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HomeMy WebLinkAboutPermit File 1717 J Avenue " —. x .. • .x�iR—' N v '.e 7' Sa';,� ..✓- ice' . x . .w.. .. '"T ..max. .�y� �\I Y o� CITY OF ANACORTES 2 COMMUNITY DEVELOPMENT DEPARTMENT r" S .PERMIT CENTER— 904-fTH STREET le 14. CERTIFICATE' OF: OCCUPANCY . �,..� 9 C O W This is to certlfy that the Occupancy listed hereon has been inspected wilts hereby approvedior use. ne COM9000-001 AA Address of&aiding/Remisn Building Permit No. Anacortes High School Daycare Occupant Suite No. Business Registration No. Anacortes School District #103 VN Group E3 Owner Type of Construction Type of Occupancy 2200 M Avenue, Anacortes. Washington 91 Conditions/ Use Addrese of Owner Zoning District Maximum Occupancy Load 99 Classroom 1 ,944 square feet. Occ Load 97 Square Feet steumam of Restrictions Office 88 square feet Occ Load 1 Accessory Use 707 square feet Occ Load 1 t - lippectbn Apprivd: / �^'� Issued B%�: A Fire More* � , ' : / Date Building Official Date ' Revised S.BB TIO CERTIFIE TO BE.DISPLAYED'IN PUBLIC AREA . .TOBEFIENIOSNo.ONLY BY THE BUILDING bFI IC1AL Building Data 1717 J Ave High School Modular Daycare/Classroom Use Zone R-3 Conditional Use nRequired, See attached letter ISM-5-L FLU --IP Use Education/Daycare Occupancy Group E-3 Construction Type V-N Building Size 2739SF a��q 5� Classroom 1944sf----Occ.Ld.---97 -rota-- Office 88sf Occ.Ld.---1 Accessory Use 707sf Occ.Ld.-1 Total Occupant Load 99 Fire Alarm System Required, Provided UBC Sect.305.9 Fire Sprinlder System Not Required Per UBC Sect. 904.2.4 Parking Existing " v a oDepart dtt of Labor and htdustries r dT Paid date Column Chair Fa .X ]^ > ' . Factory Assembled Structures s' I. ' t c + 1 S. ; _.i PO Box 44430 Olympia WA 98504-4430 NOTIFICATION TO LOCAL ENFORCEMENT AGENCY Date JULY 25, 2001M-397 The Factory-Built unit identified below'requires Mfg completion work at the site awspedfled. WHITLEY EVERGREEN, INC. Owner's name -, Mfge s serial no. Dept serial no. 3(.)7 . ANACORTES SCHOOL DISTRICT 0500-10SABC 31C 73 ii.]7al Installation address Type of construction Occupancy ETA at site t 1916 J AVE. VN E3 City State ZIP+4 County Phone number ANACORTES WA 98221 SKAGIT Installation site is in: I City ❑ County DESCRIBE ITEMS REQUIRING COMPLETION WORK AT THE SITE INSERT NAME AND ADDRESS IN SHADED AREA INSERT NAME AND ADDRESS IN SHADED AREA • To:BUILDING OFFICIAL To: ELECTRICAL INSPECTOR CITY OF ANACORTES g WA STATE DEPT OF "t" S INDUSTRIES . 904 6TH S eu�,,, <��R1 14': MT VERNON \v C��`,e� . P. O. BOX ".Qe-`-- ®C ( ANACORTES, WA 98221 : , . FOUNDATION ELECTRICAL HOOK-UP MARRIAGE LINE CONNECTION PLUMBING CONNECTION SKIRTING SINK 6 DISHWASHER INSTALL CABINETS, INSTALL - . - . - - - Inspector's name(print/type) Phone:(8 ant to 5 pm) Manufa Ices name(print/type) Ca PS k-stLi (stls)2W /3i/ ��iwic 1C �Nf\3EiLi Office location Date Man apwreis signatur1el- &VFitF/l q pzoI 1C.11r. 4- K.-, A For Dept. Reed File By Whi is office Use ONLY / / - Green-Electical section Canary-Inspector Pink-Building department F623-013-000 notification to local enforcement agency l I-98 - - , Goldenrod-Customer rim Gyr Y 0� ANACORTES PLANNING & COMMUNITY DEVELOPMENT DEPT. • PERMIT CENTER 'rp P.O.BOX 547,ANACORTES, WA 98221 (360) 293-1901 •FAX (360)293-1938 _ 41. IAN MUNCE, DIRECTOR "9COttit EDWIN FRANK, BUILDING OFFICIAL•Email: ed@cityofanocortes.org October 25, 2000 Mr. Bryan Young Project Manager Anacortes School District 2200 M Avenue Anacortes, WA 98221 RE: Sanitary Sewer General Facilities Charge Anacortes High School Pre-School Dear Mr. Young: As we previously discussed,Mr. James Pemberton, Public Works Director, has reviewed your letter dated October 5, 2000, concerning the estimated flows for the above referenced project and determined that the sanitary sewer general facilities charge will be $3,796 based on the estimated flows. After one year of operation actual flows will be reviewed, and if the peak three-month period is higher than the flows estimated the general facilities charge will be re-calculated and the difference, if any, will be billed to the school district. If you have any questions,please feel free to contact me at 293-1901. Sincerely, CITY OF ANACORTES Don Measamer Plans Examiner DM:md cc. Jim Pemberton, Public Works Director Thomas C. Mans, Superintendent Anacortes School District 2200 M Avenue Jerry Lynch, Director Personnel and Operations 2200 M Avenue Public Works Director Memo To: Don easamer From: J es Pemberton Date: 1 2/00 Re: Anacortes High School Pre-school Sanitary Sewer GFC Charges Having reviewed Brian Young's letter dated October 6th concerning the estimated flows from the above referenced facility, I would suggest that we agree to use the data supplied for calculating the General Facilities Charge with the caveat that the actual flows be reviewed after one year of operation. If the peak three-month period is higher that the flows estimated the General Facilities Charge should be re-calculated and the difference billed to the School District. The alternative is to bill them based on the Department of Ecology's Sewer Design Manual and adjust the fee down after one years experience if the actual flows are less than those used to calculate the General Facilities Charge. • Page 1 ACORTES N S SCHOOL DISTRICT #103 October 6,2000 Don Measamer Building Inspector/Plans Examiner City of Anacortes PO Box 547 Anacortes,WA 98221 RE: Permit Calculations Anacortes High School Preschool Dear Don: To follow up our meeting Tuesday,I have reviewed the preliminary sewer calculations performed by the City for the proposed preschool facility at the high school site. With respect to DOE Sewer Criteria Manual Table G2-a the District requests that the City use a value less than 10 gpm (5.8)because the preschool is not only without showers but also without a cafeteria. We calculate as follows: Gallons Frequency Daily Frequency Toilet flush 1.6 x 3 = 4.8 Hand wash .25 x 3 = .75 Miscellaneous .25 x 1 = .25 Total 5.8 Secondly, probable occupancy is 30 per day consisting of approximately 25 children and five staff. Based upon the total number of people of 30 at 5.8 gpd, I calculate the design flow to be 174 gpd. Based upon this occupancy and assumed use, we request that a daily 174 gpd be utilized in calculation of estimated flows from the preschool facility. This daily estimated flow amount over a five day occupancy week can then be input into the City's calculations for computing the sanitary sewer general facilities charge. We appreciate your continued assistance on this project. Very Truly Yo , . Y g Project ger BY: Cc: Thomas C. Marrs, Superintendent 2200 M AVENUE • ANACORTES, WASHINGTON 98221 •TELEPHONE (360) 293-1200• FAX (360) 293-1222 I h M 0 I '° N II/ _ 20i ~�� `\ i/ Z � �" DC SAN.SEWER MANHOLE I0-317of-.a G 6" CONC. SS. RIM=217.62 --, E INV.205.22 6"CONC \ • G'9.Tt"t2Aot1zi_ 6 je 3" PVC SDR 35 - W INV.=205.77 6"CLAY .t� tz. SW INV.=206.17 6" CONC WYE AND tsi (71� � �� TEST ' 9 }h 1 �F acV s � ( 7CO3 OR EQUAL,TO MAKE _- k.E RUBBER wli ;TING SS MAIN. I�( N��<q o 1! ' ;H AND PROVIDE / S 4 6" CONC. SS cli. LOW. _ 1 R 1" i X_x 1111 \ 0 v .a_.., 4 , C.O. TO -'� ar k 'IT ' SURFACE, TO VERIFY dS- t - I CAP ( 36" CEDAR , EXIST. B CONC. • o 6" SS - PVC SDR 35 RIOR TO flLir , 710 MIN. SLOPE •• 2.0% - . r' 3:1 ECI i U U ATER M@Y�• I, ,��y. : �_., w . :. ,. t.1i5�.y� WA a " GRAVEL'PA j1 • ••-° i y IN ON FIRM 5�1Be 2" 1111\ M UG e�OWER AND COMMUNICATI• (95%%OF 6A( l , GUSHED SURF \ �:'" MAPLE 2;'4C i CK. Y V • p.00ATE: 1 'ss. LICK RE' 1 141, 2 :FLU sW - .- _ I -w °` `w 4 • l Ai.i / ,,�_ 1---- r It of \ X : ':'7:, 1.. I i '". . ..,. ... ;.:...-. ..,..:>::' , I i ID i gin City of Anacortes Summary of Applicable Fees Due Prior to Building Permit Issuance (Excluding Building Permit Fees). �CpRE%' Name of Applicant/Project: FlnickC4tTx/3 -\-auv w\-Qi c* Site Location: I j l -1 -s- Date of Application: Q l 0(73 Place a Check Mark Below Nat to Item that is Applicable Sanitary Sewer GFC $ 3\ 9 ( �'' %�." Storm Water GFC $ J +1-\` i Engineering Plan Review/Public Works $ Impact Fees/Road $ . Le : o 0 N to Impact Fees/Fire $ ly F Impact Fees/Parks $ Total Fees &Charges Due $ \b q 51 c\ Comments &Conditions: \. tom, e� .c2r sue, .e Q--cuo-G)-'a asp 04.,.r-- kpriai.J\_. 't--f_e- ia�;..�-,�' t;1-p,_ — � 0./3 lets � v� \t'n �. k� , r• /D !, Building Department Memo tA, 1 1 - ENG/A/pcR1,rvG To: Jim Pemberton From: Don Measamere(Y) Date: 7/10/00 , Re: High School Modular-Daycare/Classroom, 1717 J Avenue The school district is proposing the installation of a modular building to be used as a classroom and daycare on 17th Street at the High School site. The modular will include the following sanitary sewer drainage fixture units. A 5/8x3/4-inch water meter is proposed for portable water service to the building. Fixtures '(a 0-1-5-2-6-0 p..^•y( Water Closet 4 = 16 Cr-t-C- NA--,e,,c, a,,W-3 Lf.-, Lavatories 2 =2 vn. LAn- l Handwash Sinks 4 =4 a.d t- 04,0 CJ r3.1_ ,. to (J, Kitchen Sink 1 =2 10,---- Mop Sink 1 =2 w/a 2-( cnb I Total Fixture Units=26 SILLtitn, C)&fib.-{J k i) Please calculate the required sanitary sewer general facilities charge, if any. Thank you. .,Pe,,, — tea; 4 n d de-/Y desc,-,d„,7 46- a'es.1c Azws 4,- , la.-7 ela-re . 7e 4s-i--- !) 7- e7e-A: ,. ,7 G� !S C �SC.6 De,/ t /t0 '�s6C7c.44OrS Gn-rX 1 /97 a' c r-4/ty cc %�,- !s /�r,4 / ,e 5 -' �w aon • Page 1 3'-0,2 2� s ( 2i s'SZ' 75U, /KS/e of G„/,9ule' �✓ 0 47 G�- '% �' AT Se//JD ( AL"S eiMr ,-,470 • Building Department Memo To: Dave Lervik From: Don Measame Date: 9/19/00 Re: High School Daycare—1717 J Avenue The Anacortes School District is proposing the installation of a modular building for use as a daycare at the existing high school site. Please review the following storm water general facilities fee per City Ordinance No. 2419. The impervious area is the building,which is 2,739 square feet. 2,739+2,000 == 1.369 x$1,126.00= $1,541.49 1/9 40 Dave Lervik, City Engineer Date •Page 1 \f _ J Building Department Memo To: Ian Munce From: Don Measame� Date: 9/19/00 Re: High School Modular Daycare The Anacortes School District is proposing the installation of a modular for use as a daycare and learning center at 1717 J Avenue,the high school. The total building area is 2,739 square feet. Please review the following traffic impact fee based on City Ordinance No. 2277 Appendix C #565 (T=5.13) 2,739x 5.13 = 14.05 x$400.00=$5,620.00 The total traffic impact fee would be$5,620.00. 9/z0/aa Ian Munce, Planning Director Date • Page 1 04. 4po& FINDINGS OF FACT AND CONCLUSIONS OF LAW AND DECISION THEREON ON ANACORTES SCHOOL DISTRICT'S CONDITIONAL USE PERMIT TO LOCATE A PORTABLE SCHOOL BUILDING IN THE R 3 ZONE Final FINDINGS OF FACT 1.0 General Background 1.1 The City of Anacortes Zoning Ordinance specifies that Schools are allowed in the R 3 zone by Conditional Use Permit. Anacortes Zoning Ordinance Section 17.34.040 (A). 1.2 Application was made on July 17, 2000 for a Conditional Use Permit for the location of a portable building 68' x 42' to be used for educational purposes which support the needs of the community and mission of the school district. The building will be at a location generally described as 18th Street between "J" and "K"Avenues. The application is Exhibit 1. 1.3 The project site is in an area designated in the City of Anacortes Comprehensive Land Use Plan as R 3. 1.4 The project site is in an area designated in the City of Anacortes Zoning Ordinance as R 3. 2.0 Description of Facility 2.1 The project site plan drawing is attached hereto as Attachment A to Exhibit I. 2.2 The surrounding zoning is R3 to the north and to the east and Public to the south and west. 3.0 Consideration of Alternatives 3.1 The applicant considered and rejected alternative sites. 4.0 State Environmental Policy Act 4.1 A Declaration of Nonsignificance (hereinafter "DNS") was issued by the City of Anacortes, the SEPA lead agency on July 14, 2000. (Exhibit 2 ) 4.2 This lead agency determined that this proposal does not have a probable significant adverse impact on the environment. Accordingly, an environmental impact statement (EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. 4.3 The DNS was made available for public comment on July 14, 2000, and mailed on July 21, 2000, to the following agencies and individuals with a deadline for public comment of August 1, 2000: State Department of Ecology. 4.4 The DNS was published in the Anacortes American on July 19, 2000, again with a deadline for public comment of August 1, 2000. 4.5 No letters of comment were received in response to the DNS. Staff comments were received and are incorporated into these Findings. 5.0 Notice 5.1 The Anacortes City Zoning Ordinance, contains public notice requirements for Conditional Use Permit Applications. The Ordinance requires the Planning Commission to hold public hearings on Conditional Use Permit Applications, Section 17.10.090 B(1), with public notice being given as follows: - "Except where specified otherwise in the Ordinance Notice of Public Hearing shall be given at least fifteen days in advance of the hearing by posting copies of the Notice of Hearing at the Anacortes Municipal Building, at the United States Post Office in Anacortes, and, if applicable, on the property proposed to be changed. Notice shall also be published once in the official City newspaper at least fifteen days in advance of the hearing. For all Public Hearings Notice of Hearing shall be sent to all property owners within 300 feet of the exterior boundaries of the subject property. Expense of such posting and publication shall be borne by the applicant." Anacortes Zoning Ordinance Section 17.62.010 5.2 On July 21, 2000, a Notice of Application, a Determination of Completeness and a Notice of Open Record Public Hearing before the Anacortes Planning Commission for a hearing on August 9, 2000 were posted at the Anacortes City Hall and the Anacortes Post Office. All of the posting was done at least fifteen days in advance of the public hearing date. 5.3 On July 19, 2000, the Anacortes American published a copy of each of the notices. This publication took place more than fifteen days in advance of the hearing. 5.4 Because the public hearing involved a Conditional Use Permit, copies of both notices were mailed to property owners within 300 feet of the exterior boundaries of the subject property on July 21, 2000. 5.4.1 Two letters of comment were received in response to this Notice: Exhibit 3: July 25, 2000 form letters from 4 adjacent property owners Exhibit 4: July 25, 2000 letter from Maggie Thompson, Director of Best PLACE Exhibit 5: July 27, 2000 letter from David Bush Exhibit 6: July 31, 2000 letter from Anacortes School District Exhibit 7: July 31, 2000 letter from David and Charlotte Rudd Exhibit 8: August 1, 2000 letter from Marge Thomas, Vocational Director, Anacortes High School 5.4.2 Written staff comments were received and incorporated into these Findings as follows: The application was received on July 17, 2000 and distributed to City staff on July 20, 2000 requesting that the Planning Department be notified of any additional information needed to evaluate the application. Information was requested regarding fire alarm system, access, and surface water issues. The applicant responded with a July 31, 2000 letter (Exhibit 6). The application was determined to be complete and the applicant notified. Proposed conditions 1-7 are standard conditions. It is noted that additional issues will be addressed in City staffs review of the Building Permit Applications that will follow on from approval, if granted, of this application. Anacortes High School Portable Building 5.5 An Open Record Public Hearing was held before the Anacortes Planning Commission on August 9, 2000. At that meeting testimony was taken from both the applicant and neighbors. 5.5.1 No new exhibit were presented during the August 9, 2000 Open Record Public Hearing: 5.6 The August 9, 2000 meeting was continued to August 23, 2000. No combined Planning Commission /City Council site visit was scheduled. All exhibits together videos of the August 9, 2000 meeting were forwarded to the City Council for review and comment prior to the August 23, 2000 continued meeting. No responses were received from the City Council. On August 23, 2000 the Planning Commission voted to recommend approval of the Conditional Use Request to the City Council based on the Findings and Conclusions as set-out in this Report and subject to the conditions set-out on pages 8 and 9. The Planning Commission minutes are Exhibit 9 and Exhibit 10 and the transcripts of these meetings are Exhibits 11 and 12. 5.6.1 Three new exhibits were presented during the August 23, 2000 continued Open Record Public Hearing: Exhibit 13: August 15, 2000 letter from Clifford D. Foster, Jr., Dionne & Rorick, Attys. Exhibit 14: August 22, 2000 letter from Ruth L. Lewis and Virgil C. Lewis Exhibit 15: August 23, 2000 written statement from Jerry Lynch, Anacortes School Dist. 5.6.2 No appeals were filed. 5.7 A public meeting was held before the Anacortes City Council on September 5, 2000 pursuant to the notices. At the conclusion of the meeting, the Anacortes City Council voted to approve the Conditional Use Permit subject to the conditions set-out on pages 8 and 9. 6.0 Zoning Ordinance 6.1 The City of Anacortes Zoning Ordinance specifies that Schools are a conditional use in the R 3 zones. Anacortes Zoning Ordinance Section 17.34.040. (A) 6.2 The Zoning Ordinance contains the following procedure for all Conditional Use Permit Applications: "The following steps are required for consideration of applications for Conditional Use Permit: 1) The proposed use must be determined to be one of the uses specified under the Conditional Use subsection of the appropriate use district. If the proposed use is not listed, but is in the opinion of the Administrator clearly similar to uses listed, and is otherwise in conformance with requirements of this section, the Administrator shall accept the application and forward it to the Planning Commission with his recommendation relative to appropriateness of similarity of proposed use. 2) The required application form must be completed and fees, as established by this Ordinance, paid. 3) Notice of public hearing shall be given. 4) Reports from City staff shall be requested and forwarded to Planning Commission prior to the public hearing. 5) An open record public hearing shall be held. Anacortes High School Portable Building 3 C C 6) The Planning Commission shall record their recommendation, their reasons for their recommendation, and any conditions recommended to be placed on the application. 7) Any aggrieved party shall have five working days from date of the decision to appeal the decision of the Planning Commission to the City Council. The appeal shall be in writing and is to be filed with the City Clerk. After considering the record and any appeal, the City Council shall decide on the permit application. 8) If an appeal is filed by an aggrieved party, this appeal shall be a closed record appeal to the City Council who shall decide the matter. 9) For every project permit application there shall be no more than one open record hearing before the Planning Commission and one closed record appeal. Anacortes Zoning Ordinance Section 17.10.100 E 6.2.1 The first step, showing the use is allowed as a conditional use, is met as Zoning Ordinance Section 17.34.040 specifically allows Schools as a Conditional Use in the R 3 Zone. 6.2.2 The second step, filing of a complete application, was satisfied by the applicant filing the required information (Exhibit I). Pursuant to established procedure, fees were assessed and paid. 6.2.3 The third step, notice of a public hearing, was satisfied by the Planning Commission as shown in Section 5.0. 6.2.4 The fourth step, reports being forwarded to the Planning Commission, was satisfied in the form of the application and site plan and all attachments, which were forwarded to the Planning Commission on August 3, 2000, prior to the August 9, 2000 public hearing. The Planning Commission also forwarded reports to the City Council prior to the September 5, 2000 City Council public meeting. 6.2.5 The fifth step, the holding of a public hearing, occurred before the Anacortes Planning Commission on August 9, 2000 and continued to August 23, 2000 pursuant to public notice. The City Council also held a public meeting on September 5, 2000. 6.2.6 The sixth step, the recommendations of the Planning Commission, was complied with when the Planning Commission made a recommendation on the application to the City Council. A record of this action was sent to the City Council in the form of Minutes of the Planning Commission Meetings of August 9, 2000 and August 23, 2000 together with a transcript of these meetings. Additionally, the reasons for this action were set-out in a report of Findings of Fact and Conclusions of Law forwarded by the Planning Commission to the City Council. 6.2.7 The last step, the City Council acting on the recommendation of the Planning Commission, was satisfied when the City Council approved the Conditional Use Permit after the public meeting on the Conditional Use Permit on September 5, 2000. 6.3 The specific requirements for Conditional Use Permits are as follows: B1. Certain uses may be allowed in those designated use districts by a conditional use permit granted by the City Council after Planning Commission recommendation provided such use is specified under the conditional use subsection of the appropriate use district and is clearly shown to the City by the applicant that it is not detrimental to the surrounding neighborhood. Prior to granting such a permit the Commission shall hold a public hearing. Prior to approval by the City Council of such a permit, it must be shown that the use will not be a liability to the neighboring uses. Anacortes High School Portable Building 4 B2. A conditional use permit shall be granted by the City only if the applicant demonstrates that: 1. The conditional use is designed in a manner which is compatible with the character and appearance of the existing, or proposed, development in the vicinity of the subject property. 2. The location, size and height of buildings, structures, walls and fences, and screening vegetation for the conditional use shall not hinder neighborhood circulation or discourage the permitted development or use of neighboring properties. 3. The conditional use is designed in a manner that is compatible with the physical characteristics of the subject property. 