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BLD20130474 (2).PDFCITY OF EDMONDS STATUS: ISSUED 09/30/2013 Expiration Date: 09/30/201A'5- Parcel No: 27031300101200 121 5TH AVENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 - .— -- -- --------Permit #: 'BLD20130474' Project Address 9223 OLYMPICNIEW DR;;EDMONDS '• • • BRUCE 1 & GOER'rZ AMY 1 LAMBRECHT SCOTT ALAN & ASSOCIATES INC SCOTT ALAN & ASSOCIATES INC 1355 6TH PL S Po Box 1465 Po Box 1465 EDMONDS, WA 98020 Edmonds, WA 98020 Edmonds, WA 98020 (206) 949-6333 (206) 261-1604 (206) 261-1604 LICENSE #: SCOTTAA8830D EXP:09/04/2014 t DESCRIPTION NEW SINGLE FAMILY RESIDENCE - MECHANICAL AND PLUMBING INCLUDED VALUATION: $397,648.70 PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING: N CYDS: 1650 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: N OCCUPANT GROUP: R-3/1-1 OCCUPANT LOAD: FENCE: N 0 X 0 FT.) CODE: 09 OTHER N ----- OTHER DESC: ZONE: RS-12 NUMBER OF STORIES: 2 VESTED DATE: NUMBER OF DWELLING UNITS: 0 LOT #: BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1 ST FLOOR: 1729 2ND FLOOR: 1754 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE: 475 DECK: 634 OTHER: 0 FRONTSETBACK SIDE SETBACKSETBACK REQUIRED: W 25 PROPOSED: 25.7 REQUIRED: N 10 PROPOSED: 10 RE UIRED: E 25 PROPOSED: 32.9 HEIGHT ALLOWED:25 PROPOSED:24.61 REQUIRED: S 10 PROPOSED: 26.75 SETBACK NOTES: Patio on west encroaches 25' street setback by 3.5' - OK per ECDC 16.20.040.0 1 AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S � COMPENSATION INSURANCE AND RCW 18:27. CATIQP1i1S NOT A PERMU UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. si'�/3 d/i 3 Marie Hzu-�tJo�r?� l ISOature Print Name Date Released By Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRCI 10. = ONLINE = APPLICANT = ASSESSOR OTHER STATUS: ISSUED BLD20130474 CONDITIONS I • 1) All work shall take place in accordance with the September 11, 2011 geotechnical report from Lui & Associates, Inc. • 2) A maintenance bond of $2010.00 is required. • 3) An as -built vegetation management plan is required. • Lot line stakes must be in place at the time of foundation/setback inspection. • Installation, use and maintenance of equipment and components shall be per manufacturer's specifications, installation instructions, and applicable state codes. Provide manufacture's installation instructions on site for Building Inspector. • Approval of this foundation design is conditional subject to inspection of existing site.soil conditions. • Retaining Walls must be designed and constructed to resist the lateral pressure of the retained material. • Provisions must be made for the control and drainage of surface water around buildings. • Installer shall provide the manufacturer's installation, operating instructions, and a whole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). • Maximum Height 25 feet. The agent/contractor shall set up the equipment; establish the datum point and the point of average grade. Call for inspection to verify. These items must be consistent with the approved plan. If the proposed height of a building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone an elevation survey is required. • Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. • In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks. Per UPC 608. • Type B or L vent connectors required on fuel -burning appliances passing through unheated spaces. Per IMC 803.2 • Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 • Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it enters the building. • Gas pipe test must be observed by City Building Inspector, affidavits shall not be accepted. • *Pre -inspection required. • *Street to be cleaned of debris. • *Side sewer must be capped at property line. • *Water Service must be disconnected from Water meter and or hose bib with AVB installed. • *Dump at approved dump site only. • *See demolition inspection checklist on back of job card for inspection requirements. • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Provide combustion air per IMC Chapter 7 for commercial and multi -family residential installations, and IRC Chapter 17 for one and two-family dwellings. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water shutoff. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction site must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. 0 New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly visible from the street or road fronting the property. Address numbers shall be Arabic numerals or alphabet letters. Numbers shall be legible from the public way, at least 4 inches high with a %2 inch min. stroke width on a contrasting background. • Maintain 10"""" separation between the sanitary side sewer and the water service line. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) BUILDING (425) 771-0220 EXT. 1333 1 ENGINEERING (425) 771-0220 EXT. 1326 1 FIRE (425) 775-7720 PUBLIC WORKS (425) 771-0235 1 PRE-TREATMENT (425) 672-5755 1 RECYCLING 425) 275-4801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. • E-Erosion Control/Mobilization • E-Storm Tightline • E-Footing Drywell • E-Water Service Line • E-Driveway Form & Slope Ver. • E-Engineering Final • B-Preconstruction meeting • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-Underfloor/First Floor Framing • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-Exterior Wall Sheathing • B-Roof Sheathing • B-Window Flashing • B-Height Verification • B-Interior Shear Walls • B-Framing • B-Shower Pan Test • B-Insulation/Energy • B-Building Final • P-Planning Final • E-Tightline Drain Connection P Cs 00 U fi 0 0 � N o oT- M o T- o o ch N � mN �' Q 7 O O O U z z � . U aIL0 0 z 0 w U � J Q J Of_jQN w Q 00 > 0 < U a ~CO J � 0 r-- 0 0 corn>-i�°r°w N CL in O O a)o -O U O O O cn U 0 U J a 0 U a 0 U Q z a a" `"St. Is,) - City of Edmonds DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION 121 5h Avenue N, Edmonds, WA 98020 Phone 425.771.0220 2 Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #, City State, Zip): ZZl 0Z_YW121,C,ve a Parcel #: Subdivision/Lot #: Project Valuation: $ APPLICANT — :S ' %% S Phone: �'So I 417 Fax: Address (Street, City, State, Zip): 1 � l.0 d, 0 E-Mail Address: ROPERTY OWNER: /' V Phone: • tp Fax: Address (Street, City, State, Zip): CY E-Mail Address: LENDING A EN Y: Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR:* moo?Al r'- Phone: - 7 Fax: Address (Street, City, State, Zip): f! 4 d E-Mail Ad es : �0 / �I U G Oi'yI *Contractor must have a valid City of Edmonds business license prior to doing work in the City. Contact the City Clerk's Office at 425.775.2525 WA State License #/Exp. Date: City Business License #/Exp. Date: DETAIL SCOPE OF WORK: PROPOSED NEW SQUARE FOOTAGE FOR THIS PROJECT: Basement: sq. ft. Select Basement Type: ❑ Finished ❑ Unfinished 1" Floor: sq. ft. Garage/Carport: sq .ft. l 2" ' Floor: sq. ft. Deck/Patio: sq. ft. Retaining Wall: ❑ Yes ❑ No Other: t: +(-k A(/- e_ sq-ft 7 I declare under penalty of perjury laws that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: G �� G r r ❑Owner--[,�(Agent/Other (specify): r L D 7`4 Signaturt:S;:.Date: �� ' /� ,A�'D uWa FORM A LABuilding New Folder 2010\DONE & x-ferred to L-Building-New drive\Form A.doc Updated: 10/2011 OF EDpAO A ' �d Moil Fst 1 gqo City of Edmonds Equipment Type DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION FORM A 121 5`h Avenue N, Edmonds, WA 98020 Phone 425.771.0220 4 Fax 425.771.0221 MECHANICAL Appliance/Equipment Information (new and relocated) Total # Furnace #Gas #_Elec #_Other: BTUs: <100k_ >100k_ Location Air Handler/ACNAV # Gas # Elec # Other: CFM: <100k >100k Location Boiler/Compressor/ Heat Pump/Roof Top Unit # Gas #_Elec # Other: BTUs: <100k, 100k-500k, 500k-lMil HP: <3, _3-15, 15-30 Location Hydronic Heating #—Gas #_Elec —in-Floor, _Wall Radiant, Boiler BTUs: Location Exhaust Fans (single duct) Location: #—Bath # Kitchen # Laundry #,Other: TX- tV- ?JLut7 4 MN��oH — Fireplace I # Gas #_Elec #_Other:VW_ad Location tD_ dO(i ejL4r D ier Other Number of Outlets FUEL GAS Fixture/Appliance Type AC Unit --------------- BTUs: Location: Furnace--= --- t ------- BTUs: Location: Water Heater---- -=BTUs: Location: Boiler ------------------ BTUs: Location: '7r Fireplace/Insert BTUs: Location:' ' r Stove/Range/Oven: Dryer Outdoor BBQ: Other: TOTAL OUTLETS PLUMBING FIXTURE COUNT Number Fixture Type Number Fixture Type Li Water Closet (Toilet) Refrigerator water supply (for water/ice dispenser) 10 Sink (kitchen, laundry, lavatory, bar, eye wash, etc.) Water Service Line S Tub/Shower Drinking Fountain Dishwasher Bidet/Urinal Hose Bib Pressure Reduction Valve/Pressure Regulator Water Heater Tankless? Yes_ NoX_ t Backflow Prevention Device (e.g. RBPA, DCDA, AVB) . Expansion Tank for Water Heater Hydronic Heat in: Floor Wall Floor Drain/Floor Sink Other: Clothes Washer Other: FORM A L:\Building New Folder 2010\DONE & x-ferred to L-Building-New drive\Form A.doc Updated: 10/2011 97 of aroerzsl ers . '=n- RECEIVED Proposal Date: This proposal is for: Proposal and Contract: July 7 2013 Scott Schrieber Lambrecht short plant JUL 9 2013 DEVELOPMENT SERVICES CTFL CITY OF EDMONDS This proposal is for the following landscaping services at the Lambrecht short plat located at 9221 Olympic Vi( Proposed: Right of way planting per the plans dated April 14th 2012. A. Phase I- Lot #1 g Z Z i 06 B. 1. General clean-up including weeds, leaves and debris. 2. General pruning as needed. 3. Amend soils as needed in set back with pgm mulch, till as needed and grade. 4. Install plant materials per planting plan. Stake trees as needed. 5. Mulch the new right of way planting. • Cost of Materials • Labor Phase II - Lot #2 $9, 700.00 $5,100.00 1. General clean-up including weeds, leaves and debris. 2. General pruning as needed. 3. Amend soils as needed in set back with pgm mulch, till as needed and grade. 4. Install plant materials per planting plan. Stake trees as needed. 5. Mulch the new right of way planting. • Cost of Materials • Labor C. Agreement 1. Terms of the Agreement $8,600.00 $4,800.00 21220 Pioneer Way • Edmonds, Washington 98026 • (425) 775-9708 • Fax (425) 778-3676 Email: landscapes@somersetgarden.com o mers ar- 0 en a) We propose hereby to furnish material and labor - complete in accordance with the above specifications for: Phase I - Lot #1 $14,800.00 Phase 11 - Lot #2 $13,400.00 Subtotal $28,200.00 Tax Total $28,200.00 b) This proposal is valid for thirty days from the date of issue. D. Billin-q and Payments 1. The total amount is due upon completion of the work. L)IU J-%UUVjJLd1K;e QVIIIt:IbVL kodwens, inc. -.:oUMt:KUIUUbL4 Date Date 21220 Pioneer Way • Edmonds, Washington 98026 • (425) 775-9708 • Fax (425) 778-3676 Email: landscapes@somersetgarden.com REED & ASSOCIATES, PS Civil & Structural Engineering 19626 76th Ave. W Ste. A, WA 98036 Office (425)778-2793 wer@reed-assoc.com e:� O V STRUCTURAL CALCULATIONS, FOR: Lambrecht/Goertz Res. (2) story "SFR & Garage" Lateral & Garage FDN Walls S �p,I,e-,'1� '.'a-t-t"'uv� Q&4M_ Mi,W IA41 0*1S sM f!°o,t s�' MA-1 7 2i1'1s CITY OF c6W+4t2�6iDS NOT VALID WITHOUT A WET SIGNATURE pzP qS�/F FS NAL�E�G` EXPIRES 5-27- WENDELL E. REED, PE, CBO 2009 IBC JOB # 12-127 Date Eng• # I Desc. 3/21/2013 wer 2 1 Original Calculation CIS coov Lateral Analysis IBC 2009 Job* 0 Description: 0 Governing Code: 2009 International Building Code all references in right margin are 2009 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria [3041 Roof Walls Floors Snow Partitions Live Load (psi 25 40 25 Dead Load (psfl 15 10 10 0 10 1603.1.4 Wind Desiqn Criteria [3041 1. Basic Wind Speed 2. Wind Importance Factor 3. Wind Exposure Category 4. Internal Pressure Coefficient . 5. Components and Cladding design pressure 1603.1.5 Earthquake Design Data [3051 1. Seismic Importance Factor 2. Short Period Acceleration 2. 1-Second Accelleration 3. Site Class 4. Spectral response coefficient 4. Spectral response coefficient .5. Seismic Design Category 6. Seis. Force Resisting System 7. Design Base Shear 8. , Seismic Response Coefficient 9. Response Modification Factor 10. Analysis Procedure used Table of Contents 85 mph F 1609 [320] hN 1.00 ASCE 7 T 6-1 [77] "B" 1609.4 [325] +/- 55 ASCE 7 F 6-5 [47] +/- 10 psf ASCE 7 6.4.2.1.1 [241 IE 1.00 ASCE 7 T 11.5-1 [1161 SS 1.25 F1613.5(1) [348] S, 0.4 F1613.5(2) [3501 D T1613.5.2 j3411 SDS 0.83 EQ 16-36138 [340-2] Sp, 0.43 EQ 16-37139 [340-21 D T1613.5.6(1) and (2) [3431 A.13. ASCE 7 T 12.2-1 [120] 1479 Ibs CS 0.13 ASCE 7 EQ 12.8-2 [129] R 6.5 ASCE 7 T 12.2-1 [120] Simplified ASCE 7 12.14 [135] 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 10 Allowable Stress Design Loads 4.0 Shear walls in -the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix 11 Version 7.0 Pg 0.1 s 41 �jWind Design (Method 1) IBC 2009 - Simplified Wind Load Method ASCE 7 6.4 (23 Basic Wind Speed : t; 85`:'- Mph Wind Exposure Category Wind Importance Factor 1 00 Height & Exposure Adjustment Topographic Factor Kzt = ` I1 00w; Wind Pressures ASCE 7 6.4.2.1 [24] Ps = X Kn I PS30 Minimum pressures shall not be less than assuming the pressures for zones A, B, C, & D all equal 10 psf, while zones E, F, G, & H all equal zero. Roof Pitch Ridge Elevation Eave Height Mean Roof Height, h 1609.3 [3191, F1609 [320] 1609.4 [3251 ASCE 7 T 1-1 [3] & T 6-1 [771 ASCE 7 F 6-2 [401 ASCE 7 6.5.7.2 [26], F 6-4 [451 8' 12 or 33:69 degrees 1 ft 8.ft 10.5. ft Zone Pressures. (A)(I,.,) DSM ASCE 7 F 6-2 [387 ASCE 7 EQ 6-1 [241 ASCE 7 6.4.2.1.1 [241 ASCE 7 6.2 [221 85 Horizontal Pressures Vertical Pressures Overhan s 0 A B C D E F G H OH OH 1 12.90 8.80 10.20 7.00 1.00 -7.80 0.30 -6.70 -4.50 -5.20 2 12.90 8;80 10.20 7.00 5.00 -3.90 4.30 -2.80 -4.50 -5.20 Horizontal Zones Areas & Forces, Fx ASCE 7 F 6-2 [371 End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (I.h.d.) or 0.4h, but not less than either 4 percent of Ihd or 3 feet. ADD F xZ - (p sx'X) x = A Diaphragm (x = 2) I.h.d. (ft) ='24 a (ft) = 3 Areas 2a (ft) = 6 Forces Diaphragm (x = 1) 1.h.d. (ft) =.24 . a (ft) = 3 Areas 2a (ft) = 6 Forces Front to Rear A B C D 36 , :.46 :. 108; ,. Fx = 1736 Fxmin = 2050 Front to Rear A B C D Fx = 0 Fxmin = 0 Side to Side A B C D 46..' 108 Fx = 1736 Fxmin = 2050 Side to Side A B C D Fx = 0 Fxmin = 0 Version 7.0 Pg 1..1 Seismic Design IBC 2009 Site Clasification, Criteria Selection, & Minimum Design Lateral Force Occupancy Category - Seismic Importance Factor I Seismic Design Category D Site Class D `' Short Period Acceleration SS 1:25 1-Second Acceleration S, 0 4; Seis. Force Resisting System Response Modification Factor R 6 5 Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa Site Coeffiecient, Fv 1.6_. Substitute equations 16-36 & 16-37 into 16-38 & 16-39 respectively, S DS= .Fa -Ss Sos= 0.83 S D1 =3—'F V'S 1 So, = 0.43 Simplified analysis Seismic base shear ASCE 7 12.14.8 [141 ] V = (F SDS/R) W Where: F=1.1 for (2)-story Vertical Distribution Forces at each level ASCE 7 12.14.8 [141) FX = (wX/W) .V FX = 0.141 x wX ASCE 7 T 1-1 [3] ASCE 7 T 11.5-1 [116] T1613.5.6(1) and (2) [343] T1613.5.2 [341] F1613.5(1) [348] F1613.5(2) [350] ASCE 7 T 12.2-1 [120] ASCE 7 T 12.2-1 [120] T1613.5.3(1) [341] T1613.5.3(2) [341] EQ 16-36138 [340-2] EQ 16-37139 [340-2] ASCE 7 EQ 12.14-11 [141] ASCE 7 EQ 12.14-12 [141] Diaphragm (x = 2) FX = 1458 roof area (ff) floor area (ft2) story height (ft) wall length (ft) w X 625 4. 48 weight (Ibs) 9375 0 960 10335 Diaphragm (x = 1) FX = 135 roof area (ft') floor area (W) story height (ft) wall length (ft) wX weight (Ibs) 0 0 0 960 Version 7.0 Pg 2.1 Al Iowable'Stress Desiqn Loads For Wood IBC 2009 e Design shall be in accordance with Sections 2304-2306. Structures using wood shear walls and diaphragms to resist wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305, 2306 and 2307. Design per Alternative Basic Load Combinations 1605.3.2 f3097 For worse case effect with wind load, L & S'shall be zero. Equations 16-17, 16-18, & 16-19 become, D +WW. Where w equals 1.3, W equals FX of the respective diaphragm, and D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. Equation 16-21 controls, 0.9 D + E/1.4 substitute ASCE 7 EQ 12.4-1 for E (pQE-0.2SDSD) 0.9 D + simplify & arrange variables 1.4 (0.9-0.14 SDS) D+ P QE 1.4 Where QE equals F,, of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Desian Loads, 1.3 Fx For Kzt = 1.00 Front to Rear Side to Side Diaphragm Force Ibs) Force Ibs) x = 2 2665 2665 x=1 0 0 Seismic Design Loads,'(p/1.4) Fx p 1 3; Diaphragm Force Ibs) . x = 2 1353 x = 1 126 2301.2.1 [4511 2305.1 [4661 1605.1 [3081 1605.3.2 [3091 -1605.1 [3081 ASCE 712.3.4.2 [1261 Version 7.0 Pg 3.1 Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, (v•w)•h-2 (; D W+P. ) w 3 2 for wind (v•w)-h - (0.9 -0.14 S IDS) D•2 + P•w for seismic Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall r, axT► Version 7.0 Pg 3.2 -r. Wind Sels . .. •. 78 40 IBC 2305 max __■■■■M___� __■■■■_____ MM■■■■MMMM� Wind Seis�■�■■■■��■■s . ...•. 676.696 . 78 40 IBC 2305 max IMMEMMEMMMM MM■■■■MMMM� MM■■■■MMMM� MM■■■■MMMM� MM■■■■MMMM� Wind , IBC 2305 max �M■■■■MMMM� Wind Seis • IBC 2305 max moo■■■■�� Version 7.0 Pg 4.1 _ . Tributary loads Wind ei •. __■■■■__M__ M_■■■■M_M__ Wind ..... ..... #DIV/01 #DIVOIMMMMMMMMMM� IBC 2305 max MM■■■■MMMM� MM■■■■MMMM� ��■■■■�■■�■■o MM■■■■MMMM� MM■■■■MMMM� M ■■■■MMMMWind Seis IBC 2305 max ��■■■■oo�� Wind Seis .��■■■■o®�� • IBC 2305 max moo■■■■��■ �o■■■■��■■ Version 7.0 Pg 4.2 mom-• -Tribular, loals• MMMMONOMOMM Wind Seis .. •. . .. •. • MMWEEEM____ __■m.m_____ =MNMMW_____ Wind Seis IBC 2305 max 338 Wind Seis •IBC 2305 max '.r`` ✓/. C{'a ,7 fill R/,-,c n' Wind Seis . % .V. IBC 2305 max ESUB Version 7.0 �� Page5.1 s C -1 2013 BUILDING DEPARTMENT nrry AC CnLAnMrQ ,< o Tributary loads d Sells . ...•. . . ..... . , . , IBC 2305 • �■■eeee�� ■■see■e�■■�� MM■■■■MMMM� ■M■■■■■■MMMM■ MM■■■■MMMM� M■■■■■■MMMM� M■■■■■■MMMM . . ..... ®��eeeeo��■■' . ..... .., IBC 2305 • MM■■■■MMMM� MM■■■■MMM MM■■■■MMMM■ MM■■■■MMMM� MM■■■■MMMM■ MM■■■■MMMM■ ��eeee�■��■■ Wind Sels • . • IBC 2305 • e■�eeee■■�■ ■e�eeee�■■��■� ��e■ee�■■��■■ �■�ee■e��■� �■■■eee�ee�� eeee��■■ ■■�■e■■��■■ d Seis . . • IBC 2305 max ■■�■eee��e■ ■■�eeee■■�■■� �■�eeee®��■■ ��eeee�e■�� eee■�as�■■ ■■�■eee��■■�■� Version 7.0 Page5.2 Shear wall Summary Sheetinp Re m'ts Wind ISeis Max 1 - 2nd 2 - 2nd 3 - 2nd 4-2nd A - 2nd B - 2nd C - 2nd D - 2nd 1 - 1st 2-1st 3-1st 4-1st A - 1 st B - 1st C-1st D-1st Sheathing Shear Flow s� #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! SWA SW-2 SW-3 Shear Transfer Wind I Seismic #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/0! #DIV/0! SW-4 SW-6 SW-6 Shear Transfer Connectors - CD = 1.6, Hem -Fir Overturning Values Wind Seismic 1278 (A (A Connector Z (Ibs) 16d Nails 195.2 Ibs 2001NDST1IN[97] 0.0 0.0 0.0 0.0 0.0 0.0 16d Slant Nails (v<150plf) 162 Ibs 2001NDS T11N[97] 0:0 0.0 0.0 0.0 0.0 0.0 Simpson A35 Clip 450 Ibs Simpson C-2004 [140] 0:0 0.0 0.0 0.0 0.0 0.0 Simpson H1 Truss Connector 430 Ibs Simpson C-2004 [136] 0.0 0..0 0.0 0.0 0.0 0.0 Simpson DTC Clip 111 Ibs Simpson C-2004 [107] 0.0 0.0 0.0 0.0 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 912 Ibs 2001NDS T11E [85] 5/8" Diameter Anchor Bolts (2x) 1328 Ibs 2001NDS T11E[851 0.0 1 0.0 0.0 0.0 0.0 1 0.0 5/8" Diameter Anchor Bolts (3x) 1664 Ibs 2001NDS T11E[85] Page6.1 Title : Job # v Dsgnr: Date: 7:37PM, 21 MAR 13 Description Scope: Iiev: bb0000 User. KW-0603603, Ver 5.6.0, 2-Sep-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software Description Lambrecht/Goertz "SFR" Wind col. @ Great room R & A # 13-127 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x6 Center Span 17.00 ft .....Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.330 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL #/ft LL 75.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 17.00ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.653 ; 1 Maximum Moment 2.7 k-ft Maximum Shear* 1.5 0.9 k Allowable 4.1 k-ft Allowable 3.4 k Max. Positive Moment 2.71 k-ft at 8.500 ft Shear: @ Left 0.64 k Max. Negative Moment 0.00 k-ft, at 0.000 ft @ Right 0.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.000 in Max. M allow 4.15 Reactions... @ Right 0.000 in fb 1,172.50 psi fV 30.09 psi Left DL 0.00 k Max 0.64k Fb 1,795.50 psi Fv 113.05 psi Right DL 0.00 k Max 0.64 k Deflections Center Span... Dead Load Total Load Left Cantilever... ueaa Loaa i otai Loaa Deflection 0.000 in -1.155 in Deflection 0.000 in 0.000 in ...Location 17.000 ft 8.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 0.0 176.60 Right Cantilever... Camber ( using 1.5 " D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.000 in ...Length/Deft 0.0 0.0 @ Left 0.000 in . @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.210 Le 4.118 ft Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 2.998 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 2.71 k-ft 18.11 in3 1,795.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,795.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,795.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.91 k 0.91 k Area Required 8.053 in2 8.053 in2 Fv: Allowable 113.05 psi 113.05 psi Bearing @ Supports Max. Left Reaction 0.64 k Bearing Length Req'd 0.185 in Max. Right Reaction 0.64 k Bearing Length Req'd 0.185 in ' Title : Job # a Dsgnr: Date: 737PM, 21 MAR 13 Description Scope : Rev: 560000 Page 2 User. KW-0603603, Ver5.6.0, 2-Sep-2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software Description Lambrecht/Goertz "SFR" Wind col. @ Great room R & A # 13-127 Query Values M, V, & D @ Specified Locations. Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 0.64 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in REED & ASSOCIATES, PS Civil & Structural Engineering 19626 76th Ave. W Ste. A, WA 98036 Office (425)778-2793 wer@reed-assoc.com STRUCTURAL CALCULATIONS FOR: Lambrecht/Goertz Res. (2) story "SFR" Lateral 2009 IBC JOB # 12-127 Date Eng # I Desc. 3/21/2013 wer 2 1 Original Calculation WENDELL E. REED, PE, CBO Lateral Analysis IBC 2009 Job #: 0 Description: 0 Governing Code: 2009 International Building Code all references in right margin are 2009 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria [3041. Roof Walls Floors Snow Partitions Live Load (ps0 25 40 25 Dead Load (pso 15 10 10 0 10 1603.1.4 Wind Design Criteria [3041 1. Basic Wind Speed 85 mph F 1609 [3201 2. Wind Importance Factor Iw 1.00 ASCE 7 T 6-1 (77] 3. Wind Exposure Category "B" 1609.4 [3251 4. Internal Pressure Coefficient +/- 55 ASCE 7 F 6-5 [471 5. Components and Cladding design pressure +/- 10 psf ASCE 7 6.4.2.1.1 [241 1603.1.5 Earthquake Design Data [305] 1. Seismic Importance Factor IE 1.00 ASCE 7 T 11.5-1 [1161 2. Short Period Acceleration SS 1.25 F1613.5(1) [348] 2. 1-Second Accelleration S, 0.4 F1613.5(2) [3501 3. Site Class D T1613.5.2 [3411 4. Spectral response coefficient SDS 0.83 EQ 16-36138 [340-21 4. Spectral response coefficient Sp1 0.43 EQ 16-37139 [340-21 5. Seismic Design Category D T1613.5.6(1) and (2) [343] 6. Seis. Force Resisting System A.13. ASCE 7 T 12.2-1 [120] 7. Design Base Shear 9197 Ibs 8. Seismic Response Coefficient CS 0.13 ASCE 7 EQ 12.8-2 [129] 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-1 [120] 10. Analysis Procedure used Simplified ASCE,? 12.14 [135] Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix ! Version 7.0 Pg 0.1 i ` Wind Design (Method 1) IBC 2009 Simplified Wind Load Method ASCE 7 6.4 [23 Basic Wind Speed. >85: mph Wind Exposure Category B Wind Importance Factor 1 00 Height & Exposure Adjustment X = 1.00 Topographic Factor Kzt1 00 Wind Pressures ASCE 7 6.4.2.1 [24j P5 = ), KZt I PS30 1609.3 [3191, F1609 [3201 1609.4 (325). ASCE 7 T 1-1 [31 & T 6-1 7771 ASCE 7 F 6-2 [401 ASCE 7 6.5.7.2 [26], F 6-4 [45] Minimum pressures shall not be less than assuming the pressures for zones A, B, C, & D all equal 10 psf, while zones E, F, G, & H all equal zero. Roof Pitch 4 5.:12 or 20.556 degrees Ridge Elevation 2&'ft Eave Height 19 ft Mean Roof Height, h 22 ft Zone Pressures. (A)(1... )(DSM ASCE 7 F 6-2 f387 ASCE 7 EQ 6-1 [241 ASCE 7 6.4.2.1.1.[241 ASCE 76.2[221 85 . Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H EOH GOH 1 14.40 2.30 10.40 2.40 -6.40 . -8.70 -4.60 -7.00 -11.90 -10.10 2 0.00 0.00 0.00 0.00 -2.40 -4.70. -0.70 -3.00 0.00 0.00 Horizontal Zones Areas & Forces, Fx ASCE 7 F 6-2 [377 End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (I.h.d.) or 0.4h, but not less than either 4 percent of Ihd or 3 feet. D Fx Y, (psxX) x = A Diaphragm (x = 2) a (ft) = 6 Areas 2a (ft) = 12 Forces Diaphragm (x = 1) I.h.d. (ft) = 60, a (ft) = 6 Areas 2a (ft) = 12 Forces Front to Rear A B C I D 48 .: - 40 . 300 " 300 . Fx = 4623 Fxmin = 6880 Front to Rear A I B C I D 112' 680 Fx = 8685 Fxmin = 7920 Side to Side A B C D 48 40 ,> 192 : 192 Fx = 3241 Fxmin = 4720 Side to Side A B C D 112 . 429 Fx = 6074 Fxmin = 5410 Version 7.0 Pg 1.1 Seismic Design IBC 2009 Occupancy Category II' ASCE 7 T 1-1 (31 Seismic Importance Factor I 1 00 ASCE 7 T 11.5-1 [116] Seismic Design Category D >. T1613.5.6(1) and (2) [343] Site Class D - T1613.5.2 [341] Short Period Acceleration SS 1 25 F1613.5(1) [348] 1-Second Acceleration S, 0:4 F1613.5(2) [350] Seis. Force Resisting System ;: A.1,3 ASCE 7 T 12.2-1 [120] Response Modification Factor R 6.5; ASCE 7 T 12.2-1 (1201 Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 Site Coeffiecient, Fv 1.6 Substitute equations 16-36 & 16-37 into 16-38 & 16-39 respectively, SDS=3 Fa•Ss Sps=0.83 SD1=�•Fv•S1 So1=0.43 3 Simplified analvsis, Seismic base shear ASCE 7 12.14.811417 V = (F SpS/R) W Where: F=1.1 for (2)-story Vertical Distribution Forces at each level ASCE 7 12.14.8 (1411 Fx = (wX/W) V Fx = 0.141 x wX Cffe fi-i cnicmir %A/9hInh4 R Fnrruc /Ihc1 of I oval v T1613.5.3(1) (3411 T1613.5.3(2) (3411 EQ 16-36138 (340-21 EQ 16-37139 [340-2] ASCE 7 EQ 12.14-11 (141J. ASCE 7 EQ 12.14-12 (1411 Diaphragm (x = 2) Fx = 5105 roof area (ft2) floor area (ft2) story height (ft) wall length (ft) wx 1848 8 212 � weight (Ibs) 27720 0 8480 36200 Diaphragm (x = 1) Fx = 4799 roof area (ft) floor area (ft2) story height (ft) wall length (ft) wx 1. 1754 9 178.. ;-. weight (Ibs) 0 17540 8010 34030 Version 7.0 Pg 2.1 ' Allowable Stress Design Loads For Wood IBC 2009 Design shall be in accordance with Sections 2304-2306. Structures using wood shear walls and diaphragms to resist wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305, 2306 and 2307. Design per Alternative Basic Load Combinations 1605.3.2 [3097 For worse case effect with wind load, L & S shall be zero. Equations 16-17, 16-18, & 16-19 become, D+COW Where w equals 1.3, W equals Fx of the respective diaphragm, and D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. Equation 16-21 controls, 0.9 D + E/1.4 substitute ASCE 7 EO'12.4-1 for E (pQE-0.2SDSD) 0.9 D + simplify & arrange variables 1.4 (0.9-0.14 SIDS) D+ P QE 1.4 Where QE equals Fx of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads, 1.3 Fx For Kzt = 1.00 Front to Rear Side to Side Diaphragm Force Ibs) Force Ibs) x = 2 . 8944 6136. x = 1 10296 7033 Seismic Design Loads, (p/1.4) Fx P = 1.3. Diaphragm Force (Ibs) x = 2 4740 is = 1 4456 2301.2.1 [451 j 2305.1 [4661 1605.1 [308] 1605.3.2 [309] 1605.1 [3081 ASCE 7 12.3.4.2 [1261 Version 7.0 Pg 3.1 Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, (v•w)•h - 2 D-W + P•w for wind 3 2 (v •w) - h - (0.9 - 0.14 S IDS)D : 2 + P •w for seismic Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall 1P n li (Yx10) Version 7.0 Pg 12 i P� MINESIMINMENOM -.Tributary loafds- -' Wind Seis; 6/0 MM■■■■MMMEM_ Mwe „ =©©■■�- mm�_Wind Sels ' 4472 ' ' IBC 2305 max 10MINE■■■■INEMNINMENIME ®©� Boa■■==VD(x ' . IBC 2305 max 40 �000■■ :• o�� „ moo■■ ®�� „ moo■■®o�� ®MO■■■■INEMOMO0_ Wind Seis��■■■■�s��s IBC 2305 max Version 7.0 Pg 4.1 .. * 4 ;4 Wall Line Level I � oG�o p`� Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max 1 1 F-R 3.00 -- 9 2 5 2 5 1 2159 516 1 244 194 Wind Seis VD(x+t) [Ibs] 2236 1185.12 % 25% ' is" 25% VD(x) [Ibs] 2574 1114.08 VT(x) [Ibs] 4810 2299.2 L 17.80 17.80 V 270 129 IBC 2305 max 194 TMAx(x) [Ibs] 2465 601 3.00 9 2 5 2 5 2159 516 244 194 4.80 9 2 5 2 5 2074 516 146 7.00 9 2465 516 601 2 1 F-R 6.00 -- 9 2 5 3045 358 843 Wind Seis VD(x+l) [Ibs] 4472 2370.24 % 50% 50% VQ(x) [Ibs] 5148 2228.15 VT(x) [Ibs] 9620 4598.39 L 26.00 26.00 V 370 177 IBC 2305 max 199 TMAX(x) [Ibs] 3119 929 6.00 9 2 5 3045 358 843 10.00 � 9 2 5 2898 358 671 4.00 9 2 5 3119 358 929 199 3 1 F-R 17.25- 9 6 5 128 -866 Wind Seis VD(x+l) [Ibs] 2236 1185.12 25% :: : ` 25% VD(x) [Ibs] 2574 1114.08 VT(x) [Ibs] 4810 2299.2 L 29.25 29.25 V 164 79 IBC 2305 max TMAX(X) [Ibs) 703 7.00 9 6 5 609 -307 5.00 9 6 5 703 -197 4 1 F-R Wind Seis VD(x+1) [Ibs] VD(x) [Ibs] VT(x) [Ibs] L w IBC 2305 max TMAX(x) [Ibs] Version 7.0 Pg 4.2 Wind Seism�MnMMMMMM� . ,.: , . ,.: . , „ • IBC 2305 • • MM■■■■MMMMa ©M■■■■MMMM� ©M■■■■■■MMM� MM■■■■MMMM■ M_■■■■MMMM� �o■■■■��o . . „ omo■■o��s �om0■■ • • �� amo■■�� • �= . ,.: , .. ,.: , . .. „ IBC 2305 102 • , omo■■mMMM „ Mmo■■MMMM� MM■■■■MMMM� MM■■■■MMMM■ MM■■■■MMMMM MM■■■■MMMM Wind Seis MM■■■■MMMMM IBC 2305 max ��■■■■�� Wind Seis . % .��■■■■��s■■■� IBC 2305 max Version 7.0 Page5.1 _ - - • Tributary loads ,.: 2370.24 % ,' . ,' . 6584.5 • 198 2396 MM■■B© •• �, ®m� __■■■■_M___ M■■■■_____ __■■■■___M_ sM■■■■oMMM� MM■■■■MMMM� MM■■■■MMMM� Me■■■■M_MMWind� ■a o ®moo■■o®��®moo ,.: , . . .:. 4598.39 75 • 2305 max 119 „ o■■o© •� MMM� „ o■■©©MM�$ M� o■■o© • - • MMM� sM■■■■MMMM� moo■■■■��IBC Version 7.0 Page5.2 Shear wall Summary Sheetin Re m'ts Wind I Seis Max 1 - 2nd 2 - 2nd 3 - 2nd 4 - 2nd A-2nd B - 2nd C-2nd D - 2nd 1-1st 2-1st 3-1st 4-1st A - 1 st B-1st C-1st D-1st Sheathing Shear Flow III '• 193 194 264 199 117 .79 202 198 115 119 1 � 1 1 � 1 1 1 1 i 2 1 � 1 1 4 2 6 1 2 I 1 4 1 2 Shear Transfer Wind I Seismic 135 71 149. 79 66 35 153 119 99 76 270 129 370 177 164 79 283 198 162 113 SW-1 SW-2 SW-3 SW-4 SW-5 SW-6 Overturning Values Wind Seismic Shear Transfer Connectors - CD = 1.6, Hem -Fir Connector Z (Ibs) 16d Nails 195.2 Ibs 2001NDST11N[97] 6.3 0.0 0.0 0.0 0.0 0.0 16d Slant Nails (v<150plf 162 Ibs 2001NDS T11N[97] 5.3 0.0 0.0 0.0 0.0 0.0 Simpson A35 Clip 450 Ibs Simpson C-2004 [140] 14.6 0.0 0.0 0.0 . 0.0 0.0 Simpson H1 Truss Connector 430 lbs. Simpson C-2004 [136] 13.9 0.0 0.0 0.0 0.0 0.0 Simpson DTC Clip 111 Ibs Simpson C-2004 [107] 3.6 0.0 0.0 0.0 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 9.12 Ibs 2001NDS T11E[85] 5/8" Diameter Anchor Bolts 5/8" Diameter Anchor Bolts 1328 Ibs 2001 NDS T11 E [85] 1664 Ibs 2001 NDS T11 E [851 Page6.1 0 4 � c O CD U o o W O c 8 cn O U m o a �o U) mm 0 v p�'LL ch @ G cl) -N Z <1Wb OT LU w3�� 060 Z O Z Z ::) U z Li O L m ,r O Z CCD a) c m E t4'Z T a� WY .a Z U) 0 M O N 5 Q� v a C ' LL U — O ® N U 00 w 3 COZ T * Nr T 0 q. oCL Q T '^ O U) ® U) ® ® Q T N Z a Ca a)a C c LO t a Cl)N E O .�4h. c E c0 - .0O 0 0 cn o a)C;E o ro o o m ry c mEC .0 p X'o -0 OC U p O O E Q M 'tt w p f6 —_ (O p L c0 Z t`n oo �� to c� :� 3� 0 ^m•o tp N C CO a 1 — O Y N„ Cl) O:3 f6 Q a CD U L N C -C Z o m 15 3 a-- 'U) O _ q m cn a ai O` m O_ \ a in° M Q c p M aoi a rn O y N_> N = a• a Cl) C to ~ O C f0 > O _U 0 J - 7 a -a N H 7 tll O ❑. N tD � (0 f6 M (6 N f6 ;t O fE0 a p U W z tv -0 tv N E— ` o x tll a C c o a) y i- a 7 W Z C f0 f6 a (V to o a cp t(,In) O_ tp n pL a d is n E' o 0 o E In p J x o N U m ,J p N a) _� x L N L O d E (n'mu� i C O J m U � 3 r Z N to � C � .O O O Y � f0 � � a N � � f0 U O N N.= Q Q m o L Ca0 a to m N T Q M O co .N d c C L p � a� N .S .,L...a) E E oiS Ern " a) 06-- E a _- V' N X O m tT a J N N a _C p p_ X a t1 N ) N a) tll C W �, N p O N J c U a. E `' C M t, M to a c X _ a V L E to m M N O tll O L E W .S Pi �610 Q 0 p C 7 to .� p a m E 2 O Q. (n O (l7 p p p a CL c E L) (nn (v _ cD @ `� `n E c L m c a �, to N ®� .® Q cn E m o a) O o U tv F U a p� a`�i 'U c to c c a) a) Q a) L Q ® _ T O f0 �.y V v N .o _ tll Y . to CO tv E O_ 'C _ ti 7 U U L Op p m tT in Q a N m— T to L U ..� f0 N O' T (n U) O 2 Ucn ` O Z Q ci# Qco 0 p ~ @� 0- x m J M J Q x (n = O X tb LO W 0 IL LLj CL co o 0 T. O C LO 0 O U) Q 0 Od Of LL W p gv W J_ N f0 Q < z pbp N qN ,IJ'■ � 5Q� m CD T og Q On 0 ln'�u9m NW3N (� O Y tD U D AY L U M 0 W aN W 0 _ LLJ Q In 2 N W M W N ` ® v '0 a) Z a O ifl J C Q~ w Q O 2 a a 00 w W 0O J T * ¢ m V/ 0 W J z n m 2 cn O i L Z W 0 X 2 N Y T UJ COMPACTED FRONT FILL @ 1:2 (V:H) MAX SLOPE EXTEND 6'-0' MIN 4' SLAB W/ 6X6 W1.4 X W1.4 WWF r FRON TALL OR #3 @ 12'o/c E.W. CONCRETE FOOTING w/ #5 CONT @ 10'o/c GENERAL NOTES: IBC 2006 EDITION 35 PCF EQUIVILENT FLUID PRESSURE 2000 PSF SOIL BEARING. PRESSURE 0 PSF SURCHARGE 5 SACK CEMENT PER CUBIC 'YARD, 2500 PSI MINIMUM COMPRESSIVE STRENGTH, MAXIMUM 6 GALLONS VATER PER SACK GRADE 60 STEEL FOR N5 6 LARGER GRADE 40 STEEL FOR #4 6 SMALLER BACKFILL VITH POUROUS MATERIAL; PROVIDE TEMPORARY BRACINGS AS REQ'D UNTIL SLAB IS CONSTRUCTED AND CURED. iT (2)— #4 C❑NT @ TOP I 0 0 3'CU? TOE WALL HEEL 6"MIN H❑RIZ❑NTAL BARS: PER SCHEDULE VERTICAL BARS: PER SCHEDULE FTG DOWELS W/ STD HOOK INTO FTG: MAX HEIGHT SAME AS VERT BAR OF BACKFILL: SPACING PER SCHEDULE LAP: PER SCHEDULE HEEL BARS: PER SCHEDULE FTG THCK 4.0 FTG DRAIN IN GRAVEL POCKET BEARING SOIL REINFORCEMENT 6 FOOTING SCHEDULE MAX HEIGHT OF BACKFILL VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT TOE WIDTH WALL VIDT HEEL WIDTH FTG THCK TOE BARS HEEL BARS FRONT FILL FOOTING LAP 4-0' #4 @ 16'o/c #4 @ 10'o/c 9' 8' 0' 9' Not Req'd Not Req'd 61 21' 5-0' #4 @ 16'o/c #4 @ 10'o/c 1'-0' B. 4" 9' Not Req'd Not Req'd 1'-0• 21' 61-0' #4 @ 14"o/c #4 @ 10'o/c 1'-3" e' 4" 9• Not Req'd Not Req'd 1'-6' 21' 7'-0' #5 @ 14'o/c 05 @ 24'o/c 1-6" e' 7' 10" Not Req'd Not Req'd 1'-6" 39" #5 @ 10"o/c #5 @ 18'o/r 2'-0" 8' 10' 1'-0' Not Req'd Not Req'd 1-6' 39' 9'-0' H5 @ 9"o/c #5 @ 16'o/c 2'-0' 8' 1-4' 1'-0' #4 @ 16' o.c: N4 @ 12' o.c. 1'-6' 39' 10-0' #5 @ 6'6/c #5 @ 10'o/c 2'-0' B' 2'-1' 1'-0' #4 @ 16" D.C. 04 @ 5' o.c. 1'-6' 39" TYPICAL CANTED .END WALL Scale: NTS = 1`0' Section View �F_ I-1N'1+L4�10-6 PLYWD PER PLAN ORv#3 @ 12"o/c E.W. MAkAING LAN )N A35 @ 16" o/c 2x BLK'G @ 16" o/c • T. PLATE w/ FOR (3) JST SPA 0" A.B. w/ 10d @ 4 TO SEE DETAIL 1 FOR O.C. PLYWOOD ALL OTHER INFO 5 E.S. @ 24" o/c • A TOP CONNECTION AT PARALLEL JST Scale: NTS= V-0" Section View 004 @ 16" o/c 24 )NC WALL 2)—#4 TOP 9 11" o/c 9D 10" o/c B TOP CONNECTION BY SLAB @ 11" O/C Scale: NTS= V-0" Section View 004 C FTG ,3) — #4 CONT GENERAL NOTES: IBC 2003 EDITION 50 PCF EQUIVILENT FLUID PRESSURE 2000 PSF SOIL BEARING PRESSURE 4" 0 FTG 0 PSF SURCHARGE DRAIN IN 5 SACK CEMENT PER CUBIC YARD, GRAVEL POCKET 2500 PSI MINIMUM COMPRESSIVE STRENGTH, MAXIMUM 6 GALLONS WATER PER SACK EARING OIL GRADE 60 STEEL FOR #5 & LARGER GRADE 40 STEEL FOR #4 & SMALLER ( 3 1 TYPICAL RESTRAINED FND _WALL Scale: NTS= V-0" Section View PANEL ED NAILI FULL HEIG SHEARWA PER Pb KING STUD CONTINUOUS FROM < LSTA30 W/ 22—lod nr�i�-rn � rrrr iirwTirn nrn n� w�� SHEARWALL AR❑UND ❑PENING. C❑NSTRUCTI❑N Scales NTS = Y-0' . Elevatlon Vlew 002 XFLAT BLOCKING ETWEEN STUDS S REQUIRED, YPICAL , I 4 i, ' a Q U J p a d- �,D x z N W Q Z LJ Q = J N n J LJ L� a_ h @I J IL _j X J (U LO m Q W H Q J L, LD z ,q- J x (U Q z Li L,J LJ 2 H U @J Q J �,D w LJ D- v< 3 3LD C/)z J ry Q L'i a-z -0 LJ a) L7 Q Li L7 z 2 QZ W Q 2 J N a- C� 0� J LJ Li (L r �Z 3Z J W Q a Z -0 LJ OC) 0 m LJ , 2x TOP PLATE WIDTH NAIL SHTG TO i HEADER @ 3"OC EW H i i i (3) 2x STUDS UNO = HEADER PER PLAN i i i i i NAIL SHTG TO EXTEND OVER i i i EACH STUD _ 2i SHEARWALL 0 itv 8d NAILS @ 3"OC = M APA RATED SHTG ALL PLATES X HOLDOWN HEADERS & STUDS = PER PLAN (3) 2x PLATES ~ 0 NAIL SHTG TO EACH PLATE (1) 5/8" O A.B. 8" CONC STEM WALL EMBED 7" MIN (2) #4 VERT @ CTR CONC SLAB —�_ W/ 8" FTG HOOK #4 H O RIZ @ 10"OC CONT FTG W/ al-1--Ill' J ffc (2) #4 TOP . �� - ��lll,—,1L� �. z & BOT 2 zo RAISED SHEAR WALL (RSW) SCALE: NTS 0 n m SHEARWALL PER PLAN TIGHT FIT SOLID BLK'G BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF FRAMING PER PLAN 2X LEDGER (OR ROOF TRUSS) W/ '2)— 16d EA STUD TRUSSES OR RAFTERS PARALLEL TO WALL SHEARWALL PER PLAN TIGHT FIT SOLID BLK'G BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF FRAMING PER PLAN 2X LEDGER W/ (2)— 16d EA STUD RAFTERS PERPENDICULAR TO WALL SHEARWALL PER PLAN /TIGHT FIT.SOLID BLK'G /BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN �TR.USS,(MONO) PER PLAN 2X CONTINUOUS SOLID BLK'G W/ (2)— 16d EA. STUD TRUSSES PERPENDICULAR TO.WALL . � LOW ROOF SHEAR TRANSFER, TYPICAL Scale: 3/4" = l'—O" MED A QaoCgkTE8D pS C31A&121hSrslE,d..Kx 8311212@� St 6W, Edmoatda. WA 98028 memo,Oft* (4?,0� Fmc (425)IZ5 D73 R&A JOB # SUBJECT: . BY: .SCALE: _DATE: i_ — . CHK'D: _SHEET: CONTINUOUS SHEATHING REQUIREMENTS THESE DETAILS MAY BE USED TO CREATE A CONTINUOUS SHEATHING CONDITION THAT WILL ALLOW FOR THE OPTIONAL REMOVAL OF A35 ANGLE CLIPS SPECIFIED IN THE SHEARWALL SCHEDULE BREAK OPTIONS BLK'G REQ'D 16d PER SW BASE PLATE NAILING SW ABOVE SW UPPER BELOW FLOORS DO NOT! ! REED & ASSOCIATES, PS SUBJECT: SHEET: Civil & Structural En ineering '® PH: 425)778 t27 3 E�FX��42�)7'7592073 R&A JOB # SCALE: N TS DATE BY: Title : Job # Dsgnr: Date: 6:51 PM, 21 MAR 13 Description Scope : Rev: 560000 Page 1 I User: KW-0603603, Ver5.6.0, 2-Sep-2002 Restrained Retaining Wall Design (c)1983-2002 ENERCALC Engineering Software Description Lambrecht/Goertz 9' Fdd wall (Garage) R&A# 13-127 Criteria Soil Data Footing Strengths & Dimensions Retained Height = 8.