Implementing Soil Quality and.Depth BA4P T 5' 13 in WDOF Storm water Management Manualjbr Western Washington, 2010,Washington Organic Rcc clip Council) Volume V—Runoff Treat ent BM Ps—August 2012 S-10 3.1.3 Perforated Stub-Out Connections A perforated stub-out connection is a length of perforated pipe within a gravel-filled trench that is placed between roof downspouts and a stub-out to the local drainage system. Figure.3.2,1.18 illustrates a perforated stub-out connection. These systerns are intended to provide some infiltration during drier months. During the wet winter months, they may provide little or no flow control. AplWeations& Perforated stub-outs are not appropriate when seasonal water table is less Limitations than one foot below trench bottom. In projects subject to Minimum Requirement#5 (see Volume I), perforated stub-out connections may be used only when all other higher priority on-site stormwater inana-gement BMPs are not feasible,per the criteria for each of those BMPs. Select the location of the connection to allow a inaximurn amount of runoff to infiltrate into the ground(ideally a dry,relatively well drained, location). To facilitate maintenance, do not locate the perforated pipe portion of the system under impervious or heavily compacted(e.g., driveways and parking areas)surfaces.Use the same setbacks as for infiltration trenches in Section 3.1.1. Have a licensed geologist,hydrogeologist, or engineering geologist evaluate potential runoff discharges towards landslide hazard areas.Do not place the perforated portion of the pipe on or above slopes greater than 20%or above erosion hazard areas without evaluation by a professional engineer with gootechnical expertise or qualified geologist and jurisdiction approval. For sites with septic systems,the perforated portion of the pipe must be downgradient of the drainfield primary and reserve areas. This requirernent can be waived if situ topography will clearly prohibit flows from intersecting the drainfield or where site conditions(soil permeability, distance between systems, etc) indicate that this is unnecessary. Devign Criteria Perforated stub-out connections consist of at least 10 feet of perforated pipe per 5,000 square feet of roof area laid in a level, 2-foot wide trench back filled with washed drain rock. Extend the drain rock to a depth of at least 8 inches below the bottom of the pipe and cover the pipe.Lay the pipe level and cover the rock trench with filter fabric and 6 inches of fill (see F.Jggre 3, �). Runoff Model Any flow reduction is variable and unpredictable. No computer modeling Re,presentation techniques are allowed that would predict any reduction in flow rates and volumes from the connected area. Volume III--Hydrologic Analysis and FImv Control BVPs—August 2012 3-17 t �w�p 1 M • � e w ■m+ 1 DIY.sVe ufttaw77* �jC4 W a W b�t3��iWW p w slope A aM y�y�,r a.. .q•-w r 9r iXU W "LAN AEW OF NTS". Source: King County Figure 3.1.8 Perforated Stub-Out Connection Volume ILI—Hydrologic Analysis aid.Flaw Control BMl's—August 2012 / '*,. d. -; //%/� 1� aq // % Miry /�,,•.: / ,,". .,[�'�/�„`s I _ 19 '4 POLLUTION PREVENTION PLAN (SWPPP) CONSTRUCTION STORMWATER SEAGLASS VILLAGE CITY OF BREMERTON, WASHINGTON la Prepared DUN New Stan � IS910 Ventura Blvd.,FSuite ( 18) S82-35891 413f9 By.- Leah Dunsdon, RE.,, Project Engineer Box 949 Gig Harbor, WA 98335 253 57-5 Project # 16-104 I hereby state that this Cor Iructton Stormwater Pollution Freventran Agn for Se !k ss 1ai lgae has Lreea prepared by me or under my su rum,xvr arad meets flee standard of W,ro and experb'sye tl+at is usuat and custcamary an this community of profes5ianal englnee s l understand that Oty of&emerton doe-s nrat and will not ass ime lralWity for the sefrrd"e.,rcy,sultalaility or perfbm?ance of 6 arrWo facolit es prepared by Cimtour E"nglneerrnp Lf C 7hk;analysr's is based on data and rrcaa ds either sLWied"to, or oblawed by,Contour Engineering,LLC These doconents are referenced milim the text of the arr alys& 71W analy&s has been prepared ut7ky�7_q procedures Wthln the standard a repted practices of the mclustty TABLE OF CONTENTS PAGE 1.0 PROJECT OVERVIEW .................................................. ............ .............................................................2 PIJRPOSr,AND Sco pr.....,.,. ................ . ...... ............. ........ 2 PRojr-.c,y DeSCRIPTION...................................... ...... ............. ...----..... .................. ...... 2 PRojrTrT LOCATION ............ ......... ......... .... ..... ........ ...... PROJECTSTIMMARY...................... .............. .. .........--...... ........................ ...... .......... .......... ................2 PROJECT MCVt0D0TDGY..-.-.......... ....... 2 2.0 EXISTING CONDITIONS SUMMARY.................................................................. ...................... ...........3 PRE-DEVELOPED SITE CONDmONS.......... .................................. ........--..................... ......................... .......3 TOPOGRAPHY,GROUND COVER AND NATIVE,SOILS. ......... OILS............................ ............... ....... ........ ......-......... ADJACENTLAND USES... ................................... ..................... ................. DRAINAGEI'ATTERNS ......--........--.................... ................................................. ..............3 CRITICAL AND SENSITIVE AREAS-. ...........---.......................................................... ...............................4 OTHER L�'xISTJNG SITE ....... ........... .................................... .................. ...........4 3.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION ELEMENTS................... . ...........4 Element//I:Mark Clearing Lim&........ .......... ....................... ...................................... Element#2: E;tal7llsh Construction Acce-5s.. ... ..........--....... ...... ........ ..................5 Eletrient.03., Control Flow Rates...................... ....-...... ..................... ....... ................................................................ ..6 Element#4:Install Sediment Controls...........................----....... ......-......-.-.......--........... ..... ----.6 Element 415.•Stabilize Sails.-.-............--....... .......................................-...... ...........--..................................6 Element#6:protect 51CPe5............. .................. .......1-1...I-...--.......7 Element 47., Protect Drain Inlets--. ....-....... ....--.......... ..................... ............. .................... ..... ... ...7 FleMen t;&Stabilize Channels anti Outlets....................................... 7 Element#9., Control Pollutants. ....... ...................... ............7 Element,010: Control Dewatering............ ...... ....................................... ............... ........... Element t#11:Maintain BMTs.. .................. 9 Element,tlZ-Manage the Project....... ............I....... ...-'--....... ...... ..............-..... 9 CONSTRUC11ON SEQUENCE ..........--.......... ...................................... ....... ........... ................... ............ REsFONSIBLLCESC.L...................................... ..................................................................... ......... CONSTRUCTION SCHEDULE-..................................... ................... ........... ....... ...... ........ FfNANCIAL/OWKERSHIP R1 SPONSIIIJLITJUS................ ....... ............ ......................................... ................. ...12 Appendix A General Exhibits Appendix 8 TFSC Plan Appendix C Applicable BMPS 1.0 PROJECT OVERVIEW Purpose a and Scope This Construction Pollution Prevention Plan (CWPPP) accompanies the Site Development Plans for the proposed improvements at the existing apartment complex of SeaClass Village (previously named Bremerton Gardens). See Appendix A for a Vicinity Map. Project Description Project improvements include conversion of an existing single family residence into a new leasing office, construction, of a building addition connected to the new leasing office, and reconfiguring and paving the existing gravel parking lot located south of � the new leasing office. The existing driveway onto Wheaton Way serving the existing single family residence will be removed and a new driveway approach for the parking lot will be constructed onto Wheaton Way. Project Location The project is situated in the City of Bremerton at the southwest corner of Wheaton Way and Parkside Drive in Section 13, Township 24 North, Lange 1 Fast, W. Project Summary Zoning: P.-20 Property Owner: Bremerton Fee Owner LLC 15910 Ventura Blvd., Suite 1450 Encino, CA 91436 Parcel Number, Area &Address. 9185-008-00 -0003 (Lot 1) ( ,0918 Sq. Ft.) 1619 Wheaton Way, Contains residence being converted to leasing office. S277-00 -0 -ADD (Lot A4) (25,265 q. Ft.) No address. Contains existing asphalt and gravel parking lot. 5277- -002-0003 (206,910 Sq. Ft.) 1014 Parkside Drive. Contains associated apartment complex. Bremerton, WA 98310 Parcel Note: The above listed three parcels are intended to be consolidated prior to development. f Y l Project Methodology The Department of Ecology's 2012 Storm at r Management Manual for Western Washington (SWMMWW) and the requirements of the City of Bremerton will establish the methodology and design criteria used for this project. k 2.0 EXISTING CONDITIONS SUMMARY Pre-Developed Site Conditions The site is irregularly shaped and is currently developed with a single family residence with garage and shed, an asphalt parking lot, and a gravel parking lot. The existing residence is served with water, sewer and power. Existing sanitary sewer, storm drainage and waiter mains and services appear to run within the existing asphalt parking area, and serve the SeaGlass Apartment Complex. There are no known existing easements associated with the project site. Topography, Ground Cover and Native Soils The project site generally slopes down from the north to the south at grades typically between 5 and .10 percent. Slopes of approximately 50% exist southwest of the existing parking lot. Along the frontage, Wheaton Way slopes from north to south at grades typically between 5 and 6 percent. Parkside Drive slopes from east to west at grades typically between I and 2 percent. The project site is developed with a single-family residence, an asphalt and gravel parking lot, grass, trees and landscaping. The area southwest of the existing parking lot is overgrown with a mix of vegetation. The Natural Resources Conservation Service (MRCS) soil survey identifies only Alderwood gravelly sandy loam, 8 to 15 percent slopes within the project area. The Alderwood soil group has a hydrologic soil group (HSG) rating of B, which are defined as potentially well-draining soils that may be adequate for the use of stormwater infiltration facilities. A map of the underlying soils, as identified by the NRCS, can be found in Appendix A. ,Adjacent Land Use The project site is bounded as follows: NORTH. Parkside Drive (private road) SOUTH: Single family residence EAST: Wheaton Way (public road) WEST: Associated apartment complex residential buildings Drainage Patterns Storm water runoff from the existing asphalt parking lot sheet flows in a southerly direction and likely infiltrates in the existing vegetated area located south of the asphalt lot. Precipitation falling on the existing gravel parking lot is assumed to either infiltrate into gravel parking area or sheet flow in a southwesterly direction and infiltrate in the existing vegetated area located south of the asphalt lot. None of the storm water runoff from on-site impervious surfaces is collected by or conveyed to a storm water system. It is assumed that all precipitation is either consumed by the on-site vegetation or infiltrates into the ground. No indicators of erasion or flooding were identified onsite, although the potential for erosion exists on the slope located southwest of the parking lot. Critical and Sensitive Areas The project site (consisting of parcel numbers 4985-00�8-001-0003 & 5777-000-004- 00,01) is not identified as a Category I or Category II Aquifer Recharge Protection Area per the Kitsap County Critical Aquifer Recharge Area Map. A portion of the ,adjacent, associated apartment complex (parcel number 5777-000-007-0003) is identified as a Category II Aquifer Recharge Protection Area. There are no known � wellheads on or adjacent to the proposed project site, therefore wellhead protection I is not required. See Appendix A for figure. Portions of the adjacent, associated apartment complex are identified as critical areas and portions are Identified as shoreline buffer. No critical or sensitive areas or associated buffers ,are known on, the project site. Othieur Existing Site Information The Department of Ecology well log maps do not show any wells on or adjacent to the site. There are no known wells, underground tanks or septic systems on or adjacent to the site. f 3.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION ELEMENTS The Elements have been addressed and the ;appropriate BMPs have been incorporated into the Temporary Erosion and Sedimentation Control (TESL) Plan, See Appendix B. Appendix C contains the BMPs used in the sites TESC Plan along with some others that may be needed if site conditions change as construction progresses. The list of BMPs was taken from the Department of Ecology 2012 Stormwater Management Manual for Western Washington (5WMM1), as amended in December2014 and includes; • BMP C101: Preserving Natural Vegetation • BMP C103: High Visibility Fence • BMP C105. Stabilized Construction Entrance 1 Exit a BMP C106: "Wheel Wash • BMP C10 : Construction Road/Parking Area Stabilization e • BMP C120: Temporary and Permanent Seeding • BMP C171: Mulching • BMP C172: Nets and Blankets i E I 0 BMP C123: Plastic Covering a BMP C1.24: Sodding 0 BMP C125: Topsoiling J Composting 0 BMP C140: lust Control 0 BMP C150: Materials on Hand 0 BMP C151: Concrete Handling 0 BMP C1.52: Sawcutting and Surfacing Pollution Prevention 0 BMP C1.53: Material [delivery, Storage and Containment 0 BMP C1.54: Concrete Washout,Area 0 BMP C160: Certified Erosion and Sediment Central Lead 0 BMP C162: Scheduling 0 BMP C200. Intercepter bike and 'Swale a BMP C207: Check Dams 0 BMP C200: Outlet Protection 0 BMP C220: Storm Crain Inlet Protection 0 BMP C231: Brush Barrier I 0 BMP C233: Silt Fence 0 BMP C234: Vegetated. Strip 0 BMP C240: Sediment Trap If necessary, the CESCL shall to review all available BMPs to provide proper erosion, sediment, and pollutant control onsite. Element #1: Mgrk Qearinq Limit r Prior to beginning construction activities, all clearing and construction limits shall be delineated. The clearing ,and construction limits are typically marked with the Silt Fencing (BMP C233) or a construction fence (BMP C103). The TESL Plan shows the construction limits for the project. glen3ent AZ: Establish Construction Access Cue to the size of the site and the existing asphalt parking lot access to Parkside Drive, the placement of a stabilized construction entrance may not be practical or necessary. All construction access shall be from the existing access to Parkside Drive. No construction access to Wheaton Way shall be allowed unless the access is provided with a stabilized construction entrance per Detail 3 on 'Sheet C3 of the TESL Plan and said access is approved by the inspector. If it's determined that additional control measures are needed, a wheel-wash should be used unless other measures can be employed and are acceptable to the city. Discuss and coordinate with CESCL. Except as noted above, construction vehicle ingress and egress shall be limited to the Stabilized Construction Entrances (BMP C105), contractor shall install according to the BMP or as instructed by inspector. The entrance shall be stabilized with quarry spalls or crushed rock to minimize the tracking of sediment onto public roads per the approved plan and BMP C105. It shall be maintained and repaired as needed. No sediment tracking on the roadway is allowed. In the event that sediment is inadvertently tracked onto the road, the road shall be cleaned thoroughly by the end of that day. Sediment shall be removed from roads by shoveling, sweeping or by another approved means and transported to a controlled sediment disposal area. No street washing of sediments to the storm drain system will be allowed. If needed, a Wheel Wash (BMP C106) shall be utilized either constructed on-site or an approved portable unit can be brought onto the site. Element #3: Control Flow Rates The site and construction area has some elevation drop along the project. Siltation fence (BMP C233) should be adequate to contain any site runoff. However, if it is determined that an additional measure is needed or instructed by the inspector, a Sediment Trap (BMP C240) may be utilized. Additional BMPs may be employed as needed as site conditions warrant. Temporary interceptor ditches or swales (BMP C200), if deemed necessary, should have Rock Check Dams (BMP C207) installed as needed or as instructed by inspector. C1!pMg13_t #4; Install Sediment Controls Silt Fence (BMP C233) shall encompass the down slope areas, or potential' down slope areas, of disturbed areas to halt any sediment laden stormwater from leaving the site. Storm Drain Inlet Protection (BMP C220) shall be installed on all new and existing catch basins located near the project site. See the TESL Plan in Appendix B. Element #5: Stabilize Soils Exposed and un-worked soils, such as soil stockpiles, shall be stabilized by application of effective erosion control measures that protect the soil from the erosive forces of raindrops, flowing water, and wind. Such measures include Plastic Covering (BMP C123) and Temporary and Permanent Seeding (BMP C120). Graded slopes of 2:1 or steeper, temporary or permanent, will need to have additional stability measure installed to provide adequate slope protection until stabilized. These additional measures include the use of Mulching (BMP C121) and/or Erosion Nets and Blankets (BMP C122). Selected soil stabilization measures shall be appropriate for the time of year, site conditions, estimated duration of use, and the water quality impacts that stabilization agents may have on downstream waters or ground water. Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and' non-inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste),. Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into surface water runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. Application of agricultural chemicals including fertilizers and pesticides shall be conducted in a manner and at application rates that will not result in loss of chemical to surface water runoff. Manufacturers' recommendations for application rates and procedures shall be followed. All applicable BMPs shall be used to prevent or treat contamination of surface, water runoff by pH modifying sources. These sources include bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. Some applicable BMPs include Concrete Handling (BMP C151). atcrin glomgnt #IQ; Qntmj 12ewg It is anticipated that dewatering will not be needed. If dewatering is needed the following guidance is provided. Discharge foundation, vault, and trench dewatering water that has similar characteristics to site stormwater runoff into a controlled conveyance system prior to discharge to a stabilized outfall location. Clean/ non-turbid dewatering water, such as well-point groundwater, can be discharged to systems tributary to state surface waters, provided the dewatering flow does not cause erosion or flooding of receiving waters. These clean waters should not be routed through stormwater sediment ponds/tanks. Handle highly turbid or contaminated dewatering water from construction equipment operation!, clamshell digging, concrete tremie pour, or work inside a cofferdam separately from stormwater at the site. Other disposal options, depending on site constraints, may include: • Infiltration! • Transport off-site in vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state, waters • Ecology approved on-site chemical treatment or other suitable treatment technologies • Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized clewatering Element #11: Maintain BMPs Temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with BMPs. Sediment control BMPs shall be inspected weekly or after a runoff-producing storm event during the "Dry Season" and daily during the "'Wet Season". The inspection frequency for stabilized, inactive sites shall be determined by the City based on the level of soil stability and potential for adverse environmental impacts. Remove temporary erosion and sediment control BMPs within 30 days after final site stabilization is achieved or after the temporary BlVIPs are no longer needed and on the approval of the inspector. Trapped sediment shall be removed or stabilized on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. Element #12: Manage,the Project Development projects shall be phased in order to prevent the transport of sediment from the development site during construction, unless the project engineer can demonstrate that construction phasing is infeasible. Re-vegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities for any phase. Clearing and grading activities for developments shall be permitted only if conducted pursuant to an approved site development plan that establishes permitted areas of clearing, grading, cutting, and filling. When establishing these permitted clearing and grading areas, consideration should be given to minimizing removal of existing trees and minimizing disturbance and compaction of native soils except as needed for building purposes. These permitted clearing and grading areas and any other areas required to preserve critical or sensitive areas, buffers, native growth protection easements, or tree retention areas as may be required by the City, shall be delineated on the site plans and the development site. Seasonal Work Limitations are from October 1 to April 30 where clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the City that the transport of sediment from the construction site will be prevented. used on the information provided and local weather conditions, the City may expand or restrict the seasonal limitation on site disturbance. The City may take enforcement action (such as a notice of violation, administrative order, penalty, or stop-work order) if violations are noticed, required BMPs are not be maintained or the approved plans are not be followed. The following activities are exempt from the seasonal clearing and grading limitations: I. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and 3. Activities where there is one hundred percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Additional BMPs and erosion control measures shall be installed as deemed necessary to protect adjacent properties and City right-of- ways. Whenever inspection and/or monitoring reveals that the BMPs identified in the Construction SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, the SWPPP shall be modified, as appropriate, in a timely manner. Spillage and/or discharge of pollutants shall be reported within 24-hours. Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into surface water runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. The Construction SWPPP shall be retained on-site or within reasonable access to the site. The Construction SWPPP shall be modified whenever there is a significant change in the design, construction, operation, or maintenance of any BMP. The inspector shall be notified of any changes to the Construction SWPPP. The inspector may require a plan modification to go through the City review process. Construction Sequence q. 1. OBTAIN REQUIRED PERMITS AND HOLD A PRE-CONSTRUCTION MEETING WITH THE CITY. pp C . ESTABLISH AND FENCE CONSTRUCTION AND DEMOLITION LIMITS. INSTALL TREE PROTECTION FENCING. 3. INSTALL SILT FENCES, CATCH BASIN INLET PROTECTION, STABILIZED CONSTRUCTION! ENTRANCE AND OTHER EROSION CONTROL DEVICES AS SHOWN. CONSTRUCT WHEEL WASH IF REQUIRED BY THE PROJECT CESCL. NOTE: EROSION CONTROL MEASURES SHALL BE MAINTAINED AND ADJUSTED AS NEEDED THROUGHOUT THE CONSTRUCTION PROCESS. ADDITIONAL MEASURES SHALL BE INSTALLED AS NEEDED AND AS SITE CONDITIONS WARRANT. ANY MEASURES AND BMPs SHALL BE CONSISTENT WITH CITY AND DEPARTMENT OF ECOLOGY STANDARDS AND REQUIREMENTS. ABSOLUTELY NO UNCONTROLLED SURFACE WATER SHALL BE ALLOWED TO LEAVE THE SITE DURING CONSTRUCTION' ACTIVITIES. . SCHEDULE AN EROSION CONTROL INSPECTION' WITH THE CITY. 5. FIELD LOCATE, POTHOLE AND SURVEY EXISTING 12" CONCRETE STORM MAIN PER NOTES ON SHEET C6 AND PROVIDE "VERTICAL AND HORIZONTAL LOCATION INFORMATION TO THE PROJECT ENGINEER TO DETERMINE IF CHANGES TO DESIGN ARE NECESSARY. 6. FIELD LOCATE AND VERIFY ALL EXISTING SERVICES AND UTILITIES WITHIN THE PROJECT AREA. FIELD VERIFY HORIZONTAL AND VERTICAL LOCATIONS OF UTILITIES AND UTILITY CONNECTIONS, AND CONTACT THE PROJECT ENGINEER IF CONFLICTS EXIST WITH THE PROPOSED IMPROVEMENTS. 7. DEMOLISH AND REMOVE EXISTING IMPROVEMENTS AS SHOWN. NOTE: CITY OF BREMERTON DEMOLITION PERMIT REQUIRED FOR REMOVAL OF GARAGE. 8. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING, OR EQUIVALENT. 9. STABILIZE ALL AREAS WITHIN SEVEN DAYS OF REACHING FINAL GRADE. c 10.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 11.CONSTRUCT ALL IMPROVEMENTS. ' 12.UPON COMPLETION OF THE PROJECT, STABILIZE ALL DISTURBED AREAS AND REMOVE BMPS IF APPROPRIATE. Responsible CE LL I Name and Company: Phone: f Construction Schedule Construction is anticipated to begin during the spring/summer of 2017. f Construction is anticipated to end by early 20,18. i Fir ancial/Ownersihip Responsibilities New Standard Equities, Inc. 15910 Ventura Blvd,, Suite 1450 Encino, CA 91436 (818) 58.2-358 {V I ' r I f e C G N w Y i APPENDIX A General Exhibit c F r PROJECT SITE i I I 6 if PROJECT SITE Pill a F!; , ,JDRAWN' BY., LMD VICINITY MAP PROJECT: 16-ID4 E N G I N E E R I N G L L C PHYSICAL ADDRESS:4706 97TH 5T N%V, DATE: 09.2 .16 BLDG.42„GIG HARBOR,WA 98332 NOT TO SCALE MAILING ADDRESS: P.O.BOX 949, SEA GLASS VILLAGE GIG HARBOR,WA 9$335 BREM RTON, WASHINGTON EXHIBIT NO. PHONE:(253)857-5454 nrai U.a p-roy %rr.:. Y. �JA�I�> J�;I d///,✓ l�!�i%I/i ��r/ir"?�!� /%//'j/,D;,O'��i %%%)�1;%^„?� � g�m?" �.. EZ: & ! it �� a p p r �d r i; r�r � OMEMMMMMMIMMfi00Y# fl1)1/� i / i Suniniary by Map Unit— Kitsap County Area, Washington(WA635) Map unit Map unit name Rating Acres in Percent of symbol A01 A01 2 gilderwood gravelly sandy loam,8 to 15 percent Ploderately well 01.5 100.0% slopes drained Tutaafs for Area of Interest 0.5 1OO.O0/0 IN No u anniary by Map?Unit—Kksap County Area, Washington('WAG 5) Map unit symbol Map unit name Rating Acres in A01 Percent of A01 2 Alderwoodl gravelly sandy loam, 8 to 15 percent slopes 0 05 2010.0% totals for Area of interest 0.5 1OO.O(yo DRAWN BY: LMD SOILS EXHIBIT PROJECT: 16-1 4 E N G I N LE 1� NG- ALLC PHYSICAL ADDRESS 4706 97TH ST IOW, ��T T� SCALE D T : 09.26.16 EC G.#7,GIG W'ARE]OR,%7A 98332 MAILING ADDRESS:RO,BOX 949', SEA GLASS VILLAGE " GIG HARBOR,WA 9a335 fiFt l�IIERTQN 1N�5HIlV T�3lkl EXHIBIT NO, PHONE:(753)857-5454 r Y 1 f I APPENDIX B TESL Plan i a a Z E66 �ES6 9 00 "S MN S N590[b': PPtl I�ISAyd 6ASL ZflS C8l6} jNOVdd SSI]M b �V.LWOO j Sd3N I *�ONVW SdOA3/GNfN 5Y133NI�JN3 lIYiH7 ` �� aAI S� 1163 Md-INVIS i6st 8 a' 5EF.E6VMY a9Vey 'J 646 xM'i 0d oP1AV ullelW bn¢im6os-s�-r �-nar,'ree•Csz'awofle � M� M � � �Nv ss[.unb3 anvoNv s N � � � � NI2# 33 N1 `? 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LL K Jff � T w CO I J10 zUW bra G gad RIM OH ,� __— --------------°-- INE zsees um---- SEEN VM�4oaeN N9'6WrvN dg'Osdux—Pp dlr,9rt ad 5Bi"Z85181W1 3NOHd S.nliM dCJGl :1GV1Nw �ja x»AllrAu1-1- A-oloo s-M-z, W515-GSS EiZ'auoyd � OidIJN3 N d � 5d3NNb'ld C1W -SbOQ 3AMS-a33NI9N3 TAD $�' area—an�io aa.--1 p g -- ...-- - "I l ' 9 N 1 a 3 3 N 19 N 3 + I. �Na SRUMOR P VQ VIS M3N1 IN311G g e wolsnn�r �u li»wss� � 3 �,�a��3a.. wa � 51Tb13a7'3 S314N J531 �na i aG rc g o q I a n mI � n i 0 a 46 z e � ronf g � i t M H III I 1 8 z o gw a � 4 p .......,...m.. ............_.....---- � M r a H ems LLF s 71ji 1 ......... v 88 z Iwo w S v�aa w..g$ �Z3d � 7 w Lt1 z O J 3 ._ '` ��I� W r g v., FZ °2@ a ano �� Z uj (n i i F- LU CO © ell ) d EL metro 2� z � -8 U € # P n € tR b' en a LL Y 5 dill$ �u e G 6 l k APPENDIX C Applicable BMPs, r i t G k -"S T '" Washington Critical Aquifer Recharge Areas D y, Of all C HII lAq H it.Y yc Yie{osoq H � d ,✓ .F N q Ng �F1 s r l i%1ff1�Ir O r _'a �� ' r%i wti ze err r/ f„ I wi rtmawr cmkwixrvre xxmam n�c r�i,. " ;- r ' 1 iq F-. WO, cawre�ry � x / � , �� i 1, d � r� � / V �, IRA, r 7rl 01 25 i ' a v r a rr 94, IV ia'y pol �.�^ llOr rf gp 09 „ „l,,, ,, Ntiwrg.. A �. r .k,xavn d A f 'P �e M1. v'M h n.rvrtG Io DIA !� d ,,�����, 6 � r< ON rt fy n�n� ryu�m is s rnHwa .a y�.,na�,naem. �, ,,� �- Ofm,� h 4r4�a � niE'RC@ Gr79.EVrr d fzu q BMP C101: Preserving Natural Vegetation Purpose The purpose of preserving natural vegetation is to reduce erosion wherever practicable.Limiting site disturbance is the single most effective method for reducing erosion. For example, conifers can hold up to about 50 percent of all rain that falls during a storm. Up to 20-30 percent of this rain may never reach the ground but is taken up by the tree or evaporates. Another benefit is that the rain.held in the tree can be released slowly to the ground after the storm. Conditions of Use Natural vegetation should be preserved on steep slopes,near perennial and intermittent watercourses or swales, and on building sites in wooded areas. a As required by local goveninvents. a Phase construction to preserve natural vegetation on the project site for as long as possible during the construction period. Design and Natural vegetation can be preserved in natural clumps or as individual Installation trees, shrubs and vines, Specifications The preservation of individual plants is more difficult because heavy equipment is generally used to remove unwanted vegetation.The point; to remember when attempting to save, individual plants are: Is the plant worth saving?Consider the location,species,size,age,vigor, and the work involved.Local governments may also have ordinances to save natural vegetation and trees. Fence or clearly mark areas around trees that are to be saved.It is preferable to keep ground disturbance away from the trees at,least as far out as the dripline. Plants need protection from three kinds of injuries: Construction Equipment- This injury can be above or below the ground level. Damage results from scarring, cutting of roots, and compaction of the soil. Placing a fenced buffer zone around plants to be saved prior to construction can prevent construction equipment injuries, Grade Changes- Changing the natural ground level will alter grades, which affects the plants ability to obtain the necessary air,water, and minerals. Minor fills usually do not cause problems although sensitivity between species does vary and should be checked. Trees can typically tolerate,fill of 6 inches or less.For shrubs and other plants,the fill should be less. When there are major change-%in grade,it may become necessary to supply air to the roots of plants. This can be done by placing a layer of gravel and a the system over the roots before the fill is made. A the system protects a tree,from a raised grade. The the system should be Vohime If-ConstruclionSlormwater Pollution Prevention-Augao 2072 4.3 laid out on the original grade leading frown a d.t-y well around the tree trunk. The system should then be covered with small stones to allow air to circulate over the root area. Lowering the natural ground level can seriously damage trees and shtubs. The highest percentage of the plant roots are in the upper 12 inches of the soil and cuts of only 2-3 inches can cause serious injury. To protect the routs it may be necessary to terrace the immediate area around the plants to be saved. If roots are exposed,construction of retaining walls may be needed to keep the soil in place. Plants can also be preserved by leaving them on an undisturbed,gently sloping mound. To increase the chances for survival, it is best to litnit grade changes and other soil disturbances to areas outside the dripline of the plant:. Excavalions-Protect trees and other plants when excavating for drainfields,power, water, and sewer lines. Where possible,the trenches should be routed around trees and large shrubs. When this is not possible, it is best to tunnel under theirs. This can be done with hand tools or with power augers. If it is not possible to route the trench around plants to be saved, thun the following should be observed: Cut as few roots as possible. When you have to cut,cut clean. Pairit cut root ends with a wood dressing like asphalt base paint if root-,will be exposed for more than 24-hours. Backfill the trench as soon as possible. Tunnel beneath root systems as close to the center of the main trunk to preserve most of the important feeder roots. Some problems that can be encountered with a few specific trees are: 0 Maple, Dogwood,Red alder,Western hemlock, Western red cedar, and Douglas fir do not readily adjust to changes in environment and special care should be taken to protect these trees. 0 The windthrow hazard of Pacific silver fir and madrona is high, '"rhile that of Western hemlock is moderate. The danger of windthrow increases where dense stands have been thinned. Other species (unless they are on shaltow,wet soils less than 20 inches deep)have a low windthrow hazard. 0 Cottonwoods,maples, and willows have water-seeking roots. These can cause trouble in sewer lines and infiltration fields. On the other hand,they thrive in high moisture conditions that other trees would not. 0 Thinning operations in pure or mixed stands of Grand fir,Pacific silver fir,Noble fir, Sitk,-d spruce,Western red cedar, Western hemlock, Pacific dogwood, and Red alder can cause serious disease problems. Disease can become established through darnaged lirnbs,trunks,roots, Volume H—Construction Stormwater Pollution Prevention -August 2012 4-4 and freshly cut stumps. Diseased and weakened trees are also susceptible to insect.attach. Maintenance Inspect flagged and/or fenced areas regularly to make sure flagging or Standards fencing has not been removed or damaged. If the flagging or fencing has been damaged or visibility reduced, it shall be repaired or replaced in-unediatc;ly and visibility restored. If tree roots have been exposed or injuured, "prune"cleanly with an appropriate pruning saw or lopers directly above the damaged roots and recover with native sails. Treatment of sap flowing trees (firs hemlock,pine, soft maples) is not advised as sap forms a natural. healing barrier{. BMP C102:: Buffer Zones Purpose Creation of an-undisturbed area or strip of natural vegetation or an established suitable planting that will provide a living filter to reduce soil. erosion and runoff velocities. Conditions of Use Natural buffer zones are used along streams, wetlands and other bodies of water-that deed protection from erosion and sedimentation. Vegetative buffer zones can be used to protect natural swal.es and can be incorporated into the rratUral landscaping of an area.. Critical-areas buffer zones should not be used as sediment treatment areas. These areas shall remain completely undisturbed. The local permitting authority may expand the buffer widths temporarily to allow the use of the expanded area for removal of sediment Design and 0 preserving natural vegetation or plantings in cl-umps,blocks, or strips Installation is generally the easiest and most successful method. Specifications Leave all unstable steep slopes in natural vegetation. m Mark clearing Iirmits and keep all equipment and construction debris out:of the:natural areas arrd buffer zones. Steel construction femcing is the most effective method in protecting sensitive areas and buffers. Alternatively, wire-backed silt fence on steel hosts is marginally effective. Flagging alone is typically not effective. 0 Keep all excavations outside the diripline of trees and shrubs. 4 fro not push debris or extra soil into the buffer zone area because it will cause damage from burying and smothering. Vegetative buffer zones for streams,lakes or other waterways shall be established by the local permitting authority or other state or federal pen-nits or approvals. Maintenance Inspect the area frequently to take sure flagging retains in place and the Standards area remains undisturbed.Replace all damaged flagging inunediately. Volume 11 Construction.Storm water Pollution:prevention -August 2012 4-5 BMP C103: High; Visibility Fence pur,pose Fencing is intended to: 1. Restrict clearing to approved limits. 2. Prevent disturbance of sensitive areas, their buffers, and other areas requircd,to be left undisturbed. 3. Limit Construction traffic to designated construction entrances,exits, or internal roads. 4. Protect areas where marking with survey tape may not provide adequate protection. Conditions of Use To establish clearing limits plastic, fabric,or metal fence may be used: a At the boundary of sensitive areas, their but-Ters, and other areas required to be left uncleared, a As necessary to control vehicle access to and on the site. Design and High visibility plastic fence shall be composed of a high-density Installation polyethylene material and shall be at least four feet in height. Posts for Specifications the fencing shall be steel or wood and placed every 6 feet on center- (maximurn) or as needed to ensure rigidity. The fencing shall be fastened to the post every six inches with a polyethylene tic, On long continuous lengths of fencing,a tension wire,or rope shall be used as a top stringer to prevent sagging between posts. The fence color shall be high visibility orange. The fence tensile strength shall be 360 lbs,/ft.using the ASTM D4595 testing method. If appropriate install fabric silt fence,in accordance with BMP C233 to act as high visibility fence. Silt fence shall be at least 3 feet high and must be highly visible to meet the requirement,-,of this BMP. Metal fences shall be designed and installed according to the manufacturer's specifications. Metal fences shall be at least 3 feet high and must be highly visible. Fences shall not be wired or stapled to trees. Maintenance If the fence has been damaged or visibility reduced, it shall be repaired Of Standards replaced immediately and visibility restored. Volume 11— Construction Sloiuwater Pollution Prevention -August 2012 4-6 BMP C105: Stabilized Construction Entrance I Exit Purimse Stabi.l.i7ed.Construction entrances arc established to reduce the amotint of sediment transported onto paved roads by vehicles or equipment. This is done by constructing a stabilized pad of quarry spalls at entrances and exits for construction sites. Conditions oj'Use Constniction entrances shall be stabilized wherever traffic will be entering or leaving a construction site if paved roads or otliGr paved areas arc within 1,000 feet of the site. For residential construction provide stabilized construction entrances for each residence,rather than only at the inain subdivision entrance. Stabilized surfaces,shall be of sufficient length/width to provide vehicle access/parking,based on lot size/configuration. On large commercial,highway, and road projects, the designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SWPPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed. Design and See Figure 4.1.1 for details. Note: the 100'minimum length of the Installation entrance shall be reduced to the maximum practicable size when the size Specifications or configuration of the site does not allow the full length(100'). Construct stabilized construction entrances with a 12-inch thick pad of 4- inch to 8-inch quarry spalls, a 4-inch course of asphalt treated base (ATB),or use existing pavement. Do not use crushed concrete, cement, or calcium chloride for construction entrance stabilization because these products raise pH levels in stormwater and concrete discharge to surface waters of the State is prohibited. A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: ......—.-..................... Grab Tensile Strength(ASTM D4751) 200 psi min. Grab Tensile Elongation (ASTM 30%max. D4632) Mullen Burst Strength (ASTM 400 psi min. D3796-80a) AOS (ASTM D4751) 20-45 (U.S. standard sieve size) Consider early installation of the first lift of asphalt in areas that will paved;this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours, excess concrete is often available for this purpose. Vohinte If-Construction %ormwater.Pollufion Prevention-August 2012 4-7 * Fencing(see BMP� C103 shall be installed as necessary to restrict traffic to the construction entrance, * Whenever possible,the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. * Construction entrances should avoid crossing existing sidewalks and back of walk drains if at all possible. If a construction entrance must cross a sidewalk or back of walk drain, the full length of the sidewalk and back of walk-drain must be covered and protected from sediment leaving the site, Maintenance Quarry spalls shall be added if the pad is no longer in. accordance with Standardv the specifications. • If the entrance is not preventing sediment from being tracked onto pavement,then alternative measures to keep the streets free of sediment shall be used. nis may include replacement/cleaning of the existing quarry spalls,street sweeping,, an increase in the dimensions of the entrance,or the installation of a wheel wash. • Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street, except when high efficiency sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets,the construction of a small sump to contain the wash water shall be considered. The sediment would then be washed into the sump where it can be controlled. • Perform street sweeping by hand or with a high efficiency sweeper, Do not use a non-high efficiency mechanical sweeper because this creates dust and throws soils into storm systems or conveyance ditches. • Any qumiy spalls that are loosened from the pad,which end up on the roadway shall be removed immediately. • If vehicles,are entering or exiting the site at points other than the construction entrance(s), fencing (see BME C 103)shall be installed to control traffic. • Upon project completion and site stabilization,all construction accesses intended as pe.n-nanent access for maintenance shall be permanently stabilized, Volume H—Constmclion Stormwater Pollution Prevention-August 2012 4-8 Driveway shall meet the requirerents at the peer lfiriq a 1pnq It is raAmmandad that the entrancx:be crcrvmed sa that rung"no off the pad al. A . Insta'I driveway culvert if there is a roadside ditch present 4'-8'quarrrr spats Geotex4le - b p, "r 12"ruin.thickrress 6•t Provide a;rli watts of lnpress✓eWess area. Figure 4.1.1 —Stabilized Construction Entrance Approved a.� Ecology has approved products as able to meet the requirement-,of 13MP .Equivalent C1 05. The products did not pass through. the Technology Assessment protocol—Ecology(TAPE)process.Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use. The products are available for review on Ecology's websitc at. http://www.Qcy.wa.goy/iarogramn i/Wcilstormwatcr/ncwtechleguivatent.htm,1 BMP C106: Wheel Wash Purpose. Wheel washes reduce the amount of sediment transported onto raved roads by motor vehicles, Conditions of Use When a stabilized construction entrance(see RM C105) is not preventing sediment from being tracked onto pavement. Wheel washing is generally an effective 13MP when installed with careful attention to topography. For example, a wheel waslr can be detrimental if installed at the top of a slope abutting a right-of-way where the water from the:dripping truck can run unimpeded into the street. Volume Il -- Construction Stour water Pollution Prevention-August 2012 4-:9 0 Pressure washing combined with an adequately sized and surfaced pad with direct drainage to a large I 0-foot x I 0-foot sump can be very effective. a Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer with local sewer district approval. 0 Wheel wash or tire bath wastewater should not include wastewater from concrete wasbou[areas. Design and Suggested details arc, shown in Figure 4.1.2. The Local Permitting Installation Authority may allow other designs. A minim-am of 6 inches of asphalt Specifications treated base (ATB) over crashed base material or 8 inches over a good subgrade is recommended to have the wheel wash. Use a low clearance truck to test the wheel wash before paving. Either a belly dump or lowboy will work well to test clearance. Keep the water level born 12 to 14 inches deep to avoid damage to truck hubs and filling the truck tongues with water. Midpoint spray nozzles are only needed in extremely muddy conditions. Wheel wash systems should be designed with a small grade change, 6-to I-inches for a I 0-foot-wide pond, to allow sediment to flow to the lu w side of pond to help prevent re-suspension of sediment. A drainpipe-with a 2- to 3-foot riser should be installed on the low side of the pond to allow for easy cleaning and refilling. Polymers,may be used to promote coagulation and flocculation in a closed-loop system, Polyacrylamide (PAM) added to the whcel wash water at a rate of US -0.5 pounds per 1,000 gallons of water increases effectiveness and reduces cleanup time. If PAM is already being used for dust or erosion control and is being applied by a water truck,the same truck can be used to change the wash water. Maintenanee The wheel wash should start out the day with fresh water. Standards 'I'lle wash water should be changed a rylinimurn of once per day. On large carthwork jobs where more than 10-20 trucks per hour are expected,the wash water will need to be changed more often. Volume H—Construction Slormwater Pollution Pre venion-Au&wv1 2012 4-10 6' SEWr-R PIPE WITIA .3. TRASH PUMP WITH FLOATS BUTTERFLY VALVES A ON SUCTION HOSE r 2' SCHEDULE 40 8'XIa' SUMP WrFH 5' 1-1/2' SCHEDULE 40 OF CATCH FOR SPRAYERS 5<:` 1:r-L-P- —SLOP A ASPHALT CURB ON THE :Zx rMIDPOINT SPRAY NOZZLES, 5:1 1 IF NEEDED SLOPE SLOPC 2X SLOPE .......... N. 1.1 6- ATS CONS uc"noN SLOPE ENTRANCE '15' ATI3 APRON TO PROTECT' BALL GROUND FROM SF-LiASHINO WATER 6" SLEEVE UNDER ROAD LOW ROAD SIDE TO DIRECT WATER BACK TO POND E66N-49W Is* is* 20' 15' 11 50' CURB ,eE .......... tEE EV LOCATE INVERT OF TOP PIPE 1' ABOVE BOTTOM OF WHEEL WASH is, A'xs* SUMP WATER LEVEL7 S. 12' tDRAIN PIPE—/ V1.1 SLOPE ISECTION NOTFS- 1. BUILD 6'xa' SUMP TO ACOOMOOA7`E CLEANINIQ BY 'TRACKHOL. Figure 4.1.2—Wheel Wash Notes: 1. Asphalt construction entrance 6 in.asphalt treated base(AT13). 2. 3-inch trash pump with floats on the suction hose. 3. Midpoint spray^nozzles,if needed. 4. 6-inch sewer pipe with butterfly valves.Bottom one is a drain.TA)catc top pipe's invert I foot above bottom of wheal wash. S. 8 foot x 8 foot sump with 5 feet of catch.Build so the sump can be cleaned with a trachoe, 6. Asphalt curb on the low road side to direct waver bark to pond. 7. 6-inch sleeve under road. 8. Ball valves, 9. 15 foot.ATB apron to protect ground,from splashing water. Volume ll-Construction Stormwater Pollution Prevention-August 2012 4-11 BMP C107: Construction Road/Parking Area Stabilization Purpose Stabilizing subdivision roads,parking areas, and other on-site vehicle transportation routes immediately after grayling reduces erosion carried by construction traffic or runoff. Conditions of Use loads or parking areas shall be stabilized wherever they are constructed, whether permanent or temporary, for use;by construction traffic. 0 High Visibility Fencing(see B1l+Tl?' Clg3� shall be installed,if necessary, to limit the access of vehicles to only those roads and parking areas that are stabilized. Design and 0 On areas that will receive asphalt as part of the project, install the first Installation lift as soon as possible. Specifications A 6-inch depth oft-to 4-inch crushed rock:,gravel base, or crushed. surfacing base course shall be applied immediately after grading or 'utility installation. A 4-inQh course,of asphalt treated.base(ATB)may also be used, or the road/parking area may be paved. It may also be possible to use cement or calcium chloride for sail stabilization.if cement or cement kiln dust is used for roadbase stabilization,pff rxronitoring and BMPs(BMPs C'252 and 253) are necessary to evaluate and minimize the effects on storm titer. l.f the area will not be used for permanent roads, parking areas,or structures, a 6-inch depth of hog fuel may also be used,but this is likely to require more maintenance. Whenever possible, construction roads and parking areas shall be placed can a firm, compacted subgrade. a Temporary road gradients shall not exceed 15 percent. roadways shall be carefully graded to drain. Drainage ditches shall be provided on each side of the roadway in the case of a crowned section, or on one side in the case of a super-elevated section. drainage ditches shall be directed to a sediment control BMP. Rather than relying on ditches, it may also be possible to grade the road so that runoff sheet-flows into a heavily vegetated area with a well-developed topsoil.Landscaped areas are not adequate. if this area has at least 50 feet of vegetation that water can flow through,then it is generally preferable to use the vegetation to treat runoff,rather than a sediment pond or trap_ The 50 feet shall not include wetlands or their buffers. if runoff is allowed to sheetflow through adjacent vegetated areas,it is vital to design the roadways and parking areas so that no concentrated runoff is created. Storm drain inl.cts shall be protected to prevent sediment-laden water entering the storm drain system(sec.BMP C220). Maintenance inspect stabilized areas regularly, especially after large storm events. Standards Crushed rock, gravel base, etc. shall be added as required to maintain a Volume 11—Construction Stonnwater.Pollution Prevention -August 2012 4-12 stable driving surface and to stabilize any areas that have eroded. Following construction,these areas shall be restored to pre-construction condition or better to prevent future erosion.. Perform street cleaning at the end of each clay or more often if necessary. B P" C120: Temporary and Permanent Seeding Purpose Seeding reduces erosion by stabilizing exposed soils. A.well-established. vegetative cover is one of the most effective methods of reducing erasion. Conditions r�Use Use seeding throughout the project on disturbed areas that have reached final grade or that will remain unworked for more than 30 days. The optimum seeding windows for western.Washington are April 1. through June 30 and September l through October 1. Between July l and August all ,seeding requires irrigation.until 75 percent grass cover is established. Between October l and March 30 seeding requires a cover of mulch with. straw or an erosion control blanket until 75 percent,grass cover is established. Review all disturbed areas in late August to early September and complete all seeding by the end of"September. Otherwise, vegetation will not establish itself;enough to provide more than average protection, * Mulch is required at all times for seeding because it protects seeds from heat, moisture loss,and transport due to runoff. Mulch can be applied on top of the seed or simultaneously by hydroseeding. See BMP C 121. TyMulching for specifications. Sued and mulch, all disturbed areas not otherwise vegetated at final. site stabilization, final stabilization means the completion of all soil disturbing activities at the site and the establishment of"a permanent vegetative cover,or equivalent permanent stabilization measures (such as pavement,riprap,gabions or geotextiles)which will prevent erosion. Design and Seed retention/detention ponds as required. ln, to lation laastall channels intended for vegetation before starting major Specifications earthwork and hydruseud with a Bonded Fiber Matrix. For vegetated channels that will have high flows, install erosion control blankets over hydroseed. Before allowing water to flow in vegetated channels, establish 75 percent vegetation cover. If vegetated channels cannot be established by seed before water flow; install sod in the channel bottom---over hydromulch and erosion control blankets. Volume 1 Construction 5'torrnwater Pollution Prevention -August 2012 4-13 • Confirm the installation of all required surface water control measures to prevent seed from washing away. • lmmlydroseed applications shall include a minimum of 1,500 pounds per acre of mulch with 3 percent tackifier. See 7N314 P C121: Mulching for specifications. • Areas that will have seeding only and not landscaping may need compost or meal based mulch included in the hydroseed in order to establish vegetation. Re-install native topsoil on the disturbed soil surface before application.. • When installing seed via hydroseeding operations, only about 113 of the seed actually ends up in contact with the soil surface. This reduces the ability to establish a good stand of grass quickly. To overcome this, consider increasing seed quantities by up to 50 percent. • Enhance vegetation establishment by dividing the hydroniulch operation into two phases: 1. phase l- Install all seed and fertilizer with 5-30 percent mulch and tackifier onto soil in the first lift. . Phase - Install the rest of the mulch and tackifier over-the first lift. Or, enhance vegetation by: L Installing the mulch, seed, fmlili7,er, and tackifier in one lift. 2. Spread,or blow straw over the top of the hydromulch at a rate of 300-1000 pounds per acre. 3. 11old straw in place with a standard tackifier. Both of these approaches will increase cost moderately but will greatly improve and entrance vegetative establishment, The increased cost may be offset by the reduced need for: irrigation. • Reapplication of mulch. • Repair of failed slope surfaces. This technique works with standard hydromulch(1,500 pounds per acre minimum)and BFM.IMBFMs (3,000 pounds per acre rninimum). • :need may be installed by hand if': • Temporary and covered by straw,mulch, or topsail. • Perrxrancnt in small areas (usually less than I acre)and covered with mulch,topsoil, or erosion blankets. • The:seed mixes listed in the tables below include recommended mixes for both temporary and permaneat seeding. Volume II—Constmetion Stormwater Pollut ora Prevention-Augusl 2012 4-14 • Apply these mixes,with the exception of the wetland mix, at a rate of 120 pounds per acre. This rate can be reduced if soil amendments or slow-release fertilizers are used. • Consult the local suppliers or the local conservation district for their recommendations because the appropriate mix depends on a variety of factors, including location, exposure, soil type, slope, and cxpcc;tcdfaot traffic,Altcmative seed tnixcs approved by the local authority may be used. • Other mixes may be appropriate, depending on the soil type and hydrology of the area. ■ Table 4.1.2 lists the standard mix for areas requiring a temporary vegetative cover. Table 4.1.2 Temporary Erosion Control Seed Mix %Weight %Purity %Germimation Chewings or annual blue grass 40 98 90 Festuca rubra var. commutata or Poa anna Perennial rye 50 98 90 Lolium perenne Redtop or colonial bentgrass 5 92 85 Agmstis alha or Agmstis tenuis White dutch clover 5 98 90 TriLfolium re ens Table 4.1.3 lists a recommended mix for landscaping seed. Table 4.1.3 Landscaping Seed Mix %Weight %Purity %Germination Perunnial rye blend 70 98 90 Lolium perenne Chewings and red fescue blend 30 99 90 Festuca rubra var. commulata or Festuca rubra Volumell—C.onstrucdon9ormwafer Pollution Prewntion-August 2012 445 'Fable 4,1.4 lists a airf sccd mix for dry situations where there is no riced for watering. This mix requires very little maintenance. Table 4.1.4 Low-Growing Turf Seed Mix % Weight %Purity %Germination Dwarf tall fescue(several varieties) 45 98 90 estura arundiptacea var. Dwarf peronnial rye (Barclay) 30 98 90 Loliupn p renne var. barclay Red fescue 20 99 90 Festuca rubra Colonial bentgrass 5 98 90 Table 4.1.5 lists a mix.for bioswalcs and other intermittently wet areas. Table 4.1.5 Bloswale Seed Mbe %Weight %Purity %Germination Tall or meadow fescue 75-80 98 90 Festuca arundinacea or Festuca elatior Seaside/Creeping bentgrass 10-15 92 85 ...............:4grovis -alus iris Redtop bentgrass 5-10 90 80 Agro.ytis alba or Agrostis&i&antea Modified Briarg-reen, Inc. Hydroseeding Guide Wetlands Seed If ix Volume 11— Construction Stormwater Pollution Prevention -August 2012 4-16 0 Table 4.1.6 lists a low-growing,relatively non-invasive seed mix appropriate for very wet areas that are not regulated wetlands.Apply this mixture at a rate of 60 pounds per acre. Consult Hydraulic Permit Authority(HPA) for seed mixes if applicable. Table 4.1.6 Wet Area Seed Mix* %We! t %Pu!Lty %Germivation Tall or meadow fescue 60-70 98 90 Festuca arundinacea or Festuca elatior Seaside/Creeping bentgrass 10-15 98 85 Agrostis palus fris Meadow foxtail 10-15 90 80 Ale pocuruspratensis Alsike clover 1-6 98 90 TrIfolium hybridum Rcdcop bentgrass 1-6 92 85 U Agmstis alba Modijied Briar green,Inc. Hydroseeding Guide Wetlands Seed Mix Table 4.1.7 lists a recornmended meadow seed mix for infrequently maintained areas or non-maintained areas where colonization by native plants is desirable. Likely applications include rural road and utility right-of-way. Seeding should take place in September or very early October in order to obtain adequate establishment prior to the winter months, Consider the appropriateness of clover, a fairly invasive species, in the mix. Amending the soil can reduce the need for clover. Table 4.1.7 Meadow Seed Mix %Weight %Purity %Germination Redtop or Oregon bentgrass 20 92 85 Agrostis alba or.AgrustLs 01:e�Unensis Red fescue 70 98 90 Festuca nibra- White dutch clover 10 98 90 alLblium Epens Volume 11—Construction Storniwater Pollution Prevention-August 2012 4-17 Roughening and Rototilling: • The seedbed should be finn and rough. Roughen all soil no matter what the slope. Track walk slopes before seeding if engineering purposes require compaction. Backbiading or smoothing of slopes greater than 4H:IV is not,allowed if they are to be seeded. • Restoration-based landscape practices require deeper incorporation than that provided by a simple single-pass rototilling treatment. Wherever practical,initially rip the subgrade to improve long-term pen-neability, infiltration, and water inflow qualities. At a minimum, permanent areas shall use soil amendments to achieve organic matter and permeability performance defined in engineered soil/landscape systems. For systems that we deeper than 8 inches complete the rototilling process in Multiple lifts, or prepare the engineered soil system per specifications and place to achieve the specified depth. Fertilizers: a Conducting soil tests to determine the exact type and quantity of fertilizer is recommended. This will prevent the over-application of fertilizer. a Organic matter is the most appropriate form of fertilizer because it provides nutrients (including nitrogen,phosphorus, and potassium) in the least water-soluble form. • In general,use 10-4-6 N-P-K(nitrogen-phosphorus-potassi-u,tn) fertilizer at a rate of 90 pounds per acre.Always use slow-relcase -fertilizers because they are more efficient and have fewer environmental impacts. Do not add fertilizer to the hydromulch machine, or agitate,more than 20 minutes before use. Too much agitation destroys, the slow-release coating. • There are,numerous products available that take the place of chemical fertilizers. These include several with seaweed extracts that are beneficial to soil microbe.