4. Requested modifications to standards are limited to those which will mitigate impacts in a manner equal to or greater than the standards of this title, 5. The conditional use is not in conflict with the health and safety of our community, 6. The conditional use is such that pedestrian and vehicular traffic associated with the use will not be hazardous or conflict with existing and anticipated traffic in the neighborhood, 7. The conditional use will be supported by.adequate public facilities or services and will not adversely affect public services to the surrounding area or conditions can be established to mitigate adverse impacts on such facilities, and 8. The conditional use is in compliance with the Comprehensive Plan. B3 The Planning Commission, or Council after an appeal, may impose conditions upon a particular use if it is deemed necessary for the protection of the surrounding properties and for the general welfare of the public. If conditional use applications for certain uses occur with unusual frequency the Commission shall review those portions of this Ordinance relating to that use and if necessary recommend amendments to this Ordinance. C. Any Conditional Use Permit that is issued, as approved by the Council, shall certify the location, nature, and extent of the use, together with all conditions that are imposed and any other information deemed necessary for the issuance of said permit. A copy of the permit shall be kept on file and reviewed annually by the Administrator, and if at any time it is found that the use no longer complies with the conditions specified therein, the owner shall be declared in violation of this ordinance and shall be subject to its penalties." Anacortes Zoning Ordinance Section 17.10.100 6.3.1 Under Section 17.10.100 B1., a showing that the Conditional Use is not detrimental to the surrounding neighborhood is required. This has been shown. 6.3.1.1 The proposed site of the portable classroom building in a residential setting adjacent to the High School shall serve as a laboratory/classroom for childcare studies as well as provide a facility for the community's children and as conditioned will be compatible with both the public and private environment. 6.3.1.2 Access is available at 17'" Street and "J" Avenue. Anacortes High School Portable Building 5 6.3.1.3 This proposal will provide sufficient off-street parking to support existing traffic volume and as landscaped will be compatible with the physical characteristics of the subject property. 6.3.1.4 No modifications to standards have been requested. 6.3.1.5 For the reasons detailed above in 6.3.1.2 and 6.3.1.3 the proposal is not in conflict with the health and safety of the community. 6.3.1.6 Project traffic issues have been adequately addressed as detailed in 6.3.1.2 and 6.3.1.3. 6.3.1.7 Public facilities will be enhanced by this project. 6.3.1.8 The proposal is consistent with the Comprehensive Plan for the reasons detailed below. 7.0 Anacortes Comprehensive Plan. 7.1 The applicable goals and policies of the City of Anacortes Comprehensive Land Use Plan have been met by this application as conditioned below. The Comprehensive Plan contains general overall goals and specific policies for certain types of land. The following portions of the Comprehensive Plan potentially apply to this project. 7.2 "General Goal #1. Create and maintain a healthy, aesthetically pleasing high quality environment that maximizes the opportunity for all citizens to share the social, psychological, physical and economic benefits of Anacortes/Fidalgo Island." Comprehensive Plan, p. 8. 7.2.1 The project will further this General Goal #1 of the City of Anacortes Comprehensive Plan by providing a necessary public facility but with a residential façade in keeping with the neighborhood. 7.3 "General Goal #20. Public facilities and services. Ensure that those public facilities and services necessary to support development shall be adequate to serve the development at the time the i development is available for occupancy and use without decreasing current service levels below locally established minimum standards. 7.3.1 This project will ensure that this goal is met. CONCLUSIONS OF LAW 1.1 The requirements of SEPA have been complied with. 2.1 The notice requirements of Zoning Ordinance Section 17.62.010 have been satisfied. 3.1 The conditions set forth in Zoning Ordinance Section 17.10.100 and 17.64.010 for issuance of a Conditional Use Permit have all been satisfied by this application. 4.1 The applicable goals and policies of the Comprehensive Plan have been met by this application. 5.1 RCW36.70C (Judicial Review of Land use Decisions) states that an appeal of the City Council decision to Superior Court "is timely if it is filed and served on all parties...within twenty-one days of the issuance of the land-use decision."' RCW36.70C.040. The City mails a written decision to the applicant, and appellant (if any), after the City Council has adopted its Findings of Fact; this typically occurs two weeks after the City Council's oral decision by motion. In this situation issuance is defined as three days after mailing the written decision. The date of mailing will be inserted by the City Planning Department on the final page of this document. Anacortes High School Portable Building 6 os. 9w, DECISION TO ISSUE CONDITIONAL USE PERMIT Based on the foregoing Findings of Fact and Conclusions of Law, the Anacortes Planning Director is hereby authorized to approve a Conditional Use Permit to the Anacortes School District for the siting of a temporary, portable classroom on the High School campus generally at 18' Street between "J" and "K" Avenues subject to the following conditions: 1. The scale and scope of the project shall not exceed that set forth in these Findings, Attachment A, and conditions; this permit does not waive or alter any requirements of city code unless specifically addressed herein. 2. Construction or substantial progress toward construction of the project must be undertaken within two years after the approval of this permit. Substantial progress towards construction shall include, but not be limited to the letting of bids, making of contracts, purchase of materials involved in development, but shall not include development or uses which are inconsistent with these Findings of Fact and Conclusions of Law or the applicable sections of the Zoning Ordinance. In determining the running of the two year period hereof, there shall not be included the time during which a development was not actually pursued by construction and the pendency of litigation reasonably related thereto make it reasonable not to so pursue: PROVIDED, that the Planning Commission may, at its discretion, extend the two-year time period for a reasonable time based on factors, including the inability to expeditiously obtain other governmental permits which are required prior to the commencement of construction. 3. If the project has not been completed within five years after the approval of this permit, the Planning Commission shall at the expiration of the five year period review the permit and, upon a showing of good cause, do either of the following: a) extend the permit for one year; or b) terminate the permit, PROVIDED, that the running of the five year period shall not include the time during which a development was not actually pursued by construction and the pendency of litigation reasonably related thereto make it reasonable not to so pursue. 4. A building permit shall be secured from the City of Anacortes prior to any construction activity authorized by this permit being begun. 5. The project shall comply with the City of Anacortes construction standards as required by the City Director of Public Works for water, sewer, street access and storm drainage. 6. This project is subject to applicable water, sewer, and stormwater general facility and hookup fees and transportation, fire, school, and park impact fees. These fees are payable at levels in effect at the time of building permit issuance and may differ from those fee levels currently in effect. Anacortes High School Portable Building 7 7. Prior to clearing or fill and grade beginning, both a small parcel stormwater plan and a water quality control plan, as spelled out in the City's Storm Drainage Ordinance # 2441, shall be prepared by the applicant, approved by the City Department of Public Works, and implemented. The water quality control plan shall address permanent best management practices to be incorporated in the project to control pollution of stormwater runoff after construction and/or land clearing activities are completed. All off-site stormwater improvements shall be made before construction or vegetation removal begins. 8. Hooded, low intensity lighting shall be installed to shade the light from adjacent residences. A demonstration light fixture shall be tested on site, comments accepted by the City Building inspector, and final approval contingent upon his approval under the terms of this condition. 9. The gravel access path shall be constructed to ADA standards and shall meet the specifications established by the City Building and Fire Departments. These Findings of Fact and Conclusions of Law were adopted by the Anacortes City Council on September 18, 2000. CITY OF ANACCRTES, WASHINGTON By 71 .S-/C .cr a--7� H. Dean Maxwell, Mayor��� ATTEST: APPROVED AS TO FORM: eor htaian, ity CI rk '3lCva Mai SfiCIJ, City Attorney lff^y M UNct "This written decision was mailed to the applicant and appellants (if any) on q- 2.67 -00 Kath e, La e ermit Manager" Anacortes High School Portable Building 8 DELCON SERVICES AVAVA VAVAVAVAVA 3701 E. BASELINE RD., STE 106-PMB 191, GILBERT, AZ 85234 TELEPHONE 480-507-6828 WHITLEY EVERGREEN, INC. 14219 SMOKEY POINT BLVD. MARYSVILLE, WA 98271 RE: Plans Review Report(per L&I procedure bulletin 95-12-2) I have reviewed the plans to be submitted to the State of Washington Department of Labor and Industries and find them to be in compliance with current Washington State regulations. All known deficiencies have been corrected. Plan Data: 1) Whitley Serial Number 2) Whitley Job Number 34-2 `f 3) Commercial Coach (CC) , Factory Built Structures(UBC) K 4) Drawing Numbers for prints reviewed ew'5 SKAG IT V Ay CARL 42)cdd Sheet Number Date Drawn Latest Revision Date 0.0 6'—2,3—cc 4.4 -CV 1. 0 2.�0 .2• I 4.a S-0 S-! S-23—co 4-1.4-00 5) Engineering Discipline:Structural y� /` , Mechanical , Electrical 6) Remarks: • (NDS 1997 references are equal to the NDS 1991 edition since all wood materials used in these I modular buildings are not affected by any changes in the NDS.) j Dale E. Laurin, P. E. • • • i O/ DELCON SERVICES AYA VAVAVAVAVA VA 3701 E. BASELINE RD., STE 106-PMB 191, GILBERT, AZ 85234 TELEPHONE 480-507-6828 M A 5 ENGINEERING ANALYSIS FOR it EWS SKAGIT DAYCARE (JN 3423 -42 X 66 THREE PLEX MODULAR) MANUFACTURER: WHITLEY EVERGREEN, INC. 14219 SMOKEY POINT BLVD. MARYSVILLE, WA 98271 ENGINEER: DELCON SERVICES 3701 E. BASELINE RD. , STE 106 PMB 191 GILBERT, AZ 85234 Pp'ir"4 E. Liter C Ale‘ c a `xr * , bl 6// 31 CONTENTS DESIGN CRITERIA AND DESIGN LOADS 1.0 VERTICAL ANALYSIS 1.1 SUMMARY AND ILLUSTRATIONS 1.2 ROOF FRAMING(4@cRifeeStit MF'D TRUSS) stir rn r-r=- onn4 1.3 WALL FRAMING I, 3.1 Lvnvt6 1,3 -7 — 1'3-17 Col.vrvt6�S 1.4 FLOOR JOISTS 1.5 FLOOR BEAMS 1.6 FOOTINGS 2.0 LATERAL ANALYSIS 2.1 STRUCTURAL DATA 2.2 WIND DESIGN 2.3 SEISMIC DESIGN • 2.4 SHEAR WALL DIAPHRAGMS 2.5 ROOF DIAPHRAGM Ze Ok-)p cneN5 2.7 OVERTURNING& ANCHOR SYSTEM Ario E : 7'3 I 0 0% 6/teb y DESIGN CRITERIA: CODES- 1) 1997 Edition -Uniform Building Codes (Volume 2) 2) ANSI A58.1 -Building Code Requirement for minimum design loads in buildings and other structures. 3) ANSUNF&PA NDS - 1991 ; National Design Specification for Wood Construction(Including Revised supplement) (Copyright 1993) 4) International Conference of Building Officials (ICBO) a) Evaluation report no. 1591, "Steel Gusset Plate Fasteners b) Report number 2403, "Diaphragms " c) Report number NER- 108 , "Diaphragms " d) Report number NER-272, "Diaphragms...." 5) Plywood Design Specifications with supplements 1,2,&3, by the American Plywood Association (APA). SPECIFICATIONS- 1) WAC 296-150C 2) WAC 296-150F..X 3) OSSC ORS 455 4) Contract number MATERIALS- 1) Plywood- CDX Plugged(Diapghraams use "Structural Grade) per U.B.C. Std. 23-3, or, 23-9. 2) Structural Panel (OSB, Waferboard, & Composite Panels) Panel Grade M-S and M-2. 3) Lumber- HemFir, or, DougFir No. 2 or better Per NDS. All studs to be "Stud" grade. 4) Steel - Mild steel to be ASTM A36 or equal and bolts to be ASTM A325 and allthread to be ASTM A36 or equal. 5) Anchor systems a) Block and pad footings: Tie Down Engineering, Inc. Strap #MS670 (3150 lb. cap'y) and Anchor#M12H (7500 lb. ultimate strength) '1 v DESIGN LOADS: LIVE LOADS- UNIFORM CONCENTRATED Roof ZS PSF 300 lb. on 3" dia. Floor PirWitoLP 419 PSF 1 o vv lb. 20.E L4 AM— *lU'¢ 5U a on 2.5 ft. Sq.Area 6 Melt (U.B.C. table T 16 -A) 0240115 105 f l o s= /2S lcsF) WIND LOADS- 82 MPH , EXPOSURE C Per U.B.C. Chapter 16, Division II Section 1618; "Wind Pressures" P=Ce Cq qs I Method 1 for roofs and walls and Method 2 for overturning. SEISMIC COEFFICIENT Zbwr 3 Per U.B.C. Chapter 16, Division IV Section 1630.2.3"Simplified design base shear " V=(3.0xCa/R) W= (t1, 196 ) W COMPUTER PRINTOUT FOR INPUT DATA Vertical design loads specified on member specific sheets. Lateral wind and seismic loads are on sheet 2.2.3. (Program details available upon request) WoodWorks® SIZER SOFTWARE FOR WOOD DESIGN JN3278.wd WoodWorks®SIZER 97b COMPANY PROJECT „ DELCCN SERVICES 3701 E. BASELINE ROAD , STE 106/109 _ . .,_n w, ePoT9•"'+ I .. GILBERT, AZ 85234 RESULTS by GROUP - NDS-1991 t LEV EL SECTIONS by GROUP for 3 - ROOF MFD TRUSS Not designed by request * Beam4 Cldla:a ?e remise ">@ hest-BF--- P—yS 5-±:Ix1^ r..4% MF'D 6I g R EXT COLUMN Lumber n-ply Hem-Fir Stud 2- 2x6 Pttit yw'OI %G INT COLUMN Lumber n-ply Hem-Fir-#'t Ct..1 Ne 3..ctlea 5.—nd J"L &)�J EXT WALL Lumber Studs Hem-Fir Stud 2x6 @16.0 Pam- I-i INT WALL Lumber Studs Hem-Fir Stud 2x4 ®16.0 CL1u6 : )ZF C4 26-r SUGGESTED SECTIONS by GROUP for LEVEL 2 - FLOOR In, (LIWL Floor Jstl Lumber-soft -rot No.% I 2x12 Il deOl a' & _ EXT PERIM JS Lumber n-ply Hem-Fir No.2 2- 2x12 M.L.PERIM JS Lumber n-ply Hem-Fir No.2 No section found BLOCK STACK Timber-soft D.Fir-L No.2 8x10 SUGGESTED SECTIONS by GROUP for LEVEL 1 - FLOOR CONC PADS Not designed by request * = member length exceeds typical stock length. CRITICAL MEMBERS and DESIGN CRITERIA Group Member Criterion Analysis/Design Values Floor Jstl jl Bending 0.75 EXT PERIM JS b4 Shear 0.94 M.L.PERIM JS No section found. Beam4 b21 Bending 0.97 BLOCK STACK c61 Axial 0.78 EXT COLUMN c92 Axial 0.68 INT COLUMN No section found. EXT WATT w4 Axial 0.09 INT WALL w24 Axial 0.65 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. DESIGN GROUP OCCURS ON MULTIPLE LEVELS: the lower level result is considered the final design and appears in the Materials List. . 3. ROOF LIVE LOAD: treated as a snow load with corresponding duration factor. Add an empty roof level to bypass this interpretation. . 4. BEARING: the designer is responsible for ensuring that adequate bearing is provided. 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions w of NDS Clause 3 .3 .3. 7. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 8. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 9. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform WoodWorks® SIZER SOFTWARE FOR WOOD DESIGN JN3278.wwa WoodWorks® SIZER 97b Concept Mode : Elevation View Gridline B: North-South 1' • I 3-1 -' I ' —11'-1.2" II 2,,_ _....., — _ T — ..——iri -- —I[—• — — 1 2 3 4 5 6 vv Vvu vv VI s% lw JILCr[ Jur I VVAIW r•VK VYVVU UtbRiN j JN3278.wwa WoodWorks® SIZER 97b -- " Concept Mode : Elevation View Gridline 2: East-West 1' • 77 7 — — 7 — 7 J711-1.2" AB C DE FG H I J KL M NO i- •• WoodWorks® SIZER SOFTWARE FOR WOOD DESIGN JN3278.wwa WoodWorks®SIZER 97b ' -- " Concept Mode : Column View Floor 2 : 2 ' -6" 44' • 4 • • • 3 _ = =• 2---- 1 AB C DE FG H I J KL M 10' 0'1' 7'-' 14' 201-6" 27' 33'-6" 40' 46' 53'-66" 15' 21'-6" 47' L.).} 66 it COMPANY I PROJECTDEL AGIT DAYCARE th e/a10E.BASELINE ROAD (JN 342VVS K3--42 X 66 FT THREE PLEX) s Woodwork SUITE 106-PMB ' WHITLEY EVERGREEN.INC. SOFTWARE FOR WOOD DESIGN GILBERT,AZ 85234 1 1997 UBC/1991 NDS June 11,2000 18:38:25 Beam1 .., Design Check Calculation Sheet j t JS S 6 I to trie LOADS: (lbs, psf,or plf) Oiha Loac Type Distribution Magnitude Location [ft] Pattern L&' .3 Start End Start End Load? 1 Dead Full UDL 238 No • 2 Live Full UDL 420 Yes I MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS : a a 0' 26'3" 36'-6" 66' Dead 2949 4855 6589 1 3243 Live 4688 11658 13390. 5140 Total 7637 16513 19978' 8384 Bearing: Length 2-5/16" 4-15/16" 6" 2-1/2" Glulam-Reverse,VG West.DF, 24F-V8, 5-1/8x24" Self Weight of 2001.88 plf automatically included in loads lateral support:Top=Full Bottom=@Supports Load Combinations: ICBO-UBC ####WARNING: Member length exceeds typical stock length of 41.0[ft] SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysts Value Design Value Analysis/Design Shear fv @d = 130 Fv' = 190 fv/Fv' = 0.69 Bending(-) fb = 1247 Fb' = 2206 fb/Fb' = 0.57 Bending(-) fb = 1375 Fb' = 2262 fb/Fb' = 0.61 Live Defl'n 0.40 = L/888 0.98 = L/360 0.41 Total Defl'n 0.77 = L/461 1.97 = L/180 0.39 ' ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC4 Fb'-= 2400 1.00 1.00 1.00 1.000 1.00 0.919 1.00 1.00 7 • Fb'-= 2400 1.00 1.00 1.00 0.957 1.00 0.942 1.00 1.00 8 Fv' = 190 1.00 1.00 1.00 8 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 7 Custom duration factor for Snow load = 1.00 . Bending(+) : LC4 7 = D+L (pattern: L L), M = 51139 lbs-ft Bending(-) : LC4 8 = D+L (pattern: _LL), M = 56366 lbs-ft Shear : LC4 8 = D+L (pattern: LL), V =12047, V@d =10672 lbs Deflection: LC4 7 = D+L (pattern: L_L) EI=10627.03e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L.C, =no pattern load in this span) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.312). 3.Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4.GLULAM: bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM: bearing length based on smaller of Fcp(tension),Fcp(comp'n). WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN aeam1 Woodworks®Sizer 2000 June 11,2000 18:38:50 REACTION [lbs] Maximum. . - Unl_ft: 0 • t ■ 7637 8384 16513 19978 SHEAR Elba] ' +V max: 11540 40 -V max: -7871 LC* = 8 BENDING [lbs-ft] +M max: 48987 LC* = 7 -M max: LC.* = 3 j • I / 54115 DEFLECTION (in) Max Live: 0.4 Max Total: 0.77 . LC'* = 7 93®5 ,3 -0.12 - .16 t.16 -0.23 0.24 • 0.29 33 77 -0.39 0, 26,.3.. 36%6n 66' I _ !I • COMPANY I PROJECT DELCON SERVICES 1 EWS SKAGIT DAYCARE II II WoodWorkSS701E.BASELINEROADI 66 FT THREE IPLEX)- M� SUITE 106-PMB 191 WHITLEY EVERGREEN, NC.C. j SOFTWARE FOR WOOD DESIGN GILBERT,AZ 85234 ; 1997 UBC/1991 NDS June 11,2000 18:41:01 j Beam1 Design Check Calculation Sheet 772Ax, GG{Lberk LOADS: (Ibs, psf,or plf) al) il Loac Type Distribution Magnitude Location [ft] Pattern 11 Start End Start End Load? i 1-I M .L 4- 1 Dead Full UDL 238 No 2 Live Full UDL 420 Yes I MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS : O 34,4„ 66' bead 3549 11041 1 3047 Live 6298, 17354 5826 Total 9847 28395. 1 8872 Bearing: ' Length 2-15/16" 8-1/2" i 2-11/16" Glulam-Reverse, VG West.DF, 24F-V8, 5-1/8x24" Self Weight of 2001.88 plf automatically included in loads lateral support:Top=Full Bottom=@Supports Load Combinations:ICBO-UBC ####WARNING:Member length exceeds typical stock length of 41.0[ft] SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) C-•-=^on Analysis Value Design Value Analyses/Design Shear fv @d = 161 Fv' = 190 fv/Fv' = 0.85 Bending(+) fb = 1721 Fb' = 2170 fb/Fb' = 0.79 Bending(-) fb = 2296 Fb' = 2290 fb/Fb' = 1.00 , ' Live Defl'n 0.86 = L/478 1.15 = L/360 0.75 Total Defl'n 1.40 = L/295 2.30 = L/180 0.61 ' ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC8 F1:31r= 2400 1.00 1.00 1.00 1.000 1.00 0.904 1.00 1.00 3 Fb'-= 2400 1.00 1.00 1.00 0.971 1.00 0.954 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Custom duration factor for Snow Load = 1.00 Bending(+) : LCS 3 = 0+L (pattern: L ), M = 70544 lbs-ft Bending(-) : LC# 2 = D+L, M = 94127 Ibs-ft ' Shear : LC# 2 = D+L, V =14582, V@d =13208 lbs Deflection: LC* 3 = D+L (pattern: L_) EI=10627.03e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _no pattern load in this span) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except , where point loads occur at 1/3 points of a span(NOS Table 5.5.2). 3.Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous 61. beams. 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 6.GLULAM: bearing length based on smaller of Fcp(tension),Fcp(comp'n). i WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN w b_. Beam1 WoodWorks®Sizer 2000 June 11,2000 18:41:28 , REACTION fibs] ' Maximum. . . C-: . 0 4 I . 9847 8872 I 28395 SHEAR [lbs] +V max: 13225 1 -V max: -13963 LC+ = 2 _I 1 I I • 13963 BENDING [lbs-ft] 1 +M max: 67986 LC= = 3 -P_ max: -901=: oiv I \\ I \ . -90125 ; DEFLECTION [in] 1 Max Live: 0.86 Max Total: 1.4 LC4 = 3 I I 0.31 0.i 0.22 i -0.38 .49 -0.73 .4 r 34.4r sr 1.-, t WoodWorks® SIZER SOFTWARE FOR WOOD DESIGN I,? WoodWorks®SIZER 97b _ COMPANY I PROJECT wok-S 'LCON SERVICES � 01 E. BASELI_NE ROAD , STE 106/109 -- - - - - --- --- -- .MS :, LBERT, AZ 85234 DESIGN CHECK - NDS-1991 I{I : DESIGN DATA: +I' type: .....=_,... „AAA, base, Loadface ==width(b) material: Lumber Studs e 16.0 [in] spacing Re x Lb: 1.00 x 0.00= 0.00 [ft] Re x Ld: 1.00 x 8.58= 8.58 [ft] lateral support: Top = Lb Bottom = Lb 4li total length: 8.58 [ft] repetitive factor: applied where permitted(refer to online help) Load Combinations: ICBO-UBC ...\ ': LOADS: (force=kips,=pressure=psf, udl=plf, location-aft) »Self-weight automatically included« __ ____=_______ ____ _ _ Type Distribution Magnitude Location Pattern Start End Start End Load III Dead Axial 0.18 (Eccentricity = 0.0 in) Snow Axial 0.27 (Eccentricity = 0.0 in) Wind Full Area 24.34 (16. 0) * No outary Width (in) = =_ ..__=. _ __ itUM REACTIONS and BEARING LENGTHS (force=kips, length=in) .... = ___5 ______ _ __ 8.6 ft Dead Live 0.14 0.14 'otal 0.14 0.14 north 1.0 1.0 �y y 3 y yy JyJ{ yyy.y .ySy }{ }yJy y y y R################################Sf##T'#########4t#############4######### N SECTION: Hem-Fir, Stud, 2x6 a 1.704 plf section PASSES the design code check. TT1########ST###x####y##f###'####yci####T Ti##7f####t fi##y# ##########y 3 S MN vs. DESIGN CODE (stress-psi, deflection=in) ' = =erion Analysis Value Design Value I Analysis/Design I I fv ed = 23 Fv' = 120 fv/Fv' = 0.19 _ng(+) fb = 474 Fb' = 1242 fb/Fb' = 0.38 . . fc = 56 Fc' = 616 fc/Fc' = 0.09 Bearing fg = 56 Fg' = 1670 fg/Fg' = 0.03 ned (axial compression + side load bending) Eq.3. 9-3 = 0.39 Defl'n 0.16 = L/648 0.57 = L/180 0.28 Defl'n 0 .16 = L/648 0. 