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Total Wall Height = 9.00 ft Heel Active Pressure. = 35.0 Toe Width = 0.50 ft Toe Active Pressure = 0.0 Heel Width = 1.16 Top Support Height = 9.00 ft Passive Pressure = 250.0 = Water height over heel 0.0 ft Total Footing Width = 1.66 Footing Thickness = 12.00 in Slope Behind Wall = 0.00: 1 FootingllSoil Friction = 0.300 Height of Soil over Toe = 0.00 in Soil height to ignore Key Width Key Depth = 0.00 in = 0.00 in Soil Density = 110.00 pcf for passive pressure = 0.00 in Key Distance from Toe _ - 0.00 ft Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel. = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs -NOT Used To Resist Sliding & Overturn ..,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0:0 psf = Height to Bottom 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dist g -0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 300.0 Ibs at Back of Wall Axial Live Load = 500.0 Ibs Axial Load Eccentricity = 1.0 in Design Summa Concrete Stem Construction Total Bearing Load = 2,372 lbs. Thickness = 8.00 in Fy = 40,000 psi ...resultant ecc. = 1.05 in Wall Weight = 96.7 pcf fc = 2,500 psi 976 sf OK Stem is FREE to rotate at top of footing of ressure @ oe - Soil Pressure @ Heel = p 1,882 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,428 psf ACI Factored @ Heel = 2,753 psf Footing Shear @ Toe = 6.9 psi OK Footing Shear @ Heel = 7.3 psi OK Allowable = 93.1 psi Reaction at Top = 405.5 Ibs Reaction at Bottom = 1,173.9 Ibs Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 1,173.9lbs Footin Desi n Results Toe eel Factored Pressure = 1,428 2,753 psf Mu': Upward = 195 0 ft_# Mu': Downward = 26 185 ft-# Mu: Design. = 169 185 ft-# Actual 1-Way Shear = 6.95 7.35 psi Allow 1-Way Shear = 93.11. 93.11 psi Design height Rebar Size . Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu .... Actual Mn ' Phi..... Allowable Shear Force @ this height Shear..... Actual Shear..... Allowable @ Top Support Stem OK 9.00 ft # 4 = 16.00 in = Edge = 4.50 in Mmax Between Top & Base Stem OK 3.69 ft # 4 16.00 in Edge 7.50 in @ Base of Wall Stem OK 0.00 ft # 4 16.00 in Edge 4.50 in = 0.054 0.736 0.000 = 105.8 ft-# 2,446.2 ft-# 0.0 ft-# = 1,971.9 ft-# 3,321.9 ft-# .1,971.9ft-# = 0.0 Ibs 1,461.0 Ibs = 0.00 psi 27.06 psi = 85.00 psi 85.00 psi Rebar Lap Required = 12.48 in 12.48 in Rebar embedment into footing = 6.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Not req'd, Mu < S ' Fr Heel: None Spec'd -or- Not req'd, Mu < S " Fr Key: No key defined -or- No key defined Title : Job # t Dsgnr: Date: 6:51 PM, 21 MAR 13 Description Scope: Rev: 560000 Restrained Retaining Wall Design Page 2 User: KW-0603603, Ver 5.6.0, 2-Sep-2002 W-06 (c)1983-2002 ENERCALC Engineering Software Description Lambrecht/Goertz 9' Fdd wall (Garage) R&A# 13-127 Summary. of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 800.0lbs 0.75 ft 600.Oft-# Soil Over Toe — Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 870.Olbs 0.83 ft 725.Oft-# Soil Over Heel = r, 461.3lbs 1.41 ft 651.9ft-# Footing Weight = 240.7lbs 0.83 ft 199.8ft-# Total Vertical Force = 2,372.Olbs Moment = 2,176.7ft-# Net Moment Used For Soil Pressure Calculations -208.0 ft-# Pp= 125.# 1579.4# 976.06ps 1881.7psf @Toe #0@0.in 6 V-2" @ Heel V-8" Title : Dsgnr: Description Scope : Job # Date: 7:13PM, 21 MAR 13 Rev: 560000 Page 1 User: KW-0603603 Ver5.6.0,2-Sep-2002 Cantilevered Retaining Wall Design L.N- 1- C"Cor Air Cnninunrinn Cn/A.m . Description Lambrecht/Goertz Ret-wall, R & A#13-127 Criteria Retained Height = 9.00 ft Wall height above soil = . 1.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Axial Load Applied to Stem Design Summary Total Bearing Load - 4,224 Ibs ...resultant ecc. = 7.08 in Soil Pressure @ Toe = 1,991 psf OK Soil Pressure @ Heel = 121 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,543 psf ACI Factored @ Heel = 155 psf Footing Shear @ Toe = 24.7 psi OK Footing Shear @ Heel = 29.0 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1.80 OK Sliding = 0.70 UNSTA Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1,750.0 Ibs Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 2.00 ft Heel Width = 2.00 Total Footing Width = Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth. = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Dead Load = 300.0 Ibs Axial Load. Eccentricity = 0.0 in Axial Live Load = 550.0 Ibs Stem Construction Top Stem Stem OK Design height ft = 0.00 Wall Material Above "Ht" = Concrete Thickness = 8.00 Reber Size = # 5 Rebar Spacing = 9.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.994 Total Force @ Section Ibs = 2,409.8 Moment.... Actual ft-#= 7,229.3 Moment..... Allowable = 7,269.3 Shear..... Actual psi = 32.5 Shear..... Allowable psi = 85.0 BLE! Footing Design Results Toe Heel Factored Pressure = 2,543 155 psf Mu': Upward = 4,290 0 ft-# Mu': Downward = 420 2,524 ft-# Mu: Design = 3,870 2,524 ft-# Actual 1-Way Shear = 24.66 28.99 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing. = None Spec'd Bar Develop ABOVE Ht. in = 15.60 Bar Lap/Hook BELOW Ht. in = 6.35 Wall Weight = 96.7 Rebar Depth 'd' in = 6.19 Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = ModularRatio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc psi = 2,500.0 Fy psi = 40,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in; #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Key: No key defined f Title : Job # Dsgnr: Date: 7:13PM, 21 MAR 13 Description - Scope : Rev: 560000 Page 2 I User: KW-0603603,Ver5.6.0,2-Sep-2002. Cantilevered Retaining Wall Design (c)1983-2002 ENERCALC Engineering Software Description Lambrecht/Goertz Ret-wall R & A#13-127 Summa of Overturning & Resisting Forces & Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active'Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 1,320.0 3.33 4,400.0 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 1,750.0 O.T.M. _ , 5,833.3 Resisting/Overturning Ratio = 1.80 Vertical Loads used for Soil Pressure = 4,224.4 Ibs Vertical component of active pressure used for soil pressure t7 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 300.0 2.33 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 966.7 2.33 Earth @ Stem Transitions= Footing Weight = 600.0 2.00 Key Weight = Vert. Component = 487.7 4.00 Total = 3,674.4 Ibs R.M.= 700.0 2,255.6 1,200.0 1,950.9 10,506.5 Title : Dsgnr: Description Scope : Job # Date: 7:16PM, 21 MAR 13 Rev: 560000 I User: KW-0603603,Ver5.6.0,2-Sep-2002. Page 1 (c)1983-2002 ENERCALC Engineering Software Cantilevered Retaining Wall Design Description Lambrecht/Goertz Ret-wall R & A#13-127 Criteria Retained Height = 8.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Axial Load Applied to Stem Design Summary Total Bearing Load = 3,544 Ibs ...resultant ecc. = 5.06 in Soil Pressure @ Toe = 1,634 psf OK Soil Pressure @ Heel = 299 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,109.psf ACI Factored @ Heel = 386 psf Footing Shear @ Toe = 20.2 psi OK Footing Shear @ Heel = 20.7 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1.87 OK Sliding = 0.72 UNSTABLEI Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force 1,417.5 Ibs Footing Design Results Toe Heel Factored Pressure = 2,109 386 ps Mu': Upward = 3,592 0 ft Mu': Downward = 420 1,391 ft Mu: Design =. 3,172 1,391 ft Actual 1-Way Shear = 20.21 . 20.71 ps Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Soil Data Soil Data Allow Soil Bearing = 2,000.0 psf. Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive. pressure = 0.00 in Axial Dead Load = 300.0 Ibs Axial Live Load = 550.0 Ibs Stem Construction I Test Ste Design In ft = Wall Material Above "Ht" = Conc Thickness _ Rebar Size = # Rebar Spacing = 1 Rebar Placed at = E Design Data fb/FB + fa/Fa = U Total Force @ Section Ibs'= 1,9 Moment.... Actual ft-#= 5,0 Moment..... Allowable = 6,5 Shear..... Actual psi = Shear..... Allowable psi = Bar Develop ABOVE Ht. in = . 1 Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = f Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc psi= 2,5 i Fy psi = 40,0 em 0 m OK 0.00 rete 8.00 5 .00 dge Footing Strengths & Dimensions fc = 3,000 psi ' Fy = 60,000 psi Min. As % = 0.00.14 Toe Width = 2.00 ft Heel Width = 1.67 Total Footing Width Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity . = 0.0 in 5 .772 04.0 77.3 78.7. 25.6 85.0 .60 6.00 96.7 6.19 00.0 00.0 Other Acceptable Sizes & Spacings Toe: #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S' Fr Key: No key defined 5 .772 04.0 77.3 78.7. 25.6 85.0 .60 6.00 96.7 6.19 00.0 00.0 Other Acceptable Sizes & Spacings Toe: #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S' Fr Key: No key defined Title : Job # ., Dsgnr: Date: 7:16PM, 21 MAR 13 Description Scope: Rev: ss0000 . - Page 2 User: KW-0603603, Ver5.6.0, 2-Sep-2002 Cantilevered Retaining Wall Design (c)1983-2002 ENERCALC Engineering Software Description Lambrecht/Goertz Ret-wall R & A#13-127 Summa of Overturnioments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 879.4 3.17 2,784.5 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = . Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 1,417.5 O.T.M. = 4,252.5 Resisting/Overturning Ratio = 1.87 Vertical Loads used for Soil Pressure = 3,544.4 Ibs Vertical component of active pressure used for soil pressure Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = Total = 300.0 2.33 700.0 870.0 2.33 549.9 1.83 395.1 3.67 2,994.4 Ibs R.M.= 2,030.0 1,008.0 A AAO'I Title : ♦- Dsgnr: Description Scope : Job # Date: 7:19PM, 21 MAR 13 ,ev: JbUUUU User. KW-0603603, Ver.5.6.0, 2-Sep-2002 - Cantilevered Retaining Wall Design Page 1 (c)1983-2002 ENERCALC Engineering Software Description Lambrecht/Goertz Ret-wall R & A#13-127 Criteria Retained Height = 7.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00'in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Axial Load Applied to Stem Design Summary Total Bearing Load = 2,716 Ibs ...resultant ecc. = 5.13 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Soil Pressure @ Toe = 1,909 psf OK Soil Pressure @ Heel = 66 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,494 psf ACI Factored @ Heel " 86 psf Footing Shear @ Toe = 23.3 psi OK Footing Shear @ Heel = 15.9 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1.56 OK Sliding = 0.69 UNSTAB Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force 1,073.8 Ibs Footing Design Results Toe Heel Factored Pressure = 2,494 86 ps Mu' : Upward = 2,313 0 ft Mu' : Downward = 197 510 ft-# Mu: Design = 2,117 510 ft Actual 1-Way Shear = 2134 15.89 psi Allow 1-Way Shear = 93:11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Axial Dead Load = 300.0 Ibs Axial Live Load = 550.0 Ibs Stem Construction Top St Ste Design height ft = Wall Material Above "Ht" = Conc Thickness = Rebar Size = # Rebar Spacing = 1 Rebar Placed at = E Design Data fb/FB + fa/Fa = U Total Force @ Section Ibs= 1,4 Moment.... Actual ft-#= 3,4 Moment.....Allowable = 4,7 Shear...... Actual psi = 1 Shear..... Allowable psi = LEI Bar Develop ABOVE Ht. in = 1 Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = f Equiv. Solid Thick. _ # Masonry Block Type = Normal Weight Concrete Data Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Min. As % = 0.0014 . Toe Width = 1.50 ft Heel Width = 1.25 Total Footing Width = 275- Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 0.0 in em 4 m OK 0.00 rete 8.00 5 .00 dge 5 .714 57.8 01.4 65.7 9.6 85.0 .60 6.00 96.7 6.19 fc psi= 2,500.0 Fy psi = 40,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 22.00 in, #5@ 34.25 in, #6@ 48.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: `Not req'd, Mu < S ' Fr Key: No key defined Footing Design Results Toe Heel Factored Pressure = 2,494 86 ps Mu' : Upward = 2,313 0 ft Mu' : Downward = 197 510 ft-# Mu: Design = 2,117 510 ft Actual 1-Way Shear = 2134 15.89 psi Allow 1-Way Shear = 93:11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Axial Dead Load = 300.0 Ibs Axial Live Load = 550.0 Ibs Stem Construction Top St Ste Design height ft = Wall Material Above "Ht" = Conc Thickness = Rebar Size = # Rebar Spacing = 1 Rebar Placed at = E Design Data fb/FB + fa/Fa = U Total Force @ Section Ibs= 1,4 Moment.... Actual ft-#= 3,4 Moment.....Allowable = 4,7 Shear...... Actual psi = 1 Shear..... Allowable psi = LEI Bar Develop ABOVE Ht. in = 1 Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = f Equiv. Solid Thick. _ # Masonry Block Type = Normal Weight Concrete Data Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Min. As % = 0.0014 . Toe Width = 1.50 ft Heel Width = 1.25 Total Footing Width = 275- Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 0.0 in em 4 m OK 0.00 rete 8.00 5 .00 dge 5 .714 57.8 01.4 65.7 9.6 85.0 .60 6.00 96.7 6.19 fc psi= 2,500.0 Fy psi = 40,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 22.00 in, #5@ 34.25 in, #6@ 48.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: `Not req'd, Mu < S ' Fr Key: No key defined Axial Dead Load = 300.0 Ibs Axial Live Load = 550.0 Ibs Stem Construction Top St Ste Design height ft = Wall Material Above "Ht" = Conc Thickness = Rebar Size = # Rebar Spacing = 1 Rebar Placed at = E Design Data fb/FB + fa/Fa = U Total Force @ Section Ibs= 1,4 Moment.... Actual ft-#= 3,4 Moment.....Allowable = 4,7 Shear...... Actual psi = 1 Shear..... Allowable psi = LEI Bar Develop ABOVE Ht. in = 1 Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = f Equiv. Solid Thick. _ # Masonry Block Type = Normal Weight Concrete Data Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Min. As % = 0.0014 . Toe Width = 1.50 ft Heel Width = 1.25 Total Footing Width = 275- Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 0.0 in em 4 m OK 0.00 rete 8.00 5 .00 dge 5 .714 57.8 01.4 65.7 9.6 85.0 .60 6.00 96.7 6.19 fc psi= 2,500.0 Fy psi = 40,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 22.00 in, #5@ 34.25 in, #6@ 48.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: `Not req'd, Mu < S ' Fr Key: No key defined Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 0.0 in em 4 m OK 0.00 rete 8.00 5 .00 dge 5 .714 57.8 01.4 65.7 9.6 85.0 .60 6.00 96.7 6.19 fc psi= 2,500.0 Fy psi = 40,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 22.00 in, #5@ 34.25 in, #6@ 48.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: `Not req'd, Mu < S ' Fr Key: No key defined Title : Job # N Dsgnr: Date: 7:19PM, 21 MAR 13 Description Scope: Rev: 560000 User: KW-0603603, Ver 5.6.0, 2-Sep-2002 Cantilevered Retaining Wall Design Page z (c)1983-2002 ENERCALC Engineering Software Description • Lambrecht/Goertz Ret-wall R & A#13-127 Summaia of Overturni ig & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Hressure = 1,U/3.1J Z.bl Z,bUJ.!J Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load. _ Load @ Stem Above Soil = SeismicLoad = Total = 1,073.8 O.T.M., = 2,803.9 Resisting/Overturning Ratio = 1.56 Vertical Loads used for Soil Pressure = 2,715.5 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = 449.2 2.46 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 300.0 1.83 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 773.3 1.83 Earth @ Stem Transitions= Footing Weight = 343.7 1.38 Key Weight = Vert. Component = 299.3 2.75 Total = 2,165.5 Ibs R.M.= 1,104.2 550.0 1,417.8 472.7 4,367.6 Title : Job # Dsgnr: Date: 7:20PM, 21 MAR 13 Description Scope Rev: 560000 Page 1 User. KW-0603603, Ver 5.6.0, 2-Sep-2002 Cantilevered Retaining Wall Design (c)1983-2002 ENERCALC Engineering Software Description Lambrecht/Goertz Ret-wall R & A#13-127 Criteria Retained Height = 6.00 ft Wall height above soil . = 1.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Axial Load Applied to Stem Design Summary Total Bearing Load = 2,256 Ibs ...resultant ecc. = 3.69 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel.- = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Soil Pressure @ Toe = 1,826 psf OK Soil Pressure @ Heel = . 179 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,431 psf ACI Factored @ Heel = 239 psf Footing Shear @ Toe = 17.4 psi OK Footing Shear @ Heel = 9.7 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1.52 OK Sliding = 0.73 UNSTAB Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 817.2 Ibs Footing Design Results Toe Heel Factored Pressure = 2,431 239 ps Mu': Upward = 1,582 0 ft Mu': Downward, = 137 190 ft Mu: Design = 1,446 190 ft Actual 1-Way Shear = 17.36 9.66 ps Axial Dead Load = 300.0 Ibs Footing Design Results Toe Heel Factored Pressure = 2,431 239 ps Mu': Upward = 1,582 0 ft Mu': Downward, = 137 190 ft Mu: Design = 1,446 190 ft Actual 1-Way Shear = 17.36 9.66 ps Axial Dead Load = 300.0 Ibs Axial Dead Load = 300.0 Ibs Axial Live Load = 550.0 Ibs Stem Construction Top Ste Stem Design height ft = Wall Material Above "Ht" = Conc Thickness = Rebar Size = # Rebar Spacing = 1 Rebar Placed at = E Design Data fb/FB + fa/Fa = U Total Force @ Section Ibs= 1,0 Moment.... Actual ft-#= 2,1 Moment..... Allowable = 3,1 Shear..... Actual psi = 1 Shear..... Allowable psi = LE! Bar Develop ABOVE Ht. in = 1 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr . Key Reinforcing = None Spec'd Key: No key defined Footing Strengths & Dimensions fc = 3,000 - psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 1.25 ft Heel Width = 1.00 Total Footing Width = �2�6- Footing Thickness = 10.00 in Key Width = . 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft m OK 0.00 rete 8.00 4 4:00 dge 2 .681 71.0 42.0 44.9 4.3 85.0 .48 6.00 96.7 6.25 00.0 00.0 Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 0.0 in m OK 0.00 rete 8.00 4 4:00 dge 2 .681 71.0 42.0 44.9 4.3 85.0 .48 6.00 96.7 6.25 00.0 00.0 Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 0.0 in Title : Job #' Dsgnr: Date: 7:20PM, 21 MAR 13 Description Scope : Kev: obuuuu User. KW-0603603, Ver5.6.0, 2-Sep-2002 Cantilevered Retaining Wall Design Page 2 (c)1983-2002 ENERCALC Engineering Software Description Lambrecht/Goertz Ret-wall R & A#13-127 Summa of Overturnina & Resistina Forces &Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 817.2 2.28 1,861.3 Soil Over Heel = 220.0 2.08 458.3 Toe Active Pressure = Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 817.2 O.T.M. = 1,861.3 Resisting/Overturning Ratio I = . 1.52 Vertical Loads used for Soil Pressure = 2,255.7 Ibs Vertical component of active pressure used for soil pressure Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = Total = 300.0 1.58 475.0 676.7 1.58 1,071.4 281.2 1.13 227.7 2.25 1,705.7 Ibs R.M.= 316.4 �, � . Title : Dsgnr: Description Scope: Job # Date: 7:22PM, 21 MAR 13 Rev: %0000 Page 1 User: KW-0603603, Ver 5.6.0, 2-Sep-2002 Cantilevered Retaining Wall Design f61983-2002 ENERCALC Engineering Software _ Description Lambrecht/Goertz Ret-wall R & A#13-127 Criteria Retained Height = 5.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe . _ 0.