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HomeMy WebLinkAboutPermit D04-192 - CRESCENT HOMES - LOT 7CRESCENT HOMES - LOT T 13434 43RD AVENUE SOUTH D04-1 92 AWS MICRO COM SYSTEMS LTD. ATTENTION ❑ The next image may be a duplicate of the previous image. Please disregard previous image. Z } W. D U O N0 C0 LU N LL WO U- U) 0 iT- W . Z 0. 5 U0 O N' �H W u y U LL ~ O Z O ►- Z v 0 a h mak t0 N fA O C 2 ma p CA x w m C) A r III v 0 z m V O Z 3 C m co m NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. y n� City o f Tukwl l a Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Parcel No.: 2613200157 Address: 13434 43 AV S TUKW Suite No: Permit Number D04 -192 Issue Date: 01/11/2005 Permit Expires On: 07/10/2005 Tenant: Name: CRESCENT HOMES - LOT 7 Address: 13434 43 AV S, TUKWILA WA Owner: Name: SARA DEVELOPMENT INC Address: PO BOX 5544, KENT WA Contact Person: Name: BOB THOMPSON Address: 425 PONTIUS AV N, #125, SEATTLE WA Contractor: Number: 0 Name: BAY DEVELOPMENT CORPORATION Address: 425 PONTIUS AV N, #125, SEATTLE WA Contractor License No: BAYDEC *022MB Phone: Phone: 253 569 -7579 Phone: 253 569 -7579 Expiration Date: 07/02/2006 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2019 SQ FT SINGLE FAMILY RESIDENCE WITH A 412 SQ FT ATTACHED GARAGE AND 45 SQ FT COVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, GRADING, JOINT DRIVEWAY ACCESS, AND STORM DRAINAGE. WATER DIST. 125 & VAL -VUE SEWER DIST. Value of Construction: $197,078.40 Fees Collected: $2,925.21 Type of Fire Protection: N/A Uniform Building Code Edition: 1997 Type of Construction: VN Occupancy per UBC: 7 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 50 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N doc: Devperm D04 -192 Printed: 01 -11 -2005 Z '~ w � D 00 U) Cl C0 W J = H �L w U_Q U) D = �_ w z t-- H O Z H- U� O N o� wW !60 .Z U= O Z ' �1Q yI C of Tukwila race Permit Center Authorized Signature: Date: v I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Z �w JU UO 0 w� CO LL, W O. La CO D = a �w Z f- O w Uj Do o— CO 0 !-- ww F- �. �O .Z w CO O Z The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: Date: << /a LI Print Name: '�� c ^ This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: Devperm D04 -192 Printed: 01 -11 -2005 g. City of Tukwila face Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS z Parcel No.: 2613200157 Permit Number D04 -192 ►" W Address: 13434 43 AV S TUKW Status: ISSUED Suite No: Applied Date: 06/14/2004 v 0 Tenant: CRESCENT HOMES - LOT 7 Issue Date: 01/11/2005 v 0 C l) o CO 11i J = i� 1: ** *BUILDING DEPARTMENT CONDITIONS * ** CO LLO w 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be U. cn a inspected by that agency, including all gas piping (296- 4722). _ 4 Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical O work will be inspected by that agency (206- 835 - 1111). z 11 UJ 5 5: All mechanical work shall be under separate permit issued by the City of Tukwila. v o ON 6: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any F' construction. These documents are to be maintained and available until final inspection approval is granted. v 7: Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection LL O z purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. co 8: Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear ~ identification showing the fire performance rating thereof. z 9: Subgrade preparation including drainage, excavation, compaction, and fill requirement shall conform strictly with recommendations given in the soils report. 10: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 11: All wood to remain in placed concrete shall be treated wood. 12: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 13: Comply with the requirements of TMC 16.04, Demolition/ Relocation of Structures and Article 87 of the Uniform Fire Code. 14: Manufacturers installation instructions required on site for the building inspectors review. 15: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 16: Ventilation is required for all new rooms and spaces of new or existing buildings in conformance with the Uniform Building Code and the Washington State Ventilation and Indoor Quality Code, Chapter 51 -13 WAC. doc: Conditions D04 -192 Printed: 01 -11 -2005 � �1 .. +'� City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 17: Fuel burning appliances may not be installed in sleeping rooms, U.M.C. 304.5. 18: Appliances which generate flame, spark or glowing ignition, shall be elevated 18 inches above the floor (U.M.C. Z i 303.1.3,). W 19: Water heater shall be anchored to resist earthquake (U.P.C. 510.5), 0 to o 20: Anchoring - all new construction and substantial improvement shall be anchored to prevent flotation, w = J � 21: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** N w0 W 22: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. U. j CO D 23: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be w underground. z 24: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. W O �w 25: Any material spilled onto any street shall be cleaned up immediately. • U O- j 26: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation w H ` off -site or into existing drainage facilities. v LL —0 27: The site shall have permanent erosion control measures in place as soon as possible after final grading has been Z completed and prior to the Final Inspection. v N 28: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 50 cubic yards of fill. If the final O ~ Z quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 29: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 30: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 31: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 32: All conditions of the Hillside Homes a.k.a. Cascade Glen plan approval shall be met. Refer to Permit Nos. MI2000 -278, L99 -0023 and L99 -0024. The Geotechnical Engineer shall provide certification on a lot by lot basis, including excavations for rockeries, that the work has been completed in accord with all geotechnical recommendations. 33: Rockeries shall be constructed per City of Tukwila standard detail RS -5. In the event that a rockery can not be installed per standard detail, the applicant is required to notify the Building Department immediately and submit alternative engineered plans for a retaining wall, including structural calculations. 34: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on -site ponding of storm water Conditions D04 -192 Printed: 01 -11 -2005 . �t„�� .! �J M: i}! �, iSi3' 3: G1�' rti. ''4H'(KEf';`�Lf%75w�1:'TrYYi. -« ,.... Jve�i.` �' t�«' �... �"` wG�; ��.. ��c*« �n.. �x�a�ne ,w�r.i »• :a..- SP*v,�.w.w....s» ...w • wt'+ �x w�trw++s.ww«..wY"d`B"4@74�??�R. . Ai°'{'kf�X�i I fY ...:� City of Tukwila I Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 runoff. z 35: Work within the Public right -of -way shall be constructed under permit D04 -193 (Lot 8); including driveway, sidewalk, Z' curb and gutter. W ¢¢ U ! * *continued on next page ** 00 CO W f W= t o LL W O �Q = CY W Z F.: E- O z �- W �o U O N � H WW � .. Z W N Z i CI �..� �- City of Tul�wila M Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: Date: I doc: Conditions D04-192 Printed: 01-11-2005 z Z LU D 0 0 No to W, WX J ii.— U) LL WO LL CO CY UJ 0 z F- W LU 5 CO) 0 W W F- LL: iii z CO) 0 z i i CITY OF TUMIL-1 Community Development Department Public Works Department ! Permit Center k,. oe 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 l t Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE. LOCATION N `paY {} King Co Assessor's Tax No.: 0 ?& /3Z 00 /S7 Site Address: �yj� Suite Number: Floor: Tenant Name: New Tenant: E].. Yes f ..No Property Owners Name: _CY2-->eStu} �6 —xk g) Mailing Address: 4 27 lo- niiLtS QVL N I'LT ' So,, .c WA I N9 /0 City State Zip :::CONTACT PERSON _._ .. n Name: aab 7m n ,y Day Telephone: A 53 - .56 - 7S 7 Mailing Address: L4 2S R�+i Lk k-s ley& n1 I ZS &Q 9L& w w `� 81 0 City state Zip E -Mail Address: Fax Number: 20(• - 3 23 - (a7(a 2 GENERAL CONTRACTOR INFORMATION F \ j Company Name: eye.JU u,+ L4y6: e� j Mailing Address:_ —q- 25 Royrh,4 -1 Aye. N . -4 1z 5 % 144 W 14 98l �9 City State Zip Contact Person: b k Day Telephone: 2 S 3 - 50- 7 S79 E -Mail Address: Fax Number: Z. o (. - 3Z3- (,*74w L I Contractor Registration Number: ]�ift DC- ,'- * p z Z & i{ Expiration Date: 7 0 } * *An original or notarized copy of current Washington State Contractor License must be presented at the" e time of permit issuance ** ARCHITECT OF RECORD - All plans must be wet stamped by.Architect of Record f. E Company Name: i Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: ENGINEER OF RECORD =- All plans:must be wet stamped by Engineer of Record Company Name: — , Mailing Address: Contact Person: E -Mail Address: lapplicationa \pertnit application (3 -2003) 312003 hilt: l City State Zip Day Telephone: Fax Number: rn�aaantWpp:�$LU;v.�.ax I 1' Z w JU UO WF- �U- WO J u_ � = 1— W _ Z F.. F- O W H LLJ G 5 U� ON o �-- WW H F- u. O w Z U= O Z :'BUILDING PERMITINFORMA :JN - 206-431=3670_ /n— °�°. AN. v atuauuu u► rr ecr tconaactor's bid price): 7 Cj , J Cay Existing Building valuation i y Scope of Work (please provide detailed information): fL6 j '( pvj S- tyLtc3o(J cr' t ►1� G ame r l 1 „a Will there be new rack storage? Fl ..Yes ®,.. No if "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) nu *For an Accessory dwelling, provide the following: Lot Area (sq ft): 7 Q8P Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? [] ....Yes X.No If "yes ", explain: FIRE PROTECTIONIHAZARDOUS MATERIALS: [..Sprinklers []..Automatic Fire Alarm Ig..None . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? .. Yes ❑ ..No 1f 'yes ", attach list of materials and storage locations on a separate S -1/2 x I l paper indicating quantities and Material Safety Data Sheets. \applications \permit application (3.2003) 3/2003 Page 2 Z W JU 0 to a W= H U) L W } O } �J LL. Cl) d = W F— O W E_ W U CO 0 t-- WW H LL. O �Z U= ~ O�' Z Existing : Interior Remodel Addition to - Existing Structure New Type of Construction per UBC Type of Occupancy.per . UBC 1' Floor 97 z. 2 ". Floor. 3` Floor, . Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport. Covered Deck S� Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) nu *For an Accessory dwelling, provide the following: Lot Area (sq ft): 7 Q8P Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? [] ....Yes X.No If "yes ", explain: FIRE PROTECTIONIHAZARDOUS MATERIALS: [..Sprinklers []..Automatic Fire Alarm Ig..None . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? .. Yes ❑ ..No 1f 'yes ", attach list of materials and storage locations on a separate S -1/2 x I l paper indicating quantities and Material Safety Data Sheets. \applications \permit application (3.2003) 3/2003 Page 2 Z W JU 0 to a W= H U) L W } O } �J LL. Cl) d = W F— O W E_ W U CO 0 t-- WW H LL. O �Z U= ~ O�' Z Call before you Dig: 1- 800 - 424 -5555 ZZ Please refer. to Public Works Bulletin #1 for fees and: estimate sheet. = W Water District ❑ ..Tukwila � Water District # 125 ❑ .. Highline ❑ ...Renton UO .WaterAvailability Provided N o Sewer District J H ❑ ...Tukwila �,. ValVue ❑ .. Renton ❑ :..Seattle N LL. ❑ ...Sewer Use Certificate Sewer Availability Provided ❑ .. Approved Septic Plans Provided � 0 E] ... Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. aa ? Sub fitted with Application mark boxes which apply): LL N O ..Civil Plans (Maximum Paper Size -22" x 34 ") ,_,,( _ vt ❑ ...Technical Information Report (Storm Drainage) 'I' 1 •. ❑...Traffic Impact Analysis H W ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑... Hold Harmless ? 1-- I- O Proposed Activities (mark boxes that apply): W ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours 5 ❑ ...Right -of -way Use - No Disturbance ❑ .. Right -of -way Use - Potential Disturbance U U) E�- .Construction/Excavation/Fill - Right -of -way On -- Non Right -of -way — WW " .Total Cut - 5 11 0 cubic yards ❑ . Work in Flood Zone 1 ' I V— , Total Fill cubic yards IV Storm Drainage Z V F, W N Samtdry Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor U = ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization 0 H ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation Z ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " [..Permanent ater Meter Size..." WO# ❑ ...Temporary Water Meter Size.. WO# ❑ ...Water Only Meter Size............ WO# ❑ ...Sewer Main Extension ............ Public Private ❑ ... Water Main Extension ............. Public Private ❑ ... Deduct Water Meter Size ........ " FINANCE INFORMATION Fire Line Size at Property Line [] ... Water ❑ ... Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: City State Lip Day Telephone: Mailing Address: City State Zip Number of Public Fire Hydrant(s) ❑ ... Sewage Treatment \applications \permit application (3 -2003) 3/2003 Page 3 Day Telephone: Scope of Work (please provide detailed information): ('joviyLe c- 4 - �{flvw`�Y41 k+. _ 40 _�-)U S_ = 'Stw bs Q IV City of Tukwila 1906 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 2613200157 Address: 13434 43"S TUKW Suite No: Applicant: CRESCENT HOMES - LOT 7 Receipt No.: R04 -00722 Payment Amount: Initials: BLH Payment Date: User ID: ADMIN Balance: Payee: BAY DEVELOPMENT CORPORATION i TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 8282 1,303.66 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PLAN CHECK - RES 000/345.830 1,002.66 PW BASE APPLICATION FEE 000/322.100 250.00 PW PLAN REVIEW 000/345.830 51.00 D04 -192 PENDING 06/14/2004 1,303.66 06/14/2004 12:56 PM $1,621.55 Permit Number: Status: Applied Date: Issue Date: Total: 1,303.66 Z Z �W Q � J U. UO N 0 cn W J X N W W� LLQ C� 1 F - w Z = F- 0 Z F- U ON 0 E- WW S LLO W Z U= O Z .....Q City of Tukwila 6300 Southcenter BL, Suite 100 Tukwila, WA 98188 (206) 431-3670 z RECEIPT 3: W Parcel No.: 2613200157 Permit Number: D04-192 _ 0 3 0 0, Address: 13434 43 AV S TUKW Status: APPROVED 001 co wl Suite No: Applied Date: 06/14/2004 UJ Applicant: CRESCENT HOMES - LOT 7 Issue Date: -J U - 0, --e. Receipt No.: ROS-00036 Payment Amount: 1,621.55 U. co C5 Initials: LAW Payment Date: 01/11/2005 12:38 PM H W User ID: 1630 Balance: $0.00 Z F- 0 z W UJ 5 Payee: BAY DEVELOPMENT CORPORATION co_ LU Uj TRANSACTION LIST: Type Method Description Amount ---------- -------- --------------------------- ------------ z Payment Check 1480 1,621.55 W co Y7 z ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------------ ---------------- ------------ BUILDING - RES 000/322.100 1,542.55 PW LAND ALT PERMIT FEE 000/342.400 23.50 PW PERMIT/INSPECTION FEE 000/342,400 51.00 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 1 doc: Receipt Printed: 01-11-2005 If INSPECTION RECORD �s J Retain a co py with permit � INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 )431 -3670 Prole t: Type of In pec ion: j1fIe aj Address: /,j l -11 a� 6 �G� / Date Called: V o s 1:3 l Special Instructions: Date Wanted: m; 01 /0S p.m. Requester: Phone No:� Approved per applicable codes. Corrections required prior to approval. Inspec r: Date: $5 .00 REINSPECTION EE REQUI D. Prior to inspection, fee must be paid at 6300 Southcente Blvd., site 100. Call to sechedule reinspection. eceipt No.: ,( Date: z i} Z W JU UO N J � U. W� LL j. � =W Z W U� 0 H WW U' LL O .. z U= O z INSPECTION RECORD RE / C r� l' Retain a copy with permit INSPECTION NO. PER N :..CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: K Type of Ins�Etiq n: aj Address: �� � t Date Called: U� • 2._ S ecial Instructions: Date Wanted: 5 ' p.m. a:'m. / 05 - Requester: E Phone No: '1, Fl Approved per applicable codes. U Corrections required prior to approval. r i Spec r: Date: -- Zovu� $580 REINSPECTION FEE EQUIRED. P or to inspection, fee must be p ' at 6300 Southcenter Blvd., Suite 10 . Call to sechedule reinspection. Receipt No.: Date: Z W �U UQ W= DLL WO 9-1 u_ = F- W Z F- W �5 U� .O N 0 F- W F H LL W Z U C0 O F- Z INSPECTION RECORD h O �� 2 Retain a copy with permit U INSPECTION NO. PE CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206 431 -3670 Pro'ect: Type of Insp�ctrn v ��i{i�/ A dress: , tCj rS Date Called: Special I structions: Date Wanted :� p.m Requester: Pho a No: Q - - 7 2D (Receipt No.: Date: h: tti Z '~ W D JU 0 N CO) UJI J � U. WO LLQ U = a F- W Z I— f- O W 5 UC3 ON 13 H WW �� W Z 6i U= O F- z 0 1� Toved per applicable codes. F1 Corrections required prior to approval. INSPECTION RECORD 12 J Retain a copy with permit FO INSPECTION N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Project: Type spection: ' Address: k L Date Called: r �. + , --?— Special Instructions: Date Wante Requester: r n Phone No: '(BIZ J sB Yri 7 Z tY � �U UO N(3 CO LU J F=— S2 U- w L N = W I— _ Z F— ZO �5 �p co OH W W F=- P LL O W Z co O Z 7D ,ppproved per applicable codes. F1 Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 tq 2 r - 0 Ulu 431 -3670 Pr ject: 479 — �, Type o - Fpspection: Z Address: [Date te Called: Special Instructions: Wanted: , t p.m. Requester: T 4e Phone No: r? ?, per applicable codes. 1:1 Corrections required prior to approval. Q pect 00 REINSPECTION FEE )RQUIRED to inspection, fee must be pjd at 6300 Southcenter B[, Suite'100. Call to sechedule reinspection. e&Dt No.: IDate: 1 i F i Z ��- Z �W a� JU 00 C3 CO) J W W w U - to = �W ' Z H z0. W uJ U� CO) 0 H W W LL O' .Z w U= O Z INSPECTION RECORD l o o Retain a copy with permit q - /9z INSPECTION NO. PER S� CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)431 -3670 Project: r'+ Ty of Inspection: D a Q Address: 13 �15 Date Called: 5 / 2 -:z � S pecial Instructions: Date Wanted: S G (a.m. m. Requester. Phoile r 77E ,,,., -71"-zO Approved per codes. FI Corrections required prior to approval. Z QQ � JU UO to Cl CO LU J = t-- �LL W O. 9� LL co I- O W E- j U� O N D F- WW �Z 111 U= O f- Z INSPECTION RECORD Retain a copy with permit , T �� INSPECTION NO. PE NQ! CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'ect: Type of Inspp, ction: Ad ress: / l / 1 I� / r � f 6e rT Date Called: ` Lam: Special Instructions: , , - loll J4 4a, A - Date Wanted: 7 ' a.m. T / p.m. Requester-__ Pho e'No: 77 0. 1 M Approved per applicable codes. Corrections required prior to approval. , i I nspect Date: J .7 �t/1MM 58P0 REINSPECTION FEREQUIRED. to inspection, fee must be pa at 6300 Southcenter Blvd., Suite 160. Call to sechedule reinspection. Rec i t No.: I Date: 9 K-1 Z ~ W �U Q O W = DLL WO go LL Q to = f. W Z 2 fl-- H O W H W U� O- C) l_ W W H L). �Z LLI U= O F- Z M INSPECTION RECORD 0 Retain a copy with permit INSPE N N0. PEP CITY OF TUKWILA BUILDING DIVISION 4 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 , r �. r -3670 Project: �'' -Cvt Type of Inspect* n: I GAG, Address- M /j� /' 5 : f � ��-C Date Called: ♦ .5r 9.1 o -5l Special Instructions: Date Wanted: (P—'ms Requester: Phone No: -� * 7 72 — 7 ?2 A pproved per applicable codes. FI Corrections required prior to approval. Inspector: (/ Dater $58.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: ::1 1 Z �Z '~ W U U co to 0 III �U- WO 9 J LL j. CO = W Z F- ZO LU W V� co a k^ WW H� LL Z U= O Z ;1 ; l Z INSPECTION RECORD Retain a co py p ermit with it 1 INSPECTION NO. PERMIT` 'CITY OF TUKWILA BUILDING DIVISI N 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (Jg `(206)431 -3670 00 Pr ect: C�r 6w Type of Inspection I 1 A dress: JSf'Y�c ,d S Date Called: !! Special Instructions: Date Wanted: m P.M. Requester: n+ Phone o:b 71Z Inspector: Date: L j $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. } Receipt No.: Date: i� Z W UO 0 w� �LL WO LL ?' =w F- _ Z F. W� W U� to o — WW O Z W U= O Z Z �_— Z �W . J U 00 INSPECTION RECORD `/' W X Retain a copy with permit N LL INSPECTION NO. P T W O CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 06)431 -3670 ' u_ Q Prl �' "'�6Ov) l nv 6 Type o lid ��I F W I+ Add-u Date Called: Z = H Special Instructions: Date Wanted: = W p.m. W Requester: V D 0 Phone No: j > W W =U Approved per applicable codes. Corrections required prior to approval. �!- p Z COMMENTS: to Y V' P C t U n f lNi D( O~ Z Inspector. & 7 . Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: 1 INSPECTION RECORD Retain a copy With permit Do C� INSPECTION NO. PE M CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( )43.1 -3670 M *t ► 1b _ Type of spection: Add�ss• �� to Called: Special I structions: Date Wanted: S V� L4 m. V p.m. Requester. Pho��No: Z,-7 I y(.-P Approved per applicable codes. ET Corrections required prior to approval. COMMENTS: '�S ` coo c- 1 0 V A'P-l0, S - vPV . - A 5 � LIA l�v�c�t ✓ gi r ? V�S�� A*" .r n r A to el U', V\ r` ► r C {ref Yf A . 11 Y1% `t(1 A ")(2 dicir (> nspector:" Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: W � i 4 ..... _.� _ _.....: W:. z Z �W QQ� JU UO W �LL WO LL Q cf) = F- W z f�- WO �5 U� O - 0H W LL Z w U= O z q INSPECTION RECORD 1 Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Pr ect: Type of Ins ection: Tress: I - Paccc., Date Called: Special Instructions: Date Wanted: p.m. Requester: Phone No: F] Approved per applicable codes. W Corrections required prior to approval. COMMENTS: e 04 6 :2- 2L i l4f G V'a ,V 1 n a r-A r ✓ ci- i Q VV\ CA P t ,4 �..� r- ( f�v1 Q t? � P V r t U` $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. z �~ W JU UO to o J = NLL WO La Cf) =d �W z Zo 5 U� O Cf) O H WW F— LL LLI z U= O z INSPECTION RECORD�� Retain a copy with permit INSPECTION NO. PER N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) + 31 -3670 Pro' ct: ` � Y PS« M �!� Type U ion, S )1 Address: L k k 5 M61C Date Called: Special Instructions: Date Wanted: �\ (� a.m. Pt -'3 P .M. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. is COMMENTS: u , 0 , h PM wol 1 G` C Inspector: Date: ' f - ` v J Receipt No Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z _� i~ Z W QQ� JU 0 NO co W J H CO LL w U. N =w �- _ z� H O Z h- W U� ON 01-- W LL I LL Z tll U =; O Z - INSPECTION RECORD f Retain a copy with permit i)431-3670 Z INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( Project* �` r f Sc�evt Type - o Z;( ion- t C. S h�� �,� Address: 1— S MCA CA CA Date Called: Special Instructions: Date Wanted: a. m. —Q p.m. Requester: Phone No: Inspector. � Date: ' A'S 0S $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z Q T_ F- �~ W JU UO Cl W= TU_ WO 9 _ LL ?. N �_ w� W U� O �. 0 F_ WW H U- O Z W Cl) O Z INSPECTION RECORD ,1 Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PrP'ect: Type of ns ection: A e l l : ! D to Called: c r j Special nstructions: Date Wanted: a.m. Requester: P `-•r • Pho rrbo ) �11— ' M Approved per applicable codes. Corrections required prior to approval. 1 l COMMENTS: 1{ Y +f P C4 OAS C 71 I ' �� A"_ � Inspecto : Date: OT O $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to sechedule reinspection. Receipt No.: Date: �'. «'•xi. ,7 " ���Hk�N '. ty"'�AW!#'.r�:�irk. X1..:3 .. ti . ., � �,� ;, M;m. Gi. z ~ W 3 UO W= TLL WO u_ Q rn � =a �W z H �- O W ~ W U� O 0H WW F U LL Z LLI U= O z i� ' INSPECTION RECORD Retain a copy with permit VZ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISI � 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P 1 .. Type of Inspection: A ddress - Is7 ate Called: 0� S ecial In tructions: Date Wanted: OS Requester: Phone No: a -U - 7 F] Approved per applicable codes. Corrections required prior to approval. COMMENTS: 2 10 ck4- I- . A o `;IV Vow - 4 AUOtr 1 6 V A Im cl r 4F, t � �k 4 \PA r ( A Y\ v a /6/" e y w^ A - e r , } S A t t LA-) ♦I y I (n I� 1(� U i C v\J V P Cc' ( _t-w C o V P r (' I Inspector: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: 1 a ill� W UO Cl CO) I— N U. WO 2 QQ LLQ U� �W Z W� 2� U N o }_ WW �� LL O 111 Z Cl) O Z �t INSPECTION RECORD � Oz' t Retain ' a copy with permit INSPECTION NO. PER T 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -3670 Pro' ft: _ 0C r'Q P h T" �' OYr (° Q / Type T ec T T S )1 F'G ' I V Address: Date Called: / Special Instructions: Date Wanted: a.m. P.M. Requester: Phone No: M Approved per applicable codes. 'Corrections required prior to approval. COMMENTS: 1 OVer ► r pvhl , h U CA We r 0I'\ _S ( z 2. Dc_ h .n A1PA 4\ h G 11 0. ov` 5 1.2 W r e rr Q' ; v- o a 2 •e r f Iry 5 V �J`� �':Y' c\ G� It yyve rod W1,\ ' \V\ f. v-c 1 rGw\k VN \ V\ QC.: \ dY\ nspector: - Date: Q 3 O'S $47.00 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. teceipt No.: I Date: Z =H '~ W JU UO N co W W_ �LL WO J U. U) 2 F. W Z = H �O W ~ W U� O -. o I`- W H LL Z 111 U= O Z INSPECTION RECORD Retain a copy with permit DO INSP CTION NO. PERMI O: S � CITY OF TUKWILA BUILDING DIVISION 9W 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr ject: Id- r -:� Type o I sion: .. A� dress: Date Cailed: Special Instructions: Date Wanted: I a.m. D� p ;: Re nester: �, t q f C Approved per applicable codes. corrections required prior to approval. Ins pec or: uate: - I i 8.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be i ft - paid at 6300 Southcent r Blvd., Suite 10 .Call to sechedule reinspection. Receipt No.: Date: Z Z � W JU 0 U) o J = �LL WO 9-j LL Q =a �W Z F.. l— O Z W W U� Cl) 0 h- W W H 0. LL 0 111 Z U= O f- Z INSPECTION RECORD )�j r Retain a copy with permit — + ` INSPECTION NO. PER NO J CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P 9ject: Typ f Inspection: t Address: � h ate Called: / L) Special Instru tions: - Date Wanted: a. Requester: - J i ' oA o• - \ " NApproved per applicable codes. Corrections required prior to approval. II Inspector. Date: -a - - - - - -- I - _?8 a� $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300. Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z �W �U 0 to 0 co W J = I— T LL W O. LL Q C/) 0 = F. W Z F- I— O W ~ W U ON 0 H W H �. LL ..Z W U= O Z INSPECTION RECORD ►/ �! Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr * ct: / / Type of pection: Address: La-1^ Date Called: �GU S Specia I structions: Date Wanted: a M. y "6 p.m. v / Requester: � Ph ne No: r a�� ae- �� Approved per applicable codes. O Corrections required prior to approval. COMMENTS: AL MT G9 — /Ed h/ A 1" PO 2 S i T Inspector: Date: _ Cc.r Z t 1-- �S $ 7.0 REINSPECTION FEE EQUIRED.- nor to inspection, fee must be ai t 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Retejot No.: IDate: ,I s z ;H Z �W QQ� JU UO W = NLL W U. j. U =W z F... ZO W U� N 0 F— W LL J W Z L11 U= O z INSPECTION RECORD' (a Retain a copy with permit INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 )431 -3670 Pr j7ct: - Ct Type of Inspection: Address "� Date Called: _ s Special Instructions: Date Wanted M. D r p. Requester: lZ 4 Phone No: Receipt No.: Date: I „ : .. , . : •. ::. ,� - is�'�.�sW "�,Syirr :..-:F��ns��+ti s;�r.,a�.�:".ii;<u i�: zz �- Z �W U N o C0 LU J � C0 U. w J LL C = W z� ZO �5 U� O - C3 F_ W W. LL O w z OF O z I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit D v li —( 2, INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: I � Type of Inspection:n t . Address. ,,^. G / S' lux 14 Date Called: [) O Special Instructions: Date Wanted: a.m. / J p.m. Requester: � Phone No: Approved per applicable codes. El Corrections required prior to approval. 4A SD f COMMENTS: C _G ,a 15J I /d 4J -QO-J V-at Inspector: ^ Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 z �Z `~ W UO to 0 co ILLJ J H NLL WO LLQ N� = d. F- W z I}— E- O z H W Uj �p U ON 01-- LLJ Lij H� LL Z L11 U= O z INSPECTION RECORD 1 � , Retain a copy with permit Td — 1 9 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'ect: 5 M Type of Inspection: Address. * 1 ?74 Lj • Date Called: 7 Special Instructions: Date Wanted: -L a.m. q O p.m. Requester: Phone No: Fl Approved per applicable codes. Corrections required prior to approval. COMMENTS: ov D S r hr, F)�#; rjt;� Inspector: Date: 2 J $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z Q '~ W UO N tq W J � N LL W 0 I - IL �. N _ W F- Z� F- O W ~ W U ON o�- WW H� L� .. Z W U= O Z INSPECTION RECORD Retain a copy with permit k� ) INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. E] Corrections required prior to approval. Pro'ect: .. Type of Inspection: Address: Date Called: I 343 2 Special Instructions: Date Wanted: ' a.m. U P.M. Requester: If Lo` -- 7 _ Phone No: C mom I � ♦ � l v 1 I � t.= 1 I Inspector: U Date: Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, x .: S i Z Ii-.: tLj JU UO W= U. WO LLQ �O W 25 U� o F- W H� O W Z CO) Z INSPECTION RECORD Retain a copy with permit Do y lq02 INSPECTION NO. PERMIT No. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P Jett: e sctnf tit 7 Type of Inspection: cc�4 s Address: 13 l5 In 46 Date Called: 02.3 b� Special Instructions: Date Wanted: a.m- 0:5 I D '(,� �✓� — �� oOGr✓ A Requester: ev Phone No: �6 - -7-7g- 7qa� Approved per applicable codes. ED Corrections required prior to approval: M COMMENTS: . 2 c %�y J � ev A ` y bJ! , r� I� IV > t _ She cJ t Inspector: L l — Al I Date: a y J Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Z W UO U) Cl W = �LL WO Lj N = W Zo W. U C0 o� W W LL UJ Z U= O Z O ! It 19W 1908 10 City of Tukwila Steven M. Mullet, Mayor Fire Department Thomas R Keefe, Fire Chief TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: .Pre-Fire: Permit z rized"'Signature FINALAPP.FRM Rev. 2/19/98 4rla '2. .21r Date T.F.D. Form F.P. 85 V- Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 * Fax. 206-575-4439 Z LU �U 00 (00 Cf) W UJ J D LL W O LL < Cf) D +0 W X, Z F- HO z F- LIJ LLI 2 :3 D 0 0 C0 0 0 H Uj LL 0 z Cf) P 0 z Ff:;PM :COMPUTER SON I CS FAX IqO. :2065750337 Mar. 30 2004 03: 50PM P1 MAR-26 -2004 02:17PM FROM- KRAZAN AND ASSOC +425- 485 -6837 T -398 P.002 /004 F -015 < X aZan & ASS I.NC. G EOTECH'11CAL ENGINEERING . ENViRONNIENTAL EVGIKEERING CONSTRUCTION TESTING & INSPECTiON March 26, 2004 Mr. Bchzud Chaandry SARA. DEVELOPMENT, INC. P.O. Box 5544 Kent, Washington 9$064 R. C: )Final Letter Regarding Earthwork on Individual Lots 8 Lot Subdivision (Previously Proposed 9 Lots) Macadam Road South "Tukwila, Washington Dear Mr. Chauhdry, Project Igo. 066 - 03049 Permit No. M102 =156 O 'JU 14 20 04 PsRM/T BEN � k: At your request, we have prepared this final letter for the individual lots, within the above referenced sabdivision, to address the earthwork construction associated with the development of the site. The earthwork is generally complete, Construction of the single family Domes has not yet commenced, Krazan & Associates, Inc, performed periodic, on - call geotecln ical special inspection and testing services (as requested by Sara Development, Eno.) during earthwork construction. The geoteclmieal special inspection and testing services for this project included: • Preeonstruetion Meetings • Structural Fill Placement and Compaction • Observe and Monitor Excavation (Storm Det. • Reinforced Concrete (Storm Det. 'Vault) Vault) + Observe and Monitor Temporary Cuts (Storm Det. Vault) • Observe and Monitor Dry Season Grading Soil Bearing Verification (Story Det. Vault) The items that were inspected during our periodic site visits were in general accordance; with the original Geotechnical Engineering irnvesiiption Report KA Project No. 092 - 01004, dated February 20, 2001, any noted engineering revisions, and the approved plans and specifications. The special inspection for each individual lot is as follows: • Lot 1: Lot I is designated as a cut area for the building site. Topsoil and organic soils were removed during site clearing and grading. The single - family residential structure location or structure design was not finalized at the time of our site development inspection work, based on the grading plans structural fill was not proposed for Lot 1. Suitable footing subtradt for the single - family residential structure should be verified by inspection. Thi; is the responsibility of the contractor performing the construction work for each individual lot. Lot 2: Lot 2 is designated as a cut area for the building site. Topsoil and organic soils were removed during site clearing and grading. The single- family residential structure location was not finalized at the time of our site development inspection work. Based or. the grading plans structural fill was not proposed for Lot 1. Suitable footing subgmde for the single- family residential saucture should be Offices Serving The Westeru United States 1501 - 15` Srreet NW Suitc 106 o Aubuni, Washimaton 98002 . (2:i3) 939.2500 - Fax: (253) 939 -2556 `. . a,. r,. . b»,,.rA , , <mv ^n*w� «<++ �.m -• a rw.,;;"�•»rm�t :�» .era,.,,•.+- . :i-nrn�+ sttd:� ' .. ..... .. .... .�. ., . ,,_,,,._.... , ). w eu:, w... n.--. ..,.��.— _....._- .�- .:a.w-s.::. •, - ..- ..