57 = . L/180 0.28 =S: F CD CM Ct CL CF CV Cfu - =Cr LC# =675 1.60 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 - 75 1.60 1.00 1.00 (CH = 1.000) 4 405 1.00 1.00 - 800 1.00 1.00 1.00 1.00 (Cp = 0.770) 2 1.2 million 1.00 1.00 4 1670 1.00 1.00 2 duration factor for Snow load = 1.00 .• WoodWorks® SIZER SOFTWARE FOR WOOD DESIGN w12 WoodWorks®SIZER 97b Page 2 ADDITIONAL DATA 5 kT' - -------------------------------------------------------------- Lf/A-14._.r Bending(+) : LC# 4 = D+W, M = 0.30 kip-ft Shear : LC# 4 = D+W, V = 0.14, VOd = 0.13 kips Deflection: LC# 4 = D+W Total Deflection = 1.50 (Defin dead) + Defln_Live. Axial : LC# 2 = D+S, P = 0.46 kips Combined : LC# 4 = D+W, CD= 1.60 (1 - fc/FcE) = 0.98 (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES : 1. Please verify that the default deflection limits are appropriate for your application. VVOOOVHOrKS(R) SILtK SOFTWARE FOR WOOD DESIGN w12 WoodWorks®SIZER 97b - REACTION [kips] SHEAR [kips] yXl� w�` S ' +Rmax: 0.14 , +V max: 0.14 r +Rmin: 0.14 -V max: -0.14 Bearing: 0.46 LC# = 4 I 0.14 1 I i I i 1 1 1 I I I i I 1 i 1 1 1 1 1 BENDING [kip-ft] (excludes M = Pe) 1DEFLECTION [in] +M max: 0.30 I Max Live: 0.16 j LCn = 4 i Max Total: 0.16 LCr = 4 0 .08 0.14 I 1 • �.3 .16 -0.14 y, I -0.08 I 1 1 I 1 I i WoodWorks® SIZER SOFTWARE FOR WOOD DESIGN w19 WoodWorks® SIZER 97b -- -- COMPANY PROJECT DELCON SERVICES 1 N"�- Witt L 5 3701 E. BASELINE ROAD , STE 106/109 ' "-- _ H <a DMS GILBERT, AZ 85234 NY DESIGN CHECK - NDS-1991 Wall DESIGN DATA: type: pinned base, Loadface = width(b) material: Lumber Studs @ 16.0 [in] spacing Ke x Lb: 1.00 x 0.00= 0.00 Eft] Ke x Ld: 1.00 x 8 .58= 8 .58 [ft] total length: 8.58 [ft] repetitive factor: applied where permitted(refer to online help) Load Combinations: ICBO-UBC INPUT LOADS : (force=kips, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load I Type Distribution Magnitude Location Pattern Start End Start End Load 1 Dead Axial 0.32 (Eccentricity = 0.0 in) 2 Snow Axial 0.47 (Eccentricity = 0.0 in) 44444Y 1#Y as 1114441'41Y 144 a 4:3111 a 1 a T T T T as Y 4411TT 1T T a n T T T Y11a1 11 11114aa }fi}R T..T T T RTT`t it R TT TTT 1Ttf TT T .TT..n1I'T.. . .. R'T T IT'T... TT it'T R'TiT if Tr,RY TT if R T T TT DESIGN SECTION: Hem-Fir, Stud, 2x4 Q 1.084 plf This section PASSES the design code check. a 41a a a a Y 11J1141:L 4 T1114 Y1 1SY44:1114411 Tnaaa TT 1 T a 1 Y Y 11f a s 444443 YY 4 Y Y 441 Y 14 if,if TTTT T ii T R if T T if it T Tif if lfT R T T RT TT TT FTT it T'i iT if. if TT. ifT if iY. if if R R H lT RT T T T T T F if T if SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion Analysis Value Design Value I Analysis/Design Axial fc = 151 Fc' = 362 fc/Fc' = 0.42 Axial Bearing fg = 151 Fg' = 1670 fg/Fg' = 0.09 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 800 1.00 1.00 1.00 1.05 (Cm = 0.431) 2 E' = 1.2 million 1.00 1.00 0 Fg' = 1670 1. 00 1.00 2 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC,4i 2 = D+S, P = 0.79 kips (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. .1: WoodWorks® SIZER SOFTWARE FOR WOOD DESIGN _ w19 WoodWorks®SIZER 97b 11 !REACTION [kips] SHEAR [kips] Bearing: 0.78 +V max: 0.00 �Nj- N/?1'1'L"5 -V max: 0.00 LC# = 4 • 11 i c C i I 1 I i 1 ' i i i I BENDING (kip-ft] (excludes M = Pe) iDEFLECTION [in] Max Live: 0.00 I Max Total: 0.00 LC* = 4 C C 1 • . 1 1 _ 1 1 I LiI A . ! 1 I - Roof Beam[97 UBC(91 NDS)j Ver.V4051857 By: DELCON SERVICES , DELCON SERVICES on:06-14-2000 Project: JN3423- Location:WINDOW HEADER-6 FT Summary: (3 ) 1.50 IN x 5.50 IN x 6.0 FT /#2-HEM-FIR-Dry Use Section Adequate By: 64.6% Controlling Factor.Area/Depth Required 4.10 In - Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.06 IN =LJ1161 Total Load: TLD= 0.11 IN =L/677 Reactions (Each End): Live Load: RL= 518 LB Dead Load: RD= 370 LB Total Load: RT= 887 LB Bearing Length Regd.: BL= 0.49 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 6.0 FT Pitch Of Roof: RP= 0.00 : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Beam Loading: Live Load: LL= 25 PSF Side One: Roof Dead Load: DL1= 17 PSF Roof Rafter Tributary Width: TW1= 6.9 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor. Cd= 1.00 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 6.0 FT Beam Live Load WI Slope Red'n: wL= 173 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 123 PLF Total Maximum Load: wT= 296 PLF Controlling Total Design Load: wTcont= 296 PLF Properties For:#2- HEM-FIR Bending Stress: Fb= 850 PSI Shear Stress: Fv= 75 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc perp= 405 PSI Adjusted Properties: Fb' (Tension): Fb'= 1265 PSI Adjustment Factors:Cd=1.00 CI=1.00 Cf=1.30 Cr-1.15 Fv': Fv'= 75 PSI Adjustment Factors:Cd=1.00 Design Requirements: Maximum Moment M= 1331 FT-LB I Shear(@ d from beam end): V= 752 LB Comparisons With Required Sections: Section Modulus: Sreq= 12.7 N3 S= 22.6 N3 Area: Areq= 15.1 N2 A= 24.7 N2 Moment of Inertia: 1req= 16.6 N4 1= 62.3 N4 • r oy: UC UUN JtKVIUtS , ULLGON JtnVIGtJ on:Uti-14-2000 / ' 7-e - #2/HEM-FIR/Dimensional Lumber Project:JN3423-Location:WINDOW HEADER-6 FT I _ it • 11 I l i II I! 11I 1 • i 1 ! 'i I I ! III ' i I i : l " ' • i i i 1 I I r I i • � 1 1 1 ! ! I 1 • Ii1 1 1 1 I 1 1 1 Ii t ! ' i I I t • 1 11 i 1 I • I • I 1 I • I I i i l 1 1 1 1 i i 1 I ! • 1 � 1 1 Ili • ' Ili L= 1/4 PLF wd = 123 PLF L=6.0Ft RL=518 LB RD= 1 LB RD= RD=370 LB 370 LB RT=887 LB RT=887 LB COMPANY ! PROJECT 1 - 1111 }' DELCON SERVICES I EWS SKAGIT DAYCARE ' i WOO d WO 1 �S�oTE 106 1 E. SPMBE9 ROAD WHITL2EY EVERGREEN C THREE PLEX) GILBERT,AZ 85234 1997 UBC/1991 NDS ✓ SOFTWARE FONWOOD DESIGN I June 11,2000 18:49:12 1 Columnl Design Check Calculation Sheet L ) I - oL , LOADS: ( lbs,psf,or plf) Loan Type ' Distribution Magnitude Location [ft] 'Pattern : g _ 3 Start End Start End Load? I Dead Axial 2949 (Eccentricity = 0.0 in) 2 Live Axial 4688 (Eccentricity = 0.0 in] 3 Wind Full Area 24 (1.33)" No -_icutary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS : 1 ' 0' 8'7 Lead Live 139 139 Total 139 139; Searing. Length 1/16" 1/16" ' Lumber n-ply, Hem-Fir, Stud, 2x6",4-Plys = C 2) IL 72_ yvl o ij Self Weight of 116.76 pif automatically included in loads ' pinned base,Loadface=width(b)built-up fastener:nails Ke x Lb:1.00 x 8.58=8.58(ft] Ke x Ld:1.00 x 8.58=8.58[ft]lateral support: . Top=Lb Bottom=Lb repetitive factor:applied where permitted(refer to online help)Load Combinations:ICBO-UBC SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) C--'-=^on Analysis Value Design Value Aca:vsis/Design ' Shear fly @d = 6 Fv' = 120 fv/Fv' = 0.05 , Bending(*) fb = 119 Fb' = 1242 fb/Fb' = 0.10 -- Axial fc = 233 Fc' = 391 fc/Fc' = 0.60 ' Axial Searing fg = 233 Fg' = 1670 fg/Fg' = 0.14 Combined (axial compression + side load bending) Eg.3.9-3 = 0.23 Live Def_l'n 0.04 = <L/999 0.57 = L/180 0.07 Total Defl'n 0.04 = <L/999 0.57 = L/180 0.07 ADDITIONAL DATA: FAC^CRS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 675 1.60 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 F-r' = 75 1.60 1.00 1.00 (C3 = 1.000) 4 ' 1cp'= 405 1.00 1.00 - Fc' = 800 1.00 1.00 1.00 1.00 (Cp = 0.489) 2 Fc' = 800 1.60 --combined comp. + bending-- (Cp = 0.405) 3 - = 1.2 million 1.00 1.00 4 = 1670 1.00 1.00 2 ' Custom duration factor for Snow load = 1.00 . Sending( ) : LC# 4 = D+W, M = 299 lbs-ft Shear : LC# 4 = D+W, V = 139, V@d = 127 lbs Deflection: LC,Y 4 = D+W EI= 24.96e06 lb-in2!ply Total Deflection = 1.50(Defln_dead) + Defln Live. Axial : LC$ 2 = D+L, P = 7696 lbs Kf = 0.60 Comoined : LC# 3 = D+.75(L+W) , CD= 1.60 (1 - fc/FcE) = 0.81 (D=dead L=Live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) • I DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. !I fl WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN - �'I Columnl Woodworks®Sizer 2000 June 11,2000 18:49:3k i RElCTION (lbs] 'SHEAR (lbs] ` ' +Rma:c: 139 +V max: 139 „ +Rmi.: 139 -V max: -139 3earIng: 7871 LC$ = 4 /41139 1 1 1 1 • iI / ; { i i 1 'BENDING (lbs-ft] (excludes M = Pe) DEFLECTION (in] 1 I +M mar.: 299 Max Live: 0.04 II i LC$ = 4 r Max Total: 0.04 LC4 = 4 I . 1 - 02 i j . 1 i °\: • 059 ..09 1 ! -0.03 ! . I • 1 !- -0.02 ' • 1 i i ' COMPANY PROJECT DELCON SERVICES EWS SKAGIT DAYCARE y 'i Wood WO ^ SUITE E.BASELINE ROAD (JN 3423-42 66 Fr.THREE PLEX) J`. SUITE 106-PMB 191 WHITLEY EVERGREEN INC. + sasrwaar roa WOOD DESraN GILBERT,AZ 85234 1997 UBC 11991 NDS June 11,2000 18:51:47 Column1 Design Check Calculation Sheet E Go 1__ , LOADS: (lbs, psf, or plf) Load Type Distribution Magnitude Location Ifti Pattern Start End Start End Load? Dead Axial 3549 (Eccentricity = 0.0 inI 1 ' 2 Live Axial 6298 (Eccentricity = 0.0 in) 3 Wind Full Area 24 (1.33)* No I 1 Tributary Width (ft) 1 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS : 1 0, Lead Live 139 1 139 Total 139 139 Bearing: Length 1/16" 1/16" Lumber n-ply, Hem-Fir, Stud, 2x6", 4-Plys Self Weight of 116.76 plf automatically included in loads pinned base, Loadface=width(b)built-up fastener:nails Ke x Lb:1.00 x 8.58=8.58 [ft] Ke x Ld:1.00 x 8.58=8.58[ft]lateral support: Top=Lb Bottom=Lb repetitive factor applied where permitted(refer to online help) Load Combinations:ICBO-UBC SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 6 Fv' = 120 fv/Fv' = 0.05 Bending(+) fb = 119 Fb' = 1242 fb/Fb' = 0.10 Axial fc = 300 Fc' = 391 fc/Fc' = 0.77 Axial Bearing ' fg = 300 Fg' = 1670 fg/Fg' = 0.18 Combined (axial compression + side load bending) Ea.3.9-3 = 0.33 i Live Defl'n 0.04 = <L/999 0.57 = L/180 0.07 Total Defl'n 0.04 = <L/999 0.37 = L/180 0.07 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'-= 675 1.60 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 Fv' = 75 1.60 1.00 1.00 (CB = 1.000) 4 Fc-'= 405 1.00 1.00 - Fc' = 800 1.00 1.00 1.00 1.00 (Cp = 0.489) 2 ' Fc' = 900 1.60 --combined camp. + bending-- (Cp = 0.405) 3 ' E' = 1.2 million 1.00 1.00 4 ' Fg' = 1670 1.00 1.00 2 Custom duration factor for Snow load = 1.00 Bending(-) : LC# 4 = D+W, M = 299 lbs-ft • Shear : LC# 4 = D+W, V = 139, V@d = 127 lbs Deflection: LC# 4 = D+W E1= 24.96e06 lb-in2/ply Total Deflection = 1.50(Defln dead) - Defln Live. ' Axial : LC# 2 = D+L, P = 9906 lbs Ef = 0.60 Cc.-.bnned : LC# 3 = D+.75(L+W), CD= 1.60 (1 - fc/FcE) = 0.75 C=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) . DESIGN NOTES: ' 1.Please verify that the default deflection limits are appropriate for your application. ' 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. i 1 1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN - Columnl WoodWorks®Sizer 2000 June 11,2000 18:52:1Q REACTION (lbs] SHEAR (lb5] 11 +Rmax: 139 +V max: 139 +R.mcn: 139 -v max: -139 3eaz_na: 10081 LC4 = 4 C 139 1 . I 1 I . • I P. L I I ' !BENDING [1bs-ft] (excludes M = Pe) :DEFLECTION (in] +M max: 299 Max Live: 0.04 LC4 = 4 Max Total: 0.04 LC# = 4 I 1 i j ' 1 - 02 1 I 1 I 1 1 1 -0.03 . 1 _ 1 1,99 8.04 I 0.03 1 1 i / Column(97 UBC (91 NDS)I Ver.V4051857 By: DELCON SERVICES , DELCON SERVICES on: 06-14-2000 Project: JN3423- Location: Interior columns on Line 3 Summary: 3.50 x 5.50 x 8.583 FT / #2-HEM-FIR- Dry Use Section Adequate By: 23.9% _ Base Reactions: Live: RL= 6695 LB Dead: RD= 3340 LB Total: RT= 10035 LB Axial Loads: Live Loads: PL= 6695 LB Dead Loads: PD= 3295 LB Total Loads: PT= 9990 LB Column Data: Length: L= 8.583 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length(X Axis): Lx= 8.583 FT Maximum Unbraced Length (Y Axis): Ly= 0.0 FT Eccentricity (X Axis): ' ex= 0.00 IN Eccentricity(Y Axis): ey= 0.50 IN Column Design Stresses: Compressive Stress: Fc= 1250 PSI Modulus of Elasticity: E= 1300000 PSI Bending Stress (X Axis): Fbx= 850 PSI Bending Stress (Y Axis): Fby= 850 PSI Adjusted Properties: Fbx': Fbx'= 1105 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Fby': Fby'= 1160 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Cfu=1.05 Fc'(parallel): Fc'_parl= 844 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.61 Critical Buckling Design Value: Fbe=12682090000 PSI Controlling Direction: (X Axis) Compressive Stress: fc= 519 PSI 1 Allowable Compressive Stress: Fc'= 844 PSI Column Properties: Column Section (X Axis): dx= 5.50 IN Column Section (Y Axis): dy= 3.50 IN Area: A= 19.25 1N2 Section Modulus(X Axis): Sx= 17.6 IN3 Section Modulus(Y Axis): Sy= 11.2 IN3 Length Depth Ratio: Lex/dx= 18.7 Ley/dy= .0 Column Bending Calculations: Combined Stress Factor: CSF= 0.76 COMPANY I PROJECT DELCON SERVICES EWS SKAGIT DAYCARE ' ' %o o d Work ,e701 E.BASELINE ROAD (JN 3423-42 X 66 FT.THREE PLEX) SUITE 106-PMB 191 WHITLEY EVERGREEN INC. SOFTWARE FOR WOOD DESIGNGILBERT,AZ 85234 1997 UBC/1991 NDS June 11,2000 18:57:10 Column) Design Check Calculation Sheet !N T LOADS: (Ibs, psf,or plf) /,� T - der boas. Type Distribution Magnitude Location [ft] Pattern (-- l Starr End I Starr End 'Load? - Dead Axial 5520 (Eccentricity = 0.0 in) 3 Live Axial 8677 (Eccentricity = 0.0 in) Yt (ro77rJj MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS : 0 0' s•-7•• • Lumber n-ply, Hem-Fir, No.2, 2x6",4-Plys ( A - M z j Self Weight of 116.76 plf automatically included in loads pinned base, Loadface=width(b)built-up fastener: nails Ke x Lb:1.00 x 8.58=8.58[ft]Ke x Ld: 1.00 x 8.58=8.58[ft]repetitive factor: applied where pernitted(refer to online help)Load Combinations:ICBO-UBC SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value 'Analysis/Design III Axial fc = 432 Fc' = 570 fc/Fc' = 0.76 ' 3cal Bearing fg = 432 Fg' = 1670 fg/Fr' = 0.26 ADDITIONAL DATA: ' FACTORS: F CD CM Ct CL CF Cl Cfu Cr LC$ Fc' = 1300 1.00 1.00 1.00 1.10 (Cp = 0.399) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1670 1.00 1.00 2 Custom duration factor for Snow load = 1.00 Asia' : LC# 2 = D+L, P =14256 lbs Kf = 0.60 (C=dead L=lave S=snow N=wiad I=impact C=construction) (A__ LC's are listed in the Analysis output) ' DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NOS Clause 15.3. 1, 3- 12 . 1 Column[97 UBC(91 NDS)]Ver.V4051857 'F By: DELCON SERVICES , DELCON SERVICES on:07-07-2000 Project:JN3423- Location: COLUMN @ I-4 ¢ 11.1Tertt.wL Got- @ Lt 4 6 3- to-TB71h1 A'YE MAT I L. Summary.00 x 6.00 x 8.6 FT / #2-DOUGLAS FIR-LARCH - Dry Use Section Adequate By: 5.3% Base Reactions: li Live: RL= 8677 LB Dead: RD= 5577 LB Total: RT= 14254 LB Axial Loads: Live Loads: PL= 8677 LB Dead Loads: PD= 5520 LB Total Loads: PT= 14197 LB Column Data: Length: L= 8.6 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length(X Axis): Lx= 8.6 FT Maximum Unbraced Length (Y Axis): Ly= 8.6 FT Eccentricity(X Axis): ex= 0.00 IN Eccentricity(Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress(X Axis): Fbx= 875 PSI Bending Stress(Y Axis): Fby= 875 PSI Adjusted Properties: Fbx': Fbx'= 1138 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Fby': Fby'= 1194 PSI Adjustment Factors:Cd=1.00 Cf=1.30 Cfu=1.05 Fc'(parallel): Fc'_parl= 624 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.44 Controlling Direction: (Y Axis) Compressive Stress: fc= 592 PSI Allowable Compressive Stress: Fc'= 624 PSI Column Properties: Column Section(X Axis): dx= 6.00 IN Column Section(Y Axis): dy= 4.00 IN Area: A= 24.00 IN2 Section Modulus(X Axis): Sx= 24.0 IN3 Section Modulus(Y Axis): Sy= 16.0 IN3 Length Depth Ratio: Lex/dx= 17.2 Ley/dy= 25.8 Column Bending Calculations: Combined Stress Factor. CSF= 0.95 �X:-2 -� i- . -FCi / i r f `. 4 ��jr 3 r ® # 10671 . C� 7/7/v COMPANY PROJECT DELCON SERVICES EWS SKAGIT DAYCARE e70Wo o d WO r tc s SUI1 E.BASELINE ROAD' (JN - V X G E THREE FLEX) — SUITE 106-PMB 191 ! WHITLEY EVERGREEN INC. SOFTWARE FOR WOOD DESIGN GILBERT,AZ 85234 1997 UBC/1991 NDS June 11,2000 19:03:04 Columnl Design Check Calculation Sheet IIJ ) GoL , LOADS: ( lbs,psf,or plf) _ Loan Type Distribution Magnitude Location [ft] !Pattern @ - 3 Start End Start End 'Load? 1 Dead Axial 6589 (Eccentricity = 0.0 in) 2 Live Axial 13390 (Eccentricity = 0.0 in) I I MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS : o e 0' 8'-7" II) 4-44 p: -2t yryo Lumber n-ply, Hem-Fir, No.2, tergret P+4y ls.e.— Self Weight of 116.76 plf automatically included in loads C$({(f /-3 h ) fixed base, Loadface=width(b)built-up fastener. nails Ke x Lb:0.80 x 8.58=6.87[ft]Ke x Ld:0.80 x 8.58=6.87[ft]repetitive factor applied where permitted(refer to online help)Load Combinations:ICBO-UBC SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analvsis/Des+gn ' Axle: fc = 6607 Fc' = 688 fc/Fc' = 0.88 II Axial Bearing fg = 607 Fg' = 1670 fg/Fa' = 0.36 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 1300 1.00 1.00 1.00 1.10 (Cp = 0.481) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1670 1.00 1.00 2 Custom duration factor for Snow load = 1.00 Axial : LC1 2 = D+L, P =20037 lbs Kf = 0.60 (D=dead L=live S=snow W=wind I=impact C=construct_on) (Al: LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY I PROJECT ' DELCON SERVICES ! EWS SKAGIT DAYCARE _ ' 1 �O O WO e/01 E.BASELINE ROAD (JN 3423-42 X 66 Fr.THREE PLEX) J` SUITE 106-PMB 191 1 WHITLEY EVERGREEN INC. SOFTWARE FOR 101000 DESIGNGILBERT,AZ 85234 ; 1997 UBC f 1991 NDS .- June 11,2000 19:06:32 ; Columnl Design Check Calculation Sheet E:c--- (-0 1- LOADS: (Ibs, psf,or pit) 0 Loan Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? OH . I Dead Axial 3243 (Eccentricity = 0.0 in) 2 Live Axial 5140 (Eccentricity = 0.0 in] ).-.o 1-i 6 3 Wind Full Area 24 (1.33) * No Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS : A 0' Dead Live 139 i 139 Total 139 1 139', Bearing: Length 1/16" 1/16" Lumber n-ply, Hem-Fir, No.2, 2x6",4-Plys (2.) p's-72 r-tot Self Weight of 116.76 plf automatically included in loads pinned base,Loadface=width(b)built-up fastener.nails Ke x Lb:1.00 x 8.58=8.58[ft] Ke x Ld:1.00 x 8.58=8.58[ft]lateral support: Top=Lb Bottom=Lb repetitive factor:applied where permitted(refer to online help)Load Combinations:ICBO-UBC SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) I Criterion Analysis Value Design Value Ana_vsis/Design ' Shear fv 2d = 6 Fv' = 120 fv/Fv' = 0.05 ' Sending(-) fb = 118 Fb' = 2033 fb/Fb' = 0.06 Axial fc = 256 Fc' = 570 fc/Fc' = 0.45 • Axial Bearing fg = 256 Fg' = 1670 fg/Fg' = 0.15 Combined (axial compression + side load bending) Ea.3.9-3 = 0.16 Live Def1'n 0.04 = <L/999 ' 0.57 = L/180 0.06 Total Defl'n 0.04 = <L/999 0.57 = L/180 0.06 ADDITIONAL DATA: FACTORS: F CD Cy Ct CL CF CV Cfu Cr LCI Fb'-= 850 1.60 1.00 1.00 1.000 1.30 1.000 1.00 1.15 4 F:' = 75 1.60 1.00 1.00 (CH = 1.000) 4 Fop'= 405 1.00 1.00 - Fc' = 1300 1.00 1.00 1.00 1.10 (Cp = 0.399) 2 Fc' = 1300 1.60 --combined comp. + bending-- (Cp = 0.292) 3 . E' = 1.3 million 1.00 1.00 4 Fg' = 1570 1.00 1.00 2 - ' Custom duration factor for Snow load = 1.00 ' Bend'-ng(+) : LC4 4 = D+W, M = 298 lbs-ft Shear : LC4 4 = D+W, V = 139, V@d = 127 lbs • Deflection: LC4 4 = D+W EL= 27.04e06 lb-in2/ply Total Deflection = 1.50(Defin_dead) + Defln Live. i Axial : LC4 2 = D+L, P = 8442 lbs Kf = 0.60 I Combined : LC4 3 = D+.75(L+W) , CD= 1.60 (1 - fc/Fct) = 0.61 i (C=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) - - DESIGN NOTES: i 1. Please verify that the default deflection limits are appropriate for your application. , ' 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. II WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN . Columni WoodWorks®Sizer 2000 June 11,2000 19:17:17w [REACTION (lbs] SHEAR (1bs] I +3-yx: 139 +v max: 139 i +R-_n: 139 -7 max: -139 Be-rt 2617 LC4 = 4 , • .� C '139 I i I i 1 • :BENDING (lbs-ft] (excludes M = Pe) DEFLECTION (in] i +M max: 298 Max Live: 0.04 LC4 = 4 , Max Total: 0.04 LC4 = 4 I . I ! I - 02 i i _ • 1 I �\ 1 �58 04 ! \ I 'iI -0.03 I I -0.02 1 I 1 1 (/ / •v COMPANY PROJECT _ 1111 ' DELCON SERVICES EWS SKAGIT DAYCARE 1 ' �OO WO KSCSUI E.BASELINE6-PMB1 ROAD i N -42 X 66G E NT INC. PLEX) SUITE 106-PMB 191 WHITLEY EVERGREEN INC. r SOFTWARE FOR 1,1000 DES(cN GILBERT,AZ 85234 j 1997 UBC 11991 NDS June 11,2000 19:46:44 i Columnl Design Check Calculation Sheet r)Lt/PU-/ LOADS: (lbs, psf,or plf) �/ Load Type Distribution Magnitude Location [ft] Pattern C.i%v Start End Start End Load? bi )V Dead Axial 3047 (Eccentricity = 0.0 inl , 2 Live Axial 5026 (Eccentricity = 0.0 in) 3 Wand Full Area 24 (1.33)* No 112/4ir • *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS : Dead Live 139 1139 ' Total 139 139 ' Searing: Length 1/16" ' 1/16" Lumber n-ply, Hem-Fir, No.2, 2x6", 4-Plys Self Weight of 116.76 plf automatically included in loads pinned base,Loadface=width(b)built-up fastener.nails Ke x Lb:1.00 x 8.58=8.58[ft] Ke x Ld:1.00 x 8.58=8.58[ft]lateral support: ' Top=Lb Bottom=Lb repetitive factor:applied where perrnitted(refer to online help)Load Combinations:ICBO-UBC SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) i Criterion Analysis Value Design Value -Analysts/Design Shear fv @d = 6 Fv' = 120 fv/Fv' = 0.05 Bending(+) Do = 118 Fb' = 2033 fb/Fb' = 0.06 ' Axial fc = 271 Fc' = 570 fc/Fc' = 0.47 Axial Bearing ' fg = 271 Fg' = 1670 , fg/Fg' = 0.16 Combined (axial compression - side load bending) Eq.3.9-3 = 0.17 Live Defl'n ' 0.04 = <L/999 0.57 = L/180 0.06 ' Total Defl'n 0.04 = <L/999 0.57 = L/190 0.06 , ADDITIONAL DATA: I FACTORS: F CD CM Ct CL CF CV Cfu Cr LC4 Fb'-= 850 1.60 1.00 1.00 1.000 1.30 1.000 1.00 1.15 4 Fv' = 75 1.60 1.00 1.00 (CH = 1.000) 4 FCD'= 405 1.00 1.00 - ' ' Fc' = 1300 1.00 1.00 1.00 1.10 (Cp = 0.399) 2 Fc' = 1300 1.60 --combined comp. + bending-- (Cp = 0.292) 3 E' = 1.3 million 1.00 1.00 4 Fg' = 1670 1.00 1.00 2 • j Custom duration factor for Snow load = 1.00 Bending(+) : LC4 4 = D+W, M = 298 lbs-ft • Shear : LC4 4 = D+W, V = 139, V@d = 127 lbs Deflection: LC4 4 = D+W Et= 27.04e06 lb-_n2/ply ▪ Total Deflection = 1.50(Defln_dead) + Defin_Live. ! Axial : LC4 2 = D+L, P = 8932 lbs Kf = 0.60 Combined : LC)$ 3 = Dr.75(L+W), CD= 1.60 (1 - fc/FCE) = 0.80 ' (D=dead L=live S=snow W=wind I=+mbact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: i 1.Please verify that the default deflection limits are appropriate for your application. • i 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Columni Woodworks®Sizer 2000 June 11,2000 19;47:09 REACTION (lbs] SHEAR (lbs] 139 +V max: 139 139 -V max: -139 it Seanng 9107 LC9 = 4 1`,.= 139 • • l i I I � BENDING [lbs-£t] (excludes M = Pe) DEFLECTION (in] +M max: 298 Max Live: 0.04 LC* = 4 Max Total: 0.04 LC# = 4 - 02 i I I • • S98 /1.04 I I -0.03 i I -0.02 Nor I I 1 .4-0 mot_ . 6 it FL00g- SOTS T LAYOJT $ CoLuwtNS baQ - es- a-n�m a-e err na�rz' ea irz' F m rl.° s §1 — S oII L_� 8 Q_ A m_ Q__$ i t-i^_--Q— -- —_ ° ;Ti �jY/ O o O �� l 0 �' ° ' 4,/ , - - �` --A-0.MW 5 (t) �}-x4 �O CD �r, .. CD X rT:_-e 7L jL 4 ,p xo� im ® § sff e�lvs®vrmuv-amcww - X . rcvoroeivano tc,,Ulrvw za va• eJ PILONS Orrs - avrvE.rrWans O I���I 1 ,.-„ , vwsn.0 we oC �C ,e ^� U r 4 nl j g iea• + *.�irs' . 