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Axial Load Applied to Stem Design Summary Total Bearing Load = 2,000 Ibs ...resultant ecc. = 1.91 in Soil Pressure @ Toe = 1,477 psf OK Soil Pressure @ Heel = 522 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,023 psf ACI Factored @ Heel = 715 psf Footing Shear @ Toe = 13.9 psi OK Footing Shear @ Heel = 8.8 psi OK Allowable = 93.1 psi Wall Stability Ratios Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft FootingjjSoil Friction = 0.300 Soil height to ignore for passive pressure' = 0.00 in Axial Dead Load = 300.0 Ibs Axial Live Load = 550.0 Ibs Stem Construction 1,T Design height ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing _ Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual fi-# Moment..... Allowable = Shear..... Actual psi = Shear Allowable psi = Overturning = 1.85 OK Sliding = 0.87 UNSTABLE! Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 578.6 Ibs Footing Design Results Toe Heel Factored Pressure = 2,023 715 psf Mu': Upward = 903 0 ft-# Mu': Downward = 79 143 ft-# Mu: Design = 824 143 ft-# Actual 1-Way Shear = 13.86 8.84 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd . Key Reinforcing = None Spec'd op Stem Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Min. As % - = 0.0014. Toe Width = 1.00 ft Heel Width = 1.00 Total Footing Width =60 Footing Thickness = 9.00 in Stem OK 0.00 Concrete 8.00 # 4 16.00 Edge Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btrn.= 3.00 in Axial Load Eccentricity = 0.0 in 0.449 743.8 1,239.6 2,759.4 9.9 . 85.0 Bar Develop ABOVE Ht. in = 12.48 Bar Lap/Hook BELOW Ht. in = 6'00 Wall Weight = 96.7 Rebar Depth 'd' in = 6.25 Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc psi = 2,500.0 Fy psi = 40,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Title : Job # 5 Dsgnr: Date: 7:22PM, 21 MAR 13 Description Scope Rev: 560000 . User. KW-0603603, Ver 5.6.0, 2-Sep-2002 Cantilevered Retaining Wall Design Page 2 (c)1983-2002 ENERCALC Engineering Software Description. Lambrecht/Goertz Ret-wall R & A#13-127 Summag of Overturnin & Resistin Forces & Moments ...OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft. ft-# Ibs ft ft-# Heel Active Pressure = 578.6 1.92 1,109.0 Soil Over Heel = 183.3 1.83 336.1 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 578.6 O.T.M. = 1,109.0 Resisting/Overturning Ratio = 1.85 Vertical Loads used for Soil Pressure = 1,999.6 Ibs Vertical component of active pressure used for soil pressure Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe . _ Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key,Weight = Vert. Component = Total = 300.0 1.33 400.0 580.0 1.33 773.3 225.0 1.00 225.0 161.3 2.00 322.5, 1,449.6 Ibs R.M.= 2,057.0 Title : Dsgnr: Description Scope: Job # Date: 7:22PM, 21 MAR 13 Rev:560000 Page 1 User: KW-0603603,Ver5.6.0,2-Sep-2002 Cantilevered Retaining Wall Design (c)1983-2002 ENERCALC Engineering Software Description Lambrecht/Goertz Ret-wall .R & A#13-127 Criteria Retained Height = 4.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Wind on Stem I = 0.0 psf Axial Load Applied to Stem Design Summary Total Bearing Load = 1,633 Ibs ...resultant ecc. = 0.97 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Axial Dead Load = 300.0 Ibs Axial Live Load - 550.0 Ibs Stem Construction Top St Stem Design height ft= Wall Material Above "Ht" = Conc Thickness = Soil Pressure @ Toe = 693 psf OK Rebar Size = # Soil Pressure @ Heel = 1,262 psf OK Rebar Spacing = 1 Allowable = 2,000 psf Rebar Placed at = E Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 975 psf fb/FB + fa/Fa = 0 ACI Factored @ Heel = 1,776 psf Total Force @ Section Ibs = 4 Footing Shear @ Toe = 7.8 psi OK Moment.... Actual ft-#= 6 Footing Shear @ Heel = 2.9 psi OK Moment..... Allowable = 2,7 Allowable = 85.0 psi Shear..... Actual psi = Wall Stability Ratios Shear..... Allowable psi = Overturning = 2.22 OK Sliding = 1.00 Ratio < 1.5! Bar Develop ABOVE Ht. in = 1 Sliding Calcs Slab Resists All Sliding ! Bar Lap/Hook BELOW Ht. in = Lateral Sliding Force 394.8 Ibs Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Footing Design Results Special Inspection =. Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 975 1,776 psf Equiv. Solid Thick. _ Mu': Upward = 567 0 ft-# Masonry Block Type = Normal Weight Mu': Downward = 79 1 ft_# Concrete Data Mu: Design. = 489 1 ft-# fc psi= 2,5 Actual 1-Way Shear = 7.77 2.87 psi Fy psi= 40,0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S " Fr Key Reinforcing = None Spec'd Key: No key defined Footing Strengths & Dimensions fc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 1.00 ft Heel Width = 0.67 Total Footing Width = �.6 - Footing Thickness = 9.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft e m 6 OK 0.00 rete 8.00 4 .00 dge 2 .230 76.0 34.7 59.4 6.3 85.0 .48 6.00 96.7 6.25 00.0 00.0 Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 0.0 in Footing Strengths & Dimensions fc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 1.00 ft Heel Width = 0.67 Total Footing Width = �.6 - Footing Thickness = 9.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft e m 6 OK 0.00 rete 8.00 4 .00 dge 2 .230 76.0 34.7 59.4 6.3 85.0 .48 6.00 96.7 6.25 00.0 00.0 Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 0.0 in e m 6 OK 0.00 rete 8.00 4 .00 dge 2 .230 76.0 34.7 59.4 6.3 85.0 .48 6.00 96.7 6.25 00.0 00.0 Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 0.0 in Title : Job # ti Dsgnr: Date: ,7:22PM, 21 MAR 13 Description Scope: Rev:560000 User: KW-0603603, Ver 5.6.0, 2-Sep-2002 Cantilevered Retaining Wall Design Page 2 (c)1983-2002 ENERCALC Engineering software Description Lambrecht/Goertz Ret-wall R & A#13-127 LSummau of Overturning & Resistins Forces & Moments .OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft4 Ibs ft ft-# Heel Active Pressure = 394.8 1.58 625.2 Soil Over Heel = 1.5 1.67 2.4 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 300.0 1.33 400.0 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 483.3 1.33 644.4 Total = 394.8 O.T.M. = 625.2 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.22 _ Footing Weight = 187.9 0.84 156.9. Vertical Loads used for Soil Pressure = 1,632.7 Ibs Key Weight = Vert. Component = 110.0 1.67 183.8 Vertical component of active pressure used for soil pressure Total = 1,082.7 Ibs R.M.= 1,387.5 ' "PLYWD PER PLAN ORv #3 ® 12"o/c E.W. CD A A1I1I(I _AN )N A35 @ 16 o/c 5 E.S. O 24" o/c a 2x BLK'G @ 16" o/c F. PLATE w/ FOR (3) JST SPA 0' A.B. w/ 10d @ 4 TO SEE DETAIL 1 FOR O.C. PLYWOOD ALL OTHER INFO A TOP CONNECTION AT PARALLEL JST Scale: NTS= V-0" Section View 004 16" o/c 24 )NC WALL ?)—#4 TOP D 11" o/c 9 10" o/c B TOP CONNECTION BY SLAB ' @ 11" 0/c Scale: NTS= V-0" Section View 004 FTG ;3) — #4 CONT GENERAL NOTES: IBC 2003 EDITION 50 PCF EQUIVILENT FLUID PRESSURE 2000 PSF SOIL BEARING PRESSURE 4"'0 FTG 0 PSF SURCHARGE DRAIN IN 5 SACK CEMENT PER CUBIC YARD, GRAVEL POCKET 2500 PSI MINIMUM COMPRESSIVE STRENGTH, MAXIMUM 6 GALLONS WATER PER SACK GRADE 60 STEEL FOR #5 & LARGER GRADE 40 STEEL FOR #4 & SMALLER EARK OIL 3 � TYPICAL RESTRAINED FND WALL Scale: NTS= V-0" Section View ti COMPACTED 'FRONT FILL @ 1:2 (V:H) MAX SLOPE EXTEND 6'-0' MIN 'or' 4' SLAB W/ 6X6 W1.4 X W1.4 WWF r FRONTFILL OR #3 @ 12'o/c E.W. I CONCRETE F❑OTING w/ #5 CONT @ 10'o/c GENERAL NOTES: IBC 2006 EDITION 35 PCF EQUIVILENT FLUID. PRESSURE 2000 PSF SOIL BEARING PRESSURE 0 PSF SURCHARGE 5 SACK CEMENT PER CUBIC YARD, 2500 PSI MINIMUM COMPRESSIVE STRENGTH, MAXIMUM 6 GALLONS WATER PER SACK GRADE 60 STEEL FOR #5 6 LARGER GRADE 40 STEEL FOR #4 6 SMALLER BACKFILL WITH POUROUS MATERIAL; PROVIDE TEMPORARY BRACINGS AS REWD UNTIL SLAB IS CONSTRUCTED AND CURED. "(2)- #4 C❑NT @ TOP I CHIN HORIZONTAL BARS: /— PER SCHEDULE VERTICAL BARS: PER SCHEDULE FTG DOWELS W/ STD HOOK INT❑ FTG: MAX HEIGHT CLR SAME AS VERT BAR OF BACKFILL: SPACING PER SCHEDULE LAP: PER SCHEDULE HEEL BARS: PER SCHEDULE 7/" o • 3"CLR TOE WALL HEEL• FTG THCK 4.0 FTG DRAIN IN GRAVEL POCKET BEARING SOIL REINFORCEMENT 6 FOOTING SCHEDULE MAX HEIGHT OF BACKFILL VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT TOE WIDTH ALL WIDT HEEL WIDTH FTG THCKARd HEEL BARS FRONT FILL FOOTING LAP #4 @ 16'o/c #4 @ 10'o/c 9' 8' 0' 9' Not Req'd 6' 21' 5'-0' #4 @ 16'o/c #4 @ 10'o/c 1'-0' 8' 4' 91 Not Req'd I•_p• P1- 6'-0' #4 @ 14'o/c #4 @ IWo/c 1'-3' B. 4' 9• Not Req'd 1'-6' 21' 7'-0' #5 @ 14'o/c #5 @ 24'o/c 1-6' 8' 7' 10' Not Req'd Not Req'd 1'-6' 39' 8'-0' 95 @ 10'o/c #5 @ IB'o/c 2'-0' B' 10' 1'-0' Not Req'd Not Req'd 1-6' 39' 9'-0' #5 @ 9'o/c #5 @ 16'o/c 2'-0' 8' 1'-4' 1'-0' #4 @ 16' o.c: 44 @ 12' o.c. 1'-6' 39' 10"-0' #5 @ 6'o/c #5 @ 10'0/c 2'-0' B' 2'-1' 1-0' #4 @ 16' o.c. #4 @ 5' o.c. 1'-6' 39' TYPICAL CANT'ED END WALL Scale: NTS = V-0' Section View 24'-0" 0 N N SCALE:oor 1' 576 SQan 1 M@ 12 .. be TRIM SAND WITH 4.G FETAL FLA&dIWG 4 FANG R SW @ Ix FRIEZE B.M1D CEDAR BHMGI.E 61DMG— 4� (TYPICAL AT OWM© 7m1m13ml"immm:mW ALL {�Y /u�Mt 2s 6 k 6 ► F41 DIRECT VENT l i I i I i I ii�l S V 'x 1/2' GU I 4xIS E 2 -v4 HE E i I W 011 Y� CSIb STRAP OVER 8UB-FLOORING FULL LE2YatH WITH EXTR4 JOIST, SOLID BLOCKNG OR 2z FLAT BLOCKING wLOW,(T7PICAL ., ) I D,11 1/S° USE LSL I I I I I I I it i i LOL I 4x8 HP NO2 HEADER AT 9 VS 12° 144E I) W-D S/S' A MAIN FLOOR ' m lWIT41 G- N IONS PIECE) F- ) g D VS'xtY GLB (24F-v4) 9 VS'xR' GLB (24F-v4) C Alta IWITH HU212-2 HANGER) (MTH RZ112-2 HANGER) 1 ',,r Roof/U or Floor Frq Plane -oi l P'� BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht / Goertz Residence Roof Framing 1 Date: 3/08/13 Selection 4x 12 HF #1 Lu = 0.0 Ft Conditions NDS 2005 Data Attribu es Actual Critical Status Ratio Values Adjustments Loads Min Bearing Area H7= b.b In` K2= b.b In` (1.b) UL Uer1= U.Ub In Beam Span 8.0 ft Reaction 1 LL 1624 # Reaction 2 LL 1624 # Beam Wt per ft 9.57 # Reaction 1 TL 2638 # Reaction 2 TL 2638 # Bm Wt Included 77 # Maximum V 2638 # Max Moment 5277'# Max V (Reduced) 2020 # TL Max.Defl L / 240 TL Actual Defl L / 826 LL Max DefI L / 360 LL Actual DO L / >1000 Section W Shear W TL Defl in LL Defl 73.83 39.38 0.12 0.06 59.04 20.20 0.40 0.27 OK OK OK OK 80% 51 % 29% 22% Fb(psi) Fv(psi) E i x mil Fc(psi) Reference Values 975 150 1.5 405 Adjusted Values 1073 150 1.5 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 406 Uniform TL: 650 = A Uniform Load A R1 = 2638 R2 = 2638 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. F. 0 R T E ° N19"'Pau `jmd""'A"st ioeai(s) U7/srr.�17A0W'OC Overall Length: 15' 7" 15' 0 9 All laws are n wsued franthe made fam cf 1e t si wet (or ldt cirtile a aid). All dm ears are l aimrt�l. Re%Ms Adel0F.0milim Anwred Rom t LIDF Los&0xdA mUmMah3n) M3 won OIs) 5M 02 IM' 104192S) Fled (51°/) 100 LO D+ LO L (AII -ha18) 9var Obs) 52D 03 VT 1960 Famed (3 9/) LOD LO D+LO L(Ai SpErs) M--t (Ftats) 1994 ta7 9 W' 3160 Rimed (639/6) LOD LO D+ LO L (A l 9pas) live Load CIA to 0.217 @7 91/7' 0.379 Passed ) - LO D+ LO L All Tdd Load Dal. Ciro) WSZ @7 9 VT 0.75B Fred OJW - LO D+ LO L(A l -hers) TJ-RV-Raltirg 46 40 1 R3®ed I - - • Oaffledion aib3ia LL (L/41910D ad TL (UM). Hating (W): All oup es0m mlgm (top and boltarmat be braced at 3 51X16' C/C Luis d3atled dhavWM Rcpe attedrret ad po9dmirg of ,steal badrg is re:lLj ed m adiere rrarbe stbilily. • Admdtual ardy9s oFthe deck hm rrct bear peforrreci • Odle2im a dysts is b®ed on aorrpos wbm wth a srclie lace' d 23W' Vvkyete ux EcW1 R3- d (24' 513En P.-Org) t1d is quad ad sled dwn • Adidordomsd3zbcmfcrfheT7-RemRafimirducles Pbne 511.111PI117015 Brs69- 91, todstn9ppvts(lbs) AoMmodes Tdol ^Madge Re* ed Wad ka TOM 1- 9.ud well - FF :1w 2.25' L75' im 416 541 11/4' Frirrr Board 2 - 9hd will - FF :15V' 2.25' L75' 125 416 541 11/4' Flm Had FIlmBcedisammedmerryailloadsdieddredlyalvei4byp® thenmbe•bangde3ged Loflci� 1aalforr VWM Wad (n9� Rau U%e (MM tbmraLs 1 - utam(Rm 0 to 13 7' 16' 1 12.0 no I R®da w - Lining Areas wwwasusWN3bim %%oteaeer warms thrt the s erg of its podgy wil be in aomclai ?wlh V%%ehaasa prc drl da* r criteria ad plii#wd dagr ndum V6Eyetea&aegacmydiscWrrsaydhaveratiesrdaledtothe 93%�"eRdbrtocuretVLbMtxnwlitiabuefarins kill ldAals (wuulnavooJ*Wa:rr>1Amamoria(WmBa4BodargF9dsandScp 90 )arerotdest Ib/fhissd%.aeLbecfthissTWEaisrctirrlard3dto draunat fhe reed far a delgr pdes3ad as dlerrired by the aLlfnrity to frg juriscktm The dreggg cf reoorQ bLiklaa or liars is rustle to anue fit flis dak-tim is avrp dhle with t eaeail project Rodrls naafadued at V%t efeaea fadlitia ae t irdVertyaatirm d to sSarede faesbysaclai s The puftA Womolim it t dmgi load:; dffEnsi rs ad sU Pat wtdn b- tee hear pakled by Laid G Mier, lrrc Farts Sdb tie Qaakw JcbNol es grid Waller diet G Nadler, lrc (2%) 851-1182 dwielcy&dIer@borrcas.net 9psLan:ro= Ntrrba Type: Joht BLildrrg We: Reqd3tial Hiking Gxb : a: D� NtlhodckW : AM Y SUSTAINABLE FORESTW INRIATIVE 3/&2713 3A3:12 R(V Fatevl0, Dssig1 Erpm \Fa6L1.203 pace1cf1 r BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht / Goertz Residence Upper Floor Framing 3 Date: 3/08/13 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attriby es Actual Critical Status Ratio Values Adjustments min peanng Area rsi= 4.1 in, mz= o.s in, ki.o Beam Span 6.0 ft Reaction 1 LL Beam Wt per ft 6.83 # Reaction 1 TL Bm Wt Included 41 # Maximum V Max Moment 6855# Max V (Reduced) TL Max Defl L / 240 'TL Actual Defl LL Max DefI L / 360 LL Actual DefI uL uen= u.uo in rcecom L.amoer= u.ua in 1799 # Reaction 2 LL 2666 # 2697 # Reaction 2 TL 4085 # 4085 # 3282 # L / 530 L / 953 Section (in3) Shear (in2) TL DefI (in) LL DefI 42.19 28.13 0.14 0.08 34.28 20.52 0.30 0.20 OK OK OK OK 81% 73% 45% 38% Fb(psi) Fv(psi) E i x mil Fc!(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 300 Uniform TL: 413 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1650 B = 2638 3.5 406 H = 650 3.5 6.0 H Uniform Load A Pt loads: B RI = 2697 R2 = 4085 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. 5 BeamChek v20101icensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht / Goertz Residence Upper Floor Framing 4 Date: 3/08/13 Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adiustments min ueanng Area mi = o.o in, me= s.z in, t1.0l UL Uen= u.uz in Beam Span 6.0 ft Reaction 1 LL 2677 # Reaction 2 LL 1585 # Beam Wt per ft 12.99 # Reaction 1 TL 4120 # Reaction 2 TL 2374 # Bm Wt Included 78 # Maximum V 4120 # Max Moment 6088'# Max V (Reduced) 3055 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (W) Shear (W) TL DefI (in) LL DO 82.26 41.56 0.04 0.02 25.16 15.80 0.30 0.20 OK OK OK OK 31% 38% 14% 12% Fb(psi) Fv(psi) E i x mil Fc(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2903 290 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 300 Uniform TL: 413 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1650 B = 2638 2.0 406 H = 650 0 2.0 H Uniform Load A Pt loads: B R1 = 4120 R2 = 2374 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. c BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht / Goertz Residence Upper Floor Framing 5 Date: 3/08/13 Sele ion 5-1/4x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attribu es Actual Critical Status Ratio Values Adlustmenfs Min bearing Area Fit= 1.3 In` K2= 4.1 In` (1.5) UL uetl= 0.23 In Beam Span 18.5 ft Reaction 1 LL 546 # Reaction 2 LL 2338 # Beam Wt per ft 19.48 # Reaction 1 TL 960 # Reaction 2 TL 3521 # Bm Wt Included 360 # Maximum V 3521 # Max Moment 12514'# Max V (Reduced) 3501 # TL Max Defl L / 240 TL Actual Defl L / 444 LL Max DefI L / 360 LL Actual DO L / 814 Section_(W) Shear (W) TL DO (in) LL Defl 123.39 62.34 0.50 0.27 51.72 18.11 0.93 0.62 OK OK OK OK 42% 29% 54% 44% Fb(psi) Fv(psi) E i x mil Fc(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2903 290 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance 2884 B = 4120 15.0 Pt loads: B R1 = 960 R2 = 3521 SPAN = 18.5 FT Uniform and partial uniform loads are Ibs per lineal ft. F 0 R T E® c"'T Lad PIM-'1zha"» 1 pieo Ks)11/7' x 317/S' 13E710 i bmg&a KMLSL 0 Overall Length: 14' 7" 14' a a vll too ors are n,ffm red fncrnthe cU-4de fam cf Idt st 4nt (a- Idt ®rtileoe- erld). Ai arrudcm are horia3 . 0 '�1I 'millIs Acbel0laCafim AkvAd Ras$ LDF LowtmfU 1IQT06llm) M3TbaRim(Its) 77002' L367924) Famed(-W/c) - LOD+LOL(Al Spas) Sh— (Ibs) 644 @ 13 3 SM' 475D Rimed (140/6) LOD LO D + LO L (Al Suers) Morrat (Ft4ts) 2721 @7 31lZ' 4999 F ad (5413%) LOD LO D + LO L (WI Spas) Live Lcad CIA (in) OL330 @7 3 VZ' 03% PasgE d 19 - 1.0 D+ LO L(All Spam Totd Load DEfl. (in) 0.393 @7 3 VT OL712 Rseed (L/436) - LO D+LO L(All Spars) • OJ`Ie:ronadaia: LL(L/AMa1dTL(L/2". • Badrg (LL): A oxrp®m edges (top ad b0M3, (1 rru4 be Lra®d zt6 S 7/T' ac LrieE waled dheWsE-- Roper allad .,. and pc E ivirg of lalr�d !sing is recomd to adie a rrerber stability. 91.443orts Baair9LegUT LaadsUoSbRTat,(Ihs) Aaoeseaies TOW Aralatlle RaMned D®d Fkxr L Tblal 1- Said Ml - FF 3.50' 225' 15a' 125 6% 781 11/4' F8m B1ad 2-Sad Ml-I-F awl 2.29' LM' 125 6% 781 11/4'FzdmEtad • Rim Goad is assured to anyall kst applied dredly above it bype®rg the m3rbs bang desicred LJ�lf3S loattar Thlaiary 1/IId1T Dead (CLSIM Roar lira (LOD) CkXTv a ks 1- UikmXPS) O m 14 7' 1' IZO 1 90.0 Pe4da6al - LMrg A Ew Vi4eteaea warms dmt the si irg cf its prcdds will be in a omdaWth V%4eteasa produt dzagn aib3ia"prtlished de*n %dam %%eheasa epvsdV ds Jarm aV Wier varaiies rdaled to the solbnae Fader to arrcM vvbyeteaea Iftahsefor irdaladm dills (wowvwoodbrwcorrtl Panes (Mm Boa4 9odu g P-ids a1d Sclixish Bads) ae rut d-gied bythts solbmm Lbeof dis sdbnee is rut i, b3 to dramrrttheneedforad2§Mpdeda a sddBrriredbytheakmtytmdrrgjLFb"atThedesignadremc(brild3crframisre1— blew agued-athe c 4a latlm is oorrble wlh theaedl pro9ert Roduds rrenfadised et Vlkyeisaea fadlitim ae thrdiwWoabW to spare ble faesbyStErda� The pad goumfir1 irprtdmW beft dne sa—s ad sr wort irfarr Bb- toe tear padded by Dwtd G Walla, Bic. Forte sdtNae QeaCQ .dcb Mies Cariel Weller De el G Weller, Inc (20P 851-1182 dalielgAeller@bmrastnet 9y.4Bn: Boar NlarbaType: Flush Beam BUking LBe: Resck3tlal 9iking Qxle : IBC sign NtModcloc-y : ASD A SUSTAINABLE FORESTRY INITIATIVE 3(9271342722 RV Fcrte v 4 0, D--sig-16xjm \Fa61.200 pt�geicf1 �F0RTEP49"�PA"awn PASSM 1 pieoKs)11/7' x 117/S' L5E?irtbaSbatd9)LSL Overall Length: 11' 1" 10' 6" 11 9 M kxEbcrs are nvasired frantlle otCvde face of kft s(cr lat cartile ff end. Al drr 3mio ns are a u iaortal. Dasig1t RemMs Acbmi OLoadm Atlormed Result Lam' I—tbnr"remmoutorn) M3rhe-12a3fm Qtls) 1291 CaT 1367 (225) FBved (9V/) — L0 D + L0 L (AU Spas) Shea Qts) 1012 @ 1' 3 319' 4750 PWsBd (21°/gl LOO LO D + 1.0 L (AIL Spars) M3TIE t (Ft -Ifs) 3430 @5 611Z' 6616 F Seel (520/c) LOO 1.0 D+ 1.0 L(Al Spats Llee Lcad DER. n OL23B @S 6 VZ' 0.299 Pdas wd — LO D+ 1.0 L All Total Load DER. (in) OL257 @S 6 VZ' 0.53E Resed (om) — 1.0 D+ 1.0 L (All Spats) • Qdle bonaibma LL(L/480)ardTL(1/290). Bacing (Lu): All oon•Re aim edges (top and botto. mA be braced at S 9 VEf' o/c mess delailed eCtewise. RNs atlacl n a end p®tia rg of lard bracing is retired to aCh e e n'erber 9dilfly. SL44)O'� A IrgLagtfr In A tD.