%and organisms. If 100 percent cottonseed meal is used as the mulch in hydroseed, chemical fertilizer may not be necessary, Cottonseed meal provides a good source of long-term, slow-release, available nitrogen. • Bonded Fiber Matrix and Mechanically Bonded Fiber Matrix: On steep slopes use Bonded Fiber Matrix(BFM)or Mechanically Bonded Fiber Matrix(M.BFM)products. Apply BFMiNfBFM products at a minimum rate of 3,000 pounds per acre of mulch with approximately 10 percent tackifier.Achieve a Minimum of 95 percent soil coverage during application. Numerous products are available commercially. Installed products per manufacturer's instructions. Most products require 24-36 hours to cure before rainfall and cannot be installed on wet or saturated soils. Yolunic H Construction Stormwater Pollution Prevention -Augusl 2012 4-18 Generally,products come in 40-50 pound bags and include all necessary ingredients except for seed and fertilizer. BFMs and,MBFMs provide good alternatives to blankets, in most areas requiring vegetation establishment. Advantages over blankets include: • BFM and MBFMs do not require surface preparation. • Helicopters can assist in installing BFM and NM Ms in remote areas. • On slopes steeper than 2,511:IV, blanket installers may require ropes and harnesses for safety. 0 Installing BFM and MBFMs can save at least$1,000 per acre compared to blankets. Maintenance Reseed any seeded areas that fail to establish at least 80 percent cover Standards (100 percent cover for areas that receive sheet or concentrated flows).If -reseeding is ineffective,use an alternate method such as sodding, mulching, or nets/blank-em If winter weather prevents adequate grass growth, this time limit may be relaxed at the discretion oft e local authority when sensitive areas would otherwise be protected. • Reseed and protect by mulch any areas that experience erosion after achieving adequate cover.Reseed and protect by mulch any eroded area. • Supply seeded areas witli adequate moisture,but do not water to the extent that it causes runoff'. Approved as Ecology has approved products as able to meet the requirements of BMP Equivalent C-11-219. The products did not pass through the Technology Assessment Protocol—Ecology(1 APE)process. Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use. The products are available for review on l3cology's website at hq://www.ecy.wa.goylpro am , /stol nrywat rin te+chl qurvalent.html BMP C121: Mulching Purpose Mulching soils provides immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place,and moderating soil temperatures. 17here is an enormous variety of mulches that can be used. This section discusses only the most common types of mulch. Conditions oJ'Use As a temporary cover measure, mulch should be use& For less than30 days on disturbed areas that require cover. At all times for seeded areas, especially during the wet season and Volume II—Constniction Stormwater Pollution Prevention-August 2012 4-19 during the hot summer months. • During the wet season on slopes steeper than 3H:IV with more than 10 feet of vertical relief; 1v inch.may be applied at any time of the year and must be refreshed periodically. For seeded areas mulch may be made up of 10,0 percent. cottonseed meal, fibers made of wood,recycled cellulose,hemp,kenaf; compost, or blends of these. Tackifier shall be plant--based,such as guar or alpha plantago, or chemical-based such as polyacrylamidea or polyiners. Any mulch or tackitier product used shall be installed per manufacturer's instructions. Generally, rtiul.ches come in 40-50 pound bags. Seed and fertilizer are added at time:of;application. Design and For mulch materials, application rates,and specifications, see Table 4.1.8. Installation Always use a --inch minimum;mulch thickness; increase the thickness SIaecificadons until the ground is. 95%covered(i.e. not visible under the mulch layer). Note: Thickness may be increased for disturbed areas in or near sensitive areas or other areas highly susceptible to erosion. 1Viccic.h used within the; ordinary high-water murk of surface waters should be selected to minimize potential flotation of organic matter. Composted organic materials have higher specific gravities(densities)than straw, wood, or chipped material, Consult Hydraulic hermit Authority(HPA) for mulch nixes if applicable. Maintenance 0 The thickness of the cover must be maintained. ,standards Any areas that experience erosion shall be remulched and/or protected with a net or blanket. If the erosion problem is drainage related,then the problem shall be fixed and the eroded area rernulched. VolumeIl Construction Stormwater Pollution Prevention-August 201 4-20 Table 4.1.8 Mulch Standards and Guidelines Application Mulch Material Quality Standards Rates Remarks Straw Air-dried;free from 2"A"thick;5 Cost-effective protection when applied with adequate thickness, undesirable seed and bales per 1,000 lland-application generally requires greater thickness than coarse material. sf or 2-3 tons per blown straw.The thickness of stra-w may be red-aced by half 1Cru when used in conjunction with seeding.In windy areas straw must be held in place by crimping,using a tackitier,or covering with netting,Blown straw always has to be held In place with a tackifier as even light winds will blow it away.Straw,however, has several deficiencies that should be considered when selecting mulch materials,It often introduces and/or encourages the propagation of weed,species and it has no significant long- term benefits.It should also not be used within the ordinary high-water elevation of surface waters(due to flotation). Hydronruloh 'No growth Approx.25-30 Shall be applied with hydromulcher.Shall:not be used without inhibiting factors. lbs per 1,000 sf seed and tackifier unless the application rate is at least doubled. or 1,500 -2,000 Fibers longer than about,1/4-1 inch clog bydrornulch equipment. lbs per acre Fibers should be kept to less than�'/�inch. Composted No visible water or 2"thick min-; More effective control can be obtained by increasing thickness Match and dust during approx. 100 tons to 3".Excellent truilch for protecting finul grades until Compost handling.Must be per acre(approx. landscaping because it can be directly seeded or tilled into soil produced in 800 1 b s per yard) as an amendment.Composted.r.nulch has a coarser size accordance with gradation than compost.It is more stable mid practical to use in AWAC 0-350, wet areas and during rainy weather conditions.Do not use Solid Waste composted mulch near wetlands or near phosphorous impaired handling Standards. water bodies. Chipped Site Average.size shall 2"thick mijL; This is a cost-effective way to dispose of debris from clearing Vegetation be several inches. and grabbing,and it eliminates the problems associated with Gradations firom buming.Generally,it should not be used on slopes above fines to 6 inches in approx. 10%because of its tendency to be transported by length for texture, runoff.It is not recommended within 200 feet of surface waters. variation,and If seeding is expected shortly after mulch,the decomposition of interlocking the chipped vegetation may tie up nutrients ituportmt to grass ,properties. establishment, Wood-based No visible water or 2"thick win. I'llis material is often called"bog or hogged fuel."The we of Mulch or Wood dust during approx. 100 tons mulch ultimately improves the organic matter in the soil. straw handling. Must he per acre(approx, Special caution is advised regarding the source and composition purchased from a 800 lbs-per of wood-based mulches,Its preparation typically does not supplier with a Solid cubic yard) provide any weed scud control,so evidenvo of residual Waste Handling vegetation in its composition or known inclusion of weed plants Permit or one or seeds should be monitored and prevented(or rni-nimized), exempt from solid waste regulations. Wood Strand A blend of louse, 2"thick ann, Cust-effective protection when applied with adequate thickness. Mulch long,thin wood A minimum of 93-percem:of the wand strand shall have lengths pieces derived from between 2 and 10-inches,with a width and thickness between native conifer or 1/16 and%-inches.The mulch shall not contain resin,tannin,or deciduous trees with other compounds in quantities that would be detrimental to plant high length-to-width life.Sawdust or wood shavings shall not be used as mulch, ratio, ffSDOT specification(9-14,4(4)) Volume ff—Consh-uction Storinwater Pollution.Prevention-August 2012 4-21 BMP C122: Net and Blankets Purpose Erosion control nets and blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so that vegetation can beconic well established. In addition, some nets and blankets can be used to permanently reinforce turf to protect drainage ways during high flows.Nets (commonly called matting) are,strands of material woven into an open, but high-tensile strength net(for example, coconut fiber matting). Blankets are strands of material that are not tightly woven,but instead form a layer of interlocking fibers, typically held together by a biodegradable or photodogradable netting(for example, excelsior or straw blankets). They generally have lower tensile strength than nets,but cover the ground more completely. Coir(coconut fiber)fabric comes as both nets and blankets. Conditions of Use Erosion control nets and blankets should be used: • To aid permanent vegetated stabilization of slopes ZH:IV or greater and with more than 10 feet of vertical relief. • For drainage ditches and swales (highly recommended). The application of appropriate netting or blanket to drainage ditches and swales cane protect bare soil from channelized nmoff while vegetation is established.Nets and blankets also can capture a great deal of sedirrient due to their open,porous structure. Nets and blankets can be used to permanently stabilize channels and may pVovide a cost- effective, environmentally preferable alternative to riprap. 100 percent synthetic blankets manufactured for use in ditches may be easily reused as temporary ditch liners. Disadvantages of blankets include: • Scwfacc preparation required, • On slopes steeper than 2.511:IV, blanket installers may need to be roped and harnessed for safety. • They cost at least $4,000-6,000 per acre installed. ,Advantages of blankets include: 0 Installation without mobilizing special equipment, 0 Installation by anyone with minimal training a Installation in stages or phases as the project progresses. 0 Installers can hand place seed and fertilizer as they progress down the slope. a Installation in any weather. a There are mimerous types of blankets that can be designed with various parameters in mind. Those parameters include: fiber blend, mesh strength, longevity,biodegradability, cost, and availability. Volume H—Construction Stormwater Pollution Prevention-August 2012 4-22 Design and See Figure 4.1.3 and Figure 4.1. for typical orientation and Installation installation of blankets used in channels and as slope protection.Note: .VPecifications these are typical only; all blankets must be installed per manufacturer's installation instructions, Installation is critical to the effectiveness of these products. If good ground contact is not achieved, runoff can concentrate under the product,resulting in significant erosion. Installation of Blankets on Slopes: 1. Complete final grade and track walk up and down the slope. 2. Install hydromulch with seed and fertilizer. 3. Dig a small trench,approximately 12 inches wide by 6 inches deep along the top of the slope. 4. Install the leading edge of the blanket into the small trench and staple approximately every 18 inches.NOTE: Staples are metal, "U"-shaped, and a minii-num.of 6 inches long. Longer staples are used in sandy soils.Biodegradable stakes arc also available. 5. Roll the blanket slowly down the slope as installer walks backwards.NOTE: The blanket rests against the installer's legs. Staples are installed as the blanket is unrolled. It is critical that the proper staple pattern is used for the blanket being installed.The blanket is not to be allowed to roll down the slope on its own as this stretches the blanket snaking it impossible to maintain soil contact. In addition,no one is allowed to walk on the blanket after it is in place. 6> If the blanket is not long enough to cover the entire, slope length, the trailing edge of the upper blanket should overlap the leading edge of the lower blanket and be stapled. On steeper slopes, this overlap should be installed in a small trench, stapled, and covered with soil. With the variety of products available, it is impossible to cover all the details of appropriate use and installation. Therefore, it is critical that the design engineer consult the manufacturer's information and that a Site Visit takes place in order to ensure that the product specified is appropriate. Information is also available at the following web sites: I. WSDOT (Section 3.2.4): littp://www.wsdot.wa.gov/.N-R/rdonlyres/`3`B41 R087-FA86-4717- 932D-D7A8556CCD57/0/ErosionTraining Manual.pd 2. Texas Transportation Institute'. h":/i'www.txdol.gov/business/doing business/prod-uct evaluation/ erosion control.htm Volume 11 Construction Slonnivater Pollution Prewntxon-August 2012 4-23 a Use jute matting in conjunction with r-nulch(BjP_C121). Excelsior, woven straw blankets and coir(coconut fiber) blankets may be installed without mulch. There are many other types of erosion control nets and blankets on the market that may be appropriate in certain circumstances® 0 In general, 11108t.nets (e.g.,jute.matting)require mulch in order to prevent erosion because they have a fairly open structure.Blankets typically do not require mulch because they usually provide complete protection of the surface. a Extremely steep,unstable,wet, or rocky slopes are often appropriate candidates for use of synthetic blankets,as are riverbanks, beaches and other high-energy environments. If synthetic blankets are used, the soil should be hydromtdchcd first. a 100-- 'percent biodegradable blankets are available for use in sensitive areas. These organic blankets are usually held together with a paper or fiber mesh and stitching which may last up to ayear. a Most netting used with blankets is photodegradable, meaning they break down under sunlight(not UV stabilized).However,this process can take months or years even under bright sun. Once vegetation is established, sunlight does not reach the mesh. It is not uncommon to find non-degraded netting still in place several years after installation. This can be a problem if maintenance requires the use of mowers or ditch'cleaning equipment. In addition,birds and small animals can become trapped in the netting. Maintenance a Maintain good contact with the ground.Erosion must not occur Standards beneath the net or blanket. • Repair and staple any areas of the net or blanket that are damaged or not in close contact with the ground. • Fix and protect eroded areas if erosion occurs due to poorly controlled drainage, Volunie If—Cons-truction Stormwater Pollution Prevention -August 2012 4-24 y , Longihrdlne1 Anchor Trench TernI Slope and[gannet Anchor Trench StI at a' It-ro imp inturvais. �i1r��� �N 7, f Chet slat.of 2619.6in)Intervals Isometric View t�°rlr �'��%f�� 4 ff',,l ,1 � f �✓" � �ansum4mi 1 . f Inhial Channel Anchor Trench Intermittent Check Slut NOTE& "..CbWk slots to bo 00=930a pr MWIUE tamers spaarmaticas. SuWng or a VUDg ky'auu per manufaclurm apecifica anx. Figure 4..1.3_Channel Installation Slope surface shall be smooth before placement for proper soli contact. If there is a berm at the top of slope,anchor Stapling patter as per -., upslope of the berm. manufacturer's recommEmclatioorus. �"` Min 2" � Overlap JimEl Anchor in Cr"x"rain.Trench r ✓ and staple at 12" Intervals. Min.B"overlap. cTC--4 f lSta plovlra rs tax An q Bring material down to a level area,tram Do not stretch Istanketsrrnatttrigs tight m the errd gander 4"and staple of 12'intervals. allow the roll's to mold to any Inegularldes. For 81oprs lo-.s than AV'r0118 time,fertilize.and seed before installation, may he placed in horizontaq strips Planting of shrubs,bees,etc.Stuould occur after instaIIation. Figure 4.1.4_Slope Installation Volume II—Construction Start water Pollution Prevention-A112012 4-.25 BMP C123: Plastic Covering Purpose Plastic,covering provides immediate,short-term erosion protection to slopes and disturbed areas. Condidons of Plastic covering may be used oil disturbed areas that require cover Use measures for less than 30 days,except as stated below. • Plastic is particularly useful for protecting cut and fill slopes and stockpiles.Note: The relatively rapid bi eakdown of most polyethylene sheeting makes it unsuitable for long-term (greater than six months) applications. • Due to rapid runoff caused by plastic covering, do not use this method upslope of areas that might be adversely impacted by concentrated runoff Stich areas include steep and/or unstable slopes. • Plastic sheeting may result in increased runoff volumes and velocities, requiring additional on-site measures to counteract the increases. Creating a trough with wattles or other material can convey clean water away from.these areas. • To prevent undercutting, trmch and backfill rolled plastic covering products. • While plastic is inexpensive to purchase, the added cost of installation, maintenance,removal, and disposal make this an expensive material,up to $1.50-2.00 per square yard, • Whenever plastic is used to protect slopes install water collection measures at the base of the slope. These measures include plastic- covered berms, channels, and pipes used to covey clean rainwater away from bare soil and disturbed areas. Do not mix clean-runoff from a plastic covered slope with dirty runoff from a project. • Other uses for plastic include: I. Temporary ditch liner, 2. Pond liner in temporary sediment pond. 3. Liner for berined temporary fuel storage area if plastic is not reactive to the type of fuel being stored. 4. Emergency slope protection during heavy rains. 5. Temporary drainpipe("elephant trunk) used to direct water. Design and Plastic slope cover must be installed as follows: Installation 1. Run plastic up and down slope,not across slope, Spoof cadons 2. Plastic may be installed perpendicular to a slope if the slope length is less than 1.0 feet, 3. Minimurn of 8-inch overlap at seams, Volume II—Construction Stomnvater Pollution Prevention-August 2012 4-26 4. On long or wide slopes, or slopes subject to wind,tape all seams. 5. Place plastic into a small (I.2-inch wide by 6-inch deep) slot trench at the top of the slope and backfill with soil to keep water froin flowing iinderticath. 6. Place sand filled burlap or geotextile bags every 3 to 6 feet along seams and tie them together with twine to,hold them in place. 7. Inspect plastic for rips,tears, and open seams regularly and-repair immediately.This prevents high velocity runoff from contacting bare soil which causes extreme erosion. Sandbags may be lowered into place tied to ropes.However, all sandbags must be staked in place. ® Plastic sheeting shall have a minimum thickness of 0.06 millimeters. a If erosion at the toe of a slope is likely, a gravel bean,riprap,or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. Maintenance a Tom sheets must be replaced.and open scams repaired. Standards 0 Completely remove and replace the plastic if it begins to deteriorate due to ultraviolet radiation. 0 Completely remove plastic when no longer needed. a Dispose of old tires used to weight down plastic sheeting appropriately. Approved as Ecology has approved products as able to meet the requirements of BMP Equivalent C 123. The products did not pass through the Technology Assessment Protocol-Ecology(TAPE)process.Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration tbr local vise. The products arc available for review on Ecology's website at htjR:Hwww.ecY.wa.gov/ ro pL-gramsfwq!5tomiwater/newtecb/equivalent.ht-nI BMP C12,4: Sodding Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways when: concentrated overland flow will occur. Ceonditivns of Use Sodding may be used in the following arms: • Disturbed areas that require short-term or long-term cover. • Disturbed areas that require immediate vegetative cover. • All waterways that require vegetative fining. Waterways.may also be seeded rather than sodded, and protected Led with a not or blanket. Volume It-Construction Storm water Pollution Prevention-August 2012 4-27 Design and Sod shall be free of weeds, of uniform,thickness(approximately I-inch Installation thick),and shall have a dense root mat for mechanical strength. Speefflcadons The following steps are recommended for sod installation: Shape and smooth the surface to final grade in accordance with the approved grading plan.The smile needs to be ove-rexcavated 4 to 6 inches below design elevation to allow room for placing soil amendment and sod. Amend 4 inches (minimum) of compost into the top 8 inches of the soil if the organic content of the soil is less than ten percent or the permeability is less than 0.6 inches per hour. See h%1://w,ww_ c wa,�ov/ for further information. Fertilize according to the supplier's recommendations. Work lime and fertilizer I to 2 inches into the soil, and smooth the surface. * Lay strips of sod beginning at the lowest area to be sodded and perpendicular to the direction of water flow. Wedge strips securely into place. Square the ends of each strip to provide for a close,tight fit. Stagger joints at least 12 inches. Staple on slopes steeper than 3H:I V. Staple the upstream edge of each sod strip. * Roll the sodded area and irrigate. * When sodding is carried out in alternating strips or other patterns, seed the areas between the sod immediately after sodding. MaintenaAce If the grass is unboalthy,tbo cause shall be determined and appropriate Standards action taken to reestablish a healthy groundcover. If it is impossible to establish a healthy groundcover due to frequent saturation, instability, or some other cause, the sod shall be removed, the area seeded with an appropriate mix,and protected with a not or blanket. BMPC125: Topsolling /Composti'ng Purpose Topsoiling and composting provide a suitable growth medium for final site stabilization with vegetation. While not a permanent cover practice in itself,topsoiling and composting are an integral component of providing permanent cover in those areas where there,is an unsuitable soil surface for plant growth. Use this Blip in conjunction with other BMTs such as seeding,mulching, or sodding. Native soils and disturbed soils that have been organically amended not only retain much more stormwater,but they also serve as effective biofi Iters for urban pollutants and,by supporting more vigorous plant growth,reduce the water,fertilizer and pesticides needed to support Volu7ne 11—Consh-uction Slonnwater Pollution Prevention-August 2012 4-28 installed landscapes. Topsoil does not include any subsoils but only the material fi-om the top several inches including organic debris. Conditions of 0 Purmanent landscaped areas shall contain healthy topsoil that reduces Use the need for fertiUers,improves overall topsoil quality,provides for better vegetal health and vitality, improves hydrologic characteristics, and reduces the need for irrigation. a Leave native soils and the duff layer undisturbed to the maximum extent practicable. Stripping of existing,properly functioning soil system and vegetation for the,purpose of topsoiling during construction is not acceptable. Preserve existing soil systems in undisturbed and uncompacted conditions if functioning properly. • Areas that already have good topsoil, such as undisturbed areas, do not require soil amendments, • Restore, to the maximum extent practical,native soils disturbed during clearing and grading to a condition equal to or better than the original site condition's moisture-holding capacity. Use on-site native topsoil, incorporate amendments into on-site soil, or import blended topsoil to meet this requirement. * Topsoiling is a required procedure when establishing vegetation on shallow soils, and soils of critically low pH (high acid)levels. * Beware of where the topsoil comes from,and what vegetation was on site before disturbance,invasive plant seeds may be included and could cause problems for establishing native plants, landscaped areas, or grasses. 0 Topsoil from the site will contain mycorrhizal bacteria that are necessary for heathy root growth and nutrient transfer. These native mycorrhiza are acclimated to the site and will provide optimum conditions for establishing grasses.Ilse commercially available rnycorrhiza products when using off-site topsoil. Design and Meet the following requirements for areas requiring disruption and Installation topsoiling: Specifications • Maximize the depth of the topsoil wherever possible to provide the maximum possible infiltration capacity and beneficial growth medium.. Topsoil shall have: A minimurn depth of 8-inches, Scarify subsoils below the topsoil layer at least 4-inches with some incorporation of the upper material to avoid stratified layers,where feasible. Ripping or re- structuring the subgrade may also provide additional br,.T.icfi ts regarding the overall infiltration and interflow dynamics of the soil system. Volume H—Consiruelinn S'tarnzwuler Pollution Prevention-Augwst 2012 4-29 m A rnininn.urn organic content of 1'0%dry weight,and 5% organic matter content in turf areas. Incorporate organic a cndnncnts to a minimum 8-inch depth except where tree roots or other natural. features limit the depth of incorporation. • A pH between 6.0 and 8.0 or snatching the pH of the undisturbed. soil.. Is If blended topsoil is imported, then fines should be limited to 25 percent passing through a 200 sieve. Accomplish the required organic content and pH by either returning native topsail to the site and/or incorporating organic amendments. a To meet the organic content use compost that meets the definition of"cor riposted materials" inn WAC 173-350-220. This code is available online at: http.//Ms.leg.wa,govfWAC/default,aspx?cite 173-350-220. The compost roust also have an organic matter content of 35%to 65%, and a carbon to nitrogen ratio below 25H:IV. The carbon to nitrogen ratio may be as high as 3 H:1.V for plantings composed entirely of plants native to the Puget Sound Lowlands region. For till soils use a mixture;of approximately two parts soil to one part compost. This equates to 4 inches of compost mixed to a depth of 1.2 inches in till soils. Increasing the concentration of compost beyond this level can have negative effects on vegetal health, while decreasing the concentrations can reduce the benefits of amended soils. a Caravel or cobble outwash soils, may require different approaches. Organics and tines easily migrate through the loose structure of these;soils. Therefore,they importation of at least b inches of quality topsoil., underlain by some type of filter fabric:to prevent. the migration of fines, may be more appropriate for these soils. • The final composition and construction of the soil system will result in a natural selection or favoring ofcen-tain plant species over time. For example,incorporation ortopsoil :rnay favor grasses, while layering with mildly acidic,high-carbon amendments may favor more woody vegetation. • Allow sufficient time in scheduling for topsoil spreading prior to seeding, sodding, or planting. • Take care when applying top soil to subsoils with contrasting textures,. Sandy topsoil over clayey subsoil is a particularly poor combination, as water creeps along the junction between the soil layers and causes the topsoil to slough. if topsoil and subsoil are not properly bonded, water will not infiltrate the soil profile evenly and it will be difficult to Volume If—Constivetion Ston nwaater Pollution Prevention-August 2012 4-30 establish vegetation. The best method to prevent a lack of bonding is to actually work the topsoil into the layer below for a depth of at least 6 inches. Field exploration of the site shall be made to determine if there is surface soil of sufficient quantity and quality to justify stripping. Topsoil shall be ffiable and loamy(loarn, sandy loarn, silt loarn, sandy clay loarn, and clay loam). Avoid areas of natural ground water recharge. Stripping shall be confined to the immediate construction area. A 4- inch to 6-inch stripping depth is common,but depth may vary depending on the particular soil.All surface runoff control structures shall be in place prior to stripping. • Do not place topsoil while in a fi-ozen or muddy condition,when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed sodding or seeding. ® In any areas requiring grading remove and stockpile the duff layer and topsoil on site in a designated, controlled area,not adjacent to public resources and critical areas, Stockpiled topsoil is to be reapplied to other portions of the site where feasible, • Locate the topsoil stockpile so that it meets specifications and does not interfere with work on the site. It may be possible to locate more than one pile in proximity to areas where topsoil will be used. Stockpiling of topsoil shall occur in the following manner: • Side slopes of the stockpile shall not exceed 2H:IV. • Between October I and April 30- • An interceptor dike with gravel outlet and silt fence shall surround all topsoil. • Within 2 days complete erosion control seeding,or covering stockpiles with clear plastic, or other mulching materials. • Between May I and September 30- • An interceptor dike with gravel outlet and silt fence shall surround all topsoil if the stockpile will remain in place for a longer pet and of time than active construction grading. • Within 7 days complete crosion,Control seeding, or covering stockpiles with clear plastic, or other mulching materials. When native topsoil is to be stockpiled and reused the following should apply to ensure that the mycorrhizal bacterial, earthworms,and other beneficial organisms will not be destroyed: 1. Re-install topsoil within 4 to 6 weeks. Volunie 11—Construction Storinwater Pollution Prevention-AuL-usl 2012 4-31 2. Do not allow the saturation of topsoil with water, 3. Do not use plastic covering. iWaintenanee a Inspect stockpiles regularly, especially after large storm events. Standards Stabilize any areas that have eroded. • Establish soil quality and depth toward,the end of construction and once established,protect from compaction, such as Born barge machinery use, and from erosion. • Plant and mulch soil after installation. • Leave plant debris or its equivalent on the soil surface to replenish organic matter. • Reduce and adjust,where possible,the use of irrigation, fertilizers, herbicides and pesticides,rather than continuing to implement formerly established practices. BMP C 126: Polya rylamide (PAM) for Soil Erosion Protection Purpose Polyacrylarnide (PAM)is used on construction sites to prevent sail erosion. Applying PAM to bare soil in advance of a rain event significantly reduces erosion,and controls sediment in two ways. First,PAM increases the sail's available pore volume, thus increasing infiltration through flocculation and reducing the quantity of storrnwater runoff. Second, it increases flocculation of suspended particles and aids in their deposition,thus reducing storrnwater runoff turbidity and improving water quality, C'onditivns of Use PAM shall not be directly applied to vaster or allowed to enter a water body. In areas that drain to a sediment pond, PA 4 can be applied to bare sail. under the following conditions: 0 During rough grading operations. • In Staging areas. • Balanced cut and fill earthwork. • Haul roads prior to placement of crushed rock surfacing. • Compacted soil roadbase. • Stockpiles. • After final grade and before paving;or final seeding and planting. • Pit sites. Volume 11—Constmetion 5tormwater PoNution Prevention..August ust 01a2 4-32 B P 1401 Frost Control Purpose Dust control pivvents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface. waters. Conditions of Use o In areas (including roadways) subject to surface and air movement of dust where on-site and off-site impacts to roadways,drainage ways, or surface waters are likely. Design and 0 'vegetate or mulch areas that will not receive vehicle traffic. In areas Installation where planting,mulching, or paving is impractical, apply gravel or ,SI)ecificafions landscaping rock.. 0 Limit dust,generation by clearing only those, areas wherc immediate activity will take place,leaving the remaining areas)in the original condition.. Maintain the original ground cover as long as practical. ■ Construct natural or artificial windbreaks or windscreens. These may be designed as enclosures for small dust sources.. • Sprinkle the site with water until surface is wct. Repeat as needed.To prevent carryout of mud onto street,refor to Stabilized Construction Entrance MMP C 105 . 0 Irrigation water can be used for dust control. Irrigation systems should be installed as a first stets can sites where dust control is a concern. 0 Spray exposed soil areas with a dust palliative, following the manufacturcr's instructions and cautions regarding handling and application.Used oil is prohibited from use as a dust suppressant. Local governments may approve other dust palliatives such as calcium chloride or PAM'. b PAM: (BMP C126 added to water at a rate of0.5 lbs. per 1,000 gallons of water per acre and applied from a water truck is more effective than water alone. This is due to increased infiltration of water into the soil and reduced evaporation. In addition; small soil particles are bonded together and are not as easily transpos ed by wind.Adding PAM may actually reduce the quantity of water needed for dust control. Use of PAM could be a cost-effective dust control method. Techniques that can be used for unpaved roads and lots include: • Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. • Upgrade the:road surface strength by improving particle size,shape, and mineral types that make;up the surface and base materials. • Add surface gravel to reduce the source of dust emission. Limit the amount of fuse particles(those smaller than.075 mm) to 10 to 20 percent. Volume 11—Construction Stormwater Pollution Prevention-A ugusi 2072' 4-40 • Use geotextile fabrics to increase the strength of new roads or roads undergoing reconstruction. • Encourage the use of alternate,paved routes, if available, • Restrict use of paved roadways by tracked vehicles and heavy trucks to prevent damage to road surface and base. • Apply chemical dust suppressants using the admix method,blending the product with the top few inches of surface mateTial. Suppressants may also be applied as surface treatments. • Pave unpaved permanent roads and other trafficked areas. 0 Use vacuum street sweepers. a Remove mud and other dirt promptly so it does not dry and then turn into dust. a Limit dust-causing work on windy days. ® Contact your local Air Pollution Control Authority for guidance and training on other dust control measures. Comptiance with the local Air Pollution Control Authority constitutes compliance with this BMP. Maintenance Respray area as necessary to keep dust to a minimum. Standards BMP C150: Materials on Hand Purlmse Keel) quantities of erosion prevention and sediment control materials on the project site at all times to be used for regular maintenance and. emergency situations such as unexpected heavy summer rains.Having these materials on-site reduces the time needed to implement BMPs when inspections indicate that existing 13MPs are not meeting the Construction SWPPP requirements. In addition, contractors can save money by buying some materials in bulk and storing them at their office or yard. Conditions of Use Construction projects of any size or type can benefit from having materials on hand.A small commercial development project could have a roll of plastic and sorne gravel available for immediate protection of bare soil and temporary berm construction. A large caTtliwork project, such as highway construction,might have several tons of straw, several rolls of plastic,flexible pipe,sandbags, geotextile fabric and steel "T"posts. Materials are stockpiled and readily available before any site clearing, grabbing, or earthwork begins. A large contractor or developer could keep a stockpile of materials that are available for use on several projects. If storage space at the project site is at a premium,the contractor could maintain the materials at their office or yard. The office or yard must be less than an hour from the project site. Volume H—Construction Etormwater Pollution Prevention-August 2012 4-41 Design and Depending on project type, size, complexity, and length,materials and Installation quantities will vary. A good minimum list of items that will cover Specifications numerous situations includes: Material Clear Plastic, 6 rnil Drainpipe, 6 or 8 inch diameter Sandbags,filled .................................................................. Straw Bales for mulching, Qu4 S alls Washed Gravel .................1 Gco"Lext4c—Fabric A Catch Basin Inserts steel -F Post-. Silt fcnce material Straw Wattle. Maintenance 0 All materials with the exception of the quarry spalls, steel "T"posts, Standards and gravel should be kept covered and out of both sun and rain. 0 Re-stock materials used as needed. BMP C151: Concrete Handling Purpose Concrete work can generate process water and slurry That contain fine particle-; and high pH, both of which can violate water quality standards in the receiving water. Concrete spillage or concrete discharge to surface waters of the State is prohibited.Use this BMP to minimize and clitninate concrete, concrete process water, and concrete slurry from entering waters of the state, Conditions of Use Any time concrete is used, utilize these management practices. Concrete construction projects include, but arc not limited to,the following: Curbs Sidewalks Roads Bridges Foundations • Floors • Runways Design and a Wash out concrete truck chutes,pumps, and internals into formed Installation areas only. Assure that washout of concrete truck;is performed off- Yoluineff—Construction Sto"nw titer Pollylion Prevention -August 2012 4-42 V Fecifirations site or in designated concrete washout areas, Do not wash out concrete trucks onto the ground,or into storm drains, open ditches, streets,or streams. Refer to BMP C 154 for information on concrete washout areas. • Return unused concreteremai-ning in the truck and pump to the originating batch plant for recycling.Do not dump excess concrete an site, except in designated concrete washout areas. • Wash off hand tools including, but not limited to,screeds, shovels, rakes, floats, and trowels into formed areas only. • Wash equipment difficult to move, such as concrete pavers in areas that do not directly drain to natural or constructed stonrwater conveyances. • Do not allow washdown from areas, such as concrete aggregate driveways, to drain directly to natural or constructed stormwater conveyances. • Contain wastewater and leftover product in a I ined container when no formed areas are available,. Dispose of contained concrete in a manner that does not violate ground water or surface water quality standards. • Always use forms or solid barriers for concrete pours, such as pilings, within IS-feet of surface waters. • Refer to BIB Ps C252 and C253 for pH adjustment requirements. • Refer to the Construction Stormwater General Permit for pH inonitoring requirements if the project involves one of the following activities: • Significant concrete work(greater than 1,000 cubic yards poured concrete or recycled concrete used over the life of a project). • The use of engineered soils amended with (but not limited to) Portland, cement-treated base, cement kiln dust or fly ash, • Discharging stormwater to segments of water bodies on the 303(d) list(Category 5) for high p1L Maintenance Check containers for holes in the liner daily during concrete pours, and Standards repair the same day. Volume 11—Construction Stormwater Pollution Prevention-August 2012 4-43 BMP' C152: Sawcuttingi and Surfacing Pollution Prevention Purpose Sawcutting and surfacing operations generate slurry and process water that contains fine particles and high pf I(concrete cutting), both of which can violate the water quality standards in the receiving water. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Use this B,MP to minirmze and eliminate process water and slurry created through sawcuttin-g or swf4cing frorn,entering waters of the State. Condition of Use Utilize these management practices anytime sawcutting or surfacing operations take place. Sawcutting and surfacing operations include, but are not limited to, the following: • Sawing • Coring • Grinding a Roughening a Hydro-demolition 0 Bridge and road surfacing Design and 0 Vacuum slurry and cuttings during cutting and surfacing operations, Installation 0 Slurry and cuttings :shall not remain on permanent concrete or asphalt slieciffeatig')M5 pavement overnight. 0 Slurry and cuttings shall not drain to any natural or constructed drainage conveyance including stormwater systems. This may require temporarily blocking catch basins. a Dispose of collected slurry and cuttings in a manner that does not violate ground water or surface water quality standards. 0 Do not allow process water generated during hydro-demolition, surface roughening or similar operations to drain to any natural or constructed drainage conveyance including stormwater systems. Dispose process water in a manner that.does-not violate ground water or surface water quality standards, 0 Handle and dispose cleaning waste material and demolition debris in a manner that does not cause contamination of water. Dispose of sweeping material from a pick-up sweeper at an appropriate disposal site. Maintenance Continually ly monitor operations to determine whether slurry, cuttings,or Standards process water could enter waters of the state. If inspections show that a violation of water quality standards could occur, stop operations and immediately implement preventive measures such as berms, barriers, secondary containment, and vacuum trucks., Volume IT-- Construction Stormwater.Pollution Prevention -A ugwl 2012 4-44 B' P C153: Material Delivery, Storage and Containment Purpose Prevent,reduce, or eliminate the discharge of pollutants to the stormwater system or watercourses from material delivery and storage. Minimize the storage of hazardous materials on-site, store materials in a designated area, and install secondary containment. Conditions of Use These procedures are suitable for use at all construction sites with delivery and storage of the fallowing materials Petroleum products such as fuel, oil and grease Soil stabilizers and binders (e.g. Polyacrylarnide) Fertilizers,pesticides and herbicides Detergents Asphalt and concrete compounds Hazardous chemicals such as acids, lime, adhesives,paints, solvents and curing compounds • Any other material that may be detrimental if released to the c vironmcnt Design and The following steps should be taken to minimize risk: Installation Temporary stoarajw area should be located away:Crone,vehicular traffic, Specifications � near the construction: eratrrance(s), and away from waterways or storm drains. • Material Safety Data Sheets (MSDS)should be supplied for all materials stored. Chemicals should be kept in their original labeled containers. • Hazardous material storage on-site should be minimized. • Hazardous materials should be handled as infrequently as possible. • during the wet weather season(Oct 1 —April Q), consider staring materials in a covered area. • Materials should be stored in secondary containments, such as earthen dike,horse trough, or even a children"s wading pool for non-reactive materials such as detergents,oil, grease,and paints. Small amounts of material may be secondarily contained in"bus boy"trays or concrete mixing trays. • Do not store chernicals, drums,or bagged materials directly on the ground, Place these items on a pallet and,when possible, and within secondary containment. a if drums must be kept uncovered, store therm at a slight angle to reduce ponding of rainwater can the lids to reduce corrosion.domed plastic covers are inexpensive and snap to the trap of drums,preventing water from collecting. Volutne 11-Construction Storinwater Pollution Prevention-August 2012 4-45 Material Storage Areas and Secondary:Containment Practices: • Liquids,petroleurn products, and substances listed in 40 CTR Parts 110, 117, or 302 shall be stored in approved containers and drums and shall not be overfilled. Containers and drums slnall be stared in temporary secondary containnnnnent facilities. • Temporary secondary containment facilities shall provide for a spill containment volume able to contain 10% of the total enclosed. container volume of all containers 'or 110% of the capacity of the largest container within its boundary,whichever is greater. • Secondary containment facilities shall be impervious to the:materials stored therein for a minimum contact time of 72 hours. • Secondary containment facilities shall be maintained free of accumulated rainwater and spills. In the event of spills or leafs, accumulated rainwater and spills shall be collected,and placed into drums, These liquids shall be handled as hazardous waste unless testing,determines them to be non-hazardous. • Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. • During, the wet weather season(Oct 1 —April 30), each secondary containment facility shall be covered during non-working days,prior to and during,rain events. • Keep ::arterial storage:areas clean, organized and equipped with an ample supply of appropriate spill clean-up material (spill kit). • The spill kit should include, at a minimux-n:: • l-Water Resistant Nylon Bag • 3-Oil Absorbent Socks 3"x 4' • 2-Gil Absorbent.Socks 3"x 10' • 1 -Oil Absorbent Pads 17" 19" • 1-Pair Splash Resistant Goggles • 3-Pair Nitrile Gloves • l mm disposable Bags with Ties • Instructions Volume II—C onstruclion Starnawcater Pollution Prevention-Au&wl 2012 4-46 BMP C154: Concrete Washout Area Purpose Prevent or reduce the discharge of pollutants to stormwater from concrete waste by conducting washout off-site, or performing on-site washout in a designated area to prevent pollutants from entering surface waters of ground water. Conditions of Use Concrete washout area best management practices are implemented on construction projects where: • Concrete is used as a construction material • It is not possible to dispose of all concrete wastewater and washout off-site (ready mix plant, etc.). Concrete trucks,pumpers, or other concrete coated equipment are washed on-site. Note: If less than 10 concrete trucks or pumpers need to be washed out on--site,the washwater may be disposed of in a fortned area awaiting concrete or an upland disposal site where it will not contaminate surface or ground water. The upland disposal site shall be at least 50 f'cct from sensitive areas sucks as storin drains,open ditches,or water bodies, including wetlands. Design and Implementation Installation The following steps will help reduce stormwater pollution from concrete ,Vpeeffleadons wastes: • Perform washout,of concrete trucks off-site or in designated concrete washout areas only, • Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets,or streams. • Do not a]low excess concrete to be dumped on-site, except in designated concrete washout areas. • Concrete washout areas may be prefabricated concrete washout containers,or self-installed structures (above-grade or below-grade). • Prefabricated containers are most resistant to damage and protect against spills and leaks. Companies may offer delivery service and provide regular maintenance and.disposal of solid and liquid waste. • If self-installed concrete washout areas are used, below-grade structures are preferred over above-grade structures because they are less prone to spills and leaks. Self-installed above-grade structures should only be used if excavation is not practical, Volume H—Construction Stonnwater Pollution Prevention -Augwi 2012 4-47 Education a Discuss the concrete management techniques described in this BMP with the ready-i-nix concrete supplier before any deliveries are made. M Educate employees and subcontractors on the concrete waste management techniques described in this lily P. * Arrange for contractor's superintendent or Certified Erosion and Sediment Control Lead(CESCL)to oversee and enforce concrete waste management procedures. * A sign should be installed adjacent to each temporary concrete washout facility to inform concrete equipment operators to utilizc the proper facilities. Contracts Incorporate requirements for concrete waste management into concrete supplier and subcontractor agreements. Location and Placement • Locate washout area at least 50 feet from sensitive areas such as storm drains, open ditches,or water bodies, including wetlands, • Allow convenient access for concrete trucks, preferably near the area where the concrete is being poured. • If trucks need to leave a paved area to access washout,prevent track- out with a pad of rock or quarry spans(see These areas should be far enough away from other construction traffic to reduce the likelihood of accidental damage and spills. • The number of facilities you install should depend on the expected demand for storage capacity. • On large sites with extensive concrete work,washouts should be placed in multiple locations for case of use by concrete truck drivers. On-site Temporary Concrete Washout Facility, Transit Truck Washout rrocedures: • Temporary concrete washout facilities shall be located a minimurn of 50 ft fi-ornsensitive areas including storm drain inlets, open drainage facilities,and watercourses, See Figules 4.1.7 and 4.1.8. • Concrete washout facilities shall be constructed and maintained in sufficient quantity and size to contain all liquid and concrete waste generated by washout operations. -Approximately 7 gallons of wash water are used to wash one truck chute. Approximately 50 gallons are used to wash out the hopper of a concrete pump truck. J7olume 11—Construction Stornmater Poilution Prevention-August 2012 4-48 • Washout of concrete trucks shall be performed in designated areas only. • Concrete washout from concrete pumper bins can be washed into concrete pumper trucks and discharged into designated washout area or properly disposed of offsite. Once concrete wastes are washed into the designated area and allowed to harden, the concrete should be broken sap,removed,and disposed of per applicable solid waste regulations. Dispose of hardened concrete aril a regular basis. 1" rraporar above Qr do Concretes Washout Fae lst_y • Temporary concrete washout facility(type above grade) should be constructed as shown on the details below,with a recommended minimum length and minimum width of 10 ft,but with sufficient quantity and volume to contain all liquid and concrete waste generated by washout operations. • Plastic lining material should be a nvnimum of 10 mil polyethylene sheeting and:should be free of holes, tears, or tither defects that compromise the impermeability of the material. • TcM ontr Bolow-Grradc Concrete Washout Facility • Temporary concrete washout facilities(type below grade)should be constructed as shown on the details below,with a recommended mininium length and minimum width of 10 ft. The quantity and volume should,be sufficient to contain all liquid and concrete waste generated by washout operations, Lath and flagging should be commercial type. Plastic lining material shall be a minimum of 10 mil polyethylene sheeting and should be free of holes,tears, or other defects that compromise the impermeability of the material. Liner seams shall be installed in accordance with manufacturers' recommendations. Soil base shall be prepared free of rocks or other debris that may cause tears or holes in the plastic lining material.. Maintenance Inspection and.Maintenance Standards • In§ ect and verify that concrete washout 131VIs are in place rior to the conarnencement of concrete work. • Durina periods of concrete work, inspect daily to verify continued performance. • Chock overall condition and performance. • Check remaining capacity (%full). Volume 11—Construction Stormwater Pollution Prevention -August 201 4-4 • If using self-installed washo-ut facilities,verify plastic liners are intact and sidewalls are not damaged. • If using prefabricated containers, check for leaks. Washout facilities shall be maintained to provide adequate holding capacily with a minimum freeboard of 12 inches. Washout faciliticsinustbe cleaned or new facilities must be constructed and read y for use once the washout is 75% MI. If the washout is nearing cgpacity,vacuum and disp gs of the waste material in,an approved manner. a Do not discharge liquid or slurry to waterways, storm drains or directly onto ground. a Do not use sanitary sewer without local approval. a Place a secure,non-collapsing, non-water collecting cover over the concrete washout facility prior to predicted wet weather to prevent accumulation and overflow of precipitation. A Remove and dispose of hardened concrete and return the structure to a functional condition. Concrete may be reused on-site or hauled away for disposal or recycling. When you remove materials from the self installed concrete washout, .build a new structure; or,if the previous structure is still intact,inspect for signs of weakening or damage, and make any necessary repairs. Re-line the structure with new plastic after each cleaning. Removal of'Femporary Concrete Wasbout Facilities • When temporary concrete washout facilities are no longer required for the work, the hardened concrete, slurries and liquids shall be removed and properly disposed of • Materials used to construct temporary concrete washout flicilitics shall be removed from the site of the work and disposed of or recycled. • Holes, depressions or other ground disturbance caused by the removal of the temporary concrete washout facilities shall be backfilled, repaired, and stabilized to prevent erosion. Volume 11— Construction Star mwater Pollution Prevention-August 2012 4-50 0 mll NASM UNIN WOOD fR4ML SE)CURELY 10 n9l PLAZW t"w, FASTFNED M10 V"TTI TWO VMS am ---I A14D NaT to!a-ALE 1 ON ==-Itr Z,UN[mu" LATH NOT 7541kx 0 2VI2 R=4 3m mAwm wom"ME A VAMPS YARra "I AXE ..............-..-Z.................................. ------- L.A UJ I t,,z D ffol Kmw p it)i�N FLASIZ�UNNG �k)T TO%,ALE mol,10 7YK "804% GME' TYPE IARYE MAW ND"z W" WOOD PIMKS T I AZ04L Ulf%lm DMIRMWN"fHf MM. 2 7K 0NUM WA340UT PAGE 0) V,� N,TAW�Q,WFTlflP4 TC � Q4-TqE�I�NPCRAF�yl COW-hM Wkid btft rArLfN, Figure 4.1.7a—Concrete Washout Area Yolumelf Construction Stormwa ter Pollution Prevention-August 2012 4-5.1 SiBAq&.F.. �311vNPS2NC'W4RC (X PER EN✓rk.6) 0 PNAMI 1kNfNc� WM)CA wFlAk Ilk nktivr wWRwl. LNaxr:s(7 PER Mufg _ (C1'1daMA,) AT, srr sw�" 1O 70 SCALE. NaMYOC6 NF.) 34 1 VkASHCINlT 158 mrva 1EaW4r 1.,Z =iCREW5 m.._�... r. via rrs� S) [12..+Nr�rmS 515-u, 80 omm nr) wE _ OMOM 1YmHNYLi' * DETOJL (OR EQUW P41 rMNN PLA5NI[. Ulm-` �.SdT7� FJW.E �Nkf rraraw V m ar Pe NOT To s ..r THE *ASO/E GUDC lNPLE GETANL w9913 amm 1, A(rUk WWI VVENNa PWO IN N'F1L.{•NLIJ, Ac"MPOIY w_ COF#M!rRIM WASHOUT FACILNRFY'. '4k'.adaFYiSfdyGd-1"k:' s..M,6--'q,w—ea Figure 4.1.7b-Concrete Washout,area Nam. f Figure 4.1.8-Prefabricated Concrete Was hout Container w/Ramp Volume 11 Construction atarmwuter Pollution Prevenlion -August 2012 4-52 BMP C1601. Certified Erosion and Sediment Control Lead Purpose The project proponent designates at least one person as the responsible representative in charge of erosion and sediment control (ESC), and water quality protection. The designated person shall be the Certified Erosion and Sediment Control lead (CESCL)L) who is responsible for ensuring compliance with all local, state, and federal erosion and sediment control and water quality requirements. Conditions of Use A CESCL shall be made available on projects one acre or larger that discharge stormwater to surface waters of the state. Sites less than one acre may have a person without.CESCL certification conduct inspections; sampling is not required on sites that disturb less than an acre. • The CESCL shall: • Have a current certificate proving attendance in an erosion and sediment control training course that meets the minimum E C training and certification requirements established by Ecology(see details below). Fcology will maintain a list of I SC;training and certification providers at:. htip;//www.ecy.wa.Vv,li)rogramsNLq/stormwater/cescl.htmI OR • Be a Cerdfied Professional in Erasion and.Sediment Control (CPESC); for additional information go to: ww-w.cpesc.net '!;PeCiJIC4donS 9 Certification shall remain valid for three years. • The CESCL shall have authority to act on behalf of the contractor or developer and shall be available,or ors-call,24 hours per day throughout the period of construction. The Construction SWPPP shall include the name,telephone number, fax number, and address of the designated CESCL. A CESCL may provide inspection and compliance services for multiple construction projects in the same geographic region,. Duties and responsibilities of the CESCL shall include,but are not limited to the following: Maintaining permit file on site at all times wbich includes the Construction SWPPP and any associated permits and plans. Directing B1MP installation, inspection,maintenance,modification, and removal. Volume 11®Ccnsh-uction Stonnwater Pollution Preventlon-August 2012 -53 Updating all project drawings and the Construction SWPPP with changes made. Completing any samppling requirements including reprinting results using WcbDMR.. Keeping daily logs, and inspection reports. Inspection reports should include; Inspection date/time. Weather inforniatiorn general conditions diming inspection and approximate amount of precipitation since the last.inspection. A summary or list of all BM Ps implemented, :including observations of all erosion/sediment control structures or practices. The following shall be noted: 1.. Locations of BMPs inspected. 