0 T b 8- iaa is taa irs' w•a WY FLOOR PLAN 2 )( i2. DoU6LE Do ) sr Al i6 ` 0., c.:. I N SH-A,OeO Al2fi1 2 Xl sl - L J E 01sT- A I, t 2 t� C� 0,C • AL L_ b ;ltere-- A wi-s E. ry, / 1 7/7 2 II i • I I I COMPANY PROJECT OELCON SERVICES • wood Wo r �Ot E.BASELINE ROAD il SUITE 106-PMB 191 ,1 SOFTWARE FOR woodk omen GILBERT,AZ 85234 I "' June 14,2000 15:34:33 Beam1 Design Check Calculation Sheet Eyea px- J J i f t LOADS: (Ibs,psf,or plf) (L Load Type Distribution i Magnitudes Location Ift] Pattern W/ '41) }'S L� 'Start Bnd Start End Load? 1 1 Dead ^ Fu_1 UDL I 13 No 2 L'_ve Full ODL 53 I No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS : 1 cr 73'-6" Dead 901 I 90 Live 360 Total 450I 450 SSOj Bearing: Length _ 3/44_ _ 37'. Lumber-soft,Hem-Fir,No.2, 2x12" i Spaced at 16"cic; lateral support:Top=Full Bottom=@Supports repetitive factor:applied where permitted(refer to online help)Load Combinations: ICBO-UBC SECTION vs.DESIGN CODE nos-119T:(stress--psi,andte in) 1 Cr:ter:rn ;Analysis Value _ Design Value (Analysis/Design r Sheer fv 9d = 34 Fv' = 75 fv/Fv' - 0.46 Bending(+) fb = 576 Fb' = 977 fb/Fb' = 0.59 Live Defl'n 0.17 - i./940 0.45 = L/360 0.38 F - Total Defl'n . 0.24_ L/684 10,90 = L/180 0.26 - I ADDITIONALL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb14-= 850 1.00 1.00 1.0C 1.000 2.00 1.000 1.00 1 15 2 I Fv' = 75 1.00 1.00 1.00 (CH - 1.000) 2 Fcp'= 405 1.00 1.00 E' = 1.3 million 1.00 1.00 4 2 Custom duration rector for Snow loac = 1.00 Bending(4) : LC4 2 = D+L, M = 1518 lbs-ft Shear : LC# 2 = D4L, V = 450, 98d = 387 lbs Deflection: LC# 2 = D+I EI- 231.37e06 lb-in2 Total Deflection - 1.50(Def1n dead) + Defln Live. (D=dead L-live S=snow W=wind I-impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. L4- Z I Wood Works® Sizer SOFTWARE FOR WOOD DESIGN 1 1 Beam1 WoodWorks®Slzer 2000 June 14,2000 16:34:56 V REACTION [1bsj Maximum. .. Uplift: 0 -e“rIn5: 45C 4 'I, I 450 950 SHEAR [lbs] e�- +V max: 950 4n -V max: -450 LCN = 2 BENDING [lbs-ftl 1 +M max: 1518 --- 4i5I3----._ LCR = 2 ���\ 1 • L_ /x\ DEFLECTION [1n] Max Live: 0.17 t Max Total: 0.24 LCB - 2 �. 1 / i \CLOD f0.09 N / 7 N / ' :,_\ -0.15 �c4----- 0' 13'-6" ,. ..,,„ , - _- COMPANY I PROJECT -' t ' DELCON SERVICES ■ " Woo Works'1 01011111110 SUITE E106-PMB191.BASELINE D - SUITE 108-PMB 191 sancta roewa000easn GILBERT,AZ 85234 June 14,2000 15:35:52 Beaml I I - I Design Check Calculation Sheet LOADS: (Ibs,psi,or plf) r�0 J f r NJf 'aoJ LYS6 Toad Type Distribution , Magnitude Location [ftl Pattern r' /1 it ! I __,Start End Start End Load? � W1- - Vti- I Dead Full UDL 13 No • ' 1 1-. 2 ' Live Partial VOL 200 200.00 I 5.50 8.00 No in-1 7 �S pr.,Stx - MAXIMUM REACTIONS(Ibs) and I EARING LENGTHS : i o _ 0 _ 13.-s.. f 1 Dead 90' - ___ Live I 250 250 : . Total 340 340 Bearing: i- - , Length 9/16"I 9/16" Lumber-soft,Hem-Fir, No.2,2x12" Spaced at 16"de; lateral support:Top=Full Bottom=@Supports repetitive factor:applied where permitted(refer to online help)Load Combinations: ICBO-USC 1 SECTION vs. DESIGN CODE NDS-1897:(stress=psl,and in) Criterion Analysis Value Design value !Analysis/Design Shear fv @d = 29 Fv' = 75 fv,Ev' = 0.39 I Bending(+I fb - 696 I Fb' = 977 fb/Fb' = 0.71 Live Defl'n I 0.19 = L/960 1 0.45 - L/360 0.42 i Total Defi'n 10.25 - L/541 I- 0.90 = L/190 0_28 ADDITIONAL DATA: i IFACTORS: F CC CM Cu CL CF CV Cfu Cr LC# Fla.-- 850 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 75 1.00 1.00 1.00 ICH - 1.000) 2 Fop'- 405 1.00 1.00 E' = 1.3 mi_lion 1.00 1.0C Custom duration factor for Snow load = 1.00 I . Bending(I-) : LC# 2 = D+L, M - 1834 lbs-ft iShear : LC# 2 - D+L, V = 34C, V@d = 327 Lbs Deflection: LC# 2 = D+L E:= 231.37e06 lb-in2 Total Deflection = 1.5C(Defln dead) + Oefln Live. (C=dead L=live S=snow 41=wind 1=inpacn C=construction) IA11 LC's are listed in the Analysis output; DESIGN NOTES: 11.Please verify that the default deflection limits are appropriate for your application. _ 2.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. _ • P I I WoodWork ® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorkat Sizer 2000 June 14,2000 15:36:18 REACTION ['_bs] 1i Maximum... 0 Uplift: 3eann-: 34C 1 -4---- 1 340 340 SHEAR [lbs] +V max: 340 -V max: -340 ---- _\ LCII = 2 1 1 • • —' 1 1 -340 BENDING [ibs-ft] LC4 = .7 // \ \. f \ DEFLECTION [in] • Max Live: 0.19 /\ Max Total: 0.25 N\ /f\ LC4 = 2 .\ 4 // .09 77 0.09 T.25 .., iv + o-I[1.-<4Ju] a:a 1 KM I-KUM tLLUlN atKV 1l.hD !laid b10/ hJCAT H. / 1i 'IFS • COMPANY 1 PROJECT , DELCON SERVICES 111! Woo + Wo r ksl E.BASELINE ROAD • SOFM'Aer FOR WOOD oLVGN GILT ERT,AZ 852341 June 14,2000 16:14:06 Beam1 Design Check Calculation Sheet FL, Dort ,a 01 si I LOADS: (lbs,psf,or pif) It4 / 53 1=7 5)c L L. !Load I Type Distribution i Magnitude Location 'ft] Pattern 1 I Start End _ Start End Load" 1 I Dead Full DL 8 No , ` 7 2 j Live Full UDL 33 _ - I No 1 MAXIMUM REACTIONS (lbs) and :EARING LENGTHS : . ir HI__ 13c6" ' Dead T 78 78 Live 224 224 Total 1 302 302 Bearing: I --- --.- 1 Length 1 1/2", 1 1 1/2 I ' Lumber-soft,Hem-Fir,No.2, 2x12" log LC 3 of SIT Spaced at 8'(c/c;Self Weight of 238.83 plf automatically included in`loads 4 to R fp L lateral support:Top=Full Bottom=Full repetitive factor:applied where pennitted(refer to online help)Load Combinations:ICBO-UBC SECTION vs. DESIGN CODE NDS-1 7:(stress psi,and In) i Criterion Analysis Value esign Value Analysis/Desin Shear rfv 2d = 23 - Fv' = '5 I fv/Fv' = 0.31 Bending;+1 i fb - 337 Eb' - 977 1 fb/Fb' = 0.40 Live Defl'n 0.11 - <L/999 0.45 = /360 0.24 Total Defl'n 0.15 = L/993 0.90 - L/180 0.18 I ADDITIONAL DATA: FACTORS: F CC CM Ct CL Cr CV Cfu Cr LCa Fb'+= 850 1.00 :.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 75 1.00 :.00 1.00 (CH - 1.000) 2 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Custom duration factor for Snow lord - 1.00 Bending(+): LC* 2 = D+L, 14 = 1019 lbs-ft Shear : LCt 2 = D+L, V = 302, V8d - 260 lbs Deflection: LC* 2 - D+L EI= 231.37e06 lb-in2 Total Deflection = 1.5J(Defln dead) + Def1n_L:ve. (D=dead L=live S-snow W=wind I-impact C=construction) (All La's are listed in the Analysis output) DESIGN NOTES: i I.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • I- • 11. • T - f - 6-1a-200 d:42PM FROM 'ELCON SERVICES 480 507 0809 P. 8 7-7, WoodWork ® Sizer SOFTWARE FOR WOOD DESIGN Beami WoodWorksID Sizer 2000 June 14,2000 18:15:09 —REACTION (lbs] Maximum. . . Uplift: 0 Eearinu: 302 SO2 302 SHEAR (Ms] -- -- +V max: 278 -V max: -278 LC8 s 2 v ---------------- I BENDING [lbs-ft] i +M max: 940 / QU� -19 LC# _ ..-/- /./. / \\ I'DEFLECTION (in) Max Live: 0.11 ' Max Total: 0.16 LC8 - 2 \ / / .06 C0.06 \ j _ ., if7 ill I COMPANY I PROJECT I DELCON SERVICES i 1 'Woo I V1/o r ks SUITE E.BASELINE ROAD' I SUITE 106-PM8 191 somraxrFOR WOOD DESIGN' GILBERT,AZ 86234 June 14,2000 16:16:37 Beam1 1 Design Check Calculation Sheet ri—ou YZ J a, ST) LOADS: (lbs,psf,or plf) /) Load Type Distribution iMa'Magnitude rw( Z�O D L. YP 9 1 Location (ft) Pattern 1 _ _I :tart End Start End Load? I ��O �1 C ' Li) ' 1 1 Dead Full UDL i No 9 , 2 L_rve j Partial UDL 200 200.00 5.50 6.00 ! No Z�y/- 197. - - MAXIMUM REACTIONS (Ibs)and = ARING LENGTHS : 0' k D 1 ..- -- 78 - - 78 Live 250 G50 Total 328 328 .Bearing: r- _--- 1 Length 19/16^ 9/16' Lumber-soft,Hem-Fir, No.2, 2x12" Spaced at 8"dc;Self Weight of 238.83 pit automatically included In loads lateral support:Top=Full Bottom=Full repetitive factor applied where permitted(refer to online help)Load Combinations:ICBO-UBC SECTION vs. DESIGN CODE NDS-1 7:I stress=psi,and in) ' Criterion :Analysis Value esi n value :Analysis/Design- Shear lEv @d a 28 Fv' = 75 i tv/Fv' = 0.38 1 Bending(e) fb = 580 Fb' a 977 fb/Fb' = 0.70 Live Defl'n 0.19 = L/860 0.45 a L/360 0.42 ' Total Defl'n 0.24 = L/654 C.90 = L/180 0.27 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC Fb'-= 350 1.00 1 OG 1.00 1.030 1.00 1.000 1.00 1.15. Fv' = 75 1.00 1 OC 1.00 (CH = 1.000) 2 Fcp'= 405 1.00 1.00 E' 1.3 million 1.00 1.00 2 Custom duration factor for Snow load = 1.00 Bending(+) : LC4 2 = OIL, M a 1793 lbs-ft Shear : LC# 2 = D+L, V = 328, v@d = 317 lbs Deflection: LC4 2 = D+L EI- 231.37e06 lb-in2 Total Deflection = 1.50(Defln dead) + Def n Live. (D=dead ]=live S=snow a=wind Iaimeact C-construction) (All LC's are listed in the Analysis output) ' DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. o— u—cYJU .:40rl'I r nul"1 CLl._/N .7Ctty I L,t uoVJ =z,/ YJo ,r r. YJ tItio WoodWork•® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks®Sizer 2000 June 14,2000 16:16:58 REACTION [lbs] Maximam... Uplift: 0 Searing: r28 • 329 329 SHEAR [lbs] +V max: 304Od----- --V max: -304 LC$ = 2 I � BEI4DING [lbs-ft] +M max: 1713 / LCtl = _ / N. \ DEFLECTION [in] Max Live: 0.19 /, - - A` Max. Total: 0.24 L\\ // LC* = 2 \ / 1 N. °4 _ _1 COMPANY j PROJECT .. �tjI DELCON SERVICES I WOO WOC,\S�01085PMBE;OADi ' SOMNAREKMW MIIE/GN GILBERT,AZ 85234 June 14,2000 18:12:21 Beam1 Design Check Calculation Sheet Ft c r, . _IQ 6 s 'rr LOADS: (Ibs,psf,or plf) W/ 1 ZS pne L-L', :Load Type Distribution ! Magnitude 1 Location [ft] (Pattern _ I _ tart End Start End Load+ r 1 Dead Full UDL 8 I No ' j 2 Live I Full UDL 83 - 1 No MAXIMUM REACTIONS (Ibs) and SEARING LENGTHS: a 0' 13'•e" j Dead I 78 I 0 Live 561 561. Total 639 6391 ;Bearing: ' Length 1-1/16" _ — - 11-1/16) • I Lumber-soft,Hem-Fir, No.2,2x12" d on_ 6 Jot cry Spaced at 8''cic;Self Weight of 238.83 plf automatically Included in loads Q /6 a D-C, lateral support:Top=Full Bottom=Full repetitive factor applied where permitted(refer to online help)Load Combinations:ICB0-UBC SECTION vs. DESIGN CODE Nos-1 7:(stress=pst,and in) I — 6 Cn te non 'Analysts value esign value Analysis/Design Shear Ifv @d = 49 Fs' = 75 fv/Fv' - 3.65 Bending(-1 I fb = 817 Fb' = 977 fb/Fb' = 0.84 1 Live Defl'n 0.27 = L/603 .0.45 - L/360 0.60 j 1 0.32 = L/499 0 90 = L/180 I 0.36 : ADDITIONAL DATA: FACTCBS: F CD CM Ct 1 CL CF CV Cfc Cr LC4 Fb'+= 850 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Tv' = 75 1.00 1.00 1.00 (CH = 1.030) 2 Fcp.= 405 1.00 1.00 - E' = 1.3 million 1.30 1.00 2 Custom duration factor for Snow Load = 1.00 Bending(+) : LC# 2 = D-L, M = 2155 lbs-ft Shear : LC4 2 = D-L, V - 639, V@d = 550 lbs Deflection: LC4 2 = D+L El- 231.37906 lb-in2 Total Deflection = 1.50(Defln dead) + Defin Live. (D=dead L=live 3=snow W=wind I=impact C-construction: (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. '2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. - r I b—14.-2UU a:a4PM I-HUM UtLLUN atH V 1 Ltb abu bU/ Ut8UJ P. 12 / if 7 ♦ F '+ 1 I : WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN rBeam1 Woodworks®Sizer 2000 June 14,2000 16:13:26 REACTION [Los] Max-mum..- Uplift: 0 earinc: 639 /1\ t . 639 639 SHEAR [lbs] w tv max: 615 to i'S-\ -v max: -615 LCI$ = 2 --_____\ \\ \ BENDING ribs-ft] +M max: 2076 LCS _ 2 j. j X DEFLECTION [in] Max Live: 0.27 A /�, Max Total: 0.32 ' LC* = 2 / ` Q\.14 F O.14 \\ // -13 /C0.24 ro.32 0' 13'b-G'• • COMPANY • PROJECT DELCON SERVICES : EWS SKAGIT DAYCARE IWood\ /� or ^®701E.BASELINE ROAD 142 X 66 THREE PLEX MODULAR „ ■■ V \Yf .`T SUITE 706-PMB 191 I 9HITLEY EVERGREEN INC./JN 3423 SOFTWARE FOR waoo neneni GILBERT,AZ 852341997 UBC/1991 NOS • June 12,2000 09:28:13 Beam1 ' Design Check Calculation Sheet ✓ll'it e4/116 i Cd bJ - LOADS: (lbs,psf,or plf) ImLa-n- e 7' ,f f Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? 1 Dead Full UDL 84 No 2 Live Full UDL 350 Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS : d A A a 0 I 0' 6'-0"" 13' 19'-6" 26' 32'-6" Dead 296 349 730 730 849 296 Live 1018 7-0 2656 2656 2770 1018 Total 1314 361? 3386 3386 3619 1314 Bearing: Length 3/4" _ 1-'/8" 1-7/8" _ 3/4" Lumber n-ply, Hem-Fir, No.2, 2x12", 3-Plys ( e._ � y 't Self Weight of 238.83 Of automatically included in loads lateral support:Top=Full Bottom=@Supports repetitive factor applied where permitted(refer to online help) Load Combinations: ICBO-UBC **A WARNING: Member length exceeds typical stock length of 18.0[ft] SECTION vs. DESIGN CODE NOS-1997:(stress=psi,and in) Criterion. Anal,sns Value Design Value Analysis/Design - Shear 3d = 4C -' fv/Fv' = 0.54 Bending'-. fb = 225 - = 2,77 fb/Fb' = 0.23 Sending - fb = -- - = - fb/Fb' = 0.28 Live Defl'n 0.02 = <L/99 = 360 .07 Total Defl'n 0.02 = <L/999 t.43 = L/130 0.04 ADDITIONAL DATA: FACTORS: F CD CM C: C.F CV Cfu Cr Ft'+= 850 1.00 1.00 1.00 .300 1.00 1.000 1.00 1.15 y�7 Fb'-= 850 1.00 1.70 1_00 2.998 1.00 1.000 1.30 3.15 13 Fv' = 75 1.00 1.00 1.00 (CH = 1.100) 13 Ecp'= 405 1.30 1.00 - = 1.3 million 1.00 1.00 7 Custom duration factor for Snow '-oaa = 1.00 Bending(+) : LC4 7 = D+L (pattern: - _ ) , M = 1779 lbs-ft Bending(-) : LC413 = D+L (pattern: L L f, M = 2189 lbs-ft Shear : LC413 = D+L (pattern: I_L_) V = 1781, V6d = 1365 lbs Deflection: LC* 7 = D+L (pattern: L_ ) Si= 231.37e06 lb-_n2/ply Total Deflection = 1.50(Defln dead) - Defin Live. (D=dead L=live S=snow W=wind I=impact C=construction.) (All LC's are listed in the Analysts output) ,Load Pattern: s=S/2, X=L-S or 1-C, =no pattern load in this span) DESIGN NOTES: • 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Seam1 Woodworks®Sizer 2000 June 12,2000 09:28:41 REACTION [lbs] Maximum. . . Uplift: 0 Bearing: 3619 4- 1314 1314 3619 3386 3386 3619 SHEAR [lbs] +V max: 1648 -V max: -1740 LCk = 13 • -1740 BENDING [lbs-ft] -? max: _-45 ..C* = i • •2142 DEFLECTION [in] Max Live: 0.02 _ Max Total: 0.02 LC4 = 7 /0 CE:=P.\01 /0.01 �'' / D U` L1 L �\ /�' '\-0 -0 -0 -0 �• -0.01 j 0.01 -0.01 -,O.01 / 50,.0.£'-0.01 ,'U160 Ol -0.01 2 0' W-6" 13' 19'-6" 26' 32%6" COMPANY PROJECT `/A\/ DELCON SERVICES I EWS SKAGrr DAYCARE ( ' ' Wood Y V o r k S�oTE 106 SP'IB E9 OAD j ITLEY EVERGREEN INC./JN 3423" y GILBERT,AZ 85234 SOFTWARE FOR w000 DESIGN June 12,2000 09:30:38 1997 UBC f 1991 NOS • i Beaml Design Check Calculation Sheet _ LOADS: ( Ibs,psf,or plf) Lcaz Type Distribution Magnitude Location Ift] Pattern Start End Start End Load? ' Dead Full UDL 84 No , 2 Live Full UDL 350 , 1 Yes 3 Dead Full UDL 183 No 4 Snow Full UDL 210 ! Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS : ' d o 0 0 0 0 0' 6'-6" 13' 196" 2T 32%6" 1 Dead 726, 2082 1791 1791 2082 726 L 1592 4374 I 4117 4117j 4374 1 1593, Coto_ 2319' 6455' 5909 59091 j 6455 2319', ' Bearing: length 1-1/4", 3-7/15" .3-1/9" :3-1/8 3-7/16" '1-1/4" Lumber n-ply, D.Fir-L, No.18.Btr, 2x12", 2-Plys Self Weight of 274.65 automaticallyincluded in loads 9 plf lateral support:Top=Full Bottom=@Supports repetitive factor:applied where permitted(refer to online help)Load Combinations: ICED-UBC ! f/4=WARNING:Member length exceeds typical stock length of 18.0[ft] Th b oo..tirnrrAR.Z LIro uco;yil ..I.e.,k 7 ez,k'- 1-4 f s 7411 ! #iRf*WARNING:This section violates the following design criteria: ! ,*Mt Shear at c---T L kSJ C► rig jet- SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) • (i.aJIZL 5 Tit- t : Criterion Analysis Value Design Value :Analysis/Design Shear ,fv @d = 113 Fv' = 95 i fv/F-r' = 1.19 Bending(+) 1 fb = 600 Fb' = 1200 fb/Fb' = 0.50 I /1/ it Bending(-) ; fb = 757 Fb' = 1196 fb/Fb' = 0.53 Live Defl'n . 0.02 = <L/999 0.22 = L/360 0.11 1 i I , . Total Defl'n i 0.04 = <L/999 0.43 = L/180 0.09 .?G A C401=1.5:4i7!>= ADDITIONAL DATA: FACTCES: F CD CM Cu CL CF CV Cfu Cr LC4 ' Fb'-= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 87 Fb'-= 1200 1.00 1.00 1.00 0.996 1.00 1.000 1.00 1.00 77 -�� Fv' = 95 1.00 1.00 1.00 (C3 = 1.000) 77 I Fcp'= 625 1.00 1.00 ✓ r = It= Ps- E' = 1.8 million 1.00 1.00 71 1 - Custom curation factor for Snow load = 1.00 cli - Ate -• Bending(+) : LC487 = D+L+S (pattern: Xo,$)p,sxp,), M = 3163 Ibs-ft S 1 Bending(-) : LC477 = D+L+S (pattern: Xp,Xp,sXp,$), M = 3390 lbs-ft // , Shear : LCS77 = 0+L+S (pattern: Xp,Xp,sXp,$), V = 3329, V@d = 2545 lbs I( y ' De='=--on: LC471 = D+L+S (pattern: Xp,sxp,ss) EI= 320.36e06 lb-in2/ply 2 ' ir • Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) I•fl7 fr6,j' I (All LC's are listed in the Analysis output) t l (load Pattern: s=5/2, X=L+S or L+C, _=no pattern load in this span) I ,Z i L r & 34y 3 wit- . s €39s=v-j(t-t..)(ta ) b 67®.3' fz l3 3 d 105i < I `f'3J 53 N° J peter IN a " WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Bexm1 WoodWorks®Saer 2000 June 12,2000 09:30:55 ; REACTION (16s] r, Maximum. . . Uplift: 0 4. 4 t 4 + 2319 I 2319 I 1 ;6455 5909 5909 6455 SHZ _R [Ms] +V max: 3041 -V max: -3296 N LC77 N ›'...„,,N,,...,,,,,, L. \ /\ \\LN: NN4. \I i • 3296 BENDING (lbs-ft) +M max: 3136 LC4 = 87 L n ,/,, v,/ \,:,/ , \ / . ` i 3954 I . IDEFLECTION [in] ' Max Live: 0.02 Max Total: 0.04 LC# = 71 0.0 O1 0.01 NA0 O. /7 II\ %-0.01 , 0.01 / _ -0.01 j-0.02 0.02 .04 1 0' 6'-6" 13' 19'-6" 26' 32'•6" ■wwu■ wa nau OGLCrt oVr-1 VVAKt 1-UK WOOD DtblUN JN3278.wwa WoodWorks®SIZER 97b Concept Mode : Column View Floor 1: 0 ' -6 " 1 z r Pi/ s-v psi 1 z,s- PS/c . , 6 - 44' / : /11\s) \ or 7\ / if.) r- LI; �cC . - 4 ■ • T b / I 3 t 3 ).' �—iNT- �1N� 3 3 -E ■■ ■ f f ■ >F i 15 2C�' ,( . )°%3 / 3s .- r 2- ' ■ 1 1 AB C DE FG H I J KL NI 40 0'1' 7'-6" 14' 20'-6" 27 33'-6' 40' 46' 53'-6" 51 ' 15' 21-6" 47' ASSc11t1 ALI.OWh&L6 SOIL 10126-S5iL6 = ZQoD fSf AT p-ow S a es- = 21- ' X2.4b. X 't" caNC . P/tCC -sr Fa"bS - (Ark = Z v0,,x zkz' 890:: ALL Ff'G Loiros' < 9ou° , 5-3 U/r- AT R-aw r 3 4 4 : ALL P� Lomas < Bovv , t' 04c. (Excz-Pr za aoz,.ii-7 Cot,r/m6-4 5 : j't !N r" Uu • GP70 -� 1616d t 3 it B 4• - 9voo z 3 r. l � 1+ ' I it Z ti ,L• s & 26341S ii ' 0 / r- LINE 4- ; a = 4ci s. i L WoodWorks® SIZER SOFTWARE FOR WOOD DESIGN c43 WoodWorks® SIZER 97b COMPANY PROJECT DELCON SERVICES CB -S� 3701 E_ BASELINE ROAD , STE 106/109• GILBERT, AZ 85234 DESIGN CHECK - Coluc: DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft {e x Lb: 1.00 x 2.00= 2.00 [ft] ice x Ld: 1.00 x 2.00= 2.00 (ft] total length: 2.00 [ft] Load Combinations: IC30-UBC INPUT LOADS : (force=kips, pressure=osf, udl=plf, location=ft) »Self-weight automatically included« Load ' Type Distribution Magnitude Location Pattern Start �1End Start End Load 21 1 Dead Axial 1618 (Ecccce_ntt_r^_iy = 0.0 in)2 Snow Axial z' K _"'111.111 11 1 1_3T _3 T 1" • " • ___ '1irkirC -444#-4###'yyy1y13444 T TTifTTifTTT RTf T1fTT'T Tl'. 'f T TTTTTTRitTT TT}fTTifT TI{T DESIGN SECTION: - 1, Sc.:, D_., .22_ CoNC SLle- Sfl—t'y.. I This section PASSES the design code check. ##, '####y11 yy 1.1111 _ 1_" ,? 1:L.1Y3 1 1 1 1y111'.t11 1 yy.l:t yy1 �1yy TTTT'iT TTTTTRiT T iT 1fTRTTTTI'T'T T lTTTTTTTT. .. . .. TTTTTTTRTT`1'T T'ITTTTTT'T TiTTTT SECTION vs. DESIGN CODE (stress=psi, deflection=in) C-„=^on Analysis Value Design Value I Analysis/Design Axial fc = 33 Fc' = 474 fc/Fc' = 0.07 Axial Bearing fg = 33 Fg' = 1480 fg/Fg' = 0.02 FACTORS : F CD CM Ct CL CF CV Cfu Cr LCn F Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0.997) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 2 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LCR 2 = D+S, P = 2.32 kips (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES: . 1. Please verify that the default deflection limits are appropriate for your application. 4 • • -'•- - • - •-• •w� ..a��u Jvr 1 ..rinc rcirc rvvvu UC0II111 c44 WoodWorks® SIZER 97b COMPANY PROJECT . ~ DELCON SERVICES �-5 3701 C. BASELINE ROAD , STE 106/109 - -_ . .._. .ROOMS GILBERT, AZ 85234 DESIGN CHECK - Coln-^= DESIGN DATA: type: pinned base, Loadface = width(b) material : Timber-soft Ke x Lb: 1.00 x 2 .00= 2.00 [ft] Ke x Ld: 1.00 x 2 .00= 2.00 [ft] { total length: 2.00 [ft] Load Combinations: ICBO-UBC O INPUT LOADS : (force=kips, pressure=osf, udl=plfi, location=ft) »Self-weight automatically includeda« Load Type Distribution Magnitude I Location Pattern Start End Start End Load 1 Dead Axial 2.02 Eccentricity = 0.0 in) 3 2 Snow Axial 5.61 (Eccentricity = 0.0 in) 6 YY Y:L" "' •1111 Y:1Y 1111Y11Y31111 '•'• �11YJ.y J.". "•":i1T n11' y 11Y1111YY1J.3:1 R'!l T'TT-FTTFTFTTFFT R1{T TT T}l tlT . . .. TFF. TF'T'TT TF T. TRFFTTFFTF`TTF T, iTTT DESIGN SECTION: n Fr v: �—•:'� o-e' ^ �• ^ - L4_ ri sf This section PASSES the designcode check. Y##F ' ' ''"" TT-.... ..YJ. 1 .. ' .' ,rTT TIT 11 T TTTYtY 11 T 1 T Ttn lift T TT*I T. T .. ... ... .. . . T . .. ,.T T TTFTTTTTT. TTT F. T. T SECTION vs. DESIGN CODE (stress=psi, deflection=in) Cr"=ricn Analysis Value Design Value I Analysis/Design Axial fc = 108 Fc' = 474 fc/Fc' = 0.23 Axial Bearing fg = 108 Fg' = 1480 fg/Fg' = 0.07 FACTORS : F CD C`? Ct CL CF CV Cfu Cr LC* Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0.997) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 2 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC# 2 = D+S, P = 7.67 kips (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. Woodworks® SIZER SOFTWARE FOR WOOD DESIGN • • c45 WoodWorks® SIZER 97b COMPANY PROJECT 0 -c DELCON SERVICES 3701 E. BASELINE ROAD , STE 106/109 GILBERT, AZ 85234 j DESIGN CHECK - Colu^r. DESIGN DATA: :roe: pinned base, Loadface = width(b) material: Timber-soft to x Lb: 1.00 x 2.00= 2.00 [ft] ce x Ld: 1.00 x 2.00= 2.00 [ft] total length: 2.00 (ft] Load Combinations: ICBO-UBC INPL_ LOADS : (farce=kips, pressure=psf, udl=pl_`, location=ft) ”Self-weight automatically included« Load Type Distribution Magnitude Location Patten Start End Start End Load ___ '/ 1 Dead Axial 0.61 Ecc__ , ^, Yy = 0.0 in) q'. S0 d/ I. 2 Snow Axial 1.68 Eccentricity = 0.0 in) F 3 Dead Axial 0 .61 (Eccentricity = 0.0 in) 4 Snow Axial 1.68 (Eccentricity = 0.0 in) 1r•••• •• .• .• •11T 1 TTT TTn ••1 1T11 "3:1111 #### TTTTITTTTTTTTT DESIGN SECTION: _ a--,r•^Tm-, ^-- _ - GO;f Cy i3LA-. STZYfi1L This section PASSES theMdesicn code check. mT T TT Tif�11 � lTT1f TTTTTTTT �Tx�T T1Tn 1" T11:1111Jil1TTFT11:l#####1:11 . . 'fTTTTTT 1{T 1T TTT. T..T SECTION vs . DESIGN CODE (stress=psi, deflection=in) C-' -=Pion I Analysis Value Design Value Analysis/Design Axial fc = 65 Fc' = 474 fc/Fc' = 0.14 Axial Bearing fg = 65 Fg' = 1480 fg/Fg' = 0.04 FACTORS : F CD CM Ct CL CF CV Cfu Cr LC Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0.997) 2 E' = 1.3 million 1.00 1.00 0 Ft' = 1480 1. 00 1.00 2 Custom duration factor for Snow load = 1.00 ADDITDONAL DATA Axial : LC* 2 = D+S, P = 4.61 kips • (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. -• I v• WoodWorks® SIZER SOFTWARE FOR WOOD DESIGN c46 WoodWorks® SIZER 97b COMPANY nvn.rn•r DELCON SERVICES �--� 3701 E. BASELINE ROAD , STE 106/109 - ' - -- - ,_MS GILBERT, AZ 85234 DESIGN CHECK - Column DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft <e x Lb: 1.00 x 2.00= 2.00 [ft] {e x Ld: 1.00 x 2.00= 2.00 [ft] total lencth: 2.00 [ft] Load Combinations: IC30-UBC IN?U_ LOADS : (force=kips, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load Type Distribution Magnitude Location Pattern Start End Start End Load 7' G3 J 1 Dead Axial 2.02 Eccentricity = 0.0 in) 2 Snow axial 5.61 (Eccentricity = 0.0 in) T-r-r. TY1Y .. •YY 1"' 1 1 1 1 Y:111 11Y 1:11:1 1 1 TT m TmTm ntr-r WTTmTm rrrTTTtr. - ”Ti r-n-rT Tmrm..=mmm.TT rmrTrtr+rnx.rtTT-+..m. . DESIGN SECTION: .- - 3 -'' = CONIC ELK. Sj y. This section PASSES the design code check. 