- -_... .t, Z ~ W � D UO U) W = 1-- U� WO LQ to = �W Z 1-- E-- O Z 1— U� ON OH W W H �O Z UN P _ O Z FROM :COMPUTER SONICS FAX NO. :2065750337 Mar. 30 2004 03:51PM P2 MAR - 26-2004 02:18PM FROM- KRAZAN AND ASSOC +426 - 465 -6837 T P.003/004 F -015 KA project No. 066 -03049 March 26, 2004 Page No. 2 of 3 verified by inspection. This is the responsibility of the contractor perfonuffig the construction work for each individual lot. • Lot 3: Per approved grading plans smicturaI fill was placed on Lot 3. In place density tests (compaction tests) were performed on the placed 0 during our periodic site visits. The soil compaction generally met the structural fill compaction specifications. The compaction tests results are for the date and time of our visits only. The single- family residential structure location or structure design was not finalized at the time of our site development inspection work. Suitable footing subgrade for the single - fan - dly residential structure should be vrrified by inspection. This is the Yespot►sibility of the contractor performing the construction work for each individual lot. • Lot 4: Lot 4 is designated as a out area for the build site. Topsoil and organic soils were removed during site clearing and grading. The single - family residential structure location or structwe design was not finalized at the time of our site development inspection work. Based on the grading plans structural fill was not proposed for Lot 4. Suitable footing subgrade for the single- family reMdential structure should be verified by inspection. This is the responsibility of the contractor performuzg the constriction work for each individual lot. • Lot 5: Per approved grading platys structural fill was placed on Lot 5. In place density tests (compaction tests) were performed on the placed fill during our periodic site visits. The soil compaction generally met the structural fill compaction specifications. The compaction tests results are for the date and time of our visits only. The single - family residential structure location or structure design was not finalized at the time of our site devc:Iopment• inspection work. Suitable footing subgrade for the single - firmly residential structure should be verified by inspection. This is the responsibility of the contrscto p erforming the construction work for cash individual lot. • Lot 6: Lot 6 is designated as a cut area for the building site. Topsoil and organic soils were removed during site clearing and grading. The single - family residential structure location or strucnu -e design was not finali2ed at the time of our site development inspection work. .Based on the grading plans structural fill was not proposed for Lot 6. Suitable footing subgrade for the single - family residential structure should be verified by inspection. This is the responsibility of the contractor performing the construction work for each individual lot. • Lot 7: Per approved gr ading plans structural ;fill was placed on Lot 7. In place density testa (compaction tests) were performed on the placed fill during our periodic site visits. The soil compaction generally met the structural fill compaction specifications. The compaction tests results are for the date and time of our visits only. The single-family residential structure location or structure design was not finalized at the time of our site development inspection work. Suitable footing subgrade for the single- family residential structure should be verified by inspection. This is the responsibility of tl:e contractor performing the construction work for each individual lot. • Lot 8: Lot 8 is designated as a cut area for the building site. Topsoil and organic soils were removed during site clearing and grading, The single-family residential structure location or structure design was not finalized at the time of our site development inspection work. Based on the grading plans strtotural fill was not proposed for Lot 8. Suitable footing subgrade for the single - family residential structure should be verified by inspection. This is the responsibility of the contractor perfonning the construction work for each individual lot. KRAZAN fie As soc lATlrs, INC. Offices Serving The Wesivrn United States r ' xx.r..• »..�., . �,....;. r.. a' N^,.. a..., r �� ,....<• e:...... r..- �..... i �...::.: ... :.....�.,.,- .. :,............ „.. �......... :: ..:. ,. ,.... _....—.,..--......__ �... � ....._..._...�...��..._.. -::t_. w-... �' !M.�.?:..' 1Fn . � �` t � t1i " 1 I I' I: Z ~w � D J NCI CO W �_ H to LL w �J u_ Q = P. W Z F- H O Z t— w W U� O� o�- WW LL O tll Z U= O Z FROM :COMPUTER SONICS FAX NO. :2065750337 Mar. 30 2004 03:52PM P3 MAR -26 -2004 02;19PM FROM- KRATAN AND ASSOC +425 - 485 -6831 T -398 P.004/004 F -015 K& Yrojcct No. 066 -03049 M1 '4rch 26, 2004 Page N1o. 3 of 3 The inspection and test results are valid only for the dates and locations documented in the field reports. As surficial soils are exposod to wet weather, there will be a gradual deterioration of the upper feel inches of material. This should be expected and all footings should extend beneath the moisture disturbed surface material into underlying dense soil. All water softened soils should be removed from footing, slab and pavemenr areas. We hope that this letter provides the information required at this time. If you have any questions or if we can be of further assistance, please do not hesitate to contact either our Auburn or Woodinville office at (253) 939 -2500 or (425) 485 -5519. Respectfully submitted, KRAZAN & ASS kTES, INC. is Behrens, L.G., E (3. Senior Engineering Geologist CB/SIC r � ' Sean L. araway, PX- Geotehcnical Division Manager c G 1 �- A .5 �i RA70 cot ASSOCIATES, INC. Serving The Western Unirdd Statcs .ce F*r4l 6cucr.dx z Z ul JD UO WW �LL WO J LL Q N I.-W Z H E- O W H W U� ON o H- W W H tL O LtJ Z U =, O z APR -06-2005 15:3? rR011: 1'0:360 : ?q:, 4128 F 002/0L2 SITTS & HILL ENGINEERS, INC. Professiona Engineers and Planners R J. DAHMEN, P.E. 2901 Sauth 40th Street, Tacoma, WA 98-M-5697 BRENT K. LESLIE, P.E. TeWphone (753) 474-9449 ROBERT N. ERB, P.L.S. Pax (253) 474 -0153 RANDALL C. HAYDON, P.L.S. April 6 2045 CRESCENT HOMES 425 Pontius Avenue North, #1'.- Seattle, Washington 08109 TO. Dave / Bob Johr, aor SUBJECT: BEAR? REPLA(::E'MENT CRESCENT 208 PLAN $ITT$ & HILL ,JOH NUMBER 11,466 Dear Dave: The header at the man door between the garage and the house is cailed as a 3 by 9 -1 /2 PSL space 2.0E giulam beam. Replacement of the header by a 4 by 10 Herr1- fir #2 or better header will be satisfactory. Should you have any questi(ins or comments regarding this matter, ploase feel free to contact either Ed Brown or myself. Sincerely, SITTS L N EERS INC, Brent K. Leslie, P.E. Vice President W 1,46alprn docicorr/ - Wreecent • o -%pr 05 RECll"E AN 12 2005 BUILDING DEPARTMENT Civil, Structural and Surveying cuJy" ` -lC;� z Z 2 �U Q 0 co Uj N LL w U— � = w z� �- O w ~ w U ON 0 tr wW XU UO .z w U= O z r; FFInnuAItY :10, 2uu7 i APR -06 -2005 15 :37 FROM: SITTS & HILL ENGINEERS, INC. -4;29 P.01 1 P Engineers and Planners ROBERT J. DAHMEN, P. E. 2901 South 40' Street, Tacoma, WA b8409.5697 SPENT K. LESLIE, P.E. Telephone 253 -474 -9449 ROBERT N. ERB,'r.L.S, Fax 253.474.0153 RANDALL C. HAYDON, P.L. -S. KATHY A. HARGRAVE, P. E. Fax Transmission Sheet To: Crescent Homes Date: 6 Apr 05 Attention: Dave / Bob Johnson From: Brent K. Leslie, P.E. Fax Number 25 3 -850 -9835 Number of Pages Including Cover); 2 RE: Beam replacement Crescent 2008 plan Sitts & Hill job number 11,458 We have reviewed the calculations for the 2008 Plan regarding substituting of a 4 by 10 header at the man door between the house and the garage door for the glulam beam shown, Based on our review, you may make this substitution. Please contact our office if you have any questions. Sincerely, SITTS & HILL ENGINEERS, INC. p :11,4Mpro dodcordFax Crescent - 6 Apr 05 RECEP APR 12 2005 BUILDING DEPARTMENT If an incomplete transmission has been received, please contact our office at (253) 474 -9449 Hard Copy: Will Follow Hard Copy: _ Will Not Follow z '~ w o Q : � JU UO 00 J = (0 LL w U- rn D = �w Z HO w ~ w U O� o F- w LLO w z co O z r 04/11/2005 03:50 FAX 12534740153 SITTS & IIILL ENG. SITTS & HILL ENGINEERS, INC. 191002 /002 Professional Engineers and Planners ROBERT J. DAHMEN, P.E. 2901 South 40th Street, Tacoma, WA 98409 -5697 BRENT K. LESLIE, P.E. Telephone (253) 474 -9449 ROBERT N. ERB, P.L.S. Fax (253) 474 -0153 RANDALL C. HAYDON, P.L.S. April 11 t ", 2005 CRESCENT HOMES 425 Pontius Avenue North, #125 Seattle, Washington 98109 TO: Mr. Ted Chesledon SUBJECT: CRESCENT PLAN 2008 { LOT #7, SERA VISTA SITTS & HILL JOB NUMBER 11,468 Dear Ted: We have reviewed our Detail 202 on Sheet S1.1 for the above project. It is understood that due to construction conditions, deviation from our standard detail has been requested. The following deviations are approved. • Note 5: "2X blocking at 24 o.c." Approved to be revised to read, "2X blocking at 48" o.c. typical ". • Note 4 - Simpson A34 clip - replace with 3 -10d or better end nails. • At a single location (heat vent run) maximum allowable spacing between blocks is 72 ". Note: Ply - clips or other means to stabilize joint of the floor sheathing are recommended. Should you have questions or comments, please feel free to contact Ed Brown or me. SITTS / NEERS, INC. s� Brent K. Leslie, P.E. Vice President p:11,468/pro doc%orr /Crescent - 11 Apr 05 REI III D i„ P% 12 7005 DEPARTMENT Civil, Structural and Surveying Z IF� k- W UO rn 0 J = IZZ N U. WO U - = C% �W Z E- O Z H- w U� co o� wW O .• Z W U= O Z EXP FEBR 26. 2007 04/11/2005 03:49 FAX 125347401.53 SITI'S & HILL ENG. 1x001 /002 SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners ROBERT J. DAHMEN, P.E. 2901 South 40 Street, Tacoma, WA 98409 -5697 BRENT K. LESLIE, P.E. Telephone 253 - 474.9449 ROBERT N. ERB, P.L.S. Fax 253- 474 -0153 RANDALL C. HAYDON, P.L.S. KATHY A. HARGRAVE, P.E. Fax Transmission Sheet To: Crescent Homes Date: 11 Apr 05 Attention: Ted Chesledon From: Brent Leslie Fax Number: 206 - 323 -6762 Number of Pages (including Cover): 2 RE: Sitts & Hill Job Number 11,468 Ted - Please give us a call if you have any questions. ew w'*w p:11,468/pro doc/corr /Fax Cover -11 Apr 05 RECEIVED A r 122105 BUILDING,, If an incomplete transmission has been received DEPARTMENT Please contact our office at (253) 474 -9449 Hard Copy: X Will Follow Hard Copy: Will Not Follow �'�D + � 9 O'� n}� ,'ut dRA�:�., J .'�+�N' � •+/:•Karn�al�M9�Mwt trtR�pf+tx. M'a.kwwtrri�wf � _ '_' s,hanihnLL t z Z �W QQ JU UO, CO Cl) Lu J = H N U WO LL Q CO D = �. W z �O z i--. LU U� ON OH WW H� LL O W z U= O Z CRESCENT HOMES .BAY DEVELOY1V E'N'T' C0RR 425 Pontius Ave. N., # 125, Seattle. W A 98109 206 -323 -6656 (Fax) 206 -.323 -6762 FAX Ass CCt i ❑ Vint O For Rwlew [I m"" GootinaA C] p"" "py s Co�nnwrb; f 4 i � V a i i f z Z. D UO. UD �� N O W � LL = W WO 2: U .0— o�- WW H� U O .. Z W U =; O Z J� As Rev. on Drawlrns Subject of Revls cn u Revision Nu� Date type A LTERNAIM STEM WALL DETAIL a M JAN 13 2005 DEPARTME NO MS: 1, BASE PLATE NAILING PER SPEAR WALL SCHEDULE E. FLOO SHEATHING 3. FLOOR JOISTS PER PLAN 4, (2) #4 aQS CON 1NUDJS (AT TOP) PROYME #4 AT 10' O.C. HORIZONTAL 5• 5/8' DLWETER ANCH BOLTS WITH PLATE WASHERS O 48" O.C. - EMBED 7 ", MINIMUM 6. B" CONCRL'TE STEM WALL 7, VERTICAL AND HORIZONTAL REINFORCING PER SCHEDULE 8, DOWELS TO MATCH AND LAP VERTICAL. REINFORCEMENT. ALTERNATE BENDS 9. EDGE NAILING 10. 2x CONTINUOUS RIM 11. 16d 8 6' O.C. 12, (2) #4 BARS, CONTNUOUS RETAINED VERTICAL.. HORIZONTAL HEIGHT REINFORCING REINFORCING" 14 Ids 4 16 14 BAR$ 0 10" U•C. J4 BARS 01 1 a O.C. 04 BAk5 0 10' 5' -O. O.C, U,C. ICN�'G $a xnaU >d 9 r=UAXY 07. 20M 9 01 ALTERNATE FOUNDATION STE WALL SCALE: N.T.S. �. Sitts sic Hill Ccnsultinq Engineers 29C•1 Scuth 40th StresL, Tacc;ma, WasWroton 98409 253-- 476• -9AA9 Ti Project No. Drawn Se;eet SAY DEVELOPMENT 114e6 aR.L. I/1 mmmommuftwa PLAN 2008 - LOT ft? SARA VISTA, 'fUKWiLA. WASHINGTON ices Enginse• SK2 -1 1j06 EAS W IN 114M I •'•'.::.._; . rte"-. �t' fC ?NT! yafST�..:..' x �"°'' n« xama, ue�"+ na�w ;+w»<ta.•� -.»�. ».,fin a74 -„ i I , z �Z �w UO (I)o W = H NLL w u- Q co =) = �w Z F- F- O z F- W �5 U� ON O t-- WW LL •z W U= O z CRESCENT HOMES .BAY DEVELOPMENT' CORP. 425 Pontius Ave. N., #125, Seattle. W A 98 10 206- 323 -M56 (Fax) 206-323 -6762 RECEIVED FAX JAN 13 2.005 DEPARTMENT To; ,� .J A� r�.V Fmm'e l) C.►.C- 5 L UvN Fve: ?,v 6 W �) _ �6 ram" p4mwm Dow t It�t CCl ❑ WOMN ❑ For RMriow 0 No" Cvnr""d ❑ Piraso heft o Comments: L. - -a ::� a4 �o 7� c".c. � ",44 o..M.C. CsI-t. s�_,F�, 1)0 4 1 qz Tei 10 X 11 z := Z ~ w UO NO to w J � LL N O w 5-? �w Z_-. z0 U� ON a wW U U- 7 O z UN O z .!" TC :253. 7EM ;.r p 001•'001 Aa Rev. on Drawlns SW ct of Revls;cn Re -Aslon Nu� Date ryps ALTERNATE STEM WALL DETAIL t1) (2) 1C) 11) Vol tG) d J 2' CLR �() RECE� REINFORCING 14 eaRS 0 15 ' JAN 13 2005 BUILDING v D 'EPAR'TMplu'r 3 CLR. Nams I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN 4. (2) 04 9ARS CONTINUOUJS (AT TOP) PROViOE #4 AT 10' O.C. HORIZONTAL 5. 5/8' DAMEfER ANCHOR BOLTS WITH PLATE WASHERS • 48' O.C. - EMBED 7', MINIMUM 6. 6' CONCRLTE STEM WALL 7. VERTICAL AND HORIZONTAL REINFORCING PER SCHEDULE & DOWELS TO MATCH AND LAP VERnCk. REINFORCEMENT. ALTERNATE BENDS 9. Ma NAILING 10. 2z CONTINUOUS RIM 1 1. 16d 0 6' O.C. 12. (2) #4 BARS, cotirNUOUS RETAINED VERTICAL. HORIZONTAL H©CHT REINFORCING REINFORCING 14 eaRS 0 15 ' 14 BARS 0 10" C.C. J4 BARS @ 18" 0.0. #4 BARS 0 10' 5 , -0 . O.C, I O'c. Q AL TERNATE FOUNDATION STEM WALL tcNA1,T►�''G ��,Y�o< w SCALP: N.T.S. -- -- - Sitts 1c hill Consulting cEngineers 2901 Scuth 40th Stce &L, Tacuma, Wash'rpton 98409 253— , &7 & -9AA9 TI ;1 Pro lvo. Drawn Sneer. SAY DEVELOPMENT MD. '0� SAL /1 PLAN 2008 - LOT 07 SARA VISTA. •rUKWILA. WABHINOTON uctie Enginoe, SK2 -1 1 +06 EA13 .�+ ��5::. Gw;. �.. w��. nPfl M„ �! R'.,• Nsi+ �tlRRT ;.ttYT!'!"WmM+e +'�aM' ."M1`.f.3�N, Xw�l� .mWl+'xF?T.. �. MJ!°!C�+WWiM•i, �J� . t I z ~ w UQ to J = U) L w L? cl)d =w H Z F ZO W w U� oF- wW U. O w z U= oF- z 7 LD - .3"A Krazan 8, �/,,j s o c i a t e s, I n c. ............. ..... .. .... ................. F(,xmm:piw(; • FN'YlP.(:,lNflII.NTM FN( r&e. r i:wc i T I. i AN I I IN;JILC I RON DATE: CONTRACTOR: 1 1 r oq (I ROJECT JURISDICTION: . ... .. ... .......... ........... . PROJECT: PERMIT #: ...00ATION: INSPECTOR: J KRAZAN PROJECT MANAGER: ...... WEATHER:_ EPORT NO: ............. ........ ......... ..... ...... . ... . ........................ ... __.___..._... tr)() t*jost of my i.. I•.,. (*.)<I�o �AIAS !�S NOT pc�nfcrrnc�cj A.A with', tho appfovol.-J plons, spcx: fie. c wl roqLJlrcmnc-*tnft. Z• e-7 z L ,g 03-,':Yll ; W Stcto I./ m .31:6 1 jr S'fitto 3c': flc V_ T t n c, 1'e 5 4k c-->,. c. e L., 22 V36 3 ("..m.) f 1 1'� L'oo 1 • - NV 0-' Wbl -fer s ." I 1 ' '5 112 I / POYO'! $l (4r.mt) 2 1 -;vaj 12816 IV Qz'ilh 54. )6�-) A it .' yf V lea-. j ek Orllvlk! S. JON 4 zoo PERM', l CENTz. z Z w � aa 2 D L) 0 (D a cl) w Lu _j to LL UJ 0 2 � 9-1 LL < (1) D 10 JL_ uj z rr � 0 W ~ �_ LU LLj 5 0 0 ol-- LU L U o LL 0 z O z tr)() t*jost of my i.. I•.,. (*.)<I�o �AIAS !�S NOT pc�nfcrrnc�cj in accoicicince with', tho appfovol.-J plons, spcx: fie. c wl roqLJlrcmnc-*tnft. ` Llperintenden t/Represento live: C •!ost !t'1 =.. CIC1•%. (559) 1�101-115t/)Sl N11 106. Autunri M' ,g 03-,':Yll ; W Stcto I./ m .31:6 1 jr S'fitto 3c': flc , , "VA 9P, : lo l".1 Voirl) Avo eRl A �.:A 1 ,�5361 ("..m.) f 1 1'� L'oo 1 • - NV 0-' Wbl ." I 1 ' '5 112 I / POYO'! $l (4r.mt) 2 1 -;vaj 12816 IV Qz'ilh 54. )6�-) A it .' yf Orllvlk! - 4 z Z w � aa 2 D L) 0 (D a cl) w Lu _j to LL UJ 0 2 � 9-1 LL < (1) D 10 JL_ uj z rr � 0 W ~ �_ LU LLj 5 0 0 ol-- LU L U o LL 0 z O z Associates, Inc. • . ........ .. .... . . .... . . . ..... & ss . ...... ........................... lrtmvic, Ai io (.11om DATE:.. ... ..... PROJECT PROJECT. ...... LOCATION: J 1 :RAZAN PROJECT MANAGER ................. L/ ....... ............ .......... U COMF 'TIO� REPORT NO. 4402 ' - - M CONTRACTOR: 1P__1 ............................ .... I ............ ... ...................... ............ . PERMIT INSPECTOR: ....................... ... .. ...................... JURISDIGTION: WEATHER: 77777777=:=77777= ........ WASHINGTON DENSOMETER SANDCO ��NU LEAR TE. OTHER . ... ... ........ ..... ............ . ........ .. ... ..... . .... . ..... ........ ..... ... ... ... .. ... ....... ....... ..... LOCATION ...... ...... N . . .. ....... .... . ................ NOTE: Separate P d Areas (circle ore): .......................... .......... .. . ..... Sub/Agg/Asphalt . ........ I ...... ------ ............ ..... (661) 633- WO 1501 15 (1) Strevi NW, & 106, Auburn, WA q8001 report S/B use for 1/d 1 025 L 000 R1111 Sf(!. :T, ftlndos to, CA 95.3,5 1 # (209) 51 201 StarePoutt! 305 N.C., Ste. K, Putilsbo, WA 963*70 each item _Pa (s) (408) ;? 1. 2200 13 N. E. 1 Place, Woodinvillo, IYA 9807.' * (425 485-5519 1 74 ('ommorri rirrft- qat-untintirn CA Q S;R I v 0 t h e r . .......... .... .......... . ....... .. ........ ..... ............. .. ..... ............... ......... . ...................... . . 0 Oroll Trenches (circleone): ':ewer /Water/ Storm Drain/ Utly / Irr. 96— ...... ............ ........ ............. ......... ..... 1. ....... ...... .... I-- .............. ............. .......................... ......... .......... .... ....... ............. ... . I I I ... .................... ... ....... . .............. .. ....... ..... ......... Ma)' . ... ..... ....... . . ........ ............... . Opt M 3 C I '­­ Unified Soils Classification * ­ ­­­ * ......... .. .. . A D P � nsil t Z ....... . . ... ..... .................. Moisture . .. (5 T4 ........... ..... ..... .. . ...... ...... Ae AIV . ........ 1 ........... .... ... ..... .. ....... . ..... - ..... . ........... ........ ........ ............................. ......... .. ........ ..... . . ......... .. .............. . ......... I ....... . ..... .......... ............... ................. I ...... ........ . ..... ..... ....... .... ......... ................ ........... ............ . ........ ..... . * ... ... ................ ...... . ................. .............................. ................. ... .. ...... . ... .. .... .. . ..... ... I ........... ................. . ..... ...... . ....... . .. ........... ............ . . ................ ............ . ........................ ...... ....... .... ..., ............................ ... ........ ........... ........... ...... .. ..... ... .......... ......... ... ....... .......................... .. . .... ................. ... ... ............ ....... .... ...... .... . .... ­.­ ............ ....... ................... ........... ........ ... . ...... .... 215 wes(RAO(a Ave'lloo, Clovis, (i.1 93j'N"? a (559 3 226 N, Shvwan. Sfv. A. Comm), (A 928PO & I e gog) 549.) 188 4231 rostri RikovsPold, CA !).330h 0 (661) 633- WO 1501 15 (1) Strevi NW, & 106, Auburn, WA q8001 # (253) 939-2500 1 025 L 000 R1111 Sf(!. :T, ftlndos to, CA 95.3,5 1 # (209) 51 201 StarePoutt! 305 N.C., Ste. K, Putilsbo, WA 963*70 0 (360) 598-2 1 M 5.15 Patron St., San.kisv, CA 95112 # (408) ;? 1. 2200 13 N. E. 1 Place, Woodinvillo, IYA 9807.' * (425 485-5519 1 74 ('ommorri rirrft- qat-untintirn CA Q S;R I v 101R) 64 120t) I I e) I I N F 1;11rel Aurnoin WA 0 Oroll z Z LL1 L) 00 Co Cl CO W Uj :r _j S2 LL LLJ 0 M � 9 _j LL W Z F. �_ 0 z �_ W LLJ 5 CO 0— 0 � W LLI F_ — z 0 z I _ & Associates, Inc ......... ......... ................_ ...... ........ _ _........... ___... C;(i,rrc tn•ni:. E1•Ir:mIrrom; • EPlvtr ?ONI,11 FNGIr1UMMIG, C.,C ?r•IS1141iAir)rl Tr:;rlwi; Aatn IarsPri;nr,rr DATE: Z 7 _ ......... PROJECT#: PROJECT: I OCATION: �c ..� .. .�'J�fI}C �4 v - t.- _....`fRG�l.ab. is .KRAZAN PROJECT MANAC;FR: �cJ .. C3 ,. r . ........ ...... . COME /TIO REPORT NO 4373 CONTRACTOR: .... �,..' .. ................................................. ............................... PERMIT ^`...�- ....... ............................................ ............................... INSPECTOR: --,- JURISDICTION: 06 ......Grp`.... ��I��� /.G� t?`�... ' ........ ....................... WEATHER: .I J C�.:�-�.TV'Nl• -�r .`��'............ TEMP:..... WASHINGTON DENSOMETER L_ .) SANDCONE NU T 1..._1.1 OTHER ......... ... .............. I ...... .......... L6C ATION MAP I!r x - t NOTE: Separate) Paved Areas (circle on e): Sub /A /As halt reportS/B use far ...... _....._._....._ ................ ............................ �J_......... P. ............................... each item E - Pad (s) ................. ,� c t ...............Ft c�+- kK�C7" �c� .7`...�........�...aJ�j...... Y', — f ,,{ L..l Other ............................ _..._............................... . ....... ....... ............ ................ .... Trenches (circle one): Sewer I Water / Storm Drain I Utly / Irr. ................._.......................... ............................... ... .................... _._............... Max Dry Opt ...................................... .. .. ............. .............. Curve � Unified Soils Classification Density Moisture ........................ ............................... _........_..... ............................... _......_............... �.�..8, .�5'�...../._.2C 5... ....... {............ /....a�.... ....._ ..................... . i 7 .............................................................. ............................... .... ................. ............_...................... ...... . ....... . ... .... ..... .... ............ ..... ..... ............... _ ................. ............................... 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Gau e# g ..... 9.. 7 WAS, NOT performed in accordance � the a pproved plan, spr 1't', the best vi my knowledCae, the abo v ,. �� .tpArintendent /Representaliva: Tech 'i inn: ......... ....... 1_:. ?15 N lest' Dakota Avenue, Clovis, (:'a 9:3(312 (559) 348-2, ( 226 N�Srrrman, tile. A, Corona, CA !k880 U • ( 909) S49-1 9198 4 ?1 Foster Avrr„ Bakers11eld, CA 93308 • (661) (333.220!.1 1501 IS III Street NW, 106, Auburn. WA 980011 (253)939 102.5 Lone Pnlm Ave, Ste. ?.E, 4fode.sto, CA 953-51 • (209) 572 2200 20. 14 State Route ;305 N.C., Ste, :3C., Pnu ►sUo. VA 9H:3I(1 • (360) S98-2126 545 Parrott St., San Jose, (A 9S 112 • (408) 27 1-220() 13434 A E. 1 77th Pkwc, Woodinville, W4.9807- • (425) 48.5 -5519 123 Commerre Circle. Savivnionto. ('A 9581 5 • 19 16) 564- ?200 1191:3 N. F 107rd Avarw r. Vanrnuver. NIA 9R, ,P • I3rn1 ?ti4.77nn ,: /.Mnii+' - fir W S'.. .'e'1G5i1�¢ft'N.(rK'li .i'* 4M/I'T�h '>,S. ' l 573 Y. ri+ i^ rY a: ii. ..eAr«n:.rx..u .w....�,d ^•nr ✓r• .,5.. ^W.w .E .{ n. x � Y • — •Y. .+ r.,.�at'.}vhN�� .. MIP,F z ~Z �W QQ� JU 00 0 C1 W TLL w 9-j LL co 0 = w z 3. w� W U� C0 o t— wW LL —O Lli z U= O z & Associates, Inc. . .................. ... ......... .... . .............. Groir( I NIC A i F vi( i v-1 I I G: • F.NV1P(.)NN4r.1-.1rA L ENG, I FAHZINC; Coi isimictic)i i I i mihio A nr:i I tast-i (jrx-i GATE: Z iR0JECTV—.. PROJECT 67 ... .... ... I . .. ........... ........... ...... I OCATION: A/", -5� .... ....... .. KRAZAN PROJECT MANAGER: Z?. COME '. .3TIO(I REPORT NO. 4 4 2 3 T I - ( - . ... . ... ..... .. CONTRACTOR'.. /..... ` . r.. ....... ........ ......... PERMIT NO: . ...... . .............................. .. .... . . . INSPECTOR: e . ..... ... ..................... .... ... ...... .... ............... . .......... ... .. . ... .... JURISDICTION: . .. . ......... — 7 WEATHER: TEMP:.... / .. . ....... . I-- ............. .... ........ ......... . . WASHINGTON DENSOMETER [*.] SANDCONE El NUCLEAR TEST OTHER ....... .... . ... ................. .... ............ ...... ... . ...... ....... . . ........... .. ......... . ..... . ............ NOTE: Separate LOCATION MAP N report S/B use for each item .... . ... .... .. . .......... ..... . D Paved Areas (circle orie): Sub/Agg/Asphalt ......... .... P a d (s) .................... . I ........ . ............... .... Other �' " . ..;t DA-ota Avcvuc, Clovis, Ca 9361z? • 1559) 3 22C N. Sherman, Ste. A, Comma, CA 92880 • (9O91 S49 1 188 4,13 Fodor Ave., Bak!rsfi•kl, (A 93308 • (66 0 633-2200 1.501 1 sth Street NW, 11 06. Auburn, IVA 980( (253) 939•2500 1025 Lone 1 Ave. Ste. fi, blodr CA 95.351 • (W9) .572 20714 State Route 305 N.•. Ste. A., Powlsbo, WA 9B3 "T • (360) 598.2126 545 Novit St., San ,1r*v, C4 951 1; • (408) 271 -2200 134 34 N. E. i 7i'th Place, Woodinville, WA 9801 2 • (425) 485 19 ....•.. .. .......• ........ , ,i n < ....... . ......... . cirto , )u.q.jnn z Z D 00 (1) D CO w LU CO W W 0 LL cl) V a W Z F- 0 z r LU LLj 5 0 C0 0 — 0 1— WW Z. ) U- 0 6i z 0 CO z z & Kraan / . ... . ............... i: )l 1 ( 1- 1 P41C. At, F.FlU N I HOM • FJ I VI ROM-11 1 Al. EN13ttlIff I UP I C Am DATE: ��1_� -JROJECT-0: C) -OU9 -IROJECT: ............. *s ( . -.00ATION: . ... . ........................ S r/ PROJECT MANAGER: 7- -LD REP0R Inc. T CONTRACTOR: r( JURISDICTION: PERMIT INSPECTOR: c, ...... WEATHER: Vc IF c"; I NU: U 11 ------ ------ ._._- _................._..__ ... ......................... < 4101 • !P) OV. r)cykol. Aw- . ( (- 1,501- 15- No' 50:o 106 At"'blim I.V"' * 3 fc.sttnt Avo- But.o lsf..'i k/ (':'A 1) cr hvv ,(: )��; C ..0) lr�rla 1"'Orn &36; r 1 TWO 5:1e 1 . tr b c ties LA V'q0 4-b 15 tit , Srm 4'i) c n' k VA -�t>e- (As? cvl� ";Z) V t/ k a r % (31 iok Sf' Qrlt( uO. 't S AS c-C C_aAC LA. Yo; 1 6 LA d- tNse) 5•o 35,tom J-11 cc ►hl] bost C;( f riv e. fl WAS .3 In occordanc.c..) with the rA. If! (Y)f* d Superintendent/Representative: • !P) OV. r)cykol. Aw- . ( (- 1,501- 15- No' 50:o 106 At"'blim I.V"' * 3 fc.sttnt Avo- But.o lsf..'i k/ (':'A 1) cr hvv ,(: )��; C ..0) lr�rla 1"'Orn &36; r 1 1 1 - 1 .44 11) Ave NE V'q0 48. 15 tit , Srm 4'i) G..`816 NE 950! rwih'� 6. IVE), 1 n' k VA c'-*i.')rnn!(*we.', Sf".'c' CA " 1 6 (V 6" ew 10 % (31 iok Sf' Qrlt( uO. 't z Z uj 2 D 00 (00 (1) w LLI 3: u- LL , 0 L cn D 0 LLI Z �— 0 z �— LLI LLj 5 O O H W 3: " Z cl) O z W jr Inc. . .... ....... - Ul & Asso . .................. . ...... GrOM(JINICA1 At-j[) DATE: �j / �...... I .................... . ........ PROJECT #: 1- ROJECT: tOCATION. KRAZAN PROJECT MANAGER: ....... COMF 'TIO, REPORTNO. 4361 CONTRACTOR: r PERMIT INSPECTOR: XJRISDICTION: .......... WEATHER: TEMP: .......... ...... ... ........ ......... ....... ...... . ....... WASHINGTON DENSOMETER [] SANDCOf NUCLEAR OTHER .. ................................ . ......... .. -- ...... ........ . ........ . . ............. - ...... . ................. ... ........ LOCATIO _MAP NOTE: Separate Areas (circle ore). Sub/Agg/Asphalt N report S/B Use for .. .......... .. F. Pad (s) each item El Other .... ... ................... _5-" L 1 Trenches (circle one); Sewer/ Water/ Storm Drain/ Utly/ Irr. ............ .. ......... I ....... I..., . . .............. .... ...... ........................ . ...... .... ..... ..... . ............. ............. . ............ . ..... . ................................ ..... . ....... .......... ............... Max Dry t Curve Unified Soils Classification F Lo Density Moisture ...... ............................. ......................... ... ... .......... I ........... ....... .......... -Y . . ........ ........... .... ...... .......... ...... 9 / 1 g ) )", - 1- 0 -> I jie..r ........ ... .......... ... . ...... ..... . ......... ...... ........ ... ......... 1 ....... ..... .... ............... ....... .... I ....... .. . ....... ...... ......................... I .............. .... ................. .......... ........... ... ..................................... ............. .................. ....... .......... I .... . .................................. ............ .................................... ................................................ ............. . ....... .. . ............. ............................... ............ ................. . i . ... ........... .... . ................... . ... .... . ................ .. .. ................. .. .......................... . .... ........ ....... ................ I . . ... .......... ..................... .... ... . . .............. I ........ .. ......... ...... ............. ................. ............ ..................................................................... ........ .. .. ...... ...... ................. ..... . ............. . ............... .... ....... . ...... ....................... .. .................... ...................... . . . .. ....... .... ...... ........ . ......... .................... ........ ....... ... ................ ............ .... . ........ ............... . ......... .......... ....... . .............................................. .............. ... .............. ........... ....... ..... . ....... . ... ...... ........................ I' *- -**----*** -- , , --- ... * ---- . ............ . ..... .. .... - - --, Test Elevation Location (Comm e nts) i Curve Mode & I Density M st Percent wired R Depth !X compaction ........... ....... ...... ........................... . ........ . ....... ... ... ....... ... . .. ........ .5771 l / 3 .. . ...... . ............ . . . ... ...... - . . ...... . . ........ .......... .. ............ ............... I .. ............... ....................... . .... .... ..... ................... I-; ............ . . .. ...... ..... .. I ... .... ...................... .... ................ .... ........ .. .. 31 ve.. — 4 3 - 2 . .......... ... ........ Y .... A .... ... ... ........ ... 4,, ...... .. . . 3 . .. ....... .......................................................... . .......... ....... .... .................... ......... . . . .. ........... ....... ..... I.- ....... ...... ..... . ..... . ....... ..... .. . .... . .. . ............ .. . . ... .. .. . . A.1-1.3 ........ .... ........ ...... ...... I ..... ... ... .......... ... .. ........... 9 .. . ... ... .... .............. ..... ....... .... ... ........ ...... ............. 11 . ......... ...... ....................... ... . ..... ......... ... ......... ...... . .............. . ....................... .. .. ....... 7— .... ..................... ........ ..... . ....... .. .. ..... ......................... .............. 5 ......... .. ..... .. ..................... .......... ....... ........ ................... ...... I...... . ........... ...... .............. ................ ..... ................ . .. ...... .. .... . ............... . .. ..... ................... ............ .... ........ ... . ..... ..... ..... ............ . .......... ............. . ... ...... . ..... .............. .......... ...... ..... ...... I ......................... ... ........ ............ ........... I . . . ....... . . . ....... . ... ... ... - 9 ... .. ...... ................. ... ............. .... . ................................................... ............ ............... .... . ..... ......... .... ........ ........... ......... ....... .. ..... ...... ............. .. qy, IL ..... . ....... . . . . . . ........ . ................................ ................... .... .. . ..... .................. ....... 0 li .................. .. . . ....... . .. ........... :1.6 . . . ........ . . ..... . . ..... ......... -..- ..... ... . . ............ . ....... .. ........ ..... . .... . ............. ....... ............. .. ... . . Map Location: Gurve TA W: 1 e - r 4_ HOURS ............... ... ........ . .... .. . ..... .... !j Attached on Backside . .. ..... bail Avg Std DES I.FT . ..... ST OT 1 MIL 1 c WT Plans, Sheet# Count Densities .......... . ..... ..... ......................... ............... . 'Da — A I'd S 9. ......... - T .... -- . - . ................ I.Gaijqq� Z . / .. .. ........ 4 . . ... ......... f .. ... .. .......... ..... .. T the best of my knowledge, the above WA45:2a4_L��perlorrnad In accordance with the approved plans, specifications, and regulatory requirements. i ipe rintendent/Representative: -st DakcitpAvPntiL C, A) vis. 0 9361 (559) 348-t?200 226 N. Sharron, .St A, Coruna, CA 9;1880 549-1 4231 Foster Ave., VA CA 93.303 • (66 1) 633%'200 1501 15th Street NW, ,U106. Auburn, WAIN( ', (253) 939.2500 1025 Lone Paint Ave. Sh.% 2•, Modesto, 0195351 (209) 572-02'00 20714S(,7(e. Rouro. 3()5 t1j., 51(.�. 3( ' poill 1 1)(1, /1911370 # (360) 5.90-2 1 6 54.5 Parrott St., San Jose, CA ;)51 I 2 H 08) 2171-2c'.100 1343d N. E. 177M Phcn, I•Voodin0fle, KIA �80; 2 • (425) 485-5519 it,, r ri—i., C•ir, I(; 1`01r) 41. 1 101'7 Al r 111'.',d Unn---- IVA z Z W 3 00 CO 0 (f) W W J C LL W n � :3 LL (0 W 3: Z � �- 0 z li-- W Uj 5 CO) O F- W LL , X 5 F- L —0 z CO F- 0 z SEPARATE PERMIT REQUIRED FOR: w r MWMkcal EkeWa PluMbing Gas Piping aty TU kwila BUILDING DIVISION City of Tukwga BUILDING DIVISION . APPROVED REVIEWED FOR CODE COMPLIANCE FILE 00 Pem It No.��� Pbn mvlew approval is subject to errors and omlkm& Appro al of construction documents does not auttxwft the vl kdm of any adopted code or ordinance. Remk* of appmved Field and Conditions is aclu wle W: /A i ) REnSWN No chnnow don be fwvl� bo the @WP of work ewomft prior qwma of Tukwiie Buis bg Divldon- NOTE: R&islom w it requre a new plan submtW WW may lndude addotlonal plan mlew gees. JUL 2 9 2004 City O�Tukwl BUILDING DIVISION 5Aork La+ 7 1 : :> o 4 S 19 20M z Z �w 00 wi � w LL a =w z� �- O z �- w w U� O N. OH wW u- o .z w U= P Z i. 2 .4' WIDE DRIVEWAY r I n r-1 I P'9 IT 10' DRAINAGE EASEMENT A -Q'S� VENT T P S C2 ' 24,21 . 256,48 C3 3.97 1 00 C4 30.63 27.00 C5 4.65 3.00 24' WIDE DRIVEWAY - EASEMENT 4� (�ac.e s 5 N�QCL 'Wt °` eXtSTING ALL CL41,6 C AD lN�c_' LV / er-( UT', f LM65 . snob. I SON i I� C 1 V z �ww G D 00 CO J = H N LL w La N = �. w Z0 w w U� O� oF- Ww H O W z UN O z fi June 14, 2004 City of Tukwila RE: Change of Driveway Access In looking at a change in access for Sara Vista Lots 7 & 8, we would propose the following: 1) Cut current sidewalk, curb and gutter on Macadam Road and replace with driveway access per "City of Tukwila Drawing RS -8", and "Typical Driveway Profile" as attached. 2) Pave driveway behind sidewalk as detailed on attached "Driveway Section ". 