-Q ols(on) ACM3 Ttbl Aeilalnle RegAmd Dead Roar Tblal 1- Shd well - w 3 5u, 225' 2.13' % 1219 1315 11/4' fam Boad 2 - SLtid vdl - If MCI, I, Z24' Z13' % 1219 1315 11/4' Rim Bead • RM B eel Ls mired to carry all Ica%applied dIreJJV abae it b»pe®ng the.. ow ba bein9 designed LOBdS L�Lm Mg"— MMIN D®d %sm F?IOQU- (Lam dame is 1 - ll•irorm(P-F) o to 11' r' r 120 mac Re9dwtial - Lmrg pees wwatmouser NolbeS V*,eteasw nerats tl'a tl si;zi g of its prock will be in armdarnevWh Vk-yatnaeu9w podlrt daggn aiteia and p tt eel dew %di m WEyateaeaepesslydisdainsany oUnawaratiesrelatedmtteSdhAE-IZe<atDcometV�t3eFeaeerlMr4ftieforimtallMmck ails (vwwrcv"c1* cmV Amemmes (Rm Baal, Sodarg Panels and Sgleell Bads) are not designed by this s mm U3e of dis sofbnae is not fritndad to drvmet the need for a design pdbsda m ddo.. nad bV dm a elm fty tairg jLrWdim The d®gs cf remrct, btlld3 ar furs Is reWondlie hD ass.rethatthisralalatlmfsmi liewiththeoweallproject, RoddsruxfafJiedatVtt�fadlmmaethndpatyo3tifiedbDsAafrdie fcretrysta dart; The poduct a{lidlaV wr t desgn 1i drresorc and S;pert irfbmebm tnae bear paided by rand G VkHer, Inc Forbe SotMae ter .tab Nbbts Dbrid Waller D. "d G Waller, Una (206)861-11ffi dwieIgAeIIer@dbmrasLn3t SAIem: Roar Ph3rba7yloe: RrEhBan Blildng Lbe : R®dfftd Buldrg tbde : IBC Mftcblogy : PED IV & SUSTAINABLE FORESTRY INfMTIVE 3'&2D13 4:36:15 PW Fcrbe\40, Design Erxjm %oti6.1.203 Ftg--icfi 0� BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht / Goertz Residence Upper Floor Framing 8 Date: 3/08/13 selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attrib es Actual Critical Status Ratio Values Adiustments min bearing Area Hi= 5.3 in,H2= iu.9 in, (11.5) UL Ueti= a16 in Beam Span 15.0 ft Reaction 1 LL 2724 # Reaction 2 LL 5328 # Beam Wt per ft 22.97 # Reaction 1 TL 4006 # Reaction 2 TL 8170 # Bm Wt Included 345 # Maximum V 8170 # Max Moment 17898'# Max V (Reduced) 6888 # TL Max Defl L / 240 TL Actual Defl L / 476 LL Max Defl L / 360 LL Actual Defl L / 831 Section (W) Shear (W) TL DO (in) LL DO 171.50 73.50 0.38 0.22 75.34 35.63 0.75 0.50 OK OK OK OK 44% 48% 50% 43% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2851 290 2.0 750 CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress WA Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 310 Uniform TL: 426 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2590 B = 4142 13.0 406 H = 650 13.0 15.0 0 Uniform Load A Pt loads: B RI = 4006 R2 = 8170 SPAN = 15 FT Uniform and partial uniform loads are Ibs per lineal ft. • BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht / Goertz Residence Upper Floor Framing 9 Date: 3/08/13 Selection 5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 16.3 in R2= 9.7 in2 (1.5) DL Defl= 0.02 in Recom Camber= 0.04 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 6.0 ft Reaction 1 LL 6588 # Reaction 2 LL 3906 # Beam Wt per ft 18.68 # Reaction 1 TL 10598 # Reaction 2 TL 6307 # Bm Wt Included 112 # Maximum V 10598 # Max Moment 21125'# Max V (Reduced) 10575 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max DefI L / 360 LL Actual Defl L / >1000 Section (W) Shear (in2) TL Defl (in) LL Defl 192.19 76.88 0.05 0.03 105.63 66.09 0.30 0.20 OK OK OK OK 55% 86% 17% 14% Fb(psi) Fv(psi) E i x mil Fc(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress WA Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 9270 B = 14833 2.0 306 H = 490 2.0 6.0 H Pt loads: B Z��, eL R1 = 10598 R2 = 6307 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 Incensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht / Goertz Residence Upper Floor Framing 10 Date: 3/08/13 Selection 5-1/4x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 8.7 in2 R2= 4.8 in2 (1.5) DL Defl= 0.19 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 14.5 ft Reaction 1 LL 3997 # Reaction 2 LL 2157 # Beam Wt per ft 19.48 # Reaction 1 TL 6534 # Reaction 2 TL 3583 # Bm Wt Included 282 # Maximum V 6534 # Max Moment 12928'# Max V (Reduced) 3998 # TL Max Defl L / 240 TL Actual DefI L / 448 LL Max DefI L / 360 LL Actual DefI L / 895 Section (W) Shear (in2) TL DefI (in) LL DO 123.39 62.34 0.39 0.19 53.43 20.68 0.73 0.48 OK OK OK OK 43% 33% 54% 40% Fb(psi) Fv(psi) E i x mil Fc!(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2903 290 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 50 Uniform TL: 80 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 3079 B = 4926 0.5 220 H = 350 9.0 14.5 1140 C = 1823 9.0 H Uniform Load A Pt loads: B C R1 = 6534 R2 = 3583 SPAN =14.5 FT Uniform and partial uniform loads are Ibs per lineal ft. i 4 BeamChek v20101icensed to: Daniel G. Welter, Inc. Reg # 201-540 Lambrecht / Goertz Residence Upper Floor Framing 11 Date: 3/08/13 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data AUribu es Actual Critical Status Ratio Values Adjustments Min nearing Area hit = tf.j in, HZ= r.b in, (1.b) uL Uerl= u.u4 in HeCom uamDer= U.Ub In Beam Span 6.0 ft Reaction 1 LL 3516 # Reaction 2 LL 3247 # Beam Wt per ft 13.08 # Reaction 1 TL 5427 # Reaction 2 TL 4910 # Bm Wt Included 78 # Maximum V 5427 # Max Moment 12260 W Max V (Reduced) 5072 # TL Max Defl L / 240 TL Actual Defl L / 791 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (W) Shear (W) TL DefI (in) LL Defl 94.17 53.81 0.09 0.05 61.30 31.70 0.30 0.20 OK OK OK OK 65% 59% 30% 25% Fb(psi) Fv(psi) E i x mil Fc(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 4084 B = 6534 2.5 282 H = 392 0 2.5 564 1 = 784 2.5 6.0 I H Pt loads: B R1 = 5427 R2 = 4910 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. r BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht / Goertz Residence Upper Floor Framing 12 Date: 3/08/13 Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attribu es Actual Critical Status Ratio Values Adjustments Min Bearing Area R1= 4.2 in2 R2= 4.5 in2 (1.5) DL Defl= 0.06 in Beam Span 9.0 ft Reaction 1 LL 2108 # Reaction 2 LL 2237 # Beam Wt per ft 12.99 # Reaction 1 TL 3165 # Reaction 2 TL 3371 # Bm Wt Included 117 # Maximum V 3371 # Max Moment 7312'# Max V (Reduced) 2693 # TL Max Defl L / 240 TL Actual Defl L / 821 LL Max DefI L / 360 LL Actual Defl L / >1000 Section (W) Shear (in2) TL Defl (in) LL DefI 82.26 41.56 0.13 0.07 30.22 13.93 0.45 0.30 OK OK OK OK 37% 340/6 29% 25% Fb(psi) Fv(psi) E i x mil Fc(psi) Reference Values 2900 290 2.0 750 Adiusted Values 2903 290 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 282 Uniform TL: 392 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 232 B = 371 7.0 175 H = 280 0 9.0 H Uniform Load A Pt loads: B R1 = 3165 R2 = 3371 SPAN = 9 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht / Goertz Residence Upper Floor Framing 13 Date: 3/08/13 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Min Bearing Area R1= 2.5 W R2= 4.1 In` (1.b) UL Ue11= U.1`y In necom camoer= u.za in Beam Span 12.75 ft Reaction 1 LL 978 # Reaction 2 LL 1637 # Beam Wt per ft 9.11 # Reaction 1 TL 1623 # Reaction 2 TL 2678 # Bm Wt Included 116 # Maximum V 2678 # Max Moment 10579# Max V (Reduced) 2589 # TL Max DefI L / 240 TL Actual DO L / 398 LL Max DefI L / 360 LL Actual Deft L / 776 Section (in") Shear (W) TL DefI (in) LL Defl 75.00 37.50 0.38 0.20 52.89 16.18 0.64 0.43 OK OK OK OK 71% 43% 60% 46% Fb(psi) Fv(psi) E i x mil Fcpsi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads unitorm LL: bu unirorm I L: OU = H Point LL Point TL Distance 1978 B = 3165 8.5 Uniform Load A Pt loads: B R1 = 1623 R2 = 2678 SPAN =12.75 FT Uniform and partial uniform loads are Ibs per lineal ft. t_,-4f0RTE® 0 r-1348MRSPOU L,% , Pm-i & 1 peoe(s) 91/7' TmCD 21A o w. 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JUL -12013 BUILDINGEDNT YF DMONS 318rM13 7:1823 P K/ FCtte\1.0, DesIgl ErignEx \ra6.1.203 Pie 1 cf 1 r Prescriptive Energy Code Compliance for Single Family and Duplex Housing: Zone 9 Project Information Contact Infonnation Scott Schrieber 9221 Olympic Avenue 206-550-8147 This set of forms has been developed to assist permit applicants documenting compliance with the Washington State Energy Code, (2009 edition). This set is for structures built under the IRC and located in Climate Zone 1. The following forms provide much of the required documentation for plan review. The details noted here must also be shown on the drawings (WSEC 104.2). This form is not a substitute for the energy code itself. To obtain a copy of the energy code, go to the following web address. http://www.energy.wsu.edu/code Glazing Glazing U-Factor Door 9 Vaulted Wall" Wall. into Wall- exe Slab Option Area Ceiling z 3 Above Below Below s Floor on Vertical Overhead" % of Floor U-Factor Ceiling Grade Grade Grade Grade OI 0.34 0.50 0.20 R-49 or R-38 R-21 R-21 R-10 R-10 13% R-38 R-30 Int.' TB 2, Adv. R-49 or R-21 R-21 R-10 011 25% 0.32 0.50 0.20 R-38 R-38 R-10 R-30 Int.' TB 2, Adv. III R49 or R-21 R-21 R-10 Unlimited 0.30 0.50 0.20 R-38 R-38 R-10 R-30 Int.' TB 21 Adv. See WSEC table 6-1 for footnotes a�acn y s I-- w — w vva I — IL ❑ Does not apply. (SEE INSTRUCTIONS) Using Prescriptive Option 111. All glazing J and doors meet maximum U-factor. Alternate heating size method submitted. ❑ Option I or II, Glazing to floor area limit (WSEC 602.7.2) ❑ Area weighted window, skylight or door U-factor (WSEC 602.7.2) ❑ As part of the heating system sizing calculation (IRC M1401.3 & WSEC 503.2.2) Radiant slab: ❑ R-10 foam insulation, continuous with thermal break (WSEC 502.1.4.9) Chapter 9 Options Total of 1 Credit Reouired , Opt. Opt. Description 1a I High Efficiency HVAC Equipment 1 lb High Efficiency HVAC Equipment 2 1c High Efficiency HVAC Equipment 3 2 High Efficiency HVAC Distribution System 3a Efficient Building Envelope 1 3b Efficient Building Envelope 2 3c Super -Efficient Building Envelope 3 4a Air Leakage Control and Efficient Ventilation 4b Additional Air Leakage Control and Efficient Ventilation 5a Efficient Water Heating 5b Hi h Effieciency Water Heating 6 Small Dwelling Unit 7 Large Dwelling Unit 8 Renewable Electric Energy Total Credits run) US) ❑ JUL -12013 ❑ BUCITY OF EDMONDSNT ❑ El 1.5 El El _ `1200 kWh ❑ 1.50 WSEC Prescriptive Worksheet (2010 edition) Zone 1 ®rr.% ruy WSUEEPIO-010 Copyright 2010 TABLE 9-1 ENERGY CREDITS (DEBITS) OPTION DESCRIPTION CREDITS) la HIGH EFFICIENCY HVAC EQUIPMENT 1: Gas, propane or oil -fired furnace or boiler with minimum AFUE of 92%, 1 or Air -source heat pump with minimum HSPF of 8.5. lb HIGH EFFICIENCY HVAC EQUIPMENT 2: Closed -loop ground source heat pump; 2 with a minimum COP of 3.3. lc HIGH EFFICIENCY HVAC EQUIPMENT 3: DUCTLESS SPLIT SYSTEM HEAT PUMPS, ZONAL CONTROL: In home where the primary space heating system is zonal 1 electric heating, a ductless heat pump system shall be installed and provide heating to at least one zone of the housing unit. 2 HIGH EFFICIENCY HVAC DISTRIBUTION All heating and cooling system components installed inside the conditioned space. All combustion equipment shall be direct vent or sealed combustion. Locating system components in conditioned crawl spaces is 1 not permitted under this option. Electric resistance heat is not permitted under this option. Direct combustion heating equipment with AFUE less than 80% is not permitted under this option. 3a EFFICIENT BUILDING ENVELOPE 1: Prescriptive compliance is based on Table 6-1, Option III with the following modifications: Window U .= .28 floor R- 38, slab on grade R-10 full, below grade slab R-10 full. 0.5 or Component performance compliance: Reduce the Target UA from Table 5-1 by 5%, as determined using EQUATION 1. 3b EFFICIENT BUILDING ENVELOPE 2: Prescriptive compliance is based on Table 6-1, Option III with the following modifications: Window U .= .25 and wall R-21 plus R4 and R-38 floor, slab on grade R-10 full, below grade slab R-10 full, and R-21 plus R-5 below grade 1 basement walls. or Component performance compliance: Reduce the Target UA from Table 5.1 by 15%, as determined using EQUATION 1. 3C SUPER -EFFICIENT BUILDING ENVELOPE 3: WSEC Prescriptive Worksheet (2010 Edition) WSUEP10-010 Copyright 2010 Prescriptive compliance is based on Table 6- 1, Option III with the following modifications: Window U .= .22 and wall R-21 plus R-12 and R-38 floor, slab on grade R-10 full, below grade slab R-10 full and R-21 plus R-12 below grade basement walls and R-49 advanced ceiling and vault. 2 or Component performance compliance: Reduce the Target UA from Table 5.1 by 30%, as determined using EQUATION 1. 4a AIR LEAKAGE CONTROL AND EFFICIENT Envelope leakage reduced to SLA of 0.00020 building envelope tightness shall be considered acceptable when tested air leakage is less than specific leakage area of 0.00020 when tested with a blower door at a pressure difference of 50 PA. Testing shall occur after rough in and after installation of penetrations of the building envelope, including penetrations for utilities, plumbing, electrical, 0.5 ventilation, and combustion appliances. and All whole house ventilation requirements as determined by Section M1508 of the Washington State Residential Code shall be met with a heat recovery ventilation system in accordance with Section M1508.7 of that Code. 4b ADDITIONAL AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION: Envelope leakage reduced to SLA of 0.00015 building envelope tightness shall be considered acceptable when tested air leakage is less than specific leakage area of 0.00015 when tested with a blower door at a pressure difference of 50 PA. Testing shall occur after rough in and after installation of penetrations of the building envelope, 1 including penetrations for utilities, plumbing, electrical, ventilation, and combustion appliances. and All whole house ventilation requirements as determined by Section M1508 of the Washington State Residential Code shall be met with a heat recovery ventilation system in accordance with Section M1508.7 of that Code. 5a EFFICIENT WATER HEATING:' Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF of 0.62. or Electric Water Heater with a minimum EF of .93. 0.5 and for both cases All showerhead and kitchen sink faucets installed in the house shall meet be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less.2 5b HIGH EFFICIENCY WATER HEATING:' Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF of 0.82. or WSEC Prescriptive Worksheet (2010 Edition) WSUEP10-010 Copyright 2010 Solar water heating supplementing a minimum standard water heater. Solar water heating will provide a rated minimum 1.5 savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation (SRCC) Annual Performance of OG-300 Certified Solar Water Heating Systems. or Electric heat pump water heater with a minimum EF of 2.0. 6 SMALL DWELLING UNIT 1:1 Dwelling units less than 1500 square feet in floor area with less than 300 square feet of window .+ door area. Additions 1 to existing building that are less than 750 square feet of heated floor area. 7 LARGE DWELLING UNIT 1:' Dwelling units exceeding 5000 square feet of floor area shall _1 be assessed a deduction for purposes of complying with Section 901 of this Code. 8 RENEWABLE ELECTRIC ENERGY: For each 1200 kWh of electrical generation provided annually by on -site wind or solar equipment a 0.5 credit shall be allowed, up to 3 credits. Generation shall be calculated as follows: For solar electric systems, the design shall be demonstrated to meet this requirement using the National Renewable Energy Laboratory calculator PVWATTs. Documentation 0.5 noting solar access shall be included on the plans. For wind generation projects designs shall document annual power generation based on the following factors: The wind turbine power curve; average annual wind speed at the site; frequency distribution of the wind speed at the site and height of the tower. Footnotes: 1. Interior Duct Placement: Ducts included as Option 2 of Table 9-1 shall be placed wholly within the heated envelope of the housing unit. The placement shall be inspected and certified to receive the credits associated with this option. EXCEPTION: Ducts complying with this section may have up to 5% of the total linear feet of ducts located in the exterior cavities or buffer spaces of the dwelling. If this exception is used the ducts will be tested to the following standards: Post -construction test: Leakage to outdoors shall be less than or equal to 1 CFM per 100 ft2 of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. WSEC Prescriptive Worksheet (2010 Edition) WSUEP10-010 Copyright 2010 2. Plumbing Fixtures Flow Ratings. Low flow plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the following requirements: (a) Residential bathroom lavatory sink faucets: Maximum flow rate - 3.8 L/min (1.0 gal/min) when tested in accordance with ASME Al 12.18.1/CSA B125.1. (b) Residential kitchen faucets: Maximum flow rate - 6.6 L/min (1.75 gal/min) when tested in accordance with ASME Al12.18.1/CSA B125.1. (c) Residential showerheads: Maximum flow rate - 6.6 L/min (1.75 gal/min) when tested in accordance with ASME Al12.18.1/CSA B125.1 WSEC Prescriptive Worksheet (2010 Edition) WSUEP10-010 Copyright 2010 Glazing Schedule Project Information Contact Information Lambrecht Residence Scott Schrieber 9221 Olympic Avenue 206-550-8147 Conditioned Floor Area Sum of UA for Heating System Sizing 252.0 Sum of All Glazing Areas From Below 840 Glazing to Floor Area Ratio 602.7.2 Exception Ratio (not to exceed 1 %)� Exterior Doors Plan Component Door Percent Width Height Glazing Door Door ID Description Ref. U-factor Glazed Qt. Feet "'"' Feet "'"' Area Area UA One Exempt Swinging Door < 24 Square Feet Sum of Glazing Area, Door Area, and UA (do not include exempt door) Area Weighted U = UA/Area Sum of Area and UA for Heating system size only (include exempt door) Vertical Glazing (Windows, Glazed doors using Exception 602.6 #1) Plan Component Glazing 5- Mi.. ® 1 1 ■ MI_ ■ ___IM ■ __ ■ MI_ IN HINNININE ■ __ IN INNINION ■ �_ IN �ME! i MI� i IN �INE ■ IMMIGNMEEN INHINNINION WSEC Prescriptive Worksheet (2010 Edition) Width Height Qt. Feet inch Feet Inc' MM■M■ ■ME■■ MMEM■ MMEM■,I ■MEMO MMEM■ MINE■■ MINEM■ ■MEMO MMEM■ ■M■MIN ■MOM■ MMEME M■■EI■ ■M■IN■ MM■M■ M■■■■ M■■■■ MMIMI M■■■■ Sum of Area and UA Area Weighted U = UA/Area Glazing Area UA 1 840.01 252.001 840.01 252.00 0.30 WSUEEPIO-010 Copyright 2010 Overhead Glazing Plan Component Glazing Width Height Qt. Feet inch Feet inch Sum of Area and UA Area Weighted U = UA/Area Doube Glazed Garden Windows Section 602.7.2 Exception Plan Component Width Height ID Description Qt. Feet inch Feet inch Sum of Area Sum of Area X 3 (This total is automatically included in the glazing area total.) Glazing UA for Heating System Size Only = Area X 0.63 WSEC Prescriptive Worksheet (2010 Edition) Area UA WSUEEP10-010 Copyright 2010 Simple Heating System Size: Climate Zone 1 Project Information 9221 Olvmoic Avenue Indoor Design Temperature 70 Outdoor Design Temperature 24 Design Temperature Difference (AT) 4T = Indoor - Outdoor Design Temp 46 Conditioned Floor Area 1 3483 Conditioned Volume 29606 Glazing Copy Sum of UA from Glazing Schedule 252 Attic U-Factor X Area R-49 0.027 1729 R-38 Advanced 0.026 Single Rafter or Joist Vaulted Ceilings U-Factor X Area R-38 Vented 0.027 Above Grade Walls X Area U-Factor R-21 0.056 2943 Floors X Area U-Factor R-30 0.029 2049 Below Grade Walls X Area U-Factor 2' Depth Walls 0.042 3.5' Depth Walls 0.041 7' Depth Walls 0.037 Slab Below Grade X Length F-Factor 2' Depth 0.59 3.5' Depth 0.64 7' De th 0.57 Slab on Grade X Length F-Factor R-10 2' perimeter 0.54 R-10 Full - Heated 0.55 Sum of UA Envelope Heat Load Sum of UA X AT Air Leakage Heat Load ((Volume X 0.6) X AT) X .018)) Building Design Heat Load Air Leakage + Envelope Heat Loss Contact Information Scott Schrieber 206-550-8147 UA 46.7 UA UA 164.8 UA 59.4 UA = UA = UA 523 240541 Btu / Hour 14708 Btu / Hour 38762 Btu / Hour Building and Duct Heat Load 0 38762 Btu / Hour If ducts are located in unconditioned space: Sum of Building Heat Loss X 1.15 If ducts are located in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 150% 58143 Btu / Hour Building and Duct Heat Loss X 1.50 WSEC Prescriptive Worksheet (2010 Edition) WSUEEP10-010 Copyright 2010 L U & ASSOCIATES, INC. Gectecnn,sat Engineering Enq rwing Geoi4ly September 11. ?0 1 1 Mr. Scott Schrieher r61. Ualel- Sireet Edmonds, WA 98020 ]".)car Mr. Schrieber: Subject: Geotechnical hivestigation and Recoinniendations I.wImbr:cht Short Plat 9441 Olympic View, DrtVc Tdmonds, Washington L& A Joh No. l 1-061 INTRODUCTION Earn Sc!