3Al J. T1YY 1 . .. .. aa1". ..T mT1 r TY m 1..1m3T1 ma mT1 TTmT1 m_ T m mTmmTTTm SECTION vs. DESIGN CODE (stress=psi, deflecticn=in) Criterion Analysis Value Design Value J( Analysis/Design Axial fc = 108 Fc' = 474 fc/Fc' = 0.23 Axial Bearing fg = 108 Fg' = 1480 fc/Fc' = 0.07 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0.997) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 2 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC* 2 = D+S, P = 7.67 kips (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate • for your application. •• .wv•4••vl nJ\Y ')l4-L4 JVf I YYMRC rVR YVVVU UCJIbei c47 Wood Works®SIZER 97b -• COMPANY PROJECT �5 - DELCON SERVICES 3701 E. BASELINE ROAD , STE 106/109 - CIS GILSERT, AZ 85234 --- --'^•,.. DESIGN CHECK - Colurn DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft {e x Lb: 1.00 x 2.00= 2 .00 (ft] <e x Ld: 1.00 x 2.00= 2 .00 (ft] total length: 2 .00 (ft] Load Combinations: ICEO-UBC INPU- LOADS : (force=kips, pressure=nsf, udl=plf, location=ft) ”Self-weight automatically includedcc Load Type Distribution Magnitude I Location Pattern Start End I Start End Load 1 Dead Axial 0.61 ( cce=_Iricity = 0.0 in) 2N j B 2 Snow Axial 1.68 Eccentricity = 0.0 in) 3 Dead Axial 0.61 (Ec______icity = 0.0 in) 4 Snow Axial 1. (Eccen--^ ty = 0.0 in) :In:In ' • ' "'1 11T1Ti #TTi1PTFY1:1"1111" '•11�111" " • .. • '•11:LY11J.11-ir:311111r""1 .' . .. . .. TT. TTa_- Tif T.TTTTTTT.. . . .. T. TTTT T. TTTTTTTif DESIGN SECTION: 'r._cr _ 'To 2 3.•" ^ 22,v -- CD NC, 8 L}G S Ti]c This section PASSES the design code check. 11Y" "" " " ' • 1 1 _3_1FT TIYYIT_ :111111_1 __ 1 1" " '" ' "•"#411•J1J.TTTT111Y3111:1 11 RTT ... .. .. TTIT TTTT TT1TT. T T1twTT.. .. TTRT T'f SECTION vs. DESIGN CODE (stress=psi, deflection=in) C^"=^=on I Analysis Value Design Value I Analysis/Design Axial fc = 65 Fc' = 474 fc/Fc' = 0.14 Axial Bearing fg = 65 Fg' = 1480 fg/Fg' = 0.04 FACTORS : F CD CM Ct CL CF CV Cfu Cr LC* Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0 .997) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 2 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC: 2 = D+S, P = 4.61 kips (D=dead L=live S=snow W=wind I=impact C=construction) • DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. •It Vvu•• V,not, ajuLLf . ovr. vvtRG rVR YYUUU UCJW/V c53 WoodWorks® SIZER 97b COMPANY PROJECT DELCON SERVICES 6 _4 3701 S. BASELINE ROAD , STE 106/109 GILBERT, AZ 85234 DESIGN CHECK - Column DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft {e x Lb: 1.00 x 2.00= 2 .00 (ft] {e x Ld: 1.00 x 2.00= 2.00 (ft] total length: 2.00 (ft] Load Combinations: IC30-UBC INPUT LOADS: (force=kips, pr ssure=osf, udl=plf, location=ft) »Self-weight automatically included« Load I Type Distribution Macnitude Location Pattern St End Start End Load 1 Dead Axial 0. -'ccentricity = 0.0 in) GAG 2 Snow Axial s ' ccentricity = 0.0 in) 3 Dead Axial . (Eccentricity 0.0 in) Live Axial O. (Eccentricity = 0.0 in) Y•• •• •• •• •• ••••1 T YYYIY.:LY� Y{ 1T _ y•••• _••'y•• .• •• ••1J.1Y1111YY1'1T� 11:t1Y 1T TTfT T..TTTTIT TTTTT _ T TTTT T1TTlFTTTTT. TTTTT..TTT. DESIGN SECTION: D.-�i�.�' , :—._, ,,.. ., 3.r.I_= This section PASSES the design code check. .._ YY 1 YJ.# �1 TYA1Y TTTTT T :1:111Y1Y1Y11 1 1,rtYYT,YYn,YYYYYYY1 1 11 TTTTT T TIT. TT T'f F. 'T T ... .. .. . ..TTTTT. TTTTFTFTFTTTTFTTTTT SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 62 Fc' = 474 fc/Fc' = 0.13 Axial Bearing fg = 62 Fg' = 1480 fg/Fg' = 0.04 FACTORS : F CD CM Ct CL CF CV Cfu Cr LCn Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0.997) 3 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 3 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC# 3 = D+L+S, P = 4.41 kips (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. c54 Wood Works® SIZER 97b COMPANY PROJECT G -�9•' ICI DELCON SERVICES 3701 E. BASELINE ROAD , STE 106/109 GILBERT, AZ 85234 DESIGN CHECK - Colum: DESIGN DATA: type: pinned base, Loadface = width(b) • material: Timber-soft {e x Lb : 1.00 x 2.00= 2.00 [ft] ce x Ld: 1.00 x 2.00= 2.00 [ft] total length: 2.00 [ft] Load Combinations: IC30-UBC INPUT LOADS : (force=kips, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load Type Distribution Magnitude Location Pattern Star End Start End Load 1 Dead Axial 1.61 Eccentricity = 0.0 in) eA �- 2 Live Axial 7.3 (Eccentricity = 0.0 in) Y1�'{YY T YY....YYY Y.TTTYY r TT 1111L.Y.Y.Y1'• "' "T #4####T 'IYYYYYYY#Y#""YY F E+' PE.rP FFT 'T TFFTFF TFF.T TT TTFTF lT 1f T'T'i-.. .. .. .. FF. T)tRT Ftf F`iT F'TTRT DESIGN SECTION: _ Gp).iC_ C3Ll- ST/jn . This section PASSES the design code check. JY ..... #####.YJ.YYTYY J.J.Y11." TTT 3T T T.. . . JrYYYYY T}### T311.1 :1T TT PRPRTT ���� PEEPER. TFTTTTTTFTTTTFT. TF. F. `T. .. .. . .. .. TTF'tFT 1!. ETTT..T. F. T SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value Design Value Analysis/Design Axial fc = 127 Fc` = 474 fc/Fc' = 0.27 Axial Bearing fg = 127 Fg' = 1480 fg/Fg' = 0.09 FACTORS : F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0.997) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 2 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC# 2 = D+L, P = 9.02 kips (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES: • 1. Please verify that the default deflection limits are appropriate for your application. c55 WoodWorks® SIZER 97b COMPANY PROJECT DELCON SERVICES 3701 E. BASELINE ROAD , STE 106/109 z_ ._ -„ --_ .. GILBERT, AZ 85234 DESIGN CHECK - Column_ DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft {e x Lb: 1.00 x 2.00= 2.00 (ft] {e x Ld: 1.00 x 2.00= 2.00 [ft] total length: 2.00 [ft] Load Combinations: ICBO-UBC INPUT LOADS : (force=kips, pressure=psf, udl=plf, location=ft) »Self-weight automatically includedcc Load Type Distribution Magnitude Location Pattern Start End Start End Load 11 1 Dead Axial 1.23 Eccentricity = 0.0 in) 6 27 K 2 Live Axial 5.64 _ (Eccentricity = 0.0 in) #444 ' 444################Y11.13 - '#1J.1 �1.1:11#Y11:111.L11#"4"#.11:1#11 FFFTT FTT1f F`fTTFTFTifFFF'TF RTTF T'T T. TTFFTTTFTTTFFFFTFTTF'TFFFFFT1f F}'T TF]T DESIGN SECTION: 74- ' , Ne.2, TT i. '^' -�' = CDiIC, 1?>L - This section PASSES the design code'check. #44#4"' "1r•#####='#######11 #a T ="'"=-- . 1 Il -'' '� TTTnY1:11TTt1TT 11 T ...TTT T. FF1fT . TFF F'iTT TTTFT FT..TFT .. T'T FT TTf. 'TTT . SECTION vs. DESIGN CODE (stress=psi, deflection=in) C-4 -=-ion Analysis Value Design Value Analysis/Design Axial fc = 97 Fc' = 474 fc/Fc' = 0.20 Axial Bearing fa = 97 Fa' = 1480 fg/Fg' = 0.07 FACTORS : F CD CM Ct CL CF CV Cfu Cr LCT Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0.997) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 2 • Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC# 2 = D+L, P = 6.91 kips (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES : 1. Please verify that the default deflection limits are appropriate for your application. 0oo0vvorKSU SIZER SOFTWARE FOR WOOD DESIGN c56 Wood Works®SIZER 97b COMPANY PPn.rrT L` - jr- DELCON SERVICES razz;;r ,. 3701 =. BASELINE ROAD , STE 106/109 GILBERT, AZ 85234 DESIGN CHECK - Coiur,: DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft <a x Lb: 1.00 x 2.00= 2.00 (ft) <e x Ld: 1.00 :< 2.00= 2.00 (ft] total length: 2.00 [ft] Load Combinations : IC3O-UBC INPUT LOADS : (force=kips, pressure=osf, udl=p1f, location=ft) I »Self-weight automatically included« Load ( Type Distribution Magnitude I Location Pattern Start End Start End Load i 1 Dead Axial 7.12 (Eccentricity = 0.0 in) / 2 Snow Axial 9.52 (Eccentricity = 0.0 in) W l ' 16 tC 3 Dead Axial -0.49 Eccentricity = 0 . 0 in) 4 'ire Axial -2.28 (Eccentricity = 0 .0 in) 5 Dead Axial 0.41 (Eccentricity = 0.0 in) 6 Live Axial 1.8- (Eccentricity = 0 .0 in) Y1•• •••• 11Y1 1 1{3 1 T 1 •Y.••••••• ••y•• ••T 1113:11111:11Y 1Y fi'lT'T . . . . ... . . .. TT TFT T1fTTT{f R. 'TTTTTTirTT l'TT TtfTRTTT 'T 1P. TtS it T'TT TRT F`TT TTifTRTif Tlf`f DESIGN SECTION: __r ��^r�---at_C n-' _ CA G �jt,1it rrisrale_ This section PASSES the design code check. Y 1.r1r " "1J11Y11 J.Y11144..41.11 Y TT T T1FT T TT1:11Y"" 1TTT y YTTZ.L :tan Y Y 1:tY Y1lY1 RT TTT. > RT. TTTTT T. T1fTTT. tfT tf it lfTT T'TTTR SECTION vs. DESIGN CODE (stress=psi, deflection=in) Analysis Value Design Value Analysis/Design Axial fc = 233 Fc' = 474 fc/Fc' = 0.49 • Axial Bearing fg = 233 Fg' = 1480 fc/Fg' = 0.16 FACTORS : F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0 .997) 4 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 4 Custcm duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC# 4 = D+S, P =16.60 kips (D=dead L=live S=snow W=wind I=impact C=construction) 'DESIGN NOTES : ' 1. Please verify that the default deflection limits are appropriate for your application. 1 WoodWorks® SIZER SOFTWARE FOR WOOD DESIGN . c57 Wood Works®SIZER 97b COMPANY Dan r-•.-•.• 4r- DELCCN SERVICES 3701 E. BASELINE ROAD , STE 105/109 . .. J - ' . . .. _-__ ..__.MS GILBERT, AZ 85234 DESIGN CHECK - - Column DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft Ke x Lb: 1.00 x 2.00= 2.00 [ft] Ke x Ld: 1.00 x 2.00= 2.00 [ft] total length: 2.00 [ft] Load Combinations: ICED-GEC _TNPUT LOADS: (•'force=kips, pressure=psf, udl=p1f, location=ft) »Self-weight automatically included« Load Type Distribution Magnitude Location Pattern Start End Start End Load q,o K . 1 Dead Axial 1.61 (Eccentricity = 0.0 in) 2 Live Axial 7.39 (Eccentricity = 0.0 in) Y T"TTTTT. TT TTTTTY1 1Y 1_T1_Y1 YTYTT T TT 1T l _ 4TTT?YT1Y111 TT1 TTT11S Y YYY DESIGN SECTION: 4.4 G. 6 L1L 5-TirfrIer This section PASSES the design code check. YYJ. T1 T 1�1}n 1TT 1 1 11 = 1 1}1T TT'T T11.11111 1YYY Y1T1YY iTTTT T.T. TTII..TT .. . TTITi.'TTTTTT TTTTT.. . . . . . TT TT . . TTTTT IIITTTTIT. TTT SECTION vs. DESIGN CODE (stress=psi, deflection=in) Analysis Value I Design Value I Analysis/Design Axial fc = 127 Fc' = 474 fc/Fc' = 0.27 Axial Bearing fg = 127 Fc' = 1480 fg/Fg' = 0.09 FACTORS : F CD CM Ct CL CF CV Cfu Cr LC* Fc' = 475 1.00 1.00 1.00 1.00 (Co = 0.997) 2 E' = 1.3 million 1.00 1.00 0 FgT = 1480 1.00 1.00 2 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC* 2 = D+L, P = 9.04 kips (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. A WV VVurr VInJLJ JILCR JV rI VVHKt r UR VVUVU UtJIUfl c58 WoodWorks® SIZER 97b COMPANY non.Trrm DELCCN SERVICES 3701 E. BASELINE ROAD , STE 106/109 • GILBERT, AZ 85234 DESIGN CHECK - Colurn DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft Ke x Lb: 1.00 x 2.00= 2.00 [£t] Ke x Ld: 1.00 x 2.00= 2.00 [ft] total length: 2.00 (ft] Load Combinations : IC30-UBC INPUT LOADS : (force=kips, pressure=psf, udl=olf, location=ft) »Self-weight automatically included« Load I Type Distribution Magnitude Location Pattern Start End Start End Load �TX 1 Dead Axial 0.54 (Eccentricity = 0.0 in) .i e K. 2 Live Axial 2.49 (Eccentricity = 0.0 in) 3 Dead Axial 0.52 (Eccentricity = 0.0 in) a Live Axial �2.39 (Eccentricity = 0.0 in) _ _"131 TTYYYYYYY311Y 11 1 't tt TTT TTY1}RYY11:111Y1YT� � ..... TTTTTTTTTTT'TT TFTTT'T..TTT T TT. TTFFFTTFT]f. DESIGN SECTION: 3,13 313. 3__ Oo}dc r3L14- ST3tt )A This section PASSES the design code check. YY A J.____1_ 1113�Y.1 YY J.1 Y 3 flit-It:111it 11 Y-Y Y11 ll.r.. " " "J.:L1 itt 11 Y Y.t YYYY1 Y 11:l YYY1 TTTI' TFTirTTTTTTTTTTFFTFTTTTTTTI"!'TnTTTTTIT T TT T TTTTTTTTTTTTTTTTTnFTTTTTTFTTIf SECTICN vs. DESIGN CODE (stress=psi, deflecticn=in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 84 Fc' = 474 fc/Fc' = 0.18 Axial Bearing fc = 84 Fg' = 1480 fg/Fg' = 0.06 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 475 1.00 1.00 1.00 1.00 (Co = 0.997) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 2 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC: 2 = D+L, P = 5.98 kips (D=dead L=live S=snow W=wind I=impact C=construction) • DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. WoociVYorks® SIZER SOFTWARE FOR WOOD DESIGN _ c59 WoodWorks®SIZER 97b COMPANY PROJECT I- 4-- - DELCON SERVICES 3701 E. BASELI.NE ROAD , STE 106/109 GILBERT, AZ 85234 DESIGN CHECK - Column DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft 3e x Lb: 1.00 x 2.00= 2.00 [ft] ' Ke x Ld: 1.00 x 2.00= 2.00 [ft] total length: 2.00 Let] Load Combinations: ICBO-L'BC INPUT LOADS : (force=kips, pressure=psf, udl=plf, location=ft) �! /G ”Self-weight automatically included« Load Type Distribution Magnitude Location Pattern 4— fry Start End Start End Load 'I 1 Dead Axial (Eccentricity = 0.0 in) 2 Live Axial �a (Eccentricity = 0.0 in) 11YJ.“S" " • '••"'11 T 311Y i1 1 1 :11111" _ "1111 1 __T1 F TJ.1'1 Y 31 T FT 131114.T T11 Tn T. TTT..T..TTT. 1TT T1fTT TTTTT. TR'Tl TTTi{FTTRT TiTT m. 'T. T.. .. T. T}fTT. }fTTT T TTT DESIGN SECTION: �2.__--.., _w.2, 2. _ •flo.JZ1 : C c_ 5Lic 5Th-e-K This section PASSES the design code check. 11:111_" """':11-1r111111111 Y 111J. 11"1111111111 Y:11 Hirt?--,1111 F TT 111“11Y 1 T 1T 1 n wn-r TRTf TT. TlT'TTTTTTT..TTT TTTTITTTTTTTT n TTTTTT T. wTIT mtr Twn T. TTT SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion Analysis Value Design ' Value Analysis/Design Axial fc = 137 Fc' = 474 fc/Fc' = 0.29 Axial Bearing fg = 137 Fg' = 1480 fg/Fg' = 0.09 _ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 475 1.00 1.00 1.00 1.00 (Co = 0 .997) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 2 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC# 2 = D+L, P = 9.73 kips (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES: ` 1. Please verify that the default deflection limits are appropriate for your application. - — _ . . v. •`Vv V„" ♦ vv. , •wins\LI VI\ WYVV✓ ✓GJI\JI\ . c60 WoodWorks®SIZER 97b COMPANY ncn.-rcrm J _4— DELCON SERVICES 3701 E. BASELINE ROAD , STE 106/109 • - , _ •� -,. GILBERT, AZ 85234 . DESIGN CHECK - Colcr,_ DESIGN DATA: type: pinned base, Loadface = width(b) material : Timber-soft ice x Lb: 1.00 x 2.00= 2.00 (ft] I ice x Ld: 1.00 x 2.00= 2.00 Eft] total length: 2 .00 Eft] Load Combinations: ICBO-UEC INPU= LOADS : (force=kips, pressure=psi, udl=olf, location=ft) »Self-weight automatically included« Load I Type Distribution Magnitude Location Pattern Start End Start End Load 7. K 1 Dead Axial 0.52 (Eccentricity = 0.0 in) 2 Live Axial 2.39 (Eccentricity = 0.0 in) 3 Dead Axial 1.13 (Eccentricity = 0.0 in) 4 Snow Axial 3.44 (Eccentricity = 0 .0 in) Y1:: T - TTT T:LYY3####Y111111Y1111 R TTT 1 TTY:tYYJtYYYYY#TYYYYY#"1113 R'f.. .. TRRRTFTTT TRTT..T..T TTTTTR. R. TT.. FT1fRF..T..R`T FTTTR. TRTTF DESIGN SECTION: ^ 7_ L _ _TR y__ . _= GO).c, C3L 1< 5/ c_ This section PASSES the design code check. 1 T 1 1 T1 11S S Y 111:t:li 1 YY T 1Y'Y1 TT1 - T 131 Y Y.1 It:13Y111�Y YY Y1:4111 F'T. FTTTFTT. TTRT RtfTTRTTFTFTTTTRF. FFTTTRTTT. FTTTTTT. FFTTlFFFRRRFFT FFFRTTTTT SECTION vs. DESIGN CODE (stress=psi, deflection=in) C'" -=-ion Analysis Value Design Value Analysis/Design I Axial fc = 105 Fc' = 474 fc/Fc' = 0.22 Axial Bearing fg = 105 Fg' = 1480 fg/Fg' = 0.07 FACTORS : F CD C4 Ct CL CF CV Cfu Cr LCR Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0.997) 3 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 3 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC# 3 = D+L+S, P = 7.51 kips (D=dead L=live S=snow W=wind I=impact C=construction) •DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 1 WoodWorks® SIZER SOFTWARE FOR WOOD DESIGN 1 c61 Wood Works®SIZER 97b COMPANY PROJECT L-- DELCCN SERVICES 370: S. BASELINE ROAD , STE 106/109 s GILBERT, AZ 85234 DESIGN CHECK - Column DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft Ke x Lb: 1.00 x 2.00= 2.00 [ft] Ke x Ld: 1.00 x 2.00= 2.00 [ft] total length: 2.00 [ft] Load Combinations: ICBO-UBC INPUT LOADS : (force=kips, pressure=psf, udl=plf, location=ft) >>Self-weight automatically included<c Load Type Distribution Magnitude Location Pattern Start End Start End Load ZZ-33 K� 1 Dead Axial 8 .69 (Eccentricity = 0.0 in) 2 Snow Axial 17.69 (Eccentricity = 0.0 in) #44 . . ... ..J'11..3L1i1.1A4##"#.... . .. .. { T1 " -#######111####11#"111TT 11 T T'T l TTTTTTT T`TTT,.TTTTT I'TT�,.TT. �. T.T. TTTTitTTTTTTTT TTTT TTT DESIGN SECTION: D.___ L, ::.,.2-, °i' ^ :i_C. I__ Ga14C BLK. Gee„ This section PASSES the design code check. y1; --T ¶TTnm T11r 1111T ## T7RT T3 11 TTT•:, ###FTY1 TTT:3. #######l#### 'fTl T TT. l )!TTTT. TT..T. T TTTTTTT. T.. . .. TT. TT'T. TTTT'TTTTTTTT. T SECTION vs. DESIGN CODE (stress=psi, deflection=in) C-; -=-;on Analysis Value Design Value Analysis/Design Axial fc = 371 Fc' = 474 fc/Fc' = 0.78 Axial Bearing fg = 371 Fg' = 1480 fg/Fg' = 0.25 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0.997) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 2 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC# 2 = D+S, P =26.42 kips (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. .. ... .wv - __ - ...... . ..,-..... . •Wvvv c62 Wood Works® SIZER S7b COMPANY npn.TFCT 11/44-44— Ili . DELCON SERVICES q3701 E. BASELINE ROAD , STE 106/109 _ _ MS elLEERT, AZ 85234 DES:GN CHECK - Column DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft ge x Lb: 1.00 x 2.00= 2 .00 [ft] {e x Ld: 1.00 x 2.00= 2. 00 [ft] total length: 2.00 (ft] Load Combinations: ICEO-UBC INPUT LOADS : (force=kips, pressure=osf, udl=p lf, location=ft) »Self-weight automatically included« Load Tyne Distribution Magnitude Location Pattern Start End Start End Load 6,1.s K - 1 Dead Axial 0.01 (Eccentricity = 0.0 in) 2 Snow Axial 1.71 (Eccentricity = 0.0 in) 3 Dead Axial 0.74 (Eccentricity = 0.0 in) 4 Live Axial 3 .67 (Eccentricity = 0.0 in) YY1Y3" "" " "1 YY Y.11111"""""Y31_1113_ 11_1 1_3_Y_:1 J. """"'1Y11>Y11Y Y:11YY31111:111311J1 TTT.. .. �T. 'TF. T�TTTTFFF TTTTTTTT FTTFTFTTTTTIfTFTTTTTFT DESIGN SECTION: g e ^ j . i`- C0)=6 TfiLK- SL]< S This section PASSES the design code check. 11Y111_ J.1y. -#;;#1"""""YY Y YIYSYIYY 111Y Y 1 13 Y S Y Y Y J I Y,YY YYY:LIYY 111Y1 F FFFF T`TFFTTTTlFF'TT TTFRFTTTTTTTTTTTTT TFFTTFFFTFTFlTTTTTTTFTTRFF SECTION vs. DESIGN CODE (stress=osi, deflection=in) C^' F=-"or Analysis Value Design Value I Analysis/Design- 1 Axial fc = 87 Fc' = 474 fc/Fc' = 0.18 Axial Bearing fg = 87 Fg' = 1480 fg/Fg' = 0.06 FACTORS : F CD Get Ct CL CF CV Cfu Cr LC Fc' = 475 1.00 1.00 1.00 1.00 (Cm = 0 .997) 3 E = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 3 Custom duration factor for Snow load = 1.00 ADDITIONAL DATA Axial : LC# 3 = D+L+S, P = 6.17 kips (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES: .1. Please verify that the default deflection limits are appropriate for your application. II YYUVUWVU1KSLJ JILCrt Jut- WAKt rOK WOOD DESKiN _ ) c63 WoodWorks® SIZER 97b ,III A,COMPANY PROJECT DELCON SERVICES 3701 E. BASELINE ROAD , STE 106/109 GIL3ERT, AZ 85234 DESIGN C:ECK - Colur,n DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft Xe x Lb: 1.00 x 2.00= 2 .00 [ft] Ke x Ld: 1.00 x 2.00= 2.00 Eft] total length: 2 .00 [ft] Load Combinations: ICEO-UBC INPUT LOADS : (force=kips, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load Type Distribution Magnitude Location Pattern Aq /C j Srt End Start End Load t 1 Dead Axial � (Eccentricity = 0.0 in) 2 Snow Axial 1. '' (Eccentricity = 0.0 in) 3 Dead Axial 0 if (Eccentricity = 0.0 in) 4 Live Axial .6, (Eccer-4 -4ty = 0.0 in) __.. TT T T T nT T J11==-- _":1:1======= =====1 3 TFY=== TTT. .. . .. . .. . lT. ifTTTTTT`T TTTTT .TT..RTTTTT TTtrrryt `T TTtlTTTTTT. Ttrwtr DESIGN SECTION: .. rr-. - , CON L- (3(ifL ST2rz-v. This section PASSES the design code check. &hkhi '== Lill===fl=====,===, .. T ===== ===ll==1=,==== h&=== TTT TT'PTTT 77? 7TT TTITT T♦7R T T}f if TTTT TR?TSI. T TT TTTT1f"TTRRT. tf.TTTTl 71?T SECTION vs. DESIGN CODE (stress=psi, deflecticn=in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 88 Fc' = 474 fc/Fc' = 0.19 Axial Bearing fg = 88 Fg' = 1480 fg/Fg' = 0.06 FACTORS : F CD CM Ct CL CF CV Cfu Cr LC". Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0.997) 3 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 3 Custom duration factor for Snow load = 1.00 ADDITICNAL DATA Axial LCR 3 = D+L+S, P = 6.27 kips (D=dead L=live S=snow W=wind I=impact C=construction) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. c-, I- I • WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 3423.wsr WoodWorks®Shearwalis 2000 June 12,2000 07:45:36 COMPANY PROJECT e DELCCN SERVICES EWS SiAG_T DAYCARE 3701 E. BASEELINE RD. 42 X 66 THREE PLEX SUITE 106-PMB191 WHITLEY EVERGREEN INC / JN 3423 GILBERT, AZ 85234 1997 DEC / 1991 NDS STRUCTURAL DATA Level 1 of 1 Height of all walls [ft] - 8.62 Joist Depth - 11-1/4" DESIGN SETTINGS . Wind Capacity Increase - Shear 1.00 Twice weakest or strongest sheathing capacities used for wind shear - Dead load Reduction - Wind 1.00; Seismic 0.90 Shearwall Relative Rigidities based on Flexible Design Holddown Forces based on Applied Force Max Shearwall Offset - Plan 4.00'; Height to Width Ratio 2.00 MATERIALS by WALL GROUP Wall Sheathing [in] Fasteners: Spacing[in] Framing Members [in] Apply Grp Surf Material Thickness Or Size Type Edge Field 31kg Species G Spacing Notes 1 Ext S5 incl. 0SB 7/16 Horz 8d Nail 6 12 yes Hem-Fir 0.43 16 Int Gyp WB 1-ply 1/2 Horz 5d Nail 7 10 yes Hem-Fir 0.43 16 SHEARLINE DIMENSIONS Name Level Wall Design Location [ft] Extent [ft] Full Height Group(s) X = Y = Start End Sheathing (ft] 1 0.00 0.00 42.00 1 1 0.00 0.00 42.00 42.00 2 66.00 0.00 42.00 1 1 66.00 0.00 42.00 42.00 A 0.00 0.00 666.00 1 0.00 0.00 66.00 38.50 B 42.00 0.00 66.00 1 1 42.00 0.00 66.00 45.00 LOADS WIND SHEAR LOADS Name Building Lev Profile Tributary Location[ft] Magnitude Wind Face Width[ft] From To (lbs,plf,psfl Direction Wind Shear 1 West 1 Line 0.00 42.00 146.0 Both Wind Shear 2 South 1 Line 0.00 66.00 148.0 Both WIND UPLIFT LOADS Name Shear Level Profile Tributary Locationiftl Magnitude Line Width[ft] From To [lbs,plf,psf] Wind Uplift 1 1 1 Line 0.00 42.00 83.6 Wind Uplift 2 A 1 Line 0.00 66.00 146.0 SEISMIC LOADS Name Building Lev Profile Location[ft] Magnitude • Face From To (lbs,plf,psf] Seismic Load 1 West 1 Line 0.00 42.00 233.0 Seismic Load 2 South 1 Line 0.00 66.00 148.0 - DEAD LOADS Name Shear Level Profile Tributary Location[ft] Magnitude Line Width[ft] From To [lbs,plf,psf] Dead Load 1 1 1 Line 0.00 42.00 100.0 Dead Load 2 2 1 Line 0:00 42.00 100.0 Dead Load 3 A 1 Line 0.00 66.00 151.0 Dead Load 4 B 1 Line 0.00 66.00 151.0 WIND DESIGN • FLEEXIBLE DIAPHRAGM DESIGN SHEAR RESULTS by SHEARLINE Line Lev Wall Wind Total Cumulative Shear Force Shear Capacity [plfl Response Grp. Dir. FHS V(lbs] Unit v/FHS[plf] Inter Exter Perf Total V/FHS/Tot 1 1 1 Both 42.00 4884 116.3 116.3 125.0 230.0 1.00 250.0 0.47 2 1 1 Both 42.00 4884 116.3 116.3 125.0 230.0 1.00 250.0 0.47 ' A 1 1 Both 38.50 3066 46.5 79.6 125.0 230.0 1.00 250.0 0.32 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN I ` 3423wsr Woodworks®Shearwalis 2000 Page 2 B 1 1 Both 45.00 3066 46.5 68.1 125.0 230.0 1.00 250.0 0.27 A SHEEA2NaLL SEGMENTS Name Lav Type Wall Dimensions [ft] Full Height Perf Shear [1bs] Opening [ft] Group Location Start End Sheathing Factor Force Capacity Width Height 1-1 1 I 1 0.00 0.00 14.00 14.00 1.00 1628 3500 1-2 1 I 1 0.00 14.00 28.00 14.00 1.00 1628 3500 ' 1-3 1 I 1 0.00 28.00 42.00 14.00 1.00 1628 3500 ' 2-1 1 - 1 66.00 0.00 14.00 14.00 1.00 1628 3500 2-2 1 I 1 66.00 14.00 28.00 14.00 1.00 1628 3500 2-3 1 I 1 66.00 28.00 42.00 14.00 1.00 1628 3500 A-1 1 I 1 0.00 0.00 66.00 38.50 1.00 3066 9625 Opening 1 5.50 9.50 4.00 3.50 Opening 2 11.50 14.50 3.00 6.67 { opening 3 30.00 34.00 4.00 3.50 Opening 4 51.30 54.50 3.00 6.67 Opening 5 58.50 62.30 4.00 3.50 ' 3-1 1 I 1 42.00 0.00 66.00 45.00 1.00 3066 11250 Opening 1 15.00 19.00 4.00 3.50 Opening 2 23.50 26.50 3.00 6.67 Opening 3 32.00 36.00 4.00 3.50 Opening 4 39.00 42.00 3.00 6.67 Opening 5 50.00 54.00 4.00 3.50 DRAGSTRUT AND HOLDDOWN FORCES Level Location [ft] Wall Position on Wall Holddown Force [ibs] Dragstrut X Y or Opening Shear Dead Uplift Combined Force[lbs] 1 0.00 28.00 1-3 Left Wall End 2006 1400 1170 1776 1 0.00 42.00 1-3 Right Wall End 1003 700 585 888 1 0.00 0.00 1-1 Left Wall End 1003 700 585 888 1 0.00 14.00 1-1 Right Wall End 2006 1400 1170 1776 1 66.00 0.00 2-1 Left Wall End 1003 700 303 1 66.00 14.00 2-1 Right Wall End 2006 1400 606 1 66.00 29.00 2-2 Right Wall End 2006 1400 606 . 