3) Remove tree #75 as noted on "Tree Retention plan ". Replace with mutually agreeable trees or shrubs. 4) Existing Utility pole will be minimum 4 feet off driveway access. 5) Remove existing driveway access off South 43rd Street, including curb and gutter, sidewalk and asphalt. 6) Replace removed sidewalk, curb and gutter per "Sidewalk Section B" . (attached) 7) Landscape disturbed area per "Landscape Replacement Plan ". WIC N, t:Lj RECEIVED rITY OF TlWKWII A JUN 15 200 JUN 14 2004 ..� WO PERMIT CENTER pUB 1)0 z i~ '~ w �U 00 CO 0 co LLJ J = � w LLQ co :D i �w Z z o -- w w U� o - 01-- Uj Lij U- O w z co O z r i 1 1 1 1 1 1 1 1 I 1 I I SIDEWALK WIDTHS STRIP f ■ ■ ■ ■offfff ff■ f■■■ ■■ f■fff■ \■ u■uu ■f■u■ iiYii�ii ■ ■ \f ■f ■f■f1f ■■ \\f.f .f. f1 ■ ■fffff f : f■ ~ uu■ A 3' WIDE EDGER FINISH 318' FULL DEPTH EXPANSION JOINT CURB & GUTTER (SEE RS-08A) A . LAND USE LOCAL ACCESS ARTERIAL CBD (SEE NOTE 1) P- O /CP /CM 5' 6' 6' C-1/C-2 6' 8' 6' M-1/M-2 5' 6' 5' ALL OTHERS 5' 5' 5' CURB RAMP (SEE RS -12) • 2 MAXJ1 % MIN. 18' 1 18' --+ SECTION A -A NOTES: - 5/8' MINUS CRUSHED ROCK THICKENED EDGE ON RADIUS 1 2. SCORE JOINTS EVERY 5' 5' V --1 15' EXPANSION JOINTS EVERY 15' PLAN VIEW 1' WIDE X DEEP SCORE .(DINTS I 1 4 3/8' X 3.5' EXPANSION JOINT ELEVATION 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED. ; , 2. PLACE CEMENT CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWA/WSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. •_ I 9!2=M SCALE SIDEWALK Ci ty. Of a Y • SHEET: RS -11 Tzckwllcz REVISION #1: 08.03 • !>i081 • APPROVAL: B. SHELTON Z ~ w a � 2 JD 00 W= 1^^ S2 LL c WO C J u. Q _ d �.. W ' Z H WO w D (l)_ 0 �-- W LL. Z W rJ7 P :c' o Z g s N �t NTS S 43RD STREET NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. r r r r r t t. 1 , 1 18' SIDEWALK 5'•8' 2' MIN. OR MORE AS DIRECTED. • ^` ... 8' �— , • • \� DRIVEWAY 2' • 518' CRUSHED ROCK (MAX. GRACE IS 15 %) SECTION A -A NOTES: TOP OF CURB AT DRIVEWAY ° 5% 7!4' 1 '. 18' CURB DETAIL 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, - TOPOGRAPHY, DRIVEWAY GRADES, ETC. 2. CONCRETE SHALL BE CLASS B OR BETTER THAN S -1 /2 SACK, 3000 PSI. 3. INSPECTION REQURED BEFORE PLACING CONCRETE. • AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT. 4. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 5. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3 /8 "X 5 -1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 6. ALL WORK'SHALL M/ BE PERFORMED IN ACCORDANCE WITH APWASDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 7. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 8. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE SAW CUT TO THE NEXT JOINT. A 71 Pte/ I - 104 NOT TO SCALE �, ReSIDENTTAL DRIVEWAY s Quo to C � fly O f ALTERNATE 1 OF 3 o "J J • SHEET RS-08A <9 • •� °y Trikwzla i�a REVISION #1 08.03 APPROVAL: B, SHELTON Z OC 2 D UO w= S2 u. w u- co = F .. W Z w� �5 U� cl)_ o�- W Lu F LL O l l Z l U co O Z VARIES' z I VARIES MINIMU G1 m 2 % pyy ; MIN. 1 %* 6 _ U �d / f I t: S . I i 11 1 i V1 1 - 7 M E T 0 PROPOSED DRIVEWAY ROPOSED CURB AND GUTTER UJ O *UNLESS- OTHERWISE APPROVED BY THE ENGINEER, .THIS MIN. SLOPE IS REQUIRED TO PREVENT GUTTER WATER FROM SPILLING INTO PRIVATE PROPERTY. � TYPICAL DRIVEWAY PROFILE N NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. N nRl\/F \nIAY CFrTinN NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. FOUNDATION DRAIN DIMEN510 C l NISFI PER ELEVATION OVER )LB. BUILDING PAPER VER SHEATHING PER PLAN b" MIN. 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 5/4" T.$G. PLYWOOD SUBFLOOR GLUED 4 NAILED FLR. J5T5. PER PLAN P.T. SILL PLATE I A.B. PER �LII SHEAR WALL SCHEDULE I11� AND /OR FOUNDATION PLAN .II� 4. II z Y�:i �zu_ TIGHTLINE I I IL j dV STORM iv DRAIN O m << F REQUIRED z �,. ,, �_ ..• II. �" 6 .MIL. BLACK V. B. _ � I ' , C A A 4 DIA. PERF. FOUNDATION DRAIN 4 JUN 14 2004 PERMIT CENTER --` � � tJn�c - Ia�e -Fh.c� ! c►.ve� *tcm cm 4i2 �� e TDbq-l9Z Z �Z �W QQ JU U co C3 W= Cl) LL. WO Lj cod = W Z� F- O Z F- W5 U� O N WW LL. O W Z Z - =a =jLr K3 ( 4451 Aft 83iNaO WiM 3d VOOZ T I Nnr y WAI a JU urn l IJ31U309'd f i '99U AS NOIS30 SKIM Im mltl3d 'S133s 9IItl33 oG sm ms *wm MK 3HI M13i ON 30MlI lrfI0IAI0NI 'SNOI1r01I3ir M ga3m W3 16-MR S.ldl as 'BRIM 31WS OW A3TMA dlH )u slm3o mm Gamy 335 " O'N'01n SWUM - 0'N'0.H9lId :m ZI/9 'AlydfM dW NOS 100 MAW " 0'N offl w OtlilONitis X SH3i10 AS N9IS30 WE 9N UM 'S3S50d1 umo fi30ri10lI wm Tru 30mw VOWN MINH3110 all N SSYN 30 ,R MUS 39 01 S3SM rn r39wm(ruy mr189W \3 :� VD-ET-Y 035IA3i 0X0 JBr :UMI 095 rN '3nIAHI000N '35 * IS VEZ - 0 Dowl9Y 90) - Alffs miff � Inow SSnal jooH ll 39tlav9 av� z V * A311 s- 3zveoozw 1N3WRMA30 AV9 f NOTICE: IF THE DOCUMENT IN THIS FRAME I LESS THE CLEA TH N THIS NOTICE IT IS DUE TO THE QUAL i .r, las xlrr CampuTrus Inc. This design prepared from computer input by RoofTrus8InC.D8 LUMBER SPECIFICATIONS SIZE 2x 4 2x 8 2x 4 SPECIE GRADE PANEL(S) TOP CHORDS: BF #2 1, 2 BOTTOM CHORDS: HSR 1650F 1, 2 WEBS: BF STD /STUD 1 TC LATERAL SUPPORT <■ 12'OC, UON. BC LATERAL SUPPORT <■ 1260C, UON. CI I T 3 -02 -00 12 6.0017 6- 4- 0 GIRDER TRUSS SUPPORTING 21- 0- 0 LOAD DURATION INCREASE - 1.15 + LOADING TC UNIF LL( 50.0) +DL( 18.0) - BC UNIF LL( 237.5) +DL( 143.0)■ T 3 -02 -00 C -5x6 5.0" C- 5x14.5 rr'! OPA11.1111ro, 12 `c716.00 C- 5x14.5 y C -3x4.3 C -3x7.7 4a C -3x4.3 Scale: 1/2' JOB MAME: BAY DEV, 2008A...'C2' FILE NO.: C2 DATE: 4/15/2004 DES. BY: .0• SEQ.: 1666935 6 -04 -00 68.0 PLF 0' .0' TO 6' 380.5 P - '' ▪ • 6' rol 'WEDGE REQUIRED AT SEEL(S1I 40'VET 0 R ' ~ 5 4C-5 1 ▪ � u � H m ANSI /TPI SINGLE MEMBER FORCES W4WRDH T 1■ -1564 B 1- 1394 W 1■ 1205 T 2■ -1564 B 2■ 1394 LEE`! or 1420 RIGHT - 1420 JOINT JOINT HEARING AREA REQUIRED (SQ. IN) 1 2.27 DF / 3.51 BF / 3.34 SPF 3 2.27 DF / 3.51 HF / 3.34 SPF NOTE: HANGERS ATTACHED TO THE BOTTOM CHORD WILL HAVE 1.5- MAX. NAIL PENETRATION. ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 481 -0900 tNAnlaNes: 1. stead all General Notes and Mhminas before Goostrucdon albums. 2. Bee& fend eroedon COnteaCer eloordd be advised of all General Wee and Warat-ias blow c.natardlen conngnas. 3. 1a2 xmpwaeNI web bractaa mast Sos Iastalsd whew shhnnh.. e Al Wsrai bit. taelellne derma ouch as Ms.,owry and pennant* traebba, anted be d&Mooed and trevUN by **pm ed s.napiets NWCuw. CeapuTnht assumes so wspaheMniy for oath beaelne. 5. No load Mould be applied b any coapwnad uata Aar aM bracing and faabnaa raw armed l.. and d his dune should any leads UMW (than dsslan loads be applied to any oegenoot. e. CoaruTnw tees no canted ant aaehahw ao wganslhleh ON O@ tbtakanoe. beadaag. abyment she bnlati/ohh of components. 7. Tub dsdpa Is undid auaisa to sloe eaasdw on boss do loos list bnal by TN is lames orT►N"rcA M 1= 143 cops. of wallah wed be fundeba• by Caspian* upon toque& General Notes, unless otherwise noted: 2. Y1 ; aupportnlosds lie 4twNnttatom Mords to be laterally braced at and at . 17 impact w� irdp ?i or t«nc p 44 Ipns��tlstbn d kh°is � bracing � wMs►a rah « traao.. b. nd in dry end on�u d • m ve ernUOnefent. 6. balgn aeewnie lull bearing draatirl ail oseuppoorrta shown. Shim or wedge If Nrtes plopn�b�loanTrh acssiaf °tn arid placed so their center 10. w it�ne rnpuTrua�Platte.. IIndiccartted by the prefix 11. �1 a ga rrtstsirmlal is used: AN oM aTi 2b ga. . PlstiE atheN be g LUMBER SPECIFICATIONS SIZE 2x 4 2x 4 2x 4 SPECIE GRADE PANEL(S) TOP CHORDS: BF #2 1- 4 BOTTOM CHORDS: BF #2 1- 3 WEBS: BF STD /STUD 1- 4 TC LATERAL SUPPORT <- 12 "0C. UON. BC LATERAL SUPPORT <- 12•0C. UON. 1' 10 -06 -00 This design prepared from computer input by RoofTrusaInc.DS 12 6.00 C- 2.5x2.6 T C -4x6 4.0" .6 TRUSS SPAN 21'- 0.0" LOAD DURATION INCREASE ■ 1.15 SPACED 24.0" O.C. 1111111111111111111111111111111111111111101 LOADING LL( 25.0)+DL( 9.0) ON TOP CHORD ■ 34.0 PST DL ON BOTTOM CHORD ■ 10.0 PSF* TOTAL LOAD ■ 44.0 PSI* *5 PS? REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. 10 -06 -00 12 Q6.00 ANSI /TPI SINGLE T 1- -1472 B T 2- -1287 B T 3- -1287 B T 4- -1472 Trans ID: 48214 6.3 .4 (1L) -F MEMBER FORCES 1- 1266 W 1- 2- 814 W 2- 3- 1266 W 3- W 4- 411RDH -376 474 474 -376 LEFT - 819 RIGHT - 819 BEARING AREA REQUIRED (SQ. IN) 1 1.31 DF / 2.02 HF / 1.93 SPF 5 1.31 DF / 2.02 BF / 1.93 SPF \t3 O t 1' J It c_4 �(■0 d7 c N cc too D. ....., i__i u3 GI C- 2.5x2.6 F TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 481 -0900 C- 2.5x4.3 C- 2.5x4.3 C- 2.5x4.3(S) 9 -00 -00 y 12 -00 -00 Scale: 1/4" JOB NAME: BAY DEV, 2008A...9D14D3" FILE NO.: DID3 DATE: 4/15/2004 DES. BY:,-1 .SEQ.: 1666936 21 -00 -00 y1 all'I General Nolo and Warnings bslon canstrucl on of Mime. 2. Builder and erection eonaaaor should be advised of all Gem* Now and Warnings below coast ucJlon conrrncaa. • 3. le.3 ceerreessien webInas pawatMwWsdwensshorse. 4 Ad Mal Isms resisting abmrb suds as Ieeporary and perneasal bnolog. oast be designed and prosUm by *magnet el compete sanctum CompuTrw assumes no wyoosihtilly (or such bradbp. 5. Ne load skein be apreed to arty cosnagnerd until ear ae bracing and tae eaan an eemebts. bed at mo dee stipule any tomb rearm gum Reign suds bet/Piled to any snyoont. CesepaTrve W ao control rear and memos no ropsaMlly for the tabrlsrbo benne& wllrwat and rwueagom oreampowa T. TM doable N Mdebed aelost 10 tan ammeons on truss aglow sat em by TM 1n 11Na1 orTPIIN[CA In UN 143 cplss of,Mdti wet be MooMbed 33 CompuTres upon roma y y Gammas No .L ufNas other 4se noted: 1. l0 wppoA loads ab shown. ng or swat 2. arld tphe��tgyp� �ppp�b �ryhogrds to bbssplaatt&i:ly braced at 3. Impact bGrllamrss1 uu1dssso" 3 �l'sLO ba Wfr ir1 • ncn.carrosiw n`won irnl. assuays fsWdlsbOa�ab p Nr st�pearrots�sdho�wn. 5h arwedge N Wth-gloleln0tan G geshioirty dada. d placed so their carder 16. ggssgg � "Min= rpuTna Hale. indicted by the prefix 11. designs Conou son Plgts b by 'CM the daiBrballOOtr (1 i D ga. rtWerid bused. All aihsrs ors 2b ga. This design prepared from computer input by RoofTrussInc.DS Trans ID: 48214 6.3.4(1L) -F LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2s 4 HF #2 1- 4 BOTTOM CHORDS: 2x 4 HE 42 1- 3 WEBS: 2x 4 HF STD /STUD 1- 4 TC LATERAL SUPPORT <- 12'0C. DON. HC LATERAL SUPPORT <= 12'OC. DON. T 10 -06 -00 12 6.00E/. C- 2.5x2.6 TRUSS SPAR 20,- 10.5' LOAD DURATION INCREASE - 1.15 SPACED 24.0' O.C. LOADING LL( 25.0) +DL( 9.0) ON TOP CHORD - 34.0 PSF DL ON BOTTOM CHORD - 10.0 PSF* TOTAL LOAD - 44.0 PSF' *5 PSF REDUCTION TAKEN ON BOTTOM! CHORD, AXIAL STRESS ONLY. 10 -04 -08 C -4x6 4.0" C- 2.5x2.6 \ Lu z O OQ ° �� w —I rn ,,m Q O a ^1 O Lti CI) ce O ca -3x6 C- 2.5x4.3 C- 2.5x4.3 C- 2.5x4.3(S) C -3x6 9 -00 -00 11 -10 -08 20 -10 -08 Scale: 1/4• JOB NAME: BAY DEV, 2008A...'D2' ANSI /TPI SINGLE T 1= -1461 B T 2- -1276 B T 3- -1263 B T 4- -1448 MEMBER FORCES 1= 1256 W 1- 2- 804 W 2= 3= 1239 W 3- W 4= 4WRDH -376 475 454 -366 LEFT = 814 RIGHT - 814 BEARING AREA REQUIRED (SQ. IN) JOINT 1 1.30 DF / 2.01 HF / 1.92 SPF JOINT 5 1.30 DF / 2.01 HF / 1.92 SPF FILE NO.: D2 DATE: 4/15/2004 DES. BY: -f�^•"" .SEQ.: 1666937 Y1. Need a Omni Melee awd w..J.s bolero wloIncilon of inane. 2. Saadi( and erectlen ooeloctor ea.dd be advised gas Gm.d NoW and Windage Woo aonMndMn oormaaaa. e. tea posepelesiess web brides Mel M InaYiidwMw sheen .. 1. *11 leased Pone ladedb i dwmIe aueb as Mapoury and Ornament bracing. .as be deigned end provided by dodgier of eaglet e.naae. Corpoirrue 1. No load MouMdM pogd to efor web Ow al bracing and faeMnNe and co p*Me. end al M ten NNW any leads greater thaw deign leads be applied to say o«hp«heh+. s Co. uTnmtunno (NNWeverseaemotesMreact.slWgyIanMe fabrication. aaMlag. ebpal - and ledagelloo of compOneatL T. TrwdeMMManelebsd MOWN lee NmIlmwen woes *elope set ISM by TIM IN•I1erT1W TCAMI101141copNNO fwale.wigMAgalsbed by CenouTrw upon n usM. G.MfaM Now. unless °Mania noted: 1, • . to support loads as shown. .asz nis Bii and bottom fiorQs to be laterally braced at 49. of Ws2T s the tile, ir►UN e*peui OOMric x. state Pon CIF"( p� �f. 4:1514.-4 r10nV!e.nvifOiullgnt. O. D.s1ir'i��ll�wr °(t,Uilwlp al UPI supports shown. Shim or wedge it on te6se +ofbuss. and paced so their center Tin Plate, ignddiccattedd by the pallx 1 t rl�g�u /Ul oC are . �. 1 ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 481 -0900 This design prepared from computer input by RoofTruesIuc.DS Trans ID: 48214 1.09(1L) -W LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2z 6 MSR 1650F 1, 2 BOTTOM CHORDS: 2z 8 MSR 1650F 1- 3 WEBS: 2x 4 MSR 1650F 1, 2 TC LATERAL SUPPORT <= 12 "0C, UON. BC LATERAL SUPPORT <= 12 "0C, UON. csi 0 C- 5x14.5 TC UNIF LL( BC UNIF LL( 11 Olf 21- 0- 0 GIRDER TRUSS SUPPORTING 28- 0- 0 LOAD DURATION INCREASE = 1.15 + LOADING 50.0) +DL( 18.0)= 68.0 PLF 0' .0" TO 21' .0" VERT 325.0) +DL( 192.0)= 517.0 PLF 0' .0" TO 21' .0• VERT ( 2 ) complete trusses required. Join together with 3 "x.131 DIA GUN nails staggered at 12• oc throughout top chords, 4" oc throughout bottom chords, 12' oc throughout webs. Stagger splices on adjacent members. U OQ 10 -06 -00 10 -06 -00 w °- 12 6.00(7 C -7x7.7 12 H U Q 6.00 W CA C6 1=1 t=3 cJ J ANSI /TPI 2 MEMBER FORCES W4WRDB T 1= -8594 B 1= 7686 11 1= 4040 T 2= -8594 B 2= 5646 W 2- 4040 B 3- 7686 LEFT = 6142 RIGHT = 6142 BEARING AREA REQUIRED (SQ. IN) JOINT 1 9.83 DF / 15.17 HF / 14.45 SPF JOINT 3 9.83 DF / 15.17 HF / 14.45 SPF Z \ 0 tig CD 1- OZ 215 U -I m C- 5x14.5 en LiI 3, 3, C -3x4.3 C -3x7.7 CN- 7x11.9(S) 9 -00 -00 3, C -3x7.7 4" Typ C -3x4.3 12 -00 -00 Scale: 1 /4" JOB NAME: BAY DEV, 2008A... 01D4" 21 -00 -00 y 3. FILE NO.: D4 DATE: 4/15/2004 DES. BY: .P1,1/ SEQ.: 1666938 t1. NusI an General Nolo w Warnings balers soIIM cfbn of w..... 2. Maim and sndios eorerdar aboard M idv sd of w Comsat Holm and Pinnelswo token oenabudlen eosonocaa • 3. 1a3 c m9nsfet woe bolds. mow b Imsaaad mans .bo=a .. 4. AN Mond bras .aaI stealth meal as Mmya+ry sod Nnaawant tmaebq, mm os b dadpd and rrwadad by Mwtaonr of estiNY Mmwmm• for ants lasseloo. 1. N01261111110,41 Tb MOW to r until aftw all Melo. SSW tYabrrrs aro antpYla. sad it no Om Would any foods moles ern Melon toads be Hosed to any awlgermt. e. Cowl 's=lsow oetfat over amdaMMMa-noraA: yforw. tabieatb", bwdaq, abt9e. -t and btaheaaam of comrewnta. 7. This Mdett la l nidrd matted t w amitaaomn on AMS MINT ad long by TM in HIS41 or TPAWMA m Sett 143 eagles ofwbkh wr b atmdnbd by CoreplTrw epee Mae&L tfeflani Notes, union otherwise noted: 1. to twit to be laterally braced at r rails utred *two lawn 4 . 2. ' • a is the rra�tsia rnon•mrro�lw iml ororui ent, a(sors�rdnryr�r�dl aislrlW hAI bearinap at a9 supports shoos. Shin or wedge It adeo�,�e In�os a: :" . • tae on bol 1, esti ignd placed so their center �onisinT�r is Plate, lInnddicoratteedd by the prefix desire (19 11. 1 nleterlal is use0 Alt dhers eTb �. ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 . 481 -0900 • This design prepared from computer input by RoofTrusslnc.DS Trans ID: 48214 6.3.4(11) —F LUMBER SPECIFICATIONS SIZE SPECIE GRADE TOP CHORDS: 2x 4 NSR 1650F BOTTOM CHORDS: 2x 4 NSR 1650F WEBS: u Q 2* 4 HF STD /STUD I-- 2x 4 MSR 1650F u a L(s) 6 W U TC LATERAL SUPPORT <- 1210 BC LATERAL SUPPORT <= 12100J fWW � O U T 14 -00 -00 TRUSS SPAN 28'- 0.0e LOAD DURATION INCREASE ■ 1.15 SPACED 24.0" 0.C. LOADING LL( 25.0)+DL( 9.0) ON TOP CHORD ■ 34.0 PSF DL ON BOTTOM CHORD ■ 10.0 PSF* TOTAL LOAD ■ 44.0 PSF* *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. 14 -00 -00 ANSI /TPI SINGLE MEMBER FORCES 4WRDH T 1= -2002 B 1= 1718 W 1= -511 T 2= -1911 B 2= 1084 W 2= 797 T 3= -1419 B 3= 1653 W 3= 518 T 4- -3496 B 4- 3383 W 4- -935 T 5= -3501 W 5= 2095 T 6- -3745 w 6- -199 W 7- -185 LEFT ■ 1092 RIGHT ■ 1092 BEARING AREA REQUIRED (SQ. IN) JOINT 1 1.75 DF / 2.70 HF / 2.57 SPF JOINT 7 1.75 DF / 2.70 HF / 2.57 SPF ROOF TRUSS SUPPLY, INC. P.O. BOX 532 W00DINVILLE, WA 98072 481 -0900 Scale: 1/4' JOB VBME: BAY DIY, 2008A...rE2* FILE NO.: 82 DATE: 4/15/2004 DES. BY :ell:✓ .SEQ.: 1666939 MrraltNINGS: 1. Nob ea Gams' Notes sad Mambo Wien csaeonrotlon abases. 2. Builder sod erection oo*tractor should M advised dab General Hobe and M4h*te5s IS eo**rnalen ee***o*ess. a 1x1 oo.pww.* web Orate: snob W robbed a»n shown.. t N isedsees stdeiaUdnwMeausSasMuMer *hysadpawwMMICYht. ~II W d:dPed sod t>teMMd.y dederaf of ::spate dnrotws. GospuTr*s mums aow15usi yfarareaMsein" S. No load beak! M maid b asy wshpeaaa{ u*e1 Mar W heeded sad beleaae ace co*pbM, sad duo awe should any leads /ester Sam dada* bads be spiaod M **y csspoas L S. Ca.puTan kb 5o wind o.w bodassomes as respamiblay for Ms 7. Thee 5.451 IS Robbed aaUot b Me N sobers ea tam Maps eel law by TPl M 15841 ciiPS I TCA M SCSI 1418 abbe of wbidi de W iwddwd try Camp a,u. upon nernl. General Notes, unless otherwise noted: 1 . . {O $UDDOd loads saancrewnottoinvely l to be laterally braced at et 1Z 1. red where shown+. oob�! ems be nti = vetriarN� mrnt. { fun beeMO at ab suppoorrttss shown Shim or wedge if isof tell ri acid placed so their center True Plate, indicated by the prefix Plate MUM wed olhere e�re�2b ga. CampuTrua Inc. This design prepared from computer input by RoofTruasInc.DS Trans ID: 48214 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: - -. 2x 4 HSR 1650F 1- 6 BOTTOM CHORDS: W 2x 4 HSR 1650F 1- 4 WEBS: 2x 4 RF STD /STUD 1- 4, 6- CD Q 2x 4 HSR 1650F 5 ; W 1-1 1,0 TC LATERAL SUPPORT <= 12'0C. UO* BC LATERAL SUPPORT <= 12'0C. UOAw V L§ LU X13 -09 -00 6.001 TRUSS SPAN 27'- 9.0' LOAD DURATION INCREASE - 1.15 SPACED 24.0" 0.C. LOADING 25.0) +DL( 9.0) ON TOP CHORD - 34.0 DL ON BOTTOM CHORD = 10.0 TOTAL LOAD = 44.0 *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. C- 2.5x2.6 m� C -4x6 4.0" PSF PSF* PSF* 14 -00 -00 C -3x7.7 12 's;16.00 C- 2.5x2.6 C- 2.5x2.6 ANSI /TPI SINGLE MEMBER FORCES T 1= -1948 B 1= 1660 N 1= -490 T 2= -1851 B 2= 1064 K 2= 745 T 3= -1397 B 3= 1629 K 3= 519 T 4= -3455 B 4= 3348 K 4= -929 T 5■ -3460 K 5= 2075 T 6= -3706 K 6= -198 K 7= -187 LEFT = 1083 RIGHT = 4WRDH 1082 BEARING AREA REQUIRED (SQ. IN) JOINT 1 1.73 DF / 2.67 HF / 2.55 SPF JOINT 7 1.73 DF / 2.67 13F / 2.55 SPF 1 ROOF TRUSS SUPPLY, INC. . P.O. BOX 532 W00DINVILLE, WA 98072 481 -0900 C -3x9.4 r, C -4x6 C-2.5x4.3 C- 5.5x9.4 C -5x6 3.00 3.00 0 12 12 15 -05 -00 5 -11 -04 6 -04 -12 Scale: 1/4" JOB NAME: BPIT DEW, 2008A...'E3' FILE NO.: E3 DATE: 4/15/2004 DES. BY:.41 •. SEQ. : 1666940 27 -09 -00 y WARNINGS: 1. Rost NI Nosord Notes sae Window edots oensesodon of trusses. 2. Seeder sod owe= ceeks aorshoddbsadvisedolaeOttr nalNoewsod Waldo.Woo eoaalrut N=ee ime a. 3. ix, cearw - onevil Yudui llSdS ph +. 4. AI Moral Ions -a1aMa NoraoMO such as m-prary and poneroot Madly. a .. be datloud and prwldod b designsr el soon* Museum. Cos puTn- amens se - apoaally fraud. bud* 1. No bed slisu d he seeded es awl doNosrM trial aer as faraday and belsesn me asolsN. pod at ail doe should any bads sesame Mee help beds Ss appbs to any s- pestsi. S. CssieuTras has NS most Goss and assures as wapeneeel y trim farlcaemt ha IM& salaatfnt and Ins oaaslon D rnalloona. T. Tide Mdsslafwddwd.fb dtto*MHMnMwssWoed desssatleak by TM In Ias411 or TPVWTCA N NCO 144 copse el WON wed to CeatMhae by Comennes open excuse. toms' Nob txiIsss o hsrlrlse nolsd: 1. s, support Toads as sltowrt. 2. �_ _ c asruu°d'rt',°�'11M sod bottom to be Iatra 1y braced at nw Zsutta coeosw amri Wit. assutrtia 1 Irprs� aG suppoA . S *loo Stern or wedge If bdoth?s oiUwsarid paced so Ater center �Ianran aepuTrus Plata. Iodated by urn prefix 11,d mu(1 MSS fA gat rtrt t& usobdy cri ans2b ga. •1' ,t'• 1? .r CampuT; ue Inc. This design prepared from computer input bY RoolTrussInc.Ds Trans ID: 48213 6.3.4(1L) -F LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 1650E 1- 6 BOTTOM CHORDS: 2x 4 MSR 1650F 1- 4 W NESS: 2x 4 HF STD /STUD 1- 4, .6i.a-7z -4- 2x 4 MSR 1650E 5 FQ-I o !R- t� TC LATERAL SUPPORT <- 1290C. Upn m. BC LATERAL SUPPORT <- 12.00. UMW z � W UO —.i W 1[11 n 13 -09 -00 T U 12 6.00 f 1 sgl CD 0 Scale: 1/4" JOB NAME: BAY DEV, 2008A... "E4" I TRUSS SPAN 27'- 9.0" LOAD DURATION INCREASE • 1.15 SPACED 24.0" O.C. LOADING 25.0)+0L( 9.0) ON TOP CHORD = 34.0 DL ON BOTTOM CHORD - 10.0 TOTAL LOAD = 44.0 *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. Psr PSF* PSF* 14 -00 -00 ANSI/TPI SINGLE MEMBER FORCES 4NRDH T 1■ -1957 B 1- 1668 N 1= 84 T 2= -1339 B 2= 1666 N 2= -666 T 3- -1232 B 3- 1660 N 3- 796 T 4- -3343 B 4- 3367 N 4- -985 T 5- -3357 N 5- 2016 T 6- -3722 N 6- -210 N 7- -306 C -4x6 4.0" 12 Q6.00 � C- 3x7.7. 3.0 C -3x6 C- 2.5x2.6 soh C- 5.5x9.4 C- 2.5x2.6 C- 5.5x11.9 13 -05 -00 C- 2.5x2.6 3.00 3.00 �- 12 12 LEFT = 1083 RIGHT = 1082 BEARING AREA REQUIRED (SQ. IN) JOINT 1 1.73 DE / 2.67 HF / 2.55 SPF JOINT 7 1.73 DF / 2.67 HF / 2.55 SPF ROOF TRUSS SUPPLY, INC. P.O. BOX 532 WOODINVILLE, WA 98072 481 -0900 C -3x9.4 0 �I 0 0 27 -09 -00 6 -11 -04 7 -04 -12 y y FILE NO.: S4 DATE: 4/15/2004 DES. 9Y: /?w /•SEQ.: 1666934 WARNINGS: all Gansu! Now and Maims beam combustion of trusses. 2. &Ads/ lied "wales cossaaer should be advised of all Genera' Nebo and Wombs. Was donsbuabn "oaaanose. 7. 1 :7 eoa+leealae web terms swat as blow wbew Mss s. 4. AN lassal to a nwlablg siawrda suck as Ismowry and /a1nWMa1 braillg. sem Ss dadased and provided by helps► of soM1sM anuslurs. R Ns�bad should bs amiled le any warn �a l Imams aM tewMre en amolsek, sad et MUM swan any loess snow Man design baM M apprsd q ally "4101/1"11. s CaquTrua trot so conbsl ew and aswewe ns respessbrlly tar lie 6Mra• lek naedMlg, sIdesse It ssd buteaersn M ess poesab. 7. Ter bays Is anna bad Sweet p Oa asdtaamw an Mass designs at teal IN TN MINIMA erTMNTGAin Willa emiseNMidi Mr be fusdlllsd by Co=peT1w upon wpdsi. General Nobs. unless otherwise noted: 2• . Iqn to support toads shown. : a assumes j»{ Mads b be laterally o obraced at .sro rittol ?g l�le �4adort noh s tl vo enVUOnn M nt, of use. ali supports shown. Shim or 8116:4 N s: ",�h itderaron =Cats Hof urand placed so their center td ��iw'a trta Cot�puTan Plate, bndloted DY tha txsflz 11. (taw e t�mrfetfan li �w.d Itltleotnsi`ar�i 26 �. 1 4 iS _T j U C ., A i. 01'.1 -4 29 0IS dUth 40 '' h -Stteet,.Taddmo,.WA-'98400.-$607.'�::": ":., . Tel 474-9449- 1513 Z w 2 D JU 00 U 0 (1) w J T- J U) LL WO U. D CY F. W 0 Z F- W LU 2 5 D L) O La WW X u. 0 Z W U) O Z f �4 3 Sitts & Hill Engineers, Inc. Professional Engineers & Planners 2901 South 40 Street Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 Job Name Crescent 2008 Plan Job No. 11 ,468 Sheet No. 1 BY MA Date. 3/04 INDEX BASIS OF DESIGN 2 DESIGN LOADS 3 GRAVITY ANALYSIS 4 -45 LATERAL ANALYSIS 46 -62 z Z �w U O N N LL. WO 2 �. IQ U� = �i Z �. 1.- O z i— U� O N o t-- Uj UJ i— FU-- u. O .. z W O Z r 4 Sitts & Hill Engineers, Inc. Professional Engineers & Planners 2901 South 40" Street Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 Job Name Crescent 2008 Plan Job No. 11 ,468 Sheet No. 2 By MA Date 3104 BASIS OF DESIGN BUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE. LOADS: ROOF LIVE LOAD = 25 PSF (SNOW). ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. STAIR LIVE LOAD = 100 PSF. WIND LOAD: 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.30) FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 2000 PSF. CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: FOUNDATIONS -------------------------------------------- - - - - -- -2,500 PSI REINFORCING: BARS #5 AND LARGER: Fy = 60,000 PSI. BARS #4 AND SMALLER: Fy = 40,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: Fy = 36,000 PSI. BOLTS: A307 WOOD: L"10ZeE TYPE JOISTS 2X4---------------------------------------------------------- -- ----------------------------------------- H.F. #2 2X6 OR LARGER ------------------------------------------------------------------------------------ H.F. #2 BEAMS WIDTH4" OR LESS ----------------------- -- ------------------------------------------------------- D.F. #2 WIDTH GREATER THAN --------------------------------------------------------------------------------------------- - -D.F. #2 LEDGERS AND TOPPLATES -------------------------------------------------------------------------------------- - -H.F. #2 STUDS 2X4---------------------------------------------------------------------------------------------------- H. F. #2 2 X 6 OR LARGER ---------------------------------------------------------------------------------- H.F. #2 POSTS 4X4------------------ ----------------------------------------------------------------------- - -D.F. #2 4 X 6 OR LARGER ---------------------------------------------------------------------------------- D.F. #2 6 X 6 OR LARGER ---------------------------------------------------------------------------------- D.F. #2 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 190 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. ENGINEERED WOOD BEAMS (PARALLAM PSL): Fb = 2,900 PSI, Fv = 290 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 2,000,000 PSI. z '~ w UO rn O J H CO U_ WO U? U =W �_ zP ZR Uj5 U ON oI.- WW LL O .. z W co O z 3 t a DESIGN LOADS Sifts & Hill Engineers, Inc. ,lob Name. Crescent 2008 Plan Professional Engineers 2901 South 40 Street Job No. 11,468 Sheet No. 3 Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 By MA Date. 3104 ROOF DEAD LOADS: ROOF 6.5 PSF INSULATION 2,0 SHEATHING 1.5 FRAMING 2.5 BEAMS 1.5 MISC. MECH., & LGTN. 2.0 16 PSF TOTAL DEAD LOAD ROOF LIVE LOAD: 25 PSF (SNOW) FLOOR DEAD LOADS: FLR. COVER 1 PSF INSULATION 1.0 SHEATHING 3.0 FRAMING 3.0 BEAMS 2,0 MISC. MECH., & LGTN. 2.0 12 PSF TOTAL DEAD LOAD FLOOR LIVE LOAD: 40 PSF (REDUCIBLE) PREFABRICATED WOOD TRUSSES AND FLOOR JOISTS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON z �z �w 3 U U O N C0 w J = F— N U. WO �Q co) =w z �— O z h— W Uj �p U O N o t- WW i=— F- It. O lil z' CO U O z OF t � 6,1 i t i� 14 Z Z �~ W � D JU 00, N NLL WO �Q co = �W ' Z F F- O Z 1- W LU D0 ON 0 4- WW H� U- O .Z co O Z ROOF FRAM I NC-7 FLAN "A SCALE, I /R' . 1'-0* i . I I JACKS s _T 3 Z }�-- Z � QQ C JU UO U 0 CO LLI J = CO U w LL j S2d = w F- _ ? F- O Z I- w w U O � 0 f- w 2 H� u. O lIJ Z CO O Z f< O O F F RA M I NC--7 FLA I 1 FOUNOATIOfi YQ e SITTS & HILL ENGINEERS, INC. DESIGNED DATE jOI3 1JA TACOMA, WASHINGTON (253) 474-9449 CHECKED— M-1 DATE SHEET PROJECT. - O�-s cEvr zwoa ill 5 OF — Z k- w L) 00 cj) 0 U) ui w T_ J I. S2 LL W LL F . LIJ 0 z �_ LU Ljj 2 :3 o ff WW L) LL 0 z O Z L ;> � -A_ 1 1 I L__ J Vii._ :...i I­ -_��: :. _�. � _� -_, . -_ r I -' 70 j I - __� _ 'FL I "• - L 1- 44 tj �(_ •_ �•,!- ,�,l..i. 4­4 �� r � _�_.$. F .i�. + W ­ _LL j y k D - T CIT .- T -7- 7 K L 4 J-d-H-H _4 4 ... .... . . . . . . till A__ 1__ T-11 J - �_.�..� a�� }-� _r 1 ! r i _; ..� .f _H { f. + F T 7777 - T ;j- 01 ;5 1 _x! 11 4 T' IT 11- _ d L _..�. ��_!_..- � -� � .: -- -. ..!_ 4--- J---#_ ! �__ -i __l_ 1 (�i - :�_. �1._�i_.. - - i-- -- - 7 4-, -4- L L � i __ 1 7 TERI --f-d-A ------ if dt d_ 2 7. 1 T­ I '6' . ...... I . . J_j - T -J_ rj­ 4 41. - FF _7 .. . ......... . ------ ----- .. .... J.J J.: - :t:L 7_j t H E, 1 I (, � 1 + 1' _ -i_ 1 I � - -! 1 � i , i -, T _ ,__� ,_.{ ,- ._- � -,� :.f _r"i " { "�` __ - - 7 - !•' ! I I !" , - - - - - I - - T- _-�-. �..�. �._._� T_7 T'ji-4- 7 -:1. r Z k- w L) 00 cj) 0 U) ui w T_ J I. S2 LL W LL F . LIJ 0 z �_ LU Ljj 2 :3 o ff WW L) LL 0 z O Z SITTS & HILL ENGINEERS, INC. DE 41 SIGNED DATE 04- Jog 11,448 TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET — PROJECT---- 6 OF �� W 00 co a co LU W 3: U_ W LL W 0 P W UJ U 5 WW C ILL 0 W z co 0 Z gill �a.._.- �-.a....... �._}..._ �..__-. �--- - - I _..._�. __-- ..�...I,_- . -.�.� ..... .!_ .... .l__ t__!-_ �...— i— _..�__..._---- '�- �._..1.+.. ! ! l� I �I , i I i , - -' - -, L 4- L r ,I V _­ iD L L T I �- qf ' � � # �'1 1 JL J- I i I I i I 4-1 -7 6 fi J t T F1 - 1 _ } `�'_u - �_. �__ }a� _x }:��..��!��U _ _�- }_ - - l � �! 3� :�_�L _'_�t� I - -I- ��r -�� .. _��..�����Li =_� _� . L � 4- i � �_L_.r� , ;��- -� _' ' :� -_ 1_.�. E. t �- ....�_ ; I i j I._i I I - _•� -�- _. I -U_ :_ �� -- - -- 1-� -� r _ �� ' - i�l - �! _L.._ : 1 - -fi ��- � = _ i ' 1 - .. _.I .. __ . _,_ 1- r I I I I _ - -C -.1 I I. � � '_.�.' _ I j i- -- �__ _ 1 1 - - '(}''�� ! - - - - -f "- 1-J _ -.�'. 7 _''. -i r _..1� 7 7 _. �... _f+ L _i..- _A_ . . . . . . J:f - Jt� f I i i_f i I i J i I T ( ( — i �^ —. I- - f :. �Y�p�1_ - -: t.- --_.}I A — 'T Vii_ : - - L - -!� i i- _J ----- III T _Tp. TT . 1p _E + -IT J L_ -j- _L. r 17 t ------------- . . ... ..... ... . ....... .... ... 71 - . ....... . ... T TFF i f fi._..� . . .... .... :� ":}_ _!..._i.._i_._.1.-- --- 1---� `__ ` - 'i 1 I I I I � f _.._.._. i _.. i ..._ � } _ }_ }__ }_�__f ..... .... . I__i 1 . ... jq - t : _:p j �� W 00 co a co LU W 3: U_ W LL W 0 P W UJ U 5 WW C ILL 0 W z co 0 Z gill Title: CRESCENT 2008 PLAN Job #11468 Dsgnr: MA Date: Description: ROOF FRAMING Scope : 7A RCV. VVVVVV User: KW0602611.Ver5.6.0,2 -Sep -2002 Dead Load General Timber Beam Left Cantilever... Page 1 1 otal toad (c)1983.2002 ENERCALC Engineering Software -0.014 in p:\ 1 1400\1 1 4 68 \calculatlons111468.emCalcula Deflection Description Beam 1A 0.000 in ...Location 3.000 ft 3.000 ft Z 0.0 0.0 ...Length /Deft 5,255.8 2,051.05 '~ w 2.06 k Camber ( using 1.5 * D.L. Defl ) ... 21.064 in2 Deflection General information 0.000 in Calculations are designed to 1997 NDS and 1997 UBC Requirements Bearing @ Supports ...Length /Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd Section Name 6x10 Max. Right Reaction Center Span 6.00 it .....Lu @ Right 0.00 ft 0 0 Beam Width 5.500 in Left Cantilever ft .....Lu Stress Calcs 0.00 ft N Beam Depth 9.500 in Right Cantilever it .....Lu Bending Analysis 0.00 ft W Member Type Sawn Douglas Fir - Larch, No.2 Beam Ck 29.150 Le 0.000 ft J 82.729 in3 Area 52.250 in2 Fb Base Allow 875.0 psi Cf 1.000 Rb 0.000 fn U. Load Dur. Factor 1.150 Fv Allow 85.0 psi O Beam End Fixity Pin -Pin Fe Allow 625.0 psi W E 1,300.0 ks) Q 5- Full Length Uniform Loads = d Center DL 240.00 #/ft LL 375.00 # /ft _ Left Cantilever DL #/ft LL #/ft Z H Right Cantilever DL # /ft LL #/ft }.. O z WW Summary Beam Design OK o U Span= 6.00ft, Beam Width = 5.500in x Depth = 9.51n, Ends are Pin -Pin Max Stress Ratio 0.403 ; 1 0 _ Maximum Moment 2.8 k -ft Maximum Shear * 1.5 2.1 k W W Allowable 6.9 k -ft Allowable 5.1 k H 0 Max. Positive Moment 2.77 k -ft at 3.000 ft Shear: @ Left 1.84 k U_ .. Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.84 k Z Max @ Left Support Max Support 0.00 0.00 k -ft Camber: k @ Left @ Center 0.000 In 0.021 in W to @ Right -ft in = F" Max. M allow 6.94 Reactions... @ Right 0.000 F .0 fb 401.43 psi fv 39.41 psi Left DL 0.72 k Max 1.84 k Fb 1,006.25 psi Fv 97.75 psi Right DL 0.72 k Max 1.84 k Deflections Center Span... Dead Load Total Load Left Cantilever... uead Logo 1 otal toad Deflection -0.014 in -0.035 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 5,255.8 2,051.05 Right Cantilever... 2.06 k Camber ( using 1.5 * D.L. Defl ) ... 21.064 in2 Deflection 0.000 in 0.000 in @ Center 0.021 in Bearing @ Supports ...Length /Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.537 in Max. Right Reaction 1.84 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 2.77 k -ft 33.00 in3 1,006.25 psi @ Left Support 0.00 k -ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k -ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.06 k 2.06 k Area Required 21.064 in2 21.064 in2 Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports Max. Left Reaction 1.84 k Bearing Length Req'd 0.537 in Max. Right Reaction 1.84 k Bearing Length Req'd 0.537 in I Title : CRESCENT 2008 PLAN Dsgnr: MA Date: Description: ROOF FRAMING Scope : Job # 11468 0 User: KW-060261 1, Ver 5.6.0, 2- Se p -2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p:\ 1 1 4 0011 1 46 8 \calcula11ons%11468,emCalcula Description Beam 1 B General information Ibs Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Ibs Center Span 6.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir- Larch, No.2 Beam 125.00 #/ft End Loc Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi DL @ Right 240.00 #/ft E 1,300.0 ksi Trapezoidal Loads Ibs Ibs Ibs Ibs . Ibs Ibs #1 DL @ Left 48.00 #/ft LL @ Left 75.00 # /ft Start Loc 0.000 ft DL @ Right 90.00 #/ft LL @ Right 125.00 #/ft End Loc 4.500 ft #2 DL @ Left 240.00 #/ft LL @ Left 375.00 #/ft Start Loc 4.500 ft DL @ Right 240.00 #/ft LL @ Right 375.00 #/ft End Loc 6.000 ft Point Loads Maximum Moment 4.5 k -ft Maximum Shear "' Live Load Ibs Ibs Ibs Ibs Ibs . Ibs Ibs ...distance 4,500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft j Summary � Beam Design OK Span= 6.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.570 : 1 Maximum Moment 4.5 k -ft Maximum Shear "' 1.5 4.4 k Allowable 6.9 k -ft Allowable 5.1 k Max. Positive Moment 4.45 k -ft at 4.488 ft Shear: @ Left 1.34 k Max. Negative Moment -0.00 k -ft at 6.000 ft @ Right 3.43 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.058 in Max. M allow 6.94 Reactions... @ Right 0.000 in fl) 645.69 psi fv 85.01 psi Left DL 1.00 k Max 1.34 k Fb 1,006.25 psi Fv 97.75 psi Right DL 2.76 k Max 3.43 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.038 in -0.047 in Deflection 0.000 in 0.000 in ...Location 3,312 ft 3.288 ft ...Length /Deft 0.0 0.0 ...Length /Deft 1,878.0 1,548.08 Right Cantilever... Camber ( using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.058 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Z li- w 0 CO ° Ito 11j J H NLL WO J LL Q to _. = �W Z H F- O W ~ W 0 0 ° I_ WW LL O .Z w U= O Z I Title : CRESCENT 2008 PLAN Dsgnr: MA Date: Description: ROOF FRAMING Scope : Job # 11468 1 �a* User: KW- 0602611, Ver5.6,0, 2- Se p -2002 General Timber Beam Page 1 (c)1983 -2002 ENERCALC Engineering Software p:1 1 1400%114 681calculalions111468 .ecw:Calcula Description Beam 2A General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Fuli Length Uniform Loads Center DL 184.00 #/ft LL 287.50 #/ft Left Cantilever DL # /it LL # /ft Right Cantilever DL #/ft LL # /ft Beam Design OK Span= 5.00ft, Beam Width = 5.5001n x Depth = 7.51n, Ends are Pin -Pin Max Stress Ratio 0. 341 : 1 Maximum Moment 1.5 k -ft Maximum Shear " 1. , r- . Allowable 4.3 k -ft Allowable Max. Positive Moment 1.47 k -ft at 2.500 ft Shear: Max. Negative Moment Center Span 5.00 it .....Lu 0.00 ft 5.500 in Left Cantilever ft .....Lu 0.00 ft 7.500 in Right Cantilever ft .....Lu 0.00 ft Sawn Douglas Fir - Larch, No.2 Beam Reactions... Fb Base Allow 875.0 psi 1.150 Fv Allow 85.0 psi Pin -Pin Fc Allow 625.0 psi E 1,300.0 ksi Fuli Length Uniform Loads Center DL 184.00 #/ft LL 287.50 #/ft Left Cantilever DL # /it LL # /ft Right Cantilever DL #/ft LL # /ft Beam Design OK Span= 5.00ft, Beam Width = 5.5001n x Depth = 7.51n, Ends are Pin -Pin Max Stress Ratio 0. 341 : 1 Maximum Moment 1.5 k -ft Maximum Shear " 1. , r- . Allowable 4.3 k -ft Allowable Max. Positive Moment 1.47 k -ft at 2.500 ft Shear: Max. Negative Moment 0.00 k -ft at 5.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 4.32 Reactions... fb 342.91 psi fv 32.23 psi Left DL Fb 1,006.25 psi Fv 97.75 psi Right DL Deflections Camber: 5 1.3'k 4.0 k @ Left 1.18k @ Right 1.18 k @ Left 0.000 in @ Center 0.0151n @ Right 0.000in 0.46 k Max 1.18k 0.46 k Max 1.18 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.010 in -0.026 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ...LengthiDefl 0.0 0.0 ...Length /Deft 5,829.0 2,274.71 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.015 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 29.150 Le 0.000 ft Sxx 51.563 1n3 Area 41.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 1.47 k -ft 17.57 in3 1,006.25 psi @ Left Support 0.00 k -ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k -ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.33 k 1.33 k Area Required 13.602 in2 13.602 In2 Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports Max. Left Reaction 1.18 k Bearing Length Req'd 0.343 in Max. Right Reaction 1.18 k Bearing Length Req'd 0.343 in z z �w 00 Cl) 0 C0 W J H NU_ WO LLQ N� Z d �W Z H H O z H w U 0- 0 !-- WW H� � O . z . W U= O z 0.46 k Max 1.18k 0.46 k Max 1.18 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.010 in -0.026 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ...LengthiDefl 0.0 0.0 ...Length /Deft 5,829.0 2,274.71 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.015 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 29.150 Le 0.000 ft Sxx 51.563 1n3 Area 41.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 1.47 k -ft 17.57 in3 1,006.25 psi @ Left Support 0.00 k -ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k -ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.33 k 1.33 k Area Required 13.602 in2 13.602 In2 Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports Max. Left Reaction 1.18 k Bearing Length Req'd 0.343 in Max. Right Reaction 1.18 k Bearing Length Req'd 0.343 in z z �w 00 Cl) 0 C0 W J H NU_ WO LLQ N� Z d �W Z H H O z H w U 0- 0 !-- WW H� � O . z . W U= O z Max Moment Sxx Read Allowable fb @ Center 1.47 k -ft 17.57 in3 1,006.25 psi @ Left Support 0.00 k -ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k -ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.33 k 1.33 k Area Required 13.602 in2 13.602 In2 Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports Max. Left Reaction 1.18 k Bearing Length Req'd 0.343 in Max. Right Reaction 1.18 k Bearing Length Req'd 0.343 in z z �w 00 Cl) 0 C0 W J H NU_ WO LLQ N� Z d �W Z H H O z H w U 0- 0 !-- WW H� � O . z . W U= O z z z �w 00 Cl) 0 C0 W J H NU_ WO LLQ N� Z d �W Z H H O z H w U 0- 0 !-- WW H� � O . z . W U= O z Title: CRESCENT 2008 PLAN Dsgnr: MA Date: Description: ROOF FRAMING Scope : Job # 11468 813 user ., KW:0602611.Ver5.6.0,2•Sep•2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p:\ 11400\ 11468 \calculations \11468.ecw:Calcula Description Beam 2B General Information Ibs Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 lbs Center Span 5.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 In Right Cantilever ft .....Lu 0.00 it Member Type Sawn Douglas Fir - Larch, No.2 Beam ft DL @ Right Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi #2 DL @ Left 184.00 E 1,300.0 ksi I . Trapezoidal Loads Ibs Ibs Ibs lbs Ibs Ibs ...distance 4.000 ft 0.000 ft #1 DL @ Left 48.00 #/ft LL @ Left 75.00 #/ft Start Loc 0.000 ft DL @ Right 90.00 #/ft LL @ Right 125.00 #/ft End Loc 4.000 ft #2 DL @ Left 184.00 #/ft LL @ Left 287.50 #/ft Start Loc 4.000 ft DL @ Right 184.00 #/ft LL @ Right 287.50 #/ft End Loc 5.000 ft Point Loads Allowable 4.0 k Max. Positive Moment 2.38 k -ft at 4.000 ft Shear: Live Load Ibs Ibs Ibs Ibs lbs Ibs Ibs ...distance 4.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 5.00ft, Beam Width = 5.5001n x Depth = 7.51n, Ends are Pin -Pin Max Stress Ratio 0.864 ; Maximum Moment 2.4 k -ft Maximum Shear * 1.5 3.5 k Allowable 4.3 k -ft Allowable 4.0 k Max. Positive Moment 2.38 k -ft at 4.000 ft Shear: @ Left 0.90 k Max. Negative Moment -0.00 k -ft at 5.000 ft @Right 2.62 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.044 in Max. M allow 4.32 Reactions... @ Right 0.000 in fb 553.78 psi fv 84.47 psi Left DL 0.65 k Max 0.90 k Fb 1,006.25 psi Fv 97.75 psi Right DL 2.18 k Max 2.62 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.029 in -0.036 in Deflection 0.000 in 0.000 in ...Location 2.780 ft 2.740 ft ...Length /Deft 0.0 0.0 ...Length /Deft 2,057.9 1,672.13 Right Cantilever... Camber ( using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.044 in ...Length /Defi 0.0 0.0 @ Left 0.000 in @ Right 0.000 in z �w QQ JU UO ND co W J N LL WO r r U. -u Nd = W H ZO U� ON 0 F- WW u. O .. z w co O z a . Title: CRESCENT 2008 PLAN Job # 11468 Dsgnr: MA Date: n Description : ROOF BEAMS Scope : UserKw.ofi02611,Ver5 Se -200 Dead Load General Timber Beam Left Cantilever... Page 1 Total Load (c)1983.2002 ENERCALC Engineering Software -0.002 in p:\ 11400\ 114681calculations 111468.emCalcula Deflection Description Beam 3 0.000 in ...Location 2.000 ft 2.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 23,275.3 9,743.17 z 0.44 k Camber ( using 1.5 i D.L. Defl ) ... 4.540 in2 iZ 0.000 in 0.000 in @ Center 0.003 in Bearing @ Supports ...Length /Deft General Information 0.0 Calculations are designed to 1997 NDS and 1997 UBC Requirements W Section Name 6x8 0.125 in Center Span 4.00 ft .....Lu 0.43 k 0.00 ft 0.000 in Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft U O Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 It N Cl Member Type Sawn Douglas Fir - Larch, No.2 Beam Ck 29.150 N w Sxx 51.563 in3 Area Fb Base Allow 875.0 psi Cf 1.000 W T_ Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi N LL E 1,300.0 ksi W 0 i Full Length Uniform Loads U. j 1 Center DL 90.00 #/ft LL 125.00 #/ft d Left Cantilever DL # /ft LL #/ft H W Right Cantilever DL #/ft LL #/ft Z Summary Beam Design OK w w LL j Span= 4.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin U � Max Stress Ratio 0.110 :1 N { Maximum Moment 0.4 k -ft Maximum Shear * 1.5 0.4 k l Allowable 4.3 k -ft Allowable 4.0 k W w W w Max. Positive Moment i Max. Negative Moment 0.43 k -ft at 2.000 ft Shear: 0.00 k 0.000 ft @ Left 0.43 k U -ft at @Right 0.43 k � H ! Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Z Max @ Right Support 0.00 k -ft @ Center 0.003 in . U Max. M allow 4.32 Reactions... @ Right 0.000in ~ fb 100.07 psi fv 10.76 psi Left DL 0.18 k Max 0.43 k Z Fb 1,006.25 psi Fv 97.75 psi Right DL 0.18 k Max 0.43 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.005 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 23,275.3 9,743.17 Right Cantilever... 0.44 k Camber ( using 1.5 i D.L. Defl ) ... 4.540 in2 Deflection 0.000 in 0.000 in @ Center 0.003 in Bearing @ Supports ...Length /Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.125 in Max. Right Reaction 0.43 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 0.43 k -ft 5.13 in3 1,006.25 psi @ Left Support 0.00 k -ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k -ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.44 k 0.44 k Area Required 4.540 in2 4.540 in2 Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports Max. Left Reaction 0.43 k Bearing Length Req'd 0.125 in Max. Right Reaction 0.43 k Bearing Length Req'd 0.125 in ID z z �w Q � JU UO Cf) co ui J = H CO U 0 La = a W z F- HO z F- w �5 �o U ON o ff WW Hp LL O . z . W U= O H z MA IN I FL OcDR FLAN SITTS & HILL ENGINEERS, INC. DESIGNED M p DATE / JOB TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET PROJECT ____0Qsa/VT - 2,M? Ao 1) OF I Z N 00 (1) cf) LLJ W m J F- S2 LL W 2 � 9 _j U, cl) F- W Z 3: F- 0 z �_ W LLJ 5 8 W W T_ C.) F- LL 0 z fLi cl) 0 X t F- z AL, - L 7 _._+._.... -- El .. . ...... 2� .4 [1- E . . . . . . . . . . . . -VI �41 — �-i t7! kjj F _ _ -- - mot_.! I _' _ _... r �__��l - _ {__� f C i I � .L_. _.L..� -- -!_ _ '_ �_ r_ _ !. �� -,—� # -_� -. _ I LI _ ELL � 11 { _ X cl J _4T -4-4 EF _. - ± 111" F 1'. 1 J 7 .. H4- F LL-L I fit 7 ­ _q_ T 1A ------ L zl I-A-z ±j- - F . 7 - j rJ T�–H-T T . - kL . . ........... ­­­".. .. jl. 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DESIGNED DATE JOB TACOMA, WASHINGTON ��� 4 g 7 , 4 -9449 CHECKED DATE SHEET PROJECT—Of TTAA/ OF z Z 00 w U_ w o U_ co cll W z 0 z F_ W W 5 c/) 0 a � LU U j LLI 5 U_ 0 z cf) o F- z .. .... .... 1-1- . . ...1_. A.- .. ......... tin. 1 16 6 L J_ II I T 1 — T 'F 7 it F 4 I --- .:.�p,� ^ 1. _ _ . t_.��._ . J 'A it i - Al 32" 4-L F LL L tt 1 . .7 rr . f T_ '�` ..0 1 L 44 77 II tt + 4 4. L +F T 7 7 t-,til r T T_ 1 t L T L tfi F T r j— r - 4 4 - li H.J T I 1_ 4 - E + i t - 7 - j, I _ . :_ j 1 z Z 00 w U_ w o U_ co cll W z 0 z F_ W W 5 c/) 0 a � LU U j LLI 5 U_ 0 z cf) o F- z Title: CRESCENT 2008 PLAN Job # 11468 Dsgnr: MA Date: ' Description: UPPER FLOOR BEAMS Scope Rev: 560000 User: KW- 0602611, Vet 5.6.0, 2- Sep -2002 ` Page 1 tcN983.2002 eNERCALC Eng fneedngSoftware General Timber Beam _ p3114001114681calculalions 111468.ecw:Calcula Description Beam 4 General Information 0.669 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x9 Dead LOW Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft .....Lu 0.00 it Member Type GluLam Douglas Fir, 24F - V4 ...Length /Deft 5.3 k Max. Positive Moment Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi 0.044 in @ Right E 1,800.0 ksi Full Length Uniform Loads Center DL 240.00 #/ft LL 375.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 102.00 #/ft LL @ Left 340.00 #/ft Start Loc 0.000 ft DL @ Right 102.00 #/ft LL @ Right 340.00 #/ ft End Loc 6.000 ft Beam Design OK Span= 6.00ft, Beam Width = 3.125in x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio 0.669 : 1 Total Load Left Cantilever... Dead LOW Total Loao Maximum Moment -0.029 in 4. 8 k -ft Maximum Shear" 1.5 3. 6 k Allowable 3.000 ft 8.4 k -ft 0.0 Allowable ...Length /Deft 5.3 k Max. Positive Moment 4.76 k -ft at 3.000 ft Shear: @ Left 3.17 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.044 in @ Right 3.17 k Max @ Left Support 0.00 k -ft @ Left 0.000 in Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 0.000 in @ Center 0.044 in Max. M allow 8.44 Reactions... @ Right 0.000in fb 1,352.96 psi fv 127.18 psi Left DL 1.03 k Max 3.17 k Fb 2,400.00 psi Fv 190.00 psi Right DL 1.03 k Max 317 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead LOW Total Loao Deflection -0.029 in -0.090 in Deflection 0.000 In 0.000 in ...Location. 3.000 ft 3.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 2,467.2 798.27 Right Cantilever... 3.58 k Camber ( using 1.5 * D.L. Defl ) ... 18.826 in2 Deflection 0.000 in 0.000 in @ Center 0.044 in Bearing @ Supports ...Length /Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 1.561 in Max. Right Reaction 3.17 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 42.188 in3 Area 28.125 in2 Cv 1.000 Rb 0.000 Cl 0.000 z a� Z UO WT_ C0 U_ WO � LL. ?. to O = W z F- i- O z F- W5 � O U O �. O F- Ww F� ILL O tii z U= O z Max Moment Sxx Read Allowable fb @ Center 4.76 k -ft 23.78 in3 2,400.00 psi @ Left Support 0.00 k -ft 0.00 In3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.58 k 3.58 k Area Required 18.826 in2 18.826 in2 Fv: Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 3.17 k Bearing Length Req'd 1.561 in Max. Right Reaction 3.17 k Bearing Length Req'd 1.561 in z a� Z UO WT_ C0 U_ WO � LL. ?. to O = W z F- i- O z F- W5 � O U O �. O F- Ww F� ILL O tii z U= O z Title: CRESCENT 2008 PLAN Job # 11468 Dsgnr: MA Date: . Description: UPPER FLOOR BEAMS ), Scope : UserxW-0602611,Ver5.6.0,2- Sep -2002 Dead Load General Timber Beam Left Cantilever... Page 1 total Load (c)1983.2002 ENERCALC Engineering Software -0.008 in p: 111400111468 1calculalions111468.ecw:Calcula Deflection Description Beam 5 0.000 in ...Location 3.000 ft 3.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 8,941.0 2,063.32 z Camber ( using 1.5 * D.L. Defl ) ... i� 0.000 in 0.000 in @ Center 0.012 in ...Length /Deft General Information 0.0 Calculations are designed to 1997 NDS and 1997 UBC Requirements W Section Name 4x10 Center Span 6.00 ft .....Lu 0.00 ft QQ J U Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft U O Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft to p Member Type Sawn Douglas Fir - Larch, No.2 Ck 34.680 U W Sxx 49.911 in3 Area Fb Base Allow 875.0 psi Cf 1.100 J Load Dur. Factor 1.000 Fv Allow 95.0 psi tL Beam End Fixity Pin -Pin Fc Allow 625.0 psi 0 E 1,600.0 ksi Full Length Uniform Loads LL Center DL 102.00 # /ft LL 340.00 #/ft = CY Left Cantilever DL #/ft LL # /ft _ Right Cantilever DL #/ft LL #/ft - z X I- Summary Beam Design OK W W W Span= 6.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.497:1 O N Maximum Moment 2.0 k -ft Maximum Shear * 1.5 1.5 k o ( - Allowable 4.0 k -ft Allowable 3.1 k W - Max. Positive Moment Max. Negative Moment 1.99 k -ft at 3.000 ft Shear: 0.00 k -ft at 6.000 ft @ Left @ Right 1.33 k 1.33 k F_ V U F- - O Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in z Max @ Right Support 0.00 k -ft @ Center 0.0121n lLl N Max. M allow 4.00 Reactions... @ Right 0.000 in U � _ ~ fb 478.21 psi fv 45.71 psi Left DL 0.31 k Max 1.33 k Fb 962.50 psi Fv 95.00 psi Right DL 0.31 k Max 1.33 k Z Deflections 0 Center Span... Dead Load Total Load Left Cantilever... uead Load total Load Deflection -0.008 in -0.035 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 8,941.0 2,063.32 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.012 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 34.680 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.100 Rb 0.000 Cl 0.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Max Moment Sxx Read Allowable fb 1.99 k -ft 24.80 in3 962.50 psi 0.00 k -ft 0.00 in3 962.50 psi 0.00 k -ft 0.00 in3 962.50 psi @ Left Support 1.48 k . 15.577 in2 95.00 psi 1.33 k 1.33 k @ Right Support 1.48 k 15.577 In2 95.00 psi Bearing Length Req'd 0.606 in Bearing Length Req'd 0.606 in Title : CRESCENT 2008 PLAN Job #11468 Dsgnr: MA Date: Description : UPPER FLOOR BEAMS Scope : User: Kw- 0602611,Ver 5.6.0 2-Sep-2002 General Timber Beam Total Load Page 1' Dead Load (c)1983 -2002 ENERCALC Engineering Software Deflection p:\ 11400111468 \calculations\11468.ecw:Calcula -0.249 in Description Beam 6 0.000 in 0.000 in ...Location 4.500 ft 4.500 ft ...Length /Deft 0.0 0.0 z 1,876.5 433.04 Right Cantilever... 4,38 k Camber ( using 1.5 * D.L. Defl ) ... 15.105 in2 Deflection 0.000 in General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ~ W Bearing @ Supports ...Length /Deft 0.0 0.0 @ Left Section Name Prllm: 3.5x9,25 Center Span 9.00 ft .....Lu 1.543 in 0.00 ft 3.51 k Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft U O Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft p Member Type GluLam Truss Joist - MacMillan, Parallam 2.0E Bending Analysis Fb Base Allow 2,900.0 psi Ck 21.298 J H Load Dur. Factor 1.000 Fv Allow 290.0 psi 32.375 in2 Beam End Fixity Pin -Pin Fc Allow 650.0 psi E ksi 0.000 W 0 2,000.0 W Full Length Uniform Loads Center DL 180.00 # /ft LL 600.00 #/ft d Left Cantilever DL #/ft LL # /ft W Right Cantilever DL # /ft LL #/ft Z Summary Beam Design OK 11- W W Span= 9.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin U 5 Max Stress Ratio 0.655 rn Maximum Moment 7. k -ft Maximum Shear * 1.5 4 .4 k 0 H Allowable 12.1 k -ft Allowable 9. 4 k WW Max. Positive Moment 7.90 k -ft at 4.500 ft Shear: @ Left 3.51 k = U Max. Negative Moment 0.00 k -ft at 9.000 ft @ Right 3.51 k ~ i+ Max @Left Support 0.00 k -ft Camber: @Left 0.000 in LL 0 Z Max @ Right Support 0.00 k -ft @ Center 0.0861n Max. M allow 12.06 Reactions... @ Right 0.000in S ~ fb 1,898.76 psi fV 135.30 psi Left DL 0.81 k Max 3.51 k O Fb 2,900.00 psi Fv 290.00 psi Right DL 0.81 k Max 3.51 k Z Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.058 in -0.249 in Deflection 0.000 in 0.000 in ...Location 4.500 ft 4.500 ft ...Length /Deft 0.0 0.0 ...Length /Deft 1,876.5 433.04 Right Cantilever... 4,38 k Camber ( using 1.5 * D.L. Defl ) ... 15.105 in2 Deflection 0.000 in 0.000 in @ Center 0.086 in Bearing @ Supports ...Length /Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 1.543 in Max. Right Reaction 3.51 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cv 1.000 Rb 0.000 Cl 0.000 M . „,�..a�.•.,:.- z .-r-: e1..�.,.4�„ W , U,.: s.�:..):o...a..w...�.>.t.,.,�.. Max Moment Sxx Reo'd Allowable fb @ Center 7.90 k -ft 32.68 in3 2,900.00 psi • Left Support 0.00 k -ft 0.00 in3 2,900.00 psi • Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.38 k 4,38 k Area Required 15.105 in2 15.105 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 3.51 k Bearing Length Req'd 1.543 in Max. Right Reaction 3.51 k Bearing Length Req'd 1.543 In M . „,�..a�.•.,:.- z .-r-: e1..�.,.4�„ W , U,.: s.�:..):o...a..w...�.>.t.,.,�.. (c)1983.2002 ENERCALC Engineering Software Description Beam 7 Title: CRESCENT 2008 PLAN Dsgnr: MA Date: Description: UPPER FLOOR BEAMS Scope : General Timber Beam o:11 1 4 0011 1 Job # 11468 K Page 1 1468.ecw:Calcula General Information Span= 20.00ft, Beam Width = 5.1251n x Depth = 16.5in, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x16.5 Center Span 20.00 ft .....Lu 0.00 ft Beam Width 5.1251n Left Cantilever ft .....Lu 0.00 ft Beam Depth 16.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 #2 DL @ Left 63.00 #/ft LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Max. Negative Moment 0.00 k -ft E 1,800.0 ksi Trapezoidal Loads Span= 20.00ft, Beam Width = 5.1251n x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio #1 DL @ Left 123.00 #/ft LL @ Left 410.00 #/ft Start Loc 0.000 ft DL @ Right 123.00 #/ft LL @ Right 410.00 #/ft End Loc 14.000 ft #2 DL @ Left 63.00 #/ft LL @ Left 210.00 #/ft Start Loc 14.000 ft DL @ Right 63.00 #/ft LL @ Right 210.00 # /ft End Loc 16 .000 f Point Loads Max. Negative Moment 0.00 k -ft at 20.000 ft @ Right 7.12 k Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 14.000 ft 14.500 ft 16.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK ,..y,.. a.. a..c b (,.'.t<:. h;.rr�� -. uwy +,::,, »..: d.;'fs' ..'.Vii• ` fit+.paSYHi «:vw..v- •w..+ „.t.:L'u'+:6.�✓#N ✓.. z w' tr � UO cf) 0 Cl) W J I- NLL WO L? co a = W I- z H W5 U� ON 0 F- WW H� U_ O W z U= O z Span= 20.00ft, Beam Width = 5.1251n x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0.868 : 1 Maximum Moment 39.3 k -ft Maximum Shear * 1.5 10.7 k Allowable 45.3 k -ft Allowable 16.1 k Max. Positive Moment 39.29 k -ft at 12.160 ft Shear: @ Left 6.47 k Max. Negative Moment 0.00 k -ft at 20.000 ft @ Right 7.12 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.670 in Max. M allow 45.27 Reactions... @ Right 0.000ln fb 2,027.70 psi fv 126.30 psi Left DL 2.64 k Max 6.47 k Fb 2,336.15 psi Fv 190.00 psi Right DL 4.80 k Max 7.12 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.447 in -0.809 in Deflection 0.000 in 0.000 in ...Location 10.800 ft 10.320 ft ...Length /Deft 0.0 0.0 ...Length /Deft 537.1 296.55 Right Cantilever... Camber ( using 1.5 * D.L•. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.670 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in ,..y,.. a.. a..c b (,.'.t<:. h;.rr�� -. uwy +,::,, »..: d.;'fs' ..'.Vii• ` fit+.paSYHi «:vw..v- •w..+ „.t.:L'u'+:6.�✓#N ✓.. z w' tr � UO cf) 0 Cl) W J I- NLL WO L? co a = W I- z H W5 U� ON 0 F- WW H� U_ O W z U= O z 91 Title : CRESCENT 2008 PLAN Job # 11468 a Dsgnr: MA Date- Description: UPPER FLOOR BEAMS Scope Rev: 560000 y, User: KW- 0602611,ver 5.6.0, 2- Sep -2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p:11 1 4 0011 1 4 6 61calculallonsN 1468.ecw:Calcula Description Beam 8 General Information -0.00 k -ft Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3 -2x10 0.00 k -ft Center Span 10.50 ft .....Lu 0.00 ft Beam Width 4.500 In Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 DL #/ft LL #/ft Fb Base Allow 850.0 psi ' Load Dur. Factor 1.000 Fv Allow 75.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi LL @ Left #/ft E 1,300.0 ksi Full Length Uniform Loads -0.00 k -ft at 10.500 ft Max @ Left Support 0.00 k -ft Center DL 8.00 #/ft LL 26.60 #/ft Max. M allow 5.45 Left Cantilever DL # /it LL #/ft Fb 1,020.00 psi Fv Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 136.00 #/ft LL @ Right 87.50 #/ft End Loc 3.000 ft #2 DL @ Left 200.00 #/ft LL @ Left 187.50 #/ft Start Loc 7.000 ft DL @ Right 200.00 #/ft LL @ Right 187.50 #/ft End Loc 10.500 ft Point Loads Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 3.000 ft 5.000 ft 7.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 10.50ft, Beam Width = 4.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.989 : 1 Maximum Moment 5. k -ft Maximum Shear* 1.5 Allowable 5 .5 k -ft Allowable Max. Positive Moment 5.39 k -ft at 4.998 ft Shear: @ Left Max. Negative Moment -0.00 k -ft at 10.500 ft Max @ Left Support 0.00 k -ft -0.211 in Max @ Right Support 0.00 k -ft ...Length /Deft Max. M allow 5.45 Reactions... fb 1,008.29 psi fv 68.68 psi Left DL Fb 1,020.00 psi Fv 75.00 psi Right DL Deflections -c.a Center Span... Dead Load Deflection -0.211 in j ...Location 5.376 ft ...Length /Deft 596.0 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.317 in @ Left 0.000 in @ Right 0.000 in Camber: 1.08 k 1.51 k ai LVCIU -c.a -0.271 in Deflection 5.376 ft ...Length /Deft 465.31 Right Cantilever... Deflection ...Length /Defl @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 2.9 k 3.1 k 1.44 k 2.22 k 0.000 in 0.317 in 0.000 in 1.44 k 2.22 k 0.000 in 0.0 0.000 in 0.0 z �w 0 CO J NLL WO � LLQ I FW Z F- 1- O z�_ W U� ON o� WW O z W co O z Title: CRESCENT 2008 PLAN Dsgnr: MA Date: Description: UPPER FLOOR BEAMS Scope: Job #11468 21 UserKW =0802611,Ver5.6.0 Sep.2002 Dead Load General Timber Beam Page 1 ...Location (c)1983.2002 ENERCALC Engineering Software ...Length /Deft 1,095.6 p: 11 1 4 0 01 1 1 4 681calculalions111468 .ecw:Calcula D.L. Defl ) ... Description Beam 9 0.173 in @ Left 0.000 in @ Right 0.000 in z General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements It W Section Name 3 -2x10 Center Span 10.50 ft .....Lu 0.00 It Beam Width 4.500 in Left Cantilever ft .....Lu 0.00 ft 0 O Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Cl) 0 Member Type Sawn Hem Fir, No.2 W Fb Base Allow 850.0 psi = J X Load Dur. Factor 1.000 Fv Allow 75.0 psi i'- Beam End Fixity Pin -Pin Fe Allow 405.0 psi 0 E 1,300.0 ksi L Full Length Uniform Loads �d Center DL 8.00 #/ft LL 26.60 #/ft Left Cantilever DL # /ft LL #/ft F W Right Cantilever DL #/ft LL # /ft Z = H Trapezoidal Loads Z 0 W Uj #1 DL @ Left 32.00 #/ft LL @ Left 50.00 #/ft Start Loc 0.000 ft j DL @ Right 32.00 #/ft LL @ Right 50.00 #/ft End Loc 10.500 ft Q - #2 OL @ Left 108.00 #/ft LL @ Left 43.80 #/ft Start Loc 0.000 it O DL @ Right 108.00 #/ft LL @ Right 43.80 #/ft End Loc 3.500 ft #3 DL @ Left 108.00 # /ft LL @ Left 43.80 #/ft Start Loc 7.500 ft = w DL @ Right 108.00 #/ft LL @ Right 43.80 #/ft End Loc 10.500 ft F u. O Point Loads Z Dead Load 307.0 Ibs 307.0lbs Ibs Ibs Ibs Ibs Ibs U co _ Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ~ ...distance 3.500 ft 7.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft O Z Summary Beam Design OK Span= 10.50R, Beam Width = 4.5001n x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.627 : 1 Maximum Moment 3. k -ft Maximum Shear * 1.5 Allowable 5.5 k -ft Allowable Max. Positive Moment 3.42 k -ft at 4.914 ft Shear: @ Left Max. Negative Moment -0.00 k -ft at 10.500 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 5.45 Reactions... fb 639.03 psi fv 43.59 psi Left DL 0.86 k Fb 1,020.00 psi Fv 75.00 psi Right DL 0.87 k Deflections Center Span... Dead Load Deflection -0.115 in ...Location 5.250 ft ...Length /Deft 1,095.6 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.173 in @ Left 0.000 in @ Right 0.000 in 10 Total Load Left Cantilever... -0.183 in Deflection 5.250 ft ...Length /Deft 689.57 Right Cantilever... Deflection ...Length /Defl @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 1.8 k 3.1 k 1.41 k 1.41 k 0.000 in 0.1731n 0.000 in 1.41 k 1.41 k 0.000 in 0.0 0.000 in 0.0 i r w r s V , Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (c)1983.2002 ENERCALC Engineering Soflwa Description Beam 10 Title: CRESCENT 2008 PLAN Job #11468 Dsgnr: MA Date: �2 Description : UPPER FLOOR BEAMS Scope: General Timber Beam Page 1 01 1 4 001 1 1 4 6 81ca lculallonst11468.emCalcula General information 0.00 k -ft at Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x18.0 Center Span 16.00 ft ....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft ....Lu 0.00 ft Beam Depth 18.000 In Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 LL @ Right 100.00 #/ft End Loc Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fe Allow 650.0 psi #/ft LL @ Right E 1,800.0 ksi Trapezoidal Loads 0.00 k -ft at 16.000 ft Max @ Left Support 0.00 k -ft -0.461 in Max @ Right Support #1 DL @ Left 64.00 #/ft LL @ Left 100.00 #/ft Start Lac 0.000 ft DL @ Right 64.00 #/ft LL @ Right 100.00 #/ft End Loc 8.000 ft #2 DL @ Left 48.00 #/ft LL @ Left 75.00 #/ft Start Loc 8.000 ft DL @ Right 48.00 #/ft LL @ Right 75.00 #/ft End Loc 16.000 ft Point Loads Live Load • Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 16.00ft, Beam Width = 3.125in x Depth = 18.1n, Ends are Pin -Pin Max Stress Ratio 0.980 : 1 Maximum Moment 33.1 k -ft Maximum Shear * 1. Allowable 33.7 k -ft Allowable Max. Positive Moment 33.07 k -ft at 8.000 ft Shear: Max. Negative Moment 0.00 k -ft at 16.000 ft Max @ Left Support 0.00 k -ft -0.461 in Max @ Right Support 0.00 k -ft 8.000 ft Max. M allow 33.75 Reactions... fb 2,351.50 psi fv 121.28 psi Left DL Fb 2,400.00 psi Fv 190.00 psi Right DL Deflections Center Span... Dead Load Total Load Deflection -0.414 in -0.461 in ...Location 8.000 ft 8.000 ft ...Length /Deft 463.6 416.14 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.621 in @ Left 0.000 in @ Right 0.000 in Camber: 5 6.8 k 10.7 k @ Left 4.79 k @ Right 4.63 k @ Left 0.000in @ Center 0.621 in @ Right 0.000ln 4.04 k Max 3.98 k Max � , Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft 0.000 in 0.0 0.000 in 0.0 4.79 k 4.63 k 0.000 in 0.0 0.000 in 0.0 z �Z �W U O N J � N W � F- �Q (D F- Z F- Z� �5 U� O N �H W UJ H� LO z U =. O z Beam Design OK 4.04 k Max 3.98 k Max � , Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft 0.000 in 0.0 0.000 in 0.0 4.79 k 4.63 k 0.000 in 0.0 0.000 in 0.0 z �Z �W U O N J � N W � F- �Q (D F- Z F- Z� �5 U� O N �H W UJ H� LO z U =. O z h Title: CRESCENT 2008 PLAN Dsgnr: MA Date: Description : UPPER FLOOR BEAMS Job #11468 Z3 Scope. 10 User KW- 0602611,Ver 5.6.0,2- Sep-2002 Total Load Left Cantilever... -0.568 in Deflection 7.000 ft ...Length /Deft 295.83 Right Cantilever... Deflection ...Length /Deft General Timber Beam Total Load 0.000 in 0.0 0.000 in 0.0 Page 1 Stress Calcs (W983.2002 ENERCALC Engineering Software p:\ 11400\ 11468kalculalions \11468.emCalcula Description Beam 11 Ck 21.298 Le 0.000 ft Sxx 74.867 in3 Area 48.563 in2 Cf 1.000 Rb 0.000 z Max Moment Sxx Reo'd sz @ Center 11.15 k -ft 46.13 In3 2,900.00 psi General information 0.00 k -ft Calculations are designed to 1997 NDS and 1997 UBC Requirements 2,900.00 psi Section Name Prllm: 5.25x9.25 Center Span 14.00 ft .....Lu 0.00 ft 0.00 in3 Beam Width 5.2501n Left Cantilever ft .....Lu @ Left Support 0.00 ft 00 Beam Depth 9.250 in Right Cantilever ft .....Lu 4.28 k 0.00 ft to 0 Member Type Sawn Truss Joist- MacMillan, Parailam 2.0E W 290.00 psi 290.00 psi Fb Base Allow 2,900.0 psi Bearing @ Supports W J 1: Load Dur. Factor 1.000 Fv Allow 290.0 psi Max. Left Reaction 3.18 k N Beam End Fixity Pin -Pin Fc Allow 650.0 psi 3.18 k Bearing Length Req'd 0.933 In E 2,000.0 ksi U Full Length Uniform Loads LL Co Center DL 105.00 #/ft LL 350.00 #/ft d = Left Cantilever DL # /ft LL #/ft H- W Right Cantilever DL # /ft LL # /ft _ Z F- O Summary Beam Design OK W Span= 14.00ft, Beam Width = 5.250in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.616 : 1 N Maximum Moment 11.1 k -ft Maximum Shear * 1.5 4.3 k O 0 Allowable 18.1 k -ft Allowable 14.1 k W W Max. Positive Moment Max. Negative Moment 11.15 k -ft at 7.000 ft Shear: 0.00 k ft @ Left 3.18 k U -ft at 14.000 @ Right 3.18 k LL ~O Max @ Left Support Max Right Support 0.00 0.00 k -ft Camber: k @ Left 0.000 in Ill N @ -ft @ Center 0.1971n U Max. M allow 18.09 Reactions... @ Right 0.000 in - fb 1,786.76 psi fv 88.15 psi Left DL 0.73 k Max 3.18k O Fb 2,900.00 psi Fv 290.00 psi Right DL 0.73 k Max 3.18 k Z Deflections Center Span... Dead Load Deflection -0.131 in ...Location 7.000 ft ...Length /Deft 1,281.9 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.197 In @ Left 0.000 in @ Right 0.000 in Total Load Left Cantilever... -0.568 in Deflection 7.000 ft ...Length /Deft 295.83 Right Cantilever... Deflection ...Length /Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 74.867 in3 Area 48.563 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 11.15 k -ft 46.13 In3 2,900.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.28 k 4.28 k Area Required . 14.761 in2 14.761 in2 Fv: Allowable i 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 3.18 k Bearing Length Req'd 0.933 in Max, Right Reaction 3.18 k Bearing Length Req'd 0.933 In Title: CRESCENT 2008 PLAN Job # 11468 Dsgnr: MA Date: Description: UPPER FLOOR BEAMS Scope Rev: 560000 User: Kw- 0602611,vers.6.0,z-Sep -2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engtneertng Software _ 0:111400N 14681calculations \11468.ecw:Calcula Description Beam 12 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 1.500 in 9.250 in Sawn 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 16.50 ft .....Lu ft .....Lu ft .....Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Repetitive Member Full Length Uniform Loads Center DL 12.00 #/ft LL 40.00 #/ft Left Cantilever DL #/ft LL # /ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 16.50ft, Beam Width = 1.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.923 : 1 Maximum Moment i Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow lb 992.75 psi Fb 1,075.25 psi Deflections 0.6 k 1.0 k 0.43 k 0. 43 k 0.000 in 0.233 in 0.000 in 0.43 k 0.43 k Center Span... 1.8 k -ft Maximum Shear * 1.5 Dead Load 1.9 k -ft Deflection Allowable -0.674 in 1.77 k -ft at 8.250 ft Shear: @ Left 0.00 k -ft at 16.500 ft 0.0 @ Right 0.00 k -ft 293.65 Right Cantilever... Camber: @ Left 0.00 k -ft D.L. Defl ) ... 7.825 in2 Deflection @ Center 1.92 @ Center Reactions... Bearing @ Supports @ Right fv 42.30 psi Left DL 0.10 k Max Fv 75.00 psi Right DL 0.10 k Max 0.6 k 1.0 k 0.43 k 0. 43 k 0.000 in 0.233 in 0.000 in 0.43 k 0.43 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.156 in -0.674 in Deflection 0.000 in 0.000 in Location 8.250 ft 8.250 ft ...Length /Deft 0.0 0.0 ...Length /Deft 1,272.5 293.65 Right Cantilever... 0.59 k Camber ( using 1.5 * D.L. Defl ) ... 7.825 in2 Deflection 0.000 in 0.000 in @ Center 0.233 in Bearing @ Supports ...Length /Deft 0.0 0.0 @ Left 0.000 In Bearing Length Req'd 0.706 in Max. Right Reaction 0.43 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.716 Le 0.000 ft Sxx 21.391 in3 Area 13.875 In2 Cf 1.100 Rb 0.000 Cl 0.000 Z H 0 UO Cl) UW J � U) U. WO J LL C = W H Z f.. F- O Z H W U� ON � F- WW H� ILL O Z W U N F- O Z Max Moment Sxx Reo'd Allowable fb @ Center 1.77 k -ft 19.75 in3 1,075.25 psi @ Left Support 0.00 k -ft 0.00 in3 1,075.25 psi @ Right Support 0.00 k -ft 0.00 in3 1,075.