--nce At your request. we have completed a geotechnical investination for the proposed short plat, located at the above address in Edmonds, Washington. to addrt3�3 t�vv U1,-OWCt,nigai issues: I;) setback from. the steep slope in the southeast corner area of the plat site. and ?) feasibility of o.nsite-MOrm„'ater disposal. The general location of the plat site is shown can Plate I Vicinity Map, attached .hereto. Presented in this report. are our ti.ndin2:s, conclusion and reconunendations on these issues. PROJECT DESCRIPTION We understand that the proposed development for the site is to plat it into ovlco singic- family building lots slacked in a north -south orientation. with a new single-fainib, residence constructed on each of the lots. For our use in this investigation, you provided us with a topographic survey plan of the plat site. As shown on this plan. presented on 19213 Kenlake Place NE • Kenmore, Washington 98028 Phone (425) 483-9134 Fax (429) 486-2749 JUL -1 2013 BUILDING DEPARTMENT CITY OF EDMONDS CBS' COPY September H . 2011 Lamhrecht Short Plot L&A Job No. 1.1-061 Page. 2 Plate ?, an area with slope oi' 40% or niore is mapped at the southeast corner of the site. This steep slope barely extends into the subJec:t plat site. The sciba ck of proposed development from this steep sloped area needs to be determined. Onsite disposal of storm runoffcollected over impervious surtaces of the proposed del`elopmem is Planned. Feasibility of utilizing infiltration trenches, located in the lcnv°-lying area at the north end of the site. is to be evaluated. SCOPE To achieve the above purpose. vv-e propose at scope of services comprising pet ifitalfNI t1iL roliowing: 1. Review geologic. and soil conditions at and in. the vicinity of the subject property based on a published geologic map. ?. Explore subsurface. (.soil and groundwater) conditions in the arca of proposed infiltration trenches of the site ,.%,ith backhoe test pits to depths Avhere a snit stratum suitable lur stoimwater infiltration is encountered or to the maximum depth (about 10 feet) capable by- the backhoe used in test pit excavation, whichever occurs tim, 3. Conduct laboratory gradation tests. in accordance with ASTIvi D422. on two soil samples obtained from a targeted sail stratum in the test pits. The test results are to he used in determining the design infiltration raic of the target soil stratum for its accordance with USDA Texture Trianc;le, per Washington St.atc Dcpannicnt of Ewlogy 2005 Stormwater Design Manual of Western Wasltitt�tutt. 4. Prepare a written report to present. our findings, conclusions and geotechnical recommendations for the design of infiltration trenches. LIU & ASS®CIATES,.INC. September 11. 2011 Larnbrec.ht Short Plat L&.A Job No. 11-061 Page 3 SITE CONDITIONS Surface Condition The site is situated on the mid -slope ul' a wcsterly to nortl»,esterly declining; mod+critte tv steep hillside overlooking Browns Ray of Puget Sound. It is bounded bry Kairez Drive (a private egad) to the east, a joint -use paved driveway to the west, and adjoined by single- family residences to the north and south. Aceording .to the topographic map of the site provided to us, the terrain within the site generally slopes down gently westerly at about 5 to l8 percent grade. In the southeast corner area of the site; the ground slopes down northwesterly at 40 percent or more liom off the site to about 2 to 3 feet inside the site, then moderates to about 18 to 33 percent as it continues further into the site. In the north end area of the site, the ground. descends northward at about 15 to 29 percent grade. A house and a detached garage currently occupy the miral cast side of the site. We understand these existing structures are to be demolished to rnuke way for the, prapcxsed development of the site. The garage is accessed via a gravel -surfaced driveway entering the site at its southwest corner. The open area around the house,.and the garage is mostiv covered by lawn grass. Dotting throughout the site are mature, verf large and tall; evergreen and deciduous trees. Thick brush covers the ground along the north and cast • boundary areas of the site. LM & ASSOCIATES, INC. ' C, - September 11, 2011 Lambrectit Short Plat L&A Job No. I i -061 Page 4 Geologiic Setting The Geologic Mgp of the Edmonds East and Part of the Edmonds West Quadrangles. Washington,. by James P. Minard, published by U1. S. Geological Survey in 1983. % as. referenced for the geologic and soil conditions at the residence site. According to this publication, the surficial soil units at and -in the vicinity of the subject plat are mapped as a Transitional Beds (Qtb) soil unit underlain by an Olympia Crdvel (Qt�g) Soil Unit. The transitional beds soil unit is composed taf' glacial and non -glacial deposits consisting mostly of massive, thiick or thin beds and laminae of gray to.. dark -gray fi.nc-sturdy to clayey silt. The fine-grained transitional beds soils were deposited in laKes at Softie distance away from the ice front and in fluvial systems prior to the advance of the glacial ice. 'lire sediments were mostly deposited. during the transitional period near the close of pre -Fraser interglacial (Olympia Interglaciation) time and into early Fraser glacial tune. The transitional beds deposits generally arc vcn-stiff to hard and of extremely low permeability in : its naturals undisturbed state. This soil unit, however, was not encountered in the test pits excavated on the site The Olympic gravel soil unit is composed of stratified sand and gravel with very minor amount of silt and clay, deposited during the Olympian ititerglaciation_ Due to their generally granular composition, the deposits of this soil unit are or moderately hip-h • permeability and .drains well. The deposits had been glacially overridden and are generally dense to very -dense in their natural, undisturbed state, except the top few feet of soils which are normallyweathered to a loose to medium -dense state. The underlying LIU & ASSOCIATES, INC. Septemher 1 1. 2011 Lambrecht Short Plat I,&A Job No. 11-061 Page 5 fresh Olympic gravel deposits in their native undisturbed state can provide good foundation support with little settlement expected for light to moderately heavy ArLictures. Soil Condition Subsurface conditions in the area at the north end of the site were explored with two test pits. These test pits were excavated on August 29, 2011. with a rubber -tired backhoc to depths of 8.0 and 7.5 feet. The approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location. Plan: The test pits wcrc located with cithcr a tape measure or by visual reference to existing topographic features in the held and on the topographic survey map, and their locations should . be considered only accunite to the measuring method used. A geotechnical engineer: from our office was present during subsurface exploration. whet examined the sail and geologic conditions encountered and completed lags of lest pits. Soil samples obtained from each soil layer in the test pits were visually classified in general accordance with United Soil Classification System, a copy of which is presented on Plate .3. Detailed descriptions of ;soils encountered during site exploration arc' presented in test: pit logs on Plate 4. Both test pitsencountered a `layer of loose organic topsoil from 12 to 18 iachc,s.thick, • Underlying the topsoil is a layer of weathered soil of loose to medium -dense, slightly silty, fine sand, with a trace of fine gravel and some roots, about 2.0 to '2.8 feet thick. The weathered soil is underlain to the depths explored by a dark-brcmm but clean deposit of LIU & ASSOCIATES, Il'dC. September] 1. 2011 Lambrecht Short Plat L&A Job No. It -061 Pace 6 dense, medium to coarse sand, with a trace oil' dine gravel. This deposit is interpreted as the Olympic gravel soil unit. Groundwater Condition Groundwater was not encountered by either test pits excavated on the site. The topsoil, Nveathered soil and the underlying Olympic gravel deposit are all of moderately high permeability and would allow stormwater to seep through easily. Water infiltrating into the ground would perch on the surface of a to-w-permeability tine -grained deposit at such depth that it :should have minimal or no impact can the functioning of the proposed .infiltration trenches. DISCUSSION AND RECOMMENDATIQNS ONSITE STORMWAITER DISPOSAL General Based on the soil condition encountered by the test pits excavated on the plat site, itis our opinion that the fresh Olympic gravel deposit of clean medium to coarse sand soil under the north end of the site at sballovt- depth should be able w support the proposed infiltration trenches for disposing stormwater onsite. Construction of the infiltration trenches should be monitored by a geotechnical engineer. Particle Size Distribution Tests Two soil samples, obtained from Test Pit i at 5.0 feet (referred` to as Soil Sample 1) and Test Pit: 2 at: 4.5 feet (referred to as Soil Sample 2) below grade, were 'selected for .Particle LW & ASSOCIATES? INC. September 11. 20 11 I.antbrecht Short Plat L&A Job No. l 1-061 Page 7 Size Distribution. tests in laboratory to determine the infiltration rate of the targeted Olympic gavel deposit. The reports of these tests are presented on Plates A-1 and A-2 :in the attached APPENllIX. As shown on the Particle Size Distribution test reports, bath soil samples were composed of gra ,ctly .fine to coarse sand, with a clay content of 4.9% and gravel/sand content of 91.0% for Soil Sample 1, and clay content of 3..0% and gravellsand content of 90.3% for Soil Sample '. According to the USDA Texture Triangle (from U.S. Department of Agriculture) chart, shown can Plate A-3. in the attached Appendix, both sail samples can be classified as "sand". . Design infiltration Ratefor Infldtration Wrenches The Stormwater Management Manual for Wotem Washington; 2005 Edition, published by Washington State Department of Ecologv, is used to estimate the design infiltration rate of the target soil for infiltration trenches to.be constructed at the north end of the plate site. According to the table of Recommended Infiltration Rates Based on USDA Soil Textural Classification shm Nm' on Plate A-3, the short-term infiltration rate is estimated to be 8 iph (inches per hour) and the long-term infiltration. rate Z iph for both soil samples classified as "Sand". • As shown on the Particle Size Distribution . test reports, the D;u . size (the size of 100.?0 passing) is 0.0824 inch for Soil Sample l and'0.0786 inch for Soil Sample 2. According to the table of Alternative Recommended Infiltration Rates .Based On ASTM Gradation LILT & ASSOCIATES, INC. September 1 1.2011 Lainbrecltt Short Plat L&A Job No. 11-061 :page 9 Testing _presented on Plate A-4, the estimated long-term infiltration rate is 1.58 iph for Soil Sample I and 1.49 iph for Soil Sample 2. Based on the above, we recommend a design infiltration rate of 1.5 iph be used for the design ofthe infiltration trenches to be constructed in the north end area of the site. Infiltration Trench Construction The trenches should be cut at least 6 inches into the underlying- clean sand of Olympic gravel deposit. To reach this, target. soil layer the infiltration. trenches would. have to be excavated at least 4.5 feet deep.:. The sail unit at bottom of infiltration trenches should be verified by a geotechnical engineer; The infiltration trenches should be set back at least 5 feet l:rom property ,lines. at least 8 feet from nearby. building foundations: and at least 20 feet from the top of the steep slope of 40% or more. The soil unit and trench cut bank: stability should be verified by a geotechnical engineer during excavation. The schematic presentation of an infiltration trench with a single dispersion pipe is shown on Plate 5. The infiltration trench should be at lest 24 inches wide. l'h.e schematic presentation of an infiltration, trench with multiple dispersion pipes is shown on Plate 6. • Multiple dispersion pipes, if used in an infiltration trench, should be placed at least 2 feet off the trench walls and spaced at no closer than 4 feet on centers. LIU & ASSOCIATES, INC. September 11. 21011 Lambrecht Short Plat I_&A Job No. 1 1-061 Page 9 The side walls of the trenches should be lined with a lay-cr of non -woven titter fabric, such as MMUT 140NS. The trenches are then tilled with clean washed 3,14 to 1-L2 inch gravel or crushed rock to within about 1.0 inches of the finish grade. The dispersion pipes should be constructed of 4-inch rigid PVC pipes and. laid level in the gravel or crushed rock filled trenches at about 16 inches below the. top of trenches. 'lhc. top of the gravel or crushed rock fill should also be covered Nxith the filter fabric liner. The remaining; trenches should then be backfilled with compacted onsite clean soils. Stormy;°titer captured over, paved drivewaysshould be routed into a catch basin equipped with an oil - water separator before being released into the infiltration trenches. SETBACK FROM STEEP SLOPE. According to the topographic; map provided to us, a steep slope is mapped at and to the east of the southeast corner area of the site. This steep slope descends northwcstcrlti at grades of 40% or more from off the site to within about 2 to 3 feet inside the east boundary of the site. then decreases to about 18% to. 33% as it continues further into the site. According to the above-rcferenced geologic map and the soils encountered by the test pits excavated on the site, the site is underlain at shallots depth by dense sand deposit ofthe.Qlympic ,gravel soil unit. This deposit is of moderate to high shear -strength and is quite stable. It is also of moderately high permeability and would allow storm runotT to seep :into: the ground easily. 1"herefore, geologic hazards, such as erosion, landslide and seismic damage should be minimal within the site. It is our opinion that the proposed development for the site may be set back at a horizontal distance of no less. than 10 feet from the toe of 40% or more slope in the area of the southeast corner of the site. LIU & ASSOCIATES, INC. September 11, 2011 Larnbrecht Short Plat .L&A Job No. 11.-061 Page .10 LIMITATIONS This report has been prepared for the specific application to this project for'the exclusive use by Mr. Schrieber and his associates, representative, consultants and contractors. We recommend that this report, in its entirety, be included in the project contract document; for the information of the prospective contractors fbr their estimating and bidding purposes and:'f6r compliance Frith the recommendations in this report during construction. The conclusions and interpretations in this report, However, should not be construed as a warranty of the subsurface conditions. The scope of this study does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods. techniques, sequences or procedures, except as specifically described in this report for design considerations. Our recommendations and conclusions are based on the geologic acid soil conditions encountered in the test pits, and. our experience and engineering judgment. The conclusions and recommendations are professional opinions derived in a mariner consistent with the level of care and skill ordinarily exercised by other members. of the profession currently practicing, under similar conditions in this area. No warranty, expressed or implied, is made. The actual subsurface conditions of the site may vary from those encountered by the test pits. The nature and extent of such variations may not become evident until construction starts. If variations appear then, we should be retained to re-evaluate the LIU & ASSOCIATES, INC. September 11. 2011 Lambrecht Short Plat L&A Job No. 11-061 Page l l recommendations of this report, and to verify or modify them in writing prior to proceeding further with the construction of the proposed development. CLOSURE, We are pleased to be of service to you on this project, Please Ieel free to contact us if you have any questions regarding this .report or need further consultation. P fl Six Plates and AP a, attached Yours very truly, LIU 'iSOCIATF_.S, TNC. f. . J. S. (Julian) Liu. Ph.D.. P.E. Consulting Geotechnicai Engineer LIU & ASSOCIATES, INC. E PROJECT °I 5W ' SITE f ,p �-(� •�� S• (� _3( a �p�t i :-1 �. � zY •t: PKLit IFTTH -Ci 54P- ..�i1-4 5T_ SW t 163TH ��1UY '•T ru idA? •?Si � B'a! E ?> } Ix?;a Si < Iso,-�i, _ P,p 5T r,• '�s+ s'✓ ?s,n_STif its � 3t $ 3 c� . • 3d 6 � s"RZ 1924 i T_, .w y 1_ •- tn� 1, 4.4� sty i _. �:, - - fz9 -a' �•� t - (� � ; 9 � ST a 3 w F f��-" PUG DR - MELODY 3'4 { +� Ems., Htetm {v ` v ti(L}►m -- , rn "" � "'�y 4,�j FI.Yi'SifiXTNA sPds �' ST w.L21l�.R' YliTh s .R.ta.ta i. xEP.4 c i j)F3 ST ,,: Gr'•X�,,.� .:. 8R4CKr'TTS.. i+w cos. ,,, tvxv'K1 :51ER"aafasx ~ ..: L+lA'11i1ii ! s•. ".