1 66.00 42.00 2-3 Right Wall End 1003 700 303 1 5.50 0.00 A-1 Left Opening 5 687 717 694 663 183 1 0.00 0.00 A-1 Right Wall End 687 415 402 673 1 14.50 0.00 A-1 Right Opening 2 687 1170 1132 648 236 1 30.00 0.00 A-1 Left Opening 3 687 1170 1132 648 279 1 34.00 0.00 A-1 Right Opening 3 687 1321 1278 643 93 1 51.50 0.00 A-1 Left Opening 4 687 1321 1278 643 674 1 15.00 42.00 8-1 Left Opening 5 588 1435 325 1 23.50 42.00 8-1 Left Opening 5 588 566 21 237 1 32.00 42.00 8-1 Left Opening 5 588 717 217 1 19.00 42.00 8-1 Right Opening 5 588 642 139 1 26.50 42.00 3-1 Right Opening 5 588 642 98 1 0.00 42.00 B-1 Right Wall End 588 1133 1 42.00 42.00 B-1 Rignt Opening 4 588 604 248 1 50.00 42.00 B-1 Left Opening 5 588 604 74 1 54.00 42.00 8-1 Right Opening 5 588 906 260 1 66.00 42.00 8-1 Left Wall End 588 906 RIGID DIAPHRAGM DESIGN SHEAR RESULTS by SHEARLINE Line Lev Wall Wind Total Cumulative Shear Force Shear Capacity [plf] Response _ Grp. Dir. FHS V[lbs] Unit V/FHS[plf] Inter Exter Perf Total V/FHS/Tot 1 1 1 Both 42.00 5233 124.6 124.6 125.0 230.0 1.00 250.0 0.50 2 1 1 Both 42.00 5233 124.6 124.6 125.0 230.0 1.00 250.0 0.50 A 1 1 Both 38.50 2983 45.2 77.5 125.0 230.0 1.00 250.0 0.31 B 1 1 Both 45.00 3324 50.4 73.9 125.0 230.0 1.00 250.0 0.30 SHEARWALL SEGMENTS Name Lev Type Wall Dimensions [ft] Full Height Perf Shear [1bs] Opening [ft] Group Location Start End Sheathing Factor Force Capacity Width Height 1-1 1 I 1 0.00 0.00 14.00 14.00 1.00 1744 3500 1-2 1 I 1 0.00 14.00 28.00 14.00 1.00 1744 3500 g _ 1-3 1 I 1 0.00 28.00 42.00 14.00 1.00 1744 3500 2-1 1 I 1 66.00 0.00 14.00 14.00 1.00 1744 3500 2-2 1 I 1 66.00 14.00 28.00 14.00 1.00 1744 3500 2-3 1 I 1 66.00 28.00 42.00 14.00 1.00 1744 3500 A-1 1 I 1 0.00 0.00 66.00 38.50 1.00 2983 9625 Opening 1 5.50 9.50 4.00 3.50 Opening 2 11.50 14.50 3.00 6.67 Opening 3 30.00 34.00 4.00 3.50 Opening 4 51.50 54.50 3.00 6.67 Opening 5 58.50 62.50 4.00 3.50 8-1 1 I 1 42.00 0.00 666.00 45.00 1.00 3324 11250 Opening 1 15.00 19.00 4.00 3.50 Opening 2 23.50 26.50 3.00 6.67 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 3423.uvsr WoodWorks®Shearwalls 2000 Page 3 Opening 3 32.00 36.00 4.00 3.50 Opening 4 39.00 42.00 3.00 6.67 li ,. Opening 5 50.00 54.00 4.00 3.50 DRAGSTRUT AND HOLDDOWN FORCES Level Location [ft] Wall Position on Wall Holddo-am Force [1bs] Dragstrut X Y or Opening Shear Dead Uplift Combined Force[lbs] 1 0.00 29.00 1-3 Left wall End 2149 1400 1170 1920 1 0.00 42.00 1-3 Right Wall End 1075 700 585 960 1 0.00 0.00 1-1 Left Wall End 1075 700 585 960 1 0.00 14.00 1-1 Right Wall End 2149 1400 1170 1920 1 66.00 0.00 2-1 Left Wall End 1075 700 375 1 66.00 14.00 2-1 Right Wall End 2149 1400 749 1 56.00 28.00 2-2 Right Wall End 2149 1400 749 1 66.00 42.00 2-3 Right Wall End 1075 700 375 I 1 5.50 0.00 A-1 Left Opening 5 668 717 694 645 178 1 0.00 0.00 A-1 Right Wall End 668 415 402 655 1 14.50 0.00 A-1 Right Opening 2 668 1170 1132 630 229 1 30.00 0.00 A-1 Left Opening 3 6668 1170 1132 630 271 1 34.00 0.00 A-1 Right Opening 3 668 1321 1278 625 90 1 51.50 0.00 A-1 Left Opening 4 668 1321 1278 625 655 1 15.00 42.00 8-1 Left Opening 5 637 1435 353 1 23.50 42.00 13-1 Left Opening 5 637 566 71 257 1 32.00 42.00 B-1 Left Opening 5 637 717 235 1 19.00 42.00 8-1 Right Opening 5 637 642 151 1 26.50 42.00 B-1 Right Opening 5 637 642 106 1 0.00 42.00 8-1 Right Wall End 637 1133 42.00 42.00 B-1 Right Opening 4 637 6604 33 259 1 50.00 42.00 B-1 Left Opening 5 637 604 33 81 1 54.00 42.00 8-1 Right Opening 5 637 906 282 1 666.00 42.00 B-1 Left Wall End 637 906 SEISMIC DESIGN FLEXIBLE DIAPHRAGM DESIGN SHEAR RESULTS by SHEARLINE Line Lev Wall Wind Total Cumulative Shear Force Shear Capacity [plf] Response Grp. Dir. FHS V[lbs] Unit V/FHS(plf] Inter Exter Pere Total V/FHS/Tot 1 1 1 42.00 4884 116.3 116.3 62.5 230.0 1.00 230.0 0.51 2 1 1 42.00 4884 116.3 116.3 62.5 230.0 1.00 230.0 0.51 A 1 1 38.50 4893 74.1 127.1 62.5 230.0 1.00 230.0 0.55 B 1 1 45.00 4893 74.1 108.7 62.5 230.0 1.00 230.0 0.47 * WARNING design capacity has been exceeded. 1 SHEARWALL SEGMENTS , Name Lev Type Wall Dimensions [ft] Full Height Perf Shear [lbs] Opening [ft] Group Location Start End Sheathing Factor Force Capacity Width Height 1-1 1 I 1 0.00 0.00 14.00 14.00 1.00 1628 3220 1-2 1 I 1 0.00 14.00 28.00 14.00 1.00 1628 3220 1-3 1 I 1 0.00 28.00 42.00 14.00 1.00 1628 3220 2-1 1 I 1 66.00 0.00 14.00 14.00 1.00 1628 3220 _ 2-2 1 I 1 66.00 14.00 28.00 14.00 1.00 1628 3220 2-3 1 I 1 66.00 28.00 42.00 14.00 1.00 1628 _ 3220 A-1 1 I 1 0.00 0.00 66.00 38.50 1.00 4893 8855 Opening 1 5.50 9.50 4.00 3.50 Opening 2 11.50 14.50 3.00 6.67 Opening 3 30.00 34.00 4.00 3.50 Opening 4 51.50 54.50 3.00 6.67 Opening 5 58.50 62.50 4.00 3.50 3-1 1 I 1 42.00 0.00 66.00 45.00 1.00 4893 10350 Opening 1 15.00 19.00 4.00 3.50 Opening 2 23.50 26.50 3.00 6.67 1 + Opening 3 32.00 36.00 4.00 3.50 I Opening 4 39.00 42.00 3.00 6.67 Opening 5 50.00 54.00 4.00 3.50 DRAGSTRUT AND HOLDDOWN FORCES Level Location [ft] Wall Position on Wall Holddown Force [lbs] Dragstrut X Y or Opening Shear Dead Uplift Combined Force[lbs] 1 0.00 28.00 1-3 Left Wall End 2006 1400 746 1 0.00 42.00 1-3 Right Wall End 1003 700 373 1 0.00 0.00 1-1 Left Wall End 1003 700 373 1 0.00 14.00 1-1 Right Wall End 2006 1400 746 1 66.00 0.00 2-1 Left Wall End 1003 700 373 1 66.00 14.00 2-1 Right Wall End 2006 1400 746 1 665.00 28.00 2-2 Right Wall End 2006 1400 746 • WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 3423.wsr WoodWorks®Shearwalls 2000 Page 4„ 1 66.00 42.00 2-3 Right wall End 1003 700 373 1 5.50 0.00 A-1 Left Opening 5 1096 717 451 291 1 0.00 0.00 A-1 Right Wall End 1096 415 722 _ 1 14.50 0.00 A-1 Right Opening 2 1096 1170 43 376 1 30.00 0.00 A-1 Left Opening 3 1096 1170 43 445 1 34.00 0.00 A-1 Right Opening 3 1096 1321 148 , 1 51.50 0.00 A-1 Left Opening 4 1096 1321 1075 15.00 42.00 8-1 Left Opening 5 938 1435 519 1 23.50 42.00 B-1 Left Opening 5 938 566 428 378 1 32.00 42.00 B-1 Left Opening 5 938 717 292 346 1 19.00 42.00 3-1 Right Opening 5 938 642 360 222 1 26.50 42.00 13-1 Right Opening 5 938 642 360 156 1 0.00 42.00 8-1 Right Wall End 938 1133 1 42.00 42.00 B-i Right Opening 4 938 604 394 395 1 50.00 42.00 8-1 Left Opening 5 938 604 394 119 • 1 54.00 42.00 B-1 Right Opening 5 938 906 122 415 166.00 42.00 3-1 Left Wall End 938 906 122 RIGID DIAPHRAG:4 DESIGN SHEAR RESULTS by SHEARLINE Line Lev Wall Wind Total Cumulative Shear Force Shear Capacity (p1!] Response Grp. Dir. FHS V[lbs] Unit V/FHS[plf] Inter Ester Per! Total V/FHS/Tot 1 1 1 42.00 5233 124.6 124.6 62,5 230.0 1.00 230.0 0.54 2 1 1 42.00 5233 124.6 124.6 62.5 230.0 1.00 230.0 0.54 A 1 1 38.50 4761 72.1 123.7 62.5 230.0 1.00 230.0 0.54• B 1 1 45.00 5305 80.4 117.9 62.5 230.0 1.00 230.0 0.51 WARNING design capacity has been exceeded. SHEARiiA'.L SEG`•LNTS Name Lev Type Wall Dimensions [ft] Full Height Per! Shear [lbs] Opening [ft] Group Location Start End Sheathing Factor Force Capacity Width Height 1-1 1 I 1 0.00 0.00 14.00 14.00 1.00 1744 3220 1-2 1 I 1 0.00 14.00 28.00 14.00 1.00 1744 3220 1-3 1 I 1 0.00 28.00 42.00 14.00 1.00 1744 3220 2-1 1 I 1 66.00 0.00 14.00 14.00 1.00 1744 3220 2-2 1 L 1 66.00 14.00 29.00 14.00 1.00 1744 3220 2-3 1 I 1 66.00 28.00 42.00 14.00 1.00 1744 3220 A-1 1 I 1 0.00 0.00 66.00 38.50 1.00 4761 8855 Opening 1 5.50 9.50 4.00 3.50 Opening 2 11.50 14.50 3.00 6.67 Opening 3 30.00 34.00 4.00 3.50 Opening 4 51.50 54.50 3.00 6.67 Opening 5 58.50 62.50 4.00 3.50 3-1 1 I 1 42.00 0.00 66.00 45.00 1.00 5305 10350 . Opening 1 15.00 19.00 4.00 3.50 Opening 2 23.50 26.50 3.00 6.67 Opening 3 32.00 36.00 4.00 3.50 Opening 4 39.00 42.00 3.00 6.67 Opening 5 50.00 54.00 4.00 3.50 DRAGSTRUT AND HOLDDOWN FORCES Level Location [ft] Wall Position on Wall Holddown Force (lbs] Dragstrut X Y or Opening Shear Dead Uplift Combined Force[lbs] 1 0.00 28.00 1-3 Left Wall End 2149 1400 889 1 0.00 42.00 1-3 Right Wall End 1075 700 445 1 0.00 0.00 1-1 Left Wall End 1075 700 445 1 0.00 14.00 1-1 Right Wall End 2149 1400 889 1 66.00 0.00 2-1 Left Wall End 1075 700 445 1 66.00 14.00 2-1 Right Wall End 2149 1400 889 1 66.00 28.00 2-2 Right Wall End 2149 1400 889 1 66.00 42.00 2-3 Right Wall End 1075 700 445 1 5.50 0.00 A-1 Left Opening 5 1067 717 421 283 1 0.00 0.00 A-i Right Wall End 1067 415 693 1 14.50 0.00 A-1 Right Opening 2 1067 1170 13 366 1 30.00 0.00 A-1 Left Opening 3 1067 1170 13 433 1 34.00 0.00 A-1 Right Opening 3 1067 1321 144 1 51.50 0.00 A-1 Left Opening 4 1067 1321 1046 1 15.00 42.00 8-1 Left Opening 5 1017 1435 563 1 23.50 42.00 8-1 Left Opening 5 1017 566 507 410 1 32.00 42.00 8-1 Left Opening 5 1017 717 371 375 1 19.00 42.00 B-1 Right Opening 5 1017 642 439 241 1 26.50 42.00 B-1 Right Opening 5 1017 642 439 169 1 0.00 42.00 B-1 Right Wall End 1017 1133 1 42.00 42.00 8-1 Right Opening 4 1017 604 473 429 1 50.00 42.00 B-1 Left Opening 5 1017 604 473 129 1 54.00 42.00 B-1 Right Opening 5. 1017 906 201 450 1 66.00 42.00 8-1 Left Wall End 1017 906 201 e cl Woodworks® Shearwalis SOFTWARE FOR WOOD DESIGN I -3423,WSw WoodWorks®Shearwalls 2000 June 12,2000 07:45:28 t level%d1 of1 I I or - - - - - - - - - - - - - - - - - - _ WI -5a -------------- I , - _ _ - - _ _ Y51- -35' - _ , _ G 3.66 ' ?. H-1 _ -40' I . -- ^,1 - a—I— -301 O 1 ._ _ -25I _ '' I CO_mac ryln c, 0 N h I -2a 1F i ! I I 1 � b4 -15' -10- I N _ 4_ 4 5- 11 146 gis) J060 A-1 L a.. ' 1 `R^id sd 4® -1S1 -"; ' I Ya {- 1 } T r It 'j r yI • nil r,jA� �' r) I 'I I ,� C, 1 I ' � I ' ICI —51 • S' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' TO' 75' ylrl1-) n @ 4s0 �>'A ex.'- Lm'a41 - P 2 Ce cc? 9 t 7 c (1.76)(1.1)66.1-)6,o) r 2 4--31-eije VP IA rT p` (I-04.) (0,-2 1-0_5) (14_1-) Cl.o) c ao. aq ?sr • (2 vyx N4„c r) Lir7—nt EuO w,tt-L-5 — ft : 2_1-, 3 4 x C = / 46 r t...r s1 oc 6,--4-14.-5- - /� I EL , 24 `1 •k C,-3 ,O5 = in PLY Uni-tPC &l:h s 41-1 5 - I r , zo,c) k 4 --.75. v PLIt 5l0C N,nue P„,_ = Z0,1 k 7 = (4 L f t-id L_ WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 3423.wsw WoodWorks®Shearwalls 2000 June 12,2000 07:45:28" _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _I_ - _20! . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -1S Elevation View, Shearline 1, at X=0 ft, Level %d 1. Flexible Diaphragm Wind Design. Units = Ibs, pit I 1 83.6 1 ; 83.6 83.6 11- - - 414i4-t4 -14-i116tg.3 1-t t1-t t-1 t t '-t t4 I-I 1-4 1-Yt4116.3 11 6.u1-t iTt-t4-t4-tS t- tt t-t ;-1 t-t VI 3 t-t h W t-i 10' 11 4884 I { : 4 4 11 i 4 illad : i a TD{ : 1 4 4 : : 4 : : 4 : : 1 :111 I : : : : : : 1 : : : 4 { {11YOU} : : : : : : : : Wind T00 I , _ IT I — - — — _ I I i _ 5= I I I i I i i I i I 1 116.3 1 1 116.3 I 116.3 I - - - 'a 1UU3 j S LUUb 7S LUUb "smo 3— - - 0' u :uU u wuu u :auu D 700 U 585 U 1170 U 1170 yU 585 TYPE I:SEGMENTED TYPE I:SEGMENTED S I I dG a s_S. ! w/ id C G ` 0-e= ousi ac 1 1 I Cm?y > 2-3,0 r L� > ►'16, 3 . I I I i i I 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' - Tl6 boa,r+S — Lo?t = 1t7o3 + yes- -;o-v= 8ye L SIM ps 01-7 4 ST ip y . IZo c.gr. = giecca.> t. co) a z__ vvoouvvorKscw Jnearwafis surf WAKE FOR WOOD DESIGN 3423.wsw WoodWorks®Shear walls 2000 June 12,2000 07:45:28 __ - - - - - - — — - - - — - - - — — -- - - - — - — - - - - - - - — - - - - --- - -202 - 15' Elevation View, Shearline 2,at X=66 ft, Level %d 1. Flexible Diaphragm Wind Design. Units = Ibs, plf 116.3{ 116.3 ,116.3 , 10' 4884 : i 1 1 I 1 1 i :211b0 1 1 { 1 1 : L 1 11 : : 1 1 1 i : gy6 7 : : : , i : 1 1 i ! : 1 : 1 : 1 ,211 1 1 1 i : 1 : 1 Wind I T I I T00 IT00 I I _ _ _ _ i I I _ I ray I I I I I 1 I 116.3 116.3 116.3 S1004 "S!UUb ' SLUUb 'S1003' — — a u I UU I 1 L. 14UU U 141.1U D 700 ! I I I TYPE I:SEGMENTED TYPE I:SEGMENTED -5 I I ' ! I I ' I 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' SAS RS 2- 4 - 1 . z . 1 _L : • WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN , 3423.wsw WoodWorks20 Shear walls 2000 June 12,2000 07:45:28 h i •, I I I I - - - - - --- — - - - - - - — - - - - - - - — — - — — — — -- -- - -- -- - - -- --- -- -- — — — — — — — I• I Elevation View, Shearline A, at Y=0 ft, Level 1.%d I i — — — -FrexibleDiapFiragriWinaDesign. 1s Units = lbs, plf 146 146 ' 1 I 1 ' rttrtrrcr rtrtnrtnurnrentnrlr 4S/trirrrr:rrrtuIrttrrtnrtr 1 I • 10' 3066 '•4,ii,', 146 ' 1401a n.,",,. iti__.,•,.•,.r 1. 1' ' laii.r,i.rtra,.14�6f . i46 I Wind 111, 18 ' ��i 236 27• 3 674 i$j ' I 1 I I la 1 _79.6 � 79.6 79.6 1 — — — 5HM/ , svx, iS (r711 • 1, (Ili i(S6141 1S6R7 Q I 0 415 11 0 717' in 1170 1 0 1171:0 1321 i ' D 1321 I ! U 402 U 694 IU 1132 . U 1132U 1278 U 1278 I I I I I ; I I I ! I • I i TYPE I:SEGMENTED I 1 ext7/16"Str.Sheath. nc1.OSB 230 plf' I i ! I int 112"Gypsum wBoardi-ply 125411f !-10- ' Total Sheathing Capacity 250 plf • I ' I I ext 3d @ 6"/12" I I I I I I ! I , int5d@7"/10" 1 ! I I HamFir-@36" —1S • I I I ! I I .• 1 i 1 I I , 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 5p' 55' 60' 65' 70' 75' 5 !S en 1 C G-o ve-p_m S Y_ r t . . • WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 3423"wsw WoodWorks®Shearwalls 2000 - June 12,2000 07:45:28 1 _ i I I . I I t n I 1 ! I t 20' 1 i . Elevation View, Shearline B, at Y=42 ft, Level %d 1. ' — — — -Frxible—DiaphragmiWina Design. I I 15: Units = Ibs, plf I I 48.5 • • 1 ! 10' 306r -----1•144tiT,1TT.T,i. iiltie. ,,,4e1,T B-1 .a,...4ai.,,,, ,,,,,,,,,45i I — —Wind 32 3923 •8 Y1 -ii T48 t 7,. p60 1 I I I 5- 1 I I I I I 68.1 _68.1 _68.1 68.1 68.1 1 `'�S 5a' 5 5HAi SAP `S Sgfl . 5 1$14 Ts -1 5-588 -1- a D 1133i I 1 D 1435D 642 ❑5683 642 ' D 717 ' D 604 i D 60 D 906 , '0 906 t ! I I i ! I -51. • I I I I I TYPE I:SEGMENTED • I I 1 est 7116"Str.Sheath.inc1.OSB 230 plf' 1 I int 112"Gypsum WSoard_]-f ty 125_pif I-10' Total Sheathing Capacity 250 plf I ! extsd @ 6"/12" I I I I , I I int 5d,@ 7"l10" ' Hem-Fir@36" —1S i 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' I Sitsfl LC C -V 1 I . 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 3423.wsw WoodWorks®Shearwalls 2000 June 12,2000 07:45;28 level %d 1 of 1 , 1 • _ C-{- $j i (-- so! ! ts,- _4s iSoci. Y U' _ kio 0 )1) r. ! el Cl iL -..... -113 :b1.19- ' I CV (e---.. 1 ! I -251 1 -20! A0' 5 - -a--... - — —0- (iti 151 , ! 1 1 1 ASASALAS AAAAAALAAAAAAAAAAAAAAAAAAAA I ! I I 1 148 I I I I I I I I I I -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' }OCX— LI /3 L V 2 q, 7 71 r . L ij Y= w . rt.- C.c, z 0. 3d (pre Gs IL - . )2 t r-5 ( nhps i, i6—t V z Ozvi ‘ W WoodWorks® Shearwalis SOFTWARE FOR WOOD DESIGN 3423.wsw WoodWorks®Shearwalls 2000 June 12,2000 07:45:28 — _ — — _ _ — — — — —I _ — — — _ _ — — — — —20' I � � � i I Elevation View, Shearline 1, at X=0 ft, Level %d 1. Flexible Diaphragm Seismic Design. I Units = Ibs, plf • 116.3 I 116.3 116.3 48W— 1 4 4 1 1 1 1 1 4 111'4 4 1 4 1 4 1 4 1 1 14 1 4 1 1 1 4 1111,N 1 1 . . 1 1 4 1 L 1 y i 4 1 1 1 1 41T00E f 1 1 1 4 1 l f ! Seisrr is I TTOU 1 — — _ I I _ 1 _ _ — I I _ I 5' I I I I I I I I 116.3 i ! 116.3 I 1116.3• S 1 UU3 'S 1UUb S 201.112 Tiotrz — U I UU u wuU u 14(1U D 700 ! I TYPE I:SEGMENTED TYPE I:SEGMENTED I I I I 1 ! ! I ! I i I I I ! I I 0' S' 10' 15' 20' 25' 30' 35' 40' 45' "'l! . ' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN ` 3423.wsw WoodWorks®Shearwalls 2000 June 12.2000 07:45:28.. — — — — — — — — — — ,— — — — — —I — — — — — — — — — — — - — — — — — —1— — —2a , I i Elevation View, Shearline 2, at X=66 ft, Level %d 1. Flexible Diaphragm Seismic Design. I Units= lbs, plf I I I I 10' i 116.3 . I 116.3 116.3 1 ' 4131 4 1 1 i 4 4 1 1 4 i211F S 1 1 4 1 I e 1 1 14 . : V i l e 1!1217D�!01 4 1 : . . . 1 4 4 1 i 1 l 1 4 i I :2Ld $ 4 I I 1 1 1 1 I Seisn'is T00 I I I I I I I I I . I I I I I 116.3 116.3 1 '116.3 ' 5 1004 J LOUb •a 1U0b —.net — — 17 ' u ILill 1 ' LA IHuu u 14UY D 700 I . I I I I I I I TYPE I:SEGMENTED TYPE I:SEGMENTED I ! I I i I I ! I I I i I ' 0' S' 10' 15' 20' 25' 30' 35' 40' 45' 11 baSTV Goo ve—aila5 •T . ` WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 3423.wsw WoodWorks®Shearwalls 2000 June 12,2000 07:45:28 , _ - _ - - - _ _ _• _ _ _ _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ._25! ' ' 20: Elevation View, Shearline A, at Y=0 ft, Level %d 1. — — — F Wxible Diapliiragm seismic Qeslgn. r ; 1s Units = Ibs, plf 1 1 ! ' 74.1 1 10' 4asr '464,“ u n„l„ .it A_I''' 4... ,,,i,-,,, i I Seismic 29'sat, jki 376 "k 44 48 107 '-'1 L 1 - I I I I i I I 127.1 127.1 127.1 - - - '"L 109E 1 S 1096 S 11196 . 110� 10a '•e s 1r96 - - 0- 0415 ,' 0717; ' 01170 ' 0117CC1321 D1321 L '_J *Z r?_ 7�3 J�J ! s TYPE I:SEGMENTED ' I 114 r--ext 7t16"Str.Sheath.incl.OSB 230 plf I I I,.L dr D7 Wu,u 14.15l.u.L1 FSr itY.34.IL i_10: Total Sheathing Capacity 230 plf I I I ext 8d @ 6"t12" I I int 5d @ 71710" Hem-Fir-@ 1b"- —15: • I • i I I I 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' S5' 60' 65' 70' 75' 7-"1 0 owl-) 5 — L_.a?-"D = Gilt L 6, 5 1 yfrZYS o).-.1 L 5r i s- crik., goS'k.r2 ' 712'L ' Gt. ( LS L 716 Oo, ±f— Lom, r G 1-4, L15C S I f r s a: It L S 1-A't f -'7-, 7-1 i b.,r.c../J — L.4-49 2 6`ref 1- 6 USd 7In1 ,v;� it LSTMC *# 1 14/14-1 O 3 -,1 at Pa -4-- 1)24r- Sjisvjs La-rir e 1 CZ,••f>- , s,-ryl tit 5' Ls rit1 ut-'y z 6t'rX.v2. 424 Le: • * ier. 2 cox px-116 < c/7' Lo%1'o z l a?f Lai, f//PfoFr It 5 T 2 I z z G r/y m 1421X -sz e II sa L$> /o7S 53 -Ott , Lj WoodWorks® ShearWails SOFTWARE FOR WOOD DESIGN 3423.wsw WoodWorks®Shearwalis 2000 June 12,2000 07:45:28 w I I - - - - - - - - - - -' - - - - - - - ,- - - - - - - - - - - - - - - - - r - - - - :-25: I - I - I Elevation View, Sheariine B, at Y=42 ft, Level %d 1. - - - TlexiblCDiap'firagm!Seismic Design. i , 15 Units = ibs, pif I I 1 , 74.1 ! 10! ...,.... .1t1i,.•1, , (' ,,,I1• 4",1..1, . Seismic i5i 'i5i'. .,l15� 9-1 i5{ 15i , — — — — 51 2237 j#{ 56 34.IIII_ -1- 95_ -11� y.�I415 I I ' 108.7 I 108.7 108.7 108.7 I 108.7 - - - `vas a {',9e , ` w n s a -` - - I- 0' ' D 1133; i D 14253 642 ❑5 83 642 1 D 717 ,',D 604 T. D 604 D 906 I D 906 I i I I I I 1 TYPE I:SEGMENTED ' 1 IN r -rote 7/16"Str.Sheath.inci.OSB 230 pif: I I I I Total Sheathing Capacity 230 pif —10= I ext 8d @ 6'712" I i i 1 int 5d @ 7110"Nem-Fir-@ 36" i I i_15t 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 71`- pc 0 aU.:1-cr --- La -r2L--,frz- U5 � SIri C.0/J S T A i s GSA^-r /TT 2_4-2.4-i VS 5 1 /", tcxcd. #- LST.4 , WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN --3423 wsw WoodWorks®Shearwalls 2000 June 12, 2000 07:45:28 level%d 1 of 1 '�� I rg_r7Or FL -Ja--4L - -0- I riftHPLf — -so' r r �s v • �o e? ,' [, ; 3s 1 CV -20 I ! _ — ! 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L'2' N {251 tn o `\s $ Irz[ - 3/4• ", pr It 1.\ �VEFIW41 io, ^ � Ni SINK(IS)3/4• "".\ Irz' J.`3/45/< / \SIM(f15) 51 DF . m TEE FOR PWINE 3/4 �/.- INC(25) I(1' @1.1/2�:. 0 . .EXPANSION TANK // Fp. . . 3/4' - • [v Fags uRE AND MP .- , . - - - - • -AEL1W VALVE PIPE TO IRAP PRIMER:•4 .. • - - - - .- ;PXTE3tIOR N Bl.U6_ rt5(3) U? - - " _ w yr "TEE:PpR o { y♦ i to LT _ _Yf/fit it,S.* VlATB2 SUPPLY : 91g t PIPE TQ +dA r[ N k<; 4 ___ _ / aF „ r 1, NY k, '9 P Z-.. " DOOR SCHEDULE PLUMBING SCHEDULE NOTES CODE ANALYSIS sp 4 i ,-t! b n t,• FA-YFRA NOTFE, 7HIs STid1LB METS CONS�1LiloN RECUIRE!£M(5 MC 2a6.150f ta) ,, Qt DESCRIPTION COMMENTS MARK QTY. DESCRIPTION COMMENT :3;I.t.Cf-r: f_�d -3 :' I. SEPARATE P PLAT is IN ILLLORFOR G WITH H E1BEEN PR wr y LOB, F "1, GA:34- K HM RAMS 18"xUNSUL 4'VI W I6 P0-WOR BR H ST *443C:+A$OI lIO WATER CLPER: NElMF CILIT ES FOR SEDER HAVE BEEN A)C€PROVIDED 3$LDINe AR VN • .' �T'EA'.GA KD tM FRAME l 8'z34'VIEW CITE a R6 44'x 81 I/4' P-)� 2 NTH 5m SEAT.A51 oTo TOILET PAPER NOLDHi 2.ALL NEW FACILITIES SFW-L SE BUILT IN ACCORDANCE NTH YUG-51-40-IIOO EUILDING AREA.41'b'x 66',Z'ri'1`A FT ROOF LIVE 25 PSF . - 40'AFF Sm 36'x 48':C GRAB FANS a 36'AFF FOR BARRIER FREE ACCESS- MD LOAD, LO troh 8R1665*6602 LAVATORY W TH MEN469E FNICET 3.VOTE: ALL STAIRS,RAMPS.LANDING AND HANDRAILS TO 8E SUPPLIEDAND ILECLASS FDOM, 88 SO FT EXPOSURE V�; 'TTYJLD PB•Y.O x1T1 P-2) 2 A'�.74BLY roArt AT'/'AFF.STD I8'x 34"MIRROR _ INSTALLED Pn ON SITE 3Y OTHERS IIIHLESS OTHERWISE SPECIFIED) pC�vSARY, 107 50 FT FLOOR LIVE OFFICE SD psM :1 le? -PB'LO s315AH 4.NOTE ALL ENNIRONME4TAL CONTROLS AND DISPENSERS SHALL Be WHIN REACH 2 D0 POW COC•EYIRATED MERICAN STANDARD-BABY DEVRO I01t TANK TYPE RANGE OF SECTION 11062-4 NO NOT LEY THAN 36'AFF. �!'� Y''��` FLOOR LOAD 0130'SO WSTRIP-PEFY.O*305AR p_3) 2 TOMER AT. CLOSET W STD SEAT,AS OTIO *OF OKOPANTS: 99 14IH66-I U2 FR 412<41/2x Esect NRPx 260 TOILET PAPER CLOEe E SZRICAL 1000 PCOOD GONC241RATED CLOSER-HER STD P� 6 MOEN*EI515 STAINL�S STEEL SINK I,/ I ENTIRE WILDING TO 2E HIRED IN ROMEX SE1SKC ZONE 3 FLOOR LOAD(7N 30'50 EXIT DEVICE-NFR STD DELTA*21TI FACET A55E48LY 2.TYPICAL WIRE 9ZL: SOIL PROFILE TYPE: 50 FLOOR LIVE STORAGE: IEpsi KICK PLATE -STAWARO OA AUXINS(34V C') - 15 AMP-s14 Cu 50 AMP-II 8 CV SOIL MARINE,CAP, 2000psf 0 3 CA CA6O-Qr38I.ER h48 W SLOW CLOSE MECNAN15N4 20 AMP-*12 01 60 AMP- *b Cl) 3'-0'x b'-e'METAL LNSUL DOOR W Ib 30 AMP-*10 Cu CO AMP-*4 CU 35 AMP-4 8 W 90 AMP-*2 CU TES,BAIDItK MEETS OR EXCEED ME ABOVE RECTIIRE431T5 BY ME EA GA'A FM FRAME I 8'x34'VIEW CITE a I 81 /4' 3.SERVILE EYTRANGE-UNDERGROUND -RC:,PRESCRIPTIVEEETS OR EXCEEDS OPTION D2A 40'AFF P-6 1 N2) TA 2100 FAA 33'x72'S6 SINK-POLAR 5322 W DErAU-T U= .60-GLZ DF�M LT U=.90 DELTA 2100 FAUCET ACSY 2.PROPOSED SLAM%OF 6$A=Ea MAX '�' THOLD-Pe- O qT2 \\ :!cZ'yY CODE/sill DING 1NVF'OPT 3.SEE SCFETIU Fi AND BIBLDN6 sEC110N FOR INS.IATION AND 0-FACTORS SWEEP -PS-CO*315AH ',.f 2 I OP TA 3100 FNJCE2T'AEST SIN.-POLAR H22f W 1.3nLDING HEATED W HEAT PJ-P.ELECTRIC RE515TANGE HEAP NOT ALLOMED- S WS R P-PS-CO*305AR 2.ALL WNDOre AND DOORS SHALL BE`€PLED,CASED,GASKETED,OR FINISH/COLOR SCHEDULE HINI6E5-I V2 FR 4 lI 4I/2x BEN NRF'x ibD N1bTE x64P 2-ex 24'MOP SINK.J W3GOOA rEATHER STRIPPED TO MINMIZE AIR LEAKAGE.