2. Locations of BMPs that creed.maintenance. 3. Locations ofBtNTPs that failed to operate as designed or intended. . Locations of where additional or dif(Jerent BMPs,are required.. • Visual monitoring results, including a description of discharged stormwatear.The presence of suspended sediment,turbid water, discoloration, and mil sheen shall be noted, as applicable. • Any water quality monitoring performed during inspection. Cireneral comments and notes, including a brief description of any B P repairs,maintenance or installations made as a result of the inspection. Facilitate,participate in, and take corrective actions resulting from inspections performed by outside agencies or the owner. BMP C162: Scheduling purpose Sequencing a construction project reduces the amount and duration of soil exposed to erasion by wind,rain,runoff, and vehicle tracking. Conditions of Use The construction sequence schedule is an orderly listing of all major land- disturbing activities together"with the necessary erosion and sedimentation control measures planned for the project. This type of'scheduale guides the contractor on work to be done before rather work is started so that serious erosion and sedimentation problems can be avoided. Following a specified work schedule that coordinates the tinning of land- disturbing activities and the installation of control measures is perhaps the most cost-efTcctive way ofcontrolling erosion during construction. The removal of surface ground cover leaves a site vulnerable to accelerated Volume II- Construction Statmw ater Pollution Prevention-August 2012 4-.54 erosion. Construction procedures that limit land clearing provide timely installation of erosion and sedimentation controls,and restore protective cover quickly can significantly reduce the erosion potential of a site. Defign 0 Mininii7-e constniction during rainy periods. Considerations a Schedule projects to disturb only small portions of the site at any one time. Complete grading as soon as possible.Immediately stabilize the disturbed portion before grading the next portion. Practice staged seeding in order to revegetate cut and fill slopes as the work progresses. Volume ff—Construction Stwmwater Pollution Prevention-August 2012 4-55 BIVI ' C200: Interceptor Dike and Swale ..i utpose Provide a ridge of"compacted soil,or a ridge with an upslope swale, at the top or bane of disturbed slope or along the perimeter of a disturbed construction area to convey stormwater. Use the dike and/or swale to intercept the runoff frorn unprotected areas and direct it to areas where erosion can be controlled.. This can prevent storm runoff"from entering the work area or sediment4aden runoff from leaving the construction site;. Conditions of Use Where the runoff from an exposed site or disturbed slope must be conveyed to an erosion control facility which can safer convey the stormwat r. • Locate upslope of a construction site to prevent runoff from entering; disturbed area. ® When placed horizontally across a disturbed slope, it reduces the amount and velocity of runoff flowing clown the slope. Locate downslope to collect rcur.off hom a disturbed area and direct water to a sediment basin. Design and Dike and/or Swale and channel must be stabilized with temporary or Installation permanent vegetation or other channel protection during construction. Specifications Channel.requires a positive grade for drainage; steeper grades require channel protection and check damns. Review construction for areas where: overtopping may occur. Can be used at top of new fill before vegetation is established.. May be used as a permanent diversion channel to carry the runoff. Sub-basin tributary area should be one acre or less. • Design capacity for the peak flow from a 10-year,24-hour storm, assuming a Type lA rainfall distribution.,for temporary facilities. Alternatively, use 1.6 times the I0-year, l-hour flow indicated by an approved continuous runoff model.For facilities that will also serve on a permanent basis,consult the local government's drainage requirements Interceptor hikes shall meet the following criteria: Top Width 2 feet minimum. Height 1.5 feet minimum on berm. Side Slope 2K I V or flatter, Grade Depends on topography,however, dike system minimum is 0.5%r, and maximum is 1%. Compaction Minimum of 90 percent ASTM D698 standard proctor. Volu?ne IT—Construction Stor»nw Ater l o lution Prevention-Augu,st 2012 4-5 7 Horizon(al. Spacing;of Interceptor Dikes: Average Slope Slope Percent Flowpath Length 20H:IV or less 3-5%n 300 feet (I ip to 2.0)H:l V 5-1 flea 200 feet (4 to 10)H:l V 10-25% 100 feet (2 to 4)H:l V 25- 0%� 50 feet Stabilization depends on velocity and reach Slopes<5% Seers and mulch applied within 5 days of dike construction (see BMP Cl21 lvlulcljin Slopes 5 --40%n Dependent on runoff velocities and dike materials. Stabilization should be done inarnediately using either sod or riprap or other mcasures to avoid erosion. The upsl.ope side of the dike shall provide positive drainage to the dike outlet.No erosion shall occur at the outlet. Provide energy dissipation. measures as necessary. Sediment-laden runoff must be released through a sediment trapping facility. .Minimize construction traffic over temporary dikes. Use temporary cross culverts for channel crossing. Interceptor swales shall meet the fallowing criteria: Bottom Width 2 feet minimum;the crass--section bottom shall be level. l')epth 1-foot Minimum Side Slope 2H:1V or fla(ter. Grade Maximum 5 percent, with positive drainage to a suitable outlet(such as a sediment pond). Stabilization Seed as per 13NP C'I20, Tenn mr ay and Pernianent Seeding,or L'1iJP C202, Channel !lifting, 12 inches thick rirapa pressed into the bank and extending at least 8 inches vertical from the bottom. • Inspect diversion dikes and interceptor svcwales once a week and after every rain#iall. Immediately remove sediment from the flow area. • Damage caused by constTuction traffic or othor activity must be repaired before the end of each working day. Check outlets and make timely repairs as needed to avoid gully formation. When the area below the temporary diversion dike is permanently stabilized,remove the dike and fill and stabilize the channel to blend with the natural surface. Volume II Construclion Stormwater Pollution Prevention--,August 2012 4-.58 Treated 2"Au" may be abutted end to Spreader must be level end for max.spreader length of 50' 6"min. 1 min. .......... 6"min. 111 111 111 11-d I "I I I I—A I -] I L' -11- T11—M ill 11 111 111 17 18"min. rebar supports 8"max. spacing Figure 4.2.6—Detail of Level Spreader BM' P C207: Check Dams Purpose Construction of small dams across a swale or ditch reduces the velocity of concentrated flow and dissipates energy at,the check data. Conditions of Ilse Where temporary channels or permanent channels are not yet vegetated, channel lining is infeasible,and/or velocity checks are required. Check dams may not be placed in streams unless approved by the State Department of Fish and Wildlife. Check dams may not be placed in wetlands without approval ftom a permitting agency. Do not place check dams below the expected backwater from any sal.nnonid bearing water between October I and May 31 to ensure that there is no loss of high flow refuge habitat for overwinteting juvenile salmonids and emergent salmonid fry. a Construct rock check dams from appropriately sized rock. The rock used must be large enough to stay in place given the expected design flow through the channel. The rock must be placed by hand or by mechanical means(no dumping of rock to form dam)to achieve complete coverage of the ditch or swale and to ensure that the center of the dam is lower than the edges. 0 (,.h.e&.k darris may also be constructed of either rock,or pea-gravel filled bags.Numerous new products are also available for this purpose.They tend to be re-usable, quick and easy to install,effective, and cost efficient. a Place check danns perpendicular to the flow of water. 0 ["he darn should form a triangle when viewed from the side, This prevents-undercutting as water flows over the face of the dam rather than falling directly onto the ditch bottom. Volume H—Comytruelion Stormwateir-Pollution Prewntion-August 2012 4 73 a Before installing check dams impound and bypass upstream water flaw away from the work area. Options for bypassing include pumps, siphons, or temporary channels. • Check dams in association with sumps work more effectively at. slowing flow and retaining sediment than east a check dam alone.A deep sump should be provided immediately upstream of the check darn. • In some cases, if carefully located and designed, check darns can remain as permanent installations with very minor regrading. They may,be left as either spillways,in which case accumulated sediment would be graded and sealed, or as check darns to prevent farther sediment from leaving the site. • The maximum spacing between the dams shall be such that the toe of the upstream darn is at the same elevation as the top of the downstream darn. • Keep the maximum height at 2 feet at the center of the darn. • beep the center of the check darn at least 12 inches lower than the outer edges at natural ground elevation. • Keep the side slopes of the check darn at 2H:1V or flatter. • Ivey the stone into the ditch banks and extend it"beyond the abutments a minimum of 19 inches to avoid washouts from overflow around tine darn. • Use Ater:fabric foundation under a crock:or sand bag check.dam.If a blanket ditch liner is used., filter fabric is not necessary.A piece of organic or synthetic blanket cut to fit will also work for this purpose. • In the case of grass-lined ditches and swalcs, all check darns and accumulated sediment shall be removed when the grass has matured sufficiently to protect the ditch or Swale- unless the slope of the swale is greater than 4 percent. The area beneath the check dams shall be seeded and mulched immediately after dam removal. • Ensure that channel appurtenances,such as culvert entrances below cheek darns, are not subject to damage or blockage from displaced stones.T' pqrre 4.2.7 depicts a typical rack check dam. Maintenance Check darns shall be monitored for performance and sediment Standards accumulation during and after each runoff producing:rainfall. Sediment shall be removed when it reaches one half the sump depth. Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the darn. If significant erosion occurs between darns, install a protective riprap liner in that portion of the channneL Volume ll, r;onstmetion Stormwater°Pollution Prevention-August 2012 4-74 Approved as Ecology has approved products as ablo,to meet the requirements of BMP Equivalent C207. The products did not pass through the Technology Assessnient Protocol—Ecology(TAPE)process.f ocal jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use. The products are available for review on Ecology's website at htg?://www.ecy.wa.goy/prog Volume 11—Con.Ttruclion StormwaterPoilution Prevention-Augusi 2012 4-75 View Looking Upstream 18"(0.5m) ,/'r�/..� r "r'''/ rr�"_•°f-`1 e.",�y�` :7`...��i w].rp 0 ,% ,f 4""�0.6Yrr) /, .. .ti Key stone into channel banks and / f extend it beyond the abutments a {\ \ � minimum of 18"(0.5m)to prevent A flew around dam. Section FLOW 8' (2.4m) Spacing Between Check Dams 'L'=the distance such that points'A"and 'El'are of equal elevation. _ YL, .....__ Ck pPOINT B, NOT TO SCALE Figure 4.2.7—Rock Check Clam Volume 11— Consto°ucttnra Storm water Pollution Prevention-- ugust 201 4E-76 Standards accumulation during and after each runoff producing rainfall. Sediment shall be removed when it reaches one half the height of the dam, 46 Anticipate submergence and deposition above the triangular silt dam and erosion from high flaws around the edges of the darn. Immediately repair any damage or any undercutting of the dawn. BMP C209: outlet Protection Purpose Nutlet protection prevents scour at conveyance outlets and minimizes the potential for downstream erosion by reducing the velocity of concentrated stormwater flows. Conditions of`,use Nutlet protection is required at the outlets of all ponds,pipes, ditches, or other conveyances, and where runoff is conveyed to a natural or manmade drainage feature such as a stream,wetland, lake, or ditch. Design and The receiving channel at the outlet of a culvert shall be protected from Installation erosion by rock lining a minimum of feet downstream and extending up Specifications the channel sides a minimum of 1—foot above the maximum tailwater elevation or 1-foot above the crown, whichever is higher.For large pipes (mare than 18 inches in diameter), the outlet protection lining of the channel is lengthened to four times the diameter of the culvert. Standard wingwalls,and tapered outlets and paved channels should also be considered when appropriate for permanent culvert outlet protection. (See WSDOT hydraulic Manual, available through 't SDOT Engineering Publications). a Organic or synthetic erosion blankets,with or without vegetation, are usually more effective than rock, cheaper,and easier to install. Materials can be chosen using rnanufacturcr product specifications. ASTM test results arc available for most products and the designer can. choose the correct material for the expected flow. a With low flows,vegetation(including sod)can be effective. a The following guidelines shall be used for riprap outlet protection: l. If the discharge velocity at the outlet is less than 5 fps (pipe slope less than, l percent), use -inch to 8-inch riprap. Minimum thickness is 1-foot. 2. For 5 to 10 fps discharge velocity at the outlet(pipe slope less than 3 percent),use 24-inch to 48-inch riprap. Minimum thickness is 2 feet. 3. :For outlets at the base of steep slope pipes (pipe slope greater than 10 percent), an engineered energy dissipater shall be used. Filter fabric or erosion control blankets should always be used under riprap to prevent scour and channel erosion. V61ume ll Construction Stormwater Pollution Prevention -August 2012 4-78 New pipe outfalls can provide an opportunity for low-cost fish habitat improvements.For example, an alcove of low-velocity water can be created by constructing the pipe outfall and associated energy dissipater back from the stream edge and digging a channel, over- widened to the upstream side, from the outfall. Overwintering juvenile and migrating adult salmonids may use the alcove as shelter during high flows. Bank stabilization, bioengineering, and habitat features may be required for disturbed areas, This work may require a HPA. See Volume V for more information on outfall system design. Maintenance a Inspect and repair as needed. Standar�s e Add rock as needed to maintain the intended function. 0 Clean energy dissipater if sediment builds up, BMP C2201: Storm Drain Inlet Protection Purpose Storm drain inlet protection prevents coarse sediment from entering drainage systems prior to permanent stabilization of the disturbed area, Conditions of Use Use storm drain inlet protection at inlets that are operational before permanent stabilization of the disturbed drainage area.Provide.protection for all storm drain inlets downslope and within 500 feet of a disturbed or construction area,unless conveying runoff entering catch basins to a sediment pond or trap. Also consider inlet protection for lawn and yard drains on new home construction. These small and numerous drains coupled with lack of gutters in new home construction can add significant amounts of sediment into the roof drain system. If possible delay installing lawi-i and yard drains until just before landscaping or cap these drains to prevent sediment from entering the system until completion of landscaping. Provide 18-inches of sod around each finished lawn and yard drain. Table 4.2.2 lists several options for inlet protection. All of the methods for storm drain inlet protection tend to plug and require a high frequency of maintenance. Limit drainage areas to one acre or less. Possibly provide emergency overflows with additional end-of-pipe treatment where storinwater ponding would cause a hazard. Volume 11-Construction Slortnwater Pollution Preven6on-Augusl 2072 4-79 Table 4.2.2 Storm Drain Inlet Protection Applicable for Type of Inlet Emergency Paved/Earthen Protection Overflow Surface's Conditions of Use Drop Inlet Protection Excavated drop inlet Yes, Earthen Applicable for heavy flows, Easy protection temporary to maintain, Large area flooding will Requirement 30'X 30'Jacre occur Block and gravel drop Yes Paved or Earthen Applicable for heavy concentrated inlet protection flows,Will,rgt Panda _ Gravel and wire drop No Applicable for heavy concentrated inlet protection flows. Will pond. Can withstand traffic. Catch basin filters Yes Paved or Earthen Freguent maintenance required, Curb Inlet Protection Curb inlet protection Small capacity Paved Used for sturdy, more compact with a wooden,weir overflow installation. Block and gravel curb Yes Paved Sturdy,but limited filtration. inlet protection Culvert Inlet Protection Culvert inlet sediment 18 month expected life. Design and Excavated Drop Inlet Protection -An excavated impoundment around the Installadon storm drain. Sediment settles, out of the stormwater prior to entering the IV pecificadons storm drain. • Provide a depth of 1-2,ft as measured from the crest of the inlet structure. • Slope sides of excavation no steeper than 2H:I V. • Minimum volume of excavation 35 cubic yards. • Shape basin to fit site with longest dimension oriented toward the longest inflow area. • Install provisions for draining to prevent standing water problems, • Clear the area of all debris. • Grade the approach to the inlet uniformly. • Drill weep holes into the side of the inlet. a Protect weep holes with screen wire and washed aggregate. a Seal weep holes when removing structure and stabilizing area. Volume 11— Construction StorntwaterPollution Prevention-Augms-1 2012 4-80 Build a temporary dike, if necessary, to the down slope side of the structure to prevent bypass flow. Blrark and Gravel Filter - A barrier formed around the stormn drain inlet with standard concrete blocks and gravel. See figure 4 8. • Provide a height of 1 to 2 feet above inlet. • Recess the first row 2-inches into the ground for stability. • Support subsequent courses by placing a 2x4 through the block opening. • fro not use mortar. • Lay some blocks in the bottom row on their side for dewatering the pool. • Place hardware cloth or comparable wire mesh with'/,a-inch openings over all block openings. Place,gravel just below the top of blocks on slopes of 2H:1 V or Matter. • An alternative design is a gravel donut. • Provide an inlet slope of 3H:1 V. • Provide an outlet:slope of"2H:IV, • Provideal-foot wide level stone area between the structure and the inlet. • Use inlet slope stones 3 inches in diameter or larger. • Use gravel 'r'2,-to 3/,-inch at a rninirrrum thickness of l-foot for the outlet slope.. Volume 11 Construction S'tortn ater Pollution Prevention-August 2012 d-81 Ian View A Drain > Grate < IKY �a�4"i 4L7• C ��'3 �-'�'�74.D`.,'�Y� f 1 �"3 n " ,, Concrete Block 2r 3 1CC� l �c yt p Gravel YO r-5--� ''i .....�+' A Section A A Concrete wire Screen or Filter Fabric GravelSackflf'l— Overflow ' Water Funding Height g yWater _ ti.\f'\ti\ : '�.w .f\♦ /X\✓/ y i °�/1y\ff i'ti`.,i�' �,J"^r. \, Drop Inlet �� ; e< �<�\ Motes: 1.Drop inlet sediment barriers are to be used for smail,nearly level drainage areas.(less than 5%) 2.Excavate a trash of sufficient size adjacent to the drop inlet 3.The tap of the shucturc(ponding height)must be well below the ground elevation downslWe to prevent runoff from txypw.ing the inlet.A'Wmporary dike may be raoat,es.•aaty on Clare dr wnslope side of the strueture. Figure 4.2.8—Block and Gravel Filter Gravel and dire Mesh Falter-A gravel barrier placed over the top of the inlet. This structure does not provide an overflow.. • Use a hardware cloth or comparable wire mesh with '`2-inch openings. • Use coarse aggregate. 0 Provide a height 1-foot or more, 18-inclies wider than inlet on all sides. • Place wire mesh over the drop inlet so that the awe extends a minimum of l-foot beyond each side of the inlet structure. • Overlap the strips if more than one strip of mesh is necessary. ViAnie 17--d'onsiruelion Slo waiEr Pollulion Prevenli n-AuglLyl 2012 4-82 Place coarse aggregate over the wire mesh. Provide at Least a 12-inch depth of gravel over the entire inlet opening and extend at least I 8-inches on all sides. Catchbasin Filters— Use Inserts designed by manufacturers for construction sites. The limited sediment storage capacity increases the amount of inspection and maintenance required,which may be daily for heavy sedi-Trient loads. To reduce maintenance requirements combine a catchbasin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may be a better method for inlets located along active rights-of"-way. • Provides 5 cubic feet,of storage. • Requires dowatering provisions. • Provides a high-flow bypass that will not clog under normal use at a construction site. Insert the catchbasin filter in the catchbasin just below the grating. Curb inlet Protection with Wooden Weir—Barrier formed around a curb inlet with a wooden frame and gravel. • Use wire mesh with 1/2-inch openings. • Use extra strength filter cloth. • Construct a frame. • Attach the wire and filter fabric to the frame. • Pile coarse washed aggregate against wire/fabric. 0, Place weight on frame anchors. Block and Gravel Curb Inlet Protection- Barrier formed around a curb inlet with concrete blocks and gravel. See Figgre 4.2.9. • Use wire mesh with Y2-ineh openings. • Place two concrete blocks on their sides abutting the curb at either side, of the inlet opening,. These are spacer blocks. • Place a 2A stud through the outer holes of each spacer block to align the front blocks. • Place blocks on their sides across the front of the inlet and abutting the spacer blocks. • Place wire mush over the outside vertical face. • Pile,coarse aggregate against the wire to the top of the barrier. Curb and Gutter Sediment Barrier— Sandbag or rock berm(riprap and aggregate)3 feet high and 3 feet wide in a horseshoe shape. See Pi uTc 4.2.10. Volume 11—Construction Stormwater Pollution Prevention-August 2012 4-83 • Construct a horseshoe shaped berm, faced Nvith coarse aggregate if using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the, outside of the berm sized to sediment trap standards for protecting a culvert inlet. Maintenance a Inspect catch basin filters frequently,especially after storm events. Standards Clean and replace clogged inserts. For systems with clogged stone filters:pull away the stones from the inlet and clean or replace. An alternative approach would be to use the clogged stone as fill and put fresh stone around the inlet. • Do not wash sediment into storm drains while cleaning. Spread all excavated material evenly over the surrounding land area or stockpile and stabilize as appropriate. Approved as Ecology has approved products as able to meet the requirements of 13 MP Equivalent C220. The products did not pass through the 'rechno logy Assessment Protocol—Ecology(IFAPE-)process.Local jurisdictions may choose not to accept this product approved as equivalent, or may require additional testing prior to consideration for local use. The products are available for review on Ecology's website at bt,tP-. tMI Volumeil Construction Etortn water Pollution Preven lion-Aug�vt 2012 4-- 84 Plan View Hack of Sidewalk A � Catch Basin t __. .._. ....... .... 2x4 Wood Stud Back of Curb i. 'J Concrete Block .. Curb Inlet ..................................._.._ hl� 44 ,]dam IJ M1 ' a 1* vw � •a l Cry{ x •Y[� {yar - 'f{ `" -� m "YKZ"7 1..7- Wire Screen or Filter Fabric — Concrete Block Section ""in Gravel (2pm m) 1/4"Drain Gravel {20mm) Ponding Height Concrete Block OVerfk?1W jj ; .._ Curb Inlet Wire Screen or ` ti, /\r .•" Filter Fabric Catch Basin 4 Wood Stud' r ('lOOx50 Timber Stud) NS: 'I. Use block and gravel type sediment barrier when curb inlet is located in genitly sloping street segment, where water can pond and allow sediment to separate from runoff. 2.Barer shall allow for overflow from severe storm event.. 3.Inspect barters and remove sediment alter each storm event. Sediment and gravel crust be removed from the traveled way immediately. Figure 4.2.9—Blank and Gravel Curb Inlet Protection Volume 11—Construction Stormwa ter Pollution Prevention--August 2012 4-8 5 Plan View Back of Sidewalk Burlaps Sacks to Batch Basin Overlap unto Curb Guru Inlet Back.of Curb RUNOFF Fd ......... � RUNOFF SPILLWAY//,/Pt i Gravel Filled Sandbags f� 'Tacked Tightly NOTES: 1.Place curb type:sediment barriers on gently sloping street segments,where water can pond and allow sediment to separate from runoff, 2.Sandbags of either burlap or woven'geotextlle'fabric,are filled wadi gravel,layered and packed sightly. I leave a one sandbag gap in the lop raw to provide a spillway for overflow. 4.Inspect barriers and remove sediment after each storm event.Sediment and gravel rrmst be removed ftom the traveled way immediately. Figure 4.2.10—Curb and Gutter Barrier Volume 11—Construction Stormwater Pollution Prevention August.2012 4-86 BMP C 31: Brush Barrier Purpose The:purpose of brush barriers is to reduce the transport of coarse sediment frorn.a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use * Brush barriers may be used downslope of all disturbed areas of less than vnc-quarter acre. a Brush barriers are not intended to treat concentrated flows,nor are they intended to treat substantial amounts of overland flaw.Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circurnstaiuce in which overland flow can be treated solely by a brush barrier,rather than by a sediment pond, is when the area draining to the barrier is small. Brush barriers should only be installed on contours, ;Design and a height 2 feet(rnininrurn)to 5 feet(maximunn). Installation o Width 5 feet at base (minimum)to 15 feet(maximum). Specifications m Filter fabric (geotextile)may be anchored over the brush berm to enhance the filtration ability of the barrier. Ten-ounce burlap is an adequate alternative to filter fabric. Chipped site vegetation, composted;mulch, or wood-based munch Oiog fuel) can be used to construct brush barriers. A A 1.00 percent biodegradable installation can be constructed using 10- ounce burlap held in place by wooden stakes. Hi rear�4.2.1 depicts a typical brush barrier. Maintenance • There shall be no signs of erosion or concentrated runoff under or Standards around the barrier. if concentrated flows are bypassing the barrier, it must be expanded or augmented by toed-in:filter fabric. 0 The dimensions of the barrier must be maintained. If required,dra filter fabric over brush an secure In 4"x4" min trench With compacted e backfill. r Anchor downhill edge of filter fabiric with stakes, sandbags,or equivalent. i f I 2'Min.Height Min.5"wide brush barrier with max.6"diameter woody debris. Alternatively topsoil strippinrgs may be used to form the barrier. Figure 4.2.11 —Brush Barrier Volume II—Consir"et%on Stormwater Pollution Prevention-Au;yusl 2012 4-87 BMP C232: Gravel Filter Berm Purpose A gravel filter berm is constructed on:rights-of-way or traffic areas within a construction site to retain sediment by using a filter berm of gravel or crushed rook. Conditions of Use Where a temporary measure is needed to retain sediment from rights-of- way or in traffic areas on constn tiction sites. Design and a Berm material shall be 3/4 to 3 inches in size,washed well-g;radc gavel Installation or crushed rock with less than 5 percent fines. Specifications Spacing oCber as: Every 300 feet on Slopes less than 5 percent -- Every 200 feet on slopes between 5 percent and 10 percent — Every 100 feet can,slopes greater than 10 percent Berm dimensions: — 1 foot high with 3H:lV side.slopes .. S linear feet per 1 offs runoff based on the I0-year,24-hone design storm Maintenance a Regular inspection is required. Sediment shall be removed and filter ,Standards material replaced as needed. BMIP G 33: Silt Fence Purpose Use of a silt fence reduces the transport of ccaarse sediment from a construction site by providing a temporary physical barrier to sediment. and reducing the runoff velocities of overland flow. See Figure 4.2.12 for details on silt fence construction, Conditions of Use Silt fence may be used do,;Amslope of all disturbed areas. • Silt fence shall prevent soil carried by runoff water from going beneath,through, or over time top of the silt fence,but shall allow the water to pass through the fence. 0, Silt fence is not intended to treat concentrated flows,nor is it intended to treat substantial amounts of overland flow. Convey any concentrated flows through the drainage system to a sediment pond. Leo not construct silt fences in streams or use in V-shaped ditches. Silt fences do not provide an adequate method of silt control for anything deeper than sheet or overland flow. Volutrne II—Consituction Storra4waler Pollut on N ention -August 012 q-88 Joins 51 filter fabric shall be spliced at posts Use staples„wire rings or 2''x2"tr 14 a.wire cr ie e u° nt to attach fabric to post €rcluiva ent if standard. -` strength fabric used Filter-fabric ff h p 1 IA n� ,t,9:kr�LTt far rl� j pal st1 17, l — „rrrax w Minirnurn 4"W trench ;, .' _.7 . i y 13ackf ll trench with native soil' Post spacing may he increased or 3M"-1.5"washed gravel to S"11 wire backs ng is used 2"x2"wood posts,steel f'enco posts,or equivalent Figure 4.2.12-Slit Fence Design and 0 Use in combination with sediment basins or tether BM Ps. Instral'lativn Maximum slope steepness(normal (perpendicular)to fence line) Specifications IH:IV. a Maximum sheet or overland flow lath length to the fence of 100 feet. 0 Do not allow flows greater than 0.5 cf;. ® The geotexti:le used shall meet the following standards.All gcotextil.e properties listed below are minimum average roll values(i.e., the test result for any sampled mall in a lot shall meet or exceed the values shown in Table 4.2.3): Table 44.2.3 Geotextil'e Standards Polymeric Mesh ACAS .tiQ axon maximum for slit filaaa woven(#30 sieve).0.30 (A STN4 D4751) mm maximum for all other geotextile types(;#50 sieve).. 0.1.5 mm minimum for all rubric types(4100 sieve). ....... _. .... _..... Water Permittivity 0,02 s minimum (ASTM D4491) Grab Tensile Strength 180 lbs.Minimum for extra strength fabric... (ASTM D4632) 1.00 lbs minimum for standard strength fabric. Crab Tensile Strength 30%ma .iinurn (ASTM l_74632) ... ......... .................lfltravioletResistance 70%nummum. (ASTM b4355) Support standard strength fabrics with wire mesh,chicken wire, 2-inch -inch wire, safety fence, or jute mesh to increase the strength cal"the Volume 11--Con,str uclion Efo?7nwaler Pollution.Prevention-August 2012 4-8q fabric. Silt fence materials are available that have synthetic mesh backing attached. Filter fabric material shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life at a temperature range,of OT.to 120T. One-hundred percent biodegradable silt fence is available that is strong,long lasting, and can be left in place after the project is completed, if permitted by local regulations. Refer to Figure 4.2,12 for standard silt fence details. Include the following standard Notes for silt fence on construction plans and specifications: 1. The contractor shall install and maintain temporary silt fences at the locations shown in the Plans. 2. Construct silt fence,-;in areas of clearing, grading, or drainage prior to starting those activities. 3. The silt fence shall have a 2-fect rain. and a 21/2-feet max,height above the original ground surface. 4. The filter fabric shall be se-Am together at the point of manufacture to form filter fabric length.,;as required. Locate all sewn searns at support posts. Alternatively, two sections of silt fence can be overlapped,provided the Conti-actor can demonstrate, to the satisfction of the Engineer, that the overlap is long enough and that the adjacent fence sections are close enough together to prevent silt laden water from escaping through the fence at the overlap. S. Attach the filter fabric on the up-slope side of the posts and secure with staples, wire, or in accordance with the manufacturer's recommendations. Attach the filter fabric to the posts in a manner that reduces the potential for tearing. 6. Support the filter fiibric with wire or plastic mesh, dependent on the properties of the geotextile selected for use. If wire or plastic mesh is used,fasten the mesh securely to the up-slope side of the posts with the filter fabric up-slope of the mesh. 7. Mesh support, if used, shall consist of steel wire with.a ma .hour mesh spacing of 2-inches,or a prefabneated polymeric mesh. The strength of the wire or polymeric mesh shall be equivalent to or greater than 180 lbs. grab tensile strength. The polymeric mesh must be as resistant to the same level of ultraviolet radiation as the filter fabric it supports. K Bury the bottom of the filter fabric 4-inches min.below the groLind surface. Backfill and tamp soil in place over the buried portion of the filter fabric, so that no flow can pass beneath the fence and Volume II—Construction Storniwazer Pollution Prevention-August 20,72 4-90 scouring cannot occur. When wi.rrc,or polymeric back-up support mesh is used,the wire or polymeric mesh shall extend into the ground 3-inches min. .. Drive or place the fence posts into the ground 1$-inches min. A 12-inch.ruin. depth is allowed if topsoil or other soft subgrade soil is not present and 18-inches cannot be reached. Increase fence post rein. depths by 6 inches if the fence is located can slopes of3lq;:1V or steeper and the slope is perpendicular to the fence.If required post depths cannot be obtained,the posts shall be adequately secured by bracing or guying to prevent ovcrtLwning of the.fence due to sediment loading. 10. Use wood, steel or equivalent posts.The spacing of the support posts shall be a maximum of -feet.Posts skull consist of either: • Wood with dimensions o1"2-inches by -inches wide.rain. and a 3-feet Haan. length.Wood posts shall be free of defects such as knots, splits, or gouges. • No. 6 steel rebar or larger. • ASTM A 120 steel pipe with a Knninimum d.iarneter of 1 Winch. • U,°T,L, or C shape steel hosts with a minimum weight of 1.3 lbs.lft. • Other steel posts having,equivalent strength and bending resistance to the post sines IiMsted shove. 11.. Locate silt fences on contour as much as possible, except at the ends of the fence, where the fence shall be turned uphill such that the silt fence captures the runoff water and prevents water from flowing around the end of the fence. 12. :Ifthe fence must cross contours,with the exception of the ends of the fence,place,gravel check darns perpendicular to the back of the fence to minimize concentrated flow and erosion. The slope of the fence line where contours must be crossed shall not be steeper than 3H:1 V. • Gravel check dams shall be approximately 1-foot deep at the back of the fence. Gravel check darns shall be cotntinued. perpendicular to the fence at the same elevation until the trap of the check darn,intercepts the ground Surface behind the fence. • Caravel.cheek darns shall consist ofcrushed surfacing base course, gravel backfill for walls, or shoulder ballast. Gravel check darns shall be located every 10 feet along the fence where the fence must cross contours. Refer to Figure 4..2.13 for slicing method details. Silt fence installation using the slicing method specifications: Volume 11--Construction Storrnwater Pollution Preverition--August 2012 4-91 I. The base of both end posts must be at least 2-to 4-inches above the top of the filter fabric on the rniddle posts for ditch checks to drain properly.Use a hand level or string level,if necessary, to mark base points before installation. 2. Install posts 3-to,4-feet apart in critical retention areas and 6-to 7- feet apart in standard applications. 3. Install posts 24-inches deep on the downstream side of the silt force,and as close as possible to the filter fabric, enabling posts to support the filter fabric from-upstream water pressure. 4. Install posts with the nipples facing away from the filter fabric. 5. Attach the filter fabric to each post-with three ties, all spaced within the top 8-inches of the filter fabric. Attach each tie diagonally 45 degrees through the filter fabric,with each puncture at,least 1-in.ch vertically apart. Each tie should be positioned to bang on a post nipple when tightening to prevent sagging. & Wrap approximately 6-inches of fabric around the end posts and secure with 3 ties. 7. No more than 24-inches of a 36-inch filter fabric is allowed above ground level. Cornpact the soil irmnediately next to the filter fabric with the front wheel of the tractor, skid steer, or roller exerting at least 60 pounds per square inch. Compact the upstream side first and then each side twice for a total of four trips. Check and correct the silt fence installation for any deviation before compaction. Use a flat-bladed shovel to tusk fabric deeper into the ground if necessary. Volume 11—Constmclion Stormwater Pollution Prevention -A gust 2012 4-92 P91WIng hwd.ght POST SPACING: rnaa#.24r' 7'rmmx:an open nano _ ______________Top of(Fabdc 4Y maw.on pmwang areas ..__ __._.., Attech#amta.tm Belt upstrawnM stds of Paat FLOW— bayo owcir aide m# POST DEPTH-. - aat tam e x to a a#naw As mach adtmaw ground wtth device as fabric abww ground tta p"id.or gamaamr 71Mf9G, Fr— com #qa°i wulPanSNpn. asommASaWATWN zl// a Lfflize Ovee Um Do post al mANn tap a-arm. ✓,! %%`%� ° au ," "tom 0 Manq a h Ve an a pog nlpph�and No more than,24"oT a'W fabricIMda cakde or MO wdra. Is allowed abovo ground, Rol of sa(once Opon Pon aftl Compaction Fa4 obeym Set Fence ammund 00 ~ .z ry'` Fkrborftl c aN Point S"g blede Vkxa ty papaw is not acre bt because of mentalal compacakwi Figure 4.2.13—'Silt Fence Installation by Slicing Method' ainlenanc°e a repair any damage immediately. Standards a Ir>:tc;.rcept and convey all evident cuucentrated flows uphill of the silt fence to a sediment pond. a Check the uphill side of the fence for signs of the fence clogging and acting as a Barrier to flow and then causing channelization offlows parallel to the fence" if this occurs,replace the fence or remove the trapped sediment, VolumeIl—Construction Spnrrnwater Pollution Prevention-.Augnust 201 --9 3 * Remove sediment deposits when the deposit reaches approximately one-third the height of the silt fence, or install a second silt fence. * Replace filter fabric that has deteriorated due to ultraviolet breakdown. BMP C234: Vegetated Strip Purpose Vegetated strips reduce the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use Vegetated strips may be used downslope of all disturbed areas, Vegetated strips are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a strip,rather than by a sediment pond, is when the following criteria are net(see Table 4.�.4 : Table 4.2.4 Contributing Drainage Area for Vegetated Strips Average Contributing I Average Contributing area Max Contributing area'Slope Percent Slope area Flue ath Le�nh 1.511:1 V or flatter 67%or flatter 100 feet 214:1 V or flatter 50�/.'Or flatter 115 feet EIV or flan-Y 25%or flatter 1511 feet 611:IV or flatter 1 .711/c ur flatter 200 feet lOH.1V or latter ........ 10%or flatter J_2_50,Tu_rt Design and The vegetated strip shall consist of a minimum of a 25-foot flowpath Installation length continuous strip of dense vegetation with topsoil. Grass- Specifications covered, landscaped areas are generally not adequate because the volume of sediment overwhelms the grass. Ideally,vegetated strips shall consist of undisturbed native growth with a well-developed soil that allows for infiltration of rLinoff. The slope within the strip shall not exceed 411:IV. The uphill boundary of the vegetated strip shall be delineated with clearing limit-,. Maintenance Any areas damaged by erosion or construction activity shall be Standards seeded immediately and protected by mulch. If more than 5 feet of the original vegetated strip width has had vegetation removed or is being eroded, sod must be installed. If there are indications that concentrated flows are traveling across the buffer,surface water controls must be installcd to reduce the flows Muoie 11 Construction Storm water Pollution Prevention-Augmt 2012 4-94 entering the buffer,or additional perimeter protection must be installed, BMP C235�: Wattles Purpose Wattles are temporary erosion and sediment control barriers consisting of straw, compost or other material that is wrapped in biodegradable tubular plastic or similar encasing material. They reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. Wattles are typically 9 to 10 inches in diameter and 25 to 30 feet in length.Wattles are placed in shallow trenches and staked along the contour of disturbed or newly constructed slopes. See Figure 4.2.14 for typical construction details. WSDOT Standard Plan 1-30.30-00 also provides information on Wattles (h!V,/Iwww.wsdot.wa.govMesig,n/Standards/Plans.httn#Sectionl) Conditions of Use Use wattles: • In disturbed areas that require immediate erosion protection.. • On exposed wails during the period of short construction delays, or over winter months. On slopes requiring stabilization until permanent vegetation can be established. • The material used dictates the effectiveness period of the wattle. Generally,Wattles are typically effective for one to two seasons. ® Prevent rilling beneath wattles by property entrenching and abutting wattles together to prevent water from passing between them Design Criteria a Install wattles perpendicular to the flow direction and parallel to the slope contour. a Narrow trenches should be dug across the slope on contour to a depth of 3- to 5-inches on clay soils and soils with gradual slopes. On loose soils, steep slopes, and areas with high rainfall,the trenches should be dug to a depth of 5-to 7-inches, or 1/2 to 2/3 of the thickness of the wattle. • Start building trenches and installing wattles from the base of the slope and work up. Spread excavated material evenly along the uphill slope and compacted using hand tamping or other methods. • Construct trenches at intervals of 10-to 25-feet depending on the steepness of the slope, soil type, and rainfall. The steeper the slope the closer together the trenches. a Install the wattles snugly into the trenches and abut tightly end to end. Do not overlap the ends, a Install stakes at each end of the wattle, and at 4-foot centers along entire length of wattle, Volume H Construction Stormwater Pollution Pmvention-August 2012 4-95 BMP C240: Sediment Trap Purpose A sediment trap is a small temporary ponding area with a gravel outlet used to collect and store sediment from sites cleared and/or graded during construction. Sediment traps,along with other perimeter controls, shall be, installed before any land disturbance takes place in the drainage area. Conditions of Use Prior to leaving a construction site, stormwater runoff must pass through a sediment pond or trap or other appropriate sediment removal best management practice.Non-engineered sediment traps may be used on-site prior to an engineered sediment trap or sediment pond to provide additional sediment removal capacity. It is intended for use on sites where the tributary drainage area is less than 3 acres,with no unusual drainage features,and a projected build-out time of six months or less. The sediment trap is a temporary measure(with a design life of approximately 6 months) and shall be maintained until the site area is permanently protected against erosion by vegetation and/or structures. Sediment traps and ponds are only effective in removing sediment down to about the medium,silt size fraction.Runoff with sediment of finer grades(fine silt and clay)will pass through untreated, emphasizing the need to control erosion to the maximum extent first. Whenever possible,sediment-laden water shall be disebargcd into on-site, relatively level,vegetated areas(see BMP C234—Vegetated trital. This is the only way to effectively remove fine particles from runoff unless chemical treatment or filtration is used. This can be particularly useful after initial treatment in a sediment trap or pond. The areas of release must be evaluated on a site-by-site basis in order to dQtcrU&e appropriate locations for and methods of releasing runoff. Vegetated wetlands shall not be used for this purpose. Frequently,it may be possible to pump water from the collection point at the downhill end of the site to an upslope vegetated area, Puinping shall only augment the treatment system,not rep I ace it, because of the possibility of purnp failure or runoff volume in excess of pump capacity. All projects that are constructing permanent facilities for runoff quantity control should use the rough-graded or final-graded permanent facilities for traps and ponds. This includes combined-facilities and infiltration facilities. When permanent facilities are used as temporary sedimentation facilities, the surface area requirement of a sediment trap or pond must be met. If the surface area requirements are larger than the surface area of the permanent facility,then the trap or pond shall be enlarged to comply with the surface area requirement. The permanent pond shall also be divided into two cells as required for sediment ponds. Yolumell Construction Storrynvater Pollution Prevenlion -Augmyt 2012 4-101 Either a permanent control structure or the temporary control structure (described in.F3Tv P C241, T"empora.ry Sedi rmennt Pond)can be used. If a permanent control structure is used, it may be advisable to partially restrict the lower orifice with gavel to increase residence time while still allowing dewatering of the pond.A shut-off valve may be added to the control structure to allow complete retention of storrnwater in emergency situations. In this case, an emergency overflow weir roust be:added. A skims ncr may be used for the sediment trap outlet if approved by the Local Permitting Authority. Design and 0 Sec;Figures 4.2.1 6 and 4.2.17 for details. 1"stallution a If permanent runoff control facilities are hart of the project,they Specifications should be used for sediment retention. 0, To determine the sediment trap geometry, first calculate the design. surface area(SA) of the trap,measured at the invert of the weir. Use the following equation: SA = FPS( 20Vs) where 2 Design inflow based on the peak discharge fzon°n the developed 2-year runoff event fi-oin the contributing drainage area as computed in the hydrologic analysis. The 10-year peak flow shall be used if the project size;, expected timing and duration of construction, or downstream conditions warrant a higher level of protection.If no hydrologic analysis is required,the Rational Method may be used. Vs The settling velocity of the soil particle of interest. The 0,02 nun(medium silt)particle with an assumed density of 2.65 gfcm3 has been selected as the particle of interest and has a settling velocity(V,$)of 0.00096 ftfsec. FS Ae safety factor of 2 to account for non.-ideal settling. Therefore;, the equation for computing surface area becomes- SA = 2 x Q210.00096 or 2080 square feet per cfs of inflow Note: Even if permanent facilities are used, they must still have a surface area that is at least as large as that derived frown the; above formula, If they do not,the pored Must be enlarged. To aid in determining sediment depth, all sediment traps shall have a staff`gauge with a prominent mark 1-foot above the bottom of the trap. Volume 11 -ar."omtruct on SlortnwaterPoihit on Prevention 4ug-ust 2012 4-1 0 • Sediment traps inay not be feasible on utility projects due to the limited work-space or the short-tern nature of the work. Portable tanks may be used in place of sediment traps for utility projects, Maintenattee U Sediment shall be removed froth the trap when it reaches I-foot in Standards depth. • Any damage to the pond embankments or slopes shall be repaired. Surface area determined at top of weir L V�n. Overflow 1,Min. 1,Mill, Flat Bottom 2"4"Rock MpRap Washed gravel Note:Trap may be foled by berm or by ra partial or complete excavation Glotextue Discharge to stabilized conveyance, outlet,or level spreader Figure 4.2.16—Cross Section of Sediment Trap 6'Min. = 1H 1' Min.depth overflow spillway I!- F T7=11-7 1 I -I I ITT�--T rM---TTT--t I I—_I I I—I I I III-' Native soil or I`Min. V depth 'compacted backfill 2%4'" rock .11 T__ Geotextile- PZ_I I ='I 'T FztI I I Min. V depth 3/4"-1.6" M T- I,I I I FLri_T1 -T- - washed gravel Figure 4.2.17—Sediment Trap Outlet Volume 11—Construction Stormwater Pollution Prevention -August 2012 4-103 Plan Preparation Checklist - SeaGlass Village Site Development - 1st Submittal - 10/14/2016 location of pipes, restrictors, or detention facilities; but is an approval of grading and sedimentation control plan only. 1-120.9(1)G The public right-of-way shall be kept clean. Tracking of mud and debris from the site onto the public right-of-way will not be allowed. Failure to comply with this condition will result in all work on the site being stopped. 1-120.9(1)H Cleanup and Restoration. The following procedures shall be followed in cleaning and restoring the construction site: 1. Street shall be swept each day. 2. Disturbed soils shall be final graded, seeded and mulched; or sodded after the installation of the utility. 3. Ditches shall be seeded, jute matted, netted, sodded, or rock lined to control erosion. 4. Any debris including rocks, cobbles, dirt and silt of downstream drainage facilities, whether ditches or pipe and catch basins, which results from the construction, shall be cleaned out and the work restored to a stable condition as a part of site cleanup each day. INFORMATION TO BE SHOWN ON DRAWINGS: 1. Plot Plan Showing: See Sheet C4 (Site & Horizontal Contol Plan) and Sheet C5 (Engineered Dimensions Grading Plan) North arrow Scale (engineering, not architectural) Street name(s) Right-of-way width(s) (show both sides from centerline) Property lines Building location (distances to lot lines) Driveway location (both proposed and existing and distances from lot lines or corner for each) Easements (type and width) Spot elevations at: Each property corner Finish grade (at building corners) Finish floor Top of curb (at property lines) Each edge of driveway (at property line) Cross-section view (may show some of the above) Parking (proposed traffic flow at entrance and exit) Address and/or assessor's tax lot number Short plat (location of all housing planned) Flood plain data (if applicable) 2. Sanitary Sewer Plan Showing: Not applicable; Sanitary sewer service will be extended from existing ilding. See Building Permit plans. Sewer line locations (show relationship to water lines) Sewer line sizes, material, and class of material Sewer line slopes Building location Elevations at: Building line Changes in line or grade Property line Public Sewer Appurtenances, such as cleanouts and back water valves 3. Storm Sewer Plans Showing: See Sheet C6 (Drainage & Utility Plan). Storm drainage calculation Storm line locations Storm line sizes Storm line slopes Downspout locations Catch basin locations Detention/retention details Elevations at: Catch basins Top of grate Invert elev. Property line Public sewer Area of impervious surface Drainage pattern of impervious surface Oil separators detailed drawing (if required) Connection to public system Location and size of public system Other required best management practices (BMP) 4. Curb, Gutter and Sidewalk Plans Showing: See Sheet C7 (Wheaton Way Improvements Property lines Street centerline Sidewalk width and location (thickness as per specs.) Driveway width, location and grade (thickness as per specifications) Curb height, slope Gutter width, thickness Wheelchair ramps, location Expansion joints Catch basin locations Spot elevations at: Point of curve (on curb) Point of tangency (on curb) 1-10 Top of curb at property lines Front and back edges of sidewalk at property lines and grade breaks Details on any retaining walls at right-of-way lines Topography of opposite side of roadway 5. Lighting Plan See Building Permit plans. A lighting plan shall be submitted in accordance with City lighting standards. 6. Traffic Plan A traffic plan will be prepared and submitted by the Contractor prior to construction. A traffic plan shall be submitted in accordance with the MUTCD. 1-11 a, To: City of Bremerton, Department of Community Development, 345 6th St, Suite N o N E Em R 1 N G iL L C 600, Bremerton, WA 98337 Cc: client electronic From Leah Dunsdon, P.E. Mailing: P.O. Box 949 Gig Harbor, WA 98335 Date: October 18, 2016 Physical: 4706 97th Street NW, Ste 100 Gig Harbor, WA 98332 Site Development Permit Application Phone: (253) 857-5454 — 1st Submittal Fax: 253 509-0044 Project Number: 16-104 Site Address: 1014 Parkside Dr, 1619 Wheaton Way Parcel Numbers: 4985-008-001-0003, 5277-000-004-0001, 5277-000-002-0003 Accompanying this transmittal are the following documents: Date # Copies Description 10.05.16 1 Check for $500 check number 1555 10.04.16 1 Site Development Permit Application 09.26.16 1 Vicinity Map 10.14.16 1 Plan Preparation Checklist 10.14.16 3 Stormwater Site Plan 10.14.16 3 Construction SWPPP 10.14.16 6 Civil Plans (24"x36")(12 sheets) PROJECT SITE r , PROJECT SITE DRAWN BY: LMD , f i r ~� —I{ I IL' fVGCN C E f� I Nf:rLLC. VICINITY MAP PROJECT: 16-104 PI IYS'ICAL ADDRESS:4786 97-n!ST NW, DATE: 09, 6,16 BLD& #2,GIG HARBOR,,1+'a+A 98332 NOT TO SCALE MAILING ADDRESS: P.O.BOX 949, SEA GLASS VILLAGE EXHIBIT NO.GIIG HARBOR,WA 98335 BREMERTON, WASHINGTON PHONE: 253 '857-5454 City of Bremerton PERMIT NUMBER: BP16 00048 Department of Community Development DATE ISSUED: 12/12/2016 ss 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:1014 PARKSIDE DR • (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5277-000-002-0003 ZONING: RIO Name Phone Address Access Code APPLICANT: JON GRAVES ARCHITECTS&PLANNERS,PLLC 253-2724214 3110 RUSTON WAY SUITE E CTX64-T4ZOB TACOMA,WA 98402 OWNER: BREMERTON FEE OWNER LLC 15910 VENTURA BLVD STE 1450 9E2NK-2XLRS ENCINO,CA 91436 CONTRACTOR: D LENDER: SUBMITTED: 07/05/2016 APPROVED: EXPIRATION: 06/10/2017 STATUS: ISSUED VALUATION: Site Plan Review .........�_.__..�..._..._,..M_. ......._...� _..�.._..........u_...�.... ...._.,_. ._.._....._._....SE',tt~Gl;ikSS�{7`TL"E'A'GE=SiTE�'T:AT�P' ,W.._. ....__r_�_..�_...................._....�....w_. m�._.a . ......... ..... SEAGLASS VILLAGE-SITE PLAN REVIEW Site Plan Review Type II Commercial $500.00 Building Code Edition: TOTAL FEES: $500.00 Occupancy Group: Type of Construction: Flood Zone: Setbacks: /Bfl:(FJAT/R/O) Sanitation Method: Number of Bedrooms: Inspection Requests: FIRE:Fire Inspections (360)473-5386 DCD:Building Inspections: (360)473-5870 HEALTH:Kitsap County Health District (360)337-5285 L&I:Department of Labor and Industries (360)4154000 PW&U:Public Works-Engineering (360)473-5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance,or if the work Is suspended or abandoned at any time after the work is commenced for a period of 180 days.It is the responsibility of the permit holder to see that the required inspections are made.Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements.Any demolition,testing,or financial burden shall be bome directly by the permit holder.Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction.I hereby certify that I have read and examined this permit and know the same to be true and correct.All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not.The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction.If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3,Chapter 126,Laws of 1967.All revisions to an approved plan require DCD review and approval prior to performing work.All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. I have read,and agree to abide by the condition spf this permit including all conditions of zoning,building codes,and State and Federal laws. Fr= SIGNATURE OF OWNER OR AGENT: PRINTED NAME: a .. gp DATE: CONDITIONS City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction,and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. Printed by:Wood,Tracey on:12/12/2016 02:26 PM Page 1 of 3 City of Bremerton PERMIT NUMBER: BP16 00048 Department of Community Development DATE ISSUED: 12/12/2016 +z. 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:1014 PARKSIDE DR - (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5277-000-002-0003 ZONING: RIO Name Phone Address Access Code APPLICANT: JON GRAVES ARCHITECTS&PLANNERS,PLLC 253-2724214 3110 RUSTON WAX SUITE E CTX64-T4ZOB TACOMA,WA 99402 OWNER: BREMERTON FEE OWNER LLC 15910 VENTURA BLVD STE 1450 9E2NK-2XLRS ENCINO,CA 91436 CONTRACTOR: 11 LENDER: SUBMITTED: 07/05/2016 APPROVED: EXPIRATION: 06/10/2017 STATUS: ISSUED 1. (Custom) Building: 1)A building permit is required to occupy,construct,or modify any structure.Please provide floor plans with each room 77 labeled,exiting configuration,plumbing fixtures,mechanical equipment,etc.Either an architect or engineer stamp and a�'6is"r qut ova stildc� Iliat7s gi" al"ei�"t4; 0 squarePeelin°io'fa7"'I]°bor oleo 1e`"ase"pr`ci "coils analysis with construction type,occupancy classification,allowable area,allowable height,fire separation distance,separated or non-separated uses,exiting,etc. 2)The building or tenant space may not be occupied until a Certificate of Occupancy has been issued as a result of a building permit application.The business may not open to the public until a Business License has been issued by the Tax and License DiviaiplL. 