—.._TI 1— -Yl y.. q Hf� �f in {-g GLEN + STIN st c} slc,s�h�� sT ' IAIE , 'qt f hY $VRAWE 1 ♦� 3A •� �� t - ! , s f9D4fEti LIU & ASSOCIATES, INC. GeatechnkWEftoinmMng - Engineering Ceokw '. Eaft Wefm m LIU & ASSOCIATES, INC. GWeOrilcW EngtweM - Emjk*wi% Geofty - Eaft Sder" SITE AND EXPLORATION LOCATION PLAN LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW bVELL-6RADE0 GRAVEL, FINE TO COARSE GRAVEL COARSE- MORE THAN OF • GRAVEL GP POORLY -GRADED GRAVEL GRAVEL WITH. GM SILTY ZRAVEi GRAINED COARSE FRACTION . SOILS RETAINED ON NO 4 SIEVE FINES GC CLAYEY GRAVEL. SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND. MORE THAN 50% MORE THAN 50' OF SAND SIP POORLY -GRADED SAPID SAND WITH SM SILTY SAND RETAINED ON THE COARSE FRACTION NO. 200 SIEVE PASSING NO, 4 SIEVE FINES SC CLAYEY SANG FINE- SILT AND CLAY INORGANIC. ML SILT CL CLAY GRAINED LIQUID LIMIT ORGANIC OL ORGANIC SILT: ORGANIC CLAY SOILS. LESS THAN 50% MORE THAN 50% SILTY AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY PASSING ON THE LIQUID LIMIT .ORGANIC OH ORGANIC SILT. ORGANIC SILT NO. ZOFi.SiEVE 5096 OR MORE HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS NOTES: SOIL MOISTURE MODIFIERS: 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY ABSENCE OF MOISTURE, DUSTY; DRY TO OF SOIL IN GENERAL A:^,C,ORDANCE.WiTH ASTM 02488.83.. THE TOUCH 2. SOIL CLASSIFICATION USING LA80RATORY TESTS IS BASED SLIGHTLY MOIST -TRACE MOISTURE. NOT DUSTY ON ASTM D2487-83. MOIST - DAMP. BUT NO VISIBLE WATER 3, DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY NIOwt.- VERY DAMP, MOISTURE FELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW -COUNT DATA. VISUAL WET - VISIBLE FREE WATER OR SATURATED, APPEARANCE OF SOILS, ANWOR TEST DATA: USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE LIU & ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM G"echnical Ergln uft Eagan" GeMW ' Earth Srder4e , PLATE 3 Logged By: JSL TEST PIT NO. Date: 8/29/2011 1 Ground El. ± Depth ft. USCS CLASS. Soil. DekA tion Sample No- W % Other Test OL Dark -brown, loose, organic, silty fuse SAND, with fine ruts, dry TiUQI9_—______________________ _ __ SP Brown, loose to medium -dense; slightly silty, fine SAND, trace 2 gravel, with roots, dry 3 a---- ---------------------------- -------- SW Dark -brown, dense, clean. medium to coarse SAND, trace fine 3 gravel, moist 8 7 8 9 Test pit terminated at 8.0 ft, groundwater not encountered. 10 TEST PIT NO. 2 Logged By: JSL Date, 8/2912011 Ground El. t Depth ft. USCS CLASS, Soil Description Sample No. w % Other Test OL Dark -brown, loose. organic, silty fine SAND, withroots, dry i (TOPSOIL) Y---- ---------------------------------- SP Brown. loose to medium -dense, slightly silty, fine SAND, trace 3 gravel, with roots, dry 4 — ..— — — — — — — — — — — — _— —..............— --.r— SW Dark -brown, dense, dean. medium to curse SAND. trace fine 6 gravel, moist 6 7 8 9 Test pit terminated at 7.5 ft, groundwater not encountered. 10 LIU & ASSOCIATES, INC. Geotechnical Engineeriog - Eegii-e8fing CAWOOy • £aft Science TEST PIT LOGS LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE EDMOND, WASHINGTON 11-081 1 DATE 9/512011 . I PLATE 4 AM 7Z* LL Ai L.L L 1191 tit �� `dI� � .� 2 10 NFILTRATION TRENCH - SINGLE DISPERSION PIPE LIU & ASSOCIATES, INC. LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE. Gwtachnftl Engvveft - Engineering GoolM - Wh Sdef= EDMONDS, WASHINGTON J 8 NO. 11-061 DATE -alQi 1 1 . PLATE' 5 1 7z C6 LL 0. 0 3 o � X z %3 q� I� 7Z Al 7- -4 -Z > Till-N* LIU & ASSOCIATES., INC. &otechnioal Engkm,-, - 94meedm Cw"y - rmaft scis INFILTRATION TRENCH- MULTIPLE DIS"PI LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON PIPES I APPENDIX Particle Sure Gradation Test Report. Lambrecht Short Plat 9441 Olympic View brive Edmonds, Washington L&A Job No. 11-061 LIU & ASSOCIA►TES, INC. ASTIR C117/136 Particle Size Distribution Report. z Y 80 3 7060 i 40 30 _ ',,'jl, _ .� a i 7 0 S10 t0U 40 t 0.i 0.0t 0.001 % COBBLES 0-0 SIEVE � MCEtif FMFR St'EG.� PERCEW PASS? (X=NO) V4 in. ! .I WO 5l8 in, 98.5 I/2 in. 98S 375 in. 98.5 ##4 98.5 810 97.9 #i40 52.9 #200 9.0 0,0326 mm 6.9 0.0208 tam. 5.9 0.0120 mm. 5.9 0.0085 mm. 4.9 OA061 mm. 4.9 . 0.0030 mm. 4.9 0,0012 mm. 3.0 Silt - mm 4 SAND !_ � FINES _ IURA FINE 4 SILT CLAY 0-�— 43.9 . 4.1 4.9 Stan DITn ., .. p0mly waded am with Silt pt m bem Littits PL= LL= P1-- _Coefficietlt8 0$5= 1.2..6 060= 0.334 050= 0398 D30= 0.204 D15= 0.113. Di0= 0.0824 C�= 6.48 Ce 0.95 Ciasa�iiton USCS= SP-SM AASHTO= A-3 F.M.=0.03 - (- qm Gir-dk- piuYwcm Sample No.: 9909 Source of Sample: Lembrecht Short Piet i#11. MO Location: Clieft Ltd BtAssociates_... Pmject: 2011 Lebo mtmy'resting . At C"V� No: 0911-28 imm Date: 9-9-2011 EtevJDepth: 5.0` r� PLATE ASTM C1 17/136 Particle Size Distribution Report 80 4-7- 70 cc LL;Lr, ULI w z 50-1 LU 40 L 20 10 5w 10o lu .0.01 GRAIN SIZE - mm % GRAVEL .%Smo % FIXES OBLES .A Cc 6FIi.--T FINE----FCRS..l MEDIUM FINE 0.5 0-7 2.2. 55-0. 1 32,4 3! P 0.0 stm SIZE PERCENT FINER SPEC,' PERCM PASS?. (Xmm) 112 in. 100.0 375 in. 99.6 04 99.3 410 97.1 040 42.1 #200 .9.7 0.0324 mm. 7.8 0.0206 Wwn- 6.9. 0.0120 mm. 5.9 0.0085 mm. 4.9 0.0061 mm. 3.9 0.0030 mm' 3.9 0.0012,MM. 1.0 SW Description WcU-gmdod rind with silt t.ltrttts PL' W: PI= Dw 1.45 GfftcI0Y118 Dw 0-733 060= 0-546 D30= 0273 D16= 0.127 D10= 0.0796 Cu= 9-a2 Cc= 1.30 C USCS= SW-sm AASHTO= A-1-b FAC=0.01 Sample No.: 99V Saume of SanWic tzmkocht Short Plat #11-060 Date, 9-9-201 L Location., ElevMepth. 4,5' Client: Lui & Amxiato Projed: 2011 LaboratmyTcaing .41 %cum �ff. low-" &6�= ' Itobeft A&mn KV*QAAK%Uv^MwJwrOm 0911-28 PLA-re A-Z -^ USDA SoH Textural Triangle ; Table - Recommended Infiltration Rates based'on USDA Soll Textural Classification. •Soon -Term Correction Estimated l.e>tg Tcrm Soll Tertural Ctassi%eation Infiltration Factor, CF (Design) Inl'dtration hate Rate injhr [nJilr Clean sandy gravcis and 20 2 10 gravelly sands (iX., 90°fo of the total soil sample is retained in the # 10 sieve). Sand 8 4 2. Loamy Sand 2 4 M Sandy Loam 1 4 0.25 Loam 0.5 4 0.13 *From WEHASU-14 1998. Correction factors higher than those provided in Table 3.7 should be considered for situations Where long-term maintenance will be difficult to implement, where little or no pretreatmentis anticipated, or where site . conditions are highly variable or uncertain. These situations require the use of best professional judgment by the site engineer and the approval of the local jurisdiction. An Operation and Maintenance plan and a financial bonding plan may be required by the local jurisdiction. 2. ASTM Gradation Testinp, at Full Scale Infiltration Facilities 4s an alternative to Table 3.7, recent studies by Massmann and Butchart (2000) were used to develop the correlation provided in Table 3.8. These studies compare infiltration measurements. from full-scale infiltration facilities to soil gradation data developed using the ASTM procedure (ASTM D4.22). The primary source of the data used by Massmann and Butchart was from Wiltsie (1998), who included limited infiltration studies only on Thurston County sites. however, Massmann and Butchart also included limited data from King and Clark County sites in their analysis. This table provides recommended long-term infiltration rates that have been correlated to soil gradation parameters using the ASI'M soil gradation procedure. 'Fable 3.8 can be used to estimate long-term design infiltration rites directly from soil gradation data, subject to the approval of the local ,jurisdiction. As is.true of Table 3.7, the long-term rates provided in Table 3.8 represent average. conditions regarding site variability, the degree of long-term maintenance and pretreatment for TSS control. Ilse long-term infiltration rates in Table 3.8 may need to be decreased if the site is highly variable, or ifmaintenanec and influent characteristics are not well controlled: The data that forms the basis for Table 3.8 was from sails that would be classified as sands or sandy gravels. No data was available for finer soils at the tithe the table was developed. Therefore, 'fable 3.8 should not be used for soils with a dia sirs (101/o passing the size fisted) less than 0.05 mm (t1:S. Standard Sieve). Atterrnative Recommended Infiltration Rates based on ASTM Gradation Testing. Die S#ze from ASTM D422 Soft Gradation Test (mm) Estimated Long -Term (Design) httttration Rate (in.lhr) a 0.4 9 0.3. G.5= 0.2 3.5' 0.1 2.0: « 0.05 0.8 Not tecctttrtta M fur treaGnmK • W r to SSCA aad SSC4 far ueWnwt woMuWity atte& Febnaary 2005 Volume !ll = NydroJo9ie Analyskand Flow Control BMPs — . -- P L-t Tr- A'4 f T v CITY COPY RECHT / GOERTZ RESIDENCE OLYMPIC AVENUE NDS, WASHINGTON 98026 �T� v r..^r-�r�r-�■ Swim R A O O v. 3 h Z 1110 c; ° =,gao =moo LA I RECHT / GOERTZ RESIDENCE DANIEL G. WELLER D a o�� 922 OLYMPIC AVENUE BUILDING DESIGNER "... ED DS, WASHINGTON 98028 n>q 17 a ENUE NE Ni E wl °a 98i7S SY�AS8S ]3 • zap ION SNO9ELME. (za) w-neZ k �i8� • 8Rk " F� � �� 8p`S4 � :"^o" � ag k L7gY /\ - — - - 3 ��F� RF :CR.gp .� � • ��p �bd� I O � B�E � FA "� �� Lb � ,� I \ \ ax.xA� � P�cR�S i; C � �� sa° $ � � a„� 4e � "� i Z � I ��vi' �• 1 R �� = A$f'oE .S F kg� �$'� � .;•� 6i8 S i (O7�� ?-� � • CD sY• CaLRi Ai9 ,t,.._ i q D p i. Rnso n NIT k" • $RkI C gSga� F ,p gg a8i8g Sk S; CD i, RL 98 a q� I ¢3 'o v" �i—lVj ". � sA F t- �---- E p�t; v O I ' 1 ---��P A�I ..I�.I•e el 1 1 I k �n2 I - �`•'' �- -- - tit, nulmu,1 I 1 I rl 1 E -70 till. . ;? dC _ ell" g � o ' r m / d D ''Q^ ;9 ..�..._ 92 ... . ___... -- -- -- 6NYM lC AVENUE DANIEL G. WELLER �� F oa c EDIVONDS, W ASHINGTON 98028 BUILDING DESIGNER nna Isnl AVENUE NE SUIT laz gqQ� =n 910RElJNE. wA 98155 r It BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Roof Framing 1 l3� Date: 5/21 /14 Selection 6x 8 HF #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.7 in2 R2= 3.7 in2 (1.5) DL Defl= 0.08 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 8.0 ft Reaction 1 LL 912 # Reaction 2 LL 912 # Beam Wt per ft 10.02 # Reaction 1 TL 1500 # Reaction 2 TL 1500 # Bm Wt Included 80 # Maximum V 1500 # Max Moment 3000'# Max V (Reduced) 1266 # TL Max Defl L / 240 TL Actual Defl L / 585 LL Max Defl L / 360 LL Actual Defl L / >1000 Section W Shear in2 TL Defl in LL Defl 51.56 41.25 0.16 0.08 36.93 13.56 0.40 0.27 OK OK OK OK 72% 33% 41% 31% Fb (psi) Fv (psi) L (psi x mll) Fc! Reference Values 975 140 1.3 405 Adjusted Values 975 140 1.3 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.0C CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 228 Uniform TL: 365 = A Uniform Load A 0 RI = 1500 R2 = 1500 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. V J64 02 9014 BUID,NG D6PARTIA12;tl , BeamChek v20i0 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Roof Framing la 61' Date: 5/21 /14 Selection 3-1/8x 16-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 5.0 in2 R2= 5.0 in2 (1.5) DL Defl= 0.31 in Recom Camber= 0.46 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 19.5 ft Reaction 1 LL 1950 # Reaction 2 LL 1950 # Beam Wt per ft 12.53 # Reaction 1 TL 3242 # Reaction 2 TL 3242 # Bm Wt Included 244 # Maximum V 3242 # Max Moment 15806'# Max V (Reduced) 2785 # TL Max Defl L / 240 TL Actual Defl L / 380 LL Max Defl L / 360 LL Actual Defl L / 758 Section in3 Shear in2 TL Defl in LL Defl 141.80 51.56 0.62 0.31 79.03 17.41 0.98 0.65 OK OK OK OK 56% 34% 63% 47% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 200 Uniform TL: 320 = A Uniform Load A R1 = 3242 R2 = 3242 SPAN = 19.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Roof Framing lb 6--, Date: 5/21 /14 Selection 3.1/8x 16-1/2 GLB 24F-V8 DF/DF Lu = 0.0 Ft Lu Ca -)OH = 0.0 Ft Conditions NDS 2005, Overhang Min Bearing Area R1= 3.1 in R2= 5.0 in (1.5) DL Defl= 0.05 in. Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 13.0 ft Reaction 1 LL 1231 # Reaction 2 LL 1969 #. Beam Wt per ft 12.53 # Reaction 1 TL 2046 # Reaction 2 TL 3274 # Bm Wt Included 200 # Maximum V 2277 # Overhang Length 3.0 ft Max Moment 6293 W Max V (Reduced) 1819 # Total Beam Length 16.0 ft TL Max Defl L 1240 TL Actual Defl L / >1000 OH TL Actual Defl L / 896 LL Max Defl L / 360 LL Actual Defl L / >1000 OH LL Actual Defl L / < -1000 Section in3 Shear in2 TL Defl in LL Defl OH TL Defl OH LL Defl 141.80 51.56 0.11 0.05 -0.08 -0.04 31.46 11.37 0.65 0.43 0.30 0.20 OK OK OK OK OK OK 22% 22% 16% 12% 27% 20% ro (psi) r-v (psi) t (psi x mn) rc L Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability' 1.0000 Rb = 0.00 Le = 0.00 Ft Cl Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform TL: 320 = A (Uniform Ld on Back Par Unif LL Par Unif TL Start End 200 K = 320 (OH) 0 3.0 I Uniform Load A I K j R1 = 2046 R2 = 3274 BACKSPAN = 13 FT OH = 3 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. r' 1 BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 2p 1-540 Lambrecht Residence Roof Framing 1 c Date: 5/21 /14 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Loads min bearing Area Hi= z.0 m- mz= z.0 in, (1.0) uu uen= u.zi in rtecom Uamoer= u.41 in Beam Span 16.5 ft Reaction 1 LL 1081 # Reaction 2 LL 1081 # Beam Wt per ft 9.11 # Reaction 1 TL 1808 # Reaction 2 TL . 1808 # Bm Wt Included 150 # Maximum V 1808 # Max Moment 7457'# Max V (Reduced) 1589 # TL Max DO L / 240 TL Actual Defl L / 366 LL Max Defl L / 360 LL Actual Defl L / 735 Section in3 Shear in2 TL Defl in LL Defl 75.00 37.50 0.54 0.27 37.28 9.93 0.83 0.55 OK OK OK OK 50% 26% 66% 49% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A 'Cm Wet Use 1.00' 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL:131 Uniform TL: 210 = A Uniform Load A 0 R1 = 1808 R2 = 1808 SPAN = 16.5 FT Uniform and partial uniform loads are Ibs per lineal ft. f 't BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Roof Framing 1 d 0�- Date: 5/21 /14 Selection 3-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.9 inz R2= 2.9 inz (1.5) DL Defl= 0.20 in Recom Camber= 0.30 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 13.0 ft Reaction 1 LL 1138 # Reaction 2 LL 1138 # Beam Wt per ft 7.97 # Reaction 1 TL 1872 # Reaction 2 TL 1872 # Bm Wt Included 104 # Maximum V 1872 # Max Moment 6083'# Max V (Reduced) 1620 # TL Max Defl L / 240 TL Actual Defl L / 383 LL Max Defl L / 360 LL Actual Defl L / 754 Section (Ln3j Shear W TL Defl in LL DO 57.42 32.81 0.41 - 0.21 30.42 10.12 0.65 0.43 OK OK OK OK 53% 31 % 63% 48% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL:175 Uniform TL: 280'=A Uniform Load A 0 R1 = 1872 R2 = 1872 SPAN = 13 FT Uniform and partial uniform loads are Ibs per lineal ft. L" l BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Roof Framing le 01-1' Date: 5/21 /14 Selection 3-1/8x 24 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adiustments Loads min bearing Area mi= a.i in, mz= tt.1 in, f1.51 uu uen= u.jz in mecom Lamoer= u.4ts in Beam Span 24.5 ft Reaction 1 LL 3136 # Reaction 2 LL 3136 # Beam Wt per ft 18.23 # Reaction 1 TL 5246 # Reaction 2 TL 5246 # Bm Wt Included 447 # Maximum V 5246 # Max Moment 32130'# Max V (Reduced) 4389 # TL Max Defl L / 240 TL Actual Defl L / 458 LL Max DO L / 360 LL Actual Deft L / 919 Section (in3) Shear (in 2) TL Defl (in) LL Defl 300.00 75.00 0.64 0.32 166.42 27.43 1.23 0.82 OK OK OK OK 55% 37% 52% 39% Fb(psi) Fv(psi) E(psi x mil Fc—(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2317 240 1.8 650 Cv Volume 0.965 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 256 Uniform TL: 410 = A Uniform Load A 0 R1 = 5246 R2 = 5246 SPAN = 24.5 FT Uniform and partial uniform loads are Ibs per lineal ft. r 7 BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Roof Framing if Date: 5/21 /14 Selection 4x 12 HF #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 6.5 in2 R2= 6.5 inz (1.5) DL Defl= 0.01 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 4.0 ft Reaction 1 LL 1640 # Reaction 2 LL 1640 # Beam Wt per ft 9.57 # Reaction 1 TL 2642 # Reaction 2 TL 2642 # Bm Wt Included 38 # Maximum V 2642 # Max Moment 5265 W Max V (Reduced) 2633 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in3) Shear (inz) TL Defl (in) LL Defl 73.83 39.38 0.02 0.01 58.91 26.33 0.20 0.13 OK OK OK OK 80% 67% 11 % 9% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 975 150 1.5 405 Adjusted Values 1073 150 1.5 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance 7771 3279 B = 5246 2.0 Pt loads: 0 R1 = 2642 R2 = 2642 SPAN = 4 FT Uniform and partial uniform loads are Ibs per lineal ft. t' S BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Roof Framing • 1 g Date: 5/21 /14 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 6.6 in2 R2= 6.6 in2 (1.5) DL Defl= 0.09 in Recom Camber= 0.14 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 8.0 ft Reaction 1 LL 2640 # Reaction 2 LL 2640 # Beam Wt per ft 9.11 # Reaction 1 TL 4259 # Reaction 2 TL 4259 # Bm Wt Included 73 # Maximum V 4259 # Max Moment 13765# Max V (Reduced) 3850 # TL Max Defl L / 240 TL Actual Defl L / 490 LL Max DO L / 360 LL Actual Defl L / 938 Section (in3) Shear (in2) TL Defl (in) LL Defl 75.00 37.50 0.20 0.10 68.82 24.06 0.40 0.27 OK OK OK OK 92% 64% 49% 38% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 250 Uniform TL: 400 = A Point LL Point TL Distance 3279 B = 5246 4.0 Uniform Load A Pt loads: R1 = 4259 R2 = 4259 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. r -S BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Roof Framing 1 h VL,- Date: 5/21 /14 Selection 3-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adiustments IVIm tseanng Area Fit= /.0 In` HZ= 6.1 in, (1.0) uL uerl= u.;j3 In hecom liamUer= u.ou In Beam Span 21.0 ft - Reaction 1 LL 3088 # Reaction 2 LL 2366 # Beam Wt per ft 14.81 # Reaction 1 TL 5094 # Reaction 2 TL 3936 # Bm Wt Included 3114 Maximum V 5094 # Max Moment 23874'# Max V (Reduced) 4566 # TL Max Defl L / 240 TL Actual Defl L / 375 LL Max DO L / 360 LL Actual Defl L / 743 Section (W) Shear (W) TL DO (in) LL Defl 198.05 60.94 0.67 0.34 119.37 28.54 1.05 0.70 OK OK OK OK 60% 47% 64% 48% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL:194 Uniform TL: 310 = A Point LL Point TL Distance 1380 B = 2209 5.0 Uniform Load A Pt loads: R1 = 5094 R2 = 3936 SPAN = 21 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Roof Framing 1 i Date: 5/21 /14 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conddions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adiustments min tseanng Area mi= j.i in- mz= s.i in- t71.51 uu uen= u.uj in mecom uamoer= u.ua in Beam Span 5.0 ft Reaction 1 LL 1183 # Reaction 2 LL 1183 # Beam Wt per ft 6.83 # Reaction 1 TL 1985 # Reaction 2 TL 1985 # Bm Wt Included 34 # Maximum V 1985 # Max Moment 4941 '# Max V (Reduced) 1980 # TL Max Defl L / 240 TL Actual Defl L / 968 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (W) Shear (W) TL Defl (in) LL DO 42.19 28.13 0.06 0.03 24.71 12.37 0.25 0.17 OK OK OK OK 59% 44% 25% 19% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance 2366 B = 3936 2.5 Pt loads: 0 RI = 1985 R2 = 1985 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. W'F 0 R T E° `e"a" 1 Pea(5) n 7/s` T.u)uo@ tier 0c Overall Length: 15' 7" a o ell locotias ae n emued fiemthe aisdefaae of left sl spat (er le t G"IeAr ad} Ad, its arae harizQtal. DeskinF&SWft :Acb"011.