(WSEC 13141) CLOSER-14FR STD P-B I FAUCET 4 *65600 MOP RAWER,35c 24' 3.ALL VAPOR BARRIERS SHALL BE A MAXIMUM OF I PERM. SURFACE MANIFACTOR COLOR EAT DEVICE-MR STD 4.3JILDING ASSEMBLIES USED AS OLCTS OR PLE RMS SHALL BE=PAI PD,CAULKED KICK F1ATE -STANDARD 050 N1MI101(34'x ID') p_q 3 Mat STDFLOOR DRAIN W TRAP PRASR MD GASKETED TO LIMIT AIR LEAKAGE.(MEC 13143) EVIL- ARs5TRON6 SEAGATE RHO=PE 3'-O-X 6'-5'SOLID GORE WOOD DOOR INTR.,CD I CARPET - BY �P-10� EA W WC0D FMB PC:38'x 82' P`c-v'Y CODE/MEGHANIGAL""S=-M V4NYL WRAP SYP 512 STND/PD ACE CDLLNER LATCH-SO-CAGE PASSAGE I.PRO ES VIDE MILROPRCGSCR CONTROLLED THERMOSTAT WITH NIGHT Sc-7F:4EK VINYL TRIM STD STANDARD MITE 5 DEGREE DEAD BAND MIN.,SEVEN DIFFERENT DAY TYPES.MOUNT a 54"A.FF. FRP STD STANDARD W1I RH@1*OPRy 6 SAL A-vc.tEJ.TEF YO.A+T 0H Ib' TO TOP OF CONTROLS MAX. (Y6cG 1412) FRP TRIM SIP STADARD W TE- Wsm TIP R=ET;VALE I EXPANSION TEE SO.SHELF AT 2.::'E.MOSTAT SHALL SE RATED FOR EXTERIOR WALL INSTALLATION - DRIP PLAN - 120V-2000 Y/AT15 5-6'AFF - CE 3.SEAL ALL TRANSVERSE DUCT JOINTS(NC-EC 1414.0 PLASTIC LAMMATE - ® ® RHESM$BIV520 50 SAL HATER HEATER 4.$JPPLY AIR DIFFUSERS SHALL BE PROVIDED WITH MANAL DAMPERS FOR INTERIOR DOCKS HOOD EMBCSSW OMC 1.45m TIP RE VALE 4 E%PANSIDN TEE BALANCING THE SYSTEM(b- EC I412.7). pII r YCGD Eh5Cr5'�OAK 240V-4500 WATTS 5.COLTS SHALL BE CFA 'I IN ACCORDANCE WITH SMACNA,METAL DUCT AND cI, ISl2 CONSTRUCTION STANDARDS 1ST ADDITION(MEC RS-I8) EXTERIOR DOORS MIL INSL - O3'-0'X 6'-8'SOLID CORE WOOD DOOR INTERIOR MISC. SCHEDULE 3-TAB SI4l a s DOT I EA W WOOD JAMB RO:38'x B2' �LEGTRICAL/LIGHTING - S LEVER LOCKSET-`5044AGE PRIVACY MARK QTY. DESCRIPTION COMMENT SIDIN7G - - ADA 516NAGE I._IGHTING CONTROLS SHALL SE PROVIDE FOR EACH SEPARATE AREA.READILY CORNER TRIM. RANGE-FRE STAND1N6 ELECT-RIC FASCIA TRWI OI GE*.EP24-240V,BOL"OYI ACCESSIBLE AT THE POINT OF ENTRY/EXIT.CONTROLS SHALL tee CAPABLE OF DOOR/WN7O4 TRIH - I EA 3'-0'X 6'-8'SOLID CORE WOOD DOOR INTER•lOR ® TLRNING OFF ALL LIGHTS WITHIN THE SPACE(MEG 1513.i) IC15 PAIR W WOOD JAMB RD,14'x ea' 2.vAXIMUM LIGHTING Pore THAT MAY SE CONTROLS FROM A SINSLE SWITCH OR CI REFRIGERATOR-GE*TBXI0S.AB.I8 CF CONTROL SHALL NOT EXCEED A 20 AMPERE CIRCUIT LOADED TO amCAPACITY LEVER LATCH-SO-CAGE PASSAGE CD, I TOP LOAD,12GV,Boom N6EC Ise 2) 3 ALL LIGHTS WITHIN DAT LIGHTED ZONES SHALL BE PROVIDED WITH INDEPENDENT CD33) I R �. boon 4. UNDER eaMTER CONTROLS 4.EXTERIOR LIGHTS 9-ALL BE CONTROLLED BY ARATE FROM THE GENERAL I AHPHOTOCELL TINS(MEG i(IY6EG 15135) WINDOW SCHEDULE EEO b'-O'x 4'-0'HORIZONTAL SLIDER 72'x48' WASHER DRY.. -GE*rGM2l0oT,STACK TYPE P,MEWL O 6 VINYL SLIDER,t LOCKS AND SCREENS SILL HGT: 34" 14-4 I G TO BE IN ACCORDANCE DEAl1L GC T U-.75-SH <I -MINI BLINDS I UNIFORM�P!UMBING CODES, W TH THE AMENDED I997 ® 3'-6'x 4'-0'FIXED WOOD CASED WINDOW 42'x48' 1 Oi=Hr4 .arFP-62°G603630Z 2.ALL DRAINAGE PIPE TO BE A35 SCHEDI.LE 40. 3.ALL WATER PIPE TO 9E TIPS M' COPPER TUBING BB 2 EMBOSSED OAK'TRIM SILL NGT: 34" _ 4. NSJLATE HOT 4 COLD PIPES. Z-FOLD PAPER.TOYEL 719' -NPR 510 5.-CT WATER AND DRAIN PIPES EXPOSED DOER LAVATORIES SHALL BE COVERED, I- HVAG EQUIPMENT SCHEDULE M-6 2 v-es SHALL BE NO SHARP OR ABRASIVE SLRFACES. e 6.RESTROOM FLOORS SHALL HAVE A SMOOTH NONABSORBEN(SURFACE; MARK QTY. DESCRIPTION COMMENTS ®• 2 SOAP DISP -.MPH STD RESTROOM WALLS?OWN 2FL OF FRONT AND SIDES OF WATER CLOSETS ' SHALL HAVE A SMw IH NONABSORBENT SURFACE DRAWING INDEX HARD*W4482-AI5,4 TON NALL MOUNTED tEAT P.PP W 75%CRV .I " a ® 2 1 EXTERIORI STRIP Pi,PROGRAMMABLE 47 �NST <M_8 2 TOILET SEAT uNER D15P.-FFiR Sm STaIGT1RAL NO. DRAWN 7 nT1-E - - IO5 SEER 46D00 EOM HEATING,7D 1GPF \ - I.FEADERS SHALL BE(3)2x6 H.F.*2 -d(2)12'FILLER OD COVER SFEET,NOTES'SOEDLI-F5 Ii 1650 CFM e D ESP.YET COIL 120/240 V 2.WNDOW AND DOORS SHALL HAVE(2)STUDS AT EACH SIDE ID FLOE FLAN f ® NTTOFE*6632 Caul*VOWED E)HAUST FAN `SWITCH'V LITE CABINETS-DIAMOND AP/AMA6E CONCEPTM (f)KING SAID AND(4)TRIMMER2D BOLDING SECTION,DETAILS I CO CFM I20v,-75 AMP I-LOT W PI.Al4 LOMTERS 3.MINIMUM LAP SPLICE OF TOP PLATE 4'-0'. 4.ALL NAILING MD F IL*t ES NOT CALLED OUT IN PLANS SHALL BE 3D POPER I ULHNNJ PLAN,LEGENDS.SOE7.1AF5 CO RANGE H70p-GE-(V356V,VENT THR11 ROOF 2 97-UBC-Il-B-1 NAILING xHEDJLE 31 METERIOR L PLAN L IECTS I 250 CFNL I20v,1.4 AFP 4D E%TERIOR ELEVATIONS 4.1 IN16aOR ELEVATIONS-PLU•BIN6 Iu rOtE 48070 TW THE Kell EXHAUST FM 5WTG<,J LrrE 50 FCUDATION PLAN,DETAILS Cam ,) 2 80 CFM,I20v,15 M3 • MARK REVISION Data ENS SKAGIT DAYCARE `4'N - DAIS o5n3/oo .,rs HO�' x' is ODSTON1825LQi1TTAL -5/30/� WHITLEY EVERGREEN INC. ,GB'--- 42'x66' MODULAR DAYCARE _ 142I4 SMOK.EY POiNT BLVD. STDRANw CCMen RGry - MARYSVILLE, WA 4821E COVER SHEET - SCHEDULES (360) 653-5140 SFEET TITLE - BAR' - F E 3473-0-0 O.O - (360) 691-1135 FAX. TINS DROWNS CANYIT 3E REwOWCED WTNOJT TIE WRITTEN C.OK@rt OF M4TL.ET NERGPEEN EC. AFPPOiAL DATE n . ROOM FINISH SCHEDULE ' 66-0' ` 8'A' A, 19'-II IR' / B'-3 VT / 27-6 1/2' 6'-5 V2' ,Y ROOM 110RTN EAST PEST WWII CEILING FLOOR COMMENTS 56E0757710N WALL MI PALL PILL 'IN • N7. MAT MAT MAT MAT MAT HEIGHT PAT EPEE p in T- m m o O t' bl QA�_N700M Q Q Q Q ACT 8'-0"�.AR 4'TZQ flDOPMERK+E 1&1 .� A 4IIOih cqi m A 7 — — N 102 CLASSROOM Q Q Q Q ACT B'-0'CAR 4RB FlNRRErBU`E 18P '- L _ _ J r Q n ® ry _Q_ n .o_ _ _ O r 103 STORAGE We We We We ACT 8'-0�C,NR 4RB FLOOROW8�SE IBP \ \ I— \ +---�� \ 1 i - — — — r- - \ _ \ \ i 104 OFFICE EZ Q EZ Q ACT 8'-0"CAR 4125 fl1GRR6BASE RN t s - in 1OS STORAGE VYe we We We ACT 8'-O"CAR 4128 NOORR4%WSE NBI n - IN 106 KITCHEN FRP Ara En Q ACT B'-0' SV 4RD \ ST- IOT REST ROOM FRP FRP FRP FRP ACT 8'-0" S/f•RE 105 - 103 k 103 LOB REST ROOM FRP 6 FRP FRP PRP ACT 8'-0" 5V 'RB - O 104 O ION MUTT FRP FRP PPP FRP ACT B'-O" SV 4'RB 0 N 105 O O FLOORS m -} \ m FRONT VN -Sae&VINYL. - 4Y8-RLCBER BASE, e v \ MOD-A 6YB-RL SASE: in in GAR-INSTALLED AT SITE BY OTHERS ,I- \ ' HALLS inVHB-5/13 VIM'' L WAR HALL WARD \ - 0 FRP -FIBERGLASS REIFFORCE0 PLASTIC, _ EZ-EASY HALL FINES m\ \ _ //�— _ _ — L. \ m Ire l CEILINGrSUSPENDS, / `--30'Ftl6N CORNER CONFER ACT- PB10ED AC4USiICAL CEILING TILE,LE,2k 5/5' 40 LAY-IN(INSTALL PER UEC ZS2 �µ W � ) %TAILED AT SITE) �+--0 N13V/-NOT BY WNITLEY I ] vyllT'x/\� O m FRONT mZ101 SQE!LARbEDPARnALFLOCkRAN 102 10-9 mFORKJTCI-&CABINET MSTALLATION v MOD-B NOTES PLUMBING AND M1C I '` ECUPF£NT CALLOVTS m �{' m ® i iLli , Cr CASED OP13046 -" f Ell � to ,t I I'-1 I(7/ , PA55-TN7U SILL AT 42'As= ® No, -fII a" I\I -I] N in I 1, —J CS I \ in FRONT of 1 . I . 1 MOD- 11 I/ 3,1 I 01 '{04,4! 09 c' I ir 1 izm'D Y 11 it 1-01 1 N , 0 FN Zo h . _cy —c in Q • k Rf I13'-3' T-11 1/7 10'-3 I/7 10'-0 I/ " 1P-51/2' -I / / A FLOOR PLAN 0 .. ycale. I/8'- 1'-0' REP kii)9lTd��-a, rl - HARKR YVI'IITLEY EVERGREEN INC. E SKAGIT DAYCARE DAIS osraia ' m G15TG- %$I"rAL 5/30/C0 .r a N/HE 42'x66' MODULAR DAYCARE r�7A d " "n'} m$ 14219 SMOKEY POINT BLVD. sroFLwRx com�, ) - 1�`�t +`., - MARYSVILLE, wA 99211 _- -- - FLOOR PLAN — SCHEDULES : , °y a ° ,':r (360) 653-5190 WET nn E ObT08t APPRDIN FLE 34`' , r, -(360) 659-1135 FAX. 515 DRAHNG CANNOT KE REPRw rm y4THCUT T E naTEN CGTGBNT OF 1411tETe H G 831 It. ~At OA78 1 7 R - - F1/24 s — tL! — X ' m SHIP LOOSE 45'CABIN-Ti.BASE AND WALL W/3'FILLER STRIPS FOR SITE INSTALLATION. SRYJDISFVVA` CABINETSHIP LOOSE PR@1ADE LLTMTEA ElP_5. ENTRIE BT'BASE GARRETLP ASSEPBLY SHALL BE MADE IN SHIP LOOSE PREMADE BACK SPLASH ' FACTORY MITH UY PLTWWO BACK)RETURN SELF EDGE CP-4)17 ARAM FINISH END.SHIP LOOSE FREMADE BACKSR.ASH 1 DI9ttA5FEZ TO CO17€GT TO SINK AT SITE,FUMY%IN GARRET,NOPLLT•BIN6 CROSSOVERS IN WALL, J I NC: 42,K_______ — - - - - J i51. Th' r ,...ni n 11 re o m �. cp-s) ® O 0 P I_ ® l I. O O _ _ �_j MCI' B4.I �- f 4Ik ' M-9 ,I ` a. \ I ; M�3 _I—L� -t-LI}D / � _ P..4 mt '� — N. INSTAL.00D,DUCT, ET ® .1 IN. RANGE HOOD.D)GT,ETC. • � I IN FALTOR'f 0 7 — — j/P/ 0 ...- ---, 0 CO i\ _ I Li — \— .�. Th ,. P-3 —a C — — — N • AIAFv � _ i 1 -- I i I I J 5/8'EXTERIOR GRADE FLY/ODD W _ I ED6ES BLOCKED FOR MMN[AINRK In6'SLOPE WIN 24'a=FLOOR DRAIN k\‘‘... 1 TYPICAL ENLARGED PARTIAL FLOOR PLAN Style: I/4' . ILO' MARK REVISOR DotsWS SKAGIT DAYCARE A . CLISTOt�` `" Sri/DD I¶ � N INCI�G' _re 42'x66' MODULAR DAYCARE — DArE osmioo r�ND �23 14214 SMOKEY POINT BLVD. _ MARYSVILLE, INA 48271 ENLARGED PARTIAL FLOOR PLAN �"'"' RDH (360) 653-5740 %EEC nn E C6TGERIFTWAIL Ft5 3423-I-I 1.1 (360) 659-1135 FAX. %.TH6 DRAMN6 CA NOT ee REPRtO XED PI1} T ME*MEN COONCF PHUT E 1G. *FROM DATE SIC I CF , \ 6 . • ROOF/CEILING • -a-TAB 2404 FIEERGIA55 COMPOSITION 5NM6LE5,0 AA5 C. -(2)LAYERS 15.BUILDING FELT -117 CDX PLYY000 SHEATHING y - - -ISM ROOF TRUZC a 24'OL,2/12 PITCH -MPR GIRDER TRU.LG a ML KW26 JOIST HANGERS a GIRDER TIa)SS TO MONO TRUSS. -R-30 FIBERGLASS RLS#A.ATION GAITS SFPGRTED BY I F6tM VAPOR BARRIER(25 PS) -SJSPE)CED 2'x4'ACObi 1CAL CEILING GRID (I145rALLED AS PER UBL.STD 25r2) i Fa IN SHDW R AT STE _ 6fRD8t TRU55 EACH SIDE Trya•alrrntlrltjt IIIt t t t t t t t t t t t t t t IIltRo t tlt�� L!atTT 2:4 VENTCt BLOD4& ;ttttonneme tt AItttatt� �UAlttttextextttttttttt`I� E a EACH BAY aro gi [t > c : i !•• - -•- I'MIN r_ !!E ni tttttlttttttt11Y111It • t• I�N•Ittt• tltuft':rsi w 1•1•I�i•IiC�1�IL IL•I 1•1•JEI T�• / ' ���� �� ���� II1 �1�� ��� �I� A1�R1� aL�M ' vA NEED ro?okra'TRIM � a_� A I r — — — I al:a � =�� i _ f I rz m x a Irz LCRI MALHIlE EXTERIOR WALL A55Y, � s�� s N Has. RUSS IIGer- - — — BOLTS AT 15'-0'OL. -EVERGREEN E-Z HALL SYSTEM TO FLATS TV(5)Bd -VG'05B S+EATHIN6( ''''-SHEAR HALL SCHEIXLE FOR so- -a 13 a TRIGS t PLATE W TO ENT TABS NAILING RECd11REMEH `r. AT EACH GPO LOCATION -4 MiL N .N VAPOR BARRIER TO wAan SIDE INTERIOR WALL ASSYO LAP SEAMS rz y n -R-i9 FIBERGLASS IIEi/.AnON FAITS ,►a TO I �� /0�5� -2X6 SW GRADE STUDS,W DOIELE TOP MO SINGLE go- -TR6'OSB EVERGREEN E-Z WALL BOTTOM PATE.MIN LAP SPLICE 4'-0' -..•,,, ` -TAb'LP SIDING IV GROOVES a 6'OL. �•.., I RESTROOM WALLS AS , -F18ERLGLA55 REINFORCED PLASTIC -a to 5/0'GYPSLM HALL BOARD "-~i a►- STORA6E WALL ASSY, FLOOR ASSY, ,"�..• -VINYL?RAP GYPSUM BOARD -CARPETMNYL.SEE ROOM FINISH SCYEDLLE a-. -a 3/4'TIG UDLX PLTYCOD,(S15LOOR �m----.--, I MAX VAPOR LIARWER mi- 2x12 H.F.r2 FLOOR JOIST a Ib'OL. w----. W SINPSON KL10 JOIST HANGERS I CGLBLE RIMS I I TRIPPL MILE AT L a-" -R-I9 FIBERGLASS INSAA11ON BAITS Q.TEPLID) S TO HARM SIDE(STRAPPED TO TOP OF 1715T5 �- ',., W POLY CORD AT 24'OLJemi- -MOBILE REX LNOERLLOS,RE 6ALV'Z'FLASHDK I i iI1 i i a N I(I i(f I i f I1(*!!! liililftiiltflllllf[Jiii(1fiRitJlfiiiitilliitfliiilfifii�(tllli(i(i(lftftiililliififliilli((i►1I i1I(f*4!!,►.Yltilill►lflflf�(flit?jiftfiftflillii1ftAf1fi(i(ift(tltfilt(11i11lliiflfi111(I(ltillff1f(f(IIIt(X�" 4 I II 0• GROSS SECTION ... .._ ' 4�'+:+'`.rn�-"rA`t�x2'4 y" -?", ,r7tat1S n.< rMARt. REVISION Data r v it 4'.3'47.41, A WHITI_EY EVERGRFfH INC. E �SKAGIT DAYCARE DAE osrrr3 +< " m wSToNSLscaanAt ,� y7BNAME 42'X66' MODULAR DAYCARE STD _ '€`r tPia. 14214 SMOKEY POINT BLVD. oA" n' - ` . '7uC`' r^ l MARYSYILLE, WA 4821i BUILDING SECTION (360) 653-5140 9 ffT TrnE O6TQffi AFPROVALT RE ;s" i 4. I (360) 654-1135 FAX. THE DRAYTH6 uJaoT EE RB'FWlY.87 NnYUf HE Y4'UTI@I Weil-OF Yi17LEY B.a+6e PG. AtRUZK DATE • . y4o i; k'1P5i v : TRIGAL SYMBOLS LEGEND HVAG SYMBOLS -T '46.. fv ma+� . . . ... MUSKET M.EACH 'WATTAGE TOD/ v x % ',.' CRESCENT•746P-24o-Al2-E5 RtnRESLetr WIN PAM.ELECTRICAL LOAD CA/CLUT1016 gECEPiS: I lrn 1 3� ,�.. LI6Nf Fl%11F✓E vim PR1`3MTIL Lee X SFGBIAXH2 ICMPD 24Se 24'3PPLY AIR - 2.# , aSt „ 2-TUBE T2 M4ATT5 DIFTTF�t W BALAfAyMS DAMPER Alt Job Mom: EIS SNIT OATfARE r 1,4 `40 J`{ BALLA,aTG SHALL Cal CERTIFIED NO LABOR COLLAR Ye(Vs AT RRl . . -. Job Na. 7425 GF)FRAL: 51.0 EA W IB0.0 5,580.0 ,y 5/25/2000 10:32:12 '{;� 1'c �" " 1 '� TOTAL 31.00 5,580.M i",s,e >• - " NARR15 9W MLAlo ff LIGHT FIXi1.RE W /(1 JL FPO FLEX MCI.(6's AT R0045 103,10T.106,I09) LOADS WATTS 01 SF CEDE FACER OE)WO LOD"lsA-' PNDTO LH.L sW.L rgArtEp Ico w -+�/(/ FLUORESCENT FIXTURE (INTERIOR) f 3OCLI.PA7iGr�.C.OfL LIGHTING: 2 iIBE TROFFER 'A.0 EA 0 72.0. 2,80.0 2,808.0 WATTS 1.25• Ss10.0 lapsCONTROL UNT-WAR STOPPHL A-17O-E 2'R-D FIPw<+Au,MCI BOARD s EXTERIOR400.00 WATTS1.75 • 500.00 WATTS TOTAL '9.00 2.A06.00 ' r- SEICOR-YLATT STOPPER G-205 30Y D'ID:IO, 24x 10'ID-x 20' AfCFFT$: DM 10,00 5,580.0 WATTS 1.005,50.0 EXTERIOR LIGHTING • 1 ,S4 SwTLH,I-iNAT,NOR( PHOTOCELL LIGHTING. 4.00 EA W 10.0 40.0 1010 LARGEST 5: LARGEST5,20.0 1.25 6.80.0 PHOTO fLOR. 0.0 40.0 0.0 'S], 51WTOi,3-HAT,NOR( O 7-DAY PROERAMABLE 75TAT•54'AFF AOMINIXG W,682.0 I.0 8,682.0 YISC. 0.0 0.0 0.0 SPICE HEATING 30,00.0 1.00 30,00.0 DUPLEX RECEPTACLE s IB'AFF.TO WL AT OPENTOTAL 4.00 400.00 1NALL5,44•AFF.TO OIL AT COMERS TIP APRI,W�S 21,80.0 1.00 21,80.0 TEFL THE HALL 8n4AL T FM VISC 1,380.00 1.00 I.380.0 MISCELINEDS • DEDICATED O.PL.EX RE..EPTACLE alb'APP.TO C.A.AT OPEN 5101 LIOIT 1.001,20.0 1,20.0) 14A/15.44'APP.TO CIL AT CCVIRB25 TYP TOTALS 75,900.0 WATTS 78,052.0 WATTS EVER LITE 4.00 30.00 120.0 el. MAST FAR VENT Twat R00F EXIT SIM 4.00 15.0 60.00 4 24CV RECEPTACLE C3EC1ED LOAD DEVA11)LOAD \ 120/240Y, IPHASE 316.16 MPS 325.22 MPS TOTAL 9,00 0 1.310. 4 p®!GATED f 9HIREDX T,HARD HIRED HEAT RI'?.SEE EGN SL PH82f HELIA-E CO LTG RBGET: APRIMES(STO) , DISCOIWECT SNITCH AT HATER FE ATER,SMSLE POLE 30 AHP MUM AREA: 2,627.80 SF 0 1.35 VA/SF 3,547.53 INTER! WATER FETTER 1 1.0E1 4,50 0 4.50.0 PERIIETER: 225.22 LF W 7.50 VA/LF 1,689.15 EXITRI WATER FETTER 2 1.00 2,000.00 2,000.30 I��-CI DIVXMECT SVTLH RANGE 1.0 8,00.0 9,00.0 IF�•I EXIT_SIGN,ISH REFRIGERATOR 2.00 80.0 I,60.0 - - : WASHER/ONYER 1.00 4,500.00 4,50.30 OISHWASFER 1.00 1,200.00 1,200.33 ?nil -'FLLL AUTOMATIC � 0-TOw RATE TIC W lb V LIOLTGHT:NIL IES BA I TOTAL 7.00 21,80.70 I (3 � LHAtAE2 KI.E LADNM TTER F3 .HATTS)FO MN SACK LP,EZ-2 FLTRICAL PANEL NAi}I RE611R):D BREAKERS MAYORS EXTHZJOR METER ELA;2 CIRCLE N44264 W 5T14,VH ❑N KIT s 50365 4 OVBntEAD H9 NC CWIC airs FOR WAG WW2-,CIS (REWlE HVACI W/LARGEST IDTfp IF NOT iN US.SERVICE NO MAT AL 51-f ASS BLOCKS • GIANT PAPS VOLTS WATTS TOT0TA1 enpressor (COI) 1.00 22.00 240.00 5,280.00 5,20.33 blamePINOIE/DAtA JACK•10'AFF O' ...II in) fanr I.0 2.50 240.0 600.0 66000.00 T .!-BOX W 3/4'CONDUIT AND FULL HIRE TO AV=ROVE heal strip I.00 I5,792.0 15,792.33 33 CEILING HYAC csIressor 1.00 22.00 240.0 5,20.0 5,20.:0 FIRE° -- INTERCOM SYMBOLS 6loxer 0 2.50 240.00 600.00 6GD.m !en .00 0.50 240.00 79200 792.M heal ship 1.0 15,00.0 15,00.33 PAINT-ALL ALARM RLLGii M BOXES RID NITOIE 8870 2.00 180.0 760.0 FIFE ALARM ANTSLCOM ESinpMEXI. OLL OILY HOOK IP-N IGJ NJTTNE 8832 1.00 0.0 0.0 = range hood fon 1.00168.0 168.01 1 © : .-'F errA AR1 KILL BOX s 40'AFF.OZOUSH-I/4) LWCESf OR7 0 5,20.0 HORN-STROBE s CO'AFF.TO CENTER(ROUSH-IN) TOTALREINI NG101 IDT06 9.1.00 9,682.0 _ - TOTAL ROTORS 10.0 13,962.00 TOTAL FEAT 30,000.00 O -SMOKE DETECTOR ROU614-A s CEILING(TO STROBE•SMALL) T 1 O =HEAT DETECTOR(RG%SH-W ® -DUCT-SMOKE DETECTOR J • • MARK REVISION Data 11-1ITLEY EVERGREEN INC. EVE' SKAGIT DAYCARE m _CUSTOMER DB WANE 421x66' MODULAR DAYCARE DAIS osrzs/00 nB WA 3423 /� 14214 SMOKE( POINT BLVD. STORMPO MARYSVILLE, WA 48271 ELECTRICAL SGHEDS - LEGENDS _ tRNN Br: RDH (360) b53-5740 Se TITLE OS MER A PR07M. 342 3.0 FW.E: 33-0 (36O) 654-1735 FAX. 1w5 PRAMS UMW EE NEPROOLCH2 MAW(TIE PWITTEN C FEttf OF n1R.EY EVER6R®1 WG S441104.DATE SHE. OF I --- --- ---- \ n -4n L - dS AII y 'm tAn A, is!, 1 I1 "N o I F2 F2 0 I F2 1 F2 4 00 ." rap 1 0 0 _ Y F2 I F2- I IL ! ,� 41 I; i 72 t { �'©- - -7 - - - - - - IT I I F2 I F2 a t) F21 E IFS ____ ' L<I1 F2 0 —TX E I • a= • I_ ilin II xvn )C.LH ...-- -.— �� 1 ini O g ril re= 1 I VallErr. ci 1 VI ._ . III 1 I CL t aSi-allaan _ @la-Si 0 �I-fQ J O .:II +► W 1 ICI �6 ® �� ! MST- I O 1 • �I� a/• r I 411 Its CI i I U2 . F2 0 F • �� F2 I` F2 a 1; r �I 111 v in 2 °1 . ?(42 Ci.' 13 A - p�( a t� � c ll CUSTOMER STALL VERIFY LOCATION aP r • O POVER ME-Ka EACH BUILDING ..- .,.,S,y: ., . LISHTI NS/POWER/MEGH PLAN :; :G_ : , : Scale: I/8' = I'-0• }^?ti 1 ;444. Sc._ ..d'e MARK REVISION Dete BAG DAYCARE s Ma :" WMITLEY EVERGREEN ING• DATE: 05/23/w A cusrar6t' 1IrrAE Sao/Do De wrE 42'X66' MODULAR DAYCARE sroP w a 'CVO are:u Y€ F 14214 SMOKEY POINT BLVD. un MARYSVILLE, WA 98271 LIGHTING/POWER/MEGH PLAN i 3, • , : (360) 653-5140 s�T nnE OTSTQ8t 14490 Al: ass' > € THIS DRAIii cmcr BE REPRODUCED nv.on TIE M 1IX Ca6EIT OF MILE'/EVEase1 INC. AFfROO.DAZE .•4 -.-r. (360) 659-1�35 FAX ••� � ' ;� - . , ,, y L. ; rt"'G Y *PLd ` f.. i H 4 't`�y 2f .�,1. suNf t;3 F ,the : T. t-. ,,,i 3 TAB ASPHALT SHINSLE ROOF — IXb FASCIA t BARGE 2#' __ _ --{- TT —lilt }{ T7 _ - -d,,, Q 0 .;- _ _ _ o d I 1 Ertl III I IT _ _ I4 GORILY — IS I I i t , tWL TRIM — I I — ___ _.- _— LP SIDRiSW I \ `SK4. ` l f Mi. • I iI f \ II ft TIC T T I !- - - ;I ; I — 1-0 O O O 0 O O O O 0 O O Cl 0 0 0 0 I I 0 LEFT SIDE ELEVATION FRONT END ELEVATION ME 1 Ii I -J j j — T 7 T - - T T T - 1- / — I'i fT I : 0 0 0 0 0 0 0 0 0 0 0 0 0 o J o 0 0 0 RIGHT SIDE ELEVATION REAR END ELEVATION - , EXT ERIOR ELEVATIONS Scala: I/8" = 1.-0•REVISIONr MARK D°� ENS SK�GIT DAYCARE m CUSTOMER 5.LN11TTAL 7 L 11 TLL 1 EVERGREEN L„��V�LI♦ 'I�,J. I l — DATE 3100 -CE H0.3423 'll 14214 SMOKEY POINT BLVD.5/30/00 -OE H^"E 4'2 X66 MODULAR DAYCARE i MARYSVILLE, WA 48271 EXTERIOR ELEVATIONS zro RAN NO: — e RDH (360) 653-5740 SHEET TITLE OGTOMAIWCNAL Rib 3423-4-0 4.01 1 ✓ (360) 654-7735 FAX. nts DRAM%CANCT EE REPROD4ZED YITHar Tit I E fr Tne(CONSENT mi T OF ner INC. PAl DAME - SC Of , P0430 r60330 rtowo I.6030 r6027 I.6030 M4580 V8010 g830 / \ / \ / \ / \ / \ 7 N. / N. N. N. \ / \ / \ / \ / \ / , ❑ I / N.N. \ / \ / \ / \ / \ / II N. i ' `� P I P P j Cd ? �� �. . / �. i� `. / , 2•-0• , �N ,/ i. \\N N. /' I / N� � f. /> 1' N \ 5824 E90 W0 \ I SE O 633 815 5836 Bit ` 845 � I 1' tl 1 T.0' .JI1. T-41/4' I T-3' l I T-8- 7 I t TO INTERIOR ELEVATION I a INTERIOR ELEVATION 1.1 INTERIOR ELEVATION .I p INTERIOR ELEVATION tl Ij PH:k / 41 0 / 1 24 \I/. \I 4•-6• f.'" TOP OF _ �2___ i_{Gi■ SA&C9! 0— ` GRAB BAR 2J m , - "I- 6 • �i c / jjj BASE - 117-, . , V143221 V24322I V243221 5824 5024 llllll 1 1, I e' 42'MIN / I-3' } INT ELEV INT ELEV INT ELEV INTERIOR ELEVATION INTERIOR ELEVATION INTERIOR.ELEVATION' - /� l.! ®© Iiil� Scale;3/9' = 1=0:+:`-,n;:;:: :,a;3!iis= • m© Scale:3/8' = ILO' ®Y Scale:3/8' = NO' Scale: 3/8'= 1'-0' Scale:3/8' = I'-O' :..;._ •., EW5 SKAGIT DAYCARE 57k ; . :;:; {.,.-z,; WHI7LEY EVERGREEN INC. 4n ` 7:34}2.3A lc MARK REVISOR _ ..- , m eUSTOM32 SD3Mi7TA!- I I — :; ' xT,'+ v as''� s/3o/� nB +Are 42 xb6 MODULAR DAYCARE 142IG SMOKEY POINT BLVD. SWAM cRA>+13r: - r-.r 4r f-' yO D MARYSVILLE, HA qa21l INTERIOR ELEVATIONS »4 ' �� �� _' (360) 653-5110 Seenfl asTaecAtRroaw , r 34 t•�';,` .7 � , '„,3,z . .41, `� (360) 65cf 1135 FAX n4 DRA)OK cAMVT Ef RE Rmrw 11)a r,E PRIM(casatr ce N+nEr e.>3 ram+INC. AFfetN L DATE 4>�7} <a`"� '- ws s . 14519k �+ G J , 1 / 66-0 / �.. T-4' 7'-4• T-4' T-4' T-4• Y'u .( F g _vC I- i �. IT i- - - - r i - 17 r-I- — -�71 - - - 11-- - -IT it - - - Nt �<J<XF i2 . ‘ J LJ LJ LJ ZN LJ LJ LJ LJ LJ �Lri � ::'w.: I\ro // I I 1 I I I I I I I. oo I m 34'-5 3/4' I 31"-(i V4' N. a 11 N. I } \ I _ _ _ ‘LJ- J) LJ \ LJ i LJ LJILJ LPIL I ILLJ Lit LJ LJ LJ_ ,IN:i © � In ® I I ® I I I Zm m ; o0 I mm o in a I P I I I I 1 Q / I 26'-0 3/4' 1 10'-4 I/2' 291-6 3/4' L-J=J Ut] L-J L I I-I JJ4I J I L I_IL�I_I J L J L J L J L J- I� I I I a I I I ® MP ./I I I to Zo I m o0 I I I I I I I I Iii, LL I 1. ® - NT 1 Ei-tize PT4T � � ,7I- - P7 �� 1 F 7 F� �r 7 � i- - LJ--- ---LJ - - - - LJ -L �1 - - - LJ-- - --LnJ - - LJ • • —' FOUNDATION PLAN lie Scale:3/16' = ILO' MARK REVISOR II °°`° EWS SKAGIT DAYCARE aftITTAL WFfITLEY EVERGRCEN INC. - �� 05123100 ,�10 3423 m (ISOMER 5O/00 .ne wvg 42Ixbb' MODULAR DAYCARE U19.0ITTK 14219 SMOKEY POINT BLVD. STD RAM IM. � R�® - 6naroo MARYSVILLE, PLA 98271 FOUNDAITON PLANDRAM (360) 653-5"190 51$T nn.e 0.610131 I3PR0#L T� 3423-5-0 5.0 (360) 659-7135 FAX. ni,i,a wR6 uMoT eE awe POTION ne MITTEN WWII OF PHnrr EQBKi✓1331 PC, µT{ Vk DATE SLIT. OF FOLNDAn0N NMS,O 1 - I. SET I Llama CONCRETE BLOCKS ON CONCRETE PADS PONDATION VENT C Alool ATIGL 1 AT THE SPACING SHOWN ON THIS DRAYEN& 4156'x 66'=2143 s4 Y: 1624 sq ft x 144=2634 sq r - - I - 2 PLACE WOOD SHIMS ON TOP OF THE BLOCKS TO 150 l LEVEL THE MOD. 3.THE TIE DOYN INSTALLATION SHOWN IN THIS DRAWING FOUNDAnON Vans PROVIDED: CONFORMS TO ANSI 119.1 1FPA 501 B,CPR. 36 VENT` •'15 sq In EACH =2100 sq in 24-PART 280, 4.A' t4E SOIL PRESSURE 2000x,VERIFY NW LOCAL WILDING OFFICIAL 1 5.TIE DONNE. IRON ROOT ANCHORS WITH TTIMflfMAN• • I SWAPS(OR EQUALI.APPROVED FOR THIS INSTALLATION. - TYPE 1 CLASS'5'GRADE 1 STEEL STRAPPING - 1-V4'x.035,CONFORMINS WITH FEDERAL SPEC. CM-5-16144 MIK PRPAKING STRENGTH 4,125 LB. ' 6.PROVIDE UNDER FLOOR ACCESS PER UDC 233063 1 - I liar. 1 � .`MDOD SHIM AS NECESSARY I1, Ii - 8' 8'x 16'GM, '� -, 1 j j 1 �'�I FLOOR STRUCTURE .,. WOOD SHIM A5 NECESSARY ■ 0)PRECAST 24'=1i x 4'D t, .1 MIi RENFORAST 24'53 TE PAD ■ j 8'X8'X 16'CM) �' . x PRECAST 24' CED SQUAZEil �— ■ 4'DEEP REIIFOR CONCRETE PAD -- UNDISTURBED SOILS OFOUNDATION DETAIL FOUNDATION DETAIL • SCALE: 1/2'= I'-0' ' _� I/2'm x IS'LONG CARRIAGE 1'I FLOOR A55B BOTTOM5OLT THROUGH PLATE AND M L WOOp SHIM A5 tgLEfs�RY Illinilli WOOD SHIM AS FECI�SARY "" - I/1's x 10 BOLT LONG Arrra4 11111hh1 MACHINE BOLT •48'OL. 3A6"STEEL T{E-DOWN BRACKET tpp1111111 B'x 8'x 16'GMI F AND I-I/4'x D35 STEEL TIE-DOWN MIN 8'X 8'X lb'GMI ' STRAP sT5-4150 ���� Milli ' i - PRECAST 24'SQUARE z 4'DEEP ■■, PRECAST SC EP REINFORCEDC.OWARET REINFORCED GONGREIE PAD if REINFORCED CONCRETE PAD (�PRE/SST 24'Sox 4'D .1 1 1 . I ( 6' STEEL UNDISTURBED SOILS - TIE-DO ANCHOR WN (AS REQUIRED BY SOILS) 0.., = NO. DETAIL ©FOUNDATION DETAIL ©FOUNDATION DETAIL SCALE: V2" O• SCALE: 1/2' = I'-0' SCALE: 1/2' = 1'-0' EWS SKAGIT DAYCARE - "°' `E"5° WFfITLEY EVERGREEN INC. — oAS �,��� �Na 3423 A CUSTOMER S iJ 4ITTAL Sraoroo JOB NAME 42'x66' MODULAR DAYCARE + —; 14214 SMOKEY POINT BLVD. STD NMRk — ONNBf: RDH 6/14/00 MARYSVILLE, INA 4&211 FOUNDATION DETAILS — NOTES 1I (360) 653-5140 SHEET TITLE 051082APPROVAL Fla 3423.5-I 5.1 (360) 659-1135 FAX. THS DRAW*CANNOT EE REPPVDY.FD PITH:UT TIE YRITTEX COGENT OF MILEY EVERSREEN PC. NPRO/IL DAIS SIT. , OF i, ' J fl _.... = / /T v y € - O. 7 - r, l(:F' RAIL 50'. (Kim. L!\NDIP10) / 1X2 BACKING 1' O , I I/2" METAL OP WOOD ----� I _ _ ' s HANDRAIL W1111 FUtL - —ail HANDRAIL OCCURS T -10" _ CIPnR / l Ix8 WOOD RISER RETURN ® ENDS (OPTIONAL 1 — — �- WHERE (DASHED) W 1 1 2" WOOD IF SLOPE OF RAMP IS c`L1-AI. / / o -- - SCREW 12" O.C. LESS THAN I IlJ 20) 2x4 INTERMEDIATE RAILS -- � \ 3/4" "TUFF TREAD"/PLYWOOD a SELF SPACED (SIARI LAYOUT FROM LANDING WORK UP) 3x 12 STAIR STRINGER fri PMnX. BETWEEN i -- 2 • d 3/4" "TUFF TREAD" -- NON-SLIP METAL STAIR NOSING - r WITH 1/2" RADIUS AND Ji PLYWOOD W/ FACE GRAIN If \ \ �`� ^ ------ COIITIIJUCUS LEDGER - ® s0' TO JOIST �_ � � / NUN-SLIP SURFACE , (NON SLIP SURFACE) 4 X 4" POS r \ 1 1 2' PROTRUSION MAX. �_ "�� 2 x 8 10 4'-0' SPAN " \ �) SIMPSON TA1 D — , . e e 2 x 10 10 6'- 0' SPAN i1 BOARD Wi I/2 X 4" .