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.59 k 0.59 k Area Required 7.825 in2 7.825 in2 Fv: Allowable 75.00 psi 75.00 psi Bearing @ Supports Max. Left Reaction 0.43 k Bearing Length Req'd 0.706 in Max. Right Reaction 0.43 k Bearing Length Req'd 0.706 in Z H 0 UO Cl) UW J � U) U. WO J LL C = W H Z f.. F- O Z H W U� ON � F- WW H� ILL O Z W U N F- O Z Title: CRESCENT 2008 PLAN Job # 11468 Dsgnr: MA Date: 25 Description : UPPER FLOOR BEAMS ' Scope Rev: 560000 User: KW- 0602611,ver 5.6.0, 2- Se p -2002 General T Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p:\ 114001 114681calculalions111468 .ecw:Calcula Description Beam 13 Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.080 in -0.346 in Deflection 0.000 in 0.000 in ...Location 6.500 ft 6.500 ft ...Length /Deft z 0.0 ...Length /Deft 1,951.4 451.18 Right Cantilever... i~ Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.120 in ...Length /Deft General information 0.0 Calculations are designed to 1997 NDS and 1997 UBC Requirements W tQQY Section Name 2x10 Center Span 13.00 ft .....Lu 0.00 ft � U Beam Width 1.500 in Left Cantilever ft .....Lu 0.00 ft J 00 Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft N p Member Type Sawn Hem Fir, No.2 Cf 1.100 Rb 0.000 = III Fb Base Allow 850.0 psi Sxx Req'd Allowable fb W Load Dur. Factor 1.000 Fv Allow 75.0 psi @ Left Support ti Beam End Fixity Pin -Pin Fc Allow 405.0 psi 0.00 k -ft 0.00 in3 N Shear Analysis E 1,300.0 ksi W 0 0.60 k 0.60 k Area Required 7.988 in2 7.988 in2 Full Length Uniform Loads Fv: Allowable 75.00 psi 75.00 psi LL Q Center DL 16.00 #/ft LL 53.20 #/ft Max. Left Reaction d Left Cantilever DL 0.740 in #/ft LL #/ft 0.45 k Bearing Length Req'd I=- _ Right Cantilever DL # /ft LL #/ft z H =Su mmarry Beam Design OK O z w Span= 13.00ft, Beam Width = 1.500in x Depth = 9.251n, Ends are Pin -Pin ? 5 Max Stress Ratio 0.877 : 1 v Maximum Moment 1. k -ft Maximum Shear * 1.5 0.6 k o Allowable 1.7 k -ft Allowable 1.0 k w w Max. Positive Moment 1.46 k -ft at 6.500 ft Shear: @ Left 0.45 k = U Max. Negative Moment 0.00 k -ft at 13.000 ft @ Right 0.45 k ~ Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in LL O Max @ Right Support 0.00 k -ft @ Center 0.1201n z W N Max. M allow 1.67 Reactions... @ Right 0.000in _ fb 820.09 psi fv 43.18 psi Left DL 0.10 k Max 0.45 k O ~ Fb 935.00 psi Fv 75.00 psi Right DL 0.10 k Max 0.45 k z Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.080 in -0.346 in Deflection 0.000 in 0.000 in ...Location 6.500 ft 6.500 ft ...Length /Deft 0.0 0.0 ...Length /Deft 1,951.4 451.18 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.120 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.716 Le 0.000 ft Sxx 21.391 in3 Area 13.875 in2 Cf 1.100 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.46 k -ft 18.76 in3 935.00 psi @ Left Support 0.00 k -ft 0.00 in3 935.00 psi @ Right Support 0.00 k -ft 0.00 in3 935.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.60 k 0.60 k Area Required 7.988 in2 7.988 in2 Fv: Allowable 75.00 psi 75.00 psi Bearing @ Supports Max. Left Reaction 0.45 k Bearing Length Req'd 0.740 in Max. Right Reaction 0.45 k Bearing Length Req'd 0.740 in 10 M 41 ;xo-+�aAs.:u6.iYt z'u..'::S..va.us.R.k ..en:.�osea ua4:rieai.tY�1,c+$::ij. rL1J�. t�nljr:+: si+ ix!. Ai. 1. �d+ t�.: i:+ histRllen. JS.iidiiw..vii.o«6i.+diuia::if� z ~ W UO t/? 0 C0 LU J H NU_ WO �QQ LLQ Cj) = W H _. Z F_ F- O z I- Uj5 U� O N 01- WW _O •z W O z Title: CRESCENT 2008 PLAN Job # 11468 Dsgnr: MA Date: 2 b Description: UPPER FLOOR BEAMS Scope Rav: 560000 User: Kw- 0602611, Ver5.6.0, 2 -Se 2002 ENERCALC General Timber Beam Page 1 (c)1983.2002 Engineering Software p: 1114001114681calculaUonst11468 .ecw:Caicula Description Beam 14 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Center Span 8.00 ft .....Lu 0.00 it Beam Width 1.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever 2.00 ft .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Fb Base Allow 850.0 psi Load Dur. Factor 1.000 Fv Allow 75.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 16.00 #/ft LL 53.20 #/ft Left Cantilever DL #In LL #/ ft Right Cantilever DL 16.00 #/ft LL 53.50 # /ft Point Loads Dead Load 480.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs lbs Ibs Ibs Ibs ...distance 10.000 it 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It Summary Beam Design OK Span= 8.00ft, Right Cant= 2.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.816 : 1 Maximum Moment -1 k -ft Maximum Shear ` 1.5 0.8 k Allowable 1.7 k -ft Allowable 1.0 k Max. Positive Moment 0.17 k -ft at 2.200 ft Shear: @ Left 0.15k Max. Negative Moment -0.99 k -ft at 8.000 It @ Right 0.62 k Max @ Left Support 0.00 k -ft Camber: @ Left 0,000 in Max @ Right Support -1.10 k -ft @ Center 0.0661n Max. M allow 1.67 Reactions... @ Right 0.1161n fb 616.53 psi fV 61.21 psi Left DL -0.06 k Max 0.15k Fb 935.00 psi Fv 75.00 psi Right DL 0.70 k Max 1.03 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.044 in 0.012 In Deflection 0.000 in 0.000 in ...Location 4.800 it 6.280 ft ...Length /Deft 0.0 0.0 ...Length /Deft 2,198.1 8,325.62 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection -0.078 in -0.087 in @ Center 0.066 in ...Length /Deft 618.2 552.9 @ Left 0.000 in @ Right 0.116 in 41 ;xo-+�aAs.:u6.iYt z'u..'::S..va.us.R.k ..en:.�osea ua4:rieai.tY�1,c+$::ij. rL1J�. t�nljr:+: si+ ix!. Ai. 1. �d+ t�.: i:+ histRllen. JS.iidiiw..vii.o«6i.+diuia::if� z ~ W UO t/? 0 C0 LU J H NU_ WO �QQ LLQ Cj) = W H _. Z F_ F- O z I- Uj5 U� O N 01- WW _O •z W O z If Title: CRESCENT 2008 PLAN Job # 11468 Dsgnr: MA Date: Description: UPPER FLOOR BEAMS Scope Rev: 560000 User :KW0602611,Ver5.6.0,2- Sep•2002 General Timber Beam Page 1 (cj1963.2002 ENERCALC Engineering Software o:\ 11400\ 11468 \calculations \11468.ecw:Calcula Description Beam 15 General Information 0.00 k -ft at Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x4 0.00 k -ft Center Span 3.50 it .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 3.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Fb Base Allow 850.0 psi Load Dur. Factor 0.850 Fv Allow 75.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi Repetitive Member E 1,300.0 ksi Full Length Uniform Loads Center DL 16.00 #/ft LL 53.20 #/ft Left Cantilever DL # /ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 3.50ft, Beam Width = 1.500in x Depth = 3.5in, Ends are Pin -Pin Max Stress Ratio 0.456 : 1 Maximum Moment 0.1 k -ft Maximum Shear * 1. Allowable 0.3 k - ft Allowable Max. Positive Moment 0.11 k -ft at 1.750 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 0.32 Reactions... fb 415.20 psi fv 29.06 psi Left DL Fb 1,246.31 psi Fv 63.75 psi Right DL Deflections Camber: 5 0.2 k 0.3 k @ Left 0.12k @ Right 0.12k @ Left 0.000 in @ Center 0.012 in @ Right 0.000 in 0.03 k Max 0.12k 0.03 k Max 0.12 k Center Span... Dead Load Total Load Left Cantilever... ueaa Loaa total Loao Deflection -0.008 in -0.034 In Deflection 0.000 in 0.000 in ...Location 1.750 ft 1.750 ft ...Length /Deft 0.0 0.0 ...Length /Deft 5,416.8 1,252.44 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 In @ Center 0.012 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 34.401 Le 0.000 ft Sxx 3.063 in3 Area 5.250 in2 Cf 1.500 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 0.11 k -ft 1.02 in3 1,246.31 psi • Left Support 0.00 k -ft 0.00 in3 1,246.31 psi • Right Support 0.00 k -ft 0.00 in3 1,246.31 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.15 k 0.15 k Area Required 2.394 in2 2.394 in2 Fv: Allowable 63.75 psi 63.75 psi Bearing @ Supports Max. Left Reaction 0.12 k Bearing Length Req'd 0.199 In Max. Right Reaction 0.12 k Bearing Length Req'd 0.199 in z '~ LU tY � 0 U) o J � N U_ WO J (D = H W CY = Z F_ 1-- O z 1- �5 U ON o� Ww O z U= O z 0.03 k Max 0.12k 0.03 k Max 0.12 k Center Span... Dead Load Total Load Left Cantilever... ueaa Loaa total Loao Deflection -0.008 in -0.034 In Deflection 0.000 in 0.000 in ...Location 1.750 ft 1.750 ft ...Length /Deft 0.0 0.0 ...Length /Deft 5,416.8 1,252.44 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 In @ Center 0.012 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 34.401 Le 0.000 ft Sxx 3.063 in3 Area 5.250 in2 Cf 1.500 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 0.11 k -ft 1.02 in3 1,246.31 psi • Left Support 0.00 k -ft 0.00 in3 1,246.31 psi • Right Support 0.00 k -ft 0.00 in3 1,246.31 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.15 k 0.15 k Area Required 2.394 in2 2.394 in2 Fv: Allowable 63.75 psi 63.75 psi Bearing @ Supports Max. Left Reaction 0.12 k Bearing Length Req'd 0.199 In Max. Right Reaction 0.12 k Bearing Length Req'd 0.199 in z '~ LU tY � 0 U) o J � N U_ WO J (D = H W CY = Z F_ 1-- O z 1- �5 U ON o� Ww O z U= O z Max Moment Sxx Req'd Allowable fb @ Center 0.11 k -ft 1.02 in3 1,246.31 psi • Left Support 0.00 k -ft 0.00 in3 1,246.31 psi • Right Support 0.00 k -ft 0.00 in3 1,246.31 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.15 k 0.15 k Area Required 2.394 in2 2.394 in2 Fv: Allowable 63.75 psi 63.75 psi Bearing @ Supports Max. Left Reaction 0.12 k Bearing Length Req'd 0.199 In Max. Right Reaction 0.12 k Bearing Length Req'd 0.199 in z '~ LU tY � 0 U) o J � N U_ WO J (D = H W CY = Z F_ 1-- O z 1- �5 U ON o� Ww O z U= O z z '~ LU tY � 0 U) o J � N U_ WO J (D = H W CY = Z F_ 1-- O z 1- �5 U ON o� Ww O z U= O z 9 Title: CRESCENT 2008 PLAN Job # 11468 Dsgnr: MA Date: Description: UPPER FLOOR BEAMS Scope Rev: 560000 User: KW-060261 1, ver 6.6.0, 2- Sep -2002 General Timber Beam Page 1 (c)1983 -2002 ENERCALC Engineering Software p:\ 114001 11468 \calculations \11468.ecw:Calcula Description Beam 17 General Informat Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x9.25 Center Span 6.00 ft .....Lu Beam Width 3.500 in Left Cantilever ft ...Lu Beam Depth 9.250 in Right Cantilever ft .....Lu Member Type fv 29.58 psi Truss Joist - MacMillan, Paraliam 2.0E Fb 2,900.00 psi Fv 290.00 psi Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 2,000.0 ksi Trull Length Uniform Loads Center DL 66.00 #/ft LL 220.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.107 : 1 Maximum Moment 1.3 k -ft Maximum Shear * 1. Allowable 12.1 k -ft Allowable Max. Positive Moment 1.29 k -ft at 3.000 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 12.06 Reactions.., fb 309.43 psi fv 29.58 psi Left DL Fb 2,900.00 psi Fv 290.00 psi Right DL Deflections Camber: 0.00 ft 0.00 ft 0.00 ft 5 1.0 k 9.4 k @ Left 0.86 k @ Right 0.86 k @ Left 0.000 in @ Center 0.006 in @ Right 0.000in 0.20 k Max 0.86 k 0.20 k Max 0.86 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.018 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 17,272.5 3,985.95 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.006 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 21.298 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.29 k -ft 5.33 in3 2,900.00 psi • Left Support 0.00 k -ft 0.00 in3 2,900.00 psi • Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.96 k 0.96 k Area Required 3.302 in2 3.302 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.86 k Bearing Length Req'd 0.377 in Max. Right Reaction 0.86 k Bearing Length Req'd 0.377 in . , ti - i.:% ��.e�.Y:+..l.l:.C L . ._:.:..;.k:w:+.... ' _.ww, ..w� .,..r.x• �.7(ifM '3•". 4�P Z w _3 U UO U) Q J t- N LL WO U. Q co =) = W Z f H ... HO w ~ w U� ON off Ww H0 lL O .• Z W U= O Z Beam Design OK 0.20 k Max 0.86 k 0.20 k Max 0.86 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.018 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 17,272.5 3,985.95 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.006 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 21.298 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.29 k -ft 5.33 in3 2,900.00 psi • Left Support 0.00 k -ft 0.00 in3 2,900.00 psi • Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.96 k 0.96 k Area Required 3.302 in2 3.302 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.86 k Bearing Length Req'd 0.377 in Max. Right Reaction 0.86 k Bearing Length Req'd 0.377 in . , ti - i.:% ��.e�.Y:+..l.l:.C L . ._:.:..;.k:w:+.... ' _.ww, ..w� .,..r.x• �.7(ifM '3•". 4�P Z w _3 U UO U) Q J t- N LL WO U. Q co =) = W Z f H ... HO w ~ w U� ON off Ww H0 lL O .• Z W U= O Z Max Moment Sxx Req'd Allowable fb @ Center 1.29 k -ft 5.33 in3 2,900.00 psi • Left Support 0.00 k -ft 0.00 in3 2,900.00 psi • Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.96 k 0.96 k Area Required 3.302 in2 3.302 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.86 k Bearing Length Req'd 0.377 in Max. Right Reaction 0.86 k Bearing Length Req'd 0.377 in . , ti - i.:% ��.e�.Y:+..l.l:.C L . ._:.:..;.k:w:+.... ' _.ww, ..w� .,..r.x• �.7(ifM '3•". 4�P Z w _3 U UO U) Q J t- N LL WO U. Q co =) = W Z f H ... HO w ~ w U� ON off Ww H0 lL O .• Z W U= O Z . , ti - i.:% ��.e�.Y:+..l.l:.C L . ._:.:..;.k:w:+.... ' _.ww, ..w� .,..r.x• �.7(ifM '3•". 4�P Z w _3 U UO U) Q J t- N LL WO U. Q co =) = W Z f H ... HO w ~ w U� ON off Ww H0 lL O .• Z W U= O Z Title: CRESCENT 2008 PLAN Job # 11468 Dsgnr: MA • Date: ,Z Description: UPPER FLOOR BEAMS Scope Rev: 560000 User: KW0602611,Ver5.6.0,2 -Sep -2002 General Timber Beam Page 1 (c)1983 -2002 ENERCALC Engineering Software p:\ 114001 11468tcalculations 111468.ecw:Calcula Description Beam 18 General Information Span= 8.00ft, Right Cant= 2.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prlim: 3.5x9.25 Center Span 8.00 ft .....Lu 0.00 it Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever 2.00ft .....Lu 0.00 It Member Type Maximum Moment Truss Joist - MacMillan, Parallam 2.0E -7 .8 k -ft Maximum Shear * Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Allowable E 2,000.0 ksi Full Length Uniform Loads Center DL 16.00 # /ft LL 53.20 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 16.00 #/ft LL 53.20 # /ft Point Loads Dead Load 3,087.0 lbs 763.0 lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 10.00 ft 10.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK ...1.. � Y�;k,u;,y�,iy..t'. r. .S. +'A+ry':s.ti1+. .A.�{:r44�ijlv.,ly:j:c wN t..Yih:1J!' .vx2iw:� f.;J.Hr +N: ..4.. , ..e ..Ju1iR<' Y'a'iki%t4iiiy/° 'bifnlw6�'w.4L:,kCEiC' 3 %, >i. z H W u� 0 UO J H 011 WO �:3 u. co 2 �W Z F- 1 O Z F- Uj U� ON 0 F- WW F� LL. O z co O Z Span= 8.00ft, Right Cant= 2.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.650 ; 1 Maximum Moment -7 .8 k -ft Maximum Shear * 1.5 5.9 k Allowable 12.1 k -ft Allowable 9.4 k Max. Positive Moment 0.00 k -ft at 0.000 ft Shear: @ Left 0.92 k Max. Negative Moment -7.73 k -ft at 8.000 ft @ Right 3.99 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support -7.84 k -ft @ Center 0.174 in Max. M allow 12.06 Reactions... @ Right 0.279in fb 1,884.55 psi fv 182.35 psi Left DL -0.90 k Max -0.70 k Fb 2,900.00 psi Fv 290.00 psi Right DL 4.91 k Max 5.24 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.116 in 0.105 in Deflection 0.000 in 0.000 in ...Location 4.640 ft 4.720 ft ...Length /Deft 0.0 0.0 ...Length /Deft 829.6 910.39 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection -0.186 in -0.189 in @ Center 0.174 in ...Length /Deft 258.0 254.6 @ Left 0.000 in @ Right 0.279 in ...1.. � Y�;k,u;,y�,iy..t'. r. .S. +'A+ry':s.ti1+. .A.�{:r44�ijlv.,ly:j:c wN t..Yih:1J!' .vx2iw:� f.;J.Hr +N: ..4.. , ..e ..Ju1iR<' Y'a'iki%t4iiiy/° 'bifnlw6�'w.4L:,kCEiC' 3 %, >i. z H W u� 0 UO J H 011 WO �:3 u. co 2 �W Z F- 1 O Z F- Uj U� ON 0 F- WW F� LL. O z co O Z PATIO 4 C!Ncn. 7 C. 02) 7x14 FDN VENT5 it. I CRAWL SPACE T. 1"' b MIL IDLACKJ V.S. 5 4 4 0 SLAB ON 6RADE 4' CONC. OVER 6 MIL (BLACK! V.B. OVER 4 6RANtLAR FILL 5LOPE 4' TO O.H. DOORS 2 r,04TI?,'.E FOOTINC, BENEATH 0 H. POOR5 LINE OF KEN5C? 5LAB L — — — — 2' -4 1/2* I 16 -5 R.O. 1 E06E of- 5LAD 2 1 50 OA. ® Z Z w JU uo N (1) w W J F. (1) LL WO U CY W M Z 0 W Uj 2:3: D a u (n 0— 0 �- LU U l LL 0 z CO) L) Z 1.-0 D x Wr T 4 x PROVIDE lb'x24" HIM. 6 2' -8* 4'-2 LL ri 7 I - ; i + o t: IL U. U. 1 1 _ 4x10 VF2 SLAB ON 6RADE 4' CONC. OVER 6 MIL (BLACK! V.B. OVER 4 6RANtLAR FILL 5LOPE 4' TO O.H. DOORS 2 r,04TI?,'.E FOOTINC, BENEATH 0 H. POOR5 LINE OF KEN5C? 5LAB L — — — — 2' -4 1/2* I 16 -5 R.O. 1 E06E of- 5LAD 2 1 50 OA. ® Z Z w JU uo N (1) w W J F. (1) LL WO U CY W M Z 0 W Uj 2:3: D a u (n 0— 0 �- LU U l LL 0 z CO) L) Z 0 D x 4 x PROVIDE lb'x24" HIM. 6 SPA ACCESS INSUL. ri to Zo N I I 0 50. 1 1 _ 4x10 VF2 SLAB ON 6RADE 4' CONC. OVER 6 MIL (BLACK! V.B. OVER 4 6RANtLAR FILL 5LOPE 4' TO O.H. DOORS 2 r,04TI?,'.E FOOTINC, BENEATH 0 H. POOR5 LINE OF KEN5C? 5LAB L — — — — 2' -4 1/2* I 16 -5 R.O. 1 E06E of- 5LAD 2 1 50 OA. ® Z Z w JU uo N (1) w W J F. (1) LL WO U CY W M Z 0 W Uj 2:3: D a u (n 0— 0 �- LU U l LL 0 z CO) L) Z SITTS & HILL ENGINEERS, INC. DESIGNED DATE 3 /0 , + _ joB 1 1)46V TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET PROJECT C ;ioog ?)AN __ . __�L 0 F - -.. � _,..... _lam .._.,..1. ,�1 f � . ..._. _......._1_ .- __ - -- _.!_. �_.i_.._ _.1.. _.._ _.�_.�._.{__ _ _ .a_ � :I :_ : H4 -1 � _ : � _..! �..,._. .. . ...... .. . . . ..... �_.... " :�r--- �-- '� :' L._!.._.:.._.�._.. __.�_....._ .._i...._ A �..1.__. �_. 1...._ r ... l.....__ i_._.. 7 _L_L-- 1--- � a__1.._..L -- - -- - i _.�._,._.L.. _- - '-- I..-- I - , ..!... F H� 1 -i�4._ i '� �' i_. _. {_. !_ :�_._... I _._L_..L_:_ is __ � 4-41 I - i _.:i_.. " _, ..- - - :1:._ r 4 1- ­777­1 J_ .. . .... . ..... 4_1 4 LA. _ J n:. VT_ J __L . ...... .... r ill . . . . . . . . . . T IL I i7 al- Pd__ .77- 77 . .. ... .... - Li 4 T t 4-- J _ -- -� - -1 -.�- •_ __►-� _ -.. _. _ T!__ _4 I-A i I - I I J A ld 7 -- t . ..... ----- - J- 7 4 A_! - t r- - - P I j ..... ..... H A 7 �: -J l f I _, ... _._....._... I . i . . ....... f 'ITTEL J .. . . . t . .... . ...... 1 I. 4 _1 F 1-111 L.I. I..,. [:.-.j ! J . .. .... t. Z a�. Z w 00 U) w w m i �_ S2 LL W 2 � 9 :3 LL cf) CY W 0 z �_ W W 0 U)_ 0 � W LLJ 3:( LA_ 0 U(1) t Z Title: CRESCENT 2008 PLAN Job # 11468 Dsgnr: MA Date: 32 Description: MAIN FLOOR BEAMS Scope: Rev: 560000 User: KW-0602611,Ver5.6.0,2•Sep`2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p.111400111468tcalculationsU 1468.emCalcula Description Beam 16 Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.019 in Deflection 0.000 in 0.000 in ...Location z 2.250 ft ...Length /Deft 0.0 0.0 ...Length /Deft 12,423.8 2,867.04 General Information 1.69 k Calculations are designed to 1997 NDS and 1997 UBC Requirements W Section Name 17.786 in2 Center Span 4.50 ft it @ Center 4x10 Bearing @ Supports ...Length /Deft .....Lu 0.0 0.00 V Beam Width 3.500 in Left Cantilever ft .....Lu @ Right 0.00 it 00 Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft p Member Type Sawn Douglas Fir - Larch, No.2 U) W i Fb Base Allow 875.0 psi Sxx 49.911 in3 Area W = Load Dur. Factor 1.000 Fv Allow 95.0 psi 0.000 N Beam End Fixity Pin -Pin Fc Allow 625.0 psi f E 1,600.0 ksl W 0 f Full Length Uniform Loads u. a N Center DL 174.00 #/ft LL 580.00 # /ft Cy Left Cantilever DL #/ft LL # /ft _ Right Cantilever DL #/ft LL #/ft Z Me 1 O Summary Beam Design OK W W Span= 4.50ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin 2 a Max Stress Ratio 0.549 : 1 v0 Maximum Moment 1.9 k -ft Maximum Shear * 1.5 1.7 k o �_ ! Allowable 4.0 k -ft Allowable 3.1 k W j Max. Positive Moment i Max. Negative Moment 1.91 k -ft at 2.250 ft 0.00 k 4.500 ft Shear: @ Left @ Right 1.70 k 1.70 k = U -ft at Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Z Max @ Right Support 0.00 k -ft @ Center 0.0071n W j Max. M allow 4.00 Reactions... @ Right 0.000 )n (� N _ ~ fb 458.87 psi fv 52.19 psi Left DL 0.39 k Max 1.70 k Fb 962.50 psi Fv 95.00 psi Right DL 0.39 k Max 1.70 k Z Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.019 in Deflection 0.000 in 0.000 in ...Location 2.250 ft 2.250 ft ...Length /Deft 0.0 0.0 ...Length /Deft 12,423.8 2,867.04 Right Cantilever... 1.69 k Camber ( using 1.5 * D.L. Defl ) ... 17.786 in2 Deflection 0.000 in 0.000 in @ Center 0.007 in Bearing @ Supports ...Length /Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.776 in Max. Right Reaction 1.70 k @ Right 0.000 in Stress Cal Bending Analysis Ck 34.680 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.100 Rb 0.000 CI 0.000 J �f ,v " a' +..... +en+wa..x.i.�."l�. -i 1.i'l:+ ".T:.�r'.t++1.1. AwtlnwWM.i.. i'�. fr.Annl:l T.?+fn`M.t�w...�.. .. .. .. _ _ 4 ... .. � � � • ,, Max Moment Sxx Req'd Allowable fb @ Center 1.91 k -ft 23.80 In3 962.50 psi @ Left Support 0.00 k -ft 0.00 in3 962.50 psi @ Right Support 0.00 k -ft 0.00 in3 962.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.69 k 1.69 k Area Required 17.786 in2 17.786 in2 Fv: Allowable 95.00 psi 95.00 psi Bearing @ Supports Max. Left Reaction 1.70 k Bearing Length Req'd 0.776 in Max. Right Reaction 1.70 k Bearing Length Req'd 0.776 in J �f ,v " a' +..... +en+wa..x.i.�."l�. -i 1.i'l:+ ".T:.�r'.t++1.1. AwtlnwWM.i.. i'�. fr.Annl:l T.?+fn`M.t�w...�.. .. .. .. _ _ 4 ... .. � � � • ,, q ; b41 2, 6 -Ao 3 3 Z W JU UO NO J = F-- N LL WO LLQ N� = a � LU T 2 L i r H O L L C W UJ C U� O - o�- WW H LL O Z W U= O Z UPPLFR FL 0 OR FL A N main floor plan i i i M i ` PATIO ' 4 ONGRCTC (12) 7x14 FDN VENTS 2 ' LL U ORANL SPAGE F 6 MIL IBLAGK) V.S. 0 - • 3 1' P 4 � att 8' -0. 4. -6. 4•-6. I. -p. 081 F J n� a W 2 6. 3b gab 9jb !BL F.J. p x LL U � : 0 2'-0 4' -b' 8'- • 4-6- b• n _4x10 DF2 _ I, f 2 2 'L u LL LL • 0 x r 2zD O 4 v N e � _ m n 0 0 74 G MIN. �� _! I SPACE ACCESS LL LL a V • - O `fl �� = INSUI.�t YtS. Q 0 fry � 77 I :•.. 1 1 BLK'&. p I / j ®1 .G I I n x e • 1 1 4x10 DF2 80.1 --- _ fl O -- - --('�" - ;�• 18'-x I ,' -9• I 0' -2 � O; 4 I SLAB ON GRADE 4 GONG. OVER ry I b NIL (BLACK) VA. OcR 4` V 6RANIA.AR FILL • I SLOPE 4 TO O.H. COORS I �I I 2 I I 2 2 � 2 I COWII.L2 FOOTING I I P°_l EATN OH. DOORS I LL— LINE OF THICKENED SLAB — - -- --------- -- l I 2• -4 I/2 Ib' -8' R.O. I I 2' -4 1/2' EDbE OF SLAB + 2 90' -O' OA. A ' b 0 0 35 Z . Z W 5 J U: UQ NW J cl) W CC Q G J LL Q S Z F.. I- Q W W Do 0 N WW S F- �. LL Q .. Z. U= o� Z SITT$ & HILL ENGINEER INC. 2901 S 40th St. Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 1 PROJECT: CRESCENT 2008 PLAN 11468 Gravity.mcd 3/19/2004 Design Ming Aiwin Check Ed Brown _�A 2 - 2 x 4 HF #2 BUILT -UP COLUMN CAPACITY IS 4,000 LB USE 24" x 24" x 12" SPREAD FOOTING 3 - 2 x 4 HF #2 BUILT -UP COLUMN CAPACITY IS 6,000 LB 2 - 2 x 6 HF#2 BUILT -UP COLUMN CAPACITY IS 13,000 LB USE 24" x 24" x 12" SPREAD FOOTING 4 x 4 DF #2 COLUMN CAPACITY IS 5,700 LB USE 24" x 24" x 12" SPREAD FOOTING 4 x 6 DF #2 COLUMN CAPACITY IS 8,900 LB USE 24" x 24" x 12" SPREAD FOOTING EXTERIOR WALL DESIGN USE 2 x 6 HF#2 @ 16" O.C. 1'- 4" x 8" CONTINUOUS FOOTING USE 2 x 4 HF#2 @ 16" O.C. V- 4" x 8" CONTINUOUS FOOTING CRESCENT 2008 PLAN Z _� '~ w JU L) 0 , Cl) Cl co ui J = F- (0 ul w 0- u- cl) = w Z F. F- O Z F-- W U J �O U ON 0 F_ W ui H u. O _ UN O Z SITTS & HILL ENGINEER INC. PROJECT: CRESCENT 2008 PLAN 2901 S 40th St. Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 11468 Gravity.mcd 3/19/2004 Design Ming Alwin Check Ed Brown (2) -2x4 HF #2 Built -Up Post H:= 9-ft psf := sl plf := psf -ft lb:= plf•ft F,:= 1300-psi C := 1 C := 1.5 C := 1 C := 1 C := 1 C := 1.15 E':= 1300000-psi F" c • : — = F c •C D' Fc C F" c — = 1495 p si (2)-2x4 HF #2 Built -Up Post Properties K f := 1 (Kf = 0.6 for unbraced nailed built Axial Load Capacity up posts - 0 .75 for bolted) Slenderness Ratio (SL) . h:= 3.5 -in t:= 2.1.5•in SL := H C:= 0.8 KCE := 0.3 h A:= t•h A = 10.5 in ' FCE := KCE• E FCE = 410 psi I:= t• -h h 3 1= 10.7 in SL 2 S:= 11 '2 S = 6.1 in 1 + FCE 1 + FCE F cE h Cp � 2 C c— 2 C c _ C 'Kf C = 0 .256 F',:= C F "� F'� = 383 psi Pmax ;= F'� A (2) -2x4 HF #2 Built -Up Post Pmax = 4023 lb Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000 -psf Pmax := 7171 -]b A:= Pmax A = 3.586 ft Sb b :_ b = 22.722 in USE 24 "x24 "x12" Spread Footing CRESCENT 2008 PLAN Z �Z JU UO Cl) w= J �.. W U_ W O u_ D � = W ? (F- WO W co U� 0 F— WW H F u O . Z. W U= O Z SITT,S & HILL ENGINEER INC. PROJECT: CRESCENT 2008 PLAN 2901 S 40th St. Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 11468 Gravity.mcd 3/19/2004 Design Ming Alwin Check Ed Brown M (3) -2x4 HF #2 Built -Up Post psi H:= 9-ft psf := 1 4 4 plf := psf•ft lb:= plf•ft F,:= 1300-psi C := 1 C := 1.3 C := 1 C := I C := 1 CF, := 1.1 E':= 1300000-psi F" c • F c •C D' Fc C F" c p 1430 si (3) -2x4 HF #2 Built -Up Post Properties = Kf := I (Kf = 0.6 for unbraced nailed built Axial Load Capacity up posts - 0.75 for bolted) Slenderness Ratio (SL) h := 3.5-in t:= 3.1.5•in SL := H C:= 0.8 KCE := 0.3 h A:= t•h A= 15.7 in KCE' E' 3 FCE := FC = 410 psi 1:= t- 2 I = 16.1 in SL 2 S:= I - S = 9.2 in 1 + FCE 1 + FCE Fce h F " F" C 2 C - 2 C - C •K C = 0.267 F' := C F " F'� = 382 psi Pmax F'� A (3) -2x4 HF #2 Built -Up Post Pmax = 6013 lb CRESCENT 2008 PLAN Z Z . �QQ 2 WV UO W= H S2 LL wO J U. j CO = W Z F- ZO w W U� co 0 �- W W. �U F- w Z 111 U= O F-• Z SITTS & HILL ENGINEER INC. PROJECT: CRESCENT 2008 PLAN 2901"S 40th St. Tacoma, WA 98409 -5697 • Telephone (253) 474 -9449 # Fax (253)474 -0153 11468 Gravity.mcd 3/19/2004 Design Ming Alwin Check Ed Brown 39 (2) -2x6 HF #2 Built -Up Post psi H:= 9-ft psf := plf ;= psf•ft lb:= plf•ft 144 F := 1300-psi CD := 1 C Fb := 1.3 C := 1 C := 1 C := 1 CFc := 1 -1 E':= 1300000-psi Fit c := Fc.CD•CFc Flic = 1430psi Axial Load Capacity Slenderness Ratio (SL) SL := H C := 0.8 K := 0.3 h IC FCE FCE = 1011 psi SL 2 1 +FCE 1 + FCE Fcs C — F "c — F„c — F" ` K p• 2 -C 2 -C C r F' := C " F' = 805 psi Pmax := F' A (2) - 2x6 HF #2 Built - Up Post Pmax = 13274 lb Spread Footing Design Soil Bearing Pressure (Sb) S := 2000 -psf A = Pmax Sb b .= JA M Pmax 6470-lb A = 3.235 ft 2 b = 21.583 in (2) -2x6 HF #2 Built -Up Post Properties K f := 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5. in t:= 2.1.5 -in A:= t•h A = 16.5 in 3 t l 1:= 2 1 41.6 in S:= 1*2 S = 15.1 in h C = 0.563 USE 24 "x24 "x12" Spread Footing CRESCENT 2008 PLAN .`4... 1, 1 �r�:./.Zn•F.i•+�f.'na.. sir Ur +t.K r�I..�,.:n::+`�...,�w.. .e�•R,a.F+•.:. ai.Ir.�•'x Nrty4:•Y 4HwYinw:ltN:rl4G:. Z ~ W �QQ? JU UO W uj NU_ WO J U_ j � = W WO 2 5. U co WW O Z' U= O Z SITT,S & HILL ENGINEER INC. PROJECT: CRESCENT 2008 PLAN 11468 Gravity.mcd 2901 S 40th St. Tacoma, WA 98409 -5697 3/19/2004 Telephone (253) 474 -9449 Design Ming Alwin Fax (253)474 -0153 Check Ed Brown 4o 4x4 DF #2 Post H:= 9-ft psf := plf := psf•ft 44 F := 1350-psi C := 1 CFb := 1.5 CM := 1 C := 1 C := 1 CFc := 1.15 E':= 1600000•psi F",:= Fo CD' CFc F " = 1552 psi Axial Load Capacity Slenderness Ratio (SL) SL := h C:= 0.8 KCE := 0.3 KC E•E' FCE .- FC = 504 psi SL 2 IS 1 } FCE F2 FCE FCs C :- F "c - F "c F ` K p 2C C C f F',:= Cp F " F' = 464 psi Pmax := F' A 4x4 DF #2 Post Pmu = 56901b Spread Footing Design Soil Bearing Pressure (S S := 2000•psf Pmax := 600.1b A:= Pmax A = 0.3 ft Sb b :_ FA b = 6.573 in lb := plf -ft 4x4 DF #2 Post Properties 'Kf := 1 (Kf = 0.6 for unbraced nailed built C = 0.299 USE 24 "x24 "x12" Spread Footing CRESCENT 2008 PLAN ^.T^•• •..::.�- wl.x.�i «Y. •%•Y+Y .,4�t �nny:ASix':w ..+ +w'r "vicv1aJ+'� 111 +.+�44k.lf�t�'� �LJS��,.titi+ Z H W UO N 0. Cf) 11i J = H N LL WO U- cf)d = W ZO W W U c o o F- W H L). U- O. .. Z W U= O H Z up posts - 0.75 for bolted) h:= 3.5-in t:= 3.5-in A:= t•h A = 12.2 in t•h I:= I = 12.5in 12 S:= I}2 S = 7.1 in C = 0.299 USE 24 "x24 "x12" Spread Footing CRESCENT 2008 PLAN ^.T^•• •..::.�- wl.x.�i «Y. •%•Y+Y .,4�t �nny:ASix':w ..+ +w'r "vicv1aJ+'� 111 +.+�44k.lf�t�'� �LJS��,.titi+ Z H W UO N 0. Cf) 11i J = H N LL WO U- cf)d = W ZO W W U c o o F- W H L). U- O. .. Z W U= O H Z i SITTS & HILL ENGINEER INC. PROJECT: CRESCENT 2008 PLAN • 2901 S 40th St. Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 j Fax (253)474 -0153 11468 Gravity.mcd 3/19/2004 Design Ming Alwin Check Ed Brown 4x6 DF #2 Post H:= 9-ft psf := 44 Of := psf•ft lb := plf -ft F,:= 1350-psi C := 1 C ;= 1.3 CM := 1 C := I CL := 1 CFc := 1.1 E':= 1600000-psi F " := Fc'CD'CFc F "C = 1485 psi Axial Load Capacity Slenderness Ratio (SL) SL := H C:= 0.8 KCE := 0.3 h I CC E •E' FCE = FC = 504 psi SL 2 1 + FCE 1 + FCE Fcs a 2•C 2•C C f F' := C F' = 462 psi Pmax F' A 4x6 DF #2 Post P = 8900 lb Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000 -psf P := 7735-lb A:= Pmax A = 3.868 ft Sb b:= )A b = 23.599 in 4x4 DF #2 Post Properties Kf := 1 (Kf = 0.6 for unbraced nailed built C = 0.311 USE 24 "x24 "x12" Spread Footing CRESCENT 2008 PLAN Z �Z �W � D UQ to w= NIL W } O } J. U- U) = W I.- = Z F.. ZO W W UL3 ON C1 H- WW X O .. Z W U =, O Z up posts - 0.75 for bolted) h:= 3.5-in t:= 5.5-in A:= t•h A = 19.2 in 3 t h 1:= I= 19.7 in 12 S:= 22 S = 11.2 in h C = 0.311 USE 24 "x24 "x12" Spread Footing CRESCENT 2008 PLAN Z �Z �W � D UQ to w= NIL W } O } J. U- U) = W I.- = Z F.. ZO W W UL3 ON C1 H- WW X O .. Z W U =, O Z SIT'i; S & HILL ENGINEER INC. PROJECT: CRESCENT 2008 PLAN 2901 S 40th St. Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 11468 Gravity.mcd 3/19/2004 Design Ming Alwin Check Ed Brown Z Exterior Stud Wall Design (2x6 HF #2) H:= 9-ft psf := 44 plf := psf•ft lb := plf•ft F := 1300-psi C := 1 CFb := 1.3 C := I C := 1 CL := 1 C Fc := 1.1 C,:= 1.15 Fb := 850-psi F'b F F 'b = 1271 psi F"c := Fc' CD' CFc F "c = 1430 psi E':= 1300000-psi Axial Load Capacity (DL +LL) 2x6 HF #2 Studs @ 16" O.C. Slenderness Ratio ( SL) _ h ( ) t :- 1.5-in h := 5.5-in c :_ — . 2 SL := H H C:= 0.8 KCE := 0.3 A:= t•h A = 8.2 in h 3 KC I:= t 1 2 1= 20.8 in FCE FCE = 1011 psi SO • S:= I S = 7.6 in C z 1 FCE 1 FCE + + FCE C = c — F c — P P 2-C 2-C C C = 0.563 F' := C " F' = 805 psi Pmax := F' A Pmax = 6637 lb PTL := C (16•psf + 25•psf)•I 28 + 11 ft + (12•psf + 40•psf)• 1 7-ft + 80•plf 1.33-ft l l C) ] C (28 1 r 17-ft PDL : = 16•psf• 2 + 1 ft + 12•psf•I 2 1 + 80•plf�•1.33•ft PDL = 561 lb PT = 1512 lb < Pmu = 6637 lb OX Axial Stress (DL) CD := 0.9 F " c:= Fc'CD'CFc F" 1287 psi z I +FCE I +FCE FCE F" F" C := c - c - C C = 0.603 F' := CP•F "c F'c = 776 psi 2•C 2•C C CRESCENT 2008 PLAN Z Z JU U to Cl co W J = H NW W �J w? N = W ? H Z� w w U co OH w H� U- O W Z F- _ O Z 4 SIFTS & HILL ENGINEER INC. PROJECT: CRESCENT 2008 PLAN 2901 S 40th St. Tacoma, WA 98409 -5697 f Telephone (253) 474 -9449 Fax (253)474 -0153 r 11468 Gravity.mcd 3/19/2004 Design Ming Alwin Check Ed Brown � - 4 s Srei =.1.27 in < S = 7.56 in O.K. USE 2x6 HF #2 Studs (aD 16" o.c. Fwidch S Fwidch = 0.569 ft w,vind 16•psf•1.33•ft �'�'wind'H M := M = 215 ft- lb 8 M S Ceq — Fib fb := S fb = 342 psi Combined Stresses 2 fDL + 1 f = 0.188 < 1 O.K. F c fDL F i b 1 -- FCE Cont. Wall Footing Design Soil Bearing Pressure (S Sb := 2000•psf P = 1512 lb PTL 1.33. ft fDL := PD D L f = 68 psi Bending Stress C := 1.6 F'b:= Fb•CD•CFb•CM•CVC F'b =2033 psi USE 1'-4" x 8" Continuous Footing CRESCENT 2008 PLAN Z W` JU UO N Cl J = H NU W O. Q �D = W ' Z t— O W 2 5 U O— 0 H W H —O 111 Z Cl) O F-- . Z S1 7S & HILL ENGINEER INC. PROJECT: CRESCENT 2008 PLAN 2901 S 40th St. Tacoma, WA 98409 -5697 r Telephone (253) 474 -9449 Fax(253)474 -0153 11468 Gravity.mcd 3/19/2004 Design Ming Alwin Check Ed Brown Exterior Stud Wall Design (2x4 HF #2) F := 1300-psi C := 1 F := 850-psi F F b'CD'CFb'CM'CfCL'C, H:= 9-ft psf := 44 plf := psf•ft lb := plf -ft C Fb := 1.5 C := 1 CC= 1 C := 1 CFc := 1.15 C := 1.15 F' = 1466 psi F "c := F c' C D' C Fc F„C= 1495psi E':= 1300000-psi Axial Load Capacity (DL +LL) Slenderness Ratio (SQ SL := h C:= 0.8 KCE := 0.3 I C CE •E' FCE := FCE = 410 psi SL 2 1 +FCE 1 + FCE FCE Cp — F11c — F11c —c C = 0.256 2•C 2•C C 2x4 HF #2 Studs @ 16" o.c. t:= 1.5-in h:= 3.5-in C:= h 2 A:= t•h A = 5.2in 3 I:= t• h I = 5.4 in 12 S: =— I S= 3.1in C F' := (" C p •F " F' = 383 psi ll P ,,, := F'� A P max = 2012 lb PTL:= L (16 -psf + 25•psf)•� + 1 ft+ (12•psf + 40•psf)• 12ft + 80•plf 1.33-ft PDL := 16•psf•I 2 + 1� ft + 12•psf•� 10-ft + 80•plf P = 431 lb / J P = 3997 lb < Pmax = 2012 lb O Axial Stress (DL) CD := 0.9 F "c := Fo' CU CFc F"c = 1346 psi z 1 +FCE 1 +FCE FCE F" F" — C := c — c — � C = 0.282 F' := C F " F' = 380 psi 2C 2C C CRESCENT 2008 PLAN y ,k 1 1 . �!r �rl't Y,� .f . wit•. �+. e4i. 3. 1'. liJ. f6•, r4k: 4. iili: tveaYikGt17• a' �.— yF. 41. n}./. W .1i,LJ�t*:dJ.Y:wSYwei >WL:wi..L. v.�. .w.+w..rwh�•' i-�c4 vwv+.11t '�iitlu'wa- .LiKw. Li7.YiunYa.M1llfli`w+111J... z �Z �W ¢¢ JU UO N Cl co W W = H N LL W } O } �J U. U� T W. Z H H O w ~ W U O - o�- WW O W z U= O z # SITTS & HILL ENGINEER INC. i 2901 S 40th St. Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 PROJECT: CRESCENT 2008 PLAN 11468 Gravity.mcd 3/19/2004 Design Ming Alwin Check Ed Brown fDL := PD D L f = 82 psi Bending Stress C := 1.6 F'b := Fb•CD•C -C F'b = 2346 psi 'wind 16 -psf -1.33 -ft 2 M:= W w in H M = 215 R-lb M Sreq = b fb := S f = 844 psi Combined Stresses , 2 fDL + 1 _ f -b = 0.497 <11 O.K. F'c 1 _ fDL F FCB Cont. Wall Footing Design Soil Bearing Pressure (S Sb := 2000 -psf P = 39971b PTL 1 S req = 1.1 in < S = 3.06 in O.K. USE 2x4 HF #2 Studs (ED, 16" o.c. Fwidth := Sb Fwidth = 1 .503 ft USE 1'-4" x 8" Continuous Footing CRESCENT 2008 PLAN Z '~ W JU U U) o co W J �_.- . 0 L WO 2 Q LL Q N D. = F.. W Z 2 H I— O. Z I-- W U� , O W LU W U= O Z SITT.S & HILL ENGINEERS INC. 2901 SO, 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CRESCENT 2008 PLAN 11468 Lateral.mcd 3/19/2004 design Ming Alwin chk Ed B 2 n LATERAL ANALYSIS: BASED ON 1997 UNIFORM BUILDING CODE SEISMIC LOADS BASED ON UBC CHAPTER 16, SECTION 1630.2 SEISMIC ZONE: 3 Z:= 0.3 TABLE 16 -1 I := 1.0 TABLE 16 -K C := 0.36 TABLE 16 -Q C,:= 0.54 TABLE 16 -R R:= 5.5 TABLE 16 -N W BUILDING /STRUCTURE WEIGHT Equation 30 -6 V:= 0.11-c W V = 0.04 W Minimum Equation 30 -5 V:= 2.5-c'.1 R W V = 0.164 W Governs by inspection. Acceleration controls seismic design of short structures. Assume a redundancy factor of: p := 1.4 Working Strength Level then becomes: E:= V_P W 1.4 E=0.16 W (vertical component of earthquake ground motion taken as 0 for allowable stress design) Lateral forces will be distributed along lines of force /resistance. Lines of force /resistance will be investigated for both wind and seismic lateral loads. CRESCENT 2008 PLAN z Z �W JU UO ND co Uj J � �LL W O. Ua co :3 = �W Z I— O z I-- W� UC3 c 0 I— WW LL- O z W co O z A • _ d O m r Fri O M� a NOTICE: IF THE DOCUMENT IN THIS FRAME F THE DOCUMENTA THIS NOTICE IT IS DUE TO THE QUALITY FRONT ELEVATION " SCALE. 