3)Accessibility of the occupancy is required in accordance with Chapters 10.and 11 of the International Building Code.An accessible route shall be provided on the site from public transportation stops,accessible parking,accessible loading zones, and public streets or sidewalks to the accessible entrance served. 4)Any building that has a residential occupancy shall be provided with an automatic sprinkler system throughout when constructed under the International Building Code.Please be sure to provide information on the existing building that will be converted to residential as to the other occupancy. 5)Please provide at least two copies of the geotechnical engineer report for each building permit for new construction for the analysis of the soils to support the development. 6)The new building is less than 20'from the existing builditg.Either provide fire-resistance rated construction for the facing walls or provide an analysis that the two building may be considered as one building as the combined building areas comply with the building code for a single building. 2. (Custom) FINDINGS: i Site is located in the Multifamily Residential(R-20)zone,as conditioned proposal meets development standards per BMC 20.79.060. Permit was processed as a Type I Permit,as the proposed development is exempt from SEPA.As conditioned,permit meets application requirements for Site Plan Review per BMC 20.58.080. The proposed fitness center is permitted as an accessory use only per BMC 20.79.030(d). The number of parking stalls for the amenity fitness center was sized per BMC 20.48.120,as motel common area,at I space per 200 square feet of amenity space.The code is satisfied. While parcel 5277-000-002-0003 is located within the shoreline jurisdiction,no work is being proposed within 200 feet of the shoreline.No other critical area is located within the area work will be accomplished. CONDITIONS: 1.LANDSCAPING.Per BMC 20.50.040(h)All plant material shall be maintained in a healthy growing condition free of weeds,trash or debris through the life and use of the development.Dead,damaged,diseased,or missing plant material shall be replanted or replaced as necessary to comply with the approved landscaping plan and the requirements of the chapter. 2.Landscaping shall be installed prior to occupancy for the proposed development being granted. 3.The proposed fitness center is permitted as an accessory use to the multifamily housing primary use. 4.Lots 4985-008-001-0003,5277-000-004-0001,and 52774M-002-0003 shall be consolidated prior to a building permit for the development proposed in this permit being issued. 5.All driveways and areas used for loading,parking,and maneuvering motorized vehicles shall have a paved surface pursuant to BMC 20.48. 6.Development must comply with Title 20 in the BMC. No structures shall be placed within the setbacks and all development not shown on the approved plans must be submitted for review and approval prior to construction. .. 7.Development shall conform to Fire Department comments detailed on the final issued site plan. 3. (Custom) PW&U-ENGINEERING: G 1)Stormwater mitigation may be required pursuant to BMC 15.04 and the"Manual"Provide the amount of both new plus replaced impervious/hard surfaces in your application to determine what the Minimum Requirements will be. 2)Storm water engineering and storm water fees could be required. 3)Driveway Approach Permit will be required for any work in the public right-of-way 4)A utility plan is required to include existing and proposed utilities. 5)Utility plan review and inspection fees may be required. MINIMUM INSPECTIONS REQUIRED Printed by:Wood,Tracey on:12/12/2016 02:26 PM Page 2 of 3 City of Bremerton PERMIT NUMBER: BP16 00048 Department of Community Development DATE ISSUED: 12/12/2016 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:1014 PARKSIDE DR (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5277-000-002-0003 ZONING: RIO Name Phone Address Access Code APPLICANT: JON GRAVES ARCHITECTS&PLANNERS,PLLC 253-2724214 3110 RUSTON WAY SUITE E CTX64-T4ZOB TACOMA,WA 98402 OWNER: BREMERTON FEE OWNER LLC 15910 VENTURA BLVD STE 1450 9E2NK-2XLRS ENCINO,CA 91436 CONTRACTOR: C: LENDER: SUBMITTED: 07/05/2016 APPROVED: EXPIRATION: 06/10/2017 STATUS: ISSUED To request an inspection,please call(360)473-5870 and be sure to provide your permit number,name on permit,site address,contact phone number,and inspection type.To register for on-line inspection access,visit the City's website at www.el.bremerton.wa.us. _. .........Ttri-06-€fon............._ a. ...- —--------------.......—....."3es'"caipOCon... .,,.,,.,,._,.......... ..........._..........__... ... .. ......._........._.._....__..................._. ................. .....,,. .....................,..,..,........ ... 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Tec me. 88402 } .� Department of Community Development 345—6th Street, Suite 600, Bremerton,WA 98337 (360)473-5275;Fax: (360)473-5278 website: www.ci.bremerton.wa.us SITE DEVELOPMENT PERMIT APPLICATION DCD FEES: Site Plan: $500 SEPA: $320 All fees must accompany this application. These fees are non-refundable and subject to change. Make checks payable to City Treasurer *FILE NUMBER: *Pre-conference File No *To be completed by city staff Bremerton Municipal Code (BMC) Section 20.58.090 requires a Site Development Permit prior to constriction, enlarging, demolishing a building or structure, grading, excavation or filing of earth, or other exterior site improvements that will change the physical conditions of the site. The appropriate fees, maps, plans, must accompany this form and other required supporting documents. Please fill out the entire form. If a subject is not applicable please indicate on this form. PROJECT TYPE: ® Commercial © Multi-Family ❑ Plat, RCD, or ❑ Grading or Subdivision Other(specify) 1. Project Name: SeaGlasa_.Village 2. Applicant: NAME: New Standard Equities, Inc. ADDRESS: 15910 Ventura Blvd., Suite 1450 CITY: Encino STATE: CA ZIP 91436 TELEPHONE: Work: 818-582-3589 ext. 101 Home/Cell: 312-415-4877 3. Contact Person (if different than applicant): NAME: Leah Dunsdon, P.E., Contour Engineering LLC TELEPHONE: Work: 253-857-5454 Home/Cell: 253-863-0565 4. Title Holder: NAME: Bremerton Fee Owner LLC ADDRESS: 15910 Ventura Blvd., Suite 1450 CITY: Encino STATE: CA ZIP 91436 TELEPHONE: Work: 818-582-3589 ext. 1450 Home/Cell: 312-415-4877 City of Bremerton 1 of 5 March 2006 5. Project Engineer: NAME: Leah Dunsdon, P.E., Contour Engineering LLC ADDRESS: P.O. Box 949 CITY: Gig Harbor STATE: WA ZIP 98335 TELEPHONE: Work: 253-857-5454 Home/Cell: 253-863-0565 6. Specific Property Location (address or general vicinity): 1014 Parkside Drive and 1619 Wheaton Way, Bremerton, WA 98310 7. Assessor Tax Account Number(s): 5277-000-002-0003, 5277-000-004-0001, 4985-008-001-0003 S. Project Description: a. Existing Site Conditions:The existing site consists of an 182 unit apartment complex with leasing office. The site contains an existing single residence with an asphalt parking to the b. Proposed land use activity: west and gravel parking to the south of the residence. The existing leasing office will be converted to a residential unit. The existing single family residence will be converted to a leasing office and a building addition will be constructed. c. Total parcel area: The existing gravel parking lot will be improved with new access 5.47 acres and will be paved. d. Total disturbed site area: Approximately 0.34 acre. e. Resulting new impervious area: Net new impervious surface area = 1,580 square feet f. Number of residential lots: 182 existing Units and 1 new unit. Also includes office (leasing and amentity). g. Total excavation +fill quantity (bank volume): Approximately 250 cubic yards cut and fill (permit purposes only) h. Drainage area and receiving water: Not in a named watershed basin per Kitsap County mapping. Receiving water: Puget Sound i. Water quantity control feature: (Port Washington Narrows) Water quantity control feature not required. j. Identified critical drainage area: None known. City of Bremerton 2 of 5 March 2006 9. Critical Area Checklist Fill in the blank or circle the answer(s) that apply directly to the site and areas that are within 200 feet of the site. a. Slope is calculated by dividing the vertical distance by the horizontal distance and then multiplying the result by 100. Example: Vertical 20 feet Horizontal 100 feet=.2 X 100=20% slope Vertical Distance=20 feet Horizontal Distance= 100 feet Check all that apply to the site and areas within 200 feet of the site. X Flat: less than 5-feet elevation change over entire site. X Rolling: slopes on site generally less than 15%(a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15%and less than 30% (a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30%present on site(a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other(please describe): b. Does the site or properties within 200 feet of the site contain areas of year-round standing water? Yes 1 No If so what is the approximate Depth: c. Does the site or properties within 200 feet of the site contain areas of seasonal standing water? Yes/No If so what is the approximate Depth: What season(s)of the year is the standing water present?Winter/Spring/Summer/Fall How long is the standing water present? City of Bremerton 3 of 5 March 2006 d. Is there an apparent wetland present on the site or on properties within 200 feet of the site? Yes/No. If a wetland is present what is its approximate depth and size? e.Does the Site or properties within 200 feet of the site contain a creek or an area where water flows across the ground surface?Yes/No Does it flow year-round or seasonally? If it is seasonal, what season(s) of the year is it present? Winter/Spring/Summer/Fall f.The site or properties within 200 feet of the site are primarily: Forested!Meadow I Shrubs I Urban Landscaped(lawn, shrubs etc)/and or Other(please describe) g. Please describe the soil type on the site (clay, sand, gravel, peat, etc). Alderwood gravelly sandy loam, per USDA Web Soil Survey. h. Do you ever see wildlife on or within 200 feet of your property? Yes/No (Examples of wildlife can include but are not limited to: Squirrels, Raccoons, fish, deer, opossums, fox, heron, eagles, songbirds etc.) If you do see wildlife on or near your property, what species and how often? songbirds, squirrels i. Are you aware of an aquifer recharge area on or within 200 feet of the site? Yes/No (See maps on file with the Department of Community Development) 10.Attachments You will need to provide the following information with this application. Please note that not all attachments are required for every proposal. It is your responsibility to contact the appropriate department to determine when information is not required. a. State Environmental Policy Act(SEPA) Checklist. See WAC I 97-t 1-800 for projects exempt from environmental review. City of Bremerton 4 of 5 March 2006 b, Vicii )L—wa �Nla i: show the location of the site in relation, it) all tauter' properfics ,,ink major structures Nvithin a radius (A'at least 200 t'ect, c Verification of Ownershi a lease or signed letter is RXILlired when Ilie apl, licant and property owner are not the sa.mc, -C—opstruction Plans (6 comes) with SLIJ�POMAMJI R-a()Lts M Erosion aand Sedimentation ',ontrol Pkm KI Engineered Grading Plan 6 Engineered Draiiiage Plan j "I"echnical Deviation Li Variance Request Drainage Report Downstream Analysis J SEPA Environniental Checklist La Geolechnical Analysis or Soils Report Applicant's Statement.: I herby certil'y that Ih stcalliel'Its Wrttained herein are true and ZICCLWOW to the best of' my knowledge. "I'lice sub, 1� al doc urients unect the miniMU111 City Code m-CqUirenrlents, �j . ............... .......... 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LANDING { (Yi RE -USE OF DOCUMENTS EXISTING OFFICE PLAN W/ FITNESS CENTER SCALE: 3/16" = 1'-0" ADA RESTROOM 6'-4 3/4' T-5112" m m N N m m in ro 4000 W CADET M HEATERPER --- N CONTRACTOR rn 10'-0" T-51/2" COMBINATION SMOKE/CO2 DETECTOR, TYP. ---' FITNESS CENTER I, 10'-0' 4000 W CADET HEATER PER CONTRACTOR 70 CFM VENT/LIGHT -- COMBINATION w/ R-8 FLEXIBLE DUCT TO ROOF JACK VENTS ON THE ROOF 40 U-4 314" 9 91/2" I T-51/2" 9'-9 112" REFLECTED CEILING PLAN SCALE: 3/16" = 1'-1)" 4fl" I ------WRAPPED WOOD COLUMN II y E�----2 RISES n r6e�fi I ---------CONCRETE STOOP CONIC. LANDING T-51/2' 6'-23/4" RAMP DOWN m (V ...... IT-6 3/4" ADA RESTROOM WRAPPED WOOD COLUMN 3'-7"1 T-6 3/4" NEW TOILET BY CONTRACTORAT EXISTING DRAIN 0 m 4'- 1/2" T-7" V-6314" DOWN ,l I I I w CONIC. LANDING 5'-1" WOOD COLUMN DIRECTOR'S OFFICE NEW FRAMING TO - MATCH EXISTING WALL THICKNESS AND FINISH, TYP. C Q [ LOUNGE EEXISTING WALL TO REMAIN, TYP. 2,-0, I �p / I DEMO EXISTING WALL®� �I 770 CFM VENTILIGHT COMBINATION SMOKE/CO2 CO I DUCT R-8 DETECTOR, TYP. FLEXIBLEXIBLE DUCT TO ROC JACK VENTS ON THE R F KITCHEN , LEASING 1 I I I� I I 114diditV Of Permit. The issuance or granting of a PW" shall not be construed to be a permit for. or an approval of, any violation of the provisions Of the building codes or any other ordinance of the city of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the building codes and ordinances of the City of Bremerton shall not be valid. (IBC 105, IRC 105.4) CHANGES MUST BE APPROVED PRIOR TO PERFORMING WORK MUST COMPLY WITH ALL WASHINGTON STATE CODES Accessibility Requirements: This structure must comply With all accessibility requirements per IBC Chapter 11 or IEBC and Washington state amendments 1. ALL DIMENSIONS ARE TO FACE OF STUD, CONCRETE OR C.M.0 UNLESS NOTED OTHERWISE. 2. CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ALL MATERIALS CONSISTENT WITH MANUFACTURER RECOMMENDED INSTALLATION PROCEDURES. WRAPPED III fr WOOD COLUMN —2 RISES r� 4 City of Bremertu" W ------CONCRETE STOOP Dept of Communky Development m OCT tQ2017 LU W Reviewaci for LU Q J CL -� O� O� LL U O � i7 Cl) ? SCALE: 1/4" = 1'-0" TRUE a=, NORTH Q 0 2 4 8`} 16 �S W W zM O THEP ERVOFJCMPANDANENOT TO BE USED OR REPRODUOEO IN W OR INPPRTWRHOUTTH MITTEN AUIHORMON OF JOW. 0 I— LLI V O wz �_ z c) c� on U w o LL 0 ZQ 0 m U) LU z Z Q r 06 U) N U L11 2¢ U o H N LLN = N w Q Z v � N U) N oO N � M R W J J �Cy') CD � � Co rn U) (1) Q w i 0 ■ Ne L 1_ QN VUj W Q U) M PROJECT 1809 CONTENTS: DRAWN BY: Be PM: SKS DATE: 07 DEC 16 REVISIONS: GROUP: FLOOR PLANS itpjlq oo6Zq Fib JON GRAVES ARCHITECTS & PLANNERS, PLLC 3110 Ruston Way Suite E Tacoma WA 08402 Phone: (253)272-4214 Fax: (253)272-4218 I October 2, 2'017 345 6`t' Street, Suite 600 Bremerton, WA 98337 "ARDIA16'. /014 Por ,wide Drive/Se(lghlss Village Sithillitial Dcecurnents To whom it may concern: I, Jon Graves hereby grant pennission to Fedor Bokov to submit permit-related documents regarding Seaglass Village on the behalf of Jon Graves Architects and Planners, PLLC. Thank you, .. .bm� ..... Jan rave I E 1/2"WC 1/2"LAV w COLD HOT&COLD ih I 2' LAV 1/2" HOT&COLD 3' we i I 4"WASTE i i WASTE SUPPLY I r i 1 PLUMBING RISER DIAGRAM SCALE: N.T.S. l I I fi If 4 ?6038RE I EREDECTLTO G VESF WA To DESCRIPTION: PLUMBING RISER DIAGRAM DATE:02 OCTOBER 2017 SCALE: 1/4"= 1' INFORMATION TYPE: RFI#01 RESPONSE DRAWN BY: HO BREMERTON GARDENS PROJECT: 1609 JON GRAVES Sheet: _ 1014 PARKSIDE DR. _ ARCHfTECTS&PLANNERS — RFI01 BREMERTON,WA 98310 CopynghtOctober2017 3110 RUSTON WAY,SUITE D,TACOMA,WA OB402 b Jon Graves Architects and Planners Ph:253V2-4214 FAX:253-272-4218 oW W c!) � � o � CO) _ \ N / (5100,°o OF z a °0 tS5 ° z tim } ° A U. ° oo LL ° m:ztu OW E N 00 6 ° w ]] z ttjj.Qp zz B `�O'M�0 LC Q z Odd to w {Qrl! J J Q Y mF v_ o R / �ty WW N r O P �� W zd o p,cW� FZO W UJI � al- // p Qa LL = z �, z y > N Z V. . z Y W W \ � L m W m 3zd� zw Q W zd� 12 NZ gw tS M S� UM,(Lou \ z W ° coo u6ndUl OZawm City of Bremerton 3/4"TO 2"OUTSIDE INSTALLED IRRIGATION OR FIRE SPRINKLER " PUBLIC WORKS DOUBLE CHECK VALVE ASSEMBLY 5041 -- Pawkion Dale DESIGN/CONSTRUC71ONSTANDARDS erauonoru,�edrevvtr�esp Any eloteneroer eddrewtrg 6/23/09 To Access Double Check Valve AssemblyWILKINS Y i Application Ideal for use where Lead-Free*valves are required. Designed for backsi installation e and back pressure of to water into the on p pagainst p g p p potable water supply.A test cock plug is provided to protect °1 against fouling caused by insects,dirt and debris.Assembly shall provide protection where a potential non-health hazard exists. .. LOW-LEAD y miouow Standards Compliance • (Unless otherwise noted, applies to 3/4"thru 2" Horizontal) m�a�a,w:� �F RFNRo, U P C •ASSE®Listed 1015(Vertical flow-up:1 1/4"thru 2") • IAPMO®Listed °M, PROD• �,.�, mrv��i"` ® Certif4ccl Co • CSA®Certified(Vertical flow-up:1 1/2" &2") L`�1�'""� �''�� •AWWA Compliant C510 Features •Approved by the Foundation for Cross Connection Control Sizes:3/4", 1", 1 1/4", 1 1/2",2" and Hydraulic Research at the University of Southern Maximum working water pressure 175 PSI California Maximum working water temperature 180°F • NSF®Listed-Standard 61,Annex G* Hydrostatic test pressure 350 PSI • Certified to NSF/ANSI 372*by IAPMO R&T End connections Threaded ANSI B1.20.1 '(0.25%MAX.WEIGHTED AVERAGE LEAD CONTENT) Options(Suffixes can be combined) Materials ❑ FT - with "Fast Test"test cocks Main valve body Low Lead Cast Bronze ASTM B 584 ❑ S - with Model SXL lead-free bronze "Y"type Access covers Low Lead Cast Bronze ASTM B 584 strainer Fasteners Stainless Steel,300 Series ❑ PF - with Z-BiteTM push fit connections*(1/2"-1"only) Elastomers Silicone(FDA approved) ❑ PR - with Z-PressTM press fit connections* Buna Nitrile(FDA approved) *Fittings ship in box with valve and must be threaded into Polymers NoryITM, NSF Listed valve by hand on site. Springs Stainless steel,300 series Test cock cover Plastic Accessories Ball valve handles Stainless steel ❑ Repair kit(rubber only) ❑ Thermal expansion tank(Model XT) ❑ QT SET Quick Test Fitting Set OPTIONAL LEAD-FREE STRAINER (MODEL SXL) E O �y''sA Otis o O tis I B_ C p F A G Dimensions&Weights(do not include pkg.) DIMENSIONS(approximate MODEL SIZE WITH A B C D E F G BALL VALVES in. mm in. mm in. mm in. I mm in. Imm in. I mm in. mm in. mm lbs. I k 3/4 20 13 330 8 3/4 222 2 3/8 60 2 5/16 59 3 5/16 84 3/4 19 17 5/8 448 6 2.7 1 25 14 356 8 3/4 222 2 1/2 64 2 5/16 59 3 5/16 84 3/4 19 19 3/4 502 12 5.4 1 1/4 32 19 5/8 499 13 3/4 349 4 102 3 5/8 92 4 3/$ 111 1 5/16 33 24 3/4 629 22 10 1 1/2 40 20 5/16 516 13 3/4 349 5 3/8 137 3 5/8 92 4 3/8 111 1 5/16 33 25 15/16 659 22 10 2 50 21 3/8 543 13 3/4 349 513/16 148 3 5/8 92 4 3/8 111 1 5/16 33 28 5/16 719 29 13.2 Zurn Industries,LLC I Wilkins Rev.E 1747 Commerce Way,Paso Robles,CA U.S.A.93446 Ph.855-663-9876,Fax 805-238-5766 Date:1/15 In Canada � Zurn Industries Limited Document No.BF-950XLT2 3544 Nashua Drive,Mississauga,Ontario L4V 1 L2 Ph.905-405-8272,Fax 905-405-1292 Product No.Model 950XLT2 wv~,zur ri. crni Page 1 of 2 I Flow Characteristics O Ratal Flow(cstablishnl by apprortl agencies) MODEL 950XLT2 3/4", 1", 1 1/4", 1 1/2" &2" (STANDARD & METRIC) FLOW RATES(I/S) 1.26 2.52 3.8 5.0 3.2 6.3 9.5 12.6 15.8 ' CL a 15 3/4"(20mm) 1"(25mm) 15 1 1/4"(32mm) 103 1 1/2"(40mm) rn 0 10 10 2"(5omm) 69 p w 5 5 35 0 0 0 20 40 60 80 0 50 100 150 200 250 a. FLOW RATES(GPM) i Typical Installation Capacity thru Schedule 40 Pipe Local codes shall govern installation requirements.To be Pi a size 5 fttsec 7.5 ft/sec 10 ft/sec 15 ft/sec installed in accordance with the manufacturers instructions p and the latest edition of the Uniform Plumbing Code.Unless 1/8" 1 1 2 3 otherwise specified,the assembly shall be mounted at a 1/4" 2 2 3 5 minimum of 12" (305mm)and a maximum of 30" (762mm) above adequate drains with sufficient side clearance for / 3 4 6 9 1 testing and maintenance. If installed below grade, be certain 1/22 5 7 9 14 adequate drainage is provided to prevent the device from 3/4" 8 12 17 25 being submerged. 1" 13 20 27 40 11/4" 23 35 47 70 1 1/2" 32 48 63 95 2" 52 78 105 167 OPTIONAL LEAD-FREE STRAINER PROTECTIVE (MODEL SXL) ENCLOSURE—-———————————— — — I � I J o q,?.� b o I I I I—III-1 I I—t 1 I: , I III—III—III III—III 111- , I 'l l—III III III III—I I 12 "MIN. I =1 I I-1 I I=1 i t I l i—I11—I 11= 30"MAX. 1II_I11= I11—III- -Illli�11 h �� Illiillll- 8 IIkIII I1 1I1= =ICI III, I p I III I'I II all: � 11 IHIyIC iI1 13 = E -I'-�1t1111 Ii�;li' SIN IHI�' DIRECTION OF FLOW DIRECTION OF FLOW OUTDOOR INSTALLATION PIT INSTALLATION Specifications I The Double Check Type Backflow Preventer shall be certified to NSF/ANSI 372,shall be ASSE Listed 1015,rated to 180°F, and supplied with full port ball valves.The main body and access covers shall be low lead bronze(ASTM B 584),the seat ring and all internal polymers shall be NSF®Listed NorylT"'and the seat disc elastomers shall be SILICONE.The first and second check shall be located at a 450 angle and accessible for maintenance from the top of the device,without removing the device from the line. Each check shall have separate access covers and test cocks shall be accessible from the top of the device. Test cocks shall be protected from debris by a plug.The Double Check Type Backflow Preventer shall be a ZURN WILKINS Model 950XLT2. Zurn Industries,LLC I Wilkins 1747 Commerce Way,Paso Robles,CA U.S.A.93446 Ph.855-663-9876,Fax 805-238-5766 In Canada I Zurn Industries Limited 3544 Nashua Drive,Mississauga,Ontario L4V 1 L2 Ph.905-405-8272,Fax 905-405-1292 www.zurn.comPage 2 of 2 The Corn-PakTm Twin Plus economical for larger areas The ecolnam c chaise g f SAFETY Sc QUALITY r' Features and Benefits i � - Primary and Secondary Thermal Safeguards - Commercial grade high temperature manual reset . ..; - Over temperature one-time thermal device Nichrome coil elements for quick heat Powder coat paint process eliminates sharp metal edges • Wall can designed for ease of installation CL L os LISTED General Information: Architectural Information: The Com-Pak- Twin Plus is the ideal choice for heating large areas Fan forced electric air heaters shall be UL Listed,factory rated at 208V such as an open foyer with a single heater. Twin heaters connected or dual field rated from 208V to 240V.A painted 20 gauge wall mounting behind a single grill provide all the benefits of The Com-Pak- Plus. can with four knockouts and 79 cubic inch wiring compartment shall be i Cadet recommends a wall-mounted thermostat for optimum provided with each complete heater. Heater shall be of unitized performance,or you may prefer the convenience of an optional built-in construction and attach to the wall can with two screws and shall be thermostat. self-contained and completely separate from the wall mounting can. Two elements shall be nichrome type wrapped on mica insulators with two oversized 25 amp at 240V high temperature manual reset limit switches and two over temperature thermal backups. Two independent two-stage centrifugal blowers shall be driven by impedance protected motors. The motors shall be totally isolated from the heating chamber. Metal grill shall be of one piece, I; 20 gauge construction and finished with a powder coat paint system. V Heater Assembly Only Carton f DIMENSIONS 17.75"W x 15"H X 5.875"D Sol PALLET QTY. 42 � CUBE .90 l Complete Unit Carton ((ri DIMENSIONS 17.75"W x 15"H x 5.875"D PALLET QTY. 42 CODE .90 HEATER ASSEMBLY WITH THERMOSTAT WALL CAN PHONE 360.693.2505 FAX 360,694,8668 WEB www,cadetco.com / Technical Information: Model may be ordered with or without built-in thermostat. For NOTE: Manufacturer recommends installing heater assembly after optimum comfort a Cadet electronic or dual diaphragm thermostat walls are finished.However,if installation is necessary before walls are j may be used(check amperage rating).Single pole and double pole field finished, use the paint mask provided. Heater must be cleaned every V mount thermostat kits available. Fan heaters and thermostats work six months minimum. best when installed on an inside wall.UL requires heater to be placed a minimum distance of b" from adjacent surfaces and 4.5" from the Ordering Information: floor.Manufacturer recommends installation 12" from all surfaces.A Suffix "T" in model number denotes built-in single pole thermostat. 3' (91.44cm) minimum clearance is recommended for furniture or Model numbers without a"T"require a thermostat.Recommended for I other objects placed directly in front of heater. elevations under 7S00 feet.Complete unit available in white only. mp 027418 67527 9 - CTC402TW Colete Unit w/Thermostat,White 4000 3000 / 16,67 14.42 13 021418 67526 2 CTC302TW f Complete Unit w/Thermostat,White 3000 2250 pp 12.5 10,82 13 027416 67528 3 I CT402 Heater Assembly Only-No Thermostat 4000 3000 d, 16,67 14,42 6,5 027418 67528 B CT302 Heater Assembly Only-No Thermostat ` 3000 2250 125 10,82 6.5 027418 67530 9 CT408 Heater Assembly Only-No Thermostat 4000 19.23 6.5 027418 67532 3 CT402T , Heater Assembly Only w/Thermostat 4000 3000 16.67 14.42 7 027418 67531 6 j OT302T Heater Assembly Only w/Thermostat 3000 2250 12.5 10.82 7 027418 67533 0 CT408T ( Heater Assembly Only w/Thermostat 4000 19.23 7 , � � r ��"%� /// / MITI, j 027418 67089 2 CTGW Single CT Grill,White 2.5 027418 67090 8 u CTGA j Single CT Grill,Almond 2.5 CT C 30 2 T W ti 027418 68005 1 CTC Single Wall Can 3.5 Com-Pak'"'Twin Fan Heater "' 027418 68070 9 CTAMA 18,5"x 22"Metal Adapter Plate CT Series,Almond 3 With Wall Can 4#_ Wattage: 40=4000 027418 68075 4 CTAMW 18,5"x 22"Metal Adapter Plate CT Series,White 3 30=3000 y 027418 69100 2 CTS4A �) 4"Surface Mount Metal Adapter,Almond 6 Voltage: 2=2401208 C4 027418 69104 0 CTS4W 4"Surface Mount Metal Adapter,White .6 8=208 ui 024718 67063 2 CTT1W Single Pole Field Mount Thermostat Kit,White .25 Includes Thermostat 027418 67064 9 CTT2W Double Pole Field Mount Thermostat Kit,White .25 Color W=White s 027418 67065 6 CTT1A Single Pole Field Mount Thermostat Kit,Almond .25 027418 67066 3 CTT2A Double Pole Field Mount Thermostat Kit,Almond .25 027418 67067 0 f CTTP Tamper Proof Field Mount Single Pole Thermostat Kit .25 ..J Top View Side View 5 UZ s"Min.y v o c� toll 12 4 11 l/a' 10' I' J 141h' 16Va" I OQ o ,Q r+ Grill Dimensions: Wall Can Dimensions: Rough-in Dimensions: j' 16'/<''W x 12"H 14'N VIl x 11'b"H x 4"D 14%"W x 10"H x 4"D J, I! A;kwv�*BIR,a Tech Spec ® Scheduling Features Program based scheduling allows 4 I individual programs with 6 independent Compatib start times per program for 24 total start times Controller « Watering schedule options:By days of - + week,ODD calendar days,EVEN calendar FR-Me Series U.mtrol leFS days,or Cyclic(every 1 -30 days) America's favorite modular controller,the Advanced Features ESP-Modular is now WiFi Compatible with . Advanced diagnostics and short detection with LED alert new design and an enhanced feature set to provide contractors with the industry's * Contractor Default"Program Save/ Certifications most flexible irrigation controller solution. Restore saved program(s) « UL,cUL,CE,CSA,C-Tick,FCC Part 15b, The ESP-Me Controller supports up to 22 • Rain Sensor bypass by Station WEEE,S-Mark, stations,4 programs and 6 start times. • Total Run Time Calculator by program • IP24 Applications « One Touch manual watering Dimensions The ESP-Me WiFi Compatible Controller * Delay Watering up to 14 days(applies « Width:10.7 in.(27,2 cm) provides flexible scheduling features only to stations not set to ignore Rain • Height:7.7 in.(19,5 cm) that make the controller ideal for all your Sensor) « Depth:4.4 in.(11,2 cm) irrigation controller needs. « Manual Watering option by program or station North America Models 020VAQ Easy to Use « Seasonal Adjust applied to all programs * ESP4MEI:4 station indoor model The ESP-Me WiFi Compatible Controller or individual program « ESP4ME:4 station outdoor model* was designed with ease of use in mind.The • Adjustable delay between valves • ESPSM3:3 station module controller boasts the industry's largest LCD (default set to 0) • ESPSM6:6 station module screen for its class and also incorporates universal icons on both the controller ° Master Valve on/off by station Also available in a 230VACmodel overlay and the LCD. Operating Specifications • Station timing:1 minute to 6 hours Easy to Install « Seasonal Adjust:5%to 200% The ESP-Me WiFi Compatible Controller « Max operating temperature:149«F(65«C) mounts with as few as two mounting screws.A guide for 1/z"or 3/4"conduit fittings Electrical Specifications 9zzCz=1C= allows for professional installation of field « Input required:120VAC±10%,60Hz ESP-Me WIN Compatible wires into the cabinet.For larger field (International models: Controller wire needs,remove the knockout for a 1" 230/240VAC±10%,50/60Hz) diameter opening. • Output:25.5VAC 1 A 12ovastationbasecontraller • Master Valve/Pump Start Relay Indoor ESP4MEI Controller Hardware Operating Voltage:24VAC 50/60Hz outdoor ESP4ME « Plastic wall-mount case with door Max Coil Inrush:11VA « 4 station base module Max Coil Holding:5VA 230V(available In outdoor models only) « Mounting Screws IESP4MEEUR 230V for Europe • Idle/Off power draw 0.06 amps at IESP4MECSA 230V Central&South America Wire nuts for outdoor models 120VAC Controller Features • Power back-up not required.Nonvolatile IESP4MEAMC 230V Africa,Middle East,China ® Large LCD display with easy to navigate memory permanently saves the current IESP4MEAUS 230/240V Australia user interface programming and a 10 year life lithium Expansion Modules for all models « Rain Sensor input with override battery maintains the controllers time capability and date during power outages. ESPSM3 3 station expansion module Master valve/pump start circuit ESPSM6 6 station expansion module**« **6 station module compatible with ESP4ME series • Non-Volatile(100 year)storage memory controllers only.Not backward compatible with « Remotely Programmable under 9V prior models. battery power(not included) r t RAIW�*BIRV,,. it Specifications display shall display the program type(odd, The controller shall offer manual watering of ALL The ESP-Me Controller shall be capable of fully even,or cyclic)and the water drop below the stations or ONE station at a time.When manual automatic or manual operation.The controller day will show with a line through the droplet, watering is triggered,the unit shall ignore the status of the weather sensor(if connected)and shall be housed in a wall-mountable,weather The controller shall have an electronic diagnostic re enable the sensor when manual watering is f, resistant plastic cabinet with a key-locking circuit breaker that shall sense a station with cabinet door(outdoor models only)suitable for an electrical overload or short circuit and shall completed. either outdoor or indoor installation, bypass that station and continue to operate The controller shall display on the LCD the The controller shall include a base unit module all other stations.When an electrical condition message NO AC to indicate to the user when with 4 stations as well as three expansion exists that is preventing normal operation the AC Power is not present(only if 9 volt battery is slots capable of receiving expansion station red LED shall illuminate continuously and scroll a present). modules of either three or six stations to achieve message across the LCD as to what the problem The controller shall be compatible with total station capacity of u to 22 stations. is.When an alert condition is present that is p y p Rain Bird's LIMR(Landscape Irrigation The controller shall accept the modules in related to programming errors the red LED shall Maintenance Remote)and have a mechanism to any configuration and shall not require the continuously blink and scroll a message. communicate with future expansion accessories. installation of a three station module in order to The controller shall have a 12-hour AM/PM or The controller shall provide n day method for the install a 6 station module. 24 hour military(for 50Hz models)clock with a midnight over.The clock shall installer to save the irrigation schedule into non- Station run times shall range from 1 minute to 6 g y change g volatile memory for easy recall later if unwanted hours.The controller shall be set with a factory default to the time format based upon the schedule changes are made. default start time of 8 AM and default run time power detected.The controller shall have a of 10 minutes for the first 4 stations for Program 365-day calendar backed up against power The controller shall provide a method for the A only. interruptions by an internal lithium battery that installer to restore the schedule to the factory will maintain date and time for approximately fresh condition in order to start programming The controller shall have a Seasonal Adjust 10 years. from a"blank"state. feature to adjust the run time for all stations from 5%to+200%in 5%increments.Seasonal The controller shall provide the user the ability The controller shall provide a method to wire Adjust can be applied to all programs to bypass the Rain Sensor for each station the controller through a 1/2,3/4"and 1"wire simultaneously or individually. independently. conduit fitting to allow for a more professional The controller shall beequipped with a variety The controller shall have 4 independenty installation. programs that can have 6 different start times. of Special Features(SF)that can be accessed The controller shall have a reset button to reset The controller shall stack multiple start times by turning to the appropriate dial position the controller in the case of micro-controller in sequence to prevent hydraulic overload.All and pressing and holding the two arrow keys "lock-up"due to power surges or frequent V programs run consecutively. simultaneously for 3 seconds, interruption of power to the power supply. The controller shall be capable of operating two Special Features include: The controller shall be upgradable to an EPA 24VAC solenoid valves per station plus a master Rain Sensor Bypass by Station WaterSense approved smart controller without valve or remote pump start relay.The controller having to replace the cabinet,nor disconnect shall operate on 120VAC±10%at 60Hz • Permanent Days Off(Odd,Even,Cyclic only) station modules. (230/240VAC±10%at 50Hzfor international Store/Restore Saved Programs Suggested accessories for use with this models).A master valve or pump start relay shall Reset to Factory Defaults controller: operate on 24VAC at 50/60Hz,Max Coil Inrush RSD Series Wired Rain Sensors of 11VA and Max Coil Holding of 5VA. Set Inter-station Delay timing Watering day cycles shall be:By Day of the week, Set Master Valve operation by Station WR2 Series Wireless Rain Sensors Odd,Even and Cyclic(Every#day).Odd,Even, . Total Run Time Calculator by program LIMR Series Wireless Remote(Available in and Cyclic shall support permanent days off.A USA/Canada Only) day set to"Permanent Off"shall override the The features above will be included on a Special normal repeating schedule and when the dial Features Card included with every controller. All Rain Bird rotors,valves,nozzles,sprays and drip products is turned to the day of the week position,the The controller shall be manufactured by Rain Bird Corporation in a NAFTA member country. Rain Bird Corporation Rain Bird Corporation Rain Bird International,Inc. 6991 East Southpoint Road 970 West Sierra Madre Ave. 1000 West Sierra Madre Ave. Tucson,AZ 85756 Azusa,CA 91702 Azusa,CA 91702 Phone:(520)741-6100 Phone:(626)812-3400 Phone:(626)963-9311 Fax:(520)741-6522 Fax:(626)812-3411 Fax:(626)852-7343 Rain Bird Technical Services Specification Hotline The Intelligent Use of Water'^' (800)RAINBIRD(1-800-724-6247) 1-800-458-3005(U.S.and Canada) www.rainbird.com (U.S.and Canada) ®Registered trademark of Rain Bird Corporation p 2016 Rain Bird Corporation D50016 09DE16 fCity of Bremerton PERMIT NUMBER: BB17 00634 Department of Community Development DATE ISSUED: 10/17/2017 V � 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS: (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5277-000-002-0003 ZONING: R20 � Name Phone Address Access Code APPLICANT: KURKOV CONSTRUCTION LLC 360-872-8778 PO BOX 833 KYLGN-SJ6H4 GRAHAM,WA 98338 OWNER: BREMERTON FEE OWNER LLC 15910 VENTURA BLVD STE 1450 9E2NK-2XLRS ENCINO,CA 91436 CONTRACTOR: KURKOV CONSTRUCTION LLC 360-872-8778 PO BOX 833 KYLGN-SJ6H4 GRAHAM,WA 98338 OWNER EMAIL: SUBMITTED: 08/10/2017 APPROVED: 10/16/2017 EXPIRATION: 04/15/2018 STATUS: ISSUED VALUATION: $8,634.00 Mechanical Only for Commercial Projects SEAGLASS VILLAGE-FITNESS CENTER BATHROOM SEAGLASS VILLAGE-FITNESS CENTER BATHROOM Plan Review Fee $94.90 Mechanical/Plumbing Commercial- $146.00 Building Code Edition: Bid Price Occupancy Group: Technology Fee $7.30 Type of Construction: TOTAL FEES: $248.20 Flood Zone: Setbacks: ////:(F/L/RT/R/O) tr Sanitation Method: Number of Bedrooms: Inspection Requests: FIRE:Fire Inspections (360)473-5385 DCD:Building Inspections: (360)473-5870 HEALTH:Kitsap County Health District (360)337-5285 L&I:Department of Labor and Industries (360)415-4000 PW&U:Public Works-Engineering (360)473-5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance,or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days.It is the responsibility of the permit holder to see that the required inspections are made.Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements.Any demolition,testing,or financial burden shall be borne directly by the permit holder.Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction.I hereby certify that I have read and examined this permit and know the same to be true and correct.All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not.The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction.If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3,Chapter 126,Laws of 1967.All revisions to an approved plan require DCD review and approval prior to performing work.All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. have read,and agree to abide by the conditions of this permit including all conditions of zoning,building codes,and State and Federal laws. SIGNATURE OF OWNER OR AGENT: PRINTED NAME: Ro clo v, t)k",) DATE: CONDITIONS _. Printed by:Wood,Tracey on:10/17/2017 11:46 AM Page 1 of 3 I City of Bremerton PERMIT NUMBER: BB17 00634 Department of Community Development DATE ISSUED: 10/17/2017 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:1014 PARKSIDE DR (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5277-000-002-0003 ZONING: R20 Name Phone Address Access Code APPLICANT: KURKOV CONSTRUCTION LLC 360-872-8778 PO BOX 833 KYLGN-SJ6H4 GRAHAM,WA 98338 OWNER: BREMERTON FEE OWNER LLC 15910 VENTURA BLVD STE 1450 9E2NK-2XLRS ENCINO,CA 91436 CONTRACTOR: KURKOV CONSTRUCTION LLC 360-872-8778 PO BOX 833 KYLGN-SJ6H4 GRAHAM,WA 98338 OWNER EMAIL: SUBMITTED: 08/1.0/2017 APPROVED: 10/16/2017 EXPIRATION: 04/15/2018 STATUS: ISSUED By applying for this permit,the applicant has granted to the City of Bremerton the right to enter the above-described location at reasonable times to inspect the proposed,in-progress or completed work performed under this permit to ensure compliance with the permit conditions and other applicable laws and regulations.Should such entry be refused,all authorizations and approvals contained in this permit shall be immediately suspended and any work performed under the permit shall immediately cease until authorized in writing by the City of Bremerton. Work performed in violation of this condition shall be considered to have been performed without the approval of the City of Bremerton.The City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction,and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. 1. (DCD-01) ASBESTOS AND LEAD-BASED PAINT: ASBESTOS:Prior to performing any renovation or demolition work,Puget Sound Clean Air Agency and Washington Department of Labor and Industries(L&I)regulations require an asbestos survey be performed to determine whether there are asbestos-containing materials in the work area or structure. The asbestos survey must be conducted by and EPA-certified (AHERA)building inspector(except renovation or owner-occupied single family residences).For more information,please contact Clean Air Agency through their web site at www.pscleanair.org or by phone at 800-552-3565 or 206-343-8800. The L&I web site can be found at www.lni.wa.gov/TradesLicensing/LicensingReq/Asbestos/default.asp. LEAD-BASED PAINT:A contractor or person receiving compensation who is performing renovation,repairs or painting on a residential building or a child-occupied facility built before 1978,must be trained and certified by an accredited training provider,and registered as a Renovator by the Washington State Department of Commerce-Lead-Based Paint Program. For further information please contact:The Department of Commerce website at:www.commerce.wa.gov/lead,or call: (360) 586-LEAD(5323). CONTRACTOR:A contractor's registration issued by Washington State Dept.of Labor&Industries is required for anyone who contracts or submits bids for construction work,including new construction,alterations,repairs,or anyone who consults or superintends,improves,demolishes,develops residential property for sale,or"flips"houses.Contact L&I at(360)415- 4000 for information. p 2. (DCD-50) Final Inspection Required:All building permits shall have a final inspection performed and approved by the City of / Bremerton Department of Community Development prior to permit expiration.The failure to request a final inspection or failure to obtain final approval prior to expiration may require a reactivation fee,or a new permit application if more than a year has passed with no activity.The permit expires 180 days past the date of inactivity. Required inspections:Any work required to be inspected and that is covered before such inspection may be required to be uncovered so that the inspection may be performed. Examples of inspections to be performed before covering are mechanical rough-in,plumbing rough-in,gas piping,framing,and sheetrock nailing. 3. (DCD-47) DCD:Reinspection Fee:All approved plans,the printed building permit,and the permit inspection placard,are required to be on-site for inspection purposes,and work to be inspected shall be complete and ready for inspection.If an inspection is called for and plans are not available on site,or the work is not ready for inspection,approval will not be granted.In addition,a re- inspection fee will be charged and must be collected by the Department of Community Development prior to any further inspections being performed or approvals granted. 4. (DCD-02) DCD:Validity of pen-nit.The issuance or granting of a permit shall not be construed to be a permit for,or an approval of,any �i"" violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid.The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data.The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 5. (DCD-14) DCD: Approved Plans,Engineering,Site Plan,Permit,and Conditions shall remain on site and be available for inspection. Any changes to plans shall be approved before construction is performed.Architect or engineer of record shall approve the change before submitting a revision.A revision is subject to a revision fee and additional fees for plan review and inspections.6. (DCD-08) Plumbing work shall be performed by a Level 01 Journeyman Plumber licensed in the state of Washington. f r( Residential plumbing work maybe performed by a Level 01 or:Level 02 Journeyman Plumber licensed in the state of Washington.Single family residential plumbing work may be performed by the owner. Printed by:Wood,Tracey on:10/17/2017 11:46 AM Page 2 of 3 i City of Bremerton PERMIT NUMBER: BB17 00634 Department of Community Development DATE ISSUED: 10/17/2017 !I 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:1014 PARKSIDE DR (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5277-000-002-0003 ZONING: R20 Name Phone Address Access Code APPLICANT: KURKOV CONSTRUCTION LLC 360-872-8778 PO BOX 833 KYLGN-SJ6H4 GRAHAM,WA 98338 OWNER: BREMERTON FEE OWNER LLC 15910 VENTURA BLVD STE 1450 9E2NI(-2XLRS ENCINO,CA 91436 CONTRACTOR: KURKOV CONSTRUCTION LLC 360-872-8778 PO BOX 833 KYLGN-SJ6H4 GRAHAM,WA 98338 4 OWNER EMAIL: I! SUBMITTED: 08/10/2017 APPROVED: 10/16/2017 EXPIRATION: 04/15/2018 STATUS: ISSUED 7. (DCD-10) A separate electrical permit issued through Labor&Industries(L&I)is required for any new,modified,repair,replacement, l ) service,maintenance,or temporary installations.Electrical work is inspected by L&I prior to cover and the framing inspection.Contact L&I at 360-415-4000 or www.lni.wa.gov.(RCW 19.28) 8. (DCD-58) To satisfy public records retention requirements and public disclosure requests,a set of as-built plans in electronic format shall be submitted to the Building Dept.before the final building inspection is scheduled.The format may be in.pdf (preferred),.jpg,or.tif electronic files and submitted on CD,flash drive or other acceptable method as determined by the information technology specialist.As-built plans include the civil drawings,site plan,floor plans,construction and structural drawings,and facility systems. MINIMUM INSPECTIONS REQUIRED To request an inspection,please call(360)473-5870 and be sure to provide your permit number,name on permit,site address,contact phone number,and inspection type.To register for on-line inspection access,visit the City's website at www.ei.bremerton.wa.us. Inspection Description PLUMBING GROUND Plumbing Groundwork PLUMBING-ROUGH Plumbing Rough-In MECHANICAL Mechanical Rough-In FRAMING Framing Inspection(Mechanical&Plumb Rough-In,Elect Cover Completed) ELECTRICAL FINAL L&I-Electrical Final Inspection FINAL-BUILDING Final Inspection-Building k I l Printed by:Wood,Tracey on:10/17/2017 11:46 AM Page 3 of 3 ENT , a,f PERMIT f„ "� ✓ � yt r i r e g ry{ 67 I COMMERCIAL MECHANICAL pry Dept of Community Development*345 — 6th Street Suite 600*Bremerton*WA*b8is lit8z,n Type of Fuel: CI Electric ❑Gas ❑Oil ❑Propane Site Address 101 �wks-%Je. Ye.,V c-.. Ile_,,ne `ro A L (,,it OWNER: Address: DVS n, " Address: City, State, Zip: �3, Cit , State, Zip: License #: Phone # , Contact Phone #: 2E� Tax ID/Parcel #: Bremerton Business License: CITY ....._W...._ TYPE OF EQUIPMENT_._. _....._.. ..___.QTY _ _ _�__.._. TYPE OF EQUIPMENT AIR HANDLING UNIT 1OK- BA_CKFLOW DEVICE< =2" AIR HANDLING UNIT 10K+ BACKFLOW DEVICE>2" BOILER{ = 100K/3HP BUILDING SEWER BOILER> 1.75M/50HP CLOTHES WASHER BOILER> 100K<= 500K DISHWASHER BOILER> 1 M < = 1.75M DRAIN PIPE CHANGE BOILER> 500K<= 1 M DRINKING FOUNTAIN BROILER EYEWASH CLASS 1 HOOD FLOOR DRAIN CLASS 2 HOOD FLOOR SINK CLOTHES DRYER HOSE BIBB COMPRESSORS INTERCEPTOR GREASE COOKING APPLIANCE INTERCEPTOR INDUSTRIAL SAND/OIL DEEP FRYER LAWN SPRINKLER W/BACKFLOW DEV DUCT CHANGE PLUMBING EQUIPMENT ELECTRIC FURNACE/HEAT PUMP ROOF DRAIN EVAP COOLER SHAMPOO SINK W/BACKFLOW DEVICE FAN/BATH OR EXHAUST SINK(LAV, KITCHEN, MOP OR BAR FIREPLACE GAS SUMP PUMP FIREPLACE WOOD TUB AND/OR SHOWER UNIT FURNACE < 100K BTU VACUUM BREAKER 1-5 FURNACE> 100K BTU VACUUM BREAKER> 5 GASPIPE SYSTEM WATER CLOSET AND/OR URINAL GRIDDLE WATER HEATER ELECTRIC LP TANK WATER PIPE CHANGE MECH EQUIPMENT l Tr)' hid 0t ev -16 V' OVEN PIZZA OVEN RANGE TOP ROTISSERIE OVEN UNIT HEAT WATER HEATER GAS WOK WOOD CHARBROILER BID PRICE I hereby grant the City of Bremerton the right to enter the above-described location at reasonable times to inspe t the proposed,in progress,or completed work under the permit for which I am applying to ensure compliance with the permit conditions and other applicable laws and regulations. Ap�plicant's Signature ^ Print Name Date REV.March 2017 -n m m m v v 'o D- D m m m c c �' 0. a.0 a_ _ _ m m n D D00Z Z Z Z -► yDD0 Z -n OO � Im Z D r = 0 U) -' co m 0) c V 0 -n r ;om ;oT K :2 2 a = o D Q° 0 w 0 d CD (D C c M U) W °—' 7 cfl 3 cQ 3 0 a 3 3 � cn D A m � �5 a v g g 9 � -i -o o `fl `a c o cQ cQ O f r Z CD my m( v °—' X G) c °�—' m m o o cQ c +) D ; � � m a o<� 0:3 m CD3 Znn n� m m aCD ? CO m v 0 O (o _ �PO 59. Z Z Z -o -o ♦♦AA a 3 X VI -WD-I N > > > > > > > > 4 rn n o 3 fn Cn fA fn (A CQ (n (n N O v N N N N N N N O t V/ v zz o 00000 O. O < I - '� -4 -4 v -4 v -4 V v Do v D 'Do D -0 Z tB C . i f 3 A v o c 0 0 w N � V � N � O O V -� kT N cn �m 4 - t r ne unvE. u ce O z m r � m �i c v mm ^, � x O ❑ a o- I -I am I I o _ I 11 7 I m 1 m z 7— ❑ x m t 9 A #c D Z m G) 4 a m i 4 pIli-- A O g' m r w " o m O m F i I ' t" E y�, A m, I— Amy, p '1 #mz O N� _ z S-O d, O 4 s c 3 v 3 _ _ _ _ _ — _ — _ — azE A , Rx O � .xavF,mE,z 1q �3 NE4NLEASING OFFICE ENLARGED PIANS PERMIT SUBMITTAL 107 DECEMBER 2016 I SEA GLASS VILLAGE JON GRAVES ARCHITECTS&PLANNERS �� Ira�tll _. L � � axe —rsu,e no;ua,nn niun tOtA Parks+de Dnv© v rsr zsia rAx nzaiaule �!"�9, 'i` h BremOw WA98310 (.g•,3 oo Certyi°ca to Of Occupancy Department of Community Development This certificate issuedpursuant to the requirements of,S'ection 110 of the Internationaf BuiCding Code, as adopted by the Bremerton WunicipaCCode, certifies that at the time of issuance this structure compCied with the requirements of the code for the occupancy and division of occupancy and the use for which the occupancy is cfass ftd. Issuance of a Certificate of Occupancy shaft not de construed as an approval of a violation of the provisions of any 6uild'ng code or of other ordinances of the City of Bremerton. ISSUED TO: SEAGLASS VILLAGE APARTMENTS SITEADDRESS: 1619 WHEATON WAY OWNER: BREMERTON FEE OWNER, LLC 15910 VENTURA BLVD, STE 1450 ENCINO, CA 91436 Type of Occupancy Occupant Code Sprinklers Construction Classirication Load Common Use Edition Rep,d? V-B B 26 FITNESS CTR IBC: 2015 NO V-B B 7 OFFICE IBC; 2015 NO Permit Number: BB 16 00946 Date: 11/28/2017 4 � U ,--Andrea L Spencer Co unity evelopme irector Special Conditions: Each building has its own Occupancy Load. Office Occupancy Load 7, Fitness Center Occupancy Load 26 THIS CERTIFICATE MUST BE POSTED AND PERMANENTLY MAINTAINED IN A CONSPICUOUS PLACE i I City of Bremerton PERMIT NUMBER: BB16 00946 Department of Community Development DATE ISSUED: 06/12/2017 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:1014 PARKSIDE DR (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5277-000-002-0003 ZONING: R10 Name Phone Address Access Code APPLICANT: JON GRAVES ARCHITECTS&PLANNERS,PLLC 253-272-4214 3110 RUSTON WAY SUITE E CTX64-T4ZOB TACOMA,WA 98402 OWNER: BREMERTON FEE OWNER LLC 15910 VENTURA BLVD STE 1450 9E2NI(-2XLRS ENCINO,CA 91436 CONTRACTOR: KURKOV CONSTRUCTION LLC 360-872-8778 PO BOX 833 KYLGN-SJ6H4 GRAHAM,WA 98338 LENDER: SUBMITTED: 12/21/2016 APPROVED: 03/08/2017 EXPIRATION: 12/09/2017 STATUS: ISSUED VALUATION: $280,510.00 Commercial Building Permit w/Mechanical/Plumbing SEAGLASS VILLAGE-CONVERT LIVING UNIT INTO A LEASING OFFICE& FITNESS ROOM,MECH&PLUMB DEFERRED SEAGLASS VILLAGE-CONVERT LIVING UNIT INTO A LEASING OFFICE& Plan Review Fee $1,491.10 FITNESS ROOM,MECH&PLUMB DEFERRED Technology Fee $114.70 Building Code Edition: IBC:2015 Certificate of Occupancy $56.00 Occupancy Group: B State Surcharge $4.50 Type of Construction: V-B Building Permit $2,294.00 Flood Zone: Plan Review Fee $73.00 Setbacks: ////:(F/L/RT/R/O) TOTAL FEES: $4,033.30 Sanitation Method: SEWER Number of Bedrooms: Inspection Requests: FIRE:Fire Inspections (360)473-5386 DCD:Building Inspections: (360)473-5870 HEALTH:Kitsap County Health District (360)337-5285 L&I:Department of Labor and Industries (360)415-4000 PW&U:Public Works-Engineering (360)473-5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance,or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days.It is the responsibility of the permit holder to see that the required inspections are made.Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements.Any demolition,testing,or financial burden shall be borne directly by the permit holder.Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction.I hereby certify that I have read and examined this permit and know the same to be true and correct.All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not.The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction.If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3,Chapter 126,Laws of 1967.All revisions to an approved plan require DCD review and approval prior to performing work.All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. I have read,and agree to abide by the conditions of this permit including all conditions of zoning,building codes,and State and Federal laws. SIGNATURE OF OWNER OR AGENT: w PRINTED NAME: i' ( 0 DATE: CONDITIONS Printed by:Wood,Tracey on:06/12/2017 Ol:58 PM Page 1 of 4 i City of Bremerton PERMIT NUMBER: BB16 00946 Department of Community Development DATE ISSUED: 06/12/2017 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:1014 PARKSIDE DR (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5277-000-002-0003 ZONING: RIO Name Phone Address Access Code APPLICANT: JON GRAVES ARCHITECTS&PLANNERS,PLLC 253-272-4214 3110 RUSTON WAY SUITE E CTX64-T4ZOB TACOMA,WA 98402 OWNER: BREMERTON FEE OWNER LLC 1.5910 VENTURA BLVD STE 1450 9E2NK-2XLRS ENCINO,CA 91436 CONTRACTOR: KURKOV CONSTRUCTION LLC 360-872-8778 PO BOX 833 KYLGN-SJ6H4 GRAHAM,WA 98338 LENDER: SUBMITTED: 12/21/2016 APPROVED: 03/08/2017 EXPIRATION: 12/09/2017 STATUS: ISSUED By applying for this permit,the applicant has granted to the City of Bremerton the right to enter the above-described location at reasonable times to inspect the proposed,in-progress or completed work performed under this permit to ensure compliance with the permit conditions and other applicable laws and regulations.Should such entry be refused,all authorizations and approvals contained in this permit shall be immediately suspended and any work performed under the permit shall immediately cease until authorized in writing by the City of Bremerton. Work performed in violation of this condition shall be considered to have been performed without the approval of the City of Bremerton.The City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction,and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws, g 1. (DCD-50) Final Inspection Required:All building permits shall have a final inspection performed and approved by the City of P Bremerton Department of Comrnunity Development prior to permit expiration.The failure to request a final inspection or failure to obtain final approval prior to expiration may require a reactivation fee,or a new permit application if more than a year has passed with no activity.The permit expires 180 days past the date of inactivity. Required inspections:Any work required to be inspected and that is covered before such inspection may be required to be uncovered so that the inspection maybe performed. Examples of inspections to be performed before covering are mechanical rough-in,plumbing rough-in,gas piping,framing,and sheetrock nailing. 2. (DCD-01) ASBESTOS AND LEAD-BASED PAINT: > ASBESTOS:Prior to performing any renovation or demolition work,Puget Sound Clean Air Agency and Washington Department of Labor and Industries(L&I)regulations require an asbestos survey be performed to determine whether there are asbestos-containing materials in the work area or structure. The asbestos survey must be conducted by and EPA-certified (AHERA)building inspector(except renovation or owner-occupied single family residences).For more information,please contact Clean Air Agency through their web site at www.pscleanair.org or by phone at 800-552-3565 or 206-343-8800. The j L&I web site can be found at www.ini.wa.gov/TradesLicetising/LicensingReq/Asbestos/default.asp. LEAD-BASED PAINT:A contractor or person receiving compensation who is performing renovation,repairs or painting on a residential building or a child-occupied facility built before 1978,must be trained and certified by an accredited training provider,and registered as a Renovator by the Washington State Department of Commerce-Lead-Based Paint Program. For further information please contact:The Department of Commerce website at:www.conunerce.wa.gov/lead,or call: (360) 586-LEAD(5323). CONTRACTOR:A contractor's registration issued by Washington State Dept.of Labor&Industries is required for anyone who contracts or submits bids for construction work,including new construction,alterations,repairs,or anyone who consults or superintends,improves,demolishes,develops residential property for sale,or"flips"houses.Contact L&I at(360)415- 4000 for information. 3. (DCD-02) DCD:Validity of permit.The issuance or granting of a permit shall not be construed to be a permit for,or an approval of,any violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid.The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data.The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 4. (DCD-47) DCD:Reinspection Fee:All approved plans,the printed building permit,and the permit inspection placard,are required to be on-site for inspection purposes,and work to be inspected shall be complete and ready for inspection.If an inspection is called for and plans are not available on site,or the work is not ready for inspection,approval will not be granted.In addition,a re- inspection fee will be charged and must be collected by the Department of Community Development prior to any further inspections being performed or approvals granted, pp 5. (DCD44) DCD: Approved Plans,Engineering,Site Plan,Permit,and Conditions shall remain on site and be available for inspection. 4• Any changes to plans shall be approved before construction is performed.Architect or engineer of record shall approve the 4 change before submitting a revision.A revision is subject to a revision fee and additional fees for plan review and inspections. j 6. (Custom) Plumbing work shall be performed by a Level 01 Journeyman Plumber licensed in the state of Washington. Residential plumbing work maybe performed by a Level 01 or:Level 02 Journeyman Plumber licensed in the state of Washington.Single family residential plumbing work may be performed by the owner. The plumbing work has been deferred on this permit and will be covered under separate permit. Printed by:Wood,Tracey on:06/12/2017 O1:58 PM Page 2 of 4 City of Bremerton PERMIT NUMBER: BB16 00946 Department of Community Development DATE ISSUED: 06/12/2017 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:1014 PARKSIDE DR (360)473-5275 Fax:(360)473-5278 ` ASSESSOR NUMBER: 5277-000-002-0003 ZONING: RIO Name Phone Address Access Code APPLICANT: JON GRAVES ARCHITECTS&PLANNERS,PLLC 253-272-4214 3110 RUSTON WAY SUITE E CTX64-T4ZOB TACOMA,WA 98402 OWNER: BREMERTON FEE OWNER LLC 15910 VENTURA BLVD STE 1450 9E2NIC-2XLRS ENCINO,CA 91436 CONTRACTOR: KURKOV CONSTRUCTION LLC 360-872-8778 PO BOX 833 KYLGN-SJ6114 GRAHAM,WA 98338 LENDER: SUBMITTED: 12/21/2016 APPROVED: 03/08/2017 EXPIRATION: 12/09/2017 STATUS: ISSUED 7 7. (DCD-10) A separate electrical permit issued through Labor&Industries(L&I)is required for any new,modified,repair,replacement, service,maintenance,or temporary installations.Electrical work is inspected by L&I prior to cover and the framing inspection.Contact L&I at 360-415-4000 or www.Ini.wa.gov.(RCW 19.28) 8. (DCD-58) To satisfy public records retention requirements and public disclosure requests,a set of as-built plans in electronic format shall be submitted to the Building Dept.before the final building inspection is scheduled.The format may be in.pdf (preferred),.jpg,or.tif electronic files and submitted on CD,flash drive or other acceptable method as determined by the information technology specialist.As-built plans include the civil drawings,site plan,floor plans,construction and structural drawings,and facility systems. 9. (DCD-51) Certificate of Occupancy:A Certificate of Occupancy must be issued for the building prior to use and occupancy.Please call (360)473-5870 to schedule the required final building inspection after the final Development Engineering,Public Works, Planning Department,Health District and L&I Electrical inspections have been performed and approved.OCCUPANCY— Certificate of Occupancy inspections by Building and Fire Departments after the occupancy is stocked and stored and before opening to the public may be requested by email at Michael.Six@ci.bremerton.wa.us or(360)473-5870. 10. (DCD-91) Call before you dig: Calling 811,two business days before you begin digging,will alert utilities to come out and mark THEIR buried lines from the street to your house For FREE! p 11. (LU29) No sign shall be placed,erected,or displayed without first obtaining a sign permit unless exempted under BMC 20.52.040. (, Sign size and placement regulations can be found in BMC 20.52. Off-premise signage is prohibited. 12. (Custom) FIRE: Extend the fire alarm into this space,separate permit required 13. (Custom) Development must comply with conditions of Site Plan Review Permit BPI 00048,including the approved landscaping plan,and Title 20 in the BMC. No structures shall be placed within the setbacks,and all development not shown on the approved plans must be submitted for review and approval prior to construction. BD 16 00011 shalt be finaled prior to occupancy,including all landscaping installed. i MINIMUM INSPECTIONS REQUIRED To request an inspection,please call(360)473-5870 and be sure to provide your permit number,name on permit,site address,contact phone number,and inspection type.To register for on-line inspection access,visit the City's website at www.ci.bremerton.wa.us. Inspection Description SPEC INSP-SOILS Special Inspection by 3rd Party-Geotechnical-Soils Compaction&Bearing Send to Bldg Dept FOUNDATION-FOOT Foundation Footings,Property lines shall be properly identified FOUNDATION-WALL Foundation Walls/Hold downs PLUMBING DEFERRED Plumbing Deferred to Separate Permit MECHANICAL DEFERRED MECHANICAL DEFERRED Description:Mechanical Deferred to Separate Permit SHEAR WALL Shear Wall Panels/Braced Wall Panels ELECTRICAL COVER L&I-Electrical Cover Inspection Before Framing(State of Washington) FRAMING Framing Inspection(Mechanical&Plumb Rough-In,Elect Cover Completed) INSULATION-WALL Insulation-Wall SHEETROCK Sheetrock Nailing INSULATION-CEILING Insulation-Ceiling Printed by:Wood,Tracey on:06/12/2017 01:58 PM Page 3 of 4 City of Bremerton PERMIT NUMBER: BB16 00946 Department of Community Development DATE ISSUED: 06/12/2017 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:1014 PARKSIDE DR (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5277-000-002-0003 ZONING: RIO Name Phone Address Access Code APPLICANT: JON GRAVES ARCHITECTS&PLANNERS,PLLC 253-272-4214 3110 RUSTON WAY SUITE E CTX64-T4ZOB TACOMA,WA 98402 OWNER: BREMERTON FEE OWNER LLC 15910 VENTURA BLVD STE 1450 9E2NK-2XLRS ENCINO,CA 91436 CONTRACTOR: KURKOV CONSTRUCTION LLC 360-872-8778 PO BOX 833 KYLGN-SJ6H4 GRAHAM,WA 98338 LENDER: SUBMITTED: 12/21/2016 APPROVED: 03/08/2017 EXPIRATION: 12/09/2017 STATUS: ISSUED ELECTRICAL FINAL L&I-Electrical Final Inspection FIRE-FINAL FIRE-Final Inspection FINAL-ZONING Final Inspection-Zoning FINAL-BUILDING Final Inspection-Building ELECTRONIC FILES Electronic Submittal of As-Built Plans to DCD C OF 0 Certificate of Occupancy Issued by Community Development Printed by:Wood,Tracey on:06/12/2017 01:58 PM Page 4 of 4 E o O C N 0 O O C 0 r � N 00C N0c vLo � � to r mc'a c mc:a r- me° at c c �' c o oc E o oc E o o.6 E o O p o000 o n od o`o2 oN uc, � € c W ca568 co00 co0O - - `- - - W 'a4= °o � -0� °o � c� °o " °c a3i m o. 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O U z O Z Z J U LL J z JQ LL 0 = Q Q O U O U Z O D D Z • RS t 0 i+ =0 � R Z _z N m m <? d d v v F- g I- g F- O € Q. 4) Q, Q W n W D U W Q Q Q LL 05 Q 0 m N W CO W (n W R z z Z O :• Q a Q d (= w LL LL z Z w LL LL LL LL U d s PERMIT CENT , COMMERCIAL Building Permit Application Department of Community Development ' 315-6th Street,Suite 600 Bremerton,WA 98337-1873 (360) 4,73;5275 * Fax (360) 473-5278 of,L--ir, Applicant;' 0 Owner ❑ Corxtraetor ; `; Authorized;Agrwnt ; Business Name: .. Site Address: 10 Iq �a g To apply for a property address,contact Public Works at(350)473-5270 C0NTRA,CT0 . t1 INBS C7WN' ER Name: Name; UrG Address: Address: ( 1 1) City, State, Zip: City, State, Zip: tal,,A G-IN Q( " Cp License# & Exp. Date; Phone#: i r Bremerton Business License: Authorized Agent Name: Contact Name: Address::,51 A y4 e Contact Phone#: City, State, Zip. OhM SfAA QqA70�, Email address: Phone#: Tax ID/Parcel #: S Z-"7-7- (fir - 0Q)2- C3 Email address: +o Sewer Septic WF%at is tlie,a ,, ,Mlcativnfc►Ir Please check " ,,;_,; ` n�!v, t?rist (ip#( i,, lItiertiprl A' dltiori`. NEW COMMERCIAL F-1 TENANT IMPROVEMENT WITH WORK COMMERCIAL REMODEL ;Q OCCUPANCY WITH CHANGE OF USE COMMERCIAL ADDITION 0 NEW SIGN COMMERCIAL REPAIR F-1 GRADING(Cubic Yards: ) NEW MULTI-FAMILY 4 REROOF OTHER; ® DEMOLITION Interior Exterior" Foundation Wall`* Roof/Section** **Separate demolition permit and fees required. Contact Public Works for sewer cap permit(473-5270). Sewer must be capped prior to demolition permit issuance. IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? YES 0 NO [ ( Scope of work proposed/Type of Business: ,\J o .( W°(")'Di -t Square Footage: Building: '2, 0Cy Construction Type: Valuation Plan Review Fee Permit Fee Isurcharge ITech Fee I Total Fees Application for which no permit is issued within 180 days following the date of application shall expire by limitation,and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant,showing the circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration,the applicant shall resubmit pl ns and pay a new plan review fee. 12--1 i I& Applica t' ignature Date GI NNA M.AbAg,.. Print Name Rev.June 2016 -13 TO: Fedor Bokov DATE: 08/22/2017 Kurkov Construction LLC PO Box 833 Graham WA 98338 FROM: Andy Pflueger, PE, SE PROJECT NO.: 2160337.20 Sr.Project Manager PROJECT NAME: Seaglass Village Leasing Office and Tacoma-(253)383-2422 Exercise Facility SUBJECT: Nailers for Siding in Basement Wall Fedor, Thank you for the pictures of the 2x4 treaded nailers that were cast into the concrete basement wall. The concrete basement wall details are shown on details 1 and 2 on sheet S2.1 and do not show the nailers. The addition of the 2x4 nailers in the concrete wall, configured vertically, is acceptable and does not cause the walls to be overstressed under the code required gravity or lateral loading. If you have any questions, please call me at (253) 383-2422. Sincerely, 1r Asg��O� Andrew M. Pflueger, PE, SE Senior Project Manager .fi �QG 28466 AMP/ �,5°ToxaL SIGNAL c: Dan Booth,AHBL 08/22/2017 Jon Graves, JGA Q:\2016\2160337\20—STR\NON_CAD\CONST\2160337 Memo 170822 Fedor.docx Page 1 of 2 E From: Drew McEachern Sent: Monday,July 31, 2017 8:39 AM To: Fedor Bokov Cc:Andy Pflueger i' Subject: RE:Seaglass footing l At this location,you should be able to chip the concrete back to the edge of the strip footing(so you have a rough vertical edge of concrete) and just place the remaining concrete in a separate pour. The E footing reinforcing that is currently sticking out of the strip footing should be enough to lock the new concrete with initial concrete pour. Let me know if you need anything else. I Drew McEachern, PE, SE ( Associate Principal AHBL, Inc. I TACOMA • SEATTLE SPOKANE TRI-CITIES E 253 383.2422 TEL 1253.284 0242 DIRECT dmceachern@ahbl.com EMAIL Send us a file. F' From: Fedor Bokov [mailto:fedor@kurkov.com] Sent: Monday, July 31, 2017 8:18 AM To: Drew McEachern Subject: Seaglass footing c Fedor Bokov Kurkov Construction, LLC PO BOX 833 GRAHAM, WA_98338 C: 206.549.9669 F: 360.893.8875 I E E i i MAYES TESTING ENGINEERS CONCRETE OBSERVATION REPORT ,rerracan t—y Report Number: M8171198.0003 Service Date: 08/01/17 10029 S Tacoma Way Ste E2 Report Date: 08/09/17 Tacoma, WA 98499-4686 253-573-9939 Client Project Kurkov Construction, LLC Seaglass Apartments Gym Facility Attn: Fedor Bokov 1619 Wheaton Way P.O. Box 833 Bremerton, WA Graham, WA 98338 Project No.: M8171198 Samples: (4) 4 x 8" Monitored the placement of(18) cubic yards of CalPortland concrete mix#2323 placed in the perimeter walls for building from grids 1 to 3/A to E, the spread footings on grid C/ 1 to 3 and the spread footings and post plinths between grids 3 to 4. The concrete placed by pump and vibrated mechanically. The wall reinforcing steel previously inspected to conformance by Craig Williams (Mayes Testing Engineers). The spread footings on grid "C" to plan on S1.1 and schedule detail on S0.4 and the footings and post plinths between grids 3 and 4 to plan and notes on SI A and to details on S2.1 and S2.2. The (3)#4 post dowels for the (4) posts on grid line 3 were epoxied in place and embedded 5" as per the contractor's phone conversation with AHBL project engineer Drew McEachern. The approved epoxy used was Simpson Set XP-22 (exp. date of 03/2018). The dowels bored hole diameters, cleaning and epoxy application to Simpson directions. Slump Concrete Temperature Ambient Temperature Yardage j 5" 800 F 830 F 9.5 of 18 cubic yards To the best of our knowledge, the items inspected today are in conformance with approved plans and i specifications. 0 6 Services: Special Inspection/Materials Testing Mayes Testing Engineers Rep.: Joseph Allen i Reported to: Contractor: Report Distribution: �. I (1)Kurkov Construction,LLC,Fedor Bokov Reviewed By: Paul Davis Office Manager I The tests were performed in general accordance with applicable ASTM,AASHTO,or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s)referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. CT0001,10-16-13,Rev.10 Page 1 of 1 I �Z� A. t AR K s 7 � Figure 1: Vertical 2x4 Treated Nailers Cast Into Basement Walls Project Memo Page 2 of 2 Seaglass Village Leasing Office and Exercize Facility 2160337.20 O8/22/2017 i i i 1, i 1 DSC00020 ' Jeannie Vaucjhn From: Leah DUDsclC]n <| e@h.[iUOS/1On@COOfC]UPB|lC]'neer'O<JU[.CC)m> ���� T�U��/1�� y�8C�[Dbu[ 15, 2O1�� 5:20 PM__—_ '' . To: Jeannie Vaughn Su FW' 16-104 S2@G|ass Village Attachments: 216O337 Structural Drawings - Sea Glass ViUage^pdf Jeannie, | forwarded the IBC code references and your comments to the structural engineer on the SeaG|oosVillage project, Please see the email below and associated attachment from Andy with AH8L. |o this adequate to address your comment about the soils report? Thanks, Leah Dunsdmn, P.E. Project Engineer Mailing Address: P.O. Box 949, Gig Harbor, VVA98335 � Physical Address: 4706 97 Street NW, Ste. 100, Gig Harbor, WA 98332 Mobile 253-853-0565 Office 253'857-5454ex1. 110\ Mondays&Wednesdays This message,including any attachments, is privileged and may contain confidential information intended only for the person(s) named above.Any other distribution,copying or disclosure is strictly prohibited. If you are not the intended recipient or have received this message in error, please notify us immediately by reply email and permanently delete the original transmission from us,including any attachments,without making acopy. From: Andy Pflueger [nna||to:APFLUEGER@AHBL.oznn] � Sent: Thursday, December 15, 2O164:47PM � � To: Jon Graves Cc: Brendan Bruno; Leah Dunsdon; Dan Booth � Subject: RE: 16-104 SeaG|ass Village jnn' Geotechnical engineering report is required particularly when conditions for the following items may be present: questionable soil, expansive soil,ground water, deep foundations, rock strata, slope stability, liquefaction, differential settlement and surface displacement due to faulting orlateral spreading. As they say,the building official is permitted to waive the requirement where satisfactory data from adjacent areas is available. Since we think that these issues are not expected in this area because adjacent buildings(all sides of new construction) are constructed with conventional foundations,that design for the conservative value of 1500 psf 1 allowable soil bearing pressure would be appropriate,since this is the worst case presumptive load-bearing value of IBC Section 1806.2. AND we will still require the owner to hire a qualified special inspector to verify that the footings subgrades are adequate to support the design allowable soil bearing pressure. If the inspector finds areas of fill,they will direct the contractor to Over-excavate to suitable subgrade and backfill with structural fill. See structural note 2.1 on sheet S0.1. FYI, I will be out of the office on Vacation 12/19-1/4. 1 will be available intermittently via email. Andy Pflueger, PE, SE Project Manager AHBL, Inc. I TACOMA • SEATTLE SPOKANE • TRI-CITIES 253.383,2422 TEL 1253.284.0222 DIRECT I apflueger@ahbl.COm EMAIL I Send us a file. From: Jeannie Vaughn [mailto:Jeannie.Vaughn ci.bremerton.wa.us] Sent: Monday, December 12, 2016 3:59 PM To: Leah Dunsdon it Subject: RE: 16-104 SeaGlass Village Hello, Leah. I thought I'd copy and paste the actual code requirement from the IBC into an email. If you don't think a geotech report or soils report is necessary,the engineer will have to put a note on the plans with justification. 1803.1 General.Geotechnical investigations shall be conducted in accordance with Section 1803.2 and reported in accordance with Section 1803.6. Where required by the building official or where geotechnical investigations involve in-situ testing,laboratory testing or engineering calculations, such investigations shall be conducted by a registered design professional. 1803.2 Investigations required.Geotechnical investigations shall be conducted in accordance with Sections 1803.3 through 1803.5. Exception: The building official shall be permitted to waive the requirement for a geotechnical investigation where satisfactory data from adjacent areas is available that demonstrates an investigation is not necessary for any of the conditions in Sections 1803.5.1 through 1803.5.6 and Sections 1803.5.10 and 1803.5.11. Jeannie Vaughn Building Official Department of Community Development City of Bremerton 345 6th St., Suite 600 Bremerton, WA 98337 (360) 473-5212, desk (360) 473-5278, fax Jeannie.vaucihn@ci.bremerton.wa.us From:Jeannie Vaughn Sent: Friday, December 9, 2016 2:45 PM To: Paul Wandling<Paul.Wandling ci.bremerton.wa.us>; 'Leah Dunsdon' <Leah.Dunsdon @contourengineeringllc.com> I 2 Cc:Garrett Jackson<Garrett.Jackson@ci.bremerton.wa.us>; Michael Six<Michael.Six@ci.bremerton.wa.us> Subject: RE: 16-104 SeaGlass Village I took a look at the plans just to see if anything glared at me.The slopes are shown on the sidewalks and ramps and an accessible route is provided to the building from the parking spot and the street.The only item I don't have is a geotechnical report or, at the very least,a soils report.We need at least two copies for each building permit and the site development permit. Jeannie Vaughn Building Official Department of Community Development City of Bremerton 345 6th St., Suite 600 Bremerton, WA 98337 (360) 473-5212, desk (360) 473-5278, fax s Jeannie.vaughn@ci.bremerton.wa.us From: Paul Wandling Sent: Friday, December 9, 2016 7:59 AM To: 'Leah Dunsdon' <Leah.Dunsdon@contourengineeringllc.com> Cc:Garrett Jackson<Garrett.Jackson@ci.bremerton.wa.us>;Jeannie Vaughn <Jeannie.Vaughn@ci.bremerton.wa.us>; Michael Six<Michael.Six@ci.bremerton.wa.us> Subject: RE: 16-104 SeaGlass Village Jeannie Vaughn is the Building Official ...she does comment on the Site Development Permits. Her comments are usually related to Geotechnical and Accessibility. I don't believe that Fire would have any comments however you would want to confirm with Land Use (Garrett Jackson) 3 GEORGE GERGIS, P. E. 12701 111th Ave B Puyallup, Wa 98374 (253)2,41-3334- r July 09, 2017 Mr. Paul. Kurkov 2017 Kurkov Construction Puyallup, WA City of Breinortori, i �f'l Y P� Re: Soil Inspection letter for the proposed fitness center of the Sea Glass Apartments located at 1014 Parkside Drive, Bremerton., WA 98310 Dear Mr. Kurkov: At your request, this letter is a soil inspection report for the site of the proposed new . subject building. PURPOSE OF I.ETTEIS. As per your request, this report has been prepared, based on field inspection to the subject site,to evaluate and determine the soil bearing capacity value. The following presents the findings and conclusions. FINDINGS AND CONCLUSIONS Field inspection was made on the second week of July 2017. Met on site with some of the leasing office employees and provided authorization to perform the subject inspection. As per the inspection, the following was observed: A) General Descri Lion Provided b Mr. Kurkov were the plans prepared b "John Graves Architects", Ruston Y p P p Y Way,-WA.A new Fitness Center building is proposed to be installed adjacent to an existing office. 'rhe new building is approximately 30'x43' with a breathe way connecting to the office. ii E Page 2 of 3 For Paul Kurkov SeaGlass Apartments Fitness Center Bremerton, WA Soils Bearing Capacity As per our visit to the site, the area proposed for the new"Fitness Building Addition"was excavated to what appears to be about the foundation level. B) Inspection and findings I As stated the purpose of this inspection is to evaluate the site soils bearing capacity. g A soil pit to a depth about 30" from the natural grade was hand dug to expose the soil at depth. The site soils were found to be fine silty sand with small to medium gravel. As per the Soil Survey Maps, the general area soil is designated as Alderwood gravelly sandy loam. Therefore the site soils appear to match the soil survey maps designation. j The soil was found to be medium dense to dense at depth. I The Soils bearing capacity was determined utilizing the probing method. In addition a penetrometer was utilize for additional information C) Conclusion and Recommendations 1- Based on the above findings, the soil bearing capacity is evaluated at 3000 sf. Fo g > g p tY P r the design, and considering factor of safety, a 2000 psf soil bearing capacity may be utilized in the foundation sizing. As per the provided plans, a 1500psf soil bearing capacity was used. This is acceptable value. 2- It is recommended to fit the foundation with a four inch perforated pipe wrapped in fabric and layer of 12"x 12" of washed gravel and to be directed an approved system or a protected daylight. t I I i i I i f Page 3 of 3 For Paul Kurkov SeaGlass Apartments Fitness Center Bremerton, WA Soils Bearing Capacity Limitation r This report presents the result of our field performed inspection and our observations at the time of the inspection. The inspection was made based on accepted engineering standards, practices and methods conventionally used in such conditions and type of jabs. ( The conclusion is based on the findings at the time of the inspection. This report is limited to the sail capacity and does not address any site slope stability. No warranty f implied or expressed is made to the future integrity of the structure. Should you have any questions regarding the content of this report, please contact George Gergis at the above address. II Sincerely, , G\oy s a IOA(" . f I 1 mGE��^?�RGE^�*{GEpl���t.GIS, �'a(^�E. p� CS Y L-S t.0 UC L VriC11.-GEOTECF t1Cl'S.L 12701 111th Ave E Puyallup, Wa 98374 (253)Z41=3 3 3 4- July 09, 2017 J 01 Mr. Paul Kurkov Cify of 13rernorloo, XD Kurkov Construction Puyallup, WA Re: Soil Inspection letter for the proposed fitness center of the Sea Glass Apartments located at 1014 Parkside Drive, Bremerton, WA 98310 Dear Mr. Kurkov: At your request,this letter is a soil inspection report for the site of the proposed new subject building. PURPOSE OF LETTER As per your request,this report has been prepared, based on field inspection to the subject site, to evaluate and determine the soil bearing capacity value. The following presents the findings and conclusions. FINDINGS AND CONCLUSIONS Field inspection was made on the second week of July 2017. Met on site with some of the leasing office employees and provided authorization to perform the subject inspection. As per the inspection, the following was observed: A) General Description Provided by Mr. Kurkov were the plans prepared by"John Graves Architects", Ruston Way,WA. A new Fitness Center building is proposed to be installed adjacent to an existing office. The new building is approximately 30'x43' with a breathe way connecting to the office. E Page 2 of 3 For Paul Kurkov SeaGlass Apartments Fitness Center Bremerton, WA Soils Bearing Capacity As per our visit to the site,the area proposed for the new"Fitness Building Addition" was excavated to what appears to be about the foundation level. B) Inspection and findings As stated the purpose of this inspection is to evaluate the site soils bearing capacity. A soil pit to a depth about 30"from the natural grade was hand dug to expose the soil at depth. The site soils were found to be fine silty sand with small to medium gravel. As per the Soil Survey Maps, the general area soil is designated as Alderwood gravelly sandy loam. Therefore the site soils appear to match the soil survey maps designation. The soil was found to be medium dense to dense at depth. The Soils bearing capacity was determined utilizing the probing method. In addition a penetrometer was utilize for additional information C) Conclusion and Recommendations 1- Based on the above findings,the soil bearing capacity is evaluated at 3000ps£ For the design, and considering factor of safety, a 2000 psf soil bearing capacity may be utilized in the foundation sizing. As per the provided plans, a 1500psf soil bearing capacity was used. This is acceptable value. 2- It is recommended to fit the foundation with a four inch perforated pipe wrapped in fabric and layer of 12"xl2" of washed gravel and to be directed an approved system or a protected daylight. �i �i i E i Page 3 of 3 For Paul Kurkov SeaGlass Apartments Fitness Center Bremerton, WA Soils Bearing Capacity i Limitation This report presents the result of our field performed inspection and our observations at [ the time of the inspection. The inspection was made based on accepted engineering standards, practices and methods conventionally used in such conditions and type of jobs. The conclusion is based on the findings at the time of the inspection. This report is limited to the soil capacity and does not address any site slope stability. No warranty implied or expressed is made to the future integrity of the structure. Should you have any questions regarding the content of this report, please contact George Gergis at the above address. Sincerely, a � S i GAoe v fir" F C tJ/ONAI, q ' E E E f F 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2 R3 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2&R3 7Revised013Project Address Seaglass Village Ofice/Workout bldg Date 11/1 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. Applicability Code Location Building Department (yes,no,na) I Section Component Information Required on Plans Notes SCOPE(Section C101) N.A. C101.5.2 Low energy spaces Low energy(unconditioned)spaces Identified on plans 6 N.A. C101.5.2.1 Semi-heated spaces Semi-heated spaces identified on plans /C402.1.4 N.A. C402.5/ Walk-in and refrigerated Cooler and freezer spaces Identified on plans C402.6 warehouse co lers nd N.A. 0101.4.6 Mixed occupancy Spaces with different occupancy requirements identified on plans N.A. C101.4.4/ Change in Existing building spaces undergoing change identified on plans Ci 1.4.5 ccu nc/s ace ENVELOPE PROVISIONS Yes C303.1 Insulation identification Identification mark to be applied to all insulation materials Al.3 Yes C303.1.3/ Fenestration product rath Fenestration products labeled with rated U-factor,SHGC,VT,leakage rating A6.0 C402.4.3 Yea General installation Indicate installation method,densities and clearances to achieve Intended R-value of all insulation materials A1.3 Yee C402.2.1 Roof assembly Insulation Indicate R-value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; A5.o Indicate face stapling of faced baits Yes C402.2.3 Above/below grade wall Indicate R-value and framing material on wall sections; insulation Indicate face stapling of faced bats; Indicate above grade exterior insulation is protected; A1.3 Indicate mass of masonry walls if mass wall claimed Indicate loose-fill core insulation for masonry walls as necessary Indicate frequency of grouted cores and bond beams as necessary N.A. C402.5/ Walk-in and refrigerated warehouse coolers and Indicate R-values for walls,ceilings,doors and floors in sections C402.6 freezer insulation Yes C402.2.7 Opaque doors(<50% Indicate rated U-factor(swinging)or R-value(roll-up/sliding)on wall sections Al.3 glazing) N.A. C402.2.5 Floor over outdoor or Indicate R-value on floor sections; unconditioned space Indicate substantial contact with surface; Insulation Indicate that insulation does not block airflow through foundation vents. Yes C402.2.6 Slab-on-grade floor Indicate R-value on wall section or foundation detail; insulation Indicate slab insulation extends down vertically required distance from top; AS.o Indicate above grade exterior Insulation is protected N.A. C402.2.6 y heated slab- Indicate R-value on wall section or foundation detail; Radiantly tl floor insulation Indicate slab insulation to full slab depth and under entire slab; on-grIndicate above grade exterior insulation is protected N.A. C402.2.8 Thermal radiation system Indicate Insulation of panels,U-bend/headers&floor structure is min.R-3.5 Yes C402.3.1 Vertical fenestration maxi Provide calculation of vertical fenestration area as%of gross wall area N.A. C402.3.1.2 Skylight maximum area Provide calculation of skylight area as%of gross roof area Ch Yes ap 2 Daylighting zone Provide calculation of%of overall conditioned floor area in daylight zone Yes C402.3.3 U-factors and SHGC for Indicate U-factors and SHGC values in fenestration schedules; vertical fenestration, Provide area-weighted calculations as necessary; glazed entrance doors Indicate if values are NFRC or default,if default then specify frame type,glazing and skylights layers, a width low-e coatings, as filling A6.0 N.A. C402.3.3/ Permanent shading Provide projection factor calculations for North and Non-North orientations C402.3.3.1 devices AIR LEAKAGE Yes C402.4.1.2. Air barrier materials Indicate ASTM E2178 rated materials used to provide air barrier on plans A5.o Yes C402.4.1.1 Air barrier construction Indicate location of continuous air barrier on plans; /C402.4.2 and sealing Provide details for all joints,transitions in materials,penetrations in air barrier and note method of sealing caulked asketed or other approved method A5.o Yea C402.4.3/ Fenestration,door and Indicate air leakage rating and/or method of sealing for all fenestration,doors and C402.4.4 access opening leakage access openings In schedules A5.o N.A. C402.4.8 Recessed lighting Indicate IC rating of fixtures in lighting equipment schedule; fixtures Indicate method of sealing between housing and wall or ceiling in plans N.A. C402.4.5.1 Stairway and shaft vents Indicate locations of all stairway and shaft vents; Provide leakage rating of motorized dampers In equipment schedules N.A. Outdoor air intakes and Indicate locations of all outside air Intakes and exhausts; C402.4.5.2 exhausts Provide leakage rating of dampers and Identity whether motorized or gravity in equipment schedules N.A. C402.4.6 Loading dock seals Indicate wealherseal at cargo and loading dock doors N.A. C402.4.7 Vestibules Indicate locations and dimensions of vestibules in plans; For unconditioned vestibles,Indicate which wall assembly(interior or exterior) Y insulated to exterior wall requirements 1 Yes 402.4.1.2. Air barrier building test Indicate air barrier test method conducted in accordance with ASTM E779; Submit results of air barrier test to jurisdiction,including leakage rating; `t P if test results exceed 0.40 cfm/ft2 at 0.3 in.w.g.,Inspect air barrier and seal noted , n�ru ";n°;� " k -7, a pp sources of leakage 1 v rfi I Submit report to jurisdiction of corrective sealing measures taken If"no"is shown for any question,provide explanation: 1''s'rrr City of Bremeiton I" '" 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and>3 story R2 R3 ,. rescriptive .ath Zone 4c/5b ENV-PRESCRIPTIVE 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2 F Revised June 2313 Project Address Seaglass Village Ofice/Workout bldg Date 11/15/2016 • Commercial O Group R Rl&>3 story R2 R3 O For Building Department Use i Occupancy O p ( v / ) Climate Zone O Zone 4c/5b O Zone 6b Prescriptive R-Value Compliance Prescriptive U-Factor/F-Factor Compliance Alternate CI U-Factor Source R-Value (Appendix A or Chapter 3 table,or Opaque Assemblies Cavity Ins. Continuous Ins. (Table C402.2 Assembly approved method of calculating r R-Value R-Value Footnote F)' U-Factor effective U-Factor) i € Roofs Insulation entirely above deck i Metal building' Attic and other R-49 0.021 Appendix A Walls,Above Grade Semi-Heatedwall insulation exception-indicate NA I Mass" i Metal building Steel-framed Wood-framed3 and other R-21 0.054 Appendix A i Walls,Below Grade Semi-Heatedwall insulation exception-indicate NA E Mass Other(define) Floors Over Unconditioned Spaces i Mass Joist/framing Steel joists Opaque Doors(<50%glazing) € Swinging 0.37 Roll up or slidingMINv f Perimeter or Continuous Ins. Assembly F-Factor Source R-Value Insulation Lengthb F-Factor (Appendix A or approved calculation) Slab-on-Grade Floors Unheated slablfR 10 0.54 Appendix A (Radiantly)heated slab _ Note 1-Calculations required to demonstrate the ratio of cross-sectional area of metal penetration through otherwise continuous insulation is between 0.04-0.08% Note 2-Thermal spacer blocking and liner system are required for prescriptive R-Value compliance. Note 3-Intermediate framing is required for prescriptive R-Value compliance in wood-framed wall assemblies. Note 4-Proposed Zone 4C158 non-residential building CMU walls meeting Table C402.1.2 Footnote D requirements can enter the target U- i value of 0.104. Note 5-Refer to Table C402.2,Footnote E for prescriptive R-Value requirement for steel floor joist assemblies. Note 6-Prescriptive slab-on-grade insulation shall extend from top of slab to minimum length per an approved method as defined in C402.2.6. I Solar Heat Gain Coefficieny(SHGC) U-Factor for Prescriptive Compliance U-Factor Source Projection Factor (NFRC,Appendix A or Chapter 3 Fenestration Multiplier Assembly table,or approved method of Assembly SHGC (if applicable) Adjusted SHGC U-Factor calculating effective U-Factor) Vertical Fenestration Non-metal framing-all 0.3 0.3 Appendix A Metal framing-fixed Metal framing-operable Metal framing-entrance doors Skylights i i 2012 Washin ton State Energy Code Compliance Forms for Commercial, Group R1, and>3 story R2 R3 I , Refrigerated Spaces Prescriptive Values R Coolers,Walk-in&Warehouse Walls Ceiling Doors Freezers,Walk-in&Warehouse Walls Ceiling Doors Floor 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2 R3 Envelope • • 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2&R3 Revised June 2013 Project Info Project Address Seaglass Village Ofice/Workout bldg Date 11/15/2016 1014 Parkside Drive For Building Department Use Bremerton, WA 98310 Applicant Name: Applicant Address: Applicant Phone: Project Description New Building ElAddition ❑� Alteration ElChange of Occupancy/Conditioning Compliance Path ❑ Prescriptive ❑ Component Performance ❑ Total Building Performance Occupancy Group7— Commercial 0 Group R(R-1 &>3 story R-2 and R-3) Climate Zone 0 Climate Zone 4c/5b 0 Climate Zone 6b(See WSEC 301.1 for county list) Vertical Fenestration and Total Vertical Gross Exterior Fenestration Above Grade %Vertical Skylight Area Calculation (rough opening) divided by Wall Area times 100 equals Fenestration If complying via the Prescriptive path, 314 . 0 — 2722 . 0 X 100 = 11 . 5� provide values for vertical fenestration, skylights,gross walls and roof. If complying via the Component Gross Exterior Performance path,these values are auto- Total Skylight divided by Roof Area times 100 equals %Skylight filled by the ENV-UA form and cannot be edited here. _ X 100 = ii Vertical Maximum Prescriptive V Vertical tion Complies Fenestration Area Skylights 50% Floor Area in DLZ More than 50%of the floor area in daylight zone per C402.3.1.1 i I ❑ Project has semi-heated areas as defined per C402.1.4 ❑ Applying wall exception to semi-heated areas 1. To be deemed semi-heated the area is heated but not cooled,and has a max.heating system output capacity between 3.4—8 Btuh/ft2. Refer to C402.1.4 for requirements. Semi-Heated Path 2.Semi-heated spaces shall be documented separately from other conditioned spaces—provide separate compliance forms for each conditioned area type. 3.Semi-heated spaces may comply under the Prescriptive or Component Performance compliance path. c 4.Envelope elements separating semi-heated from other conditioned spaces shall comply with thermal envelope requirements for an exterior wall. ❑Walk-in cooler ❑ Walk-in freezer Refrigerated Spaces ❑ Refrigerated Warehouse Cooler ❑Change of Occupancy/Conditioning Refrigerated spaces shall comply under the Prescriptive Path only. Compliance documentation for these areas may be combined with non-refrigerated areas in the ENV-PRESCRIPTIVE form. Refer Project includes more than one occupancy type and/or level of space conditioning.Multiple Mixed Occupancy and/or compliance forms may be required. Select all that apply to scope of project: Space Conditioning ❑Commercial ❑Group R1 or>3 story R2/R3 ❑ Refrigerated Space ❑Fully Conditioned ❑ Semi-Heated ❑ Low Energy* ❑Group R2/R3<3 story *Low energy areas are exempt from all thermal envelope provisions and compliance forms for these areas are not required. Refer to C101.5.2 for exemption. 1 2 X I 340IM r 4yf ��r d -34pBh1fY 1 SSS bbb -p(IYk'bff4 'okmfli -282,5b/ a "rl rrr� e„ I ecT2016a45:50P snearwaus.r3d Page 4 Return Address: Bremerton Fee Owner, LLC 15910 Ventura Blvd., Suite 1450 Encino,CA 94136 BREMERTON FEE OWNER 201703060194 Deolaration Reo Fee: $ 76.00 page: I of 3 03/06/2017 04:01 PM Dolores Gilmore. Kitsap Go Auditor IIIIIII IIIIII III Illl IIIIIII IIIIII IIII IIII IIIII IIIII IIIIIII IIi IIIII IIIII IIII IIII E DECLARATION OF LOT AGGREGATION f' Grantor: Bremerton Fee Owner,LLC Grantee: Bremerton Fee Owner, LLC Legal Description: PORTIONS OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER AND THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 13, TOWNSHIP 24 NORTH, RANGE I EAST,W.M. IN THE CITY OF BREMERTON,KITSAP COUNTY, WASHINGTON. Assessors Tax Account Numbers: 5277-000-002-0003 5277-000-004-0001 4985-008-001-0003 EXCISE TAX EXEMPT MAR 0 6 2017 WHEREAS: BREMERTON FEE OWNER, LLC, A Limited Liability Company, as GRANTOR and GRANTEE, is the owner of the following described parcels: ORIGINAL PARCEL A: LOT 1S, BREMERTON GARDENS PLAT/PUD ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 28 OF PLATS, PAGES 45 AND 46 AND AMENDED UNDER VOLUME 28 OF PLATS,PAGES 55 AND 56, RECORDS OF KITSAP COUN'l`Y, WASHINGTON. SITUATE IN KITSAP COUNTY, WASH,INGTON. ORIGINAL PARCEL B: LOT A4, BREMERTON GARDENS PLAT/PUD ACCORDING TO THE PLAT THEREOF, RECORDED N VOLUME 28 OF PLATS, PAGES 45 AND 46 AND AMENDED UNDER VOLUME 28 OF PLATS,PAGES 55 AND 56,RECORDS OF KITSAP COUNTY, WASHINGTOMSITUATE IN KITSAP COUNTY, WASHINGTON. ORIGINAL PARCEL C: LOT 1, BLOCK 8, RYTHER'S FIRST ADDITION TO DECATUR,ACCORDING TO THE PLAT RECORDED IN VOLUME 2 OF PLATS,PAGE 77, RECORDS OF KITSAP COUNTY, WASHINGTON. AND WHEREAS: It is the desire of the owners to aggregate the above described 3 parcels into one total parcel. NOW THEREFORE: For and in consideration of mutual benefits,the owners do hereby aggregate and combine the above described 3 Tax Parcels into one total parcel described as followers: REVISED PARCEL A: LOTS l S AND A4 OF BREMERTON GARDENS PLAT/PUD ACCORDING TO THE PLAT THEREOF;RECORDED IN VOLUME 28 OF PLATS, PAGES 45 AND 46 AND AMENDED UNDER VOLUME 28 OF PLATS, PAGES 55 AND 56, RECORDS OF KITSAP COUNTY, WASHINGTON. TOGETHER WITH LOT 1,BLOCK 8, RYTHER'S FIRST ADDITION TO DECATUR, ACCORDING TO THE PLAT RECORDED IN VOLUME 2 OF PLATS, PAGE 77, RECORDS OF KITSAP COUNTY, WASHINGTON. ALL SITUATE IN KITSAP COUNTY, WASHINGTON. i i i i i Executed this day of �,a t of �e kr-,6,rn 20I7. Bremerton Fee Owner, LLC, Representative €; EDWARD RING is STATE OF CALIFORNIA COUNTY OF � 14 e4es THIS IS TO CERTIFY THAT ON THIS -14 DAY OF P,byua�Y 2017, BEFORE ME,THAT UNDERSIGNED,A NOTARY PUBLIC IN AND FOR THE STATE OF CALIFORNIA, DULY COMMISSIONED AND SWORN, PERSONALLY APPEARED EDWARD RING,AND TO ME KNOWN TO BE THE INDIVIDUAL DESCRIBED HEREIN AND WHO EXECUTED THIS INSTRUMENT, AND ON OATH STATE THAT IT WAS HIS FREE AND VOLUNTARY ACT AND DEED FOR THE USES AND PURPOSES HEREIN STATED. WITNESS MY HAND AND OFFICIAL SEAL THIS DAY AND YEAR FIRST ABOVE WRITTEN. REBECCA Y.KIM # ' ' Notary Public•California Los Angeles County z NOTAR LTC IN A FOR THE STATE OF CALIFORNIA z Commission#2162878 n RESIDING AT (,OS i�rt�M_ 2et6 My Comm,Expires Aug 18,2020 i i wEC 8 2,016 City of riremerton% f, C Structural Calculations o//rr New Standard Equities, Inc. 15910 Ventura Boulevard Suite 1450 Encino, CA 91436-2551 Mr. Todd Weiss PROJECT.• /// r� r, Sea Glass Village New Leasing Office and Fitness Center ;r //%// rai ri / ars�r• rrr r %/%ii r//// ////%r%�r��iiiii % � ��rii/��///////i//�%��� rr rr err rrrr/�i� r r rrr /// , rr rrr Bremerton, WA 2160337.20 PREPARED BY: Andrew M. Pflueger, PE SE Project Manager r 1 rr REVIEWED BY: it L. - "' Booth, PE, SE rarr Priniel nc pal rrrr ar DATE: December, 2016 Civil Engineers • Structural Engineers 9 Landscape Architects 9 Community Planners • Land Surveyors • Neighbors Structural Calculations For Sea Glass Village New Leasing Office and Fitness Center Bremerton, WA Project # 2160337.20 Project Principal Daniel L. Booth, PE, SE Project Manager, Andy Pflueger, PE, SE Design Criteria Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the applicable sections of the following codes and standards as adopted and amended by the-local building authority: International Building Code, 2015 Edition. Structural Design Criteria: Live Load Criteria: L. 8� Roof(Min Blanket Snow) 25 psf o'F aas[{r� O?, Ground Snow Load 30 psf Office 50 psf + 15 psf Partition Stairs and Exits 100 psf ,n� + 2UN 4 Fitness Center 100 psf °rUBAL ' � Structural Slab on Grade 125 psf sr�NAL Wind Load Criteria: 12/07/2016 Ultimate Wind Speed 110 mph Risk Category II Wind Exposure C Topographic Factor 1.0 (By Inspection) Seismic Criteria: Risk Category II Seismic Importance Factor 1.0 Seismic Design Category D Site Class D (Assumed) S,=1.553 S1=0.606 Sd,=1.035 Sd1=0.606 I h Seismic Criteria (cont): Response Modficiation Coeff. (R): 6.5 for wood structural panel shearwalls Seismic Response Coeff. (Cs): 0.1592 Guardrail Live Load Criteria: All handrail and guardrail systems shall be designed to resist a single concentrated load of 200 lb applied in any direction at any point on the handrail or top rail to produce the maximum load effect on the element being considered and to transfer this load through the supports to the structure. Further, all handrail and guardrail systems shall be designed to resist a load of 50 Ib/ft applied in E any direction along the handrail or top rail. This load need not be assumed to act concurrently E with the load specified in the preceding paragraph. Intermediate rails, and panels fillers shall be designed to withstand a horizontally applied normal load of 50 lb on an area not to exceed 12 in by 12 in including openings and space between rails and located so as to produce maximum load effects. Reactions due to this loading are not E'! required to be superimposed with the loads specified in either preceding paragraph. Soil Criteria: Allowable Soil Bearing Capacity: The building foundations are designed based on the allowable €!! soil bearing capacity of 1500 psf(assumed). The owner shall hire a qualified special inspector to confirm that the foundation subgrades are adequate to support the assumed allowable soil r bearing capacity. i; { E [I 6' �i €3 r F e Seismic Criteria (cont): Response Modficiation Coeff. (R): 6.5 for wood structural panel shearwalls E Seismic Response Coeff. (CS): 0.1592 E Guardrail Live Load Criteria: i Ei All handrail and guardrail systems shall be designed to resist a single concentrated load of 200 lb applied in any direction at any point on the handrail or top rail to produce the maximum load effect on the element being considered and to transfer this load through the supports to the structure. Further, all handrail and guardrail systems shall be designed to resist a load of 50 Ib/ft applied in any direction along the handrail or top rail. This load need not be assumed to act concurrently with the load specified in the preceding paragraph. Intermediate rails, and panels fillers shall be designed to withstand a horizontally applied normal load of 50 lb on an area not to exceed 12 in by 12 in including openings and space between rails and located so as to produce maximum load effects. Reactions due to this loading are not required to be superimposed with the loads specified in either preceding paragraph. Soil Criteria: Allowable Soil Bearing Capacity: The building foundations are designed based on the allowable soil bearing capacity of 1500 psf(assumed). The owner shall hire a qualified special inspector to confirm that the foundation subgrades are adequate to support the assumed allowable soil bearing capacity. f Project i olk Project No. '21 G 0??1'?'t' ❑ Page of El Calculations Nor _ E Subject Phone ❑ Fax . . With/To Fax# ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo r Civil Engineers i Structural Engineers Landscape Architects Community Planners Land Surveyors s`l4 v O FFI S o G l?o u_N.r7 ew 0 U0 fi�-to _lrt,T'Ne� �vv - __ __ I�l i ti tJ N t r►�-r-t �tav t.,an� fit►�-y r Ft- 4 aid +r?yr'. _ % 2 (1P`? =�.� ( i ►� L-arc t.o�C30) 'erA-4 LO A-Y-7 ; z Z3. Ps r - e Y COR V r w S Dv2 Ft.,vodW G 5 -1 P Ina K Tf1.-bl 0�S 4Pt PJV-- .� 1-0T-P-4— s p 4-�� C,�� TV _ �3,w �► �5 w If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Project �'`"� 5 N �� Project No. ? 1 t' r ❑ Page of ;1� Subject Phone ❑ Calculations _ ❑ Fax © • With/To Fax# El Memorandum Memorandum Hj• ] L-A! Address #Faxed Pages El Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects E Community Planners Land Surveyors Cl �,l0 0!• (.� o.z Lb.p • VGtir 45�1k lVlo©v VVA-c C7 _�-'1Z. 67pt&*T te-7 VV tC-H VVAO o 0 V % C47 N �`Y2,/t,o� T( 11 1 0<2tp C Y ►��� C9 . a.tJ (C.o3 n . d �5 Vvt tr\1 Cc fA (9,15 -�) 7 V- ( D-6 o b) : 0 , d� 6 �t If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. I Project 5tr P" O�� V�S G Project No. d 3 ❑ Page of Subject Phone ❑ Calculations E Fax With/To Fax# ❑ Q ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers A' Structural Engineers 'ry' Landscape Architects Community Planners V w r �O / �V4 �� �I w/ r-W—N T� Land Surveyors al o � ���'•', L(�y r cc, k 2�j � � � o,a � l�-�v , f . Q a r3 � h i If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. �v -�t �l 2 1° 0�j�j j,-4 Page of Iwo j Project �"� Project No. ❑ g Subject Phone ❑ Calculations With/To Fax# Fax HjBJL 1! ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes E Date By ❑ Telephone Memo i Civil Engineers s «T-&f'l A _CtAk - Structural Engineers ii` HIV ED`�i�J_ FY7 �Qc(�yj (IJ(� 1 fj - Landscape Architects i. 6 Community Planners F Land Surveyors E e s e, F i i 21.,E I I _ _ I 6 g S If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Project Lilo V1Li-4G Project No. O 3�'"1� ❑ Page of 01 Iwo Subject Phone El _ ❑ Fax i With/To Fax# ❑ Memorandum i Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers E 1'-&t+-A t 1 NL . T N�r.5.. Structural Engineers It, _ Landscape Architects r, -1 ✓fj Community Planners 1 Land Surveyors v q { ►�,C, 1 ; 4 1, Ell E ! �� «l�vt' �n-• t��a �t-eoP S�,-z. :, r r- 1=-�','z' �o rr'.' .f-''I v t.c. f _ E GN C.i� �i�-D� G-i 1�V' ,•t G = 7 Pr 1� ( � 2 K(� 3"ld , BTU D 4? V2YL -t-r415 6 e7t KC6 of �Ao- If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. i om U l �lS O ?.�' Page of 1 J Project �� '� 1 Project No. �[ 3 3 ❑ g _ Subject Phone ❑ Calculations Fm With/To Fax# ❑ FaxHjB] L ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes E Date By ❑ Telephone Memo € Civil Engineers 7 / ra-LA.:, Structural Engineers f; Landscape Architects _' �WY 1 Gp►'(� Alt.-�c1�1�1�N G Ind A OF 1J Community Planners Land Surveyors e E a L � nfv,Z icy �� P' I ��6 7q 3i o qz t o Ce o o fr .1'wt..6 (r si 2'� o, 2,5 J s -Q I If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. h -1-�o Pa WIN' Project S GSG Project No. e of � l ❑ 9 i' Subject Rhone ❑ Calculations _ El Fax With/To Fax# Q = El Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo ' Civil Engineers EiII", y► 1`"l ,'--Ri P�d"i i(�1 G �. �C("r1�i�s�7 G' ` S d r 00� O 7 ' Structural Engineers E f Landscape Architects f�e4l IJ Community Planners r ' { i Land Surveyors i ;Q U t E ' f I I II 1 E I oyt- i�- ,n�tNZ '04'e: �f�j `1J 'h(0 0 P� --V bV-10V t0y�` c� 5Ile, x Iz i i i I j I if this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. j Project 5SA-aLA576 U b11"S Project No. ❑ Page of 0 Subject Phone El _ €' With/To Fax# [I Fax Q ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo F Civil Engineers G/ILPt J d(z( Pn wt_W b-; �t tN� s___ - Structural Engineers �corD►ti {� h 5 't � 5 Landscape Architects Community Planners d ' fl Land Surveyors VVItiX ' rl vof 115 0) `W(- r67"7r i talc l.n a.v F2, 0 If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Project CA& Project No. 'L�f�Q 3 72:7 2-2 ❑ Page of � E' Subject Phone ❑ Calculations � ,_ I Fax With/To Fax# ❑ Q = El Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo CivilEngineers to/ D/ ) Structural Engineers C l of 0� Or 0� ' Landscape Architects ( p� o Or 01 Community Planners Land Surveyors (S00 5' ° - 3rszp -C wl,cN I (V3 rg,3 YO sna Yzs r 100 ° - b,5 wy NON 09 11,n,p,v, GvAv, v f �ik Ni+�to (pLl�o U 225) j C zit of 15Ojt o_) p C `A e 3 o p" 1 -- P ,t,!l 052 Gb WA-�L wl # 5 @ 1e>°04' MA.00 �toF If this does not meet with your understanding,please contact us In writing within seven days. THANK YOU. E ■ Project �� �` 5 � Project No. �leC� ��� 1--0 El Page of f Subject Phone ElCalculations _ _ ❑ Fax Q WithlTo Fax# ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes i' Date By ❑ Telephone Memo Civil Engineers G f ✓ f '1 1�i�-��t N L _ Structural Engineers i t� C p �11✓C Landscape Architects s _ Community Planners M [ Land Surveyors -- - Of- 8 Y► �-, V `v,0 LA $:yL i 2 c i N-or, -/7n i G lr F rn 1 t (220 Mni 0, D)i 22 0 l (0 4O i +VO) L77011;ir OqO) LJ If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. 0 i I i, E nl 2 Project s Gt-P�15 �b "G� Project No. �� 72;7 '2'0 ❑ Page of Subject Phone ❑ Calculations _ Wlth/To Fax# El Fax [" ❑ Memorandum E Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo _ Civil Engineers r Co /t Tz1 . 1"fin-rV4l © &N 6VN(- C A►2 _ _ .. Structural Engineers p L 0I—U /"I N Landscape Architects Oct / Community Planners Land Surveyors i 62 101�1- N O• G E / ` 5� c 117& f ' I i i' P E l \ E If this dos t meet with your understanding,please contact us in writing within seven days. THANK YOU. 1 Project -"C -e—l_O•E-' V Iu'A'C 15 Project No. 2 ���'?� ❑ Page of W1 Iwo Subject Phone ❑ Calculations i WithlTo Fax# ❑ Fax ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers ty 20 0. ZS) ice/ / � Structural Engineers Landscape Architects ! Community Planners Land Surveyors i E j & ir i F i 7 f _... �_ �_ ...... .. _Q _... ...... ........ ..-... -. NA 00, e \ E � � 1 ! I 1 E ! ! .. 1 .. .. 4 1 3 • I E ! ' i J i 1 E I�>�r= 1N�G •�G�� '1't rt-+�t.�c'L 'C►211�s5 If this does not meet with your understanding,please contact us In writing within seven days. THANK YOU. Project Project No. 241e D'�3?� ° ❑ Page of Subject Phone ❑ Calculations ( ❑ Fax With/To Fax# O € ❑ Memorandum � E Address #Faxed Pages ❑ Meeting Minutes f €' Date By ❑ Telephone Memo Civil Engineers �4"— lw AI VA Structural Engineers i i ,ke—g A me '2K- ��fJV2 P f " I �,�6 5'1 P� Landscape Architects i 1N.G. V E VVf'1 t:t>l• �-O Ibt/Jg LZ�v tdl `!�,t2� l y ZOr 0�ZS) Community Planners % ,1 p4f �0 Land Surveyors E E �L �J7�1.�G. �' �rztj r• r i a E 3 0 u y)-co 2 ¢j —�� mil?►`'G Pi" TY40 e i i CPNG J ar�y'� p C l� 2�3� V 7) (3) B"t) "� (Ncj-- 0.3 p vV r-Ai ILL Ham-ttr . G c - Tom - . t1 241�3�-� zt`0 y If this does not meet with your understanding,please contact us in writing within seven ays. THANK YOU. Vt U-44- O '?its ❑ Page of ,r project ���' �roJect No. � ��� � Subject Phone El _ With/To Fax# El Fax Q i ❑ Memorandum f Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers € Landscape Architects CI n l Community Planners f7 C �j 1-n f 0 I Land Surveyors i 6= C ta,(a, I E E I i I i E _ If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. l �13Pt :;L' t� VL �� ❑ Page of t' Project Project No. � €' Subject Phone El _ El Fax With/To Fax# Q ❑ Memorandum � Address #Faxed Pages ❑ Meeting Minutes E Date By ❑ Telephone Memo [ Civil Engineers 1. ► ��'� • is 11►�1 d _ _ Structural Engineers Landscape Architects Community Planners 1 Land Surveyors Vd E k E _ _ 2 i r� �� ��� UI�-��2_• L?-C; �� ���c� _ ASS �. �t.�t!'' b �. (` ; too P If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. I` Project 5EP1 C ,A2 �r�, y " U project No. b D 3 1� ❑ Page of Subject Phone ❑ Calculations _ _ " With/To Fax# ❑ Fax [own r ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes e Date By ❑ Telephone Memo r Civil Engineers wthL r �n�0 (0-aQ trnoz 62 014)(s)(10) Structural Engineers i -- _ Landscape Architects fir Community Planners k _ CIO . _ Land Surveyors AT �r tau= �t rVir �a ins W 3uo� -Ve - ao !� 1 39: If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. f; Project w1s� Project r3� '� Page of Subject Phone ❑ Calculations _ E` With/To Fax# El Fax E ❑ Memorandum F Address #Faxed Pages ❑ Meeting Minutes €i Date By ❑ Telephone Memo Civil Engineers - Structural Engineers Landscape Architects i d C Community Planners Land Surveyors to DA s _ I . ..... ...... G i Ve E If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. 0 33 �� ❑ a of Project �k Project No. 7 Page Subject Phone El Calculations With/To Fax# ❑ Fax Q w E ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects I i �F G '►f s Community Planners l ��d tQ Guo� �Ni3�Gl to Land Surveyors �'vs = �•$ ��-�� .. 3,�� ,�,� . . o K.. �-��cam. VV Ve- 4L I YY -4a � � r If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Project `dam R (^t(A;4 V�"(f Project No. 21 L 3�. UV ❑ Page of W Subject Phone ❑ Calculations _ ❑ Fax WfthlTo Fax# Q i El Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers 100 PtIF ._ _ Landscape Architects CO aft -Zil C15 }�Z,2 CfO�� Community Planners < i _.� Land Surveyors E Z tt7/l f -------- _p . IT E _ z� n r : Ise k , ZL� w; y3 p M D ' N 5� Co/%eC.,60 ts, .rs,.. o If this does not meet with your understanding,please contact us 11writing within even days. THA K YOU. Pa a of ,' Project �%� L./ i5 U I I.I,ATo Project No. �� ❑ g Subject Phone El Fax With/To Fax# ❑ � ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers E Structural Engineers Landscape Architects 1 i 2 ii Community Planners _ Land Surveyors t o + E Neighbors i ��� I G Na910 00 , 2 'o� 1b o� i U47F, o lb�`s� S � � SSE C�`-�>✓i���C �'Vit�"�-�"" If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. !' Project Project No. ❑ Page of ' Calculations Subject Phone ❑ E ❑ Fax With/To Fax# (a HI B] E ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo i Civil Engineers Structural Engineers E, 20 000 C* Landscape Architects E' oo.15 ' ( /L Community Planners Land Surveyors Neighbors E E F f E E: E f F f ry[ Ei k k i E E 4 i I F� F If this does not meet with your understanding,please contact us In writing within seven days. THANK YOU. h 12/7/2016 Design Maps Summary ReportOwl _ V mUSGS Design Maps Summary Report User-Specified Input Report Title SEA GLASS VILLAGE Thu December 8,2016 01:09:46 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.574730N, 122.61878°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III %/� ' re it / / //,/� ,/ d / / % a All / %� �� l � /�%/i/////� �-9m5r"rWu� ri %;;; 1r,S 00, r i= " r ' t '/ % -irk 0 ON USGS-Provided Output Ss = 1.553 g Sh,s = 1.553 g Sps = 1.035 g ff S1 = 0.606 g SM1 = 0.910 g Sol = 0.606 g I' For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCEa Response Spectrum Design Response Spectrum 1.7G 1.GO 1.10 1.44 0.99 1.2$ 0.88 � 1.12 0.77 f ty. 0.9G C, 4.GG M O.80 M 0.55 O.G4 0.44 0.4f3 0.22 0.22 0.22 O,1G 0.11 0.00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1,40 1.0 1.90 2.00 0.00 0.20 0.40 O.GO 0,80 1.00 1.20 1.40 1.GO 1.90 2.00 Period, T(sec) Period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein,This tool is not a substitute for technical subject-matter knowledge, hftp://ehp2-earthquake.wr.usgs.gov/designm aps/us/sum mary.php?tem plate=minimal&latitude=47.57473&longitude=-122.618777&siteclass=3&riskcategory=0&... 1/1 AHBL Inc. Project Title: Project I D: 2215 N 30th Street Engineer: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5NPM 1.11 Description T-0`Header IT-0'"Tributary CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties; Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination JBC 2015 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing Completely Unbraced Applied Loads Service loads entered. Load Factors will be applied for calculations. ------------ ............ ....... Beam self weight calculated and added to loads Uniform Load: D=0.011 50, Lr=0.020, S=0,0250 ksf, 'Tributary Width 17.0 ft DESIGN SUMMARY I NINLM��� '!Maximum Bending Stress Ratio 0.374 1 Maximum Shear Stress Ratio 0.244 : 1 Section used for this span 3-2x6 Section used for this span 3-2x6 fb:Actual = 503,38psi N:Actual = 50.53 psi FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.667ft Location of maximum on span = 2.883ft Span#where maximum occurs = Span#I Span#where maximum occurs = Span#I Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 3363>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.019 in Ratio= 2085>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C I C r C m C t C L M fb Fb V N Fv +D+H 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.182 0.118 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.36 191.23 1053.00 0.32 19.19 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.163 0.107 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.36 191.23 1170.00 0.32 19.19 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.302 0.197 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.83 440.95 1462.50 0.73 44.26 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.374 0.244 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0,95 503.38 1345.50 0.83 50.53 207.00 +D+0.750Lr+0.750L+H 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.259 0.169 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0,72 378.52 1462.50 0.63 37.99 225.00 +D+0.750L+0.750S+H 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 i AHBL Inc. Project Title: lIE 2215 N 30th Street Engineer: Project ID: Sutie 300 Protect Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5OPM File=Q:12 01 6121 6 0 3 3 712 0_STRINON_CADICALCs12CSK49-C.EC6 Wood BeamENERCALC,INC.1983.2016,Build:6.16.10.31,Ver:6.16.10.31 1.11 Description: T-0"Header 174"Tributary Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Pb V fv F"v Length=3.333 ft 1 0.316 0.206 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.80 425.34 1345.50 0.70 42.69 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0,102 0.067 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 191.23 1872.00 0.32 19.19 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.102 0.067 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 191.23 1872.00 0.32 19.19 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 It 1 0.202 0.132 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.72 378.52 1872.00 0.63 37.99 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3,333 ft 1 0.227 0,148 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 425.34 1872.00 0.70 42.69 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.227 0,148 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.80 425.34 1872.00 0.70 42.69 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 It 1 0.061 0,040 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.22 114.74 1872.00 0.19 11.52 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 It 1 0.061 0,040 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.22 114.74 1872.00 0.19 11.52 288.00 verall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max.'"+"Defl Location in Span +D+S+H 1 0.0192 1.679 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1,142 1.142 Overall MINimum 0.260 0.260 +D+H 0.434 0.434 +D+L+H 0.434 0.434 +D+Lr+H 1.001 1.001 +D+S+H 1.142 1.142 +D+0.750Lr+0,750L+H 0.859 0,859 +D+0.750L+0.750S+H 0.965 0.965 +D+0.60W+H 0.434 0.434 +D+0.70E+H 0.434 0.434 +D+0.750Lr+0,750L+0.450W+H 0.859 0.859 +D+0.750L+0.750S+0.450W+H 0.965 0.965 +D+0,750L+0.750S+0.5250E+H 0.965 0.965 +0.60D+0.60W+0.60H 0.260 0,260 +0.60D+0.70E+0.60H 0.260 0,260 D Only 0.434 0.434 Lr Only 0.567 0.567 L Only S Only 0.708 0,708 W Only E Only H Only AHBL Inc. Project Title: Project ID:j 2215 N 30th Street Engineer: Pro 1 Sutie 300 Protect Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:11PM File=Q:120161216033A20_STR\NON_CADICALCs12CSK49-C.EC6 8b d MrA nn [Wood BeamENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 i� m. Description: 6'-6"Header IT-O"Tributary CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi h Wood Grade : No.2 Fv 180.0 psi hh Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced _UQ.255 Lr0.34 60.425 _ _.. WO II '., Span=6.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, Lr=0,020, S=0.0250 ksf, Tributary Width=17.0 It Maximum Bending Stress Ratio = 0.751' 1 Maximum Shear Stress Ratio - 0,402 : 1 Section used for this span 4x10 Section used for this span 4x10 fa:Actual = 940.73psi fv:Actual = 83.12 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.375ft 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 0.054 in Ratio= 1498>=360 Max Upward Transient Deflection 0,000 in Ratio= 0<360 Max Downward Total Deflection 0.087 in Ratio= 926>=240. Max Upward Total Deflection 0.000 in Ratio= C<240.0 Maxinnum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.369 0.196 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.49 358.78 972.00 0.68 31.70 162.00 Length=0.02464 ft 1 0.005 0.196 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0,02 5.22 972.00 0.68 31.70 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.332 0.176 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.49 358.78 1080.00 0.68 31.70 180.00 Length=0.02464 ft 1 0.005 0.176 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.02 5.22 1080.00 0.68 31.70 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.611 0.324 1.25 1,200 1.00 1.00 1.00 1.00 1.00 3,43 824.34 1350.00 1.57 72.84 225.00 Length=0.02464 ft 1 0.009 0.324 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0,05 11.99 1350.00 1.57 72.84 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.757 0.402 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.91 940.73 1242.00 1.79 83.12 207.00 -- - - . AHBL Inc, Project Title: �21SN30�Shne pm�« 0: w�8�0�` ~^ p"���Do�c Gu��N ' '�~` Tacoma VA 98403 File Q-.VO16\2160337\20-STR\NON-CADICALCs\2CSK49-C.EC6 Description: 6'-6"Header 1T-O'Tributary Load Combination MaxStress Ratios Moment Values Shear Values Segment�moLoogth Span# -M---V-- Cd Cnv Ci Cr Cm C ! CL M fb Ph V h F'v Length=0J25h 1 0.524 0.278 1.25 1200 1.00 1.00 1.00 1.00 1.00 2,94 707.85 1350.00 135 62.55 225.00 Length=O.02N848 1 0,008 0.270 1.25 1200 1.00 1.00 1.08 1.00 1.00 0,04 1030 1350.00 1.35 02.55 225.00 +D+0J50L+0J50G+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0.735ft 1 0.040 0.339 115 1.200 1.00 180 1.00 1.00 1.00 3.31 795.24 1242.00 1.52 70.27 207.00 Length=O.024648 1 0.009 0.339 1J5 1.200 1.00 1.00 1.00 1.00 1{0 0.05 11.57 1242.00 1.52 70.27 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 00 0.00 0.00 00 Length=0J2 8 1 0.208 0110 1.00 1.200 1.00 1.00 1.00 110 1{0 149 358.78 1728{0 0.68 31.70 280.00 Length=&02464n 1 0/03 0110 1.60 1.200 1.00 1/0 1.00 1.00 1.00 0,02 5.22 1728.00 0.68 31.70 288.00 +D+0J0E+H 1.200 1.00 1l0 110 1.00 1{0 0.00 0.00 0.00 0.00 Length=VJ2 h 1 020 0.110 1/0 1.200 110 1.00 1.00 1{0 1I0 1.49 35878 1728.00 0.60 31J0 288.00 Length=0824648 1 0.00 0.110 1{0 1.200 1.00 1{0 1l0 1.00 1l0 0.02 5.22 1728.00 0.68 3170 288.00 120 1l0 1{0 110 1{* 1.00 0.00 0.00 0.00 0.00 Length=0J2 A 1 0.410 0,217 1{0 120 1.00 1l0 1l0 1l0 110 2.94 /0.95 1728.00 1.35 615 288.00 Length=V.024640 1 0.00 0.217 1/0 1.20 1/0 1{0 1.00 1/0 1{* 0,04 1030 1728{0 1.35 62.55 288.00 +D+0J50L+0.750G+0.450m+H 1.200 1.00 1.00 1l0 1/0 1.00 0.00 0.00 0.00 0.00 Length=0.735M 1 0.460 0.244 1.00 1.200 1.00 1.00 1.00 1l0 1.00 3.31 795.24 1728{0 1.52 70.27 280.00 Length=K02464M 1 007 0,244 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.05 11.57 1728.00 1.52 70.27 288.00 1.200 1l0 1/0 1{0 1l* 1{0 0.00 080 0.00 0.00 Length=VJ2 M 1 0.46 024 1{0 1.200 1.00 1l0 1{0 1{0 1{0 3.31 79524 1728.00 1.52 70.2 288.00 Length=O.02464* 1 0.007 0.24 110 1.200 110 1.00 1.00 1{0 1/0 0.05 11.57 1728.00 1.52 70.3 288.00 120 1.00 110 1/0 1.00 1l0 080 0.00 0.00 0.00 Length=0J2 A 1 0.125 0.08 1/0 1.200 110 1.00 1.00 1l0 1.00 0.90 21527 1728.00 0.41 19.02 288.00 Length=O.024640 1 0.002 0,00 1.60 1.200 1.00 1.00 1/0 1.00 1.00 001 3.13 1728.00 0.41 19.02 288.00 1.20 1l0 1.00 1.00 1{0 1.00 0.00 0.00 080 0.00 Length=0J2 k 1 0.125 0.00 1/0 1.200 1.00 1{0 1/0 1.00 1{0 0.90 21527 1728.00 0.41 19.02 288.00 Length=O.02464 ft 1 0.00 0.066 1/0 120 1.00 1.00 1l0 1l0 1.00 01 313 1728.00 0.41 19.02 28880 Overall Maximum D eflections Load Combination Span Max......Defi Location in Span Load Combination Max,"+"Defi Location in Span Vertical Reactions Support notation Far left io#1 Values inKIPS Load Combination Support I Support 2 0vomUM|Nimvm 0.531 0.531 +D+H 0.884 0.884 +D+L+H 0.084 0.884 +D+U+H 2l32 2.03 +D+8+H 2.318 2.319 +D+0.750r+0J50L+H 1.745 1.745 +D+0J50L+0J50S+H 1.960 1.960 +D+0.00W+H 0.884 0.884 +D+0.70E+H 0.884 0.884 +O+0J00Lr+0J50L+0.450W+H 1.745 1.745 +D+0J50L+0J50S+0.450N+H 1,900 1800 +D+0J50L+0J50S+0.5250E+H 1.800 1.860 +0.60D+080W+0.00H 0.531 0.531 +0.00D+0J0E+0.00H 0.581 0.01 O0n|y 0.884 0.084 Lr0n|y 1.148 1,148 LOnly G0n|y 1.434 1.434 VVOnly EOn|y HOn|y ONAHBL Inc. Project Title: A 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:12PM File=W2016060337\20 STMINIMLCAMCALW2CSK49��C EC6 C6 6 0 M jo ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6. jE J1 MEMO:a Description T-O"Header 5'-0"Tributary CODE REFERENCES Calculations per NIDS;2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 900.0 psi Ebend-xx 1,600.Oksi Fe-PrIl 1,350.0 psi Eminbend-xx 580.Oksi Wood Species Douglas Fir-Larch Fe-Perp 625.0 psi Wood Grade No,2 Fv 180.0 psi Ft 575.0 psi Density 31.20pef Beam Bracing Completely Unbraced Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load D=0.0150, Lr=0,020, S=0,0250 ksf, Tributary Width=5.0 ft Uniform Load D=0.010 ksf, Tributary Width=8,0 ft DESIGNISUIMMARY. ONIKEMMSEEM Maximum Bending Stress Ratio 0.156: 1 Maximum Shear Stress Ratio 0.102 : 1 Section used for this span 3-2x6 Section used for this span 3-2x6 flo:Actual = 209.59psi fv:Actual = 21.04 psi FB:Allowable = 1,345.50psi Fv:Allowable 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.667ft Location of maximum on span = 2.883 ft Span#where maximum occurs = Span#1 Span 4 where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 11436>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.008 in Ratio= 5009>=240, Max Upward Total Deflection 0.000 in Ratio= Ga<240.0 Maximum Forces &Stresses for Load Combinations -------------------------------11.111,................. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fV Fv +D+H 0.00 0.00 0.00 0.00 Length=3,333 ft 1 0.112 0.073 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.22 117.78 1053.00 0.20 11.82 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3,333 ft 1 0.101 0.066 1.00 1.300 1.00 1.00 1.00 11.00 1.00 0.22 117.78 1170.00 0.20 11.82 180.00 +D+Lr+H 1.300 11.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3,333 ft 1 0.131 0.085 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0,36 191.23 1462.50 0.32 19.19 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0,156 0.102 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.40 209.59 1345.50 0.35 21.04 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.118 0.077 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.33 172.87 1462.50 0.29 17.35 225.00 AHBL Inc. Project Title: Lq 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: 06% Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:12PM File=Q:12 01 6121 6 0 3 3 712 0_STRWON_CADICALCs12Wood Beam CSK49-C.EC6 ENERCALC,INC.1983.2016,Build:6.16.10.31,Ver.6.16.10.31 Description: T-0"Header 5'-0"Tributary Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C I Cr Cm C t C L M fb F'b V fV F'v +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.139 0,091 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.35 186.64 1345.50 0.31 18.73 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.063 0.041 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.22 117.78 1872.00 0.20 11.82 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 It 1 0,063 0.041 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.22 117.78 1872.00 0.20 11.82 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.092 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 172.87 1872.00 0.29 17.35 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.100 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 186.64 1872.00 0.31 18.73 288.00 + + ++ + . L .7 S . 2 E H 1.300 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 D O 750 0 50 0 5 50 Length=3,333 ft 1 0.100 0.065 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.35 186.64 1872.00 0.31 18.73 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3,333 ft 1 0.038 0.025 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 70.67 1872.00 0.12 7.09 288.00 +0.60D+0.70E+0,60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.038 0.025 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 70.67 1872.00 0.12 7.09 288.00 Overall Maximum Deflections Load Combination Span Max,""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0080 1.679 0.0000 0.000 Vertical Reactions- Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.476 0,476 Overall MINimum 0.160 0,160 +D+H 0.267 0.267 +D+L+H 0.267 0.267 +D+Lr+H 0.434 0.434 +D+S+H 0.476 0.476 +D+0,750Lr+0.750L+H 0,392 0.392 +D+0.750L+0.750S+H 0.423 0.423 +D+0.60W+H 0.267 0.267 r +D+0.70E+H 0.267 0,267 +D+0,750Lr+0.750L+0.450W+H 0.392 0.392 +D+0.750L+0.750S+0.450W+H 0.423 0.423 +D+0,750L+0,750S+0.5250E+H 0.423 0.423 +0.60D+0.60W+0.60H 0.160 0.160 +0.60D+0.70E+0.60H 0.160 0.160 D Only 0.267 0.267 Lr Only 0.167 0.167 I L Only S Only 0.208 0,208 W Only E Only H Only i AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: we Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:12PM FilWood Beame=Q:1201612160337\20_STRWON_CAMCALCs12CSK49-C.EC6 ENERCALC,INC.1983.2016,Build:6.16.10.31,Ver.6.16.10.31 m Description: 6'-6"Header 5'..0"Tributary CODE CEO Calculations per NDS 2015 IBC 2015 CBC 2016,ASCE 7-10 i Load Combination Set: IBC 2015 E Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,000.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,000.0 psi Ebend-xx 1,700.0 ksi Fe-Prll 1,500.0 psi Eminbend-xx 620.0 ksi Wood Species : Douglas Fir -Larch Fe-Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing Completely Unbraced II Applied Loads Service loads entered. Load Factors will be applied for calculations. ..............._.--.......-...... --------.- -._..... Beam self weight calculated and added to loads Uniform Load: D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width=5.0 ft Uniform Load: D=0.010 ksf, Tributary Width=8.0 ft DESIGN SUMMARY Maximurn Bending Stress Ratio - 0.42e 1 Maximum Shear Stress patio - 0.227 : 1 Section used for this span 48 Section used for this span 4x fb:Actual = 636.37psi fv:Actual = 46.98 psi FB:Allowable = 1,495.00psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.375ft 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 0.031 in Ratio= 2606>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.071 in Ratio= 1141>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Or C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0,306 0,163 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.91 357.75 1170.00 0.45 26.41 162.00 Length=0,02464 ft 1 0.004 0.163 0.90 1,300 1.00 1.00 1.00 1.00 1.00 0.01 5.20 1170.00 0.45 26.41 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0,275 0.147 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.91 357.75 1300.00 0.45 26.41 180.00 Length=0.02464 ft 1 0.004 0.147 1.00 1,300 1.00 1.00 1.00 1.00 1.00 0,01 5.20 1300.00 0.45 26.41 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.725 ft 1 0.357 0.191 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.48 580.64 1625.00 0.73 42.87 225.00 Length=0.02464 ft 1 0.005 0.191 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.02 8.45 1625.00 0.73 42.87 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 AHBLhnc. Project Title: 2215N3OthSheo Engineer: Project ID:R��� ~~ ' '�o ����e : NM Su��N �~~ � Tacoma WA 9840 File Q:\2016�2160337VO-STR\NON-CADICALCsk2CSK49-C.EC6 law Description 0'-6`Header s-0^Tributary Load Combination Max Stress Ratios Nom�\��� Shear Values Segment Length Goun# -w ---V- Cd Cpw Ci Cr Cm C \ CL w fb F'b V fv Fv +u+o./ooLr+o./»oL+n 1u00 1.00 1u0 1.00 1u0 ,.00 0.00 ouo ouo 0.00 Length=0.725M 1 0.323 0J72 125 1,300 1.00 1J0 1.00 1.00 1.00 1.34 524.92 105.00 0.60 38J5 225.00 Length=0,02464k 1 0105 0.172 1.25 1.300 1/00 1.00 1.00 1.00 1.00 0.02 7.64 1625.00 0.66 38.75 225.00 1.300 1l0 1.00 1.00 1.00 1{0 0.00 010 0.00 V{N Length=072 A 1 0.379 020 115 1.300 1.00 1.00 1{0 110 1{0 1.45 566.71 1495.0 0.71 4114 20.00 Length=O.024648 1 0.006 020 1.15 1.300 1l0 1J0 110 1l0 1{0 082 024 1495.0 01 41.84 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 00 0,00 Length=025M 1 0.172 092 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.91 357.75 2080. 0.45 26.41 20.00 Length=0.02464M 1 0.003 0.09 110 1.300 1.00 1{0 1l0 1l0 110 0.01 5.20 2080.00 0.45 26.4 288.00 +D+00E+H 1,300 1.00 l{N 1.00 1{0 1{0 0.00 OlN 0.00 0.00 Length=0.725U 1 0172 0.092 1.00 1.300 1.00 1{0 1l0 1.00 1.00 0.91 357.75 2080l0 0»5 28.41 288l0 Length=O.024648 1 0.00 0.09 1{0 1.300 1.00 1.00 1.00 1.00 1{0 0.01 520 2080.00 0.46 26.41 20J0 1,300 1.00 1J0 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=0J2 h 1 0.252 0135 1{0 1.300 1]0 1.00 1.00 1.00 1{0 1.34 524.92 2080.00 0.66 38.7 288.00 Length=O.02464h 1 0.004 0.135 1.60 1.300 1.00 1{0 1l0 1.00 1l0 0.02 7.64 2080.00 0.66 38.75 288.00 1,300 1/0 1.00 1I0 1.00 1{0 0.00 0.00 0.00 0.00 Length=072 8 1 027 014 1.60 1.300 1I0 1l0 1.00 11* 1l0 1/5 566.71 2080.00 0.71 41f4 288.00 Length=O.02464M 1 0,004 0.145 110 1,300 1l0 1l0 1.00 1.00 1{0 0.02 8.24 2080.00 071 4184 288.00 1.300 1/0 1.00 1.00 1l0 1{0 0.00 0.00 080 0.00 Length=V72 k 1 027 0,145 1{0 1,300 1l0 1.00 1.00 1l0 1{0 1.45 566.71 2080.00 0.71 41f4 288.00 Length=O.02464h 1 0.00 0145 1.60 1.300 1.00 1l0 1.00 1l0 1.00 0.02 824 2080.00 OJl 41}4 288.00 1.300 1.00 1.00 110 1.00 1{0 0.00 0.00 0.00 0.00 Length=0J2 M 1 0103 0.055 1.60 1.300 110 1{0 1.00 1/0 1.00 0,55 214.65 2080.00 027 15.85 288.00 Length=V824648 1 0.00 0.055 1I0 1.300 1/0 1l0 1l0 1.00 1{0 001 3.12 2080.00 027 15.85 288.00 +0.00D+0.70E+0.60H 1.300 1.00 1.00 1l0 1.00 1/0 VlN 0.00 0{0 0{0 Length=V725k 1 0.103 0.055 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.55 214.05 2080.00 027 15.05 280.00 Length=U.024048 1 0.002 0.055 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.01 312 2000.00 027 15.85 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defi Location in Span Load Combination Max.'Y'Defl Location in Span Vertical Reactions Support notation Far left io#1 Values inKIPS Load Combination Support 1 Support 2 Ovora||M|Nimvm 0.325 0.325 +D+H 0.542 0,542 +D+L+H 0.542 0.542 +D+Lr+H 0.079 0,878 +D+8+H 0.904 0.984 +D+075OLr+0J50L+H 0J85 0J95 +D+0J50L+0J50S+H 0.858 0.858 +D+0.00m+H 0.542 0,542 +D+0J0E+H 0.542 0.542 +D+0J5OLr+0J50L+0.450W+H 0795 0J95 +D+0.750L+07508+0450N+H 0.858 0.858 +D+0J50L+0J50S+0.5250E+H 0.058 0858 +0.00D+0.60W+0.00H 0325 0,325 +0.00D+0J0E+0.60H 0.325 0.825 OOn|y 0.542 0.542 Lr0n|y 0338 0.838 L0o|y 8On|y 0.422 0,422 VVOnly EOn|y HOn|y . , AHBL Inc. Project Title: �� �15N��S�� Project ID: NO % noom: Gu��N Project Tacoma WA 98403 13 253.3 Printed:7 DEC 2016,5:13PM File 0:\2016\2160337\2CLSTR\NON_CADICALCs\2CSK49-C.EC6 Egg=, Description TYPICAL Fitness CtrE*Bearing Wall Code References Calculations per NDG2015. |BC%O15. CBC201G.ASCE7-1O Load Combinations Used : IBC 2015 General Information Analysis Method Allowable Stress Design Wood Section Name 2x6 EndFixiUoo Top&Bottom Pinned WhodGmdinU0Naouf. GradmdLumber Overall Column Height 8,0 M Wood Member Type Sawn (Used mrno/,-sleouermuuuuuvo/ Exact Width 1,50in Allow Stress Modification Factors Wood Species Douglas Fir-Laruh Exact Depth 5.50 in 0orCv for Bending 1.30 Wood Grade No2 Area 8250in12 CforCv for Compression 1.10 Fb'Tension 000.8poi Fv 180.0 Poi |x 20797 io^4 CXorCv for Tension 1.30 Fb-Compr QOO.Upoi Ft 573,0 psi |y 1.547 in^4 :m:Wet Use Fao�r 1�0 - Fo Pd| 1.350.0poi Density 31,2Op� � Ci:Temperature Factor 1D Fo-Porp 625.8pni Cfu:Flat Use Factor 1.0 E:Modulus nf Elasticity... »«Bandin0 yY8»ndinQ Axial Kf:Built-up columns 1.O NOS/s2 Basic 1,680.0 1,688.0 1,600.0ks! Use Cr:Repetitive? Yes Minimum 58Q0 58O0� � Brace condition for deflection(buuNinU)along columns: X-X axis: Fully braced against buckling along X-X Axis Y-Y(dopth)axis: Unbroced Length for X-X Axis buckling=&Vft,N=1�O Applied Loads Service loads entered. Load Factors U be appliedfo | | i Column self woiqhtincluded : 14.3Olbe°Dead Load Factor AXIAL LOADS. .. Axial Load ad80ft, O=0.340. Lr=0A530,S=O.5G7O k BENDING LOADS. . . Lat. Uniform Load creating Mxx.VV=0.Q51S8WM DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axia|+BondinQ Stress Ratio = 0.1888:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.00yy+H Top along Y-Y 0.2084 k Bottom along Yv 0.2004 k Governing ND8Fomm|e Comp+ Mxx. NDSEq. 3,9-3 Top along X-x 0.0 k Bottom along X-X 0.0 k Location ofmux.vbmmbase 4.027k Maximum SERVICE Load Lateral Deflections... Ao maximum location values are... NonUyY 0.08087 in at 4�027 8 abwebu»» Applied Axial 03543k for load combination: +D+0,420VV+H Applied Mx O�477 k� � �nnU�X OO � u� OU M vhmmhuoo Applied My 0,0 k� � � Fo:AUmwuNe 1.271.87psi �r|oudoomhinuUoo�n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.05212:1 Bending Compression Tension Load Combination +D+0,60VY+H Location nfmox.abvvvbase O.Oft Applied Design Shear 22.516poi Allowable Shear 288.0poi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load C i CD C P Stress Ratio Status Location Stress Ratio Status Location --- - ^ ' NAHBLknc. Project Title: p 2215N3O�Sbuo Engineer: m�o |D� Str eet 8utie 300 Project� OVA M Tacoma WN88403 Description TYPICAL Fitness Ctr Ext BeaHng Wall Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions------- Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @Buoo @Tnp KyBase @Top @8uao +D+L+H k k 0.354k +D+L,+H k k 0.807k +D+G+* k k 0.921k +D+0J90Lr+0J50L+V k k 0.694k +D+0J50L+0J50S+H k k 0J80k +o+0.80W+H k 0124 0124k 0354k +D+070E+* h k 0.354h +D+07501-,+0J50L+0.450W+H k 0.093 0.093k 0.604k +D+V75DL+Q.r5uS+0.4SOW+H k 0.093 0,093k 0J80k +D+0750L+0J50G+0.5250E+H k k 0780k +0k0D+080W+0a0H k 0124 0.124k 0.213k +0RD+070E+HOH k k 0213k Oon|v k k 0.354k LrDn|y k k 0453k LDn|y k k k 8On|y k k 0.567k WOn|y k 0200 0.200k h EOn|y k k k HOn|y k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +O+L+H 0.0000in 0.0000 0,000 in 0.000M +U+Lr+H 0.0000in 0.0008 0.000 in 0.000h +D+G+H 08000in 0.000M 0,000 in 0.000M +D+0.750Lr+0J50L+H 0.0000in 0.000M 0.000in V.VVV# +D+0J50L+0J508+H U.OUOOin O.VUOM 0.000in 0.000# +D~0.420W+H 0.0000in O.00VK 0.061in 4.027# +D+OJOE+M 0.0000in 0.000U 0.000io 0.000M +D+0J50Lr+0J50L+0.420W+V 0.0000in 0.0008 0.061in 4.027# +D+0J50L+0J508+0.420N+H 0,0000in 0.000ft 0.061io 4.027M +D+0.750L+0J50S+0.5250E+H 0.0000in 0.0008 0.000in 0.000M +0.80D+0.420W+0.00H 0.0000io 0800h 0.001in 4,027M +0.00D+070E+0.60H 0.0000in 0.000h 0.000in 0.000M AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:13PM File=0:1201612160337120_STRWON_CAD\CALCs12CSK49-C.EC6 ENERCALC,INC.1983.2016,Build:6.16.10.31,Ver.6.16.10.31 r.�r a- Description: TYPICAL.Fitness Ctr Ext Bearing Wall Sketches 1 M-wxLoads �4 V o 00 11 s x Loads are total entered value.Arrows do not reflect absolute direction. i I f r AHBL Inc, Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Protect Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:14PM File=Q:1201612160337120_STRINON_CADICALCs12GSK49-C.EC6 ENERCALC,INC.1963-2016,Build:6.16.10.31,Ver.6.16.10.31 Description: JAMB AT FITNESS T-0"OPNG V Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Finned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used Pc,r non-sleir aer carcola(lenns Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.,50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Cf or Cv for Compression 1.10 O.O 1 Area 8.25 in 2 P Fb-Tension 900.0 psi Fv 8 Psi Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb-Compr 900.0 psi Ft 575.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis budding=8.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 14.30 Ibs*Dead Load Factor AXIAL LOADS. .. Axial Load at 8.0 ft,D=0.5950, Lr=03930,S=0.9920 k BENDING LOADS. . . ` Lat.Uniform Load creating Mx-x,W=0,09020 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3383:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.3608 k Bottom along Y-Y 0.3608 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X O,O k Location of max.above base 4.027 it Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0,1061 in at 4.027 ft above base Applied Axial 0.6093 k for load combination: +D+0.420W+H Applied Mx 0.4329 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at O.0 ft above base Fc:Allowable 1,271.87 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0,09111 :1 Bending Compression Tension Load Combination +D+0,60W+H Location of max.above base 0.0 ft Applied Design Shear 39.360 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.743 0.07442 PASS 0.0 It 0.0 PASS 8.O ft +D+L+H 1.000 0.709 0.07017 PASS 0.0 ft 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.629 0A455 PASS O.Oft 0.0 PASS 8.0 ft +D+S+H 1.150 0.660 0.1722 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.629 0A249 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.660 0A455 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0,60W+H 1.600 0.535 0.3383 PASS 4.027 ft 0.09111 PASS 0.0 ft +D+0.70E+H 1.600 0.535 0.05807 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0,750Lr+0.'750L+0.450W+H 1.600 0,535 0.2771 PASS 3.973 ft 0.06833 PASS 0.0 ft AHBLhnc. Project Title: 2215N3O�Ghoo E i Pm�o |D� ~. Project Gu��N Tacoma NN98403 File Q:\2016\2160337\20_STRkNO�LCADICALCs�2CSK49-C.EC6 Wood Column Ver:6.16.10.31 Description JAMB AT FITNESS 3''O^0PNG Load Combination Results Maximum Axial+Bending Stress Ratios Shear Ratios Load Combination C C Stress RmVv� Status Location Maximum Reactions-- Note:Only reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @Base @ Top @Base @Toy @Buan +D+L+H k k 01$9k +D+Lr+H k k 1.402k +D+S+H k k 1101k +D+0J50Lr+0750L+H k k 1.04k +D+0J50L+0J58S+H k k 1.353k +D+0.80W H k 0210 0218k 0.009k +D+070E+x k k 0.009k +D+0J50Lr+0.758L+0.450w+H k 0.162 0162k 1.204k +D+0J50L+07503+0/50W+H k 0102 0J62k 1.353k +D+0J50L+0J0S+0,5250E+H k k 1.353k +0k0O480W+ .OUH k 0218 0210k 0.366k +O,60D+07OE+0.8OH k k 0.366k Oonly k k 0809k L,Only h k 0.783k LOnly k k k 8Dn|y k k 0.992k WOn|y k 0.301 0.361k k EQn|y k k k HOn|y k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+L+H 0.0000in 0.000# 0,000in 0.0008 +D+Lr+H 0.0000in 0.000# 0.000in 0.000M +D+8+H 0.0000in 0.0008 0,000in 0.000h +D+0J5ULr+0J50L+H 08000in 0.0000 0.000 in V.00VM +D+0J50L+0750G+H 0.0000in 0.000# 0.000in 0.000M +D+0.420W+H 0.0000 in V.VVOft 0106 in 4.027 M +D+OJOE+H 0.0000in 0.000M 0.000in 0.000M +D+0.75VLr+0J50L+0.420W+H 08000io V.VUO# 0106 in 4.027U +D+0J50L+0]508+0.420N+H 0.0000in 0.000# 0.100 in 4.027U +D+0J50L+0J50S+0.5250E+H 0,0000in O.OVO# 0.000in V.00VU +0.00D+0.420W+0.60H 0.0000in 0.000A 0J06 in 4827M +0.60V+0J0E+0.60H 0.0000in O.OVOh 0.000in 0.000h f AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:14PM File=Q:12 01 6121 6 0 3 3 712 0_STRWON_CADICALCs12CSK49—C.EC6 Wood ColumnENERCALC,INC.1983.20%Build:6.16.10.31,Ver:6.16.10.31 111 Description: JAMB AT FITNESS 3'-0"GPNC Sketches I I { i f i i i f I i - - - , AHBL Inc. Project Title: ^ N��� 221SN3O�Shao Pn�eo |D: �� ~. Project 8u��N , Tacoma VA 98403 Description JAMB AT FITNESS 6'.6"OPNG Code References Calculations per NDG2O15. IBC 2Oi5. CBC2O1S.ASCE7-1U Load Combinations Used : IBC 2O15 General Information Analysis Method Allowable Stress Design Wood Section Name 2x$ EndFixiUoo Top& Bottom Pinned NoodGmdinU0Naoui Graded Lumber Overall Column Height 8.0 M Wood Member Type Sawn (Used m/non-slender'a/cumu^xs) Exact Width 1.58in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth 5.50 in CforCv for Bending 130 Wood Grade No.2 Area 8.25 in^2 CforCv for Compression 1.10 Fb-Tonoinn 9000pni Fv 180.0 psi |x 28.797 in^4 CfnrCv for Tension 1.38 Fib'Com;r 980.8poi Ft 575,0 Poi |y 1�547 in^4 Cm:Wet Use Fao�r 1.0 Fo-pd| 1.350.0pni Density31.2OP� Ct:Temperature Factor 1'0 Fn'Perp 625Dpoi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... »«B»»dinQ yYBendinO Axial Kf:Built-up columns 1�0 wo»/«o Basic 1.600.0 1.600.0 1.800.0koi Use Cr:Repetitive? Yes Minimum 580.0 580�0 Brace condition for deflection(buoNing)along columns: X-X(width)axis: Fully braced against buckling along XXAxis yY(dopth)axis: VnbmcedLoogth for X-X Axis buckling=88ft.K=1D LoadsApplied loads entered. Load Facto will be applied for | |aui Column self wmiqhtincluded 14.3D|bo^Dead Load Factor AXIAL LOADS. .. Axial Load at8.Oft. D= 1.O2O.Lr= 1.380. S= 1.7Uk BENDING LOADS. . . LmL Uniform Load oreaUnQMx-x.VV=0.1548Wft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axia|+8nnding Stress Ratio = U.6051 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+OJOUyy+H Top along yY 0.6192 k Bottom along xY 0.6192 k Governing ND8Fomm|u Comp+ &8xx. NOS Eq. 3.9-3 Top along X-X 8,0 k Bottom along X-X 0.0 k Location ofmuxuhwmbase 4.027M Maximum SERVICE Load Lateral Deflections... AU maximum location values are... A|ongY-Y 0.1820 in at 4.027 8 above base Applied Axial 1.034k for load combination: +D+0420VV+H Applied Mx 0.7430k-ft Along 0Oio u\ 8Dh ob�obeoe Applied My 0.8k� � � for ��n� Fo:A|�w^b� 1.271.O7mi Other Factors used mcalculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1564:1 Bending Compression Tension Load Combination +O+0,80VV+H Location ofmoxahwwbase 0.0h Applied Design Shear 07.549pai Allowable Shear 288.8»yi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum�� Shear Ratios ��gm�� Load Combination CD C St R Location AHBLhnc. Project Title: 221SN3OthShoa Pn�oo |D: ~. p� So��0 Project Tacoma WA 98403 File Q:�2016Vl6033A20_STRkNO�LCAD\CALCsk2CSK49-C.EC6 Description JAMB AT FITNESS 6'-6"OPNG Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions Note: Only reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @Bmm @Top @Bouo @Top @8usm +D+L+H k k 1.034k +o+L,+H k k 2.394k +Q+S+H k k 2]34k +D+075&Lr+0J50L+H k k 2.054k +D+0J50L+0J50S+H k k 2.309k +D+0.60W+H k 0.372 0.372k 1.034k +D+UJQE+* h k 1.034k +D+0J50L,+0J50L+0A50w+x k 0279 0279k 2.054k +D+0J501-+0J50$+0.450W+H k 0.279 0279k 2.308k +D+0J50L+0J503+0.5250E+H k k 2.309k +0 00O+0,60N+0.00H k 0.372 0372k 0.821 k +0k0D+070E+0.00H k k 0821 k oOn|y k k 1.034k L,On|y k k 1.360k LQn|y k k k SOn|y k k 1J00k vVOnly k 0.019 0819h k EOn|y k k k HOn|y k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +O+L+H 0.0000 in 0.000# 0.000 in V.&VOM +D+Lr+H 0.0000in 0.0008 0.000in 0.800M +D+G+H 0.0000in 0.000M 0.000in 0.000M +D+0J50r+0J50L+H 0.0000 in 0.000M 0.000 in 0.800M +D+0J50L+0750S+H 0.0000in 0.0008 0.000io 0.8008 +D+0420W+H 0,0000in 0.000M 0102in 4,027K +D+0J0E+H 0.0000in 0.000M 0.000in 0.000K +D+0J50Lr+0J50L+0420W+H 0.0000io 0.000k 0.182 in 4.0278 +D+0J50L+07508+0.420N+H 0.0000io 0.000h 0102in 4.027U +D+0J50L+0J50S+0.5250E+H 0.0000|n 0.0008 0.000in 0.000k +0.00D+0420W+0.00H 0.0000in 0.000h 0182in 4.027M +0.00D+0J0E+0.60H 0.0000io 0.0008 0,000in 0.000M r AHBL Inc. Project Title: W we 2215 N 30th Street Engineer: Project ID: Sutie 300 Protect Descr: j Tacoma WA 98403 � m 253.3 Printed:7 DEC 2016,5:14PM File=Q:1201612160337120_STR\NON_CAD\CALCS\2CSK49-C.EC6 Wood Column ENERCALC,INC.1983-2016,Build:6.16.10,31,Ver:6.16.10.31 j; Description: JAMB AT FITNESS 6'-6"OPNG P Sketches j I' Y I' o qm 1X N 2x6..... 1.50 in I AHBL Inc. Project Title: Oil 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2616,5:15PM FilConcrete Slender Walle=Q:1201612160337120_STRWON_CADICALCs12CSK49—C.EC6 ENERCALC,INC.1983.2016,Build:6.16.10.31,Ver:6,16.10.31 4 I II 4 Description: Check Basement Wall-5'4"tall no retaining [ Code References Calculations per ACI 318-13 Sec 14.8, 1'BC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information fc:Concrete 28 day strength = 3.0 ksi Wall Thickness 6.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane DO Ratio = L/ 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance in Minimum Vertical Steel% = 0.0020 k :Lt Wt Conc Factor = 1.0 Lower Level Rebar.,. Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 273.861 psi Bar Size # 5 Max%of p balanced = 0.01355 Bar Spacing 18.0 in Max Pu/A9=fc = 0.060 cf Concrete Density 144.0 p Width of Design Strip = 12.0 in One-Story Wall Dimensions A Clear Height = 5.330 ft B Parapet height = ft B -, Wall Support Condition Top&Bottom Planed r r. rr / r r r A Vertical Loads Vertical Uniform Loads-__ (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live :Snow W:Wind Ledger Load Eccentricity 3.0 in 0.2250 1.50 klft Concentric Load 0.3350 0.340 0.4250 klft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 38.70 psf Wall Weight Seismic Load Input Method: Factor applied to wall weight entered Seismic factor to be applied to wall weight 0.580 Fp=Wall Wt. 0.580 = 41360 psf p AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:15PM r ' File=Q:120161216033A20_STRWON_CADICALCs12CSK49-C.EC6 ENERCALC,INC.1983.2016,Build:6.16.10.31,Slende Ver.6.16.10.31 r rr Description: Check Basement Wall-5'4'tall no retaining j' DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination.,. Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.2566 +1.20D+0.501-r+1.60L+1.60H Max Mu 0,6675 k-ft Phi*Mn 2.602 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 22254 Allowable Defl.Ratio 150 +D+0.750L+0.750S+0.5250E+H Max.Deflection 0.002874 in PASS Axial Load Check Max Pu/Ag 46.045 psi Max.Allow.Defl. 0.4264 in +1.20D+0.50Lr+1.60L+1.60H Location 5.241 ft 0.06*fc 180.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.005741 As/bd= 0.0 rho bal 0.01355 I Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.1113 k Base Horizontal +D+0.750L+0.750S+0.5250E+H 0.1217 k Vertical Reaction +D+L+H 2.444 k Design Maximum Combinations m Moments Results reported for"Strip Width"=12 in. - - ----- - -- Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft 1<-ft k-ft in12 +1.40D+1.60H at 5.15 to 5.33 0.000 12.960 1.64 0.08 0.90 2.60 0.207 0.0057 0.0135 +1.20D+0.50Lr+1,60L+1.60H at 5.15 to 5.33 0.000 12.960 1.64 0.67 0.90 2.60 0.207 0.0057 0.0135 +1.20D+1.60L+0.50S+1.60H at 5.15 to 5.33 0.000 12.960 1.64 0.67 0.90 2.60 0.207 0.0057 0.0135 +1.20D+1.60Lr+0,50L+1.60H at 5.15 to 5.33 0.000 12.960 1.64 0.26 0.90 2.60 0.207 0.0057 0.0135 +1.20D+1.60Lr+0,50W+1.60H at 3.20 to 3.38 1.400 12.960 1.64 0.11 0.90 2.87 0,207 0.0057 0.0135 +1.20D+0.50L+1,60S+1.60H at 5.15 to 5.33 0.000 12.960 1.64 0.26 0.90 2.60 0,207 0.0057 0.0135 +1.20D+1.60S+0.50W+1.60H at 3.20 to 3.38 1.536 12.960 1.64 0.11 0.90 2.90 0,207 0.0057 0.0135 +1.20D+0.50Lr+0,50L+W+1.60H at 3.73 to 3. 1.730 12.960 1.64 0.29 0.90 2.93 0,207 0.0057 0.0135 +1.20D+0.50L+0,50S+W+1.60H at 3.73 to 3.9 1.773 12.960 1.64 0.29 0.90 2.94 0.207 0.0057 0.0135 +1.20D+0.50L+0,70S+E+1.60H at 3,73 to 3.9 1.858 12.960 1.64 0.30 0.90 2.96 0.207 0.0057 0.0135 +0.90D+W+0.90H at 2.84 to 3.02 0.665 12.960 1.64 0.16 0.90 2.73 0,207 0.0057 0.0135 +0.90D+E+0.90H at 2.84 to 3.02 0.665 12.960 1.64 0.17 0.90 2.73 0,207 0.0057 0.0135 Design Maximum Combinations m Deflections Results reported for"Strip Width"=12 in. ---- Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k 1(-fl k-ft in"i in'd jr)14 in +D+H at 3.02 to 3.20 0.726 1.64 0.03 216.00 12.85 162.000 0.000 182770.4 +D+L+H at 3.02 to 3.20 2.226 1,64 0.25 216.00 14.02 162.000 0.003 23,811.0 +D+Lr+H at 3.02 to 3.20 1.066 1.64 0.03 216.00 13.12 162.000 0,000 182720.6 +D+S+H at 3.02 to 3.20 1.151 1,64 0.03 216.00 13.19 162.000 0,000 182708.2 +D+0.750Lr+0.750L+H at 3.02 to 3.20 2.106 1.64 0.20 216.00 13.94 162.000 0.002 30,428.1 +D+0,750L+0.750S+H at 3.02 to 3.20 2.170 1.64 0.20 216.00 13.99 162.000 0.002 30,426.5 +D+0.420W+H at 2.67 to 2.84 0.752 1.64 0.09 216.00 12.88 162.000 0.001 68,989.0 +D+0,70E+H at 2.67 to 2.84 0.752 1.64 0.13 216.00 12.88 162.000 0.001 45,937.8 +D+0.750Lr+0.750L+0.420W+H at 2.84 to 3.0 2.119 1.64 0.24 216.00 13.94 162,000 0.003 23,931.0 +D+0.750L+0.750S+0.420W+H at 2.84 to 3.02 2.183 1.64 0.24 216.00 13.99 162.000 0.003 23,929.8 +D+0.750L+0.750S+0.5250E+H at 2.84 to 3.0 2.183 1.64 0.26 216.00 13.99 162.000 0.003 22,253.6 +0.60D+0.420W+0.60H at 2.67 to 2.84 0.451 1.64 0.08 216.00 12.64 162.000 0.001 81.051.5 +0.60D+0.70E+0.60H at 2.67 to 2.84 0.451 1.64 0.12 216.00 12.64 162.000 0.001 50,995.6 Reactions a Vertical&Horizontal Results reported for"Strip Width"=12 in. Lead Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.01 1< 0.944 I< AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:15PM � �°t' (N File=Q:1201612160337120_STRWCN_CADICALCs12CSK49-C.EC6 ENERCALC,INC.1963-2016,Build:6.16.10.31,Ver.6.16.10.31 Description: Check Basement Wall-5'-4"tall no retaining Reactions w Vertical&Horizontal Results reported for"Strip Width"=12 in. --..... -- -----._....-------- Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+L+H 0.1 I 0.08 k 2.444 I< +D+Lr+H 0.0 1< 0.01 k 1.284 k +D+S+H 0.0 1c 0.01 t< 1.369 k +D+0.750Lr+0.750L+H 0.1 k 0.06 k 2.324 k +D+0.750L+0.750S+H 0.1 I< 0.06 I< 2.388 k +D+0.60W+H 0.1 k 0.05 1< 0.944 I< +D+0.70E+H 0.1 t< 0.07 1< 0.944 k +D+0.750Lr+0.750L+0.450W+H 0.1 k 0.02 k 2.324 k +D+0.750L+0.750S+0.450W+H 0.1 k 0.02 k 2.388 k +D+0.750L+0.750S+0.5250E+H 0.1 1< 0.00 I< 2.388 k +0.60D+0.60W+0.60H 0.1 I< 0.06 k 0.566 I< +0.60D+0.70E+0.60H 0.1 t< 0.07 k 0.566 k D Only 0.0 1< 0.01 1< 0.944 i< Lr Only 0.0 I< 0.00 k 0.340 I< L Only 0.1 k 0.07 t< 1.500 k S Only 0.0 t, 0.00 1< 0.425 1< W Only 0.1 k 0.10 1< 0.000 I< E Only 0.1 1< 0.11 1< 0.000 1< H Only 0.0 I< 0.00 k 0.000 k I i f AHBL Inc. Project Title: 2215 IN 30th Street Engineer: Project ID: 121 Sutie 300 Project Descr: OVA Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:15PM �, File=0:1201612160337120_STRWON_CADICALCs12CSK49-C.EC6 ENERCALC,INC.1983.2016,Build:6.16.10.31,Ver.6.16.10.31 r ri Description: Check Basement Wall-5'-4"tall wl 4'-4"retaining Code References Calculations per ACI 318-13 Sec 14.8, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information fc:Concrete 28 day strength = 3.0 ksi Wall Thickness 6.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane Defl Ratio = L/ 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 273.861 psi Bar Size # 5 r Max%of p balanced = 0.01355 Bar Spacing 18.0 in Max PulAg=fc* = 0.060 Concrete Density = 144.0 pcf Width of Design Strip = 12.0 in One-Story Wall Dimensions 77 A Clear Height = 5.330 ft et height = ft B B Para p 9 Wall Support Condition Top orn Pinned& Bott A rr rrr r/r a Vertical Loads Vertical Uniform Loads . (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Win Ledger Load Eccentricity 3.0 in 0.2250 1.50 klft Concentric Load 0.3350 0.340 0.4250 klft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load psf Wall Weight Seismic Load Input Method: Factor applied to wall weight entered Seismic factor to be applied to wall weight 0.580 Fp=Wall Wt.* 0.580 = 41.760 psf (Applied to full"STRIP Width') D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.03870 klft 5.330 4.667 klft Distributed Lateral Load 0.1160 0.0480 klft 4.667 0.0010 klft AHBLhnc, Project Title: ` ^ POW2215N3O�8he.e E i p«400 ID:�~ Project�� 8uh �N Tacoma WA88403 Description Check Basement Wall-FA"tall w/4'4'retaining D���N�V8��/RY Results �edfor,^Sth WVidth''of12.0 in Governing Load C mbinuUon Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3110 +1.20D+O.50Lr+1.80L+1.60H Max Mu 1.012 k-ft Phi°Mn 3254kA PASS Service Deflection Check Actual DmH.Ratio U 9.499 Allowable Do0.Ratio 150 +O+0.750L+0750S+0.5250E+H Max,Deflection 0,008733 in PASS Axial Load Check Max Pu/Ag 48,178md Max.Allow.Do . 04284 in +1.2UD+1.80L+O.5OS+1.8OH L»«uU»» 3.287M 0.06^fo 180,0 psi PASS Reinforcing Limit Check Conhn||inQAo/hd 0.805741 An/bd= O.O rho ba| 0.81355 Maximum Reactions... for Load Cumbinotiom-. Top Horizontal +D+0J50L+0750S+0.5250E+H 02244k Base Horizontal +D+0.750L+0750S+0.5250E+H 04180 k Vertical Reaction +O+L+H 2.444 k --Design Maximum Combinations Moments Results reported for"Strip Width"=18In. Axial Load Moment Values V.O° Load Combination Pu O.00~fo°b°t Mor Mu Phi Phi Mn As As Ratio rhuba| xk - �wL k-ft k-o-_�m^ +1.40C"1.00H at 515 to 5.33 0l00 12.900 114 0.08 0.80 2.60 0.207 0.0057 08135 +1.0D+0.5ULr+1.60L+1.00H at 3.20 to 3.38 3.426 12.900 1.04 1.01 0.90 0.25 0.207 0.0057 0,0135 +1.20D+1.00U0.50S+1.0N at 3.20 N 3.30 3.469 12.800 1.04 1.01 0.90 3.28 0.207 0.0057 0.0135 +1.0D+1.00Lr+0.50L+1.00H at3.38 N3.55 2135 12.960 114 0.35 0.90 3.01 020 0.0057 0.0135 +1.0D+1.60Lr+0.50N+1{0Hat5.15to5.33 0.080 12.900 1.04 0.0 0.90 280 0.207 0.0057 0.0135 +1.0D+0.50L+1.60S+1.60Hat3.38W3.55 2271 12.900 1.04 0.35 0.80 3.04 0.207 0.0057 0.0135 +1.20D+1,60S+ .5OW+ .60H at 5.15 to 5.33 0.000 12.96 1.64 087 0.90 2.60 020 0.0057 0.0135 +1.0D+0.50Lr+0.50L+W1.60Hat 3.30m3. 1.761 12.90 1.64 0.35 0.90 2.84 0.207 0.0057 0.0135 +1.20D+0.50U0.08+W+1G0H at 3.38 to 3.5 1.80$ 12.900 1.64 0.35 0.90 2.95 0.207 0.0057 0.0135 +1,20D+0.50b8.0S+E+110H at 2.84 to 3.0 1,934 12.900 1.64 0.65 0.90 2.97 0.207 0.0057 0.0135 +0.80D+W+ .9OH at 4.00 to 4{7 0.539 12.960 1.64 0.05 0.90 2.71 0,207 0.0057 0.0135 +0.90D+E+0.90H at 2.67 to 2]4 0.0/7 12.880 1.64 0.34 0.90 2.73 0.207 0.0057 0.0135 Design Maximum Combinations Defm$dmom Results reported for"Strip Width"=13in. Axial Load Moment Values GUff,amo DoOeoUuno Load Combination Pu Mor Muctuo| |8muu |nmokod |o#vctivo DaOooUnn DeU.Ratio k - &'o 1( 1 u"I *w m^* in - +D+H at 3.02 to 320 0.726 1.04 0.03 216.00 12.85 102.00 0.00 182770.4 +D+UH at 2.67 to 2.84 2.252 1.64 0.62 210.00 14.04 162.00 0.07 9.014.2 +D+b+H at 3.02 to 3.20 1.06 1.04 0.03 210.00 1312 102.000 0.00 102720.0 +D+S+H at 3.02 to 320 1151 1.04 0.03 216.00 1319 102.000 0.000 182708.2 +D+ J50Lr+0J50L+H at217 to 2.84 2.132 1.64 0.47 216.00 13.96 102.000 0.005 12,602.4 +D+0J50L+0J50G+H at 2.67 N 2]4 2196 1.84 0.47 218.00 14.01 162.000 0.005 12,601.7 +D+0420W H at 3.02 to 3.20 0.726 114 0.03 216.00 12.0 10.000 0.000 171973.0 +D+070E+H at 2.67 to 214 0.752 1.64 025 210.00 12.88 102,000 0.00* 25,062.8 +D+0J5VLr+0J50L+ 420WHu\ 2.8Tto2.8 2182 1.64 048 210.00 13.90 10.000 0.05 12.5488 +D+0J50L+0J50S+0.420N+Hat2.67to2j4 2.106 1{4 048 210.00 14.01 162.000 0.005 12,548.1 +D+0J50L+0J50S+0.5250E+H at2.07 to 2.8 2130 1.64 0.04 216.00 1481 162.000 0.007 8,499.3 +0.00D+0.420W+ .0VH at 3.02 to 3.20 0.430 1.64 0.02 21810 12{2 102.000 0.00 275825.0 +0.80D+0.0E+0.60H at 2.67 to 2.84 0.451 1.04 0.0 216.00 1284 102.000 0.002 26,499.7 Reactions~Vertical&Horizontal Results reported for"Strip Width"=12In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 1� 0.01 x 0.844 : AHBL Inc. Project Title: Project ID: 2215 N 30th Street Engineer: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:15PM Description Check Basement Wall-T4"tall w/4'-4"retaining Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+L+H 0.4 k 0.16 i< 2.444 i< +D+Lr+H 0.0 1< 0.01 I< 1.284 [< +D+S+H 0.0 k 0.01 k 1.369 k +D+0.750Lr+0.750L+H 0.3 k 0.11 k 2,324 i< +D+0.750L+0.750S+H 0.3 I< 0.11 I< 2.388 k +D+0.60W+H 0.0 k 0.00 4< 0.944 is +D+0.70E+H 0.2 i< 0.14 k 0.944 k +D+0.750Lr+0.750L+0,450W+H 0.3 1,, 0.13 I< 2.324 i< +D+0,750L+0.750S+0.450W+H 0.3 k 0.13 I< 2.388 i< +D+0.750L+0.750S+0,5250E+H 0.4 i< 0.22 k 2.388 k +0.60D+0.60W+0.60H 0.0 k 0.01 k 0.566 k +0.60D+0.70E+0.60H 0.2 i% 0.14 i< 0.566 k D Only 0.0 1< 0.01 I< 0.944 i< Lr Only 0.0 k 0.00 1< 0.340 1( L Only 0.4 i< 0.17 i2 1.500 k S Only 0.0 1,, 0.00 k 0.425 k W Only 0.0 k 0.02 i< 0.000 k E Only 0.2 I< 0.21 i< 0.000 1< H Only 0.0 I< 0.00 I< 0.000 1( - - - AHBLInc. Project Title: N��N��� 2215N30�Shoe Pm�x |D� ���� .~ Project�� Gu��0 r Tacoma WN9840 Description: WC BASEMENT WALL FOOTING Code References Calculations per AC| 31844. IBC 2O15. CBC2O1H.ASCE7'18 Load Combinations Used : IBC 2015 Geoemml |nfonnadon Material Properties Soil Design Values fo Connm�28 day�nnQ� = 3.0koi �|onub�G�|Buad = 1�5O�� h,Reber Yield = SO.Okoi Increase Bearing 8y Footing Weight = Yee Eo:Concrete Elastic Modulus = 3.122.0koi Soil Passive Resistance(for Sliding) = 250.0pof Concrete Density = 145.0pd Soil/Concrete Friction Cooff. = 0.80 � Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Ro�mnooDop�below SuU�oe = � Analysis Settings Min Ste Steel R i [ = AUmw.Pmumom|nomuonpodoo of depth = k� " �" "'' whnnbuao�oUnUiobo|nw = # Min Allow%Tom RoinL = 0.00180 Min.Overturning Safety Factor = 1�0:1 Increases based on footing Width Min,Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot ofwidth = kof AutoCo|o Footing Weight uoDL Yes when footing io wider than = M Adjusted Allowable Bearing Pressure = 1�012kof Dimensions Reinforcing ---- Footing Width = 2�0# Footing Thickness = 9.250in Bars along X-XAxis Wall Thickness = ODin Reber Centedinuto Edge ofConorete... Bar spacing = 18.00 Wall center offset ot Bottom offooting = 3,325in Reinforcing Bar Size = # 5 from center offooting = Oin Applied Loads D Lr L S VV E H P:Column Load = 1235 0.340 1.50 0.4250 x 08:Overburden = kof V-x = n M-zz = k-ft Vxapp|iod = in above top offooting AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Protect Descr: Tacoma WA 98403 lad& 253.3 Printed:7 DEC 2016,5:16PM File=Q:120161216033A20_STRWON_CADICALCs12CSK49-C.EC6 Wall FootingENERCALC,INC.1983.2016,Build:6.16.10.31,Ver.6.16.10.31 ipe Description: WC BASEMENT WALL FOOTING DESIGN SUMMARY Factor of Safety Item Applied Capacity Governing Load Combination PASS nla Overturning-Z-Z 0,0 k-ft 0.0 k-ft No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9178 Soil Bearing 1.479 ksf 1.612 ksf +D+L+H PASS 0.1153 Z Flexure(+X) 0,6135 k-ft 5.322 k-ft +1.20D+1.60L+0.50S+1 PASS 0.03469 Z Flexure(-X) 0.1846 k-ft 5.322 k-ft +0.90D+E+0.90H PASS 0.09958 1-way Shear(+X) 8.181 psi 82.158 psi +1.20D+1.60L+0.50S+1 PASS 0.09958 1-way Shear(-X) 8.181 psi 82.158 psi +1.20D+1.60L+0.50S+1 Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc -X +X Ratio +D+H 1.612 ksf 0.0 in 0.7293 ksf 0.7293 ksf 0.453 +D+L+H 1,612 ksf 0.0 in 1.479 ksf 1.479 ksf 0.918 +D+Lr+H 1.612 ksf 0.0 in 0.8993 ksf 0.8993 ksf 0,558 +D+S+H 1,612 ksf 0.0 in 0.9418 ksf 0.9418 ksf 0,584 +D+0.750Lr+0.750L+H 1.612 ksf 0.0 in 1.419 ksf 1.419 ksf 0,881 +D+0.750L+0.750S+H 1.612 ksf 0.0 in 1.451 ksf 1.451 ksf 0.900 +D+0.60W+H 1,612 ksf 0.0 in 0.7293 ksf 0.7293 ksf 0.453 +D+0.70E+H 1,612 ksf 0.0 in 0.7293 ksf 0.7293 ksf 0.453 +D+0.750Lr+0.750L+0.450W+H 1.612 ksf 0.0 in 1.419 ksf 1.419 ksf 0.881 +D+0.750L+0.750S+0.450W+H 1,612 ksf 0.0 in 1.451 ksf 1.451 ksf 0.900 +D+0.750L+0.750S+0.5250E+H 1.612 ksf 0.0 in 1.451 ksf 1.451 ksf 0.900 +0.60D+0.60W+0.60H 1,612 ksf 0.0 in 0,4376 ksf 0.4376 ksf 0.272 ,+0.60D+0.70E+0.60H 1.612 ksf 0.0 in 0.4376 ksf 0.4376 ksf 0.272 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bat. As Req'd Gvrn.As Actual As Phi*Mn k-ft Side? or Top? in^2 in^2 in^2 k-ft Status +1.40D+1.60H 0,2871 -X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.40D+1.60H 0.2871 +X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+0.50Lr+1.60L+1.60H 0.6075 -X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+0.50Lr+1.60L+1.60H 0.6075 +X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+1.60L+0.50S+1.60H 0.6135 -X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+1.60L+0.50S+1.60H 0.6135 +X Bottom 0.1998 Min Temp% 0,2067 5.322 OK +1.20D+1.60Lr+0.50L+1.60H 0,4281 -X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+1.60Lr+0.50L+1.60H 0.4281 +X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+1.60Lr+0.50W+1.60H 0.3226 -X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1,20D+1.60Lr+0.50W+1.60H 0.3226 +X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+0.50L+1.60S+1.60H 0.4472 -X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+0,50L+1.60S+1.60H 0,4472 +X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+1.60S+0.50W+1.60H 0,3417 -X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+1.60S+0.50W+1.60H 0,3417 +X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.3755 -X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.3755 +X Bottom 0.1998 Min Temp% 0.2067 5,322 OK +1.20D+0.50L+0.50S+W+1.60H 0.3815 -X Bottom 0.1998 Min Temp% 0.2067 5.322 OK +1.20D+0.50L+0.50S+W+1.60H 0.3815 +X Bottom 0.1998 Min Temp% 0.2067 5.322 OK f AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:16PM III I File=Q:1201612160337120_STRINON_CADICALCs12CSK49—C.EC6 ENERCALC,INC.1983-201fi,Build:6.16.10.31,Verfi.1fi.10.31 t l� Description; WC BASEMENT WALL FOOTING +1.20D+0,50L+0.70S+E+1.60H 0.3934 A Bottom 0.1998 Min Temp% 0,2067 5.322 OK +1.20D+0.50L+0.70S+E+1.60H 0.3934 +X Bottom 0.1998 Min Temp% 0.2067 5.322 OK i - - - , AHBL Inc. Project Title 2215N3O�Shoo Project|D: �� q � ~. Project Gu��0 Tacoma WA 98403 Description WC BASEMENT WALL FOOTING Footing Flexure Flexure Axis&Load Combination k-ft Side? or Top? lnA2 inA2 inA2 k-ft Status .+0.80D+W+0.90H 0.1846 'X Bottom 0.1990 Min Temp% 0.2087 5.322 OK .+0.90D+W+0.80H 0.1846 +X Bottom 0.1988 Min Temp% 0.2067 5.322 0K .+O.0OD+E+0.0OH 0.1848 -X Bottom 0.1998 Min Temp% 02087 5.322 OK .+0.90D+E+0.90H 0.1848 +X Bottom 0.1888 Min Temp% 0.2067 5.323 OK One Way Shear Unito:k V Vu:Max Phi Vn Vu Phi*Vn Status Ei1FNAHBL Inc. Project Title: I 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 Mer& 253.3 Printed:7 DEC 2016,5:16PM lumn File=Q:1201612160337120_STRWON_CADICALCsVCSK49-C.EC6 ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver.6.16.10.31 Description: CHECK BASEMENT POST P1 _Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 6.0 ft Wood Member Type Sawn (Used Frr non.slendei calcolations) Exact Width in Allow Stress Modification Factors Wood Species Douglas Fur- Larch Exact Wood Grade No.1 Exact Depth 5.250 in Of or Cv for Bending 1,0 Fb-Tension 1,000.0 psi Fv 180,0 psi Area 19.25 in^2 Cf or Cv for Compression 1.0 p p Ix 266.93 in14 Of or Cv for Tension 1.0 Fb-Compr 1,000,0 psi Ft 675.0 psi ly 68.78 in14 Cm:Wet Use Factor 1.0 Fe-Prll 1,500.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NUS 15Aa Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr:Repetitive? No Minimum 620.0 620.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=6.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=6.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included 25,025 lbs' Dead Load Factor AXIAL LOADS. . . Axial Load at 6.0 ft,D= 1,181,L=7.875 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.533:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along XA 0.0 k Bottom along X-X 0.0 k j Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 9.081 k for load combination: n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft for load combination:n/a Fc:Allowable 916.45 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0,70E+0.6011 Location of max.above base 6.0 ft Applied Design Shear 0,0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.650 0.07477 PASS 0.0 it 0.0 PASS 6.0 it A-D+L+H 1.000 0.611 0.5393 PASS 0.0 it 0.0 PASS 6.0 ft +D+Lr+H 1.250 0.526 0.06658 PASS 0.0 ft 0.0 PASS 6.0 ft +D+S+H 1.150 0.558 0.06824 PASS 0.0 it 0.0 PASS 6.0 ft +D+0,750Lr+0,750L+H 1150 0.526 0.3927 PASS 0.0 ft 0.0 PASS 6.0 ft +D+0,750L+0,750S+H 1.150 0.558 0.4024 PASS 0.0 ft 0.0 PASS 6.0 ft +D+0.60W+H 1.600 0.435 0.06289 PASS 0.0 ft 0.0 PASS 6.0 ft +D+0.70E+11 1.600 0A35 0.06289 PASS 0.0 ft 0.0 PASS 6.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.435 0.3709 PASS 0.0 ft 0.0 PASS 6.0 ft +D+0,750L+0.750S+0.450W+H 1,600 0.435 0.3709 PASS 0.0 ft 0.0 PASS 6.0 ft +D+0.750L+0,750S+0.5250E+H 1.600 0.435 0.3709 PASS 0.0 ft 0.0 PASS 6.0 ft +0.60D+0.60W+0.60H 1.600 0.435 0.03773 PASS 0.0 ft 0.0 PASS 6.0 ft AHBILhnc. Project Title:` ^ N��N��� 2215N3O�Shom Engineer: Pm�u ID:���0�� ~^ Project' ' j~~+ : Tacoma NN9840 Description CHECK BASEMENT POST P1 Load Combination Results Maximum Axial+BendinQ Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Maximum Reactions Note:Only reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @8mm @Top @8000 @Top @Buse +D+L+H k h 9181k +O+L,+* k k 1.206h +o+S+H k k 1.206k +D+OJ5OLr+0J50L+H k k 7.112k +D+0750L+0J5O3+H k k 7112k +D+0,60W+* k k 1.200k +D+0z0E+H h k 1206k +D+0J50b+0J50L+0.450N+H k k 7112k +D+0758L+0358S+0A50W H k h 7112k +D+0J5QL+0,75OS+D,52SUE+H k k 7J12k +Oo0D+0.80W+H0M k k O.%Nk +OS0D+0J0E+0.60H k k 0,724k DOnly k k 1.206k LrOnly k k k LOn|y k h 7.875k SOn|y k k k WOnly k k k EQn|y k k k HOnly k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+L+H 0.0000in 0.000# 0.000in 0.000D +D+b+H 0.0000in 0l00M 0.000in 0.800h +D+S+H 0.0000in 0.000h 0.000in 0.800M +D+0,750Lr+0.750L+H 0.000in 0,000O 0.000in 0.000M +D+0J50L+0.7508+H 0.000|n 0.000# 0.000in 0.000M +D+0.60WH 0.000in 0.000A 0.000 |o 0,000M +D+0.70E+H 0.000|n 0.000A 0.000in 0l00M +D+0,75@Lr+0.750L+0.450W+H 0.000in 0.0008 0.000in 0l00# +D+0.750L+0J50+0.450W+H 0.000io 0.000ft 0.000io 0]00M +D+0.750L+0J50S+ .5250E+H 0.000in 0.000A 0.000in OlmVk +0.00D+0.60W+0.00H 0.000in 0l00k 0100 in OINVIt +0.60D+0.70E+080H 0.000in 0/00M 0{00 in 0l00# D0n|y 0.0000|n 0.0000 0.000in 0D00R irOn|y 0.0000in 0.000M 0.000in O.VOUA LVn|y 0.0000in 0.0000 0.000in 0.000R SOo|y 0.0000in 0.000M 0.000in 0.0008 WOn|y 0.0000in 0.000M 0.000in ODOOk E0o|y 0.0000in 0,000M 0.000in O.VOOft H0n|y 0.0000in 0,000K O.OUOin 0.000O AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:16PM File=Q:1201612160337120_STRWON_CADICALCs12CSK49—C.EC6 Wood Columnt'oxc, ENERCALC,INC.1983.2016,Build:6.16.10.31,Ver.6.16.10.31 i r rMENEM OEM I Description: CHECK BASEMENT POST P1 Sketches i Y f c 0 1 X N N N 4X6 3.50 in AHBL Inc. Project Title: Mq 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:17PM File=Q:1201612160337120_STRWON_CADICALCs12CSK49-C.EC6 Wood ColumnENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 sill r.rr Description: CHECK BASEMENT POST P2 Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 6.0 ft Wood Member Type Sawn (Used for non-.Sled el calculations} Exact Width Wood Species Douglas Fir-Larch 5. in Allow Stress Modification Factors Wood Grade No.1 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb-Tension 1,200.0 psi Fv 170.0 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb-Compr 1,200.0 psi Ft 825.0 psi iY 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,000.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=6.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=6.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :39,325 Ibs Dead Load Factor AXIAL LOADS. . . Axial Load at 6.0 ft, D=2.263,L=15.750 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.654 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc" Top along XA 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 18,052 k for load combination: n/a Applied Mx O,O k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft for load combination:n/a Fc:Allowable 911.23 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0,60D+0.70E+0.6011 Location of max.above base 6.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.922 0.09175 PASS 0.0 ft 0.0 PASS 6.0 ft +D+L.+H 1.000 0.911 0.6549 PASS 0.0 ft 0.0 PASS 6.0 ft +D+Lr+H 1.250 0.884 0,06891 PASS 0.0 ft 0.0 PASS 6.0 ft +D+S+H 1.150 0,895 0.07395 PASS 0.0 ft 0.0 PASS 6.0 ft +D+0,750Lr+0.750L+H 1150 0.884 0.4224 PASS 0.0 ft 0.0 PASS 6.0 ft +D+0.750L+0,750S+H 1.150 0.895 0.4534 PASS 0.0 it 0.0 PASS 6.0 ft +D+0,60W+H 1.600 0.842 0,05650 PASS 0.0 ft 0.0 PASS 6.0 ft +D+030E+H 1.600 0.842 0.05650 PASS 0.0 ft 0.0 PASS 6.0 ft +D+0.750Lr+0.750L+0.450W+H 1,600 0.842 0.3464 PASS 0.0 it 0.0 PASS 6.0 ft +D+0.750L+0.7505+0,450W+H 1.600 0.842 0.3464 PASS 0.0 ft 0.0 PASS 6.0 it +D+0.750L+0.7505+0.5250E+H 1.600 0.842 0.3464 PASS 0.0 it 0.0 PASS 6.0 ft +0.60D+0,60W+0,60H 1.600 0.842 0,03390 PASS 0.0 ft 0.0 PASS 6.0 ft i ��h� Project Title: FM 3215N3ONSh*o E i Pn�mc ID:Street Sutie 300 Project" Doom: Tacoma WA 9840 File 0:�2016\2160337\20-STRkNON-CAD\CALCs\2CSK49-C.EC6 Wood Column Description CHECK BASEMENT POST P2 Load Combination Results Maximum Axial+BendinQ Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @Bum @Too 0DBase @Top @Base +D+L+H k k 18.052k +D+L'+H k k 2302h +D+S,* k k 2.302k +D+0J5OLr+0J50L+H k k 14115k +D+0J50L+0J508+H k k 14115k +D+0k0m+H k k 2302k +O+070E+H k k 2302k +Q+0J5ULr+0J50L+0,450W+H k k 14115k +D+0J50L+0J50S+0.450W+H k k 14.115k +D+0760L+0J50S+0.5250E+H k k 14.115k +0.601)+0.00W+l k k 1281k +0,80D+OJ0E+0,50H k k 1.381k DOn|y k k 2.302k LrOn|y k k k LOn|y k h 15.750k GOn|y k k k WOn|y k k k EUn|y k k k H0n|y k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+L+H 0.0000|n 0.000h 0.000in 0.000# +D+Lr+H 0.0000in 0.000M 0.000in 0.0008 +D+8+H O.UOOOin 0.000M 0,000io 0.0008 +D+0.75OLr+0J50L+H O.OVVVin 0.000M 0.000in 0.000A +D+0J50L+0J50S+H 0.0000 in 0.000ft 0.000 in V.UVOk +D+0.60W+H 0.0000in 0.000M 0.000in 0.000ft +D+0J0E+H 0.0000in 0.000M 0.000in 0.000ft +D+0.75OLr+0J50L+0.450W+H 0.0000in 0.000M 0.000in 0.0000 +D+0J50U0J50G+0.450W+H 0.0000in 0.000M 0.000in 0,000h +D+0.750L+0J50S+0.5250E+H 0.0000in O.VUVK 0.000in 0.0008 +0.00D+0.60W+0.80H 0.0000in 0.000M 0.000in 0.000h +0.00D+0J0E+0.00H 0.0000in 0.000M 0.000io 0.000M D0n|y 0.0000in 0.000M 0.000 |n 0,000M Lr0n|y O.VVVVin 0.000M 0.000in 0.000K LOn|y 0.0000in 0.000M 0.000 |n 0.000M 8Oo|y 0.0000in 0.000M 0.000in 0.000h VVOnly 0.0000in 0.000M 0.000in 0.0008 E0n|y 0.0000in 0.000M 0,000in 0.000h HOn|y 0.0000in 0.000M 0.000in 0.0008 AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 golf&- 253.3 Printed:7 DEC 2016,5:17PM File=Q:1201612160337120_STRINON_CADICALCs12CSK49-C.EC6 W0.0d ColumnENERCALC,INC.1983.2016,Build:6.16.10.31,Ver.6.16.10.31 1X11 Description: CHECK BASEMENT POST P2 Sketches i G i i i f i I E i AHBLhnc. Project Title: ' ^ 0��0��� 2215N3O�8h�~o Engineer: pm�o |D: ����� . _ lad& Gutie 300 r/ojvw"e,w: Tacoma NNQ84O3 253.3 Printed:7 DEC 2016,5:17PM Description: F2.0 Code References Calculations per AC| 318'14' IBC 2U15. CBC2O1O.ASCE7'1O Load Combinations Used : |BC2O15 General Information Material Pr rti Soil Design Values fo Concrete 28 day strength = 10 koi Allowable Soil Bearing = 1�50 ksf fy,RohurYield = 60.0 kai Increase Bearing By Footing Weight = Yes Eo:Concrete Elastic Modulus = 3.122.O koi Soil Passive Resistance Un Sliding) = 250.0 p� Concrete Density = 145.0 pcf Soil/Concrete Friction CueK. = 0.30 Values Flexure = 0 � ,8D Shoo/ = 8750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending . = Allow press.increase per foot ofdepth = kof Min Allow%Temp Rein{ = 8�00180 when footing base iebelow = ft Min.Overturning Safety Factor = 1.0 1 Min.Sliding Safety Factor = 1.8 1 Increases based nn footing plan dimension Add RgN8 for Soil Pressure Yea Allowable pressure increase per foot ofdepth Use#g*d for stability,moments&shears Yee = xn/ when max.length nrwid�ingmo�rthan Add Padoo�|VM�r Soil Pm m Pressure ' No � ' = M Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-XAxio = 2.0M Length parallel toZ-ZAxis = 2.0 ft Footing Thickness = 12.0 in Pedestal dimensions... px:pom||o|��XAxis = 8�5U in pz'parallel to Z-Z Axis 3.50 in Height in Re Edge of �8�om��o�g 1Oin Reinforcing Bars Axis Number of Bars - Z0 Reinforcing Bar Size = # S Bars parallel to Z-ZAxio NumbnrofBars = ZQ Reinforcing Bar Size = # 6 8undwidth Distribution Check (AC|15.4.4.2) � � DimotiomRequihngQoamr8opomUnn n/a #Bars required within zone n/a #Bars required on each side ofzone n/a Applied Loads D Lr L 8 VV E H P:Column Load = 07880 5�217 k O8:Ovdmrdon = ksf M«x = k-ft M-zz xn= V« = x Vz = « AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:17PM � I File=p:1201612160337120_STRWpN_CADICALCs12CSK49-C.EC6 ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 Description: F2.0 O SlOIV SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination i PASS 0.9356 Soil Bearing 1.539 ksf 1.645 ksf 0.0 deg CCW PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS 3.177 Uplift -0.4306 k 1.368 k +D+H PASS 0.07120 Z Flexure(+X) 0.8637 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.07120 Z Flexure(-X) 0.8637 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0,07120 X Flexure(+Z) 0.8637 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0,07120 X Flexure(-Z) 0,8637 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02669 1-way Shear(+X) 2.193 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.02669 1-way Shear(-X) 2.193 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.02669 1-way Shear(+Z) 2.193 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.02669 1-way Shear(-Z) 2.193 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.09166 2-way Punching 15.062 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio +D+H 0.000 0.0 deq CCW 1.645 0.0 0.0 0.2343 0.2343 0.2343 0.2343 0.142 +D+L+H 0.000 0.0 deq CCW 1,645 0.0 0.0 1.539 1.539 1.539 1.539 0.936 +D+Lr+H 0.000 0.0 deq CCW 1.645 0.0 0.0 0.2343 0.2343 0.2343 0.2343 0.142 +D+S+H 0.000 0.0 deq CCW 1.645 0.0 0.0 0.2343 0.2343 0,2343 0.2343 0.142 +D+0.750Lr+0.750L+H 0.000 0.0 deq CCW 1.645 0.0 0.0 1.213 1.213 1.213 1.213 0,737 +D+0.750L+0.750S+H 0.000 0.0 deq CCW 1.645 0.0 0.0 1.213 1,213 1.213 1.213 0,737 +D+0.60W+H 0.000 0.0 deq CCW 1.645 0.0 0.0 0.2343 0,2343 0.2343 0.2343 0,142 +D+0.70E+H 0,000 0.0 deq CCW 1.645 0.0 0.0 0.2343 0.2343 0.2343 0.2343 0142 +D+0.750Lr+0.750L+0.450W+H 0,000 0.0 deq CCW 1.645 0.0 0.0 1.213 1.213 1.213 1.213 0,737 +D+0.750L+0.750S+0.450W+H 0.000 0.0 deq CCW 1.645 0.0 0.0 1.213 1.213 1.213 1.213 0.737 +D+0.750L+0.750S+0.5250E+H 0.000 0.0 deq CCW 1,645 0.0 0.0 1.213 1.213 1.213 1,213 0,737 ,+0.60D+0.60W+0.60H 0.000 0.0 deg CCW 1.645 0.0 0.0 0.1406 0.1406 0.1406 0,1406 0.085 +0.60D+0.70E+0.60H 0,000 0.0 deq CCW 1.645 0.0 0.0 0.1406 0.1406 0.1406 0.1406 0.085 Overturning Stability --_ Rotation Axis& Load Combination,.. Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k ---- -_ ----_ -- -- ---- Force Application Axis Load Combination.,. Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:17PM File=Q:1201612160337120_STRINON_CADICALCs12CSK49-G.EC6 ootingENERCALC,INC.1983.2016,Build:6.16.10.31,Ver:6.16.10.31 a 1.11 Description: F2.0 Footing Flexure ---_-.._ Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis Load Combination Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.1197 +Z Bottom 0.2592 Min Temp% 0,310 12,131 OK i I f AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:17PM File=Q:120161216033T,20_STRWON_CADICALCs12CSK49-C.EC6 General Footing ENERCALC,INC.1983.2016,Build:6.16.10.31,Ver.6.16.10.31 Mir Description: F2.0 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.1197 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50Lr+1.60L+1,60H 0.8637 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50Lr+1.60L+1,60H 0,8637 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60L+0.50S+1.60H 0,8637 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60L+0,50S+1.60H 0.8637 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0,3404 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.3404 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0,1026 +Z Bottom 0.2592 Min Temp% 0.310 12,131 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0,1026 -Z Bottom 0,2592 Min Temp% 0,310 12.131 OK X-X,+1.20D+0.50L+1,60S+1.60H 0.3404 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L+1.60S+1.60H 0,3404 -Z Bottom 0.2592 Min Temp% 0.310 12,131 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1026 +Z Bottom 0.2592 Min Temp% 0,310 12.131 OK X-X,+1.20D+1.60S+0.50W+1,60H 0,1026 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50Lr+0,50L+W+1,60H 0.3404 +Z Bottom 0.2592 Min Temp% 0,310 12.131 OK X-X,+1.20D+0.50Lr+0.50L+W+1,60H 0.3404 -Z Bottom 0.2592 Min Temp% 0.310 12,131 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.3404 +Z Bottom 0.2592 Min Temp% 0,310 12.131 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0,3404 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.3404 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.3404 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D+W+0.90H 0.07692 +Z Bottom 0.2592 Min Temp% 0,310 12.131 OK X-X,+0.90D+W+0.90H 0.07692 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D+E+0.90H 0.07692 +Z Bottom 0.2592 Min Temp% 0,310 12.131 OK X-X,+0.90D+E+0,90H 0.07692 -Z Bottom 0.2592 Min Temp% 0,310 12.131 OK Z-Z,+1.40D+1.60H 0.1197 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D+1.60H 0,1197 +X Bottom 0.2592 Min Temp% 0,310 12.131 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.8637 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0,8637 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60L+0.50S+1,60H 0.8637 -X Bottom 0.2592 Min Temp% 0.310 12,131 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8637 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3404 -X Bottom 0,2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3404 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1026 -X Bottom 0.2592 Min Temp% 0.310 12,131 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1026 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+1,60S+1.60H 0.3404 -X Bottom 0.2592 Min Temp% 0.310 12,131 OK Z-Z,+1.20D+0.50L+1,60S+1.60H 0.3404 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0,1026 -X Bottom 0.2592 Min Temp% 0.310 12,131 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1026 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.3404 -X Bottom 0.2592 Min Temp% 0.310 12,131 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.3404 +X Bottom 0,2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3404 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3404 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.3404 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1,20D+0.50L+0.70S+E+1.60H 0.3404 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D+W+0.90H 0.07692 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D+W+0.90H 0.07692 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0,90D+E+0.90H 0.07692 -X Bottom 0,2592 Min Temp% 0.310 12.131 OK Z-Z,+0,90D+E+0.90H 0.07692 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0.3038 psi 0.3038 psi 0.3038 psi 0.3038 psi 0.3038 psi 82.158 psi 0.003697 OK +1.20D+0.50Lr+1.60L+1.60H 2.193 psi 2.193 psi 2.193 psi 2.193 psi 2.193 psi 82,158 psi 0.02669 OK +1.20D+1.60L+0.50S+1.60H 2.193 psi 2.193 psi 2.193 psi 2.193 psi 2.193 psi 82.158 psi 0.02669 OK +1.20D+1.60Lr+0.50L+1.60H 0.8642 psi 0.8642 psi 0.8642 psi 0.8642 psi 0.8642 psi 82.158 psi 0.01052 OK +1.20D+1.60Lr+0.50W+1.60H 0.2604 psi 0.2604 psi 0.2604 psi 0.2604 psi 0.2604 psi 82,158 psi 0.003169 OK +1.20D+0.50L+1.60S+1.60H 0.8642 psi 0.8642 psi 0.8642 psi 0.8642 psi 0.8642 psi 82.158 psi 0.01052 OK +1.20D+1.60S+0,50W+1.60H 0.2604 psi 0.2604 psi 0.2604 psi 0.2604 psi 0.2604 psi 82,158 psi 0.003169 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.8642 psi 0.8642 psi 0.8642 psi 0.8642 psi 0.8642 psi 82.158 psi 0.01052 OK +1.20D+0.50L+0.50S+W+1.60H 0.8642 psi 0.8642 psi 0.8642 psi 0.8642 psi 0.8642 psi 82.158 psi 0.01052 OK +1.20D+0.50L+0.70S+E+1.60H 0.8642 psi 0.8642 psi 0.8642 psi 0.8642 psi 0.8642 psi 82.158 psi 0.01052 OK +0.90D+W+0.90H 0.1953 psi 0.1953 psi 0.1953 psi 0.1953 psi 0.1953 psi 82.158 psi 0.002377 OK +0.90D+E+0.90H 0.1953 psi 0.1953 psi 0.1953 psi 0.1953 psi 0.1953 psi 82.158 psi 0.002377 OK I i AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutle 300 Protect Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:17PM General Footing File=Q:120161216033A20_STR%ON_CADICAL�s�QCSK,49-CEC6 ENERCALC,INC.1983.2016,Build:6.16.10 ME a. Description: F2.0 Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 2.087 psi 164.317psi 0.0127 OK +1.20D+0.50Lr+1.60L+1.60H 15.062 psi 164.317psi 0.09166 OK +1.20D+1.60L+0.50S+1.60H 15,062 psi 164.317psi 0.09166 OK +1.20D+1.60Lr+0.50L+1.60H 5.936 psi 164.317psi 0.03613 OK +1.20D+1.60Lr+0.50W+1.60H 1.789 psi 164.317psi 0.01089 OK +1.20D+0.50L+1.60S+1.60H 5.936 psi 164.317psi 0.03613 OK +1.20D+1.60S+0.50W+1.60H 1.789 psi 164.317psi 0.01089 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.936 psi 164.317psi 0.03613 OK +1.20D+0.50L+0.50S+W+1.60H 5.936 psi 164.317psi 0.03613 OK +1.20D+0.50L+0.70S+E+1.60H 5.936 psi 164.317psi 0.03613 OK +0.90D+W+0.90H 1.341 psi 164.317psi 0.008164 OK +0.90D+E+0.90H 1.341 psi 164.317psi 0.008164 OK I AHBLhnc. Project Title:2215N3O�Street Engineer: Pm�o |D� `~ n"� 'nao Gu��0 Project �Tacoma NN98403 Description F30 Code References Calculations per AC| 31844. |BC2O15. CQC2010'ASCE7-18 Load Combinations Used : IBC 2O15 General Information Material Pr rti Soil Design Values fo Concrete 28 day strength = 3.8kni Allowable Soil Bearing = 1.50ksf fy Reber Yield = GO.Oksi Increase Bearing By Footing Weight = Yes Ec Concrete Elastic Modulus = 3.122.0 kni Soil Roo Sliding) = 250.0 pcf Concrete Density = 145.0pef Soil/Concrete Friction CooK = 0.30 Values Flexure = 0 � .QO Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%uonum Reinf, = Allow press.increase per foot ofdepth = hsf Min Allow%Temp Rein{ = 0.00180 when footing base iobelow = ft Min.Overturning Safety Factor = 1�0 1 Min.Sliding Safety Factor = 1.0 1 Increases based un footing plan dimension Add RgN8 for Soil Pressure Yee Allowable pressure increase per foot ofdepth Use Mgwt�rs�bi|i�.momen�&ohoum � Yes when max.length = «s/ Add Podo��|N8�r Soil Pmuoum � No � = M Use Pedestal wf for stability,mom&shear No Dimensions Width parallel to X-XAxie = 3.0ft Z Length parallel to Z'ZAxio = 3.0 M Footing Thickness = 12.0 in Pedestal dimensions... px pa�||e|�X�Axis = 3.50 in � pz parallel to Z-ZAxin 3.50in Height in �C�m�o' �BoUomof�o footing = 3.0 in Reinforcing -^ Bars parallel to X-X Axis Number of Bars - 10 Reinforcing Bar Size = K 5 Bars parallel toZZAxis Number ofBars = 5,0 — ��-- RoinbrcinUBurSize = # 5 Bandwidth Distribution Check (AC|15.4.4.2) 7 -� ---- Direction Requiring Closer SeparaUon n/a #Bars required within zone n/e #Bars required on each side ofzone n/e Applied Loads D Lr L S VV E H P:Column Load = 1J60 11./40 x OB:Overburden = ksf M«x = k-ft Maz = _ n-ft V« = x V-Z = « ��h� 0��N��� 2215N30�Sbna �noC pm�o |D� �� Project Title: � ~^ Do�c Gu��0 Project Tacoma WA8840 Description F10 DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS m/a Overturning'X-X O.Ok-ft O.Ok-ft NoOverturning PASS n/a Overturning'Z-Z O.Ok-ft 0.0k-ft No Overturning PASS n/a S|iding-X'X O.Ok O.Ok No Sliding PASS n/a SUding-Z-Z O.Ok O.Ok No Sliding PASS 3.126 Uplift O.9808k 3.005k +D+H PASS 0,108 Z Flexure(+Q 2.168k-ft 12.131 k-ft +120O+0.5OLr+1.00L+1.80H PASS 0.1708 Z Flexure HQ 2.188k-ft 12.131 k-ft +1.20D+1.80L+0.503+1.00H PASS 0.1788 X Flexure(+Z) 2.188k-ft 12.131 k-ft +1.20D+0.5OLr+180L+1.80H PASS 0.1788 X Flexure(2) 2.168k8 12.131 kft +1.20D+1.60L+0.508+1.00H PASS 0.1599 1-way Shear(+X) 11139poi 82.158pxi +1.20D+0.5OLr+1.80L+1.80H PASS 0.1589 1-way Shear(X) 11139poi 82.158poi +120D+0.50Lr+1.80L+1.60H PASS 0.1509 l-way Shear(+Z) 13.130pui 82.158pni +1.20D+0.5ULr+180L+1.60H PASS 0.1508 1-way Shear(2) 11138poi 82.158poi +1.20D+0.5OLr+180L+1.80H PASS 0.2559 2*myPunuhing 42.045pni 184.317poi +1.20D+0.5OLr+180L+1.80H Detailed Results Soil B min Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio .+D+H 0.000 . O.OdeOCQN 1.645 0.0 0.0 0.2316 0.2318 0.2318 0.2316 0]41 .+D+L+H U00 . O.OdenCCN 1.645 0.0 0.0 1.538 1.538 1.536 1.538 0,934 .+D+Lr+H 0800 . 0.0dm000N 1.645 0.0 0.0 0.2316 02316 0.2318 0.2316 0141 .+D+8+H 0D00 . 0.0deOCQN 1.645 0.0 0.0 0.2316 0.2310 0.2318 02316 0141 .+D+0.750Lr+8.750L+H 0.00 . 00do CQN 1.645 0.0 08 1210 1210 1.210 1210 0736 .+D+0J50L+0J50S+H 0.00 . 0.0 deq CCN 1.645 0.0 0.0 1,210 1210 1210 1210 0J36 .+D+0.60W+H 0.00 . 00de CON 1.645 0.0 0.0 02318 02310 0.2318 0.2316 0141 .+D+0J0E+H 0.00 . 08donCQN 1.645 08 0.0 02316 02316 0.2316 0.2318 0141 .+D+0J50 H 0.00 . 00do CCN 1.645 08 0.0 1210 1.210 1210 1210 0738 .+D+0J50L+0J50S+0,450W+H 0.00 . 00do CON 1.645 08 0.0 1210 1.210 1.210 1210 0.736 .+D+0J50L+0J50S+0.5250E+H 0.00 . 0.0 deq CON 1.845 08 0.0 1210 1210 1210 1210 0.736 .+O.60D+0.80W+0.80H 0.00 . 0.0 deq CQN 1.645 08 0.0 01300 01390 01390 01390 0.085 .+0.60D+0.70E+0.60H 0.000 . 0.0doOCQN 1.645 0.0 0.0 0.1390 01390 0.1390 01380 0,085 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Ov dumin0 Sliding All units k Stability Force Application Axis StabilityLoad Combination... Sliding Force Resisting Force AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:18PM Footing File=Q:1201612160337120_STRWON_CADICALCs12CSK49-C.EC6 General ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver.6.16.10.31 1.11liiiimii:li:i� i:::iii:�iii;��ii!iilliillllllim0 i Description: 173.0 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1,40D+1,60H 0.2973 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK i i k I i AHBLhnc. Project Title: 2215N3OthSh�o Pn�oo ID:_~ Project Gu��0 ` Tacoma WA984O File Q:�2016�2160337\20-STR\NON-CADICALCs\2CSK49-C.EC6 O000hpUon F10 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status X-X.+1.40D+1.GOH 0.2973 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.2UD+O.SOLn1.6OL+1.80H 2.188 +Z Bottom 02592 Min Temp% 0310 12.131 OK X-X.+1.2OD+O.5OLn1.8OL+1.6OH 2.168 'Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.20D+1.80L+O.5O8+1.G0H 2.188 +Z Bottom 02502 Min Temp% 0.310 12.131 OK X-X.+1.20D+1.S0L+O.5OS+1.8OH 2.188 -Z Bottom 0.2502 Min Temp% 0.310 12.131 OK X-X.+1.2OD+1.8OLn0.5OL+1.8OH 0.8528 +Z Bottom 0.2582 Min Temp% 0.310 12.131 OK X-X.+1.20D+1.8OLr+O.50L+1.GOH 0.8528 -Z Bottom 0.2502 Min Temp% 0.310 12.131 OK X-X.+120D+1.00LnO.5OW+180H 0.2548 +Z Bottom 0.2582 Min Temp% 0.310 12.131 0K X-X.+1.2OD+1.80Lr+O30W+1.G0H 02548 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK XX.+120D+O.5UL+1.8OS+1.0OH 0.8528 +Z Bottom 0.2502 Min Temp% 0.310 12.131 OK X-X.+1.2UD+0.5OL+1.8OS+1.8OH 0.8528 'Z Bottom 0.2582 Min Temp% 0.310 12.131 OK X-X.+120D+1.6DS+O.50N+1.GOH 0.2548 +Z Bottom 0.2592 Min Tumn% 0.310 12.131 OK XX.+1.2OD+1.8OS+0.5OVV+1.8OH 0.2548 'Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.2OD+0.50LnU.5UL+W+1.6OH 0.8528 +Z Bottom 0.2502 Min Temp% 0.310 12.131 OK X-X.+1.2OD+0.50Lr+0.5OL+N+1.80H 0.8528 'Z Bottom 02582 Min Temp% 0.310 12.131 OK X-X.+1.2OD+0.5OL+O.5US+NH1.G0H 0.0528 +Z Bottom 0.2502 Min Temp% 0.310 12.131 OK X-X.+1.2OD+O.5OL+0.3OS+W+1.GOH 0.8528 'Z Bottom 0.2582 Min Temp% 0.310 12.131 OK X-X.+1.2OD+O.5OL+O.7OS+E+1.80H 0.8528 +Z Bottom 0.2502 Min T*mP% 0.310 12.131 OK X-X.+12OD+0.5OL+0.7OS+E+1.0OH 0.8528 'Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+U.0OD+N+O.80H 0.1911 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+O.DOD+N+O.0OH 01011 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+O.OUD+E+O9OH 0.1911 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+O.0OD+E+O.0OH 0.1011 'Z Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+1.4OD+1.8OH 0.2873 'X Bottom 0.2502 Min TomP% 0.310 12.131 OK Z'Z.+1.4OD+1.8OH 02073 +X Bottom 0.2592 Min Temp% 0.310 12.131 0K Z'Z.+1.2OD+O.5OLr+1.0OL+1.6OH 2.188 -X Bottom 02592 Min Temp% 0.310 12.131 OK Z'Z.+12OD+O.5OLr+18OL+1.O0H 2.188 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+1.20D+18OL+O.5OS+1.80H 2.168 'X Bottom 0.2502 Min Temp% 0.310 12.131 OK Z'Z.+12OD+1.0OL+O.5OS+1.8UH 2.168 +X Bottom 0.2582 Min Temp% 0.310 12.131 0K Z-Z.+1.2OD+1.0OLr+O.50L+1.80H 0.8528 -X Bottom 02502 Min Temp% 0.310 12.131 OK Z-Z.+12OD+1.8OLr+0.50L+1.8OH 0.8528 +X Bottom 0.2502 Min Temp% 0.310 12.131 OK Z-Z.+1.2OD+1.80LnO.5OW+1.80H 0.2548 'X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+120D+1.0OLr+O.5OW+1.8OH 0.2548 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+1.2OD+O.50L+1.8OS+1.6OH 08528 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+12OD+O.S0L+1.8OS+1.SOH 0.8528 +X Bottom 0.2582 Min Tomo% 0,310 12.131 OK Z-Z.+1.20D+1.8OS+O.5@N+1.80H 0.2548 -X Bottom 0.2592 Min Tomp% 0.310 12.131 0K Z-Z.+12OD+1.6OG+O.50N+1.S0H 0.2548 +X Bottom 0.2592 Min Temp% 0.310 12.131 8K ZZ.+1.2OO+O.5OLn0.5VL+N+1.80H 0.8528 'X Bottom 0.2582 Min Temp% 0.310 12.131 OK Z-Z.+12OD+O.50Lr+0.SOL+VV+1.G0H 0.8528 +X 8dhm 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+1.2OD+O.5OL+O.5OS+VV+1.0OH 0.8528 'X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+1.20D+O.50L+O.SOG+VV+1.6OH 0.8528 +X Bottom 0.2502 Min Temp% 0.310 12.131 OK Z-Z.+1.2OD+O.5OL+O.7OS+E+1.8UH 0.8528 'X Bottom 0.2502 Min Temn% 0.310 12.131 UK Z-Z.+120D+O.5OL+O.7O8+E+1.6OH 0.8528 +X Bottom 0.2502 Min Temp% 0.310 12.131 0K Z-Z.+O.0OD+W+O.00H 0.1911 'X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z'Z.+O.00O+W+O.0UH 0.1011 +X Bottom 0.2502 Min Temp% 0.310 12.131 OK Z'Z.+O.8UD+E+0.8OH 0.1811 'X Bottom 0.2502 Min Temp% 0.310 12.131 OK Z'Z.+O.00D+E+O.80H 0.1911 +X Bottom 0.2582 Min Temp% 8310 12.131 OK One Way Shear V Vu:Max PhiV AHBL Inc. Project Title: Lq 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:18PM oo I File=Q:1201612160337120_STRINON_CADiCALCs12CSK49—C.EC6 General ENERCALC,INC.1983.2016,Build:6.16.10.31,Ver:6.16.10.31 1.11 Description: F3.0 Punching Shear All units k ._.........----- Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 5.764 psi 164.317psi 0.03508 OK +1.20D+0.50Lr+1.60L+1.60H 42.045 psi 164.317psi 0.2559 OK +1.20D+1.60L+0.50S+1,60H 42.045 psi 164.317psi 0.2559 OK +1.20D+1.60Lr+0.50L+1.60H 16.536 psi 164.317psi 0.1006 OK +1.20D+1.60Lr+0,50W+1.60H 4.941 psi 164.317psi 0,03007 OK +1.20D+0.50L+1.60S+1.60H 16.536 psi 164.317psi 0.1006 OK +1,20D+1.60S+0.50W+1,60H 4.941 psi 164.317psi 0.03007 OK f +1.20D+0.50Lr+0.50L+W+1.60H 16.536 psi 164.317psi 0.1006 OK +1.20D+0.50L+0.50S+W+1.60H 16.536 psi 164.317psi 0.1006 OK +1.20D+0.50L+0.70S+E+1.60H 16.536 psi 164.317psi 0.1006 OK +0.90D+W+0.90H 3.706 psi 164.317psi 0.02255 OK +0.90D+E+0.90H 3.706 psi 164.317psi 0.02255 OK i i i i I I i i AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:19PM � � � FootingFile=Q:1201612160337120_STRINON_CADICALCs12CSK49—C.EC6 ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver.6.16.10.31 e Description: R 0 Code References -..----- ---- - — Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Analysis Settings Increases based on footing Depth - Y g Footing base depth below soil surface ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - - ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft (, Footing Thickness = 12.0 in -a Pedestal dimensions... = _.. - ° x px:parallel to X-X Axis 3.50 in pz:parallel to Z-Z Axis _ 3.50 in Height in M Q Rebar Centerline to Edge of Concrete... x m at Bottom of footing - 3.0 in -ig N u Reinforcing 4 p„ w Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 -- — Reinforcing Bar Size = # 5 ..4BB l 1 46B Bandwidth Distribution Check (ACI 15.4.4.2) F"57" fDirection Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 3.130 20.870 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft Vx k V-z = k I Ilk AHBL Inc. Project Title: 2215 N 30th Street Engineer. Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:19PM General Footing File=Q:1201612160337120_STRINON_CADICALCs12CSK49-C.EC6 ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:&. 160.31 a. Description: F4.0 DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9337 Soil Bearing 1.536 ksf 1.645 ksf 0.0 deg CCW PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS 3.113 Uplift -1.751 k 5.450 k +D+H PASS 0.3350 Z Flexure(+X) 4.064 k-ft 12.131 k-ft +1,20D+0.50Lr+1.60L+1.60H PASS 0.3350 Z Flexure(-X) 4.064 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3350 X Flexure(+Z) 4.064 k-ft 12.131 k-ft +1,20D+0.50Lr+1.60L+1.60H PASS 0.3350 X Flexure(-Z) 4.064 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3020 1-way Shear(+X) 24.812 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3020 1-way Shear(A) 24.812 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3020 1-way Shear(+Z) 24.812 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3020 1-way Shear(-Z) 24.812 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4752 2-way Punching 78.091 psi 164,317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio +D+H 0,000 0.0 deq CCW 1.645 0.0 0.0 0.2312 0.2312 0.2312 0.2312 0.141 +D+L+H 0,000 0.0 deg CCW 1,645 0.0 0.0 1.536 1.536 1.536 1.536 0.934 +D+Lr+H 0,000 0.0 deg CCW 1.645 0.0 0.0 0,2312 0.2312 0,2312 0.2312 0.141 +D+S+H 0,000 0.0 deq CCW 1.645 0.0 0.0 0.2312 0.2312 0,2312 0.2312 0,141 +D+0.750Lr+0,750L+H 0.000 0.0 deq CCW 1.645 0.0 0.0 1.209 1.209 1.209 1.209 0.735 +D+0.750L+0,750S+H 0.000 0,0 deq CCW 1.645 0.0 0.0 1.209 1.209 1.209 1.209 0.735 +D+0.60W+H 0,000 0,0 deq CCW 1.645 0.0 0.0 0.2312 0.2312 0.2312 0.2312 0.141 +D+0.70E+H 0.000 0.0 deq CCW 1.645 0.0 0.0 0.2312 0.2312 0.2312 0.2312 0.141 +D+0.750Lr+0.750L+0.450W+H 0.000 0.0 deq CCW 1.645 0.0 0.0 1.209 1.209 1.209 1.209 0.735 +D+0.750L+0.750S+0.450W+H 0.000 0.0 deq CCW 1.645 0.0 0.0 1.209 1.209 1.209 1.209 0.735 +D+0,750L+0.750S+0.5250E+H 0,000 0.0 deq CCW 1.645 0.0 0.0 1.209 1.209 1.209 1.209 0.735 +0.60D+0.60W+0.60H 0.000 0.0 deq CCW 1.645 0.0 0.0 0.1387 0.1387 0.1387 0.1387 0,084 +0,60D+0.70E+0.60H 0.000 0.0 deq CCW 1.645 0.0 0.0 0.1387 0.1387 0.1387 0.1387 0.084 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Inc.�� Title:^ ^ low ��15N3O�Skae Pn�oo 0: ~. _ Sutie 300 ''oj"^ °""°: Tacoma WA08403 Description m,0 Footing Flexure Flexure Axis&Load Combination Mu Side Tension AsRoq'U Gvm.Aa Actual As Phi^Mn Status k-ft Surface 1o^2 inA2 in^2 kA X-X.+1.40D+1.00H 0.5504 +Z Bottom 0.2592 Min Temp% 0.310 12.131 8K AHBLhnc. Project Title: 2215N3O�Shno E i pm�o |D� `~ ' '�� tneam: Su��N �``~ Tacoma WA 98403 Description m�O Footing Flexure F|oxvmAx|u�Loa-Combination Mu Side Tension AoRo9� Gvm.Ao Actual As Ph�Mn Status k� Surface in^2 io^2 io^2 �� X-X,+1.40D+1.8OH 0.5564 -Z Bottom 02592 Min Temp% 0.310 12.131 OK X-X,+1.2OD+O.50Lr+1.8OL+1.6OH 4.084 +Z Bottom 0.2502 Min Temp% 0.310 12.131 0K X-X,+1.2OD+O.5OLr+1.80L+180H 4.084 -2 Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+120D+1.80L+0.5OS+1.6OH 4.064 +Z Bottom 0.2592 Min Temp% 0.310 12.131 0K XX.+1.2OD+1.80L+0.5OG+1.GOH 4.084 'Z Bottom 0.2502 Min Temp% 0.310 12.131 OK X-X.+12OD+1.GOLr+O.50L+l.8OH 1.598 +Z Bottom 02592 Min Temp% 0.310 12.131 0K X-X,+1.20D+1.8OLr+O.5OL+1.6OH 1.598 'Z Bottom 0.2502 Min Temp% 0.310 12.131 OK X-X.+1.2OD+1.80Lr+O.bUW+1.80H 0.4768 +Z Bottom 0.2592 Min Temp% 0.310 12.131 0K X-X,+1.2OD+1.80Lr+O.5OW+1.GOH 0.4769 'Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.2OD+O.5OL+18VS+1.8OH 1.598 +Z Bottom 0.2502 Min Temp% 0.310 12.131 OK X-X,+i.2OD+O.5OL+1.8OS+1.6OH 1.598 'Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.2OD+1.8OS+0.50N+1.8OH 0.4769 +Z Bottom 0.2502 Min Temp% 0.310 12.131 OK X-X,+1.2OD+1.8OS+O.50N+1.6OH 0.4789 'Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.2OD+O.5OLr+O.5OL+VV+1.8OH 1.598 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.2OD+0.50Lr+O.5OL+VV+1.8OH 1.598 'Z~ Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.20D+O.5OL+O.5O8+W+1.G0H 1.598 +Z Bottom 0.2582 Min Temp% 0.310 12.131 0K X-X,+120D+O.5OL+O.5OS+W+1.80H 1.598 'Z Bottom 0.2592 Min Tamo% 0.310 12.131 OK X-X.+1.20D+O.5OL+O.7OG+E+1.8OH 1.598 +Z Bottom 0.2502 Min Temp% 0.310 12.131 OK X-X.+12OD+O.5OL+O.7OS+E+1.GOH 1.598 'Z Bottom 0.2582 Min Tomp% 0.310 12.131 OK X-X.+O.0OD+W+O.00H 0.3577 +Z Bottom 02502 Min Temv% 0.310 12.131 OK X-X,+0.8OD+W+O.90H 03577 'Z Bottom 0.2582 Min Temp% 0.310 12.131 OK X-X,+O.80D+E+0.0OH 0.3577 +Z Bottom 0.2502 Min Temp% 0.310 12.131 0K X-X.+O.8OD+E+O.S0H 0.3577 'Z Bottom 0.2582 Min Tomn% 0.310 12.131 OK Z'Z.+1.4OD+l.8OH 0.5564 -X Bottom 0.2592 Min Temn% 0.310 12.131 OK Z'Z.+1.4OD+1.8OH 0.5564 +X Bottom 0.2592 Min Tomp% 0.310 12.131 0K Z'Z.+1.0D+O.5OLr+1.8OL+1.80H 4.064 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+12OD+O.5OLn1.0OL+1.80H 4.084 +X Bottom 0.2502 Min Temp% 0.310 12.131 0K 2'Z.+1.3UD+1.0OL+O.5OS+1.80H 4.064 'X Bottom 02592 Min Tomv% 0.310 12.131 OK Z'Z.+1.2OD+1.0OL+O.5OS+1.S0H 4.084 +X Bottom 0.2502 Min Temp% 0.310 12.131 OK 2'I.+1.3OD+1.0OLr+0.5OL+1.8UH 1.598 -X Bottom 02582 Min Temp% 0.310 12.131 OK Z'Z.+1.2OD+1.SOLrO.50L+1.G0H 1.598 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+1.2OD+1.0OLr+0.50N+1.00H 0.4760 -X Bottom 0.2592 Min Temp% 0.310 12.131 8K Z'Z.+1.20D+1.8OLr+O.S0N+1.8OH 0.4789 +X Bottom 0.2502 Min Temp% 0.310 12.131 OK Z-Z.+1.2UD+0.5OL+1.8US+1.0OH 1.588 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+12UD+O.5OL+1.6OS+180H 1.598 +X Bottom 0.2502 Min Temp% 0.810 12.131 OK Z-Z.+1.2OD+1.8OS+O.5OVV+1.GOH 0.4769 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z'Z.+1.2OD+1.8OS+O.6NN+1.8OH 0.4769 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z'Z.+1.2OD+0.5OLr+0.50L+W+1.8UH 1.588 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z'Z.+12OD+0.5OLr+0.SOL+W+1.8OH 1.598 +X Bottom 02582 Min Temp% 0.310 12.131 OK Z-2.+1.2OD+0.5OL+O.5OS+VV+1.G0H 1.588 'X Bottom 0.2502 Min Temp% 0.310 12.131 0K Z'Z.+1.2UD+O.SOL+O.6O8+VV+1.00H 1.588 +X Bottom 02592 Min Temp% 0.310 12.131 0K Z-Z.+1.20D+O.50L+O.Y03+E+1.6OH 1.598 'X Bottom 0.2502 Min Temp% 0.310 12.131 OK Z-Z.+12UD+0.5OL+O.7OS+E+1.8UH 1.588 +X Bottom 02582 Min Temp% 0.310 12.131 OK Z-Z.+O.8UD+W+O.0OH 0.3577 -X Bottom 0.2502 Min Temp% 0.310 12.131 OK Z'Z.+O.B0D+W+O.90H 0.3577 +X Bottom 0.2582 Min Temp% 0.310 12.131 OK Z-I.+O.O0D+E+O.A0H 0.3577 'X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+O.0OD+E+0.8OH 0.3577 +X Bottom 02582 Min Temp% 0.310 12.131 OK One Way Shear V Vu:Max PhiVn +1.40D+1.60H 3.397Poi 3.387ooi 3.307voi 3.397noi 3.397nai 82.158uni 0.04134 OK +120D+0.5OLn1.60L+1.00H 34.812poi 24.812nui 24812pei 24.812pui 24.812Poi 02.158noi 0.302 OK +120D+1.80L+0.50S+1.60H 24.812noi 24.812pui 24.812noi 24.812pai 24.812nni 82.158noi 0.302 0K +120O+1.6OLr+0.50L+1.80H 8J55poi 9755nai 9J55poi 0J55poi 9.755uoi 82.15800i 0.1187 0K +120D+1.8OLn0.60VV+1.00H 2.812ooi 2.012nni 2.912noi 2.912ooi 2.812Poi 82.158noi 0.03544 OK +1.20O+0.50L+1.60S+1.00H 0J55Pui 8.755noi 9756»ni 0J55ooi 9.755poi 02.158poi 0.1187 OK +1.20D+1.80G+0.50W+1.80H 2.912pxi 2.912noi 2.912nai 2.812poi 2.812Poi 82.15800i 0.03544 0K +120O+0.5OLn030L+VY 1.GOH 8.755nni 9J55noi 9.755Poi 9.755Poi 0755poi 82.158noi 0.1187 OK +1.20D+0.50L+0.50S+W+1.80H 8J55poi 9.755poi 8.755poi 0J55poi 9.755voi 82.158poi 0.1187 0K +1,20D+0.50L+0J08+E+1.00H 9.755poi 9J55pni 9.755noi 8.755noi 8J55poi 82.158poi 0.1187 0K +0.90D+W+0.90H 2.184Poi 2184nai 2.184noi 2.18400i 2.184noi 82.158pui 0.02858 0K +0.80D+E+0.90H 2.184Poi 2.184»oi 2.184Poi 2.184poi 2.184pai 82.158pxi 0.02658 OK ��h� �� —0��� 3215NS0NShou Pm�u |D: �� Street 8utie 300 ''oj"^ """°: 106% Tacoma VA98403 253.3 Ninted:7 DEC 2016,5:19PM File Q:�2016�2160337\20_STRWONSADkCALCs�2CSK49-CEC6 General Footing ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.11 J 6.1031 Description p1�Q Punching Shear All units k Load Combination... Vu Phi*Vn Vu Phi*Vn Status +1.40D+1.80H 10.601 psi 164.317poi 0.06508 OK +120D+0.5OLr+1.00L+1.60H 78891 poi 184.317poi 0.4752 OK +120D+1.80L+0.50S+1.60H 78.081 psi 164.317noi 0.4752 0K +1.20D+1.8OLr+0.50L+1.80H 30J03pai 184.317psi 0.1889 OK +1.20D+1.8OLn0.50W+1.60H 9.183Pui 164.317noi 0.05577 OK +1.20D+0.50L+1.80G+1.80H 30J03pni 164.317poi 0.1868 0K +1.20D+1.80S+0.50W+1.60H 9.183noi 184.317noi 0.05577 OK +120O+0.5OLr+0.50L+W+1.60H 30703pni 184.317voi 0.1889 OK +1.20D+0.50L+0.50S+W+1.80H 30J03ooi 164.317oui 0.1889 0K +120D+0.50L+0J0S+E+1.80H 30J03noi 164.317pai 0.1089 OK +0.90D+W+0.90H 6873Poi 164.317voi 0.04183 0K +0.80O+E+0.90H 0873Poi 184.317oui 0.04183 OK AH11 Inc. Project Title: 2215 N 30th Street Engineer: Project ID:Sutie 300 Project Descr: dWA 11 -om Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:20PM File Q:\2016\2160337\20_STR\NON_CADkCALCs\2CSK49-C.EC6 Wood Beam ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 i: jim i;�li ii�:!igg J�zigimsiii 1111!i�!!g!im 11migog, Description: OPEN CONNECTOR BEAMS CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,000.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,000.0 psi Ebend-xx 1,300.0ksi Fc-Prll 1,000.0 psi Eminbend-xx 1,300.0ksi Wood Species Fc-Perp 1,000.0 psi Wood Grade Fv 65.0 psi Ft 65.0 psi Density 34.0pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(O.090)1-0.120)S(O.150) .6 ............... 6x8 6x8 6x8 Span=4.833 ft Span=3.683 ft Span=3.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans D=0.0150, Lr=0.020, S=O.0250 ksf, Tributary Width=6.O it DESIGN SUMMARY 01090��� !Maximum Bending Stress Ratio 0.35R 1 Maximum Shear Stress Ratio 0.383 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 408.66psi fv:Actual = 28.62 psi FB:Allowable Fv:Allowable 1,150.00psi 74,75 psi Load Combination +D+S+H Load Combination +D+S+Fl Location of maximum on span = 3.583ft Location of maximum on span 3.583 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio= 1716>=360 Max Upward Transient Deflection -0.005 in Ratio= 8699>=360 Max Downward Total Deflection 0.087 in Ratio= 1030>=240. Max Upward Total Deflection -0.008 in Ratio= 5402>=240, MaXilmUnn Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fV Fv +D+H 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0,065 0.123 0.90 1,000 1.00 1.00 1.00 1.00 1.00 0,25 58.13 900.00 0.20 7.20 58.50 Length=3.583 It 2 0.181 0.195 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 900.00 0.31 11.43 58.50 Length=3.750 ft 3 0.181 0.195 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 900.00 0.31 11.43 58.50 +D+L+H,LL Comb Run('*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0.058 0.111 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 58.13 1000.00 0.20 7.20 65.00 Length=3.583 ft 2 0,163 0.176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0,70 163.21 1000.00 0.31 11.43 65.00 Length=3.750 ft 3 0.163 0.176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 1000.00 0.31 11.43 65.00 +D+L+H,LL Comb Run(*L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0.058 0.111 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 58.13 1000.00 0.20 7.20 65.00 AHBL Inc. Project Title: �I' 2215 N 30th Street Engineer: Project ID: Project Descr. Sutie 300 t Tacoma WA 98403 Iamb 253.3 Printed:7 DEC 2016,5:20PM File=0:1201612160337120_STRWON_CADICALCs12CSK49-C.EC6 Wood BeamENERCALC,INC.1983.2016,Build:6.16.10.31,Ver.6.16.10.31 1.11 Description: OPEN CONNECTOR BEAMS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length=3.583 ft 2 0.163 0,176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 1000.00 0.31 11.43 65.00 Length=3.750 ft 3 0.163 0.176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0,70 163.21 1000.00 0.31 11.43 65.00 +D+L+H,LL Comb Run(*LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0.058 0.111 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 58.13 1000.00 0.20 7.20 65.00 Length=3.583 ft 2 0.163 0.176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 1000.00 0.31 11.43 65.00 Length=3.750 ft 3 0.163 0.176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 1000.00 0.31 11.43 65.00 +D+L+H,LL Comb Run(L**) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0.058 0.111 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 58.13 1000.00 0.20 7.20 65.00 Length=3.583 ft 2 0.163 0.176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0,70 163.21 1000.00 0.31 11.43 65.00 Length=3.750 It 3 0.163 0.176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 1000.00 0.31 11.43 65.00 +D+L+H,LL Comb Run(L*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0.058 0.111 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 58.13 1000.00 0.20 7.20 65.00 Length=3.583 ft 2 0.163 0.176 1.00 1,000 1.00 1.00 1.00 1.00 1.00 0,70 163.21 1000.00 0.31 11.43 65.00 Length=3.750 ft 3 0.163 0.176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 1000.00 0.31 11.43 65.00 +D+L+H,LL Comb Run(LL*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0.058 0.111 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 58.13 1000.00 0.20 7.20 65.00 Length=3.583 ft 2 0.163 0.176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0,70 163.21 1000.00 0.31 11.43 65.00 Length=3.750 it 3 0.163 0.176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 1000.00 0.31 11.43 65.00 +D+L+H,LL Comb Run(LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 It 1 0.058 0.111 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 58.13 1000.00 0.20 7.20 65.00 Length=3.583 ft 2 0.163 0.176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0,70 163.21 1000.00 0.31 11.43 65.00 Length=3.750 it 3 0.163 0.176 1.00 1,000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 1000.00 0.31 11.43 65.00 +D+Lr+H,LL Comb Run(**L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 It 1 0.063 0,125 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.34 79.09 1250.00 0.28 10.13 81.25 Length=3.583 It 2 0.288 0.310 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.55 359.57 1250.00 0.69 25.18 81.25 Length=3.750 it 3 0.288 0.310 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.55 359.57 1250.00 0.69 25.18 81.25 +D+Lr+H,LL Comb Run(*L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 it 1 0.040 0.096 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0,21 49.62 1250.00 0.22 7.82 81.25 Length=3,583 ft 2 0.131 0.184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 1250.00 0.41 14.92 81.25 Length=3.750 ft 3 0.131 0,184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 1250.00 0.31 14.92 81.25 +D+Lr+H,LL Comb Run(*LL) 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0,055 0.082 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0,30 69.12 1250.00 0.18 6.64 81.25 Length=3.583 ft 2 0,288 0.311 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.55 359.57 1250.00 0.70 25.30 81.25 Length=3.750 it 3 0.288 0.311 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.55 359.57 1250.00 0.69 25.30 81.25 +D+Lr+H,LL Comb Run(L**) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0.094 0.204 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.51 117.75 1250.00 0.46 16.60 81.25 Length=3.583 ft 2 0.131 0.204 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0,70 163.21 1250.00 0.31 16.60 81.25 Length=3.750 ft 3 0.131 0.204 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 1250.00 0.31 16.60 81.25 +D+Lr+H,LL Comb Run(L*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0.110 0.188 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.59 137.05 1250.00 0.42 15.25 81.25 Length=3.583 ft 2 0,288 0,310 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.55 359.57 1250.00 0.69 25.18 81.25 Length=3.750 ft 3 0.288 0.310 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.55 359.57 1250.00 0.69 25.18 81.25 +D+Lr+H,LL Comb Run(LL*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 It 1 0.088 0.212 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.47 109.43 1250.00 0.47 17.22 81.25 Length=3.583 It 2 0.131 0.212 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0,70 163.21 1250.00 0.35 17.22 81.25 Length=3.750 It 3 0.131 0.212 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.70 163.21 1250.00 0.31 17.22 81.25 +D+Lr+H,LL Comb Run(LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4,833 ft 1 0.102 0.195 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.55 128.06 1250.00 0.44 15.87 81.25 Length=3.583 ft 2 0.288 0.310 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.55 359.57 1250.00 0.69 25.18 81.25 Length=3,750 ft 3 0,288 0,310 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.55 359.57 1250.00 0.69 25.18 81.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0.127 0.241 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0,63 145.54 1150.00 0.50 18.03 74.75 Length=3.583 ft 2 0.355 0.383 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.76 408.66 1150.00 0.79 28.62 74.75 Length=3.750 ft 3 0.355 0.383 1.15 1,000 1.00 1.00 1.00 1.00 1.00 1.76 408.66 1150.00 0.79 28.62 74.75 +D+0.750Lr+0.750L+H,LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0.059 0.093 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.32 73.55 1250.00 0.21 7.53 81.25 Length=3.583 ft 2 0.248 0,268 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.33 310.48 1250.00 0.60 21.74 81.25 Length=3,750 ft 3 0.248 0.268 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.33 310.48 1250.00 0.60 21.74 81.25 +D+0.750Lr+0.750L+H,LL Comb R� 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.833 ft 1 0.041 0.094 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.22 51.69 1250.00 0.21 7.67 81.25 . ' AH8LInc. Project Title: ����� �15N3��� Project ID: N���0�N Gutie 300 . . j..vv^w. Tacoma%N98403 File Q:\2016\2160337\20-STR\NON-CADICALCsk2CSK49-C.EC6 Description OPEN CONNECTOR BEAMS Load Combination Max Stress Ratios Moment Values 8hemrVu�m Segment Length Span# -M----V- Cd Cnw Ci Cr Cm Ct CL M fb F'b Y fv Fv Length=3.T50h 3 0,131 0J70 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0J0 103.21 1250.00 0.31 13.83 8125 +D+O.75Wb+0J50L+H.LL Comb R, 1.00 1.00 1l0 1.00 1.00 1{0 0.00 0l0 0.00 0.00 Length=4.8338 1 0.053 0.082 125 1.000 1.00 1.00 1.00 1.00 1.00 028 66.28 1250.00 018 0.65 81.25 Length=3.5O3A 2 0.248 0.268 125 1.00 1.00 1{0 1.00 1I0 110 1.03 310.40 1250.00 0.60 21.74 81.25 Length=3J508 3 0.248 0.268 125 1.000 1.00 1.00 1.00 1.00 1l0 1.33 310.48 1250.00 0.60 21.74 81.25 +D+ J50Lr+OJ50L+H.LL[umbR 1.000 1l0 1l0 110 1{0 1I0 0{0 0.00 0.00 0.00 Length=4.83nA 1 0.082 0175 125 1.00 1.00 1.00 1.00 1{0 1l0 044 102.83 1250.00 0.39 1425 81.25 Length=3.58 8 2 0.131 0.175 1.25 1.000 1l0 1l0 1.00 1.00 1l0 070 103.21 1250.00 031 1425 8125 Length=3.750M 3 0.131 0.175 125 1.000 1/0 1{0 1.00 1l0 1.00 0J0 163.21 1250.00 01 14.25 025 LL Comb R, 1.000 1I* 1l0 1{0 1{0 1I0 0.00 0.00 0.00 0.00 Length=4.833M 1 0.08 0183 125 1.00 1{0 1{0 1.00 1{0 1.00 0.50 117.30 1250.00 0.36 1324 8125 Length=3.583U 2 0.248 0.268 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.33 310.48 1250.00 0.60 21.74 81.25 Length=3.7508 3 0.248 0.268 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.33 310.48 1250.00 0.60 21.74 81.25 LL Comb R, 1.000 1l* 110 1l0 1.00 1l0 0.00 0.00 0.00 0.00 Length=4.83 8 1 0.07 0181 1.25 1,000 1{0 1{0 1.00 1{0 1l0 041 86.53 1250.00 0.40 14.72 81.25 Length=3.5V M 2 0131 0,181 125 1.000 1l0 1l0 1l* 1{0 1I0 0J0 163.21 1250.00 0.34 14.72 81.25 Length=3J5 8 3 0.131 0181 125 1.000 1.00 1{0 1.00 1/0 1.00 0J0 10121 1250.00 0.31 14.72 01.25 LL Comb R, 1.000 1.00 1.00 1l0 1/0 1l0 0.00 0.00 0.00 0.00 Length=4.83 ft 1 0.080 0J89 1.25 1.000 1/0 110 1.00 1l0 1.00 048 110.57 1250.00 0.30 13J0 8125 Length=3.58 M 2 0.248 026 1.25 1.000 1l0 1l0 1.00 1l0 1{0 1.33 310.40 1250.00 0.60 21.74 8125 Length=3J5 M 3 0.248 0.268 1.25 1.000 1]0 1{0 110 1.00 1.00 133 310.48 1250.00 0.60 21.74 81.25 +D+V.750L+V.75@G+H.LL Comb Rt 1.000 1.00 1.00 1l0 1l0 1{0 0.00 0.00 0.00 0{0 Length=4.O33M 1 0108 0.205 1.15 1,000 1.00 1.00 1.00 1.00 1.00 0,53 123.09 1150.00 0.42 15.33 74.75 Length=3.5V38 % 0.302 0.325 115 1.000 1.00 1.00 1l0 1.00 1.00 1.49 347.30 1150.00 0.67 24.32 74.75 Length=3,750M 3 0.302 0.32 115 1,000 1l0 110 110 110 1l0 1.49 847.30 1150.0 0.67 24.32 74.75 +U+0J50H0.75@S+H.LL Comb Rt 1.000 1.00 1J0 1/0 1.00 1.00 0.00 0.00 0.00 O{N Length=4.833M 1 0108 0.205 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.53 123.69 1150.00 0.42 15.33 74.75 Length=3.58Bk % 0.302 0.32 115 1.000 1.00 1l0 1{0 1/0 1{0 1.49 347.30 1150.0 0l7 24.32 74.75 Length=3.750M 3 0.302 0.325 1.15 1.000 1J0 1.00 1{0 1.00 1.00 149 347.30 1150.00 0.67 2432 74.75 +D+0J5VL+OJ50G+H.LL Comb Rt 1.000 1l0 1/0 1l0 1{0 1.00 0.00 0.00 0.00 0.00 Length=4.838A 1 0108 0.205 115 1.000 1.00 1.00 1.00 1.00 1.00 0.53 123.09 1150.00 042 15.38 74.70 Length=3.5838 2 0.302 0.325 115 1100 1.00 1.00 1.00 1.00 1.00 1.49 347.30 1150.00 0.67 24.32 74.75 Length=3J5 h 3 0,30 0.325 1.15 1.000 1.00 1l0 1.00 1{0 1f0 149 347.30 1150.00 0.67 24.32 74.7 LL Comb;t 1.000 1l0 1.00 110 1l0 1l0 0.00 0.00 0.00 0.00 Length=4.83 8 1 0108 0.205 115 1.00 1l0 1{0 1{0 1.00 1.00 0.53 123.69 1150.00 042 15.33 74.75 Length=3.583R 2 0.302 0.325 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.49 347.30 1150.00 0.67 24.32 74.75 Length=3.7500 V 0.302 0.325 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.49 347.30 1150.00 0.67 24.32 74.75 LL Comb RL 1.000 1l0 1l0 110 1l0 1l0 0.00 0.00 0.00 0.00 Length=4,833 ft 1 0J08 0.205 1.15 1.000 1l0 1/0 1{0 1l0 1l* 0.53 123.6 1150.0 042 15.33 74J5 Length=3.583M 2 0.302 0.32 1.15 1.000 1l0 1{0 1.00 1l0 1{0 1.40 347.30 1150.00 0.67 24.32 74.7 Length=3J5 8 3 0.302 0.32 1.15 1.000 1.00 110 110 1l0 1.00 1.49 34730 1150.0 0.67 24.32 74.7 LL Comb RL 1,000 1.00 1f0 1.00 1.00 1J0 0.00 0.00 0.00 0.00 Length=4.83BM 1 0J08 020 1.15 1.000 1l0 1.00 1.00 1l* 1{0 0.53 123.69 1150.0 0.42 15.33 74.75 Length=3.583k 3 0.30 0.325 115 1.00 1l0 1.00 110 1.00 1l0 1.49 347.30 1150.0 087 24.32 /4.7 Length=3J5 U 3 0.30 0.325 115 1.000 1l0 1.00 1.00 1l0 1.00 1.49 347.30 1150.0 0.67 24.32 74.7 � LL Comb Rt 1.000 1l0 1.00 1l0 1.00 1.00 0.00 0.00 0.00 0.00 � Length=4.83 U 1 0100 0.20 1.15 1.000 1/00 1{0 1.00 1/0 1.00 0.53 123.6 1150.00 0.42 15.33 74.7 Length=3.58 K 2 0.302 0.325 115 1.00 1.00 1l0 1I0 1l0 1l0 1.49 347.30 1150.00 0.67 24.32 74.7 Length=O75 U 3 0.30 0.325 115 1.000 1/0 110 1l0 1I0 1l0 1.49 347.30 1150.0 0.67 24.32 74.7 +D+0.60W+H 1.00 1l0 1l0 1.00 1l0 1.00 0.00 0l0 0.00 0.00 � Length=4.83 k 1 0.030 0.069 1]0 1.00 1.00 1.00 1.00 1{0 1l0 025 5013 1000.00 020 720 104.00 � Length=3.5V k % 0.102 0.110 110 1,000 1l0 1l0 1l0 1/0 1l0 0.70 163.21 1000.00 0.31 11.40 104.0 Length=3J5 M V 0,102 0.110 1.60 1.000 1l0 1l0 1l0 1.00 1.00 0J0 163.21 1000.00 0.31 11.43 104.0 � +D+VJVE+H 1,000 1.00 1/0 1.00 1l0 1l0 0.00 0.00 0.00 0.00 Length=4.83 M 1 0.036 0.00 1/0 1.000 1l0 1l0 1l0 1l0 1l0 0.25 58.13 1000.00 0.20 720 104.0 Length=3.5V 8 2 0.102 0.110 110 1.000 1J0 110 1l0 1{0 1l0 070 163.2 1000.00 0.31 11.43 104.0 Length=V75 M 3 �1O2 K110 1/0 1�N 1.00 1.00 1.00 1.00 1.00 O70 10�2 1V��V �H 11�3 10�O � LL 1.000 1]0 1.00 1.00 1l0 1.00 0.00 080 0.00 0.00 Length=4.83 M 1 0.046 0.07 1.60 1,000 1l0 1.00 1l0 1l0 1I0 0.32 73.55 1000.00 0.21 7.53 104.0 Inc. Project Title: 2215N3O�Sh�~o Engineer: Pm�u |D: . _ Gutie 300 Project v=w/: Tacoma WA 98403 Description OPEN CONNECTOR BEAMS Loud Combination Max Stress Ratios Moment Shear Values Segment Length Syon# -M----V- Cd Cnv Ci Cr Cm C ( CL M fb Ph V h F'v Length=3750M 3 0184 0.209 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.33 310.40 1600.00 0.00 21.74 104.00 +D+0.750b+0]50L+0.450W+H.LL 1.000 1.00 1.00 1.00 1/0 1.00 0.00 0.00 0.00 0.00 Length=4.O33M 1 0.032 0.074 1.00 1,000 1.00 1J0 1l0 1/0 1.00 0.22 51.08 160{0 0.21 7.67 104.00 Length=3.58Bk 2 0.10 0133 1.60 1.000 1l0 1.00 1.00 1{0 1l* OJO 163.21 1800.00 038 13.83 104.0 Length=375 8 3 010 0.133 1.60 1.000 1l0 1/0 1l0 110 1l0 0J0 163.21 1000.00 0.31 13.83 104.0 .LL 1,000 1l0 1.00 1.00 1{0 1.00 0.00 0.00 0.00 0.00 Length=4.83 k 1 0.041 0.00 1.60 1.000 1.00 1{0 1/0 1l0 1l0 0,28 66.28 1600.00 018 0.65 104.0 Length=3.5838 2 0194 020 1]0 1,000 1l0 1l0 1.00 1{0 1.00 1.33 310.40 1000.00 0.60 2174 104.0 Length=3J5 ft 3 0,184 020 1]0 1.000 1J0 1{0 1.00 1{0 1l0 1.33 310.40 1600.00 0.60 21.74 104.0 +D+ J5OLr+0,750U0450W*1.LL 1.000 1.00 1{0 1l0 1{0 1I0 0.00 0.00 0.00 0.00 Length=4.833h 1 0.064 0137 1.00 1.000 1.00 180 1{0 1.00 1.00 0,44 102.83 160l0 039 14.25 104.00 Length=3.58 M 2 0.102 0.13/ 1/0 1.000 1l0 1l0 1.00 1{0 1.00 070 10321 1600.00 0.31 1425 104.0 Length=3.T50h 3 0.10 0137 1{0 1.000 1l0 1{0 110 1.00 1.00 0J0 163.21 1800.00 0.31 14.25 104.0 LL 1.000 11* 110 1l0 1{0 1l0 0.00 0.00 0.00 0.00 Length=4.833M 1 0.073 0127 1/0 1.000 1.00 1{0 1{0 1{0 1l0 0,50 117.30 1000.00 0.30 1324 104.0 Length=3.50k 2 0.194 020 1.60 1.000 11.00 11* 1l0 1/0 110 1.33 310.40 1000.00 0.60 21.74 104.0 Length=3750M 3 0.194 0.209 1.60 1.000 1/0 1.00 1l0 1.00 1.00 1.33 310.48 1000.00 0.60 21.74 104l0 LL 1.000 1l0 110 1{0 1{0 1.00 0.00 0.00 0.00 0.00 Length=4.83 A 1 0.060 0,141 1.60 1,000 1I0 1.00 1{0 1.00 1l0 &M 96.5 1000.00 0.40 14.72 104.0 Length=3.58 # % 0J02 0.141 1.60 1.000 1l* 1l0 1l0 1{0 1I0 070 163.21 1000.00 0.34 14.72 104.0 Length=3J50M 3 0.102 0.141 1/0 1.00 1.00 1.00 1l0 1l0 1.00 070 16321 1600.00 0.31 14.72 104l0 .LL 1.000 1.00 1l0 1l0 1{0 1J0 0.00 0.00 0.00 0.00 Length=4.83 A 1 0.00 0.132 110 1,000 1I0 1l0 1{0 1.00 1.00 0,48 110.57 1000.00 030 13J0 104.0 Length=3,58 M 3 0,194 0.209 1.60 1.000 1l0 110 1{0 1.00 1.00 1.30 310.40 1000.00 0.60 21.74 104.0 Length=375 8 3 0194 0.209 1l0 1.000 1l0 1{0 1l0 1{0 1.00 133 810.40 1800.00 0.60 21.74 104I0 LL 1,000 1.00 1l0 110 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.83 k 1 0,077 0.147 1.60 1.000 1{0 1{0 1.00 1.00 1l0 0.53 123.6 1000.00 0.42 15.33 104.0 Length=3.583M 2 0.217 0.234 1.60 1100 1.00 1.00 1.00 1.00 1.00 1/0 347.30 1600.00 0.67 24.32 104.00 Length=3.750A 3 0,217 0,234 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.49 347.30 1600.00 0.67 24.32 104.00 +D+0 .LL 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.0 0.00 Length=4.833h 1 0.077 0.147 1.60 1.000 1.00 1.00 1{0 1l0 1l0 0.53 123.69 1000.00 0.42 15.33 104.0 Length=3.58 ft 2 0.217 023 110 1.000 1l0 1.00 1.00 1.00 1{0 1.49 04730 1800.00 087 24.3 104,0 Length=3J5 h x 0217 023 1.60 1.000 1l0 1J0 1l0 1l0 1.00 1.40 347.30 1000.00 087 24.32 104/0 +D+0J50L+0.750G+ .450m+H.LL 1.000 1.00 1l0 1.00 1.00 1.00 0.00 0{0 0.00 0.00 Length=4l33M 1 0.077 0147 1.00 1.000 1.00 1l0 1.00 1/0 1.00 0,53 123.69 100.00 0.42 15.30 104.00 Length=3.58 M 2 0217 0.234 1{0 1,000 1l0 1.00 1{0 1l0 1{0 1.49 347.30 1000.00 0.67 24.32 104/0 Length=3.750M 3 0.217 0.234 1.00 1.000 1.00 1.00 1l0 1l0 1.00 149 347.30 100.00 0.67 24.32 104.00 +D+0J50L+0J50G+0.450N+H.0 1.000 1.00 1{0 1{0 1{0 1.00 VlN 010 0.00 0.00 Length=4.833 ft 1 0.077 0147 1.00 1.000 1.00 1.00 1l0 1{0 1.00 0.53 123.09 1600.00 0,42 15.33 104.00 Length=3.5838 2 0.217 0.234 1/0 1.000 1l0 1l0 1.00 1{0 1{0 1.48 347.30 1000.00 087 2432 104l0 Length=3.75@A 3 0.217 0.234 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.49 347.30 1600J0 0.67 2432 104.00 +D+0J50L+0./508+0,450W+H.LL 1,000 1.00 1.00 1.00 1/0 1.00 0.00 010 0.00 0.00 Length=4.833k 1 0.077 0.147 1.60 1.000 1.00 1.00 1l0 1.00 1.00 0.53 123.08 1600/0 0.42 15.33 104.00 Length=3.58 8 2 0217 0.234 1.60 1.000 1I0 1{0 110 110 1.00 1.49 347.30 1600.00 0.67 24.32 104.0 Length=3J5O* 3 0217 0.234 1.00 1.000 1.00 1.00 1{0 1.00 1.00 149 34/.30 1600l0 0.67 24.32 104.00 +D+ .LL 1.000 1.00 1l0 1{0 1/0 1l0 0.00 0.00 0.00 0.00 Length=4.83 ft 1 0.077 0J4 1.60 1.000 1.00 1l0 1{0 1{* 1.00 0.53 123.6 1000.0 0A2 15.33 104.0 Length=S.5V M 2 0.217 020 1.60 1.000 1l0 1.00 1l0 110 1l0 149 347.3 160000 0.67 24.32 104.0 Length=3J5 8 3 0,217 0.23 1.60 1.000 1l0 1.00 1{0 1{0 1I* 149 347.30 1800.0 087 24.32 104.0 +D+0,750L+0J50S+0.450m+H.LL 1.000 1.00 1{0 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.V338 1 0.077 0147 1.00 1.000 1.00 1{0 1.00 1.00 1.00 0.53 12319 1600J0 0/2 1533 104.00 Length=3.58 M 2 0217 0,234 1]0 1.000 1l0 1/0 1/0 1.00 1.00 1.49 347.30 10*0.0 0.67 24.32 104l0 Length=3.750 ft 3 0217 0.234 1.00 1.000 1.00 1I0 1.00 1.00 1l0 149 347.30 160I0 0.67 24.33 104.00 +D+0750L+0J508+0.5250E+H.0 1.00* 1/0 1{0 110 1/0 1I0 0.00 0.00 0.00 0.00 Length=4.833M 1 0.077 0147 1.00 1.000 1.00 1.00 1.00 1.00 1{0 0.53 12319 160/0 0.42 15.33 104.00 Length=3.583M 2 0.217 0.234 1{0 1.000 1.00 1.00 1.00 1.00 1.00 149 347.30 1600.00 0.67 24.32 104.00 Length=3J50M 3 0,217 0.234 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.49 347.30 1600.00 0.67 24.32 104.00 ���L+0.750S+0.5250E+H.LL 1100 1.00 1.00 1.00 1.00 1.00 00 0.00 0.0 0.0 AHBILhnc. Project Title: ��N�0�� 2215N3O�Ghno _ Project|D: �� Street 8u��0 n�vwvvw/: Tacoma YAO8408 Printed:7 DEC 2016,5:20PM 253.3 File Q:\2016\216033MO-STR\NONLCADICALCs\2 Description OPEN CONNECTOR BEAMS Load Combination Max Stress Ratios Mvmon!Vu|uoa Shear Values Segment Length Span# -w1---v-' Cd Cnv Ci Cr Cm C ( CL M fb F'b V fv F'v +D+0J50L+0J50G+0.5250E+H.0 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.033M 1 0.077 0.147 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 123.09 1000.00 042 15.33 104.00 Length=3.583ft 2 0.217 0.234 1.80 1.000 1.00 1.00 1.00 1.00 1.00 148 347.*0 1000.00 0.67 24.02 104l0 Length=3.750M 3 0.217 0.234 1.60 1.000 1l* 1.00 1.00 1.00 1.00 1.49 347.30 1600.00 0.67 24.32 104.00 + .LL 1.000 1.00 1/0 1/0 1.00 1{0 0.00 OlN 0.00 0.00 Length=4,83 M 1 0.07 0.147 1/0 1.000 1{0 1J0 1{0 1l0 1l0 0.53 123.69 1000.00 0.42 15.33 104.0 Length=X.5V 8 2 0.217 0.234 1]0 1.000 1.00 1/0 1f0 1l0 1.00 1.49 347.30 1600.00 0.67 24.32 104.0 Length=3.750M 3 0.217 0.234 1.60 1.000 1.00 1.00 1.00 1.00 1.00 149 347.30 1600.00 0.67 24.32 104.00 +D+ J5VHV.75OS+ .5250E+H.LL 1.000 1.00 1.00 1/0 1l0 1{0 0.00 0.00 0.00 0.00 Length=4.833A 1 0.077 0147 1.60 1.000 1.00 1.00 1.00 1l0 1.00 0.53 123.69 1*0.00 0.42 15.33 104.00 Length=3.583U 3 0.217 0.234 1.60 1.000 1J0 1.00 1.00 1.00 1.00 1x9 347.30 1600.00 0.67 24.32 104.00 Length=3J5 M 3 0.217 0.234 1.60 1,000 1.00 1l0 1{0 1l0 1.00 1.49 347.30 100000 0.67 24{2 104.0 +D+0J50L+0.750S+0.5250E+H.LL 1.000 1.00 1.00 1.00 1l0 1{0 0.00 Olm 0.00 0.00 Length=4.833M 1 0.077 0147 1.80 1.000 1.00 1.00 1.00 1{0 1.00 0.0 123.09 1600{0 0.42 15.33 1(4{0 Length=3.5V h 3 0.217 0,234 1.60 1.000 1.00 1/0 1/0 1/0 1l0 148 347.30 1600.0 0.67 24.32 104I0 Length=3.750D 3 0217 0.234 1.80 1.000 1.00 1.00 1.00 1{0 1{0 1.49 347.30 1000{0 017 24.32 104.00 +D+ J50UO.75OS+ .525VE+H.LL 1.000 1.00 1.00 1{0 1.00 1l0 0.00 0.00 0.00 0.00 Length=4fB3D 1 0.077 0147 1.80 1.000 1.00 1.00 1.00 1.00 1{0 0.53 123.69 160*l0 0.42 15.03 104l0 Length=3.583M 2 0.217 0.234 1/0 1.000 1.00 1{0 1{0 1.00 1.00 1.49 347.30 1600.00 0.67 2432 104.00 Length=3J5Ok V 0.217 0.234 1.00 1,000 1.00 1.00 1.00 1l0 1{0 1.49 347.30 100/0 087 24.32 104.00 1.000 1.00 1.00 1{0 1.00 1D0 0.00 0l0 0.00 0.00 Length=4.83 k 1 0.02 0.04 1{0 1.000 1.00 1{0 1{0 1{0 1/0 0.15 34.88 1000.00 012 432 104.0 Length=3.50 8 2 0,08 0,06 1/0 1.000 1l0 1l0 1.00 1l0 1.00 0,42 97.93 1600.00 OJS 6.86 104.0 Length=3.750h 3 0.06 0.066 1{0 1.000 1.00 1l0 110 1.00 1/0 0.42 97.93 1000.00 019 6.80 104.0 +0.00[°0.70E+0.60H 1.000 1.00 1{0 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4,833h 1 0.022 0.042 1.00 1.000 1.00 1.00 1.00 1l* 1/0 015 34}0 1000.00 012 4.32 104.00 Length=3.583U X 0.00 0,06 1.60 1.000 1.00 110 1/0 1.00 1.00 0,42 97.93 1600.00 019 6.86 104.0 Length=3J5 k 3 0.001 0.000 1.00 1.000 1.00 1l0 1l0 1.00 1.00 0.42 97.98 1000.00 019 8.88 104.00 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max.'Y'Defl Location in Span 2 0.000 2.356 +D+b+H.LL Comb Run(L^L) -0.000 2108 +D+G+H 3 0.0872 3J50 0.0000 2J00 Vertical Reactions-_ Support notation Far left is#1 Values inKIPS Load Combination Support I Support 2 Support 3 Support 4 Ovom||M|Nimum '0.017 0.024 -0.056 +D+H 0.223 0260 0.734 +D+L+H.LL Comb Run(*°L) 0.223 0.260 0.724 +D+L+H.LL Comb Run(^L*) 0223 0.206 0.724 +D+L+H.LL Comb Run(^LL) 0223 0.206 0.724 +D+L+H.LL Comb Run<L^1 0223 0.206 0.734 +U+L+H.LL Comb Run<L^L> 0223 0.200 0.724 +D+L+H.ILL Comb Run<LL*> 0223 0.206 0.724 +D+L+H.LL Comb Run(LLL) 0223 0200 0.724 +D+Lr+H.LL Comb Run(^^L) 0.280 '0.057 1.460 +D+Lr+H.LL Comb Run(^L*) 0.200 0.521 0.917 +D+Lr+H.LL Comb Run(^LL) 0.243 0J98 1.652 +D+Lr+H.LL Comb Run(L^^) 0.472 0.654 0868 +D+Lr+H.LL Comb Run(L°L) 0.509 0331 1.404 +D+Lr+H.LL Comb Run(LL°) 0.455 0,808 0800 +D+Lr+H.LL Comb Run(LLL) 0.482 0.580 1,590 +D+S+H 0.559 0.000 1.814 +D+0JS0Lr+0J50L+H.LL Comb Run(° 0251 0.024 1270 +D+0J5VL+V75UL+H.LL Comb Run(^ 0210 0457 0.808 +D+0J50Lr+0750L+H.LL Comb Run<° 0238 0215 1.420 Inc. Project Title: Pi 2215N3ONShon pm�« ID:~^ w�m�� SuU �W � �`'~ Tacoma WA88403 DEC w600,m File Q:QO16QI60337\20-STR\NON-CAD�CALCs�2CSK49-C.EC6 HOM Description OPEN CONNECTOR BEAMS Vertical Reactions Support �notation Far left io#1 Values inKIPS Support 1 Support 2 Support 3 Support 4 +D+0.0E+H 0223 0,20 0.724 +D+0J5Ob+0J50L+0A50W+H.LL Comb 0.251 0.024 1.270 +O+0.750Lr+VJ5VL+V.450N+H.LLComb 0210 0457 0.868 +D+0J50Lr+OJ50L+O.45UN+H.LLComb 0238 0215 1.420 +D+0J5ULr+0J50L+V.45mN+H.LLComb 0.409 0.557 0.682 +D+0J50Lr+0.T5UL+O.45mN+H.LLComb 0.437 0.315 1234 +D+VJ5OLr+0750L+V.45mN+H.LLComb 0,397 0.740 0.820 +D+O75OLr+0750L+0.45mW+H.ILL Comb 0.425 0.506 1.378 +D+O75VL+0J508+O.45VW+H.LLComb 0.475 0,506 1.541 +D+0J50L+0J5VS+O.45OW+H.LLComb 0.475 0.566 1.541 +D+VJ50L+0J50G+O.450N+H.LLComb 0.4/5 0.560 1.541 +D+0J50L+VJ5OS+0.450W+H.LLComb 0.475 0.500 1.541 +D+0750L+OJ5O8+n.450W+H.LLComb 0,475 0.586 1.541 +D+U750L+O75VG+0.45VW+H.LLComb 0.475 0.560 1.541 +D+VJ50L+OJ5O8+O.450W+H.LLComb 0.475 0.500 1.541 +D+0J50L+VJ5OS+0.525VE+H.LLComb 0.475 0.568 1.541 +D+0J50L+OJ5OS+0.5250E+H.LLComb 0475 0,500 1.541 +D+OJ50L+O750G+0,5250E+H.LLComb 0.475 0.506 1.541 +D+OJ5OL+OJ5OV+0.5250E+H.LLComb 0.475 0.566 1.541 +O+OJ5OL+V7508+0.5250E+H.LLComb 0475 0.506 1.541 +D+V750L+OJ508+O.5250E+H.iLComb 0.475 0.500 1.541 +D+0J50L+0J5U8+O.5250E+H.LLComb 0.475 0.566 1.541 +0.60D+0.80W+0.00H 0134 0100 0435 +0.00D+0J0E+0.00H 0134 0100 0.435 OVn|y 0223 0.260 0.724 Lr Only,LL Comb Run<**4 0,037 -0323 0.736 L,Only,LL Comb Run(^L*) '0.017 0255 0.192 Lr Only,LL Comb Run I'Lu 0120 -0,008 0.928 b Only,LL Comb Run<L*1 0248 0.388 -0.056 L,Only,LL Comb Run(L^L) 0.200 0.065 0.078 Lr Only,LL Comb Run(LL^) 0.231 0.643 0.136 Lr Only,Li Comb Run(LLL) 0.289 0320 0.872 L Only,LL Comb Run(^^L) L Only,LL Comb Run(^L^) L Only,LL Comb Run(^LL) L Only,ILL Comb Run(L**) L Only,LL Comb Run<L*4 L Only,LL Comb Run(LL*) L Only,LL Comb Run(LU) SOn|y 0.338 0.400 1.009 VYOnly E0n|y HOn|y AHBLhnc. Project Title: 2215NSOthGhno Pm�o ID:~^ ��� � Su��N Project Tacoma WA 9840 File Q:QO16\2160337\20_STRkNON—CADXCALCs\.2CSK49—C.EC6 IN Description CONNECTOR ROOF COLUMNS Code References Calculations per NDS2O15. |BC2O15. CBC2O16.A8CE7'1O Load Combinations Used : IBC 2015 General Information Analysis Method Allowable Stress Design Wood Section Name 6x6 EndFixiUeo Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 # Wood Member Type Sawn (Used x,r non-sle^ue/ o/mmuu^s/ Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir' Larch Exact Depth 5,50 in {%orC*for Bending 1.8 Wood Grade No.1 Area 30.250 in^2 Cf»'C»for Compression 1.0 Fb'Tension 1.200�Opoi Fv 178.0 poi |^ 76.255 in^4 CfurCv for Tension 1'8 Fh'Compr 1.200.0poi Ft 825.0Poi |y 76255in^4 Cm:Wet Use Factor 1D Fo'Pd| 1.000.0poi Density 31.20 Pcf Incising Factors Ct:Temperature Factor 1.0 Fo'p»rp 625.0pxi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... »«B*ndinO y-Y8»ndinQ Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0woS/o,/ Basic 1.800.0 1.600.0 1.600.0koi Use Cr:Repetitive? No Minimum 50}O 58U8� � Brace condition for deflection(buoNing)along columns: X-X(wid axis: UnbramdLmngth for X-X Axis buckling=8 0ft,K=1�O yY(dopth)axis Untmnud Length for X-%Axis buckling=8.V it,K=1.O Applied Lo W Service loads \ d Load F t will be appliedf | | U Column self waight included:S2.433|ba°Dead Load Factor AXIAL LOADS. .. Axial Load at8.0M. D=D.728,Lr=UK,S=1.08Dk BENDING LOADS. .. Lot. Uniform Load creating Mxx,VV=O.04Dk/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axiu|+Bonding Stress Ratio = 0.07$$0:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+G+H Top along Y-Y OA80 k Bottom along yY 0,180 k Governing NOS Fomm|o Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location ofmaxohnobase O.O# Maximum SERVICE Load Lateral Deflections... N maximum location values are... A|ongyY 0D1360 in at 4�027 M obmmh000 Applied Axial 1�862k for load combination: +D+0420VY+H Applied Mx 0Ok� � Along OOin u� UO8 ubmmhaoo Applied My 8,8k� � � Fo:N|�mb|e 770.52psi �r|uadoombinuUon�n� Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01458 �1 8enndinu Compression Tension Load Combination +D+U�60VV+H Location ofmox.abmmbase 0.0A Applied Design Shear 4.760poi Allowable Shear 217.80poi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load C i CD C P Stress Ratio Status Location Stress Ratio Status Location . , AH8L�xProject Title: O���� �15N���� Project ID: ���0�� 8u��N Project~+Dmom: OVA hqm Tacoma WA 9840 El253.3 Printed:7 DEC 2016,5:21PM Description CONNECTOR ROOF COLUMNS Load Combination Results Maximum Axial+Bendinci Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @Bmm @ Top @Dmm @Tvp @Base +D+L+H k k 0J72k +D+Lr+H k k 1.702k +D+S+H k k 1.862k +D+0J/WLr+0J50L+H k k 1470k +O+0,50LNJ50S+x k k 1.590k +O+0,60W+H k 0.090 0,098k 0J72k +O+0.0E+H k k 0J72k +O+0J50Lr+0.750L+0.450W*H k 0.07 0.072k 1/70k +o+0J50L+0J5OS+0.450W+H k 0.07 0.072 k 1.590k +O+0J50L+0J50S+0,5250E+H k k 1.590k +0.80D+H0N+0,60H k 0196 0l96k 0.463k +HOD+OJ0E46OH h k 0.403k DOn|y k k 0.772k LrOnly k k 0.930k LOnly k k k SOoly k k 1.090k W Only k 0100 0180k k EOnly k k k H0n|y k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+L+H 0l000in 0.000M 0.000in 0.000k +D+b°H 0l000in 0.000h 0.000in 0.000M +D+S*H 0l000in 0.000ft 0.000in 0,0008 +D+0J50Lr+0.750L+H 0/000in 0.0008 0.00 in 0.000M +D+0J50U0J50S+H 0I000in 0,000h 0.00 in V.00VM +D+0420N+H 0.0000in 08008 0.014in 4.027M +D+0J0E+H 0.0000 in 0.000h 0.000 in 0.000 M +D+0J5VLr+0J50U0.420W+H 0.0000in 0.000h 0.014in 4,027M +D+0J50L+0J50G+0.420W+H 0.0000in 0.000M 0.014in 4.827M +D+0J50i+0J508+0.5250E+H 0.0000in 0.000M 0.000in 0,800R +0.60D+0.420W+0.00H 0.0000in 0.000M 0.014in 4.027A +0.00D+070E+0.00H 0.0000in 0.000h 0,000in 0,0008 AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Ord Sutie 300 Project Deser: Tacoma WA 98403 253.3 Punted:7 DEC 2016,5:21 PM File Q:12016VI60337120_STRWON-CADICALCs12CSK49-C.EC6 Wood Column ENERCALC,INC.1983-2016,Build:6.16,10,31,Ver:6.16.10.31 HELTM -IMMMi, Description CONNECTOR ROOF COLUMNS Sketches y M4%Loads Load i x 00 5.50 in Loads are total entered value.Arrows do riot reflect absolute direction AHBLhnc. Project Title: 2215N30�Ghae Pm�o |D� ~^ p" e��Doom: GuU �0 ' '~r~ Tacoma VA 9840 Description Check Existing Building Wall Studs Code References Calculations per NDS2015. IBC 2O15' CBC2O16.ASCE7-10 Load Combinations Used : |QC2U15 General Information Analysis Method Allowable Stress Design Wood Section Name 2n4 EndFixi(ioo Top& Bottom Pinned NondGmd|ng/Munof. Graded Lumber Overall Column Height &O M Wood Member Type Sawn (Used mrnm,'s*noe'calculations/ Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth 3.50 in 0orCv for Bending 1.50 Wood Grade No.2 Area 5.250 in^2 (Xo,Cv for Compression 1.150 Fb-Tonoion 800,8poi Fv 180.0 poi |x 5,358 in^4 C(orCv for Tension 1�50 Fh'Cnmpr 300,0poi Ft 575.0 psi |y O8844 io� Cm:Wet Use Fen�r 1.0 Fo'pd| 1.350�Opsi Density312U p� � Ct:Temperature Factor 1�0 Fo'p*rp 625�0poi Cfu:Flat Use Factor 1.0 E:Modulus nf Elasticity... »«Bending YY8«ndnO Axial xJ:Built-up columns 1�0 NOS/«x2 800io 1.600.0 1.800.0 1.6008koi Use Cr:Repetitive? No Minimum 5WO 580.0 Brace condition for deflection(buok| along columns: XX axis: Fully braced against buckling along X-X Axis Y-Y@eptWaxis: Unbraced Length for&X Axis buckling=80fl,K=1�O AppliedLoads Service loads entered. Load Fom will be applied for | | d Column self weight included :B]O|bs°Dead Load Factor AXIAL LOADS. .. Axial Load a(8�ft, D=0.2830 b=03770,S=0,4710 k BENDING LOADS.. . LmL Uniform Load creating Mx-x'VV 0D5180WM DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axiu|+8endinU Stress Ratio = 8.5812:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+O�GUVV+H Top along Y4 0,2064 k Bottom along YY 0.2064 k Governing NDSFomm|o Comp+ Mxx, NDS Eq. 3.0-3 Top along X-X OD k Bottom along X-X 0.0 k Location ofmux.ohmmbase 4.027h Maximum SERVICE Load Lateral Deflections... /#maximum location values are... A|unUY-v 0,3364 in at 4�027 it ohovebu»» Applied Axial 82921 k for load combination: +D+8.60VV+H Applied Mx 0.2477k-ft Along O O in u� O D M obmmhaoo Applied My D.Qk� � � Fo:W|owab|o 586�07poi for load combination:n/a Other Factors used mcalculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.08191 :1 Beundina Compression Ienmbm Load Combination +D+0.60VV+H Location ofmax.ahmwbase 0.08 Applied Design Shear 35.388pni Allowable Shear 388.0poi Load Combination ResuIts CombinationMaximum Axial+Bending Stress Ratios Maximum Shear Ratios Load CD C P Stress Ratio Status Location Stress Ratio Status Location HBLhnc. Project Title: 2215N3OthShoe E Project|D: ` p°���noxm: Su��0 Project Tacoma WA 98403 Description Check Existing Building Wall Studs Load Combination Results Maximum Axial+Bendinci Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions Note:Only �ommeuuonnare Uuted X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @[aao @ Tom KyBase K0Top @Bmm +Q+L+H k k 0292k +D+Lr+H k k 0.668k +O+S+H k k 0763k +D+0J50L,+0.750L+H k k 0.575k +D+0.750L+0J50S+H k k 0.645k +D+OSOVV+H k 0.124 0124k 0.292k +D+OJVE+H k k 0292k +D4750Lr+0J50L+0.450W+H k 0.093 0.093k 0.575k +D+0J501.