�_.,._. ... �{ STAIR ANGLE GALV LA BOLTS. lilt �\ a JOIST HANGER 1i ��—�_ 48" O.C. Ir l - - I�. 1 x 4 TRIM RIM J015f_¢�11,�X_�4I�MP/LND�_ ` -'_ - 2 x 8 TO 4 0' SPAN BETWEEW POSTS ! 11 I/4" 11 —i/4" Et \ - - - -- --T ¢=TO UNDER RIM,M PAD - - / NAIL TO SIDE OF R -�Q -®-�6'--�+11� \ TRIM I( �L' , --------24- -----�-- 2 10 LEDGER WIIE1?F P111LDp1( POSt 7xI2 TO 4'-0" SPAN L L j - RIM JOIST II 1 I I1� OCCURS �� CONCRETE PADS CONCRETE PIERS t 1 POST \� It ``-r L___ _ I WHERE BLDG OCCURS W/POST BASE 1 1 - \ T__I • DECK/RAMP SECTION ELEVATION _ TREAD DETAIL \n) SCALE 3/4" = 1 '-0" ®---. SCALE: 3/4 " = 1 '-0" le TREAD 1 1/2" - 1 '- 0'' , 10" 5' D" 2 x I0 JOIST 0 16" O.0 (TIP) W/8' SPAN MAX. FLOOR JOISTS - f(MIN) _ 2 x 8 JOIST ® 16'. O.C. (TYP) W/7' SPAN MAX. W/ TAPER CUT I -0' 2 x 6 JOIST R 16" 0 C. (TYP) W/5' SPAN MAX. -- -- ! it —' — —TI -r - T1- F -- -r - —1 -T — -11 -" . -1 I- II r� I I I I —f1 11 ( i�►��e7 � �y I I I! I y���� I I 1 !I II Ii NO �1 LA II IIiJG I I I H i t !f = _ _ — _ - p ' ¢ 1 11 I I - RAMP--- Ii SDI 4 1 ' �� ` )r'{�) .. SLOPE 1:12 c- .� J 1- I II (rnAx _�o' PUN w; ND(Nc) I L_ - - - - eft s - I 5 11 II 1 I t II I il II II II I! i J es L t`_ r -�--mman 11 '�y�Cr - ------- -.----- --- -- ---------mwmma -------- - - cl 1 _mil __ 1 — I •i I t I OSI DIAMOND PIAIF. n . I .F S/16 ' X 1C1' X FULL mull! 1 j _1 V W/ FHWS 10 PANM IY . I - - -- -- -- --- __STAIR WHERE OCCURS (DASHED) C: I 3 - - KARK REVISION DATE a I E- 1 E SECII(',II ABOVE 7_ 6 0 MAX �_.. \ - LE r-OR MA), :^API TABLE - �� - (MIIJI RAMP -- LA \IDING PLAN VIEW _______ , >ow nr - -- ---- - -- ----- -sEr THE LAST TWO C B ggN =_=�-___ _ - POSTS IN CONCRETE HITL1�� EVER NOwEN, INC 1 Z -G- ----------- ---- _ --- - -- - - - - - ---- - - LVD. -[(r __-__.__-_---- - ------ --it:_________±:7___ _ _ ---------- _�_ - --'_._`-- i4r2)9 sMoAEY POINT e rra _ Mn svllle, WA 9827 350) fi O -------_ -- ------ _ --_— -_' --- - - - - - - Ax ( 659-77J5_ 3601 dVt¢ __—___.____-- -___-___---- _ ------__ _-_- ______---_--- __ _ --_-------__—_--___—__— ri__ _-7____________________ ____ V' -_-_�._ - - __--__ _ ---__.-_ _ _-__-________---_-- - THIS dUNBICCM* 1BE REPRODUCEDMBI01f1 YffLllEliCENSEHI OF N1iNE1' EVkHGREDL lIE___ - __ - JOBN0. S/Nrr. X- ___ DRAWN BY 6EANOARD PWJ NO Z as s - -- -------- --__ —_ _ -- ------__ -- ----- --- _- - \\\ ----.- - --------- - -- CAD flEE °ATE l - 1 - __ -_ _- _ - —_ - -__— - — •c --- ) .. I_ -- -- -- I \ - - - _� • • - ---- _ �___ J06 NAME CONCRETE PIERS RIM JOIST 1RT W/POST BASEDRAWING STANDARD DECk SNEE15 o RAMP - LANDING ELEVATION) --- SCALE: 1 /2" - I 0" AND RAMP of . . -.-m.��.._... .. . . .. .. ._. - f .. r 1 . 1117 J ttiv/ N88'09'18"W ESC-1 CONSTRUCTION VEHICLE ACCESS SHALL BE LIMITED TO ONE ROUTE, UNLESS APPROVED BY / - - - THE CITY OFFICIAL. ( N88'O9'18"W 5 .12' INSTALL 15' X 50' CONSTRUCTION ACCESS IN 17TH STREET COMPLIANCE WITH NOTES ESC-2, ESC-3 AND m - ESC-2 A GRAVEL CONSTRUCTION ROAD SHALL BE INSTALLED WHICH WILL REMOVE AS MUCH MUD 8" DI W' ESC-4. ENTRANCE SHALL BE CONSTRUCTED OF AND DIRT FROM THE VEHICLES AS POSSIBLE PRIOR TO ENTERING THE PUBLIC ROADWAY. THE EOA - 8 DI W EOA .4 CRUSHED SURFACING TOP COURSE AND SHALL BE / 1`+I ALON �UIURE,,ALIGNMENT AF FIRE TRUCK TURNAROUND. EFFECTIVENESS AND EFFICIENCY OF THE REMOVAL SHALL BE TO THE SATISFACTION OF THE l J _ CITY OFFICIAL. /, / AETAL GATE/ �� I I. r \`.< '-` ' 10 -`\ .. ESC-3 IF CONDITIONS ARE SUCH THAT AN INSUFFICIENT AMOUNT OF MATERIAL IS REMOVED / FROM THE TIRES BY CONTACT MATH THE AGGREGATE, THE TIRES SHALL BE WASHEDI PRIOR TO :' ENTERING THE PUBLIC RIGHT-OF-WAY. THE WATER FROM THIS PROCESS SHALL BE DIRECTED BUILDING AND FOUNDA11ONI BV TO A SEDIMENTATION POND OR OTHER APPROPRIATE SEDIMENT- TRAPPING BMP FOR i! 4) I J "` eis PORTABLE BUILDING SUPPLIER * 'I 111 I, TREATMENT PRIOR TO RELEASE TO THE PUBLIC STORMWATER SYSTEM. I °� `� „�+ • 1i I . ESC-4 THE ENTRANCE SHALL BE MAINTAINED IN CONDITION THAT SHALL PREVENT THE .- - - - \ TRACKING OR FLOW OF MUD ONTO THE PUBLIC RIGHT-OF-WAY. PERIODIC MAINTENANCE OF IlL _ -.- _ \ \r �II�I p- }, 'j ' \ THE ENTRANCE, INCLUDING THE REMOVAL AND REPLACEMENT OF AGGREGATE, AND CLEANING - - - __-___ __ - cT I, A, I•bFxai! / is \ '\ \, S I I AND/OR REPAIR OF SEDIMENT-TRAPPING DEVICES SHALL BE PERFORMED AS CONDITIONS O - U O 0 •; r II'I DICTATE OR AS DIRECTED BY THE OFFICIAL. ‘c CONS .STEPS It I �' / ESC-5 SEDIMENT TRACKED ONTO THE PUBLIC ROADWAYS SHALL BE CLEANED ON AT LEAST A DAILY I ,' •44s.,.• • r • • • ' - ' / I, BASIS. i ; '-.�_ 0 • ter.°,:.a.;.+.•+,•a'••.-•0•�•.•. — - 'it I 1.. ,�.•.,.,••,,_._•r:ti.a.,_,;, z _ =.,>,;_ ESC-6 ALL EXPOSED SOILS SHALL BE PREVENTED FROM MOVING OFF-SITE OR INTO NATURAL OR O eS:Jei,^,5::!'.;:;•;•;•;.;; :•;1;•:•; - -% ARTIFICIAL DRAINAGE SYSTEMS THROUGH SUITABLE APPLICATION OF BMPS, INCLUDING BUT NOT I - 1 LIMITED TO SOD OR OTHER VEGETATION, PLASTIC COVERING, MULCHING, OR APPLICATION OF Z 1 /' / , n,r GROUND BASE ON AREAS TO BE PAVED. ; i `, ' / J 1 ESC 7 ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE INSPECTED AND MAINTAINED REGULARLY I V -• I /,/ (- . A% BY THE DEVELOPER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. a <4 1 • Rs 1Y ! g ,I Q T ESC-8 THE EROSION AND SEDIMENTATION CONTROL SYSTEMS DEPICTED ON THIS DRAWING ARE INTENDED I / ''' % TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE PERMITEE SHALL ANTICIPATE THAT MORE ` I I --- -._ ^ I� I I ` ' '� '� EROSION AND SEDIMENTATION CONTROL FACILITIES WILL BE NECESSARY TO INSURE EFFECTIVE SILTATION \ \„ _ ,ma Y..J CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION :' 0 20 40 60 II r(/ AND RESPONSIBILITY OF THE CONTRACTOR TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY \_ 1 _ u1 o f1 ',' HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY \, I N I ° o BE NEEDED TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 1 I � " " SCALE IN 1EE\ T ijk 1 z ESC-9 ALL REQUIRED SEDIMENTATION/EROSION CONTROL FACILITIES MUST BE CONSTRUCTED AND IN _ Ir EROSION CONTROL PLAN OPERATION PRIOR TO LAND CLEARING AND/OR OTHER CONSTRUCTION TO INSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE NATURAL DRAINAGE SYSTEM. ALL EROSION AND SEDIMENT FACILITIES SHALL 1 BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS NO SCALE f 1 LENGTH EX. 217.62 ER MANHOLE COMPLETED AND POTENTIAL ON-SITE EROSION HAS PASSED. THE IMPLEMENTATION, MAINTENANCE, '1 P I1 1 LENGTH OF EXISTING 6" CONC. SS. RIM=217.62 i REPLACEMENT AND ADDITIONS TO EROSION/SEDIMENTATION CONTROL SYSTEMS SHALL BE THE N \ RESPONSIBILITY OF THE CONTRACTOR. INSTALL E ENV.=205.22 6"GONG \WINV.=205.77 6"CLAY - '„; --. %' \ 1 EACH LENGTH OF 8 PVC SOR 35 - X 1/ ASTM 3034 WITH 8" WYE AND TEST SW INV.a206.17 6" CONS y, " 1 \ 0. ' / TEE PER CITY STANDARDS ALL l' VERTICAL VERTICAL / 1 }+ OFITTINGS SHALL HAVE RUBBER g }/ WOOD FENCE WOODIFEN11 1 CJ F• • I GASKETS. USE FERNCO, OR EQUAL, 11 �1 II p J1 FLDOBLE COUPLERS To MAKE RfK1IL -- -I 4_ `� 1 CONNECTION TO EXISTING SS MAIN. 5< •�f-__ _ 1,'� s.," I( AU. - - 2 _ _ _ X- I'. -- , i INVERTS SHALL MATCH AND PROVIDE i ��� 6" CONS. SS a SMOOTH MAIN LINE FLOW. 1 { l - - - i 6" CbNC' o (VACATEDALLEY ORD. 846) I I , (1 1 ',16.00 EASEMENT RESERVED Try I a' a'• Al 6" ON all (13 X0 7'- - 1-All- 11-111111111111a1 FlER -- :r ' r ; z 14 ST PLAN AREA -` l Y A r5 rA rA1 rA 15 ST 11:irD''m...HCIicCITCH: CHAIN`NXK NCE L1JE 1. r 6 sr ppr I 1 , _ r - % - `CHAIN LINK __ > Y C O.. TO _ 16 ST / SURFACE, `` SURFACE di \ 8 ST CONTRACTOR TO VERIFY 1 } F CAP - - -- - _ j� > LOCATION OF EXIST. 8" CONS. a CAP 36" CEDAR CLU r. ,�, 9 sr SEWER UNE PRIOR TO ) -O \ EX. SAN. SE a• MANHOLE I G 7G o W 8" SS - PVC SDR 35 0 - �■�5E� RIM=198.64 > CONSTRUCTION. - - ' - -- - - SM1�is. W INV.=188.54 6" CONC 20 ST ' MIN. SL�'E . P ■: .�■■ 1 �. // // ,, e, " SPbUT, (TYP E ENV.=188.29 6" CONS z — ' / }'.. .._. +;, L , ; • ! :, ' ' •I '# 44" DOUGLAS FIR D r 21 ST,y_ 1 2 I Ii 22 sr I ' 3" 1 ECI bUOU / ATER METEN BY • ( •� 23 ST �. I -., jj' .pt,� S\ III , 22 sr / 1, 41, �",� 5" kA1.LOWro.� i �'—o' II •'1 4 i1 ; I II \ z3 sr > ,I W UILDING AND FOWNDATION B \ I I '', I CI A• • - . ,� Ap :15 ;. �' ' __ PORTABLE BUILDING SUPPLIER a , 3E 26" DOUGLAS FlR z. sr z4 sr INTO EXISTING 18 ACC rI 1 OPPER W ... •,.. •ram GRAVEL PATH BE CONS '•U a' / .. FF = 215.5;'- 40'-0 zs ST 25 sr / TRANSITE Ple_g_ `-' UG OWER AND COMMUNICAII ON FIRM SUM • OR COMPAC 12I / 1 r' ..1 I 1, \ `� o 66'-0" A , , 19 20 - - -- ' - � (951L OF MAXIMU ODIFIED ,P- •• •• � zs ST 26 ST > INSTALL r 2" DENSITY) BACKFl GRA1(EL', BE / I #I' 24" DOUGLAS FIR w 27 ST 27 sr 'A WET TAP, 6" ONTO EXISTING MAIN. ) CRUSHED SURF •NG COURSE,, IN. / 24" DOUGLAS FIR a ALL( 0 POWER POLE _ . - . 2:"4CL1}MBK. �p A ' Al �' , ,7 -0) 28 ST 28 ST zoo INSTALL(BY CITY APPROVED CONTRACTOR . \ 3r'" MAPLE V - 1 EA. 8" FLXMJ G.V. W/ BOX , o ELOCATE , i • :0 (0- 28 LF 8" CL 52 DI PIPE Al r '1 S q g }UGHT POLE R - .1 i ■��■—• 4' bOYMSPOUT DR •UNA' Z 1p 29 5T 29 sr - FIRE HYDRANT PER CITY STANDARDS 2 !PL ,,, I GUY AS REQU • A• -- - / _. S / 3o1sr I 30 ST - 2 EA THRUST BACKFlLL _ / GRAVEL'PLAY AREA TIGHT-LINE DOWNSPOUT VICINITY MAP AND REPAIR PAVEMENT PER DETAIL ► : : W a_ W O . . `_ CONS. r' DRAINSD UNE INTO 18 ---^r- _ ` ,I _ PAD �' e' „ z II 3.6r / 2 31" DOUG A' FI NOT TO SCALE I I to i- 0 ri=canam i• Duous LEGEND N ABBREVIATIONS i / 111111111�1E�� • 0 SANITARY SEWER MANHOLE ��� �' U EOA - EDGE OF ASPHALT U a Ille 4" SPRUCE - CONCRETE PATH SHALL BE CONSTRUCTED CONTRACTOR SHALL REMOVE TOP 8" OF TRACK 0 SANITARY SEWER CLEAN-OUT G GAS, BURIED I z ON FIRM SUBGRADE OR COMPACTED v SURFACING MATERIAL; PRESERVE IN STOCKPILE 1 ❑ CATCH BASIN L VALVE P POWER, BURIED 7 7 ¢ Li),� / O /f'. (95% OF MAXIMUM MODIFIED PROCTOR DIRT TRACK ' AFTER INSTALLATION OF DRAINLMI COMPACT RT -OW RIGHTH OFE,YB PRIED / INIF < R OI I w / % DENSITY) BACKFILL CONCRETE GRANULAR BACKFlLL AND TRACK SURFACING -UTILITY POLE ANCHOR V e� sorlirU /n I - SHALL BE MIN. 3000 PSI. MIN. 6" P. PROCTOR DENSITY.MATERIAL TO 95% OF MAXIMUM MODIFIED STYP. TYPICAL RP SEWER LINE Y / o %J I !' 111116*. w -0- UTILITY POLE SD - STORM DRAIN LINE a, l . ' z ! 1 2" r 1:H :i i' 1 • i1 !'i �• 1i INSTALL BURIJNGION TYPE CB ° a0 aI / • ' y-� . W/ SC4JD LOCKING UD �- y �J S CTEO OF' 3" CRUSH'. TOP " STREET LIGHT ASSEMBLY W - WATER LINE I rVIOUT A=7v FT o�J I OJT° I h I1 + PLACED OVER 6" IN UM GRAVEL GE 210.2 - SLOPE TO DRAIN ,` `� C.O. - OPN CONSTRUCTED • SUBGRADE • IE 4" - 208.49 IQ CONIFER TREE PL PROPERTY LINE w ' •• ACTED (95% OF EIMUM MOpIFla. IE 6" IM1417:11UtEDGIRP:::MENT. z OP - OVERHEADPOWER• • II I �►�` `•' �. , :.„ INSTADECIDUOUS TREEOT OVERHEADTELEPHONE11� v i� - / CU B S B \--. DI - DUCTILE IRON/ �` I I ' I I v ' ';'�,/ TO - % ® WATER VALVE MANHOLE AC - ASPHALT CONCRETE '., m /ffi i �// / SQUARE ALL EDGES AND TACK III•••--w TRAFFIC SIGN o o j'� PRIOR TO PAVING. SEAL ALL y R FIRE HYDRANT c IY 1 I ' • ( )' —''--- JOINTS W/LIQUID ASPHALT W ,� 1 , ' �� I - i 2" CL ,.8,. A.C. PAVEMENT IN NEW PAVEMENT AREAS AFTER PAVING. COVER w • BOLLARD / =G. ; I / r� ' 3" MIN. THICKNESS IN REPAIR SECTIONS IMMEDIATELY W/SAND. C, III r •' '/` iJ /(REPAIR SECTION) o/• ! I I ; - ;/ EXISTING A.C. ,K_ / / I I I ,.• ; PAVEMENT i I i Ir ' (REPAIR SECTION) ������������������������������������/. w / -�---- I •�2" CRUSHED SURFACING TOP'••�II-III-II UNDISTURBED NATIVE (1.','":-..:J' i � i)�1nJ4,VFar'(�ri 4l✓4 y5� : I�%� .COURSE, 95X OF MOD PROCT., I-I I I 11(i%/� , , i Ij-I I MATERIAL (TYP) CUT AND REMOVE SOD; PRESERVE DURING' 6„ t -III-I r CONSE BACKFlLL FT RC NS ALLATION TO 90% OIF U� _ � I- JTYP I I C•C, • 0 i 111 I E; MAXIMUM MODIFIED PROCTER DENSITY. REPLACE inn iti I U _ _II BACKFILI COMPACTEDI Z w I I I-IIIll TO 95% OF MODIFIED o mVIUiooTTMH AT�RFlFNEINSTALLATION' r, Y TT7 Ti PROCTOR m .6 CALa, y 1 z I I-I I ^ Z OZ EXIST. SEWER C.O. <'= cr zo m F aR E f t`f r r D4 U -oa i APPROVED F R CONSTRUCTION OCT , 2000 .4 i• �1- \ To 1 ? EXISTING CB — Z`/-7 •• -J • \..,, , T �ooc ;rla ;;.: \ ilEu ; T a m``uj 1= 207.GO G r.' ON IE 207.90 1 1:..�9€'•i W \ I 00< 1E 2ce. 13 V4 a P'v'c `• / jt> J/ 7-z� _� \ WOQr 4" s" ± dT NGINEER DATE , SVR7\E\DWGS\3932PRESCHOOL\3932PRE.DWG dOM I NO VOIDS IN MAX. TRENCH OPENING 4 pF AS , ' HAUNCH AREA SHALL NOT EXCEED -2" MIN. - g" MAX. �4 ,,y �rL REVISIONS A A TES HIGH SCHOOL PRESCHOOL FACILITY THE OR 1-1 SIDE TIMES !— B r" = N COR ;t I I CALL BEFORE YOU DICE THE OUTSIDE DIAMETER G� ; z, I� • 10/9/00 REV. PER CITY COMM. OF THE PIPE, PLUS 18" a' ff DRAINAGE, UTILITIES, AND EROSION CONTROL PLAN 8 p 424 5555 WHICHEVER IS GREATER.-- , I oo— A M1 >;_ \' - - TRENCH DFTAn ° 0 ANACORTES SKAGIT COUNTY WASHINGTON 1::-.,.,_ '-�.,Ii i I 14- (TO BE USED AT DRIVEWAY AND ROAD CROSSINGS) NAL DRAWN BY. up DATE 8/07/00 FAXKEMA & KINGMA, INC. SCALE 1+ = 20' DWG, NO. 3932 1 NOT TO SCALE EXPIRES 05/09/02• APPROVED BY. DATE CONSULTING ENGINEERS & SURVEYORS DATE SHEET ND, 1 OF 1 840 SE Bth Ave #102 Oak Harbor, Va. 90277 (360) 675-5973 N. ESC-1 CONSTRUCTION VEHICLE ACCESS SHALL BE LIMITED TO ONE ROUTE, UNLESS APPROVED BY N88'09'18"W T— - - THE CITY OFFICIAL. 17TH ;STREET I N86'09'18"W 5 .12' PL 1C' X 50 CONSTRUCTION ACCESS IN COMPLIANCE WITH NOTES ESC-2, ESC-3 AND ESC-2 A GRAVEL CONSTRUCTION ROAD SHALL BE INSTALLED WHICH WILL REMOVE AS MUCH MUD 8' DI W' ESC-4. ENTRANCE SHALL BE CONSTRUCTED OFAND EOA — 8 DI W EOA u EFFECTIVENESSDM AND EFFICIENCY AOFTHE POSSIBLE REMOVAL RSHALL NBERTO THE SATISFACTION OF THE THE CRUSHED SURFACING TOP COURSE AND SHALL BE NI _jf - _ CITY OFFICIAL. _ ALON UTURE',ALIGNMENT'AF IRE TRUCK TURNAROUND. Ao1ETALGATE ' c ( --� ' •II� {.., - Y �r `ou.e .olalwa-. .„ �``'-� '� - // = - FROMESC-3 IF THE TIRES BYONS ARE CONTACTSUCH NATH THET AN AGGREGA AGGRENT EGATE, TIREOSUNT OF SHALL BE MATERIAL IS REMOVED PRIOR TO / a' ' f '1 —�i ENTERING THE PUBLIC RIGHT-OF-WAY. THE WATER FROM THIS PROCESS SHALL BE DIRECTED h, BUILDING AND FOUNDATONI BY • }`,I `I TO A SEDIMENTATION POND OR OTHER APPROPRIATE SEDIMENT-- TRAPPING BMP FOR _ - / ``I 'i TREATMENT PRIOR TO RELEASE TO THE PUBLIC STORMWATER SYSTEM. _ - - 1 s PORTABLE BOLDING,, C SUPPLIER f I _ itll. ESC-4 THE ENTRANCE SHALL BE MAINTAINED IN CONDITION THAT SHALL PREVENT THE - - - - - --- -- r --V '� °r-0- 'i �'I'' THE CENTRANCE,KING OR L INCLUDING THE ROW OF MUD E 0 A THE LUAND REPLACEMENTBLIC AOF AGGRY. DEIGATE C MAINTENANCE --- -- }, �, IIIID ) i , ; \F SEDIMENT-TRAPPING DEVICES SHALL BE PERFORMED AS CONDITIONS 0 © AND/OR REPAIR OF CS • — 0 O i DICTATE OR AS DIRECTED BY THE OFFICIAL DAILY - '-CONG_STEPS ESC-5 SEDIMENT TRACKED ONTO THE PUBLIC ROADWAYS SHALL BE CLEANED ON AT LEASTA BASIS o • Wi +.' • •r d r•�..+. •.+•• +'•'1 , .. .. :i�\.1,__=----`� ESC-6 ALL EXPOSED SOILS SHALL BE PREVENTED FROM MOVING OFF-SITE OR INTO NATURAL OR ••' • •• •:mot;::: :`"r : ` ARTIFICIAL DRAINAGE SYSTEMS THROUGH SUITABLE APPLICATION OF BMPS, INCLUDING BUT NOT .... . .•. 0\ \ r r 1 • Z LIMITED TO SOD OR OTHER VEGETATION, PLASTIC COVERING, MULCHING, OR APPLICATION OF GROUND BASE ON AREAS TO BE PAVED. % t ESC 7 ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE INSPECTED AND MAINTAINED REGULARLY • V 1 . ;` i / % '� BY THE DEVELOPER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. i I o {`•:2 \-\,, ESC-8 THE EROSION AND SEDIMENTATION CONTROL SYSTEMS DEPICTED ON THIS DRAWING ARE INTENDED jr� <'% TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES r "' AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE PERMITEE SHALL ANTICIPATE THAT MORE EROSION AND SEDIMENTATION CONTROL FACILITIES WILL BE NECESSARY TO INSURE EFFECTIVE SILTATION �I I - �� I I �� 'j% CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCIVON, IT SHALL BE THE OBLIGATION W 0 20 40 60 AND RESPONSIBILITY OF THE CONTRACTOR TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY III '%l HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY _ \ I F, qs ' I! BE NEEDED TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 1t°i ; , $ ZCNI SCALE IN FEET ESC-9 IN ,t - OPERATIONIL PRORQTOED LANDDCLEARIAG AND/OR ON OTHEERTCONSTRUCTION OL FACILITIES BE SEDIMENT AND LADEN 1 EROSION CONTROL PLAN BE MAIN AWED IN A SATISFACTORYWATER DOES NOT ENTER THE RCONDITION UNTIAL DRAINAGE LSSUCH TTEM. AME THAT CLEARING AND/OR CONSTRUCTION LL EROSION AND SEDIMENT FACILITIES SHALL NO SCALE REMOVE EX. SAN.SEWER MANHOLE COMPLETED AND POTENTIAL ON-SITE EROSION HAS PASSED. THE IMPLEMENTATION, MAIN NA , I 1 LENGTH OF EXISTING 8" CONC. SS. RIM=217.62 J s \ REPLACEMENT AND ADDITIONS TO EROSION/SEDIMENTATION CONTROL SYSTEMS SHALL BE THE A . RESPONSIBILITY OF THE CONTRACTOR. L INSTALL E INV.=205.22 6"GONG 1 EACH LENGTH OF 8" PVC SIR 35 - W INV.-205.77 6"CLAY `a7 x " ' ---- ::',1 ` • I ' ASTM 3034 VMTH 6" WYE AND TEST SW INV.-206.17 6" CONC I Op } ( • TEE PER CITY STANDARDS ALL t VERnCAI VERTICAL ' 0 1, M FITTINGS SHALL HAVE RUBBER 9 0 I 4 OR EQUAL, u, - — �I. WOOD FENCE WOOD'•IFENCE I �., F • • GASKETS. USE FERNCO, J II�c FLEXIBLE COUPLERS TO MAKE '��k - t - - — -� — I I — IL 2 A �' _ a--- ----. t -ee l,,}',,,'.---�'- — — CONNEC110N TO EXISRNG SS MAIN. �\y o p L 1 • '-.-- " 1 __ I INVERTS SHALL MATCH AND PROVIDE 6" CONC. SS �• Lj [7 �'' — SMOOTH MAIN LINE FLOW. i �1 xN S$ o (VACATED ALLEY ORD. 846) 13 ST j ����/ ���������/ir/ iliDCIACM 0 NT RESERVED . 1H I 6 •N I 1 ST 1. 6" C C'/ I 11 , 16.0 EASEME - •. O „ 1x / US • 1 r ; z4% 7 - RE -- I > >/ -x—x PLANTER A A ��. •�— r� r5' 15 ST x ' 16 ST 1111111�,��r 1 0 ' -- CHAIN L K NCE LIVE �•�� �, Y-�Y� ,,t , -"--7 1----: '•CHAIN �MJK FEN LINE I7 ST / , C O.. TO C.O. TO \ SURFACE A: \ j 18 ST CONTRACTOR TO VERIFY 1. SURFACE, J F CAP YJ%/�//�//� o 36" CEDAR CLU P. EX. SAN. SEWER MANHOLE %� %//// LOCATION OF DOS?. B" CONC. I +` I AP I 9 ST ' 8" SS - PVC SDR 35 0 —l �lf.• - ' ` RIM-198.64 a SEWER LINE PRIOR TO I _ _ - - _ I.1't iiimmaali� . \ W INV.-188.54 6' CONC zo ST 2t sr CONSTRUCTION. i MIN. Si ere P . +• �� r + v SPDUT. (TYP E INV.=188.29 6" CONC ; Z /0/ "' J ' ._ -. • I f.. - ti` 7//// / •• 44" DOUGLAS RR > > D > ., . _ .I o i -.`�;" i t� I ' 1 ' i ,,,!!!"''��� r� Ff1 rslI a �I LUOU ATER M6it12 BY • I TS z 22 sr 22 ST 20 ► ✓ .PPS'• j23 ST / =I w •t�;. low ! t'° ' UILDItVG AND FOUNDATION B �' \l \ \ I 24 sT A 24 ST CITY APPROVED TAP S , �' • -; i , :GR(C4195AxF1R‘oh: ' PORTABLE BUILDING SUPPLIER 40,_Q; 2a' DOUGLAS RR I ST - 2s ST • 1 1 PA BE CONS "U TED d INTO EXISTING 18 AC �� OF PER SUB�R + OR CAC la+ ',; FF = 215.5-,. , , 1, "5za ST —24 sT _ TRANSIIE PIPE UG }SOWER AND COMMUNICATT• � ' > 27sr_ { FJM !� MAXIMI f rDD1rED :, • • 6s'-O" /. 1 ''V \ 1 19 2 0 DENSITY) BACKS GRAVEL'',SH BE / ' I, 74 ' 24" DOUGLAS FIR w T7 sI NET TAP, 6" ONTO EXISTING MAIN. CRUSHED SURF •NG COURSE,; IN. '\ '• co - POWER POLE AS._ 2;"4CEDMBK. 24" DOUGLAS RR 29 ST to 01 28 ST ST wI INSTALL(BY CITY APPROVED CONTRACTOR).• ,1` REflUIREg�Y PSE _ + . MAPLE ' ; { o I 3D Sr si - 1 EA 8" FLXMJ G V. W/ BOX ., , d OCAIE: 1 # 'IV • �� WM I / - 28 LF 8" CL 52 DI PIPE h I q pj . OHT POLE do ir. . ?s :bOWN$POUT DR N LINa Z 30 sr - FIRE HYDRANT PER CITY STANDARDS a PLU I' ► Y AS REQU -a+ --- .-_-- - 2 EA. THRUST BLOCKS BACKFILL GRAVE 'PLAY AREA TIGHT-LINE DOWNSPOUT AND REPAIR PAVEMENT PER DETAIL27, o� y CONC. / DRAIN UNE INTO 18 W• ON. "es • ,r NE MAP PAD I 4• sou VICINITY —Ain _' - _ ` - . a " %' J CP r• NOT TO SCALE W t:, • z I 367� al t. 31' DOUG OF •. a 2 RE �, .AxAds �1 LEGEND AS liI• s J � •• .- :1 —. ABBREVIATIONS 3 1 r • IDUOUS / t �% E '"' - ! V EOA - EDGE OF ASPHALT /// CONTRACTOR SHALL REMOVE TOP 8" OF TRACK O SANITARY SEWER CLEAN`OUT G GAS, BURIED �`�` 6- o 4" SPRUCE CONCRETE PATH SHALL BE CONSTRUCTED I P POWER, BURIED Iz ON FIRM SUBGRADE OR COMPACTEDCATCH BASIN fr w - OOfRr AFTERgINSTALLATION OF D PRESERVEUNE COMPACT T -TELEPHONE, BURIED /// isi I R / ;.�� l �EN9T�n 9A�(yMCFUILMI MODIFIED �CONCRETE �ACk ,, GRANULAR BACKFILL AND TRACK SURFACING D4 GATE/GENERAL VALVE ROW RIGHT-OF-WAY ��`�!� - j SHALL BE MIN. 3000 PSI. MIN. 8" �. PROCTOR DENSITY. �-UTILITY POLE ANCHOR SD _ STORMADRAIN LINE w 0.,<, .',,, v ,N MATERIAL TO 95x OF MAXIMUM MODIFIED SS SANITARY SEWER LINE z // / L w -O- UTILITY POLE Es' / 2• . .r y1 . INSTALL BURLINGTON TYPE CB i O co W WATER LINE / I « •! + I� W/ SCUD LOCKING LD q "' �— STREET LIGHT ASSEMBLY a� + • , CONS -I4CTED OF 3" CRUSH a. SURFACING TOP Q.' 'a C.O. - CLEAN OUT o�J I l,` 6" GE 210.2 - SLOPE TO DRAIN I� PL PROPERTY LINE C�° I COUR'' 'PLACED OVER IJIUM GRAVEL ' CONIFER TREE / ) I z' , B COED (9CTED • MU SUBGRADE •- IE 4 - 208.49 5 OP OVERHEAD POWER •• ' t• , (957L OF ;MUM MODIFla. IE 8" - 208.39 - z I INSTALL STANDARD GRATE DECIDUOUS TREE OT - OVERHEAD TELEPHONE DI - DUCTILE 9.„---:] ;' '),0 I I I 1,(1 �'•` L•" +°' "r' F ® WATER VALVE MANHOLE RON AC - ASPHALT I CONCRETE ' I �' y ` / CUT BOTH SIDES BACK Ciy �— I , f''% TO UNDISTURBED PAVEMENT. F -/4 SQUARE ALL EDGES AND TACK rail TRAFFIC SIGN 'I rJ ® PRIOR TO PAVING. SEAL ALL r12,1 t + FIRE HYDRANT Y I �-- :,� JOINTS W/LIQUID ASPHALT % (,1 • �y 0, I, 1 / 2" CL "B" A.C. PAVEMENT IN NEW PAVEMENT AREAS -AFTER PAVING. COVER et • BOLLARD =Cr' � t I ; / /(// 3" MIN. THICKNESS IN REPAIR SECTIONS IMMEDIATELY W/SAND. 1 VD , I ` P ' /(REPAIR SECTION) m i %/� ;Pr EXISTING A.C. /�/ I i t . PAVEMENT '.� • 1' '� �:, I' ' (REPAIR SECTION) ���������������������������������� - / ---i----- I ( I III-III-I I (/ 2' CRUSHED SURFACING TOP - i .COURSE 95iC OF MOD PROCT. I III-I UNDISTURBED NATIVE III-II(- MATERIAL (TYP) CUT AND REMOVE SOD; PRESERVE DURING f T61P I- I-III,„I CONSTRUCTION. ATTIVEVE BACKFILL AFTER (NSTALLATION COMPACT TO 90XEPLACE / 1 J I C" -I�J LI I I Y SSOD,D,MASSURIIUM NG THAT IFIED FINAL INTER STALLATION REPLACESITY. BACKFILL COMPACTED z TO 95% OF MODIFIED x w I I-I I o p - PROVIDES SMOOTH SURFACE i w PROCTOR w a i Y I Z m ,6 /7 ,P __ z O J �/ YU W • z Zw� • EXIST. SEWER C.O. a ?� CO a c=i 0 0- D1 ; �� APPROVED ' OR CONSTRUCTION � 1 - ft.� .-f IMP I' � T a m w o- = O-.a_ C '" :.:N IE 207.90 , OC 11 '. 2000 , n i• Z ��D�D 4 8" • \ i ooWX I Y IN E DATE w 1 `�� I � m I.--� -• • ,I c3 D ' ,/ SVR7\E\DWGS\3932PRESCHDOL\3932PRE.DWG n Z C. {- I NO VOIDS IN MAX. TRENCH OPENING Q4 pF W i I I r HAUNCH AREA SHALL NOT EXCEED 2' MIN. - 6" MAX. �" •,' x 10 9 0o REV(PE°N�n �oMM. AN AQORTES HIGH SCHOOL PRESCHOOL FACILITY \v ; 30" OR 1-1/2 TIMES [ �� I I CALL BEFORE YOU DIG! ems+ t \� .•. , THE OUTSIDE DIAMETER 4 ' , 'I ' w ',t [ — , OF THE WHICHEVER ES GREATER. ?, b' DRAINAGE, UTILITIES, AND EROSION CONTROL PLAN --:- 1 -800-424-5555 o ...27j 33 'R� ANACORTES SKAGIT COUNTY WASHINGTON "If YI:I TRENCH tIF'TATI ��i ONAL .aG SCALE 1" = 20' nwe, ND. 3932 �.,_ r:_,I (TO BE USED AT DRIVEWAY AND ROAD CROSSINGS) ` T�'_ ➢RAVN HY� LJP n"T` 8�C7�OC FAIQ{EMA & IQNGMA, INC. 1 t ) NOT TO SCALE - _ EXPIRES 05/09/02 APPROVED DTI DATE CONSULTING ENGINEERS & SURVEYORS DATES SHEET NO. 1 OF 1 840 SE 8th Ave 0102 Oak Harbor, Wa. 98277 (360) 675-5973