1/4" a 1•-0• w = 'T3- l Wj , W, f- 15 vv � 4`1 8 z w � D JU UO C O J = H CO LL, WO J LL. Q co = F. W Z H F— O z F— LU a U� O N; 0 H W W �U L O 111 z co O z • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CRESCENT 2008 PLAN 11468 Laterai.mcd 3/19/2004 design Ming Alwin chk Ed Brown WIND USE METHOD 2 - PROJECTED AREA METHOD PER UBC SECTION 1621.3 STRUCTURE LESS THAN 200 FEET IN HEIGHT. P = Ce Cq qs Iw WHERE: WIND EXPOSURE = B 80 mph WIND SPEED Ce = COMBINED HEIGHT AND GUST FACTOR COEFFICIENT (TABLE 16 -G) Cq = PRESSURE COEFFICIENT (TABLE 16 -H) qs = WIND STAGNATION PRESSURE BASED ON WIND SPEED (TABLE 16 -F) Iw = IMPORTANCE FACTOR (TABLE 16 -K) Exposure B, 80 mph WIND SPEED Height Above Ce Ground (ft.) — 0' to 15' Cel5 := 0.62 15' to 20' Ce20 := 0.67 20' to 25' Ce25 := 0.72 25' to 30' Ce30 := 0.76 30 to 40' Ce40 := 0.84 WIND SHEAR AT ROOF DIAPHRAGM: qs := 16.4- L Iw := 1.0 Cq := 1.3 ft Wind Pressure (Psf) P1 := gs•Iw•Cq.Cel5 P1 = 13.21bf - ' P2:= gs•Iw•Cq•Ce20 P2 = 14.3 lb ft P3:= gs•Iw•Cq•Ce25 P3 = 15.41b ft z P4:= qs- Iw•Cq -Ce30 P4 = 16.2 lb ft -2 P5:= gs•Iw•Cq•Ce40 P5 = 17.9 lb ft -2 W P3.5•ft+ P2.5. ft WIND SHEAR AT UPPER FLOOR DIAPHRAGM: W := W + P1.9 -ft W2 =;148:21b ft's .Wj 267:11bft" CRESCENT 2008 PLAN Z Uj JU UO. CO o. co W J � �w WO J LL Q N d = w t- _ Z F- t-- O Z H W O N 0 H-. wW �U LL O fd Z U= Z � f 6' -4 6' -II' LINE OF L BELOW ALINE OF ROOF BELOW A b 4 ' - 0' 2 ' - 4' 4' -0' 4• S._4. q--O- 90'-0' O.A. "Pt7IR FLOOR FLAN Y8 30 2 0 9 C WA al Z �Z t � C J U U O U W = J D U- C w 0 G U? � W Z F.. W 0 W U� �_ o �- W U —O Iii U= O Z 6 °5°SLIDER • 10.51 b LDR 6X10 DFMZ 6X10 DFf2 r BONUS MBR To n CARPET n O $D, o PROVIDE MIN. a'� 27'x30' ATTIC IIOVO H AGCE59INWL. W.5. a ae SD. . b ° b ° B.P. 0 v n ' n 1a o' d In 6 0 MBA cn RRFU 4 0 M 4v �D 'yam ' L�U G7 �• I IL �I1ovo S.o. T VINYL V.T.O. A in 36 ti 42 SHWR M c — -- G ET A �}Q'I W.G. � !� m" B?t2 v �° cARPEr In VINYL A 263 - - - --- 0 D Ib RISERS 3 '.H. m 6 ° b BP. R�5 ry as SVEW. iY IIOV G SD. IIov O ry O l SD. ;a a BR2 BR3 CARPET do m U1 n in 31 FI •FIX 3� 12' 3 �I 4 SLDR�� LINE OF L BELOW ALINE OF ROOF BELOW A b 4 ' - 0' 2 ' - 4' 4' -0' 4• S._4. q--O- 90'-0' O.A. "Pt7IR FLOOR FLAN Y8 30 2 0 9 C WA al Z �Z t � C J U U O U W = J D U- C w 0 G U? � W Z F.. W 0 W U� �_ o �- W U —O Iii U= O Z SITTS & HILL ENGINEERS INC. 11468 Lateral.mcd 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT: CRESCENT 2008 PLAN 3/19/2004 Telephone (253) 474 - 9449 design Ming Alwin / Fax (253) 474 -0153 chk Ed Brown 5D Upper Floor Walls Upper Floor Wall Line A: Total Wall Length: La := 10.5-ft W 2 . 3 0.540.5 Wind Shear va:= La Seismic Tributary Weight: j i i M Plate Height: H := 8 -ft va = 21 lb ft t Sf�%arrVUaIIType,P;t16 ,Capacity., ��278`wRLF`:�L� Roof := 16•psf•30-ft•30.5•ft•0.5 Roof = 73201b Wall := 10•psf•30•ft•4•ft Wall= 1200 lb W:= Roof + Wall W = 85201b Seismic Force: E := & W E = 132.8 lb ff' Wind Controls Design La Check wall section: ]a:= 10.5 -ft Overturning Moment: OTM := va•la•H OTM = 18077.2lbft Dead load resisting: Roof := 16- psf•(28-0.5 + I)-ft-la Roof = 2520 lb Wall := 10•psf•H la Wall = 840 lb Total := Roof + Wall Total = 3360 lb Resisting Moment: DLR := Total. la DLR = 17640 lb ft 2 Net Uplift: U:= OTM — DLR U = 41.6 lb NO HOLDOWN la CRESCENT 2008 PLAN z JU UO U) 0 co Uj J = CO U. w J U. N = w Z 1— O Z !— W U O _. Q H_ WW F L •. Z L) O z I • SITTS & HILL ENGINEERS INC. • 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT: CRESCENT 2008 PLAN • Telephone (253) 474 -9449 Fax (253) 474 -0153 11468 Lateral.mcd 3/19/2004 design Ming Alwin chk Ed Brown 5 Upper Floor Wall Line B: Total Wall Length: Lb := 6.5-ft Plate Height: H := 8-ft W2. 46-ft-0.5 .x: } .,F1 =3 ..- -...�. n ,.�" S eartWall Type Wind Shear vb := Ye w., = _ 10 ;r Lb vb 524 3lbft � Seismic Tributary Weight: Roof := 16- psf•(30•ft- 30.5•ft+ 21.- ft•15.5•ft)•0.5 Roof = 9924 lb Wall := 10•psf- 50•ft•4•ft Wall = 2000 lb W:= Roof + Wall W = 11924 lb Seismic Force: E := E•W Eb = 300.2 lb fl Wind Controls Design Lb Check wall section: Lb := 6.5-ft Overturning Moment: OTM := vb•Lb•H OTM = 27264lbft Dead load resisting: Roof := 16•psf•4- ft•0.5.2.5•ft Roof = 801b Wall := 10•psf•Hw Lb Wall = 5201b Total := Roof + Wall Total = 600 lb Resisting Moment: DLR := Total. L DLR = 1950 lb ft 2 Net Uplift: U OTM — DLR U = 3894.5 lb SIMPSON MST48 Lb Nails needed: vb = 3.2 122-lb-ft 1 1.33 Use (4) 16d nails per foot CRESCENT 2008 PLAN z �z �w 00 N w= J �.. Cl) LL w U. �0 UJ z �. F— O z F-- w 25 U 0. O N O H ww H 0. O .. z UN 1= _ O z SITTS & HILL ENGINEERS INC 11468 Lateral.mcd E 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT: CRESCENT 2008 PLAN 3/19/2004 Telephone (253) 474 -9449 n Min de Fax (253) 474 -0153 chk i Alwi I t� Upper Floor Wall Line C: Total Wall Length: Lc := 3-ft + 3-ft + 3.25-ft + 3.25-ft Wind Shear vc:= W2' 15.5•ft•0.5 Lc Plate Height: H,:= 8-ft vc = 91.9 lb ff ,�YPe =f? =fi Ica j Seismic Tributary Weight: Roof := 16- psf- 21•ft•15.5•ft -0.5 Roof = 2604 lb Wall:= 10•psf•21•ft•4•ft Wall = 840 lb W:= Roof + Wall W = 3444 lb Seismic Force: E E-W E =45.1 lb ft Wind Controls Design Lc Check wall section: Ic:= 3-ft Overturning Moment: OTM := vc•lc•H OTM = 2204.8lbft Dead load resisting: Roof := 16•psf•(2.0.5 + I)-ft-lc Roof = 96 lb Wall := 10•psf•H lc Wall = 240 lb Total := Roof + Wall Total = 336 lb Resisting Moment: DLR := Total. lc DLR = 504 lb ft 2 OTM — DLR Net Uplift: U := U = 566.91b NO HOLDOWN lc CRESCENT 2008 PLAN Z Z �W vo (n 0. C0 LLJ J = H C0 L w 0 } J LL Q D Z d F. W Z = N t-- O Z H-, W W U a F- WW H U. O .• Z W U =' Q ~. Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT: CRESCENT 2008 PLAN • Telephone (253) 474 -9449 Fax(263)474 -0153 11468 Laterai.mcd 3/19/2004 design Ming Alwin chk Ed Brown Upper Floor Wall Line 1: Total Wall Length: L1 := 15.5 -ft + 17.5 -ft Wind Shear vl :_ W2.21 -ft -0.5 L1 Plate Height: H,,, := 8 -ft v 1 = 47.1 lb ft -1 Shear;,W all,�1`ype� F?:'Irfi Seismic Tributary Weight: Roof := 16- psf- 46- ft- 21 -ft -0.5 Roof = 7728 lb Wall:= 10•psf- 46 -ft -4 -ft Wall = 18401b W:= Roof + Wall W = 9568 lb Seismic Force: El := E -W E = 47.41bft 1 Seismic Controls Design L1 Check wall section: ll := 15.5 -ft Overturning Moment: OTM := E -14,,, OTM = 5883.1 lb ft Dead load resisting: Roof := 16- psf- (8•ft-0.5 + 1 -ft) -11 Roof = 12401b Wall := 10- psf -11, 11 Wall = 12401b Total := Roof + Wall Total = 2480 lb Resisting Moment: DLR := Total- DLR = 19220 lb ft 2 Net Uplift: U:= OTM - DLR U = - 860.4lb NO HOLDOWN 11 CRESCENT 2008 PLAN z Z tY 7- D 3 0. N 0. J = U) IL w O: 9 - LL ¢ = �.w z = F- H O z t— w LU 2 o U ON o �- w W H� LL Z ti i U= O z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT: CRESCENT 2008 PLAN 11468 Lateral.mcd 3/19/2004 design Ming Alwin chk Ed Brown Upper Floor Wall Line 2: Total Wall Length: L2:= 10.5-ft + 13.5-ft Wind Shear v2 := W 2. 3 0•ft•0.5 L2 Seismic Tributary Weight: Plate Height: H,:= 8-ft v2 = 92.61bft -t Shea'r.:�G11a11 }T jipe:P;1 =6 1 Od naffs:@ .6 ".'OC. Cap6ci jr`, '278'PLF` <, Roof := 16- psf•30.5•ft•30•ft•0.5 Roof = 7320 lb Wall := 10•psf•30.5•ft•4•ft Wall = 12201b W:= Roof + Wall W = 85401b Seismic Force: E2 := E W E2 = 58.2 lb ft Wind Controls Design L2 Check Wall Section: 12:= 10.5-ft Overturning Moment: OTM := v2.12•11 OTM = 7779.1 lb ft Dead Load Resisting: Roof := 16•psf•(4• ft. 0.5 + 1 • ft) •12 Roof = 504 lb Wall := 10•psf•Hw 12 Wall = 840 lb Total := Roof + Wall Total = 1344 lb Resisting Moment: DLR := Total 2 DLR = 70561b ft Net Uplift: U:= OTM — DLR U = 68.9 lb NO HOLDOW N 12 CRESCENT 2008 PLAN Z Z UQ C0 W W 3 : CO) U- w a � U- = w ' zF- F- O Z F- W5 U ON 0 F- W W F=- H O .• Z w U= O Z i K f 1 ' II R. 6 ° 5 ° SLDR 6 ° 5 D— b °[� °56D I 5 6. `f � n ' X � n d 1 4i GREAT RM ° X b NOOK H HW h 4v p u I ZERO GLEA GE DIR. VENT - 6rS M hp J � FIREPLACE. INSTALL PER 1 B' -2' S' -10• X ( 4 MIND NON GOM~V257ABL L E � FLUSH HEARTfI. PRCTVIDE� ( 4 A.p F, , Qv -r. wMln. 0 7O INGn oreninG. I - 3 Imo• x 9 N• PSL 2.0E O HALF WALL o o 0 9 0 42• A.PP, m 1 blY� 1 i VEIL 5NK U 6 O r ' e D. 3 x 9 1' PSL 2.0E KITCHEN .�. g a O .,... H in "M p n IL I O PANTRY I M I - - - - - =3-6-= I 1 1 L I In I DINING PEN I I ° u m m o a m FOYER DR { ° I CARPET N N tki 4 u 4r o I o x : m A LL i ° p d j x< ° ° m o W.G. 0 (nQ ^ I O D PORGN 1 HUTCH GAF! APT Ib 15_ °R ry _ _ _ _ __ — _ _ O ADS 5' -6' I 4' -6' W -4' r 4' -O' 1 3' -8' 13'3'-9• T7 0 9116' I O d TOP OF PLATFORM 3 K' x 9 PSI. 2.0 • AW ABOVc SLAB I ••� F 'n 0 SLAB ON GRADE W.QAP ALL r+ALts, :F ; ±N , -•. �Om 4 GONG. SLAB OVER b MIL BLACK P05T5, BEA) •5, < GEILIN6 VAPOR BARRIER ON 4 6RANULAC w SM TYPE X' 6 H 5. n 3r •. FILL. SLOPE 4• TO%'tARD O.H. DR. DBL F.J. ..I�`' !r •. 2x10 HF•2 F,J, o I6' O.G. ! 2xty HP +2 F.J. o I6' O.G. n a /� '• C. YV W26 HAN6ER5 N HU26 HANGERS Q I ° 'h�f�.11 " ry r - - - - - -- l -- - - - -- I 0 ,p 'S DEL F.J. DEL F J. i I � XYu. O I 2 -6AR OAR D BL F.J. I I I LjINE OF FLOOR ABV. I I I 5 11 . 2x 16 P5L 21' L.P. I 2,51 Iv °e °oH.v. 7 5 1 A 6 1 2' -6' Ib' -0' 1 2' -b rl 11 - 0• 90' -O' OA Z ,F- W UO Cl) LU J LL ul 0 U- ry w I-- O WW U cl F- Ww F- L O Z U= O z SITTS & HILL ENGINEERS INC. ` 2901 SO. 40th St., Tacoma, WA 98409 -5697 Tele0hone (253) 474 -9449 Fax(253)474 -0153 PROJECT: CRESCENT 2008 PLAN 11468 Lateral.mcd 3/19/2004 design Ming Alwin chk Ed Brown X17 Main Floor Walls Main Floor Wall Line A: Total Wall Length: La := 3.75-ft + 4 -ft Plate Height: Wind Shear va :_ WI-30. 5-ft-0.5 La va = 525.7 lb ft7 Seismic Tributary Weight: Roof := 16- psf- 30•ft•30.5•ft -0.5 Roof = 7320 lb Wall := 10- psf•30•ft•12.5•ft Wall = 37501b Floor:= 12•psf•30•ft•30.5•ft•0.5 Floor = 5490lb W:= Roof + Wall + Floor W = 16560 lb Seismic Force: E E W E 349.7lbft Wind Controls Design La H,:= 9 -ft 'Shear;;INall `Type�P1 =3 10d''riails ;3 "b.C: . Gapaci+ty;:� ;`545<FLF Check wall section: la:= 3.75-ft Overturning Moment: OTM := va•la•H OTM = 17741.1 lb ft Dead load resisting: Roof := 16•psf•(2.0.5 + I)-ft-la Roof = 120 lb Wall := 10- psf•H la•2 Wall = 675 lb Floor:= 12•psf•16•ft- 0.5•la Floor 360 lb Total := Roof + Wall + Floor Total = 1155 lb Resisting Moment: DLR := Total. l DLR = 2165.6lbft 2 Net Uplift: Check wall section: OTM - DLR U := la la:= 4-ft U = 4153.5 lb SIMPSON PHD5 Overturning Moment: OTM := va -la•H OTM = 18923.8 lb ft Dead load resisting: Roof := 16- psf•(2.0.5 + 1)•ft•la Roof = 128 lb Wail := 10•psf •H,, la•2 Wall = 720 lb Floor:= 12•psf•1.33- ft•0.5•la Floor 31.9 lb Total := Roof + Wall + Floor Total = 879.9 lb Resisting Moment: DLR := Total. la DLR = 1759.8 lb ft 2 Net Uplift: U:= OTM -DLR U = 4291 lb SIMPSON PHD5 la CRESCENT 2008 PLAN z JU UO C0 H Nw w �J wQ UD = W z 3: t- O z F— Uj w U O- (31-- W Uj tL O . • Z. W U= O E'- z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Teledhone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CRESCENT 2008 PLAN 11468 Lateral.mcd 3/19/2004 design Ming Alwin chk Ed Brown A Main Floor Wall Line B: Total Wall Length: Lb:= 5-ft + 7.25-ft Wind Shear vb :_ WI- 46-ft-0.5 Lb Seismic Tributary Weight: Roof := 16•psf•30- ft- 46•ft•0.5 Wall:= 10-psf•30•ft- 12.5•ft Floor:= 12•psf•30- ft•46•ft•0.5 W := Roof + Wall + Floor Seismic Force: E E -W b _ Lb Check wall section: lb := 5-ft Overtuming Moment: Dead load resisting: Resisting Moment: Net Uplift: Check wall section: Plate Height: vb = 501.6 lb ft -t Roof =110401b Wall = 37501b Floor= 8280 lb W = 23070 lb Eb = 308.21bft -1 Wind Controls Design OTM := vb•lb•H,,, Wall:= 10•psf -Hw ]b•2 Floor:= 12- psf•14•ft- 0.5.1b Total := Wall + Floor DLR := Total. lb 2 OTM — DLR lb lb := 7.25-ft OTM = 22570.6 lb ft H := 9-ft Shear Wall <Type.0, 1 -3 10diiails @,3" OZ.. Capaci.ty;= 5 PLF. : Wall = 900 lb Floor = 420 lb Total = 13201b DLR = 33001b ft U = 3854.11 SIMPSON STHD14RJ Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: OTM := vb•lb•H Roof := 16- psf•2- ft•0.5•lb Wall := 10- psf -H lb -2 Floor : = 12 -psf- 1.33•ft- 0.5•lb Total := Roof + Wall + Floor DLR := Total. lb 2 OTM = 32727.3 lb ft Roof = 1161b Wall= 1305 lb Floor = 57.9 lb Total = 1478.9 lb DLR = 5360.8 lb ft U :— OTMIb .7 DLR U = 37741b SIMPSON STHD14RJ CRESCENT 2008 PLAN z ~w tY � UQ co Uj J �_-. S2 U. WO u_ N = W ? F- ZO W UC3 ON 0 H W HF U- O. W z U= O z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT: CRESCENT 2008 PLAN Telephone (253) 474 -9449 Fax (253) 474 -0153 1 11468 Lateral.mcd 3/19/2004 design Ming Alwin chk Ed Brown .59 Shear force needs be dragded to wall Line B is: F W -0.5 F = 1148.3 lb Shear force in the floor diaphragm is: = 54.71bft - 2 ft � n < 230 lb/ft (allowable force the diaphragm) CRESCENT 2008 PLAN Z : -Z �W JU U ND C0 uj J � CO W W O LLQ N d. = W F- _ Z H O: Z E- W W U� O � 0H WW W � —O Iii Z U� H O Z SITPS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: CRESCENT 2008 PLAN 11468 Lateral.mcd 3/19/2004 design Ming Alwin chk Ed Brown Main Floor Wall Line C: Total Wall Length: Lc := 2.5-ft + 2.5-ft Wind Shear vc:= (Wt — W 19•ft•0.5 Lc Seismic Tributary Weight: Roof := 16•psf•21•ft- 19•ft•0.5 Wall:= 10- psf•21- ft- 12.5•ft W:= Roof + Wall Seismic Force: .— E -W Lc Plate Height: H„:= 9-ft vc = 226 lb f -I Roof = 3192 lb Wall = 2625 lb W = 58171b E = 190.4 lb ft -1 Wind Controls Design Use lateral restrained panel, see detail 402 Z �Z '~ W � _. UQ N -J = H to LL WO yy �J LL Q ND = a f- W z = f- F- O Z 1- W �O U 0 — co, D F-- WW � FUr- u. O W Z Cl) OH Z SITTG & HILL ENGINEERS INC. " 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT: CRESCENT 2008 PLAN • Telephone (253) 474 -9449 Fax (253) 474 -0153 11468 Lateral.mcd 3/19/2004 design Ming Alwin chk Ed Brown L,h Main Floor Wall Line 1: Total Wall Length: L1 := 25-ft + 9.•ft Wind Shear vl :_ W2.30- + (Wt - W2)•21 -ft-0.5 L1 S't ear'W6 I 11 *T` 11, 1 ,. Yp ;110 :naiIs 6i' "O G ' ;Capacjty @ 78 `p7L r. Seismic Tributary Weight: Plate Height: H := 9-ft v1 = 167.5]bf£ Roof := 16•psf•50•ft•30•ft -0.5 Roof =120001b Wall := 10•psf•50•ft•12.5•ft Wall = 6250 lb Floor:= 12•psf•46•fta21•ft•0.5 Floor= 5796 lb W:= Roof + Wall + Floor W = 24046 lb BW Seismic Force: Et := L1 Et = 115.71bft -t Wind Controls Design Check wall section: 11 := 9-ft Overturning Moment: OTM:= vl•11•H OTM= 135661bft Dead load resisting: Roof := 16•psf•(8•ft -0.5 + 1 -ft)-11 Roof = 720 lb Wall := 10•psf•H 11.2 Wall = 1620 lb Floor:= 12•psf•1.33•ft•0.5.11 Floor 71.8 lb Total := Roof + Wall + Floor Total = 2411.81b Resisting Moment: DLR := Total. 2 DLR = 10853.2lbft Net Uplift: U:= OTM – DLR U = 301.41b NO HOLDOWN 11 CRESCENT 2008 PLAN Z z Z JU UQ C0 H NU- WO J LL cf)d = W H Z� F— O w �5 VO O— 0H WW LL O W z U= O z ViTPS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 ' Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT: CRESCENT 2008 PLAN 11468 Lateral.mcd 3/19/2004 design Ming Alwin chk Ed Brown r, Main Floor Wall Line 2: Total Wall Length: L2 := 6.5•ft+ 11•ft Plate Height: H 9-ft Wind Shear _ ( - W2)- 30•ft•0.5 „ v2. v2 = 1021bft't ShbbhWa4 ipe'P1 " -'6 ry L2 1'0' nails. @z C. ; ,< Capacity ? f?LFt "y Seismic Tributary Weight: Wall := 10•psf•46•ft• 12.5•ft Wall = 5750 lb Floor:= 12•psf•(46•ft•21•ft+ 28•ft•9•ft) -0.5 Floor= 7308 lb W:= Wall + Floor W = 13058 lb Seismic Force: E := E•W E = 122.1 lb ft Seismic Controls Design L2 Check Wall Section: 12:= 6.5-ft Overturning Moment: OTM := E OTM = 7142.91bft Dead Load Resisting: Floor:= 12- psf•10.5•ft•0.5.2.5ft Roof = 720 lb Wall := 10•psf•H 12 Wall = 585 lb Total := Wall Total = 585 lb Resist!ng'Moment: DLR := Total. 12 + Floor. 2.5• ft. 0.5 2 DLR = 2098.1 lb ft Net Uplift: U:= OTM - DLR U = 776.1 lb NO HOLDOWN 12 CRESCENT 2008 PLAN z Z UQ to CO) H U. WO }} J. U. Q c d = W 1— 3: z H. i— O z F— w U� O N OH w w H 5. u. O. .z W U= O z ,1TTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 I 11468 Lateral.mcd PROJECT: CRESCENT 2008 PLAN 3/19/2004 design Ming Alwin chk Ed Brown 2 Main Floor Wall Line 3: Total Wall Length: L3:= 13-ft Wind Shear v3 :_ W + (W — W2)-9-ft-0.5 L3 Plate Height: H,,,:= 8-ft v3 = 212.21bff1 SOdriai sal ^^ T6'pOC-6 1 ;Cap'acity: =''278 PLF� : Seismic Tributary Weight: Roof := 16•psf•(30.5•ft•9•ft+ 50•ft- 21•ft)•0.5 Roof = 10596 lb Wall := 10•psf•50•ft• 12.5•ft Wall = 62501b Floor:= 12•psf•30.5•ft•9•ft•0.5 Floor= 1647 lb W:= Roof + Wall + Floor W = 18493 lb Seismic Force:. E3 := E•W E = 232.8 lb ft Seismic Controls Design L3 Check Wall Section: 13:= 13 -ft Overturning Moment: OTM := E OTM = 24209 lb ft Dead Load Resisting: Roof := 16•psf•(8•ft•0.5+ 1•ft)•13 Roof = 1040 lb Wall := 10•psf -H 13.2 Wall = 2080 lb Floor:= 12•psf•1.33•ft•0.5.13 Floor= 103.7 lb Total := Roof + Wall + Floor Total = 3223.7 lb Resisting Moment: DLR := Total. 13 2 DLR = 20954.31b ft Net Uplift: M U OTM — DLR U = 250.41b NO HOLDOWN 13 CRESCENT 2008 PLAN z H i- w �2 D UO y0 C0 11i J 3: N U. W O J LL Q 0 =d F W Z = F- 1--0 z t— W D 0 ' D t✓ W UJ H� ll. O ,.Z W U =. O z 20050601000373 Alter Recording, Return To: Mark Ludden Bay Development Corporation 425 Pontius Ave. N., #125 Seattle, WA 98109 20050 10 0373 BAY DEVELOPMEN EAS 20.00 0 6/01 0 / 0 2005 00 ?01 KING COUNTY, WA JOINT USE AND ACCESS EASEMENT The undersigned Grantor, being the Owner of Lots 7 and 8, in the City of Tukwila Short Plat recorded in King County, Washington under recording number 20040212900003, do Hereby grant to themselves and grant to all future Owners and to their heirs, successors and assigns, an undivided ownership in the private access easement, as described in Exhibit A and attached hereto, for ingress, egress and utilities. Lots 7 and 8 shall be responsible for its maintenance. 1 GRANTOR: Bay Develop me rporation, a Washington Corporation By: Mark Lu d Secretary/Treasurer State of Washington ) ss. County of King ) I certify that I know or have satisfactory evidence that Mark Ludden is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated he was authorized to execute the instrument and acknowledged it as Secretary /Treasurer of Bay Development Corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. (Seal Or Stamp) A- i r ' Dated: S� (Signature) , (Notary Title) My Appointment Expires: �/' 24 CO Z �z � W �U 00 U) 0 C0 Uj J = �U- w a_ cl)0 = W F- _ Z� E- O Z F-- w U� ON 0 H- wW �O W Z U= O� Z ErYCISE TAX NOT REQUIRED Divlslou Bl► r ' EXHIBIT A L ,JOINT IISE ACCESS EASENI64T LEGAL DESCRIPTION i 7, A PORTION Of- L.OT' 7 OF THAT CITY OF TUKWILA SHORT PLAT No. LO I-033 REC'OMED I►NDER KING COUNTY RECORDING NO. 20040212000003 DE-SCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER COMMON TO LOTS 7 AND 8 OF SAID SHORT PLAT: 'I HENCE SOUTH 45 0 42'49" EAST ALONG THE NOT] 1EASTERL.Y LINE OF SAID L.OT'7 A DISTANCE OF 10 FEET; THENCE SOUTH 7 7 ° 45'22 "WEST 10 FEET SO(ITI-I AND PARALLF1 TO THE NORTH LINE OF SAID LOT 7 A DISTANCE OF 10 FEFT, 'rI-lF.NCF. NORITIWESTERLY A DISTANCE OF 10 FEET SOUTHWEST'ERY AND PARALLEL TO THE NORTHEASTERLY LINE OF SAID LOT 7 A DISTANCE OF 10 FEET TO TI IF. NOWITI LINE OF LOT 7; THENCE NORTH 77 °45'22" EAST ALONG THE NORTH LINE OF LOT 7 A DISTANCE OF 10 FELT TO THE POINT OF BEGINNING. SITLIA'I'F IN THE CITY OF TUKWILA, KING COUNTY, STATE OF WASHINGTON A PORTION OF LOT 8 OF THAT CITY OF TUKWILA SHORT PLAT NO. LO 1-033 RECORDED UNDER KING COUNTY RECORDING NO. 20040212900003 DESCRIBED AS FOLLOWS. BEGINNING AT THE SOUTHEAST CORNER COMMON TO LOTS 7 AND 8 OF SAID SHORT PLAT., THENCE NORTH 45 °42'49" WEST ALONG THE NU'I HEASTERLY LINE OF SAID LOT 8 A DIS'T'ANCE OF 10 FEET; THENCE SOUTH 77 0 45'22 "WEST 10 FEET NORTH AND PARALLEL TO THE SOUTH LINE OF SAID LOTS A DISTANCE OF 10 FEET; THENCE SOUTH.EASTERLY A DISTANCE OF 10 FEET SOUTHWESTERY AND . PARALLEL TO THE NORTHEASTERLY LINE OF SAID LOT 8 A DISTANCE OF 10 FEET TO THE SOUTH LINE OF LOT 8; THENCE NORTH 77 °45'22" EAST ALONG THE SOUTH LINE OF SAID LOT 8 A DISTANCE OFl0 FEET TO THE POINT OF BEGINNING. SITUATE IN THE CITY OF TUKWILA, KING COUNTY, STATE OF WASHINGTON. Z Z � W W� JU UQ to W� V) LL W O. u - �W Z N H O Z 1_ W LLI nO U O� oI__ w �U LL 0 Z w N U O Z June 14, 2004 City of Tukwila RE: Change of Driveway Access In looking at a change in access for Sara Vista Lots 7 & 8, we would propose the following: f a 1) Cut current sidewalk, curb and gutter on Macadam Road and replace with driveway access per "City of Tukwila Drawing RS -8", and "Typical Driveway Profile" as attached. 2) Pave driveway behind sidewalk as detailed on attached "Driveway Section ". 3) Remove tree #75 as noted on "Tree Retention plan ". Replace with mutually agreeable trees or shrubs. 4) Existing Utility pole will be minimum 4 feet off driveway access. i 5) Remove existing driveway access off South 43rd Street, including curb and gutter, sidewalk and asphalt. 6) Replace removed sidewalk, curb and gutter per "Sidewalk Section B" (attached) i i 7) Landscape disturbed area per "Landscape Replacement Plan ". i r RECEIVED j C ITY OFT( IKWII A JUN 1 4 2004 PERMIT CENTER i i AIL s z J U. U0 W= J H: (T LL W 9 -J LL �D = d. �_ ` Z F.. Z W U U) 13 w w �U 0 ui Z N H ~ Z... I i.u.I C1 35.26 22.00 C2 24,21 .256.48 C3 3.97 3. 00 C4 30.63 E7,00 C5 4,65 3,00 X3405 I VEN UE S. 24' WIDE DRIVEWAY EASEMENT 10' DRAINAGE EASEMENT IPvt) y°st CQ 24' WIDE DRIVEWAY EASEMENT 15 1 q3522 �O f1� ki' z z w UO O Cl) = �LL w LLQ �.. w z w �5 U� O N WW H� LL ll l z CO o 11 1 v AOcfl55 r na�Ne M[3 9 — s 2 i 'oMQ v�im>ini -j0 J.11o NOU31S , l'dM3Al2Ja � -k . NOTICE: IF THE DOCUMENT IN THIS FRAME IS THE CLEAR D THIS NOTICE IT IS DUE TO THE QUALITY OF v� -i I\ Mq� I 2" COMP. DEPTH CLASS 'B' ASPHALT CONCRETE 1 1/2 MIN. COMP. DEPTH CRUSHED SURFACING TOP COURSE 2 1/2 MIN. COMP. DEPTH CRUSHED SURFACING BASE COURSE GRAVEL BASE CLASS 'B' MAY BE REQUIRED DEPENDING ON SOIL CONDI nRl\/FWAY SECTION NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. VARIES' VARIES* G 1 0o PROPOSED DRIVEWAY ROPOSED CURB AND GUTTER *UNLESS OTHERWISE APPROVED BY THE ENGINEER, THIS MIN. SLOPE IS REQUIRED GUTTER WATER FROM SPILLING INTO PRIVATE PROPERTY. Q RED TO PREVENT TYPICAL DRIVE ��. : •', p�. �,.. sat AY PROFILE NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. l���I1S QKV S S1N � 8 N 011��'�� �I�1bM�aiS C7 nwi A' ;S'0 1 l �i a ...• 0 0 0 0 0 0 �. ` ems. `. • .�O O % Z AWMMS ,S ,T NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME CK65cEarr {- 6M6 (Lo 7 PERMIT # Do l_ 19 Z If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review th6 cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250(l) 2. Enter total construction cost for each improvement category: $23.50 General — 1,001-10,000 Erosion prevention 350 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. Water Zoo 200,001 or more Sewer - 7o o Storm water - 750 Road /Parking /Access — A. Total Improvements Z o 50 3. Calculate improvement -based fees: 2s B. 2.5% of first $100,000 of A. 5! C. 2.0% of amount over $100,000, but less than $200,000 of A. _ D. 1.5% of amount over $200,000 of A. 5 4. TOTAL PLAN REVIEW FEE (B +C +D) $ 5 I (4) 5. GRADING Plan Review and Permit Fees $ (5) Enter total excavation volume 50 cubic yard 7 Enter total fill volume , 50 cubic yards Use the following table to estimate the grading application fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51-100 $23.50 101-1,000 $37.00 1,001-10,000 $49.25 10,001 - 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 - 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 30 i The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 Revised 06.07.04 771 .'mow: :,.v:�•.�:ntd a), 1`:: o: w:: i:; tus'. �2: iLr:: ti.: w:".. ii:d�.eri;::.i !s'�p ., Skip.` .. m:�et•..+.b:�fuwti,Y: �nLibu.:L:.x .,tS.wirimtittiwL'�'J:�t1Y.ti ... ui.iTwV++:iirl'+ z i� '~ w � D UO to o to W J = H w LLQ i s �w z i- O z�_ W W U ON o�_ W LL w z CO OF- z fe, BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance /Inspection Fee (B +C +D) Approx. Remaining Years Pavement Overlay and Repair Rate (p er SF of lane width 20 -15 100% $10.00 15-10( $7.50 10-7(50% $5.00 7-5(33%) $3.30 5-2( 25%) $2.50 2-1(10%) $1.00 0 -1 $0.00 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1 B to estimate the pavement mitigation fee. 8. GRADING Permit Review Fee $ 51 = (6) 2 3 5� Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101-1,000 $37.00 for 1`100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1s` 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 Revised 06.07.04 2 (8) z �z �w QQ 7- JU UO Cl C0 F- C* w W 9� U- Q rn 1 0 f— W z HO z rl-- w w U� O �' 01-- W LLJ LL 0 ui z U =. 0 1-- z F BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees a TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) B. Flood Control Zone ($50) C. Water Meter - Permanent* D. Water Meter - Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ _ (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Special Connection (TMC Title 14) E. Duwamish F. Storm Drainage Mitigation G. Other Fees $ $ Total A through G $ -" (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ •7'f 5 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. ok-hj -7 /27/0¢ Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 Revised 06.07.04 3 \,;�.�. '..,_ y,.�::. �.;5 . . -:•o.. .�. %r:i •.�.f.D',. .Y: .CI s!'�'i;....ua:..iJ Vlt: a4; a? iSiu.` v'+ eL. 4 .hs�i,f4ti.2�+S�4 %:P.ti }nr -iS +: r -Y�: t.:.rzi+.w.,.a.,w. wr,��.. :a:r,c...:,wm• +;..:fat ::a.+sh^..d.5';:. 3+.tzu�a +ibi]iU4' =:. z �z �w 2 1U 00 CO S2 U. wo 9-1 U. a CO d =w z� �o z ►- w Uj Do U o cf) o� wW U. LLi U CO O z g Certificate of Sewer Availability 14816 Mllltvry Road South P.O. Box i50 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 OR ❑ Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: 0 Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Applicants Name: r e Phone: & -� 7� Property Address or ` Apprgximate Location: Tax Lot Number: Legal Description(Attach Map and Legal Description if necessary): Part i • Be Completed. by • - 1. Uf a. Sewer Service will be provided by side sewer connection only to an existing a size sewer n3Vi 4ee4-�he site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or rr 5 r V " D ❑ (3) other (describe): WAF 11 4 2004 P ERMir c � Nr � 2. .(Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. Ef a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: GFC: $ &'50 SFC: $ ' Ito UNIT: $ TOTAL: $ � (Subject to Change on January 1 st) King County/METRO Capacity Charge: Currently, $1867.54 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: Required ❑ Maybe Required c. Other: I hereby certify that the above sewer agency information is true. This certification shall be valid for one year r date of i nature. '1W By Title Date --. ..yru,rfi.'7i7'•�t.• � " �r Y.i'Y. f✓1' fM S ..� "'., nsr,.• pxv: �, � .' �, to :.Rwq- r�+. .e : �r x r..Fi. », ..: lr....; �...,,., ��: ...�...,..,w,.�..+,........ . . r*.;•., y+.....-- ..+...w.w- '*-N`:'.S�M, e.rr�'4f";,yr..r � gym.-„ =r.,^..�.�, -, .r. I . Z W o: 2 JU UO Cf) D J = F- CO) LL w J LL cl)a = w �O Z F- w w U O- OH wW z r- u- O w Z CO O Z r) ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non- Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property "), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and /or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4'. If the District or the applicant must extend the-District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature/ 8953910011270798.0115SY601!.DOC (1/26/04) -1- Z Date Z z �w a 2 JU UQ Cl) CO W J = H Tw w wQ cl) = a �w Z HO z�_ w w U� o- 0H wW U. O w z CO O Z , A*"N ����� CITY OF TUKWIL4 �} Community Development Department Permit Center X 6300 5outhcenter Blvd,, Suite 100 110° Tukwila, WA 98188 Permit Center /Building Division: 106. 431-3670 Public Works Department; 206- 433 -0179 Planning Division: 206 -431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: �o �• 1 J 'r. Md; + ,Y.., N .�rf ' . Y , "Y1' P In: ,' :. ; �.ri�., r ilnlil ,r. 171 Yf q. r r l "} ":Ir.',� 4I' t 7 1 , ' i.Y�' „4'j., S'�i. t ", w•4S, "I "', ti's' !!rc r +'. -0:° / i:;v.'v �t.N.�.. . 5� � y P1 i r. 4 6�� r�' 4i��'`rSl�'��')f�` "�iJ' •yL4'{,4, 1 t u•�1. r r;,.t`.. ,1i' rf,. i,. , �.id . � a w r t ' �h`t'ei 1•, � +i+ <. r.�'w :d1!,i:i�;;� ,�'' ; •I4j,�':.,j , y..G y. rx.:.:. •i •, This certificate Is for the purposes of: (g, Residential Building Permit ❑ Preliminary Plat ❑ Short Subdivision ❑ Commercial /industrial Building Permit ❑ Rezone ❑ Other �F � Estimated number of service connections and water meter size(s): 0 7- TIKWII A Vehicular distance from nearest hydrant to the closest point of structure is ft. JUN 4 2004 Area is served by (Water Utility District): V1ra � ^D��� � of '� i ZS P�p NT�� r1 Owner /Agent Sigrygure Date 1. The proposed project is within TV` �1•V• ,� , k- (City /County) 2. R--No improvements required. 3. .The improvements required to upgrade the water system to bring It Into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: 14114 (Use separate sheet it more room is needed) 4. Based upon the improvements listed above, water can be provf ed and will be available at the site with a flow of 6 ZO gpm at 20 psi residual for a duration of 2 hours at a velocity of / 'z- fps as documented by the attached calculations, 5. Water availability: ©�Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B -2 are met. System is not capable of providing service to this project. I hereby certify that the above information is true and correct. CO C Agen / one 2b6- �i�Z �,Szf -7 BY Date This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability," Ix Lf & 170 4+.,.•._,_:::s_,._.,..,.. a,...,. nay.». a., 4r!°.! 6' R: m ,ce.4vrnrrvo 3 ,.t:." ..........J- .....+....��. '�aramgxrn utFl:.'.. +. v< •.. a ................,..-...+.-.. ......- .�............ Z �W �� W .� U UO W t — MLL WO u - co D = �W Z H I— O Z I— W U� a (D_ H W L O •• Z W U= O Z Site address (attach map and legal description showing hydrant location and size of main): 1343y qvd Ave S T Kwl (a wa 901144 ATTACHMENT TO CERTIFICATE OF WATER AVAILABILITY KING COUNTY WATER DISTRICT NO. 125 The following terms and conditions apply to the attached Certificate of Availability ( "Certificate "). 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City oP7jg"IC "City "). This Certificate is issued at the request of the City, and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. : 2. The District makes no representations, express or implied, that the applicant will be able to obtain the necessary permits, approvals, and authorizations from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this certificate shall be subject to and conditioned upon the �J. availability of water service to the real property at the time of such application, as well as all federal, state, and District laws, ordinances, policies and regulations in effect at the time of such application for utility service, including conservation, water restrictions, and other policies and regulations then in effect. Applicant's Signah. District Representa Date — V O Date Z ~w o � JU UO N C0 w J= S2 w w U-j � =w z� �O Z F- w w U� 0 C0 OH w �U lL O w U Cf). t= _ Z PERMIT COORD COP. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -192 DATE: 06 -14 -04 PROJECT NAME: CRESCENT HOMES - LOT 7 SITE ADDRESS: 1343443 RD AVENUE SOUTH X Original Plan Submittal _Response to Correction Letter # _Response to Incomplete Letter # Revision # afteribefore permit is issued DEPARTMENTS: Buildi g Division 0 4&1ot Public Works _ , Fire Prevention Structural ❑ A/ g Div isior & ,-/4 Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete I Incomplete ❑ Comments: DUE DATE: 06 -15 -04 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ; TING: Please Route Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28.02 PERMIT COORD COPY ❑ No further Review Required DATE: u DUE DATE: 07 -13 -04 Not Approved (attach comments) ❑ z F Z �w D JU U Cl N J H to L w LLQ co = W 1— _ Z �. �- O z �— w w U� ON off wW LO W z U= O z 'ITY RECEIVED JUN 1 4 2004 PERMIT CEN � 1 N w . ;K." 4 �p,� Gaa►QCI�cQ k � v 7Nu Cor'4 1000- \ yc RECEIVED JUN 15 2004 YUKvvi� pUptir wURKS n y� c I i I = . t 4 G �o- e ^^tr.t ti Kw �c • . �— _. �. _ _ . .. v.r . r- a+.r++ ��►� r .. AWAW T 1 c sa-e v So Loe v 7 /4 F- , VCe d� 4- �qyd -1 'ITY RECEIVED JUN 1 4 2004 PERMIT CEN � 1 N w . ;K." 4 �p,� Gaa►QCI�cQ k � v 7Nu Cor'4 1000- \ yc RECEIVED JUN 15 2004 YUKvvi� pUptir wURKS n y� c I i I = . t 4 G �o- e ^^tr.t ti Kw �c • . �— _. �. _ _ . .. v.r . r- a+.r++ ��►� r .. AWAW T 1 • • � ` ` � y � ,e ... ; «• �• /. � . ••ir � . •r � fir r • � . �� .�.�+ i w lb Iry jPb Po • t �' ` 0 p• Y j oG 414, 4� 4 01 10 6 too 40 I , , • . �1 Ir <v Z gif • 1 Q- t ' ' '% 64Q 6 • A�,/ + • i O ' • i • / • ,.. a le V up to r • • . tA do &�� 1 ,,�. . •.. If r • K: ,..,,..r :/ /// / . /''�`` ..ice • ~ / r ✓/ ,ter f / .001 A r'o� ,ol .0 d' goo" lop x, N , � � I ,/ •/ \ • I l e /r / '• / r • • r { go ge • % f / '•/' ..•�' I mo' / • " If MI do Ole .. % j / l y ' ♦ / • I I o ..'r �.• r / • r ' 1��' • J lop so ol IR . ' ,r // / �I y �• ,'i;Ir7 'fir/ , S ^. I r r • ,',,// • • ••• ,,,/ ♦ '• 000 SCA of I 4r OF OF go g p,, t o J OG P OO # IMP ••• •. fr '( ovol gI 1000" 40"all' to t or 10 / • �, •� r � Ex i j;lritiG 4 iri L i irg a j; / r; r• 'i•�'•• • • . *Pf i ir 1 0 e . • 0/ J* , • • •' • 1 �� , / • do' 4 .�' ,• 00 0 e ll r at ' • ' io• t . •• r �: . If •. .� AR I • 1 • .► - �,,...,�_. «fir.• fI�'_ +'s'_r't•a► 'lNf ' .V.t"��f1'+r.A► E�•a./!"'•lR •"'•'MSh�.•M* • rr'r'..:I:rM1•••i� "r'M •O"'r f + P•^•TVR' .. •w:+t+7y- 1•'tr -,r ..t �w Py�'«" . `•�i.. ".•.. - _..r•,+,.r,I' � _ ...�,,. ... - , f,pt+.�/"'T"'_7A••K7�► •- —�r _ ..,� �o,. r. qr"+ '«-y.....;.,d.r.+'..r'.Q�,�""• :'•tl! ►t1�+. f•a'w . _,: r .�..... _ � �.•t...-".+T •- .•._.. •.•.+. _•_ _ _ _ .. _ .CIE.+ •.�, - • t Jr•r . + • ' . „f n a '►�.. �r .'�rlr +r �.T.e"Af„p r*S r . ... •. j •rr late . .. R 1w.. 7R If - 044m kj, ."M, ,�. - ,�,✓•�; .3 awow Ab— a" — Jr o, I, W ,�4oa my Amwj" NOW SNOLLVA313 30V2i 'vIO (33HS Ole J mo 0 �J- 0 • 0% alum 00 Ift . . I#e . dO <3 IWO Ow l OP Ov • AOL' -a m jo • o, •/ 4 • • Otl 00 It ea IF • I. ir .. , .. P 410 %L • *of a SO of % 4 .0 t o oo� S Ave% v ftI 04 10 00 too • . I t • I .. .. I . 4% !c Lwof 100 4 f Arc) or 1 01 Cl 'a VOA 10 • 4 � r / �• r • r *J* de • do • O VN I 4 1 —ol "elf 10, 6 as AP 3 3 J. .1 P op . .' ... % . op. . - . '... ; *I,>. .0 .0 .0 • �� ••' •• � 1 • r� ,• r •• • • � • l •. • -I � w • � j \ \� � " � ~ mo w , , , /f w• ` � • •�u•� ' ' ' 6 • • - 0 to o r to 4 6 o p a J* or 00 Of 401P .4 • eel • lit * 6.4 of & oe or 4t 0 of 'to ge J, so 0 0 1 084 03 NY N bq n ai 46 0 0 % 0 0 0 0 0 0 0 0 10 0 0 0 ID 0 0 0 0 0 03 0 0 0 o. 0 10 % 6. . 7 o O O O 0 0 t � _ •, • , •. '• . ` .. , � • '� � ' • ` ' •; � •If � � � 0 0 e ll 00 0 0 •�• 1, ,�'' �•• on - '` � . ' � � , .� � �,_' � -� � fir' bc V VOA t ;r .4 .00 6 I�o ood op 40 0 1 fto 40 of 41. .41 GENERAL coo, ALL REQUIREMENTS OF THE 1441 UNIFORM DUILDIN6 GORE, ALL APPLICABLE CODES ANLD AUTHORITIES HAVING JURISDICTION SHALL BE FOLI.ONl:D. GONSTRUGTION I Y VN SEISMIC, ZONE 15 OCCUPANCY 6ROWe K -9 WIND SPEED) AO 114" FI RE ZONE I 9 V.X°OSURE GATZOORY, D CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION CONTRACTOR SHALL PROVIDE TEMPORARY BIRA4I146 AS REMIR :D UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN MANE. IT IS THE C414YWA4TORS RESPONSIBILITY TO IDENTIPY ALL DI SCIREPANG IES TO THE ARCHITECT AT THE TIME THEY ARL NOTED. DIMENSIONS TAKE PREGEDENC OVER SCALED MANN". SITE AORK rzEN0"L UNLESS A SOILS INVESTIGATION REPORT BY A LICLN !P SOILS EN61 15 PROVIDED, THE 1 DESIGN IS BASED UPON AN ASSUMM AVERAde SOIL BEARING CAPACITY Or ,DOO'PSF. EXTERIOR POOTINGS SHALL BEAR I'-6" MINIt4UM BELONL FINISHED 6RAtm. ALL 'imOOTIWrS TO DEAR ON FIRM, UNDISTURBED EARTH BELLOW OKSANIG '.SUMPACE SOILS. ALL BACK FILL MATERIAL SHALL BE Y COMPACTED. FOUNDATION VIENTS SHALL NOT IN IERFERE WITH DIRECT LOAD PATH OF COLUMNS. OONORr MINIMUM CA-A16% AND USE F'G SLUMP SACKS / G.Y. A. FOOTINGS 2500 5-4 5-1/2 B. :SLABS ON 6 U4M 2500 0-4 5-1/2 I. AIR ENTRAINING A6ENT (9% TO 696) TO BE USED IN ALL FLAT WORK EXT OaW TO YEATHE . 2. P0530LITH 300 SERIES (4 o:. PER LOON OF CEMENT) TO BE USED IN ALL GONGRETE. S. MIX MAY BE 02 16NED IN ACGOHRDANGE MTM THE PROVISIONS Of THE UNIFORM WILDING GORE. 4. WATER TO C04EW RATIO PER INFORM BUIL.DI & C40E. ,RE I NFORC I N6 S ASTM A613 GRADE 40, REI14FORCIN6 STEEL DETAILS SHALL BE PREPARED BY AN EWERIEWAW Angwym RETAILER AND CONFORM TO STANDARD PRACTICE OU'T'LINED IN Aa RLTOIRT 515. GONGRETE COVER OF RE I NFORG I N& W= 9" CAST AGAINST AND PER!'4ANENTLY TO EARTH. I -1/2" C. INjCAIRETE EXPOSED TO EARTH OR YEATIER. 1 -1/2' BEANts AND COLUMNS NOT WCPOSED TO EARTH OR MATH ER. 9/4" SLABS AND WALLS NOT EXPOSED TO EARTH OR MATI~ER. CARFENTR'r GENERA!_ ALL >:''RAMIN& SHALL C4* WITH THE UNIFORM BUILDING CODE CHAPTER 29. ALL WOOD IN CONTACT WITH CoONCPIETE TO BE TREATED. 6' MINIMUM CLEARANCE BE:TVEEN ROOD AND EARTH. I2" MINIMUM CLEARANCE 19E I NEEN FLOOR BEAMS AND EARTH. 18" MI NI K)MI CLEARANCE =1 YISEN FLOOR JOISTS AND EARTH. LUMBER STRENGTH (UN IN PSI) STUDS F V F B E HEM -FIR 09 15 BOO I,200p00 STUD SIKA DE 15 615 4 20Op00 .JOISTS t RAr 11m5 HEM -FIR 02 (2x10) 15 I p"m I AOOA700 HEM -FIR 02 (2xI2) 13 "N60 1AOOp00 SEAM, HEADERS, LINTELS 4 61RDERS 4" NOMINAL DOUG -FIR 02 "N5 460 146004)00 6 " NOtANaAL DOU6 - FIR NI 83 1,3'30 I AOOp00 GLUE LAMINATED TIMERS DOUG -FIR LARCH (24F-V4) I65 .2A00 I,BOIOPOO STRUCTURAL COMPOSITE TIMBERS LAMINATED VENEER. LV BER 285 2 I PARALLEL STRAND LUMBER 2g0 2,800 2,000,000 LOADINGS ROOF 15 PSF DEAD LOAD + 25 P5F LIVE LOAD • 40 PSF FLOOR 10 P5F DEAD LOAD f 40 P5F LIVE LOAD s SO PSF CEILI N& 5 PSF DEAD LOAD + 10 PSF LIVE LOAD 0 15 PSF DECK 5 PSr DEAD LOAD + 60 PSF LIVE LOAD R 65 PW INTERIOR PARTITION s 1 PSF EXIE MOR PARTITION ■ IO I"gF WOOD DEAKINS ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO DE TREATED WITH AN APPROVED PRESERVATIVE. SOLID E "L 61<IN46 OF NOT LESS THAN 2x TH C40MSS SHALL BE PROVIDED AT ENDS AND AT ALL ,ORT OF JOISTS AND RAFTORS. TYPICAL SILL ANCHOR BOLTS TO 5/6' DIAMETER WITH 2 "x2 "x9/16" PLATE Y ERS • 4'-O' ON CENTER UNLESS NOTED OTHERWISE. 1" MI NI IIWM ENff3EDMENT. ALL METAL FRAMING A AND HAI NM ON DRAWINGS SHALL DE '3TRONS TIE GONNGGTORS AS MANJFAIGT URE'n 8Y SIMP ON COMPANY OR APPROVED EQUAL... FLYWOOP ALL PLYWOOD WALL AND ROOF SHEATHING SHALL BE 112" GDX, UNLESS NOTES OTHERNSE. MINI MUM NAI L I NO SHALL ESE 6d • 6" O.G. AT PANEL. VZ>&M AND 12" O.G. IN MEL SPAN INDEX SHALL BE 24/0. ALL PLYWOOD FLOOR SHEATH I N & SHALL BE 9/4" Cox TONGUE 4 SROOVE UNLESS NOTED SE. MINIMUM NAILING SHALL BE IOd • b" O.G. • PANEL EDGES AND 12 O.G. IN FIELD. SPAN INDEX SHALL BE 40/20. STA66M ALL PANEL Wde AT ROOF AND FLOOR SHF-ArTHIN6. ORIENTED STRAND BOARD (O SHHEATHIN6 T5 OF E GUIVAL.ENT SPAN RATINGS SHALL BE ALLOYED. GLUE LAMINATED TIMBERS ALL GLUE LAMINATED TIMBERS SHALL BE DOUG -FIR LARCH, FABRICATED TO THE REQUIREMENTS OF THE U5 PRODUCT STANDARD PS 56. L1M19M SHALL BE OF SUCH &RAIDS TO PROVIDE NORMAL H^HORKIN& STRESS VALUES OF; 2,400 PSI IN BENDING, 1,100 PSI IN TENSION, I ,600 PSI IN COMPRESSION PARALLEL TO &RAIN, 560 PSI IN COMPRESSION PERIPENDI TO GRAIN AND 165 "1 HORIZONTAL SHEAR (COMBINATION 24F -V4) . &LIME LAMINATED TIMISER5 TO BE AITG CERTIFIED. USE YrA► GLUE. MANUAGTURED TRU55E5 ALL TRUSSES SHALT. BE DESI6tEU BY ISTERED STATE ENGINEEER AND FABRICATED FROM ONLY THESE DESIGNS. TRUSSIES SHALL Be STAMPED BY THE ENGINEER OR 19Y A QUALITY CONTROL A6ENCY SUCH AS THE STATE TRUSS FABRICATORS COUNCIL. ALL TRUSS M516N3 SHALL BE SUBMIITI FOR AL PRIOR TO FABRICATION. ALL NON BEARI N6 KALLS OR PARTI TI ON5 SHALL, 19E HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT HEAR ON THE WALL. OR PARTITION. APPROVED HAN S- ER5 SHALL BE USED AT ALL GONECTIONIS OF RAPTERS, JACK OR HIP TRU TO MAIN 61RDER TRUSSSES. ALL ROOF TR P- 3 SHALL BE FRAMED AND TIED INTO THE MRAME WORK AND SUPPORTING NtALLS SO AS TO FORM AN INTEGRAL PART OF THE MOLE STRUCTURE. ROOF TRUSSES SHALL. HHAVE JOI 104MLL FITTED AND SMALL HAVE ALL TENSION HELL TI BEFORE ANY LOAD 15 PLACED UPON THE TWAMS. PIA40KAL AND :SNIAY BRA CANE SMALL BE USED TO BRACE ALL TRIUSGES. ALL TWLSWS SHALL BE DESIGNED FOR UNIFOW4 LOADING AS TOP C 4ORD 55 PSF OF TRIBUTARY MPTMI BOTTOM C44ORD 5 PSF OF TRIBUTARY MOTH TILE ROOF 45 FV TOP C44ORD 5 PSF BOTTOM CHORD INSULATION AND MOISTURE PROTECTION rS�N1= 1CtA�l Ut MM NOTED OTHERMSE, IN SUS- tTION so" coowo M TO TIE WASHHWM STATI! ENERGY COPM. INSULATION SAMILES TO MAINTAIN 1 -1/2' CLEAR SPACE ABOVE INSULATION. SAMLE3 TO EXTEND 6" ABOVE BATT INSULATION. BAFFLES TO EXTEND 12 ABOVE LOOM FILL INSULATION. INSULATE BEHIND SATHTU116, PARTITIONS AND CORNERS. PAGE S TAPLE BATTS. 'FRICTION PIT FAC420 BATTS USE 4 MIL (0.004 ") POLYETHYLENE VAPOR BARMIER AT WALLS. USE PVA PAINT WITH A DRY GAP PERM MATINS OF ONE (MAXJ W -10 INSULATION UNDER ELECTRIC WATER HEATERS. ,INFILM6MOhl CONTROL I. EXTMOR JOINT'S AROUND WINDONIS A W DOOR rMA1MI S, OPENINGS BCTYECN WALLS AND FOUNDATIONS, BE I NEEN WALLS AND ROOF AND WALL PANELS, OPENINGS AT PENETRATION'S OF UTILITY !SERVICES THPtOUdH WALLS, FLOORS, AND ROOF, AND ALL OTHER SUCH OPENINGS IN THE BUILDIN & ENVELOPE, INIGLUDIN6 A4CAMS PANELS INTO UNHEATED SPAC!!S, SHALL BE :SEALED, CAULKED, &ASKETED OR 10 4EATH ER STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERK WHEN IN A CLOSED POSITION. DOORS SET1^!'EN IRE'SIDEN C4! AND "k RAGE ARE NOT WNSIDERtD `FIRE- RATLD" AND MUST tEWT THE ABOVE REMIRENENT. S. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM THE 19UIL.DINO ENVELOPE YWIC 4 SHALL BE SUBSTANTIATED BY T11S 111" TO STANDARD ASTM E 268.'3. SITE 9UILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEN� 1F''ROM TESTING BUT SHAL.L. BE MEATH E R- STRIPPED, CAULKED AND MADE TIGHTLY FITTING. 4. LIGHT FIXTURES TO LIMIT AIR LEAKAAE PER W.S.E.C. PIPING FOR HOT WATER / STEAM SYSTEMS OF PIMNI6 FOR CONTINUOUSLY CIRCULATING, HOOT WATER SERVICE IS REWIRED TO Be INSULATED PM THE W.92.0. SERVICE WATER PIPPIN & SMALL BE INSULATED TO A MINIKJMI OF R-5. AN AF4 VAPOR SAPRIE , SHALL BE Y INSTALLEW IN ROOF DECKS, IN EW- 4.05W RAPTIE`M SPACES FORMED M6ERE CEILINGS APE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS. INSET STAPLED BATTS WITH A PERM RATING LE:'S THAN ONE MAY BE INSTALLED IF THE VAPOR BA1RRJE M IS TO THE WARM SIDE, STAPLE'S SHALL BE PILAGEV NOT MORE THAN 6" O.G. AND GIMPS 19E I YCEN THE FAGIN O AND R THE P M411N& SK NOT EXCEED 1/16`. A & ROUNtD COVER OF 6 MIL (0.006 BLACK POLYETHYLENE OR EGUIVAL ENT SHALL BE LAID OVER THE dROUNP IN ALL LIRA IML SPACoM. THE 6R10UND COVER SHALL Be ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. THE NET FREE VENTILATING AREA FOR ATTIC VENTILATION MAY BE 1/300 OF THE AREA OF THE VENTILATED SPACE PROVIDED THAT A VAPOR BARRIER HAVE A PERM RATING NOT EXiCI E'DIN S ONE 15 INSTALLED ON THE WARM SIDE OF THE INSULATION. ENERGY GODS ,CAS PER UPDATE E CoTI VE JANUARY I, 2005) 2001 WASHf I N&TON STATE ENERGY GODS - TABLE - PRESGRIPT'IVE REQUIREMENTS oa FOR GROUP R OC.GUPAINCY CLIMATE ZONE O. NOMINAL R- VALUES ARE FOR NHOOD FRAME A9IES ONLY OR A9..IES BUILT IN ACCORDANCE WITH SECTION 601.1 OF THE KSM.G. I. MINIMIUMI REMIRENENTS FOR EACH OPTION LISTED. FOR , IF A PRCIPOSIED DESIGN HAS A 6LAZIN6 RATIO TO THE CONDITIONED FLOOR AREA OF 15%, IT SHALE. COMPLY WITH ALL OF THE REMIREMIENTS OF THE 15% 6LAZINI6 OPTION (OR 1416HER). PROP05E3w DEIN6N5 "HIGH CANNOT MEET THE SPECIFIC RE GIUIREMENITS OP A LISTED OPTION ABOVE MAY CALCULATE GOMPL.IANGE ESY 4 OR S OF THE W 3.EjG. 2. REGUIRENENT APPLIES TO ALL GEILINSS EXCEPT SINGLE (RAFTER OR „JOIST VANED CEILINGS. 8. REGAJIRENENLT APPLICABLE ONLY TO SINOL.E RAFTER OR JOIST VAULTED CEILINGS. 4. BELOW GRADE HALLS SHALL BE INSULATED EITHER ON THE EXTERIOR TO A MINIMUM( LEVEL OF R-10, OR ON THE INTERIOR TO THE SAME LEVEL AS MALLS ABOVE GRADE. EXTERIOR INCA 71ON INSTALLED ON BELOW GRADE WALLS SHALL BE A I�^IATER RESISTANT MATERIAL, MANUFACTURED FOR ITS INTENIDIED USE, AND INSTALLED TO THE MANUFACTURERS SPECIFICATIONS. SEE SECTION 6022 OF THE W.S.E.C. E3. FLOORS OVER GRA C SPACES OR EXPOSED TO ANCIENT AIR CONDITIONS b. REQUIRED 5LA5 PERIMETER INSULATION SHALL BE A JA4ATLR RESISTANT MATERIAL, MIANUFACTURFD FOR IT'S IN I EMED, AND INSTALLED ACGORVIN S TO THE MANJFAGTURMS 9I"EaCIFICATIONIS. SEE SECTION 602.4 OF THE W 3E.G. 1. DOORS, INGL.UDIN6 ALL FIRE DOORS, SHALL BE ABSIONI D DEFAWLT U- FAGTOR°s .PEON TABLE 04C, OF THE W.S.E.G. S. INHIM A MAXIMUM 6LA1ZIN S AREA 15 LISTED, THE TOTAL GLAZING AREA (COMBINED VERTICAL H'LU5 D) AS A POWENT OF &R0'.SS CONDITIONED FLOOR AREA SMALL BE LEIS THAN OR EQUAL TO THAT VALUE. OVERHEAD 6LAZINI6 MTMH U FACTOR OF UwOAO OR LESS 15 NOT 1W.mLUDED IN 6LAZINr<S AREA LIMITATIONS. II. &VIERHEAD GLAZING SHALL HAVE U- FACTORS VETERMINED IN AC4ORVANCE NTH NFRC 100 OR AS SPWIFIE'D IN SECTION 502.13 OF THE W.S.EiC. IZ. L06 I00 SOLID TIFIBER YWr1LLS NUT1f A MINIMUM AVERA6E TFNG441111E9g OF 93' ARE E?E!MPI' PROM TFHb INSULATION RtA1HtEFIENT. TFE POLLOWINb WN,.LS ARE 0ON'.lI TO h� R -ZI WIIFIOIJT ADDITIONAL DOG40hlPfT/1TION PER SECTION 602.2 OF THE KSE.G.t A. 2x6 *RAMED AND INSULATED NTH K -ZI FiBDl6LA95 BATTS. D. 2c4 FRAMED MO INSULATED WITH R-IS FIDCR6LA9S DAT1 RU3 It-4.0 FOAM 9FE/1THIN6. G. 2x4 rRM�D AM INSIJI.AIZD WITH It-IS F eawa eAsTP^�n Ri.o row+ SMAn+i►a. Qr DOORS, WINDOWS SKYLIGHTS lsmz pOORS TO THE EXTERIOR SHALL HAVE A MAXIKIIM 1 -1/2 STEP TO A MINIH Nl 96 DESP LANDINS. ALL OLAZINO SHALL IIOW I THE R WIRENENfI'S OF THE VII' ,E.G. TAME 6-I UNLISO NIOTW OTHI RMSE. ALL SKYLIGHTS AND SKYYUIL.L.S SH'HAL.L. HAVE LAMINATED dLASS UNLESS NOTED OTHERMSE. ALL WOOM N NOOWS SHALL HAVE A MINIMUM NET CLEAR OPENIN S OF 5.1 SOMARE ME 1. MINIM M NET CLEAR OFeW ABLE WIDTH OF 20 AND A MINIM( UM NET CLEAR OPENING HEI6HHT OF 24', MAXIIAJM FINISHED SI HEIdWT OF 44' ABOVE FLOOR. ALL FACTORY BUILT WINDOWS TO BE CON9TTRUCTED TO PERMIT MAXIMUM INFILTRATION OP 0.5 GPM PER LINEAL FOOT OF OMMAMILE SASH PERIMETZR AS TESTED BY STANDARD ASTM E 269.15. S ITE BUILT AND MILLAORK SHOP BUILT P4000M SASH ARE CX MPT FROM INFILTRATION CRITERIA ABOVE, BUT SHALL, BE MADE AMATMER- STRIPPED, CAULKED AND BE MADE TIGHTLY FITTING. SLIDING GLASS DOORS TO PERMIT MAXIMUM INFILTRATION OF 03 C 0 M MR SHARE FOOT OF DOOR AREA. fSIM PLANS FORT I. MAXIMUM 6LAZIN6 AREA. 2. GL.AZIN6 MANUFACTURER AND MOVEL 5. YC16HTM UA CALCAL.A►TIONH!S FOR SUBSTANDARD GLAZING. SAFETY GLAZING LOCATIONS PER UNIFORM 19UILDINCP COM. 1. INK'S AND 1ESIRESS DOOR'S. 2. SLIDING GLASS DOORS AND SWING GLASS DOORS. ET. 9 HIONlR AND BATH" ENCA.OSUIRES. 4. 6LAZINI6 WITH THE E'D6E WITHIN A 24" RADIUS ARC, OF EITHER VERTICAL E76E OF A DOOR IN THE CoLO3' ED POSITION AND THE BOTTOM EDGE IS I THAN 60' ASIOVE THE WALHUNIG SURFACE. R. 6L.AZINSr GREATER THAN q SMARE PEST THAT 15 LE8E3 THAN 16" ABOVE FINISHED FLOOR. 6. GLAZING IN ALL GUARD MAILS. SVIREENS NEW NOT Be PROVIDED AT SKYL.IOW S WEN MOLLY di-Aft IS USED AS Sit4KE 6LAZINlfi OR IN ALL PANES IML A►TIN6 MIT ANlD ALL OF THE FOLLOWING CONI112ITIONHS ARE NET. I. THE SLAZIN IS ARE DOES NOT EXCEED 16 SMARE F-W 1. 2. THE HIGHEST POINT OF GLASS IS NOT MORE THAN 12'-0" ABOVE ANY MIAL.KIN D SURFAiC 1 OR A <AWS1BL.E AREA. 15. THE NOMINAL T'H1004ESS OF EACH PANE DOES NOT EXCEED 5/I6". MECHANI SOLID FUEL 9UlZNINi6 A4PPLIANGES INCLUDE AIPM6 4T STOVES, FIREPLACE STOVES, ROOM HEATERS, FACTORY BUILT F11 AND P11 INSERTS. ALL SOLID FUEL BURNING APPLIANGE3 SHALL COMPLY WITH THE PROVISIONS OF THE UNIFORM( DUILDIN O CODE AND THE UNIFOW MEGHANIGAL CAME. WHOLE HOUSE VENTILATION �IFIGATIONS FROM THE 2000 WASHHINiTON STATE VENTILATION APO INDOOIR A TY CODE MAO). �J SOJIRCE SPECIFIC VENTILATION REOMIRE:NENT'S. ' I. MINIMIJM EXHAUST FAN RN MI A. BATHROOMS, LAAMMeq AND POI R ROOMS - 50 C.PM 0 025" W6. ,. B. KITCHENS - 100 CFM • 025 LK.G. MANSE MOOD Olt D'OW4 DRAFT N RATED AT MIN. 100 GPM • 0.10' ". MAY BE USW FOR EXHHNAT FAN ROM 2. EXHAUST DUCT REMIM194ENTSo _ A. INSULATE TO R-4 (41N) IN UNGOWITIOIE P 9P'AC O. B. EQU IP WITH A BACK DRAFT DAMPER. Co. TERMINATE OUTSIDE THE BUILDING. D. C M`LY WITH TABLE 'S-3 ON THIS SHEET. iP'RESGRIPTIVE POWIRS540M PORs OPTION 2. INTERMI I I' "NT VO4OL..E HOUSE VENTILATION INTEGRATED WITH A FORCOMD -AIR SYSTEM MAQ 909.4.Wt NOTE, WITH THIS OPTION A WHOLE HOUSE FAN 19 NOT R MIRED. I. OVrPOOM AIR SMALL BC SUI"1"L.IW TO ALL HHABITAILE ROOMS THROLASH THE rORCM AIR SYSTEM DUCTS AT THE RATE SPECIFIED IN TABU 5 - 2 ON THIS SHAT. 2. OUTDOOR AIR INLET DUCT SHALL. COMPLY MTH THE FOLI.ONN es A. SIZE A44ORDINS TO TABLE 5-�'s ON THIS SHEET. B. DUCT TIMOR A TOWINIAL MZHW ON TIE OUTSIDE OF THE BUILDING TO THE RETURN AIR Mj3 H AT A POINT MTHHN FOUR F'EE'T' UPSTREAM OP THE AIR H AMLER. G. INSULATE TO R-4 ", NLJ Wit L"rOGATM WITHIN C<MITIONW SPACES. S. OUTDOOR AIR INLET'St A. 7TWT FROM THE ENTRY OF INSEGT3, LEAVES AND OTHER FOREI6N MATERIAL. ,S. LOCATE SO AS NOT TO TAKE AIR FROM THE FOLLOWING AIREASs I. KTMHN TEN FEET OF AN APPLIANC, oM VESLT OUTLET, UN !W THE VENT OUTLET IS THREE FEE I ABOVE THE OUTDOOt AIR INLET. 2. WEIRS IT WILL PICK UP OBJWTIONLAi" OIPORS, T'UNE'S OR MAMMIABLE VAPORS. S. A HAZARDOUS OR UNSIANITARY LOCATION. 4. A RX)OM OR SPACE HAVING FUEL euRNN O APPLIANCES TH I NS. S. CLOSER THAN TEN FEET FROM A VENT OFWQNIS OF A PL #4NN S DRAINAGE SYSTEM UN1LE9G THE VIEW OPE NIN S IS AT LEAST THREE FEE I MOVE THE AIR INLET. 6. ATTICA, C^WC SPACES OR 6 4. THE OUTDOOR AIR INLET DUCT SHALL BE EGRUII"I"ED WITH ONE OF THE FOLLON A. A MOTORIZED DAMIPER GONNCC.TED TO THE AUTOMATIC VENTILATION CONTROL. TINvm B. A DAMPER INSTALLED AND SET TO NEST MINIMUM I=LOA RATES AS SPECIFIED IN TABLE 5-2 ON THIS SHEET, 15Y EITHER FIELD TESSTIN S OR FOL"L.OMNS MAN UFAC 1,P29t"S INSTALLATION INSTRUCTIONS BAiSE°D ON SITE C410111ON15. Co. AN AUTOMATIC, FLOW FWAUL.AT'ED DEVICE! WITH FIELD OR FIELD GAL CA)LAT'ED MINLIM UHI N WATNVE OF 001' KATER GAQGE AT THE POINT WERE THE OUTSIDE AIR RUGT IS C4NN .TED TO THE (RETURN AIR PUNT UM. !.s' . THE YSIOLE HOUSE VENTILATION SYSTEM SHALL BE BY A 24-HOM CLOCK TIMER WITH THE CoAPA151LITY OF CONTINUOUS OP!!ItATION, MANUAL AND AIUTOMATIG EACH DVIEL.LIN S UNIT SMALL BE PRO'VIDW WITH HEA71N O FAGILITIE'S GAPADLE OF MAINTAINING WNTROL. THIS CONTROL WILL C40WROL THE FORCED AIR SYSTEM MOYIER AM IF APPL.ICADLF A TEMPERA►1URE OF 10 DES FAHRENHEIT AT A HE16HT OF W-O' ABOVE THE FLOOR IN THE A VT'OMATIC WAND P'M THE 24 -HOtU1 TIM( =R SHALL BE READILY AGGAWSIBLE. ALL HHAESITABLE ROOMS WEN THE OUTSIDE TIMMMATURE IS AS SET FORTH IN THE K52.6. THE 24 -HIOJR TINE°'R SH 6 LL. HE GAPA " OF OPLRATIN S THE MOLE HOUSE VIDITILATION SYSTEM WITHOUT E1ER+IersIZIN IS OTHER E M6Y IN19 APPLIANCES. AT THE TIME z MFINITION OF BUILDING ENVELOPE MROM THE WASHIN STON STATE ENEIRSY C.OMs OF FINAL IN°SPISGTION„ THE AUTOMATIC# CONTROL TIMER SH A" BE SET TO OPERATE THE WHOLE THE ELEMENTS OF A BUIL.DINI6 MOO ENCLOSE WINDIT'IONED SPACZ5 THROUGH YWICH THERMAL HOUSE SYSTEM FOR AT LEAST 6 HOURS A DAY. A LABEL SHALL BE AFFI TO THE E5ER16Y MAY BE TRANSFORM TO OR PROM THE EXTERIOR EW!PT AS EXIEW I BID BY THE KSP.G. CONTROL THAT TREADS `N 401E HOUSE VIDI TILATION (SW OP ItATIN6 INL'STTRL11011ONFS) I. MA L DUURNIN IS APPLIANCES LOCATED WITHIN THE 19UIL.DINO ENVELOPE SHALL OBTAIN AIR TABLE 3 -2 PROM 01UTPOORS, MIWTINS THE PROVISIONS OF THE UNIFORM (GAL 0000. VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LE5E3� 2. P1JEL BURNI ArPPL.IANjGES LOCATED OUTS IDE! THE BU IL.DINId ENVELOPE SHALL HerT Tif MINIMUM AND MAXIMI UM VENTILATION RATM CUBIC FEET PER MINUTE (cop" PROVISIONS OF THE UNIFORM WC+4ANIGA& C4VE. 3. DUCTWORK LOCATION AND SOURCE OF COMBUSTION AIR SHALL MEET THE PROVISIONS OF THE UNIFORM foo E HAINICAL. C.O'DE. ALL WARM AIR RURNLA4E5 SMALL BE LISTED AND I AEEELED BY AN APPROVED A 4940Y AND INISTA LL.ED PER THE UNIFORM MECHANICAL GORE. APPLIANIGES INTENDED FOR INSTALLATION IN CLOSET'S, AL.COVft OR CONFINED SPA C&5 SHALL BE SO LISTED AND INSTALLED PER THE UNIFORM MI6GHANIGAL COLE. NO WARM AIR FURNACE SHALL HE INSTALLED IN A ROOM USED OR DESIGNED TO Be USED AS A WroOROOM BATHROOM, CLOSET OR IN ANY ESIGL.05WP SPACE WITH A C<oI SS ONLY THROUGH S" ROOM OR SPACE, EXCEPT DIRECT VENT MARNAGE, E WLOS EP FURNACES AND ELECTRIC, HEATING FURNACES PER THE UNIFORM MECHANICAL. CODE. NO WARM AIR FUG SHALL BE INSTALLED IN A CLOSET OR ALWVE WITH A SPACE I THAN 12" WIDER THAN THE FURNACE Oft A CLEARANCE OF 5" AL.ONIG THE SIDES, SACK AND FLOOR AREA, FT 10 AW 1 : BY E - 3 2 5 12 4 4 5 6 OPTION 6LALMN6 6LAZIN6 U- FACTOR POOR COLIN6 VAULTED r4ALL VAA"- WALL- F100R 51A0 MIN. AREA MIN. U -MOTOR MIN. COLINO Moe INT. EXT. 65 a" 80 76 or �I 143 110 165 d"Am am-o" ea401 210 GRAVE 55 FLOOR VERTICAL OVE MEAD 105 65 128 100 d RAVE 6RAvE 1?9 130 I. 12% 0.95 0.58 0.20 R -38 R -30 R -15 K -15 R -10 R -30 R -10 I I. 15% 0.40 0.56 0.20 R -38 R -90 R -21 R -21 R -10 R -30 R -10 III . 25 x dRalP 0.40 0.58 0.20 R -38 R -30 R -21 R -15 R -10 R -50 R -10 65 R -1 100 150 115 I'M 130 1115 145 218 160 240 2501 -5000 APART 113 qO 135 105 156 120 160 155 205 150 225 ONLY 248 5001-55001 60 120 q5 100 143 150 110 115 165 ITJ 125 130 188 Iq5 IV. UNLIMITED 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 125 6ADUP R-0 140 210 155 233 110 255 185 278 5001 -6000 105 156 51NOLE 180 135 205 150 225 1 b5 248 180 210 1q5 243 F AMILY ONLY 115 25 5 1 168 203 ,218 130 140 150 160 Iq5 210 225 240 145 155 165 1 216 299 246 265 160 1 160 I q0 240 255 2'10 285 175 185 Iq5 205 265 218 2q3 308 V. UNLIMITED 0.35 0.58 020 R -38 R -30 R -21 R -15 R -10 R -30 R -10 6ROUP R- APARP -E ONLY O. NOMINAL R- VALUES ARE FOR NHOOD FRAME A9IES ONLY OR A9..IES BUILT IN ACCORDANCE WITH SECTION 601.1 OF THE KSM.G. I. MINIMIUMI REMIRENENTS FOR EACH OPTION LISTED. FOR , IF A PRCIPOSIED DESIGN HAS A 6LAZIN6 RATIO TO THE CONDITIONED FLOOR AREA OF 15%, IT SHALE. COMPLY WITH ALL OF THE REMIREMIENTS OF THE 15% 6LAZINI6 OPTION (OR 1416HER). PROP05E3w DEIN6N5 "HIGH CANNOT MEET THE SPECIFIC RE GIUIREMENITS OP A LISTED OPTION ABOVE MAY CALCULATE GOMPL.IANGE ESY 4 OR S OF THE W 3.EjG. 2. REGUIRENENT APPLIES TO ALL GEILINSS EXCEPT SINGLE (RAFTER OR „JOIST VANED CEILINGS. 8. REGAJIRENENLT APPLICABLE ONLY TO SINOL.E RAFTER OR JOIST VAULTED CEILINGS. 4. BELOW GRADE HALLS SHALL BE INSULATED EITHER ON THE EXTERIOR TO A MINIMUM( LEVEL OF R-10, OR ON THE INTERIOR TO THE SAME LEVEL AS MALLS ABOVE GRADE. EXTERIOR INCA 71ON INSTALLED ON BELOW GRADE WALLS SHALL BE A I�^IATER RESISTANT MATERIAL, MANUFACTURED FOR ITS INTENIDIED USE, AND INSTALLED TO THE MANUFACTURERS SPECIFICATIONS. SEE SECTION 6022 OF THE W.S.E.C. E3. FLOORS OVER GRA C SPACES OR EXPOSED TO ANCIENT AIR CONDITIONS b. REQUIRED 5LA5 PERIMETER INSULATION SHALL BE A JA4ATLR RESISTANT MATERIAL, MIANUFACTURFD FOR IT'S IN I EMED, AND INSTALLED ACGORVIN S TO THE MANJFAGTURMS 9I"EaCIFICATIONIS. SEE SECTION 602.4 OF THE W 3E.G. 1. DOORS, INGL.UDIN6 ALL FIRE DOORS, SHALL BE ABSIONI D DEFAWLT U- FAGTOR°s .PEON TABLE 04C, OF THE W.S.E.G. S. INHIM A MAXIMUM 6LA1ZIN S AREA 15 LISTED, THE TOTAL GLAZING AREA (COMBINED VERTICAL H'LU5 D) AS A POWENT OF &R0'.SS CONDITIONED FLOOR AREA SMALL BE LEIS THAN OR EQUAL TO THAT VALUE. OVERHEAD 6LAZINI6 MTMH U FACTOR OF UwOAO OR LESS 15 NOT 1W.mLUDED IN 6LAZINr<S AREA LIMITATIONS. II. &VIERHEAD GLAZING SHALL HAVE U- FACTORS VETERMINED IN AC4ORVANCE NTH NFRC 100 OR AS SPWIFIE'D IN SECTION 502.13 OF THE W.S.EiC. IZ. L06 I00 SOLID TIFIBER YWr1LLS NUT1f A MINIMUM AVERA6E TFNG441111E9g OF 93' ARE E?E!MPI' PROM TFHb INSULATION RtA1HtEFIENT. TFE POLLOWINb WN,.LS ARE 0ON'.lI TO h� R -ZI WIIFIOIJT ADDITIONAL DOG40hlPfT/1TION PER SECTION 602.2 OF THE KSE.G.t A. 2x6 *RAMED AND INSULATED NTH K -ZI FiBDl6LA95 BATTS. D. 2c4 FRAMED MO INSULATED WITH R-IS FIDCR6LA9S DAT1 RU3 It-4.0 FOAM 9FE/1THIN6. G. 2x4 rRM�D AM INSIJI.AIZD WITH It-IS F eawa eAsTP^�n Ri.o row+ SMAn+i►a. Qr DOORS, WINDOWS SKYLIGHTS lsmz pOORS TO THE EXTERIOR SHALL HAVE A MAXIKIIM 1 -1/2 STEP TO A MINIH Nl 96 DESP LANDINS. ALL OLAZINO SHALL IIOW I THE R WIRENENfI'S OF THE VII' ,E.G. TAME 6-I UNLISO NIOTW OTHI RMSE. ALL SKYLIGHTS AND SKYYUIL.L.S SH'HAL.L. HAVE LAMINATED dLASS UNLESS NOTED OTHERMSE. ALL WOOM N NOOWS SHALL HAVE A MINIMUM NET CLEAR OPENIN S OF 5.1 SOMARE ME 1. MINIM M NET CLEAR OFeW ABLE WIDTH OF 20 AND A MINIM( UM NET CLEAR OPENING HEI6HHT OF 24', MAXIIAJM FINISHED SI HEIdWT OF 44' ABOVE FLOOR. ALL FACTORY BUILT WINDOWS TO BE CON9TTRUCTED TO PERMIT MAXIMUM INFILTRATION OP 0.5 GPM PER LINEAL FOOT OF OMMAMILE SASH PERIMETZR AS TESTED BY STANDARD ASTM E 269.15. S ITE BUILT AND MILLAORK SHOP BUILT P4000M SASH ARE CX MPT FROM INFILTRATION CRITERIA ABOVE, BUT SHALL, BE MADE AMATMER- STRIPPED, CAULKED AND BE MADE TIGHTLY FITTING. SLIDING GLASS DOORS TO PERMIT MAXIMUM INFILTRATION OF 03 C 0 M MR SHARE FOOT OF DOOR AREA. fSIM PLANS FORT I. MAXIMUM 6LAZIN6 AREA. 2. GL.AZIN6 MANUFACTURER AND MOVEL 5. YC16HTM UA CALCAL.A►TIONH!S FOR SUBSTANDARD GLAZING. SAFETY GLAZING LOCATIONS PER UNIFORM 19UILDINCP COM. 1. INK'S AND 1ESIRESS DOOR'S. 2. SLIDING GLASS DOORS AND SWING GLASS DOORS. ET. 9 HIONlR AND BATH" ENCA.OSUIRES. 4. 6LAZINI6 WITH THE E'D6E WITHIN A 24" RADIUS ARC, OF EITHER VERTICAL E76E OF A DOOR IN THE CoLO3' ED POSITION AND THE BOTTOM EDGE IS I THAN 60' ASIOVE THE WALHUNIG SURFACE. R. 6L.AZINSr GREATER THAN q SMARE PEST THAT 15 LE8E3 THAN 16" ABOVE FINISHED FLOOR. 6. GLAZING IN ALL GUARD MAILS. SVIREENS NEW NOT Be PROVIDED AT SKYL.IOW S WEN MOLLY di-Aft IS USED AS Sit4KE 6LAZINlfi OR IN ALL PANES IML A►TIN6 MIT ANlD ALL OF THE FOLLOWING CONI112ITIONHS ARE NET. I. THE SLAZIN IS ARE DOES NOT EXCEED 16 SMARE F-W 1. 2. THE HIGHEST POINT OF GLASS IS NOT MORE THAN 12'-0" ABOVE ANY MIAL.KIN D SURFAiC 1 OR A <AWS1BL.E AREA. 15. THE NOMINAL T'H1004ESS OF EACH PANE DOES NOT EXCEED 5/I6". MECHANI SOLID FUEL 9UlZNINi6 A4PPLIANGES INCLUDE AIPM6 4T STOVES, FIREPLACE STOVES, ROOM HEATERS, FACTORY BUILT F11 AND P11 INSERTS. ALL SOLID FUEL BURNING APPLIANGE3 SHALL COMPLY WITH THE PROVISIONS OF THE UNIFORM( DUILDIN O CODE AND THE UNIFOW MEGHANIGAL CAME. WHOLE HOUSE VENTILATION �IFIGATIONS FROM THE 2000 WASHHINiTON STATE VENTILATION APO INDOOIR A TY CODE MAO). �J SOJIRCE SPECIFIC VENTILATION REOMIRE:NENT'S. ' I. MINIMIJM EXHAUST FAN RN MI A. BATHROOMS, LAAMMeq AND POI R ROOMS - 50 C.PM 0 025" W6. ,. B. KITCHENS - 100 CFM • 025 LK.G. MANSE MOOD Olt D'OW4 DRAFT N RATED AT MIN. 100 GPM • 0.10' ". MAY BE USW FOR EXHHNAT FAN ROM 2. EXHAUST DUCT REMIM194ENTSo _ A. INSULATE TO R-4 (41N) IN UNGOWITIOIE P 9P'AC O. B. EQU IP WITH A BACK DRAFT DAMPER. Co. TERMINATE OUTSIDE THE BUILDING. D. C M`LY WITH TABLE 'S-3 ON THIS SHEET. iP'RESGRIPTIVE POWIRS540M PORs OPTION 2. INTERMI I I' "NT VO4OL..E HOUSE VENTILATION INTEGRATED WITH A FORCOMD -AIR SYSTEM MAQ 909.4.Wt NOTE, WITH THIS OPTION A WHOLE HOUSE FAN 19 NOT R MIRED. I. OVrPOOM AIR SMALL BC SUI"1"L.IW TO ALL HHABITAILE ROOMS THROLASH THE rORCM AIR SYSTEM DUCTS AT THE RATE SPECIFIED IN TABU 5 - 2 ON THIS SHAT. 2. OUTDOOR AIR INLET DUCT SHALL. COMPLY MTH THE FOLI.ONN es A. SIZE A44ORDINS TO TABLE 5-�'s ON THIS SHEET. B. DUCT TIMOR A TOWINIAL MZHW ON TIE OUTSIDE OF THE BUILDING TO THE RETURN AIR Mj3 H AT A POINT MTHHN FOUR F'EE'T' UPSTREAM OP THE AIR H AMLER. G. INSULATE TO R-4 ", NLJ Wit L"rOGATM WITHIN C<MITIONW SPACES. S. OUTDOOR AIR INLET'St A. 7TWT FROM THE ENTRY OF INSEGT3, LEAVES AND OTHER FOREI6N MATERIAL. ,S. LOCATE SO AS NOT TO TAKE AIR FROM THE FOLLOWING AIREASs I. KTMHN TEN FEET OF AN APPLIANC, oM VESLT OUTLET, UN !W THE VENT OUTLET IS THREE FEE I ABOVE THE OUTDOOt AIR INLET. 2. WEIRS IT WILL PICK UP OBJWTIONLAi" OIPORS, T'UNE'S OR MAMMIABLE VAPORS. S. A HAZARDOUS OR UNSIANITARY LOCATION. 4. A RX)OM OR SPACE HAVING FUEL euRNN O APPLIANCES TH I NS. S. CLOSER THAN TEN FEET FROM A VENT OFWQNIS OF A PL #4NN S DRAINAGE SYSTEM UN1LE9G THE VIEW OPE NIN S IS AT LEAST THREE FEE I MOVE THE AIR INLET. 6. ATTICA, C^WC SPACES OR 6 4. THE OUTDOOR AIR INLET DUCT SHALL BE EGRUII"I"ED WITH ONE OF THE FOLLON A. A MOTORIZED DAMIPER GONNCC.TED TO THE AUTOMATIC VENTILATION CONTROL. TINvm B. A DAMPER INSTALLED AND SET TO NEST MINIMUM I=LOA RATES AS SPECIFIED IN TABLE 5-2 ON THIS SHEET, 15Y EITHER FIELD TESSTIN S OR FOL"L.OMNS MAN UFAC 1,P29t"S INSTALLATION INSTRUCTIONS BAiSE°D ON SITE C410111ON15. Co. AN AUTOMATIC, FLOW FWAUL.AT'ED DEVICE! WITH FIELD OR FIELD GAL CA)LAT'ED MINLIM UHI N WATNVE OF 001' KATER GAQGE AT THE POINT WERE THE OUTSIDE AIR RUGT IS C4NN .TED TO THE (RETURN AIR PUNT UM. !.s' . THE YSIOLE HOUSE VENTILATION SYSTEM SHALL BE BY A 24-HOM CLOCK TIMER WITH THE CoAPA151LITY OF CONTINUOUS OP!!ItATION, MANUAL AND AIUTOMATIG EACH DVIEL.LIN S UNIT SMALL BE PRO'VIDW WITH HEA71N O FAGILITIE'S GAPADLE OF MAINTAINING WNTROL. THIS CONTROL WILL C40WROL THE FORCED AIR SYSTEM MOYIER AM IF APPL.ICADLF A TEMPERA►1URE OF 10 DES FAHRENHEIT AT A HE16HT OF W-O' ABOVE THE FLOOR IN THE A VT'OMATIC WAND P'M THE 24 -HOtU1 TIM( =R SHALL BE READILY AGGAWSIBLE. ALL HHAESITABLE ROOMS WEN THE OUTSIDE TIMMMATURE IS AS SET FORTH IN THE K52.6. THE 24 -HIOJR TINE°'R SH 6 LL. HE GAPA " OF OPLRATIN S THE MOLE HOUSE VIDITILATION SYSTEM WITHOUT E1ER+IersIZIN IS OTHER E M6Y IN19 APPLIANCES. AT THE TIME z MFINITION OF BUILDING ENVELOPE MROM THE WASHIN STON STATE ENEIRSY C.OMs OF FINAL IN°SPISGTION„ THE AUTOMATIC# CONTROL TIMER SH A" BE SET TO OPERATE THE WHOLE THE ELEMENTS OF A BUIL.DINI6 MOO ENCLOSE WINDIT'IONED SPACZ5 THROUGH YWICH THERMAL HOUSE SYSTEM FOR AT LEAST 6 HOURS A DAY. A LABEL SHALL BE AFFI TO THE E5ER16Y MAY BE TRANSFORM TO OR PROM THE EXTERIOR EW!PT AS EXIEW I BID BY THE KSP.G. CONTROL THAT TREADS `N 401E HOUSE VIDI TILATION (SW OP ItATIN6 INL'STTRL11011ONFS) I. MA L DUURNIN IS APPLIANCES LOCATED WITHIN THE 19UIL.DINO ENVELOPE SHALL OBTAIN AIR TABLE 3 -2 PROM 01UTPOORS, MIWTINS THE PROVISIONS OF THE UNIFORM (GAL 0000. VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LE5E3� 2. P1JEL BURNI ArPPL.IANjGES LOCATED OUTS IDE! THE BU IL.DINId ENVELOPE SHALL HerT Tif MINIMUM AND MAXIMI UM VENTILATION RATM CUBIC FEET PER MINUTE (cop" PROVISIONS OF THE UNIFORM WC+4ANIGA& C4VE. 3. DUCTWORK LOCATION AND SOURCE OF COMBUSTION AIR SHALL MEET THE PROVISIONS OF THE UNIFORM foo E HAINICAL. C.O'DE. ALL WARM AIR RURNLA4E5 SMALL BE LISTED AND I AEEELED BY AN APPROVED A 4940Y AND INISTA LL.ED PER THE UNIFORM MECHANICAL GORE. APPLIANIGES INTENDED FOR INSTALLATION IN CLOSET'S, AL.COVft OR CONFINED SPA C&5 SHALL BE SO LISTED AND INSTALLED PER THE UNIFORM MI6GHANIGAL COLE. NO WARM AIR FURNACE SHALL HE INSTALLED IN A ROOM USED OR DESIGNED TO Be USED AS A WroOROOM BATHROOM, CLOSET OR IN ANY ESIGL.05WP SPACE WITH A C<oI SS ONLY THROUGH S" ROOM OR SPACE, EXCEPT DIRECT VENT MARNAGE, E WLOS EP FURNACES AND ELECTRIC, HEATING FURNACES PER THE UNIFORM MECHANICAL. CODE. NO WARM AIR FUG SHALL BE INSTALLED IN A CLOSET OR ALWVE WITH A SPACE I THAN 12" WIDER THAN THE FURNACE Oft A CLEARANCE OF 5" AL.ONIG THE SIDES, SACK AND FLOOR AREA, FT 2 OR LE55 AW 1 : BY E - 3 BY AN ADDITIONAL 15 Or-MI PER . THE MAXIMUM C M1 IS EGIUArL 4 t3EDfZOOM5 5 INI14'JM. TABLE 3 -3 b q : H 1 5 INCH 8 M IN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. 000 50 -3 65 q8 80 120 q5 143 110 165 125 188 140 210 501 -1000 55 83 - TO 105 65 128 100 150 115 1?9 130 !q5 145 218 1001 -1500 60 qO - m 113 qO 135 105 156 120 180 135 209 150 225 1501 -2000 65 q6 80 120 q5 143 110 165 125 188 140 210 155 233 2001 -2500. 'f0 105 65 126 100 150 115 I'M 130 1115 145 218 160 240 2501 -5000 15 113 qO 135 105 156 120 160 155 205 150 225 165 248 5001-55001 60 120 q5 100 143 150 110 115 165 ITJ 125 130 188 Iq5 140 145 210 216 155 160 233 240 110 1 253 263 3501 -4000 ' 85 128 4001 -5000 q5 143 110 163 125 188 140 210 155 233 110 255 185 278 5001 -6000 105 156 120 180 135 205 150 225 1 b5 248 180 210 1q5 243 - • • • Shtao 115 25 5 1 168 203 ,218 130 140 150 160 Iq5 210 225 240 145 155 165 1 216 299 246 265 160 1 160 I q0 240 255 2'10 285 175 185 Iq5 205 265 218 2q3 308 IqO 200 210 220 285 300 315 330 205 215 225 235 908 325 338 353 TOP AWCOGAWKWIrmw TO THE UNIFORM MbGHANIGAL GODS. � THAT E)GGEW b E'IEDIRDOMS, INiG�SE THE MINIM RESaJI LISTED LIQUEFIED GAS ESURNIN IS APPLIANCES SHALL. NOT BE INSTALLED IN A PIT4 AW 1 : BY E - MAXIMUM LENGTH + BY AN ADDITIONAL 15 Or-MI PER . THE MAXIMUM C M1 IS EGIUArL lSASEME�NlT OR SIMILAR LOCATION V+MWE HE ES AVIER THAN AIR GAS MIGHT GOLL.EGT• APPLIANGEP3 50 FUELED SHALL NOT 13E INSTALLED IN AN AEkVE GRADE UNDER FLOOD Publishi '� INI14'JM. TABLE 3 -3 3 q : H 2 5 INCH SPADE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDEn NTH AN MEANS FOK �, �FE� : ,� PTIVE E* VAST DUCT SIZING F��OVAl. OF 6Au PER THIS UNIFORM MECHANIC � �o s ��� 3 I'10 -240 q INCH AL GORE. CALI MATINS AND COOLING APPLIANCES LOCATED IN A &AMAGE AND MON SENIE ATE A GL.OK ' SPARK OR FLAME CAPABLE OF 16NITIMS FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR H EA11N O ELEMENT'S AND SWTCHES AT LEAST 16" ABOVE THE FLOOR SURFACE. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCT'S PASSING THROUGH THE WALL, FLOOR OR CE:ILIN O 5E°PARATINI6 A RESIDENCE (6fROJP B, DIVISION 9 OCCUPANCY) FROM A 6AVRA6E (CA 4X M, DIVISION I OCGIUPANCY), PROVIDED SUCH DUCTS WI THIN THE &ARA6E ARE C.ONST IUC.TED OF STEEL HAVING A THICKNESS NOT LESS THAN O.OIq" (NO. 26 &ALVANIZE:D SHEET 6AUSE) AND HAVE NO OPENINGS INTO THE PER THE UNIFORM( BUILDING CODE. WARM AIR FURNAM INSTALLATIONS IN ATTICS OR CRAM SPACZ5 5HALL COMPLY PLY WITH THE UNIFORM MECHANICAL CODE. EVERY APPLIANCE VeSI&NED TO BE VENTED SHALL BE GONECTED TO A VENTING SYSTEM COMIMYING WITH THE UNIFORM MECHANICAL COVE. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B &AS VENT OT TYPE BA GAS VENT SHALL BE INSTALLED IN ACoCoORDANCE WITH THE TERMS OF ITS LISTIN6, MAMPAGTURERS INSTALLATION INSTPWT 0NS AND THE REQUIREMENTS OF THE UNIFORM MEGHHANICAL GORE. A TYPE 0 OR E" &A►S VENT SHALL TERMINATE PER THE UNIFORM ICAL GONE. A I YPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2'-0" ABOVE THE HIGHEST POINT YSEME THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST Z'-O" HI6HHER THAN ANY PORTION OF THE BUILDING WITHIN 10'-0 OF THE VENT PtlR THE UNIFORM MEGMAWICAL 00m. VENT CONNECTORS SHALL BE INSTALLED WITHIN THE SPACE OR AREA IN "41C 44 THE APPLIANIGE IS 1 O ATE V AND SHALL BE GONNEGTE D TO A CHIMNEY OR VENT IN SUCH A MA 4NE R AS TO MAINTAIN THE 61 PIW440E TO CO MUSTIBI PER THE UNIFORM NEGMANUGAL GODS. ,N F.ATI N6 EGUIPMEN1 ALL HEATIN S 5MIPN4E1rT SK&4.L MEET THE REQUIREMENTS OF THE Ig6'1 NATIONAL A"PL.IANGE ENEIW WMERVATION ACT NA WA) NV BE 90 I MELE D. MWIPNENT SMALL ALW COMPLY WI SECTION 1411 OF THE KOE.C. HVA Co EQLJIPtw N FOR LOV+RISE RESIDENTIAL SHALL BE SIZED NO GREATER THAN NUB'S OF DESIGN LOAD .DUCTWORK I. MOT 'SYSTEMS OR FACTORY BUILT AIR DUCTS SMALL BE OF METAL AS 'SET PO" ESY THE UNIFORM MECH"ICAL CODE. 2. RWTANSULAIR, FLAT, OVAL AND IROAND MILT JOINTS AND SCAMS SHALL BE AIRTIGHT PER THE L"FORM MISGHHAWIGAIL CCIOE. S. INSTALLATION OF DUCTS SHALL GONPL"Y MT'N THE UNIFORM MECHANIGAd.. GORE. 4. DUCT INSULATION BE INSTALLED IN N" WITH THE UNIFORM MECommGAL GODS. REQUIRED FLOW (CFM) PER TABLE 5 -2 MINIMUM SMOOTH DUC DIAMETER MINIMUM FLEXIBLE DUCT DIAMETER MAXIMUM LENGTH + MAXIMUM NUMBER OF ELH0W5 2 50 -80 6 I NCH 'T I NCH 20' -0 3 80 -125 '1 INCH 5 INCH 20 5 115 -175 6 INCH 10 1 NGH 20 3 I'10 -240 q INCH II INCH ;20' -0" 3 Vritk I. FOR LENGTHS OVER 20 FEET INCREASE DUCT DIAMETER I INCH. ' .;f' 2. FOR EL.t3OM NIJIN EIRINS MORE THAN 5 INCRVA5E DUCT DIAMETER I INC* 1 lw ' 4 '►i 4 Y I ALL MASONRY FIRE F LACES AND CHIMNEYS SMALL DE GONSTlILJC•TED TO C40WORM TO ALL APPLICABLE PORTIONS OF THE UNIFORM 9UIL.DIN S GO'DE AND THE UNIFORM MECHANICAL GODS. FLUE LINER MINI MUM, 5/6" F 1 ERE CLAY (OIIR Em I VAUNT) I°ER UBG . IFLU'E AREA PER UEWo. CHIMNEYS SHALL SUPPORT ONLY THEIR OYW YCISW UNLESS SPE CIFICALLY' DESIGNED TO SUPPORT ADDITIONAL LOADS. ALL FIREPLACES SHALL. ESE M"lROVIDED WITH T16NTLY FITTING FLUE D I OP!!RATED WITH A READILY AGGE SSIBLE MANUAL OR APPROVW AUTOMATIC GONTWA., AND AN CVT941M FSOUIRGE OF GONEIUSTION AIR. MINIMUM DUCT SIZE OF 6" SMNW INCHES IN AREA PROVIDED WITH READILY A4e-4ft5I0LE DA►WE'R LOCATED IN FRONT PART OF FIREBOX. PREFABRICATED FIIRI°.I"LAAGES, GHIKEYS, AND RELATED COMPONENTS TO BEAR U.L. OR I .0 D.O. !DEAL. OP APPROVAL AND TO Be INSTALLED F"t MANUFACTURER'S gl"EGIFIGATIONS. HEARTHS SHALL EXTEND 20" (MIN) IN FRONT OF AND 12" (MIN,) BEYOND EACH !SIDE OF F1MEPLACE OP NI N". PIRWPLA4eb SMALL BE PROVIDED WITH TIGHTLY FITTING dLAft OR METAL DOORS. , TJEUQ Tw'u4H =1#' f< •041,AQS�' YC�. 50 MINIMUM FLEX PIAMETER 4 INCH 5 I NGH 6 INCH MAXIMUM LEN6TH FEET I 25' -0" q0' -0" NO LIMIT MINIMUM SMOOTH DIAMETER 4 INCH 5 1 NCH b INCH MAXIMUM LENGTH I FEET 'TO -0" 100' -0" NO LIMIT MAXIMUM ELBOWS I 3 3 3 60 4 INCH 2 WA 4 INCH 20' -0" 3 80 5 I NGH 15'-0" 5 I NGH 100' -0" 3 60 b INCH qO -0" 6 INCH NO LIMIT 3 100 5 I NGH 2 WA 5 1 NGH 50 3 100 6 INCH 45' -0" 6 INCH NO LIMIT 3 125 L= 125 6 INCH 15'-0" b INCH NO LIMIT 3 7 1 NCH '10' -0" - T INCH NO LIMIT 3 NOTEv 1. FOR EACH At;7D171ONoNL EiBOW SUBTRACT 10'- -" FRIOM LENGTH. 2. FLEX DUCTS OF TH S DIAINETER AM NOT PE R MI I I NTH FANS OF THIS SIZE. TABLE 5 -5 PTIVE INTEGRATED FORCoMP AIR SUPPLY DUCT SIZING r � U to - Z + Q ����� Fuzz 6 A p is I --- Ig 'S " ✓ - N� Z� ZWV)0.0 0g <;; 5� =v� r <0 < LL) a�p�a IZ U1 >waLE < U LU N - W W W ^ `� J �U N Q U. DC $ §s U 0 � N W N Z ¢z Www WW m2W >O� 4 -� J O Z Lh vs m i t I W Z d v � z i �d I j -? A W4 9 Y: 6A ilu. ome TtRoc 9Y: DATE: SHE .4''.4'0_ .NEED !!Y: �WE: `A5 VW /0 . .. .. . , ...... -. .., .. ...-. .. ..... . -.. ..- . .. ... .►. .- F...�.. . r.. +. - -.w.. .. ,.� _ .MM+• it .�`..n� (� •� • • .� ..ry �r.� .Y.. ..... � � «, .n.yv. r - r .y.. _ 1, t`-R� �'DUNDA NOTE: SPACING BETWEEN INTERMEDIATE 6UARDRAI L MEMBERS TO BE A MAX. OF a D IMENSION _ 4" CLEAR SUCH THAT A SPHERE OF 4" DIA. -'_-_ 2X STUDS PER PLAN ! I/4" VIA. MIN. - SHALL NOT PASS THROUGH ANY OPENING BAIT INSULAT ON PER PLAN HANDRAIL, CONT. FLR. JSTS. PER PLAN F t e. 15H O'ER ELEVATION OVER FOR FULL LENGTH _ \ GATT INSULATION PER PLAN OF STAIR E3ALUSTERS TO CONFORM BUILDING PAPER i TO UBC SEC. 1005.5.3 13ATT INSULATION PER PLAN OVER SHEATHING PER o LAN 5/4 T.46. PLYWOOD SUBFLOOR GLUED !NAILED 5/4" T. t G. PLYWOOD 5UBFLOOR ` u < ENDS RETTURN TO AILS - GLUED t NAILED - - - -L PER UBG IMP N SLOPED D Z - PLASHI N6 n !006.4 OR s WOOD TRIM r OPTIONAL - c so ID B OCKING - ►� I FLR. JST5. PER PLAN Z b" MIN. z i N�• 4 Ibd NAILS BEAM PER PLAN .- � k BEAM A.51DE yFam <s (1) 4 BAR GONT °` 4 PER PLAN 2 X 4 CLEAT J u u N I MM Q1 -� q MIN. EACH SIDE •� Z - Ln AX. h" BELOWµ SHEAR WAL A � SCHEDULE _ n / � u n. TOP O"' FND WALL • II II AND /OR FOUNDATION PLAN - t z qp BOTTOM OF BEAM (2) Ibd EA. 51 DE o o r � < s = BELOW STAIR INSTALL P. T. POST PER PLAN N X ALL 5/5 w �z - TYPE 'X' 6.W 2) LAYERS '' `" i u- T &H i NE (2) S I MPSON A24 � W r_ z dd STORM 4 BAR VERTICAL ® I8 O.G. Q Q P cv FRAMING ANCHORS b MIL. BLACK V. B. �� _' 3 ? _ • O CEILING, (I L YER O WALLS O EACH POST W � z • 4 I F R I N '� I 4 HORIZONTAL • 10 1, 0.c'. _ OC — uj -- - a O m�� IF REQUIRED � -- - -- -�` � � � ••• jj (5) 2X12 STRINbERS ... • 4 � � �' � < � -�- b MIL. BLACK V. B. ,rl .T � `N a U F � • • ° = Ibd • 2X4 THRUST , - ( L z W • II I �` 4" O.G. E3LOGK _ =`- ` "' •,y. �, .. I I 1 -- ° � � i _ inn z° FIRE BLOCKING O MID SPAN • • - —III N � J w i 2 �rT - -- 2) #4 BAR CONTINUOUS 2 o • II •• (2) #4 BAR CONTINUOUS A�r ��� "Trn : J 0 a o a is a u 3' GLR - Ir =rW g< iz RF " " " TO THRUST SLOGKTRI NGER A < z < W 2 4 a w E gaup QoQ � a 4" D I A. P a� FOUNDATION DRAIN SCALE 1" W. 1' -O" hl D JOIST OR BLOGKIN6 O FLOOR BELOW NOT TO SCALE i PubNst M De Nomm n9 Cj) SCALE 1 I -0 .wi • 8" FND INALL 2 DETA NOT USED 3 INTERIOR ST ,.� r• 1 4 GON rd�l Op,, DETAIL NOT USED cm ���AL std DI MEN51 ON b W 3 v 2X STUDS PER PLAN - w WATT INSULATION PER PLAN FLR. JSTS. PER PLAN FLR. J5T5. PER PLAN W uj ~ U SATT INSULATION PER PLAN INSTALL 5, TYPE 'X' BATT INSULATION PER PLAN BATT INSULATION PER PLAN c p • 3/4 TAG. PLYWOOD 3/4" T.t (S. PLYWOOD SUBFLOOR 3/4" T.46. PLYWOOD OOD SUBFLOOR o v SUBFLOOR BLUED d NAILED (1) #4 BAR CONT. GLUED 4 NAILED GLUED t NAILS It MAX. b" BELOW TOP U. OF FND WALL 8 §g ► ztu V 1_u _T 7 Q SOLID BLOCKING 50L I D BLOCKING N FLR. J5T5. PER PLAN _ 4" GONG. 5LAB c � — OVER b MIL. BLACK V.B. 4 1 Ibd NAILS f BEAM PER PLAN OVER 4 GRANULAR FILL I A '� (1) #4 BA C ONT . P.T. SILL PLATE A.B. PER EA. SIDE , Z ? U W . a I SHEAR WALL SCHEDULE z 2 X 4 CLEAT z LL Q P.T. SILL PLATE t A.B. PER •. • • . TOP OF FND I ' AND /OR FOUNDATION PLAN EACH SIDE SHEAR WALL 50HEDULE 11 I j d BOTTOM OF BEAM w U . Ibd EA. SIDE O� O FOUNDATION PLAN 11 11 .•• •• :• •• °.• ••' • •.' • • ' • • ' • `� � dJ z P. T. POST PER PLAN Q J _ 2) 51 MPSON A24 p O T JJ •' • ' • • •' �4 BAR VERTICAL O 18" O.G. ~ �y MINE ANCH b MIL. BLACK V. B. z • i � b MIL. BLACK V. B. �� • #4 BAR VERTICAL ® 15" O.G. ° :• - 11=I I I� I l� h1 =1 I I`� . ..� . 4 HORIZONTAL O 10 O.G. — • EqG}.} POST i HORIZONTAL ® 10" O.G. - - -- _ 11 I I- I --= I I I — i( =1 • i I � I I . . I I =_ b MI BLACK V. B. I . �;. -I L—�LI — _1�.! I- _ _I I 1 =1 I�� 11= • " � - _ � .. -� — -- • • I I :..I � I ; I I i, ; , I i �- �, ��I I I_- _._ — III •, a . a . • • — (I_ I 1 11 I _ — � --I I I_I I I —I I • ,, • � . III III — • . �► — i I� I I� 1— � � 1 �-- ELI - I I-1 ... a .. • I �- __I_!1 —! 11— � i ' �I _ ..4 2) #4 BAR CONTINUOUS 2) #4 BAR CONTINUOUS , • III 2) *4 BAR CONTINUOUS 54 L 8 L $ _�� 71 L 2 � a ll o il „ SCALE : 1" - " - I � SCALE I" = I' -O" SCALE I' -O" c b) a" FND. ;NALL 0 GARAGE 8" I NTER I OR 5TEM WALL Da CONTI NUOUS FOOTIN& 10 EwE� F Nc� R�`COMPI.ZA . C4�E vE p • Ap pv �u • 0� .�vK140 ON Ow � it 12 13 14 moo N OL el l'A, 4 . _ R 44 4A*% BY: pp QA�• �tNB d •' t v/ 4wxft eY: 5+-+E 4,1 %0 :vtlEO BY. WIL. A5 1/30/0 16 11 IS 0 SCALE: 114" = I' -0" ROOF FRAMING NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMEN51ONS t CONDITIONS PRIOR TO CONSTRUCTiON. 2. ALL BEAMS 4 HEADERS TO BE 4x10 DF #2 ® 2X4 WALLS i 6X8 DF02 ® 2X6 WALL5 U.N.O. 5. PROVIDE VENT BLOGKINb OVER SUPPORTS. 4. DEEP SEAT GUT ALL RAFTERS TO MATCH TRU55 HEEL. 5. BEARING MALLS ARE SHADED. 6. ALL TRU55ES: ' 5HALL BE STAMPED BY AN ENG 1 NEER LICENSED IN THE STATE OF WASHINGTON. * SHALL BE INSTALLED i BRACED TO EN61 NEERS SPEC I F I C AT i ONS SHALL HAVE DESIGN DETAILS i DRAWINGS ON SITE FOR FRAMING INSPECTION SHALL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERING CALCULATIONS `1. SEE SHEET I FOR ADDITIONAL NOTES. Hi II FOOTI NC-750HEDULE SYMBOL 'FOUNDATION NOTES 50" SQUARE X 10" THICK GONG. FOOTING 50" W 5 - 04 BARB EACH WAY P05T AND CONNECTION PER PLAN 24" 24" SQUARE X 10" THICK GONG. FOOTING w/ 2 - #4 BARS EACH WAY POST AND CONNECTION PER PLAN co c Po 1oa 00 444 i I SCALE: 1/4" 2 1' -0" OUNDATION NOTES: 1. CONTRACTOR SHALL VERIFY ALL NOTES, D I MEN51 ONS t CONDITIONS PRIOR TO CONSTRUCTION. 2. PROVIDE 50LID BLOCKIN6 OVER SUPPORTS. S. POSTS TO BE P.T. 4X4 DF #2 t P.T. 4X6 DF *2 • BEAM JOINTS, V.N.O. 4. ALL FOOTINGS TO REST ON UNDISTURBED SOIL. S. ALL WOOD IN CONTACT WITH GONG. TO BE PRE55LRE TREATED 6. SOFFIT, VENT, t INSULATE CANTILEVERED AREAS. `T. INSTALL SIMPSON GONG. TO WOOD HOLDOWNS 1 142" FROM CORNERS 4 WINDOW ROUGH OPENIN65, ALSO SEE MANUFACTURER'S SPECS. 6. ST EP FOUNDATION PER 51TE CONDITIONS. q.' p00�'.S.F. ASSUMED SOIL BEARIN6 CAPACITY SHALL BE VERIFIED IN FIELD. 10. SEE SHEET I rOR ADDITIONAL NOTES. A fb a i v w O ►- _ Q V) a OZ 1 ` 'z� < >i :; oa a N J Ld Q� Z- �z��=�a z< LJ E W N ~ �Z A '� 8 3V2v w p z I t n (,Ir60 Z~ W 3 V) d li ;= Q(rQ — croo ��c�.� az >�a °Q< ton U W3 ch . (PW W W"~ N Q 8 3� Z 8 §8 V ��N 5 � N �o z W W LLJ Z IL Q �0 LL O Z N r r a� _dER 4 10 iA*W 9 DA TE: DYVB 4r"5/0 '! ERAL BY: &A TE: mm BT `AS I/30/O I ROOF FRAMI PLAN • { 130'-0" O.A. I h °S9� I i nFa UF1 R FLOOR FLAN w. ..._6. If --T - i - v FLOOR PLAN NOTE5 I. CONTRACTOR SHALL VER 1 F`►' ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRvOTION. ,2. ALL BEAMS t HEADERS TO BE 4X ;0 DF #2 • 2x4 WAILS a b X6 DF02 ® 2X& WALLS U.N.O. S. PR OVIDE SOLID BLOCKING OVER SUPPORTS. 4. PR OVIDE F I REBLOCK ; N& ® ALL PLUMBING PENETRATIONS. 5. WINDOW 4 DOORS ARE 5HOM 4 NOTED AS NOMINAL SIZES. b. WINDOW HEADERS a 8' - 0" ABOVE FINISHED FLOOR O MAIN FLOOR, U.N.D. WINDOW HEADERS • V ABOVE FINISHED FLOOR • UPPER FLOOR, U.N.O. 7. ALL WOOD IN CONTACT WITH GONC, TO BE PRESSURE TREATED. 121-oll 61 52'-O" O.A VENTILATION SCHEDULE I I 2000 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE SYMBOL LOCATION MINIMUM FAN REQUIREMENTS , ® Bath, Powder, Min. 50 cfm @ 0.25" WG (VIAQ Table 3-1) A Laundry 1 1 1 1 ❑ Kitchen UNFINISHED AREA: Min. 100 cfin @ 0.25" WG (VIAQ Table 3 -1) bARAbE: _ B �f U W 3 _ _ (Range hood or down draft exhaust fan rated at min.100 cfm © / 51"OSCIN MST48 (2) TOTAL. WW . • at 0.1(7" WG may be used for exhaust fan requirement.) _ Whole House MIN. CFM = 100 L — MAX CFM = 150 (VIAQ Table 3-2) C Fan (based on 2,019 s f. floor area 8 4 'bedrooms) r r I 1 `flow rating @ 0.25" WG _ 'whole house fans located 4 ft. or less from interior grille to _ have a sone rating of 1.5 or less measured @ 0.1" WG _ "whole house fan may be omitted when using OPTION 2. (only required when using OPTION 1 (VIAQ 303.4.1)) 'All fans to vent to outside 1 1 1 1 'All other requirements of 2001 WSEC / 2000 VIAQ must be met 8. EXTER; OR WALLS TO BE 2X6 STUDS a 16" O.G., V.N.O. q. INSTALL SIMPSON GONG. TO WOOD NOLDOINNS 1 1/2" FROM CORNERS 4 WINDOW ROUGH OPENINGS, ALSO SEE MANUFACTURER'S SPECS. 10. ■ INDIGA'"ES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. II. SMOKE DETECTORS: • SMALL BE 110 V INTERCONNECTED K/ BATTERY BACKUP • SHALL BE INSTALLED ON EACH FLOOR AND IN ALL 5EDROOM5 SHALL BE INSTALLED IN EACH LOCATION WHERE THER 15 A CEILING CHANGE GREATER THAN 24" 1:2. SEE SHEET I FOR ADDITIONAL NOTES. Q . USE LU525 HANGERS FOR HANGI JOIST . LU258 -2 HANGERS FOR DOUBLE JO 1 5TS n 40 1 12 AIIII IIIIIII� LATEfZAL RE5TRAINT �ARDWAR� SYM! M HOLOOM TY1"E AND AMOUNTS _ SIMPSON STH014RJ (4) TOTAL. ® INSTALL 1 -1/2" FROM CORNERS OR ROUGH OPENINGS, ,F. USE (58) I6d NAILS. WA SIMPSON STHD 14 (4) TOTAL. ❑ INSTALL 1-1/2" FROM CORNERS OR ROUGH OPENINGS, UNFINISHED AREA: USE (58) 16d NAI bARAbE: SIMPSON PHV5 (4) TOTAL. �f U W 3 -W W -j J �U © / 51"OSCIN MST48 (2) TOTAL. WW . • N AREA SUMMARY LOVER FLOOR: M AIN FLOOR: W UPPER FL pple: ,F. BONUS ROOM: WA TOTAL fINNJFm AREAS ii! 0 ?K11 COVERED PORGN: P445 5.F. UNFINISHED AREA: WA bARAbE: 412 9P. j • , a ♦ M q'. r4:- .4 %4 ti,,, �T r' �J CL u) < < Z _ Qr i sz 0 NQp�� { - WW�zo� 'F Yqc * 33zZu .J J Q � 4 N�F 2 � Q N� Z ��� W U �W` 0 a 0 Qv1 ;j g= . LA �F -(A Q 2N a ~ LAI =W P86 2a �� <O < <a a ° 9Cc 0: T � N U n �f U W 3 -W W -j J �U N Q 8� 3� T U N N � N Cie Ln N Q W W LIJ u. 2U. OJ J 0 Z r Lh r r I 1 N JdER A /0 DYVB 4, 8ip ATILPAL DY: DATE. SHE A / D aZ vtgw NY. OATL: – AS 1/50/ M' I Ll FRONT L \VATI ON SCALE: 1/4 = I' -O" GRAVE TO BE MIN. 6" BELOW ALL WOOD AND /OR 51DINS ! BE SLOPED AWAY FROM 5TRUCTURE AT LEAST 1/2 PER FOOT FOR A D I STAW E OF 6-0" OR MORE. LEFT ELEVATION SCALE: 1/4" = 1'-O" I ADDRESS MUST BE LOCATED 50 IT CAN BE CLEARLY VISIBLE FROM STREET 0 RIG HT ELEVA TION SCALE: 1/4" = I'-O" 12" I" I 5i;ZACKET 5 SCALE. 5/4" = 1' -0" cooE c0 O P p ogQ V 29 p,t 16 "x 16" ATTIC ELEVATION NOTES: 1 16 . x4 CORNER TRIM. TYP. I. VERIFY SHEAR WALL NAILING AND HOLDOWNS PER PLAN it SCHEDULE PRIOR TO INSTALL 1 H6 51 D IN6. 2. MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER U.B.C. S. CAULK ALL EXTERIOR ,JOINTS i PENETRATIONS. 4. PROVIDE WEATHER STRIPPING $ FLASHING AT ALL DOORS i ININDOWS PER U.B.G. S. PROVIDE GALVANIZED OR ANODIZED SHEET METAL FLASHING t COUNTERFLASHIN6 O ALL ROOF PENETRATIONS, CHIMNEYS i SKYLI6HTB. 6. PROVIDE CONTINUOUS METAL &UTTERS i DOWNSPOUTS O ALL EAVES, TYPICAL. "1. SEE SHEET I FOR ADDITIONAL NOTES. ffPRODUCTM •. 0 OF THESS PLMfS ; •• f aNY DEANS C PT TED Q f lif FEDE -W LAW. VIO Af _ p: APE PUNPS WE V FNE'� • OVER I CONTINU FASCIA 0 o Pub tst�h�� (A Horne Dsa Wars • . Z n '� TC 50.000 PS C'FFEN Q' IL a7 a] REAR EL EVATION SCALE: 1/4" = 1'-0" PL. O UPPER t a V, T' SUBFLOOR o 'PL. O MAIN SUBFLOOR l� �� A :- , n- I La ~A 0 Li 1 o.: o � A A �j U.-IrF Zyd ;.jy�?$�Fz < n- I La ~A 0 Li o.: o � A A �j U.-IrF Zyd ;.jy�?$�Fz < r]vO��ia�N�3F W ft lL� �g1Ni�Gi�O�<Wti a�`'� a , Z NW� J WU� Z� <Vl (Uri < iK 1 ), � 0 zn = z zir U - W c O O U 4 6 < w r� N Of W 3w W J ^ � in a: N Q O l e 8 u. a r W t�^ • C � N 0 v r Z U Lu W O _j J d O z ~ cly L6 �o - StGhLI' Jt. MANN BY: PAYE: D YVB 4,'' 4TERAL IY: SATE: :SHE 4," 4,"0 AKD BY: OATS: — 'A —= 0/0 GLAZING SCHEDULE PLAN M2008A2F=6 ROOM 0 OF MD. WND. MANUF FRAME VVDW MODEL AIR I GAS LO-E U -VAL . AREA UA YES WNDS. W. H TYPE TYPE NO GAP I (1) MAIN rLVVK FOYER 1 1001 5 OU MILGARD 'VINYL PICTURE 5320 112" ,AIR YES 0.35 5.00 1.75 POWDER 1 2.00 4 00 MILGARD VINYL S.HUNG 5220 112" ;AIR YES 0.39 8.00 3 12 NOOK 3 2.00 2.00 MILGARD VINYL PICTURE 5320 112" ;AIR YES 0.35 12.00 4.20 NOOK 1 6.00 6.83 MILGARD VIN S.G.D. 5621 112" lAIR YE 0.34 40.98 1393 GREAT ROOM 2 600 5.00 MILGARD VINYL SLIDER 5120 112" JAIR YES 0.38 60.00 22.80 OENIDINING 1 5.00 4.00 MILGARD VINYL SLIDER 5120 '1i2' lAIR YES 0.38 _ 20.001 7.60 urrcrc r wuK vlti.I.G MSTR BATH 1 1 3 UU 400 5 00 4 00 MILGARD MILGARD VINYL VINYL S.HUNG 5220 112„ SLIDER 512o7 AIR AIR YES YES 0.39 038 15.00 16.00 5.85 6.08 MSTR BEDRM 1 600 5.00 MILGARD IV INYL SLIDER 5120 112" JAIR YES 0.36 30.00 11.40 BONUS 1 6.00 5 00 MILGARD VINYL SLIDER 5120 1/2" i AIR YES 0.38 30.00 11.40 LAUNDRY 1 200 4 00 MILGARD VINYL S HUNG 5220 112" AIR YES 0.39 8.00 3.12 BEDWA 2 1 5.00 4 00 MILGARD VINYL SLIDER 5120 1 112" AIR YES 0.38 20.00 7.60 BEDRM 2 2 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" JAIR YES 0.35 8.00 2.80 BEDRM 3 1 400 4 00 MILGARD VINYL SLIDER 5120 i 1/2" IAIR YES 0.38 16.00 6.08 BEDRM 3 1 r 5010 4 00 MILGARD VINYL SLIDER 5120 112" JAIR YES 0.38 20.00 - 760 i - _ _ WND. TOTAL: 308.98 115.33 DOORS WITH MORE THAN 50% GLASS _ -� w I L 1 7 � � 1 I DOORS WITH MORE THAN 509 GLASS - TOTAL: AVG. U -VALUE VERTICAL GLASS): ( 0 37 SKYLIGHTS AND SKYWALLS ( + 1 + _ SKYLIGHT TOTAL: AVG. U -VALUE (OVERHEAD GLASS): l � ' I AREA UA i 308 98 115.33 TOTAL 1 TOTAL 2 GLAZING % = TOTAL 1 f= 308.98 :S.F. = , 15.38% i , HEATED AREA i 2009.00 _S. F. -AVG. U -VALUE = UA TOTAL (TOT. 2) 1= 115.33 QUA 0.37 U -VALUE AREA TOTAL (TOT. 1) 308.98 A (1) U- VALUES ARE NFRC CERTIFIED OR OBTAINED FROM WSEC TABLE 10 -6A, B. C. D OR E • 2001 WASHINGTON STATE ENERGY CODE CHECKLIST VAPOR RETARDER CHAPTER 6 PRESCRIPTIVE PROPOSED INSULATION OPTION NUMBER IV CEILINGS R -38 MAX GLAZING PERCENTAGE ALLOWED UNLIMITED VAULTED CEILINGS R -30 PROPOSED PERCENTAGE GLAZING MAX VERTICAL U -VALUE ALLOWED PROPOSED VERTICAL U -VALUE 15.38° 0.40 0.37 ABOVE GRADE WALLS BELOW GRADE WALLS (INTERIOR) FLOORS OVER UNHEATED SPACES R -?1 R -21 R -30 MAX OVERHEAD U -VALUE ALLOWED PROPOSED OVERHEAD U -VALUE I 0.58 0.00 SLAB PERIMETER DUCTS IN UNHEATED SPACES R -10 R-8 MAX DOOR U -VALUE ALLOWED 0.20 8 3u. PROPOSED DOOR U -VALUE 0.20 � � N I 2001 RESIDENTIAL WSEC CHAPTER 6: HEATING SYSTEMS SIZING PRESCRIPTIVE HEATING SYSTEM SIZING. I i ELECTRIC RESISTANCE (BASEBOARD / UNIT HEATERS): j CONDITIONED SQUARE FOOTAGE X.005882 = 11.82 !MAXIMUM KW OUTPUT OTHER FUELS 1 CONDITIONED SQUARE FOOTAGE X20 = 40180 MAXIMUM BTU OUTPUT N N MANUFACTURED COMMON I: TRUSSES PER PLAN b INSULATION BAFFLE VENTED BLOCKING- --, � a ATTI CONTINUOUS GUTTER ,' OVER I x6 FASC I A 50NU5 2X6016"O.C. YV/ R -21 INSUL. -- FINISH PER ELE\/ATI ON OVER IIX CDX OR O.S.B. OVE - 7lb ELT OVER HALL 3/�; T. ! S. �YWOOU O R 2xl GREAT ,2x l0 b MIL (BLACK) V.B. F.J. 016" O.G. • g a l ! sir e b tl� PER PLAN r _ r � � 1/2" 6yV.B: rrP. 1 INE OF BEAM BEFORE �... - I ,0 t�t�t�t�t�t�� f���t���t�tt�t�t�t�t,,•,t •,t� • tt•� , � + ��t / t�� , � ` t + t� • • 11 POSTS 4 BEAMS PER PLAN f5U I LD I Nrm"o ECooeTl ON SCALE: 1/4" 4" GONG. OVER .; 6 MIL (BLACK) V.B. OVER �,. 4" GRANULAR FILL r' ELOPE 4" TO O.H. DOORS -- R o ED upNCE CODE � AQP Rp�JEO �� 2g 2004 pf Tukwil2 N � pIVI5I �� -192- • � �b � dJ O T �1 N PL. o MAIN HDR PER PLAN T.O. R106E . M , PL. o UPPER SUBFLOOR . FT6. r M t 1 a ] < in O 4 4 *`"7 4 ti K } ' VAPOR RETARDER FLOOR 4 MIL POLY E FACE STAPLED BACKED BATTS M PLYWOOD W/ EXT GLUE WAI I_ 4 M 11 POLY FACE STAPI F D BACKED BATTS - '_ J PVA PAINT CEILING 4 MIL POLY FACE STAPLED BACKED BATTS X PVA PAINT ' NOT RFQ111RFD IF VFNTILATION c,PACF AVFRAGF 12" ABOVE INSULATION , N N MANUFACTURED COMMON I: TRUSSES PER PLAN b INSULATION BAFFLE VENTED BLOCKING- --, � a ATTI CONTINUOUS GUTTER ,' OVER I x6 FASC I A 50NU5 2X6016"O.C. YV/ R -21 INSUL. -- FINISH PER ELE\/ATI ON OVER IIX CDX OR O.S.B. OVE - 7lb ELT OVER HALL 3/�; T. ! S. �YWOOU O R 2xl GREAT ,2x l0 b MIL (BLACK) V.B. F.J. 016" O.G. • g a l ! sir e b tl� PER PLAN r _ r � � 1/2" 6yV.B: rrP. 1 INE OF BEAM BEFORE �... - I ,0 t�t�t�t�t�t�� f���t���t�tt�t�t�t�t,,•,t •,t� • tt•� , � + ��t / t�� , � ` t + t� • • 11 POSTS 4 BEAMS PER PLAN f5U I LD I Nrm"o ECooeTl ON SCALE: 1/4" 4" GONG. OVER .; 6 MIL (BLACK) V.B. OVER �,. 4" GRANULAR FILL r' ELOPE 4" TO O.H. DOORS -- R o ED upNCE CODE � AQP Rp�JEO �� 2g 2004 pf Tukwil2 N � pIVI5I �� -192- • � �b � dJ O T �1 N PL. o MAIN HDR PER PLAN T.O. R106E . M , PL. o UPPER SUBFLOOR . FT6. r M t 1 a ] < in O 4 4 *`"7 4 ti K } ' �- 6 ;JAI. �o� � i pa as <s xo m 6 F Q u w ks ? Zl � or 3a2 IX > ,, F �o'�w ► _ m $� 0 � <V1 W U- Qo t F Nr i-N�' JW�VIVO� Tina° < n <��� i r aVW��oc00 Wc� a.ZWr w >u-a << E mm V) ^ U I U W 3 .W J!w N Q 8 3u. 8 1..� - � N � � N I Z �ujw zU.� J J 0 0 z CM 6 o� m i I �0 ..dER 4.'0 4A 1MN BY: DAM :�Y a " 8 1 O 4TERAL iW: "W_ SHE 4 - AS 1/30/0 (o M _j (1) (2) 9) (12) (2) 1. BASE PLATE NAILING PFR (12) 3 SHEAR WALL. SCHEDULE (1) (5) (4) () 10 2. EDGE NAILING NOM _ _ 2) - _ _ , ( ) 3. PLYWOOD SHEATHING ( 10 1. BASE PLATE NAILING PER (11) 4. WOOD JOISTS PER PLAN i . BLOC KING BY JOIST ) (6) A SHEAR WALL SCHEDULE 5. WOOD JOISTS BLOCKING 0 MANUFACTURER (1) 1. WOOD STUD WALL (2) ( 9 2. PLYWOOD SHEATHING 2. 48' O.C. 2. FLOOR JOISTS PER PLAN (2) 5/8 DIAMETER ANCHOR (3) _ 3. WOOD JOISTS PER PLAN 4) (2) 6. 2 4 BARS CONTINUOUS 3. 10d 0 4' O.C. (3) (10) BOLTS. SPACING PER ( 1. CONCRETE SLAB ON GRADE _ J 4. 2x CONTINUOUS RIM JOIST ( AT TOP PROVIDE #4 0 ( SHEARWALL SCHEDULE, 48' 2. WALL BEYOND % m 5. 2 4 BARS CONTINUOUS (AT IT O.C. HORIZONTAL 4. MAIN FLOOR BEAM PER PLAN (4) (9) O.C. MAX (1) ( 3. TOOLED EDGE 5 r io TOP PROVIDE 4 0 10' O.C. (5) °M = 7. 5 '8' DIAMETER ANCHOR 5. FLOOR SHEATHING . P. T. 6" MIN. 3 2x PT BASE PLATE 4. FINISH GRADE OR CONCRETE o O HORIZONTAL ( BOLTS. PER SHEAR WALL (3) Q ° --__ 4 R S ON GRADE "- SLAB WHERE OCCURS �o g 4 6. 5/8' DIAMETER ANCHOR BOLTS. SCHEDULE, 48" O.C. MAX 6. POST PER PLAN ATTACH TO CONC ETE LAB �! `� _ 0 5. CONCRETE STEM WALL AND O 6) BEAM W/ SIMPSON AC CAP l� -" 5. #4 HOOKED DOWELS AT 24 ' FOOTING WITH REINFORCING v' - PER SHEAR WALL SCHEDULE, 8. 8' CONCRETE WALL WITH #4 ( OR 2x CLEAT ATTACH TO v ��' (5) 8 O.C., ALTERNATE BENDS o °O Q z 48" O.C. MAX (7) ,Oop ( ) 4' O.C. AXIMUM FOOTING W/ SIMPSON A35 ° ° °� ° o (5) CONTINUOUS FROM BEYOND 0 2 0 C (8) 6. SHEATHING AND NAILING PER ,, ( 7 � _ (7) �� 6. #4 HOOKED DOWELS 0 24 7 CONCRETE FOOTING WITH SHEARWALL SCHEDULE ALTERNATE BENDS . �° ��� ALT ALTERNATE BENDS (8) io (9) O.C., ALTERNATE BENDS (8). i 1 9 (2) 14 BARS CONTINUOUS N (3) #4 BARS EACH WAY. ° l 8. (2) #4 BARS CONTINUOUS (Q) CONCRETE FOOTING -- 7. FINISH GRADE OR CONC 9. EDGE NAILING , a 8. EDGE NAILING STAB AS OCCURS n m O 6' O.C. 'rih_ 10. 2x CONTINUOUS RIM JOIST 9. MOISTURE PROTECTION PER 10. 1 ao ATTACH WITH (2) l Od PER �� «� ARCHITECTURAL DRAWING 3 " CLR ( 8. 8 ND FOOTING STEM WALL �� ( 6 ) B �' 11. 8 MIN CONCRETE WALL AND v BLOCK PER PLAN 9. (2) #4 BARS CONTINUOUS 4 FOOTING ►•, 11 • 16d 0 6' O.C. ao .t 0 24 10. EDGE NAIUNG w Z 12. FLOOR FRAMING AT SIM. 24 12. (6) 1Od PER BLOCK PER PLAN v� z WOOD STUD WALL FOOTING AT TYPICAL FOUNDATION STEM WALL TYPICAL FOUNDATION STEM WALL TYPICAL INTERIOR SPREAD FOOLING TYP WOOD STUD WALL FOOTING OPENING 104 105 � 101 102 T SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T. a SCALE: N.T.S. SCALE: N..S. 4 0 N $ rill (3) 1. SHEATHING AND NAILING PER ALL SCHEDULE (2) SHEARWALL 1. BLOCKING BY JOIST .a 2. BASEPLATE NAILING PER (3) MANUFACTURER C SHEARWALL SCHEDULE 1. TIE AT TOP OF THE 3. FLOOR SHEATHING PEDESTAL 5) 2. FL JOISTS PER PLAN J ;>�'`�i (1) 2. (4) #4 HOOKED DOWELS 3. PLYWOOD SHEATHING 4. 2x CONTINUOUS RIM JOIST ATTACHED WITH (2) 1 od 4. ( 5• AT 4' 3. WOOD COLUMN 4. EDGE NAILING O.C. (6) 1 • BASE PLATE NAILING PER (1) (7) 1. 16d O 6' O.C BASE PER BLOCK COLUMN BASE � 10d (1) (7) SHEARWALL SCHEDULE (1) 5 CONCRETE SLAB OR (2) ( 8 PLATE (MIN) (2) ( 6 JOIST 5 . FINISH () � (2 ) ) 2. FLOOR SHEATHING • () 5. WOOD JO S () GRADE AS OCCURS °� 4 , 6 • 2 4 BARS CONTINUOUS 2. FLOOR SHEATHING ( 6. DECKING PER 2 6 " P (6) (AT TOP) PROVIDE #4 0 3. FLOOR JOIST PER PLAN 9 3. RIM JOIST BY JOIST MFR O 12 CONCRETE EDASTAL 10 O.C. HORIZONTAL 4. RIM JOIST BY JOIST MFR O 4. SIMPSON A34 CUP ARCHITECTURAL DRAWING (12" MAX HEIGHT) 7. 5/8" DIAMETER ANCHOR ( ( WITH (2) 1Od NAILS PER (8) Z A (7) 7. 2x P.T. LEDGER ATTACHED 5. 2x BLOCKING 0 24' TO RIM JOIST WITH (2) U I .! - -;M: - 7. CONCRETE FOOTING (7) BOLTS. PER SHEAR WALL JOIST [if (4) ,-- 8 -� F� - ,:_:, _ _r �T � _. W SCHEDULE 48' O.C. MAX 5. WOOD STUD WALL (3) O.C. O 1 /4' X 3' LAG SCREWS O _ �I �I rr 8. f 4 0 12 O.C. EACH A , _ 6. FLOOR JOISTS PER PLAN �■ _ ;Vr 12' O.C. d r 1T� (6) U.N.O. (8) 8. 8' CONCRETE WALL WITH #4 (4)--- 6. SHEATHING AND NAILING 7. SHEATHING AND NAIUNG 8. SIMPSON LU TYPE HANGER a ( (9) ;� 0 24' O.C. MAXIMUM, PER SHEARWALL SCHEDULE PER SHEARWALL SCHEDULE �. n �- • ALTERNATE BENDS 7. EDGE NAIUNG ( 8. EDGE NAILING P � . � f , a (5) FLOOR JOIST PER LAN 4 HOOKED DOWELS 8. . . (5) (9) 9 .. e _ N. 9 16d O 6 0 C co (l 1) 10. .e . • OMITTED '' �,!! co (7) �4 BARS CONTINUOUS IN WOOD STUD WALL AND �3 TIE MAY BE OM 9• 16d O 6 O.C. � (10) •.. ° . ' CONCRETE FOOTING ( ?) (6) � (CONCRETE STEM WALL AND IF FOOTING AND PEDESTAL . � c) +off CONNECTION SIMILAR TO ARE POURED MONO DETAIL 108 AS OCCURS) ° LITHICALLY PER PLAN 11. EDGE NAILING � W WOOD COLUMN FOOTING TYPICAL INTERIOR SPREAD FOOTING WOOD JOIST AT WOOD STUD WALL WOOD JOIST AT WOOD STUD WALL RIM JOIST WITH LEDGER WOOD I=Im z 106 107 108 2 SCALE: N.T.S. 0 SCALE: N.T.S. SCALE: N.T.S. S�.ALE: N.T.S. SCALE: N.T.S. -. � r co Z A 1. EDGE NAILING a ; 2. PLYWOOD SHEATHING E (5) 3. JOIST PER PLAN 1. BASE PLATE NAILING PER a ( 2 4. BLOCKING BY JOIST MFR () _ 1. WOOD BEAM PER PLAN W/ 3 NAILS PER 2. SIMPSON ACE TYPE N C4 (1) ( 2. PLYWOOD SHEATHING SHEARWALL SCHEDULE (1) 1 • EDGE NAILING BLOCK TO TOP PLATE (2) K 3. BLOCKING BY JOIST MFR ( 2. BLOCKING BY JOIST POST CAP - r . (7) M MANUFACTURER 5 SHEATHING 3 HING ANO ATTACHMENT . 'WOOD COLUMN PER PLAN � .v N ( .�� 4 48 O.C. 2 3. 10d 0 6' O.C. ( PER PLANS 3 O ( 1. DOUBLE EDGE NAILING 4. BEAM PER PLAN () 4. FLOOR SHEATHING ( E 6. RIM JOIST BY JOIST MFR -- 2. FLOOR SHEATHING (4) 5. FLOOR JOISTS PER PLAN (3) 5. FLOOR JOIST ( (3) 0 Z � 3. WOOD JOIST PER PLAN 6. SHEATHING AND NAILING 7. 10d 0 6 O.C. Z U TYPE () PER SHEARWALL SCHEDULE 6. STUD WALL BELOW �+ i O d 4. SIMPSON L 7 , > 3 HANGER 7. EDGE NAILING 5. WOOD BEAM PER PLAN 5) ( (6) C ' V � o (6) N C O (3) ( ) m O 5 U �_(4) () ( ) ` a F (5) V to � f WOOD JOIST AT WOOD BEAM FLOOR JOIST AT WOOD BEAM BELOW 5 FLOOR JOIST AT WOOD STUD WALL 0- FLOOR JOIST AT WOOD STUD WALL 0 WOOD BEAM AT WOOD COLUMN a 0 _ 0 SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. r o FoR � coop c° �o 0 ppeR(ym Z Co) Qi 1. WOOD STUD WALL Kvn1a 0 W .NOTSO (2) 2. WOOD HEADER PER PLAN (1) (4) 1. 6x SAWN OR 5 1 /8' 3) 3. (2) 16d TOENAILS EACH NG 0 O % GLB SIDE, EACH END �I� -��` c Q C3 4 2. (6) 16d EACH SIDE, 4 4. (2) 16d AS SHOWN Z Z (1) () TYP. ) 5. RUN VERTICAL STUDS UP v •� 2 PLYWOOD FUR (2) ) 3 • � ( PAST HEADER AS SHOWN � � 0 'Q - 4. 4x SAWN OR 3 1 /8 6. (2) 16d 0 12' O.C. z LL. GLB r,'�'Fc < J 7 6) � sd 0 12 O .C. �r C STAGGERED BOTH SIDES S. DOUBLE STUDS UNDER 5 V 0 3 3 6) HEADER BEARINGS FOR r '" Go t a O () () OPENING WIDTHS GREATER ..J THAN 5'-0 N �C ' F. L . H I sHEfr No. ROUGH OPENING WIDTH - 1.1 BUILT -UP POST PERPENDICULAR TO .r► WALL 'WOOD HEADER P ROJECT NO. SCALE: N.T.S. SCALE: N.T.S 114 .j J � I 2 I 3 � + � a 7 A ( 3) (1) w (4) (4) (5) 1. TRUSSES PER PLAN 1� 2. SIMPSON A35 CUP AT ( 1 1 TRUSSES PER PLAN EACH JOIST 3. PLYWOOD SHEATHING ( (2) 2. ROOF SHEATHING ( ` 4. EDGE NAILING ( .� i (3) 3. EDGE NAILING { 1) 5. 2x BLOCKING WITH (3) 1. EDGE NAILING WITH RIDGE VENT 1 EDGE NAILING S (7) 4. BLOCK R PE I SH L EAR PANEL EDGE (2) 16d PER BLOCK 2. RIDGE VENTS 2. PLYWOOD SHEATHING 1) 1. PLYWOOD SHEATHING f 3. TRUSSES PER PLAN (6) 6. 'WOOD BEAM 3 2. PREFABRICATED WOOD . GIRDER TRUSS 2) . 5. SHEATHING AND NAILING 4. PLYWOOD SHEATHING 3 ( 6 ) TRUSS PER SHEARWALL SCHEDULE 7. 2x CONTINUOUS FASCIA (1) 5. 2x SOLID BLOCKING �) 4. JACK TRUSS ( 3. EDGE NAILING t' ( 6. SIMPSON H1 CLIP AT EACH ( WITH (2) 10d PER TRUSS (4) (4) 5. SIMPSON LU TYPE HANGER. 4. 2x BLOCKING WITH 3 TRUSS AT HIP CARRIER, USE BLO 4 7 • 2x BLOCKING W/3 -16d PER SIMPSON T H TYPE HANGER 5. 16d 16d PER BLO TYPE B -(5) BLOCK 6. ( 16d TOE NAILS AT HANGER EACH TRUSS (4) 6. PREFABRICATED W00o TRUSS GIRDER ( � (5) 3) WITHOUT RIDGE � (5) WOOD TRUSS AT WOOD STUD WALL WOOD TRUSS AT WOOD BEAM 301 ( - scAlE: N .T .S . TRUSS RIDGE 'WOOD TRUSS AT GIRDER TRUSS WOOD TRUSS TO TRUSS GIRDER 8 Y W S CALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. _ 1. 2X OR VALLEY SET OVER �o FRAMING AT 24 O.C. 2. PREFAB WOOD TRUSS BELOW 3. LINE OF PLYWOOD C 1 SHEATHING JOINTS 3) W ' w �• ( () - �'' I I I 4. 2x8 LAYED FLAT OVER (7) -- (1) 1. EDGE NAILING a PLYWOOD SHEATHING WITH (2) (2) 2. WOOD FASCIA WITH (2) 1 O (2 3 ) -I I '� 3 -16d TYPICAL AT EACH NAILS PER JOIST? I I TRUSS. 1. EDGE NAILING (2) 3. 2x4 OUTRIGGER 0 24 O.C. PLO s A35 CUP OR (2) 16d NAILS 9 Q 2. ROOF SHEATHING (3) {. SIMPSON A35 CLIP 1. EDGE NAILING _( 4 ) I ­4 1- .dQIE 4) 1 (2) 10d PER STUD (1) 5. CABLE END TRUSS 2. PLYWOOD SHEATHINGS) r I ' I �1) '-� I I. PLYWOOD SHEATHING ON 1 4. CONTINUOUS 2x LEDGER i (8)_ (4) 6. SHEATHING AND NAILING PER ■ 3. PREFABRICATED WOOD ��.• I -�� 1 PRIMARY ROOF TRUSSES 5. SIMPSON LU TYPE W�1N(�ER ( 1. ROOF SHEATHING (5) SHEARWALL SCHEDULE, 6. PREFABRICATED WOOD ( CONTINUE SHEATHING OVER „. ---�" SHALL BE CONTINUOUS. (� (3 TRU TRUSS 2. EDGE NAILING (7) GABLE END TRUSS Z (4) 4. HIP CARRIER TRUSS --'� 2. FOR CLARITY, SHEATHING OVER (4) 3. DRAG TRUSSES PER PLAN ( 7. 1 Od O 6" O.C. BOTTOM Jz .► 5. SIMPSON TRUSS HANGER VALLEY FRAMING NOT SHOWN. 7. 'WOOD STUD WALL WITH SHEATHING AND ( 4 SIMPSON A35 CUPS (6) TRUSS CHORD TO WALL TOP :� . J ■■■� •• `� I , PLATE U.N.O. -- 6• (3) 16d TOENAILS AT �� 1 I 3. AT 2x OVER FRAMING USE ATTACHMENT PER PLAN 5. (4) 16d NAILS PER BLOCK . B. RACE 048" O.C. WITH � EACH TRUSS 2x4 B THE FOLLOWING: 6 SHEATHING AND ATTACHMENT PER ■► SIMPSON A35 CUP EACH END T cn 0' - 4' 2x4 MIN. (7) SHEAR WALL SCHEDULE ■■�• 4'-8 2x6 MIN. g 7, » 9• TRUSSES PER PLAN a 8' - 102x8 MIN. O (6) 2x4 AT 12 O.C. 10' - 12' 2x 10 MIN. (5) o d a: (5) PLAN - TYPICAL VALLEY FRAMING AT W WOOD TRUSSES AT WOOD TRUSS PREFAB WOOD TRUSSES 4 'WOOD TRUSS AT WOOD STUD WALL - GABLE END TRUSS Ll.l INTERIOR SHEARWALL SCALE: N.T.S. 30 SCALE: N.T.S. - R SCALE: N.T.S. imm Z 16 MIN. .i SCALE: N.T.S. COD' SCALE: N.T.S. Ln (2) 3 (5) 1. 2x TOP PLATE _T APQR[w ■_ w II ..� _ I 2. CONTINUE n J 3 8d O 3 E O.C. EACH WAY ON i I I , JUL 2 9 2004 co IF II II III ••••••• ii ( ii 9 () U • • • • . • • 4. SIMPSON STHD 14 - INSTALL PER • • MANUFACTURER'S RECOMMENDATIONS i 1 ._._. ----- E it n N M { 1 ) ( 5• (2) 1 Od NAILS TO HEADER • ; Lu City Of Tukwila 1 • MULTIPLE STUDS MINIMUM 2 (2) I 1 1 1. WOOD STUD WALL ( 6. CORNER END STUD AS OCCURS I i i I I U.N.O. AT EACH END OF 3 2. DOUBLE STUD AT EDGES BUILDING DI VISIO N I II h III 9 PANEL NAILED AS BUILT- () ��) 7. (2) 2x STUDS OR 4x POST ; : (3) i OF SHEAR WALL 1 1 it II II () UP PO ST 9 8• 8d O 3" O.C. ALL PLATES, HEADERS AND I � : ; � � 3 • STRAP PER PLAN. (6) II II II 2. WOOD STUD ( c STUDS L 9 - - 1 i ^ CENTER BETWEEN S HEAR WALL SCHEDULE LE "n _ 1 L _ FLOORS. � - - � 9 • 1 /2" NOMINAL APA RATED SHEATHING = _ _ -- - - - - - - - - _ " - = - _ - 4. SOLID BLOCK UNDER STRAP WALL SHEATHING SIDES PANEL FIELD 3. SHEATHING AND NAIUNG PER (9) - - - - - - - _ - - - - - - - - - - FRAMING AT ADJ. BASE PLATE ANCHOR BOLT FDN. SILL PLATE/ BLOCKING /RIM JOIST VALUE do SHEARWALL SCHEDULE ( (4) 1 0• 2- -5/8" DIAMETER ANCHOR BOLTS - (4) AS REQ'D. MARK EDGE NAILING PANEL EDGES ATTACHMENT SPACING FLOOR BASE PLATE ATTACHMENT LB /FT O � N 1f T (5) 4. BLOCKING REQUIRED AT I EMBED 7" MINIMUM WITH 2 "x2 "x3/16" 5. BLOCKING OR RIM JOIST NAILING r h N SHEATHING PANEL JOINTS 10 PLATE WASHER AS OCCURS. E 0 ` I II I III 5. SIMPSON STRAP PER SCHEDULE ( ) 11 • (3) 2x PLATES - NAIL SHEATHING TO - (5) O o0 � I 4 ----- - - - - -- - - - - -- SIM A35 O = Z I ( 6. HOEDOWN PER PLAN , r ( EACH PLATE _ _ _ _ _ _ _ - - - - -- - 1 - 2 16d NAILS 0 5/8"0 0 48" O.C. • O I Q b I - - - - - - _ 1 /2 PW ONE 1 Od 0 6" O.C. 12" O.C. 2 x 6" O.C. 48 O.C. 278 o < 12• 8d O 3" O.C. INTO EACH PLATE 4W - - T r - - - 1 > 39 7. ANCHOR BOLT ( 1 1 : • t i II h y ul 8. FIRST FLOOR LINE (13) 13. TOP OF CONCRETE ( NOTE: WALL SHEATHING (6) h II II III 9. SECOND FLOOR LINE 7 MIN. 1 I ; • I I NOT SHOWN FOR 1 -4 » SIMPSON A35 O V OD j 4 CLARITY F / N N (8) ► A. ALL STUDS TO BE DOUGLAS FIR 12 IN ' � • ' 1 1 2 PW " 2x / ONE 10d 0 4 O.C. 12 O.C. 16d NAILS O 5/8 • O 16 O.C. 2x 24" O.C. 418 C � . • I . 4 O.C. 0) 1 ' ^ ^ ° ^ LATERAL RESTRAINT PANELS. • ' (2) I i 4 p B. RAISE STEM WALL HEIGHT AS REQUIRED 1 1 � CK TO MAINTAIN 8' -0" MAX. PANEL HEIGHT. 5 I � 1 - 3 » » SIMPSON A35 0 1 /2 PW ONE 1 Od 0 3 O.C. 12 O.C. 2x 16d NAILS 0 5/8 • 0 12 O.C. 2x 16 0 C 545 N 3 O.C. 8 � � TWO -STORY SHEARWALL ELEVATION LATERAL RESTRAINT PANEL 401 DOWN STRAP AT WOOD STUD WALL SCALE: N.T.S. SCALE: N.T.S. 1 -2 1/2 PW 3x OR 2x 2 NAILS "0 O 16" O.C. 3x N - N.T.S / ONE 10d 0 2 O.C. 12 O.C. 2 () � 5/B 8" SIMPSON A35 O 713 3 O.C. 16d .�lQTE� J -(2) . EDGE OF SHEAR PANEL (�) a 5) 2. CONTINUOUS DOUBLE STUDS 2 �1EAR WALL SCHEDULE NOTES iIm- Z ( AT SHEARWALL EDGES. NAIL (3) (5) 1. EDGE OF SHEARWALL W 3 (3) 1 STUDS TOGETHER WITH 1Od FRAMING STUDS SHALL. BE HEM FIR 12 SPACED AT 16 O.C. MAXIMUM. THICKNESS OF STUDS SHALL BE 2x UNLESS OTHERWISE 113 `) SCHEDULE. O 4 0 12` O.C. 2. DOUBLE STUDS AT SHEARWALL NOTED IN SCHED G ( •; 3. SHEAR PANEL EDGE NAILING. ( EDGES. NAIL STUDS TO ADJACENT �1 Q 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES WITH 2x OR 3x BLOCKING TO MATCH „ ( 7 ) ' • ALSO NAIL TO TOP PLATES I (5) l ` STUD wr1H l Od O 12 O.C. STUD WIDTH UNLESS NOTED OTHERWISE. J Z ( SAME AS EDGE OF I ( ) 3. PANEL EDGE NAILING. ALSO NAIL _ SHEARWALL NAILING I TO TOP PLATES SAME AS EDGE 3• ALL EXTERIOR WALLS NOT DESIGNATED AS SHEARWALLS SHALL RECEIVE APA RATED SHEATHING, FULLY BLOCKED WITH MINIMUM vzjrzz (7) OF SHEARWALL NAILING EDGE NAILING OF 1 O 0 6 O.C., 12 O.C. FIELD. 4. HOEDOWN REQUIRED BOTH I ( 4. RJ TYPE HOEDOWN REQUIRED I II II �• 0 cc EDGES of SHEARWALL 4. NAILING APPUES TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING. 4 11.0 um j •a O� (I • I (� 5. SHEATHING AND NAILING PER I (9) BOTH EDGES OF SHEARWALL II II SHEARWALL SCHEDULE 5 ' SHEATHING SCHEDULE PER 5. MINIMUM ANCHOR BOLT SPACING OF 48" O.C. UNLESS OTHERWISE NOTED IN SCHEDULE. MINIMUM OF 2 ANCHORS PER WALL. •C u < W PROVIDE 2x2 x3/16 SQUARE WASHERS AT EACH ANCHOR. DO NOT RECESS BOLTS. J • �I I l 6. SELF TAPPING LAG SCREWS (10) O 6. PANEL EDGE NAILING AT Sil � � ''ti 3 O 8 - 7. TREATED BASE PLATE PLATE 8. ANCHOR BOLTS PER SHEARWALN ( 12) ✓� �,,W 9 7. ANCHOR BOLTS PER SHEARWALL SCHEDULE SCHEDULE � 1 ! . � ,� W = 9. SIMPSON SSTB ANCHOR BOLT > S. BASE PLATE NAILING PHD2 10 5/8 • N � (I (11) a PM05 14 SDS 1/4X3 4/8 • ' (4) (I 9. FLOOR SHEATHING �j (� • PH06 18 SOS 1/4X3 8 • _ � � M 10. RIM JOIST D H HDQA 20) SOS 1%4X3 7/8 i 4 U , , 11. TREATED BASE PL ' c p � >- Z Z 12. CRIPPLE STUDS UNDER DOUBLE �.�. STUDS AT SHEAR WALL EDGE SHEET SHEARWALL DETAIL WITH SIMPSON SHEARWALL DETAIL WITH SIMPSON MAP TIE FIOLDOWNI ' PHD ' 8192 WN AT FLOOR BY FOUNDATION SCALE: N.T.S. CT No. -- SCALE: N.T.S. 11468 �....� +hwM.MMr M�l•Y �.nMM`•i..+ob.rl'..�f. .... �... .. -. . wy.d...w... `•. • ...