+0J508+0,450W+x k 0.093 0.083k 0.045k +D+0750L+0J58D+0.5250E+H k k 0.845k +H0D+0,80W+0.00H k 0124 0124k 0175k +O00Q+030E+0.08H k k 01/5k DOn|y k k 0292k L,On|y k k 0377k LOn|y k k k SOn|y k k 0.471k Wnn|y k 0.200 0200k k EOn!y k k k HOn|y k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +n+L+H 0.0000in 0,000M 0.000in 0.000M +D+Lr+H 0.0000in 0.000M O.00Uin 0.000M +D+S+H 0.0000|n 0.0008 O.DVVin 0.000A +D+0J50Lr+0750L+H 0.0000|n V.VVO# O,OUOin 0.0008 +D+0J50L+0.7508+H 0.0000in 0.000M 0.000in 0.000K +D+0.00W+H 08000in 0.000A 0330in 4.07h +D+O.TVE+H 0.0000in 0.000M 0.000in 0.0008 +D+0J50L,+0760L+0.450N+H 0.0000in 0.000M 0.252in 4.027U +D+0.750L+0J50S+0.4500+H 0.0000in 0.000ft 0252in 4.027K +D+0J50L+0J50S+0.5250E+H 0.0000in 0.000# 0,000io 0800M +0.00D+0.60W+0.60H 0.0000in 0.0008 0336in 4.027It +0.60D+0J0E'0.00H 0.0000in 0.000M 0.000in 0.000M --- — HBLhnc. Project Title: ` 2215N%O�Shao Engineer: Pm�o |D: 0 M 8u��N Project"="°: Ord -�qnTacoma WA9840S File Q:\2016\216033A20—STR\NON—CAD�CALCsk2CSK49—C.EC6 Wood Column ENERCALC,INC.1983-2016,Build:6.16.10,31,Ver:6.16.10,3J1 Description Check Existing Building Wall Studs Sketches ' Mool-nuus cL ad x 00 zXq ^-136 m—~ Loads are total entered value,Arrows u^not reflect absolute direction, . ' AHBL Inc. Project Title: 2215 N 30th Street Project ID:� noom: Mh 8o��0 Project Tacoma VA 98403 0.31 tWood Column OEM Description Check Existing 5'-0"Opng Jamb Code References Calculations per ND82O15. |8C2O1B. CBC2O1O.AGCE7-10 Load Combinations Used : IBC 2015 General Information Analysis Method Allowable Stress Design Wood Section Name 2-2s4 EndFixiUou Top& Bottom Pinned NoodGmding/MunuL Graded Lumber Overall Column Height &O 0 Wood Member Type Sawn (useu I'm/non'4e^xe,caxvla»uns/ Exact Width 3,0 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth 3.58 in 0or{v for Bending 1,50 Wood Grade No2 Area 10.50in"2 CforCv for Compression 1.150 Fh'Tension 900.0poi Fv 180.0 poi |x 10.719 in^4 0orCv for Tension 1.50 Fh-Compr 900.0po| Ft 575.8Poi |y 7�75in^4 Cm:Wet Use Fudo, 1.0 Fo'pd| 1,350.0poi Density31.28 pof � Ci:Temperature Factor 1.0 Fo-Purp 825.0poi Ch:Flat Use Factor 1.0 E:Modulus of Elasticity... :«8onUing y-yB*nding Axial Kf:Built-up columns 1.O NOS/na2 Basic 1.600�0 1.600.0 1.000.0koi Use Cr:Repetitive? No Minimum 58OO GDO0� � Brace condition for deflection(buuNing)along columns: X-X(wid8Aaxis Fully braced against buckling along XXAxis Y-Y(dopth)axis UnbmcedLongth for X-X Axis buckling=G.8h.K=1D Applied L d Service loads te d Load Factors iU be applied0o | | U Column self weight included : 18.2O|bm^Dead Load Factor AXIAL LOADS. .. Axial Load od8.UfLD=Q�1BO8`Lr=U.2G3U.8=O.328Ok BENDING LOADS. . . Lat. Uniform Load creating Mx«,VV=O�i22GWd DESIGN SUMMARY Bending &Shear Check Results PASS Max,Axiu|+Bunding Stress Ratio = 0.5529:1 Maximum SERVICE Lateral Load Rmactivns.. Load Combination +D+0�80N+H Top along yY 0A904 k Bottom along Y-Y 0.4904 k Governing NOGFnmm|o Comp+ Mux, NDS Eq. 3.9-3 Top along X-X O�0 k Bottom along X-x O�O k Location ofmux.obovobase 3.9738 Maximum SERVICE Load Lateral Deflections... Ad maximum location values are... NooUyY 0,3888 in at 4,027 M obovmbuoo Applied Axial 01162k for load combination: +Q+0,60YV+H Applied Mx U5885k� � Along O O in o/ O O 8 ebmmbuvv Applied My O�Ok� � � Fo:N|mwah|o 588.07psi �r|oadoombioehon�n� Other Factors used tv calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.09730:1 fenuinu Compression Tension Load Combination +D+U,OOVV+H Location o(max.abmebase 0.0ft Applied Design Shear 42�034poi Allowable Shear 288.0poi Load Combination Results AHBLhnc. Project Title: 2215N3OthShoo Pm�o |D: Street Sutie 300 ' '�oj~ctneom: lad& Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:23PM Description Check Existing 5'-0"Opng Jamb Load Combination Results Maximum Axial+BendinQ Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress +Q+0750L+07508+0,450VV+H 1M& 0.240 0,4357 PASS 3,973ft 0D7298 PASS U# +D+0J50L+0758S+0,6250E+H 1.800 0140 0.07397 PASS Q.Uft 0.8 PASS 8.0h +0.00D+H0VY+H0H 1.600 0240 O�5448 PASS 3.873ft 0.08730 PASS O'UM +080D+030E+0.60H 1�800 0240 8.02073 PASS O,Oft 0.0 PASS 8.00 Maximum Reactions Note:Onlnon-zero reactions are|iutod X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @Bmm KyTop @Bmm KyTop @8mm +D+L+H k k 0216k +D+Lr+H k k 0.479k +D+S+H k k 0.545k +D+0J50Lr+0750L+H k k 0418k +D+8750L+0J50G+x k k 0.463k +O+HmN+H k 0.284 0294k 0216k +O+070E+11 k k 0210k +D+0J50L,+0J50L+0.450W+H k 0.221 0.221k 0.413k +D+0J50L+0,750S+0.450N+H k 0221 0.221k 0,463k +Q+0J50L+0750S+0.5250E+H k k 0.403k +H0D+0,60W+0,00x k 0.294 0.294k 0J30k +O80D+8J0E+0.60H k k 0J30k OOn|y k k 0216k LrOnh k k 0203k LQn|y h k k SDn|y k k 0.329k WOn|y k 0.490 0498k k EOn|y k k k HOn|y k k k Maximum Deflections for Load Combinations; Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+L+H 0.0000in 0.000ft 0.000 in 0.000M +D+Lr+H 0.0000io 0.000# 0800in 0.000O +D+8+H 0.0000in 0.000ft 0.000in 0,000M +D+0J5VLr+0J50L+H 0.0000|o 0.0008 0800 in 0.000h +D+0J50L+0J508+H 0.0000io 0.000h 0.000in 0.000M +D+0.60W+H 0.0000in 0.000M 0.400 in 4.078 +D+0J0E+H 0.0000|n 0.000h 0.000in 0.000It +D+0J5ULr+0J50L+0.450W+H 0.0000in 0.000M 0300 in 4.027M +O+0750L+0J50S+0.450N+H 08000in 0.000h 0.300 in 4.027U +D+0J50L+0J50G+0.5250E+H 0.0000in 0.000h 0.000in 0.000ft +0.00D+0.60m+0.60H 0.0000io 0.000h 0.400 in 4.027M +0.00D+0.70E+0.00H 0.0000io 0.000M 0.000in 0.000M AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:23PM File=Q:1201612160337120_STRWON_CADICALCs12CSK49-C.EC6 ENERCALC,INC.1983.2016,Build:6.16.10.31,Ver:6.16.10.31 r,rr Description: Check Existing 5'-0"Qpng Jamb Sketches Y M4* cads w+ j Load 1 x N M C:) of 06 tt L wl . i o uv,l LJ 3.o in Loads are total entered value.Arrows do riot reflect absolute direction. , AHBL Inc. Project Title: ZO5N3ONShno Project ID: Street Outie 300 Project C�t Deym: Tacoma WA 9840 File Q:\2016M60337\20-STRNON-CADICALCs\2CSK49-C.EC6 Description: Check Existing T-0"Opng Jamb Code References Calculations per NDS2O15. IBC 2015. CBC2O10.ASCE7-10 Load Combinations Used : IBC 2O15 General Information Analysis Method Allowable Stress Design Wood Section Name 2'2x4 EndFixiUna Top& Bottom Pinned NoodGmd|n00Woouf Graded Lumber Overall Column Height &O M Wood Member Type Sawn (u,eu for nnn'xenou/calcvm/m^s) Exact Width 3,0 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 3.50 in CforCv for Bending 1.50 Wood Grade No.2 Area 10.50 io^2 CforCv for Compression 1150 Fb'Tension 900.0poi Fv 180.0poi |x 10719 |o^4 0o.Cv for Tension 1.50 Fb-Compr 900.0pni Ft 575.8poi |y 7875in^4 Sm:Wet Use Fomor 1.0 ' Fo Pd| 1 358� �Dpoi Density 31 2O p� � . Ct:Temperature Factor 1�0 Fo-porp 625�Qpoi Sfu:Flat Use Factor 1.0 E:Modulus o{Elasticity... »«B»»dinQ yYBandinQ Axial Kf:Built-up columns 1'U NOS 1x3 2 8aam 1.600.0 1.000J0 1.800.0ksi Use Cr:Repetitive? No Minimum 5800 58O0� � Brace condition for deflection(buoNing)along columns: X-X axis: Fully braced against buckling along X-XAxb Y-YWeptWaxis Unbraced Length for x-X Axis buckling=&Uft,K=1�O Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 18.2O|bu^Dead Load Factor AXIAL LOADS. .. Axial Load ot80 ft, D=0.4840,b=H590,S=0.8240 k BENDING LOADS. .. Lat. Uniform Load uneahngMxx,VV 0.09030 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axia|+8ondinU Stress Ratio = O.4326:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+080N+H Top along YY 0,3612 k Bottom along Y-Y 0.3612 k GmemingND6Fomm|u Comp+ KXxu, ND8 Eq. 3.9-3 Top along XA 0.0 k Bottom along X-X 0.0 k Location ofmux.uhnvebase 4�027M Maximum SERVICE Load Lateral Deflections... At maximum location values are... AlnnUY-y 0,2943 in at 4,827 U abmmhoo* Applied Axial 0.5122k for load combination: +D+0G0W+H Applied Mx O4334kM � Along O O in u( O O Itahmmhaon Applied My O.Dk� � � Fv:AUmwaWo 590,07 �r|���mhim�on�mb Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.07167:i Bendina Compression Tension Load Combination +D+0�80VY+H Location ofmoxahovebase O.Oh Applied Design Shear 30.960psi Allowable Shear 288.0pvi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C F, Stress Ratio Status Location Stress Ratio Status Location +D+H 0,900 0.400 0,08725 PASS U.O# 0.0 PASS 8.0M +D+L+H 1.000 0.366 0.08586 PASS O.O# 8.0 PASS &OM +D+Lr+H 1.250 0.301 0.1912 PASS 0.08 O�U PASS 8.0M +Q+S+H 1A 50 0.324 0.2201 PASS D.O# 0.0 PASS 8.00 +D+075OLr+0J50L+H 1�250 0.301 0A043 PASS 8.0k 0.0 PASS B.UM +D+0J50L+0J50S+H 1.150 0.324 0.1861 PASS 0.0# 0.0 PASS 8.00 +D+0,60VV+H 1�680 0.240 0A328 PASS 4.0278 O�87167 PASS 0.00 +D+070E+H 1.800 0.240 0.08184 PASS U.O# 8.0 PASS 8.0M +D+0750Lr+8J501.+0.450VV+H 1�GOO 0.240 0.3732 PASS 3.878# O�85375 PASS 0.08 AHBILhnc. Project Title: N��� 2215N30�Sheo Pm�o |D: IM0�0�� ' � naxm: 11, Su��0 Project Tacoma WA 98403 File Q:\2016\2160337\20_STRkNO�LCADICALCs\2CSK49-C.EC6 Description Check Existing 3-0~OpngJamb Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P, Stress Ratio Status Location Stress Ratio Status Location +D+0750L+0J503+0450VV+H 1.800 0.240 O3878 PASS 3.973ft U5375 PASS 0�0O +D+0J50L+0J50S+0,5250E+H 1�600 O�240 0.1806 PASS O.Qft 0.0 PASS D.UR +0.60D+080W+0.90H 1.600 0.240 8.4146 PASS 4�027ft O�07167 PASS 0.00 +0.60D+0J0E+0.80H 1.600 0.240 0,04810 PASS O,8ft O�O PASS 8.00 Maximum Reactions Note:OnlymauUonpomlisted. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @8aoe @ Tom @8ouo @To» @Omm +D+L+H k k 0512h +o+Lr+H k k 1171k +D+S+H k k 1,330k +D+0.75OLr+0J50L+H k k 1.006k +O+0J50L+0]50S+x k k 1J30k +D+VOOW+H k 0.217 0.217k 0.512k +D+0J0E+H k k 0.512k +D+0J50Lr+0J50L+0450W+H k 0.103 0103k 1l00k +D+0J50L+07503+0.450W+H k 0163 0163k 1130k +D+0J50L+0J508+0.5250E+M k k 1.130k +0a0D+0,80W°0,80x k 0.217 0217k 0.307k +8.80D+0.70E+0,60H k k 0.307k oOn|y k k 0.512 k L,Onh k k 0.659k LOn|y k k k DOn|y k k 0.824k YYOnly k 0.301 0.361k h EOn|y k k k HOn|y k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+L+H 0.0000io 0.000ft 0.000in 0.000M +D+Lr+H 0.0000in 0.0008 0.000io 0.000M +D+G+H 0,0000in 0.0000 O.OVVin 0.000h +D+0J50Lr+0750L+H 0.0000in 0.000M 0.000in 0D00M +D+0J50L+0J508+H 0.0000in 0.0000 0.000in 0.000M +D+V.VVW+H 0.0000in 0.0008 0294in 4.027M +D+0J0E+H 0.0000in 0.000M O.OVOin 0.000K +D+075OLr+0J50L+0.450W+H 0.0000in 0.000M 0.221io 4,027M +D+0J50L+0J50S+0.450m+H 0.0000in 0,0000 0221in 4.027h +D+0J50L+0J50S+0.5250E+H 0.0000in 0.000M 0800 |o 0,000M +0.00D+0.60W+0.00H 0,0000io 0.000M 0294in 4.027M +0.60D+0J0E+0.00H 0.0000in 0.000M 0800 |n 0.000M AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: lambTacoma WA 98403 253.3 Printed:7 DEC 2016,5:24PM File=Q:1201612160337120_STRWON_CADICALCs12CSK49-C.EC6 [Wood Column E M ENERCALC,INC.1983.2016,Build:6.16.10.31,Ver.6.16.10.31 1.11 0 Description: Check Exisfing T-O"Qlrng Jamb Sketches v WwLoads t vsd 1 x f M 00 II `r t S 3.01n Loads are total entered value.Arrows do not reflect absolute direction. I I i I I I' i AHBL Inc, Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 s� 253.3 Printed:7 DEC 2016,5:24PM Wood ColumnFile=Q:1201612160337120_STRINON_CADICALCs12CSK49-C.EC6 ENERCALC,INC.1983-2016,Build:6.16,10.31,Ver:6.16.10.31 Description: Check Existing Column at Girder Truss Reaction Code References Calculations per NDS 2015 IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width� .50 in Allow Stress Modification Factors Wood Sp g oulas Fir-Larch Species Di Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 15.750 in^2 Cf or Cv for Compression 1.150 Fb-Tension 900,0 psi Fv 180.0 psi Ix 16.078 in^4 Cf or Cv for Tension 1.50 r 900.0 Fb-Com Ft 575.0 psi s p pi p ly 26.578 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity,,, x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS)5A2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced agaunst buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :27,30 lbs*Dead Load Factor AXIAL LOADS. .. Axial Load at 8.0 ft, D=2,395, Lr=3.193,S=3,992 k BENDING LOADS. . . Lat. Uniforin Load creating Mx-x,W=0.05160 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7042 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.2064 k Bottom along Y-Y 0.2064 k Governing NDS Forumla Corrip Only, fc/Fc' Top along X-X 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1121 in at 4.027 ft above base Applied Axial 6.414 k for load combination: +D+0.60W+H Applied Mx 0,0 k ft Along X-X 0,0 in at 0.0 ft above base Applied My 0.0 k-ft for load combination:n/a Fc:Allowable 578.30 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.02730 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 11.794 psi j Allowable Shear 288.0 psi I Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.400 0,2751 PASS 0.0ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.366 0.2707 PASS 0.0ft 0.0 PASS 8.0 ft +D+Lr+I-I 1.250 0.301 0.6110 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1,150 0.324 0.7042 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0,750Lr+0,750L+H 1.250 0.301 0.5241 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0,324 0.5947 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.240 0.2643 PASS 4.027 ft 0.02730 PASS 0.0 ft +D+0.70E+H 1,600 0.240 0.2580 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0,750Lr+0.750L+0,450W+H 1.600 0.240 0.5131 PASS 0,0 ft 0.02048 PASS 0.0 ft I - - - . ' AHBL Inc. Project Title: �� �15N���� Project ID: �� ' � neom Gu��N Project : Tacoma MN98403 File Q:\2016�216033Tt2O-STRkNON-CAD\CALCs\2CSK4�9-C.EC6 . jE J Description Check Existing Column at Girder Truss Reaction Load Combination Results Maximum Axial+Bendina Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions Note: Only reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination KyBase @Toy @8oao @ Tow @8nm^ +D+L+H k h e.422k +D+L,+H k k 5.015k +O+8+M k h 0414k +O+0J5OL+0J60L+H k k 4.017k +D+0750L+0350S+H k k 5.416k +D460W+H k 0,124 0124k 2.422k +D+0J0E+H k k 2A22k +D+0.750Lr+0Je0L+0450w+H k 0.093 0.093k 4.817k +D+0J5OL+0758G+0,450W+H k 0.093 0.083k 5.416k +D+0J50L+U75OS45Z50E+H k k 5.410k 460O+080W+0.00H k 0124 0J24k 1453k +0.80O+O70E+HOH k k 1.453k DOn|v k k 2.422k L,On|y k k 3J93k LOn|y k k k GOn|y k k 3.992k WOn|y k 0200 0208k k EOn|y k k k HOn|y k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+L+H 0,0000|n 0.000M 0.000in 0.000R +D+Lr+H 0.0000in 0.000k 0800in 0.000h +D+O+H 0.0000in 0.000ft OuUOio 0.000M +D+0J50Lr+0J50L+H 0.0000|n 0.000ft 0.000in O.00VU +D+0J50L+0J508+H 0.0000io 0.000M 0.000in 0.0008 +D+VfVW+H 0.0000in 0.0000 0112in 4.027V +D+0J0E+H 0.0000in 0.000O 0.000in 0.000U +D+0J50r+0J50L+0.450M+H 0.0000in 0,000k 0.004in 4.027h +D+0J50L+0J50G+0.450W+H 0.0000|n 0.000M 0.084io 4,0278 +D+0J50L+0J50S+0.5250E+H 0.0000|n 0.000K 0.000in 0.000h +0.00D+080W+0.00H 0.0000in 0.000M 0.112 in 4,0278 +0.00D+0J0E+0.00H 0.0000|n 0.000M 0.000in 0.000h AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:24PM File Q:\2016\2160337120 STR\NON CADXCAL - ' Wood Column ENIERCALC,INC.1983-2016,Build:6,16.10,31,Ver:6.16.10.31 Description Check Existing Column at Girder Truss Reaction Sketches Wx(Loacls y x 00 3-2x4 4.50 in Owwwl Loads are total entered Value.Arrows do not reflect absolute direction. --- - AHBLhnc. Project Title: N���D�� 2215N3O�Ghoo Pm�o |D: ����� ~. _ 8u��N n�emuv�.: lad& Tacoma WA 9840 253.3 Printed:7 DEC 2016,5:25PM Description Check EximUng Headers(5''0' Nun'bomdng) CODE REFERENCES Calculations perND8 2015. |BC2O15. CBC201G.AGCE7-1O Load Combination Set: |QC2O15 Material Properties Analysis Method: Allowable Stress Design Fb-Tenoion &OO�Opoi E:Modulus o/Elasticity Load Combination 18C2O15 Fb'Compr 900.8poi Ehend'xx 1.800.Okoi Fo-Pd| 1.350,0poi Eminbond'xx 580.Ukoi Wood Species Doug|unFir-Lamh Fo-Perp 825.0pui Wood Grade No.2 Fv 180.0pxi Ft 575.0poi Density 3120pef Beam Bracing Beam ia Fully Braced against late nm|-toreiunaIbuckling 2-2x6 Span~5.333 ft Applied Loads Service loads entered. Load Factors will be appliedh` | | i Uniform Load: D=O81b0. b=U.00. S=O.O25Oksf, ThbutaryVWdth=4.Qh DESIGN SUMMARY Maximurn Bending Stress Ratio 0.336 1 Maximum Shear Stress Ratio 0.156 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 2.667ft Location of maximum on span 4.885 ft Span#where maximum occurs Span#I Span#where maximum occurs Span 1 Maximum Deflection Maximum Forces &Stresses for Load Combinations-- Load +D+H 0.00 0.00 0.00 0.00 Length=5.333M 1 0161 0.075 0.90 1,300 1.00 1.00 1.00 1.00 1.00 021 169.24 1053.00 013 12.10 102.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.3338 1 0145 0.067 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.21 169.24 110.00 013 1210 100.00 +D+b+H 1.300 1.00 1/0 1{0 1/0 1{0 0.00 0l0 0.00 0.00 Length=S.333M 1 0.270 0120 1.25 1.300 1.00 1.00 1.00 1{0 1.00 0,50 394.00 140.50 0.31 0.24 225.00 +D+8+H 1.300 1l0 1{0 110 11* 1{0 0.00 010 0.00 0.00 Length`5.3338 1 0.835 0150 1.15 1.300 1.00 1.00 1.00 1/0 1.00 0.57 451.29 1345.50 0.30 32.27 207.00 +D+ J5Ob+O.750L+H 1.300 110 110 110 1{0 110 0.00 0.00 0.00 0.00 Length=5.333M 1 0.231 0108 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.43 338/7 1462.50 0.27 24.21 225.00 +D+ J50+ J50S+H 1.300 1.00 1/0 1{0 1.00 110 0.00 0.00 0.00 0.00 AHBLhnc. Project Title: ' ^ 0���@�� ��15N3ONShoo Engineer: pm�o |D� ��0��/ `~ ���n"�c Gu��0 ' '�`~ Tacoma VA 98403 File Q:\2016�2160337\20-STRINON-CAD\CALCs\2CSK49-C.EC6 Description Check Exisfing Headers(6-0"Non-bearing) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Gpon# -M----V- Cd Cnw Ci Cr Cm C ( CL m fb Fh V fv Fv Length=5.3338 1 0.080 0,042 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0,21 169.24 1072.00 013 1210 208.00 +D+00E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.33 It 1 0.090 0.042 110 1.300 1.00 110 110 1{0 1{0 021 169.2 102{0 0.13 12.10 288.00 1,30$ 110 110 1.00 1l0 1{* 0.00 0.00 0.00 0.00 Length=5.3338 1 0.181 0.084 1/0 1.30 1.00 1.00 1.00 1.00 1{0 043 338.47 1072.00 027 24.21 288.00 1,300 1]0 1{0 1l0 1.00 1{0 0.00 0.00 0.00 0.00 Length=5.333M 1 0.203 0.095 1.60 1.300 1/0 1{0 110 1l0 1{0 0.48 380.78 1872.00 030 27.2 288.00 +D+0J50L+0.750G+0.5250E+H 1.300 1l0 1/0 1l0 1.00 110 0.00 0.00 0.00 0.00 Length=5.333M 1 0.03 0,095 1.00 1,300 1.00 1.00 1.00 1{0 1.00 0.40 380./8 1872.00 0.30 27.23 288{0 +0.60D+0.00N+0{0H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 OfN V/N 0.00 Length=5.3338 1 0.054 0.05 1]0 1.300 1.00 1.00 1.00 1.00 1.00 013 101.54 1872{0 0{0 7.20 288l0 +0.60]+0J0E+ .6OH 1.300 1l0 110 110 1l0 110 0.00 0.00 0.00 0.00 Length=5.3338 1 0.054 0.025 1.60 1.300 1.00 1.00 1.00 1.00 1.00 013 101.54 1872{0 0I8 7.20 288l0 Overall Maximum Deflections Load Combination Span Max.%"Defi Location in Span Load Combination Max.Y'Defl Location in Span Vertical Re actions Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 OvemUM|Nimum 0{90 0.096 +D+H 0100 0.160 +D+L+H 0.100 0100 +D+Lr+H 0.373 0,37 +D+G+H 0427 0/27 +D+0J5VLr+0J50L+H 0.320 0320 +D+0J50L+0J508+H 0.360 0360 +D+O.00W+H 0J00 0J00 +D+OJOE+H 0.100 0100 +D+0J5OLr+0J50L+0.450W+H 0.320 0.320 +O+0J50L+0.750S+0.450N+H 0.360 0.300 +D+0750L+0.7508+0.5250E+H 0.300 0.360 +0.60D+080W+0.00H 0.090 0.086 +0.60D+0J0E+0.60H 0.096 0.080 DOn|y 0.100 0.160 LrOn|y 0213 0213 L0nly S0o|y 0267 0.207 VVOnly EOo|y HUn|y AHBL Inc. Project Title: W 2215 N 30th Street Engineer: Project ID: Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:25PM File QA2016\216033A20-STR\N0N_CAD1CALCs\2CSK49-C.EC6 Wood Beam ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 LIM iiiiiIill It gipliligpil lisgi 111 glz� MENMEM Description Check Existing Headers(3'-0"Searing) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 If Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species Douglas Fir- Larch Fe-Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pef Beam Bracing Beam is Fully Braced against lateral-torsional buckling (0.211875)Lr 0.2625)S(O.353125 2-2x6 Span=3.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.01 50, Lr=0.020, S=0.0250 ksf, Tributary Width=14.125 ft DESIGN SUMMARY nnmm��� Maximum Bending Stress Ratio 0.46a 1 Maximum Shear Stress Ratio 0.302 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fla:Actual = 622.47psi fv:Actual = 62.48 psi FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1,667ft Location of maximum on span = 2,883 ft Span#where maximum occurs = Span#I Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0,015 in Ratio= 2698>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.024 in Ratio= 1686>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C I Cr C rn C t C L M fb Fla V fV Fv +D+H 0.00 0.00 0.00 0.00 Length=3.333 It 1 0.222 0.145 0.90 1,300 1.00 1.00 1.00 1.00 1.00 0,29 233.42 1053.00 0.26 23.43 162.00 +D+L+H 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.200 0.130 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0,29 233.42 1170.00 0.26 23.43 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3,333 ft 1 0.372 0.243 1.26 1.300 1.00 1.00 1.00 1.00 1.00 0.69 544.66 1462.50 0.60 54.67 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.463 0.302 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.78 622.47 1345.50 0.69 62.48 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.319 0.208 1.25 1,300 1.00 1.00 1.00 1.00 1.00 0.59 466.85 1462.50 0.52 46.86 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.390 0.255 1.15 1,300 1.00 1.00 1.00 1.00 1.00 0.66 525.20 1345.50 0.58 52.72 207.00 AHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: I Sutie 300 Project Descr: OVA ma Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:25PM File=Q:120161216033A20_STRWON_CADICALCs12CSK49-C.EC6 ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 Description: Check Existing[leaders(T-0"°Bearing) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V tv F'v +D+0.60W+H 1.300 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.125 0.081 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 233.42 1872.00 0.26 23.43 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.125 0.081 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 233.42 1872.00 0,26 23.43 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.249 0.163 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.59 466.85 1872.00 0.52 46.86 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.281 0.183 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.66 525.20 1872.00 0.58 52.72 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.281 0.183 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.66 525.20 1872.00 0.58 52.72 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 j Length=3.333 ft 1 0,075 0.049 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 140.05 1872.00 0.15 14.06 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.333 ft 1 0.075 0.049 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 140.05 1872.00 0.15 14.06 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0237 1.679 0.0000 0.000 Vertical Reactloilis Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.942 0.942 Overall MINimum 0.212 0.212 +D+H 0.353 0.353 +D+L+H 0.353 0.353 +D+Lr+H 0.824 0.824 +D+S+H 0.942 0.942 +D+0.750Lr+0.750L+H 0.706 0.706 +D+0.750L+0.750S+H 0,794 0.794 +D+0.60W+H 0.353 0.353 +D+0.70E+H 0.353 0,353 +D+0.750Lr+0.750L+0.450W+H 0.706 0.706 +D+0.750L+0.750S+0.450W+H 0.794 0.794 +D+0.750L+0.750S+0.5250E+H 0.794 0.794 +0.60D+0.60W+0.60H 0.212 0.212 +0.60D+0.70E+0.60H 0.212 0,212 D Only 0.353 0,353 Lr Only 0.471 0.471 L Only S Only 0.588 0.588 W Only E Only H Only I I AHBL Inc. Project Title: a UM 2215 N 30th Street Engineer: Project ID: mh, Sutie 300 Project Descr: Tacoma WA 98403 136% 253.3 Printed:7 DEC 2016,5:26PM File=Q:1201612160337120_STRINON_CADICALCs\2CSK49-C.EC6 Im ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver.6.16.10.31 till6• e Description: WOOD DECKING CODE REFERENCES' Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 I Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 1 BC 2015 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fe-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing Completely Unbraced Repetitive Member Stress Increase D O.015 L O1 1 ♦.. _. __. --.. _. -.-_ _.. ..._.. 12.0 x 1.50 I I Span=1.333 ft _ _ I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform toad: D=0.0150, L=0.10, Tributary Width= 1.0 ft DESIGN SUMMARY r • � � Maximum Bending Stress Ratio - 0.057`. 1 Maximum Shear Stress Ratio 0.037 : 1 Section used for this span 12.0 X 1.50 Section used for this span 12.0 X 1.50 fb:Actual = 70.42psi fv:Actual = 5.40 psi FB:Allowable = 1,242.00psi Fv:Allowable = 144.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 0.667ft 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 0.001 in Ratio= '11484>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.002 in Ratio= 9658>=240, Max Upward Total Deflection 0.000 in Ratio= G:;n<240.0 Maximum Farces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0.010 0.007 0.90 1.500 0.80 1.15 1.00 1.00 1.00 0.00 11.19 1117.80 0.01 0.86 129.60 +D+L+H 1,500 0.80 1.15 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=1.333 ft 1 0.057 0.037 1.00 1.500 0.80 1.15 1.00 1.00 1.00 0.03 70.42 1242.00 0.06 5.40 144.00 +D+Lr+H 1.500 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0.007 0.005 1.25 1.500 0.80 1.15 1.00 1.00 1.00 0.00 11.19 1552.50 0.01 0.86 180.00 +D+S+H 1.500 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0,008 0.005 1.15 1.500 0.80 1.15 1.00 1.00 1.00 0.00 11.19 1428.30 0.01 0.86 165.60 +D+0.750Lr+0.750L+H 1.500 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0.036 0.024 1.25 1.500 0.80 1.15 1.00 1.00 1.00 0.02 55.62 1552.50 0.05 4.26 180.00 +D+0.750L+0.750S+H 1.500 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 AHBLhnc. Project Title: 2215NJOthGhae Engineer: pm�c ID:Str eet Sutie 300 ' '�oj`~'noom: ° Tacoma WN9840 File Q:�2016060337\20_STRkNO�LCADkCALCs�2GSK49-C.EC6 Description WOOD DECKING Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CV Cpm Ci Cr Cm C t CL M fb F'h V h F'v +u+o.00W+n 1.500 0.80 ,.,o ,.ov /.vv /uv 0.00 0.00 ouo ouv Length=1.333h 1 0.008 0.004 1.00 1.500 0.80 1.15 1.00 1.00 1.00 0.00 1118 1987.20 0.01 0.00 230.40 +D+0.70E+H 1.500 0.80 1.15 1/0 1.00 1{0 0.00 0.00 0.00 0.00 Length=1.3338 1 0.006 0.004 1.60 1.500 0.00 115 1.00 1.00 1{0 0.00 11.19 1987.0 0.01 0.80 230.40 +00 1.500 0]0 115 1l0 1{0 1{0 0.00 00 0.00 0.00 Length=1.33BM 1 0.02 0.018 1t0 1.500 0.80 115 1.00 11* 1{0 0.02 55.62 1987.20 0.05 4.26 230.40 1.500 0.80 1.15 1l0 1{0 1/0 0.00 00 0.00 0.00 Length=1.3338 1 0.02 0.019 1.60 1,500 0.80 115 1l0 110 1{0 0.02 55.62 18020 0.05 426 230.40 +D+0.750L+0.750S+0.5250E+H 1.500 0{0 1.15 1l0 110 1/0 0.00 0.00 0.00 0.00 Length=1.333# 1 0.028 0.019 1.00 1.500 0.00 115 1.00 1.00 1l0 0.02 55.02 188720 0.05 4.26 230.40 1.500 0.80 115 1.00 1{0 1I0 0.00 0l0 0.00 0.00 Length=1.333# 1 0.003 0.00 1/0 1.500 0.80 115 1{0 110 1.00 0.00 6.72 198720 001 0.51 230.40 +0.60D+0.0E+0.00H 1.500 0.80 115 1.00 1{0 1I0 0.00 0.00 0.00 0.00 Length=1.333M 1 0,003 0.00 1.60 1,500 0}0 115 1l0 1.00 1l0 0{0 6.72 1887.20 0l1 0j1 230.40 Overall Maximum Deflections Load Combination Span Max,"-"Defl Location in Span Load Combination Max.Y'Defi Location in Span Vertical Reactions Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 8voraUM|Nimum 0.008 0.008 +D+H 0.018 0.013 +D+L+H 0.079 0.079 +D+Lr+H 0.013 0.013 +D+8+H 0813 0.013 +D+0750Lr+0.750L+H 0.063 0.003 +D+0J50L+0J50$+H 0.063 0.003 +D+0.60m+H 0.013 0.013 +D+OJOBH 0.013 0.013 +D+0J50Lr+0J50L+0.450W+H 0.003 0.063 +D+0J50L+0J50S+0.450W+H 0.003 0.063 +D+0J50L+0J508+0.5250E+H 0.003 0.003 +0.00O+0.60W+080H 0.008 0.008 +0.60D+0J0E+0.00H 0.008 0.008 DOo|y 0.013 0.013 irOoly L0o|y 0.067 0.007 SOn|y YVOnly EOn|y HOn|y OHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID:N ,Sutie 300 Project Descr: Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:26PM [ File Q:\2016\216033MO-STRkNON-CADICALCs\2CSK49-C.EC6 Wood Beam ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 Description DECK/RAMP JOISTS(TO 5-FEET) CODE REFERENCES_____ Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900,0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species Douglas Fir-Larch Fe-Perp 625,O psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pef Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 6(0.019995 Q0.1 333) 2X6 Span=5.0 ft Applied Loads Service loads entered, Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0,0150, L=0.10 ksf, Tributary Width 1.333 ft D-ESIGNISUMMARY Maxinnum Bending Stress Ratio 0.714.- 1 Maxinnum Shear Stress Ratio = 0.400 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 769.00psi fv:Actual = 57.63 psi FB:Allowable = 1,076,40psi Fv:Allowable = 144.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.500ft 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 0.060 in Ratio= 1005>=360 Max Upward Transient Deflection 0.000 in Ratio= ft<360 Max Downward Total Deflection 0,069 in Ratio= 864>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations ..................... Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fV Fv +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0,111 0.062 0.90 1.300 0.80 1.15 1.00 1.00 1.00 0.07 108.01 968.76 0.04 8.09 129.60 +D+L+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.714 0.400 1.00 1.300 0.80 1.15 1.00 1.00 1.00 0.48 7%00 1076.40 0.32 57.63 144.00 +D+Lr+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.080 0.045 1.25 1.300 0.80 1.15 1.00 1.00 1.00 0,07 108.01 1345.50 0.04 8.09 180.00 +D+S+H 1.300 0.80 11.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.087 0.049 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.07 108.01 1237.86 0.04 8.09 165.60 +D+0.750Lr+0.750L+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 It 1 0.449 0.251 1.25 1.300 0.80 1.15 1.00 1.00 1.00 0.38 603.76 1345.50 0.25 45.24 180.00 +D+0.750L+0.750S+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 FM AHBL Inc, Project Title: IEI 2215 N 30th Street Engineer: Project ID: NO Sutie 300 Project Descr: mg �4m Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:26PM File=Q:QOi612160337\20-STR\NON�-CADkCAL(,sk2CSK49-C.EC6'. C'C' am 33'�ICV'e r:6'1;6.it 0.�31 Description DECKIRAMP JOISTS(TO 5-FEET) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# IM V C d C FN C 1 Cr C m C t C L M fb F'b V fv F'v Length=5.0 ft 1 0,488 0.273 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.38 603.76 1237.86 0.25 45.24 165.60 +D+0.60W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.063 0.035 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.07 108.01 1722.24 0.04 8.09 230.40 +D+0.70E+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.063 0.035 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0,07 108.01 1722.24 0.04 8.09 230.40 +D+0.750Lr+0.750L+0.450W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.351 0.196 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0,38 603.76 1722.24 0.25 45.24 230.40 +D+0.750L+0.750S+0.450W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.351 0.196 1.60 1,300 0.80 1.15 1.00 1.00 1.00 0.38 603.76 1722.24 0.25 45.24 230.40 +D+0.750L+0.750S+0.5250E+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0,351 0.196 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0,38 603.76 1722.24 0.25 45.24 230.40 +0.60D+0.60W+0.60H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.038 0.021 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.04 64.81 1722.24 0.03 4.86 230.40 +0.60D+0.70E+0.60H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0,038 0.021 1.60 1,300 0.80 1.15 1.00 1.00 1.00 0,04 64.81 1722.24 0.03 4.86 230.40 Overall Maximum Deflections Load Combination Span Max,"-"Defi Location in Span Load Combination Max.'Y'Defl Location in Span +D+L+H 1 0.0694 2.518 0.0000 0.000 Vertical Reactions-- Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXImum 0.388 0.388 Overall MINimum 0,033 0.033 +D+H 0.054 0.054 +D+L+H 0.388 0.388 +D+Lr+H 0.054 0.054 +D+S+H 0.054 0.054 +D+0.750Lr+0.750L+H 0.304 0.304 +D+0.750L+0.750S+H 0.304 0.304 +D+0.60W+H 0,054 0.054 +D+0,70E+H 0.054 0.054 +D+0.750Lr+0.750L+0.450W+H 0.304 0.304 +D+0.750L+0.750S+0.450W+H 0.304 0.304 +D+0.750L+0,750S+0.5250E+H 0.304 0.304 +0.60D+0.60W+0.60H 0.033 0.033 +0.60D+0.70E+0.60H 0.033 0.033 D Only 0.054 0.054 Lr Only L Only 0.333 0.333 S Only W Only E Only H Only AHBL Inc. Project Title: Project ID: 2215 N 30th Street Engineer: 02M Sutie 300 Project Descr: lad& Tacoma WA 98403 253.3 Printed:7 DEC 2016,5:27PM File=Q:12016Ql60337120-STR\NON-CADkCALCs\2CSK49-C.EC6 Wood Beam ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 RIM i OEM Description DECKIRAMP JOISTS(TO 7'2-FEET) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species Douglas Fir- Larch Fc-Perip 625.0 psi Wood Grade No.2 Fv 180,0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D 0.019995 L(0.1333) ------------ A" W Span=7167 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. ------------- Beam self weight calculated and added to loads Uniform Load: D=H150, L.=0.10 ksf, Tributary Width=1.333 ft DESIGN SUMMARY --------------------- Maximum Bending Stress Ratio = 0.91111 I Maximum Shear Stress Ratio = 0.445 : 1 Section used for this span 2x:8 Section used for this span 2x8 fb:Actual 912.57psi fv:Actual 64,02 psi FB:Allowable = 993.60psi Fv:Allowable = 144.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.583ft Location of maximum on span = 0,000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#I Maximum Deflection Max Downward Transient Deflection 0.110 in Ratio= 782>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.128 in Ratio= 670>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V tv Fv +D+H 0.00 0.00 0.00 0.00 Length=7.167 ft 1 0.147 0.071 0.90 1.200 0.80 1.15 1.00 1.00 1.00 0.14 131.04 894.24 0.07 9.19 129.60 +D+L+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.167 ft 1 0.918 0.445 1.00 1.200 0.80 1.15 1.00 1.00 1.00 1.00 912.57 993.60 0.46 64.02 144.00 +D+Lr+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.167 ft 1 0.106 0.051 1.25 1.200 0.80 1.15 1.00 1.00 1.00 0.14 131.04 1242.00 0.07 9.19 180.00 +D+S+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.167 ft 1 0.115 0.056 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0,14 131.04 1142.64 0.07 9.19 165.60 +D+0.750Lr+0.750L+H 1.200 0.80 1.15 11,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.167 ft 1 0.577 0.280 1.25 1.200 0.80 1.15 1.00 1.00 1.00 0,79 717.19 1242.00 0.36 50.31 180.00 +D+0.750L+0.750S+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 FOiAHBL Inc. Project Title: 2215 N 30th Street Engineer: Project ID: Sutie 300 Protect Descr: Tacoma WA 98403 lad& 253.3 Printed:7 DEC 2016,5:27PM File=Q:12016I2160337120_STRWDN_CADICALCs12CSK49-C.EC6 Im ENERCALC,INC.1983.2016,Build:6.16.10.31,Ver:6.16.10.31 e Description: DECKIRAMP JOISTS(TO 72-FEET) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C I Cr C m C t C L M fb Fb V fv Fv Length=7.167 ft 1 0.628 0.304 1.15 1,200 0.80 1.15 1.00 1.00 1.00 0.79 717.19 1142.64 0.36 50.31 165.60 +D+0.60W+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.167 ft 1 0.082 0.040 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.14 131.04 1589.76 0.07 9.19 230.40 +D+0.70E+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.167 ft 1 0.082 0.040 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.14 131.04 1589.76 0.07 9.19 230.40 ( +D+0.750Lr+0.750L+0.450W+H 1,200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.167 ft 1 0.451 0.218 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.79 717.19 1589.76 0,36 50.31 230.40 +D+0.750L+0.750S+0.450W+H 1,200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.167 ft 1 0.451 0,218 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0,79 717.19 1589.76 0.36 50.31 230.40 +D+0,750L+0.750S+0.5250E+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.167 ft 1 0.451 0,218 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0,79 717.19 1589.76 0.36 50.31 230.40 +0.60D+0.60W+0,60H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.167 ft 1 0.049 0.024 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0,09 78.63 1589.76 0.04 5.52 230.40 +0.60D+0.70E+0.60H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.167 ft 1 0.049 0.024 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.09 78.63 1589.76 0.04 5.52 230.40 Overall Maximum Deflections- Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1283 3,610 0.0000 0,000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.558 0.558 Overall MINimum 0.048 0.048 +D+H 0.080 0.080 +D+L+H 0.558 0.558 +D+Lr+H 0.080 0.080 +D+S+H 0.080 0.080 +D+0.750Lr+0.750L+H 0.438 0.438 +D+0.750L+0.750S+H 0.438 0.438 +D+0.60W+H 0.080 0.080 +D+0.70E+H 0.080 0.080 +D+0.750Lr+0.750L+0.450W+H 0.438 0.438 +D+0.750L+0.750S+0.450W+H 0.438 0,438 +D+0.750L+0.750S+0.5250E+H 0.438 0.438 +0.60D+0.60W+0.60H 0.048 0.048 +0.60D+0.70E+0.60H 0.048 0.048 D Only 0.080 0.080 Lr Only L Only 0.478 0.478 S Only W Only E Only H Only ������ Wv9PN41�^,� ..._... ._. II��1;;,°„" "" � R REPOwr rL Level,Floor:Joist at Fitness MASSED V 1 pieces) 11 7/8 TJI@ 360 @ 16 OC Overall Length: 15'1 1/4" 0 B 1 PNIMD NhtAU fWM\UtlW,.TY4�lU'UIXtlM1tl19tlWY00oY�pfi�4V14(PPIY�AYrtONllI'J!IT.MW PO UN\6'SI hNN!1\�IU14fillY111JWINPJNUN6NbIH NU'WINnG MWJIN�IOb�NIii60APWN��rvMdSi111Y�WA�AYOA\Y�M1IO 1 AI IONNIN NN 4NI 016w pN14l�N.F. A19NIYM'ii YdMI�N\tlNlq! f 1 1 l � �M,.."��,A",��„o�,•oe,N��n,����.,ri���u��.aUm.�Mn�„m•�u1��soaA�,�uu�,naN.�nud•�h��A���,,,�n•v�tia���w�,��,��.�����,r,����������,,,,n���m„��,.�.,•n�,���mn�.�nnu�u� 14'6" ; 21 I � Q All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1110 @ 6" 1110(1.87") Passed(100%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 1110 @ 6" 1705 Passed(65%) 1.00 1.0 D+1.0 L(All Spans) Building use:Residential Moment(Ft-Ibs) 4018 @ 7'8 7/8" 6180 Passed(65%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.348 @ 7'8 7/8" 0.362 Passed(L/499) 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.400 @ 7'8 7/8" 0.724 1 Passed(L/434) 1.0 D+1.0 L(All Spans) TJ-ProT"Rating 53 50 Passed • Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'7"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 14'7"o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that is nailed down. • Additional considerations for the TJ-Pro'"Rating include:1/2"Gypsum ceiling. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories Live i-Hanger on Single 2X OF plate 6.00" Hanger' 1.87"/ 2 155 1032 1187 See note 1 2-Beam-GLB 2.50" 2.50" 1.951, 147 982 1129 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories i-Top Mount Hanger ITS2.37/11,88 f 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 15'1 1/4" 16" 15.0 100.0 Weyerhaeuser Notes (LS)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �f Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 2/7/201 6 5:40:10 PM Andy Pflueger -- Forte v5.2, Design Engine:V6.6.0.14 AHBL 2160337 Sea Glass Village_2015.4te (253)383-2422 aptlueger@ahbl.corn Page 1 of 1 ""' MEMBER REPORT Level,Floor.Drop Beam PASSED V '' 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam Overall Length: 10'6" n d'n r ((� I) 10'6" V, =I I lam" ........... All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 9135 @ 1 1/4" 9161(2.75") Passed(100%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(Ibs) 6996 @ 1'2 3/4" 10865 Passed(64%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-Ibs) 23037 @ 5'3" 24600 Passed(94%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Deft.(in) 0.285 @ 5'3" 0.343 Passed(L/433) 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.331 @ 5'3" 0.515 1 Passed(L/374) 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(1-/360)and TL(L/240). • Top Edge Bracing(Lu):Top compression edge must be braced at 10'6"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 10'6"o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=10'3 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on Nos. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories Live 1-Column-DF 2.75" 2.75" 2.74" 1260 7875 9135 Blocking 2-Column-DF 2.75" 2.75" 2.74" 1260 7875 9135 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location(Side) width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 10'6" N/A 14.9 1-Uniform(PSF) 0 to 10'6"(Front) 15' 15.0 100.0 Weyerhaeuser Notes t SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator P Forte Software Operator Job Notes 1 2/7/201 6 5:41:56 PM t Andy Pflueger Forte v5.2, Design Engine:V6.6.0.14 AHBL 2160337 Sea Glass Village_2015.4te (253)383-2422 apflueger@ahbl.com Page 1 of 1 L ' Use mmnv item Settings=Printing&Title Block Title SEAGLASSNLLAGE Page: 1 to set these five lines mfInformation Job#: Dsgnr AMP Date: 7 DEC 281U for your program. uuoon 1.BASEMENT CANTILEVER RETAINING WALL This Wall in File:Q:\2016\2160337\20—STR\NON—CAD\CALCs\2160337 | iU RPX License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:AHBL,INC Criteria Retained Height = 5.00ft Allow Soil Bearing = 1.500.0pay Equivalent Fluid Pressure Method VVeUheiy�u�ovosoi| = 1�OU� Active Heel Pressure = 35.0poV# Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00in Passive Pressure = 375.0poVft Water height over heel = O.Oft Soil Density, Heel = 110.00 pof Soil Density,Toe = 0.00pcf Fuming||Sni|Fhdion = 0.525 Soil height tuignore for passive pressure = O.00in I oads Lateral Load Applied to Stem [Adjac nt Footing Load Surcharge Over n*m = 100 r Lateral Load = 08#/ft AdjacentFooting Load — "'"m» Used To Resist Sliding&Overturning ...Hoight to Top = O.VOft Footing Width = 0.00# Surcharge Over Toe = 0.0 ...HoiQht to Bottom = O.00# Eccentricity = O.UOin Used for Sliding&Overturning VVoUtuF1gCLOi� = 000� Load Type = VVind�w) � [Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = �V5�O|�o YVindonExp000dG�am = O�Opuf a�BooknfyyoU = 0.0# Axial Live Load = 0.0|b» (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = U.Oin Design Summary Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftc, ft= 0.00 Overturning = 2.11 OK Wall Material Above^Ht" = Concrete Sliding = 1.86OK Design Method = LRFO Thickness = 8.00 Total Bearing Load = 2,108 |bu Robor8ize = # 5 ...resultant oco. = V.Jgin ReborSpuving = 18.00 Kobor Placed at = Center Soil Pressure @Toe = 1.452P«yOK Design Data Soil Pressure KyHeel = OPn/ nK fWF8+fa/Fa = »'«»» Allowable = 1'500P»f Tma|�pn;����*nt|on Soil Pressure Less Than AQawab|e AC| Footonod @Toa = 2.033po[ Service Level |bo= AC| Factored @Heel = 0p»f Strength Level |bo= 954.5 Footing Shear kgToe = V� mnmont—.Actua|poiVK Service Level K#= FumingShear��Heel = 0.9 psi OK Strength Level �#= 1.8O3�O Allowable = 822poi S|id|ngCa|rs Moment—'Allowable = 2.601.0 Lateral Sliding Force = 820.9|bo less 100%Passive Force= - 421.9|bu Service Level poi= less 1VOY6 Friction Force = - 1.106.4|bo Strength Level pni= 20.5 Added Force Raq'd = 0.0 |ba OK Shear.....Allowable pui= 82.2 ....for 1.5Stability = 0.0 |bo OK Annt(Maeonry) in2= RobarDepth 'd' in= 3.00 Masonry Data I'm psi= Fa poi= Solid Grouting = Vertical component o[active lateral soil pressure|G Mvdu|urRa(iu'n' = NOT considered in the calculation of soil bearing Wall Weight psi= 75.0 Load Factors Short Term Factor = Building Code |BC2O15.AC| Equiv.Solid Thick. = Dead Load 1200 Masonry Block Type = Medium Weight Live Load 1.000 Masonry Design Method = AGD Eadh.H 1.000 Concrete Data YVind.VY 1.000 f» psi= 3.000.0 Saiemio. E 1.000 Fy poi= 60,000.0 Use menu item Settings>Printing&Title Block Title SEA GLASS VILLAGE Page: 2 to set these five lines of information Job#: Dsgnr: AMP Date: 7 DEC 2016 for your program. Description.... 1.BASEMENT CANTILEVER RETAINING WALL This Wall in File:Q:\2016\2160337\20_STR\NON_CAD\CALCs\2160337 sea glass village.RPX RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:AHBL,INC f Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1494 in2/ft (4/3)*As: 0.1992 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy:200(12)(3)/60000: 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.144 in2/ft 0.0018bh:0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1494 in2/ft #4@ 16,67 in #4@ 33.33 in Provided Area: 0.2067 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area: 0.4877 in2/ft #6@ 36.67 in #6@ 73.33 in Footing Dimensions &Strengths Footing Design Results 111 MEMENMEMWEEM Toe Width = 1.25 ft Heel Width = 1.75 Factored Pressure = 2,033 0 psf Total Footing Width = 3.00 Mu':Upward = 1,360 179 ft-# Footing Thickness = 12.00 in Mu':Downward = 192 781 ft-# Mu: Design = 1,168 602 ft-# Key Width = 0.00 in Actual 1-Way Shear = 8.36 6.88 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0,0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.78 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summar of C)verturnin & Resistin Forces & Moments ....,OVERTURNING...,. .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 687.5 2.38 1,632.8 Surcharge over Heel = 190.9 3.00 572.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 125.0 2.38 296.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 395.0 1.50 592.5 Load @ Stem Above Soil= *Axial Live Load on Stem = Soil Over Toe = 0.63 Surcharge Over Toe = Total 820.9 O.T.M. 1,832.7 Stem Weight(s) = 450.0 1.50 675.0 Earth @ Stem Transitions= Footing Weight = 450.0 1.50 675.0 Resisting/Overturning Ratio = 2.11 Key Weight = Vertical Loads used for Soil Pressure= 2,107.5 Ibs Vert.Component = Total= 2,107.5 Ibs R.M.= 3,872.2 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. k ' Use manu item Settings*Printing&Title Block Title SEA GLASS VILLAGE pego: o to set these five lines ofinformation Job#: DoOnr AMP Date: 7 DEC 2018 for your program. Description.... 1.BASEMENT CANTILEVER RETAINING WALL This Wall in File:Q:\2016\2160337\20 STR\NON CAD\CALCs\2160337 sea glass village.RPX License:KW-06057224 Cantilevered Retaining Wall License To:AHBL,INC Tilt Horizontal De em (DeUndion due hu wall bending not considered) Soil Spring Reaction Modulus 250.0 pui Horizontal DoD@ Top of Wall(approximate only) 0.081 in ` Use mmnw item Settings*Printing&Title Block Title SEA GLASS VILLAGE po0a: 1 to set these five lines pfinformation Joh#: Dognr AMP Date: 7 DEC 2O10 for your program. uvsun o.BASEMENT CANTILEVER RETAINING WALL(SE|S) This Wall in File:Q:\2016\2160337\20—STR\NON—CAD\CALCs\2160337PX License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13 License To:AHBL,INC Criteria Soil Data Retained Height = 5.00ft Allow Soil Bearing = 2.000.0 pnf Equiwa|�n�HuidPranaum�o�hod VVaUheight above soil = 1.00h Active Heel Pressure = 35.0P»f/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00in Passive Pressure = 375.0peVM Water height over heel = V.OIt Soil Density, Heel = 110.00pof Soil Density,Toe = 0.00pof FuoUnV||8oi|Fhction = 0.625 Soil height to ignore for passive pressure = 0.00 in oads Lateral Load Applied to Stem [hd—jacent Footing Load 1111 Surcharge n=v/ = 50.0 psf Lateral Load = 0.0#/ft Adjacent FootingLoav vumx Used To Resist Sliding&Overturning ...Height huTop = O.VOh Footing Width = O.00M Surcharge Over Too = 0.0 ...Height to Bottom = 0.00M Eccentricity = O.00in Used for Sliding&Overturning Load Type = yyind(w) Wall 0oFtgCLDist = O.00k [Axial Load Applied to Ste (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 385�O|ba VVindonExpoe�Smm = O�Opaf o�8aokofyya|| = O.OK Axial Live Load = OD|bo (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = O.Uin Earth Pressure Seismic Load Method : un/mnn Uniform Seismic Force = 60.000 Multiplier Used = 10.000 Total Seismic Force = 380.000 (Multiplier used on soil density) Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above rtc, ft= 0.00 Overturning = 1.02OK Wall Material Above^Hr' = Concrete Sliding = 1.53OK Design Method = LRFD Thickness = 6.00 Total Bearing Load = 2,045 |bo RuborGiz* = # 5 ...resultant 000. = 8.66in Robor8pooing = 18.00 Rwbor Placed at = Center Soil Pressure @Toe = 1.961 Pof OK Design Data Soil Pressure @kHeel = O Pnf OK *b/F8+fa/Fa = ».»n» A||nwoh|o = 2'000Pof Total Force @ Section 8ui| Prenaure Less Than Allowable Service Level |bo= AC| Factored @Toe = 2.746 pof AC| Factored @Heel = Upwf Strength Level |hx= 1.127.3 Footing Shear @Toe = 11.3 psi OK Moment....Actual GnmioeLev*| �#= FooUnUShear��Heel = 9.4 psi OK Strength Level �#= 2.234�8 Allowable = 82.2pei S|id|ngCo|cs Moment—'Allowable = 2.001.0 Lateral Sliding Force = 977.5|bo less 1UV%Passive Force= ' 421.9|bu Service Level poi= less 100%Friction Force = - 1.073.8|hu Strength Level pmi= 31.0 Added Force Roq'd = O.O |boVK Shear.....Allowable pui= 02.2 ....for 1.5Stability = O.O |boOK Ana((Maounry) in2= RoborDopth 'd' |n= 3.00 Masonry Data I'm psi= Fs pni= Solid Grouting = Vertical component of active lateral soil pressure|G Modular Ratio'n' = NOT considered in the calculation uf soil bearing Wall Weight puI= 75.0 Load Factors Short Term Factor = Building Code |8C2O15.AC| Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASO Eurth.H 1.000 Concrete Data VVind.YV 1.000 po poi= 3.000.0 Goiomio. E 1.000 Fy poi= 60.000.0 Use menu item Settings>Printing&Title Block Title SEA GLASS VILLAGE Page: 2 to set these five lines of information Job#: Dsgnr: AMP Date: 7 DEC 2016 for your program. Description.... 2.BASEMENT CANTILEVER RETAINING WALL(SEIS) This Wall in File:Q:\2016\2160337\20_STR\NON_CAD\CALCs\2160337 sea glass village.RPX RetainPro(c)1987.2016, Build 11.16.11.12 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:AHBL,INC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1852 in2/ft (4/3)*As: 0.247 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy:200(12)(3)/60000: 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.144 in2/ft 0.0018bh:0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1852 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area: 0.2067 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area: 0.4877 in2/ft #6@ 36.67 in #6@ 73.33 in Footing Dimensions & Strengths Footing Design Resultsill INNOMM Toe Width = 1.25 ft IDS ftei Heel Width = 1.75 Factored Pressure = 2,746 0 psf Total Footing Width = 3.00 Mu':Upward = 1,717 8 ft-# Footing Thickness = 12.00 in Mu': Downward = 192 719 ft-# Mu: Design = 1,524 710 ft-# Key Width = 0.00 in Actual 1-Way Shear = 11.27 9.44 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi ( Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.78 in2 Min footing T&S reinf Area per foot 0.26 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Ctverturnin I & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 687.5 2.38 1,632.8 Surcharge over Heel = 95.5 3.00 286.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 62.5 2.38 148.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 395.0 1.50 592.5 Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 252.0 3.00 756.0 Soil Over Toe = 0.63 Surcharge Over Toe = Total 977.5 O.T.M. 2,302.4 Stem Weight(s) = 450.0 1.50 675.0 Earth @ Stem Transitions= Footing Weight = 450.0 1.50 675.0 Resisting/Overturning Ratio = 1.62 Key Weight = Vertical Loads used for Soil Pressure= 2,045.0 Ibs Vert.Component - Total= 2,045.0 Ibs R.M.= 3,723.8 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. -- - - ^ Use monu Item Settings*Printing&Title B|puh Title SEA GLASS VILLAGE Page: u tn set these five lines ufinformation Job#: Oognc AMP Date: 7 DEC 201O for your program. Description.... 2.8/vSEMEmT CANTILEVER RETAINING WALL(Se$) This Wall in File:Q:\2016\2160337\20—STR\NON—CAD\CALCs\2160337 | iU RPX License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13 License To:AHBL,INC Tilt (Deflection due m wall bending not considered) Soil Spring Reaction Modulus 250.0 poi z x I P 33 3 N34 b„ N32 ,� ^"'h'3pA f , 'N10 "Nx7 N71 "N28A "IN4,2 15 ON 18 "N12 23 I N36 ° N13 *N14 I SK - 1 Dec 7, 2016 at 5:49 PM shearwalls.r3d Page 1 F Y I 2 X 1 I' -2fa!npd�P4Y �-lllsllft ° �? -air 875dbrre (( d I i Loads BLC 9,DEAD SK- 2 Dec 7, 2016 at 5:49 PM shearwalls.r3d Page 2 Y ^ 2 X I jo ee eAll m�. I I i Loads'.BLC 7,LIVE SAC - 3 Dec I„ 2016 at 5.50 PM shearwalls.r3d �� Page 3 BUILDING PER 17' Site Adds INSPECTION 40 � . d07 oo ion CARD PROTECT THIS CARD FROM THE WEATHER X6bwP t Building Plumbing ❑ Mechanical El Alarm/Sprinkler ❑ DURI G INSPECTIONSTHE B JILDING PERMIT& APPROVED PLANS SHALL BE ON SITE Permiti� Bii $ ® 6 — F@95U P7 For Inspections Call (360) 473- 5870 Approved Date Note S Fl)IJNUA Tl(lN Erosion Control In Place � DO NO'I PURR CONCRE IT; Foundation Footing t � r l R I O K 'I"O A I 11 k O1 A l, Foundation. Walls Plumbing Ground Work In Slab Mechanical FoothW Insulation. �n 1'1.U�l R1 N(; Rough In iV/1;'('IIANI('A1, _ Duct/Vent 6A.S PIPE Support/Test/Meter set 1"d I{'Kd MIN(► Under Floor Framing 2"" are approved Shear&Hold Down Connections L&I Electrical Approved Ventilation Requirements Framing �� Under-floor 4 I NS UL,A 17ON walls Ceilinzi f�1 f�i BUILDING 4T.3-.Sb'70 6 FINA1, All of the above must be F ELECTRICAL Dept.of Tabor�e hutasfri 0 approved prior to final {WATER MA NCE 473-5927 Grease Trap,Back Flow, {{'ate PUBLIC . way Approach 473-5270 W Sewer ora 473-5270 FI 4/5385 IT FINA1,1NSPEC770NS COtMPLETED Occupancy Approval(Single 473- 'andly Residence Only) DO NU'f'O('('IIPV BUILDING WIT110111 BUILDING DFPARTNIFNT APPROVAI, PROTEC:T.IMS„(ARD FROM THI 1IT""ATHI:R f BUILDING PERMIT Site Ad INSl ECTION CARD "� O O a► C1 Projec ;s;nj PROTECT THIS CARD FROM THE WEATHER Building Ao Plumbing ❑ Mechanical 1:1 Alarm/Sprinkler ❑ DURI G INSPECTIONS THE BUILDING PERINIIJ& APPROVED PLANS SHALL, BE ON SITE Permit # B B 0 6 — For Inspections Call (360) 473- 587 Approved Date Noes St FU UNUA 71 t)N Erosion Controlln Place 10O NU'I 11011R CONCRI,"IT: Foundation Footing I'MOR TO AV11ROVAL Foundation. Walls Plumbing Ground Work In Slab Mechanical Footing Insulation nd l'1,U�VIRING Rough In AI CIIANICA 1, _. Duct/Vent GAS PIPE Support/Test/Meter set I'd FKA MI NG Under Floor Framing l� l 't cYt 2 are approved Shear& Hold Down Connections I L&I Electrical Approved Ventilation.Requirements Framing t II Under floor I NS UL,A I YON Walls Ceilingi tII t I I Fl NA 1, BUILDING 47.4-5870 All of(he above must be sLE('T'R1CA1, nept of labor m ladasify -4000 approved prior to final WATER MAIN E 473-5927 Grease Trap,Back Flow, Water b PUBLIC ay Approach 473-5270 00 Sewer tion 47.i-5270 5384/5385 ALL FINAL INSPE4SIMS COMPLETED Occupanc.v Approval(Single 4 until Residence Oat ) DO N0'l'Oc('liPN' 131111,1)lN(; WIT11011T 111MI)ING I)I?PAItTN,lE;N'I'APPROVAI, PROT1sCT THLS CARD FROM 771E WEATHER N2 44:21, Al BUILDING PERMIT City of Bremerton, Washington Phone: (206) 478-5281 OWNER'S VALUE BLDG. DEPT.VALUE PLAN CHECK FEE RECEIPT NO. PERMIT FEE RECEIPT NO. DATE $ foe $ SITE ADDRESS/LOCATION OWNER'S NAME ADDRESS PHONE CONTRACTOR STATE CONTRACTOR'S LIC.# ADDRESS PHONE XRESIDENCE ❑ BUSINESS ❑ OTHER ❑ NEW ;r REPAIR El REMODEL 4 ADDITION ❑ DEMOLISH PLANNING/ZONING FIRE ZONE STORIES OCCUPANCY THIS PERMIT ISSUED FOR: ? '7 All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not.The granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. INSPECTIONS REQUIRED: Foundation El Framing El Plumbing El Electrical El Wallboard ❑ FINAL SEPARATE PERMITS ARE REQUIRED (WHERE APPLICABLE) FOR PLUMBING, MECHANICAL AND ELECTRICAL. FOR INSPECTORS USE ONLY: REINSPECTION: NOT TYPE OF INSPECTION DATE TIME APPROVED APPROVED COMMENT DATE TIME APPROVED FINAL INSPECTION APPROVED BY Building Inspector ISSUANCE OF OCCUPANCY CERTIFICATE REQUIRED BEFORE OCCUPYING BUILDING OWNER'S SIGNATURE BY Authorized Agent BUILDING DEPT. f PERMIT NUMBER BB05 00300 DATE ISSUED: 05/10/2005' ASSESSOR NUMBER: 4985-008-001-0003 ZONING: MF SITE ADDRESS: 1619 WHEATON WAY APPLICANT NAME: DIABO JOSEPH&LORETTA PHONE: ADDRESS: 1619 WHEATON WAY,BREMERTON,WA 98310 OWNER NAME: DIABO JOSEPH&LORETTA PHONE: ADDRESS: 1619 WHEATON WAY,BREMERTON,WA 98310 CONTRACTOR: SELF PHONE: ADDRESS: LENDER NAME: PHONE: 0- ADDRESS: SUBMITTED: 05/10/2005 APP ED 100 EXPIRATION: 11/06/2005 STATUS: ISSUED VALUATION: enco""O'ermiit Fence Permit Fees $25.00 2211 NEW FENCE State Surcharge $4.50 0236 Building Code Edition: IBC:2003 TOTAL FEES: $29.50 Occupancy Group: Type of Construction: Flood Zone: Setbacks: (Front) (Side) (Rear) (Other) Sanitation Method: Number of Bedrooms: Inspection Requests Fire Inspections (360)473-5380 DCD:Building Inspections (360)473-5870 H/D:Bremerton,Kitsap County Health District (360)337-5285 L&I:Department of Labor and Industries (360)415-4000 PW:Department of Public Works (360)473-5270 This permit shall become null and void if the building or work described and authorized by this permit has not commenced within 180 days from the date of issuance,or if this building or work is suspended or abandoned at any time after the work is commenced for a period of 180 days. Obtaining inspections at intervals not exceeding 180 days identifies that work has not been suspended. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction. If listing the owner as general contractor,I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3,Chapter 126,Laws of 1967. All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. i i g y p clud�ng-all,on itions of zoning,building codes,and State and Federal laws. SIGNATURE OF OWNER OR s of this errnit an LI I have read,and agree to abide b the conditions on AGENT: PRINTED NAME: a DATE: /tl CONDITIONS City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction,and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. a 1. (DCD-01) DCD: Prior to performing any renovation or demolition work, Puget Sound Clean Air Agency (Clean Air Agency)and Washington Department of Labor and Industries(L&I)regulations require an asbestos survey be performed to determine whether there are asbestos- containing materials in the work area or structure. The asbestos survey must be conducted by and EPA-certified (AHERA)building inspector(except renovation or owner-occupied single family residences). 2. (DCD-02) DCD: For more information, please contact Clean Air Agency through their web site at www.cleanair.org or by phone at 800-552-3565 or 206-689-4058. The L&I web site can be found at www.Ini.wa.gov/p-ts/asbestos/asbestos.htm. 3. (DCD-23) All portions of fence must be located on applicant's private property and may not encroach onto public property or the City's right-of-way. 4. (DCD-24) By signing this permit,applicant certifies that the depiction of property lines shown on site , plan are true and correct. 5. (DCD-25) PERMIT CARD MUST BE POSTED IN A CONSPICUOUS PLACE ON FENCE AS SOON AS CONSTRUCTION BEGINS. Page 1 of 2 PERMIT NUMBER BB05 00300 DATE ISSUED: 05/10/2005 ASSESSOR NUMBER: 4985-008-001-0003 ZONING: MF SITE ADDRESS: 1619 WHEATON WAY APPLICANT NAME: DIABO JOSEPH&LORETTA PHONE: ADDRESS: 1619 WHEATON WAY,BREMERTON,WA 98310 OWNER NAME: DIABO JOSEPH&LORETTA PHONE: ADDRESS: 1619 WHEATON WAY,BREMERTON,WA 98310 CONTRACTOR: SELF PHONE: ADDRESS: LENDER NAME: PHONE: 0- ADDRESS: SUBMITTED: 06/10/2005 APPROVED: 05/10/2005 EXPIRATION: 11/06/2005 STATUS: ISSUED MINIMUM INSPECTIONS REQUIRED Inspection requests must be received by 8:00am in order to be scheduled for same day. To request an inspection,please call(360)478-5275 and be sure to provide your permit number,name on permit,site address,contact phone number,and inspection type. Final Inspection-Fence Page 2 of 2 r MAY 10 2005 �sr BREMERTON-DE_PT OF 00"fffteF �t Application Department of Community Development '• • 345 - 6th Street, Suite 600 Bremerton,WA 98337 (360)473-5275 * Fax(360)473-5278 Applicant: ® Owner Contractor Authorized Agent Site Address: i q kE-I-\� /� � CONTRACTOR: SC—L`F. OWNER/AUTHORIZED AGENT: Address: City, State, Zip: Address: Ik71 W tA(F p- c� � Contact Name: City, State, ZiQ_ alj Contact Phone#: Phone#: Tax ID/Parcel #: q01 _Cam`, Y. c)t -C)OC) Scope of work proposed: Uit�C� 6 E( � t 1 (�` �,�� 6w, (P( 1 u;C ***********It is the property owner's responsibility to determine actual property lines************ Front Yard Back Yard Side Yard Fence i Vicinity Map o Permit Fee Surcharge Total Fees ID � a Application for which no permit is issued within 180 days following the date of application shall expire by limitation,and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant,showing the circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration,the a..plica t shall resubmit plans nd pay a ew plan review fee. Applicant's Signature Date