=Ai r Atloeed Rest OF LOW* CMTUWWUM(FMErn) MMba- F3adicn Qbs) 533 021/2' 1041(L24) Rimed (5r/) 1.00 LO D+ LO L (A Spas) Shaar (Its) 520 031/z' L%0 Ri59ed W1q) LOO LO D+ LO L (PII Spas) M7rst (Ftabs) 1994 @7 91/2' 3160 PaRged 6wc) 1.00 1.0 D+ LO L (Al Spas) Lhe load DA (in) 0.217 07 9 VT a379 Pbmad (I.IM — LO D+ LO L (M Spas) Trial Lmdd�CIA (in) 0.2EQ 07 91/2' O.75B Bed (L/646) r — L+ O DLO L (PII Spas) l7-RDT-PaUng 46 1 40 Famed I — — • Oaledima bffkc LL(1./41213)ad-rL(L/240). Badng (Lu): Ail mrrpan edges (tip ad 6cfb:x , mist be bao3d a:3 5 LW16' cyc uiessdialed ott>av iSe Roperattadrret and poatlarirg of Lteral b adrg is respired to ad dee n w. ba statfliLy. - ASI)tXILra1 aaOsofthedXktta;rxtbeanpufarrffi • OAledlon ardWs is has3d en arrposi action Wth a sire, je lays of 22337' V%%etBaBa BW"Pard (24' Star Rating) tta: is cjued and raced dmAn - Adtlaa omWda-atashrtheTJ-Rd"'RalrgirduiL- Noe w9Wrgth tred,to5l�pots(Qs) Aooea9uies 7tb1 Atia7atle Req fired Dead _ . LH� lbW 1- Shld v�l - tF 3 SU' 225' L7S' 125 416 541 1 V4' amBoad 2 - 9id MI - FF 35Q' 225" L75' 125 416 1 541 11/4' Rim 8oad "RimBadIsasasredtDmryal1cadsdieddredlyaba,eit;' y rig ten arbe bergddgned Lamb 1—Man RSdrg Deed (10M Hour Uwe (um mrwnwis i - Ltifam(PSF) 0 to 15 7' 16' 120 1 40.0 Rddalla - Living Arr� V1Eyehaaaa venwisthat the erg of its p odd mill be in aoad m wiUn V%tyetnaetea prodxt ddgn atdia ad pi distned design %slues VIt-W aeaegseestydslarrsaVotiu veratesrdalEdtr)ttesdMae. tde taasretV%tWtia bb32hrefbrirstalladon Ls (%w%w.waod ,AW.a3n) Acoesswa (Rim Baa Boddng Pads ad Sig Bod6) we not designed b/ttis s ibnaa Lba of ths; s lbmm is not I, to to drusnetihaneed faaddgnpadasdEhmtb b/theaLdi3ttytairlgjLrLdcSatiTheddgnaof.tua hAdaorfraraIsre*pat97deto aasetrtMscalalaonIsmrrpaitieWththe aeArilprojec RadjdsnatfaduedatVvbutEeusErfadlltiesaethrcipatitmIII dhrsr7ain2de fio3hy 5bffi� The prodst q�ipiicatlary Irput ddgr Ia x1% drreHas ad sL4ZK:rt irfcm a im hae bean padded b/ D id G, VIE9a" kr- Fate Sdhwe Qpa-Acr .lob Notes Darid WdIcr Darid G Willer. Irc, (2A 851-1182 cbrie1gndlecc4=r casLre[ 9,dEm: Roor Maybe Type: Joist B iking U e : ReAblia B11dng Qx1e: IBC DaIgn Mahodiogy : MD SUSTAINABLE FORESTRY INITIATIVE 3r8(2013 a43:12 PIV Fatev4.0, LEigi B-gnec Va- Ei1.203 Pagel of 1 Fy BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Upper Floor Framing 3 Date: 5/29/14 Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 5.0 in2 R2= 6.0 in2 (1.5) DL Defl= 0.04 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 7.0 ft Reaction 1 LL 2457 # Reaction 2 LL 2917 # Beam Wt per ft 12.99 # Reaction 1 TL 3741 # Reaction 2 TL 4479 # Bm Wt Included 91 # Maximum V 4479 # Max Moment 9307 W Max V (Reduced) 3414 # TL Max DO L / 240 TL Actual Defl L / 905 LL Max Defl L / 360 LL Actual DO L / >1000 Section (in3) Shear (in2) TL Defl (in) LL Defl 82.26 41.56 0.09 0.05 38.47 17.66 0.35 0.23 OK OK OK OK 47% 42% 27% 22% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2900 290 2.0 750 Adjusted Values 2903 290 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 300 Uniform TL: 413 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1650 B = 2638 3.0 406 H = 650 3.0 7.0 H Uniform Load. A Pt loads: 0 R1 = 3741 R2 = 4479 SPAN = 7 FT Uniform and partial uniform loads are Ibs per lineal ft. r -, BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Upper Floor Framing 4 Date: 5/21 /14 Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.5 in2 R2= 3.5 in2 (1.5) DL Defl= 0.01 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 6.0 ft Reaction 1 LL 1734 # Reaction 2 LL 1734 # Beam Wt per ft 12.99 # Reaction 1 TL 2613 # Reaction 2 TL 2613 # Bm Wt Included 78 # Maximum V 2613 # Max Moment 3919'# Max V (Reduced) 1751 # TL Max DefI L / 240 TL Actual Defl L / >1000 LL Max DefI L / 360 LL Actual Defl . L / >1000 Section in3 Shear in2 TL Defl in LL Defl 82.26 41.56 0.03 0.02 16.20 9.06 0.30 0.20 OK OK OK OK 20% 22% 10% 9% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2900 290 2.0 750 Adiusted Values 2903 290 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 578 Uniform TL: 858 = A Uniform Load A R1 = 2613 R2 = 2613 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg #201-540 Lambrecht Residence Upper Floor Framing 5 Date: 5/21 /14 Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.5 in2 R2= 5.7 in2 (1.5) DL Defl= 0.24 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 18.5 ft Reaction 1 LL 1540 # Reaction 2 LL 2618 # Beam Wt per ft 22.97 # Reaction 1 TL 2649 # Reaction 2 TL 4274 # Bm Wt Included 425 # Maximum V 4274 #. Max Moment 15121 W Max V (Reduced) 4002 # TL Max Defl L / 240 TL Actual Defl L / 456 LL Max Defl L / 360 LL Actual Defl L / 911 Section W Shear in2 TL DO in LL DO 171.50 73.50 0.49 0.24 63.65 20.70 ' 0.93 0.62 OK OK OK OK 37% 28% 53% 40% Fb(psi) Fv(psi) E(psi x mil Fc i(psi) Reference Values 2900 290 2.0 750 Adjusted Values 2851 290 2.0 750 CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL:131 Uniform TL: 210 = A Point LL Point TL Distance 1734 B = 2613 15.0 Uniform Load A Pt loads: R1 = 2649 R2 = 4274 SPAN = 18.5 FT Uniform and partial uniform loads are Ibs per lineal ft. F O R T E°" m" `e'd, Pco-" ''a"" 1 pieae(s)11/Y' x U 7/S' 1-MTim i lm balr!®LSL 0 Overall Length: 14' 7" 14 0 0 All laws are rrmasied fttmtte outside- fare Of left st «at (cr left catilewr en* All di, o cis are mi tani al. p' s AdMClomlim Alwmd . Ault L)F Loa* Cbnt* dm(R n) Mm-ba IZeamOn abs) -m @7' LW Q-25) Famed (9fiP/.1 — LO D+ LO L (Al -9as) -hear (Ib5) 644 @ 13 3 5M' 475) FUssed (14%) 1.00 LO D+ LO L (AU -pas) Miret (Ft-tbs) 2721 @7 3 VT 4999 Passed (540/y) LOO LO D+ LO L (Al -pans) Like Load DEfI. (in) C 33D @7 3 VT 01. (L/519) — LO D+LO L(Al -pas) Total Load DEfl. (n) CL393 07 3 WT (1.712 Passed 01436) — LO D+ LO L(A -pas) - Daledim ata•Ia rL(1.1-M adlL(L/290). eaorg (I„): All mnpe99m edges (top and bcMmr mist be' at 6 51/1' olc u leB detailed altnavise A uw Mdrret and peticrirg of' bracing is re JmdtoadiemenerbastaH9Ly ...._ R I g Len$h LnwiclIng bs) Ac es Tcmd ARalable IRe oed Damd L f TCW 1- StLd well - FF 350' 2.25' 15U'• 125 E256 781 11/4' RamBoani 2-ShdMI-FF 350 2.25' LW' 125 E66 781 1114'[am Bad • Rim is assired <D ranyall loa&. died drecilyabae it bAming the.. u. be being designed ILaacic Lom ion Mibubwv VUdth Dead (Qg FiarrLiue ('L00) Qanrae 1- LhfmT#--F) 0 to 14 7' 1' 120 1 90.0 Residertia - Livirg Arm VVeyetBaBa' Neratsth3 t e sang cf it padLds alll be in amor I ne wih Vv%et8a6a prodrd ddgi aitaia and pLUL4ned deggi %dLies V%%et8w9wepeWdsdarrsart/ ethervaratlgrdatedtothe slMaaRetatoarretVlfyei• litaaueforinsdiaimdetails (vww%nno d* .mrrt)Aa3 oE-es(Rtm8a4Bod6rgPanelsandS¢.e'hBad6)arenatde3gedbrtHs9*A1BMfuseCIfMS916WeiSnotiri0 to dramet the need frr a design prc nail as dEbeirdr ed byte aitnity hawing ju !sddim. The dedgx r d'remrcl b ilder ar tiara is rrspwetie to as3mdatbsdalatimismrr}ledtie wt UmoAallpojatRodx:tsnattfaLredatV%lew am- iadliriesaetirdVrb/cmtifledtnsbtanaie fueoY The prodi2 al lcatial Irpt deggn loads dint ias ad suppart iriangim In we been paided tar Daniel C. WMer, Inc Fate Sdbmwe Opwaky .Ida NlMes Coriel vwtlla Lbrid G Wdle•. Inc (206) 851-1182 daridgndiajabXrCLS .ret SIVIern: Roar N1 rbe•TVM :flush Beam Buildrg Lbe : Reddyifa BAdrg Q>cle : MZ DeJgn M3hordogy : A9D 4 SUSTAINABLE FORESTRY INITIATIVE 3/8(2(713 4:27:22 PM Fvte\AQ DEsgi Engr,e \Farai.203 Page 1 ct 1 BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Upper Floor Framing 7 Date: 5/21 /14 Selection 5-1/4x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adiustments Min bearing Area tit= b.0 In, HZ= 4.V in, (1.b) uL ueTI= u.u/ In Beam Span 9.0 ft Reaction 1 LL 2827 # Reaction 2 LL 2286 # Beam Wt per ft 19.48 # Reaction 1 TL 4521 # Reaction 2 TL 3655 # Bm Wt Included 175 # Maximum V 4521 # Max Moment 13910'# Max V (Reduced) 4379 # TL Max Defl L / 240 TL Actual Defl L / 748 LL Max DO L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in2) TL Defl (in) LL DO 123.39 62.34 0.14 0.08 57.49 22.65 0.45 0.30 OK OK OK OK 47% 36% 32% 25% Fb(psi) Fv(psi) E(psi x mil Fc i(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2903 290 2.0 750 CF Size Factor 1.001 ' Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 90 Uniform TL: 124 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 3279 B = 5246 3.25 178 H = 285 3.25 9.0 H Uniform Load A Pt loads: 0 0 R1 = 4521 R2 = 3655 SPAN = 9 FT Uniform and partial uniform loads are Ibs per lineal ft. f BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Upper Floor Framing 7a Date: 5/21 /14 Selection 5-1/4x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adiustments Min bearing Area Ftl= b.d in, HZ= b.b In, tl.b) uL uerl= u.11 In Beam Span 10.0 ft Reaction 1 LL 3285 # Reaction 2 LL 3173 # Beam Wt per ft 19.48 # Reaction 1 TL 5110 # Reaction 2 TL 4929 # Bm Wt Included 195 # Maximum V 5110 # Max Moment 18917W. Max V (Reduced) 4610 # TL Max Defl L / 240 TL Actual DO L / 503 LL Max Defl L / 360 LL Actual Defl L / 929 Section_ (in3) Shear (in2) . TL DO (in) LL DO 123.39 62.34 0.24 0.13 78.19 23.84 0.50 0.33 OK OK OK OK 63% 38% 48% 39% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference, Values 2900 290 2.0 750 Ad'usted Values 2903 290 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 220 Uniform TL: 303 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 3279 B = 5246 5.5 178 H = 285 0 5.5 H Uniform Load A Pt loads: 0 R1 = 5110 R2 = 4929 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg #201-540 Lambrecht Residence Upper Floor Framing 8 Date: 5/21 /14 Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Min Gearing Area tit= /.4 In, H;e= 1.4 in, (1.b) uL UeTI= u.lti in Beam Span 14.5 ft Reaction 1 LL 3710 # Reaction 2 LL 3710 # Beam Wt per ft 22.97 # Reaction 1 TL 5552 # Reaction 2 TL 5552 # Bm Wt Included 333 # Maximum V 5552 # Max Moment 21867'# Max V (Reduced) 4979 # TL Max Defl L / 240 TL Actual DO L / 417 LL Max DO L / 360 LL Actual Defl L / 734 Section (W) Shear (W) TL Defl (in) LL Defl 171.50 73.50 0.42 0.24 92.05 25.75 0.73 0.48 OK OK OK OK 54% 35% 58% 49% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2851 290 2.0 750 CIF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 340 Uniform TL: 468 = A Point LL Point TL Distance 1245 B = 1992 4.5 1245 C = 1992 10.0 Uniform Load A Pt loads: 0 R1 = 5552 R2 = 5552 SPAN = 14.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Roof Framing 9 Date: 5/21 /14 Selection 4x 8 HF #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Loads Min tfeanng Area Fit= Z.b in, H;e= Z.b in, (1.b) UL ueTI= 1.1.1.14 In Beam Span 6.0 ft Reaction 1 LL 657 # Reaction 2 LL 657 # Beam Wt per ft 6.17 # Reaction 1 TL 1068 # Reaction 2 TL 1068 # Bm Wt Included 37 # Maximum V 1068 # Max Moment 1603'# Max V (Reduced) 853 # TL Max Defl L / 240 TL Actual Defl L / 841 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in3 Shear inz TL Defl in LL Defl 30.66 25.38 0.09 0.04 17.41 8.53 0.30 0.20 OK OK OK OK 57% 34% 29% 22% Fb (psi) Fv (psi) E (psi x mil) Fc i Reference Values 850 150 1.3 405 Adjusted Values 1105 150 1.3 405 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 219 Uniform TL: 350 = A Uniform Load A 0 RI = 1068 R2 = 1068 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Upper Floor Framing 10 Date: 5/21 /14 Selection 5-1/4x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 2005, Overhang Data Attributes Actual Critical Status Ratio Values Adjustments Min bearing Area Hi= z.0 In,Hz= iz.z In, (l.b) uL ueTi= u.u4 in. Beam Span 15.0 ft Reaction 1 LL 795 # Reaction 2 LL 5891 # Beam Wt per ft 19.48 # Reaction 1 TL 1466 # Reaction.2 TL 9177 # Bm Wt Included 331 # Maximum V 6151 # Overhang Length 2.0 ft Max Moment 11703'# Max V (Reduced) 5855 # Total Beam Length 17.0 ft TL Max Defl L 1240 TL Actual Defl L / >1000 OH TL Actual Defl L / 859 LL Max Defl L 1360 LL Actual Defl L / >1000 OH LL Actual Defl L / >1000 Section (W) Shear (W) TL Defl (in) LL Defl OH TL Defl OH LL Defl 123.39 62.34 0.05 <0.01 0.06 0.04 48.37 30.28 0.75 0.50 0.20 0.13 OK OK OK OK OK OK 39% 49% 6% 1 % 28% 32% Fb(psi) Fv(psi) E(psi x mil Fc i(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2903 290 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Cl Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL:175 Uniform TL: 280 = A Uniform Ld on Backs an Point LL . Point TL Distance Par Unif LL Par Unif TL Start End 3710 F = 5552 (OH) 2.0 175 K = 280 (OH) 0 2.0 Uniform Load A K Pt loads: R1 = 1466 R2 = 9177 BACKSPAN = 15 FT OH = 2 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. •. 1 BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Upper Floor Framing 11 Date: 5/21 /14 Selection 5-1/8x 10-1/2 GLB 241744 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Min bearing Area H1= 3.b in' HZ= 4.b in' (1.b) UL Uetl= 0.02 in Hecom Gamber= 0.02 in Beam Span 6.0 ft Reaction 1 LL 1678 # Reaction 2 LL 2031 # Beam Wt per ft 13.08 # Reaction 1 TL 2368 # Reaction 2 TL 2896 # Bm Wt Included 78 # Maximum V 2896 # Max Moment 5006'# Max V (Reduced) 2163 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Deft L / >1000 Section (in3) Shear (in2) TL Defl (in) LL Defl 94.17 53.81 0.04 0.02 25.03 13.52 0.30 0.20 OK OK OK OK 27% 25% 14% 12% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 999 B = 1598 2.5 244 H = 280 0 2.5 600 1 = 825 2.5 6.0 1 H Pt loads: 0 R1 = 2368 R2 = 2896 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht / Goertz Residence Upper Floor Framing 12 Date: 3/08/13 Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S.•PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Min bearing Area HI= 4.2 in, HZ= 4.b In, (l.b) UL UeTI= U.Ub In Beam Span 9.0 ft Reaction 1 LL 2108 # Reaction 2 LL 2237 # Beam Wt per ft 12.99 # Reaction 1 TL 3165 # Reaction 2 TL 3371 # Bm Wt Included 117 # Maximum V 3371 # Max Moment 7312'# Max V (Reduced) 2693 # TL Max Defl L / 240 TL Actual Defl L / 821 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (W) Shear (W) TL Defl (in) LL Defl 82.26 41.56 0.13 0.07 30.22 13.93 0.45 0.30 OK OK OK OK 37% 34% 29% 25% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 2900 290 2.0 750 Adjusted Values 2903 290 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 282 Uniform TL: 392 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 232 B = 371 7.0 175 H = 280 0 9.0 H Uniform Load A Pt loads: 0 R1 = 3165 R2 = 3371 SPAN = 9 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht / Goertz Residence Upper Floor Framing 13 Date: 3/08/13 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adiustments Min bearing Area tit= z.o in, tie= 4.1 in, t1.b) uL ueT1= u.ly In mecom t,amoer= u.zo In Beam Span 12.75 ft Reaction 1 LL 978 # Reaction 2 LL 1637 # Beam Wt per ft 9.11 # Reaction 1 TL 1623 # Reaction 2 TL 2678 # Bm Wt Included 116 # Maximum V 2678 # Max Moment 10579'# Max V (Reduced) 2589 # TL Max Dell L / 240 TL Actual Defl L / 398 LL Max Dell L / 360 LL Actual Defl L / 776 Section (in3) Shear (in2) TL Defl (in) LL Defl 75.00 37.50 0.38 0.20 52.89 16.18 0.64 0.43 OK OK OK OK 71 % 43% 60% 46% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 50 Uniform I L: 80 = A Point LL Point TL Distance 1978 B = 3165 8.5 4 Uniform Load A Pt loads: 0 0 RI = 1623 R2 = 2678 SPAN = 12.75 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht / Goertz Residence Upper Floor Framing 14 Date: 3/08/13 Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.5 in2 R2= 3.5 in2 (1.5) DL Defl= 0.08 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 11.0 ft Reaction 1 LL 1738 # Reaction 2 LL 1738 # Beam Wt per ft 12.99 # Reaction 1 TL 2645 # Reaction 2 TL 2645 # Bm Wt Included 143 # Maximum V 2645 # Max Moment 7275 W Max V (Reduced) 2169 # TL Max Defl L / 240 TL Actual DO L / 696 LL Max Defl L / 360 LL Actual DO L / >1000 Section W Shear in2 TL DO in LL Defl 82.26 41.56 0.19 0.11 30.07 11.22 0.55 0.37 OK OK OK OK 37% 27% 34% 29% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2903 290 2.0 750 CIF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 316 Uniform TL: 468 = A Uniform Load A 0 0 R1 = 2645 R2 = 2645 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft. 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Inc (20G) 851-1182 daridgndIUCat rM3s.net SOMEM: Roe' NtrrbaType: ]odst SalcingL e:Residatlal BAcIng : MC Oelgr NHtoddow : AM l SUSTAINABLE FORESTRY INITIATIVE 3(8/Ml37:18rM RV F rte\4 Q Desigi 6'yr'ta \66.1203 Page 1 Cf 1 BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Upper Floor Framing 16 Date: 5/21 /14 Selection 7x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 5.0 in2 R2= 3.7 inz (1.5) DL Defl= 0.20 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 15.0 ft . Reaction 1 LL 2289 # Reaction 2 LL 1683 # Beam Wt per ft 25.98 # Reaction 1 TL 3775 # Reaction 2 TL 2807 # Bm Wt Included 390 # Maximum V 3775 # Max Moment 17811 '# Max V (Reduced) 3677 # TL Max Defl L / 240 TL Actual Defl L / 445 LL Max Deft L / 360 LL Actual Defl L / 874 Section in3 Shear inz TL Defl in LL Defl 164.52 83.13 0.40 0.21 73.62 19.02 0.75 0.50 OK OK OK OK 45% 23% 54% 41 % Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2900 290 2.0 750 Adjusted Values 2903 290 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 53 Uniform TL: 73 = A Point LL Point T.L Distance 1130 B = 1808 3.75 1637 C = 2627 6.75 409 D = 663 9.75 Uniform Load A Pt loads: © © 0 R1 = 3775 R2 = 2807 SPAN = 15 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v20101icensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Upper Floor Framing 17 Date: 5/21 /14 Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments min bearing Area mi= z.Z in, Hz= 4.0 In, (1.0) UL ueTI= u.1 / In Beam Span 12.0 ft Reaction 1 LL 965 # Reaction 2 LL 2123 # Beam Wt per ft 12.99 # Reaction 1 TL 1670 # Reaction 2 TL 3580 # Bm Wt Included 156 # Maximum V 3580 # Max Moment 13319'# Max V (Reduced) 3567 # TL Max Defl L / 240 TL Actual Defl L / 424 LL Max Defl L / 360 LL Actual Defl L / 860 Section (W) Shear (in2) TL Deff (in) LL Defl 82.26 41.56 0.34 0.17 55.05 18.45 0.60 0.40 OK OK OK OK - 67% 44% 57% 42% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 2900 290 2.0 750 Adjusted Values 2903 290 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance 3088 B = 5094 8.25 Pt loads: 0 R1 = 1670 R2 = 3580 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Lambrecht Residence Upper Floor Framing . 18 Date: 5/21 /14 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 5.9 in2 R2= 7.3 in (1.5) DL Defl= 0.03 in Recom Camber= 0.04 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 LL 2639 # Reaction 2 LL 3199 # Beam Wt per ft 13.08 # Reaction 1 TL 3857 # Reaction 2 TL 4752 # Bm Wt Included 78 # Maximum V 4752 # Max Moment 8574'# Max V (Reduced) 4018 # TL Max Defl L / 240 TL Actual Defl ' L / >1000 LL Max DO L / 360 LL Actual DO L / >1000 Section (in3) Shear (in 2) TL DO (in) LL Defl 94.17 53.81 0.07 0.04 42.87 25.12 0.30 0.20 OK OK OK OK 46% 47% 22% 19% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 600 Uniform TL: 825 = A Point LL Point TL Distance 2238 B = 3580 3.75 Uniform Load A Pt loads: 19 R1 = 3857 R2 = 4752 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft.